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14-7-8
BMC WEST TRUSS PLAN_ T
3715 Bombardier - - -
Idaho Falls, Id 83402 Name:
Address:
Telephone: (208) 523-6691
el- 10AP, 600 1161
C -1 G
Truss transferred from Layout
Job: -... _
TNnn 6..nn1`1 is iv,
Scale, -1912=2"w
— J
Nottoscale
Date: 1/30/03
Drawn By. DJ
Job Truss
Truss Type
BOW614 AIA OIY Ply BOB MORTENSEN
ROOF TRUSS 1
BMC WEST (IDAHO FALLS), IDAHO FALL., ID 83402 7
Job Reference o lional
-2.0-06.0.8 6.000 s Apr 8 2004 MiTek Industries, Inc. TUB Sep 14 10:59:412004 Page 1
1140-0 '
6-0.0
2-a0 6-a8 S98 420 zo-ao 24.x0 10-0
04 38-P0
x10.0
s.e MIIA= 6-2-0
6BMIIA=
u •1:C5
E r
Bwr r4B Mllbll
4,r MI1AJ
D D
LBMIIAi w
Aa Mllfi.
C q
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B M
hBMIISI=
q I �
BNMIIA= xOru L i
.1 .1120-
6,g 6 BaBMIIA= LB,MIIA= B�BMIIA�
11-7-8 20.2-4
6-0.8 S]-0 280.0 36.0-0
Plate Ogsels XV: C:03-00-3-0 E:0-0-00-1-75 H:O-0- 8-642 79.12
0 0-3-0 I:0-2-10 0-1-8 J:0-3-0 03-0 L:0S3 0.2-8 8-0-0
LOADING(psf) SPACING 2-U
TCLL 35.0 Plates Increase 1.15 CSI DEFL
TCOIn (hoc) /deb Vtl
BCLL L 7.0 Lumber Increase 1.15 TC 0.75 Vert(LL) -0.18 L -M 999 240 PLATES GRIP
0.0 ReP Stress lncr VES BC 0.41 VerIT-) -0.21 L -M >999 180 M1120 197/144
BCDL ].0 Code IRC2000 WB 0.98 Horz(TL) 0.10 K n/a n/a
Matrix)
LUMBER Weight: 1531b
TOP CHORD 2 X 4 SPF 1650F 1.BEBOT BRACING
WEBS RD 2 X 4 SPF 16 Stud/Std
E TOP CHORD Sheathed or 4.4-9 oc purlins.
WEBS 2X4 SPF Stud/Std BOTCHORD Rigid ceiling directly applied or 6.0-0 oc bracing.
WEBS 1 Row at midpt C -L, G -K, F -K
2 Rows at 1/3 pis E -K
REACTIONS (Ib/size) B-753/0-5-8,1=206/Mechanical, K=2726/0-5-8
Max Hoa B=202(load case 7)
Max UPIiRB=-373(load case 7), 1=-460(load case 2), K-1123(load case 7)
Max GravB=1239(load case 2),1=795(load case 3), K=2825(load case 2)
FORCES (Ib)- Maximum Compression/Maximum Tension
TOPCHORD BOT CHORD B M 538/1849, --M--S19/179B. K-99/190, 35 J- 57/19], 455 I -J 9/1494, G -H=-684/1229, H-1=-1100/1784, E -F=-387/7293
WEBS C -M=324/933, C -L=- =-041/335, J -K=-1230/455, - =-1027/839
7755/610, D -L=-852/224, E -L=-574/7347, G -K=-1060/415, G4=-027/950, HJ= -757/265, F -K=-931/254, E -K=-1842/617
NOTES
1) Wind: ASCE 7-98; PI -35. h=25ro T snow); 0 sf;xin ;Fully .0psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;Porch left and right exposed; Lumber DOL=1.33 plate grip DOL=7.33.
2) UnbaTCU-lanced
ASCE 7-98; cads h0 psi (root snow); Exp r Fully Exp,
3) Unbalancetl snow loads have been considered for this tlesign.
4) This truss has been designed for 2.00 times Rel roof hoed of 35.0 par on overhangs non -concurrent with other live loads.
5) Provide adequate drainage to prevent water pontling.
6) This truss has been designed fora 10.0 psi bottom ch0rd live load nonconcurrent with any other live loads.
7) Refer to girder(() for truss to buss connections.
9) Bearing de m Jchani)B considers (by
to grain value using ANSI/]PI 1-/995 angle to grain formula. Building designer should verify capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3731b uplift at joint B. 4601b With at joint I and 11231b uplift at joint K.
LOAD CASE(3) Standard
+oo Truss
Truss Type
8090614 AIB
Oil,Ply BOB MORTENSEN
ROOF TRUSS
BMC WEST (IDAHO FALLS), IDAHO FALLS, 10 83402
1 1
Job Reference o Oonal
-2.0.0 6-0.8
8.000 s Apr 8 2004 MiTek Industries, Inc. Tue Sep 1410:59:41 2004 Page 1
2-0.014-0.0
8-08 7-11.6
22-0.0
29-0.0
&0.0 36-0.0
fi-0.0
e.0 MUA=
8.0.0
D
hit MIW- 8uk � 1 �.
d
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A2
JRFMIIAi
1
C
fir MIIF
M� F
9
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B
SSE MIIA=
4
Jrt MIIA: ]Ar K
c
tKMIIA= pyp MllA-
Nli
N
11-7.6 158.4
6.0-8 57-0 4-0.12
Plate OHsels XV: D:0-6-00.0-15 E:0-6-00-0-15 H:0-3-00-3-0
22-0.0 280-0
360-0
6312 60.0
LOADING(psf) SPACING
TCLL 35.0 2-0-0 CSI
a-0.0
TCDL 7.0 Plates Increase 1.15 TC 0.98
Lumber Increase 1.15
DEFL In
Vert(Ly U999 Utl PLATES GRIP
BCLL 0.0 BC 0.38
Rep Stress [nor VES
BCDL 7.0 WB
G -H
-0.09 G -H �qgg 240 MI120
Vert(TL) -0.15 G -H 999 180 197/144
0'87
Code IRC2000 (Simplified)
HOrz(TL) 0.04 J We We
LUMBER
TOP CHORD 2 X 4 SPF 2100E 7.8E 'Except'
Walghl: 15214
BOT CHORD 2X 4 SPF OF10F01.6EE
BRACING
TOP CHORD Sheathed or 4-6-12 oc purlins.
WEBS 2 X 4 SPF Stud/Sltl
BOTCHORD Rigid calling directly applied or 6-0-0 CC bracing.
