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Job
Truss
Truss Type
Qty
Ply
Hancock Res.
B04101-08
P801
ROOF TRUSS
35
1
Job Reference Io tional
BMC WEST (IDAHO C=ALLS), IDAHO FALLS. ID 83402
7.030 s Jan 3 2008 MTek Industries. Inc. Tue Apr 1514:24:49 2008 Page 1
3-1-8
8.2-13
3.1.8
3.1-8
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8-2-13
8-2-13
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in (loc) I/defl Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.14
Vert(LL) n1a - n/a 999
M1120 1971144
TCDL 7.0
Lumber Increase 1.15
BC 0.05
Vert(TL) n/a - n/a 999
BCLL 0.0
Rep Stress Incr NO
WB 0.04
Horz(TL) 0.00 C n/a n/a
BCDL 7.0
Code IRC2006/TPI2002
(Matrix)
Weight: 15 Ib
LUMBER
BRACING
TOP CHORD 2 X 4 SPF 165OF 1.5E
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins.
BOT CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2 X 4 SPF Stud/Std
REACTIONS (ib/size) A-139/6-2-13, C=139/6-2-13, D=22616-2-13
Max HorzA=47(LC 4)
Max UpiiftA=-41(LC 5), C=45(LC 6), D=25(LC 5)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A -B=-79/35, B -C=79/28
BOT CHORD A -D=-11/30, C -D=-11/30
WEBS B-13=-181152
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf. BCDL =4.2psf; Category II; Exp C; enclosed; MWFRS (law -rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33.
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MTek "Standard Gable End Detail"
4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 2-0-0 oc.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41 Ib uplift at joint A. 45 Ib uplift at joint C and 25 lb uplift at joint D.
8) This truss is designed in accordance with the 2006 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
Pty
Hancock Res.
604101.08
R01
ROOF TRUSS
1
1
Job Reference (optional)
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402
7.030 s Jan 3 2008 MiTek Industries, Inc. Tue Apr 1514:24:51 2008 Page 1
11-8.0, 641-11 13-5-0 I 20.2.1
26.1012 28-4-12
1.60 68.11 6611 meoM112o= 68.11
F
6-0-11 1-8-0
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236 MU20=
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l \
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ji US 11112011
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510 W120 If W V T R N
64MU20,1 tQo10MU20= W2W120= 1-%4 M02011 W2MU20=
4%9 M1120=
M L 9%10 M100 II
10%10 W120c 74 V=401
70 M320 -;-
24 MIR011
611-9 17-11-3
6%9 MU20Q
3A U1120 11
26.1012
611-9 611-9
611-9
Plate Offsets X Y : B:0-7-10 0-0-3 B:2-7-30-2-8 C:0-7-80-3-0 1:0-7-8 0-3-0 J:0-7-10 0-0-3 J:2-7-30-2-8
LOADING (psf)
SPACING 2-0-0
CSI
DEFL In
(loc) Well Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.80
Vert(LL) -0.54
M -N >598 360
M1120 1871144
TCDL 7.0
Lumber Increase 1.15
BC 0.91
Vert(TL) -0.82
M -N >394 240
BCLL 0.0
Rep Stress Incr YES
WS 0.76
Horz(TL) 0.07
J n/a n/a
BCDL 7.0
Code IRC2006/TPI2002
(Matrix)
Wind(LL) 0.25
T -V >999 240
Weight: 239 lb
LUMBER BRACING
TOP CHORD 2 X 6 LSL Truss Grade *Except* TOP CHORD
Structural wood sheathing directly applied or 440-10 oc purlins.
