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_,____.____ ------ _j )...- •:: siy.--v7. KeyBuild® 2 0 IBu11d 29] RossJDPeerson - Level 6 11 -12 -12 kmBeamEngine 4.600y Materials Database 1393 11:26am 2 of 2 Member Data Description: CaIcB8 Member Type: Beam Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC /IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total 1.500" max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 17.6 PLF Filename: Q: \RossJDPee Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 15' 0.25" 549 121 Live Point (LBS) Top 14' 2.50" -130 138 Live PAM t ' rr 15 0 4 / 0 ® 15 0 4 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" 4831# -- 2 15' 0.250" Wall N/A N/A 1.500" 4838# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 3856# 975# 2 3730# 1108# Design spans 14' 0.500" Product: 1- 314x11 -718 VERSA -LAM 2.0 3100 SP 3 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 16958.'# 33189.'# 51% 7.41' Total Load D +L Shear 4151.# 11845.# 35% 14.22' Total Load D +L TL Deflection 0.4108" 0.7021" L/410 7.41' Total Load D +L LL Deflection 0.3276" 0.4681" U514 7.41' 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 altematives All product names are trademarks of their respective owners „7". Copyright (C)1987 -2012 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. ""'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 product installation according to the manufacturers specifications. KeyBuild® 2.05 [Build 29] RossJDPeerson - Level 6 11 -12 -12 kinBeamEngine 4.600y Materials Database 1393 1 1:26am 1 of 2 Member Data Description: CaIcB7 Member Type: Beam Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC /IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total 1.500" max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 17.6 PLF Filename: Q: \RossJDPee Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 14' 4.25" 660 162 Live Replacement Uniform (PLF) Top 14' 4.25" 20' 0.00" 604 151 Live Replacement Uniform (PLF) Top 20' 0.00" 20' 5.50" 640 155 Live Replacement Uniform (PLF) Top 20' 5.50" 40' 0.00" 675 169 Live Point (LBS) Top 14' 2.50" -380 78 Live Point (LBS) Top 20' 1.75" -407 142 Live 1 I 14 4 4 ® 15 0 0 © 10 712 40 00 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" 5045# -- 2 14' 4.250" Wall N/A N/A 3.553" 13990# — 3 29' 4.250" Wall N/A N/A 3.215" 12659# — 4 40' 0.000" Wall N/A N/A 1.500" 4005# -179# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 4079# 966# 2 10685# 3103# 3 10126# 2603# 4 3326# 679# D spans 13' 11.625" 15' 0.000" 10' 3.125" Product: 1- 314x11 -718 VERSA -LAM 2.0 3100 SP 3 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 15138.'# 33189.W 45% 6.67' Odd Spans DEL Negative Moment 19525.'# 33189.'# 58% 14.35' Adjacent 1 D +L Negative Unbrcd 19525.'# 33189.'# 58% 14.35' Adjacent 1 D +L Shear 6427.# 11845.# 54% 13.66' Adjacent 1 D +L TL Deflection 0.3280" 0.6984" L1510 6.67' Odd Spans D +L LL Deflection 0.2794" 0.4656" U599 7.37' Odd Spans 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 All product names are trademarks of their respective owners iirigl; " ' t � - t.COpyright (C)1987 -2012 by Keymerk Enterprises, LLC. ALL RIGHTS RESERVED i **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 product installation according to the manufacturers specifications. r KeyBuild® 2.05 [Build 291 RossJDPeerson - Level 6 11 -12 -12 kmBeamEngine 4.600y Materials Database 1393 1 1:26am 2 of 2 Member Data Description: CalcB8 Member Type: Beam Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC /IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total 1.500" max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 17.6 PLF Filename: Q: \RossJDPee Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 15' 0.25" 549 121 Live Point (LBS) Top 14' 2.50" -130 138 Live m, x. ri # k 15 0 4 � ® 15 0 4 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" 4831# -- 2 15' 0.250" Wall N/A N/A 1.500" 4838# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 3856# 975# 2 3730# 1108# Design spans 14' 0.500" Product: 1- 314x11 -718 VERSA -LAM 2.0 3100 SP 3 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 16958.'# 33189.'# 51% 7.41' Total Load D +L Shear 4151.# 11845.# 35% 14.22' Total Load D +L TL Deflection 0.4108" 0.7021" L1410 7.41' Total Load D +L LL Deflection 0.3276" 0.4681" L/514 7.41' 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 altematives All product names are trademarks of their respective owners r a ` W ^, Copyright (C)1987 -2012 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. "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 this sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer s speficatio ns KeyBttild® 2.05 [Build 291 RossJDPeerson - Level 6 11 -12 -12 r kmBearnEngine 4.600y Materials Database 1393 11:26am 1 of 2 Member Data Description: CaIcB7 Member Type: Beam Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC /IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total 1.500" max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 17.6 PLF Filename: Q: \RossJDPee Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 14' 4.25" 660 162 Live Replacement Uniform (PLF) Top 14' 4.25" 20' 0.00" 604 151 Live Replacement Uniform (PLF) Top 20' 0.00" 20' 5.50" 640 155 Live Replacement Uniform (PLF) Top 20' 5.50" 40' 0.00" 675 169 Live Point (LBS) Top 14' 2.50" -380 78 Live Point (LBS) Top 20' 1.75" -407 142 Live T� rI1tlI k k :fi 4 h - ., l Y 4.0 - F Y ` a -x - �- z A ff �n � -T� � I -'ice`- mzwµ � ,�.as�3Y� ' '�' �� rp 9 �R+ � � 4 t' � Y' i4 - =r b �, o ..r" -„ ", .s' c ,< 1 ,.; �, Ivi y »- m tip-, ` M -. / / 7 r 14 4 4 0 15 0 0 © 10 712 4000 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" 5045# -- 2 14' 4.250" Wall N/A N/A 3.553" 13990# -- 3 29' 4.250" Wall N/A N/A 3.215" 12659# -- 4 40' 0.000" Wall N/A N/A 1.500" 4005# -179# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 4079# 966# 2 10685# 3103# 3 10126# 2603# 4 3326# 679# Design spans 13' 11.625" 15' 0.000" 10' 3.125" Product: 1- 314x11 -718 VERSA -LAM 2.0 3100 SP 3 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 15138.'# 33189.'# 45% 6.67' Odd Spans D +L Negative Moment 19525.'# 33189.'# 58% 14.35' Adjacent 1 D +L Negative Unbrcd 19525.'# 33189.'# 58% 14.35' Adjacent 1 D +L Shear 6427.# 11845.# 54% 13.66' Adjacent 1 D +L TL Deflection 0.3280" 0.6984" L/510 6.67' Odd Spans D +L LL Deflection 0.2794" 0.4656" L/599 7.37' Odd Spans L Control: LL Deflection DOLs: Live =100% Snow Roof =125% Wind =160% Design assumes a repetitive member use increase in bending stress: 4 % Manufacturers installation guide MUST be consulted for multi -ply connection details and alternatives � All product names are trademarks of their respective owners .A4,.,;, �I .:, Copyright (C)1987 -2012 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. "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 product installation according to the manufacturer's specifications. KeyBuild® 2.05 [Build 29] RossJDPeerson - Level 6 11 -12 -12 kmBeamEngine 4.600y Materials Database 1393 11:25am 6 of 6 Member Data Description: CaIcG6 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 1.500" max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 9.4 PLF Filename: Q: \RossJDPee Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 6' 3.50" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 13' 6.63" 27 7 Live Replacement Uniform (PLF) Top 6' 3.50" 9' 7.50" 13 3 Live Replacement Uniform (PLF) Top 9' 7.50" 13' 6.63" 27 7 Live Point (LBS) Top 0' 4.63" 0 176 Live Point (LBS) Top 6' 2.63" 354 105 Live Point (LBS) Top 9' 8.38" -559 -51 Live i ' �:0 -i . ...z „„i,_ t °r$` ;- 5 's *" G 4 g � n r- rf,A., ..: ,r { e. s a , '� - ,,..11-,4. F . ...- - V7A-a , a .s....-, V 1 ' C;i , A z ,. ` 1i t%, 13 6 10 13 610 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" 889# -- 2 13' 6.625" Wall N/A N/A 1.500" 662# -382# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 515# 374# 2 475# 186# Design spans 12' 9.625" Product: 1- 314x9 -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. Review gravity uplift reaction force of 382Ibs at bearing 2 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2863.'# 13958.'# 20% 6.22' Total Load D +L Negative Moment 1394.'# 13958.'# 9% 9.7' Total Load D +L Shear 653.# 6317.# 10% 0.4' Total Load D +L TL Deflection 0.1522" 0.6401" L1999+ 6.79' Total Load D +L LL Deflection 0.1108" 0.4267" L/999+ 6.79' 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 All product names are trademarks of their respective owners '!_ Copyright (C)1987 -2012 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. **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 product installation according to the manufacturers specifications. r. Key13n la ®Z.os [Huila 29 RossJDPeerson - Level 6 11 -12 -12 kmBearnEngine 4.600y Materials Database 1393 1 1:25am 5 of 6 Member Data Description: CaIcG5 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 1.500" max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 9.4 PLF Filename: Q: \RossJDPee Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 6' 6.50" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 22' 6.63" 27 7 Live Replacement Uniform (PLF) Top 6' 6.50" 9' 0.00" 13 3 Live Replacement Uniform (PLF) Top 9' 0.00" 18' 7.50" 13 3 Live Replacement Uniform (PLF) Top 18' 7.50" 22' 6.63" 27 7 Live Point (LBS) Top 0' 4.63" 0 329 Live Point (LBS) Top 6' 5.63" 218 78 Live Point (LBS) Top 18' 8.38" -559 -51 Live 1 r / / / /O 824 0 1446 0 22 610 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" 613# -- 2 8' 2.250" Wall N/A N/A 1.500" 1177# -140# 3 22' 6.625" Wall N/A N/A 1.500" 390# -357# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 224# 389# 2 816# 361# 3 -377# 117# Design spans 7' 9.625" 14' 0.000" Product: 1- 3/4x9 -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. Review gravity uplift reaction force of 358Ibs at bearing 3 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1026.'# 13958.'# 7% 16.59' Even Spans D +L Negative Moment 1308.'# 13958.'# 9% 18.7' Total Load D +L Shear 620.# 6317.# 9% 7.41' Total Load D +L TL Deflection 0.0622" 0.7000" U999+ 15.89' Even Spans D +L LL Deflection - 0.0541" 0.4667" L/999+ 16.59' 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 All product names are trademarks of their respective owners =1:. Copyright (C)1987 -2012 by Keymark Enterpnses, LLC. ALL RIGHTS RESERVED. "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 product installation according to the manufacturer's specifications. , Keysuild® 2.05 [Build 29] RossJDPeerson - Level 6 11 -12 -12 lunBeamEngine 4.600y Materials Database 1393 11:25am 4 of 6 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: L/360 live, L/240 total 1.500" max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 9.4 PLF Filename: Q: \RossJDPee Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 6' 7.50" 27 7 Live Replacement Uniform (PLF) Top 0' 0.00" 9' 1.00" 13 3 Live Replacement Uniform (PLF) Top 6' 7.50" 15' 7.50" 27 7 Live Replacement Uniform (PLF) Top 9' 1.00" 15 7.50 27 7 Live Point (LBS) Top 9' 1.88" 218 78 Live Point (LBS) Top 15' 2.88" 0 329 Live I 15 7 8 ' i 15 7 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" 575# -- 2 15' 7.500" Wall N/A N/A 1.500" 1016# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 397# 178# 2 484# 532# Design spans 14' 7.750" Product: 1- 314x9 -112 VERSA -LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS NOTE: Pass -thru framing is required at point Toads 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 2774.'# 13958.'# 19% 9.16' Total Load D +L Shear 627.# 6317.# 9% 14.51' Total Load D +L TL Deflection 0.1992" 0.7323" U882 7.92' Total Load D +L LL Deflection 0.1397" 0.4882" L/999+ 7.92' Total Load L Control: LL Deflection DOLs: Live = 100% Snow115% 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 All product names are trademarks of their respective owners a Copyright (C)1987 -2012 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. "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 product installation according to the manufacturer's specifications. KeyBuild® 2.05 [Build 29] RossJDPeerson - Level 6 11 -12 -12 kmBeamEngine 4.600y Materials Database 1393 11:25am 3 of 6 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: L/360 live, L/240 total 1.500" max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 4.7 PLF Filename: Q: \RossJDPee Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 3' 11.00" 131 33 Live 3 11 0 3 11 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 280# -- 2 3' 11.000" Girder N/A N/A N/A 280# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 218# 62# 2 218# 62# Design spans 3' 4.000" Product: 1 -3 /4x9 -112 VERSA -LAM 2.0 3100 SP 1 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 234.'# 6979.'# 3% 1.96' Total Load D +L Shear 147.# 3159.# 4% 0.3' Total Load D +L TL Deflection 0.0019" 0.1667" L/999+ 1.96' Total Load D +L LL Deflection 0.0015" 0.1111" L/999+ 1.96' Total Load L Control: Shear DOLS: Live = 100% Snow =115% Roof = 125% Wind = 160% 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 o Copyright (C)1987 -2012 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. "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 product installation according to the manufacturers specifications. KeyBuild® 2.05 [Build 291 RossJDPeerson - Level 6 11 -12 -12 kmBeamEngine 4.600y Materials Database 1393 1 1:25am 2of6 Member Data Description: CaIcG2 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 1.500" max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 4.7 PLF Filename: Q: \RossJDPee Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 6' 2.75" - 198 - 32 Live Year. :: S 4 2; A t . a 6 2 12 6 2 12 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 14# -635# 2 6' 2.750" Girder N/A N/A N/A 14# -635# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 -558# -76# 2 -558# -76# Design spans 5' 7.750" Product: 1- 3/4x9 -1/2 VERSA -LAM 2.0 3100 SP 1 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Review gravity uplift reaction force of 636Ibs at bearing 1 and ensure that the structure can resist appropriately. Review gravity uplift reaction force of 636Ibs at bearing 2 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 19.'# 6281.'# 0% 3.11' Total Load D Negative Moment 898.'# 6979.1t 12% 3.11' Total Load D +L Shear 458.# 3159.# 14% 5.37' Total Load D +L TL Deflection - 0.0206" 0.2823" L/999+ 3.11' Total Load D +L LL Deflection - 0.0181" 0.1882" L/999+ 3.11' Total Load L Control: Shear DOLs: Live =100% Snow =115% Roof =125% Wind =160% 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 ; $ $ Copynght (C)1987 -2012 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. "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 product installation according to the manufacturer's specifications. KeyBuild® 2.05 [Build 29] RossJDPeerson - Level 6 11 -12 -12 lcmBeamEngine 4.600y Materials Database 1393 11:25am 1 of 6 Member Data Description: CaIcG1 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 1.500" max. LL Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 4.7 PLF Filename: Q: \RossJDPee Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 2' 11.25" 306 76 Live 4-1= 4 t. .,e_ 211 4 211 4 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" 397# -- 2 2' 11.250" Girder N/A N/A N/A 397# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 314# 83# 2 314# 83# Design spans 2' 0.625" Product: 1- 314x9 -112 VERSA -LAM 2.0 3100 SP 1 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 204.'# 6979.'# 2% 1.62' Total Load D +L Shear 91.# 3159.# 2% 0.6' Total Load D +L TL Deflection 0.0010" 0.1026" L/999+ 1.62' Total Load D +L LL Deflection 0.0010" 0.0684" L/999+ 1.62' Total Load L Control: Positive Moment DOLs: Live =100% Snow =115% Roof =125% Wind =160% Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners r Copyright (C)1987 -2012 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. "Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design cntena for Loads. Loading Conditions, and Spans listed on this sheet The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturers specifications. KeyBuild® 2.05 [Build 29] RossJDPeerson - Level 6 11 -12 -12 kmBeamEngine 4.600y Materials Database 1393 11:24am 6 of 6 Member Data Description: CaIcA6 Member Type: Joist Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC /IRC Live Load: 40 PSF Deflection Criteria: L/360 live, L/240 total 1.500" max. LL Dead Load: 10 PSF Deck Connection: Glued & Nailed Filename: Q: \RossJDPee Other Loads Type Other Dead (Description) Side Begin End Start End Start End Category Point (PLF) Top 0' 4.63" 0 82 Live Point (PLF) Top 26' 7.38" 0 82 Live 13 8 0 13 4 0 p 2700 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" 486# -- 2 13' 8.000" Wall N/A N/A 3.500" 1093# -- 3 27' 0.000" Wall N/A N/A 1.500" 476# -- Maximum Load Case Reactions Used for applying point loads (or line bads) to carrying members Live Dead 1 309#(2320) 177 #(132p1f) 2 874#(656p1f) 219#(164p1f) 3 303 #(227p1f) 174#(130p1f) Design spans 13' 3.375" 12' 11.375" Product: 9 -112" AJS 20 MSR 16.0" O.C. PASSES DESIGN CHECKS NOTE: Pass -thru framing is required at point Toads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1058.'