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32A-109 (4) KeyBuild Structure—2.06[Bad 7] LandyMark58MarketSt-Level 10 10-30-13 ' ktnBeatnhngine 4.600y 8:12am Materials Database 1411 4of4 Member Data Description: CalcG4 Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: U360 live, L/240 total 2.000" max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 16.0 PLF Filename: Q:\LandyMark Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 12' 10.50" 105 42 Live Replacement Uniform(PLF) Top 0' 0.00" 12' 10.50" 120 40 Live Replacement Uniform(PLF) Top 12' 10.50" 21' 9.00" 105 42 Live Replacement Uniform(PLF) Top 21' 9.00" 32' 7.13" 105 42 Live Replacement Uniform(PLF) Top 21' 9.00" 32' 9.00" 120 40 Live Replacement Uniform(PLF) Top 32' 7.13" 32' 9.00" 105 42 Live Point(LBS) Top 12' 9.00" 7 988 Live Point(LBS) Top 12' 9.00" 2155 0 Snow Point(LBS) Top 21'10.50" 6 835 Live Point LBS Top 21' 10.50" 1779 0 Snow 1210 8 810 8 11 O 0 3290 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A N/A 1735# -- 2 12' 10.500" Wall N/A N/A N/A 5489# -- 3 21' 9.000" Wall N/A N/A N/A 4558# -- 4 32' 9.000" Wall N/A N/A N/A 1532# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 1219# 0# 516# 2 2487# 2155# 2007# 3 2123# 1779# 1631# 4 1081# 0# 451# Design spans 12' 5.875" 8'10.500" 10' 7.375" Product: W 5 x 16 (50ksi) PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 4.65'k# 23.51'k# 19% 6.01' Odd Spans D+L Negative Moment 4.24'k# 23.51'k# 18% 12.87' Adjacent 1 D+L Shear 2.35k# 24.05k# 9% 12.86' Adjacent 1 D+L LL Deflection 0.1359" 0.4163" U999+ 6.01' Odd Spans L TL Deflection 0.1901" 0.6245" U788 6.01' Odd Spans D+L 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)1987-2012 by Keymark Enterprises,LLC,ALL RIGHTS RESERVED, K E Y M A R K "Passing is delmad 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 deli n must be reviewed b a ualified desi her or desi n rofessional as re uired forapproval,This desi n assumes roduct installation according to the manufacturer's specifications mpopmw xeyBuihAStructureTm 2.06[Build 7] LandyMark58MarketSt-Level 10 10-30-13 ktnBeaTnEngine 4.600y 8:12am Materials Database 1411 3 of 4 Member Data Description: CaIcG3 Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: U360 live, L/240 total 2.000" max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 16.0 PLF Filename: Q:\LandyMark Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 11' 0.00" 120 40 Live Replacement Uniform(PLF) Top or 0.00" 11' 0.00" 144 48 Live Replacement Uniform(PLF) Top 11' 0.00" 16' 8.00" 144 48 Live Replacement Uniform(PLF) Top 16' 8.00" 19' 10.50" 144 48 Live Replacement Uniform(PLF) Top 19' 10.50" 32' 9.00" 120 40 Live Replacement Uniform(PLF) Top 19' 10.50" 32' 9.00" 144 48 Live Point(LBS) Top 10'10.50" 8 1082 Live Point(LBS) Top 10' 10.50" 2387 0 Snow Point(LBS) Top 20' 0.00" 9 1288 Live Point LBS Top 20' 0.00" 2891 0 Snow 11 O 0 810 8 1210 8 3290 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 or 0.000" Wall N/A N/A N/A 1744# -- 2 11' 0.000" Wall N/A N/A N/A 5671# -- 3 19'10.500" Wall N/A N/A N/A 6808# -- 4 32' 9.000" Wall N/A N/A N/A 1976# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 1267# 0# 477# 2 2592# 2387# 1937# 3 3015# 2891# 2378# 4 1430# 0# 546# Design spans 10' 7.375" 8'10.500" 12' 5.875" Product: W 5 x 16 (50ksi) PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 5.30'k# 23.51'k# 22% 26.74' Odd Spans D+L Negative Moment 4.91'k# 23.51'k# 20% 19.87' Adjacent 2 D+L Shear 2.69k# 24.05k# 11% 19.87' Adjacent 2 D+L LL Deflection 0.1594" 0.4163" U940 26.74' Odd Spans L TL Deflection 0.2167" 0.6245" L/691 26.74' Odd Spans D+L 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)1987-2012 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. K E Y M A R K "Passing is tlefinetl 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 b a ualifietl desi ner or desi n rofessionaI as re wired fora roval.This desi n assumes roduct installation accordin to the manufacturer s s cifications. KeyBuil'SUUCb,,UeT'"2.06[Build 7] LandyNlark58NlarketSt-Level 10 10-30-13 kmBear nWEngine 4.600y 8:12 am Materials Database 1411 2 of 4 Member Data Description: CalcG2 Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, U240 total 2.000"max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 3.3 PLF Filename: QALand Mark Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 8'10.00" -53 -13 Live Replacement Uniform(PLF) Top 0' 0.00" 8' 10.00" 12 3 Live Replacement Uniform(PLF) Top 0' 0.00" 8' 10.00" 27 7 Live Replacement Uniform(PLF) Top 0' 0.00" 8' 10.00" 40 13 Live Point(LBS) Top 0' 5.00" 9 1232 Live Point(LBS) Top 0' 5.00" 2891 0 Snow Point(LBS) Top 8' 5.00" 7 932 Live Point LBS To 8' 5.00" 2155 0 Snow 810 0 Q 810 O Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Girder N/A N/A N/A 4229# -- 2 8' 10.000" Girder N/A N/A N/A 3193# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 325# 2891# 1337# 2 323# 2155# 1038# Design spans 8' 0.000" Product: SPF #2 2 x 6 2 ply PASSES DESIGN CHECKS NOTE:Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 843.'# 1434.'# 58% 4.42' Total Load D+L Negative Moment 506.'# 1434.'# 35% 4.42' Total Load D+L Shear 373.# 1485.# 25% 0.43' Total Load D+L LL Deflection 0.1249" 02667" U768 4.42' Total Load L TL Deflection 0.1667" 0.4000" L/575 4.42' Total Load D+L Control: Positive Moment DOLS: Live=100% Snow--115% Roof--125% Wind=160% This member has been designed in accordance with NDS 2005 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)1987-2012 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. K E Y M A R K "Passing is tlefined 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 tlesi n must be reviewed b a uglier,f tlesi i1 or design professional as required fora approval This design assumes rotluct installation according to the manufacturer s specifications KeyBmll 1�tructureTM 2.06[Build 71 LandyMark58MarketSt-Level 10 10-30-13 h kmBeamcngine 4.600y 7` $:12am Materials Database 1411 ^^'°"" f" 1 of 4 Member Data -- -�- Description: CalcG1 Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: 0360 live, U240 total 2.000" max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 3.3 PLF Filename: 0:\Land Mark Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 7' 11.00" 12 3 Live Replacement Uniform(PLF) Top 0' 0.00" 8'10.00" -53 -13 Live Replacement Uniform(PLF) Top 0' 0.00" 8' 10.00" 27 7 Live Replacement Uniform(PLF) Top 0' 0.00" 8110.001, 40 13 Live Replacement Uniform(PLF) Top 7' 11.00" 8' 10.00" 12 3 Live Point(LBS) Top 0' 5.00" 6 779 Live Point(LBS) Top 0' 5.00" 1779 0 Snow Point(LBS) Top 8' 5.00" 8 1026 Live Point LBS To 8' 5.00" 2387 0 Snow 810 0 O 810 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Girder N/A N/A N/A 2665# -- 2 8' 10.000" Girder N/A N/A N/A 3519# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 321# 1779# 885# 2 323# 2387# 1132# Design spans 8' 0.000° Product: SPF #2 2 x 6 2 ply PASSES DESIGN CHECKS NOTE:Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 843.'# 1434.'# 58%d 4.42' Total Load D+L Negative Moment 506.'# 1434.'