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38A-122 •1 • • p Job Truss Truss Type I Qty Ply CRAFTSMAN LOT 7 , MA 1004119R 906 ROOF TRUSS 2 1 Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, Jeff Medeiros 7.220 s Dec 29 2009 MiTek Industries, Inc. Thu Apr 22 17:09:16 2010 Page 1 -1-10-10 4-2 -3 8-4-5 1 -10-10 42 -3 4-2 -3 2x4 11 Scale =1:23.0 4 5 • I a.6o i sxa 3 8 I 2 ill -41 EMI 9 10 6 ,/ 7 8e8 % 4x6 = 8-4-5 8-4-5 Plate Offsets (X,Y): (7:0- 1.8,0 -5 -12] LOADING (psf) SPACING 2 - CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.66 Vert(LL) 0.08 6 -7 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.82 Vert(TL) - 0.46 6-7 >205 180 BCLL 0.0 Rep Stress !nor NO WB 0.30 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 38 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins, except end verticals. BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 8-11 -2 oc bracing. WEBS 2 X 3 SPF No.2 *Except* MiTek recommends that Stabilizers and required cross bracing be installed W1: 2 X 4 SPF No.2 during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 7= 1042/0-4-15, 6= 907 /Mechanical Max Horz 7= 219(LC 7) Max Uplift7= -72(LC 7) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 2 -7 =- 533/204, 1 -2 =0/87, 2-8 =- 103/84, 3-8= 0/133, 3-4 =- 100/49, 4 -5 =- 15/0, 4-6 =- 225/111 BOT CHORD 7-9 =- 142/505, 9- 10=- 142/505, 6-10 =- 142/505 WEBS 3-7 =- 576/0, 3-6 =- 582/164 NOTES • 1) Wind: ASCE 7 -02; 100mph; TCDL =6.0psf; BCDL =6.0psf; h =25ft; B =4811; L =24ft; eave =4ft; Cat. II; Exp C; partially; MWFRS (all heights); cantilever left and right exposed ; porch left exposed; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 7. • 5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 48 Ib down at 2-8-7, and 48 Ib down at 2-8-7 on top chord, and 8 Ib down at 2-8-7, 8 Ib down at 2 -8-7, and 225 Ib down at 5-6-6, and 225 Ib down at 5-6-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert 1 -2= -120, 2-4=- 120, 4- 5= -120, 6.7 = -20 Concentrated Loads (Ib) Vert: 8=- 96(F =-48, B =-48) 9 =- 16(F =-8, B =- 8) 10=- 450(F= -225, B= -225) Job Truss Truss Type Qty Ply CRAFTSMAN LOT 7 , MA 1004119R 905 ROOF TRUSS 1 1 Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, Jeff Medeiros 7.220 s Dec 29 2009 MiTek Industries, Inc. Thu Apr 22 17:09:16 2010 Page 1 -1-4-0 3-1-4 6-0-0 9-10-12 12 -9-8 15 -10-12 17 -2 -12 1-4-0 1 3-1-4 2-1O12 3-10-12 2-10-12 3-1-4 I 1-4-0 Scale =1:31.2 808 = 8x8 = 4 5 T2 ', '1 6.50 rY 2x4 •,.." 2x4 i 6 T1 •� � T1 d q 2 � 3 \ ' E 7 8 q 9 B7 4 = 10 11 12 13 9 O. ei F 8x8 = 6x8 = 6x8 = 6x8 = 5.4-7 ( 10-6-5 15-10-12 5-4-7 5-1-15 5-4-7 Plate Offsets (X,Y): [2:0-0-2,0-1-41, [4:0- 4- 0,0 -3 -5[, [5:013- 0,0 -3-5), [7:0 -0- 2,0 -1-4) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.66 Vert(LL) -0.09 9 -10 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.67 Vert(TL) -0.14 9 -10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.41 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 101 Ib LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-6-15 oc purlins. BOT CHORD 2 X 8 SYP No.1 BOT CHORD Rigid ceiling directly applied or 7 -11-0 oc bracing. WEBS 2 X 3 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed WEDGE durinq truss erection, in accordance with Stabilizer Installation guide. Left: 2 X 4 SPF No.2 REACTIONS (Ib /size) 2= 2444/0 -3-8, 7= 2449/0 -3-8 Max Horz 2= -95(LC 5) Max Uplift2=- 1031(LC 3), 7 =- 1034(LC 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/34, 2 -3 =- 3632/1635, 3-4 =- 3519/1708, 4 -5 =- 2842/1427, 5-6=-3503/1699, 6 -7 =- 3620/1628, 7 -8 =0/34 BOT CHORD 2- 10=- 1268/2802, 10 -11 =- 1263/2835, 11- 12=- 1263/2835, 12- 13=- 1263/2835, 9-13=-1263/2835, 7 -9 =- 1240/2798 WEBS 3-10 =- 207/532, 4- 10= -637/1181, 5- 10=- 155/172, 5 -9 =- 657/1204, 6-9 =- 193/504 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 100mph; TCDL =6.Opsf; BCDL =6.0psf; h =25ft; B =48ft; L =24ft; eave =4ft; Cat. II; Exp C; partially; MWFRS (all heights); cantilever left and right exposed ; porch left and right exposed; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 5) Two H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2 and 7. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 987 Ib down and 508 Ib up at 6-0-12, and 987 Ib down and 508 Ib up at 9 -10-12, and 380 Ib down and 196 Ib up at 7 -10 -10 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1-4 =- 120, 4-5= -120, 5-8= -120, 2 -7 = -20 Concentrated Loads (Ib) Vert: 11=-987(F) 12=-380(F) 13=-987(F) Job Truss Truss Type Qty Ply CRAFTSMAN LOT 7 , MA 1004119R 904 GIRDER 4 1 Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, Jeff Medeiros 7.220 s Dec 29 2009 MiTek Industries, Inc. Thu Apr 22 17:09:15 2010 Page 1 -1-10-10 4-2 -3 8-4-5 1 -10-10 4-2 -3 1 4-2 -2 2x4 11 Scale = 1:21.9 4 5 424 FIT lit 1x4 00 Ow— e5 2 10 11 7 8 4301 - 8 8x8 8-4-5 8-4-5 Plate Offsets (X,Y): 18:0- 1 -8,0 -5 -121 LOADING (psf) SPACING 2 - CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.66 Vert(LL) -0.17 7 -8 >564 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.85 Vert(TL) -0.36 7-8 >267 180 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 37 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 • TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF No.2 *Except* MiTek recommends that Stabilizers and required cross bracing be installed W1: 2 X 4 SPF No.2 during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 8= 1053/0 -7 -12, 7= 882 /Mechanical Max Horz 8= 200(LC 7) Max Uplift8=- 238(LC 7), 7=- 230(LC 7) FORCES (Ib) - Maximum Compression/MaAmum Tension TOP CHORD 2-8 =- 526/229, 1 -2 =0/81, 2 -9=- 94/86, 3 -9= 0/95, 3-4 =- 95147, 4- 5 = -2/0, 4 -7 =- 194/85 BOT CHORD 8-10 =- 239 /540, 10 -11 =- 239/540, 7 -11 =- 239/540, 6 -7 =0 /0 WEBS 3-8 =- 608/65, 3- 7=- 610/270 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 6.Opsf; BCDL= 6.0psf; h =25ft; B =48ft; L =24ft; eave =4ft; Cat. II; Exp C; partially; MW FRS (a11 heights); cantilever left and right exposed ; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 230 Ib uplift at joint 7. 5) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 8. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 Ib down and 9 Ib up at 2 -9 -3, and 39 Ib down and 9 Ib up at 2 - 9 - 3 on top chord, and 18 Ib down and 4 Ib up at 2 - 9 - 3, 18 Ib down and 4 Ib up at 2 - 9 - 3, and 225 Ib down and 49 Ib up at 5 - 7 - 2, and 225 Ib down and 49 Ib up at 5 -7 -2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1 -2= -120, 2-4= -120, 45 = -20, 6-8=-20 Concentrated Loads (Ib) Vert: 9=- 78(F = -39, B =- 39)10=-36(F=-18,13=-18) 11=-450(F=-225, B= -225) Job Truss Truss Type Qty Ply CRAFTSMAN LOT 7 , MA 1004119R 903 GIRDER 2 2 Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, Jeff Medeiros 7.220 s Dec 29 2009 MiTek Industries, Inc. Thu Apr 22 17:09:15 2010 Page 1 -1-4-0 3-1-4 6-0-0 11-4-0 16-8-0 22 -0-0 24-10 -12 28-0-0 29-4-0 1-4-0 3-1-4 2 -10-12 5-4-0 5-4-0 5-4-0 2 -10-12 3-1-4 1-4-0 Scale • 1:51.5 • 6x8 = 3x8 = 4x6 = 2x4 II 4 5 6 7 8 6x10 = 6. CD 00 12 I� '� w I.1 4x6 G �r nil 4x6 J in 3x4 \\ 3 � . a�y1g� � - T. 9 .4444444,4044401004 MI ... / /�Y 3x4 // q 6x8 II 16 17 15 18 14 19 13 12 6x8 11 1' 558 = 2x4 II 6x8 — 558 = 3x4 = 6-0-0 11-4-0 16-8-0 22- 0-0 28-0-0 6-0-0 ( 5-4-0 5-4-0 ( 5-4-0 6-0-0 Plate Offsets (X,Y): [2:0- 3- 8,0 -3 -01, [10:0- 3- 8,0 -3-0] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /defl Lid PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.21 Vert(LL) -0.21 13 -15 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.37 Vert(TL) -0.34 13-15 >993 180 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(TL) 0.09 10 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 325 Ib LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 6 SYP M 23 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF No.2 SLIDER Left 2 X 4 SPF No.2 3-6-11, Right 2 X 4 SPF No.2 3 -6-11 REACTIONS (Ib/size) 2= 4351/0-5 -8, 10= 4341/0 -5-8 Max Horz 2 =-85(LC 5) Max Uplift2=- 1035(LC 3), 10=- 1032(LC 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/18, 2 -3=- 7026/1731, 3-4=- 7338/1883, 4-5=- 6639/1749, 5-6 =- 9153/2399, 6-7 =- 9153/2399, 7 -8=- 9154/2399, 8-9=- 7320/1880, 9- 10=- 7030/1732, 10 -11 =0/18 BOT CHORD 2 -16 =- 1364/5653, 16- 17=- 2247/9160, 15 -17 =- 2247/9160, 15 -18 =- 2247/9160, 14 -18 =- 2247/9160, 14- 19=- 2247/9160, 13 -19 =- 2247/9160, 13-20=-1595/6562, 12-20=-1595/6562, 10-12=-1355/5666 WEBS 3 -16 =- 285/1270, 4 -16 =- 618/2522, 5 -16=- 3168/791, 5 -15 =- 245/1137, 5 -13 =- 116/100, 7 -13 =- 577/222, 8-13 =- 801/3231, 8 -12 =- 177/823, 9-12 =- 276/1222 NOTES 1) 2 -ply truss to be connected together with 1Od (0.131'x3 ") nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0 -9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -9-0 oc. Webs connected as follows: 2 X 3 -1 row at 0 -9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (0), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCOL= 6.0psf; h =25ft; B =488; L =28ft; eave=4ft; Cat. II; Exp C; partially; MWFRS (all heights); cantilever left and right exposed ; Lumber DOL =1.60 plate grip DOL =1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Two H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2 and 10. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 882 Ib down and 259 Ib up at 6-0-0, and 882 Ib down and 259 Ib up at 22 -0-0, and 384 Ib down and 113 Ib up at 13 -11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1- 4=- 120, 4-8= -120, 8 -11= -120, 2- 17 = -20, 17- 18=- 212(F= -192), 18- 19 = -20, 19- 20=- 212(F= -192), 10- 20 = -20 Concentrated Loads (Ib) Vert 14=- 384(F)16=- 882(F)12=- 882(F) e Job Truss Truss Type Qty Ply CRAFTSMAN LOT 7 , MA 1004119R 902A GIRDER 1 1 Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, Jeff Medeiros 7.220 s Dec 29 2009 MiTek Industries, Inc. Thu Apr 22 17:09:14 2010 Page 1 5-7-2 11 -2-4 5-7 -2 1 5-7-2 4x4 % Scale= 1:28.7 3 4 4.80 12 3x6 2 8 1 10 7 11 6 8 3x8 II 5 6x10 I I 4x6 = 5-7 -2 I 11 -2-4 5-7-2 5-7 -2 Plate Offsets (X,Y): [8:0- 3- 7,0 -1-6) LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.65 Vert(LL) -0.11 6-7 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.84 Vert(TL) -0.19 6-7 >681 180 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 53 lb LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5 -5 -14 oc purlins, except end BOT CHORD 2 X 6 SPF 1650F 1.5E verticals. WEBS 2 X 3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W1: 2 X 10 SYP No.1 WEBS 1 Row at midpt 2-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 8= 1236/0 - - 12, 6= 1571 /Mechanical Max Horz 8= 224(LC 7) Max Uplift8=- 213(LC 7), 6= 402(LC 7) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -8=- 1136/244, 1-9 =- 1985/311, 2 -9 =- 1810/324, 2 -3 =- 165/66, 3- 4 = -2/0, 3-6= -305/121 BOT CHORD 8-10 =- 462/1690, 7- 10=- 462/1690, 7- 11= 462/1690, 6-11=-462/1690, 5-6=0/0 WEBS 2-7=-113/891, 2-6=-1837/504 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 6.Opsf; BCDL= 6.0psf; h =25ft; B =48ft; L =24ft; eave =4ft; Cat. II; Exp C; partially; MW FRS (all heights); cantilever left and right exposed ; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 402 Ib uplift at joint 6. 5) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to beating walls due to uplift at jt(s) 8. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 48 Ib down and 11 Ib up at 2 -9 -3, and 48 Ib down and 11 Ib up at 2 -9-3 on top chord, and 8 Ib down and 2 Ib up at 2 -9 -3, 8 Ib down and 2 Ib up at 2 -9-3, 225 Ib down and 49 Ib up at 5 -7 -2, 225 Ib down and 49 Ib up at 5 -7 -2, and 378 Ib down and 83 Ib up at 8-5-1, and 378 Ib down and 83 Ib up at 8 -5 -1 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1 -3= -120, 3-4=-20, 5 -8 = -20 Concentrated Loads (Ib) Vert: 7= 450(F= -225, B= -225) 9=-96(F=-48, B=-48) 10=-16(F=-8,B =- 8)11=- 756(F= -378, 8= -378) Job Truss Truss Type Qty Ply CRAFTSMAN LOT 7 , MA 1004119R 902 ROOF TRUSS 1 1 Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, Jeff Medeiros 7.220 s Dec 29 2009 MiTek Industries, Inc. Thu Apr 22 17:09:14 2010 Page 1 -1-10-10 5-7 -2 11 -2-4 1 -10-10 I 5-7 -2 5-7-2 4x4 Scale =1:287 4 5 4.60 rif 3x6 3 I 10 I 2 3 „ 8 12 7 9 3.6 11 6 8x10 11 4x6 = 5-7 -2 11 -2-4 5-7-2 1 5-7 -2 Plate Offsets (X,Y): 19:0- 5- 8,0 -3 -01 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /defl Lid PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.76 Vert(LL) -0.12 7 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.85 Vert(TL) -0.19 7 -8 >658 180 BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 57 lb LUMBER BRACING TOP CHORD 2 X 6 SPF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 5 -3-13 oc purlins, except end BOT CHORD 2 X 6 SPF 1650F 1.5E verticals. WEBS 2 X 3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W1: 2 X 10 SYP No.1 WEBS 1 Row at midpt 3 -7 MiTek recommends that Stabilizers and required cross bracing be installed _during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 9= 1538/0 -7 -12, 7= 1542 /Mechanical Max Horz 9= 276(LC 7) Max Uplift9=- 333(LC 7), 7=- 391(LC 7) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 2 -9 =- 1407/352, 1 -2 =0/97, 2 -10 =- 1902/281, 3-10 =- 1716/294, 3-4 =- 140/67, 4- 5 = -2/0, 4 -7 =- 313/124 BOT CHORD 9-11= 430/1602, 8 -11= 430/1602, 8-12= 430/1602, 7 -12= 430/1602, 6 -7 =0 /0 WEBS 3-8=-99/852, 3-7 =- 1738/468 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.Opsf; h =25ft; B =48ft; L =24ft; eave =4ft; Cat. II; Exp C; partially; MW FRS (all heights); cantilever left and right exposed ; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 391 Ib uplift at joint 7. 5) One H2.5A Simpson Strong -Te connectors recommended to connect truss to bearing walls due to uplift at jt(s) 9. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 48 Ib down and 11 Ib up at 2 -9 -3, and 48 Ib down and 11 Ib up at 2 -9-3 on top chord, and 8 Ib down and 2 Ib up at 2 -9 -3, 8 Ib down and 2 Ib up at 2 -9-3, 225 Ib down and 49 Ib up at 5 -7 -2, 225 Ib down and 49 Ib up at 5-7 -2, and 378 Ib down and 83 Ib up at 8-5-1, and 378 Ib down and 83 Ib up at 8-5 -1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1 -2= -120, 2-4=- 120, 4- 5 = -20, 6 -9 = -20 Concentrated Loads (Ib) Vert: 8=- 450(F= -225, B =- 225) 10=- 96(F =-48, B= -48)11=- 16(F =-8, B =-8) 12=- 756(F= -378, B= -378) Job Truss Truss Type Qty Ply CRAFTSMAN LOT 7 , MA 1004119R 901 ROOF TRUSS 1 2 Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, Jeff Medeiros 7.220 s Dec 29 2009 MiTek Industries, Inc. Thu Apr 22 17:09:13 2010 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (Of) Vert: 1- 2 = -120, 2 -10= -120, 10-17= -120, 17 -18= -120, 25- 26 = -20, 20- 25=- 285(F= -265), 19- 20 = -20 Concentrated Loads (lb) Vert: 26=- 2072(F) 36=- 2072(F) Job Truss Truss Type Qty Ply CRAFTSMAN LOT 7 , MA 1004119R 901 ROOF TRUSS 1 2 Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, Jeff Medeiros 7.220 s Dec 29 2009 MiTek Industries, Inc. Thu Apr 22 17:09:13 2010 Page 1 r1-4 - 9-7-4 19-0-0 28-4-12 38-0-0 39.4 -9 1-4-0' 9-7-4 9-4-12 9-4-12 9-7-4 1-4-0 50814 =1:68.7 5x6 = 6.50 12 10 2x4 11 . 2x4 11 9 it 2x4 2x4 11 2x4 11 4x8,.., 8 12 2x4 11 7 13 2x4 6 4x8 4x12 5 � 14 i I. I I. 4 1.4 _ 1 1. 15 8x8 35 34 33 - 29 30 31 32 �, 4x4 G 2x4 11 2x4 . 11 2x4 11 2x4 2x4 I 2x 11 4x4 J 2x4 11 18 3 WIO V19 3 W 4 17 1 2 IV I W ■� 18 B7 .1 CC7 Bz f17 Bt 1 so 36 25 24 23 37 -- 21 20 11. 