HomeMy WebLinkAboutTRUSS SPECS - 04-00197 - 192 Sequoia Ave - New SFRypo
MADISON IAluss ROOFTTRUSS
BMC WEST (IDAHO FALLS), IDAI IO FALLS, 1083402
( -2.0-0 1 6-7-11
2.0-0 6-7-11
i
12-3.12 120.8
5.8-1 0-1-12
20-0-0
7-6-8
5x6 =
5.00 12 F
Oly PlyIlomaalned I MuWnnn
I5 II
JVU Relerence (Vpl'
6.00000 9 a FnU 0 2003 MITak Induslrins, Inc Ihu I`nb 20 12,35:12 2003 Pugn 1
2@-0-0 _ I 30-8-0 _1 _35.4-0 1 ...40'0-0. ---(. 42'0'0.. (
6-0-0 4 8.0 4.8-0 4-8-0 2-0.0
Scale =1:54.5
y^V 1.5x411 5x 10 M1120H=
6-7-11 12-0-0 1 - 8 20-0A 26-0-0 33-0-0 40-0-0
64-11 5-4-5 0-5-8 7-6-8 6-0-0 7-0-0 7-0-0
LOADING (Pat)
TCLL 35.0
TCDL 7.0
BCLL 0.0
BCDL 7.0
-53/0-3.8
SPACING 2-M
PlatesIncrease 1.15
Lumber Increase 1.15
Rep Stress lncr YES
Code IRC2000
LUMBER
K =
1151/0-5.8
TOP CHORD 2 X 4 SPF 210OF 1.8E
= 31
P =
BOT CHORD 2 X 4 SPF 165OF 1.6E
Max Uplift
= 31
WEBS 2 X 4 SPF Stud/Sid 'Except'
-773(load case 3)
W2 2 X 4 SPF 1650F 1.6E
-0197(Ioad case 7)
K =
BRACING
Max Gra,,
- -3244
TOPCHORD
666(load case 2)
P =
Sheathed or 25-1 oc purlins.
K
1774(load case 3)
BOT CHORD
B-0
= -1290
Rigid ceiling directly applied of 4-0-9 oc bracing.
= -1290
O -P
WEBS
N-0
= 1315
1 Row at midpt
D -P
K -M
2 Rows at 1/3 of$
GO
REACTIONS (Iblsize)
B =
-53/0-3.8
to =
3162/0-55
K =
1151/0-5.8
Max Horz
= 31
P =
-184(load case 8)
Max Uplift
= 31
B =
-773(load case 3)
P =
-0197(Ioad case 7)
K =
583(load case 8)
Max Gra,,
- -3244
B =
666(load case 2)
P =
3303(lood case 3)
K
1774(load case 3)
CSI
TC 1.00
BC 0.85
WB 0.96
FORCES (lb)- First Load Case Only
TOPCHORD
A -B
= 32
B -C
= 1405
C -D
= 2141
D -E
= 31
E -F
= 31
F -G
= 31
G -H
= -1394
H-1
= -1394
I -J
= -2730
J -K
- -3244
K -L
- 31
BOTCHORD
B-0
= -1290
P-0
= -1290
O -P
= -2086
N-0
= 1315
M -N
= 2267
K -M
= 3012
WEBS
C-0
= 87
C -P
= -762
D -P
= -2314
D-0
= 2222
F -O
= -598
G-0
= -1617
G -N
= 1041
I -N
= -958
I -M
= 445
J -M
= -037
DEFL In (loo) Iideft PLATES GRIP
Ven(LL) -0.42 M 1776 MII20 197/144
Vert(TL) -0.54 M -N 1602 M1120H 1481108
Hom(TL) 0.27 K nla
1 at LC LL Min Udell = 240 Weight: 156Ib
NOTES
1) Wind; ASCE 7-98 per IRC2000; 90mph; h=25ft; TCDL=4.2ps(;
BCDL=4.2psY occupancy category ll; exposure C;
enclosed;MWFRS gable end zone; cantilever left and right
exposed ; porch left and right exposed;Lumber DOL=1.33 plate
grip DOL=1.33.
2) Design load is based on 35.0 psf specified root snow load.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for 2.00 times Oat roof load of
35.0 psf on overhangs non -concurrent with other live loads.
5) This truss hes been designed for a 10.0 psf bottom chord live
load nonconcurrent with any other live loads per Table 1607.1 of
IBC -00.
6)All plates are M1120 plates unless otherwise Indicated.
7) Bearing at joint(s) K considers parallel to grain value using
ANSIrYPI 1-1995 angle to grain formula. Building designer
should verify capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing
plate capable of withstanding 7731b uplift at joint B. 11971b uplift
at joint P and 583 to uplift at joint K.
LOAD CASE(S)
Standard
ype
LMAOISON- At GE ROOFTTRUSS Oly Ply oinaelneJl Madison
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 - .___.. __. Jpb Reference 16 000 ligral)
6 2003 MITek Industries, Inc. 1 h Fab 2012:35:132003 Popo 1
2-0-0 _ 20.0-0 40AA 42-0-0
2-0-0 20-0-0 20-0-0 2.0-0
Scale - 1:50.8
5.6 =
5.00 r-12 L
ki
3x4 II 3x6 =
�o
5x6 = 5x6 = 3.6 = 3.4 II
40-0-0
40-0-0
Plate Offsets KY):
IAD:0-3-0.0-3-01,
fAH:0-3-0.0-3-01
AA -AB
= -159
Z -AA
TOPCHORD 2 X 4 SPF 165OF 1.6E 'Except'
W =
102/2841-0
LOADING(psf)
= -159
SPACING
2-0.0
CSI
DEFL
In (loc)
1/de6
PLATES GRIP
TCLL 35.0
AJ -
Plates Increase
1.15
TC 0.97
Ved(LL)
-0.5%M-AN
>248
M1120 197/144
TCDL 7.0
=
Lumber Increase
1.15
SC 0.97
Ved(TL)
-0.6AM-AN
>200
430(loed case 2)
SCLL 0.0
AH =
Rep Stress ]nor
N0.
