Loading...
11A-006 (3) Job Truss Truss Type T Qty Ply 41 Chestnut Ave Leeds,MA 0005 14061444B I'T02SGE GABLE '.1 1 - i Job Reference(optionall_ Universal Forest Products 7.430 s Jul 25 2013 MiTek Industries 9 Inc. Wed Jun 18 09:33:03 2014 Pa e 2 ID:sL5TyhTKcRXd113zNKlrolz56VH-102WQb?MrQ9gkeTC9dcLWcpvBrGoaum2mP7yuz 5xk LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 141 Chestnut Ave.Leeds,MA 14061444B T02SGE GABLE - 7 Job s Jul 25 2013 optic Industries,Inc. Wed Jun 18 0933:03 2014 Page 01 IDaL5TyhTKcRXd113zNKJ30 Reference(optional) 1 Universal Forest Products - IroIz56VH-102WQb?MrQ9gkeTC9dcL WcpvBrGoaum2mP7yuz55xk 1-0-0 6-0-0 12-0-0 18-0-0 24-0-0 25-0-0 i-0-0 6-0-0 6-0-0 6-0-0 6-0-0 1-0-0 3x4 Scale=1:73.7 46 10.00112 5 Additional TCDL for future solar. 3x8�z / 5x8 O l \ 4 6 3x4 O 4x4�i 4x4 3 4 $Tt 7 3x6 �i� V1,3 2 S',T2��\ srf5 � X � 3x6 ST. 9 to V 81 4. - B2 1 3 �� -- 26 27 12 28 - -- 29 11 30 -31 10 1 3x10 MT20H 3x4-- 5x8 3x10 MT20H-- 8-0-0 16-0-0 - 3x4.i... 24-0-0 - 1 8-0-0 s-0-0 - 8-0-0 Plate Offsets(X,Y): [2.0-3-11,0-0-0],[5.0-1-12,0-1-8],[5:0-3-0,0-1-12],[6.0-4-0,0 3-01,_[8.0-3-11,0-0-01,111:0-1-10,0-1-81,[11:0-4-0,0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.69 Vert(LL) -0.20 11-12 >999 240 MT20 197/144 (Roof Snow=40.0) Lumber Increase 1.15 BC 0.78 Vert(TL) -0.30 11-12 >940 180 MT20H 148/108 TCDL 17.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.06 10 n/a n/a i BCLL 0.0 BCDL 10.0 * Code IRC2009/TP12007 (Matrix-M) Wind(LL) 0.0211-12 >999 360 Weight:178 lb FT=4% LUMBER BRACING TOP CHORD 2x4 SPF 210OF 1.8E TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W301:2x4 SPF No.2 or 2x4 SPF Stud WEBS 1 Row at midpt 3-13,7-10 OTHERS 2x4 SPF No.2 or 2x4 SPF Stud*Except* MiTek recommends that Stabilizers and required cross bracing ST3,ST4:2x4 SPF No.2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 13=1919/0-5-8 (min.0-3-0),10=1919/0-5-8 (min.0-3-0) Max Horz 13=-225(LC 6) Max Upliftl3=-60(LC 8),10=-60(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-522/208,3-4=-1882/352,4-5=-1640/387,5-6=-1640/387,6-7=-1882/352, 7-8=-522/208,2-13=-6451238,8-10=-645/238 BOT CHORD 13-26=-84/1399,26-27=-84/1399,12-27=-84/1399,12-28=0/996,28-29=0/996, 11-29=0/996,11-30=-51/1399,30-31=-51/1399,10-31=-51/1399 WEBS 5-11=-174/854,7-11=-487/264,5-12=-174/854,3-12=-487/264,3-13=-1649/52, 7-10=-1649/52 NOTES 1)Wind:ASCE 7-05;100mph,TCDL=5.Opsf,BCDL=5.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2) zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DO L=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7)All plates are MT20 plates unless otherwise indicated. 8)All plates are 2x4 MT20 unless otherwise indicated. 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)13,10. 13)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and 1 referenced standard ANSI/TPI 1. G1oltinu q oRidd pit ec5breaks including heels"Member end fixity model was used in the analysis and design of this truss. Job I Truss Truss Type Qty I Ply 41 Chestnut Ave.Leeds,MA 0004, .140814448 T02GE GABLE ID:5L5T hTKCRXd113zNK 430 sull 25 20 Reference MiiTek(optional) Inc. Wed Jun 18 0,952 2014 Page 2 Job 1 1 5 Universal Forest Products Irolz56VH-avuM7 sSR2m 85. vmZBf2DIGH' WYE241z 5xv Y NOTES 14)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 15)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job I Truss Truss Type Qty 1 Ply 141 Chestnut Ave.Leeds,MA 0004 ,14061444B '.T02GE IGABLE '.1 1 y Job Reference(optional) -- Universal Forest Products hTKcR! 7.430 s Jul 25 2013 Welk Industries,Inc. Wed Jun 18 09:32:52 2014 Page 1 ID:sL5T Xd113zNKIroIz56VH-avuM7gsSR2mOwy85?pvmZBf2DIGHjgy9WVE241 z55xv ,1-0-0 12-0-0 1 24-0-0 _ 35-0-0 1-0-6 12-0-0 12-0-0 1-0-0 44 Scale=167.7 10.00112 8 Additional TCDL for future solar. 7 9 5x6 5x6 10 5 4 �5 JT6 5 12 i I 13 3 Sll3 S 3 3x4 !' /lz $ 2 ST2 3x4 2W//STI ST11 1 14 '( !v , 28 27 26 25 24 23 22 21 20 19 18 17 16 5x6 24-0-0 24-0-0 _. Plate Offsets(X-,Y);j6;0-3-0,0-3-0],j10 0-3-0,0-3-0],[20:0-3-p,0-3-0] - LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl Lld PLATES- GRIP TCLL 40.0 Plates Increase 1.15 TIC 0.21 Vert(LL) -0.02 15 n/r 180 MT20 1971144 (Roof Snow=4 Lumber Increase 1.15 BC 0.11 Vert(TL) -0.02 15 n/r 80 TCDL 177.0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.00 16 n/a n/a BCLL 0.0 ' Code IRC20091TPI2007 (Matrix) Weight:147 lb FT=4% BCDL 10.0 LUMBER BRACING TOP CHORD 2x4 SPF 210OF 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 or 2x4 SPF Stud`Except' WEBS 1 Row at midpt 8-22,7-23,9-21 ST6,ST5,ST4:2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 24-0-0. (lb)- Max Horz 28=-225(LC 6) Max Uplift All uplift 100 lb or less at joint(s)23,24,25,26,21,20,19, 18 except 28=-171(LC 6),16=-145(LC 7),27=-158(LC 7),17=-143(LC 6) Max Grav All reactions 250 lb or less at joint(s)27,17 except 28=291(LC 12), 16=291(LC 12),22=285(LC 9),23=395(LC 2),24=319(LC 2),25=265(LC 1), 26=278(LC 2),21=395(LC 3),20=319(LC 3),19=265(LC 1),18=278(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 6-7=-1041331,7-8=-120/393,8-9=-1201393,9-1 0=-1 0413 3 1,2-28=-275/143, 14-16=-275/123 WEBS 8-22=-423/0,7-23=-355174,6-24=-279/115,9-21=-355/74,10-20=-2791115 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf,h=24ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2) zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7)All plates are 2x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 10)Gable studs spaced at 2-0-0 oc. 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)23,24,25,26, ContuiLied bn9ffege�cept(jt=1b)28=171,16=145,27=158, 17=143. Job Truss - Truss Type Oty ply 141 Chestnut Ave.Leeds,MA - - 0003' 140614446 T02 COMMON 110 1 Job Reference(optional)- - - - - - - - Universal Forest Products 7.430 s Jul 25 2013 MiTek Industries,Inc. Wed Jun 18 0932:34 2014 Page 1 I D:sL5TyhTKcRXdl l3zNKlrolz56VH-5RoYLhe9gWV xlBmdy l aXgOvsDVxUVTiVN@5S4z55yB -1-0 Q 6-0-0 12-0-0 - _ 180-0 24-0-0 -?5-0-0 1-0-0 - 6-0-0 - { -6-0-0 - 6-0-0 - 6-0-0 1-0-0 46 Scale=1.66.8 Additional TCDL for future solar. 12 5 3x8 �X �� \\ � � 63x8 4x4 �� � 44 W4 3x6 I © 3x6 ' -- \ --- - tl B2 ---3z;0 MT20H 15 12- 16 --_-- - 17 11 18 19 13 3x10 MT20H-- 10 3x4 -- 5x8 =- 8-0-0 16-0-0 24-0-0 8-0-0 9-0-0 80-0. _.. . _. Plate_Offsets(X,Y); [2:0-3-1-1,0-0-0],15:0-3-0,0-1-12],_[8:0-3-11,0-0-01,[11:-0-4-0,0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.69 Vert(LL) -0.2011-12 >999 240 MT20 197/144 (Roof Snow=40.0) Lumber Increase 1.15 BC 0.78 Vert(TL) -0.3011-12 >940 180 MT20H 148/108 BCDDL 17.0 0.0 ' Rep Stress Incr YES WB 0.53 Horz(TL) 0.06 10 n/a n/a Code IRC2009ITP12007 (Matrix-M) Wind(LL) 0,0211-12 >999 360 i Weight:126 lb FT=4% BCDL 10.0 - - LUMBER BRACING TOP CHORD 2x4 SPF 210OF 1.8E TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2`Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W301:2x4 SPF No.2 or 2x4 SPF Stud WEBS 1 Row at midpt 3-13,7-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 13=1919/0-5-8 (min.0-3-0),10=1919/0-5-8 (min.0-3-0) Max Horz 13=-225(LC 6) Max Upliftl3=-60(LC 8),10=-60(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-522/208,3-4=-1882/352,4-5=-1640/387,5-6=-1640/387,6-7=-1882/352, 7-8=-522/208,2-13=-645/238,8-10=-645/238 BOT CHORD 13-14=-84/1399,14-15=-84/1399,12-15=-84/1399,12-16=0/996,16-17=0/996, 11-17=0/996,11-18=-51/1399,18-19=-51/1399,10-19=-51/1399 WEBS 5-11=-174/854,7-11=-487/264,5-12=-174/854,3-12=-487/264,3-13=-1649/52, 7-10=-1649/52 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf,h=24ft,Cat.11,Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2) zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)13, 10. 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard _ - Type - - Qty Ply �1,41 Chestnut Ave.Leeds,MA Job Truss Truss T e 0002 140614448 T01GE GABLE 1 1 'Job Reference(optional)___ Universal 7 Forest Products .430 5 Jul 25 2013 MiTek Industries,Inc. Wed Jun 18 09:32:19 2014 Page 2 ID:sLSTyhTKcRXdll3zNKIrolz56VH-2YOtBYTI Cvc3St6laNpOjDoOIS?wUkhlwwkoQRz5 yQ LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 41 Chestnut Ave.Leeds,MA 0002. 14061444B T01GE GABLE 1 1 . Job Reference(optional) Universal Forest Products 7.430 s Jul 25 2013 MiTek Industries,Inc. Wed Jun 18 09:32:19 2014 Page i I D:sL5TyhTKcRXd 113zNKIrolz56VH-2YOtBYTICvc3St6laNpojDoOIS?wUkhlwwkoQRz55yQ t-O 0 8-6-0 17-0-0 18-0-0 1-0-0 86-0 8-6-0 _ _ 1-0-0 44 Scale=1:50.2 Additional TCDL for future solar. 6 i� / 7 5 j, 10.00112 21 4 �� 8 o (/ m / IW S , 9 ST3 q I I 3x4 11 lT¢ STIt 1 10 2 r I 1 11_o I� 61 B 20 19 18 17 16 15 14 13 12 51 17-0-0 17-0-0 Plate Offsets(X,Y): [10:0-2-0,0-0-12],[16;0-3-0,0-3-0] - LOADING(psf) SPACING 2-0-0 CSI DEFIL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.26 Vert(LL) -0.02 11 n/r 180 MT20 1971144 (Roof Snow=40.0) Lumber Increase 1.15 BC 0.08 Vert(TL) -0.03 11 n/r 80 TCDL 17.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.00 12 n/a n/a BCLL 0.0 * BCDL 10.0 Code IRC2009rrP12007 (Matrix) Weight:90 lb FT=4% - - LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 or 2x4 SPF Stud*Except*P MITek recommends that Stabilizers and required cross bracing ST4:2x4 SPF No.2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 17-0-0. (lb)- Max Horz 20=-158(LC 6) Max Uplift All uplift 100 lb or less at joint(s)12,17,18,15,14 except 20=-105(LC 6),19=-113(LC 7), 13=-107(LC 6) Max Grav All reactions 250 lb or less at joint(s)16 except 20=303(LC 2),12=303(LC 3),17=364(LC 2), 18=270(LC 2),19=285(LC 1),15=364(LC 3), 14=270(LC 3),13=285(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 5-6=-114/297,6-7=-114/297,2-20=-281/116,10-12=-281/116 WEBS 6-16=-313/0,5-17=-324/92,7-15=-324/92 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft,Cat.II;Exp B,enclosed;MWFRS(low-rise)and C-C Exterior(2) zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-05;Pf=40.0 psi(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 6)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7)All plates are 2x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 10)Gable studs spaced at 2-0-0 oc. 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)12,17,18,15, 14 except Qt=lb)20=105,19=113,13=107. 14)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. G15A': ue oiRipd pitec5breaks including heels"Member end fixity model was used in the analysis and design of this truss. Job (Truss -- - Truss Type Qty Ply - :41 Chestnut Ave.Leeds,MA 0001 140614448 T01 I COMMON 4 1 (Job Reference(optional) Universal Forest Products 7.430s Jul 25 2013 MiTek Industries,Inc. Wed Jun 18 09:32:10 2014 Page 1 I D:sL5TyhTKcRXd 113zN KI rolz56VH-ogLTJTM6KBTLtVwOY_9vsKwpcgo4tZRzsO3gcTz55yz 1-0-0 4-4-12 8-6-0 12-7-4 ___ _ 17-0-0 ___X18-0-9 1-0-0t 4-4-12- - 4-1.4 - 4-1-4 4-4-12 1-0-0' 4x4=_= Scale=1:49.9 I Additional TCDL for future solar. 4 I 10.001,12 11 4x4 ��11 12�i , 44 5 W4 \ ,\ 3 3x4 x4 6 2 W1 i 1 7 B1_... _- B1 104x4 �. ---9 4x4 - 8. - 5x8 8-6-0 - 17-a0 _ 8-60 -8-6-0 0 Plate Offsets(X,Y)- [9.0-4-0, 3-0] 1 LOADING(psf) TCLL 40.0 � SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP (Roof Snow=40.0) Plates Increase 1.15 TIC 0.41 Vert(LL) -0.10 9-10 >999 240 MT20 1971144 Lumber Increase 1.15 BC 0.58 Vert(TL) -0.25 9-10 >802 180 TCDL 17.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.02 8 nla n/a BCLL 0.0 ' Code IRC2009rTP12007 (Matrix) Wind(LL) 0.01 9 >999 360 Weight:86 lb FT=4% BCDL 10.0 LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 or 2x4 SPF Stud`Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W4:2x4 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) 10=125010-5-8 (min.0-1-15),8=1250/0-5-8 (min.0-1-15) Max Horz 10=-158(LC 6) Max Upliftl0=-52(LC 8),8=-52(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-320/136,3-11=-944/185,4-11=-779/209,4-12=-779/209,5-12=-944/185, 5-6=-320/136,2.10=-473/181,6-8=-4731181 BOT CHORD 9-10=-631768,8-9=-19/768 WEBS 4-9=-153/555,5-9=-307/169,3-9=-307/169,3-10=-948/55,5-8=-948155 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf,h=24ft;Cat.11;Exp B;enclosed,MWFRS(low-rise)and C-C Exterior(2) zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 52 lb uplift at joint 10 and 52 lb uplift at joint 8. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 41 - �I�',� ' N I OD I I 2'0*' 2'0* 2'0" c 2-0" 2-0- 2-0" 2-0" 2-0" 2'0- 2-0" 2-0" 2-0" 2-0- 074 I! 1I: i I ,11111 • Iry II 02 10 ° G ppI r g I I IL_y _._ _ 7 .1 J 6' "i ° `---1 o 8-0 _.` 22•� t 3 a li d m N CL , I jj III' I I � f' I - - - - "- - - -- - THIS IS A TRUSS PLACEMENT DIAGRAM ONLY T eae I—. az and d-I buiding componenh Id be incorpweled info Ibe buikbg design al Ibe apecaiwlion 111 building desgner. See mdNNOaI aed9,1-1 Ia—1 N. Harper Elkins&B. Maurer aegn iaemRea on lbe placemem d—N —WIding deagber la leapondbemr lempwan and ama am--g be root and rbw system and Iw Ibe overall sllodore.The aeaign d Ibe Imss suppoa slruclure Inclucbg beaaerc,beams. UFP 141 Chestnut Ave. Leeds,MA a - o ry 1 b b'Id g - F rg.—gniaance r�gad g -g a B got l i - - d cea bbl beT 11 I 5B]DOnX'D j Maa me lhSI 9. .1 P—,- T G CO 1 S M 1 1, Ire 1,— IW - ma1c11 lb f Pbm 6118114 b a llg e I a be ro buggy a Il,e cadets comrao s Pei end.nl pro �r nlLPlan g m . Ned apecifcalblrc dq .UN,y b F­—W pleY vAl nd M mapona lbN I p pbgn e aYly For Approval bT CUT.NOTCH..DRILL OR OTHE RWISE'REPAR M ANUFAC TURED T RUS SES MY A t;ruc st ul Hc rest frtt'r r# ftzE Qup msE W O WAYI. .:.sL A:..:t'.N• a';'IN.A.rr. I. a::3b>x i3 :.�.1'.. >�:Y,fl - --- C- PRIOR WRITTEN AUTHO—TION BY A LICENSED PROFESSIONAL DESIGNATED BY UFP.UFP HALL NOT', 1 4061 444 8 BE HELD RESPONSIBLE FOR ANY MODIFICATIONS OR'CHARGE BACKS'DONE WITHOUT PRIOR WRITTEN _...AUTHO—T4N FROM UFP DATE06/18/14 PAGE 1 REQ.QUOTE DATE / / ORDER# ORDER DATE / / QUOTE# 14061444B DELIVERY DATE / / CUSTOMER ACCT# LMCWRKMI DATE OF INVOICE / / CUSTOMER PO# ORDERED BY Andy Clo ston INVOICE# UFP Belchertown, LLC TERMS 155 Bay Road,PO Box 945,Belchertown,MA.01007 SUPERINTENDENT Andy Clo ston SALES REP Brian Tetreault Phone:413-323-7247 Fax:413-323-5257 JOBSITE PHONE# ( ) SALES AREA Massachusetts/ R.K. Miles-Hatfield JOB NAME:N.Harper Elkins&B.Maurer LOT# SUBDIV: s L 24 West St MODEL:Keiter Builders Inc. TAG: JOB CATEGORY: Residential D I). T Hatfield,MA 01038 DELIVERY INSTRUCTIONS: ° (413)247-8314 snort truck. s Keiter Builders Inc. i n SPECIAL INSTRUCTIONS: 41 Chestnut Ave. Addtional 7 PSF TC DL for future solar panels.'Lower roofs conventionally framed. T Leeds,MA 01053 BY DATE RETURN LAYOUTS REQ.ENGINEERING QUOTE BT1 06/18/14 END CUT RETURN INF HEEL HEIGHT 00-04-03 REQ. LAYOUT Roof Trusses ..PLUMB _._ --._.. _. _.! - - - -- BUILDING DEPARTMENT OVERHANG GABLE STUDS 24 IN.OC JOBSITE 1 Jf18SITE 1 CUTTING 8T1 06/18/14 ROOF TRUSSES STRESS INCR. ROOF TRUSS SPACING:24.0 IN.O.C.