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38A-111 ,S ROOF TRUSS PLACEMENT DIAGRAM VILLAGE HILL CLUSTER C, OLEANDER DRIVE, 24-0 -0 27 -0 0 24 -0 -0 NORTHAMPTON, MA. CONVENTIONALLY NOTES FRAMED BY OTHERS - - -- - - - - - __ - 1 USE ONE H2 5A PER BEARING FOR TRUSS TO WALL CONNECTION r ._ o. r __ -::- - ■ __._ °' r . ° U NOTED ONINDIVIDUAL R I CONVENTIONALLY i FRAMED EY 0I-HERS,. - - - CONVENTIONALLY - - - o ' ENGINEERED DR.AVJINGS FRAMED BY OTHERS, N 1 - -- - - - FRAMED BY OTHERS 2 SEE INDIVIDUAL ENGINEERED I- 1 O -C - 6 0-0 f 1 -- f_ l r - �� - - DRAWNGS FOR PERMANENT '.. -0 �+ D R I 1 -10 -8 10-8 l 504 R LATERAL BRACING ml..... _ I . < C C; 502.A - - 2.0 0 502 .- _. :1- 3 ALL TRUSSES SPACED AT 2 FACE TO 502A 502 � C i 2-0-0 2-0-0 FACE UNLESS NOTED OTHERWISE i. ___ _ 502A_ .: -.. -: x ; - t 502 _.._. .. __ Ai 2-0-0 2 -0 0 W ct 4 DO NOT CUT OR .ALTER TRUSSES _ _.. _ 1 -. _ W ' O _. _. k 502A 2-0-0 502. z z R Q N 2-0-0 r O 0 ,5 UNDER ANY CIRCUMSTANCES. 0 6 _,_i A _' 0 C o 50 A 6- o c r- h- roo o :m m m w m m ro o m co w m c r. o c ' � - o " 0 ' 0 C w o 502 Z o ° :o o 0 0 o a I: _ x - _ = . _ - - n u, ;n O n s r tr _ .r :rte � M -... t , _... , :.. A ' 5. ALL DIMENSIONS FRO OUTSIDE :. jr, I AI 502A i u) u� a N o ° . o _ __ 0 0 502 O a 1 2-0-0 a ...o a __ o _ _ _ _ _ _ ___. F STUD WALL ,.. _.. .I _ l '� C 0 502A - 0 r N _. 5J_ _ _ 1 > - 0 . - - — = _ ,' s __ _ 6 SEE SCSI 1 -03 SUMMARY FOR 1 502A - -_ - - - - 502 Ai 2M-0 _ _ `:.._ i 2.0 -0 _ -_ x 502 =.. CROSS BRACING REQUIREMENTS < A ' 2 C G 502A o 0 0 0 0 o top o o o 0 0 2 -0 0 UNLESS STATED OTHERWISE • R Ar = 2-0-0 502A -- -- 5 - ° ° ° o o N o N N N N a N :, 502.- ,• o ... _ -� . , - .- « - - - _ -- _ _. - -- .� - 2-0-0 o BY ENGINEER OF RECORD Ai 2_0_0 502A =:- - _ j - :- 502 g I _... _. - 1 /. _. 2 k 7 SEE BSCI 1 -03 SUMMARY ;... -. 5024 - -- 1 -:- __. :;G ^< Al 2 0 0 2-0-0 _. - ...... FOR RECOMMENDED HANDLING i Al 2 0 0; 501A =_. t - 0 A - A A A GA- i 2-0-0 501 : AND BRACING '.. _;_. _ �:,:. 506 . a _. I : 0 0 ' _ r r. _ _ D + _ - - -- I o _ - __ CONVENTIONALLY ''. .- i FRAMED BY OTHERS, - -- -_ - -- - - - -- ___. CONVENTIONALLY :. -._ . FRAMED BY .. _ _ -__ - -- CONVENTIONALLY -- 0 o o ° FR FRAMED BY OTHERS. 24 -0 -0 27 -0 -0 10 -10 -0 10 -0 0 3 -2 -0 THESE DRAWINGS ARE PROVIDED AS A GUIDE TO THE INSTALLATION T'Rj .SS PI ACEMENF OF MFTAL PLATE CONNECTED WOOD TRUSSES FNGI NEERED LUMBER I)I;G I (' 4 : lt)U Y:\)1 \7 k': I WAGE IQIb C'(l,'Si ilt(' PRODUCTS LIGHT GAGE STEEL TRUSSES STRUCTURAL STEEL AND PANELIZED WALLS ,ANCHOR USED AS FRAMING COMPONENTS. _ _._. __.. .uxa ni Ausrat: IounY H2.5A =82 Nos' RELIABLE TRUSS RELIABLE TRUSS WILL ASSUME NO RESPONSIBILITY FOR ANY DEVIATION FROM THE CONTENT S AND COMPONENTS, INC. 1,smin , It\ANIE.. RI: YRL.F:S aA 1W1FID OF THESE DRAWINGS WITH REGARDS TO ANY STRUCTURAL MEMBERS THAT ARE MADE WITHOUT 200 \ elln Road . FOR APPROVAL 10-30-10 New Bedford %IA 4)41 1414,2010 WRITTEN AUTHORIZATION FROM RELIABLE TRUSS. 1dlEree18888lSL"8"- Loral 1 -9:8 998 "8T' FAX 1 .94i 945 r2,4 DESIGN ER: SCALE_ \ 0V7' • Job Truss 'Truss I ype 10ty Ply VILLAGE HILL CLUSTER C , MA 1010185R 710 VALLEY 1 1 , Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Fri Oct 29 17:31:19 2010 Page 1 ID:4oz7TYibW iYztKA _vgUgiayOdii- m_BLCHY3dPcr1 BU6YdBEbdE ?zlyd4V2N4nli8nyOddk 2-7-5 � 5 -2 -11 2 2.7 -6 3x4 = Scale: 1"=1' 2 6.00 12 3 1 B1 qq cS 2x4 2x4 0-q-8 5 -2 -11 0 5 -2 -3 Plate Offsets (X,Y): [2:0- 2- 0,Edge[ LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 42.3 Plates Increase 1.15 TC 0.17 Vert(LL) n/a - n/a 999 MT20 197/144 (Ground Snow =55.0) Lumber Increase 1.15 BC 0.18 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 11 Ib FT = 20% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5 -2 -11 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 1= 249/5 -1 -11 (min. 0 -1 -8), 3= 249/5 -1 -11 (min. 0 -1 -8) Max Horz 1 =16(LC 9) Max Upliftl = -7(LC 10), 3 = -7(LC 10) Max Grav1= 270(LC 2), 3= 270(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 271/105, 2 -3 =- 271/105 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 6.Opsf; BCDL= 6.0psf; h =25ft; B =48ft; L =24ft; eave =4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) TCLL: ASCE 7 -02; Pg= 55.0 psf (ground snow); Pf =42.3 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct =1.1 3) Unbalanced snow Toads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 5) H15 Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1 and 3. 6) Non Standard bearing condition. Review required. 7) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) H15 Hurricane tie must have a stud inline below the truss. Not for trusses exceeding 7:12 slope. LOAD CASE(S) Standard • ' Job Truss truss Type Qty Ply VILLAGE HILL CLUSTER C , MA 1010185R 709 VALLEY 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Fri Oct 29 17:31:19 2010 Page 1 ID :4oz7TYibWiYztKA_vgUgiayOdii -m BLCHY3dPcr1BU6YdBEbdExilvh4UUN4n1i8nyOddk 1 5-3-5 10 -6 -11 5 -3 -5 1 5 -3-6 Scale = 1:20.0 5x10 MT18H= 2 6.00 FIT ,,, ry 1 �� B1 4 3x10 - 1x3 11 3x10 0- -8 10 - - 11 0 10 - 6 - 3 Plate Offsets (X,Y): [1:0- 5- 0,0 -1 -7], [3:0- 5- 0,0 -1 -7] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 42.3 Plates Increase 1.15 TC 0.44 Vert(LL) n/a - n/a 999 MT20 197/144 (Ground Snow =55.0) Lumber Increase 1.15 BC 0.37 Vert(TL) n/a - n/a 999 MT18H 197/144 TCDL 10.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 26 Ib FT = 20% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2 X 3 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 1= 257/10 -5 -11 (min. 0- 1 -13), 3= 257/10 -5 -11 (min. 0- 1 -13), 4= 648/10 -5 -11 (min. 0 -1 -13) Max Horz 1= -38(LC 8) Max Upliftl= -14(LC 10), 3= -14(LC 10), 4 = -7(LC 10) Max Gray 1= 360(LC 2), 3= 360(LC 3), 4= 648(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2 -4 =- 478/144 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.Opsf; h =25ft; B =48ft; L =24ft; eave =4ft; Cat. 11; Exp B; enclosed; MW FRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) TCLL: ASCE 7 -02; Pg= 55.0 psf (ground snow); Pf =42.3 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) H15 Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1 and 3. 7) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 4. 8) Non Standard bearing condition. Review required. 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) H15 Hurricane tie must have a stud inline below the truss. Not for trusses exceeding 7:12 slope. LOAD CASE(S) Standard s a • , Job Truss Truss Type Qty Ply VILLAGE HILL CLUSTER C , MA 1010185R 708 VALLEY 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Fri Oct 29 17:31:18 2010 Page 1 ID: ccPIGDhzIOQ6FAboM7zR9MyOdij- lodz ?yYRs5U_P 1 vw_vg ?2QhnXLcBL1 oEr8Y9cKyOddl 7-11-5 15 -10 -11 7 -11 -5 7 -11 -6 1 5x6 = Scale = 1:27.9 3 PR 6.0011T 1.5x I I 1.5x3 11 2 4 7 5 1 _ 14: , w Z r B1 r .7 ,1 8 7 6 4x4 1.5x3 11 1x3 11 1.5x3 11 0 -9 -8 15 -10 -11 1 0 -0 -8 15 -10 -3 Plate Offsets (X,Y): [4:0- 0- 0,0 -0 -0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 42.3 Plates Increase 1.15 TC 0.34 Vert(LL) n/a - n/a 999 MT20 197/144 (Ground Snow =55.0) Lumber Increase 1.15 BC 0.13 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 42 Ib FT = 20% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2 X 3 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 15 -9 -11. (Ib) - Max Horz 1= -60(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 8, 6 Max Gray All reactions 250 Ib or less at joint(s) 1, 5 except 7= 439(LC 1), 8= 715(LC 2), 6= 715(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3 -7 =- 367/52, 2 -8 =- 611/160, 4 -6 =- 611/160 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; B =48ft; L =24ft; eave =4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) TCLL: ASCE 7 -02; Pg= 55.0 psf (ground snow); Pf =42.3 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) H15 Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1 and 5. 7) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 8 and 6. 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) H15 Hurricane tie must have a stud inline below the truss. Not for trusses exceeding 7:12 slope. LOAD CASE(S) Standard • Job Truss Truss Type Qty Ply VILLAGE HILL CLUSTER C , MA 1010185R 707 VALLEY 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Fri Oct 29 17:31:16 2010 Page 1 ID:8QrN2thL_4H Fe00coPRCd9yOdik -M PVDaGW BKUEGAkIXsUdXz ?cHyYgTt6lxOg32XSyoddn 10-7-5 21 -2 -11 10 -7 -5 10 -7 -6 4x6 = Scale = 1:39.2 3 6.00 Fly 2x4 II 2x4 II 2 4 r • 1 _5 - g 4 ■111/ B1 Ei • o 4x10 % 9 8 7 6 4x10 1.5x3 I I 1.5x3 11 3x6 = 1.5x3 11 0 -9 -8 21 -2 -11 0 -0 -8 21 -2 -3 Plate Offsets (X,Y): [1:0- 0- 9,Edge], [4:0- 0- 0,0 -0 -0], [5:0- 3- 3,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /defl L/d PLATES GRIP TCLL 42.3 Plates Increase 1.15 TC 0.98 Vert(LL) n/a - n/a 999 MT20 197/144 (Ground Snow =55.0) Lumber Increase 1.15 BC 0.53 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 58 Ib FT = 20% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2 X 3 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 21 -1 -11. (Ib) - Max Horz 1= -81(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5, 9, 6 Max Gray All reactions 250 Ib or less at joint(s) except 1= 419(LC 2), 5= 419(LC 3), 8= 268(LC 1), 9= 1067(LC 2), 6= 1067(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3 -8 =- 258/0, 2 -9 =- 867/225, 4 -6 =- 868/225 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.Opsf; h =25ft; B =48ft; L =24ft; eave =4ft; Cat. 11; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) TCLL: ASCE 7 -02; Pg= 55.0 psf (ground snow); Pf =42.3 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) H15 Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1 and 5. 6) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 9 and 6. 7) Non Standard bearing condition. Review required. 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) H15 Hurricane tie must have a stud inline below the truss. Not for trusses exceeding 7:12 slope. LOAD CASE(S) Standard • Truss Truss Type Qty Ply VILLAGE HILL CLUSTER C , MA ROOF 705 VALLEY 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Tue Nov 02 19:39:47 2010 Page 1 ID:XNMyGOUElfpl GoyaV7A_ 6GyOdkH- gs6IQui_ 4GI _ ?V7fF3 ?uVuBrBMUhkf7D7YuDeVyNH N I 1-11-5 1 3 -10 -11 1 -11 -5 1 -11 -6 3x4 = Scale = 1:7.7 2 40 6 1" .00112 3 1 81 2x4 - 2x4 3 -10 -11 3 -10 -11 Plate Offsets (X,Y): [2:0- 2- 0,Edge] LOADING (psf) SPACING 2 - - CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 42.3 Plates Increase 1.15 TC 0.08 Vert(LL) n/a - n/a 999 MT20 197/144 (Ground Snow =55.0) Lumber Increase 1.15 BC 0.09 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 8 Ib FT = 20% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3 -10 -11 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 1= 171/3 -10 -11 (min. 0 -1 -8), 3= 171/3 -10 -11 (min. 0 -1 -8) Max Horz 1 =11(LC 9) Max Upliftl = -5(LC 10), 3 = -5(LC 10) Max Grav1= 185(LC 2), 3= 185(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 6.Opsf; BCDL= 6.0psf; h =25ft; B =48ft; L =24ft; eave =0ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) TCLL: ASCE 7 -02; Pg= 55.0 psf (ground snow); Pf =42.3 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) H15 Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1 and 3. 6) Non Standard bearing condition. Review required. 7) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) H15 Hurricane tie must have a stud inline below the truss. Not for trusses exceeding 7:12 slope. LOAD CASE(S) Standard Job Truss I fuss Type Qty Ply VILLAGE HILL CLUSTER C , MA ROOF 704 VALLEY 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7250 s Sep 1 2010 MiTek Industries, Inc. Tue Nov 02 19:39:31 2010 Page 1 I D:XN MyGOUEIfplGoyaV7A _6GyOdkH- 8n8F3QVyrLkF51 uaJ ij8sW W2Lvzy_PusS2OM4RyNHNY 4 9 -2 -11 4 - - 4 -7 -8 Scale = 1:18.2 4x8 = 2 6.00 cS 4 3x10 1x3 H 3x10 9 -2 -11 9 -2 -11 I Plate Offsets (X,Y): [1:0- 5- 0,0 -1 -7], [3:0 5 - 0,0 - - 7] LOADING (psf) 42 3 SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Lid PLATES GRIP (Ground Snow =55.0) Plates Increase 1.15 TC 0.33 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.28 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 22 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2 X 3 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 1= 223/9 -2 -11 (min. 0-1-9), 3=223/9-2-11 (min. 0-1-9), 4=561/9-2-11 (min. 0-1-9) Max Horz 1= -33(LC 8) Max Upliftl= -12(LC 10), 3= -12(LC 10), 4 = -6(LC 10) Max Grav1= 312(LC 2), 3= 312(LC 3), 4= 561(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2 -4 =- 413/131 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; B =48ft; L =24ft; eave =Oft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) TCLL: ASCE 7 -02; Pg= 55.0 psf (ground snow); Pf =42.3 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) H15 Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1 and 3. 6) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 4. 7) Non Standard bearing condition. Review required. 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) H15 Hurricane tie must have a stud inline below the truss. Not for trusses exceeding 7:12 slope. LOAD CASE(S) Standard • Job Truss Truss Type Qty Ply VILLAGE HILL CLUSTER C , MA ROOF 703 VALLEY 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Tue Nov 02 19:39:09 2010 Page 1 ID: XNMyGOUEifplGoyaV7A_ 6GyOdkH- nYpxSvE90bzNSfDM14J_ztcGL1 WcgSwdOdhCliyNHNu 7-3-5 14 -6 -11 7 7 -3 -6 5x6 = Scale = 1:26.1 3 6.00 f , l , 1.5x3 1 1 1.5x3 I I 2 4 • V 1 5 110 : w 131 �I 6 ∎ ∎ ∎ ∎ ∎∎ ■∎ ∎"* ■• ■∎ • ■∎ ∎ ∎ ∎ ∎1:• ∎ ∎ ∎∎ ■∎ ∎IIKK KKKK KKK •• ••1∎ ■∎ ■∎ ■∎ ■∎ ■∎ ■∎ ■∎ :* ■∎ •• ■∎ ∎ ∎*: •• � � 3x4 i 8 7 6 3x4 1x3 11 1x3 11 1x3 11 14 -6 -11 14 -6 -11 Plate Offsets (X,Y): 14:0 0 - 0,0 - - LOADING (psf) SPACING 2 - - CSI DEFL in (I oc) I /deft L/d PLATES GRIP TCLL 42.3 Plates Increase 1.15 TC 0.43 Vert(LL) n/a - n/a 999 MT20 197/144 (Ground Snow =55.0) Lumber Increase 1.15 BC 0.10 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 38 Ib FT = 20% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2 X 3 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 14 -6 -11. (Ib) - Max Horz 1 =55(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 8, 6 Max Gray All reactions 250 Ib or Tess at joint(s) 1, 5 except 7= 457(LC 1), 8= 657(LC 2), 6= 657(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3 -7 =- 377/66, 2 -8 =- 572/154, 4 -6 =- 572/154 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 6.Opsf; BCDL= 6.0psf; h =25ft; B =48ft; L =24ft; eave =4ft; Cat. II; Exp B; enclosed; MW FRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) TCLL: ASCE 7 -02; Pg= 55.0 psf (ground snow); Pf =42.3 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 8 and 6. 7) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job 1 rUSS fuss Type Qty Ply VILLAGE HILL CLUSTER C , MA ROOF 702 VALLEY 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Tue Nov 02 19:38:44 2010 Page 1 I D:XN M yGOU E Ifp I GoyaV7A_6GyOd kH- OkoUCM xTvypwypoY3KN 7Sc4v WyvnT7dye EBNxfyN H OH 9-11 -5 19 -10 -11 9 -11 -5 9 -11 -6 4x6 = Scale = 1:35.7 3 i., 6.00 12 2x4 I 2x4 1 4 2 r 1 5 0 5x6 9 8 7 6 5x6 1.5x3 I I 3x6 = 1.5x3 I I 1.5x3 I I 19 -10 -11 19 -10 -11 Plate Offsets (X,Y): [1:0-2-3,Edqe], [4:0- 0- 0,0 -0 -0], [5:0-1-3,Edqe] LOADING (psf) 42 3 SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Lid PLATES GRIP (Ground Snow =55.0) Plates Increase 1.15 TC 0.82 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.42 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 54 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2 X 3 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 19- 10 -11. (Ib) - Max Horz 1= -76(LC 8) Max Uplift All uplift 100 Ib or less atjoint(s) 1, 5, 9, 6 Max Gray All reactions 250 Ib or less at joint(s) except 1= 377(LC 2), 5= 377(LC 3), 7= 322(LC 1), 9= 973(LC 2), 6= 973(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3 -7 =- 293/0, 2 -9 =- 797/206, 4 -6 =- 798/206 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 6.Opsf; BCDL= 6.0psf; h =25ft; B =48ft; L =24ft; eave =4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) TCLL: ASCE 7 -02; Pg= 55.0 psf (ground snow); Pf =42.3 psf (flat roof snow); Category II; Exp B; Partially Exp.; C1 =1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) H15 Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1 and 5. 7) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 9 and 6. 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) H15 Hurricane tie must have a stud inline below the truss. Not for trusses exceeding 7:12 slope. LOAD CASE(S) Standard Job 1 FUSS truss Type Qty Ply VILLAGE HILL CLUSTER C , MA ROOF 701 VALLEY 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Tue Nov 02 19:38:14 2010 Page 1 ID:XNMyGOU ElfplGoyaV7A_6GyOdkH- uz_8v5afzh 1 ALCW nl1 g5EHquJsieRW_XlatotOyN -IOI 12-7-5 25 -2 -11 12 -7 -5 12 - - 5x6 = Scale = 1:45.6 4 6.00 12 2x4 II 2x4 II 3 2x4 II 2x4 II 2 6 1 A �� 7 w d � . o 3x8 13 12 11 10 9 8 3x8 1.5x3 II 3x6 = 1.5x3 I I 1.5x3 I I 1.5x3 I I 1.5x3 II 25 -2 -11 25 -2 -11 Plate Offsets (X,Y): [5:0- 0- 0,0 -0 -0], [6:0- 0- 0,0 -0 -0] LOADING (psf) 42 3 SPACING 2 -0 -0 CSI DEFL in (loc) I/defl LJd PLATES GRIP (Ground Snow =55.0) Plates Increase 1.15 TC 0.36 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.23 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 73 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2 X 3 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 25 -2 -11. (Ib) - Max Horz 1= -98(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 12, 13, 9, 8 Max Gray All reactions 250 Ib or less at joint(s) except 1 =290(LC 2), 7 =290(LC 3), 10 =453(LC 1), 12 =676(LC 2), 13= 754(LC 2), 9= 676(LC 3), 8 =754(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 4 -10 =- 368/0, 3 -12 =- 609/159, 2 -13 =- 625/171, 5 -9 =- 609/159, 6 -8 =- 625/171 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; B =48ft; L =25ft; eave =4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) TCLL: ASCE 7 -02; Pg= 55.0 psf (ground snow); Pf =42.3 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 12, 13, 9, and 8. 7) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard • Job 1 MSS I fuss Type Qty Ply VILLAGE HILL CLUSTER C , MA 1010185R 508 COMMON 13 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Fri Oct 29 17:31:07 2010 Page 1 ID:3_Orm65cW 16 CFUnBQd3i8pyOdjV- 6gSphBPXSj5YbLZor5zQ65kugwnxGx4cKw03jTyoddw 1 -2 -9 6 -7-4 13 -0 -0 19 -4 -12 26 -0 -0 27 -2 -9 - 1 1 - - 2 2 - -99 -2 - 9 6 -7-4 6-4 -12 6-4 -12 1 6 -7-4 1 -2 -9 6x8 Scale: 1/4 " =1' 6.00 rff 6 I 4x6 4x6 2x4 5 7 2x4 -:- 4 0 tip 8 4x4 4x4 3 84x4 150 I �i is ti 4x4 1 -5 0 2 0 � ', ' 10 , ` 1 .= 1114211 11 qo CI 8x8 I I 12 8x8 11 8x8 = 13 -0 -0 26 -0 -0 13 -0 -0 13 -0 -0 Plate Offsets (X,Y): [2:0 -3- 14,0 -2 -9], [10:0 -3- 14,0 -2 -9], [12:0- 4- 0,0 -5 -0] LOADING (psf) SPACING 2 - - CSI DEFL in (loc) I /defl Lid PLATES GRIP TCLL 42.3 Plates Increase 1.15 TC 0.43 Vert(LL) -0.11 2 -12 >999 360 MT20 197/144 (Ground Snow =55.0) Lumber Increase 1.15 BC 0.49 Vert(TL) -0.30 2 -12 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.58 Horz(TL) 0.07 10 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Wind(LL) 0.04 12 >999 240 Weight: 130 Ib FT = 20% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5 -3 -9 oc purlins. BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 3 SPF No.2 WEBS 1 Row at midpt 8 -12, 4 -12 SLIDER Left 2 X 4 SPF No.2 3 -7 -11, Right 2 X 4 SPF No.2 3 -7 -11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 2= 1981/0 -5 -8 (min. 0 -3 -9), 10=1823/0-5-8 (min. 0 -3 -3) Max Horz 2=- 114(LC 8) Max Uplift2= -95(LC 10), 10= -91(LC 10) Max Grav2= 2254(LC 2), 10= 2043(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 3044/437, 3 -4 =- 2609/461, 4 -5 =- 2092/328, 5 -6 =- 1927/350, 6 -7 =- 1779/354, 7 -8 =- 2057/324, 8 -9 =- 2439/444, 9 -10 =- 2807/411 BOT CHORD 2 -12 =- 286/2463, 10 -12 =- 267/2286 WEBS 6 -12 =- 68/867, 8 -12 =- 900/224,4 -12 =- 1103/246 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; B =48ft; L =24ft; eave =4ft; Cat. 11; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) TCLL: ASCE 7 -02; Pg= 55.0 psf (ground snow); Pf =42.3 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 42.3 psf on overhangs non - concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 6) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2 and 10. 7) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 6 = -125, 6- 11 = -105, 2- 10 = -20 • Job Truss Truss Type Qty Ply VILLAGE HILL CLUSTER C , MA 1010185R 507 GABLE 2 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Fri Oct 29 17:31:05 2010 Page 1 ID:QVFbySZ3L01 gRU FhCJGrD2yOdiu- AHL2GVOHw5rgL2PQjgxy0gfdP6CDo6aJscvzeayOddy 1 -2 -9 13 -0 -0 26 -0 -0 27 -2 -9 1 1 -2 -9 13 -0 -0 13 -0-0 1 1.2.9 Scale = 1:55.4 5x6 = 6.00 12 10 2x4 II 2x4 9 �� 11 4x6 2x4 11 2x4 2x4 11 2x4 II 8 - 12 4x6 6 7 13 14 2x4 II <7 ♦J 2x4 II • 5 15 2x4 II E16 2x4 ST5 ST5 4x4 4 S.14 16 4x4 1 -5 -0 1 3 Y 2 ST3 17 i 1-5 -0 ill 2 A" ! ` !I %i• 18 19 O 1 M 3x8 II 31 30 29 28 27 26 25 24 23 22 21 20 3x8 11 1.5x3 11 1.5x3 11 1.5x3 11 1.5x3 0 1.5x3 11 1.5x3 11 3x6 = 1.5x3 II 1.5x3 11 1.5x3 0 1.5x3 II 1.5x3 II I 26-0-0 26 -0 -0 Plate Offsets (X,Y): [2:0 -4- 14,0 -2 -1], [18:0 -4- 14,0 -2 -1] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Lid PLATES GRIP TCLL 42.3 Plates Increase 1.15 TC 0.11 Vert(LL) -0.00 1 9 n/r 120 MT20 197/144 (Ground Snow =55.0) Lumber Increase 1.15 BC 0.06 Vert(TL) -0.00 1 9 n/r 90 TCDL 10.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.00 1 8 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 130 Ib FT = 20% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2 X 3 SPF No.2 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2 X 6 SPF 1650F 1.5E 1 -8 -8, Right 2 X 6 SPF 1650F 1.5E 1 -8 -8 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 26 -0 -0. (Ib) - Max Horz 2=- 117(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 2, 28, 29, 30, 31, 23, 22, 21, 20, 18 Max Gray All reactions 250 Ib or less at joint(s) 26 except 2 =489(LC 2), 27= 331(LC 2), 28= 341(LC 2), 29= 336(LC 2), 30= 315(LC 2), 31= 412(LC 2), 25= 331(LC 3), 23= 341(LC 3), 22= 336(LC 3), 21= 315(LC 3), 20= 412(LC 3), 18= 489(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 9 -27 =- 291/45, 8 -28 =- 301/90, 6 -29 =- 295/82, 5 -30 =- 280/75, 4 -31 =- 356/107, 11 -25 =- 291/45, 12 -23 =- 301/90, 14 -22 =- 295/82, 15 -21 =- 280/75, 16 -20 =- 356/107 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.Opsf; h =25ft; B =48ft; L =26ft; eave =2ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard , Gable End Detail" 3) TCLL: ASCE 7 -02; Pg= 55.0 psf (ground snow); Pf =42.3 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct =1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 42.3 psf on overhangs non - concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2 -0 -0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2, 28, 29, 30, 31, 23, 22, 21, 20, and 18. 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply VILLAGE HILL CLUSTER C , MA 1010185R 506 GABLE 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Fn Oct 29 17:31:02 2010 Page 1 - ID: OwZSKQXB25f5a0X6XBj8bPyOdix- mjf weTLPdATFUahr2YNFP2162vAnbkLtAegl2GyOde? 12-0-0 24-0-0 1-1-15 12-0-0 1 12 -0 -0 1-1 -1 5x6 = Scale = 1 :61.3 8.00 12 9 2x411 - A 2x411 2x4 II 8 10 4x6.2 2x4 I I 7 11 4x6 2x4 11 6 12 2x4 11 5 i Q 13 2 x 4 2x4 I I 4 14 1 - 5 - 0 14x4 G 3 I 1 2 L / ` I P w ∎� ∎ ∎∎ moo∎ ∎ ∎uuu�� ∎uu�, ∎wuuuuouuvu ∎ 3x8 11 3x8 11 27 26 25 24 23 22 2120 19 18 1.5x3 11 1.5x3 11 1.5x3 11 1.5x3 11 1.5x3 11 3x6 = 1.5x3 II 1.5x3 11 1.5x3 11 1.5x3 11 24 -0 -0 1 24 -0 -0 Plate Offsets (X,Y): [2:0- 5- 6,Edge], [16:0 5 - 6,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Lid PLATES GRIP TCLL 420) Plates Increase 1.15 TC 0.12 Vert(LL) -0.00 17 n/r 120 MT20 197/144 (Ground Snow =55.0) Lumber Increase 1.15 BC 0.11 Vert(TL) -0.00 17 n/r 90 TCDL 10.0 Rep Stress Incr NO WB 0.35 Horz(TL) 0.00 16 n/a n/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) Weight: 129 Ib FT = 20% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2 X 3 SPF No.2 WEBS 1 Row at midpt 9 -23 SLIDER Left 2 X 4 SPF No.2 2 -5 -2, Right 2 X 4 SPF No.2 2 -5 -2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 24 -0 -0. (Ib) - Max Horz 2=- 169(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 2, 27, 18, 25, 26, 20, 19, 16 Max Gray All reactions 250 Ib or less at joint(s) 23 except 2= 579(LC 2), 27= 558(LC 2), 18= 558(LC 3), 24= 320(LC 2), 25= 350(LC 2), 26= 264(LC 2), 22= 320(LC 3), 20= 350(LC 3), 19= 264(LC 3), 16= 579(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 310/111, 15 -16 =- 310/33 WEBS 4 -27 =- 479/141, 14 -18 =- 479/141, 8- 24=- 282/30, 7 -25 =- 305/92, 10 -22 =- 282/30, 11 -20 =- 305/92 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; B =48ft; L =24ft; eave =2ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7 -02; Pg= 55.0 psf (ground snow); Pf =42.3 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct =1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 42.3 psf on overhangs non - concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2 -0 -0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2, 27, 18, 25, 26, 20, 19, and 16. 