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31C-039 (3) Job Truss Truss Type Qty Ply 104 OLANDER DR. NORTHAMPTON, MA Q1206149 V2 Valley Truss 1 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Fri Jun 15 08:12:26 2012 Page 1 ID:dC3y51 aJCIHyYjyhW UgYyznDJk- BAEpmTQfvv4fAQNkQOaa7RVuhG Wx_12ggNtYfNz66PJ 3-0 -8 6 -1 -0 H 3 -0-8 I 3 -0 -8 3x4 = Scale = 1:12.7 2 II 5 7.00 F12 4 1 i /� �� 3 � ,. '4 B1 (1? o �� . ■ ■ ■ ■ ■ • �� 1 0 2x4 i 2x4 i 6 -1-0 6 -1 -0 Plate Offsets (X,Y): [2:0- 2- 0,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) l /defl LJd PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.15 Vert(LL) n/a - n/a 999 MT20 197/144 (Ground Snow =50.0) Lumber Increase 1.15 BC 0.27 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 3 n/a n/a BCLL 0.0 * Code IRC2009/TPI2007 (Matrix) Weight: 14 Ib FT = 10% BCDL 10.0 LUMBER ' TOP CHORD 2 X 4 SPF No.2 NOTES (11) BOT CHORD 2 X 4 SPF No.2 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 5.0psf; h =25ft; Cat. II; Exp B; LOAD CASE(S) TOP CHORD enclosed; MWFRS (low -rise) automatic zone and C -C Exterior(2) zone; cantilever left Standard T CH wood sheathing directly applied or 6 -0 -0 oc purlins. and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber BOT CHORD DOL =1.33 plate grip DOL =1.33 Rigid ceiling directly applied or 10 -0 -0 oc bracing. 2) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf =38.5 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct =1.1 REACTIONS (Ib /size) 3) Unbalanced snow loads have been considered for this design. 1 = 293/6 -1 -0 (min. 0 -1 -8) 4) Gable requires continuous bottom chord bearing. 3 = 293/6 -1 -0 (min. 0 -1-8) 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with Max Horz any other live loads. 1 = -42(LC 6) 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all Max Uplift areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and 1 p �9(LC 8) any other members. 3 = -49(LC 8) 7) All bearings are assumed to be SPF No.2 . 8) Provide mechanical connection (by others) of truss to bearing plate capable of FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. withstanding 100 Ib uplift at joint(s) 1, 3. TOP CHORD 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. 1-4=-290/82, 3 -5 =- 290/82 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) All Plates 20 Gauge Unless Noted Job Truss Truss Type Qty Ply 104 OLANDER DR. NORTHAMPTON, MA 01206149 V1 Valley Truss 1 1 I Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Fri Jun 15 08:12:29 2012 Page 1 • - ID:dC3y51 aJCIHyYjyhW UgYyznDJk- clwyPUSXCgSE1 u6J5W7HI47JW UaBBNKH W L6DGiz66PG 5 -0 -8 10 -1-0 r 5 -0 -8 5 -0 -8 4x4 = Scale = 1:18.3 2 7.002 -I 7 �� 8 5 19 '� . , N �� ST1 `---.., � 1 i� \ - - /� �\ 2x4 % 1.5x4 11 2x4 - - - 10 -1-0 10 -1-0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.56 Vert(LL) n/a - n/a 999 MT20 197/144 (Ground Snow =50.0) Lumber Increase 1.15 BC 0.17 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 ` Code IRC2009ITPI2007 (Matrix) Weight: 26 Ib FT = 10% BCDL 10.0 LUMBER TOP CHORD 2 X 4 SPF No.2 NOTES (11) BOT CHORD 2 X 4 SPF No.2 OTHERS 2 X 4 SPF Stud 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= S.Opsf; h =25ft; Cat. II; Exp B; BRACING enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) zone; cantilever left TOP CHORD and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.33 plate grip DOL =1.33 Structural wood sheathing directly applied or 6 -0-0 oc pudins. 2) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf =38.5 psf (flat roof snow); BOT CHORD Category II; Exp B; Partially Exp.; Ct =1.1 Rigid ceiling directly applied or 10 -0-0 oc bracing. 3) Unbalanced snow loads have been considered for this design. REACTIONS (lb/size) ze) 4) Gable requires continuous bottom chord bearing. 1 = 286/10 -1 -0 (min. 0 -1 -10) 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with 3 = 286/10 -1 -0 (min. 0 -1 -10) 6 T live loads. 4 = 482/10 -1 -0 (min. 0-1-10) 6) ) *Thhis is truss truss has been designed for a live load of 20.Opsf on the bottom chord in all Max Horz areas where a rectangle 3 -6-0 tall by 1 -0 -0 wide will fit between the bottom chord and 1 = -75(LC 6) any other members. 7) All bearings are assumed to be SPF No.2 . Max Uplift -62(LC 8) 8) Provide mechanical connection (by others) of truss to bearing plate capable of -67(LC 9) withstanding 100 Ib uplift at joint(s) 1, 3, 4. 3 = - 3 = -32(LC 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 with fixed heels" Member end fixity model was used in the FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. analysis and design of this truss. WEBS 11) All Plates 20 Gauge Unless Noted 2 -4=- 370/96 LOAD CASE(S) Standard • Job Truss Truss Type Qty Ply 104 OLANDER DR. NORTHAMPTON, MA Q1206149 T2AGE COMMON TRUSS 1 1 - Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Fri Jun 15 08:14:34 2012 Page 1 • ID:dC3y51 aJCI HyYjyh W UgYyznDJk- SozCeEzxmECVX5AKwGtbJRonmsFWzr8gGI uK9yz66NJ -0-10 -8 13 -0 -0 26-0 -0 0-10- 8 13 -0-0 13 -0 -0 4x4 = Scale = 1:52.5 8 � / � ADDITIONAL 10 PSF ADDED 7 / O TCDL FOR OPTIONAI. 30 31 10 'r- 10 31 �\ 11 32 2 12 4 j 1 T5 T5 j � `,� 13 3 /; 3x4 I! / _ cS T2 :, ..,. 3 14 2 1 1 i �'S� 10 1 . - 1 1 n irdi loh ; . _ _ 1' y 4 28 27 26 33 25 24 23 22 21 20 19 18 17 16 15 2x4 11 3x4= 2x4 11 26 -0-0 26 -0-0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /deft Lid PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.13 Vert(LL) -0.01 1 n/r 120 MT20 197/144 (Ground Snow =50.0) Lumber Increase 1.15 BC 0.10 Vert(TL) -0.01 1 n/r 90 TCDL 20.0 Rep Stress Ina YES WB 0.36 Horz(TL) 0.00 15 n/a n/a BCLL 0.0 ` Code IRC2009/TPI2007 (Matrix) Weight: 129 Ib FT = 10% BCDL 10.0 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent BOT CHORD 2 X 4 SPF No.2 TOP CHORD with any other live loads. WEBS 2 X 6 SPF 1650E 1.5E 2- 28=- 328/89, 7 -8 =- 124/258, 8 -9 =- 134/258 11)* This truss has been designed for a live load of 20.Opsf on the bottom chord in all OTHERS 2 X 4 SPF Stud WEBS areas where a rectangle 3 -6-0 tall by 1 -0 -0 wide will fit between the bottom chord and BRACING 7 -23 =- 338/70, 6-24=- 291/85, 3 -27 =- 279/124, 9 -21 =- 342/70, any other members, with BCDL = 10.Opsf. TOP CHORD 10 -19 =- 304/84, 13 -16 =- 314/126 Structural wood sheathing directly applied or 6-0 -0 oc purlins, except end verticals. 12) All bearings are assumed to be SPF No.2 . 13) Provide mechanical connection (by others) of truss to bearing plate capable of BOT CHORD NOTES (16) Rigid ceiling directly applied or 10-0 -0 oc bracing. 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 5.0psf; h =25ft; Cat. 11; Exp B; withstanding 100 Ib uplift at joint(s) 28, 15, 23, 24, 25, 26, 21, 19, 18, 17 except (jt =1b) WEBS enclosed; MWFRS (low -rise) gable end zone and C -C Comer(3) - 0 -10 -8 to 2 -1 -8, 27 = 16 =113. 1 Row at midpt 8 -22 Exterior(2) 2 -1 -8 to 10 -0 -0, Corner(3) 10 -0-0 to 13-0-0, Exterior(2) 16 -0 -0 to 22 -9-4 14) This truss is designed in accordance with the 2009 International Residential Code zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. REACTIONS All bearings 26 -0 -0. reactions shown; Lumber DOL =1.33 plate grip DOL =1.33 15) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the (Ib) - Max Horz 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to analysis and design of this truss. 28= 226(LC 7) wind (normal to the face), see MiTek "Standard Gable End Detail" 16) All Plates 20 Gauge Unless Noted Max Uplift 3) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf =38.5 psf (flat roof snow); LOAD CASES) All uplift 100 Ib or less at joint(s) 28, 15, 23, 24, 25, 26, Category 11; Exp B; Partially Exp.; Ct =1.1 Standard 21, 19, 18, 17 except 27=- 121(LC 7), 16=- 113(LC 9) 4) Unbalanced snow loads have been considered for this design. Max Gray 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times All reactions 250 Ib or less at joint(s) 15 except 28= 357(LC flat roof load of 38.5 psf on overhangs non - concurrent with other live loads. 1), 22= 289(LC 1), 23= 459(LC 2), 24= 410(LC 2), 25= 362(LC 1), 6) All plates are 1.5x4 MT20 unless otherwise indicated. 26= 284(LC 1), 27= 327(LC 2), 21= 463(LC 3), 19= 422(LC 3), 7) Gable requires continuous bottom chord bearing. 18= 369(LC 3), 17= 268(LC 1), 16= 369(LC 3) 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Tess except when shown. 9) Gable studs spaced at 2 -0 -0 oc. Job Truss Truss Type Qty Ply 104 OLANDER DR. NORTHAMPTON, MA Q1206149 T2A COMMON TRUSS 6 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Fri Jun 15 08:14:12 2012 Page 1 - - ID:dC3y51 aJCIHyYjyhW UgYyznDJk- 5Zeu0ji8yURdujU6deURQouq ? ?YppoQRCtZ9N Ez66Nf 0-10 7 -0 - 11 _ 13 -0-0 18 -11 -5 26 -0-0 0-10 7-0 -11 5 -11 -5 5 -11 -5 7 -0 -11 5x6 == Scale = 1:51.0 4 7.0012 15 �� 16 ADDITIONAL 10 PSF ADD D 14�� 17 TO TCDL FOR OPTIONAL PV PASS �,� 4x6 l 13 / 9 \ 18 j 19 12 �� 6x6 // 6x6 .. i I f•� ■ 132 ....1 9 i .._�15 11 20 21 10 22 23 9 8 24 25 7 4x6 = 4x4 = 3x6 4x6 2017#1 -209# 4x4 8 -10 -0 17 -2-0 26 -0 -0 - 8 -10 -0 8-4-0 - -- 8 -10 -0 - -I Plate Offsets (X,Y): [2:0- 4- 1,Edge], [6:0- 4- 1,0 -0-0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft Lid PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.92 Vert(LL) -0.29 8-10 >999 240 MT20 197/144 (Ground Snow =50.0) Lumber Increase 1.15 BC 0.91 Vert(TL) -0.45 8 -10 >688 180 TCDL 20.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.10 7 n/a n/a BCLL 0.0 * Code IRC2009/TPI2007 (Matrix -M) Weight: 117 Ib FT = 10% BCDL 10.0 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with BOT CHORD 2 X 4 SPF No.2 TOP CHORD any other live loads. WEBS 2 X 4 SPF Stud 'Except* 2 -12 =- 914/227, 12 -13 =- 711/239, 3 -13 =- 559/253, 3 -14 =- 2401/302, 6) • This truss has been designed for a live bad of 20.0psf on the bottom chord in all W4: 2 X 4 SPF No.2, W1: 2 X 6 SPF 1650F 1.5E 14 -15 =- 2220/313, 4-15=-2203/325. 4-16 -- 2215/331, areas where a rectangle 3 -6-0 tall by 1 -0-0 wide will ft between the bottom chord and BRACING 16 -17 =- 2235 / 319, 5-17=-2417/308, 5-18=- 352/171, any other members, with BCDL = 10.Opsf. TOP CHORD 18 -19 =- 524/156, 6-19-19 = = - 7 708/155, 2 -11 =- 891/271, 6 -7 =- 628/171 7) All bearings are assumed to be SPF No.2 . Structural wood sheathing directly applied, except end verticals. BOT CHORD BOT CHORD 11- 20=- 152/2096, 20- 21=- 152/2096, 10- 21=- 152/2096, 8) Refer to girder(s) for truss to truss connections. Rigid ceiling directly applied or 10 -0 -0 oc bracing. 10- 22 =- 39/1506, 22- 23=- 39/1506, 9-23 =- 39/1506, 8 -9 =- 39/1506, 9) Provide mechanical connection (by others) of truss to bearing plate capable of 8 24 =- 159/2115, 24-25 =- 159/2115, 7 -25 =- 159/2115 withstanding 209 Ib uplift at joint 11 and 159 Ib uplift at joint 7. WEBS 10) This truss is designed in accordance with the 2009 International Residential Code 1 Row at midpt 3 -11, 5 -7 WEBS sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 4- 6=- 114/1009, 5- 8=- 4- 10=- 108/976, 3-10=-606/199, 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the REACTIONS (Ib /size) 3 -11 =- 1814/82, 5 -7 =- 2034/132034/13 6 analysis and design of this truss. 11 = 2017/0 -3 -8 (min. 0 -3 -3) 12) All Plates 20 Gauge Unless Noted 7 = 1883/Mechanical NOTES (12) Max Horz 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 5.Opsf; h =25ft; Cat. 11; Exp B; LOAD CASE(S) 11 = 226(LC 7) enclosed; MWFRS (low -rise) gable end zone and C-C Exterior(2) - 0-10 -8 to 2 -1 -8, Standard Max Uplift Interior(1) 2 -1-8 to 10 -0 -0, Exterior(2) 10 -0 -0 to 13 -0 -0, Interior(1) 16 -0-0 to 22 -9-4 zone; 11 = - 209(LC 8) cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions 7 - = - 159(LC 9) shown; Lumber DOL =1.33 plate grip DOL =1.33 2) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf =38.5 psf (flat roof snow); FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Tess except when shown. Category 11; Exp B; Partially Exp.; Ct =1.1 TOP CHORD 3) Unbalanced snow loads have been considered for this design. • 2 -12 =- 914/227, 12 -13 =- 711/239, 3 -13 =- 559/253, 3 -14 =- 2401/302, 4) This truss has been designed for greater of min roof live Toad of 16.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs non - concurrent with other live loads. Job Truss Truss Type Qty Ply 104 OLANDER DR. NORTHAMPTON, MA Q1206149 T2 COMMON TRUSS 9 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Fri Jun 15 08:14:08 2012 Page 1' ID:dC3y51 aJCIHyYjyhW UgYyznDJk- CoPNBLfduFxBP5ALOpPVFyj8bOAwt ?srHFbyETz66N] 0�10�8 7-0 -11 1 5-11-5 i 5-11-5 - + 7- - 0 0 0i10�8 5x6 = Scale = 1:52.5 4 16;./ �\ 17 ADDITIONAL 10 PSF ADDED TO TCDL FOR OPTIONAL PV PAN 1 5 / 4x4 .--- � 5 1/' ._ 19 • /, 20 6x6 li 13 � K 3 6x6 ii i i \ / 7 � / 4 _ - j 9 111 A 12 21 22 11 23 24 10 9 25 26 8 4x6 = 4x4 = 3x6 = 4x6 4x4 = 2015#/ -209# 2015#1 -209# 8 -10 -0 17 -2-0 26-0 -0 8 -10-0 8-4 -0 8 -10 -0 Plate Offsets (X,Y): [2:0 -4- 1,Edge], [6:0- 4- 1,0 -0 -0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.94 Vert(LL) - 0.29 9-11 >999 240 MT20 197/144 (Ground Snow =50.0) Lumber Increase 1.15 BC 0.90 Vert(TL) -0.44 9 -11 >699 180 TCDL 20.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.09 8 n/a n/a BCLL 0.0 * Code IRC2009/TP12007 (Matrix -M) Weight: 118 Ib FT = 10% BCDL 1 0.0 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with BOT CHORD 2 X 4 SPF No.2 TOP CHORD any other live loads. WEBS 2 X 4 SPF Stud 'Except* 2 -13 =- 916/228, 13- 14=- 712/239, 3- 14=- 560/253, 3 -15 =- 2395/300, 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all W4: 2 X 4 SPF No.2, W1: 2 X 6 SPF 1650F 1.5E 15 -16 =- 2214/310, 4 -16 =- 2199/323, 4 -17 =- 2199/323, BRACING 17 -18 =- 2214/310, 5 -18 =- 2395/300, 5-19 =- 560/253, areas where a rectangle 3-6 -0 tall by 1 -0-0 wide will fit between the bottom chord and TOP CHORD 19 -20 =- 712/239, 6 -20 =- 916/228, 2 -12 =- 892/272, 6 -8 =- 892/271 any other members, with BCDL = 10.Opsf. Structural wood sheathing directly applied, except end verticals. BOT CHORD 7) All bearings are assumed to be SPF No.2 . BOT CHORD 12 -21 =- 125/2092, 21- 22=- 125/2092, 11 -22 =- 125/2092, 8) Provide mechanical connection (by others) of truss to bearing plate capable of Rigid ceiling directly applied or 10 -0 -0 oc bracing. 11 -23 =- 6/1503, 23- 24=- 6/1503, 10- 24= -6/1503, 9- 10= -6/1503, withstanding 209 Ib uplift at joint 12 and 209 lb uplift at joint 8. WEBS 9 -25 =- 119/2092, 25 -26 =- 119/2092, 8 -26 =- 119/2092 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/ - PI 1. 1 Row at midpt 3 -12, 5 -8 WEBS 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the 4- 9=- 108/986, 5 -9 =- 616/199, 4- 11=- 108/986, 3 -11= -616/199, REACTIONS (Ib /size) 3 -12 =- 1808/79, 5-8 =- 1808/79 analysis and design of this truss. 11) All Plates 20 Gauge Unless Noted 12 = 2015/0 -3-8 (min. 0-3-3) 8 = 2015/0 -3 -8 (min. 0-3-3) NOTES (11) LOAD CASE(S) Max Horz 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf, BCDL= 5.Opsf; h =25ft; Cat. II; Exp B; Standard 12 = - 217(LC 6) enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) - 0 -10 -8 to 2 -1 -8, Max Uplift Interior(1) 2-1-8 to 10-0-0, Exterior(2) 10-0-0 to 13-0-0, Interior(1) 16-0-0 to 23 -10 -8 12 = - 209(LC 8) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for 8 = - 209(LC 9) reactions shown; Lumber DOL =1.33 plate grip DOL =1.33 2) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf =38.5 psf (flat roof snow); FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. Category II; Exp B; Partially Exp.; Ct =1.1 TOP CHORD 3) Unbalanced snow loads have been considered for this design. 2 -13 =- 916/228, 13 -14 =- 712/239, 3 -14 =- 560/253, 3-15 =- 2395/300, 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs non - concurrent with other live loads. Job Truss Truss Type qty Ply 104 OLANDER DR. NORTHAMPTON, MA Q1206149 T1GE Common Truss 1 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 - -- 7.250 s Nov 19 2010 MiTek Industries, Inc. Fri Jun 15 08:12:45 2012 Page 1 • ID:dC3y51 aJCIHyYjyh W UgYyznDJk- 8qu ?mzeZRI UzyLKO1 tQ 1 OSn9Mw2MxcUdCq_3gnz66P0 1 b- 7-0-0 7 -0-0 14 0 -8 I 4x4 � Scale = 1:31.4 5 1> L \ 19 7.00 12 4 �� 6 ,( 20 3/ 17 j 7 ,/ 2x4 ��T 2x4 '� I 2 �� T i $T. A�\ 8 c \ 9 1 q ■ Q B1 1 in r•_ T -444 s 4T44TaT4 16 15 14 21 13 22 12 11 10 2x4 2x4 I 14-0 -0 14 -0-0 -I LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /dell lid PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.12 Vert(LL) -0.01 9 n/r 120 MT20 197/144 (Ground Snow =50.0) Lumber Increase 1.15 BC 0.08 Vert(TL) -0.01 9 n/r 90 TCDL 10.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 10 n/a r n/a BCLL 0.0 Code IRC2009/TPI2007 (Matrix) Weight: 57 Ib FT = 10% BCDL 10.0 LUMBER TOP CHORD 2 X 4 SPF No.2 NOTES (16) 13) Provide mechanical connection (by others) of truss to bearing plate capable of BOT CHORD 2 X 4 SPF No.2 1 ) p h; TCDL=4.2psf; p sf; h =25ft; Cat. II; Ex Wind: ASCE 7 -05; 100m sf; BCDL =5.0 B; withstanding uplift at joint(s) 16, 10, 14, 12, 11 t t = 15 =103. WEBS 2 X 6 SPF 1650F 1.5E p p 9 100 Ib u p j except b Ib ) OTHERS 2 X 4 SPF Stud enclosed; MWFRS (low -rise) gable end zone and C -C Comer(3) - 0 -10 -8 to 2 -1-8, 14) This truss is designed in accordance with the 2009 International Residential Code BRACING Extedor(2) 2 -1-8 to 4 -0-0, Comer(3) 4 -0-0 to 7 -0 -0, Exterior(2) 10 -0-0 to 11 -10-8 zone; sections 14502.11.1 and R802.10.2 and referenced standard ANSITI PI 1. TOP CHORD cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions 15) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the Structural wood sheathing directly applied or 6 -0-0 oc purlins, except end verticals. shown; Lumber DOL =1.33 plate g p DOL =1.33 analysis and design of this truss. BOT CHORD 2) Truss designed for wind loads in the plane of the truss only For studs exposed to 16) All Plates 20 Gauge Unless Noted Rigid ceiling directly applied or 6 -0 -0 oc bracing. wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf =38.5 psf (flat roof snow); LOAD CASE(S) REACTIONS All bearings 14 -0 -0. Category II; Exp B; Partially Exp.; C1 =1.1 Standard Horz 4) Unbalanced snow loads have been considered for this design. (Ib) - Max 7) 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times 16= 11 6(L flat roof load of 38.5 psf on overhangs non - concurrent with other live loads. Max M l uplift 100 Ib or less at joint(s) 16, 10, 14, 12, 11 6) All plates are 1.5x4 MT20 unless otherwise indicated. except 15=- 103(LC 8) 7) Gable requires continuous bottom chord bearing. exce 8) Truss to be fully sheathed from one face or securely braced against lateral movement Max pt Grav 15 All reactions 250 Ib or less at joint(s) except 16= 296(LC 1), (i.e. diagonal web). 10= 296(LC 1), 13= 295(LC 1), 14= 304(LC 2), 15= 284(LC 2), 9) Gable studs spaced at 2 -0-0 oc. 12= 304(LC 3), 11= 284(LC 3) 10) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. 