38A-065 u
Job - !Truss lTruss Type Qty Ply YOURGA [188 EARLE ST] '
26187 T4GE !GABLE - 1 1 Job Reference (optio 7 250 s Nov 19 2010 MiTek Industries, Inc. Mon Aug 5 1728232011 Pa e 11
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Truss Engineering Corp., Indian Orchard, MA 01151 WNw QrOsOuLzLBpzFwf5R3dw9 ?UHIO_LWJILR c
L 11 -2 -0 22-4 -0 ID: dVnrfzhU60zJzb7aeRBxTPyr
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4x4 Scale = 1:46.6
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24 23 22 21 180-0 19 18 17 16,
(0 -4 -3) (0 -4 -3) (0 -4 -3) (0 -4 -3) (0-4-3) PA-31 (0 -4 -3) (0.4 -3) (0-4-3)
0 48/M4215# 462 #I -147# 186 #I -37# 266#4 -32# 303 #I -25# 6121{04_0363 #I -46# 70 #I -62# 760 # / -244#
0 - 11 t 0 21 -5 -0 •
Plate Offsets (X,Y): [19:0- 3- 0,0 -3 -0] _ __ _ _
Sno (Pf /Pg) 30.8 /40 0 - - - _ - I - _ -_. ___- __ - __ _ _- -- _.
LOADING (psf) 1 SPACING 2 - 0 - 0 CSI DEFL in (lac) Ildefl L/d PLATES GRIP
Plates Increase 1.15 TC 0.38 1 Vert(LL) n/a - n/a 999 MT20 197/144
TCDL 10.0 Lumber Increase 1.15 BC 0.34 Vert(TL) n/a - n/a 999
Rep Stress Ina YES WB 0.71 Horz(TL) -0.01 16 n/a n/a
BB CLL 0.0 ' r Code IRC2009/TP12007 (Matrix) ' Weight: 104 Ib FT = 10%
CDL 10.0 ; -- - _H
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E 4) TCLL: ASCE 7 -05; Pr =40.0 psf (roof live load: Lumber DOL =1.15 Plate DOL= 1.15),
BOT CHORD 2 X 4 SPF 1650E 1.5E TOP CHORD Pg =40.0 psf (ground snow); Pf =30.8 psf (flat roof snow: Lumber DOL =1.15 Plate
OTHERS 2 X 4 SPF Stud 1- 2=- 177/407, 2 -3 =- 187/489, 3-4=- 123/434, 4-25 =- 98/381, DOL= 1.15); Category II; Exp B, Partially Exp.; C1 =1.1
BRACING 5-25 =- 93/446, 5-26 =- 63/3 26- 27=- 59/389, 6-27 =- 55/449,
TOP CHORD 6-7 =- 20/421, 7 -8 =- 13/419, 8 -28 =- 28/461, 28 -29 30/389, 5) Unbalanced snow loads have been considered for this design.
Structural wood sheathing directly applied or 10 -0 -0 oc purlins. 9-29 =- 32/381, 9-30 =- 38/388, 10 = - 42/288, 10-11 =- 138/513, 6) This truss has been designed for basic load combinations, which include cases with
BOT CHORD 11 12= 153/447, 12 13= 173/404 reductions for multiple concurrent live loads.
Rigid ceiling directly applied or 6 - 0 - 0 oc bracing. BOT CHORD 7) All plates are 1.5x4 MT20 unless otherwise indicated. ,
•
1 -24 =- 323/168, 23 -24 =- 323/168, 22 -23 =- 323/168, 8) Gable studs spaced at 2-0-0 oc. I
REACTIONS All bearings 16 - - 21 - = - 323/168, 20 - = - 323/168, 19 - = - 323/168, 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
18 - 19 = 323/168, 17 - 18 = 323/168, 16 - 17 = 323/168, any other live loads.