WEBS 1 Row at mitl t
OJ' F42
Rows at 1/3 pts EJ
REACTIONS (Ib/size) G=697/Mechanical, 8=570/0-5-B, J=2417/0-5-8
Max Horz 8=183(load case 7)
Max Up116G=-388(load case 8), B=-290(load case 7), J=977(load case 7)
Max GravG=1297(load Case 3), 0=950(load case 2). J=2849(load case 2)
FORCES (Ib)- Maximum Compression/Maximum Tension
TOP CHORD A -B=0/87, B -C=-877/266, C-0=-174/545, 0-E=-306/1144, E -F=-667/341, F -G=-1593/433
BOT CHORD B -L=-242/797, K -L=-239/758, J -K=-691/337, IJ=,311/587,
H-1=-301/1417, G.H=-301/1417
WEBS C -L=-179/459, C -K=-1413/506, D -K=-294/822, D
-J=-1914/564. EJ= -1722/527, E -I=- 320/649, F -I=-991/405, F -H=-100/233
NOTES
1) lMntl: ASCed E ]-9g; gOmph; Pat (ro f an-sL),.0ppttB Fully E0paf, Category II; Exp C; enc
2) TCLL: ASCE 7-98; Pf=35.0 psf (root snow); Exp C; Fully Exp.
loseQ MWFRS gable antl zone; cantilever left antl right exposetl ;porch le8 and right
IIIn
4)Ths buas asnbeand slgnedfor 2001mesr8aI
exposed; Lumber DOL=1.33 plate grip OOL=1.33.
rroof load off 35.0 psf on overhangs non'Concur rent with other live loatls.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed fora 10.0 psf bottom chord five load nonconCurrenI with any other live loatls.
7) Refer t0 9irdsr(5) for truss to Imes
connections.
8) Bearing aljoint(s) B considers parallel to greln value using ANSIRPI 1-1995 angle to grain formula. Builtling tlesigner should verify capacity of bearing
9) Provide mechanical connection (by othare) of truss to bearing plate capable
of _IIbatonofng 38814 uplift at joint G, 2901b uplift at)omt B and
LOAD CASES) Standard
surface.
97714 Will stjolnl J.
B090814
20-0 6-o-0
ROOF TRUSS
12-00 18.00
6.00 6-00
L]MIIAc
6-0.0
6-0-0
6.00
vO MI.=WBMIIA-
6-6'6 ur Mnro= ]n Mntp=
9.00
Plate Offsets XY: D:0-0.00-7- 15 F:0-0-00-7.75 J0-1-1403-0
1
7-8.4
201-0
4-4.12
26-00
LOAOING(psf)
d1-0
SPACING
TCLL 35.0 2-0-0
TCDL 7.0 Plates Increase 1.15
CSI
7C
DEFL in
tilt) tltle9
BCLL p,0 Lumber Increase 1.15
Rep Stress [nor
0.97
BC 0.49
Verl LL
Vel(LL) -0'12
Utl PLATES GRIP
IJ X999 240
BCDL 7.0 VES
Code IRC2000
WB 0]4
Ved(TL) -0.21
Horz(TL) 0.02
MII20
IJ 999 180 197/144
LUMBER
(Simplified)
H nh, n/a
TOP CHORD 2 X 4 SPF 165OF 1.6E
Weight: 141 Ib
BOT CHORD 2 X 4 SPF 1 65O 1.6E
BRACING
WEBS 2 X 4 SPF Stud/Std
TOPCHORD
Sheathed or 43-8 oc purlins.
BOTCHORD
WEBS
Rigid ceiling directly applied Or oc bracing.
i Row, at mitlpt D -K, E -K, FJ
REACTIONS (Ib/size) H=781/Mechanical, B=705/0-5-8, K=2198/0-5-8
Max Horz 0=166()oad case 7)
Max UplifIH=377(load case 8), B-368(load ase 7), K=-834(losd case 6)
Max Graves=1246(loatl case 3). B=1197(load case 2), K=260100ad case 2)
FORCES (Ib)- Maximum Compression/Maximum Tension
TOP CHORD A -B=0/70, B -C=-990/215, C -D=549/210, D-E=492/764
E-F=-177/121, F -G--1325/471,
BOT CHORD B -L=-236/876, K -L=305/234, J -K--288/239, "--9986 H-1=365/1569
WEBS
G -H=-7767/482
C -L=-669/229, D -L=-364/792, D -K=-1446/433, E- --
K- 1831/513, E -J=349/996
FJ-
NOTES — 034/291, F -I=-362/787, G -I=-662/225
1) Wind: ASCE
2) CLL: ASCE 7-98, M-35. h=25t1; TCnow)-, psf; BCDL=4.OpaF Category II; Exp C; enclosed; MWFRS gable end zone; antilever left and right exposed; porch left and right exposed; Lumber DOL=7.33 plate grip DOL=1.33.
3) Unbalanced snow ads have Is ansltlere--PC.
C.(Fullhis tleslg .
4) This truss has been drainage
to for 2.00 times fiat root load of 35.0 pat on overhangs non -concurrent with other live loads.
5) Provides has been
n design to prevent water pending.
6) This Truss hes been druss to
for a 10.0 psf bottom chord live load nonconcurrent with any other live loads,
7) Refer Provide gechani for (mss to buss connections.
B) DCA E(S) Stan connection (by others) of truss to bearing plate capable of withstanding 377 lb uplift atjoint H, 368 Ib VIA stili'( B and 834 lb uplift at joint K.
LOAD CASE(S) Standard
6-0-0
Job. Truss Truss Type
City Ply 808 MORTENSEN
B090614 A1D ROOFTRUSS
1 1
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402
Job Reference o Ilonal
8.000 a Apr 8 2004 MiTek Indusldes, Inc. TUG Sep 1410:59:42 2004 Page 1
.2.0-0 5.6.7 10-0.0 18.0.0
2-a0 6-6-7 4.510
zs.ao
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800
8-0-0 SS7
A 12MIIA=
Sub=1:11.
D
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MMIIA=
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[� MIIA= ]�i MIIA= a�a MIIA=
10-0.0 15.84 1 iL0
20-1.0 26-0-0 3 ao
10.0-0 se4 0-2-12
Plate Offsets XV: D:0-6.00-0-15 F:OE-00-0-75 J0-7-1303-0
4-2-0 s11-0 to-o-o
LOADING 350
SPACING 2-0-0
Plates Increase 1.15
CSI
O�Lnfloc) Well Ud
PLATES GRIP
Lumber Increase 1.15
TC 0.72
BC 0.58
VB-L >862 240
MII20 197/144
BCLL 0.0
Rep Stress Incr VES
WB 0.87
VH-I >887 180
HBCDL H We
7.0
Code IRC2000
(Simli6etl
.n/a
Weight: 1541b
LUMBER
'Except'
TOP CHORD 2X 4 SPF 1650OF1.