11)* This truss has been designed for a live load of 20.Opsf on the bottom chord in all TOP CHORD areas where a rectangle 3-6 -0 tall by 1 -0 -0 wide will fit between the bottom chord and T T CHOR 08, 8-10=-266/108 any other members, with BCDL = 10.Opsf. 12) All bearings are assumed to be SPF No.2 . Job Truss Truss Type Qty Ply 104 OLANDER DR. NORTHAMPTON, MA Q12O6149 T1 Common Truss 2 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Fri Jun 15 08:12:42 2012 Page 1 - ID:dC3y51 aJCIHyYjyhW UgYyznDJk- jFCt7xch8g5O5ucpMlsKmp9TUjyKkFKBWtIPESz66P3 -1-Q 0-$ 3 -7 -12 7 -0-0 10-4 -4 14-0 -0 14108 6 - b $ -10 3 -7 -12 3-4-4 3-4-4 t 3 -7 -12 -10- 4x4 = Scale = 1:31.4 4 1 PI 14 7.00 112 1.5x4 /�� , 15 1.5x4 // 12 /" - 5 rn 11 ��\ y � 16 / W \ 6x6 11 /� j� �-- 6x6 II 2 � 42 1 6 '4 0 10 9 8 8414/-[51# 3x8 = 8*/ -451# 7 -0-0 � _ 14 -0-0 1 7-0 -0 7 -0 -0 Plate Offsets (X,Y): [2:0 -4- 1,Edge], [6:0- 4- 1,0 -0 -0] _. LOADING (psf) SPACING 2 -0 -0 CSI DEFL in floc) I /deft Ud PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.80 Vert(LL) -0.09 9 >999 240 MT20 197/144 (Ground Snow =50.0) Lumber Increase 1.15 BC 0.42 Vert(TL) -0.14 9 -10 >999 180 TCDL 10.0 RepStresslncr YES WB 0.11 Horz(TL) 0.02 8 n/a n/a BCLL 0.0 ' Code IRC2009/TPI2007 (Matrix) Weight: 54 Ib FT = 10% BCDL 10.0 LUMBER TOP CHORD 2 X 4 SPF No.2 6) " This truss has been designed for a live load of 20.0psf on the bottom chord in all BOT CHORD 2 X 4 SPF TOP CHORD areas where a rectangle 3-6 -0 tall by 1 -0-0 wide will fit between the bottom chord and Stud WEBS 2 X 4 SPF Stud *Except* 2 -11 =- 930/152, 3 -11 =- 793/164, 3 -12 =- 708/131, 12 -13 =- 662/136, any other members. W1: 2 X 6 SPF 1650F 1.5E 4 -13 =- 604/144, 4- 14= -604/144, 14 -15 =- 662/136, 5 -15 =- 708/131, 7) All bearings are assumed to be SPF No.2 . BRACING 5 -16 =- 793/164, 6-16 =- 930/152, 2 -10 =- 810/193, 6- 8=- 810/193 8) Provide mechanical connection (by others) of truss to bearing plate capable of TOP CHORD BOT CHORD withstanding 100 Ib uplift at joint(s) except (jt =lb) 10 =151, 8 =151. Structural wood sheathing directly applied or 4 -2 -2 oc pudins, except end verticals. 9 -10 =- 98/666, 8 -9 =- 57/666 9) This truss is designed in accordance with the 2009 International Residential Code BOT CHORD WEBS sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Rigid ceiling directly applied or 10 -0 -0 oc bracing. 4 -9 =- 33/271 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the REACTIONS (Ib /size) NOTES (11) analysis and design of this truss. 10 = 899/0 -3 -8 (min. 0 -1 -8) 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 5.Opsf; h =25ft; Cat. II; Exp B; 11) All Plates 20 Gauge Unless Noted 8 = 899/0 -3 -8 (min. 0 -1-8) enclosed; MWFRS (low -rise) gable end zone and C -C Extedor(2) - 0 -10 -8 to 2 -1 -8, LOAD CASE(S) Max Horz Interior(1) 2 -1 -8 to 4 -0 -0, Exterior(2) 4 -0-0 to 7 -0 -0, Interior(1) 10 -0-0 to 11 -10 -8 zone; Standard 10 = 116(LC 7) cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions Max Uplift shown; Lumber DOL =1.33 plate grip DOL =1.33 10 = - 151(LC 8) 2) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf =38.5 psf (flat roof snow); 8 = - 151(LC 9) Category II; Exp B; Partially Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Tess except when shown. 4) This truss has been designed for greater of min roof live Toad of 16.0 psf or 1.00 times TOP CHORD flat roof Toad of 38.5 psf on overhangs non - concurrent with other live loads. 2 -11 =- 930/152, 3 -11 =- 793/164, 3 -12 =- 708/131, 12 -13 =- 662/136, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with 4 -13= -604/144, 4- 14=- 604/144, 14 -15 =- 662/136, 5 -15 =- 708/131, any other live loads. 5- 16=- 793/164. 6- 16=- 930/152, 2 -10 =- 810/193, 6 -8 =- 810/193 Job Truss Truss Type Qty Ply 104 OLANDER DR. NORTHAMPTON, MA Q1206149 G1 Common Truss 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7 .25 0 s Nov 19 2010 MiTek Industries, Inc. Fri Jun 15 08:12:38 2012 Page 1 - - I D: dC3y51 aJCIHyYjyh W UgYyznDJk- rUzMIZZA4bbycG127voOcz ?su6Zuo12cbFnB5hz66P7 3 -7 -12 7-0-0 10-4 -4 _ 14 -0-0_ 3 -7 -12 3-4-4 3-4-4 3 -7 -12 5x6 I I Scale = 1:31.0 3 i • '�� 11 7.00112 10 ..---- 1 1 4x6 --. � 12 4x6 9 V � / ,,-i' si) , h ilii � 0 II' _ /,) r4 o _ 11 [1_ B, 1 � �i ,Er 13 8 14 15 7 16 6 17 �. 5x8 - HUS26 4x9 HUS26 12x12 4x9 HUS26 5x8 6299#/-602# 6481#/ -619# HUS26 HUS26 HUS26 3 -7 -12 7 -0 -0 ' 10-4 -4 14-0 -0 3 -7 -12 - 3-4-4 - 3-4-4 3 -7 -12 Plate Offsets (X,Y): [6:0- 7- 8,0- 2- 0],[7:0- 6- 0,0 -7- 8],[8:0- 7- 8,0 -2 -0] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdefl Ltd PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.46 Vert(LL) -0.05 7-8 >999 240 MT20 197/144 (Ground Snow =50.0) Lumber Increase 1.15 BC 0.45 Vert(TL) -0.11 7 -8 >999 180 TCDL 10.0 Rep Stress Incr NO WB 0.77 Horz(TL) 0.03 5 n/a n/a BOLL 0.0 • Code IRC2009/TP12007 (Matrix) Weight: 204 Ib FT= 10% BCDL 10.0 - - LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E 4) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf =38.5 psf (flat roof snow); BOT CHORD 2 X 10 SYP DSS TOP CHORD Category II; Exp B; Partially Exp.; Ct =1.1 WEBS 2 X 4 SPF Stud "Except' 1- 2=- 8710/819, 2 -9 =- 6654/656, 9- 10=- 6611/661, 3-10 =- 6555/666, W3: 2 X 4 SPF No.2 3 -11 =- 6555/666, 11- 12=- 6611/661, 4- 12=- 6654/656, 5) Unbalanced snow loads have been considered for this design. BRACING 4 - = - 8758/825 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins. 1- 13= -664/7026, 8- 13=- 664/7026, 8- 14= -664/7026, 7) This truss has been designed for a live load of 20.Opsf on the bottom chord in all BOT CHORD 14 -15 =- 664/7026, 7- 15=- 664/7026, 7- 16=- 626/7065, areas where a rectangle 3 -6 -0 tall by 1 -0 -0 wide will fit between the bottom chord and Rigid ceiling directly applied or 10 -0 -0 oc bracing. 6 -16 =- 626/7065, 6-17 =- 626/7065, 5 -17 =- 626/7065 any other members. WEBS 8) WARNING: Required bearing size at joint(s) 1, 5 greater than input bearing size. 3 -7 =- 605/6246, 4 -7 =- 1730/239, 4-6= -201 /2463, 2 -7 =- 1682/233, 9) All bearings are assumed to be SPF No.2 . REACTIONS (Ib /size) 10) Provide mechanical connection (by others) of truss to bearing plate capable of 1 = 6299/0 - (req. 0 - 4 - 15) 2 = 200/2406 withstanding 100 Ib uplift at joint(s) except (jt =1b) 1 =602, 5 =619. 5 = 6481/0 -3 -8 (req. 0 -5 -1) 11) This truss is designed in accordance with the 2009 International Residential Code Max Horz NOTES (15) 1 = - 127(LC 5) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Top chords connected as follows: 2 X 6 - 2 rows at 0 -9-0 oc. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the Max Uplift - 602(LC 7) Bottom chords connected as follows: 2 X 10 - 2 rows at 0 -5 -0 oc. analysis and design of this truss. Webs connected as follows: 2 X 4 - 1 row at 0 -9 0 oc. 13) Use Simpson Strong -Tie HUS26 (14 -10d Girder, 6 -10d Truss, Single Ply Girder) or 5 = - 619(LC 8) equivalent spaced at 2 -0 -0 oc max. starting at 2 -0-12 from the left end to 12 -0 -12 to 2) All loads are considered equally applied to all plies, except if noted as front (F) or FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided connect t T2A (1 ply 2 X 4 SPF) to back face of bottom chord. TOP CHORD to distribute only loads noted as (F) or (B), unless otherwise indicated. 14) Fill all l n nail ail h holl es where hanger is in contact with lumber. 1- 2=- 8710/819, 2 -9 =- 6654/656, 9 -10 =- 6611/661, 3 -10 =- 6555/666, 3) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 5.0psf; h =25ft; Cat. II; Exp B; 15) All Plates 20 Gauge Unless Noted 3- 11=- 6555/666, 11- 12=- 6611/661, 4 -12 =- 6654/656, enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber LOAD CASE(S) 4 -5 =- 8758/825 DOL =1.33 plate grip DOL =1.33 Standard Continued on page 2 32 -00 -00 i T2AGE 1 2=00=00 2 -00 -00 .p ,� -� 2 -00 -00 o -� . 2)� < < N' i o G) N) D! I rn � © N N --k N 1 1 1 O O_CD-0 W O O 0 N CD o Q O O 1 0 Oo N 0 0 ' f a; T2GE 6 -00 -00 26 -00 -00 32 -00 -00 o` 0 O p o Ths f o n structure placement plan s prov'd d o Idenoofy ng the ' a oft sses as suop !ed by T ss Engl neer'ng Corpo ato n (TEC) No resaonsib ty s taken or �i Z F t g^ p Z i mol " red by TEC 'or t e str,xtura iteg'�ty of the structure oe ow the t uss , or` tae affect, o` TEC 's product on the structure as a hole T e t uss -,nsta t ha ,l follow ail M • I m . Z 3 BCSI recornmendat ons contra t i document spec,' cat ons as we " as any to spec.' c ea rem e t. to ensure safe and p ope . Calla[ q No'oad g .has be applied 4 . Z m 5 5 c to tr sses unt, pro er'y and to y sta f led crud ng all sheath ng ' range wa�' ancno ,, atera■ eb orac.ng (a shown on nd v duo shop draw gsi. and oe naneot C) i 9 brac ng (as recurred by the cons[ . documents) Insta atop contractor spa" rete ■ to the nd dual truss shoo draw ngs tot a, t a eq Irements of trusses, � p 2 r .1 A Includ g but not n ted to near Pg ocat'.ons ano equ Percents, oiy to boy na 1 ng, ''.at ray web orac;ng, and truss soactag . Truss Eng t� eerng Co poraon str cty adheres to > 0 O the 'Standard 3esoo s o I N.es n thu Design of Meta Pate Connected Woo Tru,sps a defined ea by TPI Chapte 2 , avabable upon request) rega ens of any lob spec .10 G3 m o spec cat ons 3ole55 c ■ear.y oe en otherw se 0 ng by TEC C l m A - > 4 - 7 -r Z 0 c r� This place lent p Truss Eng neer f_o post on sINTERPRETATION of a s and d aw , gs a. aol:ed t s Tne b " d. g owneriow a s agent's sole 'y esponslble CO m for ve - fy ng an dme ns'ons, geometry. 'roads and +oad requ ements fo accuracy and fu I comps a ice to constr cton documents and she oe espons:b notifying TEC 7 A mmed ate y of any d s epa nc e Tne buowner/owner . , d ng ow e /o e agent lb spons'e for coo d' nat ng af{ construct on Petal between trades. Truss Eng nee - g r Corpo at on SNOT respond . b!e he d vefificataan of dame u ons or spe a co d310 s No trusses supplied by Truss Eng Corporat,on may be cut, drl!led. or a'tered n any way w [pout rst contact ng TEC and recely ng engineer ng document, a low g sac a y r^ Job Truss Truss Type Qty Ply 104 OLANDER DR. NORTHAMPTON, MA Q1206149 T3GE GABLE 1 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Fri Jun 15 08:12:23 2012 Page 1 • - ID:ukCTl gWcatelgv8KX7k_ adz66QU- nbZh8RNmc_ i4Jzf91F0tVptNI3ZTne808Pfu32z66P M -8-10 8 11 -0-0 22 -0-0 2;±_10_ T 010 -8 11 -0 -0 11 -0 -0 , 0-10-8 4x4 = Scale = 1:40.1 • ADDITIONAL 10 PSF ADDED 7 TO TCDL FOR OPTIONAL PV PANELS \� 6 �� 7.0012 i a� 5 �i I �� 9 24,,-- 25 4 r �� :1 "� ST5 i 10 /, T T� VA 3 11 - �� ' T S'Tt3 \ TzA hnl,In fi � j u i si__ , --4L 12 2 'AAA �A�A��•_•�A �� A�� --•�AA��A �A��A��A��A��-•_A�� - 13 ki �z�z.� zvzszp.: - 0 3x4 � 23 22 21 20 19 18 17 16 15 14 3x4 3x4 = 22-0 -0 22-0-0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ltd PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.13 Vert(LL) -0.00 13 n/r 120 MT20 197/144 (Ground Snow =50.0) Lumber Increase 1.15 BC 0.06 Vert(TL) 0.00 12 n/r 90 TCDL 20.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.00 12 n/a n/a BCLL 0.0 * Code IRC2009/TPI2007 (Matrix) Weight: 94 Ib FT = 10% BCDL 10.0 LUMBER TOP CHORD 2 X 4 SPF No.2 11) All bearings are assumed to be SPF No.2 . BOT CHORD 2 X 4 SPF No.2 WEBS 12) Provide mechanical connection (by others) of truss to bearing plate capable of OTHERS 2 X 4 SPF Stud 6- 20=- 335/77, 5 -21= 276/84, 3 -23 =- 318/114, 8 -18 =- 335/77, withstanding 100 Ib uplift at joint(s) 2, 12, 20, 21, 22, 23, 18, 16, 15, 14. BRACING 9 -16 =- 276/84, 11 -14 =- 318/113 13) This truss is designed in accordance with the 2009 International Residential Code TOP CHORD sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Structural wood sheathing directly applied or 6 -0 -0 oc puriins. NOTES (15) 14) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the BOT CHORD 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 5.0psf; h =25ft; Cat. II; Exp 8; analysis and design of this truss. Rigid ceiling directly applied or 10 -0 -0 oc bracing. enclosed; MWFRS (low -rise) gable end zone and C -C Corner(3) - 0 -10 -8 to 2 -1-8, 15) All Plates 20 Gauge Unless Noted Exterior(2) 2 -1 -8 to 8-0-0, Corner(3) 8-0-0 to 11 -0 -0, Exterior(2) 14-0-0 to 19 -10-8 zone; REACTIONS All bearings 22 -0 -0. cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions LOAD CASE(S) (Ib) - Max Horz shown; Lumber DOL =1.33 plate grip DOL =1.33 Standard 2=- 188(LC 6) 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to Max Uplift wind (normal to the face), see MiTek "Standard Gable End Detail" All uplift 100 Ib or less at joint(s) 2, 12, 20, 21, 22, 23, 3) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf =38.5 psf (flat roof snow); 18, 16, 15, 14 Category II; Exp B; Partially Exp.; Ct =1.1 Max Gray 4) Unbalanced snow loads have been considered for this design. All reactions 250 Ib or less at joint(s) 22, 15 except 5) This truss has been designed for greater of min roof live Toad of 16.0 psf or 1.00 times 2= 307(LC 1), 12= 307(LC 1), 19= 299(LC 1), 20= 460(LC 2), flat roof load of 38.5 psf on overhangs non - concurrent with other live bads. 21= 359(LC 2), 23= 395(LC 2), 18= 460(LC 3), 16= 359(LC 3), 6) All plates are 1.5x4 MT20 unless otherwise indicated. 14= 395(LC 3) 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2 -0-0 oc. FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with WEBS any other live Toads. 6 -20 =- 335/77, 5 -21 =- 276/84, 3 -23 =- 318/114, 8 -18 =- 335/77, 10)* This truss has been designed fora live load of 20.0psf on the bottom chord in all 9- 16=- 276/84, 11 -14 =- 318/113 areas where a rectangle 3 -6-0 tall by 1 -0 -0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. Job Truss Truss Type Qty Py 104 OLANDER DR. NORTHAMPTON, MA Q1206149 T3 COMMON TRUSS 12 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Fn Jun 15 08:12:10 2012 Page 1 - ID: u kCT l gWcatelgv8KX7k_ adz66QU- f5GmQ? Dcg? 3wFz9fU0HgT3r ?9pyHEjnU9u ?i51z66PZ - -10 5 -8 -6 11 -0 -0 I 16 -3 -10 22-0 -0 2-10_ 0-10-8 5 -8-6 5 -3 -10 5 -3 -10 5 -8 -6 -10 4x6 i I Scale = 1:39.2 ADDITIONAL 10 PSF ADDED TO TCDL FOR OPTIONAL PV PANELS 4 7.00F12 1 �� 14 1.5x4 O 12�� 15 1.5x4 ./,' 11,- \ 16 M� 2 a� y -,/'' \ �� , A 17 /% / 2 1 ii 7 ° ✓ 9 18 19 8 1 ° 4x6 = 4x4 = 5x6 = 4x6 8-0 -0 14 -0 -0 22-0 -0 165(i#/-193# 8 -0 -0 6 -0 -0 + 8 -0 -0 165o,1=g93# Plate Offsets (X,Y): [8:0- 3- 0,0 -3 -4] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ltd PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.83 Vert(LL) -0.12 8-9 >999 240 MT20 197/144 (Ground Snow =50.0) Lumber Increase 1.15 BC 0.71 Vert(TL) -0.31 2 -9 >824 180 TCDL 20.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.07 6 n/a n/a BCLL 0.0 * Code IRC2009/TPI2007 (Matrix) Weight: 81 Ib FT = 10% BCDL 10.0 LUMBER TOP CHORD 2 X 4 SPF No.2 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all BOT CHORD 2 X 4 SPF No2 TOP CHORD - areas where a rectangle 3-6 -0 tall by 1 -0 -0 wide will fit between the bottom chord and WEBS 2 X 4 SPF Stud 2-10=-2399/231, 3 -10 =- 2255/253, 3 -11 =- 2025/241, any other members, with BCDL = 10.Opsf. BRACING 11 -12 =- 2002/243, 12- 13=- 1884/251, 4- 13=- 1848/264, 7) All bearings are assumed to be SPF No.2 . TOP CHORD 4- 14=- 1848/264, 14- 15=- 1884/251, 15 -16 =- 2002/243, Structural wood sheathing directly applied or 2 -2 -0 oc purlins. 5 -16 =- 2025/241, 5-17 =- 2255/253, 6- 17=- 2399/231 8) Provide mechanical connection (by others) of truss to bearing plate capable of BOT CHORD BOT CHORD withstanding 193 Ib uplift at joint 2 and 193 Ib uplift at joint 6. Rigid ceiling directly applied or 10-0-0 oc bracing. 2- 9=- 137/1914, 9- 18=- 5/1296, 18- 19=- 5/1296, 8- 19=- 5/1296, 9) This truss is designed in accordance with the 2009 International Residential Code 6-8=-125/1914 sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. REACTIONS (Ib /size) WEBS 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the 2 = 1650/0 -5 -8 (min. 0 -2 -9) 4-8 =- 85/790, 5-8 =- 631/173, 4- 9=- 85/790, 3- 9= -031/173 analysis and design of this truss. 6 = 1650/0-5-8 (min. 0 -2 -9) 11) All Plates 20 Gauge Unless Noted Max Horz NOTES (11) LOAD CASE(S) 2 = - 188(LC 6) 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 5.0psf; h =25ft; Cat. 8; Exp B; Standard Max Uplift enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) - 0 -10 -8 to 2 -1 -8, 2 = - 193(LC 8) Interior(1) 2 -1 -8 to 8 -0 -0, Exterior(2) 8-0-OW 11 -0-0, Interior(1) 14 -0-0 to 19 -10 -8 zone; 6 = - 193(LC 9) cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL =1.33 plate grip DOL =1.33 FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. 2) TCLL: ASCE 7 - 05: Pg= 50.0 psf (ground snow); Pf =38.5 psf (flat roof snow); TOP CHORD Category II; Exp B; Partially Exp.; Ct =1.1 2- 10=- 2399/231, 3-10=-2255/253, 3 -11 =- 2025/241, 3) Unbalanced snow loads have been considered for this design. 11- 12=- 2002/243, 12- 13=- 1884/251, 4- 13=- 1848/264, 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times 4- 14=- 1848/264, 14 -15 =- 1884/251, 15- 16=- 2002/243, flat roof load of 38.5 psf on overhangs non - concurrent with other live loads. 5- 16=- 2025/241, 5 -17 =- 2255/253, 6 -17 =- 2399/231 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Job Truss Truss Type Qty Ply 104 OLANDER DR. NORTHAMPTON, MA 01206149 FG4 Floor Truss 1 1 Job Reference (optional) - _.. - .. Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 r Industries, Inc. Mon Jun 18 10:28:12 2012 Page 1 - ID: dC3y51aJCIHyYjyhV VUgYyznDJk- 08KerLrPY PY_ sNxnOVtpxCUJ9Mo3DUbDdgy8EK2bz5581 0 -1 -8 • 1 -3-0 1 1 - -12 0 ' Scale = 1:16.4 3x4 11 3x4 = 3x6 = 2x3 11 3x4 = 4x4 = 2x3 I I 1 2 17 3 4 5 3x4 = 6 7 8 2x3 , ' ... 0 -----..'-- 11: 16 „., II X �,, 14 13 12 11 10 ��' 3x4 = 4x4 = 2x3 II 3x4 = 4x4z 3x6 == 3x6 609#/0# 705#/0# 13 -1 -12 13 -1 -12 Plate Offsets (X,Y): [1:Edge,0 -1 -8], [4:0- 1- 8,Edge], [5:0- 1- 8,Edge], [8:0- 1- 8,Edge], [12:0- 1- 8,0 -0 -0], [13:0- 1- 8,Edge], [16:0- 1- 8,0 -0 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.12 11 -12 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.22 11 -12 >694 240 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(TL) 0.04 9 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 50 Ib FT = 4%F, 10 %E LUMBER TOP CHORD 4 X 2 SPF 1650F 1.5E NOTES (8) BOT CHORD 4 X 2 SPF 1650E 1.5E 1) Unbalanced floor live loads have been considered for this design. Uniform Loads (plf) WEBS 4 X 2 SPF No.2 Vert: a 20, 1 -5= -100, 5 -8 = -20 2) All bearings are assumed to be SPF No.2 . BRACING 3) This truss is designed in accordance with the 2009 International Residential Code Concentrated Loads (Ib) TOP CHORD Vert: 17 =227 sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. Structural wood sheathing directly applied or 6-0-0 oc purtins, except end verticals. 4) Load case(s) 1, 2, 3 has /have been modified. Building designer must review loads to 3) 2nd chase Floor: Lumber Increase =1.00, Plate Increase =1.00 BOT CHORD Uniform Loads (plf) verify that they are correct for the intended use of this truss. Rigid ceiling directly applied or 10 -0 -0 oc bracing. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the Vert: 9- 15 = -20, 1 = -20, 4 -8= -100 analysis and design of this truss. Concentrated Loads (Ib) REACTIONS (Ib /size) Vert: 17 =227 6) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each 15 = 609/0 -3-8 (min. 0-1 -8) truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer 9 = 705/0 -3 -8 (min. 0 -1 -8) ends or restrained by other means. FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support TOP CHORD concentrated load(s) 227 Ib up at 3-8 -0 on top chord. The design /selection of such T T CHOR 317 =- 1322 0, 3-4=-2307/0, 4- 5=- 2307!0, connection device(s) is the responsibility of others. 