(Ib) - Max Horz 10)' This truss has been designed for a live load of 20.0psf on the bottom chord in all
Uplift 9 ) WEBS 1516 = - 3231168, 14 - = - 323/168, 13 -14 =- 323/168 areas where a rectangle 3 -6 -0 tall by 1-0 -0 wide will ft between the bottom chord and
Max All uplift ft 100 I less 4 ( 10), joint(s) 21, (L 16), 1 6 7
= - 2 44 - 16 =- 426/158 0 =- 256/67, 3-23 =- 299/107, 8 -18 =- 284/79, 11) Provide mechanical connection (by others) of truss to bearing plate capable of
except 23 =- 147(LC 10), 24 = - 215(LC 16), 1= 44(LC 12) 10-16=-426/158 withstanding 100 Ib uplift at joint(s) 20, 21, 22, 18, 17 except (jt =lb) 23 =147, 24 =215,
Max Gray 16= 244.
All reactions 250 Ib or less at joint(s) 22, 24, 17 except NOTES (15) 12) Non Standard bearing condition. Review required.
19= 612(LC 3), 20= 303(LC 5), 21= 266(LC 2), 23=462(LC 3), 1) This truss has been checked for uniform roof live load only, except as noted. 13) This truss is designed in accordance with the 2009 International Residential Code
18= 363(LC 16), 16= 760(LC 3) 2) Wnd: ASCE 7 -05; 90mph; TCDL= 4.2psf; BCDL= 5.0psf; h=25ft; Cat. I1; Exp B;
enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) 0 -0 -0 to 3 -2 -0, sections R502.11.1 and 11802.10.2 and referenced standard ANSUIPI 1.
I 14) "Semi - rigid pitchbreaks with fixed heels" Member end fixity model was used in the
FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. Interior(1) 3 -2 -0 to 8 -2 -0, Exterior(2) 8-2-010 11 -2 -0, Interior(1) 14-2 -0 to 19 -2 -0 zone; analysis and design of this truss.
TOP CHORD cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions 15) All Plates 20 Gauge Unless Noted
1 - = - 177/407, 2 - = - 187/489, 3 = - 123/434, 4-25 =- 98/381, shown: Lumber DOL =1.33 plate grip DOL =1.33
5 -25 =- 93/446, 5 - 26 = - 63/349, 26 - 27 = - 59/389, 6 - 27 = - 55/449, 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to
wind (normal to the face), see MiTek "Standard Gable End Detail" ',,
4
fob Truss Truss Type - -- - Oty Ply �OURGA [188 EARLE Si]
26187 IT3 I Common Truss i 1 1
_ __, Job Reference (optional)
T russ Engineering Corp., Indian Orchard, M A 01151 I 7.250 s Nov 19 2010 MiTek Industries, Inc Mon Aug 15 12:27:24 2011 Page - f
I D: dVnrfzhU60zJzb7ae RBxTPyrWNw- fUyZ0jdzF30 KgremTA45GZY8gcopcg cfsg6LPQyncsH
5 -1 -5 11 -2 -0 _ , 17 -2 -11 22 -4 -0
5 -1 -5 6 -0 -11 6 -0 -11 5 -1 -5 ,_
5x6 :� Scale = 1:46.71
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3x4= 5x8= 4x4 --
i° 1-s3 # 11 -2 -0 18 -3 -5 1603#1 -182# 22-4 -0
)
0
0-5-8(0-1-11) - 0-5-8(0-2-8)
0-110 10-3-0 71- 5 4-0-11
1 1 :0- 0- 2,0- 0 -14], [9:0- 4- 0.0 -3 -01 Plate Offsets X,Y : [ :0 -3- ,0-
LOADING (psf) I mo- - -- -- .. ..