WB 0.69
Horz(TL)
-0.01 W
No
-16(load case 7)
BCDL 7.0
=
Code IRC2000
(Matrix)
let LC LL
Min Wait = 240
K -AG
Weight: 2021b
LUMBER
AA -AB
= -159
Z -AA
TOPCHORD 2 X 4 SPF 165OF 1.6E 'Except'
W =
102/2841-0
Max Grav
= -159
W -X
T22 X4 OF 240OF 2.OE, T22 X 4 OF 2400E 2.OE
Max Horz
-
AD
=
287(load case 3)
BOT CHORD 2 X 4 OF 240OF 2.0E 'Except'
AJ -
145(load case 7)
AE
= -286
306(lood case 3)
B2 2 X 4 SPF 165OF 1.6E
Max Uplift
= -170
AJ
=
846(load case 2)
WEBS 2 X 4 SPF Stud/Std
A =
-195(load case 7)
At
= -163
430(loed case 2)
OTHERS 2 X 4 SPF Stud/Std
AH =
-53(load case 7)
AG
=
328(load case 2)
= -65
AF =
-16(load case 7)
W
=
216(load case 3)
BRACING
X =
-103(load case 8)
K -AG
= -184
F -AJ
TOPCHORD
Y =
-52(load case 8)
FORCES
pie)- First Load Case Only
Sheathed or 6-0-0oc pudins.
Z
.61 (load case 8)
TOPCHORD
BOT CHORD
AA =
A35(load case 2)
A -B
= -352
B -C = -285
Rigid ceiling directly applied or "-0 no bracing, Except:
AS =
A72poad case 8)
C -D
= 303
D -E = -268
10-0-0oc bracing:A-AN,AM-AN,AL.AM,AK-AL,AJ-AK.
AC =
�66(load case 8)
E -F
= -222
F -G = 186
AD =
46(load case 8)
G -H
= 247
H-1 = 293
REACTIONS (Iblsize)
AE _
-60(load case 8)
1-1
= 277
J -K = 282
A = 478/1-0-0
AJ =
-294(load case 7)
K -L
= 276
L -M = 276
AH = 17112"-0
AI =
-118(load case 7)
M -N
= 281
N-0 - 279
AF = 3641284-0
AG =
-67(Ioad case 7)
O -P
= 280
P-0 = 239
X = 359/28-"
W =
37(load case 2)
O -R
= 278
R -S = 206
Y = 135/28-0-0
Max Grav
S -T
= 207
T -U = 191
Z = 204/28-0-0
A =
711 (load case 2)
U -V
= 237
V -W = 165
AA = 40/28-0-0
AH =
252poed case 2)
BOT CHORD
AB 324/28-0-0
AF =
412(lood case 2)
A -AN
= 263
AM -AN - 263
AC = 199/28-0.0
X =
551(load case 3)
AL -AM
- 263
AK -AL = 263
AD 190/28-0-0
Y
188(load case 3)
AJ -AK
= 263
AI -AJ = -228
AE = 211/28.0-0
Z =
310(load case 3)
AH -AI
= .228
AG -AH = -228
AJ = 573/28-M
AA =
206(load case 3)
AF -AG
= -228
AE -AF = -228
Al = 292/284-0
A6 =
356(load case 3)
AD -AE
= -228
AC -AD = -228
AG = 215/28-M
AC =
290(load case 3)
AB -AC
= -228
Continued on page 2
BOT CHORD
AA -AB
= -159
Z -AA
= -159
Y -Z
= -159
X -Y
= -159
W -X
= -159
WEBS
L -AF
= -337
U -X
= -286
T -Y
= -127
S -Z
= -170
R -AA
= -13
O -AB
= -162
O -AC
= -171
WAD
= -163
M -AE
= -183
C -AN
= -127
D -AM
= -62
E -AL
= -65
F -AK
= 518
G -AJ
= 112
1 -AI
= -209
J -AH
= -157
K -AG
= -184
F -AJ
= -1073
R -AB
= -151
NOTES
1) Wind: ASCE 7-98 per IRC2000; 90mph; h=251(; TCDL=4.2psf;
SCDL=4.2psh occupancy category II; exposure C;
enclosed;MWFRS gable end zone; cantilever left and right
exposed ; porch left and right exposed;Lumber DOL=1.33 plate
gtlp DOL=1.33.
2) Truss designed for wind loads in the plane of the truss only.
For studs exposed to wind (normal to the face), see MiTek
'Standard Gable End Detail'
3) Design load Is based on 35.0 psf specified roof snow load.
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for a 10.0 psf bottom chord live
load nonconcurrenl with any other live loads per Table 1607.1 of
IBC -00.
Job Truss
MADISON Bl
BMC WEST I IDAHO FALLS), IDAHO FALLS, 10 83402
- 6-4.4
6-4-4
I mss type Oly Ply InninalnnJ I Mndiaun
ROOF TRUSS 8 1
Job Relerence fopllona0
h.0OO n I'nL 9 2093 MI I nL Indualdna. Ino, 1Im Pnb 1111 J£Id:ld2ilill F4dn I
12-6-8 14-0.0 1-11-s 23.4-0 26.0-0_.--- 00-0.0
6-2.4 1-5-8 4-11-6 44-10 4.8-0 2.0-0
Scale - 1:37.9
44 II
D
4x8 - 3x4 II
6-4-4 6-2-4 1-5-8 7-0-0 7-0-0
LOAOINGfpsf)
TOLL 35.0
TCDL 7.0
BCLL 0.0
BCDL 7.0
SPACING 2-M
Plates Increase 1.15
Lumr Increase 1.15
be
Rep Stress Inc, YES
Code IRC2000
CSI -
TO 0.98
BC 0.95
WB 0.86
DEFL in (loo) Well
Ve,1(LL) -0.55 L >608
Ved(TQ -0.78 K x423
Hoa(TL) 0.49 G We
let LC LL Min Well =240
PLATES GRIP
M1120 197/144
Weight: 11510
LUMBER
7) Bearing allolnifs) G considers parallel to grain value using
TOP CHORD 2 X 4 SPF 2100F 1.8E 'Except'
TOP CHORD
ANSI7TP11-1995 angle to grain formula. Building designer
T2 2 X 4 SPF 1650F 1.6E. T3 2 X 4 OF 240OF 2.0E
B -C = 5166 C -D = -3395
should verify capacity of bearing surfaw.
BOT CHORD 2 X 4 SPF 1650F 1.6E
O -E _ -3395 E -F = -0640
8) Provide mechanical connection (by others) of truss to bearing
WEBS 2 X 4 SPF Stud/Std'Except'
F -G = -5039 G -H = 31
plate capable of withstanding 674 lb uplift at Joint A and 936 lb
W52 X 4 SPF 1650F 1.6E
BOT CHORD
uplift at joint G.
W4 2 X 4 SPF 1650F 1.6E
A -N = 2469 L -N = -0
All 2 X 4 SPF 1650F 1.6E
K -L = 0 L -M = 72
C -M = 2780 J -M = 4911
LOAD CASE(S)
BRACING
IJ = 4152 G-1 = 4679
Standard
TOPCHORD
WEBS
Sheathed.
