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44-129 (3) 041 /old/ FOR REG 5M 119E ONLY m.20org 12,Py°:1 d 1 n.00ra 00@81200612:64 PM • o 0 � O THIS PLAN HAS BEEN PREPARED IN ACCORDANCE WITH THE PROVISIONS OF 230 CMR 6 AND 5 THE RESULT OF A THEODOU MM SURVEY AND N/F CONFORMS IS�OED AND REGUUTKINS OF 6-FT. WIDE TEMPORARY CONSTRUCTION GLL F.VERRMIO EASEMENT TO LOT i5 (EXPIRES MARCH 12, DEED BOOK 2189-PAGE 218 2007 PER G.S.B. (BROKEN) 0hy► 577,30+ UP 1' �1g8-90. f N 123.71. ORIt , AY S83°` 33q8,µNriti30'W` �23054E . g T1 V JAMES F. &PATRICIA A M o PI / LpT s _�`!{L O.Tj. DEED BOOK OT/5 .PAGE 3 !oI/ R(O f_ S79°94 36 PLAN BOOK 195 PAGE 78 '�m 8740 � I �. 169.34. E Q / Iwo i 40• 1.548 OP ,�O Jam\ ACRE$ I I 20. q .� 4'x B' G.S.B. UP 7 m PROPOSED LIS N/F V NF.`NP S83.05• I I of Z JIM ELLEN E BOYLE yv�. \ Op05O)O�'. ��� __ 229.29E I I m (I DEED BOOK 7616•-PAGE 273 pR �J,,\ I W z¢ PLAN BOOK 195 PAGE 78 >`'' - N 1 ` I rc . W \ LOT AREA PROPERTY�4 T PROPERTY LINE AS RECORDEDI J mg \ p 290.OB6 182 SJ _ //�ON REFERENCE PLAN. SEE d d 7' 6.659 q -C_ NOTE/5. I 0 I H 9:1 � s L �i N 3:2 N$ \ I I GL F.VERPoLLO •� o DEED BOOK 2189°•PAGE 218 W 1°3 PROPOSED 2 IF HOUSE II a _ .s.B. (TIPPED) I I Q ckf LEGEND ——I� I W x93.6 • — __ I U) or PROPERTY LINE N84=53'W _ m O IRON PIN FOUND J W Q • IRON ROD TO BE SET Q N L Z O BOUND FOUND G.S.B. UP 3' W 0 Q Q N 0:�N Q W a�NF PLANNM BOARD ONLY CITY OF NORTHAMPTON Q< n Z °w N CRY OF NORP�T� DEED BOOK 2813-PAGE 298 ZZ Q J Z PLANNING BOARD APPROVAL UNDER THE JO �' a W_ SU SION CONTROL LAW NOT REQUIRED. <d (n 0 (n , 45N OF LAUD IN NORTHAMPTON, MASMNUSCM 89 0MOM TO O O Z WILSON REALTY COMPANY OECEMSER 4. 1868 AND PREPARED Of pQ� ALMER HUNTLEY,JR. &ASSOCIATES INC. a Z Z 2)'LAND IN NORTHAMPTON, MASSACHUSETTS BELONGING TO WILSON Q REALTY COMPANY DATED DECEMBER 3, 1985 AND PREPARED BY ALMER HUNTLEY,JR. &ASSOCIATES INC. Q 3)'PUN OF LAND NORTHAMPTON,MASSACHUSETTS SURVEYED FOR DATE: IOC c REFERENCE W JOHN W SWING' DATED AUGUST 23. 1993 PREPARED BY HERITAGE GRAPHIC SCALE �' '—RL--� SURVEYS INC. RECORDED IN PLAN BOOK 179 PAGE 191. 1 1-h-60' n OWNERS: KONSTANTINOS N. &SUNRA B. SIERROS 4) 'PAW OF LAND IN NORTHAMPTON, MASSACHUSETTS PREPARED Z NO REPRESENTATIONS ARE MADE BY THE NORTHAMPTON DEED BOOK 8288 PAGE 997 FOR JOHN EWINT DATED MARCH 6.2003 PREPARED BY HUINTLEY 0 NORTHAMPTON PLANNING BOARD REGARDING COMPLIANCE TO ZONING NOR THff 1aT H r a r 420 DEED BOOK 7423 PAGE 38(SPECIAL PERMR') ASSOCIATES P.C.. RECORDED IN PLAN BOOK 195 PAGE 78. Y SURIBILITY OF THE LAND FOR OEVEIOPMEM. PLAN BOOK 199 PAGE 49 5) 'PLAN OF LAND IN NORTHAMPTON, MASSACHUSETTS PREPARED .Nos W. um. FOR JOHN EWING' DATED DECEMBER 5, 2003 PREPARED BY HUNTLEY LOT/3 AND LOT/5 WERE PREVIOUSLY GRANTED SPECIAL PERMITS ASSOCIATES P.C., RECORDED IN PLAN BOOK 199 PAGE 49. 220142 PAGE-I,, BY THE CITY OF NORTHAMPTON PLANNING BOARD ON JULY 31, 2002 BA T,*d AND RECORDED IN DEED BOOK 7423 PAGE 38 1/1 1 i — xeyBuild structurerm 2.204] 0604220-Level I 0 5-2-06 kinBeatnEngine 4.413j Materials Database 507 1:42pm 16 of 18 Member Data Description: CalcB29 Member Type: Beam Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 9.5 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) or 0.00" 7' 9.00" 350 0 115% Replacement Uniform(PLF) or 0.00" 7' 9.00" 461 493 100% Replacement Uniform(PLF) 7' 9.00" 9' 6.00" 350 0 115% Replacement Uniform(PLF) 7' 9.00" 9' 6.00" 476 496 100% Point(LBS) 7' 9.00" 0 122 100% I s s o sso Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 2.30" 6031# 1601# 2112# 2319# 6031# 2 9'1.75" Wall N/A 2.34" 6134# 1601# 2131# 2403# 6134# Design spans 9'1.75" Product:1314"LP-LVL 9112"2.0E 2 ply Component Member Design has Passed Design Checks.** Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 13842.'# 15275.'# 90% 4.57' Total load 115% Shear 5080.# 7393.# 68% 8.69' Total load 115% LL Deflection 0.2557" 0.3049" U429 4.57' Total load 115% TL Deflection 0.4172" 0.4573" L/263 4.57' Total load 115% Control: TL Deflection Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. V r"nuvw.ces,uc 'Passing is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation according to the manufacturers specifications. KeyBuild Structure'2204j 0604220-Level 10 5-2-06 ktnBealnEngine 4.413j Materials Database 507 1:42pm 15 of 18 Member Data Description: CalcB28 Member Type: Beam Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection:Nailed Member Weight: 9.5 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 0' 11.63" 350 0 115% Replacement Uniform(PLF) 0' 0.00" 0' 11.63" 389 466 100% Replacement Uniform(PLF) 0' 11.63" 1' 11.63" 350 0 115% Replacement Uniform(PLF) 0'11.63" 1' 11.63" 404 472 100% Replacement Uniform(PLF) 1' 11.63" 2' 0.00" 350 0 115% Replacement Uniform(PLF) 1' 11.63" 2' 0.00" 413 475 100% Replacement Uniform(PLF) 2' 0.00" 7' 0.00" 350 0 115% Replacement Uniform(PLF) 2' 0.00" 7' 0.00" 414 475 100% Point(LBS) 3' 9.00" 2768 1727 115% 77 7 0 0 7 0 0 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 2.36" 6191# 2444# 1349# 2400# 6191# 2 6'7.75" Wall N/A 2.50" 6561# 2652# 1372# 2538# 6561# Design spans 6'7.75" Product:13/4"LP-LVL 91/2"2.0E 2 ply Component Member Design has Passed Design Checks." Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 14266.'# 15275.# 93% 3.57' Total load 115% Shear 5572.# 7393.# 75% 6.64' Total load 115% LL Deflection 0.1247" 0.2215" U639 3.32' Total load 115% TL Deflection 0.2033" 0.3323" U392 3.32' Total load 115% Control: Positive Moment Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rmxsrnnexu.c- Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. ° Keyauild strucn¢e""'2204j 0604220-Level 10 5-2-06 klnBeainEngine 4.413j Materials Database 507 1:42pm 14 of 18 Member Data Description: CaIcB16 Member Type: Beam Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 9.5 PLF DOL: 100% Filename: UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform PLF 0' 0.00" 7' 6.00" 350 320 115% 7 6 0 7 6 0 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 2428# 1251# 0# 1178# 2428# 2 T1.75" Wall N/A 1.50" 2428# 1251# 0# 1178# 2428# Design spans 7'1.75" Product:113/4"LP-LVL 91/2"2.0E 2 ply Component Member Design has Passed Design Checks." Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 4337.'# 15275.# 28% 3.57' Total load 115% Shear 1890.# 7391# 25% 0.71' Total load 115% LL Deflection 0.0411" 0.2382" L1999+ 3.57' Total load 115% TL Deflection 0.0797" 0.3573" L/999+ 3.57' Total load 115% Control: Positive Moment Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives + All product names are trademarks of their respective owners I ■ "Copyright(C)190 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. r r"aavwsc..u.c 'Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation coordirg to the manufacturer s splacifications. ' xeysuild structurell 2204j 0604220-Level 10 5-2-06 kinBeamEngine 4.413j Materials Database 507 1:42pm 13 of 18 Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 5770.'# 15275.'# 37% 3.16' Total load 115% Shear 2754.# 7393.# 37% 6.3' Total load 115% LL Deflection 0.0499" 0.2104" L/999+ 3.16' Total load 115% TL Deflection 0.0828" 0.3156" L/915 3.16' Total load 115% Control: Positive Moment Manufacturer's installation guide MUST be consulted for multi-p(y connection details and alternatives All product names are trademarks of their respective ovmers Copyright(C)19W2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rmienw.veauc" 'Passing is defined as when the member,f oorjoist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation cording to the manufacturer's specifications. ' KeyBuild Structure—2.204j 0604220-Level 10 5-2-06 ktnBeatnEngine 4.413] Materials Database 507 12 of 12 of 18 Member Data Description: Ca1cB15 Member Type: Beam Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 9.5 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) or 0.00" 1' 0.94" 350 0 115% Replacement Uniform(PLF) 0' 0.00" 1' 0.94" 329 443 100% Replacement Uniform(PLF) 1' 0.94" 2' 0.94" 350 0 115% Replacement Uniform(PLF) V 0.94" 2' 0.94" 334 445 100% Replacement Uniform(PLF) 2' 0.94" 2' 4.88" 350 0 115% Replacement Uniform(PLF) 2' 0.94" 2' 4.88" 338 447 100% Replacement Uniform(PLF) 2' 4.88" 3' 4.88" 350 0 115% Replacement Uniform(PLF) 2' 4.88" 3' 4.88" 343 449 100% Replacement Uniform(PLF) 3' 4.88" 3' 8.38" 350 0 115% Replacement Uniform(PLF) 3' 4.88" 3' 8.38" 349 451 100% Replacement Uniform(PLF) 3' 8.38" 4' 8.38" 350 0 115% Replacement Uniform(PLF) 3' 8.38" 4' 8.38" 355 453 100% Replacement Uniform(PLF) 4' 8.38" 4' 11.25" 350 0 115% Replacement Uniform(PLF) 4' 8.38" 4'11.25" 362 456 100% Replacement Uniform(PLF) 4'11.25" 5' 11.25" 350 0 115% Replacement Uniform(PLF) 4'11.25" 5' 11.25" 369 458 100% Replacement Uniform(PLF) 5' 11.25" 6' 1.38" 350 0 115% Replacement Uniform(PLF) 511.25" 6' 1.38" 377 461 100% Replacement Uniform(PLF) 6' 1.38" 6' 8.00" 350 0 115% Replacement Uniform PLF 6' 1.38" 6' 8.00" 380 463 100% Tl 6 8 0 6 8 0 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 U0.00" Wall N/A 1.50" 3623# 1105# 1075# 1444# 3623# 2 6'3.75" Wall N/A 1.50" 3702# 1105# 1133# 1465# 3702# Design spans 6'3.75" Product:13/4"LP-LVL 91/2"2.0E 2 ply Component Member Design has Passed Design Checks.** Design assumes continuous lateral bracing along the top chord. All product names are trademarks of their respective owners Copyright(C)19862005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. e"narwsez u.c `Passing is defined as when the member,floorioist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans i.ad on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufadurer's specifications. -NMI I KeyBuiild struCt¢reTm 2.204] 0604220-Level 10 5-2-06 klnBeainEngine 4.413] 1 Materials Database 507 11 of t of 1 18 Member Data Description: CalcB14 Member Type: Beam Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 9.5 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) Or 0.00" 4' 10.00" 27 10 100% Replacement Uniform(PLF) Or 0.00" 9' 6.00" 9 3 100% Replacement Uniform(PLF) Or 0.00" 9' 6.00" 350 320 115% Replacement Uniform PLF 4' 10.00" 9' 6.00" 27 10 100% 9 6 O 9 6 O Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 3333# 1601# 164# 1569# 3333# 2 9'1.75" Wall N/A 1.50" 3333# 1601# 164# 1569# 3333# Design spans 9'1.75" Product:13/4"LP-LVL 9112"2.0E 2 ply Component Member Design has Passed Design Checks.' Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 7620.'# 15275.'# 49% 4.57' Total load 115% Shear 2756.# 7393.# 37% 0.01' Total load 115% LL Deflection 0.1214" 0.3049" U903 4.57' Total load 115% TL Deflection 0.2294" 0.4573" U478 4.57' Total load 115% Control: TL Deflection Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners Copyright(C)1989.2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rn-asrrusiaiu 'Passing is defined as when the member,floorjoist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuildStructurelm 2204] 0604220-Level 10 5-2-06 klnBealnEngine 4.413] Materials Database 507 1 10 of 0 of 18 Member Data Description: CalcB13 Member Type: Beam Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 9.5 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform PLF 0' 0.00" 7' 5.00" 350 320 115% 7 5 O 7 5 O Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 2400# 1236# 0# 1164# 2400# 2 T0.75" Wall N/A 1.50" 2400# 1236# 0# 1164# 2400# Design spans T0.75" Product:13/4"LP-LVL 9112"2.0E 2 ply Component Member Design has Passed Design Checks." Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 4237.'# 15275.# 27% 3.53' Total load 115% Shear 1862.# 7393.# 25% 0.01' Total load 115% LL Deflection 0.0392" 0.2354" L/999+ 3.53' Total load 115% TL Deflection 0.0761" 0.3531" L/999+ 3.53' Total load 115% Control: Positive Moment Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrmxra_uc 'Passing is defined as when the member,floorioist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation , ccording to the manufacturer's specifications. ' KeyBuild Structure—2.204] 0604220-Level 10 5-2-06 lanBeamEngiue 4.413] Materials Database 507 1:42pm 9 of 18 Member Data Description: Ca1cB12 Member Type: Beam Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 9.5 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 4' 6.00" 27 10 100% Replacement Uniform(PLF) 0' 0.00" 9' 6.00" 9 3 100% Replacement Uniform(PLF) 0' 0.00" 9' 6.00" 350 320 115% Replacement Uniform PLF 4' 6.00" 9' 6.00" 27 10 100% 960 9 6 0 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 3333# 1601# 164# 1569# 3333# 2 9'1.75" Wall N/A 1.50" 3333# 1601# 164# 1569# 3333# Design spans 9'1.75" Product:13/4"LP-LVL 91/2"2.0E 2 ply Component Member Design has Passed Design Checks.' Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 7620.'# 15275.'# 49% 4.57' Total load 115% Shear 27564 7393.# 37% 0.01' Total load 115% LL Deflection 0.1214" 0.3049" U903 4.57' Total load 115% TL Deflection 0.2294" 0.4573" U478 4.57' Total load 115% Control: TL Deflection Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners Copyright(C)198 9-200.5 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrmsvusca uc "Passing is defined as when the member,flooriaist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation according to the manufacturer's specifications. ' KeyBuild Structure—2.204j 0604220-Level 10 5-2-06 klnBeatnEngine 4.413] Materials Database 507 18 of 18 Member Data Description: CalcB11 Member Type: Beam Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 9.5 PLF DOL: 100% Filename: UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 1' 11.25" 350 0 115% Replacement Uniform(PLF) 0' 0.00" 1' 11.25" 514 513 100% Replacement Uniform(PLF) V 11.25" 4' 11.25" 350 0 115% Replacement Uniform(PLF) 1'11.25" 4' 11,25" 514 513 100% Replacement Uniform(PLF) 4' 11.25" 9' 6.00" 350 0 115% Replacement Uniform PLF 4' 11.25" 9' 6.00" 514 513 100% 9 6 0 9 6 0 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 2.41" 6338# 1601# 2350# 2388# 6338# 2 9'1.75" Wall N/A 2.41" 6338# 1601# 2350# 2388# 6338# Design spans 9'1.75" Product:13/4"LP-LVL 91/2"2.0E 2 ply Component Member Design has Passed Design Checks:"" Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 14491.'# 15275.'# 94% 4.57' Total load 115% Shear 5240.# 7393.# 70% 0.46' Total load 115% LL Deflection 0.2719" 0.3049" U403 4.57' Total load 115% TL Deflection 0.4362" 0.4573" U251 4.57' Total load 115% Control: TL Deflection Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners Copyright(C)1989.2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rKrz,mw.acs,uc 'Passing is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation ccording to the manufacturers specifications. KeyBuild Structure—2.204] 0604220-Level 10 5-2-06 kinBeainEngine 4.413] Materials Database 507 1:42pm 7of18 Member Data Description: CalcB10 Member Type: Beam Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live,L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 27.0 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform PLF 0' 0.00" 18' 7.00" 420 180 115% 18 7 0 18 7 O Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 5715# 3829# 0# 1887# 5715# 2 18'2.75" Wall N/A 1.50" 5715# 3829# 0# 1887# 5715# Design spans 18'2.75" Product:13/4"LP-LVL 18"2.0E 3 ply Component Member Design has Passed Design Checks."* Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 26044.'# 78663.# 33% 9.11' Total load 115% Shear 4774.# 21010.# 22% 0.91' Total load 115% LL Deflection 0.2045" 0.6076" L/999+ 9.11' Total load 115% TL Deflection 0.3053" 0.9115" U716 9.11' Total load 115% Control: LL Deflection Design assumes a repetitive member use increase in bending stress: 4% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. ermsrce.ue Passing is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessione as required for approval.This design assumes product installation according to the manufacturers specifications. xeyBuild Structure—2204j 0604220-Level 10 5-2-06 IanBeamEngine 4.413j Materials Database 507 1:42pm 6ofIS Member Data Description: CalcB7 Member Type: Beam Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 27.0 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform PLF 0' 0.00" 18' 7.00" 420 180 115% 18 7 O i 18 7 O Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 5715# 3829# 0# 1887# 5715# 2 18'2,75" Wall N/A 1.50" 5715# 3829# 0# 1887# 5715# Design spans 18'2.75" Product:13/4"LP-LVL 18"2.0E 3 ply Component Member Design has Passed Design Checks." Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 26044.'# 78663.# 33% 9.11' Total load 115% Shear 47744 21010.# 22% 0.91' Total load 115% LL Deflection 0.2045" 0.6076" U999+ 9.11' Total load 115% TL Deflection 0.3053" 0.9115" U716 9.11' Total load 115% Control: LL Deflection Design assumes a repetitive member use increase in bending stress: 4% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rnTxsexnes,u.c 'Passing is defined as when the member,floorjoist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturers specifications. ' KeyBuild Structure`"'2.204] 0604220-Level 10 5-2-06 kinBeatnEngine 4.413] Materials Database 507 1:42prn 5of18 Product:13/4"LP-LVL 14"2.0E 3 ply Component Member Design has Passed Design Checks.' Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 15609.# 42892.'# 36% 7.48' Total load 100% Shear 34454 14210.# 24% 14.95' Total load 100% LL Deflection 0.1816" 0.4985" U988 7.48' Total load 100% TL Deflection 0.2596" 0.7478" U691 7.48' Total load 100% Control: LL Deflection Design assumes a repetitive member use increase in bending stress: 4% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC,ALL RIGHTS RESERVED. '-M- -Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval,This design assumes product installation la ccortling to the manufacturer's specifcatibns. KeyBui)d Structure-2.204j 0604220-Level 10 5-2-06 kmBeamEngine 4.413j Materials Database 507 l:42pi-n 4 of 18 Member Data Description: CaIcB5 Member Type: Beam Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 21.0 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 4' 11.19" 350 131 100% Replacement Uniform(PLF) 4' 11.19" 5' 1.44" 353 132 100% Replacement Uniform(PLF) 5' 1.44" 5' 4.00" 363 136 100% Replacement Uniform(PLF) 5' 4.00" 5' 6.81" 374 140 100% Replacement Uniform(PLF) 5' 6.81" 5' 9.88" 384 144 100% Replacement Uniform(PLF) 5' 9.88" 6' 4.75" 397 149 100% Replacement Uniform(PLF) 6' 4.75" 6' 8.44" 409 153 100% Replacement Uniform(PLF) 6' 8.44" 7' 4.31" 418 157 100% Replacement Uniform(PLF) 7' 4.31" 7' 8.44" 425 159 100% Replacement Uniform(PLF) 7' 8.44" 8' 0.56" 427 160 100% Replacement Uniform(PLF) 8' 0.56" 8' 4.75" 429 161 100% Replacement Uniform(PLF) 8' 4.75" 8' 8.94" 429 161 100% Replacement Uniform(PLF) 8' 8.94" 9' 1.06" 427 160 100% Replacement Uniform(PLF) 9' 1.06" 9' 5.19" 425 159 100% Replacement Uniform(PLF) 9' 5.19" 9' 6.00" 422 158 100% Replacement Uniform(PLF) 9' 6.00" 9' 8.75" 420 158 100% Replacement Uniform(PLF) 9' 8.75" 9' 9.19" 419 157 100% Replacement Uniform(PLF) 9' 9.19" 10' 1.06" 415 156 100% Replacement Uniform(PLF) 10' 1.06" 10' 4.75" 409 153 100% Replacement Uniform(PLF) 10' 4.75" 10' 8.25" 402 151 100% Replacement Uniform(PLF) 10' 8.25" 10' 11.63" 393 147 100% Replacement Uniform(PLF) 10' 11.63" 11' 2.69" 384 144 100% Replacement Uniform(PLF) 11' 2.69" 11' 5.50" 374 140 100% Replacement Uniform(PLF) 11' 5.50" 11' 8.06" 363 136 100% Replacement Uniform(PLF) 11' 8.06" 11' 10.31" 353 132 100% Replacement Uniform PLF 11' 10.31" 15' 8.75" 350 131 100% 7/it 15 812 15 812 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 3995# 2791# 1204# 3995# 2 14'11.50" Wall N/A 1.50" 4031# 2818# 1214# 4031# Design spans 14'11.50" All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. nvYLa➢cntA r.r� Passing is defined as when the member,Floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. ' Keysudd Structure—2.204j 0604220-Level 10 5-2-06 krnBeamEngine 4.413j Materials Database 507 1:42pm 3of18 Product:13/4"LP-LVL 14"2.0E 3 ply Component Member Design has Passed Design Checks.' Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 15195.'# 42892.'# 35% 7.48' Total load 100% Shear 3337.# 14210.# 23% 0.9' Total load 100% LL Deflection 0.1769" 0.4985" L/999+ 7.48' Total load 100% TL Deflection 0.2520" 0.7478" L/712 7.48' Total load 100% Control: LL Deflection Design assumes a repetitive member use increase in bending stress: 4% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners �I Copyright(C)1989-200.5 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. r�rrceecncz,�'• 'Passing is darned as when the member,floor joist,beam or girder,shown on this ravdng meets applicable design criteria for Loads,Loading Conditions,and Spans [isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation coording to the manufacturer's specifications. ' KeyBuild StructureT"2.204j 0604220-Level 10 5-2-06 kinBea nEngine 4.413j Materials Database 507 1:42pm 2of18 Member Data Description: CaIcB4 Member Type: Beam Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code:NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 21.0 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 1' 3.25" 350 131 100% Replacement Uniform(PLF) 1' 3.25" 4' 11.19" 345 130 100% Replacement Uniform(PLF) 4' 11.19" 5' 1.44" 348 131 100% Replacement Uniform(PLF) 5' 1.44" 5' 4.00" 358 134 100% Replacement Uniform(PLF) 5' 4.00" 5' 6.81" 369 138 100% Replacement Uniform(PLF) 5' 6.81" 5' 9.88" 379 142 100% Replacement Uniform(PLF) 5' 9.88" 6' 1.19" 389 146 100% Replacement Uniform(PLF) 6' 1.19" 6' 4.75" 397 149 100% Replacement Uniform(PLF) 6' 4.75" 6' 8.44" 405 152 100% Replacement Uniform(PLF) 6' 8.44" 7' 4.31" 413 155 100% Replacement Uniform(PLF) 7' 4.31" 7' 8.44" 420 158 100% Replacement Uniform(PLF) 7' 8.44" 8' 0.56" 423 159 100% Replacement Uniform(PLF) 8' 0.56" 8' 4.75" 424 159 100% Replacement Uniform(PLF) 8' 4.75" 8' 8.94" 424 159 100% Replacement Uniform(PLF) 8' 8.94" 9' 1.06" 423 159 100% Replacement Uniform(PLF) 9' 1.06" 9' 5.19" 420 158 100% Replacement Uniform(PLF) 9' 5.19" 9' 9.19" 416 156 100% Replacement Uniform(PLF) 9' 9.19" 10' 1.06" 411 154 100% Replacement Uniform(PLF) 10' 1.06" 10' 4.75" 405 152 100% Replacement Uniform(PLF) 10' 4.75" 10' 8.25" 397 149 100% Replacement Uniform(PLF) 10' 8.25" 10' 11.63" 389 146 100% Replacement Uniform(PLF) 10' 11.63" 11' 2.69" 379 142 100% Replacement Uniform(PLF) 11' 2.69" 11' 5.50" 369 138 100% Replacement Uniform(PLF) 11' 5.50" 11' 8.06" 358 134 100% Replacement Uniform(PLF) 11' 8.06" 11' 9.25" 350 131 100% Replacement Uniform(PLF) 11' 9.25" 11' 10.31" 305 96 100% Replacement Uniform PLF 11' 10.31" 15' 8.75" 303 95 100% 15 812 15 812 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 3921# 2743# 1178# 3921# 2 1411.50" Wall N/A 1.50" 3745# 2652# 1094# 3745# Design spans 14'11.50" All product names are trademarks of their respective owners Copyright(C)19842005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. .00000 A___. u.c 'Passing is dented as when the member,floorjoist,beam or girder,shown on this rowing meets applicable design aiteria for Loads,Loading Conditions,and Spans isted on this sheet.The design mud be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. KeyBuild shvcture`"2.204j 0604220-Level 10 5-2-06 kinBeamEngine 4.413j Materials Database 507 1:42pm 1of18 Member Data Description: CaIcB1 Member Type: Beam Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live,L/240 total Dead Load: 0 PLF Deck Connection:Nailed Member Weight: 9.5 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 4' 1.50" 514 193 100% Replacement Uniform PLF 4' 1.50" 8' 9.63" 514 193 100% 9 012 i 9 012 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 3042# 2183# 859# 3042# 2 8'6.00" Wall N/A 1.50" 2984# 2141# 843# 2984# Design spans 8'6.00" Product:13/4"LP-LVL 91/2"2.0E 2 ply Component Member Design has Passed Design Checks.' Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 6461.'# 13282.'# 48% 4.25' Total load 100% Shear 24754 6428.# 38% 8.49' Total load 100% LL Deflection 0.1205" 0.2833" U846 4.25' Total load 100% TL Deflection 0.1679" 0.4249" U607 4.25' Total load 100% Control: Positive Moment Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrmwaares uu ry Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation ccofding to the manufacturer's specifications. Keysuild structureTm 2.204j 0604220-Level 10 5-2-06 kinBeainEngine 4.413] 1:41 pm Materials Database 507 20 of 21 Member Data Description: CalcG26 Member Type: Girder Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 10' 5.63" 27 10 100% Replacement Uniform(PLF) 3' 5.75" 5' 3.00" 27 10 100% Replacement Uniform(PLF) 5' 3.00" 10' 5.63" 27 10 100% Replacement Uniform(PLF) 10' 5.63" 10' 7.50" 27 10 100% Replacement Uniform(PLF) 10' 5.63" 10' 7.50" 27 10 100% Point(LBS) 3' 5.75" -152 27 100% 10 7 8 10 7 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 2564 198# 164# 342# 2 10'0.25" Wall N/A 1.50" 382# 255# 175# 421# Design spans 10'0.25" Product:13/4"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks." Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1009'# 27495.'# 3% 5.01' Total load 100% Negative Moment 116.'# 27495.'# 0% 3.09' Total load 100% Negative Unbrcd 116.'# 27326.'# 0% 3.09' Total load 100% Shear 318.# 9473.# 3% 9.02' Total load 100% LL Deflection 0.0063" 0.3340" L/999+ 5.01' Total load 100% TL Deflection 0.0113" 0.5010" L/999+ 5.01' Total load 100% Control: Positive Moment Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. enTCnrusca iu **Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation according to the manufacturer's specifications.' KeyBnild Structure—2.204j 0604220-Level 10 5-2-06 ktnBeatnEngine 4.413] Materials Database 507 1:41 pm 19 of 21 Member Data Description:CalcG25 Member Type: Girder Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 18' 2.63" 27 10 100% Replacement Uniform(PLF) 7' 11.75" 11' 2.75" 27 10 100% Replacement Uniform(PLF) 11' 2.75" 13' 0.00" 27 10 100% Replacement Uniform(PLF) 13' 0.00" 18' 2.63" 27 10 100% Replacement Uniform(PLF) 18' 2.63" 18' 4.50" 27 10 100% Replacement Uniform(PLF) 18' 2.63" 18' 4.50" 27 10 100% Point(LBS) 7' 11.75" 370 108 100% 18 4 8 L 18 4 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 831# 527# 305# 831# 2 17'9.25" Wall N/A 1.50" 921# 589# 332# 921# Design spans 17'9.25" Product:13/4"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks.""' Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 4848.'# 27495.'# 17% 7.59' Total load 100% Shear 819.# 9473.# 8% 17.76' Total load 100% LL Deflection 0.1056" 0.5924" L/999+ 8.89' Total load 100% TL Deflection 0.1611" 0.8885" U999+ 8.89' Total load 100% Control: TL Deflection Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners Copyright(C)1989&2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rn-asvanes uc 'Passing is defined as when the member,floor joist,beam or girder.stows on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. ' KeyBuild Structure—2.204j 0604220-Level l 0 5-2-06 kmBeatnEngine 4.413j Materials Database 507 1:41 pm 13 of 21 Member Data Description: CalcG21 Member Type: Girder Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) or 0.00" 6' 10.50" 27 10 100% Replacement Uniform(PLF) or 0.00" 6' 10.50" 27 10 100% Point(LBS) 6' 7.00" 11340 8100 115% 610 8 610 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 271# 0# 166# 106# 271# 2 6'2.38" Girder N/A NIA 19711# 11340# 166# 8206# 19711# Design spans 6'2.M" Product:13/4"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks*" NOTE:Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 419.'# 27495.'# 1% 3.1' Total load 100% Shear 1694 9473.# 1% 0.93' Total load 100% LL Deflection 0.0011" 0.2066" L1999+ 3.1' Total load 100% TL Deflection 0.0018" 0.3099" L/999+ 3.1' Total load 100% Control: Shear Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Y copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. .rmaruw u.c 'Passing is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. KeyBnild str[retnreT'm 2.204j 0604220-Level l 0 5-2-06 kin 3eaaEngine 4.413j Materials Database 507 1:41 pm 12 of 21 Member Data Description: CalcG20 Member Type: Girder Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L 1360 live,L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 3' 10.00" 27 10 100% Replacement Uniform(PLF) 0' 0.00" 3' 10.00" 27 10 100% Replacement Uniform(PLF) 3' 10.00" 10' 5.75" 27 10 100% Replacement Uniform PLF 3' 10.00" 10' 5.75" 27 10 100% 374 6 10 8 10 512 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 3'7.25" Wall N/A 1.50" 689# 421# 269# 689# 2 10'2.25" Girder N/A NIA 202# 176# 79# 254# Design spans 3`7.25"(left cant) 6'7.00" Product:13/4"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks.*" Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 369.'# 27495.'# 1% 7.22' Even Spans 100% Negative Moment 567.'# 27495.'# 2% 3.6' Total load 100% Negative Unbrcd 567.'# 26472.'# 2% 3.6' Cants Only 100% Shear 272.# 9473.# 2% 4.59' Total load 100% LL Deflection 0.0014" 0.2194" U999+ 6.9' Even Spans 100% TL Deflection 0.0017" 0.3292" U999+ 7.22' Even Spans 100% LL Defl.,Lt. 0.0042" 0.2403" 2U999+ 0' Odd Spans 100% TL Defl.,Lt. 0.0053" 0.3604" 2U999+ 0' Cants Only 100% Control: Shear Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. nmavusea,vu,• Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design Professional as required for approval,This design assumes product installation according to the manufacturers specifications. Keysuitd structure—2.204j 0604220-Level 10 5-2-06 kinBeamEngine 4.413j 1:41 pin Materials Database 507 11 Of 21 Member Data Description: CalcG19 Member Type: Girder Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) or 0.00" 6' 10.50" 27 10 100% Replacement Uniform(PLF) 0' 0.00" 6' 10.50" 27 10 100% Point(LBS) 6' 7.00" 11340 8100 115% 610 B 610 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 271# 0# 166# 106# 271# 2 6'2.38" Girder N/A N/A 19711# 11340# 166# 8206# 19711# Design spans 62.38" Product:13/4"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks." NOTE:Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 419.'# 27495.'# 1% 3.1' Total load 100% Shear 169.# 9473.# 1% 0.93' Total load 100% LL Deflection 0.0011" 0.2066" L/999+ 3.1' Total load 100% TL Deflection 0.0018" 0.3099" L/999+ 3.1' Total load 100% Control: Shear Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective ovmers Copyright(C,111811-2005 by Keymark Enterprises,prises, ALL RIGHTS RESERVED, rwnrmnnc,uc **Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. KeyBuild Stricture—2.204j 0604220-Level 10 5-2-06 krnBealnEngine 4.413j Ill 1:41 Materials Database 507 p� 10 of 21 Member Data Description: CalcG18 Member Type: Girder Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename: UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 3' 10.00" 27 10 100% Replacement Uniform(PLF) or 0.00" 3' 10.00" 27 10 100% Replacement Uniform(PLF) 3' 10.00" 10' 5.75" 27 10 100% Replacement Uniform PLF 3' 10.00" 10' 5.75" 27 10 100% 374 6108 10 512 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 3'7.25" Wall N/A 1.50" 689# 421# 269# 689# 2 10'2.25" Girder N/A N/A 202# 176# 79# 254# Design spans 3'7.25"(left cant) 6'7.00" Product:13/4"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks.' Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 369.'# 27495.'# 1% 7.22' Even Spans 100% Negative Moment 567.'# 27495.'# 2% 3.6' Total load 100% Negative Unbrcd 567.'# 26472.'# 2% 3.6' Cants Only 100% Shear 272.# 9473.# 2% 4.59' Total load 100% LL Deflection 0.0014" 0.2194" U999+ 6.9' Even Spans 100% TL Deflection 0.0017" 0.3292" U999+ 7.22' Even Spans 100% LL Defl.,Lt. 0.0042" 0.2403" 2U999+ 0' Odd Spans 100% TL Defl.,Lt. 0.0053" 0.3604" 2U999+ 0' Cants Only 100% Control: Shear Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989.2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. I rNrLAPPL4[A 11C 'Passing is defined as when the member,floorioist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. Keysuad structurC-2.204j 0604220-Level 10 5-2-06 klnBeantEngine 4.413] Materials Database 507 19 pm 9of21 Member Data Description: CaIcG17 Member Type: Girder Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) or 0.00" 6' 10.50" 27 10 100% Replacement Uniform(PLF) 0' 0.00" 6' 10.50" 27 10 100% Point(LBS) 6' 7.00" 11340 8100 115% 610 8 610 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 271# 0# 166# 106# 271# 2 62.38" Girder N/A N/A 19711# 11340# 166# 8206# 19711# Design spans 6'2.38" Product:1314"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks.*" NOTE:Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 419.'# 27495.'# 1% 3.1' Total load 100% Shear 169.# 9473.# 1% 0.93' Total load 100% LL Deflection 0.0011" 0.2066" L/999+ 3.1' Total load 100% TL Deflection 0.0018" 0.3099" L/999+ 3.1' Total load 100% Control: Shear Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. r rn-rcnrw.acs,cu 'Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design tensional as required for approval.This design assumes product installation according to the manufacturers specifications. KeyBuddStructure—2.204j 0604220-Level 10 5-2-06 ktnBeamEngine 4.413j Materials Database 507 1:41 pm 8 of 21 Member Data Description: CalcG9 Member Type: Girder Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) or 0.00" 1' 1.31" 129 1 100% Replacement Uniform(PLF) 1' 1.31" 2' 1.31" -130 -0 100% Replacement Uniform(PLF) 2' 1.31" 2' 5.69" -132 -1 100% Replacement Uniform(PLF) 2' 5.69" X10.31" -136 -2 100% Replacement Uniform PLF 3' 10.31" 4' 1.75" -140 -4 100% 4 1 12 � rr 4 1 12 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Girder N/A N/A -16# -134# 25# 119# 2 T5.62" Wall N/A 1.50" -186# -220# 25# -199# Design spans 3'5.62" Product:1314"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks.' Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 49.# 27495.'# 0% 0.83' Total load 100% Negative Moment 158.1# 27495.'# 0% 1.83' Total load 100% Negative Unbrcd 158.'# 27685.'# 0% 1.83' Total load 100% Shear 93.# 9473.# 0% 1.04' Total load 100% LL Deflection 0.0010" 0.1156" U999+ 1.73' Total load 100% TL Deflection 0.0010" 0.1734" U999+ 1.81' Total load 100% Control: Shear Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective ovmers Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED, uocnvweea uc 'Passing is defined as when the member,floor joist,beam or girder,storm on this rowing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. KeyBuild Structure`-2.204j 0604220-Level 10 5-2-06 kmBeamEngure 4.413j Materials Database 507 1:41 pm 7 of 21 Member Data Description:CalcG8 Member Type: Girder Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename: UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 1' 0.19" 186 37 100% Replacement Uniform(PLF) 1' 0.19" 2' 0.19" 185 38 100% Replacement Uniform(PLF) 2' 0.19" 2' 4.19" 185 39 100% Replacement Uniform(PLF) 2' 4.19" 3' 4.19" 185 40 100% Replacement Uniform(PLF) 3' 4.19" 4' 0.00" 185 41 100% Replacement Uniform PLF 4' 0.00" 4' 4.50" 185 41 100% 4 4 8 i r 4 4 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 440# 343# 98# 440# 2 T8.38" Girder N/A N/A 442# 343# 100# 442# Design spans 3'8.38" Product:13/4"LPi 14"2.0E 2 ply Component Member Design has Passed Design Checks.' Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 408.'# 27495.'# 1% 1.85' Total load 100% Shear 163.# 94734 1% 0.01' Total load 100% LL Deflection 0.0010" 0.1233" L/999+ 1.85' Total load 100% TL Deflection 0.0010" 0.1849" L1999+ 1.85' Total load 100% Control: Shear Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. Ail product names are trademarks of their respective owners Y Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. 1 'passing is defined as when the member,floor joist,beam or girder,shown on this swing meats applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. KeyBuild Structure—2.204j 0604220-Level 10 5-2-06 ktnBealnEngine 4.413j Materials Database 507 1:41 pm 6 of 21 Product:13/4"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks.** Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 12903.# 27495.'# 46% 5.09' Total load 100% Shear 3910.# 9473.# 41% 9.02' Total load 100% LL Deflection 0.1080" 0.3396" L/999+ 5.09' Total load 100% TL Deflection 0.1506" 0.5094" 0811 5.09' Total load 100% Control: Positive Moment Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners A",1--*M_ Copyright(C)198 9-2005 by Keymark Enterprises,LLC,ALL RIGHTS RESERVED. 'Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation according to the manufacturers specifications. KeyBuildStructureT 2.204j 0604220-Level 10 5-2-06 kmBeamEngine 4.413j 1:41 pm Materials Database 507 5 of 21 Member Data Description: CalcG6 Member Type: Girder Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) or 0.00" Or 5.50" 502 188 100% Replacement Uniform(PLF) or 0.00" 3' 7.94" 345 130 100% Replacement Uniform(PLF) Or 5.50" 10' 9.00" 365 137 100% Replacement Uniform(PLF) 3' 7.94" 3' 10.19" 348 131 100% Replacement Uniform(PLF) 3' 10.19" 4' 0.75" 350 131 100% Replacement Uniform(PLF) 4' 0.75" 4' 3.56" 350 131 100% Replacement Uniform(PLF) 4' 3.56" 4' 6.63" 350 131 100% Replacement Uniform(PLF) 4' 6.63" 4' 9.94" 350 131 100% Replacement Uniform(PLF) 4' 9.94" 5' 1.50" 350 131 100% Replacement Uniform(PLF) 5' 1.50" 5' 5.19" 350 131 100% Replacement Uniform(PLF) 5' 5.19" 6' 1.06" 350 130 100% Replacement Uniform(PLF) 6' 1.06" 6' 5.19" 350 130 100% Replacement Uniform(PLF) 6' 5.19" 6' 9.31" 350 130 100% Replacement Uniform(PLF) 6' 9.31" 7' 1.50" 350 130 100% Replacement Uniform(PLF) 7' 1.50" 7' 5.69" 350 130 100% Replacement Uniform(PLF) 7' 5.69" 7' 9.81" 350 130 100% Replacement Uniform(PLF) 7' 9.81" 8' 1.94" 350 130 100% Replacement Uniform(PLF) 8' 1.94" 8' 5.94" 350 130 100% Replacement Uniform(PLF) 8' 5.94" 8' 9.81" 350 130 100% Replacement Uniform(PLF) 8' 9.81" 9' 1.50" 350 131 100% Replacement Uniform(PLF) 9' 1.50" 9' 5.00" 350 131 100% Replacement Uniform(PLF) 9' 5.00" 9' 8.38" 350 131 100% Replacement Uniform(PLF) 9' 8.38" 9' 11.44" 350 131 100% Replacement Uniform(PLF) 9' 11.44" 10' 4.38" 350 131 100% Replacement Uniform(PLF) 10' 4.38" 10' 6.94" 350 131 100% Replacement Uniform PLF 10' 6.94" 10' 9.00" 350 131 100% 10 9 0 10 9 0 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.93" 5071# 3638# 1434# 5071# 2 10'2.25" Wall N/A 1.93" 5070# 3638# 1432# 5070# Design spans 10'2.25" All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrrrrevw.ves uc 'Passing is defined as when the member,floor joist,beam or girder,shown on this rawing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. KeyBuild Structure—2.204j 0604220-Level 10 5-2-06 kinBeamEngine 4.413j 1:41 pm Materials Database 507 4of21 Design spans 311.00"(left cant) 22'6.38" Product:13/4"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks.' NOTE:Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 5412.'# 27495.'# 19% 15.18' Even Spans 100% Negative Moment 670.'# 27495.'# 2% 3.92' Total load 100% Negative Unbrcd 670.'# 27284.'# 2% 3.92' Cants Only 100% Shear 912.# 9473.# 9% 3.93' Total load 100% LL Deflection 0.1932" 0.7510" L/999+ 15.18' Even Spans 100% TL Deflection 0.3074" 1.1266" U879 15.18' Even Spans 100% LL Defl.,Lt. -0.1075" 0.2611" 2L/874 0' Even Spans 100% TL Defl.,Lt. -0.1666" 0.3917" 2L/564 0' Even Spans 100% Control: TL Defl.,Lt. Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. er+napxrsez r.rc Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation according to the manufacturers specifications. KeyBuild Structure-2.204] 0604220-Level 10 5-2-06 kinBeamEngine 4.413j 1:41 pin Materials Database 507 3of21 Member Data Description: CalcG3 Member Type: Girder Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 1' 1.75" 27 10 100% Replacement Uniform(PLF) or 0.00" 26' 10.00" 27 10 100% Replacement Uniform(PLF) 1' 1.75" 2' 1.06" 27 10 100% Replacement Uniform(PLF) 2' 1.06" 2' 4.00" 27 10 100% Replacement Uniform(PLF) 2' 4.00" 2' 4.19" 27 10 100% Replacement Uniform(PLF) 2' 4.19" 2' 4.75" 27 10 100% Replacement Uniform(PLF) 2' 4.75" 2' 5.63" 27 10 100% Replacement Uniform(PLF) 2' 5.63" 2' 6.94" 27 10 100% Replacement Uniform(PLF) 2' 6.94" 2' 8.50" 27 10 100% Replacement Uniform(PLF) 2' 8.50" 2' 10.44" 27 10 100% Replacement Uniform(PLF) 2' 10.44" 2' 11.31" 27 10 100% Replacement Uniform(PLF) 2' 11.31" 3' 0.69" 27 10 100% Replacement Uniform(PLF) 3' 0.69" 3' 2.00" 27 10 100% Replacement Uniform(PLF) 3' 2.00" 3' 3.25" 27 10 100% Replacement Uniform(PLF) 3' 3.25" 3' 6.06" 27 10 100% Replacement Uniform(PLF) 3' 6.06" 3' 8.31" 27 10 100% Replacement Uniform(PLF) 3' 8.31" 3' 9.19" 27 10 100% Replacement Uniform(PLF) 3' 9.19" 4' 0.50" 27 10 100% Replacement Uniform(PLF) 4' 0.50" 4' 4.00" 27 10 100% Replacement Uniform(PLF) 4' 4.00" 4' 10.00" 27 10 100% Replacement Uniform(PLF) 4' 10.00" 4' 10.44" 27 10 100% Replacement Uniform(PLF) 4' 10.44" 5' 3.44" 27 10 100% Replacement Uniform(PLF) 5' 3.44" 5' 7.06" 27 10 100% Replacement Uniform(PLF) 5' 7.06" 9110.001, 27 10 100% Replacement Uniform(PLF) 9110.001, 16' 10.00" 27 10 100% Replacement Uniform(PLF) 16' 10.00" 21' 10.00" 27 10 100% Replacement Uniform(PLF) 21' 10.00" 26' 10.00" 27 10 100% Point(LBS) 26' 5.38" 700 640 115% 3 0 4 01012 22 11 0 2610 0 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% _Dead Total 1 311.00" Wall N/A 1.50" 1356# 0# 828# 528# 1356# 2 26'5.38" Wall N/A 1.50" 2295# 700# 601# 1012# 2313# All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation cmrding to the manufacturer's specifications. xeyauild Structure—2.204] 0604220-Level 10 5-2-06 ktnBeantEngine 4.413j Materials Database 507 1'41 pi n 2of21 Design spans 22'6.38" 311.00"(right cant) Product:13/4"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks.*" NOTE:Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 5412.'# 27495.'# 19% 11.27' Odd Spans 100% Negative Moment 669.'# 27495.'# 2% 22.53' Total load 100% Negative Unbrcd 669.'# 27282.'# 2% 22.53' Cants Only 100% Shear 9124 9473.# 9% 22.52' Total load 100% LL Deflection 0.1932" 0.7510" L/999+ 11.27' Odd Spans 100% TL Deflection 0.3075" 1.1266" L/879 11.27' Odd Spans 100% LL Defl.,Rt. -0.1071" 0.2611" 21_1877 26.44' Odd Spans 100% TL Defl., Rt. -0.1661" 0.3917" 2L/565 26.44' Odd Spans 100% Control: TL Defl.,Rt. Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. nmv.cnea uc 'Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. KeyBuild Structure-2.204] 0604220-Level 10 5-2-06 ktnBeantEngine 4.413j 1:41 pm Materials Database 507 1 of 21 Member Data Description: CalcG2 Member Type: Girder Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) or 0.00" 5' 0.00" 27 10 100% Replacement Uniform(PLF) 0' 0.00" 23' 8.00" 27 10 100% Replacement Uniform(PLF) 5' 0.00" 10' 0.00" 27 10 100% Replacement Uniform(PLF) 10' 0.00" 17' 0.00" 27 10 100% Replacement Uniform(PLF) 17' 0.00" 21' 2.88" 27 10 100% Replacement Uniform(PLF) 21' 2.88" 21' 6.50" 27 10 100% Replacement Uniform(PLF) 21' 6.50" 21'11.56" 27 10 100% Replacement Uniform(PLF) 21' 11.56" 22' 0.00" 27 10 100% Replacement Uniform(PLF) 22' 0.00" 22' 6.00" 27 10 100% Replacement Uniform(PLF) 22' 6.00" 22' 9.50" 27 10 100% Replacement Uniform(PLF) 22' 9.50" 23' 0.81" 27 10 100% Replacement Uniform(PLF) 23' 0.81" 23' 1.69" 27 10 100% Replacement Uniform(PLF) 23' 1.69" 23' 3.94" 27 10 100% Replacement Uniform(PLF) 23' 3.94" 23' 6.75" 27 10 100% Replacement Uniform(PLF) 23' 6.75" 23' 9.31" 27 10 100% Replacement Uniform(PLF) 23' 8.00" 26' 10.00" 27 10 100% Replacement Uniform(PLF) 23' 9.31" 23' 10.69" 27 10 100% Replacement Uniform(PLF) 23' 10.69" 23' 11.56" 27 10 100% Replacement Uniform(PLF) 23' 11.56" 24' 1.50" 27 10 100% Replacement Uniform(PLF) 24' 1.50" 24' 3.06" 27 10 100% Replacement Uniform(PLF) 24' 3.06" 24' 4.31" 27 10 100% Replacement Uniform(PLF) 24' 4.31" 24' 5.25" 27 10 100% Replacement Uniform(PLF) 24' 5.25" 24' 5.81" 27 10 100% Replacement Uniform(PLF) 24' 5.81" 24' 6.00" 27 10 100% Replacement Uniform(PLF) 24' 6.00" 24' 8.94" 27 10 100% Replacement Uniform(PLF) 24' 8.94" 25' 8.25" 27 10 100% Replacement Uniform(PLF) 25' 8.25" 26' 10.00" 27 10 100% Point(LBS) Or 4.63" 700 640 115% 2211 0 311 0 2610 0 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 2295# 700# 601# 1012# 2313# 2 22'6.38" Wall N/A 1.50" 1356# 0# 828# 528# 1356# All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. [r+rtxvu+CR.0 'Passing is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild Structure—2.204j 0604220-Level 10 5-2-06 kinBeamEngine 4.413j Materials Database 507 1:41 pm 132 of 132 Member Data Description: CalcA100 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued& Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF Or 4.63" 350 320 115% 23 912 3 0 4 2610 0 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.75" 1739# 1749# 350PLF 469PLF 493PLF 1312PLF 2 23'5.12" Wall N/A 3.50" 1095# 1095# OPLF 598PLF 224PLF 822PLF Design spans 23'5.12" T0.25"(right cant) Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32:' along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 4985.'# 8360.'# 59% 11.71' Odd Spans 100% Shear 873.# 1710.# 51% 23.42' Total load 100% Cant.Shear,Rt 222.# 1710.# 12% 23.43' Even Spans 100% End Reaction 855.# 1550.# 55% 0' Dead load Int.Reaction 1095.# 30204 36% 23.43' Dead load LL Deflection 0.4539" 0.5857" U619 11.71' Odd Spans 100% TL Deflection 0.6173" 1.1714" U455 11.71' Odd Spans 100% LL Defl., Rt. -0.1674" 0.2000" 2U433 26.45' Odd Spans 100% TL Defl.,Rt. -0.2256" 0.3021" 2U321 26.45' Odd Spans 100% Control: LL Defl.,Rt. Right cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989&2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rvrxsvvaara u.c 'Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation according to the manufacturers specifications. tceyBuild stnrcture"m 2.204j 0604220-Level 10 5-2-06 krnBearnEngine 4.413j 1:41 177 Materials Database 507 p 131 of 132 Member Data Description:CalcA99 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 0' 4,63" 350 320 115% 23012 074 ,r 23 S 0 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.75" 1725# 1725# 350PLF 454PLF 490PLF 1294PLF 2 22'8.12" Wall N/A 3.50" 877# 877# OPLF 479PLF 180PLF 658PLF Design spans 22'8.12" 0'7.25"(right cant) Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks.'" Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 4712.'# 8360.'# 56% 11.34' Odd Spans 100% Shear 8314 1710.# 48% 22,67' Total load 100% Cant.Shear,Rt 44.# 1710.# 2% 22.68' Even Spans 100% End Reaction 831.# 1550.# 53% 0' Dead load Int.Reaction 876.# 3020.# 29% 22.68' Dead load LL Deflection 0.4014" 0.5669" U678 11.34' Odd Spans 100% TL Deflection 0.5516" 1.1339" U493 11.34' Odd Spans 100% LL Defl.,Rt. -0.0304" 0.2000" 2U477 23.28' Odd Spans 100% TL Defl.,Rt. -0.0417" 0.2000" 2U347 23.28' Odd Spans 100% Control: LL Deflection Right cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,I.L.C.ALL RIGHTS RESERVED. rrranvniaea u.c n Passing is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation F rd ng to the manufacturers specifications. Keysuild Structure-2.204j 0604220-Level 10 5-2-06 IanBeamEngine 4.413j Materials Database 507 1:41 prn 130 of 132 Member Data Description: CalcA98 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 0' 4.63" 350 320 115% 23 912 3 O 4 2610 O Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.75" 1739# 1749# 350PLF 469PLF 493PLF 1312PLF 2 23'5.12" Wall N/A 3.50" 1095# 1095# OPLF 598PLF 224PLF 822PLF Design spans 23'5.12" Y0.25"(right cant) Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks.— Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 4985.'# 8360.'# 59% 11.71' Odd Spans 100% Shear 873.# 1710.# 51% 23.42' Total load 100% Cant.Shear,Rt 222.# 1710.# 12% 23.43' Even Spans 100% End Reaction 855.# 1550.# 55% 0' Dead load Int.Reaction 10954 30204 36% 23.43' Dead load LL Deflection 0.4539" 0.5857" U619 11.71' Odd Spans 100% TL Deflection 0.6173" 1.1714" U455 11.71' Odd Spans 100% LL Defl.,Rt. -0.1674" 0.2000" 2U433 26.45' Odd Spans 100% TL Defl.,Rt. -0.2256" 0.3021" 2U321 26.45' Odd Spans 100% Control: LL Defl.,Rt. Right cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(0)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrrra,vw.sea vcc 'Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this street.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation c manufacturer's specifications. KeyBuild structure",2204j 0604220-Level 10 5-2-06 ktnBealnEngine 4.413j 1:41 pm Materials Database 507 129 Of 132 Member Data Description:CalcA97 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live,L/240 total Dead Load: 15 PSF Deck Connection: Glued& Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Live Dead Type (Description) Begin End Start End Start End DOL Point PLF 0' 4.63" 350 320 115% 18 912 3 O 4 21 10 O Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.75" 1551# 1565# 350PLF 369PLF 455PLF 1174PLF 2 18'5.12" Wall N/A 3.50" 916# 916# OPLF 500PLF 188PLF 687PLF Design spans 18'5.12" 30.25"(right cant) Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks.** Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 3067.'# 8360.'# 36% 9.21' Odd Spans 100% Shear 693.# 1710.# 40% 18.42' Total load 100% Cant.Shear,Rt 222.# 1710.# 12% 18.43' Even Spans 100% End Reaction 671.# 1550.# 43% 0' Dead load Int.Reaction 915.# 3020.# 30% 18.43' Dead load LL Deflection 0.1851" 0.4607" U999+ 9.21' Odd Spans 100% TL Deflection 0.2501" 0.9214" L/884 9.21' Odd Spans 100% LL Defl.,Rt. -0.0815" 0.2000" 2U889 21.45' Odd Spans 100% TL Defl.,Rt. -0.1083" 0.3021" 2U669 21.45' Odd Spans 100% Control: Max End React. Right cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)198&2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. A"­_*'Y. Passing is defined as when the member,floor joist,beam or girder,shown on this raw+ng meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. KeyBuild Struct=T"'2.204j 0604220-Level 10 5-2-06 krnBeamEngine 4.413j Materials Database 507 1:41 pm 128 of 132 Member Data Description: CalcA96 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 0' 4.63" 350 320 115% 2010 0 2010 0 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.75" 1635# 1635# 350PLF 405PLF 472PLF 1227PLF 2 20'2.75" Wall N/A 1.75" 742# 742# OPLF 405PLF 152PLF 557PLF Design spans 20'2.75" Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks.' NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 3750'# 8360.'# 44% 10.11' Total load 100% Shear 742.# 17104 43% 20.23' Total load 100% End Reaction 742.# 15504 47% 20.23' Dead load LL Deflection 0.2614" 0.5057" U928 10.11' Total load 100% TL Deflection 0.3594" 1.0114" U675 10.11' Total load 100% Control: LL Deflection Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989-2W5 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. m-rzscw.scs,uc n `Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. KeyBdild structnrer-2.204j 0604220-Level 10 5-2-06 ktnBeamEngine 4.413] Materials Database 507 1:41 13 127 of 132 Member Data Description: CalcA95b Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live,L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF Or 4.63" 350 320 115% 20 9 3 20 9 3 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1633# 1633# 350PLF 404PLF 472PLF 1225PLF 2 20'1.94" Wall N/A 1.50" 740# 740# OPLF 404PLF 152PLF 555PLF Design spans 20'1.94" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.' NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 3726.'# 5645.'# 66% 10.08' Total load 100% Shear 739.# 1620.# 45% 20.16' Total load 100% End Reaction 739.# 1190.# 62% 20.16' Dead load LL Deflection 0.3618" 0.5040" U668 10.08' Total load 100% TL Deflection 0.4975" 1.0081" U486 10.08' Total load 100% Control: LL Deflection Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective ovmers Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. tt+IlrzPRLS[A W.0+ `Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. KeyBuild Structure—2.204j 0604220-Level 10 5-2-06 kmBeainEngine 4.413j Materials Database 507 1:41 pm 126 of 132 Member Data Description: CalcA95a Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 0' 4.63" 350 320 115% 203 9 r � 20 3 9 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 U0.00" Wall N/A 1.50" 1616# 1616# 350PLF 394PLF 468PLF 1212PLF 2 19'8.31" Wall N/A 1.50" 722# 722# OPLF 394PLF 148PLF 542PLF Design spans 19'8.31" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.' NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 3554.'# 5645.'# 62% 9.85' Total load 100% Shear 722.# 1620.# 44% 19.69' Total load 100% End Reaction 722.# 1190.# 60% 19.69' Dead load LL Deflection 0.3322" 0.4923" U711 9.85' Total load 100% TL Deflection 0.4568" 0.9845" U517 9.85' Total load 100% Control: LL Deflection Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table ,• All product names are trademarks of their respective owners Copyright(C)198&200.5 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. ekaavmcex ru 'Passing is defined as when the member,floor joist,beam or girder,drown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessionat as required for approval.This design assumes product installation ccordirg to the manufacturer's specifications. KeyBnild structurC"2204j 0604220-Level 10 5-2-06 klnBealnEngine 4.413j 1:41 pin Materials Database 507 125 of 132 Member Data Description: CalcA94 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename: UNKNOWN Non-standard Loads Live Dead Type (Description) Begin End Start End Start End DOL Point PLF 0' 4.63" 350 320 115% 1ss8 77 19 s 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1588# 1588# 350PLF 379PLF 463PLF 1191PLF 2 18'11.25" Wall N/A 1.50" 695# 695# OPLF 379PLF 143PLF 521PLF Design spans 18'11.25" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks' NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 3287.'# 5645.'# 58% 9.47' Total load 100% Shear 6944 1620.# 42% 0' Total load 100% End Reaction 694.# 1190.# 58% 18.94' Dead load LL Deflection 0.2888" 0.4734" U786 9.47' Total load 100% TL Deflection 0.3972" 0.9469" U572 9.47' Total load 100% Control: LL Deflection Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,U.C.ALL RIGHTS RESERVED. rrrcars"es cu *Passing efined as when the member,floor joist,beam or girder,shown on this s applicable design criteria for Loads,Loading Conditions,and Spans heet.The design must be reviewed by a qualified designer or design s required for approval.This dsign assumes product installation he manufacturer's as xeysuild Structure—2.204] 0604220-Level 10 5-2-06 kinBeatnEngine 4,413] Materials Database 507 1:41 pm 124 of 132 Member Data Description: CalcA93 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF Or 4.63" 350 320 115% 19 1 6 i 19 1 6 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall NIA 1.50" 1573# 1573# 350PLF 371PLF 459PLF 1180PLF 2 18'6.12" Wall N/A 1.50" 679# 679# OPLF 371PLF 139PLF 510PLF Design spans 18'6.12" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.' NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 3142.'# 5645.'# 55% 9.26' Total load 100% Shear 679.# 1620.# 41% 0' Total load 100% End Reaction 679.# 11904 57% 18.51' Dead load LL Deflection 0.2664" 0.4628" U833 9.26' Total load 100% TL Deflection 0.3663" 0.9256" U608 9.26' Total load 100% Control: LL Deflection Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rHrewvucea r.0 `Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessione as required for approval.This design assumes product installation ccording to the manufacturers specifications. KeyBuild structure—2.204j 0604220-Level 10 5-2-06 kinBearnEngine 4.413] Materials Database 507 1:41 123 of 13 132 Member Data Description: CalcA92b Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 0' 4.63" 350 320 115% 1811 7 1811 7 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1567# 1567# 350PLF 368PLF 458PLF 1175PLF 2 18'4.19" Wall N/A 1.50" 673# 673# OPLF 368PLF 138PLF 505PLF Design spans 18'4.19" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.' NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 3087.'# 5645.'# 54% 9.18' Total load 100% Shear 673.# 1620.# 41% 18.35' Total load 100% End Reaction 673.# 1190.# 56% 18.35' Dead load LL Deflection 0.2582" 0.4588" U852 9.18' Total load 100% TL Deflection 0.3550" 0.9175" U620 9.18' Total load 100% Control: Max End React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. 1 rnresranex u.c Passing is defined as when the member,Floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturers specifications. KeyBuild sh„cture—2.204] 0604220-Level 10 5-2-06 klnBealnEngine 4.413] 1:41 pm Materials Database 507 p 122 of 132 Member Data Description: CalcA92a Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF Or 4.63" 350 320 115% 18 615 18 615 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 15539 1553# 350PLF 360PLF 455PLF 1165PLF 2 17'11.69" Wall N/A 1.50" 660# 660# OPLF 360PLF 135PLF 495PLF Design spans 17'11.69" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.** NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2962.'# 5645.'# 52% 8.99' Total load 100% Shear 659.# 1620.# 40% 0' Total load 100% End Reaction 659.# 11904 55% 0' Dead load LL Deflection 0.2399" 0.4494" U898 8.99' Total load 100% TL Deflection 0.3299" 0.8988" U653 8.99' Total load 100% Control: Max End React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC,ALL RIGHTS RESERVED. rnrrsysraes,uc passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation cording to the manufacturer's specifications. KeyBuild structurel-2.204j 0604220-Level 10 5-2-06 ktnBeamEngine 4.413j Materials Database 507 1:41 pm 121 of 132 Member Data Description: CalcA91 b Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOU 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF Or 4.63" 350 320 115% 18 2 8 1s 2 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1539# 1539# 350PLF 353PLF 453PLF 1155PLF 2 17'7.25" Wall N/A 1.50" 646# 646# OPLF 353PLF 133PLF 485PLF Design spans 17'7.25" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2841.'# 5645.'# 50% 8.8' Total load 100% Shear 645.# 1620.# 39% 0' Total load 100% End Reaction 645.# 1190.# 54% 0' Dead load LL Deflection 0.2229" 0.4401" U947 8.8' Total load 100% TL Deflection 0.3064" 0.8802" U689 8.8' Total load 100% Control: Max End React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. errresnsnea u.c 'Passing is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation cwrding M the manufacturer's specifications. KeyBuild Strnot=Tm 2.204j 0604220-Level 10 5-2-06 krnBeainEngine 4.413j Materials Database 507 1:41 pm 120 of 132 Member Data Description: CalcA91 a Member Type: Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point f PLF Or 4.63" 350 320 115% 17 10 10 r , 17 10 10 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1527# 1527# 350PLF 346PLF 450PLF 1146PLF 2 17'3.38" Wall N/A 1.50" 634# 634# OPLF 346PLF 130PLF 476PLF Design spans 17'3.38" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.'' NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2738.'# 5645.'# 48% 8.64' Total load 100% Shear 634.# 1620.# 39% 0' Total load 100% End Reaction 634.# 11904 53% 17.28' Dead load LL Deflection 0.2088" 0.4320" L/993 8.64' Total load 100% TL Deflection 0.2871" 0.8641" L/722 8.64' Total load 100% Control: Max End React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989-20D5 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. t e"rcevanra�u- 'Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild Structure—2.204j 0604220-Level 10 5-2-06 kmBeatnEngine 4.413] Materials Database 507 1:41pm 119 of 132 Member Data Description:CalcA90b Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection:Glued& Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF Or 4.63" 350 320 115% 17 614 17 614 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1516# 1516# 350PLF 340PLF 448PLF 1137PLF 2 16'11.62" Wall N/A 1.50" 6234 623# OPLF 340PLF 128PLF 467PLF Design spans 16'11.62" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed.Design Checks." NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2639.'# 5645.'# 46% 8.48' Total load 100% Shear 622.# 1620.# 38% 16.97' Total load 100% End Reaction 622.# 1190.# 52% 0' Dead load LL Deflection 0.1958" 0.4242" U999+ 8.48' Total load 100% TL Deflection 0.2693" 0.8484" U756 8.48' Total load 100% Control: Max End React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. "00* nmsysi+a ru- Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. Keysuild Structure—2.204j 0604220-Level 10 5-2-06 klnBeatnEngine 4.413j 1:41 ni Materials Database 507 11 118 of 132 Member Data Description: CalcA90a Member Type: Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live,L/240 total Dead Load: 15 PSF Deck Connection: Glued &Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 0' 4.63" 350 320 115% 17 311 17 311 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1506# 1506# 350PLF 335PLF 446PLF 1130PLF 2 16'8.44" Wall N/A 1.50" 613# 613# OPLF 335PLF 126PLF 460PLF Design spans 16'8.44" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.' NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2557.'# 5645.'# 45% 8.35' Total load 100% Shear 612.# 16204 37% 167 Total load 100% End Reaction 612.# 1190.# 51% 0' Dead load LL Deflection 0.1853" 0.4175" L/999+ 8.35' Total load 100% TL Deflection 0.2548" 0.8350" L1786 8.35' Total load 100% Control: Max End React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners .A illigo Copyright(C)1989.2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. ercrtsrnrses,iu Passing is defined as when the member,floor joist,beam or girder,sham on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation _ according to the manufacturer's specifications. KeyBuild Sttuct=T"2.204] 0604220-Level l 0 5-2-06 kmBeainEngine 4.413j 1:41 pm Materials Database 507 117 of 132 Member Data Description: CalcA89b Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 0' 4.63" 350 320 115% 17 010 17 010 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1497# 1497# 350PLF 329PLF 444PLF 1123PLF 2 16'5.38" Wall N/A 1.50" 604# 604# OPLF 329PLF 124PLF 453PLF Design spans 16'5.38" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.' NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2479.'# 5645.'# 43% 8.22' Total load 100% Shear 6034 1620.# 37%d 0' Total load 100% End Reaction 603.# 1190.# 50%d 16.45' Dead load LL Deflection 0.1757" 0.4112" U999+ 8.22' Total load 100% TL Deflection 0.2415" 0.8223" U817 8.22' Total load 100% Control: Max End React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rivrrxeracca ucn 'Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. ReyBui)dstructurerl2.204] 0604220-Level 10 5-2-06 lanBeainEngine 4.413] 1:41 Ill Materials Database 507 11 116 of 132 Member Data Description:CalcA89a Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF Or 4.63" 350 320 115% 1610 1 1610 1 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1489# 1489# 350PLF 325PLF 442PLF 1117PLF 2 162.81" Wall N/A 1.50" 596# 596# OPLF 325PLF 122PLF 447PLF Design spans 16'2.81" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.' NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2417.'# 5645.'# 42% 8.12' Total load 100% Shear 595.# 1620.# 36% 16.24' Total load 100% End Reaction 595.# 1190.# 50% 16.24' Dead load LL Deflection 0.1680" 0.4059" U999+ 8.12' Total load 100% TL Deflection 0.2310" 0.8118" U843 8.12' Total load 100% Control: Max End React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989.2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rnnnnarses cu 'Passing is defined as when the member,Floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. KeyBuild Structure—2.204] 0604220-Level 10 5-2-06 kinBeainEngine 4.413] Materials Database 507 1:41}117 115 of 132 Member Data Description: CalcA88 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF Or 4.63" 350 320 115% 16 7 2 16 7 2 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1480# 1480# 350PLF 320PLF 440PLF 1110PLF 2 1611.88" Wall N/A 1.50" 587# 587# OPLF 320PLF 120PLF 440PLF Design spans 15'11.88" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.'* NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2344.'# 5645.'# 41% 8' Total load 100% Shear 586.# 1620.# 36% 15.99' Total load 100% End Reaction 586.# 1190.# 49% 0' Dead load LL Deflection 0.1594" 0.3998" L/999+ 8' Total load 100% TL Deflection 0.2191" 0.7995" U875 8' Total load 100% Control: Max End React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. cmcaearoca iu Passing is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rotessione as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild StructureT°'2.204j 0604220-Level 10 5-2-06 kinBeatnEngine 4.413j Materials Database 507 1:41 pm 114 of 132 Member Data Description: CalcA87 Member Type: Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live,L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 0' 4.63" 350 320 115% 16 5 5 16 5 5 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1475# 1475# 350PLF 317PLF 439PLF 1106PLF 2 15'10.06" Wall N/A 1.50" 581# 581# OPLF 317PLF 119PLF 436PLF Design spans 15'10.06" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2300.'# 5645.'# 40% 7.92' Total load 100% Shear 581.# 1620.# 35% 15.84' Total load 100% End Reaction 581.# 11904 48% 15.84' Dead load LL Deflection 0.1542" 0.3960" U999+ 7.92' Total load 100% TL Deflection 0.2121" 0.7920" U896 7.92' Total load 100% Control: Max End React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners - Copyright(C)1989.2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. 'Passing is defined as when the member,f1wrjoist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccordir g to the manufacturer's specifications. KeyBuild structOreT°'2.204] 0604220-Level 10 5-2-06 kinBeamEngine 4.413j 1:41 pm Materials Database 507 1) 113 of 132 Member Data Description: CalcA86 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued &Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF Or 4.63" 350 320 115% 16 410 16 410 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1473# 1473# 350PLF 316PLF 439PLF 1105PLF 2 169.38" Wall N/A 1.50" 579# 579# OPLF 316PLF 119PLF 435PLF Design spans 15'9.38" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.'* NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2284.'# 5645.'# 40% 7.89' Total load 100% Shear 579.# 16204 35% 15.78' Total load 100% End Reaction 579.# 1190.# 48% 0' Dead load LL Deflection 0.1524" 0.3946" U999+ 7.89' Total load 100% TL Deflection 01095" 0.7892" U904 7.89' Total load 100% Control: Max End React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,U.C.ALL RIGHTS RESERVED. I rr+rcxrsnra u 'Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation =n,facturer's specifications. KeyBuild StructurC-2.204j 0604220-Level 10 5-2-06 ktnBeamEngine 4.413] 1Tt 1:41 Materials Database 507 P 112 of 132 Member Data Description:CaIcA85b Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued& Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF Or 4.63" 350 320 115% 77 16 5 2 i 16 5 2 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1474# 1474# 350PLF 317PLF 439PLF 1106PLF 2 169,88" Wall N/A 1.50" 581# 581# OPLF 317PLF 119PLF 436PLF Design spans 15'9.88" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks" NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2294.'# 5645.'# 40% 7.91' Total load 100% Shear 580.# 1620.# 35% 0' Total load 100% End Reaction 580.# 1190,# 48% 15.82' Dead load LL Deflection 0.1536" 0.3955" U999+ 7.91' Total load 100% TL Deflection 0.2112" 0.7910" U898 7.91' Total load 100% Control: Max End React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners I Copyright(C)198&2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. M_r'Wi' Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. KeyBuild Structurerm 2.204] 0604220-Level 10 5-2-06 kmBeainEngine 4.413] Materials Database 507 111 of 13 1:o f 13 2 Member Data Description: CalcA85a Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 0' 4.63" 350 320 115% 16 615 16 615 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1479# 1479# 350PLF 320PLF 440PLF 1110PLF 2 15'11.69" Wall N/A 1.50" 586# 586# OPLF 320PLF 120PLF 440PLF Design spans 15'11.69" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2338.'# 5645.'# 41% 7.99' Total load 100% Shear 586.# 16204 36% 0' Total load 100% End Reaction 586.# 1190.# 49% 0' Dead load LL Deflection 0.1587" 0.3993" U999+ 7.99' Total load 100% TL Deflection 0.2182" 0.7986" U878 7.99' Total load 100% Control: Max End React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrmsrusca uc 'Passing is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design fessional as required for approval.This design assumes product installation ccording to the manufacturers specifications. KeyBuild Structurer-2.204j 0604220-Leve] 10 5-2-06 lanBealnEngine 4.413j Materials Database 507 1:41 pill 110 of 132 Member Data Description: CalcA84b Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 0' 4.63" 350 320 115% igninge 16 813 r / 16 813 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1485# 1485# 350PLF 323PLF 441PLF 1114PLF 2 16'1.56" Wall N/A 1.50" 592# 592# OPLF 323PLF 121PLF 444PLF Design spans 16'1.56" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.' NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2385.'# 5645.'# 42% 8.07' Total load 100% Shear 591.# 1620.# 36% 0' Total load 100% End Reaction 591.# 1190.# 49% 0' Dead load LL Deflection 0.1642" 0.4033" 0999+ 8.07' Total load 100% TL Deflection 0.2258" 0.8066" U857 8.07' Total load 100% Control: Max End React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrmsvuses,uc- 'Passing is defined as when the member,floor joist,beam or girder,shown on this `awing meats applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval,This design assumes product installation coording to the manufacturers specifications. KeyBuild Structure—2.2041 0604220-Level l0 5-2-06 ktnBeainEngine 4.413j m 1:41 Materials Database 507 1:41p in of 132 Member Data Description: CalcA84a Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 0' 4.63" 350 320 115% 1611 5 1611 5 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1493# 1493# 350PLF 327PLF 443PLF 1120PLF 2 164.06" Wall N/A 1.50" 600# 600# OPLF 327PLF 123PLF 450PLF Design spans 16'4.06" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks' NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2448.'# 5645.'# 43% 8.17' Total load 100% Shear 5994 1620.# 36% 16.34' Total load 100% End Reaction 599.# 1190.# 50% 16.34' Dead load LL Deflection 0.1718" 0.4085" U999+ 8.17' Total load 100% TL Deflection 0.2362" 0.8170" U830 8.17' Total load 100% Control: Max End React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrnarx�vra u.c 'Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation aArding to the manufacturer's specifications. KeyBuild Structure7"2.204j 0604220-Level 10 5-2-06 kinBealnEngine 4.413j 1:41 pm Materials Database 507 108 of 132 Member Data Description: CalcA83b Member Type: Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 0' 4.63" 350 320 115% 17 1 14 17 1 14 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1501# 1501# 350PLF 332PLF 445PLF 1126PLF 2 16'6.62" Wall N/A 1.50" 607# 607# OPLF 332PLF 125PLF 456PLF Design spans 16'6.62" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2512.'# 5645.'# 44% 8.28' Total load 100% Shear 607.# 1620.# 37% 16.55' Total load 100% End Reaction 607.# 11904 51% 16.55' Dead load LL Deflection 0.1797" 0.4138" U999+ 8.28' Total load 100% TL Deflection 0.2470" 0.8277" U804 8.28' Total load 100% Control: Max End React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,I.I.C.ALL RIGHTS RESERVED. rwrcersnea"u Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation coording to the manufacturer's specifications. KeyBuild Structure-2.204j 0604220-Level 10 5-2-06 kmBeamEngine 4.413] Materials Database 507 1:41 prrl 107 of 132 Member Data Description: CalcA83a Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, 1-1240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 0' 4.63" 350 320 115% 17 5 2 17 5 2 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1511# 1511# 350PLF 337PLF 447PLF 1133PLF 2 16'9,88" Wall N/A 1.50" 617# 617# OPLF 337PLF 127PLF 463PLF Design spans 16'9.88" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks*" NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2594.'# 5645.'# 45% 8.41' Total load 100% Shear 617.# 1620.# 38% 16.82' Total load 100% End Reaction 6174 1190.# 51% 0' Dead load LL Deflection 0.1900" 0.4205" U999+ 8.41' Total load 100% TL Deflection 0.2612" 0.8410" U772 8.41' Total load 100% Control: Max End React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)7g0g-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. nmsau+es w.c,• 'Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation [cconfing to the manufacturer's specifications. KeyBuild Structure—2.204j 0604220-Level 10 5-2-06 kmBeatnEngine 4.413j Materials Database 507 1:41 pin 106 of 132 Member Data Description:CalcA82 Member Type:Joist Application:Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF Or 4.63" 350 320 115% 17 812 17 812 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1516# 1516# 350PLF 340PLF 448PLF 1137PLF 2 16'11.50" Wall N/A 1.50" 622# 622# OPLF 340PLF 128PLF 467PLF Design spans 16'11.50" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.** NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2636.'# 5645.'# 46% 8.48' Total load 100% Shear 622.# 1620.# 38% 0' Total load 100% End Reaction 622.# 1190.# 52% 0' Dead load LL Deflection 0.1954" 0.4239" L/999+ 8.48' Total load 100% TL Deflection 0.2687" 0.8478" U757 8.48' Total load 100% Control: Max End React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners P Copyright(C)i98&2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. I Passing is defined as when the member,floorjoist,beam or girder,shown on this rasing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation lacc*rding to the manufacturers specifications. KeyBuild Stracture—2.204j 0604220-Level 10 5-2-06 krnBealnEngine 4.413j 1:41 p1Ti Materials Database 507 105 of 132 Member Data Description:CalcA81 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued& Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 0' 4.63" 350 320 115% 17 812 17 812 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1516# 1516# 350PLF 340PLF 448PLF 1137PLF 2 16'11.50" Wall N/A 1.50" 622# 622# OPLF 340PLF 128PLF 467PLF Design spans 16'11.50" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2636.'# 5645.'# 46% 8.48' Total load 100% Shear 6224 1620.# 38% 0' Total load 100% End Reaction 6224 1190.# 52% 0' Dead load LL Deflection 0.1954" 0.4239" U999+ 8.48' Total load 100% TL Deflection 0.2687" 0.8478" U757 8.48' Total load 100% Control: Max End React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. FNI'FaPPN[A LLC Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild strueturer-2.204j 0604220-Level 10 5-2-06 klnBealnEngine 4.413j Materials Database 507 1:41 pm 104 of 132 Member Data Description: CalcA80 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L1480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 0' 4.63" 350 320 115% 17812 027 1711 3 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1530# 1530# 350PLF 347PLF 451PLF 1147PLF 2 17'4.12" Wall N/A 3.50" 651# 651# OPLF 356PLF 134PLF 489PLF Design spans 17'4.12" 0'2.44"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.*" Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2757.'# 5645.'# 48% 8.67' Odd Spans 100% Shear 636.# 1620.# 39% 0' Odd Spans 100% Cant.Shear,Rt 15.# 1620.# 0% 17.34' Even Spans 100% End Reaction 636.# 1190.# 53% 0' Dead load Int.Reaction 651.# 2750.# 23% 17.34' Dead load LL Deflection 0.2114" 0.4336" U984 8.67' Odd Spans 100% TL Deflection 0.2907" 0.8671" U715 8.67' Odd Spans 100% LL Defl.,Rt. -0.0060" 0.2000" 2U812 17.55' Odd Spans 100% TL Defl.,Rt. -0.0083" 0.2000" 2U590 17.55' Odd Spans 100% Control: Max End React. Right cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Y � Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. 1 Em'LRPpnCA vvC Passing Is defined as when the member,floor joist,bream or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation according to the manufacturers specifications. Keyaudd stnletareT"2.204j 0604220-Level 10 5-2-06 klnBeainEngine 4.413] 1:410717 Materials Database 507 103 of 132 Member Data Description:CalcA79 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued &Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF Or 4.63" 350 320 115% 17 812 0 510 18 2 6 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 U0.00" Wall N/A 1.50" 1529# 1530# 350PLF 347PLF 450PLF 1147PLF 2 17'4.12" Wall N/A 3.50" 671# 671# OPLF 366PLF 138PLF 504PLF Design spans 17'4.12" 0'5.62"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32:' along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2756.'# 5645.'# 48% 8.67' Odd Spans 100% Shear 636.# 1620.# 39% 0' Odd Spans 100% Cant.Shear,Rt 35.# 1620.# 2% 17.34' Total load 100% End Reaction 636.# 1190.# 53% 0' Dead load Int.Reaction 6714 27504 24% 17.34' Dead load LL Deflection 0.2114" 0.4336" U984 8.67' Odd Spans 100% TL Deflection 0.2906" 0.8671" U716 8.67' Odd Spans 100% LL Defl.,Rt. -0.0139" 0.2000" 2U812 17.81' Odd Spans 100% TL Defl.,Rt. -0.0191" 0.2000" 2U591 17.81' Odd Spans 100% Control: Max End React. Right cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrcnarsnez uc Passing is defined as when the member,floor joist,beam or girder,shown on this swing meats applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild structure""'2.204] 0604220-Level l 0 5-2-06 kinBeantEngine 4.413] Materials Database 507 1:4 1 13 102 of 132 Member Data Description: CalcA78 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L1480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF Or 4.63" 350 320 115% 17 812 0 810 18 5 5 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1529# 1529# 350PLF 347PLF 450PLF 1147PLF 2 17'4.12" Wall N/A 3.50" 6904 690# OPLF 377PLF 142PLF 518PLF Design spans 17'4.12" 0'8.62"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.'" Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2754.'# 5645.'# 48% 8.67' Odd Spans 100% Shear 636.# 16204 39% 17.33' Total load 100% Cant.Shear,Rt 53.# 16204 3% 17.34' Even Spans 100% End Reaction 636.# 1190.# 53% 0' Dead load Int.Reaction 690.# 2750.# 25% 17.34' Dead load LL Deflection 0.2114" 0.4336" U984 8.67' Odd Spans 100% TL Deflection 0.2904" 0.8671" L/716 8.67' Odd Spans 100% LL Defl., Rt. -0.0212" 0.2000" 2L/812 18.06' Odd Spans 100% TL Defl.,Rt. -0.0291" 0.2000" 2U592 18.06' Odd Spans 100% Control: Max End React. Right cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners r Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. nvaRVRn[q LLc -Passing is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. KeyBuild Smuctur-C"2.204j 0604220-Level 10 5-2-06 krnBeamEngine 4.413] 1:41 pm Materials Database 507 101 of 132 Member Data Description: CalcA77 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live,L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Live Dead Type (Description) Begin End Start End Start End DOL Point PLF 0' 4.63" 350 320 115% 17 812 011 5 18 8 0 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1528# 1529# 350PLF 347PLF 450PLF 1147PLF 2 17'4.12" Wall N/A 3.50" 707# 707# OPLF 386PLF 145PLF 531PLF Design spans 17'4.12" 011.31"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32:' along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2752.'# 5645.'# 48% 8.67' Odd Spans 100% Shear 637.# 1620.# 39% 17.33' Total load 100% Cant.Shear,Rt 69.# 1620.# 4% 17.34' Even Spans 100% End Reaction 635.# 1190.# 53% 0' Dead load Int.Reaction 707.# 2750.# 25% 17.34' Dead load LL Deflection 0.2114" 0.4336" U984 8.67' Odd Spans 100% TL Deflection 0.2901" 0.8671" U717 8.67' Odd Spans 100% LL Defl.,Rt. -0.0278" 0.2000" 2U812 18.28' Odd Spans 100% TL Defl.,Rt. -0.0381" 0.2000" 2U592 18.28' Odd Spans 100% Control: Max End React. Right cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. riraaesnea u.c Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design >rofessional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. Keysuild structure-"2.204) 0604220-Level 10 5-2-06 kraBeatnEngine 4.413j Materials Database 507 1:41pm 100 of 132 Member Data Description:CalcA76 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection:Glued& Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 0' 4.63" 350 320 115% 17 812 1 1 11 1810 7 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1527# 1529# 350PLF 347PLF 450PLF 1147PLF 2 17'4.12" Wall N/A 3.50" 723# 723# OPLF 394PLF 148PLF 542PLF Design spans 17'4.12" 1'1.69"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks" Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2750.'# 5645.'# 48% 8.67' Odd Spans 100% Shear 638.# 1620.# 39% 17.33' Total load 100% Cant.Shear,Rt 84.# 1620.# 5% 17.34' Total load 100% End Reaction 635.# 1190.# 53% 0' Dead load Int. Reaction 722.# 2750.# 26% 17.34' Dead load LL Deflection 0.2114" 0.4336" U984 8.67' Odd Spans 100% TL Deflection 0.2899" 0.8671" L/717 8.67' Odd Spans 100% LL Defl.,Rt. -0.0337" 0.2000" 2L/812 18.48' Odd Spans 100% TL Defl.,Rt. -0.0461" 0.2000" 2L/593 18.48' Odd Spans 100% Control: Max End React. Right cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrmaesncr,u.c `Passing is defined as when the member,noorioist,beam or girder,shown on this cawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccoMmg to the manufacturer's specifications. KeyBuild stricture—2.204j 0604220-Level 10 5-2-06 klnBeatnEngine 4.413j Materials Database 507 1:41 pm 99 of 132 Member Data Description:CalcA75 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 0' 4.63" 350 320 115% 17 812 1 313 i 19 O 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1526# 1529# 350PLF 347PLF 450PLF 1147PLF 2 17'4.12" Wall N/A 3.50" 737# 737# OPLF 402PLF 151PLF 553PLF Design spans 17'4.12" 1'3.81"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks*' Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2748.'# 5645.# 48% 8.67' Odd Spans 100% Shear 6394 1620.# 39% 17.33' Total load 100% Cant.Shear,Rt 96.# 16204 5% 17.34' Even Spans 100% End Reaction 635.# 1190.# 53% 0' Dead load Int, Reaction 736.# 27504 26% 17.34' Dead load LL Deflection 0.2114" 0.4336" U984 8.67' Odd Spans 100% TL Deflection 0.2896" 0.8671" U718 8.67' Odd Spans 100% LL Defl., Rt. -0.0389" 0.2000" 2U812 18.66' Odd Spans 100% TL Defl.,Rt. -0.0531" 0.2000" 2L/594 18.66' Odd Spans 100% Control: Max End React. Right cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,I.I.C.ALL RIGHTS RESERVED. r"rxnvuaea u.c 'Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Watling Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation cording to the manufacturers specifications. KeyBuild StructureIrm 2.204] 0604220-Level 10 5-2-06 kinBeainEngine 4.413j 1:41 pm Materials Database 507 98 of 132 Member Data Description: CalcA74 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 0' 4.63" 350 320 115% 17 812 1 5 9 19 2 5 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1525# 1528# 350PLF 347PLF 450PLF 1146PLF 2 17'4.12" Wall N/A 3.50" 748# 748# OPLF 408PLF 153PLF 561PLF Design spans 17'4.12" V5.56"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2746.'# 5645.'# 48% 8.67' Odd Spans 100% Shear 640.# 16204 39% 17.33' Total load 100% Cant.Shear,Rt 1074 16204 6% 17.34' Total load 100% End Reaction 635.# 11904 53% 0' Dead load Int.Reaction 748.# 2750.# 27% 17.34' Dead load LL Deflection 0.2114" 0.4336" U984 8.67' Odd Spans 100% TL Deflection 0.2893" 0.8671" U719 8.67' Odd Spans 100% LL Defl.,Rt. -0.0432" 0.2000" 2U812 18.8' Odd Spans 100% TL Defl.,Rt. -0.0589" 0.2000" 2U595 18.8' Odd Spans 100% Control: Max End React. Right cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrcresru+ea,uu 'Passing is defined as when the member,Floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBudd Structure—2.204j 0604220-Level 10 5-2-06 krnBeatnEngine 4.413] Materials Database 507 1:41 pm 97 of 132 Member Data Description: CalcA73 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection:Glued& Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 0' 4.63" 350 320 115% ii Ins 17 812 1 6 7 19 3 2 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1525# 1528# 350PLF 347PLF 450PLF 1146PLF 2 17'4.12" Wall N/A 3.50" 754# 754# OPLF 411PLF 155PLF 566PLF Design spans 17'4.12" V6.44"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.*" Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2745.'# 5645.'# 48% 8.67' Odd Spans 100% Shear 640.# 1620.# 39% 17.33' Total load 100% Cant.Shear,Rt 113.# 1620.# 6% 17.34' Even Spans 100% End Reaction 635.# 1190.# 53% 0' Dead load Int.Reaction 753.# 2750.# 27% 17.34' Dead load LL Deflection 0.2114" 0.4336" U984 8.67' Odd Spans 100% TL Deflection 0.2892" 0.8671" U719 8.67' Odd Spans 100% LL Defl.,Rt. -0.0453" 0.2000" 2U812 18.88' Odd Spans 100% TL Defl.,Rt. -0.0618" 0.2000" 2U596 18.88' Odd Spans 100% Control: Max End React. Right cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)198&2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. #@--11 u.c 1. -Passing is defined as when the member,Boor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design pro fass ione as required for approval.This design assumes product installation according to the manufact urers specifications. KeyBuild Structure—2.204j 0604220-Level 10 5-2-06 kinBemnEngine 4.413j m 1:41 Materials Database 507 1:41p in of 132 Member Data Description: CalcA72b Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 17 812 1 615 19 310 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 631# 635# 347PLF 129PLF 476PLF 2 17'4.12" Wall N/A 3.50" 757# 757# 413PLF 155PLF 568PLF Design spans 17'4.12" V6.94"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2744.'# 5645.'# 48% 8.67' Odd Spans 100% Shear 640.# 1620.# 39% 17.33' Total load 100% Cant.Shear,Rt 116.# 1620.# 7% 17.34' Even Spans 100% End Reaction 634.# 11904 53% 0' Dead load Int.Reaction 757.# 2750.# 27% 17.34' Dead load LL Deflection 0.2114" 0.4336" 0984 8.67' Odd Spans 100% TL Deflection 0.2891" 0.8671" U719 8.67' Odd Spans 100% LL Defl., Rt. -0.0466" 0.2000" 2U812 18.92' Odd Spans 100% TL Defl.,Rt. -0.0634" 0.2000" 2U596 18.92' Odd Spans 100% Control: Max End React. Right cantilever allowable shear is for joist only All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrrrrseu<ea u 'Passing is defined as when the member,floorjoist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design pro fessional as required for approval.This design assumes product installation ccordirg to the manufacturer's specifications. KeyBuild Structure-2.204j 0604220-Level 10 5-2-06 ktnBeamEngine 4.413] Materials Database 507 1:41 pin 95 of 132 Member Data Description: CalcA72a Member Type: Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live,L/240 total Dead Load: 15 PSF Deck Connection: Glued& Nailed DOL: 100% Filename : UNKNOWN 17 812 1 7 8 19 4 3 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 631# 635# 347PLF 129PLF 476PLF 2 17'4.12" Wall N/A 3.50" 761# 761# 415PLF 156PLF 571PLF Design spans 17'4.12" V7.50"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks:"' Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2744.'