# 35% 4.42' Total Load D+L Shear 3734 14851 25% 0.43' Total Load D+L LL Deflection 0.1249" 0.2667" U768 4.42' Total Load L TL Deflection 0.1667" 0.4000" L/575 4.42' Total Load D+L Control: Positive Moment DOLS: live=100% Snow,--115% Roof=125% Wind=160% This member has been designed in accordance with NDS 2005 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)1987-2012 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED, K E Y M A R K "Passing is definetl as when the member,floor joist,beam or girtler,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet. The design n must be reviewed b a valifietl tlesi ner or desi n rofessional as re uired for ao royal.This tlesi n assumes rotluct installation accortlin to the manufacturer s s ecificafions. KeyBmld sriuctVeTM 2.06[Build 71 LandyMark58MarketSt-Level 12 10-30-13 kmBeamEngine 4.600y 12:53 pm Materials Database 1411 4 of 4 Member Data Description:Calcl35 Member Type: Beam Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00/12 Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBCIIRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total 2.000"max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 7.1 PLF Filename: Q:\LandyMark Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 8' 6.00" 5 1 Snow Replacement Uniform(PLF) Top 0' 0.00" 8' 6.00" 21 7 Snow Point(LBS) Top 4' 10.00" 7 860 Live Point(LBS) To 4' 10.00" 2170 0 Snow ". _r r- 1p [ ` =N-.�.,w, s, m t„ eF w a p _ c 5. .m ;✓, In 860 O 8 6 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A NIA 1.500" 1462# -- 2 8' 6.000" Wall N/A N/A 1.500" 1896# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 3# 1032# 430# 2 4# 1343# 553# Design spans 8' 1.750" Product: 1-3/4x7-1/4 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 6371.'# 9634.'# 66% 4.83' Total Load D+S Shear 18721 55441 33% 7.92' Total Load D+S TL Deflection 0.2754" 0.4073" U354 4.25' Total Load D+S LL Deflection 0.1956" 0.2715" U499 4.25' Total Load S Control: LL Deflection DOLS: Live=100% Snow--115% Roof=125% Wind=160% 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)1987-2012 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. K E Y M A R K "Passing is tlefnetl as when the member,floor joist,beam or girder,shown on this drawing meets applicable tlesign criteria for Loads,Loading Conit g,s,antl Spans listed on this sheet. The desi i must be reviewetl 1h a ualified tlesi ,e or desi n rofessional as re wired fora royal.This desi n assumes rod accordin to the manufacturer's s ecifications. KeyBuild SlructureTM 2.06[Build 71 LandyMark58MarketSt-Level 12 10-30-13 kmBeamEngine 4.600y Materials Database 1411 12:53pm 3 of 4 Member Data Description:CaIcB4 Member Type: Beam Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBCIIRC Live Load: 0 PLF Deflection Criteria: U360 live, U240 total 2.000" max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 7.1 PLF Filename: Q:\LandyMark Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 8' 6.00" 5 1 Snow Replacement Uniform(PLF) Top 0' 0.00" 8' 6.00" 21 7 Snow Point(LBS) Top 3' 8.00" 6 745 Live Point(LBS) To 3' 8.00" 1905 0 Snow ''s.�L .7 ;° era 4,sk' � k�` 1€ '[ ,�fh `'a 8 6 0 O 8 6 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 1679# - 2 8' 6.000" Wall N/A N/A 1.500" 1300# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 4# 1191# 488# 2 3# 919# 381# Design spans 8' 1.750" Product: 1-3/4x7-1/4 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 5614.'# 9634.'# 58% 3.67' Total Load D+S Shear 1655.# 5544.# 29% 0.19' Total Load D+S TL Deflection 0.2431" 0.4073" U402 4.25' Total Load D+S LL Deflection 0.1730" 0.2715" U564 4.25' Total Load S Control: LL Deflection DOLs: Live=100% Snow----115% Roof=125% Wind=160% Manufacturers installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners Copyright(C)1987-2012 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. KEYMARK "Passing is defined as when the member,floor joist,beam or giber,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet. The desi n must be reviewed b a ualifietl tlesi ner or desi n rofessional as re wired fora roval.This design assumes product installation according to the manufacturer's specifications. xeysnild structure'"'2.06[Build 71 LandyMark58MarketSt-Level 12 10-30-13 kmBgamEngine 4.600y Materials Database 1411 12:2 of 4 Member Data Description: CalcB3 Member Type: Beam Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00/12 Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, U240 total 2.000" max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 9.4 PLF Filename: Q:\LandyMark Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 8' 5.50" 21 7 Snow Replacement Uniform(PLF) Top 0' 0.00" 8' 5.50" 21 7 Snow Point(LBS) Top 3' 7.75" 16 2052 Live Point(LBS) To 3' 7.75" 5047 0 Snow d„� t s Ii p a� € sir u �g ff 8 5 8 0 8 5 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.651" 4334# - 2 8' 5.500" Wall N/A N/A 1.500" 3257# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 9# 3065# 1269# 2 7# 2299# 958# Design spans 7' 8.250" Product: 1-3/4x9-1/2 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 13790.'# 16051.'# 85% 3.65' Total Load D+S Shear 4283.# 7265.# 58% 0.4' Total Load D+S TL Deflection 0.2345" 0.3844" U393 4.23' Total Load D+S LL Deflection 0.1660" 0.2563" U555 4.23' Total Load S Control: Positive Moment DOLS: Live=100% Snow--115% Roof=125% Wind=160% 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)1987-2012 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. KEYMARK —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 desi n must be reviewed b a ualified desi ner or desi n rofessional as required for approval.This design assumes product installation according to the manufacturer's s eciflcations. xeypId Struct uil t,reTM 2.06[Bd 71 LandyMark58MarketSt-Level 12 10-30-13 krriLL nEngine 4.600y 1 of Materials Database 1411 12: 1 of 4 Member Data Description: CalcB2 Member Type: Beam Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 0.00/12 Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: U360 live, L/240 total 2.000" max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 9.4 PLF Filename: Q:\LandyMark Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 8' 5.50" 21 7 Snow Replacement Uniform(PLF) Top 0' 0.00" 8' 5.50" 21 7 Snow Point(LBS) Top 4' 9.75" 13 1694 Live Point(LBS) To 4' 9.75" 4166 0 Snow 3 8 5 8 0 8 5 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 2732# -- 2 8' 5.500" Wall N/A N/A 1.500" 3621# - Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 6# 1926# 806# 2 8# 2558# 1063# Design spans 7' 8.250" Product: 1-3/4x9-1/2 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 11466.'# 16051.'# 71% 4.81' Total Load D+S Shear 35704 7265.