5- 6=- 2315/0, 6- 7=- 1634/0 8) All Plates 20 Gauge Unless Noted BOT CHORD LOAD CASE(S) 14- 15= 0/845,13 -14= 0/1749,12 -13 =0/2307,11 -12 =0/2307, 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 10- 11= 0/2186, 9- 10= 0/1007 Uniform Loads (plf) WEBS Vert: 9- 15 = -20, 1-8= -100 2 -15 =- 1001/0, 2- 14= 0/583, 3- 14=- 521/0, 3- 13= 0/842, Concentrated Loads (Ib) 4 -13 =- 276/0, 7 -9 =- 1190/0, 7- 10= 0/765, 6- 10= -674/0 Vert: 17 =227 2) 1st chase Floor: Lumber Increase =1.00, Plate Increase =1.00 Job Truss Truss Type Qty Ply 104 OLANDER DR. NORTHAMPTON, MA Q1206149 FG3 Floor Truss 1 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Mon Jun 18 10:40:42 2012 Page 1' - ID:dC3y51 aJCIHyYjyhW RReAFowswQMyw1 kepKO4tTDcdOKRKSCDPgvON7z54yJ 1 -3-0 H �- 0 -5-4 -I 1 3x4 11 2 3x4 -= 3 2x3 11 4 3x4 = 5 3x4 11 Scale = 1:7.2 1 , 9 W1 W1 / �� 2 1/0/2`-, W1 W1 ° - B1 1 3x4 = 2x3 1 9 8 7 . 3x6 = 3x6 =_ 4 -11-4 4 -11-4 1 Plate Offsets (X,Y): [1:Edge,0*-- - 1- 8,Edge], [4:0- 1- 8,Edge], [7:0- 1- 8,0 -0 -0], [8:0 1- 8,Edge] 471#40# • LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl IJd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.11 Vert(LL) -0.01 8 -9 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.02 8 -9 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 21 Ib FT = 4 %F, 10%E LUMBER TOP CHORD 4 X 2 SPF 1650F 1.5E 3) This truss is designed in accordance with the 2009 International Residential Code BOT CHORD 4 X 2 SPF 1650F 1.5E Standard sections R502.11.1 and R802.10.2 and referenced standard ANSI/I - PI 1. WEBS 4 X 2 SPF No.2 Unifor Loads (plf) 4) Load case(s) 1, 2, 3 has /have been modified. Building designer must review loads to BRACING Vert: - r 0, 1-3 =-20, 3 -5= -100 verify that they are correct for the intended use of this truss. TOP CHORD Concentrated Loads (Ib) 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the Structural wood sheathing directly applied or 4 -11-4 oc purlins, except end verticals. analysis and design of this truss. Vert: 4= -273 BOT CHORD 6) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each Rigid ceiling directly applied or 10 -0 -0 oc bracing. truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer REACTIONS (Ib /size) ends or restrained by other means. 9 = 365/0 -3-8 (min. 0 -1 -8) 7) All Plates 20 Gauge Unless Noted 6 = 471/0 -3 -8 (min. 0 LOAD CASE(S) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. Standard 1) Floor. Lumber Increase =1.00, Plate. Increase =1.00 TOP CHORD Vert 2 -3 =- 642/0, 3 -4= -642/0 : 6-9=-20, Loads -20, ( Con: BOT CHORD Vert:4= -ratntrat27e d Lod 1-5=-100 ads s ((lb ) 8- 9= 0/452, 7- 8= 0/642, 6 -7 =0/642 Concentrated WEBS 2) 1st chase Floor: Lumber Increase =1.00, Plate Increase =1.00 2 -9 =- 535/0, 2- 8= 0/286, 4- 6= -752/0 Uniform Loads (plf) Vert: 6- 9 = -20, 1-4= -100, 4 -5 = -20 NOTES (7) 1) Unbalanced floor live Toads have been considered for this design. Vence=trated Loads (Ib) Vert: 4= -273 2) All bearings are assumed to be SPF No.2 . 3) 2nd chase Floor: Lumber Increase =1.00, Plate Increase =1.00 Job Truss Truss Type Qty Ply 104 OLANDER DR. NORTHAMPTON, MA Q1206149 F11 FLOOR 1 1 OPTION 1 -BONUS ROOM Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Mon Jun 18 10:22:29 2012 Page 1. , I D: dC3y51 aJCIHyYjyh W UgYyznDJk- x95zr3hGKbe2H3gaHHHm4zSogoHdk7xL4HehV _z55DO 0 -1 -8 1 -3 -0 1 -6-0 07178 - - 3x4 = Scale =1:8.8 1 2x3 I I 2 3 2x3 I I 4 3x4 = 5 3x4 i Ti M 0 1D W11 ...--- ..,- / 6112 / // W�f, W1 : 4 • Q c3 2x3 I I 3x4 = 8 7�6 3x6 = 3x6 = 6 -0-0 6 -0-0 -1 Plate Offsets (X,Y): [2:0- 1- 8,Edge], [3:0- 1- 8,0 -0-0], [7:0- 1- 8,Edge], [8:0- 1- 8,Edge], [10:0- 1- 8,0 -0-8] _ LOADING (psf) 339#/0# SPACING 2 -0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP 345#/0# TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 6 -7 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) -0.06 6 -7 >999 240 BOLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code IRC2009(TP12007 (Matrix) Weight: 23 Ib FT = 4 %F, 10%E LUMBER TOP CHORD 4 X 2 SPF 1650F 1.5E 3) This truss is designed in accordance with the 2009 International Residential Code BOT CHORD 4 X 2 SPF 1650F 1.5E sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. WEBS 4 X 2 SPF No.2 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the BRACING analysis and design of this truss. TOP CHORD 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0-0 oc and fastened to each Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer BOT CHORD ends or restrained by other means. Rigid ceiling directly applied or 10 -0 -0 oc bracing. 6) All Plates 20 Gauge Unless Noted REACTIONS (Ib /size) LOAD CASE(S) 9 = 339/0 -5 -8 (min. 0-1-8) Standard 6 = 345/0 -5 -8 (min. 0-1-8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 524/0, 3 -4= -524/0 BOT CHORD 8- 9= 0/524, 7- 8= 0/524, 6-7 =0/413 WEBS 4-6 =- 490/0, 2-9=-611/0 NOTES (6) 1) Unbalanced floor live loads have been considered for this design. 2) All bearings are assumed to be SPF No.2 . • • Job Truss Truss Type Qty Ply 104 OLANDER DR. NORTHAMPTON, MA Q1206149 F10 Floor Truss 7 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7250 s Nov 19 2010 MiTek Industries, Inc. Mon Jun 18 10:2226 2012 Page 1 • - I D:dC3y51 aJCIHyYjyh W UgYyznDJk -XaQgD 1 fN 1 gGTQbx ?c9k3SLgBIb8JXjGvOJQOvfz55DR 0 -1 -8 1-3-0 2-3-12 , 2 -3 -12 , 08 HI------H I r ScAe = 1:32.7 5-3-12 5-3-12 2x3 II I 4x6 2x3 II 2x3 = 4x4 3x4 = 2x3 I I 2x3 I I 4x6 - 4x6 - 3x6 = 4x6 = 3x6 FP= 2x3 II 2x3 H 3x4 = 4x4 = 2x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 ° 19: • r � � /� �� / \ � ri 1 30 4 • u • 27 26 25 24 23 21 20 19 18 3x6 = 4x4 = 3x4 = 4x4 - 3x6 FP= 4x9 = 4x6 = 4x4 = 3x4 = 4x4 = 3x6 4x6 = 686#/0# 1785#/0# 686#/0# • 13-0-0 � 26 -0-0 13 -0-0 13 -0-0 Plate Offsets (X,Y): [4:0- 1- 8,Edgej, [5:0- 1- 8,0 -0-0j, 112:0- 1- 8,Edgej, [13:0- 1- 8,0 -0 -0], 116:0- 1- 8,Edgej, 119:0- 1- 8,Edge], [20:0- 1- 8,Edgel, [25:0- 1- 8,Edge], [26:0- 1- 8,Edge], [29:0- 1- 8,0 -0 -8], [30:0- 1- 8,0 -0 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.15 26-27 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.26 26 -27 >598 240 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.05 17 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 94 Ib FT = 4 %F, 10%E LUMBER TOP CHORD 4 X 2 SPF 1650E 1.5E 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each BOT CHORD 4 X 2 SPF 1650F 1.5E TOP CHORD WEBS 4 X 2 SPF No.2 2 -3 =- 1580/0, 3-4=-2189/0, 4 -5 =- 2189/0, 5-6 =- 2189/0, truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer BRACING 6 -7 =- 889/320, 7- 8= 0/1763, 8- 9= 0/1763, 9-10=-889/320, ends or restrained by other means. TOP CHORD 10 -11 =- 889/320, 11 -12 =- 2189/0, 12 -13 =- 2189/0, 13- 14= 2189/0, 6) CAUTION, Do not erect truss backwards. Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. 14 -15 =- 1580/0 7) All Plates 20 Gauge Unless Noted BOT CHORD BOT CHORD LOAD CASE(S) Rigid ceiling directly applied or 6 -0 -0 oc bracing. 27 -28= 0/993, 26- 27= 0/2054, 25- 26= 0/2189, 24- 25=- 9/1622, Standard 23- 24=- 666 / 122 ,22 -23 =- 666/122,21 -22 =- 666/122, REACTIONS (Ib /size) 20 -21 =- 9/1622, 19- 20= 0/2189, 18- 19= 0/2054, 17 -18 =0/993 28 = 646/0 -3-8 (min_ 0-1-8) WEBS 22 = 1785/0 -3 -8 (min. 0 -1 -8) 7- 22=- 1546/0, 7- 24= 0/1002, 6-24 =- 984/0, 6- 25= 0/953, 17 = 646/0 -3 -8 (min. 0 -1 -8) 5 -25 =- 367/0, 2 -28 =- 1174/0, 2 -27= 0/717, 3 -27 =- 578/0, Max Gray 3 -26 =- 153/252, 9 -22 =- 1546/0, 9- 21= 0/1002, 11- 21=- 984/0, 28 = 686(LC 2) 11 -20= 0/953,12 -20 =- 367/0,15-17=-1174/0, 15-18=0/717, 22 = 1785(LC 1) 14- 18=- 578/0, 14- 19=- 153/252 17 = 686(LC 3) NOTES (7) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. 1) Unbalanced floor live loads have been considered for this design. TOP CHORD 2) All bearings are assumed to be SPF No.2 . 2 -3 =- 1580/0, 3-4 =- 2189/0, 4 -5 =- 2189/0, 5-6 =- 2189/0, 3) This truss is designed in accordance with the 2009 International Residential Code 6 -7 =- 889/320, 7- 8= 0/1763, 8- 9= 0/1763, 9-10 =- 889/320, sections 14502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10 -11 =- 889/320, 11 -12 =- 2189/0, 12- 13=- 2189/0,- 13 -14 =- 2189/0, 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the 14 -15 =- 1580/0 analysis and design of this truss. • Job Truss Truss Type Qty PIy 104 OLANDER DR. NORTHAMPTON, MA Q1206149 F9 Floor Truss 2 1 Job Reference (optional) • Truss Engineering C Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Mon Jun 18 10:22:21 2012 Page 1. . ID:dC3y5laJCIHyYjyhW UgYyznDJk- AdcyAKbED8eAKg31 pc8uIH7NhaSWsTk9E1 iGDRz55DW 0 -1 -8 H 1 - 3 - 0 2-4 -12 • 0 1 8 Scale = 1:16.4 5-4-8 — • 2x3 II 2x3 = 3x6 = 3x4 = 2x3 I I 2x3 I I 3x4 3x6 -_- 3x4 I I 1 2 3 4 5 6 7 8 co i J D 4 :----- ,,--'/ .„--',...-- �e �� --� 13 12 11 10 3x6 3x4 = 3x4 3x6 3x6 = 3x6 = 768#/0# 774#/0# 13 -1 -12 13 -1 -12 Plate Offsets (X,Y): [4:0- 1- 8,Edge], [5:0- 1- 8,0 -0 -0], [11:0- 1- 8,Edge], [12:0- 1- 8,Edge], [15:0- 1- 8,0 -0-8] LOADING (psf) SPACING 2 - - CSI DEFL in (loc) I /defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.15 10-11 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.23 10 -11 >660 240 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.04 9 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight: 48 Ib FT = 4 %F, 10%E LUMBER TOP CHORD 4 X 2 SPF 1650F 1.5E BOT CHORD 4 X 2 SPF 1650F 1.5E WEBS WEBS 4 X 2 SPF No.2 7 -9 =- 1327/0, 7 -10= 0/842, 6 -10 =- 741/0, 6 -11= 0/675, BRACING 5 -11 =- 271/0, 2- 14=- 1323/0, 2- 13= 0/842, 3 -13 =- 742/0, TOP CHORD 3 -12= 0/675, 4 -12= -271/0 Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end verticals. BOT CHORD NOTES (6) Rigid ceiling directly applied or 10 -0 -0 oc bracing. 1) Unbalanced floor live loads have been considered for this design. 2) All bearings are assumed to be SPF No.2 . REACTIONS (Ib /size) 3) This truss is designed in accordance with the 2009 International Residential Code • 14 = 768/0 -3 -8 (min. 0 -1 -8) sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9 = 774/0 -3 -8 (min. 0 -1 -8) 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0-0 oc and fastened to each TOP CHORD truss with 3-10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer 2 -3 =- 1809/0, 3-4 =- 2778/0, 4 -5 =- 2778/0, 5 -6 =- 2778/0, ends or restrained by other means. 6-7 =- 1809/0 6) All Plates 20 Gauge Unless Noted BOT CHORD 13- 14= 0/1118, 12- 13= 0/2416, 11- 12= 0/2778, 10- 11=0/2416, LOAD CASE(S) 9- 10= 0/1119 Standard WEBS 7 -9 =- 1327/0, 7 -10= 0/842, 6 -10 =- 741/0, 6- 11= 0/675, 5-11 =- 271/0, 2 -14 =- 1323/0, 2- 13= 0/842, 3 -13 =- 742/0, 3 -12= 0/675, 4-12=-271/0 Job Truss Truss Type Qty Ply 104 OLANDER DR. NORTHAMPTON, MA Q1206149 F8 Floor Truss 2 1 . Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Mon Jun 18 10:27:17 2012 Page 1 ID: dC3y51aJCIHyYjyhWUgYyznDJk- VZVrIXAvV4xBrKhw9mSlliOyl uT8DKKkI4PwcHz558u 0 -1 -8 1 -3 -0 -6 -1 E 1 -9 -0 Q -5-1 Scale = 1:20.5 4x4 = 5-3 -12 2x3 -- 3x4 = 3x4 = 2x3 I x3 3x6 - 4x6 = 4x4 3x4 1 2 3 4 5 6 7 8 4x9 9 1 i ' =• �._ - -- � 1 I Y '� . _ A ■ Frral.5# E l ItMr 18 17 16 15 14 1 ' 12 SST ITT411.88 11 3x4 = 4x6 = 3x4 = 3x4 == 3x4 = 4x6 = 4x9 = 4x4 = TOP MOUNT HANGEBAROM LVL 654#/0# 1505#/0# 5 -9 -12 13-0 -0 _ 16-4 -8 5 -9 -12 7 -2-4 + 3-4 -8 Plate Offsets (X,Y): [1:Edge,0 -1 -8], [4:0- 1- 8,Edge], [5:0- 1- 8,0 -0 -0], [15:0- 1- 8,Edge], [16:0- 1- 8,Edge], [20:0-1-8,0 -0 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.12 16 -17 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.62 Vert(TL) -0.21 16 -17 >725 240 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.02 13 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 63 Ib FT = 4%F, 10 %E LUMBER TOP CHORD 4 X 2 SPF 1650F 1.5E 7) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each BOT CHORD 4 X 2 SPF 1650F 1.5E TOP CHORD truss with 3 -10d (0.131" X 31 nails. Strongbacks to be attached to walls at their outer WEBS 4 X 2 SPF No.2 19-20=-641/0, 1-20 = -641/0, 1- 2=- 852/0, 2- 3=- 1878/0, ends or restrained by other means. BRACING 3- 4=- 1923/0, 4-5=-1923/0, 5- 6=- 1923/0, 6 -7 =- 513/0, 8) CAUTION, Do not erect truss backwards. TOP CHORD 7 -8= 0/1562, 8-9=0/1198 Structural wood sheathing directly applied or 6 -0 -0 oc pudins, except end verticals. BOT CHORD 9) All Plates 20 Gauge Unless Noted BOT CHORD 17 -18= 0/1572, 16- 17= 0/2057, 15- 16= 0/1923, 14- 15= 0/1297, LOAD CASE(S) Rigid ceiling directly applied or 6 -0 -0 oc bracing. 13 -14 =- 343/0, 12- 13=- 1497/0, 11- 12= -605/0 Standard WEBS REACTIONS (lb /size) 8 -13 =- 663/0, 7 -13 =- 1488/0, 7- 14= 0/994, 6 -14 =- 962/0, 19 = 652/0 -3 -8 (min. 0 -1 -8) 6 -15= 0/823, 5-15 =- 310/0, 1 -18= 0/969, 2 -18 =- 879/0, 2 -17= 0/373, 11 = - 229 /Mechanical 3 -16 =- 345/116,9 -11= 0/717,9 -12 =- 833/0,8 -12 =0/607 13 = 1505/0 -3 -8 (min. 0-1-8) Max Uplift NOTES (9) 11 = - 355(LC 2) 1) Unbalanced floor live loads have been considered for this design. Max Gray 2) All bearings are assumed to be SPF No.2 . 19 = 654(LC 2) 3) Refer to girder(s) for truss to truss connections. 11 = 49(LC 3) 4) Provide mechanical connection (by others) of truss to bearing plate capable of 13 = 1505(LC 1) withstanding 355 Ib uplift at joint 11. 5) This truss is designed in accordance with the 2009 International Residential Code FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. sections R502.11.1 and R802.10.2 and referenced standard ANSI/ TPI 1. TOP CHORD 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the 19 -20 =- 641/0, 1- 20=- 641/0, 1- 2=- 852/0, 2- 3=- 1878/0, analysis and design of this truss. 3 -4=- 1923/0, 4 -5 =- 1923/0, 5-6 =- 1923/0, 6 -7 =- 513/0, 7 -8= 0/1562, Job Truss Truss Type Qty Ply 104 OLANDER DR. NORTHAMPTON, MA Q1206149 F7 Floor Truss 1 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Mon Jun 18 10:22:48 2012 Page 1. . I D:dC3y51 aJCIHyYjyh W UgYyznOJk- tpl9rYwAsR2L3 _dEun7DL_kv5SeOhcT8RkIBgNz55D5 0 -1 -8 1 -3 -0 0 1 1 -6 - H �_____ 1-6-0 Q 7 Scale = 1:29.9 2x3 H 3x4 11 5x9 = 2x3 = 4x6 = 3x4 = 3x4 := 3x4 = 4x4 = 2x3 II 3x6 FP -= 4x9 =- 3x6 = 4x9 - 4x6 = 3x4 11 1 2 3 4 T1 5 6 7 8 9 10 11 12 13 14 15 MIMI ,. SST ITT411.88 26 25 24 23 22 21 20 19 17 TOP MOUNT HANCR FROM 3x6 = 4x6 = 3x4 3x4 = 4x4 = 5x6 = 5x6 = 4x9 = 3x6 FP. 4x12 = 4x9 = 4x6 • 943#/0# 2340#/0# 19-0 -0 _ 23 -9 -8 19 -0 -0 _ 4 -9 -8 Plate Offsets (X,Y): [8:0- 1- 8,0 -0 -0], [16:Edge,0 -1 -8], [21:0- 1- 8,Edge], [22:0- 1- 8,Edge], [28:0- 1- 8,0 -0-8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.79 Vert(LL) -0.32 22 -23 >712 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.55 22 -23 >408 240 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.05 18 n/a ilia BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 107 Ib FT = 4%F, 10 %E LUMBER TOP CHORD 4 X 2 SYP 2850F 2.3E 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the BOT CHORD 4 X 2 SYP 2850F 2.3E TOP CHORD analysis and design of this truss. WEBS 4 X 2 SPF No.2 2-3=-2335/0, 3-4=-3716/0, 4-5=4218/0, 5 6= 3960/0, 7) Required 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss BRACING 6 -7 =- 2553/0, 7 -8 =- 2553/0, 8 -9 =- 2553/0, 9 -10= 0/687, with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or TOP CHORD 10 -11= 0/687, 11- 12= 0/3892, 12- 13= 0/3890. 13 -14= 0/2062 Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end verticals. BOT CHORD restrained by other means. BOT CHORD 26-27= 0/1383, 25- 26= 0/3208, 24- 25= 0/4146, 23- 24= 0/4259, 8) CAUTION, Do not erect truss backwards. Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: 22- 23= 0/3383, 21- 22= 0/2553, 20- 21= 0/947, 19 -20 =- 1932/0, 9) All Plates 20 Gauge Unless Noted 6-0-0 oc bracing: 18- 20,17 - 18,16 -17. 18 -19 =- 1932/0, 17 -18=- 3131/0, 16- 17=- 1046/0 LOADCASE(S) WEBS Standard REACTIONS (Ib /size) 11 -18 =- 2303/0, 11- 20= 0/1682, 9 -20 =- 1785/0, 9- 21= 0/1960, 27 = 940/0 -3-8 (min. 0 -1 -8) 8 -21 =- 720/0, 2 -27 =- 1636/0, 2 -25=0/1162, 3 -26 =- 1066/0, 16 = - 461 /Mechanical 3-25= 0/619, 4- 25=- 525/0, 5- 23= -409/0, 6- 23= 0/760, 18 = 2340/0 -3 -8 (min. 0 -1 -9) 6 -22 =- 1500/0, 7 -22 =0 /880, 14- 16= 0/1239, 14 -17 =- 1296/0, Max Uplift 13-17= 0/1357, 13- 18=- 1326/0 16 = - 640(LC 2) Max Gray NOTES (9) 27 = 943(LC 2) 1) Unbalanced floor live loads have been considered for this design. 16 = 24(LC 3) 2) All bearings are assumed to be SPF No.2 . 18 = 2340(LC 1) 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. withstanding 640 Ib uplift at joint 16. TOP CHORD 5) This truss is designed in accordance with the 2009 International Residential Code 2 -3 =- 2335/0, 3-4 =- 3716/0, 4 -5 =- 4218/0, 5-6 =- 3960/0, sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Job _ - Truss Truss Type Qty Ply 104 OLANDER DR. NORTHAMPTON, MA Q1206149 F6G Floor Truss 1 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Mon Jun 18 10:23:32 2012 Page 2. - ID:dC3y51 aJCIHyYjyhWUgYyznDJk- bHPn4bSnUya6Ll _hT0wY7GZPQBdi ?W LOAD CASE(S) Standard 2) 1st unbalanced Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 20- 34 = -20, 1 -12= -100, 12- 19 = -20 Concentrated Loads (Ib) Vert: 37 =500 3) 2nd unbalanced Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 20- 34 = -20, 1- 12 = -20, 12 -19= -100 Concentrated Loads (Ib) Vert: 37 =500 4) 1st chase Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 20- 34 = -20, 1-8= -100, 8- 12 = -20, 12 -19= -100 Concentrated Loads (Ib) Vert: 37 =500 5) 2nd chase Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 20- 34 = -20, 1- 7 = -20, 7 -19= -100 Concentrated Loads (Ib) Vert: 37 =500 6) 3rd chase Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 20 - 34 = - 20, 1 16 = - 100, 16 19 = - Concentrated Loads (Ib) Vert: 37 =500 7) 4th chase Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 20- 34 = -20, 1- 12 = -100, 12- 15 = -20, 15 -19= -100 Concentrated Loads (Ib) Vert: 37 =500 Job Truss Truss Type Qty Ply 104 OLANDER DR. NORTHAMPTON, MA Q1206149 F6G Floor Truss 1 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Mon Jun 18 10:23:32 2012 Page 1 ID:dC3y51 aJCIHyYjyhW UgYyznDJk -bH Pn4bSn Uya6LI_hT0wY7GZPQBdi?W8cZaPW Dgz55CP 0 -1 -8 1 -6 -0 H 1 1 -3 -0 - 0 H 1 2 -3 -12 1 0 -1 -8 cii S e = 1:40.3 H 5-3 -12 5 -3 -12 2x3 I I 2x4 I I 5x9 = 2x3 I I 2x3 = 4x9 = 3x6 = 4x4 = 2x3 I I 3x6 FP= 4x9 = 3x6 = 4x6 = x3 I' 2x3 I I 2x3 1 2 3 4 5 6F477:1 8 9 10 11 12 13 14 1S7 16 17 18 19 1 a , L 12 a 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 3x6 4x9 = 3x6 = 4x4 5x6 - 4x9 = 3x6 FP= 4x6 = 3x6 = 4x12 1042#/0# 1872#/0# 525#/ -59# 12 -1 -8 19 -0-0 32 -0 -0 12 -1 -8 6 -10 -8 1 13 -0 -0 Plate Offsets (X,Y): [7:0- 1- 8,Edge], [8:0- 1- 8,0 -0 -01, [15:0- 1- 8,Edge], [16:0- 1- 8,0 -0 -0], [19:0- 1- 8,Edge], [22:0- 1- 8,Edge], [23:0- 1- 8,Edge], [28:0- 1- 8,Edge], [29:0- 1- 8,Edge], [35:0- 1- 8,0 -0 -8], [36:0- 1- 8,0 -0 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.89 Vert(LL) -0.40 29 -30 >573 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.86 Vert(TL) -0.64 29 -30 >352 240 BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(TL) 0.07 25 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight 139 Ib FT = 4 %F, 10 %E LUMBER TOP CHORD 4 X 2 SYP 2850F 2.3E 4) Provide mechanical connection (by others) of truss to bearing plate capable of BOT CHORD 4 X 2 SYP 2850F 2.3E TOP CHORD withstanding 59 Ib uplift at joint 20. WEBS 4 X 2 SPF No.2 2 -3 =- 2632/0, 3- 4=- 4294/0, 4- 5=- 5082/0, 5 -6 =- 5093/0, 5) This truss is designed in accordance with the 2009 International Residential Code BRACING 6-7=-4008/0, 7 -8 =- 4008/0, 8- 9=- 4008/0, 9- 10=- 1327/0, sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. TOP CHORD 10- 11=- 1327/0, 11- 12= 0/2376, 12- 13= 0/2376, 13 -14 =- 260/1818, Structural wood sheathing directly applied or 6 -0 -0 oc puffins, except end verticals. 