B -N = -1230 M -N = 2798
BOT CHORD
B -M = 2309 CJ = -2920
Rigid ceiling directly applied or 3-11-5 oc bracing.
DJ = 2336 EJ = -949
E-1 = 339 I'd = -302
REACTIONS (Ib/size)
A = 1370/Mechanical
NOTES
G1559/0-5-8
1) Wind: ASCE 7-98 per IRC2000: 90mph; h=25ft; TCDL=4.2psh
Max Horz
BCOL=4.2psh, occupancy category 11; exposure C;
A --228flood case 8)
enclosed;MWFRS gable end zone; cantilever left and right
Max Uplift
exposed ; porch left and right exposed;Lumber DOL=1.33 plate
A =-674(load case 7)
grip DOL=1.33.
G =-936(load case 8)
2) Design load Is based on 35.0 psi specified roof snow load.
Max Grav
3) Unbalanced snow loads have been considered for this design.
A = 1614(load case 2)
4) This truss has been designed for 2.00 times flat roof load of
G = 1905(load case 3)
35.0 psf on overhangs none ncurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live
FORCES (lb) -First Load Case Only
load nonconcurrenl with any other tive loads per Table 1607.1 of
TOP CHORD
I13C-00.
A -S = 4690
6)Refer to girder(s) for truss to truss connections.
MADISON B1GE ROOFTRUSS 2 Ply
L BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402
14.0-0
14-0-0
40 =
G
4
4
Il0 asleadI Madison
Job Reference (oplloneq
5.000s fab 0 2003 MI I'ak InJualrinn, Inc. Thu I'eb 20 12:95:14 4003 PnOn I
14-0-0
Scala = 1:35.6
axe -i
1.5x4 II 1.50 11 1.5x4 II 1.5x4 11 1.5x4 11 5x8 = 7.50 11 1.5x4 II 1.524 II 7.50 II 1.50 11
28-0-0
Y
.9
LOADING(psQ
SPACING 2-0-0
CSI
DEFL in (loc). Udell
PLATES
GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.23
Ved(LL) - Na - n/a
MII20
197/144
TCDL 7.0
I
Lumber Increase1.15
I
BC 0.14
I
VergTL) We - Na
I
BCLL 0.0
Rep Stress Incr NO
WB 0.14
Horz(TL) 0.00 M me
BCDL 70
Code IRC2000
(Matrix)
1st LC LL Min //dell=240
Weight: 1031b
2) Truss designed for wind loads in The plane of the louse only.
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.6E
Max Uplift
TOP CHORD
For studs exposed to wind (normal to the face). see MITek
BOT CHORD 2 X 4 SPF 1650F 1.6E
N
A08fload case 8)
B -C = -60
C -D
E
= 18
= -09
'Standard Gable End Detail'
3) This truss has been designed for a 10.0 psf bottom Chord If"
OTHERS 2 X 4 SPF SludlSld
O =
48(load case 8)
D -E _ -50
F = -49
-F
G -H
= -09
load nonconcurrenl with any other live loads per Table 1607.1 of
BRACING
P =
Q
-68(losd case 8)
-66(load case 8)
-G
Hd = -09
Ill
= -50
IBC -00.
TOP CHORD
R =
-60(load case 8)
J -K = 47
K -L
- -60
4) Gable requires continuous bottom chord bearing.
Sheathed or 6-0-0oc purlins.
X
.108(lood case 7)
L -M = S7
5) Gable studs spaced at 2-M co
6) Provide mechanical connection (by others) of buss to bearing
BOT CHORD
W =
-48(toed case 7)
BOT CHORD
A = 16
W -X
= 16
plate capable of withstanding 21 lb uplift at joint A, 8 l uplift at
Rigid ceiling directly applied
or 10-0.0 oc bracing.
V =
-68(load case 7)
-X
V • 16
U -V
= 16
joint M. 10810 uplift at joint N, 48 lb uplift at joint O, 68 lb uplift at
REACTIONS (Iblsize)
U =
T
.65(load case 7)
-82(load case 7)
-W
T -U = 16
S -T
= 16
joint P, 66 lb uplift at joint 0, 60 lb uplift at joint R, 1081b uplift at
A -
139/28-0-0
Max Grav
RS = 16
Q -R
= 16
joint X, 481b uplift at joint W, 68 lb uplift at joint V, 651b uplift at
M39/2"-0
A =
202(load case 2)
P -Q - 16
O -P
= i6
joint U and 62 lb uplift at joint T.
S =
183128-0-0
M =
202(load case 3)
N -O = 16
M -N
= 16
N =
332128-0-0
S =
183(load case 1)
WEBS
O =
144/28-0-0
N =
490(load case 3)
G -S = -155
L -N
= -260
LOAD CASE($)
P =
209/28-0-0
0 =
213(load case 3)
K-0 = -134
J -P
= -176
Standard
Q =
193/28-0-0
P =
308(load case 3)
1-0 = -166
H -R
= -168
R =
197/28-04
Q =
203(load case 3)
S -X = -260
C -W
= -134
X =
332/28-0-0
R =
303(load case 3)
D -V = -176
E -U
= -166
W =
144/28-0-0
X =
490(load case 2)
F -T = -188
V =
209/28.0-0
W =
213(load case 2)
U =
193/28-0-0
V =
308(loed case 2)
NOTES
T =
197128-0-0
U =
283(load case 2)
1) Wind: ASCE 7-98 per IRC2000; 90mph; h=251b TCDL=4.2psf;
Max Hors
T =
303(load case 2)
BCDL=4.2psh occupancy category It;
exposure C;
=
A100(laad
case 7)
enclosed;MWFRS gable end zone; cantilever left and right
Max Uplift
FORCES (Ib) - First Load Case Only
exposed; porch left and fight exposed;Lumber DOL=1.33 plate
A =
-21 (load case 8)
TOPCHORD
grip DOL=1.33.
M =
-8(loed case 8)
A -B = 41
ob Truss
MADISON B2
_ M WEST'_.
BMC WEST IIDAItO FALLS), IDAHO FALLS, ID 83402
I -22_0 ._.I. 7-4-6
2-0-0 7-4-6
Truss Type IOty
ROOF TRUSS 6
14.0-0 _-. -17-Bc0.- _
6-7-10 3-8-8
6x12 =
5.00 12 D
Ply Iloinealaedl Merfia
5.000000 un
1
J00 Ralaronc0lopa
s Feb 61003 MI ak Industries, Inc. Tim Feb 20 12:35:15 2003 Pngu I
.I _.