# 5645.'# 48% 8.67' Odd Spans 100% Shear 641.# 1620.# 39% 17.33' Total load 100% Cant.Shear,Rt 119.# 1620.# 7% 17.34' Total load 100% End Reaction 634.# 1190.# 53% 0' Dead load Int. Reaction 761.# 2750.# 27% 17.34' Dead load LL Deflection 0.2114" 0.4336" U984 8.67' Odd Spans 100% TL Deflection 0.2890" 0.8671" 0720 8.67' Odd Spans 100% LL Defl.,Rt. -0.0480" 0.2000" 2U812 18.97' Odd Spans 100% TL Defl.,Rt. -0.0653" 0.2000" 20597 18.97' Odd Spans 100% Control: Max End React. Right cantilever allowable shear is for joist only All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC,ALL RIGHTS RESERVED. rmcsr"nrs,uc Passing is defined as when the member,floor joist,beam or girder,drown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation ce manufacturer's specifications. KeyBuild Structure—2.204] 0604220-Level 10 5-2-06 ktnBeainEngine 4.413j 1:41 pm Materials Database 507 p 94 of 132 Member Data Description: CalcA71 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename : UNKNOWN 17 812 1 8 1 19 413 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 630# 635# 347PLF 129PLF 476PLF 2 17'4.12" Wall N/A 3.50" 765# 765# 417PLF 157PLF 574PLF Design spans 17'4.12" 1'8.06"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2743.'# 5645.'# 48% 8.67' Odd Spans 100% Shear 641.# 1620.# 39% 17.33' Total load 100% Cant.Shear,Rt 123.# 1620.# 7% 17.34' Total load 100% End Reaction 634.# 1190.# 53% 0' Dead load Int.Reaction 764.# 27504 27% 17.34' Dead load LL Deflection 0.2114" 0.4336" U984 8.67' Odd Spans 100% TL Deflection 0.2889" 0.8671" U720 8.67' Odd Spans 100% LL Defl.,Rt. -0.0494" 0.2000" 2U812 19.01' Odd Spans 100% TL Defl.,Rt. -0.0672" 0.2000" 2U597 19.01' Odd Spans 100% Control: Max End React. Right cantilever allowable shear is for joist only All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. A#Y I en�navw.srs,us 'Passing is defined as when the member,floor foist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. xeysuild Structure"2204j 0604220-Level 10 5-2-06 kmBeamEngine 4.413] 1:41 pm Materials Database 507 93 of 132 Member Data Description:CalcA70 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename : UNKNOWN 77- 17 812 1 813 19 5 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 630# 635# 347PLF 129PLF 476PLF 2 17'4.12" Wall N/A 3.50" 770# 770# 420PLF 158PLF 577PLF Design spans 17'4.12" 1'8.81"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.** Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2742.'# 5645.'# 48% 8.67' Odd Spans 100% Shear 6414 16204 39% 17.33' Total load 100% Cant.Shear,Rt 127.# 1620.# 7% 17.34' Total load 100% End Reaction 634.# 1190.# 53% 0' Dead load Int.Reaction 769.# 2750.# 27% 17.34' Dead load LL Deflection 0.2114" 0.4336" U984 8.67' Odd Spans 100% TL Deflection 0.2888" 0.8671" U720 8.67' Odd Spans 100% LL Defl.,Rt. -0.0512" 0.2000" 2U812 19.07' Odd Spans 100% TL Defl.,Rt. -0.0696" 0.2000" 2U597 19.07' Odd Spans 100% Control: Max End React. Right cantilever allowable shear is for joist only All product names are trademarks of their respective owners ildo Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. eKrcnrucra.uc 'passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as requiretl for approval.This design assumes product installation ccordmg to the manutadurer's specifications. Keysudd structure—2.204j 0604220-Level 10 5-2-06 krnl3eamEngine 4.413j Materials Database 507 1:41 prn 92 of 132 Member Data Description: CalcA69 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live,L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 17 812 1 9 3 i r 19 514 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 630# 635# 347PLF 129PLF 476PLF 2 17'4.12" Wall N/A 3.50" 772# 772# 421PLF 158PLF 579PLF Design spans 17'4.12" 1'9.19"(right Cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.' Design requires lateral bracing every 32:' along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2741.'# 5645.'# 48% 8.67' Odd Spans 100% Shear 6424 1620.# 39% 17.33' Total load 100% Cant.Shear,Rt 129.# 1620.# 7% 17.34' Total load 100% End Reaction 634.# 1190.# 53% 0' Dead load Int. Reaction 772.# 27504 28% 17.34' Dead load LL Deflection 0.2114" 0.4336" U984 8.67' Odd Spans 100% TL Deflection 0.2887" 0.8671" U720 8.67' Odd Spans 100% LL Defl., Rt. -0.0521" 0.2000" 2U812 19.11' Odd Spans 100% TL Defl.,Rt. -0.0707" 0.2000" 2U598 19.11' Odd Spans 100% Control: Max End React. Right cantilever allowable shear is for joist only All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. ercrsrvar.4rz uc 'Passing is defined as when the member,Floor joist,beam or girder,shown on this cawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer a design professional as required for approval.This design assumes product installation [=nufacturer's specifications. Keyauaa structureT"'2.204] 0604220-Level 10 5-2-06 ktnBeatnEngine 4.413] 1:41 Materials Database 507 91 of 13 132 Member Data Description:CalcA68 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 17 812 1 9 3 19 514 M= 7��Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 630# 635# 347PLF 129PLF 476PLF 2 17'4.12" Wall N/A 3.50" 772# 772# 421PLF 158PLF 579PLF Design spans 17'4.12" 1'9.19"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks."' Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2741.'# 5645.'# 48% 8.67' Odd Spans 100% Shear 642.# 1620.# 39% 17.33' Total load 100% Cant.Shear,Rt 129.# 1620.# 7% 17.34' Total load 100% End Reaction 6344 1190.# 53% 0' Dead load Int.Reaction 772.# 2750.# 28% 17.34' Dead load LL Deflection 0.2114" 0.4336" U984 8.67' Odd Spans 100% TL Deflection 0.2887" 0.8671" U720 8.67' Odd Spans 100% LL Defl.,Rt. -0.0521" 0.2000" 2U812 19.11' Odd Spans 100% TL Defl.,Rt. -0.0707" 0.2000" 2U598 19.11' Odd Spans 100% Control: Max End React. Right cantilever allowable shear is for joist only All product names are trademarks of their respective owners Copyright(C)198 0-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. I I r"rcaennea u.c 'Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. KeyBuild Structure—2.204j 0604220-Level 10 5-2-06 IanBearnEngine 4.413] Materials Database 507 1:41 90 of 13 132 Member Data Description: CalcA67 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename : UNKNOWN 17 812 1 813 19 5 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 630# 635# 347PLF 129PLF 476PLF 2 17'4.12" Wall N/A 3.50" 770# 770# 420PLF 158PLF 577PLF Design spans 17'4.12" 1'8.81"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks" Design requires lateral bracing every 32," along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2742.'# 5645.'# 48% 8.67' Odd Spans 100% Shear 641.# 1620.# 39% 17.33' Total load 100% Cant.Shear, Rt 127.# 1620.# 7% 17.34' Total load 100% End Reaction 634.# 1190.# 53% 0' Dead load Int.Reaction 769.# 2750.# 27% 17.34' Dead load LL Deflection 0.2114" 0.4336" U984 8.67' Odd Spans 100% TL Deflection 0.2888" 0.8671" U720 8.67' Odd Spans 100% LL Defl.,Rt. -0.0512" 0.2000" 2U812 19.07' Odd Spans 100% TL Defl.,Rt. -0.0696" 0.2000" 2U597 19.07' Odd Spans 100% Control: Max End React. Right cantilever allowable shear is for joist only All product names are trademarks of their respective owners Copyright(C)19892005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. r nsrr".ars,uc 'Passing is defined as when the member,floorjoist,beam orgirder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified designer or design rofessione as required for approval.This design assumes product installation _ cmrding to the manufacturer's specifications. KeyBuild Structure—2.204j 0604220-Level 10 5-2-06 klnBeainEngine 4.413j Materials Database 507 1:41prn 89 of 132 Member Data Description: CalcA66 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live,L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 17 812 1 8 1 r 19 413 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 630# 635# 347PLF 129PLF 476PLF 2 17'4.12" Wall N/A 3.50" 765# 765# 417PLF 157PLF 574PLF Design spans 17'4.12" V8.06"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks'" Design requires lateral bracing every 32.r' along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2743.'4 5645.'# 48% 8.67' Odd Spans 100% Shear 641.# 1620.# 39% 17.33' Total load 100% Cant.Shear,Rt 123.# 1620.# 7% 17.34' Total load 100% End Reaction 634.# 11904 53% 0' Dead load Int.Reaction 7644 2750.# 27% 17.34' Dead load LL Deflection 0.2114" 0.4336" U984 8.67' Odd Spans 100% TL Deflection 0.2889" 0.8671" U720 8.67' Odd Spans 100% LL Defl.,Rt. -0.0494" 0.2000" 2U812 19.01' Odd Spans 100% TL Defl.,Rt. -0.0672" 0.2000" 2U597 19.01' Odd Spans 100% Control: Max End React. Right cantilever allowable shear is for joist only All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. ernevsnes,u.c Passing is defined as when the member,floorjoist,beam orgirder,sloven on this ravnng meets applicable design criteria for Loads,Loading Conditions,and Spans rated on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. Keysuild structure—2.204j 0604220-Level 10 5-2-06 kmBeantEnoine 4.413] Materials Database 507 1:41132 88 of 132 Member Data Description: CalcA65 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 17 812 1 6 3 19 215 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 632# 635# 347PLF 130PLF 476PLF 2 17'4.12" Wall N/A 3.50" 752# 752# 411 PLF 154PLF 564PLF Design spans 17'4.12" 1'6.19"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.*" Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2745.'# 5645.'# 48% 8.67' Odd Spans 100% Shear 640.# 16204 39%b 17.33' Total load 100% Cant.Shear,Rt 111.# 1620.# 6% 17.34' Total load 100% End Reaction 635.# 1190.# 53% 0' Dead load Int.Reaction 7524 2750.# 27% 17.34' Dead load LL Deflection 0.2114" 0.4336" U984 8.67' Odd Spans 100% TL Deflection 0.2892" 0.8671" 0719 8.67' Odd Spans 100% LL Defl.,Rt. -0.0448" 0.2000" 2U812 18.86' Odd Spans 100% TL Defl.,Rt. -0.0610" 0.2000" 2U596 18.86' Odd Spans 100% Control: Max End React. Right cantilever allowable shear is for joist only All product names are trademarks of their respective owners .Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. A- ",msevrsryu.c Passing is defined as when the member,floor joist,beam or girder,shown on this *awing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofewonal as required for approval.This design assumes product installation according to the manufacturers specifications. Keyaudd Structure""2.204j 0604220-Level 10 5-2-06 IanBeatnEngine 4.413] Materials Database 507 1:41 pm 87 of 132 Member Data Description: CalcA64 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 17 812 1 313 19 O 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 633# 635# 347PLF 130PLF 477PLF 2 17'4.12" Wall N/A 3.50" 737# 737# 402PLF 151PLF 553PLF Design spans 17'4.12" 1'3.81"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2748.'# 5645.'# 48% 8.67' Odd Spans 100% Shear 639.# 1620.# 39% 17.33' Total load 100% Cant.Shear,Rt 961 1620.# 5% 17.34' Even Spans 100% End Reaction 6354 1190.# 53% 0' Dead load Int.Reaction 736.# 2750.# 26% 17.34' Dead load LL Deflection 0.2114" 0.4336" U984 8.67' Odd Spans 100% TL Deflection 0.2896" 0.8671" U718 8.67' Odd Spans 100% LL Defl.,Rt. -0.0389" 0.2000" 2U812 18.66' Odd Spans 100% TL Defl.,Rt. -0.0531" 0.2000" 2U594 18.66' Odd Spans 100% Control: Max End React. Right cantilever allowable shear is for joist only All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. r rrmneawe>uc- Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild Structure"'2.204j 0604220-Level 10 5-2-06 kinBeatnEngine 4.413j 1:41 111 Materials Database 507 11 86 of 132 Member Data Description: CalcA63 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 17 812 1 O 7 18 9 2 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 630 636# 347PLF 130PLF 477PLF 2 17'4.12" Wall N/A 3.50" 715# 715# 390PLF 147PLF 536PLF Design spans 17'4.12" 1'0.44"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks" Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2751.'# 5645.'# 48% 8.67' Odd Spans 100% Shear 637.# 16204 39% 17.33' Total load 100% Cant.Shear, Rt 76.# 1620.# 4% 17.34' Total load 100% End Reaction 635.# 1190.# 53% 0' Dead load Int.Reaction 7144 2750.# 25% 17.34' Dead load LL Deflection 0.2114" 0.4336" U984 8.67' Odd Spans 100% TL Deflection 0.2900" 0.8671" U717 8.67' Odd Spans 100% LL Defl.,Rt. -0.0306" 0.2000" 2U812 18.38' Odd Spans 100% TL Defl.,Rt. -0.0419" 0.2000" 2U593 18.38' Odd Spans 100% Control: Max End React. Right cantilever allowable shear is for joist only All product names are trademarks of their respective owners �I Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rKnnrw.aes uc 'Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. Iceysudd structures„2.2041 0604220-Level 10 5-2-06 ktnBeamEngine 4.413j Materials Database 507 1:41 pm 85 of 132 Member Data Description: CalcA62 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename: UNKNOWN 17 812 0 810 18 5 5 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 635# 636# 347PLF 130PLF 477PLF 2 17'4.12" Wall N/A 3.50" 690# 690# 377PLF 142PLF 518PLF Design spans 17'4.12" 0'8.62"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2754.'# 5645.'# 48% 8.67' Odd Spans 100% Shear 6364 16204 39% 17.33' Total load 100% Cant.Shear,Rt 534 1620.# 3% 17.34' Even Spans 100% End Reaction 6364 1190.# 53% 0' Dead load Int.Reaction 690.# 2750.# 25% 17.34' Dead load LL Deflection 0.2114" 0.4336" U984 8,67' Odd Spans 100% TL Deflection 0.2904" 0.8671" U716 8.67' Odd Spans 100% LL Defl.,Rt. -0.0212" 0.2000" 2U812 18.06' Odd Spans 100% TL Defl.,Rt. -0.0291" 0.2000" 2U592 18.06' Odd Spans 100% Control: Max End React. Right cantilever allowable shear is for joist only All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rnnxnaraea,uu 'Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild Structure—2.204j 0604220-Level 10 5-2-06 kmBeam,Engine 4.413] Materials Database 507 1:41 13 84 of 132 Member Data Description: CalcA61 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename: UNKNOWN 77 17 812 0 510 18 2 6 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 U0.00" Wall N/A 1.50" 636# 636# 347PLF 130PLF 477PLF 2 17'4.12" Wall N/A 3.50" 671# 671# 366PLF 138PLF 504PLF Design spans 17'4.12" 0'5.62"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.** Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2756.'# 5645.'# 48% 8.67' Odd Spans 100% Shear 636.# 1620.# 39% 0' Odd Spans 100% Cant.Shear,Rt 35.# 16204 2% 17.34' Even Spans 100% End Reaction 636.# 11904 53% 0' Dead load Int.Reaction 671.# 27504 24% 17.34' Dead load LL Deflection 0.2114" 0.4336" U984 8.67' Odd Spans 100% TL Deflection 0.2906" 0.8671" U716 8.67' Odd Spans 100% LL Defl.,Rt. -0.0139" 0.2000" 2U812 17.81' Odd Spans 100% TL Defl.,Rt. -0.0191" 0.2000" 2U591 17.81' Odd Spans 100% Control: Max End React. Right cantilever allowable shear is for joist only All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rnaaeai+ea iu `Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. xeysuild Structure-2.204j 0604220-Level l0 5-2-06 kmBeatnEngine 4.413] Materials Database 507 1:4l 83 of 13 132 Member Data Description:CalcA60 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 17 812 0 2 7 1711 3 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 U0.00" Wall N/A 1.50" 636# 636# 347PLF 131PLF 477PLF 2 17'4.12" Wall N/A 3.50" 651# 651# 356PLF 134PLF 489PLF Design spans 17'4.12" 0'2.44"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.*" Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2757'# 5645.'# 48% 8.67' Odd Spans 100% Shear 636.# 1620.# 39% 0' Odd Spans 100% Cant.Shear,Rt 15.# 1620.# 0% 17.34' Even Spans 100% End Reaction 636.# 11904 53% 0' Dead load Int.Reaction 651.# 2750.# 23% 17.34' Dead load LL Deflection 0.2114" 0.4336" U984 8.67' Odd Spans 100% TL Deflection 0.2907" 0.8671" U715 8.67' Odd Spans 100% LL Defl.,Rt. -0.0060" 0.2000" 2U812 17.55' Odd Spans 100% TL Defl.,Rt. -0.0083" 0.2000" 2U590 17.55' Odd Spans 100% Control: Max End React. Right cantilever allowable shear is for joist only All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. ermxrxnea uc 'Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meats applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design as professional required for approval.This design assumes product installation ccording to the manufacturer's specifications. KeyBuild sa,ICture'r-2.204j 0604220-Level 10 5-2-06 kinBeamEngine 4.413j Materials Database 507 1:41 pm 82 of 132 Member Data Description: CalcA59 Member Type: Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename : UNKNOWN 17 812 17 812 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00* Wall N/A 1.50" 622# 622# 340PLF 128PLF 467PLF 2 16'11,50" Wall N/A 1.50" 622# 622# 340PLF 128PLF 467PLF Design spans 16'11.50" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.' Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2636.'# 5645.'# 46% 8.48' Total load 100% Shear 622.# 16204 38% 0' Total load 100% End Reaction 622.# 1190.# 52% 0' Dead load LL Deflection 0.1954" 0.4239" U999+ 8.48' Total load 100% TL Deflection 0.2687" 0.8478" U757 8.48' Total load 100% Control: Max End React. All product names are trademarks of their respective owners Copyright(C)198&2005 by Keymark Enterprises,I.I.C.ALL RIGHTS RESERVED. t t""RRRn[A LLC Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation ccording to the manufacturers specifications. KeyEuild structurer"2.204] 0604220-Level 10 5-2-06 ktnBeamEngine 4.413j m 1:41 Materials Database 507 p 81 of 132 Member Data Description:CalcA58 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 17 812 17 812 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 622# 622# 340PLF 128PLF 467PLF 2 1611.50" Wall N/A 1.50" 622# 622# 340PLF 128PLF 467PLF Design spans 16'11.50" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.' Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2636.'# 5645.'# 46% 8.48' Total load 100% Shear 622.# 1620.# 38% 0' Total load 100% End Reaction 622.# 1190.# 52% 0' Dead load LL Deflection 0.1954" 0.4239" U999+ 8.48' Total load 100% TL Deflection 0.2687" 0.8478" U757 8.48' Total load 100% Control: Max End React. All product names are trademarks of their respective owners V Copyright(C)1989.2005 by Keymark Enterprises,LLC ALL RIGHTS RESERVED. ertreercney uc `Passing is defined as when the member,floor joist,beam or girder,shown on this rawing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation rding to the manufacturer's specifications. KeyBuild StructureT"i 2.204j 0604220-Level 10 5-2-06 kinBeainEngine 4.413] Materials Database 507 1:41 pm 80 of 132 Member Data Description: CalcA57 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 77 A 17 0 0 17 0 0 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wail N/A 1.50" 596# 596# 325PLF 122PLF 447PLF 2 16'2.75" Wall N/A 1.50" 596# 596# 325PLF 122PLF 447PLF Design spans 16'2.75" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks* Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2414.'# 5645.'# 42% 8.11' Total load 100% Shear 5954 1620.# 36% 16.23' Total load 100% End Reaction 5954 11904 50% 16.23' Dead load LL Deflection 0.1677" 0.4057" U999+ 8.11' Total load 100% TL Deflection 0.2306" 0.8115" U844 8.11' Total load 100% Control: Max End React. All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED, FNIrP➢"L4[A LLC 'Passing is defined as when the member,floorjoist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild StructurC-2.204j 0604220-Level 10 5-2-06 klnBeamEngine 4.413j m 1:4I Materials Database 507 p 79 of 132 Member Data Description: CalcA56g Member Type: Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition.Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 1510 3 r 1510 3 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 553# 553# 302PLF 114PLF 415PLF 2 160.94" Wall N/A 1.50" 553# 553# 302PLF 114PLF 415PLF Design spans 160.94" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks" Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2084.'# 5645.'# 36% 7.54' Total load 100% Shear 553.# 1620.# 34% 15.08' Total load 100% End Reaction 5534 11904 46% 15.08' Dead load LL Deflection 0.1303" 0.3770" L/999+ 7.54' Total load 100% TL Deflection 0.1792" 0.7539" U999+ 7.54' Total load 100% Control: Max End React. All product names are trademarks of their respective owners r Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. ermrwucez us Passing is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofeaaional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild StructurreT-2.204] 0604220-Level 10 5-2-06 kutBeantEngine 4.413] Materials Database 507 1:41 pm 78 of 132 Member Data Description: CalcA56f Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 14 015 i 14 015 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 488# 488# 267PLF 100PLF 366PLF 2 13'3.69" Wall N/A 1.50" 488# 488# 267PLF 100PLF 366PLF Design spans 13'3.69" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.*" Allowable Stress Design Actual Allowable Capacity Location Loading Moment 1623.'# 5645.'# 28% 6.65' Total load 100% Shear 4884 16204 30% 0' Total load 100% End Reaction 4884 11904 41% 0' Dead load LL Deflection 0.0857" 0.3327" L/999+ 6.65' Total load 100% TL Deflection 0.1179" 0.6654" L/999+ 6.65' Total load 100% Control: Max End React. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rr+rzsvuses,uc Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design afteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. xeyBuitd Structure"'2.204j 0604220-Level 10 5-2-06 klnBeamEngine 4.413j Materials Database 507 1:41 pin 77 of 132 Member Data Description: CalcA56e Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 12 015 12 015 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 415# 415# 227PLF 85PLF 311PLF 2 11'3.69" Wall N/A 1.50" 415# 415# 227PLF 85PLF 311PLF Design spans 11'3.69" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.** Allowable Stress Design Actual Allowable Capacity Location Loading Moment 1172.'# 5645.'# 20% 5.65' Total load 100% Shear 415.# 1620.# 25% 0' Total load 100% End Reaction 415.# 1190.# 34% 0' Dead load LL Deflection 0.0508" 0.2827" L/999+ 5.65' Total load 100% TL Deflection 0.0698" 0.5654" L/999+ 5.65' Total load 100% Control: Max End React. All product names are trademarks of their respective owners Copyright(C)1989-2D05 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rmrnennes,uc Passing is defined as when the member,Floor joist,beam or girder,shown on this cawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation rding to the manufacturers specifications. ' KeyBuild Structure—2.204j 0604220-Level 10 5-2-06 krrrBeairrEngine 4.413] Materials Database 507 1: 76 o of f 132 Member Data Description: CalcA56d Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live,L1240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 10 015 10 015 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 U0.00" Wall N/A 1.50" 3424 3424 187PLF 70PLF 256PLF 2 9'3.69" Wall N/A 1.50" 342# 342# 187PLF 70PLF 256PLF Design spans 9'3.69" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.*' Allowable Stress Design Actual Allowable Capacity Location Loading Moment 794.'# 5645.'# 14% 4.65' Total load 100% Shear 341.# 1620.# 21% 9.31' Total load 100% End Reaction 341.# 1190.# 28% 9.31' Dead load LL Deflection 0.0281" 0.2327" L/999+ 4.65' Total load 100% TL Deflection 0.0386" 0.4654" L/999+ 4.65' Total load 100% Control: Max End React. All product names are trademarks of their respective ovmers 1 Copyright(C)198 9-2005 by Keymark Enterprises,I.I.C.ALL RIGHTS RESERVED. rn�raesnes,uc 'Passing is defined as when the member,floor joist,beam or girder,sham on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessione as required for approval,This design assumes product installation according to the manufacturer's specifications. KeyBuild Structure—2204] 0604220-Level 10 5-2-06 kinBeantEngine 4.413] Materials Database 507 1:41 1 3 75 of 132 Member Data Description: CalcA56c Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN rr 8 015 i 8 015 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 268# 268# 147PLF 55PLF 201PLF 2 T3.69" Wall N/A 1.50" 268# 268# 147PLF 55PLF 201PLF Design spans 7'3.69" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks" Allowable Stress Design Actual Allowable Capacity Location Loading Moment 490.'# 5645.'# 8% 3.65' Total load 100% Shear 268.# 1620.# 16% 0' Total load 100% End Reaction 268.# 1190.# 22% 7.31' Dead load LL Deflection 0.0142" 0.1827" U999+ 3.65' Total load 100% TL Deflection 0.0195" 0.3654" U999+ 3.65' Total load 100% Control: Max End React. All product names are trademarks of their respective owners Y Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. 1 rn�cnrw.acr,uc `Passing is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. KeyBuild Structure—2.204] 0604220-Level 10 5-2-06 lanBearaEngine 4.413] Materials Database 507 1: 74 o of f 132 Member Data Description:CalcA56b Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 7 0 2 7 0 2 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 229# 229# 125PLF 47PLF 172PLF 2 6'2.88" Wall N/A 1.50" 229# 229# 125PLF 47PLF 172PLF Design spans 6'2.88" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.** Allowable Stress Design Actual Allowable Capacity Location Loading Moment 357.'# 5645.'# 6% 3.12' Total load 100% Shear 229.# 1620.# 14% 6.24' Total load 100% End Reaction 229.# 11904 19% 0' Dead load LL Deflection 0.0093" 0.1560" L/999+ 3.12' Total load 100% TL Deflection 0.0128" 0.3120" L/999+ 3.12' Total load 100% Control: Max End React. All product names are trademarks of their respective owners Copyright(C)l98&2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. [�'rtAPRLM1C3 LLC 'Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design frequired for approval.This design assumes product installation e manufacturer's specifications. KeyBuild Structure""2.204j 0604220-Level 10 5-2-06 kinBealnEngine 4.413] Materials Database 507 1:41 73 of 13 132 Member Data Description:CalcA56a Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename : UNKNOWN 6 9 6 r 6 9 6 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 221# 221# 121PLF 46PLF 166PLF 2 60.12" Wall N/A 1.50" 221# 221# 121PLF 46PLF 166PLF Design spans 6'0.12" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.** Allowable Stress Design Actual Allowable Capacity Location Loading Moment 331.'# 5645.'# 5% 3.01' Total load 100% Shear 220.# 1620.# 13% 6.01' Total load 100% End Reaction 220.# 1190.# 18%d 0' Dead load LL Deflection 0.0085" 0.1503" L/999+ 3.01' Total load 100% TL Deflection 0.0117" 0.3006" L/999+ 3.01' Total load 100% Control: Max End React. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. Passing is defined as when the member,floor joist,beam or girder,shown on this rawing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rufessional as required for approval.This design assumes product installation ccording to the manufacturers specifications. KeyBuild structure'r-2.204j 0604220-Level 10 5-2-06 kinBeainEngine 4.413] Materials Database 507 1:41 pm 72 of 132 Member Data Description: CalcA55 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename : UNKNOWN 610 8 610 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 228# 228# 124PLF 47PLF 171PLF 2 6'2.38" Girder N/A N/A 228# 228# 124PLF 47PLF 171 PLF Design spans 6'2.38" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Allowable Stress Design Actual Allowable Capacity Location Loading Moment 352.'# 5645.'# 6% 3.1' Total load 100% Shear 227.# 1620.# 14% 6.2' Total load 100% End Reaction 227.# 1190.# 19% 0' Dead load LL Deflection 0.0092" 0.1549" U999+ 3.1' Total load 100% TL Deflection 0.0126" 0.3099" U999+ 3.1' Total load 100% Control: Max End React. Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. ernxavw.<earu 'Passing is defined as when the member,floor joist,beam or girder,shown on this cawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation rding to the manufacturer's specifications. KeyBuild Structure-2.204] 0604220-Level 10 5-2-06 ktnBeamEngine 4.413] Materials Database 507 1:o f 13 71 of 132 Member Data Description: CalcA54c Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, U240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename: UNKNOWN 0 1 14 610 8 7 O 6 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'1.88" Wall N/A 3.50" 253# 253# 138PLF 62PLF 190PLF 2 6'8.88" Girder N/A N/A 242# 242# 132PLF 50PLF 182PLF Design spans 0'1.88"(left cant) 6'7.00" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.' Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 397.'# 5645.'# 7% 3.45' Even Spans 100% Shear 242.# 16204 14% 0.15' Total load 100% Cant.Shear,Lt 11.# 1620.# 0% 0.14' Total load 100% Int.Reaction 253.# 2750.# 9% 0.15' Dead load LL Deflection 0.0107" 0.1646" U999+ 3.45' Even Spans 100% TL Deflection 0.0147" 0.3292" U999+ 3.45' Even Spans 100% LL Defl.,Lt. 0.0010" 0.2000" 2U999+ 0' Even Spans 100% TL Defl.,Lt. 0.0010" 0.2000" 2U999+ 0' Even Spans 100% Control: Shear Left cantilever allowable shear is for joist only Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1g8 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrmaeanex uc 'Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation ccordirg to the manufacturer's specifications. xeyBuild Structure-2.204j 0604220-Level l0 5-2-06 ktnBeantEngine 4.413j Materials Database 507 1:41 pm 70 of 132 Member Data Description:CalcA54b Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 1 310 610 8 r r' 8 2 2 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 1'3.62" Wall N/A 3.50" 347# 347# 189PLF 71PLF 260PLF 2 7'10.62" Girder N/A N/A 232# 239# 132PLF 48PLF 180PLF Design spans V3.62"(left cant) 6'7.00" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks" Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 389.'# 5645.'# 6% 4.6' Even Spans 100% Shear 251.# 1620.# 15% 1.3' Total load 100% Cant.Shear,Lt 951 1620.# 5% 1.29' Total load 100% Int.Reaction 347.# 2750.# 12% 1.3' Dead load LL Deflection 0.0107" 0.1646" U999+ 4.6' Even Spans 100% TL Deflection 0.0144" 0.3292" U999+ 4.6' Even Spans 100% LL Defl.,Lt. -0.0021" 0.2000" 2U999+ 0' Even Spans 100% TL Defl.,Lt. -0.0028" 0.2000" 2U999+ 0' Even Spans 100% Control: Shear Left cantilever allowable shear is for joist only Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. mnwawca u,c Passing is defined as when the member,fioor joist,beam or girder,shown on this yawing meats applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design roequired for app roval.This design assumes product installatiomanufacturer's specifications. ' Keyauild strticture l 2204j 0604220-Level 10 5-2-06 kinBeatnEngine 4.413j Materials Database 507 1:41 pm 69 of 132 Member Data Description: CalcA54a Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 210 1 610 8 t � 9 8 9 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 2'10.06" Wall N/A 3.50" 495# 495# 270PLF 102PLF 371PLF 2 9'5.06" Girder N/A N/A 197# 230# 132PLF 41 PLF 172PLF Design spans 2'10.06"(left cant) 6'7.00" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.** Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 357.'# 5645.'# 6% 6.46' Even Spans 100% Shear 286.# 1620.# 17% 2.84' Total load 100% Cant.Shear,Lt 207.# 16204 12% 2.83' Odd Spans 100% Int.Reaction 494.# 2750.# 17% 2.84' Dead load LL Deflection 0.0107" 0.1646" U999+ 6.13' Even Spans 100% TL Deflection 0.0129" 0.3292" U999+ 6.13' Even Spans 100% LL Defl.,Lt. -0.0046" 0.2000" 2U999+ 0' Even Spans 100% TL Defl.,Lt. -0.0046" 0.2838" 2U999+ 0' Even Spans 100% Control: Max Int.React. Left cantilever allowable shear is for joist only Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design, All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rmxses"ea,uc,• Passing is defined as when the member,floor joist,beam or girder,shown on this ral meets applicable design criteria for Loads,Loading Conditions,and Spans I sted on this sheet The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild StrnctureT"'2.204j 0604220-Level 10 5-2-06 krnBeamEngine 4.413j Materials Database 507 1:41 pm 68 of 132 Member Data Description: CalcA53 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 3 7 4 610 8 i 10 512 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 3'7.25" Wall N/A 3.50" 579# 579# 316PLF 119PLF 434PLF 2 10'2.25" Girder N/A N/A 170# 222# 132PLF 35PLF 167PLF Design spans 3'7.25"(left cant) 6'7.00" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks« Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 476.'# 5645.'# 8% 3.6' Total load 100% Shear 314.# 16204 19% 3.6' Total load 100% Cant.Shear,Lt 264.# 1620.# 16% 159' Total load 100% Int.Reaction 578.# 27504 21% 3.6' Dead load LL Deflection 0.0107" 0.1646" U999+ 6.9' Even Spans 100% TL Deflection 0.0118" 0.3292" U999+ 6.9' Even Spans 100% LL Defl.,Lt. 0.0098" 0.2000" 2U999+ 0' Cants Only 100% TL Defl.,Lt. 0.0114" 0.3604" 2U999+ 0' Cants Only 100% Control: Max Int.React. Left cantilever allowable shear is for joist only Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners r copyright(C)198&2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. nnvreaes,uc —Passing is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be revfeved by a qualified designer or design professional as required for approval.This design assumes product installation _ ccoNing to the manufacturers specifications. KeyBnild structure—2.204] 0604220-Level 10 5-2-06 kmBeatnEngine 4.413] 1:41 m Materials Database 507 It 67 of 132 Member Data Description: CalcA52c Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 3 210 610 8 10 1 2 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 3'2.62" Wall N/A 3.50" 536# 536# 293PLF 110PLF 402PLF 2 9'9.62" Girder N/A N/A 184# 226# 132PLF 38PLF 170PLF Design spans 32.62"(left cant) 6'7.00" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.' Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 380.'# 5645.'# 6% 3.22' Total load 100% Shear 299.# 1620.# 18% 3.22' Total load 100% Cant.Shear,Lt 235.# 16204 14% 3.21' Total load 100% Int.Reaction 535.# 2750.# 19% 3.22' Dead load LL Deflection 0.0107" 0.1646" U999+ 6.51' Even Spans 100% TL Deflection 0.0124" 0.3292" U999+ 6.51' Even Spans 100% LL Defl.,Lt. 0.0068" 0.2000" 2U999+ 0' Odd Spans 100% TL Defl.,Lt. 0.0074" 0.3221" 2U999+ 0' Cants Only 100% Control: Max Int.React. Left cantilever allowable shear is for joist only Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1889-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrraxennex w.c 'Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation cwrding to the manufacturer's specifications. KeyBuild stntcturC-2.204j 0604220-Level I0 5-2-06 kinBeatnEngine 4.413j Materials Database 507 1:41 pm 66 of 132 Member Data Description: CalcA52b Member Type: Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 2 014 610 8 r � 811 6 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 2'0.88" Wall N/A 3.50" 418# 418# 228PLF 86PLF 313PLF 2 8'7.88" Girder N/A N/A 218# 235# 132PLF 45PLF 177PLF Design spans 2'0.88"(left cant) 6'7.00" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks:"" Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 376.'# 5645.'# 6% 5.36' Even Spans 100% Shear 265.# 1620.# 16% 2.07' Total load 100% Cant.Shear,Lt 151.# 1620.# 9% 2.06' Total load 100% Int.Reaction 4174 2750.# 15% 2.07' Dead load LL Deflection 0.0107" 0.1646" U999+ 5.36' Even Spans 100% TL Deflection 0.0138" 0.3292" U999+ 5.36' Even Spans 100% LL Defl.,Lt. -0.0033" 0.2000" 2U999+ 0' Even Spans 100% TL Defl.,Lt. -0.0040" 0.2071" 2U999+ 0' Even Spans 100% Control: Shear Left cantilever allowable shear is for joist only Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners r Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. e+neasrvra u.c" 'Passing is defined as when the member,floor joist,beam or girder,shown on this cawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. KeyBuild StructMT"'2.204j 0604220-Level 10 5-2-06 kinBeainEngine 4.413j 171 1:41 Materials Database 507 17 65 of 132 Member Data Description: CalcA52a Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 067 6108 7 415 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'6.44" Wall N/A 3.50" 283# 283# 155PLF 58PLF 212PLF 2 7'1.44" Girder N/A N/A 240# 241# 132PLF 50PLF 181PLF Design spans 0'6.44"(left cant) 6'7.00" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks' Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 396.'# 5645.'# 7% 3.83' Even Spans 100% Shear 243.# 1620.# 14% 0.54' Total load 100% Cant.Shear,Lt 39.# 1620.# 2% 0.53' Total load 100% Int.Reaction 2824 2750.# 10% 0.54' Dead load LL Deflection 0.0107" 0.1646" U999+ 3.83' Even Spans 100% TL Deflection 0.0147" 0.3292" U999+ 3.83' Even Spans 100% LL Defl.,Lt. 0.0010" 0.2000" 2U999+ 0' Even Spans 100% TL Defl.,Lt. -0.0012" 0.2000" 2U999+ 0' Even Spans 100% Control: Shear Left cantilever allowable shear is for joist only Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989.2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. FNr[eDRrvCA LLC 'Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation rdmg to the manufacturer's specifications. KeyBuild snnctnreT-2.204j 0604220-Level 10 5-2-06 kinBeamEngine 4.413j Materials Database 507 1:41 pm 64 of 132 Member Data Description: CalcA51 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, U240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 610 8 610 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 228# 228# 124PLF 47PLF 171PLF 2 6'2.38" Girder N/A N/A 228# 228# 124PLF 47PLF 171PLF Design spans 6'2.38" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks" Allowable Stress Design Actual Allowable Capacity Location Loading Moment 352.# 5645.'# 6% 3.1' Total load 100% Shear 2274 1620.# 14%d 6.2' Total load 100% End Reaction 2274 1190.# 19%b 0' Dead load LL Deflection 0.0092" 0.1549" L/999+ 3.1' Total load 100% TL Deflection 0.0126" 0.3099" 0999+ 3.1' Total load 100% control: Max End React. Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989-2W5 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. r"nrzvnwesuc Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild StructureT-2.204j 0604220-Leve] 10 5-2-06 ktnBeantEngine 4.413j Materials Database 507 1:41 pm 63 of 132 Member Data Description: CalcA50 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L 1480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued &Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 25' 5.38" 350 320 115% 2510 0 2510 0 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.75" 926# 926# OPLF 505PLF 190PLF 694PLF 2 25'2.75" Wall N/A 1.75" 1819# 1819# 350PLF 505PLF 510PLF 1364PLF Design spans 25'2.75" Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks.' NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 5835.# 8360.'# 69% 12.61' Total load 100% Shear 9254 17104 54% 25.23' Total load 100% End Reaction 925.# 1550.# 59% 25.23' Dead load LL Deflection 0.6016" 0.6307" U503 12.61' Total load 100% TL Deflection 0.8271" 1.2614" U366 12.61' Total load 100% Control: LL Deflection Point loads over bearings are NOT included in the Design Calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)108 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rsrrnnawea�u 'Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. ' KeyBuild Struct=T"'2.204j 0604220-Level 10 5-2-06 lanBeantEnKine 4.413j Materials Database 507 1:41 pm 62 of 132 Member Data Description: CalcA49 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 20' 5.38" 350 320 115% 2010 O 2010 0 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.75" 742# 742# OPLF 405PLF 152PLF 557PLF 2 20'2.75" Wall N/A 1.75" 1636# 1636# 350PLF 405PLF 472PLF 1227PLF Design spans 20'2.75" Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks." NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 3751.'# 8360.'# 44% 10.11' Total load 100% Shear 742.# 17104 43% 20.23' Total load 100% End Reaction 7421 1550.# 47% 20.23' Dead load LL Deflection 0.2615" 0.5057" U928 10.11' Total load 100% TL Deflection 0.3595" 1.0114" U675 10.11' Total load 100% Control: LL Deflection Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)190 9.2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. ercnwusrs>J-c,• 'Passing is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturer's specifications, KeyBudd Structure—2.204] 0604220-Level 10 5-2-06 klnBeamEngine 4.413] Materials Database 507 1:41 61 of 13 132 Member Data Description: CalcA48 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live,L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 20' 6.38" 350 320 115% 2011 0 2011 0 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Girder N/A N/A 736# 736# OPLF 402PLF 151 PLF 552PLF 2 20'0.88" Wall N/A 1.75" 1630# 1630# 350PLF 402PLF 471PLF 1222PLF Design spans 20'0.88" Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks." NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 3693.'# 8360.'# 44% 10.04' Total load 100% Shear 736.# 17104 43% 20.07' Total load 100% End Reaction 736.# 15504 47% 20.07' Dead load LL Deflection 0.2540" 0.5018" L/948 10.04' Total load 100% TL Deflection 0.3493" 1.0036" U689 10.04' Total load 100% Control: LL Deflection Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989.2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rnnnvu+es,W 'Passirig is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation . ccording to the manufacturers specifications. KeyBuild Structure—2.204] 0604220-Level 10 5-2-06 kmBeamEngine 4.413j 1:41 pm Materials Database 507 p 60 of 132 Member Data Description: CalcA47 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 20' 6.38" 350 320 115% 2011 O 2011 O Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115%, 100% Dead _ Total 1 0'0.00" Girder N/A NIA 736# 736# OPLF 402PLF 151 PLF 552PLF 2 20'0.88" Wall N/A 1.50" 1630# 1630# 350PLF 402PLF 471PLF 1222PLF Design spans 20'0.88" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.*'r NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 3693.'# 5645.'# 65% 10.04' Total load 100% Shear 736.# 1620.# 45% 20.07' Total load 100% End Reaction 736.# 11904 61% 20.07' Dead load LL Deflection 0.3561" 0.5018" U676 10.04' Total load 100% TL Deflection 0.4896" 1.0036" U491 10.04' Total load 100% Control: LL Deflection Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. Passing is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation rxording to the manufacturers specifications. KeyBuild Structure—2.204] 0604220-Level 10 5-2-06 IctnBeamEngine 4.413j 1:41 m Materials Database 507 p 59 of 132 Member Data Description: CalcA46 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 19' 10.94" 350 320 115% 20 3 9 20 3 9 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 723# 723# OPLF 394PLF 148PLF 542PLF 2 19'8.31" Wall N/A 1.50" 1616# 1616# 350PLF 394PLF 468PLF 1212PLF Design spans 19'8.31" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks:' NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 3555.'# 5645.'# 62% 9.85' Total load 100% Shear 722.# 1620.# 44% 19.69' Total load 100% End Reaction 722.# 11904 60% 19.69' Dead load LL Deflection 0.3323" 0.4923" U711 9.85' Total load 100% TL Deflection 0.4569" 0.9846" U517 9.85' Total load 100% Control: LL Deflection Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners -Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. en-rrnvw.srs,uc –passing is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessione as required for approval.This design assumes product installation ccording to the manufacturer's specifications. KeyBuild Structure`"'2.204] 0604220-Level 10 5-2-06 kmBeatnEn&e 4.413] Materials Database 507 58 8 of 13 of 13 2 Member Data Description: CalcA45 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 19' 2.25" 350 320 115% 19 614 19 614 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 696# 696# OPLF 380PLF 143PLF 522PLF 2 18'11.62" Wall N/A 1.50" 1589# 1589# 350PLF 380PLF 463PLF 1192PLF Design spans 18'11.62" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks' NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 3299.'# 5645.'# 58% 9.49' Total load 100% Shear 696.# 1620.# 42% 18.97' Total load 100% End Reaction 696.# 1190.# 58% 18.97' Dead load LL Deflection 0.2907" 0.4743" U783 9.49' Total load 100% TL Deflection 0.3997" 0.9486" U569 9.49' Total load 100% Control: LL Deflection Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)198&2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. I masvus�s uc Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. KeyBuild StructureTm 2.204j 0604220-Level 10 5-2-06 kinBeanlEngine 4.413] 1:41 pm Materials Database 507 57 of 132 Member Data Description:CalcA44 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued& Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 18' 9.19" 350 320 115% 19 1 13 19 1 13 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 6814 681# OPLF 371PLF 140PLF 511 PLF 2 18'6.56" Wall N/A 1.50" 1574# 1574# 350PLF 371 PLF 460PLF 1181 PLF Design spans 18'6.56" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 3153.'# 5645.'# 55% 9.27' Total load 100% Shear 680.# 1620.# 41% 0' Total load 100% End Reaction 680.# 1190.# 57% 0' Dead load LL Deflection 0.2681" 0.4637" U830 9.27' Total load 100% TL Deflection 0.3687" 0.9273" 0603 9.27' Total load 100% Control: LL Deflection Point loads over bearings are NOT included in the Design Calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. I ["rt"vPt9[A W.c `Passing is defined as when the member,Floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation . cmidling to the manufacturers specifications. KeyBuild Swcturer"2.204] 0604220-Level 10 5-2-06 klnBeatnEngine 4.413j 1:41 pm Materials Database 507 56 of 132 Member Data Description: CalcA43b Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 18' 6.88" 350 320 115% 1811 8 1811 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 673# 673# OPLF 368PLF 138PLF 505PLF 2 18'4.25" Wall N/A 1.50" 1567# 1567# 351PLF 368PLF 458PLF 1175PLF Design spans 18'4.25" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 3088.'# 5645.'# 54% 9.18' Total load 100% Shear 673.# 1620.# 41% 18.35' Total load 100% End Reaction 673.# 11904 56% 0' Dead load LL Deflection 0.2583" 0.4588" U852 9.18' Total load 100% TL Deflection 0.3551" 0.9176" L/620 9.18' Total load 100% Control: Max End React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989.2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. ["'rLxv11r9[S rAL Passing is defined as when the member,Boor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild StructureT"2.204) 0604220-Level 10 5-2-06 klnBeainEngine 4.413j to 1:41 Materials Database 507 p 55 of 132 Member Data Description:CalcA43a Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L1240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 18' 2.38" 350 320 115% 18 7 0 18 7 0 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 660# 660# OPLF 360PLF 135PLF 495PLF 2 17'11.75" Wall N/A 1.50" 1553# 1553# 350PLF 360PLF 455PLF 1165PLF Design spans 17'11.75" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks' NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2963.'# 5645.'# 52% 8.99' Total load 100% Shear 659.# 1620.# 40% 0' Total load 100% End Reaction 6594 1190.# 55% 0' Dead load LL Deflection 0.2400" 0.4494" U898 8.99' Total load 100% TL Deflection 0.3300" 0.8989" U653 8.99' Total load 100% Control: Max End React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989.2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rnmxrs"+es uu Passing is defined as when the member,Floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. KeyBuild Structure—2.204] 0604220-Level 10 5-2-06 ktnBeamEngine 4.413j 1:41 pill Materials Database 507 54 of 132 Member Data Description:CalcA42b Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 17' 9.88" 350 320 115% 18 2 8 18 2 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 646# 646# OPLF 353PLF 133PLF 485PLF 2 17'7.25" Wall N/A 1.50" 1539# 1539# 350PLF 353PLF 453PLF 1155PLF Design spans 17'7.25" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2841.'# 5645.'# 50% 8.8' Total load 100% Shear 646.# 16204 39% 0' Total load 100% End Reaction 646.# 1190.# 54% 0' Dead load LL Deflection 0.2229" 0.4401" L/947 8.8' Total load 100% TL Deflection 0.3065" 0.8803" U689 8.8' Total load 100% Control: Max End React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners r Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rnnaruars,r.r.c 'Passing is defined as when the member,floor joist,beam or girder,shown on this revving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessone as required for approval.This design assumes product installation according to the manufacturer's specifications. Keysuild stru,=Tm 2.2041 0604220-Level 10 5-2-06 IcrnBearnEngine 4.413] Materials Database 507 1:41 pfn 53 of 132 Member Data Description:CalcA42a Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 17' 6.00" 350 320 115% 7 17 10 10 17 10 10 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 634# 634# OPLF 346PLF 130PLF 476PLF 2 17'3.38" Wall N/A 1.50" 1528# 1528# 350PLF 346PLF 450PLF 1146PLF Design spans 17'3.38" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks" NOTE:Pass4hru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2738.'# 5645.'# 48% 8.64' Total load 100% Shear 634.# 1620.# 39% 17.28' Total load 100% End Reaction 634.# 11904 53% 17.28' Dead load LL Deflection 0.2089" 0.4321" L/992 8.64' Total load 100% TL Deflection 0.2873" 0.8642" L/722 8.64' Total load 100% Control: Max End React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. 'Passing is defined as when the member,floor joist,beam or girder,shown on this cawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation cmrding to the manufacturer's specifications. KeyBuda structnrer"2.204] 0604220-Level 10 5-2-06 ktnBeainEngine 4.413] Materials Database 507 1:41 pm 52 of 132 Member Data Description:CalcA41 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live,L/240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 17' 0.63" 350 320 115% 17 5 4 17 5 4 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 618# 618# OPLF 337PLF 127PLF 463PLF 2 16'10.00" Wall N/A 1.50" 1511# 1511# 350PLF 337PLF 447PLF 1133PLF Design spans 16'10.00" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.'" NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2597.'# 5645.'# 46% 8.42' Total load 100% Shear 617.# 1620.# 38% 16.83' Total load 100% End Reaction 617.# 1190.# 51% 0' Dead load LL Deflection 0.1905" 0.4208" U999+ 8.42' Total load 100% TL Deflection 0.2619" 0.8417" U771 8.42' Total load 100% Control: Max End React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rnresvcncs,uc n 'Passing is defined as when the member,4"joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation wording to the manufacturer's specifications. KeyBuild structum—2.204j 0604220-Level 10 5-2-06 ktnBeainEngine 4.413j 1:41 m Materials Database 507 p 51 of 132 Member Data Description: CalcA40b Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 1611 9 7 1 12 24 1 5 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 498# 504# 276PLF 102PLF 378PLF 2 16'8.94" Wall N/A 3.50" 1267# 1267# 691PLF 259PLF 950PLF 3 23'7.19" Girder N/A N/A -34# -203# -146PLF -7PLF -152PLF Design spans 16'8.94" 6'10.25" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks."* Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 1949.'# 5645.'# 34% 16.75' Total load 100% Shear 730.# 1620.# 45% 16.74' Total load 100% End Reaction 503.# 1190.# 42% 0' Dead load Int.Reaction 1266.# 27504 46% 16.75' Dead load LL Deflection 0.1086" 0.4186" U999+ 7.54' Odd Spans 100% TL Deflection 0.1474" 0.8373" U999+ 7.54' Odd Spans 100% Control: Max Int.React. Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. ",00**---uc 'Passing is defined as when the member,Floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation cconting to the manufacturer's specifications. KeyBuild Structure—2.204j 0604220-Level 10 5-2-06 kmBeamEngine 4.413j Materials Database 507 1:41 pm 50 of 132 Member Data Description: CalcA40a Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live,L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 161012 7 1 12 �r 24 0 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 496# 502# 275PLF 102PLF 376PLF 2 168.12" Wall N/A 3.50" 1261# 1261# 688PLF 258PLF 946PLF 3 23'6.38" Girder N/A N/A -31# -200# -144PLF -7PLF -150PLF Design spans 16'8.12" 6'10.25" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32;' along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 1932.'# 5645.'# 34% 16.67' Total load 100% Shear 727.# 1620.# 44% 16.66' Total load 100% End Reaction 5011 1190.# 42% 0' Dead load Int.Reaction 1260.# 2750.# 45% 16.67' Dead load LL Deflection 0.1071" 0.4169" U999+ 7.5' Odd Spans 100% TL Deflection 0.1453" 0.8337" U999+ 7.5' Odd Spans 100% Control: Max Int.React. Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rn-anvwses.u.c 'passing is defined as when the member,floorloist,beam or girder,shown on this rawirg meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The deagn must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccon ing to the manufacturer's specifications. KeyBuild Structure"2.2041 0604220-Level 10 5-2-06 klnBeatnEngine 4.413j 1:41 pm Materials Database 507 49 Of 132 Member Data Description: CalcA39b Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename : UNKNOWN 16 914 7 1 12 2311 10 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 494# 500# 274PLF 101PLF 375PLF 2 16'7.25" Wall N/A 3.50" 1255# 1255# 685PLF 257PLF 942PLF 3 23'5.50" Girder N/A N/A -29# -198# -143PLF -6PLF -149PLF Design spans 16'7.25" 6'10.25" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks*" Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 1915.'# 5645.'# 33% 16.6' Total load 100% Shear 723.# 16204 44% 16.59' Total load 100% End Reaction 499.# 1190.# 41% 0' Dead load Int.Reaction 12554 2750.# 45% 16.6' Dead load LL Deflection 0.1056" 0.4151" U999+ 7.47' Odd Spans 100% TL Deflection 0.1433" 0.8302" U999+ 7.47' Odd Spans 100% Control: Max Int.React. Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. [Nr[rtvAn[A r.if, 'Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofassional as required for approval.This design assumes product installation wording to the manufacturers specifications. KeyBuild Structure—2.204j 0604220-Level 10 5-2-06 kmBeamEngine 4.413j Materials Database 507 1:41 pm 48 of 132 Member Data Description: CalcA39a Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 1676 7112 23 9 2 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 488# 494# 271PLF 100PLF 370PLF 2 16'4.75" Wall N/A 3.50" 1239# 1239# 676PLF 254PLF 929PLF 3 23'3.00" Girder N/A N/A -21# -190# -139PLF -5PLF -143PLF Design spans 16'4.75" 6'10.25" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 1864.'# 5645.'# 33% 16.39' Total load 100% Shear 714.4 1620.# 44% 16.38' Total load 100% End Reaction 493.4 1190.# 41% 0' Dead load Int.Reaction 12384 2750.# 45% 16.39' Dead load LL Deflection 0.1013" 0.4099" U999+ 7.38' Odd Spans 100% TL Deflection 0.1374" 0.8197" U999+ 7.38' Odd Spans 100% Control: Max Int.React. Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,I.I.C.ALL RIGHTS RESERVED. 'k• [NrtAPRr.4[4 LLC 'Passing is defined as when the member.Floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. KeyBuild StructureT"2.204j 0604220-Level 10 5-2-06 ktnBeamEngine 4.413j Materials Database 507 1:41 pm 47 of 132 Member Data Description: CalcA38b Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 16 5 0 7 1 12 23 612 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 482# 488# 268PLF 99PLF 366PLF 2 16'2.38" Wall N/A 3.50" 1223# 1223# 668PLF 251 PLF 918PLF 3 23'0.62" Girder N/A N/A -15# -184# -135PLF -3PLF -138PLF Design spans 162.38" 610.25" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 1819.'# 5645.'# 32% 16.2' Total load 100% Shear 706.# 1620.# 43% 16.19' Total load 100% End Reaction 488.# 11904 40% 0' Dead load Int.Reaction 1223.# 2750.# 44% 16.2' Dead load LL Deflection 0.0974" 0.4050" L/999+ 7.29' Odd Spans 100% TL Deflection 0.1321" 0.8100" L/999+ 7.29' Odd Spans 100% Control: Max Int.React. Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymerk Enterprises,LLC.ALL RIGHTS RESERVED. r rrmnvucea��c "Passing is defined as when the member,floor joist,beam or girder,shown on this rawirg meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The desgn must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation according to the manufacturers specifications. KeyBuild Structure—2.204] 0604220-Level 10 5-2-06 kmBeamEngine 4.413] 1:41 pm Materials Database 507 46 of 132 Member Data Description: CalcA38a Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued& Nailed DOL: 100% Filename : UNKNOWN 16 3 3 7 1 12 23 415 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 478# 484# 265PLF 98PLF 363PLF 2 16'0.56" Wall N/A 3.50" 1212# 1212# 661PLF 248PLF 909PLF 3 22'10.81" Girder N/A N/A -9# -178# -132PLF -2PLF -134PLF Design spans 16'0.56" 6'10.25" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks" Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 1783.'# 5645.'# 31% 16.05' Total load 100% Shear 699.# 1620.# 43% 16.04' Total load 100% End Reaction 4834 1190.# 40% 0' Dead load Int. Reaction 1211.# 2750.# 44% 16.05' Dead load LL Deflection 0.0945" 0.4012" U999+ 7.22' Odd Spans 100% TL Deflection 0.1281" 0.8025" U999+ 7.22' Odd Spans 100% Control: Max Int.React. Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. [MLxVR1.4[S LIC '*Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation coording to the manufacturers specifications. KeyBuild structure—2.2041 0604220-Level 10 5-2-06 kinBealnEngine 4.413j 1:41 pm Materials Database 507 45 of 132 Member Data Description: CalcA37 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename: UNKNOWN 7=1 16 1 15 7 1 12 23 311 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 475# 481# 264PLF 97PLF 361PLF 2 1611.31" Wall N/A 3.50" 1203# 1203# 657PLF 247PLF 903PLF 3 22'9.56" Girder N/A NIA -6# -175# -130PLF -2PLF -131 PLF Design spans 15'11.31 610.25" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 1759'# 5645.'# 31% 15.94' Total load 100% Shear 694.# 1620.# 42% 15.93' Total load 100% End Reaction 480.# 1190.# 40% 0' Dead load Int.Reaction 1203.# 2750.# 43% 15.94' Dead load LL Deflection 0.0925" 0.3985" U999+ 7.17' Odd Spans 100% TL Deflection 0.1253" 0.7971" U999+ 7,17' Odd Spans 100% Control: Max Int.React. Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1089-20D5 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rnnww.an.uc —Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professorial as required for approval.This design assumes product installation according to the manufacturer's specifications. Keysuad Structure—2.204j 0604220-Level 10 5-2-06 ktnBeatnEngine 4.413j Materials Database 507 1:41 pm 44 of 132 Member Data Description: CalcA36 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live,L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 16 1 15 10 412 26 611 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 473# 489# 271PLF 97PLF 367PLF 2 15'11.31" Wall N/A 3.50" 1245# 1245# 679PLF 255PLF 934PLF 3 26'0.56" Girder N/A N/A 194# 297# 183PLF 40PLF 223PLF Design spans 15'11.31" 10'1.25" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 1789.'# 5645.'# 31% 15.94' Total load 100% Shear 696.# 1620.# 42% 15.93' Total load 100% End Reaction 489.# 1190.# 41% 0' Dead load Int.Reaction 1244.# 2750.# 45% 15.94' Dead load LL Deflection 0.1004" 0.3985" U999+ 7.17' Odd Spans 100% TL Deflection 0.1327" 0.7971" U999+ 7.17' Odd Spans 100% Control: Max Int.React. Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners r Copyright(C)798 0-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. e"reayseea uu Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design Professional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild Structure—2.2041 0604220-Level 10 5-2-06 IanBeainEngine 4.413] Materials Database 507 1:41 43 of 13 132 Member Data Description: CalcA35b Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 16 2 6 10 412 26 7 2 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 474# 490# 271PLF 97PLF 368PLF 2 15'11.75" Wall N/A 3.50" 1247# 1247# 680PLF 255PLF 935PLF 3 26'1.00" Girder N/A N/A 193# 296# 183PLF 40PLF 222PLF Design spans 15'11.75" 10'1.25" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks' Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 1796.'# 5645.'# 31% 15.98' Total load 100% Shear 6984 1620.# 43% 15.97' Total load 100% End Reaction 490.# 11904 41% 0' Dead load Int.Reaction 1247.# 2750.# 45% 15.98' Dead load LL Deflection 0.1011" 0.3995" U999+ 7.19' Odd Spans 100% TL Deflection 0.1338" 0.7989" U999+ 7.19' Odd Spans 100% Control: Max Int.React. Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1g8 9-2005 by Keymark Enterpnses,U.C.ALL RIGHTS RESERVED. rrmxvunea uc Passing is defined as when the member,floor joist,beam or girder,shown on this swing meats applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design [ro one as required for approval.This design assumes product installation coording to the manufacturer's specifications. KeyBuild Structure—2.204] 0604220-Level 10 5-2-06 ktnBeatnEngine 4.413] Materials Database 507 1:41 42 of 13 132 Member Data Description: CalcA35a Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued& Nailed DOL: 100% Filename : UNKNOWN 16 4 3 10 412 26 815 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 479# 495# 274PLF 98PLF 371PLF 2 16'1.56" Wall N/A 3.50" 1256# 1256# 686PLF 257PLF 942PLF 3 26'2.81" Girder N/A N/A 190# 296# 183PLF 39PLF 222PLF Design spans 16'1.56" 10'1.25" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.' Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 1827.'# 5645.'# 32% 16.13' Total load 100% Shear 704.# 1620.# 43% 16.12' Total load 100% End Reaction 494.# 1190.# 41% 0' Dead load Int. Reaction 1256.# 2750.# 45% 16.13' Dead load LL Deflection 0.1043" 0.4032" U999+ 7.26' Odd Spans 100% TL Deflection 0.1380" 0.8065" U999+ 7.26' Odd Spans 100% Control: Max Int.React. Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners r Copyright(C)1989.2005 by Keymark Enterprises,U.C.ALL RIGHTS RESERVED. rn7xnrm Mrrc" 'Passing is defined as when the member,Floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. ' KeyBnild structures"'2204] 0604220-Level 10 5-2-06 kmBeainEngure 4.413j 1:41 in Materials Database 507 1:41p in of 132 Member Data Description: CalcA34b Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename : UNKNOWN 16 6 2 10 412 777 26 10 14 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 484# 500# 276PLF 99PLF 375PLF 2 16'3.50" Wall N/A 3.50" 1266# 1266# 691PLF 259PLF 950PLF 3 26'4.75" Girder N/A N/A 187# 295# 183PLF 39PLF 221 PLF Design spans 16'3.50" 10'1.25" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks"' Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 1859.'# 5645.'# 32% 16.29' Total load 100% Shear 7114 1620.# 43% 16.28' Total load 100% End Reaction 4994 11904 41% 0' Dead load Int.Reaction 1266.# 2750.# 46% 16.29' Dead load LL Deflection 0.1077" 0.4072" U999+ 7.33' Odd Spans 100% TL Deflection 0.1426" 0.8145" U999+ 7.33' Odd Spans 100% Control: Max Int.React. Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners n�Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrmsee"ea uc 'Passing is defined as when the member,floor joist,beam or girder,shovm on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. KeyBuild structurelm 2,2041 0604220-Level 10 5-2-06 klnBeamEngine 4.413] 1:41 pm Materials Database 507 p 40 of 132 Member Data Description: CalcA34a Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live,L/240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename : UNKNOWN 16 810 10 412 27 1 6 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 490# 506# 279PLF 101 PLF 379PLF 2 16'6.00" Wall N/A 3.50" 1280# 1280# 698PLF 262PLF 960PLF 3 26'7.25" Girder N/A N/A 183# 294# 183PLF 38PLF 221 PLF Design spans 16'6.00" 10'1.25" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32:' along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 1903.'# 5645.'# 33% 16.5' Total load 100% Shear 720.# 1620.# 44% 16.49' Total load 100% End Reaction 505.# 11904 42% 0' Dead load Int.Reaction 1279.# 2750.# 46% 16.5' Dead load LL Deflection 0.1122" 0.4125" U999+ 7.42' Odd Spans 100% TL Deflection 0.1489" 0.8250" U999+ 7.42' Odd Spans 100% Control: Max Int.React. Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrmsrnnea,u *Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturers specifications. KeyBuild Structure—2.204] 0604220-Level 10 5-2-06 kinBearnEngine 4.413] Materials Database 507 1'o f 137 39 of 132 Member Data Description: Call Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename : UNKNOWN 17 0 6 10 412 2752 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 500# 515# 284PLF 103PLF 386PLF 2 16'9.75" Wall N/A 3.50" 1300# 1300# 709PLF 266PLF 975PLF 3 26'11.00" Girder N/A N/A 176# 293# 184PLF 36PLF 220PLF Design spans 16'9.75" 10'1.25" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks** Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 1970.'# 5645.'# 34% 16.81' Total load 100% Shear 733.4 1620.# 45% 16.8' Total load 100% End Reaction 515.4 1190.# 43% 0' Dead load Int.Reaction 12994 2750.# 47% 16.81' Dead load LL Deflection 0.1194" 0.4204" L/999+ 7.57' Odd Spans 100% TL Deflection 0.1587" 0.8407" L/999+ 7.57' Odd Spans 100% Control: Max Int.React. Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. crms�usea iu 'Passing is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturers specifications. KeyBuild Structure—2.204j 0604220-Level 10 5-2-06 kinBeamEngine 4.413j Materials Database 507 1:41 pm 38 of 132 Member Data Description: CalcA32 Member Type: Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live,L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 17 310 18 212 3566 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 463# 526# 300PLF 95PLF 395PLF 2 17'1.00" Wall N/A 3.50" 1602# 1602# 874PLF 328PLF 1202PLF 3 34'11.12" Wall N/A 1.50" 498# 551# 312PLF 102PLF 414PLF Design spans 17'1.00" 17'10.12" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2799.'# 5645.'# 49% 17.08' Total load 100% Shear 811.# 1620.# 50% 17.08' Total load 100% End Reaction 551.# 11904 46% 34.93' Dead load Int.Reaction 1601.# 2750.# 58% 17.08' Dead load LL Deflection 0.1624" 0.4461" U999+ 26.9' Even Spans 100% TL Deflection 0.2007" 0.8922" U999+ 26.9' Even Spans 100% Control: Max Int.React. All product names are trademarks of their respective owners Y Y Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. 1 cHrrxvuacs,uc 'Passing is defined as when the member,flooricist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans Wed on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. KeyBuilastructureT°'2.204j 0604220-Level 10 5-2-06 kinBeamEngine 4.413j Materials Database 507 1:41pm 37 of 132 Member Data Description: CalcA31 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 7-7 17 6 0 18 212 r � 35 812 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 464# 527# 301PLF 95PLF 396PLF 2 17'1.38" Wall N/A 3.50" 1603# 1603# 875PLF 328PLF 1203PLF 3 34'11.50" Wall N/A 1.50" 498# 551# 312PLF 102PLF 414PLF Design spans 17'1.38" 17'10.12" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks."" Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2804.'# 5645.'# 49% 17.11' Total load 100% Shear 811.# 1620.# 50% 17.11' Total load 100% End Reaction 5514 1190.# 46% 34.96' Dead load Int.Reaction 1603.# 2750.# 58% 17.11' Dead load LL Deflection 0.1625" 0.4461" L/999+ 26.93' Even Spans 100% TL Deflection 0.2007" 0.8922" L/999+ 26.93' Even Spans 100% Control: Max Int.React. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rmcsvuaca cu `Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval,This design assumes product installation according to the manufacturers specifications. KeyBuild Structure—2.204j 0604220-Level 10 5-2-06 krnBeainEngine 4.413j Materials Database 507 1:41 pm 36 of 132 Member Data Description: CalcA30 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 17 6 0 18 212 35 812 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 464# 527# 301PLF 95PLF 396PLF 2 17'1.38" Wall N/A 3.50" 1603# 1603# 875PLF 328PLF 1203PLF 3 34'11.50" Wall N/A 1.50" 498# 551# 312PLF 102PLF 414PLF Design spans 17'1.38" 17'10.12" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2804.'# 5645.'# 49% 17.11' Total load 100% Shear 811.# 1620.# 50% 17.11' Total load 100% End Reaction 551.# 1190.# 46% 34.96' Dead load Int. Reaction 16034 2750.# 58% 17.11' Dead load LL Deflection 0.1625" 0.4461" U999+ 26.93' Even Spans 100% TL Deflection 0.2007" 0.8922" U999+ 26.93' Even Spans 100% Control: Max Int.React. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. [NiCPPat9CS LL[ 'Passing is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design ofessional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBudd shLetureTM 2.2041 0604220-Level 10 5-2-06 ktnBeantEnyine 4.413j Materials Database 507 1:41 prn 35 of 132 Member Data Description: CalcA29 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued& Nailed DOL: 100% Filename : UNKNOWN 17 712 17 712 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 623# 623# 340PLF 128PLF 467PLF 2 16'11.62" Girder N/A N/A 623# 623# 340PLF 128PLF 467PLF Design spans 16'11.62" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.' Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2639.'# 5645.'# 46% 8.48' Total load 100% Shear 622.# 1620.# 38% 0' Total load 100% End Reaction 622.# 1190.# 52% 0' Dead load LL Deflection 0.1959" 0.4242" L/999+ 8.48' Total load 100% TL Deflection 0.2693" 0.8484" 0756 8.48' Total load 100% Control: Max End React. Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989-200.5 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rNiLRPPL9r4 L1.c `Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design Erdifona l as r equired for approval.This design assumes product installation ng to the manufacturer's specifications. KeyBuild Structurer"2.204j 0604220-Level 10 5-2-06 krnBearnEngine 4.413j Materials Database 507 1:41 pi n 34 of 132 Member Data Description:CalcA28 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename: UNKNOWN 0 2 7 17 712 i r 1710 3 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'2.44" Wall N/A 3.50" 652# 652# 356PLF 134PLF 489PLF 2 17'6.69" Girder N/A N/A 637# 637# 348PLF 131PLF 478PLF Design spans 0'2.44"(left cant) 17'4.25" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks*" Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2760.'# 5645.'# 48% 8.88' Even Spans 100% Shear 636.# 1620.# 39% 0.2' Total load 100% Cant.Shear,Lt 14.# 1620.# 0% 0.19' Odd Spans 100% Int.Reaction 651.# 2750.# 23% 0.2' Dead load LL Deflection 0.2119" 0.4339" U982 8.88' Even Spans 100% TL Deflection 0.2914" 0.8677" U714 8.88' Even Spans 100% LL Defl.,Lt. -0.0060" 0.2000" 2U810 0' Even Spans 100% TL Defl.,Lt. -0.0083" 0.2000" 2U589 0' Even Spans 100% Control: Moment Left cantilever allowable shear is for joist only Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. r"rcxnu+ea a,u n Passing is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ding to thco manufacturer's specifications. KeyBuild Structure—2.204] 0604220-Level 10 5-2-06 krnBeainEngine 4.413] Materials Database 507 1:41 p11 33 of 132 Member Data Description: CalcA27 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued& Nailed DOL: 100% Filename : UNKNOWN 0 5 10 17 712 i 18 1 6 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'5.62" Wall N/A 3.50" 672# 672# 367PLF 138PLF 504PLF 2 17'9.88" Girder N/A N/A 636# 637# 348PLF 131 PLF 478PLF Design spans 0'5.62"(left cant) 17'4.25" Product:14"LPI-32 16.0['O.C. Component Member Design has Passed Design Checks"" Design requires lateral bracing every 32:' along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2760.'# 5645.'# 48% 9.15' Even Spans 100% Shear 637.# 1620.# 39% 0.47' Total load 100% Cant.Shear, Lt 34.# 16204 2% 0.46' Total load 100% Int.Reaction 671.# 2750.# 24% 0.47' Dead load LL Deflection 0.2119" 0.4339" U982 9.15' Even Spans 100% TL Deflection 0.2913" 0.8677" U714 9.15' Even Spans 100% LL Defl.,Lt. -0.0139" 0.2000" 2U810 0' Even Spans 100% TL Defl.,Lt. -0.0191" 0.2000" 2U590 0' Even Spans 100% Control: Moment Left cantilever allowable shear is for joist only Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners copyright(C)1989-2005 by Keymark Enterprises,U.C.ALL RIGHTS RESERVED. [Nt[RPa[4[A LL(' 'Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rof—onal as required for approval.This design assumes product installation xording to the manufacturer's specifications. Keysuild Structure—2.204j 0604220-Level l0 5-2-06 kmBealnEngine 4.413j Materials Database 507 1:41 pm 32 of 132 Member Data Description:CalcA26 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename: UNKNOWN O 810 17 712 i i 18 4 6 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'8.62" Wall N/A 3.50" 690# 690# 377PLF 142PLF 518PLF 2 18'0.88" Girder N/A N/A 636# 637# 348PLF 130PLF 478PLF Design spans 0'8.62"(left cant) 17'4.25" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2758.'# 5645.'# 48% 9.39' Even Spans 100% Shear 6374 1620.# 39% 0.72' Total load 100% Cant.Shear,Lt 52.# 1620.# 3% 0.71' Odd Spans 100% Int.Reaction 690.# 2750.# 25% 0.72' Dead load LL Deflection 0.2119" 0.4339" 0982 9.39' Even Spans 100% TL Deflection 0.2911" 0.8677" U715 9.39' Even Spans 100% LL Defl.,Lt. -0.0212" 0.2000" 2U810 0' Even Spans 100% TL Defl.,Lt. -0.0291" 0.2000" 2U590 0' Even Spans 100% Control: Moment Left cantilever allowable shear is for joist only Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC,ALL RIGHTS RESERVED. rm-rnes+M- -passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation according to the manufacturers specifications. KeyBuild Structure—2.204] 0604220-Level l0 5-2-06 krnBeamEngure 4.413] Materials Database 507 31 of 13 1:o f 13 2 Member Data Description: CalcA25 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 011 5 17 712 187 1 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 011.31" Wall N/A 3.50" 708# 708# 386PLF 145PLF 531PLF 2 18'3.56" Girder N/A N/A 635# 636# 348PLF 130PLF 477PLF Design spans 0'11.31"(left cant) 17'4.25" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2756.'# 5645.'# 48% 9.62' Even Spans 100% Shear 638.# 1620.# 39% 0.94' Total load 100% Cant.Shear,Lt 68.# 1620.# 4% 0.93' Total load 100% Int.Reaction 707.# 2750.# 25% 0.94' Dead load LL Deflection 0.2119" 0.4339" U982 9.62' Even Spans 100% TL Deflection 0.2908" 0.8677" U716 9.62' Even Spans 100% LL Defl.,Lt. -0.0279" 0.2000" 2U810 0' Even Spans 100% TL Defl.,Lt. -0.0382" 0.2000" 2U591 0' Even Spans 100% Control: LL Deflection Left cantilever allowable shear is for joist only Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners A44Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. V rn�resveura,u.c L efined as when the member,floor joist,beam or girder,shown on this applicable design criteria for Loads,Loading Conditions,and Spans heet.The design must be reviewed by a qualified designer or design s required for approval.This design assumes product installation e manufacturer's specifications. KeyBuild StructureTm 2.204j 0604220-Level 10 5-2-06 lanBeatnEngine 4.413] Materials Database 507 1:41 pm 30 of 132 Member Data Description: CalcA24 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued& Nailed DOL: 100% Filename: UNKNOWN 1 1 11 17 712 18 9 7 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 V1.69" Wall N/A 3.50" 723# 723# 395PLF 148PLF 543PLF 2 18'5.94" Girder N/A N/A 634# 636# 348PLF 130PLF 477PLF Design spans V1.69"(left cant) 17'4.25" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32:' along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2754.'# 5645.'# 48% 9.82' Even Spans 100% Shear 639.# 1620.# 39% 1.14' Total load 100% Cant.Shear,Lt 83.# 1620.# 5% 1.13' Total load 100% Int.Reaction 723.# 2750.# 26% 1.14' Dead load LL Deflection 0.2119" 0.4339" U982 9.82' Even Spans 100% TL Deflection 0.2906" 0.8677" U716 9.82' Even Spans 100% LL Defl., Lt. -0.0338" 0.2000" 2U810 0' Even Spans 100% TL Defl.,Lt. -0.0462" 0.2000" 2U592 0' Even Spans 100% Control: LL Deflection Left cantilever allowable shear is for joist only Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rnrcarwsrs,uc 'Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofesskmal as required for approval.This design assumes product installation ccording to the manufacturer's specifications. ' KeyBuild Structure—2204j 0604220-Level 10 5-2-06 kmBeatnEngine 4.413j Materials Database 507 1:41 pin 29 of 132 Member Data Description: CalcA23 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, 1-1240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename: UNKNOWN 1 313 17 712 1811 9 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 1'3.81" Wall N/A 3.50" 737# 737# 402PLF 151PLF 553PLF 2 18'8.06" Girder NIA N/A 633# 636# 348PLF 130PLF 477PLF Design spans V3.81"(left cant) 17'4.25" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.** Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2752'# 5645.'# 48% 9.99' Even Spans 100% Shear 640.# 16204 39% 1.32' Total load 100% Cant.Shear,Lt 96.# 1620.# 5% 1.31' Total load 100% Int.Reaction 736.# 2750.# 26% 1.32' Dead load LL Deflection 0.2119" 0.4339" U982 9.99' Even Spans 100% TL Deflection 0.2903" 0.8677" U717 9.99' Even Spans 100% LL Defl.,Lt. -0.0389" 0.2000" 2U810 0' Even Spans 100% TL Defl.,Lt. -0.0532" 0.2000" 2U593 0' Even Spans 100% Control: LL Deflection Left cantilever allowable shear is for joist only Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. I rrrcnrnnesuu Passing is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation xordirg to the manufactures s specifications. KeyBuildStructureT"'2.204j 0604220-Level 10 5-2-06 krnl3eatnEngine 4.413j 1:41 pm Materials Database 507 28 of 132 Member Data Description: CalcA22 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 1 5 9 17 712 19 1 5 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 V5.56" Wall N/A 3.50" 749# 749# 409PLF 154PLF 562PLF 2 18'9.81" Girder N/A N/A 632# 636# 348PLF 130PLF 477PLF Design spans V5.56"(left cant) 17'4.25" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2750.'# 5645.'# 48% 10.14' Even Spans 100% Shear 641.# 1620.# 39% 1.46' Total load 100% Cant.Shear,Lt 1071 1620.# 6% 1.45' Odd Spans 100% Int.Reaction 748.# 2750.# 27% 1.46' Dead load LL Deflection 0.2119" 0.4339" U982 10.14' Even Spans 100% TL Deflection 0.2901" 0.8677" U717 10.14' Even Spans 100% LL Defl.,Lt. -0.0433" 0.2000" 2U810 0' Even Spans 100% TL Defl.,Lt. -0.0590" 0.2000" 2U594 0' Even Spans 100% Control: LL Deflection Left cantilever allowable shear is for joist only Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989.2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. eivnxrvrses uc 'Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ocording to the manufacturer's specifications. KeyBuihl Structure—2.204] 0604220-Level 10 5-2-06 klnBeamEngine 4.413] 1:41 prn Materials Database 507 27 of 132 Member Data Description: CalcA21 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename: UNKNOWN 1 7 0 17 712 19 212 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead _ Total 1 V7.00" Wall N/A 3.50" 758# 758# 414PLF 155PLF 569PLF 2 18'11.25" Girder N/A N/A 632# 635# 348PLF 130PLF 477PLF Design spans V7.00"(left cant) 17'4.25" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2748.'# 5645.'# 48% 10.26' Even Spans 100% Shear 6424 1620.# 39% 1.58' Total load 100% Cant.Shear,Lt 1154 1620.# 7% 1.57' Odd Spans 100% Int. Reaction 758.# 2750.# 27% 1.58' Dead load LL Deflection 0.2119" 0.4339" L/982 10.26' Even Spans 100% TL Deflection 0.2898" 0.8677" U718 10.26' Even Spans 100% LL Defl.,Lt. -0.0468" 0.2000" 2U810 0' Even Spans 100% TL Defl.,Lt. -0.0638" 0.2000" 2U595 0' Even Spans 100% Control: LL Deflection Left cantilever allowable shear is for joist only Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. AM-- I- i'Passing is defined as when the member,floor joist,beam or girder,shown n on this cawing meets applicable design criteria for Loads,Loading Conditions,and Spans sted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. KeyBuild Structure—2.204] 0604220-Level 10 5-2-06 IanBeainEngine 4.413] Materials Database 507 1:41 pm 26 of 132 Member Data Description: CalcA20 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection:Glued& Nailed DOL: 100% Filename : UNKNOWN 1 8 1 17 712 19 313 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 1'8.06" Wall N/A 3.50" 765# 765# 418PLF 157PLF 574PLF 2 19'0.31" Girder N/A N/A 631# 635# 348PLF 129PLF 477PLF Design spans 1'8.06"(left cant) 17'4.25" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks" Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2747.'# 5645.'# 48% 10.35' Even Spans 100% Shear 642.# 1620.# 39% 1.67' Total load 100% Cant.Shear,Lt 122.# 1620.# 7% 1.66' Total load 100% Int.Reaction 765.# 2750.# 27% 1.67' Dead load LL Deflection 0.2119" 0.4339" U982 10.35' Even Spans 100% TL Deflection 0.2896" 0.8677" U719 10.35' Even Spans 100% LL Defl., Lt. -0.0495" 0.2000" 2U810 0' Even Spans 100% TL Defl.,Lt. -0.0673" 0.2000" 2U596 0' Even Spans 100% Control: LL Deflection Left cantilever allowable shear is for joist only Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)19892005 by Keymark Enterprises,LLc.ALL RIGHTS RESERVED. I rn-rcneuaca us 'Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation Fr ng to the manufacturer's specifications. KeyBuila sVucturerm 2.204] 0604220-Level 10 5-2-06 kinBealnEngine 4.413j 1:41 pm Materials Database 507 p 25 of 132 Member Data Description: CalcA19 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live,L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 1 813 17 712 19 4 9 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 V8.81" Wall N/A 3.50" 770# 770# 420PLF 158PLF 578PLF 2 19'1.06" Girder N/A N/A 630# 635# 348PLF 129PLF 476PLF Design spans 1'8.81"(left cant) 17'4.25" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks."* Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2746.'# 5645.'# 48% 10.41' Even Spans 100% Shear 643.# 1620.# 39% 1.73' Total load 100% Cant.Shear,Lt 126.# 16204 7% 1.72' Odd Spans 100% Int.Reaction 770.# 27504 27% 1.73' Dead load LL Deflection 0.2119" 0.4339" U982 10.41' Even Spans 100% TL Deflection 0.2895" 0.8677" U719 10.41' Even Spans 100% LL Defl.,Lt. -0.0513" 0.2000" 2U810 0' Even Spans 100% TL Defl.,Lt. -0.0697" 0.2000" 2U596 0' Even Spans 100% Control: LL Deflection Left cantilever allowable shear is for joist only Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. r"nnew.<ea uc —Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. xeyBuild stru0tureT"'2204j 0604220-Level 10 5-2-06 krnBeamEngine 4.413j Materials Database 507 1:41 pm 24 of 132 Member Data Description: CalcA18 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live,L/240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename : UNKNOWN 1 9 3 17 712 ,r 19 415 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 V9.19" Wall N/A 3.50" 773# 773# 422PLF 158PLF 580PLF 2 19'1.44" Girder N/A N/A 630# 635# 348PLF 129PLF 476PLF Design spans 1'9.19"(left cant) 17'4.25" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2745.'# 5645.'# 48% 10.44' Even Spans 100% Shear 643.# 16204 39% 1.76' Total load 100% Cant.Shear,Lt 129.# 1620.# 7% 1.75' Total load 100% Int. Reaction 772.# 2750.# 28% 1.76' Dead load LL Deflection 0.2119" 0.4339" L/982 10.44' Even Spans 100% TL Deflection 0.2894" 0.8677" L/719 10.44' Even Spans 100% LL Defl.,Lt. -0.0522" 0.2000" 2L/810 0' Even Spans 100% TL Defl.,Lt. -0.0709" 0.2000" 2L/596 0' Even Spans 100% Control: LL Deflection Left cantilever allowable shear is for joist only Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners M Copyright(C)108 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rn-artruaea,r< 'Passing is defined as when the member,floor joist,beam or girder,shown on this cawing meats applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design Professional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild structure—2.204] 0604220-Level 10 5-2-06 ktnBeantEngine 4.413] 1:41 pm Materials Database 507 23 of 132 Member Data Description: CalcA17 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 1 9 3 17 712 19 415 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 V9.19" Wall N/A 3.50" 773# 773# 422PLF 158PLF 580PLF 2 19'1.44" Girder N/A N/A 630# 635# 348PLF 129PLF 476PLF Design spans 1'9.19"(left cant) 17'4.25" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.' Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2745.# 5645.'# 48% 10.44' Even Spans 100% Shear 643.# 1620.# 39% 1.76' Total load 100% Cant.Shear,Lt 1294 1620.# 7% 1.75' Total load 100% Int. Reaction 7724 2750.# 28% 1.76' Dead load LL Deflection 0.2119" 0.4339" U982 10.44' Even Spans 100% TL Deflection 0.2894" 0.8677" U719 10.44' Even Spans 100% LL Defl.,Lt. -0.0522" 0.2000" 2U810 0' Even Spans 100% TL Defl.,Lt. -0.0709" 0.2000" 2U596 0' Even Spans 100% Control: LL Deflection Left cantilever allowable shear is for joist only Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. raee"e,ru Passing is defined as when the member,floor joist,beam or girder,shown on this rawing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design mfe,s5sional as required for approval.This design assumes product installation , ccording to the manufacturer's speAfications. KeyBuild Structure—2.204j 0604220-Level 10 5-2-06 ktnBeamEngine 4.413j Materials Database 507 1:41 pin 22 of 132 Member Data Description: CalcA16 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 1 813 17 712 19 4 9 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 V8.81" Wall N/A 3.50" 770# 770# 420PLF 158PLF 578PLF 2 19'1.06" Girder N/A NIA 630# 635# 348PLF 129PLF 476PLF Design spans 1'8.81"(left cant) 17'4.25" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.'"` Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2746.'# 5645.'# 48% 10.41' Even Spans 100% Shear 643.# 16204 39% 1.73' Total load 100% Cant.Shear,Lt 126.# 1620.# 7% 1.72' Odd Spans 100% Int.Reaction 770.# 2750.