The URL can be used to link to this page

24A-034 (4) Job Truss Truss Type I Qty Ply Blackberry Lane Northampton,MA ' 15033255BF F13 Floor 5 1 Job Reference(optional) Universal Forest Products Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Thu Jul 16 15:39:09 2015 Page 1 ID:H54QB2AJ8Y3RL86_gpK7vAz_RxB-09HiKdXaSN8dr3JpzSAdva IsPOYunbgNy7zr1 KyxSsw 2-6-0 1-9-0 071-8 ' Scale=1:15.8'.. 3x4 1 3x4 2 3 1,5x3 1 4 3x4 5 1.5x3 1.5x3 - T 1 N'.W1'�W1 W2 i .,. W2 W2 w1, 1 Hsu >i> I''1 3.6 1.54 1 3x4 9 8 7 6 3.6 10-0-0 10-0-0 Plate Offsets(X,Y)-- [1:Edge,0-1-8],[2:0-1-8,Edge],[7:0-1-8,Edge] i LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.71 Vert(LL) -0.18 6-7 >639 360 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.53 i Vert(TL) -0.45 6-7 >262 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 1 Code IRC2009/TP12007 (Matrix) Weight:38 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SPF 2100F 1.8E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) i REACTIONS. (lb/size) 9=585/Mechanical,6=579/0-5-8 FORCES. (lb)-First Load Case Only TOP CHORD 1-9=-8516-10=-9315-10=-9311-2=0,2-3=-1298,3-4=-1298,4-5=-6 BOT CHORD 8-9=1298,7-8=1298,6-7=1092 WEBS 4-6=-1168,2-9=-1393,4-7=223,2-8=127,3-7=-67 JOINT STRESS INDEX 1 =0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00, 10=0.00 and 10=0.00 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Blackberry Lane Northampton,MA 15033255BF F12GR Floor Girder 1 1 Job Reference(optional) Universal Forest Products Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Thu Jul 16 15:39:08 2015 Pagge 1 ID:H54QB2AJ8Y3RL86_gpK7vAz_RxB-wzjK6HWyh30mDvkdQlfONNCh??DX21 oDjTDlVuyxSsX 1-3-0 Scale=1:15.0'. 502 MT18HS 1 3x4 13 2 4x8 3 1.5x3 4 3x6 14 5 1.5x3 15 6 16 III 7 3x4 '..I TH0t140 THCt140 TH0f140 THOt140 THCt 140 T1 IW1 W1i W1 W1 w ,] '1 L i e1 +4s 400- 4x10 1.5x3 4x10 4x10 12 11 10 9 8 8-4-8 8-4-8 Plate Offsets(X,Y)-- [1:Edge,0-1-8],[8:Edge,0-1-8],[12:Edge,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.76 Vert(LL) -0.06 10 >999 360 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.54 Vert(TL) -0.12 10 >843 240 MT18HS 197/144 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(TL) 0.04 8 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:37 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SPF 2100F 1.8E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 12=2038/Mechanical,8=2310/Mechanical FORCES. (lb)-First Load Case Only TOP CHORD 1-12=-292,7-8=-318, 1-13=0,2-13=0,2-3=-3557,3-4=-3557,4-14=-3852,5-14=-3852,5-15=-3852,6-15=-3852,6-16=0,7-16=0 BOT CHORD 11-12=2269, 10-11=4048,9-10=4048,8-9=2593 WEBS 2-12=-2846,2-11=1644,3-11=-601,4-11=-616,4-10=12,6-8=-3253,6-9=1607,5-9=-805,4-9=-246 JOINT STRESS INDEX 1 =0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00, 10=0.00, 11 =0.00 and 12=0.00 NOTES- 1)All plates are MT20 plates unless otherwise indicated. 2) Refer to girder(s)for truss to truss connections. 3)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. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)Use USP TH035140(With NA9D nails into Girder&NA9D nails into Truss)or equivalent spaced at 2-0-8 oc max.starting at 0-10-8 from the left end to 7-7-0 to connect truss(es)F09(1 ply 2x4 SPF),F10(1 ply 2x4 SPF)to front face of top chord. 7)Fill all nail holes where hanger is in contact with lumber. 8) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:8-12=-20, 1-7=-100 Concentrated Loads(lb) Vert:3=-669(F)13=-669(F)14=-669(F)15=-669(F)16=-698(F) Job Truss Truss Type Qty Ply Blackberry Lane Northampton,MA 15033255BF F12 Floor 4 1 Job Reference(optional) Universal Forest Products Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Thu Jul 16 15:39:08 2015 Page 1 I D:H54QB2AJ8Y3 RL86_gpK7vAz_RxB-wzj K6H Wyh30m DvkdQlfON NCnJ?Ao28d DjTD I VuyxSsX 2-6-0 2-5-8 0-6-0 0,1-8 '. Scale=1:173 1 x3 1 3x4 1 2 3x4 31.5x3 41.5x3 1. 5 3x4 g 1.5x3 _. Tt ca:1 WiW1,. W2 W3 W2 W2 a BLT II B' 10 3x6 9 8 3x4 � -7 3x4 3x6 11-2-8 11-2-8 Plate Offsets(X,Y)-- [1:Edge,0-1-8],[8:0-1-8,Edge],[9:0-1-8,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.35 Vert(LL) -0.07 7-8 >999 360 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.72 Vert(TL) -0.27 7-8 >484 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:44 lb FT=0%F,0%E ' LUMBER- BRACING- TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 10=657/Mechanical,7=651/0-5-8 FORCES. (lb)-First Load Case Only TOP CHORD 1-10=-105,7-11=-102,6-11=-101, 1-2=Q 2-3=-1796,3-4=-1796,4-5=-1796,5-6=-6 BOT CHORD 9-10=1287,8-9=1796,7-8=1285 WEBS 5-7=-1376,2-10=-1385,5-8=552,2-9=550,3-9=-142,4-8=-142 JOINT STRESS INDEX 1 =0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00, 10=0.00, 11 =O.00 and 11 =0.00 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Blackberry Lane Northampton,MA 15033255BF F11 GR Floor Girder 1 1 Job Reference(optional) Universal Forest Products Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Thu Jul 16 15:39:07 2015 Pagge 1 I D:H54QB2AJ8Y3 RL86_gpK7vAz_RxB-RnAyvxWJwmuvbl9Qs189g9fUtbvYJjb4VpU IySyxSsY', 0-9-0 2-6-0 1 2 6 3 3�4 3x4 3x4 II I Scale=1:Z5 al TH 140 T1 W1 W1 W2 W3 W1 W1 II i III I � I I _. B1 3.6 3x6 5 4 0-3-0 3-9-0 0-3-0 3-6-0 Plate Offsets(X,Y)-- [1:Edge,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.84 Vert(LL) 0.00 5 "" 360 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.40 Vert(TL) -0.07 4-5 >571 240 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IRC2009ITP12007 (Matrix) Weight:18 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2850F 2.3E(flat) TOP CHORD Structural wood sheathing directly applied or 3-9-0 oc purlins, except end verticals. BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 5=956/Mechanical,4=713/Mechanical FORCES. (lb)-First Load Case Only TOP CHORD 1-5=-10013-4=-404, 1-2=012-6=013-6=0 BOT CHORD 4-5=689 WEBS 2-4=-741,2-5=-1071 JOINT STRESS INDEX 1 =0.00,2=0.00,3=0.00,4=0.00 and 5=0.00 NOTES- 1)Refer to girders)for truss to truss connections. 2)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. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Use USP TH035140(With NA9D nails into Girder&NA9D nails into Truss)or equivalent at 2-3-0 from the left end to connect trusses)F11 (1 ply 2x4 SPF)to front face of top chord. 6)Fill all nail holes where hanger is in contact with lumber. 7)Hangers)or other connection device(s)shall be provided sufficient to support concentrated load(s)309 lb down at 0-1-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:4-5=-20, 1-3=-280 Concentrated Loads(lb) Vert:1=-309(F)6=-309(F) Job Truss Truss Type Qty Ply Blackberry Lane Northampton,MA 15033255BF F11 Floor 2 1 Job Reference(optional) Universal Forest Products Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Thu Jul 16 15:39:07 2015 Pagge 1 I D:H54QB2AJ8Y3 R L86_gpK7vAz_RxB-RnAyvxWJwmuvbl9Qs 189g9faWbsXJhO4VpUlySyxSsY I'll 2-6-0 1-8-8 0-6-0 1-8-8 F1-6-0 0-1 8 ,I Scale=1:28.8 i I i I i 1.5X3 1.5X3 I 1.5x3 I 1.5x3 3x6 FP- 1.5x3 1 2 3 4 5 21 6 7 8 9 10 11 T1 T2 NWj W2 W3 _I W2 W2 W3 W2 W2 BL1 � b j 1311 B2 19 3x6 18 17 16 15 14 13 1 12 1.5x3 - 3.6 FP I. 3x8 3x6 7-10-0 18-2-0 7-10-0 10-4-0 Plate Offsets(X,Y)- [1:Edge,0-1-8],[4:0-1-8,Edge],[13:0-1-8,Edge],[14:0-1-8,Edge],[18:0-1-8,Edge] I _ I , LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.48 Vert(LL) -0.06 12-13 >999 360 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.59 Vert(TL) -0.28 12-13 >435 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.02 12 n/a n/a BCDL 10.0 i Code IRC2009/TP12007 (Matrix) Weight:71 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 19=359/Mechanical,16=1257/0-5-8,12=528/0-5-8 Max Grav 19=409(LC 2), 16=1257(LC 1), 12=546(LC 3) I FORCES. (lb)-First Load Case Only TOP CHORD 1-19=-104, 12-20=98, 11-20=-98,1-2=0,2-3=-375,3-4=-375,4-5=676,5-21=676,6-21=676,6-7=-1135,7-8=-1135,8-9=-1135,9-10=-1135, 10-11=-6 BOT CHORD 18-19=543,17-18=375,16-17=375,15-16=596, 14-15=596, 13-14=1135, 12-13=976 WEBS 5-16=-281,2-19=-584,4-16=-1127,2-18=-196,3-18=140,4-17=49, 10-12=-1044,6-16=-1369, 10-13=171,6-14=625,7-14=-241,8-13=-20 JOINT STRESS INDEX 1 =0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00, 10=0.00, 11 =0.00,12=0.00, 13=0.00, 14=0.00, 15=0.00, 16=0.00, 17=0.00, 18=0.00, 19=0.00,20=0.00 and 20=0.00 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)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. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard I I Job Truss Truss Type Qty Ply Blackberry Lane Northampton,MA 150332556F F10GR Floor Girder 1 1 Job Reference(optional) Universal Forest Products Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Thu Jul 16 15:39:06 2015 Pale 1 I D:H54QB2AJ8Y3RL86_gpK7vAz_RxB-zacahcVh9Sm2_baE IKdwly7LIBUza5CxG9kBQ?yxSsZ'', 0-1-8 2-6-0 0-7-8 2-5-0 Scale-1220... Special 1.5x3 4x12 1.5x3 1 15X3 4x10 - 1.513 II 1 A I TJ140 4 314 5 6 7 131 i.. - cv' X61 W2 W4 W2 W2 IV N ill 5x16 - 11 10 4x6 1.5x3 4x12 3x8 13-9-8 13-9-8 Plate Offsets(X,Y)-- [4:0-1-8,Edge],[11:0-1-8,Edge],[12:Edge,0-1-8] I ' LOADING(psf) SPACING- 2-0-0 1 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.74 Vert(LL) -0.20 11 >814 360 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.74 Vert(TL) -0.44 11-12 >368 240 BCLL 0.0 Rep Stress Incr NO WB 0.99 Horz(TL) 0.07 8 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:56 lb FT=O%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SPF 2100F 1.8E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 12=3639/0-3-8,8=1153/0-5-8 FORCES. (lb)-First Load Case Only 1 TOP CHORD 12-13=-2418,1-13=-2414,7-8=-103, 1-2=-145,2-3=-5198,3-4=-5198,4-5=-4214,5-6=-4214,6-7=0 BOT CHORD 11-12=3208,10-11=5198,9-10=5198,8-9=2471 WEBS 6-8=-2667,2-12=-3280,6-9=1882,2-11=2160,5-9=-219,3-11=-789,4-9=-1063,4-10=41 JOINT STRESS INDEX 1 =0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00, 10=0.00, 11 =0.00,12=0.00,13=0.00 and 13=0.00 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)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. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION, Do not erect truss backwards. 6)Use USP TH035140(With NA9D nails into Girder&NA91D nails into Truss)or equivalent at 5-5-12 from the left end to connect truss(es)F11 GR(1 ply 2x4 SPF)to back face of top chord. 7)Fill all nail holes where hanger is in contact with lumber. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2310 lb down at 0-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:8-12=-20, 1-7=-100 Concentrated Loads(lb) Vert:1=-2310(F)3=-856(B) 1 III Job Truss TTruss Type 1 Qty Ply Blackberry Lane Northampton,MA 15033255BF F10 Floor 1 1 Job Reference(optional) Universal Forest Products Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Thu Jul 16 15:39:05 2015 Page 1 ID:H54QB2AJ8Y3RL86_gpK7vAz_RxB-VO2BUGU308eBMS?2kc5hlkaFMn6Nrl5n1 V?euZyxSsa 2-6-0 0-7-8 2-1-6 Scale=1:21.4 1.5X3 �.. 1.5x3 1.5)3 1 3x4 23.6 3 4 3x4 5 63.6 7 W2_ W2 W3 W2 W2 W1 N. 12 3x6 _.. __... _ _... 11 10 93x8 8_... 3x4 1.5x3 '.I 3x6 l I 13-5-14 13-5-14 Plate Offsets(X,Y)-- [1:Edge,0-1-8],[4:0-1-8,Edge],[11:0-1-8,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) -0.14 9-10 >999 360 MT20 197/144 TCDL 10.0 i Lumber DOL 1.00 BC 0.89 Vert(TL) -0.31 8-9 >512 240 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:52 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 12=798/Mechanical,8=798/0-5-6 FORCES. (lb)-First Load Case Only TOP CHORD 1-12=-105,7-8=-103, 1-2=0,2-3=-2504,3-4=-2504,4-5=-2494,5-6=-2494,6-7=0 BOT CHORD 11-12=1641, 10-11=2504,9-10=2504,8-9=1604 WEBS 6-8=-1732,2-12=-1766,6-9=961,2-11=931,5-9=-243,3-11=-171,4-9=-11,4-10=-112 JOINT STRESS INDEX 1 =0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.001 8=0.00,9=0.00, 10=0.00, 11 =0.00 and 12=0.00 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard I I I Job Truss I Truss T yp e Qty Ply Blackberry Lane Northampton,MA �, 150332556E 'F09GR Floor Girder 1 Run:7.610 s Jan 29 2015 Print: Reference(optional) Universal Forest Products 7.610 s Jan 29 2015 MiTek Industries, Inc. Thu Jul 16 15:39:05 2015 Page 1 ID:H54OB2AJ8Y3RL86_gpK7vAz_RxB-VO2BUGU308eBMS?2kc5hlkaCnn7Grjln1 V?euZyxSsa 0-1-8 1-6-0 2-6-0 1-6-0 1-0-12 Scale=1:27.9.,.. LSx3 MSFM26 3x4 1-5x3 4x10 2x4 3x4 1.5x3 3x6 FP 1.5x3 3x8 3x4 1 2 3' 4 5 6 7 8 9 10 T7 __ _ _ T2 o 8 N q W2 W4. W2 li .. W4 W4 W4 ', 1 � g -Bt III _ j. _. _. _.... B2. __. �7 16_.. 15 14 13 12 11 -� 4x10 -- 3x4 1,5x3 3x10 MT20HS FP 4x6 4x10 M 17-6-12 17-6-12 Plate Offsets(X,Y)-- [6:0-1-8,Edge],[15:0-1-8,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) -0.30 15-16 >690 360 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.77 Vert(TL) -0.56 15-16 >373 240 MT20HS 148/108 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(TL) 0.08 11 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:141 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E(flat)'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. T2:2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SPF 2100F 1.8E(flat) WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 17=2502/0-2-12,11=1508/Mechanical FORCES. (lb)-First Load Case Only TOP CHORD 17-18=-63, 1-18=-63,10-11=-104, 1-2=-4,2-3=-8926,3-4=-9113,4-5=-8054,5-6=-8054,6-7=-5966,7-8=-5966,8-9=-5966,9-10=0 BOT CHORD 16-17=4038, 15-16=8836, 14-15=8054,13-14=8054,12-13=8054,11-12=3410 WEBS 9-11=-3669,2-17=-4697,9-12=2759,2-16=5346,8-12=-167,3-16=-2161,6-12=-2246,4-16=298,5-15=374,6-14=245,4-15=-941 JOINT STRESS INDEX 1 =0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00, 10=0.00, 11 =0.00,12=0.00, 13=0.00, 14=0.00, 15=0.00, 16=0.00, 17=0.00, 18=0.00 and 18=0.00 NOTES- 1)Fasten trusses together to act as a single unit as per standard industry detail,or loads are to be evenly applied to all plies. 2)Unbalanced floor live loads have been considered for this design. 3)All plates are MT20 plates unless otherwise indicated. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. 6)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. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 9)CAUTION,Do not erect truss backwards. 10)Use USP MSH426(With 16d nails into Girder&16d nails into Truss)or equivalent at 4-4-4 from the left end to connect truss(es)F12GR(1 ply 2x4 SPF)to back face of top chord. 11)Fill all nail holes where hanger is in contact with lumber. 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert: 11-17=-20, 1-10=-100 Concentrated Loads(lb) Vert:3=-1938(B) Job Truss Truss Type Qty Ply Blackberry Lane Northampton,MA 15033255BF F09 Floor 4 1 ID H54Q610 s Jan 20 K7_Job Reference(optional) Universal Forest Products 0 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Thu Jul 16 15:39:04 2015 Page 1' _qp vAz_RxB-1 CUpGwTRdrWKklQrBvaSCX24eNmw6JDeorF4M7yxSsb 2-6-0 0-7-8 1-6-12 I I Scale=1:20.5 I I 1.5x3 1.5x3 3x4 1 p 3x6 3 4 3x4 5 g 3x6 7 3x4 I 1, T1 - i W1 W2 _. W2 I'I W3 yyp W2 ,,y, a 'i w' '� 3x6 3>16 12 11 10 9 8 3x4 1.5x3 i.'. 3x6 I i 13-0-12 _ 13-0-12 Plate Offsets(X,Y)-- [1:Edge,0-1-8],[4:0-1-8,Edge],[11:0-1-8,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) -0.12 9-10 >999 360 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.84 Vert(TL) -0.31 11-12 >503 240 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.04 8 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:51 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 12=769/Mechanical,8=769/Mechanical FORCES. (lb)-First Load Case Only TOP CHORD 1-12=-104,7-8=-105, 1-2=0,2-3=-2343,3-4=-2343,4-5=-2349,5-6=-2349,6-7=0 BOT CHORD 11-12=1567,10-11=2343,9-10=2343,8-9=1564 WEBS 6-8=-1682,2-12=-1686,6-9=848,2-11=837,5-9=-207,3-11=-157,4-9=7,4-10=-104 JOINT STRESS INDEX 1 =0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00, 10=0.00, 11 =0.00 and 12=0.00 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Blackberry Lane Northampton,MA 15033255BF F08GR Floor Girder 1 1 ! Run:7.610 s Jan 29 2015 Print Job Reference(optional) Universal Forest Products •7.610 s Jan 29 2015 MiTek Industries,Inc. Thu Jul 16 15:39:04 2015 Page 1 ID:H54QB2AJ8Y3RL86_gpK7vAz_RxB-1 CUpGwTRdrWKkiOrBvaSCX2?zNvV60aeorF4M7yxSsbl 0-8-8 2-6-0 1 7 2 g 3 3x4 II 3x4: LSx3 I'. Scale 19.0.. M�22. M722 T1 __.._.. 6 III I 1.5)3 _ 9 W1 W1 0 W2 W3 W1 li ! BL1 3x6 5 4 3x6 0-3-0 3-8-8 0-3-0 3-5-8 Plate Offsets(X,Y)-- [1:Edge,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL , 40.0 Plate Grip DOL 1.00 TC 0.76 Vert(LL) 0.00 5 — 360 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.29 Vert(TL) -0.07 4-5 >592 240 BOLL 0.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:19 lb FT=0%F,0%oE LUMBER- BRACING_ TOP CHORD 2x4 SPF 2100F 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins, except end verticals. BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 5=547/Mechanical,4=462/0-5-8 FORCES. (lb)-First Load Case Only TOP CHORD 1-5=30,4-6=-261,3-6=-261, 1-7=0,2-7=0,2-8=-12,3-8=-12 BOT CHORD 4-5=329 WEBS 2-4=-358,2-5=-634 JOINT STRESS INDEX 1 =0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00 and 6=0.00 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)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. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 15)CAUTION, Do not erect truss backwards. 6)Use USP MSH422(With 10d nails into Girder&10d nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 0-7-8 from the left end to 2-7-8 to connect truss(es)F06(1 ply 2x4 SPF)to front face of top chord. 7)Fill all nail holes where hanger is in contact with lumber. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:4-5=-20, 1-3=-100 Concentrated Loads(lb) Vert:7=-300(F)8=-300(F) I Job Truss Truss Type Qty Ply Blackberry Lane Northampton,MA 15033255BF F08 (Floor 4 1 Job Reference(optional) Universal Forest Products Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Thu Jul 16 15:39:03 2015 Page 1 I D:H54QB2AJ8Y3R L86_gpK7vAz_RxB-Z?wR3aSpsXOT78sfd B3 DgJVgg_TdNng UaBWXpgyxSso 0-1-8 2-6-0 1-6-12 Scale=1:27.9 i L 5x3 � 1.5x3 4x8 1.5x3 3x4 1.5x3 3.6 FP 4x8 3x4 1 2 3 4 5 3x4 6 7 8 9 T1. -.. T2- - I _._. _- -_ a 13L7 W2. W2 W2 W2 W2 W2 IV o I� B1 B2 .., 1.6 15 14 13 12 11 10 4x10 1.5x3'.1 1.5x3 I 3x10 MT20HS FP 3x8 4x10 - 3x8 17-6-12 17-6-12 Plate Offsets(X,Y)-- [4:0-1-8,Edge],[5:0-1-8,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.73 Vert(LL) -0.30 13-14 >693 360 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.65 Vert(TL) -0.53 13-14 >393 240 MT20HS 148/108 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.08 10 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:66 lb FT=0%F,0%E LUMBER- BRACING TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-1-10 oc purlins, except end verticals. BOT CHORD 2x4 SPF 2100F 1.8E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 16=1033/0-5-8, 10=1039/Mechanical FORCES. (lb)-First Load Case Only TOP CHORD 16-17=-104,1-17=-104,9-10=-107, 1-2=-6,2-3=-3699,3-4=-3699,4-5=-4292,5-6=-3699,6-7=-3699,7-8=-3699,8-9=0 BOT CHORD 15-16=2233,14-15=4292, 13-14=4292, 12-13=4292,11-12=4292,10-11=2235 WEBS 8-10=-2405,2-16=-2396,8-11=1580,2-15=1583,6-11=-256,3-15=-257,5-11=-638,4-15=-637,4-14=24,5-13=24 JOINT STRESS INDEX 1 =0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00, 10=0.00, 11 =0.00,12=0.00, 13=0.00, 14=0.00, 15=0.00, 16=0.00,17=0.00and 17=0.00 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard I! 1 Job Truss Truss Type Qty Ply Blackberry Lane Northampton,MA 15033255BF F07L Floor Supported Gable 1 1 Job Reference(optional) Universal Forest Products Run:7.6110 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries,Inc. Thu Jul 16 15:39:03 2015 Page 1 ID:H54QB2AJ8Y3RL86_gpK7vAz_RxB-Z?wR3aSpsXOT78sfdB3DgJV_1_dWNzMUaBWXpgyxSsc 071-8 Scale-1:17.6. 