SPACING 2 -0 -0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP
TCLL(roof) 40.0 I •
Snow (Pf /Pg) 30.8/40.0 Plates Increase 1.15 i TC 0.54 Vert(LL) -0.16 9 -10 >999 240 MT20 197/144
Snow 10.0 Lumber Increase 1.15 BC 0.51 , Vert(TL) -0.41 9 -10 >488 180 i •
BCLL 0.0 ' Rep Stress Ina: YES WB 0.52 Horz(TL) 0.01 8 n/a n/a
Code IRC2009/TPI2007 -_ (Matrix) -'
BC 10.0 _ Weight: 94 Ib FT = 10%
J
LUMBER
TOP CHORD 2 X 4 SPF 1650E 1.5E 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with I
BOT CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD any other live loads.
WEBS 2 X 4 SPF Stud 1 -2 =- 424/0, 2 -11 =- 346/0, 3-11 =- 312/0, 3-12 =- 748/56,
BRACING 12 -13 =- 596/66, 13- 14=- 571!63, 4 -14 =- 567/82, 4 -15 =- 567/83, 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all
areas where a rectangle 3-6-0 tall by 1 -0-0 wide will fit between the bottom chord and
TOP CHORD 15 -16 =- 574/69, 16 -17 =- 599/67, 5-17 =- 751/57, 5 -6 =- 108/467,
Structural wood sheathing directly applied or 6-0 -0 oc purlins. 6-18 =- 139/482, 7 -18 =- 156/341
any ro other ha
l
BOT CHORD BOT CHORD 8) h d channi cal coa ( ethers) j1 truss to bearing plate capable of
Rigid ceiling directly applied or 6 -0 -0 oc bracing. 1- 10= 0/282, 9- 10=- 112/805, 7 -8 =- 277 /157 withstandi m mee ng 100 Ib uplift at joints) 10 except Qt =1b) 8 =182.
WEBS 9) This truss is designed in accordance with the 2009 International Residential Code
sections R502.11.1 and R802.10.2 and referenced standard ANSI(TPI 1.
REACTIONS (Ib /size) 5-9=-29/627, 3 -9 =- 383/135, 3 -10 =- 887/145, 5 -8 =- 1392/201 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the
10 = 774/0 -5-8 (min. 0 - - 11) analysis and design of this truss.
8 = 1152/0 -5 -8 (min. 0-2-8) NOTES (11)
Max Horz 1) This truss has been checked for uniform roof live load only, except as noted. 11) All Plates 20 Gauge Unless Noted
10 = - 178(LC 9) 2) Wind: ASCE 7 -05; 90mph; TCDL= 4.2psf; BCDL= 5.0psf; h =25ft; Cat. II; Exp B;
Max Uplift enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) 0 -0 -0 to 3 -0 -0,
10 = -93(LC 11) Interior(1) 3 -0 -0 to 8 -2 -0, Exterior(2) 8 -2 -0 to 11 -2 -0, Interior(1) 14 -2 -0 to 19 -4 -0 zone;
8 = - 182(LC 12) cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions�
• • Max Gray shown; Lumber DOL =1.33 plate grip DOL =1.33
10 = 1077(LC 3) 3) TCLL. ASCE 7 -05; Pr =40.0 psf (roof live load: Lumber DOL =1.15 Plate DOL= 1.15);
8 = 1603(LC 3) Pg =40.0 psf (ground snow); Pf =30.8 psf (flat roof snow: Lumber DOL =1.15 Plate
DOL= 1.15); Category II; Exp B; Partially Exp.; Ct =1.1 .
FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. 4) Unbalanced snow loads have been considered for this design.
1 TOP CHORD 5) This truss has been designed for basic load combinations, which include cases with
i 1 -2 =- 424/0, 2 -11 =- 346/0, 3 -11 =- 312/0, 3 -12 =- 748/56, reductions for multiple concurrent live loads.