BRACING
T22X6DF180
TOPCHORD Sheathed or 4-9-2 oc purlins.
BOT CHORD 2 X 4 SPF 1650f 1.6E
1.6E
BOTCHORD Rigid ceiling directly applied or 6-0.0 oc bracing.
WEBS 2 X 4 SPF Stud/Std
WEBRow at 1 Roat micipl D-K, E-K, F-J
REACTIONS (Ib/size) H=815/Mechanical, 8=746/0-5.8, K=2123/0-5-8
Max Horz B=147(load case 7)
Max UpliftH=-380(load case 8). B=-386fload case 7), K=-864fload case 6)
Max Grav H=1268(load case 3). 3=1211 fload case 2), K=2684(Ioad case 2)
FORCES (Ib)- Maximum Compression/Maximum Tension
TOP CHORD A-13=0/70, B-C=-1082/243, C-D=-461/146, D-E=.220/908, E-F=-233/151, F-G=-1241/386, G-H=-1855/478
BOT CHORD B-L=-247/956, K-L=-75/403, J-K=-227/176, 1,J=-245/1107, H-1=-367/1645
WEBS C-L=-634/218, D-L=-228/440, D-K=-1870/478, E-K=.2000/573, EJ=-298/856, FJ=-1131/314, F-I=.227/432, G-I=-816/211
NOTES
1) Wind: ASCE 7.98; 90mph; h=259; TCDL=4.Opsh, BCDL=4.Opsf; Category ll; Exp C; enclosed; MWFRS gable end zone; cantilever left and
right
2) TCLL: ASCE 7-98; Pf=35.0 pat (roof snow); Exp C; Fully Exp.
exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for 2.00 times fiat roof load of 35.0 psfon overhangs nonconcumenl with other live loads.
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) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 380Ib uplift at joint H, 3861b uplift at joint B and 864 Ib uplift at joint K.
LOAD CASE(S) Standard
ADD
xs
Imes type
ply
Ply
BOB MORTENSEN
809061.4
A1E
ROOF TRUSS
1
1
Job Reference (optional)
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 6.000 s Apr 8 2004 MiTek Industries. Inc. Tue Sep 1410:59:43 2004 Page 1
-2-0-0 431 0.0-0 15$1 21.102 28.0.0 31-8-15
36.0.0
1 1
2A0 4-3-1 3-8-15 7.8.4 61-14 6.1.14 3.8-15
hB MIIN=
Sx9MIlA=
431
sa.-tae
hI1MIlA= 1M MIIfi=
D E
1 ht MIIAO
OW 11
16a�MIIS4
Wr
w
mom
R N O run m L 5 II i urr J V
h[MIIA= = mpA M DID 1x 11M D. = mDM Is.".—D. M]A M ur eMIlA= m0M
n HJcze mpx a�mplx mpx mpx
W %
mD14 mpX <.I3MIIAC
00-0 150.4 21.10.2 2600
360-0
8.00 7-84 6-1.14 61-14
8.00
Plate Offsets KY): : B:0-3-0,0-2-9 [D:0 -54,0 -2 -Bl. E:0-2-12 EO a F:03-6 0.1-8
GO -3-0.0-2-71,[1:0-3-110&2-0), [K:0-3-8.0-3-81, N:0-3-0.0-4-1 2
LOAD] NG(psi)
SPACING2-0-0
CSI
DEFL in floc) I/defl Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 1.00
Vert(LL) -0.27 IJ >905 240
M1120 197/144
TCDL 7.0
Lumber Increase 1.15
BC 0.97
Vert(TL) -0.36 W >665 180
BCLL 0.0
Rep Stress Incr NO
WB 0.88
Horz(TL) 0.03 1 n/a We
BCDL 7.0
Code IRC2000
(Malnx)
Weight: 176 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF 1650F 1.6E 'Except' TOP CHORD Sheathed or 1-7-8 oc purlins.
T22 X 4 SPF 2100F 1.8E, T32 X 4 OF 240OF 2.OE BOT CHORD Rigid ceiling directly applied or 4-63 oc bracing.
BOT CHORD 2 X 6 OF 1800E 1.8E WEBS 1 Row at midpt E -N, E -K
WEBS 2 X 4 SPF Stud/Std 'Except'
W3 2 X 4 SPF 1650F 1.6E, W2 2 X 4 SPF 1650F 1.6E, WI 2 X 4 SPF 1650F 1.6E. W2 2 X 4 SPF 1650F 1.6E
REACTIONS (Ib/size) 1=2621/Mechanical, B=1252/0-5-8, M=5897/0-7-0 (input: 0-5-8)
Max Hoa B=133Qoad case 7)
Max Upliftl=-1411(load case 8), B=-694(load case 7), M=-3223(load case 6)
Max Grav 1=3059(load use 3). 8=1700(load case 2), M=6590(Ioad use 2)
FORCES (Ib)- Maximum Compresslon/Maximum Tension
TOP CHORD A -B-0/150, &C=-2452/1018, C -D=-2047/959, D -E=-1784/885, E -F=-2288/1075, F -G=3498/1637, G.H=-4030/1829, H -I=-4547/1914
BOT CHORD B -N=.917/2046, N-0=-1673/904, O -P=-1673/904, P -Q=-1673/904, M-0=-1673/904, M -R=-1673/904, L -R=-16731904, L -S=-1673/904, K3=-16731904, K -T=-977/2288, T -U=-977/2288, J -U=-977/2288,
J -V=-0682/4003, V -W=-168274003, W -X=-1682/4003, 1-X=-0682/4003
WEBS C -N=-299/181, D -N=-3121282, E -N=.1870/3787, E -M=-0971/2232, E -K=-2182/4676, F -K=-1525/550, FJ= -730/1416, GJ=689/1067, HJ=530/229
NOTES
1) Wind: ASCE 7-98; 90mph; h=25ft; TCOL=4.Opsh BCDL=4.OpsF Category II; Exp 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) TCLL ASCE 7-98; Pf=35.0 psf (roof snow); Exp C; Fully Exp.
3) This truss has been designed for 2.00 Mmes flat roof load of 35.0 psf on overhangs non -concurrent with other live loads.
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads.
6) WARNING: Required bearing size at joint(s) M greater than input bearing size.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1411 to uplift at joint I, 694 Ib uplift at joint B and 3223 lb uplift at joint M.
