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036-305 (2) Job Truss Truss Type Qty Ply 1001064 Wallace Residence 1001064 901 COMMON 1 2 Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, David R. Dodge 7.140 s Jun 24 2009 MiTek Industries, Inc. Thu Jan 14 13:45:57 2010 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert 1 -3= -120, 3 -5= -120, 1 -5 = -20 Concentrated Loads (lb) Vert: 1=-166 7=- 1778( B) 6 =- 1778( B) 10 =- 1778( B) 11 =- 1778( B) 12 =- 1778 (B)13=- 1778(B)14=- 1778(B)15 =- 1778( B) 16=- 1778(B)17=- 1778(B)18=- 1778(B) Job Truss Truss Type Qty Ply 1001064 Wallace Residence 1001064 901 COMMON 1 2 Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, David R. Dodge 7.140 s Jun 24 2009 MiTek Industries, Inc. Thu Jan 14 13:45:57 2010 Page 1 6_5 -12 12.2.2 17 -10 -8 24.4 -4 1- 6-5-12 - — 5 _B -6 - 5 8 6 __-- . - -� _ 6 -5-12 _ - -. — Sc.I. = 1:39 5 9212 M719H 11 0 1.00 12 / id •---„ 1 • �^ 1x6 dx6 � \\h\ 2 1 » T1 6 z1 = F /' —� /� 1 r =— 6x10 = mum 1 nn n nn nn nR MI 1 nn I n IT 1111 , I1 x 7112. 10 11 12 9 13 6 11 7 16 16 6 17 19 ► , HUS28 HUS26 9x12 11 10119 MT16H= HUSH HUS26 917105 ll HUS26 HUS26 3.12 ll HUSH HUS26 7x12 = HU926 HUSH HUS26 HUS26 6.5.12 12.2 -2 17.10.8 I � 24 -4 -4 1 6 5.12 I 5-8-6 - 1 — 5-8-6 - -- T � -_ - -- 6-5-12 -- — _..__� Plate Offsets (X,Y): [1:0- 2- 14,Edge), [1:2- 5- 2,0- 7- 141[5:0- 2- 14 Edge1, [5:2- 5 -2,0 -7 -14] LOADING (psf) SPACING 2 -0 -0 CSI DEL in (loc) l/defl L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.48 6 -7 >599 240 MT20 174/144 TCDL 10.0 Lumber Increase 1.15 BC 0.99 Vert(TL) -0 76 6 -7 >378 180 MT18H 174/144 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(TL) 0.14 5 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 340 Ib LUMBER BRACING TOP CHORD 2 X 6 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 2 -2 -1 oc purlins. BOT CHORD 1.5 X 11.875 Versa -Lam LVL 24F BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 3 SPF No.2 'Except` W3: 2 X 4 SPF 2100F 1.8E REACTIONS (Ib /size) 1= 11719/0 -5 -8, 5= 11355/0 -5 -8 Max Horz 1= -37(LC 4) Max Uplift 1=- 391(LC 5), 5=- 412(LC 6) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1- 2=- 26887/963, 2 -3 =- 21970/795, 3 -4 =- 21970/795, 4 -5 =- 26890/965 BOT CHORD 1 -10 =- 915/25577, 10- 11=- 915/25577, 11- 12=- 915/25577, 9 -12 =- 915/25577, 9 -13 =- 915/25577, 8- 13=- 915/25577, 8 -14 =- 915/25577, 7 -14 =- 915/25577, 7 -15 =- 881/25579, 15- 16=- 881/25579, 6 -16 =- 881/25579, 6 -17 =- 881/25579, 17-18=-881/25579, 5-18=-881/25579 WEBS 3 -7 =- 398/12692, 4 -7 =- 5005/245, 4 -6 =- 50/2205, 2 -7 =- 5003/243, 2 -9 =- 50/2198 NOTES 1) Special connection required to distribute bottom chord loads equally between all plies. 2) 2 -ply truss to be connected together with 10d (0.131'x3 ") nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0 -9 -0 oc. Bottom chords connected as follows: 1.5 X 11.875 - 6 rows at 0 -2 -0 oc. Webs connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc, 2 X 3 - 1 row at 0 -9 -0 oc. 3) 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. 4) This truss has been checked for uniform roof live load only, except as noted. 5) Wind: ASCE 7 -02; 90mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; Cat. 11; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed , end vertical left and right exposed; Lumber DOL =1.60 plate grip DOL =1.60 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1 and 5. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 10) Use Simpson Strong -Tie HUS26 (14 -10d Girder, 6 -10d Truss, Single Pty Girder) or equivalent spaced at 2 -0-0 oc max. starting at 2 -0 -12 from the left end to 22 -0 -12 to connect truss(es) 502 (1 ply 2 X 4 SPF) to back face of bottom chord. 11) FiII all nail holes where hanger is in contact with lumber. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 166 Ib down at 0 -2 -12 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on .a.e 2 ____ _- ______ Job Truss Truss Type Qty 1 Ply 1001064 Wallace Residence 1001064 705 VALLEY 1 1 Job Reference (optional) _ Reliable Truss & Components, Inc., New Bedford, MA, 02745, David R. Dodge 7.140 s Jun 24 2009 MiTek Industries, Inc. Thu Jan 14 13.45.53 2010 Page 1 2 -6 -6 5-0-12 2-6-6 I 2 -6 -6 Scale =11.5 354 = 2 4.00 1 3 1 \\ B1 254G 2.4 5 -0 -12 _H 5 -0 -12 Plate Offsets (X,Y): (2.0- 2- 0,Edge) _._ _ LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /dell Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.11 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.28 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight 9 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5 -0 -12 oc purlins. BOT CHORD 2 X 3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 1= 246/5 -0 -12, 3= 246/5 -0 -12 Max Horz 1 =6(LC 4) Max Upliftl = -7(LC 6), 3 = -7(LC 7) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 360/98, 2 -3 =- 360/98 BOT CHORD 1- 3=- 77/316 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind. ASCE 7 -02; 90mph, TCDL= 6.0psf; BCDL= 6.Opsf; h =25ft; Cat. If, Exp B; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed end vertical left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 Ib uplift at joint 1 and 7 Ib uplift at joint 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502 11.1 and R802.10.2 and referenced standard ANSI/I 1. LOAD CASE(S) Standard Job Truss Truss Type (qty Ply 1001064 Wallace Residence 1001064 704 GABLE 1 1 Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, David R. Dodge 7.140 s Jun 24 2009 MiTek Industries, Inc. Thu Jan 14 13:45:53 2010 Page 1 4.6.6 I 9 -0.12 4 -6 -6 4 -6.6 9=414 = 1:15.0 515 = 22 .00 12 ST1 �\ 1 91 \♦.... ♦�♦�.�.�.�♦�♦�♦�.�♦�♦�♦�♦�♦�.�. ♦�♦ ∎,Y ♦ ∎♦1.. ♦A&.. . ∎. ∎.■ . ∎. . - . ∎ .A. 1.•....... 4 314 i 214 314 9-0-12 9 -0 -12 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /detl Lid I PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.32 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.23 Vert(TL) n/a - n/a 999 BOLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 18 Ib 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 3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2 X 3 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1= 210/9 -0 -12, 3= 210/9 -0 -12, 4= 632/9 -0 -12 Max Horz 1 =12(LC 4) Max Upliftl= -13(LC 6), 3= -15(LC 5), 4 = -7(LC 6) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1- 2=- 82/46, 2- 3= -82/46 BOT CHORD 1 -4 =0/38, 3 -4 =0/38 WEBS 2 -4 =- 519/109 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-02; 90mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 Ib uplift at joint 1 and 15 Ib uplift at joint 3. 6) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type I Qty Ply 1001064 Wallace Residence 1001064 703 GABLE 1 1 Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, David R. Dodge 7.140 s Jun 24 2009 MiTek industries, Inc. Thu Jan 14 13:45:52 2010 Page 1 6 -6 -6 13 -0 -12 6.6 -6 6 -6 -6 Scale =1:201 dx8 l 7 4.00 FF 1 6T2 n 2 6 —.Mg -- ii' !ice ej !:!i!:.:!:!i!i!:!:.:. . .4! i! i!: !:!i!i!i!:!:!:!:!i!:!:!:!:!i!i. !i!il: !!! l411, � l:! . �A 8 7 8 3s4 i 618 = 214 11 538 = 3xd 13.0.12 13.0.12 Plate Offsets (X,Y): [6:0- 0- 4,0 -2 -1 J [8:0 -2- 12,0 -2 -1) _ LOADING (psf) SPACING 2 - - CSI DEFL in (loc) I /dell Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.29 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.09 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) I Weight 301b LUMBER BRACING -- - -- -- — — TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc puffins BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2 X 3 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1= 43/13 -0 -12, 5= 43/13 -0 -12, 7= 569/13 -0 -12, 8= 461/13 -0-12, 6= 461/13 -0 -12 Max Horz 1 =18(LC 4) Max Upliftl = -3(LC 5), 8= -38(LC 4), 6= -38(LC 5) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 42/14, 2 -3 =- 113/42, 3- 4=- 113/42, 4 -5= -42/14 BOT CHORD 1 -8 =0/40, 7 -8 =0/40, 6 -7 =0/40, 5 -6 =0/40 WEBS 3 -7 =- 483/85, 2 -8 =- 401/99, 46 =401/99 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -02; 90mph; TCDL= 6.Opsf, BCDL= 6.0psf; h =25ft; Cat. II; Exp B, enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed,C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) H10 Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1 and 5. 6) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 8 and 6. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10 2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Amolo■ Job Truss Truss Type I Qty Ply 1001064 Wallace Residence 1001064 702 GABLE 1 1 Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, David R. Dodge 7.140 s Jun 24 2009 MiTek Industries. Inc. Thu Jan 14 13:45:52 2010 Page 1 8-6-6 1 8-6- 2 -- — I 8-6 -6 s9a9 = 1:27/ 449 = 3 4.0011/ 12 284 II 11 4 294 II 2 T • 0 5-r V ly 111 5 11 - NI 9 8 7 6 224 % 344 284 11 244 = 284 11 284 It 17 -0 -12 17-0-12 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /dell Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.31 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.18 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0 00 5 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight 36 Ib 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 3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing OTHERS 2 X 3 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide._ REACTIONS (lb /size) 1= 214/17 -0 -12, 5= 214/17 -0 -12, 7= 515/17 -0 -12, 9= 614/17 -0 -12, 6= 614/17 -0 -12 Max Horz 1= -25(LC 5) Max Uplift 1= -4(LC 6), 5 = -8(LC 7), 9= -48(LC 4), 6 = -48(LC 5) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -10 =- 74/41, 2 -10= -8/54, 2 -11 =- 109/43, 3 -11 =- 31/57, 3 -12 =- 31/57, 4-12 =- 109/43, 4 -13 =0/54, 5 -13= -74/41 BOT CHORD 1 -9 =0/29, 8 -9 =0/29, 7 -8 =0/29, 6 -7 =0/29, 5 -6 =0/29 WEBS 3 -7 =- 443/56, 2 -9 =- 517/96, 4-6 =- 517/96 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7-02; 90mph; TCDL= 6.0psf; BCDL= 6.0psf, h =25ft; Cat. II, Exp 5, enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) 0 -9 -5 to 4 -2 -1, Interior(1) 4 -2 -1 to 5 -1 -9, Exterior(2) 5 -1 -9 to 8 -6 -6, Interior(1) 11 -11 -3 to 12 -10 -11 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown, Lumber DOL =1.60 plate grip DOL =1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 Ib uplift at joint 1 and 8 Ib uplift at joint 5. 6) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 9 and 6. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 1001064 Wallace Residence 1001064 701 GABLE 1 1 Job Reference (optional) Reliable Truss & Components. Inc., New Bedford, MA, 02745, David R. Dodge 7.140 s Jun 24 2009 MiTek Industries, Inc. Thu Jan 14 13:45:52 2010 Page 1 10-6-6 21-0-12 10.6 -6 10 -6 -6 S4418=1.33.6 4 284 11 15 \\ 16 z *^ 3 6 A 17 6 \ 7 id PI vr 111 n �Tb7.4f•T•T•T• 4Z4Mter4g•T•T•T••li ge'r eeTWW4747.41∎74 4 C • T 7 . A.■ 7* F4■ 'CI IVMr4C A. 4 •• ■∎74.41740 4t X 394 9 13 12 11 10 9 6 688 = 384 682 = 084 11 294 = 284 11 214 11 21-0-12 21 -0 -12 Plate Offsets (X,Y): [8:0-0-4,0-2-11,113,0-2-12,0-2-11 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.29 Vert (LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.18 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight. 47 lb 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 3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing OTHERS 2 X 3 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. _ 1 REACTIONS (lb /size) 1= 52/21 -0 -12, 7= 52/21 -0 -12, 10= 530/21 -0 -12, 12= 579/21 -0 -12, 13= 469/21 -0 -12, 9= 579/21 -0 -12, 8= 469/21 -0 -12 Max Horz 1 =32(LC 4) Max Uplift 1= -2(LC 5), 12= -45(LC 4), 13 = -34(LC 6), 9 = -45(LC 5), 8= -34(LC 7) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 42/25, 2 -14 =- 103/33, 3 -14 =- 31/49, 3 -15 =- 108/58, 4 -15 =- 31/71, 4 -16 =- 31/69, 5 -16 =- 108/56. 5 -17 =- 31/29, 6-17=-103/20, 6-7=-35/25 BOT CHORD 1 -13 =0/30, 12 -13 =0/30, 11 -12 =0/30, 10 -11 =0/30, 9 -10 =0/30, 8 -9 =0/30, 7 -8 =0130 WEBS 4 -10 =- 452/52, 3 -12 =- 497/95, 2 -13 =- 404/77, 5 -9 =- 497/95, 6 -8 =- 404/77 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -02; 90mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) 0 -9 -5 to 4 -2 -1, Interior(1) 4 -2 -1 to 7 -1 -9, Exterior(2) 7 -1 -9 to 10 -6 -6, Intenor(1) 13 -11 -3 to 16 -10 -11 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown: Lumber DOL =1.60 plate grip DOL =1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2 Ib uplift at joint 1. 6) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 12, 13, 9, and 8. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502,11,1 and R802.10,2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type City Ply 1001064 Wallace Residence 1001064 509 COMMON 1 1 Job Reference (optional) _ Reliable Truss & Components, Inc., New Bedford, MA, 02745, David R. Dodge 7.140 s Jun 24 2009 MiTek Industries, Inc. Thu Jan 14 1345:51 2010 °age 1 •1 - - 6 -2 -12 12-2-2 18 -1 -8 24-4-4 . 1 - 6.0 l 6 -2 -12 5-11-6 ( 5 -11 -6 I 8-2.12 I 25 1.6.0 10 -4 i 6c.0 = 1:44.1 '6c9 = 4 %2 4.00 12 12 13 2r4 \ 214 // 3 ------„,.......„----------________S___ \ \ / —..."....... 11 \ i 000 11°P. 2 0, ti 1 4' I U 02 ::::1,1 7 to 6.1 = 4r4 = 3.6 = 4r4 = 6r9 = I 8-2-9 I 16 -1 -11 I 24 -4-4 -- — I 8-2-9 7-11-2 —__— 8-2-9 __ —.- Plate Offsets (X,Y): (2:0- 0- 3,0 -1 -7), (6:0- 0- 3,0 -1 -7) — —__— — — ___ —__ — __ LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /dell LJd PLATES GRIP TOLL 50 0 Plates Increase 1 15 TC 0.79 Vert(LL) -0.26 8 -10 >999 240 MT20 197/144 TCDL 10 0 Lumber Increase 1.15 BC 0 74 Vert(TL) -0 46 8 -10 >622 180 BOLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 013 6 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight 751b — _— LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc purlins BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 3 SPF No.2 MiTek recommends that Stabilizers and required cross bracing i be installed during truss erection, in accordance with Stabilizer j Installation guide. _ J REACTIONS (lb/size) 2= 1880/0 -5 -8, 6= 1880/0 -5 -8 Max Harz 2 =50(LC 4) Max Uplift2=- 106(LC 6), 6=- 106(LC 7) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/35, 2 -11 =- 3709/94, 3 -11 =- 3591/117, 3 -12 =- 3219/92. 