(TYP.) LOADING TCLL-TCDL-BCLL�BCDL INFORMATION 40.0,17.0,0.0,10.0 I 1.15 PROFILE 170T7Y PITCH TYPE BASE O/A ILUMBER OVERHANG' CANTILEVER STUB UNIT TOTAL 1PLY1 ID SPAN SPAN TOP BOT LEFT RIGHT LEFT RIGHT PRICE PRICE /h COMMON 4 10.00 0.00 T01 17-00-00 17-00-00 2 X 412 X 4101-00-00 01-00-00 GABLE 1 1 10.00 0.00 T01 GE 17-00-00 ', 17-00-00 2 X 41 2 X 4 01-00-00 01-00-00" { I! COMMON znsl 10 I 10.001 0.00 02 24-00-00 _ 24-00-00 2 X 4 2 X 4 1 01-00-OD 01-DO-00 GABLE 1 10.00 0.00 T 2GE 24-00-00 24-00-00 2 X 4 2 X 4'0 1-00-00 01-00-00 '! GABLE 1 10.00' 0.0 0 T02SGE 24-00-00 24-00-00 12 X 41 2 X a L01-00-0001 00-00 !I ROOF SUB-TOTAL: ACCEPTED BY SELLER ACCEPTED BY BUYER SUB-TOTAL j PURCHASER: BY: - TITLE: BY: - - ADDRESS: - TITLE:_ DATE OF ACCEPTANCE: PHONE:° DATE: GRAND TOTAL CS Structure—2.06.13[Build 1] KeiterScottHarperMaurer-Leve 6-20-14 km Beam Engine 4.6.1.0 Materials Database 1492 11 of 1 11 of 12 Job Information Job Name: Harper/Elkin Customer Address: Site Address: Keiter/Har er/Elkins Chestnut Ave/Leeds Ma Member Data Description:CalcG9 Member Type: Girder Application: Roof Comments: Top Lateral Bracing: Continuous Slope: -12.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/240 live, U180 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 6.8 PLF Filename: Q:\KeiterSco Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 4' 1.63" 21 7 Snow Replacement Uniform(PLF) Top 0' 0.00" 8' 2.75" 21 7 Snow Replacement Uniform(PLF) Top 4' 1.63" 10' 8.75" 0 30 Live Replacement Uniform(PLF) Top 4' 1.63" 10' 8.75" 70 0 Snow Replacement Uniform(PLF) Top 4' 1.63" 12' 2.75" 21 7 Snow Replacement Uniform(PLF) Top 8' 2.75" 12' 2.75" 21 7 Snow Point(LBS) Top 4' 3.13" 2 286 Live Point(LBS) Top 4' 3.13" 554 0 Snow Point(LBS Top 10' 7.25" 0 32 Live FAN O 12 212 O 12 212 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 1243# - 2 12' 2.750" Wall N/A N/A 1.500" 1165# - Maximum Load Case Reactions Used forapplying point loads(or line Ioads)to carrying members Live Snow Dead 1 2# 781# 462# 2 2# 707# 458# Design spans 16' 2.438" Product: Spruce-Pine-Fir #2 2 x 12 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 43294 5306.# 81% 4.97' Total Load D+S Shear 833.# 3493.# 23% 0.39' Total Load D+S LL Deflection 0.2481" 0.8102" L/783 6.11' Total Load S TL Deflection 0.3962" 1.0803" L/490 6.11' Total Load D+S Control: Positive Moment DOLS: live=100% Snow=115% Roof=125% Wind=160% This member has been designed in accordance with NDS 2005 All product names are trademarks of their respective owners Doug Hodgins rk Miles Inc. Copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. 21 West St. "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design cdteda for Loads,Loading Conditions,and Spans listed on this sheet. The design must be reviewed by qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications.West Hatfield Ma. CS structure—2.06 13[Build 11 KeiterScottHarperMaurer-Leve 6-20-14 km Beam Engine 4.6.L0 8:58am Materials Database 1492 10 of 12 Job Information Job Name: Harper/Elkin Customer Address: Site Address: Keiter/Har er/Elkins Chestnut Ave/Leeds Ma Member Data Description:CaIcG8 Member Type: Girder Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 12.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/240 live, U180 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 6.8 PLF Filename: QAKeiterSco Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 4' 0.00" 21 7 Snow Replacement Uniform(PLF) Top 0' 0.00" 8' 1.13" 21 7 Snow Replacement Uniform(PLF) Top 1 6.00" 8' 1.13" 0 30 Live Replacement Uniform(PLF) Top 1' 6.00" 8' 1.13" 70 0 Snow Replacement Uniform(PLF) Top 4' 0.00" 8' 1.13" 21 7 Snow Replacement Uniform(PLF) Top 8' 1.13" 12' 2.75" 21 7 Snow Replacement Uniform(PLF) Top 8' 1.13" 12' 2.75" 21 7 Snow Point(LBS) Top 1' 7.50" 0 32 Live Point(LBS) Top 7'11.63" 2 286 Live Point(LBS) To 7'11.63" 554 0 Snow N N N 12 212 Bearings ansTeactions YWt Min Gravity rave y Location Type Material 12 Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 1165# - 2 12' 2.750" Wall N/A N/A 1.500" 1242# - Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 2# 707# 458# 2 2# 780# 462# Design spans 16' 2.438" Product: Spruce-Pine-Fir #2 2 x 12 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 4328.'# 53064 81% 7.26' Total Load D+S Shear 832.# 3493.# 23% 11.27' Total Load D+S LL Deflection 0.2480" 0.8102" L/784 6.11' Total Load S TL Deflection 0.3961" 1.0803" L/490 6.11' Total Load D+S Control: Positive Moment DOLS: Live=100% Snow=115% Roof=125% Wind=160% This member has been designed in accordance with NDS 2005 All product names am trademarks of their respective owners Doug Hodgins rk Miles Inc. Copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. 21 West St. "Passing is defined as when the member,floor joist,beam orgiater,shown on this dmvAng meets applicable design cnteria for Loads,Loading Conditions,and Spans listed on this sheet. The design must be reviewed by qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications.West Hatfield Ma. CS Structure—2.06.13[Build 11 KeiterScottHarperMaurer-Leve 6-20-14 kmBeamFnbine 4.6.1.0 8:58am Materials Database 1492 9of12 Job Information Job Name: Harper/Elkin Customer Address: Site Address: Keiter/Har er/Elkins Chestnut Ave/Leeds Ma Member Data Description:CalcG7 Member Type: Girder Application: Roof Comments: Top Lateral Bracing: Continuous Slope: -12.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/240 live, L/180 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 6.8 PLF Filename: QAKeiterSco Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 4' 1.63" 21 7 Snow Replacement Uniform(PLF) Top 0' 0.00" 4' 1.63" 21 7 Snow Replacement Uniform(PLF) Top 4' 1.63" 8' 2.75" 21 7 Snow Replacement Uniform(PLF) Top 4' 1.63" 10' 8.75" 0 30 Live Replacement Uniform(PLF) Top 4' 1.63" 10' 8.75" 70 0 Snow Replacement Uniform(PLF) Top 4' 1.63" 12' 2.75" 21 7 Snow Replacement Uniform(PLF) Top 8' 2.75" 12' 2.75" 21 7 Snow Point(LBS) Top 4' 3.13" 2 286 Live Point(LBS) Top 4' 3.13" 554 0 Snow Point(LBS) To 10' 7.25" 0 32 Live A= 12 2 12 O O 12 212 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 1242# 2 12' 2.750" Wall N/A N/A 1.500" 1164# Maximum Load Case Reactions Used for applying point loads(or line loads)to ca"ng members Live Snow Dead 1 2# 780# 462# 2 2# 707# 458# Design spans 16' 2.438" Product: Spruce-Pine-Fir #2 2 x 12 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 4327.'# 5306.'# 81% 4.97' Total Load D+S Shear 832.# 34931 23% 0.39' Total Load D+S LL Deflection 0.2480" 0.8102" L/784 6.11' Total Load S TL Deflection 0.3961" 1.0803" L/490 6.11' Total Load D+S Control: Positive Moment DOLS: Live=100% Snow=115% Roof=125% Wind=160% This member has been designed in accordance with NDS 2005 All product names are trademarks of their respective owners Doug Hodgins rk Miles Inc. Copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. 21 West St. "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design cniena for Loads,Loading Conditions,and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications.West Hatfield Ma. CS Structure—2.06.13[Build 11 KeiterScottHarperMaurer-Leve 6-20-14 km Beam Engine 4 6.1.0 Materials Wtabase 1492 8:58am 8of12 Job Information Job Name: Harper/Elkin Customer Address: Site Address: Keiter/Han er/Elkins Chestnut Ave/Leeds Ma Member Data Description:CalcG6 Member Type: Girder Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 12.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: U240 live, U180 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 6.8 PLF Filename: Q:\KeiterSco Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 4' 0.00" 21 7 Snow Replacement Uniform(PLF) Top 0' 0.00" 12' 2.75" 21 7 Snow Replacement Uniform(PLF) Top 1 6.00" 8' 1.13" 0 30 Live Replacement Uniform(PLF) Top 1' 6.00" 8' 1.13" 70 0 Snow Replacement Uniform(PLF) Top 4' 0.00" 8' 1.13" 21 7 Snow Replacement Uniform(PLF) Top 8' 1.13" 12' 2.75" 21 7 Snow Point(LBS) Top 1' 7.50" 0 32 Live Point(LBS) Top 7'11.63" 2 286 Live Point(LBS) To 7'11.63" 554 0 Snow N N N Bearings ant;Meactions 12 212 O , ��lin Gravity Gravity Location Type Material 12 Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 1164# 2 12' 2.750" Wall N/A N/A 1.500" 1242# - Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 2# 707# 458# 2 2# 780# 462# Design spans 16' 2.438" Product: Spruce-Pine-Fir #2 2 x 12 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 4327.# 5306.'# 81% 7.26' Total Load D+S Shear 832.# 3493.# 23% 11.27' Total Load D+S LL Deflection 0.2480" 0.8102" L/784 6.11' Total Load S TL Deflection 0.3961" 1.0803" L/490 6.11' Total Load D+S Control: Positive Moment DOLS: Live=100% Snow=115% Roof=125% Wind=160% This member has been designed in accordance with NDS 2005 All product names aretrademarks of their respective owners Doug Hodgins rk Miles Inc. Copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. 21 West St. "Passing is defined as when the member,floorjoist,beam or girder,shown on this drawing meets applicable design cntena for Loads.Loading Conditions,and Spans listed on this sheet. The design must be reviewed by a qualified designer ordesign professional as required for approval.This design assumes product installation acconling to the manufacturer's specifications.West Hatfield Ma. cs Structurerm 2,06.13(Build 11 KeiterScottHarperMaurer-Leve 6-20-14 km Beam Engine 4 6.1.0 Materials Database 1492 8:58am 7of12 Product: Spruce-Pine-Fir #2 2 x 10 1 ply PASSES DESIGN CHECKS NOTE:Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 12224 19734 61% 5.55' Total Load D+S Shear 5014 14361 34% 9.31' Total Load D+S LL Deflection 0.1056" 0.4828" L/999+ 5.08' Total Load S TL Deflection 0.1451" 0.6437" Ll798 5.08' Total Load D+S Control: Positive Moment DOLS: Live=100% Snow=115% Roof=125% Wind=160% This member has been designed in accordance with NDS 2005 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 rk Miles Inc. Copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. 21 West St. —Passing is defined as when the member,doorjoist,beam or girder shown on this dravdng meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications.West Hattie Id Ma. CS Structure-2.06.13[Build 11 KeiterScottHarperMaurer-Leve 6-20-14 kmBeam Engine 4.6.1 0 8:58am Materials Witabase 1492 6of12 Job Information Job Name: Harper/Elkin Customer Address: Site Address: Keiter/Har er/Elkins Chestnut Ave/Leeds Ma Member Data Description:CalcG5 Member Type: Girder Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 2.83/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/240 live, U180 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 2.8 PLF Filename: Q:\KeiterSco Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 1 2.69" 22 7 Snow Replacement Uniform(PLF) Top 0' 0.00" 1' 2.69" 22 7 Snow Replacement Uniform(PLF) Top 1' 2.69" 2' 7.69" 0 3 Live Replacement Uniform(PLF) Top 1' 2.69" 2' 7.69" 0 3 Live Replacement Uniform(PLF) Top 1' 2.69" 2' 7.69" 13 0 Snow Replacement Uniform(PLF) Top 1' 2.69" 2' 7.69" 13 0 Snow Replacement Uniform(PLF) Top 2' 7.69" 4' 0.63" 0 8 Live Replacement Uniform(PLF) Top 2' 7.69" 4' 0.63" 0 8 Live Replacement Uniform(PLF) Top 2' 7.69" 4' 0.63" 25 0 Snow Replacement Uniform(PLF) Top 2' 7.69" 4' 0.63" 25 0 Snow Replacement Uniform(PLF) Top 4' 0.63" 5' 5.63" 0 12 Live Replacement Uniform(PLF) Top 4' 0.63" 5' 5.63" 0 12 Live Replacement Uniform(PLF) Top 4' 0.63" 5' 5.63" 37 0 Snow Replacement Uniform(PLF) Top 4' 0.63" 5' 5.63" 37 0 Snow Replacement Uniform(PLF) Top 5' 5.63" 6'10.56" 0 16 Live Replacement Uniform(PLF) Top 5' 5.63" 6'10.56" 0 16 Live Replacement Uniform(PLF) Top 5' 5.63" 610.56" 48 0 Snow Replacement Uniform(PLF) Top 5' 5.63" 6'10.56" 48 0 Snow Replacement Uniform(PLF) Top 6'10.56" 8' 3.56" 0 20 Live Replacement Uniform(PLF) Top 6'10.56" 8' 3.56" 0 20 Live Replacement Uniform(PLF) Top 6'10.56" 8' 3.56" 59 0 Snow Replacement Uniform(PLF) Top 6'10.56" 8' 3.56" 59 0 Snow Replacement Uniform(PLF) Top 8' 3.56" 10' 2.00" 0 24 Live Replacement Uniform(PLF) Top 8' 3.56" 10' 2.00" 0 24 Live Replacement Uniform(PLF) Top 8' 3.56" 10' 2.00" 70 0 Snow Replacement Uniform(PLF) Top 8' 3.56" 10' 2.00" 70 0 Snow Point(LBS) Top 9' 9.38" 0 0 Live Point(LBS) Top 9' 9.38" 0 0 Snow Point(LBS) Top 9' 9.38" 31 17 Snow Point(LBS) To 9' 9.38" 153 74 Snow w 10 2 0 O Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 383# 2 10' 2.000" Wall N/A N/A 1.500" 938# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 1# 278# 1054 2 2# 667# 270# Design spans 9' 7.875" All product names are trademarks of their respective owners Doug Hodgins rk Miles Inc. Copyright(C)2013 by Simpson Strong-Te Company Inc.ALL RIGHTS RESERVED. 21 West St. "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet. The design must be reviewed by qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications.West Hatfield Ma. CS Structure—2.06.13[Build 1] KeiterScottHarperMaurer-Leve 6-20-14 km BeamEnyne 4.6.1.0 8:58am Materials Database 1492 Sofl2 Control: Positive Moment DOLS: Live=100% Snow=115% Roof=125% Wind=160% This member has been designed in accordance with NDS 2005 Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All productnames arelrademarks of their respective owners Doug Hodgins rk Miles Inc. Copydghl(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. 21 West St. "Passing is defined as when the member,fioorjoist,beam orgirder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications.west Hatfield Ma. CS Structure-2.06.13[Build 1] KeiterScottHarperMaurer-Leve 6-20-14 km Beam ErWne 4.6.I 0 8:58am Materials Database 1492 4of12 Job Information Job Name: Harper/Elkin Customer Address: Site Address: Keiter/Har er/Elkins Chestnut Ave/Leeds Ma Member Data Description:CalcG4 Member Type: Girder Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 10.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/240 live, L/180 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 6.8 PLF Filename: Q:\KeiterSco Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 0' 3.75" 1 114 Live Replacement Uniform(PLF) Top 0' 0.00" 0' 3.75" 247 0 Snow Replacement Uniform(PLF) Top 0' 0.00" 5' 1.00" 4 1 Snow Replacement Uniform(PLF) Top 0' 0.00" 5' 1.00" 21 7 Snow Replacement Uniform(PLF) Top 0' 3.75" 1 3.75" 1 114 Live Replacement Uniform(PLF) Top 0' 3.75" 1' 3.75" 247 0 Snow Replacement Uniform(PLF) Top 1' 3.75" 1' 9.50" 1 113 Live Replacement Uniform(PLF) Top 1' 3.75" 1' 9.50" 246 0 Snow Replacement Uniform(PLF) Top 1' 9.50" 2' 9.50" 1 113 Live Replacement Uniform(PLF) Top 1' 9.50" 2' 9.50" 246 0 Snow Replacement Uniform(PLF) Top 2' 9.50" 3' 9.50" 1 3 Live Replacement Uniform(PLF) Top 2' 9.50" 3' 9.50" 246 Snow Replacement Uniform(PLF) Top 3' 9.50" 5' 1.00" 1 Live Replacement Uniform PLF To 3' 9.50" 5' 1.00" 246 Snow N W Bearings and ns Input Min Gravity Gravity Location 1 0' 0.000 NAA" Girder N/A 5 1 N/A 984# __ O 2 5' 1.000" 2'iglec- NIA NIA 5E�� 5 1 0 Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 2# 609# 375# 2 2# 609# 375# Design spans 5'10.250" Product: Spruce-Pine-Fir #2 2 x 12 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 11064 53064 20% 2.54' Total Load D+S Shear 441.