6n14 11 6x8 = 4a8 = 3x6 11 6x8 = 4x8 = 4x4= 4x8 11 10-11 -14 21-9-4 29-9-6 36.0-0 10-11 -14 10-9-6 8-0-2 8-2 -10 Plate Offsets (X,Y): [6:0- 4-0,Edgel, [19:0-3.6,0-4-10], [25:0- 2- 8,0 -4-8], [26:0-5- 8,Edge], [28:0- 5 -0,0 -4-8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.77 Vert(LL) -0.13 23-25 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.76 Vert(TL) -0.20 23-25 >999 180 BCLL 0.0 Rep Stress Incr NO W B 0.86 Horz(TL) 0.04 19 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight 494 Ib LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except end verticals. BOT CHORD 2 X 6 SPF 2100F 1.8E "Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B2: 2 X 6 SPF 1650F 1.5E WEBS 1 Row at midpt 22 -28 WEBS 2 X 3 SPF No.2 *Except` JOINTS 1 Brace at Jt(s): 27, 28, 29, 32, 34 W10,W13,W5: 2 X 4 SPF No.2, W1: 2 X 10 SYP M 23 REACTIONS (Ib/size) 26= 5540/0 -5-8, 22= 8633/0 -6-12 (input: 0 -5-8), 19=944/0-5-8 Max Horz 26= 274(LC 6) Max Uplift26=- 1192(LC 7), 22=- 2031(LC 7), 19=- 164(LC 7) MaxGrav26= 5606(LC 11), 22= 8633(LC 1), 19= 1039(LC 12) FORCES (Ib) - Maidmum Compression/Maximum Tension TOP CHORD 1 -2 =0/98, 2- 3= 4941/1001, 3-4 =- 4832/994, 4-5 =- 204/144, 5-6 =- 140/244, 6 -7 =- 132/261, 7- 8=- 100/226, 8-9 =- 79/173, 9-10= 0/207, 10- 11=- 79/134, 11- 12= -05/301, 12 -13 =- 126/371, 13 -14 =- 135/258, 14 -15 =- 154/152, 15- 16=- 629/125, 16 -17 =- 1026/96, 17 -18 =0/98, 2-26=-3197/736, 17-19=-1001/230 BOT CHORD 26 -36 =- 703/4000,25 -36=- 703/4000,24 -25 =- 322/2814,23 -24 =- 322/2814,23 -37 =- 325/2836,22 -37= 325/2836,21 -22 =- 120/473, 20-21=-120/473, 19-20=-28/737 WEBS 22 -28=- 5942/1400, 22 -27 =- 1013/376, 15- 22=- 2853/688, 15- 20=- 202/1213, 4-35 =- 4234/1143, 34-354- 4224/1141, 28-34 =- 4229/1143, 28-33=-239/1837, 29-33=-240/1840, 29-30=-240/1840, 27-30=-240/1840, 27-31=-240/1840, 31-32=-240/1841, 15-32=-241/1843, 4-25 =- 287/1743, 25- 28= 402/1831, 23 -28 =- 275/1707, 10- 29=- 22/12, 11 -354- 621/234, 12- 31=- 405/159, 13- 32=- 63/12, 9- 33=- 17/31, 8 -28 =- 651/269, 7- 34=- 192/62, 5 -35 =- 68/259, 3- 25= 0/441, 16- 20=- 328/193 NOTES 1) 2 -ply truss to be connected together with 10d (0.131'x3 ") nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc, 2 X 10 - 2 rows at 0 -9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc, 2 X 3 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.Opsf; h =25ft; B =48ft; L =38ft; eave =5ft; Cat. II; Exp C; partially; MWFRS (all heights); cantilever left and right exposed ; Lumber DOLL plate grip DOL =1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) WARNING: Required bearing size at joint(s) 22 greater than input bearing size. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1192 Ib uplift at joint 26. 8) HGT -2 HTT22 Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 22. 9) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 19. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) HGT Hurlcane tie must have TWO 5 /8" anchor rods to two HTT22's or similar on studs below. For trusses between 3:12 and 8:12 slope. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2072 Ib down and 454 Ib up at 8-0-0, and 2072 Ib down and 454 Ib up at 0 -0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 Job Truss Truss Type Qty Ply CRAFTSMAN LOT 7 , MA 1004119R 704 VALLEY 1 1 Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, Jeff Medeiros 7.220 s Dec 29 2009 MiTek Industries, Inc. Thu Apr 22 17:09:12 2010 Page 1 1 -9-14 3-7 -12 1 -9-14 1-9-14 2x4 = Scale =1:7.4 2 6. 50 12 1 81 2x4 2x4 3-7 -12 3-7-12 Plate Offsets (X,Y): (2:0- 2- 0,Edge] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.12 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.16 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 6 lb LUMBER BRACING TOP CHORD 2 X 3 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-7 -12 oc purlins. BOT CHORD 2 X 3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 1= 190/3 -7 -12, 3= 190/3 -7 -12 Max Horz 1= -20(LC 6) Max Upliftl= -42(LC 8), 3= -42(LC 8) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 197/86, 2- 3=- 197/86 BOT CHORD 1- 3= -44/144 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 100mph; TCDL= 6.Opsf; BCDL= 6.0psf; h =25ft; B =48ft; L =24ft; eave =4ft; Cat. II; Exp C; partially; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 Ib uplift at joint 1 and 42 Ib uplift at joint 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CRAFTSMAN LOT 7 , MA 1004119R 703 VALLEY 1 1 Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, Jeff Medeiros 7.220 s Dec 29 2009 MiTek Industries, Inc. Thu Apr 22 17:09:12 2010 Page 1 3-9-14 7 -7 -12 3-9-14 3-9-14 Scale =1:14.5 3x4 = 2 6.50 12 1 ST1 3 1 ft 4 a a 2x4 a 2x4. 7 -7 -12 7 -7 -12 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl Ltd PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.75 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.24 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 14 Ib LUMBER BRACING TOP CHORD 2 X 3 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2 X 3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. OTHERS 2 X 3 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed _during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 1= 250/7 -7 -12, 3= 250/7 -7 -12, 4= 439/7 -7 -12 Max Horz 1= -48(LC 6) Max Upliftl= -75(LC 8), 3= -75(LC 8), 4= -56(LC 8) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 127/58, 2 -3=- 127/58 BOT CHORD 1 -4=- 14/43, 3.4= -14/43 WEBS 2-4 =- 355/145 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL =6.0psf; h =25ft; B =48ft; L =24ft; eave =4ft; Cat. II; Exp C; partially; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 75 Ib uplift at joint 1 and 75 Ib uplift at joint 3. 6) One H2.5A Simpson Strong -Te connectors recommended to connect truss to bearing walls due to uplift at jt(s) 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CRAFTSMAN LOT 7 , MA 1004119R 702 VALLEY 1 1 Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, Jeff Medeiros 7.220 s Dec 29 2009 MiTek Industries, Inc. Thu Apr 22 17:09:11 2010 Page 1 5-9-14 11 -7 -12 5-9-14 5-9-14 Scale =1:19.6 4x9 11 2 II 6.50 12 I'I 3 4 4x6 = 2x4 11 4x6 = 11 -7 -12 11 -7 -12 Plate Offsets (X,Y): [1:0- 3-0,0 -2-4], [3:0- 3 -0,0 -2-4] LOADING (psf) SPACING 2 - CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.18 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.11 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 43 Ib LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 3 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 1= 340/11 -7 -12, 3= 340/11 -7 -12, 4= 691/11 -7 -12 Max Horz 1 =69(LC 7) Max Uplift 1= -88(LC 8), 3= -88(LC 8), 4=- 125(LC 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 293/115, 2 -3 =- 293/115 BOT CHORD 1- 4=- 7/150, 3-4= -7/150 WEBS 2- 4=- 498/197 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 100mph; TCDL =6.0psf; BCDL= 6.Opsf; h =25ft; B =48ft; L =24ft; eave =4ft; Cat. II; Exp C; partially; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1, 3, and 4. 6) This truss is designed in accordance with the 2003 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CRAFTSMAN LOT 7 , MA 1004119R 701 VALLEY 1 1 Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, Jeff Medeiros 7.220 s Dec 29 2009 MiTek Industries, Inc. Thu Apr 22 17:09:11 2010 Page 1 I 7 -9-14 15 -7 -12 7-9-14 7 -9-14 Scale = 1:26.6 4x8 = 3 6.5 12 2x4 11 4 2x411 2 5 1 _ • 1181 1111111111 : =. 4x4 * 8 7 6 4x4 2x4 11 2x4 11 2x4 11 15-7 -12 I 15-7 -12 LOADING (psf) SPACING 2 - CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.27 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.12 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight 42 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 3 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 1= 207/15 - - 12, 5= 207/15 - - 12, 7= 483/15 -7 -12, 8= 560/15 -7 -12, 6= 560/15 -7 -12 Max Horz 1=- 101(LC 6) Max Upliftl= -29(LC 8), 5= -29(LC 8), 7= -11(LC 8), 8=- 187(LC 8), 6=- 187(LC 8) Max Grav 1= 207(LC 1), 5= 207(LC 1), 7= 483(LC 1), 8= 587(LC 12), 6= 587(LC 13) FORCES (1b)- Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 160/72, 2- 3=- 195/151, 3-4 =- 195/151, 4-5 =- 160/63 BOT CHORD 1-8 =- 38/73, 7- 8=- 38/73, 6-7 =- 38/73, 5-6= -38/73 WEBS 3-7 =- 410/84, 2- 8= -490/269, 4-6=-490/269 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 100mph; TCDL= 6.Opsf; BCDL= 6.Opsf; h =25ft; B =48ft; L =24ft; eave =oft; Cat. II; Exp C; partially; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1, 5, 7, 8, and 6. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard • • Job Truss Truss Type Qty Ply CRAFTSMAN LOT 7 , MA 1004119R 613 GABLE 1 1 Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, Jeff Medeiros 7.220 s Dec 29 2009 MiTek Industries, Inc. Thu Apr 22 17:09:11 2010 Page 1 -1.40 7-0-0 1-4-0 7-0-0 Seal =1:26.0 2x4 11 6 5 2x4 11 , > li4 i I up 2 10 9 8 7 3x10 11 2=4 11 2x4 11 2x4 11 7-0-0 7 -0-0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /deft Lid PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.46 Vert(LL) 0.00 1 n/r 120 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.23 Vert(TL) -0.00 2 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) -0.03 6 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 27 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 3 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed OTHERS 2 X 3 SPF No.2 during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 6= 24/7 -0-0, 7 =123/7.0.0, 10= 440/7 -0-0, 9 =489/7 -0-0, 8= 57/7 -0-0 Max Horz 10 =251(LC 8) Max Uplift6= -27(LC 8), 7= -39(LC 8), 10= -13(LC 10), 9=- 291(LC 8), 8= -48(LC 6) Max Grav6 =24(LC 1), 7= 123(LC 1), 10=440(LC 1), 9 =489(LC 1), 8 =68(LC 8) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/82, 2 -3 =- 230/106, 3-4= -82/4, 4 -5 =- 59/33, 5-6=- 18/10, 5 -7 =- 100/49, 2 -10 =- 411/82 BOT CHORD 9-10 =-8/5, 8- 9 =-8/5, 7- 8 =-8/5 WEBS 3-9 =- 394/333, 4-8= -71/9 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL =6.0psf; BCDL= 6.0psf; h =25ft; B =48ft; L =24ft; eave =2ft; Cat. II; Exp C; partially; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2 -0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 Ib uplift at joint 6. 8) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at it(s) 7, 10, 9, and 8. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CRAFTSMAN LOT 7 , MA 1004119R 612 MONO 8 1 Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, Jeff Medeiros 7.220 s Dec 29 2009 MiTek Industries, Inc. Thu Apr 22 17:09:10 2010 Page 1 -1-4-0 3-10-15 1-4-0 3-10-15 2x4 11 Scale =1:172 3 4 6.00 12 3x4 2 1 � I, ■ 6 7 6 3x6 = 2x4 11 3-10-15 3 -10-15 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.30 Vert(LL) -0.01 6-7 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.14 Vert(TL) -0.02 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code IRC2003/1P12002 (Matrix) Weight: 16 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins, except end BOT CHORD 2 X 4 SPF No.2 verticals. WEBS 2 X 3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 7= 457/0 - 8, 6= 225/Mechanical Max Horz 7= 145(LC 8) Max Uplift? -86(LC 8), 6= -95(LC 8) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 2- 7=- 422/197, 1 -2 =0/77, 2- 3=- 111/61, 3- 4 = -2/0, 3-6 =- 185/153 BOT CHORD 6-7 =- 231/26, 5-6=0/0 WEBS 2 -6=- 27/236 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL =6.Opsf; BCDL= 6.0psf; h =25ft; B =48ft; L =24ft; eave =4ft; Cat. 0; Exp C; partially; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 Ib uplift at joint 7 and 95 Ib uplift at joint 6. 5) This truss is designed in accordance with the 2003 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/ 1. LOAD CASE(S) Standard Job Truss Truss Type 'Qty ' Ply ' CRAFTSMAN LOT 7 , MA 1004119R 611 MONO 8 1 Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, Jeff Medeiros 7.220 s Dec 29 2009 MTek Industries, Inc. Thu Apr 22 17:09:10 2010 Page 1 -1-4-0 1-10-15 1-4-0 1-10-15 Scale =1:12.4 3 8.00 FIT 3x4 2 1 •00,11 2x4 I I 4 3x4 = 1-10-15 1 -10-15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1 /deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.30 Vert(LL) -0.00 5 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 4 -5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 8 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1 -10-15 oc pudins, except end BOT CHORD 2 X 4 SPF No.2 verticals. WEBS 2 X 3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be instated during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 5= 367/0 -5-8, 4= 18/Mechanical, 3 =39 /Mechanical Max Horz 5 =92(LC 8) Max Uplift5= -83(LC 8), 4= -27(LC 8), 3= -30(LC 5) Max Gray 5= 367(LC 1), 4 =36(LC 2), 3 =50(LC 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 2-5=-349/162, 1 -2 =0/77, 2- 3= -79/22 BOT CHORD 4-5= -148/4 WEBS 2 -4= -4/160 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 6.Opsf; BCDL= 6.Opsf; h =25ft; B =48ft; L =24ft; eave =4ft; Cat. II; Exp C; partially; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load n onconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 83 Ib uplift at joint 5 and 30 Ib uplift at joint 3. 5) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 4. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CRAFTSMAN LOT 7 , MA 1004119R 610 MONO 18 1 Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, Jeff Medeiros 7.220 s Dec 29 2009 MiTek Industries, Inc. Thu Apr 22 17:09:10 2010 Page 1 -1.4.0 6-0-0 1-4-0 6-0-0 Scala =1:22.9 2x4 11 3 4 P 6.00 12 3x4 2 Tau 6 7 3x4 = 2x4 11 6-0-0 6-0-0 • LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.95 Vert(LL) -0.06 6 -7 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.15 6-7 >442 180 BCLL 0.0 Rep Stress Incr YES W B 0.08 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code IRC20031TP12002 (Matrix) Weight: 24 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed _during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 7= 591/0 -5-8, 6= 384 /Mechanical Max Horn 7 =202(LC 8) Max Uplift7=- 100(LC 8), 6=- 144(LC 8) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 2- 7=- 534/248, 1 -2 =0/77, 2 -3=- 162/112, 3- 4 = -2/0, 3-6=- 323/267 BOT CHORD 6 -7 =- 323/52, 5 -6 =0/0 WEBS 2- 6=- 52/325 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; B=48ft; L =24ft; eave =4ft; Cat. II; Exp C; partially; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint 7 and 144 Ib uplift at joint 6. 5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CRAFTSMAN LOT 7 , MA 1004119R 609 ROOF TRUSS 3 1 Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, Jeff Medeiros 7.220 s Dec 29 2009 MiTek Industries, Inc. Thu Apr 22 17:09:09 2010 Page 1 -1-4-0 6-0-0 1-4-0 6-0-0 Scale: 1/2" 2x411 3 411 .501 12 3x6 1 full 6 7 3xB = 2x4 11 6-0-0 6-0-0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl LJd PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.93 Vert(LL) 0.21 6 -7 >323 240 i MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.40 Vert(TL) 0.16 6-7 >435 180 BCLL 0.0 Rep Stress Incr YES W B 0.07 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 24 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2 -2-0 oc puriins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9 -2 -1 oc bracing. WEBS 2 X 3 SPF No.2 *Except" MiTek recommends that Stabilizers and required cross bracing be installed W1: 2 X 4 SPF No.2 during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 7=594/0-3-8, 6= 380/Mechanical Max Horz 7= 219(LC 8) Max Uplift7=- 172(LC 8), 6=- 231(LC 8) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 2 -7 =- 538/191, 1 -2 =0/85, 2 -3=- 172/118, 3- 4 = -2/0, 3-6=- 319/205 BOT CHORD 6-7 =- 283/66, 5 -6 =0/0 WEBS 2-6 =- 66/285 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; B =48ft; L =24ft; eave=4ft; Cat. 0; Exp C; partially; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 231 Ib uplift at joint 6. 5) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 7. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard • Job Truss Truss Type Qty Ply CRAFTSMAN LOT 7 , MA 1004119R 608 MONO 5 1 Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, Jeff Medeiros 7.220 s Dec 29 2009 MiTek Industries, Inc. Thu Apr 22 17:09:09 2010 Page 1 4-0-0 8-0-0 4-0-0 4-0-0 Scale 1:29A 2x4 I I 3 4 • 6.60 12 3x8 2 2x4 II 1 44. 4 r. me ( B1 6 7 3x4= 6 3x4 = 8-0-0 8-0-0 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.51 Vert(LL) -0.19 6 -7 >477 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.52 Vert(TL) -0.48 6 -7 >191 180 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) - Weight: 31 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 7=537/0-5-8, 6= 546 /Mechanical Max Horz 7 =231(LC 8) Max Uplift7= -31(LC 8), 6 =- 206(LC 8) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -7 =- 179/115, 1- 2=- 63/137, 23=- 134/59, 3- 4 = -2/0, 3-6=- 175/107 BOT CHORD 6-7 =- 285/383, 5 -6 =0/0 WEBS 2- 7=- 475/0, 2- 6=- 480/358 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.Opsf; h =25ft; B =48ft; L =24ft; eave =4ft; Cat. II; Exp C; partially; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 206 Ib uplift at joint 6. 5) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 7. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CRAFTSMAN LOT 7 , MA 1004119R 607 MONO 1 1 Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, Jeff Medeiros 7.220 s Dec 29 2009 MiTek Industries, Inc. Thu Apr 22 17:09:09 2010 Page 1 5-10-15 5 -10-15 Scale =1:23.6 2x4 11 2 6.58 •2 3x4 1 3i 5 6 3x8 = 2x4 11 5-10-15 5-10-15 LOADING (ps() SPACING 2-0-0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.84 Vert(LL) -0.06 5-6 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.34 Vert(TL) -0.14 5-6 >463 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code IRC2003.7P12002 (Matrix) Weight: 22 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5 -10-15 oc puffins, except end BOT CHORD 2 X 4 SPF No.2 verticals. WEBS 2 X 3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed _during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 6= 390 /0 -5-8, 5= 400/Mechanical Max Horz 6= 169(LC 8) Max Uplift6= -16(LC 8), 5=- 157(LC 8) FORCES (Ib)- Maximum Compression/Ma)dmum Tension TOP CHORD 1.6 =- 335/78, 1 -2 =- 135/128, 2- 3 = -2/0, 2 -5 =- 339/221 BOT CHORD 5 -6=- 216/83, 4 -5 =0 /0 WEBS 1- 5=- 84/218 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; B =48ft; L =24ft; eave =4ft; Cal. II; Exp C; partially; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girders) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16 Ib uplift at joint 6 and 157 Ib uplift at joint 5. 5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply - CRAFTSMAN LOT 7 , MA 1004119R 606 MONO 1 1 Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, Jeff Medeiros 7.220 s Dec 29 2009 MiTek Industries, Inc. Thu Apr 22 17:09:09 2010 Page 1 3-10-15 3-10-15 Scale =1:18.0 2x411 2 6.50 NI jummmmme 3xd s �, 6 3x6 = 4 2x4 11 3-10-15 3-10-15 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.43 Vert(LL) -0.01 5-6 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.14 Vert(TL) -0.02 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 15 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins, except end BOT CHORD 2 X 4 SPF No.2 verticals. WEBS 2 X 3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 6= 250/0 -5-8, 5= 260 /Mechanical Max Horz 6=110(LC 8) Max Uplift6 = -1(LC 8), 5=- 111(LC 8) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-6=- 215/41, 1- 2=- 87/82, 2- 3 = -2/0, 2 -5 =- 219/142 BOT CHORD 5-6 =- 140/54, 4 -5 =0/0 WEBS 1- 5=- 55/143 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; B=48ft; L =24ft; eave =oft; Cat. 11; Exp C; partially; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 Ib uplift at joint 6 and 111 Ib uplift at joint 5. 5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard • Job Truss Truss Type Qty Ply CRAFTSMAN LOT 7 , MA 1004119R 805 MONO 1 1 Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, Jeff Medeiros 7.220 s Dec 29 2009 MiTek Industries, Inc. Thu Apr 22 17:09:08 2010 Page 1 1-10-15 1 -10-15 Scale =1:12.8 6.50 12 z 2x4 II 1 P 4,/ J - , 2x4 I I 1 -10-15 1 -10-15 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.00 4 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.06 Vert(TL) -0.00 3-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 5 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1 -10-15 oc purlins, except end BOT CHORD 2 X 4 SPF No.2 verticals. WEBS 2 X 3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 4= 126/0 -5 -8, 3= 23/Mechanical, 2= 103 /Mechanical Max Horz 4 =53(LC 8) Max Uplift3 =-4(LC 8), 2 = -60(LC 8) Max Grav4 =126(LC 1), 3 =35(LC 2), 2 =103(LC 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-4 =- 112/25, 1- 2= -49/39 BOT CHORD 3 -4=0 /0 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.Opsf; h =25ft; B =48ft; L =24ft; eave =4ft; Cat. 11; Exp C; partially; MW FRS (all heights) and C-C Extenor(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 Ib uplift at joint 3 and 60 Ib uplift at joint 2. 5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CRAFTSMAN LOT 7 , MA 1004119R 604 MONO 7 1 Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, Jeff Medeiros 7.220 s Dec 29 2009 MiTek Industries, Inc. Thu Apr 22 17:09:08 2010 Page 1 -1-4-0 4-0-0 8-0-0 1-4-0 4-0-0 4-0-0 Scale =1:29.4 2x4 11 4 5 6.50 12 3x8 3 2x4 II 2 , 1111111111 1. B1 . ►�� 7 8 3x4 = 6 3x4 = 8-0-0 8-0-0 LOADING (psf) SPACING 2 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.32 Vert(LL) -0.19 7-8 >477 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.48 7-8 >191 180 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 33 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 8= 725/0 -5-8, 7= 530 /Mechanical Max Horz 8= 278(LC 8) Max Uplift8=- 105(LC 8), 7=- 201(LC 8) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 2-8 =- 391/276, 1 -2 =0/82, 2 -3 =- 104/162, 3-4 =- 131/63, 4- 5 = -2/0, 4-7 =- 183/113 BOT CHORD 7-8 =- 269/351, 6 -7 =0 /0 WEBS 3-8 =- 435/0, 3 -7 =- 440/338 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 6.Opsf; BCDL= 6.Opsf; h =25ft; B =48ft; L =24ft; eave =4ft; Cat. II; Exp C; partially; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 201 Ib uplift at joint 7. 5) One H2.5A Simpson Strong-lie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 8. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard • Job Truss Truss Type Qty Ply CRAFTSMAN LOT 7 , MA 1004119R 603 MONO 3 1 Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, Jeff Medeiros 7.220 s Dec 29 2009 MiTek Industries, Inc. Thu Apr 22 17:09:08 2010 Page 1 -1-4-0 5-10-15 1-4-0 5-10-15 1 Scale a1:23.6 2x4 11 4 3 6.50 12 3x4 1 7 3x6 = 2x4 11 5 -10-15 5.10.15 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.92 Vert(LL) -0.06 6 -7 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.34 Vert(TL) -0.14 6 -7 >463 180 BCLL 0.0 Rep Stress Incr YES W8 0.07 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code IRC2003 TPI2002 (Matrix) I Weight: 24 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2 -2-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 7= 585/0 -5-8, 6= 378/Mechanical Max Holz 7= 216(LC 8) Max Uplift7= -91(LC 8), 6=- 151(LC 8) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 2- 7=- 529/188, 1 -2 =0/82, 2- 3=- 170/117, 3-4= -2/0, 3-6 =- 317/204 BOT CHORD 6 -7 =- 279/65, 5 -6=0 /0 WEBS 2 -6 =- 66/282 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 6.Opsf; BCDL= 6.Opsf; h =25ft; B =48ft; L =24ft; eave =4ft; Cat. II; Exp C; partially; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 91 Ib uplift at joint 7 and 151 Ib uplift at joint 6. 5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard • Job Truss Truss Type Qty Ply CRAFTSMAN LOT 7 , MA 1004119R 802A JACK 4 1 Job Reference (optional) Reliable Truss 8 Components, Inc., New Bedford, MA, 02745, Jeff Medeiros 7.220 s Dec 29 2009 MiTek Industries, Inc. Thu Apr 22 17:09:07 2010 Page 1 -1-4-0 3-10-15 1-4-0 3-10-15 Scale = 1:18.0 2x411 4 6 r, 6 FIN 7 2x4 11 3x6 = 5 3-10-15 3-10-15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.30 Vert(LL) 0.03 6 -7 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.16 Vert(TL) 0.03 6-7 >999 180 BCLL 0.0 Rep Stress !nor YES WB 0.05 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 17 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins, except end BOT CHORD 2 X 4 SPF No.2 verticals. WEBS 2 X 3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 7= 457 /0 6= 225/Mechanical Max Horz 7= 157(LC 8) Max Uplift7=- 129(LC 8), 6=- 151(LC 8) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 2 -7 =- 422/156, 1 -2 =0/82, 2- 3=- 119/65, 3- 4 = -2/0, 3-6 =- 185/115 BOT CHORD 6-7 =- 204/36, 5 -6=0/0 WEBS 2 = 37/208 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; B =48ft; L =24ft; eave =4ft; Cat. II; Exp C; partially; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 151 Ib uplift at joint 6. 5) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 7. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CRAFTSMAN LOT 7 , MA 1004119R 602 JACK 3 1 Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, Jeff Medeiros 7.220 s Dec 29 2009 MiTek Industries, Inc. Thu Apr 22 17:09:07 2010 Page 1 -1.4-0 3-10-15 1-4-0 3-10-15 scale =1:18.0 2x4 11 4 6.60 12 e3 3x4 2 I 0 11111111.11111111111 6 '/ 2x4 11 3x6 = 6 3-10-15 3-10-15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1 /deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.30 Vert(LL) -0.01 6-7 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.14 Vert(TL) - 0.02 6 - >999 180 BCLL 0.0 Rep Stress !nor YES WB 0.05 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 17 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins, except end BOT CHORD 2 X 4 SPF No.2 verticals. WEBS 2 X 3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REAC11ONS (Ib /size) 7= 457/0 -3-8, 6= 225 /Mechanical Max Horz 7= 157(LC 8) Max Uplift7 = -79(LC 8), 6=- 101(LC 8) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 2- 7= -422/156, 1 -2 =0/82, 2- 3=- 119/65, 3-4 = -2/0, 3-6 =- 185/115 BOT CHORD 6-7 =- 204/36, 5 -6 =0/0 WEBS 2-6=- 37/208 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.Opsf; h =25ft; B =48ft; L =24ft; ease =4ft; Cat. 11; Exp C; partially; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 Ib uplift at joint 6. 5) One 1-12.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 7. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CRAFTSMAN LOT 7 , MA 1004119R 601A JACK 4 1 Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, Jeff Medeiros 7.220 s Dec 29 2009 MiTek Industries, Inc. Thu Apr 22 17:09:07 2010 Page 1 -1-4-0 1-10-15 1-4-0 1 -10-15 Scale • 1:12.8 3 rl 6.50 12 3x4 11 2 1 5„ 4 2x4 11 1-10-15 1 -10-15 Plate Offsets (X,Y): [2:0 -2 -0,0-1 -4) LOADING (psf) SPACING 2 -0-0 CSI DEFL in floc) I /deft L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.30 Vert(LL) 0.00 5 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.07 Vert(TL) -0.00 4-5 >999 180 BCLL 0.0 Rep Stress !nor YES WB 0.00 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 7 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1 -10-15 oc puffins, except end BOT CHORD 2 X 4 SPF No.2 verticals. WEBS 2 X 3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 5= 367/0 -3-8, 4= 8/Mechanical, 3 =48 /Mechanical Max Holz 5= 100(LC 8) Max Uplift5=- 104(LC 8), 4= -30(LC 8), 3= -43(LC 5) Max Gray 5= 367(LC 1), 4 =33(LC 2), 3 =50(LC 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 2 -5 =- 340/153, 1 -2 =0/82, 2- 3= -80/23 BOT CHORD 4-5 =0 /0 NOTES • 1) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; B =48ft; L =24ft; eave =4ft; Cat. 11; Exp C; partially; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 Ib uplift at joint 4 and 43 Ib uplift at joint 3. 5) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at it(s) 5. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard • Job Truss Truss Type Qty Ply CRAFTSMAN LOT 7 , MA 1004119R 601 JACK 3 1 Job Reference (optional) Reliable Truss 8 Components, Inc., New Bedford, MA, 02745, Jeff Medeiros 7.220 s Dec 29 2009 MiTek Industries, Inc. Thu Apr 22 17:09:07 2010 Page 1 -1-4-0 1 -10-15 1-4-0 1 -10-15 scale =1:12.6 3 1 6.50 12 3x4 11 2 1 5 " 4 • '/ 2x4 11 1 -10.15 1 -10-15 Plate Offsets (X,Y): [2:0- 2 -0,0 -1-4] LOADING (psf) SPACING 2 - CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.30 Vert(LL) 0.00 5 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.07 Vert(TL) -0.00 4 -5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 7 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1 -10-15 oc purlins, except end BOT CHORD 2 X 4 SPF No.2 verticals. WEBS 2 X 3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 5=367/0-3-8, 4= 8/Mechanical, 3 =48 /Mechanical Max Horz 5= 100(LC 8) Max Uplift5= -79(LC 8), 4 =-6(LC 8), 3= -42(LC 5) Max Gray 5= 367(LC 1), 4 =33(LC 2), 3 =51(LC 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 2 -5 =- 340/156, 1 -2 =0/82, 2- 3= -80/23 BOT CHORD 4-5 =0 /0 NOTES 1) Wind: ASCE 7 -02; 100mph; TCDL= 6.Opsf; BCDL= 6.Opsf; h =25ft; B =48ft; L =24ft; eave =4ft; Cat. II; Ep C; partially; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6 Ib uplift at joint 4 and 42 Ib uplift at joint 3. 5) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 5. 6) This truss is designed in accordance with the 2003 international Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 4 Job Truss Truss Type Qty Ply CRAFTSMAN LOT 7 , MA 1004119R 507 ROOF TRUSS 1 1 Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, Jeff Medeiros 7.220 s Dec 29 2009 MiTek Industries, Inc. Thu Apr 22 17:09:06 2010 Page 1 40-15 7 -11 -6 [ 11-9-13 15-10-12 4-0-15 3-10-7 3-10 -7 40.15 446 = Scale =1:30A 3 6.50 12 4x6 2 4 4x6 I� /I* 10410 = 5 1 Bi , 3x4 = 344 = 9 10x10 = 5-4-7 10-6-5 15-10-12 5-47 5-1-15 5-0.7 Plate Offsets (X,Y): [1 :Edge,0-2-0], [2:0- 2- 7,0 -2 -0], [4:0.2- 7,0 -2 -0], [6:Edge,0 -2 -0] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.72 Vert(LL) 0.08 7-8 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.46 Vert(TL) -0.09 7 -8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 61 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc pudins, except end BOT CHORD 2 X 4 SPF No.2 verticals. WEBS 2 X 3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-4-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 9= 1098/0 -5-8, 6= 1098/0 -5-8 Max Holz 9= 110(LC 7) Max Uplift9=- 460(LC 8), 6= -460(LC 8) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 2=- 478/426, 2 -3=- 1310/1104, 3-4=- 1310/1104, 4- 5= -478/426, 1 - 9= - 414/306, 5 - 414/306 BOT CHORD 8-9 =- 821/1167, 7-8 =- 548/889, 6-7 =- 821/1167 WEBS 2 -8=- 326/149, 3-8=- 462/436, 3- 7= -462/436, 4-7 =- 326/149, 2 -9 =- 1051/654, 4-6 =- 1051/654 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 100mph; TCDL= 6.Opsf; BCDL= 6.Opsf; h =25ft; B =48ft; L =24ft; eave =4ft; Cat. 0; E1p C; partially; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ; porch left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 6 and 9. 