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard • • Job Truss Truss Type Qty Ply VILLAGE HILL CLUSTER C , MA 1010185R 505 GABLE 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Fri Oct 29 17:31:00 2010 Page 1 I D:cLtKhPU IIAG WjZoXs29RznyOdj_- gKX9DoK852DYFGXSw7LnJdya ?51Z7r1 ajKBC_NyOde 1 1-5 11--5 - 1 1 12-0-0 2 0 -0 51,115 5 6x10 I I Scale = 1:60.9 8.00 12 10 2 x 4 1 1 2x4 2x4 II 9 11 4x12 2x4 11 8 12 4x6 2x4 II 13 x4 II 6 0 2x4 I I 2x4 it 15 1 5 0 2x4 2x4 414 ii 4 1 1 3 I 17 3x8 11 2x4 11 30 29 28 27 26 1.5x3 11 1.5x3 11 1.5x3 II 1.5x3 11 1.5x3 11 3x8 H 3 1.5x3 11 1.5x3 11 1.5x3 11 1.5x3 11 1.5x3 11 2524 23 22 21 20 3x6 = 24 -0 -0 1 24 -0 -0 Plate Offsets (X,Y): [2:0- 5- 6,Edge], [18:0 5 - 6,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 42.3 Plates Increase 1.15 TC 0.85 Vert(LL) -0.30 28 -29 >474 360 MT20 197/144 (Ground Snow =55.0) Lumber Increase 1.15 BC 0.86 Vert(TL) -0.45 28 -29 >321 240 TCDL 10.0 Rep Stress Incr NO WB 0.34 Horz(TL) 0.04 18 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Wind(LL) 0.11 28 -29 >999 240 Weight: 130 Ib FT = 20% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5 -1 -10 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E *Except* BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. B2: 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2 X 3 SPF No.2 be installed during truss erection, in accordance with Stabilizer SLIDER Left 2 X 4 SPF No.2 1 -7 -12, Right 2 X 4 SPF No.2 1 -7 -12 Installation guide. REACTIONS All bearings 11 -3 -8 except (jt= length) 2= 3 -7 -8, 31= 3 -7 -8. (Ib) - Max Horz 2=- 169(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 2, 23, 22, 21 except 31=- 163(LC 10), 24=- 149(LC 2), 20=- 244(LC 2) Max Gray All reactions 250 Ib or less at joint(s) 20 except 2= 617(LC 2), 31= 1383(LC 2), 24= 328(LC 3), 23= 280(LC 3), 22= 341(LC 3), 21= 352(LC 3), 18= 1016(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 1030/0, 3 -4 =- 954/0, 4 -5 =- 1461/55, 5 -6 =- 1319/91, 6 -7 =- 1172/117, 7 -8 =- 1092/123, 8 -9 =- 1051/158, 9 -10 =- 903/192, 10 -11 =- 938/189, 11- 12=- 1045/188, 12 -13 =- 1092/126, 13- 14=- 1112/119, 14- 15=- 1104/67, 15 -16 =- 1088/10, 16 -17 =- 1239/0, 17 -18 =- 1272/0 BOT CHORD 2- 31= 0/921, 30- 31= 0/909, 29- 30= 0/909, 28- 29= 0/909, 27- 28= 0/908, 26- 27= 0/908, 25- 26= 0/908, 24- 25= 0/908, 23- 24= 0/908, 22- 23= 0/908, 21- 22= 0/908, 20- 21= 0/908, 18 -20 =0/905 WEBS 10 -26 =- 30/260, 4 -31 =- 969/236, 11 -24 =- 273/150, 12- 23=- 262/90, 14- 22=- 296/83, 15 -21 =- 310/79, 16- 20=- 142/260 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 6.Opsf; BCDL= 6.Opsf; h =25ft; B =48ft; L =24ft; eave =2ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7 -02; Pg= 55.0 psf (ground snow); Pf =42.3 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct =1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 42.3 psf on overhangs non - concurrent with other live loads. 6) Gable studs spaced at 2 -0 -0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2, 31, 24, 23, 22, 21, and 20. 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply VILLAGE HILL CLUSTER C , MA ROOF 504A GABLE 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Tue Nov 02 19:27:37 2010 Page 1 ID:XN MyGOUEIfplGoyaV7A 6GyOdkH- 2Q_ KDHs4_ znZQJJMUIviwyywo5BshPdmGz3a0pyNHYi 12 -0 -0 1 23 -10 -0 1 -1 -1 12 -0 -0 11 -10 -0 5x6 = Scale = 1:64.8 8.00 rff 9 2x411 2x4 II 2x4 I I 8 10 4x6 i 2x4 II 7 11 2x4 11 6 2x4 II • 5 � .r 12 2x4 2x4 11 2x411 I Ilkik° 2x4 11 • 3 3x8 I 14 3x8 i 15 1�i Y■■ i N 1 � 3x6 1 1 1.5x3 I I 1.5x3 I I 1.5x3 1 I 1.5x3 I I 1.5x3 1 1 1.5x3 1 1 2x4 I I 19 18 17 16 28 27 26 25 24 23 22 21 20 1.5x3 II 1.5x3 II 1.5x3 II 3x8 11 5x6 = 23 -10 -0 23 -10 -0 Plate Offsets (X,Y): [2:0- 4- 0,0 -1 -4], [16:0- 3- 8,Edgel, [23:0- 3- 0,0 -3 -0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Lid PLATES GRIP TCLL 42.3 Plates Increase 1.15 TC 0.82 Vert(LL) -0.14 18 >651 360 MT20 197/144 (Ground Snow =55.0) Lumber Increase 1.15 BC 0.67 Vert(TL) -0.21 18 >442 240 TCDL 10.0 Rep Stress Incr NO WB 0.43 Horz(TL) 0.01 16 n/a nla BCLL 0.0 Code IBC2003/TPI2002 a BCDL 10.0 (Matrix) Wind(LL) 0.06 18 >999 240 Weight: 134 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, BOT CHORD 2 X 4 SPF No.2 except end verticals. WEBS 2 X 3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2 X 3 SPF No.2 WEBS 1 Row at midpt 9 -22, 8 -23, 11 -20 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 16 -2 -0 except (jt= length) 16= 0 -3 -8. (Ib) - Max Horz 28= 167(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 16, 22, 24, 25, 26 except 28=- 125(LC 8), 27=- 155(LC 9), 21=- 172(LC 3), 20=- 139(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 22, 27, 21 except 28= 485(LC 1), 16= 684(LC 3), 23= 331(LC 2), 24= 340(LC 2), 25= 332(LC 2), 26= 349(LC 2), 20= 1331(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 254/139, 7- 8=- 204/301, 8- 9=- 197/320, 9 -10 =- 249/319, 10 -11 =- 442/329, 13 -14 =- 323/129, 14- 15=- 421/90, 2 -28 =- 413/122, 15 -16 =- 510/97 WEBS 8- 23=- 295/8, 7 -24 =- 300/96, 5 -25 =- 293/82, 4 -26 =- 302/81, 11 -20 =- 974/208 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; B =48ft; L =24ft; eave =2ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7 -02; Pg= 55.0 psf (ground snow); Pf =42.3 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct =1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 42.3 psf on overhangs non - concurrent with other live loads. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2 -0 -0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 28, 16, 22, 24, 25, 26, 27, 21, and 20. 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard • Job I russ I russ Type Qty Ply VILLAGE HILL CLUSTER C , MA ROOF 504 GABLE 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Tue Nov 02 19:18:15 2010 Page 1 ID :fymZGjT2DY0oUFe8kd7zuMyOdjO -V I1 tG73ZLIzI ?xLLZjpw8RgxJYNJO7C21 XwrIOyNHhU 11 -1 -16 12 -0 -0 23 -10 -0 1 12 -0 -0 11 -10 -0 5x6 = Scale = 1:60.8 8.00 12 9 2x411 2x4 II 2x4 I I 8 10 4x6 2x4 I 1 •- ►=-= •= •= •= •= ._._.:.:.:. 3x 8 I I 1.5x3 I I 1.5x3 I I 1.5x3 I I 1.5x3 1 1 1.5x3 I I 1.5x3 I I 2x4 I I 17 16 3x10 I I 25 24 23 22 21 2019 18 1.5x3 II 1.5x3 II 3x6 = 23 -10 -0 23 -10 -0 Plate Offsets (X,Y): [2:0-5-6,Edqe], [15:0- 6- 12,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 42.3 Plates Increase 1.15 TC 0.52 Vert(LL) -0.14 16 >668 360 MT20 197/144 (Ground Snow =55.0) Lumber Increase 1.15 BC 0.73 Vert(TL) -0.21 15 -16 >451 240 TCDL 10.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.02 15 n/a n/a BCLL 0.0 Code IBC2003/TP12002 (Matrix) Wind(LL) 0.06 16 >999 240 Weight: 128 Ib FT = 20% BCDL 10.0 9 LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2 X 3 SPF No.2 WEBS 1 Row at midpt 9 -21 SLIDER Left 2 X 4 SPF No.2 2 -5 -2, Right 2 X 6 SPF 1650F 1.5E 2 -5 -14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 16 -2 -0 except Qt= length) 15= 0 -3 -8. (Ib) - Max Horz 2= 173(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 15, 2, 25, 22, 23, 24 except 21=- 215(LC 3), 19=- 263(LC 3), 18=- 156(LC 10) Max Gray All reactions 250 Ib or less at joint(s) 21, 19 except 15= 904(LC 3), 2= 702(LC 1), 25= 537(LC 2), 22= 299(LC 2), 23= 355(LC 2), 24= 271(LC 2), 18= 1363(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 648/89, 3 -4 =- 612/102, 4 -5 =- 571/163, 5 -6 =- 584/208, 6 -7 =- 564/214, 7 -8 =- 594/279, 8 -9 =- 538/302,9 -10 =- 592/301, 10 -11 =- 836/313, 11 -12 =- 441/174, 12 -13 =- 541/139, 13 -14 =- 576/95, 14 -15 =- 880/87 BOT CHORD 2- 25= 0/475, 24- 25= 0/475, 23- 24= 0/475, 22- 23= 0/475, 21- 22= 0/475, 20- 21= 0/475, 19- 20= 0/475, 18- 19= 0/475, 17- 18= 0/479, 16- 17= 0/479, 15 -16 =0/479 WEBS 4 -25 =- 459/124, 9 -21 =- 208/305, 8 -22 =- 263/61, 7 -23 =- 310/96, 11- 18=- 1013/227 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; B =48ft; L =24ft; eave =2ft; Cat. II; Exp B; enclosed; MW FRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7 -02; Pg= 55.0 psf (ground snow); Pf =42.3 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct =1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 42.3 psf on overhangs non - concurrent with other live Toads. 6) Gable studs spaced at 2 -0 -0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 15, 2, 25, 21, 22, 23, 24, 19, and 18. 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard • Job Truss Truss Type Qty Ply VILLAGE HILL CLUSTER C , MA 1010185R 503 GABLE 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Fri Oct 29 17:30:56 2010 Page 1 ID: BmCB3NSQSFuxs53yBwckL8yOdj1 xZIfOQHe1 Ki6mfDhhHGr9nn4iU8JB6Y _oiD_rcyOdes 1 -1 -15 4 - - 8 -3 -8 9 -5 -7 1 -1 -15 I 4 -1 -12 4 -1 -12 1 -1 -15 4x4 = Scale = 1:25.6 5 8.00112 2x4 II 6 2x4 11 4 -5 -0 4x4 i 7 4x4 1.5.0 3 ,� B1 ILSE 8 2 1 9 0 ►:4_4 4 4 •74 4 474 474 4.74 47474741∎74 WW W ■∎:4 4 44 474 4 4747471110 12 11 10 3x6 II 1x3 I I 1x3 I I 1x3 I I 3x6 1 8 -3 -8 8 -3 -8 Plate Offsets (X,Y): [2:Edge,0 -0 -0], [8:Edge,0 - - LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 42.3 Plates Increase 1.15 TC 0.11 Vert(LL) -0.00 9 n/r 120 MT20 197/144 (Ground Snow =55.0) Lumber Increase 1.15 BC 0.05 Vert(TL) -0.00 9 n/r 90 TCDL 10.0 Rep Stress lncr NO WB 0.05 Horz(TL) 0.00 8 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Weight: 42 Ib FT = 20% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. OTHERS 2 X 3 SPF No.2 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2 X 4 SPF No.2 1 -7 -11, Right 2 X 4 SPF No.2 1 -7 -11 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 8 - - (Ib) - Max Horz 2 =66(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 2, 8, 12, 10 Max Gray All reactions 250 Ib or less at joint(s) 11 except 2= 437(LC 2), 8= 437(LC 3), 12= 320(LC 2), 10= 320(LC 3) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Tess except when shown. WEBS 4 -12 =- 272/92, 6 -10 =- 272/92 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; B =48ft; L =24ft; eave =2ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7 -02; Pg= 55.0 psf (ground snow); Pf =42.3 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct =1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 42.3 psf on overhangs non - concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2 -0 -0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 9) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2, 8, 12, and 10. 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply VILLAGE HILL CLUSTER C , MA ROOF 502A COMMON 12 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Tue Nov 02 19:47:20 2010 Page 1 I D: XNMyGOUEIfplGoyaV7A_ 6GyOdkH v ?zYVoA8OSgis6FjHid7MQR3 ?zOnN Kuvl W 7h2IyNI1GD 1 1 - - 6 - 1 - 4 12 - 0 - 0 17 - 9 - 12 23 - 10 - 0 I -1 -13 6 -1-4 5 -10 -12 5 -9 -12 6-0-4 5x8 I I Scale = 1:63.2 8.00 12 5 1 �1 axs 3x4 4 3x4 3 0 6 • 3x10 3x10 I 7 2 B1 BO B1 10 9 8 5x8 = 8x8 = 5x8 = 11 -11-0 23 -10 -0 11 -11 -0 1 11 -11 -0 Plate Offsets (X,Y): [9:0- 4- 0,0 -4 -8] LOADING (psf) SPACING 2 - - CSI DEFL in (loc) I /defl Lid PLATES GRIP TCLL 42.3 Plates Increase 1.15 TC 0.84 Vert(LL) -0.09 8 -9 >999 360 MT20 197/144 (Ground Snow =55.0) Lumber Increase 1.15 BC 0.40 Vert(TL) -0.22 8 -9 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.86 Horz(TL) 0.03 8 n/a n/a BCLL 0.0 Code IBC2003/TPI2002 (Matrix) Wind(LL) 0.02 9 >999 240 Weight: 133 Ib FT = 20% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, BOT CHORD 2 X 6 SPF 1650F 1.5E except end verticals. WEBS 2 X 3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. W1,W7: 2 X 4 SPF No.2 WEBS 1 Row at midpt 3 -9, 3 -10, 6 -8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 10= 1813/0 -5 -8 (min. 0 -3 -4), 8= 1523/0 -3 -8 (min. 0 -2 -10) Max Horz 10= 167(LC 9) Max Upliftl0= -89(LC 10), 8= -47(LC 10) Max Gray 10= 2069(LC 2), 8= 1665(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 688/110, 3 -4 =- 1456/207, 4 -5 =- 1255/237, 5 -6 =- 1406/240, 6 -7 =- 620/79, 2 -10 =- 950/180, 7 -8 =- 622/92 BOT CHORD 9 -10 =- 120/1405, 8- 9=- 108/1285 WEBS 3 -9 =- 665/195, 5 -9 =- 92/651, 6 -9 =- 518/179, 3 -10 =- 1456/142, 6 -8 =- 1328/167 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; B =48ft; L =24ft; eave =4ft; Cat. 11; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) TCLL: ASCE 7 -02; Pg= 55.0 psf (ground snow); Pf =42.3 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct =1.1 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 flat roof load of 42.3 psf on overhangs non - concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 10 and 8. 7) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 2=- 125(F = -20), 2- 5=- 125(F = -20), 5 -7= -105, 8- 10 = -20 Job Truss Tru Type Qty Ply VILLAGE HILL CLUSTER C , MA ROOF 502 COMMON 12 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Tue Nov 02 19:17:58 2010 Page 1 ID :XNMyGOUEIfplGoyaV7A_6GyOdkH - V1 VRhIsvL4giTKY43f0xysT3AheLXQcY7OJRBtyNHhl r 1 - 1 - 15 6 - - 12 -0 -0 I 17 -9 -12 23 -10 -0 1 - - 6 - - 5 -11 -15 5 -9 -12 6 -0 -4 5x8 I I Scale = 1:54.1 8.00 12 5 4x6 2x4 Q 4 2x4 -i 3 6 4x4 Q AI 01 111 4x4 I 150I AvIrdill67 1 8 2 me 41 81 I n a 62 � me - o 6x10 I I 9 8x8 I I 8x8 = 12 -0 -0 23 -10 -0 12 -0 -0 11 -10 -0 Plate Offsets (X,Y): [9:0- 4- 0.0 -4 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 42.3 Plates Increase 1.15 TC 0.42 Vert(LL) -0.09 2 -9 >999 360 MT20 197/144 (Ground Snow =55.0) Lumber Increase 1.15 BC 0.41 Vert(TL) -0.25 2 -9 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.93 Horz(TL) 0.04 8 n/a n/a BCLL 0.0 Code IBC20031TP12002 (Matrix) Wind(LL) 0.03 2 -9 >999 240 Weight: 121 Ib FT = 20% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5 -5 -3 oc purlins. BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 3 SPF No.2 WEBS 1 Row at midpt 3 -9 WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2 X 6 SPF 1650F 1.5E be installed during truss erection, in accordance with Stabilizer SLIDER Right 2 X 4 SPF No.2 3 -7 -7 Installation guide. REACTIONS (lb /size) 8= 1524/0 -3 -8 (min. 0- 2 -10), 2= 1844/0 -5 -8 (min. 0 -3 -5) Max Horz 2= 173(LC 9) Max Uplift8= -45(LC 10), 2= -98(LC 10) Max Grav8= 1675(LC 3), 2= 2104(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 2413/259, 3 -4 =- 1623/200, 4 -5 =- 1413/231, 5 -6 =- 1564/235, 6 -7 =- 1764/256, 7 -8 =- 2172/218 BOT CHORD 2- 9=- 107/1701, 8 -9 =- 96/1587 WEBS 3 -9 =- 835/193, 5 -9 =- 75/817, 6 -9 =- 697/183 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 6.Opsf; BCDL= 6.Opsf; h =25ft; B =48ft; L =24ft; eave =4ft; Cat. 11; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) TCLL: ASCE 7 -02; Pg= 55.0 psf (ground snow); Pf =42.3 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct =1.1 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 flat roof load of 42.3 psf on overhangs non - concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 8 and 2. 7) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1 -5= -125, 5 -8= -105, 2 -8 = -20 r ' Job Truss Truss Type Qty Ply VILLAGE HILL CLUSTER C , MA ROOF 501A COMMON 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Tue Nov 02 19:21:16 2010 Page 1 ID:nBW3RLQY9KWN ?eLNVo21 kWyOdj4- i7TIF? F5jvncDmh7gEZM _cgpWVERwzvhfBGw8PyNHef 1 -1 -15 6 -1 -11 I 12-0 -0 17 -10 -5 24 -0 -0 1 -1 -1 6 -1 -11 5 - 10 - 5 -10 -5 6 -1 -11 5x8 = Scale = 1:63.2 8.00 12 5 4x6 , i 71 3x4 i 4 3x4 Q 3 # 6 I 150 I Alli 1 3x10 II II A dilL h 3x10 7 2 o OW en o men CV 10 9 8 5x8 = 8x8 = 5x8 = 12 -0 -0 24 -0 -0 12 -0 -0 12 -0 -0 Plate Offsets (X,Y): [9:0- 4- 0.0 -4 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 42.3 Plates Increase 1.15 TC 0.79 Vert(LL) -0.09 9 -10 >999 360 MT20 197/144 (Ground Snow =55.0) Lumber Increase 1.15 BC 0.36 Vert(TL) -0.22 9 -10 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.03 8 n/a n/a BCLL 0.0 Code IBC20031TPI2002 (Matrix) Wind(LL) 0.02 9 >999 240 Weight: 133 Ib FT = 20% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, BOT CHORD 2 X 6 SPF 1650F 1.5E except end verticals. WEBS 2 X 3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. W1: 2 X 4 SPF No.2 WEBS 1 Row at midpt 3 -10, 6 -8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 10= 1633/0 -5 -8 (min. 0- 2 -14), 8= 1474/0 -5 -8 (min. 0 -2 -8) Max Horz 10= 170(LC 9) Max Upliftl0= -87(LC 10), 8= -45(LC 10) Max Grav10= 1821(LC 2), 8= 1603(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 605/112, 3 -4 =- 1338/196, 4 -5 =- 1022/233, 5 -6 =- 1339/233, 6 -7 =- 659/81, 2-10=-841/178, 7 -8 =- 648/95 BOT CHORD 9 -10 =- 103/1222, 8 -9 =- 104/1247 WEBS 5 -9 =- 90/630, 6 -9 =- 577/187, 3 -9 =- 553/186, 3 -10 =- 1256/128, 6 -8 =- 1217/159 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; B =48ft; L =24ft; eave =4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) TCLL: ASCE 7 -02; Pg= 55.0 psf (ground snow); Pf =42.3 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct =1.1 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 flat roof load of 42.3 psf on overhangs non - concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 10 and 8. 7) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job 1 russ 1 russ Type Qty Ply VILLAGE HILL CLUSTER C , MA ROOF 501 COMMON 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Tue Nov 02 19:17:43 2010 Page 1 I D:nBW3RLQY9KW N ?eLNVo21 kWyOdj4 R85mYAgUtTxrA1 vCh ?FPrhLWQeXI Wd7LgYA8AFyNHi_ 1 1 1 6 - - 12 - 0 - 0 17 - 10 - 5 24 - 0 - 0 [ 1 -1 -15 6 -1 -11 I 5 - 10 - i 5 - 10 - 6 -1 -11 5x6 = Scale = 1:54.2 8.00 12 5 4x6 G 2x4 2 4 ' 2x4 3 6 150 7 2 I� 4x12 II 8 4x12 11 8x8 = 12 -0 -0 , 24 -0 -0 12 -0 -0 12 -0 -0 Plate Offsets (X,Y): [2:Edge,0 -0 -3], [7:Edge,0 -0 -31, [8:0- 4- 0.0 -4 -12] TC ING (psf) 42 3 SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Lid PLATES GRIP (Ground Snow =55.0) Plates Increase 1.15 TC 0.33 Vert(LL) -0.09 2 -8 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.38 Vert(TL) -0.24 7 -8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Wind(LL) 0.03 7 -8 >999 240 Weight: 119 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5 -10 -4 oc purlins. BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 3 SPF No.2 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2 X 6 SPF 1650F 1.5E, Right: 2 X 6 SPF 1650F 1.5E Installation guide. REACTIONS (Ib /size) 2= 1632/0 -5 -8 (min. 0- 2 -14), 7= 1463/0 -5 -8 (min. 0 -2 -8) Max Horz 2 =173(LC 9) Max Uplift2= -92(LC 10), 7= -43(LC 10) Max Grav2= 1823(LC 2), 7= 1591(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 2084/241, 3 -4 =- 1478/189, 4 -5 =- 1161/225, 5 -6 =- 1479/226, 6 -7 =- 2053/244 BOT CHORD 2 -8 =- 88/1470, 7 -8 =- 94/1498 WEBS 5 -8 =- 77/807, 6 -8 =- 730/191, 3 -8 =- 708/184 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL =6.0psf; BCDL= 6.0psf; h =25ft; B =48ft; L =24ft; eave =4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) TCLL: ASCE 7 -02; Pg= 55.0 psf (ground snow); Pf =42.3 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct =1.1 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 flat roof load of 42.3 psf on overhangs non - concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2 and 7. 7) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Fat h Summar y Fr t nt out t or East vi ew lownhomes CI ust er C J ob. No: 10-5644 10- 23- 1 0 System: Area 1 Drawing: FP2- 2 Pat h No: 1 Re 'not e t o Supply Principal path Feeds Pat h : 2 at Pt : T01 Ref El ev. Pressure (psi ) K Flow (gpm) Vel oc Di am. Actual Fitting Fitting Total Fri ct.Loss El ev. Loss Next Ref Pt. ft. Pt Pv Pn Factor Added Total fps i n. Length Summary Length Length per. ft Total Psi (ft.) Press Pt. (C =150) SOl 27.25 11.96 11.96 4.90 16.9 16.9 5.61 1.109 3.00 H 13.87 16.87 0.048 0.82 12.77 TOl T01 27.25 12.77 12.77 17.2 34.1 11.29 1.109 0.501 9.91 10.41 0.176 1.83 14.60 A01 A01 27.25 14.60 14.60 34.1 11.29 1.109 8.07 1 9.91 17.98 0.176 3.17 3.51 ( 8.08 )21.28 A02 A02 19.17 21.28 21.28 34.1 11.29 1.109 16.00 21-1 27.74 43.74 0.176 7.71 28.98 A03 A03 19.17 28.98 28.98 34.1 11.29 1.109 5.00 21 19.81 24.81 0.176 4.37 33.36 A04 A04 19.17 33.36 33.36 34.1 11.29 1.109 9.17 H 13.87 23.04 0.176 4.06 3.98 ( 9.17 )41.39 1301 (C =120) BOl 10.00 41.39 41.39 34.1 12.62 1.049 37.00 3ETG 12.00 49.00 0.349 17.10 58.50 B02 B02 10.00 58.50 58.50 34. 1 7.29 1.380 1.00 E 3.00 4.00 0.092 0.37 0.43 ( 1.00 )59.30 B03 B03 9.00 59.30 59.30 34. 7.29 1.380 27.00 E 3.00 30.00 0.092 2.75 62.05 B04 B04 9.00 62.05 62.05 34. 7.29 1.380 1.00 E 3.00 4.00 0.092 0.37 0.43 ( 1.00 )62.85 BOS B05 8.00 62.85 62.85 34.1 7.29 1.380 43.00 4E 12.00 55.00 0.092 5.05 67.90 RT1 RTI 8.00 67.90 67.90 34. 7.29 1.380 7.00 2EG 7.00 14.00 0.092 1.29 2.82 ( 6.50 )72.01 RBI RBI 1.50 72.01 72.01 34.1 7.29 1.380 65.00 `6 65.00 0.092 5.97 77.98 RB2 RB2 1.50 77.98 77.98 34. 7.29 1.380 1.00 EG 4.00 5.00 0.092 0.46 0.22 ( 0.50 )78.65 RB3 (C =150) RB3 1.00 78.65 78.65 34.1 3.62 1.959 75.00 ETG 18.62 93.62 0.011 1.03 -3.69 ( -8.50 )76.00 U01 U01 9.50 76.00 AAAAAA AAAAA 46 - BAG ti( 0:..4 -10. Pat h K- Fact or = 3. 91 Pat h No: 2 Fed by path No.1 Ref El ev. Pressure (psi ) K Flow (gpm) Vel oc Di am. Actual Fitting Fitting Total Fri ct. Los s El ev. Loss Next Ref Pt. ft. Pt Pv Pn Factor Added Total fps in. Length Summary Length Length per. ft Total Psi (ft. ) Press Pt. (C =150) SO2 27.25 12.26 12.26 4.90 17.2 17.2 5.68 1.109 0.50 1 9.91 10.41 0.049 0.51 12.77 T01 T01 27.25 12.77 AAAAAA AAAAA Pat h K- Fact or = 4.80 Cal c By: 1VCA Checked By: Page: P- 01 Ser : * 3 1 O l 5 6 * Hyper c a l c Program by Cr owl ey Design Group, (21 5) - 337- 7060 Lai cs 13y: 1VLA Lnecxea: 1u -z iu rage: h S.er : *310156* Hyper cal c Program by Cr owl ey Design Group, (215) - 337- 7060 F1 ow and Pr e s s ur e Sum a r y Job No: 10-5644 East vi ew Townhomes Cl uster C El ev. REF. Fl ow Pt Pf Pe Pt REF. El ev. F R 1 CT I 0 N L 0 S S C A L C U L A T I O N S Vel oci t y ft. POINT gpm psi psi psi psi POINT ft. Length Fitting Length Total Pflft Di am C Flow fps 27.25 A01 « 34. 1 « 14.60 3. 17 3.51 21.28 A02 19. 17 8.07 1 9.91 17.98 0.176 1. 109 150 34. 11.3 21.25 A01 » 34.1 » 14.60 -1.83 0.00 12.77 T01 27.25 0.50 I 9.91 10.41 0.176 1. 109 150 34. I 11.3 19. 17 A02 « 34.1 « 21.28 7.71 0.00 28.98 A03 19.17 16.00 2H 27.74 43.74 0.176 1. 109 150 34. I 11.3 19,17 A03 « 34.1 « 28.98 4.37 0.00 33.36 A04 19.17 5,00 21 19.81 24.81 0.176 1.109 150 34.1 11.3 19.17 A04 « 34.1 « 33.36 4.06 3.98 41.39 BOl 10.00 9.17 H 13.87 23.04 0.176 1.109 150 34.1 11.3 10.00 BOl « 34.1 « 41.39 17.10 0.00 58.50 B02 10.00 37.00 3ETG 12.00 49.00 0.349 1.049 120 34.1 12.6 10.00 B02 « 34.1 « 58.50 0.37 0.43 59.30 B03 9.00 1.00 E 3.00 4.00 0.092 1.380 120 34.1 7.3 9.00 B03 « 34. « 59.30 2.75 0.00 62.05 B04 9.00 27.00 E 3.00 30.00 0.092 1.380 120 34. 7.3 9.00 B04 « 34. « 62.05 0.37 0.43 62.85 B05 8.00 1.00 E 3.00 4.00 0.092 1.380 120 34. 7.3 8.00 B05 « 34. « 62.85 5.05 0.00 67.90 RTl 8.00 43.00 4E 12.00 55.00 0.092 1.380 120 34. 7.3 1.50 RBI « 34.1 « 72.01 5.97 0.00 77.98 RB2 1.50 65.00 65.00 0.092 1.380 120 34.1 7.3 1.50 RBI » 34. » 72, 01 -1.29 -2.82 67.90 RTI 8.00 7.00 2EG 7.00 14.00 0.092 1.380 120 34. 7.3 1.50 RB2 « 34.1 « 77.98 0.46 0.22 78.65 RB3 1.00 1.00 EG 4.00 5.00 0.092 1.380 120 34.1 7.3 1.00 RB3 « 34.1 « 78.65 1.03 -3.69 76.00 U01 9.50 75.00 ETG 18.62 93.62 0.011 1.959 150 34.1 3.6 27.25 SOl « 16.9 « 11.96 0.82 0.00 12.77 TOl 27.25 3.00 H 13.87 16.87 0.048 1.109 150 16.9 5.6 27.25 SO2 « 17.2 « 12.26 0.51 0.00 12.77 TO1 27.25 0.50 1 9.91 10.41 0.049 1.109 150 17.2 5.7 w Surrirnar y of Spr i rikl o and Hos e F1 ows Job No: 10-5644 East vi ew Townhomes Cluster C Design density: . 05 Suppl i ed fl ow and pressure i s based on 76.00 psi avai 1 abl e at suppl y ( 101.86 psi i s act ual 1 y avai 1 abl e ) Calculations performed by velocity pressure method Ref. PRESSURE K FLOW Percent Ref. Pt . Pt Pv Pn Factor Actual Mini mum Excess Pt . SO 1 11.96 11.96 4.90 1 6. 9 1 7. 0 - 0.6% S01 SO2 12.26 12.26 4.90 17.2 17.0 1.2% SO2 w S IJ M M A R Y O F H Y D R A TJ L I C C A L. C LT I— A T I O N S F O R East vi evv Towizhomes C1 us er C Vi 1 I age Hi 1 1 Nor t hampt on MA S u b m i t t e d By H.F.P. Fire Sprinkler 32 Char Drive Vstfield MA 01085 Des i gn Speci fi cat i ons Wat er Suppl y I nformat i on Syst em Demand Density : 0.050 102.00 psi @ 0. 00 gpm 76.00 psi Design Area: 16-78-8 94.00 psi @ 1198.00 gpm @ (a)i -IG-ot t'1F Lic:.LLG 34.1 gpm + 100.0 gpm Hose Tot al Derma rid: 1 34_ 1 gpm @ 76_ 00 p i System safet y factor: 25. 85 psi Notes: � A � a 0A- / /2.0,0 L i s t of Fitting Abbr evi at i ons Example: "E2TC" = one St d. El bow, two Std. Tee , and one Check Va Code: Descr i pt i on Code: Descr i pt i on Code: Descr i pt i on Code: Descri pt i on A : Alarm Va H : 0: V: B : Butt' flyVa I : P : W: C: Check Va J : Q : X D : Dr yPi pe Va K : R : Y : E : St d. El bow L : LongTur nEl S : Z : F : Deluge Va_ M : T : St d. Tee G : Gate Va N : U : Cal cs By: MCA Checked: 10- 23- 10 Page: 1 Ser : *310156* Hyper cal c Program by Cr owl ey Design Group, (215)-337-7060 The fire sprinkler system control valves are equipped with tamper switches to indicate either partial or complete closure. The tamper switches shall send a trouble signal to the Fire Alarm Panel. Section 3 — Testing Criteria 3.1 Personnel a) The installing contractor shall notify the owner and the local fire department of the testing schedule for the installation of the fire sprinkler system so that each may be represented at the time of testing. b) Testing shall be in compliance with the requirements of NFPA 13D 2007. A hydrostatic test of the fire sprinkler piping shall be performed at 200 psi for 2 hours. 3.2 Testing Equipment and Tools As -built drawings Notification Announcement Manufacturer's installation instructions, maintenance manuals, portable test pump and gauges, hoses and connections for piping hydrostatic test. 3.3 Approval Requirements A signed Contractor's Test and Material Certificate shall be given to each party as outlined in Section 3.1b to document system operation and testing. 