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31C-019 (4) . Job Truss Truss Type Qty Ply VICTORIAN COTTAGE ROOF 704 VALLEY 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 13:03:13 2010 Page 1 2-6-0 5 -0-0 2-6-0 2-6-0 2 = Scale =1.9.4 2 6.00 / ` \. 3 % \ q j \ \- 1 0 0 h . a4 � e 0� �� ■ 2x4 2x4 J 0 -0$ 5 -0-0 0� 8 4 -11-8 Plate Offsets (X,Y): [2:0- 2 -0,Edgel LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 50.0 Plates Increase 1.15 j TC 0.28 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.37 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 8 lb LUMBER BRACING TOP CHORD 2 X 3 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5 -0-0 o BOT CHORD 2X 3 SPF No.2 purlins. 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 j L Installatio guid REACTIONS (Ib /size) 1= 288/4 -11 -0, 3= 288/4 -11 -0 Max Horz 1 =17(LC 7) Max Upliftl =-8(LC 8), 3 = -8(LC 8) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 320/109, 2- 3= -320/109 BOT CHORD 1 -3 =- 64/247 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) 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 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 Ib uplift at joint 1 and 8 Ib uplift at joint 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 1 Job Truss Truss Type — - Q PIy VICTORIAN COTTAGE ROOF 703 VALLEY 1 1 Job Reference o tional RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 13 :02:36 2010 Page 1 6-6-0 13 -0-0 6-6-0 6-6-0 Scale = 1:21.0 4x4 3 ',. 6.00 12. j \ \ 7x3 II \ \, q 10 4 '-- / _ , \ Tt N 7 / ST1 ST1 \ � 1 1 I I \ � � — . 4 ► - - -% A . ■ ■ ••A � �. ■ *AA,* _ _ - �4I_,• - LOA ._ _= ..= e= . -.___ . :._ -.- . - ∎- .- .- . -.-.- - .- ..*___∎ -. -ate 4 8 7 6 3x6 - 10 1x3 II 1x3 I 3x6 - 13-0-0 — 13 -0-0 LOADING (psf) SPACING 2-0-0 CSI ! DEFL in (Ioc) I /defl Lid PLATES GRIP TCLL 50.0 ! Plates Increase 1.15 TC 0.26 j Vert(LL) n/a - - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.14 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) 1 Weight: 34lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc BOT CHORD 2 X 4 SPF No.2 purlins. OTHERS 2 X 3 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= 206/13 -0-0, 5= 206/13 -0 -0, 7= 224/13 -0 -0, 6= 505/13 -0 -0, 8= 505/13 -0-0 Max Horz 1 =48(LC 7) Max Uplift 1= -2(LC 8), 5 = -2(LC 8), 6= -38(LC 8), 8= -38(LC 8) Max Gray 1= 206(LC 1), 5= 206(LC 1), 7= 224(LC 1), 6= 511(LC 13), 8= 511(LC 12) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 2=- 117/79, 2 -3 =- 114/85, 3-4 =- 114/85, 4 -5 =- 117/79 BOT CHORD 1-8 =- 11/40, 7-8 =- 11/40, 6 -7 =- 11/40, 5-6 =- 11/40 WEBS 3 -7 =- 210/1, 4-6 =- 408/144, 2-8 =- 408/144 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) 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 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 5) H10 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) 6 and 8. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard • Job Truss Truss Type Qty PIy VICTORIAN COTTAGE ROOF 702 VALLEY 1 1 Job Reference (optional RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 13:01:34 2010 Page 1 10 -6-0 21 -0-0 10-6-0 — - 10-6-0 Scale = 1:33.8 4x6 3 6.0072 � - I 2x4 \ 2x4 i 2 \\ 4 2 ST \ I i / STI S \\ � .4.4- - Ti/.44 -4. Ti/.i•T•-•T44T I T4444444_ T _ — _ 4A467i/4•AT744 444_4441,.44T . — T . .444T44T44 5x6 G 9 8 7 6 5 1.5x3 ,I 1.5x3 I; 3x4 = 1.5x3 i I 0-9-8 21 -0-0 0 -0-8 20 -11-8 Plate Offsets (X,Y): [1:0- 2- 3,Edg1, [5:0- 1- 3,Edge] - - LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /defl Lid PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.78 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 0.18 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 57 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc BOT CHORD 2 X 4 SPF No.2 purlins. OTHERS 2 X 3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. MiTek recommends that Stabilizers and 1 required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1= 354/20 -11-0, 5= 354/20 -11 -0, 8= 312/20 -11 -0, 9= 873/20 -11 -0, 6= 873/20 -11 -0 Max Horz 1= -81(LC 6) Max Uplift 1=-4(LC 8), 5 = -4(LC 8), 9= -66(LC 8), 6= -66(LC 8) Max Gray 1= 354(LC 1), 5= 354(LC 1), 8= 312(LC 1), 9= 879(LC 12), 6 =879(LC 13) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 192/144, 2 -3 =- 184/132, 3-4=- 184/132, 4- 5=- 192/144 BOT CHORD 1 -9 =- 20/65, 8 -9 =- 20/65, 7-8 =- 20/65, 6- 7=- 20/65, 5 -6= -20/65 WEBS 3-8 =- 305/0, 2 -9 =- 699/222, 4- 6=- 699/222 NOTES 1) Unbalanced roof live Toads have been considered for this design. 2) 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 3) Gable requires continuous bottom chord bearing. 1 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) H10 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) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. I LOAD CASE(S) Standard Job Truss Truss Type Qty Ply VICTORIAN COTTAGE • ROOF 701 VALLEY 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, — - — — — - MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 14:36:42 2010 Page 1 14 -6-0 26 -0-0 14-6-0 11-6-0 Scale = 1:43.6 FRONT SIDE OF THE BUILDING 4x8 REAR SIDE OF THE BUILDING 4 2x4 \ \ 2x4 3 j - 5 1 6.0012 1 \ \ �T2 2x4 1 y,� \ 2x4 n 2 \ 6 T� ST � � I STZ \ \ 3x4 I STi1 1 - ST1 \\� I I B , _ e o-rO. Q.O. -- .. - -- - - -. _. 62. • 5x6 14 13 12 11 10 9 6204 1.5x3 II 1.5x3 11 1.5x3 11 3x4 = 1.5x3 I1. 1.5x3 0-0- 26 -0-0 0 -0-8 25 -11-8 Plate Offsets (X,Y): [1:0- 2- 3,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ltd PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.74 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.43 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 80 lb — — - — LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 od BOT CHORD 2 X 4 SPF No.2 purlins, 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 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1= 368/25 -11 -8, 8= 243/25 -11 -8, 12= 520/25 -11-8, 13= 456/25 -11-8, 14= 851/25 -11 -8, 10= 558/25 -11-8, 9= 543/25 -11 -8 Max Horz 1= 106(LC 7) Max Upliftl =-4(LC 8), 8 =-6(LC 8), 13= -33(LC 8), 14= -65(LC 8), 10= -40(LC 8), 9= -50(LC 8) Max Gray 1= 368(LC 1), 8= 243(LC 1), 12= 520(LC 1), 13= 481(LC 12), 14= 851(LC 1), 10= 588(LC 13), 9= 543(LC 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 219/143, 2 -3 =- 205/136, 3-4 =- 175/220, 4 -5 =- 182/222, 5-6 =- 180/129, 6 -7 =- 152/38, 7-8 =- 209/50 BOT CHORD 1 -14 =0/66, 13 -14 =0/66, 12 -13 =0/66, 11 -12 =0/66, 10 -11 =0/66, 9 -10 =0/66, 8 -9 =0/66 1 WEBS 4 -12 =- 431/1, 3 -13= 439/141, 2 -14 =- 673/219, 5 -10 =- 508/158, 6 -9 =- 470/167 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; B=48ft; L =26ft; 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 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) H10 Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1. 6) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 8, 13, 14, 10, and 9. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. . _ LOAD CASE(S) Standard Job Truss Truss Type Qty Ply VICTORIAN COTTAGE ROOF 602 GABLE 1 1 Job Reference (o_ptionn RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s .. i Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 14:36:16 2010 Page 1 -1 -0-0 8 -0-0 1 -0-0 8 -0-0 Scale = 1:29.3 2x4 6 ,x3 5 / 6.00 12 4 �Tt m' 1x3 3 � W1 3x6 � bT 2 '� I 072 Li { :.... . ..... - .. - XXXXXX 11 10 9 6 7 346 Ii 1x3 II 1x3 t' 1x3 I 2.4 8 -0-0 1 8 -0-0 `Plate Offsets (X,Y): [2:0- 3- 0,0 -1-4j LOADING (psf) SPACING 2 -0 -0 . CSI DEFL in (loc) I /defl Lid PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.63 Vert(LL) -0.00 1 n/r 120 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.32 Vert(TL) -0.00 1 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(TL) -0.00 7 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 33 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc BOT CHORD 2 X 4 SPF No.2 purlins, 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 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation g uide. _ REACTIONS (lb/size) 11= 286/8 -0-0, 7= 110/8 -0 -0, 8= 295/8 -0-0, 9= 286/8 -0-0, 10= 246/8 -0-0 Max Horz 11= 160(LC 8) Max Upiiftll= -26(LC 6), 7= -17(LC 8), 8= -15(LC 8), 10=- 152(LC 8) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 2 -11 =- 267/18, 1 -2 =0/59, 2-3=-237/40, 3-4 =- 133/54, 4 -5 =- 84/52, 5 -6 =- 61/30, 6 -7= -94/48 BOT CHORD 10- 11 = -7/2, 9- 10 = -7/2, 8- 9 = -7/2, 7- 8 = -7/2 WEBS 5-8 =- 253/105, 4 -9 =- 246/86, 3 -10 =- 208/210 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 ; end vertical left 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) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2 -0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 7) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 11, 7, 8, and 10. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TM 1. LOAD CASELS) Standard Job Truss Truss Type Qty PIy VICTORIAN COTTAGE ROOF 601 MONO PITCH 1 1 Job Reference(optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 14:36:10 2010 1 - - 3-11-4 8 -0-0 1 -0-0 3 -11.4 4 -0-12 Scale =1:27.8 3x4 4 5 6.00 12 1x3 3 4x8 2 61 411° 8 6 ''. 3x8 '.'. 4x4 - 8 -0-0 8-0-0 Plate Offsets (X,Y): [2:0- 3- 15,Edge] i LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) 1 /defl Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.71 Vert(LL) -0.10 7 -8 >920 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.54 Vert(TL) -0.23 7-8 >401 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.00 7 n/a n/a B CDL 10.0 Code IRC2003/TP12002 _ _ (Matrix) Weight: 30 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc BOT CHORD 2 X 4 SPF No.2 purlins, except end verticals. WEBS 2 X 3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. W3: 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 7= 533 /Mechanical, 8= 681/0 -5-8 Max Horz 8= 162(LC 8) Max Uplift7= -64(LC 8) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/61, 2 -3= 492/40, 3 -4=- 128/85, 4- 5 = -2/0, 4 -7 =- 227/83, 2-8 =- 583/137 BOT CHORD 7-8 =- 186/328, 6 -7 =0 /0 WEBS 3- 7= -398/238 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; B =48ft; L =24ft; eave =oft; Cat. 11; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 Ib uplift at joint 7. 5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job - — Truss - — Truss Type Qty Ply VICTORIAN COTTAGE ROOF 503 COMMON 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 12:59:09 2010 Page 2 LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 'VICTORIAN COTTAGE ROOF 503 COMMON 1 1 Job Reference (o tional RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 12:59:09 2010 Page 1 6 -7 -10 13 -0-13 19 -5 -15 25 -11 -2 32-4 -5 39 -0-0 40 -0-0 6 -7 -10 6 -5 -2 6 -5 -2 6 -5-3 6-5-3 6 -7 -11 1 -0-0 Scale = 1:67.7 9x12 MT16H FRONT SIDE OF THE BUILDING REAR SIDE OF THE BUILDING 6.00 12 5 3x4 , \�� 3x8 /�� 3x4 3 4/ / 346 - i r 3x6 G 3x8 , 2 Wt � \W2 W2 r / W4 i 5x6 i� w 5x6 1 5 \ 17 16 15 14 13 12 4x10 — 3x4 4x8 4x6 -- 4x0 = 3x4 = 4410 9-10-4 19 -5 -15 19 29 -1 -12 39 -0-0 9 -10-4 9 -7 -11 0-0-1 _ 9-7-12 9 -10 4 Plate Offsets (X,Y): [5:0- 1- 10,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /defl L/d 1 PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.92 Vert(LL) -0.27 12 -14 >999 240 1 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.95 Vert(TL) -0.59 12 -14 >788 180 MT18H 197/144 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.21 11 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) j Weight: 167 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied, except BOT CHORD 2 X 4 SPF 1650F 1.5E *Except* end verticals. B2: 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. WEBS 2 X 3 SPF No.2 *Except* WEBS 1 Row at midpt 4 -14, 6 -14, 2 -17, 8 -11 W MiTek recommends that Stabilizers and 1,W6: 2 X 4 SPF No.2, W7: 2 X 6 SPF 1650F 1.5E -1 required cross bracing be installed during truss ' erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 17= 2696/0 -5 -8, 11= 2848/0 -5 -8 Max Horz 17= 204(LC 7) Max UpIift17= -73(LC 8), 11=- 109(LC 8) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 726/135, 2 -3 =- 3678/562, 3-4 =- 3363/580, 4 -5=- 2873/544, 5-6 =- 2872/544, 6 -7 =- 3355/582, 7-8 =- 3670/565, 8- 9=- 658/159, 9- 10 =0 /66, 1 -17 =- 638/147, 9 -11 =- 757/226 BOT CHORD 16 -17 =- 318/3225, 15 -16 =- 213/3012, 14 -15 =- 213/3012, 13 -14 =- 215/3008, 12 -13 =- 215/3008, 11- 12=- 322/3211 WEBS 2 -16 =- 272/166, 4 -16 =- 17/434, 4 -14 =- 1049/253, 5 -14 =- 278/1641, 6 -14 =- 1043/255, 6 -12 =- 20/425, 8 -12 =- 262/170, 2 -17 =- 33581443, 8 -11 =- 3416/422 NOTES 1) Unbalanced roof live loads have been considered for this design. I 2) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; B =48ft; L =39ft; eave =5ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 17 and 11. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Continued on page 2 Job Truss Truss Type Qty ply VICTORIAN COTTAGE ROOF 502 COMMON 11 1 Job Reference [optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 12:58:25 2010 Page 2 LOAD CASE(S) Standard 1 Job Truss Truss Type Qty Ply VICTORIAN COTTAGE ROOF 502 COMMON 11 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 12:58:25 2010 Page 1 -1 -0-0 6 -7 -10 13 -0-13 19 -5 -15 25 -11 -2 32 -4-5 39 -0-0 40 -0-0 1 -0-0 6 -7 -10 6 -5 -2 6 -5 -2 6 -5-3 6 -5-3 6 -7 -11 1 -0-0 Scale = 1:67.4 9x12 MT18H 6.00 12 6 6 i ii 3x4 ,/T� 3x4 3x6 ! // �.� 7 �, � 4 3x6 / , 6 34 s\ 3x8 -i 3 W1 � ' 9 7 W2 9 W4 5x6 // \\ \, / ���(((:::��� 5x6 I 5 ```��� 2 , 10 ii i 1. 17 16 t5 14 13 12 4x10 — 3x4 = 4x8 = 4x8 = 4,18 -= 3x4 � 4x10 9 -10-4 19 -5 -15 19-6-0 29 -1 -12 39 -0-0 I — 9-10-4 9-7-11 0-0-1 9-7-12 9104 Plate Offsets (X,Y): [6:0- 1- 10,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (Ioc) I/defl Lid PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.92 Vert(LL) -0.27 13 -15 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.95 Vert(TL) -0.59 13 -15 >788 180 MT18H 197/144 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.21 12 n/a n/a BCDL 10.0 Code 1RC2003/TPI2002 (Matrix) Weight: 168 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied, except BOT CHORD 2 X 4 SPF 1650F 1.5E *Except* end verticals. B2: 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. WEBS 2 X 3 SPF No.2 *Except* WEBS 1 Row at midpt 5 -15, 7 -15, 3 -18, 9 -12 W1,W6: 2 X 4 SPF No.2, W7: 2 X 6 SPF 1650F 1.5E ' MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. _ REACTIONS (lb /size) 18= 2845/0 -5 -8, 12= 2845/0 -5-8 Max Horz 18= 223(LC 7) Max Upliftl8=- 110(LC 8), 12=- 110(LC 8) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/66, 2 -3 =- 658/159, 3-4 =- 3666/566, 4 -5 =- 3351/584, 5 -6 =- 2868/546, 6 -7 =- 2867/546, 7-8 =- 3351/584, 8 -9 =- 3666/566, 9 -10 =- 658/159, 10 -11 =0/66, 2 -18 =- 757/226, 10- 12=- 757/226 BOT CHORD 17 -18 =- 323/3208, 16 -17 =- 216/3005, 15 -16 =- 216/3005, 14- 15=- 216/3004, 13- 14=- 216/3004, 12 -13 =- 323/3208 WEBS 3 -17 =- 261/169, 5 -17 =- 19/425, 5 -15 =- 1044/255, 6 -15 =- 279/1637, 7 -15 =- 1043/255, 7 -13 =- 201425, 9 -13 =- 262/169, 3 -18 =- 34121423, 9 -12 =- 3412/423 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; B=48ft; L =39ft; eave =5ft; Cat. 11; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 18 and 12. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Continued on page 2 • Job Truss Truss Type Qty Ply VICTORIAN COTTAGE ROOF 501 GABLE 1 1 Job Reference (optional RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 12:57:37 2010 Page 2 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 2 -50 =- 241/104, 1 -2 =0/59, 2 -3 =- 1431143, 3-4 =- 105/104, 4 -5 =- 99/104, 5 -6 =- 87/151, 6 -7 =- 77/198, 7 -8 =- 66/245, 8 -9 =- 55/287, 9 -10= 46/292, 10- 11= 46/339, 11 -12 =- 50/389, 12 -13 =- 26/427, 13 -14 =- 23/408, 14- 15=- 22/408, 15 -16 =- 25/427, 16- 17=- 49/389, 17 -18= 48/340, 18 -19 =- 18/294, 19- 20= 48/288, 20- 21= 48/247, 21- 22= 49/199, 22 -23 =- 60/152, 23 -24 =- 71/106, 24- 25= -79/77, 25 -26 =- 109/109, 26 -27 =0/59, 26- 28=- 243184 BOT CHORD 49 -50 =- 101/97, 48 -49 =- 101/97, 47 -48 =- 101/97, 46 -47 =- 101/97, 45- 46=- 101/97, 44 -45 =- 101/97, 43 -44=- 101/97, 42 -43 =- 101/97, 41 -42 =- 101/97, 40 -41 =- 101/97, 39 -40 =- 101/97, 38 -39 =- 101/97, 37- 38=- 101/97, 36 -37 =- 101/97, 35- 36=- 101/97, 34- 35=- 101/97, 33 -34 =- 101/97, 32 -33 =- 101/97, 31- 32=- 101/97, 30 -31 =- 101/97, 29 -30 =- 101/97, 28- 29=- 101/97 WEBS 14 -39 =- 207/0, 12- 41=- 186/72, 11 -42 =- 249/89, 10 -43 =- 239/80, 8-44 =- 240/81, 7-45 =- 240/81, 6-46 =- 241/81, 5-47 =- 238/81, 4-48 =- 252/83 , 3-49 =- 168 /72, 16 -37 =- 186/71, 17 -36 =- 248/89, 18 -35 =- 239/80, 20 -34 =- 240/81, 21- 33=- 240181, 22 -32 =- 241/81, 23 -31 =- 237181, 24 -30 =- 252/83, 25- 29=- 168 /72, 13 -40 =- 118/2, 15- 38=- 118/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; B=48ft; L =39ft; eave =2ft; Cat. 11; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Truss designed for wind Toads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 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) 50, 28, 41, 42, 43, 44, 45, 46, 47, 48, 49, 37, 36, 35, 34, 33, 32, 31, 30, and 29. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job 1 Truss Truss Type Qty Ply VICTORIAN COTTAGE ROOF 1501 GABLE 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 12:57:35 2010 Page 1 20-5-15 -1 -0-0 18 -5 -15 19 -5 -15 22 -5 -15 39 -0-0 40 -0-0 1 -0-0 18 -5 -15 1 -0-0 2 -0-0 16 -6-1 1 -0-0 1 -0-0 Sale = 1:67.4 5x6 6.00 12 14 15 13 12 ^ T \ \ 16 11 , 1 \ -- 7 3x6 10 19 18 3x6 6 9 ,,,,L..- 1 !. 1 1- 20 6 x N 5790 W { $TB 1 ,4 ��. 