20-103 _ _ I _ 23-11-14 28-0-0 _. I-. 30-0-0
3-1-11 3-1.11 4-0-2 2-0-0
Scale =139.7
7-4-6
1.50 II 5x8 = 30 II
6-7-10
3-8-8
5-2-12
5-0-12
LOADING(psQ
SPACING 2-0.0
CSI
DEFL In (loo) "'a'
PLATES GRIP
TILL 35.0
Plates Increase 1.15
TC 0.89
Vert(LL) -0.45 M >729
MII20 197/144
TCDL 7.0
Lumbar Increase 7.15
BC 0.90
Verl(TL) -0.64 L >514
BCLL 0.0
Rep Stress Incr YES
WB 0.87
Horz(TL) 0.32 H Na
BCDL 7.0
Code IRC2000
let LC LL Min Iden = 240
Weight: 1151b
LUMBER
6) Bearing at foinl(s) H considers parallel to grain value using
TOP CHORD 2 X 4 SPF 210OF 1.8E 'Except'
TOP CHORD
ANSVTPI 1 -1 995 angle to grain formula. Building designer
T4 2 X 4 SPF 1650F IBE, T3 2 X 4 SPF 1650F 1.6E
B -C = .2520 C -D = -1744
should verify capacity of bearing surface.
BOTCHORD 2 X 4 SPF 165OF 1.6E
D -E = 4121 E -F = 4121
7) Provide mechanical connection (by others) of truss to bearing
WEBS 2 X 4 SPF StucUSld'Except*
F -G = -0924 G -H = -5069
plate capable of withstanding 8711b uplift at joint H and 7331b
W42 X 4 SPF 1650F 1.8E
H-1 = 31
uplift at joint B.
W32X4SPF 1650F1.6E
BOTCHORD
B -O = 2319 N-0 - 2316
BRACING
WN = -0 L -M = 0
LOAD CASE(S)
TOPCHORD
K -M = 55 E -K - .290
Standard
Sheathed or 2.5.12 oc purlins.
J -K = 4447 H -J = 4714
BOTCHORD
WEBS
Rigid ceiling directly applied or 4-8-3 oc bracing.
C -O = 96 C -N = -783
WEBS
D -N = -518 K -N = 1858
1 Row at midpt C -N
D -K = 3214 F -K = -576
G -J = .79 FJ = 264
REACTIONS (Ib/size)
H56010-5-8
NOTES
-
B = 1553/0-5-8
1) Wind: ASCE 7.90 per IRC2000; 90mph; h=25ft; TCDL=4.2psf;
Max Horz
BCDL=4.2ps1; occupancy category II; exposure C;
B --187(load case 8)
enclosed;MWFRS gable end zone; cantilever Taft and right
Max Uplift
exposed ; porch left and right exposed;Lumber DOL=1.33 plate
H = -871 (load case 8)
grip DOL=1.33.
B =-733(load case 7)
21 Design load Is based on 35.0 psf specified roof snow load.
.
Max Grey
3) Unbalanced snow loads have been considered for this design.
H = 1908(load case 3)
4) This truss has been designed for 2.00 times gat roof load of
B = 1900(load case 2)
35.0 psf on overhangs non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live
FORCES (Ib) - First Load Case Only
load nonconcurrent with any other live loads per Table 1607.1 of
TOP CHORD
IBC -00.
A -B = 33
MADISON Criss IIOWE YVe
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402
_ ,•2-0-0 1 5-9.14 1
2-0.0 5-9-14
11-0-0
5.2-2
4x4 =
D
Oly
Ply
2-0-0
I lomaahmd l Madison
Plates Increase
1.15
2
1
1.15
BCLL 0.0
Rep Stress Inu
YES
BCDL 7.0
Code IRC2000
LUMBER
Job Reference (optional)
TOP CHORD 2 X 4 SPF 165OF 1.6E
= -604
BOTCHORD 2 X 4 SPF 165OF 1.6E
6.000 B Fab
6 2003 MI lek Industries, Inc.
11w Fob 20 12:35:15 2003 Page 1
76.2_2__
_ _-_-1
22-0.0
1 _._ 24-0-0_ -1
5-2-2
5.9.14
2.0-0
Rigid ceiling directly applied or 8-5-11 oc bracing.
REACTIONS (Ib/size)
Scala: 3/8"=1'
5-9-14
LOADING(ps0
SPACING
2-0-0
TCLL 35.0
Plates Increase
1.15
TOOL 7.0
Lumber Increase
1.15
BCLL 0.0
Rep Stress Inu
YES
BCDL 7.0
Code IRC2000
LUMBER
E -H = 75
TOP CHORD 2 X 4 SPF 165OF 1.6E
= -604
BOTCHORD 2 X 4 SPF 165OF 1.6E
WEBS 2 X 4 SPF Stud/Std
BRACING
TOPCHORD
Sheathed or 4-34 oc purlins.
BOTCHORD
Rigid ceiling directly applied or 8-5-11 oc bracing.
REACTIONS (Ib/size)
B = 1248/0-5.8
F = 1248/0-5.8
Max Horz
B - 117(load case 7)
Max Uplift
B =-568(load case 7)
F =-560(load case 8)
Max Goo,
B = 1543(load case 2)
F = 1543(load case 3)
FORCES (Ib)- First Load Case Only
TOPCHORD
A -B = 33 B.0 = -1941
C -D = -1334 D -E _ -1334
E -F = -1941 F -G = 33
BOTCHORD
BJ = 1777
...•. „ o.o — Lane u
5-2-2
CSI
TO 0.72
Be 0.30
WB 0.63
BOTCHORD
W = 1777
H-1
- 1777
F -H = 1777
WEBS
C -J = 75
D-1
= 591
E -H = 75
C-1
= -604
E-1 = -604
NOTES
1) Wind: ASCE 7-98 per IRC2000; 90mph; h=25ft; TCDL=4.2psf;
BCDL=4.2psf; occupancy category II; exposure C;
endDS6d;MW FRS gable end zone; cantilever left and right
exposed ; porch left and right exposed;Lumber DOL=1.33 plate
grip DOL=1.33.
2) Design load Is based on 35.0 pat specified roof snow load.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for 2.00 times flat roof load of
35.0 psf on overhangs non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live
load nonconcurrent with any other live loads per Table 1607.1 of
IBC -00.
6) Provide mechanical connection (by others) of truss to bearing
plate capable of withstanding 56816 uplift at joint B and 5681b
uplift at joint F.