r
Job I Truss Truss Type
Qty r P1y — --- -.__ - - -_
YOURGA [188 EARLE ST] '
26187 9 Corp., iT2 1 Common Truss ' 1 1 1D:dVnrfzhU60zJz f b77,2 50 s N o 1WNw MiTek l A7BObk6?kSFBOB Y 1 2:2 6 46 011 Page Truss Engineering Cor Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Mon Au 15 12 2646 2011 Pa e 1
5 -1 -5 11 -2 -0 17 -2 -11 _ 22 -4-0
yncs
5 -1 -5 6 -0 -11 6 -0 -11 5 -1 -5
5x6 Scale = 1:46.7
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3x4 — .11-
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3x4 — 5x8 = 3x4 =
0- 5- 8(0 -1 -15) 0- 5- 8(0 -2-4)
19 1438 # / -1
0��� 11 -2 -0 20- 0- 91 -4 -0
0' - -11 -0 10 -3 -0 8 -10 -9 2 -3 -7 '
Plate Offsets (X,Y): [1 :0- 0 -6,0 -0 6], [4:0-3-4,0-2-81, [7:0-0-2,0-1-21, [9 :0- 4- 0,0 -3-4] -- -.- - - - - - __ - - - -- _
LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP
•
TCLL(root) 40.0 Plates Increase 1.15 TC 0.57 Vert(LL) -0.15 9 -10 >999 240 MT20 197/144
Snow (Pf /Pg) 30.8/40.0 1 Lumber Increase 1.15 BC 0.50 Vert(TL) -0.37 9 -10 >601 180
BCD 1 0.0 • Rep Stress 'nor YES WB 0.66 Horz(TL) 0.03 8 n/a n/a
BCDL 10.0 11. Code IRC2009/TP12007 Matrix )
__ _ _ _ -- _ - Weight: 94Ib FT- 10%
(
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
BOT CHORD 2 X 4 SPF 1650E 1.5E TOP CHORD areas where a rectangle 3 -6 -0 tall by 1 -0 -0 wide will ft between the bottom chord and
WEBS 2 X 4 SPF Stud 1 -2= 1 102/0, 2 -11 =- 333/0, 3 -11 =- 300/0, 3 -12 =- 1011/85, any other members.
I BRACING 12 -13 =- 858/95, 13 -14 =- 833/97, 4 -14 =- 831/111, 4- 15=- 831/111, 8) Provide connection conon (by others) of truss to bearing plate capable of
TOP CHORD 15 -16 =- 833/97, 16 -17 =- 858/95, 5- 17=- 1010/85, 5- 18=- 61/286 withstanding 100 mechanical
uplift necti t(s) 10 except Qt =1b) 8 =132.
Structural wood sheathing directly applied or 6-0 -0 oc pudins. BOT CHORD 9) This truss is designed in accordance with the 2009 International Residential Code
BOT CHORD 1 -10= 0/271, 9 -10 =- 102/982, 8-9=9/649 sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: WEBS 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the
6 -0 -0 oc bracing: 7 -8. 4 -9 =- 7/374, 3 -9 =- 335/134, 3- 10=- 1124/178, 5- 8=- 1370/185 analysis and design of this truss.
REACTIONS (lb/size) NOTES (11) 11) All Plates 20 Gauge Unless Noted
10 = 892/0 - - (min. 0 - - 15) 1) This truss has been checked for uniform roof live load only, except as noted.
8 = 1033/0 -5 -8 (min. 0 -2 -4) 2) Wind: ASCE 7 -05; 90mph; TCDL= 4.2psf; BCDL= 5.0psf; h =25ft; Cat. 11; Exp B;
Max Horz enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) 0 -0 -0 to 3 -0 -0,
10 = - 178(LC 9) Interior(1) 3 -0 -0 to 8 -2 -0, Exterior(2) 8 -2 -0 to 11 -2 -0, Interior(1) 14 -2 -0 to 19 -4 -0 zone;
Max Uplift cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions
10 = -98(LC 11) shown; Lumber DOL =1.33 plate grip DOL =1.33
18 = - 132(LC 12) 3) TCLL: ASCE 7 -05; Pr =40.0 psf (roof live load: Lumber DOL =1.15 Plate DOL= 1.15); •
Max Gray Pg =40.0 psf (ground snow); Pf =30.8 psf (flat roof snow: Lumber DOL =1 - 15 Plate
1 10 = 1242(LC 3) DOL= 1.15); Category 11; Exp B; Partially Exp.; Ct =1.1
8 = 1438(LC 3) 4) Unbalanced snow loads have been considered for this design.