5 „,------1' 378 it i i S ,, 4 ST6 ' � 1 I T ', '. �� ' 24 3x4 3 7 74 1 j ' ST5 ' i4 I l \�, 25 2 '' $T3 I 73 3 I1 ST2 ;I '' 'I 1 ST2 \ 1 26 27, 1 sr1 1 - - , �i h sT1 \ v 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 3x4 II 5x6 -= 5x6 = 18 -5 -15 20 -5 -15 225 -15 39 -0-0 I I 18-5-15 - - 2 -0-0 2 -0-0 16-6 -1 Plate Offsets (X,Y): [2:0- 2 -0,0 -1-4], [14:0- 2- 15,Edg,, [36:0- 3 -0,0 -3 -0], [42:0- 3- 6,0 -3 -0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.30 Vert(LL) -0.01 27 n/r 120 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.16 Vert(TL) -0.01 27 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.38 Horz(TL) -0.01 28 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 208 lb LUMBER BRACING TOP CHORD 2X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc BOT CHORD 2 X 4 SPF No.2 purlins, except end verticals. WEBS 2 X 3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. OTHERS 2 X 3 SPF No.2 WEBS 1 Row at midpt 14-39, 12-41, 11-42, 16 -37, 17 -36, 13-40, 15 -38 MiTek recommends that Stabilizers and required cross bracing be installed during truss : j erection, in accordance with Stabilizer j Installation gide. REACTIONS (lb/size) 50= 244/39 -0-0, 28= 248/39 -0-0, 39= 138/39 -0-0, 41= 216/39 -0 -0, 42= 290/39 -0-0, 43= 279/39 -0 -0, 44= 280/39 -0-0, 45= 280/39 -0-0, 46= 281/39 -0 -0, 47= 277/39 -0 -0, 48= 292/39 -0-0, 49= 207/39 -0 -0, 37= 213/39 -0-0, 36= 289/39 -0 -0, 35= 280/39 -0-0, 34= 280/39 -0-0, 33= 280/39 -0-0, 32= 281/39 -0-0, 31= 277/39 -0 -0, 30= 293/39 -0-0, 29= 205/39 -0-0, 40= 132/39 -0-0, 38= 133/39 -0-0 Max Horz 50= 222(LC 7) Max Uplift50=- 164(LC 6), 28=- 123(LC 7), 41= -21(LC 8), 42= -26(LC 8), 43= -21(LC 8), 44= -21(LC 8), 45 = -22(LC 8), 46= -21(LC 8), 47= -23(LC 8), 48= -17(LC 8), 49=- 123(LC 7), 37= -22(LC 8), 36= -26(LC 8), 35= -20(LC 8), 34= -22(LC 8), 33= -21(LC 8), 32= -21(LC 8), 31= -23(LC 8), 30= -17(LC 8), 29= -91(LC 6) Max Gray 50 =253(LC 12), 28 =256(LC 13), 39 =155(LC 8), 41 =219(LC 12), 42 =290(LC 12), 43= 279(LC 1), 44= 280(LC 12), 45= 280(LC 1), 46= 281(LC 12), 47 =277(LC 1), 48= 293(LC 12), 49= 211(LC 6), 37= 217(LC 13), 36= 289(LC 13), 35= 280(LC 1), 34= 280(LC 13), 33= 280(LC 1), 32= 281(LC 13), 31= 277(LC 1), 30= 294(LC 13), 29= 205(LC 1), 40= 132(LC 1), 38= 133(LC 1) ' I Continued on�age 2 Job Truss Truss Type Qty Ply VICTORIAN COTTAGE ROOF 704 VALLEY 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 13:03:13 2010 Page 1 2-6-0 5 -0-0 2-6-0 2-6-0 2x4 ,_ Scale =1:9.4 2 6.00 12 3 e1 � _Y • 2x4 4 2x4 0 -0-8 5 -0-0 0-0-8 4 -11-8 Plate Offsets X, : 2:0 -2 -0,Ed • e LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (Ioc) I /deft Lid PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.28 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.37 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 8lb LUMBER BRACING TOP CHORD 2 X 3 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5 -0 -0 oc BOT CHORD 2 X 3 SPF No.2 purlins. 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= 288/4 -11 -0, 3= 288/4 -11 -0 Max Horz 1 =17(LC 7) Max Upliftl =-8(LC 8), 3 =-8(LC 8) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 320/109, 2- 3=- 320/109 BOT CHORD 1- 3=- 64/247 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) 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 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 Ib uplift at joint 1 and 8 Ib uplift at joint 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty PIy VICTORIAN COTTAGE ROOF 703 VALLEY 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 13:02:36 2010 Page 1 6 -6-0 13 -0-0 6.6.0 6 -0-0 Scale = 1:21.D 4x4 3 6.00 12 1x3 S72 ~� ST1 ST \ \ 5 1 B1 / r 8 7 6 3x6 1x3 II 1x3 1x3 3x6 13 -0-0 13 -0-0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Lid PLATES GRIP TCLL 50.0 I Plates Increase 1.15 TC 0.26 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.14 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.08 I Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 341b , - - - - -- LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc BOT CHORD 2 X 4 SPF No.2 purlins. OTHERS 2 X 3 SPF No.2 13OT 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= 206/13 -0 -0, 5= 206/13 -0 -0, 7= 224/13 -0 -0, 6= 505/13 -0 -0, 8= 505/13 -0-0 Max Horz 1 =48(LC 7) Max Uplift 1= -2(LC 8), 5 = -2(LC 8), 6 = -38(LC 8), 8 = -38(LC 8) Max Gray 1= 206(LC 1), 5 =206(LC 1), 7= 224(LC 1), 6 =511(LC 13), 8 =511(LC 12) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 117/79, 2 -3 =- 114/85, 3-4 =- 114/85, 4 -5 =- 117/79 BOT CHORD 1 -8 =- 11/40, 7-8 =- 11/40, 6 -7 =- 11/40, 5-6= -11/40 WEBS 3 -7 =- 210/1, 4-6 =- 408/144, 2-8 =- 408/144 NOTES 1) Unbalanced roof live Toads have been considered for this design. 2) 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 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) H10 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) 6 and 8. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. -LOAD CASE(S) Standard Job Truss Truss Type Qty Ply VICTORIAN COTTAGE ------ - - - - -- - - - -- ROOF 702 VALLEY 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 13:01:34 2010 Page 1 10-6-0 21 -0-0 10-6-0 10-6-0 Scale = 1:33.6 4x6 3 6.00 12 \\ 2x4 2x4 4 -- S T2 , ,./'-- / ST ST \ -.. Li - -. _ - \ _ �I _ ► :�4 A.4. . — . _ - - - -4-44.4.4. T � - _ _ .4 44 �V4 7���. . . .4.4T4.4.4. .4 664A 410. . T.� . . . . . ...T�� _ . . ��4 4 .9 Y B1 B2 T 5x6 9 6 7 6 5x6 1.5x3 II 1.5x3 I 3x4 = 1.5x3 .I 0 -0-8 21 -0-0 0-0-8 20-11-8 Plate Offsets (X,Y): [1:0- 2- 3,Edge], [5:0- 1- 3,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ltd PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.78 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 0.18 ! Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 1 (Matrix) Weight: 57 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc1 BOT CHORD 2 X 4 SPF No.2 purlins. OTHERS 2 X 3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and i required cross bracing be installed during truss erection, in accordance with Stabilizer 1 Installation guide. REACTIONS (lb/size) 1= 354/20 -11 -0, 5= 354/20 -11 -0, 8= 312/20 -11-0, 9= 873/20 -11 -0, 6= 873/20 -11 -0 Max Horz 1= -81(LC 6) Max Upliftl =-4(LC 8), 5 =-4(LC 8), 9= -66(LC 8), 6= -66(LC 8) Max Gray 1= 354(LC 1), 5= 354(LC 1), 8= 312(LC 1), 9= 879(LC 12), 6= 879(LC 13) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1- 2=- 192/144, 2- 3=- 184/132, 3-4 =- 184/132, 4 -5 =- 192/144 BOT CHORD 1 -9 =- 20/65, 8 -9 =- 20/65, 7-8 =- 20/65, 6 -7 =- 20/65, 5-6 =- 20/65 WEBS 3-8 =- 305/0, 2 -9 =- 699/222, 4-6 =- 699/222 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) 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 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads. 5) H10 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) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply VICTORIAN COTTAGE ROOF 701 VALLEY 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 14:36:42 2010 Page 1 14-6-0 26 -0-0 14-6-0 — - 11-6-0 Scale = 1:43.6 FRONT SIDE OF THE BUILDING 4x6 REAR SIDE OF THE BUILDING 4 2x4 / \\ 2x4 3 / 5 6.00 12 TZ 2x4 I - - x4 II 2 ST�3 \ I / ST2T2 \ 3x4 I T TA ' I ST1 1 i W o ∎ ∎/MIL ea∎ ∎ ∎ ∎ ∎ ∎ ♦ ∎ ∎ ∎ ∎ ∎∎ ∎Air* .... ...... 'W ♦�.■ 5x6 14 13 12 11 10 9 62x4 II 1.5x3 I 1.5x3 II 1.5x3 I 3x4= 1.5x3 II 1.5x3 II 0 -0-8 26 -0-0 0-0-8 25-11-8 Plate Offsets (X,Y): [1:0- 2- 3,Edge] __ _ __ __ ______ -___ _______ _ _ _____ _ LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /defl Lid PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.74 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.43 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 80 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc BOT CHORD 2 X 4 SPF No.2 purlins, 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 1 MiTek recommends that Stabilizers and required cross bracing be installed during truss ■ erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1= 368/25 -11 -8, 8= 243/25 -11 -8, 12= 520/25 -11-8, 13= 456/25 -11-8, 14= 851/25 -11-8, 10= 558/25 -11 -8, 9= 543/25 -11-8 Max Horz 1= 106(LC 7) Max Uplift 1= -4(LC 8), 8 =-6(LC 8), 13= -33(LC 8), 14= -65(LC 8), 10= -40(LC 8), 9= -50(LC 8) Max Gray 1= 368(LC 1), 8= 243(LC 1), 12= 520(LC 1), 13= 481(LC 12), 14= 851(LC 1), 10= 588(LC 13), 9= 543(LC 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 219/143, 2 -3 =- 205/136, 3-4 =- 175/220, 4 -5 =- 182/222, 5 -6 =- 180/129, 6 -7 =- 152/38, 7 -8 =- 209/50 BOT CHORD 1 -14 =0/66, 13 -14 =0/66, 12 -13 =0/66, 11 -12 =0/66, 10 -11 =0/66, 9 -10 =0/66, 8 -9 =0/66 WEBS 4 -12= -431/1, 3 -13 =- 439/141, 2 -14 =- 673/219, 5 -10 =- 508/158, 6 -9 =- 470/167 NOTES 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; B =48ft; L =26ft; eave =4ft; Cat. 11; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ;C -C for I members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) H10 Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1. 6) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 8, 13, 14,10, and 9. ■ 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. I LOAD CASE(S) Standard — — Job Truss Truss Type Qty Ply VICTORIAN COTTAGE ROOF 602 GABLE 1 1 I Job Reference (optional/ RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 14:36:16 2010 Page 1 -1-0-0 1 -0-0 8-0-0 Scale = 1:29.3 2x4 6 5 .�� 6.00 12 % / 1x3 / 4 1x3 3x6 II / ST3 ST2 '4 V W2 _ B1 ivarerip 11 10 9 8 7 3x6 1x3 li 1)3 lx3 2x4 —_— 8 -0-0 8 -0-0 Plate Offsets (X,Y): [2:0- 3 -0,0 -14] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Lid PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.63 Vert(LL) -0.00 1 n/r 120 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.32 Vert(TL) -0.00 1 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(TL) -0.00 7 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 33 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 o BOT CHORD 2 X 4 SPF No.2 purlins, 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 r recommends that Stabilizers and I required cross bracing be installed during truss erection, in accordance with Stabilizer I Installation guide. REACTIONS (lb/size) 11= 286/8 -0-0, 7= 110/8 -0 -0, 8= 295/8 -0-0, 9= 286/8 -0 -0, 10= 246/8 -0-0 Max Horz 11= 160(LC 8) Max Upliftl1= -26(LC 6), 7= -17(LC 8), 8= -15(LC 8), 10=- 152(LC 8) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 2 -11 =- 267/18, 1 -2 =0/59, 2 -3 =- 237/40, 3-4 =- 133/54, 4 -5 =- 84/52, 5 -6 =- 61/30, 6 -7= -94/48 BOT CHORD 10- 11 = -7/2, 9- 10 = -7/2, 8- 9 = -7/2, 7- 8 = -7/2 WEBS 5-8 =- 253/105, 4 -9 =- 246/86, 3- 10=- 208/210 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 ; end vertical left 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) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2 -0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 11, 7, 8, and 10. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply VICTORIAN COTTAGE ROOF 601 MONO PITCH 1 1 Job Reference (optional' RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 14 :36:10 2010 Page 1 -1 -0-0 3 -11-4 8 -0-0 1 -0-0 3 -11-4 - — 4 -0-12 Scale = 1:27.8 3x4 4 5 • 6.00 12 1x3 3 4x8 2 �W3" B1 ,4 7 8 6 3x8 ! 4x4 = I ' 8 -0-0 8 -0-0 Plate Offsets (X,Y): [2:0- 3- 15,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (Ioc) I /deft Ltd PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.71 Vert(LL) -0.10 7-8 >920 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.54 Vert(TL) -0.23 7 -8 >401 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 301b LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc BOT CHORD 2 X 4 SPF No.2 purlins, except end verticals. WEBS 2 X 3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. W3: 2 X 4 SPF No.2 1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer L Installation guide. A REACTIONS (lb /size) 7= 533 /Mechanical, 8= 681/0 -5-8 Max Horz 8= 162(LC 8) Max Uplift7= -64(LC 8) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/61, 2 -3 =- 492/40, 3-4=-128/85, 4- 5 = -2/0, 4 -7 =- 227/83, 2 -8 =- 583/137 BOT CHORD 7-8 =- 186/328, 6 -7 =0/0 WEBS 3- 7=- 398/238 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 ; end vertical left exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live 1 loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 Ib uplift at joint 7. 5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply VICTORIAN COTTAGE ROOF 503 COMMON 1 1 Job Reference loptionaij RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 12:59:09 2010 Page 2 LOAD CASE(S) Standard Job Truss Truss Type Qty Ply VICTORIAN COTTAGE ROOF 503 COMMON 1 1 Job Reference (optionalL RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 12:59:09 2010 Page 1 6 -7 -10 13 -0-13 19 -5 -15 25 -11 -2 32 -0 -5 39 -0-0 40 -0-0 6-7-10 6 -5 -2 6 -5 -2 6 -5 -3 6-5-3 6 -7 -11 1 -0-0 Scale = 1:67.7 9x12 MT18H FRONT SIDE OF THE BUILDING REAR SIDE OF THE BUILDING 6.00 12 5 3x4 % 3x8 = / �I�, 3x4 4 \\ 6 3x6 3 7 ri 3x8 .-- / i \ I \\ 3x8\ 7 I i w2 '1V1 ‘ , 6 /,i W2 �� A / '`./..,, ',. // / \\ 5x6 5x6 ; a 10 ! al __. - _..- .___1— ___..— ____ - - 2- —. — J X11 _ li7 16 15 14 13 12 IF 4x10 = 3x4 - 4x8 - 4x8 — 4x8 =- 3x4 - 4x10 — • 9 -10-4 19 -5 -15 19-6-0 29 -1 -12 39 -0-0 I- I — - 9 -10-4 9 - - 11 0 -0-1 9 -7 -12 9 -10-4 Plate Offsets (X,Y): [5:0- 1- 10,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (Ioc) I /defl Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.92 Vert(LL) -0.27 12 -14 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.95 Vert(TL) -0.59 12 -14 >788 180 MT18H 197/144 BCLL 0.0 Rep Stress Incr YES WB 1.00 ! Horz(TL) 0.21 11 n/a n/a BCDL 10.0 Code IRC20031TPI2002 (Matrix) i Weight: 167 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied, except BOT CHORD 2 X 4 SPF 1650F 1.5E *Except* end verticals. B2: 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. WEBS 2 X 3 SPF No.2 *Except* WEBS 1 Row at midpt 4 -14, 6 -14, 2 -17, 8 -11 W1,W6: 2 X 4 SPF No.2, W7: 2 X 6 SPF 1650F 1.5E MiTek recommends -_ - and MiTek re that Stabilizers a required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. , REACTIONS (lb/size) 17= 2696/0 -5 -8, 11= 2848/0 -5-8 Max Hors 17= 204(LC 7) Max UpIift17 = -73(LC 8), 11=- 109(LC 8) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 726/135, 2 -3 =3678/562, 3-4 =- 33631580, 4 -5 =- 2873/544, 5-6 =- 2872/544, 6 -7 =- 3355/582, 7-8=-3670/565, 8 -9 =- 658/159, 9 -10 =0/66, 1- 17=- 638/147, 9 -11 =- 757/226 BOT CHORD 16 -17 =- 318/3225, 15 -16 =- 213/3012, 14 -15=- 213/3012, 13- 14=- 215/3008, 12 -13 =- 215/3008, 11 -12 =- 322/3211 WEBS 2 -16 =- 272/166, 4 -16 =- 17/434, 4 -14 =- 1049/253, 5 -14 =- 278/1641, 6 -14 =- 1043/255, 6 -12 =- 20/425, 8- 12=- 262/170, 2- 17=- 3358/443, 8- 11=- 3416/422 NOTES 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7 -02; 100mph; TCDL =6.0psf; BCDL =6.0psf; h =25ft; B =48ft; L =39ft; eave =5ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads. 5) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 17 and 11. I 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Continued on page 2 Job Truss Truss Type Qty PIy VICTORIAN COTTAGE ROOF 502 COMMON 11 1 Job Reference (optional) _ RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 12:58:25 2010 Page 2 LOAD CASE(S) Standard 1 1 � I I � Job Truss Truss Type Qty Ply VICTORIAN COTTAGE ROOF 502 COMMON 11 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 12:58:25 2010 Page 1 -1 -0-0 6 -7 -10 13 -0-13 19 -5 -15 25 -11 -2 32 -4-5 39 -0-0 40 -0-0 1 -0-0 6 -7 -10 6 -5 -2 6 -5 -2 6 -5 -3 6-5-3 6 -7 -11 1 -0-0 Scale a 1.67.4 9x12 MT18H 6.00 12 6 3x4 . ` , -, 3x4 , 3x6 5 ,„"a„,-/-' \ \ \ 7 3x6 4 8 I 3x8 % / 3x8 TO 9 3 �% W2 1 W2 \� 'X \ \\ ie --- ■ 'I'-•.,..,, 5x6 1 0000 / �\ t. 5x6 '.I li r 2 �� 5 10 \ ' 11 2S - - - 17 16 15 14 13 12 18 4x10 —_ 3x4 -= 4x8 -= 4x8 — 4x8 = 3x4 = 4x10 9 -10-4 19 -5 -15 19-6-0 29 -1 -12 39 -0-0 9 -10-4 9 -7 -11 0 -0-1 9 -7 -12 - 9 -10-4 Plate Offsets (X,Y): [6:0- 1- 10,Edge] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.92 Vert(LL) -0.27 13 -15 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.95 Vert(TL) -0.59 13 -15 >788 180 MT18H 197/144 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.21 12 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 168 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied, except BOT CHORD 2 X 4 SPF 1650F 1.5E *Except* end verticals. B2: 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. WEBS 2 X 3 SPF No.2 *Except* WEBS 1 Row at midpt 5 -15, 7 -15, 3 -18, 9 -12 W1,W6: 2 X 4 SPF No.2, W7: 2 X 6 SPF 1650F 1.5E f MiTek recommends that Stabilizers and required cross bracing be installed during truss ■ erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 18= 2845/0 -5 -8, 12= 2845/0 -5-8 Max Horz 18= 223(LC 7) Max Uplift18=- 110(LC 8), 12=- 110(LC 8) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/66, 2 -3 =- 658/159, 3-4 =- 3666/566, 4 -5 =- 3351/584, 5 -6 =- 2868/546, 6 -7 =- 2867/546, 7-8=-3351/584, 8- 9=- 3666/566, 9 -10 =- 658/159, 10 -11 =0/66, 2- 18=- 757/226, 10- 12=- 757/226 BOT CHORD 17 -18 =- 323/3208, 16- 17=- 216/3005, 15- 16=- 216/3005, 14 -15 =- 216/3004, 13 -14 =- 216/3004, 12- 13=- 323/3208 WEBS 3 -17 =- 261/169, 5 -17 =- 19/425, 5 -15 =- 1044/255; 6 -15 =- 279/1637, 7 -15 =- 1043/255, 7 -13 =- 20/425, 9 -13 =- 262/169, 3 -18 =- 3412/423, 9 -12 =- 3412/423 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; B =48ft; L =39ft; eave =5ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 18 and 12. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Continued on page 2 Job Truss Truss Type Qty Pty VICTORIAN COTTAGE ROOF 501 GABLE 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 12:57:37 2010 Page 2 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 2 -50 =- 241/104, 1 -2 =0/59, 2 -3 =- 143/143, 3-4 =- 105/104, 4 -5 =- 99/104, 5 -6 =- 87/151, 6 -7 =- 77/198, 7 -8 =- 66/245, 8 -9 =- 55/287, 9- 10=- 46/292, 10- 11=- 46/339, 11 -12 =- 50/389, 12- 13=- 26/427, 13- 14=- 23/408, 14- 15=- 22/408, 15 -16 =- 25/427, 16- 17=- 49/389, 17- 18= -48/340, 18 -19 =- 18/294, 19- 20= 48/288, 20- 21= 48/247, 21- 22= 49/199, 22 -23 =- 60/152, 23- 24=- 71/106, 24 -25=- 79/77, 25 -26 =- 109/109, 26 -27 =0/59, 26- 28=- 243/84 BOT CHORD 49 -50 =- 101/97, 48 -49 =- 101/97, 47 -48 =- 101/97, 46 -47 =- 101/97, 45- 46=- 101/97, 44 -45 =- 101/97, 43 -44 =- 101/97, 42 -43 =- 101/97, 41 -42 =- 101/97, 40 -41 =- 101/97, 39- 40=- 101/97, 38 -39 =- 101/97, 37 -38 =- 101/97, 36 -37 =- 101/97, 3536 =- 101/97, 34 -35 =- 101/97, 33 -34 =- 101/97, 32 -33 =- 101/97, 31 -32 =- 101/97, 30- 31=- 101/97, 29- 30=- 101/97, 28 -29 =- 101/97 WEBS 14 -39 =- 207/0, 12- 41=- 186/72, 11 -42 =- 249189, 10 -43 =- 239/80, 8-44 =- 240/81, 7-45 =- 240/81, 6-46=-241/81, 5-47 =- 238/81, 4- 48=- 252/83 , 3- 49=- 168/72, 16- 37=- 186/71, 17 -36 =- 248/89, 18 -35 =- 239/80, 20 -34 =- 240/81, 21- 33=- 240181, 22 -32 =- 241/81, 23 -31 =- 237/81, 24 -30 =- 252/83, 25- 29=- 168/72, 1340 = - 118/2, 15 -38= -118/0 1 NOTES 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7 -02; 100mph; TCDL =6.0psf; BCDL =6.0psf; h =25ft; B=48ft; L =39ft; eave =2ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Truss designed for wind Toads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 14) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 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 Toad 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) 50, 28, 41, 42, 43, 44, 45, 46,1 47, 48, 49, 37, 36, 35, 34, 33, 32, 31, 30, and 29. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 1 1 1 I I 3 Job T russ Truss Type Qty Ply VICTORIAN COTTAGE • ROOF 501 GABLE 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 12:57:35 2010 Page 1 20 -5 -15 -1 -0-0 18 -5 -15 19 -5 -15 _22 -5 -15 39 -0-0 40-0-0 1 -0-0 18-5-15 1-0-0 2 -0-0 16 -6-1 1-0-0 1 -0-0 Scale = 1:67.4 5x6 6.00 12 14 15 13 12 i - - 16 T � / 17 3x6 1/� \ \18 10 �/ , \ 3x6 �� 9 19 I I � / - I I 2 7 1 ,I �i I 22 � I �I STIO �, �7'9 'Ti9 1 W1 'I/1 ST7 I ' ST7 1 478 11 4 16 11 ST6 1 23 SITS I ST5 3x4 '.., 3' 4 25 2 S - 2 3 I 3 $T2 26 27 • 1 I ' ST1 PR ,, I ,. ra _ � - Ii T4 I 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 3x4 I 5x6 = 5x6 18 -5 -15 _ ,20 -5- 15,225 -15 39 -0-0 185 -15 1 2 -0-0 ' 2 -0-0 16-6-1 Plate Offsets (X,Y): [2:0- 2-0,0 -1-4], 14:0-2-15 , Edge] 1 [36:0- 3-0,0 -3 -0], [42:0-3-0,0-3-0] ___ _ _ LOADING. (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.30 Vert(LL) -0.01 27 n/r 120 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.16 Vert(TL) -0.01 27 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.38 Horz(TL) -0.01 28 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 208Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2 X 4 SPF No.2 purlins, except end verticals. WEBS 2 X 3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. OTHERS 2 X 3 SPF No.2 WEBS 1 Row at midpt 14 -39, 12-41, 11-42, 16 -37, 17 -36, 13-40, 15 -38 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 43=279/39-0-0, 44= 280/39-0-0, 45=280/39-0-0, 46= 281/39 -0-0, 47=277/39 0-0, , 48=292/39-0-0, 49= 207/39 -0-0, 37= 213/39 -0 -0, 36= 289/39 -0-0, 35=280/39-0-0, 34= 280/39 -0 -0, 33=280/39-0-0, 32= 281/39-0-0, 31= 277/39 -0-0, 30= 293/39 -00, 29= 205/39-0-0, 40= 132/39 -0-0, 38= 133/39 -0-0 Max Horz 50 =222(LC 7) Max Uplift50 =- 164(LC 6), 28 =- 123(LC 7), 41 = -21(LC 8), 42 = -26(LC 8), 43 = -21(LC 8), 44= -21(LC 8), 45= -22(LC 8), 46= -21(LC 8), 47= -23(LC 8), 48= -17(LC 8), 49=- 123(LC 7), 37 = -22(LC 8), 36= -26(LC 8), 35= -20(LC 8), 34= -22(LC 8), 33= -21(LC 8), 32= -21(LC 8), 31= -23(LC 8), 30 = -17(LC 8), 29 = -91(LC 6) Max Gray 50 =253(LC 12), 28 =256(LC 13), 39 =155(LC 8), 41 =219(LC 12), 42 =290(LC 12), 43= 279(LC 1), 44= 280(LC 12), 45= 280(LC 1), 46= 281(LC 12), 47= 277(LC 1), 48= 293(LC 12), 49= 211(LC 6), 37= 217(LC 13), 36= 289(LC 13), 35= 280(LC 1), 34= 280(LC 13), 33= 280(LC 1), 32= 281(LC 13), 31= 277(LC 1), 30= 294(LC 13), 29= 205(LC 1), 40= 132(LC 1), 38 =133(LC 1) Continued on page 2 I , Job Truss Truss Type Qty PIy VICTORIAN COTTAGE , MA 2ND FLOOR 402 FLOOR 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 09:42:41 2010 Page 1 2 -0-0 0 -7-8 1 - Scale =117.8 i 3x6 6x10 = 3x6 3x6 '.I 3x6 6x10 == 3x6 1 1 13 2 3 4 5 6 7 2 — / \�\\ ter 1 - v - /vim --- 7 3x12 12 11 10 9 8 3x8 = 1x3 II 4x12 - 3x12- 10 -9-8 10 -9-8 Plate Offsets (X,Y): [11:0- 1- 8,Edge1 _ __ LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) -0.14 9 -10 >904 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.24 9 -10 >523 360 BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 106 Ib ■ LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc BOT CHORD 4 X 2 SPF 2100F 1.8E purlins, 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) 12= 2690 /Mechanical, 8= 2931 /Mechanical FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -12 =- 267/0, 7-8 =- 478/0, 1- 13 =0/0, 2- 13 =0/0, 2 -3 =- 9371/0, 3-4 =- 9371/0, 4 -5 =- 9351/0, 5 -6 =- 9351/0, 6 -7 =0/0 BOT CHORD 11- 12= 0/6317, 10- 11= 0/9371, 9 -10= 0/9371, 8- 9= 0/6390 WEBS 6-8 =- 6830/0, 2 -12 =- 6752/0, 6 -9= 0/3177, 2 -11= 0/3298, 5 -9 =- 1050/0, 3 -11 =- 1012/0, 4 -9 =- 262/174, 4 -10= -202/0 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) Refer to girder(s) for truss to truss connections. 4) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 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) 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: 8- 12 = -20, 1 -13= -100, 7- 13= -538(F =-438) Job Truss Truss Type Qty Ply VICTORIAN COTTAGE MA 2ND FLOOR 401 FLOOR 2 2 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, -- - - - -- - - - - - -- --- - -- MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 10:34:59 2010 Page 2 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 12- 18 = -20, 1 -11= -100 Concentrated Loads (lb) Vert: 9=- 2931(F) I � ' I II Job Truss Truss Type Qty Ply VICTORIAN COTTAGE , MA 2ND TRUSS CO., EW BEDFORD MA, 02745, 2 Job Reference (optional) _ 2745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 10:34:59 2010 Page 1 0 -1.8 2-6 -0 1-8 -12 1-6 -14 1-5-14 T Scale = 1.30.9 3II FRONT SIDE OF THE BUILDING 1,6 FP= REAR SIDE OF THE BUILDING 1.5x3 = 6x14 = 6x8 = 6x8 - 3x6 '.'. 3x6 FP = 6,03 = 3x6 6x14 = 3x6 1 2 3 4 5 6 7 8 9 10 11 a 1• W1� ` 1 • W1" — — 2 �1 � 5 8 17 16 15 14 13 = 4x8 = 4x6 =- 5x14 = 3x10 MT18H FP= 5x14 = 4x10 = 3x6 W6= 15 -0-0 18-5-8 1 — 1 15 -0-0 — 3-5-8 Plate Offsets (X,Y): [3:0- 1- 8,Edge], [4:0- 1- 8,Edge], [12:Edge,0 -1 -8], [16:0-1-8,Edge], [17:0- 1- 8,Ed_ge], [18:Edge,0 -1 -8], [19:0- 1- 8,0 -0-10] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (Ioc) I /defl Ud PLATES GRIP TCLL 40.0 j Plates Increase 1.00 TC 0.20 j Vert(LL) -0.32 15 >683 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.70 Vert(TL) -0.57 13 -15 >380 360 MT18H 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(TL) 0.10 12 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 234 Ib LUMBER BRACING TOP CHORD 4 X 2 SYP 2700F 2.2E TOP CHORD Structural wood sheathing directly applied or 6 -0-0 od BOT CHORD 4 X 2 SYP 2700F 2.2E purlins, except end verticals. WEBS 4 X 2 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. W5: 4X4DFNo.3 OTHERS 4 X 2 SPF No.2 REACTIONS (Ibfsize) 18= 1623/0 -5 -8, 12= 3487/0 -3-8 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 18 -19 =- 117/0, 1- 19=- 117/0, 11- 12= -99/0, 1- 2 = -9/0, 2 -3 =- 8528/0, 3-4 =- 10507/0, 4 -5 =- 12616/0, 5-6 =- 12616/0, 6 -7 =- 12670/0, 7-8 =- 12670/0, 8 -9 =- 13652/0, 9- 10=- 13490/0, 10- 11 =0/0 BOT CHORD 17- 18= 0/4782, 16- 17= 0/8528, 15- 16= 0/10507, 14-15=0/13491, 13- 14= 0/13491, 12- 13= 0/6786 WEBS 9 -13 =- 3189/0, 8 -13= 0/169, 2 -18= 4991/0, 8 -15 =- 856/0, 2 -17= 0/3925, 6 -15 =- 333/0, 3 -17 =- 1064/0, 4 -15= 0/2215, 4- 16=- 869/0, 10- 13= 0/7437,10 -12 =- 7570/0, 3- 16= 0/2157 NOTES 1) Trusses to be fastened together to act as a single unit. All loads to be distributed equally over the 2 plies. 2) All plates are MT20 plates unless otherwise indicated. 3) The Fabrication Tolerance at joint 14 = 11% 4) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5) Required 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. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2931 lb down at 15 -0-0 on top chord. The design /selection of such connection device(s) is the responsibility of others. 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) Floor: Lumberincrease =1.00, Plate Increase =1.00 Continued on page 2 _ _ Job Truss Truss Type Qty Pty. VICTORIAN COTTAGE , MA 2ND FLOOR 008A FLOOR 3 1 Job Reference (optional) _ RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 14:30:45 2010 Page 2 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 6= -192 2) 1st chase Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 8- 12 = -20, 1-4= -100, 4 -7 = -20 Concentrated Loads (Ib) Vert: 6= -192 3) 2nd chase Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 8- 12 = -20, 1- 3 = -20, 3 -7= -100 Concentrated Loads (Ib) Vert: 6 = -192 Job Truss Truss Type Qty Ply VICTORIAN COTTAGE , MA 2ND FLOOR 008A FLOOR 3 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 292009 MiTek Industries, Inc. Wed Aug 25 14:30:45 2010 Page 1 0 -1-8 2-6-0 0 -7-8 2 -0-8 Scale =1:22.4 DO NOT ERECT IN PLACE OF 008 1x3REAR SIDE OF THE BUILDING INNER SIDE OF THE BUILDING 1x3 = 3x8 = 1x3 I 1x3 3x10 - 3x3 IC I 1 2 3 4 0 3x4 5 6 7 � 2 1.L 11 10 8 8 3x6 - 1x3 '.I 3x8 3x8 = 3x8 = ---- - - - - -- - - - - - -- 13 -6-8 13 -6-8 Plate Offsets (X,Y): [4 :0- 1- 8,Edge], [11:0- 1- 8,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.57 Vert(LL) -0.19 9 -10 >849 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.87 Vert(TL) -0.40 8 -9 >403 360 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 51 lb LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc BOT CHORD 4 X 2 SPF 1650F 1.5E purlins, 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= 829/0 -3-8, 8= 952/Mechanical FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 12 -13 =- 104/0, 1 -13 =- 104/0, 7-8 =- 108/0, 1- 2 =-8/0, 2 -3= 3244/0, 3-4 =- 3244/0, 4 -5 =- 3360/0, 5 -6 =- 3360/0, 6 -7 =0/0 BOT CHORD 11 -12= 0/2083, 10- 11= 0/3244, 9- 10= 0/3244, 8- 9= 0/2426 WEBS 6-8 =- 2555/0, 2 -12 =- 2185/0, 6 -9= 0/985, 2 -11= 0/1240, 5 -9 =- 259/0, 3 -11 =- 198/0, 4 -9 =- 219/415, 4 -10= -201/0 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 Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4) Load case(s) 1, 2, 3 has /have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 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. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 192 Ib down at 10 -10-0 on top chord. The design /selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (pif) Vert: 8- 12 = -20, 1 -7= -100 Continued on page 2 Job Truss Truss Type Qty Ply VICTORIAN COTTAGE , MA 2ND FLOOR 008 FLOOR 3 1 Job Reference (optional) _ RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 14:32:38 2010 Page 1 0 -1-8 2 -6-0 0 -7-8 2 -0-8 Scale = 1:22.4 DO NOT ERECT IN PLACE OF 008A 1x3REAR SIDE OF THE BUILDING INNER SIDE OF THE BUILDING 1x3 = 3x8 = 1x3 1x3 3x8 = 3x3 1 2 3 4 3x4 = 5 6 7 � - -- iril 11 10 9 8 3x6 = 1x3 I 3x10 =. 3x8 = 3x8 = -- 13-6 -8 13-6 -8 Plate Offsets (X,Y): [4:0- 1- 8,Edge], [11:0- 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 0.55 Vert(LL) -0.19 9 -10 >849 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.81 I Vert(TL) -0.36 8 -9 >439 360 BCLL 0.0 Rep Stress Incr NO WB 0.43 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 51 lb LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 o BOT CHORD 4 X 2 SPF 1650F 1.5E purlins, 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= 791/0 -3 -8, 8= 797 /Mechanical FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 12 -13 =- 103/0, 1 -13 =- 103/0, 7-8 =- 107/0, 1- 2 = -7/0, 2 -3 =- 3004/0, 3-4 =- 3004/0, 4- 5=- 3004/0, 5 -6 =- 3004/0, 6 -7 =0/0 BOT CHORD 11- 12= 0/1968, 10- 11= 0/3004, 9- 10= 0/3004, 8- 9= 0/1964 WEBS 6-8 =- 2068/0, 2 -12 =- 2064/0, 6 -9= 0/1098, 2 -11= 0/1108, 5 -9 =- 252/0, 3 -11 =- 173/0, 4 -9 =- 344/289, 4 -10= -182/0 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 Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 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 PIy VICTORIAN COTTAGE , MA 2ND FLOOR 007 FLOOR 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 14:13:52 2010 Page 1 2-6-0 1 -3-0 Scale = 1:19.8 13x3 11 23x8 = 31x3 4 1x3. 5 3x8 = 63x3 .I r _ - -_ -- I r , • T B, '' — - ! 1 9 8 3x6 . 3x6 3x8 = 3x8 = - -- 12 -0-0 12 -0-0 Plate Offsets (X,Y): [8 :0- 1- 8,Edge], [9:0-1-8,Edge LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (Ioc) I /defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.82 Vert(LL) -0.14 7 -8 >999 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.38 9 -10 >373 360 BCLL 0.0 Rep Stress Incr NO WB 0.42 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 44 LUMBER BRACING I TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 o BOT CHORD 4 X 2 SPF 1650F 1.5E purlins, 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) 10= 884/0 -5-8, 7= 722/0 -5-8 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -10 =- 210/0, 6 -7 =- 105/0, 1- 11 =0/0, 2- 11 =0/0, 2 -3 =- 2540/0, 3-4 =- 2540/0, 4 -5 =- 2540/0, 5 -6 =0/0 BOT CHORD 9 -10= 0/1908, 8- 9= 0/2540, 7- 8= 0/1737 WEBS 5 -7 =- 1829/0, 2 -10 =- 2009/0, 5-8= 0/950, 2 -9= 0/770, 3 -9 =- 144/0, 4 -8= -195/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 3) Load case(s) 1, 2, 3 has /have been modified. Building designer must review Toads to verify that they are correct for the intended use of this truss. 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. Strong backs 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 (pif) Vert: 7- 10 = -20, 1 -11= -196, 6 -11= -100 2) 1st chase Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (pif) Vert: 7- 10 = -20, 1 -11= -196, 4 -11= -100, 4 -6 = -20 3) 2nd chase Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (pif) Vert: 7- 10 = -20, 1 -11= -116, 3- 11 = -20, 3-6= -100 • Job Truss Truss Type Qty PIy VICTORIAN COTTAGE , MA 2ND FLOOR 006 FLOOR 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 09:40:11 2010 Page 1 2-6-0 2 -0-0 Scale = 1:29.9 3x4 4x12 = 2.4 ! 3x6 FP= 4x4 = 2x4 4x12 - 3x4 1 2 3 4 5 6 444 = 8 9 — ems__ I■ 15 14 13 12 11 4410 = 5x14 -= 2x4 2x4, 3x10 MT18H FP =- 5x14 = 4x10 = 18 -0-0 18-0-0 Plate Offsets (X,Y): [1:Edge,0 -1 -8], [5:0- 1- 8,Edge1,:0- 1- 8,Edge], [10:Edge,0 -1-8], [13:0- 1- 8,0 -0-0], [14:0- 1- 8,Edge], [16:Edge,0 -1 -81_ LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (Ioc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) -0.32 13 -14 >659 480 I MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.60 Vert(TL) -0.57 13 -14 >372 360 MT18H 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(TL) 0.08 10 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 ! (Matrix) Weight: 84 lb LUMBER BRACING TOP CHORD 4 X 2 SYP 2850F 2.3E TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc BOT CHORD 4 X 2 SYP 2850F 2.3E purlins, 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) 16= 1065/0 -5 -8, 10= 1065/0 -5 -8 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -16 =- 102/0, 9 -10 =- 102/0, 1- 2 =0/0, 2 -3= 4605/0, 3-4= 4605/0, 4 -5= 4605/0, 5-6 =- 5399/0, 6 -7 =- 4605/0, 7- 8=- 4605/0, 8 -9 =0/0 BOT CHORD 15- 16= 0/2675, 14- 15= 0/5399, 13- 14= 0/5399, 12- 13= 0/5399, 11 -12= 0/5399, 10- 11= 0/2675 WEBS 8 -10 =- 2829/0, 2 -16 =- 2829/0, 8 -11= 0/2028, 2 -15= 0/2028, 7 -11 =- 304/6, 3 -15 =- 304/6, 6 -11 =- 1197/0, 5 -15 =- 1197/0, 5 -14 =- 81/136, 6 -13 =- 81/136 NOTES 1) Unbalanced floor live Toads 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 Residential Code sections R502.11.1 and R802.10.2 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 Job Truss Truss Type Qty PIy VICTORIAN COTTAGE , MA 2ND FLOOR 005 FLOOR 7 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 10:30:30 2010 Page 1 0 -1-8 2-6-0 0 -7-8 2 -4-0 Scale = 1:22.9 1.12EAR SIDE OF THE BUILDING FRONT SIDE OF THE BUILDING 1x3 = 3x8 = 1x3 I. 1x3 3x8 = 3x3 1 2 3 413 6 6 7 1 * ■ O i 11 10 9 3x6 = 1x3 3x10 = 3x8 = 3x8 = 13 -10-0 - ----- - - - --- -- - -- H 13 -10-0 Plate Offsets (X,Y): [4:0- 1- 8,Edge], [11:0- 1- 8,Edge] LOADING (psf) SPACING 2 -0 -0 , CSI 1 DEFL in (loc) 1 /defl Ud PLATES GRIP 1 TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.21 9 -10 >784 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.38 8 -9 >432 360 BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 52 Ib LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc BOT CHORD 4 X 2 SPF 1650F 1.5E purlins, 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) 12= 809/0 -3 -8, 8= 815/0 -3-8 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 12 -13 =- 104/0, 1 -13 =- 104/0, 7-8 =- 108/0, 1- 2 = -7/0, 2 -3 =- 3122/0, 3-4 =- 3122/0, 4 -5 =- 3118/0, 5 -6 =- 3118/0, 6 -7 =0 /0 BOT CHORD 11- 12= 0/2021, 10- 11= 0/3122, 9- 10= 0/3122, 8- 9= 0/2015 WEBS 6-8 =- 2121/0, 2 -12 =- 2120/0, 6 -9= 0/1165, 2 -11= 0/1172, 5 -9 =- 269/0, 3 -11 =- 181/0, 4 -9 =- 368/302, 4 -10= -186/0 NOTES 1) Unbalanced floor live Toads have been considered for this design. 2) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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 I I r Job Truss Truss Type Qty Ply VICTORIAN COTTAGE , MA 2ND FLOOR 004 FLOOR 5 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 09:39:28 2010 Page 1 0 -1-8 2 -0-0 1 -5-8 -- -- - — - - - -_ -- Scale = 1:24.6 FRONT SIDE OF THE BUILDING REAR SIDE OF THE BUILDING 193 1x3 = 3x10 = 1x3 1x3 3x10 = 3x3 1 2 3 4 3x4 = 5 6 7 ' • MIL 11 10 � r 9 8 3x8 — 1x3 3x12 -- 398 = 3x8 I I 14 -10-0 14 -10-0 -- Plate Offsets (X,1). [4:0- 1- 8,Edge], [11:0- 1- 8,Edge] LOADING s SPACING 2 -0 -0 CSI DEFL in loc I/defl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.92 Vert(LL) -0.29 9 -10 >596 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.83 Vert(TL) -0.48 9-10 >367 360 BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 54 lb LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4 -7 -10 BOT CHORD 4 X 2 SPF 2100F 1.8E oc purlins, 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) 12= 869/0 -5-8, 8= 875 /Mechanical FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 12 -13 =- 107/0, 1 -13 =- 107/0, 7-8 =- 109/0, 1- 2 = -8/0, 2 -3 =- 3551/0, 3-4 =- 3551/0, 4 -5 =- 3497/0, 5 -6 =- 3497/0, 6 -7 =0/0 BOT CHORD 11- 12= 0/2207, 10- 11= 0/3551, 9- 10= 0/3551, 8- 9= 0/2196 WEBS 6-8 =- 231210, 2 -12 =- 2315/0, 6 -9= 0/1372, 2 -11= 0/1447, 5 -9 =- 305/0, 3 -11 =- 271/0, 4 -9 =- 509/284, 4 -10 =- 170/21 NOTES 1) Unbalanced floor live Toads 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 Residential Code sections R502.11.1 and R802.10.2 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 VICTORIAN COTTAGE , MA 2ND FLOOR 003 FLOOR 1 1 Job Reference o tionai RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 09:39:25 2010 Page 1 0 -1-8 Scale = 121.5 WAR SIDE OF THE BUILDING FRONT SIDE OF THE BUILDING 1x3 = 1,3 ,1 lx3 11 1x3 1 1x3 11 1x3 ;1 1,3 1x3 1,3 1 1,3 3x3 1 2 3 4 5 6 7 8 9 10 11 - z Sih 5T1 $T1 ST1 - - - - ST1 ST1 - - - T 1 $ TI1 T . .- Z 1 1 p ; qf I����..... - - -- - - - - - 41,7 * * *aA *- * * *7 * * * * A* aaaaa Aa - - - - - 4 - *4% & _&•_&••.& 22 21 20 19 18 17 16 15 14 13 12 3,3 = 1x3 11 1,0 I 1x3 1x3 1,3 1x3 1,3 1,3 1x3 3x3 it _ ___ _ 1 -2-0 2-6-0 3 -10-0 5 -2-0 6-6-0 7 -10-0 9 -2-0 10 8-0 11 -10-0 13 -0-0 1 -2-0 1.4-0 14-0 1 -4-0 1-4-0 1.4-0 1 -4-0 1-4-0 1-4-0 1 -2-0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (Ioc) I /defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 j TC 0.07 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code 1RC2003/TPI2002 (Matrix) Weight: 40lb LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc BOT CHORD 4 X 2 SPF No.2 purlins, 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 (lb/size) 22= 49/13 -0 -0, 12= 55/13 -0 -0, 17= 160/13 -0-0, 18= 160/13 -0-0, 19= 159/13 -0-0, 20= 163/13 -0 -0, 21= 148/13 -0-0, 16= 160/13 -0-0, 15= 159/13 -0 -0, 14= 163/13 -0-0, 13= 148/13 -0-0 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 22 -23= -40/0, 1 -23= -40/0, 11 -12= -45/0, 1- 2 = -8/0, 2- 3 =-8/0, 3- 4 = -8/0, 4 -5= -810, 5- 6 =-8/0, 6- 7 =-8/0, 7- 8 =-8/0, 8- 9 =-8/0, 9 -10 =-810, 10- 11 =-8/0 BOT CHORD 21- 22 =0/8, 20- 21 =0/8, 19- 20 =0/8, 18- 19 =0/8, 17- 18 =0 /8, 16-17=0/8, 15-16=0/8, 14- 15 =0/8, 13- 14 =0/8, 12- 13 =0/8 WEBS 6 -17 =- 133/0, 5 -18 =- 134/0, 4 -19 =- 133/0,'3 -20 =- 136/0, 2 -21 =- 123/0, 7 -16 =- 134/0, 8 -15 =- 133/0, 9 -14 =- 136/0, 1043= -124/0 NOTES 1) Gable requires continuous bottom chord bearing. 2) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 3) Gable studs spaced at 1 -4-0 oc. 4) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 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 Truss Type Qty PIy VICTORIAN COTTAGE , MA 2ND FLOOR 002 FLOOR 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 10:29:36 2010 Page 1 0 -1-8 Scale = 1;30 FRONT SIDE OF THE BUILDING REAR SIDE OF THE BUILDING 1.5x3- 3x6 FP S -= 3x4 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1 33 : ST7 ST1 S T1 - 5 1 5T1 1 t T1 i o � T1 S � 4 Y ST1 5T1 ST t 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 4x4 = 3x6 FP= - 3x4 1 -1-0 2 -5-0 3 -9-0 5 -1-0 6 -5-0 7 -9-0 9 -1-0 10 -5-0 11 -9-0 13 -1-0 i 14-5-0 15 -9-0 17 -1-0 18 -2-0 1 -1-0 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 -1 -0 Plate Offsets (X,Y): [32:Edge,0 -1 -8] ____ ____ LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (Ioc) I /defl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a - n/a 999 I BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 17 n/a n/a j BCDL 10.0 i Code IRC2003/TPI2002 (Matrix) i Weight: 55 Ib LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 off BOT 4 X 2 SPF No.2 purlins, 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 (lb/size) 32= 41/18 -2 -0, 17= 47/18 -2 -0, 25= 160/18 -2 -0, 26= 160/18 -2 -0, 27= 160/18 -2 -0, 28= 160/18 -2 -0, 29= 159/18 -2 -0, 30= 164/18 -2 -0, 31= 144/18 -2 -0, 24= 160/18 -2 -0, 22= 160/18 -2 -0, 21= 160/18 -2 -0, 20= 159/18 -2 -0, 19= 164/18 -2 -0, 18= 145/18 -2-0 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 32-33= -34/0, 1 -33= -34/0, 16- 17= -39/0, 1- 2 =-6/0, 2- 3 = -6/0, 3- 4 = -6/0, 4- 5 = -6/0, 5- 6 =-6/0, 6- 7 =-6/0, 7- 8 = -6 /0, 8- 9 =-6/0, 9- 10 =-6/0, 10- 11 = -6/0, 11- 12 = -6/0, 12- 13 = -6/0, 13- 14 =-6/0, 14- 15 = -6/0, 15- 16 = -6/0 BOT CHORD 31- 32 =0/6, 30- 31 =0/6, 29- 30 =0/6, 28- 29 =0/6, 27- 28 =0/6, 26- 27 =0/6, 25- 26 =0/6, 24- 25 =0/6, 23- 24 =0/6, 22- 23 =0/6, 21- 22 =0/6, 20- 21 =0/6, 19- 20 =0/6, 18- 19 =0/6, 17- 18 =0/6 WEBS 9 -25 =- 133/0, 8 -26 =- 133/0, 6 -27 =- 133/0, 5 -28 =- 134/0, 4 -29 =- 132/0, 3 -30 =- 137/0, 2 -31 =- 120/0, 10 -24 =- 133/0,11 -22 =- 133/0, 12 -21 =- 134/0, 13 -20 =- 133/0, 14 -19 =- 136/0, 15- 18=- 121/0 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 Residential Code sections R502.11.1 and R802.10.2 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. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard e .. • Job _ - Truss Truss Type Qty Ply VICTORIAN COTTAGE , MA 2ND FLOOR 001A FLOOR 3 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 2514:31:38 2010 Page 2 LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (pif) Vert: 14- 22 = -20, 1- 13 = -100 Concentrated Loads (lb) Vert: 9= -192 II Job Truss Truss Type Qty Ply VICTORIAN COTTAGE , MA 2ND FLOOR 001A FLOOR 3 1 Job Reference o tional RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 14:31:38 2010 Page 1 0 -1-8 2 -0-0 0 -7-8 1-6-4 0 -9-4 Scale= 1 30 4 DO NOT ERECT IN PLACE OF 001 FRONT SIDE OF THE BUILDING INNER SIDE OF THE BUILDING 3x6 '..I 3x6 3x6 FP= 3x6 FP . 1.5x3 = 6x14 = 3x6 6x6 = 3x6 5x6 6x10 -- 3x6 - 6x14 -= 3x6 1 2 3 4 5 6 7 8 9 10 11 12 13 23 - - 4 /� /H0. - - � ,W6 - ��\ �. at- 21 20 19 - - -- 18 17 16 15 14 4x10 = 4x8 = 2x4 4x12 = 3x12 MF78H FP= 3x12 = 2x4 II 402 == 4x10 = 3x6 WB= I � 10 -10-0 18 -2-0 10 -10-0 �- 7 -4-0 Plate Offsets (X,Y): [4:0- 1- 8,Edge], [14:Edge,0 -1-8], [20:0- 1- 8,0 -0-01, [21:0- 1- 8,Edge], [22:Edge,0- 1-8],[23:0- 1- 8,0 -0 -10] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.33 Vert(LL) -0.28 17 -19 >777 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.59 17 -19 >362 360 MT18H 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.46 Horz(TL) 0.10 14 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 118 Ib LUMBER BRACING TOP CHORD 4 X 2 SYP 2850F 2.3E TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc BOT CHORD 4 X 2 SYP 2700E 2.2E *Except* purlins, except end verticals. B2: 4 X 2 SYP 2850F 2.3E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4X2SPFNo.2 OTHERS 4 X 2 SPF No.2 REACTIONS (Ib /size) 22=1146/0-3-8, 14= 1190 /Mechanical FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 22 -23 =- 109/0, 1 -23 =- 108/0, 13 -14= -97/0, 1- 2 =-8/0, 2 -3= 4945/0, 3-4= 4945/0, 4 -5 =- 6304/0, 5 -6= -6304/0, 6 -7 =- 6304/0, 7-8 =- 6830/0, 8 -9 =- 6830/0, 9 -10 =- 6830/0, 10- 11= 4809/0, 11 -12= 4776/0, 12- 13 =0 /0 BOT CHORD 21- 22= 0/2683, 20- 21= 0/4945, 19- 20= 0/4945, 18- 19= 0/6746, 17- 18= 0/6746, 16- 17= 0/5569, 15 -16= 0/5569, 14- 15= 0/2802 WEBS 9- 17=- 441/0, 12- 14=- 2995/0, 10- 17= 0/1348, 12- 15= 0/2142, 10- 16= -14/0, 1145 =- 169/0, 7- 17= 0/194, 2 -22 =- 2859/0, 7 -19 =- 579/0, 2 -21= 0/2427, 5 -19 =- 374/0, 3 -21 =- 623/0, 4 -19= 0/1637, 4 -20 =- 259/0, 10 -15= -953/0 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 18 = 11% 4) Refer to girder(s) for truss to truss connections. 5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) Required 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. 7) CAUTION, Do not erect truss backwards. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 192 Ib down at 10 -10-0 on top chord. The design /selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued onpage 2 1 Job Truss Truss Type Qty Ply VICTORIAN COTTAGE , MA 2ND FLOOR 001 FLOOR 3 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 14:32:13 2010 Page 1 0 -1-8 2-6-0 0-6-0 1-8-0 Scale = 1:3o.a DO NOT ERECT IN PLACE OF 001A FRONT SIDE OF THE BUILDING INNER SIDE OF THE BUILDING 2x4 1.5x3 = 4x12 =' 2x4 3x6 FP = 4x4 = 2x4 I'. 3x6 - 2x4 I 4x12 = 3x4 1 2 3 4 5 6 7 8 9 - 10 7 1 — 72 T____.__ —__— _ — _. __ —._ — � i- 16 15 14 73 12 4x10 = 4x12 = 2x4 4x4 -- 3x10 MT18H FP= 4x12 4x10 = 18 -2-0 18 Plate Offsets (X,Y)_[5:0- 1- 8,Edge], [6:0- 1- 8,0 -0-0LL1:Edge,0 -1 -8], [14:0- 1- 8,Edge], [15:0 1 - 8,Edge], [17:Edge,0 - 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) - 0.33 12 - 14 >659 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) - 0.59 12 - 14 >367 360 MT18H 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.27 Horz(TL) 0.08 11 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 92 lb LUMBER BRACING TOP CHORD 4 X 2 SYP 2850F 2.3E TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc BOT CHORD 4 X 2 SYP 2850F 2.3E purlins, 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) 17= 1069/0 -3 -8, 11= 1075/0 -3-0 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 17 -18 =- 106/0,1 -18 =- 106/0,10 -11 =- 109/0, 1- 2 = -8/0, 2- 3=- 4593/0, 3- 4=- 4625/0, 4- 5= 4625/0, 5 -6 =- 5505/0, 6 -7 =- 5505/0, 7-8= 4631/0, 8- 9= 4599/0, 9- 10 =0/0 BOT CHORD 16- 17= 0/2796, 15- 16= 0/5505, 14- 15= 0/5505, 13- 14= 0/5460, 12- 13= 0/5460, 11- 12= 0/2803 WEBS 9 -11 =- 2951/0, 2 -17 =- 2936/0, 9 -12= 0/1905, 2 -16= 0/1905, 8 -12 =- 254/0, 3 -16 =- 273/0, 7 -12 =- 871/0, 5 -16 =- 1123/0, 7 -14 =- 329/467, 5 -15 =- 91/96, 6- 14= -67/113 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 Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4) Required 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 VICTORIAN COTTAGE , MA 1ST FLOOR 402 FLOOR 1 2 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 14:05:58 2010 Page 1 2 -0-0 1 -10-8 Scale = 1:17.5 j 3x6 '.'. 6x10 = 3x6 ". 3x6 6x10 =- 3x6 1 11 2 3 4 5 6 Tt 1 ° I � r 13 ,_ 1 a 3x10 = 3x8 = 10 9 8 7 3x8 -- 3x10 = 1 I — 10 -7-8 r Plate Offsets (X,Y): [4:0- 3 -0,0 -0-0], [8:0- 1- 8,Edge], [9:0- 1- 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 0.16 Vert(LL) -0.10 8 -9 >999 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.41 Vert(TL) -0.17 7 -8 >731 360 j BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 122 Ib LUMBER BRACING TOP CHORD 4 X 2 SYP 2700F 2.2E TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc BOT CHORD 4 X 2 SYP 2700F 2.2E purlins, except end verticals. WEBS 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. 1 REACTIONS (lb/size) 10 =2540 /Mechanical, 7= 2769 /Mechanical FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -10 =- 268/0, 6-7=-468/0, 1- 11 =0/0, 2- 11 =0/0, 2 -3 =- 8733/0, 3-4 =- 8733/0, 4 -5=- 8733/0, 5 -6 =0/0 1 BOT CHORD 9- 10= 0/5904, 8- 9= 0/8733, 7- 8= 0/5978 WEBS 5 -7 =- 6389/0, 2 -10 =- 6311/0, 5-8= 0/3051, 2 -9= 0/3130, 4 -8 =- 1025/0, 3 -9 =- 1051/0 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) Refer to girder(s) for truss to truss connections. 4) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 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) 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 (pif) Vert: 7- 10 = -20, 1 -11= -100, 6- 11= -515(F =-415) r Job Truss Truss Type Qty Pty VICTORIAN COTTAGE , MA 1ST FLOOR 401 FLOOR 2 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, 2745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 14:10:59 2010 Page 2 LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 12- 19 = -20, 1 -11= -100 Concentrated Loads (lb) Vert: 20=- 2769(F) Job Truss Truss Type Qty Ply VICTORIAN COTTAGE , MA 1ST FLOOR 401 FLOOR 2 2 Job Reference (optional RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 14:10:59 2010 Page 1 0 -4-8 2-6-0 1 -3 -12 1-6 -2 1-6 -2 Scale = 1:31.1 FRONT SIDE OF THE BUILDING INNER SIDE OF THE BUILDING 3x6 3x6 FP= 6x10 = 3x6 6x8 = 6x8 = 3x6 II 6x8 - 3x6 " 6x16 MT18H= 3x6 1 2 12 3 4 5 6 7 8 - 9 20 10 11 111 � __ _ T 19 18 17 16 15 14 13 40 3x4 I'i 5x14 = 2x4 2x4 '.': 5x14 = 3x12 MT18H FP 5x12 = 4x10 = 1.5x3 SP= off$ 4 15 -0-0 15 -(12 _ 180 x- 14-7 -8 0 -0-12 3-3-4 Plate Offsets (X,Y): [1:0- 3 -0,Edge], [3:0- 1- 8,Edge], [4:0- 1- 8,Edge], [12:Edge,0 -1-8], [13:0- 3- 8,Edge], [16:0- 1- 8,0 -0-0], [17:0- 1- 8,Edge], [19 :Edge ,0 -1-8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.34 15 -16 >631 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.59 15 -16 >363 360 MT18H 197/144 BCLL 0.0 Rep Stress Incr NO i WB 0.78 Horz(TL) 0.04 12 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 218 Ib LUMBER BRACING TOP CHORD 4 X 2 SYP 2700F 2.2E TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oq BOT CHORD 4 X 2 SYP 2700F 2.2E purlins, 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= 3388/0 -3 -8, 1= 1506/0 -4 -0 FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -19 =0/39, 11- 12= -1/62, 1 -2 =- 4437/0, 2 -3 =- 4437/0, 3-4 =- 8470/0, 4 -5 =- 11164/0, 5 -6 =- 11164/0, 6 -7 =- 11260/0, 7-8 =- 11260/0, 8 -9 =- 11764/0, 9 -20 =- 11764/0, 10- 20=- 11764/0, 10- 11 =0/0 BOT CHORD 18- 19 =0/0, 17- 18= 0/8470, 16- 17= 0/8470, 15- 16= 0/8470, 14- 15= 0/11525, 13- 14= 0/11525, 12 -13= 0/6832 WEBS 9 -13 =- 2523/0, 8 -13= 0/1041, 3 -18 =- 4216/0, 8 -15 =- 530/0, 2 -18 =- 192/144, 6 -15 =- 614/0, 4 -15= 0/3118, 3 -17= 0/413, 4- 16=- 371/0, 10 -12 =- 7609/0, 10- 13= 0/5537, 1- 18= 0/4631 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 Toads have been considered for this design. 3) All plates are MT20 plates unless otherwise indicated. 4) The Fabrication Tolerance at joint 14 = 11% 5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 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. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) CAUTION, Do not erect truss backwards. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2769 Ib down at 15-4 -8 on top chord. The design /selection of such connection device(s) is the responsibility of others. 10) 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 Continued on page 2 1 . Job Truss Truss Type Qty Ply VICTORIAN COTTAGE , MA 1ST FLOOR 007 FLOOR 2 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 10:03:09 2010 Page 1 0-4-8 2-6-0 2 -3-0 0-6-0 0-4-8 Scale = 1:19.5 6x8 = 3x3 = 3x4 = 3x4 3x3 = 6x8 = 1 2 31x3 4 5 15 6 1x3 " 7 8 1 11- : _,_________z__ifa__;;:>__.--- J I ------- - -- T — _ / -- VV -PP55 -- - - -- - r 1 I ._ /_ n 14 13 12 11 10 9143 1x3 I 3x12 = 1x3 1x3 11 3x12 = 0-4-8 11-4 -8 ?1-9-9 0 -4-8 11 -0-0 — -- , 0-4-8 Plate Offsets (X,Y): [1:0- 1- 8,Edgej, [4:0- 1- 8,Edgej, [5:0- 1- 8,Edge], [8:0- 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 0.39 Vert(LL) -0.09 11 >999 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.69 Vert(TL) -0.15 10 -11 >853 360 BCLL 0.0 I Rep Stress Incr NO WB 0.46 Horz(TL) -0.02 8 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 46 lb LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 ocl BOT CHORD 4 X 2 SPF No.2 purlins, 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= 653/0 -4 -0, 8=653/0-4-0 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -14= 0/24, 8-9 =0/23, 1 -2 =- 1562/0, 2 -3 =- 1557/0, 3-4 =- 1557/0, 4 -5=- 2078/0, 5 -15=- 1571/0, 6 -15 =- 1571/0, 6 -7 =- 1571/0, 7- 8=- 1575/0 BOT CHORD 13- 14 =0/0, 12 -13= 0/2078, 11- 12= 0/2078, 10- 11= 0/2078, 9- 10 =0/0 WEBS 8 -10= 0/1642, 1 -13= 0/1628, 6 -10 =- 269/0, 3 -13 =- 253/0, 5 -10 =- 649/0, 4 -13 =- 633/0, 4 -12 =- 38/123, 5 -11= -67/91 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and 1 R802.10.2 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 1 v Job Truss Truss Type Qty Ply VICTORIAN COTTAGE , MA 1ST FLOOR 006 FLOOR 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 10:08:20 2010 Page 1 0-4-8 2-6-0 1 -3 -12 0-4-8 — - �- �- Scale = 1:14.5 5x6 3x3 - 3x3 == 5x6 1 2 3 1x3 4 1x3 5 6 j 1 ------_ -`t i ` iv tt T o� O ! " 1x3 1 3x6 = 1x3 1 10 9 8 7 3x6 1 0-4-8 7-2-4 ■ -6-12 0-4-8 6-9-12 0-4-8 Plate Offsets (X,Y): [1:0 -3 -0,Edge], [6:0 -3 -0,Edge], [8:0- 1- 8,Edge], [9:0- 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 0.39 Vert(LL) -0.04 9 -10 >999 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.06 9 -10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code IRC20031TPI2002 (Matrix) Weight: 29 lb LUMBER BRACING - -. - - -� -_ - - -- �- - - - -- TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 od BOT CHORD 4 X 2 SPF No.2 purlins, 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= 401/0 -4 -0, 6= 401/0 -4-0 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -10 =0/33, 6 -7 =0/33, 1 -2 =- 796/0, 2 -3 =- 791/0, 3-4 =- 79110, 4 -5 =- 791/0, 5-6= -796/0 BOT CHORD 9- 10 =0/0, 8- 9= 0/791, 7 -8 =0/0 WEBS 6-8= 0/827, 1 -9= 0/827, 3 -9 =- 198/0, 4-8= -198/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 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 • 1 T Job Truss Truss Type Qty Ply VICTORIAN COTTAGE , MA 1ST FLOOR 005 FLOOR 6 1 Job Reference toptional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 14:10:26 2010 Page 1 0-4-8 2-6-0 0 -6-0 1-8-0 Scale= 1:22.1 REAR SIDE OF THE BUILDING INNER SIDE OF THE BUILDING 6x8 = 30 = 1x3 3x4 = 1x3 ' 3x8 = 3x3 '.I 1 2 3 15 4 5 3x4— 6 7 8 1 T1 iT2 __ __— ' I 1 114 / IC I \ \Ws ' / / �W4� W _ y o 14 13 12 11 10 9 1x3 I'. 