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31C-020 Job Truss Truss Type Oty - Pl 0802154B V02 VALLEY 1 1 Job Reference (optional) UFP Belchertown, LLC, Plant 221 7.240 s Jun 18 2010 MiTek Industries, Inc. Thu Oct 07 07:53:06 2010 Page - 1 - ID.TgQOSSPYgBW801 b91 WFNu1 yVu9T- B5d3OET_mP94AiO8deY0l NxXf ?PVQCchQcR7Y5yVtpF. 1 0 - - 2 -9 -0 5 -2 -8 5 -6 -0 0 -3 -8 2 -5 -8 2-5 -8 j 0 -3 -8 444 = Stale = 1:13.E 2 - • 10.00 12 3 1 rr,:'y1y,.::::: ::ri�, \ \''iti'�:5: '�:v.:v'• "•:.`, \:: I.:/.$�. :•. ;U'• h::✓,:� ✓4 2 "::2:'w . 4'✓.•$�ij::;4ri {:}+iij::.i: u.;ti:Q:•: •: :'{:n:�:•:i ^::•Y•;T,': -� iv:G''• ::`+: G::.9'. ^.•:+,:: �: ++ +i'1. hfif`:.".S,;,S4'Yi:':. � \i c jC , ,, iy.�.:..•: • i :'. ?�5•::..y.•:.�•'•..y � • g :c;..nc..,:J+}, •r,:: a • .a,;.:,..:; ,,' .'•'. +:<.: sx.::. t�:> r.: �... �#::<. u. :.;^.:: r:... z< 5;:: 3?. w 3. a a• ' ' a•: �;;. Y, e{ s.: �}`. � S :' .'` � %:::::•`}:>. ;:`•:.w�:::;.:`M': tiY e;•, t 3::::ti ?: 2x4 �i 244 11 244 ■ 5 -6-0 5 -6 -0 LOADING(psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /dell Lid PLATES GRIP TOLL 40.0 Plates Increase 1.15 TC 0.22 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow =40.0) Lumber Increase 1.15 BC 0.06 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Ina YES WB 0.04 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 • Code IBC2003/TPI2002 (Matrix) Weight: 15 Ib FT = 0 BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5 -6 -0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2 X 4 SPF Stud REACTIONS (lb /size) 1= 170/5 -6 -0, 3= 170/5 -6 -0, 4= 224/5 -6 -0 Max Horz 1= -60(LC 6) Max Upliftl= -25(LC 8), 3= -30(LC 9) Max Grav1= 210(LC 2), 3= 210(LC 3), 4= 224(LC 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 128/47, 2 -3 =- 128147 BOT CHORD 1-4=-14/42, 3- 4= -14/42 WEBS 2 -4 =- 165/56 JOINT STRESS INDEX 1= 0.25,2= 0.09,3 =0.25 and 4 = 0.07 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 5.Opsf; BCDL= 5.0psf; h =24ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) 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 =1.33 2) TCLL: ASCE 7 -02; Pf =40.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 Ib uplift at joint 1 and 30 Ib uplift at joint 3. 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/1 1. Job Truss - Truss Type Qty Ply 08021546 VO1 VALLEY 1 1 Job Reference (optional) UFP Belchertown, LLC, Plant 221 - 7.240 s Jun 18 2010 MiTek Industries, Inc. Thu Oct 07 07:53:06 2010 Page 1 Q $ ID: pWhUx? FOeV? raBhrK? 1YPVyVu9f- B5d3OET_ mP94AiO8deY01NxVR ?KFQBVhQcR7Y5y 0 3 5 4 -5 -8 I — 4 5_8 3_� .8= Shce =120.7 • 1o.oe tz vry a d i} > 2'•+ - J? ?r$(r! 'n ;� seq:Y. ?' i /Bra griAu: h`.:v \ 'r �_ j .:..f .•,. :,v'�•' +... R:. +i1,i,• +. iv{:, \1 v,•y';:.'•�^�+:i2::Y:::%;' �Y +;: :rv:. , i .. A:C;4 }•., .Y, ^ :. a' �Su:•::,..... x... .7..,.,•.,•....vh,:.:.,5:::�•., ti ?:XS,.. �i O. 3 ,',:.r... YR ::.... ,f +Si.. �, �'a+ i;:,•�r, 4 3x6 /i 21o1 11 .8 ..;• 9 -6 -0 9 -6 -0 Plate Offsets (X,Y): [1:0 -0 -0,0 -1-4], 13:0- 4 -0,0 -1-4) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.36 Vert)LL) n/a - n/a 999 MT20 197/144 (Roof Snow =40.0) Lumber Increase 1.15 BC 0.33 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Iner YES WB 0.11 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 ' Code IBC2003/TP12002 (Matrix) Weight: 28 Ib FT = 0% BCDL 10.0 - LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2 X 4 SPF Stud REACTIONS (lb /size) 1= 274/9 -6 -0, 3= 274/9 -6 -0, 4= 495/9 -6 -0 Max Horz 1 =111(LC 7) Max Upliftl = -29(LC 8), 3 = -38(LC 9), 4 = -29(LC 8) Max Grav1= 357(LC 2), 3= 357(LC 3), 4= 495(LC 1) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 290/99, 2- 3=- 290/99 BOT CHORD 1 -4=- 27/94, 3 -4= -27/94 WEBS 2.4 =- 334/111 JOINT STRESS INDEX 1 = 0.73,2 =0.72, 3= 0.73 and 4 = 0.14 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL =5.0psf; BCDL= 5.Opsf; h =24ft; Cat. 11; Exp C; enclosed; MWFRS (low -rise) and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces 8 MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.33 2) TCLL: ASCE 7-02; Pf =40.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 Ib uplift at joint 1, 38 Ib uplift at joint 3 and 29 Ib uplift at joint 4. 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Job Truss [Truss - -_ -- 1pt 08021540 TO2GR COMMON OMMON 1 1 I __ 3 Job Reference (optional) UFP Belchertown, LLC, Plant 221 7.240 s Jun 18 2010 MiTek Industries, Inc. Thu Oct 07 07:53:05 2010 Page 1 I D:yVrXSJUJ7eh68Equ2UROliyVu EX- ju3hAuS M ?51 DZZpy3x1 nV9OJ0b ?ehdjXCzia0fyVtp 0 1.318 2 - - 1 6 -6 -0 10 -3 -11 I 12 -8 -8 18-0 0 -3 -8 2 -4 -13 3 -9 -11 3 - - 11 2 -4 -13 0 -3-8 Scale = 1:30. 406 11 1 4 10.00 11 46 2x4 \� 2x4 5 8 ♦♦ ♦ \\ 6 4xfi // NM MIN PIE e, ►/ 10 x 9 12 13 8 14 s ■ ►, HUS26 HUS268x6 = HUS26 HUS26 8x8 = 90526 1.1US26 ►, 8x8 = 8x6 = 4 -5 -3 8 -6 -13 13 -0 -0 4 -5 -3 4 -1 -11 4 -5 -3 Plate Offsets (X,Y): [7:0- 0 -0,0 -5 -151 TOADING SPACING 2 - - CSI DEFL in (loc) I /defl Lid PLATES GRIP CLL (Roof Snow =40.0) Plates Increase 1.15 TC 0.40 Vert(LL) -0.05 8 -9 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0,36 Vert(TL) -0.08 8 -9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Wind(LL) 0.02 8 -9 >999 360 Weight: 210 Ib FT = O% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2 X 6 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 SPF Stud SLIDER Left 2 X 6 SPF Not 1 -9 -6, Right 2 X 6 SPF No.2 1-9-6 REACTIONS (lb/size) 1= 5235/0 -5 -8, 7= 6080/0 -5 -8 Max Horz 1=- 184(LC 5) Max Upliftl=- 435(LC 7), 7=- 505(LC 8) Max Grav1= 5300(LC 2), 7=6145(LC 3) • FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 5861/487, 2 -3 =- 5795/507, 3 -4 =- 5627/541, 4 -5 =- 5700/547, 5 -6 =- 5861/513, 6-7=-5910/491 BOT CHORD 1 -10 =- 422/4222, 10 -11 =- 422/4222, 9 -11 =- 422/4222, 9 -12 =- 263/3184. 12- 13=- 263/3184, 8 -13 =- 263/3184, 8 -14 =- 335/4313, 14 -15 =- 335/4313, 7 -15 =- 335/4313 WEBS 4 -8 =- 349/3676, 5 -8 =- 74/344, 4 -9 =- 335/3514, 3- 9=- 80/413 JOINT STRESS INDEX 1 = 0.81, 1 = 0.99, 2 = 0.00, 3 = 0.12, 4 = 0.68; 5 = 0.10, 6 = 0.00, 7 = 0.81, 7 = 0.99, 8 = 0.36 and 9 = 0.36 NOTES 1) 3-ply truss to be connected together with 10d (0.148 "x3 ") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -5 -0 oc. Webs connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -02; 100mph; TCDL= 5.0psf; BCDL= 5.Opsf; h =24ft; Cat. II; Exp C; enclosed; MWFRS (low- rise); cantilever left and right exposed ; Lumber DOL =1.60 plate grip DOL =1.33 4) TCLL: ASCE 7-02; Pf =40.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 435 Ib uplift at joint 1 and 505 Ib uplift at joint 7. 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI /TPI 1. 10) Use Simpson Strong -Tie HUS26 (14.10d Girder, 6 -10d Truss, Single Ply Girder) or equivalent spaced at 2 -0 -0 oc max. starting at 2 -0 -12 from the left end to 12 -0 -12 to connect truss(es) TOIA (1 ply 2 X 4 SPF) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 1 Job Truss Truss Type Qty Ply 1 08021546 TO2GE GABLE 1 Job Reference (optional) UFP Belchertown, LLC, Plant 221 7.240 s Jun 18 2010 MiTek Industries, Inc. Thu Oct 07 07:53:05 2010 Page 1 I D: FaEIMu M2UZRXyi3zTNF2MbyVu Eh- ju3hAuSM ?51 DZZpy3x1 nV9OK ?b3Vhj IXCziaOfyVtp 14 -0 -0 -1-0-0 �3 6-6 -0 12 -8 -8 13-0 1-0-0 3- 6-2-8 6 -2 -8 d -3 -9 1 -0 -0 4 x = Scale =1 130. 6 7 5 4 1000 12 d T1 6 P 3 9 10 2 � 11 LI� • • .: • • :.......�,.......,:.a+ . ..........R.....d:d:- sti+3{.,::. v. :+ . +c ;e2 <! „u,: <..�2r,.a.°e�t.,... .�.:v.Yc•.`ve ..., /:2,.ox:.%a:.:.. ?.;;:•v .+} �.++ �:::'• �.';:: '.•.':'r.:;:y,£;,•.::',t.�+?•:? 18 17 16 15 14 13 12 0x6 = 038 = 13 -0 -0 i 13 -0 -0 T OLDING (ps400 SPACING 2 -0 -0 CSI DEFL in (loc) 1 /dell L/d PLATES GRIP (Roof Snow =40.0) Plates Increase 1.15 TC 0.34 Vert(LL) -0.02 10 -11 nil” 180 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.11 Vert(TL) -0.02 10 -11 nit' 80 BCLL 0.0 * Rep Stress tncr NO WB 0.17 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code IBC2003/fPI2002 (Matrix) Weight: 63 Ib FT = 0 LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2 X 4 SPF Stud OTHERS 2 X 4 SPF Stud REACTIONS (lb /size) 18= 267/13 -0 -0, 12= 267/13 -0 -0, 15= 260/13 -0 -0, 16= 245/13 -0 -0, 17= 231/13 -0-0, 14= 245/13 -0 -0, 13= 231/13 -0 -0 Max Horz 18=-161 (LC 6) Max Upliftl8= -98(LC 6), 12= -81(LC 7), 16 = -62(LC 8), 17=- 138(LC 7), 14= -63(LC 9), 13 =- 130(LC 6) Max Grav18 =381(LC 2), 12 =381(LC 3), 15 =260(LC 1), 16 =342(LC 2), 17 =296(LC 2), 14= 342(LC 3), 13 =296(LC 3) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 2 -18 =- 240/156, 1 -2= 0/132, 2 -3 =- 55/60, 3 -4 =- 112/128, 4 -5 =- 72/146, 5 -6 =- 84/234, 6 -7 =- 84/234, 7 -8 =- 72/146, 8 -9 =- 95/128, 9 -10 =- 48/60, 10- 11= 0/132, 10 -12 =- 240/156 BOT CHORD 17- 18=- 99/115, 16 -17 =- 99/115, 15 -16 =- 99/115, 14 -15 =- 99/115, 13 -14 =- 99/115, 12- 13=- 99/115 WEBS 6 -15 =- 220/0, 5 -16 =- 299/129, 4 -17 =- 266 / 171, 3 -18 =- 185/61, 7 -14 =- 299/129, 8 -13 =- 266/171, 9 -12 =- 185/56 JOINT STRESS INDEX 2 = 0.63, 3 = 0.12, 4 = 0.15, 5 = 0.16, 6 = 0.31, 7 = 0.16, 8 = 0.15, 9 = 0.12, 10 = 0.63, 12 = 0.58, 13 = 0.12, 14 = 0.13, 15 = 0.09, 16 = 0.13, 17 = 0.12 and 18 = 0.58 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 5.Opsf; BCDL= 5.Opsf; h =24ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces 8 MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7 -02; Pf=40.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non - concurrent with other live loads. • 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 2 -0-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift at joint 18, 81 Ib uplift at joint 12, 62 Ib uplift at joint 16, 138 Ib uplift at joint 17, 63 Ib uplift at joint 14 and 130 Ib uplift at joint 13. 13) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. • Job Truss Truss Type Qty 1 Ply 03021546 T02 COMMON 2 1 Job Reference o.tional UFP Belchertown, LLC, Plant 221 7.240 s Jun 18 2010 MiTek Industries, Inc. Thu Oct 07 07:53:04 2010 Page 1 I D :Mo ?FWXJXQKx5T4mCEXB6BIyVuEI -Fi V IzYRkEovMxPEmW EVYyyr17Bh9yG IOzJyOUDyV tp 0 -5 -8 13 -0 -0 1000 -S 6 12 12 - 14 - - F 1 -0 -0 0 -3 -8 6 -0 -8 6 -0-8 0 -2 -0 1 -0 -0 0 -2 -0 0 -3 -8 me 416 m.w ,z • .8 -j N 2 ,I �, kal 9 3x4 11 6 3r4 II 6 -6 -0 13 -0 -0 6 -6 -0 6 -6 -0 Plate Offsets (X,Y): 12:0- 2- 8,0- 1 -12], [4:0- 2- 8,0 -1 -12] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.86 Vert(LL) -0.02 7 -8 >999 240 MT20 197/144 (Roof Snow =40.0) Lumber Increase 1.15 BC 0.25 Vert TL -0.06 7 -8 >999 180 • BCD 1 0. 0 ' Rep Stress Incr YES WB 0.15 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Wind(LL) 0.01 7 -8 >999 360 Weight: 60 Ib FT = 0% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2 -4 -4 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 4 SPF Stud *Except* W1,W5:2 X 6 SPF No.2 REACTIONS (lb/size) 8= 875/0 -5 -8, 6= 875/0 -5 -8 Max Horz 8=- 159(LC 6) Max Uplift8=- 115(LC 8), 6=- 115(LC 9) Max Grav8= 995(LC 2),6= 995(LC 3) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1- 2= 0/142, 2-3=-786/212, 3-4=-786/212, 4- 5= 0/142, 2-8 =- 933/302, 4-6=- 933/302 BOT CHORD 7 -8 =- 268/555, 6- 7=- 121/555 WEBS 2- 7=- 190/335, 3-7=0/246, 4 -7 =- 190/335 JOINT STRESS INDEX 2= 0.85,3= 0.71,4= 0.85,6= 0.63,7 =0.22 and 8 = 0.63 • NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= S.Opsf; BCDL= 5.0psf; h =24ft; Cat. I1; Exp C; enclosed; MWFRS (low -rise) 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 =1.33 2) TCLL: ASCE 7 -02; Pf =40.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live Icad of 14.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non - concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 115 Ib uplift at joint 8 and 115 Ib uplift at joint 6. 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Job Truss Truss Type Qty Ply ' a 08021548 TO1GE GABLE 2 1 _____ _ Job Reference (optional) UFP Belchertown, LLC, Plant 221 7.240 s Jun 18 2010 MiTek Industries, Inc. Thu Oct 07 07:53:03 2010 Page 1 T1 -0 1 - 0:5 ID: YfezFTEmgUAy1912tH4iyUyVuEr mWxwICQ6TUnVJFfayW_JPkJCn LdDoeEkfDTynyVtp 0 -3 - 8 27 -0 -0 13 -0 -0 12-8-8 - I 12 -8 -8 0 1 3! 8 0 -3 -8 • 1 -0 -0 Scale = ,:s5.c 4x4 = 10 10,00 12 8 11 ■ I 8 12 3x44. k 34 T 13 6 14 E 5 r s I +Ti 571 E ST NT 4 16 T R/0 T1 ST-1 ]x4 11 ] 17 S Fr1,2 3x411 1. 18 III i g1 92 F. 35 34 33 32 31 30 29 28 27 28 25 24 23 22 21 20 3x4 II 3x4 = 3x4 II I 26 -0 -0 26-0-0 TCLL LOADING 40.0 SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP (Roof Snow =40.0) Plates Increase 1.15 TC 0.36 Vert(LL) -0.02 19 n/r 180 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.20 Vert(TL) -0.02 19 nit' 80 BCLL 0.0 • Rep Stress Incr NO WB 0.24 Horz(TL) 0.01 20 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Weight: 160 Ib FT = 0 • LUMBER BRACING • TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end verticals. ., BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. WEBS 2 X 4 SPF Stud , WEBS 1 Row at midpt 10 -28, 9 -29, 8 -30, 11 -26, 12 -25 OTHERS 2 X 4 SPF Stud *Except* ST7,ST6,ST5,ST8,ST9: 2 X 4 SPF No.2 REACTIONS (Ib /size) 35= 228/26 -0 -0, 20= 228/26 -0 -0,• 28= 230/26 -0 -0, 29= 240/26 -0 -0, 30= 241/26 -0 -0, 31= 240/26 -0 -0, 32= 237/26 -0 -0, 33= 254/26 -0 -0, 34=102/26-0-0, 26= 240/26 -0 -0, 25= 241/26 -0 -0, 24= 240/26 -0 -0, 23=237/26-0-0, 22= 254/26 -0 -0, 21= 102/26 -0 -0 Max Horz 35=- 327(LC 6) Max Uplift35=- 285(LC 6), 20=- 184(LC 7), 29= -60(LC 8), 30= -89(LC 8), 31= -77(LC 8), 32= -84(LC 8), 33= -68(LC 8), 34=- 314(LC 7), 26= -56(LC 9), 25= -90(LC 9), 24= -77(LC 9), 23= -83(LC 9), 22= -70(LC 9), 21=- 254(LC 6) Max Grav35= 431(LC 7), 20= 329(LC 6), 28= 284(LC 9), 29= 332(LC 2), 30= 320(LC 2), 31= 320(LC 2), 32= 316(LC 2), 33= 339(LC 2), 34= 201(LC 6), 26= 332(LC 3), 25 =320(LC 3), 24= 320(LC 3), 23= 316(LC 3), 22= 339(LC 3), 21= 140(LC 7) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 2 -35 =- 285/207, 1 -2= 0/132, 2 -3 =- 372/240, 3 -4=- 256/190, 4 -5 =- 194/189, 5 -6 =- 130/186, 6 -7 =- 95/194, 7 -8 =- 56/206, 8 -9 =- 95/319, 9 -10 =- 1031398, 10 -11 =- 103/398, 11- 12=- 95/319, 12 -13 =- 7/206, 13- 14=- 95/194, 14 -15 =- 96/115, 15 -16 =- 124/119, 16 -17 =- 186/121, 17 -18 =- 286/154, 18 -19= 0/132, 18- 20=- 285/138 BOT CHORD 34- 35=- 69/231, 33 -34 =- 69/231, 32 -33 =- 69/231, 31- 32=- 69/231, 30 -31 =- 69/231, 29 -30 =- 69/231, 28 -29 =- 69/231, 27- 28=- 69/231, 26- 27=- 69/231, 25-26=-69/231, 24 -25 =- 69/231, 23- 24=- 69/231, 22- 23=- 69/231, 21- 22=- 69/231, 20 -21 =- 69/231 WEBS 10.28 =- 392/0, 9 -29 =- 291/102, 8 -30 =- 280 / 158, 6 -31= -279/ 140, 5 -32 =- 278/ 143, 4-33=-294/146, 3 -34 =- 136/173, 11 -26 =- 291/102, 12 -25 =- 280/158, 14- 24=- 279/140, 15.23 = - 278/143, 16 -22 =- 294/146, 17 -21 =- 136/153 JOINT STRESS INDEX 2= 0.62,3 = 0.37,4= 0.37,5= 0.37,6 = 0.37,7 =0.25,8= 0.37,9 = 0.37,10 = 0.43,11= 0.37,12= 0.37,13 = 0.25,14 =0. 37,15 = 0.37,16 = 0.37,17 = . 0.37,18= 0.62,20= 0.45,21= 0.37,22 =0.37 23 = 0.37, 24 = 0.37. 25 = 0.37, 26 = 0.37, 27 = 0.25, 28 = 0.37, 29 = 0.37, 30 = 0.37, 31 = 0.37, 32 = 0.37, 33 = 0.37, 34 = 0.37 and 35 = 0.45 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL =5.0psf; BCDL =5.0psf; h =24ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) 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 =1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7 -02; Pf =40.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof Toad of 40.0 psf on overhangs non - concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 2 -0 -0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2851b uplift at joint 35, 184 Ib uplift at joint 20, 60 Ib uplift at joint 29 , 89 Ib uplift at joint 30, 77 Ib uplift at joint 31, 84 Ib uplift at joint 32, 68 Ib uplift at joint 33, 3141b uplift at joint 34, 56 Ib uplift at joint 26, 90 Ib uplift at joint 25, 77 Ib uplift at joint 24, 83 Ib uplift at joint 23, 70 Ib uplift at joint 22 and 254 Ib uplift at joint 21. 13) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. • . s • Job Truss Truss Type i Qty I Ply 1 08021548 TO1A COMMON 7 1 _ Job Reference (optional) UFP Belchertown, LLC, Plant 221 7.240 s Jun 18 2010 MiTek Industries, Inc. Thu Oct 07 07:53:02 2010 Page 1 ID: MXTpyj5tQ6n WwTywkTN7? AyVuFO- IJNYYsQUTAfei54NOpT4tXmfvNgJ UF45W ?TwPKyVtpV � 0 -3 -8 i t -0 -Q 5 - - 11 _ ) 13 - - ( 20-6-5 25-8-8 260 t -0- 5 -2 -3 7-6-5 7 -6 -5 5 - - 0 -3 -8 0-3-8 scale =1.54.9 5x8 O 5 # 10.00 12 3x12 MT18H:: 3x8 .i , 8 • • • M1 - 4x4 .(e > 4>4 \ / 11 a AIL Jx6 II `12 B 2 R \► B1 MI 2 82 12 14 11 15 10 1345 = 4x4 = axe = 4x4 = 9 8 -8 -0 17 -4 -0 26 -0 -0 8 -8 -0 8 -8 -0 8 -8 -0 Plate Offsets (X,Y): [8:Edge,0 -3 -8] TOCLDING(ps400 SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Lid PLATES GRIP (Roof Snow =40.0) Plates Increase 1.15 TC 0.97 Vert(LL) -0.37 10 -12 >824 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.91 Vert(TL) -0.52 10 -12 >591 180 MT18H 197/144 BCLL 0.0 ' Rep Stress Ina YES WB 0.59 Horz(TL) 0.06 9 n/a n/a BCDL 10.0 Code IBC2003/TPI2002 (Matrix) Wind(LL) 0.0510 -12 >999 360 Weight: 128 Ib FT = 0% LUMBER BRACING . TOP CHORD 2 X 4 SPF 2700F 2.2E 'Except* TOP CHORD Structural wood sheathing directly applied or 3 -10 -5 oc purlins, except end verticals. T3,T4: 2 X 4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. BOT CHORD 2 X 4 SPF No.2 WEBS 1 Row at midpt 3 -13, 7 -9 WEBS 2 X 4 SPF Stud *Except' W4, W5: 2 X 4 SPF No.2 REACTIONS (lb /size) 13= 1772/0 -5 -8, 9= 1653 /Mechanical • Max Horz 13= 349(LC 7) Max Upliftl3=- 177(LC 8), 9=- 124(LC 9) Max Grav13= 1948(LC 2), 9= 1783(LC 3) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/132, 2 -3 =- 642/213, 3 -4 =- 1858/548, 4 -5 =- 1597/582, 5 -6 =- 1601/583, 6 -7 =- 1865/555, 7 -8 =- 734/224, 2 -13 =- 750/281, 8 -9 =- 646/214 BOT CHORD 12 -13 =- 257/1493, 12- 14=- 59/996, 11- 14=- 59/996, 11- 15=- 59/996, 10 -15 =- 59/996, 9 -10 =- 260/1505 WEBS 3.12 =- 633/343, 5-12=-216/891, 5- 10=- 218/894, 7 -10 =- 636/347, 3- 13=- 1611/277, 7 -9 =- 1525/266 JOINT STRESS INDEX 2 = 0.74, 3 = 0.71, 4 = 0.89, 5 = 0.96, 6 = 0.70, 7 = 0.68, 8 = 0.64, 9 = 0.00, 10 = 0.64, 11 = 0.93, 12 = 0.63 and 13 =0.75 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 5.Opsf; BCDL= 5.0psf; h =24ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) and C -C Exterior(2) zone; cantilever left and right exposed ;C -.0 for members and forces 8 MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.33 2) TCLL: ASCE 7 -02; Pf =40.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non - concurrent with other live toads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 7)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 177 Ib uplift at joint 13 and 124 Ib uplift at joint 9. 10) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Job Truss Truss Type I Qty Ply 1 ' 08021548 T01 COMMON 8 1 I Job Reference (optional) UFP Belchertown, LLC, Plant 221 - 7.240 s Jun 18 2010 MiTek Industries, Inc. Thu Oct 07 07:53:01 2010 Page 1 ID: yPkgB3ff8k7m_ ndp3CDR? MyVuFb- g7pAKWPsxtXn4xWBg5yrKJDWx U71oxxHLkMtuyVtpW i T1-0-OP 0-3-8 27 -0-0 h-o-d j 5 -5 -11 I 13 -0 -0 _ 20 -6 -5 ' 25 -8 -8 26-0-0 , 1 1 -0- 5 -2 -3 7 -6 -5 7 -6 -5 5 -2 -3 0 -3 0 -3 -8 -8 1 -0 -0 Stale =ls4s sxe ,% • 5 18.50 Jx; r 4x4 ii 3x5 II II 5 2 B r_ 4 1 / =� 1 9 l � // � B2 RI 13 15 13 18 11 144x6 = 4xd = 3x8 = 4x4 = 10 . 4x8 = 8 -8 -0 17 -4 -0 26 -0 -0 8 -8 -0 8 -8 -0 8 -8 -0 . Plate Offsets (X,Y): 18:0- 2- 0,0 -1 -12j LOADING(psf) SPACING 2 - CSI DEFL in (loc) I /dell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.86 Vert(LL) -0.38 11 -13 >823 240 MT20 197/144 (Roof Snow =40.0) Lumber Increase 1.15 BC 0.91 Vert(TL) -0.52 11 -13 >590 180 TCDL 10.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.06 10 n/a n/a BCLL 0.0 * Code IBC2003/TPI2002 (Matrix) Wind(LL) 0.04 11 -13 >999 360 Weight: 1301b FT =O% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 SPF 2700F 2.2E *Except* TOP CHORD Structural wood sheathing directly applied or 4-1 -0 oc purlins, except end verticals. T3,T4: 2 X 4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 SPF No.2 WEBS 1 Row at midpt 3 -14, 7 -10 WEBS 2 X 4 SPF Stud *Except* W4,W5: 2 X 4 SPF No.2 REACTIONS (lb /size) 14= 1770/0 -5 -8, 10= 1770/0 -5 -8 Max Horz 14=- 327(LC 6) Max Upl ift14=- 177(LC 8), 10=- 177(LC 9) Max Grav14= 1947(LC 2), 10= 1947(LC 3) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2= 0/132, 2 -3 =- 641/213, 3 -4 =- 1857/547, 4 -5 =- 1593/581, 5 -6 =- 1594/581, 6 -7 =- 1854/547, 7 -8 =- 628/210, 8 -9= 0/132, 2 -14 =- 750/281, 8 -10 =- 742/279 BOT CHORD 13.14 =- 213/1492, 13 -15 =- 37/994, 12 -15 =- 37/994, 12 -16 =- 37/994, 11 -16 =- 37/994, 10- 11=- 186/1489 • WEBS 3 -13 =- 633/343, 5 -13 =- 215/891, 5 -11 =- 216/882, 7 -11 =- 623/343, 3 -14 =- 1610/276, 7 -10 =- 1621/279 JOINT STRESS INDEX 2 = 0.74, 3 = 0.71, 4 = 0.89, 5 = 0.96, 6 = 0.86, 7 = 0.72, 8 = 0.79, 10 = 0.74, 11 = 0.63, 12 = 0.93, 13 = 0.63 and 14 =0.75 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 5.0psf; BCDL= 5.0psf; h =24ft; Cat. II; Exp C; enclosed; MWFRS (low -rise) 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 =1.33 2) TCLL: ASCE 7 -02; Pf =40.0 psf (flat roof snow); Category 8; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 14.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non - concurrent with other live loads. 5) This truss has been designedfor a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 177 Ib uplift at joint 14 and 177 Ib uplift at joint 10. 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/ 1. • `- k` Univ Forest Products C m, 155 Bay Road, PO Box 945 / Belchertown, MA. 01007 Phone: 413 - 323 -7247 Fax: 413 - 323 -5780 / Rep: Chris Schultz R.K. Miles "Village Hill" Victorian Reversed Northampton, MA. Roof Truss Drawings These trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. The building designer is responsible for temporary and permanent bracing of the roof system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility of the building designer. For general guidance regarding bracing, consult "Bracing of wood trusses" available from the Truss Plate Institute, 583 D'Onifrio Drive; Madison, WI 53179. SHOP DRAWINGS THESE DRAWINGS ARE THE SOLE SOURCE FOR FABRICATION OF TRUSSES AND VOIDS ALL PREVIOUS ARCHITECTURAL OR OTHER TRUSS DRAWINGS. REVIEW AND APPROVAL OF THESE DRAWINGS MUST BE RECEIVED BEFORE ANY TRUSSES WILL BE BUILT. VERIFY ALL CONDITIONS TO INSURE AGAINST CHANGES THAT WILL RESULT IN EXTRA CHARGES TO YOU. PLEASE INITIAL EACH ATTACHED TRUSS DRAWING. Approved by: Date: 10/7/10 0802154 Job Truss Truss Type Qty Ply Universal Forest Products MBA job.var 10082255B GE05 GABLE 1 1 Job Reference (optional) UFP Belchertown, LLC, Plant 221 7.240 s Jun 18 2010 MiTek Industries, Inc. Mon Oct 04 12:05:29 2010 Page 1 ID:08Z9R7e 1 ZWd54hyXGaT6X5yW pQh -11 G8Qp5hX4cCszYPk360rBKyd86Jysndcf4C3 WyW pOq 0-1-8 Scale -1 40 C 3x6 FP= 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 T' 16 17 18 19 20 21 • MI�����P���� 9i0 fib, 5i2 fi�3 6� i 6 s� i 6 W .:.:n:........ 