LOAD CASE(S)
Standard
5-2-2
DEFL In (loc) IIdeO
Vert(LL) -0.10 1 >999
VeH(TL) -0.15 IJ -999
Horz(TL) 0.05 F n/a
lal LC LL Min I/deb = 240
5-9-14
PLATES GRIP
M1120 197/144
Weight: 80 lb
10
Job - Truss
Iruss type
Qty Ply
I lomealaad l Madman
TCLL 35.0
MADISON Ci GE
HOWE
1 1
TCDL 7.0
=
`BMCWESTJIDAHO
Lumberincrease 1.15
_. _._
.Joy lielnrunue (5000
Case Only
FALLS), IDAHO FALLS, 1083402
BCDL - 7.0
s)Feb 62003 mi fak industries, Inc.
Ihu Feb 2012:35:162003 Pagel
LUMBER
11-0-D
_ 16-2-2
22.0-0
24-0-0
BOT CHORD 2 X 4 SPF 1650F 1.6E
11-0-0
5-2-2
5-9-14
2.0-0
= 65
BRACING
Scale =1:30.8
= -171
K -L
4.4 =
J -K
BOT CHORD
- -
= -171
1.5.4 II D 15x4 it
REACTIONS (Ib/size)
F -H
1.- n i.e.r n oxo - i.axr u
11-0-0
LOADING(ps0
SPACING 2-0-0
TCLL 35.0
=
44(load case 4)
Plates Increase 1.15
TCDL 7.0
=
965(load case 1)
Lumberincrease 1.15
SCLL0.0
(Ib)- First Load
Case Only
Rep Stress In or YES
BCDL - 7.0
Code IRC2000
LUMBER
B -C
= 247
TOP CHORD 2 X 4 SPF 1650F 1.6E
= -343
BOT CHORD 2 X 4 SPF 1650F 1.6E
_ -381
WEBS 2 X 4 SPF Saudi
= -1061
OTHERS 2 X 4 SPF SIud/Sld
= 65
BRACING
TOP CHORD
= -171
K -L
Sheathed or 6-0-0 oc purlins.
J -K
BOT CHORD
-J
= -171
Rigid calling directly applied or I oc bracing.
REACTIONS (Ib/size)
F -H
= 899
A =
49/10-5.8
F =
837/0-5-8
= -127
L =
411/10-5-8
E-1
K =
-3/10-5-8
= -344
J =
965/10-5.8
C-1
Max Hoz
A -
-125(load case 8)
Max Uplift
A =
-85(Ioad case 3)
F =
422(load case 8)
L =
A43(load case 7)
K =
-3(load case 1)
J =
-269(toad case 7)
Max Grav
A
171 (load case 2)
F =
1217(load case 3)
L =
599(load case 2)
CSI
TC 0.74
SC 0.25
WB 0.67
(Metrix)
Max Grav
K
=
44(load case 4)
J
=
965(load case 1)
FORCES
(Ib)- First Load
Case Only
TOPCHORD
A -B
= 250
B -C
= 247
C -D
= -343
0-E
_ -381
E -F
= -1061
F -G
= 65
BOTCHORD
A -L
= -171
K -L
= -171
J -K
= -171
-J
= -171
H-1
= 899
F -H
= 899
WEBS
D -I
= -127
E -H
= 73
E-1
= -679
B -L
= -344
C -J
= -911
C-1
= 641
NOTES
1) Wind: ASCE 7-98 per IRC2000; 90mph; h=25f1; TCDL=4.2psf;
BCDL=4.2psf; occupancy category II; exposure C;
enclosed;MWFRS gable end zone; cantilever left and right
exposed : porch tell and right exposed;Lumber DOL=1.33 plate
grip DOL=1.33.
2) Truss designed for wind loads in the plane of the truss only.
For studs exposed to wind (normal to the face), see MITek
'Standard Gable End Detail'
3) Design load Is based on 35.0 psf specified roof snow load.
4) Unbalanced snow loads have been considered for this design.
5-2-2
5-9-14
DEFL In (loc) IdolPLATES
Vert(I-L) -0.04 H >999 M1120
Verl(TQ -0.16 G >774
Harz(TL) 0.01 F n/a
1st LC LL Min I/deg - 240 Weight: 93 lb
5) This truss has been designed for 2.00 times gal roof load of
35.0 psi on overhangs non -concurrent with other live loads.
6) This truss has been designed for a 10.0 psi bottom chord live
load nonconcurrent with any other live loads per Table 1607.1 of
IBC -00.
7) Gable studs spaced at 2-0-0oc.
8) Provide mechanical connection (by others) of truss to bearing
plate capable of withstanding 8516 uplift sljoint A, 422 lb uplift at
point F. 14316 uplift at joint L, 316 uplift aljoint K and 269 It, uplift
at joint J.
LOAD CASE(S)
Standard
GRIP
197/144
R
Job Truss Truss Type Oly Ply Ilmnesomul/Madison
MADISON C2G0 HOWE 1 3
Job Roluranco (oogonia
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 5.000 a Fob 0 2003 MITok Industries, Inc. I hu Fob 20 12:35:112003 Pngo 1
1�
6-1.11
6-1-11
11-0-0 16-10-5 22-0.0
4.10.5 4.10-5 6-1-11
5.6 II
C
3x12 9 3x12 II 8x10 = 3x12 II 3x12 --
6-1-11 440-5 4-10-5 6-1-11
Scale = 1:29.3
I¢
Plate Offsets KY):
[A:0-3-1.0-1-81,
111:0-3-1 .0-1-81, FGD -5-0,0-541
Sheathed or 5-0-3 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
REACTIONS (Ib/size)
LOADING(psf)
A =
SPACING 2-0.0
CSI
DEFL
In
(Icc)
Udell
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.80
VBN(LL)
-0.25
F -G
"99
M1120 197/144
TCDL 7.0
E =
Lumber Increase 1.15
BC 0.93
Verl(TL)
-0.34
F -G
>751
C -D - -11181
BCLL 0.0
BOTCHORD
Rep Stress Incr NO
WE 0.79
Horz(TL)
0.10
E
Na
BCDL 7.0
Code IRC2000 '
(Matrix)
1st LC LL
Min Udell = 240
Weight: 287 to
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.6E
BOT CHORD 2 X 6 OF 1800F 1.6E
WEBS 2 X 4 SPF Stud/Std 'Except'
W12 X 4 SPF 1650F 1.6E
BRACING
TOP CHORD
Sheathed or 5-0-3 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 cc bracing.