# 3493.# 12% 3.89' Total Load D+S LL Deflection 0.0085" 0.2928" L/999+ 2.54' Total Load S TL Deflection 0.0137" 0.3904" L/999+ 2.54' Total Load D+S All product names are trademarks of their respective owners Doug Hodgins rk Miles Inc. Copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. 21 West St. "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications.West Hatfield Ma. CS Structures"'206.13[Build li KeiterScottHarperMaurer-Leve 6-20-14 km Beam Engine 4.6.1.0 8:5 am Materials Database 1492 3of12 Job Information Job Name: Harper/Elkin Customer Address: Site Address: Keiter/Harper/Elkins Chestnut Ave/Leeds Ma Member Data Description:CalcG3 Member Type: Girder Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 10.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/240 live, L/180 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 6.8 PLF Filename: Q:\KeiterSco Other Loads Type Trib. Other d (Description) Side Begin End Width Start End End Category Replacement Uniform(PLF) Top 0' 0.00" 5' 1.00" 4 -.9 Snow Replacement Uniform PLF Top 0' 0.00" 5' 1.00" 21 —.dggdN1FFW, Snow N W Bearings and ns Input Min Gravity Gravity Location 1 0' 0.000" Girder N/A 5 1 W N/A 98# O 2 5' 1.000 "" 510 Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Snow Dead 1 55# 43# 2 55# 43# Design spans 5'10.250" Product: Spruce-Pine-Fir #2 2 x 12 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1114 53064 2% 2.54' Total Load D+S Shear 44.# 34934 1% 0.3' Total Load D+S LL Deflection 0.0010" 0.2928" L/999+ 2.54' Total Load S TL Deflection 0.0014" 0.3904" L/999+ 2.54' Total Load D+S Control: Positive Moment DOLS: Live=100% Snow=115% Roof=125% Wind=160% This member has been designed in accordance with NDS 2005 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 rk Miles Inc. Copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. 21 West St. —Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design critena for Loads,Loading Conditions,and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications.West Hatfield Ma. CS Structure—z 06.13[Build 11 Ke ite rScottHarperMaurer-Leve 6-20-14 km BeamEtl;ine 46.1.0 Materials Database 1492 8:58am 2 of 12 Job Information Job Name: Harper/Elkin Customer Address: Site Address: Keiter/Harper/Elkins Chestnut Ave/Leeds Ma Member Data Description:CalcG2 Member Type: Girder Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 10.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/240 live, L/180 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 6.8 PLF Filename: QAKeiterSco Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 0' 9.50" 1 113 Live Replacement Uniform(PLF) Top 0' 0.00" 0' 9.50" 246 0 Snow Replacement Uniform(PLF) Top 0' 0.00" 5' 1.00" 4 1 Snow Replacement Uniform(PLF) Top 0' 0.00" 5' 1.00" 21 7 Snow Replacement Uniform(PLF) Top 0' 9.50" 1' 9.50" 1 113 Live Replacement Uniform(PLF) Top 0' 9.50" 1' 9.50" 246 0 Snow Replacement Uniform(PLF) Top 1 9.50" 2' 9.50" 1 113 Live Replacement Uniform(PLF) Top 1' 9.50" 2' 9.50" 246 0 Snow Replacement Uniform(PLF) Top 2' 9.50" 3' 9.50" 1 3 Live Replacement Uniform(PLF) Top 2' 9.50" 3' 9.50" 246 Snow Replacement Uniform(PLF) Top 3' 9.50" 5' 1.00" 1 Live Replacement Uniform PLF To 3' 9.50" 5' 1.00" 246 Snow NIZ A N W Bearings and ns Input Min Gravity Gravity Location 1 0' 0.000 Girder N/A 5 1 V N/A 983# - O 2 5' 1.000" - 5 1 0 Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 2# 609# 374# 2 2# 609# 374# Design spans 5'10.250" Product: Spruce-Pine-Fir #2 2 x 12 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1106.# 5306.'# 20% 2.54' Total Load D+S Shear 441.# 3493.# 12% 3.89' Total Load D+S LL Deflection 0.0085" 0.2928" L/999+ 2.54' Total Load S TL Deflection 0.0137" 0.3904" L/999+ 2.54' Total Load D+S Control: Positive Moment DOLS: Live=100% Snow=115%a Roof=125% Wind=160% This member has been designed in accordance with NDS 2005 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 rk Miles Inc. copyright(C)2013 by Simpson Stmng-Tie Companylnc.ALL RIGHTS RESERVED, 21 West St. "Passing is defined as when the member,floorjoist beam orgirdet shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet. The design must be reviewed bya qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications.West Hatfield Ma. CS Structure—2.06.13[Build 1] Keiter-ScottHarper-Maurer-Leve 6-20-14 km Beam Engine 4.6.1.0 8:58am Materials Database 1492 lofl2 Job Information Job Name: Harper/Elkin Customer Address: Site Address: Keiter/Han er/Elkins Chestnut Ave/Leeds Ma Member Data Description:CaIcG1 Member Type: Girder Application: Roof Comments: Top Lateral Bracing: Continuous Slope: 10.00/ 12 Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/240 live, L/180 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 6.8 PLF Filename: QAKeiterSco Other Loads Type Trib. Other nall (Description) Side Begin End Width Stan. End End Category Replacement Uniform(PLF) Top 0' 0.00" 5' 1.00" 4 Snow Replacement Uniform PLF Top 0' 0.00" 5' 1.00" 21 Snow A N W Bearings and ns Input Min Gravity Gravity Matei Len Required Reaction Uplift Location 1 Type th 0' 0.000" Girder N/A 5 1MA N/A 98# O 2 5' 1.000" 5 1 0 Maximum Load Case Reactions used for applying point loads(or line loads)to carrying members Snow Dead 1 55# 43# 2 55# 43# Design spans 5'10.250" Product: Spruce-Pine-Fir #2 2 x 12 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 111'# 53064 2% 2.54' Total Load D+S Shear 44.# 3493.# 1% 0.3' Total Load D+S LL Deflection 0.0010" 0.2928" L/999+ 2.54' Total Load S TL Deflection 0.0014" 0.3904" L/999+ 2.54' Total Load D+S Control: Positive Moment DOLs: Live=100% Snow=115% Roof=125% Wind=160% This member has been designed in accordance with NDS 2005 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 rk Miles Inc. Copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. 21 West St. "Passing is defined as when the member,nooriolst,beam or girder,shown on this dra ving meets applicable design cnteda for Loads,Loading Conditions,and Spans listed on this sheet. The design must be reviewed by qualified designer or design professional as inquired for approval.This design assumes product installation according to the manufacturers specifications.West Hatfield Ma. CS StruetureTm 2.06.13[Budd II KeiterScottHarperMaurer-Leve 6-20-14 km BeamEn6ine 4.6.1.0 Materials Database 1492 8:55arn 9of10 Control: TL Defl.,Lt. 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 rk Miles Inc. Copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. 2 West St. "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet. The design must be reviewed by qualified designer or design professional as required far approval.This design assumes product installation according to the manufacturer's specifications.West Hatfield Ma. CS Structure""2.06.13[Build 11 KeiterScottHarperMaurer-Leve 6-20-14 km Beam Engine 4.6.1.0 8:55am Materials Database 1492 8of10 Job Information Job Name: Harper/Elkin Customer Address: Site Address: Keiter/Ha er/Elkins Chestnut Ave/Leeds Ma Member Data Description:CalcG14 Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 11.7 PLF Filename: Q:\KeiterSco Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 1.00" 1111.001, 27 7 Live Replacement Uniform(PLF) Top 0' 1.00" 17' 1.00" 27 7 Live Replacement Uniform(PLF) Top 1111.001, 17' 1.00" 27 7 Live Replacement Uniform(PLF) Top 6' 1.00" 17' 1.00" -53 -13 Live Replacement Uniform(PLF) Top 6' 1.00" 17' 1.00" 40 13 Live Point(LBS) Top 0' 2.75" -523 -497 Live Point(LBS) Top 0' 2.75" -487 0 Snow Point(LBS) Top 16' 8.38" 0 162 Live Point LBS Top 16' 8.38" 806 442 Snow t ` ,� t ` t - Pp i - r 1 11 C 15 2 0 17 1 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 1'11.000" Wall N/A N/A 1.500" 937# -1488# 2 17' 1.000" Wall N/A N/A 1.500" 1982# - Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 -7844 -541# -493# 2 666# 862# 877# Design spans 1'11.000"(left cant) 14' 9.375" Product: 1-314x11-718 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS NOTE:Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Review gravity uplift reaction force of 1489lbs at bearing 1 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 3346.# 21275.# 15% 9.31' Even Spans D+L Negative Moment 8804 21275.'# 4% 10.79' Even Spans D+L Shear 1251.# 90814 13% 0.24' Total Load D+0.75(L+S) TL Deflection 0.1332" 0.7391" L/999+ 9.31' Even Spans D+L LL Deflection 0.0947" 0.4927" L/999+ 9.31' Even Spans L TL Defl.,Lt. -0.0638" 0.2000" 2L/721 0' Total Load D+0.75(L+S) LL Defl. Lt. -0.0383" 0.2000" 2L/999+ 0' Even Spans L All product names are trademarks of their respective owners Doug Hodgins rk Miles Inc. Copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. 21 West St. —Passing is defined as when the member,floorjoist,beam orgirder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet. The design must be reviewed bya qualified designerordesign professional as required for approval.This design assumes product installation according to the manufacturers specifications.West Hatfield Ma. CS Structure—2.06.13[Build]) KeiterScottHarperMaurer-Leve 6-20-14 km BeamErgme 4.6.ID 8:55am Materials Database 1492 7of10 Job Information Job Name: Harper/Elkin Customer Address: Site Address: Keiter/Ha er/Elkins Chestnut Ave/Leeds Ma Member Data Description:CalcG13 Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: U360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 11.7 PLF Filename: Q:\KeiterSco Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 4' 0.00" 140 35 Live Replacement Uniform(PLF) Top 0' 0.00" 4' 0.00" 363 0 Snow Replacement Uniform(PLF) Top 0' 0.00" 4' 0.00" 255 364 Live Replacement Uniform(PLF) Top 4' 0.00" 8' 0.00" 255 85 Live Replacement Uniform(PLF) Top 8' 0.00" 9' 7.00" 304 85 Live Point(LBS) Top 4' 1.75" 481 0 Snow Point(LBS) Top 4' 1.75" 1 548 Live Point(LBS) Top 4' 2.75" 0 17 Live Point LBS To 4' 2.75" 110 100 Snow O 610 8 2 8 8 970 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 2665# 2 6'10.500" Wall N/A N/A 1.742" 4573# - 3 9' 7.000" Girder N/A N/A N/A - -1228# Maximum Load Case Reactions Used forapplying point loads(crime loads)to carrying members Live Snow Dead 1 1002# 1001# 1163# 2 2026# 1387# 2013# 3 -483# 485# _501# Design spans 6' 5.875" 2' 6.750" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Review gravity uplift reaction force of 1229lbs at bearing 3 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 3621.'# 244664 14% 2.98' Odd Spans D+0.75(L+S) Negative Moment 35174 244664 14% 6.87' Total Load D+0.75(L+S) Shear 25324 9081.# 27% 5.9' Total Load D+0.75(L+S) TL Deflection 0.0234" 0.3245" L/999+ 3.31' Odd Spans D+0.75(L+S) LL Deflection 0.0127" 0.2163" L/999+ 3.31' Odd 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 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 rk Miles Inc. Copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. 21 West St. —Passing is defined as when the member,floor joist,beam orgirder.shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet. The design must be reviewed by a qualified designer ordesign professional as required for approval.This design assumes product installation according to the manufacturer's specifications.West Hatfield Ma. CS Structure—2,06.13[Build 11 Keitel-ScottHarperMaurer-Leve 6-20-14 km Beam Engine 4.6.1.0 8:SSam Materials Database 1492 6 of 10 Job Information Job Name: Harper/Elkin Customer Address: Site Address: Keiter/Har er/Elkins Chestnut Ave/Leeds Ma Member Data Description:CalcG7 Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, U240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 11.7 PLF Filename: QAKeiterSco Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 7' 3.50" 129 0 Snow Replacement Uniform(PLF) Top 0' 0.00" 7' 3.50" 0 138 Live Point(LBS) Top 0' 4.63" 0 1 Live Point(LBS) Top 0' 4.63" 35 11 Snow Point(LBS) Top 0' 4.63" 31 17 Snow Point LBS To 7' 0.00" 31 17 Snow r 2 � . 7 3 8 7 3 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 1015# - 2 7' 3.500" Girder N/A N/A N/A 967# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 1# 491# 523# 2 1# 456# 511# Design spans 6' 7.375" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS NOTE: Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1520.'# 24466.'# 6% 3.69' Total Load D+S Shear 6444 90811 7% 0.4' Total Load D+S TL Deflection 0.0123" 0.3307" L/999+ 3.69' Total Load D+S LL Deflection 0.0057" 0.2205" L/999+ 3.69' Total Load 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 Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All productnames aretrademarks of their respective owners Doug Hodgins rk Miles Inc. Copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. 21 West St. —Passing is defined as when the member,floorjoist,beam orgirder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet. The design must be reviewed by qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications.West Hatfield Ma. CS Structure—206.13[Build 1] KeiterScottHarperMaurer-Leve 6-20-14 km BeamErgine 4.6.1.0 8:55am Materials Database 1492 Saf10 Job Information Job Name: Harper/Elkin Customer Address: Site Address: Keiter/Har er/Elkins Chestnut Ave/Leeds Ma Member Data Description:CalcG6 Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 5.9 PLF Filename: Q:\KeiterSco Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 2' 8.25" 483 0 Snow Replacement Uniform(PLF) Top 0' 0.00" 2' 8.25" 193 373 Live Point(LBS) Top 0' 4.63" 0 1 Live Point(LBS) Top 0' 4.63" 1 146 Live Point(LBS) Top 0' 4.63" 317 0 Snow Point(LBS) Top 0' 5.50" 389 188 Snow Point(LBS) Top 2' 2.75" 0 0 Snow Point LBS To 2' 2.75" 68 132 Snow 2 8 4 2 8 4 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 1867# 2 2' 8.250" Wall N/A N/A 1.500" 1032# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 186# 1169# 698# 2 185# 531# 495# Design spans r 11.000° Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 1 ply PASSES DESIGN CHECKS NOTE:Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 4074 122334 3% 1.34' Total Load D+0.75(L+S) TL Deflection 0.0010" 0.0958" L/999+ 1.34' Total Load D+0.75(L+S) LL Deflection 0.0010" 0.0639" L/999+ 1.34' Total Load 0.75 L+S Control: Positive Moment DOLS: Live=100% Snow=115% Roof=125% Wind=160% Shear cannot be calculated because members length is less then 2d. 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 rk Miles Inc. Copyright(C)2013 by Simpson Strong Tie Company Inc.ALL RIGHTS RESERVED. 