4 .:.:.::: :.: kk:,::. :. : .:....:...: .: .: F . ;.. ..•.•n .: :try•. •:... . :. :... •. t n1 :•:v 't 1 l.} %.r2 ' �s ...ti rin' A!!R53. . �:3s mTti is {::// ' .x3328 `3. .. /f s 5• xr� . t 02 41 40 39 38 37 38 35 34 33 32 31 30 29 28 17 26 25 ' 24 ~ 23 22 361 = 346 FP= I I 1 -4 -0 � 2 -8 -0 � 4 -0 -0 ( 5 -4 -0 ( 6 -8 -0 � 8 -0 -0 � 9 -4 -0 � 10 -8 -0 � 12 -0 -0 , 13 -4 -0 � 14 -8 -0 � 16 -0 -0 � 17 -4 -0 , 18 -8 -0 ` 20 -0 -0 � 21.4 -0 � 22 -8 -0 � 24 -0 -0 � 25 -5 -14 � 1 -4 -0 1 -4 -0 1 -4 -0 1 -4 -0 1 -4 -0 1 -4 -0 1 -4 -0 1 -4 -0 1 -4 -0 1 -4 -0 1 -4 -0 1 -4 -0 1 -4 -0 1 -4 -0 1 -4 -0 1 -4 -0 1 -4 -0 1 -4 -0 1 -5 -14 LOADING SPACING 2-0-0 CSI DEFL in (loc) I /dell lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 22 n/a n/a BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight: 76 Ib FT = 0%F, 0 % E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SPF Stud OTHERS 4 X 2 SPF Stud REACTIONS (Ib /size) 42=57/25-5-14, 22=72/25-5-14, 41= 142/25.5.14, 40= 148/25 -5 -14, 39= 146/25 -5 -14, 38= 147/25 -5 -14, 37= 147/25.5.14, 36= 147/25 -5 -14, 35= 147/25 -5 -14, 34= 147/25 -5 -14, 33=147/25-5-14, 32= 147/25 -5 -14, 30= 147/25 -5 -14, 29= 147/25 -5 -14, 28=147/25-5-14, 27= 147/25 -5 -14, 26= 146/25 -5 -14, 25=148/25-5-14, 24= 143/25 -5 -14, 23= 161/25 -5 -14 FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 42.43= -51/0, 1- 43= -50/0, 21- 22= -65/0, 1- 2= -12/0, 2 -3= -12/0, 3- 4= -12/0, 4-5=-12/0, 5-6=-12/0, 6- 7= -12/0, 7- 8= -12/0, 8 -9= -12/0, 9- 10= -12/0, 10-11=-12/0, 11- 12= -12/0, 12- 13= -12/0, 13- 14= -12/C, 14- 15= -12/0, 15 -16= -12/0, 16- 17= -12/0, 17.18= -12/0, 18-19=-12/0, 19- 20= -12/0, 20- 21 = -12/0 BOT CHORD 41 -42 =0/12, 40-41=0/12, 39 -40 =0/12, 38 -39 =0/12, 37 -38 =0/12, 36 -37 =0/12, 35 -36 =0/12, 34 -35 =0/12, 33-34=0/12, 32 -33 =0/12, 31 -32 =0/12, 30 -31 =0/12, 29 -30 =0/12, 28 -29 =0/12, 27 -28 =0/12, 26 -27 =0/ 12,25 -26 =0 /12,24 -25= 0/12,23 -24= 0/12,22 -23 =0/12 WEBS 2 -41 =- 130 /0, 3-40=-134/0, 4 -39 =- 133/0, 5-38=-133/0, 6 -37 =- 133/0, 7- 36=- 133/0, 8 -35 =- 133/0, 10- 34=- 133/0, 11-33=-133/0, 12 -32 =- 133/0, 13 -30 =- 133/0, 14- 29=- 133/0, 15 -28 =- 133/0, 16-27=-133/0, 17-26=-133/0, 18 -25 =- 134/0, 19- 24=- 129/0, 20- 23= -148/0 NOTES 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard ~ Jab Truss Truss Type Qty Ply Universal Forest Products MBA job.var 10082255B F24 FLOOR 11 1 Job Reference (optional) UFP Belchertown, LLC, Plant 221 7.240 s Jun 18 2010 MiTek Industries, Inc. Mon Oct 04 12:05:28 2010 Page 1 I D: bOgAgTCgG8yL8 ?dQbIJ RXHyW pRG- ZrimCT42mmULEgzDAM bnJzncOkeB DCJ U NOKfX4yW pOr 0 -1 -8 HI 2-6 -0 1 � 1 -8 -12 � , 2 -6 -10 , stele =,414 1.5x3 11 1.5x3 = 5316 = 1.5x3 11 3x6 = 1.533 11 1.533 11 3x8 FP= 4310 = 1.5x3 11 5316 = 3,0 11 3x6 = 1 2 3 4 5 6 7 6 9 10 11 12 Tt TZ 422:4'-% \ -1 --- " 41 11141 ig=1.--"•P�■Mm - +`2 �� I d r♦ 20 19 16 17 16 15 ra 13 6310 = 5312 = 5x6 11 636 = 336 FP= 3310 MT2OH FP= 5312 = 7316 = 336 11 ail 12-2-12 I 10 -6 -0 11 -5 -4 22 -7 -4 22 -0 25 -6 -6 I 10 -6 -0 b -11- 4 -9 - 8 10 -4 -8 0 -2!12 2 -8 -6 I Plate Offsets (X,Y): [12:0- 3.0,Edge], [15:0- 5- 12,Edge], [18:0- 1- 8,Edge], [19:0- 3- 0,Edge], [20:0- 5- 12,Edge], [22:0- 1- 8,0 -0 -12] LOADING(psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.68 19-20 >395 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.52 Vert(TL) -1.06 19 -20 >254 240 MT2OH 148/108 BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(TL) 0.07 14 n/a n/a BCDL 5.0 Code 1BC2003/TP12002 (Matrix) Weight: 132 Ib FT = 0%F, 0 % E LUMBER BRACING TOP CHORD 4 X 2 SPF 2700F 2.0E TOP CHORD Structural wood sheathing directly applied or 5 -4 -1 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF 2100F 1.8E 'Except' BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: 81,82: 4 X 2 SPF 2700F 2.0E 6-0-0 oc bracing: 14-15. WEBS 4 X 2 SPF Stud REACTIONS (Ib /size) 21= 1123/0 -5 -8, 14=2251/0-5-8 Max Grav21= 1139(LC 2), 14= 2251(LC 1) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 21 -22 =- 104/0, 1 -22 =- 103/0, 12- 13 = -8/0, 1-2=-8/0, 2 -3 =- 5427/0, 3 -4 =- 5464/0, 4 -5 =- 7212/0, 5 -6 =- 7212/0, 6-7=-7212/0, 7 -8 =- 7212/0, 8 -9 =- 4068/506, 9 -10 =- 4028/518, 10 -11= 0/2575, 11-12=0/2538 BOT CHORD 20-21=0/3279, 19-20=0/6848, 18- 19= 0/7212, 17- 18= 0/6079, 16-17=0/6079, 15- 16= 0/6079, 14 -15 =- 1526/1349, 13- 14 =0 /0 WEBS 5 -19 =- 177/26, 6 -18 =- 308/0, 11.14= 345/0, 2-21=-3424/0, 2 -20= 0/2265, 3 -20 =- 232/0, 4 -20 =- 1446/0, 4 -19 =- 494/932, 10- 14=- 3716/0, 10- 15= 0/2890, 9 -15 =- 270/0, 8 -15 =- 2149/0, 8 -18= 0/1787, 12-14=-2634/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI /TPI 1. 4) 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. 6) Due to span to depth ratio of this truss, the floor may exhibit objectionable vibration and /or deflection. Building designer to consider providing means to dampen possible floor vibration. LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (pif) Vert: 13- 21 = -10, 1- 12 = -100 Concentrated Loads (Ib) Vert: 12 = -600 I 1 _ , 155 Bay Road, PO Box 945 / Belchertown, MA. 01007 Phone: 413- 323 -7247 Fax: 413 - 323 -5780 / Rep: Chris Schultz RK Miles - Hatfield Village Hill — Victorian Reversed Bonus Room Floor Truss Profiles For Submittal 10/4/10 These trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. The building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility of the building designer. For general guidance regarding bracing, consult "Bracing of wood trusses" available from the Truss Plate Institute, 583 D'Onifrio Drive; Madison, WI 53179. SHOP DRAWINGS THESE DRAWINGS ARE THE SOLE SOURCE FOR FABRICATION OF TRUSSES AND VOIDS ALL PREVIOUS ARCHITECTURAL OR OTHER TRUSS DRAWINGS. REVIEW AND APPROVAL OF THESE DRAWINGS MUST BE RECEIVED BEFORE ANY TRUSSES WILL BE BUILT. VERIFY ALL CONDITIONS TO INSURE AGAINST CHANGES THAT WILL RESULT IN EXTRA CHARGES TO YOU. PLEASE INITIAL EACH ATTACHED TRUSS DRAWING. Approved by: Date: Job # 10082214 Job Truss Truss Type Qty Ply Universal Forest Products MBA job,var 10082254B GE06 GABLE 1 1 Job Reference (optional) UFP Belchertown, LLC, Plant 221 7.240 s Jun 18 2010 MiTek Industries, Inc. Mon Oct 04 11:49:49 2010 Page 1 I D:4evyyRQTTArdH B PZsGgDGSyX7CG- YBSn8Oi2vFBa4 W hlgfFalyOJg DH 1 ij2GSQNT4 ?y W pd W OH8 Srale : 1:12 7 I 1 1.5x3 11 2 1x3 11 3 1x3 0 O 1x3 0 5 1x3 11 8 1.5x3 11 T1 13 WI ST1 ST2 ST3 STO W2 0 BL1 1x3 = :'•:.mot :;i, :3::r,.S:r: ::F:'.;+.:'..`,% ! r 3 .`J` B '•. ti. \ ! <� >3 ?i\ Sys 3Hf.;. v +Y.+ti i% fr y � r ..'a+.._r.,...:5'e• 2o,v:�l,F�r \S�. ..._.. iiv:5r ?.. �rlF +.:.5:.+.. ri:r .../ ±+:a.lr:?u�' +. i 12 11 10 9 B 15x3 11 1x3 11 1x3 11 1x3 11 1x3 11 3x4 - 1 -4 -0 2 -8 -0 4 -0 -0 5 -4 -0 6 -8 -0 7 -0 -0 1 -4 -0 1 -4 -0 1 -4 -0 1 -4 -0 1 -4 -0 1 0 -4 -0 LOADING(psf) SPACING 2 -0 -0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.11 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.03 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2003 /TP12002 (Matrix) Weight: 22 Ib FT = 0%F, 0 % E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6.0 - 0 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF Stud OTHERS 4 X 2 SPF Stud REACTIONS (Ib /size) 12=69/7-0-0, 7=74/7-0-0, 11= 143/7 -0 -0, 10= 149/7 -0 -0, 9= 141/7 -0 -0, 8= 167/7 -0 -0 FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -12= -60/0, 7 -13= -69/0, 6 -13= -68/0, 1 -2= -17/0, 2 -3= -17/0, 3 -4= -17/0, 4 -5= -17/0, 5 -6= -17/0 BOT CHORD 11 -12 =0/17, 10 -11 =0/17, 9 -10 =0/17, 8 -9 =0/17, 7-8=0/17 WEBS 2-11=-134/0, 3-10=-134/0, 4-9=-128/0, 5-8=-151/0 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 Building Code section 2306.1 and referenced standard ANSI /TPI 1. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened 10 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 Oty Ply Universal Forest Products MBA job.var 10082254B GE04 GABLE 1 1 Job Reference (optional) UFP Belchertown, LLC, Plant 221 7.240 6 Jun 18 2010 MiTek Industries, Inc. Mon Oct 04 11:49:48 2010 Page 1 I D:4evyyRQTTArdH BPZsGg0GSyX7CG- 4 ?vPw2iQ8y3jSM6Y6xj LCIs8Ypy2zGs7DmdvYZyW pdX 0 -1-8 0 - - Scale =1,42.3 34 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 2223 ' A:< ..... ,1.i,+.l £ / eu �v ci 8 1.\ w : : \ \ \ \ i 4 \ \ \ E 19 J / r 3 < _. + A.f91i;.•.._ Jif S. - # -'-"' .. , - /f }.eS94 b f ,.. .: 47 46 45 44 43 42 41 40 39 36 37 36 35 34 33 32 31 30 29 28 27 26 2524 344 = 31.6 FP= 346 FP= • • • 15 -2-4 13 -8 -4 14 -8 -0 26-11-12 1 -4 -0 2 -8 -0 f 4 -0 -0 5 -4 -0 6 -8 -0 j 8 -0 -0 9 -4 -0 10 -8 -0 12 -0 -0 13-4 -0 14 -5 -4 ( 16 -0 -Q 17-4 -0 � 18 -8 -0 ( 20 -0 -0 21-4 -0 22 -8 -0 24 -0 -0 25 -4 -0 1 26 -8 -0 1 -4 -0 1 -4 -0 1-4 -0 1-4 -0 1-4-0 1-4 -0 1-4 -0 1 -4 -0 1-4-0 1-4 -0 0-4-4 0 -2.12 b -9 -1 1 -4 -0 1 -4 -0 1 -4 -0 1 -4 -0 1 -4 -0 1 -4 -0 1 -4 -0 1 -4 -0 0 -9 -0 0 -6 -4 0 -3 -12 LOADING(psf) SPACING 2 - 0 - 0 CSI DEFL in (loc) 1 /dell Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 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 0.04 Horz(TL) 0.00 24 n/a n/a BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight: 81 lb FT = 0%F, 0 % E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF Stud OTHERS 4 X 2 SPF Stud REACTIONS (lb/size) 47= 52/26 - 11.12, 24 =- 10/26- 11 -12, 46=149/26-11-12, 45= 146/26- 11 -12, 44= 147/26- 11 -12, 43= 147/26- 11 -12, 42= 147/26.11 -12, 41= 147/26- 11 -12, 40= 147/26- 11 -12, 38= 147/26- 11 -12, 37= 147/26.11.12, 36= 147/26- 11 -12, 35=147/26-11-12, 34= 147/26- 11 -12, 33= 147/26- 11 -12, 32= 147/26- 11 -12, 31= 147/26- 11 -12, 30=147/26-11-12, 28= 147/26- 11 -12, 27=145/26-11-12, 26=152/26-11-12, 25= 106/26 -11 -12 Max Uplift24= -10(LC 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 47- 48= -48/0, 1 -48= -48/0, 23-24=0/18, 1- 2 = -7/0, 2- 3 = -7/0, 3- 4 = -7/0, 4- 5 = -7/0, 5-6=-7/0, 6- 7 = -7/0, 7- 8 = -7/0, 8- 9 = -7/0, 9-10=-7/0, 10- 11 = -7/0, 11- 12 = -7/0, 12-13=-7/0, 13- 14 = -7/0, 14- 15 = -7/0, 15- 16 = -7/0, 16-17=-7/0, 17- 18 = -7/0, 18- 19 = -7/0, 19- 20 = -7/0, 20- 21 = -7/0, 21- 22 = -7/0, 22- 23 = -7/0 BOT CHORD 46- 47 =0/7, 45- 46 =0/7, 44- 45 =0/7, 43-44=0/7, 42- 43 =0/7, 41- 42 =0/7, 40- 41 =0/7, 39-40=0/7, 38- 39 =0/7, 37- 38 =0/7, 36- 37 =0/7, 35- 36 =0/7, 34- 35 =0/7, 33- 34 =0/7, 32- 33 =0/7, 31- 32 =0/7, 30- 31 =0/7, 29- 30 =0/7, 28-29=0/7, 27-28=0/7, 26- 27 =0/7, 25- 26 =0/7, 24- 25 =0/7 WEBS 2 -46 =- 133/0, 3 -45 =- 134/0, 4 -44 =- 133/0, 5 -43 =- 133/0, 6 -42 =- 133/0, 7 -41 =- 133/0, 8-40=-133/0, 9 -38 =- 133/0, 10- 37= 133/0, 11-36=-133/0, 13 -35 =- 133/0, 14- 34=- 133/0, 15 -33 =- 133/0, 16 -32 =- 133/0, 17 -31 =- 133/0, 18-30=-133/0, 19 -28 =- 134/0, 20 -27 =- 132/0, 21- 26=- 138/0, 22 -25= -106/0 NOTES 1) All plates are 1.5x3 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) One H4 Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 24. 6) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/7P! 1. 7) Recommend 2x6 strongbacks, on edge, spaced at 10 -0-0 oc and fastened to each truss with 3.10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Universal Forest Products MBA job.var 10082254B GE02 FLOOR 1 1 Job Reference (optional) UFP Belchertown, LLC, Plant 221 7.240 s Jun 18 2010 MiTek Industries, Inc. Mon Oct 04 11:49:47 2010 Page 1 I D:4evyyRQTTArdH B PZsGg0GSyX7CG- cpL1jihoNexsrCXMYEC6gXJu4 PXUEoSz ?6uM06y W pdY 0 -1 -8 1 -1 -12 1 1 1 -2 -8 I 1 -2 -8 1 -2 -8 1 -2 -8 1 1 -2 -8 1 -2 -8 1 -1 -12 11 1 -7 -0 1 q -4 -19E 8 123 l • 401 = 3x4 II 3x4 1x3 1I 2143 1I 1x3 11 e1 X3 11 5113 11 6143 II 71x3 1I 81x3 1I 9143 11 143 = 1 2 ] 4x 5 Bx 7x B 9 10 11 121x3- T1 1' 01 1 im.mimmir 'All r 2 ••• : Alg .{t• \,,.`. }• ., �, ?? •>; ..: :::It •:• eir 1 I 2 • : v\ \. �Z.:. 'ti \ \.. .,.: k. \.4`:: • xl.+,/�//��� ' �1 \ '\ ,• �. "�� \�$.:., hall . *** Atiy ' W i$ 1: ; .•:1. � "�,.` :. f •or "' i 13 ...- -`::'. r.:.•._.. v�� x v 'e: <'r /lr/ , :.Gti'.1'`Q r..v .. n 1 /$y �._� \_£ "\6A.'Y. \`n�i \ �'�::ti:: }: ' ?e:::2 {�:a lI. I / 143 11 1 1x3 11 143 11 143 11 143 11 143 11 13311 143 11 143 11 446. 418= • 14-8-12 1-4 -0 2 -8 -0 4 -0 -0 5-4 -0 6 -8 -0 8 -0 -0 9-4 -0 10 -8 -12 13 -11 -8 14-2 1-4 -0 1-4 -0 1 -4 -0 1-4 -0 1 -4 -0 1 1-4 -0 1-4 -0 1 1-4 -12 3 -2 -12 0 -12 0 -6 -8 Plate Offsets (X,Y): [12:0- 1- 8,Edge], [15:0- 1.8,Edge] LOADING(psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.00 14 -15 >999 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.01 14 -15 >999 240 BCLL 0.0 Rep Stress Inc( NO WB 0.17 Horz(TL) 0.01 14 n/a n/a BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight: 56 Ib FT = 0%F, 0 % E LUMBER BRACING TOP CHORD 4 X 2 DF 2850F 2.3E TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (lb/size) 23=55/10-8-12, 14= 1647/0 -5 -8, 15= 1311/10 -8 -12, 15= 1311/10.8 -12, 22= 161/10 -8 -12, 21= 143/10.8.12, 20= 147/10 -8 -12, 19= 148/10.8 -12, 18= 140/10 -8 -12, 17= 175/10 -8 -12, 16= 28/10 -8 -12 Max Upliftl6= -83(LC 5) Max Grav23 =55(LC 2), 14= 1649(LC 3), 15= 1316(LC 2), 15= 1311(LC 1), 22= 161(LC 4), 21= 143(LC 2), 20= 147(LC 4), 19= 148(LC 2), 18= 140(LC 4), 17= 175(LC 2), 16 =42(LC 4) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -23= -50/0, 13-24=-6/0, 24- 25 = -6/0, 12- 25 = -6/0, 1- 2 =0/0, 2- 3 =0/0, 3- 4 =0/0, 4- 5 =0/0, 5- 6 =0/0, 6- 7 =0/0, 7-8=0/0, 8- 9 =0/0, 9- 10 =0/0, 10 -11 =0/77, 11-12=-40/0 BOT CHORD 22-23=0/0, 21- 22 =0/0, 20- 21 =0/0, 19- 20 =0/0, 18-19=0/0, 17-18=0/0, 16- 17 =0/0, 15- 16 =0/0, 14- 15= 0/1140, 13- 14 =0/0 WEBS 11.14 =- 1015/0, 10-14=-1360/0, 10 -15 =- 1291/0, 9 -15 =- 682/0, 12-14=0/67, 2 -22 =- 146/0, 3 -21 =- 130/0, 4-20=-134/0, 5 -19 =- 135/0, 6 -18 =- 128/0, 7-17=-159/0, 8 -16= -37/88 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) One H4 Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 16. 3) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI /TPI 1. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3•10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 13- 23 = -10, 1 -9= -100, 9 -12= -700 Job Truss Truss Type Qty Ply Universal Forest Products MBA job.var 10082254B GE01 GABLE 1 1 Job Reference (optional) UFP Belchertown, LLC, Plant 221 7.240 s Jun 18 2010 MiTek Industries, Inc. Mon Oct 04 11:49:47 2010 Page 1 I D: N06vUtEz 1 aZ4hfPe ?xcplxyW pj l -cpL1 jihoNexsrCXMYEC6gXJzGPcg Egzz ?6u M06y W pd" 1 2 3 1.50 11 1x3 11 1.5x3 11 Scale = 16 B T1 W1 ST1 W2 B1 lC;. <,'/f.,"•'•:?,Gt;, flff!??,.r,��K\ rK2f,?i7 { � .;. . :. "�" ,. ,.•. \•� : {.<; . <;{g;• :. •� v. ;` • ..'•:;•:;•;`.•> ':t: ` :,�,::.,,•;,:f}• /• #''lcrr..;•'••, .;.. if , .., Ni<'+:i+'r.• .,,i'<%e:;: <.:ti ,.iT��:. Ki ti:. /�i 6 5 4 • 1 ! 15x3 I I 14 1.5x3 II 1 1-4-0 2 -10 -4 1 -4 -0 1 -6 -4 LOADING SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.11 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.03 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2003/TP12002 (Matrix) Weight: 9 Ib FT = 0%F, 0 % E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2 -10 -4 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF Stud OTHERS 4 X 2 SPF Stud REACTIONS (Ib /size) 6= 63/2 -10.4, 4=74/2-10-4, 5= 162/2 -10 -4 FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1-6=-55/0, 3- 4= -66/0, 1 -2= -13/0, 2 -3 = -13/0 BOT CHORD 5 -6 =0/13, 4 -5 =0/13 WEBS 2-5=-152/0 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 Building Code section 2306.1 and referenced standard ANSUTPI 1. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Universal Forest Products MBA job.var 10082254B F21 FLOOR 4 1 Job Reference (optional) UFP Belchertown, LLC, Plant 221 7.240 5 Jun 18 2010 MiTek Industries, Inc. Mon Oct 04 11:49:47 2010 Page 1 I D:f f KazatiQ9SzFRr6RQ bYDJ y W pl2 -cpL 1 ji hoNexsrCX MYE C6g XJ pwPQ4 Ee Gz? 6u M 06y W pd" 0 -1 -8 H 1 2 -1 -12 1 1 -11 -8 - II 1 -6 -12 1 2 -2 -4 01- 1282 • • • 1.513 II 1.50 11 1.5x3 = 4x6 = 1.5x3 11 3x4 = 1.54 II 1.513 11 34 FP= 4x10 = 1.5x3 = 1 2 3 4 5 6 3x4 = 7 8 8 10 • • g :�� �I� „ iW1 /� l 20 1' ein 440 = 3x4 = 1 5x3 II 3212 MT181-1 FP= 4x10 = 1 543 11 • 306 = 44 = • 8-4-4 8- 11 -89 -6- 8 -3- 8 -0 -8 17 -6 -12 8-4 -4 0 -7 -4 0 -7 -0 0 -9 -0 0 -9 -0 6 -6 -4 Plate Offsets (X,Y): [6:0- 1- 8,Edge], [11:Edge,0.1 -8], [16:0.1- 8,Edge] LOADING(psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.70 Vert(LL) -0.43 16-17 >482 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.77 Vert(TL) -0.69 16 -17 >303 240 MT18H 197/144 BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(TL) 0.08 11 n/a n/a BCDL 5.0 Code IBC2003/TP12002 (Matrix) Weight: 65 Ib FT = 0%F, 0 % E LUMBER BRACING TOP CHORD 4 X 2 SPF 2100F 1.8E 'Except' TOP CHORD Structural wood sheathing directly applied or 5 -7 -1 oc purlins, except end verticals. T2: 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. BOT CHORD 4 X 2 SPF 2700F 2.0E WEBS 4 X 2 SPF Stud REACTIONS (lb /size) 18= 967/0 -3 -8, 11= 1075/0 -5 -8 FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 18-19=-91/0, 1 -19= -90/0, 11- 20= -95/0, 10- 20= -95/0, 1- 2 = -6/0, 2-3=-3761/0, 3-4=-3761/0, 4-5=-4800/0, 5 -6 =- 4800/0, 6 -7 =- 3958/0, 7 -8 =- 3958/0, 8-9=-3958/0, 9- 10 = -7/0 BOT CHORD 17-18=0/2233, 16- 17= 0/4627, 15- 16= 0/4800, 14- 15= 0/4800, 13- 14= 0/4800, 12- 13= 0/2635, 11- 12= 0/2635 WEBS 6 -15 =- 42/213, 2- 18=- 2386/0, 2-17=0/1644, 3-17=-197/0, 4-17=-931/0, 9-11=-2801/0, 9-13=0/1418, 7-13=-209/86, 6-13=-1196/0, 9 -12 =0/43, 4- 16=- 168/679, 5-16=-180/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI /TPI 1. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 11- 18 = -10, 1 -10= -100 Concentrated Loads (Ib) Vert:9 = -150 Job Truss Truss Type Qty Ply Universal Forest Products MBAjob.var 10082254B F20 FLOOR 3 1 Job Reference (optional) UFP Belchertown, LLC, Plant 221 7.240 s Jun 18 2010 MiTek Industries, Inc. Mon Oct 04 11:49:46 2010 Page 1 I D:52xiX6O3EgAq iBgmZxQOYayW ppY- BcnfVMgAcKo ?D3yA? W ht7Kmgs ?3 W VBBgmS8pTgyW pdZ 0 -1 -8 2-1-12 1 -9 -8 1 -6 -12 1 I 2-2-4 0- = 1479 1 1.543 II l 1.543 II 428 = 1.583 11 3x4 = 1.583 II 1.543 II 346 FP= 4x10 = 1.543 = 1 2 3 4 5 6 344 = 7 8 9 10 T1 T • 16 17 15 14 13 12 4x10 = 3x4 64 = 1.543 I I 3612 MT18H FP= 1.543 I I C I 3. = 4410 = 448 = • 7 -11 -4 1 8 -10 -0 Q3 -Q 10 -0- 0 -9 -0 I 17 -3 -4 7 - 11 - 0 -10 -12 5- 0 -9 -0 0 -9 -0 6 -6 -4 Plate Offsets (X,Y): [6:0- 1- 8,Edge], [11:Edge,0 -1 -8], 116:0- 1- 8,Edgej LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1 /dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.66 Vert(LL) -0.42 16 -17 >487 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.67 16-17 >305 240 MT18H 197/144 BCLL 0.0 Rep Stress Incr NO WB 0.81 Horz(TL) 0.08 11 n/a n/a BCDL 5.0 Code IBC2003/TP12002 (Matrix) I Weight: 63 Ib FT = 0%F, 0 % E LUMBER BRACING TOP CHORD 4 X 2 SPF 2100F 1.8E 'Except* TOP CHORD Structural wood sheathing directly applied or 5.10 -6 oc purlins, except end verticals. T2: 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. BOT CHORD 4 X 2 SPF 2100F 1.8E WEBS 4 X 2 SPF Stud REACTIONS (Ib /size) 11= 1062/0 -5 -8, 18= 960 /Mechanical FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -18= -91/0, 11- 19= -96/0, 10- 19= -96/0, 1- 2 =0/0, 2 -3 =- 3664/0, 3 -4 =- 3664/0, 4 -5 =- 4686/0, 5 -6 =- 4686/0, 6 -7 =- 3898/0, 7 -8 =- 3898/0, 8 -9 =- 3898/0, 9- 10 = -7/0 BOT CHORD 17- 18= 0/2150, 16- 17= 0/4519, 15- 16= 0/4686, 14- 15= 0/4686, 13- 14= 0/4686, 12- 13= 0/2598, 11-12=0/2598 WEBS 6-15=-42/193, 2-18=-2313/0, 2-17=0/1629, 3 -17 =- 199/0, 4-17=-919/0, 4 -16 =- 173/658, 9 -11 =- 2762/0, 9 -13= 0/1393, 7 -13 =- 214/78, 6 -13 =- 1128/0, 9 -12 =0/40, 5 -16= -173/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/7P! 1. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 11- 18 = -10, 1 -10= -100 Concentrated Loads (Ib) Vert: 9=-150 Job Truss Truss Type Qty Ply Universal Forest Products MBA job.var 10082254B F19A FLOOR 1 1 Job Reference (optional) UFP Belchertown, LLC, Plant 221 7.240 s Jun 18 2010 MiTek Industries, Inc. Mon Oct 04 11:49:46 2010 Page 1 I D:dKJTB8z6Uwmo ?pf1051odCyW pq5- 8cnfVMgAcKo? D3yA? W ht7Kmb5 ?30VChq mSBpTgyW pdz 0 -1 -8 2 -1 -12 2 -6 -0 1 -10 -8 I 0 - r8 1 Scale k 1235 143 11 11x3 11 23x8 = 31x3 11 4 3101 = 5143 11 6348 = r 143 = I TI l • 1 T 12 11 10 93x8 = 1f 't { 346 = 133 11 _ .%!!i iv * ' 1:1:1 ffI jx : ....+. 3x6 = 3x6 = 1 14-9-4 14 -9 -4 Plate Offsets (X,Y): [4:0-1-8,Edqe], [11:0-1-8,Edqe] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.97 Vert(LL) -0.35 9-10 >502 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.89 Vert(TL) -0.52 9-10 >338 240 BCLL 0.0 Rep Stress Incr NO WB 0.72 Horz(TL) 0.05 8 n/a n/a BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight: 53 Ib FT = 0%F, 0 % E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-9 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (Ib /size) 8= 799/4 -5 -8, 12= 799 /Mechanical FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -12= -94/0, 8 -13 =- 106/0, 13 -14 =- 106/0, 7 -14 =- 106/0, 1-2=0/0, 2-3=-3129/0, 3 -4 =- 3129/0, 4 -5 =- 3126/0, 5.6 =- 3126/0, 6 -7 =0 /0 BOT CHORD 11- 12= 0/1756, 10- 11= 0/3129, 9-10=0/3129, 8-9=0/1967 WEBS 6 -8 =- 2079/0, 2-12=-1889/0, 6 -9= 0/1224, 2 -11= 0/1451, 5 -9 =- 321/0, 3-11=-332/0, 4-9=-494/304, 4 -10 =- 172/19 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 Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3.10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard A Job Truss Truss Type Qty Ply Universal Forest Products MBAjob.var 100822546 F19 FLOOR 1 1 Job Reference (optional) UFP Belchertown, LLC, Plant 221 7.240 s Jun 18 2010 MiTek Industries, Inc. Mon Oct 04 11:49:45 2010 Page 1 I D:rij kE82RNZBau7rQZ7x_YAyW prH -gQDH I1 fYr1 g8bvO_RpAeb6ETOcIEmjZgXoPFxEyW pda 0 -1 -8 �� 2 -1 -12 2 -6 -0 1 -9 -8 1 -8 -4 Q -8 1 =1:20.8 • 5x3 11 1 1.543 II 448 = 1 11 3x4 = 1.5x3 11 3x6 FP= 4x10 = 1 5x3 = i 2 3 4 53x4= 6 7 8 9 T1 T2 �1 o mans ■ _Li ll li -' 18 15 14 13 12 11 110. 