# 49% 7.3' Total Load D+S TL Deflection 0.1954" 0.3844" 0472 4.23' Total Load D+S LL Deflection 0.1383" 0.2563" U667 4.23' Total Load S Control: Positive Moment DOLs: Live=100% Snow--115% Roof=125% Wind=160% 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)1987-2012 by Keymark Enterprises,LLC,ALL RIGHTS RESERVED. K E Y M A R K —Passing is defined=the 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 desi n must be reviewetl b a ualitied desi ner or de n rofessional as re uired fora royal.This desi n assumes roduct installation accordin to the manufacturer's specifications, xeyBuiid StruetureT"r 2.06[Build 7] LandyMark58MarketSt-Level 8 10-30-13 kmBeamEngine 4.600y Materials Database 1411 8:04am 6of7 Member Data Description: CalcG5 Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: U360 live, L/240 total 2.000"max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 19.0 PLF Filename: Q:\LandyMark Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 13' 4.50" 120 40 Live Replacement Uniform(PLF) Top 0' 0.00" 13' 6.00" 126 42 Live Replacement Uniform(PLF) Top 13' 4.50" 26' 3.00" 120 40 Live Replacement Uniform(PLF) Top 13' 6.00" 26' 3.00" 61 20 Live Replacement Uniform(PLF) Top 26' 3.00" 32' 9.00" 120 40 Live Replacement Uniform(PLF) Top 26' 3.00" 32' 9.00" 126 42 Live Point(LBS) Top 0' 4.63" 1116 458 Live Point(LBS) Top 11' 0.00" 1779 0 Snow Point(LBS) Top 11' 0.00" 2194 1630 Live Point(LBS) Top 13' 4.50" 207 176 Live Point(LBS) Top 19'10.50" 2155 0 Snow Point(LBS) Top 19'10.50" 2565 2006 Live Point(LBS) Top 26' 4.50" 207 176 Live Point LBS Top 32' 4.38" 1254 522 Live ( n� 11 0 O A 810 8 © 1210 8 I 3290 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A N/A 3202# -- 2 11' 0.000" Wall N/A N/A N/A 7921# -- 3 19' 10.500" Wall N/A N/A N/A 8878# -- 4 32' 9.000" Wall N/A N/A N/A 3694# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 2296# 0# 906# 2 5152# 1779# 2722# 3 5415# 2155# 3201# 4 2603# 0# 1091# Design spans 10' 7.375" 8'10.500" 12' 5.875" Product: W 5 x 19 (50ksi) PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 5.29'k# 28.05'k# 18% 26.74' Odd Spans D+L Negative Moment 4.95'k# 28.05'k# 17% 19.88' Adjacent 2 D+L Shear 2.33k# 27.81k# 8% 19.88' Adjacent 2D+L LL Deflection 0.1196" 0.4163" L/999+ 26.38' Odd Spans L All product names are trademarks of their respective owners / Copyright(C)1987-2012 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. K E Y M A R K "Passing is defined as when the member,floor joist,beam or girder,shown on this tlrawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet. The des n must be reviewed b a ualified desi ner or desi n rofessional as re ui d fora royal.This desi n assumes roduct installation accordin to the manufacturer s s ecifications. xeyBuild strueture"m 2.06[Bad 7] LandyMark58MarketSt-Level 8 10-30-13 kmBeamEngine 4.600y Materials Database 1411 8'04am 5 of 7 Member Data Description: CaIcG4 Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: U360 live, U240 total 2.000" max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 5.4 PLF Filename: Q:\LandyMark Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 4' 0.50" 27 7 Live Replacement Uniform(PLF) Top 0' 0.00" 8' 5.00" -53 -13 Live Replacement Uniform(PLF) Top 0' 0.00" 8' 5.00" 27 7 Live Replacement Uniform(PLF) Top 0' 0.00" 8' 5.00" 40 13 Live Replacement Uniform(PLF) Top 4' 0.50" 8' 5.00" 27 7 Live Point(LBS) Top T1111.00" 386 218 Live Point(LBS) Top 8' 0.38" 497 0 Snow Point LBS To 8' 0.38" 188 506 Live 3 fib, == i.r ntin �1-fir ' t s .'1 }�T -. 8 5 O ,(D ® , i 8 5 O Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Girder N/A N/A N/A 804# -232# 2 8' 5.000" Wall N/A N/A 1.500" 1642# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 564# 0# 240# 2 721# 497# 729# Design spans 7' 7.375" Product: 1-3/4x5-1/2 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS NOTE:Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2047.'# 4971.'# 41% 3.92' Total Load D+L Negative Moment 443.'# 4971.'# 8% 4.22' Total Load D+L Shear 7474 3657.# 20% 0.43' Total Load D+L TL Deflection 0.1958" 0.3807" U466 4.22' Total Load D+L LL Deflection 0.1354" 0.2538" U674 4.22' Total Load L Control: LL Deflection DOLS: Live=100% Snow--115% Roof=125% Wind=160% 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. J All product names are trademarks of their respective owners Copyright(C)1987-2012 by Keymark Enterprises,LLC,ALL RIGHTS RESERVED. KEYMARK "Passing is definetl as when the member,floor joist,beam or girtler,shown on this drawing meets applicable design criteria for Loatls,Loading Conditions,and Spans listed on this sheet. The design must be reviewed b a ualified desi ner or desi n rofessional as re uiretl fora 'oval.This desi n assumes roduct installation accortlin to the manufacturer s s ecifications. xeyBuila StrUCtureTM 2.06[Build 71 LandyMark581ivlarketSt-Level 8 10-30-13 kmBeamEngine 4.600y Materials Database 1411 8:04am 4of7 Member Data Description: CalcG3 Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total 2.000" max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 5.4 PLF Filename: Q:\LandyMark Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 4' 4.50" 27 7 Live Replacement Uniform(PLF) Top 0' 0.00" 8' 5.00" -53 -13 Live Replacement Uniform(PLF) Top 0' 0.00" 8' 5.00" 27 7 Live Replacement Uniform(PLF) Top 0' 0.00" 8' 5.00" 40 13 Live Replacement Uniform(PLF) Top 4' 4.50" 8' 5.00" 27 7 Live Point(LBS) Top 0' 4.63" 497 0 Snow Point(LBS) Top 0' 4.63" 188 506 Live Point LBS To 4' 6.00" 386 218 Live ., w' - „e 8 5 0 8 5 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 1642# -- 2 8' 5.000" Girder N/A N/A N/A 804# -232# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 721# 497# 729# 2 564# 0# 240# Design spans 7' 7.375" Product: 1-3/4x5-1/2 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS NOTE:Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2047.'# 4971.'# 41% 4.5' Total Load D+L Negative Moment 443.'# 4971.'# 8% 4.19' Total Load D+L Shear 7474 36574 20% 7.62' Total Load D+L TL Deflection 0.1959" 0.3807" L/466 4.19' Total Load D+L LL Deflection 0.1354" 0.2538" L/674 4.19' Total Load L Control: LL Deflection DOLS: Live=100% Snow--115% Roof=125% Wind=160% 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)1987-2012 by Keymark Enterprises,LLC,ALL RIGHTS RESERVED. K E Y M A R K "Passing is tlefined as when the member,floorimst,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet. The desi n must be reviewed b a ualifietl deli ner or desi n rofessional as re wired fora royal.This desi n assumes rotluct installation according to the manufacturer's specifications, xeyBuild struetUeT-2.06(Build 71 LandyMark58MarketSt-Level 8 10-30-13 kmBeamEngine 4.600y Materials Database 1411 8:04am 3 of 7 Member Data Description: CalcG2 Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, U240 total 2.000"max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 8.1 PLF Filename: Q:\LandyMark Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform PLF Top 0' 0.00" 13' 3.00" 61 20 Live 'S `.,. .,f.y j . ` q d 1330 O 13 3 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Girder N/A N/A N/A 567# -- 2 13' 3.000" Girder N/A N/A N/A 567# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 386# 180# 2 386# 180# Design spans 12' 9.000" Product: 1-3/4x5-1/2 VERSA-LAM 2.0 3100 SP 3 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1807.'# 7755.'