T1 2 X 6 DF 180OF 1.6E, T1 2 X 6 DF 180OF 1.6E BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2 X 8 DF SS 'Except' JOINTS
1 Brace at Jt(s): Q, S, P. X
B2 2 X 4 SPF 1650F 1.5E, B3 2 X 4 SPF 165OF 1.5E
WEBS 2 X 4 SPF Stud/Std *Except*
W7 2 X 4 SPF 1650F 1.5E, W7 2 X 4 SPF 1650F 1.5E, W6 2 X 4 SPF 165OF 1.5E, W5 2 X 4 SPF 1650F 1.5E
W5 2 X 4 SPF 165OF 1.5E
SLIDER Left 2 X 8 DF SS 4-1-8. Right 2 X 8 DF SS 4-1-8
REACTIONS (lb/size) B=228910-5-8, J=228910-5-8
Max Horz 8=346(LC 4)
Max UptiftB=-169(LC 5), J=-169(LC 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-8=0126, B -C -3052184, C -D=28151108, D -E=-17671226, E -F=01580, F -G=0/581, G -H=-17671224, H-1=-28171104, I -J=-3052187, J -K=0126
BOT CHORD B -W=-13212307, V -W =-13412304, T -V=-9811737, R -T=014052, N -R=014052, M -N=011738, L -M=012304, J -L=0/2307, S -U=-207710. Q -S=-207710, P -Q-210810, O -P=-210810
WEBS U -V=-501528, D -U=011354, M-0=-48/533, H-0=0/1357, Q -R=0195, S -T=44310, N -P=438/0, T -U=011975, 0-T=-872/11 1. N -Q=-8271106, N-0=0/1997, E -X=-24171216, G -X=-24171216, C -W=-1671107,
C -V=-8571214, I -L=-1661104, I -M=-854/214, F-X=ON 14
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf: BCDL=4.2psf: Category 11. Exp C. enclosed: MWFRS (low-rise) gable end zone: cantilever left and right
exposed ; Lumber DOL=1.33 plate grip DOL=1.33.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Ceiling dead load (5.0 psf) on member(s). D -E, G -H, E -X, G -X
5) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. S -U, Q -S, P -Q, O -P
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 169 lb uplift at joint B and 169 Ib uplift at joint J.
7) This truss is designed in accordance with the 2006 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
Hancock Res.
804101-08
R01GD
ROOF TRUSS
1
3
I Job Reference (optional)
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 7.030 s Jan 3 2008 MiTek Industries, Inc. Tue Apr 15 14:24:53 2008 Page 1
4-2-7 8-4-13 12-7.4 16.9.11 21-0-1 25.2-8 ,
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4-2-7_ _ _ 8.4.13 _ 12-74 16.9-11 21-0.1 25.2.8
4-2-7 4.2-7 4-2-7 4-2-7 4-2-7 4.2.7
Plate Offsets MY): : A:0-2-2 0-2-81, [G:0-2-1,0-2-81,11:0.3-8.0-4-01, IK:0-3-8 0-0-0
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in (loc) l/deti Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.59
Vert(LL) -0.21 I-J >999 360
M1120 197/144
TCDL 7.0
Lumber Increase 1.15
BC 0.66
Vert(TL) -0.34 I-J >873 240
BCLL 0.0
Rep Stress Incr NO
WB 0.83
Horz(TL) 0.07 G n/a n/a
BCDL 7.0
Code 1RC20061TP12002
(Matrix)
Wnd(LL) 0.12 J-K >999 240
Weight: 504 Ib
LUMBER BRACING
TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 5-7-8 oc purlins.
BOT CHORD 2 X 8 OF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 4 SPF Stud/Std 'Except"
W3 2 X 4 SPF 1650F 1.5E, W1 2 X 4 SPF 165OF 1.5E, W3 2 X 4 SPF 165OF 1.5E
WEDGE
Left: 2 X 6 DF Stud, Right: 2 X 6 DF Stud
REACTIONS (Ib/size) A=1514610-5-8, G=1403810-5-8
Max HorzA=300(LC 4)
Max UpliftA=-3289(LC 5), G =-3057(LC 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=-18478/4020, B-C=-15136/3345, C-D=-1161512665, D-E--11615/2665, E-F=-1512613342, F-G=-1855714037
BOT CHORD A-M =-3150114206, L-M =-3150114206, L-N=3150/14206, N-0=-3150114206, K-O =-3150/14206, K-P =-2583/12015, P-Q=-2583112015, J-Q=-2583112015, J-R=-2521112006, R-S=-2521112006, I-S=-2521/12006,
1-T=-3047/14272,T-U=-3047114272,H-U=-3047114272,H-V=-3047/14272,V-W=-3047/14272, G-W =3047114272
WEBS B-L=85114029, B-K=-27971718, C-K =-1332/6032, C-J=-505811245, D-J=3037113382, E-J=-504111240, E-I =-1326/6014, F-1=-28931739, F-H =87614137
NOTES
1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc.