I 5) This truss has been designed for basic load combinations, which include cases with
FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. reductions for multiple concurrent live loads. .
TOP CHORD 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
1 1 -2 =- 402/0, 2 -11 =- 333/0, 3-11 =- 300/0, 3 -12 =- 1011/85, any other live loads.
•
y
Hob Truss Truss Type -. Qty � Ply 1YOURGA [188 EARLE Si]
26187 g 9 T1GE GABLE L1 1 [Job Reference (optional) P r w - R 7FN 8t by v' d ,
Truss En ineenn Corp., Indian Orchard, MA 01151 - 7.250 s Nov 19 2010 MiTek Industries, Inc. Mon Au 15 122455 2011 Pall
l
ID :dVnrfzhU60zJzb7aeRBxT y WN q EkmgVKHcUIyI v97 2aBM )c" GygZyncud
11 -2 -0 22-4 -0
11 -2 -0 11 -2 -0
4x4 Scale = 1:46.6!
rl
7
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% 1
8.00
26 27
9
A
25 28
4 '7� 1 , A te, 10
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3x4 -1 20-6 -0 3x4
24 23 22 21 20 19 18 17 16 15 14
5x6
0 22-4-0 :
0-11-0 21 -5 -0
Plate Offsets (X,Y): [19:0- 3- 0,0 -3 -0]
LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /defl L/d PLATES GRIP
I TCLL(roof) 40.0
Plates Increase 1.15 TC 0.07 Vert(LL) n/a - n/a 999 MT20 197/144
Snow (Pf /Pg) 30.8/40.0 Lumber Increase 1.15 BC 0.09 Vert(TL) n/a -
TCDL 10.0 I n/a 999
Rep Stress Incr YES WB 0.25 Horz(TL) 0.00 14 n/a n/a •
BCDL 10.0
BCLL 0.0 ' Code IRC2009/TPI2007 (Matrix) Weight: 104 Ib FT = 10% _I
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 4 SPF 1650F 1.5E 2) Wind: ASCE 7-05: 90mph; TCCL= 4.2ps f; BCDL= S.Opsf; h =25ft; Cat. II; Exp B; 13) This truss is designed in accordance with the 2009 International Residential Code
OTHERS 2 X 4 SPF 165 enclosed; MWFRS (low -rise) gable end zone and C -C Comer(3) 0 -0 -0 to 3-2 -0, sections R502.11.1 and R802.10.2 and referenced standard ANSITrPI 1.
OTHE
BRACING Exterior(2) 3-2 -0 to 8-2 -0, Corner(3) 8-2 -0 to 11 -2 -0, Exterior(2) 14-2 -0 to 19-2 -0 zone; 14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions analysis and design of this truss.
TOP CHORD shown; Lumber DOL =1.33 plate grip DOL =1.33 15) All Plates 20 Gauge Unless Noted
Structural wood sheathing directly applied or 6-0 -0 oc purlins. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to
BOT CHORD wind (normal to the face), see MiTek "Standard Gable End Detail"
Rigid ceiling directly applied or 6 -0 -0 oc bracing. 4) TCLL: ASCE 7 -05: Pr =40.0 psf (roof live load: Lumber DOL =1.15 Plate DOL= 1.15);
REACTIONS All bearings 20 -6 -0. Pg =40.0 psf (ground snow); Pf =30.8 psf (flat roof snow: Lumber DOL =1.15 Plate
Horz DOL= 1.15); Category II; Exp B; Partially Exp.; Ct =1.1
(Ib) - Max 5) Unbalanced snow loads have been considered for this design.
24= Horz 10
Max Uplift 10) 6) This truss has been designed for basic load combinations, which include cases with •
•
reductions for multiple concurrent live loads.