# 23% 6.62' Total Load D+L Shear 5261 54861 9% 0.26' Total Load D+L TL Deflection 0.3632" 0.6375" L/421 6.62' Total Load D+L LL Deflection 0.2476" 0.4250" U617 6.62' Total Load L Control: LL Deflection DOLS: Live=100% Snow--115% Roof--125% Wind=160% 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 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)1987-2012 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. K E Y M A R K "Passing is defined as when the member,floor joist,beam of girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet. The tlesi n must be reviewed b a ualifietl desi ner or desi n rofessional as re uiretl fora royal.This deli n assumes roduct installation accortlin to the manufacturer s s ecifications. KeyBudil StructureTm 2.06[Build 7] LandyMark58MarketSt-Level 8 10-30-13 kmBeamEngine 4.600y Materials Database 1411 8:04am 2 of 7 Control: LL Deflection Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table -J- All product names are trademarks of their respective owners Jr' Copyright(C)1987-2012 by Keymark Enterprises,LLC,ALL RIGHTS RESERVED, K E Y M A R K "Passing is defined as when the member,floor joist,beam of girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet. The desi n must be reviewed by a qualified designer or design professional as required for approyal.This design assumes product installation according to the manufacturer's specifications. KeyBnilti Slr,,:u -2.06lBuild 7l Lan dyM ark 58MarketSf-Level 8 ��� 10-30-13 •' kmBeamEngine 4.600y Materials Database 1411 � 8:04arn 1 of 7 Member Data .m• ,. -w- '" '� Description: CalcG1 Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: U360 live, U240 total 2.000" max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 19.0 PLF Filename: Q:\LandyMark Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 6' 6.00" 120 40 Live Replacement Uniform(PLF) Top 0' 0.00" 6' 6.00" 144 48 Live Replacement Uniform(PLF) Top 6' 6.00" 19' 4.50" 120 40 Live Replacement Uniform(PLF) Top 6' 6.00" 19' 4.50" 144 48 Live Replacement Uniform(PLF) Top 19' 4.50" 32' 9.00" 120 40 Live Replacement Uniform(PLF) Top 19' 4.50" 32' 9.00" 144 48 Live Point(LBS) Top 0' 4.63" 1471 553 Live Point(LBS) Top 12' 10.50" 2891 0 Snow Point(LBS) Top 12'10.50" 3106 2378 Live Point(LBS) Top 21' 9.00" 2387 0 Snow Point(LBS) Top 21' 9.00" 2675 1937 Live Point LBS Top 32' 4.38" 1309 485 Live A AT 1210 8 810 8 11 0 0 3290 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A N/A 4005# - 2 12' 10.500" Wall N/A N/A N/A 10863# -- 3 21' 9.000" Wall N/A N/A N/A 9184# -- 4 32' 9.000" Wall N/A N/A N/A 3538# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 2901# 0# 1104# 2 6670# 2891# 3692# 3 5839# 2387# 3015# 4 2577# 0# 961# Design spans 12' 5.875" 8'10.500" 10' 7.375" Product: W 5 x 19 (50ksi) PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 5.28'k# 28.05'k# 18% 6.01' Odd Spans D+L Negative Moment 5.49'k# 28.05'k# 19% 12.88' Adjacent 1 D+L Shear 2.75k# 27.81 k# 9% 12.86' Adjacent 1 D+L LL Deflection 0.1297" 0.4163" L/999+ 6.49' Odd Spans L TL Deflection 0.1747" 0.6245" L/857 6.01' Odd Spans D+L All product names are trademarks of their respective owners Copyright(C)1987-2012 by Keymark Enterprises,LLC,ALL RIGHTS RESERVED. K E Y M A R K "Passing is definetl as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loatling Conditions,antl Spans listed on this sheet. The deli n Most be reviewed b a ualified desi ner or deli n rofessional as re,re,fora roval.This desi n assumes roduct installation acc..,n' to the manufacturer's s ecifications. KeyBuild struotureTm2.06[Build 7] LandyMark58MarketSt-Level 6 10-30-13 ` kruBeamEngine 4.600y Materials Database 1411 8:01 am 6of6 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)1987-2012 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. K E Y M A R K "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 qualified designer or design professional as required for approval,This design assumes prLduct installation according to the manufacturer's specifications. xeyBuild StWCtmeTM 2.06[Build 71 LandyMark58N1arketSt-Level 6 10-30-13 kmBeamEngine 4.600y Materials Database 1411 8:0 1 and 5 of 6 Member Data Description:CalcG5 Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: U360 live, L/240 total 2.000"max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 19.0 PLF Filename: Q:\LandyMark Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 6' 6.00" 168 42 Live Replacement Uniform(PLF) Top 0' 0.00" 32' 9.00" 160 40 Live Replacement Uniform(PLF) Top 6' 6.00" 19' 3.00" 81 20 Live Replacement Uniform(PLF) Top 19' 3.00" 32' 9.00" 168 42 Live Point(LBS) Top 0' 4.63" 2641 1080 Live Point(LBS) Top 6' 4.50" 276 176 Live Point(LBS) Top 12' 10.50" 2155 0 Snow Point(LBS) Top 12' 10.50" 5500 3166 Live Point(LBS) Top 19' 4.50" 276 176 Live Point(LBS) Top 21' 9.00" 1779 0 Snow Point(LBS) Top 21' 9.00" 5227 2688 Live Point LBS Top 32' 4.38" 2335 901 Live T T 1210 8 810 8 11 0 0 9 ® © ®, 3290 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A N/A 6088# -- 2 12' 10.500" Wall N/A N/A N/A 13660# -- 3 21' 9.000" Wall N/A N/A N/A 12951# -- 4 32' 9.000" Wall N/A N/A N/A 5257# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 4439# 0# 1649# 2 9300# 2155# 4360# 3 9170# 1779# 3781# 4 3908# 0# 1349# Design spans 12' 5.875" 8'10.500" 10' 7.375" Product: W 5 x 19 (50ksi) PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 6.52'k# 28.05'k# 23% 6.01' Odd Spans D+L Negative Moment 6.11'k# 28.05'k# 21% 12.88' Adjacent 1 D+L Shear 2.86k# 27.81 k# 10% 12.86' Adjacent 1 D+L LL Deflection 0.1595" 0.4163" L/939 6.01' Odd Spans L TL Deflection 0.2083" 0.6245" L/719 6.01' Odd Spans D+L All product names are trademarks of their respective owners Copyright(C)1987-2012 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. K E Y M A R K "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 b a ualilied desi ner or desi n rofessional as re wired for a royal.This desi n assumes mcl installation acwrdin to the manufacturer's specific S. KeyBuila structureT"'2.06[Build 7] LandyMark58MarketSt-Level 6 10-30-13 ` kmBeamEngine 4.600y Materials Database 1411 8:01 and 4of6 Member Data Description:CalcG4 Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: U360 live, U240 total 2.000" max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 5.4 PLF Filename: Q:\LandyMark Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 4' 4.50" 27 7 Live Replacement Uniform(PLF) Top 0' 0.00" 8' 5.00" 27 7 Live Replacement Uniform(PLF) Top 4' 4.50" 8' 5.00" 27 7 Live Point(LBS) Top 0' 4.63" 180 160 Live Point(LBS) Top 0' 4.63" 497 172 Snow Point(LBS) Top 0' 4.63" 456 596 Live Point LBS To 4' 6.00" 515 218 Live t ;d 8 5 O Q 8 5 O Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 2279# -- 2 8' 5.000" Girder N/A N/A N/A 671# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 1076# 497# 1100# 2 482# 0# 189# Design spans 7' 7.375" Product: 1-3/4x5-1/2 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS NOTE:Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1906.'# 4971.'# 38% 4.5' Total Load D+L Shear 638.# 3657.