# 27% 1.73' Dead load LL Deflection 0.2119" 0.4339" U982 10.41' Even Spans 100% TL Deflection 0.2895" 0.8677" U719 10.41' Even Spans 100% LL Defl.,Lt. -0.0513" 0.2000" 2U810 0' Even Spans 100% TL Defl.,Lt. -0.0697" 0.2000" 2U596 0' Even Spans 100% Control: LL Deflection Left cantilever allowable shear is for joist only Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989.2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. [n'I[RPRLa[s,LLC,• 'Passing is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design cnteda for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be revievved by a qualified designer or design fccfessional as required for approval.This design assumes product installation ording to the manufacturer's specifications. KeyBuild Structure—2.204j 0604220-Level 10 5-2-06 1anBeatnEngine 4.413j 1:41 pin Materials Database 507 21 of 132 Member Data Description: CalcA15 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 1 8 1 17 712 19 313 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 V8.06" Wall N/A 3.50" 765# 765# 418PLF 157PLF 574PLF 2 19'0.31" Girder N/A N/A 631# 635# 348PLF 129PLF 477PLF Design spans 1'8.06"(left cant) 17'4.25" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2747.'# 5645.'# 48% 10.35' Even Spans 100% Shear 6424 1620.# 39% 1.67' Total load 100% Cant.Shear,Lt 122.# 16204 7% 1.66' Total load 100% Int.Reaction 765.# 2750.# 27% 1.67' Dead load LL Deflection 0.2119" 0.4339" U982 10.35' Even Spans 100% TL Deflection 0.2896" 0.8677" U719 10.35' Even Spans 100% LL Defl.,Lt. -0.0495" 0.2000" 2U810 0' Even Spans 100% TL Defl., Lt. -0.0673" 0.2000" 2U596 0' Even Spans 100% Control: LL Deflection Left cantilever allowable shear is for joist only Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rMertevnrau.c Passing is defined as when the member,Boor joist,beam or girder,shown on this raw ing meals applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild structurer"2.204] 0604220-Level 10 5-2-06 kmBeamEngine 4.413j 1:41 pm Materials Database 507 20 of 132 Member Data Description: CalcA14 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 1 6 3 17 712 19 1 15 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 V6.19" Wall N/A 3.50" 753# 753# 411PLF 154PLF 565PLF 2 18'10.44" Girder N/A N/A 632# 635# 348PLF 130PLF 477PLF Design spans 1'6.19"(left cant) 17'4.25" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2749.'# 5645.'# 48% 10.19' Even Spans 100% Shear 6414 16204 39% 1.52' Total load 100% Cant.Shear,Lt 110.# 1620.# 6% 1.51' Total load 100% Int.Reaction 752.# 2750.# 27% 1.52' Dead load LL Deflection 0.2119" 0.4339" U982 10.19' Even Spans 100% TL Deflection 0.2900" 0.8677" U718 10.19' Even Spans 100% LL Defl.,Lt. -0.0449" 0.2000" 2U810 0' Even Spans 100% TL Defl.,Lt. -0.0611" 0.2000" 2U594 0' Even Spans 100% Control: LL Deflection Left cantilever allowable shear is for joist only Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1909-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. nvreavu+es,uc 'Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation , ccording to the manufacturer's specifications. Keysuild structure—2.204j 0604220-Level 10 5-2-06 lanBeatnEngine 4.413j Materials Database 507 1:41 prn 19 of 132 Member Data Description: CalcA13 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 1 313 17 712 1811 9 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 1'3.81" Wall N/A 3.50" 737# 737# 402PLF 151PLF 553PLF 2 18'8.06" Girder N/A N/A 6334 636# 348PLF 130PLF 477PLF Design spans V3.81"(left cant) 17'4.25" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2752.'# 5645.'# 48% 9.99' Even Spans 100% Shear 640.# 16204 39% 1.32' Total load 100% Cant.Shear, Lt 96.# 1620.# 5% 1.31' Total load 100% Int.Reaction 736.# 2750.# 26% 1.32' Dead load LL Deflection 0.2119" 0.4339" L/982 9.99' Even Spans 100% TL Deflection 0.2903" 0.8677" L/717 9.99' Even Spans 100% LL Defl.,Lt. -0.0389" 0.2000" 2L/810 0' Even Spans 100% TL Defl.,Lt. -0.0532" 0.2000" 2L/593 0' Even Spans 100% Control: LL Deflection Left cantilever allowable shear is for joist only Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. ewrxrzvucrs us n 'Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. KeyBuild Structure—2.204j 0604220-Level 10 5-2-06 klnBealnEngine 4 413j Materials Database 507 1:41pm 18 of 132 Member Data Description: CalcAl2 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live,L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 7777 1 1 11 17 712 18 9 7 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 V1.69" Wall N/A 3.50" 723# 723# 395PLF 148PLF 543PLF 2 18'5.94" Girder N/A N/A 634# 636# 348PLF 130PLF 477PLF Design spans 1'1.69"(left cant) 17'4.25" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.'* Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2754.'# 5645.'# 48% 9.82' Even Spans 100% Shear 639.# 1620.# 39% 1.14' Total load 100% Cant.Shear,Lt 83.# 1620.# 5% 1.13' Total load 100% Int.Reaction 7234 2750.# 26% 1.14' Dead load LL Deflection 0.2119" 0.4339" U982 9.82' Even Spans 100% TL Deflection 0.2906" 0.8677" U716 9.82' Even Spans 100% LL Defl.,Lt. -0.0338" 0.2000" 2U810 0' Even Spans 100% TL Defl.,Lt. -0.0462" 0.2000" 2U592 0' Even Spans 100% Control: LL Deflection Left cantilever allowable shear is for joist only Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. e"rxaruvra uc 'Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofeWonal as required for approval.This design assumes product installation cmrding to the manufact urer's specifications. Keyauild Structure'2.204j 0604220-Level 10 5-2-06 ktnBeatnEngine 4.413j 1:41 prn Materials Database 507 17 of 132 Member Data Description: CalcA11 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Oil 5 17 712 1871 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 011.31" Wall N/A 3.50" 708# 708# 386PLF 145PLF 531PLF 2 18'3.56" Girder N/A N/A 635# 636# 348PLF 130PLF 477PLF Design spans 011.31"(left Gant) 17'4.25" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks:"` Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2756.'# 5645.'# 48% 9.62' Even Spans 100% Shear 638.# 1620.# 39% 0.94' Total load 100% Cant.Shear,Lt 684 1620.# 4% 0.93' Total load 100% Int.Reaction 707.# 2750.# 25% 0.94' Dead load LL Deflection 0.2119" 0.4339" U982 9.62' Even Spans 100% TL Deflection 0.2908" 0.8677" U716 9.62' Even Spans 100% LL Defl.,Lt. -0.0279" 0.2000" 2U810 0' Even Spans 100% TL Defl.,Lt. -0.0382" 0.2000" 2U591 0' Even Spans 100% Control: LL Deflection Left cantilever allowable shear is for joist only Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. e"rxaeenex uc 'Passing is defined as when the member,Floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation according to the manufacturer's specifications. Keysuila strOCtureTm 2.204] 0604220-Level 10 5-2-06 ktnBeatnEngine 4.413j 1:41 pm Materials Database 507 16 of 132 Member Data Description: CalcA10 Member Type: Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 0 810 17 712 18 4 6 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'8.62" Wall N/A 3.50" 690# 690# 377PLF 142PLF 518PLF 2 18'0.88" Girder N/A N/A 636# 637# 348PLF 130PLF 478PLF Design spans 0'8.62"(left cant) 17'4.25" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32:' along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2758.'# 5645.'# 48% 9.39' Even Spans 100% Shear 637.# 1620.# 39% 0.72' Total load 100% Cant.Shear,Lt 524 16204 3% 0.71' Total load 100% Int.Reaction 6904 2750.# 25% 0.72' Dead load LL Deflection 0.2119" 0.4339" U982 9.39' Even Spans 100% TL Deflection 0.2911" 0.8677" U715 9.39' Even Spans 100% LL Defl.,Lt. -0.0212" 0.2000" 2U810 0' Even Spans 100% TL Defl.,Lt. -0.0291" 0.2000" 2U590 0' Even Spans 100% Control: Moment Left cantilever allowable shear is for joist only Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rn-r<srw.me,u.c Passing is defined as when the member,Floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild stru0ture—2.204] 0604220-Level 10 5-2-06 k,nBea,nEugine 4.413j 1:41 pm Materials Database 507 15 of 132 Member Data Description: CalcA9 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 0'5 10 17 712 18 1 6 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'5.62" Wall N/A 3.50" 672# 672# 367PLF 138PLF 504PLF 2 17'9.88" Girder N/A N/A 636# 637# 348PLF 131 PLF 478PLF Design spans 0'5.62"(left cant) 17'4.25" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.'" Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2760.'# 5645.'# 48% 9.15' Even Spans 100% Shear 6374 1620.# 39% 0.47' Total load 100% Cant.Shear,Lt 34.# 1620.# 2% 0.46' Total load 100% Int.Reaction 6714 2750.# 24% 0.47' Dead load LL Deflection 0.2119" 0.4339" U982 9.15' Even Spans 100% TL Deflection 0.2913" 0.8677" U714 9.15' Even Spans 100% LL Defl.,Lt. -0.0139" 0.2000" 20810 0' Even Spans 100% TL Defl.,Lt. -0.0191" 0.2000" 2U590 0' Even Spans 100% Control: Moment Left cantilever allowable shear is for joist only Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rmm�rw.ars,u.c 'Passing is defined as when the member,floor joist,beam or girder,shown on this rawing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. KeyBuild Smrcturerm 2.204] 0604220-Level l O 5-2-06 kmBeatnEngine 4.413j 1:4] rn Materials Database 507 p 14 of 132 Member Data Description: CalcA8 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, 1-1240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN '7- 0 2 7 17 712 1710 3 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'2.44" Wall N/A 3.50" 652# 652# 356PLF 134PLF 489PLF 2 17'6.69" Girder N/A N/A 637# 637# 348PLF 131 PLF 478PLF Design spans 0'2.44"(left cant) 17'4.25" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks" Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2760.'# 5645.'# 48% 8.88' Even Spans 100% Shear 636.# 1620.# 39% 0.2' Total load 100% Cant.Shear,Lt 14.# 1620.# 0% 0.19' Odd Spans 100% Int. Reaction 6514 2750.# 23% 0.2' Dead load LL Deflection 0.2119" 0.4339" U982 8.88' Even Spans 100% TL Deflection 0.2914" 0.8677" U714 8.88' Even Spans 100% LL Defl.,Lt. -0.0060" 0.2000" 2U810 0' Even Spans 100% TL Defl.,Lt. -0.0083" 0.2000" 2U589 0' Even Spans 100% Control: Moment Left cantilever allowable shear is for joist only Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,U.C.ALL RIGHTS RESERVED. ercnsnw.ars uc 'passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. xeyBuild Structure—2.204j 0604220-Level 10 5-2-06 krnBeamEngine 4.413j Materials Database 507 1:41 pm 13 of 132 Member Data Description:CalcA7 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename: UNKNOWN 17 712 i 17 712 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 623# 623# 340PLF 128PLF 467PLF 2 1611.62" Girder N/A N/A 623# 623# 340PLF 128PLF 467PLF Design spans 16'11.62" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.' Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2639.'# 5645.'# 46% 8.48' Total load 100% Shear 622.# 1620.# 38% 0' Total load 100% End Reaction 622.# 11904 52% 0' Dead load LL Deflection 0.1959" 0.4242" L/999+ 8.48' Total load 100% TL Deflection 0.2693" 0.8484" U756 8.48' Total load 100% Control: Max End React. Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective ovmers Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrmawuses,uu 'Passing is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads.Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild Stricture—2204j 0604220-Level 10 5-2-06 kmBeamEngine 4.413] 1:41 pm Materials Database 507 12 of 132 Member Data Description: CalcA6 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L1240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 18 4 8 18 4 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Girder N/A N/A 649# 649# 354PLF 133PLF 487PLF 2 17'8.38" Wall N/A 1.50" 649# 649# 354PLF 133PLF 487PLF Design spans 17'8.38" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.' Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2871.'# 5645.'# 50% 8.85' Total load 100% Shear 649.# 16204 40% 0' Total load 100% End Reaction 6494 1190.# 54% 17.7' Dead load LL Deflection 0.2271" 0.4424" U935 8.85' Total load 100% TL Deflection 0.3123" 0.8849" U680 8.85' Total load 100% Control: Max End React. Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Y Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. I ["rtAPRL4CA Llc *Passing is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation - ccording to the manufacturers specifications. Keysuild structurerl 2.204j 0604220-Level 10 5-2-06 kimBeamEngine 4.413j Materials Database 507 1:41 pin 1 I of 132 Member Data Description:CalcA5 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, 1-1240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 510 0 12 6 8 ,r 18 4 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Girder N/A N/A -8384 -986# -568PLF -172PLF -739PLF 2 66.50" Wall N/A 3.50" 2164# 2164# 1181PLF 443PLF 1623PLF Design spans 66.50" 12'6.50"(right Cant) Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks" Design requires lateral bracing every 32." along the compression face Review uplift reaction force at bearing 1 and ensure that the structure can resist 9851b reaction appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 5767.'# 8360.'# 68% 5.54' Total load 100% Shear 1243.# 1710.# 72% 5.53' Total load 100% Cant.Shear,Rt 920.# 1710.# 53% 5.54' Even Spans 100% Int.Reaction 2164.# 30204 71% 5.54' Dead load LL Deflection -0.0500" 0.1385" U999+ 3.33' Cants Only 100% TL Deflection -0.0673" 0.2771" U988 333' Cants Only 100% LL Defl.,Rt. 0.5083" 0.6271" 20592 18.08' Even Spans 100% TL Defl.,Rt. 0.6955" 1.2542" 2U432 18.08' Cants Only 100% Control: LL Defl.,Rt. Right cantilever allowable shear is for joist only Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1089-20D5 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rr+aavcrsea uc,• `Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation lFrding to the manufacturer's specifications.- KeyBuild structure""1204j 0604220-Level 10 5-2-06 kmBeamEngine 4.413j Materials Database 507 1:41 pin 10 of 132 Member Data Description: CalcA4 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 17 712 17 712 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 623# 623# 340PLF 128PLF 467PLF 2 16'11.62" Girder N/A N/A 623# 623# 340PLF 128PLF 467PLF Design spans 16'11.62" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2639.'# 5645.'# 46% 8.48' Total load 100% Shear 622.# 1620.# 38% 0' Total load 100% End Reaction 622.# 1190.# 52% 0' Dead load LL Deflection 0.1959" 0.4242" 0999+ 8.48' Total load 100% TL Deflection 0.2693" 0.8484" U756 8.48' Total load 100% Control: Max End React. Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Y Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. 1 rKrxrtvu+ea arc,. 'Passing is defined as when the member,Floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild StructureT"2204j 0604220-Level 10 5-2-06 kmBeatnEngine 4.413j 1:41 pm Materials Database 507 9 of 132 Member Data Description: CalcA3 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued& Nailed DOL: 100% Filename : UNKNOWN 17 812 17 812 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 622# 622# 340PLF 128PLF 467PLF 2 1611.50" Wall N/A 1.50" 622# 622# 340PLF 128PLF 467PLF Design spans 16'11.50" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.' Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2636.'# 5645.'# 46% 8.48' Total load 100% Shear 622.# 1620.# 38% 16.96' Total load 100% End Reaction 6224 1190.# 52% 0' Dead load LL Deflection 0.1955" 0.4240" U999+ 8.48' Total load 100% TL Deflection 0.2688" 0.8479" U757 8.48' Total load 100% Control: Max End React. All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. err"srn"e�,�u 'Passing is defined as when the member,floor joist,beam or girder,shown on this rawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation according to the manufact urer's specifications. KeyBaad Structure—2.204j 0604220-Level 10 5-2-06 kinBearnEngine4.413j 1:41 m Materials Database 507 p 8 of 132 Member Data Description: CalcA2 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 1 77 17 0 0 17 0 0 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 596# 596# 325PLF 122PLF 447PLF 2 16'2.75" Wall N/A 1.50" 596# 596# 325PLF 122PLF 447PLF Design spans 16'2.75" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.' Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2414.'# 5645.'# 42% 8.11' Total load 100% Shear 595.# 1620.# 36% 16.23' Total load 100% End Reaction 5954 1190.# 50% 0' Dead load LL Deflection 0.1677" 0.4057" L/999+ 8.11' Total load 100% TL Deflection 0.2306" 0.8115" 0844 8.11' Total load 100% Control: Max End React. All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. V ennnnuars,uc Passing is defined as when the member,floor joist,beam or girder,shovm on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rotessione as required for approval.This design assumes product installation according to the manufact urers specifications. KeyBuild StructureT°'2.204] 0604220-Level 10 5-2-06 klnBeatnEngine 4.413j 1:41 pin Materials Database 507 7 of 132 Member Data Description: CalcA1g Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection:Glued& Nailed DOL: 100% Filename : UNKNOWN 77 1510 3 1510 3 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100%, Dead Total 1 U0.00" Wall N/A 1.50" 553# 553# 302PLF 114PLF 415PLF 2 160.94" Wall N/A 1.50" 553# 553# 302PLF 114PLF 415PLF Design spans 15'0.94" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2084.'# 5645.'# 36% 7.54' Total load 100% Shear 5534 1620.# 34% 15.08' Total load 100% End Reaction 5534 11904 46% 15.08' Dead load LL Deflection 0.1303" 0.3770" L/999+ 7.54' Total load 100% TL Deflection 0.1792" 0.7539" L/999+ 7.54' Total load 100% Control: Max End React. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. «arar�� 'Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild Structure—2.204j 0604220-Level 10 5-2-06 kinBeatnEngine 4.413j Materials Database 507 1:41 pm 6 of 132 Member Data Description: CalcA1f Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 14 015 14 015 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 488# 488# 267PLF 100PLF 366PLF 2 13'3,69" Wall N/A 1.50" 488# 488# 267PLF 100PLF 366PLF Design spans 13'3.69" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks" Allowable Stress Design Actual Allowable Capacity Location Loading Moment 1623.'# 5645.'# 28% 6.65' Total load 100% Shear 488.# 16204 30% 0' Total load 100% End Reaction 488.# 1190.# 41% 13.31' Dead load LL Deflection 0.0857" 0.3327" L/999+ 6.65' Total load 100% TL Deflection 0.1179" 0.6654" L/999+ 6.65' Total load 100% Control: Max End React. All product names are trademarks of their respective owners Copyright(C)188 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. I r"rtaPVnrs,uc 'Passing is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild Structure-2.204] 0604220-Level l0 5-2-06 ktnBeatnEngine 4.413j 1:41 pm Materials Database 507 Sofl32 Member Data Description: CalcA1e Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 12 015 12 015 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total_ 1 0'0.00" Wall N/A 1.50" 415# 415# 227PLF 85PLF 311PLF 2 11'3.69" Wall N/A 1.50" 415# 415# 227PLF 85PLF 311PLF Design spans 11'3.69" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Allowable Stress Design Actual Allowable Capacity Location Loading Moment 1172.'# 5645.'# 20% 5.65' Total load 100% Shear 415.# 1620.# 25% 11.31' Total load 100% End Reaction 4154 11904 34% 11.31' Dead load LL Deflection 0.0508" 0.2827" L/999+ 5.65' Total load 100% TL Deflection 0.0698" 0.5654" L/999+ 5.65' Total load 100% Control: Max End React. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrmsrusca uc 'Passing is defined as when the member,Boor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. I NMI xeysuild structure"'2.204j 0604220-Level 10 5-2-06 kmBeamEngine 4.413j Materials Database 507 1:41 pm 4 of 132 Member Data Description: CalcA1d Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 10 015 10 015 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 3424 342# 187PLF 70PLF 256PLF 2 9'3.69" Wall N/A 1.50" 3424 342# 187PLF 70PLF 256PLF Design spans 9'3.69" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Allowable Stress Design Actual Allowable Capacity Location Loading Moment 794.'# 5645.'# 14% 4.65' Total load 100% Shear 341.# 1620.# 21% 0' Total load 100% End Reaction 3414 1190.# 28% 9.31' Dead load LL Deflection 0.0281" 0.2327" U999+ 4.65' Total load 100% TL Deflection 0.0386" 0.4654" U999+ 4.65' Total load 100% Control: Max End React. All product names are trademarks of their respective owners Copyright(C)188 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. l eNrxarvars.uc Pasting is defined as when the member,floor joist,beam or girder,shown on this cawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The desgn must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. Keysuad Structure-2.204j 0604220-Level 10 5-2-06 kraBeavaEngine 4.413j Materials Database 507 1:41 pm 3of132 Member Data Description: CalcA1 c Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live,L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Rename: UNKNOWN 8 015 i 8 015 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 268# 268# 147PLF 55PLF 201PLF 2 T3.69" Wall N/A 1.50" 268# 268# 147PLF 55PLF 201 PLF Design spans 7'3.69" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.' Allowable Stress Design Actual Allowable Capacity Location Loading Moment 490.'# 5645.'# 8% 3.65' Total load 100% Shear 268.# 1620.# 16% 7.31 Total load 100% End Reaction 268.# 1190.# 22% 0' Dead load LL Deflection 0.0142" 0.1827" U999+ 3.65' Total load 100% TL Deflection 0.0195" 0.3654" U999+ 3.65' Total load 100% Control: Max End React. All product names are trademarks of their respective owners Copyright(C)1989.2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. erncswurz uc Passing is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation ccording to the manufacturers specifications. KeyBuild Structure—2.204j 0604220-Level 10 5-2-06 kmBearnEngine 4.413] Materials Database 507 1:41 pm 2of132 Member Data Description:CalcA1 b Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 7 0 2 7 0 2 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 229# 229# 125PLF 47PLF 172PLF 2 6'2.88" Wall N/A 1.50" 229# 229# 125PLF 47PLF 172PLF Design spans 6'2.88" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Allowable Stress Design Actual Allowable Capacity Location Loading Moment 357.'# 5645.'# 6% 3.12' Total load 100% Shear 229.# 1620.# 14% 0' Total load 100% End Reaction 2294 1190.# 19% 0' Dead load LL Deflection 0.0093" 0.1560" U999+ 3.12' Total load 100% TL Deflection 0.0128" 0.3120" U999+ 3.12' Total load 100% Control: Max End React. All product names are trademarks of their respective owners Copyright(C)1989-200.5 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. nvresranrs,c�,• 'Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. J1 KeyBuild Structural"'2.204j 0604220-Level l 0 5-2-06 kinBearnEngine 4.413j Materials Database 507 1:41 pm 1 of 132 Member Data Description: CalcA1 a Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename : UNKNOWN WMMWMMMWWWWMM"7 6 9 6 6 9 6 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 221# 221# 121PLF 46PLF 166PLF 2 6'0.12" Wall N/A 1.50" 221# 221# 121PLF 46PLF 166PLF Design spans 6'0.12" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.** Allowable Stress Design Actual Allowable Capacity Location Loading Moment 331.'# 5645.'# 5% 3.01' Total load 100% Shear 220.# 1620.# 13% 6.01' Total load 100% End Reaction 2204 11904 18% 0' Dead load LL Deflection 0.0085" 0.1503" L/999+ 3.01' Total load 100% TL Deflection 0.0117" 0.3006" L/999+ 3.01' Total load 100% Control: Max End React. All product names are trademarks of their respective owners Copyright(C)1989-200.5 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. ,f. rnTraysnes uc" Passing is defined as when the member,floor joist,beam or girder,drown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design =fl required for approval.This design assumes product installation manufacturers specifications. KeyBuild Structure-2.204] 0604220-Level 8 5-2-06 IanBear ine 4.413j Materials Database 507 1:46pm 16 of 16 Member Data Description: CalcB33 Member Type: Beam Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 17.9 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 0' 11.75" 1013 380 100% Replacement Uniform(PLF) 0' 0.00" 4' 8.06" 27 10 100% Replacement Uniform(PLF) 0' 11.75" 9' 11.75" 1013 380 100% Replacement Uniform(PLF) 9' 11.75" 15' 5.69" 1013 380 100% Replacement Uniform(PLF) 15' 5.69" 16' 5.69" 410 154 100% Point(LBS) 7' 8.50" 0 144 100% Point(LBS) 11' 8.50" 0 144 100% Point(LBS) 15' 5.69" 159 265 100% Point(LBS) 16' 5.69" 0 27 100% Point(LBS) 16' 5.69" 648 317 100% Point(LBS) 20' 6.38" 18761 0 115% Point LBS 20' 6.38" 6891 16445 100% 10 4 0 5 5 0 5 2 0 2011 0 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.54" 5568# 4500# 1559# 6058# 2 9'11.38" Wall N/A 4.26" 16758# 11683# 5075# 16758# 3 20'1.75" Wall N/A 11.22" 43565# 27183# 16995# 44177# Design spans 911.38" 10'2.38" Product:13/4"LP-Li 11718"2.0E 3 ply Component Member Design has Passed Design Checks.** Minimum"'bearing required at bearing#3 Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 12674.'# 31583.'# 40% 4.28' Odd Spans 100% Negative Moment 16001.'# 31583.'# 50% 9.95' Total load 100% Negative Unbrcd 16001.'# 31313.'# 51% 9.95' Total load 100% Shear 7367.# 120534 61% 9.45' Total load 100% LL Deflection 0.1085" 0.3316" U999+ 4.48' Odd Spans 100% a v s 4.48' Odd Spa,Is u All productn Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrrrzsrurex uc 'Passing is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading CondRions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design I rofessional as required for approval.This design assumes product installation cording to the manufacturer s specifications. " Keyauild Structure"2.204j 0604220-Level 8 5-2-06 IanBealnEngine 4.413] Materials Database 507 15 of 15 of 16 Product:1314"LP-LVL 14"2.0E 3 ply Component Member Design has Passed Design Checks.*" Minimum 5.62"bearing required at bearing#2 Minimum"'bearing required at bearing#3 Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 18398.'# 42892.'# 42% 17.65' Even Spans 100% Negative Moment 24706.'# 42892.'# 57% 10.91' Total load 100% Negative Unbrcd 24706.'# 43385.'# 56% 10.91' Total load 100% Shear 94034 14210.# 66% 10.92' Total load 100% LL Deflection 0.1277" 0.3802" U999+ 17.18' Even Spans 100% TL Deflection 0.1585" 0.5703" U863 17.18' Even Spans 100% Control: Shear Design assumes a repetitive member use increase in bending stress: 4% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners Copyright(C)1989.2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrrnrmuses uc,• Passing is defined as when the member,Floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. KeyBuild StructureT"2.204j 0604220-Level 8 5-2-06 kinBeatnEngme 4.413j 1:46pm Materials Database 507 14 of 16 Member Data Description: CalcB32 Member Type: Beam Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 21.0 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" Or 4.69" 1013 380 100% Replacement Uniform(PLF) Or 4.69" 1' 4.69" 1028 386 100% Replacement Uniform(PLF) 1' 4.69" 2' 4.69" 1054 395 100% Replacement Uniform(PLF) 2' 4.69" 3' 4.69" 1081 405 100% Replacement Uniform(PLF) 3' 4.69" 4' 4.69" 1109 416 100% Replacement Uniform(PLF) 4' 4.69" 5' 0.50" 1132 425 100% Replacement Uniform(PLF) 5' 0.50" 8' 0.50" 1142 428 100% Replacement Uniform(PLF) 8' 0.50" 14' 11.50" 1142 428 100% Replacement Uniform(PLF) 14' 11.50" 18' 0.50" 1142 428 100% Replacement Uniform(PLF) 18' 0.50" 19' 0.50" 1127 423 100% Replacement Uniform(PLF) 19' 0.50" 20' 0.50" 1098 412 100% Replacement Uniform(PLF) 20' 0.50" 21' 0.50" 1070 401 100% Replacement Uniform(PLF) 21' 0.50" 21' 8.50" 1047 393 100% Replacement Uniform(PLF) 21' 8.50" 23' 1.00" 93 35 100% Replacement Uniform(PLF) 21' 8.50" 23' 1.00" 405 152 100% Point(LBS) Or 4.63" 261 71 100% Point(LBS) Or 4.63" 440 225 100% Point(LBS) 21' 8.50" 1145 130 100% Point(LBS) 22' 8.38" 18167 0 115% Point LBS 22' 8.38" 5073 15526 100% 11 3 8 6 0 4 5 9 4 23 1 O Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 2.01" 7048# 5915# 2013# 7928# 2 10'10.88" Wall N/A 5.62" 22141# 15918# 6223# 22141# 3 22'3.75" Wall N/A 11.81" 45787# 29191# 17314# 46505# Design spans 1010.88" 11'4.88" All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. mnarxses,uc Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. Keyauild structureT-2.204j 0604220-Level S 5-2-06 krnBeainEngine 4.413j Materials Database 507 1:46pm 13 of 16 Control: Shear Design assumes a repetitive member use increase in bending stress: 4% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. V crmnvnnea uc n 'Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation .cording to the manufacturers specifications. ' KeyBuild Structure-2.204] ktnBeamEngine 4.413] 0604220-Leve] 8 5-2-06 Materials Database 507 1:46pm 12 of 16 Member Data Description: CalcB29 Member Type: Beam Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 17.9 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) or 0.00" 4' 7.81" 27 10 100% Replacement Uniform(PLF) or 0.00" 3' 0.00" 93 35 100% Replacement Uniform(PLF) 3' 0.00" 4' 7.81" 400 150 100% Replacement Uniform(PLF) 4' 7.81" 11' 4.00" 1013 380 100% Replacement Uniform(PLF) 11' 4.00" 20' 11.00" 1013 380 100% Point(LBS) 0' 4.63" 440 225 100% Point(LBS) 2' 3.00" 0 60 100% Point(LBS) 2' 3.00" 563 211 100% Point(LBS) 2' 3.00" 1313 665 100% Point(LBS) 3' 0.00" 523 380 100% Point LBS 4' 7.81" 649 314 100% 1011 0 5 1 8 410 8 i 2011 0 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.70" 6176# 4676# 2031# 6706# 2 10'6.38" Wall N/A 4.62" 18197# 12944# 5254# 18197# 3 20'1.75" Wall N/A 1.50" 4838# 4288# 1343# 5630# Design spans 10'6.38" 9'7.38" Product:13/4"LP-LVL 117/8"2.0E 3 ply Component Member Design has Passed Design Checks.** Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 15280.'# 31583.'# 48% 4.27' Odd Spans 100% Negative Moment 18669.# 31583.'# 59% 10.53' Total load 100% Negative Unbrcd 18669.'# 31297.'# 59% 10.53' Total load 100% Shear 8080.# 12053.# 67% 10.52' Total load 100% LL Deflection 0.1375" 0.3510" U919 4.74' Odd Spans 100% TL Deflection 0.1809" 0.5265" U698 4.74' Odd Spans 100% All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rn�rxowsra uc'• 'Passing is defined as when the member,Floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufactunk s specifications. KeyBuild Structure—2.204j 0604220-Level 8 5-2-06 krn6eantEngine 4.413j Materials Database 507 1:46pm II of 16 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1998# 1687# 643# 2297# 2 8'9.88" Wall N/A 2.10" 7123# 6037# 2234# 8187# 3 17'2.12" Wall N/A 4.32" 15918# 12196# 4835# 17030# 4 25'9.88" Wall N/A 2.62" 9931# 7383# 2943# 10322# 5 34'9.25" Wall N/A 1.50" 4124# 3263# 1239# 4502# Design spans 8'9.88" 8'4.25" 8'7.75" 8'11.38" Product:13/4"LP-LVL 117/8"2.0E 3 ply Component Member Design has Passed Design Checks" Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 7264.'# 31583.'# 23% 20.2' Odd Spans 100% Negative Moment 10202.# 31583.# 32% 17.18' Adjacent 2 100% Negative Unbrcd 10202.'# 31354.'# 32% 17.18' Adjacent 2 100% Shear 116684 12053.# 96% 17.19' Adjacent 2 100% LL Deflection 0.0469" 0.2882" L/999+ 21.07' Odd Spans 100% TL Deflection 0.0574" 0.4323" L/999+ 21.07' Odd Spans 100% Control: Shear Design assumes a repetitive member use increase in bending stress: 4% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. r SML"PRL4[a,LLC,. 'Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design Professional as required for approval.This design assumes product installation wording to the manufacturers specifications. KeyBudd Structure-2.204] 0604220-Level 8 5-2-06 krnBeainEngine 4.413j Materials Database 507 1:46pm 10 of 16 Member Data Description: CalcB27 Member Type: Beam Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 17.9 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 5' 3.00" 370 139 100% Replacement Uniform(PLF) 5' 3.00" 11' 5.75" 607 228 100% Replacement Uniform(PLF) 11' 5.75" 13' 5.75" 607 228 100% Replacement Uniform(PLF) 13' 5.75" 18' 3.00" 607 228 100% Replacement Uniform(PLF) 18' 3.00" 18' 4.94" 218 82 100% Replacement Uniform(PLF) 18' 3.00" 19' 0.00" 358 116 100% Replacement Uniform(PLF) 18' 4.94" 18' 5.75" 218 82 100% Replacement Uniform(PLF) 18' 5.75" 18' 6.88" 240 90 100% Replacement Uniform(PLF) 18' 6.88" 19' 0.00" 241 90 100% Replacement Uniform(PLF) 19' 0.00" 20' 0.00" 243 91 100% Replacement Uniform(PLF) 19' 0.00" 28' 0.00" 358 116 100% Replacement Uniform(PLF) 20' 0.00" 21' 0.00" 246 92 100% Replacement Uniform(PLF) 21' 0.00" 22' 0.00" 249 92 100% Replacement Uniform(PLF) 22' 0.00" 23' 0.00" 252 93 100% Replacement Uniform(PLF) 23' 0.00" 23' 3.00" 253 93 100% Replacement Uniform(PLF) 23' 3.00" 30' 3.00" 254 93 100% Replacement Uniform(PLF) 28' 0.00" 33' 5.94" 358 116 100% Replacement Uniform(PLF) 30' 3.00" 31' 3.00" 252 93 100% Replacement Uniform(PLF) 31' 3.00" 32' 3.00" 250 93 100% Replacement Uniform(PLF) 32' 3.00" 33' 3.00" 247 92 100% Replacement Uniform(PLF) 33' 3.00" 33' 5.94" 245 92 100% Replacement Uniform(PLF) 33' 5.94" 34' 5.94" 243 91 100% Replacement Uniform(PLF) 33' 5.94" 34' 5.94" 410 154 100% Replacement Uniform(PLF) 34' 5.94" 35' 3.75" 244 91 100% Replacement Uniform(PLF) 35' 3.75" 35' 4.00" 243 91 100% Point(LBS) 5' 3.00" -237 101 100% Point(LBS) 8' 2.75" 126 151 100% Point(LBS) 17' 1.25" 0 60 100% Point(LBS) 17' 1.25" 0 60 100% Point(LBS) 17' 1.25" 757 284 100% Point(LBS) 17' 1.25" 757 284 100% Point(LBS) 18' 5.75" 3139 1365 100% Point(LBS) 18' 5.75" 3348 1723 100% Point(LBS) 25' 8.75" 0 144 100% Point(LBS) 29' 8.75" 0 144 100% Point(LBS) 34' 5.94" 1038 386 100% Point LBS 34' 11.38" 0 109 100% 9 0 0 4 2 2 311 2 0 6 0 8 412 9 4 0 3540 All product names are trademarks of their respective owners r Copyright(C)111842005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. eivr>:xrw.ce,ue 'Passing is defined as when the memberr floor joist,beam or girder,shown on this rawirg meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation ccord ng to the manufacturer's specifications. KeyBuilastructure-2.204] 0604220-Level 8 5-2-06 IanBearnEngine 4.413] Materials Database 507 1:46pfn 9 of 16 Product:13/4"LP-LVL 117/8"2.0E 3 ply Component Member Design has Passed Design Checks" Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 5664.'# 31583.'# 17% 3.34' Odd Spans 100% Negative Moment 7488.'# 31583.'# 23% 8.34' Total load 100% Negative Unbrcd 7488.'# 31348.'# 23% 8.34' Total load 100% Shear 3689.# 12053.# 30% 8.33' Total load 100% LL Deflection 0.0348" 0.2781" U999+ 3.78' Odd Spans 100% TL Deflection 0.0430" 0.4172" L/999+ 3.78' Odd Spans 100% Control: Shear Design assumes a repetitive member use increase in bending stress: 4% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrm"nnwea�aF 'Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design ro tessional as required for approval.This design assumes product installation according to the manufacturer's specifications. xeyBuild Struenme-2.204] 0604220-Level 8 5-2-06 kinBeainEngine 4.413j Materials Database 507 1:46pm 8of16 Member Data Description: CalcB22 Member Type: Beam Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 17.9 PLF DOL: 100% Filename:UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 4.75" Or 6.69" 243 91 100% Replacement Uniform(PLF) Or 6.69" 0' 7.50" 243 91 100% Replacement Uniform(PLF) Or 7.50" Or 8.63" 243 91 100% Replacement Uniform(PLF) 0' 8.63" 0' 10.25" 244 91 100% Replacement Uniform(PLF) 0' 10.25" 1 1.63" 244 92 100% Replacement Uniform(PLF) 1' 1.63" 1' 1.81" 242 90 100% Replacement Uniform(PLF) 1' 1.63" 7' 9.75" 358 116 100% Replacement Uniform(PLF) 1' 1.81" 2' 1.81" 243 91 100% Replacement Uniform(PLF) 2' 1.81" 3' 1.81" 246 92 100% Replacement Uniform(PLF) 3' 1.81" 4' 1,81" 249 92 100% Replacement Uniform(PLF) 4' 1.81" 5' 1.81" 252 93 100% Replacement Uniform(PLF) 5' 1.81" 5' 4.75" 253 93 100% Replacement Uniform(PLF) 5' 4.75" 12' 4.75" 254 93 100% Replacement Uniform(PLF) 7' 9.75" 17' 4.75" 358 116 100% Replacement Uniform(PLF) 12' 4.75" 13' 4.75" 252 93 100% Replacement Uniform(PLF) 13' 4.75" 14' 4.75" 250 93 100% Replacement Uniform(PLF) 14' 4.75" 15' 4,75" 247 92 100% Replacement Uniform(PLF) 15' 4.75" 16' 4.75" 244 91 100% Replacement Uniform(PLF) 16' 4.75" 17' 2.38" 242 90 100%, Replacement Uniform(PLF) 17' 2.38" 17' 4.75" 240 90 100% Point(LBS) 0' 4.75" 0 109 100% Point(LBS) 1' 1.63" 1169 445 100% 8 812 4 5 8 4 2 8 i 17 412 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 3808# 2991# 1130# 4120# 2 8'4.12" Wall N/A 2.26" 8891# 6479# 2412# 8891# 3 16'7.50" Wall N/A 1.50" 2542# 2196# 691# 2887# Design spans 8'4.12" 8'3.38" All product names are trademarks of their respective owners n�Copyright(C)1g8&2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. I rmixrnnca iu Passing is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBudastruct=Tm 2.204] 0604220-Level 8 5-2-06 ktnBeamEngine 4.413] Materials Database 507 1:46pm 7of16 A zi TT TT rr A A A 0 9 0 8 6 0 0 6 0 9 6 0 0 6 0 9 9 0 i 30 212 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'6.88" Wall N/A 1.84" 5553# -89# 5282# 1969# 7251# 2 9'3.88" Wall N/A 3.15" 10979# -73# 9310# 3104# 12414# 3 19'3.88" Wall N/A 3.46" 12197# -188# 10113# 3500# 13613# 4 29'3.88" Wall N/A 1.97" 5763# -253# 5613# 2156# 7768# Design spans 0'6.88"(left cant) 819.001, 1010.001, 1010.001, U4.12"(right cant) Product:13/4"LP-LVL 117/8"2.0E 3 ply Component Member Design has Passed Design Checks.' Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 8833.'# 31583.'# 27% 14.32' Odd Spans 100% Negative Moment 12519.'# 31583.'# 39% 19.32' Adjacent 3 100% Negative Unbrcd 12519.'# 31322.'# 39% 19.32' Adjacent 3 100% Shear 5820.# 12053.# 48% 19.31' Adjacent 3 100% LL Deflection 0.0865" 0.3333" L/999+ 24.32' Even Spans 100% TL Deflection 0.0913" 0.5000" L/999+ 24.32' Even Spans 100% LL Defl.,Lt. -0.0111" 0.2000" 2L/999+ 0' Even Spans 100% TL Defl.,Lt. -0.0114" 0.2000" 2L/999+ 0' Even Spans 100% LL Defl.,Rt. -0.0095" 0.2000" 2L/866 29.66' Even Spans 100% TL Defl.,Rt. -0.0100" 0.2000" 2L/821 29.66' Even Spans 100% Control: Shear Design assumes a repetitive member use increase in bending stress: 4% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective ovmers r Copyright(C)l989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rn-rtxruses,uc Passing is defined as when the member,floor joist,beam or girder,shown on this rawng meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation ccording to the manufacturers specifications. KeyBuild Structure-2.204j 0604220-Level 8 5-2-06 kinBeainEngine 4.413j Materials Database 507 1:46prn 6 of 16 Member Data Description: CalcB21 Member Type: Beam Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 17.9 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 0' 9.00" 315 118 100% Replacement Uniform(PLF) or 9.00" 3' 10.25" 315 118 100% Replacement Uniform(PLF) 3' 10.25" 4' 0.19" 355 114 100% Replacement Uniform(PLF) 3' 10.25" 4' 7.00" 670 231 100% Replacement Uniform(PLF) 4' 7.00" 5' 8.88" 721 248 100% Replacement Uniform(PLF) 5' 8.88" 6' 3.88" 737 251 100% Replacement Uniform(PLF) 6' 3.88" 6' 10.69" 767 262 100% Replacement Uniform(PLF) 6' 10.69" 7' 6.25" 799 271 100% Replacement Uniform(PLF) 7' 6.25" 8' 2.50" 829 282 100% Replacement Uniform(PLF) 8' 2.50" 8' 11.31" 857 290 100% Replacement Uniform(PLF) 8'11.31" 9' 8.75" 882 299 100% Replacement Uniform(PLF) 9' 8.75" 10' 6.63" 905 307 100% Replacement Uniform(PLF) 10' 6.63" 11' 5.00" 924 315 100% Replacement Uniform(PLF) 11' 5.00" 11' 8.00" 935 319 100% Replacement Uniform(PLF) 11' 8.00" 12' 3.63" 942 321 100% Replacement Uniform(PLF) 12' 3.63" 13' 2.50" 952 325 100% Replacement Uniform(PLF) 13' 2.50" 14' 1.56" 961 328 100% Replacement Uniform(PLF) 14' 1.56" 15' 0.75" 965 330 100% Replacement Uniform(PLF) 15' 0.75" 15' 11.88" 965 330 100% Replacement Uniform(PLF) 15'11.88" 16' 11.00" 961 328 100% Replacement Uniform(PLF) 16'11.00" 17' 9.88" 952 325 100% Replacement Uniform(PLF) 17' 9.88" 18' 8.00" 941 321 100% Replacement Uniform(PLF) 18' 8.00" 18' 8.50" 934 318 100% Replacement Uniform(PLF) 18' 8.50" 19' 6.81" 924 315 100% Replacement Uniform(PLF) 19' 6.81" 20' 4.75" 905 307 100% Replacement Uniform(PLF) 20' 4.75" 21' 2.19" 882 299 100% Replacement Uniform(PLF) 21' 2.19" 21' 11.00" 857 290 100% Replacement Uniform(PLF) 21'11.00" 22' 7.25" 829 281 100% Replacement Uniform(PLF) 22' 7.25" 23' 2.81" 799 272 100% Replacement Uniform(PLF) 23' 2.81" 23' 9.63" 768 261 100% Replacement Uniform(PLF) 23' 9.63" 24' 4.63" 736 252 100% Replacement Uniform(PLF) 24' 4.63" 25' 9.00" 721 248 100% Replacement Uniform(PLF) 25' 9.00" 26' 5.75" 720 270 100% Replacement Uniform(PLF) 26' 5.75" 30' 2.75" 315 118 100% Point(LBS) Or 8.00" 0 15 100% Point(LBS) Or 8.00" 0 50 100% Point(LBS) Or 8.00" 68 23 100% Point(LBS) or 8.00" 225 77 100% Point(LBS) 0' 8.00" 2837 1163 100% Point(LBS) 3' 10.25" -1216 -513 100% Point(LBS) 3' 10.25" -141 0 115% Point(LBS) 26' 5.75" -1276 -732 100% Point(LBS) 26' 5.75" -401 0 115% Point(LBS) 29' 8.00" 0 15 100% Point(LBS) 29' 8.00" 0 50 100% Point(LBS) 29' 8.00" 79 30 100% Point(LBS) 29' 8.00" 265 99 100% Point LBS 29' 8.00" 2889 1192 100% All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rvrsrmarsra u 'Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design �mfmonat required for ap proval.This design assumes product installation manufacturers specifications. Keysuild Structure-2.204j 0604220-Level 8 5-2-06 ktnBeainEngine 4.413] 1:46 TTl Materials Database 507 P 5of16 Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 5896.'# 31583.'# 18% 13.26' Even Spans 100% Negative Moment 7843.'# 31583.'# 24% 8.11' Total load 100% Negative Unbrcd 7843.'# 31348.'# 25% 8.11' Total load 100% Shear 3868.# 12053.# 32% 8.12' Total load 100% LL Deflection 0.0373" 0.2858" L/999+ 12.62' Even Spans 100% TL Deflection 0.0469" 0.4286" 0999+ 12.83' Even Spans 100% Control: Shear Design assumes a repetitive member use increase in bending stress: 4% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED, rnrrsrw+ra uc 'Passing is defined as when the member,floor Mat,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. KeyBuild Structure-2.204j 0604220-Level 8 5-2-06 krnBeamEngine 4.413j Materials Database 507 1:46pm 4 of 16 Member Data Description: CalcB18 Member Type: Beam Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 17.9 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" or 9.00" 785 294 100% Replacement Uniform(PLF) or 9.00" 1' 9.00" 714 268 100% Replacement Uniform(PLF) 1' 9.00" 2' 9.00" 662 248 100% Replacement Uniform(PLF) 2' 9.00" 3' 9.00" 638 239 100% Replacement Uniform(PLF) 3' 9.00" 4' 9.00" 629 236 100% Replacement Uniform(PLF) 4' 9.00" 5' 0.00" 628 236 100% Replacement Uniform(PLF) 5' 0.00" 12' 0.00" 628 236 100% Replacement Uniform(PLF) 12' 0.00" 13' 0.00" 628 236 100% Replacement Uniform(PLF) 13' 0.00" 14' 0.00" 634 238 100% Replacement Uniform(PLF) 14' 0.00" 15' 0.00" 654 245 100% Replacement Uniform(PLF) 15' 0.00" 15' 2.94" 677 254 100% Replacement Uniform(PLF) 15' 2.94" 16' 2.94" 714 268 100% Replacement Uniform(PLF) 16' 2.94" 16' 8.13" 802 301 100% Replacement Uniform(PLF) 16' 8.13" 17' 1.88" 842 316 100% Replacement Uniform(PLF) 17' 1.88" 17' 2.69" 856 321 100% Replacement Uniform(PLF) 17' 2.69" 17' 5.50" 878 329 100% Point(LBS) Or 4.63" 0 155 100% Point(LBS) Or 4.63" 622 233 100% Point LBS 17' 0.88" 0 109 100% 8 6 0 811 8 17 5 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 3849# 3022# 1201# 4223# 2 8'1.38" Wall N/A 2.37" 9316# 6639# 2677# 9316# 3 16'8.25" Wall N/A 1.50" 3324# 2594# 1028# 3622# Design spans 8'1.38" 8'6.88" Product:13/4"LP-LVL 117/8"2.0E 3 ply Component Member Design has Passed Design Checks.'" Design assumes continuous lateral bracing along the top chord. All product names are trademarks of their respective owners -A Copyright(C)1B8&2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. m�resvwara u.c,• Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild Structure—2.204j 0604220-Level 8 5-2-06 kinBeautEngure 4.413j Materials Database 507 1:46pm 3of16 Control: Shear Design assumes a repetitive member use increase in bending stress: 4% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners Copyright(C)1089�2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. [MLPVRisrS,LLC 'Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccnrding to the manufacturer's specifications. KeyBuild Structure—2.204j 0604220-Level 8 5-2-06 krnBeatnEngine 4.413j Materials Database 507 1:46pm 2of16 Actual Allowable Capacity Location Loading Negative Unbrcd 7373.'# 31355.'# 23% 8.11' Total load 100% Shear 3644.# 12053.# 30% 8.1' Total load 100% LL Deflection 0.0299" 0.2705" U999+ 3.65' Odd Spans 100% TL Deflection 0.0371" 0.4057" L/999+ 3.65' Odd Spans 100% All product names are trademarks of their respective owners Copyright(C)1989.2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrrrtsrsnrs coc n Passing is defined as%Tien the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation according to the manufacturer's specifications. xeysuild structure-2.204j 0604220-Level 8 5-2-06 ktnBeatnEngine 4.413j Materials Database 507 1:46pm 1of16 Member Data Description: CaIcB17 Member Type: Beam Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 17.9 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 0' 5.50" 823 309 100% Replacement Uniform(PLF) Or 5.50" 0' 8.88" 794 298 100% Replacement Uniform(PLF) Or 8.88" Or 9.06" 759 285 100% Replacement Uniform(PLF) Or 9.06" 1' 9.06" 714 268 100% Replacement Uniform(PLF) 1' 9.06" 2' 9.06" 662 248 100% Replacement Uniform(PLF) 2' 9.06" 3' 9.06" 638 239 100% Replacement Uniform(PLF) 3' 9.06" 4' 9.06" 629 236 100% Replacement Uniform(PLF) 4' 9.06" 5' 0.00" 628 236 100% Replacement Uniform(PLF) 5' 0.00" 12' 0.00" 628 236 100% Replacement Uniform(PLF) 12' 0.00" 13' 0.00" 628 236 100% Replacement Uniform(PLF) 13' 0.00" 14' 0.00" 634 238 100% Replacement Uniform(PLF) 14' 0.00" 15' 0.00" 654 245 100% Replacement Uniform(PLF) 15' 0.00" 16' 0.00" 697 261 100% Replacement Uniform(PLF) 16' 0.00" 16' 9.63" 755 283 100% Replacement Uniform(PLF) 16' 9.63" 17' 0.00" 796 299 100% Point(LBS) 0' 4.63" 0 109 100% 8 6 0 8 6 0 r 17 0 0 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 3011# 2396# 940# 3335# 2 8'1.38" Wall N/A 2.29" 9033# 6438# 2596# 9033# 3 16'2.75" Wall N/A 1.50" 2885# 2383# 827# 3209# Design spans 8'1.38" 8'1.38" Product:13/4"LP-LVL 117/8"2.0E 3 ply Component Member Design has Passed Design Checks." Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 5220.'# 31583.'# 16% 3.36' Odd Spans 100% Negative Moment 7373.'# 31583.'# 23% 8.11' Total load 100% All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rHrtsvnneau.c- 'Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rorequired for ap proval.This design assumes product installation manufacturer's specifications. KeyBudd Structurerm 2.204] 0604220-Level 8 5-2-06 ktnBeannEngine 4.413j 1:46pm Materials Database 507 29 of 29 Control: Shear Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1g842005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rn�rxranea uc *Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation rding to the manufacturer's specifications. KeyBuild Structure—2s04j 0604220-Level 8 5-2-06 k1nBealnEngine 4.413j Materials Database 507 t:46prn 28 of 29 Member Data Description: CalcG25 Member Type: Girder Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 2' 2.75" 27 10 100% Replacement Uniform(PLF) 0' 0.00" 4' 10.75" 27 10 100% Replacement Uniform(PLF) 2' 2.75" 20' 2.75" 27 10 100% Replacement Uniform(PLF) 4'10.75" 14' 8.75" 486 242 100% Replacement Uniform(PLF) 14' 8.75" 20' 2.75" 27 10 100% Point(LBS) 4' 10.75" 434 1177 100% Point(LBS) 14' 8.75" 1562 1197 100% Point(LBS) 19' 10.13" 72 27 100% Point LBS 19' 10.13" 700 811 115% J 171 9 012 11 2 0 i 20 212 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 674# 0# 719# 458# 1176# 2 8'8.12" Wall N/A 3.88" 10185# 0# 6091# 4094# 10185# 3 19'5.50" Wall N/A 1.50" 3617# 700# 1460# 1604# 3763# Design spans 8'8.12" 10'9.38" Product:13/4"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks." NOTE:Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 9869.'# 27495.'# 35% 14.34' Even Spans 100% Negative Moment 10160.'# 27495.'# 36% 8.68' Total load 100% Negative Unbrcd 10160.1# 27400.'# 37% 8.68' Total load 100% Shear 4701.# 9473.# 49% 9.76' Total load 100% LL Deflection 0.0669" 0.3594" L/999+ 14.07' Even Spans 100% TL Deflection 0.0978" 0.5391" L/999+ 14.33' Even Spans 100% All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rr+aancnee,uc- 'Passing is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation according to the manufacturers specifications. KeyBuila Structure—2.204] 0604220-Level 8 5-2-06 IanBeatnEngine 4.413] Materials Database 507 27 of 2 27 of 29 Member Data Description: CalcG24 Member Type: Girder Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 1' 9.00" 58 22 100% Replacement Uniform(PLF) 1' 9.00" 2' 5.50" 47 18 100% Replacement Uniform(PLF) 2' 5.50" 2' 7.38" 43 16 100% Replacement Uniform(PLF) 2' 7.38" 2' 8.69" 42 16 100% Replacement Uniform(PLF) 2' 8.69" 2' 11.94" 40 15 100% Replacement Uniform(PLF) 2' 11.94" 4' 7.63" 31 11 100% Replacement Uniform(PLF) 4' 7.63" 5' 8.69" 17 6 100% Replacement Uniform(PLF) 5' 8.69" 7' 0.31" 6 2 100% Point(LBS) 5' 8.69" 0 15 100% 7 0 5 7 O 5 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Girder N/A N/A 241# 141# 101# 241# 2 6'5.31" Girder N/A N/A 160# 75# 86# 160# Design spans 6'5.31" Product:13/4"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks.*" Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 321.'# 27495.'# 1% 2.9' Total load 100% Shear 1314 9473.# 1% 0.97' Total load 100% LL Deflection 0.0010" 0.2147" L/999+ 3.22' Total load 100% TL Deflection 0.0015" 0.3220" L/999+ 3.22' Total load 100% Control: Shear Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)l989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. ["aRPRL4CA LIF `Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild StructureTm 2.204] 0604220-Level 8 5-2-06 klnBearnEngine 4.413] 1:46 pm Materials Database 507 p 26 of 29 Member Data Description: CalcG23 Member Type: Girder Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live,L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) or 0.00" 2' 8.25" 27 10 100% Replacement Uniform(PLF) or 0.00" 14' 8.25" 27 10 100% Point(LBS) 2' 8.25" -285 -28 100% Point(LBS) 14' 3.63" 36 13 100% Point LBS 14' 3.63" 0 85 100% 14 8 4 14 8 4 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 169# 242# 189# 431# 2 13'11.00" Wall N/A 1.50" 443# 227# 268# 495# Design spans 13'11.00" Product:13/4"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks.** NOTE:Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location loading Positive Moment 1275.'# 27495.'# 4% 6.96' Total load 100% Negative Moment 413.'# 27495.'# 1% 2.3' Total load 100% Negative Unbrcd 413.'# 26858.'# 1% 2.3' Total load 100% Shear 328.# 9473.# 3% 0.7' Total load 100% LL Deflection 0.0158" 0.4639" L/999+ 6.96' Total load 100% TL Deflection 0.0280" 0.6958" L/999+ 6.96' Total load 100% Control: Positive Moment Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. I [MLRYR"rA UC 'Passing is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation rdirg to the manufacturer's specifications. KeyBuild structUeT"'2.2041 0604220-Level 8 5-2-06 kinBeamEngine 4.413] 1:46pm Materials Database 507 25 of 29 Member Data Description: CalcG20 Member Type: Girder Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 1' 1.75" 125 47 100% Replacement Uniform(PLF) 1' 1.75" 1' 2.44" 114 43 100% Replacement Uniform(PLF) 1' 2.44" 1' 2.81" 110 41 100% Replacement Uniform(PLF) 1' 2.81" 1' 3.50" 110 41 100% Replacement Uniform(PLF) 1' 3.50" 1' 4.38" 110 41 100% Replacement Uniform(PLF) 1' 4.38" 1' 4.75" 110 41 100% Replacement Uniform(PLF) 1' 4.75" 4' 2.50" 110 41 100% Point(LBS) 3' 3.75" 605 287 100% Point(LBS) 3' 3.75" 1663 -40 100% Point LBS 3' 11.00" 0 1120 100% 4 2 8 4 2 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Girder N/A N/A 735# 589# 146# 735# 2 3'7.50" Girder N/A N/A 3518# 2091# 1427# 3518# Design spans 3'7.50" Product:1314"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks." NOTE:Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1418.'# 27495.'# 5% 3.02' Total load 100% Shear 524.# 9473.# 5% 1.11' Total load 100% LL Deflection 0.0015" 0.1208" L/999+ 1.99' Total load 100% TL Deflection 0.0017" 0.1812" L/999+ 1.99' Total load 100% Control: Shear Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rnrcxvusea uc -Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation according to the manufacturers specifications. KeyBuild StructureT"'2.204] 0604220-Level 8 5-2-06 ktnBearnEngme 4.413] 1:46pm Materials Database 507 24 of 29 Member Data Description: CalcG19 Member Type: Girder Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 1' 4.75" 93 35 100% Replacement Uniform(PLF) 1' 4.75" 4' 2.50" 93 35 100% Point(LBS) 0' 3.50" 0 1120 100% Point(LBS) 0' 10.75" 0 60 100% Point(LBS) 0' 10.75" 563 211 100% Point LBS 3' 3.75" 1313 -202 100% 4 2 8 4 2 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead _ Total 1 0'0.00" Girder N/A N/A 2258# 857# 1401# 2258# 2 3'7.50" Girder N/A N/A 1324# 1358# -35# 1324# Design spans 3'7.50" Product:13/4"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks.'" NOTE:Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 829.'# 27495.'# 3%d 2.17' Total load 100% Negative Moment 30.'# 24745.'# 0% 3.02' Dead load Negative Unbrcd 30.'# 25221.'# 0% 3.02' Dead load Shear 138.9 9473.# 1% 0.01' Total load 100% LL Deflection 0.0012" 0.1208" U999+ 1.81' Total load 100% TL Deflection 0.0013" 0.1812" U999+ 1.81' Total load 100% Control: Positive Moment Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)198&2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. A- _—*"eu 'Passing is defined as when the member,floor joist,beam or girder,shown on this rawing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. KeyBuild Structure—2.204] 0604220-Level 8 5-2-06 kmBeamEngine 4.413j 1:46pm Materials Database 507 23 of 29 Member Data Description: CalcG16 Member Type: Girder Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename : UNKNOWN 3 9 6 3 9 6 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total Dead Total 1 0'0.00" Girder N/A N/A 22# 22# 22# 2 S1.25" Wall N/A 1.50" 22# 22# 22# Design spans 3'1.25" Product:13/4"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks.** Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 17.'# 24745.'# 0% 1.55' Dead load Shear 54 8526.# 0% 3.09' Dead load LL Deflection 0.0010" 1.0000" L/999 NIA N/A TL Deflection 0.0010" 0.1551" L/999+ 1.55' Dead load Control: Positive Moment Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. mnsruaea cu Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild Structure—2.204j 0604220-Level 8 5-2-06 kmBeamEngine 4.413] t:46pin Materials Database 507 22 of 29 Member Data Description: CalcG15 Member Type: Girder Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) or 0.00" 5' 7.75" 27 10 100% Replacement Uniform(PLF) or 0.00" 5' 7.75" 27 10 100% Replacement Uniform(PLF) 0' 0.00" 5' 7.75" 605 287 100% Point(LBS) Or 3.50" 0 -866 100% Point(LBS) 5' 3.13" 72 27 100% Point LBS 5' 3.13" 700 811 115% 5 712 5 712 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Girder N/A N/A 1566# 0# 1635# -70# 1566# 2 411.62" Wall N/A 1.50" 4041# 700# 1707# 1635# 4041# Design spans 4'11.62" Product:13/4"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks" NOTE:Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 3020.'# 27495.'# 10% 2.48' Total load 100% Shear 1290.# 9473.# 13% 0.99' Total load 100% LL Deflection 0.0056" 0.1656" L/999+ 2.48' Total load 100% TL Deflection 0.0084" 0.2484" U999+ 2.48' Total load 100% Control: Shear Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrmxranes,vu 'Passing is defined as when the member,Floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation =a,u facturer's specifications. KeyBuild structurer"2.2041 0604220-Level 8 5-2-06 ktnBeatnEngme 4.413] Materials Database 507 1:46pm 21 of 29 Member Data Description: CaIcG14 Member Type: Girder Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 2' 2.75" 27 10 100% Replacement Uniform(PLF) 0' 0.00" 5' 0.50" 27 10 100% Replacement Uniform(PLF) or 0.00" 5' 0.50" 0 60 100% Replacement Uniform(PLF) 0' 0.00" 5' 0.50" 563 211 100% Replacement Uniform(PLF) 2' 2.75" 5' 0.50" 27 10 100% Point(LBS) 4' 9.00" 0 -866 100% 5 0 8 5 0 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 2010# 1345# 666# 2010# 2 4'4.38" Girder N/A N/A 1144# 1345# -201# 1144# Design spans 4'4.38" Product:1314"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks." NOTE:Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2193.'# 27495.'# 7% 2.18' Total load 100% Shear 935.# 9473.# 9% 4.35' Total load 100% LL Deflection 0.0031" 0.1455" L/999+ 2.18' Total load 100% TL Deflection 0.0047" 0.2182" L/999+ 2.18' Total load 100% Control: Shear Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rnnnruarauc 'Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation [cconfing to the manufacturers specifications. KeyBuild Structure—2.204j 0604220-Level 8 5-2-06 kinBeamEngine 4.413] 1:46pin Materials Database 507 20 of 29 Member Data Description: CalcG13 Member Type: Girder Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) or 0.00" Or 5.50" 27 10 100% Replacement Uniform(PLF) or 0.00" 8' 8.75" 27 10 100% Replacement Uniform(PLF) 0' 0.00" 8' 8.75" 0 60 100% Replacement Uniform(PLF) or 0.00" 8' 8.75" 757 284 100% Replacement Uniform(PLF) Or 5.50" 8' 8.75" 27 10 100% Point(LBS) 0' 8.75" 162 175 100% Point(LBS) 4' 8.75" -48 80 100% Point(LBS) 8' 4.13" 21 8 100% Point(LBS) 8' 4.13" 23 9 100% Point LBS 8' 4.13" 0 85 100% 8 812 8 812 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.93" 5065# 3359# 1707# 5065# 2 7'11.50" Wall N/A 1.81" 4906# 3250# 1657# 4906# Design spans 7'11.50" Product:13/4"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks.' NOTE:Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 9523.'# 27495.'# 34% 3.98' Total load 100% Shear 3374.# 9473.# 35% 7.16' Total load 100% LL Deflection 0.0454" 0.2653" U999+ 3.98' Total load 100% TL Deflection 0.0679" 0.3979" U999+ 3.98' Total load 100% Control: Shear Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table FUI product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rnmsrrusau.c 'Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturer's specifications: KeyBuild Structure—2.204] 0604220-Level 8 5-2-06 kmBearnEngine 4.413j 1:46 P rn Materials Database 507 19 of 29 Member Data Description: CalcG12 Member Type: Girder Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename: UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.001, 15' 8.75" 27 10 100% Replacement Uniform(PLF) or 0.00" 15' 8.75" 27 10 100% Point(LBS) 0' 4.63" 18 7 100% Point(LBS) Or 4.63" 0 85 100% 15 812 15 812 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 764# 417# 347# 764# 2 1411.50" Wall N/A 1.50" 654# 399# 255# 654# Design spans 14'11.50" Product:13/4"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks." NOTE:Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2443.'# 27495.'# 8% 7.48' Total load 100% Shear 551.# 9473.# 5% 14.95' Total load 100% LL Deflection 0.0375" 0.4986" L/999+ 7.48' Total load 100% TL Deflection 0.0615" 0.7479" L/999+ 7.48' Total load 100% Control: Positive Moment Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989-2015 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. Passing is defned as when the member,Floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild StructureT"'2.204] 0604220-Level 8 5-2-06 kinBeamEngine 4.413j 1:46 rn Materials Database 507 p 18 of 29 Member Data Description: CalcG11 Member Type: Girder Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 1' 0.50" 27 10 100% Replacement Uniform(PLF) 0' 0.00" 15' 8.75" 27 10 100% Replacement Uniform(PLF) 1' 0.50" 13' 0.50" 27 10 100% Replacement Uniform(PLF) 13' 0.50" 15' 8.75" 27 10 100% Point(LBS) 0' 4.63" 18 7 100% Point(LBS) 0' 4.63" 0 85 100% 15 812 15 812 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 764# 417# 347# 764# 2 14'11.50" Wall N/A 1.50" 654# 399# 255# 654# Design spans 14'11.50" Product:13/4"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks.' NOTE:Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2443.'# 27495.'# 8% 7.48' Total load 100% Shear 5514 9473.# 5% 14.95' Total load 100% LL Deflection 0.0375" 0.4986" L/999+ 7.48' Total load 100% TL Deflection 0.0615" 0.7479" L/999+ 7.48' Total load 100% Control: Positive Moment Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)108 9.2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. nvnsvar."a uc Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation wording to the manufacturer's specifications. Keyauild structureTm 2.204] 0604220-Level 8 5-2-06 kmBeatnEngine 4.413j 1:46 In Materials Database 507 17 of f 29 Member Data Description: CalcG10 Member Type: Girder Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) or 0.00" 8' 7.88" 27 10 100% Replacement Uniform(PLF) 0' 0.00" 8' 8.75" 27 10 100% Replacement Uniform(PLF) 8' 7.88" 8' 8.75" 27 10 100% Point(LBS) Or 4.63" 0 171 100% Point(LBS) 4' 0.00" 267 195 100% 8 812 8 812 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 771# 358# 413# 771# 2 7'11.50" Wall N/A 1.50" 558# 334# 225# 558# Design spans T11.50" Product:13/4"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks.'" NOTE:Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1598.'# 27495.'# 5% 3.61' Total load 100% Shear 498.# 9473.# 5% 0.01' Total load 100% LL Deflection 0.0060" 0.2653" L/999+ 3.98' Total load 100% TL Deflection 0.0101" 0.3979" L/999+ 3.98' Total load 100% Control: Positive Moment Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. [M[R➢Rr1[A„r 'Passing is defined as when the member,floor joist,beam or girder,shown on this rawing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design mfessional as required for approval.This design assumes product installation lecoording to the manufacturer's specifications. KeyBuitd Structure—2.204i 0604220-Level 8 5-2-06 tonBealnEngine 4.413j 1:46pm Materials Database 507 16 of 29 Member Data Description: CalcG9 Member Type:Girder Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename : UNKNOWN 2 3 9 2 3 9 Bearings and Reactions Input Minimum Worst Case Location Type_Length Length Total Dead Total 1 0'0.00" Girder N/A N/A 14# 14# 14# 2 1'10.31" Girder N/A N/A 14# 14# 14# Design spans 1'10.31" Product:13/4"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks." Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 6.'# 24745.'# 0% 0.93' Dead load LL Deflection 0.0010" 1.0000" U999 N/A N/A TL Deflection 0.0010" 0.0929" L/999+ 0.93' Dead load Control: Positive Moment Shear cannot be Calculated because member's length is less then 2d. Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective ovmers 00-1 Copyright(C)198&2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. ,AO V uc 'Passing is defined as when the member,Floor joist,beam or girder,shovm on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design professions as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBOdd Structure—2.204j 0604220-Level 8 5-2-06 IanBealnEngine 4.413j Materials Database 507 1:46pm 15 of 29 Member Data Description: CalcG8 Member Type: Girder Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 12' 2.75" 27 10 100% Replacement Uniform(PLF) 0' 0.00" 20' 10.63" 27 10 100% Replacement Uniform(PLF) 12' 2.75" 20' 11.50" 27 10 100% Replacement Uniform PLF 20' 10.63" 20' 11.50" 27 10 100% 7 2011 8 2011 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 882# 539# 344# 882# 2 20'2.25" Wall N/A 1.50" 882# 539# 344# 882# Design spans 20'2.25" Product:13/4"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks.' Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 4449.'# 27495.'# 16% 10.09' Total load 100% Shear 780.# 94734 8% 1.01' Total load 100% LL Deflection 0.1245" 0.6729" L/999+ 10.09' Total load 100% TL Deflection 0.2039" 1.0094" L/999+ 10.09' Total load 100% Control: TL Deflection Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners r Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. [NiLRP[N[A LLC 'Passing is defined as when the member,floor joist,beam or girder,shown on this rowing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation cwrding to the manufacturer's specifications. KeyBuita structureT 2204] 0604220-Level 8 5-2-06 kinBeainF.ngine 4.413j 1:46pm Materials Database 507 14 Of 29 Member Data Description:CalcG7 Member Type: Girder Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 0' 5.50" 27 10 100% Replacement Uniform(PLF) 0' 0.00" 8' 8.75" 27 10 100% Replacement Uniform(PLF) 0' 5.50" 20' 11.50" 27 10 100% Replacement Uniform PLF 8' 8.75" 20' 11.50" 27 10 100% 2011 8 2011 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 882# 539# 344# 882# 2 20'2.25" Wall N/A 1.50" 882# 539# 344# 882# Design spans 20'2.25" Product:13/4"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks.' Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 4449.'# 27495.'# 16% 10.09' Total load 100% Shear 7804 9473.# 8% 19.18' Total load 100% LL Deflection 0.1245" 0.6729" L/999+ 10.09' Total load 100% TL Deflection 0.2039" 1.0094" L/999+ 10.09' Total load 100% Control: TL Deflection Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED, ermwuvea uc •Passing is defined as when the member,floor joist,beam or girder,shown on this rawirg meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design mfessional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. KeyBudd struetUre—2.204] 0604220-Level 8 5-2-06 ktnBeainEngine 4.413j 1:46p1T1 Materials Database 507 13 of 29 Member Data Description: CalcG6 Member Type: Girder Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform PLF or 0.00" 5' 1.75" -114 -25 100% IT 5 1 12 5 1 12 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead_ Total 1 0'0.00" Girder N/A N/A -281# -255# 32# -281# 2 4'5.62" Wall N/A 1.50" -281# -255# 32# -281# Design spans 4'5.62" Product:13/4"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks" Design assumes continuous lateral bracing along the top chord. Review uplift reaction force at bearing 1 and ensure that the structure can resist 2801b reaction appropriately. Review uplift reaction force at bearing 2 and ensure that the structure can resist 2801b reaction appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 35.'# 24745.'# 0% 2.23' Dead load Negative Moment 313.'# 27495.'# 1% 2.23' Total load 100% Negative Unbrcd 313.'# 27519.'# 1% 2.23' Total load 100% Shear 1341 9473.# 1% 0.01' Total load 100% LL Deflection 0.0010" 0.1490" U999+ 2.23' Total load 100% TL Deflection 0.0010" 0.2234" U999+ 2.23' Total load 100% Control: Shear Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective ovmers Copyright,Cj198&2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED, Lthanufacturer'sspecifications.Hrrevwfined as when the member,Floor jois t,beam or girder,shown on this applicable design criteria for Loads,Loading Conditions,and Spans heet.The design must be reviewed by a qualified designer or design s required for approval.This design assumes product installation e manufacturer's specifications. xeyBuitd stnlctureTm 2204j 0604220-lunBeainEngine 4.413] Level 8 5-2-06 Materials Database 507 1:46pm 12 of 29 Design spans 7'0.12" 13'2.12" Product:13/4"LP-LVL 14"2.0E 3 ply Component Member Design has Passed Design Checks" Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Aflowable Capacity Location Loading Positive Moment 5849.'# 42892.'# 13% 3.36' Odd Spans 100% Negative Moment 7534.'# 42892.'# 17% 7.01' Total load 100% Negative Unbrcd 7534.# 43482.'# 17% 7.01' Total load 100% Shear 4538.# 14210.# 31% 5.96' Total load 100% LL Deflection 0.0326" 0.4392" U999+ 13.83' Even Spans 100% TL Deflection 0.0432" 0.6589" U999+ 13.85' Even Spans 100% Control: Shear Design assumes a repetitive member use increase in bending stress: 4% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. eNrtsewsea uc n 'passing is defined as when the member,floor joist,beam or girder,shoes on this rawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturers specifications. KeyBuild Strnct=Tm 2.2041 0604220-Level 8 5-2-06 kinBeainEngine 4.413] Materials Database 507 1 11 of 1 of 29 Location Type Length Length Total 100% Dead Total 2 T0.12" Wall N/A 2.33" 9162# 5869# 3293# 9162# 3 20'2.25" Wall N/A 1.50" 1025# 792# 368# 1160# All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrcnsennea uc 'Passing is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBudd Structure-2.204j 0604220-Level 8 5-2-06 kmBeamEngine 4.413j Materials Database 507 1:46pm 10 of 29 Member Data Description:CalcG5 Member Type: Girder Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 21.0 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) or 0.00" Or 5.50" 27 10 100% Replacement Uniform(PLF) 0' 0.00" 20' 11.50" 27 10 100% Replacement Uniform(PLF) or 5.50" 1' 6.19" 359 186 100% Replacement Uniform(PLF) 1' 6.19" 2' 6.19" 381 198 100% Replacement Uniform(PLF) 2' 6.19" 2' 10.19" 397 207 100% Replacement Uniform(PLF) 2' 10.19" 4' 1.50" 416 217 100% Replacement Uniform(PLF) 4' 1.50" 5' 9.31" 88 33 100% Replacement Uniform(PLF) 4' 2.50" 5' 8.31" 325 182 100% Replacement Uniform(PLF) 5' 9.31" 7' 0.69" 416 217 100% Replacement Uniform(PLF) 7' 0.69" 8' 0.69" 391 203 100% Replacement Uniform(PLF) 8' 0.69" 8' 4.63" 375 194 100% Replacement Uniform(PLF) 8' 4.63" 9' 8.13" 363 188 100% Replacement Uniform(PLF) 9' 8.13" 10' 11.00" 326 167 100% Replacement Uniform(PLF) 10' 11.00" 12' 1.13" 276 139 100% Replacement Uniform(PLF) 12' 1.13" 13' 2.38" 212 103 100% Replacement Uniform(PLF) 13' 2.38" 14' 2.75" 133 59 100% Replacement Uniform(PLF) 14' 2.75" 20' 11.50" 88 33 100% Point(LBS) 3' 2.56" 0 46 100% Point(LBS) 3' 2.56" 246 92 100% Point(LBS) 3' 8.94" 0 83 100% Point(LBS) 3' 8.94" 445 167 100% Point(LBS) 4' 1.50" 0 5 100% Point(LBS) 4' 1.50" 28 10 100% Point(LBS) 4' 1.50" 0 78 100% Point(LBS) 4' 1.50" 418 157 100% Point(LBS) 5' 9.31" 28 16 100% Point(LBS) 5' 9.31" 419 235 100% Point(LBS) 6' 1.88" 0 83 100% Point(LBS) 6' 1.88" 447 168 100% Point(LBS) 6' 8.25" 0 46 100% Point LBS 6' 8.25" 248 93 100% 7 412 13 612 i 2011 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total- 1 0'0.00" Wall N/A 1.50" 2377# 1957# 856# 2812# All product names are trademarks of their respective owners kIlcopyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rn'I[APgR[R LLc `Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturers specifications. KeyBuitd StructureT"2.204j 0604220-Level 8 5-2-06 kinBeainEngine 4.413j 1:46pm Materials Database 507 9 of 29 Product:1 314"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks.' NOTE:Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Review uplift reaction force at bearing 1 and ensure that the structure can resist 2051 lb reaction appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 27185.'# 31619.'# 85% 14.92' Even Spans 115% Negative Moment 20373.'# 31619.'# 64% 7.01' Total load 115% Negative Unbrcd 20373.'# 30108.'# 67% 7.01' Total load 115% Shear 6792.# 9473.# 71% 7.02' Total load 100% LL Deflection 0.2694" 0.4392" U586 14.26' Even Spans 115% TL Deflection 0.4176" 0.6589" U378 14.26' Even Spans 115% Control: Positive Moment Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED, rmtavuvea uc **Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation cmrding to the manufacturers specifications. KeyBuild StructureTm 2.204j 0604220-Level 8 5-2-06 krnBeainEngine 4.413] 1:46pm Materials Database 507 8 of 29 Member Data Description: CalcG4 Member Type: Girder Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) or 0.00" Or 5.50" 27 10 100% Replacement Uniform(PLF) or 0.00" Or 5.50" 27 10 100% Replacement Uniform(PLF) Or 5.50" 1' 6.19" 161 74 100% Replacement Uniform(PLF) Or 5.50" 20' 11.50" 27 10 100% Replacement Uniform(PLF) 1' 6.19" 2' 6.19" 130 56 100% Replacement Uniform(PLF) 2' 6.19" 2' 10.19" 114 47 100% Replacement Uniform(PLF) 2' 10.19" 4' 1.50" 88 33 100% Replacement Uniform(PLF) 4' 1.50" 5' 9.31" 88 33 100% Replacement Uniform(PLF) 5' 9.31" 7' 0.69" 88 33 100% Replacement Uniform(PLF) 7' 0.69" 8' 0.69" 122 52 100% Replacement Uniform(PLF) 8' 0.69" 8' 4.63" 138 61 100% Replacement Uniform(PLF) 8' 4.63" 9' 8.13" 160 73 100% Replacement Uniform(PLF) 9' 8.13" 10' 11.00" 210 101 100% Replacement Uniform(PLF) 10' 11.00" 12' 1.13" 274 138 100% Replacement Uniform(PLF) 12' 1.13" 13' 2.38" 352 183 100% Replacement Uniform(PLF) 13' 2.38" 14' 2.75" 452 242 100% Replacement Uniform(PLF) 14' 2.75" 20' 11.50" 529 258 100% Point(LBS) 0' 5.50" 405 152 100% Point(LBS) 14' 2.75" 0 83 100% Point(LBS) 14' 2.75" 421 158 100% Point(LBS) 14' 2.75" 2156 1146 100% Point(LBS) 14' 5.13" 0 6 100% Point(LBS) 14' 5.13" 29 11 100% Point(LBS) 15' 11.75" 2132 1363 115% Point(LBS) 20' 6.88" 1494 12923 100% Point LBS 20' 6.88" 17010 0 115% 7 412 13 612 2011 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" -1583# -401# -1028# -624# -2052# 2 T0.12" Wall N/A 4.41" 11586# 1357# 6128# 4102# 11586# 3 20'2.25" Wall N/A 2.98" 39221# 18186# 5374# 15683# 39241# Design spans 7'0.12" 13'2.12" All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. [NrtxcR[S[A LL[n 'Passing is defined as when the member,floor joist,beam or girder,shown on this rawing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation according to the manufacturer's specifications. xeysuild structOre—2.204] 0604220-Level 8 5-2-06 kmBeanrEngine 4.413j 1:46prn Materials Database 507 7 of 29 Design spans 7'0.12" 13'2.12" Product:13/4"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks." NOTE:Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Review uplift reaction force at bearing 1 and ensure that the structure can resist 16891b reaction appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 21298.'# 27495.'# 77% 13.84' Even Spans 100% Negative Moment 15607.'# 27495.'# 56% 7.01' Total load 100% Negative Unbrcd 15607.'# 26227.'# 59% 7.01' Total load 100% Shear 6279.# 9473.# 66% 7.02' Total load 100% LL Deflection 0.2104" 0.4392" U751 14.03' Even Spans 115% TL Deflection 0.3182" 0.6589" U496 14.03' Even Spans 115% Control: Positive Moment Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Y Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. ri+nxvrucex uc Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild structure""'2.204] 0604220-Level 8 5-2-06 klnBeatnEngine 4.413] 1:46 1n Materials Database 507 6 of f 29 Member Data Description: CalcG3 Member Type:Girder Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" Or 5.50" 27 10 100% Replacement Uniform(PLF) or 0.00" 0' 5.50" 27 10 100% Replacement Uniform(PLF) Or 5.50" 1' 6.19" 151 69 100% Replacement Uniform(PLF) 0' 5.50" 20' 11.50" 27 10 100% Replacement Uniform(PLF) 1' 6.19" 2' 6.19" 124 54 100% Replacement Uniform(PLF) 2' 6.19" 2' 10.19" 89 33 100% Replacement Uniform(PLF) 2' 10.19" 3' 10.19" 89 33 100% Replacement Uniform(PLF) 3' 10.19" 4' 2.50" 89 33 100% Replacement Uniform(PLF) 4' 2.50" 5' 8.31" 89 33 100% Replacement Uniform(PLF) 5' 8.31" 6' 8.31" 89 33 100% Replacement Uniform(PLF) 6' 8.31" 7' 0.69" 89 33 100% Replacement Uniform(PLF) 7' 0.69" 8' 0.69" 89 33 100% Replacement Uniform(PLF) 8' 0.69" 8' 4.63" 130 58 100% Replacement Uniform(PLF) 8' 4.63" 9' 8.13" 157 72 100% Replacement Uniform(PLF) 9' 8.13" 10' 11.00" 211 102 100% Replacement Uniform(PLF) 10' 11.00" 12' 1.13" 275 139 100% Replacement Uniform(PLF) 12' 1.13" 13' 2.38" 353 184 100% Replacement Uniform(PLF) 13' 2.38" 14' 2.75" 449 241 100% Replacement Uniform(PLF) 14' 2.75" 20' 11.50" 89 33 100% Point(LBS) 0' 5.50" 298 95 100% Point(LBS) 14' 2.75" 0 83 100% Point(LBS) 14' 2.75" 404 152 100% Point(LBS) 14' 2.75" 627 0 115% Point(LBS) 14' 2.75" 3547 2116 100% Point(LBS) 14' 5.13" 0 6 100% Point(LBS) 14' 5.13" 29 11 100% Point(LBS) 20' 6.88" 18515 0 115% Point LBS 20' 6.88" 4732 15204 100% Eq 7 412 13 612 2011 S Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" -1239# -143# -1081# -467# -1690# 2 T0.12" Wall N/A 3.77" 9895# 520# 5994# 3382# 9895# 3 20'2.25" Wall N/A 1.58" 42587# 18765# 7232# 16611# 42607# All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrmxvswcs,uc 'Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBudd Structure—2.204] 0604220-Level 8 5-2-06 krnBeamiEngine 4.413] Materials Database 507 15 of 2 5 of 29 Design spans 7'0.12" 13'2.12" Product:13/4"LP-LVL 14"2.0E 3 ply Component Member Design has Passed Design Checks." Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 5032.'# 42892.'# 11% 3.42' Odd Spans 100% Negative Moment 7165.'# 42892.'# 16% 7.01' Total load 100% Negative Unbrcd 7165.'# 43483.'# 16% 7.01' Total load 100% Shear 4038.# 14210.# 28% 7' Total load 100% LL Deflection 0.0324" 0.4392" U999+ 13.83' Even Spans 100% TL Deflection 0.0437" 0.6589" U999+ 13.85' Even Spans 100% Control: Shear Design assumes a repetitive member use increase in bending stress: 4% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names am trademarks of their respective owners Copyright(C)10842005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrrr�searres,vu 'Passing is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation coording to the manufacturer's specifications. KeyBuild Structurerm 2.204] 0604220-Level 8 5-2-06 kmBeamEngine 4.413] 1:46pm Materials Database 507 4 of 29 Location Type Length Length Total 100% Dead Total 2 T0.12" Wall N/A 2.14" 8440# 5358# 3082# 8440# 3 20'2.25" Wall N/A 1.50" 1049# 792# 375# 1166# All product names are trademarks of their respective owners Copyright(C)IOSO-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. e+nananea u.c 'Passing is defined as when the member,Floor joist,beam or girder,shown on this cawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rrequired for ap proval.This design assumes product installation manufacturer's specifications. KeyBuda SnCtureT 2.204j 0604220-Level 8 5-2-06 ktnBeainEngine 4.413j Materials Database 507 1:46pin 3 of 29 Member Data Description: CalcG2 Member Type: Girder Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 21.0 PLF DOL: 100% Filename : UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 0' 5.50" 27 10 100% Replacement Uniform(PLF) 0' 0.00" 8' 8.75" 27 10 100% Replacement Uniform(PLF) 0' 5.50" 1' 6.19" 318 162 100% Replacement Uniform(PLF) 1' 6.19" 2' 6.19" 332 175 100% Replacement Uniform(PLF) 2' 6.19" 2' 10.19" 368 196 100% Replacement Uniform(PLF) 2' 10.19" 3' 10.19" 362 192 100% Replacement Uniform(PLF) 3' 10.19" 4' 2.50" 362 192 100% Replacement Uniform(PLF) 4' 2.50" 5' 8.31" 356 190 100% Replacement Uniform(PLF) 5' 8.31" 6' 8.31" 356 193 100% Replacement Uniform(PLF) 6' 8.31" 7' 0.69" 356 193 100% Replacement Uniform(PLF) 7' 0.69" 8' 0.69" 362 197 100% Replacement Uniform(PLF) 8' 0.69" 8' 4.63" 321 172 100% Replacement Uniform(PLF) 8' 4.63" 9' 8.13" 348 181 100% Replacement Uniform(PLF) 8' 8.75" 20' 11.50" 27 10 100% Replacement Uniform(PLF) 9' 8.13" 10' 11.00" 325 166 100% Replacement Uniform(PLF) 10' 11.00" 12' 1.13" 276 139 100% Replacement Uniform(PLF) 12' 1.13" 13' 2.38" 211 103 100% Replacement Uniform(PLF) 13' 2.38" 14' 2.75" 133 59 100% Replacement Uniform(PLF) 14' 2.75" 20' 11.50" 89 33 100% Point(LBS) 3' 3.13" 0 43 100% Point(LBS) 3' 3.13" 196 67 100% Point(LBS) 3' 9.69" 0 83 100% Point(LBS) 3' 9.69" 371 133 100% Point(LBS) 4' 2.50" 0 83 100% Point(LBS) 4' 2.50" 372 133 100% Point(LBS) 5' 8.31" 0 83 100% Point(LBS) 5' 8.31" 364 134 100% Point(LBS) 6' 1.19" 0 83 100% Point(LBS) 6' 1.19" 364 134 100% Point(LBS) 6' 7.75" 0 43 100% Point LBS 6' 7.75" 220 82 100% 7 412 13 612 r 2011 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 2011# 1704# 738# 2442# All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rnrxsraroes,uc 'Passing is defined as when the member,floor joist,beam or girder,shown on this rawirg meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation -i ing to the manufacturer's specifications. KeyBuila Structure—2.204] 0604220-Level 8 5-2-06 kinBealnEngine 4.413] 1:46pm Materials Database 507 2 Of 29 Control: Positive Moment Design assumes a repetitive member use increase in bending stress: 4% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rr+resvanea uc Lisete=on efined as when the member,Floor joist,beam or girder,shown on this applicable design criteria for Loads,Loading Conditions,and Spans heet.The design must be reviewed by a qualified designer or design s required for approval.This design assumes product installation e manufacturer's specifications. KeyBuild Structure""2,204j 0604220-Level 8 5-2-06 kmBeamEngme 4.413j 1:46 1n Materials Database 507 1:46p in of 29 Member Data Description: CalcG1 Member Type: Girder Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 21.0 PLF DOL: 100% Filename: UNKNOWN Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 2' 8.25" 27 10 100% Replacement Uniform(PLF) or 0.00" 14' 8.75" 27 10 100% Replacement Uniform(PLF) 2' 8.25" 14' 8.25" 27 10 100% Replacement Uniform(PLF) 10' 9.25" 14' 8.75" 0 60 100% Replacement Uniform(PLF) 10' 9.25" 14' 8.75" 757 284 100% Replacement Uniform(PLF) 14' 8.25" 14' 8.75" 9 3 100% Point(LBS) 4' 2.25" 3750 1476 100% Point(LBS) 14' 5.50" 12 5 100% Point(LBS) 14' 5.50" 28 10 100% Point(LBS) 14' 5.50" 0 85 100% Point LBS 14' 5.50" 3799 1496 100% 14 8 4 0 0 8 14 8 12 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 5102# 3541# 1562# 5102# 2 14'3.62" Wall N/A 1.50" 11270# 7810# 3461# 11270# Design spans 14'3.62" 0'0.50"(right cant) Product:1 314"LP-LVL 14"2.0E 3 ply Component Member Design has Passed Design Checks:'" NOTE:Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 18715.'# 42892.'# 43% 3.8' Odd Spans 100% Shear 4992.# 14210.# 35% 0.01' Odd Spans 100% LL Deflection 0.1903" 0.4767" U901 7.15' Odd Spans 100% TL Deflection 0.2762" 0.7151" U621 7.15' Odd Spans 100% LL Defl.,Rt. -0.0013" 0.2000" 2U747 14.33' Odd Spans 100% TL Defl., Rt. -0.0019" 0.2000" 2U513 14.33' Odd Spans 100% All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rr+rtx>nraea uc Passing is defined as when the member,floorloist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design Professional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild Structtue—2.204j 0604220-Level 8 5-2-06 kinBeamEngine 4.413j Materials Database 507 1:46pin 105 of 105 Member Data Description: CalcA87 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live,L/240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename: UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) Or 4.63" 36 99 100% Point(PLF) 17' 7.38" 350 405 115% Point PLF 17' 7.38" 36 13 100% 71 18 0 0 i 18 O O Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.75" 812# 812# OPLF 381PLF 229PLF 609PLF 2 17'2.75" Wall N/A 1.75" 1705# 1705# 350PLF 381PLF 549PLF 1279PLF Design spans 17'2.75" Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks." NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2721.'# 8360.'# 32% 8.61' Total load 100% Shear 632.# 1710.# 36% 17.23' Total load 100% End Reaction 632.# 1550.# 40% 0' Dead load LL Deflection 0.1448" 0.4307" L/999+ 8.61' Total load 100% TL Deflection 0.1990" 0.8615" L/999+ 8.61' Total load 100% Control: Max End React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. 6 rrcnxewsea uc 'Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rotessional as required for approval.This design assumes product installation ccording to the manufacturers specifications. Keysuild Structure—2.204j 0604220-Level 8 5-2-06 kinBeamEugine 4.413j Materials Database 507 1:46pni 104 of 105 Member Data Description: CalcA86 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename: UNKNOWN 21 7 1560 17 7 7 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 V8.81" Wall N/A 3.50" 689# 689# 376PLF 141PLF 517PLF 2 16'10.19" Wall N/A 1.50" 547# 553# 303PLF 112PLF 415PLF Design spans V8.81"(left cant) 161.38" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.** Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2079.'# 5645.'# 36% 9.29' Even Spans 100% Shear 562.# 1620.# 34% 1.73' Total load 100% Cant.Shear,Lt 126.# 1620.# 7% 1.72' Odd Spans 100% End Reaction 552.# 11904 46% 16.85' Dead load Int.Reaction 689.# 27504 25% 1.73' Dead load LL Deflection 0.1314" 0.3779" U999+ 9.29' Even Spans 100% TL Deflection 0.1791" 0.7557" U999+ 9.29' Even Spans 100% LL Defl.,Lt. -0.0339" 0.2000" 2U999+ 0' Even Spans 100% TL Defl.,Lt. -0.0459" 0.2000" 2U906 0' Even Spans 100% Control: Max End React. Left cantilever allowable shear is for joist only All product names are trademarks of their respective ovmers Copyright(C)19842005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrmsennea uc n 'Passing is defined w when the member,floor joist,beam or girder,shown on this raWng meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rotessional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. KeyBuiid ShructureT"2.204j 0604220-Level 8 5-2-06 kniBeatnEngine 4.413j Materials Database 507 1:46pm 103 of 105 Member Data Description: CalcA85 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live,L/240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename: UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 0' 4.63" 0 121 100% 2 313 15 6 0 i 17 913 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 1'11.19" Wall N/A 3.50" 529# 529# 385PLF 145PLF 529PLF 2 17'0.56" Wall N/A 1.50" 409# 414# 303PLF 112PLF 414PLF Design spans 1'11.19"(left cant) 15'1,38" Product:14"LPI-32 12.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 1557.'# 5645.'# 27% 9.49' Even Spans 100% Shear 422.# 16204 26% 1.93' Total load 100% Cant.Shear,Lt 106.# 1620.# 6% 1.92' Total load 100% End Reaction 414.# 11904 34% 17.05' Dead load Int.Reaction 529.# 2750.# 19% 1.93' Dead load LL Deflection 0.1004" 0.3779" U999+ 9.49' Even Spans 100% TL Deflection 0.1366" 0.7557" U999+ 9.49' Even Spans 100% LL Defl.,Lt. -0.0291" 0.2000" 2U999+ 0' Even Spans 100% TL Defl.,Lt. -0.0392" 0.2000" 2U999+ 0' Even Spans 100% Control: Max End React, Left cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989.2005 by Keymark Enterprises,LLC,ALL RIGHTS RESERVED. rr+ruvuses,r.0 'Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofle swonal as required for approval.This design assumes product installation coording to the manufacturers specifications. KeyBuildStructureTm 2.204j 0604220-Level 8 5-2-06 kmBeamEngine 4.413j Materials Database 507 1:46prn 102 of 105 Member Data Description: CalcA84 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename: UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) Or 4.63" 0 121 100% Point PLF Or 4.63" 168 63 100% wmawn 668 1560 r i 22 0 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 437# 285# 37PLF 178PLF 214PLF 2 6'1.88" Wall N/A 3.50" 1144# 1144# 624PLF 234PLF 858PLF 3 21'3.25" Wall N/A 1.50" 450# 454# 249PLF 92PLF 341 PLF Design spans 6'1.88" 15'1.38" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 1589.'# 5645.'