# 3395.'# 31% 5.7' Odd Spans D +L Negative Moment 1434.'# 3395.'# 42% 13.67' Total Load D +L Shear 550.# 1160.# 47% 13.66' Total Load D +L End Reaction 376.# 1175.# 32% 0' Odd Spans D +L Int. Reaction 1093.# 2350.# 46% 13.67' Total Load D +L TL Deflection 0.1236" 0.6641" L/999+ 6.36' Odd Spans D +L LL Deflection 0.1072" 0.4427" L/999+ 6.36' Odd Spans L Control: Shear DOLs: Live =100% Snow =115% Roof= 125% Wind =160% 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 IdA 1 Copyright (C)1987 -2012 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. •'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 product installation according to the manufacturer's specifications. ' KeyBuild® 2.05 [Build 29] RossJDPeerson - Level 6 11 -12 -12 kmBeamEngine 4.600y Materials Database 1393 11:24am 5 of 6 Member Data Description: CaIcA5 Member Type: Joist Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC /IRC Live Load: 40 PSF Deflection Criteria: L/360 live, U240 total 1.500" max. LL Dead Load: 10 PSF Deck Connection: Glued & Nailed Filename: Q: \RossJDPee Other Loads Type Other Dead (Description) Side Begin End Start End Start End Category Point (PLF) Top 0' 4.63" 0 82 Live Point (PLF) Top 26' 9.25" 0 82 Live • 9 13 8 0 13 1 4 9 212 3600 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" 489# -- 2 13' 8.000" Wall N/A N/A 3.500" 1041# -- 3 26' 9.250" Wall N/A N/A 3.500" 969# -- 4 36' 0.000" Wall N/A N/A 1.500" 274# -19# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 310#(2330) 179#(134p1f) 2 838#(629p1f) 203#(152p1f) 3 705#(529p1f) 265#(198p1f) 4 232#(174p1f) 42#(32p1f) Design spans 13' 3.375" 13' 1.250" 8' 10.125" Product: 9 -1/2" AJS 20 MSR 16.0" O.C. PASSES DESIGN CHECKS NOTE: Pass -thru framing is required at point Toads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1079.'# 3395.'# 31% 6.36' Odd Spans D +L Negative Moment 1323.'# 3395.'# 38% 13.67' Adjacent 1 D +L Shear 542.# 1160.# 46% 13.66' Adjacent 1 D +L End Reaction 380.# 1175.# 32% 0' Odd Spans D +L Int. Reaction 1041.# 2350.# 44% 13.67' Adjacent 1 D +L TL Deflection 0.1270" 0.6641" U999+ 6.36' Odd Spans D +L LL Deflection 0.1081" 0.4427" U999+ 6.36' Odd Spans L Control: Shear DOLs: Live =100% Snow 115% Roof =125% Wind =160% 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 16 Copyright (C)1987 -2012 M Keymark Enterprises, LLC. ALL RIGHTS RESERVED. "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 product installation according to the manufacturers specifications. , KeyBudd® 2.05 [Build 29] RossJDPeerson - Level 6 11 -12 -12 lunBeamEngine 4.600y Materials Database 1393 1 1:24am 4 of 6 Member Data Description: CaIcA4 Member Type: Joist Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC /IRC Live Load: 40 PSF Deflection Criteria: U360 live, L/240 total 1.500" max. LL Dead Load: 10 PSF Deck Connection: Glued & Nailed Filename: Q: \RossJDPee Other Loads Type Other Dead (Description) Side Begin End Start End Start End Category Point (PLF) Top 14' 10.88" 0 82 Live 15 3 8 ®/ 15 3 8 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 492# -- 2 15' 3.500" Wall N/A N/A 1.500" 602# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 394#(295p1f) 98#(74p1f) 2 394#(295p1f) 208#(156p1f) Design spans 14' 9.125" Product: 9 -1/2" AJS 20 MSR 16.0" O.C. 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. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1816.'# 3395.'# 53% 7.53' Total Load D +L Shear 492.# 1160.# 42% 0' Total Load D +L End Reaction 492.# 1175.# 41% 15.29' Total Load D +L TL Deflection 0.2852" 0.7380" L/621 7.53' Total Load D +L LL Deflection 0.2281" 0.4920" L/776 7.53' Total Load L Control: Pos. Moment DOLs: Live =100% Snow=115% Roof =125% Wind =160% Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners t .. Copyright (C)1987 -2012 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. "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 product installation according to the manufacturers specifications. y,. , KeyBuild ®2 05 [Build 29] RossJDPeerson - Level 6 11 -12 -12 lanBeantEngine 4.600y Materials Database 1393 1 1:24am 3 of 6 Member Data Description: CaIcA3 Member Type: Joist Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC /IRC Live Load: 40 PSF Deflection Criteria: U360 live, L/240 total 1.500" max. LL Dead Load: 10 PSF Deck Connection: Glued & Nailed Filename: Q: \RossJDPee Other Loads Type Other Dead (Description) Side Begin End Start End Start End Category Point (PLF) Top 6' 1.88" 0 82 Live 6 6 8 o 6 6 8 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 200# -- 2 6' 6.500" Wall N/A N/A 1.500" 310# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 160#(120p1f) 40#(30p1f) 2 160#(120p10 150#(112p1f) Design spans 6' 0.125" Product: 9 -1/2" AJS 20 MSR 16.0" O.C. 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. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 301.'# 3395.'# 8% 3.15' Total Load D +L Shear 200.# 1160.# 17% 0' Total Load D +L End Reaction 200.# 1175.# 17% 6.54' Total Load D +L TL Deflection 0.0125" 0.3005" L/999+ 3.15' Total Load D +L LL Deflection 0.0100" 0.2003" L/999+ 3.15' Total Load L Control: Shear DOLs: Live = 100% Snow=115% Roof= 125% Wind= 160% Point Toads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners O "gaCopyright (C)7987 -2012 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. "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 product installation according to the manufacturer's specifications. .1 • KeyBuild® 2.05 [Build 29] RossJDPeerson - Level 6 11 -12 -12 lunBeamEngine 4.600y Materials Database 1393 11:24am 2 of 6 Member Data Description: C Member Type: Joist Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Br Continuous Standard L ad: Moisture Condition: Dry Building Code: IBC /IRC Live Load 40 PS SF Deflection Criteria: 0360 live, L/240 total 1.500" max. LL Dead Lo d: 10 PSF Deck Connection: Glued & Nailed Filename: Q: \RossJDPee Other Loads Type Other Dead (Description) Side Begin End Start End Start End Category Point (PLF) Top 0' 4.63" 0 82 Live i / / O 13 8 0 ® 3 8 8 17 4 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" 465# -- 2 13' 8.000" Wall N/A N/A 3.500" 982# -- 3 17' 4.500" Girder N/A N/A N/A 47# -302# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 284#(213p1f) 180#(135p1f) 2 786#(589p1f) 196#(147p1f) 3 - 259#(- 194p1f) - 42#(- 31p1f) Design spans 13' 3.375" 3' 6.750" Product: 9 -112" AJS 20 MSR 16.0" O.C. 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. Lateral support is required at each bearing. Review gravity uplift reaction force of 3021bs at bearing 3 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 946.'# 3395.'# 27% 5.7' Odd Spans D +L Negative Moment 1181.'# 3395.'# 34% 13.67' Total Load D +L Shear 531.# 1160.# 45% 13.66' Total Load D +L End Reaction 355.# 1175.# 30% 0' Odd Spans D +L Int. Reaction 982.# 2350.# 41% 13.67' Total Load D +L TL Deflection 0.1025" 0.6641" U999+ 6.36' Odd Spans D +L LL Deflection 0.0823" 0.4427" L/999+ 6.36' Odd Spans L Control: Shear DOLs: Live = 100% Snow =115% Roof= 125% Wind=160% Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners a r“.< y' t' ��- =Copyright (C)1987 -2012 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. "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 product installation according to the manufacturer s specifications. e' �. KeyBudd ®2.05 [Build 29] RossJDPeerson - Level 6 11 -12 -12 1miBeamEngine 4.600y 11:24am Materials Database 1393 1 of 6 Member Data Description: CaIcA1 Member Type: Joist Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Lo.. ,: Moisture Condition: Dry Building Code: IBC /IRC Live Load: 40 PSF Deflection Criteria: L/360 live, L/240 total 1.500" max. LL Dead Loa.: 10 PSF Deck Connection: Glued & Nailed Filename: Q: \RossJDPee Other Loa. Type Other Dead (Description) Side Begin End Start End Start End Category Point (PLF) Top 0' 4.63" 0 82 Live Point (PLF) Top 35 7.38" 0 82 Live 9 13 8 0 14 3 8 8 0 8 3600 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" 488# -- 2 13' 8.000" Wall N/A N/A 3.500" 1077# -- 3 27' 11.500" Wall N/A N/A 3.500" 886# -- 4 36' 0.000" Wall N/A N/A 1.500" 350# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Live Dead 1 310#(233p1f) 177#(133p1f) 2 865#(648p1f) 212#(159p1f) 3 725#(544p1f) 160#(120p1f) 4 211 #(158p1f) 139#(104p1f) Design spans 13' 3.375" 14' 3.500" 7' 7.875" Product: 9 -1/2" AJS 20 MSR 16.0" O.C. PASSES DESIGN CHECKS NOTE: Pass -thru framing is required at point Toads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1070.'# 3395.'# 31% 6.36' Odd Spans D +L Negative Moment 1413.'# 3395.'# 41% 13.67' Adjacent 1 D +L Shear 548.# 1160.# 47% 13.66' Adjacent 1 D +L End Reaction 378.# 1175.# 32% 0' Odd Spans D +L Int. Reaction 1077.# 2350.# 45% 13.67' Adjacent 1 D +L TL Deflection 0.1256" 0.6641" L/999+ 6.36' Odd Spans D +L LL Deflection 0.1083" 0.4427" L/999+ 6.36' Odd Spans L Control: Shear DOLs: Live =100% Snow =115% Roof =125% Wind = 160% Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table All product names are trademarks of their respective owners a !#4 Copyright (C)1 887 -2012 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. "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 product installation according to the manufacturer's specifications. Job Truss Truss Type Qty Ply NORTHAMPTON, MA Q1210073 H7 HIP TRUSS 1 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Nov 09 08:34:14 2012 Page 2 ID: BHXfMkHOK4RgV4rfEJKcL6yWUf3 -a61 fgn8E76V1 n60cZIcOxxKAB4e27rLXB4TGAWyL_Ed NOTES (14) 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 310 lb uplift at joint 20 and 310 lb uplift at joint 13. 11) This truss is designed in accordance with the 2009 lntemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. 14) Ail Plates 20 Gauge Unless Noted LOAD CASE(S) Standard Job Truss 'Truss Type Qty Ply NORTHAMPTON, MA Q1210073 H7 HIP TRUSS 1 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Nov 09 08:34:14 2012 Page 1 ID: BHXfMkHOK4RgV4rfEJKcL6yWUf3 -a61 fgn8E76V1 n60cZlcOxxKAB4e27rLXB4TGAWyL_Ed 6 2-5 5-10-13 510- 3 22-0-0 -0-0 5 ?10 13 5 10 -13 40-0-0 411- 6x6 = 6x6 = 1 Scale = 1:74.0 ADDITIONAL 7 PSF DL " 6 7 el _ ADDED TO T.C. FOR _ FUTURE SOLAR PANELS ° '= ix lm 7.751 4X4 24 25 4x4 5 8 u 4x9 23 26 . t 3x 6 .> 4x `g 4 WS r 9 3x6 r � 10 3 it / . 21 r1,...1 0 :. 8 4x6 II / 4x6 II -� 11 I 12 29 30 19 31 32 18 17 33 16 15 34 35 14 36 37 13 384C4410# 3x4 = 5x8 WB= 4x6 = 3x4 = 38 31 0# 4x9 = 5x8 WB= 9 -1 -12 18 -0-0 1 22 -0-0 30 -10-4 40 -0-0 9 -1 -12 8 -10-4 4-0-0 8-10-4 9 -1 -12 Plate Offsets (X,Y): [4:0- 3-8,0 -2 -0], [6:03- 4,Edge], [7:0- 3-4,Edge], [9:0.3- 8,0 -2 -0] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.83 Vert(LL) -0.46 14-16 >999 240 MT20 197/144 (Ground Snow =50.0) Lumber Increase 1.15 BC 0.96 Vert(TL) -0.74 14-16 >637 180 TCDL 17.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.23 13 n/a n/a BCLL 0.0 * Code IRC2009/TP12007 (Matrix) Weight: 222 Ib FT = 10% BCDL 10.0 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E *Except* T2: 2 X 4 SPF 2100F 1.8E Max Uplift WEBS BOT CHORD 2 X 4 SPF 2100F 1.8E *Except* 13 = -310(LC 9) 4-19=-279/191, 5-19= 65/592, 5-17 =1339/212, 6.17= 116/1362, B2: 2 X 4 SPF 1650F 1.5E Max Gray 7- 1705/378, 7 -16 =116 /1384, 8.16= 1343/213, 8-14= 65/593, WEBS 2 X 4 SPF No.2 *Except* 20 = 3840(LC 18) 9-14=-277/191, 4-20=-4603/286, 9- 13= -4611/286 W3: 2 X 4 SPF Stud, W1: 2 X 8 SYP DSS 13 = 3844(LC 18) OTHERS 2 X 4 SPF Stud NOTES (14) BRACING FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 5.Opsf; h =25tt; Cat.11; Exp B; TOP CHORD TOP CHORD enclosed; MWFRS (low -rise) gable end zone and C-C Exterior(2) -1-4 -0 to 2-8-0, Structural wood sheathing directly applied or 2 -2 -0 oc purtins, except end verticals, and 2 -21= 824/160, 3-21 = -631/170, 3-4=- 477/183, 4-22=-4999/443, Interior(1) 2-8-0 to 12 -1 -3, Exterior(2) 12 -1 -3 to 27- 10-13, Interior(1) 27 -10-13 to 37-4-0 2 -0-0 oc puriins (3 -9-14 max.): 6-7. 22-23=-4735/453, 5- 23=- 4477/467, 5-24=-3919/454, zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for BOT CHORD 6-24= 3593/478, 6-7=-3016/452, 7- 25=- 3598/478, reactions shown; Lumber DOL =1.33 plate grip DOL =1.33 Rigid ceiling directly applied or 2 -2-0 oc bracing. 8-25=-3925/454, 8-26=-4484/467, 26.27=4743 /453, 2) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf =38.5 psf (flat roof snow); WEBS 9-27=5006 /443, 9- 10=- 477/183, 10-28=-631/170, Category II; Exp B; Partially Exp.; Ct =1.1, Lu =50-0-0 1 Row at midpt 5-17, 7 -17, 8-16 11 -28= 824/159, 2-20=-880/254, 11 -13= 880/254 3) Unbalanced snow bads have been considered for this design. 2 Rows at 1/3 pts 4-20, 9-13 BOT CHORD 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times 20-29=-280/4131, 29-30= 280/4131, 19-30= 280/4131, flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. REACTIONS (Ib /size) 19-31=-191/3784, 31-32=-191/3784, 18-32=-191/3784, 5) Provide adequate drainage to prevent water ponding. 20 = 3042/0 -5-8 (req. 0-6-0) 17-18=-191/3784, 17-33=-42/3020, 16-33=-42/3020, 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with 13 = 3046/0-5-8 (req. 0-6-0) 15-16=-142/3790, 15-34=-142/3790, 34-35=-142/3790, any other live loads. Max Horz 14-35=-142/3790, 14-36=-220/4136, 36-37=-220/4136, 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all 20 = - 331(LC 6) 13-37=-220/4136 areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and Max Uplift WEBS any other members, with BCDL = 10.Opsf. 20 = -310(LC 8) 419 = 279/191, 5-19 =- 65/592, 5-17= 1339/212, 6-17=-116/1362, 8) WARNING: Required beating size at joint(s) 20, 13 greater than input bearing size. Continued on page 2 9) All bearings are assumed to be SPF No.2 . Job Truss Truss Type Qty Ply NORTHAMPTON, MA 01210073 H6 HIP TRUSS 1 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Nov 09 08:3:56 2012 Page 2 ID: BHXfMkH0K4RgV4rfEJKcL6yWUf3- 5exrudwxNaEbdLe8VWH9C8a4dgW9vjZt3G6JYZyL Ev NOTES (17) 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 310 Ib uplift at joint 20 and 310 lb uplift at joint 13. 14) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 15) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 16) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 - 10d nails. 17) All Plates 20 Gauge Unless Noted LOAD CASE(S) Standard Job Truss Truss Type Qty Ply NORTHAMPTON, MA Q121O073 H6 HIP TRUSS 1 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Nov 09 08:33:56 2012 Page 1 ID: BHXfMkHOK4RgV4rfEJKcL6yWUf3- 5exrudwxNaEbdLe8V W-l9C8a4dq W9vjZt3G6JYZyL_Ev . : 11 . 1) 5-3-10 5-5-9 5-2-13 8 -0-0 5-2 -13 5-5-9 5-3-10 4}1 11 5x8 MT18H= 7x10 MT18H= Scale = 1:72.8 ADDITIONAL 7 PSF DL M co :ED TO T.C. FOR 6 26 7 27 F JRE SOLAR PANELS o T o 7.75 12 4x4 -5 11 4x4 5 8 28 25 1M1/7 '7 77; 3x6 4x9 <i :a )N1PO4 4x9 N 4 • 9 4x6 2 .. 10 . v �� 31 :x6 4x6 I I 21 2 2 0. 11 1 L. 12 0 19 33 3418 17 35 16 1536 37 14 13 20 371 3x4 = 5x8 — 3x8 = 4x6 = 3x4 = 37 310# 5x8 8 -1 -12 16 -0-0 24-0-0 31 -10-4 40 -0-0 I 1 I I l I 8 -1 -12 7 -10-4 8 -0-0 7 -10-4 8 -1 -12 Plate Offsets (X,Y): [4:0- 3- 8,0 -2 -0), [6:0-4-0,0-1-91,17:0-6-12,0-2-0], [9:0- 3-8,0 -2 -0], (10:0-3- O,Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) 1/defl Lid PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.83 Vert(LL) -035 14-16 >999 240 MT20 197/144 (Ground Snow =50.0) Lumber Increase 1.15 BC 0.94 Vert(TL) -0.61 16-17 >774 180 MT18H 197/144 TCDL 17.0 Rep Stress Ina YES WB 0.93 Horz(TL) 0.25 13 n/a n/a BCLL 0.0 ' Code 1RC2009/TPI2007 (Matrix) Weight: 218 Ib FT = 10% BCDL 10.0 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E *Except* NOTES (17) T3: 2 X 6 SYP 2400F 2.0E, T1: 2 X 4 SPF No.2 Max Gray 1) Wind: ASCE 7-05; 100mph; TCDL= 4.2psf; BCDL= S.Opsf; h =25ft; Cat. II; Exp B; BOT CHORD 2 X 4 SPF 1650F 1.5E 13 = 3730(LC 18) enclosed; MWFRS (low -rise) gable end zone and C-C Exterior(2) -1-4-0 to 2-8-0, WEBS 2 X 4 SPF No.2 *Except* Interior(1) 2-8 0 to 10-4 2, Exterior(2) to 29 7 -14, Interior(1) 29 7 -14 to 37-4 0 W3,W4: 2 X 4 SPF Stud, W1: 2 X 8 SYP DSS FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. CHORD zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for TOP TOP CHORD reactions shown; Lumber DOL =1.33 plate grip DOL =1.33 TOP CHORD 2 -2211 = 702/99, 21 -22= 548/107, 322 = 512/108, 34 348/119, 2) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow); Structural wood sheathing direly applied or 2 -2-0 oc purtins, except end verticals, and 4-23 =- 4708/461, 23-24=-4457/470, 24 -25=- 4437/482, Category II; Exp B; Partially Exp.; Ct =1.1, Lu =50-0-0 2-0-0 oc purlins (4-7 -1 max.): 6-7. 5-25= 4169/484, 5-6=- 3824/501, 6-26=-2989/470, , 3) Unbalanced snow loads have been considered for this design. BOT CHORD 26 27= 2989/470, 7-27=-2989/470, 7 8= 3653/501, 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times Rigid ceiling direly applied or 2 -2-0 oc bracing. 