4x10 = 1 5x3 11 3x10 MT2OH FP= 4810 = 1 .5x3 11 386 = 1.543 11 _ 4x6 16 -7-8 16-7 -8 Plate Offsets (X,Y): 14:0.1- 8,Edge], [5:0- 1- 8,Edgej, (10:Edge,0 -1.81 LOADING SPACING 2-0-0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.35 14 -15 >564 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.55 14 -15 >361 240 MT2OH 148/108 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.07 10 n/a n/a BCDL 5.0 Code IBC2003 /TPI2002 (Matrix) Weight: 61 Ib FT = 0%F, 0 % E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-3 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (Ib /size) 10=995/0-5-8, 17= 917 /Mechanical FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1.17= -88/0, 10- 18= -68 /0, 9- 18= -67/0, 1- 2 =0 /0, 2-3=-3622/0, 3-4=-3622/0, 4 -5 =- 4327/0, 5-6 =- 3587/0, 6-7=-3587/0, 7 -8 =- 3587/0, 8- 9 = -5/0 BOT CHORD 16 -17= 0/2037, 15 -16= 0/4327, 14- 15= 0/4327, 13- 14= 0/4327, 12- 13= 0/4327, 11 -12= 0/1980, 10- 11= 0/1980 WEBS 8 -10 =- 2180/0, 2 -17 =- 2191/0, 8 -12= 0/1694, 2 -16= 0/1675, 6 -12 =- 305/0, 3 -16 =- 296/0, 5 -12 =- 1104/0, 4 -16 =- 1057/0, 4 -15 =- 106/129, 5-14=-95/147, 8 -11 =0/41 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI /TPI 1. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3.10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 10- 17 = -10, 1 -9= -100 Concentrated Loads (Ib) Vert: 8 = -110 • Job Truss Truss Type Oty Ply Universal Forest Products MBAjob.var 10082254B F18 FLOOR 1 1 Job Reference (optional) UFP Belchertown, LLC, Plant 221 7.240 s Jun 18 2010 MiTek Industries, Inc. Mon Oct 04 11:49:45 2010 Page 1 I D:4evyyRQTTArd HBPZsGgOGSyX7CG - gQDHI 1 fYr1 g8bvO_RpAeb6EYEcoomgPgXoPFxEy W pda 0 -1 -8 �p I 2 -1 -12 1-5-8 1-0-12 Q 4 1 �` 1 { 8 .23.5 I 3x4 = 3x4 = 1 1x3 II 23x4 = 3 1x3 11 41x3 0 53x8 = 83x4 II 2 83x4 II 9 1x3 1x3 = T1 II I1 a 3x.= PIA ►/ 15 ,4 13 P, a , 10 3x4 = 1x3 II 3x4 = 3x8 = 3x8 = • 14 -9 -4 10 -6 -8 b - -5-1 ° 2 ' 0J 21 ' 2 0 -6 -8 Plate Offsets (X,Y): [9:0- 1- 8,Edge], [13:0- 1- 8,Edge], [14:0- 1.8,Edge] LOADING SPACING 2-0-0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.46 Vert(LL) -0.10 14 -15 >999 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.57 Vert(TL) -0.19 14 -15 >669 240 BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(TL) 0.02 12 n/a n/a BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight: 56 Ib FT = 0 %F, 0%E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 4 X 2 SPF Stud 6-0-0 oc bracing: 11 -12. REACTIONS (lb /size) 12=1011/0-5-8, 11= 79/0 -5 -8, 15= 507 /Mechanical Max Upliftl 1= -57(LC 4) Max Grav12= 1015(LC 2), 11= 211(LC 3), 15= 510(LC 4) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -15= -84/0, 10 -16= -12/0, 16 -17= -12/0, 9.17= -12/0, 1- 2 =0/0, 2 -3 =- 1324/0, 3 -4 =- 1324/0, 4 -5 =- 1324/0, 5 -6= 0/786, 6-7=0/766, 7 -8= -40/9, 8 -9= -46/7 BOT CHORD 14- 15= 0/1014, 13-14=0/1324, 12- 13= 0/581, 11- 12=- 403/76, 10-11=0/0 WEBS 6-12=-195/0, 8-11=-202/0, 2 -15 =- 1090/0, 5 -12 =- 1359/0, 2 -14= 0/378, 5 -13= 0/809, 3 -14 =- 114/0, 4 -13 =- 247/0, 7 -11 =- 53/426, 7-12=-553/0, 9 -11= -12/79 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) One H4 Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 11. 4) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply Universal Forest Products MBAjob.var 10082254B F17 FLOOR 2 1 Job Reference (optional) UFP Belchertown, LLC, Plant 221 7.240 s Jun 18 2010 MiTek Industries, Inc. Mon Oct 04 11:49:44 2010 Page 1 ID: JOW60I5tivfcJG4p5k53TwyWpxg- BEfu4hfw4jYH_Ipnt5fP2vhGzCP61 HGXI8fiPnyWpdb 0 -1 -8 2 -1 -12 2 -5 -12 1 -7 -0 2 -6 -0 2 -6 -0 2 -6 -0 2 -6 -0 2 -5 -8 1 -6 -0 1 - 8 - 12 0-1-8 III II II II I II I I I I I Sd31e _ 1:55 8 • • 156 II 1.583 II 386 FP= 1.583 II 1.583 = 4x8 = 1583 II 384 = 1583 II 388 = 386 FP= 5816 = 1.5x3 II 388 = 1.583 II 3x4 = 384 = 1.583 II 388 = 1.583 = 1 2 3 4 1 5 6 7 8 9 10 12 11 12 131d 15 16 17 18 • • 3 ::: I�I` � I 1 B . - 1 .IIIM I �- 2 34 3 a 31 30 29 28 27 25 24 23 22 21 20 ER, 386 = 388 = 1.583 II 4810 = 386 FP= 4812 = 484 II 4812 = 386 FP= 4x10 = 1.583 II 1.583 II 348 = 386 = • • 5 -9-0 27 -11 -12 • • 4 -6 -4 5 rr 0 1l 0 6-7-0 17 -1 -0 26 -5 -12 34-6-0 4 -6 -4 0 -5 -12 d -10 -b 10 -6 -0 9-4-12 2 -2- 2 - - 1 29 -11 -8 1 -11 -12 I 4 -6 -8 I 0 -9-0 0 -9 -0 Plate Offsets (X,Y): [4:0.1.8, Edge], [14:0- 1- 8,Edge], [15:0.1.8,Edge], [31:0- 1- 8,Edge) LOADING(psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /dell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.94 Vert(LL) -0.39 29 -30 >518 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.52 29 -30 >394 240 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(TL) 0.04 19 n/a n/a BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight: 132 Ib FT = 0%F, 0 % E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-10 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF 2100F 1.8E `Except' BOT CHORD Rigid ceiling directly applied or 5 -4 -14 oc bracing. 82: 4 X 2 SPF No.2 WEBS 4 X 2 SPF Stud REACTIONS (Ib /size) 32=700/0-5-8, 26= 2349/0 -3 -8, 19=836/0-5-8 Max Grav32 =778(LC 2), 26 =2349(LC 1), 19= 919(LC 3) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 32-33=-87/0, 1 -33= -86/0, 19 -34= -92/0, 18-34=-92/0, 1-2=-6/0, 2-3=-3034/0, 3 -4=- 3034/0, 4 -5 =- 3040/234, 5-6=-3040/234, 6 -7 =- 6/1652, 7 -8 =- 6/1652, 8 -9= 0/1656, 9 -10 =- 110/1733, 10- 11=- 145 /1729,11 -12 =- 3097/314,12 -13 =- 3097 / 314,13 -14 =- 3097/ 314,14.15 =- 3587 /0,15 -16 =- 3170/0,16 -17= 3170/0,17- 18 = -7/0 BOT CHORD 31-32=0/1698, 30-31=0/3034, 29-30=0/3034, 28-29=-840/1907, 27-28=-840/1907, 26-27=-4253/0, 25-26=-4261/0, 24-25=-932/1926, 23-24=-932/1926, 22-23=0/3587, 21-22=0/3587, 20-21=0/3587, 19-20=0/2100 WEBS 3 -31 =- 312/11, 4 -30 =- 108/94, 14 -22 =- 24/190, 15-21=-184/47, 9 -26 =- 2316/0, 2 -32 =- 1823/0, 2 -31= 0/1408, 4 -29 =- 905/6, 5 -29 =- 307/0, 6 -29= 0/1419, 6 -27 =- 2261/0, 8 -27 =- 279/0, 9 -27= 0/3102, 14- 23=- 1206/0,12 -23 =- 240 /15,11 -23= 0/1468,11 -25 =- 2149 /0,10 -25 =- 258/0,9 -25 =0/ 3142,17.19 =- 2244 /0,17 -20 =0/ 1150,16 -20 =- 263/0,15 -20 =- 461/382 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI /TPI 1. 3) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3.10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 19-32=-10, 1-18=-100 Concentrated Loads (Ib) Vert: 17= -130 P Job Truss Truss Type Qty Ply Universal Forest Products MBA job.var 10082254B F16 FLOOR 2 1 Job Reference (optional) UFP Belchertown, LLC, Plant 221 7.240 s Jun 18 2010 MiTek Industries, Inc. Mon Oct 04 11:49:43 2010 Page 1 I D:YOwORJACbY40CbGDfmkFOuyW pys -j 15 WtLeHJPQRMbEbJ08AVh9ARo8M Ioh04Uw9tLyW pdc I 0 -1 -8 H 1 2 -2 -4 2 -5 -4 1 -8 -12 II 2 -6 -0 0 -1 -8 I Stale =1v27 °_ 1 1.583 II 1.5x3 II 1.583 = 4810 = 1 583 II 1.583 II 386 = 386 FP= 1.5x3 II 4810 = 1 583 = 1 2 3 4 5 6 3 8 9 qq ,∎ ,JP IIIIIIIIIIIII In 18 C1 01J 474 'p ld M. 15 14 5x8 II 13 12 11 10 64 - 3x6 FP= 8x10 = 3x6 FP= 688 = 888 = 5 -0 -0 � 5 -9 -0 � 6 -8 -12 � 17 -2 -12 5 -0 -0 0 -9 -0 0 -11 -12 10 -6 -0 Plate Offsets (X,Y): [14:0- 3- 0,Edge], [15:0- 1- 8,Edge], [17:0- 1- 8,0- 0 -14 [18:0- 1- 8,0 -0 -12] LOADING SPACING 2-0-0 CSI DEFL in (loc) 1 /dell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.61 Vert(LL) -0.42 12 -14 >482 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.44 Vert(TL) -0.66 12 -14 >305 240 BCLL 0.0 Rep Stress Incr NO WB 0.93 Horz(TL) 0.02 10 n/a n/a BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight: 88 Ib FT = 0%F, 0 % E LUMBER BRACING TOP CHORD 4 X 2 DF 2850F 2.3E `Except` TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end verticals. T2: 4 X 2 SPF 2700F 2.0E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. BOT CHORD 4 X 2 DF 2850F 2.3E "Except` B3,B4: 4 X 2 SPF 2700F 2.0E WEBS 4 X 2 SPF Stud REACTIONS (lb /size) 16= 927/0 -5 -8, 10= 927/0 -3 -8 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 16 -17 =- 104/0, 1 -17 =- 104/0, 10-18=-104/0, 9-18=-104/0, 1-2=0/0, 2 -3 =- 4259/0, 3 -4 =- 4259/0, 4 -5 =- 4259/0, 5-6=-4061/0, 6-7=-4061/0, 7- 8=- 4061/0, 8 -9 =0 /0 BOT CHORD 15- 16= 0/2498, 14- 15= 0/4259, 13- 14= 0/4730, 12- 13= 0/4730, 11- 12= 0/2704, 10- 11= 0/2706 WEBS 3-15=-421/0, 4-14=-72/31, 2-16=-2612/0, 2-15=0/1873, 8 -10 =- 2800/0, 8 -12= 0/1424, 7 -12 =- 215/0, 5 -12 =- 701/0, 5 -14 =- 732/285 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard s. • Job Truss Truss Type Qty Ply Universal Forest Products MBA job.var 100822548 F15 FLOOR 5 1 Job Reference (optional) UFP Belchertown, LLC, Plant 221 7.240 s Jun 18 2010 MiTek Industries, Inc. Mon Oct 04 11:49:43 2010 Page 1 ID: MTAxQ6QJCVGBm3W101ditgyWpzq- j15WtLeHJ PQRMbEbJO8AVh96eo1 uIpg04Uw9tLyWpdc 0 -1 -8 H 2-2-4 2-5 -4 I I 1 -6 -0 2 -5 -4 I 1-6-0 I Q -4-8D 11 8 ,ssc • I 5x6 = 1x3 = 34 = 1 5x3 11 11x311 2 3x6= 31x311 4 3x4= 51x311 6 7 `8 1x3= ill ., - - Il,.. 1 \ I I 5 iii 14 133x6 12 „ 10 0 5x6 6x10 = 3x6 3vfi II 6x6 = 6x6 = 1 5 -0 -0 5 -9 -0 1 6 -6 -0 1 11 -6 -0 1 12 -3 -0 1 13 -0 -0 1 13 -9 -0 i , 5 -0 -0 0 -9 -0 0 -9 -0 5 -0 -0 0 -9 -0 0 -9 -0 0 -9 -0 Plate Offsets (X,Y): [4:0.1- 8,Edge], [6:0- 1- 8,Edge], [7:0- 1- 8,Edge], [10:0- 3- 0,0 -0 -0], [13:0- 3- 0,0 -0 -0], [14:0.3.0,Edge], [16:0- 1- 8,0- 0 -10], [17:0 - 1.8,0 -0.12] LOADING(psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.85 Vert(LL) -0.23 12 -13 >690 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.36 12-13 >446 240 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight: 65 Ib FT = 0%F, 0 % E LUMBER BRACING TOP CHORD 4 X 2 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (Ib /size) 15= 739/0 -5 -8, 9= 733/0 -3 -8 FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 15- 16= -84/0, 1-16=-84/0, 9 -17= 0/484, 8 -17= 0/483, 1- 2 =0 /0, 2 -3 =- 2922/0, 3 -4 =- 2922/0, 4 -5 =- 2877/0, 5 -6 =- 2827/0, 6 -7 =- 1210/0, 7-8=0/37 BOT CHORD 14- 15= 0/1840, 13-14=0/2922, 12-13=0/2922, 11-12=0/1210, 10-11=0/1210, 9- 10= 0/1118 WEBS 3 -14 =- 262/0, 4 -13 =- 188/0, 6 -11 =- 538/0, 7-10=0/1122, 2 -15 =- 1932/0, 2-14=0/1173, 6 -12= 0/1726, 5 -12 =- 365/0, 4 -12 =- 51/283, 7 -9 =- 2217/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI /TPI 1. 3) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Universal Forest Products MBA job.var 100822548 F14 FLOOR 5 1 Job Reference (optional) UFP Belchertown, LLC, Plant 221 7.240 s Jun 18 2010 MiTek Industries, Inc. Mon Oct 04 11:49:42 2010 Page 1 I D:TLI I Ig MU993gaODB IYXrm2yWq ?D- FrX8g ?dfY6lakRfPmhcxzUc? HOmgZM_ErgAbKvy W pdd 0 -1 -8 H 2-2-4 2 -5 -4 I I 1-6-0 I 2 -5 -4 I 1 -6 -0 ■ 1-4-8 I 0 -8 =,27.5 1.5x3 II 1.5x3 II 1.543 = 1.5x3 II 1.5x3 II 386 FP= 386 = 1.5x3 II 436 = 1 543 = 1 2 4810 = 3 4 4x4 = 5 6 7 8 9 10 �� __ 1. v It_ I a_ 1 1 i ' l W ► `� / m d 1/ 18 17 16 15 14 135x6 II 12 11 66 = 386 II 6810 = 3x5 FP- - 336 11 3x6 FP- 6x6 = 6x8 = I 5 -0 -0 1 5 -9 -0 1 6 -6 -0 1 11 -6 -0 1 12 -3- 0 -0 -0 16 -11 -4 5 -0 -0 0 -9 -0 0 -9 -0 5 -0 -0 0 -9 -0 0 -9 -0 3 -11 -4 Plate Offsets (X,Y): [4:0- 1- 8,Edge], [7:0 1.8,Edge], [13:0- 3- 0,Edge], [17:0-3-0,0-0-0], [18:0- 1- 8,Edge], [20:0 - 1.8,0.0.12], [21:0-1-8,0-0-12] LOADING(psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft lid PLATES GRIP TCLL 40.0 Plates lncrease 1.00 TC 0.63 Vert(LL) -0.41 16 -17 >487 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.63 16 -17 >315 240 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight: 79 Ib FT = 0%F, 0 % E LUMBER BRACING TOP CHORD 4 X 2 SPF 2700F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF 2700F 2.0E "Except" BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. B4: 4 X 2 SPF 2100F 1.8E WEBS 4 X 2 SPF Stud REACTIONS (lb /size) 19= 911/0 -5 -8, 11= 911 /Mechanical FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 19- 20= -91/0, 1- 20= -91/0, 11-21=-110/0, 10- 21=- 110/0, 1.2 =0/0, 2-3=-4071/0, 3 -4 =- 4071/0, 4 -5 =- 4808/0, 5- 6=- 4753/0, 6-7=-4753/0, 7 -8 =- 3577/0, 8 -9 =- 3577/0, 9-10=0/0 BOT CHORD 18- 19= 0/2351, 17- 18= 0/4071, 16- 17= 0/4071, 15- 16= 0/3577, 14 -15= 0/3577, 13-14=0/3577, 12- 13= 0/2294, 11- 12= 0/2295 WEBS 3-18=-358/0, 4-17=-319/0, 7 -14 =- 395/0, 8 -13 =- 452/0, 2 -19 =- 2469/0, 2-18=0/1802, 7 -16= 0/1377, 5 -16 =- 400/0, 4-16=0/1038, 9 -11 =- 2410/0, 9 -13= 0/1495 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/7P11. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ,t • Job Truss Truss Type Qty Ply Universal Forest Products MBA job.var 100822546 F138 FLOOR 1 1 Job Reference (optional) UFP Belchertown, LLC, Plant 221 7.240 s Jun 18 2010 MiTek Industries, Inc. Mon Oct 04 11:49:42 2010 Page 1 I D: EcFusbFrHOw5 ?? 1 TH9skv9yW q? M- FrX8g ?dfY6I akRfPmhcxzUcxwOsyZQGErgAbKvyW pdd 0 -1 -8 H 2 -6 -0 1 -9 - 0 Sc 120 8 I 1x3 = 1'1 1x3 = 4x8 = 4x8 = 3= 1 4x8= 23 84 11 4 4x6= 63x411 8 1x3= T1 111111111111.44111111111111111111.11p111111111111.1W , MAO • ... .g.. /.. .. .gg • :.v fa 4 1x311 12 11 108 8 183 11 4812 = 284 11 234 11 4812 = 2 -10 -0 13 -0 -0 2 -10 -0 10 -2 -0 Plate Offsets (X,Y): [1:Edge,0 -1 -8], [3:0.1- 8,Edge], [4:0- 1- 8,Edge], [6:0.1- 8,Edge] LOADING SPACING 2-0-0 CSI DEFL in (loc) I /dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.85 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress !nor NO W8 0.62 Horz(TL) -0.02 8 n/a n/a BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight: 55 Ib FT = 0%F, 0 % E LUMBER BRACING TOP CHORD 4 X 2 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 10 -0 -0 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (Ib /size) 11= 2076/7 -4 -0, 8= 2076/7 -4 -0, 9 =- 381/7.4 -0, 10 =- 381/7 -4 -0 Max Uplift9=- 572(LC 4), 10=- 572(LC 4) Max Grav11= 2098(LC 2), 8= 2098(LC 3) • FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 12-13=0/2, 13-14=0/2, 1- 14 =0/2, 7 -15 =012, 15- 16 =0/2, 6- 16 =0/2, 1-2=0/3391, 2-3=0/3391, 3 -4= 0/1570, 4 -5= 0/3391, 5 -6= 0/3391 BOT CHORD 11-12=0/0, 10 -11 =- 1570/0, 9- 10=- 1570/0, 8- 9=- 1570/0, 7 -8 =0/0 WEBS 1 -11 =- 3567/0, 2 -11 =- 341/0, 3 -11 =- 1975/0, 6 -8 =- 3567/0, 5-8=-341/0, 4 -8 =- 1975/0, 4 -9= 0/582, 3 -10 =0/582 NOTES 1) Unbalanced Floor live loads have been considered for this design. 2) Two H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 9 and 10. 3) Non Standard bearing condition. Review required. 4) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI /TPI 1. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 7-12=-10, 1.6= -100 Concentrated Loads (Ib) Vert: 1=-1000 6 = -1000 Job Truss Truss Type Qty Ply Universal Forest Products MBA job.var 10082254B F13A FLOOR 1 1 Job Reference (optional) UFP Belchertown, LLC, Plant 221 7.240 s Jun 18 2010 MiTek Industries, Inc. Mon Oct 04 11:49:41 2010 Page 1 ID: d6gKDNS4aQkKiOZzzOCUmSyWg0N- nfzmSfcl noAj7H4CCz5iQG3pB _Rbgyg5cAR2oTyWpde 0 -1 -8 H 0 -11-6 11 2 -5 -2 1 -6 -0 1 -6-2 I 2 -1 -12 { 2 -1 -12 0 8 1 20 E 123 = , 133 = 314 = 5x12 MT16H= 1 528 = 2 344 11 3 4 3x4 = 51x3 11 63.1 = 13x4 11 8 1x3 = x3= 11 ' 17 111 Iltilk, U 15 1 7 ' 13 12 11 1'/ 9 1x311 x3 1 11 , _ 1x3 0 113 11 3x1 = 5810 = 5610 = 1 1 -2 -6 1 -�3 - 4 -0 -0 1 4 -9 -0 1 5 -6 -0 1 11 -8 -2 11 13 -0 -0 1 1 -2 -6 0 -1 -8 2 -8 -2 0 -9 -0 0 -9 -0 6 -2 -2 0 -1 -8 1 -2 -6 Plate Offsets (X,Y): [1:Edge,0 -1.8], [3:0- 1.8,Edge], 14:0- 1- 8,Edgej, [8:0.1- 8,Edge], [16:0- 1- 8,0 -0.4], [18:0.1.8,0 -0 -4] LOADING(psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /dell Ud PLATES GRIP TCLL 40.0 Plates lncrease 1.00 TC 0.66 Vert(LL) 0.07 11 -12 >999 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.52 Vert(TL) -0.09 11 -12 >999 240 MT18H 197/144 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(TL) -0.03 10 n/a n/a BCDL 5.0 Code 1BC2003/TP12002 (Matrix) Weight: 50 Ib FT = 0%F, 0 % E LUMBER BRACING TOP CHORD 4 X 2 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 10 -0 -0 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (Ib /size) 14=2075/0-3-8, 10= 2114/0 -3 -8 Max Grav14= 2081(LC 2),10= 2119(LC 3) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 15- 16= -12/6, 16-17=-12/6, 1-17=-12/6, 9- 18= -15/0, 18-19=-15/0, 8-19=-15/0, 1- 2= 0/1895, 2- 3= 0/1895, 3-4=0/1551, 4- 5= 0/1519, 5- 6= 0/1519, 6-7=0/2005, 7- 8= 0/1993 BOT CHORD 14-15=0/0, 13-14=-1551/0, 12 -13 =- 1551/0, 11-12=-1551/0, 10 -11 =- 1720/0, 9- 10 =0/0 WEBS 3-13=0/141, 4 -12 =- 138/7, 2 -14 =- 209/0, 7-10=-232/0, 1.14 =- 2392/0, 3 -14 =- 1426/0, 6 -10 =- 1198/0, 6-11=0/640, 5 -11 =- 282/0, 4 -11 =- 167/364, 8-10=-2445/0 NOTES 1) Unbalanced Floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI /TPI 1. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3 -10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 9.15 = -10, 1 -8= -100 Concentrated Loads (Ib) Vert: 1=-1400 8= -1400 T Job Truss Truss Type Qty Ply Universal Forest Products MBA job.var 10082254B F13 FLOOR 2 1 Job Reference (optional) UFP Belchertown, LLC, Plant 221 7.240 s Jun 18 2010 MiTek Industries, Inc. Mon Oct 04 11:49:40 2010 Page 1 ID: OZCedskRLArVozRSP7PLoyWg1J- JSQOFJcP0U2sV8V0eGaTu3Xacb285YXxOWhUGOyWpd` 0 -1 -8 H I 2 -1 -12 1 -5 -12 I 1 -8 -8 2-6-0 0 1 8 S 1 1:206 - I 143 = 1 1x3 3 x3 = 1 1x3 11 2 446 = 3 1x3 11 a . 5 1x3 11 83�= 143 = T1 1x3 = 14 ill um MN i l 01 / 3x6 = ' / 10 I 01/11 Be 11 4x4 = 1x3 11 3x4 = 344 = I 4 -0 -0 , 4 -9 -0 I 5 -8 -8 I 13 -0 -0 4 -0 -0 0 -9 -0 0 -11 -8 7 -3 -8 Plate Offsets (X,Y): 14:0- 1- 8,Edgej, [11:0- 1- 8,Edge] LOADING(psf) SPACING 2 - - CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.90 Vert(LL) -0.23 9 -10 >648 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.35 9 -10 >431 240 BCLL 0.0 Rep Stress Incr NO WB 0.51 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight: 47 Ib FT = 0 %F, 0%E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (lb/size) 12=694/0-3-8, 8= 694/0 -3 -8 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 12- 13= -99/0, 13 -14= -99/0, 1 -14= -99/0, 8-15=-94/0, 15.16= -94/0, 7-16=-94/0, 1- 2 =0 /0, 2.3 =- 2306/0, 3 -4 =- 2306/0, 4- 5=- 2377/0, 5-6=-2377/0, 6 -7 =0 /0 BOT CHORD 11- 12= 0/1444, 10 -11= 0/2306, 9-10=0/2306, 8-9=0/1475 WEBS 3 -11 =- 313/0, 4-10=-158/0, 2 -12 =- 1563/0, 2-11=0/1022, 6 -8 =- 1587/0, 6 -9= 0/971, 5 -9 =- 305/0, 4 -9 =- 336/277 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 3) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard • ti PAA LAU 155 Bay Road, PO Box 945 / Belchertown, MA. 01007 Phone: 413 - 323 -7247 Fax: 413 - 323 -5780 / Rep: Chris Schultz RK Miles - Hatfield Village Hill — Victorian Reversed 2 Floor Truss Profiles For Submittal 10/4/10 These trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. The building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility of the building designer. For general guidance regarding bracing, consult "Bracing of wood trusses" available from the Truss Plate Institute, 583 D'Onifrio Drive; Madison, WI 53179. SHOP DRAWINGS THESE DRAWINGS ARE THE SOLE SOURCE FOR FABRICATION OF TRUSSES AND VOIDS ALL PREVIOUS ARCHITECTURAL OR OTHER TRUSS DRAWINGS. REVIEW AND APPROVAL OF THESE DRAWINGS MUST BE RECEIVED BEFORE ANY TRUSSES WILL BE BUILT. VERIFY ALL CONDITIONS TO INSURE AGAINST CHANGES THAT WILL RESULT IN EXTRA CHARGES TO YOU. PLEASE INITIAL EACH ATTACHED TRUSS DRAWING. Approved by: Date: Job # 10082214 Job Truss Truss Type Qty Ply Universal Forest Products MBA job,var 10082214B F12 FLOOR 1 1 Job Reference (optional) UFP Belchertown, LLC, Plant 221 7.240 s Jun 18 2010 MiTek Industries, Inc. Mon Oct 04 11:17:53 2010 Page 1 I D:j NcZ5kbSjQU8i5R3 _KxnEZyXBBJ- eahS ?F W D7Zn RD3DVQFtG5v2h bs8Yn2wFtKE4g2yW q5 • • 0 -4 -8 0-10-0 1 1-0-0 I I 1 -2 -4 I I 2 - - 12 I I 1 -6-0 11 0 -8 -0 1 10 -4 -81 Scale =,:,6. I 5x8 = 348 11 384 = 486 II 886 = 1 2 3 3x4 = 4 1x3 II 5 8 7 ■ g g E �' w w r � II 183 II 3x6 = 183 I1 4x4 = 1.583 I1 14 13 12 11 10 9 8 • 1.543 II 4x4 = • • • 0 - 4 - 81 1 -5 -8 1 1 - 11 -8 2 -5 -8 1 6 -2 -0 1 6 -11 -0 1 7 -8 -0 1 8 -7 -0 0 -11 -q 0 -4 -8 1 -1 -0 0 -6 -0 0 -6 -0 3 -8 -8 0 -9 -0 0 -9 -0 0 -11 -0 0 -4 -8 Plate Offsets (X,Y): [1:0- 1- 8,Edge], 13:0- 1- 8,Edge], (5:0- 1- 8,Edge], [6:0- 3- 0,0 -0 -01, [7:0- 1- 8,Edge], [9:0- 1- 8,Edge], [13:0- 1- 8,Edoe] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.92 Vert(LL) -0.11 10 -11 >901 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.95 Vert(TL) -0.18 10 -11 >575 240 BCLL 0.0 Rep Stress Inc( NO WB 0.54 Horz(TL) -0.00 7 n/a n/a BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight: 35 Ib FT = 0 %F, 0%E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (Ib /size) 1= 463/0 -3 -8, 7= 463/0 -3 -8 FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1-14=-63/0, 7-8=-145/0, 1 -2 =- 746/0, 2 -3 =- 758/0, 3 -4 =- 1212/0, 4 -5 =- 1212/0, 5 -6 =- 814/0, 6 -7= -806/0 BOT CHORD 13-14=-14/0, 12-13=0/746, 11 -12= 0/746, 10- 11= 0/806, 9- 10= 0/806, 8 -9 = -33/0 WEBS 5 -10 =- 155/0, 6-9=-424/0, 2 -13 =- 359/0, 3-12=-175/0, 1 -13= 0/931, 5 -11= 0/454, 4 -11 =- 328/0, 3-11=0/578, 7-9=0/1088 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI /TPI 1. 3) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard • Job Truss Truss Type Oty Ply Universal Forest Products MBAjob.var 10082214B F11 FLOOR 1 1 Job Reference (optional) UFP Belchertown, LLC, Plant 221 7.240 s Jun 18 2010 MiTek Industries, Inc. Mon Oct 04 11:17:52 2010 Page 1 I D: UsHkD6eoGRuml_KsmPdXjjyW q Bm- AO74ovWaM Ffa bweJtYL 1 ZiVYeTsN2Xr5eg V W IcyWg5T 2 -6 -0 I 1-3-0 I 2 - -4 4 -4 Scale = 1'.27.1 1.543 11 4x8 = 1.5x3 11 384 = 1.583 11 346 FP= 386 = 1.5x3 11 3.4 = 17812 M1118= 2 3 4 5 6 7 3 9 18 10 im 44 g . 1 in 15 14 4= 13 12 11 4810 = 1.5x3 11 3410 MT20N FP= 4412 = 3x6 = 16 -6 -12 1 -11 -4 16 -6 -12 0 -4 - Plate Offsets (X,Y): [4:0-1-8,Edge], [9:16-0-8,0-10-8], [14:0- 1- 8,Edge] LOADING(psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /dell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.80 Vert(LL) -0.37 15 >540 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.69 Vert(TL) -0.58 14-15 >348 240 MT20H 148/108 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(TL) -0.01 10 n/a n/a MI118 141/138 BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight: 65 Ib FT = 0%F, 0 % E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4 -9 -8 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (lb /size) 10= 924/0 -3 -8, 17= 928/0 -3 -8 FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -17 =- 105/0, 1- 2 =0/0, 23 =- 3839/0, 3 -4 =- 3839/0, 4 -5 =- 4459/0, 5 -6 =- 4459/0, 6 -7 =- 4459/0, 7 -8 =- 2352/0, 8 -9 =- 2323/0, 9 -18 =- 2324/0, 10 -18 =- 2326/0 BOT CHORD 16-17=0/2341, 15 -16 =0/4459, 14- 15= 0/4459, 13-14=0/3840, 12 -13= 0/3840, 11- 12 =0/0 WEBS 10-12=0/2442, 2 -17 =- 2474/0, 8-12=-217/0, 2-16=0/1583, 7.12 =- 1565/0, 3.16 =- 288/0, 7 -14= 0/920, 4 -16 =- 965/0, 4 -15 =- 108/110, 5 -14= -174/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI /TPI 1. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply Universal Forest Products MBA job.var 100822148 F10 FLOOR 4 1 Job Reference (optional) UFP Belchertown, LLC, Plant 221 7.240 s Jun 18 2010 MiTek Industries, Inc. Mon Oct 04 11:17:52 2010 Page 1 ID: HJMko1fwu2D14noL9zg447yWgEK- A074ovWaMFfabweJtYL1 ZIVYUTs62Xs5egVWIcyWgST • 1 2-6-0 1 -3 -8 I 1 2-2-4 9-4 scale. 1.593 9 1.593 = 44 = 15x3 II 394 = 1.5x3 II 3x6 FP= 3x6 = 1.543 II 3x4 = 17412 M1118= 1 2 3 4 5 6 7 8 9 19 10 T1 f T2 ii - 0 1 14 3x4 = 13 11 46 4x10 = 1.. 5x] II 3x10 MT2011 FP= 4812 = 348 = 0 1 2 1 .4 16 -8 -12 17 -1 0 -2 -4 16 -6 -8 6-4 -8 Plate Offsets X,Y : 4:0- 1.8,Ed.e , 9:16.2.8,0.10 -8 , 14:0.1- 8,Ed.e LOADING SPACING 2 - 0 - 0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.81 Vert(LL) -0.38 15 >529 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.70 Vert(TL) -0.60 14 -15 >341 240 MT2OH 148/108 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(TL) -0.01 10 n/a n/a M1118 141/138 BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight: 65 Ib FT = 0%F, 0 % E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4 -8 -13 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (Ib /size) 10=930/0-3-8, 17= 928/0 -3 -8 FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 17-18=-106/0, 1-18=-106/0, 1-2=-8/0, 2-3=-3900/0, 3 -4 =- 3900/0, 4 -5 =- 4512/0, 5 -6 =- 4512/0, 6-7=-4512/0, 7- 8=- 2368/0, 8-9=-2339/0, 9.19 =- 2341/0, 10-19=-2343/0 BOT CHORD 16-17=0/2402, 15-16=0/4512, 14-15=0/4512, 13-14=0/3874, 12-13=0/3874, 11-12=0/0 WEBS 10- 12= 0/2459, 2- 17=- 2524/0, 8-12=-216/0, 2-16=0/1582, 7.12 =- 1584/0, 3- 16=- 290/0, 7.14= 0/940, 4-16=-968/0, 4 -15 =- 110/109, 5 - 14= - 179/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI /TPI 1. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Universal Forest Products MBA job.var 10082214B F09 FLOOR 1 1 Job Reference (optional) UFP Belchertown, LLC, Plant 221 7.240 s Jun 18 2010 MiTek Industries, Inc. Mon Oct 04 11:17:51 2010 Page 1 I D:0t23 EpUe22gQ5GcxAtz5KOyWq H7- iCZibZVybyXjzm37Jrgo0UyNf3XIJ5JyP0IzmAy W q5U 0-4-8 I 2 -2 -4 II 1 -8 -4 II 1 -6 -12 II 2 -6 -0 Scale = 1:269 316 FP= 346 FP= 518 = 516 , 34 11 416 11 396 11 616 = 3x6 11 818 = - 1.513 = 1 2 3 4 5 6 7 8 9 10 11 am T' T3 Tr- i c. Mil 1 18 1]4x12= 18 15 3.= 14 13 '.�71 • 1.513 11 3x10 MT2OH FP= 4110 = I , 3x6 = -4- 4 -Q 4 -6 -0 5 -3 -0 6 -0 -12 16 -6 -12 -4 -8 4 -1 -8 1 0 -9 -0 1 0 -9 -12 10 -6 -0 I Plate Offsets (X,Y): [2:Edge,0 -3 -4], [4:0- 3- 0,Edge], 15:0- 3- 0,0 -0 -0], [11:0- 1- 8,Edge], [15:0- 1- 8,Edge] LOADING(psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /dell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.82 Vert(LL) -0.40 13.15 >498 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.64 13-15 >307 240 MT2OH 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2003/TP12002 (Matrix) Weight: 83 lb FT = 0%F, 0 % E LUMBER BRACING TOP CHORD 4 X 2 SPF 2700F 2.0E `Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. T3,T4: 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 - - oc bracing. BOT CHORD 4 X 2 DF 2850F 2.3E WEBS 4 X 2 SPF Stud REACTIONS (lb/size) 1= 900/0 -3 -8, 12=898/0-3-8 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 12 -19 =- 107/0, 11- 19=- 107/0, 1- 2 = -0/0, 2 -3 =- 2350/0, 3 -4 =- 2484/0, 4 -5 =- 3967/0, 5 -6 =- 3967/0, 6 -7 =- 4018/0, 7-8=-4018/0, 8-9=-4018/0, 9-10=-4018/0, 10.11 = -8/0 BOT CHORD 17- 18= 0/0,16 -17 =0/ 3967,15 -16 =0/ 3967,14 -15 =0 /4579,13 -14= 0/4579,12.13= 0/2498 WEBS 4-16=0/178, 5 -15 =- 41/154,2 -17 =0/ 2579,3.17 =- 499 /0,4.17 =- 1724/0,10.12 =- 2607 /0,10.13 =0/ 1595,8 -13 =- 226/0,6 -13 =- 588/0,6 -15 =- 849/173 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI /TPI 1. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0 -0 oc and fastened to each truss with 3.10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type City Ply Universal Forest Products MBA job,var 10082214B F08 FLOOR 1 1 Job Reference (optional) UFP Belchertown, LLC, Plant 221 7.240 s Jun 18 2010 MiTek Industries, Inc. Mon Oct 04 11:17:51 2010 Page 1 ID: idRRn kycjKoJ_vzj n PiYDpywgJ5- iCZibZVybyXjzm37Jrgo0UyMR3VIJ3CyPoIzmAyW q5U 0 -4 -8 • • I 2 -2 -4 II 1 -8 -4 II 1 -6 -0 II 2 -5 -4 I 1 1 -6 -0 II 1 - 10 -0 1 Scale = 1:27.1 1 1 3x6 FP= 34 FP= 8x6 = 3x6 11 4x6 II 5x6 11 3x6 II 64 = 34 11 6x10 = 3x6 II 1 2 3 4 5 6 7 8 9 10 11 12 • \`w._ ii T1 _ I' _ ' j � maimies■ 1 21 204x12= 19 18 17 16 15 4'= 14 4 1 5x3 11 15x3 11 3x6 = 1 5x3 11 3x6 FP= 3x6 = I 4- 4 -6 -0 5 -3 -0 6 -0 -0 11 -0 -0 1 11-9-0,12-6-0 16 -9 -4 4- 4 -1 -8 1 0 -9- 0 -9 -0 5 -0 -0 0 -9- 0 -9 -0 4 -3 -4 1 Plate Offsets (X,Y): [4:0- 3- 0,Edge], [5:0.3- 0,Edge], [8:0- 1.8,Edge], [9:0- 3.0,0 -0.0], [15:0- 1- 8,Edge] LOADING SPACING 2 - - CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.83 Vert(LL) -0.40 17 -18 >500 480 MT20 197/144 TCOL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.63 17 -18 >320 240 BCLL 0.0 Rep Stress Incr NO WB 0.94 Horz(TL) 0.02 13 n/a n/a BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight: 82 lb FT = 0%F, 0 % E LUMBER BRACING TOP CHORD 4 X 2 SPF 2700F 2.0E *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. T3,T4: 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. BOT CHORD 4 X 2 DF 2850F 2.3E 'Except' B2: 4 X 2 SPF 2700F 2.0E WEBS 4 X 2 SPF Stud REACTIONS (lb/size) 13= 919/0 -3 -8, 1= 915/0 -3 -8 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 12.13 =- 111/0, 1.2= -010, 2-3=-2402/0, 3-4=-2544/0, 4-5=-4007/0, 5-6=-4929/0, 6-7=-4929/0, 7-8=-4929/0, 8 -9 =- 3875/0, 9 -10 =- 3875/0, 10 -11 =- 3875/0, 11- 12 =0 /0 BOT CHORD 20.21= 0/0,19.20= 0/4007,18.19= 0/4007,17.18= 0/4007,16 -17= 0/3875,15 -16= 0/3875,14 -15= 0/2119,13.14= 0/2119 WEBS 4 -19= 0/210, 5-18=-195/0, 8 -16 =- 212/0, 9 -15 =- 532/0, 2-20=0/2636, 3 -20 =- 53010, 4 -20 =- 1698/0, 8 -17= 0/1286, 6 -17 =- 497/0, 5 -17= 0/1159, 11 -13 =- 2267/0, 11- 15= 0/1894 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI /TPI 1. 3) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard .F. Job Truss Truss Type Qty Ply Universal Forest Products MBAjob.var 10082214B F07 FLOOR 12 1 Job Reference (optional) UFP Belchertown, LLC, Plant 221 7240 s Jun 18 2010 MiTek Industries, Inc. Mon Oct 04 11:17:50 2010 Page 1 I D: jNcZ5kbSjQU8i5R3_ KxnEZyXBBJ- E ? ?KNDUKgePsMcUx17JZTHQ9cf65aeg pBMOPDkyW q5V 0 -4 -8 0 -10 -0 1 -0 -0 2 -1 -12 1 -2-4 1 -6 -0 2 -5 -12 2 -6 -0 2 - - 4 - ' '.. I I I I I I I I I 1 1 I I 1 1 TOcale 124.9 I 806 = 5x8 11 103 11 304 = 1x3 II 306 = 103 11 304 11 606 = 1 2 3 3881= 4 5 6 7 8 9 19 10 i1 1 _ I I T. OM 1 18 17 16 15 14 13 'A = 12 11 103 II 406 = 103 11 4010 = 103 II 4012 = - 2-5-8 8 -4 Q 1-5-8 111 8 6 -2 -0 1 6 -11 -0 7 -8 -0 1 15 -1 -0 15 -5- 4- 1 -1.0 0 - 010 -6 -0 3 -8 -8 0 -9 -0 0 -9 -0 7 -5 -0 b -4- Plate Offsets (X,Y): [1:0.1- 8,Edge], [2:0.3.0,Edge], [3:0- 1.8,Edge], [5:0- 1- 8,Edge], [9:14 -6- 12,0 - 10.8], [13:0- 1- 8,Edge], [17:0- 1- 8,Edge] LOADING SPACING 2-0-0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.97 Vert(LL) -0.29 12 -13 >617 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.93 Vert(TL) -0.49 12-13 >368 240 BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(TL) -0.04 10 n/a n/a BCDL 5.0 Code IBC2003/TP12002 (Matrix) Weight: 61 Ib FT = 0 %F, 0%E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 "Except` TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end verticals. T2: 4 X 2 SPF 2100F 1.8E 80T CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. BOT CHORD 4 X 2 SPF 2100F 1.8E WEBS 4 X 2 SPF Stud REACTIONS (Ib /size) 1 =826/0 -4 -0, 10= 822/0 -4 -0 FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1-18=-196/0, 1- 2=- 1439/0, 2-3=-1461/0, 3-4=-2990/0, 4 -5 =- 2990/0, 5-6=-3474/0, 6- 7=- 3474/0, 7-8=-2055/0, 8 -9 =- 2026/0, 9- 19=- 2027/0, 10 -19 =- 2030/0 BOT CHORD 17- 18 =0/0, 16-17=0/1439, 15-16=0/1439, 14-15=0/3474, 13- 14= 0/3474, 12 -13= 0/3200, 11- 12 =0/0 WEBS 5 -14 =0/182, 6-13=-120/0, 2 -17 =- 733/0, 3 -16 =- 327/0, 1-17=0/1887, 3-15=0/1671, 4 -15 =- 226/23, 5 -15 =- 856/0, 10 -12 =0/2130, 8 -12 =- 211/0, 7 -12 =- 1210/0, 7-13=-41/289 NOTES 1) Unbalanced Floor live loads have been considered for this design. 2) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Universal Forest Products MBA job.var 10082214B F06 FLOOR 4 1 Job Reference (optional) UFP Belchertown, LLC, Plant 221 7.240 s Jun 18 2010 MiTek Industries, Inc. Mon Oct 04 11:17:50 2010 Page 1 I D:octo7cR8iQbp 1 x4lckzmnyy W qM L - ? ?KN DUKgePsMcUx17JZTHQCmf7 ?ad9pBMOPDkyWgs 0 -4 -8 I 2 -2 -4 1 1 1 -8 -4 I 1 -6 -0 I 2-5 -4 I 1 -6 -0 1 F s P8 i 5x8> 34 11 3x6 11 5x6 11 3x6 11 6x6 = 1,8 11 3x6 II 1 2 3 4 5 6 7 8 9 Xx TY ` - J 6 I 1 e1 , , 4x12 = 1) 18 15 14 14 12 11 0 , ' 1x3 11 1x3 II 4810 = 133 II 2x4 II 5x6 = • • • Q 4 -$ 4 -6 -0 1 5 -3 -0 1 6 -0 -0 1 11 -0 -0 11 -9 -0 { 12 -6 -0 13 -3 -0 1 1 0 -4 -8 4 -1 -8 0 -9 -0 0 -9 -0 5 -0 -0 0 -9 -0 0 -9 -0 0 -9 -0 Plate Offsets (X,Y): [2:Edge,0.3 -4], [5:0.3- 0,Edoe], [7:0-1-8,Edqe], [10:Edge,0 -1 -8], [11:0.1.8,0.0 -0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.83 Vert(LL) -0.24 13 -14 >649 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.87 Vert(TL) -0.38 13 -14 >413 240 BCLL 0.0 Rep Stress 'nor NO WB 0.86 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code 1BC2003/TPI2002 (Matrix) Weight: 64 Ib FT = 0%F, 0 % E LUMBER BRACING TOP CHORD 4 X 2 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF 2100E 1.8E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (Ib /size) 10= 716/0 - 3 - 8, 1= 718/0 - 3 - 8 FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 10- 18= 0/775, 9-18=0/773, 1- 2 = -0/0, 2-3=-1825/0, 3-4=-1963/0, 4-5=-2735/0, 5 -6 =- 2822/0, 6-7=-2822/0, 7 -8 =- 1183/0, 8 -9 =0/59 BOT CHORD 16- 17 =0/0, 15- 16= 0/2735, 14- 15= 0/2735, 13-14=0/2735, 12-13=0/1183, 11-12=0/1183, 10 -11= 0/1183 WEBS 4 -15= 0/107, 5 -14= -95/0, 7 -12 =- 242/0, 8 -11= 0/529, 2 -16= 0/2003, 3 -16 =- 514/0, 4 -16 =- 1005/0, 7 -13= 0/1737, 6-13=-472/0, 5 -13= 0/342, 8 -10 =- 2181/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI /TPI 1. 3) Recommend 2x6 strongbacks, on edge, spaced at 10 -0-0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 2 4 I Job Truss Truss Type Oty Ply Universal Forest Products MBA job.var • 10082214B F05 FLOOR 4 1 Job Reference (optional) UFP Belchertown, LLC, Plant 221 7.240 5 Jun 18 2010 MiTek Industries, Inc. Mon Oct 04 11:17:49 2010 Page 1 ID: WOLjOvdYuevW kXVCf4gvWXyWgRG- mpSyAtTi3KH ?kSvkBQoKx3t_kFgZr87fyiGshHy Wq5 0 -4 -8 2 -2 -4 II 1 -8 -4 II 1 -6 -0 2 -1 -12 II 2 -5 -12 II 1 -6 -0 1 -8 -4 , 1 1 -10 -1 1 1 - - 1 II 1 -10 - 1 1 1 1 -9 -5 1 2 2-4 0,4 � -1:5.6 • H • • 489 = 154 II T7x12 MI118= • 54 > 364 II 1.583 II 34 = 384 = 1.54 II 366 FP= 1.54 II 400 = 3x4 II 400 = 306 FP= 34 = 1.563 II 1.54 II 3x4 = 1.5x3 11 3x4 II 1 2 3 4 5 6 7 6 9 10 n 12 13 14 15 16 17 18 16 20 21 38 22 GG I - ` \ilk' - ��Glr-l-1 i- 11. -1 • ��� ._� -. 11 8x.1% �ll% d 37 36 35 34 33 32 31 30 " 28 27 26 25 24 23 4612 = 1.54 II 1.54 II 4x10 = 1.54 II 44 = 34 FP= 4x10 = 4812 = 3x6 = 384 = 3x6 FP= 402 = 6 -0-0 12 -7 -8 0 4 -6 -0 3 -Q 1 11 -0-0 11 -910 , 16 - -8 16,7 -0 20-4-10 1 24 -5 -15 1 33 -1 -8 33 -6 -0 014 4 -1 -8 9- 5 - - t� - - 3 - - 0 - - 3 - - 4 -1 -5 8 -7 -9 0 -4 -8 0 -9 -0 0 -10 -8 Plate Offsets (X,Y): [2:Edge,0 -3.4], [5:0.1- 8,Edge], [6:0- 1- 8,Edge], [9:0- 1.8,Edge], [21:32- 7- 4,0- 10 -8], [26:0.1- 8,Edge], [27:0- 1.8,Edge], [31:0.1- 8,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 40.0 Plates lncrease 1.00 TC 0.97 Vert(LL) -0.41 32 -33 >481 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.61 32 -33 >324 240 MII18 141/138 BCLL 0.0 Rep Stress Ina NO WB 0.97 Horz(TL) -0.03 22 n/a n/a BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight: 138 Ib FT = 0%F, 0 % E LUMBER - BRACING TOP CHORD 4 X 2 SPF 2100F 1.8E 'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 75,74: 4 X 2 SPF No.2, T3: 4 X 2 DF 2850F 2.3E BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. BOT CHORD 4 X 2 DF 2850F 2.3E WEBS 4 X 2 SPF Stud REACTIONS (Ib /size) 1= 710/0 -3 -8, 29=2234/0-4-0, 22=734/0-3-8 Max Grav1= 788(LC 2), 29= 2234(LC 1), 22= 797(LC 3) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1- 2 =0/0, 2 -3 =- 1846/0, 3 -4 =- 1855/0, 4 -5 =- 1961/0, 5 -6 =- 2968/0, 6 -7 =- 3376/29, 7-8=-3376/29, 8 -9 =- 3376/29, 9 -10 =- 1949/801, 10- 11=- 1949/801, 11- 12= 0/3632, 12 -13= 0/3627, 13-14=-1265/845, 14-15=-1265/845, 15-16=-1265/845, 16-17=-3263/0, 17-18=-3263/0, 18-19=-3263/0, 19-20=-1970/0, 20-21=-1939/0, 21-38=-1941/0, 22-38=-1943/0 BOT CHORD 36.37 = 0/0,35 -36= 0/2968,34 -35= 0/2968,33 -34 =0/ 2968,32 -33 =- 801/1949,31.32 =- 801 / 1949,30.31 =- 1596 /168,29.30 =- 1596/168,28.29 =- 1520 /0,27 -28 =- 378/2411,26 -27= 0/3263, 25- 26= 0/2965, 24- 25= 0/2965, 23-24=0/0 WEBS 5 -35 =- 26/174, 6-34=-184/39, 9- 32=- 361/0, 12- 29=- 332/0, 2.36= 0/2036, 4.36= •422/0, 5.36 =- 1095/76, 6-33=-251/437, 7-33=-434/0, 9- 33= 0/1917, 22- 24= 0/2040, 20 -24 =- 205/0, 19- 24=- 1062/0, 19 -26 =- 274 /361,18 -26 =- 139 /42,11 -29 =• 2696 /0,11 -31 =0/ 2267,10 -31 =- 713 /0,13 -29 =- 2375 /0,13 -28= 0/1968,15 -28 =- 206 /0,16 -28 =- 1411 /0,16 -27= 0/1332,17.27= -314/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI /TPI 1. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) d. 3) Thi • • Job Truss Truss Type '� Qty Ply Universal Forest Products MBA job.var 10082214B F04 FLOOR ,1 1 Job Reference (optional) UFP Belchertown, LLC, Plant 221 7.240 s Jun 18 2010 MiTek Industries, Inc. Mon Oct 04 11:17:48 2010 Page 1 I D: PAKfNuwYV7uiZIFRMtLhFUyWgXL- IduayXT4119861KYeiH5OsKpxrQa6i0 Wj2XJ9ryW q5X I 0 -4 -8 I f 2 -2 -4 it 1 -8 -4 II 1 -6 -0 2 -1 - II 2 -5 -12 II 1 -6 -011 1 -8 -4 ( 11 -10 -1 1 1 -10 -1 11 1 -10 - 1 1 -10 -1 II 1 -7 -1 I 1 - 2 -4 °x6 384 I I 466 = 1.563 I I T7x12 MI118= 1523 11 324 = 3x4 = 1.563 II 34 FP= 1.5x3 II 4x10 = 3x4 II 4610 = 3x6 FP= 368 = 1 5x3 II 1.5x3 II 364 = 1.5x3 II 3x4 II 566 - 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 37 36 35 34 33 32 31 30 " 28 27 26 25 24 23 4610= 1.563 II 1.563 II 4610 = 1.5x3 II 468 = 366 FP= 4610 = 4x6 = 3x6 = 324 = 3x6 FP= 4x12 = 6-0-0 12-6-0 TB l 0 1 4 1 8 4-6-0 t 9 -Q 0 11-0-0 , 9 -0 4 -1 -0 0 -T -8 2 3 8 -2 3 9- 0 1 1 - -5 I 6 -7 -4 3 d -6 -3 0 4 -8 4-1-8 9 8 0 -9 -0 0 -9 -0 Plate Offsets (X,Y): [1:0- 2- 0,Edge], [4:0.1- 8,Edge], [5:0- 1.8,Edge], [8:0.1.8,Edge], [21:Edqe,0-3-4], [26:0.1- 8,Edge], [27:0- 1- 8,Edge], [31:0.1- 8,Edge] LOADING SPACING 2 -0 -0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.98 Vert(LL) -0.40 32 -33 >489 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 1.00 Vert(TL) -0.59 32 -33 >327 240 M1118 141/138 BCLL 0.0 Rep Stress Incr NO WB 0.90 Hoiz(TL) -0.04 22 n/a n/a BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight: 128 Ib FT = 0%F, 0%E LUMBER BRACING TOP CHORD 4 X 2 SPF 2700F 2.0E *Except" TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. T2: 4 X 2 SPF 2100F 1.8E, T1: 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. BOT CHORD 4 X 2 SPF 2700F 2.0E *Except* B3: 4 X 2 SPF No.2, B2: 4 X 2 SPF 2100F 1.8E WEBS 4 X 2 SPF Stud REACTIONS (lb/size) 1=700/0-4-0, 22=720/0-2-3, 29=2179/0-5-11 Max Grav1= 780(LC 2), 22= 778(LC 3), 29= 2179(LC 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 1716/0, 2-3=-1711/0, 3 -4 =- 1711/0, 4 -5 =- 2813/0, 5-6=-3310/12, 6-7=-3310/12, 7-8=-3310/12, 8-9=-1987/761, 9 -10 =- 1987/761, 10- 11= 0/3417, 11- 12= 0/3413, 12.13 =- 1199/722, 13- 14=- 1199/722, 14-15=-1219/715, 15.16 =- 3109 /0, 16-17=-3109/0, 17-18=-3109/0, 18-19=-2105/0, 19 -20 =- 2026/0, 20 -21 =- 2014/0, 21- 22 =0/0 BOT CHORD 36- 37 =0/0, 35- 36= 0/2813, 34- 35= 0/2813, 33- 34= 0/2813, 32-33=-761/1987, 31-32=-761/1987, 30 -31 =- 1536/293, 29-30=-1536/293, 28 -29 =- 1403/0, 27- 28=- 275/2334, 26- 27= 0/3109, 25-26=0/2881, 24-25=0/2881, 23-24=0/0 WEBS 4 -35 =- 29/174, 5- 34=- 180/35, 8 -32 =- 343/0, 9-31=-686/0, 11 -29 =- 333/0, 1-36=0/1819, 3- 36=- 132/65, 4 -36 =- 1223/44, 5-33=-224/533, 6-33=-440/0, 8-33=0/1815, 10-29=-2621/0, 10- 31= 0/2173, 21-24=0/2205, 19-24=-531/0, 18-24=-828/0, 12 -29 =- 2376/0, 12-28=0/1789, 14- 28=- 232/0, 15-28=-1349/0, 15- 27= 0/1235, 16- 27=- 377/0, 18 -26 =- 331/342, 17- 26=- 108/61 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 22. 4) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI /TPI 1. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3 -104 (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1; Job Truss Truss Type Qty Ply Universal Forest Products MBA job.var 10082214B F03 FLOOR 2 1 Job Reference (optional) UFP Belchertown, LLC, Plant 221 7.240 s Jun 18 2010 MiTek industries, Inc. Mon Oct 04 11:17:47 2010 Page 1 I D:N 1 JYaSOxZtCXJ63MxX2xfNyWgcO- gQKBIBSSXj 1 HV81M4 ?msseogoS7VNHCMUOnId PyWg5v 0 -4 -8 1 1 2-2-4 I I 1 -8 -4 I I 1-6-0 11 2 -1 -12 11 2-5-1 2 1 1-6-0 1 1 1 -8 -4 I t� 11 _� 2 -2 -4 048 II 3x4 II 5xe 3x4 II 1.563 II 364 = 3x4 = 1.5x3 II 406 = 1.5x3 II 4x10 = 34 FP= 3x8 = 15x3 II 3.4 = 150 II 3x4 II 5x6 = 1 2 3 4 5 6 7 8 9 10 11 12 13 11 15 16 17 18 \I% \II 1/ \II% 31 30 29 28 27 26 25 24 ::f 22 21 20 19 402 = 15x3 11 1 5x3 II 4x8 = 15x3 II 4x6 = 3x6 FP= 4x10 = 3x6 = 1.50 II 3x8 = 6-0-0 12-6-0 01418 4 -6 -0 3- I 11 -0 -0 1 -9 -Q 1 16 -7 -0 16 -8 21 -0 -0 1 22 -2 -0 I 24 -3 -12 I 26 -7 -8 2 0 0-4 -8 4 -1 -8 - 5 -0 -0 b -9-0 4 -1 -0 0 - - 4 -3 -8 1 -2 -0 2 -1 -12 2 -3 -12 0 -4 -8 0 -9 -0 0 -9 -0 Plate Offsets (X,Y): [2:Edge,0 -3 -4], [5:0-1-8,Edqe], [6:0- 1- 8,Edge], [8:O.1- 8,Edge], [15:0- 1- 8,Edge], [18:0- 2- 10,Edge], [22:0- 1- 8,Edge], [25:0.1- 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 0.87 Vert(LL) -0.41 26 -27 >485 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.63 26 -27 >315 240 BCLL 0.0 Rep Stress Incr NO WB 0.81 Horz(TL) -0.03 18 n/a n/a BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight: 107 Ib FT = 0 %F, 0%E LUMBER BRACING TOP CHORD 4 X 2 SPF 2100F 1.8E *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. T2: 4 X 2 SPF 2700F 2.0E, T4: 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. BOT CHORD 4 X 2 DF 2850F 2.3E *Except* B2: 4 X 2 SPF 2700F 2.0E WEBS 4 X 2 SPF Stud REACTIONS (Ib /size) 1=780/0-3-8, 18=341/0-3-8, 23= 1804/0 -5 -4 Max Upliftl8= -33(LC 2) Max Grav1= 797(LC 2), 18= 465(LC 3), 23= 1804(LC 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=-0/0, 2 -3 =- 1871/0, 3- 4=- 1879/0, 4- 5=- 1986/0, 5 -6 =- 3019/0, 6- 7=- 3464/0, 7-8=-3464/0, 8-9=-2056/0, 9- 10=- 2056/0, 10-11=0/2337, 11-12=0/2337, 12 -13= 0/2337, 13- 14=- 1087/615, 14-15=-1087/615, 15-16=-957/119, 16-17=-957/119, 17-18=-960/119 BOT CHORD 30.31= 0/0,29.30 =0/ 3019,28 -29= 0/3019,27.28 =0/ 3019,26.27 =0/ 2056,25.26 =0/ 2056,24.25 =- 293 / 319,23.24= -293/ 319,22 -23 =- 1349 / 369,21 -22 =- 615/1087,20 -21 =- 615/1087,19- 20 =0 /0 WEBS 5 -29= 0/203, 6 -28 =- 212/0, 8 -26 =- 343/0, 9.25 =- 615/0, 12 -23 =- 320/0, 2 -30= 0/2063, 4 -30 =- 422/0, 5-30=-1173/0, 6 -27= 0/618, 7 -27 =- 434/0, 8-27=0/1635, 10-23=-2539/0, 10- 25= 0/2019, 13-23=-1700/0, 13-22=0/1213, 14-22=-289/0, 15-21=-181/0, 15-20=-139/531, 16-20=-285/0, 18-20=-126/1017 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 Ib uplift at joint 18. 3) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Universal Forest Products MBA job.var 100822148 F02 FLOOR 2 1 Job Reference (optional) UFP Belchertown, LLC, Plant 221 7.240 s Jun 18 2010 MiTek Industries, Inc. Mon Oct 04 11:17:46 2010 Page 1 I D: 1588gvNBwkT9cOTAI8pgPyWqfo- MEmpXsRq mPvRt ?B9W HFdJRFWT2pNegcDGk2C4yy Wg5Z 0 -4 -8 I I 2 -2 -4 0 -8 -4 I I 1-6 -0 I I 2 -0 -8 2 -1 -12 Scale 1:19.1 808 = 3x4 11 4x4 = 3x4 = 3x4 11 576 = 1 2 3 4 1x3 0 5 8 1x3 11 7 8 1x3 11 9 10 12 n ` , I 1 ' MN 73 1 "J..- g ' II °' 3x4 = 16 15 14 13 12 11 4x10 = 1x3 11 4x10 = 0 -4 -8 3-3-6-0 8 0 -9 -0 0 -9 -0 6 -7 -8 � -8 Plate Offsets (X,Y): [5:0- 1- 8,Edge], [10:0- 2.10,Edge], [13:0.1.8,Edge] LOADING(psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.78 1 Vert(LL) -0.18 12-13 >779 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.66 1 Vert(TL) -0.29 12-13 >477 240 BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(TL) -0.02 10 n/a n/a BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight: 45 Ib FT = 0%F, 0 % E . LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 4 X 2 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (Ib /size) 1=636/0-3-8, 10= 639/0 -3 -8 FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1-2=-0/0, 2 -3 =- 1581/0, 3-4=-1581/0, 4 -5 =- 1581/0, 5- 6=- 1981/0, 6-7=-1981/0, 7-8=-1380/0, 8-9=-1380/0, 9-10=-1383/0 BOT CHORD 15- 16 =0/0, 14- 15= 0/1981, 13- 14= 0/1981, 12- 13= 0/2012, 11- 12 =0 /0 WEBS 5-14=0/233, 6 -13= -85/0, 2 -15= 0/1681, 4-15=-270/57, 5 -15 =- 755/0, 10 -12= 0/1467, 8 -12 =- 176/0, 7 -12 =- 684/0, 7 -13 =- 169/264 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI /TPI 1. 3) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard x; . ' Job Truss Truss Type , Qty Ply Universal Forest Products MBA job.var 10082214B F01 FLOOR 11 1 Job Reference (optional) UFP Belcher town, LLC, Plant 221 7.240 s Jun 18 2010 MiTek Industries, Inc. Mon Oct 04 11:17:46 2010 Page 1 ID: He2K219v8NT0? r006zpb5cyWgg4- MEmpXsRgmPvRt ?B9W HFdJRFTH2nvegbDGk2C4yyWg5Z 0 -6 -3 I 2 -0 -1 I 1 -6 -0 I 1 -0 -9 2 -1 -12 2-2-4 1 0 - 6 - 3 e , 50, 344 11 344 = 384 11 646 = 1 2 3 4 1x3 II 5 / 6 7 1x311 6 9 10 le 5 �� „1 I n, 3x4 = 15 14 13 12 11 4x6 = 4x10= 1 0 -6 -3 1 2 -7 -12 1 3 -4 -12 1 4 -1 -12 9 -9 -5 1 10 -3 -8 I 0 -6 -3 2 -1 -9 0 -9 -0 0 -9 -0 5 -7 -9 0 -6 -3 Plate Offsets (X,Y): [2:Edge,0 -3 -3], [9:0- 2- 12,Edge], 113:0- 1.8,Edgeb [14:0.1- 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 0.99 Vert(LL) -0.20 12-13 >608 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.82 Vert(TL) -0.30 12 -13 >413 240 BCLL 0.0 Rep Stress Incr NO WB 0.77 Horz(TL) -0.01 10 n/a n/a BCDL 5.0 Code IBC2003/TPI2002 (Matrix) Weight: 38 Ib FT = 0%F, 0 % E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF Stud REACTIONS (lb /size) 1= 561/0.2 -3, 10=561/0-2-3 FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1.2 = -0/0, 2 -3 =- 1442/0, 3 -4 =- 1446/0, 4 -5 =- 1446/0, 5-6=-1446/0, 6-7=-1425/0, 7 -8 =- 1425/0, 8 -9 =- 1423/0, 9- 10 =0 /0 BOT CHORD 14- 15 =0/0, 13 -14 =0/1446, 12- 13= 0/1650, 11- 12 =0/0 WEBS 4 -14 =- 496/0, 5-13=-65/153, 2- 14= 0/1553, 9-12=0/1515, 7 -12 =- 361/0, 6.12 =- 243/0, 6-13=-350/111 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1, 10. 3) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard • $ `lt?' 1`3Ci. f.' ?r ;4.P 'I) h =r: tim „ om 155 Bay Road, PO Box 945 / Belchertown, MA. 01007 Phone: 413 - 323 -7247 Fax: 413 - 323 -5780 / Rep: Chris Schultz RK Miles - Hatfield Village Hill — Victorian Reversed 1s Floor Truss Profiles For Submittal 10/4/10 These trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. The building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility of the building designer. For general guidance regarding bracing, consult "Bracing of wood trusses" available from the Truss Plate Institute, 583 D'Onifrio Drive; Madison, WI 53179. SHOP DRAWINGS THESE DRAWINGS ARE THE SOLE SOURCE FOR FABRICATION OF TRUSSES AND VOIDS ALL PREVIOUS ARCHITECTURAL OR OTHER TRUSS DRAWINGS. REVIEW AND APPROVAL OF THESE DRAWINGS MUST BE RECEIVED BEFORE ANY TRUSSES WILL BE BUILT. VERIFY ALL CONDITIONS TO INSURE AGAINST CHANGES THAT WILL RESULT IN EXTRA CHARGES TO YOU. PLEASE INITIAL EACH ATTACHED TRUSS DRAWING. Approved by: Date: Job # 10082214 kleyBuild structure' 2.308f VillageHill Vic reverse - Leve 10 -20 -10 kanBearnEngine 4.508e Materials Database ]207 1 ST WALLS NUS V 1 • 7:58arn 1 of 1 Member Data Description: CaIcG1 Member Type: Girder Application: Floor Comments: Garage Beam Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: LJ360 live, L/240 total Live Load: 0 PLF Deck Connection: Nailed Member Weight: 13.8 PLF Filename: UNKNOWN Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform (PLF) 0' 0.00" 24' 2.75" 11 23 Live Replacement Uniform (PLF) 0' 0.00" 24' 2.75" 135 270 Snow ':i:: :r '•: ?y + +::: ??•;??; i:iii::ii:::i;�i:7 ?'.'•.�i�iii 'i':t•: >{ i:'' n t;' t: :::;::; ?r.:::.; } 'r »i:3 >'..... ..t......+ ............. ':' 4: i:: f:$• r:' t<^: ::i::;:::i$! +:3::::;;'.ri3:::;: :::::;:. ;•:::: * : :: *: : :, ; :: 2' t i: ::::i::i ::....::..:...:........ }:.:... ...::: ;:::•: :.. ... :ra: :.:.::::::: :..nom :•.::•:::• ::...1......:::: k ..i .... . .. }rr r. \ ::::.: ; .:: ::.: ::.:::::. .... <:.� :.::.:. �. ..: {tt• ::;... rv. rr.... .............n..v::::.:tt• } } } }: r::::::::v };: %: r. :•.......... $. ::::::::........ ?:. �::: ......... ..... :: ...... 11 I I / / /O 11 11 0 O 12 3 12 © 24 212 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall N/A 1.500" 2050# -- 2 11' 6.375" Wall N/A 2.403" 6308# -- 3 23' 5.500" Wall N/A 1.500" 2129# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live Snow 1 684# 115# 1365# 2 2349# 333# 3959# 3 724# 118# 1405# Design spans 11' 6.375" 11' 11.125" Product: 1 3/4x14 Versa -Lam 2.0 -3100 SP 2 ply Component Member Design has Passed Design Checks.** Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. . y Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 5264.'# 33390.'# 15% 18.69' Even Spans D +S Negative Moment 7404.'# 33390.'# 22% • 11.53' Total load D +S Shear 2684.# 10706.# 25% 11.54' Total load D +S TL Deflection 0.0732" 0.5964" L/999+ 18.09' Even Spans D +S LL Deflection 0.0535" 0.3976" L/999+ 18.09' Even Spans S Control: Shear DOLs: Live =100% Snow =115% Roof =125% Wind =160% Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives 9 All product names are trademarks of their respective owners Michael Greaney ; { < # >:' ?y` r.k. Miles, Inc. v :: ,Cop (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. West Hatfield, Ma 01088 "Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer's specifications. , eyBuild Structure' 2.308f VillageHill Vic reverse - Leve 0 ,P 10.20. lanBeamEngine 4,508e Materials Database 1207 1ST WALLS 1),'". ft.04) 8:23< 1ofl Member Data Description: CaIcB2 Member Type: Beam Application: Roof Comments: StairHeader Top Lateral Bracing: Continuous Slope: 0.00 / 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: U360 live, L/240 total Live Load: 0 PLF Deck Connection: Nailed Member Weight: 11.7 PLF Filename: UNKNOWN Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform (PLF) 0' 0.00" 3' 8.00" 182 545 Live Replacement Uniform (PLF) 3' 8.00" 3' 9.94" 201 603 Live Replacement Uniform (PLF) 3' 9.94" 3' 10.75" 202 605 Live Replacement Uniform (PLF) 3' 10.75" 3' 11.88" 202 607 Live Replacement Uniform (PLF) 3' 11.88" 4' 2.00" 203 609 Live Replacement Uniform (PLF) 4' 2.00" 5' 2.00" 207 620 Live Replacement Uniform (PLF) 5' 2.00" 6' 2.00" 213 639 Live Replacement Uniform (PLF) 6' 2.00" 12' 6.75" 216 647 Live 1:1:l= #iic=}'!iiiiiii2•,'.'',.•':i ::;: iii`: o'}+}> •:,•:,.};.};:.;.;• :.}}}:•}:•:•};:;## 5> +%: iiF iii2t <s�r >�3 <�� #t2f5': %:;: ii <�3; {. 4 •'• Yiii • }: {::: i iiYi •ii::: rrrr:: } }}, { { { ::: } } } }::.� : { {:: }»r { { :r:xr: rrrr: x:: ; { :rr.•x:re::, } rrrr:::: { {`: { {: rr rrr::: :::: { {.• •vri:'r; ii • i..YY '[{ iii:Y } ... . . 'It fix / // 12 8 12 / 0 j (2)/ 12 612 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall N/A 1.897" 4980# -- 2 12' 5.500" Wall N/A 2.038" 5349# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live 1 1300# 3680# 2 1392# 3957# Design spans 12' 5.500" Product: 1 3/4x11 7/8 Versa -Lam 2.0-3100 SP 2 ply Component Member Design has Passed Design Checks" Minimum 1.90" bearing required at bearing # 1 Minimum 2.04" bearing required at bearing # 2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 16356.'# 21275.'# 76% 6.23' Total load D +L . Shear 4484.# 7897.# 56% 11.84' Total load D +L TL Deflection 0.4662" 0.6229" L/320 6.23' Total load D +L LL Deflection 0.3448" 0.4153" L/433 6.23' 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 Michael Greaney :::.;; :c:zc ? ?: 3 >}{ k. >; r.k. Miles, Inc. >' :�i vita 'k'ir: ":;'Copyright (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. West Hatfield, Ma 01088 " Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer's specifications. ie keyBuild Structure'. 2308f VillageHill Vic reverse - Leve 10-20-10 knnPeamEngine 4.508e Materials Database I207 fdn $:27 2of2 Actual Allowable Capacity Location Loading TL Deflection 0.0966" 0.3057" L/759 22.48' Total load D +L LL Deflection 0.0688" 0.2038" L/999+ 22.48' Total load L Control: Shear DOLs: Live = 100% Snow =115% Roof = 125% Wind =160% Design assumes a repetitive member use increase in bending stress: 4 % Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives All product names are trademarks of their respective owners Michael Greaney y: y .:::.:::. ><z;.:::• .... r.k. Miles, Inc. .; `3iE"S'K "{'L"$�$''.�Rb`'•`::;: Copyright (C)1589 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. West Hatfield, Ma 01088 • "Passing is defined as when the member. floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer's specifications. KeyBuild Structure 2 308f VillageHill Vic reverse - )_,eve o vvv 0- t)- t � kniBearn0n„we 4.508e V4atenals Database 1207 fdn gte � �� g: 1 of 1V7VraW , / 06 1 ? Member Data Description: CaIcB3 Member Type: Beam Application: Roof Comments: BasementBeam Top Lateral Bracing: Continuous Slope: 0.00 / 12 Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Live Load: 0 PLF Deck Connection: Nailed Member Weight: 10.7 PLF Filename: UNKNOWN Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform (PLF) 0' 0.00" 4' 0.00" 273 727 Live Replacement Uniform (PLF) 4' 0.00" 4' 1.94" 302 804 Live Replacement Uniform (PLF) 4' 1.94" 4' 2.75" 303 807 Live Replacement Uniform (PLF) 4' 2.75" 4' 6.00" 304 811 Live Replacement Uniform (PLF) 4' 6.00" 5' 6.00" 310 826 Live Replacement Uniform (PLF) 5' 6.00" 6' 6.00" 319 850 Live Replacement Uniform (PLF) 6' 6.00" 9' 0.00" 323 863 Live Replacement Uniform (PLF) 9' 0.00" 13' 0.00" 131 350 Live Replacement Uniform (PLF) 13' 0.00" 18' 0.00" 428 997 Live Replacement Uniform (PLF) 18' 0.00" 25' 10.63" 620 1510 Live Replacement Uniform (PLF) 25' 10.63" 26' 0.00" 81 0 Live Point (LBS) 0' 4.63" 1367 3826 Live Point (LBS) 9' 0.00" 525 948 Live Point (LBS) 13' 0.00" 1465 4122 Live Point (LBS) 18' 0.00" 525 948 Live .:..:::................................... ....................::::::[;: ?:.i:..::nw;;:n +it.:•. n... Y.: ::•.::... ;;,•;•::. {• }:: +.•:•; }: ii:•i::•ii:.Y }:.:•:• .. > :• \%:'•:::%;'t:: tit' ::0 : :::::::: ?:R%:ri%.'.:%•, : ;ti <.> :f;•;,: •ri iv ` 6 6 0 / 6 6 0 / 6 6 0 / 6 6 0 / 7 B O 26 0 0 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall N/A 1.935" 7618# -- 2 6' 1.375" Wall N/A 2.070" 8151# -- 3 12' 7.375" Wall N/A 3.129" 12322# -- 4 19' 1.375" Wall N/A 3.941" 15518# -- 5 25' 2.750" Wall N/A 1.500" 5092# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live 1 2040# 5578# 2 2345# 5806# 3 3558# 8764# 4 4678# 10840# 5 1491# 3601# Design spans 6' 1.375" 6' 6.000" 6' 6.000" 6' 1.375" Product: 1 3/4x7 1/4 Versa -Lam 2.0 -3100 SP 3 ply Component Member Design has Passed Design Checks.** Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 6051.'# 13068.'# 46% 22.78' Total load D +L Negative Moment 8881.'# 13068.'# 67% 19.11' Total load D +L Negative Unbrcd 8881.'# 13068.'# 67% 19.11' Total load D +L Shear 6703.# 7232.# 92% 19.12' Total load D +L , M product names are trademarks of their respective owners Michael Greaney : . : : : s. :;:; ? , > i % ,t: r.k. Miles, Inc. . :.: $� ' ` ?i %Copyright (C)1989-2005 by Keymark Enterpns LLC. ALL RIGHTS RESERVED West Hatfield, Ma 01088 — Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer's specifications. Wright Builders, Inc. 'AL .1L 1 M 'q 'RANUUIJUL J(,=J 48 Bates Street Northampton, Ma 01060 Date 10/20/2010 [Job No. 08 -921 Attention: (413) 586 -8287 Re: Fax (413) 587 -9276 New House 79 Olander Drive To: Louis Hasbrouck Northampton, MA Northampton Building Dept We are Sending You Attached Under Separate Cover via The Following Items: Shop Drawings 14 Prints 1.._ Plans 1,.,. Samples r Specifications Copy of Letter F Change Order Copies Date No. Description 1 10/20/10 Beam calcs These are Transmitted as checked below: Iv For approval Approved as submitted Resubmit copies for approval Iv For your use Approved as noted Submit copies for distribution 1v As Requested Returned for corrections r Return corrected prints For review and comment 1 - ' FOR BIDS DUE 1— PRINTS RETURNED AFTER LOAN TO US Remarks Copy to File Signed: Linda Gaudreau Chimney Connector Systems and Clearances from Combustible Walls for Residential Heating Appliances Mini/num cr nvvry clearance to brio and con'°uaublas 21n. 01 m(n) ���•�... I. LI Malimu ca A Minimum ., t Minimum 3,5 -in thick brick masonry all framed � */ 'MOM r I �. 12 in. 203 men a• IP= Y � � = of erica >�• �•� 1 into combustible wall with a minimum of 12 -in f a., s I brick separation from clay liner to combustibles. i Crummy The fueclay liner abell run from outer surface of ' 1111M p - Es corvaa°r brick wall to, but pat beyond, the inner stuface MH,111,,, Firs «+y of chimney flue liner and shall be fumly 2 v1, {703 (mill) Masonry creamy 1'1.4 1'1.4 an.' t 1 °an°us3Ow) com;n,cled la cemented in place. NFPA 211 Ma'n um cAdansy ciaalar'ca kin nNi°ny 1e sheet sisal supports and combusbtJas 2 in (51 mm) 1 iMnunum �r.. 5 n. 1229 mm) faclory•0u t Noruoalale NI cl imey Knolls r e ;Mnl«y- NI c n n ec y Li Solid - insulated, listed factory -built chimney ' `9" ' c0" length of the same inside diameter as the Chimney ...,. •••••' ha • lanpin MB W hin m W DI 1 � F chimney connector and having 1 -in. or more us c rw na of insulation with a minimum 9 -in. air space «n.w.... -.. , mho pane a IN ) Air space 1 tn. attach p.. between the outer wall of the chimney length s n. (2zs mm) nun. 1 i seamy and combustibles, sek4Insids44, Masonry cnim, le& enanray t git constructs to NP PA 2!I SNalstaa seopona Mkw,wm ehanmay clear *Aea a r'h1°t Vaal nQ91 2 C Sheet steel chirnne connector, minimum 24 t°mhusttiea 2 h, I34 mm} y 1 gauge in thickness, with a ventilated titirnble, 1 xi 1E14 Two air dramas min 24 gauge m th having two each 1 n. t25.4 �xn) 1 - in, air channels, separated from combustibles ; ti J (�(� _ w enn.y by a minimum of 6 -in. of glass fiber insulation. � e°h"'c1 °' Opening shall be covered, and thimble supported ,� 1 r with a sheet steel support. minimum 24 gauge in f'' • 1 Minimum a 1n, thickness. Two van: sled a:•I( !! u ...tttti -. 1177 Wu w„lalkn cnannW aanm ...__..--• • 1 in (24.4 nvn). Construction at Masonry mummer S1)••1 steel aMal slat conslnscled la avppona NFPA 211 D Solid insulated, listed factory-built chimney Mulinaan ehPneyaNararlca length with an inside diameter 2 -in. larger than to shoal Slap evppons and cosnbustiaies M„,maun cleuance the chimney connector and having 1 -in. or more snaet a1 «et 21n. (51 man) 2 In tss nun} of insulation serving as a pass through for a single luppana r • as. 1& p 1} wall sheet steel chimney connector of minimum clum,ey a chlnul41 tansul 24 gauge thickness, with a minimum 2 -n. air space • "" P °n 111 between the outer wall of chimney section and INI - Gninnay combustibles. Minimum length of chimney section ton/victor totor , t shall be 12 -in. chummy section spaced 1 -in. away , . ;. u j am tk cn.emay from connector using sheet steel support plates ►- • r � � ear..cl°r on both ends of chimney section. Opening shall be Ale spies GhMihMy *Nth 2 m 1. (51 m — covered, and chimney section supported on both Masonry Mornay meal algal s ides with sheet steel supports securely fastened. to eonslrueta0 svppMa pp Y so rtrPA 211 wall surfaces of minimum 24 gauge thickness. Fasteners used to secure chimney section shall not penetrate chimney flue liner. Hearthstone Quality Home Heating Products, Inc. ® 9 Tribute Model 8040 CLEARANCES TO COMBUSTIBLES Clearances may only be reduced by means approved by the regulatory authority. It is very important to follow minimum clearances for chimney connectors to combustibles such as walls and ceilings when installing the stove near non - combustible surfaces. 1 D C J 4 / • Mir rr , f-%1 1,, `x ,ifr_._, Me 11. NIII *14 . #### � �I��+ ~ Tribute Clearances Parallel Corner Clearances (inches) A B C D E G 11 I J K Single wall stove pipe without heat shield 16.5 19 21 24 27.5 13 17 25.5 28.5 68.25 Single wall stove pipe with heat shield 16.5 14.5 16.5 19.5 27.5 13 11 19.5 22.5 59.75 Double wall pipe w/ optional heat shield 16.5 8 10 13 27.5 13 7 15.5 18.5 54 ALLOWABLE ALCOVE DIMENSIONS TO UNPROTECTED SURFACES 55.0 MIN 25.0 MAX 11 2).0 6.5 ___, [-- 16.5 � 51.0 MIN ri ; Il!i FLOOR FLOOR Hearthstone Quality Home Heating Products, Inc. ® 8 Tribute Model 8040 v • If a k- factor is given with a required thickness used by the stove for HANDLE CRANK 'I1 (T) in inches, use this formula: R -value = 1/k x T (ATTACHED TO STOVE) combustion is taken from • If a C- factor is given, use the formula: R -value = outside of the residence 1/C rather than from within the To determine the R -value of the proposed alternate floor WOOD HANDLE room where the stove is protector: located. With outside air • Use either the k- factor or the C- factor formula supplied directly to the explained above to convert specifications not stove, drafts within the room expressed as R- values. WASHER- and air infiltration within the • For multiple layers of floor protectors, simply building are reduced. Use of add the R- values of each layer to determine the the outside air kit may also overall R -value of the layers. improve stove performance If the overall R -value of your setup is greater than the BOLT in a particularly airtight R -value of the specified floor protector, then your setup is house. acceptable. Noncombustible Material Thickness R - value The outside air kit for this stove allows for the direct Gypsum or plaster board' /2" 0.45 connection of the stove's air Wallboard, Wonderboard, or 0.20 intake to a minimum 3" (76 mm) diameter duct (supplied Durock' / by others) which leads to the outside of the house. When Ceramic board (Fiberfrax or Micor)' 1.10 considering placement of the duct from the outside of the / house to the hearth, keep in mind the need to avoid Nominal solid clay brick' 1" 0.20 structural members of the house. The outside air kit will Ceramic wall or floor tile' 1 / 4 " 0.01 attach to the back of the stove. Mineral wool insulation 1" 3.12 The termination of the duct on the outside wall of the Cement mortar 1" 0.20 stove should be located in such a manner so as to preclude * , the possibility of obstruction by snow, leaves or other Horizontal still air /L " 0 92 material and should be screened against animals and insects. The termination should be screened using Handle Assembly 1/4" x'/" mesh rodent screen and be covered with a Locate the handle, bolt, and washers enclosed in the rain/wind proof hood (flex pipe, outside termination, envelope with the owner's manual. Place the washers on mesh, and hood supplied by others) Contact your dealer the bolt and then push it through the handle so that the bolt threads extend through the bottom of the handle. Using a slotted Mantle screwdriver, turn the bolt into the chrome latch on the door, until snug. / —..-1 70 max. r / Handle Operation s Code Compliant Masonry F replace Front Door — when closed, the handle will or Listed ZC Fireplace be in the 7 o'clock position. To open the p 18 6" Lental V. �aaa �� front door, rotate the latch clockwise to approximately the 10 o'clock position. z" max, —■ A ��� y 10 -112" ; OUTSIDE AIR SUPPLY – – g— (Kit # 90- 53400) I An outside air source may be connected —CC,— directly to this stove using an optional g j' outside air kit. The advantage of providing i outside air directly to the stove is that the air =_ _._.___ _�_ __ _ 1 According to Intertek Testing Services, Inc. Stove z" Maximum out of Fireplace - if stove is more than 2" out, refer to alcove clearances. 2 According to ASHRAE Handbook of Fundamentals 1977 for availability). Hearthstone Quality Home Heating Products, Inc. e 7 Tribute Model 8040 Setting Up Your Tribute Wood Stove UNPACKING 1 Hearthstone Stoves packages your Tribute stove with the 11 greatest care so that it ships safely. Under certain I� II z° 1/ ( VS? circumstances, however, damage can occur during transit ° ° ' I and handling. When you receive your stove, unpack it II I �1 I carefully, inspecting your stove and all parts for damage. 31 ° 1/8. (DAN, Also, make sure that all parts are included in the box. If any parts are damaged or missing, please contact your dealer immediately. . „„ o ��. °_ INSTALLING YOUR STOVE a t „„ First, you must decide where your stove will reside. After Minimum Hearth Pad Clearances choosing an appropriate spot, inspect this location to make sure that the stove will have enough clearance to Clearances To NFPA 211 Protected Surfaces combustible materials that would surround the stove. You can reduce the clearances to combustible surfaces by These combustibles can include walls, floor, ceiling, using any National Fire Protection Agency (NFPA) fireplace, and chimney. You must carefully consider the approved wall protection system. Please refer to NFPA clearances to all of these combustibles before actually 211 for specifications and complete details. You can connecting your stove. When considering these obtain this information directly from NFPA. clearances, also decide the kind of floor the stove will rest on. National Fire Protection Agency Batterymarch Park Please use this section to plan how to locate your stove in Quincy, MA 02269 your particular location. Consider both the clearances of 1-800-344-3555 the stovepipe and the stove itself to the surrounding 1- 617 - 770 -3000 combustibles. The soapstone walls of the Tribute soapstone stove HEARTH REQUIREMENTS AND FLOOR produce and even, radiant heat. Locate the stove centrally PROTECTION in your living area to allow the heat to travel naturally to Combustible flooring must be protected with a UL listed distant rooms. It is not recommended that you locate your hearth pad, or in the absence of fabricate one with an R- stove in an uninsulated basement. The amount of radiant value of 0.6 (slate, marble tiles, or other noncombustible energy required to heat concrete basement walls is so material can be used for this purpose). The floor great that most of the usable heat is absorbed by them and lost. protection must extend beyond the body of the stove at the minimum as follows: • Read this chapter to obtain a sound understanding of how SIDES 3 -1/2" (20 cm Canada) • REAR 0" (20 cm Canada) to properly install your stove. • FRONT 16" (45 cm Canada) If you use a close clearance connector pipe, it must be tested to UL standards and listed. Check the listing of When installing the Tribute with a rear exit, the minimum your pipe for actual clearances. The diagrams in this area to be covered by floor protection is under the manual represent typical installations, but are specific to chimney connector and 2" (51 mm) beyond each side. the Simpson Dura -Vent DVL brand. Clearances cannot be reduced without the use of close clearance connector Note: Dimensions shown in figure above are measured pipe and/or by protecting the surfaces per NFPA 211 from the body of the stove unless otherwise stated. standards. Floor protector's come with various types of specifications. To convert a floor protector's specification to an R- value, do one of the following: • If the R -value is given, use that value —no conversion is needed. Hearthstone Quality Home Heating Products, Inc. e 6 Tribute Model 8040 t 1 Polished gray soapstone is a natural product and will vary from Actual Weight 318 pounds stone to stone. Various amounts of gray, charcoal, blue and green will be evident according to the natural composition of the stone. Optional Equipment Rear Heat Shield 90 -68400 We recommend that our products be installed and Outside Air Kit 90 -53400 serviced by professionals who are o" �'y certified in the U.S. by NFI Blower 90 -57210 c ? � (National Fireplace Institute) Screen 90 -69400 = m or in Canada 0 D NS t b by WETT Wood Energy rlTU (Wood Energy Technical Training CERTIFIED Technical Training). .. `ii— www.nfieertified.ore Soapstone Finish Polished Gray Soapstone Castings Finish Painted Matte; and Porcelain Enamel (Brown, Sea -foam, Blue -black and Black) w nnununrmmmmuuwu►'_ ' mnimmmrnnnw_ 1 I�II�'I , t i r I 25 1/2" (652MM) . 