# 28% 6.15' Total load 100% Shear 659.# 1620.# 40% 6.15' Total load 100% End Reaction 4544 1190.# 38% 21.27' Dead load Int.Reaction 1143.# 2750.# 41% 6.15' Dead load LL Deflection 0.0762" 0.3779" L/999+ 14.47' Even Spans 100% TL Deflection 0.1034" 0.7557" L/999+ 14.47' Even Spans 100% Control: Max Int.React. Point loads over bearings are NOT included in the Design Calculations,but ARE included in the Reaction table All product names are trademarks of their respective ovmers Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. A10A" rarraranrs w.c- Passing is defined as when the member,floor joist,beam or girder,shown on this raving meats applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild structure—2.204j 0604220-Level 8 5-2-06 kmBeamEngine 4.413j Materials Database 507 1:46pm 101 of 105 Member Data Description: CalcA83 Member Type: Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued& Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 0' 4.63" 36 99 100% 7 212 15 6 O 22 812 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 2014 354# 163PLF 104PLF 266PLF 2 6'10.12" Wall N/A 3.50" 1140# 1140# 622PLF 234PLF 855PLF 3 21'11.50" Wall N/A 1.50" 4504 457# 251PLF 93PLF 343PLF Design spans 6'10.12" 15'1.38" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.** Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 1575.'# 5645.'# 27% 6.84' Total load 100% Shear 658.# 1620.# 40% 6.84' Total load 100% End Reaction 456.# 1190.# 38% 21.96' Dead load Int.Reaction 1140.# 2750.# 41% 6.84' Dead load LL Deflection 0.0779" 0.3779" U999+ 15.16' Even Spans 100% TL Deflection 0.1053" 0.7557" U999+ 15.16' Even Spans 100% Control: Max Int.React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. [NrtRPRL4CA.If" Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. KeyBuild structure—2.204j 0604220-Level 8 5-2-06 kmBeamEngine 4.413j Materials Database 507 1:46pm 100 of 105 Member Data Description: CalcA82 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued& Nailed DOL: 100% Filename: UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 40' 4.13" 350 419 115% Point PLF 40' 4.13" 36 0 100% 20 812 20 0 0 40 812 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.75" 566# 628# OPLF 356PLF 116PLF 471PLF 2 20'4.12" Wall N/A 3.50" 1832# 1832# OPLF 1000PLF 375PLF 1374PLF 3 39'11.50" Wall N/A 1.75" 1606# 1678# 350PLF 380PLF 528PLF 1258PLF Design spans 20'4.12" 19'7.38" Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks.** Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 3663.# 8360.'# 43% 20.34' Total load 100% Shear 9254 1710.# 54% 20.33' Total load 100% End Reaction 628.# 1550.# 40% 0' Dead load Int.Reaction 1832.# 30204 60% 20.34' Dead load LL Deflection 0.1858" 0.5086" U999+ 9.15' Odd Spans 100% TL Deflection 0.2292" 1.0172" U999+ 9.15' Odd Spans 100% Control: Max Int.React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1988,2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rnruwarsra us,• Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteda for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessionat as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild Structure—2.204j 0604220-Level 8 5-2-06 kmBearnEngine 4.413j Materials Database 507 1:46pin 99 of 105 Member Data Description: CalcA81f Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued& Nailed DOL: 100% Filename: UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) Or 4.63" 0 121 100% Point PLF 0' 4.63" 154 58 100% 611 0 15 6 0 i 22 5 O Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 441# 280# 32PLF 179PLF 210PLF 2 6'6.38" Wall N/A 3.50" 1141# 1141# 622PLF 234PLF 856PLF 3 21'7.75" Wall N/A 1.50" 450# 456# 250PLF 92PLF 342PLF Design spans 6'6.38" 1511.381, Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks."" Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 1580.'# 5645.'# 27% 6.53' Total load 100% Shear 659.# 1620.# 40% 6.53' Total load 100% End Reaction 455.# 1190.# 38% 21.65' Dead load Int.Reaction 1140.# 2750.# 41% 6.53' Dead load LL Deflection 0.0771" 0.3779" U999+ 14.85' Even Spans 100% TL Deflection 0.1044" 0.7557" U999+ 14.85' Even Spans 100% Control: Max Int.React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners A A.— Copyright(C)1989.2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rn�cnnnuvea uc 'Passing is defined as when the member,floor joist,beam or girder,shown on this rawing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. KeyBuild Structure—2.204] 0604220-Level 8 5-2-06 kmBeamEngine 4.413j 1:46prn Materials Database 507 98 of 105 Member Data Description:CalcA81e Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live,L/240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Live Dead Type (Description) Begin End Start End Start End DOL Point(PLF) 0' 4.63" 0 121 100% Point PLF 0' 4.63" 177 66 100% 6 3 9 15 6 0 21 9 9 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 433# 287# 39PLF 177PLF 215PLF 2 610.94" Wall N/A 3.50" 1147# 1147# 626PLF 235PLF 860PLF 3 21'0.31" Wall N/A 1.50" 449# 453# 248PLF 92PLF 340PLF Design spans 510.94" 15'1.38" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.' Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 1595.'# 5645.'# 28% 5.91' Total load 100% Shear 660.# 1620.# 40% 5.91' Total load 100% End Reaction 453.# 1190.# 38% 21.03' Dead load Int.Reaction 1146.# 27504 41% 5.91' Dead load LL Deflection 0.0756" 0.3779" U999+ 14.22' Even Spans 100% TL Deflection 0.1027" 0.7557" U999+ 14.22' Even Spans 100% Control: Max Int.React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989.2005 by Keymark Enterprises,U.C.ALL RIGHTS RESERVED. Y rrmnrnnca uc Passing is defined as when the member,floor foist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuildstruchue-2204] 0604220-Level 8 5-2-06 IanBeamEngine 4.413j 1:46p1n Materials Database 507 97 of 105 Member Data Description:CalcA81 d Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 0' 4.63" 0 121 100% Point PLF 0' 4.63" 215 80 100% 5 3 9 15 6 0 r 20 9 9 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 402# 279# 40PLF 171PLF 210PLF 2 4'10.94" Wall NIA 3.50" 11764 1176# 642PLF 241PLF 882PLF 3 20'0.31" Wall N/A 1.50" 447# 449# 246PLF 92PLF 337PLF Design spans 4'10.94" 15'1.38" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.' Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 1635.'# 5645.'# 28% 4.91' Total load 100% Shear 862.# 1620.# 40% 4.91' Total load 100% End Reaction 449.# 1190.# 37% 20.03' Dead load Int.Reaction 1175.# 27504 42% 4.91' Dead load LL Deflection 0.0729" 0.3779" U999+ 13.22' Even Spans 100% TL Deflection 0.0994" 0.7557" U999+ 13.22' Even Spans 100% Control: Max Int.React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners im" Copyright(C)1989-2005 by Keymark Enterprises,I.I.C.ALL RIGHTS RESERVED. t"rtPP"tSCA 11C Passing is defined as whon the member,Floor joist,beam or girder,drown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild Structure—2.204j 0604220-Level 8 5-2-06 kmBeamEngine 4.413j Materials Database 507 1:46pin 96 of 105 Member Data Description:CalcA81 c Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 0' 4.63" 0 121 100% Point PLF Or 4.63" 252 95 100% 4 3 9 15 6 0 i 19 9 9 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 335# 236# 21 PLF 157PLF 177PLF 2 3'10.94" Wall N/A 3.50" 12434 12434 678PLF 255PLF 932PLF 3 19'0.31" Wall N/A 1.50" 443# 444# 243PLF 91PLF 333PLF Design spans 310.94" 15'1.38" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 1692.'# 5645.'# 29% 3.91' Total load 100% Shear 666.# 1620.# 41% 3.91' Total load 100% End Reaction 444.# 11904 37% 19.03' Dead load Int.Reaction 12424 2750.# 45% 3.91' Dead load LL Deflection -0.0220" 0.0978" L/999+ 2.35' Even Spans 100% TL Deflection -0.0294" 0.1956" U999+ 2.35' Even Spans 100% Control: Max Int.React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)108 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrmacnnea uc n `Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design fessional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild Structure"2.2041 0604220-Level 8 5-2-06 kmBeamEngule 4.413] 1:46pm Materials Database 507 95 of 105 Member Data Description: CalcA81b Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 0' 4.63" 0 121 100% Point PLF 0' 4.63" 290 109 100% 3 3 9 15 6 0 18 9 9 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 192# 117# -40PLF 128PLF 88PLF 2 2'10.94" Wall N/A 3.50" 1386# 1386# 756PLF 284PLF 1039PLF 3 18'0.31" Wall N/A 1.50" 438# 438# 239PLF 90PLF 329PLF Design spans 2'10.94" 15'1.38" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32:' along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 1768.'# 5645.'# 31% 2.91' Total load 100% Shear 713.# 1620.# 44% 2.9' Total load 100% End Reaction 438.# 1190.# 36% 18.03' Dead load Int.Reaction 1385.# 2750.# 50% 2.91' Dead load LL Deflection -0.0219" 0.0728" U999+ 1.75' Even Spans 100% TL Deflection -0.0295" 0.1456" U999+ 1.75' Even Spans 100% Control: Max Int.React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrrrxsearcea u.c Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation according to the manufacturer's specifications. JI KeyBuild StructureTDf 2.204j 0604220-Level 8 5-2-06 ktnBeamEngine 4.413j 1:46 In Materials Database 507 p 94 of 105 Member Data Description: CalcA81a Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) Or 4.63" 0 121 100% Point PLF 0' 4.63" 306 115 100% 2 9 7 15 6 0 18 3 7 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 2'4.81" Wall N/A 3.50" 745# 745# 407PLF 153PLF 559PLF 2 17'6.19" Wall N/A 1.50" 541# 551# 303PLF 111PLF 413PLF Design spans 2'4.81"(left cant) 15'1.38" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2065.'# 5645.'# 36% 9.96' Even Spans 100% Shear 568.# 1620.# 35% 2.4' Total load 100% Cant.Shear,Lt 175.# 1620.# 10% 2.39' Odd Spans 100% End Reaction 550.# 1190.# 46% 17.52' Dead load Int. Reaction 744.# 2750.# 27% 2.4' Dead load LL Deflection 0.1314" 0.3779" U999+ 9.96' Even Spans 100% TL Deflection 0.1776" 0.7557" U999+ 9.96' Even Spans 100% LL Defl.,Lt. -0.0470" 0.2000" 2U999+ 0' Even Spans 100% TL Defl.,Lt. -0.0626" 0.2402" 2U920 0' Even Spans 100% Control: Max End React. Left cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)198&2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. [Ni[RPPLSCA LLC Passing is defined as when the member,Floor joist,beam or girder,shown on this revving meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design professions as required for approval.This design assumes product installation ccording to the manufacturer's specifications. KeyBuild Structure—2.204] 0604220-Level 8 5-2-06 krnBealnEngine 4.413j m 1:46 Materials Database 507 1:46p in of 105 Member Data Description:CalcA80 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 0' 4.63" 0 121 100% Point PLF 0' 4.63" 306 115 100% 2 5 3 15 6 0 1711 3 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 2'0.56" Wall N/A 3.50" 715# 715# 390PLF 147PLF 536PLF 2 17'1.94" Wall N/A 1.50" 545# 552# 303PLF 112PLF 414PLF Design spans 2'0.56"(left cant) 15'1.38" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2073.'# 5645.'# 36% 9.6' Even Spans 100% Shear 564.# 16204 34% 2.05' Total load 100% Cant.Shear,Lt 149.# 1620.# 9% 2.04' Odd Spans 100% End Reaction 551.# 1190.# 46% 17.16' Dead load Int.Reaction 714.# 2750.# 25% 2.05' Dead load LL Deflection 0.1314" 0.3779" L/999+ 9.6' Even Spans 100% TL Deflection 0.1785" 0.7557" U999+ 9.6' Even Spans 100% LL Defl.,Lt. -0.0400" 0.2000" 2U999+ 0' Even Spans 100% TL Defl.,Lt. -0.0538" 0.2045" 2L/912 0' Even Spans 100% Control: Max End React. Left cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)198 9-200.5 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rnrznrna+rs us *Passing is defined as when the member,Boor gist,beam or girder,shown on this rawing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofassional as required for approval.This design assumes product installation ccoriling to the manufacturer's specifications. KeyBuild Structure—2.204] 0604220-Level 8 5-2-06 IanBeamEngine 4.413] 1:46 m Materials Database 507 p 92 of 105 Member Data Description: CaICA79b Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live,L/240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) Or 4.63" 0 121 100% Point PLF Or 4.63" 306 115 100% 2 711 15 6 0 18 1 11 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 2'3.00" Wall N/A 3.50" 732# 732# 400PLF 150PLF 549PLF 2 17'4.38" Wall N/A 1.50" 542# 551# 303PLF 111PLF 414PLF Design spans 2'3.00"(left cant) 15'1.38" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.*" Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2069.'# 5645.'# 36% 9.81' Even Spans 100% Shear 5674 1620.# 34% 2.25' Total load 100% Cant.Shear,Lt 164.# 16204 10% 2.24' Total load 100% End Reaction 5514 11904 46% 17.37' Dead load Int.Reaction 732.# 2750.# 26% 2.25' Dead load LL Deflection 0.1314" 0.3779" U999+ 9.81' Even Spans 100% TL Deflection 0.1780" 0.7557" U999+ 9.81' Even Spans 100% LL Defl.,Lt. -0.0441" 0.2000" 2U999+ 0' Even Spans 100% TL Defl.,Lt. -0.0589" 0.2253" 2U917 0' Even Spans 100% Control: Max End React. Left cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. `Passing is defined as when the member,Floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation . according to the manufacturer's specifications. KeyBuild smlcturer"2.204j 0604220-Level 8 5-2-06 kinBemnEngine 4,413] Materials Database 507 1:46prn 91 of 105 Member Data Description: CalcA79a Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection:Glued &Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 0' 4.63" 0 121 100% 2 213 15 6 0 17 813 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 1'10.19" Wall NIA 3.50" 699# 699# 381PLF 143PLF 524PLF 2 16'11.56" Wall N/A 1.50" 546# 552# 303PLF 112PLF 414PLF Design spans 1'10.19"(left cant) 161-38" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32," along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2077.'# 5645.'# 36% 9.41' Even Spans 100% Shear 562.# 1620.# 34% 1.85' Total load 100% Cant.Shear,Lt 135.# 1620.# 8% 1.84' Total load 100% End Reaction 552.# 1190.# 46% 16.96' Dead load Int.Reaction 698.# 2750.# 25% 1.85' Dead load LL Deflection 0.1314" 0.3779" U999+ 9.41' Even Spans 100% TL Deflection 0.1788" 0.7557" U999+ 9.41' Even Spans 100% LL Defl.,Lt. -0.0362" 0.2000" 2U999+ 0' Even Spans 100% TL Defl.,Lt. -0.0488" 0.2000" 2U908 0' Even Spans 100% Control: Max End React. Left Cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners IrCopyright(C)1989.2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrmrtevnes,uc Passing is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design focfessional as required for approval.This design assumes product installation ording to the manufacturer's specifications. KeyBuild Structure-2.204j 0604220-Level 8 5-2-06 krnBeantEngine 4.413j Materials Database 507 1:46pm 90 of 105 Member Data Description: CalcA78 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename: UNKNOWN 777 2 1 7 15 6 0 i r i 17 7 7 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 1'8.81" Wall N/A 3.50" 517# 517# 376PLF 141PLF 517PLF 2 16'10.19" Wall N/A 1.50" 411# 415# 303PLF 112PLF 415PLF Design spans 1'8.81"(left cant) 15'1.38" Product:14"LPI-32 12.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 1559.'# 5645.'# 27% 9.29' Even Spans 100% Shear 421.# 1620.# 25% 1.73' Total load 100% Cant. Shear,Lt 95.# 1620.# 5% 1.72' Total load 100% End Reaction 414.# 1190.# 34% 16.85' Dead load Int.Reaction 517.# 2750.# 18% 1.73' Dead load LL Deflection 0.1004" 0.3779" U999+ 9.29' Even Spans 100% TL Deflection 0.1369" 0.7557" L/999+ 9.29' Even Spans 100% LL Defl.,Lt. -0.0261" 0.2000" 21-1999+ 0' Even Spans 100% TL Defl.,Lt. -0.0354" 0.2000" 2U999+ 0' Even Spans 100% Control: Max End React. Left cantilever allowable shear is for joist only All product names are trademarks of their respective owners *. Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. "00*. nmxvu ra iu 'Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spars fisted on this sheet.The design must be reviewed by a qualified designer or design I cofesi onaI as required for approval.This design assumes product installation ording to the manufacturer's specifications. KeyBuild Structure*"2.204] 0604220-Level 8 5-2-06 IanBeaniEngine 4.413j Materials Database 507 1:46ptn 89 of 105 Member Data Description: CalcA77 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename: UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 19' 10.13" 350 405 115% Point PLF 19' 10.13" 36 13 100% 20 212 20 212 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.75" 714# 714# OPLF 390PLF 146PLF 536PLF 2 19'5.50" Wall N/A 1.75" 1787# 1787# 350PLF 426PLF 565PLF 1340PLF Design spans 19'5.50" Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks" NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 3471.'# 8360.'# 41% 9.73' Total load 100% Shear 7134 1710.# 41% 19.46' Total load 100% End Reaction 713.# 1550.# 46% 0' Dead load LL Deflection 0.2263" 0.4865" U999+ 9.73' Total load 100% TL Deflection 0.3112" 0.9729" U750 9.73' Total load 100% Control: LL Deflection Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective ovmers Copyright(C)1989-2105 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED, I r"resesnex ra.c 'Passing is defined as when the member,floorjoist,beam or girder,sha on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. - KeyBuild StructureT-2204j 0604220-Level 8 5-2-06 kmBeaniEngine 4.413j Materials Database 507 1:46pm 88 of 105 Member Data Description: CalcA76 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename: UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 5' 3.13" 350 405 115% Point PLF 5' 3.13" 36 13 100% 5 712 r i J 5 712 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Girder N/A N/A 183# 183# OPLF 100PLF 38PLF 137PLF 2 411.62" Wall N/A 1.75" 1256# 1256# 350PLF 136PLF 457PLF 942PLF Design spans 4'11.62" Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks' NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 226.'# 8360.'# 2% 2.48' Total load 100% Shear 182.# 1710.# 10% 4.97' Total load 100% End Reaction 1824 1550.# 11% 4.97' Dead load LL Deflection 0.0030" 0.1242" U999+ 2.48' Total load 100% TL Deflection 0.0041" 0.2484" U999+ 2.48' Total load 100% Control: Max End React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)198 9-200.5 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. r"rrscnrses,uc Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation ccording to the manufacturers specifications. xeysuild structure-r-2.204j 0604220-Level 8 5-2-06 10nBeamEngine 4.413j Materials Database 507 1:46pm 87 of 105 Member Data Description: CalcA75 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 5 712 0 1 9 5 9 5 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Girder N/A N/A 197# 197# 108PLF 41PLF 148PLF 2 64.25" Wall N/A 3.50" 207# 207# 113PLF 43PLF 155PLF Design spans 64.25" 0'1.56"(right cant) Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks.*' Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 263.'# 8360.'# 3% 2.68' Odd Spans 100% Shear 1964 17104 11% 0' Odd Spans 100% Cant.Shear, Rt 101 1710.# 0% 5.35' Even Spans 100% Int.Reaction 206.# 3020.# 6% 5.35' Dead load LL Deflection 0.0036" 0.1339" U999+ 2.68' Odd Spans 100% TL Deflection 0.0050" 0.2677" U999+ 2.68' Odd Spans 100% LL Defl.,Rt. 0.0010" 0.2000" 2U999+ 5.49' Odd Spans 100% TL Defl.,Rt. 0.0010" 0.2000" 2U999+ 5.49' Odd Spans 100% Control: Shear Right cantilever allowable shear is for joist only Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989-20D5 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED, r rrrraavwsravu 'Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBudd Structure—2.204j 0604220-Level 8 5-2-06 kinBeamEngine 4.413j Materials Database 507 1:46pin 86 of 105 Member Data Description: CalcA74 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename: UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 5' 9.94" 0 122 100% 629 629 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Girder N/A N/A 203# 203# 111 PLF 42PLF 153PLF 2 5'6.44" Wall N/A 1.75" 366# 366# 111PLF 164PLF 275PLF Design spans 5'6.44" Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks.*" NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 281.'# 8360.'# 3% 2.77' Total load 100% Shear 2034 1710.# 11% 5.54' Total load 100% End Reaction 203.# 1550.# 13% 5.54' Dead load LL Deflection 0.0040" 0.1384" L/999+ 2.77' Total load 100% TL Deflection 0.0054" 0.2768" L/999+ 2.77' Total load 100% Control: Max End React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rivrcarcnea r.0 'Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. KeyBudd Structure-2.2041 0604220-Level 8 5-2-06 kinfleariEngine 4.413j Materials Database 507 1:46pm 85 of 105 Member Data Description: CalcA73 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live,L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename: UNKNOWN 7. 77 5 0 8 i 5 O 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.75" 161# 161# 88PLF 33PLF 121PLF 2 4'4.38" Girder N/A N/A 161# 161# 88PLF 33PLF 121PLF Design spans 4'4.38" Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks.*' Allowable Stress Design Actual Allowable Capacity Location Loading Moment 175.'# 8360.'# 2% 2.18' Total load 100% Shear 160.# 1710.# 9% 0' Total load 100% End Reaction 160.# 1550.# 10% 0' Dead load LL Deflection 0.0022" 0.1091" U999+ 2.18' Total load 100% TL Deflection 0.0030" 0.2182" U999+ 2.18' Total load 100% Control: Max End React. Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners I Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. 100" rxarmsrx"i—n —Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccoMing to the manufacturer's specifications. xeysudd structureT'"2.204j 0604220-Level 8 5-2-06 krnBeamEngine 4.413j Materials Database 507 1:46pm 84 of 105 Member Data Description:CalcA72 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued& Nailed DOL: 100% Filename: UNKNOWN 2 1 7 15 6 0 17 7 7 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 V8.81" Wall N/A 3.50" 689# 689# 376PLF 141PLF 517PLF 2 16'10.19" Wall N/A 1.50" 547# 553# 303PLF 112PLF 415PLF Design spans 1'8.81"(left cant) 15'1.38" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2079.'# 5645.'# 36% 9.29' Even Spans 100% Shear 5624 1620.# 34% 1.73' Total load 100% Cant.Shear,Lt 1264 16204 7% 1.72' Total load 100% End Reaction 552.# 1190.# 46% 16.85' Dead load Int.Reaction 689.# 2750.# 25% 1.73' Dead load LL Deflection 0.1314" 0.3779" U999+ 9.29' Even Spans 100% TL Deflection 0.1791" 0.7557" U999+ 9.29' Even Spans 100% LL Defl.,Lt. -0.0339" 0.2000" 2U999+ 0' Even Spans 100% TL Defl.,Lt. -0.0459" 0.2000" 2U906 0' Even Spans 100% Control: Max End React. Left cantilever allowable shear is for joist only All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. ermnruse3 uc 'Passing is defined as%itm the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild structure—2.204j 0604220-Level 8 klnBeanaEngine 4.413j 5-2-06 Materials Database 507 1:46pm 83 of 105 Member Data Description: CalcA71 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename: UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 0' 4.63" 0 121 100% 2 313 15 6 0 17 913 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 1'11.19" Wall N/A 3.50" 529# 529# 385PLF 145PLF 529PLF 2 17'0.56" Wall N/A 1.50" 409# 414# 303PLF 112PLF 414PLF Design spans 111.19"(left cant) 15'1.38" Product:14"LPI-32 12.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 1557.'# 5645.'# 27% 9.49' Even Spans 100% Shear 422.# 1620.# 26% 1.93' Total load 100% Cant.Shear,Lt 1064 1620.# 6% 1.92' Total load 100% End Reaction 414.# 11904 34% 17.05' Dead load Int.Reaction 529.# 2750.# 19% 1.93' Dead load LL Deflection 0.1004" 0.3779" U999+ 9.49' Even Spans 100% TL Deflection 0.1366" 0.7557" U999+ 9.49' Even Spans 100% LL Defl.,Lt. -0.0291" 0.2000" 2U999+ 0' Even Spans 100% TL Defl.,Lt. -0.0392" 0.2000" 2U999+ 0' Even Spans 100% Control: Max End React. Left cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners M Copyright(C)19884005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. em..nvu+ea.rc" Passing is defined as when the member,tloorjoist,beam or girder,shown on this rawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. KeyBuild Structure—2.204j 0604220-LeveI 8 5-2-06 kmBeamEngine 4.413j Materials Database 507 1:46pm 82 of 105 Member Data Description: CalcA70 Member Type: Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued& Nailed DOL: 100% Filename: UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 0' 4.63" 0 121 100% Point PLF 0' 4.63" 316 119 100% 2 615 15 6 0 18 015 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 2'2.31" Wall N/A 3.50" 727# 727# 397PLF 149PLF 546PLF 2 17'3.69" Wall N/A 1.50" 543# 552# 303PLF 111PLF 414PLF Design spans 2'2.31"(left cant) 15'1.38" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks' Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2070.'# 5645.'# 36% 9.75' Even Spans 100% Shear 566.# 1620.# 34% 2.19' Total load 100% Cant.Shear,Lt 1604 1620.# 9% 2.18' Total load 100% End Reaction 551.# 1190.# 46% 17.31' Dead load Int.Reaction 727.# 27504 26% 2.19' Dead load LL Deflection 0.1314" 0.3779" U999+ 9.75' Even Spans 100% TL Deflection 0.1781" 0.7557" U999+ 9.75' Even Spans 100% LL Defl.,Lt. -0.0429" 02000" 2U999+ 0' Even Spans 100% TL Defl.,Lt. -0.0575" 0.2194" 2U915 0' Even Spans 100% Control: Max End React. Left cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1909-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. [HrtFPpt4[ALLC- 'Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. Keyauild Structure—2.2041 0604220-Level 8 5-2-06 IanBeamEngute 4,413j Materials Database 507 1:46pm 81 of 105 Member Data Description: CalcA69 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename: UNKNOWN Iss 411 9 i i 411 9 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 U0.00" Girder N/A N!A 167# 167# 91 PLF 34PLF 125PLF 2 4'6.31" Girder N/A N/A 167# 167# 91 PLF 34PLF 125PLF Design spans 4'6.31" Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks.** Allowable Stress Design Actual Allowable Capacity Location Loading Moment 188.'# 8360.'# 2% 2.26' Total load 100% Shear 166.# 17104 9% 4.53' Total load 100% LL Deflection 0.0024" 0.1132" L/999+ 2.26' Total load 100% TL Deflection 0.0033" 0.2264" L/999+ 2.26' Total load 100% Control: Shear Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989.2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED, rn�rcevcrrr�,- 'Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuaa structurerm 2.204] 0604220-Level 8 5-2-06 ktnBeatnEngine 4.413j 1:46pn Materials Database 507 80 of 105 Member Data Description: CalcA68 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live,L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 4' 9.13" 36 99 100% Point PLF 4' 9.13" 350 320 115% 5 1 12 5 1 12 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Girder N/A N/A 164# 164# OPLF 90PLF 34PLF 123PLF 2 4'5.62" Wall N/A 1.75" 1237# 1237# 350PLF 126PLF 453PLF 928PLF Design spans 4'5.62" Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks." NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 183.'# 8360.'# 2% 2.23' Total load 100% Shear 164.# 1710.# 9% 0' Total load 100% End Reaction 164.# 1550.# 10% 4.47' Dead load LL Deflection 0.0023" 0.1117" U999+ 2.23' Total load 100% TL Deflection 0.0032" 0.2234" U999+ 2.23' Total load 100% Control: Max End React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)ING-200.5 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rKrxnrw.+ea,uc Passing is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation iccording to the manufacturer's specifications. KeyBuild Structure—2.204j 0604220-Level 8 5-2-06 ktnBeautEngine 4.413j Materials Database 507 1:46pn1 79 of 105 Member Data Description: CalcA67 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 2011 8 i 2011 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.75" 741# 741# 404PLF 152PLF 556PLF 2 20'2.25" Wall N/A 1.75" 741# 741# 404PLF 152PLF 556PLF Design spans 20'2.25" Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks." Allowable Stress Design Actual Allowable Capacity Location Loading Moment 3736.'# 8360.'# 44% 10.09' Total load 100% Shear 7404 17104 43% 0' Total load 100% End Reaction 7404 1550.# 47% 0' Dead load LL Deflection 0.2595" 0.5047" U933 10.09' Total load 100% TL Deflection 0.3568" 1.0094" U678 10.09' Total load 100% Control: LL Deflection All product names are trademarks of their respective owners Copyright(C)108 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED, emcsesnes r.r.c n `Passing is defined as when the member,floor joist,beam or girder,shown on this swing meats applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation ccording to the manufacturers specifications. KeyBuddStructure—2.204] 0604220-Level 8 5-2-06 krnBeamEngine 4.413j Materials Database 507 1:46pin 78 of 105 Member Data Description: CaICA66 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 0' 4.63" 0 121 100% Point PLF Or 4.63" 168 63 100% 77777 -=T - 668 1560 i 22 0 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 437# 285# 37PLF 178PLF 214PLF 2 6'1.88" Wall N/A 3.50" 11444 11444 624PLF 234PLF 858PLF 3 21'3.25" Wall N/A 1.50" 450# 454# 249PLF 92PLF 341PLF Design spans 6'1.88" 15'1.38" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.' Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 1589.'# 5645.'# 28% 6.15' Total load 100% Shear 659.# 1620.# 40% 6.15' Total load 100% End Reaction 454.# 1190.# 38% 21.27' Dead load Int.Reaction 11434 2750.# 41% 6.15' Dead load LL Deflection 0.0762" 0.3779" U999+ 14.47' Even Spans 100% TL Deflection 0.1034" 0.7557" U999+ 14.47' Even Spans 100% Control: Max Int.React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rnaxvu ra•�,• 'Passing is defined as Men the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild Structure—2.204j 0604220-Level 8 5-2-06 kinBeainEngine 4.413j 1:46 m Materials Database 507 p 77 of 105 Member Data Description: CalcA65 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF Or 4.63" 36 99 100% 7 212 15 6 0 22 812 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 201# 354# 163PLF 104PLF 266PLF 2 6'10.12" Wall N/A 3.50" 1140# 1140# 622PLF 234PLF 855PLF 3 21'11.50" Wall N/A 1.50" 450# 457# 251PLF 93PLF 343PLF Design spans 6'10.12" 15'1.38" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32:' along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 1575.'# 5645.'# 27% 6.84' Total load 100% Shear 658.# 1620.# 40% 6.84' Total load 100% End Reaction 456.# 1190.# 38% 21.96' Dead load Int.Reaction 11401 2750.# 41% 6.84' Dead load LL Deflection 0.0779" 0.3779" U999+ 15.16' Even Spans 100% TL Deflection 0.1053" 0.7557" U999+ 15.16' Even Spans 100% Control: Max Int.React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)19892005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrcnsvnues,iu Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation . ccording to the manufacturers specifications. ' Keysuild struetureT'2204j 0604220-Level 8 5-2-06 ktnBearnEngine 4.413j Materials Database 507 1:46pm 76 of 105 Member Data Description:CalcA64 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued& Nailed DOL: 100% Filename: UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) Or 4.63" 0 121 100% Point PLF 0' 4.63" 306 115 100% 2 615 15 6 0 18 015 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 2'2.31" Wall N/A 3.50" 727# 727# 397PLF 149PLF 545PLF 2 17'3.69" Wall N/A 1.50" 543# 552# 303PLF 111 PLF 414PLF Design spans 2'2.31"(left cant) 15'1.38" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32:' along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2070.'# 5645.'# 36% 9.75' Even Spans 100% Shear 5664 1620.# 34% 2.19' Total load 100% Cant.Shear,Lt 1604 1620.# 9% 2.18' Odd Spans 100% End Reaction 5514 11904 46% 17.31' Dead load Int.Reaction 727.# 27504 26% 2.19' Dead load LL Deflection 0.1314" 0.3779" L/999+ 9.75' Even Spans 100% TL Deflection 0.1781" 0.7557" L/999+ 9.75' Even Spans 100% LL Defl.,Lt. -0.0428" 0.2000" 2L/999+ 0' Even Spans 100% TL Defl. Lt. -0.0574" 0.2191" 2L/915 0' Even Spans 100% Control: Max End React. Left cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. [IVR."VPL9rA W.0 n Passing is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications.' KeyBuila structure—2.204] 0604220-Level S 5-2-06 klnl3eamEngine 4.413j 1:46pm Materials Database 507 75 of 105 Member Data Description: CalcA63 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 0' 4.63" 0 121 100% 2 313 15 6 0 17 913 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead_ Total 1 1'11.19" Wall N/A 3.50" 705# 705# 385PLF 145PLF 529PLF 2 17'0.56" Wall N/A 1.50" 546# 552# 303PLF 112PLF 414PLF Design spans 111.19"(left cant) 15'1.38" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2075.'# 5645.'# 36% 9.49' Even Spans 100% Shear 563.# 1620.# 34% 1.93' Total load 100% Cant.Shear,Lt 141.# 1620.# 8% 1.92' Total load 100% End Reaction 5521 11904 46% 17.05' Dead load Int.Reaction 705.# 2750.# 25% 1.93' Dead load LL Deflection 0.1314" 0.3779" U999+ 9.49' Even Spans 100% TL Deflection 0.1787" 0.7557" L/999+ 9.49' Even Spans 100% LL Defl.,Lt. -0.0378" 0.2000" 2U999+ 0' Even Spans 100% TL Defl.,Lt. -0.0509" 0.2000" 2U910 0' Even Spans 100% Control: Max End React. Left cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. [M[RVYaCA LrL 'Passing is defined as when the member,Floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild Structure—2.204j 0604220-Level 8 5-2-06 klnBeatnEngine 4.413j Materials Database 507 1:46pm 74 of 105 Member Data Description: CalcA62 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued &Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 0' 4.63" 0 121 100% Point(PLF) 3' 3.31" 53 20 100% Point PLF 3' 3.31" 0 85 100% 2 213 1 0 8 14 5 8 17 813 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 287# 288# 122PLF 166PLF 288PLF 2 1'10.19" Wall N/A 3.50" -1464# -1518# -1119PLF -400PLF -1518PLF 3 2'10.69" Wall N/A 3.50" 2094# 2105# 1472PLF 633PLF 2105PLF 4 16'11.56" Wall N/A 1.50" 297# 297# 216PLF 81PLF 297PLF Design spans 1110.19" V0.50" 14'0.88" Product:14"LPI-32 12.0"O.C. Component Member Design has Passed Design Checks" Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Review uplift reaction force at bearing 2 and ensure that the structure can resist 15171b reaction appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 1276.'# 5645.'# 22% 2.89' Adjacent 2 100% Shear 1467.# 16204 90% 2.88' Adjacent 2 100% End Reaction 296.# 11904 24% 16.96' Dead load Int.Reaction 1945.# 2750.# 70% 2.89' Dead load LL Deflection -0.0126" 0.0260" U993 2.47' Odd Spans 100% TL Deflection -0.0173" 0.0521" U724 2.47' Odd Spans 100% Control: Shear Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. I rrcnawnra„�" **Passing is defined as when the member,floor joist,beam a dawn on a on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessionaI as required for approval.This design assumes product installation ccording to the manufacturer s specifications. KeyBuild Structure—2.204j 0604220-Level 8 5-2-06 krnBeavaEngine 4.413j Materials Database 507 1:46pm 73 of 105 Member Data Description: CalcA61 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued& Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 40' 4.13" 350 419 115% Point PLF 40' 4.13" 36 0 100% 20 812 20 O O 40 812 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.75" 566# 628# OPLF 356PLF 116PLF 471PLF 2 20'4.12" Wall N/A 3.50" 1832# 1832# OPLF 1000PLF 375PLF 1374PLF 3 39'11.50" Wall N/A 1.75" 1606# 1678# 350PLF 380PLF 528PLF 1258PLF Design spans 20'4.12" 19'7.38" Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 3663.'# 8360.'# 43% 20.34' Total load 100% Shear 9254 17104 54% 20.33' Total load 100% End Reaction 628.# 1550.# 40% 0' Dead load Int.Reaction 1832.# 3020.# 60% 20.34' Dead load LL Deflection 0.1858" 0.5086" U999+ 9.15' Odd Spans 100% TL Deflection 0.2292" 1.0172" U999+ 9.15' Odd Spans 100% Control: Max Int.React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. t"IIRPMCA LLC,+ 'Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design tessional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBudd structure"'"2.204j 0604220-Level 8 5-2-06 InnBeainEngine 4.41 3j Materials Database 507 1:46pin 72 of 105 Member Data Description: CalcA60 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 3' 1.94" 53 20 100% Point PLF 3' 1.94" 0 85 100% 2 1 7 1 0 8 14 5 8 i 17 7 7 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 177# 178# 130PLF 49PLF 178PLF 2 1'8.81" Wall N/A 3.50" -1493# -1542# -1135PLF -407PLF -1542PLF 3 2'9.31" Wall N/A 3.50" 2105# 2115# 1478PLF 637PLF 2115PLF 4 16'10.19" Wall N/A 1.50" 297# 297# 216PLF 81PLF 297PLF Design spans 1'8.81" 1'0.50" 14'0.88" Product:14"LPI-32 12.0"O.C. Component Member Design has Passed Design Checks.' Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Review uplift reaction force at bearing 2 and ensure that the structure can resist 1541 lb reaction appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 1276.'# 5645.'# 22% 2.78' Adjacent 2 100% Shear 14774 16204 91% 2.77' Adjacent 2100% End Reaction 296.9 11904 24% 16.85' Dead load Int.Reaction 1955.# 2750.# 71% 2.78' Dead load LL Deflection -0.0125" 0.0260" L/999+ 2.36' Odd Spans 100% TL Deflection -0.0171" 0.0521" 0730 2.36' Odd Spans 100% Control: Shear Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners r Copyright(C)198 9-2005 by Keymark Enterprises,I.I.C.ALL RIGHTS RESERVED. rrmnvwses.uc,• 'Passing is defined as when the member,floor joist,beam or girder,shown on this rawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation according to the manufacturer's specifications. xeyBnild Structure=-2.204j 0604220-Level 8 5-2-06 kmBeainEngine 4.413j Materials Database 507 1:46pm 71 of 105 Member Data Description: CalcA59 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 0' 4.63" 53 105 100% Point(PLF) 17' 7.38" 350 405 115% Point PLF 17' 7.38" 36 13 100% 18 O O 18 O O Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.75" 844# 844# OPLF 398PLF 235PLF 633PLF 2 17'2.75" Wall N/A 1.75" 1705# 1705# 350PLF 381 PLF 549PLF 1279PLF Design spans 17'2.75" Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks.' NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2721.'# 8360.'# 32% 8.61' Total load 100% Shear 6324 1710.# 36% 17.23' Total load 100% End Reaction 6324 15504 40% 0' Dead load LL Deflection 0.1448" 0.4307" L/999+ 8.61' Total load 100% TL Deflection 0.1990" 0.8615" L/999+ 8.61' Total load 100% Control: Max End React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. i rsrzsrnnes uc n 'Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheaf.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild sttucturC-2.204j 0604220-Level 8 kniBeamEngure 4.413j 5-2-06 Materials Database 507 1:46p1n 70 of 105 Member Data Description:CalcA58 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename: UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 0' 4.63" 36 99 100% Point PLF 22' 6.88" 50 104 100% A[ 777 14 5 8 8 6 0 2211 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 599# 610# 273PLF 185PLF 458PLF 2 14'0.88" Wall N/A 3.50" 1081# 1081# 590PLF 221PLF 811PLF 3 22'2.25" Wall N/A 1.50" 334# 437# 198PLF 131PLF 328PLF Design spans 14'0.88" 8'1.38" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 1372.'# 5645.'# 24% 14.07' Total load 100% Shear 613.# 1620.# 37% 14.06' Total load 100% End Reaction 4304 1190.# 36% or Dead load Int.Reaction 1080.# 2750.# 39% 14.07' Dead load LL Deflection 0.0644" 0.3518" U999+ 6.33' Odd Spans 100% TL Deflection 0.0858" 0.7036" L/999+ 6.33' Odd Spans 100% Control: Max Int.React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners ,11110A"MurK n Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rnresranrx u< `Passing is defined as when the member,floorjoist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild structure—2.204j 0604220-Level 8 5-2-06 ktnBeamEngine 4.413j Materials Database 507 1:46pm 69 of 105 Member Data Description: CalcA57 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename: UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 10' 8.63" 0 85 100% =77 rm� 111 7 1 2 7 4 8 6 0 11 1 4 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 2'3.75" Wall N/A 3.50" 492# 492# 268PLF 101PLF 369PLF 2 10'5.12" Wall N/A 1.50" 388# 405# 163PLF 142PLF 304PLF Design spans 2'3.75"(left cant) 8'1.38" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.** Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 577.'# 5645.'# 10% 6.37' Even Spans 100% Shear 3224 1620.# 19% 2.31' Total load 100% Cant.Shear,Lt 1694 1620.# 10% 2.3' Total load 100% End Reaction 2914 1190.# 24% 10.43' Dead load Int.Reaction 4914 2750.# 17% 2.31' Dead load LL Deflection 0.0189" 0.2029" U999+ 6.37' Even Spans 100% TL Deflection 0.0246" 0.4057" U999+ 6.37' Even Spans 100% LL Defl.,Lt. -0.0070" 0.2000" 2L/999+ 0' Even Spans 100% TL Defl., Lt. -0.0086" 0.2312" 2U999+ 0' Even Spans 100% Control: Max End React. Left cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. Passing is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation ccordirg to th0 manufacturers specifications. KeyBuild Structure—2.204j 0604220-Level 8 5-2-06 krnBeamEngine 4.413j Materials Database 507 1:46pm 68 of 105 Member Data Description: CalcA56 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 0' 4.63" 0 85 100% Point PLF 15' 4.13" 405 152 100% A 777 15 812 15 812 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 663# 663# 300PLF 198PLF 497PLF 2 14'11.50" Wall N/A 1.50" 1292# 1292# 705PLF 265PLF 969PLF Design spans 14'11.50" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks" NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2051.'# 5645.'# 36% 7.48' Total load 100% Shear 5484 16204 33% 14.96' Total load 100% End Reaction 548.# 11904 46% 0' Dead load LL Deflection 0.1268" 0.3740" U999+ 7.48' Total load 100% TL Deflection 0.1743" 0.7479" L/999+ 7.48' Total load 100% Control: Max End React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners M . Copyright(C)198&2005 by Keymark Enterpnses,LLC.ALL RIGHTS RESERVED. r PImePNVPS rJC Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. KeyBuild Structure-2204j 0604220-Level 8 5-2-06 kinBeaniEngine 4.413j Materials Database 507 1:46pm 67 of 105 Member Data Description: CalcA55 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 0' 4.63" 350 405 115% Point PLF 17' 10.13" 356 111 100% 18 212 18 212 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1648# 1648# 350PLF 350PLF 537PLF 1236PLF 2 17'5.50" Wall N/A 1.50" 1264# 1264# OPLF 706PLF 243PLF 948PLF Design spans 17'5.50" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks" NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2794.'# 5645.'# 49% 8.73' Total load 100% Shear 6404 1620.# 39% 0' Total load 100% End Reaction 640.# 1190.# 53% 0' Dead load LL Deflection 0.2164" 0.4365" U967 8.73' Total load 100%d TL Deflection 0.2976" 0.8729" U703 8.73' Total load 100% Control: Max End React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. I [M1'![RPPLS[&LLC n 'Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. ' KeyBuild Structure—2.204j 0604220-Level 8 5-2-06 IcmBeamEngine 4.413] 1:46 pm Materials Database 507 p 66 of 105 Member Data Description: CalcA54 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection:Glued& Nailed DOL: 100% Filename: UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 0' 4.63" 350 405 115% Point PLF 18' 2.75" 357 110 100% 18 212 0 4 5 1871 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1662# 1662# 350PLF 357PLF 540PLF 1247PLF 2 17'10.12" Wall N/A 3.50" 1304# 1304# OPLF 729PLF 249PLF 978PLF Design spans 17'10.12" 0'4.31"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.' Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2918.'# 5645.'# 51% 8.92' Odd Spans 100% Shear 654.# 1620.# 40% 0' Odd Spans 100% Cant.Shear,Rt 26.# 1620.# 1% 17.84' Even Spans 100% End Reaction 654.# 1190.# 54% 0' Dead load Int.Reaction 681.# 27504 24% 17.84' Dead load LL Deflection 0.2338" 0.4461" U915 8.92' Odd Spans 100% TL Deflection 0.3213" 0.8922" U666 8.92' Odd Spans 100% LL Defl.,Rt. -0.0116" 0.2000" 2U745 18.2' Odd Spans 100% TL Defl., Rt. -0.0160" 0.2000" 2U542 18.2' Odd Spans 100% Control: Max End React. Right cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. V [n'rL"VAL"rA Llf- Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation cwrding to the manufacturer's specifications. KeyBuild Structure—2.204] 0604220-Level 8 5-2-06 kmBeamEngine 4.413] 1:46pm Materials Database 507 65 of 105 Member Data Description: CalcA53 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Live Dead Type (Description) Begin End Start End Start End DOL Point(PLF) 0' 4.63" 350 405 115% Point PLF 18' 2.75" 358 107 100% 18 212 1 1 2 19 314 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1660# 1661# 350PLF 357PLF 539PLF 1246PLF 2 17'10.12" Wall N/A 3.50" 1358# 1358# OPLF 761 PLF 258PLF 1019PLF Design spans 17'10.12" 1'1.12"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.*" Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2913.'# 5645.'# 51% 8.92' Odd Spans 100% Shear 656.# 1620.# 40% 17.83' Total load 100% Cant.Shear,Rt 804 1620.# 4% 17.84' Total load 100% End Reaction 654.# 11904 54% 0' Dead load Int. Reaction 7374 27504 26% 17.84' Dead load LL Deflection 0.2338" 0.4461" U915 8.92' Odd Spans 100% TL Deflection 0.3206" 0.8922" U667 8.92' Odd Spans 100% LL Defl., Rt. -0.0351" 0.2000" 2U745 18.94' Odd Spans 100% TL Defl.,Rt. -0.0481" 0.2000" 2U544 18.94' Odd Spans 100% Control: Max End React. Right cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rn-rcarw.acs uc Passing is defined as when the member,floor joisl,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation 1 - ccording to the manufacturer's specifications. KeyBuild Structurerm 2.204] 0604220-Level 8 5-2-06 kmBeamEngine 4.413] 1:46pin Materials Database 507 64 of 105 Member Data Description: CaICA52 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued &Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 0' 4.63" 350 405 115% Point PLF 18' 2.75" 358 107 100% 7 18 212 1 910 2006 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1655# 1660# 350PLF 357PLF 538PLF 1245PLF 2 17'10.12" Wall N/A 3.50" 1414# 1414# OPLF 792PLF 270PLF 1061PLF Design spans 17'10.12" 1'9.62"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.' Design requires lateral bracing every 32:' along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2902.'# 5645.'# 51% 8.92' Odd Spans 100% Shear 660.# 1620.# 40% 17.83' Total load 100% Cant.Shear,Rt 1324 1620.# 8% 17.84' Even Spans 100% End Reaction 6524 1190.# 54% 0' Dead load Int.Reaction 793.# 2750.# 28% 17.84' Dead load LL Deflection 0.2338" 0.4461" U915 8.92' Odd Spans 100% TL Deflection 0.3193" 0.8922" U670 8.92' Odd Spans 100% LL Defl.,Rt. -0.0580" 0.2000" 2U745 19.65' Odd Spans 100% TL Defl.,Rt. -0.0788" 0.2000" 2U549 19.65' Odd Spans 100% Control: Max End React. Right cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rmsnrxnea uc *Passing is defined as when the member,Floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. KeyBuild Structure—2.204] 0604220-Level 8 5-2-06 klnBealnEngine 4.413] 1:46pm Materials Database 507 63 of 105 Member Data Description: CalcA51 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 0' 4.63" 350 405 115% Point PLF 18' 2.75" 360 104 100% 18 212 2 5 9 20 8 5 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1650# 1659# 350PLF 357PLF 537PLF 1244PLF 2 17'10.12" Wall N/A 3.50" 1466# 1466# OPLF 822PLF 278PLF 1100PLF Design spans 17'10.12" 2'5.50"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.*" Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2888.'# 5645.'# 51% 8.92' Odd Spans 100% Shear 6664 1620.# 41% 17.83' Total load 100% Cant.Shear,Rt 180.# 1620.# 11% 17.84' Even Spans 100% End Reaction 6514 11904 54% 0' Dead load Int.Reaction 8474 2750.# 30% 17.84' Dead load LL Deflection 0.2338" 0.4461" U915 8.92' Odd Spans 100% TL Deflection 0.3174" 0.8922" U674 8.92' Odd Spans 100% LL Defl.,Rt. -0.0792" 0.2000" 2U745 20.3' Odd Spans 100% TL Defl.,Rt. -0.1064" 0.2461" 2U555 20.3' Odd Spans 100% Control: Max End React. Right cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrmarsnes,r.0 *Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design professional l as required for approval.This design assumes product installation according to the manufact urer's specifications. KeyBuild Structure—2.204] 0604220-Level 8 5-2-06 ktnBeatnEngine 4.413j 1:46pm Materials Database 507 62 of 105 Member Data Description: CalcA50 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, U240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 0' 4.63" 350 405 115% Point PLF 18' 2.75" 360 103 100% 18 212 3 011 21 3 7 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1643# 1657# 350PLF 357PLF 536PLF 1243PLF 2 17'10.12" Wall N/A 3.50" 1516# 1516# OPLF 850PLF 287PLF 1137PLF Design spans 1710.12" S0.69"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.' Design requires lateral bracing every 32:' along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2872.'# 5645.'# 50% 8.92' Odd Spans 100% Shear 6734 16204 41% 17.83' Total load 100% Cant.Shear,Rt 224.# 1620.# 13% 17.84' Total load 100% End Reaction 6494 1190.# 54% 0' Dead load Int.Reaction 8984 2750.# 32% 17.84' Dead load LL Deflection 0.2338" 0.4461" U915 8.92' Odd Spans 100% TL Deflection 0.3153" 0.8922" U679 8.92' Odd Spans 100% LL Defl.,Rt. -0.0984" 0.2000" 2U745 20.9' Odd Spans 100% TL Defl.,Rt. -0.1304" 0.3059" 2U562 20.9' Odd Spans 100% Control: Max End React. Right cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. k- rr.,>��ra�r 'Passing is defined as when the member,Floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design mfessional as required for approval.This design assumes product installation ccording to the manufacturers specifications. KeyBuild stmaureTm 2.204j 0604220-Level 8 5-2-06 kmBearnEngine 4.413] 1: Materials Database 507 61 of 10 of 10 5 Member Data Description: CalcA49 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued& Nailed DOL: 100% Filename: UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 0' 4.63" 350 405 115% Point PLF 18' 2.75" 360 103 100% 18 212 3 7 2 21 914 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1635# 1655# 350PLF 357PLF 534PLF 1241PLF 2 17'10.12" Wall N/A 3.50" 1562# 1562# OPLF 876PLF 297PLF 1172PLF Design spans 17'10.12" T7.12"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.*" Design requires lateral bracing every 32:' along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2854.'# 5645.'# 50% 8.92' Odd Spans 100% Shear 680.# 1620.# 41% 17.83' Total load 100% Cant.Shear,Rt 2634 1620.# 16% 17.84' Total load 100% End Reaction 647.# 11904 54% 0' Dead load Int.Reaction 944.# 2750.# 34% 17.84' Dead load LL Deflection 0.2338" 0.4461" U915 8.92' Odd Spans 100% TL Deflection 0.3129" 0.8922" U684 8.92' Odd Spans 100% LL Defl.,Rt. -0.1156" 0.2000" 2U745 21.44' Odd Spans 100% TL Defl.,Rt. -0.1508" 0.3592" 2U571 21.44' Odd Spans 100% Control: LL Defl.,Rt. Right cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. cHresvxnes,us 'Passing is defined as when the member,floor joist,beam or girder,shown on this cawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design fcolessional as required for approval.This design assumes product installation ording to the manufacturer's specifications. ' KeyBuild Structure—2.204] 0604220-Level 8 5-2-06 kmBeamEngine 4.413j 1:46pm Materials Database 507 60 of 105 Member Data Description: CalcA48 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection:Glued & Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 0' 4.63" 350 405 115% Point PLF 18' 2.75" 360 103 100% 18 212 4 011 22 37 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1628# 1653# 351PLF 357PLF 533PLF 1240PLF 2 17'10.12" Wall N/A 3.50" 1604# 1604# OPLF 898PLF 305PLF 1203PLF Design spans 17'10.12" 4'0.69"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.' Design requires lateral bracing every 32:' along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2836.'# 5645.'# 50% 8.92' Odd Spans 100% Shear 687.# 1620.# 42% 17.83' Total load 100% Cant.Shear,Rt 297.# 1620.# 18% 17.84' Total load 100% End Reaction 645.# 1190.# 54% 0' Dead load Int.Reaction 986.# 2750.# 35% 17.84' Dead load LL Deflection 0.2338" 0.4461" U915 8.92' Odd Spans 100% TL Deflection 0.3106" 0.8922" U689 8.92' Odd Spans 100% LL Defl,Rt. -0.1305" 0.2028" 2U745 21.9' Odd Spans 100% TL Defl. Rt. -0.1676" 0.4057" 2U580 21.9' Odd Spans 100% Control: LL Defl,Rt. Right cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners V Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. r"rxxvraces,uc *Passing efined as when the member,floor joist,beam or girder,shown on this applicable design criteria for Loads,Loading Conditions,and Spans heet.The design must be reviewed by a qualified designer or design s required for approval.This design assumes product installation he manufacturer's specifications. KeyBuild Structure—2.204] 0604220-Level 8 5-2-06 kmBeainEngine 4.413] 1:46pm Materials Database 507 59 of 105 Member Data Description: CalcA47 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 0' 4.63" 350 405 115% Point PLF 18' 2.75" 360 103 100% 18 212 4 5 6 22 8 2 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1621# 1651# 350PLF 357PLF 531 PLF 1238PLF 2 17'10.12" Wall N/A 3.50" 1639# 1639# OPLF 918PLF 312PLF 1230PLF Design spans 17'10.12" 4'5.38"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks' Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2820.'# 5645.'# 49% 8.92' Odd Spans 100% Shear 694.# 1620.# 42% 17.83' Total load 100% Cant.Shear,Rt 3261 1620.# 20% 17.84' Total load 100% End Reaction 643.# 11904 54% 0' Dead load Int.Reaction 10214 2750.# 37% 17.84' Dead load LL Deflection 0.2338" 0.4461" U915 8.92' Odd Spans 100% TL Deflection 0.3084" 0.8922" U694 8.92' Odd Spans 100% LL Defl.,Rt. -0.1432" 0.2225" 2U745 22.29' Odd Spans 100% TL Defl. Rt. -0.1810" 0.4449" 2U589 22.29' Odd Spans 100% Control: LL Defl.,Rt. Right cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)29892005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. jA rrmseawea r.0 Passing is defined as when the member,Floor joist,beam or girder,shown on this rawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation according to the manufacturers specifications. KeyBuild shnetLreTm 2.204] 0604220-Level 8 5-2-06 kmBeamEngine 4.413j 1:46pm Materials Database 507 58 of 105 Member Data Description: CalcA46 Member Type: Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 0' 4.63" 350 405 115% Point PLF 18' 2.75" 360 103 100% 18 2 12 4 710 2210 6 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall NIA 1.50" 1618# 1650# 350PLF 357PLF 531 PLF 1238PLF 2 17'10.12" Wall N/A 3.50" 1656# 1656# OPLF 927PLF 316PLF 1242PLF Design spans 17'10.12" 4'7.62"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2811.'# 5645.'# 49% 8.92' Odd Spans 100% Shear 698.# 16204 43% 17.83' Total load 100% Cant.Shear, Rt 340.# 1620.# 20% 17.84' Total load 100% End Reaction 6424 11904 53% 0' Dead load Int.Reaction 1038.# 2750.# 37% 17.84' Dead load LL Deflection 0.2338" 0.4461" U915 8.92' Odd Spans 100% TL Deflection 0.3072" 0.8922" U696 8.92' Odd Spans 100% LL Defl., Rt. -0.1491" 0.2317" 21_1745 22.48' Odd Spans 100% TL Defl.,Rt. -0.1870" 0.4635" 2U594 22.48' Odd Spans 100% Control: LL Defl.,Rt. Right cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)198&2005 by Keymark Enterprises,LLC,ALL RIGHTS RESERVED. ermevxi+es,uc Passing is defined as when the member,floor joist,beam or girder,shown on this rawing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. ' KeyBuild StructureT'"2.204j 0604220-Level 8 5-2-06 knlBeatnEngine 4.413j 1:46pm Materials Database 507 57 of 105 Member Data Description: CalcA45 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Live Dead Type (Description) Begin End Start End Start End DOL Point PLF 18' 2.75" 360 103 100% 18 212 4 9 5 23 0 1 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 608# 642# 357PLF 125PLF 482PLF 2 17'10.12" Wall N/A 3.50" 1669# 1669# 934PLF 319PLF 1252PLF Design spans 17'10.12" 4'9.31"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2805.'# 5645.'# 49% 8.92' Odd Spans 100% Shear 700.# 1620.# 43% 17.83' Total load 100% Cant.Shear,Rt 3504 1620.# 21% 17.84' Even Spans 100% End Reaction 6414 1190.# 53% 0' Dead load Int.Reaction 1051.# 2750.# 38% 17.84' Dead load LL Deflection 0.2338" 0.4461" U915 8.92' Odd Spans 100% TL Deflection 0.3064" 0.8922" U698 8.92' Odd Spans 100% LL Defl.,Rt. -0.1536" 0.2387" 2U745 22.62' Odd Spans 100% TL Defl.,Rt. -0.1914" 0.4774" 2U598 22.62' Odd Spans 100% Control: LL Dell.,Rt. Right cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners copyright(C)198 9-2005 by Keymark Enterprises,I.I.C.ALL RIGHTS RESERVED. e"rrxvsrsex r.0 [rawing g is defined as when the mem ber,floor joist,beam or girder,shown on this meets applicable design criteria for Loads,Loading conditions,and Spans this sheet.The design must be reviewed by a qualified designer or design onal as required for approval.This design assumes product installation g to the manufacturer's specifications. KeyBudd Structure—2.204] 0604220-Level 8 5-2-06 ktnBeam,Engine 4.413] 1:46pm Materials Database 507 56 of 105 Member Data Description: CalcA44 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 18' 2.75" 360 103 100% 18 212 5 0 2 23 214 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 603# 641# 357PLF 124PLF 481PLF 2 17'10.12" Wall N/A 3.50" 1691# 1691# 946PLF 323PLF 1268PLF Design spans 17'10.12" 5'0.12"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.' Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2793.'# 5645.'# 49% 8.92' Odd Spans 100% Shear 705.# 1620.# 43% 17.83' Total load 100% Cant.Shear, Rt 367.# 1620.# 22% 17.84' Total load 100% End Reaction 640.# 11904 53% 0' Dead load Int.Reaction 10734 2750.# 39% 17.84' Dead load LL Deflection 0.2338" 0.4461" U915 8.92' Odd Spans 100% TL Deflection 0.3049" 0.8922" U702 8.92' Odd Spans 100% LL Defl.,Rt. -0.1612" 0.2504" 2U745 22.85' Odd Spans 100% TL Defl.,Rt. -0.1985" 0.5008" 2U605 22.85' Odd Spans 100% Control: LL Defl.,Rt. Right cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rKrcavw.ara uc Passing is defined as when the member,floor joist,beam or girder,shown on this ravring meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild Structure—2.204j 0604220-Level 8 5-2-06 kinBeatnEngine 4.413] 1:46pm Materials Database 507 55 of 105 Member Data Description: CalcA43 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L 1240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 18' 2.75" 360 103 100% 18 212 5 2 1 23 413 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 600# 640# 357PLF 123PLF 480PLF 2 17'10.12" Wall N/A 3.50" 1706# 1706# 954PLF 326PLF 1280PLF Design spans 17'10.12" 5'2.06"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2785.'# 5645.'# 49% 8.92' Odd Spans 100% Shear 708.# 1620.# 43% 17.83' Total load 100% Cant.Shear,Rt 379.# 1620.# 23% 17.84' Even Spans 100% End Reaction 639.# 1190.# 53% 0' Dead load Int.Reaction 10884 27504 39% 17.84' Dead load LL Deflection 0.2338" 0.4461" U915 8.92' Odd Spans 100% TL Deflection 0.3038" 0.8922" U704 8.92' Odd Spans 100% LL Defl.,Rt. -0.1663" 0.2585" 2U745 23.01' Odd Spans 100% TL Defl.,Rt. -0.2032" 0.5170" 2U610 23.01' Odd Spans 100% Control: LL Defl.,Rt. Right cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners *Copyright(C)1989.2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED, rrmsvuses,u.c Passing is defined as when the member,floor joist,beam or girder,shown on this rowing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild Structure—2.204i 0604220-Level 8 5-2-06 kinBeainEngine 4.413] 1:46 In Materials Database 507 p 54 of 105 Member Data Description: CalcA42 Member Type: Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 18' 2.75" 360 103 100% 18 212 5 3 0 23 512 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 598# 639# 357PLF 123PLF 480PLF 2 17'10.12" Wall N/A 3.50" 1714# 1714# 958PLF 328PLF 1286PLF Design spans 17'10.12" 5'3.00"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.' Design requires lateral bracing every 32:' along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2781.'4 5645.'# 49% 8.92' Odd Spans 100% Shear 710.# 1620.# 43% 17.83' Total load 100% Cant.Shear,Rt 385.# 1620.# 23% 17.84' Total load 100% End Reaction 639.# 1190.# 53% 0' Dead load Int.Reaction 1096.# 2750.# 39% 17.84' Dead load LL Deflection 0.2338" 0.4461" U915 8.92' Odd Spans 100% TL Deflection 0.3032" 0.8922" U706 8.92' Odd Spans 100% LL Defl.,Rt. -0.1690" 0.2625" 2U745 23.09' Odd Spans 100% TL Defl.,Rt. -0.2055" 0.5251" 2U613 23.09' Odd Spans 100% Control: LL Defl.,Rt. Right cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table AtI product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. mnneruaea uc 'Passing is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation cording to the manufacturers specifications. KeyBuild Structure-2.204j 0604220-Level 8 5-2-06 krnBeainEngine 4.413j 1:46 pm Materials Database 507 p 53 of 105 Member Data Description: CalcA41 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Star: End Start End DOL Point PLF 18' 2.75" 360 103 100% 18 212 5 3 0 23 512 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 598# 639# 357PLF 123PLF 480PLF 2 17'10.12" Wall N/A 3.50" 1714# 1714# 958PLF 328PLF 1286PLF Design spans 17'10.12" 5'3.00"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.' Design requires lateral bracing every 32:' along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2781.'# 5645.'# 49% 8.92' Odd Spans 100% Shear 710.# 1620.# 43% 17.83' Total load 100% Cant.Shear, Rt 385.# 1620.# 23% 17.84' Total load 100% End Reaction 639.# 1190.# 53% 0' Dead load Int.Reaction 1096.# 2750.# 39% 17.84' Dead load LL Deflection 0.2338" 0.4461" U915 8.92' Odd Spans 100% TL Deflection 0.3032" 0.8922" 0706 8.92' Odd Spans 100% LL Defl., Rt. -0.1690" 0.2625" 2L/745 23.09' Odd Spans 100% TL Defl., Rt. -0.2055" 0.5251" 2L/613 23.09' Odd Spans 100% Control: LL Defl.,Rt. Right cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rn�xaPra.,es,ru 'Passing is defined as when the member,Floor joist,beam or girder,shown on this cawing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild Structure—2.204] 0604220-Level 8 5-2-06 kmBeamEngme 4.413j 1:46pm Materials Database 507 52 of 105 Member Data Description: CalcA40 Member Type:Joist Application:Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 18' 2.75" 360 103 100% 18 212 5 2 1 23 413 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100%_ Dead Total 1 0'0.00" Wall N/A 1.50" 600# 640# 357PLF 123PLF 480PLF 2 17'10.12" Wall N/A 3.50" 1706# 1706# 954PLF 326PLF 1280PLF Design spans 17'10.12" 5'2.06"(right cant) Product:14"LPI-32 16.0'r O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32:' along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2785.'# 5645.'# 49% 8.92' Odd Spans 100% Shear 708.# 16204 43% 17.83' Total load 100% Cant.Shear,Rt 379.# 1620.# 23% 17.84' Even Spans 100% End Reaction 6391 11904 53% 0' Dead load Int.Reaction 1088.# 2750.# 39% 17.84' Dead load LL Deflection 0.2338" 0.4461" U915 8.92' Odd Spans 100% TL Deflection 0.3038" 0.8922" U704 8.92' Odd Spans 100% LL Defl.,Rt. -0.1663" 0.2585" 2U745 23.01' Odd Spans 100% TL Defl.,Rt. -0.2032" 0.5170" 2U610 23.01' Odd Spans 100% Control: LL Defl.,Rt. Right cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rnrrneac+es uc Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild Structure—2.204] 0604220-Level 8 5-2-06 kinBealnEngine 4.413j 1:46 m P Materials Database 507 51 of 105 Member Data Description: CalcA39 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L1240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename: UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 18' 2.75" 360 103 100% 18 212 5 0 2 23 214 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead_ Total 1 0'0.00" Wall N/A 1.50" 603# 641# 357PLF 124PLF 481 PLF 2 17'10.12" Wall N/A 3.50" 1691# 1691# 946PLF 323PLF 1268PLF Design spans 17'10.12" 5'0.12"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.' Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2793.'# 5645.'# 49% 8.92' Odd Spans 100% Shear 705.# 1620.# 43% 17.83' Total load 100% Cant.Shear,Rt 367.# 1620.# 22% 17.84' Total load 100% End Reaction 640.# 11904 53% 0' Dead load Int.Reaction 1073.# 27504 39% 17.84' Dead load LL Deflection 0.2338" 0.4461" U915 8.92' Odd Spans 100% TL Deflection 0.3049" 0.8922" U702 8.92' Odd Spans 100% LL Defl.,Rt. -0.1612" 0.2504" 2U745 22.85' Odd Spans 100% TL Defl.,Rt. -0.1985" 0.5008" 2U605 22.85' Odd Spans 100% Control: LL Defl.,Rt. Right cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rn-ruvw.scs uc Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. KeyBuild Structure—2.204] 0604220-Level 8 5-2-06 kmBea111Engine 4.413j 1:46pm Materials Database 507 50 of 105 Member Data Description: CalcA38 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued& Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 18' 2.75" 360 103 100% 18 212 4 911 2307 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 607# 642# 357PLF 125PLF 481 PLF 2 17'10.12" Wall N/A 3.50" 1672# 1672# 936PLF 319PLF 1254PLF Design spans 17'10.12" 4'9.69"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.' Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2803.4 5645.'# 49% 8.92' Odd Spans 100% Shear 701.# 1620.# 43% 17.83' Total load 100% Cant.Shear,Rt 353.# 1620.# 21% 17.84' Even Spans 100% End Reaction 641.# 1190.# 53% 0' Dead load Int. Reaction 1054.# 2750.# 38% 17.84' Dead load LL Deflection 0.2338" 0.4461" U915 8.92' Odd Spans 100% TL Deflection 0.3062" 0.8922" U699 8.92' Odd Spans 100% LL Defl.,Rt. -0.1547" 0.2404" 2U745 22.65' Odd Spans 100% TL Defl.,Rt. -0.1925" 0.4807" 2U599 22.65' Odd Spans 100% Control: LL Defl.,Rt. Right cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. Am'*-.-I. Passing is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation [=nofacturer's specifications. KeyBuild Structure—2.204] 0604220-Level 8 5-2-06 kinBeamEngine 4.413] m 1:46 Materials Database 507 1:46p nn of 105 Member Data Description: CalcA37 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued& Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 0' 4.63" 350 405 115% Point PLF 18' 2.75" 360 103 100%mT7 I It 1$ 212 aso 22 10 12 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1617# 1650# 350PLF 357PLF 531PLF 1237PLF 2 17'10.12" Wall N/A 3.50" 1659# 1659# OPLF 929PLF 317PLF 1245PLF Design spans 17'10.12" 4'8.00"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2810.'# 5645.'# 49% 8.92' Odd Spans 100% Shear 698.# 16204 43% 17.83' Total load 100% Cant.Shear,Rt 342.# 1620.# 21% 17.84' Even Spans 100% End Reaction 642.# 1190.# 53% 0' Dead load Int.Reaction 1041.4 2750.# 37% 17.84' Dead load LL Deflection 0.2338" 0.4461" 0915 8.92' Odd Spans 100% TL Deflection 0.3070" 0.8922" U697 8.92' Odd Spans 100% LL Defl., Rt. -0.1502" 0.2334" 2U745 22.51' Odd Spans 100% TL Defl., Rt. -0.1881" 0.4667" 2U595 22.51' Odd Spans 100% Control: LL Defl.,Rt. Right cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1981)-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. [MrcPVL9[A LLC —passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation , ccoNirg to the manufacturer's specifications. KeyBuild Structure—2.204] 0604220-Level 8 5-2-06 klnBeamEngine 4.413j 1:46pm Materials Database 507 48 of 105 Member Data Description: CalcA36 Member Type:Joist Application:Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 0' 4.63" 350 405 115% Point PLF 18' 2.75" 360 103 100% LIT 18 212 4 5 6 22 8 2 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1621# 1651# 350PLF 357PLF 531 PLF 1238PLF 2 17'10.12" Wall N/A 3.50" 1639# 1639# OPLF 918PLF 312PLF 1230PLF Design spans 17'10.12" 4'5.38"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32:' along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2820.'# 5645.'# 49% 8.92' Odd Spans 100% Shear 694.# 1620.# 42% 17.83' Total load 100% Cant.Shear,Rt 326.# 1620.# 20% 17.84' Total load 100% End Reaction 643.# 1190.# 54% 0' Dead load Int.Reaction 1021.# 2750.# 37% 17.84' Dead load LL Deflection 0.2338" 0.4461" L/915 8.92' Odd Spans 100% TL Deflection 0.3084" 0.8922" L/694 8.92' Odd Spans 100% LL Dell., Rt. -0.1432" 0.2225" 2L/745 22.29' Odd Spans 100% TL Defl., Rt. -0.1810" 0.4449" 2L/589 22.29' Odd Spans 100% Control: LL Defl.,Rt. Right cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)19842005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. m-nnoec+rs,uc `Passing is defined as when the member,Boor joist,beam or girder,shown on this rawing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. KeyBuila structure—2.204) 0604220-Level 8 5-2-06 klnBeatnEngine 4.413] 1:46 pin Materials Database 507 p 47 of 105 Member Data Description: CalcA35 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) Or 4.63" 350 405 115% Point PLF 18' 2.75" 360 103 100% 18 212 4 011 22 3 7 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1628# 1653# 350PLF 357PLF 533PLF 1240PLF 2 17'10.12" Wall N/A 3.50" 1604# 1604# OPLF 898PLF 305PLF 1203PLF Design spans 17'10.12" 4'0.69"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32:' along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2836.'# 5645.'# 50% 8.92' Odd Spans 100% Shear 687.# 1620.# 42% 17.83' Total load 100% Cant.Shear,Rt 297.# 1620.# 18% 17.84' Total load 100% End Reaction 645.# 1190.# 54% 0' Dead load Int.Reaction 986.# 2750.# 35% 17.84' Dead load LL Deflection 0.2338" 0.4461" U915 8.92' Odd Spans 100% TL Deflection 0.3106" 0.8922" U689 8.92' Odd Spans 100% LL Defl.,Rt. -0.1305" 0.2028" 2U745 21.9' Odd Spans 100% TL Defl.,Rt. -0.1676" 0.4057" 2U580 21.9' Odd Spans 100% Control: LL Defl.,Rt. Right cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrcnsvaccra ur LL efined as when the member,floor joist,beam or girder,shown on this applicable design criteria for Loads,Loading Conditions,and Spans heet.The design must be reviewed by a qualified designer or design s required for approval.This design assumes product installation e manufacturer's specifications. Keyauild strnct=Tm 2.204] 0604220-Level 8 5-2-06 kinBealnEngine 4.413j Materials Database 507 1:46prn 46 of 105 Member Data Description: CalcA34 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 0' 4.63" 350 405 115% Point PLF 18' 2.75" 360 103 100% 18 212 3 7 2 21 914 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1635# 1655# 350PLF 357PLF 534PLF 1241PLF 2 17'10.12" Wall N/A 3.50" 1562# 1562# OPLF 876PLF 297PLF 1172PLF Design spans 17'10.12" 37.12"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2854.'# 5645.'# 50% 8.92' Odd Spans 100% Shear 680.# 1620.# 41% 17.83' Total load 100% Cant.Shear,Rt 263.# 1620.# 16% 17.84' Total load 100% End Reaction 647.# 1190.# 54% 0' Dead load Int. Reaction 944.# 27504 34% 17.84' Dead load LL Deflection 0.2338" 0.4461" U915 8.92' Odd Spans 100% TL Deflection 0.3129" 0.8922" U684 8.92' Odd Spans 100% LL Defl., Rt. -0.1156" 0.2000" 20745 21.44' Odd Spans 100% TL Defl.,Rt. -0.1508" 0.3592" 2U571 21.44' Odd Spans 100% Control: LL Defl.,Rt. Right cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)195 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. ewrssranrs,u.c 'Passing is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design [ eask'nal as required for approval.This design assumes product installation ccording to the manufacturer's specifications. ' KeyBuild Structure—2.204j 0604220-Level 8 5-2-06 IanBeainEngine 4.413j Materials Database 507 1:46pm 45 of 105 Member Data Description: CalcA33 Member Type: Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 0' 4.63" 350 405 115% Point PLF 18' 2.75" 360 104 100% IS : ME 7=77 18 212 3 Oil 21 3 7 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1643# 1657# 350PLF 357PLF 536PLF 1243PLF 2 17'10.12" Wall N/A 3.50" 1517# 1517# OPLF 850PLF 288PLF 1138PLF Design spans 17'10.12" T0.69"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2872.'# 5645.'# 50% 8.92' Odd Spans 100% Shear 673.# 16204 41% 17.83' Total load 100% Cant.Shear,Rt 224.# 1620.# 13% 17.84' Even Spans 100% End Reaction 649.# 1190.# 54% 0' Dead load Int.Reaction 898.# 2750.# 32% 17.84' Dead load LL Deflection 0.2338" 0.4461" U915 8.92' Odd Spans 100% TL Deflection 0.3153" 0.8922" U679 8.92' Odd Spans 100% LL Defl., Rt. -0.0984" 0.2000" 2U745 20.9' Odd Spans 100% TL Defl.,Rt. -0.1304" 0.3059" 2U562 20.9' Odd Spans 100% Control: Max End React. Right cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rn-axvnnea u.c Passing is defined as when the member,Floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designator design professional as required for approval.This design assumes product installation according to the manufacturers specifications. KeyBuila stMCt=TM 2.204] 0604220-Level 8 5-2-06 klnBeainEngine 4.413j Materials Database 507 1:46pm 44 of 105 Member Data Description: CalcA32 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live,L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) Or 4.63" 350 405 115% Point PLF 18' 2.75" 359 106 100% 18 212 2 5 9 20 8 5 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1650# 1659# 350PLF 357PLF 537PLF 1244PLF 2 17'10.12" Wall N/A 3.50" 1468# 1468# OPLF 821 PLF 280PLF 1101 PLF Design spans 17'10.12" 2'5.50"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks" Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2888.'# 5645.'# 51% 8.92' Odd Spans 100% Shear 666.# 1620.# 41% 17.83' Total load 100% Cant.Shear, Rt 180.# 1620.# 11% 17.84' Total load 100% End Reaction 651.# 1190.# 54% 0' Dead load Int.Reaction 8474 2750.# 30% 17.84' Dead load LL Deflection 0.2338" 0.4461" U915 8.92' Odd Spans 100% TL Deflection 0.3174" 0.8922" U674 8.92' Odd Spans 100% LL Defl., Rt. -0.0792" 0.2000" 2U745 20.3' Odd Spans 100% TL Defl.,Rt. -0.1064" 0.2461" 2U555 20.3' Odd Spans 100% Control: Max End React. Right cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners -Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. .000,110 rnnwusea iu `Passing is defined as when the member,Floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation ccording to the manufact urers specifications. KeyBuild SnctureTm 2.204] 0604220-Level 8 5-2-06 ktnBeatnEngine 4.413j 1:46 pm Materials Database 507 p 43 of 105 Member Data Description: CalcA31 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) Or 4.63" 350 405 115% Point PLF 18' 2.75" 359 106 100% 18 212 1 910 20 0 6 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1655# 1660# 350PLF 357PLF 538PLF 1245PLF 2 1710.12" Wall N/A 3.50" 1414# 1414# OPLF 792PLF 269PLF 1060PLF Design spans 17'10.12" V9.62"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks" Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2902.'# 5645.'# 51% 8.92' Odd Spans 100% Shear 660.# 1620.# 40% 17.83' Total load 100% Cant.Shear,Rt 1324 1620.# 8% 17.84' Even Spans 100% End Reaction 652.# 1190.# 54% 0' Dead load Int.Reaction 7934 2750.# 28% 17.84' Dead load LL Deflection 0.2338" 0.4461" U915 8.92' Odd Spans 100% TL Deflection 0.3193" 0.8922" U670 8.92' Odd Spans 100% LL Defl.,Rt. -0.0580" 0.2000" 2U745 19.65' Odd Spans 100% TL Defl.,Rt. -0.0788" 0.2000" 2U549 19.65' Odd Spans 100% Control: Max End React. Right cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rnnnvurea uu. 'Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation , ccording to the manufacturer's specifications. KeyBuild Structurer"2.204] 0604220-Level 8 5-2-06 ktnBearnEngine 4.413j 1:46 pm Materials Database 507 p 42 of 105 Member Data Description: CalcA30 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 0' 4.63" 350 405 115% Point PLF 18' 2.75" 358 109 100% 18 212 1 1 2 19 314 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1660# 1661# 350PLF 357PLF 539PLF 1246PLF 2 17'10.12" Wall N/A 3.50" 1359# 1359# OPLF 760PLF 260PLF 1019PLF Design spans 17'10.12" V1.12"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks*" Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2913.'# 5645.'# 51% 8.92' Odd Spans 100% Shear 656.# 16204 40% 17.83' Total load 100% Cant.Shear,Rt 80.# 1620.# 4% 17.84' Total load 100% End Reaction 654.# 11904 54% 0' Dead load Int.Reaction 737.# 2750.# 26% 17.84' Dead load LL Deflection 0.2338" 0.4461" U915 8.92' Odd Spans 100% TL Deflection 0.3206" 0.8922" U667 8.92' Odd Spans 100% LL Defl.,Rt. -0.0351" 0.2000" 2U745 18.94' Odd Spans 100% TL Defl.,Rt. -0.0481" 0.2000" 2U544 18.94' Odd Spans 100% Control: Max End React. Right cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. k� 'Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. KeyBuild Structure—2.204] 0604220-Level 8 5-2-06 kinBeainEngine 4.413j m 1:46 Materials Database 507 1:46p in of 105 Member Data Description: CalcA29 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 0' 4.63" 350 405 115% Point PLF 18' 2.75" 358 109 100% 71 18 212 O 4 5 18 7 1 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1662# 1662# 350PLF 357PLF 540PLF 1247PLF 2 17'10.12" Wall N/A 3.50" 1303# 1303# OPLF 730PLF 248PLF 978PLF Design spans 17'10.12" 0'4.31"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks" Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2918.'# 5645.'# 51% 8.92' Odd Spans 100% Shear 654.# 1620.# 40% 0' Odd Spans 100% Cant.Shear, Rt 26.# 16204 1% 17.84' Even Spans 100% End Reaction 654.# 1190.# 54% 0' Dead load Int.Reaction 681.# 2750.# 24% 17.84' Dead load LL Deflection 0.2338" 0.4461" L/915 8.92' Odd Spans 100% TL Deflection 0.3213" 0.8922" L/666 8.92' Odd Spans 100% LL Defl.,Rt. -0.0116" 0.2000" 2L/745 18.2' Odd Spans 100% TL Defl., Rt. -0.0160" 0.2000" 2L/542 18.2' Odd Spans 100% Control: Max End React. Right cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. r rrrr..armvrs,w.c Passing is defined as when the member,Floor joist,beam or girder,shovm on this ravAng meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design mfessional as required for approval.This design assumes product installation ccording to the manufacturers specifications. xeyBudd Structure—2.204] 0604220-Level 8 5-2-06 kinBeamEngine 4.413j 1:46 pm Materials Database 507 p 40 of 105 Member Data Description: CalcA28 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 0' 4.63" 350 405 115% Point PLF 17' 10.13" 357 111 100% It I ALI 18 212 18 212 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.50" 1648# 1648# 350PLF 350PLF 537PLF 1236PLF 2 17'5.50" Wall N/A 1.50" 1264# 1264# OPLF 706PLF 242PLF 948PLF Design spans 17'5.50" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.** NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2794.'# 5645.'# 49% 8.73' Total load 100% Shear 640.# 1620.# 39% 0' Total load 100% End Reaction 640.# 1190.# 53% 0' Dead load LL Deflection 0.2164" 0.4365" U967 8.73' Total load 100% TL Deflection 0.2976" 0.8729" U703 8.73' Total load 100% Control: Max End React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. I rn-rrxeuases,uc Passing is defined as when the member,Floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes pmduct installation coording to the manufacturers specifications. ' KeyBuild Structurer"2.204j 0604220-Level 8 5-2-06 IanBearnEngine4.4131 1:46 P in Materials Database 507 39 of 105 Member Data Description: CalcA27 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L1240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 0' 4.63" 36 99 100% Point PLF 15' 4.13" 355 113 100% 15 812 15 812 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.50" 729# 729# 336PLF 212PLF 547PLF 2 14'11.50" Wall N/A 1.50" 1173# 1173# 655PLF 226PLF 880PLF Design spans 14'11.50" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2051.'# 5645.'# 36% 7.48' Total load 100% Shear 548.# 16204 33% 14.96' Total load 100% End Reaction 5484 11904 46% 0' Dead load LL Deflection 0.1268" 0.3740" U999+ 7.48' Total load 100% TL Deflection 0.1743" 0.7479" U999+ 7.48' Total load 100% Control: Max End React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners ICopyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. I rrcnnvar4auc Passing is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturers specifications. KeyBudd Structure—2.204] 0604220-Level 8 5-2-06 ktnBealnEngine 4.413j 1:46 in Materials Database 507 11 38 of 105 Member Data Description: CalcA26 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 4' 5.06" 440 225 100% 4 810 4 810 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Girder N/A N/A 152# 152# 83PLF 31 PLF 114PLF 2 4'1.56" Girder N/A N/A 1039# 1039# 524PLF 256PLF 779PLF Design spans 4'1.56" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.' NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 157.'# 5645.'# 2% 2.07' Total load 100% Shear 152.# 16204 9% 0' Total load 100% LL Deflection 0.0034" 0.1033" U999+ 2.07' Total load 100% TL Deflection 0.0047" 0.2066" 0999+ 2.07' Total load 100% Control: Shear Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrrrzsecura uc **Passing is defined as when the member,floor joist,beam or girder,shown on this cawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessione as required for approval.This design assumes product installation 81 ccording to the manufacturers specifications. KeyBuild structure—2.204j 0604220-Level 8 5-2-06 kinBearnEngine 4.413j 1:46 pm Materials Database 507 p 37 of 105 Member Data Description: CalcA25 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 4' 1.00" 0 81 100% Point PLF 4' 1.00" 409 153 100% 4 810 4 810 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Girder N/A N/A 222# 222# 117PLF 51 PLF 167PLF 2 4'1.56" Girder N/A N/A 939# 939# 458PLF 247PLF 704PLF Design spans 4'1.56" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Allowable Stress Design Actual Allowable Capacity Location Loading Moment 335.'# 5645.'# 5% 3.1' Total load 100% Shear 939.# 1620.# 57% 4.13' Total load 100% LL Deflection 0.0068" 0.1033" U999+ 2.27' Total load 100% TL Deflection 0.0100" 0.2066" U999+ 2.27' Total load 100% Control: Shear Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective ovmers Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrmxvnrvra uc `Passing is defined as when the member,floorjoist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design fessional as required for approval.This design assumes product installation c— ding to the manufacturer's specifications. xeyBuild Structure—2.2041 0604220-Level 8 5-2-06 kmBeamEngine 4.413] 1:46pm Materials Database 507 36 of 105 Member Data Description: CalcA24 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 3' 1.94" 0 75 100% Point PLF 3' 1.94" 386 145 100% 4 810 4 810 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 U0.00" Girder N/A N/A 399# 399# 201 PLF 99PLF 300PLF 2 4'1.56" Girder N/A N/A 714# 714# 351 PLF 184PLF 535PLF Design spans 4'1.56" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.' Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 842.'# 5645.'# 14% 2.87' Total load 100% Shear 7134 1620.# 44% 4.13' Total load 100% LL Deflection 0.0138" 0.1033" U999+ 2.27' Total load 100% TL Deflection 0.0210" 0.2066" U999+ 2.27' Total load 100% Control: Shear Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989-2105 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. Y c"resew.aca uc 'Passing is defined as when the member,floor joist,beam or girder,shown on this rawirg meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. Keysuild structure*"2.204j 0604220-Level 8 5-2-06 ktnBearnEngine 4.413j 1:46 pm Materials Database 507 11 35 of 105 Member Data Description: CalcA23 Member Type: Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 2' 4.13" 0 71 100% Point PLF 2' 4.13" 373 140 100% 4 810 4 810 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead_ Total 1 0'0.00" Girder N/A N/A 543# 543# 271 PLF 137PLF 408PLF 2 4'1.56" Girder N/A N/A 539# 539# 269PLF 136PLF 404PLF Design spans 4'1.56" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Allowable Stress Design Actual Allowable Capacity Location Loading Moment 961.'4 5645.'# 17% 2.05' Total load 100% Shear 543.# 1620.# 33% 0' Total load 100% LL Deflection 0.0157" 0.1033" L/999+ 2.05' Total load 100% TL Deflection 0.0239" 0.2066" L/999+ 2.05' Total load 100% Control: Shear Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrmcvmsau.c •Passing is defined as when the member,floor joist,beam or girder,drown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this shed.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation cCarding to the manufacturer's specifications. xeyBuda structure—2.204] 0604220-Level 8 5-2-06 krnBeatnEngine 4.413j 1:46pm Materials Database 507 34 of 105 Member Data Description: CalcA22 Member Type:Joist Application:Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L1240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 1' 7.75" 0 67 100% Point PLF 1' 7.75" 358 134 100% 4 810 4 810 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Girder N/A N/A 655# 655# 324PLF 167PLF 491 PLF 2 4'1.56" Girder N/A N/A 396# 396# 200PLF 98PLF 297PLF Design spans 4'1.56" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks" Allowable Stress Design Actual Allowable Capacity Location Loading Moment 817.'# 5645.'# 14% 1.35' Total load 100% Shear 654.# 1620.# 40% 0' Total load 100% LL Deflection 0.0135" 0.1033" U999+ 1.86' Total load 100% TL Deflection 0.0204" 0.2066" U999+ 1.86' Total load 100% Control: Shear Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. emisvcrssa uc 'Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild Structure—2.204] 0604220-Level 8 5-2-06 kinBearnEngine 4.413j 1:46pm Materials Database 507 33 of 105 Member Data Description: CaICA21 Member Type:Joist Application:Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, 1_1240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 1' 0.69" 0 65 100% Point PLF 1' 0.69" 346 130 100% 4 810 4 810 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Girder N/A N/A 739# 739# 365PLF 190PLF 555PLF 2 4'1.56" Girder N/A N/A 285# 285# 147PLF 67PLF 214PLF Design spans 4'1.56" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.' Allowable Stress Design Actual Allowable Capacity Location Loading Moment 543.'# 5645.'# 9% 0.76' Total load 100% Shear 739.# 1620.# 45% 0' Total load 100% LL Deflection 0.0096" 0.1033" U999+ 1.86' Total load 100% TL Deflection 0.0143" 0.2066" U999+ 1.86' Total load 100% Control: Shear Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)19892005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. maav IF vu —passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofe t,hil as required for approval.This design assumes product installation =nufacturer's specifications. KeyBuild StructureTm 2.204] 0604220-Level 8 5-2-06 kinBeamEngine 4.413] 1:46 pm P Materials Database 507 32 of 105 Member Data Description: CalcA20b Member Type:Joist Application:Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 0' 9.56" 0 63 100% Point PLF 0' 9.56" 336 126 100% 4 810 4 810 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Girder N/A N/A 766# 766# 378PLF 197PLF 575PLF 2 4'1.56" Girder N/A N/A 238# 238# 124PLF 55PLF 178PLF Design spans 4'1.56" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Allowable Stress Design Actual Allowable Capacity Location Loading Moment 383.'