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Wright - Mencher -Roof Beam 3 04/27/05 KeyBea na 4 11:49am 1 of 1 KeyBeamt Version 4.22f Database Version: 359 Member Data Description: Member Type: Beam Application: Floor Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: UBC Live Load: 40 plf Deflection Criteria: L/360 live, L/240 total Dead Load: 10 plf Deck Connection: Nailed Member Weight: 5.6 plf DOL: 100% Filename : KYB3 Non - standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform (psf) 0' 0.00" 8' 6.00" 12' 6.00" 40 15 115% / 8 6 0 8 6 0 Beatings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0' .00" Wall N/A 2.28" 2997# 2162# 0# 835# 2997# 2 8' 7.75" Wall N/A 2.28" 2997# 2162# 0# 835# 2997# Design spans 8' 7.75" Product: 2.0 RigidLam LVL 1-3/4 x 11.875 1 ply Minimum 2.28" bearing required at bearing # 1 { Minimum 2.28" bearing required at bearing # 2 Design assumes continuous lateral bracing for both chords. Allowable Stress Design ' Actual Allowable Capacity Location Loading Positive Moment 6476.'# 11446.'# 56% 4.32' Total load 115% Shear 2310.# 4541.# 50% .01' Total load 115% LL Deflection .1287" .2882" U806 4.32' Total load 115% TL Deflection .1784" .4323" L/581 4.32' Total load 115% Control: Positive Moment All product names are trademarks of their respective owners r 4 .! ,r Copyright (C)1989 -2002 by Keymark Enterprises. In ALL RIGHTS RESERVED. I mu.mn u< Wright- Mencher -Roof Beam 2 04/27/05 eyB1eam It :45am J 1 2.4 b P 13e44.0. _ I of I KeyBearot Version 4.22f Database Version: 359 Member Data Description: Member Type: Beam Application: Floor Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: UBC Live Load: 40 plf Deflection Criteria: U360 live, U240 total Dead Load: 10 plf Deck Connection: Nailed Member Weight: .16.7 plf DOL: 100% Filename : KYB2 Non - standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform (psf) 0' 0.00" 13' 0.00" 9' 0.00" 20 10 100% Replacement Uniform (psf) 0' 0.00" 13' 0.00" 12' 6.00" 40 15 115% T 13 0 0 � 1 ' 3 ,0 ,0 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0' .00" Wall N/A 1.63" 6404# 3287# 1184# 1934# 6404# 2 13' 1.75" Wall N/A 1.63" 6404# 3287# 1184# 1934# 6404# Design spans 13' 1.75" Product: 2.0 RigidLam LVL 1 -3/4 x 11.875 3 ply Minimum 1.63" bearing required at bearing # 1 Minimum 1.63" bearing required at bearing # 2 Design assumes continuous lateral bracing for both chords. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 21044.1t 35710.'# 58% 6.57' Total load 115% Shear 5439.# 13622.# 39% .01' Total load 115% LL Deflection .3118" .4382" L/505 6.57' Total load 115% TL Deflection .4468" .6573" L/353 6.57' 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 ` ,'' e Copyright (C)1g842002 by Keymark Enterprises. Inc. ALL RIGHTS RESERVED. ■ Wright - Mencher -Roof Beam I 04/27/05 iyB ea Il :43am d Vi . $€.4.4%* ` I of I KeyBearni0 Version 4.22f Database Version: 359 Member Data Description: Member Type: Beam Application: Floor Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: UBC Live Load: 40 plf Deflection Criteria: L/360 live, L/240 total Dead Load: 10 plf Deck Connection: Nailed Member Weight: 11.0 plf DOL: 100% Filename : KYB1 Non- standard Loads Type Trib. Live Dead (Description) Begin End Width Start End Start End DOL Replacement Uniform (psf) 0' 0.00" 13' 0.00" 9' 0.00" 20 10 100% Replacement Uniform (psf) 0' 0.00" 13' 0.00" 9' 0.00" 40 15 • 115% 13 0 0 / Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0' .00" Wall N/A 1.94" 5101# 2367# 1184# 1552# 5101# 2 13' 1.75" Wall N/A 1.94" 5101# 2367# 1184# 1552# 5101# Design spans 13' 1.75" Product: 11 7 /W' 2.0E G-P LAM LVL 2 ply Minimum 1.94" bearing required at bearing # 1 Minimum 1.94" bearing required at bearing # 2 Design assumes continuous lateral bracing for both chords. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 16763.'# 23282.'# 71% 6.57' Total load 115% Shear 4333.# 9081.# 47% .01' Total load 115% LL Deflection .3715" .4382" U424 6.57' Total load 115% TL Deflection .5338" .6573" L/295 6.57' Total load 115% Control: LL Deflection Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives AU product names are trademarks of Neu respective owners I Copyright (CJ1989 -2002 sy Keymark Enterpnses. Inc. ALL RIGHTS RESERVED. ,n i cmar""n uc KeyBuild StructureTm 2.131n Wright - Mencher- Tickner - Level 5 -11 -05 lanBeatnEngine 4.30x ft/ Materials Database 368 .(.....:-••• O 8:56am 4 of 17 Member Data Description: Calc 0' / Member Type: Girder Application: Floor Comments: Lateral Bracing: Continuous Standard Load: 2 b� D S ` Moisture Condition: Dry Building Code: UBC Live Load: 0 PLF 1 t I 1 I Deflection Criteria: U360 live, U240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 11.1 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" 36' 2.75" 27 10 100% Replacement Uniform (PLF) 2' 2.75" 12' 2.75" 27 10 100% Replacement Uniform (PLF) 12' 2.75" 30' 2.75" 27 10 100% Replacement Uniform (PLF) 30' 2.75" 36' 2.75" 27 10 100% I : I / / / 6 5 8 17 6 8 12 212 / / 36 2 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" -35# -198# -13# -211# 2 6' 0.88" Wall N/A 1.50" 1275# 864# 470# 1334# 3 23' 7.38" Wall N/A 1.50" 1424# 907# 525# 1431# 4 35' 5.50" Wall N/A 1.50" 331# 282# 122# 404# Design spans 6' 0.88" 17' 6.50" 11'10.12" Product: 2.0 RigidLam LVL 13/4 x 11.875 2 ply Design assumes continuous lateral bracing for both chords. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1518.'# 19905.'# 7% 14.84' Even Spans 100% Negative Moment 2029.'# 19905.'# 10% 23.61' Adjacent 2 100% Shear 676.# 7897.# 8% 6.95' Adjacent 1 100% LL Deflection 0.0460" 0.5847" U999+ 14.84' Even Spans 100% TL Deflection 0.0665" 0.8771" U999+ 14.84' Even Spans 100% Control: Negative 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)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. KeyBuild Wright- Mencher- Tickner - Level ^ ��p f7,4jij 5 -11 -OS / "` Materials Database 368 8:56am 15 of 17 Member Data Description: CalorS21 ; a Member Type: Girder Application: Floor Comments: Lateral Bracing: Continuous Standard Load: 1 (f co NS Moisture Condition: Dry Building Code: UBC Live Load: 0 PLF Deflection Criteria: L/360 live, U240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 5.6 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' 10.63" 0 0 100% Replacement Uniform (PLF) 0' 0.00" 18' 4.63" 27 10 100% Replacement Uniform (PLF) 0' 10.63" 12' 4.63" 27 10 100% Replacement Uniform (PLF) 12' 4.63" 18' 4.63" 27 10 100% Point (LBS) 0' 10.63" 700 291 100% 1 MilliIllIlliI.IIIIIMIIII.IIIIIIIIIIIIIIMIIillIll.IIINIIIIIMIIIIIIMF / 18 410 / / 18 410 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0' 0.00" Wall N/A 1.50" 1640# 1137# 503# 1640# 2 17' 7.38" Wall N/A 1.50" 724# 490# 234# 724# Design spans 17' 7.38" Product: 2.0 RigidLam LVL 1314 x 11.875 1 ply Design assumes continuous lateral bracing for both chords. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 3307.'# 9953.'# 33% 8.81' Total load 100% Shear 645.# 3948.# 16% 16.73' Total load 100% LL Deflection 0.2603" 0.5872" L/812 8.81' Total load 100% TL Deflection 0.3837" 0.8807" L/550 8.81' Total load 100% Control: LL Deflection All product names are trademarks of their respective owners { fl , Copyright (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. KeyBuild Structure 2.131n Wright - Mencher- Tickner - Level /- 5 -11 -05 kenBeamEngine 4.30x Materials Database 368 ( /�� _� w V r` 8 of 17 Member Data '' ---1 Description: CalcQ � ( Member Type: Girder Application: Floor Comments: j--I Lateral Bracing: Continuous Standard Load: // __ , S Moisture Condition: Dry Building Code: UBC Live Load: 0 PL W ) 0 N Deflection Criteria: U360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 11.1 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' 0.00" 27 10 100% Replacement Uniform (PLF) 0' 0.00" 18' 0.00" 27 10 100% / ' 18 0 0 / / 18 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" 728# 460# 268# 728# 2 17' 2.75" Wall N/A 1.50" 728# 460# 268# 728# Design spans 17' 2.75" Product: 2.0 RigidLam LVL 1-314 x 11.875 2 ply Design assumes continuous lateral bracing for both chords. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 3133.'# 19905.'# 15% 8.61' Total load 100% Shear 644.# 7897.# 8% 0.86' Total load 100% LL Deflection 0.1082" 0.5743" L/999+ 8.61' Total load 100% TL Deflection 0.1714" 0.8615" L/999+ 8.61' 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 l , ` / Copyright (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. ' . .1 KeyBuild StructureTM 2.131n Wright - Mencher- Tickner - Level I� J 5 -11 -05 1cmBeamEngine 4.30x Materials Database 368 8:56am 10 of 17 Member Data Description: Calsel3 6 LI Member Type: Girder Application: Floor Comments: • Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: UBC Live Load: 0 PLF Deflection Criteria: L/360 live, LJ240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 11.1 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" 12' 2.75" 27 10 100% / ,' 12 2 12 / / 12 2 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" 484# 306# 179# 484# 2 11' 5.50" Wall N/A 1.50" 484# 306# 179# 484# Design spans 11' 5.50" Product: 2.0 RigidLam LVL 1-3/4 x 11.875 2 ply Design assumes continuous lateral bracing for both chords. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1386.'# 19905.'# 6% 5.73' Total load 100% Shear 400.# 7897.# 5% 0.57' Total load 100% LL Deflection 0.0212" 0.3819" L/999+ 5.73' Total load 100% TL Deflection 0.0335" 0.5729" L/999+ 5.73' Total load 100% Control: Positive Moment Manufacturer's installation guide MUST be consulted for multi -ply connection details and altematives All product names are trademarks of their respective owners / ! � / t/ Copyright (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. ■ KeyBuild Structure. 2.13tn Wright-Mencher-Tickner - Level 9.... �jb jam, 5 -11 -05 ateamEnat s.30x f° I. i► . � . . Mateerials Dataabb ase 368 T V(J U Materials 8:56am 17 of 17 Member Data /,' Description: CalcG- 4 t3 Member Type: Girder Application: Floor Comments: Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: UBC Live Load: 0 PLF Deflection Criteria: L/360 live, L1240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 11.1 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' 2.13" 100 38 100% Replacement Uniform (PLF) 0' 0.00" 9' 8.13" 129 48 100% Replacement Uniform (PLF) 4' 2.13" 8' 8.13" 320 120 100% Replacement Uniform (PLF) 8' 8.13" 9' 8.13" -235 -46 100% Point (LBS) 4' 4.88" 75 95 100% oriiiiimilimmimiiiiiiimmimmili l / / 9 8 2 / / 9 8 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" 1997# 1391# 608# 1999# 2 9'1.38" Wall N/A 1.50" 2251# 1622# 692# 2312# Design spans 9'1.38" Product: 2.0 RigidLam LVL 1-3/4 x 11.875 2 ply Design assumes continuous lateral bracing for both chords. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 5633.'# 19905.'# 28% 5.01' Total load 100% Shear 2071.# 7897.# 26% 8.2' Total load 100% LL Deflection 0.0586" 0.3038" L/999+ 4.56' Total load 100% TL Deflection 0.0842" 0.4557" L/999+ 4.56' 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 (c11989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. n. o KeyBuild Stmc[ureTM 2.131n Wright- Mencher- Ticlrner - Level 24- � 5-11-05 lanBeamEngine 4.30x Ol Materials Database 368 8:56am 11 of 17 Member Data Description: Calc4 6 t Member Type: Girder Application: Floor Comments: Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: UBC Live Load: 0 PLF Deflection Criteria: U360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 5.6 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' 8.13" 320 120 100% Replacement Uniform (PLF) 0' 0.00" 4' 8.13" 360 135 100% 4 8 2 / / 4 8 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" 1936# 1399# 537# 1936# 2 4' 1.38" Wall N/A 1.50" 1936# 1399# 537# 1936# Design spans 4' 1.38" Product: 2.0 RigidLam LVL 13/4 x 11.875 1 ply Design assumes continuous lateral bracing for both chords. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1991.'# 9953.'# 19% 2.06' Total load 100% Shear 1004.# 3948.# 25% 0.62' Total load 100% LL Deflection 0.0090" 0.1372" U999+ 2.06' Total load 100% TL Deflection 0.0124" 0.2057" L/999+ 2.06' Total load 100% Control: Shear All product names are trademarks of their respective owners ' 0 '/ Copyright (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. . .-,- V ENTVRPNO. LLC ■ I ariBe a ld Structure"' 2.131n Wright- Mencher- Tickner - Level (� Fterb 5 -11 -05 kmBeamEngine 4.30x ! / Materials Database 368 8:56am 12 of 17 Member Data 7 Description: CalcG1 Type: Girder Application: Floor Comments: 6 777Member Lateral Bracing: Continuous Standard Load: L Moisture Condition: Dry Building Code: UBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 5.6 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' 1.75" 350 131 100% MI IM / w 4 w / / 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 939# 675# 264# 939# 2 3'10.25" Girder N/A N/A 939# 675# 264# 939# Design spans 3'10.25" Product: 2.0 RigidLam LVL 1-3/4 x 11.875 1 ply Design assumes continuous lateral bracing for both chords. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 904.'# 9953.'# 9% 1.93' Total load 100% Shear 456.# 3948.# 11% 3.66' Total load 100% LL Deflection 0.0036" 0.1285" U999+ 1.93' Total load 100% TL Deflection 0.0049" 0.1927" U999+ 1.93' Total load 100% Control: Shear 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 '/ �V ii Copyright (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. .KeyBuild structurerm 2.131n Wright- Mencher - Tickner - Level 5 -11 -05 ■ kmBeamEngine 4.30x F.1417-6 n Materials Database 368 (�.,'. 8:56am \\ 7 of 7 Member Data Description: Calc$23 8 1 Member Type: Beam Application: Floor Comments: Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: UBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 8.9 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" 4' 2.13" 712 267 100% Replacement Uniform (PLF) 4' 2.13" 6' 4.88" 644 239 100% Replacement Uniform (PLF) 6' 4.88" 8' 8.13" 644 239 100% Replacement Uniform (PLF) 8' 8.13" 12' 4.88" 811 302 100% Replacement Uniform (PLF) 12' 4.88" 14' 4.25" 811 302 100% Point (LBS) 8' 10.88" 0 84 100% Point (LBS) 14' 4.25" 681 408 100% I I / / / 7 2 2 7 2 2 / / 14 4 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" 2499# 2150# 694# 2844# 2 7' 0.00" Wall N/A 3.32" 8705# 6232# 2473# 8705# 3 14' 0.00" Wall N/A 1.68" 4102# 3148# 1253# 4400# Design spans 7 0.00" 7 0.00" Product: 2.0 RigidLam LVL 1-3/4 x 9.5 2 ply Minimum 3.32" bearing required at bearing # 2 Design assumes continuous lateral bracing for both chords. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 4875.'# 13100.'# 37% 11.2' Even Spans 100% Negative Moment 6271.'# 13100.'# 47% 7' Total load 100% Shear 3871.# 6318.# 61% 7.35' Total load 100% LL Deflection 0.0603" 0.2333" L/999+ 10.85' Even Spans 100% TL Deflection 0.0761" 0.3500" L/999+ 10.85' Even Spans 100% Control: Shear 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 KeyBuild StructureTM 2.131n Wright - Mencher - Tickner - Level 5 -11 -05 I ramBnat Mat � j - Materials Database se 3 368 V(f 6 {1 L- 8:56am 6of7 Member Data Description: Calcj9 5 Member Type: Beam Application: Floor Comments: Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: UBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 8.9 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" 10' 7.63" -144 -3 100% Point (LBS) 0' 10.75" 0 -3 100% Point (LBS) 8' 0.25" 0 -3 100% Point (LBS) 10' 4.88" 0 42 100% / / 10 7 10 / / 10 7 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" -702# -727# 46# -702# 2 10' 0.88" Wall N/A 1.50" -658# -727# 88# -658# Design spans 10' 0.88" Product: 2.0 RigidLam LVL 1-3/4 x 9.5 2 ply Design assumes continuous lateral bracing for both chords. Review uplift reaction force at bearing 1 and ensure that the structure can resist 701Ib reaction appropriately. Review uplift reaction force at bearing 2 and ensure that the structure can resist 657Ib reaction appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 114.'# 11790.'# 0% 5.04' Dead load Negative Moment 1761.'# 13100.'# 13% 5.04' Total load 100% Shear 590.# 6318.