2 3 4 5 6 7 . 8 9 103x4 I T1 ':21 �II ry' ST1 sri T1 $T1 ST1 STP 6T71 STf, iw1w1!�, IN Q61II 20 19 18 17 16 15 14 13 _. 12 11 . 3x4 3x4 11-2-8 11-2-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.07 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 11 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:38 lb FT=0%F,O%E LUMBER- BRACING- TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) OTHERS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 20=58/11-2-8, 11=14/11-2-8, 19=161/11-2-8, 18=160/11-2-8, 17=160/11-2-8,16=160/11-2-8, 15=160/11-2-8, 14=158/11-2-8, 13=167/11-2-8, 12=111/11-2-8 FORCES. (lb)-First Load Case Only TOP CHORD 20-21=-49,1-21=-49,10-11=-5, 1-2=-7,2-3=-7,3-4=-7,4-5=-7,5-6=-7,6-7=-7,7-8=-7,8-9=-7,9-10=-7 BOT CHORD 19-20=7,18-19=7, 17-18=7, 16-17=7, 15-16=7, 14-15=7,13-14=7, 12-13=7, 11-12=7 WEBS 2-19=-132,3-18=-134,4-17=-133,5-16=-133,6-15=-134,7-14=-132,8-13=-139,9-12=-99 JOINT STRESS INDEX 1 =0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00, 10=0.00, 11 =0.00,12=0.00, 13=0.00, 14=0.00, 15=0.00, 16=0.00, 17=0.00, 18=0.00, 19=0.00,20=0.00,21 = 0.00 and 21 =0.00 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8)CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Blackberry Lane Northampton,MA 15033255BF F07GR Floor Girder 1 1 Job Reference(optional) Universal Forest Products Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Thu Jul 16 15:39:02 2015 Page 1 I D:H54QB2AJ8Y3RL86_gpK7vAz_RxB-5pM3sESB5DGcV_HT3UY_76yk3aBSeTmLLXm_HEyxSsd, 3x6 11 1-7-4 3x6 3.6 1 0-1-P 1 7 2 8 3 Scale=1:9.0. M722 M122 TI T1 W1 W1 W2 W2 W1 B1 '.. I 3x6 5 4 I 3x6 1-1-12 3-8-8 1-1-12 2-6-12 I Plate Offsets(X,Y)-- [6:0-1-8,0-0-10] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) 0.00 5 — 360 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.46 Vert(TL) -0.07 4-5 >592 240 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:22 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins, except end verticals. BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 5=1271/Mechanical,4=1140/0-5-8 FORCES. (lb)-First Load Case Only TOP CHORD 1-5=-542,4-6=-426,3-6=-425, 1-7=0,2-7=0,2-8=-20,3-8=-20 BOT CHORD 4-5=916 WEBS 2-4=-1125,2-5=-1150 JOINT STRESS INDEX 1 =0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00 and 6=0.00 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)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. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Use USP MSH422(With 10d nails into Girder&10d nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 0-7-8 from the left end to 2-7-8 to connect truss(es)F07(1 ply 2x4 SPF)to back face of top chord. 7)Fill all nail holes where hanger is in contact with lumber. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:4-5=-20, 1-3=-460 Concentrated Loads(lb) Vert:7=-390(B)8=-390(B) Job Truss Truss Type Qty Ply Blackberry Lane Northampton,MA 15033255BF F07 Floor 2 1 ID:H54QB Job Reference(optional) Universal Forest Products Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Thu Jul 16 15:39:02 2015 Page 1 2AJ8Y3RL86_gpK7vAz_RxB-5pM3sESB5DGcV_HT3 UY_76yl LaBXe UkLLXm_H EyxSsd 2-6-0 0-6-0 2-2-0 0-1- 8 Scale=1:15.0 3x4 1 3x4 2 3 L5,z 4 3x4 5 1.5x3 1.5x3 W1 W1' o W2 W3 W2 W1 '.. BU > ICI . ,I B7 3x6 1.5x3 3x4 3x6 8-5-0 8-5-0 Plate Offsets(X,Y)-- [1:Edge,0-1-8],[2:0-1-8,Edge],[7:0-1-8,Edge] LOADING(psf) j SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.38 Vert(LL) -0.05 6-7 >999 360 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.45 Vert(TL) -0.21 6-7 >466 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IRC2009ITPI2007 (Matrix) Weight:37 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 9=490/Mechanical,6=484/0-5-8 FORCES. (lb)-First Load Case Only TOP CHORD 1-9=-102,6-10=-100,5-10=-100, 1-2=0,2-3=-722,3-4=-722,4-5=-5 BOT CHORD 8-9=72217-8=722,6-7=659 WEBS 4-6=-73912-9=-812,4-7=74,2-8=18,3-7=47 JOINT STRESS INDEX 1 =0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00, 10=0.00 and 10=0.00 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Blackberry Lane Northampton,MA 15033255BF F06L Floor Supported Gable 1 Job Reference(optional) Universal Forest Products Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Thu Jul 1615:39:01 2015 Page 1 ID:H54QB2AJ8Y3RL86_gpK7vAz_RxB-ddoheuRZKw8ltgiHVn1 IbuQeXAy3v4sB6t1 QloyxSse 0-11 8 0-11-8 Scale=1:28.3. 3x6 FP ',.. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 T1 T$ 9d 34 BEY ST] $T7 $Tl STp ST1 $T1 STh STY ST1 ST'p ST1 $T1 ST7 B7 j 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 3x4 i 3x6 FP 3x4 I 18-0-0 18-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.07 Vert(LL) n/a n/a 999 j MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 17 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:58 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) OTHERS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 32=57/18-0-0, 17=17/18-0-0,31=162/18-0-0,30=160/18-0-0,29=160/18-0-0,28=160/18-0-0,27=160/18-0-0,26=160/18-0-0,25=160/18-0-0,23=160/18-0-0,22=160/18-0-0, 21=160/18-0-0,20=158/18-0-0, 19=167/18-0-0, 18=116/18-0-0 FORCES. (lb)-First Load Case Only TOP CHORD 32-33=-49,1-33=-48, 17-34=-9, 16-34=-8, 1-2=-7,2-3=-7,3-4=-7,4-5=-7,5-6=-7,6-7=-7,7-8=-7,8-9=-7,9-10=-7, 10-11=-7, 11-12=-7,12-13=-7, 13-14=-7, 14-15=-7, 15-16=-7 BOT CHORD 31-32=7,30-31=7,29-30=7,28-29=7,27-28=7,26-27=7,25-26=7,24-25=7,23-24=7,22-23=7,21-22=7,20-21=7, 19-20=7,18-19=7,17-18=7 WEBS 2-31=-133,3-30=-134,4-29=-133,5-28=-133,6-27=-133,7-26=-133,8-25=-133,9-23=-133, 10-22=-133, 11-21=-134, 13-20=-132, 14-19=-139, 15-18=-102 JOINT STRESS INDEX 1 =0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00, 10=0.00, 11 =0.00,12=0.00, 13=0.00, 14=0.00, 15=0.00, 16=0.00,17=0.00, 18=0.00, 19=0.00,20=0.00,21 = 0.00,22=0.00,23=0.00,24=0.00,25=0.00,26=0.00,27=0.00,28=0.00,29=0.00,30=0.00,31 =0.00,32=0.00,33=0.00,33=0.00,34=0.00 and 34=0.00 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). j 4)Gable studs spaced at 1-4-0 oc. 5)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. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. j 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard �j j Job Truss I Truss Type Qty Ply I Blackberry Lane Northampton,MA 15033255BF F06GR Floor Girder 1 Job Reference(optional) Universal Forest Products Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Thu Jul 16 15:39:01 2015 Page 1 1. I D:H54QB2AJ8Y3R L86_gpK7vAz_RxB-ddoheu RZKw8ltgi HVn 1 IbuQS4AlivsCB6t1 QloyxSse 0-1-8 2-6-0 0-10-8 1-6-0 1-6-0 1-6-0 0-11-8 Scale=h:373 3x4 4x10 MS 422 4x4 3x6 FP MSH422 4x6 4x8 1 2 3 2 4 5 6 78 10 11 12 13 2 � I 22 -- 23 �JJ o qL1 W3 W3 W4 W3 BLi I 1 L_- 1 1 20 19 18 17 16 15 14 3x6 4x10 3x4 3x4 3x12 MT18HS FP 4x8 4x6 I 4x6 I 24-0-0 24-0-0 Plate Offsets(X,Y)-- [14:Edge,0-1-8],[18:0-1-8,Edge],[19:0-1-8,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.86 Vert(LL) -0.49 17-18 >576 360 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.87 Vert(TL) -0.90 17-18 >316 240 MT18HS 197/144 BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(TL) 0.13 14 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 198 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E(flat)*Except* TOP CHORD Structural wood sheathing directly applied or 5-11-12 oc purlins, except end verticals. T2:2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SPF 2100F 1.8E(flat) WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 21=2147/0-4-8, 14=2313/0-2-12 FORCES. (lb)-First Load Case Only TOP CHORD 21-22=-111, 1-22=-111,14-23=-61, 13-23=-61, 1-2=-5,2-3=-7041,3-24=-7041,4-24=-7041,4-5=-10555,5-6=-10555,6-7=-10555,7-8=-10999,8-9=-10999,9-10=-10999, 10-11=-6263, 11-12=-6249, 12-13=-3 BOT CHORD 20-21=3801, 19-20=9316, 18-19=10555, 17-18=1 1079, 16-17=9406, 15-16=9406, 14-15=2767 WEBS 12-14=-3543,2-21=-4285, 12-15=4012,2-20=3677, 11-15=-265,3-20=-422, 10-15=-3546,4-20=-2582,10-17=2122,4-19=1407,9-17=-1220,5-19=-418,7-17=-107,6-18=132,7-18=-594 JOINT STRESS INDEX 1 =0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00, 10=0.00, 11 =0.00,12=0.00, 13=0.00, 14=0.00, 15=0.00, 16=0.00, 17=0.00, 18=0.00, 19=0.00,20=0.00,21 = 0.00,22=0.00,22=0.00,23=0.00 and 23=0.00 NOTES- 1)Fasten trusses together to act as a single unit as per standard industry detail,or loads are to be evenly applied to all plies. 2)Unbalanced floor live loads have been considered for this design. 3)All plates are MT20 plates unless otherwise indicated. 4)All plates are 1.5x3 MT20 unless otherwise indicated. 1 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 6)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. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 9)Use USP MSH422(With 10d nails into Girder&10d nails into Truss)or equivalent spaced at 8-4-8 oc max.starting at 7-0-12 from the left end to 15-5-4 to connect truss(es)F08GR(1 ply 2x4 SPF),F07GR(1 ply 2x4 SPF)to front face of top chord. 10)Fill all nail holes where hanger is in contact with lumber. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert: 14-21=-20, 1-13=-100 Concentrated Loads(lb) Vert:9=-1171(F)24=-447(F) i Job Truss Truss Type Qty Ply Blackberry Lane Northampton,MA I 15033255BF F06 Floor 2 1 Job Reference(optional)5 i g Universal Forest Products Run:7.610 s Jan 29 2015 Print:: 7.610 s Jan 29 2015 MTek Industries,Inc. Thu Jul 16 15:39:00 2015 Page 1 I D:H54QB2AJ8Y3 R L86_gpK7vAz_RxB-9R FI RYQwZcOvGg74y3W W2htOXmYUAbO2u D HtC MyxSsf', 0-1-8 2-6-0 1-2-0 Scale=1:12.5 30 1 1.5x3 I 2 3 , 3x4 4 3.4 II T1 y 1.5x3 W1 W2 '' W2 W1 W1 BL1 I r 1.5x3 1,5X3 3x6 8 7 6 5 3x6 I 6-11-0 6-11-0 Plate Offsets(X,Y)-- [2:0-1-8,Edge],[3:0-1-8,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) -0.03 5-6 >999 360 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.30 Vert(TL) -0.05 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:30 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 8=394/0-9-0,5=400/Mechanical FORCES. (lb)-First Load Case Only TOP CHORD 8-9=-111, 1-9=-111,4-5=-114, 1-2=-5,2-3=-513,3-4=0 BOT CHORD 7-8=513,6-7=513,5-6=513 WEBS 3-5=-576,2-8=-570,2-7=45,3-6=41 JOINT STRESS INDEX 1 =0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00 and 9=0.00 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Blackberry Lane Northampton,MA 15033255BF F05L Floor Supported Gable 1 1 Job Reference(optional) Universal Forest Products Run:7.610 s Jan 29 2015 Print: PP I 7.610 s Jan 29 2015 MiTek Industries,Inc. Thu Jul 16 15:39:00 2015 Page 1'. I D:H54QB2AJ8Y3RL86_gpK7vAz_RxB-9 R F I RYQwZcOvGg74y3W W2htTgmckAdb2u DHtCMyxSsf 0-1-8 Scale=1:12.5. 2 3 4 5 6 3x4 II T7 13 I II III I a W1 W7 ST1 I'ST1'',, ST1 IST1 W1 �,o III BLIP Bt 12 11 1D 9 8 7 3x4 3x4 I 6-11-0 6-11-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.07 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:27 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) OTHERS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 12=67/6-11-0,7=84/6-11-0, 11=150/6-11-0,10=164/6-11-0,9=155/6-11-0,8=174/6-11-0 FORCES. (lb)-First Load Case Only TOP CHORD 12-13=-53,1-13=-52,6-7=-70, 1-2=-11,2-3=-11,3-4=-11,4-5=-11,5-6=-11 BOT CHORD 11-12=11, 10-11=11,9-10=11,8-9=11,7-8=11 WEBS 2-11=-127,3-10=-136,4-9=-130,5-8=-145 JOINT STRESS INDEX 1 =0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00, 10=0.00, 11 =0.00,12=0.00, 13=0.00 and 13=0.00 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. III 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Old(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8)CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Blackberry Lane Northampton,MA 15033255BF F05GR Floor Girder 1 1 j Job Reference(optional) Universal Forest Products Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Thu Jul 16 15:38:59 2015 Page 1 I D:H540B2AJ8Y3RL86_gpK7vAz_RxB-g EhwDCPlolu2eXYuOM?HVTK9oM84R4xvfZYJgvyxSsg 1-3-0 0-4-4 I Scale=1:11.1 1 3x4 ", 11 2 4x4 3 L5x3 4 1.5X.3 5 4x4'I 6 3x4 TH0f140 THO140 THC*140 i i II I �I W7 W1 W2 W2 W2 W2 W1 W1 N I I K I K e1 3x6 3x4 3x4 3x8 10 9 8 7 6-1-4 6-1-4 Plate Offsets(X,Y)-- [1:Edge,0-1-8],[8:0-1-8,Edge],[9:0-1-8,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.66 Vert(LL) 0.02 9-10 >999 360 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.56 Vert(TL) -0.05 9-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:27 lb FT=0%F,0%E LUMBER- BRACING TOP CHORD 2x4 SPF 2100F 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 10=1333/Mechanical,7=1115/Mechanical FORCES. (lb)-First Load Case Only TOP CHORD 1-10=-363,6-7=-65, 1-11=0,2-11=0,2-3=-1765,3-4=-1765,4-5=-1765,5-6=0 BOT CHORD 9-10=1244,8-9=1765,7-8=1357 WEBS 2-10=-1560,2-9=666,3-9=-410,5-7=-1702,5-8=52114-8=-259 JOINT STRESS INDEX 1 =0.00,2=0.00,3=0.00,4=0.00,5=0:00,6=0.00,7=0.00,8=0.00,9=0.00 and 10=0.00 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)Use USP TH035140(With NA9D nails into Girder&NA9D nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 0-7-12 from the left end to 4-7-12 to connect truss(es)F03(1 ply 2x4 SPF)to front face of top chord. 7)Fill all nail holes where hanger is in contact with lumber. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-10=-20, 1-6=-100 Concentrated Loads(lb) Vert:3=-582(F)5=-582(F) 11=-582(F) I I I 8 BLACKBERRY LN dips#: COMMONWEALTH OF MASSACHUSETTS Map:Block:24A-034 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-2016-0042 Project# JS-2016-000077 Est. Cost: $310000.00 Fee:$2049.40 PERMISSION IS HEREBY GRANTED TO: Const. Class: Contractor: License: Use Group: CHRISTOPHER O'CONNELL108508 Lot Size(sq.ft.): 11891.88 Owner: BRIGHAM KEVIN&DENNIS CAVALIERE Zoning: URAL100)/ Applicant: CHRISTOPHER O'CONNELL AT: 8 BLACKBERRY LN Applicant Address: Phone: Insurance: P O BOX 176 (413) 539-1521 HUNTINGTONMA01050 ISSUED ON:7/22/2015 0:00:00 TO PERFORM THE FOLLOWING WORK:CONSTRUCT 2 STORYSFH W/ACCESSORY APT W/ATT 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:,„ i r. Service: Meter: / Footings: I J 0 Rough:2/246,d� Rough:,�t�1/-/(s House# Foundation: g''/ }'1, A4a.. x"r.\ Driveway Final: 1. 6r Final: 7 7� /,G Final: "3 - /64_ /)j-/- i� Rough Frame: of Qs,a., � - -�v-16 0l� ,S, Gas: ?,/R /G, Fire Department J Fireplace/Chimney: 3- )i -f(o G41e-- r',�14 .v e55 Rough: Oil: Insulation: 3.-/6 -- `CG /g...g , ;%h Final: . :/"-" Smoke: dvlh-1 .) it- Final: f /10'16 Opti THIS PERMIT MAY BE REVO JI`.. TT/ ' CITY OF NORTHAMPTON UPON VIOLATIO O ANY OF ITS RULES AND R P I I / / i,�,j'/ id-u4.06 /Imo' Certificate of Occu•anc fl Aar, Signature: / FeeType: ate 'aid: Amount: Building 7/22/2015 0:00:00 $2ii49.4() 212 Main Street,Phone(413)587-1240,Fax:(413)587-1272 Louis Hasbrouck—Building Commissioner itc The Commonwealth of Massachusetts II 71, City of Northampton • , . • Certificate of Occupancy In accordance with 780 CMR, (Thc 8th Edition of the Massachusetts State Building Code) this Certificate of Occupancy is issued to the premise or structure or part thereof as herein identified. Identify Name of Building of Space Within Certificate No. Issued to Christopher O'Connell BPPermi0042 Identify property address including street number, name, city or town and county Located at 8 Blackberry Lane Northampton, MA 01060 Use Group Single Family with Accessory Classification(s) R3 Apartment This Certificate of Occupancy is hereby issued by the undersigned to certify that the premise, strut lure or portion thereof as herein specified has been inspected for general fire and life safety features. This certificate shall allow for the use as herein described and in conformante with any and all conditions as identified below. IL shall be posted in a conspicuous place within the space as directed by the undersigned. Failure to post the certificate,failure to comply with conditions or, tampering with the contents of the certificate is strictly prohibited. Single Family with accessory apartment Conditions of Use Name of Municipal Date of Huai Map/Plot. Building Official Kyle . O 1 08110/ 016 Dare 2-IA-034 08/10/2016 _ Signature of Municipal Date of Building Official �� Issuance Date Map aV 08/10/2016 Lot Job Truss Truss Type Qty Ply Blackberry Lane Northampton,MA 150332556E IF05 'I Floor 17 ' 1 Job Reference(optional) Universal Forest Products Run:7.6110 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Thu Jul 16 15:38:58 2015 Page 1 ID:H54QB2AJ8Y3RL86_gpK7vAz_RxB-C27YOsPg1?mBONzigeT2zGo?6zkHiWAIQvom8TyxSsh'1 0-1-8 2-6-0 0-7-8I 2-3-0 0-1-8 Scale-1.3T6 6'.. 4x10 3x6 3x6 FP 3x4 40 0 1 2 3 4 5 63x4 7 8 9 10 11 12 2� 22 4BL1 W2 W2 W2 W4 W2 W2 W2 311 6 Bi B2 1 20 19 18 17 16 15 14 13 4x8 4x8-- 4x4 3x6 3x12Mi8SHSFP 4x8 4x8 i 24-0-0 - 24-0-0 Plate Offsets(X,Y)-- [6:0-1-8,Edge],[13:Edge,O-1-8],[18:0-1-8,Edge],[20:Edge,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.59 Vert(LL) -0.51 16-17 >556 360 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.79 Vert(TL) -0.89 16-17 >321 240 M18SHS 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.15 13 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:102 lb FT=0%F,O%E LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 5-9-11 oc purlins, except end verticals. BOT CHORD 2x4 SPF 2100F 1.8E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 20=1419/0-3-10, 13=1419/0-5-8 FORCES. (lb)-First Load Case Only TOP CHORD 20-21=-109, 1-21=-109, 13-22=-109, 12-22=-109, 1-2=-5,2-3=-4220,3-4=-4232,4-5=-6100,5-6=-6100,6-7=-6095,7-8=-6095,8-9=-6095,9-10=-4234, 10-11=-4222, 11-12=-5 BOT CHORD 19-20=2489, 18-19=5421,17-18=6100,16-17=6100,15-16=5418,14-15=5418,13-14=2490 WEBS 11-13=-2790,2-20=-2789, 11-14=1991,2-19=1990, 10-14=-247,3-19=-246,9-14=-1336,4-19=-1342,9-16=768,4-18=770,7-16=-267,5-18=-221,6-16=-6,6-17=-78 JOINT STRESS INDEX 1 =0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00, 10=0.00, 11 =0.00,12=0.00,13=0.00, 14=0.00, 15=0.00, 16=0.00, 17=0.00, 18=0.00, 19=0.00,20=0.00,21 = 0.00,21 =0.00,22=0.00 and 22=0.00 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 1.5x3 MT20 unless otherwise indicated. 