# 5645.'# 6% 0.83' Total load 100% Shear 766.# 1620.# 47% 0' Total load 100% LL Deflection 0.0075" 0.1033" L/999+ 1.86' Total load 100% TL Deflection 0.0110" 0.2066" L/999+ 1.86' Total load 100% Control: Shear Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrcnnvxnes,iu Passing is defined as when the member,Floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation caYrdirg to the manufacturer's specifications. KeyBuild Structure—2.204] 0604220-Level 8 5-2-06 IanBeamEngine 4.413j 1:46pm Materials Database 507 31 of 105 Member Data Description: CalcA20a Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L1240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 0' 7.06" 0 63 100% Point PLF 0' 7.06" 336 126 100% 4 810 4 810 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Girder N/A N/A 802# 802# 395PLF 207PLF 602PLF 2 4'1.56" Girder N/A N/A 202# 202# 107PLF 45PLF 152PLF Design spans 4'1.56" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks'" Allowable Stress Design Actual Allowable Capacity Location Loading Moment 277.'# 5645.'# 4% 1.45' Total load 100% Shear 8014 1620.# 49% 0' Total load 100% LL Deflection 0.0058" 0.1033" L/999+ 1.86' Total load 100% TL Deflection 0.0085" 0.2066" L/999+ 1.86' Total load 100% Control: Shear Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. r"rcav"i M r- is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. KeyBudd sm Ct=TM 2.2041 0604220-Level 8 5-2-06 kinBeatnEngine 4.413] 1:46ptn Materials Database 507 30 of 105 Member Data Description:CaIcA19 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued& Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF Or 3.50" 328 184 100% 4 810 4 810 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Girder N/A N/A 834# 834# 411 PLF 216PLF 626PLF 2 4'1.56" Girder N/A N/A 152# 152# 83PLF 31 PLF 114PLF Design spans 4'1.56" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.* NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 157.'# 5645.'# 2% 2.07' Total load 100% Shear 152.# 1620.# 9% 0' Total load 100% LL Deflection 0.0034" 0.1033" L/999+ 2.07' Total load 100% TL Deflection 0.0047" 0.2066" L/999+ 2.07' Total load 100% Control: Shear Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners �I Copyright(C)108 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrmxcw+ex u.c Passing is defined as when the member,floor joist,beam or girder,shovm on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design mfessional as required for approval.This design assumes product installation ccording to the manufacturers specifications' KeyBuild Structurerm 2.204j 0604220-Level 8 5-2-06 kinBearnEngine 4.413j 1:46pm Materials Database 507 29 of 105 Member Data Description: CalcA18 Member Type:Joist Application:Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L1240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Live Dead Type (Description) Begin End Start End Start End DOL Point(PLF) Or 3.81" 0 61 100% Point PLF 0' 3.81" 327 123 100% 4 810 4 810 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Girder N/A N/A 152# 152# 83PLF 31 PLF 114PLF 2 4'1.56" Girder N/A N/A 152# 152# 83PLF 31 PLF 114PLF Design spans 4'1.56" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.' Allowable Stress Design Actual Allowable Capacity Location Loading Moment 157.'# 5645.'# 2% 2.07' Total load 100% Shear 152.# 1620.# 9% 0' Total load 100% LL Deflection 0.0034" 0.1033" L/999+ 2.07' Total load 100% TL Deflection 0.0047" 0.2066" L/999+ 2.07' Total load 100% Control: Shear Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrrncvuwes,u.c Passing is defined as when the member,floor joist,beam or girder,shown on this rawing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ' rmrding to the manufacturer's specifications. Keysudd Structure—2.204j 0604220-Level 8 5-2-06 klnSeamEngule 4.413j Materials Database 507 1:46pn] 28 of 105 Member Data Description: CalcA17b Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) Or 5.75" 0 63 100% Point l Or 5.75" 334 125 100% 4 810 4 810 r Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Girder N/A N/A 816# 816# 402PLF 211 PLF 612PLF 2 4'1.56" Girder N/A N/A 184# 184# 98PLF 40PLF 138PLF Design spans 4'1.56" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Allowable Stress Design Actual Allowable Capacity Location Loading Moment 230.'# 5645.'# 4% 1.65' Total load 100% Shear 816.# 1620.# 50% 0' Total load 100% LL Deflection 0.0050" 0.1033" U999+ 2.07' Total load 100% TL Deflection 0.0071" 0.2066" U999+ 2.07' Total load 100% Control: Shear Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrvnxvcnrauc 'Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation �ccording to the manufacturer's specifications. ' KeyBuild structureT"2.204j 0604220-Level 8 5-2-06 klnBeamEngine 4.413j Materials Database 507 1:46pm 27 of 105 Member Data Description: CaIcA17a Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Rename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 0' 8.31" 0 63 100% Point PLF 0' 8.31" 334 125 100% 4 810 i 4 810 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Girder N/A N/A 781# 781# 385PLF 201 PLF 586PLF 2 4'1.56" Girder N/A N/A 219# 219# 115PLF 50PLF 165PLF Design spans 4'1.56" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Allowable Stress Design Actual Allowable Capacity Location Loading Moment 326.'# 5645.'# 5% 1.24' Total load 100% Shear 780.# 1620.# 48% 0' Total load 100% LL Deflection 0.0066" 0.1033" L/999+ 1.86' Total load 100% TL Deflection 0.0097" 0.2066" L/999+ 1.86' Total load 100% Control: Shear Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. crcrcarsnes,uc 'Passing is defined as when the member,floor joist,beam or girder,shorn on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation coording to the manufacturer's specifications. • ' KeyBuild SlructureT°'2.204] 0604220-Level 8 5-2-06 kinBearnEngine 4.413j 1:46pm Materials Database 507 26 of 105 Member Data Description: CalcA16 Member Type:Joist Application:Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Live Dead Type (Description) Begin End Start End Start End DOL Point(PLF) 1' 0.94" 0 65 100% Point PLF 1' 0.94" 343 129 100% 4 810 4 810 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Girder N/A N/A 731# 731# 361PLF 188PLF 548PLF 2 411.56" Girder N/A N/A 289# 289# 149PLF 68PLF 217PLF Design spans 4'1.56" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.*" Allowable Stress Design Actual Allowable Capacity Location Loading Moment 553.'# 5645.'# 9% 0.79' Total load 100% Shear 730.# 1620.# 45% 0' Total load 100% LL Deflection 0.0097" 0.1033" L/999+ 1.86' Total load 100% TL Deflection 0.0145" 0.2066" U999+ 1.86' Total load 100% Control: Shear Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rn-nxwcses,uc -Passing is defined as when the member,floor joist,beam or girder,show"on this yawing meats applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild Structure—2.204j 0604220-Level 8 5-2-06 kmBearnEngine 4.413j 1:46pm Materials Database 507 25 of 105 Member Data Description: CalcA15 Member Type:Joist Application:Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 4 10 13 4 10 13 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 U0.00" Girder N/A N/A 147# 147# 80PLF 30PLF 110PLF 2 3'11.81" Girder N/A N/A 147# 147# 80PLF 30PLF 110PLF Design spans 3'11.81" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.' Allowable Stress Design Actual Allowable Capacity Location Loading Moment 146.'# 5645.'# 2% 1.99' Total load 100% Shear 146.# 1620.# 9% 3.98' Total load 100% LL Deflection 0.0032" 0.0996" L/999+ 1.99' Total load 100% TL Deflection 0.0043" 0.1992" U999+ 1.99' Total load 100% Control: Shear Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rn-anrccsea v.c 'Passing is defined as when the member,floor joist,beam or girder,shovm on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. KeyBuild Structure"2.204] 0604220-Level 8 5-2-06 kinl3eantEngute 4.413j 1:46pm Materials Database 507 24 of 105 Member Data Description: CalcA14 Member Type:Joist Application:Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Live Dead Type (Description) Begin End Start End Start End DOL Point(PLF) 0' 8.56" 0 81 100% Point PLF 0' 8.56" 404 152 100% 41013 41013 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Girder N/A N/A 941# 941# 458PLF 248PLF 706PLF 2 3'11.81" Girder N/A N/A 201# 201# 106PLF 45PLF 151PLF Design spans 3'11.81" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32:' along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 274.'# 5645.'# 4% 1.2' Total load 100% Shear 9414 1620.# 58% 0' Total load 100% LL Deflection 0.0056" 0.0996" L/999+ 1.79' Total load 100% TL Deflection 0.0082" 0.1992" L/999+ 1.79' Total load 100% Control: Shear Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rvnsru a uc 'Passing is defined as when the member,Boor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for appmval.This design assumes product installation ccording to the manufacturer's specifications. ' KeyBuild structureT"'2.204] 0604220-Level 8 5-2-06 Iunl3eamEngine 4.413j 1:46pm Materials Database 507 23 Of 105 Member Data Description: CalcA13 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 1' 7.69" 0 75 100% Point PLF 1' 7.69" 386 145 100% 41013 41013 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Girder N/A N/A 716# 716# 352PLF 185PLF 537PLF 2 3'11.81" Girder N/A N/A 386# 386# 195PLF 96PLF 290PLF Design spans 3'11.81" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.'"` Allowable Stress Design Actual Allowable Capacity Location Loading Moment 793.'# 5645.'# 14% 1.18' Total load 100% Shear 715.# 16204 44% 0' Total load 100% LL Deflection 0.0128" 0.0996" L/999+ 1.79' Total load 100% TL Deflection 0.0195" 0.1992" L/999+ 1.79' Total load 100% Control: Shear Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. , rn-asvanea vu •Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design mfessional as required for approval.This design assumes product installation according to-the manufacturer's specifications. KeyBnild Structure—2.204j 0604220-Level 8 lanBeamEngine4.413j 5-2-06 Materials Database 507 1:46pm 22 of 105 Member Data Description: CalcAl2 Member Type:Joist Application:Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename:UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 2' 5.44" 0 71 100% Point PLF 2' 5.44" 373 140 100% 4 10 13 i i 41013 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Girder N/A N/A 535# 535# 266PLF 136PLF 402PLF 2 3'11.81" Girder N/A N/A 536# 536# 267PLF 136PLF 402PLF Design spans 3'11.81" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks" Allowable Stress Design Actual Allowable Capacity Location Loading Moment 921.'# 5645.'# 16% 2' Total toad 100% Shear 536.# 1620.# 33% 3.98' Total load 100% LL Deflection 0.0149" 0.0996" U999+ 1.99' Total load 100% TL Deflection 0.0227" 0.1992" U999+ 1.99' Total load 100% Control: Shear Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. r"n."rsnra uc,• 'Passing is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation =riling to the manufacturers specifications. ' KeyBuild Structure—2.204] 0604220-Level 8 5-2-06 kmBeamEngine 4.413] 1:46pm Materials Database 507 21 of 105 Member Data Description: CalcA11 Member Type:Joist Application:Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L1240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 3' 1.88" 0 67 100% Point PLF 3' 1.88" 358 134 100% 41013 4 10 13 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Girder N/A N/A 388# 388# 196PLF 96PLF 291 PLF 2 3'11.81" Girder N/A N/A 652# 652# 323PLF 167PLF 489PLF Design spans 3'11.81" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks:' Allowable Stress Design Actual Allowable Capacity Location Loading Moment 778.'# 5645.'# 13% 2.7' Total load 100% Shear 652.# 1620.# 40% 3.98' Total load 100% LL Deflection 0.0127" 0.0996" L/999+ 2.19' Total load 100% TL Deflection 0.0192" 0.1992" L/999+ 2.19' Total load 100% Control: Shear Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rn-rrsvrusc�,uc 'Passing is defined as when the member,floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturers specifications. KeyBuild structure""'2.204j 0604220-Level 8 5-2-06 krnBeamEngine 4.413j 1:46pin Materials Database 507 20 of 105 Member Data Description: CalcA10 Member Type:Joist Application:Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename: UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 3' 8.94" 0 65 100% Point PLF 3' 8.94" 328 122 100% 41013 4 10 13 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Girder N/A N/A 267# 267# 138PLF 63PLF 201 PLF 2 3'11.81" Girder N/A N/A 713# 713# 350PLF 185PLF 535PLF Design spans 3'11.81" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.*" Allowable Stress Design Actual Allowable Capacity Location Loading Moment 480.'# 5645.'# 8% 3.29' Total load 100% Shear 712.# 1620.# 43% 3.98' Total load 100% LL Deflection 0.0085" 0.0996" L/999+ 2.19' Total load 100% TL Deflection 0.0127" 0.1992" L/999+ 2.19' Total load 100% Control: Shear Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrmsrw.cea vu 'Passing is defined as when the member,floor joist,beam or girder,shovm on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design mfessional as required for approval.This design assumes product installation ccording to the manufacturers specifications. KeyBuild Structure—2.204] 0604220-Level 8 5-2-06 klnBealnEngjne 4.413] 1:46pm Materials Database 507 19 Of 105 Member Data Description: CaIcA9b Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued& Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 4' 0.06" 0 63 100% Point PLF 4' 0.06" 273 101 100% 41013 41013 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Girder N/A N/A 211# 211# 110PLF 48PLF 158PLF 2 3'11.81" Girder N/A N/A 665# 665# 323PLF 176PLF 499PLF Design spans 3'11.81" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.' Allowable Stress Design Actual Allowable Capacity Location Loading Moment 302.'# 5645.'# 5% 2.79' Total load 100% Shear 664.# 1620.# 40%d 3.98' Total load 100% LL Deflection 0.0060" 0.0996" U999+ 2.19' Total load 100% TL Deflection 0.0089" 0.1992" U999+ 2.19' Total load 100% Control: Shear Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. Fm'[PPRL<rS W2 Passing is defined as when the member,Boor joist,beam or girder,shown on this revving meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design mossional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. KeyBOild Structure—2.204] 0604220-Level 8 5-2-06 kinBeantEngme4.413j 1:46 pm Materials Database 507 1t 18 of 105 Member Data Description: CalcA9a Member Type:Joist Application:Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L1240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 4' 2.56" 0 63 100% Point PLF 4' 2.56" 273 101 100% 41013 4 10 13 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Girder N/A N/A 180# 180# 96PLF 40PLF 135PLF 2 3'11.81" Girder N/A N/A 695# 695# 338PLF 184PLF 522PLF Design spans 3'11.81" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.** Allowable Stress Design Actual Allowable Capacity Location Loading Moment 220.'# 5645.'# 3% 2.39' Total load 100% Shear 695.# 1620.# 42% 3.98' Total load 100% LL Deflection 0.0047" 0.0996" U999+ 1.99' Total load 100% TL Deflection 0.0067" 0.1992" U999+ 2.19' Total load 100% Control: Shear Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. eKrcararcrn uc 'Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessionaI as required for approval.This design assumes product installation xording to the manufacturer's specifications. Key13uild Structure—2.204i 0604220-Level 8 5-2-06 kmBeamEngine 4.413] 1:46 pm Materials Database 507 p 17 of 105 Member Data Description: CalcA8 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 4' 4.94" 0 61 100% Point PLF 4' 4.94" 267 99 100% 4 10 13 41013 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total_ 1 0'0.00" Girder N/A N/A 147# 147# 80PLF 30PLF 110PLF 2 3'11.81" Girder N/A N/A 147# 147# 80PLF 30PLF 110PLF Design spans 3'11.81" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Allowable Stress Design Actual Allowable Capacity Location Loading Moment 146.'# 5645.'# 2% 1.99' Total load 100% Shear 146.# 1620.# 9% 3.98' Total load 100% LL Deflection 0.0032" 0.0996" U999+ 1.99' Total load 100% TL Deflection 0.0043" 0.1992" U999+ 1.99' Total load 100% Control: Shear Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. I eKnnew.aes,iu Passing is defined as when the member,Boor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation according to the fianufacturer's specifications. KeyBuild stntcturer"2.204j 0604220-Level 8 5-2-06 IanBeamEngine 4.413j 1:46 P iTi Materials Database 507 16 of 105 Member Data Description:CalcA7 Member Type:Joist Application:Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 4' 5.31" 273 160 100% 41013 4 10 13 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Girder N/A N/A 147# 147# 80PLF 30PLF 110PLF 2 3'11.81" Girder N/A N/A 724# 724# 353PLF 190PLF 543PLF Design spans 3'11.81" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 146.'# 5645.'# 2% 1.99' Total load 100% Shear 146.# 1620.# 9% 3.98' Total load 100% LL Deflection 0.0032" 0.0996" U999+ 1.99' Total load 100% TL Deflection 0.0043" 0.1992" U999+ 1.99' Total load 100% Control: Shear Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. [n1iLPPetS[A Llc LL*Passingis efined as when the member,floor joist,beam or gir der,shown on this s applicable design criteria for Loads,Loading Conditions,and Spans heet.The design must be reviewed by a qualified designer or design s required for approval.This design assumes product installation he manufacturers specifications. KeyBuild Structure—2.204] 0604220-Level 8 5-2-06 kinBeainEngine 4.413] 1:46pin Materials Database 507 15 of 105 Member Data Description: CalcA6b Member Type:Joist Application:Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L1480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 4' 3.81" 0 63 100% Point PLF 4' 3.81" 279 100 100% 4 10 13 4 10 13 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Girder N/A N/A 165# 165# 89PLF 35PLF 124PLF 2 3'11.81" Girder N/A N/A 717# 717# 350PLF 188PLF 538PLF Design spans 3'11.81" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Allowable Stress Design Actual Allowable Capacity Location Loading Moment 185.'# 5645.'# 3% 2.19' Total load 100% Shear 716.# 16204 44% 3.98' Total load 100% LL Deflection 0.0040" 0.0996" L/999+ 1.99' Total load 100% TL Deflection 0.0057' 0.1992" L/999+ 1.99' Total load 100% Control: Shear Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rvaarrmea,ucc [Pas-sing is defined as when the member,floor joist,beam or girder,shown on this vving meets applicable design criteria for Loads,Loading Conditions,and Spans ed on this sheet.The design must be reviewed by a qualified designer or design fessional as required for approval.This design assumes product installation cording to the manufacturer's specihwtions. ' KeyBuild Strueture—2.204] 0604220-Level S 5-2-06 kinBeainEngine 4.413] Materials Database 507 1:461 14 of 105 Member Data Description: CaIcA6a Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 4' 1.31" 0 63 100% Point PLF 4' 1.31" 279 100 100% ggstailia 4 10 13 4 10 13 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Girder N/A N/A 196# 196# 104PLF 44PLF 147PLF 2 3'11.81" Girder N/A N/A 686# 686# 335PLF 179PLF 514PLF Design spans 3'11.81" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.*" Allowable Stress Design Actual Allowable Capacity Location Loading Moment 261.'# 5645.'# 4% 2.59' Total load 100% Shear 685.# 1620.# 42% 3.98' Total load 100% LL Deflection 0.0054" 0.0996" L/999+ 2.19' Total load 100% TL Deflection 0.0079" 0.1992" L/999+ 2.19' Total load 100% Control: Shear Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. ,OAr"nnennex vuu *Passing is defined as when the member,Floor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design fessional as required for approval.This design assumes product installation rding to the manufacturer's specifications. KeyBudd Structure—2204j 0604220-Level 8 5-2-06 kmBeainEugine 4.413] 1:46 pm Materials Database 507 p 13 of 105 Member Data Description: CalcA5 Member Type:Joist Application:Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 3' 8.63" 0 65 100% Point PLF 3' 8.63" 292 99 100% 4 10 13 4 10 13 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Girder N/A N/A 257# 257# 133PLF 60PLF 193PLF 2 3'11.81" Girder N/A N/A 644# 644# 319PLF 165PLF 483PLF Design spans 3'11.81" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.' Allowable Stress Design Actual Allowable Capacity Location Loading Moment 447.'# 5645.'# 7% 3.26' Total load 100% Shear 644.# 16204 39% 3.98' Total load 100% LL Deflection 0.0080" 0.0996" U999+ 2.19' Total load 100% TL Deflection 0.0120" 0.1992" U999+ 2.19' Total load 100% Control: Shear Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. 404 - rrmnrer_uc LLPawingis efined as when the member,floor joist,beam or girder,shown on this applicable design criteria for Loads,Loading Conditions,and Spans heet.The design must be reviewed by a qualified designer or design s required for approval.This design assumes product installation he manufacturer's specifications. KeyBuild Structure—2.204j 0604220-Level 8 5-2-06 klnBeainEngine 4.413] 1:46pm Materials Database 507 12 of 105 Member Data Description: CalcA4 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN 2060 2060 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.75" 735# 735# 401 PLF 151 PLF 552PLF 2 20'0.50" Wall N/A 1.75" 735# 735# 401 PLF 151 PLF 552PLF Design spans 20'0.50" Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks.' Allowable Stress Design Actual Allowable Capacity Location Loading Moment 3682.'# 8360.'# 44% 10.02' Total load 100% Shear 735.# 1710.# 42% 20.04' Total load 100% End Reaction 735.# 1550.# 47% 20.04' Dead load LL Deflection 0.2526" 0.5010" U952 10.02' Total load 100% TL Deflection 0.3473" 1.0021" U692 10.02' Total load 100% Control: LL Deflection All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rr�rrarnnca uc `Passing is defined as when the member,floor joist,beam or girder,shown on this rawing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation , coording to the manufacturer's specifications. ' Keysuild svuetUeTm 2.204j 0604220-Level 8 5-2-06 kinl3earnEngine 4.413j 1:46pm Materials Database 507 11 of 105 Member Data Description: CalcA3d Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued& Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 41' 3.63" 0 122 100% 20 3 4 21 5 O 41 8 4 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.75" 548# 622# 355PLF 112PLF 467PLF 2 20'2.38" Wall N/A 3.50" 1891# 1891# 1032PLF 387PLF 1418PLF 3 41'2.75" Wall N/A 1.75" 749# 812# 367PLF 242PLF 609PLF Design spans 20'2.38" 21'0.38" Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 3900.'# 8360.'# 46% 20.2' Total load 100% Shear 957.# 1710.# 55% 20.2' Total load 100% End Reaction 6494 1550.# 41% 41.23' Dead load Int.Reaction 1890.# 3020.# 62% 20.2' Dead load LL Deflection 0.2101" 0.5257" U999+ 31.76' Even Spans 100% TL Deflection 0.2595" 1.0515" U972 31.76' Even Spans 100% Control: Max Int.React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)ig51}2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rnrrnrcnes u.c 'Passing is defined as when the member,floor joist,beam or girder,shown on this rawing meets applicable design criteria for Loads,Loading Conditions,and Spans I sted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. KeyBuild Structure—2.21 0604220-Level 8 5-2-06 knrBeatnEngine 4.413] Materials Database 507 1:461J171 10 of 105 Member Data Description: CalcA3c Member Type:Joist Application:Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 42' 1.75" 0 122 100% 2034 2232 42 6 6 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.75" 539# 621# 356PLF 111PLF 466PLF 2 20'2.38" Wall N/A 3.50" 1931# 1931# 1054PLF 395PLF 1449PLF 3 42'0.88" Wall N/A 1.75" 779# 838# 381PLF 248PLF 629PLF Design spans 20'2.38" 21'10.50" Product:14"LPI-42 16,0"O.C. Component Member Design has Passed Design Checks" Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 4076.'# 8360.'# 48% 20.2' Total load 100% Shear 988.# 1710.# 57% 20.2' Total load 100% End Reaction 676.# 1550.# 43% 42.07' Dead load Int. Reaction 1931.# 3020.# 63% 20.2' Dead load LL Deflection 0.2417" 0.5469" U999+ 32.23' Even Spans 100% TL Deflection 0.3014" 1.0938" U870 32.23' Even Spans 100% Control: Max Int.React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,Li ALL RIGHTS RESERVED. F"I[FPAnFA„rn `Passing is defined as when the member,floor joist,beam or girder,shown on this hawing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design fessional as required for approval.This design assumes product installation according to the manufacturers specifications. ' KeyBuild Structure—2204] 0604220-Level 8 5-2-06 kmBeatnEngine 4.413j 1:46pm Materials Database 507 9 of 105 Member Data Description: CalcA3b Member Type:Joist Application:Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: 1_1480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 43' 2.00" 0 122 100% 2034 2336 43 610 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.75" 528# 620# 357PLF 108PLF 465PLF 2 20'2.38" Wall N/A 3.50" 1982# 1982# 1081 PLF 406PLF 1486PLF 3 43'1.12" Wall N/A 1.75" 814# 870# 398PLF 256PLF 653PLF Design spans 20'2.38" 22'10.75" Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks.' Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 4305.'# 8360.'# 51% 20.2' Total load 100% Shear 1027.# 1710.# 60% 20.2' Total load 100% End Reaction 707.# 1550.# 45% 43.09' Dead load Int.Reaction 1981.# 3020.# 65% 20.2' Dead load LL Deflection 0.2841" 0.5723" U966 32.79' Even Spans 100% TL Deflection 0.3580" 1.1447" U767 32.79' Even Spans 100% Control: Max Int.React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. FK- rr.rzxruse — 'Passing is defined as when the member,Boor joist,beam or girder,shown on this revving meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessionat as required for approval.This design assumes product installation ccording to the manufacturer's specifications. ' xeysuild structure—2.204j 0604220-Level 8 5-2-06 kmBeamEngine 4.413] Materials Database 507 8 of 10 of 10 5 Member Data Description: CalcA3a Member Type: Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 44' 2.19" 0 122 100% 20 3 4 24 3 9 44 613 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.75" 516# 618# 358PLF 106PLF 464PLF 2 20'2.38" Wall N/A 3.50" 2034# 2034# 1110PLF 416PLF 1525PLF 3 44'1.31" Wall N/A 1.75" 849# 901# 414PLF 263PLF 676PLF Design spans 20'2.38" 23'10.94" Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks.' Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 4553.'# 8360.'# 54% 20.2' Total load 100% Shear 1067.# 17104 62% 20.2' Total load 100% End Reaction 738.# 15504 47% 44.11' Dead load Int.Reaction 2031# 3020.# 67% 20.2' Dead load LL Deflection 0.3319" 0.5978" 0864 33.35' Even Spans 100% TL Deflection 0.4219" 1.1955" U680 33.35' Even Spans 100% Control: Max Int.React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective ovmers Copyright(C)198g-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. F!."R.wRt4CA LI.0 Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBuild Structure—2.204j 0604220-Level 8 5-2-06 kinBeainEnguie 4.413j Materials Database 507 1:46pm 7 of 105 Member Data Description: CalcA2 Member Type:Joist Application:Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 44' 10.63" 350 405 115% 20 3 4 25 0 0 45 34 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall N/A 1.75" 507# 616# OPLF 359PLF 104PLF 462PLF 2 20'2.38" Wall N/A 3.50" 2071# 2071# OPLF 1130PLF 424PLF 1553PLF 3 44'9.75" Wall N/A 1.75" 1718# 1768# 350PLF 425PLF 551PLF 1326PLF Design spans 20'2.38" 24'7.38" Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks.** Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 4736.'# 8360.'# 56% 20.2' Total load 100% Shear 1095.# 1710.# 64% 20.2' Total load 100% End Reaction 760.# 1550.# 49% 44.81' Dead load Int.Reaction 2070.# 30204 68% 20.2' Dead load LL Deflection 0.3683" 0.6154" U801 33.74' Even Spans 100% TL Deflection 0.4707" 1.2307" U627 33.74' Even Spans 100% Control: Max Int.React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. [NrLavRr.9rs,LLC 'Passing is defined as when the member,f1WriO15t,beam or girder,shovm on this swing meets applicable design Criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufact urer's specifications. ` Keyeuild Structure—2204j 0604220-Level 8 5-2-06 krnBeainEngine 4.413] Materials Database 507 of 110 6 of 05 Member Data Description: CalcA1f Member Type: Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued& Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 44' 4.44" 0 121 100% 20 3 4 24 513 44 9 1 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.75" 513# 618# 358PLF 105PLF 463PLF 2 20'2.38" Wall N/A 3.50" 2043# 2043# 1115PLF 418PLF 1533PLF 3 44'3.56" Wall N/A 1.75" 854# 906# 417PLF 263PLF 679PLF Design spans 20'2.38" 24'1.19" Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 4601.'# 8360.'# 55% 20.2' Total load 100% Shear 10754 1710.# 62% 20.2' Total load 100% End Reaction 744.# 1550.# 48% 44.3' Dead load Int.Reaction 2043.# 3020.# 67% 20.2' Dead load LL Deflection 0.3414" 0.6025" U847 33.45' Even Spans 100% TL Deflection 0.4346" 1.2050" U665 33.45' Even Spans 100% Control: Max Int.React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. r�'IL"P"N[A LtC Passing is defined as when the member,Boor joist,beam or girder,shown on this raving meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturers specifications. KeyBuila Structure—2.204] 0604220-Level 8 5-2-06 IunBeantEngine 4.413j 1:46 m Materials Database 507 p Sof105 Member Data Description: CalcA1 a Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued& Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 43' 6.56" 0 121 100% 20 3 4 23 715 4311 3 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.75" 523# 619# 358PLF 107PLF 465PLF 2 20'2.38" Wall N/A 3.50" 2001# 2001# 1092PLF 410PLF 1501 PLF 3 43'5.69" Wall N/A 1.75" 826# 880# 404PLF 257PLF 660PLF Design spans 20'2.38" 23'3.31" Product:14"LPI42 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 4396.'# 8360.'# 52% 20.2' Total load 100% Shear 10424 17104 60% 20.2' Total load 100% End Reaction 719.# 1550.# 46% 43.47' Dead load Int.Reaction 2000.# 3020.# 66% 20.2' Dead load LL Deflection 0.3013" 0.5818" U926 33' Even Spans 100% TL Deflection 0.3810" 1.1637" L/733 33' Even Spans 100% Control: Max Int.React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)198 9-200.5 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. errrcnwr.+ea cu `Passing is defined as when the member,Floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer ordesign =.fessional red for approval.T his design assumes product installation ufacturer's specifications. KeyBuild Structure—2.204] 0604220-Level 8 5-2-06 kmBeainEngine 4.413] 1:46pm Materials Database 507 4 of 105 Member Data Description: CalcA1d Member Type:Joist Application:Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 42' 6.56" 0 121 100% 20 3 4 22 715 4211 3 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.75" 535# 621# 356PLF 110PLF 466PLF 2 20'2.38" Wall N/A 3.50" 1951# 1951# 1064PLF 399PLF 1463PLF 3 42'5.69" Wall N/A 1.75" 791# 849# 388PLF 250PLF 637PLF Design spans 20'2.38" 22'3.31" Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks. Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 4163.'# 8360.'# 49% 20.2' Total load 100% Shear 1004.# 1710.# 58% 20.2' Total load 100% End Reaction 688.# 1550.# 44% 42.47' Dead load Int. Reaction 1950.# 3020.# 64% 20.2' Dead load LL Deflection 0.2576" 0.5568" L/999+ 32.45' Even Spans 100% TL Deflection 0.3227" 1.1137" L/828 32.45' Even Spans 100% Control: Max Int.React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)f 989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rK rr+rcnruW"-- 'Passing is defined as when the member,floor joist,beam or girder,shown on this rawing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccordirg to the manufacturers specifications. KeyBuila Structure—2204] 0604220-Level 8 5-2-06 ktnBeainEngine 4.413j 1:46pn1 Materials Database 507 3of105 Member Data Description: CalcA1 c Member Type:Joist Application:Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 41' 6.56" 0 121 100% 1 20 3 4 21 715 41 11 3 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 U0.00" Wall N/A 1.75" 546# 622# 355PLF 112PLF 467PLF 2 20'2.38" Wall N/A 3.50" 1902# 1902# 1038PLF 390PLF 1427PLF 3 41'5.69" Wall N/A 1.75" 756# 818# 371PLF 243PLF 614PLF Design spans 20'2.38" 21'3.31" Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks.'" Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 3949.'# 8360.'# 47% 20.2' Total load 100% Shear 966.# 1710.# 56% 20.2' Total load 100% End Reaction 657.# 1550.# 42% 41.47' Dead load Int.Reaction 1902.# 3020.# 62% 20.2' Dead load LL Deflection 0.2189" 0.5318" U999+ 31.9' Even Spans 100% TL Deflection 0.2711" 1.0637" U941 31.9' Even Spans 100% Control: Max Int.React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED, crrrcn"sncs,cu 'Passing is defined as when the member,Floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBudd Structure—2.2o4j 0604220-Level 8 5-2-06 ktnBeamEngine 4.413j 1:46 pm P Materials Database 507 2 of 105 Member Data Description: CalcA1 b Member Type:Joist Application:Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 40' 6.56" 0 121 100% 20 3 4 20 715 4011 3 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall N/A 1.75" 555# 623# 354PLF 114PLF 468PLF 2 20'2.38" Wall N/A 3.50" 1855# 1855# 1012PLF 380PLF 1392PLF 3 40'5.69" Wall N/A 1.75" 720# 787# 355PLF 235PLF 590PLF Design spans 20'2.38" 20'3.31" Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks.' Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 3754.'# 8360.'# 44% 20.2' Total load 100% Shear 929.# 1710.# 54% 20.2' Total load 100% End Reaction 625.# 1550.# 40% 40.47' Dead load Int.Reaction 1855.# 30204 61% 20.2' Dead load LL Deflection 0.1847" 0.5068" U999+ 31.35' Even Spans 100% TL Deflection 0.2258" 1.0137" U999+ 31.35' Even Spans 100% Control: Max Int.React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrrannu+es u Passing is defined as when the member,Floor joist,beam or girder,shown on this rawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturees specifications. KeyBuild Structure—2.204j 0604220-Level 8 5-2-06 kmBeamEngine 4.413] 1:46 pin P Materials Database 507 1 of 105 Member Data Description: CalcA1a Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename : UNKNOWN Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 39' 11.56" 0 121 100% 20 3 4 20 015 4043 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead_ Total 1 0'0.00" Wall N/A 1.75" 560# 624# 353PLF 115PLF 468PLF 2 20'2.38" Wall N/A 3.50" 1829# 1829# 998PLF 375PLF 1372PLF 3 39'10.69" Wall N/A 1.75" 698# 768# 346PLF 231PLF 576PLF Design spans 20'2.38" 19'8.31 Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 3648.'# 8360.'# 43% 20.2' Total load 100% Shear 920.# 1710,# 53% 20.19' Total load 100% End Reaction 623.# 15504 40% 0' Dead load Int.Reaction 1829.# 3020.# 60% 20.2' Dead load LL Deflection 0.1813" 0.5049" U999+ 9.09' Odd Spans 100% TL Deflection 0.2230" 1.0099" U999+ 9.09' Odd Spans 100% Control: Max Int.React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. eHresvarrau.c- Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. © 0 © CONSULTING STRUCTURAL ENGINEERS CIANCI a CIANCI March 31, 2006 Re: Sierros Residence Northampton, MA CNC Job No.: 06 042 01 Ms. Lynn Dechesser Fax: (413) 569-0612 Lynn Dechesser Building Designer 74 Congamond Road Southwick, MA 01077 Ms. Dechesser: As requested, we have designed the structural framing to be incorporated into the proposed residence and furnished the sizes and specifications to you for the preparation of the design drawings. The following drawings were prepared and furnished to us for review: • 1-4, dated October 25,2005. • 5-9, dated March 30, 2006. • 10-11, dated October 25, 2005. Based on our calculations and review of the above noted drawings, it is our opinion that the member sizes shown are structurally adequate to support the required loading in accordance with the Massachusetts State Building Code. It should be noted that special care should be exercised when choosing the waterproofing materials, and details to be utilized, at the exterior porches supporting ceramic tile to prevent, or reduce, the possibility of tile damage as well as water infiltration. Likewise, careful detailing and coordination should occur with the installation of all interior flooring. We recommend that the flooring manufacturer and installer review and accept the existing conditions prior to the application of the flooring materials. We trust that this meets your needs at this time. Very truly yours, } CIANCI&CIANCI a. A PeterGourlie Staff Engineer PG File:06 042 01 -Sierros Residence cc:Konstantinos Sierros '198 Wethersfield AvenUe, Hartford, Connecticut 06114-111 C Phone (880) 52?--8415 Telefax. (860) 249-1818 Sierros Residence-2nd floor 5- 1-06 ley e 5:20pm KeyBeam®4.41 Oh 1 of t kmBeamEngine 4.413j Materials Database 507 Member Data Description:J 15- 16 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename:A55 10.k b 610 8 610 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0,00" Wall 5.50" 1.50" 232# 232# 127PLF 48PLF 174PLF 2 6'3.88" Girder 2.00" N/A 232# 232# 127PLF 48PLF 174PLF Design spans 6'3.88" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.** Allowable Stress Design Actual Allowable Capacity Location Loading Moment 366.'# 5645.'# 6% 3.16' Total load 100% Shear 232.# 1620.# 14% 6.32' Total load 100% End Reaction 2321 1190.# 19% 0' Dead load LL Deflection 0.0097" 0.1581" L/999+ 3.16' Total load 100% TL Deflection 0.0133" 0.3161" L/999+ 3.16' Total load 100% Control: Max End React. Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are Trademarks of their respective owners r � Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. Ax�,;NN"Iiti IAt 'Passing is defined as when the member,Floor joist,beam or girder,shown on this cawing meals applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ecording to the manufacturer's specifications. g� Sierros Residence-2nd floor 5-1-06 eyBea 5:0loft KeyBcam®4.41 Oh kmBearr inc 4.413] Materials Database 507 Member Data Description:J14- 16 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename:A56c 10.k b 8 0 15 8 015 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall 4.38" 1.50" 275# 275# 150PLF 57PLF 207PLF 2 7'5.94" Wall 4.38" 1.50" 275# 275# 150PLF 57PLF 207PLF Design spans 7'5.94" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.- Allowable Stress Design Actual Allowable Capacity Location Loading Moment 515.'# 5645.'# 9% 3.75' Total load 100% Shear 275.# 1620.# 16% 0' Total load 100% End Reaction 275.# 1190.# 23% 75 Dead load LL Deflection 0.0152" 0.1874" L/999+ 3.75' Total load 100% TL Deflection 0.0209" 0.3748" L/999+ 3.75' Total load 100% Control: Max End React. All product names are trademarks of their respective owners 0*Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rxn-a.ru 'Passing is defined as when the member,floor joist,beam or girder,shown on this rawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualdied designer or design professional as required for approval.This design assumes product Installation ccording to the manufacturer's specifications. Sierros Residence-2nd floor 5- 1-06 5:05pm Cy0C 1 of 1 KeyBeam®4.41 Oh kmBeamEngine 4.413j Materials Database 507 Member Data Description:J13-16 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename :A56b 10.k b F17 702 702 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall 4.38" 1.50" 236# 236# 129PLF 49PLF 177PLF 2 6'5.12" Wall 4.38" 1.50" 236# 236# 129PLF 49PLF 177PLF Design spans 6'5.12" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks..— Allowable Stress Design Actual Allowable Capacity Location Loading Moment 379.'# 5645.'# 6% 3.21' Total load 100% Shear 236.# 1620.# 14% 6.43' Total load 100% End Reaction 236.# 11901 19% 6.43' Dead load LL Deflection 0.0101" 0.1607" L/999+ 3.21' Total load 100% TL Deflection 0.0139" 0.3214" L/999+ 3.21' Total load 100% Control: Max End React. All product names are trademarks of their respective owners Copyright IC)1989-2005 by Keymark Enterprises,-l-C.ALL RIGHTS RESERVED. c+newrvnec rer 'Passing is defined as when the member,Floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified designer or design rofessione a,,"q red for approval.This design assumes product installation ccording to the manufacturer's specifications. Sierros Residence-2nd floor 5- 1-06 ��yRe 5:01prn of 1 KeyBeam®4.410h kmBeamEnginc 4.413j Materials Database 507 Member Data Description: J12-16 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename: 56q 10.k b 15 10 3 1510 3 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall 4.38" 1.50" 560# 560# 306PLF 115PLF 420PLF 2 15'3.19" Wall 4.38" 1.5D" 560# 560# 306PLF 115PLF 420PLF Design spans 15'3.19" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.** Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2136.'# 5645.'# 37% 7.63' Total load 100% Shear 560.# 1620.# 34% 15.27' Total load 100% End Reaction 560.# 1190.# 47% 15.27' Dead load LL Deflection 0.1359" 0.3817" L/999+ 7.63' Total load 100% TL Deflection 0.1869" 0.7633" 1_1980 7.63' Total load 100% Control: Max End React. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Kaymark Enterprises,LLC.ALL RIGHTS RESERVED. evrrwwnen.r.rr 'Passing is defined as when the member,floor joist,beam or girder,shown on this ff ts applicable design criteria for Loads,Loading Conditions,and Spans sheet.The design must be reviewed by a qualified designer or design as required for approval.This design assumes product installation the manufacturer's specifications. Sierros Residence-2nd floor 5- 1-06 eyBea 4:42pm loft KeyBeam®4.410h kmBeamEngine 4.413j Materials Database 507 Member Data Description: J11 -16 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, U240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename :A57 10.k b 17 0 0 17 0 0 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall 4.38" 1.50" 602# 602# 329PLF 124PLF 452PLF 2 16'5.00" Wall 4.38" 1.50" 602# 602# 329PLF 124PLF 452PLF Design spans 16'5.00" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2470.'# 5645.'# 43% 8.21' Total load 100% Shear 602.# 1620.# 37% 16.42' Total load 100% End Reaction 6021 1190.# 50% 16.42' Dead load LL Deflection 0.1746" 0.4104" L/999+ 8.21' Total load 100% TL Deflection 0.2400" 0.8208" L/820 8.21' Total load 100% Control: Max End React. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. 'Passing is defined as when the member,floor joist,beam or girder,shown on this cawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design Professional as required for approval.This design assumes product installation according to the manufacturer's specifications. Or g of Residence-2nd floor 5- 1-06 eyBea 5:15 J 1 of 1 KeyBeam®4.410h kmBeamEngine 4.413j Materials Database 507 Member Data Description: J10-16 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename:A89a 10.k b Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 0' 4.63" 350 320 100% 1610 1 16 10 1 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall 4.38" N/A 1487# 1487# 675PLF 441 PLF 1116PLF 2 16'3.94" Wall 3.50" 1.50" 604# 604# 329PLF 125PLF 453PLF Design spans 16'3.94" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks" Web Stiffeners required at 0' 0.000" Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2486.'# 5645.'# 44% 8.17' Total load 100% Shear 1487.# 1620.# 91% 0' Total load 100% End Reaction 1487.# 16201 91% 0' Dead load LL Deflection 0.1739" 0.4083" L/999+ 8.17' Total load 100% TL Deflection 0.2405" 0.8165" L/814 8.17' Total load 100% Control: Shear Allowable end reaction is for joist with web stiffeners All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. 'Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation [ccordmg to the manufacturer's specifications. �y Sierros Residence-2nd floor 5- 1-06 e Be 4:37pm 1 of 1 KeyBeam®4.410h kmBeamEngine 4.413] Materials Database 507 Member Data Description:J9- 16 Member Type: Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename:A42a 10.k b Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 17' 6.00" 350 320 100% it 17 10 10 17 10 10 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall 3.50" 1.50" 634# 634# 346PLF 130PLF 476PLF 2 17'3.38" Wall 5.50" 1.50" 1528# 1528# 696PLF 450PLF 1146PLF Design spans 17'3.38" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.** NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2738.'# 5645.'# 48% 8.64' Total load 100% Shear 634.# 1620.# 39% 17.28' Total load 100% End Reaction 6341 1190.# 53% 17.28' Dead load LL Deflection 0.2089" 0.4321" 0992 8.64' Total load 100% TL Deflection 0.2873" 0.8642" L/722 8.64' Total load 100% Control: Max End React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners t Copydghl(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. 'Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation .cording tc the manufacturer's specifications. Sierros Residence-2nd floor 5- 1-06 eyBe 4:3loft KeyBeam®4.41 Oh kmBeamEngine 4.413j Materials Database 507 Member Data Description:J8-16 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename:A45 10.k b Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 19' 2.25" 350 320 100% Nil 1111111111111111111111 loilli'm�illi 1111111111111 liiiiiiiiii 11111 19 614 19 614 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall 3.50" 1.50" 704# 704# 384PLF 145PLF 528PLF 2 19'0.75" Wall 4.38" N/A 1588# 1588# 730PLF 462PLF 1191 PLF Design spans 19'0.75" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.** Web Stiffeners required at 19' 0.781" Allowable Stress Design Actual Allowable Capacity Location Loading Moment 3375.'# 5645.'# 59% 9.53' Total load 100% Shear 15881 1620.# 98% 19.07' Total load 100% End Reaction 15881 1620.# 98% 19.07' Dead load LL Deflection 0.2992" 0.4766" L/764 9.53' Total load 100% TL Deflection 0.4131" 0.9533" L/553 9.53' Total load 100% Control: Max End React. Allowable end reaction is for joist with web stiffeners All product names are trademarks of Iheir respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. cn rerw.e..r.0 - 'Passing is defined as when the member,floor joist,beam or girder,shown on this rowing meets applicable design cnteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. Sierros Residence-2nd floor 5-1-06 4:33p $' m 1 of 1 KcyBcam®4.41 Oh kmBcamEngine 4.413j Materials Database 507 Member Data Description:J7- 16 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename:A37 10.k b 16 1 15 7 1 12 23 311 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall 3.50" 1.50" 475# 481# 264PLF 98PLF 361PLF 2 1511.31" Wall 3.50" 3.50" 1203# 1203# 657PLF 247PLF 903PLF 3 22'9.56" Girder 3.50" N/A -6# -175# -130PLF -2PLF -131 PLF Design spans 15'11.31" 6'10.25" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.- Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 1759.'# 5645.'# 31% 15.94' Total load 100% Shear 694.# 1620.# 42% 15.93' Total load 100% End Reaction 480.# 1190.# 40% 0' Dead load Int.Reaction 1203.# 2750.# 43% 15.94' Dead load LL Deflection 0.0925" 0.3986" L/999+ 7.17' Odd Spans 100% TL Deflection 0.1253" 0.7971" L/999+ 7.17' Odd Spans 100% Control: Max Int.React. Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners q Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rxvx"wsm.raAr 'Passing is defined as when the member,floor joist,beam or girder,shown on this rowing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. Sierros Residence-2nd floor 5- 1-06 eyBea I 34pm l KeyBeam®4.410h kmBeamEngine 4.413] Materials Database 507 Member Data Description:J6-16 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, U240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename:A33 10.k b Niiiiilliiiii,MMMMM7 17 0 6 10 412 27 5 2 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0,00" Wall 3.50" 1.50" 500# 515# 284PLF 103PLF 387PLF 2 16'9.75" Wall 3.50" 3.50" 1302# 1302# 711PLF 267PLF 977PLF 3 27'0.50" Girder 2.00" N/A 183# 297# 186PLF 38PLF 223PLF Design spans 16'9.75" 10'2.75" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.— Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 1974.'# 5645.'# 34% 16.81' Total load 100% Shear 733.# 1620.# 45% 16.8' Total load 100% End Reaction 515.# 1190.# 43% 0' Dead load Int.Reaction 1302.# 2750.# 47% 16.81' Dead load LL Deflection 0.1197" 0.4203" L/999+ 7.57' Odd Spans 100% TL Deflection 0.1588" 0.8406 L/999+ 7.57' Odd Spans 100% Control: Max Int.React. Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. KYiYIIYN"LY tAc 'Passing is defined as when the member,Floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. Sierros Residence-2nd floor 5- 1-06 eyBe 4: l8of 1 KeyBeam®4.41 Oh kmBeamEngine 4.413] Materials Database 507 Member Data Description:J5-16 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename:A31 10.k b 17 6 0 18 212 35 812 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall 4.38" 1.50" 468# 530# 302PLF 96PLF 398PLF 2 17'2.50" Wall 3.50" 3.50" 1607# 1607# 877PLF 329PLF 1206PLF 3 35'0.62" Wall 5.50" 1.50" 497# 551# 312PLF 102PLF 413PLF Design spans 17'2.50" 17'10.12" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.*' Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2818.'# 5645.'# 49% 17.21' Total load 100% Shear 812.# 1620.# 50% 17.21' Total load 100% End Reaction 551.# 1190.# 46% 35.05' Dead load Int.Reaction 1607.# 2750.# 58% 17.21' Dead load LL Deflection 0.1626" 0.4461" L/999+ 27.02' Even Spans 100% TL Deflection 0.2006" 0.8922" L/999+ 27.02' Even Spans 100% Control: Max Int.React. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. 'Passing is defined as when the member,Floor joist,beam or girder,shown on this cawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation according to the manufacturer's specificalions. r gar Sierros Residence-2nd floor 5-1-06 pm ey]Bea 4:111 R!� oft KeyBeam®4.410h kmBeamEngine 4.413j Materials Database 507 Member Data Description: J4-16 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename:A95a 10.k b Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 0' 4.63" 350 320 100% 2039 20 3 9 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall 4.38" N/A 1615# 1615# 745PLF 467PLF 1211 PLF 2 19'9.44" Wall 3.50" 1.75" 730# 730# 398PLF 150PLF 548PLF Design spans 19'9.44" Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks." Web Stiffeners required at 0' 0.000" Allowable Stress Design Actual Allowable Capacity Location Loading Moment 3630.'# 8360.'# 43% 9.89' Total load 100% Shear 1615.# 1710.# 94% 0' Total load 100% End Reaction 1615.# 1710.# 94% 0' Dead load LL Deflection 0.2431" 0.4946" L/976 9.89' Total load 100% TL Deflection 0.3356" 0.9892" L/707 9.89' Total load 100% Control: Shear Allowable end reaction is for joist with web stiffeners All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. "Passing is defined as when the member,floor joist,beam or girder,shown on this rowing meets applicable design criteria for Loads,Loading Conditions,and Spans hated on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation laccording to the manufacturer's specifications. Sierros Residence-2nd floor 5-1-06 eyBe l 4:01 0f 1 KeyBeam®4.410h kmBeamEngine 4.413] Materials Database 507 Member Data Description: J3-16 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 30 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename:A99 10.k b Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 0' 4.63" 350 320 100% 77 23 012 0 7 4 23 8 0 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall 4.38" N/A 1573# 1573# 691 PLF 490PLF 1180PLF 2 22'9.25" Wall 3.50" 3.50" 724# 724# 362PLF 182PLF 543PLF Design spans 22'9.25" 0'7.25"(right cant) Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face Web Stiffeners required at 0' 0.000" Allowable Stress Design Actual Allowable Capacity location Loading Moment 3929.'# 8360.'# 46% 11.39' Odd Spans 100% Shear 1573.# 1710.# 91% 0' Odd Spans 100% Cant.Shear,Rt 36.# 17101 2% 22.77' Even Spans 100% End Reaction 1573.# 1710.# 91% 0' Dead load Int.Reaction 724.# 3020.# 23% 22.77' Dead load LL Deflection 0.3088" 0.5693" 1_1884 11.39' Odd Spans 100% TL Deflection 0.4643" 1.1385" L/588 11.39' Odd Spans 100% LL Defl.,Rt. -0.0233" 0.2000" 2L/623 23.37' Odd Spans 100% TL Defl.,Rt. -0.0349" 0.2000" 2L/415 23.37' Odd Spans 100% Control: Max End React. Right cantilever allowable shear is for joist only Allowable end reaction is for joist with web stiffeners All product names are trademarks of(heir respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC,ALL RIGHTS RESERVED. r+mxrwsrs is<. 'Passing is defined as when the member,floor joist,beam or girder,shown on this Jr-awing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualrfied designer or design professional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. r Sierros Residence-2nd floor 5-1-06 ■(kybe 3: 15of 1 KeyBeam®4.410h kmBear ine 4.413j Materials Database 507 Member Data Description:J2- 16 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 30 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename :A50 10.k b Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 25' 5.38" 350 320 100% 2510 0 r � 2510 0 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall 2.38" 1.75" 766# 766# 383PLF 192PLF 575PLF 2 25'5.00" Wall 4.38" N/A 1653# 1653# 730PLF 510PLF 1240PLF Design spans 25'5.00" Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks.— Web Stiffeners required at 25' 4.997" Allowable Stress Design Actual Allowable Capacity Location Loading Moment 4887.'# 8360.'# 58% 12.71' Total load 100% Shear 1653.# 1710.# 96% 25.42' Total load 100% End Reaction 16531 17101 96% 25.42' Dead load LL Deflection 0.4679" 0.6354" L/651 12.71' Total load 100% TL Deflection 0.7033" 1.2708" L/433 12.71' Total load 100% Control: Max End React. Allowable end reaction is for joist with web stiffeners All product names are trademarks of I,air respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. orcrr:r�r�r"._ 'Passing is defined as when the member,Boor joist beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. Sierros Residence-2nd floor 5- 1-06 KeyBeam 1 of 1 KeyBearn®4.410h ktnBeannEagine 4.413] Materials Database 507 Member Data Description:J1 - 16 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 30 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename:A100 10.k b Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 0' 4.63" 350 320 100% �7_ 23 912 3 0 4 2610 0 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 Or 0.00" Wall 4.38" N/A 1584# 1592# 702PLF 493PLF 1194PLF 2 23'6.25" Wall 3.50" 3.50" 903# 903# 451 PLF 226PLF 677PLF Design spans 23'6.25" 3'0.25"(right cant) Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks.- Design requires lateral bracing every 32." along the compression face Web Stiffeners required at 0' 0.000" Allowable Stress Design Actual Allowable Capacity Location Loading Moment 4145.'# 8360.'# 49% 11.76' Odd Spans 100% Shear 1592.# 1710.# 93% 0' Odd Spans 100% Cant.Shear,Rt 181.# 1710.# 10% 23.52' Even Spans 100% End Reaction 1592.# 17101 93% 0' Dead load Int.Reaction 902.# 3020.# 29% 23.52' Dead load LL Deflection 0.3489" 0.5880" L/808 11.76' Odd Spans 100% TL Deflection 0.5179" 1.1760" L/545 11.76' Odd Spans 100% LL Defl.,Rt. -0.1281" 0.2000" 21-1566 26.54' Odd Spans 100% TL Defl.,Rt. -0.1879" 0.3021" 2L/385 26.54' Odd Spans 100% Control: Max End React. Right cantilever allowable shear is for joist only Allowable end reaction is for joist with web stiffeners All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rrrsxexRUUA.- ' efined as when the member,floor joist,beam or girder,shown oa this s applicable design criteria for Loads,Loading Conditions,and Spans sheet.The design must be reviewed by a qualified designer or design s required for approval.This design assumes product installation the manufacturer's specifications. �g Sierros Residence-2nd floor 5- 1-06 Key Bea 5. 19of 1 KeyBeam®4.410h kmBeamEngine 4.413j Materials Database 507 Member Data Description: F9-2 Member Type:Girder Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename: G8 10.k b Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 1' 0.19" 186 37 100% Replacement Uniform(PLF) 1' 0.19" 2' 0.19" 185 38 100% Replacement Uniform(PLF) 2' 0.19" 2' 4.19" 185 39 100% Replacement Uniform(PLF) 2' 4.19" 3' 4.19" 185 40 100% Replacement Uniform(PLF) 3' 4.19" 4' 0.00" 185 41 100% Replacement Uniform PLF 4' 0.00" 4' 4.50" 185 41 100% 4 4 8 4 4 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall 3.50" 1.50" 475# 370# 105# 475# 2 3'11.88" Girder N/A N/A 477# 370# 108# 477# Design spans 3'11.88" Product:13/4"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks.** Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 475.'# 27495.'# 1% 1.99' Total load 100% Shear 198.# 9473.# 2% 0.01' Total load 100% Max.Reaction 474.# 9188.# 5% 0' Dead load LL Deflection 0.0010" 0.1330" L/999+ 1.99' Total load 100% TL Deflection 0.0010" 0.1995" L/999+ 1.99' Total load 100% Control: Max.Reaction Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. 'Passing is defined as when the member,floor joist,beam or girder,shown on this cawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation laccording to the manufacturer's specifications. Sierros Residence-2nd floor 5-1-06 eyBea 5: l8of 1 KeyBearn®4.410h ktnBeatnEngine 4.413j Materials Database 507 Member Data Description: F8-2 Member Type: Girder Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename: G19 10.k b Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 6' 10.50" 27 10 100% Replacement Uniform(PLF) 0' 0.00" 6' 10.50" 27 10 100% Point(LBS) 6' 7.00" 11340 8100 100% 6 10 8 610 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall 3.50" 1.50" 658# 392# 267# 658# 2 6'5.88" Girder N/A N/A 19349# 11295# 8055# 19349# Design spans 6'5.88" Product:1 3/4"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks.** Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2418.'# 27495.'# 8% 6.36' Total load 100% Shear 5561 9473.# 5% 0.01' Total load 100% Max.Reaction 658.# 9188.# 7% 0' Dead load LL Deflection 0.0054" 0.2163" L/999+ 3.57' Total load 100% TL Deflection 0.0092" 0.3245" L/999+ 3.57' Total load 100% Control: Positive Moment Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rmx"w"ea,u.' 'Passing is defined as when the member,floorjoist,beam or girder,shown on this cawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. Sierros Residence-2nd floor 5- 1-06 eyBea 5:26pm loft KeyBeam®4.410h kmBeamEngine 4.413j Materials Database 507 Member Data Description: F7-2 Member Type: Girder Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename: G18 10.k b Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 3' 10.00" 27 10 100% Replacement Uniform(PLF) 0' 0.00" 3' 10.00" 27 10 100% Replacement Uniform(PLF) 3' 10.00" 10' 5.75" 27 10 100% Replacement Uniform PLF 3' 10.00" 10' 5.75" 27 10 100% 3 7 4 610 8 10 512 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 T7.25" Wall 3.50" 1.50" 693# 423# 270# 693# 2 10'3.75" Girder N/A N/A 209# 179# 82# 261# Design spans 3'7.25"(left cant) 6'8.50" Product:1 3/4"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks.— Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 387.'# 27495.'# 1% 7.29' Even Spans 100% Negative Moment 567.'# 27495.'# 2% 3.6' Total load 100% Negative Unbrcd 567.'# 26501.'# 2% 3.6' Cants Only 100% Shear 276.# 9473.# 2% 3.61' Total load 100% Max.Reaction 692.# 9188.# 7% 3.6' Dead load LL Deflection 0.0015" 0.2236" L/999+ 6.96' Even Spans 100% TL Deflection 0.0018" 0.3354" L/999+ 6.96' Even Spans 100% LL Dell.,Lt. 0.0042" 0.2403" 2L/999+ 0' Cants Only 100% TL Defl.,Lt. 0.0053" 0.3604" 2L/999+ 0' Cants Only 100% Control: Max.Reaction Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1959-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. "000""* 'Passing is defined as when the member,floor joist,beam or girder,shown on this cawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design Professional as required for approval.This design assumes product installation according to the manufacturer's specifications. Sierros Residence-2nd floor 5-1-06 KeyBea 5: 13of 1 KeyBeam®4.410h kmBcamEnginc 4.413j Materials Database 507 Member Data Description: F6-2 Member Type: Girder Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename: G26 10.k b Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 10' 5.63" 27 10 100% Replacement Uniform(PLF) 3' 5.75" 5' 3.00" 27 10 100% Replacement Uniform(PLF) 5' 3.00" 10' 5.63" 27 10 100% Replacement Uniform(PLF) 10' 5.63" 10' 7.50" 27 10 100% Replacement Uniform(PLF) 10' 5.63" 10' 7.50" 27 10 100% Point(LBS) 3' 5.75" -152 27 100% 10 7 8 10 7 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall 4.38" 1.50" 258# 199# 164# 344# 2 10'1.38" Wall 3.50" 1.50" 384# 257# 176# 424# Design spans 10'1.38" Product:13/4"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks.** Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1024.'# 27495.'# 3% 5.06' Total load 100% Negative Moment 11 TV 27495.'# 0% 3.19' Total load 100% Negative Unbrcd 117.'# 27303.'# 0% 3.19' Total load 100% Shear 3214 9473.# 3% 10.1' Total load 100% Max.Reaction 432.# 9188.# 4% 10.11' Dead load LL Deflection 0.0065" 0.3372" L/999+ 5.06' Total load 100% TL Deflection 0.0116" 0.5057" L/999+ 5.06' Total load 100% Control: Max.Reaction Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners r Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED, r,n.erwnu+.a.0 'Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. r Sierros Residence-2nd floor 5- 1-06 pm eyBea 5: 11of 1 KeyBeam®4.410h kmBeamEngine 4.413j Materials Database 507 Member Data Description: F5-2 Member Type: Girder Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename : G25 10.k b Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 18' 2.63" 27 10 100% Replacement Uniform(PLF) 7' 11.75" 11' 2.75" 27 10 100% Replacement Uniform(PLF) 11' 2.75" 13' 0.00" 27 10 100% Replacement Uniform(PLF) 13' 0.00" 18' 2.63" 27 10 100% Replacement Uniform(PLF) 18' 2.63" 18' 4.50" 27 10 100% Replacement Uniform(PLF) 18' 2.63" 18' 4.50" 27 10 100% Point(LBS) 7' 11.75" 370 108 100% 18 4 8 18 4 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall 5.50" 1.50" 831# 527# 305# 831# 2 17'9.25" Wall 3.50" 1.50" 921# 589# 332# 921# Design spans 17'9.25" Product:13/4"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks.** Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 4848.'# 27495.'# 17% 7.59' Total load 100% Shear 819.# 9473.# 8% 17.76' Total load 100% Max.Reaction 921.# 9188.# 10% 17.77' Dead load LL Deflection 0.1056" 0.5924" L/999+ 8.89' Total load 100% TL Deflection 0.1611" 0.8885" L/999+ 8.89' Total load 100% Control: TL Deflection Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of(heir respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. 'Passing is defined as when the member,floor joist,beam or girder,shown on this cawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. r Sierros Residence-2nd floor 5- 1-06 Key'Be 4:14pm 2 of 2 KeyBeam®4.410h kmBeamEngine 4.413j Materials Database 507 Design spans 22'7.50" 0'10.75" 3'0.25"(right cant) Product:13/4"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks.** Design assumes continuous lateral bracing along the top chord. Review uplift reaction force at bearing 3 and ensure that the structure can resist 57491b reaction appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 3269.'# 27495.'# 11% 9.05' Odd Spans 100% Negative Moment 5433.'# 27495.'# 19% 22.62' Adjacent 1 100% Negative Unbrcd 5433.'# 26270.'# 20% 22.62' Adjacent 1 100% Shear 1132.# 94731 11% 21.49' Adjacent 1 100% Max.Reaction 7165.# 9188.# 77% 22.62' Dead load LL Deflection 0.0873" 0.5656" U999+ 9.7' Odd Spans 100% TL Deflection 0.1434" 1.1313" L/999+ 9.7' Odd Spans 100% LL Defl.,Rt. 0.0024" 0.2000" 2L/999+ 26.53' Odd Spans 100% TL Dell.,Rt. 0.0040" 0.3021" 2L/999+ 26.53' Odd Spans 100% Control: Max.Reaction Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. rmxx""ura.u: 'Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design [ole,,ional as,qu d for approval.This design assumes product installation ccording to the manufacturer's specifications. q Sierros Residence-2nd floor 5- 1-06 ` 4:114of 2 KeyBeam®4.410h kmBeamEngine 4.413j Materials Database 507 Member Data Description: F4-2 Member Type: Girder Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: L/480 live, L/240 total Dead Load: 15 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename: G2 10.k b Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 5' 0.00" 27 10 100% Replacement Uniform(PLF) 0' 0.00" 23' 8.00" 27 10 100% Replacement Uniform(PLF) 5' 0.00" 10' 0.00" 27 10 100% Replacement Uniform(PLF) 10' 0.00" 17' 0.00" 27 10 100% Replacement Uniform(PLF) 17' 0.00" 21' 2.88" 27 10 100% Replacement Uniform(PLF) 21' 2.88" 21' 6.50" 27 10 100% Replacement Uniform(PLF) 21' 6.50" 21' 11.56" 27 10 100% Replacement Uniform(PLF) 21' 11.56" 22' 0.00" 27 10 100% Replacement Uniform(PLF) 22' 0.00" 22' 6.00" 27 10 100% Replacement Uniform(PLF) 22' 6.00" 22' 9.50" 27 10 100% Replacement Uniform(PLF) 22' 9.50" 23' 0.81" 27 10 100% Replacement Uniform(PLF) 23' 0.81" 23' 1.69" 27 10 100% Replacement Uniform(PLF) 23' 1.69" 23' 3.94" 27 10 100% Replacement Uniform(PLF) 23' 3.94" 23' 6.75" 27 10 100% Replacement Uniform(PLF) 23' 6.75" 23' 9.31" 27 10 100% Replacement Uniform(PLF) 23' 8.00" 26' 10.00" 27 10 100% Replacement Uniform(PLF) 23' 9.31" 23' 10.69" 27 10 100% Replacement Uniform(PLF) 23' 10.69" 23' 11.56" 27 10 100% Replacement Uniform(PLF) 23'11.56" 24' 1.50" 27 10 100% Replacement Uniform(PLF) 24' 1.50" 24' 3.06" 27 10 100% Replacement Uniform(PLF) 24' 3.06" 24' 4.31" 27 10 100% Replacement Uniform(PLF) 24' 4.31" 24' 5.25" 27 10 100% Replacement Uniform(PLF) 24' 5.25" 24' 5.81" 27 10 100% Replacement Uniform(PLF) 24' 5.81" 24' 6.00" 27 10 100% Replacement Uniform(PLF) 24' 6.00" 24' 8.94" 27 10 100% Replacement Uniform(PLF) 24' 8.94" 25' 8.25" 27 10 100% Replacement Uniform(PLF) 25' 8.25" 26' 10.00" 27 10 100% Point (LBS) 0' 4.63" 700 640 100% 2211 0 01012 3 0 4 2610 0 Bearings and Reactions Input Minimum Worst Case Location Type Length Lenqth Total 100% Dead Total 1 0'0.00" Wall 4.38" 1.50" 2083# 1155# 929# 2083# 2 22'7.50" Wall 3.50" 2.73" 6888# 4477# 2689# 7165# 3 23'6.25" Wall 3.50" 1.50" -5312# -3676# -2074# -5750# All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. r+rrxexum.,.rr 'Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualdied designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturers specifications. Sierros Residence-2nd floor 5- 1-06 eyBea 5:45pm 1 KeyBeam®4.41 Oh kmBeamEngine 4.413j Materials Database 507 Member Data Description: B7-2 Member Type: Beam Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 9.5 PLF DOL: 100% Filename: B1 10.k b Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 4' 1.50" 514 193 100% Replacement Uniform PLF 4' 1.50" 8' 9.63" 514 193 100% 7711111 9 012 9 012 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall 5.50" 1.50" 3042# 2183# 859# 3042# 2 8'6.00" Wall 3.00" 1.50" 2985# 2142# 844# 2985# Design spans 8'6.00" Product:13/4"LP-LVL 9 1/2"2.0E 2 ply Component Member Design has Passed Design Checks.— Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 6461.'# 13282.'# 48% 4.25' Total load 100% Shear 2475.# 6428.# 38% 8.49' Total load 100% Max.Reaction 2985.4 78751 37% 8.5' Dead load LL Deflection 0.1205" 0.2833" L/846 4.25' Total load 100% TL Deflection 0.1679" 0.4249" L/607 4.25' Total load 100% Control: Positive Moment Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are Irademarks of I,air respective owners ' Copyright(C)1989-2005 by Keymark Enterprises,LLC,ALL RIGHTS RESERVED. 'Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified designer or design rofessionat as required for approval.This design assumes product installation ccording to the manufacturer's specifications. Sierros Residence-2nd floor 5-1-06 Key-Beam 5:32 of 2 KeyBeam®4.410h kmBeamEngine 4.413j Materials Database 507 Product:13/4"LP-LVL 14"2.0E 3 ply Component Member Design has Passed Design Checks.** Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 15610.'# 42892.'# 36% 7.48' Total load 100% Shear 3445.# 14210.# 24% 14.95' Total load 100% Max.Reaction 40311 216561 18% 14.96' Dead load LL Deflection 0.1816" 0.4985" L/988 7.48' Total load 100% TL Deflection 0.2596" 0.7478" L/691 7.48' Total load 100% Control: LL Deflection Design assumes a repetitive member use increase in bending stress: 4% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. i rrcreaumec+,r.0 'Passing is defined as when the member,Floor joist,beam or girder,shown on this cawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. Sierros Residence-2nd floor 5-1-06 5:38pm Key'Deam 1 of KeyBeam®4.410h kmBeamEngine 4.413] Materials Database 507 Member Data Description: B6-3 Member Type: Beam Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 21.0 PLF DOL: 100% Filename: B5 10.k b Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 4' 11.19" 350 131 100% Replacement Uniform(PLF) 4'11.19" 5' 1.44" 353 132 100% Replacement Uniform(PLF) 5' 1.44" 5' 4.00" 363 136 100% Replacement Uniform(PLF) 5' 4.00" 5' 6.81" 374 140 100% Replacement Uniform(PLF) 5' 6.81" 5' 9.88" 384 144 100% Replacement Uniform(PLF) 5' 9.88" 6' 4.75" 397 149 100% Replacement Uniform(PLF) 6' 4.75" 6' 8.44" 409 153 100% Replacement Uniform(PLF) 6' 8.44" 7' 4.31" 418 157 100% Replacement Uniform(PLF) 7' 4.31" 7' 8.44" 425 159 100% Replacement Uniform(PLF) 7' 8.44" 8' 0.56" 427 160 100% Replacement Uniform(PLF) 8' 0.56" 8' 4.75" 429 161 100% Replacement Uniform(PLF) 8' 4.75" 8' 8.94" 429 161 100% Replacement Uniform(PLF) 8' 8.94" 9' 1.06" 427 160 100% Replacement Uniform(PLF) 9' 1.06" 9' 5.19" 425 159 100% Replacement Uniform(PLF) 9' 5.19" 9' 6.00" 422 158 100% Replacement Uniform(PLF) 9' 6.00" 9' 8.75" 420 158 100% Replacement Uniform(PLF) 9' 8.75" 9' 9.19" 419 157 100% Replacement Uniform(PLF) 9' 9.19" 10' 1.06" 415 156 100% Replacement Uniform(PLF) 10' 1.06" 10' 4.75" 409 153 100% Replacement Uniform(PLF) 10' 4.75" 10' 8.31" 402 151 100% Replacement Uniform(PLF) 10' 8.31" 10' 11.63" 393 147 100% Replacement Uniform(PLF) 10'11.63" 11' 2.69" 384 144 100% Replacement Uniform(PLF) 11' 2.69" 11' 5.50" 374 140 100% Replacement Uniform(PLF) 11' 5.50" 11' 8.06" 363 136 100% Replacement Uniform(PLF) 11' 8.06" 11' 10.31" 353 132 100% Replacement Uniform PLF 11' 10.31" 15' 8.75" 350 131 100% 15 812 15 812 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall 5.50" 1.50" 3995# 2791# 1204# 3995# 2 14'11.50" Wall 5.50" 1.50" 4032# 2818# 1214# 4032# Design spans 14'11.50" All product names are trademarks of their respective owners I�r Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESEl cw ewwnrsur 'Passing is defined as when the member,floor joist,beam or girder,shown on this rowing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. Sierros Residence-2nd floor 5-1-06 5:38pm (yBe 1 of 1 KeyBeam®4.410h kmBeamEngine 4.413] Materials Database 507 Member Data Description: B5-3 Member Type: Beam Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: NBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 27.0 PLF DOL: 100% Filename: B10 10.k b Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform PLF 0' 0.00" 18' 7.00" 420 180 100% 18 7 0 18 7 0 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall 3.00" 1.50 5715# 3829# 1887# 5715# 2 18'2.75" Wall 3.00" 1.50 5715# 3829# 1887# 5715# Design spans 18'2.75" Product:13/4"LP-LVL 18"2.0E 3 ply Component Member Design has Passed Design Checks.— Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 26044.'# 68402.'# 38% 9.11' Total load 100% Shear 47744 182701 26% 0.91' Total load 100% Max.Reaction 57151 11812.# 48% 0' Dead load LL Deflection 0.2045" 0.6076" L/999+ 9.11' Total load 100% TL Deflection 0.3053" 0.9115" L/716 9.11' Total load 100% Control: Max.Reaction Design assumes a repetitive member use increase in bending stress: 4% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. LL efined as when the member,floor joist,beam or girder,shown on this s applicable design criteria for Loads,Loading Conditions,and Spans sheet.The design must be reviewed by a qualified designer or design s required for approval.This design assumes product installation he manufacturer's specifications. Sierros Residence-2nd floor 5-1-06 5:37pm KcyBeam®4.41 Oh kmBeamEngine 4.413] Materials Database 507 Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 5770.'# 13282.'# 43% 3.16' Total load 100% Shear 27541 6428.# 42% 5.68' Total load 100% Max.Reaction 3701.# 7875.# 47% 6.31' Dead load LL Deflection 0.0499" 0.2104" L/999+ 3.16' Total load 100% TL Deflection 0.0828" 0.3156" L/915 3.16' Total load 100% Control: Max.Reaction Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. .,OA"vrsrs.su 'Passing is defined as when the member,floor joist,beam or girder,shown on this swing meals applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. y Sierros Residence-2nd floor 5- 1-06 Be 5:37pm 1 of 2 KeyBeam®4.410h kmBeamEngine 4.413j Materials Database 507 Member Data Description: B4-2 Member Type: Beam Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 9.5 PLF DOL: 100% Filename: B15 10.k b Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 1' 0.94" 350 0 100% Replacement Uniform(PLF) 0' 0.00" 1' 0.94" 329 443 100% Replacement Uniform(PLF) 1' 0.94" 2' 0.94" 350 0 100% Replacement Uniform(PLF) 1' 0.94" 2' 0.94" 334 445 100% Replacement Uniform (PLF) 2' 0.94" 2' 4.88" 350 0 100% Replacement Uniform(PLF) 2' 0.94" 2' 4.88" 338 447 100% Replacement Uniform(PLF) 2' 4.88" 3' 4.88" 350 0 100% Replacement Uniform(PLF) 2' 4.88" 3' 4.88" 343 449 100% Replacement Uniform(PLF) 3' 4.88" 3' 8.38" 350 0 100% Replacement Uniform(PLF) 3' 4.88" 3' 8.38" 349 451 100% Replacement Uniform(PLF) 3' 8.38" 4' 8.38" 350 0 100% Replacement Uniform(PLF) 3' 8.38" 4' 8.38" 355 453 100% Replacement Uniform(PLF) 4' 8.38" 4' 11.25" 350 0 100% Replacement Uniform(PLF) 4' 8.38" 4' 11.25" 362 456 100% Replacement Uniform(PLF) 4' 11.25" 5' 11.25" 350 0 100% Replacement Uniform(PLF) 4' 11.25" 5' 11.25" 369 458 100% Replacement Uniform(PLF) 5' 11.25" 6' 1.38" 350 0 100% Replacement Uniform(PLF) 5' 11.25" 6' 1.38" 377 461 100% Replacement Uniform(PLF) 6' 1.38" 6' 8.00" 350 0 100% Replacement Uniform PLF 6' 1.38" 6' 8.00" 380 463 100% 6 8 0 s8o Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall 3.00" 1.50" 3623# 2180# 1444# 3623# 2 6'3.75" Wall 3.00" 1.50" 3702# 2237# 1465# 3702# Design spans 6'3.75" Product:13/4"LP-LVL 9 1/2"2.0E 2 ply Component Member Design has Passed Design Checks.** Design assumes continuous lateral bracing along the top chord. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. 'Passing is defined as when the member,floor joist,beam or girder,shown on this cawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. Sierros Residence-2nd floor 5- 1-06 wCy'" 5:36pm lofl KeyBeam®4.410h kmBeamEngine 4.413j Materials Database 507 Member Data Description: B3-2 Member Type: Beam Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 9.5 PLF DOL: 100% Filename: B13 10.k b Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform PLF 0' 0.00" 7' 5.00" 350 320 100% rp 7 5 0 7 5 0 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall 3.00" 1.50" 2400# 1236# 1164# 2400# 2 7'0.75" Wall 3.00" 1.50" 2400# 1236# 1164# 2400# Design spans 7'0.75" Product:1314"LP-LVL 91/2"2.0E 2 ply Component Member Design has Passed Design Checks.** Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 4237.'# 13282.'# 31% 3.53' Total load 100% Shear 1862.# 6428.# 28% 0.01' Total load 100% Max.Reaction 2399.# 7875.# 30% 0' Dead load LL Deflection 0.0392" 0.2354" L/999+ 3.53' Total load 100% TL Deflection 0.0761" 0.3531" L/999+ 3.53' Total load 100% Control: Positive Moment Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. 'Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product Installation laccording to the manufacturer s specifications. Sierros Residence-2nd floor 5-1-06 5:34pm KeyBeam 1 of 1 KeyBeam®4.410h kmBeannEngine 4.413] Materials Database 507 Member Data Description: B2-2 Member Type: Beam Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 9.5 PLF DOL: 100% Filename: B31 10.k b Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 2' 2.75" 414 155 100% Replacement Uniform(PLF) 2' 2.75" 6' 8.75" 514 193 100% Replacement Uniform(PLF) 6' 8.75" 8' 8.00" 514 193 100% Point(LBS) 0' 4.63" 1505 0 100% Point(LBS) 0' 4.63" 1310 1501 100% Point(LBS) 0' 4.63" 1494 12923 100% Point LBS 0' 4.63" 17010 0 100% 8 8 0 8 8 0 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead_ Total 1 0'0.00" Girder 2.00" N/A 37539# 22720# 14820# 37539# 2 8'4.00" Girder 2.00" N/A 3886# 2675# 1212# 3886# Design spans 8'4.00" Product:13/4"LP-LVL 91/2"2.0E 2 ply Component Member Design has Passed Design Checks.- Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 10547.'# 13282.'# 79% 2.92' Total load 100% Shear 3319.# 6428.# 51% 8.32' Total load 100% LL Deflection 0.1784" 0.2778" U560 3.75' Total load 100% TL Deflection 0.2689" 0.4167" L/371 3.75' Total load 100% Control: Positive Moment Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. nxrr""w+rs.uc 'Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. rlm") Sjo Universal Forest Products° 155 Bay Road,PO Box 945/Belchertown,MA.01007 Phone:413-323-7247 Fax:413-323-5780/Rep: Mike Eskett Ruim Lumber - Hatfield Sierros Residence 2nd Floor Deck Calcs Northampton, MA These trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. The building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility of the building designer. For general guidance regarding bracing, consult "Bracing of wood trusses" available from the Truss Plate Institute,583 D'Onifrio Drive;Madison,WI 53179. SHOP DRAWING APPROVAL THESE DRAWINGS ARE THE SOLE SOURCE FOR FABRICATION OF TRUSSES AND VOIDS ALL PREVIOUS ARCHITECTURAL OR OTHER TRUSS DRAWINGS. REVIEW AND APPROVAL OF THESE DRAWINGS MUST BE RECEIVED BEFORE ANY TRUSSES WILL BE BUILT. VERIFY ALL CONDITIONS TO INSURE AGAINST CHANGES THAT WILL RESULT IN EXTRA CHARGES TO YOU.PLEASE INITIAL EACH ATTACHED TRUSS DRAWING. Approved by: Date: Job Number: 0604220 KeyBeam®4.410c Sierros Residence-1st floor 5-1-06 knnBeannEngine 4.412h Materials Database 495 5:1 of loft Member Data Description:J18- 16 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: U480 live, U240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename:A7 08 Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 4' 5.31" 273 160 100% 4 10 13 4 10 13 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00' Girder 2.00" N/A 205# 205# 109PLF 45PLF 154PLF 2 4'6.81" Girder 2.00" N/A 709# 709# 348PLF 184PLF 532PLF Design spans 4'6.81" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.- Allowable Stress Design Actual Allowable Capacity Location Loading Moment 285.'# 5645.'# 5% 2.74' Total load 100% Shear 7081 1620.# 43% 4.57' Total load 100% LL Deflection 0.0063" 0.1142" U999+ 2.28' Total load 100% TL Deflection 0.0091" 0.2284" U999+ 2.28' Total load 100% Control: Shear Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)l989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. '100044 —.11—."', Passing is defined as when the member,floorjoist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design fessional as required for appmal.This design assumes product installation ccording to the manufacturers specifications. KeyBeam®4.410c Sierros Residence-1st floor 5-1-06 kmBeamEngine 4.412h m 5:34 Materials Database 495 P lofl Member Data Description:J17- 16 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: U480 live, U240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename:A74 08 Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 5' 9.94" 0 122 100% 629 629 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Girder 2.00" N/A 209# 209# 114PLF 44PLF 157PLF 2 5'8.19" Girder 4.38" N/A 371# 371# 114PLF 164PLF 278PLF Design spans 5'8.19" Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks.- Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2984 83604 3% 2.84' Total load 100% Shear 370.# 1710.# 21% 5.68' Total load 100% LL Deflection 0.0042" 0.1420" U999+ 2.84' Total load 100% TL Deflection 0.0059" 0.2841" U999+ 2.84' Total load 100% Control: Shear Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners I Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. Passing is defined as when the member,800rjoisl,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. KeyBeam®4.410c Sierros Residence-1st floor 5-1-06 kmBeamEngine 4.412h Materials Database 495 5:1 of n I Member Data Description:J16-16 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: 0480 live,U240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename:A57 08 Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 10' 8.63" 0 85 100% IL 2 7 4 8 6 0 11 1 4 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Girder 2.00" N/A -113# -175# -107PLF -24PLF -131PLF 2 2'5.25" Wall 5.25" 3.50" 654# 654# 355PLF 136PLF 491 PLF 3 10'7.75" Wall 4.38" 1.50" 354# 355# 133PLF 134PLF 266PLF Design spans 2'5.25" 8'2.50" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 493.# 5645.'# 8% 2.44' Total load 100% Shear 362.# 16201 22% 2.44' Total load 100% End Reaction 355.# 11901 29% 10.65' Dead load Int.Reaction 654.# 2750.# 23% 2.44' Dead load LL Deflection -0.0058" 0.0609" U999+ 1.46' Even Spans 100% TL Deflection -0.0077" 0.1219" U999+ 1.46' Even Spans 100% Control: Max End React. Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)l989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. Passing is defined as when the member,floorjoist,beam or girder,shown on this rawing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design ardessional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. Keyseama 4.410c Sierros Residence-1 st floor 5-1-06 kmBeamEngine 4.412h Materials Database 495 5:1 of loft Member Data Description:J15-16 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: 0480 live, U240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename:A27 08 Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 0' 4.63" 36 99 100% Point PLF 15' 4.13" 355 113 100% IL 15 812 15 812 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall 5.25" 1.50" 737# 737# 340PLF 213PLF 553PLF 2 15'0.88" Wall 4.38" 1.50" 1174# 1174# 655PLF 226PLF 880PLF Design spans 160.88" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.- NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2112.'# 5645.'# 37% 7.54' Total load 100% Shear 1173.# 16204 72% 15.07' Total load 100% End Reaction 11731 1190.# 98% 15.07' Dead load LL Deflection 0.1324" 0.3768" L/999+ 7.54' Total load 100% TL Deflection 0.1819" 0.7536" U994 7.54' Total load 100% Control: Max End React. Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)l989-2005 by Keymark Enterpdses,LLC.ALL RIGHTS RESERVED. z+,sxarwsrw r.rr Passing is defined as when the member,floor joist,beam or girder,shown on this cawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation ccording to the manufacturers specifications. KeyBeam®4.410c Sierros Residence-1 st floor 5-1-06 kmBeamEngine 4.412h Materials Database 495 5:1 of loft Member Data Description:J14-16 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: U480 live, U240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename:A72 08 21 7 1560 17 7 7 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall 4.38" 1.50" -960# -1008# -560PLF -197PLF -756PLF 2 1'9.94" Wall 5.25" 3.50" 1773# 1773# 967PLF 363PLF 1330PLF 3 16'11.56" Wall 5.25" 1.50" 431# 432# 236PLF 89PLF 324PLF Design spans V9.94" 15'1.62" Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.- Design requires lateral bracing every 32:' along the compression face Review uplift reaction force at bearing 1 and ensure that the structure can resist 10071b reaction appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 1877.# 5645.'# 33% 1.83' Total load 100% Shear 1093.# 16204 67% 1.82' Total load 100% End Reaction 4314 11901 36% 16.96' Dead load Int.Reaction 1773.# 2750.# 64% 1.83' Dead load LL Deflection -0.0222" 0.0457" U989 1.1' Even Spans 100% TL Deflection -0.0303" 0.0914" L/724 1.1' Even Spans 100% Control: Shear All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. r Passing is darned as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessionaI as required for approval.This design assumes product Installation ording to the manufacturers specifications. KeyBeam®4.410c Sierros Residence-1st floor 5-1-06 kmBeamEngine 4.412h Materials Database 495 5:24pm loft Member Data Description:J13- 16 Member Type:Joist Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition:Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: 0480 live, U240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename:A53 08 Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 0' 4.63" 350 405 115% Point PLF 18' 2.75" 358 107 100% 18 212 1 1 2 19 314 Bearings and Reactions Input Minimum Worst Case Location Type Lenoth Lenath Total 115% 100% Dead Total 1 0'0.00" Wall 4.38" N/A 1658# 1660# 349PLF 359PLF 538PLF 1245PLF 2 17'11.25" Wall 13.12" 3.50" 1367# 1367# 2PLF 763PLF 261 PLF 1025PLF Design spans 17'11.25" 1'1.12"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks." Design requires lateral bracing every 32." along the compression face Web Stiffeners required at 0' 0.000" NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2969.'# 5645.'# 52% 8.97' Odd Spans 100% Shear 16591 18634 89% 0' Odd Spans 115% Cant,Shear,Rt 80.# 16201 4% 17.94' Total load 100% End Reaction 16594 18634 89% 0' Dead load Int.Reaction 7451 31621 23% 17.94' Dead load LL Deflection 0.2411" 0.4484" U892 8.97' Odd Spans 115% TL Deflection 0.3329" 0.8969" U646 8.97' Odd Spans 115% LL Defl.,Rt. -0.0360" 0.2000" 2U726 19.03' Odd Spans 115% TL Defl. Rt. -0.0496" 0.2000" 2U527 19.03' Odd Spans 115% Control: Shear Right cantilever allowable shear is for joist only Allowable end reaction is for joist with web stiffeners Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners y} Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. 