1.2 Applicable Laws, Regulations, and Standards NFPA 13D 2007 Seventh Edition of The Massachusetts Building Code 1.3 Design Responsibility for the Fire Sprinkler System The design responsibility of the addition to the fire sprinkler system is the installing contractor of the project. 1.4 Fire Protection System to be Installed a) Water Supply and Hydrants A new two (2) inch underground supply will be installed by others into the building. b) Automatic Fire Sprinkler System Fire sprinklers shall be installed throughout the building in accordance with NFPA 13 D with the following exceptions as allowed in Section 8.6: Bathrooms 55 sq.ft. and less Clothes closets, linen closets and pantries that do not exceed 24 sq.ft. Garages Attics, crawl spaces, and other concealed spaces that are not used or intended for living purposes. Section 2 — Sequence of Operation 2.1 The fire sprinkler system will be monitored by a third party monitoring company. 2.2 Fire Sprinkler System Water Flow Upon sprinkler system water flow, the following functions shall be performed: • Indicate condition at the Fire Alarm Panel • Initiate building evacuation through building alarm system • Transmit alarm signal to central stations 2.3 Control Valve Signal Section -1 Basis of Design 1.1a This is a new 3 -unit townhouse. Each unit is separated by a 1 hour separation assembly extending from the foundation to the bottom of the roof deck. Use Group R -2 Residential Construction Type 5B Combustible Unprotected Massachusetts State Building Code (MSBC) Section 903.2.8 requires that an automatic sprinkler system shall be installed in all buildings with a Group R occupancy in accordance with Section 903.3. This cluster is approximately 6,900 sq.ft. including basement which falls under the 12,000 sq.ft. threshold for an NFPA 13 system. MSBC section 903.2.8 exception #1, allows residential occupancies other than R1 and R2 dormitories that are no more than three dwelling units to be designed in accordance with NFPA13D provided that the sprinkler system shall have at least one automatic water supply. The fire sprinkler system shall be designed in accordance with NFPA 13 D. The water supply shall be supplied by the city of Northampton's water supply. 1.1b The building is classified as R -2 Residential Space. Area of the building: 1. Basement: 2,300 sq.ft. 2. First Floor: 2,300 sq.ft. 3. Second Floor: 2,300 sq.ft. 6,900 sq.ft. Total 1.1c The building is approximately 27' -0" high. 1.1d The building has (2) two stories above grade. 1.1e There is a basement in this building. 1.1f The construction of the building is classified as 5B — Combustible Unprotected 1.1g There appears to be no hazardous material usage or storage. 1.1h There is site access arrangement for emergency response vehicles. The front of the building is on Moser Street. Fire Sprinkler System Protection Narrative Report Eastview Townhomes Cluster C Village Hill Northampton, MA Architect Kuhn Riddle Architects 28 Amity Street — Suite 2B Amherst, MA 01002 General Contractor Wright Builders 48 Bates Street Northampton, MA 01060 T ' Prepared By HFP Corporation 32 Char Drive Westfield, MA 01085 /o%L02.0l ° Telephone: 413-568-4709 KeyBuild Structure'" 2.308f WrightClusterC - Level 6 11- 2 -10 kmBeamEngine 4.508e Materials Database 1207 1St walls 4:23pm 1 of 1 Member Data Descriptio 3 Member Type: Girder Application: Floor Comments. B3 2nFloor framing Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Live Load: 0 PLF Deck Connection: Nailed Member Weight: 20.7 PLF Filename: UNKNOWN Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform (PLF) 0' 0.00" 24' 3.50" 5 0 Live Replacement Uniform (PLF) 0' 0.00" 24' 3.50" 10 40 Live Replacement Uniform (PLF) 0' 0.00" 24' 3.50" 60 150 Snow Point (LBS) 0' 4.63" 0 1153 Snow Point (LBS) 0' 4.63" 1067 850 Live Point (LBS) 23' 9.25" 0 1199 Snow Point (LBS) 23' 9.25" 1163 960 Live ,� d 'Tta s>, zhi J n F y t 1 .} � s ,MV a `'s ,. rP IM , �' 14 t r^' ,. V " .:' . ,... `.q . s , '„ 3 OtAk 1 -aY f � .. ' w- f 2438 7 24 3 8 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall N/A 1.500" 5425# -- 2 23' 8.250" Wall N/A 1.500" 5568# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live Snow 1 2215# 1336# 2945# 2 2282# 1422# 2960# Design spans 23' 8.250" Product: 1 3/4x14 Versa -Lam 2.0 -3100 SP 3 ply Component Member Design has Passed Design Checks.** NOTE: Pass -thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 17589.'# 52088.'# 33% 11.84' Total load D +S Shear 3228.# 16060.# 20% 23.4' Total load D +0.75(L +S) TL Deflection 0.7429" 1.1844" L/382 11.84' Total load D +S LL Deflection 0.4517" 0.7896" L/629 11.84' Total load S Control: TL 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 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 Michael Greaney ' 1 ' : t ' : ' "qb Copyright (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. WeMiles, Hatfield, Ma 01088 * *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 Structure" 2.308f WrightClusterC - Level 10 11- 2 -10 kmBeamEngine 4.508e Materials Database 1207 2nd walls 3:59pm 1 of 1 Member Data Description cts2 Member Type: Beam Application: Floor Comments B2 Second Floor Fr Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Live Load: 0 PLF Deck Connection: Nailed Member Weight: 17.5 PLF Filename: UNKNOWN Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform (PLF) 0' 0.00" 12' 3.00" 0 836 Snow Replacement Uniform (PLF) 0' 0.00" 12' 3.00" 593 480 Live a, s,* '`2*! t ate a i.m,' Kg. :n," r 6 ' rte f r f a z 4 r tt 12 3 0 9 12 3 0 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall N/A 2.464" 9704# -- 2 12' 1.750" Wall N/A 2.464" 9704# -- Maximum Load Case Reactions Used for applying point loads for line loads) to carrying members Dead Live Snow 1 3710# 2915# 5077# 2 3710# 2915# 5077# Design spans 12' 1.750" Product: 1 3/4x11 7/8 Versa -Lam 2.0 -3100 SP 3 ply Component Member Design has Passed Design Checks.** Minimum 2.46" bearing required at bearing # 1 Minimum 2.46" bearing required at bearing # 2 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 29465.'# 38167.'# 77% 6.07' Total load D +0.75(L +S) Shear 8123.# 13622.# 59% 0.01' Total load D +0.75(L +S) TL Deflection 0.5340" 0.6073" L/272 6.07' Total load D +0.75(L +S) LL Deflection 0.3298" 0.4049" L/441 6.07' Total load 0.75(L +S) Control: TL 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 Michael Greaney r.k. Miles, Inc. Copyright c > by y Enterprises, a R < 8 � r ..Co ri ht C 1989 -2005 b Ke mark Ente ses, LLC. ALL RIGHTS RESERVED. West Hatfield, Ma 01088 **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 Structure. 2.3081 WrightClusterC - Level 10 11- 2 -10 kmBeamEngine 4.508e Materials Database 1207 2nd walls 4:0Ipm 1 of 1 Member Data Description Member Type: Girder Application: Roof Comments: B5 2nd Floor Frami Top Lateral Bracing: Continuous Slope: 0.00 / 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Live Load: 0 PLF Deck Connection: Nailed Member Weight: 11.7 PLF Filename: UNKNOWN Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform (PLF) 0' 0.00" 9' 4.50" 94 250 Live Replacement Uniform (PLF) 0' 0.00" 9' 4.50" 109 290 Live 11 9 4 8 0 9 4 8 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Girder N/A N/A 3280# -- 2 8' 8.375" Wall N/A 1.500" 3280# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live 1 932# 2348# 2 932# 2348# Design spans 8' 8.375" Product: 1 3/4x11 7/8 Versa -Lam 2.0 -3100 SP 2 ply Component Member Design has Passed 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 7132.'# 21275.'# 33% 4.35' Total load D +L Shear 2534.# 7897.# 32% 7.83' Total load D +L TL Deflection 0.0994" 0.4349" L/999+ 4.35' Total load D +L LL Deflection 0.0712" 0.2899" L/999+ 4.35' Total load L Control: Positive Moment DOLs: Live =100% Snow =115% Roof =125% Wind =160% Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives 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 Michael Greaney r.k. Miles, Inc. <.. ° 8 s 00° " Copyright (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. West Hatfield, Ma 01088 — 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 Structure's" 2.308f WrightClusterC - Level 6 11- 2 -10 kmBeamEngine 4.508e Materials Database 1207 1st Walls 4:1 Opm 2 of 2 Control: Shear 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 Michael Greaney f r.k. Miles, Inc. '' + ° . ;�.- Co ght (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. West Hatfield, Ma 01088 **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 Structure'. 2.308f WrightClusterC - Level 6 11- 2 -10 kmBeamEngine 4.508c Materials Database 1207 l st walls 4:l Opm 1 of 2 Member Data Description: Member Type: Beam Application: Roof Comments Bsmt Beam By Other Top Lateral Bracing: Continuous Slope: 0.00 / 12 Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Live Load: 0 PLF Deck Connection: Nailed Member Weight: 10.7 PLF Filename: UNKNOWN Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform (PLF) 0' 0.00" 7' 0.00" 63 250 Live J Replacement Uniform (PLF) 0' 0.00" 7' 0.00" 73 290 Live Replacement Uniform (PLF) 7' 0.00" 16' 0.00" 63 250 Live Replacement Uniform (PLF) 7' 0.00" 16' 0.00" 73 290 Live Replacement Uniform (PLF) 16' 0.00" 20' 0.00" 230 589 Live Replacement Uniform (PLF) 16' 0.00" 20' 0.00" 240 629 Live Replacement Uniform (PLF) 20' 0.00" 27' 5.00" 234 600 Live Replacement Uniform (PLF) 20' 0.00" 27' 5.00" 244 640 Live Replacement Uniform (PLF) 27' 5.00" 33' 0.00" 230 589 Live Replacement Uniform (PLF) 27' 5.00" 33' 0.00" 240 629 Live Point (LBS) 16' 0.00" 974 2430 Live Point (LBS) 19' 9.25" -195 -782 Live Point (LBS) 27' 2.25" -195 -782 Live I 1 x ll I r r v a r . ff : 1, ' fi / / / 9 0 0 7 0 0 0 9 0 0 ® 8 0 0 3300 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall N/A 1.500" 2495# -- 2 8' 7.375" Wall N/A 1.500" 5458# -- 3 15' 7.375" Wall N/A 3.217" 12666# -- 4 24' 7.375" Wall N/A 3.899" 15354# -- 5 32' 2.750" Wall N/A 1.500" 4632# -- Maximum Load Case Reactions Used for applying point loads or line loads) to carrying members Dead Live 1 542# 1953# 2 1069# 4389# 3 3515# 9151# 4 4466# 10888# 5 1319# 3313# Design spans 8' 7.375" 7' 0.000" 9' 0.000" 7' 7.375" Product: 1 3/4x7 1/4 Versa -Lam 2.0 -3100 SP 3 ply Component Member Design has Passed 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 6360.'# 13068.'# 48% 20.11' Total load D +L Negative Moment 11933.'4 13068.'# 91% 24.61' Total load D +L Negative Unbrcd 11933'# 13068.'4 91% 24.61' Total load D +L Shear 6910.# 7232.# 95% 24.16' Total load D +L TL Deflection 0.2045" 0.4500" L/528 19.66' Total load D +L LL Deflection 0.1435" 0.3000" L/752 19.66' Total load L All product names are trademarks of their respective owners Michael Greaney '''',* r ' ' .. r.k. Miles, Inc. Copyright (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. West Hatfield, Ma 01088 * *Passing is defined aswhen 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 Structure.' 2s08f WrightClusterC - Level 6 11- 2 -10 kmBeamEngine 4.508e Materials Database 1207 1st walls 4:12pm 1 of 1 Member Data Descriptio i Member Type: Beam Application: Floor Commen : B11st Floor Framin Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Live Load: 0 PLF Deck Connection: Nailed Member Weight: 11.7 PLF Filename: UNKNOWN Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform (PLF) 0' 4.25" 12' 3.00" 180 480 Live Point (LBS) 0' 4.25" 0 5016 Snow Point (LBS) 0' 4.25" 3644 2880 Live iz9' It m / / 12 3 0 p / 0 / 12 3 0 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall N/A 4.769" 12518# -- 2 12' 1.750" Wall N/A 1.615" 4239# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live Snow 1 4664# 5580# 4891# 2 1254# 2985# 125# Design spans 12' 1.750" Product: 1 3/4x11 7/8 Versa -Lam 2.0 -3100 SP 2 ply Component Member Design has Passed Design Checks. ** Minimum 4.77" bearing required at bearing # 1 Minimum 1.61" bearing required at bearing # 2 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 13357.'# 21275.'# 62% 6.07' Total load D +L Shear 5246.# 7897.# 66% 0.01' Total load D +L TL Deflection 0.3683" 0.6073" L/395 6.07' Total load D +L LL Deflection 0.2544" 0.4049" L/572 6.07' Total load L Control: Shear DOLs: Live =100% Snow =115% Roof =125% Wind =160% Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives All product names are trademarks of their respective owners Michael Greaney ` 1 r.k. Miles, Inc. -; Copyright (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. West Hatfield, Ma 01088 " "Passing is defined as when the member. floor joist, seam 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 Structure 2.308f WrightClusterC - Level 10 11- 2 -10 kmBeamEngine 4.508e Materials Database 1207 2nd walls 4:14pm 1 of 1 Member Data Description: C k % Member Type: Girder Application: Floor Comments B6 2nd Floor Frami Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Live Load: 0 PLF Deck Connection: Nailed Member Weight: 35.4 PLF Filename: UNKNOWN Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform (PLF) 0' 0.00" 24' 2.75" 5 0 Live Replacement Uniform (PLF) 0' 0.00" 24' 2.75" 10 40 Live Replacement Uniform (PLF) 0' 0.00" 24' 2.75" 411 825 Snow Point (LBS) 9' 8.75" 974 2430 Live Point (LBS) 23' 10.13" 162 0 Live Point (LBS) 23' 10.13" 49 123 Snow Nle 4/ / 24 2 12 2 24 212 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall N/A 3.981" 15674# -- 2 23' 5.500" Wall N/A 3.930" 15810# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live Snow 1 5997# 1931# 9677# 2 6010# 1437# 9799# Design spans 23' 5.500" Product: 1 3/4x24 Versa -Lam 2.0 -3100 SP 3 ply Component Member Design has Passed 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 93035.'# 144176.'# 64% 11.73' Total load D +S Shear 13101.# 27531.# 47% 0.01' Total load D +S TL Deflection 0.7598" 1.1729" L/370 11.73' Total load D +S LL Deflection 0.4647" 0.7819" L/605 11.73' Total load S Control: TL 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 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 Michael Greaney r.k. Miles, Inc. at ' ..L,.: Co pyright (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. West Hatfield, Ma 01088 "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. 24-0-0 • 9' NOTES 0 -- ------ _--- _-- ----- --__- - - - - -- 1 SEE INDIVIDUAL ENGINEERED DRAWINGS FOR PERMANENT 9 R LATERAL BRACING 9 9 o 9 N 2 ALL TRUSSES SPACED AT 16" FACE TO D B -3 FACE UNLESS NOTED OTHERWISE 026 c 3 DO NOT CUT OR ALTER TRUSSES 0-104 1 9 8 UNDER ANY CIRCUMSTANCES 1 -9 -8 016 4 ALL DIMENSIONS FROM OUTSIDE : 2 -0-0 f OF STUD WALL II; I i 2 019 A 2-0-0 ': 019 it 2 -0 -0 ', i 019 A a 9 2 -0 -0 to q' i . , 019 A 2-0-0 BEAM SCHEDULE 1 -11 -0, 018 A B2 - (2) 1 3/4 X 11 7/8 VLAM X 12' -0" LG - B3 = (2) 1 3/4 X 14 VLAM X 24' -0" LG '017 '' B5 (2) 1 3/4 X 9 1/2 VLAM X 9' -0" LG 2 -0-0 1 B6 = (3) 1 3/4 X 24" LVL X 27' -0' LG . i I 016 020 2 -0-0 016 I ' 2 -0 -0' 016 2 - 0 - 0 0 016 HANGER - 2 -0-0 016 A = THA422 = 16 Nos 2 -0-0 i . 015 2 -0-0 014 ■ 24 -0 -0 7 -0 -0 'IR!'SS 1'I,10EMII?,N'1' D1AGR: 1011 N 1N10:: 111 1 11,F H11 . ('I.1'SI F.k (- ' 1013 NI 0111132: 101018' RELIABLE TRUSS AND COMPONENTS, NC. 11 Sronff:N 1 4401€: w: MD ES 11.111 u 200 WHb■ Road. ,Neil Hedfof II, NI1 Ilrlr w_ao.znul 10113 ree 1 888 808'8 1.aeal 1 0113 98X'8-' 1 ;\\ 1 c118 8u I - -24 I)FSII:;SEIt: 1,1 111'.: NONE. FOR APPROVAL 10 -30 -10 75 -0 -0 24 -0 -0 27-0-0 o ' 0 N 0 O ' G q O. O 9 0 u-, ! 0 O c p B_3 � 0-104 6 d 0 6 -0 -0 I 026 1 -9 -8 1 -94 ,'' 016 1 02 4 027 2 -0 -0 2 -0 -0 A 019 y 024 m Ln 027 2 - 2-0 -0 A 019 024 027 2 -0-0 2 -0 -0, 4 m A 019 200 20OI 024 027 N N ■ A 019 022 1 2 -0 -0 I I 2 -0-0 I i A Otl'8 1 -11 -0 1 -9 -8 403 is A R ∎' 017 023 I I I i 2-0 -0 2-0-0 i 4:� 020 I - 1 016 02 3 2 -0 -0 2-0-0 ' I' A 1 -5 0 02 i A 016 2 -0 -0 4 03 1 0 -7-01 t 016 022 I 9 9' 2-0-0 2 -0 -0 r 022 . 016 2 -0 -0 2 -0 -0 14 -3 -8 r 016 2 - 0 - 0 i 2 -0-0 D221 i 015 4 0 9 2-0-0 014 6 -0 -0 24 -0 -0 27 -0 -0 THESE DRAWINGS ARE PROVIDED AS A c U:DE TO THE INSTALLATION OF METAL PLATE CONNECTED WOOD TRUSSES ENGINEERED LUMBER SECOND FLOOR - FLOOR TRUSS PRODUCTS, LIGHT GAGE STEEL TRUSSES STRUCTURAL STEEL At D ANL L E LW'T.l' 5 PLACEMENT DIAGRAM USED AS FRAMING COMPONENTS RELIABLE TRUSS WILL ASSUME NO RESPONSIBILITY FOR ANY DEV,A 1 ION EL OM THE N TEN OF THESE DRAWINGS WITH REGARDS 10 ANY STRUCTURAL MEMB TH1 T ARE MACE WITHOUT WRIT T E_N AUTHORIZATION FROM RELIABLE TRUSS • Job Trbss Truss Type Qty Ply VILLAGE HILL CLUSTER C, MA 1010185F2 404 GIRDER 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Sat Oct 30 13:48:18 2010 Page 1 ID: Z9L8artCOWXTXRh6z5YEVuyOMr7- IenYIOEJYUEIhe7naPhTVsyLz9Cf2eK7ncn2U_ OLop 2 -6 -0 0 -10 -8 Scale = 1:12.6 3x6 11 6x8 = 6x8 = 3x6 H 1 2 3 4 T1 T1 n2 V ° r. 8 7 6 5 3x6 I 3x6 6x8 = 6x8 = 6 -7 -8 6 -7 -8 Plate Offsets (X,Y): [2:0- 1- 8,Edge], [3:0- 1- 8,Edge], [6:0- 3- 0,0 -0 -0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.46 Vert(LL) -0.04 7 -8 >999 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.05 7 -8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.34 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight: 39 Ib FT = 20 %F, 11%E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, BOT CHORD 4 X 2 SPF No.2 except end verticals. WEBS 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (Ib /size) 8= 701 /Mechanical, 5= 701 /Mechanical FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 2 -3 =- 1581/0 BOT CHORD 7- 8= 0/1581, 6- 7= 0/1581, 5- 6= 0/1581 WEBS 3 -5 =- 1642/0, 2 -8 =- 1642/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 5-8=-10, 1 -4= -210 Job Truss truss Type Qty Ply VILLAGE HILL CLUSTER C, MA 1010185F2 403 FLOOR 2 2 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Sat Oct 30 13:48:17 2010 Page 1 ID: GYu3Xea9f9VtflrVZ37bWgyoMrV- gSD95gDhnB6R3VYa0iAEyfQ5Zlm _JA_Yy1 UxYyOLoq 0 -1 -8 HI 2 -6 -0 2 -1 -8 1 -6 -8 I 1 -9 -0 I t -9 -0 I i-- 0 -1 -8 Scale = 1:45.2 3x6 I I 3x6 I I 6x8 = 3x6 II 3x6 FP= 3x6 FP= 3x6 II 3x6 II 1.5x3 = 6x8 = 3x6 11 6x8 = 6x8 = 6x8 = 3x6 II 6x8 = 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 12 T 13 14 15 m 1 T9 :i �� li �_ �I o 4 4 2 IP� \ �� �1��' -" i1 Y�1.R� \ a I 11 i� I 26 0 4 23 22 21 2b 19 18 17 16 im 4x6 = 3x8 = 3x6 FP= 3x6 = 4x12 = 3x8 = 4x6 = 3x12 = 2x4 14 -7 -0 I 16-4-0 18 -2 -12 I 26 -8 -0 14 -7 -0 1 -9 -0 1 -10 -12 8 -5-4 Plate Offsets (X,Y): [7:0- 1- 8,Edge], [16:Edge,0 -1 -81, [20:0- 1- 8,Edge], [25:0- 1- 8,0 -0 -81, [26:0- 1- 8,0 -0 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.83 Vert(LL) -0.20 20 -22 >859 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.31 20 -22 >560 240 BCLL 0.0 Rep Stress Incr NO WB 0.41 Horz(TL) 0.03 16 n/a n/a BCDL 5.0 Code IBC2003/TP12002 (Matrix) Weight: 257 Ib FT = 20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, T2: 4 X 2 SPF 1650F 1.5E except end verticals. BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 4 X 2 SPF No.2 *Except` W4: 4 X 4 DF No.3 REACTIONS (lb /size) 24= 641/0 -3 -8 (min. 0 -1 -8), 16= 715/0 -3 -8 (min. 0 -1 -8), 19= 2243/0 -3 -8 (min. 0 -1 -8) Max Grav24= 718(LC 2), 16 =745(LC 5), 19 =2243(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 2881/0, 3 -4 =- 2881/0, 4 -5 =- 2226/614, 5 -6 =- 2226/614, 6 -7 =- 2226/614, 7 -8= 0/1654, 8- 9= 0/1654, 9- 10= 0/1654, 10 -11 =- 2985/0, 11 -12 =- 2985/0, 12 -13 =- 3054/0, 13 -14 =- 3054/0 BOT CHORD 23- 24= 0/1895, 22- 23=- 169/2837, 21 -22 =- 1654/0, 20 -21 =- 1654/0, 19 -20 =- 1654/0, 18 -19 =- 356/716, 17 -18= 0/3089, 16 -17= 0/1987 WEBS 14 -16 =- 2071/0, 2 -24 =- 1975/0, 14- 17= 0/1120, 2 -23 =- 1/1034, 13 -17 =- 267/0, 3- 23=- 278/0, 4 -23= 0/366, 4 -22 =- 887/0, 5 -22 =- 573/0, 10 -19 =- 2572/125, 7 -22= 0/2924, 7 -20 =- 317/0, 8-19=-1161/0, 11 -18 =- 938/0, 10 -18= 0/2601 NOTES 1) Trusses to be fastened together to act as a single unit. All loads to be distributed equally over the 2 plies. 2) Unbalanced floor live loads have been considered for this design. 3) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 705 Ib down at 18 -2 -12 on top chord. The design /selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 16- 24 = -10, 1 -15= -100 Concentrated Loads (Ib) Vert: 11 =- 705(F) • Job frOss Truss Type Qty Ply VILLAGE HILL CLUSTER C, MA 1010185F2 027 FLOOR 4 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Sat Oct 30 13:48:16 2010 Page 1 I D: kOzsJooRQgnKpW DycrSgFdyOMrD- MFfntKC30t _aSLzOT_f?QRt02LQbakgrJ I IxP5yOLor I 2 -6 -0 1 - - 0 1 8 Scale = 1:20.0 3x3 II 3x6 = 1x3 I 1x3 I I 3x6 = 1x3 I I 1 2 3 4 5 61x3 = T1 uu li , MOB i 10 9 . 8� 3x6 = 7, 3x6 = 3x6 = 3x6 = 12 -1 -0 12 -1 -0 Plate Offsets (X,Y): [8:0- 1- 8,Edge], [9:0- 1- 8,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.14 7 -8 >983 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.28 7 -8 >514 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.04 7 n/a n/a BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight: 44 Ib FT = 20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, BOT CHORD 4 X 2 SPF No.2 except end verticals. WEBS 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (Ib /size) 10= 651 /Mechanical, 7= 645/0 - 3 - 8 (min. 0 - 1 - 8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 2 -3 =- 2211/0, 3 -4 =- 2211/0, 4 -5 =- 2211/0 BOT CHORD 9- 10= 0/1568, 8- 9= 0/2211, 7- 8= 0/1565 WEBS 5 -7 =- 1642/0, 2 -10 =- 1653/0, 5- 8= 0/784, 2 -9 =0/784 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply VILLAGE HILL CLUSTER C, MA 1010185F2 026 FLOOR 2 2 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Sat Oct 30 13:48:15 2010 Page 1 ID:ZytXGxP2J DdfPM6e_ 3ZsyyOMVn- t35Pg? BRFZrjgBOCvH8mtEKsfy6tr8mh4eYOtfyoLos 0 -1-8 g H I 2 -6 -0 I P - I 2 -1 -0 0 - Scale = 1:41.1 3x6 I I 3x6 3x6 3x6 FP= 3x6 FP= 1.5x3 = 6x16 MT18H= 3x6 11 6x8 = 3x6 II 5x6 11 6x8 = 3x6 11 6x16 MT18H= 1.5x3 = 1 2 25 3 26 4 5 6 7 27 8 9 10 11 12 13 i�1�ll�11MN ■�II�w■11Y��■�11 % 23 - , /1 III 11 ∎ III III %� !!A o lit '1� �1 I 1r ..'.•-•... 1� �" 1 24 ¢ r 1- 22 21 20 19 18 17 16 15 14 6x10 = 6x14 = 3x10 MT18H FP= 6x8 = 3x6 I I 6x8 = 3x10 MT18H FP= 6x14 = 6x8 = 23 -10 -0 23 -10 -0 Plate Offsets (X,Y): [7:0- 3- 0,Edge], [15:0- 4- 12,Edge], [18:0- 3- 0,0 -0 -0], [19:0- 1.8,Edge], [21:0- 6- 4,Edge], [23:0- 1- 8,0 -0 -8], [24:0- 1- 8,0 -0 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.57 17 -18 >496 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.89 17 -18 >318 240 MT18H 197/144 BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(TL) 0.08 14 n/a n/a BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight: 286 Ib FT = 20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, BOT CHORD 4 X 2 SPF 2400F 2.0E *Except* except end verticals. 81:4 X 2 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF No.2 REACTIONS (Ib /size) 22= 3528/0 -3 -8 (min. 0 -1 -8), 14= 2932/0 -3 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -25 =- 13868/0, 3 -25 =- 13868/0, 3 -26 =- 13868/0, 4 -26 =- 13868/0, 4 -5 =- 19615/0, 5 -6 =- 19615/0, 6 -7 =- 19615/0, 7 -27 =- 19663/0, 8 -27 =- 19663/0, 8 -9 =- 19663/0, 9 -10 =- 19663/0, 10 -11 =- 12537/0, 11 -12 =- 12537/0 BOT CHORD 21 -22= 0/8295, 20- 21= 0/17744, 19- 20= 0/17744, 18- 19= 0/19615, 17- 18= 0/19615, 16- 17= 0/17784, 15- 16= 0/17784, 14- 15= 0/7016 WEBS 12 -14 =- 7488/0, 2- 22=- 8853/0, 12- 15= 0/5997, 2- 21= 0/6054, 3 -21 =- 876/0, 10- 15=- 5697/0, 4 -21 =- 4209/0, 10- 17= 0/2039, 4 -19 =- 137/2900, 8 -17 =- 856/0, 6 -19 =- 663/0, 7-17=-1650/1604, 7-18=-500/339 NOTES 1) Trusses to be fastened together to act as a single unit. All loads to be distributed equally over the 2 plies. 2) Unbalanced floor live loads have been considered for this design. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/I 1. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 14- 22 = -10, 1 -10= -200, 10 -13= -100 Concentrated Loads (Ib) Vert: 5= -159 9= -200 10= -1008 4= -277 25 = -338 26= -221 27 = -99 Tb l FUSS Truss Type Qty Ply VILLAGE HILL CLUSTER C, MA 1010185F2 024 FLOOR 4 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Sat Oct 30 13:48:14 2010 Page 1 ID: zTUre3iQJDmSsHcQ891ywxyOMrL -PtX1 SfBpUGjsC1 p ?LadXL0oc5Yk26hJYs_pgLDy °Lot 0 -1-8 H I 2-6-0 I 1 2 -1 -8 Scale: 1/2 " =1 3x6 11 6x8 = 3x6 11 6x8 = 3x6 H 6x10 = 3x6 11 1 2 3 4 5 6 7 II II y ww** N N i ll . ■ - o Pi 17 a �� 12-9-0 6Z9 • - 8 6x8 = 6x10 = 6x14 = 3x6 11 3x6 14 -3 -8 14 -3 -8 Plate Offsets (X,Y): [6:0 -1 -8, Edge], [10:0- 4- 0,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.71 Vert(LL) -0.34 9 -10 >493 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.53 9 -10 >317 240 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2003/TP12002 (Matrix) Weight: 93 Ib FT = 20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, BOT CHORD 4 X 2 SYP 2850F 2.3E except end verticals. WEBS 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (Ib /size) 12= 769/0 -3 -8 (min. 0 -1 -8), 8= 769 /Mechanical FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 7 -8 =- 386/0, 2 -3 =- 3365/0, 3 -4 =- 3365/0, 4 -5 =- 3092/0, 5 -6 =- 3092/0 BOT CHORD 11- 12= 0/2355, 10- 11= 0/3567 WEBS 2 -12 =- 2423/0, 2 -11= 0/1053, 3 -11 =- 263/0, 4 -10 =- 495/0, 5 -10 =- 555/0, 6 -10= 0/3259, 6 -9= -639/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard • -Ob 'Miss Truss Type Qty Ply VILLAGE HILL CLUSTER C, MA 1010185F2 023 FLOOR 3 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Sat Oct 30 13:48:13 2010 Page 1 ID:14N4DNgAncWIczS11 kGUrWyOMrN- xgzfFJABjybObtFpns6lopFN68M7NHGOdK3HomyOLou 0 -1 -8 H{ 2 -6 -0 2 -1 -8 I 1-6 -8 1 0 -9-0 Scale = 1:30.3 3x6 II 3x6 FP= 3x6 FP= 1.5x3 = 6x8 = 3x6 I I 6x8 = 3x6 I I 6x8 = 3x6 11 6x8 = 3x6 I I 1 2 3 T2 4 5 6 7 8 9 _ 10 11 d19•il ••••••••••0 1 _ ® 1 1 d rJ_ _ , 0 ■■ 12-9-0 17 16 15 14 ' 12 4x8 = 3x10 = 3x8 FP= 4x12 = 2x4 11 4x4 = 4x6 = 14 -7 -0 18 -1 -0 14 -7 -0 I 3 -6-0 Plate Offsets (X,Y): [8:0- 1- 8,Edge], [12:Edge,0 -1 -8], [14:0- 1- 8,Edge], [15:0- 3- 12,Edge], [18:Edge,0 -1 -8], 119:0- 1- 8,0 -0 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.98 Vert(LL) -0.30 14 -15 >572 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.46 14 -15 >372 240 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.04 13 n/a n/a BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight: 87 Ib FT = 20 %F, 11%E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. T4,T3: 4 X 2 SPF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. BOT CHORD 4 X 2 SPF No.2 WEBS 4 X 2 SPF No.2 *Except* W4: 4 X 4 DF No.3 REACTIONS (Ib /size) 18= 715/0 -3 -8 (min. 0 -1 -8), 12 = -76 /Mechanical, 13= 1316/0 -3 -8 (min. 0 -1 -8) Max Upliftl2=- 203(LC 2) Max Gray 18= 718(LC 2), 12= 106(LC 3), 13= 1316(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 2880/0, 3 -4 =- 2880/0, 4 -5 =- 2880/0, 5 -6 =- 2201/0, 6 -7 =- 2201/0, 7 -8 =- 2201/0 BOT CHORD 17 -18= 0/1898, 16- 17= 0/2828, 15- 16= 0/2828, 12- 13= -739/0 WEBS 2 -18 =- 1978/0, 2 -17= 0/1031, 3 -17 =- 277/0, 5 -15 =- 668/0, 6 -15 =- 546/0, 8 -15= 0/2531, 10 -12= 0/774, 10 -13 =- 98/775, 9 -13 =- 1473/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 203 Ib uplift at joint 12. 4) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard TOb truss Truss ypT e Qty Ply VILLAGE HILL CLUSTER C, MA 1010185F2 022 FLOOR 4 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Sat Oct 30 13:48:11 2010 Page 1 I D: GYu3Xea9f9VtflrVZ37bWgyQMrV-? Isugd8wBLLILa5RgR3gjOA3KKfXvMv6A0aAkuyOLow 0 -1 -8 HI 2 -6 -0 I 2 -1 -8 II 1 -6 -8 I I t - - 0-0,-8 Soale = 1:45.2 3x6 1 1 6x10 = 6x8 = 3x6 I I 3x6 II 3x6 FP= 3x6 FP= 3x6 11 1.5x3 = 6x8 = 3x6 II 6x8 = 6x8 = 3x6 II 6x8 = 1.5x3 = 1 2 3 1 T2 5 6 7 8 9 10 11 T 12 13 14 c _ _ 2,:_iil �� lil y lil %i \i m lil y lil �_ P:tt1 25 I o w 12 -9-0 1 -6 -8 r 3 22 21 20 1 18 17 16 15 4x8 = 3x10 = 3x6 FP= 3x3 II 3x12 = 3x8 = 4x6 = 4x12 = 2x4 11 14 -7-0 26 -8 -0 14 -7-0 { 12 -1 -0 Plate Offsets (X,Y): [7:0-1-8,Edqe], [8:0- 3- 8,Edge], [15:Edqe,0-1-8], [19:0- 1- 8,Edge], [21:0- 3- 4,Edge], [23:Edge,0 -1 -8], [24:0- 1- 8,0 -0 -81, [25:0- 1- 8,0 -0 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.87 Vert(LL) -0.31 19 -21 >549 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.92 Vert(TL) -0.48 19 -21 >357 240 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.05 15 n/a n/a BCDL 5.0 Code IBC2003/TP12002 (Matrix) Weight: 127 Ib FT = 20 %F, 11%E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, T2: 4 X 2 SPF 2400F 2.0E except end verticals. BOT CHORD 4 X 2 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. 62: 4 X 2 SPF 2100F 1.8E WEBS 4 X 2 SPF No.2 *Except* W4: 4 X 4 DF No.3 REACTIONS (Ib /size) 23= 674/0 -3 -8 (min. 0 -1 -8), 15= 532/0 -3 -8 (min. 0 -1 -8), 18= 1687/0 -3 -8 (min. 0 -1 -8) Max Grav23= 713(LC 2), 15= 578(LC 3), 18= 1687(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 2851/0, 3 -4 =- 2851/0, 4 -5 =- 2142/37, 5 -6 =- 2142/37, 6 -7 =- 2142/37, 7 -8= 0/922, 8 -9 =- 244/790, 9- 10=- 244/790, 10 -11 =- 244/790, 11- 12=- 1988/0, 12 -13 =- 1988/0 BOT CHORD 22- 23= 0/1875, 21- 22= 0/2786, 20- 21=- 922/0, 19 -20 =- 922/0, 18 -19 =- 922/0, 17 -18 =- 922/0, 16 -17 =- 125/1545, 15- 16= 0/1459 WEBS 13 -15 =- 1518/0, 2 -23 =- 1954/0, 13 -16 =- 1/555, 2- 22= 0/1024, 3 -22 =- 280/0, 11- 16= 0/602, 11 -17 =- 1639/0, 4 -21 =- 805/0, 10- 17=- 111/334, 5- 21=- 541/0, 8 -17 =- 553/1239, 7- 21= 0/2729, 7- 19=- 326/0, 8 -18 =- 1285/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard a Tob Truss Truss Type Qty Ply VILLAGE HILL CLUSTER C, MA 1010185F2 021 FLOOR 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Sat Oct 30 13:48:09 2010 Page 1 ID:QSjWdLraXc_oV ?KLkhyNKGyOMm_ X51WdH81Q1 DRkQWE6kYbAAd5IxXUA5OyxMrdCTyOLox 0-1-8 0-1-8 Scale = 1:45.2 1.5x3 = 3x6 FP= 1.5x3 = 1 2 3 4 5 6 T1 7 8 9 10 11 12 13 14 15 16 17 2 18 19 20 21 22 i 4= L L L L 1 L L L l I L L L I I 46 1 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 4x4 = 3x6 FP= 4x4 = 1-4 -0 2 -8 -0 4 -0 -0 1 5-4-0 1 6 -8 -0 1 8 -0 -0 9-4 -0 j 10 -8 -0 12 -0 -0 1 13 -4 -0 14 -8 -0 16 -0-0 1 17-4 -0 1 18 -8 -0 1 20 -0 -0 1 21 -4-0 1 22 -8 -0 1 24 -0 -0 1 25 -4 -0 1 26 -8 -0 1-4 -0 1-4-0 1-4 -0 1-4 -0 1 -4 -0 1-4 -0 1-4 -0 1-4 -0 1-4 -0 1-4 -0 1-4 -0 1-4 -0 1-4-0 1-4 -0 1-4-0 1-4 -0 1-4 -0 1-4 -0 1 -4 -0 1 -4 -0 Plate Offsets (X,Y): [22:0- 1- 8,Edge], [23:Edqe,0-1-81, [44:Edge,0 -1 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 • Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 23 n/a n/a BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight: 80 Ib FT = 20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, BOT CHORD 4 X 2 SPF No.2 except end verticals. WEBS 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 4 X 2 SPF No.2 REACTIONS All bearings 26 -8 -0. (Ib) - Max Gray All reactions 250 Ib or less at joint(s) 44, 23, 43, 42, 41, 40, 39, 38, 37, 36, 35, 33, 32, 31, 30, 29, 28, 27, 26, 25, 24 FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) All plates are 2x4 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1 -4 -0 oc. 5) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131' X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply VILLAGE HILL CLUSTER C, MA 1010185F2 020 FLOOR 2 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Sat Oct 30 13:48:08 2010 Page 1 ID:MNO ?G WurC2V_ z9oSsBEhHwyON ?Q- bjAmCb62vQzjU6Ms ?J W751Ye17jui7tfT2L W 7ZyOLoz 0 -1 -8 H I 2-6 -0 1 1 -6 -0 Scale = 1:20.3 1x3 II 1x3 = 3x6 = 1x3 II 1x3 II 3x6 = 3x3 I I 1 2 3 4 5 6 I T1 0 i " r r ry o 11 10000 Y MOW MS • - 3 x4 = 1 02 9 8 I�2 3x6 = 3x4 = 3x6 = 12 -3 -0 12 -3 -0 Plate Offsets (X,Y): [8:0- 1- 8,Edge], [9:0-1-8,Edqe] LOADING (psf) SPACING 2 - - CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.13 9 -10 >999 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.25 9 -10 >588 240 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.03 7 n/a n/a BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight: 47 Ib FT = 20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, BOT CHORD 4 X 2 SPF No.2 except end verticals. WEBS 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (Ib /size) 10= 654/0 -3 -8 (min. 0 -1 -8), 7= 660/0 -3 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 1648/0, 3 -4 =- 1648/0, 4 -5 =- 1648/0 BOT CHORD 9- 10= 0/1157, 8- 9= 0/1648, 7- 8= 0/1159 WEBS 5 -7 =- 1276/0, 2 -10 =- 1268/0, 5- 8= 0/623, 2 -9 =0/624 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Tob 'MSS Truss Type Qty Ply VILLAGE HILL CLUSTER C, MA 1010185F2 019 FLOOR 8 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Sat Oct 30 13:48:07 2010 Page 1 ID: DS_FQIuj I2bX3f6Z8KFmZvyON20 6WcN_F5Q86rstynfRc ?uZY ?PhjNYzbLW FOczc7yOLp_ I 2 - - 1 - II 1 - 6 - 0 II t - 5 - 12 0 H - 1 - 8 Scale = 1:40.3 3x8 FP= 2x4 II 3x4 II 4x12 = 2x4 11 3x6 = 2x4 11 3x4 = 2x4 II 4x4 = 2x4 H 4x12 = 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 12 � i� 11� -1��1 l I I I� ���1 22 v ■ sum - �11i .e .� lu \1 Sil r_ ■_ I 15 -0 -12 1-6-0 6 -11 -12 .. 1 20 19 18 17 1. 5 14 13 6x8 = 6x14 = 3x8 MT18H FP= 6x8 = 4x6 I I 3x6 I I 6x14 = 6x8 = 3x8 MT18H FP= 23-6-8 I 23 -6 -8 Plate Offsets (X,Y): [1:Edqe,0-1-8], [8:0-1-8,Edqe], [9:0- 1- 8,Edge], [12:0- 1- 8,Edge], [15:0- 3- 0,0 -0 -0], [16:0-3-0,Edqe] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.72 Vert(LL) -0.57 16 -18 >490 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.60 Vert(TL) - 0.91 16 -18 >308 240 MT18H 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.05 13 n/a n/a BCDL 5.0 Code IBC2003/TP12002 (Matrix) Weight: 125 Ib FT = 20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF 2400F 2.0E *Except* TOP CHORD Structural wood sheathing directly applied or 5 -7 -6 oc purlins, T1: 4 X 2 SPF 2100F 1.8E except end verticals. BOT CHORD 4 X 2 SYP 2850F 2.3E *Except* BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. B2: 4 X 2 SPF 2400F 2.0E, B1: 4 X 2 SPF 2100E 1.8E WEBS 4 X 2 SPF No.2 REACTIONS (lb /size) 21= 1278 /Mechanical, 13= 1278/0 -3 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 4520/0, 3 -4 =- 4520/0, 4 -5 =- 6442/0, 5 -6 =- 6442/0, 6 -7 =- 6442/0, 7 -8 =- 5698/0, 8 -9 =- 5698/0, 9 -10 =- 4415/0, 10- 11=- 4415/0 BOT CHORD 20- 21= 0/2627, 19- 20= 0/5793, 18- 19= 0/5793, 17- 18= 0/6367, 16- 17= 0/6367, 15- 16= 0/5698, 14- 15= 0/5698, 13- 14= 0/2714 WEBS 2 -21 =- 2866/0, 2 -20= 0/2073, 4 -20 =- 1394/0, 4 -18= 0/712, 7 -18 =- 262/290, 7 -16 =- 971/86, 11 -13 =- 2920/0, 11- 14= 0/1864, 9- 14=- 1714/0, 9 -15 =0/563 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131' X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job truss 1 russ Type Qty Ply VILLAGE HILL CLUSTER C, MA 1010185F2 018 FLOOR 2 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MITek Industries, Inc. Sat Oct 30 13:48:06 2010 Page 1 I D: 19 uBCp9aHvESZ4PJSaj? xTyONSX- eK2? nw4oNpj? FoCTtuUfOKTAsJ_sEDBMOksP3gyOLp? 1 2 -6-0 1 1 1-2.4 1 4 -6 - 41 1-6-0 1 1 1 0-1-8 Scale = 1:39.6 2x4 11 5x6 = 2x4 I I 3x4 11 3x4 = 2x4 11 3x6 FP= 3x6 = 3x4 11 2x4 11 4x4 = 2x4 11 3x4 = 1.5x3 = 1 2 T1 3 4 5 6 7 8 9 T7 10 11 12 13 11 _ 4 �..\ � _ -_ 11111 23 v -\. 22 21 20 18 1 1-6-0 {B 15 6 -11 -12 I, 4x6 = 4x4 = 4x4 = 3x8 = 3x6 FP= 2x4 11 3x6 = 4x6 = 5x6 = 11 -9 -12 1 23-6 -8 1 11 -9 -12 11 -8 -12 Plate Offsets (X,Y): [1:Edge,0 -1 -8], [3:0- 1- 8,Edge], [4:0- 1- 8,0 -0 -0], [9:0- 1- 8,Edge], [10:0- 1- 8,Edge], [13:0- 1- 8,Edge], [14:Edge,0 -1 -8], [16:0- 1- 8,0 -0 -0], [17:0- 1- 8,Edge], [20:0- 1- 8,Edge], [21:0- 1- 8,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.98 Vert(LL) -0.13 15 -16 >999 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.82 Vert(TL) -0.23 21 -22 >599 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.04 14 n/a n/a BCDL 5.0 Code IBC2003/TP12002 (Matrix) Weight: 92 Ib FT = 20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: WEBS 4 X 2 SPF No.2 6 -0 -0 oc bracing: 17 -19. REACTIONS (lb /size) 22= 577 /Mechanical, 14= 566/0 -3 -8 (min. 0 -1 -8), 19= 1413/0 -3 -8 (min. 0-1-8) Max Grav22= 590(LC 7), 14= 603(LC 4), 19= 1413(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 1319/0, 3 -4 =- 1319/0, 4 -5 =- 1319/0, 5 -6 =- 1319/0, 6 -7= 0/630, 7 -8= 0/630, 8 -9 =- 1184/0, 9 -10 =- 1184/0, 10 -11 =- 1459/0, 11 -12 =- 1459/0 BOT CHORD 21- 22= 0/1009, 20- 21= 0/1319, 19- 20= 0/718, 18- 19=- 98/922, 17 -18 =- 98/922, 16- 17= 0/1184, 15- 16= 0/1184, 14- 15= 0/1048 WEBS 7 -19 =- 293/0, 2 -22 =- 1110/0, 6 -19 =- 1315/0, 2 -21= 0/362, 6 -20= 0/719, 4 -20 =- 252/0, 12 -14 =- 1148/0, 12- 15= 0/454,11 -15 =- 309/0, 10- 15= 0/497, 9 -17 =- 615/0, 8 -19 =- 1348/0, 8 -17 =0/852 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard • Job truss Tr Tyype Qty Ply VILLAGE HILL CLUSTER C, MA 1010185F2 017 FLOOR 2 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Sat Oct 30 13:48:05 2010 Page 1 I D: t8TDTTHj1_ bbr5UKJpwQcZyON7z ABUdZa4AcVb8dfdHJBzQT7w2uwetVnADn47sXEyOLp0 2 - 6 - 0 0 - 6 - 4 I 1 - 6 - 0 1 - 5 - 12 O18 Scale = 1:19.6 3x3 11 4x4 = 1x3 0 1x3 11 3x4 = 1x3 11 1 2 3 4 3x3 = 5 6 71x3 = T1 1 1=1=11 IIR� i �` r 13 Y ■ \M N A pm 3-4 -12 11 1-6 -0 1, • 6 -11 -12 ;ai alga 4x4 — 1x3 0 3x6 = 3x6 = 3x6 = 11 -10 -8 11 -10 -8 Plate Offsets (X,Y): [11:0- 1- 8,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.81 Vert(LL) -0.12 9 -10 >999 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.18 9 -10 >788 240 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight: 48 lb FT = 20%F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, BOT CHORD 4 X 2 SPF No.2 except end verticals. WEBS 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (Ib /size) 12= 639/0 -3 -8 (min. 0 -1 -8), 8= 633/0 -3 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 1372/0, 3- 4=- 1372/0, 4 -5 =- 1585/0, 5 -6 =- 1585/0 BOT CHORD 11- 12= 0/1151, 10- 11= 0/1372, 9- 10= 0/1372, 8- 9= 0/1113 WEBS 6 -8 =- 1220/0, 6 -9= 0/521, 5 -9 =- 289/0, 4 -9 =- 72/356, 2 -12 =- 1267/0, 2 -11= 0/677, 3 -11= -472/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard TOb 1 russ Truss Type Qty Ply VILLAGE HILL CLUSTER C, MA 1010185F2 016 FLOOR 12 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Sat Oct 30 13:48:04 2010 Page 1 ID:7i ?u_ UUqQ? UMebKxHoHFIsyONBa- ixxFME3XrBTHOV34mTRBxvNvPW LImFg4ZQN I ?oyOLp 1 0 -1 -8 H 2 -6-0 I 2 -2 -12 11 -6 -0 1 1 -5 -12 I 0-1-8 Scale = 1:41.1 2x4 II 3x8 FP= 2x4 H 1.5x3 = 4x12 = 2x4 11 3x6 = 2x4 11 3x4 = 2x4 II 4x4 = 2x4 II 4x10 = 1.5x3 = 1 2 3 T1 4 5 6 7 8 9 10 11 12 it � 1 i t 1� i ' II 22: 11 - �I �.. :' I� �ut 23 y III \ �%:.r 'NW ►1 11 \ gran m I.- w 15 - 4 1 ii ° 21 20 19 18 17 16 '5 14 13 6x8 = 6x14 = 3x6 FP= 6x8 = 4x6 11 3x6 11 6x14 = 6x8 = 3x8 MT18H FP= 23 -10 -0 I I 23 -10 -0 Plate Offsets (X,Y): [8:0- 1- 8,Edge], [9:0- 1- 8,Edge], [12:0- 1- 8,Edge], [15:0- 3- 0,0 -0 -0], [16:0- 3- 0,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.66 Vert(LL) -0.56 16 -18 >505 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.89 16 -18 >317 240 MT18H 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.04 13 n/a n/a BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight: 134 Ib FT = 20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SYP 2850F 2.3E *Except* TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, T1: 4 X 2 SPF 2400F 2.0E except end verticals. BOT CHORD 4 X 2 SYP 2850F 2.3E *Except* BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. B1: 4 X 2 SPF 2100F 1.8E WEBS 4 X 2 SPF No.2 REACTIONS (lb /size) 21= 1290/0 -3 -8 (min. 0-1-8), 13= 1290/0 -3 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 4537/0, 3 -4 =- 4537/0, 4 -5 =- 6547/0, 5 -6 =- 6547/0, 6 -7 =- 5791/0, 7 -8 =- 5791/0, 8- 9=- 5791/0, 9- 10=- 4470/0, 10 -11 =- 4470/0 BOT CHORD 20 -21= 0/2749, 19- 20= 0/5854, 18- 19= 0/5854, 17 -18= 0/6526, 1 6- 17= 0/6526, 15- 16= 0/5791, 14- 15= 0/5791, 13- 14= 0/2745 WEBS 2 -21 =- 2958/0, 2 -20= 0/1960, 4 -20 =- 1442/0, 4 -18= 0/759, 6 -18 =- 272/226, 6 -16 =- 1038/96, 11- 13=- 2953/0, 11- 14= 0/1891, 9 -14 =- 1760/0, 9 -15 =0/560 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131' X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard BIAS° Job frerss Truss Type Qty Ply VILLAGE HILL CLUSTER C, MA 1010185F2 015 FLOOR 2 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Sat Oct 30 13:48:03 2010 Page 1 I D: HHF4EUp4? JawXiniSPJp3yONRx- EINt9u2v4uLQOLUuCmwxOirkd6?f 1 oLwKmeITMyOLp2 0 -1 -8 2 -6 -0 2 -2 -12 1 -6 -0 1 -7 -12 0 -1 -8 H I I I 11 I I I H Scale = 1:41.4 2x4 11 3x8 FP= 2x4 II 1.5x3 = 4x12 = 2x4 11 3x6 = 2x4 11 3x4 = 2x4 I 4x4 = 2x4 II 4x10 = 1.5x3 = 1 2 3 4 5 6 7 8 • 10 11 12 T- il ' i i 16 '� 22 i1 :x! _'' I1 I I �' 1 23 ° 111/ \ \1 % / -_ \ MII; `:1O1� .1 1 \ 11 0o v ` � 15-4 -4 I 1 . 6 - I i ° 21 20 19 18 17 16 15 14 13 6x8 = 6x14 = 3x8 MT18H FP= 6x8 = 4x6 I I 3x6 II 6x14 = 6x8 = 3x8 MT18H FP= 1 24 -0 -0 I 24 -0 -0 Plate Offsets (X,Y): [8:0-1-8,Edqe], [9:0-1-8,Edqe], [12:0- 1- 8,Edge], [15:0- 3- 0,0 -0 -0], [16:0-3-0,Edqe] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.66 Vert(LL) -0.57 16 -18 >501 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.60 Vert(TL) -0.90 16 -18 >314 240 MT18H 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.05 13 n/a n/a BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight: 131 Ib FT = 20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SYP 2850F 2.3E *Except* TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, T1: 4 X 2 SPF 2400F 2.0E except end verticals. BOT CHORD 4 X 2 SYP 2850F 2.3E *Except* BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. B2: 4 X 2 SPF 2400F 2.0E, B1: 4 X 2 SPF 2100F 1.8E WEBS 4 X 2 SPF No.2 REACTIONS (lb /size) 21= 1299/0 -3 -8 (min. 0 -1 -8), 13= 1299/0 -3 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 4579/0, 3 -4 =- 4579/0, 4 -5 =- 6631/0, 5 -6 =- 6631/0, 6 -7 =- 6631/0, 7 -8 =- 5912/0, 8- 9=- 5912/0, 9 -10 =- 4511/0, 10 -11 =- 4511/0 BOT CHORD 20- 21= 0/2771, 19- 20= 0/5916, 18- 19= 0/5916, 17- 18= 0/6631, 16- 17= 0/6631, 15- 16= 0/5912, 14- 15= 0/5912, 13- 14= 0/2766 WEBS 2 -21 =- 2981/0, 2 -20= 0/1982, 4 -20 =- 1464/0, 4 -18= 0/784, 7 -18 =- 288/211, 7 -16 =- 1031/114, 11- 13=- 2975/0, 11- 14= 0/1913, 9- 14=- 1802/0, 9 -15 =0/531 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard I VS Truss Type Qty Ply VILLAGE HILL CLUSTER C, MA 1010185F2 014 FLOOR 2 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Sat Oct 30 13:48:02 2010 Page 1 ID:mZpVxY1 HJaDZmBvie2PisUyOLp3- mZpVxY1 HJaDZmBvie2PisUljJioclUOn56uCwvyOLp3 0-H 8 0-1-8 Scale = 1:40.7 1.5x3 = 3x6 FP= 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 _ T1. - T2.. 41 .! ■ ■ ■ ■ ■ ■ ■ ■ ■ WIWIIMIMM . ,=1=1=11=1 42 a : II MI IIIIIIIII 11 I i 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 4x4 = 3x6 FP= 4x4 = 1-4-0 1 2 -8-0 4 -0 -0 5-4 -0 1 6 -8 -0 1 8 -0 -0 9-4 -0 10 -8 -0 1 12 -0 -0 { 13 -4 -0 14 -8 -0 16 -0 -0 17 -4 -0 18 -8-0 1 20 -0 -0 1 21-4 -0 1 22 -8 -0 24 -0 -0 1-4 -0 1-4 -0 1-4 -0 1-4 -0 1-4 -0 1-4 -0 1-4 -0 1-4 -0 1 -4-0 1-4 -0 1-4 -0 1-4-0 1-4 -0 1 -4-0 1 -4 -0 1 -4 -0 1-4-0 1-4 -0 Plate Offsets (X,Y): [20:0- 1- 8,Edge], [21:Edqe,0-1-8], [40:Edge,0 -1 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress lncr YES WB 0.02 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2003/TP12002 (Matrix) Weight: 80 lb FT = 20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, BOT CHORD 4 X 2 SPF No.2 except end verticals. WEBS 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 4 X 2 SPF No.2 REACTIONS All bearings 24 -0 -0. (Ib) - Max Gray All reactions 250 lb or less at joint(s) 40, 21, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30, 28, 27, 26, 25, 24, 23, 22 FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) All plates are 2x4 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1 -4 -0 oc. 5) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard AmmummummiumminlillninlISIW 24 -0 -0 q ' q N` __ NOTES 1 -11 -pr 001 1 _ SEE PJDIV DUAL ENGINEER 2 -0 -0 001 I DRAWINGS FOR PERMANENT q LATERAL BRACIN 2 -0-0' 001 rn 2 ALL T RUSSES S AT 16 FACE TO f FACE UNLESS NOTED OTHERWISE. 4 2-0-0 3 DO NOT CUT OR ALTER TRUSSES I 2 -0 -0 ' 001 002 UNDER ANY CIRCUMSTANCES _ 1 4 ALL DIMENSIONS FROM OUTSIDE 200 013 OF STUD 'VALL 2 - 0 - 0 002 013 I q I E L 2 .0.0 002 m 013 q cv 1-10-8' ' 002 013 1 • 1 -8 -12' 004 01 3 1-8 -12 005 d` 2 -0 -0 006 2 . 0 . 0 001 It. 1 2 -0 -0. 001 q : 1 q , 2.0 -0', 001 1-4-0 001 HANGER - 1 -0-0 001 A = THA422 = 3 Nos 1 -3 -0 003 WE USE THE 9 16 " PLATE ALIGN WITH INNER SIDE OF 10" CMU WALL, 24 -0 -0 7-0-0 IRVSS PLACEti1F:N°r DIAGR.VNI 1 .1011 N 55F1 : SILL 0(F: ml. C'1. Es l'FR1 _ _ - ___ M)I SI'MBER: 1010105 RELIABLE TRUSS AND COMPONENTS, IN .;. 1'1 SI (MIR5351) Rh. 1111 El. I SIMI II 200 W'elll\' Rood, Ne. Bedford. Nl.1 al Il : 10.341.2010 1,11 ll're 1 089 804'8" FOR APPROVAL 10-30 -10 Loral 1 SOS 9 94'e' - F \.t 1 GIY 9901 11ESIr.NE.1t: S(',U. F: Nr1_51 75 -0-0 24 -0-0 27 -0 -0 R ' -- -- - - - - - - - - , 1 -6 -15 1 -91-0 009 I r 1.9.9, w 001 4_p_p )� 2 -0 0 008 R 3 , I( m aa_. 001 2 -0 - i 2-0-0 008 G, 6 p_0 O 001 4_p_p I' 2-0 p 008 • 001 2_p_p) Y4 008 Y I 2 -0-0 cc H, w 2_p_p 007 002 2 -0_0 i I 008 0 Ir, y 007 002 4_0_0 r i' 2-0-0 008 m a R' w N 007 m 002 2.0.0 ifl 008 a i 2 -0-0 o_ 007 00 ,, { 008 w 1r ' 2.0.0 m 1812' It a r 004 007 it 1 -5 12 010 005 1.8.12 Ih 011 m 2 . M 006 2 -0_0 i 2-0 0 1 ' : 1 012 A ry 0 001 2 -0.0 r) 1 -04 012 A' 0 ! 20 401 R 001 i, 1 -11 -8 008 . 9 Ir p rI' -..- ... 001 2.0 -0 : r is 2_0_0', 14 -3 -8 I 001 1-4M Ii 008 Ii 2 001 1 d•0 0-10'0.: - 00 003 1 -3-0, 4 o 0 fsl IN WE USE THE 9 1 /4 " PLATE ALIGN WITH INNER SIDE OF 10" CMU WALL. 6 -0 -0 24 -0 -0 27 -0 -0 THESE DRAWINGS ARE PROVIDED AS A GUIDE 10 THE INSTALLATION FIRST FLOOR - FLOOR TRUSS OF METAL PLATE CONNECTED WOOD TRUSSES ENGINEERED LUMBER PLACEMENT DIAGRAM PRODUCTS LIGHT GAGE STEEL TRUSSES, STRUCTURAL STEEL AND PANELIZED WALL S USED AS FRAMING COMPONENTS I RELIABLE TRUSS WILL ASSUME NO RESPONSIBILITY FOR ANY DEVIA1 ION FROM THE CONTENTS OF THESE DRAWINGS WITH REGARDS TO ANY STRUCTURAL MEMBERS THAT ARE MADE WITHOUT WRITTEN AUTHORIZATION FROM RELIABLE TRUSS Job Truss Truss Type Qty - Ply VILLAGE HILL CLUSTER C, MA 1010185F1 402 GIRDER 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Sat Oct 30 11:38:04 2010 Page 1 I D: yViUIdUPgXPwUkG95113gNyONkR- 4MdXJ8gtlel0Eom _gKV2p2K4UHKvDhR_yvwZDuyONiv 3x6 I I I 1-6-2 3x6 I I 1-6-6 3x6 I I 1 2 3 Scale = 1:9.4 11 11 �t1 0 W1 W1 2 W w1 W1 Y ♦� ��• . 4 3x6 = 3x6 = 3 -6 -8 I I 3 -6 -8 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "*** 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.16 Vert(TL) -0.03 4 -5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2003/TP12002 (Matrix) Weight: 21 lb FT = 20 %F, 11 %E • LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3 -6 -8 oc purlins, BOT CHORD 4 X 2 SPF No.2 except end verticals. WEBS 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 5= 304/0 -3 -8 (min. 0 -1 -8), 4= 304 /Mechanical FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. BOT CHORD 4 -5 =0/254 WEBS 2 -5 =- 311/0, 2- 4= -309/0 NOTES 1) Refer to girder(s) for truss to truss connections. 2) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 4- 5 = -10, 1- 3=- 175(F = -75) Job Truss Truss Type Qty Ply VILLAGE HILL CLUSTER C, MA 1010185F1 401 GIRDER 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Sat Oct 30 11:38:03 2010 Page 1 ID: JG4fVn9XekSzCLYwNWIC6ByONjZ c9395ofF_Kd9cfBoGd .pGrnjmtpl U2QgjFBOhSyONiw 0 -1 -8 H 2 -6-0 1-1-6 1 1-0-0 1 2 2-3-2 01 -8 Shale = 1:45.1 3x6 FP= 3x6 II 3x6 FP= 3x6 H 3x6 H 1.5x3 = 6x8 = 3x6 II 6x8 = 3x6 I I 6x10 = 3x6 I I 6x14 = 3x6 I I 5x6 I I 6x8 = 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 • Ti T2 - T3 T4 0 cc- c 1 4 26 -11 111 lil �i Y rr - Y /i1 11 /�� 111 27 d 24 23 22 13-1-8 1 -1 -6 �1 20 19 18 17 16 4x8 = 3x8 = 4x12 = 2x4 I I 4x4 = 3x6 FP= 5x14 = 4x6 = 4x6 = 2x4 I I 14-6 -6 18 -2 -2 26 -6 -12 14 -6 -6 3 -7 -12 I 8-4 -10 Plate Offsets (X,Y): [8:0- 1- 8,Edge], [12:0- 3- 0,Edge], [13:0- 3- 0,0 -0 -0], [16:Edge,0 -1 -8], [17:0- 1- 8,Edge], [18:0 -1 -8, Edge], [19:0- 6- 12,Edge], [22:0 -1 -8, Edge], [23:0 -3 -0, Edge], [25:Edge,0 -1 -8], [26:0- 1- 8,0 -0 -8], [27:0- 1- 8,0 -0 -8] LOADING (psf) SPACING 2 - - CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.94 Vert(LL) -0.22 22 -23 >784 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.35 23 -24 >490 240 BCLL 0.0 Rep Stress lncr NO WB 0.80 Horz(TL) 0.04 16 n/a n/a BCDL 5.0 Code IBC2003/TP12002 (Matrix) Weight: 138 lb FT = 20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, T4,T3: 4 X 2 SYP 2850F 2.3E except end verticals. BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 4 X 2 SPF No.2 *Except* W3: 4 X 4 DF No.3 REACTIONS (lb /size) 25= 641/0 -3 -8 (min. 0 -1 -8), 21= 1956/0 -3 -8 (min. 0 -1 -8), 16= 590/0 -3 -8 (min. 0 -1 -8) Max Grav25= 690(LC 2), 21= 1956(LC 1), 16= 650(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 2705/0, 3 -4 =- 2705/0, 4 -5 =- 1817/284, 5 -6 =- 1817/284, 6 -7 =- 1817/284, 7- 8=- 1817/284, 8- 9= 0/1526, 9- 10= 0/1526, 10 -11 =- 2110/209, 11 -12 =- 2110/209, 12 -13 =- 2395/0, 13 -14 =- 2395/0 BOT CHORD 24- 25= 0/1810, 23- 24= 0/2579, 22 -23 =- 1526/0, 21- 22=- 1526/0, 20- 21=- 1133/0, 19- 20=- 1133/0, 18- 19= 0/2395, 17- 18= 0/2395, 16- 17= 0/1670 WEBS 2 -25 =- 1886/0, 2 -24= 0/938, 3-24=-271/0, 4 -24= 0/291, 4 -23 =- 962/0, 5 -23 =- 464/0, 8- 23= 0/2850, 10- 19= 0/2574, 10 -21 =- 1289/431, 9 -21 =- 1338/0, 14 -16 =- 1739/0, 14 -17 =- 40/769, 11 -19 =- 629/0,12 -19= -866/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 305 lb down at 18 -2 -2 on top chord. The design /selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 16- 25 = -10, 1 -15= -100 Concentrated Loads (Ib) Vert: 11=- 305(F) I Job truss Truss Type Qty Ply VILLAGE HILL CLUSTER C, MA 1010185F1 013 FLOOR - 5 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industnes, Inc. Tue Nov 02 21:07:27 2010 Page 1 ID: fo69nKKpl3hJGujtdTUruAyOOHV- foxoNTMPLPSe2rEbOINOh71 d_hhm9ZwSgu3XGdyNG56 0-4 -0 I 2 - - 1 - - 0-4 -0 Scale = 1:14.0 6x8 = 3x6 I I 3x6 I 6x8 = 1 2 31x3 I I 4153 H 5 6 - T2 - T1 . T1 T1 — — T1 O ' tN' I ,r W. T y r 0 1 - 01 11 3x4 = 1x3 II 10 9 8 7 1x3 I I 3x4 = 0 - 0 6 - 10 - 0 7 - 2 - 0 1 0-40 1 6-6-0 1 040 1 Plate Offsets (X,Y): [1:0- 1- 8,Edge], [6:0- 1- 8,Edge], [8:0- 1- 8,Edge], [9:0 LOADING (psf) SPACING 2 - - CSI DEFL in (loc) I /dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.51 Vert(LL) -0.03 9 -10 >999 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.04 9 -10 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.15 Horz(TL) -0.01 6 n/a n/a BCDL 5.0 Code IBC2003/TP12002 (Matrix) Weight: 33 lb FT = 20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, BOT CHORD 4 X 2 SPF No.2 except end verticals. WEBS 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 1= 351/0 -3 -8 (min. 0 -1 -8), 6= 351/0 -3 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 496/0, 2 -3 =- 495/0, 3 -4 =- 496/0, 4 -5 =- 495/0, 5 -6= -496/0 BOT CHORD 8 -9 =0/496 WEBS 6- 8= 0/536, 1 -9 =0/536 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard Job fruss Truss Type Qty Ply VILLAGE HILL CLUSTER C, MA 1010185F1 012 FLOOR 2 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Sat Oct 30 11:38:01 2010 Page 1 ID:UuJFLT5GdoK3bMIdWoGj IYyONrO- gnxOh6d_SjNRNL1 P9CyLBQiNA48F09gXGxivcZyINiy 0 -1 -8 H I 2 -6 -0 I 1 -1 -6 0 -11 -8 Scale = 1:30.6 3x6 II 3x6 FP= 1.5x3 = 6x8 = 3x6 II 6x8 = 3x6 3x6 FP= 6x10 = 3x6 II 6x8 = 3x6 I I 1 2 3 4 5 6 7 8 9 10 11 _ l id �i II r d c U ! r.n� 0.11 . . �� a 1 3 -1-8 I 1 - - 17 16 15 14 wa 12 4x8 = 3x8 = 3x6 FP= 4x12 = 2x4 II 3x4 = 4x6 = 14 -6-6 18 -2 -14 I t4 -6 -6 I 3 -8 -8 I Plate Offsets (X,Y): [8:0- 1- 8,Edge], [12:Edge,0 -1 -8], [14:0- 1- 8,Edge], [15:0- 3- S,Edge], [18:Edge,0 -1 -8], [19:0- 1- 8,0 -0 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.94 Vert(LL) -0.24 14 -15 >711 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.37 15 -17 >461 240 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.04 13 n/a n/a BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight: 88 lb FT = 20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc purlins, T3,T4: 4 X 2 SPF 2100F 1.8E except end verticals. BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 4 X 2 SPF No.2 *Except* W3: 4 X 4 OF No.3 REACTIONS (lb /size) 18= 696/0 -3 -8 (min. 0 -1 -8), 12 =- 108 /Mechanical, 13= 1384/0 -3 -8 (min. 0 -1 -8) Max Upliftl2=- 243(LC 2) Max Gray 18= 700(LC 2), 12= 105(LC 3), 13= 1384(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 2766/0, 3 -4 =- 2766/0, 4 -5 =- 2766/0, 5 -6 =- 1958/0, 6 -7 =- 1958/0, 7 -8 =- 1958/0, 8- 9= 0/649, 9 -10 =0/649 BOT CHORD 17- 18= 0/1841, 16- 17= 0/2663, 15- 16= 0/2663, 14- 15=- 649/0, 13 -14 =- 649/0, 12- 13= -884/0 WEBS 2 -18 =- 1918/0, 2 -17= 0/971, 3 -17 =- 274/0, 5 -15 =- 752/0, 6 -15 =- 471/0, 8 -15= 0/2680, 10 -12= 0/925, 10 -13 =- 228/371, 9 -13 =- 1220/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 243 lb uplift at joint 12. 4) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job I MSS I fuss Type Qty Ply VILLAGE HILL CLUSTER C, MA 1010185F1 011 FLOOR 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Sat Oct 30 11:38:00 2010 Page 1 ID: XkkWwgBhfRPOlfavmEBHZyONzh- CaNOTmcMhPFaIBSDbVR6eC9CzgpuHiJ01 HyL47yONiz 0 -1 -8 H I 2 -6 -0 1 -1-6 1 -3 -0 Scale = 1:31.1 3x6 II 3x6 FP= 3x6 FP= 1.5x3 = 6x8 = 3x6 I I 6x8 = 3x6 I I 6x10 = 3x6 II 6x8 = 3x6 I I 1 2 3 T 4 5 6 7 8 9 T4 10 11 9A ill L_ 1 / ■ �■ ■ i 4 Ir �� �� %i yi. i� 13-1-8 16 is 1� 1 - - ■ 1/ 4x8 = 3x8 = 3x6 FP= 4x12 = 2x4 I I 3x4 = 4x6 = 14-6 -6 18-6 -6 14-6 -6 I 4 - - Plate Offsets (X,Y): [8:0 1 - 8,Edge], [12:Edge,0 - - 8], [14:0-1-8,Edqe], [15:0- 3- 4,Edge], [18:Edqe,0-1-8], [19:0- 1- 8,0 -0 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.91 Vert(LL) -0.25 14 -15 >680 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.39 14 -15 >444 240 BCLL 0.0 Rep Stress Incr YES WB 0.76 HOrz(TL) 0.04 13 n/a n/a BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight: 89 lb FT = 20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc purlins, T4,T3: 4 X 2 SPF 2100F 1.8E except end verticals. BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 4 X 2 SPF No.2 *Except* W3: 4 X 4 DF No.3 REACTIONS (lb /size) 18= 697/0 -3 -8 (min. 0 -1 -8), 12 =- 67/0 -3 -8 (min. 0 -1 -8), 13= 1375/0 -3 -8 (min. 0 -1 -8) Max Upliftl2 =- 212(LC 2) Max Grav18 =701(LC 2), 12 =126(LC 3), 13 =1375(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 2774/0, 3 -4 =- 2774/0, 4 -5 =- 2774/0, 5 -6 =- 1979/0, 6 -7 =- 1979/0, 7 -8 =- 1979/0, 8 -9= 0/661, 9 -10 =0/661 BOT CHORD 17- 18= 0/1844, 16- 17= 0/2674, 15- 16= 0/2674, 14 -15 =- 661/0, 13 -14 =- 661/0, 12- 13= -812/0 WEBS 2 -18 =- 1921/0, 2 -17= 0/975, 3 -17 =- 275/0, 5 -15 =- 743/0, 6 -15 =- 478/0, 8 -15= 0/2707, 10- 12=- 0/850, 10 -13 =- 293/258, 9 -13 =- 1124/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 12. 3) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply VILLAGE HILL CLUSTER C, MA 1010185F1 010 FLOOR 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Sat Oct 30 11:37:58 2010 Page 1 ID:pevJG_vc3o27tJV W M6dyMnyOO? z GCGG25b6Ao_ sWtIgT4PeZn4sMs7Xpot5ZzTFoEyONj? 0 - 1 - 8 HI 2 -6 -0 I t -1 -6 1 1 1 -2 -8 Q�I 0 - - SCale = 1:45.1 3x6 FP= 3x6 II 3x6 FP= 3x6 II 3x6 II 1.5x3 = 6x8 = 3x6 I I 6x8 = 3x6 II 6x10 = 3x6 II 6x8 = 3x6 H 5x6 II 6x8 = 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 t o c 26.,41=_ III li� %1 Y Y ■ .1 11 / . I•-t1 27 Id II M. 11111111111 M I • 1111 IIIIIIIIIIII 1111 011 F11 CI •1 20 19 18 17 16 4x8 = 3x8 = 4x12 = 2x4 H 3x4 = 3x6 FP= 3x10 = 4x4 = 4x6 = 2x4 I I 1 14 - 18 - - 1✓ -6 -6 26 -6 -12 i 14 -6 -6 3 -7 -12 0-4-4 8 -0 -6 Plate Offsets (X,Y): [8:0- 1- 8,Edge], [12:0- 3- 0,Edge], [13:0- 3- 0,0 -0 -0], [16:Edge,0 -1 -8], [17:0- 1- 8,Edge], [1 8:0-1-8,Edge], [22:0- 1- 8,Edge], [23:0- 3- 8,Edge], [25:Edge,0 -1 -8], [26:0-1-8,0-0-81, [27:0-1-8,0-0-8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.92 Vert(LL) -0.25 22 -23 >686 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.38 22 -23 >446 240 BCLL 0.0 Rep Stress lncr YES WB 0.76 Horz(TL) 0.04 16 n/a n/a BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight: 128 lb FT = 20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc purlins, T4,T3: 4 X 2 SPF 2100F 1.8E except end verticals. BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 4 X 2 SPF No.2 *Except* W3: 4 X 4 DF No.3 REACTIONS All bearings 0 - 3 - 8. (Ib) - Max Gray All reactions 250 lb or less at joint(s) except 19= 745(LC 3), 25= 698(LC 4), 21= 1345(LC 2), 16= 377(LC 7) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 2753/0, 3 -4 =- 2753/0, 4 -5 =- 1928/0, 5 -6 =- 1928/0, 6 -7 =- 1928/0, 7 -8 =- 1928/0, 8- 9= 0/699, 9- 10= 0/699, 10- 11= 0/549, 11- 12= 0/549, 12 -13 =- 685/0, 13- 14= -685/0 BOT CHORD 24- 25= 0/1834, 23- 24= 0/2651, 22 -23 =- 699/0, 21 -22 =- 699/0, 20- 21=- 1087/0, 19- 20=- 1087/0, 18- 19= 0/685, 17- 18= 0/685, 16 -17 =0/820 WEBS 11 -19 =- 339/0, 2 -25 =- 1911/0, 2 -24= 0/964, 3 -24 =- 272/0, 4 -23 =- 772/0, 5 -23 =- 467/0, 8- 23= 0/2696, 10 -19 =- 251/620, 10 -21 =- 199/530, 9- 21=- 1152/0, 14 -16 =- 850/0, 12 -19 =- 1289/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 cc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job truss T/ Type Qty Ply VILLAGE HILL CLUSTER C, MA 1010185F1 009 FLOOR 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Tue Nov 02 21:06:28 2010 Page 1 ID:OEZUGJ7ju 1 nYUOtGfU8Olty00Du- uRsV ?IeOEG 10TnDFRspYoh5RkvUGmPm5DHxhYyNG61 0 -9-0 I II 2 -6-0 I 11 -11 -10 11 -1 -6 1 1 1 -0 -0 1 q S 1e = 1:45.1 3x10 = 2x4 I I 1.5x3 I I 2x4 II 3x6 = 2x4 II 3x6 FP= 3x10 = 2x4 H 3x6 = 2x4 I I 12x12 1 2 3 4 5 6 7 8 9 ,,,,,•-,„....._......_ 10 11 T9 12 13 14 15 I` P- r 13 -2 -10 t 1 -1 -6 C� d 25 24 23 22 2t 0 19 18 17 16 12x12 = 6x14 = 6x10 = 3x6 FP= 6x8 = 6x8 = 3x6 FP= 6x10 = 6x14 = 0-9-10 7 -8 11 -3 -0 I 23 -9 - -0 I 2-7-8 b-9 -0 Plate Offsets (X,Y): [8:0- 1- 8,Edge], [15:0- 1- 8,Edge], [20:0-3-8,Edqe], [21:0- 1- 8,Edge], [25:0-1-8,Edqe] LOADING (psf) SPACING 2 - - CSI DEFL in (loc) I /defl L/d PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.97 Vert(LL) -0.25 21 -23 >648 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.40 21 -23 >405 240 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) -0.03 15 n/a n/a BCDL 5.0 Code IBC2003/TP12002 (Matrix) Weight: 136 lb FT = 20 %F, 11%E LUMBER BRACING TOP CHORD 4 X 2 SPF 2400F 2.0E *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. T3: 4 X 2 SYP 2850F 2.3E BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. BOT CHORD 4 X 2 SPF 2100F 1.8E WEBS 4 X 2 SPF No.2 *Except* W6: 4 X 4 DF No.3 REACTIONS (lb /size) 1= 642/0 -8 -8 (min. 0 -1 -8), 15= 500/0 -8 -8 (min. 0 -1 -8), 20= 1622/0 -3 -8 (min. 0 -1 -8) Max Gray 1= 682(LC 2), 15= 548(LC 5), 20= 1622(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 1818/0, 2 -3 =- 1817/0, 3 -4 =- 1818/0, 4 -5 =- 2541/0, 5 -6 =- 2541/0, 6 -7= 0/1079, 7- 8= 0/1079, 8- 9= 0/1079, 9- 10= 0/1079, 10 -11 =- 1216/275, 11 -12 =- 1216/275, 12 -13 =- 1414/0, 13 -14 =- 1413/0, 14 -15 =- 1414/0 BOT CHORD 23- 24= 0/2567, 22 -23 =- 251/1446, 21 -22 =- 251/1446, 20 -21 =- 1079/0, 19 -20 =- 713/0, 18- 19=- 713/0, 17- 18= 0/1685 WEBS 1- 24= 0/1880, 15 17= 0/1462, 4 - 24= 786/0, 12 -17 =- 286/192, 12 -18 =- 664/0, 11 -18 =- 295/0, 6- 23= 0/1284, 10- 18= 0/1467, 6 -21 =- 2183/0, 10 -20 =- 928/306, 8- 21= 0/438, 9 -20= -875/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard Job Truss Tru ype Qty Ply VILLAGE HILL CLUSTER C, MA 1010185F1 008 FLOOR 11 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Sat Oct 30 11:37:54 2010 Page 1 ID:a4CD ?G2yJB 1 OITQ7J D 1 cVcyOOE_- NQOIDjYb6ZUR1 G ?3FEKi PxvA2Fket ?7WfLV1 tTytNj3 0 -1 -8 N 2 -6 -0 1 -1 -6 1 -6 -6 I 0 -1 -8 SC2le = 1:45.1 2x4 II 3x6 FP= 2x4 II 1.5x3 = 3x8 = 2x4 I I 3x6 = 2x4 II 4x10 = 4x8 = 2x4 I I 3x6 = 2x4 I I 3x6 = 1.5x3 = 1 2 Ti 3 4 5 6 7 8 9 10 2 11 12 13 \ i / \ i ii El i 1 1 a 23 � ' � 1 �" -�� \! 1 24 0 el 0 0 2 21 13-1 -8 20 19 1 116 7 16 15 14 4x6 = 3x8 = 4x12 = 2x4 II 1.5x3 II 4x8 = 3x8 = 4x6 = 3x6 FP= 14 -6 -6 26 -6 -12 14 -6 -6 12 -0 -6 Plate Offsets (X,Y): [7:0 1 - 8,Edge], [8:0- 3- 8,Edge], [13:0- 1- 8,Edge], [14:Edge,0 -1 -8), [18:0 -1 -8, Edge], [20:0- 3- 8,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.94 Vert(LL) -0.26 18 -20 >658 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.86 Vert(TL) -0.40 18 -20 >427 240 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.03 14 n/a n/a BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight: 113 lb FT = 20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SYP 2850E 2.3E *Except* TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc purlins, T1: 4 X 2 SPF 2100F 1.8E except end verticals. BOT CHORD 4 X 2 SYP 2850F 2.3E BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 4 X 2 SPF No.2 *Except* W3: 4 X 4 DF No.3 REACTIONS (lb /size) 22= 663/0 -3 -8 (min. 0-1-8), 14= 521/0 -3 -8 (min. 0 -1 -8), 17= 1698/0 -3 -8 (min. 0 -1 -8) Max Grav22= 704(LC 2), 14= 572(LC 5), 17= 1698(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 2575/0, 3 -4 =- 2575/0, 4 -5 =- 1853/85, 5 -6 =- 1853/85, 6 -7 =- 1853/85, 7 -8= 0/1118, 8- 9=- 157/811,9 -10 =- 157/811, 10 -11 =- 1807/0, 11 -12 =- 1807/0 BOT CHORD 21- 22= 0/1733, 20- 21= 0/2545, 19- 20=- 1118/0, 18- 19=- 1118/0, 17- 18=- 1118/0, 16 -17 =- 1118/0, 15 -16 =- 204/1385, 14 -15= 0/1347 WEBS 2 -22 =- 1819/0, 3 -21 =- 253/0, 4 -20 =- 852/0, 5 -20 =- 403/0, 8 -16 =- 341/1205, 7 -18 =- 511/0, 12 -14 =- 1412/0, 2- 21= 0/889, 10- 15= 0/606, 12 -15 =- 24/487, 10 -16 =- 1540/0, 8- 17=- 1062/0, 7- 20= 0/2637 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job Truss TrussType Qty Ply VILLAGE HILL CLUSTER C, MA 1010185F1 007 FLOOR 5 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Tue Nov 02 21:04:55 2010 Page 1 ID: fo69nKKpl3hJGujtdTUruAyOOHV 6YIKUV W38iJDpUcNUgekX3khFQpKYqu4jFFWwRyNG7U 0 - 0 2 -3 -0 0 -6 -0 0 -4 -0 I Scale: 1 " =1' 6x8 = 3x6 11 3x6 II 6x8 = 1 2 3 1x3 11 4 1x3 11 5 6 T2 - "Wt , 2 W1 m Y a - 81 — 3x4 = 1x3 I I 10 9 8 7 1x3 11 3x4 = 0-4 -0 I 5 -10 -0 6-2-0 0-4 -0 5-6 -0 0 -4 -0 Plate Offsets (X,Y): [1:0- 1- 8,Edge], [6:0-1-8,Edqe], [8:0- 1- 8,Edge], [9:0- 1- 8,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.39 Vert(LL) -0.01 9 -10 >999 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.02 9 -10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) -0.01 6 n/a n/a BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight: 30 lb FT = 20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, BOT CHORD 4 X 2 SPF No.2 except end verticals. WEBS 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 1= 296/0 -3 -8 (min. 0 -1 -8), 6= 296/0 -3 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 367/0, 2 -3 =- 365/0, 3 -4 =- 367/0, 4 -5 =- 365/0, 5 -6= -367/0 BOT CHORD 8 -9 =0/367 WEBS 1- 9= 0/403, 6 -8 =0/403 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard Job Truss I russ Type Qty Ply VILLAGE HILL CLUSTER C, MA 1010185F1 006 FLOOR 2 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Tue Nov 02 21:04:30 2010 Page 1 I D:z9yoAD ugAovcBFOI ?gOFN HyOO Lx - LI ku EyD N009mJ eCZW4ht0oCH2L69BS KOzsh hYOyN G7t 0 - 9 - 0 p 4 I 11 2-6-0 7 I 2 -5 -2 1 1 -0 -0 { 0 - H 8 Scale = 1:39.4 3x6 I I 10x10 = 3x6 FP= 2x4 II 2x4 H 4x4 =2x4 I I 3x6 = 3x4 H 4x4 = 4x4 = 2x4 11 3x4 = 1.5x3 = 1 2 3 T2 4 5 6 7 8 9 T O 11 12 13 ► p ' "� /.i . I ii ��J ice\ /" ! 24 9 5: 1 11 ►_.11��� 1�����I�i111 v d. 23 22 21 2 q4 - 7 - 14 19 181 - 0 - 017 16 15 14 2x4 11 3x8 = 2x4 I 1 4x4 = 3x8 = 2x4 I I 2x4 H 3x6 = 4x6 = 3x6 FP= I O -9 -0 3-4 -8 I 11 -11 -12 I 23 -7 -14 0 - 2 - 7 - 8 8 - 7 - 4 11 - 8 - 2 Plate Offsets (X,Y): [1:0- 1- 8,Edge], [4:0- 1- 8,Edge], [5:0- 1- 8,0 -0 -0], [9:0- 1- 8,Edge], [10:0- 1- 8,Edge], [13:0 1 - 8,Edge], [14:Edge,0 - - 8], [17:0 1 - 8,0 - - 0], [18:0 1 - 8,Edge], [20:0-1-8,Edqe], [21:0- 1- 8,Edge] LOADING (psf) SPACING 2 - - CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.93 Vert(LL) -0.15 15 -17 >897 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.23 15 -17 >608 240 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 14 n/a n/a BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight: 95 lb FT = 20%F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc purlins, BOT CHORD 4 X 2 SPF No.2 except end verticals. WEBS 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. REACTIONS (lb /size) 14= 552/0 -3 -8 (min. 0-1-8), 19= 1407/0 -3 -8 (min. 0 -1 -8), 1= 534/0 -8 -8 (min. 0 -1 -8) Max Grav14 =590(LC 3), 19 =1407(LC 1), 1 =551(LC 2) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 960/0, 2 -3 =- 958/0, 3 -4 =- 960/0, 4 -5 =- 1151/0, 5 -6 =- 1151/0, 6 -7 =- 1151/0, 7- 8= 0/700, 8- 9= 0/699, 9 -10 =- 956/93, 10 -11 =- 1429/0, 11 -12 =- 1429/0 BOT CHORD 21- 22= 0/1151, 20 -21 =0/1151, 19 -20 =- 13/615, 18 -19 =- 93/956, 17 -18 =- 93/956, 16 -17 =- 93/956, 15 -16 =- 93/956, 14 -15= 0/1017 WEBS 1 -22= 0/1038, 7 -19 =- 1310/0, 3 -22 =- 293/0, 7 -20= 0/649, 4 -22 =- 270/43, 12- 14=- 1114/0, 12- 15= 0/455, 11 -15 =- 330/0, 10- 15= 0/684, 9- 19=- 1527/0, 9- 18= 0/266, 8- 19= -259/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/1"P' 1. 3) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard ' Job Truss Truss Type Qty Ply VILLAGE HILL CLUSTER C, MA 1010185F1 005 FLOOR 2 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Sat Oct 30 11:37:51 2010 Page 1 ID:zuQMcPh0Bal1 fdD 1 VIbFBhyOOMC- zsLcaiWjpe6sAoGUZ6m ?nJHiE2j6gIP3yN HNH8yONj6 2-5-6 I I 1 -0 -0 I 2 -6 -0 01 Scale = 1:19.6 3x3 H 3x4 = 1x3 H 3x4 = 1x3 H 1 2 3 3x4 = 4 5 61x3 = T1 M. • iJ iiiiii 12 Y =ran i Ill..., alpule liross 9 / 1 2 -9 -14 1 0 ,� 1 0 9x3 7 1 3x6 = -/ 3x6 = 3x6 = 11 -9 -14 11 -9 -14 Plate Offsets (X,Y): [2:0- 1- 8,Edge], [3:0 1 - 8,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.72 Vert(LL) -0.15 8 -9 >929 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.21 8 -9 >648 240 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.03 7 n/a n/a BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight: 48 lb FT = 20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, BOT CHORD 4 X 2 SPF No.2 except end verticals. WEBS 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (lb /size) 11= 636/0 -3 -8 (min. 0 -1 -8), 7= 630/0 -3 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 1235/0, 3 -4 =- 1595/0, 4- 5=- 1595/0 BOT CHORD 10- 11= 0/1235, 9- 10= 0/1235, 8- 9= 0/1235, 7- 8= 0/1103 WEBS 5 -7 =- 1209/0, 5 -8= 0/544, 4 -8 =- 318/0, 3 -8 =- 23/491, 2 -11 =- 1359/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss I fuss Type Qty Ply VILLAGE HILL CLUSTER C, MA 1010185F1 004 FLOOR 2 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Sat Oct 30 11:37:50 2010 Page 1 ID: W bbrN6BA4oysYgCztscZAGyOOev - VfnEN M V52L_ ?Zfh IOOFmE5I W UeNvxlvwkjxgkiyONj7 I 2 l 1 - 8 - 8 I f - n 2 - 5 - 2 1 - 0 - 0 0 } 1 - 8 Scale = 1:32.8 2x4 I I 2x4 3x4 II 3x4 = 2x4 II 4x4 = 3x4 II 4x4 = 4x4 = 3x6 FP= 3x4 = 1.5x3 = 1 2 3 4 T1 5 6 7 22 8 9 T 10 11 11 �� i 1. '_ iI I � �' 21 Ili 1� 11 min ■t ►l r1 9 19 1186 -2 17 11 1 -0-014 13 �� 4x6 = 4x4 = 3x6 FP= 3x8 = 2x4 I I 2x4 11 3x6 = 4x6 = 2x4 11 7 -10 -0 19 -6 -2 7 -10-0 11 -8 -2 l Plate Offsets (X,Y): [1:Edge,0 -1 -8], [3:0- 1- 8,Edge], [4:0- 1- 8,Edge], [6:0- 1- 8,Edge], [7:0- 1- 8,Edge], [11:0- 1- 8,Edge], [12:Edge,0 -1 -8], [14:0 1 - 8,0 - - 0], [1 5:0 [18:0- 1- 8,0 -0 -0], [19:0- 1- 8,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.78 Vert(LL) -0.15 13 -14 >918 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.22 13 -14 >631 240 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2003/TP12002 (Matrix) Weight: 79 lb FT = 20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, BOT CHORD 4 X 2 SPF No.2 except end verticals. WEBS 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (lb /size) 20= 364/0 -3 -8 (min. 0 -1 -8), 16= 1159/0 -3 -8 (min. 0 -1 -8), 12= 589/0 -3 -8 (min. 0 -1 -8) Max Grav20= 390(LC 2), 16= 1159(LC 1), 12= 602(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 536/0, 3 -4 =- 536/0, 4 -5= 0/356, 5 -6= 0/355, 6 -7 =- 1037/0, 7 -22 =- 1476/0, 8- 22=- 1476/0, 8- 9=- 1476/0, 9- 10=- 1476/0 BOT CHORD 19- 20= 0/576, 18- 19= 0/536, 17- 18= 0/536, 16- 17= 0/536, 15- 16= 0/1037, 14- 15= 0/1037, 13- 14= 0/1037, 12- 13= 0/1042 WEBS 5 -16 =- 264/0, 2 -20 =- 634/0, 4 -16 =- 867/0, 10 -12 =- 1141/0, 10- 13= 0/480, 9 -13 =- 322/0, 7- 13= 0/570, 6 -16 =- 1442/0, 6 -15 =0/256 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard ' Job fr ess TrurType Qty Ply VILLAGE HILL CLUSTER C, MA 1010185F1 003 FLOOR 2 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Tue Nov 02 21:00:47 2010 Page 1 ID:iN2snJnD 1 fzfGaoq ?iZztlyOOkc- NrmaRiW VXV3P3Nf jylBaUmT9kS_eRWjahfAODpyNGBM 0 -9 -0 I H 2 -6 -0 I 0 -9 -6 11 1 -0 -0 II 1 -11 -10 0 -9 -0L Scale - 1:39.4 5x6 = 10x10 = 10x10 = 3x8 FP= 5x6 = 2x4 I I 3x10 = 2x4 I I 3x4 = 2x4 I I 2x4 I I 4x8 = 2x4 I I 5x6 = 1 2 3 4 5 6 7 8 9 10 1 12 13 14 .....J ■ III % r L S O 14 - 7 - 14 i 1 - 0 - 0 I 23 22 21 20 19 18 17 16 15 2x4 II 4x12 = 3x12 = 5x6 = 2x4 II 4x6 = 4x12 = 2x4 II 3x10 MT18H FP= 1 0 -9 -0 23-0-0 ?3 - - 0 -9-0 22 -3 -0 0 -9 -0 Plate Offsets (X,Y): [1:0- 1- 8,Edge], [9:0- 1- 8,Edge], [10:0- 1- 8,0 -0 -0], [13:0- 3- 0,Edge], [14:0- 1- 8,Edge], [15:0- 1- 8,Edge], [16:0- 3- 4,Edge], [17:0- 1- 8,Edge], [18:0- 1- 8,Edge], [22:0- 4- 12,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.97 Vert(LL) -0.55 19 -20 >486 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.92 Vert(TL) -0.87 19 -20 >304 240 MT18H 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) -0.13 14 n/a n/a BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight: 97 lb FT = 20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. T2,T3: 4 X 2 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: BOT CHORD 4 X 2 SPF 2400F 2.0E *Except* 2 -2 -0 oc bracing: 18- 19,17 -18. B1: 4 X 2 SPF 1650F 1.5E WEBS 4 X 2 SPF No.2 REACTIONS (lb /size) 1= 1217/0 -8 -8 (min. 0 -1 -8), 14= 1217/0 -8 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 2423/0, 2 -3 =- 2421/0, 3 -4 =- 2423/0, 4 -5 =- 5115/0, 5 -6 =- 5115/0, 6 -7 =- 5464/0, 7 -8 =- 5464/0, 8- 9=- 5464/0, 9 -10 =- 5023/0, 10 -11 =- 5023/0, 11- 12=- 2409/0, 12 -13 =- 2407/0, 13 -14 =- 2409/0 BOT CHORD 21- 22= 0/4007, 20- 21= 0/4007, 19- 20= 0/5564, 18- 19= 0/5023, 17- 18= 0/5023, 16- 17= 0/4006 WEBS 1 -22= 0/2621, 4 -22 =- 1751/0, 4 -20= 0/1225, 5 -20 =- 261/0, 6 -20 =- 497/0, 6 -19 =- 322/274, 8-19=-387/0, 14-16=0/2606, 11-16=-1766/0, 11-17=0/1265, 10-17=-381/0, 9-19=-60/970, 9- 18= -446/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard 0 ' Job ruse T russ Type Qty Ply VILLAGE HILL CLUSTER C, MA 1010185F1 002 FLOOR 8 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Tue Nov 02 21:03:04 2010 Page 1 ID: cRjo6_ Wsdixzs59wA? jexMy00oq- sCYNBYARHbKz ?Qd2U09jXfefVgnl l S_kBTs8XNyNG9D 0-4-0 H 2 -6 -0 1 1 -3 -14 II 1 -0 -0 0 -1 -8 Stile = 1:39.6 5x6 = 10x10 = 3x8 FP= 2x4 I I 2x4 II 4x8 = 2x4 II 3x4 = 2x4 H 4x4 = 4x4 = 2x4 II 4x12 = 1.5x3 = 1 2 3 4 T 5 6 7 8 9 10 T9 11 12 13 11 it Y It II :� r1��' '' - 1 � \ I I -I- ��1 23 9 i i Ali � •_i .ev \ afell 14 -9-6 1 1 -0 -0 1 u 22 21 20 19 18 17 16 15 14 2x4 I I 5x12 = 4x10 = 3x12 MT18H FP= 4x6 = 2x4 I I 2x4 I I 5x12 = 4x8 = 2x4 SP= 0 23-9 -6 I 0-4 -0 23 -5 -6 Plate Offsets (X,Y): [1:0- 1- 8,Edge], [9:0- 1- 8,Edge], [10:0- 1- 8,Edge], [13:0- 1- 8,Edge], [14:Edge,0 -1 -81, [16:0- 1- 8,Edge], [17:0- 1- 8,Edge], [21:0- 5- 0,Edge] LOADING (psf) SPACING 2 - - CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.69 Vert(LL) -0.56 18 >502 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.88 18 -20 >317 240 MT18H 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) -0.01 14 n/a n/a BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight: 99 lb FT = 20 %F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF 1650F 1.5E *Except' TOP CHORD Structural wood sheathing directly applied or 4 -11 -2 oc purlins, T2: 4 X 2 SPF 2400F 2.0E, T3: 4 X 2 SPF 2100F 1.8E except end verticals. BOT CHORD 4 X 2 SYP 2850F 2.3E *Except* BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. B1: 4 X 2 SPF 2400F 2.0E WEBS 4 X 2 SPF No.2 REACTIONS (lb /size) 14= 1273/0 -3 -8 (min. 0-1-8), 1= 1279/0 -3 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 2560/0, 2 -3 =- 2558/0, 3 -4 =- 2560/0, 4 -5 =- 5515/0, 5 -6 =- 5515/0, 6 -7 =- 6134/0, 7 -8 =- 6134/0, 8 -9 =- 6134/0, 9 -10 =- 5635/0, 10 -11 =- 4287/0, 11 -12 =- 4287/0 BOT CHORD 20- 21= 0/4272, 19- 20= 0/6093, 18- 19= 0/6093, 17- 18= 0/5635, 16- 17= 0/5635, 15- 16= 0/5635, 14- 15=0/2492 WEBS 12 -14 =- 2738/0, 12- 15= 0/1984, 11- 15=- 260/12, 10 -15 =- 1565/0, 10 -16 =- 16/312, 1 -21= 0/2769, 4 -21 =- 1893/0, 4 -20= 0/1374, 5 -20 =- 264/0, 6 -20 =- 639/0, 6 -18 =- 188/341, 8 -18 =- 336/0, 9 -17 =- 375/32, 9 -18 =- 123/918 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) The Fabrication Tolerance at joint 19 = 11% 4) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/1"P! 1. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Ameimmemmummumummiriminir • Job ' Truss Truss Type Qty Ply VILLAGE HILL CLUSTER C, MA 1010185F1 001 FLOOR 18 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Tue Nov 02 21:02:01 2010 Page 1 ID:v_61 t13Pg8joKEmk35ryMnyOP83- C4EZz ?Pv6EOvxIJx1I WxUNXtGHGVn_hTiA5lgXyNGAC 0 -9 -0 2 -6 -0 0-9-6 1 1 -0-0 0-1-8 Scale = 1:39.4 5x6 = 10x10 = 3x8 FP= 4x4 = 2x4 II 2x4 I I 4x8 = 2x4 H 3x4 = 2x4 H 4x4 = 2x4 I I 4x12 = 1.5x3 = 1 2 3 -T2 5 6 7 8 9 10 T3 11 12 13 B dt i. � ■��IJ i I� ■ �� I ' ` I' „ I -1! � 11 23 q ■ 14 -7 -14 1 1 -0-0 i v 22 21 20 19 18 17 16 15 14 2x4 II 4x12 = 4x10 = 5x6 = 2x4 II 2x4 II 4x12 = 4x8 = 3x12 MT18H FP= 1 p -9 -0 23 -7 -14 0.9 -0 22 -10 -14 Plate Offsets (X,Y): [1:0- 1- 8,Edge], [9:0- 1- 8,Edge], [10:0- 1- 8,Edge], [13:0- 1- 8,Edge], [14:Edge,0 -1 -8], [17:0- 1- 8,0 -0 -0], [18:0- 1- 8,Edge], [21:0- 4- 8,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.54 19 -20 >505 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.89 Vert(TL) -0.86 19 -20 >315 240 MT18H 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.01 14 n/a n/a BCDL 5.0 Code IBC2003/TP12002 (Matrix) Weight: 94 lb FT = 20 %F, 11%E LUMBER BRACING TOP CHORD 4 X 2 SPF 2100F 1.8E *Except* TOP CHORD Structural wood sheathing directly applied or 5 -3 -13 oc purlins, T1: 4 X 2 SPF 1650F 1.5E except end verticals. BOT CHORD 4 X 2 SPF 2100F 1.8E *Except* BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. 81: 4 X 2 SPF 2400F 2.0E WEBS 4 X 2 SPF No.2 REACTIONS (Ib /size) 14= 1243/0 -3 -8 (min. 0 -1 -8), 1= 1250/0 -8 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 2493/0, 2 -3 =- 2492/0, 34=- 2493/0, 4 -5 =- 5324/0, 5 -6 =- 5324/0, 6 -7 =- 5812/0, 7 -8 =- 5812/0, 8- 9=- 5812/0, 9 -10 =- 5416/0, 10 -11 =- 4168/0, 11- 12=- 4168/0 BOT CHORD 20- 21= 0/4146, 19- 20= 0/5839, 18- 19= 0/5416, 17- 18= 0/5416, 16- 17= 0/5416, 15- 16= 0/5416, 14 -15= 0/2428 WEBS 12- 14=- 2668/0, 12- 15= 0/1923, 11 -15 =- 263/6, 10 -15 =- 1457/0, 10 -17 =- 23/265, 1 -21= 0/2697, 4 -21 =- 1827/0, 4 -20= 0/1303, 5 -20 =- 262/0, 6 -20 =- 570/0, 6 -19 =- 272/331, 8 -19 =- 397/0, 9 -18 =- 408/37, 9- 19=- 111/933 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/7P11. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131' X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard CO Q - I -- 1 A _. I y_ _ KU RIDDLE ARCHITECTS IS Aura ST =1EIs A M M S S T 31.4314.]71ST1301011 {1) 0 39 1630 IAVL .115 159 O O Q I • s� r n CO In • 1 I "'"" • � � 1YRIGHTr• BUILDERS -----..--Ln , �I 5 ' w5nvrr<nml- • • � nrl� a.N a _ .. � ym 2:4= " "" ",,...i. . i . iii.._ �... cn Lu 3 i . e m�mo�wulnaeuRas n ... CL O • 3 , ti.. n W _ ce A — VPCaaJ 1 7i co.... S de_ /aa> % e fro°✓ R / FAIRVIEW Townhomes , N V IW¢.FLE to - O ' CUISIERC BASEMENT PIAN 0 . A1 0 N U 0 ' Oct 20 10 10:52a DREW POWERS 4133690100 p.5 Entire House d 1504 23284 6539 296 296 Other equip loads 0 0 Equip. c0D 0.92 RSM 6016 Latent cooling 5500 TOTALS 1504 23284 11516 296 295 BokYlafk values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 8th Ed. ti 1+'- wrightsoft• RrohlSuiee Universal 7.123 RSU10010 2010-0c1 -20 10:26:19 ACCA Proleet4,rup Cale = M.16 Orientation = E Page 2 4. Oct 20 10 10:51a DREW POWERS 4133690100 p.4 POWERS AIR Load Short Form Job: Date: Oct 20, 2010 HUAC Entire House By: Powers Air Phone: 413 - 369.0100• Email: povereair ©oomcast.net Project Information For a.r.