8-28= 4194/484, 28 -29=- 4462/482, 29-30=-4481/470, flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. WEBS 3133 552/ 1 1 - 3= 370 98, 2-2 01= 5 0/2 47, 1 Row at midpt 5-17, 7 -17, 8-16, 420, 9-13 31 -32= 552/107, 11 -32= 706/98, 2-20=-810/204, 11-13=-812/204 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. BOT CHORD 7) The solid section of the plate is required to be placed over the splice line at joint(s) 6, REACTIONS (Ib /size) 19-20=-342/3862, 19-33=-270/3610, 33- 34= 270/3610, 7 20 = 3004/0 -5-8 (req. 0 -5-13) 18-34=-270/3610, 17 -18= 270/3610, 17 -35= 95/3012, 13 = 3020/0-5-8 (req. 0 -5-14) 16-35= 95/3012, 15-16= 182/3633, 15.36= 182/3633, 8) Plate(s) at joint(s) 6 checked for a plus or minus 1 degree rotation about its center. Max Horz 36-37=182/3633, 14-37=-182/3633, 1314= 244/3881 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with 20 = - 293(LC 6) WEBS any other live Toads. Max Uplift 5 19= 57/412, 5-17=-1090/179, 6 17= 70/1240, 7 -17 417/337, 10) *This truss has been designed fora five load of 20.0psf on the bottom chord in all 20 = - 310(LC 8) 7-16=-70/1291, 8-16=-1087/179, 8-14=-57/405, 4-20 =- 4448/356, areas where a rectangle 3-6-0 tall by 1-0-0 wide will fd between the bottom chord and 13 = - 310(LC 9) 9-13 =- 4468/356 any other members, with BCDL = size 10.0psf. Max Gray 11) WARNING: Required bearing size at]oint(s) 20, 13 greater than input bearing size. 20 = 3713(LC 18) 12) All bearings are assumed to be SPF No.2 . Continued on page 2 Job Truss Truss Type Qty Ply NORTHAMPTON, MA Q1210073 H5 HIP TRUSS 1 1 Job Reference (optional Truss Engineering Corp., Indian Orchard, MA 01151 750 s Jan 25 2012 MiTek Industries, Inc. Fri Nov 09 08:34:53 2012 Page 2 ID: BHXfMkHOK4RgV4rfEJKcL6yWUf3- wcuOs6dhy5QVz5V6L _oX09RgfpJmYLG9ePg31yL_E0 NOTES (15) 10) All bearings are assumed to be SPF No.2 . 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 310 Ib uplift at joint 22 and 310 Ib uplift at joint 14. 12) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. 15) All Plates 20 Gauge Unless Noted LOAD CASE(S) Standard Job Truss Truss Type Qty Ply NORTHAMPTON, MA Q121OO73 H5 HIP TRUSS 1 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Nov 09 08:34:52 2012 Page 1 ID: BHXfMkHOK4RgV4rfEJKcL6yWUf3- SQKOenc3BnleLxwvn GHITyufvPea1567x_gH WJyL_E1 1 4 -10-5 9 -5-3 14 -0-0 20 -0-0 26 -0-0 30 -6 -13 35 -1 -11 40 -0-0 41-4-0 1-4-0 4 -10 -5 I 4-6 -13 I 4-6 -13 I 6 -0-0 ! 6 -0-0 I 4-6 -13 I- 4-6 -13 + 4 -10-5 -4-b 5x8 MT20H= Scale = 1:62.5 5x8 MT2OH= 1.5x4 11 ADDITIONAL 7 PSF DL el co ADDED TO T.C. FOR 6 27 728 29 30 8 - U URE SOLAR PANELS 7.75112 ° z 1 1, .r o 4x4 4x4 9 25 4 . �� 31 32 _ _ - 3x8 4x9 i 4x9 4 `` WB 10 3x8 or 3 24 ,. 1�i1 ' � � 1 .� , ' 34 4x6 II 23 ' * 4x6 II 2 < 12 8. 1 0 1 � /' _ cr III® oxr �:r i :t i d 13 0 /_ 22 21 35 36 20 19 37 18 38 17 16 39 40 15 14 6x9 = 3x4 = 4x6 - 4x6 = 4x9 - 4x6 = 4x6 - 3x4 = 6x9 = 3622W-310# - - - 3622#/310# 7 -0-0 14 -0-0 20 -0-0 26 -0-0 33 -0-0 40 -0-0 7 -0-0 7 -0-0 6 -0-0 6 -0-0 7 -0-0 7 -0-0 Plate Offsets (X,Y): [4:0- 3- 7,0 -2 -0], [6:0-4-0,0-1-9], [8:0-4-0,0-1-9], [10:0 - 3-7,0 -2-0] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.87 Vert(LL) -0.28 15-16 >999 240 MT20 197/144 (Ground Snaw 50.0) Lumber Increase 1.15 BC 0.86 Vert(TL) -0.48 15-16 >985 180 MT2OH 148/108 TCDL 17.0 Rep Stress Ina YES WB 0.76 Horz(TL) 0.23 14 n/a n/a BCLL 0.0 * Code IRC2009/TP12007 BCDL 10.0 (Matrix) Weight 2181b FT= 10% LUMBER TOP CHORD 2 X 4 SPF No.2 *Except* T3: 2 X 4 SPF 2100F 1.8E Max Gray WEBS BOT CHORD 2 X 4 SPF 1650F 1.5E *Except* 14 = 3622(LC 18) 5-21=-53/292, 5-20=-905/163, 6-20=-73/1059, 6-18 =241 /885, B2: 2 X 4 SPF No.2 7- 18= 1319/263, 8-18= 241/885, 8-16=-73/1059, 9-16= 905/163, WEBS 2 X 4 SPF No.2 *Except* FORCES (113) - Max. Comp./Max. Ten. - All forces 250 (Lb) or less except when shown. 9-15= 53/292, 4-22= 11079/371, 10- 14= -4079/371 W3,W4,W5: 2 X 4 SPF Stud, W1: 2 X 8 SYP DSS TOP CHORD BRACING 2-23=-786/91, 3-23=-541/100, 3-24= 509/102, 4-24=-395/110, NOTES (15) TOP CHORD 4-25= 4403/491, 25-26=-4091/495, 5-26=-3997/502, 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 5.Opsf; h =255; Cat. II; Exp B; Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins 5-6= 3712/527, 6-27=-3245/531, 27-28=-3250/530, endosed; MWFRS (low -rise) gable end zone and C-C Exterior(2) -1.4-0 to 2-8-0, (2 -9-7 max.): 6-8. 7 -28= 3251/530, 7 -29=- 3251/530, 29-30=-3250/530, Interior(1) 2-8-0 to 8-4-2, Exterior(2) 8-4-2 to 14-0-0, Interior(1) 19-7-14 to 20-4-2, BOT CHORD 8-30=-3245/531, 8-9 =- 3712/527, 9.31= 3997/502, Exterior(2) 26-0-0 to 41-4-0 zone; cantilever left and right exposed ;C-C for members Rigid ceiling directly applied or 10-0-0 oc bracing. 31 -32=- 4091/495, 10-32=-4403/491, 10-33= 395/110, and forces & MWFRS for reactions shown; Lumber DOL =1.33 plate grip DOL =1.33 WEBS 11 -33= 509/102, 11-34=-541/100, 12-34= 786/91, 2-22=-928/195, 2) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf =38.5 psf (flat roof snow); 1 Row at midpt 5-20, 7 -18, 9.16, 4-22, 10-14 12-14=-928/195 Category II; Exp B; Partially Exp.; Ct =1.1, Lu =50-0-0 BOT CHORD 3) Unbalanced snow loads have been considered for this design. REACTIONS (lb/size) 21-22=-385/3576, 21-35 =- 343/3425, 35-36=-343/3425, 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times 22 = 3017/05 -8 (req. 0 -5-11) 20-36=-343/3425, 19-20= 284/2914, 19-37=-284/2914, flat roof Toad of 38.5 psf on overhangs non - concurrent with other live loads. 14 = 3017/0-5-8 (req. 0 -5-11) 18-37=-284/2914, 18-38= 155/2914, 17-38=-155/2914, 5) Provide adequate drainage to prevent water ponding. Max Horz 16-17= 155/2914, 16-39=-219/3425, 39-40=-219/3425, 6) All plates are MT20 plates unless otherwise indicated. 22 = - 257(LC 6) 15-40= 219/3425, 14-15=-256/3576 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with Max Uplift WEBS any other live loads. 22 = - 310(LC 8) 5.21= 53/292, 5-20=-905/163, 6-20=-73/1059, 6-18 =- 241/885, 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all 14 = - 310(LC 9) 7 -18= 1319/263, 8-18=-241/885, 8-16=-73/1059, 9-16=-905/163, areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and 1 Max Grav 9-15=-53/292, 4-22=-4079/371, 10-14=-4079/371 any other members, with BCDL = 10.Opsf. eantinued on page 2 3622(LC 18) 9) WARNING: Required bearing size at joint(s) 22, 14 greater than input bearing size. Job Truss Truss Type City Ply NORTHAMPTON, MA Q1210073 H4 HIP TRUSS 1 1 Job Reference • •tional Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Nov 09 08:35:22 2012 Page 2 ID: BHXfMkHOK4RgV4rfEJKcL6yWUf3- aB8Mx1zu7 ?4OyZDgYagKhG8IsVvS3fyYgfxsZayL DZ NOTES (14) 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. 14) All Plates 20 Gauge Unless Noted LOAD CASE(S) Standard Job Truss ' Truss Type ' Q Ply NORTHAMPTON, MA Q121O073 H4 HIP TRUSS 1 1 , Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Nov 09 08:35:22 2012 Page 1 -�-Q I D: BHXfMkHOK4RgV4rfEJKcL6yWUf3- aB8Mxl zu7 ?4OyZDgYagKhG8llssVvS3 fyYqfxsZayL_DZ � 6-1-12 5-10-4 8-0-0 8-0-0 5 -4 6-1-12 'I - 4 ADDITIONAL 7 PSF DL ScaIe = 1:58.0 ADDED TO T.C. FOR 8x12 M18SHS \\ 8x12 M18SHS 1/ FUTURE SOLAR PANELS 2x4 11 r) 5 24 g X 27 7 _ .- 25 7.75 12 sa 1 ra ff . O . T3 ° 1 I 28 3 i 3x6 3x10 M18SHS i 8 3x10 M18SHS�� q � 4 i or r •• °0 1 3 1/1/7 g co 29 5x9 22 � 5x9 i 21 30 W1 ` WI 10 I 1,..1./— 4, 11 9 � -r 20 19 18 17 16 15 14 13 12 6x6 H 6x6 = 4x4 = 5x8 4x9 = 5x8 4x4 = 6x6 = 6x6 II 3400#1310# 3400#/310# 6 -1 -12 12 -0-0 20 -0-0 28 -0-0 33 -10-4 40 -0-0 6 -1 -12 5-10-4 8 -0-0 8 -0-0 -I 5 -10-4 6 -1 -12 Plate Offsets (X,Y): [5:0-1- 14,Edgej, [7:0-1- 14,Edge1 LOADING SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.96 Vert(LL) -0.31 16-18 >999 240 MT20 197/144 (Ground Snow=50.0) Lumber Increase 1.15 BC 0.80 Vert(TL) -0.57 16-18 >827 180 M18SHS 197/144 BCDL 17.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.16 12 n/a n/a BCLL 0.0 * Code IRC2009/rP12007 (Matrix) Weight: 207 Ib FT = 10% BCDL 10.0 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E `Except' NOTES (14) T3: 2 X 6 SPF 1650F 1.5E Max Grav 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 5.Opsf; h =25ft Cat II; Exp B; WEBS No.2 CHORD 2 X 4 SPF 1650F 1.5E 12 = 3400(LC 18) enclosed; MWFRS (low -rise) gable end zone and C-C Exterior(2) -1-4-0 to 2-8-0, WEBS 2 X 4 SPF N2.2 `Except' W W Interior(1) 2-8-0 to 6 -1 -12, Exterior(2) 6-1 -12 to 12 -0-0, Interior(1) 17 -7 -14 to 22-4-2, 3,W4,7: 2 X 4 SPF Stud, Wt: 2 X 8 SYP DSS FORCES (Ib) -Max Comp./Max Ten. -All forces 250 (Ib) or less except when shown. Exterior(2) 28-0-0 to 41-4 -0 zone; cantilever left and right exposed ;C -C for members BRACING TOP CHORD and forces & MWFRS for reactions shown; Lumber DOL =1.33 plate grip DOL =1.33 TOP CHORD 2 -21 4138/448, 21 -22 3909/456, 3-22=-3855/458, 2) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf =38.5 psf (flat roof snow); Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purrs 3 4 - 3645/472, 4-23=-3785/492, 5-23=-3625/515, Category II; Exp B; Partially Exp.; Ct =1.1, Lu= 50.0 -0 (3- 3 -1 (3310 max.): 5-7. 5.24 =- 4120/571, 2425= 4125/570, 0, 6- 6.255 =- 4131/570, 3) Unbalanced snow loads have been considered for this design. BOT CHORD 6 26= 4131/570, 26-27=-4125/570, 7-27=-4120/571, 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times Rigid ceiling directly applied or 10-0-0 oc bracing. 7-28=-3625/515, 8- 280 492, 8-9= 3645/472, WEBS 9 29 -30= - 390 9/456, 10.30 =- 4138/448, flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 29-30=-3909/456, 1 Row at midpt 6-16 2 -20=- 3325/437, 10.12 = -3325/437 5) Provide adequate drainage to prevent water ponding. BOT CHORD 6) All plates are MT20 plates unless otherwise indicated. REACTIONS (lb /size) 19-20= 256/441, 18 -19=- 419/3238, 17 -18= 365/3131, 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with 20 = 2928/0-5-8 (min. 0.5-5) 16.17= 365/3131, 15-16= 216/3131, 14-15=-216/3131, any other live loads. 1314= 265/3238, 12 -13 5/441 8) ' This truss has been designed for a five load of 20.0psf on the bottom chord in all 12 = 2928/0.5 8 (min. 0.5 5) Max Horz 13EBS areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and 20 = - 218(LC 6) 4-19= 353/99, 4-18 =-612 /158, 5-18=-31/675, 5-16=-296/1427, any other members, with BCDL = 10.Opsf. Max Uplift 6-16=-1801/360, 7-16=-297/1427, 7-14=-31/675, 8-14= 612/157, 9) All bearings are assumed to be SPF No.2 . 20 = - 310(LC 8) 8-13=-353/99, 2-19=-266/2829, 10-13=-266/2829 10) Provide mechanical connection (by others) of buss to bearing plate capable of 12 = -310(LC 9) withstanding 310 lb uplift at joint 20 and 310 Ib uplift at joint 12. Max Grav 11) This truss is designed in accordance with the 2009 International Residential Code 20 = 3400(LC 18) sections R502.11.1 and R802.10.2 and referenced standard ANSI/1 1. Continued on page 2 Job Truss Truss Type Qty Ply NORTHAMPTON, MA Q1210073 H3 HIP TRUSS 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Nov 09 08:35:55 2012 Page 2 ID: BHXfMkHOK4RgV4rfEJKcL6yWUf3- 6XdgtJ NaL8EiPdEO_?w3XE ?STo721 WPOQH R6E9yL_D2 NOTES (16) 13) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 14) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 15) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. 16) All Plates 20 Gauge Unless Noted LOAD CASE(S) Standard Job Truss Truss Type Qty Ply NORTHAMPTON, MA Q1210073 H3 HIP TRUSS 1 1 Job Reference (optional) Truss Engineering Corp. Indian Orchard, MA 01151 7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Nov 09 08:35:55 2012 Page 1 -�-Q ID: BHXfMkHOK4RgV4rfEJKcL6yWUf3-6XdgtJNaL8EiPdEO _?w3XE ?STo721WPOQHR6E9yL_D2 11 -4-0 5-1-12 4- 0-4 6 -7 -7 6 9 -3 6-7-7 4-10-4 I 51� 2 -4 Scale = 1:57.9 ADDITIONAL 7 PSF DL 8x12 M18SHS 4x4 — 8x12 M18SHS � ADDED TO T.C. FOR FUTURE SOLAR PANELS 2x4 11 4x9 = 4 24 5 6 7 25 8 r-- s c - �T2 ' r. rte_ T3 1 2 7.75 12 23 • 4x9 4x9 3 WS 9 2 Ol W4 27 M 21 11116 W5 � 28 r n 4x6 II < \ 4x6 II 2 'NV: 4x6 '' 11 1tlarlia - — 9 X 19 18 30 17 16 31 15 14 32 13 12 6x9 = 4x6 — 4x6 = 6x9 = 3x4 = 6x9 = 5x6 = 3x4 = 3163#/-310# 3174#131011 10 -0-0 16 -7 -7 23-4 -9 30 -0-0 I 40 -0-0 10 -0-0 6 -7 -7 6 -9 -3 6 -7 -7 10 -0-0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.71 Vert(LL) -0.35 15-16 >999 240 MT20 197/144 (Ground Snow 50.0) Lumber Increase 1.15 BC 0.94 Vert(TL) -0.62 15-16 >762 180 M18SHS 197/144 TCDL 17.0 Rep Stress Ina YES WB 0.97 Horz(TL) 0.25 12 n/a n/a BCLL 0.0 * Code IRC2009/TPI2007 (Matrix) Weight: 206 lb FT = 10% BCDL 10.0 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E *Except* NOTES (16) T2,T3: 2 X 6 SPF 1650F 1.5E Max Grav BOT CHORD 2 X 4 SPF 1650F 1.5E 12 = 3174(LC 18) 1) Wnd: ASCE 7-05; 100mph; TCDL= 4.2psf; BCDL= S.Opsf h =25ft; Cat. 11; Exp B; enclosed; MWFRS (low -rise) gable end zone and C-C Exterior(2) -1-4-0 to 2-8-0, WEBS 2 X 4 SPF Stud *Exce 4-4-2 W5: 2 X 4 SPF No.2, W1: 2 X 8 SYP DES FORCES (113) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Interior(1) 2-8-0 to 4-4-2, Exterior(2) to 10 0 0, Interior(1)15 15-7-14 to 244 2, BRACING TOP CHORD Exterior(2) 30-0-0 to 41-4-0 zone; cantilever left and right exposed ;C -C for members TOP CHORD 2- 21=697/72, 21- 22=474/81, 3-22= 436/91, 3-23=-4200/496, and forces & MWFRS for reactions shown; Lumber DOL =1.33 plate grip DOL =1.33 Structural wood sheathing directly applied or 2-6-9 oc purlins, except end verticals, and 4-23 =- 4079/506, 4-24= 4991/598, 5-24=-5001/597, 2) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf 38.5 psf (flat roof snow); 2 -0-0 oc purlins (3-4-9 max.): 4-8. 5-6=- 4990/595, 6-7=- 4990/595, 7 -25 =- 5033/598, 8-25=-5023/599, Category 11, Exp B; Partially Exp.; Ct =1.1, Lu =50 0-0 BOT CHORD 8-26=-4097/506, 9-26=-4217/496, 9-27=-439/91, 27- 28= 477/80, 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 10-28= 700/72, 2-19=-987/188, 10 -12 =- 989/187 2 -2 -0 oc bracing: 15-16. BOT CHORD flat roof load of 38.5 psf on overhangs non -concurrent with other live loads. WEBS 18-19=474/3242, 18- 30= 428/3521, 17-30=-428/3521, 5) Provide adequate drainage to prevent water ponding. 1 Row at midpt 5-16, 7 -16, 7 -15 16-17=428/3521, 16-31=-524/5022, 15-31=524/5022, 6) All plates are MT20 plates unless otherwise indicated. 2 Rows at 1/3 pts 3-19, 9-12 14-15=-276/3536, 14-32=-276/3536, 13-32=-276/3536, 7) The solid section of the plate is required to be placed over the splice line at joint(s) 17, 14. 12- 13= 293/3255 REACTIONS (lb/size) WEBS 8) Plate(s) atjoint(s) 17 and 14 checked for a plus or minus 2 degree rotation about its center. 19 = 2934/0 -5-8 (min. 0-4-15) 318= 307/361, 4-18 =- 10/458, 4-16 =- 362/2145, 5-16=-1353/274, 9) This 12 = 2945/0 -5-8 (min. 0-5-0) 7 -15= 1326/326, 8-15= 363/2169, 8-13= 10/453, 9-13= 305/363, truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with Max 11017 3-19= 3716/442, 9-12=-3730/442 any other live loads. 19 = - 181(LC 6) 10) ` This thus has been designed for a live load of 20.Opsf on the bottom chord in all Max Uplift areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and 19 = - 310(LC 8) any other members, with BCDL = 10.0psf. 12 = - 310(LC 9) 11) All bearings are assumed to be SPF No.2 . Max Gray 12) Provide mechanical connection (by others) of truss to bearing plate capable of atinue l on page 2 3163(LC 18) withstanding 310 1b uplift at joint 19 and 310 1b uplift at joint 12. Job Truss Truss Type Oty Ply NORTHAMPTON, MA Q1210073 H2 HIP TRUSS 1 1 Job Reference (optional) � / Truss Engineering Corp., Indian Orchard, MA 01151 .250 s Jan 25 2012 MiTek Industries, Inc. Fri Nov 09 08:36:38 2012 Page 2 ID: BHXfMkHOK4RgV4rfEJKcL6yWUf3- Mpk5u0uZDMfc3E1 H ?XB9mIHpJ7rPtz9jJTLuEAyL_CN NOTES (14) 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. 14) Al Plates 20 Gauge Unless Noted LOAD CASE(S) Standard Job Truss Truss Type Qty Ply NORTHAMPTON, MA Q1210073 H2 HIP TRUSS 1 1 Job Reference (optional Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Nov 09 0826:39 2012 Page 1 ID: BHX5AkH0K4RgV4rfEJKcL6y -0-0 WUf3Mpk5u0uZDMfc3E1 H ?XB9mIHpJ7rPtz9jJTLuEAyL_CN 1 -4-9 4 -1 -12 8 -0-0 15 -11 -7 24 -0-9 35 -10-4 40 -0-0 41-4 1 -4-0 4 -1 -12 3 -10-4 7 -11 -7 8 -1 -3 7 -11 -7 3 -10-4 4 -1 -12 'I -4- Scale = 1:54.2 ADDITIONAL 7 PSF DL ADDED TO T.C. FOR 8x12 M18SHS 8x12 M18SHS� FUTURE SOLAR PANELS 2x4 iI 4x9 = 4x4 = 21 22 4 .2 • 20 , 5 • • 6 • 7 • .M •�� 23 8 x _ • 7.75 12 ° itty ° 4x9 4x9 3 9 'I N . , ■ � �i�a, 4 4x4 i ;, wig, I , 0 r 4x4 Gp�l 10 2 �: 11 q cc 1 ,f . 1 = .. _ =. r I 4 el 8 24 19 18 17 16 25 15 14 26 13 12 6x9 = 3x4 = 5x8 = 5x9 = 5x8 = 5x8 = 3x4 = 6x9 = 321514356# 3230#/-356# 8 -0-0 15 -11 -7 24 -0-9 L 32 -0-0 40 -0-0 8 -0-0 7 -11 -7 8 -1 -3 7 -11 -7 8 -0-0 Plate Offsets (X,Y): [15:0- 3- 8.0 -2 -81 [16:0.4-0,0 -2-4] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.67 Vert(LL) -0.43 15-16 >999 240 MT20 197/144 (Ground Snow 50.0) Lumber Increase 1.15 BC 0.79 Vert(TL) -0.73 15-16 >643 180 M18SHS 197/144 TCDL 17.0 Rep Stress !nor YES WB 0.97 Horz(TL) 0.27 12 n/a n/a BCLL 0.0 * Code IRC2009/TPI2007 (Matrix) Weight: 210 Ib FT = 10% BCDL 10.0 LUMBER TOP CHORD 2 X 4 SPF No.2 *Except* NOTES (14) T2,T3: 2 X 6 SYP 2400E 2.0E Max Uplift 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 5.0psf; h =25ft; Cat. II; Exp B; BOT CHORD 2 X 4 SPF 1650F 1.5E *Except* 19 = -356(LC 7) enclosed; MWFRS (low -rise) gable end zone and C-C Exterior(2) -1-4-0 to 13 -7 -14, B2: 2 X 4 SPF 2100E 1.8E 12 = - 356(LC 6) Interior(1) 13 -7 -14 to 26-4-2, Exterior(2) 26-4-2 to 32 -0-0 zone; cantilever left and right WEBS 2 X 4 SPF Stud *Except` Max Gray exposed ;C for members and forces & MWFRS for reactions shown; Lumber W5: 2 X 4 SPF No.2, W1: 2 X 8 SYP DSS 19 = 3215(LC 17) BRACING 12 = 3230(LC 17) 2) TCLL: plate grip L: : ASCE 7-05; Pg= 50.0 5 psf (ground snow); Pf =38.5 psf (flat roof snow); TOP CHORD 2) TCL Structural wood sheathing directly applied or 2 -2 -0 oc purlins, except end verticals, and FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Category n ; Unbalanced ad Eve.; side red -0 3) 2-0-0 oc purlins (3 -1 -15 max.): 4-8. TOP CHORD Uns t r u h snow w l loodes s Exp.; been for co nsio mi for is design. BOT CHORD 2- 3=- 49185, 34= 4510/538, 4- 20= 63721173, 20- 21= lo flat roof load of 6375/773, 4) o Wss sd o 3 .5 psf designed for greatn - o mn roof s othe live psf or 1.00 times Rigid ceiling directly applied or 9-2 -7 oc bracing. 