4 -12 =- 3106/105, 4 -13 =- 3106/105, 5 -13 =- 3219/92, 5 -14=- 3591/117, 6 -14 =- 3709/94, 6 -7 =0/35 BOT CHORD 2 -10 =- 96/3356, 9 -10 =- 22/2377, 8 -9 =- 22/2377, 6- 8=- 49/3356 WEBS 4- 8= 0/837, 5 -8 =- 599/133, 4- 10= 0/837, 3 -10 =- 599/132 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -02, 90mph; TCDL= 6.0psf; BCDL= 6.0psf, h =25ft; Cat. 11; Exp B; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) -1 -6 -0 to 1- 10 -13, Interior(1) 1 -10 -13 to 8 -9 -5, Exterior(2) 8 -9 -5 to 12 -2 -2, Interior(1) 15 -6 -15 to 22 -5 -7 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2 and 6. 5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply 1001064 Wallace Residence 1001064 508 COMMON 4 1 Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, David R. Dodge 7.140 s Jun 24 2009 MiTek Industries, Inc. Thu Jan 14 13:45:50 2010 Page 1 -1 -6.6 6 -11 -12 I 13 -11 -8 I 15-5-8 I 1 -6-0 I s -11.11 6.11.12 1-6-0 6c4i4= 1:21 6110 MT16H= 3 P 4,00 12 9 B T T1 10 4 2 qq pm: PI EMU B111 6 ld ►1 6/ III 2.4 n 9 4.6 = 446 = I 6 -11 -12 I -- -- 6111 -8 - - - - -1 6-11-12 _ -- -- - -- Plate Offsets (X,Y): (2'0- 0- 3,0 -1 -3), [4:0- 0- 3,0 -1 -31 _ — __________ LOADING (psf) SPACING 2 - - CSI DEFL in (loc) 1 /dell Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.86 Vert(LL) -0.08 2 -6 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.65 Vert(TL) -0.18 2 -6 >892 180 MT18H 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.04 4 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 39 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc purlins. 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 No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer J Installation guide. REACTIONS (lb/size) 2= 1152/0 -5 -8, 4= 1152/0 -5 -8 Max Horz 2= -33(LC 5) Max Uplift2= -85(LC 6), 4= -85(LC 7) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/35, 2-7=1677/77, 7 -8 =- 1547/88, 3 -8 =- 1536/103, 3-9=1536/103, 9 -10 =- 1547/88, 4 -10 =- 1677/77, 4 -5 =0/35 BOT CHORD 2- 6=- 25/1449, 4 -6 =- 25/1449 1 WEBS 3 -6 =0/311 NOTES 1) This truss has been checked for uniform roof live Toad only, except as noted. I 2) Wind: ASCE 7 -02; 90mph; TCDL= 6.0psf; BCDL= 6.Opsf; h =25ft; Cat. 4,, Exp B; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) -1 -6 -0 to 1- 10 -13, Interior(1) 1 -10 -13 to 3 -6 -15, Exterior(2) 3 -6 -15 to 6- 11 -12, Interior(1) 10 -4 -9 to 12 -0 -11 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads. 5) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2 and 4. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/I 1 LOAD CASE(S) Standard L Job Truss Truss Type Qty Ply 1001064 Wallace Residence 1001064 507 GABLE 1 1 Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA 02745, David R. Dodge 7.140 s Jun 24 2009 MiTek Industries, Inc. Thu Jan 14 13:45:50 2010 Page 1 6 -11.12 — _...__ — — _ 1311 -8 - -- — 6.11.12 Scale = 1.225 dad r— 0. 001 �. 2ad 11 , � ' 2ad 11 3 2a1 II T J \` 1 5 2. II 2 T 1 -.IA /IA PI PI • PI /111....- r 11111 r r r 12 11 10 9 8 3v1 i 2v4 11 2,4 11 2a4 11 tad 11 2x0 11 3v0 13 -11 -8 13 -11 -8 - - -- -- - --- -! LOADING (psf) SPACING 2 - - CSI DEFL in (loc) 1 /dell L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.18 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.10 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight. 37 Ib LUMBER BRACING 11 1 TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purllns BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2 X 3 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 1= 158/13 -11 -8, 7= 158/13 -11 -8, 10= 286/13 -11 -8. 11= 242/13 -11 -8, 12= 392/13 -11 -8, 9= 242/13 -11 -8, 8= 392/13 -11 -8 Max Horz 1 =22(LC 4) Max Uplift 1= -1(LC 6), 7 = -4(LC 7). 11= -19(LC 4), 12= -29(LC 6), 9= -19(LC 5), 8= -29(LC 7) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 65/37, 2 -3 =- 62/47, 3 -4 =- 55/83, 4 -5 =- 55/83, 5 -6 =- 62/47, 6 -7= -65/37 BOT CHORD 1 -12 =0/31, 11 -12 =0/31, 10 -11 =0/31, 9 -10 =0/31, 8 -9 =0/31, 7 -8 =0/31 WEBS 4-10 =- 238/44, 3 -11 =- 217/92, 2 -12 =- 312/128, 5- 9=- 217/92,6 -8 =- 312/128 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -02, 90mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp B, enclosed; MWFRS (low -rise) gable end zone and C -C Corner(3) zone; cantilever left and right exposed end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2 -0 -0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) H10 Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1 and 7. 8) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 11, 12, 9, and B. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply 1001064 Wallace Residence 1001064 506 GABLE 1 1 _ _ Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, David R. Dodge 7.140 s Jun 24 2009 MiTek Industries. Inc. Thu Jan 14 13.45:49 2010 Page 1 -1.6.0 12 -2 -2 24-4-4 _ - -- H 1 1 1-6-0 12 -2 -2 - 12 -2 -2 ' Scale =1:422 4x12 2x4 11 2x4 II 464 L 1 4.00 12 21 28 264 11 6 10 364 i ill 1 26411 6 344 .7.7- 'T3 m 241 3x4 L •\ 3T .1 29 2x4 II 1 12 4111111111114111 ' 3 Y 19 i a HE A 26 25 24 2] T 2 21 20 "9, vv. .�. ...�.. ..∎ r.I� . .a., �� to, f 6 6x8 = 366 = 2x4 11 2.4 I1 284 11 244 11 2x4 II 484 = 2x4 11 364 = 3x4 = 384 = 2x4 11 464 = 19 18 17 16 16 1 24.4.4 ---i Plate Offsets (X,Y) j8 0- 6- 3,Edge) ___ LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I/defl LJd PLATES GRIP TOLL 50.0 Plates Increase 1.15 TC 0.80 Vert(TL) -0.24 21 -23 >703 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.95 Vert(TL) -0.38 21 -23 >436 180 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.06 14 n/a n/a BCDL 10.0 Code IRC20031TPI2002 (Matrix) Weight: 85 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E *Except* TOP CHORD Structural wood sheathing directly applied or 4 -3 -4 oc purlins. T2: 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. BOT CHORD 2 X 4 SPF No.2 *Except* MiTek recommends that Stabilizers and required cross bracing B2: 2 X 4 SPF 2400F 2.0E be installed during truss erection, in accordance with Stabilizer WEBS 2 X 3 SPF No.2 Installation guide. OTHERS 2 X 3 SPF No.2 REACTIONS (lb/size) 14= 512/10 -10 -4, 2= 1445/0 -5 -8, 19= 702/10 -10 -4, 18 =- 48/10 -10 -4, 17= 365/10 -10 -4, 16= 250/10 -10 -4, 15= 313/10 -10 -4 Max Horz 2 =54(LC 4) Max Upliftl4 = -4(LC 4), 2=- 108(LC 6), 18= -48(LC 1), 17 -17(LC 7), 16= -21(LC 5), 15= -23(LC 5) Max Grav14= 512(LC 1), 2= 1445(LC 1), 19= 702(LC 1), 18 =7(LC 4), 17= 365(LC 1), 16= 250(LC 1), 15= 313(LC 1) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/35, 2 -3 =- 2248/211, 3 -4 =- 2427/278, 4 -5 =- 2227/283, 5-6 =- 1988/291, 6 -27 =- 1384/235, 7 -27 =- 1316/240, 7 -8 =- 1211/251 8 -9= -1362/ 266, -28 =- 1 207/213;10 -28= -1275/ 206, 10 -11 =- 1310 / 188, 11 -12 =- 1302/165,12 - 29 = 1 13-29=-1305/134, 13-14=-1301/99 BOT CHORD 2- 26=- 142/1949, 25- 26=- 142/1949, 24 -25 =- 192/2285, 23- 24=- 172/2071, 22- 23=- 161/1878, 21- 22=- 161/1878, 20-21=-73/1201, 19-20=-73/1201, 18-19=-73/1201, 17-18=-73/1201, 16-17=-73/1201, 15-16=-73/1201, 14-15=-73/1201 WEBS 8 -20 =- 48/396, 7 -21= 0/309, 6 -23 =- 46/642, 5 -24= 0/127, 4 -25 =- 56/51, 3 -26 =- 86/54, 9 -19 =- 461/122, 10- 18=- 129/54, 11 -17 =- 266/50, 12-16=-231/62, 13-15=-250/99, 3- 25=- 55/367, 4- 24=- 272/25, 5- 23=- 288/22, 6- 21=- 1192/155 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -02, 90mph; TCDL= 6.0psf; BCDL= 6.Opsf, h =25ft; Cat. II; Exp B, enclosed; MWFRS (low -rise) gable end zone and C -C Corner(3) -1 -6 -0 to 2 -0 -14, Exterior(2) 2 -0 -14 to 8 -8 -1, Corner(3) 8 -8 -1 to 12 -0 -14, Exterior(2) 15 -5 -11 to 20 -7 -8 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face). see MiTek 'Standard Gable End Detail" 4) The Fabrication Tolerance at joint 8 = 12% 1 5) Gable studs spaced at 2 -0 -0 oc, 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 7) Bearing at joint(s) 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) H10 Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 14. 9) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2, 18, 17, 16, and 15. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 1001064 Wallace Residence 1001064 505 GABLE 1 1 Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, David R. Dodge 7.140 s Jun 24 2009 MiTek Industries, Inc. Thu Jan 14 13:45:48 2010 Page / -1-6-0 13.1.8 _ 26.3.0 :7 -9 1-6-0 I 13 -1-8 -r - - -.. - 13 1.8 _r_- 1.6. Snl• = 1:424 444 = 6 2 400 12 27 \ 26 6 10 d MIT W 29 T - 1 T1 11 2 26 :TI Y 12 I n J I Y �W V {'ems 344 i 26 24 23 22 21 20 19 10 17 16 16 14 344 344 = 26 -3 -0 1 26 -3 -0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /dell Lid PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.20 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.11 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(TL) 0.00 13 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 80 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2 X 3 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1= 166/26 -3 -0, 13= 166/26 -3 -0, 19= 268126 -3 -0, 20= 281/26 -3 -0, 22= 277/26 -3 -0, 23= 291/26 -3 -0, 24= 236/26 -3 -0, 25= 409/26 -3 -0, 18=281/26 -3 -0, 17= 277/26 -3 -0, 16= 291/26 -3 -0, 15= 236/26 -3 -0, 14= 409/26 -3 -0 Max Horz 1 =42(LC 4) Max Uplift20= -20(LC 4), 22 = -21(LC 6), 23= -21(LC 4), 24= -18(LC 6), 25= -30(LC 4), 18= -19(LC 5), 17= -21(LC 7), 16= -21(LC 5), 15 =- 18(l_C 7), 14 = -30(LC 5) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 67/40, 2 -26 =- 62/25, 3 -26 =- 19/31, 3 -4 =- 53/46, 4 -5 =- 56/67, 5 -27 =- 55/89, 6 -27 =- 17/95, 6 -7 =- 55/131, 7 -8 =- 55/131, 8- 28=- 17/95, 9- 28=- 55/89, 9 -10 =- 56/67, 10 -11 =- 53/43. 11 -29= -8/22, 12- 29=- 62/15, 12- 13= -67/40 BOT CHORD 1 -25 =0/51, 24 -25 =0/51, 23 -24 =0/51, 22 -23= 0/51, 21 -22 =0/51, 20 -21 =0/51, 19 -20 =0/51, 18 -19 =0,51, 17 -18 =0/51, 16-17=0/51, 15-16=0/51, 14 -15 =0/51, 13 -14 =0/51 WEBS 7 -19 =- 228/9, 6 -20 =- 241/92, 5 -22 =- 239/63, 4 -23 =- 247/52, 3 -24 =- 212142, 2 -25 =- 325/115, 8 -18 =- 241/92, 9 -17 =- 239/63, 10 -16 =- 247/52. 11 -15 =- 212/42, 12 -14 =- 325/115 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -02, 90mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; Cat. II; Exp B, enclosed; MWFRS (low -rise) gable end zone and C -C Corner(3) 0 -3 -11 to 3 -8 -8, Exterior(2) 3 -8 -8 to 9 -8 -11, Corner(3) 9 -8 -11 to 13 -1 -8, Exterior(2) 16 -6 -5 to 22 -6 -8 zone; cantilever left and right exposed ; end vertical left and right exposed,C -C for mernbers and forces & MWFRS for reactions shown; Lumber DOL =1 60 plate grip DOL =1.60 3) 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" 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2 -0 -0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) One H2.5A Simpson Strong - Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 20, 22, 23, 24, 25, 18, 17, 16, 15, and 14. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 1001064 Wallace Residence 1001064 504 COMMON 1 1 Job Reference optionalL Reliable Truss & Components, Inc., New Bedford, MA, 02745, David R Dodge 7.140 s Jun 24 2009 MiTek Industries, Inc. Thu Jan 14 13:4547 2010 Page 1 -1 1-0 -6.0 6-8-7 13.1 -8 19 -6 -9 26 -3 -0 27 -9 -0 1 0 1 6 8.7 I — 6-5-1 --I-- -- 6-5-1 - I 6-8-7 _ — — __+ 1 -6.0 - Sc., = 1:47.2 604 M7191.1== 4 /Le 4.00 12 1x 13 2x4 24 4 3 6 . / 11 T \ \ \ \ 14 x \` 6 4x6 = 10 9 9 4x6 = 314 = 314 = 3x4 = 8 -10 -2 17-4-14 26-3.0 1 8 -10.2 1 8.6.11 - -- -1--- 8-10-2 — - -{ Plate Offsets (X,Y): 12:0-0-3,0-1-31, 16:0-0-3,0-1-31 LOADING (psf) SPACING 2 - - CSI DEFL in (loc) I /dell L/d PLATES GRIP TCLL 50.0 Plates Increase 1 15 TC 0.85 Vert(LL) 0.05 7 n/r 120 MT20 197/144 TCDL 10.0 Lumber Increase 1 15 BC 0.45 Vert(TL) 0.16 7 n/r 90 MT18H 197/144 BOLL. 0 0 Rep Stress Incr YES WB 0 65 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 80 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 3 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Llnstallation guide REACTIONS (lb/size) 2= 699/26 -3 -0, 8= 1319/26 -3 -0, 10= 1319/26 -3 -0, 6= 699/26 -3 -0 Max Horz 2 =53(LC 4) Max Uplift2= -71(LC 6), 8= -50(LC 7), 10= -57(LC 6), 6= -79(LC 5) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/35, 2 -11 =430/34, 3 -11 =- 311/58, 3 -12 =- 17/222, 4 -12 =- 4/446, 4 -13= 0/446, 5 -13= 0/222, 5 -14 =- 311/68, 6 -14 =- 430/44. 6 -7 =0/35 BOT CHORD 2 -10 =- 32/292, 9- 10= 0/137, 8- 9= 0/137, 6- 8= -1/292 WEBS 4-8 =- 655/83, 5 -8 =- 880/152, 4 -10 =- 655/83, 3 -10 =- 880/153 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -02; 90mph; TCDL= 6.0psf, BCDL= 6.0psf; h =25ft; Cat. 11; Exp B; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) -1 -6 -0 to 1- 10 -13, Interior(1) 1 -10 -13 to 9 -8 -11, Exterior(2) 9 -8 -11 to 13 -1 -8, Interior(1) 16 -6 -5 to 24 -4 -3 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.6 plate grip DOL =1.60 3) All plates are MT20 plates unless otherwise indicated. 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 Toads. 6) One H2.5A Simpson Strong -T ie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2, 8, 10, and 6. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502 11 1 and R302.102 and refe•enced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 1001064 Wallace Residence 1001064 503 COMMON 4 1 I Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, David R. Dodge 7.140 s Jun 24 2009 MiTek Industries, Inc. Thu Jan 14 13:45;47 2010 Page 1 -1 -6.0 6.8.7 13 -1 -8 19 -6 -9 _ 26.3 -0 I I - -� — 27 -9 -0 1.6.0 6.8.7 6.5.1 6.5.1 — 6-8'7 _ 1'6'0_ Scale =1:47.7 4[10 = 0 pi: 4.00 17 12 - \ 13 \\\ 2d \ ` \\ 2[< /i 3 . ♦ \ \ ^� 14 11 \ 7 -'------------- -----------. 