14- 37=- 1006/1375, 15 -37 =- 1006/1375, 15 -16 =- 1006/1375, 6) Load case(s) 1, 2, 3, 4, 5, 6, 7 has /have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. BOT CHORD 16 -17 =- 1006/1375, 17 -18 =- 1132/259 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the Rigid ceiling directly applied or 6 -0-0 oc bracing. BOT CHORD analysis and design of this truss. 33 -34= 0/1539, 32 -33= 0/3646, 31 -32= 0/4866, 30 -31= 0/5260, 8) Required 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss REACTIONS (Ib /size) 29 -30= 0/4685, 28- 29= 0/4008, 27- 28= 0/2630, 26 -27 =- 571/88, with 3 -10d (0.131" X 3 ") Waits. Strongbacks to be attached to walls at their outer ends or 20 = 411/0 -3 -8 (min. 0 -1 -8) 25 -26 =- 571/88, 24- 25=- 1719/24, 23- 24=- 1833/542, restrained by other means. 34 = 1015/0 -3 -8 (min. 0 -1 -8) 22 -23 =- 1375/1006, 21 -22 =- 614/1332, 20- 21=- 125/746 9) CAUTION, Do not erect truss backwards. 25 = 1872/0 -3 -8 (min. 0 -1 -8) WEBS 10) Hanger(s) or other connection device(s) shall be provided sufficient to support Max Uplift 11 -25 =- 2192/0, 11 -27= 0/1560, 9 -27 =- 1650/0, 9 -28= 0/1789, concentrated load(s) 500 Ib up at 23 -11-4 on top chord. The design /selection of such 20 = -59(LC 2) 8-28 =- 656/0, 2- 34=- 1820/0, 2- 33= 0/1334, 3- 33=- 1238/0, connection device(s) is the responsibility of others. Max Gray 3- 32= 0/791, 4 -32 =- 699/0, 4- 31= 0/264, 5-30 =- 308/70, 11) All Plates 20 Gauge Unless Noted 20 = 525(LC 3) 6- 30= 0/632, 13- 25=- 1015/0, 13- 24=- 122/452, 14 -24 =- 581/18, 34 = 1042(LC 2) 14- 23= 0/1078, 15- 23=- 266/0, 18- 20=- 881/150, 18 -21 =- 164/472, LOAD CASE(S) 25 = 1872(LC 1) 17 -21 =- 243/433, 17- 22=- 954/0, 16- 22= 0/338, 7- 29= 0/782, Standard 6-29 =- 1334/0 FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 TOP CHORD NOTES (11) Uniform Loads (plf) 2- 3=- 2632/0, 3- 4=- 4294/0, 4 -5 =- 5082/0, 5- 6=- 5093/0, 1) Unbalanced floor live loads have been considered for this design. Vert: 20- 34 = -20, 1 -19= -100 6- 7= -4008/0, 7 -8 =- 4008/0, 8- 9= -4008/0, 9- 10=- 1327/0, 2) All plates are 3x4 MT20 unless otherwise indicated. Concentrated Loads (Ib) 3) All bearings are assumed to be SPF No.2 . Vert. 37 =500 Continued on page 2 Job Truss Truss Type Qty PIy 104 OLANDER DR. NORTHAMPTON, MA Q1206149 F6 Floor Truss 5 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Mon Jun 18 10:23:37 2012 Page 1 ^ I D:dC3y51 aJCIHyYjyh W UgYyznDJk- yFCg7JWvJU DORWteGZVjgJGGwCLHgmpLjs6Hu 1 z55CK 0 -1 -8 1 -6-0 HI -3 0 0 -6- - - - -H F _ 2 -3 -12 ] 0 -1 -8 Scale = 1:40.3 5-3-12 5-3 -12 1 2x3 11 3x4 I I 5x9 = 2x3 I I 2x3 = 4x6 = 4x4 =- 3x4 = 3x4 = 4x4 = 2x3 H 3x6 FP= 4x9 = 3x6 = 4x6 -= 4x9 = 2x3 H 2x3 H 3x4 = 3x4 = 2x3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 _ T1 -j_ _ .- a !! `' � - 81 Mil � �L h.. i ■ I .,%' ''-><:: ''' i 1 36 ; go 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 3x6 4x6 = 4x4 = 3x4 = 4x4 = 5x6 - 5x6 = 4x9 = 3x6 FP= 4x6 = 4x6 = 3x4 = 3x4 = 3x6 - 4x12 = 996#40# 2294#/0# 649#/0# 12 -1 -8 19 -0 -0 32 -0 -0 ] 12 -1-8 6 -10 -8 13 -0 -0 Plate Offsets (X,Y): [8:0- 1- 8,0 -0 -0], [15:0- 1- 8,Edge], [16:0- 1- 8,0 -0 -0], [19:0- 1- 8,Edge], [22:0- 1- 8,Edge], [23:0- 1- 8,Edge], [28:0- 1 -8,Edge], [29:0- 1- 8,Edge], [35:0- 1- 8,0 -0 -8], [36:0- 1- 8,0 -0 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.36 29 -30 >637 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.77 Vert(TL) -0.60 29 -30 >375 240 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.06 25 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight: 139 Ib ' FT = 4 %F, 10 %E LUMBER TOP CHORD 4 X 2 SYP 2850F 2.3E 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the BOT CHORD 4 X 2 SYP 2850F 2.3E TOP CHORD analysis and design of this truss. with WEBS 4 X 2 SPF No.2 2 -3 =- 2493/0, 3-4=-4024/0, 4-5=-4680/0, 5- 6= 3565/0, 5) Required 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss BRACING 6 -7 =- 3331/0, 7 -8 =- 3331/0, 8-9 =- 3331/0, 9 -10 =- 469/509, with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or • TOP CHORD 10 -11 =369/509, 11 -12 =0/3362, 12 -13 =0/3362, 13-14=-448/1630, Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end verticals. 14 -15 =- 1918/464, 15- 16=- 1918/464, 16 -17 =- 1918 /464, restrained by other means. 6) CAUTION, Do not erect truss backwards. BOT CHORD 17 -18 =- 1475/0 7) All Plates 20 Gauge Unless Noted Rigid ceiling directly applied or 6 -0 -0 oc bracing. BOT CHORD 33-34=0/1466, 32-33=0/3442, 31-32=0/4530, 30-31=0/4793, LOAD CASE(S) REACTIONS (Ib /size) 29 -30= 0/4078, 28- 29= 0/3331, 27- 28=- 16/1846, 26 -27 =- 1491/0, Standard 20 = 535/0 -3 -8 (min. 0 -1-8) 25 -26 =- 1491/0, 24 -25 =- 2105/0, 23- 24=- 1129/1246, 34 = 968/0 - - (min. 0 -1 -8) 22- 23= -464/1918, 21 -22 =- 58/1887, 20 -21 =0/935 25 = 2294/0 -3 -8 (min. 0-1-9) WEBS Max Gray 11 -25 =- 2268/0,11 -27= 0/1638,9 -27 =- 1739/0,9 -28= 0/1916, 20 = 649(LC 3) 8- 28=- 703/0, 2 -34 =- 1735/0, 2- 33= 0/1254, 3 -33 =- 1158/0, 34 = 996(LC 2) 3- 32= 0/711, 4- 32=- 618/0, 5- 30=- 383/0, 6- 30= 0/727, 25 = 2294(LC 1) 13 -25 =- 1717/0,13 -24 =0/ 1153,14 -24 =- 1210/0,14 -23= 0/1327, 15 -23 =- 500/0, 18 -20 =- 1105/0, 18- 21= 0/660, 17 -21 =- 502/173, FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. 17 -22 =- 527/37, 7- 29= 0/854, 6- 29=- 1457/0 TOP CHORD 2 -3 =- 2493/0, 3- 4=- 4024/0, 4 -5 =- 4680/0, 5 -6 =- 4565/0, NOTES (7) 6 -7 =- 3331/0, 7 -8 =- 3331/0, 8 -9 =- 3331/0, 9-10=-469/509, 1) Unbalanced floor live loads have been considered for this design. 10- 11= 369/509, 11 -12= 0/3362, 12- 13= 0/3362, 13 -14 =348/1630, 2) All bearings are assumed to be SPF No.2 . 14 -15 =- 1918/464, 15- 16=- 1918/464, 16- 17=- 1918/464, 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. 38 -00 -00 16 -00 -00 22 -00 -00 T3GE to n m N { w CD 0 0 o - CO O 11N) v O O o ° q . . 1- 1'0 =04 °) 2 -00 -00 ,- o rn o A 2 J . � 0 o 12-11204-00 12 -06 -0 -06 -06 0 00 2 -00 -00 F6G , 2 -00 -00 F7 7 -11 -00 3 Q- 1- 42 FG$ p �„ „ F�1 200 -00 20 =A �' 40 ' N 00 9 - - 00 D K m o ° z 2 -00 -00 1 04 FG4 c o - .A m F9 1 - 0 -00 #.1 - 08 > -U o O z 2 -00 -00 1 -0 12 F9 ° x o r Z • 2 -00 -00 2-00-00 1 c co D I . II (/f 0 0 < 1 2 -00 -00 0 O D m v .;t o M O pc-4 < m� O m -1 c x Mo& 13 -00 -00 13 -00 -00 -< A D 6 - 00 - 00 26 -00 -00 - 6 -00 -00 r oc M n = m -i�o 38 -00 -00 z m Q Q 0 Q Q Ths n- structure c rent o a n's proved d cent ng the local o of busses as supped by Truss E.ngmee i ng Corpo aton (TEC). No resoons!b I ty s tanen or 1 �� /�� m 2 m Z ,mol ed by TEC far the st' uctura tegrlty of tee [ elute oe ow the (cusses or the affects of TEC's product on he structure s a whole The toss Insta er sna 'allow a k • m 3 Z 3 BCSI ecommendat ons, construct o n document ,peel icat ons as well as a y to spe f c eq reme is to ensu safe and ? ope. ' stallat n No oad g s a oe app :led Z O 2 m .. 3 Seto b usses nt :l orooer'y and , t, ly stalled, -nc ud ng a l sheath hange s wa anchors, .tea■ wen orac jay shown on d v deal shop draw ngs). and per manent ZJ 0 I m " brat g (as equ -ed by the const: :Ron documents) Instal -at on conbacto shah re,e to the Ind due: truss shop d awmgs o a truct . ai eq creme is of trusses V� 1.-A,„.. Z 'i, - - mclud m g but of m ted bee g ocatons o m egtereents, ply to a v a ng a , lateral wen bracng, and ts pat - 1g Truss Eng t eenng Co porao re tn ctly adheres 10 4 L › Or the 'Ste d d Reshon b at es :n Desgn of Met Plate Connected Wood Trusses' as deflnen by TPI Cnapter 2lava Role upon request) regardess of any fob specific O P r - m r 8 spec cat ons unless r early def ned otherwise n wring by TEC z • g 8 Thls p acemeht pia n s Truss Eng neenng Cnrpo-at ■on'sINTERPHE7A710N 0' d a s and draw ngs as wpp l ed to us The nun d -ng owner/owner s agent �s so ry - espons , ble 7 m for fy mg as dlme nsons, geometry . loads and goad -cot, cements for acct racy and fu comp ? :ante to construct on docume its and shat be responsible for hotly +ng TEC 4 • At A :mmed ate)/ of any d screpanc es 'Me build ng owner /owne s agent s esponsb:e o d coo nat ng a construct on details between trades. Truss Engineering r Corp aeon sNOT sponslble 'or d verlf cat on of dime a ons or pee a uond to No trusses supplied by Truss Fngmeer.ng Corporation may be cut, dri lled, or entered el any way w tnout Pe co) act hg TEC and nicely ng e ng neer ng do,-nenfs a ow ng such 3 m D Job Truss Truss Type Qty Ply 104 OLANDER DR. NORTHAMPTON, MA Q1206149 FG2 FLOOR TRUSS 1 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Mon Jun 18 10:04:54 2012 Page 1. I D:dC3y51 aJCIHyYjyhW UgYyznDJk- KCr8QJwVnRkkDxWpzDsM pVGSwW4B2wg2UeaMzdz55Tt 0 -1 -8 1 -0 1 -10 -14 0 -8-4 F.. 1 Scal H I 1:16.4 3x4 Ii 3x4 = 3x6 = 2x3 II 3x4 = 3x4 = 6x6 = 1 2 3 16 4 5 3x4 — 6 7 8 1 _ T 2 (6 )‹ 14 13 12 11 10 9 3x4 = 3x4 = 2x3 It 3x4 = 4x6 = 3x6 = 615#/0# 669#/0# 12 -3 -6 - t 0 -9 -12 12 -3 -6 13 -1 -2 Plate Offsets (X,Y): [1:Edge,0 -1 -8], [4:0- 1- 8,Edge], [5:0- 1- 8,Edge], [8:0- 1- 11,Edge], [12:0- 1- 8,0 -0-0], [13:0- 1- 8,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.12 11 -12 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.19 11 -12 >778 240 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(TL) -0.01 8 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight: 481b FT = 4%F, 10 % E LUMBER TOP CHORD 4 X 2 SPF 1650F 1.5E NOTES (10) BOT CHORD 4 X 2 SPF 1650E 1.5E 1) Unbalanced floor live loads have been considered for this design. Concentrated Loads (Ib) WEBS 4 X 2 SPF No.2 Vert: 16 =187 2) All bearings are assumed to be SPF No.2 . BRACING 3) This truss is designed in accordance with the 2009 International Residential Code 2) 1st chase Floor: Lumber Increase =1.00, Plate Increase =1.00 TOP CHORD Uniform Loads (plf) Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. sections R502.11 and R802.10.2 and referenced standard 1. Vert 9- a ced , 1-5 =- 100, 5 -8 = -20 BOT CHORD 4) Load case(s) 1, 2, 3 has/have been modified. Building designer igner must review loads to Concentrated Loads (Ib) Rigid ceiling directly applied or 10 -0 -0 oc bracing. verify that they are correct for the intended use of this truss. Vert: 16 =187 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the 3) 2nd chase Floor Lumber Increase =1.00, Plate Increase =1.00 REACTIONS (Ib /size) analysis and design of this truss. Uniform Loads (plf) 15 = 615/0 -5 4 (min. 0 -1 -8) 6) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each Vert: 9- 15 = -20, 1-4=-20, 4- 8 = -100 8 = 669/0-7-4 (min. 0 -1 -8) truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer Concentrated Loads (Ib) ends or restrained by other means. Vert: 16 =187 FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. TOP CHORD 8) CAUTION, Do not erect truss backwards. 2 -3 =- 1320/0, 3 -16 =- 2085/0, 4 -16 =- 2085/0, 4 -5 =- 2085/0, 5-6 =- 1866/0, 6 -7=- 839/0, 7-8= -842/0 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 187 Ib up at 4 -5-0 on top chord. The design /selection of such BOT CHORD 14 -15 =0/874, 13 -14= 0/1713, 12 -13 =0/2085, 11 -12 =0/2085, connection device(s) is the responsibility of others. 10-11=0/1547 10) All Plates 20 Gauge Unless Noted WEBS LOAD CASE(S) 2 -15 =- 1036/0, 2- 14= 0/545, 3- 14=- 479/0, 3- 13= 0/672, 1) Floor Lumber Increase =1.00, Plate Increase =1.00 8 -10= 0/1001, 6- 10=- 864/0, 6 -11= 0/407, 5 -11= -373/8 Uniform Loads (plf) Vert: 9- 15 = -20, 1-8 =100 Job Truss Truss Type Qty Ply 104 OLANDER DR. NORTHAMPTON, MA Q1206149 F5 Floor Truss 6 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Mon Jun 18 10:04:07 2012 Page 1 ID:dC3y51 aJCIHyYjyhWUgYyznDJk- C9WNZFMOr? pP4iQnjrWLPapPGa2YXgP8ggiMgrz55Uc 0 -8-4 221A, 1 -3 -0 , 1 1 -9-0 I F -1 -9 -0 I 8 " =1' 4x6 = 5-3 -12 5-3 -12 • 6x6 = 2k371 3x6 = 4x6 = 3>i6 ° x x = x i I 6x6 - 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 �.� : 4 • �a �� n Mme -- r MAN i� - .._ is �� Q �� Q art ram ■ n" Er M Ginn S � i c 9 31 30 29 28 27 26 25 24 23 22 21 20 19 18 3x6 = 2x3 i I 3x6 FP= 4x9 = 4x6 = 2x3 I i 3x6 = 643#/0# 4x6 = 1715#/0# 672#/0# • -9 -1 12 -10 -8 24 -11-4 05-9-0 12 -0 -12 12 -0 -12 Plate Offsets (X,Y): [4:0- 1- 8,Edge], [5:0- 1- 8,0 -0-0], [12:0 -1- 8,Edge], [13:0- 1- 8,Edge], [16:0- 1- 11,Edge], [21:0- 1- 8,0 -0 -0], [22:0- 1- 8,Edge], [27:0- 1- 8,Edge], [28:0- 1- 8,Edge] LOADING (psf) SPACING 2 - - CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.10 20 -21 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.17 28 -29 >867 240 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) -0.03 16 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 94 Ib FT = 4 %F, 10 %E LUMBER • TOP CHORD 4 X 2 SPF 1650F 1.5E 6) Recommend 2x6 strongbacks, on edge, spaced at 10 -0-0 oc and fastened to each . BOT CHORD 4 X 2 SPF 1650F 1.5E TOP CHORD truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer WEBS 4 X 2 SPF No.2 1 -2 =- 806/0, 2- 3=- 802/0, 7-8 3-4=-1755/0, 4- 5=- 1926/0, ends or restrained by other means. BRACING 5- 6=- 1926/0, 6-7=-773/352, 7- 8= 0/1719, 8- 9= 0/1719, 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not TOP CHORD 9 -10 =- 771/354, 10 -11 =- 771/354, 11 -12 =- 1923/0, 12 -13= 1923/0, exceed 0.500in. Structural wood sheathing directly applied or 6-0 -0 oc purlins. 13 -14 =- 1751/0, 14 -15 =- 800/0, 15-16= -803/0 8) CAUTION, Do not erect truss backwards. BOT CHORD BOT CHORD 9) All Plates 20 Gauge Unless Noted Rigid ceiling directly applied or 6 -0 -0 oc bracing. 29 -30= 0/1476, 28- 29= 0/1926, 27- 28= 0/1926, 26 -27 =- 55/1457, 25 -26 =- 690/52, 24- 25=- 690/52, 23- 24=- 690/51, 22- 23=- 57/1455, LOAD CASE(S) REACTIONS (Ib /size) 21- 22= 0/1923, 20- 21= 0/1923, 19- 20= 0/1471 Standard 1 = 602/0 -7-4 (min. 0-1-8) WEBS 24 = 1715/0 -5-4 (min. 0 -1 -8) 7 -24 =- 1473/0, 7 -26= 0/946, 6 -26 =- 921/0, 6 -27= 0/818, 16 = 672/0 -7-4 (min. 0 -1 -8) 5-27 =- 273/0, 1- 30= 0/957, 3 -30 =- 823/0, 3- 29= 0/340, Max Gray 9-24 =- 1472/0, 9- 23= 0/945, 11 -23 =- 920/0, 11 -22= 0/817, 1 = 643(LC 2) 12 -22 =- 273/0, 16- 19= 0/954, 14- 19=- 820/0, 14 -20 =0/341 24 = 1715(LC 1) 16 = 672(LC 1) NOTES (9) 1) Unbalanced floor live loads have been considered for this design. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 2) All plates are 3x4 MT20 unless otherwise indicated. TOP CHORD 3) All bearings are assumed to be SPF No.2 . 1- 2=- 806/0, 2 -3 =- 802/0, 3-4 =- 1755/0, 4 -5 =- 1926/0, 5-6 =- 1926/0, 4) This truss is designed in accordance with the 2009 International Residential Code 6- 7=- 773/352, 7- 8= 0/1719, 8- 9= 0/1719, 9- 10=- 771/354, sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10 -11 =- 771/354, 11 -12 =- 1923/0, 12 -13=- 1923/0, 13 -14 =- 1751/0, 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the 14- 15=- 800/0, 15 -16= -803/0 analysis and design of this truss. Job Truss Truss Type Qty Ply 104 OLANDER DR. NORTHAMPTON, MA Q1206149 F4 FLOOR TRUSS 2 1 Job Reference (optional) - Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Mon Jun 18 10:04:02 2012 Page 1 I D:dC3y51 aJCIHyYjyh W UgYyznDJk -rBiU WXIt1 TA6 _xYpwlwAiX6b9ZNxsPaPWY_b8ez55UM 0-8-4 1 -3 -0 — 1 -8-4 01('8 1 1 1 scale = 1:16.2 H 5-4-8 -] 6x6 = 3x4 = 3x4 = 3x4 = 2x3 II 3x4 - 4x4 3x4 H 1 2 3 4 5 6 7 8 , 71 ■ M Ea C -_ 721,0# 14 13 12 11 3x4 = 10 � � , 4x6 = 3x4 = 2x3 I I 4x4 I 1 3x6 = 0 -9 -12 1 12 -10 -8 0 -9 -12 12 -0 -12 Plate Offsets (X,Y): [4:0- 1- 8,Edge], [5:0- 1- 8,0 -0-0], [11:0- 1- 8,Edge], [12:0- 1- 8,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft LJd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.28 Vert(LL) -0.10 10 -11 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.17 11 -12 >842 240 BCLL 0.0 Rep Stress lncr YES WB 0.31 Horz(TL) 0.01 9 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 47 Ib FT = 4 %F, 10 %E LUMBER TOP CHORD 4 X 2 SPF 1650F 1.5E NOTES (8) BOT CHORD 4 X 2 SPF 1650F 1.5E 1) Unbalanced floor live loads have been considered for this design. WEBS 4 X 2 SPF No.2 2) All bearings are assumed to be SPF No.2 . BRACING 3) This truss is designed in accordance with the 2009 International Residential Code TOP CHORD sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Structural wood sheathing directly applied or 6 -0-0 oc purlins, except end verticals. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the BOT CHORD analysis and design of this truss. Rigid ceiling directly applied or 10 -0 -0 oc bracing. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each Ib /size truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer REACTIONS ( ) ends or restrained by other means. 9 = 724/0 -5-4 (min. 0 -1-8) 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not 1 = 721/0 -7-4 (min. 0 -1-8) exceed 0.500in. FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. 7) CAUTION, Do not erect truss backwards. TOP CHORD 8) All Plates 20 Gauge Unless Noted 1- 2=- 915/0, 2- 3=- 912/0, 3-4 =- 2091/0, 4 -5 =- 2458/0, 5 -6 =- 2458/0, LOAD CASE(S) 6 -7 =- 1661/0 Standard BOT CHORD 13-14=0/1683. 12-13=0/2458, 11-12=0/2458. 10-11=0/2202, 9 -10= 0/1039 WEBS 7 -9 =- 1232/0, 7 -10= 0/759, 6 - 10 = - 661/0, 6 -11= 0/525, 1 -14= 0/1087, 3- 14=- 942/0, 3- 13= 0/515, 4 -13= -543/0 Job Truss Truss Type Qty Ply 104 OLANDER DR. NORTHAMPTON, MA 01206149 F3 Floor Truss 2 1 Job Reference (optional) - Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Mon Jun 18 10:03:33 2012 Page 1 ID:dC3y51 aJCI HyYjyh W UgYyznDJk -CcS WQdxhsZW E ?Uq FkivN 1 QPcstTFZ137sXTZegz55V8 0-8-4 -F 1 -3 -0 I 1-9-0 h 1 -1-4 Scale = 1:21.2 6x6 = 2x3 11 3x6 = 3x6 == 3x6 =_ 1 2 3 4 5 6 7 ir 9 10 AM T Emol rn I . % MN 1f \ \ \ �S� 1N4 /K IIi c jlo 1 .26# 19 18 17 16 15 14 /Ai SST ITT411.88 12 11 TOP MOUNT HANGER FROM LVL 3x6 = 2x3 II 3x6 = 4x9 6320/0# 1378#/0# 0 -8 -12 12 -10 -8 i 16 -11 -0 �8 -12 12 -1 -12 4-0 -8 Plate Offsets (X,Y): [4:0 -1 -8, Edge], [5:0- 1- 8,0 -0-0], [15:0- 1- 8,Edge], [16:0- 1- 8,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft Lid PLATES GRIP TCLL 40.0 Plates lncrease 1.00 TC 0.45 Vert(LL) -0.10 16 -17 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.60 Vert(TL) -0.17 16 -17 >866 240 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) -0.01 11 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 64 Ib FT = 4 %F, 10 %E LUMBER TOP CHORD 4 X 2 SPF 1650F 1.5E 8) Recommend 2x6 strongbacks, on edge, spaced at 10 -0-0 oc and fastened to each BOT CHORD 4 X 2 SPF 1650F 1.5E TOP CHORD truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer WEBS 4 X 2 SPF No.2 1 -2 =- 790/0, 7 - 87/0, 3-4 =- 1699/0, 4- 5=- 1838/0, ends or restrained by other means. BRACING 51 =- 1838/0, , 6- 6 -7= 632/0, 7 -8= 0/1365, 8 -9= 0/1365, 9-10=-8/402 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not TOP CHORD BOT CHORD exceed 0.500in. Structural wood sheathing directly applied or 6 -0-0 oc purlins, except end verticals. 