All uplift 100 lb or less at joint(s) 20, 21, 22, 24, 18, 17,
11 uplift 7) All plates are 1.5x4 MT20 unless otherwise indicated.
Max 15, 14 100 lb 14 except less 23=-104(LC 10) 8) Gable studs spaced at 2 -0 -0 oc.
9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
All reactions 250 Ib or less at joint(s) 22, 23, 16, 15 except any other live loads.
19= 269(LC 2), 20= 295(LC 5), 21= 261(LC 2), 24= 257(LC 3), 10)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all
18= 295(LC 6), 17= 261(LC 2), 14= 257(LG 3) areas where a rectangle 3-6-0 tall by 1 -0 -0 wide will fit between the bottom chord and
FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. any other members, with BCDL = 10.Opsf.
11) Provide mechanical connection (by others) of truss to bearing plate capable of,
withstanding 100 Ib uplift at joint(s) 20, 21, 22, 24, 18, 17, 16, 15, 14 except (jt =lb) '1,
NOTES (15) 23 =104 I
1) This truss has been checked for uniform roof live load only, except as noted 12) Non Standard bearing condition. Review required.
Y
1
.._..
Job - - - -- - - -- Truss Truss Type I Qty Ply
YOURGA 188 EARLE S
26187 I T1 1 Common Truss 16 1
L . 1 Job Reference (optional)
Truss Engineering Corp., Indian Orchard, MA 01151 50 YNov 19 2010 MiTek Industries, Inc. Mon Aug 15 12 24:30 2011 Page 11
ID:dVnrfzhU60zJzb7ae rWNw- IORnUDW DcT1o6LJHd ICsKOrTPUrx02. ncv.
5 -1 -5 11 -2 -0 17 -2 -11 22-4 -0
5-1-5 6 -0 -11 6 -0 -11 5 -1 -5
5x6 -' Scale = 1:46.6
r !,
4
8.00112 14 15
13�
4x4 i 12 .7 17 4x4 0
3 TI 5
r. r 4 �\
11 1
1.5x4 II '\ 1-5x4 II
W 6 •
2 „----- i
2 \
1 �
2_ 1 131 1 I o
3x4 =� 2 0 $ 3x4 _
3x4 = 5x9 � 3x4 = 1
0-5-8(0-2-2) 0 -5- 8(0-2-2) 1
101# 1340
0- 1 1 3 } 0 - ' 11 -2 -0 i_ 2 - - - 0
0 11 -0 10 -3 -0 10 -3 -0 0' -11 - 0
Plate Offsets (X,Y): [1:0- 0- 6,0- 0-6],[4:0-3-4,0-2-8U7:0-0-6,0-0-6], [9 :0- 4- 8.0 -3 -4] _ _ - -
LOADING (p SPACING 2 -0 -0 CSI D EFL i (loc) I /dell Ltd P LATES GRIP
TCLL(roof) 40.0 Plates Increase 1.15 TC 0.59 Vert(LL) -0.13 9 -10 >999 240 MT20 197/144 ,
• Snow (Pf/Pg) 30.8 /40.0 Lumber Increase 1.15 BC 0.55 Vert(TL) -0.34 9 -10 >704 180
TCDL 10.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.04 8 n/a n/a
BCLL 0.0 * I Code IRC2009/TP12007 I (Matrix) 9
BCDL 10.0 Weight 94 16 FT = 10%
LUMBER
TOP CHORD 2 X 4 SPF 1650E 1.5E 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD any other live loads.
WEBS 2 X 4 SPF Stud 1- 2=- 383!0, 2 -11 =- 321/0, 3 -11 =- 287/0, 3 -12 =- 1167/102, 7) * This truss has been designed fora live load of 20.0psf on the bottom chord in all !,
BRACING 12 -13 =- 1015/112, 13-14=-990/1 4 -14 =- 988/128, areas where a rectangle 3 -6 -0 tall by 1 -0 -0 wide will fit between the bottom chord and
TOP CHORD 4 -15 =- 988/128, 15 -16 =- 990/114, 16 -17= 1015/112, any other members.