6 s.. than. r I TM— aninrIl.11111111111111.111. '�I�11� li II 3, L 24' (607MM) F- 18° (457MM) -i Hearthstone's Thermo - Ceramic Baffle System To enhance the combustion efficiency and reduce the emissions of the fire in your stove Hearthstone QHHP, Inc. has developed an advanced THERMO- CERAMIC baffle system. This system uses a lightweight, durable ceramic material above the burner tubes to maintain the high temperatures in the secondary combustion area and maintain the low emission — high efficiency combustion you desire. This new technology will not corrode, rust dissolve or lose its strength, however it is vulnerable to puncture or cracking due to rough handling. PLEASE EXERCISE CARE WHEN LOADING WOOD OR CLEANING YOUR STOVE, NOT TO DAMAGE THE Thermo - Ceramic BAFFLE Located directly above the burner tubes in the firebox, this white sheet of material will break if wood or cleaning brushes impact it. Be careful when loading and cleaning your stove to not break this material. If this piece has been fractured or a hole is punctured, it will cause the stove to function improperly. You must replace the board through a qualified HearthStone dealer. Hearthstone Quality Home Heating Products, Inc. ® 5 Tribute Model 8040 TEMPERATURE ASSOCIATED WITH SUCH ❑ Clean your chimney system as needed. (See page 18) FIRES CAN CAUSE INSTANTANEOUS STEAM AND SERIOUS BODILY HARM. PERIODIC CHECKLIST Once the chimney fire has expired, leave the primary air control closed and let the fire in the stove die out Perform each of these tasks at the specified intervals. completely. The stove should not be fired again until the stove, stovepipe, and chimney are all thoroughly At the End of Every Week: inspected for any sign of damage. You must correct any • Empty ashes from the firebox sooner if the firebox damage before using your stove again. begins to fill up. At the Beginning of Every Other Month: • A visual inspection of the chimney connector and SPECIFICATIONS chimney for creosote is recommended depending upon your use of the stove. (Please see page 18) Maximum Heat Output: 36,000 BTUs per hour of • Check door seals using the "dollar bill test." - When cordwood (based on the fire is out and the stove is cool, shut the door on a independent laboratory test dollar bill. If the bill pulls out without any resistance, results). then your stove's door isn't sealed properly. To tighten the seal, change the door gasket. (Refer to Size of Heated Area: 1,300 square feet. page 19.) Firebox Capacity: 1.2 cubic feet (.031 cubic At the End of Every Season: meters) or 22 pounds of wood • Dismantle the chimney connector and clean it (The amount and weight of thoroughly. Replace any pieces that show signs of wood contained per cubic foot rust or deterioration. of firebox volume can vary • Inspect and, if necessary, clean your chimney. from 15 to 36 lbs. per cubic • Thoroughly clean out the inside of the stove. foot depending on type of • Inspect all door gasket material and replace if worn, wood, moisture content, frayed, cracked or extremely hard. packing density and other factors. As a constant for comparison and test purposes, we are assuming 20 lbs. of seasoned hardwood per cubic EMERGENCY PROCEDURES foot of firebox volume). If you have a stovepipe or chimney fire, follow these instructions: Maximum Log Length: 16" (53cm) — 1. If the fire is too threatening, leave the area and call Stove Dimensions: the fire department immediately! If not, perform the Height 25 -3/4" (65.4 cm) next three steps. Width 24" (61 cm) 2. Close the primary air control. Depth 18" (45.7 cm) 3. Close the stovepipe damper (if present). Door Size: 9.5" high x 1 x 32.4 4 cm) (24.1 x 3m) 4. Keep the stove door closed! Stovepipe Size: 6" (152 mm) diameter Metal Chimney: 6" (152 mm) inside diameter ' WARNING DO NOT ATTEMPT TO PUT OUT A STOVEPIPE Masonry Chimney: 6" (15.2cm) inside diameter (round OR CHIMNEY FIRE BY THROWING WATER flue) 8" x 8" (20 x 20cm) (square flue) ONTO THE STOVE, STOVEPIPE, OR CHIMNEY. THE EXTREMELY HIGH Flue Exit: Top exit only Hearthstone Quality Home Heating Products, Inc. ® 4 Tribute Model 8040 r TABLE OF CONTENTS INTRODUCTION 2 CODES 3 SAFETY INFORMATION 3 Periodic Checklist 4 Emergency Procedures 4 SPECIFICATIONS 4 SETTING UP YOUR TRIBUTE WOOD STOVE 6 UNPACKING 6 INSTALLING YOUR STOVE 6 HEARTH REQUIREMENTS AND FLOOR PROTECTION 6 OUTSIDE AIR SUPPLY 7 Clearances To Combustibles 8 CLEARANCES MAY ONLY BE REDUCED BY MEANS APPROVED BY THE REGULATORY AUTHORITY 8 VENTING COMPONENTS AND CONFIGURATION 10 CONNECTING YOUR WOOD STOVE 11 Connection To A Masonry Chimney 11 INSTALLING IN A MOBILE HOME 14 OPERATING YOUR TRIBUTE WOOD STOVE 15 CONTROLS AND FEATURES 15 CHOOSING FIREWOOD 15 BUILDING A FIRE 16 BREAKING IN YOUR WOOD STOVE 16 Building A Break In Fire 16 NORMAL OPERATION 17 Building A Fire For Everyday Use 17 Burn Rate 17 Over -Fire Caution 17 Removal And Disposal Of Ashes 18 MAINTENANCE 18 Monitoring Stove Temperatures 18 Creosote Formation And Need For Removal 18 Cast Iron 19 Stone 19 Gaskets 19 Glass 19 TROUBLESHOOTING 21 TROUBLESHOOTING GUIDE 22 REPLACEMENT PARTS & OPTIONAL ACCESSORIES 23 SAFETY LABEL 24 LIMITED WARRANTIES 25 QUALIFYING FOR WARRANTY COVERAGE 26 WARRANTY REGISTRATION 27 Hearthstone Quality Home Heating Products, Inc. ® 1 Tribute Model 8040 ` t 46 hearthston e collection N F: T ribute Mod el (8040) Wood Stove , . 77 OWNER'S MANUAL INSTALLATION O PERATING INSTRUCTIONS � � -:::,104'' 4%;.16.- We rr commend that ou E �Q� products be installed a nd �._� �� o � serviced by p r o fession als who q� , ,- ,« fl °I v z are e ertilied in the ll.S. by 1 FI ��� ., y ° " "�`� .�- ( , M (N ational Firep I nst it ute). CERTIFIED www.nficertified.org PLEASE READ THIS ENTIRE OWNER'S MANUAL BEFORE YOU INSTALL AND USE YOUR NEW Tribute WOOD STOVE. To reduce the risk of fire, follow the installation instructions. Failure to follow these instruct may result i n property damage, bodily injury, or even death. SAVE THESE INSTRUCTIONS FOR FUTURE REFERENCE! CONTACT LOCAL AUTHORITIES HAVING JURISDICTION (BUILDING DEPARTMENT or FIRE OFFICIALS) ABOUT PERMITS REQUIRED, RESTRICTIONS AND INSTALLATION INSPECTION IN YOUR AREA. O-TL , Tribute M # 8040 7 6400 -4044 Revised: 3/25/10 f il et-Alk/1)tNi' t ( I ,,, , , ( priaLINE- ) HUNG ) Aluminum EnduraClad® Exterior L ,. ,,,.., ......, 1 L_______.: Double-Hung Design Data Vent Units ,,,,„ ,,,,,, ',-,,,,,,,, ,, ,, , ,:;,' , ",',4A, ..'„k1P,f, ',:;;;, ", / ' - .,;,, '•:: 41%'1'''''''''''' ii?5,1,.' `. , ' 0' ."''''' - ' '' ' W , ,,..; .. %, (inches). (Ittches) Alf : ' 2135 17 14 1.8 32 5.1 R50 2141 17 17 2.1 : . 3,9 - - „, 69 . R50 2147 17-13/16 20-1/4 2.5 4.5 6.9 R50 2.153,-.,';,'..? '1703/16 ' 23-114 2.9 52 7.7 , ' R50 2157 17-13/16 25-1/4 3.1 5.6 8.3 R40/R50 1-.1- --1111.-■ 153„ ;,:;:;' i . 17 2 i3/16 ' 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 32 4.0 7.2 10.4 R30 2535 21-13/16 14-1/4 2.2 4.0 6.1 R50 2541 ''''f 21-13/16 17 . 2.6 41.8' 7.1', - ' R50 ..., ,.,.. . , 2547 21-13/16 20-1/4 3.1 5.7 8.2 R50 1 2553 ' ,21 6 23 3.5 6.5 9.2 R50 2557 21-13/16 25-1/4 3.8 7.0 9.9 R40/R50 1 liP ' - 1 1 4 2559 , ', 21-13/16 , 26 4.0 7.3 10.2 R40/R50 , 2565 21 29 4.4 8.2 11.3 R40/R50 . ,. . 2571 ' 21 - 32-1/4 4.9 ' 9.0 12.3 R30 2935 25 14 2.6 4.8 7.0 R50 i_ ___ ,: .,,, t 2941 1 25 17 " 3.1 5.8 8.3 R50 /.. 2947 25 20 3.6 6.8 9.5 R50 b - - 2951 - 25-1/16 ,;231/4 4.2 7.8 10.7 R50 N -- 2957 25 25 4.5 8.4 11.5 R40/R50 trZ.4 01 - . 2959 25 26 "4.7 ' 8.8 I 11:9 . - • R40/1150 2965 El 25 29 5.2 9.8 13.1 R40/R50 2971 Ef -" 25-13/16 32i114, 5.8 10.8 14.3 R30 511/i, i O "''. i le / 3335 29 14 3.0 5.6 8.0 R50 3341 ' 29 17 3.6 6.7 5,4, , R50' - ', I-- Pi 3347 29-13/16 20-1/4 4.2 7.9 10.8 H -R50 3353 24:13/i6 - 23-1/4 9,1,. 12.1- R40/R50 el)(-41 2 3357 El 29-13/16 25-1/4 5.2 9.9 13.1 R40/R50 ii .. El' ' 29 261/4 5.4 10.2 13.5 R40/1150 OC 7 "-- 3365 E 29 29 6.1 11.4 14.9 R35/R50 3371 E 2943/16 32 6.7 12,6 .., '16.3 ‘ ' ' , R30 (14 (4-/I‘ 3377 E 29 35 7.3 13.7 17.6 R30 3735 33 140/4 3.3 6.4 9.0 1135/R50 3741 33 17 4.1 7.7 10.5 R35/R50 Miscellaneous Formulas (Equal Sash Only) 3747 33-13/16 20-1/4 4.8 s. - - -12.1 . R -,, ,,, ,,■ , , ,, i , ;•.' •••••,',',.,`,.,,.,, '11' ' .:,';',--' 3753 33-13/16 23-1/4 5.5 104 13.6 R35/R50 ! , ', ' , ,, t,,,,,, ,,,. ,- ,,-, p,97., E 33 25-1/4 5.9 11.3 14.6 1135/R50 ;,:,-?-:',''',.,., ' ,,: , Wi (.11 h = Frame - 5 " 3759 E 33-13/16 26-1/4 6.2 11.7 15.2 R35/R50 ,, VIS1h141•94 5 Height = (Frame - 6-/16") / 2 3765 6 33 '23 ' , - 6.9 , - .13,0, 16.7 - R354150 9, , , '"' , •,' ''' 3771 E 33 32 7.6 14.4 18.2 830 -.I.:- ' , , , Width = Frame - aI' . . 3777 E 33-13/16 •;i,'..,35-1/4 8.3 15.7 : 19.8 830 Ac.ttiGlpss , Height = (Frame - 4-5/16") / 2 4153 37 23 6.1 11.7 15.1 R30 - : 4157 '' E ' 37 25 : 6,q 12.7 16.2 ' ' 830 4159 E 37 26 6.9 13.2 16.8 830 4165 E 37 29 7.7 14.7 18.5 830 , 4171 E 37 32 8.5 16.2 20.2 R30 Egress Notes: E = Window meets r opening of 24" height, 20" width, and 5.7 ft'. Check all applicable local codes for emergency egress requirenlents El = Window meets rtlirmnum clear opening of 24" height, 20" width, and 5.0 ft'. Check all applicable local codes for ernergency egress requirements. (1) Second riuntber, where shown, indicates performance 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 ilrame area, see page 5-23. Pelia 2OO ArcrlitOctural Dwgn Manua • Division 08 Opewngs • Windows and Doors • www.PeIIaADM.corn 6-75 7 Building Elements Type U -Value Area Wall R19,CE1,6 -16 ' 0.061 347.0 Wall R19,CE1,6 -16 0.061 210.0 Joist rim amb -.-. 0.050 , e , S 140.0 Joist rim garage 0.050 46.0 Joist band - 0.050 �.0 Windows and Doors Window U:0.31, SHGC:0.30 / 0.310 a .,��y, r 82.8 Window U:0.34, SHGC:0.31 \ 0.340 29 655 40.0 Window U:0.31, SHGC:0.30 / 0.310 60.8 Window U:0.31, SHGC:0.30 / 0.310 77.2 Window U:0.31, SHGC:0.30 / 0.310 12.3 Window U:0.31, SHGC:0.30 / 0.310 12.3 Window U:0.31, SHGC:0.30 / 0.310 10.6 Window U:0.31, SHGC:0.30 / 0.310 17.9 Window U:0.30, SHGC:0.30 0.300 2 10.0 Window U:0.31, SHGC:0.30 / 0.310 51.8 Window U:0.34, SHGC:0.31 0.340 60.0 Window U:0.34, SHGC:0.31 ',- 0.340 7.5 Door R5 steel insul # 0.168 Z, 10.0 Door R5 steel insul e, 0.168 21.0 Door Hatch R50 0.020 , r g 6.0 Door R5 steel insul tt 0.168 21.0 Floors Over Garage Floor R32,CE1,10 -16 0.033 1 405.0 Floors Over Ambient Floor R32,CE1,10 -16 ,, 0.033 23.0 Basement Walls Wall oasis system 10" 0.057 . _A ! 993.5 Wall oasis system 10" 0.054 € -e 391.0 R M me # e7 ,, "' !-- 4 4,7, ° 1t) ... 1 , ; N 6 REM /Rate - Residential Energy Analysis and Rating Software v12.85 New York © 1985-2010 Architectural Energy Corporation, Boulder, Colorado. t r , 2009 IECC OVERALL BUILDING UA COMPLIANCE Date: October 13, 2010 Rating No.: 7350 Building Name: 79 Olander Rating Org.: CET Owner's Name: Phone No.: 413 586 7350 Property: 79 Olander Drive Raters Name: Josy Taylor Raycroft Address: Northampton, MA 01060 Raters No.: Builder's Name: Wright Builders Weather Site: Northampton, MA Rating Type: Based On Plans File Name: 7350 79 Olander VillageHill victorian reverse(plan: Rating Date: 10.13.10 Elements Insulation Levels 2009 IECC As Designed Shell UA Check Ceilings: 52.8 42.5 Skylights: 9.8 5.9 Above -Grade Walls: 132.4 138.5 Windows and Doors: 175.4 149.4 Floors Over Garage: 13.4 13.4 Floors Over Ambient: 0.8 0.8 Basement Walls: 88.7 77.4 Overall UA (Design must be lower): 473.3 427.9 Window U- Factor Check (per Section 402.5) Window U- Factor (Design must be lower): 0.480 0.317 Skylight U- Factor Check (per Section 402.5) Skylight U- Factor (Design must be lower): 0.750 0.360 This home MEETS the overall thermal performance requirements of the International Energy Conservation Code based on a climate zone of 5A. (Section 402, International Energy Conservation Code, 2009 edition.) In fact, this home surpasses the requirements by 9.6 %. Building Elements Type U -Value Area Ceilings Roof R44,CE12 ",8 -16 0.024 6. i 910.0 Roof Attic Hatch R3ORigid 0.017 , 1 °` 6.0 Roof R44,CE12 ",8 -16 0.024 398.0 Roof R44,CE12 ",8 -16 v 0.024 222.0 Roof R32,CE,10- 16, +6,C 0.028 b O 3 223.6 Skylights Skylight Dbl /LoE /Argon - Wood 0.360 5 , `? o v 16.4 Above -Grade Walls Wall R19,CE1,6 -16 '.0.061 / `a . ` 1 11 1490.3 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. c �► 2009 IECC ANNUAL ENERGY COST COMPLIANCE 79 Olander Page 2 to the "prevailing federal minimum standards" as of January, 2009. These standards are subject to change, and software updates should be obtained periodically to ensure the compliance calculations reflect current federal minimum standards. REM /Rate - Residential Energy Analysis and Rating Software v12.85 New York This information does not constitute any warranty of energy cost or savings. © 1985-2010 Architectural Energy Corporation, Boulder, Colorado. 2009 IECC ANNUAL ENERGY COST COMPLIANCE Date: October 13, 2010 Rating No.: 7350 Building Name: 79 Olander Rating Org.: CET Owner's Name: Phone No.: 413 586 7350 Property: 79 Olander Drive Rater's Name: Josy Taylor Raycroft Address: Northampton, MA 01060 Rater's No.: Builder's Name: Wright Builders Weather Site: Northampton, MA Rating Type: Based On Plans File Name: 7350 79 Olander VillageHill victorian reverse(plan: Rating Date: 10.13.10 Annual Energy Cost 2009 IECC As Designed Heating: 1390 1060 Cooling: 302 267 Water Heating: 350 328 Lights & Appliances: 1829 1815 Photovoltaics: -0 -0 Service Charge: 0 0 Total: 3870 3471 Window U- Factor Check (per Section 402.5) Window U- Factor (Design must be lower): 0.480 0.317 Skylight U- Factor Check (per Section 402.5) Skylight U- Factor (Design must be lower): 0.750 0.360 Home Infiltration per Section 402.4.2: PASSES Duct Leakage per Section 403.2.2: PASSES This home MEETS the annual energy cost requirements in accordance with Section 405 of the 2009 International Energy Conservation Code based on a climate zone of 5A. In fact, this home surpasses the requirements by 10.3 %. Name: Josy Taylor Raycroft Signature: Organization: CET Date: October 13, 2010 * Design energy cost is based on the following systems: Heating: Fuel -fired air distribution, 100.0 kBtuh, 95.5 AFUE. Cooling: Air conditioner, 36.0 kBtuh, 14.0 SEER. Water Heating: Conventional, Gas, 0.62 EF. Window -to -Floor Area Ratio: 0.11 Blower door test: Htg: 4.00 Clg: 4.00 ACHSO In accordance with IECC, building inputs, such as setpoints, infiltration rates, and window shading may have been changed prior to calculating annual energy cost. Furthermore, the standard reference design HVAC system efficiencies are set REM /Rate - Residential Energy Analysis and Rating Software v12.85 New York This information does not constitute any warranty of energy cost or savings. © 1985-2010 Architectural Energy Corporation, Boulder, Colorado. ENERGY STAR HOME VERIFICATION SUMMARY Date: October 13, 2010 Rating No.: 7350 Building Name: 79 Olander Rating Org.: CET Owner's Name: Phone No.: 413 586 7350 Property: 79 Olander Drive Rater's Name: Josy Taylor Raycroft Address: Northampton, MA 01060 Rater's No.: Builder's Name: Wright Builders Weather Site: Northampton, MA Rating Type: Based On Plans File Name: 7350 79 Olander VillageHill victorian reverse(plan: Rating Date: 10.13.10 Building Information Conditioned Area (sq ft): 4108 Housing Type: Single- family detached Conditioned Volume (cubic ft): 31664 Foundation Type: Conditioned basement Insulated Shell Area (sq ft): 7769 HERS Index: 56 * * * * *+ Number of Bedrooms: 5 Building Shell Ceiling w /Attic: R44,CE12 ",8 -16 U =0.024 Window /Wall Ratio: 0.18 Vaulted Ceiling: R32,CE,10- 16, +6,C U =0.028 Window Type: U:0.31, SHGC:0.30 Above Grade Walls: R19,CE1,6 -16 U =0.061 Window U- Value: 0.310 Found. Walls (Cond): oasis system 10" R =13.0 Window SHGC: 0.300 Found. Walls (Uncond): None Infiltration: Htg: 4.00 Clg: 4.00 ACHSO Frame Floors: R32,CE1,10 -16 U =0.033 Measured Duct Leakage: 152.00 CFM25 Slab Floors: R1OP,R1OU,24W1 U =0.044 Leakage to Outside: 115.99 CFM Mechanical Systems Heating: Fuel -fired air distribution, 100.0 kBtuh, 95.5 AFUE. Cooling: Air conditioner, 36.0 kBtuh, 14.0 SEER. Water Heating: Conventional, Gas, 0.62 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. • p 30 10 01 :57p DREW POWERS 4133690100 p.3 A -V Entire House d 2392 49142 15222 697 697 Other equip loads 0 0 Equip_ @ 0,92 RSM 14004 Latent cooling 1226 TOTALS 2392 49142 15230 697 697 • • • • • sols'iitk vakres have been rnaa sady overridden Printout certified by ACCA to meet all requirements of Manual J 8th Ed. wrightsatt Right- Suitee Universal 7.1 -23 RSU10010 2019- S:.p-30 12 :04:27 ACCA CaUsers\Orew1Docurnents \Wrightsoft HVAC\village hill Lot 9.rup Cale = MJ3 Orientation = W Page 2 • • Dep :3U 10 01 :57p DREW POWERS 413363fl100 p.2 e POWERS A Lo ad Short Form Job: Date: Sep 30, 2010 HVAC. Entire House By: Drew Powers Project !nforrnatlon , .. _. li For. Village Hill ! KC' ✓e i ?✓Y-c q Lor 9 tvare-ek._ t Al ' Design information Htg Clg Infiltration Outside db ( °F) -5 87 Method Simplified Inside db ( °F) 68 75 Construction quality Tight Design TO ( °F) 73 12 Fireplaces 0 Daily range - M Inside humidity ( %) 50 50 Moisture difference (gr/lb) 48 24 HEATING EQUIPMENT COOLING EQUIPMENT Make Aire -Flo Make Trade Aire -Flo - Trade Model CG95TB060D12B* -"""* Cand GAMA ID 2009025 Coil ARI ref no. Efficiency 95 AFUE Efficiency 0 SEER Heating input 60000 Btuh Sensible cooling 0 Btuh Heating output 57000 Btuh Latent cooling 0 Btuh Temperature rise 75 °F Total cooling 0 Btuh Actual air flow 697 cfm Actual air flow 697 cfm Air flow factor 0.014 cfm /Btuh Air flow factor 0.046 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat Load sensible heat ratio 0.93 ROOM NAME Area Htg Toad Clg Toad Htg AVF Clg AVF (ft (Btuh) (Btuh) (cfm) (cfm) din/kitchen 400 9324 2687 132 123 living 425 7275 2219 103 102 112 bath 42 760 168 11 8 studio 192 4933 1879 70 86 bath 60 1412 858 20 39 mud 120 3139 1126 44 52 master 324 6320 1013 90 46 closet 48 790 103 11 5 m.closet 72 1468 236 21 11 2nd fl bath 80 1927 806 27 37 hall 154 1596 488 23 22 bed 3 140 3202 900 45 41 bed 1 140 2686 1533 38 70 bed 2 195 4310 1205 61 55 Soldlitattc values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 8th Ed. -1-1-1- wrightsoft • Right- Suite® Universal 7.1.23 RSU10010 2010- Sep-30 12 :04:27 ACCIk C :11sers\DrevADocumentslWrightsot HVACYviliage hill Lot 9.rup Calc = MJ8 Orientation = W Page 1 I AIR LEAKAGE REPORT Date: June 01, 2011 Rating No.: 7350 Building Name: 79 Olander Rating Org.: CET Owner's Name: Phone No.: 413 586 7350 Property: 79 Olander Drive Rater's Name: Josy Taylor Raycroft Address: Northampton, MA 01060 Raters No.: Builder's Name: Wright Builders Weather Site: Northampton, MA Rating Type: Confirmed Rating File Name: 7350 79 Olander VillageHill victorian reverse FINP Rating Date: 5/31/11 Blower door test Whole House Infiltration Heating 4 Cooling Natural ACH: 0.20 , 0.15 ACH @ 50 Pascals: 3.02 3.02 CFM @ 25 Pascals 1015 1015 CFM @ 50 Pascals: 1592 1592 Eff. Leakage Area: 87.4 1 87.4 Specific Leakage Area: 0.00022 0.00022 ELA/100 sf shell: 1.03 1.03 Total Duct Leakage to Outside CFM @ 25 Pascals ] 55 ti CFM25 / CFMfan: ' 0.0438 CFM25 / CFA: I 0.0198. CFM per Std 152 35 CFM per Std 152 / CFA: 0.0126 I CFM @ 50 Pascals: 1 86 Eff. Leakage Area: I 4.74 Thermal Efficiency: N/A 1 Ventilation Mechanical: Exhaust Only I. Sensible Recovery Eff. ( %): 0.01 Total Recovery Eff. ( %) 0.0 Rate (cfm): 86 {, Hours /Day: 24.0 i Fan Watts: 1 72.0 Cooling Ventilation: � Natural Ventilation ASHRAE 62.2 - 2007 Ventilation Requirements For this home to comply with ASHRAE Standard 62.2 - 2007 Ventilation and Acceptable Indoor Air Quality in Low -Rise Residential Buildings, a minimum of 73 cfm of mechanical ventilation must be provided continuously, 24 hours per day. Alternatively, an intermittently operating mechanical ventilation system may be used if the ventilation rate is adjusted accordingly. For example, a 145 cfm mechanical ventilation system would need to operate 12 hours per day, as long as the system operates to provide required average ventilation once each hour. REM /Rate - Residential Energy Analysis and Rating Software v12.91 This information does not constitute any warranty of energy cost or savings. © 1985 -2010 Architectural Energy Corporation, Boulder, Colorado. 2009 IECC Certificate 79 Olander Drive, Northampton, MA 01060 ABU!lcflg' ti'tvelOpe3lnScitat1on N F ' Ceiling Flat: R -60, R -40, R -59 Vaulted Ceiling: R -44, R -40 Above Grade Walls: R -19 Foundation Walls: R -31.0, R -0.0 Exposed Floor: R -39, R -40 Slab: R -10.0 Edge, R -10.0 Under Duct: NA Window Bata *ir k `a Y x U- Factor 'a:' SHGC'r' ; Window: 0.300 0.270 Mech 1bal Equip ier�t ,:' n HEAT: Fuel -fired air distribution, Natural gas, 95.5 AFUE. COOL: Air conditioner, Electric, 14.5 SEER. DHW: Conventional, Natural gas, 0.67 EF, 50.0 Gal. Builder or Design Proessiotia! Signature REM/Rate - Residential Energy Analysis and Rating Software v12.91 ENERGY STAR VERSION 2 HOME VERIFICATION SUMMARY Date: June 01, 2011 Rating No.: 7350 Building Name: 79 Olander Rating Org.: CET Owner's Name: Phone No.: 413 586 7350 Property: 79 Olander Drive Raters Name: Josy Taylor Raycroft Address: Northampton, MA 01060 Raters No.: Builder's Name: Wright Builders Weather Site: Northampton, MA Rating Type: Confirmed Rating File Name: 7350 79 Olander VillageHill victorian reverse FINP Rating Date: 5/31/11 Building Information Conditioned Area (sq ft): 2774 Housing Type: Single- family detached Conditioned Volume (cubic ft): 31664 Foundation Type: Conditioned basement Insulated Shell Area (sq ft): 8474 HERS Index: 60 * * * * *+ Number of Bedrooms: 5 Building Shell Ceiling w /Attic: R60,CE16 ",4 -24 U =0.016 Window/Wall Ratio: 0.18 Vaulted Ceiling: R40,LDF1,12- 16 +3.6 U =0.026 Window Type: U:0.30, SHGC:0.27 Above Grade Walls: R19,CE1,6 -16 U =0.061 Window U- Value: 0.300 Found. Walls (Cond): Superior 2 "rigd +R21 R =31.0 Window SHGC: 0.270 Found. Walls (Uncond): None Infiltration: Htg: 1592 Clg: 1592 CFM50 Frame Floors: R39,CE1,12 -24 U =0.027 Measured Duct Leakage: 25.00 CFM25 Slab Floors: R1 OP,R1 OU,24W U =0.044 Leakage to Outside: 35.05 CFM Mechanical Systems Heating: Fuel -fired air distribution, 58.0 kBtuh, 95.5 AFUE. Cooling: Air conditioner, 30.0 kBtuh, 14.5 SEER. Water Heating: Conventional, Gas, 0.67 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 v12.91 This information does not constitute any warranty of energy cost or savings. © 1985-2010 Architectural Energy Corporation, Boulder, Colorado. 