21 West St. "Passing is defined as when them mber,floor joist,beam or girder,shown on this drawing meets applicable design cnteda for Loads,Loading Conditions,and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as inquired for approval.This design assumes product installation according to the manufacturers specifications.West Hatfield Ma. CS Structurerm z%13[Build II Keitel-ScottHarperMaurer-Leve 6-20-14 km BeamEryine 4.6.I.0 8:55am Materials Database 1492 4of10 Actual Allowable Capacity Location Loading TL Deflection 0.0747" 0.6380" L/999+ 6.13' Odd Spans D+L LL Deflection 0.0553" 0.4253" L/999+ 6.13' Odd Spans L Control: Negative 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 All product names are trademarks of their respective owners Doug Hodgins rk Miles Inc. Copyright(C)2013 by Simpson Staing-Tie Company Inc.ALL RIGHTS RESERVED. 21 West St. "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet. The design must be reviewed by qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications.West Hatfield Ma. CS Structure''"'206.13[Build 11 KeiterScottHar rMaurer-Leve 6-20-14 km BearnErgine 4.6.1.0 Materials Database 1492 8:55am 3of10 Job Information Job Name: Harper/Elkin Customer Address: Site Address: Keiter/Har er/Elkins Chestnut Ave/Leeds Ma Member Data Description:CalcG5 Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 5.9 PLF Filename: QAKeiterSco Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 11' 0.00" -53 -13 Live Replacement Uniform(PLF) Top 0' 0.00" 11' 0.00" 40 13 Live Replacement Uniform(PLF) Top 0' 0.00" 15' 2.00" 27 7 Live Replacement Uniform(PLF) Top 0' 0.00" 24' 0.00" 27 7 Live Replacement Uniform(PLF) Top 15' 2.00" 17' 0.00" 27 7 Live Replacement Uniform(PLF) Top 17' 0.00" 24' 0.00" 27 7 Live Point(LBS) Top 0' 4.63" 0 162 Live Point(LBS) Top 0' 4.63" 806 442 Snow Point(LBS) Top 23' 7.38" -24 -8 Snow Point(LBS) Top 23' 7.38" 0 93 Live Point LBS Top 23' 7.38" 462 253 Snow O 13 1 12 O 1 10 8© 811 12 �. 2400 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 1720# -- 2 13' 1.750" Wall N/A N/A 1.604" 2106# -915# 3 15' 0.250" Wall N/A N/A 1.500" 637# -1023# 4 24' 0.000" Wall N/A N/A 1.500" 912# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 465# 806# 767# 2 1620# 0# 485# 3 -893# 0# -129# 4 199# 438# 410# Design spans 12' 9.125" 1'10.500" 8' 7.125" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 1 ply PASSES DESIGN CHECKS NOTE:Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Review gravity uplift reaction force of 916lbs at bearing 2 and ensure that the structure can resist appropriately. Review gravity uplift reaction force of 1024lbs at bearing 3 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1563.# 10637.'# 14% 5.49' Odd Spans D+L Negative Moment 2153.'# 10637.'# 20% 13.15' Adjacent 1 D+L Shear 7964 3948.# 20% 12.51' Adjacent 1 D+L All product names are trademarks of their respective owners Doug Hodgins rk Miles Inc. Copyright(C)2013 by Simpson Strong-Te Company Inc.ALL RIGHTS RESERVED. 21 WBSI$t. "Passing is defined as when the member,floor joist,beam or girder shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet. The design must be reviewed by qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications.West Hatfield Ma. CS Structurer"2.06.13[Build II KeiterScottHarperMaurer-Leve 6-20-14 km BeannErgme 4.6.I.0 Materials Database 1492 8:55am 2of]10 Job Information Job Name: Harper/Elkin Customer Address: Site Address: Keiter/Har er/Elkins Chestnut Ave/Leeds Ma Member Data Description:CalcG4 Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 5.9 PLF Filename: Q:\KeiterSco Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 2' 2.00" 27 7 Live Replacement Uniform(PLF) Top 0' 0.00" 11' 2.75" 6 1 Live Replacement Uniform(PLF) Top 0' 0.00" 11' 2.75" 59 115 Snow Replacement Uniform(PLF) Top 2' 2.00" 4' 0.00" 27 7 Live Replacement Uniform(PLF) Top 4' 0.00" 11' 2.75" 27 7 Live Point(LBS) Top 10' 9.25" 0 93 Live Point(LBS) Top 10' 9.25" 0 292 Live Point(LBS) Top 10' 9.25" 554 0 Snow Point LBS Top 10'10.13" 31 17 Snow O 11 212 0 ' 11 212 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 1052# - 2 11' 2.750" Wall N/A N/A 1.500" 1988# - Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 173# 316# 686# 2 173# 901# 1087# Design spans 10' 7.500" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 1 ply PASSES DESIGN CHECKS NOTE:Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 27954 122334 22% 5.53' Total Load D+0.75(L+S) Shear 856.# 45411 18% 0.23' Total Load D+0.75(L+S) TL Deflection 0.1163" 0.5312" L/999+ 5.53' Total Load D+0.75(L+S) LL Deflection 0.0405" 0.3542" L/999+ 5.53' Total Load 0.75 L+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 All product names are trademarks of their respective owners Doug Hodgins rk Miles Inc. Copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. 21 West St. "Passing is defined as when the member,floorjolst,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet. The design must be reviewed by qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications.West Hatfield Ma. CS StructureTM 2.06.13[Build Q KeiterScottHarperMaurer-Leve 6-20-14 km Beam Engne 4.6.1.0 Materials Database 1492 8:55am 1of10 Job Information Job Name: Harper/Elkin Customer Address: Site Address: Keiter/Har er/Elkins Chestnut Ave/Leeds Ma Member Data Description:CalcG2 Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 11.7 PLF Filename: QAKeiterSco Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 4'11.50" 220 55 Live Replacement Uniform PLF Top 0' 0.00" 4'11.50" 213 65 Live O 411 8 411 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 1301# -- 2 4'11.500" Wall N/A N/A 1.500" 1301# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 998# 303# 2 998# 303# Design spans 4' 7.250" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1498.'# 21275.# 7% 2.48' Total Load D+L Shear 7424 7897.# 9% 0.19' Total Load D+L TL Deflection 0.0058" 0.2302" L/999+ 2.48' Total Load D+L LL Deflection 0.0045" 0.1535" L/999+ 2.48' Total Load L Control: Shear DOLS: Live=100% Snow=115% Roof=125% Wind=160% Manufacturers installation guide MUST be consulted for multi-ply connection details and alternatives All pmduclnames are trademarks of their respective ovmem Doug Hodgins rk Miles Inc. Copynght(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED, 21 West St. "Passing is defined as when the member,floorjoist,beam orgirder,shown on this ciravdng meets applicable design criteria for Loads,Loading Conditions.and Spans listed on this sheet, The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications.West Hatfield Ma. CS Structure—2 0 13[Bui)d 11 KeiterScottHarperMaurer-Leve 6-20-14 km BeamEnyne 4.6.1.0 8:56am Materials Database 1492 6of6 Job Information Job Name: Harper/Elkin Customer Address: Site Address: Keiter/Ha er/Elkins Chestnut Ave/Leeds Ma Member Data Description:CalcB12 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 Live Load: 0 PLF Deflection Criteria: L/360 live, U240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 5.6 PLF Filename: Q:\KeiterSco Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 7' 8.25" 28 10 Snow Point(LBS) Top 0' 5.50" 0 1 Live Point(LBS) Top Or 5.50" 0 53 Live Point(LBS) Top 0' 5.50" 159 0 Snow Point LBS To 7' 3.63" 43 14 Snow 784 O O 784 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 365# 2 7' 8.250" Wall N/A N/A 1.500" 207# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 0# 255# 109# 2 0# 139# 68# Design spans 6'11.000" Product: Spruce-Pine-Fir #2 2 x 10 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2614 3946.'# 6% 3.84' Total Load D+S Shear 1174 28724 4% 0.4' Total Load D+S LL Deflection 0.0052" 0.2306" L/999+ 3.84' Total Load S TL Deflection 0.0081" 0.3458" L/999+ 3.84' Total Load D+S Control: Positive Moment DOLS: Live=100% Snow=115% Roof=125% Wind=160% This member has been designed in accordance with NDS 2005 All product names are trademarks of their respective owners Doug Hodgins rk Miles Inc. Copyright(C)2013 by Simpson Slroni Company Inc.ALL RIGHTS RESERVED. 21 West St. —Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet. The design must be reviewed by qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications.West Hatfield Ma. CS structure—2.06.13[Build 11 KeiterScottHarperMaurer-Leve 6-20-14 kmBeam Engine 4.6.1.0 8:56am Materials Database 1492 Sof6 Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 935.'# 39464 23% 20.94' Total Load D+S Negative Moment 12794 39464 32% 16.23' Total Load D+S Negative Unbrcd 12794 39464 32% 16.23' Total Load D+S Shear 7804 28721 27% 16.24' Total Load D+S LL Deflection 0.0218" 0.2615" L/999+ 20.54' Total Load S TL Deflection 0.0301" 0.3922" L/999+ 20.54' Total Load D+S Control: Negative Moment DOLS: Live=100% Snow=115% Roof=125% Wind=160% This member has been designed in accordance with NDS 2005 All product names are trademarks of their respective owners Doug Hodgins rk Miles Inc. Copyright(C)2013 by Simpson Strang-Tie Company Inc.ALL RIGHTS RESERVED. 21 West St. —Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design critena for Loads,Loading Conditions,and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications.West Hatfield Ma. CS Structurell 2.06.131Build 11 KeiterScottHarperMaurer-Leve 6-20-14 kmBeam Eragne 4.6.1.0 8:56am Materials Database 1492 4of6 Job Information Job Name: Harper/Elkin Customer Address: Site Address: Keiter/Harper/Elkins Chestnut Ave/Leeds Ma Member Data Description:CalcB11 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 Live Load: 0 PLF Deflection Criteria: L/360 live, U240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 5.6 PLF Filename: Q:\KeiterSco Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 1' 2.75" 57 19 Snow Replacement Uniform(PLF) Top 0' 0.00" 24' 5.50" 0 1 Live Replacement Uniform(PLF) Top 1 2.75" 2' 2.75" 66 0 Snow Replacement Uniform(PLF) Top 1' 2.75" 6' 2.75" 0 32 Live Replacement Uniform(PLF) Top 2' 2.75" 3' 2.75" 83 0 Snow Replacement Uniform(PLF) Top 3' 2.75" 4' 2.75" 94 0 Snow Replacement Uniform(PLF) Top 4' 2.75" 5' 2.75" 106 0 Snow Replacement Uniform(PLF) Top 5' 2.75" 6' 2.75" 117 0 Snow Replacement Uniform(PLF) Top 6' 2.75" 7' 2.75" 134 0 Snow Replacement Uniform(PLF) Top 6' 2.75" 24' 5.50" 0 47 Live Replacement Uniform(PLF) Top 7' 2.75" 24' 5.50" 142 0 Snow Point(LBS) Top 0' 5.50" 0 1 Live Point(LBS) Top 0' 5.50" 0 5 Live Point(LBS) Top 0' 5.50" 8 0 Snow Point(LBS) Top 0' 5.50" 57 19 Snow Point LBS Top 24' 0.88" 31 10 Snow O 8 212 O 8 0 0 © 8 212 i 2458 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 437# -- 2 8' 2.750" Wall N/A N/A 1.500" 1517# - 3 16' 2.750" Wall N/A N/A 1.500" 1747# 4 24' 5.500" Wall N/A N/A 1.500" 646# - Maximum Load Case Reactions Us ad for applying point loads(or line loads)to carrying members Live Snow Dead 1 1# 303# 134# 2 3# 1095# 423# 3 4# 1265# 483# 4 1# 469# 176# Design spans 7'10.125" 8' 0.000" 7'10.125" Product: Spruce-Pine-Fir #2 2 x 10 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. All product names are trademarks of their respective owners Doug Hodgins rk Miles Inc. Copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. 21 West St. "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteda for Loads,Loading Conditions,and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer s specifications.West Hatfield Ma. CS St ueture—206 13[Build 11 KeiterScottHarperMaurer-Leve 6-20-14 km Beam Engine 4.6,L0 8:56am Materials Database 1492 3of6 Control: Shear DOLS. Live=100% Snow=115% Roof=125% Wind=160% This member has been designed in accordance with NDS 2005 All product names am trademarks of their respective owners Doug Hodgins rk Miles Inc. Copyright(C)2013 by Simpson Strong-Tie Company lnc.ALL RIGHTS RESERVED. 2� West$t. "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design cnteria for Loads,Loading Conditions,and Spans listed on this sheet. The design must be reviewed by qualified designer or design professional as required for approval.This design assumes product installation according to the manufactumrs specifications.West Hatfield Ma. CS Structure—2,0613[Build 11 KeiterScottHarperMaurer-Leve 6-20-14 kmBeamEngine 4.6.1.0 8:56am Materials Database 1492 2of6 Job Information Job Name: Harper/Elkin Customer Address: Site Address: Keiter/Har er/Elkins Chestnut Ave/Leeds Ma Member Data Description:CaIcB10 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 Live Load: 0 PLF Deflection Criteria: U360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 5.6 PLF Filename: Q:\KeiterSco Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 4' 5.50" 142 0 Snow Replacement Uniform(PLF) Top 0' 0.00" 10' 5.50" 0 39 Live Replacement Uniform(PLF) Top 0' 0.00" 11' 8.25" 0 1 Live Replacement Uniform(PLF) Top 4' 5.50" 5' 5.50" 133 0 Snow Replacement Uniform(PLF) Top 5' 5.50" 6' 5.50" 116 0 Snow Replacement Uniform(PLF) Top 6' 5.50" 7' 5.50" 105 0 Snow Replacement Uniform(PLF) Top 7' 5.50" 8' 5.50" 93 0 Snow Replacement Uniform(PLF) Top 8' 5.50" 9' 5.50" 82 0 Snow Replacement Uniform(PLF) Top 9' 5.50" 10' 5.50" 65 0 Snow Replacement Uniform(PLF) Top 10' 5.50" 11' 8.25" 57 19 Snow Point(LBS) Top 0' 4.63" 398 193 Snow Point(LBS) Top 11' 2.75" 1 156 Live Point LBS Top 11' 2.75" 269 0 Snow O 4 5 8 Q 7 212 11 8 4 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 810# - 2 4' 5.500" Wall N/A N/A 1.500" 1171# 3 11' 8.250" Wall N/A N/A 1.500" 741# - Maximum Load Case Reactions Used for applying point loads(or line loads)to canying members Live Snow Dead 1 0# 573# 237# 2 3# 840# 331# 3 1# 473# 269# Design spans 4' 0.875" 6'10.125" Product: Spruce-Pine-Fir #2 2 x 10 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 501.'# 39464 12% 8.45' Total Load D+S Negative Moment 6674 39464 16%d 4.46' Total Load D+S Negative Unbrcd 6674 39464 16% 4.46' Total Load D+S Shear 486.# 2872.# 16% 4.47' Total Load D+S LL Deflection 0.0083" 0.2281" L/999+ 8.22' Total Load S TL Deflection 0.0128" 0.3422" L/999+ 8.22' Total Load D+S All product names are trademarks of their respective owners Doug Hodgins rk Miles Inc. Copyright(0)2013 by Simpson Strong Tie Company Inc.ALL RIGHTS RESERVED. 21 West.St. —Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design critena for Loads,Loading Conditions,and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications.West Hatfield Ma. CS Structure—2.06.13(Build 11 Ke ite rScoaHarpe rMa urer-Le ve 6-20-14 km Beam Engine 4.6.1.0 8:56am Materials Database 1492 1 of 6 Job Information Job Name: Harper/Elkin Customer Address: Site Address: Keiter/Har er/Elkins Chestnut Ave/Leeds Ma Member Data Description:CalcB3 Member Type: Beam Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, U240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 5.6 PLF Filename: Q:\KeiterSco Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform PLF Top 0' 0.00" 4' 6.00" 540 151 Live Eli O a60 O 4 6 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 1445# - 2 4' 6.000" Wall N/A N/A 1.500" 1445# - Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 1120# 325# 2 1120# 325# Design spans 4' 1.750" Product: Spruce-Pine-Fir #2 2 x 10 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1497.'