Structural wood sheathing directly applied or 5 -10 -1 oc puriins. 5-17 =- 1167/102, 5 -18 =- 287/0, 6 -18 =- 321/0, 6-7= -383/0 8) Provide mechanical connection (by others) of truss to bearing plate capable of 1 ,
BOT CHORD BOT CHORD withstanding 101 Ib uplift at joint 10 and 101 lb uplift at joint 8.
Rigid ceiling directly applied or 10 -0 -0 oc bracing. 1- 10= 0/259, 9- 10=- 93/1089, 8 -9 =- 46/1089, 7 -8 =0/259 9) This truss is designed in accordance with the 2009 International Residential Code
WEBS sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
REACTIONS (Ib /size) 4- 9=- 11/503, 5 -9 =- 312/135, 3- 9=- 312/134, 3 -10 =- 1268/189, 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the '..
10 = 963/0 -5 -8 (min. 0 -2 -2) 5-8= -1268/189 analysis and design of this truss.
8 = 963/0 - 5 - 8 (min. 0 - 2 - 2) 11) All Plates 20 Gauge Unless Noted
MaxHorz NOTES (11)
10 = - 178(LC 9) 1) This truss has been checked for uniform roof live load only, except as noted. .
Max Uplift 2) Wmd: ASCE 7 -05; 90mph; TCDL= 4.2psf; BCDL= 5.0psf; h =25ft; Cat. 11; Exp B;
10 = - 101(LC 11) enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) 0 -0 -0 to 3 -0 -0,
8 = - 101(LC 12) Interior(1) 3 -0 -0 to 8 -2 -0, Exterior(2) 8 -2 -0 to 11 -2 -0, Interior(1) 14 -2 -0 to 19 -4 -0 zone; •
Max Gray cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions
10 = 1340(LC 3) shown; Lumber DOL =1.33 plate grip DOL =1 33
8 = 1340(LC 3) 3) TCLL: ASCE 7 -05; Pr =40.0 psf (roof live load: Lumber DOL =1.15 Plate DOL= 1.15);
•
Pg =40.0 psf (ground snow); Pf =30.8 psf (flat roof snow: Lumber DOL =1.15 Plate
FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. DOL= 1.15); Category 11; Exp B; Partially Exp.; Ct =1.1
TOP CHORD 4) Unbalanced snow Toads have been considered for this design.
, 1 - 2 = 383/0, 2 11= 321 3 - 11 = 287/0, 3 - 12 = 1167/102, 5) This truss has been designed for basic load combinations, which include cases with
reductions for multiple concurrent live Toads.
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I f This non-structural placement plan is provided for identifying the location of trusses as supplied by Truss Engineering Corporation (TEC). No responsib l Sy is taken or implied by TEC for the
(structural integrity of the structure below the trusses or the affects of TEC's product on the structure as a whole. The truss installer shall follow all 8051 recommendations, construction s '"sx"� :
, '''..,
pocument specifications as well as any site specfic requirements to ensure safe and proper installation. No loading shall be applied to trusses until properly and fully installed, including all( t I: "'+
II
( I
(sheathing, hangers, wall anchors, lateral web bracing (as shown on individual shop drawings), and permanent bracing (as required by the construction documents). Installation contractor • E +IG I£ R tG
shall refer to the individual truss shop drawings for all structural requirements of trusses, including but not limited to bearing locations and requirements, ply to ply nailing, lateral web 'CORPORATION l
bracing, and truss spacing. Truss Engineering Corporation strictly adheres to the 'Standard Responsibilities in the Design of Metal Plate Connected Wood Trusses' as defined by TPI Chapter' aM °'°, .a —
2 (available upon request) regardless of any job specific specifications unless clearly defined otherwise in writing by TEC.