17- 18= 0/1443, 16- 17= 0/1838, 15- 16= 0/1838, 14- 15= 0/1337, 10) CAUTION, Do not erect truss backwards. BOT CHORD 13 -14 =- 271/0, 12- 13= -821/0 11) All Plates 20 Gauge Unless Noted Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: WEBS 6 -0-0 oc bracing: 13- 14,12 -13. 7 -13 =- 1435/0, 7- 14= 0/904, 6-14 = - 865/0, 6- 15= 0/689, LOAD CASE(S) 1 -18= 0/938, 3 -18 =- 802/0, 3- 17= 0/322, 4- 17=- 263/0, Standard REACTIONS (Ib /size) 10- 12= -476/9, 9- 12= 0/512, 9- 13= -882/0 11 = - 76 /Mechanical 1 = 630/0 -7 -12 (min. 0-1-8) NOTES (11) 13 = 1378/0 -5-4 (min. 0 -1 -8) 1) Unbalanced floor live loads have been considered for this design. Max Uplift 2) All plates are 3x4 MT20 unless otherwise indicated. 11 = - 226(LC 2) 3) All bearings are assumed to be SPF No.2 . Max Gray 4) Refer to girder(s) for truss to truss connections. 11 = 121(LC 3) 5) Provide mechanical connection (by others) of truss to bearing plate capable of 1 = 632(LC 2) withstanding 226 Ib uplift at joint 11. 13 = 1378(LC 1) 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. FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the TOP CHORD analysis and design of this truss. 1- 2=- 790/0, 2 -3 =- 787/0, 3-4 =- 1699/0, 4 -5 =- 1838/0, 5 -6 =- 1838/0, Job Truss Truss Type Qty Ply 104 OLANDER DR. NORTHAMPTON, MA Q1206149 F2 Floor Truss 1 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Mon Jun 18 10:01:49 2012 Page 1 I D:dC3y51 aJCIHyYjyhW UgYyznDJk- FcACb3hSLcQ_W VtFes2_pU 5jMyveCCBgxMG3_rz55W m 0-8-4 1 -3 -0 �1 -0 -0 I H - 1 -9-0 1 -2-4 _. __ - .. Scale = 1:30.6 5x9 = 6x6 = 3x4 = 3x6 = 3x4 = 3x4 = 3x4 = 2x3 H 2x3 H 3x6 FP= 4x9 -- 4x9 -= 3x6 :r 3x6 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 4 \ \ T i s \ % ` / dm � / T ' III r o Oki imams a - -� _ - __ - -- - ._ 7 28# t Ark SST ITT411.88 27 26 25 24 23 22 21 20 19 17 TOP MOOT]T HANGAR` FROM L 4x9 = 3x6 = 3x12 MT2OH FP= 3x4 = 5x6 = 4x9 = 4x9 = 4x6 = 3x6 = 3x4 11 930#/0# 3x4 3x4 = 2112/40# • g_ ___ - - - -- - 18 -10 -8 24 -3 -0 -9 18 -1 -8 } - 5-4 -8 Plate Offsets (X,Y): [7:0- 1- 8,Edge], [8:0- 1- 8,0 -0 -0], [20:0- 1- 8,Edge], [21:0- 1- 8,Edge] LOADING (psf) SPACING 2 - CSI DEFL in (loc) 1 /deft lid PLATES GRIP • TCLL 40.0 Plates Increase 1.00 TC 0.94 Vert(LL) -0.38 21 -22 >570 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.88 Vert(TL) -0.67 21 -22 >326 240 MT2OH 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) -0.04 15 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 99 Ib FT = 4 %F, 10 %E LUMBER TOP CHORD 4 X 2 SPF 2100F 1.8E 6) This truss is designed in accordance with the 2009 International Residential Code BOT CHORD 4 X 2 SYP 2850F 2.3E TOP CHORD sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. WEBS 4 X 2 SPF No.2 14- 15=- 118/432, 1- 2=- 1219/0, 2- 3=- 1215/0, 8 85/0, 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the BRACING 4 -5 =- 3906/0, 5- 6= -4086/0, 6 -7 =- 2830/0, 7 -8 =- 2- 2830/ 30/0, analysis and design of this truss. TOP CHORD 8 -9 =- 2830/0, 9 -10 =- 30/289. 10 -11 =- 30/289, 11- 12= 0/3206, Structural wood sheathing directly applied or 2 -2 -0 oc puffins, except end verticals. 12- 13= 0/2225, 13 -14 =- 24/710 8) Required 2x6 strongbacks, on edge, spaced at 10 - - 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 BOT CHORD BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: 25 -26= 0/2266, 24- 25= 0/3629, 23- 24= 0/4161, 22- 23= 0/4161, restrained by other means. Ri g g y pp 9 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not 6 -0 -0 oc bracing: 18-19,17-18,16-17. 21-22=0/3731, 20-21=0/2830, 19-20=0/1301, 18-19=-1436/0, exceed 0.500in. 17 -18 =- 3087/0, 16- 17=- 1428/0 10) CAUTION, Do not erect truss backwards. REACTIONS (Ib /size) WEBS 11) All Plates 20 Gauge Unless Noted 15 - - 227 /Mechanical 12 -18 =- 885/0, 11 -18 =- 2129/0,11 -19= 0/1562,9 -19 =- 1717/0, 1 = 927/0 -7-4 (min. 0 -1-8) 9 -20= 0/1874, 8 -20 =- 639/0, 1 -26= 0/1449, 3 -26 =- 1283/0, LOAD CASE(S) • 18 = 2112/0 -5-4 (min. 0 -1 -8) 3 -25= 0/877, 4 -25 =- 787/0, 4 -24= 0/338, 5 -24 =- 312/0, 6 -22= 0/496, Standard Max Uplift 6 -21 =- 1250/0, 7- 21= 0/460, 14- 16=- 842/28, 13- 16= 0/877, 15 = - 428(LC 2) 13 -17 =- 1191/0, 12- 17= 0/1246 Max Gray 15 = 125(LC 3) NOTES (11) 1 = 930(LC 2) 1) Unbalanced floor live loads have been considered for this design. • 18 = 2112(LC 1) 2) All plates are MT20 plates unless otherwise indicated. 3) All bearings are assumed to be SPF No.2 . • FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. 4) Refer to girder(s) for truss to truss connections. TOP CHORD 5) Provide mechanical connection (by others) of truss to bearing plate capable of 14- 15=- 118/432, 1- 2=- 1219/0, 2- 3=- 1215/0, 3 -4=- 2985/0, withstanding 428 Ib uplift at joint 15. • Job Truss Truss Type Qty Ply 104 OLANDER DR. NORTHAMPTON, MA Q1206149 F1 G Floor Truss 1 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Mon Jun 18 09:55:52 2012 Page 2 ID:dC3y51 aJCIHyYjyh WUgYyznDJk- Cw5Eg_MWQvReBe5eDO8GrCpjm 1373kzHrJlgy2z55cL LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 15 =227 2) 1st unbalanced Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 20- 35 = -20, 1 -12= -100, 12- 19 = -20 Concentrated Loads (Ib) Vert: 15 =227 3) 2nd unbalanced Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 20- 35 = -20, 1- 12 = -20, 12 -19= -100 Concentrated Loads (Ib) Vert: 15 =227 4) 1st chase Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 20- 35 = -20, 1-8= -100, 8- 12 = -20, 12- 19 = -100 Concentrated Loads (Ib) • Vert: 15 =227 5) 2nd chase Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 20- 35 = -20, 1- 7 = -20, 7 -19= -100 Concentrated Loads (Ib) Vert 15 =227 6) 3rd chase Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 20- 35 = -20, 1- 16 = -100, 16- 19 = -20 Concentrated Loads (Ib) Vert: 15 =227 7) 4th chase Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 20 35 = - 20, 1 12 = - 100, 12 15- -20, 15 - 19= - 100 Concentrated Loads (Ib) • Vert: 15 =227 Job Truss Truss Type Qty Ply 104 OLANDER DR. NORTHAMPTON, MA Q1206149 FIG Floor Truss 1 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Mon Jun 18 09:55:52 2012 Page 1 ID:dC3y51 aJCIHyYjyhWUqYyznDJk- Cw5Eg_ MWQvReBe5eDO8GrCpjm1373kzHrJlgy2z55c1: 0-8-4 • I- 1 -3 -01 F -0 -9 1 -9-0 � 1 1 -9 -0� -8 THIS END TOWARDS STAIRS S le 1:39.7 5x9 = 5-3-12 5-3 -12 6x6 = 4x6 = 2x3 I I 2k3 H 3x6 FP= 4x9 = 3 3x6 = 3x6 = 2x1 6x6 - 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 , 81 1.1 : gym iii _, III 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 981#10# 4x9 = 4x6 4x4 = 3x6 FP =4x9 = 2 O# 3x6 = 4x4 = 2x3 I I 3x6 =s43#4.18# 5x6 0 -1�2 18 -10 -8 30 -11-4 3 -970 0 -9 -12 18 -0 -12 1 2 -0 -12 0 -9 -12 Plate Offsets (X,Y): [7:0- 1- 8,Edge], [8:0- 1- 8,0 -0-0], [15:0- 1- 8,Edge], [16:0- 1- 8,Edge], [19:0- 1- 11,EdgeL [23:0- 1- 8,0 -0 -0], [24:0- 1- 8,Edge], [29:0- 1- 8,Edge], [30:0- 1- 8,Edge] LOADING (psf) SPACING 2 - - CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.86 Vert(LL) -0.37 30 -31 >595 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.88 Vert(TL) -0.62 30 -31 >350 240 BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(TL) -0.04 19 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 139 Ib FT = 4 %F, 10 %E LUMBER TOP CHORD 4 X 2 SYP 2850F 2.3E 4) Provide mechanical connection (by others) of truss to bearing plate capable of BOT CHORD 4 X 2 SYP 2850F 2.3E TOP CHORD withstanding 18 Ib uplift at joint 19. WEBS 4 X 2 SPF No.2 1 -2 =- 1293/0, 2- 3=- 1289/0, 3-4=- 3206/0, 4- 5= -4279/0, 5) This truss is designed in accordance with the 2009 International Residential Code BRACING 5- 00/0, 6 -7 =- 3541/0, 7- 8 =- 3541!0, 8-9=-3541/0, sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. TOP CHORD 9 -110 =- 83=- 8341113, 10- 11=- 834!113, 11 -12= 0/20/269191, 12 -13= 0/2691, 6) Load case(s) 1, 2, 3, 4, 5, 6, 7 has/have been modified. Building designer must Structural wood sheathing directly applied or 6 -0 -0 oc purlins. 13 -14 =- 336/1597, 14- 15=- 1245/927, 15 -16 =- 1245/927, review loads to verify that they are correct for the intended use of this truss. BOT CHORD 16 -17 =- 1321/402, 17- 18 = -061/40, 18 -19 =-664/41 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the Rigid ceiling directly applied or 6-0 -0 oc bracing. BOT CHORD analysis and design of this truss. 33- 34= 0/2412, 32- 33= 0/3927, 31-32=0/4600, 30-31 =0!4344, 8) Required 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss REACTIONS (Ib /size) 29- 30= 0!3541, 28 -29 =0/2126, 27 -28= 012126, - 926/0, with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or 1 = 955/0 -7-4 (min. 0 -1 -8) 25- 26=- 1825/0, 2- 1335/863, 23 -24 =- 927/1245/1245, restrained by other means. 19 = 432/0 - (min. 0 - - 22 - = - 927/1245, 5, 21 - 21 - = - 135/1210 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not 26 = 2026/0 -5-4 (min. 0 -1 -8) WEBS exceed 0.500in. Max Uplift 11- 26 =- 2143!0, 11 -27 =0/1516, 9 -27 =- 1629/0, 9 -29 =0/1838, 10) CAUTION, Do not erect truss backwards. 19 = -18(LC 2) 8 -29 =- 675/0, 1 -34 =0/1538, 3 -34 =- 1370/0, 3 -33 =0/969, 11) Hanger(s) or other connection device(s) shall be provided sufficient to support Max Gray 4- 33 =- 880!0, 0 /431, 5-32 = - 392!0, 6 -31 =0!424, concentrated load(s) 227 Ib up at 24 -4-12 on top chord. The design /selection of such 1 = 981(LC 2) 6 -30 =- 1216/0, , 7-34/498, 1- 133 10/804, connection device(s) is the responsibility of others. 14- 2= 19 = 543(LC 3) 14 -25 =- 871/0, 14 -24 =0/932, , 1 19-22 7/789, , 17- 2 17- 21 =- 670!116, 12) All Plates 20 Gauge Unless Noted 26 = 2026(LC 1) 17- 22 =- 326!136,16 -22 =0/631,, 16 - 16-23 3= -320/0 FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (12) LOAAD rd TOP CHORD 1) Unbalanced floor live loads have been considered for this design. 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 1 -2 =- 1293/0, 2- 3=- 1289/0, 3-4 =- 3206/0, 4- 5=- 4279/0, 2) All plates are 3x4 MT20 unless otherwise indicated. Uniform Loads (plf) 5 -6 =- 4590/0, 6- 7=- 3541/0, 7 -8 =- 3541/0, 8 -9 =- 3541/0, 3) All bearings are assumed to be SPF No.2 . Vert: 20 -35 =- 20,1 -19= -100 Continued on page 2 Job Truss Truss Type Qty Ply 104 OLANDER DR. NORTHAMPTON, MA Q1206149 F1 Floor Truss 4 1 Job Reference (optional) - Truss Engineering Corp., Indian Orchard, MA 01151 7250 s Nov 19 2010 MiTek Industries, Inc. Mon Jun 18 09:54:45 2012 Page 1 ID:dC3y51 aJCIHyYjyh W UgYyznDJk -fl Yvc4YUCK ?8fLTmopRYe4XID 1 DhsR9QROZd5Qz55dO 0-8-4 1 -3-0 1 -0-0 1 -9 -0 _1 -9 9 -00 8 1 I I THIS END TOWAR STAIRS S ale 1:39.7 5x9 = 5 -3 -12 5-3 -12 6x6 = 4x6 2x3 I 2k3 H 3x6 FP= 4x9 -= 36 = 4x6 = 4x6 = 2x 1 6x6 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 ---,-- k.... , ''' /i' / <14 Sr _ - X1111 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 960/0# 4x9 = 4x6 - 4x4 3x6 FP= 4x9 = 21 0# 4x6 = 4x6 = 2x3 H 3x6 =616#10# 5x6 = OE9 -12 18 -10 -8 30 -11-4 3� -9�0 0 -9 -12 18 -0 -12 12 -0 -12 0 -9 -12 Plate Offsets (X,Y): [7:0- 1- 8,Edge], [8:0- 1- 8,0 -0-0], [15:0- 1- 8,Edge], [16:0- 1- 8,Edge], [19:0 1 - 11,Edge], [23:0- 1- 8,0 -0 -0], (24:0- 1- 8,Edge], [29:0- 1- 8,Edge], [30:0- 1- S,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.76 Vert(LL) -0.36 30 -31 >613 360 MT20 197/144 TCDL 10.0 Lumber increase 1.00 BC 0.80 Vert(TL) - 0.6130 -31 >356 240 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) -0.04 19 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 139 Ib FT = 4 %F, 10 %E LUMBER TOP CHORD 4 X 2 SYP 2850F 2.3E 4) This truss is designed in accordance with the 2009 International Residential Code BOT CHORD 4 X 2 SYP 2850E 2.3E TOP CHORD sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. WEBS 4 X 2 SPF No.2 1- 2=- 1268/0, 2 -3 =- 1264/0, 3-4 =- 3133/0, 4- 5= -4157/0, 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the BRACING 5-6 =- 4423/0, 6-7 =- 3308/0, 7 -8 =- 3308/0, 8 -9 =- 3308/0, analysis and design of this truss. TOP CHORD 9 - = - 531/417, 10 - = - 531/417, 11 - 12= 0/3041, 12 - 13= 0/3041, 6) Required 2x6 strongbacks, on edge, spaced at 10 - 0 - 0 oc and fastened to each truss Structural wood sheathing directly applied or 6 -0-0 oc purlins. 13-14=465/1467, 14 -15 =- 1736/436, 15 -16 =- 1736/436, with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or BOT CHORD 16 -17 =- 1634/90, 17 -18 =- 763/0, 18- 19= -766/0 restrained by other means. Rigid ceiling directly applied or 6 -0 -0 oc bracing. BOT CHORD 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not 33- 34= 0/2363,32 -33= 0/3830,31 -32= 0/4455,30 -31= 0/4149, exceed 0.500in. REACTIONS (lb/size) 29- 30= 0/3308, 28- 29= 0/1851, 27- 28= 0/1851, 26- 27=- 1252/0, 8) CAUTION, Do not erect truss backwards. 1 = 938/0 -7-4 (min. 0 -1-8) 25 -26 =- 1925/0, 24 -25 =- 1000/1198, 23- 24= 436/1736, 9) All Plates 20 Gauge Unless Noted 19 = 504/0 -7-4 (min. 0 -1 -8) 22- 23= -436/1736, 21 -22= 0/1402 26 = 2198/0 -5-4 (min. 0 -1 -8) WEBS LOAD CASES) Max Gray 11 -26 =- 2171 /0,11 -27= 0/1544,9 -27 =- 1663/0,9 -29= 0/1889, Standard 1 = 964(LC 2) 8 -29 =- 693/0, 1 -34= 0/1508, 3 -34 =- 1342/0, 3 -33= 0/940, 19 = 616(LC 3) 4 -33 =- 850/0, 4- 32= 0/400, 5 -32 =- 363/0, 6- 31= 0/459, 26 = 2198(LC 1) 6-30=-1265/0, 7-30=0/519, 13-26=-1624/0, 13-25=0/1085, 14 -25 =- 1121/0, 14 -24= 0/1119, 15 -24 =- 368/0, 19- 21= 0/910, FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. 17 -21 =- 780/6, 17 -22 =- 179/283, 16 -22 =- 122/417, 16 -23= -253/0 TOP CHORD 1 -2 =- 1268/0, 2- 3=- 1264/0, 3 -4=- 3133/0, 4- 5= 4157/0, NOTES (9) 5- 6= 4423/0, 6 -7 =- 3308/0, 7 -8 =- 3308/0, 8 -9 =- 3308/0, 1) Unbalanced floor live loads have been considered for this design. 9 -10 =- 531/417, 10- 11=- 531/417, 11- 12= 0/3041, 12- 13= 0/3041, 2) All plates are 3x4 MT20 unless otherwise indicated. 13 -14 =- 465/1467, 14 -15 =- 1736/436, 15 -16 =- 1736/436, 3) All bearings are assumed to be SPF No.2 . 38 -00 -00 16 -00 -00 22 -00 -00 to i A Ni r N A O O O O C CO O - 0 O O io O N O A m 00 c_ A(n M 12 -09 -12 6 -09 -12 A 1-10-04 f(12 -04 -0$ Cn CJP a) 2 -00 -00 0 0 o oc- O o 2-00-00 m c p �Orn O 0 2-00-00 <mv 2 -00 -00 - - p z F 1G 2-00-00 F2 j 7 -04 -00 a, o' T 2-00-00 2-00-00 n r� o CD - v i i 0 t m W 2 -00 -00 2-00-00 0 0 -04 8 -08 -00 ? o 2-00-00 1 G 8 -00 H 2 o 2 -00 -00 F4 1 -66-12 F4 0 _. 2 -00-00 0 2 -00-00 T 0 o a, 13 -00 -00 13 -00 -00 6 -00 -00 26 -00 -00 6 -00 -00 38 -00 -00 Q Q O 2 Q Tbl non-structural p'acement o a s prov ded for dent fy hg the ' ocat on of t s: es as supp'.ed by Truss Engineering Corpo atlon (TEC) No responS;b ty s taken as , `!' 1T y Z * Z'm pl ed by TEC for the structura tegrity o the structure be ow tne trusses or tne affect of TEC, product on the structure as a whole. The truss insta le shail follow al: I l m 3 m Z 3 KS' ecommendat ons construction document soeoficat ons as well. as any site specific eouirements to ensure safe and proper stailat o 'owing aring sna . be appfed I4 • ZO 0 m ' . 3 m to trusses unt properly and fu ly to led, n< ud ng a'l she t ng, hange s wa anchors, aterai web brat ng (as mown on ndi do a shop d a ngs), a d pe a ent M m 0 •• brae g (as requlr d oy the const uct documents) ste -atbn cant actor sha re`er to the od : dual truss shoo d awings o a t uctura equ :cement of busses, P L. � 4 2 r'A > inc!ua ng but not s teo to beer tg locat�on and qu.m eats, oly to pry lading, atera web bracag, and truss spacing Truss Engineer ng Corporato t5.cty adheres to ' _ _ T. 2� ,_ _. the'Standard Respon b�l;ties t e Design of Meta P'ate Connected Wooer Trusses as defined 'oy TPt Chapter 2 Lava : fable upon request) regard -ess of a try job specific / 1 G� ; 2 o soft caters unless ,early def ned otherwise s w ling by TEC 14 ` � i 1 ►..� - Z g A' A I O " This p accmn, e olan s Truss Eng he_•,ng Corporat of puns and drawings as supoireo to us The 'pue ; �dng ownerjpw e s agent 5 o fly esponsble CO m { x for ve fying al. dm en sons, geometry, loads and 'tad req e eggs for accuracy and fu compliance to construct on documents and sha be esponsib for notify ng TEC At rnmed ate y o' any discrepancies The bui ding owne-/cwner u agent s resoon s,ole tor coordinating all construction details between trades Truss Engineer' ng Corporation sNOT oo s : : bie o e d uer,f cat o of dime o as or spec al conditions No trusses suoplied by Truss Engineering Corporation may be cut drilled. or 1 D altered h any way w trout frstcontacting TEL and r ecev ng engineering documents allowng such 3 m i Truss Engineering Corporation (TEC) strictly adheres to the 'Standard Responsibilities in the Design of Metal Plate Connected Wood Trusses' as defined by TPI Chapter 2 (available upon request) regardless of any job specific I specifications unless clearly defined otherwise in writing by TEC. SUBTOTAL This product list is Truss Engineering Corporation's INTERPRETATION of plans and drawings as supplied to us. No responsibility is taken or implied by TEC for the structural integrity of the structure below the trusses or the affects of TEC's product on the structure as a whole. The building owner /owner's agent is solely responsible for verifying all WIDE LOAD dimensions, geometry, loads and load requirements for accuracy and full compliance to construction documents and shall G be responsible for notifying TEC immediately of any discrepancies. Truss Engineering Corporation is NOT responsible for ESCORT FEE field verification of dimensions or special conditions. The building owner /owner's agent is responsible for coordinating all construction details between trades. The truss installer shall follow all SCSI recommendations, construction document specifications as well as any site specific GRAND TO TA I requirements to ensure safe and proper installation. No loading shall be applied to trusses until properly and fully installed, including all sheathing, hangers, wall anchors, lateral web bracing (as shown on individual shop drawings), and permanent bracing (as required by the construction documents). Installation contractor shall refer to the individual truss shop drawings for all structural requirements of trusses, including but not limited to bearing locations and requirements, ply to ply nailing, lateral web bracing, and truss spacing. No trusses supplied by Truss Engineering Corporation may be cut, drilled, or altered in any way without first contacting TEC and receiving engineering documents allowing such. * ** THESE DRAWINGS HAVE BEEN REVIEWED AND ARE APPROVED AS AN ORDER * ** Approved By: Approval Date: PO #: Requested Delivery Date: CONTRACTOR QUOTE PRINTED ON: 06/18/12 PAGE 2 QUOTE # Q1206149 ® DATE QUOTED:06 /18/12 fit. NEE'; 181 GOODWIN ST VALID UNTIL: 07/16/12 C RP TION PO BOX 51027 INDIAN ORCHARD, MA 01151 Job: CAROLE & ROBERT JOHNSON MONTAGUE FARMHOUSE /LOT 3 VILLAGE MANUFACTURERS OF ROOF & FLOOR TRUSSES 104 OLANDER DRIVER - Phone (413) 543 -1298 Fax (413) 543 -1847 Toll Free (800) 456 -0187 NORTHAMPTON, MA Quote To:r.k. Miles, Inc. Requested By: ANDY CLOGSTON 24 West St. West Hatfield, MA 01088 Quoted By: Brian Tetreault Attn:ANDY CLOGSTON Phone: (413) 247 -8300 SPECIAL INSTRUCTIONS: *ADDITIONAL 10 PSF TCDL ADDED FOR FUTURE PV /SOLAR PANELS WHERE APPLICABLE. FLOOR TRUSSES LOADING TCLL- TCDL - BCLL -BCDL STRESS INCR INFORMATION 140.0,10.0,0.0,10.0 1.00 FLOOR TRUSS SPACING: 24.0 IN. 0 . (TYP.) LAYOUTBRT 06/18/12 FLOOR I QTY TRUSS ID DEPTH BASE OM END TYPE CANTILEVER STUB I UNIT PROFILE PLY 1 SPAN SPAN LEFT 1 RIGHT LEFT I RIGHT LEFT RIGHT 1 1 1 WEIGHT 0 111 5 F6 01 -00 -00 32- 00 -00', 32 -00 -00 j 3 139 .