Bottom chords connected as follows: 2 X 8 - 3 rows at 0-4-0 oc.
Webs connected as follows: 2 X 4 - 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 7-05: 90mph: h=25ft: TCDL=4.2psf: BCDL=4.2psf: Category II; Exp C: enclosed: MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3289 lb uplift at joint A and 3057 Ib uplift at joint G.
7) This truss is designed In accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
8) Use Simpson Strong-Tie HUS26 (14-10d Girder, 6-10d Truss) or equivalent spaced at 2-0-0 oc max. starting at 0-2-12 from the left end to 24-1-0 to connect truss(es) R09 (1 ply 2 X 4 SPF) to back face of bottom chord.
9) Fill all nail holes where hanger is in contact with lumber.
LOAD CASE(S) Standard
Continued on page 2
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Job
Truss
Truss Type
Qty
Ply
Hancock Res.
804101-08
R02
ROOF TRUSS
2
1
Job Reference (optional)
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 7.030 s Jan 3 2008 MiTek Industries, Inc. Tue Apr 1514:24:55 2008 Page 1
1 801 88-11 i 13.56 I 20-2-1 I 28-10-12 28.4.1x
1-80 6.811 6-8-11 6.811 8811 148-0
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8x18 M1120 N
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4x5 M820= 1.5x1 M112011 3x8 M1120= 1.594 MI12011 /e M020=
310 M112011 W V T R N M L Sato M112011
8x0 M1120: 10x10 M1120= 4x12 M820= 1.391 M112011 4212 M420.- 10910 M1120= 3x6 MIQOJ
5s8 M1120., 38 M1120 -N
3x6 M320 a 3x6 M112011
811.9 1 17.11.3 26-10-12
8.11-9 8.11.9 811-9
Plate Offsets KY : B:0-7-10,0-0-3 B:2-7-30-2-8 C:0-7-8 0-3-0 I:0-7-8,0-3-0 J:0-7-10 0-0-3 J:2-7-3.0-2-8
LOADING (psQ
SPACING 2-0.0
CSI
DEFL In (loc) I/defl Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.80
Vert(LL) -0.54 M -N >598 360
M1120 187/144
TCDL 7.0
Lumber Increase 1.15
BC 0.91
Vert(TL) -0.82 M -N >394 240
BCLL 0.0
Rep Stress Incr YES
WB 0.76
Horz(TL) 0.07 J n/a n/a
BCDL 7,0
Code IRC2006/rP12002
(Matrix)
Wtnd(LL) 0.25 T -V >999 240
Weight: 239 ib
LUMBER BRACING
TOP CHORD 2 X 6 LSL Truss Grade *Except* TOP CHORD Structural wood sheathing directly applied or 440-10 oc purlins.
Tt 2 X 6 DF 180OF 1.6E, T1 2 X 6 DF 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2 X 8 DF SS -Except• JOINTS 1 Brace at Jt(s): Q. S. P. X
B2 2 X 4 SPF 165OF 1.5E, B3 2 X 4 SPF 165OF 1.5E
WEBS 2 X 4 SPF Stud/Std *Except*
W7 2 X 4 SPF 165OF 1.5E, W7 2 X 4 SPF 165OF 1.5E, W6 2 X 4 SPF 1650F 1.5E, W5 2 X 4 SPF 165OF 1.5E
W5 2 X 4 SPF 165OF 1.5E
SLIDER Left 2 X 8 DF SS 4-1-8, Right 2 X 8 DF SS 4-1-8
REACTIONS (ib/size) 8=2289/0-5-8, J=228910-5-8
Max Horz B=346(LC 4)
Max UptrftB=-169(LC 5), J=-169(LC 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A -B=0126, B -C=-3052184, C -D-2815/108, 0-E=1767226, E -F=01580, F -G=01581, G -H-1767/224, H -t= -2817/104,1-J-3052/87, J -K=0/26
BOT CHORD B -W=13212307, V -W=1342304, T -V=-9811737, R -T=014052, N -R=014052, M -N=011738, L -M=012304, J -L=02307, S -U=-207710, Q -S=-2077/0, P -Q=-210810, O -P=-2108/0
WEBS U -V =-501528, D -U=011354, M-0=-481533, H-0=011357, Q -R=0195, S -T= 443/0, N -P=43810, T -U=011975, Q -T =-8721111, N -Q=-827/106, N-0=011997, E -X=2417216, G -X=-2417216, C -W=-1671107,
C4=457214, I -L=166/104, I -M=8541214, F -X=0/114
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads.