4)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. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Blackberry Lane Northampton,MA 15033255BF F04L Floor Supported Gable 1 1 Universal Forest Products Run:7.61 Job Reference(optional) I 0 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Thu Jul 16 15:38:58 2015 Page 1 ID:H54QB2AJ8Y3RL86_gpK7vAz_RxB-C27YOsPg1?mBONzigeT2zGo7Czw8ij6lQvom8TyxSsh, 0-1-8 Scale=1:15.0. 1 3.4 2 3 4 5 6 7 6 TI I 16 W1 W1 ST1 ST1 ST1. ST1 ST1 ST1 W1' 'O B1 15 14 13 12 11 10 9 3x4 3x6 8-5-0 8-5-0 Plate Offsets(X,Y)-- [1:Edge,0-1-8],[15:Edge,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.07 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.03 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 9 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:33 lb FT=0%F,O%E LUMBER- BRACING- TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) OTHERS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 15=76/8-5-0,9=94/8-5-0, 14=146/8-5-0, 13=163/8-5-0, 12=160/8-5-0, 11=156/8-5-0, 10=176/8-5-0 FORCES. (lb)-First Load Case Only TOP CHORD 1-15=60,9-16=9,8-16=9, 1-2=-14,2-3=-14,3-4=-14,4-5=-14,5-6=-14,6-7=-14,7-8=-2 BOT CHORD 14-15=14, 13-14=14, 12-13=14, 11-12=14, 10-11=14,9-10=14 WEBS 2-14=-126,3-13=-135,4-12=-134,5-11=-131,6-10=-143,7-9=-91 JOINT STRESS INDEX 1 =0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00, 10=0.00, 11 =0.00,12=0.00, 13=0.00, 14=0.00, 15=0.00, 16=0.00 and 16=0.00 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard ' Job Truss Truss Type 'Qty Ply Blackberry Lane Northampton,MA 15033255BF F04GR Floor Girder 1 1 Job Reference(optional) Universal Forest Products Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries, Inc. Thu Jul 16 15:38:57 2015 Page 1 1. ID:H54QB2AJ8Y3RL86_gpK7vAz_RxB-ksZAoX02GhdKODOVGxypQ2FnJZUJzClcBF3Dcl yxSsil, 0-9-0 2-6-0 1 2 6 3 3r 3x4 3x4 11 Scale=1:Z5'. S al TH1140 ii T1 1 NIA W I W1 II W2 W3 W1 111 W1 iN 131 I I 1 3x6 3x6 5 4 0-3-0 3-9-0 0-3-0 3-6-0 Plate Offsets(X,Y)-- [1:Edge,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.79 Vert(LL) 0.00 5 — 360 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.39 Vert(TL) -0.07 4-5 >571 240 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) 1 Weight: 18 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 285OF 2.3E(flat) TOP CHORD Structural wood sheathing directly applied or 3-9-0 oc purlins, except end verticals. BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 5=902/Mechanical,4=689/Mechanical FORCES. (lb)-First Load Case Only TOP CHORD 1-5=-78,3-4=-39111-2=0,2-6=013-6=0 BOT CHORD 4-5=663 WEBS 2-4=-713,2-5=-1031 JOINT STRESS INDEX 1 =0.00,2=0.00,3=0.00,4=0.00 and 5=0.00 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)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. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Use USP TH035140(With NA9D nails into Girder&NA9D nails into Truss)or equivalent at 2-3-0 from the left end to connect truss(es)F04(1 ply 2x4 SPF)to front face of top chord. 6)Fill all nail holes where hanger is in contact with lumber. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)271 lb down at 0-1-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:4-5=-20, 1-3=-280 Concentrated Loads(lb) Vert:1=-271(F)6=-271(F) Job Truss Truss Type Qty Ply Blackberry Lane Northampton,MA 15033255BF F04 Floor 2 1 Job Reference(optional) Universal Forest Products Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries, Inc. Thu Jul 16 15:38:56 2015 Page 1 ID:H54QB2AJ8Y3RL86_gpK7vAz_RxB-Gf?obBNQVNVTn3pJjDRauriim95iEjzSzbJf3ayxSsjl. 2-6-0 1-2-4 1-8-4 P-6-0 0-1-8 Scale=1:27.1 l it it . 1.5X3 I, 1.5x3 1.5X3 3x6 FP.. 1.5X3 1 2 3 4 20 5 6 7 8 9 10 19 N 1 W2 W2 W2 W3 W2 W2 - o 86 (V j 18 M 17 16 15 14 13 12 1.5x3 1.5X3 1 - - 3x6 FP - - 3x8 3x6 it 6-9-12 17-1-8 6-9-12 10-3-12 Plate Offsets(X,Y)-- [1:Edge,0-1-8],[2:0-1-8,Edge],[3:0-1-8,Edge],[12:0-1-8,Edge],[13:0-1-8,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.45 Vert(LL) -0.06 11-12 >999 360 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.61 Vert(TL) -0.28 11-12 >438 240 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.03 11 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:67 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 18=333/Mechanical, 15=1126/0-5-4,11=560/0-5-8 Max Grav18=371(LC 2), 15=1129(LC 5), 11=582(LC 4) FORCES. (lb)-First Load Case Only TOP CHORD 1-18=-124, 11-19=-98, 10-19=-98, 1-2=0,2-3=-447,3-4=352,4-20=352,5-20=352,5-6=-1301,6-7=-1301,7-8=-1301,8-9=-1301,9-10=-6 BOT CHORD 17-18=447,16-17=447, 15-16=447,14-15=834, 13-14=834, 12-13=1301, 11-12=1056 WEBS 4-15=-285,2-18=-479,3-15=-856,2-17=-10,3-16=86,9-11=-1 130,5-15=-1275,9-12=265,5-13=544,6-13=-213,7-12=-45 JOINT STRESS INDEX 1 =0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00, 10=0.00,11 =0.00,12=0.00, 13=0.00, 14=0.00, 15=0.00, 16=0.00, 17=0.00, 18=0.00, 19=0.00 and 19=0.00 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)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. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard i Job Truss Truss Type Qty Ply 1 Blackberry Lane Northampton,MA I I 15033255BF F03L Floor Supported Gable 1 1 Job Reference(optional) Universal Forest Products Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Thu Jul 16 15:38:56 2015 Page 1 ID:H54QB2AJ8Y3RL86_gpK7vAz_RxB-Gf?obBNQVNVTn3pJjDRaurips9EwEpeSzbJf3ayxSsj 0-1-8 0-1-8 Scale=1:37.9 i i 316 FP 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 41 42 I, J 817 SY1 $T1 Srl §T1 J 1 ST1 gTi ST1T1 ST,i11 �1 3T1 S71 3TY71 AF1 BI R2 i I I i I 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x4 3x6 FP 3x4 24-0-0 24-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.06 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:84 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) OTHERS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 40=62/24-0-0,21=62/24-0-0,39=156/24-0-0,38=161/24-0-0,37=160/24-0-0,36=160/24-0-0,35=160/24-0-0,34=160/24-0-0,33=160/24-0-0,32=160/24-0-0,31=160/24-0-0, 30=160/24-0-0,28=160/24-0-0,27=160/24-0-0,26=160/24-0-0,25=160/24-0-0,24=160/24-0-0,23=161/24-0-0,22=156/24-0-0 FORCES. (lb)-First Load Case Only TOP CHORD 40-41=-50,1-41=-50,21-42=-50,20-42=-50, 1-2=-8,2-3=-8,3_4=_8,4-5=-815-6=-816-7=-8,7-8=-8,8-9=-819-10=-8, 10-11=-8, 11-12=-8, 12-13=-8, 13-14=-81 14-15=-8, 15-16=-8,16-17=-8, 17-18=-8, 18-19=-8, 19-20=-8 BOT CHORD 39-40=8,38-39=8,37-38=8,36-37=8,35-36=8,34-35=8,33-34=8,32-33=8,31-32=8,30-31=8,29-30=8,28-29=8,27-28=8,26-27=8,25-26=81 24-25=8,23-24=8,22-23=8,21-22=8 WEBS 2-39=-130,3-38=-134,4-37=-133,5-36=-133,6-35=-133,7-34=-133,B-33=-133, 10-32=-133,11-31=-133, 12-30=-133, 13-28=-133, 14-27=-133,15-26=-133, 16-25=-133, 17-24=-133, 18-23=-134, 19-22=-130 JOINT STRESS INDEX 1 =0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00, 10=0.00, 11 =0.00,12=0.00, 13=0.00, 14=0.00, 15=0.00, 16=0.00, 17=0.00, 18=0.00, 19=0.00,20=0.00,21 = 0.00,22=0.00,23=0.00,24=0.00,25=0.00,26=0.00,27=0.00,28=0.00,29=0.00,30=0.00,31 =0.00,32=0.00,33=0.00,34=0.00,35=0.00,36=0.00,37=0.00,38=0.00,39=0.00,40=0.00, 41 =0.00,41 =0.00,42=0.00 and 42=0.00 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard I I Job Truss Truss Type Qty Ply Blackberry Lane Northampton,MA 15033255BF F03GR Floor Girder 1 1 Job Reference(optional) Universal Forest Products Run:7.610 s Jan 29 2015 Print •7.610 s Jan 29 2015 MiTek Industries,Inc. Thu Jul 16 15:38:55 2015 Page 1' I D:H54QB2AJ8Y3R L86_gpK7vAz_RxB-oTRQOrMol4Nc9vE79WwLLdAR_lk?V7uJkya6X8yxSsk 0-1-8 - - - - 2-0-0 2-6-0 10-7-6 2 0 0 1, I 1 Scale=1:28.0 TH035140 4x10 3x4 3x4 3x6 FP 412 1 2 3 4 5 6, 7 8 9 10 TI T2 ryBL4 I'� w2 W2 W4 w4 w1 BI 0 ti 1 B2 _ i 17 di 16 15 143x4 13 12 11 4x1 0 3x1 1 3 M BSHS FP 4x1 . 0- ' 3x8 1.5x3 SP 4x8 it I 17-11-14 17-11-14 Plate Offsets(X,Y)-- [4:0-1-8,Edge],[11:Edge,0-1-8],[14:0-1-8,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.84 Vert(LL) -0.38 12-14 >557 360 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.76 Vert(TL) -0.70 12-14 >306 240 M18SHS 220/195 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.10 11 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 4-10-14 cc purlins, except end verticals. BOT CHORD 2x4 DF 2850F 2.3E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 17=1300/0-5-8, 11=1419/0-5-2 FORCES. (lb)-First Load Case Only TOP CHORD 17-18=-111,1-18=-111,10-11=-103, 1-2=-7,2-3=-4933,3-4=-4952,4-5=-6398,5-6=-6398,6-7=-5462,7-8=-5462,8-9=-5441,9-10=0 BOT CHORD 16-17=2985, 15-16=6398, 14-15=6398, 13-14=6803,12-13=6803,11-12=3137 WEBS 9-11=-3386,2-17=-3190,9-12=2502,2-16=2126,8-12=-210,3-16=-222,6-12=-1488,4-16=-1548,6-14=-455,4-15=165,5-14=107 JOINT STRESS INDEX 1 =0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00, 10=0.00, 11 =0.00,12=0.00,13=1.00, 13=0.00, 14=0.00, 15=0.00, 16=0.00, 17=0.00, 18=0.00 and 18=0.00 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 1.5x3 MT20 unless otherwise indicated. 4)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. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 cc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION, Do not erect truss backwards. 8)Use USP TH035140(With NASD nails into Girder&NA91D nails into Truss)or equivalent at 10-8-12 from the left end to connect truss(es)F04GR(1 ply 2x4 SPF) to front face of top chord. 9)Fill all nail holes where hanger is in contact with lumber. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert: 11-17=-20, 1-10=-100 Concentrated Loads(lb) Vert:6=-589(F) Job Truss Truss Type Qty Ply Blackberry Lane Northampton,MA 15033255BF F03AGR Floor Girder 1 1 Job Reference(optional) Universal Forest Products Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Thu Jul 16 15:38:54 2015 Page 1 ID:H54QB2AJ8Y3RL86_gpK7vAz_RxB-KHt1 AVLA_mFlXlfwboP6oQdEoLNOmg39VIgY?iyxSsl 0-1-8 2-6-0 0-6-0 1-7-6 ' Scale 1:28.0 4x10 3x4 TH035140 3x6 3x6 FP 40 2 1 2 3 4 5 1� 6 7 8 9 10 NBFI W2 W2 'I W4 W2 W7 N r ,.B1 _ -_. - III B2 -. 17 16 15 143x4 131 12 11 410 302 M18SHS FP 410-- - 3x8 1.516 SP 4x8 i 17-11-14 17-11-14 Plate Offsets(X,Y)-- [4:0-1-8,Edge],[11:Edge,0-1-8],[14:0-1-8,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 1.00 Vert(LL) -0.37 12-14 >578 360 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.79 Vert(TL) -0.68 12-14 >316 240 M18SHS 220/195 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) 0.10 11 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:84 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 285OF 2.3E(flat)'Except` TOP CHORD Structural wood sheathing directly applied or 2-11-15 oc purlins, except end verticals. T2:2x4 SPF 2100F 1.8E(f[at) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF 2850F 2.3E(flat) WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 17=1345/0-5-8, 11=1397/0-5-2 FORCES. (lb)-First Load Case Only TOP CHORD 17-18=-113, 1-18=-112, 10-11=-102, 1-2=-7,2-3-5156,3-4=-5175,4-5=-6756,5-19=-6756,6-19=-6756,6-7=-5369,7-8=-5369,8-9=-5351,9-10=0 BOT CHORD 16-17=3100, 15-16=6756, 14-15=6756, 13-14=6947,12-13=6947,11-12=3084 WEBS 9-11=-3330,2-17=-3313,9-12=2459,2-16=2244,8-12=-209,3-16=-219,6-12=-1696,4-16=-1693,6-14=-226,4-15=202,5-14=-17 JOINT STRESS INDEX 1 =0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00, 10=0.00, 11 =0.00,12=0.00, 13=1.01, 13=0.00, 14=0.00, 15=0.00, 16=0.00, 17=0.00, 18=0.00 and 18=0.00 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 1.5x3 MT20 unless otherwise indicated. 4)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. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. 8)Use USP TH035140(With NA9D nails into Girder&NA9D nails into Truss)or equivalent at 9-8-4 from the left end to connect truss(es)F11 GR(1 ply 2x4 SPF)to front face of top chord. 9)Fill all nail holes where hanger is in contact with lumber. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:11-1 7=-20,1-1 0=-100 Concentrated Loads(lb) Vert:19=-613(F) Job Truss Truss Type Qty Ply Blackberry Lane Northampton,MA 115033255BF F03 (Floor 3 1 Job Reference(optional) Universal Forest Products Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Thu Jul 16 15:38:54 2015 Page 1 ID:H54OB2AJ8Y3RL86_gpK7vAz_RxB-KHt1 AVLA_mFlXlfwboP6oOdlpLPommr9VlgY?iyxSsl - - i 1-9-12 0-7- 1-8-4 q-6-0 0-1:-8 Scale=1:37.4'.. 3x8 1.5x3 1.5x3 I 3x4 l 3x4 1.5x3 11 3x4 1.5X3 3x6 FP 3x4 3x6 1.5x3 3x4 - 1.5x3 1 2 3 4 5 6 7 8 9 10 11 12 13 TI 2 Ii ` 23 0 Wp W3 - BLT a 22 21 20 193x6 18 17 16 15 14'.. 3x6 3x6 1.5X3 'I 4x8 3x6 FP 3x4 3x4 3x6 13-2-4 23-6-0 13-2-4 10-3-12 Plate Offsets(X,Y)-- ]1:Edge,0-1-8],[4:0-1-8,Edge],[15:0-1-8,Edge],[16:0-1-8,Edge],[19:0-1-8,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.74 Vert(LL) -0.11 20-21 >999 360 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(TL) -0.29 14-15 >418 240 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.03 14 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:91 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 22=655/Mechanical, 14=440/0-5-8, 18=1689/0-5-4 Max Grav22=682(LC 2), 14=515(LC 3),18=1689(LC 1) FORCES. (lb)-First Load Case Only TOP CHORD 1-22=-106,14-23=-96, 13-23=-96, 1-2=0,2-3=-1800,3-4=-1800,4-5=-1487,5-6=-1487,6-7=-1487,7-8=1498,8-9=1498,9-10=-671, 10-11=-671, 11-12=-671, 12-13=-6 BOT CHORD 21-22=1277,20-21=1487, 19-20=1487, 18-19=309, 17-18=-34, 16-17=-34, 15-16=671, 14-15=755 WEBS 8-18=-30112-22=-1374,7-18=-1943,2-21=565,7-19--1272,3-21=-248,5-19=-283,4-21=356,4-20=-160, 12-14=-806,9-18=-1574, 12-15=-90,9-16=821, 10-16=-329, 11-15=59 JOINT STRESS INDEX 1 =0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00, 10=0.00, 11 =0.00,12=0.00, 13=0.00, 14=0.00, 15=0.00, 16=0.00,17=0.00, 18=0.00, 19=0.00,20=0.00,21 = 0.00,22=0.00,23=0.00 and 23=0.00 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard I I ill Job Truss Truss Type Qty Ply Blackberry Lane Northampton,MA 150332558E lF02L Floor Supported Gable I 2 1 Job Reference(optional) Universal Forest Products Run.7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Thu Jul 16 15:38:53 2015 Page 1 ID:H54OB2AJ8Y3RL86_gpK7vAz_RxB-s4Jfz9LXDS7uwc5k15utGC4HayDC1 SvOHe5?TGyxSsm' 0-1-8 0-1-8 Scale=1:16.3 2 3 4 5 6 7 8 9 III p9 ,, 20 Wily ST1 STI: STI: ST11 I15T1 ST1'. ST1 W1 BU I B1 I 18 _ _ 17. - 16 14 13 12 10- 3x4 3.4 10-5-8 I i 10-5-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.07 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:35 lb FT=0 0/oF,0%E LUMBER- BRACING- TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) OTHERS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 18=60/10-5-8, 10=49/10-5-8, 17=158/10-5-8,16=161/10-5-8, 15=160/10-5-8,14=160/10-5-8, 13=159/10-5-8, 12=164/10-5-8,11=141/10-5-8 FORCES. (lb)-First Load Case Only TOP CHORD 18-19=-50,1-19=-49,10-20=-39,9-20=-39, 1-2=-9,2-3=-9,3-4=-9,4-5=-9,5-6=-9,6-7=-9,7-8=-9,8-9=-9 BOTCHORD 17-18=9, 16-17=9, 15-16=9, 14-15=9,13-14=9, 12-13=9, 11-12=9,10-11=9 WEBS 2-17=-131,3-16=-134,4-15=-133,5-14=-134,6-13=-132,7-12=-137,8-11=-119 JOINT STRESS INDEX 1 =0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00, 10=0.00, 11 =0.00,12=0.00, 13=0.00, 14=0.00, 15=0.00, 16=0.00,17=0.00, 18=0.00, 19=0.00, 19=0.00,20= 0.00 and 20=0.00 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Blackberry Lane Northampton,MA 15033255BF F02GR Floor Girder 1 1 :Job Reference(optional) Universal Forest Products Run:7.610 s Jan 29'2015 Print 7.610 s Jan 29 2015 MiTek Industries,Inc. Thu Jul 16 15:38:52 2015 Page 1 I D:H54QB2AJ8Y3RL86_gpK7vAz_RxB-Ou m H IpKvS9?1 IS WYUONej?YwfYh V Is2t2_LSwpyxSsn 0-1-8 2-6-0 1-0-6 2-0-0 _ Scale 1,222 Special 1.5x3 1' 1.5x 4x12 1,5x3 TH035140 3x6 FP 1.5)3 1. 1 2 3 4 X14 5 6 74x10- 8 T1 T2 i 1 _ 1 W3 j 11 WS W3 W1 , 1 m e, I B3 7 o ax10 t6 15 14 13 12 11 10 9 6x8 3x6 600 3x6 FP 4x8 13-9-6 13-9-6 Plate Offsets(X,Y)-- [4:0-1-8,Edge],[9:Edge,0-1-8],[13:0-3-0,0-0-0],[14:0-1-8,Edge],[16:Edge,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.84 Vert(LL) -0.23 11-13 >710 360 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.81 Vert(TL) -0.39 11-13 >418 240 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(TL) 0.06 9 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:70 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E(flat)'Except' TOP CHORD Structural wood sheathing directly applied or 4-10-10 oc purlins, except end verticals. T2:2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SPF 210OF 1.8E(flat)'Except' B2:2x4 DF 285OF 2.3E(flat) WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 9=1196/0-5-2, 16=2349/0-3-8 FORCES. (lb)-First Load Case Only TOP CHORD 16-17=-1230, 1-17=-1228,8-9=-106, 1-2=-74,2-3=-5082,3-4=-5082,4-5=-4579,5-6=-4543,6-7=-4543,7-8=0 BOT CHORD 15-16=2872, 14-15=2871,13-14=5082, 12-13=5082,11-12=5082,10-11=2628,9-10=2630 WEBS 7-9=-2835,2-16=-3007,7-11=2063,2-14=2369,5-11=-297,3-14=-378,4-11=-548,4-13=-516 JOINT STRESS INDEX 1 =0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00, 10=0.00,11 =0.00,12=0.00,13=0.00, 14=0.00, 15=0.00, 16=0.00, 17=0.00 and 17=0.00 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)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. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Use USP TH035140(With NA9D nails into Girder&NA9D nails into Truss)or equivalent at 6-6-4 from the left end to connect truss(es)F04GR(1 ply 2x4 SPF)to back face of top chord. 7)Fill all nail holes where hanger is in contact with lumber. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1115 lb down at 0-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:9-16=-20, 1-8=-100 Concentrated Loads(lb) Vert:1=-1115(F)4=-805(B=-802) Job Truss Truss Type oty Ply Blackberry Lane Northampton,MA 15033255BF F02 Floor 14 1 1 ,Job Reference(optional) Universal Forest Products Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Thu Jul 16 15:38:52 2015 Page 1 ID:H54QB2AJ8Y3RL86_gpK7vAz_RxB-OumHlpKvS9?1 ISWYUONej?YueYhrlmpt2_LSwpyxSsn' 0-1-8 2-6-0 1-10-14 1-7-2 rh-6-0 0-1-8 Scale=1 441 3x8 3x4 3x4 3x6 FP 4x10 3x4 3x6 3x4 1 6C1. 2 3 J.. T1 �4..: 5 6' 7 _8 9 10 L. TW3 it 112 13. ib OL1 �N .� H1 S2' i !I 1I 24 23 22 21 20 19 -18 17 16 15-! 