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, ar 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: K EPN atharine G. Baker votes to Grant ® v Stephen Gilson votes to Grant JAN 1 Jennifer Dieringer votes to Grant _ JAtv 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. 1 certif that a copy of is 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 Art City Clerk -Ciuy of N.1"v ampton o ATTEST: HAMPSHIRE, t/9it :..: i..�j4 , GISTER MARIANNE L. DONO1:1tJ1i GeoTMS® 2008 Des Lauriers Municipal Solutions, Inc. 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 Federal Street TOWN: ' STATE: ZIP CODE: TOWN: STATE: ZIP CODE: TOWN: STATE: ZIP CODE: NORTHAMPTON MA 01060 BOSTON MA 02110 PHONE NO.: FAX NO.: PHONE NO.: FAX NO,: PHONE NO.: FAX NO.: (413) 586 -8287 (413) 587 -9276 EMAIL ADDRESS: EMAIL ADDRESS: EMAIL ADDRESS: Site Information: STREET NO.: SITE ZONING: VILLAGE HiLL RD PV /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 lots will be created along a newly created street named OlenderDrive. 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 frees 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 Olander 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 • GeOTMSO 2008 Des Lauriers Municipal Solutions, Inc. • HAMPSHIRE HMV M e Dore 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: V 1 DOCUMENT TYPE: (Lit N N C/14S- N NAME REFERENCE: M Dg-P ti , k E WRIGHT ITZILDERS, INC. 036012 DATE INVOICE NO. JOB NO. COMMITMENT NO. AMOUNT DISCOUNT NET AMOUNT 10-18-10 101810_921 08-921 _187,00 00 187 00 CHECK DATE CHECK NO TOTAL GROSS TOTAL DISCOUNT CHECK AMOUNT 10- 19 - 10 - 10 36012 187 00 .00 187 00 WRIGHT BUILDERS, INC. FLORENCE SAVINGS BANK 036012 48 BATES STREET FLORENCE, MA 01062 NORTHAMPTON, MA 01060 53-7168/2118 413-586-8287 Pay: . hundred elahtv-seven dollars and no rents DATE CHECK NO CHECK AMOUNT Ch 1 9 . :1010 36012 Sir******.pris 00 NOT VALID AFTER 90 DAYS (an- OF .WO.R TWO SIGNAT0 • EQUIRED ON CHECKS OVER $5000 OG .** 0 • THORIZED SIGNA URE IVP AUTHORIZED SIGNATURE DETAILS ON BACK CL) 00360 L 211 I: 2 L87 i6E1811: o L 25 00 560E,11. Northampton Fire Dept. Fees Job: Hay / Warren New House - Victorian Village Hill - Morningside (Lot #9) 79 Olander Drive (Map 31C, Lot 020) Northampton, MA 01060 Floor Squ. Ft. x 0.04 Fee Basement 1385 x 0.04 $55.40 1st Floor 1385 x 0.04 $55.40 2nd Floor 1387 x 0.04 $55.48 Garage 516 x 0.04 $20.64 TOTAL: $186.92 Hardwired smoke, CO and heat detectors per Code in new house & garage. Building permit application pkg submitted to the Bldg Dept on 10/20/10. Wright Builders will drop $187 check directly to Asst. Chief Duane Nichols at Northampton Fire Dept on 10/20/10. cc: Louis Hasbrouck, Northampton Building Commissioner Asst. Chief Duane Nichols Prepared by Wright Builders, Inc. - - WRIGHT BUILDERS, INC. 035931 DATE INVOICE NO. JOB NO. COMMITMENT NO. AMOUNT DISCOUNT NET AMOUNT 10-05-10 100510 - ter92108-921. t+1 20O.00 .00 200.00 10-05-10 100510 - wa ter92108-921 .00 150.00 10-05-10 100510-water92108-921 100.00 .00 100.00 frPt /P ) 1 1 0 CA4 1)e_. CHECK DATE CHECK NO. TOTAL GROSS TOTAL DISCOUNT CHECK AMOUNT 10 35931 450.00 .00 450.00 WRIGHT BUILDERS, INC. FLORENCE SAVINGS BANK 035931 48 BATES STREET FLORENCE, MA 01062 53 NORTHAMPTON, MA 01060 413-586-8287 Pajr: **********"*****"******"******Four hundred fifty dollars and no cents DATE CHECK NO. CHECK AMOUNT Oc t-obez 7, 2.070 19 $********450,00 NOT VALID AFTER 90 DAYS CITY OF NORTHAMPTON TWO SIGNATURES REQ . D ON CHECKS OVER $5000 00 _NI! -- AUTHO. : E. SIGNATURE IVP AUTHORIZED SIGNATURE HCLDSO. ii.0 3593Le 1:2LL13716881: o 25 0056060 • 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: 79 Olander Drive, Village Hill Inquiry Made By: Wright Builders 586 -8287 Date of Inquiry: 10 /1 /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 Existing service to in Yes: X No: site. Yes: X No ? Front of Location? Size of Water 8" Material: Ductile Iron Age: 2007 Main: Approximate Static Street Flow Test Conducted: Yes: No: x Pressure: 100 If done attach results Size of Service Connection 1" Copper 3/ Suggested Meter Size: 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 of such in at . n shall be made with the Northampton Water Depaitment with a minimum of 5 we rking days s ificati o. • All ork shal one -•'. • ► orthampton Water Department specifications. /J David W. Sparks, Superintendent of Water Water Entry $200.00 Meter $150,00 Radio $100.00 cc: Ned Huntley, Director cc: Louis Hasbrouck, Building Commissioner Note: If this availability is for a new construction, it must be hand delivered to the Building Inspector. SiikJrkzi min`l'f.rmit,'k: tii::'C Apr :cat:i €..1 _ a` WRIGHT BUILDERS, INC. 035932 DATE INVOICE NO. JOB NO. COMMITMENT NO. AMOUNT DISCOUNT NET AMOUNT 10-05-10 100510sewer9 1 08 -921 500.00 .00 500.00 (2q oc. ��-- CHECK DATE CHECK NO. TOTAL GROSS TOTAL DISCOUNT CHECK AMOUNT 10-07-10 35932 500.00 .00 500.00 WRIGHT BUILDERS, INC. FLORENCE SAVINGS BANK 035932 48 BATES STREET FLORENCE, MA 01062 53 7168/2118 NORTHAMPTON, MA 01060 413 -586 -8287 Pay: * * ** * * * * * * * * * * * ** * ** * **** * * * * * * * * * ** -* '3ve hundred dollars and no cents DATE CHECK NO. CHECK AMOUNT October 7, 2010 35932 $ * * * * * ** *500.00 CITY 7 , ,e� } .7t, ( � 7' NOT VALID AFTER 90 DAYS C 2 Y OF 3JOR3. TI J'.I.0 T4.1 TWO SIGNATUR EQUIRED ON CHECKS OVER $5000.00 THORIZED SIGNA URE AUTHORIZED SIGNATURE . 11' 03593211' 1:2 LEI? L6881: 0 L 25 00560611' • • 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: 79 Olander Drive, Village Hill Inquiry Made By: Wright Builders 586 -8287 Date of Inquiry: 10/1/10 Reason for Hook into City Sewer System Request: Municipal Sewer Main in Front of Location: Yes No Municipal Storm Drain Available: 5'h 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: ?I3 . U 4TH. Note: If this availibilitv 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. 0L 00 John Hall Sewer Department cc: Ned Huntley, Director DPW Louis Hasbrouck, Building Commissioner /.. —f\ .` 1 j a - •. '� r`:ii u .QLL�;cil,i `L_�it _1 ~ } �. �. 271 L7 XISL::S 7 ' 3 "`' r F w D E T M E N T • OF 3I:' ILO LNG li'15c'_ ° °Ci iGNS y ' i r • \-; = SPEC_ 212 Main S�reet. • MunicipaI Building 4a IiJ�_� � OR I' crchamu "tor., Mass. 01060 a Sc Fcctace • Arc uric' l3 (5 a•rt9. -- fi G� , 1 st _?ccr @ , 50 l3 �` r / ).SI • ?icor ? cor @ -3 138'9 � ( fl b. / 0 E f 1/2 ?icon's, Attic, Garage 514 `03_. Deco, P , rc`:es 3‘5 �3 t1 4 F I m 11.E 1 Er !. . . i 15‘P t • t L • . r . I [..-- • { SECTION 8 - CONSTRUCTION SERVICES 8.1 Licensed Construction P Suupe er rvi t� p � p ,Q /y Not Applicable ❑ (� Name of License Holder : � 1' • enter to or Supervisor: bi � l L4 �''�M� P. � ,-, n ' f 7 [ D License Number Address i ' ' - ' I pi 0 PrWA-i% ttll) f•i ?/Yil I I Expiration Date Or yr.ne- GZ` -Ayr30 Sig Telephone 9. Registered Home Improvement C tractor: Not Applicable ❑ WPt 1.11)11(44W /yes P. c...vl,'A -- 61'C'34p Company Name Registration Number Address 0 / Expiration Da _ A A r` Telephone] /,3' Ic "4 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 SECTION 5- DESCRIPTION OF PROPOSED WORK (check all applicable) New House Addition ❑ Replacement Windows Alteration(s) ❑ Roofing ❑ Or Doors l:=I Accessory Bldg. ❑ Demolition ❑ New Signs [O] Decks [El Siding [O] Other [❑] Brief Description of Proposed NsJ C ^ ^^ , r % 4l A ,,,'�� � � / W Work: yl 1 ► � �i 'r^' ` W (1 Alteration of existing bedroom Yes No Adding new bedroom Yes No "v Attached Narrative Renovating unfinished basement Yes No cili {�1 Plans Attached Roll - Sheet ,,// 6a. If New house and or addition to existing housing, complete the following: a. Use of building : One Family x Two Fargily Other b. Number of rooms in each family unit: / ft Number of Bathrooms c. Is there a garage attached? 4 p''s € ' '"► w �3�K_ d. Proposed Square footage of new construction. 1 Dimensions d ' V �"r1 �-' e. Number of stories? a' /p -4 S'r� f. Method of heating? 1-1 ' y�' (( hares1 Woodstoves ot Number of each 1 (/� g. Energy Conservation Compliance. 1-G Masscheck Energy Compliance form attached? tie h. Type of construction W i. Is construction within 100 ft. of wetlands? Yes No. Is construction within 100 yr. floodplain Yes >eNo j. Depth of basement or cellar floor below finished grade g 1 I + wt- MU- k. Will building conform to the Building and Zoning regulations? Y Yes No . 211r I. Septic Tank City Sewer >( Private well City water Supply ><°. - t44,%f E ss 4 "' j>µV 6-f' , . Oet%J SECTION 7a - OWNER AUTHORIZATION - TO BE COMPLETED WHEN A,r lbw "-'A& . OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT f�� I, W P`0 ls iv ((4 / (14 Apr- tie l. , as Owner of the subject property /' w /�,.�,,.,� �Q� D hereby authorize V� PI le �I t; f� )1 N2 to act on, my behalf, in all matters relative to work author' ed by this building permit application. / e a Signature of Date 1, M J A i t a , as Owne ' u onzed gent ereby declare that the statements and information on the foregoing application are true and accurate, to the best o m now edge an..elief. Signed under the pains and penalties of perjury. / o fp P. Lug Ir Print Name /' / Signa ure o' Owner /Agent Date e uz cit. A-ti a A.,p ovvt. e e `fop pe.fiel it e-) d,J 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 fille• ' .y Building Departm Lot Size Frontage Setbacks Front Side L: R:. L: R: Rear Building Height Bldg. Square Footage Open Space Footage (Lot area minus bldg & pave. parking) # of Parkin: `•aces Fi olume & Location) A. Has a Special Permit /Variance /Finding ever been issued for /on the site? NO 0 DONT KNOW 0 YES X ee 1 �b e- �7�/V IF YES, date issued: COO? � 2- s t � 'j IF YES: Was the permit recorded at the Registry of Deeds? Pett l e NO Q DONT KNOW Q YES IF YES: enter Book oil 3c7 4 Page, ... 01 and /or Document # 660 0 B. Does the site contain a brook, body of water or wetlands? NO DONT KNOW Q YES Q IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained Q Obtained Q , Date Issued: C. Do any signs exist on the property? YES Q NO i►'� IF YES, describe size, type and location: D. Are there any proposed changes to or additions of signs intended for the property ? YES tQ NO IF YES, describe size, type and location: E. Will the construction activity disturb (cle ing, 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. IV Srb mil '4JAI nit P t -0 ii we ,ter0 Is -uev -Pte.- Aix, V i P I u- h'u- Q FA ( P-T)% - P t - s PPP � ' 1 ° , .h ' c - fir r 51 O►' $ tr 1 PP tr 01 e r-PH# 4-5('elNi C AP ,a..Ni> - f - )evl V -1�1 erg. a office r t Department use only City of Northampton status of Perrriif: P Building Department G rlr P 212 Ma Street Sewerl5epticAvailability Room 100 OCT 2 C w2 Owen Availabitity N orthampton, MA 01060 T wo Sets of Structural Plans phone 413- 587 -1240 Fax 413- 587. 1272 PIoU Pla OtherSpe APPLICATION TO CONSTRUCT, ALT REPAIR, RENOVATE O DEMOLISH A ONE OR TWO FAMIL DWELLING SECTION 1 SITErINFORMATION � � 1 , M b i� This ( ib� ! Y C �. t 1.1 Property Address: This section to be'completed by (7 Q 0�, 'I1(� p . A� Map Lot tJnit /V b ` TA-A-44 r� ► M Zone Overlay District M 0 31c- ) ✓U � 0 Elm St. District CB District SECTION 2 - 'PROPERTY OWNERSH /AUTHO AGENT 2.1 Owner o Record: M �►' i �P�-p� 11/144'1C.. 1, w ,, ` F8 sr.� /�o r rod Name (print) Current elephone Mailing Address: / 6"-g' T b Signature 2.2 Authorized Agent: lN� vb /Th( P• ( . �c� '�- `f8 1M ' S V / I r4 e-a-c-I Name (Print C ur r ent Mailing Address r Signature Telephone AIN SECTION 3 - ESTIMATED CONSTRUCTION COSTS Item Estimated Cost (Dollars) to be Official Use Only completed by permit applicant 1. Building / { 1 / g9t �. (a) Building Permit Fee 2. Electrical Q ' ! Q • (b) Estimated Total Cost ) f al C i ` 3 6 Construction from 6 3. Plumbing I � � • Building Permit Fee 4. Mechanical (HVAC) q �3 � . _. 5. Fire Protection l -^� 6. Total= (1 +2 +3 + + 5) � a'� - b3 Check Number ��� / t,/, d ° — This Section For Off Use Only Building Permit Number: Date Issued: Signature: Building Commi /Inspector of Buildings Date .r File # BP- 2011 -0355 ftA° APPLICANT /CONTACT PERSON WRIGHT BUILDERS ; b ' ADDRESS/PHONE 48 Bates St NORTHAMPTON (413) 586 -8287 (116) PROPERTY LOCATION 79 OLANDER DR fo 0 i MAP 31C PARCEL 020 001 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 3d C! Fee Paid •J(o Tvpeof 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 42 ell c INF ATION PRESENTED: Approved Additional permits required (see below) � /' PLANNING BOARD PERMIT REQUIRED UNDER: §y 4.4)(2c- � Intermediate Project: Site Plan AND /OR Special Permit With Site P an Major Project: Site Plan AND /OR Special Permit With Site Plan -IN '' la j 1J ZONING BOARD PERMIT REQUIRED UNDER: V `t'� Q § 5y$ QC 5 � Finding Special Permit Variance* ' ,, l Received & Recorded at Registry of Deeds Proof Enclosed R� Other Permits Required: ID(G\ �G Curb Cut from DPW Water Availability Sewer Availability 5c. ` " Septic Approval Board of Health Well Water Potability Board of Health c 2 Permit from Conservation Commission Permit from CB Architecture Committee � .e-C \ � Permit from Elm Street Commission Permit DPW Storm Water Management • it' • • Delay 44Pk /16 7-/a Sig attire of Building Official Date Note: Issuance of a Zoning permit does not relieve a applicant's burden to comply with all zoning requirements and obtain all required permits from Board of Health, Conservation Commission, Department of public works and other applicable permit granting authorities. * Variances are granted only to those applicants who meet the strict standards of MGL 40A. Contact Office of Planning & Development for more information. 3/C- - a0 Wright Builders, In 1\QUU LtjJ[1mL =J 48 Bates Street RECEIV Northampton, Ma 010; 0 Date 6/2/2011 1Job No. 08 -921 JUN —,� 2011 Attention: (413) 586 -8287 Re: Hay /Warren Residence Fax (413) 587 -927. 79 Olander Dr Northampton, MA To: Chuck Miller Assistant Bldg Commissioner Northampton Bldg Dept We are Sending You Attached r Under Separate Cover via The Following Items: • Shop Drawings r Prints E Plans r Samples fl Specifications ✓ Copy of Letter r Change Order Copies Date No. Description 1 6/1/11 Energy Star Version Home 2 Verification Summary 1 6/1/11 2009 IECC Certificate 1 6/1/11 Air Leakage Report These are Transmitted as checked below: For approval r Approved as submitted r Resubmit copies for approval P For your use r Approved as noted r Submit copies for distribution • As Requested r Returned for corrections r Return corrected prints E For review and comment r FOR BIDS DUE r PRINTS RETURNED AFTER LOAN TO US Remarks Copy to File Signed: Linda Gaudreau . The Commonwealth of Massachusetts k , ,, - t, ri , City p Ci of Northampton , „ Certif. f.icate f Occupancy In accordance with 780 CMR, Section 120.0 (The Seventh Edition of the Massachusetts State Building Code with 2009 IECC) this Certificate of Occupancy is issued to the premise or structure or part thereof as herein identified. Identify Name of Building of Space Within, Building Owner, or Permit Holder 1 Certificate No. Issued to Wright Builders BP- 2011 -0355 Identify property address including street number, name, city or town and county I Located at 79 Olander Drive Northampton, Hampshire, Massachusetts Use Group Classification(s) Single Family Residential This Certificate of Occupancy is hereby issued by the undersigned to certify that the premise, structure or portion thereof as herein specified has been inspected for general fire and life safety features. This certificate shall allow for the use as herein described and in conformance with any and all conditions as identified below. It shall be posted m a conspicuous place within the space as directed by the undersigned. Failure to post the certificate, failure to comply with conditions or, tampering with the contents of the certificate is strictly prohibited. Conditions of Use Single Family Home - Safety and Structural Systems must be maintained. "NM Name of Municipal Charles Miller Date of Final Map /Plot: Building Official Inspection 06/02/11 Signature of Municipal ' / Date of 31G 020 Building Official �� Issuance 06/02/11 5/77 g12.4q ClJ 72"ellit‘i‘j *WiW11)4' /4t) dz. /e74 ?ti c! e3 €tX 1 D b,1).. e. ULkif 1,,,,,gcr-4 ri ` 6Q 9 r E d ie - f 7y Ple 6 iv c; /1„ Fel/ Y eei eiVellyrf"k-6 oftf etec flee/ *Cfr's rmetw //tiff Mo 1 4// ok i) -/(CN4 79 OLANDER DR BP- 2011 -0355 GIS #: COMMONWEALTH OF MASSACHUSETTS Map:Block: 31C - 020 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 -0355 Project # JS- 2011 - 000593 Est. Cost: $223633.00 Fee: $1562.00 PERMISSION IS HEREBY GRANTED TO: Const. Class: Contractor: License: Use Group: WRIGHT BUILDERS 16370 Lot Size(sq. ft.): 6795.36 Owner: WRIGHT BUILDERS Zoning: PV(100) / /SG a /SG b Applicant: WRIGHT BUILDERS AT: 79 OLANDER DR Applicant Address: Phone: Insurance: 48 Bates St (413) 586 -8287 (116) Workers Compensation NORTHAMPTONMA01060 ISSUED ON:10/27/2010 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: ervice: • 'V Meter: Footings: Rough r j N Rough: a / ilif f" House # Foundation: Driveway Final: Final: — ,l n 1 r Final: g:23.4/,' fldeX**916-Affrk Argun v usrl Rough Frame: Gas: Fire Department Fireplace /Chimney: Rough: 4/4P.ELI: Insulation: fd e 6/ - 11-11 C4 Final: l _ '+ ! 6 Smoke �`�S`I I Final: g.-17— .�y THIS PERMIT MAY BE REVOKED BY THE CIT,. OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AND REG , ), �:` + � /�' Itw / ii�t►01+KV Certificate of Occupant Signature: FeeType: Date id: Amo t: Building 10/27/2010 0:00:00 $1562.00 212 Main Street, Phone (413) 587 -1240, Fax: (413) 587 -1272 Louis Hasbrouck — Building Commissioner Nli t . I r ) - -- _— - -- -- 0 TO1GE 1 -o- HUS26*. O o HUS26 r 0 0 N o HUS26 i t 0 r i „,- W —I o P - a �- o,ofnon,o6o :II " O ;.. .O 0.. '. �aoo annaa+noo _ 0 o N N O N nono nooaooco o+ Ponaaoeraonn t m NUS2 lonou000nonnaono J , 0 MPlor1_1PIU noo 0 nlola000loaonoo 0 �� II HUS216 N ov n +lace oaeac no+arnaoaaoao _ [ p , 4 HUS26 t o 0 I r W I o I I I Io ' IN 1 0 1 111 -4: 2 -0-0 :1 -&-4 2-0-0 i 2-0-0 I o t o _- N .o ' 'U IP O iI 00 O' N 0 ", I N 0 � l , 0 Crla , N O O Fs • T0 1GE I A L1 1 t ) � _ 0-0-9 0 L...........4 I /0j ,,,,, 1--- (C)i ( -,___-- D g,, [::: A I THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual building components to be It is the responsiblility of the General Contractor /Superintendent to verify that the provided thus layout shall match the final intended construction pans, loading conditions, and use. corporated into the building design at the specification of the building designer. See individual design sheets for each If they do not, H is the responsibblity of the General Contractor/ Superintendent to provide prints /plans containing the latest specifications and designs. Universal Forest Products will Truss design identified on the placement drawing The building designer is responsible for temporary and permanent bracing not be responsible for print/plan changes by others after final approval ofshop drawings, nor will they be responsible for errors or modifications made on -site during construction. of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, DO NOT CUT, NOTCH, DRILL, OR OTHERWISE "REPAIR" MANUFACTURED TRUSSES IN ANY WAY WITHOUT PRIOR WRITTEN AUTHORIZATION BY LICENSED walls, and columns is the responsibility of the building designer. For general guidance regarding bracing. consult "Bracing of PROFESSIONAL DESIGNATED BY UFP. IMP WILL NOT BE HELD RESPONSIBLE FOR ANY MODIFICATIONS OR "CHARGE BACKS" DONE WITHOUT PRIOR WRITTEN wood trusses" available from the Truss Plate Institute. 583 D'Onifno Drive Madison. WI 53179 AUTHORIZATION FROM UFP. I f R.K. Miles REV * DESCRIPTION DATE. + 2a west St Roof Truss Piece , Placement Plan G _ ,i -� H atfleld,MA Victorian Main Roof Reversed I `' ,` 's +. A .IF1 {'l,r � t t.11. ' „�: t; j g ; M - -_ -_.. r ,Ma -- -__ - -_ m NOrthamptnn "m..... s. t - - Mr saes arno�r _� ,. _._. _._ Andy Clogston l Chris Schuh 1/4 : 1' „," 06/04/08 .:7, 3r„Y, TJR �. >. 1 O of CD '. G " I / ; ° V o /�� I l .) n 1 O C0 TI ,� O 0 = I O Q __p - p T. I c ; (/) CD S I fA < f1) - o _ — I I n Q O I s C M 3 CD • > y_ - I v 3-0-0 3-0-0 26-0-0 24-0-0 0 w I o o I 0 11 H is' I - -X o I F24 (11 ) - _ -- i I 0 0 N iI !CO I i I 1 T 0 A P O O o , 1 -0 -0 2 -0 -0 -0 12 -0 -0 -0 -0 2. - 0 -0 -0 1 2 -0 -0 - - 0 2-0-04, 2 -0 -0 -0-0 1 4 m NJ A A F . 84 ._ -1. O N 0 II I I , O W 0 ■ 3-0-0 I 3 -0 -0 4-0-0 2 6 0 1 19 -6 -0 , O) 0 0 1 , II 24 -5 -8 r __.._ _ -- - -- - -. . _ . _ .... 1 SH DRAViNG S NSCaI.. THIS LrvYOUT IS THE SOLE ROODEE FOR r ARRICATICA OR TRUSSES AND HOLDS AL PREVIOUS ARCHITEETURAL OR OTHER TRUSS LAYOUTS REVIEW AND APPROVAL OF THIS IAYOU T MUST BE RECEIVED BEFORE AND TRUSSES WILL BE EVILS VERIFf ALL CONDITIONS TO INSURE AGAINST CHANGES SHAT WILL RESULT IN EXTRA CHARGES TO YOU For Submittal 10/4/10 THIS IS A TRUSS PLACEMENT DIAGRAM ONLY These trusses are designed as individual boiling components to be It is the responsibblify of the General Contractor /Superintendent to verify that the provided truss layout shall match the final intended construction plans, loading conditions, and use incorporated into the building design at the specification of the building designer. See individual design sheets for each If they do not, It is the responsiblility of the General Contractor /Superintendent to provide prints/plans containing the latest specifications and designs. Universal Forest Products will tuss design identified on the placement drawing. The building designer is responsible for temporary and permanent bracing not be responsible for print/plan changes by others after final approval ofshop drawings, nor will they be responsible for errors or mod/ficafions made on-site during construction. of the roof and floor system and for the overall structure. The design of the truss support structure including headers beams, DO NOT CUT, NOTCH, DRILL, OR OTHERWISE " REPAIR" MANUFACTURED TRUSSES IN ANY WAY YMTHOUT PRIOR WRITTEN AUTHORIZATION BY A LICENSED walls and columns is the responsibility of the bulldog designer. For general guidance regarding bracing, consult "Bracing of PROFESSIONAL DESIGNATED BYUfP. UFP WILL NOT BE HELD RESPONSIBLE FOR ANY MODIFICATIONS OR " CHARGE BACKS" DONE WITHOUT PRIOR WRITTEN wood trusses" available from the Truss Plate Institute, 583 D'Onifrio Drove; Madison, All 53179. AUTHORIZATION FROM UFP. I -,enn RK Miles - Hatfield REVS DESCRIPTION DATE 24 West St. Victorian Reversed - Hay Warren Rev 2 Destephon , owe Village ■ L e c e T, LC Hatfield, MA . 