4) Ceiling dead load (5.0 psQ on member(s). D -E, G -H, E -X, G -X
5) Bottom chord live load (40.0 psQ and additional bottom chord dead load (10.0 psf) applied only to room. S -U, Q -S, P -Q, O -P
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 169 lb uplift at joint B and 169 Ib uplift at joint J.
7) This truss is designed in accordance with the 2006 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Truss
Truss Type
Qty
Ply
Hancock Res01-08
r41
803
ROOF TRUSS
1
1
Job Reference (optional)
7.030 s Jan 3 2008 MiTek Industries. Inc. Tue Apr 1514:24:57 2008 Page 1
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402
1 8 OI 9-8.11 1 13.5.6 20-2-1 1 26-10-12 J8-4-12
148.0 6.8-11 6.8.11 9-8.11 6.8.11 1.8 0
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tki !s6 M1020= 1.5s 1802011 he MOD= 1.5.4 M32011 &S L11120 =
59101!02011 W V T A H Y L 510 40Q011
56411120-'- 1510 u1120= 4.12 Ktl20= 1 S.4 W0011 1912 MU20= 10a1ou"20= Sem 48020,1
5d u1120'% 5d u1120
30 u1120 11 Sem u112a 11
8-11-9 17-11-3 26-10-12
8.11-9 8.11-9 8.11.9
Plate Offsets X B:0-7-10 0-0-31, [8:2-7-3.0-2-81. [C:0-7-8.0-3-01. [1:0-7-8.0-3-01, J:0-7-10,0-0-3 J:2-7-3 0-2-8
LOADING (psf)
SPACING 2-0-0
CSI
TC 0.80
DEFL In (loc) Well Ud
Vert(LL) -0.54 M-N >598 360
PLATES GRIP
M1120 187/144
TCLL 35.0
TCDL 7.0
Plates Increase 1.15
Lumber Increase 1.15
BC 0.91
Vert(TL) -0.82 M-N >394 240
BCLL 0.0
Rep Stress Incr YES
WB 0.76
Horz(TL) 0.07 J n/a n/a
BCDL 7.0
Code iRC2006/TP12002
(Matrix)
Wind(LL) 0.25 T-V >999 240
Weight: 239 Ib
LUMBER BRACING
TOP CHORD 2 X 6 LSL Truss Grade *Except* TOP CHORD Structural wood sheathing directly applied or 4-0-10 oc purlins.
T1 2 X 6 DF 180OF 1.6E, Tt 2 X 6 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOT CHORD 2 X 8 DF SS -Except- JOINTS 1 Brace at JI(s): 0, S. P. X
B2 2 X 4 SPF 165OF 1.5E, B3 2 X 4 SPF 1650F 1.5E
WEBS 2 X 4 SPF Stud/Std *Except*
W7 2 X 4 SPF 1650F 1.5E, W7 2 X 4 SPF 1650F 1.5E, W6 2 X 4 SPF 165OF 1.5E, W5 2 X 4 SPF 165OF 1.5E
W5 2 X 4 SPF 165OF 1.5E
SLIDER Left 2 X 8 OF SS 4-1-8, Right 2 X 8 OF SS 4-1-8
REACTIONS (Ib/size) B=228910-5-8, J=2289190-5-8
Max Horz B=346(LC 4)
Max UpliftB=-169(LC 5), J=-169(LC 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0126, B-C=-3052184, C-D=-28151108, D-E=-17671226, E-F=01580, F-G=0/581, G-H=-17671224, H-1=-2817/104, I-J--3052187, J-K=0126
BOT CHORD B-W-=-13212307, V-W=-13412304, T-V =-9811737, R-T=014052, N-R=0/4052, M-N=011738, L-M=012304, J-L=0/2307, S-U=-2077/0, O-S=-207710, P-0--210810, O-P=-210810
WEBS U-V=-501528, D-U=011354, M-0=481533, H-0=011357, O-R=0195, S-T=44310, N-P=-438/0, T-U=011975, 0-T=-8721111, N-0=-827/106, N-0=011997, E-X =-24171216, G-X--24171216, C-W=-1671107,
C-V=-8571214, I-L--166/104, I-M=-8541214, F-X=0/114
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category 11, Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Ceiling dead load (5.0 psf) on member(s). D-E, G-H, E-X, G-X
5) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. S-U, 0-S, P-0, O-P
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 169 ib uplift at joint B and 169 Ib uplift at joint J.