1 x-,ixxr�rs a.vr Passing is defined as when the member,floor joist,beam or girder,shown on this cawing meets applicable design cdteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessionat as required for approval.This design assumes product installation ccording to the manufacturers specifications. KeyBeam®4.410c Sierros Residence-1st floor 5-1-06 kmBeamEngine 4.412h Materials Database 495 5:1 of loft Member Data Description:J12-16 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: U480 live, U240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename:A48 08 Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 0' 4.63" 350 405 115% Point PLF 18' 2.75" 360 103 100% 18 212 4 011 2237 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall 4.38" N/A 1627# 1651# 349PLF 359PLF 531 PLF 1238PLF 2 1711.25" Wall 24.00" 3.50" 1612# 1612# 2PLF 900PLF 308PLF 1209PLF Design spans 17'11.25" 4'0.69"(right cant) Product:14"LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.— Design requires lateral bracing every 32." along the compression face Web Stiffeners required at 0' 0.000" NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2892.'# 5645.'# 51% 8.97' Odd Spans 100% Shear 16511 18631 88% 0' Odd Spans 115% Cant.Shear,Rt 2974 1620.# 18% 17.94' Total load 100% End Reaction 1651.# 18631 88% 0' Dead load Int.Reaction 994.# 3162.# 31% 17.94' Dead load LL Deflection 0.2411" 0.4484" U892 8.97' Odd Spans 115% TL Deflection 0.3228" 0.8969" U666 8.97' Odd Spans 115% LL Defl.,Rt. -0.1340" 0.2028" 2U726 21.99' Odd Spans 115% TL Defl. Rt. -0.1733" 0.4057" 2U561 21.99' Odd Spans 115% Control: Shear Right cantilever allowable shear is for joist only Allowable end reaction is for joist with web stiffeners Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners t Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. �'rvxrwvxrs.rax- Passing is defined as when the member,floor ioist,beam or girder,shown on this rowing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. KeyBeam®4.410c Sierros Residence-1st floor 5-1-06 kmBeamEngine 4.412h Materials Database 495 5: 1 l fn ooft Member Data Description:J11 -16 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: U480 live, U240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename:A41 08 Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 18' 2.75" 360 103 100% 18 212 5 3 0 23 512 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead 1 0'0.00" Wall 4.38" 1.50" 602# 643# 359PLF 124PLF 482PLF 2 17'11.25" Wall 66.00" 3.50" 1717# 1717# 960PLF 328PLF 1288PLF Design spans 17'11.25" 63.00"(right cant) Product:14"'LPI-32 16.0"O.C. Component Member Design has Passed Design Checks.- Design requires lateral bracing every 32." along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2812.'# 5645.'# 49% 8.97' Odd Spans 100% Shear 7134 16201 44% 17.93' Total load 100% Cant.Shear,Rt 3854 1620.# 23% 17.94' Even Spans 100% End Reaction 6421 11904 53% 0' Dead load Int.Reaction 10994 27504 39% 17.94' Dead load LL Deflection 0.2381" 0.4484" U903 8.97' Odd Spans 100% TL Deflection 0.3091" 0.8969" 0696 8.97' Odd Spans 100% LL Defl.,Rt. -0.1716" 0.2625" 2U734 23.19' Odd Spans 100% TL Defl. Rt. -0.2091" 0.5251" 2U602 23.19' Odd Spans 100% Control: LL Defl.,Rt. Right cantilever allowable shear is for joist only Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respec9ve owners 1 �I Copyright(C)1989-2005 by Keymark Enterprises,LLC,ALL RIGHTS RESERVED. it Irk- Passing is defined as when the member,floorjoist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design fessional as required for approval.This design assumes product installation ccording to the manufacturers specific dons. KeyBeam®4.410c Sierros Residence-1st floor 5- 1-06 kmBeamEngine 4.412h Materials Database 495 S:1 lo off t Member Data Description:J9- 16 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: U480 live, U240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename:A69 08 411 9 411 9 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Girder 2.00" N/A 169# 169# 92PLF 35PLF 127PLF 2 4'7.06" Girder 2.50" N/A 169# 169# 92PLF 35PLF 127PLF Design spans 4'7.06" Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks.- Allowable Stress Design Actual Allowable Capacity Location Loading Moment 193.# 8360.'# 2% 2.3' Total load 100% Shear 1681 17104 9% 4.59' Total load 100% LL Deflection 0.0024" 0.1148" U999+ 2.3' Total load 100% TL Deflection 0.0034" 0.2295" U999+ 2.3' Total load 100% Control: Shear Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners f Copyright(C)l989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. r Passing is defined as when the member,floor joist,beam or girder,shown on this cawing""'applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturers specifications. KeyBeam®4.410c Sierros Residence-1st floor 5-1-06 kmBeamEngine 4.412h Materials Database 495 5:1 l of l Member Data Description:J8-16 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: U480 live, U240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename:A73 08 5 0 8 5 0 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Girder 4.38" N/A 166# 166# 91PLF 34PLF 125PLF 2 4'6.12' Girder 2.00" N/A 166# 166# 91 PLF 34PLF 125PLF Design spans 4'6.12" Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks.- Allowable Stress Design Actual Allowable Capacity Location Loading Moment 186.'# 8360.'# 2% 2.26' Total load 100% Shear 1654 17101 9% 4.51' Total load 100% LL Deflection 0.0023" 0.1128" L/999+ 2.26' Total load 100% TL Deflection 0.0032" 0.2255" L/999+ 2.26' Total load 100% Control: Shear Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)l9892005 by Keymark Enterprises,I.I.C.ALL RIGHTS RESERVED. n_ra"r earsur Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rofessionaI as required for approval.This design assumes product installation ccording to the manufacturer's specifications. KeyBeamc&4.410c Sierros Residence-1st floor 5-1-06 kmBeamEngine 4.412h 5:11 pm Materials Database 495 1 of 1 Member Data Description:J7-16 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: U480 live, U240 total Dead Load: 15 PSF Deck Connection: Glued&Nailed DOL: 100% Filename:A76 08 Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 5' 3.13" 350 405 115% Point PLF 5' 3.13" 36 13 100% 5 712 5 712 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Girder 2.00" N/A 210# 210# 7PLF 105PLF 47PLF 158PLF 2 5'2.25" Wall 4.38" 1.75" 1244# 1244# 344PLF 139PLF 451 PLF 933PLF Design spans 5'2.25" Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks.— Allowable Stress Design Actual Allowable Capacity Location Loading Moment 275.'# 8360.'# 3% 2.85' Total load 100% Shear 1244.# 19661 63% 5.19' Total load 115% End Reaction 12444 17821 69% 5.19' Dead load LL Deflection 0.0039" 0.1297" U999+ 2.59' Total load 115% TL Deflection 0.0057" 0.2594" U999+ 2.59' Total load 115% Control: Max End React. Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Kaymark Enterprises,LLC.ALL RIGHTS RESERVED. x..rr."rnnaa ur Passing is defined as when the member,floor joist,beam or girder,shown on this rewing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer a design profess one as required for approval.This design assumes product installation according to the manufacturers specifications. KeyBeam®4.410c Sierros Residence-1st floor 5-1-06 IsmBeamEngine 4.412h 5:1 Opm. Materials Database 495 loft Member Data Description:J6-16 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: U480 live, U240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename:A59 08 Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 0' 4.63" 53 105 100% Point(PLF) 17' 7.38" 350 405 115% Point PLF 17' 7.38" 36 13 100% 18 0 0 18 0 0 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall 4.38" 1.75" 855# 855# 2PLF 402PLF 238PLF 642PLF 2 17'5.00" Wall 4.38" 2.82" 1707# 1707# 349PLF 385PLF 548PLF 1281 PLF Design spans 17'5.00" Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks.— Allowable Stress Design Actual Allowable Capacity Location Loading Moment 2819'# 8360.'# 33% 8.71' Total load 100% Shear 17074 19664 86% 17.42' Total load 115% End Reaction 17071 17821 95% 17.42' Dead load LL Deflection 0.1530" 0.4354" L/999+ 8.71' Total load 115% TL Deflection 0.2124" 0.8708" L/983 8.71' Total load 115% Control: Max End React. All product names are trademarks of their respective owners Copyright(C)l989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. csnxrwx�s.a.ur Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturers specifications. Sierros Residence-1st floor 5-1-06 5:09pm loft KeyBeam®4.410c kmBeamEngine 4.412h Materials Database 495 Member Data Description:J5-16 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: U480 live,U240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename:A77 08 Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 19' 10.13" 350 405 115% Point PLF 19' 10.13" 36 13 100% 20 212 20 212 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall 4.38" 1.75" 718# 718# OPLF 392PLF 147PLF 539PLF 2 19'6.88" Wall 5.25" 1.75" 1791# 1791# 350PLF 428PLF 566PLF 1343PLF Design spans 19'6.88" Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks.— NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Moment 3512.'# 8360.'# 42% 9.79' Total load 100% Shear 7184 17104 41% 19.57' Total load 100% End Reaction 718.# 15504 46% 19.57' Dead load LL Deflection 0.2313" 0.4893" L/999+ 9.79' Total load 100% TL Deflection 0.3181" 0.9786" L/738 9.79' Total load 100% Control: LL Deflection Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)l909-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. Passing is defined as when the member,floorloist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ording to the manufacturers specifications. KeyBeam®4.410c Sierros Residence-1st floor 5-1-0)6 knaBeamEngine 4.412h Materials Database 495 5:1 of loft Member Data Description:J4-16 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code:NBC Live Load: 40 PSF Deflection Criteria: U480 live, U240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename:A4 08 2060 2060 Bearings and Reactions Input Minimum Worst Case Location Type Lenqth Length Total 100% Dead Total 1 0'0.00" Wall 2.00" 1.75" 743# 743# 406PLF 152PLF 558PLF 2 20'3.12" Wall 2.62" 1.75" 743# 743# 406PLF 152PLF 558PLF Design spans 20'3.12" Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks.— Allowable Stress Design Actual Allowable Capacity Location Loading Moment 3763.'# 8360.'# 45% 10.13' Total load 100% Shear 743.# 1710.# 43% 20.26' Total load 100% End Reaction 743.# 1328.# 55% 0' Dead load LL Deflection 0.2630" 0.5065" U924 10.13' Total load 100% TL Deflection 0.3616" 1.0130" U672 10.13' Total load 100% Control: Max End React. All product names are trademarks of their respective owners 1 Copydght(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. 'Passing is defined as when the member,floorjoist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design F roO's fi onal as required for approval.This design assumes product installation ording to the manufacturer's specificafions. KeyBeam®4.410c Sierros Residence-1st floor 5-1-06 kmBeamEngine 4.412h 5:04 m Materials Database 495 lo of Member Data Description:J3-16 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: U480 live,U240 total Dead Load: 15 PSF Deck Connection: Glued 8r Nailed DOL: 100% Filename:A82 08 Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point(PLF) 40' 4.13" 350 419 100% Point PLF 40' 4.13" 36 0 100% 20812 2000 40 812 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall 5.25" 1.75" 565# 628# 356PLF 116PLF 471 PLF 2 20'4.38" Wall 5.25" 3.50" 1845# 1845# 1005PLF 379PLF 1384PLF 3 40'0.88" Wall 4.38" N/A 1603# 1674# 730PLF 526PLF 1256PLF Design spans 20'4.38" 1918.50" Product:14"LPI-42 16.0"O.C. Component Member Design has Passed Design Checks.— Design requires lateral bracing every 32:' along the compression face Web Stiffeners required at 40' 0.875" Allowable Stress Design Actual Allowable Capacity Location Loading Moment 3708.'# 8360.'# 44% 20.36' Total load 100% Shear 1674.# 1710.# 97% 40.07' Even Spans 100% End Reaction 16741 17104 97% 40.07' Dead load Int.Reaction 18454 3020.# 61% 20.36' Dead load LL Deflection 0.1866" 0.5091" U999+ 9.16' Odd Spans 100% TL Deflection 0.2293" 1.0182" U999+ 9.16' Odd Span 100% Control: Shear Allowable end reaction is for joist with web stiffeners All product names are trademarks of their respective owners Copyright tell 989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. Passing is defined as when the member,floor joist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation xording to the manufacturers specificatlons. KeyBeam®4.410c Sierros Residence-1st floor 5-1-06 kmBeamEngine 4.412h Materials Database 495 S:1 of 1 of 1 Member Data Description:J2-16 Member Type:Joist Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: U480 live, U240 total Dead Load: 15 PSF Deck Connection:Glued&Nailed DOL: 100% Filename:A3a 08 Non-standard Loads Type Live Dead (Description) Begin End Start End Start End DOL Point PLF 44' 2.19" 0 122 100% 2034 2439 44 613 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00* Wall 2.00" 1.75" 513# 617# 358PLF 105PLF 463PLF 2 20'2.12" Wall 5.25" 3.50" 2039# 2039# 1112PLF 418PLF 1529PLF 3 44'2.19" Wall 4.38" 1.75" 852# 903# 415PLF 263PLF 678PLF Design spans 20'2.12" 24'0.06" Product:14"LPI.42 16.0"O.C. Component Member Design has Passed Design Checks.— Design requires lateral bracing every 32." along the compression face Allowable Stress Design Actual Allowable Capacity Location Loading Moment 4578.'# 8360.'# 54% 20.18' Total load 100% Shear 1072.# 1710.# 62% 20.18' Total load 100% End Reaction 9031 15501 58% 44.18' Dead load Int.Reaction 2038.# 30201 67% 20.18' Dead load LL Deflection 0.3365" 0.6001" L/855 33.38' Even Spans 100% TL Deflection 0.4290" 1.2002" L/671 33.38' Even Spans 100% Control: Max Int.React. All product names are trademarks of their respective owner: r Copyright(C)l989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by qualified designer or design rofessional as required for approval.This design assumes product installation ecording to the manufacturers specifications. KeyBeam®4.410c Sierros Residence-1st floor 5-1-06 kimBearnEngine 4.412h 6:13pm Materials Database 495 lofl Member Data Description: F9-2 Member Type:Girder Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: U480 live, U240 total Dead Load: 15 PLF Deck Connection:Nailed Member Weight: 14.0 PLF DOL: 100% Filename:G9 08 2 3 9 2 3 9 Bearings and Reactions Input Minimum Worst Case Location Type Lenqth Lenqth Total 100% Dead Total 1 0'0.00" Girder N/A N/A 65# 38# 28# 65# 2 1'10.56" Girder N/A N/A 65# 38# 28# 65# Design spans 1'10.56" Product:1314"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks.- Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 30.'# 27495.'# 0% 0.94' Total load 100% LL Deflection 0.0010" 0.0470" L/999+ 0.94' Total load 100% TL Deflection 0.0010" 0.0940" L/999+ 0.94' Total load 100% Control: Positive Moment Shear cannot be calculated because member's length is less then 2d. Manufacturer's installation guide MUST be consulted for mufti-ply connection details and alternatives Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright ell 989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. c+newrsars.i.u. Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ording to the manufacturers specifications. KeyBeam®4.410c Sierros Residence-1 st floor 5-1-06 kmBeamEngine 4.412h Materials Database 495 6:1 lo off t Member Data Description: F8-2 Member Type: Girder Application: Floor Comments: Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: U480 live, 0240 total Dead Load: 15 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename:G16 08 3 9 6 3 9 6 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Girder N/A N/A 111# 65# 47# 111# 2 3'2.50" Wall 5.25" 1.50" 111# 65# 47# 111# Design spans T2.50" Product:13/4"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks.— Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 89.'# 27495.'# 0% 1.6' Total load 100% Shear 301 9473.# 0% 3.2' Total load 100% Max.Reaction 111.# 137814 0% 3.21' Dead load LL Deflection 0.0010" 0.0802" L/999+ 1.6' Total load 100% TL Deflection 0.0010" 0.1603" L/999+ 1.6' Total load 100% Control: Max.Reaction Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)l989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. Passing is defined as when the member,floorjoist,beam or girder,shown on this cawing meets applicable design criteria for Loads,Loading Conditions,and Spans isled on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation according to the manufacturers specifications. KeyBeam®4.410c Sierros Residence-1 st floor 5- 1-06 kmBeamEngine 4.412h Materials Database 495 6:1 Opm 1of1 Member Data Description: F7-2 Member Type: Girder Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: U480 live, U240 total Dead Load: 15 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename:G20 08 Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 1' 1.75" 125 47 100% Replacement Uniform(PLF) 1' 1.75" 1' 2.44" 114 43 100% Replacement Uniform(PLF) 1' 2.44" 1' 2.81" 110 41 100% Replacement Uniform(PLF) 1' 2.81" 1' 3.50" 110 41 100% Replacement Uniform(PLF) 1' 3.50" 1' 4.38" 110 41 100% Replacement Uniform(PLF) 1' 4.38" 1' 4.75" 110 41 100% Replacement Uniform(PLF) 1' 4.75" 4' 2.50" 110 41 100% Point(LBS) 3' 3.75" 605 287 100% Point(LBS) 3' 3.75" 1663 -40 100% Point LBS 3' 11.00" 0 1120 100% 4 2 8 4 2 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00' Girder N/A N/A 812# 633# 179# 812# 2 3'9.50" Girder N/A N/A 3470# 2067# 1403# 3470# Design spans 3'9.50" Product:13/4"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks.— Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1670.'# 27495.'# 6% 3.1' Total load 100% Shear 5984 9473.# 6% 0.01' Total load 100% LL Deflection 0.0018" 0.0948" L/999+ 2.09' Total load 100% TL Deflection 0.0022" 0.1896" L/999+ 2.09' Total load 100% Control: Shear Manufacturer's installation guide MUST be consulted for mufti-ply connection details and alternatives Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)l989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. J Passing is defined as when the member,floorjoist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans is.on this sheet.The design must be reviewed by a qualified designer a design recessional as required for approval.This design assumes product installation ording to the manufacturers specifications. KeyBeam®4.410c Sierros Residence-1st floor 5-1-06 kmBeamEngine 4.412h Materials Database 495 6:09pm 1 of 1 Member Data Description: F6-2 Member Type:Girder Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: U480 live, U240 total Dead Load: 15 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename:G6 08 Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform PLF 0' 0.00" 5' 1.75" -114 -25 1000/( 5 1 12 i 5 1 12 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Girder N/A N/A -292# -265# 33# -292# 2 4'7.75" Wall 4.38" 1.50" -292# -265# 33# -292# Design spans 4'7.75" Product:13/4"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks.- Design requires lateral bracing every 32" along the compression face Design assumes continuous lateral bracing along the top chord. Review uplift reaction force at bearing 1 and ensure that the structure can resist 291 lb reaction appropriately. Review uplift reaction force at bearing 2 and ensure that the structure can resist 291 lb reaction appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 38.'# 24745.'# 0% 2.32' Dead load Negative Moment 338.'# 27495.'# 1% 2.32' Total load 100% Shear 145.# 9473.# 1% 4.64' Total load 100% Max.Reaction 334 11484.# 0% 4.65' Dead load LL Deflection 0.0010" 0.1161" L/999+ 2.32' Total load 100% TL Deflection 0.0010" 0.2323" U999+ 2.32' Total load 100% Control: Shear Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Copyright(C)l989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. Passing is defined as when the member,floor joist,beam or girder,shown on this rawing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturer's specifimbons. KeyBeam®4.410c Sierros Residence-1st floor 5-1-06 kmBeamEn&e 4.412h Materials Database 495 6:07pm 1of1 Member Data Description:F5-2 Member Type:Girder Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: U480 live, U240 total Dead Load: 15 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename:G28 08 Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 1' 1.75" 96 36 100% Replacement Uniform(PLF) 0' 0.00" 5' 8.81" 100 38 100% Replacement Uniform(PLF) 1' 1.75" 1' 6.94" 77 29 100% Replacement Uniform(PLF) 1' 6.94" 1' 8.06" 70 26 100% Replacement Uniform(PLF) 1' 8.06" 1' 8.88" 68 26 100% Replacement Uniform(PLF) 1' 8.88" 1' 10.81" 65 24 100% Replacement Uniform(PLF) 1' 10.81" 2' 10.81" 50 19 100% Replacement Uniform(PLF) 2' 10.81" 3' 6.75" 28 11 100% Replacement Uniform(PLF) 3' 6.75" 4' 3.88" 10 4 100% Point(LBS) 4' 3.88" 150 107 100% 7= 5 813 5 813 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Girder N/A N/A 686# 464# 223# 686# 2 5'3.81" Girder N/A N/A 682# 441# 242# 682# Design spans 63.81" Product:13/4"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks.— Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 883'# 27495.'# 3% 2.7' Total load 100% Shear 505.# 94731 5% 5.31' Total load 100% LL Deflection 0.0019" 0.1330" U999+ 2.68' Total load 100% TL Deflection 0.0029" 0.2659" U999+ 2.68' Total load 100% Control: Shear Manufacturer's installation guide MUST be consulted for multi-pty connection details and alternatives Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners h Copyright(C)l989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. �eer er3es.r.rx Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation 10000 ng to the manufacturers specifications. KeyBeam®4.410c Sierros Residence-Ist floor 5-1-06 kmBeamEngine 4.412h Materials Database 495 6:05pm IofI Member Data Description: F4-2 Member Type:Girder Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: U480 live, U240 total Dead Load: 15 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename:G24 08 Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 1' 9.00" 58 22 100% Replacement Uniform(PLF) 1' 9.00" 2' 5.50" 47 18 100% Replacement Uniform(PLF) 2' 5.50" 2' 7.38" 43 16 100% Replacement Uniform(PLF) 2' 7.38" 2' 8.69" 42 16 100% Replacement Uniform(PLF) 2' 8.69" 2' 11.94" 40 15 100% Replacement Uniform(PLF) 2' 11.94" 4' 7.63" 31 11 100% Replacement Uniform(PLF) 4' 7.63" 5' 8.69" 17 6 100% Replacement Uniform(PLF) 5' 8.69" 7' 0.31" 6 2 100% Point(LBS) 5' 8.69" 0 15 100% 7 0 5 7 0 5 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Girder N/A N/A 252# 147# 105# 252# 2 6'8.31" Girder N/A N/A 165# 77# 88# 165# Design spans 6'8.31" Product:1314"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks.- Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 347.'# 27495.'# 1% 3.01' Total load 100% Shear 141.# 94731 1% 0.01' Total load 100% LL Deflection 0.0010" 0.1673" L/999+ 3.35' Total load 100% TL Deflection 0.0017" 0.3345" L/999+ 3.35' Total load 100% Control: Shear Manufacturers installation guide MUST be consulted for multi-ply connection details and alternatives Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respecthm owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. x.. "Pawing is is defined as when the member,floorjoist,beam or girder,shown on this wing meets applicable design criteria for Loads,Loading conditions,and Spans Isted on this sheet.The design must be reviewed by a qualified designer or design Professional as required for approval.This design assumes product installation ccording to the manufacturers specifications. KeyBeam®4.410c Sierros Residence-1st floor 5-1-06 kmBeamEngine 4.412h 5:51 pm Materials Database 495 lofl Member Data Description: F3-2 Member Type:Girder Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: U480 live, U240 total Dead Load: 15 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename: G10 08 Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 8' 7.88" 27 10 100% Replacement Uniform(PLF) 0' 0.00" 8' 8.75" 27 10 100% Replacement Uniform(PLF) 8' 7.88" 8' 8.75" 27 10 100% Point(LBS) 0' 4.63" 0 171 100% Point(LBS) 4' 0.00" 267 195 100% 8 812 8 812 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall 5.25" 1.50" 778# 362# 416# 778# 2 8'0.88" Wall 4.38" 1.50" 561# 336# 226# 561# Design spans 8'0.88" Product:13/4"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks." NOTE:Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1628.'# 27495.'# 5% 3.64' Total load 100% Shear 5051 94734 5% 0.01' Total load 100% Max.Reaction 561.# 114841 4% 8.07' Dead load LL Deflection 0.0063" 0.2018" L/999+ 4.04' Total load 100% TL Deflection 0.0106" 0.4036" L/999+ 4.04' Total load 100% Control: Positive Moment Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. Passing is defined as when the member,floor joist,beam or girder,shown on this cawing meals applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation ording to the manufacturers specifications. KeyBeam®4.410c Sierros Residence-1 st floor 5-1-06 kmBeamEngine 4.412h Materials Database 495 5:1 of 1 of 1 Member Data Description: F2-2 Member Type: Girder Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: U480 live, U240 total Dead Load: 15 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% Filename:G23 08 Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 2' 8.25" 27 10 100% Replacement Uniform(PLF) 0' 0.00" 14' 8.25" 27 10 100% Point(LBS) 2' 8.25" -285 -28 100% Point(LBS) 14' 3.63" 36 13 100% Point LBS 14' 3.63" 0 85 100% 14 8 4 14 8 4 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total — 1 0'0.00" Wall 5.25" 1.50" 174# 245# 191# 435# 2 14'0.38" Wall 4.38" 1.50" 445# 228# 269# 497# Design spans 14'0.38" Product:13/4"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks.— Design requires lateral bracing every 32" along the compression face Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1303.'# 27495.'# 4% 7.02' Total load 100% Negative Moment 416.'# 27495.'# 1% 2.32' Total load 100% Shear 333.# 94731 3% 0.7' Total load 100% Max.Reaction 496.# 11484.# 4% 14.03' Dead load LL Deflection 0.0164" 0.3508" L/999+ 7.02' Total load 100% TL Deflection 0.0291" 0.7016" L/999+ 7.02' Total load 100% Control: Positive Moment Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners 1 l'I Copyright(C)l989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. Passing is defined as when the member,floorjoist,beam or girder,shown on this cawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for appov ral.This design assumes product installation ccording to the manufacturers specifications. Keyseamg 4.410c Sierros Residence-1st floor 5-1-06 kmBeamEngine 4.412h Materials Database 495 5:44pm 2 of 2 Design spans T0.38" 13'2.38" Product:13/4"LP-LVL 14"2.0E 3 ply Component Member Design has Passed Design Checks.— Design requires lateral bracing every 32" along the compression face Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 5050.'# 42892.'# 11% 3.44' Odd Spans 100% Negative Moment 7185.'# 42892.'# 16% 7.03' Total load 100% Shear 40474 142104 28% 5.98' Total load 100% Max.Reaction 8451.# 13781.# 61% 7.03' Dead load LL Deflection 0.0326" 0.3299" L1999+ 13.85' Even Spans 100% TL Deflection 0.0439" 0.6599" L 1999+ 13.87' Even Spans 100% Control: Max.Reaction Design assumes a repetitive member use increase in bending stress: 4% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners Copyright(C)l989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. Passing is defined as when the member,floorjoist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation ccording to the manufacturers specifications. KeyBeam®4.410c Sierros Residence-1st floor 5-1-06 kraBearnEngine 4.412h Materials Database 495 5:44pm 1 of 2 Member Data Description: F1-3 Member Type:Girder Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: 0480 live, U240 total Dead Load: 15 PLF Deck Connection: Nailed Member Weight: 21.0 PLF DOL: 100% Filename:G2 08 Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 0' 5.50" 27 10 100% Replacement Uniform(PLF) 0' 0.00" 8' 8.75" 27 10 100% Replacement Uniform(PLF) 0' 5.50" 1' 6.19" 318 162 100% Replacement Uniform(PLF) 1' 6.19" 2' 6.19" 332 175 100% Replacement Uniform(PLF) 2' 6.19" 2' 10.19" 368 196 100% Replacement Uniform(PLF) 2' 10.19" 3' 10.19" 362 192 100% Replacement Uniform(PLF) 3'10.19" 4' 2.50" 362 192 100% Replacement Uniform(PLF) 4' 2.50" 5' 8.31" 356 190 100% Replacement Uniform(PLF) 5' 8.31" 6' 8.31" 356 193 100% Replacement Uniform(PLF) 6' 8.31" 7' 0.69" 356 193 100% Replacement Uniform(PLF) 7' 0.69" 8' 0.69" 362 197 100% Replacement Uniform(PLF) 8' 0.69" 8' 4.63" 321 172 100% Replacement Uniform(PLF) 8' 4.63" 9' 8.13" 348 181 100% Replacement Uniform(PLF) 8' 8.75" 20' 11.50" 27 10 100% Replacement Uniform(PLF) 9' 8.13" 10' 11.00" 325 166 100% Replacement Uniform(PLF) 10'11.00" 12' 1.13" 276 139 100% Replacement Uniform(PLF) 12' 1.13" 13' 2.38" 211 103 100% Replacement Uniform(PLF) 13' 2.38" 14' 2.75" 133 59 100% Replacement Uniform(PLF) 14' 2.75" 20' 11.50" 89 33 100% Point(LBS) 3' 3.13" 0 43 100% Point(LBS) 3' 3.13" 196 67 100% Point(LBS) 3' 9.69" 0 83 100% Point(LBS) 3' 9.69" 371 133 100% Point(LBS) 4' 2.50" 0 83 100% Point(LBS) 4' 2.50" 372 133 100% Point(LBS) 5' 8.31" 0 83 100% Point(LBS) 5' 8.31" 364 134 100% Point(LBS) 6' 1.19" 0 83 100% Point(LBS) 6' 1.19" 364 134 100% Point(LBS) 6' 7.75" 0 43 100% Point LBS 6' 7.75" 220 82 100% T 777777= 7 412 13 612 2011 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall 5.25" 1.50" 2004# 1699# 736# 2434# 2 7'0.38" Wall 3.50" 2.15" 8452# 5366# 3087# 8452# 3 20'2.75" Wall 5.25" 1.50" 1049# 793# 375# 1167# All product names are trademarks of their respective owners 1 Copyright(C)l989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. Y?Ykt!nR9rAk�[' Passing is defined as when the member,lloorjoist,beam or girder,shown on this swing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design Professional as required for approval.This design assumes product installation according to the manufacturers specifications. K.eyseam®4.410c - Sierros Residence-1st floor 5-1-06 kmBeamEngine 4.412h 5:46pm Materials Database 495 2of2 Product:13/4"LP-LVL 14"2.0E 2 ply Component Member Design has Passed Design Checks.- Design requires lateral bracing every 32" along the compression face NOTE:Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Review uplift reaction force at bearing 1 and ensure that the structure can resist 19861b reaction appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 21326.'# 27495.'# 77% 13.86' Even Spans 100% Negative Moment 156444 274954 56% 7.03' Total load 100% Shear 62874 94734 66% 8.03' Total load 100% Max.Reaction 99104 131254 75% 7.03' Dead load LL Deflection 0.2115" 0.3299" L/748 14.05' Even Spans 115% TL Deflection 0.3197" 0.6599" L/495 14.05' Even Spans 115% Control: Positive Moment Manufacturers installation guide MUST be consulted for mufti-ply connection details and alternatives Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. crrxr �s.r.rx• Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design cdteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rof sssional as required for approval.This design assumes product installation according to the manufacturers specifications. KeyBeam®4.410c'- Sienos Residence-`1 sf floor 5-1-06 knnBeamEngine 4.412h Materials Database 495 5:1 of 1 of 2 Member Data Description: F1-2 Member Type:Girder Application: Floor Comments: '''"'; wS``` Lateral Bracing:Continuous Top Standard Load: Moisture Condition:Dry Building Code: IBC/IRC Live'Load: 40 PLF "` J Deflection Criteria: U480 live, U240 total Dead Load: 15 PLF Deck Connection: Nailed Member Weight: 14.0 PLF DOL: 100% ` '' Filename:G3 08 Non-standard Loads Type Trib. Live Dead (description) Begin End Width Start End Start End DOL Replacement Uniform(PLF) 0' 0.00" 0' 5.50" 27 10 100% Replacement Uniform(PLF) 0' 0.00" 0' 5.50" 27 10 100% Replacement Uniform(PLF). 0' 5.50" 1' 6.19" 151 69 100% Replacement Uniform(PLF) 0' 5.50" 20' 11.50" 27 10 100% Replacement Uniform(PLF) 1' 6.19" 2' 6.19" 124 54 100% Replacement Uniform(PLF) 2' 6.19" 2' 10.19" 89 33 100% Replacement Uniform(PLF) 2'10.19" 3' 10.19" 89 33 100% Replacement Uniform(PLF) 3' 10.19" 4' 2.50" 89 33 100% Replacement Uniform(PLF) 4' 2.50" 5' 8.31" 89 33 100% Replacement Uniform(PLF) 5' 8.31" 6' 8.31" 89 33 100% Replacement Uniform(PLF) 6' 8.31" 7' 0.69" 89 33 100% Replacement Uniform(PLF) 7' 0.69" 8' 0.69" 89 33 100% Replacement Uniform(PLF) 8' 0.69" 8' 4.63" 130 58 100% Replacement Uniform(PLF) 8' 4.63" 9' 8.13" 157 72 100% Replacement Uniform(PLF) 9' 8.13" 10' 11.00" 211 102 100% Replacement Uniform(PLF)_ 10'11.00" 12' 1.13" 275 139 100% Replacement Uniform(PLF) 12' 1.13" 13' 2.38" 353 184 100% Replacement Uniform(PLF) 13' 2.38" 14' 2.75" 449 241 100% Replacement Uniform(PLF) 14' 2.75" 20' 11.50" 89 33 100% Point(LBS) 0' 5.50" 298 95 100% Point(LBS) 14' 2.75" 0 83 100% Point(LBS) 14' 2.75" 404 152 100% Point(LBS) 14' 2.75" 627 0 115% Point(LBS) 14' 2.75" 3547 2116 100% Point(LBS) 14' 5.13" 0 6 100% Point(LBS) 14' 5.13" 29 11 100% Point(LBS) 20' 6.88" 18515 0 115% Point LBS 20' 6.88" 4732 15204 100% 7 412 13 612 2011 8 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0'0.00" Wall 5.25" 1.50" -1243# -142# -1378# 467# -1987# 2 T0.38" Wall 5.00" 3.78" 9910# 520# 6004# 3387# 9910# 3 20'2.75" Wall 5.25" 1.58" 42581# 18764# 7229# 16610# 42602# Design spans T0.38 13'2.38" All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,I.I.C.ALL RIGHTS RESERVED. Passing is defined as when the member,floorioist,beam or girder,shown on this drawing_"'applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design rot as required for approval.This design assumes product installation ccording to the manufacturei s specfii afions. Sierros Residence- 1st floor 5-1-06 7:18pm KeyBeava 1 of 1 KeyBeam®4.410c kmBeamEngine 4.412h Materials Database 495 Member Data Description: 135-3 Member Type: Beam Application: Floor Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: U360 live, L/240 total Dead Load: 10 PLF Deck Connection: Nailed Member Weight: 17.9 PLF DOL: 100% Filename: b5-3 Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PSF) or 0.00" 17' 0.00" 23' 0.00" 40 15 100% 8 6 0 8 6 0 17 0 0 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall 3.50" 1.50" 3985# 3334# 1127# 4461# 2 8'3.38" Wall 3.50" 3.37" 13281# 9524# 3757# 13281# 3 16'6.75" Wall 3.50" 1.50" 3985# 3334# 1127# 4461# Design spans 8'3.38" 8'3.38" Product:13/4"LP-LVL 11 7/8"2.0E 3 ply Component Member Design has Passed Design Checks.** Design requires lateral bracing every 32" along the compression face Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 7736.'# 31583.'# 24% 3.31' Odd Spans 100% Negative Moment 10998.'# 31583.'# 34% 8.28' Total load 100% Shear 5370.# 12053.# 44% 7.45' Total load 100% Max.Reaction 132801 13781.# 96% 8.28' Dead load LL Deflection 0.0466" 0.2760" L/999+ 3.73' Odd Spans 100% TL Deflection 0.0574" 0.4141 L/999+ 3.73' Odd Spans 100% Control: Max.Reaction Design assumes a repetitive member use increase in bending stress: 4% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. . r.•ir."rwxr*.ur *Passing is defined as when the member,floor joist,beam or girder,shown on this rawing meets applicable design criteria for Loads,Loading Conditions,and Spans isted on this sheet.The design must be reviewed by a qualified designer or design pro fessional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. NNW Sierros Residence- 1st Floor 5- 1-06 �q 7:15pm ey'Be 1 of 1 KcyBeam®4.410c kmBeamEngine 4.412h Materials Database 495 Member Data Description: B4-3 Member Type: Beam Application: Floor Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: U360 live, L/240 total Dead Load: 15 PLF Deck Connection: Nailed Member Weight: 17.9 PLF DOL: 100% Filename: b4-3 Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PSF) 0' 0.00" 21' 0.00" 25' 0.00" 40 15 100% 1060 1060 21 0 0 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall 3.50" 1.53" 5371# 4499# 1515# 6013# 2 10'3.38" Wall 10.00" 4.55" 17901# 12852# 5050# 17901# 3 20'6.75" Wall 3.50" 1.53" 5371# 4499# 1515# 6013# Design spans 10'3.38" 10'3.38" Product:13/4"LP-LVL 11 7/8"2.0E 3 ply Component Member Design has Passed Design Checks.** Design requires lateral bracing every 32" along the compression face Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 12949.'# 31583.'# 41% 4.11' Odd Spans 100% Negative Moment 18404.'# 31583.'# 58% 10.28' Total load 100% Shear 75721 12053.# 62% 10.27' Total load 100% Max.Reaction 17901.# 39375.# 45% 10.28' Dead load LL Deflection 0.1203" 0.3427" L/999+ 4.63' Odd Spans 100% TL Deflection 0.1482" 0.5141" L/832 4.63' Odd Spans 100% Control: Shear Design assumes a repetitive member use increase in bending stress: 4% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners r Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED, r rm'rw"enra rrr "Passing Is defined as when the member,floor joist,beam or girder,shown on this rawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. Sierros Residence-1st Floor 5- 1-06 7:05pm eyBea 1 of 1 KeyBeam®4.410c kmBeamEngine 4.412h Materials Database 495 Member Data Description:B3-3 Member Type: Beam Application: Floor Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 15 PLF Deck Connection: Nailed Member Weight: 17.9 PLF DOL: 100% Filename: b3 Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PSF) 0' 0.00" 30' 2.75" 23' 9.00" 40 15 100% 9 0 0 10 0 0 11 2 12 30 212 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall 3.50" 1.50" 4613# 3895# 1304# 5198# 2 8'9.38" Wail 10.00" 3.65" 13104# 10665# 3703# 14368# 3 18'9.38" Wall 10.00" 4.20" 15886# 12062# 4489# 16551# 4 29'9.50" Wall 3.50" 1.59" 5848# 4598# 1653# 6250# Design spans 8'9.38" 1010.001, 11'0.12" Product:13/4"LP-LVL 11 7/8"2.0E 3 ply Component Member Design has Passed Design Checks.— Design requires lateral bracing every 32" along the compression face Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 14711.'# 31583.'# 46% 24.84' Odd Spans 100% Negative Moment 16970.'# 31583.'# 53% 18.78' Adjacent 2 100% Shear 7521.# 12053.# 62% 18.79' Adjacent 2 100% Max.Reaction 62491 137811 45% 29.79' Dead load LL Deflection 0.1523" 0.3670" L/867 24.84' Odd Spans 100% TL Deflection 0.1973" 0.5505" L/669 24.84' Odd Spans 100% Control: Shear Design assumes a repetitive member use increase in bending stress: 4% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners Copyright(C)1989-2005 by Keymark Enterprises,LLC,ALL RIGHTS RESERVED. ��nxrre"ra to 'Passing is defined as when the member,floor joist,beam or girder,shown on this rawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed an this sheet.The design must be reviewed by a qualified designer or design rofessional as required for approval.This design assumes product installation ccoiding to the manufacturer's specifications. Sierros Residence- Ist Floor 5- 1-06 7:40pm eyBea 1 of 1 KeyBcam®4.41 Oh kmBeamEngine 4.413j Materials Database 507 Member Data Description: 132-3 Member Type: Beam Application: Floor Lateral Bracing: Continuous Top Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: L1360 live, L/240 total 1.000"max.LL Dead Load: 15 PLF Deck Connection: Nailed Member Weight: 17.9 PLF DOL: 100% Filename: B2-3.KYB Non-standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform(PSF) 0' 0.00" 35' 4.00" 15' 0.00" 40 15 100% Additional Uniform PLF 0' 0.00" 35' 4.00" 0 60 100% 9 0 0 8 0 0 9 0 0 9 4 0 3540 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall 3.50" 1.50" 3175# 2343# 1065# 3408# 2 8'9.38" Wall 3.50" 2.33" 8678# 6267# 2911# 9178# 3 16'9.38" Wall 3.50" 2.08" 6952# 5862# 2333# 8194# 4 259.38" Wall 3.50" 2.49" 9485# 6628# 3182# 9810# 5 34'10.75" Wall 3.50" 1.50" 3221# 2419# 1081# 3499# Design spans 8'9.38" 810.001, 9'0.00" 9'1.38" Product:13/4"LP-LVL 11718"2.0E 3 ply Component Member Design has Passed Design Checks.** Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 6754.'# 31583.'# 21% 30.79' Even Spans 100% Negative Moment 8641.'# 31583.'# 27% 25.78' Adjacent 3 100% Negative Unbrcd 8641.'# 31335.'# 27% 25.78' Adjacent 3 100% Shear 4169.# 12053.# 34% 25.79' Adjacent 3 100% Max.Reaction 9810.# 13781.# 71% 25.78' Dead load LL Deflection 0.0459" 0.3038" L/999+ 30.34' Even Spans 100% TL Deflection 0.0616" 0.4557" L/999+ 30.79' Even Spans 100% Control: Max.Reaction Design assumes a repetitive member use increase in bending stress: 4% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners John O'Leary Universal Forest Products v 155 Bay Rd Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. Belchertown,MA 01007 (413)323-7247 �m�"rwn-nx.ur 'Passing is defined as when the member,floor joist,beam or girder,shown on this yawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation ccording to the manufacturer's specifications. Sierros Residence- 1st Floor 5-1-06 7:37pm KeyBeam 10171 KeyBeamg 4.410h kmBeamEngine 4.413] Materials Database 507 Member Data Description: B1-3 Member Type: Beam Application: Floor Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: IBC I IRC Live Load: 40 PLF Deflection Criteria: L/360 live, L/240 total 1.000"max. LL Dead Load: 15 PLF Deck Connection: Nailed Member Weight: 21.0 PLF DOL: 100% Filename: B1-3.KYB Non-standard Loads Trib. Live Dead Type (Description) Begin End Width Start End Start End DOL Replacement Uniform(PSF) 0' 0.00" 23' 0.00" 28' 6.00" 40 15 100% Additional Uniform(PSF) 0' 0.00" 23' 0.00" 5' 6.00" 0 10 100% i z 11 6 0 11 6 0 2300 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0'0.00" Wall 3.50" 1.97" 6953# 5627# 2131# 7757# 2 11'3.38" Wall 10.00" 5.89" 23176# 16076# 7101# 23176# 3 22'6.75" Wail 3.50" 1.97" 6953# 5627# 2131# 7757# Design spans 11'3.38" 11'3.38" Product:13/4"LP-LVL 14"2.0E 3 ply Component Member Design has Passed Design Checks.** Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 18268.'# 42892.'# 42% 18.05' Even Spans 100% Negative Moment 26145.'# 42892.'# 60% 11.28' Total load 100% Negative Unbrcd 26145.'# 43382.'# 60% 11.28' Total load 100% Shear 9671.# 14210.# 68% 10.15' Total load 100% Max.Reaction 23176.# 39375.# 58% 11.28' Dead load LL Deflection 0.1213" 0.3760" L/999+ 5.08' Odd Spans 100% TL Deflection 0.1529" 0.5641 L/885 5.08' Odd Spans 100% Control: Shear Design assumes a repetitive member use increase In bending stress: 4% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners John O'Leary Universal Forest Products 155 Bay Rd Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. Belchertown,MA 01007 (413)323-7247 cs*rxanw+ra iu 'Passing Is defined as when the member,floor joist,beam or girder,shown on this cawing meets applicable design criteria for Loads,Loading Conditions,and Spans fisted on this sheet.The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. mw 6F) 0 Universal Forest Products° { 155 Bay Road,PO Box 945/Belchertown,MA.01007 Phone:413-323-7247 Fax:413-323-5780/Rep:Mike Eskett Bugg Lumber - Hatfield Sierros Residence 1 " Floor Deck Calcs '. Northampton, MA These trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. The building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility of the building designer. For general guidance regarding bracing, consult"Bracing of wood trusses" available from the Truss Plate Institute,583 D'Onifrio Drive;Madison,WI 53179. SHOP DRAWING APPROVAL THE'SL•DRAWINGS ARE THE SOLE SOURCE FOR FABRICATION OF TRUSSES AND VOIDS ALL PREVIOUS ARCHITECTURAL OR OTHER TRUSS DRAWINGS. REVIEW AND APPROVAL OF THEE DRAWINGS MUST BE RECEIVED BEFORE ANY TRUSSES WILL BE BUILT.VERIFY ALL+CONDITIONS TO INSURE AGAINST CHANGES THAT WILL RESULT IN EXTRA CHARGES TO YOU.PLEASE INITIAL EACH ATTACHED TRUSS DRAWING. Approved by: Date: Job Number: 0604220 Universal ­.- - --- - Letter of Forest r ansmittal MAY - Products' 5 2CC6 �� May 4.2006 155 Bay Road, PO Box 945, Belchertown, MA. 01007 ,5 Phone: (413) 323-7247 Fax: (413) 323-5780 _. To: Northampton Building Inspectors Attention: Tony From: John O'Leary Re: Sierros Residence Submitted by Rugg Lumber WE ARE SENDING YOU_x Attached Under Separate Cover Via _MAIL The following Items: —x—Shop Drawings Prints Placement Plans Samples _x_Specifications Copy of Letter Change Order Other COPIES DATED NO. 1 Floor Engineering and Layouts Roof Engineering and Layouts Wall Panel Engineering and Layouts 1 Material Specifications for Lumber-1, Lumber-2, Lumber-3, Simpson THA Simpson LU and HU, OSB-1, ACQ Treatment Certificate, Beams, Truss Plates, Nails, Staples, Roof Trusses and Floor Trusses THESE ARE TRANSMITTED as checked below: _x For Approval Approved as submitted Resubmit copies for approval _x_For your Use Approved as noted Submit copies for distribution As Requested Returned for corrections Return corrected prints For Review and Comment __Other FOR BIDS DUE 19 Prints Returned After Loan to Us REMARKS: Highlighted labels match those on the layout. Reactions on each post are listed at the bottom under "bearings and reactions". Please call me directly if you have any concerns. Thanks. COPY TO: IMPROVEMENT ANALYSIS REPORT Building Name: Sierros Icynene Date: November 24, 2006 Owner's Name: Constantine Sierros Builder's Name: Kent Hicks Property Old Wilson Rd Weather Site: Worcester, MA Address: Northampton, MA 01060 File Name: Sierroslcynene.blg Energy Costs($/yr) Total Costs ($/yr) With All End-Use As Is Improvements Savings 6200 6114 Heating 3298 3026 272 6100 As Is Cooling 485 479 6 6000 ■ Improved Hot Water 211 211 0 5900 5836 Lights and Appliances 1929 1929 0 Photovoltaics 0 0 0 5800 Service Charge 194 194 0 5700 TOTAL 6117 5839 278 Information For Lenders and Appraisers Installed Cost of Improvements($) 5679 Cost Comparison ($/yr) Cost Weighted Life of Measure(Years) 30 Mortgage Term(Years) 30 8000 Discount/Mortgage Rate(%) 6.000 6000 6114 6249 Present Value Factor 13.8 ❑ Energy Expected Annual Energy Savings($) 278 ■ Maintenance 4000 Mortgage Expected Annual Maintenance Costs($) 0 Expected Annual Savings($) 278 2000 Increased Annual Mortgage Costs($) 413 Present Value of Savings($) 3824 0 Expected Annual Cash Flow($) -135 As Is Improved REM/Design-Residential Energy Analysis Software v12.2 This information does not constitute any warranty of energy cost or savings. ©1985-2006 Architectural Energy Corporation,Boulder,Colorado. 2006 IECC ANNUAL ENERGY COST COMPLIANCE Building Name: Sierros Spec Date: November 24,2006 Owner's Name: Constantine Sierros Builder's Name: Kent Hicks Property Old Wilson Rd Weather Site: Worcester, MA Address: Northampton, MA 01060 File Name: Sierroslcynene.blg Annual Energy Cost 2006 IECC As Designed Heating: 3983 3677 Cooling: 275 332 Water Heating: 262 211 Lights&Appliances: 1962 1929 Photovoltaics: 0 0 Service Charge: 194 194 Total: 6676 6341 Window U-Value Check(per Section 402.6) Window U-Value(Design must be lower): 0.480 0.360 This home MEETS the annual energy cost requirements in accordance with Section 404 of the 2004 International Energy Conservation Code based on a climate zone of 5A. In fact,this home surpasses the requirements by 7.1%. "Design energy cost is based on the following systems: Heating: Fuel-fired hydronic distribution, 180.0 kBtuh, 85.0 AFUE. Water Heating: Instant water heater,Gas, 0.80 EF. Cooling:Air conditioner,48.0 kBtuh, 14.0 SEER. Cooling:Air conditioner, 30.0 kBtuh, 14.0 SEER. Window-to-Wall Area Ratio: 0.16 User estimate: Htg: 0.10 Clg: 0.10 ACHnat In accordance with IECC, building inputs, such as setpoints, infiltration rates, and window shading may have been changed prior to calculating annual energy cost. Furthermore,the standard reference design HVAC system efficiencies are set to the"prevailing federal minimum standards"as of January, 2006. These standards are subject to change,and software updates should be obtained periodically to ensure the compliance calculations reflect current federal minimum standards. REM/Design-Residential Energy Analysis Software v12.2 This information does not constitute any warranty of energy cost or savings. ©1985-2006 Architectural Energy Corporation,Boulder,Colorado. 2004 IECC ANNUAL ENERGY COST COMPLIANCE Building Name: Sierros Spec Date: November 24, 2006 Owner's Name: Constantine Sierros Builder's Name: Kent Hicks Property Old Wilson Rd Weather Site: Worcester, MA Address: Northampton, MA 01060 File Name: Sierroslcynene.blg Annual Energy Cost 2004 IECC As Designed Heating: 4395 3985 Cooling: 256 313 Water Heating: 262 211 Lights&Appliances: 1962 1929 Photovoltaics: 0 0 Service Charge: 194 194 Total: 7069 6631 Window U-Value Check(per Section 402.5.1) Window U-Value(Design must be lower): 0.400 0.360 This home MEETS the annual energy cost requirements in accordance with Section 404 of the 2004 International Energy Conservation Code based on a climate zone of 5A. In fact,this home surpasses the requirements by 8.4%. " Design energy cost is based on the following systems: Heating: Fuel-fired hydronic distribution, 180.0 kBtuh, 85.0 AFUE. Water Heating: Instant water heater, Gas, 0.80 EF. Cooling:Air conditioner,48.0 kBtuh, 14.0 SEER. Cooling:Air conditioner,30.0 kBtuh, 14.0 SEER. Window-to-Wall Area Ratio: 0.16 User estimate: Htg: 0.10 Clg: 0.10 ACHnat In accordance with IECC, building inputs, such as setpoints, infiltration rates, and window shading may have been changed prior to calculating annual energy cost. Furthermore,the standard reference design HVAC system efficiencies are set to the"prevailing federal minimum standards"as of January, 2006. These standards are subject to change,and software updates should be obtained periodically to ensure the compliance calculations reflect current federal minimum standards. REM/Design-Residential Energy Analysis Software 02.2 This information does not constitute any warranty of energy cost or savings. C 1985-2006 Architectural Energy Corporation,Boulder,Colorado. IMPROVEMENT ANALYSIS REPORT Sierros Icynene Page 2 Recommended Improvements Component Life Cost Yr Savings SIR Pv SP 1. Ceiling 1: 30 5679 278 0.7 -1856 20.44 Existing:R-20,Vaulted Proposed:R-38,Vaulted Measure: Increase by R-18 in attic _J Criteria Ranking Criteria:SIR Maximum$Limit:No Limit Cutoff:0 Measures:Interactive REM/Design-Residential Energy Analysis Software v12.2 This information does not constitute any warranty of energy cost or savings. C 1985-2006 Architectural Energy Corporation,Boulder,Colorado. PERFORMANCE SUMMARY Building Name: Sierros Icynene Date: November 24, 2006 Owner's Name: Constantine Sierros Builder's Name: Kent Hicks Property Old Wilson Rd Weather Site: Worcester, MA Address: Northampton, MA 01060 File Name: Sierroslcynene.blg Sierros Spec Sierros Icynene DIFF %DIFF Annual Load(MMBtu/yr) Heating 351.4 172.9 178.4 50.8% Cooling 22.3 46.8 -24.5 -109.8% Water Heating 16.5 16.5 Annual Consumption(MMBtu/yr) Heating 413.4 203.5 209.9 50.8% Cooling 5.6 12.1 -6.5 -115.6% Water Heating 20.7 20.7 Lights&Appliances 48.1 48.1 Photovoltaics 0.0 0.0 Total 487.7 284.3 203.4 41.7% Annual Energy Cost($/yr) Heating $ 6701 $ 3298 $ 3403 50.8% Cooling $ 225 $ 485 $ -260 -115.6% Water Heating $ 211 $ 211 $ Lights&Appliances $ 1929 $ 1929 $ Photovoltaics $ 0 $ 0 $ Service Charges $ 194 $ 194 $ Total $ 9259 $ 6117 $ 3143 33.9% Design Loads(kBtu/hr) Space Heating 175.7 99.5 76.2 43.4% Space Cooling 101.0 59.1 41.9 41.5% Utility Rates: Electricity: Default Electric Provider Gas: Default Gas Provider Fuel Oil: Default Oil Provider REM/Design-Residential Energy Analysis Software v12.2 This information does not constitute any warranty of energy cost or savings. ©1985-2006 Architectural Energy Corporation,Boulder,Colorado. COMPONENT CONSUMPTION SUMMARY Sierros Spec Page 2 Cooling Season �1 Ceilings/Roofs 0.6 -0.0. Rim/Band Joists -0.0 -1.0 Above Grade Walls -1.0" -0.1' Foundation Walls _0.1 -0.3? Doors -0.3 12.5 Windows/Skylights 12.8 Frame Floors -0.8' Crawl Space/Unht Bsmt _0.8 -0.3 Slab Floors -8.5 -0.3 Infiltration -1.3 -0.1 Mechanical Ventilation _0.1 1.1 Ducts 1.5 Active Solar Sunspace 5.4 Internal Gains 5.6 Whole House Ventilation 4 5 Total 5.6 12.1 -10 0 10 MMBtu/yr Sierros Spec ® Sierros Icynene REM/Design-Residential Energy Analysis Software 02.2 This information does not constitute any warranty of energy cost or savings. ©1985-2006 Architectural Energy Corporation,Boulder,Colorado. COMPONENT CONSUMPTION SUMMARY Building Name: Sierros Icynene Date: November 24,2006 Owner's Name: Constantine Sierros Builder's Name: Kent Hicks Property Old Wilson Rd Weather Site: Worcester, MA Address: Northampton, MA 01060 File Name: Sierrosicynene.blg Heating Season 18.3 Ceilings/Roofs 42 8 1.0 Rim/Band Joists 1.0 65.7 Above Grade Walls 67.1 3.9 Foundation Walls 3.0 8.5 Doors 8.6 22.4 Windows/Skylights 35.1 Frame Floors 28.1 Crawl Space/Unht Bsmt 25.5 5.7 Slab Floors 5.7 292.1 Infiltration 43.9 2.6 Mechanical Ventilation 2.6 Ducts t Active Solar } Sunspace -34.9 Internal Gains -31.7 413.4 Total 203.5 -100 0 100 200 300 400 500 MMBtu/yr Sierros Spec Sierros Icynene REM/Design-Residential Energy Analysis Software v12.2 This information does not constitute any warranty of energy cost or savings. C 1985-2006 Architectural Energy Corporation,Boulder,Colorado. EQUIPMENT SIZING SUMMARY Building Name: Sierros Icynene Date: November 24, 2006 Owner's Name: Constantine Sierros Builder's Name: Kent Hicks Property Old Wilson Rd Weather Site: Worcester, MA Address: Northampton, MA 01060 File Name: Sierroslcynene.blg Siierros Spec Sierros Icynene HEATING Calculated Peak Load(kBtu/hr) 175.7 99.5 Oversize Factor(%) 100.0 100.0 HEATING EQUIPMENT CAPACITY(kBtu/hr) Required 175.7 99.5 Specified 360.0 180.0 COOLING Calculated Peak Load(kBtu/hr) 101.0 59.1 Sensible 71.4 52.6 Latent 29.6 6.5 Oversize Factor(%) 100.0 100.0 COOLING EQUIPMENT CAPACITY(kBtu/hr) Required Total 101.0 59.1 Specified Total 108.0 78.0 Required Sensible 71.43 52.61 Specified Sensible 75.60 54.60 Required Latent 29.55 6.46 Specified Latent 32.40 23.40 Notes: REM/Design-Residential Energy Analysis Software v12.2 This information does not constitute any warranty of energy cost or savings. ©1985-2006 Architectural Energy Corporation,Boulder,Colorado. ENERGY COST AND FEATURE REPORT Building Name: Sierros Icynene Date: November 24, 2006 Owner's Name: Constantine Sierros Builder's Name: Kent Hicks Property Old Wilson Rd Weather Site: Worcester, MA Address: Northampton, MA 01060 File Name: Sierroslcynene.blg Sierros Spec Sierros Icynene DIFF %DIFF ANNUAL ENERGY COSTS Heating $ 6701 $ 3298 $ 3403 50.8% Cooling $ 225 $ 485 $ -260 -115.6% Water Heating $ 211 $ 211 $ Lights&Appliances $ 1929 $ 1929 $ Photovoltaics $ 0 $ 0 $ Service Charges $ 194 $ 194 $ Total $ 9259 $ 6117 $ 3143 33.9% Average Monthly $ 772 $ 510 $ 262 33.9% ENERGY FEATURES Ceiling w/Attic: R-38 Blown,Attic U=0.026 None Vaulted Ceiling: None R-20, Vaulted U=0.047 Above Grade Walls: R-19 U=0.061 Foundation Walls(Cond): R-11 Finished R=11.0 R-11 Icy Finished R=11.0 Found.Walls(Uncond): Uninsulated Doors: 2-1/4 Wd solid core U=0.268 Windows: Dbl/LoE/Argon-Wood U=0.360 Frame Floors: R-19 U=0.059 R19 Icynene U=0.049 Slab Floors: R-13 Under Slab U=0.043 Infiltration: Htg: 0.67 Clg: 0.67 ACHnat Htg: 0.10 Clg: 0.10 ACHnat Infilt. Measure: User estimate Mechanical Ventilation: Balanced: ERV, 300 cfm, 100.0 watts. Balanced: HRV, 300 cfm, 100.0 watts. Interior Mass: None Mech Equip List: Heating: Fuel-fired hydronic distribution, Heating: Fuel-fired hydronic distribution, 180.0 kBtuh, 85.0 AFUE. 180.0 kBtuh, 85.0 AFUE. Water Heating: Instant water heater, Gas, 0.80 EF. Water Heating: Instant water heater, Gas, 0.80 EF. Cooling:Air conditioner,48.0 kBtuh, 14.0 SEER. Cooling: Air conditioner,48.0 kBtuh, 14.0 SEER. Cooling: Air conditioner, 60.0 kBtuh, 14.0 SEER. Cooling:Air conditioner, 30.0 kBtuh, 14.0 SEER. Programmable Thermostat: Heat=Yes; Cool=Yes Ducts: Uninsulated Attic,exposed Uninsulated Conditioned space Duct Leakage: RESNET/HERS default Lights/Appliances: Defaults Active Solar: None Photovoltaics: None Sunspace: No Notes: Where feature level varies in home,the dominant value is shown. Only changed features are shown for Bldg 2. REM/Design -Residential Energy Analysis Software v12.2 This information does not constitute any warranty of energy cost or savings. ©1985-2006 Architectural Energy Corporation,Boulder,Colorado. ~ REM/Rate aES`ES`Tier,Results Colorado Springs Hosting Loads .80 160 '= 110 �100 � � ����ce x '0 = " °EMm* oES,ES`n",nesmts Las Vegas Cooling Loads 80 70 = 50 y° R Max R~~°= �30 � = ., AEC has spent a substantial amount of time and money understanding the codes for which our software provides compliance reports. When interpretive questions arise,authoritative sources are contacted so that sound decisions can be made. We have worked closely with the MEC and IECC technical committees,the Building Energy Standards Program ut Pacific Northwest National Laboratory,and the Building Code Assistance Project m ensure that the MEC and IECC requirements and assumptions have been faithfully and correctly implemented in the REM software. The thousands of REM software users throughout the country are testament m its reliability and accuracy. Every effort has been made to ensure the energy codes have been faithfully and accurately implemented in the software. However,if you should need further information regarding the code compliance capabilities of ABC'o REM software,feel free m contact me. Sincerely, David R.Rohcux.p.E. Senior Engineer ARCHITECTURAL ENERGY C 0 R P 0 R A T t 0 N Integrated Engineered Solutions December,2004 RE: REMIRateTm and REM/Design TM Software Energy Code Compliance Capabilities To whom it may concern: The REM/Rate and REM/Design home energy analysis software has been developed and maintained by Architectural Energy Corporation(AEC)since in 1985. REM/Rate is the most widely used home energy rating system(HERS) software in the country and is also used by numerous electric and gas utilities for various efficiency programs,including EPA's Energy Star Homes Program. REM/Design is currently in use at the National Association of Homebuilders' National Research Center and by hundreds of homebuilders,designers,researchers, weatherization agencies,and manufacturers throughout the country. The REM methodology for calculating annual energy consumption in residential buildings is based on SERIIRES,detailed and widely validated building energy simulation software,developed at the Solar Energy Research Institute(now National Renewable Energy Lab or NREL)in the early 1980s. Both REM/Rate and REM/Design produce code compliance reports for the 1992, 1993,and 1995 Model Energy Codes and the 1998,2000,2001,2003 and 2004 International Energy Conservation Code. Reports are available to show compliance via the Chapter 4(Systems Analysis)and Chapter 5 (Component Performance)approaches. The Chapter 5 compliance report,called the Uo Compliance Report in the REM software,is self-contained. That is,all of the data needed to calculate the overall Uo of the home is presented on the report. Thus,the calculation of the overall Uo can be verified with a hand calculation. The Chapter 4 compliance report,call the Performance Compliance Report in the REM software,is based on a simulation of the annual energy use of the home,both for the proposed design,and a standard home as outlined in Chapter 4. Over the years,AEC has been an active proponent of developing a procedure to verify the accuracy of energy code compliance software. We have been in contact with numerous organizations including CABO(now the ICC)and the U.S.Department of Energy(DOE),in an attempt to generate interest in developing a means for obtaining such verification. Unfortunately,no energy code compliance evaluation method currently exists. Several years ago,DOE through the Home Energy Rating System Council,developed voluntary technical guidelines for the HERS industry. As a part of those guidelines,the National Renewable Energy Laboratory developed the HERS Building Energy Simulation Test(BESTEST)which all software used by accredited HERS Providers must pass in order to meet the guidelines laid out by the HERS Council. To pass the HERS BESTEST,the tool in question must produce accurate annual heating and cooling loads for a number of runs designed to test the limits of the tool. The following graphs show that the REM software passes the HERS BESTEST. Corporate Offices 2540 Frcrttier Avmie,Suite 201 Boulder,Colorado 80301 " Tel: (303)444-4149 ■ Fax: (303)444-4304 E-mail: A nto@amhweW.00m ¢�tIAMP�. C-if� of Yart4ampton = F $ � �Iassat>lusetis " DEPARTMENT OF BUILDING INSPECTIONS f � INSPECTOR 212 Main Street s Municipal Building Northampton,MA 01060 FAX TRANSMITTAL DATE ' �" 0 ( �� FAX TO TELEPHONE NUMBER ~,L� TO 7d wl FRCM L--o ut 15 � � o5 � (r� uuL' RE: (-obC- C-00A ' WANC6L APP, M)( Y,-J SECT. J8o 0 PRGgS INCLUDING THIS SHEET 13 PS. pTO-Y Louis Hasbrouck , Local Building Inspector i. 212 Main Street Northampton,MA 01060 587-1239 Ihasbrouck@northamptonma.gov Fax 587-1272 I' C3��tiAMpTO Crit� of Nort4antptun DEPARTMENT OF BUILDIN7G INSPECTIONS INSPECTOR 212 Main Street • Municipal Building n 5. Northampton,MA 01060 2 Tom Reilly Board of Building Regulations and Standards One Ashburton Place, Room 1301 Boston, MA 02108 Dear Tom, We received a request from a local contractor to use Icynene foam insulation at various thicknesses in a new single-family house. In accordance with 780 CMR Appendix J, section 8.0, the contractor has presented an annual energy analysis for the structure using the proposed insulation specifications. The analysis was prepared using a software package called "REM/Design Residential Energy Analysis Software 02.2". Does this software qualify as an approved calculation tool? I have included a report from the,software developer, and a copy the report. I am inclined to allow this proposal. The software appears to be professionally developed and seems accurate. Please let me know if this is acceptable. I need to let the builder know as soon as possible. Thanks for your time. Louis Hasbrouck City of Northampton Building Department Local Inspector and Zoning Enforcement (413) 587-1240 Iasbrouck@northamptonma.gov 5'a F-t Lk) wle8 s-ITE Www , dt`C�� CtRzv'� �I� Cows, Table 1: Minimum Insulation Thickness for Circulating Hot Water Pipes. Insulation Thickness in Inches by Pipe Sizes Heated Water Non-Circulating Runouts Circulating Mains and Runouts Temperature(F) Up to V Up to 1.25" 1.5"to 2.0" Over 2" 170-180 0.5 1.0 1.5 2.0 140-160 0.5 0.5 1.0 1.5 100-130 0.5 0.5 0.5 1.0 Table 2: Minimum Insulation Thickness for HVAC Pipes. Fluid Temp. Insulation Thickness in Inches by Pipe Sizes Piping System Types Range F 2"Runouts 1"and Less 1.25"to 2" 2.5"to 4" Heating Systems Low Pressure/Temperature 201-250 1.0 1.5 1.5 2.0 Low Temperature 120-200 0.5 1.0 1.0 1.5 Steam Condensate(for feed water) Any 1.0 1.0 1.5 2.0 Cooling Systems Chilled Water,Refrigerant, 40-55 0.5 0.5 0.75 1.0 and Brine Below 40 1.0 1.0 1.5 1.5 NOTES TO FIELD(Building Department Use Only) I Vapor Retarder: [ ] { Required on the warm-in-winter side of all non-vented framed ceilings,walls,and floors. i Materials Identification: [ ] I Materials and equipment must be identified so that compliance can be determined. [ ] I Manufacturer manuals for all installed heating and cooling equipment and service water heating equipment must be provided. [ ] I Insulation R-values,glazing U-values,and heating equipment efficiency must be clearly marked on the building plans or specifications. I Duct Insulation: [ ] I Ducts shall be insulated per Table J4.4.7.1. I { Duct Construction: [ ] I All accessible joints,seams,and connections of supply and return ductwork located outside conditioned space,including stud bays or joist cavities/spaces used to transport air,shall be sealed { using mastic and fibrous backing tape installed according to the manufacturer's installation instructions. Mesh tape may be omitted where gaps are less than 1/8 inch. Duct tape is not permitted. [ ] I The 14VAC system must provide a means for balancing air and water systems. I Temperature Controls: [ ] I Thermostats are required for each separate HVAC system. A manual or automatic means to partially restrict or shut off the heating and/or cooling input to each zone or floor shall be provided. Heating and Cooling Equipment Sizing: [ ] I Rated output capacity of the heating/cooling system is not greater than 125%of the design load as specified in Sections 780CMR 1310 and J4.4. I { Circulating Hot Water Systems: [ ] I Insulate circulating hot water pipes to the levels in Table 1. I { Swimming Pools: [ ] I All heated swimming pools must have an on/off heater switch and require a cover unless over 20% of the heating energy is from non-depletable sources. Pool pumps require a time clock. I Heating and Cooling Piping Insulation: [ ] I 14VAC piping conveying fluids above 120°F or chilled fluids below 55°F must be insulated to the { levels in Table 2. MECcheck Inspection Checklist Massachusetts Energy Code MECcheck Software Version 3.2 Release 1 a DATE: 04/17/06 TITLE: Konstantine Sierros Bldg. Dept. Use Ceilings: [ ] 1. Ceiling 1:Flat Ceiling or Scissor Truss,R-40.0 cavity insulation Comments: s,z 1 P Above-Grade Walls: [ ] 1. Wall 1:Wood Frame 16"o.c.,R-20.0 cavity insulation Comments: Basement Walls: [ ] 1. Basement Wall 1: Solid Concrete or Masonry,8.0'ht/7.0'bg/8.0'insul, R-19.0 cavity insulation Comments: c�, c '0j F Windows: [ ] 1. Window 1:Metal Frame,Double Pane with Low-E,U-factor:0.340 For windows without labeled U-factors,describe features: #Panes Frame Xe Thermal Break? [�]Yes[ ]No Comments: /.� I Doors: [ ] I 1. Door 1:Glass,U-factor:0.340 #Panes Frame T e Thermal Break? [ ]Yes[ ]No Comments: Xe I Floors: [ ] I 1. Floor 1:All-Wood Joist/Truss,Over Unconditioned Space,R-19.0 cavity insulation Comments: I Heating and Cooling Equipment: [ ) 1. Furnace 1:Forced Hot Air, 85 AFUF r higher Make and Model Number I Air Leakage: [ ] I Joints,penetrations,and all other such openings in the building envelope that are sources of air leakage must be sealed. [ ] I When installed in the building envelope,recessed lighting fixtures shall meet one of the following requirements: 1. Type IC rated,manufactured with no penetrations between the inside of the recessed fixture and ceiling cavity and sealed or gasketed to prevent air leakage into the unconditioned space. 2. Type IC rated,in accordance with Standard ASTM E 283,with no more than 2.0 cfin(0.944 L/s)air movement from the the conditioned space to the ceiling cavity. The lighting fixture shall have been tested at 75 PA or 1.57 lbs/112 pressure difference and shall be labeled. Permit Number MECcheck Compliance Report Massachusetts Energy Code Checked By/Date MECcheck Software Version 3.2 Release la TITLE:Konstantine Sierros CITY:Northampton STATE:Massachusetts HDD:6404 CONSTRUCTION TYPE: 1 or 2 Family,Detached HEATING SYSTEM TYPE:Other(Non-Electric Resistance) DATE:04/17/06 DATE OF PLANS: 3-30-06 PROJECT INFORMATION: New home COMPANY INFORMATION: Kent Hicks Construction Co. COMPLIANCE:Passes Maximum UA= 1269 Your Home= 1044 17.7%Better Than Code Gross Glazing Area or Cavity Cont. or Door Perimeter R-Value R-Value U-Factor UA 3216 40.0 0.0 93 Ceiling 1:Flat Ceiling or Scissor Truss Ei400 20.0 0.0 310 Wall 1:Wood Frame, 16"o.c. 930 0.340 316 Window 1:Metal Frame,Double Pane with Low-E 220 0.340 75 Door l:Glass Basement Wall 1: 2200 19.0 0.0 99 Solid Concrete or Masonry,8.0'ht/7.0'bg/8.0' insul 151 Floor 1:All-Wood Joist/Truss,Over Unconditioned Space 3216 19.0 0.0 Furnace 1:Forced Hot Air,85 AFUE COMPLIANCE STATEMENT: The proposed building design described here is consistent with the building plans, specifications,and other calculations submitted with the permit application. The proposed building has been designed to meet the Massachusetts Energy Code requirements in MECcheck Version 3.2 Release la. The heating load for this building,and the cooling load if appropriate,has been determined using the applicable Standard Design Conditions found in the Code. The I VAC equipment selected to heat or cool the building shall be no greater than 125%of th design ad specified in Sections 780CMR 1310 and J4.4. Date Builder/Designer Runoff Estimates for Drainage Area A 100-YR PRELIMINARY DESIGN OF STORMWATER MANAGEMENT SYSTEMS FOR DEVELOPMENT OF NEW SITES Reference: 1. MADEP&MA Office of Coastal Zone Management,"Stormwater Management-Volume 1:Stormwater Policy ►,. Handbook&Volume 2:Stormwater Technical Handbook",March 1997 2. USDA Natural Resource Conservation ServiceTechnical Release No.55 TR-55 Project: Stormwater Best Management Practices(BMP)for Drainage Improvements-Lots 3&5 Old Wilson Road,Northampton,MA Konstantine Sierros File: C.TNGl"torrnwater\si-slSWM-TR55 STORM= 100 year Rainfall= 6.1 inches Date: 8/29/2005 TSS Best Mngmnt Practices Removal Requirements 0 0 1 Extended detention and EDP 70% sediment foreba 2 Wet and WP 80% sediment foreba 3 Constructed wetland CW 70% design to infiltrate or retain 4 Water quality swale WQS 70% design to infiltrate or retain 61 Infiltration trench IT 801/6 pretreatment critical 61 Infiltration basin IB 80% pretreatment critical 71 Dry well DW 80% uncontam.roofto runoff onl 8 Sand filter SF 80% pretreatment 9 Organic filter OF 80% pretreatment 10 Water quality inlet WQI 25% 0.1"min.WQ volume storage 11 Sediment trap foreba ST 25% 0.1"min.WQ volume storage 12 Drainage channel DC 25% 13 Dee sum &hooded CB DS&HCB 25% 14 Street sweeping SS 10% 15 Vortechnics Separator VS 80% Location: DA-1 DA-2 DA-3 Pre-dev.Total H drol.soil t e: B B B Total area: 67,700 SF 208,000 SF 119,700 SF 395,400 SF Impervious area: 98 1,500 SF 31,400 SF 1,000 SF 33,900 SF Roof to area: 0 SF 10,600 SF 1,000 SF 11,600 SF Paved area: 1,500 SF 20,800 SF 0 SF 22,300 SF Gfavel/TRG area: 89 0 SF 0 SF 0 SF 0 SF Vegetated area: 72 66,200 SF 176,600 SF 118,700 SF 361,500 SF Percent impervious- 2% 15% 1% 9% 1. TSS Removal&BMP Selection 0 --------------------------- 0% 0% 0 ---------------------------- 0% 0 0 0% 0% ------------ 0% 0% Composite TSS removal: 0.00% 0.00%1 1 2. Water Quality Volume(WQV) Use 1.0"for critical resource areas,0.5"for other areas Treatment volume basis: 0.51 in 1 1 0.5 in 0.5 in Treatment volume: 63 CF 1308 CF 42 CF 1413 CF Rooftop runoff to rechar e: 0 CF 442 CF 42 CF 483 CF BMP treatment volume: 63 CF 867 CF 0 CF 929 CF 3. Stormwater Rechar a Volume ReV) Recharge volume based on soil t pe:A=0.40"; B=0.25"; C=0.10" Recharge volume basis: 0.1 in 0.1 in 0.1 in Rechar a volume: 13 CF 262 CF 8 CF 283 CF Roofto runoff to recharge." 0 CF 442 CF 42 CF 483 CF BMP recharge volume: 13 CF Zravel/TRG CF -33 CF -201 CF 4. Peak Discharge Rates Rates based on TR-55 TR-55 Runoff parameters: Typical CN for C soils Im erv. 98 89 rass 74 forest 72 Runoff curve number RCN: 58 57 -Min=0.1 hr-basis for Time of concentration(Tc): 0.3 hr 0.3 hr 0.3 hr and eak dischar a Rainfall t e: III III III Percentage ponds/wetlands: 1%-- 1% 1 Frequency: 100 r 100 r 100 r Precipitation-24 hr P 6.1 in 6.1 in 6.1 in Pot.max.retention S: 7.24 in 5.63 in 7.54 in Initial Abstration(1a): 1.45 in 1.13 in 1.51 in Site runoff: 1.82 in 2.33 in 1.74 in la/P: 0.24 0.18 025 Unit Peak Dischar e: 498 csm/in 498 csm/in 498 csm/in Pond&wetland adj.factor: 1.00 1.00 1.00 Peak discharge rate: 2.20 CFS 8.68 CFS 3.72 CFS 14.60 CFS EHE#Increase peak discharge: 5. Onsite Storage Volume Re uired to Control Peak Discharge Rate Design fer uenc basis: 100 year 100 year 100 year Peak inflow Qi: 2.20 CFS 8.68 CFS 3.72 CFS 14.60 CFS Peak outflow Qo: 1.91 6.13 CFS 3.67 11.71 CFS Qo/Qi: 0.87 0.71 0.99 0.80 VsNr: 0.151 0.207 0.095 0.175 Runoff volume(Vi): 10,265 CF 40,473 CF 17,327 CF 68,064 CF Stora a volume re uired: 1 554 CF 8 375 CF 1 646 CF 11 934 CF Page 1 Runoff Estimates for Drainage Area A 10-YR y PRELIMINARY DESIGN OF STORMWATER MANAGEMENT SYSTEMS FOR DEVELOPMENT OF NEW SITES rReference: 1. MADEP&MA Office of Coastal Zone Mana ement,"Stormwater Mana ement-Volume 1:Stormwater Polic Handbook&Volume 2:Stormwater Technical Handbook",March 1997 2. USDA Natural Resource Conservation ServiceTechniral Release No.55 TR-55 Stormwater Best Management Practices(BMP)for Drainage Improvements-Lots 3&5 Old Wilson Road,Northampton,MA Konstantine Stenos File: C:tENGIN\Stormwater\Sier s\SWM-TR55 STORM= 10 year I IRainfali= 4.6 inches Date: 812912005 TSS Best Mngmnt Practices Removal Requirements 0 0 1 Extended detention and EDP 70% sediment foreba 2 Wet and WP 80% sediment foreba 3 Constructed wetland CW 70%1 design to infiltrate or retain 4 Water quality swale WQS 70% design to infiltrate or retain 5 Infiltration trench IT 80% retreatment critical 6 Infiltration basin IB 80% retreatment critical 7 Dry well DW 80% uncontam.rooftop runoff onl 8 IS and filter SF 80%1 pretreatment 9 Or anicfilter OF 80% pretreatment 10 Water quality inlet WQI 25%1 0.1"min.WQ volume storage 11 Sediment trap foreba ST 25% 0.1"min.WQ volume storage 12 Drainage channel DC 25% 13 Deep sump&hooded CB DS&HCB 25% 14 Street sweeping SS 10% 15 Vortechnics Separator VS 80% Location• DA-11 DA-2 DA-3 Pre-dev.Total H drol.soil t e: B B B Total area: 67,700 SF 208,000 SF 119,700 SF 395,400 SF Impervious area: 98 1,500 SF 31,400 SF 1,000 SF 33,900 SF Roof top area: 0 SF 10,600 SF 1,000 SF 11,600 SF Paved area: 1 1,500 SF 20,800 SF 0 SFJ 1 22,300 SF Gravel/TRG area: 89 0 SF 0 SF 0 SF 0 SF Vegetated area: 72 66,200 SF 176,600 SF 118,700 SF 361,500 SF Percent impervious: 2% 15% 1% 9% 1. TSS Removal&BMP Selection 0 I--------------------------- 0% 0% 0 ----------------------------- 0% 0% 0 --•------------------------- 0% 0% --------------------------- 0°/a 0% Composite TSS removal: 0.00% 0.00% 2. Water Qualit Volume(WQV) Use 1.0"for critical resource areas,0.5"for other areas Treatment volume basis: 0.5 in 0.5 in 0.5 in Treatment volume: 63 CF 1308 1 CF I 42 CF 1413 CF Rooftop runoff torecharge: 0 CF 442 Cl`1 42 CF 483 CF BMP treatment volume: 63 CF 867 CF 0 CF 929 CF 3. Stormwater Recharge Volume(Re Recharge volume based on soil type:A=0.40"; B=0.25"; C=0.10" charge volume basis: 0.1 in I 1 0.1 in 0.1 in Recharge volume: 131 CF 262 CF 8 CF 283 CF Rooftop runoffto recharge: 0 CF 442 CF 42 CF 483 CF BMP recharge volume: 13 CF -180 CF -33 CF -201 CF 4. Peak Discharge Rates Rates based on TR•55 TR-55 Runoff parameters: T ical CN for C soils Im erv. 98 ravel/TRG 89 rass 74 forest 72 Runoff curve number(RCN)-. 58 64 57 '"'Min=0.1 hr-basis for Time of concentration Tc: 0.3 hr 0.3 hr 0.3 hr unit peak discharge Rainfall type: III III III Percentage onds/wetlands: 1% 1% 1 Frequency: 10 r 10 r 10 yr Precipitation-24 hr P 4.6 in 4.6 in 4.6 in Pot.max.retention(S): 7.24 in 5.63 in 7.54 in Initial Abstration(1a): 1.45 in 1.13 in 1.51 in Site runoff: 0.96 in 1.33 in 0.90 in la/P: 0.31 0.24 0.33 Unit Peak Dischar e: 498 csm/in 498 csm/in 498 csm/in Pond&wetland ad'.factor: 1.00= 1.00 1.00 Peak discharge rate: 1.16 CFS 4.93 CFS 1.92 CFS 8.01 CFS Increase peak discharge: 5. Onsite Storage Volume Required to Control Peak Discharge Rate Design ferquency basis: 10 ear 10 year 10 ear Peak inflow Qi: 1.16 CFS 4.93 CFS 1.92 CFS 8.01 CFS Peak outflow Qo: 0.95 3.17 1.84 5.96 CFS Qo/Qi: 0.82 0.64 0.95 0.74 VsNr. 0.167 0227 0.112 0.195 Runoff volume i: 5,392 CF 23,001 CF 8,963 CF 37,356 CF Storage volume required: 902 CF 5 220 CF 1 003 CF 7:279 CF Page 1 Runoff Estimates for Drainage Area A 2-YR � PRELIMINARY DESIGN OF STORMWAT R MANAGEMENT SYST MS FORD ELOPM T OF N SITES Reference: 1. MADEP&MA Office of Coastal Zone Management,"Stormwater Management-Volume 1:Stormwater Policy Handbook&Volume 2:Stormwater Technical Handbook",March 1997 2. USDA Natural Resource Conservation ServiceTechnical Release No.55 TR-55 Project: Stormwater Best Management Practices(BMP)for Drainage Improvements-Lots 3&5 Old Wilson Road,Northampton,MA Konstantine Sierros File: C9ENGIMStom-tefSie-.ISWM-TR55 STORM= 2 ear Rainfall= 3.1 inches Date: 8129/2005 TSS I EL Best Mn mnt Practices Removal Requirements 0 0 1 Extended detention pond EDP 70% sediment foreba 2 Wet pond WP 80%1 sediment foreba 3 Constructed wetland CW 70%1 design to infiltrate or retain 4 Water quality swale WQS 70%1 design to infiltrate or retain 5 Infiltration trench IT 80%1 pretreatment critical 6 Infiltration basin IB 80%1 retreatment critical 7 Dry well DW 80%1 unconlam.rooftop runoff only 8 Sand filter SF 80%1 pretreatment 9 Organic filter OF 80% retreatment 10 Water quality inlet WQI 25%1 0.1"min.WQ volume storage 11 Sediment trap foreba ST 25%1 0.1"min.WO volume stora e 12 Drainage channel DC 25% 13 Deep sump&hooded CB DS&HCB 25% 14 Street sweeping SS 10% 15 Vortechnics Separator VS 80% Location: DA-1 DA-2 DA-3 Post ev.Total H drol.soil t e: B B B C Total area: 67,700 SF 208,000 SF 119,700 SF 395,400 SF Impervious area: 98 1,500 SF 31,400 SF 1,000 SF 33,900 SF Roof to area: 0 SF 10,600 SF 1,000 SF 11,600 SF Paved area: 1,500 SF 20,800 SF 0 SF 22,300 SF Gravel/TRG area: 89 0 SF 0 SF 0 SF 0 SF Vegetated area: 72 66,200 SF 176,600 SF 118,700 SF 361,500 SF Percent im ervious: 2% 15% 1% 9% 1. TSS Removal&BMP Selection 0 0% 0% 0 0% 0% 0 --------------------------_ 0% 0% Composite TSS removal: 0.00% 0.00% 2. Water Quality Volume QV Use 1.0"for critical resource areas,0.5"for other areas Treatment volume basis: 0.5 in 0.5 in 0.5 in Treatment volume: 63 CF 1308 CF 42 CF 1413 CF 11 Roofto runoff to recharge: 0 CF 442 CF 42 CF 483 CF BMP treatment volume: 63 CF 867 CF 0 CF 929 CF 3. Stormwater Recharge Volume ReV Recharge volume based on soil type:A=0.40"; B=0.25"; C=0.10" Recharge volume basis: 0.1 in 0.1 in 0.1 in Recharge volume: 13 CF 262 CF 8 CF 283 CF Rooftop runoff to recharge: 0 CF 442 CF 42 CF 483 CF BMP recharge volume: 13 CF -180 CF -33 CF -201 CF 4. Peak Discharge Rates Rates based on TR-55 TR-55 Runoff parameters: C C C B C B Typical CN for C soils Im erv. 98 ravel/TRG 89 grass 74 58 forest 72 55 Runoff curve number(RCN): 58 64 57 "'Min=0.1 hr-basis for Time of concentration Tc: 0.3 hr 0.3 hr 0.3 hr unit dischar a Rainfall type: III III III Percentage ponds/wetlands: 0% 0% 0% Fre uenc: 2 r 2 r 2 r Precipitation-24 hr P 3.1 in 3.1 in 3.1 in Pot.max.retention(S): 7.24 in 5.63 in 7.54�12n Initial Abstralion([a): 1.45 in 1.13 in 1.51 Site runoff: 0.31 in 0.51 in 0.28 la/P: 0.47 0.36 0.49 Unit Peak Dischar e: 498 csm/in 498 csm/in 498 csm/in Pond&wetland ad.factor: 1.00 1.00 1.00 Peak discharge rate: 0.37 CFS 1.91 CFS 0.59 CFS 2.87 CFS Increase peak discharge: 5. Onsite Storage Volume Required to Control Peak Dischar a Rate Desi n far uenc basis: 2 year 2 year 2 year Peak inflow (0i): 0.37 CFS 1.91 CFS 0.59 CFS 2.87 CFS Peak outflow(Do): 027=CF818 0.52 1.76 CFS Qo/Qi: 0.72 0.87 0.61 Vs/Vr: 0.201 0.149 0.236 Runoff volume Vo: 1,731 CF 2,765 CF 13,392 CF Stora a volume re uired: 348 CF 412 CF 3 162 CF Page 1 Runoff Estimates for Drainage Area A 1-YR � PRELIMINARY DESIGN OF STORMWATER MANAGEMENT SYSTEMS FOR DEVELOPMENT OF NEW SITES P2. EP&MA Office of Coastal Zone Management,"Stormwater Management-Volume 1:Stormwater Policy dbook&Volume 2:Stormwater Technical Handbook",March 1997 A Natural Resource Conservation ServiceTechnical Release No.55 TR-55 ater Best Management Practices(BMP)for Drainage Improvements-Lots 3&5 Old Wilson Road,Northampton,MA Konstantine Sierros File: C1ENGIN kStomwaterlSienoslSWM.TR55 STORM= 1 year Rainfall= 2.4 inches Date: 812912005 TSS Best Mn mnt Practices Removal Re uirements 0 0 1 Extended detention and EDP 70% sediment foreba 2 Wet and WP 80% sediment foreba 3 Constructed wetland CW 70% design to infiltrate or retain 4 Water quality swale WQS 70% design to infiltrate or retain 5 Infiltration trench IT 80% pretreatment critical 6 Infiltration basin IB 80% pretreatment critical 7 D well DW 80% uncontam,rooftop runoff onI 8 Sand filter SF 80% retreatment 9 Organic filter OF 80% pretreatment 10 Water quality inlet WQI 25% 0.1"min.WO volume storage 11 Sediment trap foreba ST 25% 0.1"min.WO volume storage 12 Drainage channel DC 25% 13 Dee sum &hooded CB DS&HCB 25% 14 Street sweeping SS 10% 15 Vortechnics Separator VS 80% Location: DA-1 DA-2 DA-3 Pre-dev.Total H drol.soil type, B B B Total area: 67,700 SF 208,000 SF 119,700 SF 395,400 SF Impervious area: 98 1,500 SF 31,400 SF 1,000 SF 33,900 SF Roof to area: 0 SF 10,600 SF 1,000 SF 11,600 SF Paved area: 1,500 SF 20,600 SF 0 SF 22,300 SF Gravel/TRG area: 89 0 SF 0 Sr 0 SF 0 SF Vegetated area: 72 66,200 SF 176,600 SF 118,700 SF 361,500 SF Percent impervious: 2% 15% 1% 9% 1. TSS Removal&BMP Selection 0 ---------------------------- 0% 0% 0 ---------------------------MM 0% 0 0 --------------------------- 0% 0% ----------------------------- 0% 0 Composite TSS removal: 0.00% 0.00% 2. Water Quality Volume(WQV) Use 1.0"for critical resource areas,0.5"for other areas Treatment volume basis: 0.5 in J F 7 0.5 in 0.5 in Treatment volume: 63 CF 13011 CF 42 CF 1413 CF Rooftop runoff to recharge., 0 CF 442 CF 42 CF 483 CF BMP treatment volume: 63 CF 867 CF 0 CF 929 CF 3. Stormwater Recharge Volume(ReV) Recharge volume based on soil type:A=0.40"; B=0.25"; C=0.10" Recharge volume basis: 0.1 in 0.1 in 0.1 in Recharge volume: 13 CF 262 CF 8 CF 283 CF Rooftop runoffto recharge: 0 CF 442 CF 42 CF 483 CF BMP recharge volume: 13 CF -180 CF -33 CF -201 CF 4. Peak Discharge Rates Rates based on TR-55 TR-55 Runoff parameters: Typical CN for C soils Im erv. 98 ravel/TRG 89 rass 74 forest 72 Runoff curve number RCN: 58 64 57 "'Min=0.1 hr-basis for Time of concentration Tc: 0.3 hr 0.3 hr 0.3 hr unit peak dischar a Rainfall type: III III III Percentage omits/wetlands: 0% 0% 0% Frequency: 1 r 1 r 1 r --Precipitation-24 hr P : 2.4 in 2.4 in 2.4 in Pot.max.retention(S): 7.24 in 5.63 in 7.54 in Initial Abstration(la): 1.45 in 1.13 in 1.51 in Site runoff: 0.11 0.24 in 0.51 in la/P: 0.60 0.47 0.63 Unit Peak Dischar e: 498 csm/in 498 csm/in 498 csm/in Pond&wetland ad'.factor: 1.00= 1.00 1.00 Peak discharge rate: 0.13 CFS 0.88 CFS 020 CFS 1.21 CFS Increase peak discharge: 5. Onsite Storage VoluW red to Control Peak Discharge Rate r uenc basis: 1 year 1 year 1 year ow Qi: 0.13 CFS 0.88 CFS 0.20 CFS 1.21 CFS flow Qo: 0.08 0.33 0.15 0.56 CFS 0.59 0.38 0.75 0 0244 0.332 0.192 lume 624 CF 4,084 CF 939 CF volume re uired: 152 CF 1 354 CF 180 CF Page 1 CZ 6W Y-5 PRELIMINARY DESIGN OF STORMWATER MANAGEMENT SYSTEMS FOR DEVELOPMENT OF NEW SITES _ Reference: 1. MADEP&MA Office of Coastal Zone Management,"Stormwater Management-Volume 1:Stormwater Policy Handbook&Volume 2:Stormwater Technical Handbook",March 1997 2. USDA Natural Resource Conservation ServiceTechnical Release No.55(TR-55) —I i � -. Project: Stormwater Best Management Practices(BMP)for Drainage Improvements-Lots 3&5 O_Id Wilson Road,Northampton,MA tKonstantine Sierros File: CAENGIN\Stormwater\Sierro_o\SWM-TR55 _ Date: !8I29I2005 SUMMARY OF FLOW CALCULATIONS Storm 1-YR _ 2-YR 10-YR 100-YR Rainfall(inches) 2.4 3.1 4.6 6.1 Drainage Area Flow(CFS) DA-1 0.13 0.37 1.16 2.20 _ DA-2 0.88 1.91 4.93 8.68 DA-3 0.20 0 59 1.92 3.72 TOTAL 1.21 2.87 8.01 14.60 ow Runoff Estimates for Drainage Area A 100-YR PRELIMINARY DESIGN OF STORM TER MANAGEMENT SYSTEMS FOR DEV LOPMENT OF NEW SITES Reference: 1. MADEP&MA Office of Coastal Zone Management,"Stormwater Management-Volume 1:Stormwater Policy +. Handbook&Volume 2:Stormwater Technical Handbook",March 1997 2. USDA Natural Resource Conservation ServiceTechnical Release No.55 TR-55 Project Stormwater Best Management Practices(BMP)for Drainage Improvements-Lots 3&5 Old Wilson Road,Northampton,MA Konstantine Sierros File: C:\ENGIMSt ormwaterlSierrosVSWM-TR55 STORM= 100 year I Rainfall= 6.1 inches Date: 8/29/2005 TSS Best Mn mnt Practices I Removal Re uirements 0 1 0 1 Extended detention pond EDP 170%1 sediment forebay 2 Wet pond WP 80%1 sediment forebay 3 Constructed wetland CW 70% design to infiltrate or retain 4 Water quality swale WQS 70%1 design to infiltrate or retain 5 Infiltration trench IT 80%1 pretreatment critical 6 Infiltration basin IB 80% pretreatment critical 7 1 Dry well DW 80%1 uncontam.rooftop runoff on 8 Sand filter SF 80% Ipretreatment 9 1 Organic filter OF 80% pretreatment 10 1water quality inlet WQI 25% 0.1"min.WQ volume storage 11 ISediment trap foreba ST 25% 0.1"min.WO volume stora e 12 1 Drainage channel DC 25% 13 1 Deep sump&hooded CB DS&HCB 25% 14 1 Street sweeping SS 10% 15 Vortechnics Separator VS 80% Location: I DA-11 DA- DA-3 Pre-dev.Total H drol.soil t e: B B B Total area: 67,700 SF 208,000[SF 119,700 SF 395.400 SF Impervious area: 98 1,500 SF 31,400 1,000 SF 33 900 SF Roof to area: 0 SF 10,600 1,000 SF 11 600 SF Paved area: 1,500 SF 20,800 0 SF 22 300 SF Gravel/TRG area: 89 0 SF 0 0 SF 0 SF Vegetated area: 72 66,200 SF 176,600 SF 118,700 SF 361.500 SF Percent im envious: 2% 1 1 15% 1% 9/a 1. TSS Removal&BMP Selection 0 0% 1 0% 0 ---------------------------- 0% 0% 0 --------- 0% 0 ---- 0% 0% Composite TSS removal: 0.00% 2. Water Quality Volume WQV Use 1.0"for critical resource areas,0.5"for other areas Treatment volume basis: 0.5 in I I 0.5 in 1 1 0.5 in Treatment volume: 63 CF 1308 CF 42 CF 1413 CF Rooftop runoff to recharge: 0 ICF1 442 CF 1 1 42 CF 483 CF BMP treatment volume: 631CFI 867 CF I 1 0 CF 929 CF 3- Recharge Volume Re Recharge volume based on soil t e:A=0.40"; B=0.25"; C=0.10" Recharge volume basis: 0.1 in I 1 0.1 in 0.1 in Recharge volume: 13 CF 262 CF 8 CF 283 CF IRooftop runoff to recharge 0 CF1 1 442 CF 42 CFI 483 CF BMP recharge volume: 13 CF -180 CF -33 CF -201 CF 4. Peak Discharge Rates Rates based on TR-55 TR-55 Runoff parameters: ITYpical CN for C soils Im erv. 981 gravel/TRG 89 g rass 741 1 forest 72 Runoff curve number RCN: 56 1 64 57 "'Min=0.1 hr-basis for ITime of concentration(Tc): 0.3 hr 1 0.3 hr 0.3 hr unit peak discharge I Rainfall type: III I III III Percentage ponds/wetlands: 1% 1 1% 1% Fre uenc: 100 vr 1 100 vr 100 vir Precip nation-24 hr P 6.1 in 6.1 in 6.1 in Pot.max.retention(S): 7.24 in 5.63 in 7.54 in Initial Abstralion(1a): 1.45 in 1 1 1.13 in 1.51 in Site runoff: 1.82 in 1 2.33 in 1.74 in la/P: 0.24 0.18 025 Unit Peak Discharge: 498 csm/in 498 csm/in 498 csm/in Pond&wetland ad'.factor: 1.00 1 1.00 1 1.00 Peakdischar a rate: 2.20 CFS 8.68 NCFS 3.72 CFS 14.60 CFS Increase eak dischar e: 5. Onsite Storage Volume Required to Control Peak Dischar a Rate Desi n for uenc basis: 100 ear 100 100 ear Peak inflow Qi: 2.20 CFS 6.68 3.72 CFS 14.60 CFPeak outflow Qo: 1.91 6.13 3.67 11.71 CFS Qo/Qi: 0.87 0.71 0.99 0.80 VsNr: 0.151 0.2071 1 0.095 0.175 Runoff volume(Vi): 10,265 CF 40,473 CF 17,327 CF 68,064 CF Stora a volume required: 1,554 CF 8 375 CF 1 646 CF 11.93 CF Page 1 k -/A/S- r Runoff Estimates for Drainage Area A 10-YR PRELIMINARYD SIGN OF STOR WATER MANAGEMENT SYSTEMS FORD VELOPMENT OF NEW SITES Reference: 1. MADEP&MA Office of Coastal Zone Management,"Stormwater Management-Volume 1:Stormwater Policy Handbook&Volume 2:Stormwater Technical Handbook",March 1997 2. USDA Natural Resource Conservation ServiceTechnical Release No.55 TR-55 Project: Stormwater Best Management Practices(BMP)for Drainage Improvements-Lots 3&5 Old Wilson Road,Northampton,MA Konstantine Sierros File: C:tENGHSt.