6 2 i 01010 1.1116° MI A[4 = 3[fi = 4[4 = 6[fi = 1 9.10.2 I 17 -4 -14 I 26.3 -0 I 8.10.2 8.6.11 8 -10 -2 Plate Offsets (X,Y): (2.0- 0- 7,0 -2- 3),(6:0- 0- 7,0 -2 -3) LOADING (psf) SPACING 2 -0 -0 CSI DER.. in (loc) I /dell Ud PLATES GRIP TCLL 50.0 Plates Increase 1 15 TC 0.77 Vert(LL) -0.29 8 -10 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.82 Vert(TL) -0.53 2 -10 >587 180 BOLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.15 6 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 81 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 2 -4 -8 oc purlins BOT CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing WEBS 2 X 3 SPF No.2 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left 2 X 3 SPF No.2, Right: 2 X 3 SPF No.2 Installation REACTIONS (lb/size) 2= 2013/0 -5 -8, 6= 2013/0 -5 -8 Max Horz 2 =53(LC 4) Max Uplift2=- 110(LC 6), 6=- 110(LC 7) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/35, 2 -11 =- 4051/105, 3 -11 =- 3927/130, 3 -12 =- 3514/97, 4 -12 =- 3391/110, 4 -13 =- 3391/110, 5 -13 =- 3514/97, 5 -14 =- 3927/130, 6 -14 =- 4051/106, 6 -7 =0/35 BOT CHORD 2 -10 =- 108/3674, 9- 10=- 22/2584, 8- 9=- 22/2584, 6 -8 =- 58/3674 WEBS 4- 8= 0/927, 5 -8 =- 668/144, 4- 10= 0/927, 3-10=-668/144 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -02; 90mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft: Cat. II; Exp B, enclosed; MWFRS (low -rise) gable end zone and 0 -0 Exterior(2) -1 -6 -0 to 1- 10 -13, Interior(1) 1 -10 -13 to 9 -8 -11, Exterior(2) 9 -8 -11 to 13 -1 -8, Interior(1) 16 -6 -5 to 24 -4 -3 zone; cantilever left and right exposed ; end vertical left and right exposed,C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2 and 6. 5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 1001064 Wallace Residence 1001064 502 COMMON 12 1 Job Reference (optional) _ Reliable Truss & Components, Inc., New Bedford, MA. 02745, David R. Dodge 7.140 s Jun 24 2009 MiTek Industries, Inc. Thu Jan 14 13:45:46 2010 Page 1 •1.6 0 6.8.7 13.1.8 19-6-9 I 26 -3 -0 1 I 6.8.7 6-5-1 I 6.5.1 6-8-7 sc.Uc 1 ASA 4910 = 4 I\ 4 U0 14 11 12 494 ■� 294 .% 6 0 T \ 3 0 2 6 +� e+— r -_ L mac 1 r iZ4 699 = 494 = 396 = 494 = age = I 8-10-2 I 17 -4 -14 — I _ 26.3- 0 ___ - -_ — . 8 -10 -2 8-6 -11 8.10.2 Plate Offsets (X,Y): [2:0- 0- 7,0 -2 -3), [6:0-0-7,0-2-3] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TOLL 50.0 Plates Increase 1.15 TC 0 87 Vert(LL) -0.30 6 -7 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.92 Vert(TL) -0.59 6 -7 >529 180 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.15 6 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) VVeight 79 Ib LUMBER BRACING I TOP CHORD 2 X 4 SPF 1650F 1 5E TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc purlins BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. I WEBS 2 X 3 SPF No.2 MiTek recommends that Stabilizers and required cross bracing 1 WEDGE be installed during truss erection, in accordance with Stabilizer I Left: 2 X 3 SPF No.2, Right: 2 X 3 SPF No.2 ( Installation guide. 1 REACTIONS (lb /size) 6= 1798 /Mechanical, 2= 2020/0 -5 -8 Max Horz 2 =58(LC 4) Max Uplift6= -54(LC 7), 2=- 110(LC 6) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/35, 2 -10 =- 4070/110, 3 -10 =- 3946/134, 3 -11 =- 3532/109, 4 -11 =- 3409/121, 4 -12 =- 3443/143, 5 -12 =- 3567/130, 5-13=-3969/162, 6-13=-4113/148 BOT CHORD 2- 9=- 114/3692, 8 -9 =- 44/2604, 7 -8 =- 44/2604, 6- 7=- 100/3739 WEBS 4-7 =- 10/970, 5 -7 =- 691/150, 4- 9= 0/923, 3- 9=- 669/144 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -02; 90mph; TCDL= 6.0psf, BCDL= 6.0psf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) -1 -6 -0 to 1- 10 -13, Interior(1) 1 -10 -13 to 9 -8 -11, Exterior(2) 9 -8 -11 to 13 -1 -8, Interior(1) 16 -6 -5 to 22 -7 -7 zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 Ib uplift at joint 6. 6) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 1001064 Wallace Residence 1001064 501 GABLE 1 1 Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, David R. Dodge 7.140 s Jun 24 2009 MiTek Industries, Inc. Thu Jan 14 13:45:46 2010 Page 1 -1.6 -0 13 -1 -8 _ ._. __ -__ -_ _ 26.30 I -- - _ - -___ -._ -_ - - -_�_� ._- .-- - -_ 13.1.8 - 1 -6 -0 13 - -6 Sub = 1:42.4 d.4= irk �` e 6 4.001 22 28 _ 6 - 8 10 d 1 3 :TS -T� :TI 29 12 .. r V Y L V (] hi: Y Y v to W ■∎ ∎ ∎■∎ . ♦ ♦ ....... .VV aV WWI VAV VASA� V" V �i.� ∎ ∎V� 354 26 24 23 22 21 20 19 18 17 15 16 14 354 354 = -- _ -__ -_. 263 -U _- __ __ _-_ _- _- _____H LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /dell id PLATES GRIP TCLL 50.0 Plates Increase 1 15 TC 0.20 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.11 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(TL) 0.00 13 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 80 LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. OTHERS 2 X 3 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. _ REACTIONS (lb/size) 1= 166/26 -3 -0, 13= 166/26 -3 -0, 19= 268/26 -3 -0, 20= 281/26 -3 -0, 22= 277/26 -3 -0, 23= 291/26 -3 -0, 24= 236/26 -3 -0, 25= 409/26 -3 -0, 18= 281/26 -3 -0 17= 277/26 -3 -0, 16= 291/26 -3 -0, 15= 236/26 -3 -0, 14= 409/26 -3 -0 Max Horz 1 =42(LC 4) Max Uplift20= -20(LC 4), 22= -21(LC 6), 23= -21(LC 4), 24= -18(LC 6), 25= -30(LC 4), 18= -19(LC 5), 17= -21(LC 7), 16= -21(LC 5), 15= -18(LC 7), 14= -30(LC 5) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 67/40, 2 -26 =- 62/25, 3 -26 =- 19/31, 3 -4 =- 53/46, 4 -5 =- 56/67, 5 -27 =- 55/89, 6 -27 =- 17/95, 6 -7 =- 55/131, 7 -8 =- 55/131, 8 -28 =- 17/95, 9- 28=- 55/89, 9 -10 =- 56/67, 10 -11 =- 53/43, 11- 29= -8/22, 12 -29 =- 62/15, 12- 13= -67/4C BOT CHORD 1 -25 =0/51, 24 -25 =0/51, 23 -24 =0/51, 22 -23 =0/51, 21 -22 =0/51, 20 -21 =0/51, 19 -20 =0/51, 18 -19 =0/51, 17 -18 =0/51, 16 -17 =0 /51,15 -16= 0/51,14 -15= 0/51,13 -14 =0/51 WEBS 7 -19 =- 228/9, 6 -20 =- 241/92, 5 -22 =- 239/63, 4 -23 =- 247/52, 3-24 2 -25 =- 325/115, 8 -18 =- 241/92, 9 -17 =- 239/63, 10 -16 =- 247/52,11 -15 =- 212/42, 12 -14 =- 325/115 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -02; 90mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; Cat. 11; Exp B; enclosed; MWFRS (low -rise) gable end zone and C -C Corner(3) 0 -3 -11 to 3 -8 -8, Exterior(2) 3 -8 -8 to 9 -8 -11. Corner(3) 9 -8 -11 to 13 -1 -8, Exterior(2) 16 -6 -5 to 22 -6 -8 zone; cantilever left and right exposed ; end vertical left and right exposed,C -C for members and forces & MWFRS for reactions shown, Lumber DOL =1.60 plate grip DOL =1.60 3) Truss designed for wind loads in the plane of the truss only For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2 -0 -0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads 8) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 20, 22, 23, 24, 25, 18, 17, 16, 15, and 14. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. 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I , 40-17 -0 1 __ __ KeyBuild Structure. 2.306d QuillGregPagliaro - Level 8 3 -11 -10 I lanBeamEngine 4.507h Materials Database 1109 1st walls 9:33am 2 of2 Member D . k Description: 2 Member Type: Beam Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, U240 total 1.000" max. LL Live Load: 0 PLF Deck Connection: Nailed Member Weight: 17.5 PLF Filename: UNKNOWN Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform (PLF) 0' 0.00" 16' 6.00" 4 0 Live Point (LBS) 11' 11.25" 0 1383 Snow Point (LBS) 11' 11.25" 1903 1257 Live li / 16 6 0 / 9 16 6 0 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall N/A 1.500" 1226# -- 2 16' 1.750" Wall N/A 1.500" 3000# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live Snow 1 688# 341# 376# 2 1558# 916# 1008# Design spans 16' 1.750" Product: 1 3/4x11 7/8 Versa -Lam 2.0 -3100 SP 3 ply Component Member Design has Passed Design Checks.'"' Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 12952.'# 38167.'# 33% 11.76' Total load D +0.75(L +S) Shear 2979.# 13622.# 21% 15.34' Total load D +0.75(L +S) TL Deflection 0.3212" 0.8073" L/603 8.88' Total load D +0.75(L +S) LL Deflection 0.1526" 0.5382" L/999+ 8.88' Total load 0.75(L +S) Control: TL Deflection DOLs: Live =100% Snow =115% Roof =125% Wind= 160% Design assumes a repetitive member use increase in bending stress: 4 % Manufacturers installation guide MUST be consulted for multi -ply connection details and alternatives All product names are trademarks of their respective owners Doug liodgins ?�$,c,`� Your Company Name <:?; '> 10:: ::i: Copyright (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. Your Company Address "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 Your Company Address sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturers Your Company Phone specifications. Wig, KeyBuild StructureT"' 2.306d QuillGregPagliaro - Level 8 3 -11 -10 kmBeamEngne 4.507h Materials Database 1109 1st walls 9:33am 1 oft Member Data . Description - t Member Type: Beam Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total 1.000" max. LL Live Load: 0 PLF Deck Connection: Nailed Member Weight: 17.5 PLF Filename: UNKNOWN Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform (PLF) 0' 6.50" 8' 7.75" 0 552 Snow Replacement Uniform (PLF) 0' 6.50" 8' 7.75" 448 223 Live Replacement Uniform (PLF) 8' 7.75" 11' 6.25" 0 552 Snow Replacement Uniform (PLF) 8' 7.75" 11' 6.25" 448 223 Live Point (LBS) 0' 4.75" 237 266 Live Point (LBS) 11' 8.00" 218 231 Live It fr / 12 2 0 10 0 / 12 2 0 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall N/A 1.585" 6242# -- 2 11' 9.750" Wall N/A 1.547" 6092# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live Snow 1 2824# 1501# 3056# 2 2759# 1442# 3003# Design spans 11' 9.750" Product: 1 3/4x11 7/8 Versa -Lam 2.0 -3100 SP 3 ply Component Member Design has Passed Design Checks.** Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 18276.'# 38167.'# 47% 5.91' Total load D +0.75(L +S) Shear 5275.# 13622.# 38% 11.5' Total load D +0.75(L +S) TL Deflection 0.3133" 0.5906" L/452 5.91' Total load D +0.75(L +S) LL Deflection 0.1737" 0.3938" L/816 5.91' Total load 0.75(L +S) Control: TL Deflection DOLs: Live =100% Snow =115% Roof =125% Wind =160% Design assumes a repetitive member use increase in bending stress: 4 % Manufacturers installation guide MUST be consulted for multi -ply connection details and alternatives All product names are trademarks of their respective owners Doug Hodgins '`'' "'' "` Your Company Name ?: > 1"` ?7Y$. r'it: A; •Copyright (C)1989-2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. Your Company Address "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 Your Company Address sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturers Your Company Phone specifications. KeyBuild Structure" 2.306d QuillGregPagliaro - Level 8 3 -11 -10 I • lunBeamEngine 4.507h Materials Database 1109 1st walls 9:33am 10 of 10 Member Data Description - % , i' , 1 :: , - ;''' , Member Type: Girder Application: Floor Comments: '- ''w ' Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: U360 live, U240 total 1.000" max. LL Live Load: 0 PLF Deck Connection: Nailed Member Weight: 49.0 PLF Filename: UNKNOWN Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform (PLF) 0' 0.00" 0' 5.50" 39 117 Live Replacement Uniform (PLF) 0' 0.00" 2' 10.50" 136 157 Live Replacement Uniform (PLF) 2' 10.50" 10' 1.25" 136 157 Live Point (LBS) 0' 4.63" -15 -40 Live Point (LBS) 9' 11.50" 903 1516 Snow Point (LBS) 9' 11.50" 4869 459 Live Point (LBS) 9' 11.50" 0 7953 Snow MI WilliNing 20 1 4 0 el / 20 1 4 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall N/A N/A 9159# -- 2 19' 4.000" Wall N/A N/A 8352# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live Snow 1 4364# 1344# 4780# 2 3664# 611# 4689# Design spans 19' 4.000" Product: W 10 x 49 (50ksi) 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. NOTE: Pass -thru framing is required at point loads over bearings. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 79.19'k# 150.15'k# 52% 9.57' Total load D +S Shear 9.16k# 67.86k# 13% 0' Total load D +S LL Deflection 0.3122" 0.6444" 1/743 9.67' Total load S TL Deflection 0.5493" 0.9667' L/422 9.58' Total load D +S Control: TL Deflection Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table All product names are trademarks of their respective owners Doug Hodgins ;` yy[yy;. ,,, Your Company Name ;',!1k;r'•'Y:>Cop (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. Your Company Address "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 Your Company Address 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 Your Company Phone specifications. KeyBuild Structure.'" 2.306d QuillGregPagliaro - Level 8 3 -11 -10 kml3eamEngine 4.507h Materials Database 1109 1st walls 9:33an7 9 of 10 Member 9,...11a Description Member Type: Girder Application: Floor Comments Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: U360 live, L/240 total 1.000" max. LL 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" 2' 10.50" 52 157 Live Replacement Uniform (PLF) 2' 10.50" 9' 10.50" 91 272 Live Replacement Uniform (PLF) 2' 10.50" 10' 1.25" 52 157 Live Replacement Uniform (PLF) 9' 10.50" 20' 1.25" 91 272 Live Replacement Uniform (PLF) 10' 1.25" 20' 1.25" 41 122 Live Point (LBS) 3' 0.25" 520 993 Live Point (LBS) 9' 11.50" 1482 150 Live Point (LBS) 9' 11.50" 0 2332 Snow > •> 2 t?ii ?? ir : ` s'•# %< »E'. '.'.< '•3 : : : : : '• >'' n >' i 'r'i s F3 :i6 r' 3 r # 3 >'•'• >'•'• ? ........... .......... .... . ............ : t : ` #i E ,,,,, iii ,,,,.:> > # # >i i ' ' • ' 3 13 33 ?r sk? i S ?;iri ii ii ii ......... ........... ............................... ... 6 5 0 13 8 4 20 1 4 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall N/A 1.500" 954# -1464# 2 6' 0.375" Wall N/A 3.980" 10448# -- 3 19' 4.000" Wall N/A 1.500" 3185# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live Snow 1 -225# 1180# -598# 2 3895# 6156# 2582# 3 986# 2200# 349# Design spans 6' 0.375" 13' 3.625" Product: 1 3/4x11 7/8 Versa -Lam 2.0-3100 SP 2 ply Component Member Design has Passed Design Checks. ** Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Review gravity uplift reaction force of 14651bs at bearing 1 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 9451.'