'RE In ,I :341' o , - - -- -- Mor - inngside Lot 79 Olander Dr l °n 'nil r -t t -�, rl {, _ (413) 247-8314 Northampton, MA _ -- R 5 m r Contact' -- + e anec. TNeynone _ , : (�.s it � ?. `�� 1 I i €.�. e.lf;/ �,.r7JI? /.tS I ?� Andy aogston Chns Schultz Rev 6 NTS 10/04/10 raven By Ben Trafford ' _, °° 10082214 Rev I f, IV ` - 1 A � G ‘,, ' 1 O. = � .2 .vv a ; � , - o ! , , ,, O - Cm -, i z ' - -1 0 • �" z � � _ • o - < n rn 3 (n , rn CD 0_ „ M I I r , q. ill II , 0 , I � cam Z > \ .;; LA, ' , 3-0-0 - 3 -- 0 26 0 0 - 24 -0 -0 i .�i -- i t -__ __ - -__ - -- - -_ 71 v : J� i, W O W La W W ca I O Co y O , F14 (5 )I ----,- F15(5� - 1 1 _ , 1W p 1 R. 0 1 1-41 0.1014 1 111 -4 -0 0 �1�10 _ (2 -0 0 2 -0-0 2 0 _2-0-Q t_ 9� 2 1 2 - 9 $� - 0 - 02 - 0 - 0,1 - 8 - 4 > I 1 I 1 U 0 I. O mI 1 co I • m ci Y ' ' 8f p L1 -_.__ - -_ _. ... - I } W 9-6-0 9-5-0 ” W r 9) m I° 0 _, _ F20 (3) - F21 ( * I A O o ° CD 10 1 A - -- _ o o 2 -0-o o zoo = o o z 0-0 1 oOI�oQ�1o�o0 20- ��2 -00� �? � �1aa 1. t A A a Da 0 O ., I - - -- - _. - -(O. - co > N m of ._. o (.0 w -- - - -. - -- -_ -. _. - 2i I� I I j 3-0-0 3 -0 0 4-0-0 2-6-0 19 -6 -0 I I I I� to I 1 t/ -t � _ I 24 -5 -8 stior D74AVVVNG APPRUJRI 1/11,1' vAYC'UT THE :Fa E 3O: 77:77E FOR FABRIyAiIO;! OF TRU SSES AND VCADS AI i PR EV t0! iS ARCH ITEC TUAAL OR '✓TH FR TR!J,S A OUT6. RE` /IA AND AAPROVAi. F AA P= LAYOUT MOST BE RECHVED BEFORE ANY T RHOSES WILL BE AUILT. ERA ALL CONDiTIOAS TO AGAN.ST , ,HRIB;F::: THAT pV1LI RF,SUL 7 IN EXTRA CHARGE'S TO YOU. For Submittal 10 /4/10 THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual bulling components to be It is the responslbNUfy of the General Contractor/Superintendent to verify that the providetl truss layout shall match the final intended construction plans, loading conditions, and use tr corporated into the building design at the specification of building designer. See individual design sheets for each If they do no{ It is the responsiblillty of the General Contr actor /Superintendent to provide prints/plans confaMing the latest specifications and designs. Universal Forest Products will uss design identified on the placement drawing. The building designer is responsible for temporary and permanent bracing not be responstbie forprint/plan charges by others alter final approval ofshop drawings, nor will they be responsible for errors or modNlcations made on•site during construction. of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, DO NOT CUT, NOTCH, DRILL, OR OTHERWISE "REPAIR" MANUFACTURED TRUSSES IN ANY WAY WITHOUT PRIOR WRITTEN AUTHORIZATION BYA LICENSED walls. and columns is the responsibility of the building designer . For general guidance regarding bracing, consult 'Bracing of PROFESSIONAL DESIGNATED BY UFP. UFP WI LL NOT BE HELD RESPONSIBLE FOR ANY MODIFICATIONS OR "CHARGE BACKS" DONE WITHOUT PRIOR WRITTEN wood trusses" available from the Truss Plate Institute, 583 D'Onifno Drive; Madison, WI 53179. AUTHORIZATION FROM UFP. I I , 411 RK Miles - Hatfield REV ii DESCRIPTION DATE 1 ., a 24 West St. Victorian Reversed Ha Warren Description 1 Date 1 n Ttl norc r� n n _..... -.. ... - -_ -_. _. - _. FP eiCrto 8 L Hatfield, MA - m1 Village ogsltle 79 Olander a Rev3 y (413) 247 -8314 Northampton. MA R evs , t ! rill „`, or i ' / I I' ' C oe,e , �r� - - -- ,,. - - -- Telpher. _-_ _� -- - -- - -- -- - .. m 3 (>8`_�tit S / f ,f?a..%(ii Andy Gogston , ar Chris Schultz „„, Rev B NTS 10/04/10 �° �y Ben Trafford ° ° " 10082214 Rev % 1 O m s m :) ,,,-=.-=1,r � l , 4 , \-r I l lV • _. 1 I _ I -".% O _ \,,r,, V J V X 1 / I T ill • CD j n n — , y cp C I ,r I IJ � ,; f ter , v ; , 1 ■ v I v ' • y , = >. 3 -0 -0 ,1 3 -0 -0 1 2 6 -0 24 -0 -0 I Co - -- -- -__ -_- 1 1 - - - 73 _ -_ ___ ._ 71 , - O O O 0 0 O w ' w 71 -1 W W A CSI c0 co % 8 { O O o 11 N N 16 o F06(5 - I I 1 0 Io I - -Q 2-2-Q -- ; - 0+10,4 '1 -9 -8 4 2-0-0 k 2 0 0 01912 2�4?_ Q - -r -- - - -- - 1 -8 2-0-0 r ' 1 -3 4 2-0-0 ,__-, 2 w o - o o L 0 ' - t - - -- _ - - -� Cr. o I 9 -6 -0 "' 8 -11 -0 1 1 f y EBO —‘ 1 I , 7,.' F05 F05 (. )j A 3 o F10(4� K' c- 6 -4 11100 200 200 1 1 -Q 0 - 2 0 -Q 2 0 0 2 0 0 2-0 -0 1 - - 121 �OQaOQ � '1'' 1 1 0 • 1 I m 6 lI I 0 1 = 9 = 8 2 -0 -0 0 I � 2 I 0 2-4-4 c 0..1014 2-0-0 2-0-0 2 -0 -0 2-0-Q 2 - 0 - 0 1 2-0 _2-0-0 2-0-Q I 0-Q ■ _, N L 1 , ILs 9 W I F 1 C 6 ) 0 4L- L -.__- _ -_... .. � Y__ 3 -0 -0 3 -0 -0 1 4 -0 -0 1 2 -6 0 1 9 - 8 24 -5 -8 4. 3H ,, t,RA „MN'G APPRO', Al_ 1 ; LAYOLI "TA A F BiTIRAF FOR TERRA ATF :' 4.1 =)F TRI:TATEE Af ,C D_ A.LL RE4 ECHTRAI OR nai THFR iRtA; (IIJTS Rf VIE AN .1_ APP RCVAL OF ' -,HIS LA YOUT MUST BE RECENFTE BEFORE AN F I RVSSESWilt. BE BUILT ✓E.R FY 'ALL EONCIHOIIS TO IN,^.IJ RE AGAINE , NGES ',HAT WTI EC ELL T Ai ETITPA FHTEF.BLE TO vE For Submittal 10/4110 THIS IS A TRUSS PLACEMENT DIAGRAM ONLY These trusses are designed as individual building components to be It Is the responsibalfty of the General Contractor /Superintendent to veriy that the provided truss layout shall match the final intended construction plans, loading conditions, and use incorporated into the building design at the specification of the building designer. See individual design sheets for each If they do not, it is the responslbMity of the General Contractor/Superintendent to pmvlde priMs/plans containing the latest specifications and designs. Universal Forest Products will truss design identified on the placement drawing. The bulling designer is responsible for temporary and permanent bracing not be responsible for print/plan charges by others after final approval ofshop drawings, nor will they be responsible for errors or modifications made oresite during construction. of the roof and floor system and for the overall structure. The design of the truss support structure Including headers, beams, DO NOT CUT, NOTCH, DRILL, OR OTHERWISE ” REPAIR" MANUFACTURED TRUSSES IN ANY WAY ITHOUT PRIOR WRITTEN AUTHORIZATION BY A LICENSED walls, and columns is the responsibility of the building designer. Fm general guidance regarding bracing. consuh "Bracing of PROFESSIONAL DESIGNATED BY UFP. UFP WILL NOT BE HELD RESPONSIBLE FOR ANY MODIFICATIONS OR "CHARGE BACKS" DONE WITHOUT PRIOR WRITTEN wood trusses" available from the Truss Plate Institute, 583 D'Onifno Drive: Madison, WI 53179. AUTHORIZATION FROM UFP. N ' 1'a RK Miles - Hatfield REVS! DESCRIPTION DATE 24 West St. Victorian Reversed - Hay - Warren R 2 Description I Date I b U FP ' 9di Half ield,MA a"" R s g c � �� Northampton, North A9 01ander a 5 ■ - -- _ g 7413)247-8314 . L «t`4t 1] 1fi /' _ / ' ) 1'1i_ Itt, E,, ( I Jt / It tit "a, e.e�m. �z R e m -, - : k _, - , .a1z NTS � 10/04/10 °y °By Ben Trafford f °''" 10082214 Re Rev 6 ■ fi - 1 INTERSECTING WALLS - Overdiq Procedure Stairwell Header Procedure (Builder Guideline Booklet - Pg. 12, Fig. 3) (Builder Guideline Booklet - Pg. 36, Fig. 28 & 29) • When a wall such as a garage wall or crawl space • Use details below for stairwell openings which . wall intersects the basement wall and rests on a are within 8 feet of basement walls. precast ledge, the overdig must not exceed 5-0". • • The opening should not exceed 9' -6" in length. If t a larger opening is required consult an engineer ' or your Superior Walls supplier. I 1 .• 1� 1 • Use construction adhesive between the sill plate I I 11 and top bond beam of the Superior Wall. • Build the support beam (2 x 10 sill plate and two 2 x 8's) 2-0" past each end of the opening e l (2x4) Every Z - 0^ O.C. without splices (see details below). (2x4) Every 2 - 0" O.C. Intersecting / Plywood Sub Floc •Use 1/2" bolts in every hole; 2-0" OC through Plywood Sub Floor Superior Wall l "---- the bond beam. Solid Blocking Solid Blocking Rim Joist II maximum 5.0 • 2 - (as) Beam • Floor Joist Beyond to Arm Bearing l (2 10) slll Plate 1��� �% '% ?%1 1— Aar 11 / Bond Beam 11 •• l �i di 1 � 1 1 SIII Plate Boll 1 ir. ". AAi t ► i e I Sill Plate Gott Sill Plate Bolt Bond Beam EU 11 , I =11 =11= � 2x4) Nailed Through Floor Joists Beyond _ = =11 JIi11 =11= 1 =n I 2 - (2x8) Beer Subfloor at Solid Block —11 = 11 - 11 II = ' 11 11 i (2x101 Sill P f ril II— =1 =1 -1 I= I =I 11 I ' =I -1 =I 1=i i II H=o I1 =11 ' 1 gar = 1� I —I= 51= 1 = It — 1 1 1I =11 1 11 I 1 71 1 �, Bond Beam I I I — I — nr.1= F I 1 =11 11 11 =11 II 11-11 It FR. Membrane =I — VAIN � nu n�n u nn= nn 11 -11 11 =1 – n � I / I I —Ik1= ' 1 - 1 -IL n ir ur r uiu– Virgin Sol 1 0 11 11 =11 11 =11 =11 II 1 =11 `�n.–IL–II II 11 -11 11 -11 111 1=-1 1 =1 -1 1 1 =1 III 1 =11– 1 1= � =1 11- 1 =11 -1– — 11 - 11 11 =1 - 11 - 11 — 1= = L = 1 I I I ' I J ( = 1 1 FIII I I 11 =11— 11 =11 =11_ 1f—n� / %� 11 -T =1 11 =T =1 I IFS I 1 11 =T�1 I�l� i 1 1 / r '1 —II— — =1— III 1 = I - - I =I =11- / lit TI-- I IL-11 1 � 1 I 11 111 —II=11 1 1411 =11 -1 1 I II II 1 = "' INTERSECTING WALLS - Excessive Overdiq Procedure a 3" (Builder Guideline Booklet - Pg. 13. Fig. 4) T • When an overdig is more than 5' -0", an ° _ ° c m - E intermediate support column is required unless - 5 • x project- specific engineering is provided. E. o g F • 5 o 3 I 4 E - = E m 3 m 2 m E' w m v --77 w Intersecting i ° % Superior Wall t, Superior Walls ame Nelsen Yallefl 10' -0' Maximum Overdig Span wlWith one saw ppor ° - 68 AVENUE Maximum s' - 0' S -0' Mazinum POUGHKEEPSI KEEPSIE, NY 12601 to Firm BeaM1q (845)485 -4033 Fax:(845)485 -2501 H .. 11=1 = / ry E -mail: info @swhv.com Website: www.swhv.com ,.:. :...: _. :.......: _ po ° I / I BUILDER: WRIGHT BUILDERS ' 11 — II =11 I- 11 =11 -11 II 1-111 L=1—=11 ( 48 Bates Street 11 – 11 1 I Concrete 11P 1 11 =11 II / N orthampton, MA 01060 —11 =1 —11— II —l. —IJ —I 11- 11- 1— II -11= i1 -1T I TI 11 1 I ° Joi Parallel Joists Perpendicular I I I III — I I I 11 =11I— (Fig. 28) (Fig. 29) PROJECT: L II II �I II 1I _ 1. LOT #9 'M �� ll t�ll l _ 1 = 11= 111 = 11–I I 11 =111= • c•••• Pad sIza 44 Finer Membrane I �11T1�1 I 11 11 a 1 1 -11 Based on �a HAY / WARREN RESIDENCE II I"I -11 i T -1 11 11 -11 Village Hill 'ii6 1I 1 = 11 -111 rr 11 �I -11I –I TI " " `z – r-547 •..:: ZYM: • I 1 –III –III II I III –II –III I •!•••••!••••'•••••!•• ��'� Northampton, MA I I I 11 I I T I I III �"-m u u- .nryn - r u elo sor� T1 1 =0 I 11 11 = II 11 II Ti II II II-n 11 II 11 II III = 11"11 II n II I� al i V=11=1=1-111= III Ildll I I I 11=11= 'Ill DATE: REVISED: III II R 1 II II It II A=1 II –I III II II I I 11 -- n =n i= _ _ —� —il n11 -n inn'- ���� =l =n =n n =n =i 1 =� t �j� 09-27-10 10 -12 -10 11=1 = j1 I 111 111-11 X11 =1 –III 11 =11-11 E3 I =1 -111 1 1 1 =11 -11= = 111 -1 1 =11 T ' I I – 1 - 11 III II II– aI— H11-1I I–III I II –II=I' 1 –EI ,Il r = r iv � � –III_ 1 ii 11 11 . 1 ,, – ,T�IT_III_L ll -,– J ����rr���� { . Yid . DRAWN BY: SCALE: PDA None .re-, I PROJECT NO.: SHEET NO.: q16382 5 of 5 SUPERIOR WALLS PRECAST SYSTEM Floor Connection: Joists Perpendicular to Superior Walls Floor Connection: Joists Perpendicular to Superior Walls Modular Connection < ONS RUC no ACCORDING ro NATIONALLY RHCO(:NIZBO STANDARDS (Builder Guideline Booklet - Pg. 26, Fig. 16) (Builder Guideline Booklet - Pg. 27, Fig. 17) (Builder Guideline Booklet - Pg. 33, Fig. 25) I Framing Strap Requirements (Table 5) • Construction adhesive is recommended between Toe Nall Each Joist \ Framing strap. the top bond beam and the sill plate. Backfifl Height Framing Strap Spadng I I 1 Ii 1 According 2 - 16d Nails p •Use SWA modular straps where it is difficult to nail p - il�i l ll According to ad rg Ce /� ` 12 - /2 • " � Bd xQ 5241' oist to the Sill P late t 9'6" 3T O.C. t t t ��� • �O.C. ) T6• - I • 6• BRACE LID BLOLKIN[i 1 �' • The ramng rap es eween e anjosan sill plate and is fastened with 1 -lira" galvanized 46^ oC nails provided. Use 1 nail i every hole of the Treated sip Plate Framing Strap. Nail the Framing Strap to sill plate (6) - 10d Naps Through before setting the structure. Plywooa Into said Blocking ommendafbns E PLUG AD NG noo PSI FIBROUS CONCRETE WATERTIGHT CONCRETE FACE �j • I N BOOK) REQUIRED Iiii ' ! - 1 •1J 1 -1_ i (REF. INSPECTOR TI t ! � 1 ' 40 F. TER / WATER/CEMENT RATIO Framing Strap - I (REF. act AC1 318. TABLE E 4.22) t Tented S Plate BACKFILL I • TUD SPACING 24• CENTERS . T Bond Beam _ GAY!, TX zl y' IL- 1I —II II 1 I -1 I LL THICRNE5 -1a );10 ' Framing Strap WALL HEIGHT 4'- 11= II I \� I. =.IL- II -II= 11= II —II -1 i to or N I I— II- II -II2: Diane 4" PERFORATED PIPE TO Floor Connection: Joists Parallel to Superior Walls Floor Connection: Joists Parallel to Superior Walls II— II — II —I OP pN: (Builder Guideline Booklet - Pg. 28, Fig. 18) (Builder Guideline Booklet - Pg. 29, Fig. 19) I =II- II -II = ' FILTER MEMBRANE PIPE p451DE OR OUTSIDE OPTION . 11#1r# 11=1 WILL IMPROVE DRAINAGE , '""ENT St.O Fastening Schedule (Table 4) Nap (2.6) End Wan Brace II � 11 11- . �Sm '- h may[,( 7:r (.0 'ti B' MINIMUM OF (6) - loci Nils Through ( End 58CLrely Into the Sill Plate l ,,I A - 112' CLF1w Sill Plate Brace 8 Block Number of Solid Minimum Distance a (Minimum 5- rod Nails) - E? ? • - �I �`'' '" ' ' ' '`' "" c usHED SroNE Backfill Heig Plywood into Sobel Blocking Wei Brace Bolti Spacing Blocks Required of Blocking Daylight Basement / Above Grade Walls (Frost Areas) ' II- 1L- 11 .- 1t- - tI- 11- - OR - - 1 111L- 1- 11 - 1 -1 VIRGIN SOIL Framing Strap May Be Required Crushed Stone Trench Footing : APply Construction Adheshy to Top 24 O.C. 3 for Joists over Surface of Blocking for Fleshed for Modular Connections ./.. 5' -0 Modular Flops. (1) 1/2' Bolt 10" High I B 12 from the 2 for Joists under 4,0" t I 00. 1/2 - x5 4 O.C. . (1) 1/ O.C. 2 24" " , -0" Bon Q 24 2" Bolt interior of each 10" High d� I use 1 Nap In G1 Hde • Must be in virgin soil. (Bottom and both sides.) corner „.. <1 S O i,�� of the timini g Ea strap 0' - TT-6" 46" O.C. 1 z'-o^ `Sa° • Provide an outlet 4" pipe) to daylight or to a sum it Beam Bearing / Holdown with pump. (Do NOT place a continuous pipe in the Simpson (1) 1/2* Oz 1, ( PP) sump , ��I` • 0 " c m do s trench due to the possibility of pipe crushing which 5 !Wail per manufacturer recommendations Bache «Patio MMknum a«a Oa ( could cause watt settlement) Per T \\., 1 constlwmn As Required (6) - 10d Nulls Through 1n 1/4' a• Plywood Into Said Blocking Q ��� / •Trench must extend below local frost depth, as shown. Filter Memn,an. ���� Slab canneConnector ; " 36• Sa�gAOd''� •Filler Membrane per code. `„ ,,A AT �� !' •.1 1 1 i� I� 1 O j' First t •Width of trench is 36 ". I I I II�� � U► ���n����n a It First / / III — E111 III —III II - it • ,�- 'e 2:: 1.7._f_-...y..-.1"- - - t I t O ` II 111111%Joi. Joist p , III— III —III III —III III III II -1 r ..... • [II 3 / • Fill trench with 1/2 - 3 clean crushed stone; vibrating in I1 1 1 11 a 1 111 11 H I H • r sSolid Blocking ` � 8" lifts with a plate vibratos The top 4" - 6" must be 112' III 1 1 I—I l — III 1 I I 46^ \ \ III —III M III III l l � (2x6) End Wall Bracing )j ` clean crushed stone. I — I l I III clean Crushed '• J" ?, — — Crone s (5) 100 Nulls • Cover the exposed stones on the exterior of the wall I II 1 I 11 1 I — I I I -t ..es 0:: Third II0 with backfill or patio /sidewalk construction; III III I II Ifll ' A y ; : a. Treated sip are Joist t on; properly III I II 111 111 - 111 11 I I I sloped to drain away from the wall. 1 - 1 III -1 I 1 I 1 I V .� '..".4i .'r � III —III III — II -I I- unanrL m 1 f • 4 Fourth • Bend slab connectors into concrete floor pour. — — Fmsl Depm I�I1= . .' {.; Joist ' • Install a backwater valve to prevent the backflow of 4 I I I I I • -- 111 - III I I I I 1 111 - 111 1 1 =11 111 d ' moist air into the stone footing area which will reduce likelihood of excessive interior humidity. 36" Con , Concrete Studs Q 24" O.C. Minimum Distance II Regw Width Insulation Per Table 4 ■ Btu I I e Superior Walls ! .A IM Hodson Vale!! 1 d ®I��� ill N I ' 68 AVENUE A A (2X6) End Wall Bracing 1 i (2X6) End Wall Bracing E-mail: 4HKEE P (8 5)485 (845)4 info @swhv.co4m I Website: www.swhv.com 5 -2501 as Q 12 o.c. EACH WAY . I • BUILDER: WRIGHT BUILDERS 48 Bates Street Northampton, MA 01060 TOP CORD BEARING TRUSS , PROJECT: LOT #9 • - 10 V HAY / WARREN RESIDENCE SECTION A-A Village Hill VIEW OF SOLID CONCRETE Northampton, MA POUR AT BEAM BEARING /HOLDOWN r . - DATE: REVISED: \ r''!".1 09-27-10 10 -12 -10 ,---r . . ., DRAWN BY: SCALE: ALL. PDA None "` PROJECT NO.: SHEET NO.: q16382 4 of 5 . . 44 Siboo liN S ilsiN‘r .400 ---Nssibi. °°/j//1**' ..... 11 9 � N I N N . • 0 • 0 • t Superior Walls V .tua alle 68 VIOLET AVENUE POUGHKEEPSIE, NY 12601 (845)485 -4033 Fax:(845)485 -2501 E -mail: info @swhv.com [ • Website: www.swhv.com BUILDER: WRIGHT BUILDERS 48 Bates Street Northampton, MA 01060 PROJECT: LOT #9 HAY / WARREN RESIDENCE Village Hill .r^^^^^M Northampton, MA ` x. �` DATE: REVISED: 09-27-10 10 -12 -10 r '' f . DRAWN BY: SCALE: `'t � PDA None ~�}"", PROJECT NO.: SHEET NO.: q16382 3 of 5 • 56' NOTES: 24'5 1/2' -- 19' 1/2' -ti --- 4' 3' -- 3' — A. >WINDOW CAST -IN OKNA HOPPER -- 6'4' 10'3 1/2' 7'10' - 32'W x 20'N r A p A - NTRY DOOR R.O. / I I I I 1 B.>E 4'_0'W x 11*-EN t' HEADER ; a (4' B.O.W.) : a C. >BARA6E DOOR CUTOUT t 9' -6'w x Ii' DEEP CU .�• 2'6' D. >ENTRT DOOR CUTOUT of } 3'-4 *W x ii' DEEP i L>CONCRETE FOOTERS 3'4' x 3' -0' x 6' THICK f 6. >BEAN POCKET S'W x 14' DEEP WI 3 STUDS BELOW WALL THICKNESS • 10 1/4' 24' ALL MAIN FOUNDATION PANGS I INCLUDE INCLUDE 2' DOW SUPPORT LEDGE E E E FROM T .tf. ` ALL GARAGE FOUNDATION PANELS DOYN J V. V2' : INCLUDE INCLUDE 1' DOW c — -- - - - - -- ----------- - - - - -- - -- -� in BLUEBOARD INSULATION. ., Cu 6 ' 11' --�-- 6' 1' --I-- 6' 1' - ---� -- 6' 11' SHIP LOOSE -- * M (108) BOLTING HARDWARE N Cu (4) CONCRETE FOOTERS -... co 3' -0' x 3' -0' x 6' THICK D SUPPORT LEDGE -' n '" FROST D FROM TIN. .n 1/2' ,.. FROST PROTECTION BY DVNER /CUSTONER �o Zir ' INTERIOR BEANS R COLUMNS 1. % ∎�i :0 41 .0!).APi'�� �� �� 0).:%i:�i:�� ��i�� 0i;.:►!�� %: P ER ARCHITECTURAL PLAN (BY OTHERS) I `" tupef Sr io Walls I 6' C 10' 6' C 7 6 ' / I I V a dson Valle t , Z.° .-. 68 VIOLET AVENUE O POUGHKEEPSIE, NY 12601 (845)485 -4033 Fax:(845)485 -2501 E -mail: info @swhv.com 24' 26' 3' 3' Website: www.swhv.com CU BUILDER: ,- WRIGHT BUILDERS 48 Bates Street Northampton, MA 01060 / A SEAL ON THIS PLAN CONFIRMS THAT CUSTOMER RELEASE THIS SUPERIOR WALLS FOUNDATION IS ADEQUATE TO SUPPORT THE STRUCTURE ABOVE PROJECT: The attached drawing was created from LOT #9 information and dimensions provided by the customer /builder. Superior Walls of HAY / WARREN RESIDENCE the Hudson Valley is not responsible Village Hill for deviations from the Blue Print or Northampton, MA I I = 9' -0' TALL PANELS w/ 2' DOW INSULATION information provided by customer /builder. T.O.W. = 0' -0' / B.O.W. _ -9' -0' ?+ DATE: REVISED: I have reviewed the attached drawing(s) r • ,� and all of the dimensions and objects therein; ,/ y' v ? 09 -27 -10 104240 %��: % = 4' -8' TALL PANELS w/ 1' DOW INSULATION I understand that the Superior Walls will be E. ? NOTE TO OWNER: THIS SHOP DRAWING SHALL BE REVIEWED T.O.W. = 0'-0' / B.O. W. = -4'-8' custom manufactured per this drawing , f `�� '�j AND RETURNED TO SWHV SIGNED AS "APPROVED" PRIOR TO especially for me. Therefor having reviewed FABRICATION. OWNER OR OWNER REPRESENTATIVE SHALL the drawing and all of the listed dimensions, I accept full responsibility for any and all d , � e3 \ /':',/,' WALL ELEVATIONS, LEDGE ELEVATIONS, LOAD CAPACITY Y OF _ VERIFY THAT LAYOUT DIMENSIONS, ROUGH OPENINGS, TOP OF measurements and information provided by t4 4 DRAWN BY: SCALE: WALL AND POINT SUPPORTS MEET PROJECT REQUIREMENTS. me. OWNER OR OWNER REPRESENTATIVE SHALL VERIFY SOIL x ` ` ' _ U PDA None PRIOR TO INSTALLATION OF THE SUPERIOR WALL SYSTEM. X V %'Yyy ,Yr� PROJECT NO.: SHEET NO.: PLEASE MARK CRANE LOCATION(S) WITH AN "X" Approved Date q16382 2 of 5 QUALITY ASSURANCE CRITERIA SHEET INDEX 3rd Party Inspection Agency: PFS Corporation, Madison, WI 1 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 5 of 5 - Details / Sections WALL MATERIALS Concrete Compressive Strength: 5,000 PSI Water /Cement Ratio: _< 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- 5 & 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 Walls 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. 4. Builder shall ensure site access for trucks and crane. connections at the top of the Superior Wall and floor slab at the bottom of the Superior Wall MUST be completed prior to back filling. (Superior Walls � H Y INSTALLATION NOTES 68 VIOLET AVENUE POUGHKEEPSIE, NY 12601 (845)485-4033 Fax:(846)486 -2501 1. Installation shall be supervised by a Superior Walls certified installer. ( 845)4 E- mail:lnfo @swhv.com Certification is obtained through Superior Walls of America, Ltd. Website: www.swhv.com g p 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: LOT #9 HAY / WARREN RESIDENCE Village Hill Northampton, MA y : 1� DA REVISED: 7 ,7 - `' 09 -27 -10 10 -12 -10 4 NOTE TO OWNER: THIS SHOP DRAWING SHALL BE REVIEWED r o� AND RETURNED TO SWHV SIGNED AS "APPROVED" PRIOR TO h4,,4 FABRICATION. OWNER OR OWNER REPRESENTATIVE SHALL f DRAWN BY SCALE: VERIFY THAT LAYOUT DIMENSIONS, ROUGH OPENINGS, TOP OF � J PDA None WALL ELEVATIONS, LEDGE ELEVATIONS, LOAD CAPACITY OF 4 r0 WALL AND POINT SUPPORTS MEET PROJECT REQUIREMENTS. A SEAL ON THIS PLAN CONFIRMS THAT OWNER OR OWNER REPRESENTATIVE SHALL VERIFY SOIL THIS SUPERIOR WALLS FOUNDATION IS PROJECT NO SHEET NO.: PRIOR TO INSTALLATION OF THE SUPERIOR WALL SYSTEM. ADEQUATE TO SUPPORT THE STRUCTURE ABOVE q 16382 1 of 5