5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply CRAFTSMAN LOT 7 , MA 1004119R 506 ROOF TRUSS 1 1 i , , Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, Jeff Medeiros 7.220 s Dec 29 2009 MiTek Industries, Inc. Thu Apr 22 17:09:06 2010 Page 1 -1-4-0 4 -0-15 7 -11 -6 11 -9-13 15 -10-12 17 -2 -12 1-4-0 4-0-15 1 3-10-7 j 3-10-7 4-0-15 1-4-0 Scale =1:31.5 4x6 = 4 ON 6.50 12 4x6) 5 4x6 3 0 4` • 3x4 II 3x4 II 6 2 da 4 it ' M B1 ne. IM 0 10 9 0 �� 3x4 = 3x4 = B , 5x6 = 5x6 = 5-4-7 10-6-5 15-10-12 5-4-7 5-1 -15 5.4-7 Plate Offsets (X,Y): [3:0- 2- 7,0 -2 -0], [5:0- 2- 7,0 -2 -0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) I /dell Lid PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.34 Vert(LL) 0.08 9-10 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.09 9 -10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 64 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5 -0-14 oc puffins, except end BOT CHORD 2 X 4 SPF No.2 verticals. WEBS 2 X 3 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6 -9-10 oc bracing. W1: 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 11= 1270/0 -3-8, 8= 1270/0 -3-8 Max Horz 11 =107(LC 7) Max Upliftl1=- 529(LC 8), 8=- 529(LC 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/85, 2- 3=- 362/401, 3-4 =- 1248/1075, 4-5 =- 1248/1075, 5 362/401, 6 - =0/85, 2 - 11= 549/393, 6 = - 549/393 BOT CHORD 10- 11=- 732/1100, 9- 10= -474/855, 8-9 =- 732/1100 WEBS 3- 10=- 289/136, 4-10 =- 443/398, 4-9 =- 443/398, 5- 9=- 289/136, 3-11 =- 1106/650, 5-8 =- 1106/650 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 100mph; TCDL= 6.Opsf; BCDL =6.0psf; h =25ft; B =48ft; L =24ft; eave =4ft; Cat. II; Exp C; partially; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left and right exposed;C -C for members and forces 8 MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Two H2.5A Simpson Strong-lie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 8 and 11. 5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CRAFTSMAN LOT 7 , MA 1004119R 505A COMMON 1 1 Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, Jeff Medeiros 7.220 s Dec 29 2009 MiTek Industries, Inc. Thu Apr 22 17:09:05 2010 Page 1 7 -1-4 14-0-0 20 -10-12 28-0-0 29-4-0 7 -1.4 6-10-12 6-10-12 7 -1-4 1-4-0 Scale .1:49B 5x10 MT18H= 6.00 rli 4 3x10 3 , 4x4 5 4x4 G 4 4x4 2 6 iiI `:a 12x12 i / '' . 0, / 131 m Y az IIIIIIIIIIIIIIIIIIINIIIIIIIIIIIIIIII 1t1 8 MB 41. 12 11 10 i 13 4x4 = 3x6 = 4x4 = 9 12x12 J 9-413 � 18-7 -3 28-0-0 9-4-13 9-2 -5 9-4-13 Plate Offsets (X,Y): f1:Edge,0- 8-151, f5:0- 2 -0,Edge), f9:0 -1 -11,0 -8-151 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.89 Vert(LL) -0.18 10 -12 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.84 Vert(TL) - 0.41 10 -12 >816 180 MT18H 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.11 9 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 111 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2 -2-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-11 -12 oc bracing. WEBS 2 X 3 SPF No.2 *Except* WEBS 1 Row at midpt 2 -13, 6-9 W1: 2 X 6 SPF 1650F 1.5E, W2: 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 13= 1923/0 -5-8, 9= 2121/0 -5-8 Max Horz 13=- 183(LC 6) Max Upliftl3=- 421(LC 8), 9= -499(LC 8) FORCES (Ib) - Maximum Compression/Ma dmum Tension TOP CHORD 1 -2 =- 1114/466, 2 -3 =- 2603/1044, 3-4=- 2421/1064, 4-5 =- 2410/1059, 5-6 =- 2592/1026, 6 -7 =- 945/390, 7-8 =0/84, 1 -13 =- 8321404, 7 -9 =- 946/494 BOT CHORD 12- 13=- 705/2437, 11 -12 =- 342/1771, 10- 11=- 342/1771, 9-10 =- 696/2418 WEBS 2- 12=- 652/424, 4-12 =- 300/870, 4-10 =- 291/852, 6-10 =- 635/416, 2- 13=- 1889/585, 6-9=-2046/655 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 100mph; TCDL= 6.Opsf; BCDL= 6.0psf; h =25ft; B =48ft; L =28ft; eave =4ft; Cat. II; Exp C; partially; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) All plates are MT20 plates unless otherwise indicated. 4) The Fabrication Tolerance at joint 4 = 16%, joint 1 = 8%, joint 9 = 8% 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 9 and 13. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss ' Truss Type Qty Ply CRAFTSMAN LOT 7 , MA 1004119R 505 COMMON 3 1 Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, Jeff Medeiros 7.220 s Dec 29 2009 MiTek Industries, Inc. Thu Apr 22 17:09:05 2010 Page 1 -1-4-0 7-1-4 14-0-0 20-10-12 28-0-0 29-4-0 1-4-0 7 -1-4 F 6 -10.12 6 -10-12 7 -1-4 1-4-0 j Scab =1:50.8 5x10 MT16H= 6.00 W 5 4x4 4x4 4 6 4x4 G � 4x4 0 3 T iti it 12x12 2/� `8 r�i �� . ..""6,4 a IS 1 13 12 11 g 14 4x4 = 3x6 = 4x4 = 10 12412 C 9-4-13 18-7 -3 28-0 -0 9 -4-13 1 9-2 -5 1 9-4-13 { Plate Offsets (X,Y): [2:0- 1- 11,0 - 8.151, 14:0-2 -0,Edgel, [6:0- 2 -0,Edge], [10:0 -1 -11,0 -8-151 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.89 Vert(LL) -0.18 11 -13 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.84 Vert(TL) - 0.41 11 -13 >810 180 MT18H 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.11 10 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 113 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2 -2-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 7 -0-7 oc bracing. WEBS 2 X 3 SPF No.2 *Except WEBS 1 Row at midpt 3 -14, 7 -10 W1: 2 X 6 SPF 1650F 1.5E, W2: 2 X 4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 14= 211510 -5-8, 10= 2115/0 -5-8 Max Horz 14 =164(LC 7) Max Uplift14= -498(LC 8), 10 = -498(LC 8) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/84, 2 -3 =- 944/390, 3-4 =- 2582/1021, 4 -5 =- 2400/1055, 5 -6=- 2400/1055, 6-7 =- 2582/1021, 7-8 =- 944/390, 8-9 =0/84, 2 -14 =- 946/494, 8-10 =- 946/494 BOT CHORD 13 -14=- 692/2409, 12- 13=-338/1762, 11- 12=- 338/1762, 10 -11 =- 692/2409 WEBS 3- 13= -036/417, 5 = - 2921852, 5 = - 292/852, 7- 11=- 636/417, 3-14 =- 2037/651, 7- 10=- 20371651 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 100mph; TCDL= 6.Opsf; BCDL =6.0psf; h =25ft; B =48ft; L =28ft; eave =4ft; Cat. II; Exp C; partially; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) All plates are MT20 plates unless otherwise indicated. 4) The Fabrication Tolerance at joint 5 = 16 %, joint 2= 8 %, joint 10 = 8% 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 10 and 14. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard • Job Truss Truss Type Qty Ply CRAFTSMAN LOT 7 , MA 1004119R 504A HIP TRUSS 1 1 Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, Jeff Medeiros 7.220 s Dec 29 2009 MiTek Industries, Inc. Thu Apr 22 17:09:04 2010 Page 1 I 6-1-4 12 -0.0 { 16.0.0 21-10-12 28-0-0 29 -4-0 6-1-4 5-10-12 4 -0-0 5-10-12 6-1-4 1-4-0 Scale .1:50.4 5x10 MT18H= 5x10 MT18H= 3 13 4 MN T2 Eh 6.00 1 3x8 % 3x8 C 2 5 - ,... / VYS \ .. 4i n .ii / \ 4x6 1 6 81 i 11 10 9 Zti 124x8 = 3x8 = 3x6 = 3x4 = 8 12x12 = 9-4-13 18-7 -3 28-0-0 9-4-13 9-2-5 9-4-13 Plate Offsets (X,Y): 13:0-5-0,0-1-71, 14:0-5-0,0-1-71, [8:0- 5- 4,Edge) LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.68 Vert(LL) -0.18 9 -11 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.86 Vert(TL) -0.42 9 -11 >776 180 MT18H 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.11 8 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 113 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins, except end T2: 2 X 6 SPF 1650F 1.5E verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6 -11 -15 oc bracing. WEBS 2 X 3 SPF No.2 `Except* WEBS 1 Row at midpt 4 -11, 2 -12, 5-8 W1: 2 X 8 SYP No.1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 12= 1912/0 -5-8, 8= 2120/0 -5-8 Max Holz 12=- 158(LC 6) Max Upliftl2=- 419(LC 8), 8=- 500(LC 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 934/347, 2 -3=- 2552/976, 3-13 =- 1968/914, 4 -13 =- 1968/914, 4-5 =- 2535/968, 5-6 =- 757/265, 6- 7 =0 /88, 1 -12 =- 705/321, 6 -8=- 825/414 BOT CHORD 11 -12 =- 701/2404,10 -11 =- 418/1960, 9-10 =- 418/1960, 8 -9 =- 689/2378 WEBS 2- 11= -436/337, 3-11 =- 144/486, 4-11 =- 438/451, 4-9 =- 136/516, 5- 9= -417/327, 2 -12 =- 2041/693, 5-8 =- 2199/767 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.Opsf; h =25ft; B =48ft; L =28ft; eave =4ft; Cat. II; E q C; partially; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 8 and 12. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard k Job Truss Truss Type Qty Ply CRAFTSMAN LOT 7 , MA 1004119R 504 HIP TRUSS 1 1 Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, Jeff Medeiros 7.220 s Dec 29 2009 MiTek Industries, Inc. Thu Apr 22 17:09:03 2010 Page 1 -1-4-0 6-1-4 12 -0-0 16-0-0 21-10-12 28.0.0 29-4-0 1-4-0 6-1-4 ] 5 -10-12 4-0-0 5-10-12 6-1-4 1-4-0 Seale=1:51.5 5x10 MT18H= 500 MT18H= 4 5 r_ �= T2 ell 12 3x8 3x8 3 /III 6 pV10 II 12x12 = 400•1 ` p 7 131 •• a 12 11 10 RI 13 3x8 = 3x6 = 3x4 = 8 12x12 = 9-4-13 18-7 -3 28-0-0 9-4-13 9-2-5 9-4-13 Plate Offsets (X,Y): 12:0- 5-0,Edge],14:0- 5 -0,0 -1 -7], [5:0- 5-0,0 -1 -71, [9:0- 5- 4,Edgel LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /dell Lid PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.68 Vert(LL) -0.19 10 -12 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.85 Vert(TL) -0.43 10 -12 >770 180 MT18H 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.11 9 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 114 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2 -11-6 oc purlins, except end T2: 2 X 6 SPF 1650F 1.5E verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 7 -0-14 oc bracing. WEBS 2 X 3 SPF No.2 *Except* WEBS 1 Row at midpt 5 -12, 3-13, 6 -9 W1: 2 X 8 SYP No.1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 13= 2114/0 -5-8, 9= 2114/0 -5-8 Max Horz 13= 138(LC 7) Max Upliftl3 =- 499(LC 8), 9 =- 499(LC 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/88, 2 -3 =- 755/267, 3-4=-2528/965, 4 -5 =- 1952/907, 5 -6=- 2524/963, 6-7 =- 756/264, 7-8 =0/88, 2 -13 =- 825/415, 7 -9 =- 824/414 BOT CHORD 12- 13=- 685/2369, 11- 12= 413/1949, 10- 11= 413/1949, 9-10 =- 685/2369 WEBS 3- 12= 414/327, 4-12 =- 138/475, 5-12=-439/444, 5 -10 =- 137/517, 6-10 =- 417/328, 3-13 =- 2190/760, 6-9 =- 2190/763 NOTES 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7 -02; 100mph; TCDL= 6.Opsf; BCDL= 6.Opsf; h =25ft; B =48ft; L =28ft; eave =4ft; Cat. 11; Exp C; partially; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcument with any other live loads. 6) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 9 and 13. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CRAFTSMAN LOT 7 , MA 1004119R 503A HIP TRUSS 1 1 Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, Jeff Medeiros 7.220 s Dec 29 2009 MiTek Industries, Inc. Thu Apr 22 17:09:03 2010 Page 1 5-1.4 10-0 -0 18-0-0 22 -10-12 28-0-0 29-4-0 5-1-4 4 -10-12 8-0-0 4 -10-12 5-1-4 1-4-0 Scale = 1:50.6 5x8 MT18H* 5x10 MT18H= 3 13 14 4 4 T2 o` 6.00 12 3z8 % 3x8 2 5 VVS 5x8 II ii ■ \�C,. 1 � 6 M 11 10 9 .3 12 q = 3x8 = 3x6 = 3x4 = 8 12x12 = 9-4-13 18-7 -3 28-0-0 9-4-13 1 9-2 -5 9-4-13 Plate Offsets (X,Y): (3:0- 4- 8,0 -2 -8], 14:0- 5 -0,0 -1 -71, )8:Edge,0 -3-8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.82 Vert(LL) - 0.17 9-11 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.84 Vert(TL) -0.40 9-11 >831 180 MT18H 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.12 8 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 110 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E *Except* TOP CHORD Structural wood sheathing directly applied or 3 -5-4 oc puffins, except end verticals. T2: 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6 -11-8 oc bracing. BOT CHORD 2 X 4 SPF No.2 WEBS 1 Row at midpt 4 -11, 2 -12, 5.8 WEBS 2 X 3 SPF No.2 *Except* MiTek recommends that Stabilizers and required cross bracing be installed W1: 2 X 6 SPF 1650F 1.5E during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 12= 1923/0 -5-8, 8= 2121/0 -5-8 Max Horz 12=- 134(LC 6) Max Upliftl2=- 421(LC 8), 8=- 499(LC 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =- 871/274, 2 -3 =- 2624/947, 3 -13 =- 2230/934, 13- 14=- 2228/934, 4 -14 =- 2226/934, 4-5 =- 2606/940, 5-6 =- 707/200, 6-7 =0/84, 1 -12 =- 652/269, 6-8 =- 770/361 BOT CHORD 11 -12 =- 707/2398, 10- 11=- 503/2205, 9-10 =- 503/2205, 8-9 =- 692/2367 WEBS 2 -11 =- 217/236, 3-11 =- 19/349, 4 -11 =- 329/369, 4 -9 =- 20/356, 5 -9 =- 205/229, 2 -12 =- 2107/763, 5 -8 =- 2248/827 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 100mph; TCDL= 6.Opsf; BCDL= 6.Opsf; h =25ft; B =48ft; L =28ft; eave =4ft; Cat. II; Exp C; partially; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 6) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 8 and 12. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIRPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CRAFTSMAN LOT 7 , MA 1004119R 503 HIP TRUSS 1 1 Job Reference (optional) Reliable Truss 8 Components, Inc., New Bedford, MA, 02745, Jeff Medeiros 7.220 s Dec 29 2009 MiTek Industries, Inc. Thu Apr 22 17:09:02 2010 Page 1 -1-4-0 5-1-4 10-0 -0 18-0-0 22 -10-12 28-0-0 29-4 -0 j 1-4-0 5-1-4 4-10-12 8-0-0 41012 5-1-4 1-4-0 Scale =1:51.5 5x8 MT18H 5x10 MT18H= 4 14 15 5 72 E: 6.00 12 1 111 3x8 9 3x8 -� 3 6 12x12 = ":/ 2 7 O ial _ _ �• 1, B1 - - B2 .. 12 „ 10 g 13 3x8 = 3x6 = 3 9 x4 = 12x,2 = 9-4-13 18-7 -3 28-0-0 9 -4-13 9-2-5 9 -4-13 Plate Offsets (X,Y): f2:Edge,0 -3-81, f4 :0- 4-8,0-2-81, [5:0- 5-0,0 -1 -7], (9:Edge,0 -3-8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.83 Vert(LL) -0.18 10-12 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.84 Vert(TL) -0.40 10 -12 >827 180 MT18H 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.12 9 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight 112 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E `Except* TOP CHORD Structural wood sheathing directly applied or 3-5-6 oc purlins, except end verticals. T2: 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 7 -0-8 oc bracing. BOT CHORD 2 X 4 SPF No.2 WEBS 1 Row at midpt 5 -12, 3-13, 6-9 WEBS 2 X 3 SPF No.2 *Except* MiTek recommends that Stabilizers and required cross bracing be installed W1: 2 X 6 SPF 1650F 1.5E during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 13= 2115/0 -5-8, 9= 2115/0 -5-8 Max Horz 13=- 115(LC 6) Max Uplift13= -498(LC 8), 9= -498(LC 8) FORCES (lb) - Maximum Compression/Maxlmum Tension TOP CHORD 1 -2 =0/84, 2- 3=- 705/201, 3-4 =- 2603/937, 4-14 =- 2213/926, 14 -15 =- 2211/926, 5-15 =- 2209/926, 5-6 =- 2596/935, 6- 7=- 706/200, 7-8 =0/84, 2 -13 =- 770/362, 7 -9 =- 769/361 BOT CHORD 12- 13= -688/2359, 11- 12=- 499/2195,10 -11 =- 499/2195, 9- 10=- 689/2359 WEBS 3-12 =- 190/224, 4 -12 =- 14/347, 5 -12 =- 331/360, 5 -10 =- 21/356, 6-10 =- 205/230, 3 -13 =- 2241/822, 6 -9 =- 2240/823 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02: 100mph; TCDL= 6.0psf; BCOL= 6.Opsf; h =25ft; B =48ft; L =28ft; eave =4ft; Cat. 11; Exp C; partially; MW FRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 9 and 13. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard I 1 Job Truss Truss Type Qty Ply CRAFTSMAN LOT 7 , MA 1004119R 502 HIP TRUSS 2 1 Job Reference (optional) Reliable Truss 8 Components, Inc., New Bedford, MA, 02745, Jeff Medeiros 7.220 s Dec 29 2009 MiTek Industries, Inc. Thu Apr 22 17:09:02 2010 Page 1 -1-4-0 4-1-4 8-0-0 14-0-0 20-0 -0 23-10 -12 28-0-0 29-4-0 1-4-0 4-1-4 ) 3-10-12 6-0-0 6-0-0 3-10-12 41-4 1-4-0 Scale .1:51.5 ' 5x10 MT18H= 5x10 MT18H= 2x4 11 4 16 T 17 6 12 2 6.00 •� �' 3x6 41 3x6 J 3 7 3x4 �� ,. y ''''"..1,4.441..., 3x4 2 /� x 7 . iy 8 IR oire 14 13 12 11 6 15 10 4x4 = 3x6 = 404 = 5x6 = 4x8 = 5x6 = 7 -1-4 14-0-0 20-10-12 28-0-0 7 -1-4 6 -10-12 6-10-12 7 -1-4 Plate Offsets (X,Y): [4:0- 6- 8,0- 1 -12], [6:0 6 - 8,0 - - 12] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.74 Vert(LL) -0.19 13 >999 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.84 Vert(TL) -0.33 11 -13 >999 180 MT18H 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.12 10 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 108 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2 -9-8 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 7 -3-7 oc bracing. WEBS 2 X 3 SPF No.2 *Except' WEBS 1 Row at midpt 3 -15, 7 -10 W1: 2 X 6 SPF 1650F 1.5E MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 10= 2115/0 -5-8, 15= 2115/0 -5-8 Max Horz 15 =91(LC 7) Max UpIift10=- 498(LC 8), 15=- 498(LC 8) FORCES (lb) - Maximum Compression/Marimum Tension TOP CHORD 1 -2 =0/84, 2- 3=- 520/161, 3-4 =- 2692/947, 4-16 =- 2884/1086, 5 -16 =- 2883/1086, 5- 17=- 2883/1086, 6-17=-2884/1086, 6-7 =- 2692/947, 7-8 =- 520/161, 8 -9 =0/84, 2- 15=- 652/319, 8- 10=- 652/319 BOT CHORD 14-15=-655/2282, 13-14=-569/2319, 12-13=-569/2319, 11 -12 =- 569/2319, 10- 11=- 655/2282 WEBS 3- 14= -40/325, 4-14 =- 86/209, 4-13 =- 210/907, 5 -13 =- 756/338, 6-13 =- 210/907, 6-11 =- 86/209, 7- 11= 40/325, 3 -15 =- 2376/819, 7- 10=- 2376/819 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; B =48ft; L =28ft; eave =4ft; Cat. 11; Exp C; partially; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 10 and 15. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. LOAD CASE(S) Standard r 1 Job Truss Truss Type Qty Ply CRAFTSMAN LOT 7 , MA 1004119R 501 ATTIC 8 1 Job Reference (optional) Reliable Truss & Components, Inc., New Bedford, MA, 02745, Jeff Medeiros 7.220 s Dec 29 2009 MiTek Industries, Inc. Thu Apr 22 17:09:01 2010 Page 1 �- 1 -4-0� 14-6-0 19-0.0 23-6-0 38.0 -0 -4-9 140 14-6-0 4-6-0 4-6-0 14-6-0 1-4-0 Scale = 1:67A 6x8 = 6.50 Iii 5 9x12 MT18H i 1` 3x8 = 3x8 = 4 2 6 9x12 MT18ri� 3 ..---- &E 7 / 1 r WI rn 1 9-0-0 8 rt. ` 9 41 � 81 t B2 B1 ` I4 11 ' 6x14 4 12 11 �1 10 6x14 • 12x12 = 12x12 = 14-6-0 22 -0-0 23-6-0 38-0 -0 14-6-0 7 -6-0 1 1 -60 14-6-0 Plate Offsets (X,Y): 12:0-1-10,0-3-01,13:0-2-0,0-7-01, [5:0.4 -0,Edge], [7:0- 2 -0,0 -7 -0], [8:0 -1- 10,0 -3-01, [10:0- 6- 0,0 -9 -0], [12:0 -6-0,0 -9 -0] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.99 Vert(LL) -0.49 2 -12 >526 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.96 Vert(TL) -0.72 2 -12 >359 240 MT18H 244/190 BCLL 0.0 Rep Stress !nor YES WB 0.83 Horz(TL) 0.04 8 n/a n/a BCDL 10.0 Code IRC2003/1P12002 (Matrix) Attic -0.29 10-12 422 360 Weight: 3781b LUMBER BRACING TOP CHORD 2 X 8 SYP M 23 *Except* TOP CHORD Structural wood sheathing directly applied. T1: 2 X 8 SYP No.1 BOT CHORD Rigid ceiling directly applied or 2 -2-0 oc bracing. BOT CHORD 2 X 12 SYP No.1 WEBS 1 Row at midpt 4-6 WEBS 2 X 8 SYP No.1 *Except* MiTek recommends that Stabilizers and required cross bracing be installed W2: 2 X 4 SPF No.2 during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb /size) 2= 2497/0 -5-8, 8= 2202/0 -5-8, 11= 1999/0 -5-8 Max Horz 2=- 286(LC 6) Max Uplift2 =- 389(LC 8), 8=- 336(LC 8), 11=- 361(LC 8) MaxGrav2= 2657(LC 13), 8= 2202(LC 1), 11= 2399(LC 14) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/61, 2- 3=- 3269/378, 3-4 =- 2378/577, 4 -5 =- 308/726, 5-6 =- 287/636, 6-7 =- 2287/598, 7-8 =- 2955/368, 8-9 =0/61 BOT CHORD 2 -12 =- 8/2438, 11- 12=- 14/2436, 10 -11 =- 14/2436, 8-10 =- 12/2460 WEBS 3-12 = -98 /356, 7- 10=- 1124/982, 4-6=-3189/1018 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -02; 100mph; TCDL= 6.0psf; BCDL�.Opsf; h =25ft; B =48ft; L =38ft; eave =5ft; Cat. 11; Exp C; partially; MWFRS (all heights) and C-C Exterior(2) zone; cantilever be and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) All plates are MT20 plates unless otherovise indicated. 4) The Fabrication Tolerance at joint 3 = 8 %, joint 7 = 8 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7, 4-6; Wall dead load (5.0psf) on member(s).3 -12, 7 -10 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 11 -12, 10 -11 8) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2, 8, and 11. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) Attic room checked for U360 deflection. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CRAFTSMAN LOT 7 , MA 2ND FLOOR 401 FLOOR 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD - MA, 02745, MARK - ASQUILL 7.050 5 May 22 2008 MiTek Industries, Inc. Mon Apr 19 12:19 5 2010 Page 1 0-6-0 1 II 2-6-0 II 7 -1 -8 I I 1- - 8 I Scale= 1:29.0 2x4 11 254 11 356 FP= 3x6 = 254 11 4x6 = 3x4 11 1 4x6 = 2 3 4 5 6 7 8 = 9 T+ NUMMI v 1 11 �� ir Ri v U kA 17 16 15456 = ,rt 13 12 11 li 254 11 456 = 3x10 = 356 FP= 2x4 11 2x4 11 4x6 = P-6 -9 9 -7 -12 I 17 -2-0 I 0-6-0 9 -1 -12 7-6-4 Plate Offsets (X,Y): (1:0- 1- 8,Edge], 12:0- 1- 8,Edge], (3:0 -1-8,0 -0-01, [7:0- 1- 8,Edge1, 18:0- 1- 8,Edge], (10:Edge,0 -1 -8], (11:0- 1- 8,0 -0 -01, 112:0- 1- 8,Edge], [15:0.1- 8,Edge1, [16:0- 1- 8,Edctel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.69 Vert(LL) -0.10 14 -15 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.63 Vert(TL) -0.27 14 -15 >399 240 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.02 10 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 61 Ib LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SPF No.2 `Except` W7: 4 X 4 DF No.3 REACTIONS (Ib/size) 1= 488/0 -5-8, 14= 1437/0 -3 -8,10= 374/0 -3-8 Max Gray 1 =512(LC 7), 14= 1439(LC 6), 10 =407(LC 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1- 17= 0/28, 9-10 =- 131/0, 1 -2 =- 1309/0, 2- 3=- 1309/0, 3-4 =- 1309/0, 4-5 =- 1309/0, 5-6= 0/699, 6-7 =0/699, 7-8 =- 833/0, 8 -9 =0 /0 BOT CHORD 16- 17 =0/0, 15- 16=0/1309, 14- 15= 0/1036, 13- 14= 0/833, 12- 13=0/833, 11- 12= 0/833, 10-11 =0/833 WEBS 6 = 589/0, 5 = 1456/0, 1 - 16= 0/1370, 5 - 15= 0/492, 2 - 16 = 325/0, 3 - 15 = 96/0, 8 = 871/0, 7 - 14 = 1254/0, 7 - 12= 0/102, 8 - 22/28 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 322 Ib down at 9 -7 -12 on top chord. The design /selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 10- 17 = -20, 1- 9= -100 Concentrated Loads (Ib) Vert: 6=- 322(F) Job Truss Truss Type Qty PIy CRAFTSMAN LOT 7 , MA 2ND FLOOR 005 FLOOR 11 1 Job Reference (optional) RELIABLE TRUSS CO., NEW EDFORD MA, 02745, MARK PASQUILL 7.05 s May 22 2008 MiTek Industries, Inc. Mon Apr 19 12:05 2010 Page 1 0-6-0 HI 2-6-0 1 9-911 00 94G1..1:56.5 3x3 = 3.6 = 3x10 MT18H FP= 643 = 6x8 = 2x4 1 3x6 FP= 2x4 11 4x6 = 2x4 1 5x14 = 2x4 1 5x14 = 2x4 1 4x6 = 2x4 1 3,6 = 2x4 I I 3 . 3 = 1 2 3 4 5 6 7 e 9 10 11 12 13 14 15 16 17 18 19 �. - ■ 1m� ^: r Tj %. yr' ■ . �� i is: r - Y xc _!�� 0 � ,_ 1 l ��1' u�� -1� ■ J/ \�G� lc le ■ 32 31 30 29 28 27 26 25 24 23 22 21 20 2x4 11 6x16MT18H= 4x6 =2x4 4x12 = 3x6 FP= 5,14 = 4x12 = 2x4 II 4x6 = 606MT18H= 2x4 II 3,8 MT18H FP= Or6/0 16 -11 -12 1 33-6-0 31-94) 0-6-0 16 -5-12 16-6 -4 0-6-0 Plate Offsets (X,Y): 11:0- 1- 8,Edgel, [6:0- 1- 8,Edgel, [7:0- 1- 8,Edgel, [14:0- 1- 8,Edgel, [15:0- 1- 8,0 -0 -01, [19:0- 1- 8,Edgel, [20:0- 1- 8,Edgel, [23:0- 1- 8,Edgel, [24:0- 1- 8,Edgel, [29:0 -1- 8,0-0-01, [30:0- 1- 8,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.90 Vert(LL) -0.32 21 -23 >614 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.60 21 -23 >329 240 MT18H 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) -0.04 19 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 131 Ib LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2 -2-0 oc puffins, except end verticals. T4: 4 X 2 SPF 1650E 1.5E, T3: 4 X 2 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 4 X 2 SPF 1650F 1.5E 6-0-0 oc bracing: 26- 28,25 -26. WEBS 4 X 2 SPF No.2 *Except* W13: 4 X 4 DF No.3 REACTIONS (Ib /size) 1= 755/0 -5-8, 19= 758/0 -5 -8, 26= 2432/0 -3-8 Max Gray 1= 835(LC 2), 19= 832(LC 3), 26= 2432(LC 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -32 =0/14, 19-20 =0/13, 1 -2 =- 2265/0, 2 -3 =- 2260/0, 3-4 =- 2260/0, 4-5 =- 3493/0, 5-6 =- 3493/0, 6 -7 =- 3493/0, 7 -8 =- 2252/708, 8 -9 =- 2217/713, 9-10=0/4399, 10-11=0/4399, 11-12=0/4399, 12-13=-2154/638, 13-14=-2189/633, 14-15=-3467/0, 15-16=-3467/0, 16-17=-2254/0, 17- 18=- 2254/0, 18 -19 =- 2259/0 BOT CHORD 31- 32= 0/0,30 -31= 0/3360,29 -30= 0/3493,28 -29= 0/3493,27 -28 =- 1704/288,26 -27 =- 1704/288,25 -26 =- 1616/208,24 -25= 0/3467, 23-24=0/3467, 22-23=0/3346, 21-22=0/3346, 20-21=0/0 WEBS 10 -26 =- 335/0, 1- 31= 0/2351, 9-26 =- 3488/0, 3 -31 =- 214/0, 9-28= 0/2288, 8-28 =- 265/0, 4 -30 =- 583/201, 7 -28= 1756/0, 6-30=-12/120, 7 -29 =- 1/172, 19- 21= 0/2345, 12 -26 =- 3495/0, 17- 21=- 211/0, 12- 25= 0/2291, 16 -21 =- 1145/0, 13- 25=- 264/0, 16- 23=- 567/214, 14 -25 =- 1759/0, 14- 24= 0/192, 15.234- 20/106, 4-31 =- 1154/20 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CRAFTSMAN LOT 7 , MA 2ND FLOOR 004 FLOOR 4 1 Job Reference (o tip nal) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASOUILL 7.050 s May 22 2008 MTek Industries, Inc. Mon Apr 19 12:02:39 2010 Page 1 0-6-0 I-11 2-6-0 , P $ - P , 1-6-0 i Scale =1:40.9 6x10 = 2x4 11 3x6= 2x4 I 3x6 FP= 2x4 11 4x12 = 2x4 II 4x6 = 4x6 = 304 11 1 2 3 4 5 6 7 8 9 10 11 12 13 ►/- \ I \ I R , 1_11 I9 d 9 23 22 21 20 19 18 [ g 18 15 14 2x4 H 5x14 = 408 = 2x4 11 4x12 = 301 FP= 5x14 = 2x4 11 204 11 4x6= 9-611 16 -11 -12 24-1 -8 0-6-0 16-5-12 7-1-12 Plate Offsets (X,Y): [1:0- 1- 8,Edge], [5:0- 1- 8,Edge], 16:0- 1- 8,Edgel, [11:0- 1- 8,Edgel, [12:0- 1- 8,Edge], [14:Edge,0 -1.8], [15:0- 1- 8,0-0-01, (16:0- 1- 8,Edge], [20:0- 1- 8,0 -0 -01, (21:0- 1- 8,Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.99 Vert(LL) -0.34 21 -22 >583 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.86 Vert(TL) -0.66 21 -22 >296 240 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) -0.01 14 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matra) Weight 95 Ib LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. T3: 4 X 2 SPF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 4 X 2 SPF 1650F 1.5E *Except* B2: 4 X 2 SPF No.2 WEBS 4 X 2 SPF No.2 *Except* W14: 4 X 4 DF No.3 REACTIONS (lb /size) 1= 879/0 -5-8, 17= 1759/0 -3 -8, 14= 174/Mechanical Max Uplift14 =96(LC 2) Max Gray 1= 890(LC 7), 17= 1759(LC 1), 14= 329(LC 3) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -23 =0/12, 13 -14 =- 158/0, 1- 2=- 2318/0, 2 -3 =- 2313/0, 3-4 =- 2355/0, 4-5 =- 4047/0, 5-6 =- 4047/0, 6 -7 =- 3033/0, 7-8 =- 3033/0, 8-9 =- 2998/0, 9-10=0/2161, 10-11= 0/2161, 11- 12=- 527/708, 12- 13=0/0 BOT CHORD 22- 23= 0/0,21 -22= 0/3708,20 -21= 0/4047,19 -20= 0/4047,18 -19= 0/1215,17 -18= 0/1215,16 -17 =- 708/527,15 -16 =- 708/527,14 -15 =- 708/527 WEBS 10- 17=- 264/0, 1- 22= 0/2418, 9-19= 0/1954, 3-22 =- 216/0, 8-19=-273/0, 4-22=-1411/0, 6- 19=- 1250/0, 4-21 =- 122/662, 5-21 =- 56/35, 6- 20=- 72/126, 12- 14=- 550/740, 11 -17 =- 1950/0, 11 -16= 0/220, 12 -15 =- 141/0, 9-17 =- 3190/0 NOTES 1) Unbalanced floor live Toads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 Ib uplift at joint 14. 4) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CRAFTSMAN LOT 7 , MA 1ST FLOOR 003A FLOOR 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW 9EDFORD MA, 02745, MARK ASOUILL 7.050 sl ay 22 2008 MiTek Industries, Inc. Mon Apr 19 12:23:03 2010 Page 1 _ 0-6-0 1-3-8 2 6-0 g -1 I I I 1 1 I 1 0 8 -0 1 I$ * 1:27.9 6x8 = 1x3 11 3x12 = 3x6 FP= 1x3 11 1x3 11 3x6 = 1x3 11 6x18 = 1 2 3 4 5 6 7 8 9 10 11 12 13 1•M17r•■IMMI6 ttttttttt1111■■6ttINIMII9IM■111a 5 11-IMi71•IIMMIM - IM 1 � � 1.= 6. 19 7' 17 163x6 = 15 14 1x311 3x12= 3x8= 6x16M718H= 1x3 11 1 68 1 2-1-4 I 15-11-0 ?I S-, 0-6-8 1-6-12 13 -9 -12 0-6-8 Plate Offsets (X,Y): (2:0- 1- 8,Edge), (12:0- 1- 8,Edge), 116:0- 1- 8,Edge), (17:0- 1- 8,Edoel LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /dell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.96 Vert(LL) -0.30 15 -16 >580 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.77 Vert(TL) -0.61 15 -16 >284 240 MT18H 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) -0.04 18 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 62 Ib LUMBER BRACING TOP CHORD 4 X 2 SPF 1650F 1.5E *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. T2: 4 X 2 SPF No.2, T3: 4 X 2 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. BOT CHORD 4 X 2 SPF 1650F 1.5E WEBS 4 X 2 SPF No.2 `Except* W3: 4 X 4 DF No.3 REACTIONS (Ib /size) 1=- 453/0 -5-8, 13= 766/0 -5-8, 18= 1637/0 -3 -8 Max Uptiftl=- 493(LC 3) Max Gray 13= 773(LC 3), 18= 1637(LC 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 2- 19= -17/0, 12 -14 =0/14, 1- 2 = -0/0, 2- 3= 0/1360, 3- 4= 0/1374, 4-5= 0/1374, 5-6 =- 2843/0, 6-7 =- 2843/0, 7-8 =- 2843/0, 8-9 =- 2843/0, 9-10=-2547/0, 10- 11=- 2547/0, 11- 12=- 2540/0, 12- 13 =0 /0 BOT CHORD 18- 19 =0/0, 17- 18= 0/1212, 16- 17= 0/2843, 15- 16= 0/3099, 14- 15 =0 /0 WEBS 4-18 =- 142/0, 2 -18=- 1536/0, 12- 15= 0/2648, 5 -18 =- 2605/0, 10- 15= 450/0, 5- 17= 0/1739, 7 -17 =- 371 /0, 9-16 =- 523/247, 8-16=-14/78, 9-15= -580/0 NOTES 1) Unbalanced floor live Toads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 493 Ib uplift at joint 1. 4) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5) Recommend 2x6 strongbacks, on edge, spaced 5110-0-0 oc and fastened to each truss with 3 -16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CRAFTSMAN LOT 7 , MA 1ST FLOOR 003 FLOOR 12 1 Job Reference optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745, MARK PASQUILL 7.05 s May 22 2009 MiTek Industries, Inc. Mon Apr 19 11:24:07 2010 Page 1 0-6-0 1 1 1 2-6-0 1 1 1-7-8 � I P -6- PSc 1:27.9 6x14= 1x3 It 3x6= 1x3 II 1x3 11 3x6 FP= 3x6= 1x3 11 6x14= 1 2 3 4 5 6 7 8 9 10 11 12 13 111•11111 ■ ti■1111111M1111111Mt_■ -tit• ■ - W rrarr_ ■' 181 6 ■ t/� ■ Willi I M 11111.11 CM 19 18 17 163x6= 15 14 1x3 11 5x14 = 4x4= 1x3 11 1 06-8 1 15 -11 -0 1 16-5 -1 0-6-8 15-4 -8 0-6-8 Plate Offsets (X,Y): 12:0- 1- 8,EdgeL [12:0- 1- 8,Edge),115:0- 3- 8,Edge), 116:0- 1- 8,Edge], )17:0.1- 8,Edge], 118:0- 5- 0,Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I /defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.95 Vert(LL) -0.44 15 -16 >453 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.81 15 -16 >245 240 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) -0.05 13 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 61 Ib LUMBER BRACING TOP CHORD 4 X 2 SPF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 2 -2-0 oc purlins, except end verticals. BOT CHORD 4 X 2 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 4 X 2 SPF No.2 REACTIONS (Ib /size) 1= 975/0 -5-8, 13= 975/0 -5-8 FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 2 -19 =0/22, 12 -14 =0/16, 1- 2 = -0/0, 2 -3 =- 3336/0, 3-4 =- 3347/0, 4-5 =- 3347/0, 5-6 =- 5019/0, 6-7=-5019/0, 7- 8=- 5019/0, 8 -9 =- 5019/0, 9- 10=- 3358/0, 10- 11=- 3358/0, 11- 12=- 3347/0, 12- 13 =0/0 BOT CHORD 18- 19 =0/0, 17- 18= 0/4506, 16- 17= 0/5019, 15- 16= 0/4522, 14- 15 =0/0 WEBS 12- 15= 0/3492, 10 -15 =- 499/0, 4- 18=- 519/0, 9-15 =- 1221/0, 5 -18=- 1217/0, 9-16= 0/812, 5-17 = 0/801, 6-17 =- 223/0, 7-16=-126/0, 2- 18= 0/3481 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 3) Recommend 2x6 strongbacks, on edge, spaced at 10 -0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard • Job Truss Truss Type Qty PIy CRAFTSMAN LOT 7 , MA 1ST FLOOR 002 FLOOR 11 1 Job Reference (optional) RELIABLE TRUSS CO., NEW OF MA, 02745, MARK •ASOOILL 7.050 s May 22 2008 MiTek Industries, Inc. Mon Apr 19 10:55:57 2010 Page 1 0-6-0 H I 2 1 D 96816•1:58.4 2x4 11 3x12 MT18H FP= 6010 = 3x6 FP= 3x6 = 2x4 H 4x6 = 2x4 11 8x16 = 2x4 11 8x16 = 2x4 11 4x6 =2x4 11 3x6 = 244 11 6x10 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 -"il 1 ■ ■ ��i' +� .