# 21275.'# 44% 13.35' Even Spans D +L Negative Moment 12031.'# 21275.'# 56% 6.03' Total load D +L Shear 5243.# 7897.# 66% 6.04' Total load D +L TL Deflection 0.2893" 0.6651" L/551 12.68' Even Spans D +0.75(L +S) LL Deflection 0.1869" 0.4434" L/853 12.68' Even Spans 0.75(L +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 All product names are trademarks of their respective owners Doug Iiodgins • "" ":` `'' " l `s: Your Company Name :: i '! 5: ' hr•i; : Copyright (C)1989 -2005 by Keymark Enterpnses, LLC. ALL RIGHTS RESERVED. Your Company Address "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 Your Company Address 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 Your Company Phone specifications. .5, KeyBuild Structure. 2.306d QuillGregPagliaro - Level 8 3 -11 -10 , lunBeamEngine 4.507h Materials Database 1109 1St walls 9:33am 8of10 Member Data Description: fi t Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total 1.000" max. LL Live Load: 0 PLF Deck Connection: Nailed Member Weight: 17.5 PLF Filename: UNKNOWN Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform (PLF) 0' 0.00" 2' 4.25" 1 6 Live Replacement Uniform (PLF) 0' 0.00" 2' 4.25" 384 644 Snow Replacement Uniform (PLF) 0' 0.00" 10' 5.75" -13 -53 Live Replacement Uniform (PLF) 0' 0.00" 10' 5.75" 7 27 Live Replacement Uniform (PLF) 0' 0.00" 10' 5.75" 13 40 Live Replacement Uniform (PLF) 2' 4.25" 10' 5.75" 7 27 Live Point (LBS) 0' 3.50" 221 0 Live Point (LBS) 2' 6.00" 321 475 Snow Point (LBS) 2' 7.00" 5301 609 Live Point (LBS) 2' 7.00" 0 8769 Snow ::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::, ,ri ,.:.:.:.:.,,:-.:-•:•:•:,.•:,:•:„.:.„.„:•:.:.--...„.,.:.....,...,,,::::::::::::::::::::::::::::::::„:::::::,::::::::::„::::::::::::::::::::::::::::::,:.:.:.:,,,,.:.:•:•:.:„.„.„.:.:.:.:.:.:.:.:,.,:.,,,•,.::::.,,,,,E.:.E.:.:.:.:.:.:.:.:.::.:.:.:.:.:.:.:.:.E..:,::,:•,<:.,.:.:.:.:.:.:.:.:.:.:.:.:,:.:,,,:ii„,,,,,,,,.:.:.E.E.:,:.:.:,:.:,,,,:.:.,:•:.:„.:..:.,.:,..„:.:. ........„............................................................................................................................................................................................................ ........„........................................................................,.............„............................................................................................................„............„*.w.......................................................................................................,..........,.............. 10 5 12 0 0 / / 10 512 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Girder N/A N/A 13627# -- 2 9' 8.750" Girder N/A N/A 3868# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live Snow 1 5369# 622# 8258# 2 1554# 334# 2314# Design spans 9' 8.750" Product: 1 3/4x11 7/8 Versa -Lam 2.0-3100 SP 3 ply Component Member Design has Passed Design Checks. ** NOTE: Pass -thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 27918.'# 38167.'# 73% 2.29' Total load D +S Shear 12364.# 13622.# 90% 0.01' Total load D +S TL Deflection 0.2426" 0.4865" L/481 4.38' Total load D +S LL Deflection 0.1484" 0.3243" L/786 4.38' Total load S 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 Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. AlI product names are trademarks of their respective owners Doug Hodgins ` Your Company Name i = V b g : 4'i ;' . :•Copyright (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. Your Company Address "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 Your Company Address sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturers Your Company Phone specifications. KeyBuild Structure 2.306d QuillGregPagliaro - Level 8 3 -11 -10 • kmBeamEngine 4.50711 1St walls 9:33am Materials Database 1109 7 of 10 Actual Allowable Capacity Location Loading TL Deflection 0.3159" 0.6380" L/484 18.86' Even Spans D +0.75(L +S) LL Deflection 0.1678" 0.4253" L/912 18.86' Even Spans 0.75(L +S) Control: Shear DOLs: Live = 100% Snow =115% Roof = 125% Wind =160% Manufacturers installation guide MUST be consulted for multi -ply connection details and alternatives Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table All product names are trademarks of their respective owners Doug Hodgins ' `' " ii{, ' �tL yy. gg�,, : . :ii � Your Company Name ;'% - `. f &'iE .,copy right (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. Your Company Address "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 Your Company Address sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturers Your Company Phone specifications. KeyBuild Structure. 2.306d QuillGregPagliaro - Level 8 3 -11 -10 , ■ kmBeamEngine 4.507h Materials Database 1109 1st walls 9:33an1 6of10 Member Data Description: Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total 1.000" max. LL 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" 12' 5.50" 7 27 Live Replacement Uniform (PLF) 0' 0.00" 12' 5.50" 25 47 Snow Replacement Uniform (PLF) 0' 0.00" 12' 5.50" 31 83 Live Replacement Uniform (PLF) 0' 0.00" 17' 11.75" 83 0 Live Replacement Uniform (PLF) 0' 0.00" 22' 7.50" -13 -53 Live Replacement Uniform (PLF) 0' 0.00" 22' 7.50" 2 9 Live Replacement Uniform (PLF) 0' 0.00" 22' 7.50" 13 40 Live Replacement Uniform (PLF) 12' 5.50" 14' 9.75" 7 27 Live Replacement Uniform (PLF) 12' 5.50" 14' 9.75" 204 456 Snow Replacement Uniform (PLF) 14' 9.75" 17' 11.75" 177 336 Snow Replacement Uniform (PLF) 14' 9.75" 22' 7.50" 7 27 Live Replacement Uniform (PLF) 17' 11.75" 22' 7.50" 83 0 Live Replacement Uniform (PLF) 17' 11.75" 22' 7.50" 177 336 Snow Point (LBS) 12' 3.75" 3148 5991 Snow Point (LBS) 22' 4.75" 0 343 Snow Point (LBS) 22' 4.75" 1472 1751 Live Point (LBS) 22' 5.75" 84 225 Live Point (LBS) 22' 5.75" 295 127 Snow .. F" i I H. - .• :e:::•:: / / / 12 2 12 13 1 12 7 ° 25 4 8 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall N/A 1.500" 1087# -- 2 11' 10.125" Wall N/A 2.898" 16396# -- 3 24' 7.250" Wall N/A 1.751" 4597# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live Snow 1 494# 547# -317# 2 7100# 1567# 9296# 3 2280# 1555# 1534# Design spans 11' 10.125" 12' 9.125" Product: 1 3/4x11 7/8 Versa -Lam 2.0-3100 SP 2 ply Component Member Design has Passed Design Checks.** NOTE: Pass -thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 12330.'# 24466.'# 50% 20.78' Even Spans D +0.75(L +S) Negative Moment 10252.'# 24466.'# 41 % 11.84' Total load D +0.75(L +S) Shear 4604.# 9081.# 50% 11.85' Total load D +S y All product names are trademarks of their respective owners Doug Hodgins "` ''''`'' "' �> Your Company Name ;: ' igliV f%'r>`f:::Copyright (C)1989-2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. Your Company Address "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 Your Company Address 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 Your Company Phone specifications. KeyBuild Structure'. 2.306d QuillGregPagliaro - Level 8 3 -11 -10 I kmBeamEngine 4.507h Materials Database 1109 1st walls 9:33am 5 of 10 Member Data Description: Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total 1.000" max. LL 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" 14' 10.25" 7 27 Live Replacement Uniform (PLF) 0' 0.00" 18' 7.00" -13 -53 Live Replacement Uniform (PLF) 0' 0.00" 18' 7.00" 7 27 Live Replacement Uniform (PLF) 0' 0.00" 18' 7.00" 13 40 Live Replacement Uniform (PLF) 14' 10.25" 18' 7.00" 3 13 Live Point (LBS) 0' 4.63" 63 0 Live Point (LBS) 0' 4.63" 229 0 Live Point (LBS) 0' 4.63" 218 414 Snow Point (LBS) 0' 4.63" 799 1518 Snow Point (LBS) 14' 8.50" 485 1223 Live / / 18 7 0 / 1p 18 7 0 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall N/A 1.500" 3554# -- 2 17' 8.875" Girder N/A N/A 1904# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live Snow 1 1623# 586# 1932# 2 603# 1301# 0# Design spans 17' 8.875" • Product: 1 3/4x11 7/8 Versa -Lam 2.0 -3100 SP 2 ply Component Member Design has Passed Design Checks. ** NOTE: Pass -thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 6231.'# 21275.'# 29% 14.19' Total load D +L Shear 1857.# 7897.# 23% 16.85' Total load D +L TL Deflection 0.3400" 0.8870" U626 9.76' Total load D +L LL Deflection 0.2284" 0.5913" L/932 9.76' Total load L Control: LL Deflection DOLs: Live = 100% Snow= -115% Roof = 125% Wind =160% Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Doug Hodgins :: :: `.!pail % :: #� .` Your Company Name ;: : e • irMS &':0 :•Copyright (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. Your Company Address "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 Your Company Address 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 Your Company Phone specifications. in KeyBuild Structure?"' 2.3o6d QuillGregPagliaro - Level 8 3 -11 -10 I 1anBeamEnt#ne 4.507h Materials Database 1109 1st walls 9:33am 4 of 10 Member Data Description ' Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total 1.000" max. LL 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" 0' 8.00" 7 27 Live Replacement Uniform (PLF) 0' 0.00" 18' 9.50" -13 -53 Live Replacement Uniform (PLF) 0' 0.00" 18' 9.50" 7 27 Live Replacement Uniform (PLF) 0' 0.00" 18' 9.50" 13 40 Live Replacement Uniform (PLF) 0' 8.00" 3' 11.25" 3 13 Live Replacement Uniform (PLF) 3' 11.25" 18' 9.50" 7 27 Live Point (LBS) 4' 1.00" 485 1223 Live Point (LBS) 18' 4.88" 71 0 Live Point (LBS) 18' 4.88" 221 0 Live Point (LBS) 18' 4.88" 248 471 Snow Point (LBS) 18' 4.88" 768 1460 Snow ......................................................................................................................................................................................................... ............................... ... ... .... ...... . ...... . .... ... ... ... .................................... . ........................ . ................................................. . .......................................... ......................... ... . . .. . ... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ............................... . . i::+::::> �>? is ii'::: �: �: �: �: �: �: 22�: r'::':;;;' r' ii; ii:' ss; 3i�35�3:: r' tti:' r': �iiiii 'r'ii3i�5i ?� >:`: >i:::::: :•`:<? �:'•:f: �: �:: �:•`: �: �: 2�: tt< �:; �; �;;;:'•: �: ;:: %: <::�':'•?:`•::' ?: %�:�:� >:� ::»'?•,:;` i:: ?i�i'r ?r >i't:i:`•ii:`•iii:`• ?iii �'r'r:'•iii'r3irii5i:rt::r r3ir53 >> • r #i:i't:i: >3 ? #i:ii:i: i$i #:i:i::? is i�'r' >> i` is�f` s5» i r'Sr:�isi:`:`• > > > >S > rf >3:� rr r3 r? Si�i: >i� > >:$''r':�r � 5 »i:> • r'it�i�:':3 � i �:� 18 9 8 18 9 8 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall N/A 1.500" 1901# -- 2 17' 9.750" Wall N/A 1.500" 3557# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live Snow 1 602# 1299# 0# 2 1625# 592# 1932# Design spans 17' 9.750" Product: 1 3/4x11 7/8 Versa -Lam 2.0 -3100 SP 2 ply Component Member Design has Passed Design Checks.** NOTE: Pass -thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 6341.'# 21275.'# 29% 3.56' Total load D +L Shear 1853.# 7897.# 23% 0.01' Total load D +L TL Deflection 0.3477" 0.8906" L/614 8.02' Total load D +L LL Deflection 0.2337" 0.5938" L/914 8.02' Total load L Control: LL Deflection DOLs: Live = 100% Snow = 115% Roof= 125% Wind = 160% Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table All product names are trademarks of their respective owners Doug Hodgins , ... R % 8i• : : : : : "p :iiii Your Company Name >2;�'� 'i% " ?i:;•Copynght (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. Your Company Address "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 Your Company Address 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 Your Company Phone specifications. KeyBuild Structure'• 2.3o6d QuillGregPagliaro - Level 8 3 -11 -10 kmBeamEngine 4.507h Materials Database 1109 1St walls 9:33an1 3 of 10 Member Data Description: (, # Member Type: Girder Application: Floor Comments: - x Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total 1.000" max. LL 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" 8' 4.75" 74 223 Live Replacement Uniform (PLF) 8' 4.75" 11' 6.75" 74 223 Live ::ai' ............. :: r.• +. ,' 11 6 12 O 9 11 6 12 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Girder N/A N/A 1695# -- 2 10' 11.750" Girder N/A N/A 1695# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live 1 472# 1223# 2 472# 1223# Design spans 10' 11.750" Product: 1 3/4x11 7/8 Versa -Lam 2.0 -3100 SP 2 ply Component Member Design has Passed Design Checks.'* Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. • Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 4653.# 21275.'# 21% 5.49' Total load D +L Shear 1390.# 7897.# 17% 0.01' Total load D +L TL Deflection 0.1033" 0.5490" L/999+ 5.49' Total load D +L LL Deflection 0.0746" 0.3660" L/999+ 5.49' Total load L Control: Positive Moment DOLs: Live =100% Snow =115% Roof =125% Wind =160% Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Doug Hodgins ;ye :y,, •• '„.:„.:1,m,::::,::::::,.. : Your Company Name • ;:.. 36 ' : � : & tt, „,. Copyright (C)1989 -2005 by Keymark Enterprises, LLC, ALL RIGHTS RESERVED. Your Company Address "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 Your Company Address 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 Your Company Phone specifications. KeyBuild Structure'''. 2.306d QuillGregPagliaro - Level 8 3 -11 -10 I krnBeamEngine 4.507h Materials Database 1109 1st walls 9:33am 2 of 10 Member Data Description Member Type: Girder Application: Floor Comments: = w' "` ' Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total 1.000" max. LL 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' 9.00" 0 47 Snow Replacement Uniform (PLF) 0' 0.00" 3' 9.00" 181 230 Live Replacement Uniform (PLF) 3' 9.00" 6' 1.50" 0 47 Snow Replacement Uniform (PLF) 3' 9.00" 6' 1.50" 187 234 Live Replacement Uniform (PLF) 6' 1.50" 14' 7.38" 0 47 Snow Replacement Uniform (PLF) 6' 1.50" 14' 7.38" 180 216 Live Replacement Uniform (PLF) 14' 7.38" 14' 8.25" 0 47 Snow Replacement Uniform (PLF) 14' 7.38" 14' 8.25" 178 200 Live Point (LBS) 0' 5.50" 34 90 Live Point (LBS) 14' 3.63" 34 90 Live 14 8 4 / 14 8 4 / Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Girder N/A N/A 3030# -- 2 13' 10.125" Wall N/A 1.500" 2974# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live Snow 1 1374# 1656# 323# 2 1368# 1606# 323# Design spans 13' 10.125" Product: 1 3/4x11 7/8 Versa -Lam 2.0 -3100 SP 2 ply Component Member Design has Passed Design Checks. ** NOTE: Pass -thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 9949.'