# 17% 7.62' Total Load D+L TL Deflection 0.1751" 0.3807" U521 4.19' Total Load D+L LL Deflection 0.1251" 0.2538" L/730 4.19' Total Load L Control: LL Deflection DOLs: Live=100% Snow--115% Roof=125% Wind=160% 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)1987-2012 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. K E Y M A R K `"Passing is define as when the member,floor joist,beam or girder,shown on this tlrawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet. The design must be reviewed b a ualified desi ner or desi n rofessional as re wired fora roval.This desi n assumes rotluct installation accortlin [o the manufacturer's specifications. Keyf3al Structuret-2.06[Build 71 LandyMark58MarketSt-Level 6 10-30-13 ' kmBeamEngine 4.600y Materials Database 1411 8:01 and 3 of 6 Member Data Description: CalcG3 Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBCIIRC Live Load: 0 PLF Deflection Criteria: U360 live, U240 total 2.000" max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 5.4 PLF Filename: Q:\LandyMark Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 4' 0.50" 27 7 Live Replacement Uniform(PLF) Top 0' 0.00" 8' 5.00" 27 7 Live Replacement Uniform(PLF) Top 4' 0.50" 8' 5.00" 27 7 Live Point(LBS) Top 3' 11.00" 515 218 Live Point(LBS) Top 8' 0.38" 180 160 Live Point(LBS) Top 8' 0.38" 497 172 Snow Point LBS To 8' 0.38" 456 596 Live - 8 5 0 Q 8 5 O Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Girder N/A N/A N/A 671# -- 2 8' 5.000" Wall N/A N/A 1.500" 2279# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 482# 0# 189# 2 1076# 497# 1100# Design spans 7' 7.375" Product: 1-31US-112 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS NOTE:Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1906.'# 4971.'# 38% 3.92' Total Load D+L Shear 638.# 36571 17% 0.43' Total Load D+L TL Deflection 0.1751" 0.3807" U521 4.22' Total Load D+L LL Deflection 0.1251" 0.2538" U730 4.22' Total Load L Control: LL Deflection DOLS: Live=100% Snow--115% Roof=125% Wind=160% 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)1987-2012 by Keymark Enterprises,LLC,ALL RIGHTS RESERVED. KEYMARK "Passing is defined as when the member,floor joist,Deam or girtler,shown on this drawing meets applicable design criteria for Loads,loading Conditions,and Spans listed on this sheet. The design must be reviewed b a ualifietl desi ner or tlesi n rofessional as re wired fora mval.This desi n assumes roduct installation accordin to the manufacturer's s ecifications. xeyBuila strnctureTM 2.06[Build 7] LandyMark58MarketSt-Level 6 10-30-13 kmBeamEngine 4.600y Materials Database 1411 8:01 am 2of6 Member Data Description:CalcG2 Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, U240 total 2.000" max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 8.1 PLF Filename: Q:\LandyMark Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform PLF Top 0' 0.00" 13' 3.00" 81 20 Live 4'­',.,y., Vii _ i I+s` 13 3 0 i 13 3 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Girder N/A N/A N/A 696# -- 2 13' 3.000" Girder N/A N/A N/A 696# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 515# 180# 2 515# 180# Design spans 12' 9.000" Product: 1-3/4x5-1/2 VERSA-LAM 2.0 3100 SP 3 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2218.'# 77554 28% 6.62' Total Load D+L Shear 646.# 5486.# 11% 0.26' Total Load D+L TL Deflection 0.4458" 0.6375" U343 6.62' Total Load D+L LL Deflection 0.3302" 0.4250" U463 6.62' Total Load L Control: LL Deflection DOL& Live=100% Snovv--115% Roof=125% Wind=160% 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 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)1987-2012 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. K E Y M A R K "Passing is definetl as when the member,floor joist,beam or girtler,shown on Ihis drawing meets applicable design criteria for Loatls,Loading Cond ris,and Spans lisletl on this sheet. The design must be reviewed b a ualified desi ner or desi n rofessional as re uiretl fora royal.This tlesi n assumes roduct installation accordin to the manufacturer s s ecifications. KeyBuild StmctlueTM 2.06[Bad 71 LandyMark58Market$k Level 6 - ]0-30-13 kmBeamEngine 4.600y , Materials Database 1411 f �' � 8:01 am 1 of 6 Member Data---- -- Descriptio :Cal G1 ° Member Type: Girder Application: Floor Comment= Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, U240 total 2.000" max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 19.0 PLF Filename: Q:\LandyMark Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 32' 9.00" 160 40 Live Replacement Uniform(PLF) Top 0' 0.00" 32' 9.00" 192 48 Live Point(LBS) Top 0' 4.63" 2618 957 Live Point(LBS) Top 11' 0.00" 2387 0 Snow Point(LBS) Top 11' 0.00" 5920 2983 Live Point(LBS) Top 19' 10.50" 2891 0 Snow Point(LBS) Top 19' 10.50" 6760 3655 Live Point LBS Top 32' 4.38" 2943 1095 Live A T ------L�L 11 0 0 ® 810 8 © 1210 8 9 , ,r 32 90 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A N/A 5742# -- 2 11' 0.000" Wall N/A N/A N/A 14200# -- 3 19'10.500" Wall N/A N/A N/A 16480# -- 4 32' 9.000" Wall N/A N/A N/A 6495# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 4308# 0# 1433# 2 10138# 2387# 4062# 3 11512# 2891# 4968# 4 4849# 0# 1647# Design spans 10' 7.375" 8'10.500" 12' 5.875" Product: W 5 x 19 (50ksi) PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. NOTE:Pass-thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 6.57'k# 28.05'k# 23% 26.74' Odd Spans D+L Negative Moment 6.83'k# 28.05'k# 24% 19.88' Adjacent 2 D+L Shear 3.41 k# 27.81 k# 12% 19.88' Adjacent 2D+L LL Deflection 0.1729" 0.4163" L/866 26.74' Odd Spans L TL Deflection 0.2180" 0.6245" U687 26.74' Odd Spans D+L 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)1987-2012 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. K E Y M A R K "Passing is defined as when the member,floor joist,beam or girder,shown on this Ira,, meets applicable design criteria for Loads,Loading'end'n's,antl Spans listed on this sheet. The desi n must be reviewetl b a ualih d desi ner or desi n ro'essional as re uired fora royal.This desi n assumes roduct installation accordin to the manufacturer's s ecifications. National Gypsum Company,Drywall,Cement Board,Gypsum Board,F... http://www.nationalgypsum.conVresources/faqs/gypboard.htm X gypsum board,which is typically required to achieve fire resistance ratings,is formulated by adding noncombustible fibers to the gypsum. These fibers help maintain the integrity of the core as shrinkage occurs, providing greater resistance to heat transfer during fire exposure. To receive the"Type X"designation under ASTM C 36,a gypsum board product must be shown to achieve not less than a one-hour fire resistance rating for 5/8"board or a 3/4-hour fire resistance rating for 1/2"board applied in a single layer,nailed on each face of load-bearing wood framing members,when tested in accordance with the requirements of ASTM E 119, Methods of Fire Test of Building Constructions and Materials. Additionally,the Gypsum Association requires 1/2"Type X gypsum board be shown to achieve a one-hour fire resistance rating when applied to a Floor ceiling system,as described by GA File Number FC 5410,in GA 600,the Gypsum Association Fire Resistance Design Manual. <BACK TO TOP What's the difference between Gold Bond@ Fire-Shield®and Gold Bond Fire-Shield C Gypsum Board? For additional fire protection,National Gypsum Company manufactures Gold Bond Fire-Shield C products.Fire-Shield C products are formulated with a mineral core additive that expands when subjected to heat,which aids in holding the gypsum board together during fire exposure. Fire-Shield C Gypsum Board meets the Gypsum Association description of Improved Type X Gypsum Board—"specially formulated gypsum board,meeting all the requirements of Type X gypsum board,with additional properties to further enhance the fire resistive characteristics of the use of the product in some proprietary systems." Gold Bond Fire-Shield C Gypsum Board may be used in designs requiring Fire-Shield (Type X