# 9% 9.57' Total load 100% LL Deflection - 0.0668" 0.3358" L/999+ 5.04' Total load 100% TL Deflection - 0.0643" 0.5036" L/999+ 5.04' Total load 100% Control: LL 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. KeyBuild SlnktureTM 2.131n Wright - Mencher- Tickner - Level (1 .. 1 5 -11 -05 IanBeamEngine 4.30x Materials Database 368 8:56am 2of7 Member Data �^ Description: CalcB5 5 -3 Member Type: Beam Application: Floor Comments: _______.- Lateral Bracing: Continuous i Standard Load: Moisture Condition: Dry Building Code: UBC Live Load: 0 PLF Deflection Criteria: L/360 live, L1240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 8.9 PLF DOL: 100% Filename : UNKNOWN 9 / / 9 6 0 / / 9 6 0 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total Dead Total 1 0' 0.00" Wall N/A 1.50" 41# 41# 41# 2 9'1.75" Wall N/A 1.50" 41# 41# 41# Design spans 9' 1.75" Product: 2.0 RigidLam LVL 1-3/4 x 9.5 2 ply Design assumes continuous lateral bracing for both chords. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 93.'# 11790.'# 0% 4.57' Dead load Shear 34.# 5686.# 0% 8.69' Dead load LL Deflection 0.0010" 1.0000" U 0 N/A N/A TL Deflection 0.0028" 0.4573" U999+ 4.57' Dead load Control: Positive Moment Manufacturers installation guide MUST be consulted for multi -ply connection details and alternatives All product names are trademarks of their respective owners ' ! � / t/ Copyright (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. xeyBuild Stu/lure", 2.131n Wright - Mencher - Tickner - Level �/b,� 5 -11 -05 I kmBea t a j (I �, Materialis s Database se 3 J 368 /� V i►1 T1 8:56am 1 of Member Data ■--- Description: Calo& $ i f , Member Type: Beam Application: Floor Comments: l.....----- Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: UBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 8.9 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" 2' 6.25" 582 200 100% Replacement Uniform (PLF) 2' 6.25" 6' 6.00" 595 174 100% f > / / 660 / / 660 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0' 0.00" Wall N/A 1.50" 2416# 1804# 613# 2416# 2 6' 1.75" Wall N/A 1.50" 2398# 1823# 575# 2398# Design spans 6' 1.75" Product: 2.0 RigidLam LVL 1 -3/4 x 9.5 2 ply Design assumes continuous lateral bracing for both chords. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 3692.'# 13100.'# 28% 3.07' Total load 100% Shear 1789.# 6318.# 28% 0.01' Total load 100% LL Deflection 0.0379" 0.2049" L/999+ 3.07' Total load 100% TL Deflection 0.0502" 0.3073" L/999+ 3.07' Total load 100% Control: Shear Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives All product names are trademarks of their respective owners ! '/ ti . Copyright (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. KeyBuild Stru&tureT'" 2.13In Wright - Mencher - Tickner - Level / b 5 -11 -05 kmBeamEngine 4.30x /`► Materials Database 368 I '/� ////���� 8:56am 9'' V 4of7 Member Data ` a , Description: Cal9.6�7 V . 5 Member Type: Beam Application: Floor Comments: --1 Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: UBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 8.9 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" 6' 7.63" 27 10 100% Replacement Uniform (PLF) 0' 0.00" 6' 7.63" 27 10 100% Point (LBS) 0' 0.00" 1530 605 100% / / 6 710 / / 6 7 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" 2385# 1692# 694# 2385# 2 6' 0.88" Wall N/A 1.50" 250# 162# 88# 250# Design spans 6' 0.88" Product: 2.0 RigidLam LVL 1-3/4 x 9.5 2 ply Design assumes continuous lateral bracing for both chords. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 379.'# 13100.'# 2% 3.04' Total load 100% Shear 185.# 6318.# 2% 5.47' Total load 100% LL Deflection 0.0033" 0.2024" L/999+ 3.04' Total load 100% TL Deflection 0.0050" 0.3036" 0999+ 3.04' Total load 100% Control: Shear 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. S, :yBuitd stnOtureTm 2.131n Wright- Mencher - Tickner - Level 5 -11 -05 Materials Da t6 4.30x a W ?(A)114/0-.. Ma &rils Datab�se 368 8:5m 5 Member Data '3 --T1 Description: CalcB -8 VIP v Member Type: Beam Application: Floor Comments: .--^' Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: UBC Live Load: 0 PLF Deflection Criteria: 11360 live, U240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 8.9 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" 1' 5.50" 217 62 100% Replacement Uniform (PLF) 1' 5.50" 3' 11.50" 217 62 100% Replacement Uniform (PLF) 3' 11.50" 14' 1.63" 218 62 100% Point (LBS) 4' 4.75" 0 58 100% Point (LBS) 11' 6.25" 0 58 100% Point (LBS) 13' 10.88" 0 84 100% I IIWIMIIIIIIIEIIIIIMIMIIIIIIIIIIIIIIIIMIIIIIIIIIIIIMIIItg / / 728 611 2 / / 14 1 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" 754# 648# 197# 845# 2 6' 9.88" Wall N/A 1.50" 2524# 1847# 677# 2524# 3 13' 6.88" Wall N/A 1.50" 839# 644# 290# 934# Design spans 6' 9.88" 6' 9.00" Product: 2.0 RigidLam LVL 1-3/4 x 9.5 2 ply Design assumes continuous lateral bracing for both chords. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1234.'# 13100.'# 9% 3.07' Odd Spans 100% Negative Moment 1730.'# 13100.'# 13% 6.82' Total load 100% Shear 1043.# 6318.# 16% 6.48' Total load 100% LL Deflection 0.0148" 0.2274" L/999+ 3.07' Odd Spans 100% TL Deflection 0.0183" 0.3411" L/999+ 3.07' Odd Spans 100% Control: Shear Manufacturer's installation guide MUST be consulted for multi -ply connection details and altematives All product names are trademarks of their respective owners , 4 " Copyright (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. ENTERPREVI. L... KeyBuilctStr ctmtTM 2.131n Wright - Mencher- Tickner - Level \ � 5 -11 -05 kmBeamHnata 368 T (/ Materials Database se 368 9:46a of l m Member Data Description: Cal Member Type: Beam Application: Floor Comments: Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: UBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 8.9 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' 8.00" 27 10 100% Replacement Uniform (PLF) 0' 0.00" 4' 4.00" 9 3 100% Replacement Uniform (PLF) 0' 0.00" 4' 4.00" 36 93 100% Replacement Uniform (PLF) 0' 8.00" 4' 4.00" 27 10 100% Point (LBS) 4' 4.00" 337 216 100% I / 4 4 0 / , 4 4 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" 397# 152# 245# 397# 2 4' 2.75" Wall N/A 1.50" 950# 489# 461# 950# Design spans 4' 2.75" Product: 2.0 RigidLam LVL 1-314 x 9.5 2 ply Design assumes continuous lateral bracing for both chords. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 419.'# 13100.'# 3% 2.11' Total load 100% Shear 248.# 6318.# 3% 0.01' Total load 100% LL Deflection 0.0010" 0.1410" L/999+ 2.11' Total load 100% TL Deflection 0.0027" 0.2115" L/999+ 2.11' Total load 100% Control: Shear Manufacturers installation guide MUST be consulted for multi -ply connection details and alternatives All product names are trademarks of their respective owners / 4 Copyright (C)1989 -200s by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. KeyBuild Strirctu bTM 2.131n Wright- Mencher- Tickner - Level __Pr 5 -11 -05 , kmBeamEnatae i y F143 Materials Database se 3 368 9:46am 6of7 Member Data p Description: CaleB--t' LO " 6 Member Type: Beam Application: Floor Comments: Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: UBC Live Load: 0 PLF Deflection Criteria: U360 live, L1240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 16.7 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' 8.75" 460 138 100% Replacement Uniform (PLF) 3' 8.75" 5' 6.00" 460 138 100% Replacement Uniform (PLF) 5' 6.00" 9' 6.00" 476 178 100% Replacement Uniform (PLF) 9' 6.00" 14' 0.00" 460 138 100% Point (LBS) 0' 0.00" 0 84 100% Point (LBS) 5' 6.00" 16 91 100% Point (LBS) 9' 6.00" 16 91 100% / / 14 0 0 / / 14 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" 4351# 3086# 1266# 4351# 2 13' 2.75" Wall N/A 1.50" 4300# 3093# 1208# 4300# Design spans 13' 2.75" Product: 2.0 RigidLam LVL 1 -3/4 x 11.875 3 ply Design assumes continuous lateral bracing for both chords. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 14561.'# 31052.'# 46% 6.61' Total load 100% Shear 3692.# 11845.