# 21275.'# 46% 6.92' Total load D +L Shear 2488.# 7897.# 31% 0.01' Total load D +L TL Deflection 0.3517" 0.6922" L/472 6.92' Total load D +L LL Deflection 0.1879" 0.4615" L/884 6.92' Total load L Control: TL Deflection DOLs: Live =100% Snow =115% Roof =125% Wind =160% Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. ,• .: M product names are trademarks of their respective owners Doug Hod Ins p� r' .i r° Your Company Name ! & Aix •Cop (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. Your Company Address "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 Your Company Address sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturers Your Company Phone specifications. p y tt xeyluild Structure. 2.306d QuillGregPagliaro - Level 8 3 -11 -10 , krnBeamEngine 4.507h 9:33a111 Materials Database 1109 1St walls 1 of 10 Member Da O' Description: Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, U240 total 1.000" max. LL Live Load: 0 PLF Deck Connection: Nailed Member Weight: 5.8 PLF Filename: UNKNOWN Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform (PLF) 0' 0.00" 10' 3.50" . 417 122 Live Replacement Uniform (PLF) 0' 0.00" 10' 3.50" 0 556 Snow Point (LBS) 0' 4.63" 34 90 Live Point (LBS) 10' 0.00" 3148 5991 Snow iiiiiiiiiiiiiiiiiiiiiii:ii! .. '. / / 10 3 8 / 10 3 8 / Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall N/A 3.583" 4736# -- 2 9' 7.375" Girder N/A N/A 13840# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live Snow 1 2064# 676# 2672# 2 5178# 586# 8662# Design spans 9' 7.375" Product: 1 3/4x11 7/8 Versa -Lam 2.0-3100 SP 1 ply Component Member Design has Passed Design Checks.** NOTE: Pass -thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. G Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 11302.'# 12233.'# 92% 4.81' Total load D +S Shear 3734.# 4541.# 82% 0.01' Total load D +S TL Deflection 0.3850" 0.4807" L/299 4.81' Total load D +S LL Deflection 0.2188" 0.3205" L/527 4.81' Total load S Control: Positive Moment DOLs: Live =100% Snow =115% Roof =125% Wind = 160% Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Doug Hodgins ;(,yid', " � ?y Your Company Name : ::::t liiiii E `'i: •Copyright (C)1989-2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. Your Company Address "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 Your Company Address sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturers Your Company Phone specifications. p y KeyBuild Structure" 2.306d I kmBeamEngine 4.5071, QuillGregPagliaro - Level 8 3 -11 -10 Materials Database 1109 1St walls 9:32am 2ot2 Member Data Description: Cal 5 Member Type: Beam Application: Floor Comments: Top Lateral Bracing: Continuous 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 1.000" max. LL Live Load: 0 PLF Deck Connection: Nailed Member Weight: 49.0 PLF Filename: UNKNOWN Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform (PLF) 6' 6.00" 10' 3.00" 116 402 Live Replacement Uniform (PLF) 10' 3.00" 12' 7.50" 57 341 Live Replacement Uniform (PLF) 12' 7.50" 21' 1.38" 116 348 Live Point (LBS) 6' 7.75" 67 127 Snow Point (LBS) 6' 7.75" 84 225 Live Point (LBS) 6' 7.75" 417 0 Live Point (LBS) 6' 7.75" 157 352 Snow Point (LBS) 6' 8.75" 7013 1240 Live Point (LBS) 6' 8.75" 0 9327 Snow I ':: t / 21 2 4 / 0 / 21 2 4 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall N/A N/A 13577# -- 2 20' 5.000" Wall N/A N/A 9008# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live Snow 1 6354# 2870# 6761# 2 3904# 3760# 3045# Design spans 20' 5.000" Product: W 10 x 49 (50ksi) 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 85.03'k# 150.15'k# 56% 6.34' Total load D +0. Shear 13.58k# 67.86k# 20% 0' Total load D +0. LL Deflection 0.3760" 0.6806" U651 9.85' Total load 0.75 TL Deflection 0.6862" 1.0000" 11357 9.19' Total load D +0. Control: TL Deflection All product names are trademarks of their respective owners Doug Hod Ins '•. 'sEa 9 9 • ` ::: :5 r ? "y'�� ¢, < % �g t :, , . . Your Company Name ;i. iY k4di4::•Copyright (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. Your Company Address "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 Your Company Address 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 Your Company Phone specifications. KeyBuild structure"' 2.106d QuillGregPagliaro - Level 8 3 -11 -10 limBeatnEnguw 4.50711 Materials Database 1109 1st walls 9 :32am 1 01'2 Member Data Description: Ca." Member Type: Beam Application: Roof Comments: 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 1.000" max. LL Live Load: 0 PLF Deck Connection: Nailed Member Weight: 14.0 PLF Filename: UNKNOWN Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Point (LBS) 0' 1.75" 4 0 Live Point (LBS) 0' 1.75" 878 101 Live Point (LBS) 0' 1.75" 0 1485 Snow Point (LBS) 0' 1.75" 774 1458 Snow Point (LBS) 19' 11.50" 4 0 Live Point (LBS) 19' 11.50" 873 101 Live Point (LBS) 19' 11.50" 0 1482 Snow Point (LBS) 19' 11.50" 769 1454 Snow .... E ;} : ; : : : :; : : : : : : : : : : :: :; {: ' :Y:•.' :`• :' •.: :::::: :: : :$ G : +i::> iE : :: : : : : :?; ;:::::: ;is i ii is : :: : :'.`: :: : ::5 : :: >::::.'3:';i : % : i'•: %t ::: >';::> 'a ; ?' %. %:; : : : : : :t'i> ; : :: ;:: "'t : : I 0 9 8 13 1 4 , 5 7 8 07 0 / 0 0 20 1 4 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift . 1 0' 9.500" Wall N/A 1.500" 5014# -- 2 13' 10.750" Wall N/A 1.500" -- -735# 3 19' 6.250" Wall N/A 1.500" 5184# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live Snow 1 1861# 108# 3153# 2 -144# -19# -590# 3 1867# 114# 3317# Design spans 0' 9.500" (left cant) 13' 1.250" 5' 7.500" 0' 7.000" (right cant) Product: 1 3/4x9 1/2 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. Review gravity uplift reaction force of 735lbs at bearing 2 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1115.'# 25040.'# 4% 13.9' Total load D +S Negative Moment 2975.'# 25040.'# 11% 0.79' Total load D +S Negative Unbrcd 2975.'# 25040.'# 11% 0.79' Total load D +S Shear 3752.# 10898.# 34% 0.15' Total load D +S TL Deflection - 0.0400" 0.6552" L/999+ 5.38' Total load D +S LL Deflection - 0.0297" 0.4368" L/999+ 5.38' Total load S TL Defl., Lt. 0.0181" 0.2000" 2L/999+ 0' Total load D +S LL Defl., Lt. 0.0125" 0.2000" 2L/999+ 0' Total load S TL Defl., Rt. 0.0040" 0.2000" 2L/999+ 20.1' Total load D +S LL Defl., Rt. 0.0024" 0.2000" 2L/999+ 20.1' Total load S Control: Shear DOLs: Live =100% Snowy- 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 Doug Hodgins rte to-, Your Company Name i +'•'• iBr ter i'�` :::•Copyright (C)198g -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. Your Company Address "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 Your Company Address 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 Your Company Phone specifications. p y 1. KeyBuild Structure". 2.306d QuillGregPagliaro - Level 6 3 -11 -10 e ine 4.507h Materials Database f tabase 1109 9:22am 2 of 2 Control: Shear DOLs: Live =100% Snow =115% Roof =125% Wind =160% Design assumes a repetitive member use increase in bending stress: 4 % Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives All product names are trademarks of their respective owners Doug Hodgins j '' ' r 4i• Your Company Name 1: (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. Your Company Address "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 Your Company Address sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturers Your Company Phone specifications. KeyBuild Structure"' 2.306d QuillGregPagliaro - Level 6 3 -11 -10 kruSeamEngine 4.507h Materials Database 1109 foundation 9:22am 1 of2 Member Data Description .4A Member Type: Beam Application: Floor Comments `' Top Lateral Bracing: Continuous 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 1.000" max. LL Live Load: 0 PLF Deck Connection: Nailed Member Weight: 14.0 PLF Filename: UNKNOWN Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform (PLF) 3' 6.00" 9' 10.50" 93 372 Live Replacement Uniform (PLF) 9' 10.50" 20' 1.25" 93 372 Live Point (LBS) 0' 4.63" 0 -565 Snow Point (LBS) 0' 4.63" 5 21 Live Point (LBS) 0' 4.63" 5 21 Live Point (LBS) 0' 4.63" 62 0 Live Point (LBS) 0' 4.63" -212 1153 Live Point (LBS) 3' 7.75" 485 1190 Live Point (LBS) 6' 5.00" 0 2559 Snow Point (LBS) 6' 5.00" 3978 6316 Live Point (LBS) 19' 8.63" 62 0 Live Point (LBS) 19' 8.63" 83 36 Snow Point (LBS) 19' 8.63" 31 91 Live Point (LBS) 19' 8.63" 0 339 Snow Point (LBS) 19' 8.63" 1014 2266 Live fN / / / 3 6 0 8 310 8 310 / 0 O 0 20 1 4 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall N/A 1.500" -- -3179# 2 3' 1.375" Wall N/A 3.844" 15137# -- 3 11' 5.000" Wall N/A 2.018" 7947# -- 4 19' 4.000" Wall N/A 1 500" 4944# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live Snow 1 -1504# -1422# -1376# 2 5153# 9984# 2652# 3 2331# 5616# 848# 4 1313# 3631# 245# Design spans 3' 1.375" 8' 3.625" 7' 11.000" Product: 1 3/4x9 1/2 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. Review gravity uplift reaction force of 3180Ibs at bearing 1 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 13015.'# 21774.'# 59% 6.03' Even Spans D +L Negative Moment 12471.'# 21774.'# 57% 3.11' Even Spans D +L Negative Unbrcd 12471.'# 21774.'# 57% 3.11' Even Spans D +L Shear 9057.# 9476.# 95% 3.12' Even Spans D +L TL Deflection 0.1340" 0.4151" L/743 6.85' Even Spans D +L LL ueflec,tiun O.0 b "' 0. 27 , U 9* 6.85" I!v Spdrla L All product names are trad o t heir respective owner Doug Hodgins r y.`.. r :.f ' `' ..`�.; ... „. r ; : Your Company Name i' .�ii ;•Cop (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. Your Company Address "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 Your Company Address 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 Your Company Phone specifications. R ` ■ kmBe d structure =. 2.306d QuillGregPagliaro - Level 6 3 -11 -10 kmBe amEngute 4.507h Materials Database 1109 foundation 9:22am 4 of 4 Member Data Description: Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total 1.000" max. LL 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" 4' 0.75" 7 27 Live Replacement Uniform (PLF) 0' 0.00" 18' 11.00" 7 27 Live Replacement Uniform (PLF) 4' 0.75" 4' 8.00" 7 27 Live Replacement Uniform (PLF) 4' 8.00" 18' 11.00" 7 27 Live Point (LBS) 4' 2.50" 441 1485 Live Point (LBS) 18' 6.38" 0 1587 Snow Point (LBS) 18' 6.38" 1571 782 Live i t ,,,,,,,,,,,,,,,,, , ,,,, ,..........mnmmmmmmmmmmm:.,,,,,...,.=,,,m,,m r , i 18 11 0 / B O 18 11 0 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall N/A 1.500" 2241# -- 2 17' 11.250" Wall N/A 1.500" 4244# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live Snow 1 577# 1664# 0# 2 1885# 1559# 1587# Design spans 17' 11.250" Product: 1 3/4x11 7/8 Versa -Lam 2.0-3100 SP 2 ply Component Member Design has Passed Design Checks.** NOTE: Pass -thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 7596.'# 21275.'# 35% 4.06' Total load D +L Shear 2164.# 7897.# 27% 0.01' Total load D +L TL Deflection 0.4233" 0.8969" L/508 8.07 Total load D +L LL Deflection 0.3097" 0.5979" L/695 8.07' Total load L . Control: LL Deflection DOLs: Live =100% Snow=115% Roof =125% Wind =160% Manufacturers installation guide MUST be consulted for multi -ply connection details and alternatives Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table +'' All product names are trademarks of their respective owners Doug Hodgins ,�,� "" " "" 'g ,0,:, Your Company Name ;i + : :4we 8' ' &''ie:: ::;;:Co (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. Your Company Address "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 Your Company Address sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturers Yo Company Phone specifications. p y .h ■ Key Build St cture 2.3064 QuillGregPagliaro - Level 6 3 -11 -10 kmBea kmBeamEngine 4.500 7h Materials Database 1109 foundation 9:22am 3 of 4 Member Data Description ' ' _, ", Member Type: Girder Application: Floor Comments: "' Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: U360 live, L/240 total 1.000" max. LL 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" 14' 3.00" 7 27 Live Replacement Uniform (PLF) 0' 0.00" 14' 10.25" 7 27 Live Replacement Uniform (PLF) 14' 3.00" 18' 9.50" 7 27 Live Replacement Uniform (PLF) 14' 10.25" 18' 9.50" 7 27 Live Point (LBS) 14' 8.50" 441 1485 Live Point (LBS) 18' 2.38" 41 169 Live Point (LBS) 18' 2.38" 214 0 Live If it' L / / 18 9 8 0 / 18 9 8 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall N/A 1.500" 1075# -- 2 17' 9.750" Wall N/A 1.500" 2672# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live 1 309# 766# 2 833# 1839# Design spans 17' 9.750" Product: 1 3/4x11 7/8 Versa -Lam 2.0 -3100 SP 2 ply Component Member Design has Passed Design Checks.** NOTE: Pass -thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 7378.'# 21275.'# 34% 13.85' Total load D +L Shear 2170.# 7897.# 27% 16.92' Total load D +L TL Deflection 0.4075" 0.8906" L/524 9.8' Total load D +L LL Deflection 0.2980" 0.5938" L/717 9.8' Total load L Control: LL Deflection DOLs: Live =100% Snow =115% Roof =125% Wind =160% Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table All product names are trademarks of their respective owners Doug Hodgins ,(.