5-21= 6382/773, 5.6= 6371/771, 6- 7= -6371/771, 7- 22= 6424 /773, 38.5 psf f on overhangs overhangs n urrent with other lve a t lo oads. WEBS 22-23=6416/774, 8-23= 64131774, 8-9=-4531/538, 5) Provide adequate drainage to prevent t water water pending. 1 Row at midpt 5-16, 7 -16, 7 -15 9-10=494/84, 2 -19= 801/167, 10-12=803/167 6) All plates are MT20 plates unless otherwise indicated, 7) This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with 2 Rows at 1/3 pts 3-19, 9-12 BOT CHORD 18-19=485/3333, 18-24= 486/3822, 17-24=-486/3822, 8 * T his dive loads. REACTIONS (lb /size) 16- 17= 486/3822, 16-25=-729/6413, 15-25= 729/6413, 8) *This where rectangle a ng l designed for a load w of 20.Opsf on the bottom chord in all 415 = 343/3841, 14-26= 343/3841, 13-26 43/3841, areas where a rectangle 3 0 BCDL tall 10 by 1 0 0 wide will fit between the bottom chord and 19 = 2905/0-5-8 (min. 0-5-1) 1 any All bearings members, a s ue e to = 1 SPF No.2 12 = 2919/0 -5-8 (min. 0-5-1) 12 -13=- 341/3349 Max EBS 9) AU bearings are assumed to be SPF No.2 . ax Horz M = 144(LC 6) 3-18=-130/639, 418 = 170273, 416 4758144, 5 16= 1622r327, 10) Provide mechanical connection (by others) of truss to bearing plate capable of 19 Max Uplift 7 -15= 1590/360, 8-15= 476 /3173, 8- 13= 176267, 11) This t is I uplift i joint r and 356 lb uplift at joint 12. 19 = - 356(LC 7) 9-13=-130/643, 3-19= -4009/442, 9-12= 4026/442 s 1) This truss. designed .1 aRin2ocoMand referenced with the 2009 standard lord A 11. .dential Code 12 = - 356(LC 6) sections 11502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Continued on page 2 Job Truss Taus Type Qty Ply NORTHAMPTON, MA Q1210073 H1 HIP TRUSS 1 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 (.250 s Jan 25 2012 MiTek Industries, Inc. Fri Nov 09 08:59:56 2012 Page 2 ID: BHXfMkHOK4RgV4rfEJKcL6yWUf3-QmCbI2pT unFn4uzu8G _R6BhygzlQFoVn_?tI8yKzsX NOTES (16) 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =Ib) 21 =409, 13 =409. 13) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 14) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 15) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. 16) All Plates 20 Gauge Unless Noted LOAD CASE(S) Standard Job Truss Truss Type Qty Ply NORTHAMPTON, MA Q1210073 H1 HIP TRUSS 1 1 A 1 Al 7 PSF DL Job Reference (optional) Truss Engineering Corp., Indian Orchw 7 T.C. FOR 7.250 s Jan 25 2012 MiTek Industries, Inc. Fn Nov 09 08:59:56 2012 Page 1 TO llO ID: BHXfMkHOK4RgV4rfEJKcL6yWUf3-QmCbl2pT_ unFn4uzu8G _R6BhygzlQFoVn_?t18yKzsX 3 -1 -1 TUR�,kpD R PANELS 12 -11 -2 20 -0-0 27 -0-14 34-0-0 36 -10-4 40 -0-0 1 1 : 1 4 3 -1 -12 1 2 -10-4 1 6 -11 -2 7 -0-14 7 -0-14 6 -11 -2 1 2 -10-4 3 -1 -12 '1 Scale = 1:54.3 8x12 M18SHS 8x12 M18SHS z-- 4x6 = 2x4 II 5x8 = 4x6 = 4 22 23 24 5 6 25 26 7 8 27 28 29 9 7.75 12 r� .� �� �� . . a w itmi e w �� �� �� is z 4x9 i ^ - S :i H -' �'� 4x9 3 V T•s 4s %I, 10 4x6 II � �' 4x611 °a yr \ ` 1Z 12To 41 rig a 1 ri i' 21 20 19 17 15 14 13 18 16 6x6 _ 4x4 = 6x9 = 5x16 MT18H WB= 4x9 5x16 MT18H WB— 6x9 = 4x4 = 6x6 3293#I -409# 3293#/.409# 6 -0-0 12 -11 -2 20 -0-0 27 -0-14 34-0-0 40 -0-0 6 -0-0 6 -11 -2 7 -0-14 7 -0-14 6 -11 -2 6 -0-0 Plate Offsets (X,Y): [4:0-4- 0,0-1.4], [9:0-4-0,0-1 -4], [15:0-3- 8,0 -3-0], [19:0-3-8,0-3-0] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.83 Vert(LL) -0.65 17 >735 240 MT20 197/144 (Ground Snovr50.0) Lumber Increase 1.15 BC 0.82 Vert(TL) -1.05 15-17 >452 180 MT18H 197/144 TCDL 17.0 Rep Stress !nor YES WB 0.93 Horz(TL) 0.29 13 n/a n/a M18SHS 197/144 BCLL 0.0 * Code IRC2009/TPI2007 BCDL 10.0 (Matrix) Weight: 1971b FT = 10% LUMBER TOP CHORD 2 X 4 SPF No.2 *Except* NOTES (16) T2,T3: 2 X 6 SPF 1650F 1.5E Max Grav 1) N/ind: ASCE 7 -05; 100mph; TCDL=4.2psf; BCDL= 5.Opsf; h =25ft; Cat. II; Exp B; BOT CHORD 2 X 4 SPF 2100F 1.8E 13 = 3293(LC 17) enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) -1-0-0 to 11 -7 -14, WEBS 2 X 4 SPF Stud *Except* W5: 2 X 4 SPF 1650E 1.5E, W1: 2 X 6 SPF 1650E 1.5E FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Interior(1) 11 -7 -14 to 28 -4-2, Exterior(2) 28-4-2 to 34-0-0 zone; cantilever left and right OTHERS 2 X 4 SPF Stud TOP CHORD exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber BRACING 2-3=-504/88, 3-4=- 4546 / 596, 4-22=-7420/986, 22-23=-7422/985, DOL =1.33 plate grip DOL =1.33 TOP CHORD 23-24=-7425/985, 5-24= 7433/985, 5-25= 8487/1096, 2) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf =38.5 psf (flat roof snow); Structural wood sheathing directly applied or 2 -2-0 oc purlins, except end verticals, and 6-25 =- 8487/1096, 6-26 =- 8487/1096, 7- 26=- 8487/1096, Category n ; Exp ad E e o s e 0f0 2-0-0 oc purlins (2 -2 -1 max.): 4-9. 7-8=-8487/1096, 8-27=-7433/985, 27- 28=7425/986, 3) Unbalanced d snow w l looads s havv e beeen n considdered for this design. BOT CHORD 28-29 =7422/ 986, 9-29=-7420/986, 9-10 =- 4546/596, 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times Rigid ceiling directly applied or 7 -11 -5 oc bracing. 10-11=-504/88, 2-21=-678/153, 11- 13= 678/153 flat roof bad of 38.5 psf on overhangs n other hve loads. WEBS BOT CHORD 5) Provide adequate drainage to prevent t water non-concurrent water ndic g. 1 Row at midpt 3-21, 10-13 20-21=-484/3225, 19-20=532/3898, 1819= 98417421, 6) All plates are MT20 plates unless otherwise indicated. 17 -18= 984/7421, 16-17 =923/7422, 15-16= 923/7422, 16. The solid section of the plate is required to be placed over the splice line at joint(s) 18, REACTIONS (lb /size) 14- 15=424/3898, 13-14=-376/3225 8) 21 = 2763/0-5 -8 (min. 0-5-3) WEBS 8) Plate(s) at joint(s) 18 and 16 checked for a plus or minus 1 degree rotation about its 13 = 2763/0-5 -8 (min. 0-5-3) 3-20=-151/900, 4-20= 495/171, 4-19 =- 609/4189, 5-19=-2122/401, center. Max Horz 5-17=-204/1251, 6-17=-1173/247, 8-17=-204/1251, 9) This buss has been designed for a 10.0 psf bottom chord five load nonconcurrent with 21 = - 108(LC 6) 8-15= 2122/401, 9- 15= 609/4189, 9- 14=495/172, any other live loads Max Uplift 10.14= 151/900, 3-21=-3975/488, 10-13=-3975/488 10)* This buss has been designed for a live load of 20.0psf on the bottom chord in all 21 = -409(LC 7) areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and 13 = -409(LC 6) any other members. Max Grav 11) All bearings are assumed to be SPF No.2 . 3293(LC 17) c ntinued on page 2 Job Truss Truss Type Qty PIy NORTHAMPTON, MA Q1210073 G1 Hip Truss 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Jan 25 2012 MiTek industries, Inc. Fri Nov 008:52:35 2012 Page 2 ID: BHXfMkHOK4RgV4rfEJKcL6yWUf3gw3tIFTrrODpNJhCZOsa36QHjvQYbsYbNsg1 KCyKzzQ NOTES (20) 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =Ib) 2 =1281, 12 =1279. 13) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 14) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 15) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. 16) Use Simpson Strong - Tie SUR26 (6 Girder, 6 -10dx1 1/2 Truss) or equivalent at 40.0 from the left end to connect truss(es) CJ1 (1 ply 2 X 4 SPF) to back face of bottom chord, skewed 45.0 deg.to the right sloping 0.0 deg. down. 17) Use Simpson Strong -Tie SUL26 (6-10d Girder, 6 -10dx1 1/2 Truss) or equivalent at 36-0 -0 from the left end to connect truss(es) CJ1 (1 ply 2 X 4 SPF) to back face of bottom chord, skewed 45.0 deg.to the left, sloping 0.0 deg. down. 18) Fill all nail holes where hanger is in contact with (umber. 19) "Nailed" indicates 3-10d or 3-12d common wire toe - nails. For more details refer to MiTek's ST- TOENAIL Detail. 20) All Plates 20 Gauge Unless Noted LOAD CASE(S) Standard 1) Snow. Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (pi) Vert 1-4=97, 4-10 =97, 10- 13=97, 2 -12 =20 Concentrated Loads (lb) Vert 1-180(B) 17=-168(B) 16=168(B) 15= 168(B) 24=-168(B) 25=-168(B) 26=-168(B) 27= 168(8) 28= 168(6) 29=-168(B) 30=-168(B) 31=-168(B) 32= 168(B) 33= 168(B) 34=-168(B) 35=-168(B) 36= 168(8) 37=- 349(B) Job Truss Truss Type Qty Ply NORTHAMPTON, MA Q1210073 G1 Hip Truss 1 , Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Nov 09 08:52:35 2012 Page 1 ID: BHXfMkHOK4RgV4rfEJKcL6yWUf3- gw3tIFTrrODpNJhCZOsa36QHjvQYbsYbNsg1 KCyKzz a. �1Z 4-0 -0 11 -11 -2 I 20 -0-0 28 -0-14 36 -0-0 40 -0-0 41-4 -0 4-0-0 7 -11 -2 8 -0-14 8 -0-14 7 -11 -2 4-0-0 1-4-d Scale = 1:54.r 6x12 — 4x6 = 4x9 = 2x4 II 4x6 = 6x12 = 7.75 12 20 5 22 23 6x12 = - o 19 �� a r.. al a 6 21 a 7 a al r $ al Vii � -�a 9 1 \ 0 4 x9 mom 1111 6x12 4x9 - I 11 3 , � M • M 12 • c 2 li ` 137 arat - ,- I� —i i ffff� I t t l I i I I r 1 1 r'� 1 i i i i tr - 11 I4 V. .t 8x9 II 18 17 16 15 14 87 8x9 II 24 25 26 27 28 29 30 31 32 33 34 35 36 2x4 I Nailed Nailed Nailed 6x9 Nailed Nailed Nailed7x10 MT20H= Nailed Nailed 6x9 — Nailed Nailed Nailed 2x4 4715#1 -1281# SUR26 Nailed Nailed Nailed Nailed Nailed 4712## - 1279# Nailed SUL26 - - I 4-0-0 6 -0-12 11 -11 -2 20 -0-0 28-0-14 35-9 12 36 , -0 40 -0-0 4-0-0 2 -0-12 5 -10-6 8 -0-14 8 -0-14 7-8 -14 0 - - -4 4-0-0 Plate Offsets (X,Y): [2:0 -4-8,0 -0.81, [4:0.6 -0,0 -2 -11], [9:01rO,Edge], [10:0-6-0,0-2-111, [12:0-4- 8,0.0- 81115:0 -3- 8,0-3 -01, [16:0- 5-0,0 -5-41, [17:038,0 -3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl lid PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.99 Vert(LL) -0.89 15-16 >535 240 MT20 197/144 (Ground Snow 50.0) Lumber Increase 1.15 BC 0.97 Vert(TL) - 1.35 15-16 >352 180 MT2OH 148/108 TCDL 10.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.20 12 n/a n/a BCLL 0.0 * Code IRC2009/TPI2007 (Matrix) Weight 426 lb FT = 10% BCDL 10.0 LUMBER TOP CHORD 2 X 6•SPF 1650F 1.5E NOTES (20) BOT CHORD 2 X 6 SPF 1650F 1.5E Max Gray 1) 2-ply truss to be connected together with 10d (0.131'x3 ") nails as follows: WEBS 2 X 4 SPF Stud *Except* 12 = 4712(LC 16) Top chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. W2: 2 X 4 SPF 1650F 1.5E SLIDER FORCE (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Left 2 X 6 SPF 1650F 1.5E 2-3-12, TOP CHORD Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Right 2 X 6 SPF 1650F 1.5E 2 -3-12 2-3=-7213/1992, 3-4=-7221/2013, 4-19= 14304/3922, 2) All loads are considered equally applied to all plies, except if noted as front (F) or BRACING 19-20= 14304 / 3922, 5-20= 14309/3922, 5-21=-16741/4631, back (B) face the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. TOP CHORD 621= 16741/4631, 6-7= 16741/4631, 7-22=-16741/4631, 3) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= S.Opsf; h =25ft; Cat. ti; Exp B; Stnrctural wood sheathing directly applied or 5-1 -5 oc puffins, except 8-22=-16741/4631, 8-23= 1435313937, 9-23= 14353/3937, 2-0-0 oc purlins (3-1-0 max.): 4-10. 9-10= 14352/3937, 10-11 = 7257/2027, 11- 12= 7241/2004 enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ;Lumber DOL =1.33 plate grip DOL =1.33 BOT CHORD BOT CHORD Rigid ceiling directly applied or 9 -9-13 oc bracing. 2-18=-1635/5767, 18-24= 1625/5741, 24-25= 1625/5741, 4) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf 38.5 psf (flat roof snow); 25.26= 1625/5741, 26-27= 1625/5741, 17 -27= 1625/5741, Category II; Exp B; Partially Exp.; Ct =1.1, Lu =50-O-0 5) Unbalanced snow loads have been considered for this design. REACTIONS (Ib/size) 17- 28= 3927/14304, 28- 29=- 3927/14304, 29-30=-3927/14304, 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times 2 = 4077/0 -5-8 (min. 0-3-11) 16-30= 3927/14304, 16 -31 =- 3899/14353, 31 -32= 3899/14353, 12 = 4074/0-5-8 (min. 0-3-11) 32-33=-3899/14353, 15-33=-3899/14353, 15-34=-1551/5785, 7 ) roof load of 38.5 psf on overhangs non-concurrent water urrent with other live bads. ( ) 7) Provide adequate drainage to prevent water ponding. Max Holz 34-35= 1551/5785, 35-36= 1551/5785, 3637= 1551/5785, 2 = -88(LC 5) 1437 =1551/5785, 12- 14=- 1561/5811 8) All plates are plates unless otherwise indicated. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconarrent with Max Uplift WEBS any other live loads. 2 = -1281 LC 6) 4-18239/670, 4-17= 2517/9167, 5-17= 2415/623, ( ) = 10) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all 12 = - 1279(LC 5) 5-16= 803/2598, 7- 165 73, 8-16=-786/2545, areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and Max Gray 8-15=-2414/622, 10-15= = - 251 2519/9173, 3, 110-1 -14= 241/672 any other members. 2 = 4715(LC 16) 11) All bearings are assumed to be SPF No.2 . Continued on page 2 Job Truss Truss Type Qty Ply NORTHAMPTON, MA Q121O073 CJ1 Diagonal Hip Girder 3 1 Job Reference • .tional Truss Engineering Corp., Indian Orchard, dA 111 1 .2 • s Jan 25 01 Mi ek Industries, Inc. Fri Nov 09 08:52:26 2012 Page 1 ID: BHXfMkHOK4RgV4rfEJKcL6yWUf3-bBOTsAMCzd55owVUXdCTBDYsMHYjyxGlz __3VDyKzz2 -1-10-10 2-9-3 2-8 5-6-6 1 -10 -10 2 -9-3 0-0-5 2 -8 -14 Scale= 1:20.5 3 3x4 5.48 12 Nailed Nail- . 6 1 1 c °� Ti " 1 3x4 11 2 0 1 i 2# IB 7 Nailed 4 5 1.5x4 11 3x4 11 Nailed 475#/ -135# 2 -9-8 5 -6-6 2 -9-8 2-8 -14 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.46 Vert(LL) -0.03 4-5 >999 240 MT20 197/144 (Ground Snovr50.0) Lumber Increase 1.15 BC 0.18 Vert(TL) -0.06 4-5 >999 180 TCDL 10.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 4 n/a n/a BCLL 0.0 * Code IRC2009/TPI2007 (Matrix) Weight: 20 Ib FT = 10% BCDL 10.0 LUMBER TOP CHORD 2 X 4 SPF No.2 NOTES (14) 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as BOT CHORD 2 X 4 SPF No.2 1) Wnd: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 5.0psf; h =25ft; Cat. II; Exp B; front (F) or back (B). WEBS 2 X 4 SPF No.2 `Except` endosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber 14) All Plates 20 Gauge Unless Noted W2: 2 X 4 SPF Stud DOL =1.33 plate grip DOL =1.33 BRACING 2) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf =38.5 psf (flat roof snow); LOAD CASES) TOP CHORD Category II; Exp B; Partially Exp.; Ct =1.1 Standard Structural wood sheathing directly applied or 5-6-6 oc purlins, except end verticals. 3) Unbalanced snow loads have been considered for this design. 1) Snow Lumber Increase =1.15, Plate Increase =1.15 BOT CHORD 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times Uniform Loads (plf) Rigid ceiling directly applied or 6-0-0 oc bracing. flat roof load of 38.5 psf on overhangs non - concurrent with other live loads. Vert: 1 -2 =97, 2- 3 = -97, 4-5 =20 REACTIONS (Ib /size) 5) This truss has been designed for a 10.0 psf bottom chord five bad nonconcurrent with Concentrated Loads (Ib) 5 = 475/0-3-14 (min. 0-1-8) any other five bads. Vert 6= 115(F =58, B =58) 7= 19(F =10, B =10) 4 = 200/Mechanical min. 0 1- 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all Max Horz areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5 = 141(LC 7) 7) All bearings are assumed to be SPF No.2 . Max Uplift -135(LC 7) 8) Refer to girder(s) for truss to truss connections. 5 = - 1 5 = - 35(L 7) 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt =Ib) 5 =135. FORCES (Ib) - Max. Comp/Max. Ten. -All forces 250 (Ib) or less except when shown. 10) This truss is designed in accordance with the 2009 International Residential Code TOP CHORD sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. F T= 5D 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) "Nailed" indicates 3-10d or 2 -12d common wire toe- nails. For more details refer to MiTek's ST- TOENAIL Detail. Job Truss Truss Type Qty Ply NORTHAMPTON, MA Q1210073 02 Jack - Closed Truss 26 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Nov 09 08:52:22 2012 Page 1 ID: BHXfMkHOK4RgV4rfEJKcL6yWUf3- jQmyOpJivPafJJB)Io7X1 NOFEfCO28ygNLOrMSyKzzd -1-4 -0 4-0-0 1-4-0 I 4-0-0 2x4 I' 3 Scale= 1:19.7 7.75 12 cl T1 3x4 I i 2 1 B1 1. - , :.. liNg 4 5 1.5x4 11 2x969#!.64# 4-0-0 I 4-0-0 LOADING (psf) SPACING 2 CSI DEFL in floc) l/defl Lid PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.21 Vert(LL) -0.01 4-5 >999 240 MT20 197/144 (Ground Snow =50.0) Lumber Increase 1.15 BC 0.10 Vert(TL) -0.02 4-5 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCLL 0.0 * Code IRC2009/TPI2007 (Matrix) Weight: 16 Ib FT = 10% BCDL 10.0 LUMBER TOP CHORD 2 X 4 SPF No.2 NOTES (12) BOT CHORD 2 X 4 SPF No.2 LOAD CASE(S) 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 5.Opsf; h =25ft; Cat. II; Exp B; WEBS 2 X 4 SPF No.2 *Except* enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) zone; cantilever left Standard W2: 2 X 4 SPF Stud and right exposed ;C for members and forces & MWFRS for reactions shown; Lumber BRACING DOL =1.33 plate grip DOL =1.33 TOP CHORD 2) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf =38.5 psf (flat roof snow); Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Category II; Exp B; Partially Exp.; Ct =1.1 BOT CHORD 3) Unbalanced snow loads have been considered for this design. Rigid ceiling directly applied or 6-0-0 oc bracing. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times REACTIONS (Ib /size) flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5 = 389/0 -5-8 (min. 0-1 -8) 5) This truss has been designed for a 10.0 psf bottom dwrd live bad nonconcurrent with 4 = 188/Mechanical any other live loads. Max Horz 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all 5 = 142(LC 8) areas where a rectangle 3-6.0 tall by 1-0-0 wide will fit between the bottom chord and Max Uplift any other members. -64(LC 8) 7) All bearings are assumed to be SPF No.2 . 5 = 4 = -76(LC 8) 8) Refer to girder(s) for thus to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of FORCES (Ib) - Max. Comp. /Max Ten. - All forces 250 (Ib) or less except when shown. 10) This 100 Ib uplift at joint(s) 5, 4. TOP CHORD 10) This s t truss is designed in accordance with the 2009 International Residential Code 2-5= 357 /114 sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) All Plates 20 Gauge Unless Noted Job Truss Truss Type Qty Ply ` NORTHAMPTON, MA Q1210073 01 Jack -Open Thus 6 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Nov 09 08'52'20 2012 Page 1 ID: BHXfMkHOK4RgV4rfEJKcL6yWUf3 -m1 fCb71 RNnKx4? 1 KAN53yylvksW3aESNw1 XkIZyKzzl -1-4 -0 1 -10 -15 1-4-0 1 -10 -15 Scale = 1:13.4 3 39/N'.. 7.75 31p2 3x4 117#/ -70# M N 2 ej N T1 N , T 1 7 I Al 5 4 2x4 11 1 -10 -15 1 -10 -15 LOADING (psf) SPACING 2 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.21 Vert(LL) 0.00 4-5 >999 240 MT20 197/144 (Ground Snow 50.0) Lumber Increase 1.15 BC 0.07 Vert(TL) 0.00 5 >999 180 TCDL 10.0 Rep Stress Inc" YES WB 0.00 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight: 7 Ib FT = 10% LUMBER TOP CHORD 2 X 4 SPF No.2 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the BOT CHORD 2 X 4 SPF No.2 TOP CHORD analysis and design of this truss. WEBS 2 X 4 SPF No.2 2-5=-274/106 BRACING 12) All Plates 20 Gauge Unless Noted TOP CHORD NOTES (12) LOAD CASE(S) Structural wood sheathing directly applied or 1 -10-15 oc puffins, except end verticals. 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 5.0psf; h =25ft; Cat. II; Exp B; Standard BOT CHORD endosed; MINERS (low -rise) gable end zone and C-C Exterior(2) zone; cantilever left Rigid ceiling directly applied or 10-0-0 oc bracing. and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL =1.33 plate grip DOL =1.33 REACTIONS (Ib /size) 2) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf =38.5 psf (flat roof snow); 5 = 307/0-5-8 (min. 0-1 -8) Category II; Exp B; Partially Exp.; Ct=1.1 4 = 3/Mechanical 3) Unbalanced snow loads have been considered for this design. 3 = 39/Mechanical 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times Max Horz flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5 = 94(LC 8) 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with Max Uplift any other live loads. 5 = -70(LC 8) 6) * This truss has been designed for a live bad of 20.0psf on the bottom chord in all 4 = -3(LC 12) areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and 3 = -28(LC 8) any other members. Max Gray 7) All bearings are assumed to be SPF No.2 . 5 = 307(LC 1) 8) Refer to girder(s) for truss to truss connections. 4 = 30(LC 4) 9) Provide mechanical connection (by others) of truss to bearing plate capable of 3 = 39(LC 1) withstanding 100 Ib uplift at joint(s) 5, 4, 3. 10) This truss is designed in accordance with the 2009 International Residential Code FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Job Truss Truss Type Qty Ply NORTHAMPTON, MA Q1210073 T2GE Common Truss 1 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Nov 09 08:51:55 2012 Page 1 I D: B HXfM kHOK4RgV4rfEJ KcL6yW Uf3- ?DelMa_mG6B Ua9d W Dd8 B Rg and 2 n_3Duq iAe_wwWyL2 7 1-4-0 10 -0-0 + 20 -0-0 21-4 -9 1 -4-0' 10 -0-0 10 -0-0 1-4-0 4x4 = Scale = 1:44.7 7 6 8 7.75 rii i i 5 9 S i 4 10 S. S. T. ST' 3 S.T3 S T3 11 3x4 II , ST2 , 3x4 11 10 2 QT1 12 Q oo Od i 13 R I Ill / 24 23 22 21 20 19 18 17 16 15 14 2x4 11 2x4 11 20 -0-0 1 20 -0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.21 Vert(LL) -0.02 13 n/r 120 MT20 197/144 (Ground Snow 50.0) Lumber Increase 1.15 BC 0.08 Vert(TL) -0.03 13 n/r 90 TCDL 10.0 Rep Stress !nor YES WB 0.22 Horz(TL) 0.00 14 n/a n/a BCLL 0.0 * Code IRC2009/TPI2007 BCDL 10.0 (Matrix) Weigh: 97 W FT = 10% LUMBER TOP CHORD 2 X 4 SPF No.2 11) * This truss has been designed for a live bad of 20.Opsf on the bottom chord in all BOT CHORD 2 X 4 SPF No.2 WEBS WEBS 2 X 4 SPF No.2 6- 20=- 298/79, 8-18=-298/79 areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and OTHERS 2 X 4 SPF Stud any other members, with BCDL = 10.Opsf. BRACING NOTES (16) 12) All bearings are assumed to be SPF No.2 . TOP CHORD 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 5.0psf; h =25ft; Cat. II; Exp B; 13) Provide mechanical connection (by others) of truss to bearing plate capable of Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. enclosed; MWFRS (tow -rise) gable end zone and C-C Comer(3) -1-4-0 to 1-8-0, 24) 3= This 104. d'ng 100 lb uplift atjoint(s) 14, 20, 21. 22, 18, 17, 16, 15 except (jt=lb) 24 104, BOT CHORD Exterior(2) 1-8-0 to 7-0-0, Comer(3) 7-0-0 to 10 -0-0, Exterior(2) 13-0-0 to 18-4 -0 zone; Rigid ceiling directly applied or 6-0-0 oc bracing. cantilever left and right exposed ;C-C for members and forces & MWFRS sections FRS for reactions 14) This truss is 1. designed n d R in 2.1 accordance with the 2009 lord A Residential Code shown Lumber DOL =1.33 plate grip DOL =1.33 ) Se /75riggid id i pt 1 s and ks with 0.2 .x fixed h referenced standard Member end fixity REACTIONS All bearings 20-0-0. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to 1 5n) "Semi-rigid design of this with xy m odd el t was used in the 1. m (Ib) - Max Horz wind (normal to the face), see Standard Industry Gable End Details as applicable, or analysis and design of this truss. 24=-187(LC 6) consult qualified building designer as per ANSI/TPI 1. 16) All Plates 20 Gauge Unless Noted Max Uplift 3) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf =38.5 psf (flat roof snow); LOAD CASE(S) All uplift 100 Ib or less at joint(s) 14, 20, 21, 22, 18, 17, Category II; Exp B; Partially Exp.; Ct =1.1 Standard 16, 15 except 24=-104(LC 6), 23= 104(LC 7) 4) Unbalanced snow loads have been considered for this design. Max Gray 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times All reactions 250 Ib or less at joint(s) 22, 23, 16, 15 except flat roof bad of 38.5 psf on overhangs nonconcurrent with other live loads. 24= 279(LC 2), 14= 279(LC 3), 19= 326(LC 1), 20= 424(LC 2), 6) All plates are 1.5x4 MT20 unless otherwise indicated. 21= 307(LC 2), 18= 424(LC 3), 17= 307(LC 3) 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. (i.e. diagonal web). TOP CHORD 9) Gable studs spaced at 2-0-0 oc. 2- 24= 256/95, 12 -14= 256/95 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent WEBS with any other live loads. 6-20= 298/79, 8-18 =298/79 Job Truss Truss Type Qty Pry NORTHAMPTON, MA Q1210073 T2A Common Truss 3 1 Job Reference {optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Nov 09 08:51:58 2012 Page 1 ID: BHXfMkHOK4RgV4rfEJKcL6yV1 /1/f3- QoJu_b1 eZ1 Z3RdM5uIhu3J03D_gHQ4 ?8scCaXryL_? r 1 -4 -Q 5 -1 -12 + 10 -0-0 ' 1410 -4 20 -0-0 1 -4-0 5 -1 -12 4 -10-4 4 -10-4 5 -1 -12 4x4 — Scale = 1:44.1 4 i , 7.75 12 13 / 14 4x4 -i 11 �/ 15 4x4 -� 3/ ,/ 5 - ,. ' *4 3x6 H 3x6 11 ,� r 6 2 c1 _ / . R mi. — si 19 M r 9 8 - 7 4x6 = 3x8— 4x6= 130 -200# 10 -0-0 20 -0-0 1148#I132# 10 -0-0 10 -0-0 { LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Udeft Ltd PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.54 Vert(LL) -0.18 8-9 >999 240 MT20 197/144 (Ground Snow=50.0) Lumber Increase 1.15 BC 0.81 Vert(TL) TCDL 10.0 Rep Stress Ina YES WB 0.90 Horz(TL) 0.04 8-9 7 >5 0a Na B 0 .0 * Code 1RC2009/rP12007 BCDL 10.0 (Matrix) Weight 89 Ib FT = 10% LUMBER TOP CHORD 2 X 4 SPF No.2 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all BOT CHORD 2 X 4 SPF No.2 TOP CHORD areas where a rectangle 3-6-0 tall by 1-0-0 wide wtll fit between the bottom chord and WEBS 2 X 4 SPF Stud *Except* 2-10=-419/88, 3-10= 275/108, 3.11= 1129/176, 11 -12= 1054/181, any other members. W1: 2 X 4 SPF No.2 12 -13= 1025/183, 4-13= 989/197, 4-14= 989/198, '7) All bearings are assumed to be SPF No.2 . TOP CHORD 2-9=538/192, BRACING 14-15=1028/185, 8/192, 6 7= 379/107 5 15= 1132 /178, 5-16=267/89, 6-16=422/77, 8) Provide mechanical connection (by others) of truss to bearing plate capable of TOP withstanding 100 Ib uplift at joint(s) except (jt =lb) 9=200, 7 =132. Structural wood sheathing directly applied or 5-1 -3 oc purlins, except end verticals. BOT CHORD 9) This truss is designed in accordance with the 2009 International Residential Code BOT CHORD 8-9= 128/1083, 7-8= 124/1102 Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 10) sections /75 t pi 1 and ks wi fi x d heels" referenced Member standard fixity model l 1. 4 -8=82/ 631, 5. 8=426/186, 3-8 =388/176, 3-9= 1077/153, 10) lSeysis and si of this s rus fixed heels" Member end fudty model eras used in the REACTIONS (Ib /size) 5-7 =1085 /156 analysis and design of thi truss. 9 = 1302/0 -3-8 (min. 0-2 -1) 11) All Plates 20 Gauge Unless Noted 7 = 1148/0 -3-8 (min.0 -1 -13) NOTES (11) LOADCASE(S) Max Horz 1) Wind: ASCE 7 -05; 100mph; TCDL =4.2psf; BCDL= 5.0psf; h =25ft; Cat. II; Exp B; Standard 9 = 201(LC 7) enclosed; MWFRS (low -rise) gable end zone and C-C Exterior(2) -1-4 -0 to 1-8-0, Max Uplift Interior(1) 1-8-0 to 7-0-0, Exterior(2) 7-0-0 to 10-0-0, Interior(1) 13-0-0 to 16-10-4 zone; 9 = - 200(LC 8) cantilever left and right exposed ;C for members and forces & MWFRS for reactions 7 = - 132(LC 9) shown; Lumber DOL =1.33 plate grip DOL =1.33 2) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf =38.5 psf (flat roof snow); FORCES (Ib) - Max. Comp. /Max Ten. - All forces 250 (Ib) or less except when shown. Category II; Exp B; Partially Exp.; Ct =1.1 TOP CHORD 3) Unbalanced snow loads have been considered for this design. 2- 10=- 419/88, 3- 10=275/108, 3-11= 1129/176, 11- 12= 1054/181, 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times 12 -13= 1025/183, 4-13= 989/197, 4-14= 989 /198, flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 14-15= 1028 / 185, 5-15= 1132/178, 5-16= 267/89, 6- 16=422/77, 5) This Wss has been designed for a 10.0 psf bottom chord live load nonconcurrent with 2- 9= 538/192, 6-7= 379/107 any other live loads. Job Truss Truss Type Qty Ply NORTHAMPTON, MA Q1210073 T2 Common Truss 1 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Jan 25 2012 MiTek Industries, Inc. Fn Nov 09 08:52:01 2012 Page 1 I D: BHXfMkHOK4Rg V4rfEJKcL6y W Uff3- qN ??OOcd3Xsyxe144gZtF bhxOaJCs ?d RyaYaRE7AyKzzy ' 1-4-0 1 5-1-12 410-4 4-1-4 51 2 21-4- 1 -0' 4x4 = Scale = 1:44.1 4 R 7,75 FIT 13 \ 14 ° NI 4x4 -'2' 12 15 4x4 3 ,v 5 • All1111111 16 4x411 4x4 II - 2 IIII 1 1111111 IIII IIII III 41 •••0111i J s 7 R 6 10 9 8 4x6 = 3x8 = 4x6 = 1 - 10 -0-0 20 -0-0 1296#17200# 1 1 10 -0-0 10 -0-0 Plate Offsets (X,Y): [2:0-2-0,0-1-12], [6:0-2-0,0-1-12] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (Ioc) I /defl Lid PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0,54 Vert(LL) -0.18 9-10 >999 240 MT20 197/144 (Ground Snow 50.0) Lumber Increase 1.15 BC 0,81 Vert(TL) -0.47 9-10 >506 180 TCDL 10,0 Rep Stress Ina YES WB 0.88 Horz(TL) 0.04 8 n/a n/a BCLL 0.0 BCDL 10.0 * Code IRC2009/TPI2007 (Matrix) Weight: 91 Ib FT = 10% LUMBER TOP CHORD 2 X 4 SPF No.2 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all BOT CHORD 2 X 4 SPF No,2 TOP CHORD WEBS 2 X 4 SPF Stud *Except* 2-11=-419/88, 3-11= 275/108, 3-12 =1121 /171, 12- 13= 1017/178, areas where a rectangle 3 6-0 tall by 1-0-0 wide will fit between the bottom chord and W1: 2 X 4 SPF No.2 4-13=-980/191, 4-14=-980/191, 1415 =- 1017/178, any other members. BRACING 5-15= 1121/171, 5-16= 275/108, 6-16=-419/88, 2-10=-538/192, 7) All bearings are assumed to be SPF No.2 . 8) Provide mechanical connection (by others) of truss to bearing plate capable of TOP CHORD 6-8=-538/192 withstanding Structural wood sheathing directly applied or 4-11 -2 oc purlins, except end verticals. BOT CHORD ss is designed in accordance n ch except and w fh e)10 nt 9This 9) Thin truss 2 BOT CHORD 9-10= sections 108/1076, 8-9 =- 68/1076 s 2.10 the 2009 standard A Residential Code I) i Rigid ceiling direly applied or 10-0-0 oc bracing. WEBS 10) Se) "Se miR5g2. d 11 and c ks with ith ,2 ,x fixed h referenced d heels" Membee International end fixity 8=200. 4-9=-75/616, 5-9=-402/177, 3- 9= -402/177, 3-10 =1068/148, analysis nd id s i of fi model was used in the 1 od REACTIONS (Ib /size) 5-8= 1068/148 1 t and design Ga ug Gauge this r Unless truss. 1 10 = 1296/0 -3-8 (min. 0-2 -1) 11) AN Plates 20 Gae Unls Noted 8 = 1296/0 -3-8 (min. 0-2-1) NOTES (11) LOADCASE(S) Max Horz 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 5.Opsf; h =25ft; Cat. II; Exp B; Standard 10 = - 187(LC 6) enclosed; MWFRS (low -rise) gable end zone and C-C Exterior(2) -1-4-0 to 1-8-0, Max Uplift Interior(1)1S-0 to 7-0-0, Exterior(2) 7 -0-0 to 10-0-0, Interior(1) 13-0 -0 to 18-4-0 zone; 10 = - 200(LC 8) cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions 8 = - 200(LC 9) shown; Lumber DOL =1.33 plate grip DOL =1.33 2) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf =38.5 psf (flat roof snow); FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. Category 11; Exp B; Partially Exp.; Ct=1.1 TOP CHORD 3) Unbalanced snow loads have been considered for this design. 2 -11=- 419/88, 3-11= 275/108, 3.12= 1121/171, 12-13=-1017/178, 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times 4-13=-980/191, 4-14=-980/191, 14-15=-1017/178, 5-15=-1121/171, flat roof load of 38.5 psf on ovemangs non - concurrent with other live loads. 5-16 = - 275/108, 6-16=-419/88, 2-10=-538/192, 6-8=-538/192 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads, Job Truss Truss Type City Ply NORTHAMPTON, MA Q1210073 TIGSGE Common Truss 1 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Nov Os 08:52:10 2012 Page 2 ID: B HXf MkHOK4RgV4rfEJKcL6yW Ufa- 362QV1AAkj4MtTG PbGviYruO_q ?3E WCvdT6Cx8yKZZp NOTES (20) 10) * This truss has been designed for a live bad 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, with BCDL = 10.0psf. 11) WARNING: Required bearing size at joint(s) 15 greater than input bearing size. 12) All bearings are assumed to be SPF No.2 . 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =lb) 18 =122, 15=857, 12 =516. 14) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 15) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 16) Use Simpson Strong-Tie SUR26 (6-10d Girder, 6 -10dx1 1/2 Truss, Single Ply Girder) or equivalent at 36.0-0 from the left end to connect truss(es) CJ1 (1 ply 2 X 4 SPF) to front face of bottom chord, skewed 45.0 deg.to the right, sloping 0.0 deg. down. 17) Fill all nail holes where hanger is in contact with lumber. 18) "Nailed" indicates 3-10d or 3-12d common wire toe - nails. For more details refer to MiTek's ST- TOENAIL Detail. 19) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 20) All Plates 20 Gauge Unless Noted LOAD CASE(S) Standard 1) Snow. Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (pH) Vert: 1 -2 =97, 2-6=-97, 6-10=-97, 10-11=-97, 17-18=-20, 17-55=-60, 16-55=-20, 16- 56 =-60, 56- 58 =20, 14-58=-60, 14-61=-20, 13-61 =-60, 12 -13 =20 Concentrated Loads (lb) Vert: 15=- 168(F) 14=- 168(F) 13=- 168(F) 57=-168(F) 59= 168(F) 60=-168(F) 61=-168(F) 62=-168(F) 63=-349(F) Job Truss Truss Type Qty Ply NORTHAMPTON, MA Q1210073 TIGSGE Common Truss 1 1 _ Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Nov 09 08:52:10 2012 Page 1 I D: B HXfM kHOK4 RgV4rfEJ KcL6y W Uf3 -362Q VIAAkj4MtTGP bGviYruO_q ?3EWCvdT6Cx8yKzzp 8 -0-0 14-0-0 20 -0-0 I 26 -0-0 I 32 -0-0 40 -0-0 41.4, -0 114-'0 8 -0-0 6 -0-0 6 -0-0 6 -0-0 6 -0-0 8 -0-0 1-4-0 5x8 MT18H= Scale= 1:99.4 7.75 12 6 6x6 � 6x 6 � 5 7 3x6 �i 3x6 �i Il. : 3x6 4 J r fr 8 3x6 3 9 ST '� T2 5x9 �i ST1 ril I � � � _Ti q 1 ' A IM r 16 T2 1 0 mss / L, 1 55 56 57 58 59 60 61 62 63 18 17 2x4 1 116 15 14 13 1 1 094# I - 122# 4347#1 -857# Nailed Nailed Nailed 185 1#IS16# 5x6 it 6x6 = 5x6 = 7x8 = 5x6 = 6x6 = 5x6 II 2x4 1 2x411 2x411 Nailed2x4II Nailed SUR26 2x411 Nailed 2x4 11 Nailed2x4II Nailed 20 -0-14ailed 36 - 8 -0-0 14 -0-0 19- 10 -420 26 -0-0 32 -0-0 35 -9 -12 40 -0-0 8 -0-0 6 -0-0 5 -10-4 0 -1 -12 5 -11-4 6-0-0 3 -9 -12 4-0-0 0 -0-12 0 -2-4 Plate Offsets (X,Y): (12:0. 4-0,0- 0.101, [13:0 -3- 0,0.4 -41, [15:0 -4- 0,05 -41, (17:0 - 3-0,0 -4-4], [18:0 -4- 0,0.1 -10] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl Ltd PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.93 Vert(LL) -0.11 12 -13 >999 240 MT20 197/144 (Ground Snow=50.0) Lumber Increase 1.15 BC 0.56 Vert(TL) -0.21 12 -13 >999 180 MT18H 197/144 TCDL 10.0 Rep Stress Inc( NO WB 0.88 Horz(TL) 0.03 12 n/a n/a BCLL 0.0 BCDL 10.0 * Code 1RC2009/TP12007 (Matrix) Weight: 342 lb FT= 10% LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E Max Uplift WEBS WEBS 2 X 4 SPF Stud *Except* 15 = - 857(LC 7) 6-15=-1257/105, 7-15=-2000/570, 7-14=-512/1583, W7,W6,W5: 2 X 4 SPF No.2, W1: 2 X 8 SYP DSS 12 = - 516(LC 8) 8-14= 1305 / 478, 8-13=-290/871, 5-15 =1249/188, 5. 