7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
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Job
Truss
Truss Type
Qty
Ply
Hancock Res.
804101.08
R08
ROOF TRUSS
22
1
Job Reference (optional)
BMC WEST (IDAHO FALLS). IDAHO FALLS, ID 83402 7.030 s Jon 3 2008 MjTek Industries, Inc. Tue Apr 1514:25:46 2008 Page I
1-1-6-0. 6-1-0 12-1-15 18-2-15 24-5-11 30-6-11 36-7-10 42-8-10 .44-2-19
141-0 6.1-0 a-i-o 6-1-0 a-2-13 6-1-0 6.1-0 6.1-0 145-0 SeW - It&
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9.1.7 18-2-15 23-5-5 249140= 33-7-3 42-8-10
9-1-7 9-1-7 5-2-8 0-7-13 9-1.7 9.1-7
0.4-9
Plate Offsets MY): [B:0-2-4.0-1-81, [C:0-3-0,0-3-01. [E:0-4-1,12doell, IF:0-4-I.Ednel, (H:0-3-0,0-3-01,11:0-2-4,0-1-81, [K:0-2-8,0-3-01, [L:0-3-0.0-3-01, [0:0-4-0.0-3-01
LOADING (psQ
SPACING 240-0
CSI
DEFL In (loc) Vdefl Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.52
Vert(LL) -0.13 N-0 >999 360
M1120 197/144
TCDL 7.0
Lumber Increase 1.15
BC 0.47
Vert(TL) -0.28 N-0 >990 240
8CLL 0.0
Rep Stress Incr YES
WB 0.86
Horz(TL) 0.03 1 n/a n/a
BCDL 7.0
Code IRC2006/TPI2002
(Matrix)
Wind(LL) 0.04 K-L >999 240
Weight: 205 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF 1660F 1.51E TOP CHORD Structural wood sheathing directly applied or 5-6-13 oc purlins.
BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2 X 4 SPF Stud/Sid WEBS I Row at midpt D-N, F-M, G-L
2 Rows at 113 pis E-M
REACTIONS (lb/size) B=997&5-8, M=272810-5-8,1=719/0.5-8
Max Horz Ba-340(LC 3)
Max UptiftB-283(LC 5). Mm-508(LC 5), In-263(LC 6)
Max GravB-1098(LC 9), M=2728(LC 1). 1=862(LC 10)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-8=0/66, B-C-14111/262, C-D=-10791245, D-E=-263/195, E-F=0/636. F-G=-271738, G-H=-6281214, H-10-963/224, I-J=0/66
BOT CHORD B-O=-370/1105,N-O=-254/616.M-N-143/328,L-M=-518/367,K-L=-246/220.1-K=-106/723
WEBS C-0=438/240, D-O=-1091521, D-N=-765/333. E-N=-179/656, E-M=-1335/321, F-M=-13061230, F-L=-99/497, G-L-7731336, G-K=-1 12/537. H-K=4511240
NOTES
1) Unbalanced roof five loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph: h=25ft; TCDL=4.2psf. BCDL=4.2psf, Category 11; Exp C; enclosed; MWFRS (low-rise) gable end zone: cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33.
3) Provide adequate drainage to prevent water ponding.
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 283 lb uplift at joint B. 508 lb uplift at joint M and 263 lb uplift at joint I.
6) This truss is designed In accordance with the 2006 International Residential Code sections R502.11.1 and R802.110.2 and referenced standard ANSIfrPI 1.
LOAD CASE(S) Standard
Job
Truss
Truss Type
Qty
Ply
Hancock Res.
B04101-08
R08GE
ROOF TRUSS
2
1
Job Reference (optional)
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 7.030 s Jan 3 2008 MiTek Industries, Inc. Tue Apr 15 14:26:012008 Page 1
18-2-15 I 24.511 I 42-8-10 M 2.1Q
146-0 18.2-15 6-2-13 18.2.15 10
as Mlno% $sw. • 1:76.