¢` " " ? °`'''pl�lt t ;; Your Company Name :i We i 5' Vn g :i.Cop yright (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. Your Company Address "Passing is defined as the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this Your Company Address 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 Your Company Phone specifications. re KeyBuild structurern' 2.306d QuillGregPagliaro - Level 6 3 -11 -10 kruBeamEngme 4.50711 Materials Database 1109 foundation 9:22arn 2 of 4 Member D Description Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, 11240 total 1.000" max. LL 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" 10' 7.00" 74 297 Live ':. (I ......... ......... ........ 11 11... .. .11.11.... ... .. . .. 111 1 t ::a/` 10 7 0 O I / 10 7 0 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Girder N/A N/A 1915# -- 2 10' 0.000" Girder N/A N/A 1915# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live 1 430# 1485# 2 430# 1485# Design spans 10' 0.000" Product: 1 3/4x11 7/8 Versa -Lam 2.0-3100 SP 2 ply Component Member Design has Passed Design Checks.** Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 4788'# 21275.'# 22% 5' Total load D +L Shear 1536.# 7897.# 19% 0.01' Total load D +L TL Deflection 0.0882" 0.5000" L/999+ 5' Total load D +L LL Deflection 0.0684" 0.3333" U999+ 5' Total load L Control: Positive Moment DOLs: Live =100% Snow= -115% Roof = 125% Wind= 160% Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Doug I lodgins Your Company Name ,: <�''.:< %:;:•Copyright (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. Your Company Address "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 Your Company Address sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturers Your Company Phone specifications. KeyBuild Structnree. 2.3o6d QuillGregPagliaro - Level 6 3 -11 -10 lanBeamEngine 4.507h Materials Database 1109 foundation 9 : 1 of4 Member Dat. , > ` Description:'. '' '° Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: U360 live, U240 total 1.000" max. LL Live Load: 0 PLF Deck Connection: Nailed Member Weight: 5.8 PLF Filename: UNKNOWN Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform (PLF) 0' 0.00" 4' 2.00" 1 6 Live Replacement Uniform (PLF) 0' 0.00" 4' 2.00" 7 27 Live Replacement Uniform (PLF) 0' 0.00" 4' 2.00" 25 47 Snow Replacement Uniform (PLF) 0' 0.00" 4' 2.00" 204 118 Live / / 420 OO 0 / / 4 2 0 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall N/A 1.500" 750# -- 2 3' 9.750" Wall N/A 1.500" 750# -- Maximum Load Case Reactions Used for applying point loads (or fine loads) to carrying members Dead Live Snow 1 463# 288# 89# 2 463# 288# 89# Design spans 3' 9.750" Product: 1 3/4x11 7/8 Versa -Lam 2.0-3100 SP 1 ply Component Member Design has Passed Design Checks. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 715.'# 10638.'# 6% 1.91' Total load D +L Shear 361.# 3948.# 9% 0.01' Total load D +L TL Deflection 0.0038" 0.1906" L/999+ 1.91' Total Toad D +L LL Deflection 0.0015" 0.1271" L/999+ 1.91' Total load L Control: Shear DOLs: Live =100% Snow =115% Roof =125% Wind =160% >' All product names are trademarks of their respective owners Doug Hodgins " " ' o: Your Company Name Cop yright (C)1989 -2095 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED, p y ::��`''`•�� ":: <> Your Company Address "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 Your Company Address sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturers Your Company Phone specifications- n ti Permit No. D8 -10 Conditions: Driveway Permit In lieu of plan approved by the City Engineer I agree to the following added conditions: 1. I will contact the Department of Public Works and have an inspector check and approve the graded gravel base prior to paving to insure compliance with slope and location; 2. I further agree that if in the inspections, any of the permit conditions are not met that I will at no expense to the City remove and replace the driveway as directed by the City Engineer. lit Pe. tioner Signature Name: Marie Quill/Rosemund LLC Address: 23 E. Hadley Road Hadley, MA 01035 Note: The Public Works Department recommends that you provide a plan showing the proposed driveway with grades and location in the future to avoid possible expense which you will incur by not getting approval of actual plans in advance. For Commercial and Industrial applicants, a plan showing the proposed driveway with grades, location and Planning Board permits are required. Cc: Building Inspector i Permit No. D8 - CITY OF NORTHAMPTON, MA DRIVEWAY PERMIT Date: 4/6/10 Check #: 2064 FEE: $250.00 THE BOARD OF PUBLIC WORKS Driveway must be staked and house & lot number posted The undersigned respectfully petitions your honorable body for: Driveway Permit Permission to install a driveway at: 110 Cardinal Way Fifteen (15) foot maximum width at the street line. Gutter drainage not to be disturbed. All Drainage shall be directed off the driveway surface to adjacent land and not on the existing Roadway. Driveway surface to be paved as soon as possible if the grade of the proposed Driveway exceeds 3% or more. Homeowners will be held responsible for any cost to the City of Northampton in the event of a washout of this driveway. Code of Ordinances §350 -8 8 providing standards for private, individual driveways as amended by the City Council on October 15, 2009, must be followed. By: Marie Quill/ Rosemund LLC Telephone: 695 -8795 Signature: Proposed Location Inspection By: Gravel Base Grade Inspected By: - +ition be granted. rrrrr /'*■ 40 NI y �` �:• - 6b , • ��, o bi' ' "s A O / "Z> o$ 3,, cf \ o N G) ea / Z, 1ST FLOOR 1048 $ 0.50 $ 524.00 2ND FLOOR 1073 $ 0.30 $ 321.90 GARAGE 438 $ 0.20 $ 87.60 BASEMENT 1048 $ 0.20 $ 209.60 FRONT PORCH 120 $ 0.20 $ 24.00 REAR PORCH 154 $ 0.20 $ 30.80 $ 1,197.90 ALLACE revised Estimate,XLS 4/8/2010 MUNICIPAL WATER AVAILABILITY APPLICATION Northampton Water Department 237 Prospect St. Northampton, MA 01060 587 -1097 Department of Public Works Trench Permit shall be required prior to any construction or connection activity associated with this application. m: 110 Cardinal Way, Northampton New Building y Made By: Marie Quill 695 -8795 )f Inquiry: 4/2/10 Der of Type of Single Family X Type of Private X 1 Unit(s): Accessory Apart. Ownership: Condo Multi - family Rental (leant to fill out the above) icipal Water Main in Existing service to t of Location? Yes: X No: site? Yes: X No of Water Main: 12" Material: D.I. Age: 2002 )ximate Static Street Flow Test Conducted: Yes: No: X ire: 65 psi If done attach results )f Service Connection 1" ested Meter Size: 3/ rents: Existing water service stub to property line. A corresponding water entrance fee shall be paid prior to making any connection to the municipal water system. ange eats of such ins . . • • n shall be made with the Northampton Water Department with a minimum of 5 kin day no ' ic. ion. All ork s 1 f• -•• ' • 'o ton Water Department specifications. d W. Sparks, Superintendent of Water Water Entry $200.00 Meter $150.00 Radio $100.00 Ned Huntley, Director Tony Patillo, Building Inspector Note: If this availability is for a new construction, it must and delivered to the Building Inspector. .e " MUNICIPAL SEWER/ AVAILABIUTY APPUCATION Northampton Streets Department 125 Locust Street Northampton, MA 01060 587 -1570 lspartment of Public Works Trench Permit and Sewer Entry Permit shall be required prior to any construction or connection activity associated with this application. fn: 110 Cardinal Way, Northampton ( Made By: Marie Quilt 696.8795 0 Inquiry: 4/2110 an for New building Single Family Horne est: cipal Sewer Main in Front of Location: Yes y No icipal Storm Drain Available: 5 % deep Yes \/ No of Sewer Main: Material: Age: h of Sewer Main: of Service Connection: s of Service Connection: n to Sanitary Main Tie-in to Sanitary Stub Iments: 77412 VousE.S Af/ 11A Ve t IY 5C7i7e. P rn Ps Ary o 4fZ m _S YS ethl s J 7 AC 77 ilioct 6 . ."1 ARC ' i 76& 6 A 3'1 fo c:1 /44 /N O T/I cm AIL) Mg Q c't O Sib QA 7M ter if tWs avallibility Is for new this form must be hand delivered to Bulldina De: rresponding "sewer entrance fee" shall be paid prior to making any connection to the municipal sewer sm. Arrangements of such installation shall be made with the Northampton Streets Department with a mum of 5 working days notification. All work shalt conform to Northampton Streets Department - :ifications. c L) ) f2-(; John Hall Sewer Department Ned Huntley, Director DPW Anthony Patiilo, Building Inspector CERTIFICATE OF LIABILITY INSURANCE DATE (MM/DD/YYYV) 04/05/2010 FAX (413) 586 -6481 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION Is. Agency, Inc. ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. 50 INSURERS AFFORDING COVERAGE NAIC # INSURER A. MGM Insurance Company 14788 + Road INSURER B. )35 INSURER C INSURER D, INSURER E CE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR 1NCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH MITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. URANCE POLICY NUMBER POLICY EFFECTIVE POLICY EXPIRATION LIMITS DATE (MMIDOWYY) DATE (MMIDDM+YY) MPF65979 05/26/2009 05/26/2010 EACH OCCURRENCE $ 500,000 ENERAL LIABILITY PREMISE (Ea occurrence) $ 500, 000 DE X OCCUR MED EXP (Any one person) $ 10,000 PERSONAL & ADV INJURY $ 500,000 GENERAL AGGREGATE $ 1,000,000 .IMIT APPLIES PER PRODUCTS - COMP/OP AGG $ 1,000,000 PRO- JECT LOC JTV COMBINED SINGLE LIMIT (Ea accident) UTOS BODILY INJURY \UTOS (Per person) BODILY INJURY $ AUTOS (Per accident) PROPERTY DAMAGE $ (Per accident) Y AUTO ONLY - EA ACCIDENT $ OTHER THAN EA ACC $ AUTO ONLY AGG $ LLA LIABILITY EACH OCCURRENCE $ CLAIMS MADE AGGREGATE $ $ $ ION WC STATU- 0TH - 1ON I TORY LIMITS ER LITY NER /EXECUTIVE Y / N E L. EACH ACCIDENT $ -UDED? E L. DISEASE - EA EMPLOYEE $ ®lav E L DISEASE - POLICY LIMIT $ S 1 LOCATIONS 1 VEHICLES 1 EXCLUSIONS ADDED BY ENDORSEMENT 1 SPECIAL PROVISIONS ER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING INSURER WILL ENDEAVOR TO MAIL 10 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO DO SO SHALL Irthampton IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER, ITS AGENTS OR : Street REPRESENTATIVES. 1 , MA 01060 AUTHORIZED REPRESENTATIVE , � 1 Cynthia Henderson/CINDY �¢ FAX: 413.587.1576 01988 -2009 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD a . AV ^ %0 ass . ° Insulated Steel u iberglass DWood D Other [Storm °Clear Vow E 4rgon filled :Wood frame °Vinyl frame °Other Man ctur��e/�r/a NFRC whole -unit U -Value NFRC whole -unit SHGC Pk 4e � r � vri. 2 ; i , ,,;? m ,.ta i:c ,` t a y " F4i ..., uGas 0011 oGeoExchange °Other ❑Hydro Air DOpen Loop / DClosed Loop °Warm Air riot Water °Radiant Floor ° Other Gas Vented 0Unvented Rated output capacity (Btu/hr or tons) 3 I g AFUE or COP rating J ant :Central NC OGeoExchange Rated output capacity (Btu/hr or tons) SEER rater C3.6 DOH °Electric ❑GeoExchange ODesuperheater Othe ,/ O Dedicated r DStand alone °Indirect i1nstant- DTankless Coil D0ther fired aneous Rated output capacity (Btu/hr or tons) Energy Factor (EF) em Exhaust -onl (rated for continuous :Heat Recovery Ventilator operation) p, a v\kso . an entire set of plans and the Home Specification Form and Analysis Fee, if applicable to: Center for Ecological Technology • 26 Market Street • Northampton, MA 01060 di 800- 369 -3333 ext.21 or email meganm(cetonline.org with any questions or for additional assistance. C < ,f" z g' 1 F f, r 9 "( x ■ L y�.n ' . ; ; " t a -: F; Air 4y,:, !' 't.• errsted applying for incen ` V as pert of the 2 �8 -2009 Program. This information will be ny to help you select the building specifications to qualify your home as ENERGY ® .} your home (s) can achieve. Once completed, you can submit an Application STAR and based on your homes energy performance. Complete information milit be submitted with plans, including: nd site plan indicating building compass orientation. e level for all skies of the building. hedraI1vaulted ceiling, floor level, and wall assembly details. ale with rough opening dimensions. ndow sizes or include reference labels from window schedule. over 5,000 square feet, a fee of $10 for each 100 square feet over 5,000 will be charged to ,600 s.f. home exceeds 5,000 by 1,600 s.f, Therefore, the fee is 1600/100 x $10 = $160,) � t x " r " , 1 � , ., 1 ,, ,, 's • -` ° r ' ,' , x . k ip e: Primary Contact:: Contact Phone: vi ‘'s Email: - : a.\C� V �£ ut (0 * ' 1cl `) fc,;cV.,kaf c i o' r'e h t s: Project City: Electric Service , P rovider: k. • \WCa,) �U�Q4v.(`t"G McA el et "r' iC, a Units: Number of Low - Income Estimated Completion Date: Units: 6 p+R to e c 14 Insulation Insulation R- Insulation Stud /Joist Spacing Thickness Value Type* (o.c.) io rr above? ., ' a c.. e. l v (05 z- 0 , , ings i 2 3 i i F. f 1kr1 � �C Ve ,c..09. 3ned basement K, 19 C �bercl(ca5,S Os. ' Pt b t y ( as t15 cltoer` ct.i tkout watts Ins, width (feet) Dn Ins. depth (inches) station used, expanded or extrude polystyrene, etc. used, specify type, such as: isocy ( i 1 f 1 r I I , i il ( j f t 1 ( 1 r (f I (( 1 E ;a e 1 i/r k for insurance coverage veri ica io . r the pains,,pnd penalties of perjury that the information provided , , L. Date not write in this area, to be completed by city or town official Permit /License # ircle one }: Building Department 3. City/Town Clerk 4. Electrical Inspector 5. Plumbing Inspector 2. ---- .......................... " "�� Phone #: �uferr � ' ' KeyBuild Structure. 2306d QuillGregPagliaro - Level 6 3 -11 -10 , kmBeamEngine 4.507h Materials Database 1109 foundation 9:22am 3of4 Member Data Description ^ `' Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total 1.000" max. LL 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" 14' 3.00" 7 27 Live Replacement Uniform (PLF) 0' 0.00" 14' 10.25" 7 27 Live Replacement Uniform (PLF) 14' 3.00" 18' 9.50" 7 27 Live Replacement Uniform (PLF) 14' 10.25" 18' 9.50" 7 27 Live Point (LBS) 14' 8.50" 441 1485 Live Point (LBS) 18' 2.38" 41 169 Live Point (LBS) 18' 2.38" 214 0 Live l / ' 18 9 8 / O 9 / 18 9 8 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall N/A 1.500" 1075# -- 2 17' 9.750" Wall N/A 1.500" 2672# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live 1 309# 766# 2 833# 1839# Design spans 17' 9.750" Product: 1 3/4x11 7/8 Versa -Lam 2.0 -3100 SP 2 ply Component Member Design has Passed Design Checks." NOTE: Pass -thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 7378.'