�i■iLj \ i -' 1 �e i iz �: r n KI 34 33 32 31 30 29 28 27 26 25 24 23 22 2x4 1 1 4012 = 4x6 =2x4 I I 4x12 = 3x6 FP= 5x14 = 4x12 = 2x4 11 406 = 3x8 MT18H FP= 402 = 2x4 II Or618 16 -11 -12 1 33-5-8 34-00 0-6-8 16-5 -4 16 -5-12 0-6-8 Plate Offsets (X,Y): [2:0- 1- 8,Edge], [7:0-1-8,Edge], [8:0-1- 8,Edge], [15:0- 1- 8,Edge], [16:0- 1- 8,0 -0 -0], [20:0- 1- 8,Edge], [22:0- 1- 8,Edge], [23:0- 2- 12,Edge], [25:0- 1- 8,Edge], [26:0-1-8,Edge], [31:0- 1- 8,0 -0-0], • [32:0- 1.8,Edge], [33:0-4- 4,Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.99 Vert(LL) -0.40 23 -25 >506 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.74 23 -25 >277 240 MT18H 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) -0.01 28 n/a n/a BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 131 Ib LUMBER BRACING TOP CHORD 4 X 2 SPF 2100F 1.8E *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. T1,T5: 4 X 2 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 4 X 2 SPF 1650F 1.5E , WEBS 4 X 2 SPF No.2 *Except* W13:4X4DFNo.3 REACTIONS (Ib /size) 1= 753/0 -5-8, 21= 756/0 -5-8, 28= 2547/0 -3-8 Max Gray 1= 838(LC 2), 21 =841(LC 3), 28= 2547(LC 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 2 -34 =0/13, 20-22 =0/12, 1- 2 = -0/0, 2 -3=- 2803/0, 3-4 =- 2811/0, 4-5 =- 2811/0, 5-6=- 2811/0, 6-7 =- 3536/17, 7 -5-- 3536/17, 8-9=-2083/948, 9- 10=- 20491952, 10- 11= 0/5062, 11- 12= 0/5062, 12- 13= 0/5062, 13- 14=- 2054/943, 14- 15=- 2087/939, 15- 16=- 3555/3, 16 -17 =- 3555/3, 17- 18=- 2821/0, 18- 19=- 2821/0, 19- 20=- 2813/0, 20- 21 =0 /0 BOT CHORD 33- 34 =0/0, 32- 33= 0/3561, 31- 32=- 17/3536, 30 -31 =- 17/3536, 29- 30=- 2067/0, 28 -29 =- 2067/0, 27- 28=- 2055/0, 26-27=-3/3555, 25- 26=- 3/3555 ,24 -25= 0/3578,23 -24= 0/3578,22- 23 =0 /0 WEBS 11- 28=- 335/0, 2- 33= 0/2924, 13- 28=- 3697/0, 4- 33=- 466/0, 10- 30= 0/2456, 6- 33=- 787/139, 9 -30 =- 260/0, 6-32 =- 755/88, 8-30 =- 1959/0, 7 -32= 0/138, 8-31= 0/197, 20- 23= 0/2934, 18- 23= 466/0, 13- 27= 0/2461, 17 -23=- 794/133, 14- 27=- 260/2, 17 -25 =- 752/93, 15- 27=- 1976/0, 15-26=0/199, 16-25=0/136, 10-28=-3691/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4) Required 2x6 strongbacks, on edge, spaced at 10 -0-0 oc and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard • Job Truss Truss Type Qty Ply CRAFTSMAN LOT 7 , MA 1ST FLOOR 001 FLOOR 4 1 Job Reference (optional) RELIABLE TRUSS CO., NEW : ■ - • - 1 MA, 0274 . T' *IC •ASQUILL 0 s May 22 2008 MiTek Industries, Inc. Mon Apr 19 10:53:10 2010 Page 1 0-6-0 I I 2-6-0 I 8-8-8 1-6-8 S081..1:41 .8 6x10 = 2x4 I I 3x6 = 2x4 II 3x6 FP= 2x4 I I 5x14 = 2x4 I I 4x6 = 2x4 I I 34 = 3x4 I I 1 2 3 4 5 6 7 4x6 = 8 9 10 11 12 13 14 15 • III 7'i � 1 1 1 � L 1 1.7. 1 1 IG le 25 24 23 22 21 20 I I 18 17 16 2x4 I I 4x12 = 46 = 2x4 I I 4x12 = 3x6 FP= 5x14 = 2x4 I 1 4x4 = 4x6 = 9-61 16 -11 -12 24-8-0 0-6-8 16-5 -4 7 -8-4 Plate Offsets (X,Y): [2:0- 1- 8,Edgel, [6:0- 1- 8,Edgel, [7:0- 1- 8,Edgel, (12:0.1- 8,Edge1, [13:0 -1-8,0 -0-0L [16:Edge,0 -1-81, [17:0- 1- 8,Edge), [18:0- 1- 8,Edgel, [22:0 -1 -8,0 -0-01, f23:0- 1.8,Edgel, f24:0- 4- 4,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 1.00 Vert(LL) -0.38 23 -24 >542 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.75 23-24 >273 240 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.01 19 n/a n/a BCDL 10.0 Code IRC20031TP12002 (Matrix) Weight: 95 Ib LUMBER BRACING TOP CHORD 4 X 2 SPF 2100F 1.8E *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. . T1: 4 X 2 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. BOT CHORD 4 X 2 SPF 1650F 1.5E *Except* B2: 4 X 2 SPF No.2 WEBS 4 X 2 SPF No.2 *Except* W13: 4 X 4 DF No.3 REACTIONS (lb /size) 1= 834/0 -5-8, 19= 2032/0 -5-4, 16= 66/Mechanical Max UpIift16 - -215(LC 2) Max Gray 1= 844(LC 2), 19= 2032(LC 1), 16= 307(LC 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 2 -25 =0/14, 15.16 =- 104/0, 1- 2 = -0/0, 2 -3 =- 2826/0, 3-4 =- 2834/0, 4 -5 =- 2834/0, 5-6 =- 3595/0, 6-7 =- 3595/0, 7 -8 =- 2173/0, 8 -9 =- 2173/0, 9-10=-2140/0, 10-11=0/3434, 11-12=0/3434, 12-13=-220/1699, 13-14=-220/1699, 14-15=0/0 BOT CHORD 24- 25= 0/0,23 -24= 0/3601,22 -23= 0/3595,21 -22= 0/3595,20 -21 =- 459/140,19 -20 =- 459/140,18 -19 =- 1699/220,17 -18 =- 1699/220, 16-17=-861/532 WEBS 11- 19=- 285/0, 10- 19= 3507/0, 2-24/2947, 10- 21= 0/2226, 4-24 =- 467/0, 9-21 =- 268/0, 5-24 =- 805/0, 7 -21 =- 1568/0, 5-23 =- 401/434, 6-234- 17/68, 7 -22 =- 35/150, 14 -16=- 557/901, 12 -19=- 2402/0, 14- 17=- 109710, 12- 18= 0/160, 13-17 =0/422 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 215 Ib uplift at joint 16. 4) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5) Required 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3 -16d nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard - Bk: 09394 Pg: 203 • Planning - Decision City of Northa Hearing No.: PLN -2008 -0025 Date: January 25, 2008 . (2) The, Protect and site plan meet the requirements and standards set forth In this § 350 -20, or a waiver has been granted therefrom. No waivers have been granted; and • (3) Extraordinary adverse pdtentlal Impacts of the Project on nearby properties have been adequately mitigated. The Board approved three separate house, garage, and driveway layouts for Lot 11. COULD NOT DEROGATE BECAUSE: • FILING DEADLINE: MAILING DATE: HEARING CONTINUED DATE: DECISION DRAFT BY: APPEAL DATE 12/25/2007 1/17/2008 5/8/2008 . REFERRALS IN DATE: HEARING DEADLINE DATE HEARING CLOSE DATE — FINAL SIGNING BY: APPEAL DEADLINE: 1/10/2008 4/28/2008 1/24/2008 • 5/8/2008 2/14/2008 • ' FIRST ADVERTISING DATE: HEARING DATE VOTING DATE: , DECISION DATE: 1/10/2008 1/24/2008 1/24/2008 1/25/2008 SECOND ADVERTISING DATE: HEARING TIME: VOTING DEADLINE: DECISION DEADLINE: 1/17/2008 7:25 PM 5/8/2008 5/8/2008 MEMBERS PRESENT: VOTE D C C i U V E Katharine G. Baker votes to Grant Stephen Gilson votes to Grant JAN �1 ry�p JenniferDieringer votes to Grant JAN 2 5 V2 Francis Johnson votes to Grant . George Kohout votes to Grant , CITY CLERKS OFFICE . . Keith Wilson votes to Grant NORTHAMPTON, MA 01060 Kenneth Jodrie votes to Grant 'MOTION MADE BY: SECONDED BY: OTE COUNT: DECISION: Kenneth Jodrie Jennifer Dleringer I 7 I Approved with Conditions MINUTES OF MEETING: Available In the Office of Planning & Development 1, Carolyn Misch, as agent to the Planning Board, certify that this is a true and accurate decision made by the Planning Board and certify that a copy of this and all plans have been filed with the Board and the City Clerk on January 25, 2008. 1 that a cOpy of 1§ Qlg naas been mailed to the Owner and Applicant Notice of Appeal An appeal from the decision of the Planning Board may be made by any person aggrieved pursuant to MGL Chapt 40A, Section 17 as amended and as stipulated In MGL Chpt 4OR within twenty (20) days after the date of the filing of the notice of the decision with the City Clerk. The date Is listed above. Such appeal may be made to the Hampshire Superior Court with a certified copy of the appeal sent to the City Clerk of the City of Northampton. February 15, 2008 1, Wendy Mazza, City Clerk of Northampton, hereby certify that the above decision of the Northampton Planning Board was filed in -the office of the City Clerk on January 25, 2008, that twenty days have elapsed since..such filing and that no appeal . has been filed in this matter Att est: PlallAtit- -+ . 'City Clerk -Cy y of Nd4 hampton • ATTg9T [PBHm E, gallaC B S4ISThR . ' !LARTAN I L. DONOHUE GeoTMSID 2008 Des Laurlers Municipal Solutions, Inc. Bk: 09394 Pg: 202 Planning - Decision City of Northampton Hearing No.: PLN- 2008 -0025 Date: January 25, 2008 APPLICATION TYPE: SUBMISSION DATE: PB 40R Review 1/9/2008 Applicant's Name: Owner's Name: Surveyor's Name: NAME: NAME: COMPANY NAME: Wright Builders HOSPITAL HILL DEVELOPMENT • ADDRESS: ADDRESS: ADDRESS: 48 Bates St c/o MassDevelopment 160 Federal Street TOWN: STATE: ZIP CODE: TOWN: STATE: ZIP CODE: TOWN: STATE: ZIP CODE: ' NORTHAMPTON MA 01060 BOSTON MA 02110 PHONE NO,: FAX NO.: PHONE NO.: FAX NO.: PHONE NO.: FAX NO.: (413) 586 -8287 (413) 587 -9276 EMAIL ADDRESS: - EMAIL ADDRESS: EMAIL ADDRESS: Site Information: STREET NO.: SITE ZONING: VILLAGE HILL RD PV /Smart Growth Overlay District TOWN: SECTION OF BYLAW: NORTHAMPTON MA 01060 350 -20: Smart Growth Overlay District MAP: BLOCK: I LOT: MAP DATE: ACTION TAKEN: 31C 017 001 Approved With Conditions Book: Page: 09282 121 NATURE OF PROPOSED WORK: Construction of 11 single family homes with attached garage. These lots will be created along a newly created street named Olander Drive. HARDSHIP: CONDITION OF APPROVAL: 1) Prior to issuance of a building permit the following Items must be addressed: a. Infiltration design behind the single family structures shall be approved by Department of Public Works to ensure that erosion down the embankment to the detention area will not occur. • b. The applicant shall flag all trees for protection and those that will be removed. These trees will be reviewed by staff to ensure that appropriate protection measures are used to protect specimen trees. These specimen trees do not include the row of blue spruce behind lots 1, 2, 3 etc. 2). Driveways shall ramp up to sidewalks as planned therefore preventing any street runoff from entering onto private property and preventing runoff from private property from flowing Into the Olander Drive. 3).Sewer clean outs and water shutoffs will be required at the property line for each single family house in accordance with Department of Public Works requirements. FINDINGS: The Planning Board granted approval of the application based on the submissions within the application that address all the section in 350.20 and the following plans and documents: 1. Morningside at Village Hill dated 12 -21 -2007, Prepared by The Berkshire Design Group, Inc., Sheets L -1 through L -6, 2. Elevation Sheets prepared by Wright Builders, Inc. Last Revised date 12/17/07. Victorian West Elevation, North Elevation, Basic East _Elevation, Basic South Elevation, West Elevation Victorian Lot 11, North Elevation Basic Victorian Lot 11, East Elevation Victorian Lot 11, South Elevation Victorian Lot 11, Craftsman West, North, East, South Elevations. (separate set of elevations for all sheets above submitted showing depth of step backs. 3). Memo and documentation submitted by Jeff Squire of The Berkshire Design Group, Inc. dated January 24, 2008 re: DPW /OPD review comments Eastvlew and . Morningside. In accordance with approval criteria In section 350 - 20.14, the Planning Board found that the following criteria were met: (1) The appilcant has submitted the required fees and information as set forth In the Plan Approval Authority's regulations section 350- 20; and GeoTMSQ) 2008 Des Lauriers Municipal Solutions, Inc. Bk: 09394 Pg: 201 II i �'' 1 I I II I �� I I�W � ,L � HAMPSHIRE Bk: 9394Pg: 201 Page: 1 of 3 REGISTRY OF DEEDS Reoorded: 02/15/2008 09:44 AM DOCUMENT COVER SHEET For use with documents that do not meet For Registry Use Only document formatting standards. Information from original document takes precedence when indexing data into Registry system. THIS IS THE FIRST PAGE OF THIS DOCUMENT - DO NOT REMOVE PROPERTY ADDRESS: v frniA/p p N M K DOCUMENT TYPE: ( L� N N IN - j(4 NAME REFERENCE: ' 7 11.1./tlib, !NU. 034703 7 INVOICE NO JOB NO COMMITMENT NO AMOUNT DISCOUNT NET AMOUNT /K 042110-919 08-919 173,.na ri il . M ti 4 7 ct el el / CHECK DATE CHECK NO. TOTAL GROSS TOTAL DISCOUNT CHECK AMOUNT ..›••± i ,.,..., 4 -,A• -n•-.. • 173.00 .00 173.00 ..&-weti..40, ..,,,,,-,„ ..,,,,,,.,,,„,..,„..- -, . HAS;WCOLORECEBACKGROUNIYON-WHITE PAPER Z. , ;. , ,,, , ,,0... - ,t.. , :;:n , Vc•, f90:5,9;:‘,”9, . ,., f-F;4 _§. WRIGHT BUILDERS, INC. FLORENCE SAVINGS BANK 034703 48 BATES STREET FLORENCE, MA 01062 53-7168/2118 NORTHAMPTON, MA 01060 413-586-8287 ?a.V: ** hunfITPd seventy-three dollars and no rents DATE CHECK NO. CHECK AMOUNT AnTil 92 2n1n 3477 $k****kt*17300 NOT VALID AFTER 90 DAYS (77...? OF ITORTIOILPTIM IWO TURES REQUIRED 0 FCKS OVER 95000 00 ZNA 7 ,...--"..- NP AUTHORIZED SIGNATURE NP AUTHORIZED SIGNATURE ' ;K's.,, SECURITY FEATURES INCLUDED. DETAILS ON BACK. 8 W., '-' 1 0 34 70 311 I: 2 L Li3 1 7 16881: 0 L 2 S 00 5 60 611° , 1 - 1 . P • • Northampton Fire Dept. Fees Job: New House - Craftsman Style Village Hill - Morningside (Lot #7) 63 Olander Drive (Map 38A, Lot 122) Northampton, MA 01060 Floor Squ. Ft. x 0.04 Fee Basement 1344 x 0.04 $53.76 1st Floor 1344 x 0.04 $53.76 2nd Floor 1112 x 0.04 $44.48 Garage 524 x 0.04 $20.96 TOTAL: $172.96 Hardwired smoke, CO and heat detectors per Code in new house & garage. Building permit application pkg submitted to the Bldg Dept on 4/23/10. Wright Builders mailed $173.00 check directly to Asst. Chief Duane Nichols at Northampton Fire Dept on 4/23/10. cc: Tony Patillo, Northampton Building Commissioner Asst. Chief Duane Nichols Prepared by Wright Builders, Inc. 4/23/2010 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: 63 Olander Drive at Village Hill Inquiry Made By: Wright Builders Date of Inquiry: 4/1/10 Reason for Hook into City Utilities Request: Municipal Sewer Main in Front of Location: Yes No Municipal Storm Drain Available: 5'/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: ?(R 1 v'A (C, Note: If this availibilitv is for new construction, this form must be hand delivered to Building Inspector. A corresponding "sewer entrance fee" shall be paid prior to making any connection to the municipal sewer system. Arrangements of such installation shall be made with the Northampton Streets Department with a minimum of 5 working days notification. All work shall conform to Northampton Streets Department specifications. a o_ ..w g 1 John Hall Sewer Department cc: Ned Huntley, Director DPW Anthony Patillo, Building Inspector 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: 63 Olander Drive/Village Hill Inquiry Made By: Wright Builders Date of Inquiry: 4/1/10 Number of Type of Single Family X Type of Private X Units: 1 Unit(s): Accessory Apart. Ownership: Condo Multi- family Rental (Annlicant to fill out the above) Municipal Water Main in Existing service to Front of Location? Yes: X No: site? Yes: X No Size of Water Main: 8" Material: D.I. Age: 2005 Approximate Static Street Flow Test Conducted: Yes: No: X Pressure: 85 psi If done attach results Size of Service Connection 1' Suggested Meter Size: 5 /8" Comments: Existing water service stub to property line. • A corresponding water entrance fee shall be paid prior to making any connection to the municipal water system. • • .. • • : •• - is of such install. • : r• shall be made with the Northampton Water Department with a minimum of 5 wor g day of - .tion • All w: shall ..n : orth�•.ton Water Department specifications. l . David W. Sparks, Superintendent of Water Water Entry $200.00 Meter $100.00 Radio $100.00 cc: Ned Huntley, Director cc: Tony Patillo, Building Inspector Note: If this availability is for a new construction, it must be hand delivered to the Building Inspector. \sinbl \adrnin`Pe s nits\. \Water Appiicatio a\Vatei Ava.i!ability.doc ENERGY STAR HOME VERIFICATION SUMMARY • Date: February 27, 2008 Rating No.: not assigned. determine option Building Name: Wright Cfts W /Bonus Rating Org.: CET Owner's Name: Phone No.: 413 586 7350 Property: Olander Drive Rater's Name: Beth Paulson • Address: Northampton, MA D1060 Raters No.: Builder's Name: Wright Builders Weather Site: Northampton, MA Rating Type: Based On Plans File Name: WrightVillageHill Craftsman wirhtonus room.blg Rating Date: Dec 2007 Building Information Conditioned Area (sq ft): 4120 Housing Type: Single- family detached Conditioned Volume (cubic ft): 31760 Foundation Type: Conditioned basement Insulated Shell Area (sq ft): 7868 • HERS Index - 65 * * ***+ Number of Bedrooms: 5 Building Shell Ceiling w /Attic: R44,CE12 ",8 -16 U =0.024 Window/Wall Ratio: 0.15 • Vaulted Ceiling: R32,CE,10 -16,C U =0.034 Window Type: U:0.34, SHGC:0.31 Above Grade Walls: R19,CE1,6 -16 U =0.061 Window U- Value: 0.340 Found. Was (fond): oasis system 10" R =13.0 Window SHGC: 0.310 Found. Walls (Uncond): None Infiltration: Htg: 5.00 Clg: 5.00 ACHSO Frame Floors: R30,FG2,X -16 U =0.040 Measured Duct Leakage: 25.00 CFM25 Slab Floors: R10P,R1OU,24W U =0.043 Leakage to Outside: 35.05 CFM Mechanical Systems