ob Number: 26187
hi; placement plan is Truss Engineering Corporation s!NTERPRETAPON of plans and drawings as supplied to as. The building owner /owner's agent is solely responsible for verifying all - — — - —-- r: W1108005 j
imensions, geometry, loads and load requirements for accuracy and full compliance to construction documents and shall be responsible for notifying TEC immediately of any
iscrepancies. The building owner /owner's agent is responsible for coordinating all construction details between trades. Truss Engineering Corporatior isNOT responsible for field Drawn uote Number:
Goodrich -
' verification of dimensions or special conditions. No trusses supplied by Truss Engineering Corporation may be rut, drilled, or altered in any way without first contacting TEC and receiving ,Job Name: YOURGA
( engineering documents allowing such. STRAIGHT SOFFIT I
p obsite:188 EARLE ST
1 NORTHAMPTON iMA I
. Contractor Copy of Order 329 -0 ,46
Y WORK ORDER # 26187 Ordered On:08/15/11
: '7'.7*' NG 181 GOODWIN ST Projected Delivery By: 08/27/11 **
CORPORATION
PO BOX 51027
INDIAN ORCHARD, MA 01151
MANUFACTURERS OF ROOF & FLOOR TRUSSES Job: YOURGA
Phone (413) 543 -1298 Fax (413) 543 -1847 Toll Free (800) 456-0187 STRAIGHT SOFFIT
188 EARLE ST
NORTHAMPTON, MA
Sold To: Cowls Building Supply, Inc. PO: 14391
125 Sunderland Road P.O. Box 9676
North Amherst, MA 01059 Ordered By: KYLE BELANGER
Attn: KYLE BELANGER
Phone: (413) 549 -0001 Our Salesman: John Goodrich
Cancellation Date: 08/18/11
** Truss Engineering's Shipping Department should be contacted 5 business days before your
optimal delivery date. "Projected Delivery" dates are NOT scheduled ship dates.
ROOF TRUSSES LOADING INFORMATION TCLL- 40.010.0TCDL- BCLL -BCDL 0.0,10.0 ROOF TRUSS SPACING:24. IN. O.C. (TYP.) LAYOUT BY: JFG ON: 08/03/11
,
I PROFILE CITY
LY TOP PITCH BOT TRUSS ID SPAN SPAN LUMBER OL I R ANT I SHIPPING WEUNIT IGHT PRICE TOTAL
J WIDTH
Common Truss
' 16 8.00 0.00 Ti 22 -04 -00 22-04-00 2 X 4 - 07 - - 93
° -
12 X 4 00 -11 -00 DO -11 -00 � �_[____
GABLE
¢ -- 1 1 8.00 0.00 T1 GE ' 22 -04 -00 22 -04 -00 [2 X 412 X 41 07 - - 104 d
8 00� 0.00 Common Truss
T2 22 -04 -00 22-04-00112X 1 4 2 X 4.00 -11 00 02 -03 07 07 11 - 93
%, 1
1 8.00 0.00 _
't' T3 22 -04 -00 22 -04 -00 2 X 4
Common Truss
07 - 11 13 — 94
I 1 2 X 4 00 -11 00 i 04 -00 -11 _ J I
S a 1 8.00 0.00 T4GE 11 22-04-00] 22 -04 -00 2 X 412 X 4 GABLE 1
; j 07 -11 -13 104
ROOF SUB - TOTAL:
* * * ** IMPORTANT NOTE *** **
It is the sole responsibility of the retailer to supply all attached drawings and information to their customer for review and approval
Any and all changes must be received by Truss Engineering prior to the cancellation date.
Any changes received after cancellation date may result in added charges and delay of order. No response before cancellation
date will be perceived as a full approval of order. I -- -- - -- - - --T -- -
Truss Engineering is responsible for supplying only the material as listed on the order. sue -TOTAL
Deliveries are F.O.B. our truck to jobsite. Inability to access the jobsite or take delivery
of order may result in additional charges.
GRAND TOTAL
- -- -- 1—