# 3431.'# 43% 2.25' Total Load D+L Shear 908.# 24984 36% 0.19' Total Load D+L LL Deflection 0.0130" 0.1382" L/999+ 2.25' Total Load L TL Deflection 0.0167" 0.2073" L/999+ 2.25' Total Load D+L Control: Positive Moment DOLS: Live=100% Snow=115% Roof=125% Wind=160% This member has been designed in accordance with NDS 2005 All product names aretrademarks oftheirrespective owners Doug Hodgins rk Miles Inc. Copyright(C)2g13 by Simpson Strong-Tre Company Inc.ALL RIGHTS RESERVED. 21 West St. **Passing is defined as when the member,floor foist,beam or girde5 shown on this drawng meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet. The design must be reviewed by qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications.West Hatfield Ma. KeiterScottHarperMaurcr-Leve 6-20-14 unlSUine- als umab:, 8:57am 3of5 I 1b Fife, Al N:Imt pr r'Okin Cu !omerAddress: Site Address: Kc r/Har er/Elkins Chestnut Ave/Leeds Ma ,t pti 9 Me-~ber Type: Beam Application: Floor To, -ateral Bracing: Continuous B(,'' n Lateral Bracing: Continuous rind ,r Mc .ure Condition: Dry Building Code: IBC/IRC e I F De ction Criteria: L/360 live, L/240 total ad 1F D. Connection: Nailed Member Weight: 11.7 PLF F1, -ime: Q:AKeiterSco i Trib. Other Dead scl ,?ti Side Begil End Width Start End Start End Category plac-n" nIL^rm(PI_f l Top 0' 0.0( 2' 4.50" 281 527 Live oIa I rm(PI_1 , Top 0' 0.0(: 2' 4.50" 858 0 Snow Ala 17(PLI) Top 2' 4.5(, 5'10.25" 455 0 Snow (PLI ) Fop 2' 4.5( 5'10.25" 280 341 Live (11111 Top 5'10.2:: 7' 0.25" 455 0 Snow (PI_! Top 5'10.25 7' 0.25" 280 341 Live 1(PLI Top 7' 0.25" 9' 3.00" 281 527 Live n n(PLI Top 7' 0.25' 9' 3.00" 859 0 Snow Top 2' 2.7.`" 1 324 Live nt r Fop 2' 2.71 462 0 Snow of Top 7' 0.2' 1 325 Live Top 7' 0.2' 462 0 Snow — � r 9 3 0 O 9 3 0 n(, !I t. Input Min Gravity Gravity 1c Typc Matc Length Required Reaction Uplift Wall N N/A 2.257" 5925# Wall N N/A 2.244" 5891# ui, Loa 'r'asc Reac'!ons oyin �'mt I c loads)to "I members L� _now Dc 7465# 23( _ e36# 23' ur ': 1-3/,) ,11-7/8 VERSA - ,M 2.0 3100 SP 2 ply PASSES DESIGN CHECKS 1 „2.26"be required at bearir 24"be required at bearin 2 De: s cot us lateral bracing the top chord. Des s cot ,ous lateral bracing. the bottom chord. Tess Des ,n Actual Allowable Capacity Location Loading 121574 244664 49% 4.63' Total Load D+0.75(L+S) 4547.# 90811 50% 0.06' Total Load D+0.75(L+S) Elect 0.1927" 0.4573" L/569 4.63' Total Load D+0.75(L+S) ct 0.1154" 0.3049" L/950 4.63' Total Load 0.75 L+S Shc D) s: Li Snow=! Roof=125% Wind=1� c'act " n gi 11!ST be consulted fo v connection details and alternatives Iprod, are trademarks oftheir resp,, Doug Hodglns rk Miles Inc. Copynght 13 by Simpson Strong-Tie Compn �'1 I.RIGHTS RESERVED. 21 West St. ... deni� I l )er,Boo .gym orgirder,shown on this 6 !s applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet. wst b, v „ked de .sign professional as requlr —al.This design assumes product installation according to the manufacturer's specifications.West Hatfield Ma. i tu,c1-2.0 ,Ili d 11 Keitel-ScottHarperMaurer-Leve 6-20-14 .on Hngine 4, dsDatalras, 8:57am 2of5 b Infor ,ration Name: Harper/Elkin Customer Address: Site Address: Keiter/Hag er/Elkins Chestnut Ave/Leeds Ma inber f Cfa criptiol CalcB8 Member Type: Beam Application: Floor nmerI Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous ldard L i Moisture Condition: Dry Building Code: IBC/IRC Load: 'LF Deflection Criteria: L/360 live, L/240 total ad Load: 0 PLF Deck Connection: Nailed Member Weight: 11.7 PLF Filename: Q:\KeiterSco ,cr Lo Trib. Other Dead criptio j Side Begin End Width Start End Start End Category acemc t 'niform(PLF) Top 0' 0.00" 2' 4.50" 281 527 Live p �eme r f-rm(PLF) Top 0' 0.00" 2' 4.50" 858 0 Snow �cemc In(PLF) Top 2' 4.50" 7' 0.25" 455 0 Snow placerl ;'Jr -nn(PLF) Top 2' 4.50" 7' 0.25" 280 341 Live )Iacemer t Uniform(PLF) Top 7' 0.25" 9' 3.00" 281 527 Live �iaceme i'niform(PLF) Top 7' 0.25" 9' 3.00" 858 0 Snow Jr 1 LBS Top 2' 2.75" 1 324 Live ir:(LBS Top 2' 2.75" 462 0 Snow (I_F3 Top 7' 0.25" 1 324 Live )i (LBS Top 7' 0.25" 462 0 Snow I -- - - I 9 3 0 Q 9 3 0 .rings + Reactions Input Min Gravity Gravity Loc Type Material Length Required Reaction Uplift 0' C Wall N/A N/A 2.257" 5925# 9' J" Wall N/A N/A 2.243" 5889# „ium ,eReacti,•ns a,q,lylny m loads)I nymembem Snow Dead 3464# 2363:7 3435# 23497 1 sp 011 r'rc c`: 1-3/4x11-7/8 VERSA-L,\M 2.0 3100 SP 2 ply PASSES DESIGN CHECKS 2.26"bear )g required at bearing"1 P 1 2.24"bearing required at bearing 2 De :1nes continuous lateral bracing a', Ig the top chord. Dc I a :ines continuous lateral bracing alo )g the bottom chord. air Stress Design Actual Allowable Capacity Location Loading e M 121564 244664 49% 4.63' Total Load D+0.75(L+S) 45461 9081.# 50% 0.06' Total Load D+0.75(L+S) >eflect 0.1927" 0.4573" L/569 4.63' Total Load D+0.75(L+S) f'cc 0.1154" 0.3049" L/950 4.63' Total Load 0.75 L+S I 00,,. Snow=115`% Roof=125% Wind=160`S, s ins—Ietion guide MUST be consulted for n, -ply connection details and alternatives All p,, •s are trademarks oftheir respective „,hers Doug Hodglns rk Miles Inc. C pyngl I(C). 13 by Simpson Strong Tie Compa N.L RIGHTS RESERVED. 21 West St. ,Iefin n I er,fl beam or girder.shown on this dra ots applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet. -st I i.l .I _ ,design professional as required meal.This design assumes product installation according to the manufacturer's specifications.West Hatfield Ma. Cs Structure—2.06.131Build 11 Ke ite rScottHarpe rMaurer-Leve 6-20-14 kmlieam Engine 4.6.1.0 8:57am M etcrials Database 1492 1 of 5 Job Information Job Name: Harper/Elkin Customer Address: Site Address: Keiter/Ha er/Elkins Chestnut Ave/Leeds Ma Member Data Description:CalcB1 Member Type: Beam Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: U360 live, L/240 total [jead Load: 0 PLF Deck Connection: Nailed Member Weight: 4.4 PLF Filename: Q:\KeiterSco I i:'ther Loads pe Trib. Other Dead Description) Side Begin End Width Start End Start End Category Replacement Uniform PLF Top 0' 0.00" 2' 9.00" 263 76 Live I O 2 9 0 O 290 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 0' 0.000" Wall N/A N/A 1.500" 455# 2' 9.000" Wall N/A N/A 1.500" 455# aximum Load Case Reactions - I forapplying point loads(or line loads)to carrying members Live Dead 349# 106# 3494 106# sign spans 2' 7.i_0° Product: Spruce-Pine-Fir #2 2 x 8 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. I _ ilowablu .tress Design Actual Allowable Capacity Location Loading sitive Moment 3014 23004 13% 1.38' Total Load D+L ear 2474 1958.# 12% 0.06' Total Load D+L Deflection 0.0022" 0.0882" L/999+ 1.38' Total Load L Deflection 0.0028" 0.1323" L/999+ 1.38' Total Load D+L -ntrol: Positive v.)ment DOLs: Livc: t0u% Snow=115e/ Roof=125% Wind=160% This memh— as been desi-Ined in accordance with Nos 2005 i i i All product names are trademarks of their respective owners Doug Hodgins rk Miles Inc. Copyright(C)2013 by Simpson Strong-Tie Company l ic..ALL RIGHTS RESERVED. 21 West St. -.Ing is deft >W t,the me=mber,floor Joist,beam or girder,shown on this draw nq meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet. ..yn must ewe by a q ialified de i.. c ui design professional as required for approval This design assumes product installation according to the manufacturer's specifications.West Hatfield Ma. CS Structure—2 06 13[Build 11 Ke ite l-SeottHarpe rMa urer-Leve 6-20-14 km Beam Engine 4.6.1.0 Materials Datalaise 1492 8:48am 8of8 Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1893.'# 10637.'# 17% 16.18' Even Spans D+L Negative Moment 2317.'# 10637.'# 21% 13' Total Load D+L Shear 1776.# 3948.# 44% 13.01' Total Load D+L TL Deflection 0.0751" 0.5307" L/999+ 18.31' Even Spans D+L LL Deflection 0.0575" 0.3538" L/999+ 17.78' Even Spans L Control: Shear DOLs: I.ive=100% Snow=11!i" Raof=125% Wind-=' 0% Point Ica!;over bearings ar 'T included in the Dee 1 calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Doug Hodgins rk Miles Inc. Copyright(C)2013 by Simpson Sti ng-Te Company Inc.ALL RIGHTS RESERVED. 21 West.St. —Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads.Loading Conditions,and Spans listed on this sheet. The design must he reviewed by a qualified designer ordesign professional as required for approval.This design assumes product installation according to the manufacturers specifications.West Hatfield Ma. CS StruotureT°'2.06.131Build II KeiterScottHar rMaurer-Leve km BeannEngine 4 6.1.0 6-20-14 Materials Database 1492 8:48am 7of8 Job Information Job Name: Harper/Elkin Customer Address: Site Address: Keiter/Har er/Elkins Chestnut Ave/Leeds Ma Member Data Description:CalcG5 Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 5.9 PLF Filename: Q:\KeiterSco Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 13' 0.00" 27 7 Live Replacement Uniform(PLF) Top 0' 0.00" 15' 2.00" 27 7 Live Replacement Uniform(PLF) Top 13' 0.00" 24' 0.00" 27 7 Live Replacement Uniform(PLF) Top 15' 2.00" 17' 0.00" 27 7 Live Replacement Uniform(PLF) Top 17' 0.00" 19'11.50" 27 7 Live Replacement Uniform(PLF) Top 19'11.50" 24' 0.00" 27 7 Live Point(LBS) Top Or 4.63" 0 72 Live Point(LBS) Top Or 4.63" 0 162 Live Point(LBS) Top Or 4.63" 806 0 Snow Point(LBS) Top Or 4.63 380 724 Live Point(LBS) Top 13' 1.75" 405 156 Live Point(LBS) Top 13' 2.6:;" 6546 2200 Live Point(LBS) Top 15' 0.2 C;" 0 14 Live Point(LBS) Top 15' 0.2., 178 90 Live Point(LBS) Top 15' 1.13" 909 356 Live Point(LBS) Top 23' 7.38 0 52 Live Point(LBS) Top 23' 7.38 0 87 Live Point(LBS) Top 23' 7.3:5 410 0 Snow Point LBS Top 23' 7.3 219 365 Live O 13 0 0 O 11 0 0 i 2400 Bearings and Reactions Input Min Gravity Gravity Location Type Malarial Length Required Reaction Uplift 1 0' 0.000" Wall N'A N/A 1.500" 2136# 2 13' 0.000" Wall r A N/A 1.896" 11796# 3 24' 0.000" Wall r; ' N/A 1.500" 14011# Maximum Load Case Reactions Used forapplying point loads(orline loads)to carrying members Live Snow B ,td 1 671# 806# 1:i: # 2 8735# 0# 3' '# 3 612# 410# Design spans 12' 7.375" 10' 7.375" Product: 1-'14x11-7/8 VERSA-LAM 2.0 3100 SP 1 ply PASSES DESIGN CHECKS NOTE: Pass-thn-1 framing is required at pc '-)ads over bearings. Design assumes continuous lateral bracin, ,ng the top chord. Design assumes continuous lateral bracin )ng the bottom chord. All trademarks onhoun- „wners Doug Hodgins rk Miles Inc. Copyright(C)201?i Simpson Stmng-Te Co, .!nc.ALL RIGHTS RESERVED. 21 West St. "Passing is defined as whmr the nianber.fl„o�!d 1 n, r,n or girder.shown on IN,, meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet. The design must be reviewed bya qu,hfied d,•s;roc!o.n—,gn professional as re,i eppmval.This design assumes product installation according to the manufacturer's specifications.West Hatfield Ma. CS Structure—2.06 13[Build 1] Ke ite rScottHarpe r-Ma urer-Leve 6-20-14 km Beam Engpine 4.6.1.0 Materials Database 1492 8:48am 6of8 Actual Allowable Capacity Location Loading TL Defi.,Lt. -0.1894" 0.3000" 2L/380 0' Even Spans D+L LL Defi. Lt. -0.1624" 0.2000" 2L/443 0' Even Spans L Control: LL Defl.,Lt. Di Live=100% Snow=115% Roof=125% Wind=160% Point loads over bearings are NO t included in the Design calculations,but ARE included in the Reaction table All productnames are trademarks of their respective owners Doug Hodgins rk Miles Inc. Copyright(C)2013 by Simpson Strong-Tie Company Inc.All-RIGHTS RESERVED. 21 West.St. "Passing is defined as when the member,floor joist,beam or girder shown on this drawing meets applicable design enteda for Loads,Loading Conditions,and Spans listed on this sheet. The design must be reviewed by qualified designer or design professional as required for approval.This design assumes product installation according tothe manufacturer's specifications.West Hatfield Ma. CS Strmture—2.06.13[Build 1] KeiterScottHarperMaurer-Leve 6-20-14 km BeamEngme 4.6.1.0 Materials Database 1492 8:48am 5of8 Job Information Job Name: Harper/Elkin Customer Address: Site Address: Keiter/Har er/Elkins Chestnut Ave/Leeds Ma Member Data Description:CalcG4 Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 5.9 PLF Filename: Q:\KeiterSco Other Loads Type Trib, Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.50" 3' 0.00" 27 7 Live Replacement Uniform(PLF) Top 0' 0.50" 4'10.00" 27 7 Live Replacement Uniform(PLF) Top 3' 0.00" 20' 0.00" 27 7 Live Replacement Uniform(PLF) Top 4'10.00" 7' 0.00" 27 7 Live Replacement Uniform(PLF) Top 7' 0.00" 20' 0.00" 27 7 Live Point(LBS) Top 4'10.88" -541 0 Snow Point(LBS) Top 4'10.88" 329 -195 Live Point(LBS) Top 4'11.75" 244 123 Live Point(LBS) Top 19' 7.38" 54 0 Snow Point(LBS) Top 19' 7.38" 0 162 Live Point(LBS) Top 19' 7.38" 58 160 Live Point(LBS) Top 19' 7.38" 176 336 Live Point(LBS) Top 19' 7.38" 275 381 Live Point LBS Top 19' 7.38" 806 0 Snow F777 N11 F' 300 1700 i Q 0 2000 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 3' 0.000" Wall N/A N/A 1.500" 1279# -408# 2 20' 0.000" Wall N/A N/A 1.500" 2594# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 1121# -478# 158# 2 1019# 798# _ 1185# Design spans 3' 0.000"(left cant) 16' 7.315" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 1 ply PASSES DESIGN CHECKS NOTE: Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Review gravity uplift reaction force of 409lbs at bearing 1 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2972.'# 10637.'# 27% 10.48' Even Spans D+L Negative Moment 852.'# 122334 6% 4.91' Total Load D+S Shear 992.# 3948.# 25% 3.01' Total Load D+L TL Deflection 0.3083" 0.8307" L/646 11.31' Even Spans D+L LL Deflection 0.2537" 0.5538" L/785 11.31' Even Spans L Al l product names are trade marks of their respective owners Doug Hodgins rk Miles Inc. C,,;,y,ig lit(C)2013 by Simpson Strang-Tie Company Inc-ALL RIGHTS RESERVED. 21 West.St. —Passing is defined as when the member,floor joist,beam or gilder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet. The design must be reviewed by qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications.West Hatfield Ma. CS SuwtweTM 2(x,13[Build I Ke ite rScottH arpe rMa ure r-Le ve 6-20-14 km Beam Engine 40,.1.0 Materials Database 1492 8:48am 4of8 Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% Design assumes a repetitive member use increase in bending stress: 4% Manufacturer's installation guide MUST be consulted for multi-ply connection details and alternatives 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 productoames aretrademarks of their respective owners Doug Hodgins rk Miles Inc. Copyright(C)2013 by Simpson Strong-To Company Inc.ALL-RIGHTS RESERVED. 