core)of equal thickness,but Fire-Shield(Type X core) may not be substituted in designs that utilize Fire-Shield C(Improved Type X). Gold Bond Fire-Shield is available in 5/8"thickness.Gold Bond Fire-Shield C is available in 1/2"or 5/8"thickness. <BACK TO TOP What type of gypsum board would you recommend for use on the walls and ceiling of my indoor swimming enclosure? None.Gypsum board(including green board)is NOT recommended for use where there will be direct exposure to water or continuous high humidity conditions such as found in saunas,steam rooms,gang shower rooms or swimming pool enclosures,per ASTM C89O.A cementatious tile backer,such as PermaBase @,or the use of a Portland cement based plaster system should be considered. <BACK TO TOP My home was in a flood and the gypsum board in my basement was exposed to flood water.Do I have to replace the gypsum board in my basement? Yes,gypsum board that has been soaked by floodwater can be a permanent health hazard.When the gypsum board finally dries,there will still be mud and contaminants dried inside and to the gypsum board. •BACK TO TOP •BACK TO FAO LIST HOME I CONTACT US I PRIVACY NATIONAL GYPSUM 1 704.365.7300 1 TECHNICAL INFORMATION 1-800-NATIONAL NATIONALGYPSUM.COM I ESPANOL a RXnaft&GYP"P*DDExrxs,UL M1,2011 2 of 11/12/2013 3:29 PM National Gypsum Company,Drywall, Cement Board,Gypsum Board,F... http://www.nationalgypsuTn.com/resources/faqs/gypboard.htm Naffo Gypsum a ter Products Resources MSDS Specs Submittals! Sales Terms LEED-GPS Continuing Education Sustainability About Us,, News Careers Resources Gypsum Board Frequently Asked Questions FAQ Index 1-800-National Callers to our 1-800-NATIONAL(g)Technical Assistance Hotline frequently ask Hi-Abuse XP and Hi-Impact XP Construction Services the following questions about gypsum board: PermaBase Cement Board Construction Guides Gypsum Board Gypsum Board Veneer Plaster Customer Links ■ What is the"R"Value for gypsum board? Gypsum Board Systems Details/Drawings ■ What's the difference between"regular"and'Type X"avosum board? Technical Information What's the difference between Gold BondM Fire-Shield0 and Gold Bond ■ Fire-Shield C Gypsum Board? Sales Terms/Wartanties ■ What type of gypsum board would you recommend for use on the walls YQU and ceiling of my indoor swimming enclosure? NGC Videos My home was in a flood and the ovosum board in my basement was ■ exposed to flood water.Do I have to reolace the gvosum board in my W3Download NGC app basement? from your smartphone My NGC Proiects What is the"R"Value for gypsum board? For purposes of calculating"U"values,the"C"factor for 1"gypsum board is 1.2; Resistance"R"for 3/8"board is 0.32;for 1/2"board 0.45;for 5/8" board 0.56;and for 1"board 0.83. <BACK TO TOP y"b What's the difference between"regular"and"Type X"gypsum board? ASTM C 36 designates two types of gypsum board,regular and Type X.Type 1 of2 11/12/2013 3:29 PM Unit 2 Third Floor: - The Primary Egress Door can be reached through descending the central staircase to the Second Floor. Please accept this portion of the Egress Scheme due to: • The distance between the two staircases at the Second Floor is less than 5'. • Following R311.7.5: "There shall be a floor or landing at the top and bottom of each stairway. A flight of stairs shall not have a vertical rise larger than 12 feet". Please consider this short distance a "floor or landing". - The Secondary Egress Door is at the opposite side of the unit. Following R311.2 (MA Amendment)the doorway will provide at least 28"W clear opening. - In order to reach the Secondary Egress Door an occupant may need to travel through Bedroom 3 to the Rear Balcony. Therefor: • Following R311.2 (MA Amendment) both Bedroom 3 doorways will provide at least 28"W clear opening. • Following R311.2, the interior door shall be readily openable from both sides "without the use of a key or special knowledge or effort" (i.e. no lock, or a `privacy lock' operable from both sides). Should this explanation require any clarification please let me know. I'll gladly provide additional information. Thank you very much, Jonathan Fogelson Home: 413-585-5965 Cell: 215-869-6377 November 18. 2013- Florence, MA To: Charles Miller, Northampton Building Department CC: Mark Landy, Mark Landy Design Build RE: Egress Scheme Approval Request- 'Compliance Variance' for 58 Market Street Thank you for the ongoing communication and support of the building permit application for 58 Market Street, above and beyond the call of duty. Please be so kind as to accept this request for approval of the proposed egress scheme as part of the redesign of the property. Please consider referring to Sheet 1 of 1 "Life Safety Diagram" of the 24"x36" drawing set in order to complement this text with visual reference. Unit 1 First Floor: - The Primary Egress Door is at the east side of the unit at the living/dining space. Following R311.2 (MA Amendment)the doorway will provide at least 32"W clear opening. - The Secondary Egress Door is at the opposite side of the unit. Following R311.2 (MA Amendment)the doorway will provide at least 28"W clear opening. - In order to reach the Secondary Egress Door an occupant may need to travel through Bedroom 1 to the Rear Balcony. Therefor: ■ Following R311.2 (MA Amendment) both Bedroom 1 doorways will provide at least 28"W clear opening. ■ Following R311.2, the interior door shall be readily openable from both sides "without the use of a key or special knowledge or effort" (i.e. no lock, or a 'privacy lock' operable from both sides). Unit 2 Second Floor: - The Primary Egress Door is at the east side of the unit, at the bottom of the staircase along the south edge of the unit. Following R311.2 (MA Amendment)the doorway will provide at least 32"W clear opening. - The Secondary Egress Door is at the opposite side of the unit. Following R311.2 (MA Amendment)the doorway will provide at least 28"W clear opening. - In order to reach the Secondary Egress Door an occupant may need to travel through Bedroom 1 to the Rear Balcony. Therefor: • Following R311.2 (MA Amendment) both Bedroom 1 doorways will provide at least 28"W clear opening. • Following R311.2, the interior door shall be readily openable from both sides "without the use of a key or special knowledge or effort" (i.e. no lock, or a `privacy lock' operable from both sides). - A Tertiary Egress path is provided as well through Bedroom 2's doorway to the Rear Balcony, which will be: • At least 28"W clear opening. • Readily openable from inside the dwelling "without the use of a key or special knowledge or effort". • At Building Dept.s' recommendation, the door from inside to Bedroom 2 can be openable from both sides as well (similar to Bedroom 1). It is already at least 28"W clear. His NOV 1 42013 n" l Electric'. - - ,.gin I Nov. 5, 2013 HERSF' Preliminary HERS Rating Confirmation To whom it may concern, This note affirms that the new construction project at the address below has passed the Stretch Code performance and 2009 IECC mandatory requirements in the pre-construction phase. This was determined with a `preliminary HERS Rating' completed with the specifications and building plans presented by the owner. Midpoint inspections and a final `confirmed HERS