REACTIONS (Ib/size)
A =
7945/0-5-8
E =
7841/0.5.8
Max Harz
A -
82(load case 7)
Max Uplift
A =
-2370(load case 7)
E _
-2231(load case 6)
Max Grav
A =
8133(load case 2)
E =
8030(lood case 3)
FORCES (lb) - First Load Case Only
TOP CHORD
A -B = -16178
B -C = -11181
C -D - -11181
O -E = .16188
BOTCHORD
A-1 = 14840
BOTCHORD
I -J = 14840 H -J = 14840
H -K = 14840 K -L = 14840
G -L = 14840 G -M = 14848
M -N = 14848 F -N = 14848
F-0 = 14048 O -P = 14848
E -P = 14848
WEBS
B-H = 3907 C -G = 8106
D -F = 3915 B -G = -5161
D -G = 5171
NOTES
1)3 -ply truss to be connected together with 0.131-4- Nails as
follows:
Top chords connected as follows: 2 X 4 -1 now at 0.7-0 oc.
Bottom chards connected as follows: 2 X 6 - 2 rows at 0-5-0 oc.
Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc.
2) Wind: ASCE 7.98 per IRC2000; 90mph; h=25fC TCDL=4.2psh
BCDL=4.2psh occupancy calegory 11; exposure C;
enclosed;MWFRS gable end zone; cantilever left and fight
exposed; porch left and right exposed;Lumber DOL -1.33 plata
grip DOL=1.33.
3) Design load Is based on 35.0 psf specified roof snow load.
4) This truss has been designed for a 10.0 psf bottom chord live
load nonconcurrent with any other live loads per Table 1607.1 of
IBC -00.
5) Provide mechanical connection (by others) of Imss to bearing
plate capable of withstanding 2370 to uplift at joint A and 2231 Ib
uplift at joint E.
6) Use USP THD26 ( With 16d nails into Girder 8 NA90 nails Into
Truss) or equivalent spaced at 2-0-0 oc max. starling at 2-0-12
from the left end to 20-0-12 to connect busses) B1 (1 ply 2 X 4
SPF) to back face of bottom chord.
7) Fill all nail holes where hanger Is in contact with lumber.
8) Special hanger(s) or connection(s) required to support
concentrated load(s)160.41b down at 0.2-12 on bottom chord.
Design for unspecified connection(s) Is delegated to the building
designer.
LOAD CASE(S)
Standard
1) Snow: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads(pif)
Vert:
A-E = -14.0 A -C = -84.0 C -E = -84.0
Concentrated Loads (Ib)
Vert: A=-160.4 H=-1352.3 F=-1352.31=-1352.3 J=-1352.3
K=-1352.3 L=-1352.3 M=-1352.3 N=-1352.3 0=-1348.0
P=-1348.0
(Job Truss Truss Type
(MADISON D1 ROOF TRUSS
L BMC WEST (IDAHO FALLS), IDAHO FALLS, 1083402
— _2-0-0-- - 6.0-0
2-0-0 6-0-0
A
Gly Ply I lomeeleed l Madison
Jag 19191en99l
5.000a!)
5.000 a Feb 0 2003 MiTak Induslrlaa, Inc Thu Feb 20 12:35.10 2003 PnUn I
12-0.0
6-0-0
44 =
C
14.0-0
2-0-0
Scale -1:10.7
LOADING(pso
SPACING
2-0-0
TCLL 35.0
Plates Increase
1.15
TCDL 7.0
Lumber Increase
1.15
BCLL 0.0
Rep Stress lncr
VES
BCOL 7.0
Code IRC2000
LUMBER
WB
TOP CHORD 2 X 4 SPF 1650F 1.6E
Horz(T1) 0.01 D
BOT CHORD 2 X 4 SPF 165OF 1.6E
WEBS 2 X 4 SPF Stud/Std
BRACING
TOPCHORD
Sheathed or 6-0-0 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lblsiza)
B = 758/0-5-8
D = 758/0-5-8
Max Harz
B --79(load case 8)
Max Uplift
B =-357(load case 7)
D = -357(load case 8)
Max Grav
B = 965f ud use 2)
D = 965(load use 3)
FORCES (Ib)- First Load Case Only
TOPCHORD
A -B - 33 B -C = -704
C -D = -704 D -E = 33
BOT CHORD
B -F = 644 D -F = 644
WEBS
C -F = 81
CSI
DEFL In (loo)
Well
PLATES GRIP
TC
0.79
Ved(LL) -0.02 D -F
>999
M1120 197/144
Be
0.26
Verl(TL) -0.11 E
-244
WB
0.11
Horz(T1) 0.01 D
Wa
let LC LL Min /dell = 240
Weight' 361b
WEBS
C -F = 81
1) Wind: ASCE 7-98 per IRC2000; 90mph; h=25f1; TCDL=4.2psf',
BCDL=4.2psf; occupancy category II; exposure C;
anclosed;MW FRS gable end zona; cantilever left and right
exposed : porch left and right exposed;Lumber 001=1.33 plate
grip D01-0.33.
2) Design load Is based on 35.0 psi specified roof snow load.
3) Unbalanced snow loads have been considered for this design,
4) This truss has been designed for 2.00 limes gat roof load of
35.0 psi on overhangs non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psi bottom chord live
load nonconcurrent with any other live loads per Table 1607.1 of
IBC -00.
6) Provide mechanical connection (by others) of truss to bearing
plate capable of withstanding 357 Ib uplift at joint B and 357 he
uplift at joint D.
LOAD CASE(S)
Standard
1¢
Truss
Oly
us
ype
JMADISON Dr/GE ROOFTTRUSS 2
PL BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402
6.9-0 _ _ 1-
600
4x4 =
C
Ply I lomeslead l Mediums
Job Reference (optl at) 5,000 a
5.000 a Fob 6 2003 Mi I uk Industries, Inc. I Im I'uU 10 12:95:10 2003 PnOa 1
6-0-0
3.4 % 1.5x4 II 1.5x4 II 1.5.4 II 3x4 C
LOADING(psQ
B -C
= -54
SPACING 2-0-0
TCLL 35.0
_ -59
BOTCHORD
Plates Increase 1.15
TCDL 7.0
A -H = 8
G -H
Lumber Increase 1.15
BCLL 0.0
E -F
= 8
Rep Stress Incr NO
SCOL 7.0
C -G = -94
Cod. IRC2000
LUMBER
B-H = -268
TOP CHORD 2 %4 SPF 1650F 1.6E
BOT CHORD 2 %4 SPF 1650F 1.6E
OTHERS 2%4 SPF Stud/Std
BRACING
TOP CHORD
Sheathed or 6-0-0 cc purilns.