�..�.4. 1 F6G 01 -00 -00 32 -00 -00 I I I 32 -00 -00 r n, 139 ! 3 106 1 F7 01 -00 -00 23 -09 -08 23 -09 -08 1 63 ■ F9 01 -00 -00 13 -01.12 16 -04 -08 I� l r 3 47 2 � 2 F8 01-00-00 � 16 -04 -08 PS _ "rrc %* 11 13 -01 -12 1 13 -01 -02 r r 1 47 .rrVSt_ssc '4 FG2 01 -00 -00 13 -01 -02 � I FG3 01 -00 -00 04 -11 -04 21 u 1 FG4 01 -00 -00 13-01-12 041104 13 -01 -12 1 49 P_15�3>S 9 ITEMS QTY I ITEM CATEGORY I LENGTH INOTES FT -IN -16 ■ 6 HUS26 Hanger 6 ITT411.8 HGR 00 -00 -00 TOP MOUNT HANGER FOR TRUSSES AT STAIRS t' CONTRACTOR QUOTE PRINTED ON: 06/18/12 PAGE 1 • QUOTE # Q1206149 DATE QUOTED:06 /18/12 E 1 81 GOODWIN ST V ALID UNTIL: 07/16/12 C RPORATION PO BOX 51 027 INDIAN ORCHARD, MA 01151 Job: CAROLE & ROBERT JOHNSON MONTAGUE FARMHOUSE /LOT 3 VILLAGE MANUFACTURERS OF ROOF & FLOOR TRUSSES 104 OLANDER DRIVER Phone (413) 543 -1298 Fax (413) 543 -1847 Toll Free (800) 456 -0187 NORTHAMPTON, MA Quote To:r.k. Miles, Inc. Requested By: ANDY CLOGSTON 24 West St. West Hatfield, MA 01088 Quoted By: Brian Tetreault Attn:ANDY CLOGSTON Phone: (413) 247 -8300 SPECIAL INSTRUCTIONS: *ADDITIONAL 10 PSF TCDL ADDED FOR FUTURE PV /SOLAR PANELS WHERE APPLICABLE. LOADING TCLL- TCDL - BCLL -BCDL STRESS !NCR ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.) LAYOUTBRT 06/18/12 ROOF TRUSSES INFORMATION 50.0,10.0,0.0,10.0 1.15 I PROFILE QTY PITCH I TYPE BASE O/A LUMBER OVRHG / CANT I I SHIPPING I UNIT PLY TOP 1 BoT TRUSS ID SPAN SPAN TOP BOT _ LEFT 1 RIGHT HEIGHT WEIGHT 2 Ply 7.00 0.00 C Truss 14 -00 -00 ' 14 -00 -00 12 X 612 X 10 05 -01 -00 101 P . .i' 4 y 'T Y 00 -10 -08 00 -10 -08 05-01 -00 53 ,+ ' Common Truss 00 -10 -08 00 -10 -08 05 -01 -00 57 r a 1 i 2 7.00 0.00 T1 14 -00 -00 14 -00 -00 2 X 4'' 2 X 4 a: a..�.; I 1 ._ a- 1 7.00 0.00 T1 GE 14 -00 -00 ' 1 14 -00 -00 2 X 6' 2 X 4 + 7 9 7.00 0.00 T2 26 -00 -00 26 -00 -00 2 X 4 2 X 4 08 -07 -00 118 COMMON 00 -10 -08 08 -07 -00 117 00 -10 -08 00 -10 -08 J I 6 7.00 0.00 COMMON 26 -00 -00 26 -00 -00 {2 X 4{ 00 -10 -08 COMMON �!Y -�C 2 X 4 �{(}�� 08 -07 -00 128 �17.L111.i� tip 1 7.00 0.00 T2AGE 26 -00 -00 26 -00 -00 ! 2 X 612 X 4 COMMON 00 -10 -08 00 -10 -08 COMMON 2 X 4 r 08 -07 -00 129 1 7.00 0.00 T2GE 26 -00 -00 26 -00 -00 00 -10 -08 00 -10 -08 07 -03 -03 81 �- -x-- - -' . I 12 7.00 0.00 T3 22 -00 -00 ! 22 -00 -00 2 X 412 X 4 � A 00 -10 -08 00 -10 -08 f21i111iTL . y 2 X 4 07 -03 -03 94 R Valle Truss 02-11-05 26 GABLE 1 7.00 0.00 T3GE 22 -00 -00 22 -00 -00 2 X 4 . 1 7.00 0.00 V1 09 -11 -12 09 -11 -12 1,2 X 4 2 X4 I m I Valley Truss 1 7.00 0.00 V2 05 -11 -12 1 05 -11 -12 ',2 X4;2 X4 01 -09 -05 13 FLOOR TRUSSES LOADING TCLL- TCDL- BCLL -BCDL STRESS /NCR INFORMATION 40.0,10.0,0.0,10.0 1.00 FLOOR TRUSS SPACING: 24.0 IN. O.C. (TYP.) LAYOUTBRT 06/18/12 FLOOR QTYI I BASE 1 O/A END TYPE CANTILEVER I STUB I I UNIT TRUSS ID DEPTH PROFILE PLY SPAN SPAN LEFT RIGHT LEFT RIGHT LEFT RIGHT WEIGHT' 4 F1 01 -00 -00 31 -09 -00 31 -09 -00 l I ././ 138 ; F10 01 -00 -00 26 -00 -00 26 -00 -00 I l 94 7 1 1 F11 01 -00 -00 ! 06 -00 -00 I 06 -00 -00 r 3 23 ■ I 1 F1G 01 -00-00 31- 09 -001 , 31 -09 -00 M l 11,4179111701:171901•10 , 1 138 1 1 ! F2 01 -00 -00 24-03-00 24 -03 -00 * , 98 16 -11 -00 M 2 64 F3 0100 -00 16 -11 -00 -.2L�S] 2 , i F4 01-00-00 12 -10 -08 12 -10 -08 47 3 6 F5 01 -00 -00 25 -09 -00 r 25 -09 -00 94 min ta truomre z.. UK W nghtV lllageh armhouse - Level 2 -2 / -1. BeamEngine 4.509s tcrials Database 1318 10:15am 1 of Jlember Data )escription: CaIcB2 Member Type: Beam Application: Floor ;omments: Beam G ® Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous ;tandard Load: Moisture Condition: Dry Building Code: IBC / IRC )ead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total .ive Load: 0 PLF Deck Connection: Nailed Member Weight: 9.4 PLF Filename: Y: \WrightVil )ther Loads 'ype Trib. Dead Other Description) Side Begin End Width Start End Start End Category teplacement Uniform (PLF) Top 0' 0.00" 4' 11.75" 73 228 Live teplacement Uniform (PLF) Top 4' 11.75" 7' 5.75" 73 228 Live teplacement Uniform (PLF) Top 7' 5.75" 8' 9.00" 73 228 Live I TI rr / / 8 9 0 / 8 9 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 1340# -- 2 8' 7.750" Wall N/A N/A 1.500" 1340# -- Maximum Load Case Reactions Jsed for applying point loads (or line loads) to carrying members Dead Live 1 357# 983# 2 357# 983# Design spans 8' 7.750" Product: 1- 314x9 -112 VERSA -LAM 2.0 3100 SP 2 ply Component Member Design has Passed Design Checks. ** Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2897.'# 13958.'# 20% 4.32' Total load D +L Shear 1095.# 6317.# 17% 8.21' Total load D +L TL Deflection 0.0779" 0.4323" IJ999+ 4.32' Total load D +L '1 Deflection 0.0572" 0.2882" L/999+ 4.32' Total load L control: Positive Moment DOLs: Live =100% Snow =115% Roof =125% Wind =160% Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives All product names are trademarks of their respective owners Michael Greaney r.k. Miles, Inc. . " ' � +„, Copyright (C)1987 -2011 by Keymark Enterprises. LLC ALL RIGHTS RESERVED. West Hatfield, Ma 01088 'assing 0 defined as when the member, floor joist, beam or girder shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The you] ICI Julie cure ' z. UK WnghtVillagel'annhouse - Level 2 -21 -1, iBeamEngine 4.509s aerials Database 1318 10:12am 1 of Member Data )escription: CaIcB1 Member Type: Beam Application: Floor ;omments: Beam F © Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous itandard Load: Moisture Condition: Dry Building Code: IBC / IRC )ead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total _ive Load: 0 PLF Deck Connection: Nailed Member Weight: 11.7 PLF Filename: Y: \WrightVil Dther Loads rype Trib. Dead Other Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 1' 11.25" 244 650 Live Replacement Uniform (PLF) Top 1' 11.25" 6' 11.00" 244 650 Live Ti iT / / 611 0 ? 611 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 3084# -- 2 6' 9.750" Wall N/A N/A 1.500" 3084# -- Maximum Load Case Reactions Jsed for applying point loads (or line loads) to carrying members Dead Live 1 870# 2214# 2 870# 2214# Design spans 6' 9.750" Product: 1- 314x11 -7/8 VERSA -LAM 2.0 3100 SP 2 ply Component Member Design has Passed Design Checks. ** Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 5253.'# 21275.'# 24% 3.41' Total load D +L Shear 2188.# 7897.# 27% 0.01' Total load D +L TL Deflection 0.0449" 0.3406" L/999+ 3.41' Total load D +L LL Deflection 0.0322" 0.2271" L/999+ 3.41' Total load L Control: Shear DOLs: Live =100% Snow =115% Roof =125% Wind =160% Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives At product names are trademarks of their respective owners Michael Greaney '( ° ' ; r.k. Miles, Inc. d - aw : Copyright (C)1987 -2011 by Keymark Enterprises. LLC. ALL RIGHTS RESERVED West Hatfield, Ma 01088 gassing is defined as when the member. floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The mono tntcture • °•..5 UK W right V 11 Iagel' armhouse - Level 2 -2 / -1; BeamEngine 4.509s serials Database 1318 10:11 am 1 of Amber Data lescription: CaIcG4 Member Type: Girder Application: Floor ;omments: Beam D 0 Top Lateral Bracing: Continuous Bottom Lateral Bracing: None itandard Load: Moisture Condition: Dry Building Code: IBC / IRC )ead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total .ive Load: 0 PLF Deck Connection: Nailed Member Weight: 11.7 PLF Filename: Y: \WrightVil )ther Loads 'ype Trib. Dead Other Description) Side Begin End Width Start End Start End Category teplacement Uniform (PLF) Top 0' 0.00" 0' 11.50" -111 -373 Live teplacement Uniform (PLF) Top 0' 11.50" 2' 5.50" -32 -162 Live teplacement Uniform (PLF) Top 2' 5.50" 4' 8.25" -32 -162 Live i 4 8 4 O m 4 8 4 3earings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift I 0' 0.000" Girder N/A N/A N/A 22# -478# ? 3' 9.250" Girder N/A N/A N/A 22# -352# Vlaximum Load Case Reactions .1sed for applying point loads (or line loads) to carrying members Dead Live I -75# -402# ? -41# -311# Design spans 3' 9.250" Product: 1- 3/4x11 -718 VERSA -LAM 2.0 3100 SP 2 ply Component Member Design has Passed Design Checks.** Design assumes continuous lateral bracing along the top chord. Design assumes no lateral bracing along the bottom chord. Review gravity uplift reaction force of 4781bs at bearing 1 and ensure that the structure can resist appropriately. Review gravity uplift reaction force of 353Ibs at bearing 2 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 21.'# 19147.'# 0% 1.89' Total load D Negative Moment 342.'# 21275.'# 1% 1.89' Total load D +L Negative Unbrcd 342.'# 20983.'# 1% 1.89' Total load D +L Shear 173.# 7897.# 2% 2.83' Total load D +L rL Deflection 0.0010" 0,1885" L/999+ 1.89' Total load D +L _L Deflection 0.0010" 0.1257" L/999+ 1.89' Total load L control: Shear DOLs: Live =100% Snow = 115% Roof =125% Wind =160% Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives vlinimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Michael Greaney r.k. Miles, Inc. �_,. Copyr (C)1987 -2011 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. West Hatfield, Ma 01088 Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The s yowl(Jtrucmre - z., IUK WrightVillageFarmhouse - Level 2 -2/ -1. tBeamEngine 4.509s tterials Database 1318 10:17am 1 of Member Data )escription: CaIcB3 Member Type: Beam Application: Floor comments: Beam C w /no bonus Top Lateral Bracing: Continuous GI Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total _ive Load: 0 PLF Deck Connection: Nailed Member Weight: 11.7 PLF Filename: Y: \WrightVil Dther Loads rype Trib. Dead Other Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 24' 4.63" 220 550 Snow I ft n / / T /0 11 6 0 ® 12 2 0 ® / 2480 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 1.375" Wall N/A N/A 1.500" 3847# -- 2 11' 7.375" Wall N/A N/A 4.407" 11570# -- 3 23' 9.375" Wall N/A N/A 1.555" 4081# -- Maximum Load Case Reactions Jsed for applying point loads (or line loads) to carrying members . Dead Snow 1 1006# 2842# 2 3429# 8141# 3 1102# 2979# Design spans 0' 1.375" (left cant) 11' 6.000" 12' 2.000" 0' 1.375" (right cant) Product: 1- 3/4x11 -718 VERSA -LAM 2.0 3100 SP 2 ply Component Member Design has Passed Design Checks.** Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 10167.'# 24466.'# 41% 18.91' Odd Spans D +S Negative Moment 13714.'# 24466.'# 56% 11.61' Adjacent 2 D +S Negative Unbrcd 13714.'# 24466.'# 56% 11.61' Adjacent 2 D +S Shear 5109.# 9081.# 56% 11.62' Adjacent 2 D +S TL Deflection 0.2442" 0.6083" L/597 18.31' Odd Spans D +S _L Deflection 0.1923" 0.4056" L/759 18.31' Odd Spans S TL Defl., Lt. - 0.0067" 0.2000" 2L/407 0' Even Spans D +S _L Defl., Lt. - 0.0053" 0.2000" 2L/514 0' Even Spans S TL Defl., Rt. - 0.0081" 0.2000" 2L/340 23.9' Odd Spans D +S _L Defl., Rt. - 0.0062" 0.2000" 2L/442 23.9' Odd Spans S control: Shear DOLs: Live =100% Snow =115% Roof =125% Wind = 160% Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives All product names are trademarks of their respective owners Michael Greaney >u . r.k. Miles, Inc. 'y fir,},: Copyright (C)1987 -2011 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. West Hatfield, Ma 01088 'assing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The you' is nrrucmrc z.' t V K W nght V i l I agel- armh ouse - Level 2 -2 / -1, BeamEngine 4.509s terials Database 1318 10:30am 1 of Illember Data ) escription: CaIcG4 Member Type: Girder Application: Floor ;omments: Beam B go Top Lateral Bracing: Continuous Bottom Lateral Bracing: None ;tandard Load: Moisture Condition: Dry Building Code: IBC / IRC )ead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total .ive Load: 0 PLF Deck Connection: Nailed Member Weight: 11.7 PLF Filename: Y: \WrightVil )they Loads 'ype Trib. Dead Other Description) Side Begin End Width Start End Start End Category teplacement Uniform (PLF) Top 0' 0.00" 0' 11.50" -111 -373 Live teplacement Uniform (PLF) Top 0' 11.50" 2' 5.50" -32 -162 Live 2eplacement Uniform (PLF) Top 2' 5.50" 4' 8.25" -32 -162 Live I r< ' . ' ' - 1>< 4 8 4 0 m / / 4 8 4 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Girder N/A N/A N/A 22# -478# 2 3' 9.250" Girder N/A N/A N/A 22# -352# Maximum Load Case Reactions Jsed for applying point loads (or line loads) to carrying members Dead Live 1 -75# -402# 2 -41# -311# Design spans 3' 9.250" Product: 1- 3/4x11 -7/8 VERSA -LAM 2.0 3100 SP 2 ply Component Member Design has Passed Design Checks. ** Design assumes continuous lateral bracing along the top chord. Design assumes no lateral bracing along the bottom chord. Review gravity uplift reaction force of 4781bs at bearing 1 and ensure that the structure can resist appropriately. Review gravity uplift reaction force of 353Ibs at bearing 2 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 21.'# 19147.'# 0% 1.89' Total load D Negative Moment 342.'# 21275.'# 1% 1.89' Total load D +L Negative Unbrcd 342.'# 20983.'# 1% 1.89' Total load D +L Shear 173.# 7897.# 2% 2.83' Total load D +L TL Deflection 0.0010" 0.1885" L/999+ 1.89' Total load D +L LL Deflection 0.0010" 0.1257" L/999+ 1.89' Total load L Control: Shear DOLs: Live =100% Snow =115% Roof =125% Wind =160% Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Michael Greaney r.k. Miles, Inc. . , %,r „ Copyright (C)1987 -2011 by Keymark Enterprises, LLC ALL RIGHTS RESERVED West Hatfield, Ma 01088 'assing is defined as when the member, floor joist. beam or girder, shown on this drawing meets applicable design criteria for Loads. Loading Conditions, and Spans listed on this sheet. The yr emuu atrucmre —.L.31 UK Wright Villageharmhouse - Level 3 -19 -1, BeamEngine 4.509s terials Database 131/.1 9:01 am 2of: Actual Allowable Capacity Location Loading hear 9047.# 11845.# 76% 23.62' Total load D +L 1. Deflection 0.0513" 0.3807" L/999+ 28.18' Total load D +L L Deflection 0.0361" 0.2538" L/999+ 28.18' Total load L • ontrol: Shear DOLs: Live =100% Snow =115% Roof =125% Wind =160% Design assumes a repetitive member use increase in bending stress: 4 % Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives All product names are trademarks of their respective owners Michael Greaney r.k. Miles, Inc. ' a a t: ' -� . "v_ Copyright (C)1987 -2011 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. West Hatfield, Ma 01088 'assing is defined as when the member, floor joist, beam or girder shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The i. yrsuu° Jtructure" 1wK WrfghtVillagerarmhouse - Level 3 -29_1. BeamEngine 4.509s aerials Database 1318 9:01 am 1 of Jlember Data ) escription; B3 Member Type: Beam Application: Roof .3omments: A Top Lateral Bracing: Continuous Slope: 0.00 / 12 Bottom Lateral Bracing: (See Below) itandard Load: Moisture Condition: Dry Building Code: IBC / IRC )ead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total _ive Load: 0 PLF Deck Connection: Nailed Member Weight: 17.6 PLF Filename: Y: \WrightVil )they Loads "ype Trib. Dead Other Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 0' 7.75" 601 1300 Live Replacement Uniform (PLF) Top 0' 7.75" 2' 2.00" 601 1300 Live Replacement Uniform (PLF) Top 2' 2.00" 3' 7.75" 244 650 Live Replacement Uniform (PLF) Top 3' 7.75" 3' 11.75" 244 650 Live Replacement Uniform (PLF) Top 3' 11.75" 8' 10.00" 244 650 Live Replacement Uniform (PLF) Top 8' 10.00" 11' 4.00" 601 1300 Live Replacement Uniform (PLF) Top 11' 4.00" 12' 5.75" 244 650 Live Replacement Uniform (PLF) Top 12' 5.75" 14' 6.00" 244 650 Live Replacement Uniform (PLF) Top 14' 6.00" 15' 0.00" 244 650 Live Replacement Uniform (PLF) Top 15' 0.00" 16' 6.00" 209 557 Live Replacement Uniform (PLF) Top 16' 6.00" 18' 0.00" 531 1115 Live Replacement Uniform (PLF) Top 18' 0.00" 18' 6.00" 756 1714 Live Replacement Uniform (PLF) Top 18' 6.00" 22' 0.00" 706 1580 Live Replacement Uniform (PLF) Top 22' 0.00" 32' 0.00" 731 1647 Live Point (LBS) Top 2' 2.00" 859 2167 Live P oint (LBS) Top 8' 10.00" 859 2167 Live Point (LBS) Top 11' 4.00" 688 1643 Live p oint (LBS) Top 15' 0.00" 91 -201 Live Point (LBS) Top 16' 6.00" 666 1530 Live Point (LBS) Top 18' 6.00" 239 -493 Live Point (LBS) Top 18' 8.75" 21 0 Live r 1 f 1 I l rrI I T 9 8 0 0 7 0 0 9 0 0 8 0 0 3200 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.573" 6192# -- 2 7' 7.375" Wall N/A N/A 3.579" 14093# -- 3 14' 7.375" Wall N/A N/A 3.705" 14587# -64# 4 23' 7.375" Wall N/A N/A 5.737" 22589# -- 5 31' 2.750" Wall N/A N/A 1.737" 6839# -- Maximum Load Case Reactions Jsed for applying point loads (or line loads) to carrying members Dead Live 1 1876# 4323# 2 4135# 10000# 3 4784# 9882# 1 7187# 15506# 5 2127# 4730# Design spans 7' 7.375" 7' 0.000" 9' 0.000" 7' 7.375" Product: 1- 3/4x11 -7/8 VERSA -LAM 2.0 3100 SP 3 ply Component Member Design has Passed Design Checks.** Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 9722.'# 33189.'# 29% 28.18' Total load D +L Vegative Moment 17503.'# 33189.'# 52% 23.61' Total load D +L Vegative Unbrcd 17503.'# 33189.'