3x6 4x8 40 2 3x6 FP 4x10 4x4 3x4 3x6 I I it 17-9-6 28-0-0 17-9-6 10-2-10 Plate Offsets(X,Y)-- [4:0-1-8,Edge],[5:0-1-8,Edge],[16:0-1-8,Edge],[17:0-1-8,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) PLATES GRIP Ildefl L/d I TCLL 40.0 Plate Grip DOL 1.00 TC 0.97 Vert(LL) -0.30 22-23 >703 360 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.79 Vert(TL) -0.52 22-23 >409 240 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.05 18 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight: 105 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD 2x4 SPF 2100F 1.8E(flat)'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B2:2x4 SPF No.2(flat) WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 24=909/0-5-8, 15=346/0-5-8, 18=2063/0-5-4 Max Uplift 1 5=-25(LC 2) Max Grav24=924(LC 2), 15=488(LC 3),18=2063(LC 1) FORCES. (lb)-First Load Case Only TOP CHORD 24-25=105, 1-25=-105, 15-26=-94, 14-26=-94, 1-2=-6,2-3=-3112,3-4=-3112,4-5=-3232,5-6=-2042,6-7=-2042,7-8=-2042,8-9=2318,9-10=2318, 10-11=-183, 11-12=-183, 12-13=-183, 13-14=-6'' BOT CHORD 23-24=1924,22-23=3232,21-22=3232,20-21=3232,19-20=199, 18-19=199, 17-18=-658,16-17=183, 15-16=521 WEBS 9-18=-305,2-24=-2064,8-18=-2708,2-23=1282,8-20=1990,3-23=-294,6-20=-230,4-23=-128,5-20=-1280,4-22=-89,5-21=152, 13-15=-555,10-18=-1786, 13-16=-365, 10-17=994, 11-17=-417, 12-16=138 JOINT STRESS INDEX 1 =0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00, 10=0.00, 11 =0.00,12=0.00, 13=0.00, 14=0.00, 15=0.00, 16=0.00, 17=0.00, 18=0.00, 19=0.00,20=0.00,21 = 0.00,22=0.00,23=0.00,24=0.00,25=0.00,25=0.00,26=0.00 and 26=0.00 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 25 lb uplift at joint 15. 4)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. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss II Truss Type Qty Ply Blackberry Lane Northampton,MA 15033255BF F01 L Floor Supported Gable 12 1 Job Reference(optional) Universal Forest Products Run:7.610 s Jan 29 AJ8 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Thu Jul 16 15:38:51 2015 Page 1 Y3 RL86_gpK7vAz_RxB-viCvYTJ HhrtAg lxMwg rPBn?x38XkZYOjpKcuONyxSso. 0-,1-8 0-1,-8 Scale=1:28.3 3x6 FP 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 T1 T2. 3aJ 86.... 5T1 sTh $T STh ST1 yT1 STY STi7 N 1 � @2 II 1 ST T1 TM ST g1 T Y 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 3x4 3x6 FP 3x4 - 18-0-0 18-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.07 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 17 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:58 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) OTHERS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 32=57/18-0-0, 17=17/18-0-0,31=162/18-0-0,30=160/18-0-0,29=160/18-0-0,28=160/18-0-0,27=160/18-0-0,26=160/18-0-0,25=160/18-0-0,24=160/18-0-0,23=160/18-0-0, 22=160/18-0-0,21=158/18-0-0, 19=167/18-0-0, 18=116/18-0-0 FORCES. (lb)-First Load Case Only TOP CHORD 32-33=-49, 1-33=-48,17-34=-9, 16-34=-8, 1-2=-7,2-3=-7,3-4=-7,4-5=-7,5-6=7,6-7=-7,7-8=-7,8-9=-7,9-10=-7, 10-11=-7, 11-12=-7,12-13=-7, 13-14=-7,14-15=-7, 15-16=-7 BOT CHORD 31-32=7,30-31=7,29-30=7,28-29=7,27-28=7,26-27=7,25-26=7,24-25=7,23-24=7,22-23=7,21-22=7,20-21=7, 19-20=7, 18-19=7, 17-18=7 WEBS 2-31=-133,3-30=-134,4-29=-133,5-28=-133,6-27=-133,7-26=-133,8-25=-133,9-24=-133, 10-23=-133, 11-22=-134,12-21=-132, 14-19=-139, 15-18=-102 JOINT STRESS INDEX 1 =0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00, 10=0.00,11 =0.00,12=0.00, 13=0.00, 14=0.00, 15=0.00, 16=0.00, 17=0.00, 18=0.00, 19=0.00,20=0.00,21 = 0.00,22=0.00,23=0.00,24=0.00,25=0.00,26=0.00,27=0.00,28=0.00,29=0.00,30=0.00,31 =0.00,32=0.00,33=0.00,33=0.00,34=0.00 and 34=0.00 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job Truss Truss Type Qty Pty Blackberry Lane Northampton,MA 15033255BF F01 GR Floor Girder 1 n I Job Reference(optional) Universal Forest Products Run:7.61 L 0 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Thu Jul 16 15:38:50 2015 Page 1 I D:H54QB2AJ8Y3 RL86_gpK7vAz_RxB-RVeXK7IfwXIJ38M9MzKAeaSfckOJgt6aagsLsxyxSsp 0-1-8 2-0-0 2-0-0 2-0-0 2-6-0 „ 1-1-6 Scale=1:28.8 I 1.510 II MSH422 1.5X3 = 4x10 15x3 3x4 1.5x3 1 1.50 1 3x6 FP_-- 34 1.5x3 . 1 2 3' 4 5 6 3x4 7 8 9 10 '.. 8 df gL1 W2 W2 W2 W1 ry I 17 16 15 14 13 12 11 4x10 3x4 1.5x3 3x10 MT20HS FP 4x8 3x8 3.6 17-11-14 17-11-14 Plate Offsets(X,Y)-- [6:0-1-8,Edge],[15:0-1-8,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.56 Vert(LL) -0.32 15-16 >676 360 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.73 Vert(TL) -0.58 15-16 >366 240 MT20HS 148/108 BCLL 0.0 Rep Stress Incr NO WB 0.93 Horz(TL) 0.08 11 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:135 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E(flat)*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. T2:2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SPF 2100F 1.8E(flat) WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 17=2658/0-2-12,11=1447/0-2-9 FORCES. (lb)-First Load Case Only TOP CHORD 17-18=-229, 1-18=-229, 10-11=-101, 1-2=-14,2-3=-8273,3-4=-8273,4-5=-7591,5-6=-7591,6-7=-5611,7-8=-5611,8-9=-5611,9-10=0 BOT CHORD 16-17=4903, 15-16=8357, 14-15=7591, 13-14=7591,12-13=7591,11-12=3188 WEBS 9-11=-3441,2-17=-5445,9-12=2616,2-16=3775,7-12=-162,3-16=-1533,6-12=-2130,4-16=-95,5-15=166,6-14=254,4-15=-827 JOINT STRESS INDEX 1 =0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00, 10=0.00, 11 =0.00,12=0.00, 13=0.00,14=0.00, 15=0.00, 16=0.00, 17=0.00, 18=0.00 and 18=0.00 NOTES- 1)Fasten trusses together to act as a single unit as per standard industry detail,or loads are to be evenly applied to all plies. 2)Unbalanced floor live loads have been considered for this design. 3)All plates are MT20 plates unless otherwise indicated. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s) 17,11. 5)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. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 1 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8)CAUTION, Do not erect truss backwards. 9)Use USP MSH422(With 10d nails into Girder&10d nails into Truss)or equivalent at 4-4-4 from the left end to connect truss(es)F05GR(1 ply 2x4 SPF)to back face of top chord. 10)Fill all nail holes where hanger is in contact with lumber. 11) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert: 11-17=-20, 1-3=-280,3-10=-100 Concentrated Loads(lb) Vert:3=-1233(B) 'I I Job Truss Truss Type Qty Ply Blackberry Lane Northampton,MA 15033255BF F01 Floor 13 1 Universal Forest Products Run:7.61 Job Reference(optional) 0 s Jan 29 2015 Print 7.610 s Jan 29 2015 MiTek Industries,Inc. Thu Jul 16 15:38:50 2015 Page 1 1 D:H54QB2AJ8Y3 RL86_gpK7vAz_RxB-RVeXK7lfwXIJ38M9MzKAeaSbykOWgvxaagsLsxyxSsp 0-1-8 _2-6-0 2-0-0 0-1-8 Scale=1.28.1. i 4x8 3x4 3x6 FP 4x8 1 2 3 4 5 3x4 6 7 8 9 I6� -T7. i _ - -_-_._. -T2 N BL It W2. W2 W2 W2 W2. W2 BL1 �i I 31 B2 16 15 14 13 12 11 1.0- 4x10-- 3x12 MT18HS FP 3x8 40 0 3x8 18-0-0 18-0-0 Plate Offsets(X,Y)-- [4:0-1-8,Edge],[5:0-1-8,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.79 Vert(LL) -0.33 13-14 >648 360 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.72 Vert(TL) -0.58 13-14 >366 240 MT18HS 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.08 10 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:67 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-7-5 oc purlins, except end verticals. BOT CHORD 2x4 SPF 2100F 1.8E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 16=1059/0-5-8,10=1059/0-5-8 FORCES. (lb)-First Load Case Only TOP CHORD 16-17=-104,1-17=-104,10-18=-104,9-18=-104, 1-2=-6,2-3=-3827,3-4=-3827,4-5=-4495,5-6=-3827,6-7=-3827,7-8=-3827,8-9=-6 BOT CHORD 15-16=2299,14-15=4495, 13-14=4495, 12-13=4495,11-12=4495,10-11=2299 WEBS 8-10=-2467,2-16=-2467,8-11=1650,2-15=1650,6-11=-254,3-15=-254,5-11=-718,4-15=-718,4-14=30,5-13=30 JOINT STRESS INDEX 1 =0.00,2=0.00,3=0.00,4=0.00,5=0.00,6=0.00,7=0.00,8=0.00,9=0.00, 10=0.00, 11 =0.00,12=0.00, 13=0.00, 14=0.00, 15=0.00, 16=0.00, 17=0.00, 17=0.00, 18=0.00 and 18=0.00 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 1.5x3 MT20 unless otherwise indicated. 4)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. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Old(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard I II j O'm o m W r 5 1 rr-.IQ D cu 'm tDc'o' m 13' 1" 12-5" 13'6" 8101. Ilo�o,o�l,o 0 0 0 l I w 3 9 1 IIII cD III I -n III I rn I o Ill m rn w MSH426 F12GR MSH4221F p III tT _ -� IIIW :LI I i _ I I ! O O O �: O, O N N p III _ I I , B_7 3 I I I h! I o l 0 -n _1_08(4 o o o rn 1GRo IIIIIIIIII I I U _N N II I F094 0 c I I - ' Lt - III I I I III 0 III i �I -n I� F12 4 _ A ( �.' a Ir °? IIh -1 , 0" ;2'0" I 0 0" 2-0„ } CD 2'0" 2,0" 2-0 0 2 0, h 0, 0 7 0" III 0" 2-0� 2 0„ �I . _ _ o A A W W _ I _ A � _ o 0 o III B3- w I � � � IIII 1 IIII w Nw ' w w IIII III ti III ti 1 Iu, ' ' I II III � ti N T � IIII II ' III III IIII ' III 1' N IIIIW I ' A 1 Y, I , I I w III F13 I, I ll l w q 5) 1 0�_ _ IIII o III IIII o _ III IIII III oo p 2'0., F 0 0" 2'0" 2'0" m I I I III � n � �i IIII I I I I I 3'0" 7'2" 17'6" I 11-4" 8,0" 00 00 l0 0 24'0" F03L II'1 1 1/4" I! III - Iu - III o_ CO CO W W ° 00 W o - N J A (T !T W W i i i i ° III p III m OO N 0D p0 =.,. O = O O O = O f0'''; - , , , , III s I rJ Cl) CJ iO W w w'oo l III o ? A A A _ ? ?1 a _ X x x x x X x C� WI t 1 0o n A A A 00111 � 7 _P T T T N W III rrr0) rr °o- III. I < In (n In In r r r r r Cn III 'o -n N p ° mmmm -4I s: Q (ji m -- r� m W III o W ITI C° III o FD 0 11 III W N N W N w N Z (D II o m I I fl o ¢ II p � C/) U) C �m III o - Cl) fn � 0 - — _ x = xcnvttn o',o 'm III p oW ° W O � Q N N N 17 ° 0.n fll O N O N A'' O III p co 0 w III A A C III No III 111 J-1 tt4" MSH422 F06GR MSH422 :. - F06 MSH422 O :OWD MSH422 F07 — --- III = F06 00 � F07 N 1'2,'3/4' MSH422. ' MSH422 F05L _ F04L T2 1/2" 8' 1" 8'8 1/2" i THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual building components to be McCormick Residence incorporated into the building design at the specification of the building designer. See individual design sheets for each truss design identified on the placement drawing. The building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers,beams, Blackberry Lane Northampton, MAwalls,and columns is the responsibility of the building designer, For general guidance regarding bracing,consult"Bracing of UFP Belichertown, J� wood trusses"available from the Truss Plate Institute 583 d truss l Drive Madison,WI final It is the responsiblility of the 07/16/2015 General conditions,and use.If they to verify that the provided truss layout shall match the final intended construction plans, loading conditions,and use.If they do not,it is the responsiblility of the General Contractor/Superintendent to provide prints/plans containing the latest specifications and designs. Universal Forest Products will not be responsible for print/plan A Universal Forest Products Company For Pricing Only changes by others after final approval ofshop drawings,nor will they be responsible for errors or modifications made on-site during construction.DO NOT CUT,NOTCH,DRILL,OR OTHERWISE"REPAIR"MANUFACTURED TRUSSES IN ANY WAY t,SFagRo d,Pt i Bua 94.,/Seh 6erto�,��,nL�07011 ,`Pho.e:41.. --??a?JF. 41T-'=^3-5"?RO : WITHOUT PRIOR WRITTEN AUTHORIZATION BY A LICENSED PROFESSIONAL DESIGNATED BY UFP. UFP WILL NOT 15033255BF BE HELD RESPONSIBLE FOR ANY MODIFICATIONS OR"CHARGE BACKS"DONE WITHOUT PRIOR WRITTEN ,AUTHORIZATION FROM UFP _ _ - Job 150332556 Truss Truss Type Qty Ply Blackberry Lane Northampton,MA T10SGE GABLE 2 1 Job 7 6106 Jfan 29 2015 M T k Industries,Inc. Tue Jul 07 14:19:46 2015 Pa e 1 1 1 Universal Forest Products g _ 8xnz_Rsx -1-0-0 7-3-3 12-0-0 16-8-13 24-0-0 X25-0-q _ _ B-JOWFH3Tx46Lr xvGmxCvwX8bF7601ALOsNR 1-0-0 7-3-3 4-8-13 4-8-13 7v x1 7-3-3 1-0-01 Scale=143.2. 616 5 I I 32 33 1 12.00 12 T2 T2 34 c 31 61 6 4 w3 6* I ' 4.00'12 30 35 ur 4x6 T1 1 4)6 T1 �M 3 �IT 1111 W2 � 1 �* T i1 I 29 I I iNVi W2 IIYV7 $T2 2 ST1 >... _... 6 36 1 di 1 HW1 t 9 la 1 12 11 10 --� SIB 4x12 1 4x12 I I 7-3-3 12-0-0 16-8-13 24-0-0 7-3-3 4-8-13 4-8-13 7-3-3 Plate Offsets(X,Y)- [2:0-6-3,Edge],[8:0-6-3,Edge],[11:0-4-0.0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc I/deft Ud PLATES GRIP TOLL 40.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.1811-12 >999 240 MT20 197/144 (Roof Snow-_40.0) Lumber DOL 1.15 BC 0.85 Vert TL -0.3311-12 >876 180 TCDL 10.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.10 8 n/a n/a BCLL 0.0 ' Code IRC2009/TPI2007 (Matrix-M) Wind(LL) 0.0611-12 >999 360 Weight: 127 lb FT=4% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-10 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud`Except' MiTek recommends that Stabilizers and required cross bracing be installed W3:2x4 SPF No.2 during truss erection,in accordance with Stabilizer Installation guide. OTHERS 2x4 SPF No.2 or 2x4 SPF Stud - - SLIDER Left 2x6 SPF No.2 1-11-12,Right 2x6 SPF No.2 1-11-12 REACTIONS. (lb/size) 2=1547/0-5-8 (min.0-2-7),8=1547/0-5-8 (min.0-2-7) Max Horz 2=-80(LC 9) Max Uplift2=-81(LC 6),8=-81(LC 7) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-698/32,3-30=-2628/416,4-30=-2506/425,4-31=-1715/315,31-32=-1610/338,5-32=-1416/341,5-33=-1416/341,33-34=-1610/338, 6-34=-1715/316,6-35=-2506/425,7-35=-2627/416,7-8=-698/32 BOT CHORD 2-12=-308/2377, 11-12=-310/2374, 10-11=-310/2374,8-10=-308/2377 WEBS 5-11=-325/1705,6-11=-1480/340,4-11=-1480/340 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=1.33 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 11;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 1.5x3 MT20 unless otherwise indicated. 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*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. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 81 lb uplift at joint 2 and 81 lb uplift at joint 8. 11)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. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1 I I I III', 1 Job Truss Truss Type Qty Ply Blackberry Lane Northampton,MA 15033255B T10 ROOF SPECIAL 118 1 Job Reference(optional) Universal Forest Products 7.610 s Jan 29 2015 MiTek Industries,Inc. Tue Jul 07 14:19:20 2015 Page 1 I D:H54QB2AJ8Y3RL86_gpK7vAz_RxB-4PyQgA8dC73XsxwGETkpt339peEJ DQvZtKBm 1 Hz_RtL'' -1-0-0 7-3-3 12-0-0 16-8-13 24-0-0 25-0-0 7-3-3 4-8-13 4-8-13 7-3-3 1-0-0 Scale=1:43.2j 616 it i 5 25 24 12.00 12 i T2 T2 23 26 6Mi 6 .. 4 ��1V 6)6 4.00'12 22 'Il _.27 4)fi - 4 ' 3 Ti W7 T1 7 i W2 W2 W,I 21 2 8 28 of HW1 9 HWI TI 12 11 10 1.5)0 54 1.5x3 11 4x12 I 4x12 7-3-3 12-0-0 16-8-13 24-0-0 7-3-3 4-8-13 4-8-13 7-3-3 ( ) [ -3,Edge],I8 0-6-3,Edge],[11:0-4-0,0-3-0] Plate Offsets X,Y-- 2:0-6 _ _ - - LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 1 Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.1811-12 >999 240 MT20 197/144 TCDLSnow=40000 Lumber DOL 1.15 BC 0.85 Vert(TL) -0.3311-12 >876 180 TCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.10 8 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix-M) Wind(ILL) 0.0611-12 >999 360 Weight: 118 lb FT=4% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-10 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud*Except* MiTek recommends that Stabilizers and required cross bracing be installed W3:2x4 SPF No.2 during truss erection,in accordance with Stabilizer Installation guide. SLIDER Left 2x6 SPF No.2 1-11-12,Right 2x6 SPF No.2 1-11-12 REACTIONS. (lb/size) 2=1547/0-5-8 (min.0-2-7),8=1547/0-5-8 (min.0-2-7) Max Horz 2=-80(LC 9) Max Uplift2=-81(LC 6),8=-81(LC 7) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-698/32,3-22=-2628/416,4-22=-2506/425,4-23=-1715/316,23-24=-1610/338,5-24=-1416/341,5-25=-1416/341,25-26=-1610/338, 6-26=-1715/316,6-27=-2506/425,7-27=-2627/416,7-8=-698/32 BOTCHORD 2-12=-308/2377, 11-12=-310/2374, 10-11=-310/2374,8-10=-308/2377 WEBS 5-11=-325/1705,6-11=-1480/340,4-11=-1480/340 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=1.33 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)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 81 lb uplift at joint 2 and 81 lb uplift at joint 8. 8)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. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard I ' II I I LI I I Job Truss Truss Type Qty Ply Blackberry Lane Northampton,MA 15033255B S11SGE I GABLE 2 1 Job Reference(optional) Universal Forest Products 610 s Jan 29 2015 MiTek Industries,Ind. Tue Jul 07 14:17:44 2015 Page 1 ID:H54QB2AJ8Y3RL86_gpK7vAz_RxB-ux97gL_Ppdz9LBapcJ01_p5sbxY9j3yQoPuhfrz_Rur 0-5-8 -1-0-0 3-0-9 5-9-10 12-0-0 18-2-6 20-11-7 24-0-0 25-0-0 1-0-0 2-7-1 2-9-1 6-2-6 1 6-2-6 2-9-1 3-0-9 1-0-d 0-5-8 616 Scale=1:66.T 6 1Z00 112 L5x3 '.I T2 T2 _ 4x6 4)6 1.5)61 5 7 1 32 1.5)6 II VV 4x8 ; 31 T T 4x8 5II a ws � ws e �T� $T1 3xd 1 11� Ii' 'I 5.T 3� i L.J_ ,1 2x4�i --� 2x4 i', U T1 W4 16 5x6. 1.5x3 15 1.5x3 I'. 14 W4 Ti 9 3x8 3 10 5x6 J!Bi N 11 4x5 17 \8'!\ - 4x8 d 4)6 3 2 W2 M W8 10 �� 12.00:112 �Z 11 N N 2 p ` 1 4x4 12J 18 4x4 0-5-8 3-0-9 5-9-10 12-0-0 18-2-6 20-11-7 23-6-824- -0 0-5-8 2-7-1 2-9-1 6-2-6 6-2-6 2-9-1 2-7-1 015-8 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.1915-16 >999 240 MT20 197/144 TCDLSnow= 10.0 Lumber DOL 1.15 BC 0.51 Vert(TL) -0.36 15-16 >791 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.65 Horz(TL) 0.71 12 n/a n/a BCDL 10.0 Code IRC2009ITP12007 (Matrix-M) Wind(LL) 0.07 16 >999 360 Weight: 165 lb FT=4% LUMBER_ BRACING_ TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-5 oc purlins, except end verticals. 1 BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud'Except' WEBS 1 Row at midpt 8-15,4-15 W7:2x4 SPF No.2,W1:2x6 SPF No.2 OTHERS 2x4 SPF No.2 or 2x4 SPF Stud REACTIONS. (lb/size) 18=776/0-5-8 (min.0-1-8), 12=776/0-5-8 (min.0-1-8). Max Horz 18=-134(LC 6) Max Upliftl8=-28(LC 8), 12=-28(LC 9) I 1 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1727/140,3-4=-2784/216,4-31=-861/65,5-31=-792/66,5-6=-784/78,6-7=-784/78,7-32=-792/66,8-32=-861/65,8-9=-2786/78, 9-10=-1668/103,2-18=-811/123, 10-12=-805/123 BOT CHORD 16-17=-279/1548, 15-16=-218/1826,14-15=0/1 825, 13-14=-3/1553 WEBS 6-15=-21/171,8-15=-1327/110,8-14=0/1509,9-14=0/941,9-13=-490/18,4-15=-1327/221,4-16=-189/1507,3-16=-43/944,3-17=-443/39, 2-17=-76/1217, 10-13=-9/1172 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=1.33 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 12.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)"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. 9)Bearing atjoint(s)18, 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 28 lb uplift at joint 18 and 28 lb uplift at joint 12. 11)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. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1 II 1 I I I I III 'I LL ' Job Truss Truss Type Qty Ply Blackberry Lane Northampton,MA 15033255B S11 ROOF SPECIAL 2 17 Job Reference(optional) gg Universal Forest Products qp y _ q _Ru1 i 610 s Jan 29 2015 MiTek Industries,Inc. Tue Jul 07 14:18:04 2015 Pa e 1 ID:H54QB2AJ8Y3RL86_ K7vAz_RxB-IoMhtAE 5mUKIG6fnWN olwHY?N P6vNPWkkMhz 0-5-8 1-0-0 3-0-9 5-9-10 12-0-0 18-2-6 20-11-7 24-0-0 25-0-0 1-0-0 2-7-1 2-9-1 6-2-6 6-2-6 2-9-1 3-0-9 1-0-0 0-5-8 6)6 Scale=1:66.7 6 12.00 12 T2 !T2 4)6 416 i 5 7 20 4x9 19 4� 4 W6 W6 8 N q Ti 16 . 