# 31% 12.57' Total load 100% LL Deflection 0.2213" 0.4410" L/717 6.61' Total load 100% TL Deflection 0.3117" 0.6615" L/509 6.61' 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 ',/ { rl ! ' Copyright (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. 4_,_. -, l* .. wrcxvwrs, w: KeyBuild StructureTM 2.131n Wright - Mencher - Tickner - Level 94-- 5 -11 -05 IanBeamEngine 4.30x Materials Database 368 9:4m l Member Data - Si Description: Cal 6 Member Type: Beam Application: Floor Comments: Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: UBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 16.7 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" 1164 481 100% Replacement Uniform (PLF) 2' 2.75" 4' 6.00" 582 200 100% Replacement Uniform (PLF) 4' 6.00" 8' 2.75" 578 204 100% Replacement Uniform (PLF) 8' 2.75" 10' 0.00" 1173 458 100% Replacement Uniform (PLF) 10' 0.00" 14' 0.00" 293 110 100% Replacement Uniform (PLF) 14' 0.00" 18' 6.00" 578 204 100% Replacement Uniform (PLF) 18' 6.00" 19' 6.00" 308 88 100% Point (LBS) 2' 2.75" 1761 613 100% Point (LBS) 8' 2.75" 1779 576 100% Point (LBS) 10' 0.00" 1457 650 100% Point (LBS) 19' 6.00" 1556 682 100% / / / 10 0 0 9 6 0 / / 19 6 0 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0' 0.00" Wall N/A 1.73" 6577# 4977# 1832# 6809# 2 9' 7.38" Wall N/A 3.74" 14739# 10604# 4135# 14739# 3 18' 8.75" Wall N/A 1.50" 4060# 3536# 1192# 4727# Design spans 9' 7.38" 9' 1.38" Product: 2.0 RigidLam LVL 1-314 x 11.875 3 ply Minimum 3.74" bearing required at bearing # 2 Design assumes continuous lateral bracing for both chords. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 10894.'# 31052.'# 35% 3.37' Odd Spans 100% Negative Moment 11457.'# 31052.'# 36% 9.61' Total load 100% Shear 7295.# 11845.# 61% 9.13' Total load 100% LL Deflection 0.0887" 0.3205" L/999+ 4.1' Odd Spans 100% TL Deflection 0.1161" 0.4807" L/993 4.1' 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. ENTERPRISES LIP Key Build StructureTM 2.131n Wright- Mencher- Tickner - Level I 5 -11 -05 Materials Database se 368 7 Materials Database 368 _`, 9:46am 5of7 Member Data Description: Calc€140 fi3 --(- / Member Type: Beam Application: Floor Comments: Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: UBC Live Load: 0 PLF Deflection Criteria: U360 live, U240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 8.9 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" 4' 10.25" 618 226 100% Point (LBS) 0' 0.00" 2579 1259 100% Point (LBS) 4' 5.38" 53 100 100% Point (LBS) 4' 5.38" 1779 910 100% / / 4 10 4 / / 4 10 4 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0' 0.00" Wall N/A 2.25" 5901# 4064# 1838# 5901# 2 4' 6.00" Wall N/A 1.76" 4616# 3130# 1486# 4616# Design spans 4' 6.00" Product: 2.0 RigidLam LVL 1-314 x 9.5 2 ply Design assumes continuous lateral bracing for both chords. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2495.'# 13100.'# 19% 2.47' Total load 100% Shear 1388.# 6318.# 21% 0.01' Total load 100% LL Deflection 0.0132" 0.1500" L/999+ 2.25' Total load 100% TL Deflection 0.0186" 0.2250" L/999+ 2.25' Total load 100% Control: Shear 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. rm���. KeyBuild StructureTM 2.131n Wright - Mencher - Tickner - Level I 5 -11 -05 ramEnatae se 3 I Sr y o Materials Database 368 Materials 9:46am 4of7 Member Data Description: Calc..B.5- - -J Member Type: Beam Application: Floor Comments: Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: UBC Live Load: 0 PLF Deflection Criteria: L1360 live, 11240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 8.9 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" 10' 2.75" 450 169 100% Replacement Uniform (PLF) 10' 2.75" 12' 6.00" 450 169 100% Replacement Uniform (PLF) 12' 6.00" 13' 8.13" 424 158 100% r. / / / 6 9 0 611 2 / / 13 8 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" 1467# 1259# 416# 1674# 2 6' 4.38" Wall N/A 1.96" 5144# 3689# 1456# 5144# 3 13' 1.38" Wall N/A 1.50" 1584# 1300# 448# 1748# Design spans 6' 4.38" 6' 9.00" Product: 2.0 RigidLam LVL 1-3/4 x 9.5 2 ply Design assumes continuous lateral bracing for both chords. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2512.'# 13100.'# 19% 10.41' Even Spans 100% Negative Moment 3377.'# 13100.'# 25% 6.36' Total load 100% Shear 2119.# 6318.# 33% 7.04' Total load 100% LL Deflection 0.0290" 0.2250" U999+ 10.08' Even Spans 100% TL Deflection 0.0363" 0.3375" 11999+ 10.08' Even Spans 100% Control: Shear Manufacturer's installation guide MUST be consulted for multi -ply connection details and altematives All product names are trademarks of their respective owners 'I I ' Copyright (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. erertnrxiere. us' KeyBuild Structure"' 2.131n Wright - Mencher - Tickner - Level 1 1 Z 'F_ " _ 5 -11 -05 kmBeamEngine 4.30x Materials Database 368 9:46am 7 of 7 Member Data Description: CaIcS*7 13 2.- Member Type: Beam Application: Roof Comments: Lateral Bracing: Continuous Slope: 0.00 / 12 Standard Load: Moisture Condition: Dry Building Code: UBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 8.9 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" 4' 2.13" 712 267 100% Replacement Uniform (PLF) 4' 2.13" 6' 4.88" 644 239 100% Replacement Uniform (PLF) 6' 4.88" 8' 8.13" 644 239 100% Replacement Uniform (PLF) 8' 8.13" 12' 4.88" 618 226 100% Replacement Uniform (PLF) 12' 4.88" 14' 4.25" 618 226 100% Point (LBS) 0' 0.00" 2150 707 100% Point (LBS) 7' 2.13" 6232 2517 100% Point (LBS) 14' 4.25" 3516 1511 100% ■ / / 7 2 2 7 2 2 / / 14 4 4 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 100% Dead Total 1 0' 0.00" Wall N/A 2.08" 5463# 4028# 1436# 5463# 2 7 0.00" Wall N/A 6.32" 16595# 11904# 4691# 16595# 3 14' 0.00" Wall N/A 2.75" 7229# 5114# 2115# 7229# Design spans 7 0.00" T 0.00" Product: 2.0 RigidLam LVL 1-3/4 x 9.5 2 ply Minimum 6.32" bearing required at bearing # 2 Design assumes continuous lateral bracing for both chords. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 3426.'# 13100.'# 26% 2.8' Total load 100% Negative Moment 5521.'# 13100.'# 42% 7' Total load 100% Shear 3314.# 6318.# 52% 6.3' Total load 100% LL Deflection 0.0328" 0.2333" L/999+ 3.15' Total load 100% TL Deflection 0.0456" 0.3500" L/999+ 3.15' Total load 100% Control: Shear Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives All product names are trademarks of their respective owners �� t . Copyright (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. 1 KeyBuild StructareT^' 2.131n Wright - Mencher - Tickner - Level I ^ M 5 -11 -05 aBea te 4.30x I t -' /, Materials is Database 368 (+ �� 9:46am 3 of 7 Member Data Description: Cal e ■ Member Type: Beam Application: Floor Comments: Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: UBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 8.9 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" 2' 0.00" 450 169 100% Replacement Uniform (PLF) 2' 0.00" 18' 2.13" 450 169 100% I / / / 9 0 0 9 2 2 / / 18 2 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" 1997# 1702# 565# 2267# 2 8' 7.38" Wall N/A 2.63" 6913# 4956# 1957# 6913# 3 17' 7.38" Wall N/A 1.50" 2148# 1767# 608# 2375# Design spans 8' 7.38" 9' 0.00" Product: 2.0 RigidLam LVL 1-3/4 x 9.5 2 ply Design assumes continuous lateral bracing for both chords. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 4480.'# 13100.'# 34% 14.01' Even Spans 100% Negative Moment 6094.'# 13100.'# 46% 8.61' Total load 100% Shear 3005.# 6318.# 47% 9.06' Total load 100% LL Deflection 0.0923" 0.3000" L/999+ 13.56' Even Spans 100% TL Deflection 0.1152" 0.4500" L/937 13.56' Even Spans 100% Control: Shear Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives All product names are trademarks of their respective owners / 4 / r• Copyright (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. KeyBuild StructureTM 2.131n Wright - Mencher- Ticicner - Level ( tt'(' 5 -11 -05 I kmBeamEngine 4.30x �L. FIA) Materials Database 368 I b 9:45am 1 of Member Data Description: Cals.61 & 6 ( Member Type: Girder Application: Floor Comments: Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: UBC Live Load: 0 PLF Deflection Criteria: U360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 8.9 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" 4' 11.00" 85 22 100% Point (LBS) 4' 11.00" 200 103 100% IIIIIRINMIMMIIIIIMIMMIIMIIIIIIIIIMMIIIMMMIMIMIIMIIIMIIIIMIII A 411 0 / / 4 11 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" 241# 178# 64# 241# 2 4' 1.75" Wall N/A 1.50" 544# 378# 167# 544# Design spans 4' 1.75" Product: 2.0 RigidLam LVL 1-3/4 x 9.5 2 ply NOTE: Pass -thru framing is required at point loads over bearings. Design assumes continuous lateral bracing for both chords. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 250.'# 13100.'# 1% 2.07' Total load 100% Shear 149.# 6318.# 2% 3.52' Total load 100% LL Deflection 0.0011" 0.1382" L/999+ 2.07' Total load 100% TL Deflection 0.0015" 0.2073" U999+ 2.07' 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 All product names are trademarks of their respective owners '/ 1 ' Copyright (C)1989.2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. nvrtarw,sre. uc KeyBuild Stn.ctureT" 2.131n Wright - Mencher- Tickner - Level I 5 -11 -05 1'tmBeamEnglne 4.30x Materials Dathbase 368 r....t..erbe_ 9:45 am 2of2 Member Data /! Description: CalcG6" ( Member Type: Girder Application: Floor Comments: Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: UBC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 8.9 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" 6' 0.00" 27 10 100% Replacement Uniform (PLF) 0' 0.00" 6' 0.00" 53 100 100% Replacement Uniform (PLF) 0' 0.00" 18' 0.00" 27 10 100% Replacement Uniform (PLF) 6' 0.00" 18' 0.00" 27 10 100% Replacement Uniform (PLF) 12' 0.00" 18' 0.00" 53 100 100% Point (LBS) 0' 0.00" 0 62 100% Point (LBS) 0' 0.00" 529 180 100% Point (LBS) 6' 0.00" 0 42 100% Point (LBS) 12' 0.00" 1530 647 100% Point (LBS) 18' 0.00" 0 62 100% Point (LBS) 18' 0.00" 525 196 100% 1 II!11lMMIIIIIIIIIIIIIIMIMIllifIIIIIIIMI.PIMI=OMIMIIIIIIIIIIMMIIIIpf / / / / 9 0 0 3 0 0 6 0 0 / / 18 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" 1570# 892# 680# 1572# 2 8' 7.38" Wall N/A 1.50" 1230# 725# 614# 1339# 3 11' 7.38" Wall N/A 1.50" 2742# 2071# 937# 3007# 4 17' 2.75" Wall N/A 1.50" 1371# 794# 581# 1374# Design spans 8' 7.38" 3' 0.00" 5' 7.38" Product: 2.0 RigidLam LVL 1-3/4 x 9.5 2 ply NOTE: Pass -thru framing is required at point loads over bearings. Design assumes continuous lateral bracing for both chords. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1360.'# 13100.'# 10% 3.45' Odd Spans 100% Negative Moment 1329.'# 13100.'# 10% 8.61' Adjacent 1 100% Shear 751.# 6318.# 11% 8.19' Adjacent 1 100% LL Deflection 0.0137" 0.2872" L/999+ 3.88' Odd Spans 100% TL Deflection 0.0299" 0.4307" L/999+ 3.88' Odd Spans 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 All product names are trademarks of their respective owners , 4 ' Copyright (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. Cwt ttA.4 P . '� (ith of L arthamp ±rn1 a7-- a — �ia�.wczusrtts 1 w 7 E DE? .ATL(SNT OF BUILDING INSPECTIONS ��5= INSrK GR 212 Main Street Municipal Building '.•�� Northampton, Mass. 01060 -- Scuare Footage Arcun Basement @ 15 3 c 2,C 1st Floor @ ,6*() • 2nd Floor @ • 30 13 3 4t)Z 9 1/2 Floors, Attic, Garage ,15 F l Dees, Porches • TOTAL • . z.r 6 - Ic P© • • s . • MUNICIPAL WATER AVAILABILITY APPLICATION Northampton Water Department 237 Prospect St. Northampton, MA 01060 587 -1097 A Department of Public Works Trench Permit shall be required prior to any construction or connection activity associated with this application. Location: 58 Ice Pond Drive (Lot 17) Inquiry Made By: Kirstin, Wright Builders, 586 -8287, x33 Date of Inquiry: 4/20/05 Number of Type of _ x_ Single Family Type of _ Private Units: 1 Unit(s): _ Accessory Apart. Ownership: Condo Multi- family Rental (Applicant to fill out the above) Municipal Water Main in Existing service to Front of Location? Yes: RI No: ❑ site? Yes: 14 No: ❑ Size of Water Main: 8" Material: DI Age: 2003 Approximate Static Street 65 Flow Test Conducted: Yes: ❑ No: RT Pressure: If done attach results 1" Size of Service Connection: Suggested Meter Size: 1" Comments: The Water Department cannot guarantee adequate water pressure during peak demand times at elevations above 320 feet. The City of Northampton has not accepted responsibility for the I I : 1 1 1 ■ : 1 1 M " 1 i 1 1 : 1 1 1 ❑ I I .' • • I 1 1 • 1 1 : 1 . ' 1 I f.' I '1 I I 1 I . '' • ' 11 1 1 ' - I be paid prior to water being turned on. • A corresponding water entrance fee shall be paid prior to making any connection to the municipal water system. • Arran ements of such installation shall be made with the Northampton Water Department with a minimum of 5 wor g days no • : ► 1 . • All w rk shall • 1 omrto No ampton Water Department specifications. David W. Sparks, Superintendent of Water cc: Ned Huntley, City Engineer MUNICIPAL SEWER AVAILABILITY APPLICATION Northampton Streets Department 125 Locust Street Northampton, MA 01060 587 -1570 A Department of Public Works Trench Permit shall be require prior to any construction or connection activity associated with this application. Location: 58 Ice Pond Drive (Lot 17) Inquiry Made By: Kirstin, Wright Builders, 586- 8287 x33 Date of Inquiry: 4/20/05 Municipal Sewer Main in Front of Location: Yes )( No Municipal Storm Drain Available: Yes )( No ir Size of Sewer Main: 7 Material: PYC Age: /t/h /,v Zool r Depth of Sewer Main: 7, 5 t Size of Service Connection: 6 P {'C Comments: . C y 6l //o k mP /`a� , / ,-.J' Nor 4. cc,—P �D L - f/ r rc, / r • v.: s � / % '2 '6Z CoN,✓ -zc — emx D/9-%� d/ 42 J 9 Jrg, y, A corresponding "sewer entrance fee" shall be paid prior to making any connection to the municipal sewer system. Arrangements of such installation shall be made with the Northampton Streets Department with a minimum of 5 working days notification. All work shall conform to Northampton Streets Department specifications. Storm Drain Concurrence `•ems ' tr2 o seph Thomas, Superintendent Douglas McDonald, Environmental Planner \ Streets Department Engineering Department cc: Ned Huntley, City Engineer Anthony Patillo, Building Inspector 9 10 v`/ I I_ L. + , . . -- \,\ l wEILA11D \ \ 'N ,/ \\ \ ' t to \ 9A \ \ I , ` {j 1 I ' \\ / { f A. a 11 OPEN SPACE �� �\ `\ ' Y \ , ,, \ LANDSCAPE ARCHITECTL I , 1( 12 I ��/� `1'�,\ \ \ \�" ENVIRONMENTAL DES) i l + ! i 10 + { �- COMMUNITY PLANNI , ,) ,,/ \ 20 \c \ ' 13 ,� 1 /'- ' , `h \ \ ( l ❑ ❑ ❑ // 150 NORTHAMPTON STRI l ` 1 \ CAST! 1AM PTON. MA 01 C 4 /, - _ 7 \ TEL 4 1 3• 5 2 7 G 14 I /� ' -'7-. gin_ +,``` -� /\.______-- -. \, FAX. 4 1 3 • 5 2 7 • 5 3 / .-•-•—•- \ OFFICLOCA{ {0t {LA.0 `� --j.---ti 15 � . . � " � / 27 \ \ LANDSCAPE ARCFIITECT oPEN -- - _ "..,-- !.- . '; .-.-. -. _( 19 \ SPACE � �� „ \ Y �, _� 111 \ , 0 0";ummi yp . ::':- � .: ' :. .. : : \--\ + \ \ G 47 - 2U ____2.,N, \ \ �• is A. v I :'::': _ : �- " \ ' \ \ . ' L ,- ; ....."... "....". _ 3 .. _ :...:.. . . ...: , ■ - ' ` ' 26 \ 2Gn - c-, w 21 S1 IC �u111Lrununrt 23 j • / '// 9(1r1 / /1?S'C' t ` 7......:,4„i..... l CUNSULI'AN1S ``---- V 15 \ /1' SCALE: 1 ` =200' F GEf IEE AL UOI ES 1. FLAG LOT 16 & 17 WERE CREATED AND APPROVED UNDER DEFINITIVE SUBDIVISION RAN ENTITLED "ICE POND RESIDENTIAL SUBDIVISION" PREPARED FOR 1RIE COMMUNITY BUILDERS, INC. AND AS PREVIOUSLY APPROVED DY 111E NORIIIAMPION PLANNING BOARD. 2. TOPOGRAPHICAL INFORMATION TAKEN FROM ICE POND RESIDENTIAL SUBDIVISION DEFINITIVE PLANS DATED DECEMBER 16, 2002 AND REVISED APRIL 30, 2003. 