16=58/691, OTHERS 2 X 4 SPF Stud *Except* Max Gray 4-16= 759/201, 4-17= 0/302, 2-17=-78/283, 10 -13 =- 170/566 ST10: 2 X 4 SPF No.2 18 = 1094(LC 2) BRACING 15 = 4347(LC 1) NOTES (20) TOP CHORD 12 = 1851(LC 3) 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 5.Opsf; h =25ft; Cat. II; Exp B; Structural wood sheathing directly applied or 3-11-6 oc purlins, except end verticals. endosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber BOT CHORD FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. DOL =1.33 plate grip DOL =1.33 Rigid ceiling direly applied or 10-0-0 oc bracing, Except: TOP CHORD 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to 6-0-0 oc bracing: 15-16. 2-3=-1051/0, 3-4= 687 /12, 45= 369/248, 5.6 88/811, wind (normal to the face), see Standard Industry Gable End Details as applicable, or WEBS 6-7= 35/811, 7-8=-840/265, 8-9=-1629/505, 9-10= 1994 /489, consult qualified building designer as per ANSI/TPI 1. 1 Row at midpt 8-14, 5-15, 4-16 2-18=-1024/163, 10 -12=- 1582/455 3) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow); 2 Rows at 1/3 pts 6-15, 7 -15 BOT CHORD Category II; Exp B; Partially Exp.; Ct =1.1 17- 18= 427/573, 17- 55= 186/701, 16-55=-186/701, 4) Unbalanced snow loads have been considered for this design. REACTIONS (Ib /size) 16-56= 154/426, 15-56=-154/426, 15-57=-96/582, 57 -58= 96/582, 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times 18 = 981/0 -3-8 (min. 0 -1 -11) 58.59= 96/582, 14.59 =96/582, 14-60=-273/1492, flat roof load of 38.5 psf on overhangs non - concurrent with other live loads. 15 = 4347/0 -3-8 (req. 0-6-13) 60-61=-273/1492, 13-61=-273/1492, 13-62=-309/929, 6) All plates are MT20 plates unless otherwise indicated. 12 = 1738/0-3-0 (min. 0 -2 -14) 62-63=-309/929, 12- 63= 309/929 7) All plates are 1.5x4 MT20 unless otherwise indicated. Max Holz WEBS 8) Gable studs spaced at 2-0-0 oc. 18 = - 370(LC 5) 6-15= 1257/105, 7- 15=- 2000/570, 7 -14= 512/1583, 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with Max Uplift 8-14=-1305/478, 8-13= 290/871, 5-15= 1249/188, 5-16 =- 58/691, any other live loads. 18 = - 122(LC 7) 4-16=-759/201, 4-17= 0/302, 2-17=-78/283, 10-13 =170/566 Continued on page 2 Job Truss Truss Type Qty Ply NORTHAMPTON, MA Q1210073 T1A COMMON TRUSS 6 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Jan 25 2012 MiTek Industries, Inc. Fn Nov 09 08:52:16 2012 Page 2 ID: BHXfMkH0K4Rg V4rfEJKcL6yVWf3- uGPhmIExJZq WbOkZxX06n683JF ?geESo ?PZX90yKzzf NOTES (15) 14) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 15) All Plates 20 Gauge Unless Noted LOAD CASE(S) Standard Job Truss Truss Type City Ply NORTHAMPTON, MA 01210073 T1A COMMON TRUSS 6 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Nov 09 08:52 :16 2012 Page 1 ID: B H XfMkHOK4 RgV4rfEJKcl6yW Uf3- uGPhmIExJZq W b0 k±xX06n683JF ?qeE So?PZX9oyKzzj -1 -4T0 6 -10-5 � 14 -0-0 , 20 -0-0 � 26 -0-0 , 33 -1 -11 � 40 -0-0 41-4 0 1 -4 0 6 -10-5 7 -1 -11 6 -0-0 6 -0-0 7 -1 -11 6 -10-5 1-4-0 5x8 MT18H= Scale = 1:87.3 ADDITIONAL 7 PSF DL 75 12 6 ADDED TO T.C. FOR %A UTURE SOLAR PANELS 3x6 21 22 3x6 5 • 7 3x6 3x6 4x4 8 4x4 i ;0 23 3 ° W 5x6 ii 19 9 i�u �IIIIII� VII I II i u�11U }di � \ (A iAii 2 iih... 14441 % ,, 4 5X6 H � I 10 1 h' .. - 18 25 26 17 1627 28 15 29 14 13 31 32 12 1317 -g8 3x6 = 377257# 4x4 = 131,x498# 4x4 = 3x6 = 10 -0-0 19 -11-4 20,0-0 30 -0-0 40 -0-0 10 -0-0 9 -11-4 0.0-12 10 -0-0 10 -0-0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in floc) I/defl Ud PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.88 Vert(LL) -0.28 13-15 >860 240 MT20 197/144 (Ground Snow 50.0) Lumber Increase 1.15 BC 0.73 Vert(TL) -0.45 17 -18 >524 180 MT18H 197/144 TCDL 17.0 Rep Stress Ina YES WB 0.83 Horz(TL) 0.03 12 n/a n/a BCLL 0.0 " Code IRC2009/TP12007 BCDL 10.0 (Matrix) Weight: 201 W FT = 10% LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E NOTES (15) BOT CHORD 2 X 4 SPF 1650F 1.5E Max Grav 1) Wind: ASCE 7 -05; 100mph; TCDL 4.2psf; BCDL= 5.Opsf; h =25ft; Cat. II; Exp B; WEBS 2 X 4 SPF No.2 *Except` 18 = 1317(LC 2) enclosed; MWFRS (low -rise) gable end zone and C-C Exterior(2) -1-4-0 to 2-8-0, W3,W2: 2 X 4 SPF Stud, W1: 2 X 6 SPF 1650E 1.5E 12 = 1317(LC 3) BRACING Interior(1) 2 -8-0 to 16-0-0, Exterior(2) 16-0-0 to 20-0-0, Interior(1) 24-0-0 to 37-4-0 zone; cantilever left and right exposed ;C-.0 for members and forces & MWFRS for reactions TOP CHORD FORCES (Ib) - Max. Comp./Max, Ten. - All forces 250 (Ib) or less except when shown. shown; Lumber DOL =1.33 plate grip DOL =1.33 Structural wood sheathing directly applied or 2 -2-0 oc purlins, except end verticals. TOP CHORD BOT CHORD 2 -19= 713/194, 3-19=-517/212, 3-20=-979/136, 4-20=-887/138, 2) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow); Ri Rigid ceiling dire bracing. Category 11; Exp B; Partially Exp.; Ct=1.1 g g ctly applied or 6-0-0 oc bracin . 4- 5=- 588/165, 5-21= 17/471, /796, 6-22= 0/796, 3) Unbalanced snow loads have been considered for this design. WEBS 7- 22= 0/471, 7 -8= 588/194, 8-23=-887/166, 123= 979/164, 4) This truss has been designed for greater of min roof five toad of 16.0 psf or 1.00 times 1 Row at midpt 7 -15, 5-15, 3-18, 9-12 9-24= 517/215, 10 -24 =- 713/196, 2- 18=- 816/275, 10-12= 816/276 flat roof load of 38.5 psf on overhangs non - concurrent with other live bads. 2 Rows at 1/3 pts 6-15 BOT CHORD 5) All plates are MT20 plates unless otherwise indicated. 18.25= 279/956, 25- 26= 279/956, 17 -26= 279/956, 6) The solid section of the plate is required to be placed over the splice line at Oinks) 6. REACTIONS (lb/size) 17 -27= 168/297, 16-27 =168/297, 1- =468/297, 7) Plate(s) at joint(s) 6 checked for a plus or minus 1 degree rotation about its center. 15 = 3772/0-5-8 (req. 0 -5-15) 15-28= 168/297, 15- 29= -49/293, 142929= 49/293, 14-30=-49/293, 619 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with = 18 1191/0-5-8 (min. 0 -2 -1) 13- 30 =-49/ 293, 13- 31= -&1956,31 -32= 6/956, 12 -32 == -0/956 any other live loads. 12 = 1191/0-5-8 (min. 0-2 -1) WEBS 9) " This truss has been designed for a five load of 20.Opsf on the bottom chord in all Max Horz 6-15= 1259/5, 2, 5-17=-106/981, , 3- 1 7 = 04/981,11 1 8 = - 659/8 239, 18 = areas where 8 rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and -371(LC 6) 5 15= 1387 / 252, 5 17= 106 /981, 317= 606/241, 3 18511, any other members, with BCDL = 10,0psf. Max Uplift 9-12=-659/0 10) WARNING: Required bearing size at joint(s) 15 greater than input bearing size. 15 = - 257(LC 8) 18 = - 180(LC 8) 11) All bearings are assumed to be SPF No.2 . 12 = - 198(LC 9) 12) Provide mechanical connection (by others) of truss to bearing plate capable of Max Grav withstanding 100 Ib uplift at joint(s) except (jt=lb) 15=257, 18 =180, 12 =198. 15 = 3772(LC 1) 13) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/7P' 1. Continued on page 2 Job Truss Truss Type Qty Ply NORTHAMPTON, MA Q1210073 T1 COMMON TRUSS 4 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7250 s Jan 25 2012 MiTek Industries, Inc. Fri Nov 09 08:32:21 2012 Page 1 ID: BHXfMkHOK4Rg V4rfEJKcL6yWUf3- NMixy8nLIOG3kktu R34us68q SX4a9m WuC_bnjZyL_GC - 1 -470 6 -10-5 14 -0-0 1 20 -0-0 � 26 -0-0 � 33 -1 -11 40 -0-0 4 1-4-0 6 -10-5 7 -1 -11 6 -0-0 6 -0-0 7 -1 -11 6 -10-5 1 5x6 II Scale = 1:80.8 6 ADDITIONAL 7 PSF DL 7.75 FIT It ADDED TO T.C. FOR FUTURE SOLAR PANELS 4x4 i 21 22 4x4 -� 5 7 3x6 o ow 3x6 � 4x6�� 4x6 / 8 / .� 9 23 3 '' I .e. \ ' / � 12x16 MT18H-:--- 12x16 MT18H� 19 1 )IIII / - St- .4.. 7 18 25 26 17 1627 28 15 29 14 1'. ° 31 32 12 3077#! -308# 4x6 -=-- 5x8 = 4x4 = 3077#/ -308# 4x4 = 4x6 = 10 -0-0 20 -0-0 30 -0-0 40 -0-0 10 -0-0 10 -0-0 10 -0-0 10 -0-0 Plate Offsets (X,Y): [2:0- 3- 0,Edge], [10:0.3- O,Edge] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /defl Lid PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.91 Vert(LL) -0.45 13-15 >999 240 MT20 197/144 (Ground Snow =50.0) Lumber Increase 1.15 BC 0.96 Vert(TL) -0.77 13-15 >613 180 MT18H 197/144 TCDL 17.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.20 12 n/a n/a BCLL 0.0 * Code 1RC2009/TPI2007 (Matrix) Weight 201 Ib FT = 10% BCDL 10.0 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E 2) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow); BOT CHORD 2 X 4 SPF 1650F 1.5E *Except* TOP CHORD Category II; Exp B; Partially Exp.; Ct=1.1 82: 2 X 4 SPF 2100F 1.8E 2-19=-929/202, 3-19= 722/229, 3.20= 3839/409, 4-20 =3747/411, WEBS 2 X 4 SPF No.2 * Except* 45= -3626/ 439, 5-21=-2829/406, 6-21 = - 2622/430, 3) Unbalanced snow loads have been considered for this design. W3: 2 X 4 SPF Stud, W1: 2 X 6 SPF 1650E 1.5E 6-22=-2622/430, 7 -22= 2829/406, 7- 8- 3626/439, 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs non - concurrent with other live loads. BRACING 8-23= 3747 /411, 9-23=-3839/409, 9.24= 722/229, o 5) All plates 1-0-0 TOP CHORD 10- 24=929/202, 2 -18=- 948/285, 10-12=-948/285 6) This 948/285 are plates unless otherwise indicated. bottom Structural wood sheathing directly applied, except end verticals. BOT CHORD T has been truss other live loads. os been designed foorr a 10.0 psf bottom chord live load nonconcurent with BOT CHORD 18-25=-222/3231, 25-26= 222/3231, 17-26=-222/3231, 7 Rigid ceiling directly applied or 2 -2-0 oc bracing. 17-27=-97/2769, 16-27=-97/2769, 16-28=-97/2769, a) any TThis his truss has been designed for a0v0 wide will fit bet load of 2 bet on the the bottom chord bottom chord and all WEBS 15-28= 97/2769, 15-29= 76/2769, 14-29=-76/2769, areas where a rectangle e 3-6-0 t t = by 1 t 1 Row at midpt 6-15, 7 -15, 5-15 14-30=-76/2769, 13-30=-76/2769, 13-31=-191/3231, any other ing are a s um e d to = SPF No.2 2 Rows at 1/3 pts 3-18, 9-12 31 -32= 191/3231, 12 -32= 191/3231 8) P bearings h be SPF No.2 . 9) Provide mechanical a nicaal l c coon onnecc tion (by others) of truss to bearing plate capable of WEBS REACTIONS (Ib /size) 6-15= 311/2277, 7 -15= 1257/240, 7 -13= 90(127, 9-13=-345/223, withstanding 308 Ib uplift at joint 18 and 308 Ib uplift at joint 12. 18 = 3077/0 -5-8 (min. 0 -4-13) 5-15=-1257/240, 5-17= 90/727, 3-17= 345/223, 3.18= 3332/230, 10) This truss . n R in 2.0.2 accordance r referenced standard the d I A 1. . 12 = 3077/0 dential Code 5 -8 ( min. 0 -4-13) 9-12= 3332 /230 sections R5g1.1 id pits and ks 1 i t h fi x and referenced efi fixity model 1w. rz 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixiy model was used in the Max Ho 18 = 371(LC 6) NOTES (12) analysis and design of this truss. Max Uplift 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL =5.Opsf; h=2511; Cat. II; Exp B; 12) All Plates 20 Gauge Unless Noted 18 = - 308(LC 8) enclosed; MWFRS (low -rise) gable end zone and C-C Exterior(2) -1-4-0 to 2-8-0, LOAD CASE(S) 12 = - 308(LC 9) Interior(1) 2-8-0 to 16 -0-0, Exterior(2) 16-0-0 to 20-0-0, Interior(1) 24-0-010 37-4 -0 zone; Standard cantilever left and right exposed ;C for members and forces & MWFRS for reactions FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. shown; Lumber DOL =1.33 plate grip DOL =1.33 CD — r m 0 2) a ryN 3 2: W '"D^' y. • PO W D a 48 -08 -00 = tea 2 crii c 21 -08 -00 �� 27 -00 -00 0 z N - • m g -4, 1 Al N N Na N - N • a r .. ti .n nor_. CCD : 0 0 0 0' - 0 I 0 3 Q = (D N C - D 0 € gazigek a) 9' o M cn W o -n CA - p C.71 co c) , A .11r ve •-• ,1,21 .1111111 4 4. I 1Ni 0 Emmy -' lin - 32 . --- itin . " - (II -( i'. 0 xi -0 4 El • I. O O - ;; w O m m n T ! r., Q. W O � o Z a.1 N.) N _ - C) O r GO fl) 0 W s ilk iii ! r- p fri � �n n rsr r_ : .ter n i ni c i� /-� `� - ,= �j -r �% ...- �,- - '. . - may% M �� ,j V 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 O O 1 ` b r 8 -00 -00 V 36 -00 -00 0 44 -00 -00 48 -08 -00 +1�Yar o` Q o 0 O `o This non - structural placement plan is provided for identifying the location of trusses as supplied by Truss Engineering Corporation (TEC). No responsibility is taken or �t `" Z m implied by TEC for the structural integrity of the structure below the trusses or the affects of TEC's product on the structure as a whole. The truss installer shall follow all • •„, � 3 , z 3 BCSI recommendations, construction document specifications as well as any site specific requirements to ensure safe and proper installation. No loading shall be applied 4 x . ' Z m , 3 m to trusses until properly and fully installed, including all sheathing, hangers, wall anchors, lateral web bracing (as shown on individual shop drawings), and permanent A -0 m " bracing (as required by the construction documents). Installation contractor shall refer to the individual truss shop drawings for all structural requirements of trusses, = A = • including but not limited to bearing locations and requirements, ply to ply nailing, lateral web bracing, and truss spacing. Truss Engineering Corporation strictly adheres to • ^— ` O • » . the 'Standard Responsibilities in the Design of Metal Plate Connected Wood Trusses' as defined by TPI Chapter 2 (available upon request) regardless of any job specific • �. Z Specifications unless clearly defined otherwise in writing by TEC. 110 r ' Z i o Z " r'' This placement plan is Truss Engineering Corporation'sINTERPRETATION of plans and drawings as supplied to us. The building owner /owner's agent is solely responsible k " ! "+ for verifying all dimensions, geometry, loads and load requirements for accuracy and full compliance to construction documents and shall be responsible for notifying TEC immediately of any discrepancies. The building owner /owner's agent is responsible for coordinating all construction details between trades. Truss Engineering Corporation isNOT responsible for field verification of dimensions or special conditions. No trusses supplied by Truss Engineering Corporation may be cut, drilled, or lim altered in any way without first contacting TEC and receiving engineering documents allowing such. D CONTRACTOR QUOTE PRINTED ON: 11/09/12 PAGE 2 QUOTE # Q1210073 : ::� 1 , DATE QUOTED: 11/09/12 ' 181 GOODWIN ST VALID UNTIL: 12/07/12 EN 1 RI • P•RATI* PO BOX 51027 FeM10 W►i ; INDIAN ORCHARD, MA 01151 .lob: PIERSON MANUFACTURERS OF ROOF & FLOOR TRUSSES Phone (413) 543 -1298 Fax (413) 543 -1847 Toll Free (800) 456 -0187 NORTHAMPTON, MA Quote To:r.k. Miles, Inc. 24 West St. Requested By: WAYNE HELMS West Hatfield, MA 01088 Attn:WAYNE HELMS Quoted By: Brian Tetreault Phone: (413) 247 -8300 SPECIAL INSTRUCTIONS. . *12" HEEL HEIGHT. *ADDITIONAL 7 PSF ADDED TO DL OF APPLICABLE TRUSSES FOR SOLAR PANELS. *PITCH ADJUSTED TO ALLOW FOR ONE PIECE TRUSS (NOTE: PLAN CALLS OUT FOR 8/12). ITEMS QTY ITEM CATEGORY LENGTH NOTES ! ) FT -IN -16 1 SUL26 Hanger 2 SUR26 Hanger Truss Engineering Corporation (TEC) strictly adheres to the 'Standard Responsibilities in the Design of Metal Plate Connected Wood Trusses' as defined by TPI Chapter 2 (available upon request) regardless of any job specific specifications unless clearly defined otherwise in writing by TEC. SUB -TOTAL This product list is Truss Engineering Corporation's INTERPRETATION of plans and drawings as supplied to us. No responsibility is taken or Implied by TEC for the structural integrity of the structure below the trusses or the affects of TEC's product on the structure as a whole. The building ownerlowner's agent Is solely responsible for verifying all WIDE LOAD / dimensions, geometry, loads and load requirements for accuracy and full compliance to construction documents and shall be responsible for notifying TEC Immediately of any discrepancies. Truss Engineering Corporation is NOT responsible for ESCORT FEE field verification of dimensions or special conditions. The building ownerlowner's agent is responsible for coordinating all construction details between trades. The truss Installer shall follow all BCSI recommendations, construction document specifications as well as any site specific GRAND TOTAL requirements to ensure safe and proper Installation. No loading shall be applied to trusses until properly and fully installed, including all sheathing, hangers, wall anchors, lateral web bracing as shown on Individual shop drawings), and permanent bracing (as required by the construction documents). Installation contractor shall refer to the Individual truss shop drawings for all structural requirements of trusses, including but not limited to bearing locations and requirements, ply to ply nailing, lateral web bracing, and truss spacing. No trusses supplied by Truss Engineering Corporation may be cut, drilled, or altered in any way without first contacting TEC and receiving engineering documents allowing such. * ** THESE DRAWINGS HAVE BEEN REVIEWED AND ARE APPROVED AS AN ORDER * ** Approved By: Approval Date: PO #: Requested Delivery Date: w CONTRACTOR QUOTE PRINTED ON: 11/09/12 PAGE 1 QUOTE # Q1210073 g . DATE QUOTED:11 /09/12 EN N E * 181 GOODWIN ST VALID UNTIL: 12/07/12 C I RPORATI • PO BOX 51027 rA ►�MPrAbZW�IAMi INDIAN ORCHARD, MA 01151 Job: PIERSON MANUFACTURERS OF ROOF & FLOOR TRUSSES Phone (413) 543 -1298 Fax (413) 543 -1847 Toll Free (800) 456 -0187 NORTHAMPTON, MA Quote To:r.k. Miles, Inc. Requested By: WAYNE HELMS 24 24 West St. West Hatfield, MA 01088 Quoted By: Brian Tetreault Attn:WAYNE HELMS Phone: (413) 247 -8300 SPECIAL INSTRUCTIONS: *12" HEEL HEIGHT. *ADDITIONAL 7 PSF ADDED TO DL OF APPLICABLE TRUSSES FOR SOLAR PANELS. *PITCH ADJUSTED TO ALLOW FOR ONE PIECE TRUSS (NOTE: PLAN CALLS OUT FOR 8/12). ROOF TRUSSES LOADING T CLL -T CDL - B CLL -BCDL STRESS INCR ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.) LAYOUTBRT 10/09/12 INFORMATION 50.0,10.0,0.0,10.0 1.15 I PROFILE I P Y f TOP BOT { TR TYPE USS ID I SPAN 1 SPAN , T LUMBER' O E RHG / RANT f HIPPING S HEIGHT I WEIGHT) Jack -Open 01 -04 -00 1 1 r✓ --. - 6 7.75 0.00 01 01 -10 -15 01 -10 -15 2 X4 2 X4 02 -05 -05 7 Jack - Closed 01 -04 -00 26 7.75 0.00 02 04 -00 -00 04 -00 -00 2 X 4 2 X 4 03 -09 -08 16 Diagonal Hip 01 -10 -10 J 03-08-08 19 3 5.48 0.00 CJ1 05 -06 -06 05 -06 -06 2 X 4 2 X 4 1 Hip Truss 01 -04 -00 01 -04 -00 2 Ply 7.75 0.00 G1 40 -00 -00 40 -00 -00 2 X 6 2 X 6 03 -11 -14 212 HIP TRUSS 01 -04-00 01 -04 -00 1 7.75 0.00 H1 40 -00 -00 40 -00 -00 2 X 4 2 X 4 05 -01 -00 193 HIP TRUSS 01 -04 -00 01 -04 -00 1 7.75 0.00 H2 40 -00 -00 40 -00 -00 2 X 4 2 X 4 06 -04 -08 210 HIP TRUSS 01 -04 -00 01 -04 -00 1 7.75 0.00 H3 40 -00 -00 40 -00 -00 2 X 4 2 X 4 07 -08 -00 205 HIP TRUSS 01 -04 -00 01 -04 -00 AdErZilik 1 7.75 0.00 H4 40 -00 -00 40 -00 -00 2 X 4 2 X 4 08 -11 -08 206 l HIP TRUSS 01 -04 -00 01 -04 -00 AdZ SL 1 7.75 0.00 H5 40 -00 -00 40 -00 -00 2 X 4 2 X 4 10 -03 -00 218 HIP TRUSS 01 -04 -00 . 