9) Use USP HJC26 (With 16d nails into Girder & 10d nails Into Truss) or equivalent at 8-0-6 from the left end to connect truss(es) J2 (1 ply 2 X 4 SPF), QHJ (1 ply 2 X 6 DF) to front face of bottom chord.
10) Use USP THD26 (WBh 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2.0-0 oe max. starting at 10-0-12 from the left end to 35-104 to connect busses) J2 (1 ply 2 X 4 SPF) to front face of bottom chord.
11) Fill all nail holes where hanger is in contact with lumber.
12) 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
Continued on page 2
200 6.2.0
TRUSS
6.0-10
I9
18.00 23.99
5-07 5-9.7
WI MIIN=
6-0.10 9.2-9
2-0.0
7-9.9 8.06 _rte 31.2-8 3 - 36-0.0
tl e C:05-00-0-0 G:0-3-80-3.4 H:0-2-100-1- 7117 7 0 75.1O&8 44-0
8 J:OS-00-1-0
LOADING(psf) SPACING 2-0-0
TCLL 35.0
CSI
Plates Increase 7.15
TCOL 7.0 Lumber Increase 1.15
TC 0.86
DEFL in
Ved(LL) -0.54
(loo)/dell L/d
L
PLA
PLATES GRIP
BCLL 0.0 Rep Stress Inv YES
SCOL ].0
BC 0.75
WB
Verl(TL) -0.72
-M 685 240
L -M >518 180
197/144
Code IRC2000
0'78
Matrix)
Horz(TL) 0.42
J Na Na
MI118H 147/738
LUMBER
Walght: 138 to
TOP CHORD 2 X 4 SPF 2100E 7.8E
B0T CH0RD 2 X 4 SPF 1650F 1.6E 'Except'
B1
BRACING
TOPCHORD
Sheathed or 2.1-2 oc
2 X 4 SPF 2100F 1.8E
WEBS 2 X 4 SPF Shull 'Except-
BOT CHORD
purlins.
Rigid calling directly applied or 5-6.4 oc bracing.
W1 2 X 4 SPF 1650F 1 AE, W6 2 X 4 SPF 1650F 1.6E
WEBS
1 Row at midpt F -L, GJ
REACTIONS (Ib/size) B=1649/0-5.8, J=2223/0-55
Max Hone B=203(l11d case 7)
Max UplifIB=-787(load ase 7), J=-1005(load case 8)
Max GravS=2394(lad case 2), 1=2990(load ase 3)
FORCES (Ib)- Maximum Compression/Maximum Tension
TOP CHORD A -B=0/134, B -C=-6548/2126, C -D--5889/2064, D -E--3749/1333, E -F--2550/950, F -G=-2101/897, G -H=-514/7757, H-1=0/138
ROT CHORD B -M=-1993/5778, L -M=-1397/4448, K -L--625/1826, J -K=-576/355, H -J=-1389/571
WEBS C -M=-613/193, D -M=-53177126, D -L --
- 1331/4]7, E -L=-942/2395, F -L=-128/516, F -K=-753/128, G -K=-553/1892, GJ=3081/925
NOTES
2) Wind: ASCE 7-98; Pf=35. psf(r; Tsnow); Opsh ; Fully .Opsh Category II; Exp C; enclose; MWFRS gable antl zone; cantilever left and right exposed porch left and right exposed; Lumber DOL=1.33 plate grip DOL=7.33.
2) TCLL ASCE 7-98; 0mph0 psf (roof snow); Exp C; Fully Exp.; L= 45-0-0
ads hale
en
4) This truss has been Unbalanced snow odesign a (oar 2.001 mesrfated f roaf load or this f 35psf on overhangs non-concurrent
5) This truss has been designed for a 10.0 psf bottom chord live load nonconarre t with any other live I atlsher live loads..
6) All plates are MT20 plates unless otherwise Indicated.
7)Bearing at join($) B considers parallel to grain value using ANS171PI 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 787 lb uplift at joint B and 10051b uplift at Joint J.
LOAD CASE(S) Standard
809061-0
LOADING(psf)
TCLL 35.0
TCDL 7.0
BCLL 0.0
BCDL 7.0
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1.6E
BOT CHORD 2 X 4 SPF 165OF 1.6E
WEBS 2 X 4 SPF Stud/Std
U
20-0
V 6-0.8 6-9.8 6-2.0 24.0-0 z9-10-0 wo.0
&C-0sto-o
we Mux= 6-2.0
E
6.0-6 57-0
SPACING 2-0.0
Plates Increase 1.15
Lumberincrease 1.15
Rep Stress Incr YES
Code IRC2000
REACTIONS (Ib/size) 13=780/0-53, J-2667/0-53, 1-1=236/Mechanical
Max HOC, B=221 (load Case 7)
Max UPIMB=-377(load Case 7), J=-1150(load case 7), H=46300ad case 2)
Max Gr8vB=134400ad Case 2), J=2682(oad case 2), H=751 (load case 3)
s,. Mllx1
GRIP
197/144
FORCES (Ib)- Maximum Compression/Maximum Tension
TOP CHORD A -B=0/134, B -C=-2406/549, C -D=301/166, D -E=338/1198, E -F=-054/1514, F -G--581/1231, G -H=-994/1189
BOT CHORD B -L--579/2013, K -L--559/1959, J -K=-117/288, I -J=-1240/443, H-1=-1031/742
WEBS C -L=-345/1020, C -K=-1837/611, D -K=.278/540, DJ=-
1460/580, EJ= -1654/516, FJ= -7178/449, F-1=-017/919, G -I=-728/258
NOTES
1) Wind: ASCE 7.98; 90mph; h=251; TCDL= Opal; BCDL-4.Opa/; Category ll; Exp C; enclosed; MWFRS gable end zone; Cantilever leg and right exposed; porch tell and right exposed Lumber DOL=1.33 plate gap DOL=7.33.
2) TCLL: ASCE 7-98; Pf=35.0 psf (root snow); Exp C; Fully Exp,; L= 45-0-0
3) Unbalanced snow load$ have been conaideretl 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 Lora 10.0 psi bottom chord live load nonconcurrent with any other live loads.
6) Refer Bearing girders) (or on s to truss connections.
at to
8) Pvde mechanical conoeciioo (bylotherr grain
trusvalue
s tobearingng plate capable of withstanding 5 angle grain formula.
3771b uplift tat joindesigner
B 91150 o UPli1 at join Paan of 463 to uplsurface
ift at joint H.