# 52% 23.61' Total load D +L All product names are trademarks of their respective owners Michael Greaney ran r .s `. -, ° , ., Copyright (C)1987 -2011 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. Wes Miles, Hatfield, Ma 01088 Passing is defined as when the member. floor joist, beam or girder. shown on this drawing meets applicable design criteria for Loads, Loading Conditions. and Spans listed on this sheet. The Return Branch Detail Table Grill Htg Clg TEL Design Veloc Diam H x W Stud /Joist Duct Name Size (in) (cfm) (cfm) (ft) FR (fpm) (in) (in) Opening (in) Matl Trunk rb1 Ox 0 975 975 109.0 -0.01 0 0 6x 0 MtFx 12 Return Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk 12 Peak AVF 975 975 -0.01 0 0 8 x 0 ShtMetl • • Ark wright o ft Right - Suite® Universal 7.1.23 RSU10010 2012-Feb-28 12:22:20 / C: \Users \Drew \Documents \Wrightsoft HVAC \Beechwood Montague.rup Calc = MJ8 Orientation = SW Page 2 OS it� R` \ IR Duct System Summary Job: Date: Feb 23, 2012 I --- I \ A C Entire Powers Air By: Phone: 413 - 369 -0100 Email: powersair @comcast.net Project Information For: Wright Beechwood Montague Heating Cooling External static pressure 0.01 in H2O 0.01 in H2O Pressure losses 0.03 in H2O 0.03 in H2O Available static pressure 0.0 in H2O 0.0 in H2O Supply / return available pressure -0.01 / -0.01 in H2O -0.01 / -0.01 in H2O Lowest friction rate -0.01 in /100ft -0.01 in /100ft Actual air flow 975 cfm 975 cfm Total effective length (TEL) 271 ft Supply Branch Detail Table Design Htg Clg Design Diam H x W Duct Actual Ftg.Eqv Name (Btuh) (cfm) (cfm) FR (in) (in) Matl Ln (ft) Ln (ft) Trunk 2nd bath h 502 56 42 -0.01 0 6x 0 MtFx 42.0 120.0 12 landing c 594 45 50 -0.01 0 6x 0 MtFx 42.0 120.0 12 bed 3 h 418 83 35 -0.01 0 6x 0 MtFx 42.0 120.0 16 Bed 2 h 470 94 39 -0.01 0 6x 0 MtFx 42.0 120.0 16 Master bed h 1457 140 122 -0.01 0 6x 0 MtFx 42.0 120.0 15 Master bath h 288 34 24 -0.01 0 6x 0 MtFx 42.0 120.0 15 Powder h 454 46 38 -0.01 0 6x 0 MtFx 42.0 120.0 11 Entry h 609 94 51 -0.01 0 6x 0 MtFx 42.0 120.0 11 Family c 2090 141 175 -0.01 0 6x 0 MtFx 42.0 120.0 11 Dining c 2518 141 211 -0.01 0 6x 0 MtFx 42.0 120.0 12 Kitchen c 2261 101 189 -0.01 0 6x 0 MtFx 42.0 120.0 15 Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk 12 Peak AVF 975 975 -0.01 0 0 8 x 0 ShtMetl 16 Peak AVF 177 74 -0.01 0 0 8 x 0 ShtMetl 12 15 Peak AVF 275 335 -0.01 0 0 8 x 0 ShtMetl 12 11 Peak AVF 281 264 -0.01 0 0 8 x 0 ShtMetl 12 Bold /italic values have been manually overridden A1/4 4.1.1._ wrightsaft Right- Suite® Universal 7.1.23 RSU10010 2012-Feb-28 12:22:20 C: \Users \Drew\ Documents\Wrightsoft HVAC \Beechwood Montague.rup Calc = MJ8 Orientation = SW Page 1 Level 1 r ' P owder 7 23 cfm Ki- Entry 43 cfm 106 cfm 110 cfm Dining Family 112 cfm r 1 L_ Job #: Powers Air Scale: 1 : 95 Performed for: Page 2 Wright Beechwood Montague Right- Suite® Universal 7.1.23 RSU10010 Phone: 413- 369 -0100 2012- Feb -28 12:22:41 powersair @comcast.net ...soft HVAC \Beechwood Montague.r... 4 . Level 2 524 n 2nd bath 28 cfm landing cfm bed 3 38 cfm Master bath ❑ 29 cfm 81 cfm Bed 2 44 cfm Master bec 1 Job #: Powers Air Scale: 1 : 95 Performed for: Page 1 Wright Beechwood Montague Right - Suite® Universal 7.1.23 RSU10010 Phone: 413 - 369 -0100 2012- Feb -28 12:22:41 powersair @comcast.net ...soft HVAC \Beechwood Montague.r... • l `'ll' Right -J® Worksheet Job: Ent ire House I I4'_( Date: Feb 23, 2012 By: Powers Air Phone: 413 - 369 -0100 Email: powersair @comcast.net 1 Room name Dining Kitchen 2 Exposed wall 31.0 ft 26.0 ft 3 Ceiling height 9.0 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 17.0 x 14.0 ft 15.0 x 13.0 ft 5 Room area 238.0 ft' 195.0 ft' 1 1 1 1 1 i Ty Construction U -value Or HTM I Area (ft') Load I Area (ft') Load number (Btuh /ft' - °F) 1 (Btuh /ft') or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat I Cool Gross ( N /P /S Heat I Cool I Gross I N /P /S Heat Cool 6 12F-Osw 0.065 ne 4.74 0.83 0 0 0 0 0 0 0 0 2 glazing, clr outr, 0.220 ne 16.06 15.62 0 0 0 0 0 0 0 0 D 11P0 0.290 ne 21.17 6.96 0 0 0 0 0 0 0 0 12F-Osw 0.065 se 4.74 0.83 0 0 0 0 117 105 498 87 11 2 glazing, clr outr, 0.220 se 16.06 19.91 0 0 0 0 12 1 193 239 D 11P0 0.290 se 21.17 6.96 0 0 0 0 0 0 0 0 12F-Osw 0.065 sw 4.74 0.83 126 110 522 92 117 109 517 91 2 glazing, clr outr, 0.220 sw 16.06 18.59 16 2 257 297 8 1 128 149 12F-Osw 0.065 nw 4.74 0.83 153 108 512 90 0 0 0 0 2 glazing, clr outr, 0.220 nw 16.06 15.62 24 0 385 375 0 0 0 0 D 11P0 0.290 nw 21.17 6.96 21 21 445 146 0 0 0 0 C 16B -56ad 0.018 - 1.31 0.85 238 238 313 203 195 195 256 167 F 21B -32w 0.014 - 1.02 0.00 238 238 243 0 195 195 199 0 6 c) AED excursion 1 2151 -168 Envelope loss /gain 2677 1419 1792 565 12 a) Infiltration 1087 179 912 150 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 4 920 2 460 Appliances /other 0 1020 Subtotal (lines 6 to 13) 3765 2518 2704 2195 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 3765 2518 2704 2195 15 Duct loads 3% 0% 113 0 3% 3% 81 66 I I TAotaequredl(cfm) I I I 3848 221s I I 2785 189 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. 4 w. Right- Suite® Universal 7.1.23 RSU10010 2012-Feb-28 12:22:18 C:1 Users \Drew \ Documents \Wrightsoft HVAC \Beechwood Montague.rup Cale = MJ8 Orientation = SW Page 6 • '.', i:; 1)(? Right -J® Worksheet Job: j 1 rr Entire House Date: Feb 23, 2012 1 t V ,A l By: Powers Air Phone: 413- 369 -0100 Email: powersair @comcast.net 1 Room name Entry Family 2 Exposed wall 17.0 ft 35.0 ft 3 Ceiling height 9.0 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 15.0 x 14.0 ft 13.0 x 18.0 ft 5 Room area 210.0 ft' 234.0 ft' 1 1 1 1 Ty Construction U -value Or HTM Area (f l') Load Area (f Load number (Btuh /ft' - °F (Btuh /ft') I or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool l Gross I N /P /S Heat I Cool Gross N /P /S Heat I Cool 6 12F -Osw 0.065 ne 4.74 0.83 63 42 199 35 162 146 693 121 2 glazing, clr outr, 0.220 ne 16.06 15.62 0 0 0 0 16 0 257 250 11 PO 0.290 ne 21.17 6.96 21 21 445 146 0 0 0 0 12F -Osw 0.065 se 4.74 0.83 90 69 327 57 0 0 0 0 1 1 2 glazing, clr outr, 0.220 se 16.06 19.91 0 0 0 0 0 0 0 0 D 11P0 0.290 se 21.17 6.96 21 21 445 146 0 0 0 0 Vy 12F -Osw 0.065 sw 4.74 0.83 0 0 0 0 36 28 133 23 G 2 glazing, clr outr, 0.220 sw 16.06 18.59 0 0 0 0 8 1 12R 149 12F -Osw 0.065 nw 4.74 0.83 0 0 0 0 117 97 460 81 2 glazing, clr outr, 0.220 nw 16.06 15.62 0 0 0 0 20 0 321 312 D 11P0 0.290 nw 21.17 6.96 0 0 0 0 0 0 0 0 C 16B -56ad 0.018 - 1.31 0.85 210 210 276 180 234 234 307 200 F 21B -32w 0.014 - 1.02 0.00 210 210 215 0 234 234 239 0 6 c) AED excursion I Envelope loss /gain 1906 511 2539 1198 12 a) Infiltration 596 98 1228 202 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 3 690 Applianceslother 0 0 Subtotal (lines 6 to 13) 2503 609 3767 2090 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 2503 609 3767 2090 15 Duct loads 3% 0% 75 0 3% 0% 113 0 1 1 Total ir re quire room d load (cfm) i I 1 25781 6091 1 1 38801 20901 A 94 51 141 175 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. wrtphtsnf* Right- Suite® Universal 7.1.23 RSU10010 2012- Feb -28 12:22:18 C:\ Users \Drew\ Documents 1Wrightsoft HVAC \Beechwood Montague.rup Calc = MJ8 Orientation = SW Page 5 l 1 H.! Right -J® Worksheet Job: 1 r ;` Entire House Date: Feb 23, 2012 1 ! By: Powers Air Phone: 413- 369 -0100 Email: powersair @comcast.net 1 Room name Master bath Powder 2 Exposed wall 7.0 ft 13.0 ft 3 Ceiling height 9.0 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 12.0 x 10.0 ft 8.0 x 7.0 ft 5 Room area 120.0 ft' 56.0 ft' I I I I Ty Construction U -value Or I HTM Area (ft') Load I Area (ft') Load number (Btuh /ft' - °F (Btuh /ft') I or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) ` 1 Heat I Cool I Gross I N /P /S ( Heat I Cool I Gross I N /P /S Heat I Cool 6 12F -Osw 0.065 ne 4.74 0.83 63 55 261 46 54 54 256 45 2 glazing, clr outr, 0.220 ne 16.06 15.62 8 0 128 125 0 0 0 0 D 11P0 0.290 ne 21.17 6.96 0 0 0 0 0 0 0 0 12F -Osw 0.065 se 4.74 0.83 0 0 0 0 63 55 261 46 11 2 glazing, clr outr, 0.220 se 16.06 19.91 0 0 0 0 8 1 128 159 D 11P0 0.290 se 21.17 6.96 0 0 0 0 0 0 0 0 W 12F -Osw 0.065 sw 4.74 0.83 0 0 0 0 0 0 0 0 L G 2 glazing, clr outr, 0.220 sw 16.06 18.59 0 0 0 0 0 0 0 0 12F -Osw 0.065 nw 4.74 0.83 0 0 0 0 0 0 0 0 C 2 glazing, clr outr, 0.220 nw 16.06 15.62 0 0 0 0 0 0 0 0 LLL��ppp 11P0 0.290 nw 21.17 6.96 0 0 0 0 0 0 0 0 C 16B -56ad 0.018 - 1.31 0.85 120 120 158 103 56 56 74 48 F 21B -32w 0.014 - 1.02 0.00 120 120 123 0 56 56 57 0 i 6 . c) AED excursion -25 82 Envelope loss /gain I 670 248 777 379 12 a) Infiltration 246 40 456 75 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances /other 0 0 Subtotal (lines 6 to 13) 915 288 1233 454 Less extemal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 915 288 1233 454 15 Duct loads 3% 0% 27 0 3% 0% 37 0 Total room load 943 288 1270 454 Air required (cfm) I I I 34 24I I ( 46 38 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. .4 ..-scolhate.c.rft Right- Suite® Universal 7.1.23 RSU10010 2012-Feb-28 12:22:18 C:\ Users \Drew \Documents \Wrightsoft HVAC \Beechwood Montague.rup Calc = MJ8 Orientation = SW Page 4 ") J . , - `.ir Right -J® Worksheet Job: ' Entire Ho use 1 I ,z C Date: Feb 23, 2012 By: • Powers Air Phone: 413 - 369 -0100 Email: powersair @comcast.net 1 Room name Bed 2 Master bed 2 Exposed wall 27.0 ft 34.0 ft 3 Ceiling height 9.0 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 15.0 x 12.0 ft 14.0 x 18.0 ft 5 Room area 180.0 ft' 252.0 ft' 1 1 1 1 Ty Construction U -value Or HTM Area ft' Load Area ft' Load Y I I (' (' number (Bt t' - °F; (Btuh /ft') or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat I Cool I Gross 1 N /P /S Heat I Cool 1 Gross I N /P /S Heat I Cool 6 1 12F -Osw 0.065 ne 4.74 0.83 0 0 0 0 108 92 437 77 2 glazing, clr outr, 0.220 ne 16.06 15.62 0 0 0 0 16 0 257 250 11P0 0.290 ne 21.17 6.96 0 0 0 0 0 0 0 0 12F -Osw 0.065 se 4.74 0.83 0 0 0 0 0 0 0 0 11 2 glazing, clr outr, 0.220 se 16.06 19.91 0 0 0 0 0 0 0 0 D 11P0 0.290 se 21.17 6.96 0 0 0 0 0 0 0 0 Vy 12F -Osw 0.065 sw 4.74 0.83 108 108 512 90 45 37 176 31 �G 2 glazing, clr outr, 0.220 sw 16.06 18.59 0 0 0 0 8 1 128 149 w 12F -Osw 0.065 nw 4.74 0.83 135 135 641 112 153 133 631 111 4- G 2 glazing, clr outr, 0.220 nw 16.06 15.62 0 0 0 0 20 0 321 312 D 11P0 0.290 nw 21.17 6.96 0 0 0 0 0 0 0 0 C 16B -56ad 0.018 - 1.31 0.85 180 180 237 154 252 252 331. 215 F 21B -32w 0.014 - 1.02 0.00 180 180 184 0 252 252 258 0 6 c) AED excursion -41 117 Envelope loss /gain 1 15741 315 2539 1261 12 a) Infiltration 947 156 1193 196 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances /other 0 0 Subtotal (lines 6 to 13) 2521 470 3731 1457 Less extemal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 2521 470 3731 1457 15 Duct loads 3% 0% 76 0 3% 0% 112 0 1 1 Total re q ro uire om d load (cfm) 1 1 1 25961 4701 I 1 38431 14571 Air 94 39 140 122 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. �r� - 04.0 - wrIpht* f't Right- Suite® Universal 7.1.23 RSU10010 2012-Feb-28 12:22:18 " ^ C: \Users \Drew \Documents \Wrightsoft HVAC1Beechwood Montague.rup Calc = MJ8 Orientation = SW Page 3 ',\ 1 ,. , ''(I` . Right -J® Worksheet Job: III Entire House �(' Date: Feb 23, 2012 By: Powers Air Phone: 413 - 369 -0100 Email: powersair @comcast.net 1 Room name landing bed 3 2 Exposed wall 10.0 ft 24.0 ft 3 Ceiling height 9.0 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 10.0 x 12.0 ft 12.0 x 12.0 ft 5 Room area 120.0 ft' 144.0 fl' Ty Construction U -value Or I HTM Area (ft') Load I Area (ft') Load number (Btuh /ft' - ° F (Btuh /ft') I or perimeter (ft) (Btuh) or perimeter (ft) I (Btuh) Heat Cool I Gross N /P /S Heat I Cool Gross I N /P /S I Heat I Cool 6 Uy 12F -Osw 0.065 ne 4.74 0.83 0 0 0 0 0 0 0 0 2 glazing, clr outr, 0.220 ne 16.06 15.62 0 0 0 0 0 0 0 0 11 PO 0.290 ne 21.17 6.96 0 0 0 0 0 0 0 0 12F -Osw 0.065 se 4.74 0.83 90 78 370 65 108 108 512 90 11 2 glazing, clr outr, 0.220 se 16.06 19.91 12 1 193 239 0 0 0 0 D 11P0 0.290 se 21.17 6.96 0 0 0 0 0 0 0 0 Vy 12F -Osw 0.065 sw 4.74 0.83 0 0 0 0 108 108 512 90 �G 2 glazing, clr outr, 0.220 sw 16.06 18.59 0 0 0 0 0 0 0 0 w 12F -Osw 0.065 nw 4.74 0.83 0 0 0 0 0 0 0 0 � G 2 glazing, clr outr, 0.220 nw 16.06 15.62 0 0 0 0 0 0 0 0 D 11P0 0.290 nw 21.17 6.96 0 0 0 0 0 0 0 0 C 16B -56ad 0.018 - 1.31 0.85 120 120 158 103 144, 144 184 194 F 21B -32w 0.014 - 1.02 0.00 120 120 123 0 144 144 147 0 6 I c) AED excursion 130 -36 Envelope loss /gain 843 536 1361 267 12 a) Infiltration 351 58 842 138 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances /other 0 0 Subtotal (lines 6 to 13) 1194 594 2203 406 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1194 594 2203 406 15 Duct loads 3% 0% 36 0 3% 3% 66 12 Total room load 1230 594 2269 418 Air required (cfm) I I I 45 50I I ( 83 35 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. - 4.101-. ..-sconts.c.re Right- Suite® Universal 7.1.23 RSU10010 2012-Feb-28 12:22:18 AGGA C: \Users \Drew \Documents \Wrightsoft HVAC \Beechwood Montague.rup Calc = MJ8 Orientation = SW Page 2 s. -, ( ; 11 ' Right -J® Worksheet Job: j rr Entire House Date: Feb 23, 2012 1 t A By: Powers Air Phone: 413 - 369 -0100 Email: powersair @comcast.net 1 Room name Entire House 2nd bath 2 Exposed wall 240.0 ft 16.0 ft 3 Ceiling height 9.0 ft d 9.0 ft heat/cool 4 Room dimensions 7.0 x 10.0 ft 5 Room area 1819.0 ft' 70.0 ft' 1 1 1 1 1 Ty Construction U -value Or HTM Area (ft) Load 1 Area (ft') Load number (Btuh /ft' - °F) I (Btuh /ft') I or perimeter (ft) I (Btuh) or perimeter (ft) (Btuh) Heat I Cool I Gross I N /P /S Heat I Cool I Gross I N /P /S Heat I Cool 6 Vr 12F -Osw 0.065 ne 4.74 0.83 540 479 2273 399 90 90 427 75 I {-G 2 glazing, clr outr, 0.220 ne 16.06 15.62 40 0 642 625 0 0 0 0 D 11P0 0.290 ne 21.17 6.96 21 21 445 146 0 0 0 0 w 12F -Osw 0.065 se 4.74 0.83 522 461 2187 384 54 46 218 38 11 I-G 2 glazing, clr outr, 0.220 se 16.06 19.91 40 8 642 796 8 1 128 159 11 11P0 0.290 se 21.17 6.96 21 21 445 146 0 0 0 0 VE 12F -Osw 0.065 sw 4.74 0.83 540 500 2372 416 0 0 0 0 G 2 glazing, clr outr, 0.220 sw 16.06 18.59 40 8 642 744 0 0 0 0 12F -Osw 0.065 nw 4.74 0.83 558 473 2244 394 0 0 0 0 2 glazing, clr outr, 0.220 nw 16.06 15.62 64 0 1028 1000 0 0 0 0 D 11P0 0.290 nw 21.17 6.96 21 21 445 146 0 0 0 0 C 16B -56ad 0.018 - 1.31 0.85 1819 1819 2390 1555 70 70 92 60 F 21B -32w 0.014 - 1.02 0.00 1819 1819 1859 0 70 70 72 0 6 c) AED excursion 358 77 Envelope loss /gain 17615 7109 I 937 410 12 a) Infiltration 8419 1384 561 92 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 9 2070 0 0 Appliances /other 1020 0 Subtotal (lines 6 to 13) 26034 11583 1499 502 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 26034 11583 1499 502 15 Duct loads 3% 1% 781 78 3% 0% 45 0 i Total room load I I I 268151 116611 I I 15441 502 Air required (cfm) 975 975 56 42 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. 4 wa iconot tar Right- Suite® Universal 7.1.23 RSU10010 2012-Feb-28 12:22:18 ' C: \Users \Drew \Documents \Wrightsoft HVAC \Beechwood Montague.rup Calc = MJ8 Orientation = SW Page 1 j)( \\ l - l, \U; AED Assessment Job: Date: Feb 23, 2012 El V . (. Entire House By: Powers Air Phone: 413- 369 -0100 Email: powersair @comcast.net Project Information For: Wright Beechwood Montague Design Conditions Location: Indoor: Heating Cooling Springfield Westover AFB, MA, US Indoor temperature ( °F) 68 75 Elevation: 190 ft Design TD ( °F) 73 12 Latitude: 42 °N Relative humidity ( %) 50 50 Outdoor: Heating Cooling Moisture difference (gr /Ib) 47.9 24.1 Dry bulb ( °F) -5 87 Infiltration: Daily range ( °F) - 19 ( M ) . Wet bulb (°F) - 71 Wind speed (mph) 15.0 7.5 Test for Adequate Exposure Diversity Hourly Glazing Load 4-18 4,111 331 3111 _... 2 _ 2111 P.I. J ba 1, 11 N a w 1,111 30 1 1 1 1 1 I 1 I —_ 1 1 -i 8 9 10 11 12 13 14 15 16 17 18 19 2) Hour of Day / Hourly Average i AED lent Maximum hourly glazing load exceeds average by 42.0 %. House does not have adequate exposure diversity (AED), based on AED limit of 30 %. AED excursion: 358 Btuh (PFG - 1.3 *AFG) Bold /italic values have been manually overridden �`. ' ' wrlghtsoft • Right- Suite® Universal 7.1.23 RSU10010 2012- Feb -28 12:22:18 C: \Users \Drew \Documents \Wrightsoft HVAC1Beechwood Montague.rup Calc = MJ8 Orientation = SW Page 1 I :1vA F.� %I k` Project Summary Job: Summary Date: Feb 23, 2012 I I V A • Entire House By: Powers Air Phone: 413- 369 -0100 Email: powersair @comcast.net ■ Pro'ect Information For: Wright Beechwood Montague Notes: Desi • n Information Weather: Springfield Westover AFB, MA, US Winter Design Conditions Summer Design Conditions Outside db -5 °F Outside db 87 °F Inside db 68 °F Inside db 75 °F Design TD 73 °F Design TD 12 °F Daily range M Relative humidity 50 % Moisture difference 24 gr /Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 26034 Btuh Structure 11583 Btuh Ducts 781 Btuh Ducts 78 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 26815 Btuh Use manufacturer's data n Rate /swing multiplier 0.92 Infiltration Equipment sensible load 10728 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Tight Fireplaces 1 (Semi- tight) Structure 3518 Btuh Ducts 3 Btuh Heating Cooling Central vent (0 cfm) 0 Btuh Area (ft 1819 1819 Equipment latent load 3555 Btuh Volume (ft 16371 16371 . Air changes /hour 0.35 0.35 Equipment total load 14283 Btuh Equiv. AVF (cfm) 106 106 Req. total capacity at 0.45 SHR 2.0 ton Heating Equipment Summary Cooling Equipment Summary Make Make Trade Trade Model Cond GAMA ID Coil ARI ref no. Efficiency 96.3 AFUE Efficiency 0 SEER Heating input 0 Btuh Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 °F Total cooling 0 Btuh Actual air flow 975 cfm Actual air flow 975 cfm Air flow factor 0.036 cfm /Btuh Air flow factor 0.084 cfm /Btuh Static pressure 0.01 in H2O Static pressure 0.01 in H2O Space thermostat Load sensible heat ratio 0.77 Bold /italic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 8th Ed. 't - 411 - wrfyhtsott Right- Suite®Universal7.1.23RSU10010 2012-Feb-28 12:22:18 C: \Users \Drew \Documents \Wrightsoft HVAC \Beechwood Montague.rup Calc = MJ8 Orientation = SW Page 1 pt 1 \\ i . i II; Component Constructions Job: Date: Feb 23, 2012 1 1 i I� Entire House By: I V !