# 21275.'# 34% 13.85' Total load D +L Shear 2170.# 7897.# 27% 16.92' Total load D +L TL Deflection 0.4075" 0.8906" L/524 9.8' Total load D +L LL Deflection 0.2980" 0.5938" L/717 9.8' Total load L Control: LL Deflection DOLs: Live =100% Snow =115% Roof =125% Wind = 160% Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table ... All product names are trademarks of their respective owners Doug Hodgins {, :: •� �y�,$?;y1�� =,.v;; Your Company Name ; s` ej4th 'Si'rii.? ::Cop (C)1989-2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. Your Company Address "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 Your Company Address sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturers Your Company Phone specifications. y. KeyBuild structnre'm 2.306d QuillGregPagliaro - Level 6 3 -11 -10 lanEeamEngine 4.50711 Materials Database 1109 foundation 9:22am 2 of 4 Member D Description: Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total 1.000" max. LL 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" 10' 7.00" 74 297 Live . r; 1 X1 1 11 11.. 111 1111.... 11 11 1111.. / / 10 7 0 10 7 0 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Girder N/A N/A 1915# -- 2 10' 0.000" Girder N/A N/A 1915# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live 1 430# 1485# 2 430# 1485# Design spans 10' 0.000" Product: 1 3/4x11 7/8 Versa -Lam 2.0 -3100 SP 2 ply Component Member Design has Passed Design Checks." Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 4788.'# 21275.'# 22% 5' Total load D +L Shear 1536.# 7897.# 19% 0.01' Total load D +L TL Deflection 0.0882" 0.5000" L/999+ 5' Total load D +L LL Deflection 0.0684" 0.3333" L/999+ 5' Total load L Control: Positive Moment DOLs: Live =100% Snow=115% Roof =125% Wind =160% Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. 1 .,slk. All product names are trademarks of their respective owners Doug Hodgins •. •' t ;, ; Your Company Name ?':4 i'&lb°$&' i ' i :: %Copyright (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. Your Company Address "Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this Your Company Address sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer's Your Company Phone specifications. f' KeyBuild Structure'. 2.306a QuillGregPagliaro - Level 6 3 -11 -10 l rnBearnEngine 4.507h Materials Database 1109 foundation 9.22 1 of4 Member Dat- „i:� : -• Description: Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC 1 IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total 1.000" max. LL Live Load: 0 PLF Deck Connection: Nailed Member Weight: 5.8 PLF Filename: UNKNOWN Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform (PLF) 0' 0.00" 4' 2.00" 1 6 Live Replacement Uniform (PLF) 0' 0.00" 4' 2.00" 7 27 Live Replacement Uniform (PLF) 0' 0.00" 4' 2.00" 25 47 Snow Replacement Uniform (PLF) 0' 0.00" 4' 2.00" 204 118 Live :ii €:ii: ii:i:< iiiiii::i: i±: >iiai: ?i:$; ::;: ;: 2i;>ii§:: >i:> > :i?a: !: > ?::} :isri iiri iiniii :: ?? : ?a >'S:> [ :i ri is >i:> »5> i :: :i' ::> i >i :iiri ii »::: s < : > < ?:> is :$i? t:a: ?i i::: iii ::mx: ;i': i:::::: *::i i::: isis?i:::::::isi> isisisi$isi s >::i s:? i:: :: :: :: i ::i: %;; ::;::::::::: iii! : : * : * : ::*::i:ii >iiii a ?ai: :: ::: ii:::*:::sisi >» > ?: :::2 >:i: #::i: : : : :::::::::: ** i ?i r >2 <; : ::::: : :: iii : ?ii;:> i s> ? ?ii *:: :( is i::: I / / 4 2 0 / O 0 / 4 2 0 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall N/A 1.500" 750# -- 2 3' 9.750" Wall N/A 1.500" 750# -- Maximum Load Case Reactions • Used for applying point loads (or line loads) to carrying members Dead Live Snow 1 463# 288# 89# 2 463# 288# 89# Design spans 3' 9.750" Product: 1 3/4x11 7/8 Versa -Lam 2.0-3100 SP 1 ply Component Member Design has Passed Design Checks.`* Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 715.'# 10638.'# 6% 1.91' Total load D +L Shear 361.# 3948.# 9% 0.01' Total load D +L TL Deflection 0.0038" 0.1906" U999+ 1.91' Total load D +L LL Deflection 0.0015" 0.1271" L/999+ 1.91' Total load L Control: Shear DOLs: Live =100% Snow =115% Roof =125% Wind = 160% All product names are trademarks of their respective owners Doug Hodgins `' 7 `' "` " ? ' Your Company Name % . : 4i : Cop (C)1989.2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. Your Company Address "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 Your Company Address sheet. The design most be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer's Your Company Phone specifications. 1 . In 1 ! . Permit No. D8 -10 Conditions: Driveway Permit In lieu of plan approved by the City Engineer I agree to the following added conditions: 1. I will contact the Department of Public Works and have an inspector check and approve the graded gravel base prior to paving to insure compliance with slope and location; 2. I further agree that if in the inspections, any of the permit conditions are not met that I will at no expense to the City remove and replace the driveway as directed by the City Engineer. By: - °GAGI.A..k9 1, Q ukid Petioner Signature Name: Marie QuilllRosemund LLC Address: 23 E. Hadley Road Hadley, MA 01035 Note: The Public Works Department recommends that you provide a plan showing the proposed driveway with grades and location in the future to avoid possible expense which you will incur by not getting approval of actual plans in advance. For Commercial and Industrial applicants, a plan showing the proposed driveway with grades, location and Planning Board permits are required. Cc: Building Inspector El I D MUNICIPAL WATER AVAILABILITY APPLICATION Northampton Water Depat talent 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: 110 Cardinal Way, Northampton New Building Inquiry Made By: Marie Quill 695 -8795 Date of Inquiry: 4/2/10 Number of Type of Single Family X Type of Private X Units: 1 Unit(s): Accessory Apart. Ownership: Condo Multi - family Rental (Annlicant to fill out the above) Municipal Water Main in Existing service to Front of Location? Yes: X No: site? Yes: X No Size of Water Main: 12" Material: D.I. Age: 2002 Approximate Static Street Flow Test Conducted: Yes: No: X Pressure: 65 psi If done attach results Size of Service Connection 1" Suggested Meter Size: 3/ ?f Comments: Existing water service stub to property line. • • A corresponding water entrance fee shall be paid prior to making any connection to the municipal water system. • • ange ents of such inst. • din shall be made with the Northampton Water Department with a minimum of 5 kin day no • ac- ion. • All ork sjia1 f• •• 'ort ton Water Department specifications. David W. Sparks, Superintendent of Water Water Entry $200.00 Meter $150.00 Radio $100.00 cc: Ned Huntley, Director cc: Tony Patillo, Building Inspector Note: If this availability is for a new construction, it must be hand delivered to the Building Inspector. ...,. Rpr 05 2010 9:02 City of Northampton DPW (413) 587 -1576 p - 3 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: 110 Cardinal Way, Northampton Inquiry Made By: Marie Quill 6958795 Date of Inquiry: 412110 Reason for New building Single Family Home Request: Municipal Sewer Main in Front of Location: Yes )( No Municipal Storm Drain Available: 5 "el deep Yes y No Size of Sewer Main: 3 i i Material: • ' I ?VC Age: S Depth of Sewer Main: Size of Service Connection: Type of Service Connection: Tie -in to Sanitary Main Tie-in to Sanitary Stub Comments: - 111‘..- deuSEX All h1 t t A/ .r T,e Porn pS 4/v o ALZm _ Ysifrri s 111 /16? 1? 7 r ' Ac . 'r Y 1QR, ' i 1e& 1 Nl) A „ f /i c a 4, N O N THE o'hfl Nu r+rt 31 26,- Si i © 7M Note: if this avallibiiity Is for new . ponstruction, this form must be hand delivered to Bultdlga VS &T Inuasta 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. AU work shall conform to Northampton Streets Department - specifications. (4 Ha 1 ewer Department cc: Ned Huntley, Director DPW Anthony Patillo, Building Inspector t, Permit No. D8 -10 CITY OF NORTHAMPTON, MA DRIVEWAY PERMIT Date: 4/6/10 Check #: 2064 FEE: $250.00 THE BOARD OF PUBLIC WORKS Driveway must be staked and house & lot number posted The undersigned respectfully petitions your honorable body for: Driveway Permit Permission to install a driveway at: 110 Cardinal Way Fifteen (15) foot maximum width at the street line. Gutter drainage not to be disturbed. All Drainage shall be directed off the driveway surface to adjacent land and not on the existing Roadway. Driveway surface to be paved as soon as possible if the grade of the proposed Driveway exceeds 3% or more. Homeowners will be held responsible for any cost to the City of Northampton in the event of a washout of this driveway. Code of Ordinances §350 -8 8 providing standards for private, individual driveways as amended by the City Council on October 15, 2009, must be followed. By: Marie Quill/ Rosemund LLC Telephone: 695 -8795 Signature: Proposed Location Inspection By: 8,, / , � �,,.� �l $' P 0 Gravel Base Grade Inspected By: Final Approval: THE BOARD OF PUBLIC WORKS voted that petition be granted. Edward S. Huntley, P.E. Director of Public Works Cc: Building Inspector (SUBJECT TO ATTACHED CONDITIONS 1 & 2) ACORD CERTIFICATE OF LIABILITY INSURANCE DATE(MM/DDNYYY) TM 04/05/2010 PRODUCER (413) 586 -0111 FAX (413) 586 -6481 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION Webber & Grinnel l Ins. Agency, Inc . ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE 8 North King Street HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR 9 ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. Northampton, MA 01060 INSURERS AFFORDING COVERAGE NAIC # INSURED Rosemund LLC INSURER A: NGM Insurance Company 14788 23 East Hadley Road INSURER B. Hadley, MA 01035 INSURER C INSURER D. INSURER E. COVERAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR ADM. POLICY EFFECTIVE POLICY EXPIRATION LTR INSRC TYPE OF INSURANCE POLICY NUMBER DATE (MMIDDNYYY) DATE (MMIDDN YYY) LIMITS GENERAL LIABILITY MPF65979 05/26/2009 05/26/2010 EACH OCCURRENCE $ 500,000 X COMMERCIAL GENERAL LIABILITY PREMISES (Ea occurrence) $ 500,000 CLAIMS MADE X OCCUR MED EXP (Any one person) $ 10,000 A PERSONAL & ADV INJURY $ 500, 000 GENERAL AGGREGATE $ 1,000,000 GEN'L AGGREGATE LIMIT APPLIES PER PRODUCTS - COMP /OP AGG $ 1,000,000 — 1 POLICY JEa LOC AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT ANY AUTO (Ea accident) ALL OWNED AUTOS BODILY INJURY $ SCHEDULED AUTOS (Per person) HIRED AUTOS BODILY INJURY $ NON - OWNED AUTOS (Per accident) PROPERTY DAMAGE (Per accident) GARAGE LIABILITY AUTO ONLY - EA ACCIDENT $ ANY AUTO OTHER THAN EA ACC $ AUTO ONLY AGG $ EXCESS $ UMBRELLA LIABILITY EACH OCCURRENCE $ OCCUR ( CLAIMS MADE AGGREGATE _ $ $ _ DEDUCTIBLE $ RETENTION $ $ WORKERS COMPENSATION WC STATU- OTH- AND EMPLOYERS' LIABILITY YIN I TORY LIMITS ER ANY PROPRIETOR/PARTNER /EXECUTIVE E L EACH ACCIDENT $ OFFICER /MEMBER EXCLUDED? (Mandatory In NH) E L. DISEASE - EA EMPLOYEE $ If yes, describe under SPECIAL PROVISIONS below E L. DISEASE - POLICY LIMIT $ OTHER DESCRIPTION OF OPERATIONS I LOCATIONS/VEHICLES I EXCLUSIONS ADDED BY ENDORSEMENT$ SPECIAL PROVISIONS CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING INSURER WILL ENDEAVOR TO MAIL 10 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO DO SO SHALL City of Northampton IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER, RS AGENTS OR 125 Locust Street REPRESENTATIVES. Northampton, MA 01060 AUTHORIZED REPRESENTATIVE Cynthia Henderson /CINDY ACORD 25 (2009101) FAX: 413. 587.1576 O 1988 -2009 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD 1ST FLOOR 1048 $ 0.50 $ 524.00 2ND FLOOR 1073 $ 0.30 $ 321.90 GARAGE 438 $ 0.20 $ 87.60 BASEMENT 1048 $ 0.20 $ 209.60 FRONT PORCH 120 $ 0.20 $ 24.00 REAR PORCH 154 $ 0.20 $ 30.80 $ 1,197.90 1 WALLACE revised Estimate.XLS 4/8/2010 pf. �'a 44 k u 4 :44 Mq 4 ;R� { '� t.. p . 4 W �;'" I� wiM', 5 'i;`, s :, F rG ::4i. , 4 t �' t { , � a �. w. tw £a� � a '�t� „ ': a ` g a a �.,& � � �` �'n � ,w�+�"k., rt"'�,. :p S' M ��"�i�.�Pk':�.rKYi'�e Jry+'� .. . .. 4.\ � A�i " ,4:44:4444 �� C 4 '!�'� � i;`+i vry b_ M w�i_ d'"3> Exterior Doors Dlnsulated Steel s iberglass DWood DOther []Storm Windows ❑Clear Vow E lirgon filled 0Wood frame DVinyl frame :Other Manutirturer i NFRC whole -unit U -Value NFRC whole -unit SHGC lit[ ,mss r� Ia ° A g u es i .SaA 2R' d' g ��, ,� #. 1 N v n .�} . , ;s y ,� y. i ,i. sir" � �� h' � � � ' 'b Fl� d { u�,s ��''` . � �:h'r„ �� ' '�a '.�. { x i } � J 3 } 4 ;� q �3 �, if .� $ 3 a }, t to 3 Heating Equipment ' Gas :Oil DGeoExchange DOther :Hydro Air S c x X 1 Lv, r o :Open Loop / 0Closed Loop M� 3' 0 :Warm Air t lot Water DRadiant Floor :Other C.C) iev. b Q . C:v 4 42 vASk w; Gas dented D Unvented h 0 z 6 Rated output capacity (Btu/hr or tons) 3.A 1 g 61 AFUE or COP rating ci a =s Cooling Equipment :Central A/C DGeoExchange Rated output capacity ( Btu/hr or tons) SEER Domestic Hot Water D 'as :Oil DElectric DGeoExchange DDesuperheater DOthe / ❑Dedicated r C Stand alone Dlndirect lxlnstant- DTankless Coil :Other fired aneous Rated output capacity ( Btu/hr or tons) Energy Factor (EF) Ventilation System N7Exhaust -only (rated for continuous o Heat Recovery Ventilator operation) p Mail an entire set of plans and the Home Specification Form and Analysis Fee, if applicable to: Center for Ecological Technology • 26 Market Street • Northampton, MA 01060 Please call 800- 369 -3333 ext.21 or email meganm@cetonline.org with any questions or for additional assistance. 0 . [y.4 4 , .;=! / . p F n ., } y d y u" 1,> 1f f f p 'f 1 'v a '+k b y{ @ ' ,.r f .f ar d 4 1�6 h i'4� "�' P s x . ' ir„ �y'� ;, , +° "` ,�. ,q:t °5^ *r x ' . ' + s " '' a r _ ^f �, v, r t ,*,.. " 4 a F a 3 mew a �' " �,��$"'38p;�� 'k4ax N: �� `3$�, �„�t�'" '�,- srC rye `�r�,,z < `� ' �? . z T P w, ` , ° , ga t "l� A$ ' y ' S '`c +a '# � u... �.