Heating: Fuel -fired air distribution, 100.0 kBtuh, 92.5 AFUE. Cooling: Air conditioner, 36.0 kBtuh, 14.0 SEER. Water Heating: • Conventional, Gas, 0.63 EF. Programmable Thermostat Heat Cool =Yes • Note: Where feature level varies in home, the dominant value is shown. ' This home MEETS OR EXCEEDS the EPA's requirements for an ENERGY STAR Home. • REM /Rate - Residential Energy Analysis and Rating Software v12.4 This information does not constitute any warranty of energy cost or savings. © 1985-2007 Architectural Energy Corporation, Boulder, Colorado. ( \ p r I AFca}r: -T 5eRi L# =s" _s 5: = .sj 1" I7 MJL t .;J 4sk Aluminum EnduraCfa& Exterior -- Double -Hung Design Data Vent Units - z _ 2135 17 -13/16 14 -1/4 1.8 3.2 5.1 R50 2147 17-13/16 20-1/4 2.5 4.5 6.9 R50 2157 17 -13/16 25 -1/4 3.1 5.6 8.3 R40 /R50 t ' 1 CLEAR OPENiNG WIDTH 2165 17 -13/16 29 -1/4 3.6 6.5 9.5 R40 /R50 2535 21-13/16 14-1/4 2.2 4.0 6.1 R50 I ' 2547 21-13/16 20-1/4 3.1 5.7 8.2 R50 i= . r 2557 21-13/16 25-1/4 3.8 7.0 9.9 840/R50 i' j j 2565 • 21-13/16 29-1/4 4.4 8,2 11.3 R40 /R50 Z +gin 2935 25-13/16 14-1/4 2.6 4.8 7.0 R50 i 1 J y 2947 25-13/16 20-1/4 3.6 6,8 • 9.5 R50 Shaded portor . ,r F , � shows vent area. 2957 25 -13/16 25 -1/4 4.5 8.4 11.5 R40/R50 050 M 2965 Ei 25-13/16 29-1/4 5.2 9.8 13.1 R40 /R50 (0) eff MK (Ai NPo 3335 29 -13/16 14 -1/4 3.0 5.6 8.0 R50 .s r � � 4 z� e e /-th 1- J 3347 29-13/16 20-1/4 4.2 7.9 10.8 H -R50 QA4 ^ J 1j 3357 Ei 29-13/16 25-1/4 5.2 9.9 13.1 R40 /R50 c-/il 3 - , ) D ZW = V 3365 E 29 13/16 29-1/4 6.1 11.4 14.9 R35/R50 tep(-• fit 4 A T f�1• _ 3377 E 29 -13/16 35 -1/4 7.3 13.7 17.6 R30 �• ` II/• 3741 33-13/16 17-1/4 4.1 7.7 10.5 R35/R50 D §y�rc ileiisa Miscelfaneous Formulas (Equal Sash Only) 3753 33-13/16 23-1/4 5.5 10 13 6 R35/R50 4 • • - 3759 E 33-13/16 26-1/4 6.2 11.7 15.2 R35/R50 Width = Frame - 5 :,. r �� ` ° � � � � " ` ° Height = (Frame - 6 6 ") / 2 3771 E 33 32 7.6 14.4 18.2 R30 Width = Frame - 4" ski`: 1' r:< r ' . , �� 4 Height = (Frame - 4 5/16 ") / 2 4153 - 37 -13/16 23 -1/4 6.1 11.7 15,1 R30 °` 4159 E 37 -13/16 26 -1/4 6.9 13.2 16.8 R30 s ° Asa; ` 4171 E 37 -13/16 32 -1/4 8.5 16.2 20.2 R30 Egress Notes: E = Window meets minimum dear opening of 24" height, 20" width, and 5.7 ft'. Check all applicable local codes for emergency egress requirements. Ei = Window meets minimum clear opening of 24" height, 20" width, and 5.0 ft". Check all applicable local codes for emergency egress requirements. (1) Second number, where shown, indicates performance with DP Enhancement Kit installed. To convert area to square meters (m'), multiply square feet by 0.0929. For dear opening, vent area, visible glass, and frame area, see page 5 -23. Pella 2008 Architectural Design Manual • Division 08- Openings • windows and Doors • www.PellaADM.com 6 -75 3 i - x GTi of .--�r isii� Vii. * , r1• --'ice 1 Z 7 .c D = aaTME 1T OF 3GILD I�NS?3Gi'iC�NS Ly 1 ItslcYECiOR 212 lSain St. ee *_ ' Municipal Building Northampton, Mass. 01060 e Scuare Fcctace • _A_�.cunt 'Bet @ , 15 1`3�i- - ao J o CDC f.. ist -lccr @ ..6-G f� f " i 6 /A-• . _ x Inc - ?cot @ .3,1:, .. - la. 4333(90 0 T o Attic, Garage ca l _ 4 ?t 11 ./2 Floors, rs At G a ra_e , i� � 4 1 Deck, Porc es , 15 d., `� b $ yo .may 1 l i i Za, r7 , cb i • , 77 ,i met-e It ii-- / t41- 1.3-,?..- . . i • 1 1 . f . t 1 t ••. 1 i t I • r . -t 1 SECTION 8 — CONSTRUCTION SERVICES 8.1 Licensed Construction Supervisor: Not Applicable ❑ Name of License Holder : Wright Builders, Inc. / Roger Buzzell 84280 License Number 48 Bates St., Northampton, MA 3/6/11 Address sr 9 ( Expiration Date / , % ( ( 4/ 413- 586 -8287 J Signature Telephone 9. Registered Home Improvement Contractor: Not Applicable ❑ Wright Builders, Inc. / Roger Buzzell 101536 Company Name Registration Number 48 Bates St., Northampton, Ma 6/26/10 Addre /� j Expiration Date ,..4( / / .7 Telephone 413- 586 -8287 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 buildi g permit. Signed Affidavit Attached Yes No ❑ 11. - Home Owner Exemption The current exemption for "homeowners" was extended to include Owner occupied Dwellings of one (1) or two(2) families and to allow such homeowner to engage an individual for hire who does not possess a license, provided that the owner acts as supervisor. CMR 780, Sixth Edition Section 108.3.5.1. Definition of Homeowner: Person (s) who own a parcel of land on which he /she resides or intends to reside, on which there is, or is intended to be, a one or two family dwelling, attached or detached structures accessory to such use and/ or farm structures. A person who constructs more than one home in a two - year period shall not be considered a homeowner. Such "homeowner" shall submit to the Building Official, on a form acceptable to the Building Official, that he /she shall be responsible for all such work performed under the building permit. As acting Construction Supervisor your presence on the job site will be required from time to time, during and upon completion of the work for which this permit is issued. Also be advised that with reference to Chapter 152 (Workers' Compensation) and Chapter 153 (Liability of Employers to Employees for injuries not resulting in Death) of the Massachusetts General Laws Annotated, you may be liable for person(s) you hire to perform work for you under this permit. The undersigned "homeowner" certifies and assumes responsibility for compliance with the State Building Code, City of Northampton Ordinances, State and Local Zoning Laws and State of Massachusetts General Laws Annotated. Homeowner Signature • SECTION 5- DESCRIPTION OF PROPOSED WORK (check all applicable) New House 0 Addition ❑ Replacement Windows Alteration(s) n Roofing ❑ Or Doors El Accessory Bldg. ❑ Demolition ❑ New Signs [D] Decks [D Siding [D] Other [D] Brief Description of Proposed New Single Family Home w/ Attached Garage (Craftsman Style) Work: Alteration of existing bedroom Yes No Adding new bedroom Yes No Attached Narrative Renovating unfinished basement Yes No Plans Attached Roll - Sheet 6a. If New house and or addition to existing housing. complete the following: a. Use of building : One Family x Two Family Other b. Number of rooms in each family unit: 8 Number of Bathrooms 2.5 i - 11 I 3�14 c. Is there a garage attached? Yes t s - r fl) � . - gLi o 0 1 r n, r k e a 5,� 41' x 58' d. Proposed Square footage of new construction. n.� k '1O Dimen sions e. Number of stories? 2 f. Method of heating? Gas -FHA Fireplaces option Number of each 1 g. Energy Conservation Compliance. Yes Masscheck Energy Compliance form attached? Yes h. Type of construction 5B i. Is construction within 100 ft. of wetlands? Yes X No. Is construction within 100 yr. floodplain Yes X No 7 j. Depth of basement or cellar floor below finished grade k. Will building conform to the Building and Zoning regulations? X Yes No . I. Septic Tank City Sewer X Private well City water Supply X SECTION 7a - OWNER AUTHORIZATION - TO BE COMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT Wright Builders, Inc. / Mark Ledwell , as Owner of the subject property Wright Builders, Inc. hereby authorize to act on my behalf, in all matters relative to w rk authoriz y this building permit application. , Signature of Owner Date Wright Builders Inc./ Roger Buzzell , as Owner(Authorize W gen hereby declare that the statements and information on the foregoing application are true and accurate, to the best of my know edge elief. Signed under the pains and penalties of perjury. Roper Buzzell Print Name /5 qi> b natu of Owner/Agent �� Date Si g g Please See Attached Approved PB 40R review decision 1/25/08 Section 4. ZONING All Information Must Be Completed. Permit Can Be Denied Due To Incomplete Information Existing Proposed Required by Zoning This column to be fine 'n by Building Depa t 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 F' volume & Location) A. Has a Special Permit /Variance /Finding ever been issued for /on the site? NO Q DONT KNOW Q YES () PB - 40R review (copy of recorded decision attached) IF YES, date issued: IF YES: Was the permit recorded at the Registry of Deeds? NO 0 DONT KNOW 0 YES Q IF YES: enter Book 09394 Page 201 and /or Document # 00003000 B. Does the site contain a brook, body of water or wetlands? NO C DONT KNOW YES Q IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained i Obtained , Date Issued: C. Do any signs exist on the property? YES 0 NO Q IF YES, describe size, type and location: D. Are there any proposed changes to or additions of signs intended for the property ? YES 0 NO Q IF YES, describe size, type and location: E. Will the construction activity disturb (clearing, grading, excavation, or filling) over 1 acre or is it part of a common plan that will disturb over 1 acre? YES Q NO 0 IF YES, then a Northampton Storm Water Management Permit from the DPW is required. A storm water permit has been issued for all of Village Hill Properties. A SWPPP specific to this site has been prepared by Berkshire Design Group and Filed at the DPW. Department use only , . T SSC pwo te i u 0 aWer t i bu ss sCr ie i: S e u t f s tle P PPD ol te a r f iicmi n v s e s A tr witv : aa c Y t il u aP r b a ei l inilit p Y ta it ris phone 413-587-1240 Fax 413-587-1272 City of Northampton Building Department f ' 212 Main Street Room 100 Water/Well Availability Northampton, MA 01060 Other specify APPLICATION TO CONSTRUCT, ALTER, REPAIR, RENOVATE OR DEMOLISH A ONE OR TWO FAMILY DWELLING SECTION 1 - SITE INFORMATION LOT 7 This section to be completed by office nit 1.1 Property Address: 63 Olander Dr., Northampton, Ma 01060 Map —al Morning Side/ Village Hill Zone Overlay District Map 38N Lot 122 Elm St. District CB District SECTION 2- PROPERTY OWNERSHIP/AUTHORIZED AGENT 2.1 Owner of Record: Wright Builders, Inc. / Mark Ledwell 48 Bates St., Northampton, Ma Name (Print) ,,,,,,,A.,e Current Mailing Address: 413-586-8287 Telephone Signature 2.2 Authorized Agent: Wright Builders, Inc/ Roger Buzzell 48 Bates St., Northampton, MA Name (Print) ,---- -- /.5 ) 7, 41 Current Mailing Address: 413-586-8228 Signature Telephone SECTION 3 - ESTIMATED CONSTRUCTION COSTS Item Estimated Cost (Dollars) to be Official Use Only completed by permit applicant 1. Buildin 205,402 s - ' (al Building Permit Fee 2. Electrical (b) Estimated Total Cost of 11,676 Construction from ( ) 3. Plumbing 15,530 Building Permit Fee 4. Mechanical (HVAC) . . . 5. Fire Protection 8,711 6. Total - a ( + 2 3 + 4 + ) 241,319 Check Number 1/43 , 70 I I ' If 1 3 d 7 , / For This Official Use Only 1 F f Section Date B Permit Numb 4: Issued: Signature: Building Commissioner/Inspector of Buildings Date fr,-. File # BP- 2010 -0933 APPLICANT /CONTACT PERSON WRIGHT BUILDERS ADDRESS/PHONE 48 Bates St NORTHAMPTON (413) 586 -8287 PROPERTY LOCATION 63 OLANDER DR MAP 38A PARCEL 122 001 ZONE PV(100) / /SG a /SG b THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM FILLED OUT Fee Paid Building Permit Filled out j'/` ate[ Fee Paid `C �o'''T 1,3w Typeof Construction: CONSTRUCT 2 STORY SFH W /ATT GARAGE /PORCH New Construction Non Structural interior renovations Addition to Existing Accessory Structure Building Plans Included: Owner/ Statement or License 84280 SCE P LA J mores T r o 3 sets of Plans /Plot Plan SMOKE bet (oc:AIIa ?S 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 Demolition Delay / 515 jja Sig a ture of Building fficial 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. The Commonwealth of Massachusetts 1 f �. t! City of Northampton Certificate of Occupancy In accordance with 780 CMR, Section 120.0 (The Seventh Edition of the Massachusetts State Building Code) this Certificate of Occupancy is issued to the premise or structure or part thereof as herein identified. Identify Name of Building of Space Within Certificate No. Issued to Wright Builders BP- 2010 -0933 Identify property address including street number, name, city or town and county Located at 63 Olander Drive Northampton, Hampshire, Massachusetts Use Group Classification(s) Residential (SFH) This Certificate of Occupancy is hereby issued by the undersigned to certify that the premise, structure or portion thereof as herein specified has been inspected for general fire and life safety features. This certificate shall allow for the use as herein described and in conformance with any and all conditions as identified below. It shall be posted in a conspicuous place within the space as directed by the undersigned. Failure to post the certificate, failure to comply with conditions or, tampering with the contents of the certificate is strictly prohibited. Conditions of Use Single Family Home Name of Municipal Date of Final Map /Plot: Building Official Charles Miller Inspection 09/24/10 Signature of Municipal Date of Building Official Issuance 09/27/10 38A -122 2y1-7-01D del 4- a..)/ 1 '94 Tvc11419 47 c -Va rj 5 1 „-evr(75- ),;(22.1.1"5 (71-221t r rr r.re vog 7 a 79,1/-6 - - r-701? --,,j ' a r ch )c -7(-1)11)7r »)zy q 9s 63 OLANDER DR BP -2010 -0933 GIS #: COMMON WEALTH OF MASSACHUSETTS Map:Block: 38A -122 CITY OF NORTHAMPTON Lot: -001 PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS Permit: Building DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL c.142A) Category: BITILI)I T PERMIT Permit # BP- 2010 -0933 Project # JS- 2 001387 Est. Cost: $241319.00 Fee: $1327.00 PERMISSION IS HEREBY OR NTED Const. Class: 5B Contractor: . License: Use Group: R4 WRIGHT BUILDERS 84280. __' - _ Lot size(sq. ft.): 7579.44 Owner W RI G HT BUILDERS INC Zoning: PV(100)//SG a /SG b Applicant: WRIGHT BUILDERS AT:_ 63 OLANDER`DR Applicant Address: _." - _ Phone: Insurance: 48 Bates St (413) 586 -8287 Workers Compensation NORTHAMPTONMA01060 ISSUED ON :5/6/2011`0 :00 :00 TO PERFORM THE FOLLOWING WORK: CONSTRI . ' STORY SFH W /ATT GARAGE /PORCH POST THIS CARD SO IT IS VISIBLE FROM THE STREET _ ___________ Inspector of Plumbing Inspector of Wiring D•P•W• Building Inspector Underground: Service: Meter olings4 .. 4 fr 5 J - 3 i4 CO i Fo Rough: _ rla Rough: 7... i� ,CO House # Foundation Dnveway Final: Final: r -17 > � � - 'L Final; A � -_ - `�a - i l�� r Rough Frame; oK 741-16 eN f Gas: Fire Department - Fir place /Chimney: S Rough: 6--3O -- L , a'Q I: Insulation: (/ k ' �a�l' �j p,(/n Final: I ! 7. Y moke: I 1. _ Final: Q ! ,2 ��f' THIS PERMIT MAY BE F , (ED BY T HE CITY OF NORT . PION UPON VIOLATION OF � '� y ANY OF ITS RULES AND _ • �, :; Certificate of Occupan •, ''Aature: FeeType: Date aid: Amount: Building 5/6/2010 0:00:00 $1327.00 212 Main Street, Phone (413) 587 -1240, Fax: (413) 587 -1272 Building Commissioner - Anthony Patillo INTERSECTING WALLS - Overdig Procedure Stairwell Header Procedure a (Builder Guideline Booklet - Pg. 12, Fig. 3) (Builder Guideline Booklet - Pg. 36, Fig. 28 & 29) • When a wall such as a garage wall or crawl space • Use details below for stairwell openings which wall intersects the basement wall and rests on a are within 8 feet of basement walls. precast ledge, the overdig must not exceed 5.4x. • The opening should not exceed 9'-6 in length. If a larger opening is required consult an engineer or your Superior Walls supplier. I 1 3 -5-0 1 I • Use construction adhesive between the sill plate II 1 1 /1 and top bond beam of the Superior Wall. ' • Build the support beam (2 x 10 sill plate and two . 2 x 8's) 2' -0' past each end of the opening ° (2x4) Every Z - o.c. without splices (see details below). (2x4) Every z o.c. intersecting Plywood Sub Floor Plywood Sub Flour Superior Wall • Use 1IY bolts in every hole; 2' -0' OC through �� the bond beam. Solid Blocking Solid Mocking Rim Joist Mwtimm 4-0 ° 2- (2x8)Beam Floor Joist Beyond II to Fm Sexing - - -� '// m) sill mate 1� , 1 i Il r 1 1 1� (z : 1 • B //i� 11� mie Beam I lc:. =.1 i i i 1 1 Sill Plate 1 . r i ll 47-19;54%%747-47-14:474.