2 West.St. "Passing is defined as when the member,Floor joist,beam or girder,shown on this draw ng meets applicable design cnteria for Loads,Loading Conditions,and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications.West Hatfield Ma. km Bea Etr"i,,, ",.la[Bulld I KeiterScottHa rMaurer-Leve kmBeamEng6i,i%,LO � 6-20-14 Materials 1492 8:48am 3of8 Job Inf. rmation Job Name: Harper/Elkin Customer Address: Site Address: Keiter/Har er/Elkins Chestnut Ave/Leeds Ma Membe, Data Descript n:CalcG3 Member Type: Girder Application: Floor Commer Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standarr- Load: Moisture Condition: Dry Building Code: IBC/IRC Live Loa, 0 PLF Deflection Criteria: 1-1360 live, L/240 total Dead Loy,J: 0 PLF Deck Connection: Nailed Member Weight: 17.6 PLF Filename: QAKeiterSco Other L ;ads Type Trib. Other Dead (Descriptl n) Side Begin End Width Start End Start End Category Replacer :ant Uniform(PLF) Top 0' 0.00" 2' 0.00" 260 65 Live Replacem nt Uniform(PLF) Top 0' 0.00" 2' 0.00" 870 290 Live Replacemcnt Uniform (PLF) Top 2' 0.00" 2' 5.50" 760 249 Live Replacem:nt Uniform(PLF) Top 2' 0.00" 13' 2.50" 260 65 Live Replacement Uniform(PLF) Top 2' 5.50" 2'10.00" 760 263 Live Replacement Uniform(PLF) Top 2'110.00" 7' 5.50" 220 55 Live Replacer ant Uniform(PLF) Top 7' 5.50" 8' 5.50" 760 263 Live Replacement Uniform(PLF) Top 8' 5.50" 12' 5.50" 220 55 Live Replacen nt Uniform(PLF) Top 12' 5.50" 13' 2.50" 760 263 Live Point(LB' ) Top 0' 4.63" 327 710 Snow Point(LB: ) Top 3' 0.00" 966 299 Live Point(LBS) Top 7' 5.50" 966 299 Live Point(LBS) Top 8' 5.50" 1081 330 Live Point(LBS) Top 12' 5.50" 1081 330 Live Point LB` Top 13' 0.75" 0 212 Live r � � O 1328 13 2 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 2.089" 8936# 2 13' 2.500" Girder N/A N/A N/A 8414# Maximum Load Case Reactions Used forapplying point loads(or line loads)to carrying members Live Snow Dead 1 6266# 327# 2669# 2 6278# 0# 2135# Design spans 12' 3.125" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 3 ply PASSES DESIGN CHECKS NOTE: Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive W ment 25027.'# 331894 75% 7.46' Total Load D+L Shear 67384 11845.# 56% 0.4' Total Load D+L TL Deflection 0.4822" 0.6339" L/315 6.72' Total Load D+L LL Deflection 0.3694" 0.4226" L/411 6.72' Total Load L All product names are trademarks of their respective owners Doug Hodgins Copyright(C)2013 by Simpson Strong-lie Company Inc.ALL RIGHTS RESERVED. rk Mlles Inc. "Passing is definer as when the member,floor joist,beam or girder shown on this drawing meets applicable design cntena for Loads,Loading Conditions,and Spans listed on this sheet. 21 Weft St. The tlesign must be ,viewed by qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications.West Hatfield Ma CS Strucnue"'2.06-13[Build 1] KeiterScottHarperMaurer-Leve 6-20-14 km Beam Engine 4 6.1.0 8:48am \Lit ials Uatakxise 149'_ 2of8 Job Information Job Name: Harper/Elkin Customer Address: Site Address: Keiter/Harper/Elkins Chestnut Ave/Leeds Ma Member Data Description:CalcG2 Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 5.9 PLF Filename: QAKeiterSco Other Loads l p e Trib. Other Dead (ocscription) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 3' 6.00" 567 208 Live Point(LF3S) Top 0' 1.75" -581 -552 Live Point(LESS) Top 0' 1.75" -541 0 Snow Point Li3 To 3' 4.25" 0 -1 Live ,O 360 0 ' 3 6 0 I ^arings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Girder N/A N/A N/A 1253# - 3' - 000" Girder N/A N/A N/A 1253# I Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 329# -540# -207# 909# 0# 343# I)eslgn spans 2.500" r'roduct: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 1 ply PASSES DESIGN CHECKS NOTE:Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Ilotr:<;' 'e Stress Design Actual Allowable Capacity Location Loading Posit ,t. f.'. )rnent 1005.'# 10637.'# 9% 1.75' Total Load D+L Shear 480.# 3948.# 12% 2.39' Total Load D+L 11_Dcflcc`I,n 0.0038" 0.1604" L/999+ 1.75' Total Load D+L L Deflcc.r,)n 0.0028" 0.1069" L/999+ 1.75' Total Load L '_;ntrol. Shcar DCI.s: l ivc=100% Snow=115% Roof=125% Wind=160% Po •t loa overbearings are NOT included in the Design calculations,but ARE included in the Reaction table Ih mg 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 ovmeis Doug Hodgins rk Miles Inc. Copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED, 21 West St. di ,.d as when the member,floor joist,beam orgirder,shown on this drawing meets applicable design cnteria for Loads,Loading Conditions,and Spans listed on this sheet. T)" we;l I e reviewed bya qualified designer or design professional as required forappmval.This design assumes product installation according to the manufacturer's specifications.West Hatfield Ma. CS SIT netnrcrm 2.06.13[Budd 11 KeiterScottHarperMaurer-Leve 6-20-14 krr Bean Engine4.6-1.0 8:48am Mateials Database 1492 r 1 of 8 Job Information Job Name: Harper/Elkin Customer Address: Site Address: Keiter/Har er/Elkins Chestnut Ave/Leeds Ma Member Data Description:CalcG1 Member Type: Girder Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 5.9 PLF Filename: Q:\KeiterSco Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 4' 0.50" 27 7 Live Replacement Uniform(PLF) Top 0' 0.00" 7' 5.50" 27 7 Live Replacement Uniform(PLF) Top 4' 0.50" 7' 5.50" 27 7 Live Point(LBS) Top 0' 4.63" 0 93 Live Point(LBS) To 0' 4.63" 438 338 Snow Y� 7 5 8 O Q 7 5 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 958# 2 7' 5.500" Wall N/A N/A 1.500" 243# Maximum Load Case Reactions Used for applying point loads(crime loads)to carrying members Live Snow Dead 1 178# 438# 495# 2 178# 0# 64# Design spans 6' 8.250" Product: 1-3/4x11-7/8 VERSA-LAM 2.0 3100 SP 1 ply PASSES DESIGN CHECKS NOTE: Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 406.'# 106374 3% 3.73' Total Load D+L Shear 171.# 3948.# 4% 0.4' Total Load D+L TL Deflection 0.0067" 0.3344" L/999+ 3.73' Total Load D+L LL Deflection 0.0049" 0.2229" L/999+ 3.73' Total Load L Control: Shear DOLs: Live=100% Snow=115% Roof=125% Wind=160% Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table i I i EAll product names are trademarks of their respective owners Doug Hodgins rk Miles Inc. Copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED, 21 West St. "Passing is defined as when the member,floor joist,beam orgirder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet. The design must t>e reviewed by a qualified designer ordesign professional as required for approval.This design assumes product installation according to the manufacturers specifications.West Hatfield Ma. CS Structure—2.06 13[Buitd 11 Keitel-ScottHarperMaurer-Leve 6-20-14 km Beam Engine 4.6.1.0 8:SOam Materials Database 1412 1 of 2 Job Information Job Name: Harper/Elkin Customer Address: Site Address: Keiter/Har er/Elkins Chestnut Ave/Leeds Ma Member Data Description:CaIcB6 Member Type: Beam Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 0 PLF Deck Connection: Nailed Member Weight: 9.4 PLF Filename: QAKeiterSco Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category Replacement Uniform(PLF) Top 0' 0.00" 4' 1.75" 690 173 Live Replacement Uniform(PLF) Top 4' 1.75" 5' 7.00" 690 173 Live Replacement Uniform(PLF) Top 5' 7.00" 9' 7.00" 469 117 Live Point(LBS) Top 0' 4.63" 1028 0 Snow Point(LBS) Top 0' 4.63" 1068 1198 Live Point(LBS) Top 5' 5.25" 0 49 Live Point(LBS) Top 6'10.50" 1391 0 Snow Point(LBS) Top 6'10.50" 2174 2050 Live Point(LBS) Top 9' 6.13" -480 0 Snow Point LBS To 9' 6.13" 292 -8 Live r- '71x KXI'1 ITI 6108 288 9 7 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.906" 5003# 2 6'10.500" Wall N/A N/A 3.473" 9116# - Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 3279# 1223# 1724# 2 6100# 715# 3016# Design spans 6' 5.875" 2' 8.500"(right cant) Product: 1-3/4x9-1/2 VERSA-LAM 2.0 3100 SP 2 ply PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 4289.'# 13958.'# 30% 3.63' Odd Spans D+L Negative Moment 2930.'# 13958.'# 20% 6.87' Total Load D+L Negative Unbrcd 2930.'# 13958.'# 20% 6.87' Total Load D+L Shear 25261 6317.# 39% 6.23' Total Load D+L TL Deflection 0.0641" 0.3245" L/999+ 163' Odd Spans D+L LL Deflection 0.0534" 0.2163" L/999+ 3.63' Odd Spans L TL Defl.,Rt. -0.0784" 0.2708" 2L/828 9.58' Odd Spans D+L LL Defl.,Rt. -0.0705" 0.2000" 2L/921 9.58' Odd Spans L Control: Shear DOLS: Live=100% Snow=115% Roof=125% Wind=160% Manufacturers installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners Doug Hodgins rk Miles Inc. Copyright(C)2013 by Simpson Strong Tie Company Inc.ALL RIGHTS RESERVED. 21 West St. —Passing is defined as when the member floorioist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications.West Hatfield Ma. 37. Vapor retarders.Although these are still in the code have exceptions, one must understand that there is a difference between a vapor retarder or barrier and an air barrier.An air barrier is intended to stop air flow(convection) a vapor retarder or barrier is intended to stop molecular moisture transfer(diffusion). A vapor retarder or barrier is effective even if there are some holes or gaps, however an air barrier has to be absolute and complete. If air can leak through an electrical device or through a crack it follows the path of least resistance and carries 99%of the moisture in a structure.This is evident every time one exposes fiberglass insulation and finds black insulation,which is dirt filter out of the air moving through the insulation. 780 CMR R601.2 for vapor retarders and Table N1102.4.2 for air sealing requirements. 38. Unvented attic assemblies. Hot roofs are allowed, but have specific requirements 780 CMR R806.4. 39. Deck ledgers and post must be appropriately attached, bolts or lags. 780 CMR R502.2.2.1 Note:Thrul-oks are engineered for post attachment supporting a railing. Lateral attachment is required for each deck per section 502.2.2.3. 40. Smoke and CO detectors as required. 780 CMR R314 and R315. a. Smokes in each bedroom,within 10' of a bedroom door, and at the bottom of a stair leading to a finished floor above. b. CO within 10' of bedroom doors,at each level,for every 1500 sqft, (plumbing code in the mechanical room) Except if there are no fossil burning fuels. c. Heat detector in attached garage, and other large unfinished unconditioned spaces. 41. Closets beneath stair which have doors must be drywalled with%". 780 CMR R302.7 42. If there is mechanical equipment or a combustible roof, 30 sqft of space, and 30" measured from top of ceiling joist to bottom of rafters an attic access of minimum RO of 22"x 30" is required to be located in an accessible place. It must be insulated,gasketed, and secured in place. Relevant items must be submitted to the building department for approvals before inspections and or Certificates of Occupancy can be issued. Feel free to call if you have any questions. My telephone number is 587-1240 and office hours are Monday through Friday, 8:30 am to 4:30 pm,excepting we close for walk-ins at 12:00 noon on Wednesdays. My email address is: cmiller(a-)_northamptonma.gov Thank you for u oope ation on these m S. Chuck Miller City of Northampton Assistant Commissioner and Zoning Enforcement d. Landing at each door 36"out and the width of the door minimum 36", maximum step 7 %"from the top of the threshold and only in-swinging doors.780 CMR R311.3 22. Stairs have critical standards, make sure you know the floor finishes when planning. Minimum tread 9", maximum riser 8%", maximum overall variance for the run is 3/8",4" sphere rule on risers except where the total rise is 30" or less 780 CMR R311.7.4.3 Exception,4 3/8" on balustrade, 6" in the triangle. Graspable rail 1%" minimum and 2" maximum rail, height minimum 34" maximum 38", required for 4 or more risers. Landing to landing constitutes a new run. Minimum 6'8" ceiling height from nosing. Rails must be continuous and returned to the wall if not to newel post.780 CMR R311.7. 23. Guards 36" minimum height above walking surface, a bench is a walking surface, required for more than 30" above floor or grade within 36",4" sphere rule. 780 CMR R312.1. 24. Floor joist systems that are not equal to 1%2" nominal dimension must be covered with%2" drywall or 5/8" wood structural panel or equivalent with some exceptions. 780 CMR R501.3 25. Educate the plumber and electrician about maximum notch and hole sizes, and placement.780 CMR R502.8 and R602.6. In bearing studs holes not larger than 40%of a stud no closer than 5/8 to the edge, In interior non-bearing studs holes not larger than 60%of a stud no closer than 5/8 to the edge, or holes in joist are a maximum 1/3 the depth not closer than 2" from the top or bottom or to any other hole. Notches are different. 26. Drilling or notching of more than 50%of the wall plate width of an exterior wall or load bearing partition requires a 16 GA 1%" strap across the area and 6" beyond each side with 8- 10nd nails. 780 CMR R602.6.1 27. Dryer ducts must terminate outside of the building, have a backdraft damper, cannot include a screen, and require 3'clearance from windows. 780 CMR M1502.3 28. Dryer duct transition is limited to 8' of aluminum flex, must be exposed, and the proper UL listing.780 CMR M1502.4.3 29. Dryer duct maximum equivalent length is 25' less 5' per 901 elbow or per manufacturer's specs.780 CMR M1502.4.4.1, no screwed connections. 30. Dryer ducts when concealed must have a permanent label or tag within 6' of the duct connection 780 CMR M1502.4.5 31. Markup air is required for any exhaust hood of 400 CFM or more.780 CMR M1503.4 32. Fireplaces require all combustion air be provided from the exterior and below the firebox, duct work maintaining 1" clearance for 5'from the duct outlet for all fireplaces and airtight doors. 2009 IECC 402.4.3 33. Fire and draft stopping shall be completed before rough inspection.Typical locations,top (ceiling) and bottom (floor) plates,soffits, and every 10'within enclosed cavities. 780 CMR R302. 34. Ignition barriers are required over all thermal plastics and must be in place before final. 780 CMR R316. 35. Dwelling/Garage fire separation.An attached garage (within 3' of main structure) is required to have%" drywall on the garage side of the separation wall and if there is a finished space above the garage all walls must have%" drywall and the ceiling 5/8" drywall. 