� Mt120.�
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"M020= Ai Mltw=
l 42.8.10
42.8.10 I
Plate Offsets KY: [B:0-3-3,0-1-81, [L:0-3-0.0-041, P:0-3-0 0-0.4 , :0-3-3 0-1-8
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in (loc) Vdefl Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.23
Vert(LL) -0.02 AA ntr 120
M1120 1971144
TCDL 7.0
Lumber Increase 1.15
BC 0.06
Vert(TL) -0.02 AA n/r 120
BCLL 0.0
Rep Stress lncr NO
WB 0.21
Horz(TL) 0.01 Z n/a n/a
BCDL 7.0
Code IRC2006fTP12002
(Matrix)
Weight: 251 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2 X 4 SPF Stud/Std WEBS 1 Raw at midpt N-AL, M-AM, K-AN, J-AP, O-AK, Q-AJ, R-AH
REACTIONS (lb/size) 6=323142-8-10, AL=198142-8-10, AM=188142-8-10, AN=186142-8-10. AP=198142-8-10, AQ=196142-8-10, AR=196/42-8-10, AS=195142-8-10, AT=202/42-8-10, AU=170142-8-10, AV =273142-8-10,
AK=188142-8-10, AJ=186142-8-10, AH=198/42-8-10, AG=196142-8-10, AF=196/42-8-10, AE=195142-8-10, AD=202/42-8-10, AC=170142-8-10, AB=273/42-8-10, Z=323142-8-10
Max Horz B=-340(LC 3)
Max UpliftB=-101(LC 3), AL=-81(LC 3), AM=-53(LC 4), AN=-34(LC 4), AP=-90(LC 5), AO=-77(LC 5), AR=-78(LC 5), AS-78(LC 5), AT=-78(LC 5), AU=-78(LC 5), AV=-86(LC 5). AK=46(LC 4), AH=-93(LC 6),
AG=-77(LC 6), AF=-78(LC 6), AE -78(LC 6), AD=-78(LC 6), AC=-78(LC 6), AB=-86(LC 6), Z=-63(LC 6)
Max GravB=323(LC 1), AL-201(LC 9), AM=189(LC 9), AN=188(LC 9), AP=198(LC 1), AQ=196(LC 9), AR=196(LC 1), AS=195(LC 1), AT=202(LC 1), AU=170(LC 9), AV=273(LC 9), AK=189(LC 10), AJ=188(LC 10),
AH=198(LC 1), AG=196(LC 10), AF=196(LC 1), AE=195(LC 1), AD=202(LC 1), AC=170(LC 10), AB=273(LC 10), Z=323(LC 1)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A-B=0164, B-C =-2851224, C-D=-2281200, D-E=-220/208, E-F-1941207, F-G=-1561201, G-H=-1181197, H-1=811204,1-J =-72/242, J-K =721287, K-L=-691271, L-M=-251272, M-N =-251272, N-0=-251272, O-P=-251272,
P-Q=-69/270, Q-R=-721272, R-S=-721209, S-T-721153, T-U=-72197, U-V=-72163, V-W =-70168, W-X=-82169, X-Y=-89162, Y-Z =154185, Z-AA=0/64
BOT CHORD B-AV=-541225, AU-AV =-541225, AT-AU=-54/225. AS-AT=-541225, AR-AS=-54/225. AG-AR=-54/225. AP-AQ=-541225, AO-AP=-541225. AN-AO-54/225, AM-AN -541225, AL-AM=-541225, AK-AL=-,541225.
AJ-AK=-54/225. Al-AJ=-54/225, AH-A1=-541225, AG-AH=541225, AF-AG =-541225, AE-AF=-54/225, AD-AE=-541225, AC-AD=-541225, AB-AC=-541225, Z-AB =-541225
WEBS N-AL=-173198, M-AM-161!10, K-AN=-160150, J-AP=-1701107, I-AQ =-168/94, H-AR=-168195, G-AS=-167194, F-AT=-173197, E-AU-146187, C-AV=-2331123, O-AK=-161/63, Q-AJ=-1606', R-AH=-1701110,
S-AG=-168/93, T-AF=-168195, U-AE-167/94, V AD=-173197, W-AC =-146187, Y-AB=-2331122
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL =4.2psf; Category 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33.