LOAD CASE(S) Standard
J-7
Beall
IxOMllx-
a,a Mux=
20.2-4
28-0-0
5612
0
7.9-12
84
840
TCI 0.86
BC 0.45
DEFL In
Ved(LL) -0.19
(loo) I/deg L/tl
K -L >ggg 240
PLATES
WB 0.74
Verl(TL) -0.22
L >999 180
M1120
(Matrix)
HOrz(TL) 0.11
J n/a n/a
Weight: f471b
BRACING
TOPCHORD
Sheathed or 4-0-11 oc purlins.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS
i Row at micipl C -K, FJ
2 Rows at 1/3 pts DJ, E -J
s,. Mllx1
GRIP
197/144
FORCES (Ib)- Maximum Compression/Maximum Tension
TOP CHORD A -B=0/134, B -C=-2406/549, C -D=301/166, D -E=338/1198, E -F=-054/1514, F -G--581/1231, G -H=-994/1189
BOT CHORD B -L--579/2013, K -L--559/1959, J -K=-117/288, I -J=-1240/443, H-1=-1031/742
WEBS C -L=-345/1020, C -K=-1837/611, D -K=.278/540, DJ=-
1460/580, EJ= -1654/516, FJ= -7178/449, F-1=-017/919, G -I=-728/258
NOTES
1) Wind: ASCE 7.98; 90mph; h=251; TCDL= Opal; BCDL-4.Opa/; Category ll; Exp C; enclosed; MWFRS gable end zone; Cantilever leg and right exposed; porch tell and right exposed Lumber DOL=1.33 plate gap DOL=7.33.
2) TCLL: ASCE 7-98; Pf=35.0 psf (root snow); Exp C; Fully Exp,; L= 45-0-0
3) Unbalanced snow load$ have been conaideretl 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 Lora 10.0 psi bottom chord live load nonconcurrent with any other live loads.
6) Refer Bearing girders) (or on s to truss connections.
at to
8) Pvde mechanical conoeciioo (bylotherr grain
trusvalue
s tobearingng plate capable of withstanding 5 angle grain formula.
3771b uplift tat joindesigner
B 91150 o UPli1 at join Paan of 463 to uplsurface
ift at joint H.
LOAD CASE(S) Standard
J-7
Beall
2.6.0
4-"
IRODFTRUSS
1 i
J bRf
10-6.0 16-0.0
59-9 20.0-0 256.0 30.3-2
56.0 4,0-0
56.0 q,g-3
as MllA-
ae Mum=
5'8-14 2-00
4,4-0 0-58 7.8-4 27-W 3600
30-3-01 fE'0-0-00-i- rr. 7-8.4 7-4.3 &&13
151 021103-01 0-014,Etl9e1. IL:0-0An-2-4m run_co �.. .. &S13
LOADING0
TCLIL35.SPACING 2-"
TCLL 35.0 Plates Increase 1.15
BCDL 7.0 Lumber Increase 1.15
BCDL 0.0 Rep Stress lncr YES
BCDL 7.0 Code IRC2000
LUMBER
TOP CHORD 2 X 4 SPF 1650F i 6E
BOT CHORD 2 X 4 SPF 1650F 1.8E *Except*
WEBS 2 X 4 SPF Stud/SttlF Except'
W6 2 X 4 SPF 1650F 1.6E, WI 2 X 4 SPF 1650F 1.6E
CSI
TC 0.69
BC
OEFL In
Vetl(LL) -0.54
lac
( ) Vtleg Utl
K -L >686 240
PLATES GRIP
074
WB 0.90
Vert(TL) -0.70
K -L >528 180
MII26 797/144
MII20H
(Matrix)
Hoa(TL) 0.45
1 Na We
148/108
Weight: 140 lb
BRACING
TOP CHORD
Sheathed or t-11.1 oc purlins.
BOTCHORD
Rigid ceiling directly applied or 6-0-0 oC bracing.
WEBS
2 Rows at 1/3 pts D -N
REACTIONS (Ib/size) N=2223/0 -5-e, 1=1649/05-8
Max Hoa N=-184(load case 8)
Max UpIII1N=-989(load case 7), 1=-776(load ase 8)
Max GrevN=2639(load case 2), 1=2299(load ase 3)
FORCES (lb)- Maximum CompreSSlon/Maximum Tension
TOP CHORD A -B=0/138, B -C=-067/1408, C -D=,358/1472, D -E=-2005/798, E -F=-3305/988, F -G=-3881/1064, G -H=-5591/1732, H -I=-6325/1866, W=0/134
WEBS BOT CHORD B -N=-7127/514, M -N=519/1549, L -M=-091/2194, K -L=-7129/4771, I -K=-1548/5589
NOTES C -N=-708/233, D -N=-3510/1147, D -M=-174/591, E-
M= -848/61, E-L=J72/7674, F -L=376/963, G -L=-1375/583, G-K=J13/510, N -K=-549/205
nd; ASCE
2) CI LL: ASCE 798' W-35. h=25B: f snow) .OpsF BCDL=4.Ops(; Category II; Exp C; enclosed; MWFRS gable entl zone; cantilever left and right exposed ;porch left and right exposed; Lumbar DOL=1.33 plate grip OOL=1.33.
3) Unbalanced snow) ads halesbeen consideretlf or thislides Exp,
4) This truss has been designed for 2.00 times gat root load of 35.0 pat on overhangs non -concurrent with other live loads.
5) Provide adequate drainage to prevent water popping.
6) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads.
7) All plates are MT20 plates unless otherwise Indicated.
8)Bearing atjoinl(s) I considers parallel to grain value using ANSI7LPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 989 lb uplih aijoint N and 776 lb uplift at joint I.
LOAD CASE(S) Standard
Job
Truss
Truss Type
City
Ply
BOBMORTENSEN
809061-4
A20
ROOFTRUSS
1
1
JaC Reference o tional
BMC WEST (IDAHO FALLS), IDAHO FALL$ ID 83402 8.000 s Apr B 2004 MiTek Intluslries, Inc. Too Sep 1410:59:452004 Page 1
1 -240 1 6-10.6 14.0.0 1 22.0.0 2960
W-0.0 38,0.0
�
2-0.0 6-10.6 7-1.10 8-0-0 7-50
1 1
6-7-0 2-01
s a -rs1
urs uA=
&IO MIIA=
D
eAr
w1 cos v
I
e MllA%
c
SxB MIIAC
F
WC
K
Ixe MIIA=
Le MIIA
.x MlA=
B aW�
I
1h�MllAll M
p .MIIAi
h10 M111&1=
M
tl13MIlA�
_ 4.4.0 14-0.0 20.2.0 2240 2960
36-M
1 1
4-0.0 0-6-8 9-2-8 6-2-0 1-10.0 7-S0
1
6.7.0
Plate Offsets X V : B:0-2-10
0-16 C:0-3-8 Ede D:0-6-0 0-2-0 E:0-8-10 Ede
F:03-0 0-3-0 G:0-0-14 Ede M:0-5-0
0-2-4
LOADING(psf)
SPACING 2-0-0
CSI
DEFL In (loo) Vdefl L/d
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.89
Verl(LL) -0.56 W >662 240
M1120 197/144
TCDL 7.0
Lumber Increase 1.15
BC 0.77
Vert(TL) -0.74 IJ >505 180
M1118H 14l/138
SCLL 0.0
Rep Stress lncr YES
WB 0.91
HOrz(TL) 0.46 G We n/a
BCDL 7.0
Code IRC2000
(Matrix)
Weight: 14716
LUMBER BRACING
TOP CHORD 2 X 4 SPF 2100F 1.8E 'Except' TOPCHORD Sheathed or 2-2-12 oc purlins.