780 CMR R302.6 36. Energy aspects shall comply with the stretch energy code.780 CMR Appendix 115AA or 2009 IECC. a. An initial HERS evaluation is required including insulation levels anticipated. b. A final HERS evaluation confirming code requirements have been met including duct testing. c. A signed copy of the Thermal Bypass Checklist. d. Energy information including mechanical equipment posted on the electric panel. e. Remodeling and Additions can be completed in accordance with IECC 2009 with Energy Star Windows and the Thermal Bypass Checklist. Duct blast testing when practicable. f. All band joist insulation must be enclosed within an air tight cavity, which you must create. 3. A basement drainage system is required in all basements 780 CMR R405.2.3.except those in group I soils (table R405.1) 4. Foundations that retain earth and enclose interior space require damp proofing 780 CMR R406.1. 5. Through wall form ties must be removed from both faces and patched with hydraulic cement.780 CMR R406.2 of amendments. 6. Foundation anchor bolts must be%2" and be embedded a minimum of 7" into the concrete. 10" bolts! 780 CMR R403.1.6 7. CMU foundations require 3/8" parging before damp proofing. 780 CMR R406.1 see exceptions. 8. Emergency escape is required out of every basement whether habitable or not. 780 CMR R310.1 9. Crawl spaces can be treated in three different ways,vented (poor idea), exhausted (similar to exhaust only systems),or treating the space with supply and return. See 780 CMR R408 10. Ceiling joist are intended to prevent spread,once raised above the wall plate they become rafters ties and may require up sizing of rafters and increased nailing for example with a 4" slope 8-16nd common are required at each connection. 780 CMR R802.3.1. When there is neither of these a structural ridge is required with a load path to the foundation. 11. Steel straps over the ridge or 1x4 minimum collar ties are required 4' OC in the upper 1/3rd 780 CMR R802.3.1 12. Ridge boards must be the full depth of the cut. 780 CMR R802.3. 13. A complete window and header schedule is required. 780 CMR Table R502.5 for header sizing and number of jack studs required. 14. All framing materials which are not code prescriptive must have stamped engineering. a. LVLs b. 1-joist and or Floor Truss c. Roof truss 15. All I-Joist need to be protected from fire with%2 drywall or 5/8 wood structural panel. (R501.3) 16. A braced wall plan identifying appropriate braced wall areas where required (R301.1) and braced wall method being used. 780 CMR 602.10. a. Garage corners and large corner window/door layout may require special solutions. b. All corners must be appropriately attached to the foundation. c. When using PFH (R602.10.3.3)or PFG (R602.10.3.4)the nailing requirement is 4" and 3" respectively using 8d common nails or galvanized box nails. PNEUMATIC nails must be full headed with the temper and shank sizing meeting the strict code requirement. 17. When nailing sheathing make sure your pneumatic nailers' pressure is properly set. Nails set too deep perforate the sheathing weakening it and contribute to building damage in high wind events. 18. Ceiling heights minimum 7'for habitable spaces, 6'8" for bathrooms includes tub/shower area if a shower head is used, 6'8"for basements, 6'4" at beams/ducts. 780 CMR R305.1. MA amended 19. Hazardous glazing locations, within 24" of a door, or within 60" of a stair,or across from hot tubs,spas, bathtubs within 60" if not 60" above the walking surface, and other locations. 780 CMR R308.4 20. Windows over 72" above grade with the opening less than 24 above the finished floor shall meet the 4" sphere rule.Order restrictors. 780 CMR R612.2 21. Egress and emergency escape requirements shall be strictly met. a. Basements, habitable attics, and all sleeping rooms require emergency escape.780 CMR R310 b. Windows within 44" of floor, DH 3.3 sqft min window size, Casement 20"x41" exception 5 sqft at 1St floor. Minimum clear opening 20"x24" or 24"x20". 780 CMR R310.1.1 c. Two doors remote as possible at the normal level of travel,opening measured from the face of the slab to the stop with door at 90 degrees, one 32" and one 28" minimum 78" high. 780 CMR R311.2 City of Northampton Massachusetts {{ .k DEPARTMENT OF BUILDING INSPECTIONS � 212 Main Street • Municipal Building ?z , Northampton, MA 01060 �sgrti� INSPECTOR Scott Keiter June 30, 2014 51A Hatfield Street Northampton, MA 01060 Subject Location:41 Chestnut Avenue Map Block: 11A-006 Mr. Keiter, Your building permit application dated 6-24-14 and plans dated 6-23-14 have been approved as drawn, noted, and per this memo.All work must meet all applicable codes whether noted or not included within this memo. Please follow up on the following items: These items will need to be accomplished as the project moves forward and before rough inspections; 1. All structural members must be sized to carry the appropriate loading. 2. All structural members must have a continuous load path to appropriate bearing. 3. The allowable bearing capacity of the soil without testing is 2000 lbs. per sqft supports must be sized accordingly. 4. All plan changes must be documented and provided to the building department. 5. Braced wall systems must meet the prescriptive code or be engineered. Garage could be a PFG portal frame by prescription. 6. Braced wall section must be inspected before being covered. 7. There are a couple of locations that appear to require tempered glazing,one at the tub, one to the right of the front entry. 8. In the building section be aware that the foundation drainage should be at or below the footing, crushed stone is required to be 2" below the drain, 12" beyond the footing, and 6"above the footing. 9. Damp proofing or water proofing is required. 10. A sill seal which acts as a capillary break is required. 11. A continuous drainage plane is required. 12. The ceiling insulation needs to be in contact with the air barrier,which is typically the drywall. 13. Final HERS rating is required before a CO can be issued. Do not forget the HERS raters required inspections, a failed HERS rating means no CO. Note:July 1 begins enforcement of the 2012 IECC with MA amendments and fire protection for non- dimensional lumber floor system frames,the new Stretch Code is pending. As of August 4th 2011 the 8th Edition MA code is the 2009 IRC with MA amendments. In the following are some generic requirements which seem to be problematic. This is not intended to be comprehensive, nor is it a substitute for purchasing and reading the MA codes. Read only international codes are available on line at http://publicecodes.cyberregs.com/icod/one must also consider the MA amendments to these codes which can be found at www.mass.gov/dps/bbrs . The current relevant building codes are: 2009 IBC, 2009 IEBC, 2009 IMC, 2009 IRC, 2009 or 2012 IECC,AA115, MA amendments. 1. Structures shall conform to 780 CMR 8th Edition 1 and 2 family building codes with MA amendments. 2. Grading plan for structures being constructed required. 780 CMR R401.3 for drainage requirements. f Certificate Chestnut Ave Northampton, MA 01053 \_ _J,\ J ! ` Estimated Annual Energy Cost Use MMBtu Cost Percent 5 Stars Plus Heating 41.0 $588 36% Projected Rating HERS Index: 62 Cooling 0 $0 0% Hot Water 13.1 $185 11% Projected Rating: Based on Plans - Field Confirmation Required. Lights/Appliances 19.0 $866 53% General Information Photovoltaics -0.0 $-o -0% Conditioned Area 1500 sq. ft. House Type Single-family detached Service Charges $0 0% Conditioned Volume 16670 cubic ft. Foundation Conditioned basement Bedrooms 2 Mechanical Systems Features Heating: Fuel-fired hydronic distribution, Natural gas, 94.0 AFUE. Water Heating: Instant water heater, Natural gas, 0.82 EF, 0.0 Gal. Duct Leakage to Outside NA Ventilation System Balanced: ERV, 38 cfm, 24.0 watts. Programmable Thermostat Heat=Yes; Cool=Yes Building Shell Features Ceiling Flat R-50.1 Slab R-10.0 Edge, R-10.0 Under Sealed Attic NA Exposed Floor NA Vaulted Ceiling NA Window Type U-Value: 0.300, SHGC: 0.250 TITLE Above Grade Walls R-19.3 Infiltration Rate Htg: 5.00 Clg: 5.00 ACH50 Company Foundation Walls R-12.0 Method Blower door test Address City, State, Zip Lights and Appliance Features Phone# Percent Interior Lighting 80.00 Range/Oven Fuel Natural gas Fax# Percent Garage Lighting 80.00 Clothes Dryer Fuel Electric Refrigerator(kWh/yr) 575.00 Clothes Dryer EF 3.01 Dishwasher Energy Factor 0.66 Ceiling Fan (cfm/Watt) 0.00 The Home Energy Rating Standard Disclosure for this home is available from the rating provider. REM/Rate - Residential Energy Analysis and Rating Software v14.4.1 This information does not constitute any warranty of energy cost or savings. ©1985-2014 Architectural Energy Corporation, Boulder, Colorado. �' P �ck� v� 5-zo_►H PENDING APPROVAL ti CITY OF NORTHAMPTON,MASSACHUSETTS Corner of Evergreen&Chestnut DEPARTMENT OF PUBLIC WORKS 125 Locust Street Trench Permit Number: 2014-402 F Northampton,MA 01060 413-587-1570 Date Approved: Fax 413-587-1576 Expiration Date: (for City Use Only) EXCAVATION/TRENCH PERMIT Pursuant to G.L.c. 82A and 520 CMR 14.00 et seq. (as amended) This permit must be fully completed prior to consideration. Submit completed form with permit fee to Northampton Department of Public Works, 125 Locust Street,Northampton,MA 01060. This permit is issued under the provisions of M.G.L.c. 82A, 520 CMR 14.00 and applicable sections of the Revised Ordinances of the City of Northampton,including,but not limited to, Section 285-21. Fee: $250 Check#: 3049 Date Issued: 5/6/14 Name of Applicant Primary Phone# KEITER BUILDERS,INC 413-586-8600 Street Address Emergency Phone# 51 A HATFIELD STREET 320-9035 Jc� City/Town State Zip Email NORTHAMPTON MA 01060 Name of Excavator Primary Phone# Same Street Address Emergency Phone# City/Town State Zip Email Name of Property Owner(s) Primary Phone# JESSE MONTGOMERY 584-4941 Street Address Emergency Phone# LOT# 11A-006 LEEDS, MA /L4() ORK ST. City/Town State Zip Email FLORENCE MA 01060 Insurance Certificate# Policy Expiration Date ON FILE Name&Contact Information of Insurer ON FILE Dig Safe# 2014-141-1248 Ux c Pg.1/4,ExcavaUonlrrench Permit JIJ�/�� D OK tv �xT �r /,/Ate, , C � �. ,a . ."„ r , veric- ovV-&1� Wes"" ryti CITY OF NORTHAMPTON, MASSACHUSETTS DEPARTMENT OF PUBLIC WORKS 125 Locust Street Trench Permit N ber: 6 - - l ' Northampton,MA 01060 Date Approved: G ,i 413-587-1570 Fax 413-587-1576 Revised Expiration Date: (for City Use Only) EXCAVATION/TRENCH PERMIT EXTENSION REQUEST Pursuant to G.L. c. 82A and 520 CMR 14.00 et seq. (as amended) This permit extension request must be fully completed prior to consideration. Submit completed to Northampton Department of Public Works, 125 Locust Street,Northampton,MA 01060. This permit extension is issued under the provisions of M.G.L.c. 82A,520 CMR 14.00 and applicable sections of the Revised Ordinances of the City of Northampton, including,but not limited to, Section 285-21. It is subject to all the same requirements and regulations that are required in the original permit and as amended as conditions of this permit extension. By signing this form,the applicant acknowledges that he/she has read and understands all the information set forth in and referenced within this application package and that they agree to comply in all respects with the requirements therein. Issued Trench Permit Number MV^ 201 L-(-U Z- Name of Applicant Primary Phone# K!C-,1TElZ 15tAILDE-P-S , INC. 41$. 586• S ao Street Address Emergency Phone# 51 A, 1A IkTF l E L.D ST -} 15 - 3Z.6- q a 3 s State Email City/Town M Pv 00 6o 5CoTT kE IT EfZ G"A­l Explanation of reason for request for permit extension: Str W 1✓R/ W Art E t c owl N �c�cl o h s Projected Completion Date: Dig Safe# SEA. 1 201 - 2011} 250 2y 28 Appli nt u Date: (o I to For City Use-- Do not write in this section Conditions of Approval: :1 If applicable(See Attached) Peraao�z�� Director of Public Works Pg.1 11,Excavation Trench Permit Extension Request (SUBJECT TO ATTACHED CONDITIONS 1 & 2) Permit No. D15-14 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 pe 't conditions are not met that I will at no expense to the City remove and replace eway as directed by the City Engineer. By: 4 'Petitioner Sign ture Name: Scott Keiter/Keiter Builders Address: 51 A Hartfield Street, Northampton 413-586-8600 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 PF Permit No. D15-14 CITY OF NORTHAMPTON, MA DRIVEWAY PERMIT Date: 6/16/14 Check#: 3124 FEE: $250.00 THE BOARD OF PUBLIC WORKS Driveway must be staked and house & lot number posted The undersigned respectfully petitions your honorable body for: A new curb cut Permission to install a driveway at: 41 CHESTNUT AVE, LEEDS, MA Fifteen(15) foot maximum width at the street line. Gutter drainage not to be disturbed. All Drainage shall be directed off the driveway surface to adjacent land and not on the existing Roadway. Driveway surface to be paved as soon as possible if the grade of the proposed Driveway exceeds 3%or more. Homeowners will be held responsible for any cost to the City of Northampton in the event of a washout of this driveway. Code of Ordinances §350-8 8 providing standards for private, individual driveways as amended by the City Council on October 15, 2009, must be followed. By: Scott Keiter/Keiter Builders, Inc. M.4n S% AZ��p/ACfQh Aqr t Telephone: 586-860 �Si ature: Proposed Location Inspection 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 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: 41 Chestnut Avenue, Leeds Inquiry Made By: Scott Keiter 413-320-9035 Date of Inquiry: 6116/14 Reason for Request: New Construction Hook into Sewer Municipal Sewer Main in Front of Location: Yes No Municipal Storm Drain Available: 5 '/2 deep Yes No Size of Sewer Main: Material: C Age: Depth of Sewer Main: �� _ i Length of Sewer Main: Size of Service Connection: n/C u; i J Type of Service Connection: Tie-in to Sanitary Main Tie-in to Sanitary Stub 6&TIVU City Requires 6" cleanout installed at City Property Line Note: If this availability is for new construction, this form must be hand delivered to Building Inspector. A corresponding"sewer entrance fee"shall be paid priorto making any connection to the municipal sewer system.Arrangements of such installation shall be made with the Northampton Streets Department with a minimum of 5 working days notification. All work shall conform to Northampton Streets Department specifications. A J, U John Hall Sewer Department cc: Ned Huntley, Director DPW Louis Hasbrouck, Building Commissioner UU� MUNICIPAL WATER AVAILABILITY APPLICATION Northampton Water Department 237 Prospect St. Northampton,MA 01060 587-1097 A Department of Public Works Trench Permit shall be required prior to any construction or connection activity associated with this application. Location: 41 Chestnut Avenue (Corner of Evergreen) Inquiry Made By: Scott Keiter 586-8600 413-320-9035 Date of Inquiry: 6/16/14 Number of Type of Single Family X Type of Private X Units: 1 Unit(s): Apart. Comm Ownership: Condo Multi-family Rental (Annlicant to _fill oLt the shovel Municipal Water Main in Existing service to Front of Location? Yes: X No: site? Yes: No: X Size of Water Main: 8" Material: Cast Iron Age: 1921 Approximate Static Street Flow Test Conducted:Yes: No: X Pressure: 60psi If done attach results Size of Service Connection 1�� Suggested Meter Size: 5/8" Comments: The Water Department cannot guarantee adequate water pressure during peak demand times at elevations above 320 feet. Meter to be installed as close as possible to where service enters building. • A corresponding water entrance fee shall be paid prior to making any connection to the municipal water system. • Arrangements of such installation shall be made with the Northampton Water Department with a minimum of 5 working days notification. • All c s ll conform to Northampton Water Department specifications. r ry R.Nuttelman, Superintendent of Water Dept. Water Entry$ 200 Meter$ 100 Radio$ 100 cc: Ned Huntley,Director / Note: If this availability is for a new construction,it must be hand delivered to the Building Inspector. \\smbl\admin\Permits\Water Application\Water Availability.doc —--- - I c_9`o"la 3L1S `�11^�1n3fi12S �'tsz►v� I � -�-sva.vw cs. \ C; I �dw"' j CPT- C, off'\ I -_ ". .1� OTi �•.3� c`Z 'a?'d4LIC35 ld3rl- \ M wod o1. I �7i11'!s anon ,,�_51�S.2.L -'.J�Sl f a'L•" sT'w91'3S �_\S: - ��•°Z - N • UN g� LS �YJ, OS - �rJ�lcaOj' N C I S�- L O• � � � jlGlassacffirseff3 DEPARTMENT OF BUILDIItiG INSPECTIONS INSPECTOR 212 M�un Street 0 Municipal Building Northampton,MA 01060 LOCATION MA- ' a�a SQUARE FOOTAGE AMOUNT BASEMENT @ .20 /A//7 ZP 11T FLOOR.