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) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Ail plates are 1.5x4 M1120 unless otherwise indicated.
7) Gable requires continuous bottom chord bearing.
8) Gable studs spaced at 2-0-0 oc.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 Ib uplift at joint B. 81 lb uplift at joint AL, 53 Ib uplift at joint AM, 34 Ib uplift at joint AN, 90 lb uplift at joint AP, 77 ib uplift at joint AO,
78 Ib uplift at joint AR, 78 Ib uplift at joint AS, 78 Ib uplift at joint AT, 78 Ib uplift at joint AU, 86 lb uplift at joint AV, 46 lb uplift at joint AK, 93 tb uplift at joint AH, 77 Ib uplift at joint AG, 78 Ib uplift at joint AF, 78 Ib uplift at joint AE, 78
Ib uplift at joint AD, 78 lb uplift at joint AC, 86 Ib uplift at joint AB and 63 Ib uplift at joint Z.
10) This truss is designed in accordance with the 2006 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
Hancock Res.
B04101-08
R09
ROOFTRUSS
7
1
Job Reference (optional)
BMC WEST (IDAHO FALLS), IDAHO FALLS. ID 83402
7.030 s Jan 3 2008 MiTek Industries, Inc. Tue Apr 15 14:26:16 2008 Page 1
6-1-0 12-1-15 1 18-2-15 24-5-11
30-6-11 30-7-10 42-8-10 X14 -2:q
6-" 6-1-0 6-1-0 6-2-13
?dU32011
6-1.0 6." 6-1-0 1-" Sea" • 1:731
D T3
?.coff
3,4 U11=20
3X4 MOO,'
F
W,/
V W1 V
54 WIN,,
54 M112011
W
M.,
T1
V1 63
5•t0 MUM= U L K
03
54 MUM= W U1120= 54 WIN=
9.1-7 18-2-15 24-6-11
54 W"=
33-7-3 42-8-10
9-1-7 9-1-7 6-2-13
9.1-7 9-1-7
Plate Offsets (X,Y): [A:0-1-14,Edge], [B:0-3-0.0-3-01, D:0-5-0 0-2-4 E:0-4-8 0.2-0 [G:0-3-0,0-3-01, IH:0-1-14,Edgel, [J:0-4-0,0-3-01, [K:0-3-0,0-3-01, [M:0-4-0.0-3-01 -
LOADING (psi)
SPACING 240-0
CSI
DEFL In
Qoc) Udell L/d
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.52
Vert(LL) -0.25
K >999 360
M1120 1971144
TCDL 7.0
Lumber Increase 1.15
BC 0.66
Vert(TL) -0.52
J -K >978 240
BCLL 0.0
Rep Stress Incr YES
WB 0.45
Horz(TL) 0.19
H n/a n/a
BCDL 7.0
Code IRC2006/TPI2002
(Matrix)
Wind(LL) 0.13
K -L >999 240
Weight: 192 Ib
LUMBER BRACING
TOP CHORD 2 X 4 SPF 165OF 1.51E TOP CHORD
Structural wood sheathing directly applied or 3-2-0 oc purlins.
BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD
Rigid calling directly applied or 10-0-0 oc bracing. Except:
WEBS 2 X 4 SPF Stud/Std
8-8-14 oc bracing: A -M.
WEBS
1 Row at midpt C -L. E -L, F -K
REACTIONS (Ib/size) A--2068/Mechanical. H=222510-6-8
Max HorzA,—,354(LC 3)
Max UpliftA7-419(LC 5), H=-512(LC 6)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A -B=-3580722, B-Cn-325W704. C -D=-2465/574, D -E-2027/556, E -F=-2464/569, F -G=-32351683, G -H=-35571698, H-1=0/66
BOT CHORD A -M=-650/2963, L -M=-44512509, K -L=-185=25, J -K=-309/2500, H -J=458/2932
WEBS B -M=4111242, C -M=-117/503, C -L=-747/336, D -L=-1521658, E -L=-329/335, E -K=-1861657, F -K=-737/327, F -J=-971478, G -J=-394/229
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph. h=25ft; TCDL=4.2psf*. BCDL=4.2psf*. Category 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed Lumber DOL=1.33 plate grip DOL=1.33.