5x14 = 1x3 1x3 ■ 3x8 3x8 = -4 13 -5-0 _ 4 13 -0-8 Plate Offsets (X,Y): [1:0- 1- 8,Edge], [4:0- 1 -8,Edg [5:0- 1- 8,Edge] _ LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Lid PLATES GRIP I TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.16 10 -11 >994 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.73 1 Vert(TL) -0.34 9 -10 >452 360 BCLL 0.0 Rep Stress Incr NO I WB 0.57 Horz(TL) 0.01 9 n/a n/a BCDL 10.0 Code IRC20031TPI2002 (Matrix) Weight: 52 Ib LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 o6 BOT CHORD 4 X 2 SPF 1650F 1.5E purlins, 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) 9= 771 /Mechanical, 1= 771/0 -4-0 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -14 =0/24, 8 -9 =- 106/0, 1 -2 =- 1923/0, 2 -3 =- 1918/0, 3 -15 =- 1918/0, 4 -15 =- 1918/0, 4 -5 =- 2817/0, 5-6 =- 2841/0, 6- 7=- 2841/0, 7 -8 =0/0 BOT CHORD 13- 14 =0/0, 12- 13= 0/2817, 11- 12= 0/2817,10 -11= 0/2817, 9- 10= 0/1886 WEBS 7 -9 =- 1986/0, 1 -13= 0/2006, 7 -10= 0/1007, 3 -13 =- 260/0, 6 -10 =- 237/0, 4 -13 =- 958/0, 5 -10 =- 266/295, 4 -12 =- 27/155, 5 -11 =- 144/52 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 Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 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. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard - -- -- - - - - - -- Job Truss Truss Type Qty PIy VICTORIAN COTTAGE , MA 1ST FLOOR 004 FLOOR 5 1 Job Reference (optional RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 14:09:50 2010 Page 1 0 -4-8 2-6-0 0 -7-0 FRONT SIDE OF THE BUILDING INNER SIDE OF THE BUILDING 6x10 = -- 3x3 = 1x3 3x4 = 1x3 3x8 = 3x3 1 2 3 4 5 "4 6 7 8 T2 3 _ � �\ �� � � 14 13 12 11 10 9 3x3. 5x14 = 1x3 1x3 3x10 = 3x8 = 14-5-8 6� $ 14.1-0 — I Plate Offsets (X,Y): [1:0 -3 -0,Edge], [4:0- 1- 8,Edge], [5:0- 1- 8,Edge] LOADING (psf) SPACING 2 -0 -0 CSI F DEFL in (loc) I /defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.72 Vert(LL) -0.22 10 -11 >772 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vert(TL) -0.39 9 -10 >427 360 BCLL 0.0 Rep Stress Incr NO WB 0.62 Horz(TL) 0.01 9 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 56 lb LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5- 10-4 BOT CHORD 4 X 2 SPF 1650F 1.5E oc purlins, 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) 9= 830 /Mechanical, 1= 830/0 -4 -0 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -14 =0/27, 8 -9 =- 108/0, 1 -2 =- 2125/0, 2 -3 =- 2121/0, 3-4 =- 2121/0, 4 -5 =- 3229/0, 5-6 =- 3216/0, 6 -7 =- 3216/0, 7 -8 =0/0 BOT CHORD 13- 14 =0/0, 12- 13= 0/3229, 11- 12= 0/3229, 10- 11= 0/3229, 9- 10= 0/2058 WEBS 7 -9 =- 2167/0, 1 -13= 0/2213, 7 -10= 0/1222, 3 -13 =- 259/8, 6 -10 =- 281/0, 4 -13 =- 1180/0, 5 -10 =- 363/309, 4-12=-11/206, 5 -11 =- 162/52 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 Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TP1 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. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1 ,, Job Truss Truss Type Qty Piy VICTORIAN COTTAGE , MA 1ST FLOOR 003 FLOOR 7 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 14:09:06 2010 Page 1 0 -4-8 2-6-0 0-6-0 1 -10-0 Scale =122.6 REAR SIDE OF THE BUILDING INNER SIDE OF THE BUILDING 6x10 - - 3x3 = 1x3 3x4 = 1x3 3x8 = 3x3. 1 2 3 4 5 3x4 =. 6 7 8 ■ 0 � �1! - 1 ., �� — ` 0 — Ifs, —$ �. t — /. - - - - -_ — - —, p _li 14 13 12 11 10 3x3 5x14 = 1x3 I 1x3 , 3x10 = A ' 3x8 = D-4-8 13-8 -8 D -4-6 -------------- - - - --- - - - - - -- - - - - - -- - 13-4-0 -- -- - -- - - - - - -- Plate Offsets (X,Y): [1:0 -3 -0,Edge], [4:0- 1.8,Edge], [5:0- 1- 8,Edge] r -- -- LOADING (psf) SPACING 2 -0 -0 CSI 1 DEFL in (Ioc) I /defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.17 10 -11 >941 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.75 Vert(TL) -0.35 9 -10 >445 360 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(TL) 0.01 9 n/a n/a BCDL 10.0 Code IRC2003/TP12002 r (Matrix) Weight: 53 Ib LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc BOT CHORD 4 X 2 SPF 1650F 1.5E purlins, 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) 9= 785/0 -3 -8, 1= 785/0 -4-0 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -14 =0/25, 8- 9=- 106/0, 1- 2=- 1997/0, 2-3=-1992/0, 3-4 =- 1992/0, 4 -5 =- 2916/0, 5-6 =- 2925/0, 6 -7 =- 2925/0, 7 -8 =0 /0 BOT CHORD 13- 14 =0/0, 12- 13= 0/2916, 11- 12= 0/2916, 10- 11= 0/2916, 9- 10= 0/1927 WEBS 7 -9 =- 2029/0, 1 -13= 0/2079, 7 -10= 0/1054, 3 -13 =- 263/0, 6 -10 =- 243/0, 4 -13 =- 990/0, 5 -10 =- 290/292, 4 -12 =- 26/163, 5 -11 =- 145/53 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 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. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type ICILY PIy VICTORIAN COTTAGE , MA 1ST FLOOR 002 FLOOR 6 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 14:09:18 2010 Page 1 0 -4-8 I 2-6-0 1 -9-8 Scale = 1:29.8 FRONT SIDE OF THE BUILDING INNER SIDE OF THE BUILDING 6x10 = 3x4 = 2x4 3x8 = 3x6 FP = 2x4 2x4 I 4x12 = 3x4 1 2 3 4 5 6 7 4x4 8 9 10 p 1 F� o p 17 16 15 14 13 12 11 2.4 I I 4x12 = 4x6 = 2x4 I 3x10 MT18H FP 4x12 -= 4x8 = I 0-4 18-0 -8 , Plate Offsets (X,Y): [1:0- 1- 8,Edge], [6:0- 1- 8,Edge], [7:0- 1- 8,Edge], [11:Edge,0 -1-8], [14:0- 1- 8,0 -0 -0], [15:0- 1- 8,Edge], [16:0- 4- 8,Edge] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /defl L/d PLATES GRIP 1 TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.32 14 -15 >662 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.57 15 -16 >370 360 MT18H 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.81 Horz(TL) 0.01 11 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 79 lb LUMBER BRACING TOP CHORD 4 X 2 SYP 2850F 2.3E *Except* TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc T1: 4 X 2 SPF 2400F 2.0E purlins, except end verticals. BOT CHORD 4 X 2 SYP 2850F 2.3E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 4X2SPFNo.2 REACTIONS (lb/size) 1= 1049/0 -4 -0, 11= 1049 /Mechanical FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -17 =0/20, 10 -11 =- 110/0, 1 -2 =- 2766/0, 2 -3 =- 2761/0, 3-4 =- 2761/0, 4 -5 =- 5259/0, 5 -6 =- 5259/0, 6 -7 =- 5259/0, 7-8 =- 4503/0, 8- 9=- 4503/0, 9- 10 =0/0 BOT CHORD 16- 17 =0/0, 15- 16= 0/4431, 14- 15= 0/5259, 13- 14= 0/5259, 12- 13= 0/5259, 11- 12= 0/2715 WEBS 9-11=-2858/0, 1-16=0/2887, 9 -12= 0/1887, 3 -16 =- 192/0, 8 -12 =- 295/10, 4 -16 =- 1762/0, 7 -12 =- 1156/0, 4- 15= 0/1182, 6- 15=- 212/0, 7 -14 =- 90/109 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 Residential Code sections R502.11.1 and R802.10.2 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) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard ■ • t Job a.. Truss Truss Type Qty Ply VICTORIAN COTTAGE , MA 1ST FLOOR 001 FLOOR 13 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.220 s Dec 29 2009 MiTek Industries, Inc. Wed Aug 25 10:23:03 2010 Page 1 2-6-0 1-3-0 Scale = 1:30.0 3x6 FP= 6x10 = 3x6 6x8 = 3x6 '.I 3x6 3x6 FP= 6x8 = 3x6 6x10 = r 4C.— '- _ _.... -ELL .__ ___. _ —. tU I< T1 li 2 - -- 3 4 5 6 7 8 9 17 16 15 14 = 13 12 11 5,4 II 5x14 = 4x6 = 3x10 MT18H FP= 5x14 = 2x4 I _ _ 17 -9-0 17 -9-0 — — I Plate Offsets (X,Y): [1:0- 1- 8,Edge]; [6:0- 3- 0,0 -0-0], [10:0- 1- 8,Edge], [11:0- 1- 8,Edge], [14:0- 1- 8,Edge], [15:0- 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 0.24 Vert(LL) -0.29 14 -15 >691 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.54 15 -16 >375 360 MT18H 197/144 BCLL 0.0 Rep Stress Incr NO WB 0.41 Horz(TL) -0.05 10 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 88 lb LUMBER BRACING TOP CHORD 4 X 2 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc BOT CHORD 4 X 2 SPF 2100F 1.8E purlins, 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= 1013/0 -4 -0, 10= 1013/0 -4 -0 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1.17 =0/14, 10 -11 =0/14, 1 -2 =- 2789/0, 2 -3 =- 2840/0, 34=- 5335/0, 4 -5 =- 5335/0, 5 -6 =- 5335/0, 6 -7 =- 5335/0, 7-8 =- 5335/0, 8 -9 =- 2840/0, 9 -10 =- 2789/0 BOT CHORD 16- 17 =0/0, 15- 16= 0/4493, 14- 15= 0/5335, 13- 14= 0/4493, 12- 13= 0/4493, 11- 12 =0/0 WEBS 10- 12= 0/2930, 1 -16= 0/2930, 9 -12 =- 315/0, 2 -16 =- 315/0, 8 -12 =- 1725/0, 3 -16 =- 1725/0, 8 -14= 0/1182, 3- 15=0/1182, 5 -15 =- 243/0, 6- 14= -243/0 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 Residential Code sections R502.11.1 and R802.10.2 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 I 33 1 4- Village Hill 9 -14 -10 Key Beam Northampton, Ma. 9:29am J 1 of 1 KeyBeamk 4.506a kmBeamEngine 4.508e Materials Database 1197 Member Data Description: Member Type: Beam Application: Floor Porch Beams Top Lateral Bracing: Continuous Bottom Lateral Bracing: None Standard Load: Moisture Condition: Dry Building Code: SBC Dead Load: 10 PLF Deflection Criteria: L/360 live, L/240 total Live Load: 40 PLF Deck Connection: Nailed Member Weight: 7.1 PLF Filename: KYB5 Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform (PSF) 0' 0.00" 10' 0.00" 9' 0.00" 10 50 Snow / 0 6 0 9 0 0 0 6 0 0 0 10 0 0 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 6.000" Wall 3.500" 1.500" 2742# -- 2 9' 6.000" Wall 3.500" 1.500" 2742# -- Maximum Load Case Reactions Used for applying point loads or line loads) to carrying members Dead Snow 1 485# 2256# 2 486# 2256# Design spans 0' 6.000" (left cant) 9' 0.000" 0' 6.000" (right cant) Product: 1 3/4x7 1/4 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 no lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 5527.'# 9634.'# 57% 5' Even Spans D +S Negative Moment 68.'# 9634.'# 0% 0.5' Total load D +S Negative Unbrcd 68.'# 9628.'# 0% 0.5' Cants Only D +S Shear 2138.# 5544.# 38% 0.51' Adjacent 1 D +S Max. Reaction 2742.# 10172.# 26% 0.5' Adjacent 1 D +S TL Deflection 0.3624" 0.4500" L/298 5' Even Spans D +S LL Deflection 0.2988" 0.3000" L/361 5' Even Spans S TL Defl., Lt. - 0.0644" 0.2000" 2L/186 0' Even Spans D +S LL Defl., Lt. - 0.0531" 0.2000" 2L/225 0' Even Spans S TL Defl., Rt. - 0.0644" 0.2000" 2L/186 10' Even Spans D +S LL Defl., Rt. - 0.0531" 0.2000" 2L/225 10' Even Spans S Control: LL Deflection DOLs: Live =100% Snow =115% Roof =125% Wind =160% Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives All product names are trademarks of their respective owners f . >, ' 0 r t'. l ` s•. Copyright (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. "Passing is defined as when the member, floor Joist, beam or girder, shown on this 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. V Village Hill 9 -14 -10 Key Beam Northampton, Ma. 9:24am J 1 oft KeyBeam® 4.506a kmBeamEngine 4.508e Materials Database 1197 Member Data Description: Member Type: Beam Application: Floor 2NdFlr Framing over MstrBath Top Lateral Bracing: Continuous Bottom Lateral Bracing: None Standard Load: Moisture Condition: Dry Building Code: SBC Dead Load: 10 PLF Deflection Criteria: L/360 live, L/240 total Live Load: 40 PLF Deck Connection: Nailed Member Weight: 11.7 PLF Filename: KYB4 Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform (PSF) 0' 0.00" 17' 6.00" 4' 6.00" 15 50 Live 144 VA 17 6 0 0 , 17 6 0 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000' Wall 5.500" 1.500" 2545# -- 2 16' 8.750" Wall 5.500" 1.500" 2545# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live 1 662# 1882# 2 662# 1882# Design spans 16' 8.750" 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 no lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 10642.'# 21275.'# 50% 8.36' Total load D +L Shear 2243.# 7897.# 28% 0.01' Total load D +L Max. Reaction 2545.# 14438.# 17% 0' Total load D +L TL Deflection 0.5488" 0.8365" L/365 8.36' Total load D +L LL Deflection 0.4059" 0.5576" L/494 8.36' Total load L Control: LL Deflection DOLs: Live =100% Snow =115% Roof =125% Wind =160% Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives All product names are trademarks of their respective owners w I, stf_ d R. k ' ;.:,Copyright (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. "Passing is defined as when the member, floor joist, beam or girder, shown on this 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. Village Hill 9 -14 -10 KeyBe Northampton, Ma. 9:12am Key Beam of 1 KeyBeam® 4.506a kmBeamEngine 4.508e Materials Database 1 197 Member Data Description: Member Type: Beam Application: Floor 2ndFI beam over Dinin rm Top Lateral Bracing: Continuous Bottom Lateral Bracing: None Standard Load: Moisture Condition: Dry Building Code: SBC Dead Load: 10 PLF Deflection Criteria: L/360 live, L/240 total Live Load: 40 PLF Deck Connection: Nailed Member Weight: 11.7 PLF Filename: KYB3 Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform (PSF) 0' 0.00" 13' 0.00" 13' 0.00" 15 50 Live O. *. BAR �� �a`n.«'a, kr w�ta V � `,'�ai.teVINgwwiVt7a 13 0 0 / / 13 0 0 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall 5.500" 1.996" 5238# -- 2 12' 2.750" Wall 5.500" 1.996" 5238# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live 1 1264# 3974# 2 1264# 3974# Design spans 12' 2.750" 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 no lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 16015.'# 21275.'# 75% 6.11' Total load D +L Shear 4391.# 7897.# 55% 11.62' Total load D +L Max. Reaction 5238.# 14438.# 36% 0' Total load D +L TL Deflection 0.4413" 0.6115" L/332 6.11' Total load D +L LL Deflection 0.3349" 0.4076" L/438 6.11' Total load L Control: LL Deflection DOLs: Live =100% Snow =115% Roof =125% Wind =160% Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives All product names are trademarks of their respective owners , ,.Copyright (C)1989.2005 by Keymark Enterprises, LLC ALL RIGHTS RESERVED. "Passing is defined as when the member, floor joist, beam or girder, shown on this 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. Village Hill 9 -14 -10 KeyBeam Northampton, Ma. 9:07am 1 of 1 KeyBeam(tt 4.506a kmBeamEngine 4.508e Materials Database 1 197 Member Data Description: Member Type: Beam Application: Floor Basement Beam Top Lateral Bracing: Continuous Bottom Lateral Bracing: None Standard Load: Moisture Condition: Dry Building Code: SBC Dead Load: 10 PLF Deflection Criteria: L/360 live, L/240 total Live Load: 40 PLF Deck Connection: Nailed Member Weight: 10.7 PLF Filename: KYB2 Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform (PSF) 0' 0.00" 12' 6.00" 15 6.00" 10 40 Live Additional Uniform (PSF) 21' 2.00" 25' 2.00" 15' 6.00" 10 40 Live Additional Uniform (PSF) 12' 6.00" 21' 2.00" 7' 0.00" 10 40 Live Additional Uniform (PSF) 0' 0.00" 5' 2.00" 15' 6.00" 10 30 Live Point (LBS) 23' 2.00" 475 1425 Live I I I / 660 m 610 610 660 2520 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall 3.500" 1.500" 3744# -- 2 6' 3.375" Wall 8.000" 1.952" 7686# -- 3 12' 4.375" Wall 8.000" 1.500" 3770# -- 4 18' 5.375" Wall 8.000" 1.500" 4778# -- 5 24' 8.750" Wall 3.500" 1.500" 3384# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live 1 812# 2932# 2 1656# 6030# 3 521# 3248# 4 1003# 3774# 5 735# 2649# Design spans 6' 3.375" 6' 1.000" 6' 1.000" 6' 3.375" 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. Design assumes no lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 4970.'# 13068.'# 38% 2.51' Odd Spans D +L Negative Moment 5061.'# 13068.'# 38% 6.28' Adjacent 1 D +L Negative Unbrcd 5061.'# 13029.'# 38% 6.28' Adjacent 1 D +L Shear 4007.# 7232.# 55% 5.95' Adjacent 1 D +L Max. Reaction 3744.# 13781.# 27% 0' Odd Spans D +L TL Deflection 0.0945" 0.3141" L/797 2.83' Odd Spans D +L LL Deflection 0.0762" 0.2094" L/988 2.83' Odd Spans L Control: Shear DOLs: Live = 100% Snow =115% Roof =125% Wird=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 ;';,',;:ii ,I t ; i r. " - , z, ; ,,.Copyright (C)1989 -2005 by f< ymark Enterprises, LLC. ALL RIGHTS RESERVED. * * Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer's specifications. * Village Hill 9 -14 -10 Key Beats Northampton, Ma. 8:48am J 1 of 1 KeyBeamb 4.506a kmBeamEngine 4.508e Materials Database 1197 • Member Data Description: Member Type: Beam Application: Floor Garage Header Top Lateral Bracing: Continuous Bottom Lateral Bracing: None Standard Load: Moisture Condition: Dry Building Code: SBC Dead Load: 10 PLF Deflection Criteria: L/360 live, L/240 total Live Load: 40 PLF Deck Connection: Nailed Member Weight: 11.7 PLF Filename: KYB1 Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform (PSF) 0' 0.00" 8' 6.00" 11' 8.00" 15 50 Snow / 8 3 0 0 3 0 / / 8 6 0 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall 3.500" 1.500" 3091# -- 2 8' 0.375" Wall 3.000" 1.500" 3288# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Snow 1 749# 2342# 2 797# 2491# Design spans 8' 0.375" 0' 3.000" (right cant) 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 no lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 6206.'# 24466.'# 25% 4.02' Odd Spans D +S Negative Moment 24.'# 24466.'# 0% 8.03' Total load D +S Negative Unbrcd 24.'# 24446.'# 0% 8.03' Cants Only D +S Shear 2333.# 9081.# 25% 7.23' Total load D +S Max. Reaction 3288.# 7875.