@.50 1-121 .2 ND FLR @ 30. .. 5 69 70 %a FLOORS, FINISH ATTIC,GARAGE @.20 5 7 DECK/PORCHES @ .20 3 ---�-- TOTAL. /0 57, 025 .CITY OF NORTHAMPTON =v Construction Debris AffidaVit In accordance with the provisions of MG.L. c. 40 § 54, all debris resulting.from any work mcweredby-a-puildjpq:Permii shalt be disposed-of'in a-proRerly licensed.disposal facility, as defined by M.G.L. c. T11 § 15- 0k . Address of Work: :36 c4e /\/ � A�/E. fie.-debds_will.be-transported by.-./ E TFI. -_. The.debris.will be received:at:. ` �L L�� _ �7� C _ Signature of Permit'. bpU t 'Date -7 _ Building Permit Number: . T The Commonwealth of Massachusetts Department of Industrial Accidents Office of Investigations 1 Congress Street, Suite 100 Boston,MA 02114-2017 www.mass.gov/dia Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers Applicant Information Please Print Legibly Name (Business/Organization/Individual): K i✓l TE t2 ?3 14/&D Et2 5 /n/L. Address: 35 MPrll'4 ST2EF—'T City/State/Zip: FLD 2EIV cc M A 01o& 2 Phone#: Are you an employer? Check the.appropriate box: Type of project(required): I am an employer with B 4. ❑ 1 am a general contractor and I 6. ❑ New construction employees(full and/or part-time).* have hired the sub-contractors 7. ❑ Remodeling listed on the attached sheet. 2. ❑ 1 am a sole proprietor or partner- These sub-contractors have 8. ❑ Demolition ship and have no employees employees and have workers' 9. ❑ Building addition working for me in any capacity. comp, insurance..+ [No workers' comp. insurance 10.❑ Electrical repairs or additions required.] 5. ❑ We are a corporation and its officers have exercised their 11.❑ Plumbing repairs or additions J. ❑ I am a homeownerSeattle8 doing right of exemption per MGL c. 12.❑ Roof repairs all work myself. [No workers' 152, §1(4), and we have no comp. insurance required.] t 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 arc doing all work and then hire outside contractors nmst 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 ant an employer that is providing workers'compensation insurance for my employees. Below is the policy and job site information. IZ A V E.LE tR P_S I N S- A-N C E Insurance Company Name: Policy#or Self-ins.Lic.#:T E U 52A 5to 57a Z 14 Expiration Date: rO' 1 I ' 2 1 Job Site Address: All Locations City/State/Zip: 41 C,14 T1.luT- A F- LEF—trT, , M h 010 5 3 Attach a copy of the workers' compensation policy declaration page(showing the policy number and expiration date). Failure to secure coverage as required under Section 25A of MGL c. 152 can lead to the imposition of criminal penalties of a fine up to$1,500.00 and/or one-year imprisonment,as well as civil penalties in the form of a STOP WORK ORDER and a tine 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 certify u der the pains and penalties of perjury that the information provided above is true and correct. Signature: _ Date: (o ' 2y- - 14 Phone#: V 58 f000 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): L Board of Health 2. Building Department 3. City/Town Clerk 4. Electrical Inspector 5. Plumbing Inspector 6. Other: Contact Person: Phone#: Z:\Workers Comp Aff-Highlited.doc SECTION 8-CONSTRUCTION SERVICES 8.1 Licensed Construction Supervisor: �/ Not Applicable ❑ Name of License Holder: SCOTT K e iT E� Q5 — 102 -45-7 License Number 5i N�T�IE`� ST �oR awe N �(� olOb6 (0 2D • 2bl A dre Expiration Date "a" 4 0 -5 (e (NCO 'S onature r Telephone 9 Registered Home Improvement Contractor: Not Applicable ❑ 1TEF-- L-r)-E 2S, ( t'lC . 1 -751 L�8 Comnanv Name Registration Number 51 & -4 - 7-1 - 2 015 Address n_t��� 1 Q p a'1 Expiration Date K,) ()r\t nitlNt � �� �(O� Tellehone5U)- Cw SECTION 10-WORKERS'COMPENSATION INSURANCE AFFIDAVIT(M.G.L.c. 152,§25C(6)) Workers Compensation Insurance affidavit must be completed and submitted with this application. Failure to provide this affidavit will result in the denial of the issuance of the building permit. Signed Affidavit Attached Yes....... No...... ❑ 11. - Home Owner Exemption The current exemption for"homeowners"was extended to include Owner-occupied Dwellings of one(1) or two(2)families and to allow such homeowner to engage an individual for hire who does not possess a license,provided that the owner acts as supervisor.CMR 780, Sixth Edition Section 108.3.5.1. Definition of Homeowner: Person(s) who own a parcel of land on which he/she resides or intends to reside,on which there is,or is intended to be,a one or two family dwelling,attached or detached structures accessory to such use and/or farm structures.A person who constructs more than one home in a two-year period shall not be considered a homeowner. Such"homeowner"shall submit to the Building Official,on a form acceptable to the Building Official,that he/she shall be responsible for all such work performed under the building permit. As acting Construction Supervisor your presence on the job site will be required from time to time,during and upon completion of the work for which this permit is issued. Also be advised that with reference to Chapter 152(Workers' Compensation) and Chapter 153 (Liability of Employers to Employees for injuries not resulting in Death)of the Massachusetts General Laws Annotated,you may be liable for person(s) you hire to perform work for you under this permit. The undersigned"homeowner"certifies and assumes responsibility for compliance with the State Building Code,City of Northampton Ordinances,State and Local Zoning Laws and State of Massachusetts General Laws Annotated. Homeowner Signature SECTION 5-DESCRIPTION OF PROPOSED WORK(check all applicable) New House 71 Addition ❑ Replacement Windows Alteration(s) ❑ Roofing ❑ Or Doors F-1 Accessory Bldg. ❑ Demolition ❑ New Signs [01 Decks [Q Siding[0] Other[0] Brief Description of Pro osed Work: ITT HOME GDNSTRttC;nC hJ 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 addition to existing housing, complete the following: a. Use of building : One Family X Two Family Other b. Number of rooms in each family unit: Co Number of Bathrooms c. Is there a garage attached? yC5 d. Proposed Square footage of new construction. 1-11 —430!j F Dimensions i t Er4SE S76E k-NV S e. Number of stories? Z f. Method of heating? 6,AS P.W E2E0 P-O T w hTE2 Fireplaces or Woodstoves O Number of each g. Energy Conservation Compliance. Masscheck Energy Compliance form attached? 4EF25 h. Type of construction W00t7 F(K'PtM IW-i i. Is construction within 100 ft. of wetlands? Yes x No. Is construction within 100 yr. floodplain Yes No j. Depth of basement or cellar floor below finished grade -7 k. Will building conform to the Building and Zoning regulations? X Yes No . I. Septic Tank City Sewer )- Private well City water Supply X SECTION 7a-OWNER AUTHORIZATION-TO BE COMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT N if-A E��c1NS � 13rt.e:h-I>A as Owner of the subject property I/ hereby authorize I�G�rb� ������� "r- C. to act on my behalf, in all matters relativ to work authorized by this building permit application. 'A I�l�/� L � p k . 214 . 14 Signature of Owner Date I,3(;b1T KU-ITt✓(Z UPI DE ITEVZ'bV I i-C i �J L as Owner/Authorized Agent hereby declare that the statements and information on the foregoing application are true and accurate,to the best of my knowledge and belief. Signed under the pains and penalties of perjury. COTT P- I T E R- P64 Name ature of O r gent Date Section 4. ZONING All Information Must Be Completed. Permit Can Be Denied Due To Incomplete Information Existing Proposed Required by Zoning This column to be filled in by Building Department Lot Size 7,(o80� Frontage 67. 11 Setbacks Front *2 p Side L: 2 7.y R: 15 L: R:' Rear 2D'_ Building Height ZB' Bldg.Square Footage -55 % Open Space Footage / % (Lot area minus bldg&paved 5,006 C6 (05 parking) #of Parking Spaces 2 Fill: 25 GG.y05/Nt►Sr- (Volume&Location A. Has a Special Permit/Variance/Finding ever been issued for/on the site? NO 0 DON'T KNOW � YES 0 IF YES, date issued: IF YES: Was the permit recorded at the Registry of Deeds? NO 0 DON'T KNOW YES IF YES: enter Book Page and/or Document# B. Does the site contain a brook, body of water or wetlands? NO W DON'T KNOW 0 YES IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained 0 Obtained 0 , Date Issued: C. Do any signs exist on the property? YES 0 NO IF YES, describe size, type and location: D. Are there any proposed changes to or additions of signs intended for the property? YES 0 NO IF YES, describe size, type and location: E. Will the construction activity disturb(clearing, grading,exc vation, or filling)over 1 acre or is it part of a common plan that will disturb over 1 acre? YES Q NO IF YES,then a Northampton Storm Water Management Permit from the DPW is required. Department use anly City of Northampton Status of PerrnW 1 l� Building Department Gurley DutlDrivcway Permit 12 Main Street Sevier/Septip.Availability I JUN 2 4 2014 Room 100 Water/Well AyaiIabiIity �i hampton, MA 01060 Two Sets of Structural Plans hone 13- 87-1240 Fax 413-587-1272 Paottsite Plans Electric, P;umbinc Gas Inspections Other Specify Nc•ah2,r h rn. h4,4 0 APPLICATION TO CONSTRUCT,ALTER,REPAIR, RENOVATE OR DEMOLISH A ONE OR TWO FAMILY DWELLING SECTION T'-.SITE INFORMATION This section to be completed by office 1.1 Property Address: y! C�-►�sriv� ASE• Map / Lot 6 Unit �.EtDS /A A Zone Overlay District Elm St.District ' CB District SECTION'2-PROPERTY OWNERSHIP/AUTHORIZED AGENT 2.1 Owner of Record: N1 2A Ct,1GINS �etEN�A N1A�gE2 �I , CH�SrNuT P,.t� . LEES/ itilPt OI()5'� Name(P(int) Current Mailing Address: W/ Telephone Signature 2.2 Authorized Aaent: KEITEfz 'FStnt�p�es 55 �ttil S EET ��OfzENGE & l 2 NaWne(P int) Current Mailing Address: --�-�_ �-I�j• 5810- 8fo00 ature Telephone SECTION 3-ESTIMATED CONSTRUCTION COSTS Item Estimated Cost(Dollars)to be Official Use Only completed by ermit applicant 1. Building c2-5-0 I O 0 O (a)Building Permit Fee 2. Electrical /S O o O (b) Estimated Total Cost of Construction from 6 3. Plumbing �� q O 0 Building Permit Fee 4. Mechanical(HVAC) I Z.) 00 O 5. Fire Protection 6. Total= (1 +2+3+4+5) 29S- o O O Check Number d This Section For Official Use Only Date Building Permit Number: Issued: Signature: Building Commissioner/Inspector of Buildings Date File#BP-2014-1387 APPLICANT/CONTACT PERSON SCOTT KEITER ADDRESS/PHONE 51A HATFIELD ST NORTHAMPTON (413)320-9035 PROPERTY LOCATION 41 CHESTNUT AVE MAP I IA PARCEL 006 001 ZONE URA(130)/ THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM FILLED OUT Fee Paid Building Permit Filled out Fee Paid Typeof Construction: CONSTRUCT 2 STORY SFH W/ATT GARAGE/DECK/PORCH New Construction Non Structural interior renovations Addition to Existin Accessory Structure Building Plans Included: Owner/Statement or License 102457 3 sets of Plans/Plot Plan THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INFORMATION PRESENTED: ✓Approved Additional permits required(see below) PLANNING BOARD PERMIT REQUIRED UNDER:§ Intermediate Project: Site Plan AND/OR Special Permit With Site Plan Major Project: Site Plan AND/OR Special Permit With Site Plan ZONING BOARD PERMIT REQUIRED UNDER: § Finding Special Permit Variance* Received&Recorded at Registry of Deeds Proof Enclosed Other Permits Required: Curb Cut from DPW Water Availability Sewer Availability Septic Approval Board of Health Well Water Potability Board of Health Permit from Conservation Commission Permit from CB Architecture Committee Permit from Elm Street Commission Permit DPW Storm Water Management Demolition Delay Signature of Building"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. 41 CHESTNUT AVE BP-2014-1387 GIS#: COMMONWEALTH OF MASSACHUSETTS Map:Block: I I A-006 CITY OF NORTHAMPTON Lot: -001 PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS Permit: Building DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL c.142A) Category:New Single Family House BUILDING PERMIT Permit# BP-2014-1387 Project# JS-2014-002339 Est.Cost: $285000.00 Fee: $1057.00 PERMISSION IS HEREBY GRANTED TO: Const. Class: Contractor: License: Use Group: SCOTT KEITER 102457 Lot Size(sq. ft.): 5314.32 Owner: ELKINS NIRA&BILENDA MAURER Zoning: URA(130)/ Applicant: SCOTT KEITER AT. 41 CHESTNUT AVE Applicant Address: Phone: Insurance: 5 1 A HATFIELD ST (413) 320-9035 WC NORTHAMPTONMA01060 ISSUED ON.613012014 0:00:00 TO PERFORM THE FOLLOWING WORK.-CONSTRUCT 2 STORY SFH WATT GARAGE/DECK/PORCH POST THIS CARD SO IT IS VISIBLE FROM THE STREET Inspector of Plumbing Inspector of Wiring D.P.W. Building Inspector Underground: Service: Meter: Footings: Rough: Rough: House# Foundation: Driveway Final: Final: Final: Rough Frame: Gas: Fire Department Fireplace/Chimney: Rough: Oil: Insulation: Final: Smoke: Final: THIS PERMIT MAY BE REVOKED BY THE CITY OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AND REGULATIONS. Certificate of Occupancy Signature: FeeType: Date Paid: Amount: Building 6/30/2014 0:00:00 $1057.00 212 Main Street,Phone(413)587-1240, Fax: (413)587-1272 Louis Hasbrouck—Building Commissioner