15 14 Ti 3x6 3 W4 5x6 W4 9 W3 3)S 5x6 US v 4)B 17 13 B'I� 16 2 W2 36 W8 10 12.00 12 �V 1 11 11 C o I Owl 12 18 4A 0�5�8 _3-0-9 5-9-10 12-0-0 18-2-6 20-11-7 23-6-824-0-0 0-5-8 2-7-1 2-9-1 6-2-6 6-2-6 2-9-1 2-7-1 0-5-8 TCLL 40.0 SPACING- 1-0-0 CSI. I DEFL in (loc) I/deft Ud PLATES GRIP LOADING(psf) (Roof Snow=40.0) Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.1915-16 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.51 Vert(TL) -0.3615-16 >791 180 BCLL 0.0 * Rep Stress Incr YES WB 0.65 Horz(TL) 0.71 12 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix-M) Wind(LL) 0.07 16 >999 360 Weight: 147 lb FT=4% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-5 oc purlins, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud*Except* WEBS 1 Row at midpt 8-15,4-15 W7:2x4 SPF No.2,W1:2x6 SPF No.2 REACTIONS. (lb/size) 18=776/0-5-8 (min.0-1-8), 12=776/0-5-8 (min.0-1-8) Max Horz 18=-134(LC 6) Max Uplift18=-28(LC 8), 12=-28(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1727/140,3-4=-2784/216,4-19=-861/65,5-19=-792/66,5-6=-784/78,6-7=-784/78,7-20=-792/66,8-20=-861/65,8-9=-2786/78, 9-10=-1668/103,2-18=-811/123, 10-12=-805/123 BOT CHORD 16-17=-279/1548, 15-16=-218/1826,14-15=0/1 825, 13-14=-3/1553 WEBS 6-15=-21/771,8-15=-1327/110,8-14=0/1509,9-14=0/941,9-13=-490/18,4-15=-1327/221,4-16=-189/1507,3-16=-43/944,3-17=-443/39, 2-17=-76/1217, 10-13=-9/1172 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=1.33 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 12.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.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. 1 7)Bearing at joint(s)18, 12 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 28 lb uplift at joint 18 and 28 lb uplift at joint 12. 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 I I I Job Truss Truss Type Qty Ply Blackberry Lane Northampton,MA 1150332556 S09SGE GABLE 1 1 Job Universal Forest Products 6106 Jan P9 20151 M Tek Industries,Inc Tue Jul 07 14:21:06 2015 Page 1 ID:H54QB2AJ8Y3RL86 gpK7v Az RxB-z MU3PR6EhQVaE1eSke g APSOoMZf2UC9F NIBz_Rrhl, 1-0-00-5-8 3-61 2 2-2-6 2-2-6 316-610 12 0{ 8X8 Scale=1:35.5' 4 I 2.4 5 2.4 3 W4 I W4 12.00 12 F ST1�,I W3, II W3'. Ti L� T1 10 5x12 1.5x3 ii 9 5x12 4)6'. 4x8 W2 W2 Bt 81 6 N i 2 � / d d 12.00112 7 9 W1 W7 d' 4x4 .8 . 11 4x4 0-5-$ 3-6-10 7-11-6 11-0-8 11-6-0 t7 Plate Offsets(X,Y)-- [4:0-3-8,Edge]_ -5-$ 3-1-2 4-4-12 3-1-2 0-5-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.05 10 >999 240 MT20 197/144 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.24 Vert TL -0.12 9-10 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.17 8 n/a n/a BCLL 0.0 * Code IRC2009/TPI2007 (Matrix-M) Wind(LL) 0.02 10 >999 360 Weight:81 lb FT=4% BCDL_ 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-15 oc purlins, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud*Except* MiTek recommends that Stabilizers and required cross bracing be installed WL 2x6 SPF No.2 OTHERS 2x4 SPF No.2 or 2x4 SPF Stud during truss erection,in accordance with Stabilizer Installation guide. I - -- REACTIONS. (lb/size) 11=802/0-5-8 (min.0-1-8),8=802/0-5-8 (min.0-1-8) Max Horz 11=1 25(LC 7) Max Uplift11=-46(LC 8),8=-46(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1434/58,3-4=-1325/158,4-5=-1325/102,5-6=-1434/7,2-11=-768/182,6-8=-768/182 BOT CHORD 9-10=-2/457 WEBS 4-9=-58/912,4-10=-201/912,2-10=0/1029,6-9=0/1029 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=1.33 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 12.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*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. 9)Bearing atjoint(s)11,8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 46 lb uplift atjoint 11 and 46 lb uplift at joint 8. 11)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. 12)"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 Ply Blackberry Lane Northampton,MA S09 ROOF SPECIAL I4 1 1Un Universal Forest Products .6106 Jan 29 20151M T k Industries,Inc. Tue Jul 07 14:20:46 2015 Page 1 I D:H54QB2AJ8Y3RL86_gpK7vAz_RxB-Zy8wtaBZyYu KB9VoHXHzM Bdzrl k_M RF Dfj_J3lz_RS? -1-0-0 Q-5- 3-6-10 5-9-0 7-11-6 11-6-0 12-6-0 1-0-00-5-8 3-1-2 2-2-6 2-2-6 3-6-10 1-0-0 616 Scale=1:35.5 4 i I 2x4 11 5 2.4 1 3 W4 W4 12.00112 N W31 W3�, Tl Tl a B2 i 10 5x12 9 5x12 4x8 4x8 W2 W2 Bt B1 6 N 2 , i d 0 12.012 T a W.-I, W1 W1 tD ^J 1 4x4 8 1 4x4 Q 5-8 3-6-10 7-11-6 11-0-8 11-670 _-5-8 3-1-2 4-4-12 3-1-2 LOADING(psf) TCLL 40.0 I SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow=40.0) Plate Grip DOL 1.15 TC 0.17 Vert(LL) 0.05 10 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.24 Vert(TL) -0.12 9-10 >999 180 TCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.17 8 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix-M) Wind(LL) 0.02 10 >999 360 Weight:77 lb FT=4% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-15 oc purlins, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud*Except* MiTek recommends that Stabilizers and required cross bracing be installed W1:2x6 SPF No.2 during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11=802/0-5-8 (min.0-1-8),8=802/0-5-8 (min.0-1-8) Max Horz 11=125(LC 7) Max Uplift11=-46(LC 8),8=-46(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1434/58,3-4=-1325/158,4-5=-1325/102,5-6=-1434/7,2-11=-768/182,6-8=-768/182 BOT CHORD 9-10=-2/457 WEBS 4-9=-58/912,4-10=-201/912,2-10=0/1029,6-9=0/1029 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=1.33 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 12.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing atjoint(s)11,8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 46 lb uplift at joint 11 and 46 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 1 i i L II I I I I I Job Truss Truss Type Qty Ply Blackberry Lane Northampton,MA 1Un3ve�salBForest Products S05SGE GABLE 2 17 I Job Reference(optional) 610 s Jan 29 2015 MiTek Industries,Inc. Tue Jul 07 14:27:48 2015 Page 1 I D:H54QB2AJ8Y3RL86_gpK7vAz_RxB-CBeTRtIGZC3Sp01 u?9rxTB61 XQhFEADKhNCesrz_RIP 19-0-0 1-0-0 3-6-10 5-5-6 5-5-6 3-1-2 0-5-18 10� 3-6-10 9-0-0 14-5-6 17-6-8 18-0- 6)6 1-0-0 Scale=1:51.9!1 4 I 1sX11! 24 ! 23 ICI 1.5X1 1.5X1 I 12.00112 �yg 3� _1I 3 T1 T STS I T1 3x6 5 it ST{ ST1 ,I I' { { 3)60T w4 w4 S � L' zxa - z 11 6x6 . 1.5X8 10 1.5X1 II 9 6�B '..I, 6A 34 3x5 6)6 W2 !I 2 Bi 31 6 IiN 7 I� ! 1 w1. 12.00112 wi l N I�N 0 6 4x4 �6 12 4.4 it r - �- ;o 0 5-8 3-6-10 9-0-0 14-5-6 17-6-8 1 0 II 0-5-8 3-1-2 5-5-6 5-5-6 3-1-2 0-5-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.11 10 >999 240 MT20 197/144 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.53 Vert(TL) -0.22 10-11 >970 180 TCDL 10.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.39 8 n/a n/a BCDL 10.0 * Code IRC2009/TP12007 (Matrix-M) Wind(LL) 0.04 11 >999 360 Weight: 127 lb FT=4% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-8 oc purlins, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud*Except* MiTek recommends that Stabilizers and required cross bracing be installed W1:2x6 SPF No.2 during truss erection,in accordance with Stabilizer Installation guide. OTHERS 2x4 SPF No.2 or 2x4 SPF Stud - REACTIONS. (lb/size) 12=1192/0-5-8 (min.0-1-14),8=1192/0-5-8 (min.0-1-14) Max Horz 12=199(LC 7) Max Uplift12=-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=-2780/230,3-23=-1134/115,4-23=-936/133,4-24=-936/133,5-24=-1134/115,5-6=-2780/155,2-12=-1158/219,6-8=-1158/219 BOT CHORD 11-12=-289/289, 10-11=-281/1777,9-10=0/1777 WEBS 4-10=-55/823,5-10=-1199/210,5-9=0/1115,3-10=-1199/296,3-11=-215/1115,6-9=0/2143,2-11=-116/2143 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=1.33 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 12.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*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. 9)Bearing atjoint(s)12,8 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 52 lb uplift at joint 12 and 52 lb uplift at joint 8. 11)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. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard I li I I ! ! ! I I I I I I !I Job Truss Truss Type Qty Ply Blackberry Lane Northampton,MA 150332556 S05 ROOF SPECIAL 5 1 Universal Forest Products ID:H54Q62AJ8Y3RL86_gpK ob —Y p g J Reference(optional) 610 s Jan 29 2015 MiTek Industries,Inc. Tue Jul 07 14:27:34 2015 Page 1' 7vAz RxB-cSoAV47UsvIR7shCADbfuEWe3mv rIGT6 vMfz Rld, 19-0-0 11-0-0 3-6-10 9-0-0 14-5-6 17-6-8 1�-Or0 1-0-0 3-6-10 5-5-6 5-5-6 3-1-2 0-5-8 6,E 1-0-0 Scale=1:51.9 4 i i 13 14 12.00112 y I'I 3)0 Ti 3x8 d 3 T1 5 W3 W4 W4 Wa LL 11 6x8 _ 10 9 6x8 6x8 W2 3x8 6)6 _ W2 2 _ B1 131 6 iw l 7 ".1 jiw1� 12.00'.,.12 ,Will N N j 44 8 12 4X4 0,578 3-6-10 9-0-0 14-5-6 1 17-6-8 18-0-0 0-5-8 3-1-2 5-5-6 5-5-6 3-1-2 0-5-8 TCLL 40.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP LOADING(psf) (Roof Snow=40.0) Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.11 10 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.53 Vert(TL) -0.22 10-11 >970 180 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.39 8 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix-M) Wnd(LL) 0.04 11 >999 360 Weight: 112 lb FT=4% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-8 oc purlins, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud*Except* MiTek recommends that Stabilizers and required cross bracing be installed W1:2x6 SPF No.2 during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12=1192/0-5-8 (min.0-1-14),8=1192/0-5-8 (min.0-1-14) Max Horz 12=199(LC 7) Max Uplift12=-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=-2780/230,3-13=-1134/115,4-13=-936/133,4-14=-936/133,5-14=-1134/115,5-6=-2780/155,2-12=-1158/219,6-8=-1158/219 BOT CHORD 11-12=-289/289, 10-11=-281/1777,9-10=0/1777 WEBS 4-10=-55/823,5-10=-1199/210,5-9=0/1115,3-10=-1199/296,3-11=-215/1115,6-9=0/2143,2-11=-116/2143 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=1.33 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 12.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing atjoint(s)12,8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 52 lb uplift at joint 12 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 i I �I I I I 150332558 !SO4 I ROOF SPECIAL ' Job Truss Truss T Qty Ply Blackberry Lane Northampton,MA 9 1 Job Reference(optional) Universal Forest Products ID -a4F2kWdiMCFDrrWRoFUIzFg2gPpCYD VbrEjob za Page ID:H54QB 1, 0 1-0-0 3-10-11 5-11-5 5-5-6 3-6-10 190-0 6� Scale=1:51.011 5 12.00',12 I 16 i1 I I 17 T2 11 19 N 4.00112 5x10 3 I 4 3)6 ,b 4 ',,. 6 x4 T3 3 2 T1 �. 11 N ii -.HW1 W11 W2 1 W4 12 11 10 5x6 4 II 1.5x3 11 3,6 6x8 W6 132 7 8 0 j 12.001112 W 7� 4x4 I 3-10-11 9-0-0 14-5-6 17-6-8 1�-0-0 3-10-11 5-1-5 5-5-6 3-1-2 0-5-8 Plate Offsets(X,Y)-_[2:0-4-11,0-2-10],[7:0-2-0,0-1-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 40.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.10 11-12 >999 240 MT20 197/144 TCDLSnow=4 O O Lumber DOL 1.15 BC 0.63 Vert(TL) -0.20 10-11 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.94 Horz(TL) 0.22 9 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix-M) Wnd(LL) 0.0311-12 >999 360 Weight: 104 lb FT=4% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc purlins, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud*Except* MiTek recommends that Stabilizers and required cross bracing be installed W7:2x6 SPF No.2 during truss erection,in accordance with Stabilizer Installation guide. SLIDER Left 2x6 SPF No.2 1-11-12 REACTIONS. (lb/size) 2=1171/0-5-8 (min.0-1-13),9=1208/0-5-8 (min.0-1-14) Max Horz 2=-181(LC 9) Max Uplift2=-55(LC 8),9=-79(LC 9) I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-537/55,3-4=-1812/230,4-17=-1101/139, 17-18=-958/142,5-18=-956/156,5-19=-965/169,6-19=-1163/152,6-7=-2828/216, 7-9=-1174/239 1 BOTCHORD 2-12=-46/1639, 11-12=-15/1640, 10-11=-14/1809 WEBS 4-11=-1024/230,5-11=-87/848,6-11=-1204/224,6-10=0/1133,7-10=-13/2182 NOTES- 1)Wind:ASCE 7-05; 100mph;TCDL=5.Opsf;BCDL=S.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=1.33 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category Il;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)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 1 7)Bearing at joint(s)9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 55 lb uplift atjoint 2 and 79 lb uplift at joint 9. 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 I '111 I 1 I I I I II1 I I I II I Job Truss Truss Type Qty Ply Blackberry Lane Northampton,MA 15033255B SO4C Roof Special 1 1 Job Reference(optional) Universal Forest Products 7.610 s Jan 292015 MiTek Industries,Inc. Tue Jul 07 14:33:44 2015 Page 1 1 D:H54QB2AJ8Y3RL86_gpK7vAz_RxB-ne929bcakbwyWjzJswEQuFrsCw9leFRkZI RULCz_Rfr -1-0-0 3-10-11 9-0-0 14-5-6 15-6-0. 17-6-8 1-0-0 _ 3-10-11 5-1-5 _ 5-5-6 1-0-10 2-0-8 6)6 Scale=1:39.61 1 5 Ali i 12,00 12 j !, I I I ',.,,.. T2 20 T3 , W3 I ' 5x10 1 4.00112 4 '... 3 6 3,0 4x4 18 3 of T1 W4 6)6 2x4 y, 1 2 'F1W1 W1 W2 T WS - B1 _ - 11yg I aI a � - 13 12 11 B2 W7i W8 N 1.5X1!1 3)0 6)6 1 J:::� d 1 4A 1 63 v 12.00112.6# 10 9 M 3-10-11 9-0-0 14-5-6 15-4-8, 17-6-8 ! 3-10-11 5-1-5 5-5-6 0-11-2 2-2-0 Plate Offsets(X,Y)— [2:0-4-11_,0-2-10],[7:0-2-12,0-3-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.10 11 >999 240 MT20 197/144 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.64 Vert(TL) -0.1811-12 >999 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.60 Horz(TL) 0.10 9 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix-M) Wind(LL) 0.03 12-13 >999 360 Weight:96 lb FT=4% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-14 oc purlins, except end verticals, BOT CHORD 2x4 SPF No.2 and 2-0-0 oc purlins(10-0-0 max.):7-8. WEBS 2x4 SPF No.2 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x6 SPF No.2 1-11-12 WEBS 1 Row at midpt 6-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9=1040/Mechanical,2=1154/0-5-8 (min.0-1-13) Max Horz2=153(LC 7) Max Uplift9=-21(LC 9),2=-58(LC 8) Max Grav9=1207(LC 20),2=1154(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-18=-529/64,3-18=-353/58,3-4=-1775/259,4-19=-1070/167,5-19=-1000/182,5-20=-1008/197,6-20=-1409/180,6-7=-3319/396 BOT CHORD 2-13=-200/1606,12-13=-1 97/1606, 11-12=-300/2265, 10-11=-246/2192,9-10=-190/1694 WEBS 4-12=-1009/239,5-12=-125/880,6-12=-1624/342,6-11=-100/1320,7-11=-144/882,7-10=-1524/188,7-9=-2045/230 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=1.33 1 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 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)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 21 lb uplift at joint 9 and 58 lb uplift atjoint 2. 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. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard I 1 I Job Truss Truss Type Qty Ply Blackberry Lane Northampton,MA I 15033255B SO4B Roof Special 1 1 Job Reference(optional) Universal Forest Products Industries, ID:H54QB2AJ8Y3RL86_gpK7vAz_Rx6 Og8bv2lucvmVOtZ e a uAHZNJZDrdolyE2pMuf_9ZRgE!! -1-0-0 3-10-11 9-0-0 14-5-6 15-11-8 17-6-8 1-0-0 1, 3-10-11 5-1-5 5-5-6 1-6-2 1-7-0 6)6 Scale=141.9 5 I I 12.001,12 III III 19 III T2 20 T3 oo W3 ab 5x10 '. 4.00'.12. 4 5� 6 4x4 18 3 T1 - 2 W4 HWt W 7 6x8 2.4 4 1 i-- ---- - I _ �..I B1 - WS T4 13 12 11 '.. B2 1.5x3 II 34 'W ��1/lVVV777i o 4x8 1.1 6� W8 v L i _ I B3 12.00'.12 - 6>6 10 9 3# II I 3-10-11 9-0-0 14-5-6 15-10-0 17-6-8 3-10-11 5-1-5 5-5-6 1-4-10 1-8-8 Plate Offsets(X,Y)— [2:0-4-11,0-2-10],[7:0-2-12,0-4-0] f) TCADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=40.0) Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.09 11 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.65 Vert(TL) -0.1811-12 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.60 Horz(TL) 0.12 9 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix-M) Wind(LL) 0.0312-13 >999 360 Weight:97 lb FT=4% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins, except end verticals, BOT CHORD 2x4 SPF No.2 and 2-0-0 oc purlins(10-0-0 max.):7-8. WEBS 2x4 SPF No.2 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x6 SPF No.2 1-11-12 WEBS 1 Row at midpt 6-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9=1040/Mechanical,2=1154/0-5-8 (min.0-1-13) Max Horz2=154(LC 7) Max Uplift9=-20(LC 9),2=-59(LC 8) Max Grav9=1266(LC 20),2=1 154(LC 1) I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-18=-529/64,3-18=-353/57,3-4=-1775/259,4-19=-1075/167,5-19=-1011/182,5-20=-1020/196,6-20=-1415/179,6-7=-3447/406 BOT CHORD 2-13=-184/1606, 12-13=-180/1606, 11-12=-278/2296, 10-11=-192/1773,9-10=-148/1367 WEBS 4-12=-1009/239,5-12=-124/889,6-12=-1648/337,6-11=-116/1389,7-11=-155/1174,7-10=-1225/149,7-9=-1832/198 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=1.33 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. I 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)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 20 lb uplift at joint 9 and 59 lb uplift at joint 2. 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. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 1, LOAD CASE(S) Standard j I I I II II I I II Job Truss Truss Type 1 Qty Ply Blackberry Lane Northampton,MA I 1 150332556 SO4A Roof Special 2 1 ID:H54QB2AJ8Y3RL86_ K7Job Reference(optional) 1! Universal Forest Products .610 s Jan 29 2015 MiTek Industries,Inca Tue Jul 07 14:32:312015 Pa gge 1 qp vAz_RxB-PbFSgejnw9jlGVuH45QIRsK01VG32AS_mvF7lxz_Rh -1-0-0 3-10-11 9-0-0 14-5-6 17-6-8 1-0-0' 3-10-11 5-1-5 _ 5-5-6 3-1-2 6>6 Scale=1:49.71 5i l II 12.00112 16 T2 17 I° Iy 5x10 4.00 12 T3 4 316 4x4 6 3 2 T1 qqqq Wt W2 +iW1 I ... _ W4 ry: 5x12 MT16HS BI US 11 1.5x3 11 3)0 I 10 7 5)6 W6 82 SIN V WT 12.001,12 8 2x4 I II 17-6-8 3-10-11 5-�5 5-5-6 3-1-2 Plate Offsets(X,Y)-- 12:0-4-11.0-2-10],_[7;Edge,0-1-12] LOADING TCLL 40.0 (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=40.0) Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.0910-11 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.62 Vert(TL) -0.17 9-10 >999 180 MT18HS 197/144 BCLL 0.0 " Rep Stress Incr YES WB 0.85 Horz(TL) 0.18 8 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix-M) Wind(LL) 0.0310-11 >999 360 Weight:99 lb FT=4% I I LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-10 oc purlins, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud MiTek recommends that Stabilizers and required cross bracing be installed SLIDER Left 2x6 SPF No.2 1-11-12 during truss erection,in accordance with Stabilizer Installation guide. II REACTIONS. (lb/size) 8=1040/Mechanical,2=1154/0-5-8 (min.0-1-13) Max Horz2=155(LC 7) Max Uplift8=-22(LC 9),2=-58(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-529/62,3-4=-1775/254,4-16=-1070/163,5-16=-926/177,5-17=-934/191,6-17=-1136/174,6-7=-2560/357,7-8=-1011/157 BOT CHORD 2-11=-131/1606,10-11=-127/1606,9-10=-205/1682 WEBS 4-10=-1009/238,5-10=-117/811,6-10=-1102/315,6-9=-68/948,7-9=-236/1971 I 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=1.33 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category ll;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)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)"This truss has been designed for a live load of 20.