# 41% 8.03' Total load D +S TL Deflection 0.0738" 0.4016" L/999+ 4.02' Odd Spans D +S LL Deflection 0.0559" 0.2677" L/999+ 4.02' Odd Spans S TL Defl., Rt. - 0.0073" 0.2000" 2L/817 8.28' Odd Spans D +S LL Defl., Rt. - 0.0056" 0.2000" 2L/999+ 8.28' Odd Spans S Control: Max. Reaction 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 „' /" r .f4, ) 8. 5 a, ''., ' ; %[; (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. "Passing is defined as when the member, floor joist, beam or girder, shown on this 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. 4133630100 2 10 02:05p DREW POWERS Entire House d 1756 48520 15460 I 703 703 Other equip loads 2305 0 Equip. @ 0.92 RSM 14223 Latent cooling 2931 f TOTALS 1756 ' 50825 17155 703 703 Soicintoge values have been mentiory overridden Printout certified by ACCA to meet ail requirements of Manual J 8th Ed. wr i g ht sc ,ft Right-Sultea I./war 7 1 23 RSU1oeI9 2../ 13 As 53 A: Dre iiwkC7,vfliage 1-111 Lo1 6 Dart*. Ile. , ,,p Ca1' - M.27 Olertal cn . SW Pafle 2 ..' 10 0205p DREW POWERS 4133690100 POWERS AIR Load Short Form .....—' Date: Sep 22, 2010 HVAC Entire House 1,-.----- By: Drew Powers Powers Air Fhone 413.3E9 •0100 Ernali pov,v.rsaw&ornrast not ... . Project Infortnators , For Village Hill Lot 8 1 1 OLldirt>kl ki ft of-ni-A- kti'Totki Htg CIg Infiltration Outside db (F) -5 87 Method Simplified inside db (°F) 68 75 Construction quality Tight Design TD (" 73 12 Fireplaces 0 Daily range - M Inside humidity (%) 50 50 Moisture difference (grilb) 48 24 i HEATING EQUIPMENT COOLING EQUIPMENT Make Make Trade Trade Model Cond GAMA ID Coil AR I 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 703 cfm Actual air flow 703 cfm Air flow factor 0.014 cfm/Btuh Air flow factor 0.046 cfm/Btuh Static pressure 0 in H20 Static pressure 0 in H20 Space thermostat Load sensible heat ratio 0.84 ROOM NAME Area Htg load CIg ioad Htg AVF Ctg AVF (ft (Btuh) (Btuh) (cfm) (cfm) m.bedroom 224 5600 1685 81 86 m. bath 66 1943 763 28 35 closet 50 518 101 8 5 half bath 70 1615 568 23 26 hallway 180 4946 885 72 40 liv/din 350 10363 3601 150 164 foyer 112 1992 407 29 19 kitchen 176 5569 2734 81 124 bed 2 169 5581 1573 81 72 2nd floor bath 90 3092 1190 45 54 stairs 100 1795 301 26 14 bed 3 169 5505 1450 80 66 sokffiratic irakres nave been manually overnsidera Printout certified by ACCA to meet all requirements of Manual J ath Ed. ..... 4 f ,, P411-Statot Univmal 7 1 23 RSU10010 2010-Se7-22 13 as 53 ACCIk. divw\d3curilaliswviigntsofi HvA0v8 age 41 Lot 8 Darireve rup Cale = Ne.t8 0,entat*n n' .3 JJ 1 SNERGY STAR r ENERGY STAR HOME VERIFICATION SUMMARY Date: September 22, 2010 Rating No.: 7349 Building Name: 71 Oleander - Rating Org.: CET Owner's Name: Wright Builders Phone No.: Property: 71 Oleander Dr Rater's Name: Josy 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: 7349 71 Olander PLANS 12.85 -.blg Rating Date: 9/8/10 Building Information Conditioned Area (sq ft): 3183 Housing Type: Single- family detached Conditioned Volume (cubic ft): 25154 Foundation Type: Conditioned basement Insulated Shell Area (sq ft): 18360 HERS Index: 52 " "'+ Number of Bedrooms: 3 Building Shell Ceiling w /Attic: R60,CE16 ",16- 10 ****"***** U =0.016 Window/Wall Ratio: 0.15 Vaulted Ceiling: R25,CE,8 -, +161 U =0.035 Window Type: U:0.30, SHGC:0.27 Above Grade Walls: R21,CE1,dbl -24 +2" U =0.030 Window U- Value: 0.300 Found. Walls (fond): Superior 2 "rigd +R21f R =31.0 Window SHGC: 0.270 Found. Walls (Uncond): None Infiltration: Htg: 4.00 Clg: 4.00 ACHSO Frame Floors: None Measured Duct Leakage: 228.00 CFM25 Slab Floors: R10edge,Rl5under U =0.037 Leakage to Outside: 161.23 CFM Mechanical Systems Heating: Fuel -fired air distribution, 100.0 kBtuh, 92.5 AFUE. Cooling: Air conditioner, 30.0 kBtuh, 14.0 SEER. Water Heating: Conventional, Gas, 0.65 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 HOME VERIFICATION SUMMARY Date: September 08, 2010 Rating No.: 7349 Building Name: 71 Oleander - Rating Org.: CET Owner's Name: Wright Builders Phone No.: Property: 71 Oleander Dr Rater's Name: Josy 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: 7349 71 Olander PLANS 12.85 -.blg Rating Date: 9/8/10 Building Information Conditioned Area (sq ft): 3183 Housing Type: Single- family detached Conditioned Volume (cubic ft): 25154 Foundation Type: Conditioned basement Insulated Shell Area (sq ft): 18360 HERS Index: 54 + Number of Bedrooms: 3 Building Shell Ceiling w /Attic: R60,CE16 ",16 -10 U =0.016 Window/Wall Ratio: 0.21 Vaulted Ceiling: R25,CE,8 -, +161 U =0.035 Window Type: U:0.30, SHGC:0.27 Above Grade Walls: R21,CE1,dbl -24 +2" U =0.030 Window U- Value: 0.300 Found. Walls (Cond): Superior 2 "rigd +R21f R =73.2 Window SHGC: 0.270 Found. Walls (Uncond): None O ZYGU Infiltration: Htg: 4.00 Clg: 4.00 ACHSO Frame Floors: None Measured Duct Leakage: 228.00 CFM25 Slab Floors: R10edge,Rl5under U =0.037 Leakage to Outside: 161.23 CFM Mechanical Systems Heating: Fuel -fired air distribution, 100.0 kBtuh, 92.5 AFUE. Cooling: Air conditioner, 30.0 kBtuh, 14.0 SEER. Water Heating: Conventional, Gas, 0.65 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. 09/17/2010 09:19 FAX 14135388753 OLDE HADLEIGH HEARTH PAT Qj001 TO s � m UJ rih4 810 T.tI 6.S . InStalla ion (for qualified installers only) 3 Termination Requirements Venting terminals shall not be recessed into a wall or siding. A Minimum 9" (229mm) clearance from any door or window 305mm above any Roof B Minimum 12" { ) y grade, veranda, porch, deck or balcony Surface C Minimum 1" (25mm) from outside comer walls NOTE: Clearance in accordance with local installation codes and the requirements 1 Roof of the gas supplier. 11 • Min. 1 Eaves (278mm) E Min. D Minimum 1" (25mm) from inside comer walls nezmm) NOTE: Clearance in accordance with local installation codes and the requirements of the gas supplier. • Minimum 11" (279mm) clearance below unventilated soffits or roof surfaces Minimum 18" (457mm) clearance below ventilated soffits Minimum 6" (152mm) clearance below roof eaves NOTE: Vinyl surfaces require 24" (610mm) NOTE: Clearance in accordance with local installation codes and the requirements of the gas supplier. F Minimum 12" (305mm) clearance below a veranda, porch, deck or balcony NOTE: Permitted only if veranda, porch, deck, or balcony is fully open on a minumum of two sides beneath the floor. NOTE Clearance in accordance with local installation codes and the requirements of the gas supplier. G Minimum 48" (1219mm). clearance from any adjacent building H Minimum 64" (2134mm) clearance above any grade when adjacent to public walkways or driveways NOTE: may not be used over a walkway or driveway shared by an adjacent building I Minimum 9" (229mm) clearance to any nonmechanical air supply inlet to the building or the combustion air Inlet to any other appliance. J Minimum 36" (914mm) clearance above any mechanical air supply inlet if within 10' (3M) horizontally K Minimum 36" (914mm) from the area above the meter /regulator (vent outlet) - this extends 15' (4.5M) above the regulator NOTE: Clearance in accordance with local installation codes and the requirements of the gas supplier. L Minimum 36" (914mm) from the meter /regulator (vent outlet) NOTE: Clearance in accordance with local installation codes and the requirements of the gas supplier. M Minimum 12" (305mm) above the roof line (for vertical terminations) N Minimum 24" (61 Omm) horizontal clearance to any surface (such as an exterior wall) — for vertical terminations E C E A 11°1 EG t t o m 0 H c NOTE: Measure clearances to the nearest edge of the exhaust hood. • Use the vinyl siding standoff when installing on an exterior with vinyl siding. • Vent termination must not be located where it will become plugged by snow or other material Travis Industries 4090227 100 -01220 000 : ;; ..f._.- .- . -.,... Pool-114E° 1 HUNG Aluminum EnduraClad& Exterior Double -Hung Design Data Vent Units / (Y1 ere, /.Gr' t/(/t 1A)-C • (inches } (inches) E E BC $e )!1`'7 nV 7• - F 2135 17 -13/16 14 -1/4 1.8 3.2 5.1 R50 2141 17 - 17 - 1/4 2.1; 3.9, 6.0 R50 2147 17 - 13/16 20 - 1/4 2.5 4.5 6.9 R50 2153 17 13/16', 23.1/4 2.9 5,2 7.7 R50 2157 17 -13/16 25 -1/4 3.1 5.6 8.3 R40 /R50 2159 17.13/16', 26 -1/4: 3.2 5.9 8,6 R40 /R50 2165 17 -13/16 29 -1/4 3.6 6.5 9.5 R40 /R50 2171 17. 13/16'3 32Q1/ 4.0 7,2 ""10.4: R30 2535 21 -13/16 14 -1/4 2.2 4.0 6.1 R50 2541 21-13/16 17.114 2.6 . •., 4.8 7.1 "' " R50 j 2547 21 -13/16 20 -1/4 3.1 5.7 8.2 R50 2553 21- 13/16'; 23.1/4; 3.5 6.5 ! 9.2 R50 " 2557 21 -13/16 25 -1/4 3.8 7.0 9.9 R40 /R50 2559 21- 13/16' 26.1/4 4,0' , 7.3 "102 - R40/R5 4 ____ _ ` 2565 21 -13/16 29 -1/4 4.4 8,2 11.3 R40 /R50 2571 ' 21 323/4 4.9 - 9,0. 13.3 Rai i 2935 25 14 - 1/4 2.6 4.8 7.0 R50 1 I 2941 25 17 - 1/4' 3.1 5 ^8 8.3 ! R50 2947 25 -13/16 20 -1/4 3.6 6.8 9.5 R50 F ; 2953 25- 13/16° . 23 -1/4 �• F.2, 7.8 10.7 R50 2957 25 - 13/16 25 - 1/4 4.5 8.4 11.5 R40 /R50 g - .2959 25 13/16, : ' 26 - 1/4 4.7 , 8,8 11.9 R40 /R50 2965 Et 25 -13/16 29 -1/4 5.2 9.8 13.1 R40 /R50 2971 E ,, 25 -13/16 324/4 5.8 10,8_'_ 14.3. 1130 3335 29 -13/16 14 -1/4 3.0 5.6 8.0 R50 3341 9 13/16' " 17 -1/4 3.6 6.7 9.4 R50 3347 29 -13/16 20 -1/4 4.2 7.9 10.8 H -R50 3353 29 13/16 ' 23 -1/4' 4.8 9.1 12.1 '', R40 /R50 3357 Er 29 - 13/16 25 - 1/4 5.2 9.9 13.1 R40 /R50 3359 Et ;2943/16• 26 - 1 /4 5.4 10.2 1.5 R40 /R50 3365 E 29 - 13/16 29 - 1/4 6.1 11.4 14.9 R35/R50 3371 E 29-13/16 - ` 32 - 1/4: , 6.7 12.6 16.3 R30 3377 E 29 - 13/16 35 - 1/4 7.3 13.7 17.6 R30 3735 33-13/16 "- 1 14 - 1/4 3.3 6.4 '' 9.0 R35/1150 3741 33 - 13/16 17 - 1/4 4.1 7.7 10.5 R35 /R50 Miscellaneous Formulas (Equal Sash Only) 3747 7 33 - 13/16 2- 1 / 0 4 4.8 - 9.0 12.1 R35/R 37 23-1/4 5.5 10.4 13.6 R35/R50 Ue i µ 3757 6 33t.1,3/16 25 5.9 11'.3 14.6 R35/R50 Width - Frame 5° 3759 E 33 26 - 1/4 6.2 11.7 15.2 R35 /R50 �i5�i 4ess " Height = (Frame - 6 -5/16 ') / 2 3765 E .' 33713/1 29 -1/4 €.9 13.0 = 16.7 - 6,35/R50 .1' 3771 E 33 - 13/16 32 - 1/4 7.6 14.4 18.2 R30� Width = Frame - 4 e 3777 E. 33 13/16, 35"1/4 8 .3 18;1 19.8 R30 Height = (Frame - 5/16 ") / 2 4153 37 - 13/16 23 - 1/4 6.1 11.7 15.1 R30 4157 E 3,7,13/16: 25 114. ; 6.6 12.7 16.2 13 1 4159 E 37 - 13/16 26 - 1/4 6.9 13.2 16.8 R30 4165 E 37-13/16 °`.:29 /4.., 7.2 :,14.7 " , 18.5 R30 4171 E 37 - 13/16 32 - 1/4 8.5 16.2 20.2 R30 Egress Notes: E = Window meets minimum clear opening of 24" height, 20" width, and 5.7 ft'. Check all applicable local codes for emergency egress req uirements. Er = Window meets rninimum clear opening of 24" height, 20" width, and 5.0 ft. Check all applicable local codes for erergency egress requirements (1) Second nurnber, where shown, indicates perforrnarue With DP Enhancement Kit installed To convert area to square meters (m), multiply square feet by 0.0929. For clear opening, vent. area, visible glass, and iirame area, see page .5 -23. Pella 2008 Architectural Design Manual • Division GS- Openings Windows and Doors N�ww. ?ellaADM.cu :n 6 -75 ACORD DATE (MMroDIwYY) TM CERTIFICATE OF LIABILITY INSURANCE 03/02/2010 PRODUCER 413. 586. 0111 FAX 413. 586. 6481 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION Webber & Grinnell Ins. Agency, Inc. ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE 8 North Kin Street HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR 9 ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. Northampton, MA 01060 INSURERS AFFORDING COVERAGE NAIC # INSURED Wri ght Builders Inc INSURER Excelsior /Peerless 11045 48 Bates Street INSURER B: Peerl ess/Peerl ess 24198 Northampton, MA 01060 INSURER c: Netherlands /Peerless 24171 INSURER D: INSURER E: COVERAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. I LTR NSRD TYPE OF INSURANCE POLICY NUMBER DATE (MM POLICY ATE (MMIDD MI IYYYI') LIMITS GENERAL LIABILITY CBP8616138 03/01/2010 03/01/2011 EACH OCCURRENCE $ 1,000,000 HEN [EU COMMERCIAL GENERAL LIABILITY PREMISES�(Ea occurrence) $ 250,000 J CLAIMS MADE I X OCCUR MED EXP (Any one person) $ 5,000 A X Blanket Add't Insu PERSONAL & ADV INJURY $ 1,000,000 • GENERAL AGGREGATE $ 2,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS - COMP/OP AGG $ 2,000,000 — I POLICY I X LOC AUTOMOBILE LIABILnY BA8615140 03/01/2010 03/01/2011 COMBINED SINGLE LIMIT ANY AUTO (Ea accident) $ 1,000,000 ALL OWNED AUTOS BODILY INJURY A X SCHEDULED AUTOS -' (Per person) $ X HIRED AUTOS BODILY INJURY • X NON -OWNED AUTOS (Per accident) $ PROPERTY DAMAGE _ $ (Per accident) GARAGE LIABILITY AUTO ONLY - EA ACCIDENT $ • ANY AUTO OTHER THAN EA ACC $ AUTO ONLY AGG $ EXCESSIUMBRELLALIABILITY CU8618241 03/01/2010 03/01/2011 EACH OCCURRENCE $ 5,000,000 X I OCCUR I CLAIMS MADE AGGREGATE '_ $ 5,000,000 B $ DEDUCTIBLE . $ X RETENTION $ 10,000 - $ WORKERS COMPENSATION • WC8612741 03/01/2010 03/01/2011 X OPY L MITS ER AND EMPLOYERS' LIABILITY Y 1 N - - ANY PROPRIETOR/PARTNER/D(ECUTIVE E.L. EACH ACCIDENT $ 500, 000 C OFFICER/MEMBER EXCLUDED? - (Mandatory In NH) E.L. DISEASE - EA EMPLOYEE $ 500,000 If yes. describe under SPECIAL PROVISIONS below E.L. DISEASE - POLICY LIMIT $ 500,000 OTHER DESCRIPTION OF OPERATIONS! LOCATIONS ! VEHICLES [EXCLUSIONS ADDED BY ENDORSEMENT! SPECIAL PROVISIONS CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING INSURER WILL ENDEAVOR TO MAIL 10 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO DO SO SHALL IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER. ITS AGENTS OR REPRESENTATIVES. Evidence of Insurance AUTHORIZED REPRESENTATIVE Jenna Rodrigue, CISR /JER ACORD 25 (2009101) ©1988 -2009 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD / / I * Office of Consumer Affairs and usiness Regulation :_ 10 Park Plaza Suite 5170 W � Boston, Massachusetts 02116 U,, x G Home Improvement Contractor Registration Registration: 101536 WRIGHT r EU ! D` INC. j Type: Private Corporation Expiration: 6/26/2012 Tr# 298065 WRIGHT BUILDERS, INC. Jonathan Wright x = 48 BATES STREET — — — Northampton, MA 01060 = — - -- Update Address and return card. Mark reason for change. ❑ Address Renewal Employment Ei Lost Card )PS -CA1 0 50M- 04/04- G101216 • • • • Massachusetts - Department of Public Safety tiOti Board of Building Regulations and Standards Construction Supervisor License License: CS 16370 Restricted to 00 k. ` ' 1 THOMAS P LUCIA 1,r, 1 a �" 480 N WESTFIELD ST ' _ , a i rt FEEDING HILLS, MA 01030 N ` . '' f 1 c--� -� Expiration: 7/28/2011 ('omnmissioner Tr#: 7049 ) / WRIGHT tlUILDERS, INC. 035686 DATE INVOICE NO. JOB NO. COMMITMENT NO. AMOUNT DISCOUNT NET AMOUNT UU UU 1L49. Ci CHECK DATE CHECK NO. TOTAL GROSS TOTAL DISCOUNT CHECK AMOUNT 9 -07-10 35 4' 0 0 OU .00 • - Z11 77 ;Z7r - - 77=1„:17: WRIGHT BUILDERS, INC. FLORENCE SAVINGS BANK 035686 FLORENCE, MA 01062 48 BATES STREET 53-7168/2118 NORTHAMPTON, MA 01060 413-586-8287 fCiC tVLflJ d G2iaI ?: a r id i ef. DATE CHECK NO. CHECK AMOUNT el -r? p-7 NOT VALID AFTER 90 DAYS TWO SIGNATURE • EQUIRED ON CHECKS OVER $5000.00 1111P 411 7 pp THORIZED SIGNATURE NP AUTHORIZED SIGNATURE SCUT/ FEATURES INCLUDSD. DETAILS 0035686• 1:21L871,6881: 0 I, 25 005606• • a ° Northampton Fire Dept. Fees Job: Daniele / Healy New House - Victorian Cottage Village Hill - Morningside (Lot #8) 71 Olander Drive (Map 31C, Lot 019) Northampton, MA 01060 Floor Squ. Ft. x 0.04 Fee Basement 1333 x 0.04 $53.32 1st Floor 1333 x 0.04 $53.32 2nd Floor 516 x 0.04 $20.64 Garage 540 x 0.04 $21.60 TOTAL: $148.88 Hardwired smoke, CO and heat detectors per Code in new house & garage. Building permit application pkg submitted to the Bldg Dept on 9/15/10. Wright Builders dropped off $149 check directly to Asst. Chief Duane Nichols at Northampton Fire Dept on 9/15/10. cc: Louis Hasbrouck, Northampton Building Commissioner Asst. Chief Duane Nichols Prepared by Wright Builders, Inc. WRIGHT BUILDERS, INC. 035727 DATE INVOICE NO. JOB NO. COMMITMENT NO. AMOUNT DISCOUNT NET AMOUNT if!O ocA4 ti.41 CHECK DATE CHECK NO. TOTAL GROSS TOTAL DISCOUNT CHECK AMOUNT 9 10 - 10 357 27 WRIGHT BUILDERS, INC. FLORENCE SAVINGS BANK 035727 FLORENCE, MA 01062 48 BATES STREET 53 NORTHAMPTON, MA 01060 413-586-8287 ,7e h d jar7-; an el no DATE CHECK NO. CHECK AMOUNT NOT VAUD AFTER 90 DAYS 7 .7.-TO:77 1 011 TWO SIGNATURES REQUIRED ON CHECKS OVER $5000.00 ior NI dr HORIZED GNATURE o p AUTHORIZED SIGNATURE SECURITY FEATURES INCLUDED. DETAILS ON BACK. fj 11•0 35? 2 To 1: 2 L LEi? 1613131: 0 2 5 00 560 611 • 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: 71 Olander Drive, Village Hill Inquiry Made By: Wright Builders 586 -8287 Date of Inquiry: 9/7/10 Reason for Apply for entry to hook into City Utilities Request: Municipal Sewer Main in Front of Location: Yes No Municipal Storm Drain Available: 5'A 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: ?j` � �' 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. r� n ) C John Hall Sewer Department cc: Ned Huntley, Director DPW Anthony Patillo, Building Inspector 5 o oo • - - WRIGHT BUILDERS, INC. 035726 DATE INVOICE NO. JOB NO. COMMITMENT NO. AMOUNT DISCOUNT NET AMOUNT 200,00 6 Lf=i; 01 °LX 1\11) t4 —. tsg.. 4' 4 - 9- t • CHECK DATE CHECK NO. TOTAL GROSS TOTAL DISCOUNT CHECK AMOUNT 3526 450 00 co -150 WRIGHT BUILDERS, INC. FLORENCE SAVINGS BANK 035726 FLORENCE, MA 01062 48 BATES STREET 53 NORTHAMPTON, MA 01060 413-586-8287 f ' 2f if .2 " A t t 21 : .n.31113: lizmdred del:La:Es arid no cantL- DATE CHECK NO. CHECK AMOUNT • _ .77 tr' 4 rill L.-7,,puemzJETII NOT VALID AFTER 90 DAYS TWO SIGN* S REQUIRED ON CHECKS OVER $5000 00 A 01 . 1 4. 