T32 X 6 OF 1800F 1SE, T42 X 4 DF 2400F 2.OE, T52 X 40F 2400F 2.0E BOTCHORD Rigid ceiling directly applied or 6-0-0oc bracing.
BOT CHORD 2 X 4 SPF 1650F 1.6E 'Except* WEBS 1 Row at midpl C-M, F-J
B3 2 X 4 SPF 21 DOE 1.8E
WEBS 2 X 4 SPF Stud/Sld 'Except'
W5 2 X 4 SPF 1650F 1.6E, W1 2 X 4 SPF 1650F 1.6E
REACTIONS (Ib/size) M=222310-5-8.G=164910-5-8
Max Harz M=-166(load case 8)
Max Uplif m=-969(load case 7), G=-762(load case 8)
Max Grav M=2950(load case 2), G=2376(load case 3)
FORCES (Ib)- Maximum Compression/Maximum Tension
TOP CHORD A-B=0/138, B.0=-507/1698, C-D=2599/860, D-E=-0623/1187, E-F=5014/1226, F-G=-6660/185B, G-H=0/134
BOT CHORD B-M=-1329/569, L-M=-050/767, K-L=648/2421, J-K=-891/4442, IJ=-1497/5897, G-1=-1540/5890
WEBS C-M=-0330/994, C.L=-095/1732, D-L=-604/66, D-K=-538/2548, E-K=-2387791, EJ=.283/488, FJ=-1367/680, F-1=-116/242
NOTES
1) Wind: ASCE 7-98; 90mph; h=254; TCDL=4.Opsh, BCDL=4.OpsF Category 11; Exp 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) TCLL ASCE 7-98; Pf=35.0 psf (roof snow); Exp C; Fully Exp.
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) 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) All plates are MT20 plates unless otherwise indicated.
8) Bearing at joint(s) G considers parallel to grain value using ANSIrrPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 969 Ib upliff el joint M and 76216 uplift at joint G.
LOAD CASE(S) Standard
2-0.0 4.9-8
ROOFTRUSS
12.00
728 d0.'
5105
99MIlal=
6-1.12
6-00
6-0-0 2 -No
Plate OHsels X Y10 Ed a F:0-0-0 0-1- 15
7-2-8
&2.0
24 0-0 30.0.0
LOADING (psi
H:0-0-14 Etl a L:0-]-0 0,3-10 N:OS-0 0-2-0
&t0.0
6-0.0
TCL L 35.0 SPACING 2-0-0
TCDL 7.0 Plates Increase 1.15
CSI
DEFL
BCLL 0.0 Lumber Increase 1.15
TC 0.87
in
Vert(LL)
(too) �tle8 L/tl
PLATES
BCDL ].0 Rap Stress lncr YES
BC 0.80
-0.80
Verl(TL)
K -L 465 240
M1120
GRIP
Cotle IRC2000
LUMBER
WS 0.69
(Matrix)
-1.00
Horz(TL) 0.69
L -M >370180
H We Ne
MII20H
197/144
148/108
TOP CHORD 2 X 4 SPF 210F 1.8E
MII18H
141/138
BOT CHORD 2 X 4 SPF 21000E 1.8E 'Except'
BRACING
Weight: 1341b
81 2 X 4 SPF 165OF 1.6E
WEBS 2 X 4 SPF Stutl/Btd'Except'
TOP CHORD
BOTCHORD
Sheathed or 1.7-8 00 purlins.
Rigid
W62 X 4 SPF 165OF 1.6E, W22 X 4 SPF 165OF 1.6E, At
2X 4 SPF
WEBS
ceiling direclly applied or 6-0-0 no bracing.
2Rows at 1/3 pis E -M
1650F 1.6E, W32 X 4 SPF 165OF 1.6E
REACTIONS (Ib/size) N=2223/0.5-8, H=1649/05.8
Max Horz N=-148(load case 8)
Max UpIifIN=-947(loarl case 7). H=445(load case 8)
Max Grav N=3046(load case 2), H=2438(load case 3)
FORCES (lb)- Maximum COmPraaslon/Maximum Tension
TOP 369
WEBS CHORD A -N-1070/ 97, M -N=11285/438, L?M=71512/5846, K -L=/827, E -F=-7258/1988, F -G=5691/1474, G -H=-6883/1792, H --
BOT CHORD B-
C -N=-2688/765, C -M=-860/3276, D- 1138/5101, J -K=-1485/6104, HJ --1518/6090 -0/134
M=-230/740, E -M=-0063/1036, E -L=-533/2128, F -L=-823/2635, F -K=-229/392, G -K=-940/516, GJ= -97/202
NOTES
Wil
1) TCLL ASCE 7-98; 90mph; h=PS(t; TCDL=4.Opsl; B Fusy Opsh Category II; Exp C; enclosed; MWFRS gable antl zone; cantilever left and right
2) TCLL: ASCE 7-98; Pf=35Unbalanced now loads .0 psf (root snow); Exp C; Fully Exp.
ale been
4) This truss has been designed for 2.00 times r0a1ed 1000f load or this B35.0 psf on overhangsnon- 9 POsetl ;porch left and right exposed; Lumber OOL=1.33 plate grip DOL=1.33.
6) This trussadequate
has been rdesignetl orPrevent
, 10.0 psf bottom chord live load nonwncurre with any other five oodsher live loads.
7) All Wales are MT20 plates unless otherwise indicated.
8)Bearing at jolnt(s) H considers parallel to grain value using ANSIt 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9471b upli(1 at Joint N and 745 to uplift at joint H.