-ter4Si-\SWM-TR55 STORM= 10 year Rainfall= 4.6 inches Date: 8/29/2005 TSS Best Mn mnt Practices Removal Requirements 0 0 1 Extended detention pond EDP 170%1 sediment foreba 2 Wet pond WP 180%1 sediment foreba 3 Constructed wetland CW 70% design to infiltrate or retain 4 Water quality swale WQS 70% design to infiltrate or retain 5 1 Infiltration trench IT 80% pretreatment critical 6 linfiltrabon basin IB 80% pretreatment critical 7 Dry well DW 80% uncontam.rooftop runoffonl 8 Sand filter SF 80% retreatment 9 [Organic filter OF 80% retreatment 10 Water quality inlet WQI 25% 0.1"min.WQ volume storage 11 Sediment trap foreba ST 25% 0.1"min.WO volume stora e 12 Drainage channel DC 25% 13 Deep sump&hooded CB DS&HCB 25% 14 Street sweeping SS 10% 15 Vortechnics Separator VS 80% Location: DA-1 DA-3 Pre-dev.Tota H drol.soil type: I B B B Total area 67,700 SF 208,000 SF 119,700 SF 395,400 SF Impervious area: 98 1,500 SFI 31,400 SF 11000 SF 33,900 SF Roof to area: 0 SF 10,600 SF 1,000 SF 1111,600 SF Paved area: 1500 SF 20,800 SF I 1 0 SF 22,300 SF Gravel/TRG area: 89 0 SF 0 SF 1 0 SF 0 SF Vegetated area: 72 66,200 SF 176,600 SF 118,700 SF 361,500 SF Percent impervious: 2% 15% 1% 9% 1. TSS Removal&BMP Selection 0 ---------------------------- 0% 0% 0 ----------------------------- 0% 0% r 0 ---------------------------- 0% 0% ----------------------------- 0% 0 Composite TSS removal: 0.00% 0.00% 2. Water Quality Volume WQV Use 1.0"for critical resource areas,0.5"for other areas Treatment volume basis: 0.5 in 0.5 in 0.5 in Treatment volume: 63 CF 1308 CF 42 CF 1413 CF Roofto runoff to recharge: 0 CF 442 CF 42 CFI 1 483 CF BMP treatment volume: 63 CF 867 CF 0 CFl 1 929 CF 3. Stormwater Recharge Volume ReV Recharge volume based on soil t e:A=0.40"; B=0.25"; C=0.10" Recharge volume basis: 0.1 in 0.1 in 0.1 in Recharge volume: 13 CF 262 CF 8 CF1 1 283 CF Rooftop runoff to rechar e: 0 CF 442 CF 42 CF 483 CF BMP rechar a volume: 13 CF -180 CF -33 CF -201 CF 4. Peak Dischar a Rates Rates based on TR-55 TR-55 Runoff parameters: Typical CN for C soils Im erv. 96 ravel/TRG 89 grass 74 forest 721 1 Runoff curve number(RCN): 58 64 57 "`Min=0.1 hr-basis for Time of concentration Tc: 0.3 hr 0.3 hr 0.3 hr unit peak discharge Rainfall type: III III III Percentage ponds/wetlands: 1% 1% 1% Frequency: 10 r 10 r 10 r Precipitation-24 hr P 4.6 in 4.6 in 4.6 in Pot.max.retention(S): 7.24 in 5.63 in 7.54 in Initial Abstration(1a): 1.45 in 1.13 in 1.51 in Site runoff: 0.96 in 1.33 in 0.90 in Ia/P: 0.31 0.24 0.33 Unit Peak Discharge: 498 csm/in 498 csm/in 498 csm/in Pond&wetland ad'.factor: 1.00 1.00 1.00 Peak discharge rate: 1.16 CFS 4.93 CFS 1.92 CFS 8.01 CFS Increase peak discharge: 5. Onsite Stora a Volume Required to Control Peak Dischar a Rate Design fer uenc basis: 10 jyear 10 year 10 ear Peak inflow Qi: 1.16 4.93 CFS 1.92 CFS 8.01 CFS Peak outflow Qo: 0.95 3.17 1.84 5.96 CFS Qo/Qi: 0.82 0.64 0.95 0.74 Vs/Vr: 0.167 0227 0.112 0.195 Runoff volume(Vi): 5,392 23,001 CF 8,963 CF 37,356 CF Stora a volume re uired: 902 5 220 CF 1 003 CF 1 7,279 CF Page 1 Runoff Estimates for Drainage Area A 2-YR PRELIMINARY DESIGN OF STORMWATER MANAGEMENT SYSTE S FOR DEVELOPMENT OF NEW SITES Reference: 1. MADEP&MA Office of Coastal Zone Management,"Stormwater Management-Volume 1:Stormwater Policy Handbook&Volume 2:Stormwater Technical Handbook" March 1997 2. USDA Natural Resource Conservation ServiceTechnical Release No.55 TR-55 Project: Stormwater Best Management Practices(BMP)for Drainage Improvements-Lots 3&5 Old Wilson Road,Northampton,MA Konstantine Sierros File: C:\ENGINZtormwaterlSier s\SWM-TR55 STORM= 2 ear Rainfall= 3.1 inches Date: 8/29/2005 TSS Best Mn rent Practices Removal Requirements 0 0 1 Extended detention pond EDP 70%1 sediment foreba 2 Wet pond WP 80%1 sediment foreba 3 Constructed wetland CW 70%1 design to infiltrate or retain 4 Water quality Swale WQS 70%1 design to infiltrate or retain 5 Infiltration trench IT 80%1 retreatment critical 6 Infiltration basin IB 80%1 pretreatment critical 7 Dry well DW 80%1 uncontam.rooftop runoff only 8 Sand filter SF 80%1 pretreatment 9 Organic filter OF 80%1 pretreatment 10 Water quality inlet WQI 25%1 0.1"min.WQ volume storage 11 Sediment trap foreba ST 25%1 0.1"min.WQ volume slora e 12 Drainage channel DC 25% 13 Deep sump&hooded CB DS&HCB 25 14 Street sweeping Ss 10% 15 VortechnicsSeparator VS e0% Location: DA-1 DA-2 DA-3 1 Post-dev.Total H drol.soil t e: B B B C Total area: 67,700 SF 208,000 SF 119,700 SF 395,400 SF Impervious area: 98 1,500 SF 31,400 SF 1,000 SF 33,900 SF Roof top area: 0 SF 10,600 SF 1,000 SF 11,600 SF Paved area 1,500 SF 20,800 SF 0 SF 22,300 SF Gravel/TRG area: 89 0 SF 0 SF 0 SF 0 SF Vegetated area: 72 66,200 SFJ 176,600 SF 118,700 SF 361,500 SF Percent impervious: 2% 1 15% 1 9% 1. TSS Removal&BMP Selection 0 ----------------------------- 0% 0 0 ----------------------------- 0% 0% 0 ------°°------------------ 0% 0% ----------------------------- 0% 0% Core osite TSS removal: 0.00%1 0.00% 2. Water Qualit Volume WQV Use 1.0"for critical resource areas,0.5"for other areas Treatment volume basis: 0.5 in 0.5 in 0.5 in Treatment volume: 63 CF 1306 CF 42 CF 1413 CF Roofto runoff to recharge: 0 CF 442 CF 42 CF 483 CF BMP treatment volume: 63 CF 867 CF 0 CF 929 CF 3. Stormwater Recharge Volume ReV Recharge volume based on soil type:A=0.40"; B=0.25"; C=0.10" Recharge volume basis: 0.1 in 0.1 in 0.1 in Recharge volume: 13 CF 262 CF 8 CF 283 CF Roofte runoff to recharge: 0 CF 442 CF 42 CF 483 CF BMP recharge volume: 13 CF -180 CF -33 CF -201 CF 4. Peak Discharge Rates Rates based on TR-55 TR-55 Runoff parameters: C C C B C B Typical CN for C soils Ire erv. 98 ravel/TRG 89 grass 74581 forest 72 55 Runoff curve number(RCN): 58 64 57 "^Min=0.1 hr-basis for Time of concentration Tc: 0.3 hr 0.3 hr 0.3 hr unit dischar a Rainfall type: III III III percentage onds/wetlands: 0% 0% 0% Fre uenc: 2 r 2 r 2 r Precipitation-24 hr P 3.1 in 3.1 in 3.1 in Pot.max.retention(S): 7.24 in 5.63 in 7.54 in Initial Abstration(1a): 1.45 in 1.13 in 1.51 in Site runoff: 0.31 in 0.51 in 0.28 in la/P; 0.47 0.36 0.49 Unit Peak Discharge.. 498 csm/in 498 csm/in 498 csm/in Pond&wetland ad'.factor: 1.00 1.00 1.00 Peak discharge rate: 0.37 CFS 1.91 CFS 0.59 CFS 2.87 CFS Increase peak discharge: 5. Onsits Store a Volume Re uired to Control Peak Dischar a Rate Design fer uenc basis: 2 year 2 vear 2 vear Peak inflow Qi: 0.37 CFS 1.91 CFS 0.59 CFS 2.87 CFS Peak outflow(Qo): 0.27 0.98 0.52 1.76 CFS Qo/Qi: 0.72 0.51 0.87 0.61 VsNr.. 0.201 0.272 0.149 0.236 Runoff volume Vo: 1,731 CF 8,896 CF 2,765 CF 13,392 CF Stora a volume re uired: 348 CF 2 417 CF 412 CF 3 162 CF Awk- Page 1 Runoff Estimates for Drainage Area A 1-YR PRELIMINARY DESIGN OF STORMWAT R MANAGEMENT SYSTEMS FOR DEVELOPMENT OF NEW SITES Reference: 1. MADEP&MA Office of Coastal Zone Management,"Stormwater Management-Volume 1:Stormwater Policy ., Handbook&Volume 2:Stormwater Technical Handbook",March 1997 2. USDA Natural Resource Conservation ServiceTechnical Release No.55 TR-55 Pro-ect: Stormwater Best Management Practices(BMP)for Drainage Improvements-Lots 3&5 Old Wilson Road,Northampton,MA Konstantine Sierros File: GAENGIMStorrnwaterk,Sie s\,SWM-TR55 STORM year Rainfall= 2.4 1 inches Date: 8/29/2005 TSS Best Mn mnt Practices Removal Requirements 0 0 1 Extended detention pond EDP 170%1 sediment foreba 2 Wet pond WP 80%1 sediment foreba 3 Constructed wetland CW 70%1 desi n to infiltrate or retain 4 Water quality swale WQS 70%1 design to infiltrate or retain 5 Infiltration trench IT 80%1 pretreatment critical 6 Infiltration basin IB 80%1 pretreatment critical 7 Dry well DW 80%1 uncontam.rooftop runoff on 8 Sand filter SF 80% retreatment 9 Or anic filter OF 80%1 pretreatment III 10 Water quality inlet WQI 25%1 0.1"min.WQ volume storage 11 Sediment trap foreba ST 25%1 0.1"min.WQ volume storalas 12 Draina echannel DC 25% 13 IDeep sump&hooded CB DS&HCB 25% 14 1 Street sweeping SS 10% 15 IVortechnics Separator VS 80% Location: I DA-1 DA-2 DA-3 Pre-dev.Total H drol.soil t e: B B B Total area: 67,700 SF 208,000 SF 1 119,700 SF 395,400 ISF Impervious area: 98 1,500 SF 31,400 SF 1,000 SF 33,900 Roof to area: 0 SF 10,600 SF 1,000 SF 11,600 Paved area: 1,500 SF 20,800 SF 0 SF 22,300 Gravel/TRG area: 89 0 SF 0 SF 0 SF 0 Vegetated area: 72 66,200 SF 176,600 SF 118,700 SF 361,500 SF Percent im ervious: 2% 15% 1% 9% 1. TSS Removal&BMP Selection 0 ----------------------------- 0% 0% 0 -•-----------'------------- 0% J-0-.1% 0 ---------------------------- 0% Alowk __•------------_---------- 0%om osite TSS removal: 0.00% 2. Water Quality Volume WQ Use 1.0"for critical resource areas,0.5"for other areas Treatment volume basis: 0.5 in 0.5 in I I 0.5 in Treatment volume: 63 CF 1308 CF 42 OF 1413 CF Rooftop runoff to recharge: 0 CF 442 CF 42 CF 483 CF BMP treatment volume: 63 CF 867 CF 0 CF 929 CF 3. Stormwater Recharge Volume ReV Rechar a volume based on soil type:A=0.40"; B=0.25"; C=0.10" Recharge volume basis: 0.1 in 0.1 in 0.1 in Rechar a volum 13 CF 262 CF 8 CF 283 CF Roofto runoff to"-,echar e: 0 CF 442 CF 42 CF 483 CF BMP recharge volume: 13 CF -180 CF -33 CF -201 CF 4. Peak Discharge Rates Rates based on TR-55 TR-55 Runoff parameters: I ; T ical CN for C soils Im erv. 98 ravel/TRG 89 gross 74 forest 72 Runoff curve number(RCN): 58 64 57 "'Min=0.1 hr-basis for Time of concentration Tc: 0.3 hr 0.3 hr 0.3 hr unit oak discharge Rainfall type: III III III percentage onds/wetlands: 0% 0% 0% Fre uenc: t r 1 r 124 r Preci itation-24 hr(P)): 2.4 in 2.4 in in Pot.max.retention(S): 7.24 in 5.63 in in Initial Abstration la: 1.45 in 1.13 in in Site runoff: 0.11 0.24 in in la/P: 0.60 0.47 Unit Peak Dischar e: 498 csm/in 498 csm/in csm/in Pond&wetland ad'.factor: 1.00 1.00 Peak dischar a rate: 0.13 CFS 0.88 CFS CFS 1.21 CFS Increase peak discharge: 5. Onsite Storage Volume Required to Control Peak Dischar a Rate Desi n fer uenc basis: 1 year 1 year 1 year Peak inflow Qi: 0.13 CFS 0.88 CFS 0.20 CFS 1.21 CFS Peak outflow(Qo): 0.08 0.33 0.15 0.56 CFS Qo/Qi: 0.59 0.38 0.75 0.46 VsNr: 0.244 0.332 0.192 0291 Runoff volume(Vi): 624 CF 4,084 CF 939 CF 5,647 CF Stora a volume required: 152 CF 1 354 CF 180 CF 1 643 CF Page 1 (Mecz'�EF�) Yt;- PRELIMINARY DESIGN OF STORMWATER MANAGEMENT SYSTEMS FOR DEVELOPMENT OF NEW SITES Avw Reference: 1. MADEP&MA Office of Coastal Zone Management,"Stormwater Management-Volume 1:Stormwater Policy Handbook&Volume 2:Stormwater Technical Handbook",March 1997 2. USDA Natural Resource Conservation ServiceTechnical Release No.55 TR-55 Project: Stormwater Best Management Practices(BMP)for Drainage Improvements-Lots 3&5 Old Wilson Road,Northampton,MA Konstantine Sierros File: C:\ENGIN\Stormwater\Sierros\SWM-TR55 Date: 8/29/20051 1 SUMMARY OF FLOW CALCULATIONS Storm 1-YR 2-YR 10-YR 100-YR Rainfall inches 2.4 3.1 4.6 6.1 Drainage Area Flow CFS DA-1 0.13 0.37 1.16 2.20 DA-2 0.88 1.91 4.93 8.68 DA-3 0.20 0.59 1.921 3.72 TOTALI 1.21 2.87 8.011 1 14.60 NEWMAN ENVIRONMENTAL ENGINEERING t ATTACHMENT D STORMWATER RUNOFF CALCULATIONS Using NRCS Technical Release No.55(TR55) • SWM-TR55-Pre-Development • SWM-TR55-Post-Development N i i f 1 1 ! I ( j t 1 { 1 I l / I l t t ,1 e Q d cr co IFS � ► f o f f 1 � � �k� 1 � 1 � }� 1 �® 1� I 1 1 \ I 1 ��° 1 � III i�i t� 1 1 i� 1 � � � '•�i � � \ �' �' 1 \ �' �� V A A A v \� v � � '091 - i FORM 12 - PERCOLATION TEST t Location Address or Lot No. � rl COMMONWEALTH Of MASSACH ) SETT-8 , Massachusetts Percolation Test' Date: Time:, Observation Hole Depth of Perc Start Pre-soak End Pre-soak Time at 12" ^ i Time at 9" Time at 6" 2 �L-- `-fi Time (9"-6") ' o Rate Min./Inch Minimum of 1 percolation test must be performed in both the primary area AND reserve area. Site Passed Lam' Site Failed ❑ Performed By: ""���}�) Witnessed By: S Comments: MICHAEL MOCKO ENVIRONMENTAL CONSULTANT w36 Hampden food Stolford Springs,Connecticut 06076 Tel. longmeodow,WW 413.567.6560 Stafford Springs, CT. 860-684-7205 Fox 413.567.8035 i FORM 11 - SOIL LVALUATOR FORM Page 3 of 3 �.��°'—t Locrltiun Address or Lot No. 5 ��� � , �SO� r ', �{(�uY,i h Determination ,far Seasonal High Water Table Method Used: ❑ Depth observed standing in observation hole t., inches Depth weeping from,,side,of observation holeC,q"-1L2-" inches 1 Depth to soil mottles id"21," inches ❑ Ground water adjustment feet Index Well Number Reading Date Index well level Adjustment factor Adjusted ground water level Depth of Naturally Occurring Pervious Material Does at least four feet of naturally occurring pervious material exist in all areas observed throughout the area proposed for the soil absorption system? �,_ If not, what is the depth of naturally occurring pervious material? Certification I certify that on ,lung 19J5 (date) I have passed the soil evaluator examination approved by the Department of Environmental Protection and that the above analysis was performed by me consistent with the required training, expertise and experience described in 310 CMR 15.017. Signature Date _S • 3 UEP APPROVED FORM• 12!07/9S Page 2of3 / _ noon Address or Lot 1J0. �`0 ri�4 r b -S D Z--0T Ott-site .Reyi'ew p Hole Number Date: S'31.0 Time: 1 r U Weather S 7v ation (identify on site plan) d Use Slope 1%) 5- '0 Surface Stones -4,YV station jlorm tion on landscape (sketch on the back) ances from: Open Water Body feet Drainage way feet Possible Wet Area feet Property Line feet Drinking Water Well feet Other DEEP OBSERVATION HOLE LOG* )epth from Soil Horizon Soil Texture Soil Color Soil Other face (inches) (USDA) (Munsell) Mottling (Structure, Stones. Boulders, Consistency, % Gravel) 4/2, AP fit RED-AT EVERY PRUPUSZD UISPUSAL AREA 1{� � �p C,� S L.�- 2.5� S/ti J�►,«a.v�/1 Ce.-y,a..aj' �-��o�'�, JV 1 Material (geologic) '-7' 1 OepthtoBedrock: > `t 6 7 `5 lo Groundwater; Standing Water In the Hole: Weeping from Pit Face: (D4- oz, I'd Seasonal High Ground Water: 3D" -1 tow MICHAEL MOCKO ENVIRONMENTAL CONSULT19NT 36* roeo f3ood Stafford Spdrogs.CWOSC lcut 06076 Tel.longrneodow,MA M.567-0560 Stafford Springs, CT. 860.68475205 -e...a i 11.1LA7.w0u True S ru�r 1 No. Date Commonwealth of Massachusetts �jo,i i,a►�an , Massac usetts Site Suitability Assessment for On-site Sewage Disposal Performed By: M.!.Gl: :�.,. MGC ko Certification Number: Witnessed By: Location Address or lot No. Owner's Nuns, Address and Tel. l-zt 4 5 OId W, IScv,�� I�o.,sia►v+ivie. S'crres N , I�Nr• +r_�n , M/\ (0 7�1 "far k tti I 1 RPQ� F brev�c: , m A oio(oZ New Construction ® Repair ❑ Office Review Published Soil Survey Available: No ❑ Yes Year Published .tTil Publication Scale I-5-84 c) Soil Map Unit C- Drainage Class ........... Soil Limitations ...... . . .... ..................... .... _..... Surficial Geologic Report Available: No ❑ Yes ❑ Year Published _ -- Publication Scale .._ -- Geologic Material (Map Unit) _ ...__ ... _._.................. .... . . . anorm ............................:._........_... .............__ .__ _ _.. ....... ............ - Flood Insurance Rate Map: Above 500 year flood boundary No 11 Yes Within 500 year flood boundary No ❑ Yes ❑ Within 100 year flood boundary No ❑ Yes ❑ Wetland Area: National Wetland Inventory Map (map unit) ..................................................................................._................1..111.. . Wetlands Conservancy Program Map (map unit) ................................................................................................... Current Water Resource Conditions (USGS): Month ................. Range : Above Normal ❑ Normal ❑ Below Normal ❑ Other References Reviewed: �k ......---.......... ..... .............................................. .... . ................................. .. ......... .......................................... .... . ..................................... ............111.1.............. MICHAEL MOCKO ENVIRONMENTAL CONSULTANT 36 Hampden Road Stafford Springs, Connecticut 06076 Tel longmeodow, MA 413-S67-6S60 Stafford Springs. CT 203-684-7205 ~ \ x.J � ! NN oil of I if I . - ` � / � 1 12 - PERCOLATION 'PEST Location Address or Lot No COMMONWEALTH OF MASSACHUSETTS r t(k r: trr� kJ7 , Massachusetts Percolation Test' Date: 4 Z t .^ pc,� Time:. Observation Hole ty .� A Depth of Perc Start Pre-soak End Pre-soak Time at 12" /o ©b Time at 9" /0 : 3S Time at 6" `'Z 3 q f2 4 o Time (9"-6") ( � Rate Min./Inch Minimum of 1 percolation test must be performed in both the primary area AND reserve 7.,Site Passed Ste Failed ❑ Performed By: of /WO ,n Witnessed By: C'rn.Fc. M&vsig Comments: { / LA rJ 1Jc e: ' ,i J ✓� �� k�—mot_. 17 �.c.,,.� ' MICHAEL MOCKO ENVIRONMENTAL CONSULTANT 36 Hompden Rood Z Z' Stofford Springs, Connecticut 06076 8'7" Tel. longmeodow,W 413.567.6560 Storford Springs, CT. 860-684.7Q05 yrzj-S Fox 413.567.8935 E'O1tM I E - SOIL E;VALUA'I'OIZ ISO Page 2 Location Address or Lot I4o. C r Ott-site Review � � r� �� 1�5 Deep Hole Number Data: )' / ' 05 Tirne: Weather Location (identify on site plan) Cry ' µ1r.��d'...} Land Use Slope (%) Surface Stones Vegetation C - Landlorm Position on landscape (sketch on the back) Distances from: Open Water Body feet Drainage way feet Possible Wet Area feet Property Line feet Drinking Water Well feet Other za DEEP OBSERVATION HOLE LOG' Depth from Soil Horizon Soil Texture Soil Color Soil Other urlace (Inches) (USDA) (Munsell) Mottling (Structure, Stones, Boulders, Consistency. 9 Gravel) 2:4— G S C �I-rt— Vas- {'�r-,..� rib--.,s <•f. Lv ty,e rN s ez(' RUM OF TROLES REZIUMED AT EVERY PA?POSECTDISPOSAL;�REA �J Parent Material (geologic) �'i ti1 r DepthtoBedrock: >' (Zu --'100 4 Depth to Groundwater: Standing Water in the Hole: Weeping from Pit Face: Estimated Seasonal High Ground Water: 700 11 MICHAEL MOCKO ENVIRONMENTAL CONSULTANT 36 Hampden flood Stafford Springs, Connecticut 06076 Tel. longmeodow, W 413-S67.6S60 Stafford Springs, CT. 860.684.720S c—a 1 vrA7-A0A5 5RC TEST- tT #3 6J 05-5 "E- 70, T T P P-� 187 .5 of 0 to 4r 0/ 00 o I-N ............ ........... N8 ' �3053"W cr) 206' 0 9% _ F01MI 12 - PERCOLATION '('EST ocation Address or Lot No. COMMONWEALTH OF MASSACHUSETTS )V, H PTA Massachusetts 4, - "_ -77 Percolation Test' Date: Time% Dbservat;on Hole # Depth of Perc Start Pre-soak End Pre-soak Time at 12" Time at 9" V ' j U Time at 6" -30 4 Time 19"-6") � ¢� Rate Min./Inch / ' Minimum of 1 percolation test must be performed in both the primary area AND reserve area. Site Passed Site Failed ❑ Performed By: Witnessed By: ----/1 Comments: MICHAEL MOCKO ENVIRONMENTAL CONSULTANT 36 Hwpdon Rood Stottord Springs,ConrwctlM 06076 Tol, longmsodow,MA 413.567.6560 Stotford Springs, CT. 860-664.7205 -'"" "7 Ong I1 X.SA7.a011k F01M1 l I - SOIL EVALUATOR F0101 Page 3 of 3 A Location Address or Lot No. #� ��d Y,1, 1s n Road + N([ i,+"VVAp 0n Determination for Seasonal High Water Table Method Used: ❑ Depth observed standing in observation hole inches Q Depth weeping from side of observation hole 10'+ inches LJ Depth to soil mottles XF" inches ❑ Ground water adjustment feet Index Well Number Reading Date Index well level Adjustment factor _ _._ Adjusted ground water level Death of Naturally Occurring Pervious Material Does at least four feet of naturally occurring pervious material exist in all areas observed throughout the area proposed for the soil absorption system. If not, what is the depth of naturally occurring pervious material? Certification I certify that on June M6 (date) I have passed the soil evaluator examination approved by the Department of Environmental Protection and that the above analysis was performed by me consistent with the required training, expertise and experience described in 310 CMR 15.017. S i g n a t u r Date 1 3 '4S UEP APPROVED FORM• 12/07/95 Page 2 of ,ocation Address or Lot IJo. koD 1 t C e c -Z-o .1 o 1,417 71 Ott-site Review seep Hole Number Date: Time: Weather j- 15� ocation (identify on site plan) and Use e Slope i%1 /S Surface Stones egetation andform �is---- osition on landscape (sketch on the back) stances from: Open Water Body feet Drainage way feet Possible Wet Area feet Property Line 0 feet Drinking Water Well feet Other DEEP OBSERVATION HOLE LOG' Depth from Soil Horizon Soil Texture Soil Color Soil Other Surface (inches) (USDA) (Munsell) Mottling (Structure, Stones, Boulders, Consistency. % Gravel) - ZD ZJ ! 6)-06 F 2 HOLES RMUIRED AT EVERY PROPOSED DISPOSAE AREA em Material (geologic) (��� _ q DepthtoBedrock: �j 2-40 plh to Groundwater- Standing Water in the Hole: 1 Weeping from Pit Face: imated Seasonal High Ground Water: — MICHAEL MOCKO ENVIRONMENTAL CONSULTANT _l 36 Hompden Rood Stofford Sprin9s,Connacticut 06076 Tel,Lon9meodow,W 413.567.6560 Storford Springs, CT. 860.684-75205 gilt S ru�r i - Date_. ' 13 6�5. No. -� Commonwealth of Massachusetts �J, t ha►�pt crt , Massachusetts Site Suitability Assessment fQr On-site Sewage DisaQSai Performed By: Certification Number: . Witnessed By: _ � �,.�.G N�.a.. -t hem ... ......... . Location Address or Lot No. Owner's Name, Address and Tel. / Lci *3 bId W, tso,, S;rrrc!, Kc A (.,79 ParK tiiIl KoAd Flo.-C>nce-, MR 010(02— �. New Construction ® Repair ❑ Office Review Published Soil Survey Available: No ❑ Yes IR Year Published ..ITT.. .. Publication Scale ..L�..L.5.8 o Soil Map Unit .wx.c_ DrainageClass .................. Soil Limitations ............................................ ..... .............................................. . .. .. .... Surficial Geologic Report Available: No ❑ Yes ❑ Year Published Publication Scale Geologic Material (Map Unit) ........ ....... ._. ........ _...................................... ... .............................. .. .. ........................................ .... ........................................................ _.. .._... ..._. Flood Insurance Rate Map: Above 500 year flood boundary No ❑ Yes Within 500 year flood boundary No ❑ Yes ❑ Within 100 year flood boundary No ❑ Yes ❑ Wetland Area: National Wetland Inventory Map (map unit) .................................................................._................................. .... . Wetlands Conservancy Program Map (map unit) .................................................................................................. Current Water Resource Conditions (USGS): Month ................... Range : Above Normal ❑ Normal ❑ Below Normal ❑ ...1utc� ........................ ...._.. ...._.. Other References Reviewed: ... .....1�..5.. ...5. .................................._............. .......... .......... ............ ....................................................................---...........................-_... ..... MICHAEL MOCKO ENVIRONMENTAL CONSULTANT 36 Hampden Road Stafford Springs, Connecticut 06076 Tpi Innmme.nrinuj MA 413-567-6560 Stafford Sorinas. CT. 203-684-7205 NEWMAN ENVIRONMENTAL ENGINEERING ATTACHMENT C SITE SUITABILITY ASSESSMENT FOR ON-SITE SEWAGE DIPOSAL (DEP Forms 11 & 12) CBs discharge thni 15"Di AC pipe to s along Old Wilson Road DA-3 flows to catchbasin DA-2 flows to catchbasins / ��\ at entrance to Golf Course ! v on Golf Course access road _-- 100-FT SETBACK - ��--w.�_ _�ROVE GOLF CpURSE ACCESS RO PINE / FROM WETLAND An --- ---- - - WOODS LOT- _5 iWETLAND LOT, 3 CGEAPED i I 1 � #310 IWOODS_ \ w �j wpoDS j LOT-2 s 1 DA-1 flows across neighboring land ` I I and along Old Wilson Road to I Ij 18"Dia. culvert at Florence Road I I I � I I SITE PLAN APPROX.SCALE:1"=150' . . — PROPERTY TEST PITY LINE(APPROX.LOCATION) g y t — Figure 1: DRAINAGE AREAS -Existing surface flow m WELL es EXISTING CONTOUR(REL.TO SITE B.M.) PROPOSED CONTOUR LOTS 3& 5 OLD WILSON ROAD, NORTHAMPTON, MA —•— — STREAM/WETLANDS BOUNDARY FOR K. SIERROS — —v— BURIED WATERLINE(APPROX.LOCATION) BUR ED ELECTRIC LINE OX. - -�— BURIED GAS LINE(AP R(OXLOCATONATION) NEWMAN ENVIRONMENTAL ENGINEERING FENCE P.O. BOX 395, 21 GUARD ROAD, WORTHINGTON, MA 01098 OOOCOOIX'A ROCK WALL TEL: 413-238-5383 FAX: 413-238-4276 NEWMAN ENVIRONMENTAL ENGINEERING roll ATTACHMENT B PLANS • Site Drainage Plan entitled,"Figure]:Drainage Areas—Existing surface flow,Lots 3& S Old Wllson Road,Northampton,MA" • Design Plan entitled"Runoff&Erosion Control Plan,at Lots 3& S Old Wilson Road, Northampton,MA",by Newman Environ.Engineering,Plan No.SW0508-1,8/28/05(1 sht) NEWMAN ENVIRONMENTAL ENGINEERING L. Final Site Review. TBD All drainage structures on-site and receiving facilities off-site shall be inspected and repaired/modified as needed. REFERENCES: 1. MA-DEP &MA-CZM, "Stormwater Management Volume 1: Stormwater Policy Handbook", March 1997. 2. MA-DEP &MA-CZM, "Stormwater Management Volume 2: Stormwater Technical Handbook", March 1997. 3. US-EPA, online guidance document"National Menu of Best Management Practices for Storm Water Phase H.• Section 4, Construction Site Storm Water Runoff Control", March 2002. 4. US-EPA, online guidance document"National Menu of Best Management Practices for Storm Water Phase H. Section 5, Post-Construction Site Storm Water Management in New Development and Redevelopment", March 2002. 5. USDA-NRCS, "Technical Report No, 55, Urban Hydrology for Small Watersheds", second edition, June 1986. 12 NEWMAN ENVIRONMENTAL ENGINEERING C. RoadwarinM. SEP-05 In drainage swale along Old Wilson Road; from proposed driveway site to driveway at No. 310 Old Wilson Road. D. Construction Entrance. SEP-05 Install first 100-ft of construction gravel driveway at the location of the proposed driveway. This work includes installation of driveway culvert, construction entrance gravel pad, and limited tree clearing for entrance and temporary construction storage site adjacent to entrance. E. Tree clearing. SEP/OCT-05 Remove trees and shrubs (not marked to remain)within limits of clearing. No vehicles (or equipment) shall access areas outside the marked limit of clearing. Silt fence, gravel entrance pad, and down gradient drainage facilities (roadway swales, culverts and catch basins) shall be inspected weekly during site clearing and improved as needed to ensure sediments are not leaving site. Street sweeping shall be conducted daily to remove sediments deposited by vehicle tires leaving the site. F. Construction Driveway. SEP/OCT-05 Install construction driveway(gravel)up to proposed house site at approximate grades indicated, with culvert(s) and driveway side swale(s) as shown. Loam removed from driveway site shall be stockpiled at location(s) indicated on plan. G. Stormwater management facilities. OCT-05 Install stormwater management facilities at location(s) shown, including: bermed swales with check dams; riprap areas; loam, seed and mulch swales. As construction continues check swales weekly and repair side slopes, re-seed, or remove debris as necessary. H. Site clearing & slope restoration. SEP/OCT-05 Remove stumps or grind stumps as required by plan. Chip up smaller diameter tree parts and stockpile wood chips at location(s) indicated. Upon removal of stumps and tree parts, disturbed slopes shall be re-seeded with grass and mulched to establish vegetative cover as soon as possible after clearing. I. House site construction. TBD This work includes house construction (foundation, structure, etc) and installation of utilities (well, septic system and buried electric &phone). Disturbed areas shall be loamed, seeded, and mulched as soon as possible after completion of site work in area. J. Landscaping. TBD Installation of terraces, retaining wall, plantings, walkways, etc. around house site. K. Driveway. TBD Final driveway grades shall be established and driveway final surface applied. This work includes repairs/improvements to any driveway drainage structures and re- seeding (&mulching) side slopes as needed. 11 NEWMAN ENVIRONMENTAL ENGINEERING h. Grassed swales. These will be maintained by regular mowing during the growing season. 18. Waste Management. Construction site waste management shall include: a. Construction entrance as shown on plan should minimize transport of sediments off-site on vehicle tires; the entrance will be maintained by daily sweeping of roadway adjacent to entrance to remove dust/soil, if necessary b. Topsoil, fill wood chips and other construction materials will be stored at designated sites. Generally these sites are located on the flatter regions of the site and less prone to runoff impacts. Soils are stockpiled up gradient of a bermed swale with check dams to capture any soils washing down the slope. c. Contractor shall supply and maintain a waste container for construction debris on site. The container shall be covered at night and during rain events. d. Portable toilets shall be installed on-site and maintained by Contractor(s) through all construction phases. e. Any fuels, oils,paints, degreasers, cleaning agents, or other potentially hazardous materials utilized by Contractor(s) will be allowed on site only in clearly marked containers with labels indicating contents and hazards. If any of these potentially hazardous materials will remain on site overnight(or longer), the primary containers (labeled) shall be stored in a covered and sealed secondary container. The secondary container shall be of sufficient size, material, and construction to completely retain any leaks or spills of the stored materials. Residential site waste manaizement shall include: a. Proper application of lawn& garden products (fertilizer, pesticides, etc.) in including proper timing of applications (i.e. not applying these products during rainy seasons of March/April/May or September/October). b. Proper storage and use of household hazardous wastes in accordance with product labels and local ordinances. c. Proper operation & maintenance of the septic system in accordance with MA- DEP guidance documents. 19. Schedule. The following Construction sequence is proposed: A. Mark Site Constraints. SEP-05 Mark out all limits of clearing in accordance with the attached plan. Mark out al trees and shrubs to be saved that are within the limits of clearing. Mark out proposed driveway location on Lot-3 B. Silt Fence. SEP-05 Install silt fence at locations shown on plan, along limits of clearing at down-gradient sites as shown. Silt fence shall be inspected weekly during construction and repaired or improved as required to prevent sediments from leaving the site. 10 NEWMAN ENVIRONMENTAL ENGINEERING after large rain events (>1.0-inch of rainfall) and after high wind events. If required, excess soil deposition, branches, leaves or other debris will be removed from these facilities to bring them back to design conditions. Damage to check dams, washouts, and small erosion gullies will be repaired as soon as possible. Maintenance may include installation of additional riprap, silt fence, hay bales, or other measures as needed. c. Natural Buffers. Areas of site designated to be undisturbed (as natural buffers) shall not receive any vehicle (or heavy equipment)traffic during site clearing or later construction activities. During site clearing & construction, these areas shall be inspected after heavy rain events (rainfall >1.0-inch). Sediment deposition greater than 6-inches shall be removed. Washouts or eroded areas shall be immediately repaired. d. Inspection of seeded areas. After seeding & mulching of disturbed areas, these areas shall be inspected weekly to ensure adequate germination across the entire area and adequate coverage by mulch. Additional seed and mulch shall be applied, if needed. e. Inspection of silt fence (and ha byes) Silt fence shall be inspected bi- weekly and any deficiencies shall be repaired as soon as feasible. f. Site entrance sediment&dust control. The site construction entrance gravel pad shall be inspected bi-weekly. If the pad becomes ineffective at removing soil from vehicle tires (due to excess soil in gravel pad), the Contractor shall replace the gravel pad with clean washed gravel. The roadway adjacent to the site shall be swept at the end of each work day to remove obvious sediments and dust from vehicles leaving this site. Sediments and dust shall not be swept into roadway drainage swales,but shall be collected and returned to soil storage areas on site. If airborne dust becomes problematic,the Contractor shall implement a dust suppression program that will include, as a minimum, wetting of gravel & soil access ways on site as needed to reduce dust. Post-Construction Operation & Maintenance (O&M) Plan The Owner of Lot 3 (K. Sierros)will be responsible for(and finance) the operation and maintenance of the proposed runoff and erosion control measures. A preliminary schedule of O&M tasks is presented below: g. Inspection of erosion&runoff control facilities. Inspection of the swales, check dams and site drainage facilities will be conducted in the fall (October/ November) and spring (March/April) of each year. These facilities will also be inspected after large rain events (>1.0-inch of rainfall) and after high wind events. If required, excess soil deposition, branches, leaves or other debris will be removed from these facilities to bring them back to design conditions. Check dam damage and/or erosion gullies, if found, will be repaired as soon as possible. Maintenance may include installation of additional riprap, silt fence, hay bales or other measures and reseeding &mulching disturbed areas. 9 NEWMAN ENVIRONMENTAL ENGINEERING d. Maintainin eg_xisting vegetation. As shown on the plans, about one third of the site will not be disturbed. Within the areas designated for clearing, several large oaks and maples will be retained on site. Most of the existing mature pines will removed. It is also proposed to retain existing mountain laurels (to the extent feasible) on the north slope. Structural BMPs a. Shallow swales with check dams. These are utilized to reduce peak flows and encourage infiltration. b. Riprap. Outlets from all swales, check dams and culverts will be riprapped to protect outlet from washout and provide level spread of flow to down gradient facilities. All riprap shall be underlain by a permeable, soil stabilizing geotextile fabric. c. Construction Entrance. Use of gravel pad to minimize sediments leaving site on vehicle tires and minimize dust on road. This is combined with daily sweeping of roadway near entrance (by Contractor)to further minimize impacts of sediments and dust. d. Restoring vegetative cover. Vegetative cover will be restored rapidly to most disturbed areas of the site to reduce the potential for soil erosion. All disturbed areas (except pavement) shall be loamed(if needed), raked, seeded with grass mix, and mulched with hay as soon as feasible (but no longer than 2-weeks) after construction activities cease on each portion of the site. For example, this will entail seeding and mulch within two weeks after clearing is finished on any portion of the site which is not designated for additional construction activities. e. Silt fence (and ha bales). These are employed at down gradient areas of site to capture any sediments washing off the slopes during site clearing and later construction activities. Construction Operation & Maintenance (O&M) Plan The Owner(K. Sierros) will be financially responsible for O&M of runoff/erosion control measures during all phases of construction. The Site Contractor(D. Loven) will be responsible for implementation of the O&M of the proposed runoff/erosion control measures during site clearing. A preliminary schedule of Construction O&M tasks is presented below: a. Inspection of existing_drainage receiving facilities. Prior to starting work, the Site Contractor shall inspect and document (with photos) the existing conditions at the drainage receiving facilities for DA-1, DA-2 &DA-3 (as described in Item 11). The Contractor shall re-inspect these receiving facilities bi-weekly during site work and house construction periods. During extended periods of construction inactivity, the Contractor shall re-inspect receiving facilities after storm events with rainfalls >1.0-inch. Any problems identified shall be repaired as soon as feasible. b. Inspection of erosion &runoff control facilities. Inspection of the swales, check dams and site drainage facilities will be conducted bi-weekly during site work and construction periods. These facilities will also be inspected 8 NEWMAN ENVIRONMENTAL ENGINEERING The principle runoff impacts from the proposed site development will occur in DA-2. The bermed swales with check dams are anticipated to provide about 3,000-CF of peak flow storage; i.e. these facilities will mitigate peak runoff from the 2-year storm. This storage is estimated to reduce peak runoff from the 10-year storm by about 1.0 CFS, resulting in a net increased peak runoff from the 10-year storm of about 0.8 CFS (from DA-2). The existing 15" diameter culvert conveying flows from this drainage area has an estimated capacity of about 9.9 CFS. The estimated 10-year storm drainage from the existing site (DA-2)plus adjacent roadways is about 4.4 CFS. The estimated 10-year storm drainage from the post developed site (DA-2)plus adjacent roadways is 5.2 CFS when on-site storage is considered. It is concluded that this culvert has excess capacity to convey the estimated post-developed site (DA-2) runoff from the 10-year storm. Potentially impacted streams swales & stabilization measures. Based on the above analyses, the potential impacts to streams and swales (off-site) are minimized by the proposed stormwater control plan. No additional stabilization measures are anticipated. Ownership of drainage structures. The principal drainage structures include two bermed swales with check dams and two driveway culverts servicing lot 3. Ownership of these driveway culverts and upper bermed swale structures will belong to the Owner of lot 3 (Mr. K. Sierros plans to use this site for his principle residence). The lower bermed Swale will belong to the Owner of lot 5; currently Mr. Sierros is the Owner, but the property may be transferred in the near future. Mr. Sierros will retain an easement(for the Owner of lot 3, himself) to access, inspect, and maintain the lower bermed swale. 16. Disturbed Area Estimate. It is estimated that about 212,200-SF (4.87-acre) will be disturbed by site clearing on lots 3 & 5. The proposed development of these sites includes about 19,300-SF of driveway and 9,200-SF of building area(combined total for lots 3 & 5). Upon completion of both house sites it is estimated that less than 8-percent of the site will have impervious surface; i.e. the site would be defined as "open space" development as defined in the state "Stormwater Management Volume-2 Technical Handbook" (DEP, 2). 17. Best Management Practices (BMPs). The following best management practices are proposed for this site: Non-Structural BMPs a. Open space. This site will retain its "open space" character; i.e. less than 10 percent of site will be developed with impervious surfaces b. Natural buffers. Existing vegetated areas will be retained around much of the site. Virtually all of Lot 3 will retain existing vegetated areas as natural buffers down gradient (except the driveway entrance). These natural buffers will help protect receiving waters during and after construction. c. Minimize steep slopes. Final development may include terraces with rock walls. The exact configuration has not been determined at this time (and is not incorporated into analyses herein for runoff). 7 NEWMAN ENVIRONMENTAL ENGINEERING The "RCN"refers to the TR-55 (MRCS, 5) "runoff curve number" assigned to the watershed to simulate the runoff characteristics of the site soils and surface cover. The RCNs reported above are composite numbers based hydrologic soil group "B" and area- weighted values of surface covers (e.g. impervious, woods, grass) for each drainage catchment. The above data are used with TR-55 (MRCS, 5) to estimate runoff from these catchments for the 1-YR, 2-YR, 10-YR and 100-YR storm events (storms with 24-hour duration and return frequencies as named). All storms are simulated with class III rainfall distributions as described in TR-55. The results of these simulations are presented in Table 2. TABLE 2: Estimated Runoff(CFS) for Pre-Development and Post Development Catchment DA-1 DA-2 DA-3 TOTAL 1-Year Storm (2.4") Pre-Devel. flow 0.08 0.33 0.15 0.56 Post-Devel. flow 0.13 0.88 0.20 1.21 Storage Req'd (CF) 152 1,354 180 1,643 2-Year Storm(3.1") Pre-Devel. flow 0.27 0.98 0.52 1.76 Post-Devel. flow 0.37 1.91 0.59 2.87 Storage Req'd (CF) 348 2,417 412 3,162 10-Year Storm (4.6") Pre-Devel. flow 0.95 3.17 1.84 5.96 Post-Devel. flow 1.16 4.93 1.92 8.01 Storage Req'd (CF) 902 5,220 1,003 7,279 100-Year Storm(6.1") Pre-Devel. flow 1.91 6.13 3.67 11.71 Post-Devel. flow 2.20 8.68 3.72 14.60 Storage Req'd CF 1,554 8,375 1,646 11,934 The above results indicate that there will not be a significant increase in peak runoff flows from DA-1 and DA-3. These catchments are anticipated to have runoff similar to the existing site conditions, especially if consideration is given to landscape terracing, plantings, and additional understory growth within undisturbed areas. 6 NEWMAN ENVIRONMENTAL ENGINEERING parking lots and paved areas with high volume of traffic do not apply to this site; accordingly the following technologies do not apply to this site: a. Sand/Organic filters—these have significant installation costs and maintenance costs including removal of debris after storm events and replacement of filter material two to three times per year. b. Deep sum catch basins—these require regular maintenance to remove deposited materials c. Sediment traps and forebays -these require regular maintenance to remove deposited materials The proposed site plan includes undisturbed vegetated buffers below most of the site disturbed areas (except for lot 5). Silt fences and hay bales are proposed to mitigate sediment transport during construction. Check dams within swales (and drainage channels)reduce flow velocities and provide sediment capture; about 25% reduction anticipated per 100-ft length of channel (DEP, 2). The bermed swales with check dams located down-gradient of the proposed house site are anticipated to reduce sediments in runoff from the house site by about 65%. Site hydrology. The site is located on the north side of a small hill with the top of the hill close to the south property line. There is virtually no drainage from off-site entering this property. As described under Item 11 above, the existing site drainage is divided into three drainage areas (DA-1, DA-2, &DA-3), delivering runoff flows to three distinct receiving locations, see Figure 1. The pre-development and post-development hydrologic features of these drainage areas are summarized in Table 1. TABLE 1: Catchment Area Hydrologic Features Summary Pre development Post Development Catchment DA-1 DA-2 DA-3 DA-1 DA-2 DA-3 Area(SF) 67,700 197,400 130,300 67,700 208,000 119,700 Tc (hours) 0.3 0.3 0.3 0.3 0.3 0.3 Bldgs (SF) 0 2,400 0 0 10,600 1000 Paved (SF) 0 3,000 0 1,500 20,800 0 Woods (SF) 67,700 166,900 130,300 26,100 49,500 77,100 Grass (SF) 0 25,100 0 40,100 127,100 41,600 RCN 55 57 55 58 64 57 The above drainage areas include the site (lots 3 & 5) and the property at 280 Old Wilson Road(in DA-2). The "Tc"refers to the time of concentration or time for runoff to travel from the farthest point in the watershed to the discharge from the watershed. 5 NEWMAN ENVIRONMENTAL ENGINEERING lots 3 & 5), though some selected trees will be retained within the clearing area. On the north slope selected mountain laurel may also be retained. Upon completion of clearing activities, unvegetated disturbed areas will be re-seeded with a grass mix and mulched as a ground cover to minimize potential erosion. Future site development may include additional terracing (with rock or block retaining walls) and plantings in association with landscaping around proposed house(s) and driveway(s). 14. Drainage area maps. Figure 1, attached, shows existing drainage areas (DA-1, DA-2 & DA-3) as described under Item 11. The site is located adjacent to the top of a hill and there is virtually no drainage from off-site on to this property. 15. Proposed drainage facilities. Proposed drainage facilities, details and specifications are presented on the enclosed"Stormwater Management Plan" and include the following: • improved drainage swales along Old Wilson Road • drainage swales along proposed driveways to control & direct runoff flows • bermed drainage swales with check dams to protect areas down gradient of potential increase flows, provide peak runoff storage, and increase runoff infiltration • riprap discharge outlets to decease flow velocities and spread flow • silt fence and hay bales to reduce flows and sediment transport during construction The proposed drainage facilities are designed to maintain pre-existing drainage patterns; essentially the drainage from each of the three drainage areas shown on Figure-1 will continue to flow to the pre-existing discharge points with minor modification. Detention, retention or infiltration. Due to site topography, seasonal high groundwater, and limited area contributing flow, the following are not considered feasible: a. Detention basins—not practical for watersheds less than 10-acres (DEP, 2). b. Wet(retention)ponds—not practical for watersheds less than 10-acres (DEP, 2). c. Constructed wetlands—not practical due to high cost, slope and permeability of underlying soils d. Water quality swales—generally, not practical on steeper side slopes, dry swales are not feasible due to high groundwater, wet swales are not desirable due to maintenance difficulties and potential mosquito problems. e. Infiltration basins—not applicable due to slope and high groundwater(DEP, 2). The two proposed bermed swales with check dams will provide a storage for peak runoff control from this site of about 3,000-CF. This volume is adequate to service peak flows from the 2-year storm event. Infiltration via trenches, drywell, or similar method to reduce runoff from roof drains and recharge groundwater may be considered in the future for lot 3. These infiltration measures require additional site testing and add considerable cost due to relatively high groundwater. Protection of water quality. The principle water quality concerns for this site are from sediment transport(erosion) during construction; once the site is re-vegetated these concerns will be significantly diminished. Water quality concerns of commercial 4 NEWMAN ENVIRONMENTAL ENGINEERING (DA-1)Runoff from the west side of site flows northwesterly across the site and neighboring land west of site to a drainage swale along Old Wilson Road. This flow is then conveyed by an 18-inch diameter culvert from the south side of Old Wilson Road to a wetland located northeast of the intersection of Florence Road and Old Wilson Road. This wetland drains to a tributary of Bassett Brook(a tributary to the Manhan River). This flow path includes an 8-inch diameter driveway culvert (at No. 310 Old Wilson Road),which is about half full of silt. Without proper maintenance, the existing drainage along this part of Old Wilson Road is likely to result in runoff flowing into the roadway during large storm event. This project proposes to improve the drainage swale from Lot-3 to the driveway at 310 Old Wilson Road. Maintenance of the existing driveway culvert by the Town or home-owner is recommended. (DA-2) Runoff from the center of the site flows northerly across the site and neighboring land to drainage swales along Old Wilson Road and the Pine Grove Golf Course access road. These drainage swales convey flow to two catch basins located at the entrance (west end) of the golf course access road. The flow is then conveyed though a 15-inch diameter culvert to a deep swale along the southern side of Old Wilson Road. The roadside swale conveys runoff to a tributary of the Manhan River; this tributary flows southeasterly through the Golf Course. This flow path includes an 8-inch diameter driveway culvert (at No. 280 Old Wilson Road), which is about half full of silt. Without proper maintenance, the existing drainage in front of 280 Old Wilson Road could result in runoff flowing into the roadway during large storm event. The existing 15-in culvert(from catch basins to swale) appears relatively free of siltation problems. It is estimated that this culvert has slope in excess of 0.02 resulting in flow velocities of about 8 fps and full flow capacity of about 9.9 cfs. (DA-3) Runoff from the east side of the site flows northeasterly across adjacent land to drainage swales along golf course access roads and eventually to a catch basin located near the east end of the access road(see Figure 1). The outflow from this catch basin drains across the golf course to a tributary of the Manhan River; i.e. this runoff is conveyed to the same tributary as DA-2. The exact location of the outflow pipe from the catch basin has not been determined; a detailed evaluation of this system is not considered pertinent since it is estimated to have no significant change in runoff due to site development. 12. 100-year Flood Plain. The site is not located within or near the 100-year flood plain. 13. Existing & proposed vegetation. Existing site vegetation consists of an overstory of predominately white pine with some sugar maple and white oak. The understory is very limited and includes: immature trees similar to overstory; several apple trees; upland ferns, black berries, and mountain laurel on north facing slope; and hemlock and sumac near roadways, The total area of lots 3 & 5 is about 357,500-SF. As shown on plan, about 151,400-SF of site (includes lots 3 & 5)is proposed to retain the existing vegetation. About 206,100-SF of the site will be cleared of existing vegetation (includes 3 NEWMAN ENVIRONMENTAL ENGINEERING Wilson Road; however, Northampton DPW policy is to not provide water to houses above elevation 320-ft (Northampton Datum). The proposed house site on Lot-3 is above elevation 360-ft(Northampton Datum); i.e. a private well is required for water service at this site. The proposed house site at Lot-5 is anticipated to have a base elevation above 310-ft(Northampton Datum); i.e. a private well is anticipated since the 2nd floor will be above 320-ft(ND). There is no public sewer service to this site. Sanitary waste disposal will be via on-site septic system(s) designed & installed in accordance with state and local codes. 8. Site topography. Existing and proposed topography are indicated on the enclosed site plan. The site is characterized by side slopes of 10% to 20% with slopes less than 10% near the top of the hill (south side of lot). Minor changes in site topography are anticipated that include: side slope grading associated with driveway installation; construction of bermed swales (as runoff control measures); future grading around house for septic system installation and landscape terracing. The future creation of terracing on this site (not shown on site plan) has the potential impact of reducing peak runoff flows and increasing infiltration by reducing flow slope and creating more circuitous flow patterns; the analyses of runoff presented herein do not include this potential effect of terracing. 9. Soils investigations. Soils investigations (test pits and perc tests, TP)were conducted by Michael Mocko, witnessed by E, Mathews,Northampton Board of Health, and summarized below: • TP-1: Depth=120" ; ESHWT=28" ; perc= 16-mpi (4/13/05) • TP-2: Depth=120" ; ESHWT=28" ; perc=16 mpi (4/13/05) • TP-3: Depth=120" ; ESHWT=28" ; perc=40 mpi (4/21/05) • TP-4: Depth=120" ; ESHWT=28" ; perc=42 mpi (4/21/05) • TP-5: Depth=100" ; ESHWT=26" ; no perc test(4/21/05) • TP-201: Depth=88" ; ESHWT=26" ; perc=5 mpi (5/31/05) • TP-202: Depth=96" ; ESHWT=30" ; perc=22 mpi (5/31/05) Copies of the reports for these investigations are attached. The location of each test pit is indicated on the attached plan. NRCS soil surveys characterize this site as having Woodbridge (WxC) soils with typical ESHWT of 1.5 to 3.0-ft. permeability of 0.6 to 2.0 in/hr in top 2-ft of soil, and lower permeability in basal soils. Based on the perc rates and the soil descriptions, this site is assigned to NRCS hydrologic soil group `B". 10. Estimated Seasonal High Water Table(ESHWT). The site high groundwater varies from 26"to 30"below existing grades as indicated by the site evaluations summarized above(Item 9). The opportunity to utilize stormwater retention, detention and infiltration facilities is limited due to shallow seasonal high water table. 11. Existing stormwater conveyances,impoundments or wetlands receiving stormwater flows from this site. Stormwater runoff from this site flows to three (3) principle receiving locations, identified by source drainage areas (DA), Figure 1: 2 NEWMAN ENVIRONMENTAL ENGINEERING STORMWATER MANAGEMENT PERMIT low APPLICATION Lots 3 & 5, Wilson Road,Northampton, MA Attachment A—Proiect Documentation 1. Proiect Site Operators. A. Principal Site Operator/Owner: Konstatine N. Sierros 679 Park Hill Road, Florence, MA 01062 Tel: 413-586-4670 B. Subcontractor— Site Clearing: David Loven Reservoir Road,Westhampton, MA 01027 Tel: 413-527-5184 2. Plans. See attached plans (stamped by professional engineer) entitled : STORMWATER MAMAGEMENT PLAN AT LOTS 3 & 5 OLD WILSON ROAD,NORTHAMPTON,MA Dated 8128105 Prepared by:Newman Environmental Engineering Drawing No. SW0508-1 3. Certification. Plans note that, "All clearing, grading, drainage, construction and development shall be conducted in strict accordance with this plan and the Northampton Stormwater Management Ordinance". 4. Locus Map. This is provided on the attached plan. 5. Existing Zoning and Land Use. The site consists of two lots (No. 3 & 5) that are composed of two former lots, formerly identified as lots 129 & 131 on Assessor Map- 44. This location is zoned suburban residential (SR). The site is currently lightly wooded. The proposed use is to clear(log) the site in preparation for future development of each lot as a single family residence. 6. Existing & proposed easements. There are no known existing easements across the site. A stormwater easement is proposed herein to allow the Owner of Lot-3 to access, inspect, and maintain stormwater swales on Lot 5, if required. 7. Existing and proposed utilities. There are no existing utilities on site. No utilities will be installed as part of the proposed site clearing. The proposed development of the site includes installation of buried electrical and telephone to the proposed house(s) with connections to existing pole(s) along the street. There is a City watermain servicing Old NEWMAN ENVIRONMENTAL ENGINEERING 21 Guard Road,P.O.Box 395,Worthington,MA 01098 Tel:413.238-5383 Fax:413.238-4276 NEWMAN ENVIRONMENTAL ENGINEERING ATTACHMENT A PROJECT DOCUMENTATION 6) proposed impro► enlents including location ofbuildings or other structures, impervious surfaces, and drainage Milities, if applicable; 7) location, cress sections, and profiles of all potentially impacted brooks, streams, drainage swales and their method of'stabilization, anal 44 proposed ownership of drainage system structures. ND E m mlte of the total area expected to he disturbed by exeavmkm.gmdina or oler construction activities. '$} N description and locatimi of all measures (i.e., Best Management Practices)that will be inlplemented as part of the construction activity to control pollutants in storm water discharges. A desca,iption or when each control measure will be inlplernented in the construction schedule, which operator is responsible for the implementation of each control measure. and a maintenance and inspection schedule for each control measure d1161111 construction. :A description ofconstruction and waste materials expected to be stored on-site, and a desCI-iplioll of Controls 10 rt_dUCC pollulants fi'onl 1hC,e (Materials including storage practices to mininlize exposure of the materials to stom water, and spill prevention and response. ? Undria, schedules, and sequence of development including stripping, rough gradin�. construction. final grading, and vegetative stabilization. 6. AI)plication Submission, Review, and Approval Procedures 1. Atmlication Submittal: Tile application to the Northampton DPW for a StormNwatcr Nlanagenlc►lt Permit Must be sub►llittcel prior to or concurrently Nwith any land use hermit applicatic►►1. Silbmissi011 of an application should be made to the: Northampton Department of Public Works. 125 Locu t St., Northampton, N'IA t►1000. For more information and copies of the Northampton StormNwatcr Ordinance visit the DPW web site at wwtiv.nohodp\w.oru or contact Doug McDonald at 41;-5�7-1 582 ext 0 or dmedonalLhi nc>hodpWA)1-'r 2. Administrative Review: The Northampton DPW will have 7 days from the receipt of the application to review the application for administrative completeness. Incomplete applications will be disapprowcd and returned to the applicant based on the deter1nKtion that they are administratively incomplete. 3. Review: If the application is found to be complete, the Northampton DPW will review the application and supportitlg (1ocuillents based oil the criteria set forth in the Northampton Stormwater Management Ordinance (Chapter 22. Article V) and will tale final action 11 dlln 21 days (including the 7 day administrative reVlew period) of the receipt of a complete application unless such time is extended by agreenlent between the applicant and the DPW. 4. Final Action: The Northarnptotl DP1V's final action will be in writing and will be sent to the applicant and the appropriate City Department(s) and Board(s). NoNhanlpton mpamnent c>tTOW Works loge Stki111"aler Management Perl O 4 5. Application Requirements The application to the Northampton Depai-tinent of Public � orks (DPW) for a Storinwater NIMMOenlent Permit tllttst include subnljssion Of the folloWjMI: ❑ Completed and Signed Storinwater Marnagcnlcnt Pcrnijt ;-application ❑ Non-Refundable Permit Review and Inspection Fee ❑ Operation. Maintenance. and Inspection Agreement ❑ Thrce complete copies of the Storru ater Niamn ement Plan and Erosion and Sediment Control Plall prepared by a professional engineer licensed by the Commlonvvcalth of Massachusctts, and jncludjn the nljnjlluull docutllentatjon fisted below (sec. the Northampton Stornlwater ti.,lanagcnlcnt Ordinance iChapter ??, Atijcic V) for more lntorillatloil): NrOlect Documentation: See Attachment A ((:heck COCKS below Ill( lcatill�, that v'Ull 11aye I)R)\lded ltle toIIOkvlll- III III tMUIII 1111,01-111a 11011) (N ldentifv all operators ii►r the project site and the potions oNer which each operator has cotltrol. .-NII plans Submitted have bCCll prepared and stamped by' a professional engineer licensed by the ('o111m011WCalth of'N1aSS�ichusetis C ► The applicant has rertiticd on the dravv'ings that all c•learin�,. �Ulradin2, drainage, consuucticln, and develol)nlent shall be conduCtCd in strict accordance with the plan Locus Illap See enclosed plan OP The existing inning, and land use at the site AOM- (3 The prej)ostd land use The location ol'exiStillg and 1propoSed easements The location ol,existing anti propoSed utilities The site's existing & proposed top02raj)llv,' With C0111011['S at 2 li►ut 111teryZ115 Solls Ill\'estlt?atioii thy a Cerllfled `+1.111 F\✓altlator(11, Certilled Professional Sol[ Scientist) inelue1111;1 borings(11' test piss, to a depth greater than 4 f't, below estimated seasonal Urouncl water for areas where coristructio[7 of irlfiltratioll practices will Occur. Estimated seasonal high (Novenlher to April) in areas to be used Jor storm water retention, detention, or inliltration (by a Certilicd Soil Evaluator or Certified Pro lessional Soil Scientist). 4 A description c' delineation of existing storillwater ronveVances, inlpoundnlents, and wetlands on or adjacent to the site or into which storm water flows. tv, delineation 01' 100-year flood plains, if applicable. The existin') and proposed Ve2eta11011 and tieround surfaces with runoffccnfficient for each. 1 drainage area ma1? showing pre and post Construction watershed boundaries. drainage area, storm vy'ate[- lloW paths, and reCCI*Ving water. A desCription and dr�Ivv1n2s of all components of the. proposed drainage system including: 1 ) the structural details for all components ol'the proposed drainage Svrsterlls and Storril water 11111IMaerllcrlt tticilitles (including Site. InVC11S, alld 2RILICj: 2) all measures liar the detention, retention or intiltration elf water: 3) all rlleasures lot- the protection of veater quality. 4) notes oil drawings Specily11W I1latertalS le) be llSed, Corlstr[ICtlon Speciflcallons, and typicals: S) the c:xistin-a alld pr�7hoseJ site hydrology vVIth srlpporting drainage calculatiotls (includintiU, the 1,2.1(1, and 100 vear NR('S des1ull Storms I, Nurlhamlitull Deparllllent of Public Wk)rks Sturm\'eater Mallagelllelll Pcrnlit STORMWATER MANAGEMENT Fee Paid: 11,1, R M I T Date Paid: Ilermito: Owl- City of Northampton APPLICATION Approved By: Department of Public Works Approval Date: (For DPW n_veon1Y) 1. Project/ Site Information Project ' Site Name: Site Clearing LOTS 3&5 Prolm Street " Location: Old Wilson Road, Northampton, MA Assessor's M1,111: 44 parccj(s): 129 & 131 Estim.-ited Area to be Disturbed Oil?): 212,200-SF Total :area Of 1111I)CI-6IOLIS SLIHfaCCS: Existing Proposed (paved. parking, decks. root's. etc) (ft 2) 0-SF 28,500-SF I'l-ojectType (check one) Permit Review and Inspection Fcc 5d Residential bite t 1-5 Acres Disturbed) S'17()1 j ❑ 1ZeSkielltiIlSite(gmitcr thin 5 .Ncres DisturbeLl) S1,100 ❑ klinor lZesiderifial Sul)(fivision H 10t,111LI(10111-hiM. I to i S700 or S I pci-linear tom kit-roaklwiy or commori zicre",of 1811k1) (irive468y (which ewr Is-gremcr) ❑ lZeSi(lelltKil SL11)(tix ision ari(l (lther lZosi&riti,,fl such os ".'20011 or S2 per linear foot ofrotdwiyor Tol 1111ouseor lZetiremorit De\elk)p7 ment (2) or mort, lots in a commoll drix ew.'Iy(b fllicll ever is greziter) C0111111011 1*111 01'&N0l0j)111C11t th'it Will LhStUrh 0\er I eM'ejl ❑ commercizt] SL1h(1i\iS1011 t(fisttirhjiig over I 1cre ot'llilh 12000 or S_2 per liriom- I-1.1ot ofroaklw iy or commori dri\ewztv mhich ever is greater) ❑ Cori-imermil (it- [mlustrizil Site (Al imlivi(ftml Commercial or 5700 I)erNIV dktUrbe(l (111FIXIIIILIM ot'S5.000i ilhILIStri81 Sites the( t61 It LhSturh o I <Ikjv or tli�11 is 11811 t4a common(kiii oklevlopment or tiole that will (listurb oNer I acre) 2. Applicant Information 3. Owner Information (if different from Applicant) M1111c: Konstantine Sierros Address: 679 Park Hill Road, Florence, MA 01062 Tc1cphonc: 413-586-4670 E-NIall: Fax: 4. Certification I herby Certify that the information Contained herein hlcltulillg all attachments is li'lle, accurate ;111(1 Complete 141 the best of my knowledge. Further, I gi...1111 the Northampton Depil-tilleM of Public Works and its agents permission to enter the.prop, _K to re%iei� this application plicition and make inspections during,and ;iftcr constrtictlon7 Olivio"N Oaw NEWMAN ENVIRONMENTAL ENGINEERING STORMWATER MANAGEMENT PERMIT APPLICATION NEWMAN ENVIRONMENTAL ENGINEERING STORMWATER MANAGEMENT PERMIT APPLICATION i Submitted to Northampton Department of Public Works on behalf of Konstatine Sierros for Lots 3&5 Old Wilson Road Northampton,MA Table of Contents 1. Stormwater Management Permit Application 2. Attachment A -Project Documentation 3. Attachment B—Plans • Site Drainage Plan entitled,"Figure 1:Drainage Areas—Existing surface flow,Lots 3& 5 Old Wilson Road,Northampton,MA" • Design Plan entitled"Runoff&Erosion Control Plan,at Lots 3& 5 Old Wilson Road, Northampton,MA",by Newman Environ.Engineering,Plan No.SW0508-1,8/28/05(1 sht) 4. Attachment C—Site Suitability Assessment for On-site Sewage Diposal(DEP Forms 11 & 12) 5. Attachment D—Stormwater Runoff Calculations using NRCS Technical Release No.55(TR55) • SWM-TR55-Pre-Development • SWM-TR55-Post-Development s < r� o6 2 NEWMAN ENVIRONMENTAL ENGINEERING TABLE 1 ESTIMATED RUNOFF Storm Event Frequency: 1-Year 2-Year 10-Year 100-Year Pre-Development: 0.6 CFS 1.8 CFS 6.0 CFS 11.7 CFS Post-Development: 1.2 CFS 2.9 CFS 8.0 CFS 14.6 CFS Mitigating Storage Required: 1,6000 CF 3,200 CF 7,300 CF 11,900 CF ***Calculations based on TR-55 for 24-hour storm events and stated return frequencies. As indicated the increased storage of the drainage swales (7,400 CF)will mitigate the peak flows from the 10-year 24-hour design storm. Mr. Sierros has also proposed is a roof drainage cistern and infiltration system (not indicated on the Progress Print) which is preliminarily designed based on the following parameters: • Purpose: provide water storage for irrigation system(-1 acre) and limited infiltration of excess roof drainage • Irrigation supply: 2-GPM well, supplemented by roof drainage • Dry month demand for optimal plant growth: 13,200-CF • Proposed cistern storage capacity: 3,000-gallons to 10,000-gallons (Providing 93% - 100% of optimal) • Infiltration system capacity basis: 1-in rainfall on 6,660-SF roof = 555-CF Use 9 Cultec R-330 units, cap.= 585-CF • Description: Roof drains direct flow to cistern. Cistern overflow is conveyed to infiltration system. Infiltration system overflow is directed to stormwater management swale. Adding the roof drainage system, it is anticipated that more than 70%of the 100-year storm mitigating storage will be provided; i.e. there will be only a minor increase in stormwater flow during the 100-year storm event. Based on the above, Item 4 of the SMP Special Permit Conditions has been complied with and should no longer remain an impediment to issuing a building permit for this site. Thank you for expediting this request. If you should have any questions, please call me (413-238-5383). Very truly yours, N WMAN ENVIRONMENTAL ENGINEERING Gre Newman, P.E. 2 NEWMAN ENVIRONMENTAL ENGINEERING ' February 15, 2006 Department of Public Works Attn: Doug McDonald 125 Locust Street Northampton, MA 01060 RE: Stormwater Management Permit—Revisions for K. Sierros Lot(s) on Old Wilson Road,Northampton, MA (Map-44, Lots-129 & 131) Dear Sir: This letter is submitted on behalf of Mr. Sierros in response to Item 4 of the Northampton Stormwater Management Permit(SMP) issued on 9/15/05 to Mr. Sierros. The SMP "Special Permit Conditions"Item 4, indicates that the"... applicant must submit revised plan and drainage calculations that demonstrate either: 1) the stormwater flows from the proposed project would be mitigated on site for the 10 year, 24 hour storm or 2) the stormwater flows from the proposed project for the 10 year, 24 hour design storm can be safely conveyed(i.e. via a reconstructed ditch) off of the public roadway to an acceptable discharge point." This letter with attached plan demonstrate that the revised Runoff& Erosion Control Plan will mitigate on site the projected stormwater flows from the 10- year, 24-hour design storm event. The Runoff& Erosion Control Plan has been modified to include the following: 1. Revised limits of site clearing based on field measurements taken 11/14/05. These changes are in part to provide better site views from the proposed house and result in no increase in total area cleared; see progress print dated 11/21/05 (enclosed). 2. Extended length of swale(s)with check dams gain additional storage volume and keep more of the drainage structures on Lot-3. 3. Increased height of the proposed check dams in the drainage swales from 2-ft to 3-ft high and making these check dams permanent structures of stone(not hay bales). 4. Revised foot print of proposed house. 5. Addition of roof drainage cistern and infiltration system to further decrease peak runoff from this site (not shown on progress print dated 11/21/05). The effect of lengthening of the drainage swale and increasing the check dam height is to increase peak runoff storage from 3,000-CF (original design plan)to 7,400-CF per proposed changes indicated on Progress Print dated 11/21/05, attached. The pre- development and post-development runoff is summarized in Table 1,below (from original Runoff&Erosion Control Plan, Stormwater Management Notes Item 4). NEWMAN ENVIRONMENTAL ENGINEERING 21 Guard Road,P.O.Box 395,Worthington,MA 01098 Tel:413.238.5383 Fax:413.238.4276 }�'�'�r�°'-. i � �;�§'� y�":��'y`,2 'k��S phi'^g`SKpC�' i.,y��3 ���h�� kn.S�?"•5i..="'S ',� Y'. } ��.`Y'!. 6�'b'���' Y'M �`� "' '@ya$°".}E'�$'.(sg q �k�T4�3'A' 'T k�# .� r�•�' �fi,'j$k`r R'h ��� � ���fiLP• 'N'F 1 ,�r xr°vb� .v e� � :t� ,� C �,�i�=ea�•+,��.��3.�'�`�' � �,Y',''�� .�'�t:t .5�.- p „��i '� ts•. ���ff��,'.aa� k"'ar �•s1 `"_ �Mt X,:�, � �z' �3,. �g 'i�`: '` r ::fit x t?a•,a `•5",�`�`�h�'k ro � �y A S f :G�i� .S`* z,. c W� .� :sx ,y" g4'e -." '� ,s �dN�°�rc�'tt l�'e"M���h,-�.•�::�4�. 'h"""S .zF'i,mv 3J�d t„�.}�`a+'��,£ ,��� :0� .,. �. .Via. ""i a�3 aty r 2' V7 7 smnf3 a f �. { i yE i%., '3"`' „Y`F',..b h �. .mhr. `4''('1` a:t r.,�. ., •�cc �v .:€` 7 u P rF'd�pta°4 y,�f,4'YS ,w, t i"k' �w '�. e 4 } }' �,j -i 'rai a �' ,..�.' >t•n t O�Qy) :,F't' y.3+ a "s xxn '- t �o n f i �, r t ' it '•v: t.�x F '3.?e§ �-°�, r �.a° i �•Oka {� 't b✓ `a r r < u, 'rtr+. sr ?. t ar '. ^Y �3 t. (?AY TfJ tW!_ Ctt�ofNorthampton *50.00 w , Fifty,and *##****t#* *# * ##**## *4**,#,*#�►*# * *«tv ##** r DOLLARS `. City. dNorthampton 210.Main Street NORTHAMPTON,MA 01060 s - wilson road wetland permit MEMO 11'00446 2V A: 2 L L8 709 351: 0 L 20 L6 79 L60 dui,}� � �t•k '+.� � h a ry v ;:N �+ s.,y,} �w .}S"t�.,r f � v 4.h v 14 i�» P 3 Gj 1•�� AI IT �j m, 4 a 3 of i 1'�kl� '1'FiANiP70N 4VIN .�A.y�IiC F E}b r 'Se Aa':J•"`1 ^'E au k .,�7 'n xs. ,.: 5 ' :�>- "! TRAM TON MA'..Ot [ ,5 .4k"r rte r° t i< z i'• 'T'Y^� � ,a i1}so',"..% �'a�,�.�;'xnt§�''rr l wea„Y.taa�:c:afir"S�?Y;k�g”�,p_,;7'.'3-.•.�if!i�s S '�,T.a�.��II11�,j�' 5,(V, { y r,�,�r r•3 gX 3 w �__ .�'�'..;.�s}L�K°L S r+•h n P w 1j w�:xs'��}}t+§tl-.Y,,g����`.4:.%a'..:f;Y r C k UE �r4Ra 1 �y zg, i k at .v �,' y r .5;.�` t y s � ��`�. 5 a � `r ��5i' Si��r'Lu•'� r"��s�,tr��R...�c,�. �; `� �i r.. z''S,fi,,.-: ORDEl�R CTSF batly Hatttpsltixe Gazette x **300 DOLLARS Daily Hatnpshiie Gazette F Peter DeRose 115 Conz Street Northampton,MA 01060 MEMO' wilson road wetland 11'00446 auk -,i: 2 L 1.870935E 0 L 20 L679 1 6��' Section 11. Indicators of Hydrology Other Indicators of Hydrology: (check all that apply and describe) Hydric Soil Interpretation ❑ Site inundated: ❑ Depth to free water in observation hole: 1. Soil Survey ❑ Depth to soil saturation In.observation hole: Is there a published soil survey for this site? yes no ❑ Water marks: title/date: 1114a,psk'r,d C"ova f C'¢Hfra( f'arf , 06e,'/48( ❑ Drift lines: map number: /7 soil type mapped: A)oaelkew(ie Very Sky f IhES4s'dy /0-1�,,,, 11 Sediment deposits: hydric soil inclusions: NIA ❑ Drainage pattems'in BVW: Are field observations consistent with soil survey? yes) no ❑ Oxidized rhizospheres: Remarks: ❑ Water-stained leaves: ❑ Recorded data (stream, lake, or tidal gauge; aerial photo; other) 2. Soil Description Horizon Depth Matrix Color Mottles Color ❑ Other: 2/z k, aZ& elll —em6e 167,k� 3!Z Vegetation and Hydrology Conclusion -4- 10 /ol';e 4/3 yes no �o Y� 4/4 Number of wetland indicator plants ❑ to Z� > number of non-wetland Indicator plants Wetland hydrology present: Remarks: /Va 5u- vIrnboo or AI'ller wIIAep 44 hydric soil present v o K�doX �E��v1�G5 3. Other: other indicators of hydrology present ❑ 1 Conclusion: Is soil hydric? yes no Sample location is In a BVW El Submit this form with the Request for Determination ofAppllcabliltyorNoUce of Intent. 1♦ I J DEP Bordering VegetatedL Wetland (31//0 CMR 10.55) Delineation Field,Data Form Applicant: Jots Eu1%n q Prepared by: Project location:A10 d/41 1R;, AIL DEP File #; iVav1i'n4 s"/,aAo n AIA. Check all that apply: . ❑ Vegetation alone presumed adequate to delineate BVW boundary: fill out Section I only CJ` Vegetation and other.indicators of hydrology used to delineate BVW boundary: fill out Sections I and it ❑ Method other than dominance test used (attach additional information) Section 1. Vegetation Observation Plot Number: f3 Transect Number; Date of Delineation:3,oa�QP A. Sample Layer and Plant Species B.Percent Covet, C. Percent D. Dominant.Plant E. Wetland (by common/scientific name) (or basal area) Dominanc� (yes or no) Indicator Category* 7"v cc Red MAP161 Act• kvieuw qo/ rES ree GtJG.,f6 pine p1h P! J�,-vbus G/ NO F-A& ° �a FA G U , 54 p Fisi.rti Hp¢n ooe/ T v 4 ca;,44vis?J G / % U 8 w N 0 FA C V 5hrv6 ;)a .agse b4r6er"1 64,4ar/s f/l�v/hd 2rc��i' 3'/0 ,� �4 /a iV b 5l'r�b /:/06HT1lth /C(G / /-ally/ _ -f/ /a Her( Sens1ffv8 F�r.h.. Oh_oc/Ea _se�sl.6</s lv / $ % ND 4 FA6 f� f��►-6 _C�n.na�++on _ rn.�OJlnvHa��v 4/hh u h,arr,�a, l0 % 8 % Na FA6W -- TrEe 6114c,e CGr,�rr prLH�r. S�ra.fi%a- /V0 F"AC/V 6_°/a 4t FACW Use an asterisk to mark wetland Indicator plants: plant species listed in the Wetlands Protection Act (M.GL c.131, s.40); plants in the genus Sphagnum; plants listed as FAG, FAC+, FACW-, FACW, FACW+, or OBL; or plants with physiological or morphological adaptations. If any plants are identified as wetland Indicator plants due to physiological or morphological adaptations, describe the adaptation next to the asterisk. Vegetation conclusion: Number of dominant wetland Indicator plants: Number of dominant non-wetland Indicator plants: 0 Is the number of dominant wetland plants equal to or greater than the number of dominant non-wetland plants yes, no If vegetation alone Is presumed adequate to delineate the BVW boundary,submit this form with the Request for Determination of Applicability orNotice of Intent. MA DEP;3195 , »ifs Sectlon II. Indicators of Hydrology Other Indicators of Hydrology: (check all that apply and describe) Hydric Soil Interpretation ❑ Site inundated: Depth to free water in observation hole: 1. Soil Survey 151" Depth to soil saturation in observation hole: f'Z Is there a published soil survey for this site? (Si) no ❑ Water marks: title/date: �{Grvr pShir� CavM�h G/h�Yk/ pyYf , DGc./t8/ map number: 17 El Drift lines: soil type mapped: ga y m Gla 1" ❑ Sediment deposits: hydric soil inclusions: MAyb.-d, ❑ Drainage patterns in BVW: Sr-i+iG0 Are field observations consistent with soil survey? yes no ff" Oxidized rhizospheres: Remarks: ❑ Water-stained leaves: ❑ Recorded data (stream, lake, or tidal gauge; aerial photo; other) 2. Soil Description Horizon Depth Matrix Color . Mottles Color ❑ Other: 0 -7 ),Wz f y IvaM Vegetation and Hydrology Conclusion yes no 7 . io 3//- dine s?qty /gun., Number of wetland indicator plants E ❑ Z S°Y 512, 7. Y c 41,6 > number of non-wetland indicator plants Wetland hydrology present: Remarks: hydric soil present; [ ❑ 3. Other: other indicators of hydrology / [3 present l� ❑ Conclusion: is soil hydric? es no Sample location is in a BVW []� Submit this form with the Request forbeterminstlon of Applicability orNot/ce of Intent. DEP Bordering Vegetated Wetland (310tCMR 10.55) Delineation Field Data Form Applicant: v/o�n wina Prepared by: Pa4ck- Meh� McG eaIc� Project location: 980 ©�ti WtISAo t DEP File #: NOV"�tGh1,0�'OYi M4,Check all that apply:. O Vegetation alone presumed adequate to delineate BVW boundary: fill out Section I only 2"' Vegetation and other indicators of hydrology used to delineate BVW boundary: fill out Sections I and II 11 Method other than dominance test used (attach additional information) Section 1. Vegetation Observation Plot Number: Transect Number: Date of Dellneation:If so-ld OL A. Sample Layer and Plant Species B. Percent Cover i I C. Percent D. Dominant.Plant E. Wetland (by common/scientific name) (or basal area) Dominance (yes or no) Indicator 74-e R6 ItIaP161!-Gtr rukrvvn Category* Shrv6 S,/!L wow CarnKs a�o �r y � /� _ � s/ �S �, IFS ><.� tirt,( 1c>'er�Satti„&U�ut CaKacle+'lls _..-. ._.. W _ /o 0 Shrub YVU�I � t t�ad'or..aSr,�0-6415p/ra�� A6A,/ip. b ���'/ �lrcrb iCr . , r, ya/ate ti�-Q�; fl� . a, . Cv�kaw�la IGLra/htAl yp%'Q b NQ � frgtc_t< .5_. �� �¢ Yes 4 rA 6, Ner6 roar 4el C�4."t 1 % pl? �af��o/ia. °�a 1 `/° No e1..3G _ 'Nurb arrow -1Faf` _tEar fhu"tRb` e/ oMo,� N sae ¢u��t 3 10 Z /o D _ f 9 � N,rb ph AG%A S0hS1bt11s1 Sehsr lr4. #44rh "ra 3 5°o N0 rACW H/' Deer�an5 b4 ro5s '14 NO Ne4 �cr� c.v�Nq russ. f L.�ersaa, oryzo/c/&( "z /o % NA 08 t N(drb co;,M,� Reap/ o _. phru� r►„��J Grt�S�rA�[s 5 /� 3 �- No 0/m bloq y _ h'✓vb GUS/low/ Sal/x s p, 7 fa gQ�t to! 3 ��/ V 0 Use an asterisk to mark wetland indicator plants: plant species listed In the Wetlands Protection Act (MGL c.131, s.40); plants in the,genus Sphagnum; plants listed as FAG, FAC+, FACW-,.FACW, FACW+, or OBL; or plants with physiological or morphological adaptations. If any plants are identified as wetland Indicator plants due to physiological or morphological adaptations, describe the adaptation next to the asterisk. Vegetation conclusion: Number of dominant wetland Indicator plants: Z. Number of dominant non-wetland Indicator plants: Q Is the number of dominant wetiand plants equal to or greater than the number of dominant non-wetland plants? yes no If vegetation alone Is presumed adequate to delineate the BVW boundary,submit this form with the Request for Determination of Applicability or Notice of intent. MA Dr3P:3/95 . John W. Ewing Wetlana,aelineation Photos Project No. 205631AB01 Old Wilson Road,Northampton, MA September 3, 2003 PR 7 i Photo 7:Northwest view, south of Old Wilson Road, of red maple forested slope near soil bore B3. [DSC01806.jpg] Y x. r � r r Photo 8: Non-hydric soil bore(B4) on south side of Old Wilson Road. Soil taken in small patch of cinnamon fern(Osmunda cinnainomea). [DSC01808.jpg] P:1205631 BOYLFIphotoslBoyle delineation photos-M4.doc Page 4 John W. Ewing Wetlana Delineation Photos Project No. 205631AB01 Old Wilson Road,Northampton,MA September 3, 2003 At- .7C x 1. y S4 Y r�• x 'x ..x,'„ Photo 5: East view of upland along south side of Old Wilson Road. j[DSC01804.jpg] PM r e t r x .. .. _ .. Photo 6: Southeast view of upland, on south side of Old Wilson Road, showing immature red maple forest on flat area where intermittent sheet flow has occurred. [DSC01802.jpg] P:1205631BOYLOphotosOgyle delineation photos;.RDA.doc Page 3 � 1 � �N _ f • • • • 1 • •.! • 1 I 1 / i • • ;I:�k:A\ Ar r Fk, 1 ✓ +�rR >` " : •'/ �,f �� �� isi'��4�` r :! 1, /� x- � F John W. Ewing Wetland Oelineation Photos Project No. 205631AB01 Old Wilson Road, Northampton, MA September 3, 2003 Pip PM Photo 1: Southeast view towards Wetland A from Florence Road. [DSC01792.jpg] ;S 'E IWO .wS 1 Z ` 3 Photo 2: Southwest view in wetland A_ Photo taken from wetland flag A8 towards intersection of Florence Road and Old Wilson Road. [DSC01798.jpg] P:1205631 BOYLOphotosTgyle delineation photos:.RDAdoc Page I Massachusetts Department of Environmental Protection Northampton Bureau of Resource Protection -Wetlands C41ro rt' WPA Form 1- Request for Determination of Applicability !" Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 D. Signatures and Submittal Requirements I hereby certify under the penalties of perjury that the foregoing Request for Determination of Applicability and accompanying plans, documents, and supporting data are true and complete to the best of my knowledge. I further certify that the property owner, if different from the applicant, and the appropriate DEP Regional Office (see Appendix A)were sent a complete copy of this Request(including all appropriate documentation)simultaneously with the submittal of this Request to the Conservation Commission. Failure by the applicant to send copies in a timely manner may result in dismissal of the Request for Determination of Applicability. Name and address of the property owner John W. Ewing � Name - - — ---- ----- 297 Old Wilson Road _ Mailing Address Florence City/Town --------------- - — MA 01062 State -- - Zip Code - Signatures: I also understand that notification of this Request will be placed in a local newspaper at my expense in accordance with Section 10.05(3)(b (1) of the Wetlands Protection Act regulations. Signature of AppIiQ6nr D e QY4 �- t— /d/"//0 Signature of RepYesentative any) Date t E E Ft 40 WPA Formt Page 4 of 4 Massachusetts Department of Environmental Protection Northampton ' Bureau of Resource Protection -Wetlands c4frm" Y WPA Form 1- Request for Determination of Applicability Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 C. Project Description (cont.) 3. a. If this application is a Request for Determination of Scope of Alternatives for work in the Riverfront Area, indicate the one classification below that best descri bes the project. ' '�" ❑ Single family house on a lot recorded on or before 8/1/96 ❑ Single family house on a lot recorded after 8/1/96 ❑ Expansion of an existing structure on a lot recorded after 8/1/96 ❑ Project, other than a single family house or public project,where the applicant owned the lot + before 817196 ❑ New agriculture or aquaculture project ❑ Public project where funds were appropriated prior to 8/7/96 ❑ Project on a lot shown on an approved,definitive subdivision plan where there is a recorded deed ■ restriction limiting total alteration of the Riverfront Area for the entire subdivision ❑ Residential subdivision; institutional, industrial, or commercial project ❑ Municipal project ❑ District, county, state, or federal government project ❑ Project required to evaluate off-site alternatives in more than one municipality in an Environmental Impact Report under MEPA or in an alternatives analysis pursuant to an application for a 404 permit from the U.S.Army Corps of Engineers or 401 Water Quality Certification from the Department of Environmental Protection. b. Provide evidence (e.g., record of date subdivision lot was recorded)supporting the classification above (use additional paper and/or attach appropriate documents, if necessary.) WPA r-otm7 Page 3 of 3 Massachusetts Department of Environmental Protection Northampton Bureau of Resource Protection -Wetlands c'��T°`"" WPA Form 1 - Request for Determination of Applicability Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 C. Project Description 1. a. Project Location (use maps and plans to identify the location of the area subject to this request): 280 Wilson Road Northampton street Address cityffmn 44 12, 55, 116, 128, 129, 130 Assessors Map/PIM Number Parcel/Lot Number b. Area Description (use additional paper, if necessary): The north and south sides of Old Wilson Road, near the intersection with Florence Road,were 40 investigated for wetlands since both properties are owned by Mr. Ewing. The south side of Old Wilson Road is an upland forested area. The north side of Old Wilson Road contains a wetland meadow with a scrub-shrub component. The wetland delineation field flags are labeled Al through A9. c. Plan and/or Map Reference(s): Wetland Delineation Plan October,2003 Title — --- - Date 2. a. Work Description (use additional paper and/or provide plan(s) of work, if necessary): No work is proposed at this time. The south side of Old Wilson Road contains 3 potential building lots. 40 on erg a; b. Identify provisions of the Wetlands Protection Act or regulations which may exempt the applicant from having to file a Notice of Intent for all or part of the described work(use additional paper, if necessary). s Not applicable at this time. pa WPA FF l Page 2 of 2 t Massachusetts Department of Environmental Protection Northampton Y Bureau of Resource Protection -Wetlands CWrown WPA Form 1- Request for Determination of Applicability Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 as S A. General Information Important: a When filling out 1. Applicant: forms on the John W. Ewing pm computer, use Name E-Mail Address(if applicable) only the tab key to move your 297 Old Wilson Road cursor-do not Mailing Address W use the return Florence MA 01062 key. Cityfrown State Zip Code 413-584-5407 vf�tA Phone Number Fax Number(if appricable) 2. Representative (if any): 1 — I Hatch Mott MacDonald Firm Phillip M. Rury phil.rury@hatchmott.com Contact Name E-Mail Address(if applicable) i 8 Goffe Street Mailing Address Hadley MA 01035 CitylTown State Zip Code 413-586-4074 413-586-6643 Phone Number Fax Number(if applicable) Om B. Determinations e11, 1. 1 request the City of Northampton make the following determination(s). Check any that apply: Consembon Commission ❑ a.whether the area depicted on plan(s)and/or map(s) referenced below is an area subject to jurisdiction of the Wetlands Protection Act. ® b.whether the boundaries of resource area(s)depicted on plan(s) and/or map(s) referenced below are accurately delineated. ❑ c.whether the work depicted on plan(s)referenced below is subject to the Wetlands Protection Act. ® d.whether the area and/or work depicted on plan(s) referenced below is subject to the jurisdiction of any municipal wetlands ordinance or bylaw of: �. City of Northampton Name of Municipality ❑ e.whether the following scope of alternatives is adequate for work in the Riverfront Area as depicted on referenced plan(s). an ViPA r-«m1 Page 1 of 1 Hatch Mott MacDonald Wilson Road includes silky dogwood (Corpus amomum), American elder (Sambucus canadensis), and broadleaf meadowsweet (Spiraea latifolia). Soil borings concluded that hydric soils are present and the soil is saturated at a depth of 12 inches. It is our understanding that by submitting this documentation on or before October 23, 2003 we will be scheduled for the November 13, 2003 Conservation Commission meeting. Hatch Mott MacDonald is also requesting a site visit with the Conservation Commission prior to the meeting in order to review the wetland delineation. Please call me or Jeff Smith at 413-586-4074 with any questions regarding the submitted documentation and to arrange the site visit. Hatch Mott MacDonald Infrastructure and Environment f Phillip M. Rury, Ph.D_ Senior Environmental Project Manager Enclosures on cc: John W. Ewing Jim Boyle, Jr. (ASAP Painting) Jon A. Barbalich, P.E. (HMM) i astructure and Environment Hatch Mott 8 Goffe Street MacDonald Hadley,Massachusetts 01035-0778 T 413.586.4074 www.hatchmott_com October 21, 2003 Gloria McPherson Office of Planning and Development City Hall 210 Main Street Northampton, MA 01060 Re: Request for Determination of Applicability 280 Old Wilson Road,Florence,Massachusetts [HMM Project No. 205631AB011 Dear Ms. McPherson, On behalf of John W. Ewing, Hatch Mott MacDonald is submitting the attached Request for Determination of Applicability and supporting documentation to request formal ratification of a bordering vegetated wetland (BVW) delineation performed by Hatch Mott MacDonald on September 3, 2003. The north and south sides of Old Wilson Road, near the intersection with Florence Road, were investigated for BVWs or other jurisdictional wetland resource areas. Both properties are owned by Mr. Ewing. No work is proposed at this time, but the south side of Old Wilson Road contains five (5) potential future building lots. The wetland delineation was performed in accordance with the handbook Delineating Bordering Vegetated Wetlands, Under the Massachusetts Wetlands Protection Act (MADEP, I995). A wetland delineation plan, the t®„t BVW delineation field forms, and site photos are included in the submitted documentation. Photos 1 through 4 show site conditions north of Old Wilson Road, while Photos 5 through 8 show upland conditions south of Wilson Road. The south side of Old Wilson Road is predominantly an upland forested slope, with a smaller area of flat terrain located between the toe of slope and Wilson Road. The canopy is dominated by red maple (Acer rubrum) and white pine (Pinus strobus). The understory layers of shrubs and saplings consist of red maple, eastern hemlock (Tsuga canadensis), mountain laurel (Kalmia latifolia), and black cherry (Prunus serotina). The herbaceous layer is very sparse with a few small patches of sensitive fern (Onoclea sensibilis) and cinnamon fern (Osmunda cinnamomea). 