✓s✓rsor&se /11 /£ a I .7 Design Information Htg Cig Infiltration Outside db (°F) -5 87 Method Simplified Inside db (°F) 68 75 Construction quality Tight Design TD ( °F) 73 12 Fireplaces 1 (Average) Daily range M Inside humidity ( %) 50 50 Moisture difference (grub) 48 25 HEATING EQUIPMENT COOLING EQUIPMENT Make Make Trade Trade Model Cond GAMA ID Coil ARI ref no. Efficiency 80 AFUE Efficiency 0 SEER Heating input 0 Btuh Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 °F Total cooling 0 Btuh Actual air flow 296 cfm Actual air flow 296 cfm Air flow factor 0.013 cfm /Btuh Air flow factor 0.045 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat Load sensible heat ratio 0.62 ROOM NAME Area Htg load Clg load Htg AVF Cig AVF (ftz) (Btuh) (Btuh) (cfm) (cfm) dne/kitchen 578 7681 3153 98 143 bath 84 875 187 11 8 mbed 144 2480 418 32 19 entry 150 2584 436 33 20 bed 2 168 2730 1186 35 54 bath 2nd flo 96 1980 312 25 14 study 130 2348 389 30 18 bed 3 156 2605 459 33 21 aoWlla& values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 8th Ed. - - -1-H+- wrightsoft' Right-Sudea Universal 7.1.23 RSU10010 2010-Oct-20 10:26:19 ACCNN Prolect4.rup Cate = MJfi Orientation = E Page I ,e + • Oct 20 10 10:51a DREW POWERS 4133690100 p.3 Entire House d 1512 39333 19471 829 829 Other equip loads 0 0 Equip. (g7 0.92 RSM 17913 Latent cooling 1597 TOTALS 1512 39333 4 19510 829 829 BokiMa5e velum Iwo been nan ttoRy overridden Printout certified by ACCA to meet all' requirements of Manual J 8th Ed. !!� *14- wrightsOft- RightSufte® Unreraal 7.1.23 RSU10010 2010.001- 2009:43:28 fA.l..p1 . ..aerslDrewt00cumenis1WrightooIl FNAC\Townhause C night felt. nip Cale = Mda Orientation = N Page 2 r • Oct 20 10 10:51a DREW POWERS 4133690100 p. POWERS AIR '' Load Short Form Job: Date: Oct 20, 2010 Entire I-1VA Powers A HVAC BY: Project Information 7 el\ For: Wright Builders Townhouse C / e c. c - ) • 0 r j t De Information Htg C Infiltration Outside db CF) -5 87 Method Simplified Inside db (°F) 68 75 Construction quality Tight Design TD (°F) 73 12 Fireplaces 0 Daily range - M Inside humidity ( %) 50 50 Moisture difference (gr/Ib) 48 24 HEATING EQUIPMENT COOLING EQUIPMENT Make Make Trade Trade Model Cond GAMA ID Coil ARI ref no. Efficiency 80 AFUE Efficiency 0 SEER Heating input 0 Btuh Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh - Temperature rise 0 °F Total cooling 0 Btuh Actual air flow 829 cfm Actual air flow 829 cfm Air flow factor 0.021 cfm /Btuh Air flow factor 0.043 cfm /Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat Load sensible heat ratio 0.92 ROOM NAME Area Htg load Clg load Htg AVF Clg AVF (ft (Btuh) (Btuh) (cfm) (cfm) dine/kitchen 638 10975 4817 231 205 master 184 5556 3268 117 139 mbath 84 2613 1044 55 44 entry 72 3365 2199 71 94 bed 2 176 5684 2917 120 124 closet 2 42 1683 540 35 23 bath /laundry 105 1950 601 41 26 bed 3 176 6021 3375 127 144 closet 3 35 1486 710 31 30 BdintaUe varwe have been mentally overridden Printout certified by ACCA to meet all requirements of Manual J 8th Ed. .1+,_ wrightsoft° Right-SWIM Untversel 7.1.23 RSU10010 2010-Oct-20 09:43:28 ACC1. ... sets\DrevADocuments\Wrig i an iIVAC\Tovnhouse C right let nip Calc = 14.18 Orientation = N Pape 1 Building Elements Type U -Value Area Joist rim adiabatic 0.049 32.0 Joist band amb 0.030 71.0 e Joist band adiabatic 0.049 26.0 Windows and Doors Window U:0.30, SHGC:0.27 0.300 86.2 Window U:0.30, SHGC:0.27 0.300 42.0 Window U:0.29, SHGC:0.22 0.290 32.6 Window U:0.27, SHGC 0.35 0.270 40.0 Window U:0.49, SHGC:0.63 0.490 14.0 Window U:0.30, SHGC:0.27 0.300 47.8 Window U:0.30, SHGC:0.27 0.300 7.3 Door R5 steel insul 0.168 20.0 Floors Over Ambient Floor R -30 0.045 18.0 Basement Walls Wall Superior wall 0.056 697.8 Wall Superior wall 0.055 171.6 e REM /Rate - Residential Energy Analysis and Rating Software v12.85 New York ©1985 -2010 Architectural Energy Corporation, Boulder, Colorado. 2009 IECC OVERALL BUILDING UA COMPLIANCE Date: October 25, 2010 Rating No.: CET7410 Building Name: Cluster 3 Townhomes Rating Org.: CET Owner's Name: Phone No.: 413 586 7350 Property: 16 Moser st Rater's Name: Josy Taylor Raycroft Address: Northampton, MA 01060 Rater's No.: Builder's Name: Wright Builders, Inc Weather Site: Northampton, MA Rating Type: Based On Plans File Name: 7410 16 Moser St. Village Hill Townhomes Plans. Rating Date: 10/25/10 Elements Insulation Levels 2009 IECC As Designed Shell UA Check Ceilings: 27.2 17.2 Skylights: 10.5 6.8 Above -Grade Walls: 81.6 81.3 Windows and Doors: 101.5 85.5 Floors Over Ambient: 0.6 0.8 Basement Walls: 42.7 39.0 Overall UA (Design must be lower): 264.0 230.6 Window U- Factor Check (per Section 402.5) el Window U- Factor (Design must be lower): 0.480 0.304 Skylight U- Factor Check (per Section 402.5) Skylight U- Factor (Design must be lower): 0.750 0.390 This home MEETS the overall thermal performance requirements of the International Energy Conservation Code based on a climate zone of 5A. (Section 402, International Energy Conservation Code, 2009 edition.) In fact, this home surpasses the requirements by 12.6 %. Building Elements Type U -Value Area Ceilings Roof R59,CE16 ",8 -16 0.017 694.0 Roof Attic Hatch R3ORigidO 0.032 5.0 Roof R59,CE16 ",8 -16 0.017 84.0 Roof R39,CE,12 -16,C 0.029 123.5 Skylights Skylight Double /LoE - Wood 0.390 17.5 Above -Grade Walls Wall R19,CE1,6 -16 0.061 1204.1 Wall R 19, FG2,6 -162 0.068 469.0 Joist rim amb 0.030 98.0 REM /Rate - Residential Energy Analysis and Rating Software v12.85 New York This information does not constitute any warranty of energy cost or savings. © 1985-2010 Architectural Energy Corporation, Boulder, Colorado. 2009 IECC ANNUAL ENERGY COST COMPLIANCE "Cluster 3 Townhomes Page 2 to the "prevailing federal minimum standards" as of January, 2009. These standards are subject to change, and software updates should be obtained periodically to ensure the compliance calculations reflect current federal minimum standards. REM /Rate - Residential Energy Analysis and Rating Software v12.85 New York This information does not constitute any warranty of energy cost or savings. © 1985-2010 Architectural Energy Corporation, Boulder, Colorado. 2009 IECC ANNUAL ENERGY COST COMPLIANCE s ow Date: October 25, 2010 Rating No.: CET7410 Building Name: Cluster 3 Townhomes Rating Org.: CET Owner's Name: Phone No.: 413 586 7350 Property: 16 Moser st Rater's Name: Josy Taylor Raycroft Address: Northampton, MA 01060 Rater's No.: Builder's Name: Wright Builders, Inc Weather Site: Northampton, MA Rating Type: Based On Plans File Name: 7410 16 Moser St. Village Hill Townhomes Plans. Rating Date: 10/25/10 Annual Energy Cost 2009 IECC As Designed Heating: 742 672 Cooling: 184 190 Water Heating: 276 260 Lights & Appliances: 1134 1131 Photovoltaics: -0 -0 Service Charge: 0 0 Total: 2336 2253 Window U- Factor Check (per Section 402.5) Window U- Factor (Design must be lower): 0.480 0.304 Skylight U- Factor Check (per Section 402.5) Skylight U- Factor (Design must be lower): 0.750 0.390 Home Infiltration per Section 402.4.2: PASSES Duct Leakage per Section 403.2.2: PASSES This home MEETS the annual energy cost requirements in accordance with Section 405 of the 2009 International Energy Conservation Code based on a climate zone of 5A. In fact, this home surpasses the requirements by 3.6 %. Name: Josy Taylor Raycroft Signature: Organization: CET Date: October 25, 2010 * Design energy cost is based on the following systems: Heating: Fuel -fired air distribution, 58.0 kBtuh, 96.7 AFUE. Cooling: Air conditioner, 18.0 kBtuh, 14.0 SEER. Water Heating: Conventional, Gas, 0.63 EF. Window -to -Floor Area Ratio: 0.11 Code default: Htg: 0.00036 Clg: 0.00036 SLA In accordance with IECC, building inputs, such as setpoints, infiltration rates, and window shading may have been changed prior to calculating annual energy cost. Furthermore, the standard reference design HVAC system efficiencies are set REM /Rate - Residential Energy Analysis and Rating Software v12.85 New York e This information does not constitute any warranty of energy cost or savings. © 1985 -2010 Architectural Energy Corporation, Boulder, Colorado. ENERGY STAR HOME VERIFICATION SUMMARY Date: October 25, 2010 Rating No.: CET7410 Building Name: Cluster 3 Townhomes Rating Org.: CET Owner's Name: Phone No.: 413 586 7350 Property: 16 Moser st Raters Name: Josy Taylor Raycroft Address: Northampton, MA 01060 Rater's No.: Builder's Name: Wright Builders, Inc Weather Site: Northampton, MA Rating Type: Based On Plans File Name: 7410 16 Moser St. Village Hill Townhomes Plans. Rating Date: 10/25/10 Building Information Conditioned Area (sq ft): 2498 Housing Type: Townhouse, end unit Conditioned Volume (cubic ft): 20104 Foundation Type: Conditioned basement Insulated Shell Area (sq ft): 4067 HERS Index: 65 + Number of Bedrooms: 3 Building Shell Ceiling w /Attic: R59,CE16 ",8 -16 U =0.017 Window /Wall Ratio: 0.18 Vaulted Ceiling: R39,CE,12 -16,C U =0.029 Window Type: U:0.30, SHGC:0.27 Above Grade Walls: R19,CE1,6 -16 U =0.061 Window U- Value: 0.300 Found. Walls (Cond): Superior wall R =12.0 Window SHGC: 0.270 Found. Walls (Uncond): None Infiltration: Htg: 3.00 Clg: 3.00 ACHSO Frame Floors: R -30 U =0.045 Measured Duct Leakage: 2.00 CFM25 Slab Floors: R1OP,R1OU,24W2 U =0.044 Leakage to Outside: 10.83 CFM Mechanical Systems Heating: Fuel -fired air distribution, 58.0 kBtuh, 96.7 AFUE. Cooling: Air conditioner, 18.0 kBtuh, 14.0 SEER. Water Heating: Conventional, Gas, 0.63 EF. Programmable Thermostat: Heat =Yes; Cool =Yes Note: Where feature level varies in home, the dominant value is shown. This home MEETS OR EXCEEDS the EPA's requirements for an ENERGY STAR Home. REM /Rate - Residential Energy Analysis and Rating Software v12.85 New York This information does not constitute any warranty of energy cost or savings. ©1985 -2010 Architectural Energy Corporation, Boulder, Colorado. opoimmolmenimemill (ti ENERGY STAR VERSION 2 HOME VERIFICATION SUMMARY Date: June 24. 2011 Rating No., CET7410 Building Name: 16 Moser st Rating Org CET Owner's Name: Phone No.: 413 586 7350 Property: 16 Moser st Rater's Name: Josy Taylor Haycrott Address. Northampton, MA 01060 Hater's No. BU [der's Name Wright Builders, Inc Weather Site: Northampton, MA Rating Type: Confirmed Rating File Name: 7410 16 Moser St. Village Hill Townhomes FINAL Rating Date: 6/23/11 Building Information Conditioned Area (sq ft): 2498 Housing Type Townhouse, end unit Conditioned Volume (cubic ft): 20104 Foundation Type. Conditioned basement Insulated Shell Area (sq ft) 4049 HERS Index: 59 —"" Number of Bedrooms: 3 Building Shell Ceiling w/Attic: R59,CE1.16",6-24 U. 0.017 WindowWall Ratio: 0.18 Vaulted Ceiling: R39,CE1.12-24.0 U-0 029 Window Type: SHGC10 25 Above Grade Walls: R19,CE1,6-16 U=0.061 Window U-Value: 0.300 Found. Walls (Cond): Superior 2"rigd+R21 R-31.0 W indow SHGC 0 250 Found. Walls (Uncond) None Infiltration Htg: 583 Clg: 583 CFM50 Frame Floors: None Measured Duct Leakage: 1.80 CFM25 Slab Floors: R1OP,R1OU,24W U..0.044 Leakage to Outside: 12.62 CFM Mechanical Systems Heating: Fuel-fired air distribution, 57.0 kBtuh, 95.0 AFUE. Cooling: Air conditioner, 21.0 kBtuh, 16.0 SEER. Water Heating: Conventional. Gas, 0.59 EF Programmable Thermostat: Heati-Yes: Cocl=Yes Note: Where feature level varies in home, the dominant value is shown. This home MEETS OR EXCEEDS the EPA's requirements for an ENERGY STAR Home. REM/Rate - Residential Energy Analysis and Rating Software v12.93 This information does not constitute any warranty of energy cost or savings. (ID 1985-2011 Architectural Energy Corporation, Boulder. Colorado Building Elements Type U -Value Area Joist band adiabatic 0.049 52.0 Windows and Doors ' Window U:0.30, SHGC:0.27 0.300 88.6 Window U:0.30, SHGC:0.27 0.300 4.6 Window U:0.30, SHGC:0.27 0.300 14.6 Window U:0.29, SHGC:0.22 0.290 84.0 Window U:0.27, SHGC 0.35 0.270 40.0 Window U:0.49, SHGC:0.63 0.490 14.0 Door R5 steel insul 0.168 20.0 Basement Walls Wall Superior wall 0.056 409.4 Wall Superior wall 0.055 343.2 REM /Rate - Residential Energy Analysis and Rating Software v12.85 New York ©1985 -2010 Architectural Energy Corporation, Boulder, Colorado. ■ 11 2009 IECC OVERALL BUILDING UA COMPLIANCE October 25, 2010 Rating No.: CET 7409 Building Name: Cluster 3 Townhomes Rating Org.: CET Owner's Name: Phone No.: 413 586 7350 Property: 14 Moser st Rater's Name: Josy Taylor Raycroft Address: Northampton, MA 01060 Rater's No.: Builder's Name: Wright Builders, Inc Weather Site: Northampton, MA Rating Type: Based On Plans File Name: 7409 14 Moser St. Village Hill Townhomes Plans. Rating Date: 10/25/10 Elements Insulation Levels 2009 IECC As Designed Shell UA Check Ceilings: 29.0 18.8 Skylights: 15.8 10.2 Above -Grade Walls: 49.7 48.3 Windows and Doors: 93.0 77.7 Basement Walls: 25.0 22.8 Overall UA (Design must be lower): 212.5 177.9 Window U- Factor Check (per Section 402.5) Window U- Factor (Design must be lower): 0.480 0.303 e Skylight U- Factor Check (per Section 402.5) Skylight U- Factor (Design must be lower): 0.750 0.390 This home MEETS the overall thermal performance requirements of the International Energy Conservation Code based on a climate zone of 5A. (Section 402, International Energy Conservation Code, 2009 edition.) In fact, this home surpasses the requirements by 16.3 %. Building Elements Type U -Value Area Ceilings Roof R59,CE16 ",8 -16 0.017 792.0 Roof Attic Hatch R30Rigid0 0.032 5.0 Roof R39,CE,12 -16,C 0.029 169.8 Skylights Skylight Double /LoE - Wood 0.390 26.3 Above -Grade Walls Wall R19,CE1,6 -16 0.061 644.2 Wall R 19, FG2,6 -162 0.068 944.0 Joist rim amb 0.030 58.0 Joist rim adiabatic 0.049 64.0 Joist band amb 0.030 54.0 REM /Rate - Residential Energy Analysis and Rating Software v12.85 New York ,"' This information does not constitute any warranty of energy cost or savings. © 1985-2010 Architectural Energy Corporation, Boulder, Colorado. 2009 IECC ANNUAL ENERGY COST COMPLIANCE ek Cluster 3 Townhomes Page 2 to the "prevailing federal minimum standards" as of January, 2009. These standards are subject to change, and software updates should be obtained periodically to ensure the compliance calculations reflect current federal minimum standards. REM /Rate - Residential Energy Analysis and Rating Software v12.85 New York e This information does not constitute any warranty of energy cost or savings. © 1985-2010 Architectural Energy Corporation, Boulder, Colorado. r 2009 IECC ANNUAL ENERGY COST COMPLIANCE elk Date: October 25, 2010 Rating No.: CET 7409 Building Name: Cluster 3 Townhomes Rating Org.: CET Owner's Name: Phone No.: 413 586 7350 Property: 14 Moser st Rater's Name: Josy Taylor Raycroft Address: Northampton, MA 01060 Rater's No.: Builder's Name: Wright Builders, Inc Weather Site: Northampton, MA Rating Type: Based On Plans File Name: 7409 14 Moser St. Village Hill Townhomes Plans. Rating Date: 10/25/10 Annual Energy Cost 2009 IECC As Designed Heating: 603 548 Cooling: 167 193 Water Heating: 276 260 Lights & Appliances: 1129 1126 Photovoltaics: -0 -0 Service Charge: 0 0 Total: 2175 2128 Window U- Factor Check (per Section 402.5) ,„ Window U- Factor (Design must be lower): 0.480 0.303 Skylight U- Factor Check (per Section 402.5) Skylight U- Factor (Design must be lower): 0.750 0.390 Home Infiltration per Section 402.4.2: PASSES Duct Leakage per Section 403.2.2: PASSES This home MEETS the annual energy cost requirements in accordance with Section 405 of the 2009 International Energy Conservation Code based on a climate zone of 5A. In fact, this home surpasses the requirements by 2.2 %. Name: Josy Taylor Raycroft Signature: Organization: CET Date: October 25, 2010 Design energy cost is based on the following systems: Heating: Fuel -fired air distribution, 58.0 kBtuh, 96.7 AFUE. Cooling: Air conditioner, 18.0 kBtuh, 14.0 SEER. Water Heating: Conventional, Gas, 0.63 EF. Window -to -Floor Area Ratio: 0.10 Code default: Htg: 0.00036 Clg: 0.00036 SLA In accordance with IECC, building inputs, such as setpoints, infiltration rates, and window shading may have been changed prior to calculating annual energy cost. Furthermore, the standard reference design HVAC system efficiencies are set REM /Rate - Residential Energy Analysis and Rating Software v12.85 New York e This information does not constitute any warranty of energy cost or savings. © 1985-2010 Architectural Energy Corporation, Boulder, Colorado. "Y. ra • ENERGY STAR HOME VERIFICATION SUMMARY Date: October 25, 2010 Rating No.: CET 7409 Building Name: Cluster 3 Townhomes Rating Org.: CET Owner's Name: Phone No.: 413 586 7350 Property: 14 Moser st Rater's Name: Josy Taylor Raycroft Address: Northampton, MA 01060 Rater's No.: Builder's Name: Wright Builders, Inc Weather Site: Northampton, MA Rating Type: Based On Plans File Name: 7409 14 Moser St. Village Hill Townhomes Plans. Rating Date: 10/25/10 Building Information Conditioned Area (sq ft): 2486 Housing Type: Townhouse, inside unit Conditioned Volume (cubic ft): 20104 Foundation Type: Conditioned basement Insulated Shell Area (sq ft): 3256 HERS Index: 67 *****+ Number of Bedrooms: 3 Building Shell Ceiling w /Attic: R59,CE16 ",8 -16 U =0.017 Window/Wall Ratio: 0.27 Vaulted Ceiling: R39,CE,12 -16,C U =0.029 Window Type: U:0.30, SHGC:0.27 Above Grade Walls: R19,CE1,6 -16 U =0.061 Window U- Value: 0.300 Found. Walls (Cond): Superior wall R =12.0 Window SHGC: 0.270 Found. Walls (Uncond): None Infiltration: Htg: 3.00 Clg: 3.00 ACHSO Frame Floors: None Measured Duct Leakage: 2.00 CFM25 Slab Floors: R1OP,R1OU,24W2 U =0.044 Leakage to Outside: 10.83 CFM Mechanical Systems Heating: Fuel -fired air distribution, 58.0 kBtuh, 96.7 AFUE. Cooling: Air conditioner, 18.0 kBtuh, 14.0 SEER. Water Heating: Conventional, Gas, 0.63 EF. Programmable Thermostat: Heat =Yes; Cool =Yes Note: Where feature level varies in home, the dominant value is shown. This home MEETS OR EXCEEDS the EPA's requirements for an ENERGY STAR Home. REM /Rate - Residential Energy Analysis and Rating Software v12.85 New York ' This information does not constitute any warranty of energy cost or savings. © 1985-2010 Architectural Energy Corporation, Boulder, Colorado. ENERGY STAR VERSION 2 HOME VERIFICATION SUMMARY Date: June 24, 201 1 Rating No.: CET 7409 Building Name: 14 Moser st Rating Org.: CET Owners Name: Phone No,, 413 586 7350 Property: 14 Moser St Rater's Name. Josy 'Taylor Raycroft Address: Northampton, MA 0)060 Hater's No Builder's Name: Wright Builders, Inc Weather Site: Northampton, MA Rating Type: Confirmed Rating File Name: 7409 14 Moser St. Village Hill Townhomes FINAL Rating Date: 6(23111 Building Information Conditioned Area (sq ft): 2486 Housing Type: Townhouse, inside unit Conditioned Volume (cubic ft): 20104 Foundation Type: Conditioned basement Insulated Shell Area (sq ft): 3256 HERS Index: 55 + Number of Bedrooms: 3 Building Shell Ceiling w/Attic: R59,CE16".6-24 Ur-0.017 Windowi'VVall Ratio 0 28 Vaulted Ceiling. R39,CE,12.24,C U-0.028 Window Type: UO30. SHGC Above Grade Walls. R19,CE1,6-16 U 0.061 Window U -Value, 0.300 Found, Walls (Cond): Superior 2' R21 R-310 Window SHGC: 0 250 Found. Walls (Uncond): None InNtration Htg 362 Clg: 362 CFM50 Frame Floors: None Measured Duct Leakage: 1 50 CFM25 Slab Floors: R1OP,R1OU 24W Ui. 0 044 Leakage to Outside: 10.52 CFM Mechanical Systems Heating: Fuel-fired air distribution, 38.0 kBtuh, 95.0 AFUE, Cooling: Air conditioner, 21.0 kBtuh, 16.0 SEER. Water Heating: Conventional, Gas, 0.67 EF. Programmable Thermostat: Heat-Yes; Cool-Yes Note: VV here feature level varies in home, the dominant value is shown. This home MEETS OR EXCEEDS the EPA's requirements for an ENERGY STAR Home. REM/Rate - Residential Energy Analysis and Rating Software v12.93 This information does rot constitute any warranty of energy cost or savings. © 1985-2011 Architectural Energy Corporation Boulder, Colorado. Building Elements Type U -Value Area Joist rim adiabatic 0.049 32.0 Joist band amb 0.030 80.0 Joist band adiabatic 0.049 26.0 Windows and Doors Window U:0.30, SHGC:0.27 0.300 86.2 Window U:0.29, SHGC:0.22 0.290 7.3 Window U:0.30, SHGC:0.27 0.300 56.0 Window U:0.29, SHGC:0.22 0.290 11.9 Window U:0.27, SHGC 0.35 0.270 40.0 Window U:0.49, SHGC:0.63 0.490 14.0 Window U:0.33, SHGC:0.25 0.330 47.2 Window U:0.33, SHGC:0.25 0.330 7.3 Door R5 steel insul 0.168 20.0 Floors Over Garage Floor R -30 0.045 72.0 Basement Walls Wall Superior wall 0.056 526.2 Wall Superior wall 0.055 171.6 REM /Rate - Residential Energy Analysis and Rating Software v12.85 New York © 1985-2010 Architectural Energy Corporation, Boulder, Colorado. 2009 IECC OVERALL BUILDING UA COMPLIANCE oplik Date: October 25, 2010 Rating No.: CET7408 Building Name: Cluster 3 Townhomes Rating Org.: CET Owner's Name: Phone No.: 413 586 7350 Property: 12 Moser st Rater's Name: Josy Taylor Raycroft Address: Northampton, MA 01060 Rater's No.: Builder's Name: Wright Builders, Inc Weather Site: Northampton, MA Rating Type: Based On Plans File Name: 7408 12 Moser St. Village Hill Townhomes Plans. Rating Date: 10/25/10 Elements Insulation Levels 2009 IECC As Designed Shell UA Check Ceilings: 26.4 16.8 Skylights: 10.5 6.8 Above -Grade Walls: 75.6 75.4 Windows and Doors: 101.5 87.2 Floors Over Garage: 2.4 3.2 Basement Walls: 32.2 29.4 Overall UA (Design must be lower): 248.5 218.9 Window U- Factor Check (per Section 402.5) e' Window U- Factor (Design must be lower): 0.480 0.311 Skylight U- Factor Check (per Section 402.5) Skylight U- Factor (Design must be lower): 0.750 0.390 This home MEETS the overall thermal performance requirements of the International Energy Conservation Code based on a climate zone of 5A. (Section 402, International Energy Conservation Code, 2009 edition.) In fact, this home surpasses the requirements by 11.9 %. Building Elements Type U -Value Area Ceilings Roof R59,CE16 ",8 -16 0.017 680.0 Roof Attic Hatch R30Rigid0 0.032 5.0 Roof R59,CE16 ",8 -16 0.017 72.0 Roof R39,CE,12 -16,C 0.029 123.5 Skylights Skylight Double /LoE - Wood 0.390 17.5 Above -Grade Walls Wall R19,CE1,6 -16 0.061 1116.1 Wall R 19, FG2,6 -162 0.068 464.0 Joist rim amb 0.030 72.0 REM /Rate - Residential Energy Analysis and Rating Software v12.85 New York '* This information does not constitute any warranty of energy cost or savings. © 1985-2010 Architectural Energy Corporation, Boulder, Colorado. 2009 IECC ANNUAL ENERGY COST COMPLIANCE ''` Cluster 3 Town homes Page 2 to the "prevailing federal minimum standards" as of January, 2009. These standards are subject to change, and software updates should be obtained periodically to ensure the compliance calculations reflect current federal minimum standards. REM /Rate - Residential Energy Analysis and Rating Software v12.85 New York This information does not constitute any warranty of energy cost or savings. © 1985-2010 Architectural Energy Corporation, Boulder, Colorado. 2009 IECC ANNUAL ENERGY COST COMPLIANCE +, Date: October 25, 2010 Rating No.: CET7408 Building Name: Cluster 3 Townhomes Rating Org.: CET Owner's Name: Phone No.: 413 586 7350 Property: 12 Moser st Raters Name: Josy Taylor Raycroft Address: Northampton, MA 01060 Rater's No.: Builder's Name: Wright Builders, Inc Weather Site: Northampton, MA Rating Type: Based On Plans File Name: 7408 12 Moser St. Village Hill Townhomes Plans. Rating Date: 10/25/10 Annual Energy Cost 2009 IECC As Designed Heating: 690 635 Cooling: 180 187 Water Heating: 276 260 Lights & Appliances: 1087 1085 Photovoltaics: -0 -0 Service Charge: 0 0 Total: 2233 2168 Window U- Factor Check (per Section 402.5) Window U- Factor (Design must be lower): 0.480 0.311 Skylight U- Factor Check (per Section 402.5) Skylight U- Factor (Design must be lower): 0.750 0.390 Home Infiltration per Section 402.4.2: PASSES Duct Leakage per Section 403.2.2: PASSES This home MEETS the annual energy cost requirements in accordance with Section 405 of the 2009 International Energy Conservation Code based on a climate zone of 5A. In fact, this home surpasses the requirements by 2.9 %. Name: Josy Taylor Raycroft Signature: Organization: CET Date: October 25, 2010 Design energy cost is based on the following systems: Heating: Fuel -fired air distribution, 58.0 kBtuh, 96.7 AFUE. Cooling: Air conditioner, 18.0 kBtuh, 14.0 SEER. Water Heating: Conventional, Gas, 0.63 EF. Window -to -Floor Area Ratio: 0.11 Code default: Htg: 0.00036 Clg: 0.00036 SLA In accordance with IECC, building inputs, such as setpoints, infiltration rates, and window shading may have been changed prior to calculating annual energy cost. Furthermore, the standard reference design HVAC system efficiencies are set REM /Rate - Residential Energy Analysis and Rating Software v12.85 New York This information does not constitute any warranty of energy cost or savings. © 1985-2010 Architectural Energy Corporation, Boulder, Colorado. �Wd � , ....; z� aa . ENERGY STAR HOME VERIFICATION SUMMARY Date: October 25, 2010 Rating No.: CET7408 Building Name: Cluster 3 Townhomes Rating Org.: CET Owner's Name: Phone No.: 413 586 7350 Property: 12 Moser st Rater's Name: Josy Taylor Raycroft Address: Northampton, MA 01060 Rater's No.: Builder's Name: Wright Builders, Inc Weather Site: Northampton, MA Rating Type: Based On Plans File Name: 7408 12 Moser St. Village Hill Townhomes Plans. Rating Date: 10/25/10 Building Information Conditioned Area (sq ft): 2384 Housing Type: Townhouse, end unit Conditioned Volume (cubic ft): 19192 Foundation Type: Conditioned basement Insulated Shell Area (sq ft): 3758 HERS Index: 65 + Number of Bedrooms: 3 Building Shell Ceiling w /Attic: R59,CE16 ",8 -16 U =0.017 Window/Wall Ratio: 0.19 Vaulted Ceiling: R39,CE,12 -16,C U =0.029 Window Type: U:0.30, SHGC:0.27 Above Grade Walls: R19,CE1,6 -16 U =0.061 Window U- Value: 0.300 Found. Walls (Cond): Superior wall R =12.0 Window SHGC: 0.270 Found. Walls (Uncond): None Infiltration: Htg: 3.00 Clg: 3.00 ACHSO Frame Floors: R -30 U =0.045 Measured Duct Leakage: 2.00 CFM25 Slab Floors: R1OP,R1OU,24W2 U =0.044 Leakage to Outside: 10.83 CFM Mechanical Systems Heating: Fuel -fired air distribution, 58.0 kBtuh, 96.7 AFUE. Cooling: Air conditioner, 18.0 kBtuh, 14.0 SEER. Water Heating: Conventional, Gas, 0.63 EF. Programmable Thermostat: Heat =Yes; Cool =Yes Note: Where feature level varies in home, the dominant value is shown. This home MEETS OR EXCEEDS the EPA's requirements for an ENERGY STAR Home. REM /Rate - Residential Energy Analysis and Rating Software v12.85 New York This information does not constitute any warranty of energy cost or savings. © 1985-2010 Architectural Energy Corporation, Boulder, Colorado. ENERGY STAR VERSION 2 HOME VERIFICATION SUMMARY Date: June 24, 2011 Rating No.: CET7408 Building Name: Cluster 3 Townhomes Rating Org. CET Owner's Name: Phone No.: 413 586 7350 Property: 12 Moser st Rater's Name: Josy Taylor Raycroft Address: Northampton, MA 01060 Rater's No,: Builder's Name: Wright Builders, Inc Weather Site: Northampton, MA Rating Type: Confirmed Rating File Name: 7408 12 Moser St. Village Hill Townhomes FINAL Rating Date: 623/11 Building Information Conditioned Area (sq ft) 2384 Housing Type: Townhouse, end unit Conditioned Volume (cubic ft): 19192 Foundation Type: Conditioned basement Insulated Shell Area (sq ft): 3758 HERS Index: 57 Number of Bedrooms: 3 Building Shell Ceiling wiAttic: R59,CE16",6-24 U 0.017 Window:Wall Ratio 0.20 Vaulted Ceiling: None Window Type: U:0.30, SHGC:0.25 Above Grade Walls: R19,CE1,6-16 Window U-Value: 0.300 Found. Walls (Cond): Superior 2"rigds-R21 R 0 Window SHGC: 0.250 Found. Walls (Uncond). None Infiltration: Htg: 583 Clg: 583 CFM50 Frame Floors: R-30 U=0.045 Measured Duct Leakage: 2.00 CFM25 Slab Floors: R1OP,R1OU,24W U=-0.044 Leakage to Outside: 10.83 CFM Mechanical Systems Heating: Fuel-fired air distribution, 57.0 kBtuh, 95.0 AFUE. Cooling: Air conditioner, 21.0 kBtuh, 16.0 SEER. Water Heating: Conventional, Gas, 0.67 EF. Programmable Thermostat: Heat—Yes; Cool-Yes Note: Where teature level varies in home, the dominant value is shown. This home MEETS OR EXCEEDS the EPA's requirements for an ENERGY STAR Home. REM/Rate - Residential Energy Analysis and Rating Software v12.93 This information does not constitute any warranty of energy cost or savings © 1985-2011 Architectural Energy Corporation. Boulder, Colorado. WRIGHT BUILDERS, INC. _ Of I i; Ii/4/ 036062 DATE INVOICE NO. JOB NO. COMMITMENT NO. AMOUNT DISCOUNT NET AMOUNT 1U-22-10 KTItazailta 400.00 .00 4 10-22-10 Kiterentr17972-608-974 400=00 400.00 10-22-10 Waterentzy272-60 400 nu 40n.00 (417 i — Icin • ive .... 