-- Sill %ate Bdt Bond Beam — l a y . `• - '' °S' a Sill Plate Boll (1x4) Nailed Through Floor Joists Beyond l IT r . 2 - (2 :8) Beam 1 Subflonr at said Block =1I I n. II 1 nl►. =II H 1 =11: l2 :to) %ate I1� I— 1 =1 1 4 j ' I I - = x1 =n= I= 6 I Bond Beam I ' H. 117, T � 11 11 1= 1= 1 11 =11= 1 � El 11 — I = �II 1I 1'B=ti. 14 �,. 11= -Tri 1 b - I 4 1 1 1/ �II� 1141 II •fi I1= I r• - ! ► rr.�r► = III�1 ,I I II 1 =In =u I I- - - - ' T III I IT II- 1- 11 =1 =11 71 11 1 11 1 -I I II T- _ = p I I sc;j l — I I T- I - _ - I L ., = = = . 1= = 1 _ 1 =1 = n 1� = 11 n 1 n =1 = -- a _ - = 1r�1 IHi1lll— —1 =1- PO INTERSECTING WALLS - Excessive Overdiq Procedure a (Builder Guideline Booklet - Pg. 13, Fig. 4) rn j U • When an overdig is more than 5' -0', an m = / t m _ intermediate support column is required unless I p °e / x o m E project- specific engineering is provided. Si' 0 m l 2 g 2 2 2 J �/ • J a, m =/ _ 5. / x g 1- 1 1 .1�1 w % = w sec ° Intersecting • / / Su� Wa, � j 4 Wolis .na H u dson V l ey lam Maximum Overdo so.° / / 68 VIOLET AVENUE ._.. won me Support r " s- g- M,,,,,,,,, POUGHKEEPSIE, NY 12601 to Fm Sewing _ (845)485 -4033 Fax:(845 -2501 / E -mail: info @swhv.com =r r'r r Jtir°'= -r�lr= r r r., p I / I BUILDER: website: wwwswhv.com 1 IT1111 -1 = n =n= I I WRIGHT BUILDERS '- I T I II -III T = 48 Bates Street (:omeb a Masonry Wean . 4* -ni I nI • ° Norghampton, MA 01060 .11 1_ II �Ilrll� 111 =1I41t Joists Parallel Joists Perpendicular 1= I1=1I I- (Fig. 28) (Fig. 29) PROJECT: R. 111 1 11 a =1�Ii E i I IElllII II =H -°°adso /, F ilerMarsde. CRAFTSMAN I l T I I ICI I Ib1 I I wI I I 1 ae waml.ma VILLAGE HILL PROJECT _ VILL r= 1 r = ,_ :u 1 n ®o • Olander Drive 1 1 II II lf II ► I - *s ss r s ss �: : st I — II = . r-''►'iy -ii r`r'b r r�rY'r : r ► r r S Y�r`r`'°irhr`g i `r`rlrkrlr r1 Northampton, MA / III I I II =I - 1 III II -I -I IL_ vk su 1, 1 1111= J1 ICI i = 4 _ • - 11-7 "i I rl X11 _ = II I= I = I I = I- = 1l�li�l I 1 - T= J u l . DAT E: REVISED: - ill= =I _ I It- TI1 = ICJ II II 11 =11 u I = 1= I I I _ 11 -II,I 04 -20 -10 -11 I�IIIJIF11 11L II I-- IC I c 1 = 11 11 1 11 I li I �I �II �I '' II II II Pl. II=1 =I I 1_ IAII.II II=Il I I I�I�I � II +4141 1 I =1 = 1 1 ;, 1,: " r4,- - - TC.� TI ll4i�T u u l l l u n DRAWN BY: SCALE: PDA None PROJECT NO.: SHEET NO.: Q16172 5 of 5 SUPERIOR WALLS PRECAST SYSTEM Floor Connection: Joists Perpendicular to Superior Walls Floor Connection: Joists Perpendicular to Superior Walls Modular Connection L ONSTRULrrED AccoxwNG TO NAtiONAUY RECOGNIZED STANDARDS (Budder Guideline Booklet - Pg. 26, Fig. 16) (Builder Guideline Booklet - Pg. 27, Fig. 17) (Builder Guideline Booklet - Pg. 33, Fig. 25) 1 Framing Strap Requirements (Table 5) Framing Strap • Construction adhesive is recommended between TO Nail Each Joist the top bond beam and the sill plate. • Use SWA modular straps where it is difficult M nail Bedcfill Height Framing Strap Spaang I I 1 �JJ�/I1 Using 2- 16d Nails or 1111 WW1111 accenting n COde �12• x 51 t� I 1 �1 Boll @ 24.0 C. joists to the sill plate T6' - 9'6' 32' O.C. Mg x6•BRACE OLIO BLOCKING ;) uPUr ` 2T 1r ru r A mm g toCode • The Framing Strap lies between 81e band joist and (r a BoLr ®•o.c. 1 • ' . sill plate and is fastened with 1 -12" galvanized p - T6' 48" O.C. nail 1 e ol tl1 RESSURE TREATED tATH Treated Sill Plate 1 ` Framing s provided. Strap. Nail Use the nail in Framing ve Strap he to of si ll plate (6)- 10d Neils Through (Ely Others) ► � I Simpson Strong-Tie DSP before setting the structure. A Plywood I^° Solid Bbcking 12' BM ti • E FOR PL t Instal per manufacturer recommendations OR PLUMBING AND WIRING 1 t , Surface of Construction la Finished 000 PSI FIBROUS CONCRETE I ''.. `lit • _ _ _ Modular Floors. WATERTIGHT CONCRETE FACE 1 ` I 1 "1� � 1 � "1 1 NO EXTERNAL OAMPPROOFING REWIRED 1 (REF. INSPECTOR BOOK) ' t ; 0 Prarnl 11- I 1►��I�� II ��/ 0o WATER/CEMENT RATIO Strap �' — ... 1 1 t (REF_ AG 31e TABLE .21.1 11» BACKFKL r: STUD SPACING 2.• CENTERS Treated G M Plate AREAI CAVITY T 4'x 214• II WAIL THICKNESS to 1 )2 M L -M 11'= �`11r'M Ir=11= 1 i WALL HEIGHT.• -er-1 r Top BOnd seam � IIJI_ i ( NSUTATnIN GST-IN 8 N1 B j DY ER I If 1� t i1 mmrg Strap ' OF W W BLUEBOARD FRICTION :1 1. = 1 1. =1L .— I i I i FR BETWEEN ST.IDS AFTER STRIPPNG 71. .If #1 i ' _I 10 o I �- � 11= IL =IL= I' DRAIN rr PERFORATED PIPE TO Floor Connection: Joists Parallel to Superior Walls Floor Connection: Joists Parallel to Superior Walls JI -II: JI�Iuii OPTION: DAYLIGHT OR TO BUMP PIT FILTER MEMBRANE PIPE IN.. OR WiSItIE OPTKN (Budder Guideline Booklet - Pg. 28, Fig. 18) ((Builder Guideline Booklet - Pg. 29, Fig. 19) I- (lid I MPROVE DRAINAGE =...n...7.11= . = 11J "" 11= 1IF, WILL ®IM 4'BASEMENTSUB Fastening Schedule (Table 4) Nail(2x6) EM Wall Brace '••• ,• . _ ? . _ „. -- , v4 ... Securely into Me Sit Plata 4 Y O F N Sill Plate Brace 8 Block Number of Solid Minimum Distance (6)- 1Od Nails Throw) ( 2x6) EM M (lamum 5- led Nat's) " - • cROSHEpsrDNE Backfil Height PrywoodInto Sold Blowing Wye ` Daylight B asemenAbove Grade Walls (Frost As) - 11 -11 ..11 11- 11 11 -11- 11-11 - 11 - 11-11 Belting Spacing Blocks Reek:red of Blocking OR Framing ea C Sto Trench Footing _ � = . VIR GN BOIL AMIY Surface of Ilion AtAe&vebTOV for Mower Connections 24' O.C. 3 for Joists over Surf �� 9 ace Blocking Finished T-6" - 9'-6" 5 Bolt 10 High Modular 12' x 512' High h `�` I 48'0.C./ ' II 7'-6' - 9'9.-6" (1) 1 24' O.C. 12' !Tarr the 2 for Joists udder 4,-0• \ � I I , Use 1 Nall in Eac Bolt 2a' O.C. 2' Bolt interior of each 10' High of the Framing Strap h HOW • Must be in virgin soil. (Bottom and both si des.) 48' O.C. come! 1o 1 O ' `I ` � 0' - T-6' 1 2 `5a t I I g / H (1) 1/2' 2 • • Provide p p- ( n outlet N4' pipe) p ce ac ontinuo to n the a su mp pit Beam Bearing I) 1 � � I` g vs) " 11 S impson Stmng -ne D6P. u pip i se ' I 1 Iretet per manaaowrer recoPK,Ielae trench due to the possibility o f p ipe crushing which kiaPM• Cos.., Cos.., O • I could cause wall settl BaultM M Pwo Per raoM. �, c omlRakaP As R•••aa 10 1/4 • I P (s)- iDd Nails Through • 40 / p ` •T rench must exten below local frost depth, as shown. t / FrM M a �,„ /� / � / � or � Ppwood Into Said Blocking ! � � • / \ w ]6' ,;'t;. ^.�};` / � II • Fllter Membrane per code. %� / � \ / /� 61.......,: , I � 1- 1� 1.� 1 / • warn of bench i6 per C :: t .-V-Ii:::5:/l!,:.-f'"gi:%-=';':::": (1) 12' % %y ;: II u ► n-y __��u..��it a ve �IHII TLLI11 III II a `° , III 111 III H I I I I I Sao ceaaeu I I . „ ` 1 t t s° • Fill trench with 1/2" - 3" clean croshed stone; vibrating in III III III III Orr {: 'i solid Blocking � / 8" li ft s w i th a plate vibrator The top 4" - 6" must be 1/2 I� � _ — � I III I— }::::��; L III —II III II (2x6) End walleraring clean crush stone. I� I � I I I ! I c • •a (5) -lodes �� III III III III III B°° N.'I tr Third •Cove the exposed stones on the exterior of the w a n -1 1-111=_111 III — I Treated sill Plate .)Dist with backfill or patio /sidewalk construction; property d11=111=111 � I I 11 1 e II I1 i �� sloped to drain away from thewall. III 11 • I I I I I � . 1=111=111 ._7_-__ - II1 1� aeefl� • Fourth I/ •Bend :al ab cronnectors into concrete floo po ur. Fm r NON as 1 �� — • ' • ; f ' • Install backwater valv to p revent Ue backflow of — � I the likelihood of excessive in error humidity. - I �= Im �� R moist ir into Ne stone footin area w will reduce Concrete SNd• r , I 'I XI a 24' O.G. Minimum Distance 1 Regurea wMm Insulation Per Table 4 , as I _ 1 _ ____ S Walis � or 1111100111 VaHeV ' � ' 1 ` i 68 VIOLET AVENUE P O UGHKEEPSIE, NY 12601 A A (2X6) End teal Bracing wwwwwwwswrwww (845)485 - 4033 Fax:(845)485 - 2501 (2X6) End Wall Bracing E - mail: info @swhv.com Website: www.swhv.com L't� 1ro.c. EACH WAV [II BUILDER: WRIGHT BUILDERS 48 Bates Street Norghampton, MA 01060 TOP CORD BEARING TRUSS T-0. PROJECT: CRAFTSMAN • 10 VILLAGE HILL PROJECT SECTION A � Olander Drive POUR AT EAM BEARING/HOLDOWN .. ;j4,. ;•,,� Northampton, MA " ig .,,, ' ` ? DATE: REVISED: 04 -20 -10 c 'xi li lfi l DRAWN BY: SCALE: PDA None 1 PROJECT NO.: SHEET NO.: Q16172 4 of 5 0 0 • 1 ./' I� • r . N, ,,,,,, :: 0°#°°' . iiiiiiiiiiiiii• .. P ril"- ,� 4 4. Superior Walls MN Hudson Valley 68 VIOLET AVENUE POUGHKEEPSIE, NY 12601 4 7 045)485-4033 - l: info @swhv.com -2501 E Website: www.swhv.com BUILDER: WRIGHT BUILDERS 48 Bates Street Norghampton, MA 01060 PROJECT: CRAFTSMAN VILLAGE HILL PROJECT Olander Drive Northampton, MA N DATE: REVISED: 04 -20 -10 ., , r' n ,,a -, � � DRAWN BY: SCALE: " )r a ` -' , f PDA None PROJECT NO.: SHEET NO.: Q16172 3 of 5 52' NOTES: 24'5 1/2' 27'61/2'' A. >WINOOW CAST-IN OKNA HOPPER _ — 32 x 2a•H SUPPORT LEDGE S I MPSDN STRONG -TIE ' HEADER f RpM k TIt3f. �-- A !; _ — ; I TIE-D111/111 t4 LOCATIONS) nom: ii ii UST BUILDER) a. )PERM -ENTRY DOOR R.O. 1 1 HEADER 1 I 1 , I SIHPsoN STRONG -TIE 6'4' — A A 7' L.,,,.... LOX.) - SIMPSDN STRONG -TIE B ' C. >lXTRA STUDS (BY BUILDER) TIE° U STA l tviEkLL kEABER '" (BY MUM BNT tPUT P►xEt , EXTRA • 0.) -HOLE (WATER) `" — n _ • DIAMETER 1 t 1 1 4 1 ll .-,, T.O.W. DOW TO CENTERLINE mt.,, - °< E. >T NROUGN•NOLE (SEWER} `O P — �° DIAMETER SLAB TIES o _,. • T.O.W. DOWN TO CENTERLINE SINPSOf STRONG -TIE TIE-DOWN LL RAIN FOUNDATION WALLS E , DE (111T BUI�BER) - - ac+ G. >TNROUGee -MOLE (ELECTRICAL) ° • DIAMETER fr 1 1 1 t t • � • T.O.W. DOWN TO CENTERLINE AL r- H. >TNROURE- NOLE(DAS} 24' I - _ DIAMETER ALL PANELS INCLUDE I' DOW SUPPORT LEDGE - � 'T.O.W,DOWN TO CENTERLINE BLUEBUARD INSULATION ;. CAST IN WALL L !' DOW ; . DOWN 4' -B I /2 1.)T111011811-NOIE (WATER NEATER) BLUEBOARD INSULATION fRpN T.QV. I 6 D D _ DIAMETER FRICTION -f[7 AFTER CASTING _ --- y ^ - ^ y ° _ ° [ f C �• T.O.M. DOWN TO CENTERLINE .. SLAB SUPPORTS o— - 4 INTERIOR BEAMS 1 COLUMNS -. r (TYPICAL) f - K.rTNROU !R DRYEIII PER ARCHITECTURAL PLAN (BY OTHERS) I - iii iii 7 _ ( 7 � ' •T.O.W.DOWN TO CENTERLINE FROST PROTECTION N L.)GARAGE DOOR CUTOUT BY OWNER /CUSTOMER - _• x • DEEP SUPPORT LEDGE ( t -I- w SNIP LOOSE M DOWN r' -B U2' c., — cn N.> ENTRY DOOR CUTOUT NM ROM T tl V. .42 " _ x ._• DEEP (4) CONCRETE FOOTERS f _ 3' -D' x 3' -D' x 6' THICK I =°• cw — P. >CDNCRET'E FOOTER SILL PLATE HARDWARE :r 3" -D' x -3' -D• x 6• THICK %tea1V. ;; OVAUKI UGMU A:: ZWAkOGIIKAA :) - G NOXEO DIMENSIONS TO BE VERIFIED /PROVIDED ST OTHERS SIMPSDN STRONG -TIE L L i`" tB B U ILD ER) - 6' I 10 ' 6 ' i K . i` t d t t t I I \ WALL THICKNESS ■ 1B 1/4• — 4. .....\,_ SIMPSDN STRONG -TIE ALL PANELS INCLUDE 1• DOW Al \\H__ TIE DI SLUEBOARD INSULATION CAST-SN t8Y BUILBER) *111 1' DOW 5LUESOARD 24' 2g' INSULATION FRICTION -PIT AFTER CASTING SIMPSDN STRONG -TIE TIE -DOWN PERM -ENTRY STEP UNIT SIRE 'D' (BY BUILDER) BY SUPERIOR YALLS t Superior a l aw H u dsonVa Wal ll ey ( 1 = 9' -0' TALL PANELS / T.O.V. = O'-O' / 3.0.W. = -9' -0' 68 VIOLET AVENUE POUGHKEEPSIE, NY 12601 P: A: *'::'► = 4' -8' TALL PANELS / T.O.W. = 0' - 0' / B.O.W. _ -4' -8' (845)485 -4033 Fax IN INSIDE LEDGE 5_1/2' WIDE x 8' DEEP E -mail: info @swhv.com Website: www.swhv.com BUILDER: ® = 4' -0' TALL PANELS / T.O.W. - / B.Q.W. = WRIGHT BUILDERS 48 Bates Street Norghampton, MA 01060 A SEAL ON THIS PLAN CONFIRMS THAT CUSTOMER RELEASE THIS SUPERIOR WALLS FOUNDATION I5 ADEQUATE TO SUPPORT THE STRUCTURE ABOVE PROJECT: The attached drawing was created from information and dimensions provided by CRAFTSMAN the customer /builder. Superior Walls of VILLAGE HILL PROJECT the Hudson Valley is not responsible Olander Drive for deviations from the Blue Print Northampton, MA information provided by customer/builder. uilder. '',/,'..,3-- vre ` . p r e I have reviewed the attached drawing(s) ' d ± DATE: REVISED: and at of the dimensions and objects therein; eirA �` 04 -20 -10 I understand that the Superior Walls will be NOTE TO OWNER: THIS SHOP DRAWING SHALL BE REVIEWED custom manufactured per this drawing r.I` N AND RETURNED TO SWHV SIGNED AS "APPROVED" PRIOR TO especially for me. Therefor having reviewed � i" + �• 3� I29 FABRICATION. OWNER OR OWNER REPRESENTATIVE SHALL the drawing and all of the listed dimensions, \..0 ® 1 VERIFY THAT LAYOUT DIMENSIONS, ROUGH OPENINGS, TOP OF I accept full responsibility for any and all ' �i\�4e1` - 1 &S11 4 WALL ELEVATIONS, LEDGE ELEVATIONS. LOAD CAPACITY OF measurements and information provided by `mss, /ONA% E DRAWN BY: SCALE: - WALL AND POINT SUPPORTS MEET PROJECT REQUIREMENTS. me. OWNER OR OWNER REPRESENTATIVE SHALL VERIFY SOIL PDA None PRIOR TO INSTALLATION OF THE SUPERIOR WALL SYSTEM. X PROJECT NO.: SHEET NO.: PLEASE MARK CRANE LOCATION(S) WITH AN "X" Approved Date Q16172 2 of 5 QUALITY ASSURANCE CRITERIA SHEET INDEX 3rd Party Inspection Agency: PFS Corporation, Madison, WI 1 of 5 - General Notes Quality Assurance Manual: Superior Walls of America MAN 42 -8002 [4 -10 -2007] Site Preparation Guide: Superior Walls Builder Guideline Booklet MAN 42 -9000 [January 2008] 2 of 5 - Plan View (Foundation) 3 of 5 - Plan Veiw (Foundation) 4 of 5 - Isometric View 5 of 5 - Isometric View WALL MATERIALS Concrete Compressive Strength: 5,000 PSI Water /Cement Ratio: _< 0.40 Reinforcing Steel: No. 4 and larger - 60,000 PSI No. 3 and smaller - 40,000 PSI Secondary Reinforcement: Polypropylene Fiber DAMP PROOFING Embedded Wood Blocking: Preservatively Pressure Treated DOW Insulation: R -10 : (1) Layer of 1" Cast -in and Superior Walls are recognized by (1) Layer of 1" Friction Fit After Stripping the ICC -ES as an alternate method of providing foundation wall damp proofing. No additional damp proofing is required. GENERAL NOTES (See ICC -ES Report ESR -1553) 1. Jobsite shall be prepared by the builder in accordance with Superior Walls of America Builder Guideline Booklet - Site Preparation and Framing Attachment Requirements (MAN 42 -8002) PLEASE NOTE and Construction Detail shown on Sheets 6 and 7 of this drawing submission. To comply with building code 2. Auxiliary drain pipe must be four (4) inch diameter perforated and directed to a sump pit or daylight. requirements, the framing /decking 3. Builder shall establish the required elevation benchmark. connections at the top of the Superior 4. Builder shall ensure site access for trucks and crane. Wall and floor slab at the bottom of the Superior Wall MUST be completed prior to back filling. 4 ey INSTALLATION NOTES 68 VIOLET AVENUE POUGHKEEPSIE, NY 12601 1. Installation shall be supervised by a Superior Walls certified installer. (845)485 -4033 Fax:(845)485 -2501 E -mail: info @swhv.com Certification is obtained through Superior Walls of America, Ltd. BUILDER: Website: www.swhv.com 2. Installation shall comply with Superior Walls of America's Installation Manual (8- 17 -06) WRIGHT BUILDERS 48 Bates Street Norghampton, MA 01060 PROJECT: CRAFTSMAN VILLAGE HILL PROJECT Olander Drive t„1. +„ Northampton, MA t. DATE: REVISED: \ "t 1A 04 -20 -10 41 0 .�i NO. 33129 H NOTE TO OWNER: THIS SHOP DRAWING SHALL BE REVIEWED AND RETURNED TO SWHV SIGNED AS "APPROVED" PRIOR TO , ' i� 4i. FABRICATION. OWNER OR OWNER REPRESENTATIVE SHALL Fs SWNM. E DRAWN BY: SCALE: VERIFY THAT LAYOUT DIMENSIONS, ROUGH OPENINGS, TOP OF WALL ELEVATIONS, LEDGE ELEVATIONS, LOAD CAPACITY OF PDA None WALL AND POINT SUPPORTS MEET PROJECT REQUIREMENTS. A SEAL ON THIS PLAN CONFIRMS THAT PROJECT NO.: SHEET NO.: OWNER OR OWNER REPRESENTATIVE SHALL VERIFY SOIL THIS SUPERIOR WALLS FOUNDATION IS PRIOR TO INSTALLATION OF THE SUPERIOR WALL SYSTEM. ADEQUATE TO SUPPORT THE STRUCTURE ABOVE Q16172 1 of 5