01 -04 -00 1 7.75 0.00 H6 40 -00 -00 40 -00 -00 2 X 4 2 X 4 11 -06 -08 217 HIP TRUSS 01 -04 -00 01 -04 -00 1 7.75 0.00 H7 40 -00 -00 40 -00 -00 2 X 4 2 X 4 12 -10 -00 219 ' j`k COMMON 01 -04 -00 01 -04 -00 46 `1Ly„ 4 7.75 0.00 T1 40 -00 -00 40 -00 -00 2 X 4 2 X 4 14 -01 -08 200 COMMON 01 -04 -00 01 -04 -00 6 7.75 0.00 T1A 40 -00 -00 40 -00 -00 2 X 4 2 X 4 14 -01 -08 200 I I 3 Common Truss 01 -04 -00 01 -04 -00 14 -01 -08 342 ,11! d I m 1 7.75 0.00 T1GSGE 40 -00 -00 40 -00 -00 2 X 4 2 X 6 Common Truss 01 -04 -00 01 -04 -00 1 7.75 0.00 T2 20 -00 -00 20 -00 -00 2 X 4 2 X 4 07 -08 -00 90 Common Truss 01 -04 -00 3 7.75 0.00 T2A 20 -00 -00 20 -00 -00 2 X 4 2 X 4 07 -08 -00 88 Common Truss 01 -04 -00 01 -04 -00 1 7.75 0.00 T2GE 20 -00 -00 20 -00 -00 2 X 4 2 X 4 07 -08 -00 96 41.1.114. 41.1.114. ITEMS I QTY I ITEM I CATEGORY I LENGTH I NOTES 1 FT -IN -16 23. Dryer duct maximum equivalent length is 25' or per manufacturer's specs. 780 CMR M1502.4.4.1, no screwed connections. , 24. Markup air is required for any exhaust hood of 400 CFM or more. 780 CMR M1503.4 25. Fireplaces require all combustion air be provided from the exterior and below the firebox, duct work maintaining 1" clearance for 5' from the duct outlet for all fireplaces 26. Fire and draft stopping shall be completed before rough inspection. 780 CMR R302. 27. Ignition barriers in place before final. 780 CMR R316. 28. Dwelling /Garage fire separation. An attached garage (within 3' of main structure) is required to have /z" drywall on the garage side of the separation wall and if there is a finished space above the garage all walls must have Yz" drywall and the ceiling 5/8" drywall. 780 CMR R302.6 29. Energy aspects shall comply with the stretch energy code. 780 CMR Appendix 115AA or 2009 IECC. a. An initial HERS evaluation is required including insulation levels anticipated. b. A final HERS evaluation confirming code requirements have been met including duct testing. c. Energy information including mechanical equipment posted on the electric panel. d. Remodeling and Additions can be completed in accordance with IECC 2009 with Energy Star Building Option Package. 30. Vapor retarders. Although these are still in the code have exceptions, one must understand that there is a difference between a vapor retarder or barrier and an air barrier. An air barrier is intended to stop air flow (convection) a vapor retarder or barrier is intended to stop molecular moisture transfer (diffusion). A vapor retarder or barrier is effective even if there are some holes or gaps, however an air barrier has to be absolute and complete. If air can leak through an electrical device or through a crack it follows the path of least resistance and carries 99% of the moisture in a structure. This is evident every time one exposes fiberglass insulation and finds black insulation, which is dirt filter out of the air moving through the insulation. 780 CMR R601.2 for vapor retarders and Table N1102.4.2 for air sealing requirements. 31. Unvented attic assemblies. Hot roofs are allowed, but have specific requirements 780 CMR R806.4. 32. Deck ledgers and post must be appropriately attached, bolts or lags. 780 CMR R502.2.2.1 Note: ThruLoks are engineered for post attachment supporting a railing. 33. Smoke and CO detectors as required. 780 CMR R314 and R315. 34. Closets beneath stair which have doors must be drywalled with /z ". 780 CMR R302.7 Relevant items must be submitted to the building department for approvals before inspections and or CO can be signed. Other items are intended to avoid costly issues at inspections. Feel free to call if you have any questions. My telephone number is 587 -1240 and office hours are Monday through Friday, 8:30 am to 4:30 pm, excepting we close for walk -ins at 12:00 noon on Wednesdays. My email address is: cmillercnorthamptonma.gov ddio e Thank .. .�:.peration o these matters. Chuck iller City of Northampton Assistant Commissioner and Zoning Enforcement 9. Ceiling joist are intended to prevent spread, once raised above the wall plate they become rafters ties and may require up sizing of rafters and increased nailing for example with a 4" slope 8 -16nd common are required at each connection. 780 CMR R802.3.1. When there is neither of these a structural ridge is required with a Toad path to the foundation. 10. Steel straps over the ridge or 1x4 minimum collar ties are required 4' OC in the upper 1 / 3rd 780 CMR R802.3.1 11. Ridge boards must be the full depth of the cut. 780 CMR R802.3. 12. A complete window and header schedule is required. 780 CMR Table R502.5 for header sizing and number of jack studs required. 13. All framing materials which are not code prescriptive must have stamped engineering. a. LVLs. b. I -joist and or Floor Truss c. Roof truss 14. A braced wall plan identifying appropriate braced wall areas and braced wall method being used. 780 CMR 602.10. a. Garage corners and large corner window /door layout may require special solutions. b. All corners must be appropriately attached to the foundation. 15. Ceiling heights minimum 7' for habitable spaces, 6'8" for bathrooms includes tub /shower area if a shower head is used, 6'8" for basements, 6'4" at beams /ducts. 780 CMR R305.1. MA amended 16. Hazardous glazing locations, within 24" of a door, or within 60" of a stair, or across from hot tubs, spas, bathtubs within 60" if not 60" above the walking surface, and other locations. 780 CMR R308.4 17. Windows over 72" above grade with the opening less than 24 above the finished floor shall meet the 4" sphere rule. Order restrictors. 780 CMR R612.2 18. Egress and emergency escape requirements shall be strictly met. a. Basements, habitable attics, and all sleeping rooms require emergency escape. 780 CMR R310 b. Windows within 44" of floor, DH 3.3 sqft min window size, Casement 20 "x41" exception 5 sqft at 1 floor. Minimum dear opening 20 "x24" or 24 "x20 ". 780 CMR R310.1.1 c. Two doors remote as possible at the normal level of travel, opening measured from the face of the slab to the stop with door at 90 degrees, one 32" and one 28" minimum 78" high. 780 CMR R311.2 d. Landing at each door 36" out and the width of the door minimum 36 ", maximum step 7 3/4" from the top of the threshold and only in- swinging doors. 780 CMR R311.3 19. Stairs have critical standards, make sure you know the floor finishes when planning. Minimum tread 9 ", maximum riser 8%", maximum overall variance for the run is 3/8 ", 4" sphere rule on risers except where the total rise is 30" or less 780 CMR R311.7.4.3 Exception, 4 3/8" on balustrade, 6" in the triangle. Graspable rail 1' " minimum and 2" maximum rail, height minimum 34" maximum 38 ", required for 4 or more risers. Landing to landing constitutes a new run. Minimum 6'8" ceiling height from nosing. 780 CMR R311.7. 20. Guards 36" minimum height above walking surface, a bench is a walking surface, required for more than 30" above floor or grade within 36 ", 4" sphere rule. 780 CMR R312.1. 21. Educate the plumber and electrician about maximum notch and hole sizes, and placement. 780 CMR R502.8 and R602.6. In bearing studs holes not larger than 40% of a stud no closer than 5/8 to the edge, In interior non - bearing studs holes not larger than 60% of a stud no closer than 5/8 to the edge, in bearing walls if more than 50% of a plate is cut or notched a 1 %" 16ga. strap must extend a minimum of 6" past the cut both directions and be nailed with 8 -10d per side, or holes in joist are a maximum 1/3 the depth not closer than 2" from the top or bottom. Notches are different. 22. Dryer duct transition is limited to 8' of aluminum flex and must be exposed. 780 CMR M1502.4.3 City of Northampton � ''°` Massachusetts Ir C DEPARTMENT OF BUILDING INSPECTIONS - 212 Main Street • Municipal Building "` Northampton, MA 01060 sf= ,.r}l ''3'` INSPECTOR JDR Builders November 20, 2012 , PO Box 4 North Hatfield, MA 01066 Subject Location: 196 Glendale Road Map Block: 42 -178 Mr. Ross, Please follow up on the following items: 1. A smoke /CO detector is required at the bottom of every stair leading to a finished floor above. 2. A Heat Detector is required in the garage. 3. Northampton is a stretch energy code town therefore a HERS rating is required. a. Any air permeable insulation must be in a sealed cavity. This needs to be done before rough inspection. b. All penetration in the ceiling must be sealed before attic insulation is installed; an air sealing inspection is required. c. Please be aware of requirements the Thermal Bypass Checklist. 4. Plumbing pipes in walls are challenging to meet code see item 18 below. 5. There is a requirement for the HVAC contractor to take a sheet metal permit, with this a room by room heat loss calculation done with manual J Edition 8, a line drawing showing supply and return CFMs, and equipment specifications are required. If this is not done it will hold up the final CO. 6. Copies of the final HERS, Duct Blast Test, signed Thermal Bypass Checklist, and Energy information posted on the electric panel. 7. Please review item 20 below with your mechanical contractors. Any notches or holes closer than 5/8" to the edge of structural plates require a 16ga 1 %" steel plate across the location extending 6" beyond on each side nailed with 8 - 10d common on each side! As of August 4 2011 the 8th Edition MA code is the 2009 IRC with MA amendments. In the following are some generic requirements which seem to be problematic. This is not a substitute for purchasing and reading the MA codes. 1. Structures shall conform to 780 CMR 8 Edition 1 and 2 family building codes with MA amendments. 2. Grading plan for structures being constructed required. 780 CMR R401.3 for drainage requirements. 3. A basement drainage system is required in all basements 780 CMR R405.2.3. except those in group I soils (table R405.1) 4. Foundations that retain earth and enclose interior space require damp proofing 780 CMR R406.1. 5. Through wall form ties must be removed from both faces and patched with hydraulic cement. 780 CMR R406.2 of amendments. 6. Foundation anchor bolts must be Y2 and be embedded a minimum of 7" into the concrete. 10" bolts! 780 CMR R403.1.6 7. Foundation walls require horizontal reinforcement 2 #4 bars one within 12" of the top and one in the middle if 8' or less and 3 #4 bars at top and 3rds if over 8'. 780 CMR R404.1.2(1). Also see vertical reinforcements requirements. 8. CMU foundations require 3/8" parging before damp proofing. 780 CMR R406.1 see exceptions. : WALL CONSTRUCTION 1 EXTENT OF HEADER 1 . DOUBLE PORTAL FRAME (TWO BRACED WALL PANELS) - EXTENT OF HEADER SINGLE PORTAL FRAME (ONE BRACED WALL PANEL) ' - I.- r r • •1• 1.- -.MIN 3 x1125 "NET HEADER • 1 •'. . 6' TO 18' _• "1 i FASTEN TOP PLATE TO HEADER WITH TWO TYPICAL PORTAL ROWS OF 16D SINKER NAILS AT 3 "O.C. TYP. 1000 LB FRAME •• CONSTRUCTION STRAP CONSTRUCTION - • • 1000 LB STRAP OPPOSITE SHEATHING • • • • FORA PANEL SPLICE • • FASTEN SHEATHING TO HEADER WITH 8D COMMON OR (IF NEEDED), PANEL MAX. • , GALVANIZED BOX NAILS IN 3 "GRID PATTERN AS SHOWN AND EDGES SHALL BE HEIGHT BLOCKED, AND OCCUR • • • 3" O.C. IN ALL FRAMING (STUDS, BLOCKING, AND SILLS) TYP. 10' WITHIN 24' OF MID - • • HEIGHT. ONE ROW OF • .. MIN.WIDTH = 16" FOR ONE STORY STRUCTURE TYP. SHEATHING -TO- ••; -- • ; - MIN. WIDTH = 24" FOR USE 10 THE FIRST OF TWO FRAMING NAILING IS •, REQUIRED. STORY STRUCTURES IF 2x4 BLOCKING IS USED, THE 2x4'S MUST MIN. 2x4 FRAMING BE NAILED TOGETHER MIN. WITH 3 16D SINKERS 3/8" MIN. THICKNESS WOOD DOUBLE STRUCTURAL PANEL SHEATHING 2x4 POST Yg1Y._.- MIN. 4200 LB TIE -DOWN DEVICE (EMBEDDED INTO '.1. i8. CONCRETE AND NAILED INTO FRAMING) MIN. 1000 LB TIE DOWN ;:-: -- I SEE SECTION R602.10.3.3 DEVICE ' -:r } -; 1 I 1 For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound force = 4.448 N. FIGURE 8602.10.3.3 METHOD PFH: PORTAL FRAME WITH HOLD -DOWNS • EXTENT OF HEADER (TWO BRACED WALL SEGMENTS) TOP PLATE CONTINUITY IS SIDE . EXTENT OF HEADER (ONE BRACED WALL SEGMENT) REQUIRED PER SECTION 8602.3.2 ELEVATION • MIN. 3" x 11.25 "NET HEADER � • • • • • HEADER SHALL OCCUR AT TOP OF WALL . 2' TO 18' (FINISHED WIDTH) • . FASTEN SHEATHING TO HEADER WITH 8D COMMON • NAILS IN 3' GRID PATTERN AS SHOWN AND 3' O.C. IN FRAMING AS SHOWN (STUDS AND SILLS) TYP. BRACED WALL • 16D SINKER Ir SEGMENT NAILS IN 2 ROWS • MINIMUM • 1000 LB HEADER -TO -JACK STUD STRAP ON /- I PER @ 3' O.C. • ' 111 MAX. • BOTH SIDES OF OPENING PER TABLE R602.10 4.1.1 1 8602.10.4 HEIGHT • 11 (INSTALL ON BACKSIDE AS SHOWN ON SIDE ELEVATION) 10' 01 ®1C I 1 000 LB HEADER. E®1I 1 HEADER SHALL BE FASTENED TO THE KING STUD WIT 6 -16D SINKER NAILS TO- JACK -STUD Si --all ON BOTH SIDES • NO OF OF OPENING • - FOR A E (IF NEEDE, AEG S JACK STUDS BLOCKED PANEL AND OCCUR WITHIN 24 D)"OF P N MID L HEIGHT. EDES ONE BE R TABLE • ROW OF TYP. SHEATHING -TO- FRAMING IS REQUIRED IN EACH 8502.5(1 &2) , PANEL. 11 WOOD STRUCTURAL PANEL STRENGTH AXIS • • I. - MIN. (2) 2x4 TYP. ' ` --'6e' MIN. THICKNESS WOOD e r STRUCTURAL PANE MIN. LENGTH BASED ON 4:1 HEIGHT -TO- LENGTH RATIO: I AI �' SHEATHING I I FOR EXAMPLE: 24" MIN. FOR 8' HEIGHT I I I — I � J . _ -MIN. 2.5 "x' /s "PLATE WASHER / ANCHOR BOLT PER R403.1.6 TYP For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound force = 4.448 N. FIGURE R602.10.3.4 METHOD PFG PORTAL FRAME AT GARAGE DOOR OPENINGS IN SEISMIC DESIGN CATEGORIES A, B AND C 172 • 2009 INTERNATIONAL RESIDENTIAL CODI !letdowns & Tension Ties SIMPSON LSTHD /STHD Strap -Tie Notdown :: , = ; Air it }` v re. the 1 rsi • • • • 0 0 01 1 101 ir. 11 d % III 4 140 111111111 ,'-,-- - - --' - -...„,.....111110... • • 0. ( •-::•:.., ...---•-•,— ..-.-; - , s': - '• ' ' ' • ' Min, rebar;; Mn i. rebar length is length is 2 x l 2 x le i . 2x end distance 2 x le min. or 24" rebar length 1 /2" Min. end distance Min. Typical STHD14 Typical STHD14 Typical STHD14 Corner Installation Mid Wall Installation End Wall Installation i Strap style .l- holdown ---► Single Pour Reber Installation - *Maintain minimum rebar cover, per Typical STHD �`1 ACI-318 concrete Application Over code requirements. Sheathing Ii i 3" to 5" Stemwall le One #4 rebar. o May be foundation - - 2x Embedment V rebar or post-tension j ; Length + 77` •e Structural Concrete ► P Min. Rebar sheathing foundation tendon. e Length by others Shearwall diaphragm STHD SPALL REDUCTION SYSTEM FOR STHD STRAP TIE HOLDOWN r. ii ti FEATURES m Framing Install strap • Built -in tab. ° nails and nails starting • Stra Mate° locator line. ,1141 . anchor bolts from the bottom P „ SM1 as per code � • Additional diamond hole in RJ versions. � ' , i � U.S. Patent p �C , ; A 6,796,099 . ' BENEFITS Q / t :::431,44 Sill plate bob Built -in Tab: /� r - Required rebar z • Reduces spalling and costly retrofits. o not shown for „° • No additional labor to install. ® RI o • ?:‘,.3:::, • o °e ,, ,, ,; % clarity (typ.) • o • e o , • Holds STHD away from form board. _,, StrapMate Locator Line: // v i a r • Easy inspection to ensure proper location. if a o r--:.