3. PROPERTY LINE DATA TAKEN FROM PLAN ENTITLED "DEFINITIVE SUBDIVISION PLAN NORIIIAMPIUN, MASSACIIUSEFIS" PREPARED FOR TIE COMMUNITY E 1` BUILDERS, INC. DAIED DECEMBER 16, 2002 AND PREPARED BY E.B. HOLMBERG & ASSOCIATES, LAND SURVEYORS 87 UNION STREET, FA I I 1 111ON MASS. 1 EL413.529.1700. Mpi1 11 05 07:55a Keith 413 - 562 -1681 p.4 • Joti -_ Truss Truss Type Oty Ply Wright Builders / Mencher MENCHER T -1 FINK 14 1 , Job Reference (optional) Western Mass Truss, Westfield, MA 6.200 s Mar 5 2005 MiTek Industries, Inc. Wed May 11 08'.45:47 2005 Page 1 -1 0-CI 5-4-12 I _ 10-6-0 -1 15 -7 -4 I 21-0-0 32-0-00 1 -0-0 5-4-12 5-1 -4 5-1-4 5-4-12 1-0-0 4 MI120 = Scale = 1:59.7 4 - @DG //4/111's \�, 1 I 1000(.T 4x4 MI 2 i \`\ M1120 �- 1 \ 3 5 // /.. Wy 3x6 MI120 I �'� � \ 3x6 A.11201 I ,1 2 j/ ' / \ \\ I 51/ -V__ at in/ rn \ s ). IF --m 10 11 12 9 13 14 8 5x7 M1120 = Sib M1120_ 5x7 MI120= F- -- 10-6-0 _ -r - I 10-6-0 10-6-0 _Plate Offsets (X_Y): f9:0- 4-0.0 -3.4] _ . _. -. _ LOADING (pal) SPACING 2 -0-0 CM DEFL in (loc) Udell lid PLATES GRIP TOLL 40.0 Plates Increase 1.15 TC 0.71 Vert(LL) - 0.18 9-10 >999 360 MI120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.78 Vert(TL) -0.35 9-10 >714 360 BCLL 0.0 ' Rep Stress Inc/ YES WB 0.83 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code IRC2000JANSI95 (Matra) Wind(LL) 0.03 9 >999 240 Weight: 105 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD SOT CHORD 2 X 4 SPF No.2 Installation 1 Stabiizer(s) at 9-4.8 (max) oc, Except: WEBS 2 X 4 SPF Stud 'Except' 15-0 -0 cc: 1. 2,6-7. EV1 2 X 4 SPF Not, EV2 2 X 4 SPF No.2 Permanent Sheathed or 5-2-6 oc purlins, except end verticals. SOT CHORD Installation 1 Stabilizer(s) at 15-0-0 (max) oc. Permanent Rigid ceiling directly applied or 8-83 oc bracing. WEBS 1 row(s) of 1 Stablizer(s) at 1/2 pts. 3-10, 5.8 REACTIONS (lb/size) 10=1480/0-5-8, 8= 1480/0.5 -8 Max Horz10= 594(load case 3) Max Uptif1 553(load case 4), 8 553(load case 5) FORCES (6) - Maximum Compression/Maximum Tension TOP CHORD 1-2 2 -3=- 654/418, 3-4=-1158/571, 4.8=- 1158/571, 5-6=- 654/417, 67 =0/73, 2 -10 6891531. 6-8=- 689/530 BOT CHORD 10- 11=- 454/954,11 -12=- 454/954, 9-12=- 454/954, 9-1 = - 220/954,13 -14 - 220/954, 8-14=- 220/954 WEBS 3- 9= 334/479, 4- 9= 4081742, 5 3341479. 3-1- 856/310, 5-8=- 856/309 NOTES 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7 -98; 120m ph; h =25ft; TCDL =4.0psf; BCDL=4.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 3) - This truss has been designed for a the toad of 20.0psf on the bottom chord in sit areas where a rectangle 3-6-0 tap by 1-0-0 wide " will ft between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 553 lb uplift at joint 10 and 553 lb uplift at joint 8. 5) For bracing specified, use MiTek Stabifizer(trn) Truss Bracing System (or Equivalent), attached per The Stabilizer Truss Bracing System Installation Guide. Cross bracing required at each end and at these spacings: Webs: 20-0-0; TC: Inst. 20-0 -0; BC: ; Inst. 20-0-0. 6) Where diaphragm blocking is required al pitch breaks, Stabilizers may be replaced with wood blocking. LOAD CASE(S) Standard 1 Mai 11 05 07:55a Keith 413 - 562 -1681 p.3 Job Truss Truss Type Qty Ply Wright Builders! Merncher MENCHER GT - 1 FINK 1 1 _,. Job Reference (optional) . Western Mass Truss, Westfield, MA 6.200 s Mar 5 2005 MiTek Industries, Inc. Wed May 11 08:45:47 2005 Page 1 117979 10.6 -0 ......._ 21 = 1-0-0 10-6 -0 4x4 M1120= 10-6 -0 1 -0-0 Scale .115 3 1.524 M1120 II 8 1.5x4 MI120 11 15x4 MI120 I I 7 / \ \ MII20 11 • 10.00 [1275x4 M1120 11 \ 1.5x4 MII2011 g . � � 10 / 1.5x4 M1120 I 1 i 1.5x4 MI120 II 5 Ii 11 1.5x4 MI120 ,I , . \ 1.5x4 M1a011 1. 4x4 MI120 :1 4/ 12 0 z4 M112D 2 3 i , I 5 N 1 G 1 r l il �I 26 25 27 24 23 22 21 20 19 18 28 17 16 7x8 M1120 1.5x4 MI120 ;I 5x5 M1120= 1.5x4 M112011 7x6 MI120= 1.5x4 M1120 I I 1.5x4 MI120 li 1.5x4 M1120 :1 1.5x4 M1120 II 1.5x4 MI120 11 t l ! r r - o - o 1.5x4 MI120 I I Plate Offsets (X,Y): (2:0.2 -0,0 - 1.12), [14:0- 2 -0.0-1 -121, [21:0.2- 8,0 -3-0) LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ltd PLATES GRIP TCLL 40.0 • Plates Increase 1.15 1C 0.60 Vert(LL) -0.01 15 n/r 120 MI120 197/144 TCOL 10.0 Lumber Increase 1,15 BC 0.34 Vert(TL) -0.01 15 nlr 120 BCLL 0.0 • Rep Stress Incr YES 1 WB 0.46 Horz(1L) 0.04 14 n/a n/a BCDL 10.0 j Code IRC2000/ANSI95 + (Matrix) Weight: 126lb LUMBER BRACING TOP CHORD 2 X 4 SPF Not TOP CHORD BOT CHORD 2 X 4 SPF Not Installation 1 Stabilizer(s) at 15-0-0 (max) oc, Except: WEBS 2 X 4 SPF Not 9-4-8 oc: 3- 4,13.14. OTHERS 2 X 4 SPF Stud Permanent Sheathed or 6-0-0 oc pukes, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. • WEBS 1 row(s) of 1 Stabilizer(s) at 1/2 pts. 8-21, 7 -22, 9 -20 REACTIONS (lb/size) 2 6= 283121 0 ,16=41/21 -0.0,14=220/21 -0 -0, 21= 321 /21 -0-0, 22 =322/21-0-0, 2 3= 318/21-0-0, 24=325/21 -0-0, 25=236/21-0-0, 20=321/21 - 0-0,1 320/21 -0-0, 18=318/21 -0-0, 17= 265/21 -0-0 Max Horz26= -594(load case 2) Max Uplift28n- 272(load case 2), 16= 1824(bad case 2), 14=- 1793(load case 3), 22=- 164(load case 4), 23=- 254(Ioad case 4), 24= •154(oad case 4), 25=- 440(loed case 4), 20=- 173(load case 5), 19= 244(load case 5), 18=- 184(bad case 5),17 =- 331(load case 5) Max Grav26= 283(bad case 1), 16-1474(bad case 3), 14=2084(load case 2), 21.5780ad case 4), 22 =329(bad case 6), 23= 318(bad case 1), 24=325(load case 1), 25= 246(load case 2), 20=328(load case 7), 19=320(loed case 1), 18= 318(bad case 7),17 =265(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=0/73, 2-3=-22/74, 3-4=-248/244, 4-5=- 60/242, 5- 6= -62/333, 6 -7 =- 61/435, 7-8 ■- 62/545, 8- 76/573, 9-1 = - 71/521, 10-11= 147/417, 11 -12 =245/354, 12- 13=- 385/393, 13 -144- 505/489, 14-15=0/73, 2.26=- 138/352, 14-16 =- 1402/1780 BOT CHORD 25- 26=- 309/423, 25.27=- 309/423, 2427 =- 309/423, 23.244- 309/423, 22- 23=- 3091423, 21- 22 =- 309/423, 20-21=-309/423, 19 -20=- 3091423, 18.19= 309/423, 18- 28=- 309/423, 17 -28=- 309/423, 16- 17=- 309/423 WEBS 8-21 =-5 562/0, 7 -22=- 2091183, 6 -23=- 1991251, 5-24=- 203/203, 4-25- 191/344, 3-26=- 315233, 9-20- 208/191, 10-19= 200255, 11 -18- 199/220. 12 -17- 205/277, 13-16= 1461162 NOTES 1) Unbalanced roof fie loads have been considered for this design. 2) Wind: ASCE 7-98; 120mph; h =25tt; TCOLn4.Opsf; BCDL=4.0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), sea MiTek "Standard Gable End Detail 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) " This truss has been designed for a five load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Continued on page 2 M 05 7:55a Keith 413 - 562 -1681 p.2 IF Gi ffi i e_frop t I 28'0"01 i 1 i I y i 1 s 1 1- I i c 1 ■ I l 1 itik j N i i s = -- I 1 t -- -- ------ — — T -1 (1 ) i 1 1 1 ; 1 __L .1 . I ' 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 1" lip 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) of the heating energy is from non - depletable sources. Pool pumps require a time clock. Heating and Cooling Piping Insulation: [ ] HVAC piping conveying fluids above 120 ° F or chilled fluids below 55 ° F must be insulated to the levels in Table 2. Floors: [ ] 1. Floor 1: All -Wood Joist /Truss:Over Unconditioned Space, R -19.0 cavity insulation Comments: Heating and Cooling Equipment: [ ] 1. Furnace 1: Forced Hot Air, 90 AFUE or higher Make and Model Number Air Leakage: [ ] Joints, penetrations, and all other such openings in the building envelope that are sources of air leakage must be sealed. [ ] 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 cfm (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 /ft2 pressure difference and shall be labeled. Vapor Retarder: [ ] Required on the warm -in- winter side of all non - vented framed ceilings, walls, and floors. Materials Identification: [ ] Materials and equipment must be identified so that compliance can be determined. [ ] Manufacturer manuals for all installed heating and cooling equipment and service water heating equipment must be provided. [ ] Insulation R- values, glazing U- factors, and heating equipment efficiency must be clearly marked on the building plans or specifications. Duct Insulation: [ ] Ducts shall be insulated per Table J4.4.7.1. Duct Construction: [ ] 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. [ ] The HVAC system must provide a means for balancing air and water systems. Temperature Controls: [ ] 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: [ ] 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. Circulating Hot Water Systems: [ ] Insulate circulating hot water pipes to the levels in Table 1. Swimming Pools: [ 1 All heated swimming pools must have an on/off heater switch and require a cover unless over 20% # Panes Frame Type Thermal Break? [ ] Yes [ ] No Comments: [ ] 