BOTCHORD
Rigid calling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size)
A =
135/12-0-0
E =
135/12.0.0
G =
86/12-M
F =
343/12-M
H =
343/12-0-0
Max Horz
A —
40(load case 7)
Max Uplift
A =
-23(load case 7)
E =
JO(load case 8)
F =
-111 (load case 8)
H =
.111 (load case 7)
Max Grav
A =
190(load case 2)
E =
198(load case 3)
G =
86(load case 1)
F =
505(load case 3)
H =
505(load case 2)
CSI
TC 0.24
BC 0.13
WB 0.10
(Matax)
FORCES (lb) - First Load Case Only
TOPCHORD
A -B = 49
B -C
= -54
C -D = -54
D -E
_ -59
BOTCHORD
A -H = 8
G -H
= 8
F -G = 8
E -F
= 8
WEBS
C -G = -94
D -F
= -268
B-H = -268
NOTES
1) Wind: ASCE 7-98 per IRC2000: 90mph; h=25ft; TCDL=4.2psf;
BCDL=4.2psf;, occupancy category 11; exposure C;
enclosed;MWFRS gable end zone; cantilever left and right
exposed: porch left and right exposed;Lumber DOL=1.33 plate
grip DOL=1.33.
2) Truss designed for wind loads in the plane of the truss only.
For studs exposed to wind (normal to the face), see MiTek
"Standard Gable End Detail'
3) This truss has been designed for a 10.0 psf bottom chord live
load nonconcurrenl with any other live loads per Table 1607.1 of
IBC -00.
4) Gable requires continuous bottom chord bearing.
5) Gable studs spaced at 2-0-0oc.
6) Provide mechanical connection (by others) of truss to bearing
plate capable of withstanding 23 to uplift at joint A, 30 Ib uplift at
joint E. 111 to uplift at joint F and 111 Ib uplift at joint H.
DEFL in (loc) Vdeg
Vert(LL) n/a - n/a
VBN(TL) n/a Ne
Herz(TL) 0.00 E No
lot LC LL Min I/deg = 240
LOAD CASE(S)
Standard
PLATES GRIP
M1120 197/144
Weight: 32 lb
Scale =1:16.5
job Tru
Truss
ype
MADISON Miss ROOFTTRUSS
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402
Ij
A
-2-0-0
2-0-0
Oly PlyI 1 Impulsed l Medwun
4
Jop Itelprun0e internal)
5,0
5.000 a Feb 8 2003 MITek Induslrlee, Ino Thu Feb 2012:35:1B 2003 Pelle 1
5-10-4 _ _ _ _ 12-0-0
5-104 6-1-12
LOADING(pso
SPACING
2-0-0
TCLL 35.0
Plates Increase
1.15
TCDL 7.0
Lumber Increase
1.15
BCLL 0.0
Rep Stress Incr
VES
BCOL 7.0
Code IRC2000
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.6E
BOT CHORD 2 X 4 SPF i650F 1.6E
WEBS 2 X 4 SPF Stud/Std 'Excel
W1 2 X 4 SPF 165OF 1.6E
BRACING
TOP CHORD
Sheathed or 6-0-0oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 104-0 oc bracing.
REACTIONS (Ib/size)
E = 574/Mechanical
B = 759/0.3-8
Max Herz
B — 255(load use 5)
Max Uplift
E _-322(load case 5)
8 =-344(load use 5)
FORCES (Ib)- First Load Case Only
TOP CHORD
A -B = 32 B -C = -731
C -D = -0 D -E = -248
BOT CHORD
B -F = 671 E -F = 668
WEBS
C -F = 82 C -E = -725
5-10-4
CSI
TO 0.67
BC 0.28
WE 0.63
NOTES
1) Wind: ASCE 7-98 per IRC2000; 901ph; h=25f1; TCDL=4.2psf,,
BCDL=4.2ps1; occupancy category II; exposure C;
enclosed;MWFRS gable and zone; cantilever left and right
exposed ; porch left and right exposed;Lumber DOL=1.33 plate
grip DOL -1.33.
2) Design load Is based on 35.0 psi specified roof snow load.
3) This truss has been designed for 2.00 times gat root load of
35.0 psi on overhangs non -concurrent with other live loads.
4) This Truss has been designed for a 10.0 psf bottom chord live
load nonconcurrenl with any other live loads per Table 1607.1 of
IBC -00.
5) Refer to girder(s) for truss to Truss connections.
6) Provide mechanical connection (by others) of truss to bearing
plate capable of withstanding 3221b uplift at joint E and 344 to
uplift at joint B.
LOAD CASES)
Standard
DEFL in (loo) I/dell
Ved(LL) -0.04 E -F *99
Ve0(TL) -0.10 A x271
Horz(R) 0.01 E We
isl LC LL Min 9dell = 240
6-1-12
PLATES GRIP
M1120 197/144
Weight: 45 lb
Scale =1:29.7
JMADISON Mr2ss ROOF TRUSS
L BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402
-2-0-0
2-0-0
Thy Ply I lomastaud l Mammon
5 1
Jeb Reference (opbonel)
6.000 s Fob 0 2003 MlTek Industries, Inc. I hu I°ob 20 12:35:10 2003 Page 1
6-0.0
6.0-0
1.50 II
C
LOADING(psQ
SPACING
2-0-0
TOLL 35.0
Plates Increase
1.15
TCDL 7.0
Lumber Increase
1.15
BCLL 0.0
Rep Stress lncr
YES
BCDL 7.0
Code IRC2000
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1.6E
BOT CHORD 2 X 4 SPF 1650F 1.6E
WEBS 2 X 4 SPF 165OF 1.6E
BRACING
TOP CHORD
Sheathed or 6-0-0oc purlins, except end vericals.
BOT CHORD
Rigid calling directly spelled or 10-0-0oc bracing.
REACTIONS (Ib/size)
D = 2801Mechanical
B 465/0-3-8
Max Herz
B - 151(load case 5)
Max Uplift
D-156(load case 5)
B-223(load case 5)
FORCES (lb) - First Load Case Only
TOP CHORD
A -B - 32 B -C = -0
C -D = -240
BOT CHORD
B -D = 0
CSI
TC 0.67
BC 0.22
WB 0.00
NOTES
1) Wind: ASCE 7-98 per IRC2000; 90mph; h=25ft; TCDL=4.2psf;
BCDL=4.2psh occupancy category II; exposure C;
enclosed:MWFRS gable end zone; cantilever left and right
exposed ; porch left and fight exposed;Lumber DOL=1.33 plate
grip DOL=1.33.