LOAD CASE(S) Standard
6-0.0
2.0-0 4-6-12
5-5-4
ROOF TRUSS
e-ao '
aao
I[. .IIA II 4B MIIA=
5-5-4
4.6.12 - 2-05
se.M • r
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1.6E 'Except.
OF
BOT CHORD 2 X 6 OF 180OF106E1.8E
WEBS 2 X 4 SPF Stud/Sid 'Except -
W4 2 X 4 SPF 165OF 1.6E, W2 2 X 4 SPF 165OF 1.6E, W2 2 X 4 SPF 165OF 1.6E, W4 2 X 4 SPF 1650F 1.6E
REACTIONS (Ib/size) N=5045/05-8, 11=4231/05-6
Max Horz N=-132(load case 8)
Max UPIMN=-2680(load case 7). H=-2281(load case 8)
Max Grav N=5942(load case 2), H=5064(load case 3)
a0-0
DEFL in (loc) I/deb Vd
Vert(LL) -0.35 K -L >999 240
Vert(TL) -0.47 K -L >794 180
Horz(TL) 0.08 H n/a Na
BRACING
TOPCHORD Sheathed or 4-2-2 oc purlins.
BOTCHORD Rigid ceiling directly applied or 6-0.0 oc bracing.
$6.4 4.6.12
PLATES GRIP
M1120 197/144
Weight: 357 lb
K -T=3934/8198, J -K=.9825/8266, HJ= -3825/8266
istribule only leads noted as (F) or (B), unless
exposed; Lumber DOL=1.33 plate grip DOI-023.
to front face of bottom chortl.
as) J1 (1 ply 2 X 4 SPF) to front face of bell
om chord.
is the responsibility of others. Prowaea sumcient to support concentrated loadTh
s) 1557.41b down and 946.71b up at 25-114 on bottom chord. e design/selection of such special connection device(s)
wp—u ,lw
4.4-0 x2.12 SS4
I
Plate Offsets fX Yp
1803-10
0-2-01 100-0-0 0-1-151 m n-0-0 0 1 151 0 3 10 0 2-01
8 -DO
03.8 0-0-01
LOADING(psf)
SPACING 2.0-0
L 0 5-0 0
TCLL 35.0
TCDL
Plates Increase 1.15
CSI
7.0
BCLL 0.0
Lumber Increase 1.15
TC 0.81
BC 0.80
BCDL 7.0
Rep Stress lncr NO
WB 0J5
CodeIRC2000
(Matrix)
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1.6E 'Except.
OF
BOT CHORD 2 X 6 OF 180OF106E1.8E
WEBS 2 X 4 SPF Stud/Sid 'Except -
W4 2 X 4 SPF 165OF 1.6E, W2 2 X 4 SPF 165OF 1.6E, W2 2 X 4 SPF 165OF 1.6E, W4 2 X 4 SPF 1650F 1.6E
REACTIONS (Ib/size) N=5045/05-8, 11=4231/05-6
Max Horz N=-132(load case 8)
Max UPIMN=-2680(load case 7). H=-2281(load case 8)
Max Grav N=5942(load case 2), H=5064(load case 3)
a0-0
DEFL in (loc) I/deb Vd
Vert(LL) -0.35 K -L >999 240
Vert(TL) -0.47 K -L >794 180
Horz(TL) 0.08 H n/a Na
BRACING
TOPCHORD Sheathed or 4-2-2 oc purlins.
BOTCHORD Rigid ceiling directly applied or 6-0.0 oc bracing.
$6.4 4.6.12
PLATES GRIP
M1120 197/144
Weight: 357 lb
K -T=3934/8198, J -K=.9825/8266, HJ= -3825/8266
istribule only leads noted as (F) or (B), unless
exposed; Lumber DOL=1.33 plate grip DOI-023.
to front face of bottom chortl.
as) J1 (1 ply 2 X 4 SPF) to front face of bell
om chord.
is the responsibility of others. Prowaea sumcient to support concentrated loadTh
s) 1557.41b down and 946.71b up at 25-114 on bottom chord. e design/selection of such special connection device(s)
wp—u ,lw
Job Truss Truss Type
8090614 Bi
City PIy BOB MORTENSEN
ROOF TRUSS -
2
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402
Job Reference o lional
8.000 a Apr 8 2004 MITek Intlustdea. Inc. Tue Sep 1410:58:97 2004 Page 1
i -2.0.0 6-1143 1611.18
Zana
2'� 611-13 61793
2]41-4 29-11-4
61193 611.73 2.69
rNMIIA=
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w
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I Mr MIIA//
e
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x
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9.11-4
1669
z741a
911-0
Plate Offsets X Y: B:0-6-0 0-04i F:0.8-0 0-0-8 H:OJ-0 0-34
8-0-12
941.4
LOADING(psf) SPACING 2-0-0
TCLL 35.0
DEFL in
TCOL 7.0 Lumber Increase 1.15FVert(LL)
Plates Increase 1,75 TEI
-0.22
(loc) 1/deg L/d PLATES GRIP
B-1 >999 240
eCLL 0.0 Rap Stress lncr VES
Vert(TL) -038B-I
M1120 197/144
>85] 180BCOL
7.0 Cotle IRC2000 (Simpllfed)
Hoa(TL) 0.07
F We n/a
LUMBER
Weight: 101 It,
TOP CHORD 2 X 4 SPF 2100F 1.8E
BRACING
BOTCHORD 2 X 4 SPF 1650F 1.6E
TOP CHORD
Sheathed or 3-B-12 oc purlins.
WEBS 2 X 4 SPF Stud/Std
BOTCHORD
Rigid ceiling directly applied or 7-7-14 oc bracing.
REACTIONS (Iteheze) B=1539/0 -5-8,F=1539/0-5-8
Max HOrz B=-167(load case 8)
Max UPIIRS=-701(load case 7), F=-]07(load case 8)
Max GravB=1887(load case 2). F=1887(lood case 3)
FORCES (Ib)- Maximum Compression/Maximum Tension
TOP CHORD A -B=0/70, B -C=-2340/869, C -D=-7772/829, D -E=-1772/829, E
-F=-2340/8891 F -G=0/70
BOT CHORD &1=-806/2074, H-1-442/1307, F -H=-651/2074
WEBS C-1=-788/265, D4=-380/825, D -H=-380/825, E.H=-786/265
NOTES
d ASCE 90mph; h=25ft; TCDL=4.Ops[ BCDL=4.0psh Category 11; Exp C; enclosed; MWFRS
2)
TCI ASCE 798;
gable end zone; cantilever left
98; PfJ5.0 psf (roof snow); Exp C; Fully Exp.
and right exposed
porch left and right exposed; Lumber DOL=1.33 plate grip DOL=7.33.