7 • AUTHORIZED SIGNATURE M. AUTHORIZED SIGNATURE 1}1M72,1,77::' e, SECURITY FEATURES INCLUDED. DETAILS ON BACK. 00 5 260 17, 2 L LB L 68131: 0 25 00 5 6060 • • 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: 71 Olander Drive, Village Hill Inquiry Made By: Wright Builders 586 -8287 Date of Inquiry: 9/7/10 Number of Type of Single Family X Type of Private X Units: 1 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: Ductile Iron Age: 2007 Approximate Static Street Flow Test Conducted: Yes: No: X Pressure: 110 If done attach results Size of Service Connection 1" Suggested Meter Size: 3/4" Comments: The Water Department cannot guarantee adequate water pressure during peak demand times at elevations above 320 feet. • A corresponding water entrance fee shall be paid prior to making any connection to the municipal water system. • Arrangements o such ins altation shall be made with the Northampton Water Department with a minimum of working da s no i ica tion. • work sh 1 c.. ntrrm'to Nort. mpton Water Department specifications. David W. Sparks, Superintendent of Water Water Entry $200.00 Meter $150.00 Radio $100.00 cc: Ned Huntley, Director cc: Louie Hasbrouck, Building Inspector Note: If this availability is for a new construction, it must be hand delivered to the Building Inspector. srnbi admen Pcrmit: at °c Application Wa.c, v.. /5 Planning - Decision • City of Northampton Hearing No.: PLN -2008 -0025 Date: January 25, 2008 (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. The Board approved three separate house, garage, and driveway layouts for Lot 11. COULD NOT DEROGATE BECAUSE: FILING DEADLINE: MAILING DATE: HEARING CONTINUED DATE: DECISION DRAFT BY: APPEAL DATE: 12/25/2007 1/17/2008 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 7 :25 PM 5/8/2008 5/8/2008 MEMBERS PRESENT: VOTE: n � ] Katharine G. Baker votes to Grant ® E C E V Stephen Gilson votes to Grant JenniferDieringer votes to Grant JAN 2 5 2008 Francis Johnson votes to Grant George Kohout votes to Grant - CITY CLERKS OFFICE Keith Wilson votes to Grant NORTHAMPTON, MA 01060 Kenneth Jodrie votes to Grant MOTION MADE BY: SECONDED BY: VOTE COUNT: DECISION: Kenneth Jodrie Jennifer Dieringer 7 Approved with Conditions MINUTES OF MEETING: Available in the Office of Planning & Development. 1, Carolyn Misch, as agent to the Planning Board, certify that this is a true and accurate decision made by the Planning Board and certify that a copy of this and all plans have been filed with the Board and the City Clerk on January 25, 2008. • • I certif that a cop y� of his decision as been mailed to the Owner and Applicant Notice of Appeal An appeal from the decision of the Planning Board may be made by any person aggrieved pursuant to MGL Chapt. 40A, Section 17 as amended and as stipulated in MGL Chpt 40R 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: . t . .d.CA-'' City Clerk -Ci"y of NO"' ampton • • ATTEST: HAMPSHIRE, i • : , -- GISTER MARIANNE L. DONOHITE GeoTMS® 2008 Des Lauriers Municipal Solutions, Inc. 'e" Planning - Decision City of Northampton Hearing No.: PLN- 2008 -0025 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 F ederal 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 /Smart Growth Overlay District TOWN: SECTION OF BYLAW: NORTHAMPTON MA 01060 350 -20: Smart Growth Overlay District MAP: BLOCK: LOT: MAP DATE: ACTION TAKEN: 31C 017 001 Approved With Conditions Book: Page: 09282 121 NATURE OF PROPOSED WORK: Construction of 11 single family homes with attached garage. These Tots will be created along a newly created street named Olander Drive. HARDSHIP: CONDITION OF APPROVAL: 1) Prior to issuance of a building permit, the following items must be addressed: a. infiltration design behind the single family structures shall be approved by Department of Public Works to ensure that erosion down the embankment to the detention area will not occur. b. The applicant shall flag all trees for protection and those that will be removed. These trees will be reviewed by staff to ensure that appropriate protection measures are used to protect specimen trees. These specimen trees do not include the row of blue spruce behind lots 1, 2, 3 etc. 2). Driveways shall ramp up to sidewalks as planned therefore preventing any street runoff from entering onto private property and preventing runoff from private property from flowing into the Colander Drive. 3).Sewer clean outs and water shutoffs will be required at the property line for each single family house in accordance with Department of Public Works requirements. 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. Morningside at Village Hill dated 12 -21 -2007, Prepared by The Berkshire Design Group, Inc., Sheets L -1 through L -6, 2. Elevation Sheets prepared by Wright Builders, Inc. Last Revised date 12/17/07. Victorian West Elevation, North Elevation, Basic East Elevation, Basic South Elevation, West Elevation Victorian Lot 11, North Elevation Basic Victorian Lot 11, East Elevation Victorian Lot 11, South Elevation Victorian Lot 11, Craftsman West North, East, South Elevations. (separate set of elevations for all sheets above submitted showing depth of step backs. 3). 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 GeoTMS® 2008 Des Lauriers Municipal Solutions, Inc. . II HAMPSHIRE e0 000 0 Bk: 9394Pg: 201 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. Information from original document takes precedence when indexing data into Registry system. THIS IS THE FIRST PAGE OF THIS DOCUMENT - DO NOT REMOVE PROPERTY ADDRESS: .11 Cr(-- 0Pmt s(Tt 1v ,A N - be//„S- DOCUMENT TYPE: (L-'rNN �" NAME REFERENCE: `i M og-N cr)IINc E 3 Y• i s D EP APi1,f.Vi OF 3C ?LO I.VSP_ °GiiCNS . ` -y is= INRcC i OR 212 Main SEreec ' Municipal Building r c' \ = - 1 NortaInoton, Mass. 01060 �'�. r r I Scuts e Fcctage A :1.cunt Ease^.:ert @ , 0 33 s :a, I 7. ►. ('o i, 1st __ccr @ ,5j0 I53I CIA. . Gj�p�j,J� 2nd _cor @ .3a - SIC, 1 J� I Pi , eD 1 1 _ 1/2 Floors, Attic, ! tG. i 10 06 I Garage , Dec, � €I Deck, Porches , 016 37#C- (or QV 1 - i OAL - $ t Z�id • 30 , I- i i i(s)(.0 I � `—/— ' -- Z -- (71 0-1-A-44t)e-e- .112- . , r 6 f---N-A4ufroN ., ,...„ , ,`1'7r -,1, Lr 31 G / bo-r 6 ) 3 . , , . . . , .. • . . . , .... . . _.• ._ .. . _ _•___ . _ _ . --- .• . --. , ---------------------------- . SECTION 8 - CONSTRUCTION SERVICES 8.1 Licensed Construction Supervisor: �) r ,�� ®/ + �p / �,/�,, Not Applicable ❑ V" / Name of License Holder : �" T r r " t VVir T'-� / ' vv" - I 3 9 License Number' Lfg igA-TI sr to P'41 tivvirre (�( / Address / Expiration Date '1 g Signature / Telephone 9. R =red Home Im.rovement Contractor: Not Applicable ❑ P-i 61 pu l'D eld-s /tD 6114 4 b 1 5,31 Company Name Registration Number • ' ;ir S4/ - A 0 P P rs X /Ja-' Address // 1 Expiration Date / Telephone "421' n — SECTION 10- WORKERS' COMPENSATION INSURANCE AFFIDAVIT (M.G.L. c. 152, § 25C(6)) Workers Compensation Insurance affidavit must be completed and submitted with this application. Failure to provide this affidavit will result in the denial of the issuance of the building permit. Signed Affidavit Attached Yes No ❑ 11. - Home Owner Exemption The current exemption for "homeowners" was extended to include Owner - occupied Dwellings of one (1) or two(2) families and to allow such homeowner to engage an individual for hire who does not possess a license, provided that the owner acts as supervisor. CMR 780, Sixth Edition Section 108.3.5.1. Definition of Homeowner: Person (s) who own a parcel of land on which he /she resides or intends to reside, on which there is, or is intended to be, a one or two family dwelling, attached or detached structures accessory to such use and/ or farm structures. A person who constructs more than one home in a two -year period shall not be considered a homeowner. Such "homeowner" shall submit to the Building Official, on a form acceptable to the Building Official, that he /she shall be responsible for all such work performed under the building permit. As acting Construction Supervisor your presence on the job site will be required from time to time, during and upon completion of the work for which this permit is issued. Also be advised that with reference to Chapter 152 (Workers' Compensation) and Chapter 153 (Liability of Employers to Employees for injuries not resulting in Death) of the Massachusetts General Laws Annotated, you may be liable for person(s) you hire to perform work for you under this permit. The undersigned "homeowner" certifies and assumes responsibility for compliance with the State Building Code, City of Northampton Ordinances, State and Local Zoning Laws and State of Massachusetts General Laws Annotated. Homeowner Signature i k SECTION 5- DESCRIPTION OF PROPOSED WORK (check all applicable) New House Addition ❑ Replacement Windows Alteration(s) ❑ Roofing ri Or Doors El Accessory Bldg. ❑ Demolition ❑ New Signs [O] Decks [❑ Siding [O] Other [0] Brief Description of Proposed M P _` if w _ M' •� 4 pA C ' t,1 �� ".)v s!���� Work: 'v Y� 1 T`tT V"( ( P' �. Alteration of existing bedroom Yes No Adding new bedroom Yes No ` �� Attached Narrative Renovating unfinished basement Yes No CA Plans Attached Roll - Sheet 011 l.g) 6a. If New house and or addition to existing housing, complete the following: .. II /J a. Use of building : One Family X / Two Family Other b. Number of rooms in each family unit: p Number of Bathrooms 4 ` Y , il c. Is there a garage attached? _ I Arc a M( 33 fi x d. Proposed Square footage of new construction. C.442,, 1 1 Dimensions (G i x G 5 1 6 V ,(,,- e. Number of stories? -t-IA/ 0 te-` ee — 1, f. Method of heating? g- > C Fireplaces or Woodstoves of-11'0N Number of each 1 U,� //, g. Energy Conservation Compliance. Masscheck Energy Compliance form attached? 'I h. Type of construction . B i. Is construction within 100 ft. of wetlands? Yes x No. Is construction within 100 yr. floodplain Yes _No j. Depth of basement or cellar floor below finished grade t A k. Will building conform to the Building and Zoning regulations? ) Yes No . /� 5 .,� • _ _ I. Septic Tank City Sewer Y Private well City water Supply U55 'p G( SECTION 7a OWNER AUTHORIZATION - TO BE COMPLETED WHEN a o., r, V - " OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT k lItt144 ' I , W k 6ntr 1 1 . ' b 1 ' ' / M 4 �V" , as Owner of the subject property I,, e,. � O► ((( / ,� D hereby authorize VV f"r 'V� `"� C/i `� to act on my behalf, in all matters relative to work authorized by this building permit application. . Signal of Owner Date �( _ V" ' 1 1 ` ph t4( , as Owner A uthorized A en hereby declare that the statements and information on the foregoing application are true and accurate, to the best o my nowledge nd belief. Signed under the pains and penalties of perjury. / / tM Lute, I V Print Name / / / i 7/0/10 Signatwner /Agen Date f (t'ih- ESL' /re/A'L'b pP4 vb PB t ie P. IZV tt1N b ' 0 I /D-S-/ o g' , Section 4. ZONING All Information Must Be Completed. Permit Can Be Denied Due To Incomplete Information Existing Proposed Required by Zoning This column to be filled '..y Building Departmen Lot Size Frontage Setbacks Front Side L:.... R: Rear Building Height Bldg. Square Footage % Open Space Footage (Lot arca minus bldg & pav • parking) # of Parkin, :paces F volume & Location) A. Has a Special Permit /Variance /Finding ever been issued for /on the site? NO 0 DONT KNOW Q YES P 1 e ^ Le n e ro� DD N IF YES, date issued i issued. 8 (c e 4 pt f pp '" G eb IF YES: Was the permit recorded at the Registry of Deeds? f* 91rO I4 A ,re b) NO (3 DONT KNOW 0 YES Igi IF YES: enter Book r Page D,-o f and /or Document # 000b30 do B. Does the site contain a brook, body of water or wetlands? NO DON'T KNOW 0 YES C) IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained Obtained 0 , Date Issued: C. Do any signs exist on the property? YES 0 NO 1.4 IF YES, describe size, type and location: D. Are there any proposed changes to or additions of signs intended for the property ? YES (D NO IF YES, describe size, type and location: E. Will the construction activity disturb clearing, grading,excavation, or filling) over 1 acre or is it part of a common plan that will disturb over 1 acre? YES NO IF YES, then a Northampton Storm Water Management Permit from the DPW is required. A- S -&t WAS- M 1j' 14414 eteN L eb fe F- Ait-- re - V i & th HI 1 A. , Pt" e - A Swee? SPA fiG • 51= tire B PR-6 e 8 4 6 1- Ui -e t s J 6+e-v e .Prr -- ntv bevti 0 14 a-/2#-9/ g. _....... 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 Tviro Sets of Structural Plans phone 413 - 587 - 1240 Fax 413 - 587 - 1272 Plot/Site Plans, Other Specify APPLICATION TO CONSTRUCT, ALTER, REPAIR, RENOVATE OR DEMOLISH A ONE OR TWO FAMILY DWELLING SECTION 1 - SITE INFORMATION 1 4►1 g f•' ofl iNS a , V1U4i ih'uA - M t r -iG it-ii oil 1.1 Property Address: This section to be completed by office t Q D t >e 'e. i›g ve Map Lot Unit NO 9'nkq,/V% N t me Zone Overlay District Elm St. District CB District SECTION 2 - PROPERTY OWNERSHIP /AUTHORIZED AGENT 2.1 Owner of Record: W R-1 f k( c' /A A44 L buy ifg 9k--t-t--S ST. � r/O A Tf � , Name.. Print) Current Mailing Address: tit! 7 )...11,,.-9 _. " t Sig Telephone ature 2.2 Authorized Agent: Wei / , ' / -rt,v � L -u�'kr f �A- --s S � /Vo P t-M'P�rJ Name (Print) / 1 Current Mailing Address: Signatu - Telephone SECTION 3,- ESTIMATED CONSTRUCTION COSTS Item Estimated Cost (Dollars) to be Official Use Only completed by permit applicant ` 1. Building )-00 f f itS'. (a) Building Permit Fee 2. Electrical / 39a. (b) Estimated Total Cost of I / Construction from (6) 3. Plumbing 6), 9 l g r Building Permit Fee 4. Mechanical (HVAC) g'I Oils'''. 5. Fire Protection 6. Total = if + 3 + 5) » ur -•t, 7 S -' Check Number g l097 f)/ This Section For Official Use Only ✓ B il•m Permit N tuber: IIsssued: Signature: Building Commissioner /Inspector of Buildings Date File # BP- 2011 -0230 APPLICANT /CONTACT PERSON WRIGHT BUILDERS f ADDRESS/PHONE 48 Bates St NORTHAMPTON (413) 586 -8287 4,1" PROPERTY LOCATION 71 OLANDER DR 0 MAP 31C PARCEL 019 001 ZONE PV(100) / /SG a/SG b THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM FILLED OUT Fee Paid Building Permit Filled out 25199 4/ �� Fee Paid 7 Typeof Construction: CONSTRUCT 2 STORY SFH W /ATT GARAGE /PORCH New Construction Non Structural interior renovations Addition to Existing Accessory Structure Building Plans Included: Owner/ Statement or License 16370 3 sets of Plans / Plot Plan THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON "CIO �1 INFO ATION PRESENTED: (� L..' p Additional permits required (see below) f 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 .i► 0 s io • 'i elay /a • nature of Buil • ing Official Date Note: Issuance of a Zoning permit does not relieve a applicant's burden to comply with all zoning requirements and obtain all required permits from Board of Health, Conservation Commission, Department of public works and other applicable permit granting authorities. * Variances are granted only to those applicants who meet the strict standards of MGL 40A. Contact Office of Planning & Development for more information. 71 OLANDER DR BP- 2011 -0230 GIS #: COMMONWEALTH OF MASSACHUSETTS Map:Block: 31C - 019 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 -0230 Project # JS-2011-000393 Est. Cost: $228454.00 Fee: $1261.00 PERMISSION IS HEREBY GRANTED TO: Const. Class: 5B Contractor: License: Use Group: R4 WRIGHT BUILDERS 16370 Lot Size(sq. ft.): 7100.28 Owner: WRIGHT BUILDERS Zoning: PV(100) / /SG a/SG b Applicant: WRIGHT BUILDERS AT: 71 OLANDER DR Applicant Address: Phone: Insurance: 48 Bates St (413) 586 -8287 Workers Compensation NORTHAMPTONMA01060 ISSUED ON:9/22/2010 0:00:00 TO PERFORM THE FOLLOWING WORK: CONSTRUCT 2 STORY SFH W /ATT GARAGE /PORCH POST THIS CARD SO IT IS VISIBLE FROM THE STREET Inspector of Plumbing Inspector of Wiring D.P.W. Building Inspector Underground: Service: Meter: Footings: Rough: Rough: House # Foundation: Driveway Final: Final: Final: Rough Frame: Gas: Fire Department Fireplace /Chimney: Rough: Oil: Insulation: Final: Smoke: Final: THIS PERMIT MAY BE REVOKED BY THE CITY OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AND REGULATIONS. Certificate of Occupancy Signature: FeeType: Date Paid: Amount: Building 9/22/2010 0:00:00 $1261.00 212 Main Street, Phone (413) 587 -1240, Fax: (413) 587 -1272 Louis Hasbrouck — Building Commissioner INTERSECTING WALLS - Overdig Procedure Stairwell Header Procedure (Builder Guidelne Booklet - Pg. 12, Fig. 3) (Builder Guideline Bocldet - Pg. 36, Rg. 28 & 29) • When is wail such es a garage well or crawl space • Use details below for steirvrel openings which wall Intersects the basement wall and rests on a precast Wm). the overd'g must not exceed SC. • are w8hin 8 feat a(beaemanlwelPS. t • The opening should not exceed 9•-6' in length. if a larger opening Is required consult an engineer or your Superior Wele supplier. 1 l rr !����l I • Use construction adhesive between the MI p e ' 111111 O m/i and lop bond beam of Um Superior cull. • BrtlN the support beam (2x 10 ail pieta and two . 2 x 8 2•-0 past each end of the openly) at; e+ey za• ca Boor without splices (cee dotals bslcw). ryas ra Intersecting / 1 Plr•eoa Sob t':n eel suD Fleur .G.,., the Wall • Use Y bolts in every hole; Y-0' OC through the boVnd basin. sow sham &Ad olodorra le•Jeet • r_ ,, 2- Warn /// r 1 Fbw.lohl rz......... f / �/ % // � mine ®m _ M1 i1 •= / t, /t- SO t�• � % /lii� „,,,a I s n ran ec R as Ppy Eton 1 IE71= 11 =11.` II i 2-(2'A1eww s en war at soda Bloat 1.1 "rlaarJew wham II 11- 11 = =11 II 1�. 