6. Window: Pella Arch 2929 -3 Awn: Vinyl Frame, Double Pane with Low -E, U- factor: 0.430 For windows without labeled U- factors, describe features: # Panes Frame Type Thermal Break? [ ] Yes [ ] No Comments: [ ] 7. Window: Pella Arch 2929 -2 AWN: Vinyl Frame, Double Pane with Low -E, U- factor: 0.430 For windows without labeled U- factors, describe features: # Panes Frame Type Thermal Break? [ ] Yes [ ] No Comments: [ ] 8. Window: Pella Arch 2947 Case: Vinyl Frame, Double Pane with Low -E, U- factor: 0.390 For windows without labeled U- factors, describe features: # Panes Frame Type Thermal Break? [ ] Yes [ ] No Comments: [ ] 9. Window: Pella Arch 3357 -3 DHG: Vinyl Frame, Double Pane with Low -E, U- factor: 0.370 For windows without labeled U- factors, describe features: # Panes Frame Type Thermal Break? [ ] Yes [ ] No Comments: [ ] 10. Window: Pella Arch 10882 OXO Slider: Vinyl Frame, Double Pane with Low -E, U- factor: 0.380 For windows without labeled U- factors, describe features: # Panes Frame Type Thermal Break? [ ] Yes [ ] No Comments: [ ] 11. Window: Pella Arch 2947 -2 Case: Vinyl Frame, Double Pane with Low -E, U- factor: 0.390 For windows without labeled U- factors, describe features: # Panes Frame Type Thermal Break? [ ] Yes [ ] No Comments: [ ] 12. Window: Pella Arch 3357 DHG: Vinyl Frame, Double Pane with Low -E, U- factor: 0.370 For windows without labeled U- factors, describe features: # Panes Frame Type Thermal Break? [ ] Yes [ ] No Comments: [ ] 13. Window: Pella Arch 7282 XO Slider: Vinyl Frame, Double Pane with Low -E, U- factor: 0.380 For windows without labeled U- factors, describe features: # Panes Frame Type Thermal Break? [ ] Yes [ ] No Comments: Doors: [ ] 1. Door: Therma Tru Smooth Star S -90 3/4 Light: Glass, U- factor: 0.240 Comments: [ ] 2. Door: Therma Tru Smooth Star s -210 6 Panel: Solid, U- factor: 0.160 Comments: [ ] 3. Door: Therma Tru Smooth Star S -118 Full Light: Glass, U- factor: 0.370 Comments: [ ] 4. Door: Peachtree Avanti A300 6 panel: Solid, U- factor: 0.140 Comments: REScheck Inspection Checklist Massachusetts Energy Code REScheckSoftware Version 3.6 Release 1 DATE: 04/25/05 PROJECT TITLE: Mencher Ticknor Bldg. Dept. Use Ceilings: [ ] 1. Ceiling 1.: Flat Ceiling or Scissor Truss, R -38.0 cavity insulation Comments: [ ] 2. Ceiling 2: Cathedral Ceiling (no attic), R -28.0 cavity insulation Comments: 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/6.0' bg /8.0' insul, R -10.8 continuous insulation Comments: Windows: [ ] 1. Window: Pella Arch 3357 -2 DHG: Vinyl Frame, Double Pane with Low -E, U- factor: 0.370 For windows without labeled U- factors, describe features: # Panes Frame Type Thermal Break? [ ] Yes [ ] No Comments: [ ] 2. Window: Pella Arch VG 3365 -3 DHG: Vinyl Frame, Double Pane with Low -E, U- factor: 0.370 For windows without labeled U- factors, describe features: # Panes Frame Type Thermal Break? [ ] Yes [ ] No Comments: [ ] 3. Window: Pella Arch 7282 OX Slider: Vinyl Frame, Double Pane with Low -E, U- factor: 0.380 For windows without labeled U- factors, describe features: # Panes Frame Type Thermal Break? [ ] Yes [ ] No Comments: [ ] 4. Window: Pella Arch 2929 Case: Vinyl Frame, Double Pane with Low -E, U- factor: 0.390 For windows without labeled U- factors, describe features: # Panes Frame Type Thermal Break? [ ] Yes [ ] No Comments: [ ] 5. Window: Pella Arch 2929 -2 Case: Vinyl Frame, Double Pane with Low -E, U- factor: 0.390 For windows without labeled U- factors, describe features: • Vinyl Frame, Double Pane with Low -E 18 0.430 8 Window: Pella Arch 2929 -2 AWN: Vinyl Frame, Double Pane with Low -E 47 0.430 20 Window: Pella Arch 2947 Case: Vinyl Frame, Double Pane with Low -E 10 0.390 4 Window: Pella Arch 3357 -3 DHG: Vinyl Frame, Double Pane with Low -E 13 0.370 5 Window: Pella Arch 10882 OXO Slider: Vinyl Frame, Double Pane with Low -E 62 0.380 23 Window: Pella Arch 2947 -2 Case: Vinyl Frame, Double Pane with Low -E 20 0.390 8 Window: Pella Arch 3357 DHG: Vinyl Frame, Double Pane with Low -E 26 0.370 10 Window: Pella Arch 7282 XO Slider: Vinyl Frame, Double Pane with Low -E 41 0.380 16 Door: Therma Tru Smooth Star S -90 3/4 Light: Glass 20 0.240 5 Door: Therma Tru Smooth Star s -210 6 Panel: Solid 20 0.160 3 Door: Therma Tru Smooth Star S -118 Full Light: Glass 20 0.370 8 Door: Peachtree Avanti A300 6 panel: Solid 20 0.140 3 Basement Wall 1: Solid Concrete or Masonry 1448 0.0 10.8 91 Wall height: 8.0' Depth below grade: 6.0' Insulation depth: 8.0' Floor 1: All -Wood Joist /Truss:Over Unconditioned Space 1349 19.0 0.0 63 Furnace 1: Forced Hot Air, 90 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 RES checkVersion 3.6 Release 1 (formerly MECche0 and to comply with the mandatory requirements listed in the RES checklnspection Checklist. 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 HVAC equipment selected to heat or cool the building shall be no greater than 125% of the design load as specified in Sections 780CMR 1310 and J4.4. Builder /Design JUL' , Date . 0 C � A Permit Number REScheck Compliance Certificate Checked By/Date Massachusetts Energy Code REScheckSoftware Version 3.6 Release 1 Data filename: C:\Program Files \Check\REScheck\Menchor Ticknor.rck PROJECT TITLE: Mencher Ticknor CITY: Northampton STATE: Massachusetts HDD: 6404 CONSTRUCTION TYPE: 1 or 2 Family, Detached HEATING SYSTEM TYPE: Other (Non - Electric Resistance) WINDOW / WALL RATIO: 0.20 DATE: 04/25/05 DATE OF PLANS: 4/19/05 PROJECT DESCRIPTION: New Home DESIGNER/CONTRACTOR: Wright Builders COMPLIANCE: Passes Maximum UA = 613 Your Home UA = 531 13.4% Better Than Code (UA) Gross Glazing Area or Cavity Cont. or Door Perimeter R -Value R -Value U- Factor UA Ceiling 1: Flat Ceiling or Scissor Truss 1104 38.0 0.0 33 Ceiling 2: Cathedral Ceiling (no attic) 187 28.0 0.0 7 Wall 1: Wood Frame, 16" o.c. 2675 20.0 0.0 123 Window: Pella Arch 3357 -2 DHG: Vinyl Frame, Double Pane with Low -E 78 0.370 29 Window: Pella Arch VG 3365 -3 DHG: Vinyl Frame, Double Pane with Low -E 89 0.370 33 Window: Pella Arch 7282 OX Slider: Vinyl Frame, Double Pane with Low -E 41 0.380 16 Window: Pella Arch 2929 Case: Vinyl Frame, Double Pane with Low -E 35 0.390 14 Window: Pella Arch 2929 -2 Case: Vinyl Frame, Double Pane with Low -E 23 0.390 9 Window: Pella Arch 2929 -3 Awn: File # BP- 2005 -1125 APPLICANT /CONTACT PERSON Wright Builders ADDRESS/PHONE 48 Bates St NORTHAMPTON (413) 586 -8287 PROPERTY LOCATION 58 ICE POND DRIVE MAP 37 PARCEL 107 001 ZONE SR THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM FILLED OUT Fee Paid Building Permit Filled out _ Fee Paid /33o 5 7J`` v Typeof Construction: CONSTRUCT 2 STORY SFH W /ATT GARAGE/DECK New Construction Non Structural interior renovations Addition to Existing Accessory Structure Building Plans Included: Owner/ Statement or License 047146 3 sets of Plans / Plot Plan THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INFORMATION 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 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 Stree ommission ... 5 to LG G,i 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. • I SECTION 8 - CONSTRUCTION SERVICES 1 Licensed Construction Supervisor: Not Applicable ❑ G Name of License Holder : 1" ►PY" �l V 11/ eS 04 4"kto License Number Sic) Address Expiration Date 443 -e b -B1 1 Signature Telephone - II rill .1al-fiit4,`llf,1%Tu l Not Applicable ❑ 1NF Wu E -S i o I 3 Company Name Registration Number 1\1 Ol p I f (� (212 lo Address Expiration Date Telephone 1 Ut AM. -- b7 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 P6' No ❑ f t `��'Ki 0 1 � e ems ' 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 time, during and upon completion of the work for which this permit is issued. Also be advised that with refcicnce 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 7CTION 5- DESCRIPTION OF PROPOSED WORK (check all applicable) New House Addition ❑ Replacement Windows Alteration(s) ❑ Roofing ❑ Or Doors ❑ Accessory Bldg. ❑ Demolition❑ New Signs [ ] Decks [ ] Siding [ ] Other [ ] Brief Description of Proposed Work: 1 &lit ' 1 a, at e-d- "e. Alteration of existing bedroom Yes No Adding new bedroom Yes No Attached Narrative ❑ Renovating unfinished basement Yes No Plans Attached Roll ❑ • Sheet ❑ .al e II ous IC1f 1F 'Rion a iiii_ pit 1 I 0L u • e e tie of& W n : : a. Use of building : One Family Two Family Other b. Number of rooms in each family unit: 1 Number of Bathrooms 3 c. Is there a garage attached? \t£S - d. Proposed Square footage of new construction. S #2 . ,-) Dimensions 34 /' l 6+ e. Number of stories? 