-1,' , • Allows adjustment without removing STHD. I t o " ° a oa Additional Diamond Hole: ; e o° • One more fastener to help prevent the STHD RJ 4.,,,,} hrna,inn out at the rim joist section. STHD Over Shearwall Diaphragm QUICK ANALYSIS REPORT Date: November 02, 2012 Rating No.: 051 -12 Building Name: 196 Glendale Rd Rating Org.: Power House Energy Consulting Owner's Name: Pearson Phone No.: 413 -835 -5162 Property: 196 Glendale Rd Raters Name: Matt Turcotte . , Address: Northampton, MA01062 Raters No.: 1497133 Builders Name: JDR Builders Weather Site: Northampton, MA Rating Type: Based On Plans File Name: 051 -12 196 Glendale Rd plans.blg Rating Date: 10/23/12 Codes Programs IECC 2012 Performance: Fails EPA ENERGY STAR 2.0 Fails IECC 2009 Performance: Fails EPA ENERGY STAR 2.5 Passes IECC 2006 Performance: Fails EPA ENERGY STAR 3.0 Fails IECC 2004 Performance: Fails Tax Credit Fails IECC 2003 Performance: Passes HERS Index 64 IECC 2001 Performance: Passes , IECC 2000 Performance: Passes IECC 1998 Performance: Passes 4E� ECC of NY Performance: Fails ECC of NV Performance: Passes MEC 1995 Performance: Passes MEC 1993 Performance: Passes MEC 1992 Performance: Passes ASHRAE 90.2 Performance: Passes REM /Rate - Residential Energy Analysis and Rating Software v12.99 This information does not constitute any warranty of energy cost or savings. © 1985-2012 Architectural Energy Corporation, Boulder, Colorado. IKO 30 yr Architectural Shingles Cobra Rolled Ridge Vents 12" blown cellulose insulation 1/4" drywall interior finish ceiling 5/8" drywall above garage Access Hatch will be above garage Garage: 16'x 7' Insulated overhead door Garage walls are fully insulated Simpson ties placed in the foundation for bracing 5/8" drywall on common walls to house and ceiling Utilities: 200 Amp Electrical Service — underground Forced Hot Air Heat with A/C Propane Gas for furnace, hot water heater, dryer and range ERV built into HVAC system Instant Hot water heater Septic System Chimney: In the same location as shown on the prints Built for a woodstove to be installed later 8x12 clay tile flue liner with brick veneer 20" square chimney 30" x 12" footing under chimney Cleanout and thimble in basement for woodstove Notes: There is no back porch. The alternate kitchen plan that shows the kitchen taking the place of the Back porch is correct. There is no bonus room in the attic f)V Bc icv- Cr' "C.zC� November 12, 2012 JDR Builders PO Box 4 North Hatfield, Ma. 01066 Construction Supervisor's License # 074105 Home Improvement Contractor's License # 130397 jd 2 jdrbuilders.com Client: Jeff & Marlene Pearson Project: New Single Family Dwelling at 196 Glendale Road, Florence, Ma. Notes for the Building Inspector: Foundation: 18 "x10" footings with 2- # 4 rebars 8" x 8' walls, not 9' as shown on the prints. 2- # 4 rebars at grade level Garage and porch walls will be stepped up to 4' tall Simpson ties as per the drawings by r.k.miles Perforated pipe under the basement slab for radon collection 2" blue Styrofoam under the basement slab for insulation Poured bulked to fit Bilco type C in the back of the house Basement: 2x4 stud walls spaced 1" off the interior of the foundation walls 2 lb. Close cell spray foam applied 2" thick on interior of foundation wall. Foam will be sprayed 3" thick on sills and rim joist Floor system: Per the drawings by r.k.Miles for the I- Joists and LVL's. Solid Blocking 8' on center 3 /4" Advantek subfloor, glued down with PL 400 Construction Adhesive and ring shanked nails Walls: 2x6 precut studs, 9' tall walls 7/16" Zip wall sheathing, with taped seams Dense packed blown cellulose insulation 1/2" drywall interior finish Vinyl siding exterior finish Roof: Trusses per the drawings by Truss Engineering Trusses are rated for future Photovoltaic Panels- 7 lbs extra capacity Trusses have a 12" raised heel Soffits will have 2" foam blocks above the top plates and will be notched for the prop -a -vents and sealed with canned foam so that the only air entering the roof will be through the prop -a -vents Roof sheathing will be 5/8" Zip roof with taped seams 72" Ice and Water Barrier applied to Eaves r.. Permit No. D15 -13 Conditions: Driveway Permit In lieu of plan approved by the City Engineer I agree to the following added conditions: 1. I will contact the Department of Public Works and have an inspector check and approve the graded gravel base prior to paving to insure compliance with slope and location; 2. I further agree that if in the inspections, any of the permit conditions are not met that I will at no expense to the City remove and replace the driveway as directed by the City Engineer. By: Pe ' ion Signature Name: JDR ilders /James Ross Address: 236 Haydenville Road Whately, MA 01093 Note: The Public Works Department recommends that you provide a plan showing the proposed driveway with grades and location in the future to avoid possible expense which you will incur by not getting approval of actual plans in advance. For Commercial and Industrial applicants, a plan showing the proposed driveway with grades, location and Planning Board permits are required. Cc: Building Inspector 11 Permit No. D15 -13 CITY OF NORTHAMPTON, MA DRIVEWAY PERMIT Date: 10/30/12 Check #: 3869 FEE: $250.00 THE BOARD OF PUBLIC WORKS Driveway must be staked and house & lot number posted The undersigned respectfully petitions your honorable body for: A new driveway Permission to install a driveway at: 196 Glendale Road, Florence, MA Fifteen (15) foot maximum width at the street line. Gutter drainage not to be disturbed. All Drainage shall be directed off the driveway surface to adjacent land and not on the existing Roadway. Driveway surface to be paved as soon as possible if the grade of the proposed Driveway exceeds 3% or more. Homeowners will be held responsible for any cost to the City of Northampton in the event of a washout of this driveway. Code of Ordinances §350 -8 8 providing standards for private, individual driveways as amended by the City Council on October 15, 2009, must be followed. By: JDR Builders James Ross Telephone: 413 -37 983 nature: Proposed Location Inspection By s. fa ' 1 2 Gravel Base Grade Inspected By: 3 Final Approval: THE BOARD OF PUBLIC WORKS voted that petition be granted. Edward S. Huntley, P.E. / Director of Public Works Cc: Building Inspector (SUBJECT TO ATTACHED CONDITIONS 1 & 2) u r` 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: 196 Glendale Road, Florence Inquiry Made By: James Ross JDR Builders 374 -7983 Date of Inquiry: 10/30/12 Number of Type of Single Family X Type of Private X Units: 1 Unit(s): Apart. Comm. Ownership: Condo Multi - family Rental (Applicant to fill out the above) Municipal Water Main in Existing service to Front of Location? Yes: X No: site? Yes: No X Size of Water Main: 8" Material: Ductile Iron Age: 2006 Approximate Static Street Flow Test Conducted: Yes: No: X Pressure: 50 psi If done attach results Size of Service Connection 1" Suggested Meter Size: 5/8" Comments: The Water Department cannot guarantee adequate water pressure during peak demand times at elevations above 320 feet. • A corresponding water entrance fee shall be paid prior to making any connection to the municipal water system. • Ajrau is of such installatio : al .e made with the Northampton Water Department with a minimum of 5 workin days notificati• . • All work all confo t 4 16. . r .. .ton Water Department specifications. • t� David W. Sparks, Superintendent of Water Dept. Water Entry $200.00 Meter $100.00 Radio $100.00 cc: Ned Huntley, Director cc: Louis Hasbrouck, Building Commissioner Note: If this availability is for a new construction, it must be hand delivered to the Building Inspector. Commonwealth of Massachusetts ___- ° —' City/Town of Northampton Number 1 a I Li m' i rr e' s ° A pplication for Disposal System — ' -i= Construction Permit $150.00 Fee Form 1 A B. Agreement The undersigned agrees to ensure the construction and maintenance of the aforedescribed on -site sewage disposal system in accordance with the provisions of Title 5 of the Environmental Code and not to pl.. e the system . • •peration until a Certificate of Compliance has been issued by this Board of Health., 41 lb-31- Zo Signatu - Date As •lica. •n Approved B : - _ W lei A c VIA Name // / Date /Vd /,� , 41 � /// f�C Application Dis approved for the following reasons: f L 0 use ,,.., d Plan `t0 PO • FWTEiEch, MA Y t5formla.doc• 06/03 Application for Disposal System Construction Permit • Page 3 of 3 1 • OA 11A4p2 A � � • Q tir Nnr'ZIantpn..t�at =_— DEPARTMENT OF BUILDING 'INSPECTIONS 212. Main Street 6 •Manual Bui1[tina ; . ;INSPECTOR '� Northampton, MA 01060 ie • w LOCATION ) t 6 je j* - I2C , • SQUARE FOOTAGE AMOUNT BAST r@ : 2o j) 6 l' f Q. c I @ .50 /.) G L' f (.0 349 - • . 2'' @ 30 . z FLOORS, FINISH ATTIC, GARAGE @ 20" (. _(t) t' 3 s DECK/PORCf3ES @ .20 - () • TOTAL.. b()O • • The Commonwealth of Massachusetts 1 Print Form I , ._.... Department of Industrial Accidents V' H Office of Investigations "� > 1 Congress Street, Suite 100 Boston, MA 02114 -2017 " f� www mass.gov /dia Workers' Compensation Insurance Affidavit: Builders/ Contractors /Electricians/Plumbers Applicant Information Please Print Lezibly Name (Business /Organization/Individual): w/ '>" i)I t /2� Address: I?) X ( ( City /State /Zip: 114 --E_ 1 L, 09 cfc9 , Phone #: qt - 37.1-711? Are you an employer? Check the appropriate box: Type of project (required): 1. Lam a employer with 4. n I am a general contractor and I employees (full and/or part- time).* have hired the sub - contractors 6. [New construction 2. ❑ I am a sole proprietor or partner- listed on the attached sheet. 7. n Remodeling ship and have no employees These sub - contractors have 8. n Demolition working for me in any capacity. employees and have workers' 9. Building addition [No workers' comp. insurance comp. insurance.: required.] 5. n We are a corporation and its 10.7 Electrical repairs or additions 3.11 I am a homeowner doing all work officers have exercised their 11.E J Plumbing repairs or additions myself. [No workers' comp. right of exemption per MGL 12.0 Roof repairs insurance required.] t c. 152, § 1(4), and we have no employees. [No workers' 13.11 Other comp. insurance required.] 'Any applicant that checks box #1 must also fill out the section below showing their workers' compensation policy information. t Homeowners 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. 1 am an employer that is providing workers' compensation insurance for my employees. Below is the policy and job site information. -' Insurance Company Name: ( l:>AJ -f) JA , 6 %, _ Policy # or Self -ins. Lic. #: /31/0 C 3 : C /'7 Expiration Date: 1 a l --, 5 Job Site Address: l 9't> 6 - ' P -- City /State /Zip: ick fedi ( " .41 A. 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 certikunder the pains and penalties ofper)ur' that the information provided above is true and correct Signature: I 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 : -S �.�„ s 0 � ��as� License Number b y /')o. 4 , ✓n A . p/o &k f -`� -) f Li_ Addres Expiration Date Signat Telephone 9. Reuistered Home Improvement Contractor: Not Applicable ❑ 62 1.3 Company Name Registration Number X (.6 vJI - * 1 Wf r / 1) 73 3.2. (� " AAddress ) �/ Expiration Date Telephone / `7b 3 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 No ❑ 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 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 reference to Chapter 152 (Workers' Compensation) and Chapter 153 (Liability of Employers to Employees for injuries not resulting in Death) of the Massachusetts General Laws Annotated, you may be liable for person(s) you hire to perform work for you under this permit. The undersigned "homeowner" certifies and assumes responsibility for compliance with the State Building Code, City of Northampton Ordinances, State and Local Zoning Laws and State of Massachusetts General Laws Annotated. Homeowner Signature SECTION 5- DESCRIPTION OF PROPOSED WORK (check all applicable) New House Addition ❑ Replacement Windows Alteration(s) n Roofing n Or Doors El Accessory Bldg. ❑ Demolition ❑ New Signs [O] Decks [El Siding [O] Other [O] Brief Description of Proposed � :p PI/ Work: Ctik)37 - /Wc f}-, i*1/4l t/ „e 1ILy Dt tLL,tAi 6 Alteration of existing bedroom # Yes _Z< No Adding new bedroom Yes No Attached Narrative Renovating unfinished basement Yes No Plans Attached Roll - Sheet 6a. If New house and or addition to existing housing, complete the following: a. Use of building : One Family Y Two Family Other b. Number of rooms in each family unit: Number of Bathrooms cR c. Is there a garage attached? 1 e. 5 i / d. Proposed Square footage of new construction. p _ L L� Dimensions e. Number of stories? i f. Method of heating? r'tj LS.,N t 4I( /pPI4irepiaces or Woodstoves ii (' S Number of each _ / g. Energy Conservation Compliance. _ yP5 f j? Masscheck Energy Compliance form attached? h. Type of construction 5' 6211 i. Is construction within 100 ft. of wetlands? Yes Y- No. Is construction within 100 yr. floodplain Yes V No j. Depth of basement or cellar floor below finished grade +0 k. Will building conform to the Building and Zoning regulations? / Yes No . I. 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, �J j�^xd`id al + kr°� T'' L C4 , as Owner of the subject property / hereby authorize —' P. “. to act on my behalf, in all matters relative to work authorized by this building permit application. Signaj,3rrs d o er Date ' 2 I, 655 , as Owner /Authorized Agent hereby declare that the statements and information on the foregoing application are true and accurate, to the best of my knowledge and belief. Signed under the pain and pen ies of perjury. Print Name Signature of owner ent Date Section 4. ZONING AU 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 C )00 Frontage Setbacks Front (/ 1'75- ' Side L: R: L: aZ ) 7 R: (0‘; Rear 4 Building Height / Bldg. Square Footage % I, 0 Open Space Footage % ;l! (Lot area minus bldg & paved 5 5Z ?)) ) parking) , � ` C �>'.�� �t�`C' # of Parking Spaces Fill: (volume & Location) A. Has a Special Permit /Variance /Finding ever been issued for /on the site? NO 0 DONT KNOW YES Q IF YES, date issued: IF YES: Was the permit recorded at the Registry of Deeds? NO Q DONT KNOW eJ YES Q IF YES: enter Book Page and /or Document # B. Does the site contain a brook, body of water or wetlands? NO Ci3C DONT KNOW 0 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 Q NO 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 tea IF YES, describe size, type and location: E. Will the construction activity disturb (Gearing, grading, excavation, or filling) over 1 acre or is it part of a common plan that will disturb over 1 acre? YES Q NO yIP IF YES, then a Northampton Storm Water Management Permit from the DPW is required. `:-.� ErvED Department use only City of Northampton Status of Permit: Bui • ing Department Curb Cut/Driveway Permit NOV 1 3 / .12 Main Street Sewer /Septic Availability Room 100 Water/Well Availability DEPT °` R ; .,' Nu o ampton, MA 01060 Two Sets of Structural Plans MPTp, :i: pCIION 413-.87-1240 Fax 413 - 587 -1272 Plot/Site Plans Other Specify APPLICATION TO CONSTRUCT, ALTER, REPAIR, RENOVATE OR DEMOLISH A ONE OR TWO FAMILY DWELLING SECTION 1 - SITE INFORMATION 1.1 Property Address: �Thhiis section to be completed by office Lqt 6 t -- Ail``L�' />d• Map � `&.- Lot /7 2 Unit t, /Iv). Zone Overlay District Elm St. District CB District SECTION 2 - PROPERTY OWNERSHIP /AUTHORIZED AGENT 2.1 Owner of Record: r(ti✓ ie e_ sir ,`o n I ( (4) <AA, 'Ro r ) Name (Print) ;1 Gl�7 Current Mailing Address: �� a� 0� r,-,,,.____ "Ir 1 l.�.1 � � Telephone u 2.2 Authorized Agent: Name (Pri Current Mailing Address: Signature Tel SECTI N 3 - ESTIMATED CONSTRUCTION COSTS Item Estimated Cost (Dollars) to be Official Use Only completed by permit applicant 1. Building atigee ; 5 t.,-` S .- (a) Building Permit Fee J / 2. Electrical q S-00 (b) Estimated Total Cost of l Construction from (6) 3. Plumbing / q-" Building Permit Fee 4. Mechanical (HVAC) C / 1 � 5. Fire Protection / - (�// . 6. Total= (1 +2 +3 +4 +5) ,R,3c `�'e Check Number 1 7� _ aZiAb'eeeek fi /� si �� This Section For Official Use Only Building Permit Number: �i�j Date g Issued: Signature: Budding Commissioner /Inspector of Buildings Date File # BP- 2013 -0554 ,� 0 1' �/ �9 r APPLICANT /CONTACT PERSON JDR BUILDERS ADDRESS /PHONE P 0 BOX 4 NORTH HATFIELD (413) 665 -7587 Q / PROPERTY LOCATION 196 GLENDALE RD MAP 42 PARCEL 178 001 ZONE THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM FILLED OUT Fee Paid Building Permit Filled out �j2 3 ,,}f boo g Fee Paid $ KP Typeof Construction: CONSTRUCT SFH W /ATT GARAGE/PORCH New Construction Non Structural interior renovations Addition to Existing Accessory Structure Building Plans Included: Owner/ Statement or License 074105 J / /^w -G� (�- ��./►'L� 3 sets of Plans / Plot Plan T HE F �ILLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INF ATION PRESENTED: A pproved 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 / �� 'olit i n D - lay 411, - , ///— g l-t*:/- 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. 196 GLENDALE RD BP- 2013 -0554 GIS #: COMMONWEALTH OF MASSACHUSETTS Map:Block: 42 - 178 CITY OF NORTHAMPTON Lot: -001 PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS Permit: Building DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL c.142A) Category: New Single Family House BUILDING PERMIT Permit # BP- 2013 -0554 Project # JS- 2013 - 000892 Est. Cost: $230000.00 Fee: $1002.00 PERMISSION IS HEREBY GRANTED TO: Const. Class: Contractor: License: Use Group: JDR BUILDERS 074105 Lot Size(sq. ft.): 81021.60 Owner: PEARSON JEFFREY & MARLENE Zoning: Applicant: JDR BUILDERS AT: 196 GLENDALE RD Applicant Address: Phone: Insurance: P O BOX 4 (413) 665 -7587 WC NORTH HATFIELDMA01066 ISSUED ON:11/20/2012 0:00:00 TO PERFORM THE FOLLOWING WORK: CONSTRUCT SFH W /ATT GARAGE /PORCH 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 11/20/2012 0:00:00 $1002.00 212 Main Street, Phone (413) 587 -1240, Fax: (413) 587 -1272 Louis Hasbrouck — Building Commissioner