2) Design load is based on 35.0 psf specified roof snow load.
3) This truss has been designed for 2.00 times flet roof load of
35.0 psf on overhangs non -concurrent with other live loads.
4) This truss has been designed for a 10.0 pat bottom chord live
load nonconcurrent with any other live loads per Table 1607.1 of
IBC -00.
5) Refer to girder(s) for boas to truss connections.
6) Provide mechanical connection (by others) of truss to bearing
plata capable of withstanding 1581b uplift at joint D and 2231e
uplift at joint B.
LOAD CASE(S)
Standard
DEFL In floc) ede8
VertfLL) -0.04 B -D >999
VedfTL) -0.10 A >271
Horzf l-) 0.00 n/a
let LC LL Min Ide9 =240
PLATES GRIP
M1120 197/144
Weight: 191b
Scale • 1:17.2
Job Truss truss typo Oly IIlly I lulnostood I Mndisun
MADISON M2GE ROOF TRUSS I 1
BMCWEST(IDAHO FALL6.000
S), IDAHO FALLS, 1083402 — -- ----- ----- -- - -- ----- - ......_.__ Job Relerepce (el)
5.000 s FOU 0 2003 MITek Industries, Inc. lnu Feb 20 12:35:20 7003 Page I
6-0-0
6-0-0
1.5x4 11 Scale= I 15.0
C
4
3,4 % 1.5x4 II 1.5x4 II
LOADING(ps0
TCLL 35.0
TCDL ].0
BCLL 0.0
BCDL 7.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr NO
Code IRC2000
C -D
CSI
TO 0.19
BC 0.0]
WB 0.07
(Maldx)
BOT CHORD
DEFL in (loc) Vdeg
Verl(LL) Ne - o,
Ved(TL) n/a n/a
H=(TL) 0.00 We
rat LC LL Min Vast 240
PLATES GRIP
MI120 197/144
Weight: 17 lb
LUMBER
B-E
_ -289
TOP CHORD 2 X 4 SPF 1650F 1.6E
WEBS
BOT CHORD 2 X 4 SPF 1650E 1.6E
8-E _ -289
WEBS 2 X 4 SPF Stud/Std
OTHERS 2 X 4 SPF Stud/Std
NOTES
1) Wind: ASCE 7-98 per IRC2000: 90mph; h=25ft; TCDL=4.2psf;
BRACING
SCOL= .2psf; occupancy category II; exposure C;
TOP CHORD
enclosed;MWFRS gable and zona; cantilever loft and right
Sheathed or 6-0-0oc purlins, except end verticals.
exposed: porch left and right exposed;Lumber DOL=1.33 plate
BOT CHORD
grip DOL -1.33.
Rigid calling directly applied or 10-0-0oc bracing.
2) Truss designed for wind loads in the plane of the Truss only.
For studs exposed to wind (normal to the face), see MiTsk
REACTIONS (Ib/size)
"Standard Gable End Detail'
A = 13316-0-0
3) This truss has been designed for a 10.0 pat bottom chord live
D = 37/M.0Toed
nonconcurrenl with any other live loads per Table 1607.1 of
E = 338/6-0-0
IBC -00.
Max Hom
4) Gable requires continuous bottom chord bearing.
A = 90(load case 5)
5) Gable studs spaced at 2-" oc.
Max Uplift
6) Provide mechanical connection (by others) of truss to bearing
A = -6(load case 5)
plate capable of withstanding 6 to uplift at joint A, 12 to uplift at
D-12(load case 5)
Joint D and 1101b uplift at Joint E.
E _-110(load case 5)
FORCES (Ib) - First Load Case Only
TOP CHORD
A -B
= 64 B -C = 48
C -D
= -32
BOT CHORD
A-E
= 0 0-E = 0
WEBS
B-E
_ -289
LOAD CASE(S)
Standard
Job Truss
MADISON M3
BMC WEST (IDAHO FALLS), IUAI1O FALLS, ID 03401
A
Truss Type Dly Ply- -- liomesleod/Madison
ROOFTRUSS 6 1
Job Ralurunue (upllundl)
6.000 a fab 0100:1 Ml lok Indundmx, Inc. Ilm fnd 111 17L19.11111111;1 I'npn I
1 -2.0-0 o-n_n r.
Scale =1:8.3
LOADING(psf)
TCLL 35.0
SPACING 2-0-0
Plates Increase 7.15
CSI
DEFL in (loc) Vdefl
PLATES GRIP
TCDL 7.0
Lumber Increase 7.75
TC 0.82
BC 0.0.3
Ver1(LL) 0.00 B >999
MII20 797/144
BCLL 0.0
Rep Stress Incr YES
WB 000
VeN(T1-) -0.18 A >741
Hou(TL) -0.00 C Na
BCDL 7.0
Code IRC2000
(Matrix)
let LC LL Min IN 0 = 240
W Ight ] Ib
LUMBER
NOTES
TOP CHORD 2 X 4 SPF 165OF 1.6E
1) Wind: ASCE 7-98 per IRC2000: Stall h=25ft; TCDL=4.2psh
BOT CHORD 2 X 4 SPF 165OF 7.6E
BCDL=4.2psh occupancy category II; exposure C;
BRACING
enctosed;MWFRS gable end zone; cantilever left and fight
TOP CHORD
exposed: porch left and right exposed;Lumber DOL=1.33 plate
Sheathed dr 2-0-0 oc purlins.
grip DOL=7.33.
2) Design load is based on 35.0 pelf specified roof snow load.
BOT CHORD
Rigid directly
3) This truss has been designed for 2.00 times Oat roof load of
ceiling applied or 10-0-0 oc bracing.
35.0 psf on overhangs non -concurrent with other live loads.
REACTIONS (Ib/size)
4) This truss has been designed for a 10.0 psf bottom chord live
C =
load noncancurrent with any other live loads per Table 1607.1 of
-17/Mechanical
B = 364/03-8
IBC -00.
5)Refer to girds (a) for truss to truss connections.
D = 14/Mechanical
Max Hoa
6) Provide mechanical connection (by others) of truss to bearing
S =
plate capable of withstanding 157 lb uplift at joint C, 194 to uplift
68(load case 5)
Max Uplift
at joint B and 14 to uplift at joint D.
C =-757(loetl case ])
B '-194(loadcase 5)
LOAD CASE(S)
0 =-14(load case 3)
Standard
Max Grav
C = 46(load case 5)
B 520(load Case 7)
D = 33(load case 2)
FORCES (lb) - First Load Case Only
TOPCHORD
A -B = 64 B -C =
-71
BOT CHORD
8-D = 0