2 f. Method of heating? _ �t' R FUT � t- Fireplaces or Woodstoves l Number of each ��� l A t t g. Energy Conservation Compliance. ies Mascheck Energy Compliance form attached? le-S Type of construction 513 , i. Is construction within 100 ft. of wetlands? Yes )C No. Is construction within 100 yr. floodplain Yes 2S,„__No // j. Depth of basement or cellar floor below finished grade i t' g di k. Will building conform to the Building and Zoning regulations? )'■ Yes No . . I. Septic Tank City Sewer )( Private well City water Supply f SECTION 7a OWNER AUTHORIZATION TO BE COMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT - I, I"1fol -1 1 , lic -00 , as Owner of the subject property hereby authorize FA UR:AW /1 �1 f '6UU (2)611S to act on my behalf, in all matters relative to work authorized by this building permit application. _ Signature of Owner 6 - D to I, MA11 Wb U FJ i� Vl ('S - Rut i h t--;�� , as Owner /Authorized Agent) hereby declare that the statemen and information on the foregoing application are true and accurate, to he best of my knowledge and belief. Signed under the pains and penalties of perjury. - - 1vt V— . Print Name LI a b S Si nature of Owner /A gent Oat Section 4. ALL INFORMATION MUST BE COMPLETED, or PERMIT CAN BE DENIED DUE TO LACK OF INFORMATION Existing Proposed Required by Zoning This column to be filled in by Building Department Lot Size ( 42.0 (0 4 ra- a f Frontage 4� L- W47 Setbacks Front fat ' --2. Side L: R: L: 103 R: 41 o Rear sit Building Height Bldg. Square Footage % fA46:34CD .2 °J f ° Open Space Footage % TL-Z9 23 (Lot area minus bldg & paved O �' parking) I # of Parking Spaces Fill: (volume & Location) A. Has a Special Permit /Variance /Finding ever been issued for /on the site? NO ! ' DON'T KNOW YES IF YES, date issued: IF YES: Was the permit recorded at the Registry of Deeds? NO DON'T KNOW YES IF YES: enter Book Page and /or Document # B. Does the site contain a brook, body of water or wetlands? NO )'N DON'T KNOW YES IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained Obtained , Date Issued: C. Do any signs exist on the property? YES NO i , 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: • ■ T f" •;',`'. "Al .4' .. .. ? ,,.,,,,4ii...:-:,.;;,..,,-F,,,:,,,.,,,..,...4.),';;;%,- r-it of Northampton a A y 4 ./, 01,". - Irr ' W: ,.. il;•,':••- • ,., 1 i : . (A: ''' • 11 ' ' 1.7•27iVi l 'if p 1 W11, 14 : : .:L.:f.. - iS.:,.S•jil- : ::::!:.:::1 - ,::,.., - ,..-, -,,,• , ;,,:',': el r-- '' ' - :—• uilding Department - b.',cQt 0 A .9 ' i ll,, ,, - - , 4':—r • r - " 7 ,i77 Vi:1 . 212 Main Street p.''...',: - . Wli f il)F iku lli s i-i,-- c --;SA : -, ; ----,- , ,- ;? . .... - 4 , ,-.. , •-•-i,---!. , ---,‘,. rf ,... •,,z1,-. , ,Il ,, ,_, ,,,77, 7 -- r. 7 r - ',:,...-,'-''-, : :,'' ; ..,--, 1 1 2r: ,, Room 100 i , \npton, MA 01060 ArrA . .,v .,4 i 4 :7 , ,14i -, 4 - .-;...; , :,1 . 5-...--...., : - Northa ki41 .; "-i'fif:Okifil'04-.7k10;":;4:"..= : :-!:,: i . " .: ;; ;".' :+ - : - .'_::::t:' sr i).4! phone 44587 1240 Fax 413-587-1272 0-' RIV ': .:. _ --- APPLICATION TO CONSTRUCT, ALTER, REPAIR, RENOVATE OR DEMOLISH A ONE OR TWO FAMILY DWELLING SECTION 1- SITE INFORMATION ct on to be completed by,office ;,,, ' •- ';.-,;',' ', • ,1,-P,„ •,-,'i,,z-.44,-,••;-•:M„.i'',-•f;','-'vsi-~•.`"jL''-`,V-,c-/..*-•T.:-..,:-1-4-47,4•Wi-it.-4. 1.1 Property Address: ----,,,,„., - :i•; , 48 . ,, ,, 7 _ r . '' ,, ';' ,i,-,9,,,, I.;:.: ,- ; 7 9 ,- :: !,,,,, , , ,,, , ;. , -i , , ,, ,r14r , .:.-..7,-..-,-4,.--4..?...t-..'.., ,,.7.,-;„, -!-.......i4viy,,,7-...7; A' Zone ,- •;-,, ,, • -----,,z0Y,erl • 1• NI 1 VA .;.-.--„, , , ',5 , -t , :- -.. " -- ti3 D istrict ---;=-;;,— ==''‘ E lm St District - -'-' ' -- -...,.-, — --._ - - — -- - --- " .........-- SECTION 2- PROPERTY OWNERSHIP/AUTHORIZED AGENT 2.1 Owner of Record: .-- (PAV \( a -71ft- /\c-t'° 42- -- C-ft ex/N G-- ', 1 nt Mailing Name Curre Address (Print) Te4p Signature 2.2 Authorized Agent: \A/124 MT Tgutt)l VW4— lieby'l-1-1-/ 416 BA-1 i 40 eTbN 1 MA Name (Print) Current Mailing Address: • 11•11/111L4. / - Z rkS -- 6 Telephone elephone v'il.PL e_. set ak, SECTION 3 - ESTIMATED CONSTRUCTION COSTS ,: Jks k-oaled ac4c , Item Estimated Cost (Dollars) to be .. • , ' Official Use Only •. completed by permit applicant (a) Building Permit 1. Building 2-‘1- 0 ._ , . . ... .... 2. Electrical (b) Estimated Totaic9tof . ., , . • „, :-,-,-_ - _,-. ,••,;,,:,‘,., \ 1 yoO Construction from (6)' , . - . , 3 Plumbing 0 Building Permit Fee , 3 . . i , g ' ':,,,,:i • .:-',. 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""` -� DEPARTMENT OF BUILDING INSPECTIONS j r = - ---= = —z _ INSPECTOR 212 Main Street ® Municipal.Building , '— Northampton, MA 01060 CERTIFICATE of OCCUPANCY and USE This is to certify that permission is hereby granted under 780 CMR, sixth edition of the Massachusetts State Building Code, allowing the occupancy or use of the premises or structure or part thereof located at 58 Ice Pond Drive as shown on the Assessors Page# 37 , Lot 107 , Zone SR in the City of Northampton, as herein specified: CONSTTRUCTION TYPE(780CMR 6) 5B USE GROUP CLASSIFICATION (780 CMR 3 R4 OCCUPANT LOAD PER FLOOR (780 CMR Table 1008.1.2 40 PSF 30 PSF LIVE LOAD PER FLOOR (780 CMR Table 1606.1) 40 PSF Under the following limitations, special stipulations, and /or conditions of the permits: Issued this 8th day of February , 20 06 Certificate of Occupancy and Use # BP- 2005 -1125 " Authorized Dep ent Personnel Electricat VU- Cc Elevator Fire �' � Plumbing 4 Z ,�v° ) Building , ° �t� , - 2,4.3 - Ge - Gas .;r ,,,__J . Building Commissioner _ 7 �-'!s ,, . This certificate shall be posted by the owner, in a permanent manner and in a visible location, on all floors designated as use group H, S, M, F, or B, and in every room where practicable of use group A, I, R -1, or R -2 per requirement of 780 CMR section 120.5 Posting Structures. I i 6,1 X3,11 � - _ teov d 9 -1041 -t7/ ' ' ere C31- 6 ?cbq oo S 1 i�� w a3 . 1 �' v, 00.6 -9 1 y 1 o a �;� � C ' -1/1))/A) 1 (4 pu a-D c-670-s-Qcce 58 ICE POND DRIVE BP- 2005-1125 GIS #: COMMONWEALTH OF MASSACHUSETTS Map:Block: 37 - 107 CITY OF NORTHAMPTON Lot: -001 Permit: Building Category: BUILDING PERMIT Permit # BP- 2005 -1125 Project # JS- 2005 -1520 Est. Cost: $284700.00 Fee: $1450.00 PERMISSION IS HEREBY GRANTED TO Const. Class: 5B Contractor: License: Use Group: R4 Wright Builders 047146 Lot Size(sq. ft.): Owner: TICKNOR MARY ESTEY Zoning: SR Applicant: Wright Builders AT: 58 ICE POND DRIVE Applicant Address: Phone: Insurance: 48 Bates St (413) 586 -8287 Workers Compensation NORTHAMPTONMA01060 ISSUED ON:5/20/05 0 :00:00 TO PERFORM THE FOLLOWING WORK: CONSTRUCT 2 STORY SFH W /ATT GARAGE /DECK POST THIS CARD SO IT IS VISIBLE FROM THE STREET Inspector of Plumbing Inspector of Wiring D.P.W. Building Inspector 9/4ovyd - 7 /,M Underground: Service: 0;U j �� " ! ,,eter: } Footings: Rough: /a T 4 2 ( Rou /C/Ar ' House # FoundationOk g'3O.5 /� Driveway Final: 7 �s OP .' 4dle Final: t7 Final: s / i/ 4 S //t'9�� Rough Frame: rU r►c�r 6 (t/ 2.7/65' L ev /° Ix 371.. , Gas: Fire Department Fireplace /Chimney: TZ -1 --� Rough: i (.:�{t% - D CA‹ Oil: Insulatitt r e i( ( Lat.fc 1 1 0 �+ o `6 Final: 2 -I- �r a -•� ! � Smoke: G /' J � "AP" 0 i< 2; � 1.601 THIS PERMIT MAY BE REVOKED BY THF.,CITY OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AND REGU A TION Certificate of Occupanc "'�/ _ Signature: FeeType: Date Paid: Amount: Building 5/20/05 0:00:00 $1450.00 • 212 Main Street, Phone (413) 587 -1240, Fax: (413) 587 -1272 Building Commissioner - Anthony Patillo