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 419 lb uplift at joint A and 512 Ib uplift at joint H.
7) This truss Is designed in accordance with the 2006 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
Pty
Hancock Res.
804101-08
R10
ROOF TRUSS
6
1
Job Reference (optional)
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 7.030 s Jan 3 2008 MiTek Industries, Inc. Tue Apr 15 14:26:30 2008 Page 1
B 1-0 12-1-15 I 18.2-15 24-5-11 27-8-10 .29-8-10, 34-2-10 38.8.10 ,4�1 42-8-10 44-2-1f�
6.1-0 8.1-0 6.1-0 6-2-13 3.2.15 2-0-0 4-8.0 448.0 2-0.0 2-0.0 1.8.0
3+5 Mn2D . Sar • 1:70.
Qr8 M1120 Q
0 E
34 MU20
7.00 12 f
Us Ml120.
3A M1120
G
j
/
&SW120,1
W1 /
N
54 MI120 . 'I \ / Wwo
\\ /
Tti ,W10
/ K �jqQ
x A II1N' \\ / N L II^
O
d
&12 mmo= s.12 M120-
S O MU20= S RO P M WO MI
W MU20= 5RE 61120= 5d M1120= 30 MOO= M M1120! eA012 54 MU20a
9.1.7 18.2-15 24-5.11 27-8-10 i 29.8.10 38-8.10 40.8.10 i 42-8-10
9-1-7 9.1.7 6.2.13 3-2-15 240.0 940.0 2.0.0 2-0.0
Plate Offsets X, A:0-1-3 Ed a A:0-7-50-1-0, (8:0-3.0,0-3-01, D:0-5-0,0-24[E:044.0-1-121, 1-11:0-2-8,0-3-0K:0-1-14,Ed a M:0-3-0,0-2- [P:0-3-0,0-2-71, [R:04-0.0-3-01, S:O-4-0 0-3-0
LOADING (psf)
SPACING 2-0.0
CSI
DEFL in (loc) I/den Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.63
Vert(LL) -0.45 N-0 >999 360
M1120 1971144
TCDL 7.0
Lumber Increase 1.15
BC 0.73
Vert(TL) -0.83 N-0 >614 240
BCLL 0.0
Rep Stress Incr YES
WB 0.84
Horz(TL) 0.35 K n/a n/a
BCDL 7.0
Code IRC2006/TP12002
(Matrix)
Wind(LL) 0.22 N-0 >999 240
Weight: 224 tb
LUMBER BRACING
TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 24-3 oc purlins.
BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing, Except:
WEBS 2 X 4 SPF Stud/Std 'Except' 8-7-5 oc bracing: AS.
W7 2 X 4 SPF 1650F 1.5E, W8 2 X 4 SPF 1650F 1.5E, W11 2 X 4 SPF 1650F 1.5E, W13 2 X 4 SPF 1650F 1.5E WEBS 1 Row at midpt C-R, E-R, F-Q, G-P
WEDGE
Left: 2 X 6 DF Stud
REACTIONS (lb/size) A-2076/Mechanical, K=2234/0-5-8
Max HorzA--354(LC 3)
Max UpllftA=-422(LC 5), K=-514(LC 6)
FORCES (ib) - Maximum Compression/Maximum Tension
TOP CHORD A-B=-3659!738, B-C=33191717, C-D-2488/578, D-E=-20481560, E-F=-23771595, F-G=-26861650, G-H=-3360/671, H-I=-575411092, I-J=-57541995, J-K=33861621, K-L=0166
BOT CHORD A-S=-669/3048, R-S=-461/2543, Q-R=-188/2028, P-Q =-24512264, O-P=-35513200, N-0=-477/3466, M-N=420/2838, K-M=-41412725
WEBS B-S=-456/254, C-S=-1271540, C-R=-7691340, D-R=-1421655, E-R=-302/349, E-Q=-241!714, F-Q =-7141298, F-P=-2351665, G-P=-21181368, G-0=-25112089, H-0=-8701293, H-N=-35311996, I-N=-223/155,
J-N=-34712372, J-M=-1248/195
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2pst BCDL=4.2psf; Category II: Exp C. enclosed; MWFRS (low-rise) gable end zone: cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33.
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 422 lb uplift at joint A and 514 Ib uplift at Joint K.
7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
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