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)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 22 lb uplift atjoint 8 and 58 lb uplift at joint 2. 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 I I III I Job Truss Truss Type Qty Ply Blackberry Lane Northampton,MA 15033255B S03 Roof Special 1 1 Job Universal Forest Products ID:H54QB2AJ8Y31RL86_ K7vAz fRxB-ecuiy A7hJSsl7M98rP vrZmMN IWaOD H4Qz_RTV 7.610 s Jan 29 2015 MiTek Industries,Inc. Tue Jul 07 14:46:54 2015 Page 1 ' qP YJ 9 1Q 9P 0-5-8 -1-0-0 3-6-10 9-0-0 9-3-12 17-6-8 1-0-0; 3-1-2 _ 5-5-6 0-8-12 8-2-12 0-5-8 3.4 1 Scale=1:45.2 T2 8x1 , W6 10 WS ° 12.00'112 4)B 3 Ti - W4 1 ' 1' 8 6x10 7 12 6 4x12 W2 3� 34 I 2 81 N � 1 I 1 W1 12.001112 d / 4x4 9 01-5-8 3-6-10 9-3-12 17-6-8 01-5-8 3-1-2 5-9-2 8-2-12 Plate Offsets(X,Y)- [2:0-6-0,0-1-12],[4:0-4-8.0-5-12] LOADING s_ Plate SPACING- p DOL 210 5 Vert(LL) - ( ) (P � CSI. DEFL. in loc I/deft Ud PLATES GRIP TCLL 40.0 TC 0.86 Vert LL 0.16 6-7 >999 240 MT20 197/144 (Roof Snow-40.0) Lumber DOL 1.15 BC 0.95 Vert(TL) -0.40 6-7 >509 180 BCDL 10.0 BCLL Rep Stress Incr YES WB 0.75 Horz(TL) 0.23 6 n/a n/a 0.0 * BCDL 10.0 Code IRC2009fTP12007 (Matrix-M) Wind(LL) 0.05 8 >999 360 Weight: 121 lb FT=4% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-6-3 oc purlins, except end verticals, T2:2x8 SP No.1 and 2-0-0 oc purlins(4-0-12 max.):4-5. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x6 SPF No.2*Except* WEBS 1 Row at midpt 4-6,3-7 W304:2x4 SPF No.2 or 2x4 SPF Stud,W6,W2:2x4 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) 6=1099/Mechanical,9=1220/0-5-8 (min.0-2-13) Max Horz 9=278(LC 8) Max Uplift6=-89(LC 7),9=-8(LC 8) Max Grav6=1513(LC 13),9=1801(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-4012/963,3-10=-1526/172,4-10=-1160/192,5-6=-767/119,2-9=-1768/492 BOT CHORD 8-9=-535/37,7-8=-849/2547,7-12=-213/864,6-12=-213/864 WEBS 3-8=-631/1539,4-7=-104/816,4-6=-1098/271,3-7=-1760/664,2-8=-605/3066 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=1.33 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 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,with BCDL=10.Opsf. 8)Refer to girder(s)for truss to truss connections. 9)Bearing at joint(s)9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 89 lb uplift at joint 6 and 8 lb uplift at joint 9. 11)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. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard III it it i Job Truss Truss Type Qty Ply Blackberry Lane Northampton,MA 150332556 iS03D Roof Special 1 1 ID:H54Q62AJ8Y3RL86 K7v7.61 Reference(optional) I Universal Forest Products 610 s Jan 29 2015 MiTek Industries,Inc. Tue Jul 07 14:37:20 2015 Page 1 _qp Az_RxB-SBCiU g RvUgW164epoIW uNFs5WDMmvxhz_RCT 1-0-0 3-6-10 9-0-0 14-5-6 15-10-0 17-6 T1-0-0 3-6-10 5-5-6 5-5-6 1-4-10' 1-8-871 66 Scale=1:51.9'" 4 I 14 15 T2 12.00112 W5 3)B T7 5 W4 � &B B 2x4 W4 ' 6 7 I -� W6 T3 X62 i a 12 6)0 11 10 B3 N ' 6)B W8 W2 3x8 6x6-- I I A b .. 2 Ell 6x6 9 8 d I 3x60 to o 1I W1 i 12.00 12 I,^ lFF 4x4 13 0-5-8 3-6-10 9-0-0 14-5-6 15-8-8 17-6-8 045-8 3-1-2 5-5-6 5-5-6 1-3-2 1-10-0 Plate Offsets_(X,Y)-- [6:0-2-12,0-4-0] LOADING(psf) Plate Grip DOL 1.15 TC 0.52 Vert(LL) 0.10 ( 10 >999 240 MT20 197/144 TCLL 40.0 SPACING- 2-0-0 CSI. DEFL. in loc I/deft Ud PLATES GRIP (Roof Snow=40.0) TCDL 10.0 Lumber DOL 1.15 BC 0.64 Vert(TL) -0.19 11-12 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.90 Horz(TL) 0.26 8 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix-M) Wind(LL) 0.04 12 >999 360 Weight: 105 lb FT=4% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-13 oc purlins, except end verticals, BOT CHORD 2x4 SPF No.2 and 2-0-0 oc purlins(10-0-0 max.):6-7. WEBS 2x4 SPF No.2 or 2x4 SPF Stud*Except* BOT CHORD Rigid ceiling directly applied or 9-10-1 oc bracing. W1:2x6 SPF No.2 WEBS 1 Row at midpt 5-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=1024/Mechanical, 13=1175/0-5-8 (min.0-1-13) Max Horz 13=221(LC 7) Max Uplift8=-28(LC 8),13=-46(LC 8) Max Grav8=1238(LC 18),13=1175(LC 1) i FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2729/538,3-14=-1104/187,4-14=-988/201,4-15=-996/206,5-15=-1392/188,5-6=-3384/424,2-13=-1142/347 BOT CHORD 12-13=-319/202,11-12=-358/1744,10-11=-296/2267,9-10=-217/1875,8-9=-167/1447 WEBS 3-12=-265/1095,3-11=-1154/408,4-11=-153/858,5-11=-1635/343,5-10=-123/1364,6-10=-155/1067,6-9=-1297/167,6-8=-1871/217, 2-12=-269/2103 I 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=1.33 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 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)Refer to girder(s)for truss to truss connections. 9)Bearing at joint(s)13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 28 lb uplift atjoint 8 and 46 lb uplift at joint 13. 11)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. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard li li II Job Truss Truss Type Qty Ply Blackberry Lane Northampton,MA 15033255B S03C Roof Special 2 1 Job Reference Universal Forest Products ID.H54QB2AJ8Y3RL86_gpK7vAzaRxB-h6ggg5ij12rFOSHm2TMDxy2bS3ZhQtiLZgbhT7zand7 T1-0-0 3-6-10 9-0-0 14-5-6 15-3-12 17-6-8 1-0-0 3-6-10 5-5-6 5-5-6 0-10-6 2-2-12 6)6 Scale=1:51.9 4 14 15 i T2 ' 12.00 12 M 3x8 T1 31S J d 3 5 �I W4 - 1+r^'I 6x8 2x4 W4 T3 III e3 W6 W 12 6X5 11 10 B4.-_� 6x8 W2 3S 616 2 B1 6)6 9 8 it I 3� 1 W1� 12,00112 MIN II N i 4x4 13 5-2,4 17-6-8 Ors-8 3-61 2 I 5-5-6 I 5-5-6 0'-8-1�4 2-4-4 Plate Offsets(X,Y)— [6:0-2-12,0-3-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.10 10 >999 240 MT20 197/144 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.63 Vert(TL) -0.20 11-12 >999 180 BCD 0.0 DL 1 Rep Stress Incr YES WB 0.90 Horz(TL) 0.24 8 n/a n/a BCDL 10.0 * Code IRC2009/TP12007 (Matrix-M) Wind(LL) 0.04 12 >999 360 Weight: 104 lb FT=4% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-5 oc purlins, except end verticals, BOT CHORD 2x4 SPF No.2 and 2-0-0 oc purlins(10-0-0 max.):6-7. WEBS 2x4 SPF No.2 or SPF Stud*Except* BOT CHORD Rigid ceiling directly applied or 9-3-4 oc bracing. W1:2x6 SPF No.2 WEBS 1 Row at midpt 5-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss ere_ction,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=1024/Mechanical, 13=1175/0-5-8 (min.0-1-13) Max Horz 13=220(LC 7) Max UpliftB=-30(LC 8), 13=-44(LC 8) Max Grav8=1 171(LC 18), 13=1175(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2729/582,3-14=-1104/193,4-14=-974/207,4-15=-981/213,5-15=-1384/196,5-6=-3208/412,2-13=-1142/362 BOT CHORD 12-13=-318/186, 11-12=-404/1744, 10-11=-326/2228,9-10=-289/2319,8-9=-224/1794 WEBS 3-12=-270/1095,3-11=-1154/433,4-11=-163/847,5-11=-1605/351,5-10=-96/1251,6-10=-156/829,6-9=-1615/218,6-8=-2106/263, 2-12=-304/2103 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=1.33 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 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)Refer to girder(s)for truss to truss connections. 9)Bearing atjoint(s)13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 30 lb uplift at joint 8 and 44 lb uplift at joint 13. 11)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. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard I Job Truss Truss Type Qty Ply Blackberry Lane Northampton,MA 15033255B S03B Roof Special 2 1 Reference Job Universal Forest Products 2AJ8Y3RL86_gpK7vAz RxB-C6XAmJ46?4He9rTlm? YQ1re j05 UEMghck?xd8za Rd ID:H54QB N 1-0-0 3-6-10 9-0-0 13-3-12 1 17-6-8 T1-0-0 3-6-10 1 5-5-6 4-3-12 4-2-12 6x8 Scale=1:51.9 4 I l I I 12 T2 13 6x8 2x4 12.00112 W 5 _ 6 , 3x8 I _ T3 h d, T1 3 d 0 III W6 M W8 W� N L W4 d B2 L-aA 6 Yd2 3x8 1.5x3'.1 3,6 -. 2 B7 N r 1 W11 12.00112 4 0 4x4 11 0-5,8 3-6-10 9-0-0 13-3-12 17-6-8 0-5-8 3-1-2 5-5-6 4-3-12 4-2-12 Plate Offsets(X,Y)--_[5:0-2-12.0-3-12] TCLIL 40.0 (psf) P ACING DOL 210-5 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP 1 LOADING (Roof Snow=40.0) p TC 0.45 Vert(LL) -0.09 10 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.50 Vert(TL) -0.19 9-10 >999 180 BCLL 0.0 " Rep Stress Incr YES WB 0.90 Horz(TL) 0.19 7 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix-M) Wind(ILL) 0.05 10 >999 360 Weight: 104 lb FT=4% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-0 oc purlins, except end verticals, BOT CHORD 2x4 SPF No.2 and 2-0-0 oc purlins(10-0-0 max.):5-6. WEBS 2x4 SPF No.2 or 2x4 SPF Stud*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: W1:2x6 SPF No.2 7-9-5 oc bracing:9-10. MiTek recommends that Stabilizers and required cross bracing be installed 1 during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7=1024/Mechanical, 11=1175/0-5-8 (min.0-1-13) Max Horz 11=218(LC 7) Max Uplift7=-54(LC 7),11=-35(LC 8) Max Grav7=1059(LC 17),11=1175(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2729/737,3-12=-1101/207,4-12=-903/221,4-13=-911/231,5-13=-1125/212,6-7=-381/59,2-11=-1142/413 BOT CHORD 10-11=-337/124,9-10=-572/1743,8-9=-221/1300,7-8=-224/1296 WEBS 3-10=-399/1098,3-9=-1156/522,4-9=-186/823,5-9=-781/171,5-7=-1526/263,2-10=-427/2103 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=1.33 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 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)Refer to girder(s)for truss to truss connections. 9)Bearing at joint(s)11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 54 lb uplift atjoint 7 and 35 lb uplift at joint 11. 11)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. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard I I Job Truss Truss Type Qty Ply Blackberry Lane Northampton,MA 150332556 S Roof Special 2 17.610 (optional) Job Reference Universal Forest Products ID:H54QB2AJ8Y3RL86 K7vAz_aRxB 29 2015 MiTek Industries Inc. Tue Jul 07 OAnkl6KDbOTRzZr'NXJUKvKO76h i UZM5zfSkzaRev 1-0-4 3-6-10 9-0-0 11-3-12 —qP 17-6-8 1 q — 1-0-0 3-6-10 5-5-6 2-3-12 6-2-12 6>6 Scale=1.51.911 4, T2 6x8 2x4 11 5 12 T3 12.00 12 W5 W8 3x8 _ o 3 T? W6 W1 WJ4YY 11 W4 10 6x8 9 8 7 6x8 W2 3x8 1.5x3 11 3x6 i 2 B1 N 1 ,.W11 12.00112 N 0 l 4x4 11 0-5-8 3-6-10 9-0-0 11-3-12 17-6-8 0-5-8 3-1-2 5-5-6 2-3-12 6 212 Plate Offsets_(X,Y)— [5:0-2-12,0-3-12] 6 { LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.89 Vert(LL) -0.09 10 >999 240 MT20 197/144 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.51 Vert(TL) -0.19 9-10 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.19 7 n/a n/a BCLL 0.0 * Code IRC2009/TP12007 0 I BCDL 10.0 (Matrix-M) Wind(LL) 0.05 10 >999 360 Weight: 111 lb FT=4/o LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-0 oc purlins, except end verticals, BOT CHORD 2x4 SPF No.2 and 2-0-0 oc purlins(3-9-0 max.):5O. WEBS 2x4 SPF No.2 or 2x4 SPF Stud*Except* BOT CHORD Rigid ceiling directly applied or 6-10-15 oc bracing. W8:2x4 SPF No.2,W1:2x6 SPF No.2 WEBS 1 Row at midpt 5-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7=1024/Mechanical, 11=1175/0-5-8 (min.0-1-13) Max Horz 11=251(LC 8) Max Uplift7=-99(LC 7), 11=-22(LC 8) Max Grav7=1260(LC 17), 11=1175(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2728/868,3-12=-1099/206,4-12=-901/220,4-5=-983/279,6-7=-567/88,2-11=-1142/457 BOT CHORD 10-11=-438/63,9-10=-724/1742,8-9=-201/896,7-8=-203/893 WEBS 3-10=-519/1099,3-9=-1157/605,4-9=-251/931,5-9=-708/122,5-7=-1114/254,2-10=-531/2102 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=1.33 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 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)Refer to girder(s)for truss to truss connections. 9)Bearing atjoint(s)11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 99 lb uplift at joint 7 and 22 lb uplift at joint 11. 11)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. 1 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard I I Job Truss Truss Type Qty Ply Blackberry Lane Northampton,MA 115033255B IS02 ROOF SPECIAL I6 1 Job Reference(optional) 7 Universal Forest Products .610 s Jan 29 2015 MiTek Industries,Inc. Tue Jul 07 14:30:13 2015 Page 1 ID:H54QB2AJ8Y3RL86_gpK7vAz_RxB-S2vHtS2 DQI Kui I Lm?6yxrmcpOs9xi ISg 1 QgpSxz_Rj8 -1-0-(� 3-6-10 8-9-0 13-7-5 17-6-0 18-6-9 1-0-0 3-6-10 5-2-6 4-10-5 3-10-11 1-0-0 6)6 Scale=1:50.7'.. 4. I i I ' I 18 17 T2 1g 12.00 12 5 5x10 5 3X5 4.00112 I I 3 T1 4X4 - 6 ' T3 7 _ . 8 W4 W 0 132 I'i Mr"ti\ 10 6x8 W2 6x8 -.. 3x8 1.5X1 4�B III .Y 11 9 2 61 N ' I 1 W1 12.0012 4A 12 i 075-,8 3-6-10 8-9-0 13-7-5 17-6-0 0-5-8 3-1-2 5-2-6 4-10-5 3-10-11 Plate Offsets(X,Y)— [7:0-4-11,0-2-10] _ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.09 11 >999 240 MT20 197/144 (Roof Snow_40.0) Lumber DOL 1.15 BC 0.61 Vert(TL) -0.1910-11 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.19 7 n/a n/a BCLL 0.0 ' Code IRC2009/TPI2007 (Matrix-M) Wind(LL) 0.04 11 >999 360 Weight: 102 lb FT=4% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-15 oc purlins, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud*Except* MiTek recommends that Stabilizers and required cross bracing be installed W1:2x6 SPF No.2 during truss erection,in accordance with Stabilizer Installation guide. SLIDER Right 2x6 SPF No.2 1-11-12 REACTIONS. (lb/size) 7=1141/0-5-8 (min.0-1-13), 12=1178/0-5-8 (min.0-1-14) Max Horz 12=178(LC 8) Max Uplift7=-71(LC 7), 12=-45(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2722/511,3-17=-1096/191,4-17=-945/208,4-18=-926/198, 18-19=-937/185,5-19=-1073/181,5-0=-1745/274,6-7=-524/66, 2-12=-1144/341 BOT CHORD 11-12=-259/186, 10-11=-328/1736,9-10=-188/1578,7-9=-191/1578 WEBS 3-11=-212/1088,3-10=-1145/379,4-10=-148/841,5-10=-981/237,2-11=-245/2093 I 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=1.33 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)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 71 lb uplift at joint 7 and 45 lb uplift at joint 12. 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 I I ! I I I I! Job Truss Truss Type Qty Ply Blackberry Lane Northampton,MA I15033255B S01SGE GABLE 1 11 if ID:H54QB2AJ8Y Job Reference(optional) I I Universal Forest Products 7.610 s Jan 29 2015 MiTek Industries,Inc. Tue Jul 07 14:29:13 2015 P 1'1 3RL86_q pK7vAz_RxB-CVHbHxKbYKnOV41EUW Pal WI 0-5-8 111-0-0 3-6-10 8-9-0 13-11-6 17-6-0 18-6-4 1-0-0 3-1-2 5-2-6 5-2-6 3-6-10 1-0-0' 0-5-8 s Scale=1:50.7 4 I X11 1.5)0 II 1.5)0 ff i 24 1.510 1 1.56 12.00112 W 34 T1 -. T T3 1J 5 316 d 3 ST1 STI T1 11 316T2 W4 �' W4 li W3 ST� L 2x4 If 2rr1 - -. 11 6x8 10 1.5)6 11 9 6x8 1. 6x6 W2 1.54 3x6 6x8 W2 1 2 B1 B1 _ 6 I� 7 1 W1 12.00112 o iw� f r_ �� 4x4 6 12 4x4 0-578 3-6-10 8-9-0 13-11-6 17-0-8 17-6-0 0-5-8 3-1-2 5-2-6 5-2-6 3-1-2 0-5-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.10 10 >999 240 MT20 197/144 (Roof Snow=40.0) TCDL 10.0 Lumber DOL 1.15 BC 0.50 Vert(TL) -0.20 9-10 >999 180 BCD 0.0 * Rep Stress Incr YES W13 0.88 Horz(TL) 0.37 8 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix-M) Wind(LL) 0.04 11 >999 360 Weight: 123 lb FT=4% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-7 oc purlins, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud*Except* W1:2x6 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed OTHERS 2x4 SPF No.2 or 2x4 SPF Stud during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12=1162/0-5-8 (min.0-1-13),8=1162/0-5-8 (min.0-1-13) Max Horz 12=194(LC 7) Max Upliftl 2=-51(LC 8),8=-51(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2673/215,3-23=-1102/110,4-23=-915/127,4-24=-915/127,5-24=-1102/110,5-6=-2673/134,2-12=-1128/215,6-8=-1128/215 BOTCHORD 11-12=-281/281,10-11=-265/1703,9-10=0/1703 WEBS 4-10=-53/813,5-10=-1140/192,5-9=0/1070,3-10=-1140/280,3-11=-204/1070,2-11=-103/2054,6-9=0/2054 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=1.33 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 11;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*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. 9)Bearing atjoint(s)12,8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 51 lb uplift atjoint 12 and 51 lb uplift at joint 8. 11)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. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard I Job Truss Truss Type Qty Ply Blackberry Lane Northampton,MA 15033255B S01 Roof Special 2 1 !I Job Reference(optional) Universal Forest Products 7.610 s Jan 29 2015 MiTek Industries,Inc. Tue Jul 07 14:29:012015 Pagge 1 I D:H54QB2AJ8Y3RL86_gpK7vAz_RxB-ZBZ3mgA3NeG53Erwn?f3wadWhrdnrCu4U EO?w6z_&G', 0-5-8 1-0-0 3-6-10 8-9-0 13-11-6 17-6-0 18-6-t� r1-0-0 3-1-2 5-2-6 5-2-66 3-6-10 1-0-0 0-5-8 6)6 Scale=1:50.7 4 �I 13 III 14 12.00112 IIM 3x8II 3� ICI 3 T1 5 I it \T7 I W4 - W4 11 64 10 9 6x6 6X8 W2 3x8 6x8 W2 ''.. 2 B1 61 6 'N \ 7 w1 N i -----I� 12.0012 .`W1� N. N N 0 O" 4x4 8 12 4X4 0-578 3-6-10 8-9-0 13-11-6 17-0-8 17-6-0 0-5-8 3-1-2 5-2-6 5-2-6 3-1-2 0-5-8 Roof Sn w-4 Plate SPACING- p DOL 210-5 CSL DEFL. in (loc) I/deft Ud PLATES GRIP LOADING(psf) TCLL 40.0 TC 0.38 Vert(LL) -0.10 10 >999 240 MT20 197/144 TCDL o OA Lumber DOL 1.15 BC 0.50 Vert(TL) -0.20 9-10 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.88 Horz(TL) 0.37 8 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix-M) Wind(LL) 0.04 11 >999 360 Weight: 109 lb FT=4% LUMBER- BRACING- I TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-7 oc purlins, except end verticals. BOT CHORD 2x4 SPF No.2 p BOT CHORD Rigid M Tek directly Stabilizers and b required ed cross bracing be installed WEBS 2x4 SPF No.2 or 2x4 SPF Stud*Except* W1:2x6 SPF No.2 during g I REACTIONS. (lb/size) 12=1162/0-5-8 (min.0-1-13),8=1162/0-5-8 (min.0-1-13) truss erection,In accordance with Stabilizer Installation guide. Max Horzl2=194(LC 7) Max Upliftl2=-51(LC 8),8=-51(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2673/215,3-13=-1102/110,4-13=-915/127,4-14=-915/127,5-14=-1102/110,5-6=-2673/134,2-12=-1128/215,6-8=-1128/215 BOT CHORD 11-12=-2811281,10-11=-265/1703,9-10=0/1703 WEBS 4-10=-53/813,5-10=-1140/192,5-9=0/1070,3-10=-1140/280,3-11=-204/1070,2-11=-103/2054,6-9=0/2054 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=1.33 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)12,8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 51 lb uplift at joint 12 and 51 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 ANSITPI 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 I ''I I L i i I Type Qty y Blackberry Lane Northampton,MA I Job Truss �Truss T Q I PI I 150332556 G01 Roof Special Girder 1 3 Job Reference(optional) Universal Forest Products 7.610 s Jan 29 2015 MiTek Industries,Inc. Tue Jul 07 14:47:22 2015 Page 2 I D:H54Q B2AJ8Y3RL86_gpK7vAz_RxB-q?aHg lVh5wztfQVXnjvF2ljbEfN9J737fObm4oz_RT3 LOAD CASE(S) Standard Concentrated Loads(lb) Vert:10=-1493(F)15=-1020(F)16=-2464(F)17=-1151(F)18=-1039(F)19=-1240(F)20=-1240(F)21=-1039(F)22=-2339(F)23=-1020(F) I I I I I �I II 'il I I I I I i i I I i I I I II it II I 'I I II II II i I ' I I II ' I I ICI I I �I I Job Truss Truss Type Qty Ply 1 Blackberry Lane Northampton,MA 15033255B G01 Roof Special Girder 1 (optional) _ Job Reference Universal Forest Products 7.610 s Jan 29 2015 MiTek Industries,Inc. Tue Jul 07 14:47:212015 Page 1 I ID:H54QB2AJ8Y3RL86_gpK7vAz_RxB-MpOvdyU2Kcr11 HxLD000VYBQUGlwahq_QMrDXLz_RT41 1-0-0 3-6-10 8-9-0 13-11-6 17-6-0 18-6-0 3-6-10 5-2-6 5-2-6 3-6-10 1-0-0 6)6 Scale=1:50.8! 