Rating' will be completed and submitted to your office. Owner: Jonathan "Yonatan" Fogelson Project address: 58 Market St. Northampton, MA Preliminary HERS index UNIT 1 : 61 Preliminary HERS index UNIT 2 : 59 Stretch Code requirements: 70 Thank you, Adin Maynard �UNIT2 VOI.Mn_14,296 Certified HERS Rater Rater ID#: ERM_022 RESNET Provider: Energy Raters of Mass e UNIT I VolumE 6,246 CF 12 Perkins Ave. Northampton, MA 01060 1 413.658.8784 1 info(d-WHefficiency.com I HHefficiency.com Zoning Board of Appeals -Decision City of Northampton Hearing No.: ZBA-2014-0007 Date: October 29, 2013 APPLICATION TYPE SUBMISSION DATE Residential Finding I 10/1/2013 Applicant's Name: Owner's Name: NAME: NAME: 58 MARKET LLC 58 MARKET LLC ADDRESS: ADDRESS: 11 ORMAND DR 11 ORMAND DR TOWN: STATE: ZIP CODE TOWN: STATE: ZIP CODE: FLORENCE MA 01062 FLORENCE MA 01062 PHONE NO.: FAX NO.: PHONE NO.: FAX NO.: 215 869-6377 (215)869-6377 0 EMAIL ADDRESS: EMAIL ADDRESS: Site Information: Surveyor's Name: STREET NO.: SITE ZONING: COMPANY NAME: 58 MARKET ST URC(99)1 TOWN: ACTION TAKEN: ADDRESS: NORTHAMPTON MA 01060 Grant MAP: BLOCK LOT: MAP DATE: SECTION OF BYLAW: 32A 109 1001 Chapt.350-9.3(1)(D):Pre-existing TOWN: STATE ZIP CODE Book Page: Nonconforming Structures or Uses May be 1322 198 Changed,Extended or Altered with a PHONE NO.: FAX NO.: Finding from the Zoning Board of Appeals. EMAIL ADDRESS: NATURE OF PROPOSED WORK Construct second floor front porch above first floor porch,dormer,rear stair. HARDSHIP: CONDITION OF APPROVAL FINDINGS: The designated Zoning Administrator granted the Finding based on the materials and graphics submitted with the application. The Findings of the Board Administrator under Section 9.3 for a second floor front porch,dormer and rear egress related to side and front yard setbacks as follows: 1. The Administrator found that the change would not be substantially more detrimental to the neighborhood than the existing nonconforming structure on the lot. Z The Administrator found that the home would not extend any closer to any front,side,or rear property boundary than the current zoning allows and that the pre-existing structure already extends. 3. The Administrator also determined that the new construction would not create any new violation of other zoning provisions,and does not involve a sign. COULD NOT DEROGATE BECAUSE: FILING DEADLINE: MAILING DATE: HEARING CONTINUED DATE: DECISION DRAFT BY: APPEAL DATE: 912412013 1011912013 111712013 REFERRALS IN DATE: HEARING DEADLINE DATE: HEARING CLOSE DATE: FINAL SIGNING BY: APPEAL DEADLINE 10/12/2013 121512013 10/24/2013 111712013 11/28/2013 FIRST ADVERTISING DATE: HEARING DATE: VOTING DATE: DECISION DATE: 1011012013 1012412013 101242013 1012912013 SECOND ADVERTISING DATE: HEARING TIME VOTING DEADLINE DECISION DEADLINE: 10/172013 4:00 PM 122/2014 112212014 MEMBERS PRESENT: VOTE Elizabeth Silver votes to Grant MOTION MADE BY: SECONDED BY: VOTE COUNT. DECISION: Elizabeth Silver 1 Approved MINUTES OF MEETING: Available in the Office of Planning&Development. GeoTMS®2013 Des Lauriers Municipal Solutions,Inc. City of Northampton Massachusetts tt w; Y u ` DEPARTIMNT OF BUILDING INSPECTIONS \ 212 Main Street • Municipal Building :.., Northampton, MA 01060 INSPECTOR Louis Hasbrouck Chuck Miller Building Commissioner Assistant Commissioner HOME OWNER EXEMPTION ACKNOWLEDGEMENT The State of Massachusetts allows the homeowner the right under 780CMR 108.3.4 to act as his/her construction supervisor. 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 backfill) sonotube holes (before pour) a rough buildinq 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 _ 1. un stand the above. (Home owner/resident's signature requesting exemptio I will call to schedule all required building inspections neces for the building permit issued to me. Date Address of work location The Commonwealth of Massachusetts Department of Industrial Accidents Office of Investigations 600 Washington Street Boston, MA 02111 www.mass.gov/dia Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers Applicant Information \ r_ Please Print Legibly Name (Business/Organization/Individual): r1AiK A � 1f�t:�ofr VYT �"F► 1�LtK f �►K Address: Txl 50x Lt City/State/Zip: W oakc 3;a Phone #: Are you an employer? Check the appropriate box: Type of project(required): 1.❑ I am a employer with 4. [] I am a general contractor and I 6. ❑New construction employees (full and/or part-time).* have hired the sub-contractors 2.❑ I am a sole proprietor or partner- listed on the attached sheet. 7. ] Remodeling ship and have no employees These sub-contractors have 8. Demolition working for me in any capacity. employees and have workers' 9 ❑ Building addition [No workers' comp. insurance comp. insurance.$ required.] 5.% We are a corporation and its 10.K Electrical repairs or additions 3.❑ I am a homeowner doing all work officers have exercised their 11.21 Plumbing repairs or additions myself. [No workers' comp. right of exemption per MGL 12.'® Roof repairs insurance required.] t c. 152, §1(4), and we have no employees. [No workers' 13.❑ Other comp. insurance required.] *Any applicant that checks box#1 must also fill out the section below showing their workers'compensation policy information. tHo meowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. $Contractors that check this box must attached an additional sheet showing the name of the sub-contractors and state whether or not those entities have employees. If the sub-contractors have employees,they must provide their workers'comp.policy number. I am an employer that is providing workers'compensation insurance for my employees. Below is the policy and job site information. Insurance Company Name: Policy#or Self-ins. Lic. M Expiration Date: Job Site Address: City/State/Zip: Attach a copy of the workers' compensation policy declaration page (showing the policy number and expiration date). Failure to secure coverage as required under Section 25A of MGL c. 152 can lead to the imposition of criminal penalties of a fine up to $1,500.00 and/or one-year imprisonment, as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to$250.00 a day against the violator. Be advised that a copy of this statement may be forwarded to the Office of Investigations of the DIA for insurance coverage verification. I do hereby certify under the pains and penalties of perjury that the information provided above is true and correct. SignatuTr Date: Phone#: Official use only. Do not write in this area,to be completed by city or town official City or Town: Permit/License# Issuing Authority(circle one): 1.Board of Health 2.Building Department 3. City/Town Clerk 4.Electrical Inspector 5.Plumbing Inspector 6. Other Contact Person: Phone#: SECTION 8-CONSTRUCTION SERVICES 8.1 Licensed Construction Supervisor: Not Applicable £ ^. Name of License Holder: �t Lam Licens Number Addres Expira on ate i 1 -06aC-6�nl (n'-4- Signatu Telephones 9,Re istered Home.lm rovement Contractor:' Not Applicable £a i Val Company Name 4 Registra'on Number I d $ it Address Cf t kA 3 i -+4q8J Expir&ticfn Date � � I�� r C'�• �i �� Telephone`T` "� �AWI SECTION 10-WORKERS'COMPENSATION INSURANCE AFFIDAVIT(M.G.L.c.162,§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 buil ' permit. Signed Affidavit Attached Yes... .. £ No...... £ x; 11 Home Owner Exemption,' 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 toxuue;ti'uring and upon completion of the work for which this permit is issued. Also be advised that with reference to Chapter 152(Workers'Compensation) an apter 153 (Liability of Employers to Employees for injuries not resulting in Death)of the Massachusetts General s Annotated,you may be liable for person(s) you hire to perform work for you under this permit. The undersigned"homeowner"certifies and assumes responsibilit r compliance with the State Building Code,City of Northampton Ordinances,State and Local Zoning Laws and St of Massachusetts General Laws Annotated. Homeowner Signature, SECTION 5-DESCRIPTION OF PROPOSED WORK check all a licable) New House ❑ Addition Replacement W' ows Alteration(s) Roofing Or Doors Accessory Bldg. ❑ Demolition New Signs [0] Decks [ Siding [ Other[p] .,d 0Aal tM}rue::� a A rx pve va.'S r r w+E c b r Brief Description of P�opd �/11i fa�nn.r Work: '�'�R, &rntwQ1�tx i uGw iC. u� psz �akr►s Alteration of existing bedroom Yes ✓ No Adding new bedroom Yes ✓ No Attached Narrative Renovating unfinished basement Yes Plans Attached Roll -Sheet 6a If.New'house and or'atldition`to dkist i ng:h'ousmq,'compfete"tile fo0owing' a. Use of building:One Family Two Family e� Other b. Number of rooms in each family unit:WOW4,U, y: Number of Bathrooms c. Is there a garage attached? d4 FF,, d. Proposed Square footage of new`construction. y Dimensions o e. Number of stories? 3 `a^rjV f. Method of heating? M1�1+ "S�`�� Fireplaces or Woodstoves Number of each 0 g. Energy Conservation Compliance._ Masscheck Energy Compliance form attached? h. Type of construction EXAV %t!"- i. Is construction within 100 ft. of wetlands? Yes No. Is construction within 100 yr. floodplain Yes /No" t tit j. Depth of basement or cellar floor below finished grade f a k. Will building conform to the Building and Zoning regulations? --Z Yes No. 1. Septic Tank City Sewer Private well City water Supply SECTION 7a-OWNER AUTHORIZATION-TO BE COMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR,BUILDING PERMIT` I, —�—pc'P-" e40 7.13t\5°iJ as Owner of the subject property M- i hereby authorize fifk SNaY to a 'on my behalf, in all matters relat4e to work allthorized by this building permit application. i nature of Owner Date I, 'A ��"�� as Llw wr/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 and penalties of perjury. ( 6wly Print Name S _ Signatu of Aww/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 -4 r-F Side L:1 R::IW,Y L:I :—w R: !w Rear ,., Building Height LE T1 Bldg.Square Footage - % re I Open Space Footage % ---- (Lot area minus bldg&paved �i parking) #of Parking Spaces Fill: (volume&Location V-µµ- -- ---_ - - - M _• A. Has a Special Permit/Variance/Finding ever been issued for/ n the site? NO Q ,....._,_._..._ IF YES, date issued DONT KNOW 0 YES :; j0Z`� �', 1 IF YES: Was the permit recorded at the Reg' ry of Deeds? NO 0 DONT KNOW YES 0 IF YES: enter Book i Page and/or Document#! i B. Does the site contain a brook, body of water or wetlands? NO DONT KNOW Q YES Q IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained Q Obtained Q , Date Issued: __ ....__,. . C. Do any signs exist on the property? YES 0 NO ....._._......__ ..._.... ..........._.._.-...__....._._._......_..........._._................._......_..........__._................._..._.__..........__...... .._..__....1 IF YES, describe size, type and location: D. Are there any proposed changes to or additions of signs intended for the property? YES Q NO IF YES, describe size, type and location: I E. Will the construction activity disturb(clearing, grading,ex vation, or filling)over 1 acre or is it part of a common plan that will disturb over 1 acre? YES NO IF YES,then a Northampton Storm Water Management Permit from the DPW is required. 'r i mfr rx ��� 'pepa�.rllent use only. a � TCity of Northampton Status of Perrnr xF ;� ` 1 £ �� � ,-,Building Department Ct rl Cut/Drlyewa Perrrti# E I 212 Main Street Sewed$epticAvarfabrlrtq r - r j Room 100 1Nater/Vtteil pyarJabihty' 30° aothampton, MA 01060 f Structural P Two Sets Q tans . hone 413 587-1240 Fax 413-587-1272 Plotsite Plans p _.i =; ;coons Other 5peorfy' APPLICATION TO CONSTRUCT,ALTER,REPAIR,RENOVATE OR DEMOLISH A ONE OR TWO FAMILY DWELLING SECTION 1 -SITE INFORMATION This section to be completed by office 1.1 Property Address: j g MplkE} S�sEe4 Map Lot Unit ��r�ne�r�o�i ��. Q�Cl�Q Zone OverlayDrstrrct Elm St:District CB District. SECTION 2-.PROPERTY OWNERSHIP/AUTHORIZED AGENT 2.1 Owner of Record: Name Print) �or.�TM�. icV �,�y Curr t Mailin�Qsr�Address: 9 y Telephone na re 2.2 Authorized Agent: Msork Lftwlv T.a,7oa L1 t AShNIA, tAq . i3'3�I Name(Print) Current Mailing Address: vt1 50 ll —61�— w Sign ure Telephone_T SE ION 3-ESTIMATED CONSTRUCTION COSTS Iterrill Estimated Cost(Dollars)to be Official Use Only completed by ermit applicant 1. Building r l s (a)Building Permit Fee 2. Electrical 1 Z ow (b)Estimated Total Cost of b Construction from 6 3. Plumbing t5tc Building Permit Fee 4. Mechanical(HVAC) t 5. Fire Protection ZtiuG ' 6. Total=(1 +2+3+4+5) Check Number t"CC This Section For Official Use Only Date Building Permit Number: Issued: Signature: Building Commissioner/Inspector of Buildings Date File#BP-2014-0567 APPLICANT/CONTACT PERSON MARK LANDY ADDRESS/PHONE P O BOX 61 ASHFIELD (413)625-6999 Q PROPERTY LOCATION 58 MARKET ST MAP 32A PARCEL 109 001 ZONE URC(99)/ THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM FILLED OUT Fee Paid Buildiniz Permit Filled out Fee Paid J Typeof Construction: RENOVATE TOTAL INTERIOR DUPLEX REBUILD 2ND&3RD FLR PORCH& EXPAND 3RD FLR DORMER(INCL WINDOWS ROOF DOORS&SIDING) New Construction Non Structural interior renovations Addition to Existing Accesso1y Structure Building Plans Included: 44 1 Owner/Statement or License 077431 3 sets of Plans/Plot Plan RING ACTION HAS BEEN TAKEN ON HIS APPLICATION BASED ON ATION PRESENTED: roved 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 Permit DPW Storm Water Management o ela 3 -/3 Sign re o Buil mg 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 pernrits 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. 58 MARKET ST BP-2014-0567 GIs#: COMMONWEALTH OF MASSACHUSETTS Map:Block: 32A- 109 CITY OF NORTHAMPTON Lot: -001 PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS Permit: Building DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL c.142A) Category: renovation BUILDING PERMIT Permit# BP-2014-0567 Project# JS-2014-000297 Est. Cost: $175000.00 Fee: $1050.00 PERMISSION IS HEREBY GRANTED TO: Const.Class: Contractor: License: Use Group: MARK LANDY 077431 Lot Size(sq. ft.): 5749.92 Owner: 58 MARKET LLC Zoning: URC(99)/ Applicant: MARK LANDY AT. 58 MARKET ST Applicant Address: Phone: Insurance: P O BOX 61 (413) 625-6999-0 ASHFIELDMA01330-0061 ISSUED ON:11312014 0:00:00 TO PERFORM THE FOLLOWING WORK.-RENOVATE TOTAL INTERIOR DUPLEX, REBUILD 2ND & 3RD FLR PORCH & EXPAND 3RD FLR DORMER(INCL WINDOWS,ROOF, DOORS & SIDING) 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 1/3/2014 0:00:00 $1050.00 212 Main Street,Phone(413)587-1240,Fax: (413)587-1272 Louis Hasbrouck—Building Commissioner