44 TZ - - / t • CHECK DATE CHECK NO TOTAL GROSS TOTAL DISCOUNT CHECK AMOUNT 10 3506 1200.00 .00 1200.00 WRIGHT BUILDERS, INC. FLORENCE SAVINGS BANK 036062 T FLORENCE, MA 01062 48 BATES STREE 53-7168/2118 NORTHAMPTON, MA 01060 413-586-8287 Pay: thou two hundred dollars and no cents DATE CHECK NO. CHECK AMOUNT October 20.10 3 605 2 $" NOT VALID AFTER 90 DAYS TY OF PTOR M7.111-= TOY TWO SIGN • 00 ON CHECKS OVER $5000 OG UTHORIZED SG r URE AUTHORIZED SIGNATURE • 1 E.FcuirTY FE ATZ.1n iNCLUDED. D=TPiLS ON BACK El LL 3606 20 1: 213,87168E1C 0 L 25 00 56060 • 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: 16 Moser Street Village Hill Bldg A Inquiry Made By: Wright Builders Linda 586 -8287 Date of Inquiry: 8/20/09 Number of Type of Single Family Type of Private Units: Unit(s): Accessory Apart. Ownership: Condo Multi- family Rental (Annlicant to fill out the above) Municipal Water Main in Existing service to Front of Location? Yes: X No: site? Yes: X No Size of Water Main: 8" Material: DI Age: 2007 Approximate Static Street Flow Test Conducted: Yes: X No: Pressure: 100 If done attach results Size of Service Connection 6" Suggested Meter Size: 5/8 If service used for fire protection, bacldlow permit required. Passing Bacteria and Hydrostatic pressure test required. Comments: It is the responsibility of developer to provide infrastructure according to plans approved by Northampton Planning Board. DPW will receive Engineer certification stating that an utilities have been installed according to plan and conforming to Northampton DPW specifications at end of project. No entry permits allowed until above conditions met. Master Deed must have language regarding common ownership of Water Service. DPW must receive copy. • A corresponding water entrance fee shall be paid prior to making any connection to the municipal water system. • • s . i ∎ ements of such installatio • • : • be made with the Northampton Water Department with a minimum of 5 wo • g days notifi tion_ • All w• sh. co o to ► . • • if pton ater Department specifications. C ti David W. Sparks, Superintendent of Water Water Entry $ 200 Meter $ 100 Radio $ 100 cc: Ned Huntley, Director cc: Tony Patillo, Building Inspector Note: If this availability is for a new construction, it must be hand delivered to the Buildint Inspector. N 1 `' c 1j n \ A nlication \\k'T a? doc 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: 14 Moser Street Village Hill Bldg , Inquiry Made By: Wright Builders Linda 586 -8287 Date of Inquiry: 8/20/09 Number of Type of Single Family Type of Private Units: Unit(s): Accessory Apart. Ownership: Condo Multi - family Rental (Annlicant to fill out the above) Municipal Water Main in Existing service to Front of Location? Yes: X No: site? Yes: X No Size of Water Main: 8" Material: DI Age: 2007 Approximate Static Street Flow Test Conducted: Yes: X No: Pressure: 100 If done attach results Size of Service Connection 6" Suggested Meter Size: 5/8" If service used for fire protection, back low permit required. Passing Bacteria and Hydrostatic pressure test required. Comments: It is the responsibility of developer to provide infrastructure according to plans approved by Northampton Planning Board. DPW will receive Engineer certification stating that alluti ities have been installed according to plan and conforming to Northampton DPW specifications at end of project. No entry permits allowed natil above conditions met. Master Deed must have language regarding common ownership of Water Service. DPW must receive copy. • A corresponding water entrance fee shall be paid prior to making any connection to the municipal water system. • Arran ements of such installation • :.. . - made with the Northampton Water Department with a minimum of 5 wort ' days notific 'on • Allwo sh rm o _: :...ptoI ater Department specifications. f David W. Sparks, Superintendent of Water Water Entry $ 200 Meter $ 100 Radio $ 100 cc: Ned Huntley, Director cc: Tony Patillo, Building Inspector Note: If this availability is for a new construction, it must be hand delivered to the Building Inspector. \\ \admin\Pc_rmits \ \N?_;t_r Application \\Va+.r! -\,iiiqltilitc.idoc. WRIGHT BUILDERS, INC. dift- • -- be-oefel) 1(1410 036060 -- DATE INVOICE NO. JOB NO. COMMITMENT NO. AMOUNT DISCOUNT NET AMOUNT 1 0 22 1-0 - 0 72 15r.f7 00 166.57 10 _22 _10 rE - -74 1 667 . 00 765,67 10-22 --10 SeverEn Lill-9 72 166.66 .00 166.66 1>I 1(1 IL M (0/ 9- k•Mt-Vii 42_ 1 t 6 CHECK DATE CHECK NO. TOTAL GROSS TOTAL DISCOUNT CHECK AMOUNT in -2.-5 -10 36060 .500 . uu 00 500.00 WRIGHT BUILDERS, INC. FLORENCE SAVINGS BANK 036060 48 BATES STREET FLORENCE, MA 01062 53-7168/2118 NORTHAMPTON, MA 01060 413-586-8287 Py: k r tkkt 71^ ttkt * ve hur -raj dollars an d no rents DATE CHECK NO. CHECK AMOUNT Of.; - Lobe" 25 2010 760666, \sit it IFt9oW 5 00 00 SIGNAT • ES REQUIRED ON CHE <S OVER 55000.00 CITY OF NORTI1YPT02-,T IVP 40 AUTHORIZED SIGNA URE NP AUTHORIZED SIGNATURE " • ' e S TCUFSTV FEATU:1ZS IPCLUDF.D. CI BACX. 00360600 1:2LL87L68/31: OL 25 00560611' 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: 12 Moser Street Village Hill Bldg a, Inquiry Made By: Wright Builders Linda 586 -8287 Date of Inquiry: 8/20/09 Number of Type of Single Family Type of Private Units: Unit(s): Accessory Apart. Ownership: Condo Multi - family Rental (Annlicant to fill ont the above) Municipal Water Main in Existing service to Front of Location? Yes: X No: site? Yes: X No Size of Water Main: 8" Material: DI Age: 2007 Approximate Static Street Flow Test Conducted: Yes: X No: Pressure: 100 If done attach results Size of Service Connection 6" Suggested Meter Size: 5/8" If service used for fire protection, backtlow permit required. Passing Bacteria and Hydrostatic pressure test required. Comments: It is the responsibility of developer to provide infrastructure according to plans approved by Northampton Planning Board. DPW will receive Engineer certification stating that all utilities have been installed according to plan and conforming to Northampton DPW specifications at end of project. No entry permits allowed until above conditions met. Master Deed most have language regarding common ownership of Water Service. DPW must receive copy. • A corresponding water entrance fee shall be paid prior to making any connection to the municipal water system. • - • • • ements of such instailatio s be made with the Northampton Water Department with a minimum of 5 wo . � g days notifi o • All w. rk s u - co o • e h ampt. i Water Department specifications. C David W. Sparks, Superintendent of Water Water Entry $200 Meter $ 100 Radio $ 100 cc: Ned Huntley, Director cc: Tony Patillo, Building Inspector Note: If this availability is for a new construction, it must be hand delivered to the Building Inspector. \\ sn i,1 \_pdmin \hrnilitc \�.% i_l 11pplic_?ti_)n \u/atrr • . MUNICIPAL SEWER/ AVAILABILITY APPLICATION Northampton Streets Department 125 Locust Street Northampton, MA 01060 587 -1570 A Department of Public Works Trench Permit and Sewer Entry Permit shall be required prior to any construction or connection activity associated with this application. Location: 16 Moser Street Village Hill Bldg 8„ Inquiry Made By: Wright Builders Linda 586 -8287 Date of Inquiry: 8/20/09 Reason for New Condominiums Hooking into City Services Request: Municipal Sewer Main in Front of Location: Yes No Municipal Storm Drain Available: 5 1/2 deep Yes No Size of Sewer Main: Material: Age: Depth of Sewer Main: Size of Service Connection: Type of Service Connection: Tie -in to Sanitary Main Tie -in to Sanitary Stub Comments: Pell/AT-6 Note: If this availibility is for new construction, this form must be hand delivered to Building Inspector. A corresponding "sewer entrance fee" shall be paid prior to making any connection to the municipal sewer system. Arrangements of such installation shall be made with the Northampton Streets Department with a minimum of 5 working days notification. All work shall conform to Northampton Streets Department specifications. d c li k) d John Hall Sewer Department cc: Ned Huntley, Director DPW Anthony Patillo, Building Inspector MUNICIPAL SEWER/ AVAILABILITY APPLICATION Northampton Streets Department 125 Locust Street Northampton, MA 01060 587 -1570 A Department of Public Works Trench Permit and Sewer Entry Permit shall be required prior to any construction or connection activity associated with this application. Location: 14 Moser Street Village Hill Bldg � Inquiry Made By: Wright Builders Linda 586 -8287 Date of Inquiry: 8/20/09 Reason for New Condominiums Hooking into City Services Request: Municipal Sewer Main in Front of Location: Yes No Municipal Storm Drain Available: 5 % deep Yes No Size of Sewer Main: Material: Age: Depth of Sewer Main: Size of Service Connection: Type of Service Connection: Tie -in to Sanitary Main Tie -in to Sanitary Stub Comments: P \V"A %e Note: If this availibility is for new construction, this form must be hand delivered to Building Inspector. A corresponding "sewer entrance fee" shall be paid prior to making any connection to the municipal sewer system. Arrangements of such installation shall be made with the Northampton Streets Department with a minimum of 5 working days notification. All work shall conform to Northampton Streets Department specifications. 6,i. do John Hall Sewer Department cc: Ned Huntley, Director DPW Anthony Patillo, Building Inspector • MUNICIPAL SEWER/ AVAILABILITY APPLICATION Northampton Streets Department 125 Locust Street Northampton, MA 01060 587 -1570 A Department of Public Works Trench Permit and Sewer Entry Permit shall be required prior to any construction or connection activity associated with this application. Location: 12 Moser Street Village Hill Bldg @. Inquiry Made By: Wright Builders Linda 586 -8287 Date of Inquiry: 8/20/09 Reason for New Condominiums Hooking into City Services Request: Municipal Sewer Main in Front of Location: Yes No Municipal Storm Drain Available: 5'/ deep Yes No Size of Sewer Main: Material: Age: Depth of Sewer Main: Size of Service Connection: Type of Service Connection: Tie -in to Sanitary Main Tie -in to Sanitary Stub Comments: fPRIVPTC Note: If this availibility is for new construction, this form must be hand delivered to Building Inspector. A corresponding "sewer entrance fee" shall be paid prior to making any connection to the municipal sewer system. Arrangements of such installation shall be made with the Northampton Streets Department with a minimum of 5 working days notification. All work shall conform to Northampton Streets Department specifications. a . Cl -d i Ira John Hall Sewer Department cc: Ned Huntley, Director DPW Anthony Patillo, Building Inspector WRIGHT- BUILDERS, INC. 036034 Dm:y INVOICE NO. JOB NO. COMMITMENT NO. AMOUNT DISCOUNT NET AMOUNT 0 - - n FIi ;=-D 08-972 99.67 .00 99.67 0 0 -1 0 --5 99 57 00 q9 L57 10-20-10 fixaDeptfee -C 08 99.66 .00 99,156 ,c14Ec6 DATE CHECK TOTAL GgiQaf an TOTAL DISCCIPOT CHECK *151al LULLL' WRIGHT BUILDERS, INC. FLORENCE SAVINGS BANK 036034 FLORENCE, MA 01062 48 BATES STREET 53-7168/2118 NORTHAMPTON, MA 01060 413-586-8287 Pay: mt***"*"Two hundred ninety-nine dollars and no cants DATE CHECK NO. CHECK AMOUNT Oeltnh4=n- 97, :2010 1607 4-r \i„MtAWsk 'q9 rin TWO SIGNATURES REQUIRED ON CHECKS OVER $5000.00 Cr re Of NOR THNE Tag AUTHORIZED SIGNATURE M' AUTHORIZED SIGNATURE 11°0 360 340 LEi 7 L61381: 0 L 2 5 00560611' • • �- 1 Northampton Fire Dept. Fees Job: One Building - 3 Unit Townhouse Condos: Village Hill, Eastview 12, 14 & 16 Moser Street Northampton, MA 01060 Floor Squ. Ft. x 0.04 Fee Basement 2626 x 0.04 $105.04 1st Floor 2726 x 0.04 $109.04 2nd Floor 2103 x 0.04 $84.12 TOTAL: 7455 x 0.04 $298.20 Scope - All 3 condo units to have hardwired smoke & CO detectors per code. Work also includes sprinklers per attached Fire Sprinkler Protection Narrative Report by HFP Corporation, hydraulic calcs and drwgs FP1 -2 & FP2 -2 dated 10/23/10. Wright Builders to hand deliver $299 check directly to Asst. Chief Duane Nichols at NFD on 11/11/10. M &S Electric to pull the Fire Alarm Work permit and pay the associated $80 permit fee. HFP Corporation is responsible for any sprinkler related permitting and fees. cc: Louis Hasbrouck, Northampton Building Commissioner Asst. Chief Duane Nichols Buster Symanski, M &S Electric Paul Rousseau, HFP Corporation Prepared by Wright Builders, Inc. 11/11/2010 • Planning - Decision City of Northampton ■ Hearing No.: PLN 2008 - 0024 Date: January 25, 2008, FILING DEADLINE: MAILING DATE: HEARING CONTINUED DATE: DECISION DRAFT BY: APPEAL DATE: 12/25/2007 1117/2008 _ 5/8/2008 REFERRALS IN DATE: HEARING DEADLINE DATE: HEARING CLOSE DATE: FINAL SIGNING BY: APPEAL DEADLINE: 1/10/2008 4/28/2008 1/24/2008 5/8/2008 2/14/2008 FIRST ADVERTISING DATE: HEARING DATE: VOTING DATE: DECISION DATE: 1/10/2008 1/24/2008 1/24/2008 1/25/2008 SECOND ADVERTISING DATE: HEARING TIME: VOTING DEADLINE: DECISION DEADLINE: 1/17/2008 5/8/2008 5/8/2008 • .MEMBERS PRESENT: VOTE: _ Katharine G. Baker votes to Grant E C EE 1 Stephen Gilson votes to Grant o Jennifer Dieringer votes to Grant JAN 2 5 2008 Francis Johnson votes to Grant George Kohout votes to Grant Keith Wilson votes to Grant CITY CLERKS OFFICE NORTHAMtPTON, MA 01060 Kenneth Jodrie votes to Grant MOTION MADE BY: SECONDED BY: VOTE COUNT: DECISION: George Kohout Keith Wilson 7 Approved with Conditions MINUTES OF MEETING: Available in the Office of Planning & Development. I, Carolyn Misch, as agent to the Planning Board, certify that this is a true and accurate decision made by the Planning Board and certify that a copy of this and all plans have been filed with the Board and the City Clerk on January 25, 2008. I certify that a copy of this oicision h been mailed to the Owner and Applicant. 1 1 r1 ��1 1�. Notice of Appeal An appeal from the decision of the Planning Board may be made by any person aggrieved pursuant to MGL Chapt. 40A, Section 17 as amended and as stipulated in MGL Chapt 4OR within twenty (20) days after the date of the filing of the notice of the decision with the City Clerk. The date is listed above. Such appeal may be made to the Hampshire Superior Court with a certified copy of the appeal sent to the City Clerk of the City of Northampton. February 15, 2008 I, Wendy Mazza, City Clerk of Northampton, hereby certify that the above Decision of the Northampton Planning Board was filed in the office of the City Clerk on January 25, 2008, that twenty days have elapsed since such filing and that no appeal has been filed in this matter. Attest: 4 , City Clerk - City #of Nor '!iipton /��}�,, .. ' ATTEST: HAMPSHIRE, 09(/ , w.. 4w , , GISTER MARIANNE L. DONOHUE GeoTMS® 2008 Des Lauriers Municipal Solutions, Inc. • Planning - Decision City of Northampton Hearing No.: PLN -2008 -0024 Date: January 25, 2008 APPLICATION TYPE: SUBMISSION DATE: PB 40R Review 1/9/2008 ` Applicant's Name: Owner's Name: Surveyor's Name: • NAME: NAME: COMPANY NAME: Wright Builders HOSPITAL HILL DEVELOPMENT ADDRESS: ADDRESS: ADDRESS: • 48 Bates St c/o MassDevelopment 160 Federal Street TOWN: STATE: ZIP CODE: TOWN: STATE: ZIP CODE: TOWN: STATE: ZIP CODE: NORTHAMPTON MA _ 01060 BOSTON MA _ 02110 PHONE NO.: FAX NO.: PHONE NO.: FAX NO.: PHONE NO.: FAX NO.: (413) 586 -8287 (413) 587 -9276 EMAIL ADDRESS: EMAIL ADDRESS: EMAIL ADDRESS: Site Information: • STREET NO.: SITE ZONING: VILLAGE HILL RD _ PV TOWN: • SECTION OF BYLAW: • NORTHAMPTON MA 01060 350 -20: Smart Growth Overlay District - MAP: BLOCK: LOT: MAP DATE: ACTION TAKEN: 38A 111 , 001 Approved With Conditions Book: Page: ,9282 _121 - NATURE OF PROPOSED WORK: Construction of 12 townhouse units with garage. The lot to be developed is at the corner of Olander Drive and Moser Streets, newly created streets at the State Hospital. HARDSHIP: CONDITION OF APPROVAL: 1) All units shall have separate water and sewer service from the streets, unless otherwise stipulated by DPW, to the units in accordance with Department of Public Works requirements, including cleanouts for the sewer lines. 2). Driveway access shall be constructed in accordance with the approved subdivision including all material details approved therein. 3). All individual yard drains shall be connected to infiltration trenches, as shown on plans, before entering the main Hospital Hill storm drain system. Prior to issuance of a building permit, the Department of Public Works shall determine that these satisfy the requirement that appropriate filtration is provided so as to prevent any compromise to the overall stormwatersystem approved under the siormwater permit approval process. FINDINGS: The Planning Board granted approval of the application based on the submissions within the application that address all the section in 350.20 and the following plans and documents: 1. Eastview at Village Hill dated 12 -21 -2007, Prepared by The Berkshire Design Group, Inc.. & Kuhn Riddle Architects, Sheets L -1 through L -9, A4, A5. (sheets L3, L4 and L6 revised date 1/23/08) Elevation Sheets A4 and A5 updated 1/24/08 to indicate dates of step backs. 2. Memo and documentation submitted by Jeff Squire of The Berkshire Design Group, Inc. dated January 24, 2008 re: DPW /OPD review comments Eastview and Morningside. In accordance with approval criteria in section 350- 20.14, the Planning Board found that the following criteria were met: (1) The applicant has submitted the required fees and information as set forth in the Plan Approval Authority's regulations section 350- 20; and (2) The Project and site plan meet the requirements and standards set forth in this § 350 -20, or a waiver has been granted therefrom. No waivers have been granted; and (3) Extraordinary adverse potential impacts of the Project on nearby properties have been adequately mitigated. COULD NOT DEROGATE BECAUSE: GeoTMS® 2008 Des Lauriers Municipal Solutions, Inc. i • L LL HAMPSHIRE 0 Bk: 9394Pg: 198 Page: 1 of 3 REGISTRY OF DEEDS Recorded: 02/15/2008 09:44 AM DOCUMENT COVER SHEET For use with documents that do not meet For Registry Use Only document formatting standards. inforination from original document takes precedence when indexing data into Registry system. THIS IS THE FIRST PAGE OF THIS DOCUMENT - DO NOT REMOVE PROPERTY ADDRESS: V I LL A 6 H Jo( ---n- g o N% MA DOCUMENT TYPE: '� — /4 ' C l o rJ NAME REFERENCE: e 1 1 UNSA-lio 6N {e - M ev6 u5L4 , 1 ,Ss uei 12, 14, 16 MOSER ST BP- 2011 -0354 GIS #: COMMONWEALTH OF MASSACHUSETTS Map:Block: 38A -111 CITY OF NORTHAMPTON Lot: -001 PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS Permit: Building DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL c.142A) Category: B UI ■ 1 DING .ERIVIIT Permit# BP- 2011 -0354 Proiect# JS- 2011 - 000592 Est. Cost: $52360.00 Fee: $526.00 PERMISSION IS HEREBY GRANTED TO; Coast. Class: Contractor: License: Use Group WRIGHT BUILDERS 84280 Lot Size(sq. ft.): 33759.00 Owner: WRIGHT BUILDERS zoning: T4:00) /;SG b A lira's' : :_ tV V R IGHTBUILDERS AT: 12, 14, 16 MOSER ST Applicant Address: Phone: Insurance: 48 Bates St (413) 586 - 8287 (116) Workers Compensation N O RTHAM PTO N MA01060 ISSUED ()N: 1 0/2 5/2 01 0 0:00:00 TO PERFORM THE FOLLOWING WORK:FOUNDATION ONLY - CONSTRUCT 3 UNIT TOWNHOUSE CONDOS -BLDG C POST THIS CARD SO IT IS VISIBLE FROM THE STREET Inspector of Plumbing Inspector of Wiring D.P.V. , _ - Building Inspector Underground. Service: Meter: Footings: Rough: Roughs 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. �/ ' ��GU� fT" 42 aGC�rv' Certificate of Occupancy signature: FeeType: = Date Paid :. ' Amount. , < . Building 10/25/2010 0:00:00 $526.00 212 Main Street, Phone (413)587 -1240, Fax: (413) 587 -1272 Louis Hasbrouck —Building Commissioner ta #4 rrt isfrrrtlittxrtptun Sias sttrkjitsrt #s �� , ? iS, ;. i x..� �$° b DEPARTMENT OF IBUILDiNG INSPECTIONS ) . rte' 212 Main Street • Municipal Building Northampton, MA 01060 Lis ralck Fax: 413 - 587 -1272 Chuck Miller Building Commissioner Phone: 413 - 587 -1240 Assistant Commissioner CONSTRUCTION CONTROL DOCUMENT � 1 i-r (For professional Engineers/Architects responsible for Entire Proje Project Title: IT-LW 11 tt ,} Th1e4., / I G Date: 1 1 l t /d Project Location: 1 ?, t7 T Ib (Yr , ,t Map Parcel: 1(1 Zone:Wig. Scope of Project: Nom' • T "f' COfJ 'Do viN�U� P4 6544- 6 In accordance with the 3 Mass. Massachusetts State Building Code, 780 CMR Section 116..0 �} Jv iN . U Mass. Registration # 1 1 3 S"f , Being a registered professional Engineer /Architect hereby CERTIFIES that 1 have prepared or directly supervised the preparation of all design plans, computations and specifications concerning: [ J ENTIRE PROJECT For the above named project and that to the best of my knowledge, such plans, computations and specifications meet the applicable provisions of the Massachusetts State Building Code, all acceptable engineering practices and all applicable Laws for the proposed project. Furthermore, 1 understand and AGREE that I shall perform the necessary professional services to determine that the above mentioned portions of the work proceed in accordance with the documents approved for the building permit and shall be responsible for the following as specified in Section 116.2.2: 1. Review of shop drawings, samples and other submittals of the contractor as required by the construction documents as submitted for the building permit, and approval for the conformance to the design concept. 2, Review and approval of the quality control procedures for all code - required controlled materials. 3. Be present at Intervals appropriate to the stage of construction to become generally familiar with the progress and quality of the work and to determine, in general, If the work is being performed In a matter consistent with the construction documents. I shall submit periodically, in a form acceptable to the building official, a progress report together with pertinent comments. Upon completion of the work, I shall submit to the building official a final report as to the satisfactory completion and readiness of the project for occupancy. t Signs r :al of • -glstered Professional • ►. • 'y of 6E 2bt� � << � `o. •A 1+4 1p J+e s , , .0 , :2M ,:,,. acca =.c • • Y 3 , .„ VIi rii c II-i1r;a.iii�, tail i • ' - {,.-- F rJE? ? �i ?(? VT Or 3 C'ILr3 INC 1,�I5 2 _° IC NS y ` - i 3 � t INSrcC OR 212 Main Streit ' Tunicipal Building , Northampton, Mass. 0I060 r: eel* Scuare Fco tac2 r, .cun 1. ' l ,,•-yo Ba✓e.ment @ , P- ist _ _ccr @ -5 2-7 n t 134 3 , -- i 2nd Icor @ .'3a d- 0 3 4 436 , 1 a s _ II 1/2 Floors, Attic, Garage, a.p - _ 4 I j Dect, Porches , l /� D 1�c i t ()°b + 3i [ t, • 4 1 1- a'D rt. /a / . I ?", I t efs Iv M b sell- r. 4'75 . , A Ai' SIA kr 111 • I 1 1 g • i 1 � - • . . -- f 1 . . Versionl.7 Commercial Building Permit May 15, 2000 SECTION 10- STRUCTURAL PEER REVIEW (780 CMR 110.11) Independent Structural Engineering Structural Peer Review Required Yes 0 No SECTION 11 - OWNER AUTHORIZATION - TO BE COMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT I, WRY "[ r #'"I AA ! C ' 0 , as Owner of the subject property t hereby authorize ° C1 IrA 1 e `I , / NG" to act on my behalf, in all matters relative to work authorize by this building permit application DI >I e , .) 