1 Some of the slopes and flatter areas on-site show evidence of ephemeral sheet flow, but no other • evidence of wetland hydrology is present. Several soil borings taken at key areas throughout the site all proved to be upland soils, lacking the hydric soil characteristics required for the area to qualify as a jurisdictional wetland (i.e., BVW). No ground water or saturated soils were found within 23 inches of the surface, of the slopes or flats, in this upland forest. The north side of Old Wilson Road contains a wetland meadow with a scrub-shrub component. The wetland delineation field flags are labeled Al through A9. The wetland meadow is dominated by spotted touch-me-not (Impatiens capensis) and fragrant goldenrod (Euthamia graminifolia). The dominant flora in the scrub-shrub component of this BVW south of Old INFRASTRUCTURE&ENVIRONmENTAL SERVICES: EVALUATION,PLANNING,DESIGN,OmRATIONs,ReaDmnoN Water .Wastewater .Solid Waste .Air . Transportation .Highways .Bridges !tom Massachusetts apartment of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 2 — Determination of Applicability Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 D. Appeals The applicant, owner, any person aggrieved by this Determination, any owner of land abutting the land upon which the proposed work is to be done, or any ten residents of the city or town in which such land is located, are hereby notified of their right to request the appropriate Department of Environmental Protection Regional Office(see Appendix A) to issue a Superseding Determination of Applicability_ The request must be made by certified mail or hand delivery to the Department, with the appropriate filing fee and Fee Transmittal Form(see Appendix E: Request for Departmental Action Fee Transmittal Form) as provided in 310 CMR 10.03(7)within ten business days from the date of issuance of this Determination. A copy of the request shall at the same time be sent by certified mail or hand delivery to the Conservation Commission and to the applicant if he/she is not the appellant. The request shall state clearly and concisely the objections to the Determination which is being appealed. To the extent that the Determination is based on a municipal ordinance or bylaw and not on the Massachusetts Wetlands Protection Act or regulations, the Department of Environmental Protection has no appellate jurisdiction. r� aw wpaform2-doc•rev.12115/00 Page 5 of 5 Massachusetts . - partment of Environmental Prote.-don Bureau of Resource Protection - Wetlands WPA Form 2 — Determination of Applicability 1 Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Determination (cont.) wR ❑ 5. The area described in the Request is subject to protection under the Act. Since the work described therein meets the requirements for the following exemption, as specified in the Act and the regulations, no Notice of Intent is required: ,w Exempt Activity(site applicable statuatory/regulatory provisions) ❑ 6. The area and/or work described in the Request is not subject to review and approval by: Name of Municipality Pursuant to a municipal wetlands ordinance or bylaw. Name Ordinance or Bylaw Citation C. Authorization This Determination is issued to the applicant and delivered as follows: ❑ by hand delivery on ® by certified mail, return receipt requested on November 14, 2003 Date Date This Determination is valid for three years from the date of issuance(except Determinations for Vegetation Management Plans which are valid for the duration of the Plan). This Determination does not relieve the applicant from complying with all other applicable federal, state, or local statutes, ordinances, bylaws, or regulations. This Determination must be signed by a majority of the Conservation Commission. A copy must be sent to the appropriate DEP Regional Office (see Appendix A) and the property owner(if different from the applicant). ❑Signatures: 1�0! pa� — Ab,� November 13, 2003 Date —--- - wpaform2.doc•rev.12/15/00 Page 4 of 5 Massachusetts _ spartment of Environmental Protection Bureau of Resource Protection -Wetlands WPA Form 2 — Determination of Applicability Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Determination (cont.) ❑ 6. The following area and/or work, if any, is subject to a municipal ordinance or bylaw but not subject to the Massachusetts Wetlands Protection Act: ❑ 7. If a Notice of Intent is filed for the work in the Riverfront Area described on referenced plan(s) and document(s), which includes all or part of the work described in the Request, the applicant must consider the following alternatives. (Refer to the wetland regulations at 10.58(4)c. for more information about the scope of alternatives requirements): ❑ Alternatives limited to the lot on which the project is located. ❑ Alternatives limited to the lot on which the project is located, the subdivided lots, and any adjacent lots formerly or presently owned by the same owner. ❑ Alternatives limited to the original parcel on which the project is located, the subdivided parcels, any adjacent parcels, and any other land which can reasonably be obtained within the municipality_ ❑ Alternatives extend to any sites which can reasonably be obtained within the appropriate region of the state. Negative Determination Note: No further action under the Wetlands Protection Act is required by the applicant. However, if the Department is requested to issue a Superseding Determination of Applicability, work may not proceed on this project unless the Department fails to act on such request within 35 days of the date the request is post-marked for certified mail or hand delivered to the Department. Work may then proceed at the owner's risk only upon notice to the Department and to the Conservation Commission. Requirements for requests for Superseding Determinations are listed at the end of this document. on ❑ 1. The area described in the Request is not an area subject to protection under the Act or the Buffer Zone. ❑ 2. The work described in the Request is within an area subject to protection under the Act, but will ®" not remove, fill, dredge, or alter that area. Therefore, said work does not require the filing of a Notice of Intent. ❑ 3. The work described in the Request is within the Buffer Zone, as defined in the regulations, but will not alter an Area subject to protection under the Act. Therefore, said work does not require the filing of a Notice of Intent, subject to the following conditions (if any). ❑ 4. The work described in the Request is not within an Area subject to protection under the Act (including the Buffer Zone). Therefore, said work does not require the filing of a Notice of Intent, unless and until said work alters an Area subject to protection under the Act. wpaform2.doc•rev.12/15/00 Page 3 of 5 Massachusetts _ -,partment of Environmental Prote,,don Bureau of Resource Protection - Wetlands ` WPA Form 2 — Determination of Applicability Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Determination (cont.) The following Determination(s) is/are applicable to the proposed site and/or project relative to the Wetlands Protection Act and regulations: Positive Determination Note: No work within the jurisdiction of the Wetlands Protection Act may proceed until a final Order of Conditions (issued following submittal of a Notice of Intent or Abbreviated Notice of Intent) has been received from the issuing authority(i.e., Conservation Commission or the Department of 40 Environmental Protection). ❑ 1. The area described on the referenced plan(s)is an area subject to protection under the Act. 40 Removing, filling, dredging, or altering of the area requires the filing of a Notice of Intent. ® 2a. The boundary delineations of the following resource areas described on the referenced plan(s) are confirmed as accurate. Therefore, the resource area boundaries confirmed in this 4+ Determination are binding as to all decisions rendered pursuant to the Wetlands Protection Act and its regulations regarding such boundaries for as long as this Determination is valid. • If any building lots are eventually proposed on the north side of the road, the delineation will need 40 to be completed. • An RDA is required when work is proposed for building lot 1. ❑ 2b. The boundaries of resource areas listed below are not confirmed by this Determination, regardless of whether such boundaries are contained on the plans attached to this Determination or to the Request for Determination. ❑ 3. The work described on referenced plan(s) and document(s) is within an area subject to protection under the Act and will remove, fill, dredge, or alter that area. Therefore, said work requires the filing of a Notice of Intent. ❑ 4. The work described on referenced plan(s)and document(s) is within the Buffer Zone and will alter an Area subject to protection under the Act. Therefore, said work requires the filing of a Notice of Intent. ❑ 5. The area and/or work described on referenced plan(s) and document(s) is subject to review and approval by: Name of Municipality Pursuant to the following municipal wetland ordinance or bylaw: Name Ordinance or Bylaw Citation wpaform2.doc•rev.12115/00 Page 2 of 5 I Massachusetts apartment of Environmental Protk- _ion Bureau of Resource Protection - Wetlands WPA Form 2 — Determination of Applicability Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 A. General Information M Important: When filling out From: forms on the Northampton computer, use Conservation Commission -- - only the tab key to move To: Applicant Property Owner(If different from applicant):cursor- do not use the John W. Ewing_ return key. Name Name _— -- 297 Old Wilson_ Road Mailing Address Mailing Address *� Northampton MA 01062 _ City/Town State Zip Code CitylTown --- -State-- Zip Code 1. Title and Date (or Revised Date if applicable) of Final Plans and Other Documents: "John W. Ewing, 297 Old Wilson Road, Wetland Delineation Plan, Request for Determination of-AM licability" by Hatch Mott MacDonald Title — � — -- Date Title ------- -- - --------------- Date 2. Date Request Filed: October 23, 2003 B. Determination Pursuant to the authority of M.G.L. c. 131, §40, the Conservation Commission considered your Request for Determination of Applicability, with its supporting documentation, and made the following Determination. Project Description (if applicable): Wetland Delineation Scanned Digitized Project Location: 280 Wilson Road Northampton --- ---------- -- — Street Address City/Town 44 12, 55, 116, 128, 129, 130 Assessors Map/Plat Number Parcel/Lot Number . wpaform2-doc-rev.12/15/00 Page 1 of 5 i VARIES W W 6"PVC.PIPE, N� N y -'x-"x6"WYE REDUCER OR � INCREASER WIZ IF NEEDED 6`x6"x6"-90' 0= FERNCO PVC. TEE WYE CL COUPLING 6`BEND (SIZE VARIE ) EXIST ER SE CE (SIZE V)RIES) i 6"PVC.PIPE I 2 % MIN. SLOPE wz N� PLAN �w WZ o 6-CAP I � 1 EXIST GROUND kw NQ E: FOR CLEANOUTS WHICH TERMINATE - ------ WITHIN PAVEMENT AREAS CONTRACTOR TO i SUPPLY THE TOP OF A STANDARD WATER GATE BOX TO PROVIDE ACCESS AND TO PROTECT THE PIPE. REDUCE CLEANOUT PIPE SIZE FROM 6" TO 4" WITHIN THE GAIL 13OX TOP. n_ n_ U V) 6"PVC.PIPE, - VARIES --- — ----- REDUCER O Q INCREASER > IF NEEDED r SEWER MAIN (SIZE VARIES) FERNC COUPLING -'x-'x6"WYE - (SIZE VAR ES) i -� 6"PVC.PI PE — --- -- — - _ 2 % MIN. SLOPE 6"BEND 6"x6"x6"-90' PVC. TEE WYE PROFILE EXIST SEWER SERVICE — SIZE VARIES TYPICAL 6"PVC. SEWER SERVICE NOT TO SCALE CITY OF NORTHAMPTON, MASSACHUSETTS DEPARTMENT OF PUBLIC WORKS 125 Locust Street Northampton, MA 01060 413-587-1570 Samuel B. Brindis, P.E. Fax 413-587-1576 Director, City Engineer Guilford B. Mooring, P.E. Assistant Director of Public Works MEMO TO: Trench Permit Applicants FROM: Samuel B. Brindis, D ector, DPW SUBJECT: Proposed Trench Cuts on Newly Paved Roads DATE: November 09, 1999 The Department of Public Works is continually improving the Cm,'s roOway infrnstructure by overlaying roadways when possible of- performing complete ro�nlway reconstruction. In order to inalntarn these rmids, no trench cut shall be pertilltwd 1n reconslrtlC cd roads or roads dint llt1V'e bee71 overlaid fora period of 5 yews fiuln 111c 'Lac of completion At the cliscre,ti(m (,f tlhc td Public �1'�;rks, ,t tale year moratoriuul, as an exception, only uuder the strict Idllefullcc of the folluwiug conditions: L All trenches shall be backfilled with cxcavatahle flowable fill. 2. The full width of the roadway shall be cold planed to a depth of 2 inches for a total distance of 20 feet nlulirnum from the outside edge of the trench in each direction longitudinal to the roadway. 3. Two inclies ofbituirunous concrete, pavement (modified top) shall he installed in the cold planed area. 4. Pavement markings shl dl he replaced as uceded. Note: These guidelines inay be amended in cases of emergency only. cc: BPW Utilities: Engineering Division Bay State Gas Sewer Division Bell Atlantic Streets Division Berkshire Gins Water I7 visioll Nlassachllsetts Llectric Mary Ford Nledia One C\MyFiles\Lyn Ter mits\Trench Permit Ntetno 1999 CONTROLLED DENSITY FILL (CDF) CDF will be the required backfill material in trench cuts under the pavement. All utilities shall be completely encased in stone to a point six inches above the top of the pipe. A sheet of 4 mil plastic will be placed over the stone to prevent any CDF penetration into the stone. CDF shall be placed to a depth approximately 16 inches below the finish grade of the pavement. The CDF must be capable of receiving 12 inches of gravel backfill within 24 hours after the placement of the material. During that period the Contractor shall cover all trenches with steel plates. The flowable fill shall permit excavation with a 28 day compressive strength of 80 PSI and a slump of less than 12 inches. Air 25-30%. The method of installation shall he in accordance with the procedures provided by the manufacturer. All bitching of the material shall be at an off-site location or a location approved by the Owner. The design mix shall be provided by the by the City hnginecr. The submittal shall include the slump, percentage of air, 111,1tcrial quantities, compressivc strength �tnd installation methods. The ingredients shall c('mp+, with the toll(> IM, Portland Cement AASHTO N185 Fly Ash AASI_tTo M295, Class F Sand N14.02.02 Water 114.02.02 Air Entraining Admixhlres M4.02,02 pavement course, 4-inches in depth, and rolled with a 5-ton roller. If, in the opinion of the City Engineer a 6-inch cement concrete (Hi-Early Type) slab is necessary, it shall be laid over the backfilled trench extending 1-foot beyond each side of the trench and allowing for a 2-inch bituminous concrete surface. After a period of two days,the surface of bituminous concrete Type I-1 (Hot Mix) shall be laid in 1-layer 2-inch in depth, and rolled with a 5-ton roller. The patch shall be neat, uniform and conform to the existing grade. Infra-red shall be required as determined by the Director of Public Works. S. Controlled Density Fill (CDF) will be used in all cases, as the backfill material, when (a) an emergency trench cut is required in the roadway which is subject to the five year moratorium mentioned below, or(b) as directed by the City Engineer due to the condition or use of the roadway. The method of installation and the specification for CDF is attached to this permit. 9. The applicant shall be responsible for the trench cut for a 5 year period upon completion of work. 10. Permit fee shall be $50.00. 11. Violation of permit shall be $100.00/day. The Department of Public Works is continually improving the City's roadway infrastructure by overlaying roadways when possible or performing complete roadway reconstruction. In order to maintain these roads, no trench cuts shall he permitted in reconstructed roads or roads that have been overlaid for a period of 5 years from the date ofcornpletion. 1'ole: These mideli ic.s iimN he amended in cases of cmcrl;ency only. Approved and adopted by the Board of Public Works - September 25, 1991. C:AMvFiles\L}n\Permits\Trench Permit Specifications 2001 CITY OF NORTHAMPTON BOARD OF PUBLIC WORKS SPECIFICATIONS FOR CARE OF STREET CUTS RESPONSIBILITY OF THE CONTRACTOR 1. A trench permit signed by the Board of Public Works and agreed to by the applicant must be on file at the Department of Public Works and at the work site before any street or sidewalk surface is broken for repairs or construction. 2. A certificate of insurance in the amount of$500,000 1$1,000,000 liability is required. 3. All utility companies whose services are located within or adjacent to the proposed installation areas shall be notified in writing of the proposed installation at least 72 hours prior to the start of any excavation in said areas. 4. The applicant will protect all cuts with barricades and lights and agree to save the City of Northampton harmless from all claims for damages whatsoever. 5. Traffic shall be mairntained at all times. 6. Before excavation is started, the hltUIItI110I IS ur ctmcr(le street surfiice shall he cut vertically in a linr ImIrIIIcI to the center line oI L'uIIstructIoll, rind ,Iityhfly ,�idcr than the trench width, using an approved hand or power operated tool, so as to allow for trench excavation without further disturbing the surface on either side of the trench. 7. The back-fill will consist of the excavated material if it is declared suitable by the City Engineer or Superintendent of Streets. BackFill will be placed in successive layers riot more than six inches in compacted depth. NO FROZEN iNIVI'ERI:k.L SHALL BE USED AS BACKFLI,1_,. It, in the opinion of the City Engineer or Superintendent of Streets, the excavated material is unsuitable, the entire material for filling shall consist of approved gravel or approved borrow as directed. :After thorough tamping around and beneath the utility the six inch layers of backfill will be thoroughly compacted as follows: if dry, shall be moistened and then compacted by tamping with a mechanical ra nnrer or by hand tampers having a tamping face not exceeding 25 square inches in area. The final twelve inches of filling will in all cases consist of approved gravel thoroughly tamped. A 3-inch temporary bituminous patch shall be irrstallecl whcn completed. After a period of 90 clays or at such time that bituminous concrete Type 1-1 becomes available, the temporary patch shall be removed, a 1-foot cut shall be made beyond each side of the trench and bituminous concrete Type f-I (Hot Mix) shall be laid in two 2-inch lal,�crs consisting of a base course, and a C:AMyPiles\LynTermits\Tr ell ch Permit Specifications 20101 �2�✓� y /yy©�-- 292 Old Wilson Road DEPARTMENT OF PUBLIC WORKS D.S.#2005-390-8812 125 Locust Street y Northampton, MA 01060 No. 3999 ■ , 413-587-1570 CPROV D SAPIrROVED „ A Date .rn By , TRENCH PERMIT (Department of Public Works) No work to start until signed Fee $50. 00 This permit valid for 30 days from date of approval. This permit(License for digging up any street or sidewalk)is issued under the provisions of Chapters 32 and 18-A of the Revised Ordinances of the City of Northampton subject to the"Specifications for Care of Street Cuts"approved and adopted by the Department of Public Works on September 21, 1991. The applicant hereby agrees to protect all cuts with barricades and lights,and to save the City of Northampton harmless from all claims for damages whatsoever arising from the occupation of the highway,until such time as the work has been approved and accepted by the Department of Public Works as provided for below,and in the case of private utility,to pay all charges for resurfacing. I. Name of Applicant: David Loven Excavation and Company Address 230 Reservoir Road, Westhampton, Ma 01027 By (Authorized Representative) Note—Contractors will be charged for Inspections requested outside of regular working hours(7:00 a.m.—3:00 p.m.M-F) 2. Location and description of proposed trench and utility(if any),and purpose of cut: NOTE: 292 Old Wilson Road-install driveway EMPORARY Y PATCH REQUIRED 3. Estimated dates of occupation of street: 4. (To be filled in by Engineering Department) Location(line and grade)assigned: INFRA-RED SHALL BE REQUIRED AFTER TRENCH CUT IS MADE Control Density Fill Required WATER '(. It 6S F] Must install clean-out see attached UTILITIES NOTIFIED: 1,, SEWER 2� �� 7 L' S' Refer to Engineering for plans DATE STREETS/f^7-06— M Subject to 5 year pavement moratorium SIGNED Condition of road/Road last paved: %�! fr, ( k T"2 Signed,���/ �/�7/df� City Engineer 5. Constructed to line and grade assigned. Area Sq.yds. Date: Signed: City Engineer. 6. Completed work approved and accepted. Date: By (Department of Public Works) Contractor to notify DPW when job is in progress. Engineers need ties to this service for our records. CITY OF NORTHAMPTON, MASSACHUSETTS X. DEPARTMENT OF PUBLIC WORKS 125 Locust Street i Northampton, MA 01060 �A uNA 413-587-1570 ext 117 Fax 413-587-1583 Joseph Thomas Highway Superintendent Driveway at 292 Old Wilson Road must have a drainage ditch installed along the entire length of the property. A culvert must be installed in the drainage ditch prior to construction of the driveway. This culvert and drainage ditch will become the homeowner's responsibility to maintain, repair and replace if needed. Size of culvert will be determined by the Highway Superintendent. Signature of owner Y , r Please call if you have any Questions Joe Thomas 413-587-1570 ext 117 Pg.1/1,CADocuments and SettingsThomas\My Documents\Driveway permit culvert.doc Permit No. D 14-06 Conditions: Driveway Permit In lieu of plan approved by City Engineer I agree to the following added conditions: I. I will contact the Department of Public Works and have an inspector check and approve the graded gravel base prior to paving to insure compliance with slope and location; 2. I further agree that if in the inspections any of the permit conditions are not met that I will at no expense to the City remove and replace the driveway as directed by the City Engineer. By: P,/e Petitioner Konstantinos N. Sierros Note: The Public Works Department recommends that you provide a plan showing the proposed driveway with grades and location in the future to avoid possible expense which you will incur by not getting approval of actual plans in advance. cc: Building Inspector Permit No. D14-06 CITY OF NORTHAMPTON, MA DRIVEWAY PERMIT Date: 11/4/05 FEE: $25.00 CHECK#: 3528 THE BOARD OF PUBLIC WORKS Driveway must be staked and house& lot number posted The undersigned respectfully petitions your honorable body for: Permission to install a driveway at 292 Old Wilson Road Fifteen (15) foot maximum width at the street line. Gutter drainage not to be disturbed. All drainage shall be directed off the driveway surface to adjacent land and not on the existing roadway. Driveway surface to be paved as soon as possible if the grade of the proposed driveway exceeds 3% or more. Homeowners will be held responsible for any cost to the City of Northampton in the event of a washout of this driveway. By: �4stantinos N. Sierros Telephone #: 413-586-4670 Proposed Location Inspected By: / of Gravel Base Grade Inspected By: Final Approval THE BOARD OF PUBLIC WORKS voted that petition be granted. George Andrikidis Director of Public Works (SUBJECT TO ATTACHED CONDITION 1 & 2) cc: Building Inspector APR-13-2006 07 :30 PM P. 03 ?OOIi•04•IYOQl60 t4131244-4%W211, r v� HOWARD LABORATORIES 62 Main Street, Bldg, Z P.O. box 68 flat #ld, MA 01038 (413) 247.553 LABORATORY T8s 'r RESULT'S Henehaw Well Drilling l.aWatory Sample 10: L202 custemer Sampla 10; 292 Old Wllson Road, well *2 C.Ient: Konstantine Slerroi Date;Sampled! ` Date Recelved; 04-06-CSC Parameter I Test Description Sample Aesuit Reporting Urnit CommenU � AD�tan r•0 / 100mL i*ial Color eactarla t E. Gul i, colonies OK � E Caton ..� � ��•- 22 Ptico Color Units t ptco Color Units Iron 016rn L 030 m Man anent 0.006 mq/L U 05a n1g.1� UK Nitrate 0.01 Mg/1 1 10 mg/L OK f _._,....._......................................... .—-._._...._....... .,. _..._. ._.,. .....-,..� Ni'rlte 0.003 mp/i i mg/L UK s pH • X5,73 pH Units 6.S - 5 pH Units 4K i Sodium � 01 mg/L I _ _ xrri mg/L aK Conductivity 0 1S mS/cm No Standard No Standard Tjrbld+ty 48.SS NTU No Standard Pia Standard) Chla+idtt �...�..__.__._.,..,__.,..,......... ..._.9.04,0 mg/l.._...._._._ _.._.._...._.250 mg/l. .—� ..,....��...._. Hardness M nVit. _.__..No Standard 50Soft 100> Hard ND None Wtict+sd._............_. .�».......__.._._..._.____.__ . _.. .. .........».. This tamale meets acceotable stonderds 0 pMahl4ty for the parameters testtrd except those marked with an astarlsk. please refer to the sheet attached for more information. Anelym.! SL bate... 04.10-06 CAiMtlqLqn -0 COPY APR-13-2006 07 :29 PM P. 02 Massachusetts Department of Environmental Management Office of Water Resources 143101 TYPE OR PRINT ONLY W*11 Comple"On ft"" 1.WELL LOCATIM I OPS OPTIONAL LATITUDE _ _ ....,. LONGITUDE_ _. .__ DATUM Address at Well Location: Property Owner/CIleM: Subdivision Name: Mailing Address: City(Town: CRY/Town: Assessors Map Assessors Lot ti: NOTE:Assessors M and Lot# ma r ' Map mandatory if no. available R' I Board of Health permit obtained: Yes ❑ Not Required © Permit Number , New Well ❑ Abandon El Domestic 0 irrigation ❑ le �,jq.`0,: Auger Q Deepen ❑ Reconditbn ❑ Monitoring ❑ Municipal Air hial ac"�i Direct Push ❑ R cr ❑ Other M Industrial ❑ Other 0 Mud4 .CI Other Water Unconsolidated Consolidated Bearing a arbor R%'nTdype �'' r' From(ft) To(ft) zones a Material Description —500 Lx , ... ,mwllu�,xRr::nu •r.,!I 'x�;d.':n sr.,r JAR i r �ry I nni!ii nrY'la 41v .a.•.ry III nr r�..11nl La.xx.a„m.l�r,..r,na.a uwll�a•r+x��,IS.,,i,..r.,w', ' �I�� l, �."°. „�x4a•ir pl. irli',n From(ft) To Casing Tye...::'and material , Total Depth Drilled '��C3� I Slza I.D. (n) Well Seal Type Date Complete 11 #:I,,. x,,. y '�y' x„x„�,,,„,r...�.... ,..,,,,,•a. I "' 4 .,,.•..,.•,,.. � �:' , la a•u .p.,�....r r.,L.rxIJ .mx•,Jm lix� ...r..rvJ+l ' From (ft) To (ft) SI01 Size Scredr'i+'f"y and Material Screen Diameter M-1 MW „ X111 J Developed? es No From f To ft Material Desrption Purpose Fracture � ;... Enhancement? p Yes &No Method Disinfected? Yes No 751'; Y; Ybid ; aftumped Drawdown b Time to Recover Recovery to Depth Below Date Method {G min) (Ft.5GS) (hrs&minJ (R.80S) Date Measured Ground Surface(FT) x , • •r nn�x.w,n d'� I..I+'I wr Inr n� rva tle J• x '•+"•' ur'll�p . � ... i Wwly+.„J' wi,�rl•• i�xi i.1..y .�• ul�,• �N�, .. Pump Description , Horsepower_ Pump Intake Depth (h) Nominal Pump Capacity —(gpm) This well was drilled,altered, and/or abandoned under my supenftlon,according to applicable n.rres anh regulations,and this repojt is complete nd cared to the beat of my knowledge. Driller: .�`r .,.,_ Supervising Driller Signature;_JC i �, � �� /�/_ Rog stration #: Firrn: Date:�+L- CQ ._ Rig Permit#: �I Nl*: Well c-ompletlort Jltelwas must be filed by the registered well driller wilhin 30 days of well campletion. DRILLER COPY T h f-,, f o r s a- t 9e &0 77 of the record in P Gf tiia liamipz;lAre Cou'l-ity 0 f Bk: 08288 Pg: 99 and running N. 84 degrees 30' 53" W. a distance of 341.54 feet along land now or formerly of the City of Northampton as shown on said plan to an unmarked point; thence turning and running N. 05 degrees 29' 07" E. A distance of 200.00 feet to an unmarked point; thence turning and running N. 84 degrees 30' 53"W. A distance of 192.73 feet to an unmarked point; thence turning and running N. 32 degrees 57' 41"W. a distance of 149.77 feet to an unmarked point, the last three courses being along Parcel 3 Revised as shown on said plan; thence turning and running N. 57 degrees 02' 19" E. a distance of 89.95 feet to an unmarked point; thence turning and running N. 05 degrees 03' 34" E. a distance of 81.20 feet to an unmarked point; thence turning and running N. 77 degrees 51' 30" W. a distance of 123.71 feet; thence turning and running N. 64 degrees 43' 48" W. A distance of 33.40 feet to the G.S.B. (Broken) at the place of beginning, the last four courses being along parcel 4 as shown on said plan. Containing 242,398 square feet, more or less. TRACT I and TRACT 2 are conveyed subject to and together with a special permit granted by the Planning Board of the City of Northampton, dated July 31, 2003 and recorded in the Hampshire County Registry of Deeds in Book 7423, Page 38. Conveyed together with a temporary construction easement across lot 4 as shown on said plan and as more fully described in deed recorded with the Hampshire Registry of Deeds in Book 7616, Page 273. ATTEST: HB,MMEM, MARIANNE L. DONOHUE Bk: 08288 Pg: 98 SCHEDULE "A" TRACT 1: A certain tract or parcel of land situated on the southerly side of Old Wilson Road, Northampton, Hampshire County, Massachusetts, shown as Parcel 3 Revised on plan of land entitled "Plan of Land in Northampton, Massachusetts Prepared for John W. Ewing" dated December 5, 2003,Huntley Associates P.C. recorded with the Hampshire Registry of Deeds in Plan Book 199,Page 49,which Parcel 3 revised is more particularly bounded and described as follows: Beginning at an unmarked point in the southerly sideline of Old Wilson Road, which point marks the northeasterly corner of Parcel 2 as shown on said plan and the northwesterly corner of the parcel described herein; thence proceeding N. 57 degrees 02' 19" E. a distance of 125.00 feet along the southerly sideline of said Old Wilson Road as shown on said plan to an unmarked point; thence turning and running S. 32 degrees 57' 41" E. a distance of 180.00 feet to an unmarked point; thence turning and running N. 57 degrees 02' 19" E. a distance of 89.94 feet to an unmarked point, the last two courses being along Parcel 4 as shown on said plan; thence turning and running S. 32 degrees 57' 41" E. a distance of 149.77 feet to an unmarked point; thence turning and running S. 84 degrees 30' 53" E. a distance of 192.73 feet to an unmarked point; thence turning and running S. 05 degrees 29' 07" W. a distance of 200.00 feet to an unmarked point, the last three courses being along Parcel 5 as shown on said plan; thence turning and running N. 84 degrees 30' 53" W. a distance of 352.09 feet along land now or formerly of the City of Northampton as shown on said plain to an unmarked point; thence turning and running N. 05 degrees 29' 07" E. a distance of 55.04 feet to an unmarked point; thence turning and running N. 32 degrees 57' 41" W. a distance of 344.21 feet to the unmarked point at the place of beginning, the last two courses being along Parcel 2 as shown on said plan. Containing 115,112 square feet, more or less. TRACE'2: A certain tract or parcel of land situated on the southerly side of Old Wilson Road, Northampton, Hampshire County, Massachusetts, shown as Parcel 5 on plan of land entitled "Plan of Land in Northampton, Massachusetts Prepared for John W. Ewing", dated December 5,2003,Huntley Associates P.C. Recorded with the Hampshire Registry of Deeds in Plan Book 199,Page 49,which Parcel 5 is more particularly bounded and described as follows: Beginning at a G.S.B. in the southerly sideline of Old Wilson Road, which point marks the northeasterly corner of Parcel 4 as shown on said plan and the northwesterly corner of the parcel described herein; thence proceeding N. 49 degrees 37' 27" E. a distance of 53.45 feet along the southerly sideline of Old Wilson Road as shown on said plan to an unmarked point; thence turning and running S. 77 degrees 51' 30" E. a distance of 188.90 feet to an unmarked point; thence turning and running S. 83 degrees 05' 50" E. a distance of 321.25 feet to an unmarked point; thence turning and running S. 79 degrees 49' 56" E. a distance of 169.34 feet to a G.S.B.; thence turning and running S. 05 degrees 50' 13" W. a distance of 474.77 feet to a G.S.B.,the last four courses being along land now or formerly of Gil F. Verrillo; thence turning 14 `l Bk: 08288 Pg: 97 Il11I I � �1 {I Bk: 8268Pg:97 Page:1 of 3 Recorded: 06/03/2005 11:55 AM Affected Premises: Parcel 3 & 5 Old Wilson Road Northampton,MA 01060 KNOW ALL PERSONS BY THESE PRESENTS That we,JOHN W. EWING, MARILYN EWING LAFLAMME,and DIANE EWING, all care of Northampton,Hampshire County,Massachusetts, for consideration paid, and in full consideration of$350,000.00 grant to KONSTANTINOS N. SIERROS and SUNITA B. SIERROS,husband and wife,as Tenants by the Entirety,both of 679 Park Hill,Florence,MA 01062 with QUITCLAIM COVENANTS The land in Northampton, Hampshire County,Massachusetts,being further bounded and described as follows: SEE SCHEDULE A DESCRIPTION SHEETS ATTACHED HERETO AND MADE A PART HEREOF FOR PARCELS 3(REVISED) and 5 ON OLD WILSON ROAD, NORTHAMPTON, HAMPSHIRE COUNTY,MASSACHUSETTS. For grantors' title, see the Estate of Dorothy J. Ewing, Hampshire Probate Court Docket No. 49360. WITNESS our hands and seals this,1,r " day of.,#. 2005. L J John W. i alit Marilyn Ewing LaFlardrne Diane Ewing COMMONWEALTH OF MASSACHUSETTS Hampshire, ss. IV)YY z 9 ,2005 Then personally appeared the above-named John W. Ewing,Marilyn Ewing LaFlamme, and Diane Ewing,proved through satisfactory evidence of identification,which was being persvpri: lly known by me, to be the persons whose names are signed on the foregoing documenf acknowledged the foregoing instrument to be their free act and deed. before me My commission expires: 8/15/08 Ro r A.Walaszek 61 Notary Public MASSACHUSETTS EXCISE TAX Hampshire District ROD#13 001 Date: 06/03/2005 11:55 AM ctrl#012454 13726 Doc# 00013684 Fee: $1,598.00 cons:$350,000.00 City of Northampton Board of Health Fees (Effective on 7/1/2005) ACTIVITY FEE PAGE 2 SEPTIC/WELL'PERMITS Disposal Works Construction Permit-new $150 repair $50 Percolation Test-witness (1 hr. minimum) $50/hr. Reinspection of system installation * $25 Disposal Works Installer $35 Septic Hauler/Offal Transport $35 Private Wells * $50 VARIOUS BUSINESSES Trash Hauler * $100 Tanning $100 Tobacco $100 Recreational Camps * $50 Motels * $75 Funeral Directors $50 Burial Permits $35 Body Art Artist * $75 Establishment * $100 Massage Therapy Individual * $75 Establishment * $100 Manicure Nails * $25 Health Clubs * $75 ANIMAL PERMITS Livestock (stable) $25 Piggery * $25 MISC. PERMITS Duplicate copy license/permit * $5 Late Permit Renewal $25 Pre Employment T.B. Tests $12 Photo Copies (per page) $0.25 * Indicates new fee City of Northampton Board of Health Fees (Effective on 7/1/2005) ACTIVITY FEE FOOD PERMITS Food Service Establishments (Includes cafes,taverns,bars,clubs, $100.00 minimum luncheonettes,restaurants,hotels, plus $1.00 per seat/$1.00 dessert establishments,residential kitchens, per bed plus "banquet facility" bed&breakfasts,inns,and hotels) and "takeout service"fee, if any. Retail Food Establishmrnt $100.00 minimum plus (Includes markets,variety stores,candy shops, $2.00 per 100 sq.ft. delis,and water sales) Food Service Banquet Room Fee Schedule (Added into Food Service Establishment Fee) $25.00 BANQUET FACILITY: 1 —100 SEATS $50.00 BANQUET FACILTIY: 101 —200 SEATS $100.00 BANQUET FACILITY: OVER 200 SEATS FOOD SERVICE TAKEOUT FEE SCHEDULE (Added into Food Service Establishment Fee) LOW VOLUME TAKEOUT SERVICE $25.00 HIGH VOLUME TAKEOUT SERVICE $50.00 Milk * $5 Temporary Food Service $50 Bakery $100 Bed & Breakfast $100 Mobile Food $100 Catering $100 Food re-inspection (subsequent after 2nd) $50 Frozen Desserts $5 Bottling/canning plant $100 Bottled Water * $25 SWIMMING POOLS Swimming Pools/Hot Tub/Special Purpose Pool $100 Swimming Pools-plan review * $25 Bathing Beaches $100 HOUSING Housing Re-inspection Re-inspections-3rd or more * $75 BOARD OF HEALTH OFFICE OF THE MEMBERS BOARD OF HEALTH ROSEMARIE KARPARIS,R.N.,MPH XANTHI SCRIMGEOUR,MHEd,CHES JAY FLEITMAN,M.D. STAFF 212 MAIN STREET Ernest J.Mathieu,R.S.,M.S.,C.H.O. CITY O F NORTHAMPTON NORTHAMPTON,MA 01060 Director of Public Health Richard Meczywor,R.S.,Sanitary Inspector Patricia Abbott,R.N.,Public Health Nurse MASSACHUSETTS 01060 (413)587-1213 FAX(413)587-1221 MEMO TO: FROM: Ernest J.Mathieu,R.S.,M.S.,C.H.O.,Director of Public RE: Re-Inspection Fees for Additional Final Septic System Inspecho aired after the First Initial Inspection DATE: ,2006 Attached is a copy of the Board of Health fees schedule that became effective on July 1,2005. Please take notice that there is a $25.00 Re-inspection fee for any subsequent re-inspections of the installation of the septic system after the fist initial inspection. Please relate this information to your Septic System Installer. Please fell free to contact me at 587-1213,if you have any questions regarding this fee. "Registry of Deeds Page 2 of 3 Bk: 08288 Pg: 89 and running N. 84 degrees 30` 53" W. a distance of 341.54 feet along land now the City of Northampton as shown on said plan to an unmarked point; i-ftenc running N. 05 degrees 29' 07" E. A distance of 200.00 feet to an unmarked turning and running N. 84 degrees 30' 53" W. A distance of 192.73 feet to an un thence turrd ng and running ICI, 32 degrees 57' 41" W, a distance of 149.77 feet to point, the last three courses being along Parcel 3 Revised as shorn on sai� turning and running N. 57 degrees 02' 19" E. a distance of 89.95 feet to are uru thence turning and running N. 05 degrees 03' 34" E. a distance of 81.20 feet to point; thence turning and running N, 77 degrees 51` 30" W. a distance of ILI, taming tend running N. 64 degrees 43- 48"' W. A distance of 33.40 feet to the G,S the place of begirnrung, the last four courses being along parcel 4 as shown Containing 242,398 square feet, more or less. TRACT X and TRACT 2 are conveyed subject to and together with a special perr: the Planning Board of the City of Northamptorx, dated July 31, 2003 and rep Hampshire C€Linty Registry of Deeds in Book 7423, Page 38. Conveyed together with a temporary construction easement across lot 4 as s plan and as more bully described in deed recorded with the Hampshire ftegistz Book 7616, Page 273. http://www.mass]andrecords.com/malr/controller 3/29/2006 Registry of Deeds Page 2 of 3 Bk: 08288 Pg: 88 ti A certain tract or parcel of land situated on the southerly side of Old. Northampton, Hampshire County, Massachusetts, shown as Parcel 3 Remised c entitled ''Plan of Land in Northampton, Massachusetts Prepared for Joha W. December 5,2003,Huntley Associates P.C. recorded with the Hampshire Regis- Plan Book 199, Page 49, which Parcel 3 revised is more particularly bounded an follows: Beginning at an unmarked point in the southerly sideline of Old Wilso; point marks the northeasterly corner of Parcel 2 as shown on said plan and the corner of the parcel described herein; thence proceeding N. 57 degrees 02' 19" 1 125.00 feet along the southerly sideline of said Old Wilson Road as shown on unmarked point; thence turning and running S. 32 degrees 57' 41" E, a distant. to an unmarked point; thence turfing and gunning N. 57 degrees 02' 19" E. a di feet to an rimarked point, the last two courses being along Parcel 4 as showy thence turning and running. S. 32 degrees 5741" E. ,i distance of 149.77 feet V paint; theme turning and ru.nrdng, S. 84 degrees 30' 53" E. a distance of 19; unmarked point; thence tuning and running S. O5 degrees 29' 07" W. a distant to an unmarked point, the last tree courses being along Parcel 5 as shown thence turning and ruiur�ng N. 84 degrees 30' 53" W. a distance of 352.€19 feet a or formerly of the City of Northampt= as shown on said plain to an unrnarke, turning and rirnrdng N. 05 degrees 29' 07" E. a distance of 55.114 feet to an Un thence turning and rurming N.32 degrees 5741" W. a distance of 344.21 feet to point at the place of beginning, the last two courses being along Parcel 2 as plan. Containing 115,112 square feet, more or less_ A certain tract or parcel of land situated can the southerly side of Old Northampton, Hampshire County, Massachusetts, sh*Wrt ,1s Parcel 5 on plan c "Plan of Land in Northampton, Massachusetts Prepared for John W. Ewing", d 5,2003, Huntley Associates P.C.Recorded with the Hampshire Registry of Deec 199,Page 49,which Parcel 5 is more particularly bounded and described as folio Beginning at a G.5.13, in the southerly sideline of Old Wilson Road, wN. the northeasterly corner of Parcel 4 as shown on said plan and the northwestk.."d parcel described herein; thence proceeding N. 49 degrees 37' 27" E. a distam along the southerly sideline of Old Wilson Road as shown on said plan to an ui thence turning and running 5. 77 degrees,51' 30" E. a distance of 188.90 feet tt point; thence turrdng and running S. &3 degrees 05' 50" E. a distance of 32 unmarked point; theatce turning and running S. 79 degrees 49' 56" E. a distant to a c-z q_R • thortrp tifrnino- anti ninnincr 4s_ Qii dt-+ 7rvps, 5[}' 13" W. 1 distance of http://www.masslandrecords.com/malr/controller 3/29/2006 Registry of Deeds Page 2 of 3 Bit: 08288 Pg., 87 lilt moll Bic:820 :97 raoA;I of 3 RecordO, Q5ro: 005 91.56 AM Parcel 3 & 5 Old Wilson H Northampton, MA DIN KNOW ALL PERSONS BY 'THESE PRESENTS That we,JOHN W. EWING, MARILYN EWING LAFLAMME, and Eta EWING, all care of Northatnptoll, Hampshire COUnty,Massachusetts, for consideration paid, and in full consideration of grant to KONSTA.NTINOS N. SIERRAS and SUNITA B. SIERROS, husband Tenants by the Entirety, bath of 679 Park]~Till,Florence, MA 01062 with QUITCLAIM CO The land in Northampton, Hampshire County, Massachusetts,being further bo described as fellows. SEE SO-1EDLYLE A DESCRIl'I ON SHEETS ATTACHED HERETO AND M. PrAI�y"I.�'yI..°yI�E�♦yl��+[r+L/.;�F;�yFOR 1i3A�1ZC�+�E+�LTS i(ji{t�ENVISED) and j�5�'I�{�1 OLD y,��11IT�N ROAD, i OR►.R A l.A'lri*Ar�i .Ftir' , 1-J-i'�.Lri+5H1RE�+0 R]7.1t S5AC1- SEM, For grantors' title, see the Estate of Dorothy J. Ewing, Hampshire Probate Copy No. 49310. 'I'r+tESS our hands and ;peals this, °day of AL 2445. --*f; L�(L OF My irilyn Ewing LzFladlme Y a Diane Ewing COMMONWEALTH OF MASSACHUSETTS Hampshire, AV F Then pemortally appeared the above-named John W. Ewing, Marilyn Ewin and Diane Ewing , proved through satisfactory evidence of identification, WWC1 .1y known by me, to be the persons whose names are signed on the fore] acknowledged the foregoing in, rument to be khei r free act and deed. before me /L http://www.masslandrecords.com/malr/controller 3/29/2006 Page I of 2 KONSTIANTINOS SIERROS From: "Alan Sharpe" <&harps.Iaw®veri=on.net> To: "KONSTANTINOS SIBRROS" <ksierrosQmsn.com> Sent: Thursday, March 30, 2006 11:56 AM Subject: Fw: RE: -----Original Message---- From: _CgrQyn Mich. To., W t Mal ik Cc: Sharpe, Alan Sent: Thursday, March 30, 2006 11:51 AM Subject: RE: Pat- The request to after the lot lines on the Flag lots of the Old Wilson Road (Ewing)lots that were approved did not reduce the lots below the minimum lot requirement or other required configurations and it did not alter the frontage boundaries or the flag pole portion of the property that might affect the overall decision that the Planning Board made to grant the initial flag lot permit. In terms of the common driveway, the granting of such a permit provides additional permission above what is allowed by right. However, the option to build a by-right driveway across your frontage with permission by the Department of Public Works supersedes any common driveway and the option to exercise that permit is lost once a by-right driveway Is granted. If you feel that your client should have something in writing that indicates that the existing lot configuration meets the zoning requirements and permit conditions you may file a Zoning Permit Application with a copy of the recorded plans to the Building Commissioner and obtain a written response. You may also opt to record this with the property. Let me know if you think this addresses your concerns or we can discuss further. Regards, Carolyn Misch, AICP Senior Land Use Planner/Permits Manager City of Northampton 210 Moir) Street, Rm. I l Northampton, MA 01060 413-587-1287 413-587-1264 (fax) Gmt5Cb_&N9 hpm. ptQnMO g4v www.N_Qrtho=1 oLMa.00v(cgd Page l of l ICONSTANTINOS SIERROS From: "Alan Sharpe" <sharpe.low0verizon.net> To: "Atty Pat Melnik" <Rmelnikaverizon.net>;"Misch, Carolyn"<cmisch*NorthamptonMA.gov>; "KONSTANTINOS SIERROS" <ksisrros @msn.com> Sent: Thursday, March 30, 2006 11:15 AM Submit: Re: Old Wilson Road Carolyn-You may remember when my clients purchased the property we came to you to discuss the reconfiguration of the lots. You indicated if the changes was substantial my clients would need to amend the Special Permit before the new plan was signed. My clients had the plan prepared and presented it to you. You indicated the change was not substantial and would not require an amendment. The new plan was signed and recorded. l do not believe an amendment is necessary at this time, Please contact me to discuss. Alan Sharpe 253-7255 March 30, 2006 Dear Sir, When we purchased this property, it was two lots. There was a special permit for a flag lot and a common driveway. We decided to reconfigure the lots so we went to the Planning Department to tell them of our plans to re-divide the lots. We had a plan prepared and revised and brought it to the Planning Board and they determined we did not have to amend the Special Permit because there were no substantial changes made based on these plans. Now we have a buyer that has asked us to apply to you to show that this is in fact a legal building lot. We have spoken to Ms. Carolyn Misch of the Planning Department and she has no question in her mind that this is a legal lot and would be willing to answer any questions about this. I have included my attorney's correspondence with Ms. Misch and her response back to him. Your assistance in this matter is greatly appreciated. Thank you, Konstantine N. Sierros 10. Do any signs exist on the property? YES NO IF YES, describe size, type and location: Are there any proposed changes to or additions of signs intended for the property? YES NO V IF YES, describe size, type and location: 11. Witt the construction activity disturb (clearing, grading, excavation, or-filling) over T acre or is it part of a common plan of development that will disturb over 1 aa-e? YES NO IF YES, then a Northampton Storm Water Management Permit from the DPW is required. 12. ALL INFORMATION MUST BE COMPLETED, or PERMIT CAN BE DENIED DUE TO LACK OF INFOP.MATION This cohuan.reserved far use by the Building masT NG PROPOSED _._ Lot Size �- Ll Frontage 53. 3. � Setbacks Front Side L: R: L R: Real Building Height �� w Building Square Footage A Open Space: (lot area minus building&paved parking of Parking Spaces _ _ - „. f of Loading Docks Fill: _ (volume& location) 13.. Certification: I hereby certify that the information contained herein is true and acc-irate to the best of my knowledge. -3/30/0(0 / Bate: Applicant's Signature NOTE:Issuance of a zoning permit does not relierve an app j is burden to comply with all zoning requirements and obtain all required permits from the ward of Health,Conservation Commission, Historic and Architectural Boards,Department of Public Works and other applicable permit granting authorities. Vd:iDoc�mr_ais1e 0FN'Sbr nal\$mldinQ-EnsP torZonma-Permit-Arn�ii ion-pxssive-A C Sl�2DD4 { � l APR — 3, ? n� _0„ .file No. � - Me - — - M � , Please t3'Pe' t.a inf©rmtian ar�d return des form to die Bciu�g ns ector's Q; ce with the $15 filirlgfee (check or rz2ozzey order)payable to the City ofNor-tharnpton 7. Name of Applicant: 110►15���, .� kv Address: "ffi 1C - Telephone: ��3 �� q( �b 2. Owner of Property: U Address: � Q � �'+� 1` 12 c� fCtxenck M A O i��??.TeleD,one ' 13 gb -I �� 3. Status of Applicant: Owner -Contract Purchaser Lessee other (explain) 4. Job Location: CA {. Existing Use of Stnsctare/Pr;,per ty: LAP 6. Description of Proposed Use/Work/ProjectJOccupation: (Lse additional sheets if necessary): 7. Attached Plans: Sketch Plan Site Plan Engineered/Surveyed Plans Vol 8. Has a Special Permit/Variance/Finding ever been issued for/on the site? NO DONT KNOW YES Y IF YES, date issued: VA- IF YES: Was the permit recorded at the Registry of Deeds?? NO DON'T KNOW YES V (p vo� I-YES: enter Book 3 Page' 3 and/or Document t oo ae 12 y 9_Does the site contain a brook, body of water or wetlands? NO V DONT KNOW YES IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained Obtained date issued: (Form Continues On Omer Side) V':\Docu��fs1FORNIS'�o��aial1$m7dma-Ia_�otorZoning Perniit-_��ti�ion-pz�sive.doc S/4,200: File#MP-2006-0091 V APPLICANT/CONTACT PERSON SIERROS KONSTANTINE ADDRESS/PHONE 679 PARK HILL RD (413)586-4670 Q r t THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ONING OUT &110ags 44 Pee ai Building Permit Filled out Fee Paid Typeof Construction: ZPA-SFH New Construction Non Structural interior renovations Addition to Existing - Accessory Structure Building Plans Included• Owner/Statement or License 3 sets of Plans/Plot Plan THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INFO ATION PRESENTED: Approved Additional permits required(see below) PLANNING BOARD PERMIT REQUIRED UNDER: § Intermediate Project: Site Plan AND/OR Special Permit with Site Plan Major Project: Site Plan AND/OR Special Permit with Site Plan r- tc!/LL /U ZONING BOARD PERMIT REQUIRED UNDER: § �X�eceris156 Finding Special Permit Variance* Received&Recorded at Registry of Deeds Proof Enclosed Other Permits Required: Curb Cut from DPW Water Availability Sewer Availability Septic Approval Board of Health Well Water Potability Board of Health Permit from Conservation Commission Permit from CB Architecture Committee Permit from Elm Street Co ssion Signature of uilding Official Date Note:Issuance of a Zoning permit does not relieve a applicant's burden to comply with all zoning requirements and obtain all required permits from Board of Health,Conservation Commission,Department of public works and other applicable permit granting authorities. *Variances are granted only to those applicants who meet the strict standards of MGL 40A. Contact the Office of Planning&Development for more information. 1 erosion and sediment control measures installed and maintain these measures and/or add additional measures if necessary. 3. The contractor shall stabilize the disturbed areas as soon as possible as specified in the Stormwater Management Permit Application, Attachment A—Project Documentation, Item 17 Best Management Practices (dated 8/28/2005): Restoring vegetative cover. Vegetative cover will be restored rapidly to most disturbed areas of the site to reduce the potential for soil erosion.All disturbed areas (except pavement)shall be loamed(if needed), raked, seeded with grass mix, and mulched with hay as soon as feasible (but no longer than 2-weeks) after construction activities cease on each portion of the site. For example, this will entail seeding and mulch within two weeks after clearing is finished on any portion of the site which is not designated for additional construction activities. The contractor shall implement an alternate plan to stabilize the disturbed areas during the winter months until these areas can be stabilized by vegetative cover as described above. 4. The contractor shall maintain all erosion and sediment control measures in good working condition and add additional measures as necessary. 5. The owner and the contractor must install and maintain all necessary erosion and sediment control measures to the satisfaction of the Northampton DPW, or risk issuance of additional Violation Notices and Stop Work Orders for all construction site work. Date work must be completed by: November 13, 2006 and maintained until site is stabilized. Penalty that may be assessed for non-compliance: $300 per day The issuance of this Violation Notice constitutes a Stop Work Order for all construction site work. This Stop Work Order will be in effect until the Northampton DPW confirms that the development activity is in compliance with the stormwater ordinance and items cited in this violation notice have been satisfactorily addressed. Failure to address this violation in a timely manner can result in civil, criminal, or monetary penalties in accordance with the enforcement authorized under the Stormwater Ordinance. Penalties/fines of$100.00, $200.00 or$300.00 may be assessed. Each day or part thereof that such violation occurs or continues to occur shall constitute a separate offence. If you desire to contest this matter, you may do so by making a written request for a noncriminal hearing,within 21 days of the date of this notice, to the Clerk-Magistrate of the Northampton District Court, s described on the ticket form. I �a/3►/2oa� Violation Served by: Date of service of violation notice: CITY OF NORTHAMPTON - DEPARTMENT OF PUBLIC WORKS 125 LOCUST STREET,NORTHAMPTON,MA 01060 " Phone 413-587-1570--FAX 413-587-1576 Edward S.Huntley,P.E. mina Director of Public Works - -- - - n NOTICE OF VIOLATION The Department of Public Works has determined that the below cited activity is not being carried out in accordance with the requirements of City Ordinances Chapter 22, Article V the Northampton Stormwater Management Ordinance for Erosion and Sediment Control and Post Construction Stormwater Management. Name/Address Owner: Konstantine Sierros, 679 Park Hill Road, Florence,MA 01062 Name/Address Contractor: David Loven, Reservoir Rd., Westhampton, MA 01027 Address/Description where violation is occurring: Lot 5, Old Wilson Road, Northampton, MA to the intersection of Old Wilson Rd. and Florence Rd. Nature of Violation: Discharge of a pollutant (sediment) was observed on October 28, 2006 to two separate ditches along Old Wilson Rd., to Old Wilson Rd., to the wetland area north of Old Wilson Rd. adjacent to Florence Rd., to the rock drainage ditch adjacent to the driveway of the Pine Grove Golf Club, and to a catch basin located on Pine Grove Golf Club Property. During the rain on October 28, 2006, sediment was eroded from upper and lower portions of Lot 5 Old Wilson Rd., which is cleared, graded,but not effectively stabilized. Sediment was carried by drainage flows on the site to two separate drainage systems along Old Wilson Road. Sediment was carried into and down rip rap channels running parallel to the lower driveway to a ditch that runs along Old Wilson Rd. inside the City right of way, through a culvert under Old Wilson Rd. and to a wetland adjacent to Florence Rd. Sediment was also observed being carried by stormwater into the upper swale, discharging over a collapsed silt fence, flowing overland to the rock drainage ditch running parallel to the driveway for Pine Grove Golf Club, discharging to a ditch along Old Wilson Road and to Old Wilson Road, and to a catch basin on the property of the Pine Grove Golf Club. The erosion and sediment control measures that had been specified in the Stormwater Management Permit Application, Attachment A-Project Documentation (dated 8/25/2005) and on the approved Runoff and Erosion Control Plan (dated 11/21/2005) for Lot 5 Old Wilson Rd. were either not implemented and maintained adequately or had failed to adequately control erosion and contain sediment on the site. Measures needed to bring development activity into compliance: 1. The contractor shall submit a written plan to the DPW no later than November 6, 2006 that specifies the erosion and sediment control measures that will be implemented and when these measures will be completed 2. The contractor shall maintain, clean out, and install additional erosion and sediment control measures as soon as possible (and no later than November 13, 2006) to control erosion and contain sediment on site and continue to inspect and maintain these measures until the site has been completely stabilized. It is the responsibility of the contractor to evaluate the effectiveness of the Planning Board - Decision City of Northampton Hearing No.: PLN-2006-0065 Date: July 25, 2006 4. The requested use will not overload,and will mitigate adverse impacts on, the City's resources including the effect on the City's water supply and distribution system,sanitary and storm sewage collection and treatment systems,fire protection,streets and schools. The site will be surved by private sewer and stormwater will be managed in accordance with required local regulations. 5. The requested use does not trigger compliance with special regulations set forth in the Zoning Ordinance other than for site plan' review. 6. Compliance with the following technical performance standards have been met: A.Additional curb cuts are not required. B. Pedestrian,bicycle and vehicular traffic movement on site are separated. C. The applicant will mitigate stormwater. COULD NOT DEROGATE BECAUSE: FILING DEADLINE: MAILING DATE: HEARING CONTINUED DATE: DECISION DRAFT BY: APPEAL DATE: 612212006 71612006 712712006 REFERRALS IN DATE: HEARING DEADLINE DATE: HEARING CLOSE DATE: FINAL SIGNING BY: APPEAL DEADLINE: 612912006 812312006 711312006 712712006 811412006 FIRST ADVERTISING DATE: HEARING DATE: VOTING DATE: DECISION DATE: 612912006 711312006 711312006 712512006 SECOND ADVERTISING DATE: HEARING TIME: VOTING DEADLINE: DECISION DEADLINE: 71612006 7:35 PM 1011112006 1011112006 MEMBERS PRESENT: VOTE: George Russell votes to Grant Frances Volkmann votes to Grant Jennifer Dieringer votes to Grant Paul Voss votes to Grant George Kohout votes to Grant Keith Wilson votes to Grant Kenneth Jodrie votes to Grant David Wilensky votes to Grant MOTION MADE BY: SECONDED BY: VOTE COUNT: DECISION: Keith Wilson David Wilensky 8 Approved with Conditions MINUTES OF MEETING: Available in the Office of Planning&Development. 1, Carolyn Misch,as agent to the Planning Board, certify that this is a true and accurate decision made by the Planning Board and certify that a copy of this and all plans have been filed with the Board and the City Clerk on July 25,2006. 1 certify that a copy of this }decision has been mailed to the Owner and Applicant. Notice of Appeal An appeal from the decision of the Planning Board may be made by any person aggrieved pursuant to MGL Chapt.40A, Section 17 as amended within twenty(20)days after the date of the filing of the notice of the decision with the City Clerk. The date is listed above. Such appeal may be made to the Hampshire Superior Court with a certified copy of the appeal sent to the City Clerk of the City of Northampton. GeoTMS®2006 Des Lauriers Municipal Solutions,Inc. Planning Board - Decision City,of Northampton Hearing No.: PLN-2006-0065 = Date: July 25, 2006 APPLICATION TYPE: SUBMISSION DATE: vine PB Major Site Plan 6/19/2006 Applicant's Name: Owner's Name: Surveyor's Name: NAME: NAME: COMPANY NAME: WILSON GARYA JR WILSON GARY A JR ADDRESS: ADDRESS: ADDRESS 377 MAIN ST 377 MAIN ST TOWN: STATE: ZIP CODE: TOWN: STATE: ZIP CODE: TOWN: STATE: ZIP CODE: EASTHAMPTON MA 01027 EASTHAMPTON MA 01027 PHONE NO.: FAX NO.: PHONE NO.: FAX NO.: PHONE NO.: FAX NO.: (413)527-3317 0 (413)527-3317 0 EMAIL ADDRESS: EMAIL ADDRESS: ENTAIL ADDRESS: Site Information: STREE r� SITE ZONING: 1 4,1 GI MWN: SECTION OF BYLAW: NORTHAMPTON MA 01060 Section 11:Site Plan Approval MAP BLOCK: MAP DATE: ACTION TAKEN: 44 Approved With Conditions dok Page: NATURE OF PROPOSED WORK: Construction of 6,000 square foot plumbing&heating supply business. HARDSHIP: CONDITION OF APPROVAL: 1. Prior to issuance of BUILDING PERMIT, the applicant shall submit a revised plan showing the -- - relocation of tree planting on Mass Highway Department layout. 2. Tree protection for the existing tree along the frontage that will be saved and utilized for the street tree requirement shall be inspected by Office of Planning and Development prior to any excavation for the project. 3.All security lighting shall conform to§12.2 of the zoning ordinance and shall not exceed 3 foot candles.No offsite lighting is allowed. 4. Prior to issuance of a CERTIFICATE OF OCCUPANCY,and in conformance with section 11.6, the applicant shall mitigate traffic impacts for increased in peak trips as offered paying$4,000 in lieu of improvements. The Planning Board granted the Site Plan Approval for the the 6,000 square foot building based on the following plans submitted with the application: 1. "Wilson Plumbing and Heating Site Plan" Prepared by the Berkshire Design Group,Inc. Sheets SPR 1-5, dated June 16, 2006. 2. "Wilson Services,Inc"Elevations Prepared by James Bright Architect, Sheet A-1 dated June 21, 2006. In granting the Site Plan the Planning Board found: 1. The requested use protects adjoining premises against seriously detrimental uses. The new building and use will be consistent with other industrial uses in the GI zone along Easthampton Road. The design of the building as shown in the elevations submitted includes elements that will improve on the district/gateway as a whole. 2. The requested use addresses safety of vehicular and pedestrian movement within the site and on adjacent streets. Access from Route 10 does not cross public sidewalks. The planned public bikepath runs along the rear of the property. As offered by the applicant increased traffic will be mitigated through a payment of$4,000 to address peak trips. 3. The requested use will promote a harmonious relationship of structures and open spaces to the natural landscape, existing buildings and other community assets in the area. The building is built on the front portion of the property to avoid wetlands on the side and rear of the lot. The Conservation Commission has approved the location given the constraints on the site. GeOTM5®2006 Des Lauriers Municipal Solutions, Inc. FROM LYNN DECHESSER CPBD PHONE NO. : 1 413 569 0612 May. 04 2006 03:18PM P1 LYNN DECHES►SER Building Designer. AIBD. CPBD d 74 Congarronq Road-Southwick. MA 01077•413-569-061? May 4, 2oo6 "VlAY f - i n _ Anthony Patillo Building Commissioner Northampton Dear Mr. Patillo, Tjpon reviewiz3g construction doeLmients for the Sierros Residence,Old Wilson Road,Florence,I have discovered that the mean roof height is 3876" as presented for permit. in order to.meet cede requirements and limitations,I am proposing to reduce the front to back roof pitch to 7 in 12_ This will.reduce the mean roof height to 35W. Construction documents will be wised to reflect this change during the weep of May 15*and a copy of the plans will be forwarded to YOU- Lynn F.DeChesser,CPBD cc Kent Hicks Constantine and Sunita Sierras Rrinclpal Use Mlnirtlun Raqu4rpd i_ot Minimum Sgtback- Maximum Minimum Building Open ACea Fronts a De'th Ftont $ode Rear Height $pace SR Suburban Residential Zoning Detached accessory structures (but no larger than 1,000 sq. ft. of lot NA NA NA FOI 10 20 70% coverage unless used foragriculture) > See also §6.7 Accessory structures attached to a principal residential structure,used NA NA NA 10 20 70% only as a garage,storage space,or workshop,for non-commercial purposes and not for any other uses.* *ZBA may grant a Special Permit to reduce the front yard setback to 30' when it finds it will be no more visually intrusive than a detached structure in the same location. Any principal use being serviced by on-site water AND on-site sanitary sewage disposal. 80,000 125 160 30 20 40 35 70% Any principal use in Water Supply Protection Overlay District(WSP) >See §16.0 and §16.9 80,000 125 160 30 20 40 35 85% Flag Lot with 1-family home> See also §6.13 60,000 50 160 60 40 80 35 85% Assisted Living Residence or Nursing Home 80,000+3,000 125 160 30 50 50 35 70% per bedroom Municipal Facilities None None None 1 30 20 40 35 70% Lots within an Open Space Res.Development(Cluster§10.5)or PUD (§10.6) Single family homes 10,000 80 110 25 15 25 35 75% Zero lot line Single-family homes >See §10.14 9,000 75 110 25 15/0 25 35 70% Two family homes 15,000 90 155 25 15 25 35 75% Three family homes 20,000 100 190 25 15 25 35 75% 7,500 per unit 100+ 215 25 25 25 35 70% Townhouse 10 per unit Planned Unit Development non-residential use 20,000 105 190 30 15 30 35 75% Lots within a Residential Incentive Overlay Development(§10.11)for: Single family homes 5,000 70 70 15 10 15 35 65% Two family homes 7,500 75 100 15 10 15 35 65% Three family homes&Townhouses 4,000 per unit 75+5 per 130 15 10 15 40 65% unit Single Family not listed above 30,000 125 160 30 15 30 35 70% Any other permitted use not listed above 30,000 125 160 30 20 40 35 70% Preexisting nonconforming uses 30,000+ 1,000 70% g g per unit 125 160 30 20 40 35 02/08/05 6-3 ICIhtISF-4 62ADE —— — — Li✓� T't-1AN %Z AV b_F I r.i iS� G IZADE-� FINISH 4.12ADE C:IE-o All;Z. M4>RLF- T HAtiA '12 J . p� r c i i d� IS Bv12tE.D Y HALF Oft =FE-AGE r-1 N►SH C-KAD E. AT' 1 TS PAW M�TE.R . H IUH EST 4� k TOP Or- BEAM — G4Mgf�i. BOTTOM OP DECK go ��AT iZ00F o►Z MANSARD o(Z HIP � LoW EST_ � S � T A�/C-�• F I I..i t S H 6 R,�DE � 2 V�EV -71C - 1STA�C - IF RDM AA�ETE HE 1:11�1►SI-4EC> �RA.DE TO T�-tE MEAi.I �-1EIC-BHT of THE UPPER-molbT 9.00F• this ordinance; and 2. Any of the following specific uses conducted by or for the City of Northampton: truck or equipment storage garage or yard, vehicle repair garage, or waste recycling plant; and 3. Any public or private sanitary landfill, dump, incinerator; or water or sewage treatment facility. (Revised 7/19/90, 4/3/97 & 10/21/04) HEIGHT: The vertical distance from the average finished grade of the adjacent ground to the top of the structure of the highest roof beams of a flat roof, the deck of a mansard roof, or the mean level of the highest gable or slope of a hip roof. {see diagram#2, at the end of this section} HOME OCCUPATION: A vocation,trade, small business, craft, art or profession which can be conducted in entirety within the main(principal)or accessory building of a property by a bona fide resident of that main building and which,by nature of its limited size and scope,does not cause any outward manifestation (such as traffic generation, parking congestion, noise or air pollution, materials storage,and public service or utility demand)which is uncharacteristic of or an additional disturbance to the residential neighborhood in which said property is located. The following occupations are excluded if clients will be seen in the home,although other uses may be excluded on a case-by-case basis: Any clinic, veterinary hospital, restaurant, retail or wholesale supply shop or store, mortuary, medical doctor (MD, DO, DPM or equivalent), dentist (DDS, DMD or equivalent), chiropractor, lawyer, real estate or insurance agent. (See §11.11 for additional criteria.) (Amended 12/7/89 and 10/6/94) HOSPITAL: A use providing 24-hour emergency room services,outpatient services,and 24-hour impatient services for persons admitted thereto for the diagnosis, medical, surgical or restorative treatment including accessory uses that serve the hospital's needs, including, but not limited to, cafeteria and pharmacy. A hospital does not include nursing home,assisted living residence,or non- hospital medical center or medical office. (Amended 4/18/96) HOSPITAL,VETERINARY: A building providing for the diagnosis and treatment of ailments of animals other than human, including facilities for overnight care, but not including crematory facilities. HOTEL: A building or group of buildings, part of a building containing rooming units without individual cooking facilities for transient occupancy and having a common entrance or entrances or individual exterior entrances; and including an inn, motel, motor inn and tourist court, but not including a boarding house, lodging house or rooming house. IMPERVIOUS SURFACES: Materials or structures on or above the ground that do not allow precipitation to infiltrate the underlying soil. JUNK: Any worn out,castoff,or discarded articles or material which is ready for destruction or has been collected or stored for salvage or conversion to some use. Any article or material which, unaltered or unchanged and without further reconditioning, can be used for its original purpose as readily as when new shall not be considered junk. 10/12/04 2-8 SttAM O¢ �O �I II HSSH[l�l[StttB - DEPARTMENT OF BUILDING INSPECTIONS /- INSPECTOR 212 Main Street • Municipal Building Northampton, MA 01060 , r HOME OWNER EXEMPTION ACKNOWLEDGEMENT The State of Massachusetts allows the homeowner the right under 780CMR 108.3.4 to act as has/her construction supf.: sor. The state defines "Homeowner" as, " Person(s) who owns a parcel on which he/she resides or intends to be, a one or two family dwelling, attached or detached structures accessory to such use and/or farm structures. A person who constructs more than one home in a two-year period shall not be considered a home owner." The building department for the City of Northampton wants any person(s) who seek to use the home owner exemption, to act as their own construction supervisor, to be aware that by doing so you become responsible for compliance with state building codes and regulations. The inspection process requires that the building department be called to inspect work at various stages, which include foundation/footings (before backfiIl), sonotube holes (before pour), a rough building inspection(before work is concealed), insulation inspection (if required) and a final building inspection. The building department requires these inspections before the work is concealed, failure to secure these inspections can result in failure to obtain a certificate of occupancy until the work can be inspected. If the homeowner hires other trades to perform work(electrical, plumbing& gas) the homeowner will be responsible to make sure that the trades hired secure their proper permits in conjunction to the building permit issued, and that they get their required inspections. Failure of the individual trades to secure the permits and inspections as required can DELAY the project until such time as the proper permits and inspections are made I, understand the above. (Home owner/resident's signature requesting exemption) I will call to schedule all required building inspections necessary for the building permit issued to me. Date Address of work location Ffi ti� (riff of �Rrfljalit}�t�I1 _ w DEPARTMENT OP BUILDrNG INSPECTioj.S 212 Train Strcet Municipal Building -e Northampton, Mass. OIOGO i «N, RICE IZ'S C O MP ENSA'n O N M S LTRAq CE Al, 'L1)A V1-I' i I, _X., =' c (Ii ccns.^rJperm�ttcc) \%,ILh a primcipal place of business/residence at: l .� n� ZIP-, ,�aX//"l ��0 l 9g- (phone'} do hereby ccfTA,-, under thc.pa-ins and penalties of perjury:,- ihai am an employer providing the following %i,orkcr's comocns_n�on cove age for ln) etnplovees worljng on this job: 2 (ir-_nc Com=v) (POIic: nsu O I am a sole propretor general contractor or homeowner (ci cie one) amd have hired the contractors listed below wbo have the following worker's comnensaaon po!icies: (i+aR]C O. C0 ^Ci r 0") (In2rant COtIlD1S1}'/PQtJ-t NutT1 C:) tr 71FduQ? D tC) l (N me of Contract) (bis-araacc Comoaay/Polie \unji^r) (i:xD bon Date) (Name of Coaaacto,) (Insurance Compan y/Policy Numbzr) (Expirtion Date) (Name of Contractor) (Ijuivan Compauy/PoLicy Numbs) (Expiration D ais). (nixach=d:it;oca1 cscct,ilac0�ry to ctcu"-iafcx-c-:ioa P=I-inius to.1! { ) I am a sole proprietor and have no one worl,-ing for me. ( ) I ajn.a home owner performing all the work myself. NOTE:plc=sc be za' thi�tL_ja bcmern+vcn wbo mapl%pe=ons eo do r--,-,•K,- —,;e�uo c rgav w-ork an.d..clJ_Z of not mom th_a taro•_•=ru is u'sch the bornoo=wc[r=id=o[oa[he p-ou.06:,�putten=rs tbees r c as C==-By a..crdaci to be eitploye-=uodc the..ui t{ � -+yea Aa(GLI 52-=1(5)x=p Liatioo try a bommavc fm a lire or pama r>_y-7d—tl:e j 1c- naau of ea axployer under dse Workxeg Coospematioa.Aar_ I uadc v= d rrhat a copy of this c x®tmay bo fo---ind tc rye pop,,rcu o¢of IadticviJ AcadazCr'Offioo or Irnsr�ose rot the covQ'-Sc`'criG=ion AM tout UL-ra to scauc)COvcrt.9e under s.ociioa 25A of MOL 152 eta led to the Lmpo oa of a imiwd P,a- o oom.iamg OIL fiat orup to S 1}00.00 a'-Scr b=pri3.0�orup b ooc yczr god avij pcaahia m Oc fo m of a Stop Work Ordcr and a fim o(S 100.00 s d-'y Lp!rL;t[Dr_ ✓`, /�✓/ For dti_ —,t use only —----- ;fr .r Pcrmjl Numb= tot Sign,-tiurc of Lic=nsccJPcrmiucc SECTION 8-CONSTRUCTION SERVICES 8.1 Licensed Construction Supervisor: Not Applicable ❑ Name of License Holder: - , ! .., License Number Address Expiration Date 3 3 cS�—�/ 2- Signature Telephone �,�e mractor r = Not Applicable .❑ � _ r � w�� .. .Co,M�����/gin C�, z� o�s-2 Company Name '' // Registration Nu er Address Expiration Date Telephone '" SECTION 10-WORKERS'COMPENSATION INSURANCE AFFIDAVIT(M.G.L.c.152,§25C(6)) Workers Compensation Insurance affidavit must be completed and submitted with this application. Failure to provide this affidavit will result in the denial of the issuance of the building permit. Signed Affidavit Attached Yes....... Ld' No...... ❑ 1:1 ,Home;p Xemin The current exemption for"homeowners"was extended to include Owner-occupied Dwellings of one(1) or two(2)families and to allow such homeowner to engage an individual for hire who does not possess a license,provided that the owner acts as supervisor.CMR 780 Sixth Edition Section 108.3.5.1. Definition of Homeowner:Person(s)who own a parcel of land on which he/she resides or intends to reside,on which there is,or is intended to be,a one or two family dwelling,attached or detached structures accessory to such use and/or farm structures.A person who constructs more than one home in a two-year period shall not be considered a homeowner. Such"homeowner"shall submit to the Building Official,on a form acceptable to the Building Official,that he/she shall be responsible for all such work performed under the building permit. As acting Construction Supervisor your presence on the job site will be required from.time to rime,during and upon completion of the work for which this permit is issued. Also be advised that with reference to Chapter 152(Workers' Compensation) and Chapter 153(Liability of Employers to Employees for injuries not resulting in Death)of the Massachusetts General Laws Annotated,you may be liable for person(s) you hire to perform work for you under this permit. The undersigned"homeowner"certifies and assumes responsibility for compliance with the State Building Code,City of Northampton Ordinances,State and Local Zoning Laws and State of Massachusetts General Laws Annotated. Homeowner Signature SECTION 5-DESCRIPTION OF PROPOSED WORK(check all applicable) New House F71 Addition ❑ Replacement Windows Alteration(s) ❑ Roofing ❑ Or Doors D Accessory Bldg. ❑ Demolition ❑ New Signs fO] Decks [0 Siding[0] Other[p] Brief Description of Proposed Work: Alteration of existing bedroom Yes No Adding new bedroom Yes No Attached Narrative Renovating unfinished basement Yes No Plans Attached Roll -Sheet sa4l"fNew tioirse ant orH.�i�d tI&V existing Fiouslna d6ft to a fie46116w106: a. Use of building:One Family t Two Family Other b. Number of rooms in each family unit: , Number of Bathrooms c. Is there a garage attached?t: 5 d. Proposed Square footage of new construction. g,2 2 Dimensions 4K7L;3/ e. Number of stories? f. Method of heating? /J,�� �'�,��f. /�l' �l ire2laqp);or Woodstoves < <:S Number of each g. Energy Conservation Compliance. j�G 5 Masscheck Energy Compliance form attached? h. Type of construction �.`' ,�• `�_ � i. Is construction within 100 ft.of wetlands? Yes No. Is construction within 100 yr. floodplain Yes ✓ No j. Depth of basement or cellar floor below finished grade 7 k. Will building conform to the Building and Zoning regulations? ✓ Yes No. I. Septic Tank ✓ City Sewer Private well z,' City water Supply SECTION 7a-OWNER.AUTHORIZATION-TO BE COMPLETED WHEN 11 OWNERS AGENT QR"CONTRACTOR APPLIES fOR BUILDING PERMIT as Owner of the subject property hereby authorize {�Q✓� �}`�CS to act on my behalf, in all matters relative to work authorized by this building permit application. Signature of Owner Date .1 '/- ,as Owner/Authorized Agent hereby declare that the statements and information on the foregoing application are true and accurate,to the best of my knowledge and belief. Signed under the pains :�V enalti of perjury. G7 Print Name Signa ure of Owner/Agent Date Section 4. ZONING All Information Must Be Completed. Permit Can Be Denied Due To Incomplete Information Existing Proposed Required by Zoning This column to be filled in by « Building Department Lot Size Frontage Setbacks Front " _> ;F Side L:1 R: L: _: R:_Z2i5 Rear ® ' 30 Building Height 7 3 Bldg.Square Footage % Open Space Footage % � (Lot area minus bldg&paved I azkin #of Parking Spaces Fill: volume&Location A. Has a Special Permit/Variance/Finding ever been issued for/on the site? aN NO DONT KNOW YES IF YES, date issued: IF YES: Was the permit recorded at the Registry of Deeds? NO Q DONT KNOW 0 YES 0 IF YES: enter Book Page' and/or Document# B. Does the site contain a brook, body of water or wetlands? NO DONT KNOW 0 YES 0 IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained Q Obtained Date Issued: C. Do any signs exist on the property? YES 0 NO IF YES, describe size, type and location: D. Are there any proposed changes to or additions of signs intended for the property? YES NO IF YES, describe size, type and location: E. Will the construction activity disturb(clearing,grading,excavation,or filling)over 1 acre or is it part of a common plan that will disturb over 1 acre? YES VIN NO 0 IF YES,then a Northampton Storm Water Management Permit from the DPW is required. City of Northampton uilding Department a � APR 1 �� 2u0� 212 Main Street Room 100 Lw1p,_ } DE. 0 - Northampton, MA 01060 e �� 7 .-" ON 413-q87-1240 Fax 413-587-1272 R% , aTJ rd-SAM APPLICATION TO CONSTRUCT,ALTER,REPAIR,RENOVATE OR DEMOLISH A ONE OR TWO FAMILY DWELLING SECTION 1 -'SITE INFORMATION This sectiorEto be compfeted baroffice 1.1 Property Address: 1►1►aP Lot unit 17 Zone Overlay Drstcict 1 14 ECm.St t2istnct r>` CB.Distz�ct SECTION 2-PROPERTY OWNERSHIP/AUTHORIZED AGENT 2.1 Owner of Record- tt .. r �I \'�C S c0 �Q�K lt1l� -��. Qz re xcx Myk C ICS 2 Name(Print)i Current Mailing Address: y15 -- Sgb y(o �U Telephone Signature 2.2 Authorized A e t> a / ' 4 to 4 /47 e'/d 9 Name(Print) Current Mailing Add Mss: Signature Telephone SECTION 3-ESTIMATED CONSTRUCTION COSTS- Item Estimated Cost(Dollars)to be Official Use Only completed by ermit applicant 1. Building (a)Building Permit Fee y Cl'l�,c1c� 2. Electrical (b)Estimated Total Cost of Construction from 6 3. Plumbing ,// �� ��� Building'Permit Fee- J\j� 4. Mechanical(HVAC) 5,3 5. Fire Protection 2 "C G7 6. Total=(1 +2+3+4+5) Check Number - FrIt O _ 0 This Section For Official Use Only Date Building Permit Number. Issued: Signature: Building Commissioner/Inspector of Buildings Date 292 OLD WILSON RD BP-2006-1118 GIs#: COMMONWEALTH OF MASSACHUSETTS Map:Block:44- 129 CITY OF NORTHAMPTON Lot: -001 Permit: Building Category BUILDING PERMIT Permit# BP-2006-1118 Project# JS-2006-1650 Est. Cost: $1200000.00 Fee: $4044.70 PERMISSION IS HEREBY GRANTED TO: Const. Class: 5B Contractor: License: Use Group: R4 Kent Hicks Lot Size(sq ft.): Owner: SIERROS KONSTANTINE Zoning: SR Applicant: KENT HICKS AT. 292 OLD WILSON RD Applicant Address: Phone: Insurance: 187 RIDGE ROAD (413) 238-0122 WORTH I NGTONMA01 098 ISSUED ON:51812006 0:00:00 TO PERFORM THE FOLLOWING WORK.-FOUNDATION ONLY FOR SFH POST THIS CARD SO IT IS VISIBLE FROM THE STREET Inspector of Plumbing Inspector of Wiring D.P.W. Building Inspector Underground: Service: Meter: Footings: Rough: Rough: House# Foundation: Driveway Final: Final: Final: Rough Frame: Gas: Fire Department Fireplace/Chimney: Rough: Oil: Insulation: Final: Smoke: Final: THIS PERMIT MAY BE REVOKED BY THE CITY OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AND REGULATIONS. Certificate of Occupancy Signature: FeeType• Date Paid: Amount: Building 5/8/2006 0:00:00 $4044.707423 212 Main Street,Phone(413)587-1240,Fax: (413)587-1272 Building Commissioner-Anthony Patillo File#BP-2006-1118 t APPLICANT/CONTACT PERSON KENT HICKS ADDRESS/PHONE 187 RIDGE ROAD WORTHINGTON (413)238-0122 PROPERTY LOCATION 292 OLI) IL,SON RD MAP 44 PARCEL, 129 001 ZON1 SR THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM FILLED OUT Fee Paid CAuilding Permit Filled out Typeof Construction: Construct SFH w/garage and deck New Construction Non Structural interior renovations Addition to Existing Accessory Structure Building Plans Included: Owner/Statement or License 3 sets of Plans/Plot Plan FJ l� THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INFORMATION PRESENTED: L,,-Approved Additional permits required(see below) PLANNING BOARD PERMIT REQUIRED UNDER:§ Intermediate Project: Site Plan AND/OR Special Permit With Site Plan Major Project: Site Plan AND/OR Special Permit With Site Plan ZONING BOARD PERMIT REQUIRED UNDER: § Finding Special Permit Variance* Received&Recorded at Registry of Deeds Proof Enclosed Other Permits Required: Curb Cut from DPW Water Availability Sewer Availability Septic Approval Board of Health Well Water Potability Board of Health Permit from Conservation Commission Permit from CB Architecture Committee Permit from Elm Street Commission _ u a6 a6 0,6 Signature of Building Official Date Note:Issuance of a Zoning permit does not relieve a applicant's burden to comply with all zoning requirements and obtain all required permits from Board of Health,Conservation Commission,Department of public works and other applicable permit granting authorities. *Variances are granted only to those applicants who meet the strict standards of MGL 40A. Contact Office of Planning&Development for more information. z . BP-2006-1118 GIs#: COMMONWEALTH OF MASSACHUSETTS CITY OF NORTHAMPTON Lot: -001 Permit: Building Category: BUILDING PERMIT Permit# BP-2006-1118 Project# JS-2006-1650 Est. Cost: $1200000.00 Fee: $4044.70 PERMISSION IS HEREBY GRANTED TO: Const. Class: 5B Contractor: License: Use Group: R4 Kent Hicks Lot Size(sa.ft.): Owner: SIERROS KONSTANTINE Zoning: SR Applicant: KENT HICKS AT: 292 OLD WILSON RD Applicant Address: Phone: Insurance: 187 RIDGE ROAD (413) 238-0122 WORTH I NGTONMA01 098 ISSUED ON.6/6/2006 0:00:00 TO PERFORM THE FOLLOWING WORK.-CONSTRUCT 2 STORY SFH W/GARAGE & DECK POST THIS CARD SO IT IS VISIBLE FROM THE STREET Inspector of Plumbing Inspector of Wiring D.P.W. Building Inspector Underground: Service: Meter: Footings: Rough: Rough: House# Foundation: Driveway Final: Final: Final: Rough Frame: Gas: Fire Department Fireplace/Chimney: Rough: Oil: Insulation: Final: Smoke: Final: THIS PERMIT MAY BE REVOKED BY THE CITY OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AND REGULATIONS. Certificate of Occupancy Signature: FeeType• Date Paid: Amount: Building 6/6/2006 0:00:00 $4044.707423 212 Main Street,Phone(413)587-1240,Fax: (413)587-1272 Building Commissioner-Anthony Patillo 292 OLD WILSON RD BP-2006-1118 GIS#: COMMONWEALTH OF MASSACHUSETTS MM:Block:44- 129 CITY OF NORTHAMPTON Lot: -001 Permit: Building R Category: BUILDING PERMIT Permit# BP-2006-1118 Project# JS-2006-1650 Est. Cost: $1200000.00 Fee: $4044.70 PERMISSION IS HEREBY GRANTED TO: Const. Class: 513 Contractor: License: Use Group- R4 Kent Hicks _ Lot Sizet . ft.L Owner: SIERROS K.ONSTANTINE AT. 292 OLD WIU ON RD Applicant Address: Phone: Insurance: 187 RIDGE ROAD __., (4131238-0122 WORTHINGTONMA01098 LSSUED ON:51812006 0:00:00 TO PERFORM THE FOLLOWING WO K:FOUNDATION ONLY FOR SFH POST THIS CARD SO IT IS VISIBLE FROM THE STREET lusp::ctor of Plumbing Inspector of Wiring D.1.W. Building Inspector Underground: Service: 'Meter: l0l�ob ~ Footings: ()I{ t) l; f?01101': Rough: tiouse# Foundation. aK o6`61 (06 5 Driveway Final: Final: Final: Rough Frame: Gas: Fire Department Fireplace/Chimney: Rough: Oil: Insulation: (Final: Smoke: Final: (, 06101106 � THIS PERMIT MAY BE REVOIO,�D BY THE, CErY OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AND REGULATIONS. Certificate of Occu anc f Sian;ttul'e: _____,__ _.�.__•r____ Fee'Z'yl)e:_ Date Paid: Amount: Building 51/8/2006 0:00:00 $4044.70'7423 212 Main Street,Phone(41 3))587-1240,Fax: (413)587-1272 Building Commissioner-Anthony Patillo 292 OLD WILSON RD BP-2006-1118 GIS #: COMMONWEALTH OF MASSACHUSETTS Map:Block: 44- 129 CITY OF NORTHAMPTON Lot: -001 PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS Permit: Building DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL e.142A) Category_ BUILDING PERMIT Permit# BP-2006-1118 Project# JS-2006-001650 Est. Cost: $1200000.00 Fee: $4044.70 PERMISSION IS HEREBY GRANTED TO: Const. Class: 5B License: Use Group: R4 Kent Hicks Lot Size(ss . ft.): Owner: SIERROS KONSTANTINE Zoning: SR Applicant: KENT HICKS AT: 292 OLD WILSON RD Applicant Address: Phone: Insurance: 187 RIDGE ROAD (413) 238-0122 WORTH INGTONMA01098 ISSUED ON.6/6/2006 0:00:00 TO PERFORM THE FOLLOWING WORK:CONSTRUCT 2 STORY SFH W/GARAGE & DECK POST THIS CARD SO IT IS VISIBLE FROM THE STREET Inspector of Plumbing Inspector of Wiring D.P.W. Building Inspector T�zr.4h 71A`/G6 t id�ylG /Zojoci� t Underground:�Y�,�.Q7 Service: k1/(o1Olr AU,,C Meter: p 05 10( d b Footings: Rough ,.3 0! ough: ��3/�7��� House# Foundation: l� p�' 01 I 0b GNA(s Driveway Final: Final:)' �� Final: R�'l� Rough Frame:�i 1T y'if•D 7 -aZ�P�i Gas: Fire Department Fireplace/Chimney: OK o2(401 cow t Rough:. . Oil: Insulation: ��Rf7AL o k sll•q•07 Ile 71; Au 6K i-d o7 l�inal:j�-��.� Smoke: - �. / Final:431-1, I2- i0ld? Loc,11s �N,+J¢1NIS�6p �3�,FMEN THIS PERMIT MAY BE REVOKED BY THE CITY OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AND REGULATIONS. Certificate of Occu anc ( Si nature: FeeType: Date Paid: Amount: Building 6/6/2006 0:00:00 $4044.707423 t-1Ni5R(NCy THE BAS(M-(NY vvlLl, kQQiR,t A 066 13LMLf)tNS P6P-AAk 212 Main Street,Phone(413) 587-1240,Fax: (413) 587-1272 Building Commissioner-Anthony Patillo