4 li 13 ICI 14 ICI 12.00 12 NJ 44 3 Ti 5 44 T1 W4 W4 W _- i 5x12 11 18 19 10 20 21 9 5x12 f2 17 9x16 MT18HS HUS26 84 HUS26 22 W2 2 61 Special HUS25 Special 9x16 MT18HS g1 6 16 HUS26 Special Wi Special Special 1 7 oI 12.001 12 15 23 Special Special 8 12 4x4 4x4 11 3-6-10 8-9-0 13-11-6 17-6-0 3-6-10 5-2-6 5-2-6 3-6-10 Plate Offsets(X,Y)-- [3:0-2-0,0-1-8],[5:0-1-12,0-1-12],[10:0-4-0,0-4-12] TCLL (Ps40.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=40.0) Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.2510-11 >816 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.58 Vert(TL) -0.3910-11 >514 180 MT18HS 197/144 BCLL 0.0 * Rep Stress Incr NO WB 0.91 Horz(TL) 0.69 8 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix-M) Wind(LL) 0.0710-11 >999 360 Weight:379 lb FT=4% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-6 oc purlins, except end verticals. BOT CHORD 2x6 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2*Except* W1:2x8 SP No.1,W4:2x4 SPF No.2 or 2x4 SPF Stud,W2:2x4 SPF 210OF 1.8E REACTIONS. (lb/size) 12=8731/0-5-8 (min.0-4-9),8=7636/0-5-8 (min.0-4-0) Max Horz12=192(LC 13) Max Uplift12=-429(LC 7),8=-397(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-12=-6437/498,2-3=-19416/1169,3-13=-6837/412,4-13=-6721/429,4-14=-6729/461,5-14=-6845/444,5-6=-18506/964,6-8=-6146/366 BOT CHORD 12-15=-1593/308, 15-16=-862/295, 16-17=-287/854, 11-17=-317/1672, 11-18=-880/12463,18-19=-880/12463,10-19=-880/12463, 10-20=-586/11905,20-21=-586/11905,9-21=-586/11905,9-22=-39/1343,22-23=-293/16,8-23=-1033/25 WEBS 4-10=-553/8804,5-10=-7443/404,5-9=-452/10273,6-9=-722/14796,3-10=-8026/638,3-11=-727/11110,2-11=-870/15527 NOTES- 1)3-ply truss to be connected together with 1 O(0.131"x3")nails as follows: 1 Top chords connected as follows:2x8-2 rows staggered at 0-9-0 oc,2x6-2 rows staggered at 0-7-0 oc. Bottom chords connected as follows:2x6-3 rows staggered at 0-4-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33 4)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 7)All plates are MT20 plates unless otherwise indicated. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*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. 10)Bearing at joint(s)12,8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 429 lb uplift at joint 12 and 397 lb uplift atjoint 8. 12)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. 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 14)Use USP HUS26(With 16d nails into Girder&16d nails into Truss)or equivalent spaced at 4-0-0 oc max.starting at 4-9-0 from the left end to 12-9-0 to connect truss(es)S03B(1 ply 2x4 SPF),S03A(1 ply 2x4 SPF),S03B(1 ply 2x4 SPF)to front face of bottom chord. 15)Fill all nail holes where hanger is in contact with lumber. 16)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1020 lb down and 32 lb up at 0-9-0,2464 lb down and 69 lb up at 2-1-4,1151 lb down and 49 lb up at 2-9-0, 1493 lb down and 110 lb up at 8-9-0,1151 lb down and 49 lb up at 14-9-0,and 1187 lb down and 31 lb up at 14-11-4,and 1020 lb down and 32 lb up at 16-9-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced)+Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert: 1-2=-100,2-4=-100,4-6=-100,6-7=-100, 11-12=-20,9-11=-20,8-9=-20 Continued on page 2 III o � d x n l x m m m o;o' lii�lv ro m' s 0 m mi 47'0,. NI " ° � a9 3'5 1/2" ' 9'4" 1 12'8 1/2" 10'0 1/2" 3'5 1/2" 8'0" w ° II i i { I,m I �k� � ) D wm D D m n D ( ) r 0o m SO4 w SO4 Ch m 0 o o_ S09(4 OI A 2'0" 2'0" 2'0" 2,_0,. 2'0" 2'0., (n w w a A 2'0" 2'0" 2'0" A 2'0" 2'0" 2'0" 2'0" w o o I m w m! N w 02 T T o x x m .m c c c rn v,i m p _ - G01 �g l I C/) v O NO' I � f 1 S01 4 rn I ' _ 1/2" I S01 SIG E IIII 10'2 17'6" 19'4" 00 o I ' II I S11SGE 1'0 i n T10SGE p N Z3 C I Q r,t I N 0 $ -n N 3 O (D j I N N O N p I N W O O I v _ I C? ' O I _ i O � i I :N I O C? ' � I N C> r. i j p I i N O I i T10SGE___ S11 S11SGE 24'0" THIS IS A TRUSS PLACEMENT DIAGRAM ONLY.These trusses are designed as individual building components to be Incorporated into the building design at the specification of the building designer. See individual design sheets for each McCormick Reside nee truss design identified on the placement drawing. The building designer is responsible for temporary and permanent bracing pp pf the roof and floor system and for the overall structure. The design of the truss support structure including headers,beams, Blackberry Lane Northampton, MAIwalls,and columns is the responsibility of the building designer. For general guidance regarding bracing,consult"Bracing of UFP � �� G in trusses"available from the Truss Plate Institute,563 d tr iss l Drive;Madison,WI final It is the responsiblility of the 7/17/15 IGeneral Contractor/Superintendent to verity that the provided truss layout shall match the final intended construction plans, Voading conditions,and use.If they do not,it is the responsiblility of the General Contractor/Superintendent to provide prints/plans containing the latest specifications and designs. Universal Forest Products will not be responsible for print/plan 9!j�, A Universal Forest Products Company For Permit & Pricing Only changes by others after final approval ofshop drawings,nor will they be responsible for errors or modifications made on-site Y during construction.DO NOT CUT,NOTCH,DRILL,OR OTHERWISE"REPAIR"MANUFACTURED TRUSSES IN ANY WAY lss flac R—d rn Ho:,q4'! n,hFk.rI 1011 ,Tho-41. . 73471 F413- WITHOUT PRIOR WRITTEN AUTHORIZATION BY A LICENSED PROFESSIONAL DESIGNATED BY UFP. UFP WILL NOT 15033255B BE HELD RESPONSIBLE FOR ANY MODIFICATIONS OR"CHARGE BACKS"DONE WITHOUT PRIOR WRITTEN AUTHORIZATION FROM UFP DATE 07/17/15 PAGE 2 REQ. QUOTE DATE 07/17/15 ORDER# ORDER DATE / / QUOTE # 150332556-1 DELIVERY DATE / / CUSTOMER ACCT# FFKEDEF DATE OF INVOICE / / CUSTOMER PO# ORDERED BY David Fagnand INVOICE# UFP Belchertown, LLC TERMS 155 Bay Road, PO Box 945, Belchertown, MA. 01007 SUPERINTENDENT David Fagnand SALES REP Brian Tetreault Phone:413-323-7247 Fax:413-323-5257 JOBSITE PHONE# (413) 527-2693 SALES AREA Massachusetts/ s Fleury Lumber JOB NAME:McCormick Residence/ Roof LOT# SUBDIV: I 231 Main Street PO Box 289 MODEL: TAG: JOB CATEGORY.' Residential r Easthampton, MA 01027 DELIVERY INSTRUCTIONS: (413) 527-2693 McCormick Residence / Roof SPECIAL INSTRUCTIONS: Blackberry Lane *For pricing and for permit drawings. Northampton, MA 01060 BY DATE �UILDING DEPARTMENT OVERHANG INFO HEEL HEIGHT 00-06-06 REQ. LAYOUTS REQ. ENGINEERING QUOTE BT1 07/17/15 goof Trusses END CUT RETURN NONE LAYOUT SQUARE NO GABLE STUDS 24 IN. OC JOBSITE 1 CUTTING BT1 07/16/15 ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL STRESS INCR. ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.) INFORMATION 40.0,10.0,0.0,10.0 1.15 PROFILE QTY PITCH TYPE BASE O/A LUMBER OVERHANG CANTILEVER STUB UNIT TOTAL PLY ID SPAN SPAN TOP BOT LEFT` RIGHT LEFT RIGHT PRICE PRICE GABLE 2 4.00 0.00 T10SGE 24-00-00 24-00-00 2 X 6 2 X 401-00-00 01-00-00 ROOF SUB-TOTAL: ITEMS QTY ITEM TYPE SIZE LENGTH, PART NUMBER NOTES PRICE O AL FT-IN-16 4 Hanger HUS26 ITEMS SUB-TOTAL: ACCEPTED BY SELLER ACCEPTED BY BUYER SUB-TOTAL PURCHASER: V BY:_. TITLE: BY: ADDRESS: TITLE: DATE OF ACCEPTANCE: PHONE: DATE: GRAND TOTAL DATE 07/17/15 PAGE 1 REQ. QUOTE DATE 07/17/15 ORDER# ORDER DATE / / QUOTE# 150332556-1 DELIVERY DATE / / CUSTOMER ACCT# FFKEDEF DATE OF INVOICE / / CUSTOMER PO# ORDERED BY David Fagnand INVOICE UFP Belchertown, LLC TERMS 155 Bay Road, PO Box 945, Belchertown, MA. 01007 SUPERINTENDENT David Fagnand SALES RIP Brian Tetreault Phone:413-323-7247 Fax:413-323-5257 JOBSITE PHONE# (413) 527-2693 SALES AREA Massachusetts/ s Fleury Lumber JOB NAME:McCormick Residence/ Roof LOT# SUBDIV: :L1 231 Main Street PO Box 289 MODEL: TAG: JOB CATEGORY; Residential r Easthampton, MA 01027 DELIVERY INSTRUCTIONS: (413) 527-2693 McCormick Residence / Roof SPECIAL INSTRUCTIONS: Blackberry Lane `For pricing and for permit drawings. Northampton, MA 01060 BY DATE ',UILDING DEPARTMENT OVERHANG INFO HEEL HEIGHT 00-06-06 REQ. LAYOUTS RED.ENGINEERING QUOTE jBTl 07/17/15 oof Trusses END CUT RETURN NINE` LAYOUT SQUARE NO GABLE STUDS 24 IN.OC JOBSITE 1 CUTTING [BT1 07/16/15 LOADING TCLL-TCDL-BCLL-BCDL STRESS INCR. ROOF TRUSSES INFORMATION 40.0,10.0,0.0,10.0 1.15 ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.) PROFILE QTY PITCH TYPE I BASE I O/A LUMBER OVERHANQ, CANTILEVER STUB UNIT TOTAL PLYI I I ID SPAN SPAN TOP BOT LEFT RIGHT LEFT RIGHT PRICE PRICE 1 ROOF 3 Ply 12.00 12.00 G01 17-06-00 17-06-00 2 X 6 2X6101-00-00 01-00-00 2 12.00 12.00 ROOF 17-06-00 17-06-00 2 X 61i 2 X 4,I I X01-00-00 01-00-00 GABLE 1 12.0011 12.00 S01 SGE 17-06-00 17-06-00 2 X 6' 2 X 4 01-00-00 01-00-00 ROOF 6 12.00 12.00 S02 17-06-00 17-06-00 2 X 6 2 X 4101-00-00 01-00-00 ROOF 1 12.00' 12.001 S03 17-06-08 17-06-08 2 X 6 2 X 4 (1-00 00 ROOF { 2 12.00 12.00 S03A 17-06-08 17-06-08 2 X 6 2X4 1-00-00 ROOF 2 12.00 12.00 S03B 17-06-08 17-06-08 12 X 612 X 4 01-00-00 SOOC 17-06-08 17-06-08 I, 2 12.00 12.00 2 X 6 2 X 4 fJ1-00-00 ROOF L 1 12.00 12.00 S03D 17-06-08 17-06-08. 2 X 6 2 X 4 j 01-00-00 ROOF I 9 4.00 12.00I SO4 18-00-00 18 00 00 12 X 2 X 4 01 00 00 01-00-00 j ROOF 2 1 4.00 12.00 2X4'01-00-00 _ SO4A 17-06-08 17-fl�s-C 2 X 6 2 X 4' �i - 01 00-00 ROOF 1 4.00 12.00 SO4B 17-06-08 17�D6 08 2 X 6 2 X 4 01-00-00 1 4.001 12.00 S004OC 17-06-08 17-06-08 2 X 6 2 X 4 01-00-00 I � ROOF 5 12.00' 12.00 S05 18-04-fl0 18-00-00 2 X 6 2 X 4 I',01-00-00 01-00-00 GABLE - 12X612X4 01 0000 01-00-00 2 12.00 12.00 S05SGE 1800-00 18-00-00 4 12.00 ROOF 2 X 6 2 X 4 01-00-00 01-00-00 12.00 S09 11-06-00 11 P&00 GABLE 1 12.00 2 X 4 i 01 OO OO 01-00-00 ROOF 12.00 S09SGE 1.'�. Ota-00 11-06-00 12 X 6 2 12.00 12.00' S 11 24 00-00 24-00-00 2 X 6:2 X4 01-00-00 01-00-00 ® 12.00 S11SfaE 24-00-0 0 2 12.00 2 X 6i 2 X 4101 01-00-00 GABLE it 18 4.00 0.00 X10 124-00-00 0 00 ROaF of-oo 0o 24-00-00 2 X 6�2 X 4 01-00-00 I I ..... Q O) U iD N S'A IA N dI.A 2 Fp r r r r(o ro D SL 9 io ID IN.IN N J. N NN 164 1/4" 10' 1 3/4" 21'6" °a I ti ii r» p ID_ ' 1,1 O O O 0!O O O iu - ; (� 2�0,i 2'0" �'T 2,0 2'0" 12'0" I :o I 70" 2-0,i I'2i 0" 2.0i( 0i, _ 3,9„ F05GR 1 A'. 0 A W ry I W N (h (T ff N - I 1 I I G�I I II III 1 �t o rl I 1 'au Iw -n_ I' i ! 01 4 0 S _ ( o 0 I I o - ° ') G7 o o o o F04GRo I , z N 1 I o i- w A I I I I — 11 T 1. 1 � 02(611 F0?(7)'I 1 1 I I I I I t L F03' 3 I 1 I �O I � 1 _ bl-3 _ _ I o oT A'I A I I I II '. I 0 0 0 0 ! I �1 II 2,0,. '0,i '0(, 2'0" 0" ? '0" I2i 0i� 2'0ii i 0(, i 0ii ,0�i 0�i 0�i �i 0(i i 0(i 01. .0'. o o r I I II I 1 I I I I 1 I 1 Ill i 3'0., 271 0,i 9'0" 1 8-0" 1 oe 00 o to 1 I I T 6" i 9101. 7-6" C11 CD II I II IIII I I I I 1 I � I 01.1 1 is o 111 I I �1 F wW! W U W ' c 1 JUL 2 0 2015 N. a CL Electric, Piumbin cI c, 9&Gas Inspeollofu 1 ham ton,MA 010eo Ml w v 1' II II L �I' 1 N i W z'I !I 11 p 1 I 1'� i I ..� c I1' IIII' 3111 -019 = U) cn alml 10 = = CL : W A -9 C A N N O -n O N I 24'0" THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. See individual design sheets for each McCormick R es i d e n ee truss design identified on the placement drawing. The building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers,beams, Blackberry Lane Northampton, MAwalls,and columns is the responsibility of the building designer. For general guidance regarding bracing,consult"Bracing of Wood UFP Belchertown, LLC Gene trusses"available from the Truss Plate Institute 583 d truss l Drive Madison,WI final It is the responsiblility of the �7�1 6�2�1 CJ 'General Contractor/Superintendent to verify that the provided truss layout shall match the final intended construction plans, ,loading conditions,and use.If they do not,it is the responsiblility of the General Contractor/Superintendent to provide f-� ;prints/plans containing the latest specifications and designs. Universal Forest Products will not be responsible for print/plan 0 A Universal Forest Products Company For Pricing only changes by others after final approval ofshop drawings,nor will they be responsible for errors or modifications made on-site during construction.DO NOT CUT,NOTCH,DRILL,OR OTHERWISE"REPAIR"MANUFACTURED TRUSSES IN ANY WAY tti;Ea}RnaiI.FO Boz 44�jFie3.6rr1(nFn,ALA.610tt'J FLoue:11 <_.-;naJF e-4t93^_;-7Tbe - q r� WITHOUT PRIOR WRITTEN AUTHORIZATION BY A LICENSED PROFESSIONAL DESIGNATED BY UFP. UFP WILL NOT 1 1 5033255BF BE HELD RESPONSIBLE FOR ANY MODIFICATIONS OR"CHARGE BACKS"DONE WITHOUT PRIOR WRITTEN AUTHORIZATION FROM UFP CLEAN DISCHARGE AGREEMENT MUNICIPAL STORM DRAIN CONNECTION Northampton Department of Public Works 125 Locust Street Northampton, MA 01060 587-1570 8 We are requesting to connect a sump pump for A dress to the Northampton municipal storm drain on that roadway. We assure that the sump pump shall only discharge clean ground water. Connections to the municipal storm drain system shall not include drainage flows from interior building spaces including, but not limited to, basements, garages, work areas, and living spaces. No paints, solvents, oil, rubbish, pesticides, herbicides, fertilizers, toxic or hazardous materials, sewage, metals, animal wastes, rock, sand, salt, soils, construction waste, sediment, or noxious or offensive matter of any kind will be discharged to the municipal drain system. A barrier shall be constructed and remain in good working order to prevent any spills of any type that may occur in the basement from entering the sump area. In accordance with Chapter 278 of the City of Northampton Code of Ordinances, no person shall dump, discharge, cause or allow to be discharged any pollutant or non-stormwater discharge into the municipal storm drain system or risk enforcement actions which may include suspension of drainage system access and/or civil and criminal remedies for such violations. In the event of a release of oil or hazardous materials, the property owner shall immediately notify the municipal Fire and Police Departments, Department of Public Works, and Board of Health. In the event of a release of non-hazardous material, the property owner shall notify the Department of Public Works no later than the next business day. /'4 Property Ow Date Jul. 9, 2015 10:04AM Northampton Water Dept No 0562 P 6 MUNICIPAL WATER AVAYLA]BILITY APPLICATION Northatnpton Water Department 237 Prospect St. Northampton,MA 01060 5571097 A.Department of Public Works Trench Permit shall be required prior to any construction or connection activity associated with this application. Location; S Blackberry Lane Inquiry Made By: O'Connell Construction LLC/Dominc 413-5194650 Date of Inquiry: 7/2/15 Number of Type of Single Family X Type of Private X Units: X T7 {): nit s Apart. Comm, O'vvnership: Condo Multi-family Rental hAvel Municipal Water Main in Existing service to Front of Location? 'Y'es;X No: site? 'Y'es: No:X Size of Water Main: 4" Material: Cast Iron Age: 1940 Approximate Static Street Flow Test Conducted:'Y'es: No:X Pressure: 70psi If done attach results Size of Service Connection Suggested Meter Size: 5/8" Comments: The Water]Department cannot guarantee adequate water pressure daring peak demand times at elevations above 320 feel. • A corresponding water entrance fee shall be paid prior to making any connection to the municipal water system. • Arrangements ofsuch installation shall be made with the Northampton Water Departmentrwith aminimum of 5 working days notification. • All work alI conform to Northampton'Water Department specifications. go Nuttelman, Superintendent of Water Dept. Water Entry$ 200 Meter S 130 Radio S 135 cc: Ned Huntley,Director Note:If this availability is for a new construction,it mast be hand delivered to the Du[ildin / Inspector. 1 lsmblladminlPennitsl WflterApplicaiion\Waior Availability.doc - ' ` 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: 8 Blackberry Lane Inquiry Made By: O'Connell Construction LLC Dominc 413-519-4650 Date of Inquiry: 7/2/15 Reason for Request: New Construction Hook into City Sewer Municipal Sewer Main in Front of Location: Yes V No Municipal Storm Drain Available: 5 %deep Yes No Size of Sewer Main: Material: a)py Age: Depth of Sewer Main: Length of Sewer Main: Size of Service Connection: NO NC Type of Service Connection: Tie-in to Sanitary Main x Tie-in to Sanitary Stub Comments: 726(596 IS a VERD KND 6 b S.M.Al 47— ',WE c5DGe -7W6 E)ko Pd--X_7)1, 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 prior to making any connection to the municipal sewer system.Arrangements of such installation shall be made with the Northampton Streets Department with a minimum of 5 working days notification. All work shall conform to Northampton Streets Department specifications. _� J., L�Oz John Hall Sewer Department cc: Ned Huntley, Director DPW r Louis Hasbrouck, Building Commissioner (SUBJECT TO ATTACHED CONDITIONS 1 & 2) Permit No. DO1-16 Conditions: Driveway Permit In lieu of plan approved by the City Engineer I agree to the following added conditions: 1. I will contact the Department of Public Works and have an inspector check and approve the graded gravel base prior to paving to insure compliance with slope and location; 2. I further agree that if in the inspections, any of the permit conditions are not met that I will at no expense to the City remove and replace the driveway as directed by the City Engineer. By: Petitioner Signature Name: O'Connell Construction LLC/Dominc Address: 24 Pleasant View Dr, Hatfield, NIA 413-519-4650 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 rf Permit No. D01-16 CITY OF NORTHAMPTON, MA DRIVEWAY PERMIT Date: 7/6/15 Check#: 111 FEE: $250.00 Proposed driveway must be staked and address and/or lot number posted Public Shade Trees are Protected by MGL Chapter 87. Do not cut, trim or remove any trees on City property. The undersigned respectfully petitions your honorable body for: A new curbcut Permission to install a driveway at: 8 Blackberry Lane Fifteen(15) foot maximum width from street line to property 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. The first one hundred(100)feet of the driveway surface shall be paved as soon as possible if the grade of the proposed driveway exceeds 3% at any point in the first one hundred(100) feet. Homeowners will be held responsible for any costs to the City of Northampton in the event of a washout of this driveway. City is not responsible for culverts installed under driveways in City layout. Code of Ordinances §350-8.8 providing standards for private, individual driveways as most recently amended,must be followed. By: O'Connell Construction LLC/Dominc Telephone: 3-519-4650 Si ature: Proposed Location Inspection By: n• r 7'"�� ' Gravel Base Grade Inspected By: Final Approval: Edward S. Huntley, P.E. Director of Public Works Cc: Building Inspector V� ,h TAAPcA CVrT�.