�, + a Complete this form if you are interested in applying for incentives as part of the 2008-2009 Program. This information will be used by a HERS rating company to help you select the building specifications to qualify your home as ENERGY STAR' and determine the incentive(s) your home(s) can achieve. Once completed, you can submit an Application and Agreement Form or incentives based on your homes energy performance. Complete information must be submitted with full -sized copies of the building plans, including: ❑ Plans: foundation, floor, and site plan indicating building compass orientation. ❑ Elevations indicating grade level for all sides of the building. ❑ Sections to clarify any cathedral /vaulted ceiling, floor level, and wall assembly details. ❑ Complete window schedule with rough opening dimensions. ❑ indicate on plans all window sizes or include reference labels from window schedule. Important Note: For homes over 5,000 square feet, a fee of $10 for each 100 square feet over 5,000 will be charged to the Applicant. (Example: a 6,600 s.f. home exceeds 5,000 by 1,600 s.f. Therefore, the fee is 1600/100 x $10 = $160.) ex;. ➢ z a v r e • nr zap a '44 a4�t�+ �en ,'< ha r 4 < . 0 4, N c ..v�`.d n ,, , u $ris* Applicant Company Name: Primary Contact:: Contact Phone: vl Email: • ° '+1C\ V C! �V iE vy y 1 (c) P, 7�S roc:,cv., A (V OC)A0,4er ^ Project Name & Address: Project City: Electric Service Provider: 1 Cctr kv\ rat s �a a v" tl1\ PAck % El e ck r c. Number of Market Rate Units: Number of Low - Income Estimated Completion Date: Units: r ��x�" S P w.6 �'N' 1 • z' ` 6� e Na i vt w ' a E . ti r.F 4 {' t" 5. II b r '"' 3,r..$6Y *�� '`, � ; r �i ,� ; 73 �'. '"^`�^ M i c�,S : r' ? a fi + `` � � " N ° : rakno-, 4+ ' �"k'��' o-�' � Insulation Location Insulation Insulation R- Insulation Stud /Joist Spacing Thickness Value Type* (o.c.) Flat ceilings (w/ attic above) j, t� n Sloped /cathedral ceilings Exterior frame walls I + , k 2 d tc1U � b 5if Pf x Rim /Band joists t q her/ t 've► +co' Floor over unconditioned basement � , be rc ick Floor over garage R C'+ bee y k Ss Cantilevered floor Foundation walls Basement frame/walkout walls v r t fllSJ Under -slab insulation Ins. width (feet) Slab perimeter insulation Ins. depth (inches) If foam insulation is used, specify type, such as: isocyanurate, expanded or extruded polystyrene, etc. The Commonwealth of Massachusetts 5 Department of Industrial Accidents a -- r Y Office of Investigations 600 Washington Street �" ` Boston, MA 02111 www. mass.gov /dia Workers' Compensation Insurance Affidavit: Builders / Contractors /Electricians/Plumbers Applicant Information Please Print Legibly Name (Business /Organization/Individual): \ \1\t \ r C.CY i A k 1A.Z l(" S Address: --1 PO kA'*4 yr 'S Ci /State /Zi ty p: jr_ Phone #. �-1 G, �) �; , (n Are you an employer? Check the appropriate box: Type of roject (required): 1. tra I am a employer with a_ 4. ❑ I am a general contractor and I ,�, employees (full and/or part-time).* have hired the sub - contractors 6. IJ'"Kew construction 2. ❑ I am a sole proprietor or partner- listed on the attached sheet. 7. ❑ Remodeling ship and have no employees These sub- contractors have 8. ❑ Demolition working for me in any capacity. employees and have workers' [No workers' comp. insurance comp. insurance. g 0 Building addition required.] 5. ❑ We are a corporation and its 10.0 Electrical repairs or additions 3. ❑ I am a homeowner doing all work officers have exercised their 11. ❑ Plumbing repairs or additions myself. [No workers' comp. right of exemption per MGL 12. 0 Roof repairs insurance required.] t c. 152, §1(4), and we have no employees. [No workers' 13. ❑ Other comp. insurance required.] *Any applicant that checks box #1 must also fill out the section below showing their workers' compensation policy information. t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. :Contractors that check this box must attached an additional sheet showing the name of the sub - contractors and state whether or not those entities have employees. If the sub - contractors have employees, they must provide their workers' comp. policy number. I am an employer that is providing workers' compensation insurance for my employees. Below is the policy and job site information. Insurance Company Name: el SS oc # Q 3 . E P , c (.P rS 1 h 5 (It ) — Policy # or Self -ins. Lic. #: \r c . c o% c I'2 0 5 Expiration Date: 1)-( (' 1 10 Job Site Address: \ . (.� . VL . \ V\ U.. \\) c L& City /State /Zip: \� vrfaCI. \�n. b V l Attach a copy of the workers' compensation policy declaratio (showing the policy number and expiration date). Failure to secure coverage as required under Section 25A of MGL c. 152 can lead to the imposition of criminal penalties of a fine up to $1,500.00 and/or one -year imprisonment, as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to $250.00 a day against the violator. Be advised that a copy of this statement may be forwarded to the Office of Investigations of the DIA for insurance coverage verification. I do hereby certiA unn the pains nd aides o perjury that the information provided above is true and correct. Si l nature: /" G-�,�(/%�.,� - (s' /� Date: Phone #: k (, (pS t) (1 Official use only. Do not write in this area, to be completed by city or town official. City or Town: Permit/License # Issuing Authority (circle one): 1. Board of Health 2. Building Department 3. City/Town Clerk 4. Electrical Inspector 5. Plumbing Inspector 6. Other Contact Person: Phone #: SECTION 8 - CONSTRUCTION SERVICES I 8.1 Licensed Construction Supervisor: A i (1 Not Applicable ❑ Name of License Holder : ! `� N i ' C O 6 C, c P VS 1 1Yi V t. `c6x 9 0 1 l License Number — 1 F1 Si i Z tW\ci, A ot3 - i . L21 aoi 1 i Address Expiration Date Signature Telephone 7.„ 4.,,et 9. Reaistered Home Improvement Contractor: Not Applicable ❑ Company Name Registration Number Address Expiration Date Telephone 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 buil ' g 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 EK Addition [l Replacement Windows Alteration(s) ❑ Roofing ❑ Or Doors ❑ Accessory Bldg. ❑ Demolition ❑ New Signs [0] Decks [0 Siding [01 Other [O) Brief De criptiop of Proposed 11 t0. ij op ,, I Q, ,,, Work: 4 'r� Yu.LT ca Sh 1Al2 :Co. h ... tVI 1,no w r.& kt 2. - C.r D. -1.4 A 34r- k/a p Alteration of existing bedroom Yes No Adding new bedroom Yes No Attached Narrative Renovating unfinished basement Yes No Plans Attached Roll - Sheet 6a. if New house and or additioto existing housing, complete the following: a. Use of building : One Family Two Family Other i b. Number of rooms in each family unit: 1 Number of Bathrooms 3-- c. Is there a garage attached? `-` Q-5 d. Proposed Square footage of new construction. 2_1 t.0 y Dimensions 0 v z fci \ i \ if ). X 42 c / e. Number of stories? a. f. Method of heating? Inc* w 0-1 r h as 9.110a rt.). Fireplaces or Woodstoves ki €: Number of each 1 g. Energy Conservation Compliance. (.ET S \1 e_ X- Masscheck Energy Compliance form attached? h. Type of construction In -rt i W O cA CYCON `2. O- i. Is construction within 100 ft. of wetlands? Yes 1 No. Is construction within 100 yr. floodplain Yes l_No �i ._ i j. Depth of basement or cellar floor below finished grade k. Will building conform to the Building and Zoning regulations? _ V Yes No . I. Septic Tank City Sewer j Private well City water Supply 1./ SECTION 7a - OWNER AUTHORIZATION - TO BE COMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT I, • L h r -4_ W 0..1 e c 2- , as Owner of the subject property hereb - 'thorze �.��,tq `� d-- ' , G''t G u k \ e.c,S,'rnCix., , 1 � to ii , ii , y iehalf, in all m- I - relative to work authorized by this building permit U� permit application. 1t L E — --- t) Si; natu P of Owner Date I, MO, r r cZ v ‘, K./J.S Q vvN v.1nt, r L LCJ , as Owner /Authorized Agent hereby declare that the statement and information on the foregoing application are true and accurate, to the best of my knowledge and belief. Signed under the pains and penalties of perjury. W\A t! Q. _ u l ' Print Name Signature of Owner /Agent i Date Section 4. ZONING All Information Must Be Compteted. Permit Can Be Denied Due To Incomplete Information Existing Proposed Required by Zoning This column to be filled in by Building ^^ Department Lot Size G , 3 5� l�l b I CO Frontage 4 3 s ( I 7 s ) 56 Setbacks Front acs— (i 6 Side L: R: 4 d L: R: Rear c Building Height 25',7 35 Bldg. Square Footage 2l b'1 3 3 % Open Space Footage % (Lot area minus bldg & paved I + l (p 1 ' parking) # of Parking Spaces Fill: (volume & Location) A. Has a Spec' l Permit /Variance /Finding ever been issued for /on the site? NO DONT KNOW 0 YES o IF YES, date issued: IF YES: Was the permit recorded at the Registry of Deeds? NO 0 DON'T KNOW 0 YES 0 IF YES: enter Book Page and /or Document # B. Does the site contain a brook, body of water or wetlands? NO 0 DONT KNOW ® YES C IF YES, has a permit been or need to be obtained from a Conservation Commission? Needs to be obtained Obtained , Date Issued: S' -)„ _ 2, C. Do any signs exist on the property? YES ® NO d IF YES, describe size, type and location: D. Are there any proposed changes to or additions of signs intended for the property ? YES ® NO ec IF YES, describe size, type and location: E. Will the construction activity disturb (clearing, grading, ex vation, or filling) over 1 acre or is it part of a common plan that will disturb over 1 acre? YES 0 NO IF YES, then a Northampton Storm Water Management Permit from the DPW is required. �, a: '� ' ' Department use only �R l [ , _. . ity of Northampton Status of Permit: i IPuilding Department Curb CutlDriveway Permit APR - 8 2010 J 212 Main Street Sewer /Septic Availability Room 100 Water/Well Availability i Nort ampton, MA 01060 Two Sets of Structural Plans pho0O'413 -5 7 -1240 Fax 413 - 587 -1272 Plot/Site Plans Other Specify APPLICATION TO CONSTRUCT, ALTER, REPAIR, RENOVATE OR DEMOLISH A ONE OR TWO FAMILY DWELLING SECTION 1 - SITE INFORMATION 1.1 Property Address: This section to be completed by office 1 10 Cc rck 11-‘ c I \fvf 0.1, Map "3 ( Lot 3 0 5 Unit 0 r Q Y\ (, Q Zone 5RIIIVELOverlay District Elm St. District CB District SECTION 2 - PROPERTY OWNERSHIPIAUTHORIZED AGENT 1.1 Owner of Record: 1 / r r wa l I i • tr) (D �( �y G v., Ra t" ! or-9 VA Name (P 4 Current M lin Address: T Sig -tur 2.2 Authorized Agent: p_O„j Q V1 U II , j G,r-Q- qv �'lo,rt'a CPv � 2?� ViRi\1 _Q 4c6\ -C Name (Print) Current Mailing Address: moo ( (4 t) L t -osaa s L1 t q s Signature Telephone SECTION 3 - ESTIMATED CONSTRUCTION COSTS Item Estimated Cost (Dollars) to be Official Use Only completed by permit applicant 1 . Building i g z > I o o o (a) Building Permit Fee 2. Electrical C)0 Q (b) Estimated Total Cost of l Construction from (6) 3. Plumbing I t O O Building Permit Fee 4. Mechanical (HVAC) 5. Fire Protection 1 1 ( 3 d 0 6. / • al = 1 + 2 3 + 4 + 5) a� ( G ©o Check Number 0/0(0(1 t /01RD � i,/ 4 1 a / / v This Section For Official Use Only Permit Number: Date Building Issued: Signature: Building Commissioner /Inspector of Buildings Date File # BP- 2010 -0884 APPLICANT /CONTACT PERSON MATT WILCOX ADDRESS/PHONE 7 PORTER ST SOUTH DEERFIELD (413) 665 -8269 PROPERTY LOCATION 110 CARDINAL WAY • Vi9 MAP 36 PARCEL 305 001 ZONE SR(100) //WSP II S v�/�Q THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM FILLED OUT Fee Paid Building Permit Filled out �6/ *4/9 7 9e, Fee Paid �P [ ?j !' Typeof Construction: CONSTRUCT 2 STORY SFH W /ATT GARAGE /2 PORCHES New Construction Non Structural interior renovations Addition to Existing Accessory Structure Building Plans Included: Owner/ Statement or License 075440 3 sets of Plans / Plot Plan THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INFO ATION PRE SENTED: � , r "1r r , proved A dditional permits required (see below) PLANNING BOARD PERMIT REQUIRED UNDER:§ Intermediate Project: Site Plan AND /OR Special Permit With Site Plan Major Project: Site Plan AND /OR Special Permit With Site Plan ZONING BOARD PERMIT REQUIRED UNDER: § Finding Special Permit Variance* Received & Recorded at Registry of Deeds Proof Enclosed Other Permits Required: Curb Cut from DPW Water Availability Sewer Availability Septic Approval Board of Health Well Water Potability Board of Health Permit from Conservation Commission Permit from CB Architecture Committee Permit from Elm Street Commission _ Permit DPW Storm Water Management Demolition Delay ( Signature of Building 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. BP- 2010 -0884 GIS # COMMONWEALTH OF MASSACHUSETTS ,:ti\44 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-2010-0884 Project # JS- 2010- 001306 Est. Cost: $227000.00 Fee: $1197.90 PERMISSION IS HEREBY GRANTED TO: Const. Class: 5B Contractor: License: Use Group: R4 MATT WILCOX 075440 Lot Size(sq. ft.): 65775.60 Owner: WALLACE LYNNE zoning: SR(100) / /WSP II Applicant: MATT WILCOX AT: 110 CARDINAL WAY Applicant Address: Phone: Insurance: 7 PORTER ST (413) 665 -8269 WC SOUTH DEERFIELDMA01373ISSUED ON:4/29/2010 0:00:00 TO PERFORM THE FOLLOWING WORK: CONSTRUCT 2 STORY SFH W /ATT GARAGE /2 PORCHES POST THIS CARD SO IT IS VISIBLE FROM THE STREET Inspector of Plumbing Inspector of Wiring D.P.W. Building Inspector Underground: Service: Meter: Footings: Rough: Rough: House # Foundation: Driveway Final: Final: Final: Rough Frame: Gas: Fire Department Fireplace /Chimney: Rough: Oil: Insulation: Final: Smoke: Final: THIS PERMIT MAY BE REVOKED BY THE CITY OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AND REGULATIONS. Certificate of Occupancy Signature: FeeType: Date Paid: Amount: Building 4/29/2010 0:00:00 $1197.90 212 Main Street, Phone (413) 587 -1240, Fax: (413) 587 -1272 Building Commissioner - Anthony Patillo