4 > ( Sign u of Owner Date I, IN ti 1' 1 4 , as Ownerkuthorized ) Agent hereby declare that the statements and information on the foregoing application are true and accurate, to the best of my knowledge .n. belief. Signed under the pains and penalties of perjury. e- 22t)ti Print Name r —77Zga to /zz. /16 Signature of Owner /Agent ,_ Date SECTION 12 - CONSTRUCTION SERVICES 10.1 Licensed Construction / �/� Not Applicable ❑ Name of License Holder : W!-` " '+ ' e �/P ` go �(� ` Z 0 v y License Number Yi 1A-1-v-5 r (vb 1 r71) MA- (6, Address .....A Expiration Date . -- -3 —g am ,_ Signature Telephone SECTION 13 - 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 b ilding permit. Signed Affidavit Attached Yes No 0 t ' ' ? • ' Versivn1JCumneroial Building Permit May i5,2U00 nu Registered Architect: Name (Registrant): • 1166 Registration Number • Lag ^^ .rvv^^ Address Mr . Expiration Data . mn.amre Telephone y.2^oAkst' red Professional Engiover(s)' '''--�-'------�--- --------------- ------'�--~` -^--�~�---'---- • Name Area of __________ ______~__________ Au || . : ! , Amunax no/mmomnmvmbo, -_-_- ___-__'-_'___-''_-______-. L --___--__-_ ] Signature Telephone Expiration Date ' --_�_ |------------'--------' ------'' --- ------- ^---------------------------' Nome Area vrResponsibility | ■ -----'----'� /� _-__'^-'_-_._~__---_~_'_-_--__`~_-_'� '-_~-_-__'_ Address Registration Number i � / -------'---- --'------- - _ Signature Telephone Expiration Date ---�_- -'-- L-__ Name Area of Responsibility ��_ ^'_^-_-'_-_--__....'_^_ . �-__---------------------------,------'------_-'-____~~~-_- 1---. -___I Address Registration Number -'---- 1, | � ' i . � -- r ' 'Signature . ' Telephone Expiration Date ^------------- --'---�'�'-----~--�' -------------'-----'------ Name of �� Area Responsibility --- ---_-__---_'____---_- Address Registration Number � - . �- _ � Signature Telephone Expiration Date 9.3 GeieraI Contractor . L-�c���-�'�o�_-_I.IL.Y?...0-�� Nmxpp|�ume Company Name: ' '----^---------------�' , � � __ ��w e � iK Ki�' �� �x~ - °�� o � ^ ''- �� . �^r � /0)-L/i.)—. Responsible In Charge of Construction __��,_ �� - o^ �� , �� ? �« ^°' u ° Telephone - ° Ce [ q � w Nv tto ri 6 etAi PAM, f s o N 10 / Versionl.7 Commercial Building Permit May 15, 2000 8. NORTHAMPTON ZONING Existing Proposed Required by Zoning This column to be filled in by Building Department Lot Size Frontage Setbacks Front Side L: R: L:. _ R: Rear Building Height Bldg. Square Footage Open Space Footage (Lot area minus bldg & paved parking) # of Parking Spaces Fill: (volume & Location) A. Has a Special Permit /Variance /Findi ever been issued for /on the site? NO 0 DONT KNOW 0 YES 0 IF YES, date issued: IF YES: Was the permit recorde► at the Registry of Deeds? NO 0 DON KNOW 0 YES 0 IF YES: enter Book Page and /or Document # B. Does the site contain a ' body of water or wetlands? NO 0 DONT KNOW Q YES 0 IF YES, has a per t been or need to be obtained from the Conservation Commission? Needs to be ob -fined Q Obtained Q , Date Issued: C. Do any signs ist on the property? YES Q NO Q IF YES, • -scribe size, type and location: D. Are thee any proposed changes to or additions of signs intended for the property ? YES 0 NO Q IF ES, describe size, type and location: E. , i11 the construction activity disturb (clearing, grading, excavation, or filling) over 1 acre or is it part of a common plan that will disturb over 1 acre? YES 0 NO Q IF YES, then a Northampton Storm Water Management Permit from the DPW is required. Versionl.7 Commercial Building Permit May 15, 2000 SECTION 4- CONSTRUCTION SERVICES FOR PROJECTS LESS THAN 35,000 CUBIC FEET OF ENCLOSED SPACE Interior Alterations ❑ Existing Wall Signs ❑ Demolition ❑ Repairs ❑ Additions ❑ Accessory Buil. ing ❑ Exterior Alteration ❑ Existing Ground Sign ❑ New Si ns ❑ Roofing ❑ Change of Use ❑ .Other Av- Brief Description Enter a brief description here. v I (/bi 1'6. N � ,� � U a y � p,, - ' Of Proposed Work: 1 t 1 / 1 1 " j (44 -- S i 1 1 -1 —U ' f ) SECTION 5 - USE GROUP AND CONSTRUCTION TYPE P f L1 . � I SS U � '` ouN ' b jJ b /41/4.1 I ` / r\-- USE GROUP (Check as applicable) PR �/ -,o v $L' CONSTRUCTION TYPE A Assembly A -1 ❑ A -2 ❑ A -3 ❑ ��� 1A 1 ❑ A -4 ❑ A -5 ❑ 1B ❑ B Business ❑ 2A ❑ E Educational ❑ 2B 1 ❑ F Factory ❑ F -1 ❑ F -2 ❑ 2C ❑ H High Hazard ❑ 3A ❑ 1 Institutional ❑ 1 -1 ❑ I -2 ❑ 1 -3 ❑ 3B ❑ M Mercantile ❑ 4 ❑ R Residential ❑ R -1 ❑ R -2 R -3 ❑ 5A ❑ S Storage ❑ S -1 ❑ S -2 ❑ 5B l U Utility ❑ Specify: M Mixed Use ❑ Specify: S Special Use ❑ Specify: COMPLETE THIS SECTION IF EXISTING BUILDING UNDERGOING RENOVATIONS, ADDITIONS AND /OR CHANGE IN USE Existing Use Group: Proposed Use Group: Existing Hazard Index 780 CMR 34):. Proposed Hazard Index 780 CMR 34): SECTION 6 BUILDING HEIGHT AND AREA BUILDING AREA EXISTING PROPOSED NEW CONSTRUCTION OFFICE USE ONLY Floor Area per Floor (sf) t)teL / (06 Lfcl st _. 1 I T � 2nd 2 nd / o 3 3 rd 3 , d 4 th 4 tt' Total Area (sf) Total Proposed New Con t y�on(sf) sP Total Height (ft) S 0 �+ Total Height ft SO 1 7. Wate a upply (M.G.L. c. 40, § 54) 7.1 Flood Zone Information: 7.3 Sew posal System: Public Private ❑ Zone Outside Flood Zone Municipal On site disposal system❑ Milli (ii A• ' 1 SoWitoP 1k A'(44'ttt17t) Version1.7 Commercial Building Permit May 15, 2000 Department use only - City of Northampton Status of Permit: ' Building Department Curb Cut/Driveway Permit 93Q 212 Main Street Sewer/SepticAvailability _ Room 100 Water/Well Availability Northampton, MA 01060 Two Sets of Structural Plans phone 413 587 - 1240 Fax 413 587 - 1272 Plot/Site Plans' Other Specify APPLICATION TO CONSTRUCT, REPAIR, RENOVATE, CHANGE THE USE OR OCCUPANCY OF, OR DEMOLISH ANY BUILDING OTHER THAN A ONE OR TWO FAMILY DWELLING SECTION 1 - SITE INFORMATION 1.1 Property Address: VtL ,% 1 t' lfi This section to be completed by office $(.66 G -- 3 Uj r 1 J1" USG ,CA1"tas Map Lot Unit #1). 14 4 II MOs 5- r • Zone Overlay District Pe P7 N AAA? E h L.1)-1-- ma)1 - it( Elm M. District CB District SECTION 2 - ' PROPERTY 'OWNERSHIP/AUTHORIZED AGENT 2.1 Owner of Record: w 1,1.0t. t v; cam/ mtvit.r. Lev u 4A- - cr. N01 r Name (Print Current Mailing Address: Q )4,,,,,q ,.... Signature Telephone 2.2 Authorized Agent: IN N t t� � w-s� X 2 0 is - �z i c. 8 IA- ct V6P' P•ro Name (Print) Current Mailing Address: s ‘.. Signature 7S Telephone SECTION 3 ESTIMATED CONSTRUCTION COSTS Item Estimated Cost (Dollars) to be Official Use Only completed by permit applicant 1. Building * gbh 0 , c -- (a) Building Permit Fee 2. Electrical T /4 4 tit vo , ...--" (b) Estimated Total Cost of j O Construction from (6) 3. Plumbing r '0 ` 1 J i , Building Permit Fee 4. Mechanical (HVAC) k p.1 q 06. ' 5. Fire Protection * 12- 11 6. Total = (1 + 2 + 3 + 4 + 5) * 5k'tf i 1 ( — Check Number 3( Itow g5 This Section For Official Use Only Building Permit Number Date Issued Signature: Building Commissioner /Inspector of Buildings Date January 4, 2011 Wright Builders, Inc. 48 Bates Street Northampton, MA 01060 Subject Property: 12, 14, & 16 Moser Street Northampton, MA 01060 Mr. Buzzell The plans for the Multi Unit Townhouses dated 11 -02 -10 have been approved as noted; 1. Exterior equipment, exhaust, and intakes separations meet manufacturers' requirements. 2. Fire rated plywood is installed per 780 CMR 5317.2.2. 3. Structure conforms to 780 CMR 7th addition 1 and 2 family with 2009 IECC prescriptive requirements or RES Check 4.4.1 and mandatory requirements. 4. Smoke and CO detectors per code and plan. 5. A continuous air barrier is required behind tubs, spas, showers, fire places and electric boxes on exterior walls! Watch out or the tub comes out. 6. Energy information and equipment must be posted on the electric panel upon completion. 7. Copies of the final HERS rating and duct blast testing are required for COs Charles Miller Assistant Commissioner of Buildings File # BP- 2011 -0449 =u (!G►� r APPLICANT /CONTACT PERSON WRIGHT BUILDERS ADDRESS/PHONE 48 Bates St NORTHAMPTON (413) 586 -8287 (116) PROPERTY LOCATION 12, 14, 16 MOSER ST MAP 38A PARCEL 111 001 ZONE PV(100) / /SG b THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM FILLED OUT Fee Paid Building Permit Filled out �j� Fee Paid (E'` 'v 3 � Tvpeof Construction: CONSTRUCT 3 UNIT TOWNHOUSE CONDOS - BLDG C New Construction Non Structural interior renovations Addition to Existing Accessory Structure Building Plans Included: Owner/ Statement or License 84280 3 sets of Plans / Plot Plan THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INFO ION PRESENTED: Approved Additional permits required (see below) PLANNING BOARD PERMIT REQUIRED UNDER:§ Intermediate Project: Site Plan AND /OR Special Permit With Site Plan Major Project: Site Plan AND /OR Special Permit With Site Plan ZONING BOARD PERMIT REQUIRED UNDER: § Finding Special Permit Variance* Received & Recorded at Registry of Deeds Proof Enclosed Other Permits Required: Curb Cut from DPW Water Availability Sewer Availability Septic Approval Board of Health Well Water Potability Board of Health Permit from Conservation Commission Permit from CB Architecture Committee Permit from Elm Street Commission Permit DPW Storm Water Management Demolition Delay Signature of Building to fficial 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. 5 _. f � ... , Mau GI C Crl a7 h 11th _, ? } z= DEP.- Or 3Cr?LOING INSPECTIONS ,-..-:>. _, . 212 is St_e�i. ' I TunicipaI. Building 1 0 INSrcCiOR ? orzIam tta i, Mass. 0I06Q CCuare Fcctace 4 tiincunt i. • - Baser:ent @ ,,),..0 � jo . ism _ ? ccr , 5a x , 2nd _ =ccr @ ,30 l i §i 1/2 Floors, Attic, Garace, - f ; Deck, Porches ,d-0 t • 1 t( I . F E f r E - 77 . ,, t • • • i i i . �1 Version1.7 Commercial Building Permit May 15, 2000 SECTION 10- STRUCTURAL PEER REVIEW (780 CMR 110.11) Independent Structural Engineering Structural Peer Review Required Yes 0 No SECTION 11 - OWNER AUTHORIZATION - TO BE COMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT I, ( r " wv L 1 �'�T' t" w DV n/ , as Owner of the subject property ',r ,.gyp hereby authorize W G 1 V � G f_ I ` to act on my behalf, in all matters relative to wor{ authorized by this bu • ing permit application ? icy C G© ignature of Owner Date 1, VV 1 I � �'1/ e`�' j � N G , as Owner r u orized g ereby declare that the statements and information on the foregoing application are true and accurate, to the best of my knowledge -nd belief. Signed under the pains and penalties of perjury. R- Print Name � L� Signature o Owner /Agent Date SECTION 12 - CONSTRUCTION SERVICES 10.1 Licensed Construction Supervisor: / � r J, , Not Applicable 0 Name of License Holder : 1/t Al V'V 10? l / 2 ' w Q U ' License Number ' 8' 8a� Ste. , No Ian -A, ►prod, N► 3 / /1 Address Expiration Date X' 6 77 4/ S-ilo— 2 Sign ture Telephone SECTION 13 - 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 buil. ing permit. Signed Affidavit Attached Yes w No 0 • ' Versionl.7 Commercial Bui.iding Permit May 15, 2000 E0101 9 pR0PE$$1 ?I AL:Dg I. , I „ ,, OfV Cft�t l4 N $FF 1�1 4 ,, :. ci b . ( AND TR44TtA,RE U8.0 c.T'C 0 tON$*01:1 19 0.01:14, 9 D RSt�A ra X8b'CMR 11e ; (Cp 14)011 Q .M.P,R`E 0 a. ,nOa', #�a ;grrat,a: 0p PACE) , . 1 I',' 9.1 Registered Architect: { Ibt Not Applicable D Name (Registrant) Registration Number i ag. ..i Ar _itcylig...K6411.11egf ,--- -- a ---- I - - --- - - --- ---- - Address W i »,__........ .' Expiration Date Sig ature Telephone 9.2 °gist• red Professional Engineer(s): Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date • Name Area of Responsibility ■ Address Registration Number i Signature _ Telephone Expiration Date Narne Area of Responsibility Address Registration Number I j 1 i Signature Telephone Expiration Date i s Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date 9.3 General Contractor ,J i lL�.l�!fK'.. �..l.w•._^ � `�_ �N G . Not Applicable d Company Name: Responsible In Charge of Construction ,. ek6( - L/6)-(010- Addre //,mil °'g Signature �� Telephone 4, • • • • • • • • • • • • • • • eCL7ftr sizv Altir AM) 9 t vs)) re ifbe. ttsit..evy Version1.7 Commercial Building Permit May 15, 2000 l/ 6 8. NORTHAMPTON ZONING A Existing Proposed Required by Zoning This column to be fille y Building Departm Lot Size Frontage Setbacks Front Side L: R: L: Rear Building Height Bldg. Square Footage Open Space Footage (Lot area minus bldg & paved parking) # of Parking S. • es Fil • olume & Location) A. Has a Special Permit /Variance /Finding ever been issued for /on the site? NO 0 DONT KNOW 0 YES PD - 0 pt-e IF YES, date issued: 1 / ' g ( Ae i�,� e --p IF YES: Was the permit recorded at the Registry of Deeds? NO 0 DONT KNOW 0 YES W IF YES: enter Book ' 3 / Page L and /or Document # 0600 > 6 19 B. Does the site contain a brook, body of water or wetlands? NO 21 DONT KNOW 0 YES Q IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained 0 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 NO I IF YES, describe size, type and location: Si � � " fhi��+rt%t (3) l & x7.4,4- W k W M -rn1' ~ s1 1446 oti `- ( t ii 'hN E. Will the construction activity disturb (clearing, grading, excavation, or filling) over 1 acre or is it part of a common plan VVk , ! .S that will disturb over 1 acre? YES it NO Q IF YES, then a Northampton Storm Water Management Permit from the DPW is required. STA2.44 w P - n� ea-tJ Issveb -fb,._ , - ' mkke Nh w Pfor 'n e^ fY SW e'er Se ec r, 1-,'s Sy s 131'l - rft t w o f .-(y)/or. , Versionl.7 Commercial Building Permit May 15, 2000 SECTION 4- CONSTRUCTION SERVICES FOR PROJECTS LESS THAN 35,000 CUBIC FEET OF ENCLOSED SPACE Interior Alterations ❑ Existing Wall Signs ❑ Demolition ❑ Repairs ❑ Additions ❑ Accessory Building ❑ Exterior Alteration ❑ Existing Ground Sign ❑ New Signs ❑ Roofing ❑ Change of Use ❑ Other"" Brief Description Enter a brief description here. g U 1 'D & ((v 3 U r It LO 0 Of Proposed Work: '��1` l I v vS G tT .-- P Ua) T O 6 tv t.f/� SECTION 5 USE GROUP AND CONSTRUCTION TYPE r ( USE GROUP (Check as applicable) CONSTRUCTION TYPE A Assembly ❑ A -1 ❑ A -2 ❑ A -3 ❑ 1A 1 ❑ A -4 ❑ A -5 ❑ 1B ❑ B Business ❑ 2A ❑ E Educational ❑ 2B 1 ❑ F Factory ❑ F -1 ❑ F -2 ❑ 2C ❑ H High Hazard ❑ 3A ❑ 1 Institutional ❑ 1 -1 ❑ 1 -2 ❑ 1 -3 ❑ 3B ❑ M Mercantile ❑ 4 ❑ R Residential ❑ R -1 ❑ R -2 >IC R -3 ❑ 5A ❑ S Storage ❑ S -1 ❑ S -2 ❑ — 5B U Utility ❑ Specify: M Mixed Use ❑ Specify: S Special Use ❑ Specify: COMPLETE THIS SECTION IF EXISTING BUILDING UNDERGOING RENOVATIONS, ADDITIONS AND /OR CHANGE IN USE Existing Use Group: _ ■ Proposed Use Group: Existing Hazard Index 780 CMR 34): Proposed Hazard Index 780 CMR 34): SECTION 6 BUILDING HEIGHT AND AREA BUILDING AREA EXISTING PROPOSED NEW CONSTRUCTION OFFICE USE ONLY Floor Area per Floor (sf) B SC 1 st 1st god 2 3rd 3 rd 4 m 4 Total Area (sf) Total Proposed New Construction (sf) Total Height (ft) Total Height ft 7. Watupply (M.G.L. c. 40, § 54) 7.1 Flood Zone Information: 7.3 Sewaspsposal System: Public Private El Outside Flood Zone Municipal On site disposal system❑ (11 14/ /r 1 G i `[ -YG Vv Gl"' 1 mA c b/l'(4`11 G' A dyer v b Po UI' bArho IQ �i'4 Version1.7 Commercial Building Permit May 15, 2000 Department use only City of Northampton Status of Permit: Building Department Curb Cut/Driveway Permit 212 Main Street Sewer /Septic Availability Room 100 Water/ Well Availability Northampton, MA 01060 Two Sets of Structural Plans, phone 413 587 - 1240 Fax 413 587 - 1272 Plot/Site Plans Other S eci i APPLICATION TO CONSTRUCT, REPAIR, RENOVATE, CHANGE THE USE OR OCCUPANCY OF, OR DEMOLISH ANY BUILDING OTHER THAN A ONE OR TWO FAMILY DWELLING SECTION 1 - SITE INFORMATION It A ` J fi . per This section to be completed by office 1.1 Property Address: V �/T�' [t ' ��t v ' " DWG C . • 3 UN ti- N i�s t e4 NDQS Map Lot Unit 1y 1 1 I t (b M b S S VIRCr Zone Overlay District /1/ 0 P' r / t. fl 1 31A, Ill Elm St. District CB District SECTION 2 - PROPERTY OWNERSHIP /AUTHORIZED AGENT 2.1 Owner of Record: W i' ,r lei) Iut?eNes Ml4 . totitim itf BA-T • ! Nn�° ►r�f4 Name (Print) Current Mailing Address: Signature AP ,.. ..../ 1 - ---/< Telephone 2.2 Authorized Agent: c U►pLc e '� (o l� vZ2 a teit sr•1 Ivo i f_14. � Name (Print) Current Mailing Address: Signature ..75-T7 7 7 Telephone SECTION 3 - ESTIMATED CONSTRUCTION COSTS Item Estimated Cost (Dollars) to be Official Use Only com feted by permit applicant 1. Building L g, > 07 C j , (a) Building Permit Fee 2. Electrical �' Lam (b) Estimated Total Cost of 0 J ° Construction from (6) 3. Plumbing ' / 8 ) c Building Permit Fee 4. Mechanical (HVAC) 5. Fire Protection ' 6. Total = (1 + 2 + 3 + 4 + 5) t l e) I�0D• Check Number t,...‘0/ 3 `" This Section For Official Use Only Building Permit Number Date Issued Signature: Building Commissioner /Inspector of Buildings Date File # BP- 2011 -0354 APPLICANT /CONTACT PERSON WRIGHT BUILDERS ADDRESS/PHONE 48 Bates St NORTHAMPTON (413) 586 -8287 (116) PROPERTY LOCATION 12, 14, 16 MOSER ST MAP 38A PARCEL 111 001 ZONE PV(100) / /SG b THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM FILLED OUT Fee Paid Building Permit Filled out s�/ ,� / 3 5 C Fee Paid !off Typeof Construction: FOUNDATION ONLY - CONSTRUCT 3 UNIT TOWNHOUSE CONDOS - BLDG C New Construction Non Structural interior renovations Addition to Existing Accessory Structure Building Plans Included: Owner/ Statement or License 84280 3 sets of Plans / Plot Plan THE FO OWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INFO ATION PRESENTED: 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 Demolition Delay jcliql 1 0 Signature of Building fficial 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. The Commonwealth of Massachusetts f $ l City of Northampton Certificate of Occupancy _ f f In accordance with 780 CMR, Section 120.0 (The Seventh Edition of the Massachusetts State Building Code with 2009 IECC) this Certificate of Occupancy is issued to the premise or structure or part thereof as herein identified. Identify Name of Building of Space Within, Building Owner, or Permit Holder Certificate No. Issued to Wright Builders BP- 2011 -0354 BP- 2011 -0449 Identify property address including street number, name, city or town and county Located at - 16 Moser Street Northampton, Hampshire, Massachusetts Use Group Classification(s) Residential Condo This Certificate of Occupancy is hereby issued by the undersigned to certify that the premise, structure or portion thereof as herein specified has been inspected for general fire and life safety features. This certificate shall allow for the use as herein described and in conformance with any and all conditions as identified below. It shall be posted in a conspicuous place within the space as directed by the undersigned. Failure to post the certificate, failure to comply with conditions or, tampering with the contents of the certificate is strictly prohibited. Conditions of Use Single Family Home - Safety and Structural Systems must be maintained. Name of Municipal Charles Miller Date of Final Map /Plot: Building Official Inspection 06/27/11 Signature of Municipal / // Date of Building Official Ir Issuance 06/27/11 38A- 111 -16 • Poir The Commonwealth of Massachusetts j City of Northampton v - Certi cate of Occupancy _ f i f , In accordance with CMR, Section 120.0 (The Seventh Edition of the Massachusetts State Building Code with 2009 IECC) this Certificate of Occupancy is issued to the premise or structure or part thereof as herein identified. Identify Name of Building of Space Within, Building Owner, or Permit Holder Certificate No. Issued to Wright Builders BP- 2011 -0354 BP- 2011 -0449 Identify property address including street number, name, city or town and county Located at 14 Moser Street Northampton, Hampshire, Massachusetts Use Group Classification(s) Residential Condo This Certificate of Occupancy is hereby issued by the undersigned to certify that the premise, structure or portion thereof as herein specified has been inspected for general fire and life safety features. This certificate shall allow for the use as herein described and in conformance with any and all conditions as identified below. It shall be posted in a conspicuous place within the space as directed by the undersigned. Failure to post the certificate, failure to comply with conditions or, tampering with the contents of the certificate is strictly prohibited. Conditions of Use Single Family Home - Safety and Structural Systems must be maintained. Name of Municipal Charles Miller Date of Final Map /Plot: Building Official Inspection 07/14/11 Signature of Municipal Date of Issuance 07/14/11 38A- 111 -14 Building Official r • The Commonwealth of Massachusetts City of Northampton ,!. Certificate of Occupancy In accordance with 780 CMR, Section 120.0 (The Seventh Edition of the Massachusetts State Building Code with 2009 IECC) this Certificate of Occupancy is issued to the premise or structure or part thereof as herein identified. Identify Name of Building of Space Within, Building Owner, or Permit Holder Certificate No. Issued to Wright Builders BP- 2011 -0354 g BP- 2011 -0449 Identify property address including street number, name, city or town and county Located at 12 Moser Street Northampton, Hampshire, Massachusetts Use Group Classification(s) Residential Condo This Certificate of Occupancy is hereby issued by the undersigned to certify that the premise, structure or portion thereof as herein specified has been inspected for general fire and life safety features. This certificate shall allow for the use as herein described and in conformance with any and all conditions as identified below. It shall be posted in a conspicuous place within the space as directed by the undersigned. Failure to post the certificate, failure to comply with conditions or, tampering with the contents of the certificate is strictly prohibited. Conditions of Use Single Family Home - Safety and Structural Systems must be maintained. Name of Municipal Charles Miller Date of Final Map /Plot: Building Official Inspection 06/27/11 Signature of Municipal Date of 38A411 -12 Building Official / 0 Issuance 06/27/11 A. 12, 14, 16 MOSER ST BP- 2011 -0354 GIS #: COMMONWEALTH OF MASSACHUSETTS Ivlap:Biock: 38A- 111 CITY OF NORTHAMPTON Lot: -001 PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS Permit: Building DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL c.142A) Category: BUILDING PERMIT Permit # BP- 2011 -0354 Project # JS- 2011- 000592 Est. Cost $52360.00 t Fee: $526.00 PERMISSION IS HEREBY GRANTED TOE Const. Class: Contractor: License: i - s Use Group: WRIGHT BUILDERS 84280 Lot Size(sq. ft): 33759.00 Owner: WRIGHT BUILDERS e - Zoning: .!(1OJ) /,':3G b Ape/if-ant: WRIGHT BUILDERS AT: 12, 14, 16 MOSER ST Applicant Address: Phone: Insurance: 48 Bates St (413) 586 -8287 (116) Workers Compensation NORTHAMPTONMA01060 ISSUED ON:10/25/2010 0:00:00 TO PERFORM THE FOLLOWING WORK: FOUNDATION ONLY - CONSTRUCT 3 UNIT TOWNHOUSE CONDOS - BLDG C 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: am-1-100/44 Rough: Rough: House # Foundation Driveway Final: Final: Final: Rough Frame: Gas: Fire Department Fireplace /Chimney: Rough: Oil: Insulation: Final: Smoke: Final:C/c Z .9„7--/ 1 'mot THIS PERMIT MAY BE REVOKED BY THE CITY OF e ',THAMPTON UPON VIOLATION OF A RE j . I I , AL t z.0144 4, FeeTvpe: Date Paid: Amount: Building 10/25/2010 0:00:00 $526.00 212 Main Street, Phone (413) 587 -1240, Fax: (413) 587 -1272 Louis Hasbrouck — Building Commissioner (010/1 z..! JJ c! v n / " v '-,, o J AO v ALJ/ ./0(" 0 V2AVJ n/ 2 r 'Or/ 1t re' rl \. n - 1 tr. .-1 e A#1,7 fevS ti ly Pt e/7 12, 14, 16 MOSER ST BP -2011 -0449 GIS #: COMMONWEALTH OF MASSACHUSETTS Map:Block: 38A - 111 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 townhouses BUILDING PERMIT Permit# BP- 2011 -0449 Project # JS- 2011- 000592 Est. Cost: $554788.00 Fee: $2085.00 PERMISSION IS HEREBY GRANTED TO: Const. Class: Contractor: License: Use Group: WRIGHT BUILDERS 84280 Lot Size(sq. ft): 33759.00 Owner: WRIGHT BUILDERS Zoning: PV(100) / /SG_b Applicant: WRIGHT BUILDERS AT: 12, 14, 16 MOSER ST Applicant Address: Phone: Insurance: 48 Bates St (413) 586 -8287 (116) Workers Compensation NORTHAMPTONMA01060 ISSUED ON :1/14/2011 0:00:00 TO PERFORM THE FOLLOWING WORK :CONSTRUCT 3 UNIT TOWNHOUSE CONDOS - BLDG C 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:_ la Rough: .. / f , House # Foundation: / �/ Driveway Final: 4 /4P Final: L-1 Final: • / /v c s 19..0 , � 6 / /t Rough Frame:O 3`1f cots N. l4 �'�f , (l�,ci,� .- ov6/L) Gas: Fire Department Fireplace /Chimney: Rough: _ --ll tk Oil: Insulation: Or ` I '` Y'l lciffi l , Smoke: _ K it6 +It16 a7 /1 ea1.14 Final: 6� ¢` l o f .�y 5 ' �� Final: K it ' 7 —/ y (feel!/ ' THIS PERMIT MAY BE REVOKED BY THE CITY OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AND e p Certificate of Occu anc, gnature 1440C4:" /AA 60"Itt.‹"C FeeType: Date Paid: Amount: Building 1/14/2011 0:00:00 $2085.00 212 Main Street, Phone (413) 587 -1240, Fax: (413) 587 -1272 Louis Hasbrouck — Building Commissioner