\ .1/1 p� Go APPROVAL UNDER THE SUBDIVISION CONTROL LAW NOT REWIRED PLANNING BOARD NORTHAMPTON,MASSACHUSETTS V RIDGEWOOD TERRACE 5 563526'E S 56'35'28'E DATE: 50. 1 50.60' 151.20' 1 'PLANNING BOARD ENDORSEMENT UNDER THE I SUBDIVISION CONTROL UW SHOULD NOT BE I� FRANK P WILLARD CONSTRUED AS EITHER AN ENDORSEMENT OR F a BOON 5672 PACE 97 $ AN APPROVAL OF HER A REQUIREMENTS- § ' /68 D7 24A zr� n 70 0 ig ail a) td m II 1 I MARY D.-D I r ry A 11MNG 9 TRUST �a 0MPARGS,EE D m it z I J I - 28' 1 I S 56.15.2n•E-- L LOT 2 c 15,088± SQ. FT. y . 515 W>°iLn '4�� n LOT 1 b x SANGRA LANMS-COCEL 12,333± SQ. FT. 1m.D0 6008 7791,PAGE W.V.,W -_pd let M.(typlatl) °i li N 5 ST1851 E 57.36' - MARY D.WAlARD $( LMNG TRUST 55 6389'57'E BOOK 8512,PAGE 61 PARCEL WO 39-65 w ("RST TRACT) ' ��Wde ApM11 0l 9Y N faW of 24 n E=N�ines�N°,� RUTN B.HUDMNS - '--I 1 34 BOOK 100],PACE 15] / I — PARCEL A- a 11,895± SQ. FT. I% NOT A BUILDABLE LOT ELH NOMWEE TRUST I BgMt 665 i PAGE 231 YMY 0. LARD I DMNC TRUST P I h BOON 5512,PACE 81 PARCEL 11'A (9 41:k SQ.F LEGEND 3,9411 SQ.FT. I IRON PIN FOUND I I m m RON PIN SET I 24A I ❑ FOUND CONCRETE BOUND ■ FOUND STONE BOUND A UNMARKED POINT 95.00' Elmo "SUBDIVISION APPROVAL NOT REQUIRED" NORTHAMPTON BIKE PATH PLAN OF LAND IN NORTHAMPTON, MASSACHUSETTS N/i MASSAMIUSElTS ELECTRIC COMPANY PREPARED MR MARY D. 1MLLARD LIVING TRUST I REP0RT THAT THIS PLAN HAS BEEN PREPARED IN CONFORMITY SCALE'1-020' MAY 13,2008 NTH THE 1976 RULES AND REGULATIONS OF THE REGISTERS HAROLD L EATON AND ASSOCIATES INC. OF DEEDS OF THE COMMONWEALTH OF MASSACHUSETTS. 238RRU5 ELL STREET R HADLLEY—MASSACHUSETTS 4T3-584mT n hlictoo.O.L-Uaz) RANDALL E IZER /J6032 �'� M 2M 4D' 6W City of Tlorthampton 212 IVlaln Street, Northampton, MAO 1060 Solid Waste Disposal Affidavit In accordance of the provisions of MGL c 40, S54, I acknowledge that as a condition of the building permit all debris resulting from the construction activity governed by this Building Permit shall be disposed of in a properly licensed solid waste disposal facility, as defined by MGL c 111, S 150A. Address of the work: /V CIE The debris will be transported by: 0 � �r�� ' The debris will be received by: Building permit number: r Name of Permit Applicant 6n✓V �! ��r.r ��"� LLC Date Signature of Permit Applicant (Eiru al ' $'" � j�assarl�usrffs r � c DEPARTMENT OF BUILDD\,lG INSPECTIONS 212 Miun Street 0 -Municipal Building ;INSPECTOR Northampton,M.4 01060 LOCATION / SQUARE FOOTAGE AMOUNT BASEMENT @ .20 ONO, do 1sr FLOOR.@>e 610 2 ND FLR @„ FLOORS, FINISH ATTIC,GARAGE .20 �" C0 DE=ORCHES @ 20 TOTAL. 31 ' Information and Instructions Massachusetts General Laws chapter 152 requires all employers to provide workers' compensation for their employees. Pursuant to this statute, an employee is defined as"...every person in the service of another under any contract of hire, express or implied, oral or written." An employer is defined as"an individual,partnership, association, corporation or other legal entity, or any two or more of the.foregoing engaged in a joint enterprise, and including the legal representatives of a deceased employer, or the receiver or trustee of an individual,partnership, association or other legal entity, employing employees. However the owner of a dwelling house having not more than three apartments and who resides therein,or the occupant of the dwelling house of another who employs persons to do maintenance,construction or repair work on such dwelling house or on the grounds or building appurtenant thereto shall not because of such employment be deemed to be an employer." MGL chapter 152, §25C(6) also states that"every state or local licensing agency shall withhold the issuance or renewal of a license or permit to operate a business or to construct buildings in the commonwealth for any applicant who has not produced acceptable evidence of compliance with the insurance coverage required." Additionally,MGL chapter 152, §25C(7)states"Neither the commonwealth nor any of its political subdivisions shall enter into any contract for the performance of public work until acceptable evidence of compliance with the in requirements of this chapter have been presented to the contracting authority." Applicants Please fill out the workers' compensation affidavit completely,by checking the boxes that apply to your situation and,if necessary,supply sub-contractors)name(s),address(es)and phone number(s)along with their certificate(s)of insurance. Limited Liability Companies(LLC)or Limited Liability Partnerships (LLP)with no employees other than the members or partners, are not required to carry workers' compensation insurance. If an LLC or LLP does have employees,a policy is required. Be advised that this affidavit may be submitted to the Department of Industrial Accidents for confirtnation ofinsurance coverage. Also be sure to sign and date the affidavit. The affidavit should be returned to the city or town that the application for the permit or license is being requested,not the'Department of Industrial Accidents. Should you have any questions regarding the law or if you are required to obtain a workers' compensation policy,please call the Department at the number listed below. Self-insured companies should enter their self-insurance license number on the appropriate line. City or Town Ofricials Please be sure that the affidavit is complete and printed legibly. The Department has provided a space at the bottom of the affidavit for you to fill out in the event the Office of Investigations has to contact you regarding the applicant. Please be sure to fill in the permit/license number which will be used as a reference number. In addition, an applicant that must submit multiple permit/license applications in any given year,need only submit one affidavit indicating current policy information (if necessary)and under"Job Site Address"the applicant should write"all locations in (city or town)."A copy of the affidavit that has been officially stamped or marked by the city or town may be provided to the applicant as proof that a valid affidavit is on file for future permits or licenses. A new affidavit must be filled out each year.Where a home owner or citizen is obtaining a license or permit not related to any business or commercial venture (i.e. a dog license or permit to burn leaves etc.)said person is NOT required to complete this affidavit. The Office of Investigations would like to thank you in advance for your cooperation and should you have any questions, please do not hesitate to give us a call. The Department's address,telephone and fax number: The Commonwealth of Massachusetts Department of Industrial Accidents Office of In estigations 1 Congress.Street, Suite 100 Boston, MA 02114-2017 Tel. #617-727-4900 ext 406 or 1-877-MASSAFE Fax# 617-727-7749 Revised 7-2010 www.mass.gov/dia The Commonwealth of Massachusetts Department of Industrial Accidents �1 _ C Office oflnvestigations 1 Congress Street, Suite 100 1+ Boston,MA 02114-2017 1` www.7nass.gov 1dia Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers AuJicant Information Please Print Lezihly Name (Business/Organizaltionadividual): Q �t�.�e - � �e, t✓v c� -, L Address: �qO-r �11,,� ) U� w DJ�+ l-1�--rr�� L�0 , Q 63 p Ci /State/Zi ty p: q_4)r)f 0 AA� Phone #: � 13 ` S ?,i- y 6 Are you an employer? Check the appropriate boa: Type of project(required): 1.❑ I am'a employer with .4• ❑ I am a general contractor and I employees (full and/or part-time)-.* have hired the sub-contractors 6. [y New construction 2.❑ I am a sole proprietor or partner- listed on the attached sheet. 7. ❑Remodeling ship and have no employees These sub-contractors have 8. ❑Demolition working for me in any capacity. employees and have workers' 9. ❑Building addition [No workers' comp.insurance cam• insurance.+ 10. Electrical repairs or additions required.] 5. PWe _are a corporation and its 3.❑ I am a homeowner doing all work officers have exercised their 11.❑Plumbing repairs or additions myself. [No workers' comp. right of exemption per MGL 12.7 Roof repairs insurance required.] c. 152, §1(4), and we have no employees. [No workers' 13.7 Other comp.insurance required.] *Any applicant that checks box#1 must also fill out the section below showing their workers'compensation policy information. t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. $contractors that check this box must attached an additional sheet showing the name of the sub-contractors and state whether or not those entities have employees. Ifthe sub-contractors have employees,they must provide their workers'comp.policy number. I am tnz employer that is providing workers'compensation insurance for my employees. Below is thepolicy and job site information. Insurance Company Name: Policy#or Self-ins.Lic.#: Expiration Date: Job Site Address: City/State/Zip: 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 fine of up to$250.00 a day against the violator. Be-advised that a copy of this statement may be forwarded to the Office of investigations of the DIA for insurance coverage verification. I do hereby cer ' r.'ns and penalties of perjury that the information provided above is true and correct. --n re: i _111)ate:... Jam'..`. /U . Z, Phone Official use only. Do not write i72 this area, to be completed by city or town officiaZ City or Town: Permit/License# Issuing Authority(circle one): 1. Board of Health 2.Building Department 3. City/Town Clerk 4.Electrical Inspector S.Plumbing Inspector 6. Other Contact Person: Phone#: SECTION 8-CONSTRUCTION SERVICES 7 8.1 Licensed Construction Supervisor: Not Applicable ❑ Neme of 6129nee Holder: CA C2 ZZ C3 /b E3 License Number Address Expiration Date (�L LL,24 c//3 .1✓ � ' /J � 1 ignature Telephone 9.Realetered Home Improvement Contractor: Not Applicable ❑ / 71 -?L Y s' Company Nanie J p J� s T. S�„uy Registration Number Address Expiration on Date Telephone e/)s-13 i` %01 SECTION 10-WORKERS'COMPENSATION INSURANCE AFFIDAVIT(M.G.L.c. 152,§25C(6)) Workers Compensation Insurance affidavit must be completed and submitted with this application. Failure to provide this affidavit will result in the denial of the issuance of the building permit. Signed Affidavit Attached Yes....... ❑ No...... ❑ 11. - Home Owner Exemption The current exemption for"homeowners"was extended to include Owner-occupied Dwellings of one(1) or two(2)families and to allow such homeowner to engage an individual for hire who does not possess a license,provided that the owner acts as supervisor.CMR 780, Sixth Edition Section 108.3.5.1. Definition of Homeowner: Person(s)who own a parcel of land on which he/she resides or intends to reside,on which there is,or is intended to be,a one or two family dwelling,attached or detached structures accessory to such use and/or farm structures. A person who constructs more than one home in a two-year period shall not be considered a homeowner. Such"homeowner"shall submit to the Building Official,on a form acceptable to the Building Official,that he/she shall be responsible for all such work performed under the building permit. As acting Construction Supervisor your presence on the job site will be required from time to time,during and upon completion of the work for which this permit is issued. Also be advised that with reference to Chapter 152(Workers'Compensation) and Chapter 153 (Liability of Employers to Employees for injuries not resulting in Death)of the Massachusetts General Laws Annotated,you may be liable for person(s) you hire to perform work for you under this permit. The undersigned"homeowner"certifies and assumes responsibility for compliance with the State Building Code,City of Northampton Ordinances,State and Local Zoning Laws and State of Massachusetts General Laws Annotated. Homeowner Signature SECTION 5-DESCRIPTION OF PROPOSED WORK(check all applicable) New House ] Addition ❑ Replacement Windows Alteration(s) ❑ Roofing ❑ Or Doors ❑ Accessory Bldg. ❑ Demolition ❑ New Signs [O] Decks [[] Siding[0) Other[»[ Brief Description of Proposed - Work: (0-qy'/Uc-� /uek./ JqD' LaJ� ter-;Scn 40'4 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 Two Family Other b. Number of rooms in each family unit: y Number of Bathrooms a c. Is there a garage attached? -s d. Proposed Square footage of new construction.r41 cf � Dimensions e. Number of stories? f. Method of heating? it/46. 13 Fireplaces or Woodstoves r/0 Number of each ✓ g. Energy Conservation Compliance. Masscheck Energy Compliance form attached? h. Type of construction � � 7f-,, ,e. i. Is construction within 100 ft.of wetlands? Yes No. Is construction within 100 yr. floodplain Yes No f j. Depth of basement or cellar floor below finished grade (� k. Will building conform to the Building and Zoning regulations? Yes No . I. Septic Tank City Sewer Private well City water Supply SECTION 7a-OWNER AUTHORIZATION-TO BE COMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT FI, as Owner of the subject prope n here authorize C/ o� ., a� "Cfi'` Ue Dom�,�✓L 6/_p 7i iv I to ppi on my,/blhalf, inAll roatters relative to work authorized by this building pe mit application. AV At) i� Signature of �ae 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. Print Name Signature of vn#Aae nt 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 L Building Department Lot Size Frontage 3 Setbacks Front Side L: R L: I s R: Rear Building Height Bldg. Square Footage % ad i l Open Space Footage % (Lot area minus bldg&paved j`! parking) #of Parking Spaces �O Fill: volume&Location A. Has a Special Permit/Variance/Finding ever been issued for/on the site? NO ® DONT KNOW ® YES 0 IF YES, date issued: IF YES: Was the permit recorded at the Registry of Deeds? NO () DONT KNOW ® YES IF YES: enter Book Page and/or Document# B. Does the site contain a brook, body of water or wetlands? NO DONT KNOW U YES IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained ® Obtained 0 , Date Issued: C. Do any signs exist on the property? YES ® NO IF YES, describe size, type and location: D. Are there any proposed changes to or additions of signs intended for the property? YES ® NO IF YES, describe size, type and location: E. Will the construction activity disturb(clearing,grading,excavation,or filling)over 1 acre or is it part of a common plan that will disturb over 1 acre? YES ® NO IF YES,then a Northampton Storm Water Management Permit from the DPW is required. �, Department use only Q, ==- = - City of Northampton Status of Permit: Building Department Curb Cut/Driveway Permit i ► I 02015 212 Main Street Sewer/Septic Availability Room 100 Water/Well Availability EhoWc,Plumbing&Gas Inspectloon# orthampton, MA 01060 Two Sets of Structural Plans Northam on,MAo -587-1240 Fax 413-587-1272 Plot/Site Plans Other Specify APPLICATION TO CONSTRUCT,ALTER,REPAIR,RENOVATE OR DEMOLISH A ONE OR TWO FAMILY DWELLING SECTION 1 -SITE INFORMATION 1.1 Property Address: This section to be comple ed by office f �� Map Lot Unit 0� � Zone Overlay District Elm St.District CB District SECTION 2-PROPERTY OWNERSHIP/AUTHORIZED AGENT -ie"crc- 2.1 Owner of Record: jj 77,5 Hy cycle � A/C k., ft<1 iA<—t , � 2 Namp Vrint) urrent Mailing Address: Z� 1-elephofe ignature 2.2 AuthorizedY nt: y rlis�� L,/-I,— dd'""T"Ic O *16)4 C11 Ag-rC)4 'Lo Al ni 1)3 el Name(Print) Current Mailing Add ess: Signatu Telephone SECTION 3-ESTIMATED CONSTRUCTION COSTS Item Estimated Cost(Dollars)to be Official Use Only completed by ermit applicant 1. Building (a)Building Permit Fee 2� sp 2. Electrical © (b) Estimated Total Cost of Construction from 6 3. Plumbing � 5jV Building Permit Fee b`,/ 4. Mechanical(HVAC) 7 � �� 5. Fire Protection 6. Total=0 +2+3+4+5) j171 Check Number 51.?,.06) This Section For Official Use Only Building Permit Number. Date Issued: �+ Signature: Building Commissioner/Inspector of Buildings Date File#BP-2016-0042 APPLICANT/CONTACT PERSON CHRISTOPHER O'CONNELL ADDRESS/PHONE P O BOX 176 HUNTINGTON01050(413)539-1521G�(/�-� PROPERTY LOCATION 8 BLACKBERRY LN MAP 24A PARCEL 034 001 ZONE URA0001/ THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM FILLED OUT Fee Paid Buildinjz Permit Filled out Fee Paid T-J ion• CONSTRUCT 2 STORYSFH W/ACCESSORY APT W/ATT GARAGE/DECK/PORCH New Construction Non Structural interior renovations Addition to Existing Accessory Structure Buildinp,Plans Included: Owner/Statement or License 108508 3 sets of Plans/Plot Plan THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INFgRMATION 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 e elay gnature 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. 8 BLACKBERRY LN BP-2016-0042 GIS#: COMMONWEALTH OF MASSACHUSETTS Map:Block: 24A-034 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-2016-0042 Proiect# JS-2016-000077 Est. Cost: $310000.00 Fee: $2049.40 PERMISSION IS HEREBY GRANTED TO Const. Class: Contractor: License: Use Group: CHRISTOPHER O'CONNELL108508 Lot Size(sq. ft.): 11891.88 Owner: BRIGHAM KEVIN&DENNIS CAVALIERE Zoning: URA(100)/ Applicant. CHRISTOPHER O'CONNELL AT. 8 BLACKBERRY LN Applicant Address: Phone: Insurance: P O BOX 176 (413) 539-1521 HUNTINGTONMA01050 ISSUED ON.712212015 0:00:00 TO PERFORM THE FOLLOWING WORK.-CONSTRUCT 2 STORYSFH W/ACCESSORY APT W/ATT 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: FeeTvim Date Paid: Amount: Building 7/22/2015 0:00:00 $2049.40 212 Main Street,Phone(413)587-1240,Fax: (413)587-1272 Louis Hasbrouck—Building Commissioner