� Powers Air Phone: 413- 369 -0100 Email: powersair @comcast.net Pro "ect Information For: Wright Beechwood Montague Design Conditions Location: Indoor: Heating Cooling Springfield Westover AFB, MA, US Indoor temperature ( °F) 68 75 Elevation: 190 ft Design TD ( °F) 73 12 Latitude: 42 °N Relative humidity ( %) 50 50 Outdoor: Heating Cooling Moisture difference (gr /Ib) 47.9 24.1 Drybulb ( °F) -5 87 Infiltration: Dailyrange ( °F) - 19 ( M ) Method Simplified Wetbulb( °F) - 71 Construction quality Tight Wind speed (mph) 15.0 7.5 Fireplaces 1 (Semi- tight) Construction descriptions Or Area U -value Insul R Htg HTM Loss Clg HTM Gain ft Bluhlft' - "F R'- ° FBtuh Btuh/R' Btuh Btuh /ft. Btuh Walls 12F -Osw: Frm wall, wd ext, 1/2" wood shth, r -30 cav ins, 1/2" gypsum ne 479 0.065 21.0 4.74 2273 0.83 399 board int fnsh, 2 "x6" wood frm se 461 0.065 21.0 4.75 2187 0.83 384 sw 500 0.065 21.0 4.74 2373 0.83 416 nw 473 0.065 21.0 4.74 2244 0.83 394 all 1913 0.065 21.0 4.74 9077 0.83 1592 Partitions (none) Windows 2 glazing, clr outr, air gas, vnl frm mat, clr innr, 1/4" gap, 1/4" thk: 2 ne 40 0.220 0 16.1 642 15.6 625 glazing, clr outr, air gas, vnl frm mat, clr innr, 1/4" gap, 1/4" thk; 50% se 40 0.220 0 16.1 642 19.9 796 drapes, medium; 50% outdoor insect screen; 1.6 ft overhang (4 ft sw 40 0.220 0 16.1 642 18.6 744 window ht, 1.6 ft sep.) nw 64 0.220 0 16.1 1028 15.6 1000 all 184 0.220 0 16.1 2955 17.2 3165 Doors 11 PO: Door, mtl pur core type ne 21 0.290 10.5 21.2 445 6.96 146 se 21 0.290 10.5 21.2 445 6.96 146 nw 21 0.290 10.5 21.2 445 6.96 146 all 63 0.290 10.5 21.2 1334 6.96 438 Ceilings 16B -56ad: Attic ceiling, asphalt shingles roof mat, r -8 roof ins, r -56 ceil 1819 0.018 56.0 1.31 2390 0.85 1555 ins, 1/2" gypsum board int fnsh Floors 21B -32w: Bg floor, heavy damp soil, prm int ins cov, r -5 ins, hrd wd fir 1819 0.014 3.0 1.02 1859 0 0 fnsh r te Ale wf lght*oft Right- Suite® Universal 7.1.23 RSU10010 2012-Feb-28 12:22:18 AL(" C: \Users \Drew \Documents1Wrightsoft HVAC \Beechwood Montague.rup Calc = MJ8 Orientation = SW Page 1 r't I\V I i ',. '..IR Building Analysis Job: Feb 23, 2012 Entire I v A c Powers Air ouse By: Phone: 413- 369 -0100 Email: powersair @comcast.net Pro'ect Information For: Wright Beechwood Montague Desi • n Conditions Location: Indoor: Heating Cooling Springfield Westover AFB, MA, US Indoor temperature ( °F) 68 75 Elevation: 190 ft Design TD ( °F) 73 12 Latitude: 42 °N Relative humidity ( %) 50 50 Outdoor: Heating Cooling Moisture difference (gr /Ib) 47.9 24.1 Dry bulb ( °F) -5 87 Infiltration: Daily range ( °F) - 19 ( M ) Method Simplified Wetbulb( °F) - 71 Construction quality Tight Wind speed (mph) 15.0 7.5 Fireplaces • 1 (Semi- tight) Heatin • Component . Btuh/ft Btuh % of load ° Walls 4.7 9077 33.9 Glazing 16.1 2955 11.0 Doors 21.2 1334 5.0 811 .ion Ceilings 1.3 2390 8.9 Floors 1.0 1859 6.9 . Infiltration 3.9 8419 31.4 Ducts 781 2.9 Piping 0 0 .Humidification 0 0 Ventilation 0 0 az g Adjustments 0 Total 26815 100.0 Coolin • Component Btuh/ft Btuh % of load Walls 0.8 1592 13.6 weirs Glazing 19.1 3523 30.2 areal Gains Doors 7.0 438 3.8 Ceilings 0.9 1555 13.3 Floors 0 0 0 Infiltration 0.6 1384 11.9 Ducts 78 0.7 Other Ventilation 0 0 Glazing Internal gains 3090 26.5 Blower 0 0 Adjustments 0 Total 11661 100.0 Odors Oailings Latent Cooling Load = 3521 Btuh Overall U -value = 0.042 Btuh /ft? °F Data entries checked. Bold /italic values have been manually overridden i7l+C.A -P4+- wrIphtispoft' Right - Suite® Universal 7.1.23 RSU10010 2012-Feb-28 12:22:18 C: \Users \Drew \Documents \Wrightsoft HVAC \Beechwood Montague.rup Calc = MJ8 Orientation = SW Page 1 Entire House d 1819 26815 11661 975 975 Other equip loads 0 0 Equip. @ 0.92 RSM 10728 Latent cooling 3555 TOTALS I 1819 I 26815 I 14283 I 975 I 975 Bold /italic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 8th Ed. ,...., - fie - wrlghtsof Right- Suite® Universal 7.1.23 RSU10010 2012-Feb-28 12:22:18 AGAR. C: \Users \Drew \Documents \Wrightsoft HVAC \Beechwood Montague.rup Calc = MJ8 Orientation = SW Page 2 r( W 1 1 \IR Load Short Form Job: Date: Feb 23, 2012 I i - j ` l Entire House By: - 1 V Powers Air Phone: 413- 369 -0100 Email: powersair @comcast.net Project Information For: Wright Beechwood Montague Design Information Htg Clg Infiltration Outsidedb ( °F) -5 87 Method Simplified Inside db ( °F) 68 75 Construction quality Tight Design TD ( °F) 73 12 Fireplaces 1 (Semi- tight) Daily range - M Inside humidity ( %) 50 50 Moisture difference (gr/lb) 48 24 HEATING EQUIPMENT COOLING EQUIPMENT Make Make Trade Trade Model Cond GAMA ID Coil ARI ref no. Efficiency 96.3 AFUE Efficiency 0 SEER Heating input 0 Btuh Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 °F Total cooling 0 Btuh Actual air flow 975 cfm Actual air flow 975 cfm Air flow factor 0.036 cfm /Btuh Air flow factor 0.084 cfm /Btuh Static pressure 0.01 in H2O Static pressure 0.01 in H2O Space thermostat Load sensible heat ratio 0.77 ROOM NAME Area Htg load Clg load Htg AVF Clg AVF (ft (Btuh) (Btuh) (cfm) (cfm) 2nd bath 70 1544 502 56 42 landing 120 1230 594 45 50 bed 3 144 2269 418 83 35 Bed 2 180 2596 470 94 39 Master bed 252 3843 1457 140 122 Master bath 120 943 288 34 24 Powder 56 1270 454 46 38 Entry 210 2578 609 94 51 Family 234 3880 2090 141 175 Dining 238 3878 2518 141 211 Kitchen 195 2785 2261 101 189 Bold /italic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 8th Ed. A wrIghtpf Right - Suite® U niversal 7.1.23 RSU10010 2012-Feb-28 12:22:18 C: \Users \Drew \Documents \Wrightsoft HVAC \Beechwood Montague.rup Calc = MJ8 Orientation = SW Page 1 eamystm ENERGY STAR VERSION 3 HOME VERIFICATION SUMMARY Date: June 06, 2012 Rating No.: Property: Montague farmhouse@ Beechwood Rating Org.: CET Northampton, MA 01060 Rater's Name: Josy Raycroft Builder's Name: Wright builders, inc. Raters ID: Building Name: Farmhouse 3bed Rating Date: 2/8/12 Building Information Ratings Conditioned Area (sq ft): 1832 HERS Index: 51 Conditioned Volume (cubic ft): 21984 HERS Index w/o PV: 51 Insulated Shell Area (sq ft): 5167 HERS Index Target (SAF Adjusted): 73 Number of Bedrooms: 3 HERS Index of Reference Design Home: 73 Housing Type: Single- family detached Size Adjustment Factor: 1.00 Foundation Type: Conditioned basement Building Shell Ceiling w /Attic: R60,CE16 ",4 -24 U =0.016 Window /Wall Ratio: 0.18 Vaulted Ceiling: R41,LDF,12 -16,C U =0.028 Window Type: U:0.22, SHGC:0.23 Above Grade Walls: R35,LDF 8 ",2hdf inl ** U =0.027 Window U- Value: 0.220 Found. Walls (Cond): Superior 2 "rigd +R21f R =31.0 Window SHGC: 0.230 Found. Walls (Uncond): None Infiltration: Htg: 3.00 Clg: 3.00 ACHSO Frame Floors: None Duct Leakage to Outside: 30.00 CFM @ 25 Pascals Slab Floors: R10edge,Rl5under U =0.037 Total Duct Leakage: 40.00 CFM @ 25 Pascals Mechanical Systems Heating: Fuel - fired air distribution, 58.0 kBtuh, 96.7 AFUE. Cooling: Air conditioner, 24.0 kBtuh, 14.5 SEER. Water Heating: Instant water heater, Gas, 0.83 EF. Programmable Thermostat: Heat =Yes; Cool =Yes Ventilation System: Balanced: ERV, 62 cfm, 45.0 watts. Lights and Appliances Percent Interior Lighting: 90.00 Clothes Dryer Fuel: Electric Percent Garage Lighting: 0.00 Clothes Dryer EF: 2.67 Refrigerator (kWh /yr): 555.00 Clothes Washer LER: 704.00 Dishwasher Energy Factor: 0.68 Clothes Washer Capacity: 2.85 Ceiling Fan (cfm/Watt): 70.40 Range /Oven Fuel: Natural gas Note: Where feature level varies in home, the dominant value is shown. This home MEETS OR EXCEEDS the EPA's requirements for an ENERGY STAR Home. HERS Index w/o PV <= HERS Index of Reference Design Home AND HERS Index <= HERS Index Target to comply. REM /Rate - Residential Energy Analysis and Rating Software v12.98 This information does not constitute any warranty of energy cost or savings. © 1985 -2012 Architectural Energy Corporation, Boulder, Colorado. Building Elements Type U -Value Area Window U:0.22, SHGC:0.23 0.220 32.6 Window U:0.22, SHGC:0.23 0.220 41.4 Window U:0.22, SHGC:0.23 0.220 47.3 Window U:0.22, SHGC:0.23 0.220 7.4 Window U:0.22, SHGC:0.23 0,220 73.0 Window U:0.22, SHGC:0.23 0.220 14.0 Window Double /LoE - Vinyl 0.360 9.0 Door R7 steel insul 0.126 16.0 Door R5 steel insul * * * ** 0.168 12.0 Door R8 steel insul * * * ** 0.108 20.0 Door R8 steel insul * * * ** 0.108 20.0 Basement Walls Wall Superior 2 "rigd +R21f 0.033 867.0 Wall Superior 2 "rigd +R21f 0.033 128.0 REM /Rate - Residential Energy Analysis and Rating Software v12.98 © 1985 -2012 Architectural Energy Corporation, Boulder, Colorado. 2009 IECC OVERALL BUILDING UA COMPLIANCE Date: June 06, 2012 Rating No.: Building Name: Farmhouse 3bed Rating Org.: CET Owner's Name: Wright Builders Phone No.: Property: Montague farmhouse@ Beechwood Rater's Name: Josy Raycroft Address: Northampton, MA 01060 Rater's No.: Builder's Name: Wright builders, inc. Weather Site: Northampton, MA Rating Type: Projected Rating File Name: Lot 3 Montague Farmhouse - unfinished basement Rating Date: 2/8/12 Elements Insulation Levels 2009 IECC As Designed Shell UA Check Ceilings: 27.7 15.2 Above -Grade Walls: 108.4 55.2 Windows and Doors: 151.0 91.2 Basement Walls: 65.6 33.1 Overall UA (Design must be equal or lower): 352.7 194.7 Window U- Factor Check (Section 402.5) Window U- Factor (Design must be equal or lower): 0.480 0.228 This home MEETS the overall thermal performance requirements and verifications of the International Energy Conservation Code based on a climate zone of 5A. (Section 402, International Energy Conservation Code, 2009 edition.) In fact, this home surpasses the requirements by 44.8 %. Building Elements Type U -Value Area Ceilings Roof R60,CE16 ",4 -24 0.016 916.0 Roof R40 attic hatch 0.024 6.0 Roof R41,LDF,12 -16,C 0.028 1.0 Above -Grade Walls Wall R35,LDF 8 ",2hdf inl ** 0.027 1403.7 Wall R35,LDF 8 ",2hdf inl ** 0.027 173.0 Wall R35,LDF 8 ",2hdf inl ** 0.027 69.0 Joist rim /amb 0.041 112.0 Joist band /amb 0.041 77.0 Joist band /attic 0.041 35.D Joist band /garage 0.041 16.0 Joist rim /garage 0.041 16.0 Windows and Doors Window U:0.22, SHGC:0.23 0.220 98.6 Window U:0,26, SHGC:0.25 0.260 40.0 REM /Rate - Residential Energy Analysis and Rating Software v12.98 This information does not constitute any warranty of energy cost or savings. © 1985 -2012 Architectural Energy Corporation, Boulder, Colorado. . MUNICIPAL WATER AVAILABILITY APPLICATION Northampton Water Department 237 Prospect St. Northampton, MA 01060 587 -1097 A Department of Public Works Trench Permit shall be required prior to any construction or connection activity associated with this application. Location: 104 Olander Drive, Village Hill Inquiry Made By: Wright Builders 586 -8287 Date of Inquiry: 4/26/12 Number of Type of Single Family Apart. Type of Private Units: Unit(s): Multi- family Ownership: Condo Rental (Annlicant to fill out the above) Municipal Water Main in Existing service to Front of Location? Yes: X No: site? Yes: No X Size of Water Main: 6 Material: Ductile Iron Age: 2012 Approximate Static Street Flow Test Conducted: Yes: No: Pressure: If done attach results Size of Service Connection 1" Copper Suggested Meter Size: 3A ti 01- 1 K P b il:. ?A 4- OM ijgJj - Comments: The Water Department cannot guarantee adequate water pressure during peak demand times at elevations above 320 feet. Contractor to install utilities according to approved plan. • o‹ ing water entr.: e fee shall be paid prior to making any connection to the municipal water system. Arrange ent of � uc stal' ation shall be made with the Northampton Water Department with a minimum . of 5 rking a n• i - 'on. • / All sh 1 • • • r • • rm to Nt • ;; • . o ater Department specifications. r David W. Sparks, Superintendent of ater Dept ,...•" ter Entry $200.00 Meter 51,1460 Radio $100.00 cc: Ned Huntley, Director cc: Louis Hasbrouck, Building Commissioner Note: If this availability is for �w construction, it must be hand delivered to the Building Inspector. 'sm .adm: in \Pere €i(s' =.Latex Applic�ation:Water AA °ai lab ili ^;.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: 104 Olander Drive, Village Hill Inquiry Made By: Wright Builders 586 -8287 Date of Inquiry: 4/26/12 . Reason for Hook into City Sewer System Request: Municipal Sewer Main in Front of Location: Yes No Municipal Storm Drain Available: 5 1 /2 deep Yes No Size of Sewer Main: Material: Age: Depth of Sewer Main: Size of Service Connection: Type of Service Connection: Tie -in to Sanitary Main Tie -in to Sanitary Stub Comments: 1 `r \irAre Note: If this availibility is for new construction, this form must be hand delivered to Building Inspector. A corresponding "sewer entrance fee" shall be paid prior to making any connection to the municipal sewer system. Arrangements of such installation shall be made with the Northampton Streets Department with a minimum of 5 working days notification. All work shall conform to Northampton Streets Department specifications. t ) In P 1, John all Sewer Department cc: Ned Huntley, Director DPW Louis Hasbrouck, Building Commissioner , t ,.....01.,Q., A ,.., ' d - . • • ' : ! - --..".. ' 1 ' '. . : ' ' ,' . • . -,-- ----= , - i I • .' .1 Gifu of Warfriamirt.on .... r- 3..1-t. 011.51 ..,7111,:!1 4cmtlIP . . _ . 0 EF. OF 3L:ILDING INSFECTICNS INSPGCIOR 212 Main St:e2t ' Municipal Building ...:>..,": Northampton, Mass. 010(30 \''<.... _:- • • ../.. A...71.C111.1C., 1 Square Fcctace %Umis. 00L-, •--•- @ ,,v) c ii L is, 7 1Ccr @ •5 11' ---• 1 2nd Ficor @ •3 DV 10 • Crit/i7-- 1/2 Floors, Attic, Garace 3.0 ---4 • 7 7z78 Deck, Pcrc.',e.s. ,,r7,-.0 I ? 3eed-K,, 1 A 30. --Ate mizr-O . . t/ O SI° rrv-f-7, A 7 • . , / t i b LAJ 1 b V E M '31 c, L-0-r 3 . . ( ..., 1 , . t' • . ..0 4------ E . . — IP 2--gli t -rtAl /4A 0 014 (t i . i E . I ' • . . - I t A / -Ace-1141.y ii f)( 4 . ..-• , ■ , , I ) .. —._ ' 1 . - . • . ' • . . t . —._. . . . [.. _____---------------"I", SECTION 8 - CONSTRUCTION SERVICES 8.1 Licensed Construction Supervisor: R)tC Not Applicable ❑ �IC , c r elf ��la C� Name of License Holder : 1 P License Number 1-1 Bvjvs AfYlpf6v) Alc\ 3(13 Address Expiration Dat ` 1 11 . - 56(0 - BA Signature Telephone 9. Registered Home Improvement Contractor: Not Applicable ❑ Wr i ' M: �C ( PGw v" �UZZ� 1 /o/ 53(p Com *me ' J Registration Number 1 -/sc iUD(thcanp Mc, ce969/10.. Addres- Expiration D to Telephone L� 1 3 Jr `SD3' 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) E Roofing E Or Doors Cl Accessory Bldg. ❑ Demolition ❑ New Signs [0] Decks [[J Siding [0] Other [0] Brief Description of Proposed p 1� � , - \ Rte kQ ( c (n( �,,, p Work: /v W �/ (4 v w 't'�- Alteration of existing bedroom Yes No Adding new bedroom Yes No Attached Narrative Renovating unfinished basement Yes _No Plans Attached Roll - Sheet 6a. If New house and or addition to existing housing, complete the following: a. Use of building : One Family X Two Family Other �] r I b. Number of rooms in each family unit: / Number of Bathrooms 0-IQ ii O✓1e c. Is there a garage attached? tiQ,c) d. Proposed Square footage of new construction. sF -Q-? Sh.eef" Dimensions 3eQ IC&nS e. Number of stories? a 0 C& ar lOt f. Method of heating? (c - f 7 /i1 Fireplaces or Woodstoves S JP. Number of each g. Energy Conservation Compliance. qQ3 Masscheck Energy Compliance form attached? _l S h. Type of construction 5 i. Is construction within 100 ft. of wetlands? Yes X No. Is construction within 100 yr. floodplain Yes A No J . Depth of basement or cellar floor below finished grade (� / � k. Will building conform to the Building and Zoning regulations? )( Yes No . A C/ai 1,- eS ( I. Septic Tank City Sewer A Private well City water Supply x SECTION 7a - OWNER AUTHORIZATION - TO BE COMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT I, \(`t \ J- \(�Qr .> "I0,1 k LQA\ Q ( , as Owner of the subject property J , hereby authorize "0 �'' r(1� A�, 5 Or Z Ze-. I to act on my behalf, in all rrttatters relative to work a tho • • b, this building permit applica 'on. Ny nature of O Date r' &A. ,(2y 1r `T ZZe__[ 1 , as Owner Authorized en ereb eclare that the statements and inf foregoing ation on the fore oin application are true and accurate, to the best of my knowledge an elief. Signe• the pains and penalties of perjury. z zie l Print Name Signature of Ow" ner /A ent Date 9 Owner/Agent ?Jac),s2, 047:ac affroAt „Q0(scIN ,Qj Section 4. ZONING All Information Must Be Completed. Permit Can Be Denied Due To Incomplete Information 1q10_, Existing Proposed Required by Zoning This column to be filled in by Building Department Lot Size Frontage Setbacks Front Side L: R: L: Rear Building Height Bldg. Square Footage Open Space Footage (Lot area minus bldg & paved parking) # of Parking S - es Fill fume & Location) A. Has a Special Permit /Variance /Finding ever been issued for /on the site? NO 0 DON'T KNOW 0 YES IFA (C o ■' 1 aeC(S)or IF YES, date issued: CATtC h & IF YES: Was the permit recorded at the Registry of Deeds? NO 0 DON'T KNOW 0 YES IF YES: enter Book b 9 co Page Dr-21 and /or Document # (6y / 7 B. Does the site contain a brook, body of water or wetlands? NO DON'T KNOW 0 YES 0 IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained 0 Obtained Q , Date Issued: C. Do any signs exist on the property? YES 0 NO 9 IF YES, describe size, type and location: D. Are there any proposed changes to or additions of signs intended for the property ? YES 1I. NO 0 IF YES, describe size, type and Location: QQCh - V6ocet bI A.,// E. Will the construction activity disturb (clearing, grading, w cavati n, or ti ing over 1 acre or is it parof a commo" n plan that will disturb over 1 acre? YES ® NO OP� 1. ' Q r ' m I I/e SQ 6I" _` IF YES, then a Northampton Storm Water Management Permit from the DPW is required. �-'`- rt f(C rig Ai5 partment use only _. w City of Northampton Status of Permit; Ouilding Department Curb Cut/Driveway Permit 212 Main Street Sewer /SepticAvailabitity JUN 2012 ( Room 100 Water/Well Availability N rtham ton , MA 01060 Two Sets of Structural Plans p phone 413- 587 -1240 Fax 413 - 587 -1272 Plot/Site Plans Other Specify APPLICATION TO CONSTRUCT, ALTER, REPAIR, RENOVATE OR DEMOLISH A ONE OR TWO FAMILY DWELLING SECTION 1 - SITE INFORMATION `' " 3 / 1 er"p' v 0 J - 1.1 Property Address: This section to be completed by office l d 6 / es A S: a ey2. �FD -i vV Map Lot Unit (I D 1- 'rW,4�/✓� f I f'"D�N ( Al r1 Zone Overlay District M A4 3 IC 3i Elm St. District CB District SECTION 2 - PROPERTY OWNERSHIP /AUTHORIZED AGENT 2.1 Owner of Record: .6 1 /AA - 1' iAD 'ft Q A of S r: N a f-A /kPto pJ NMma Print) Current Mailing Address: ,�.p ` go a ,b { Telephone Signa ture 2.2 Authorized Agent: W lLi f Binottyil f-c► tv 22-- `f P #i ce sr, No A Pro J Name (Print) s Current Mailing Address: / /)- 7, 4/0 S1)0 ‘. e Signature Telephone SECTION 3 - ESTIMATED CONSTRUCTION COSTS Item Estimated Cost (Dollars) to be Official Use Only completed by permit applicant 1. Building I (j c0 i (a) Building Permit Fee b Estimated Total Cost of 2. Electrical 1 �} a / O Construction from (6) 3. Plumbing p ' ` L) 8 5 i Building Permit Fee 4. Mechanical (HVAC) � � � D-9(0 5. Fire Protection 6. Total =(1 +2 +3 +4 +5) 1 Check NumberlJ35. � tp This Section For Official Use Only �` W.1 Date Building Permit Number: Issued: Signature: Building Commissioner /Inspector of Buildings Date File # BP- 2013 - 0009 {� M APPLICANT /CONTACT PERSON WRIGHT BUILDERS ADDRESS/PHONE 48 Bates St NORTHAMPTON (413) 586 -8287 (116) PROPERTY LOCATION 104 OLANDER DR - LOT 3 BEECHWOOD VILLAGE HILL MAP 31C PARCEL 039 ZONE PV THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM FILLED OUT Fee Paid Building Permit Filled out Fee Paid 3/L Tw w 7 1 Typeof Construction: CONSTRUCT 2 STORY SFH W /ATT GARAGE/PORCHES New Construction Non Structural interior renovations Addition to Existing Accessory Structure Building Plans Included: Owner/ Statement or License 84280 3 sets of Plans / Plot Plan THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INFO TION PRESENTED: pproved 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 Demo ion I - Signature of Building Official Date Note: Issuance of a Zoning permit does not relieve a applicant's burden to comply with all zoning requirements and obtain all required permits from Board of Health, Conservation Commission, Department of public works and other applicable permit granting authorities. * Variances are granted only to those applicants who meet the strict standards of MGL 40A. Contact Office of Planning & Development for more information. 104 OLANDER DR - LOT 3 BEECHWOOD VILLAGE HILL BP- 2013 -0009 GIS #: COMMONWEALTH OF MASSACHUSETTS Map:Block: 31C - 039 CITY OF NORTHAMPTON Lot: - 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- 2013 -0009 Project # JS- 2013- 000011 Est. Cost: $199949.00 Fee: $796.00 PERMISSION IS HEREBY GRANTED TO: Const. Class: Contractor: License: Use Group: WRIGHT BUILDERS 84280 Lot Size(sq. ft.): 7895.00 Owner: WRIGHT BUILDERS Zoning: PV Applicant: WRIGHT BUILDERS AT: 104 OLANDER DR - LOT 3 BEECHWOOD VILLAGE HILL Applicant Address: Phone: Insurance: 48 Bates St (413) 586 -8287 (116) Workers Compensation NORTHAMPTONMA01060 ISSUED ON: 7/16/2012 0:00:00 TO PERFORM THE FOLLOWING WORK:CONSTRUCT 2 STORY SFH W /ATT GARAGE /PORCHES POST THIS CARD SO IT IS VISIBLE FROM THE STREET Inspector of Plumbing Inspector of Wiring D.P.W. Building Inspector Underground: Service: Meter: Footings: Rough: Rough: House # Foundation: Driveway Final: Final: Final: Rough Frame: Gas: Fire Department Fireplace /Chimney: Rough: Oil: Insulation: Final: Smoke: Final: THIS PERMIT MAY BE REVOKED BY THE CITY OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AND REGULATIONS. Certificate of Occupancy Signature: FeeType: Date Paid: Amount: Building 7/16/2012 0:00:00 $796.00 212 Main Street, Phone (413) 587 -1240, Fax: (413) 587 -1272 Louis Hasbrouck — Building Commissioner