1r= 1 =lr lr 1r. (a1o)saPew 4 . 1 np r=1= - LE31BF n- n -11 -1 uu =n -,�/ • u lW it =f it ir' — =I _ fn if 1t==II l Ir nIl I��. 1 I L fr 111 1 II II II n=II II 11 - II - • _ - - - . I= t/ Tr e e 1T =7 11 =11 71 n =11rn IC n jr'i'Ir d v,.:,soi II 4T n II =I n H 1 f II If I(' IT=11 = 1T e li a n= n i 1 1 N H= u n n u n =ucn n Ir�rr n 1 � I ir - -- � 1i =n 1107474=0 1r 1r �r r lr lr 1t -11-r t r ka - 1 12Il4 il11�„II� • =ll 0 =11 II II II-II = II II =ii=i1 II-11 =n� F 1 / u n =1r =n u u it = H u -u n n 1=1T 1r 1r =1r 1= n n =n = u e nir Ir n =n- l F1r el I ir=irnr il 1 i _=1,1 .1I,=11= 111r =If I- I- � = J1= � - I� • INTERSECTING WALLS - Excessive Overdid Procedure I ,$ h $ (ui1der Guidelno Bodlst - P. 13. rig. 4) S ri ' rn / • When an overdig is more than 5 an i ; z • € I -` ? E intermediate support column Is required unless 1 o E R `' 1 8 project-specific engineering is provided- „� m F '� m 8 m 1 E C a m 3 s s 2 1 - 1 ��� 1 %`l I' I (♦ W &Maier Wall / 0 Superl ail W•1911. *MPG. SST /// // //// - . _ 68 VIOLET AVENUE Madman 17 as avr.rn % POUGHK EPSIE, NY 12601 m 'w (845)485 -4033 Fax:(845)485 -2501 - • _ - _ • _ - . _ � .. tj I •' r E- mail: . m s r : A I li 48 Bates Street BUILDER Webslte: www.SwhV.Cerrl 'n °>< =`ua? =ir= la=ir �% , WRIGHT BUILDERS 1 1t It lti1t 7riTr: /I I 11 1T 11-_,.11 _ =IlwL - 1 Northampton MA 01060 u � :n n ITT ��T Joists Parallel Joists Perpendicular Tr--7f— 7 —rr fir it // ll f l C- I =IC� (Fig. 28) (Fig. 29) PROJECT: Fi n =i f =b QM.. Pad VA // r>.Waif,. VI COTTAGE H=H: 1r t =1 ir= 11 11 1i, Bored r= >r n - Vi n H hF � � n i -i< 1 1 n a lt Olander Drive u '1'14 u li iL - .� ..•� Northampton, MA 11 II n.Ir `11 =11 II =-41 11 11 • . i r r . .. . • . i wati•s.a L 1 =II 4 11 = 11 G irk_r�l_r�ir ll Hf n' 111=71 " n� ' ll ' n �I $ 7� �T TU— '~ Tr '= 1f "�” ` ir ' .) T +I — _ - = - - IIlIh 71., .11 =11 IL II n i � _ � 1 I I 6- I41=ir `� DATE REVISED: �r='n=1T 1 n = -1 n u =u =u= n wen a =1r n I= n = =411111= lk T1 08-19 -10 08 -22 -10 11 =T�f - 7r - lr 1f �t =Ir�r= �Ir =1[-t� H n 11 -H= lr I=7T =�r-Tr =r ' ,, =1T 1 i - - I ir 1R - - = # _ F u11 Iru �r nnlr�I rT� it ,, 09 -09 -10 -1 l „ , ,,,,. 11 =11- =1 =1=II=lf. - = =X11 =11c11 , 1 ,11 !I- (” , , ( „,,,,,,w44.2 ,, • p e DRAWN BY SCALE: 7-4 PDA None PROJECT NO.: SHEET NO.: Q16368 5 of 5 SUPERIOR WALLS PRECAST SYSTEM Floor Connection: Joists Perpendicular to Superior Walls Floor Connection: Joists Perpendicular to Superior Walls Modular Connection CotlsrmCTED ACCERETNC TO NATIONTA nrum©eZEO STAN•AADS (Builder Guideline Book let . Pg. 28, Fg. 16) (Builder Guideline Booklet -Pg. 27, Fig. 17) (B Guideline Booklet -Pg. 33, Fig. 25) I Framing Strap Requirements (Table 5) mums asap • Construction is adhaeiv. recommended between T. w1 ash J.rt the top bond beam and the ail plat. ladde Height Framing amp Spacing Using Nab r ' r 1 A.mnOngtcma • Ule SWA modular Straps where n$tllflkvd to (tail J U lirs 5 ttr ®h b UIB Si Iiiiie rxa -(NICE .. aoaww i � y � � , \ ` ea!Cyr ocs W' plate Tr - 6r 3r•aG - RATE l i � � 7'w NM EaN AetlwNt •Thefremilg Slip rat baheeen the band )01St etal rrFnt Era• MEN \ ` Z•ISD llaia arAmwdigtaade sill plats/and is fa stene d wX l- 1f2'galari:sd p - 78' Ia'OG ::::: , 1 I mesim tis tMaf 1 ' Adimstm is • PS reRelMdgfKla wATr3neanCONC1ETE FACE • e jill r �baePPROaFwsREOUwD ( } ( ' , i EOM I NO AI t WOEETZE ENT RAM ( ' � 11>ff.A Data111N a122) _ Fr�reStn. o MOM- Tr•atdall Phan ANA e•ACRUaral T•p.•IM eaale 11.= 11-.=-11.= vats Tr` nePaaEgy t.fi F'rn"^s ff 7(=7t 7 � WALL =IMF=11=11 I ` 1 0 1 W ■ Floor Connection: Joists Parallel to Superior Walls Floor Connection: Joists Parallel to Superior Walls 1111 =11 = p,M \ — �—� -- .n =li. =4 pe•I a•PFnsauTE. PPETO —fit , • Arwm SWAP r 11. S ; FILMSIm1BWls "...ME c......0110, (Builder Guideline &vide -Pg. 28, Fig 18) (Builder Guideline Booklet -Pg. 28, Fig. 1g) 5 _ , wu.exmove mum J1 11 .II III ' J 4. BAIE"'"" Fastening Schedule (Table 4) NM DA) Eel WMeram 1 .iu 4 : �2o '9 t 43 4C K- i y '` - - ;�� . a °F Si ppte &ace&Mock . Muwa.d Sad I • MN ts) -tm wu *ho.m. tar.: nw sS - led MOO cRUStmsTOe 6adulhwlM � Spacing BlacksRsarircd pr8radwq ,. amtt• saw abaft DayEgtlt Basement/ Above Grade Walls (Frost Areas) 11RII =tI. H11 11 1 11 =t1 1 I d � II tl IIE swam. I J sexycanrer MAW. FREER R amp wr a•Reyeee Crushed Stone Trench Footing 24 3 fa.bins cur I Sn.o f24 dsetar Fdre,: w MnurCUaewut T6 -g$ 5'6' Med (tow. I (1)71Y e.. ib ` rrz5 Ur 4ro.c.r .- I 1 eM ®24•ac• 21' QC. 17 from the trot Jolt under ` P 1M t w.Inbdtrtot • Must be M virgin mil. (Bottum end both sides.) T6 - - P6' tlr edt iewier each to - HO 4`4%0" (1) /5p" ' I �� , wd» rmmegsrtg - Beam Bearing /Holdown 17 - 743. I jii I 2.47 I \ P ee lath. y a edey m sdn c t D !� �li son. txou>nl `� f ♦. 8 aft with a plate vibrator. The top 4'- 6 be lf2- 1, lf:l — =� Y - - -:F' EL __ #�': c l ean erusltad at _ • y. .e 3 4� .i 12,$) End WMWachs I I- 1�1 �.-- ._ :4 '.;. .,` - _ =PtfC. men I — ;'r =•h I I -tm rr. Th i r d ) • Co ver cnAha ose de bnew •• the exterior of the w e l l 7:x 1 'J I \ Tnaed 9. Pee \ N +art ( wilt bedd'il or polio l n sidewalk sidewalk constrtrdiorl: properly _ I 1 — 1- F,'"'`K - >, s . ; y l l ek.petf b drd awa oon it• wall. II - 4 ,, iii I� y i� w c \ Faulk , •Berth Blab COteledafs ITdo concrete floor pour. _ .Try' nL•' :.• , •'G , 1 ... ,__ ° n..... �`� '. it Sabt ± • Install a backwater valve to prevent Um Ueaalowor '- f- - ` lr- ViIt'0. -1- ' I .-- ._ 4 1 moist air into the stone tooting arm v will reduce — 4 the Wei of excessive interior humidly. • a °1crew Stab � tl° I Minimum Maw= ,1 @ 2P O.C. '`" III - 1 RgeMwM Per Tabt4 as 4, Superior Walls ,i 1l' � _ I _ F� I —��-- POUI�•IKEEPSIE, NY 12601 A A A i � (845)485 -4033 Fex:(845)485 -2501 (2X6) End wet smug (2X8) Ens IVM awing E -road: InfoeSswhv.tom Ei t •t®troa ; I t BUILDER Websdte: www.swirv.com EACH WAY 9 ' = WRIGHT BUILDERS 48 Bates Street Northampton, MA 01060 TOP CORD BEARING TRUSS roc PROJECT: VICTORIAN COTTAGE w�»• Olander Drive sECTONnn Northampton, MA VIEW of SOLID CONCRETE POUR AT BEAM BEARINGRICLDOWN DATE: REVISED: 08 -19 -10 08 -22 -10 t1,) 09 -09 -10 r l ; A DRAWN BY: SCALE tN ,: ' • PDA None ' , fig PROJECT NO.: SHEET NO.: Q16368 4 of 5 I / M 91 5' Superior Walls «r�. ra mme+r� 68 VIOLET AVENUE POUGHKEEPSIE, NY 12601 (845)485-4033 Fax:(845)485 -2501 Ema6; maN: Info@swhv.com WebsIte: www.swhv.com BUILDER WRIGHT BUILDERS 48 Bates Street Northampton, MA 01060 PROJECT: VICTORIAN COTTAGE Olander Drive Northampton, MA DATE: REVISED: 08 -19 -10 08 -22 -10 09 -09 -10 DRAWN BY: SCALE: PDA None PROJECT NO.: SHEET NO.: Q16368 3 of 5 5s' N - 27' - 23 ' 41 _`(I A.> Al - iU --- 6r 6' I C 11' C 9'6.` 32'W x 011 :.CAST 3' HEADER \' %: * %s\ fig\ *ice \ %\�i�\ */w°. ' 1 /e %\oia :. *:., : *∎. */a * ; / * ! /,.. *l . . 1 Be* ENTRY DOOR R.O. S ��4• 4' •0W x 8`4 >; 9 - 1 8.' HEADER O;d (4' LOA.) [.. Co * SUPPERT LEDGE 1� AVM 1• -D 1/2' 3 r d; C.�6ARA6E DOOR CUTOUT FRaI NEW; r 5 711 a 9`•611 x 1(' DOR , - _- 1 WALL THICKNISS is 14 114' 26' 2'V ALL PANG:S.IIICLUDI 1' b011 s 9LUENOARD INSULATION CAST -IN 0 SUPPORT LEDGE WITH 1' DOW KW: BOARD ,,, _.• UOVN 4`-D 1 T. Z2• 1 AMORE FRICTION, FIT AFTER DTEI TO FROM V. I AYE Rte INSULATION: VAWE 7. INTERIOR BEANS 1 COLUMNS./ FOOTINGS; • ---- 24' PER ARCHITECTURAL PLAN. (BY OTHERS) ?'6' a ALL PANES INCLUDE It : t----- -� RIO INSULATION VALUE 3'6 7/16' SNIP LOOSE I I= 9' -0' TALL PANELS / T.(LV, = 0' -0' ' 8,0,V, - -9' -0' 3 (4) CONCRETE OUTERCK riENNfi= 4' -0' TALL PANELS / T.U.V. = 0' -0' / B.11.V, = - 4` - 0` I /2 DIA:B BOLTING BELT o. I WITH NUT L VASIIER B T ---- [ L � I\ 4:12' Superior Wads A A ; � I NosMan Valley ti8 VIOLET AVENUE 1 6' 6' 4' — (845)485 -4033 F -2501 m E -m inforibswhv.m • Webslte: www.swhv.com 24' 26' -- BUILDER 64 WRIGHT BUILDERS 48 Bates Street Northampton, MA 01060 A SEAL ON THIS PLAN CONFIRMS THAT CUSTOMER RELEASE THIS SUPERIOR WALLS FOUNDATION 1s ADEQUATE TO SUPPORT THE STRUCTURE ABOVE PROJECT: The attached drawing was created from VICTORIAN COTTAGE information and diimensions provided by the manomerfbuilder. Superior Walls of Olander Drive the Hudson Valley is not responsible Northampton, MA for deviations from the Blue Print or - - information provided by customer /builder. I have reviewed the attached drawing(s) DATE: REVISED: end all of the dimensions and objects therein: 08 08-22-10 NOTE TO OWNER: THIS SHOP DRAWING SHALL BE REVIEWED I understand siom manufactured that the Superior e s Ways will be i ,��+ .� ., 09 -09 -10 AND RETURNED TO SWHV SIGNED AS "APPROVED" PRIOR TO esp ly o m ctured per this having reviewed f _ especially for me. Therefor having revv iewed FABRICATION. OWNER OR OWNER REPRESENTATIVE SHALL the drawing and ail of the listed dimensions, r t S VERIFY THAT LAYOUT DIMENSIONS, ROUGH OPENINGS, TOP OF 1 accept full responsfolity for any and a0 ° WALL ELEVATIONS, LEDGE ELEVATIONS, LOAD CAPACITY OF measurements and information provided by WALL AND POINT SUPPORTS MEET PROJECT REQUIREMENTS. me. DRAWN BY. SCALE. OWNER OR OWNER REPRESENTATIVE SHALL VERIFY SOIL .., None PRIOR TO INSTALLATION OF THE SUPERIOR WALL SYSTEM_ L, X L o s ' I PROJECT NO SHEET NO: PLEASE MARK CRANE LOCATION(S) WITH AN "X" Approved Date • Q16368 2 of 5 1' QUALITY ASSURANCE CRITERIA SHEET INDEX 3rd Party Inspection Agency: PFS Corporation, Madison, WI I Of 5 - General Notes Quality Assurance Manual: Superior Walls of America MAN 42 -8002 [4-10 -2007] Site Preparation Guide: Superior Walls Builder Guideline Booklet MAN 42 -9000 [January 2008] 2 of 5 - Plan View (Foundation) 3 of 5 - Isometric View 4 of 5 - Details / Sections WALL MATERIALS 5 of 5 - Details / Sections Concrete Compressive Strength: 5,000 PSI Water /Cement Ratio: s 0.40 DAMP PROOFING Reinforcing Steel: No. 4 and larger - 60,000 PSI No. 3 and smaller - 40,000 PSI Superior Walls are recognized by Secondary Reinforcement: Polypropylene Fiber the ICC -ES as an alternate method Embedded Wood Blocking: Preservatively Pressure Treated of providing foundation wall damp DOW Insulation: R -10 proofing. No additional damp proofing is required. (See ICC -ES Report ESR -1553) GENERAL NOTES 1. Jobsite shall be prepared by the builder in accordance with Superior Wails of America Builder Guideline Booklet - Site Preparation and Framing Attachment Requirements (MAN 42 -8002) PLEASE NOTE and Construction Detail shown on Sheets 4 and 5 of this drawing submission. To comply with building code 2. Auxiliary drain pipe must be four (4) inch diameter perforated and directed to a sump pit or daylight. requirements, the framing /decking 3. Builder shall establish the required elevation benchmark. connections at the top of the Superior 4. Builder shall ensure site access for trucks and crane. Wall and floor slab at the bottom of the Superior WaII MUST be completed prior to back filling. t Superior Wails INSTALLATION NOTES a..rl>raOUVONOV 68 VIOLEr AVENUE POUGHKEEPSIE, NY 12601 1. Installation shall be supervised by a Superior Walls certified installer. (845)485- -2501 Certification is obtained through Superior Walls of America, Ltd. W Ite: www.swme,com BUILDER: 2. Installation shall comply with Superior Walls of America's Installation Manual (8 -17 -06) WRIGHT BUILDERS 48 Bates Street Northampton, MA 01060 PROJECT: VICTORIAN COTTAGE Olander Drive Northampton, MA DATE: REVISED: 08 -19 -10 08 -22 -10 410411 s 09 -09 -10 NOTE TO OWNER: THIS SHOP DRAWING SHALL BE REVIEWED I AND RETURNED TO SWHV SIGNED AS 'APPROVED" PRIOR TO ' #, FABRICATION. OWNER OR OWNER REPRESENTATIVE SHALL 4 '�'. DRAWN BY SCALE. VERIFY THAT LAYOUT DIMENSIONS, ROUGH OPENINGS, TOP OF WALL ELEVATIONS, LEDGE ELEVATIONS, LOAD CAPACITY OF PDA None WALL AND POINT SUPPORTS MEET PROJECT REQUIREMENTS. OWNER OR OWNER REPRESENTATIVE SHALL VERIFY SOIL A SEAL ON THIS PLAN CONFIRMS THAT � ?ol - -- ' �° PROJECT NO.: SHEET NO.: THIS SUPERIOR WALLS FOUNDATION IS PRIOR TO INSTALLATION OF THE SUPERIOR WALL SYSTEM. ADEQUATE TO SUPPORT THE STRUCTURE ABOVE Q16368 1 of 5 ROOF TRUSS PLACEMENT DIAGRAM FOR VICTORIAN COTTAGE - NOTES 56 -5-12 1. USE ONE I-12.5A PER BEARING 27-0-0 23-0 2-6-0 1 3 -11 -12 , FOR TRUSS TO WALL CONNECTION 1 rt UNLESS NOTED ON INDIVIDUAL ENGINEERED DRAWINGS. 2. SEE INDIVIDUAL ENGINEERED . N DRAWINGS FOR PERMANENT O O o 01 0 p LATERAL BRACING ob 3. ALL TRUSSES SPACED AT 2' FACE TO / ' \ 1-0-41 FACE UNLESS NOTED OTHERWISE. 4. DO NOT CUT OR ALTER TRUSSES O O O O O O O O O O O O O O O O � o UNDER ANY CIRCUMSTANCES. 0 ■ o 0 0 0 0 9 0 0 0 .-s o 9 o 9 N N N N N N [V N N N N : rJ (N N I 5. ALL DIMENSIONS FROM OUTSIDE 1 1 - 1 N N N N N: N N N N N- N M .i N M Cr OF STUD WALL. OI:i O O: O O:': O O` O O O ! O O O O O O O I in � III N �: �,. N.: N � ! � � � M n n n n O o M ', — 6. SEE BCSI 1 -03 SUMMARY FOR I'I CROSS BRACING REQUIREMENTS STICK F' , MING / C7 co UNLESS STATED OTHERWISE 2 69 BY ENGINEER OF RECORD. U 7. SEE BSCI 1 -03 SUMMARY FOR RECOMMENDED HANDLING AND BRACING. 8. PLYWOOD SHEATH ROOF PRIOR TO INSTALLING VALLEY SET'S. j 9. ALL MULTI -PLY GIRDERS TO BE I I X- 1 -0 -0 -- 1 - 1-0-4 NAILED IN FACTORY. x 6 -5 -12 24 -0 -0 26 -0 -0 I THESE DRAWINGS ARE PROVIDED AS A GUIDE TO THE INSTALLATION TRUSS PLACEMENT ANCHORAGE: .< DIAGRAM OF METAL PLATE CONNECTED WOOD TRUSSES, ENGINEERED LUMBER H2.5A = 27 Nos. JOB NAME: VICTORIAN COTTAGE ,NIA. PRODUCTS, LIGHT GAGE STEEL TRUSSES, STRUCTURAL STEEL AND PANELIZED WALLS ,,, v s ,f'k USED AS FRAMING COMPONENTS. R ( f JOB NUMBER: 1008277 RELIABLE TRUSS WILL ASSUME NO RESPONSIBILITY FOR ANY DEVIATION FROM THE CONTENTS LIABLE �' ` v AND COMPONENTS, INC. CUSTOMER NAME: RK.iMILES- HATFIELD. OF THESE DRAWINGS WITH REGARDS TO ANY STRUCTURAL MEMBERS THAT ARE MADE WITHOUT FOR APPROVAL 08-25-10 200 Welby Road, New Bedford, IVIA DATE:08 - 25 - 2010 WRITTEN AUTHORIZATION FROM RELIABLE TRUSS. Toll Free 1- 888 - 808 -7877 - - - - - -_ _ _ -- Local 1- 508 - 998 -7877 FAX 1-508-995-1724 DESIGNER: SCALE: NONE 2ND FLOOR TRUSS PLACEMENT DIAGRAM FOR VICTORIAN COTTAGE 55 -0 -0 27 -0 -0 23 -0 -0 ,2-6-0 1 2-6-0 o ' 0 co I I - 1 0 0 x- o 0 o 2-6-0 r+20020020020_OZ00'� �20020020020020OZ00 \ --- -x- o o 0 0 cx) 0 0 o. o o o 0 0 0 0 0 0 0 0 0 o 1 o � NOTES rn 2 - 6 - 0 ° o 1. SEE INDIVIDUAL ENGINEERED ! M o DRAWINGS FOR PERMANENT — -- 1 1 A A A A': A 7 ' X– LATERAL BRACING A A A ii A I 2. ALL TRUSSES SPACED AT 24" FACE TO OPENING FOR STAIR B 402 B FACE UNLESS NOTED OTHERWISE. A A A A A LINE OF UPPER FLOOR 3. DO NOT CUT OR ALTER TRUSSES UNDER ANY CIRCUMSTANCES. j 4. ALL DIMENSIONS FROM OUTSIDE OF STUD WALL. o I I; V- V' 1- ,--1 ,- ,-1 ,--1 '-4 Q ko .- --1 0 01 l 0 CD 0 0 0 0 0 0 0 0 0 N 0 0 0 0 0 0 0 0 ;V' 00 0 10 0 0 0 I wl o 0 phi d- o 2-0-02-0-02-0-02-0-02-0-02-0-0 I •y _ K -12-0 02-0-02-0-02-0-02-0-0 1 -0 -0 — 24-0-0 26-0-0 z 6 0 2 6 o TRUSS PLACEMENT M , ; - DIAGRAM JOB NAME: VICTORIAN COTTAGE , MA. THESE DRAWINGS ARE PROVIDED AS A GUIDE TO THE INSTALLATION HANGED.: -� OF METAL PLATE CONNECTED WOOD TRUSSES, ENGINEERED LUMBER JOB NUMBER: 1008277 PRODUCTS, LIGHT GAGE STEEL TRUSSES, STRUCTURAL STEEL AND PANELIZED WALLS A = THA422 = 17 Nos. RELIABLE TRUSS USED AS FRAMING COMPONENTS. CUSTOMER NAME: R.K.MILES HATFIELD. B = THA422 -2 = 02 Nos. AND COMPONENTS, INC. RELIABLE TRUSS WILL ASSUME NO RESPONSIBILITY FOR ANY DEVIATION FROM THE CONTENTS 1 200 Wclby Road, OF THESE DRAWINGS WITH REGARDS TO ANY STRUCTURAL MEMBERS THAT ARE MADE WITHOUT New Bedford, MA DATE:08 - 25 - 2010 WRITTEN AUTHORIZATION FROM RELIABLE TRUSS . FOR APPROVAL 08 Toll Free 1 - 888 - 808 - 7877 Local 1-508-998-7877 FAX 1 -508- 995 -1724 DESIGNER: SCALE: NONE (1ST FLOOR TRUSS PLACEMENT DIAGRAM FOR VICTORIAN COTTAGE 55 -0 -0 27 -0 -0 23 -0 -0 2- 6- 0 -6 -0 O 0 c j GARAGE 2 -6 -0 x inc.-) M M M M M 10 10 in 10 10 1Il ^ N. tD 00- O O O 0 O O O O O O 000 O O O 0 0' ; O O O O 0' O 00 0 : 0 0 O O 9 1 ' 2- 0- 01- 9- 82- 0- 02- 0- 0 2- 0- 02- 0- 02- 0- 02- 0- 02- 0- 02- 0- 02- 0- 02- O- 0z- 0- 02- 0- 02 -0 -0 NOTES �F x / 2 - 6 - 0 1 0 1. SEE INDIVIDUAL ENGINEERED °i DRAWINGS FOR PERMANENT — — — - — „ I. A A A A A A :. ¢ LATERAL BRACING A A A A A A I q OPENING FOR STAIR g' , 2. ALL TRUSSES SPACED AT 24" FACE TO 0 ri B 402 B FACE UNLESS NOTED OTHERWISE. I � 3. DO NOT CUT OR ALTER TRUSSES A A A A A I UNDER ANY CIRCUMSTANCES. ! 4. ALL DIMENSIONS FROM OUTSIDE OF STUD WALL. , --I .--4 , --I , --4 •--I ,-I •--I •--4 ,- "I ,- 'I ,--I ,-I .--I Ty F d ‘Zr 1 ,--i N f N N N rV O O O O O' O O O O 0 O 0 0 O O : 0 O 00 O O O O O O 'O 0 - - - -- . O O O O -0 0 O O O O O :O O Cr O O O 00 Cr O O 0 ,0 ,0 O , r1 , i 2- 0- 02- 0- 02- 0- 02- 0- 02- 0- 02 -0 -02 0-02 0- 02- 0- 02- 0- 02- 0- 01- 8- 82- 0- 02- 0- 02 -0 -02 0- 02- 0- 02 -0 -0 02-0-02-0-01 0- 02- 0- 02- 0- 02 -0 -0 — — - - -- - r - -- A l i 1O0 24-0-0 26-0-0 2-6-0 2 6 0 TRUSS PLACEMENT x DIAGRAM JOB NAME: VICTORIAN COTTAGE , MA. — g •: - r DRAWINGS ARE PROVIDED AS A GUIDE TO THE INSTALLATION HANGER:- k Er OF METAL PLATE CONNECTED WOOD TRUSSES, ENGINEERED LUMBER JOB NUMBER: 1008277 PRODUCTS, LIGHT GAGE STEEL TRUSSES, STRUCTURAL STEEL AND PANELIZED WALLS A = THA422 = 17 ,os. RELIABLE TRUSS USED AS FRAMING COMPONENTS. B = THA422 -2 = G2 Nos. AND COMPONENTS, INC. CUSTOMER NAME: R.K.MILES HATFIELD. RELIABLE TRUSS WILL ASSUME NO RESPONSIBILITY FOR ANY DEVIATION FROM THE CONTENTS 200 Welby Road, OF THESE DRAWINGS WITH REGARDS TO ANY STRUCTURAL MEMBERS THAT ARE MADE WITHOUT New Bedford, MA DATE:08 -25 -2010 FOR APPROVAL 08 T WRITTEN AUTHORIZATION FROM RELIABLE TRUSS . Toll Free 1 - 888 - 808 - 7877 Local 1 -508- 998 -7877 FAX 1 -508 -995 -1724 DESIGNER: SCALE: NONE