3) Unbalanced snow loads have been considered for this design.
4) This buss has been designetl for 2.00 times gat roof load of 35.0 psf on overhangs non -concurrent with other live leads.
5)
This truss has been designed for a 10.0 psf bottom chordlive load nonconcurrent with any other live loads.
6) Provide
mechanical connection (by others) of tress to bearing plate capable of withstanding 701
It, uplift at joint B and 701 Ib uplift at
joint F.
LOAD CASE(S) Standard
Job Truss
Truss Type
809061-4 81G Oty Ply BOB MORTENBEN
ROOF TRUSS 1 1
BMC WEST (IDAHO FALLS), IDAHO FALLS, IO 83402 Job Reference o Lionel
8:000 a Apr B 2004 MiTek Industries, Inc. Tue Sep 1410:59:47 2004 Page 1
E11d3 1&i1-10
6.11-13 20.1 h7 27-11.4
8-11-09 8-11.13
aW MIIm=
&11-13
aMl.•rna
c
��1]MIIA9
T
0
hOMIIAO
hB MIIAJ
] T
T TLBMIIAC
E
d Mllm:
hx Mllm= e r
9-11-0 d10 Mllm- 0R]]Mllm�
a -aft
941,4 27-11-0
P
lateOffsets XY: C:0-2-00.0-0 0:0.8-00-i-9 E:0-2-13 Ede J:0-1-80.0-11 &0.12 9.11-0
(psf) SPACING 2-0-0
35.0 Plates Increase 1.15 CSI DEFL In floc) Well Vd PLATES GRIP
7.0 Lumber Increase 1.15 TC 0.95 Vert(LL) 0.32 E -G >522 240
0.0 BC 0.53 Vetl(TL) -0.45 1 >363 180 MII20 197/144
7.0 Rep Stress lncr VES WB 0.63 Horz(TL) 0.02 E Ne Na
Cotle IRC2000 (Matrix)
Weight: 150 lb
D 2X 4 OF 240OF 2.OE •Except' BRACING
T22 X 4 SPF 165OF 1.6E TOPCHORD Sheathed or 5-6-0 on purlins.
D 2 X 4 SPF 1650E 1.6E BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
2 X 4 SPF Stud/Std WEBS 1Row at midpt CJ
OTHERS 2 X 4 SPF Stud/Std
REACTIONS (MaA=
size) 270/14-7-8, E=992/0-5-81 H=26/14-7-8, 1=20/14-7-8, J=1445/14-7-8, K=29/14-73, L=20/14-7-8, M=49/14-7-8
1 78(load case 8)
Max UpliftA=-85(load case 7), E=-510(load case 8), H=-12(load case 4), J=-524(load case 7)
Max GravA=512(load case 2), E=1472(Ioad case 3), H=41(load case 3), 1=108(load case 4). J=1445Qoatl case 1), K=75(load case 4), L=47(load case 4), M=118(Ioad case 4)
FORCES (lb)- Maximum Compression/Maximum Tension
TOP CHORD A -B=-539/236, B -C=-90/477, C -D=-115$/466, D -E=-1847/544, E -F=0/141
BOT CHORD A -M=-188/397, L -M=-18$/397, K -L=-188/397, J -K=-188/397, 1-J=0/320, H-1=0/320, G -H=0/320, E -G=356/1508
WEBS 8J=-1029/347, CJ= -1137/350, C -G=-038/968, O -G=-987/319
NOTES
1) Trus ASCE designed
r wind l h=256; a plane
(h BCss only. F Category II; Exp 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.
3) TCLL: ASC - for wind loads In the plana of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail"
4) Unbalanced snow loads have s been cons tleretl for this Exp C, ldaslgn.
5) This buss hes been designed for 2.00 times Bat roof load of 35.0 psf on overhangs non -concurrent with other live loads.
6) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrenl with any other live loads.
7) All plates are 1.5x4 M1120 unless otherwise Indicated.
8) Gable studs spaced at 2-0-0 oc.
9) Provide mechanical connection (by others) of Was to bearing plate capable of withstanding 65 Ib uplift at joint A, 510 lb uplift at joint E, 12 lb uplift al joint H and 524 Ib uplift at joint J.
LOAD CASE(S) Standard
YPnOly Ply BOB MORTENSEN
8090614 B1GD DBL. FAN 1
Job Reference 116.01
BMC WEST (IDAHO FALLS), IDAHO FALLS, 1083402 o
8.000 a Apr 8 2004 MlTek Intlustdas, Inc. Tua Sep 1410:5948 2004 page 1
-2-0-0 4-7-14 9-8.9 1 1311-10 184.11 23-16 27-11-4 29-11.4
2-0.0 4-7-14 4-00.11 4-&/ 4-S11 4-10.11 4-7-14 2.0.0
In MllAll BUY��aI.
E
sn Mn.c
MBMIImC
F
e-FI
t.Ae MIlA0
W] 0 1.axv MIYAG
O
4 w
S et
nn na BI
Iv10Mllmi
0 L 'i p N i, p / l',
1hi3MIlA= 11Wo'.iNIO <KiOMllm�
T1 MIIm= Tip. Tlpm thi}MIIA= 1c. In. TMpm
BpxW *xpm omse
7-11-6 1111-10 19.11.14 27-114
7.11.6 6.0.4 6-0.4 7.11.6
Plate Offsets XY: IS:0-3-90-2-0
H:OS-90-2-0 K:OS-0O-83
LOADING(psf)
TCLL 35.0
SPACING 2-0-0
Plates Increase 1.15
CSI
DEFL in (too) I/defl Vd
PLATES GRIP
TCDL 7.0
Lumber Increase 1.15
TC 0.917
BC 0.95
Ved(LL) -0.41 K-L >811 240
MII20 797/144
BCLL 0.0
Rep Stress [nor NO
WE 0.81
Ved(TL) -0.49 K-L >668 180
Horz(TL) 0.09 H We n/s
BCDL 7.0
Code IRC2000
(Matrix)
Weight: 319 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF /65OF 1.6E TOP CHORD Sheathed,
BOT CHORD 2 X 8 OF SS BOT CHORD Rigid ceiling directly applied or 9-11-7 oc bracing.
WEBS 2 X 4 SPF Stud/Std'Except'
W3 2 X 4 SPF 1650F 1.6E, W1 2 X 4 SPF 1650F 1.6E, W3 2 X 4 SPF 1650F 1.6E
REACTIONS ilb/siza) B=6970/0-5-8, H=7394/0-5-8
Max Horz B=170(load case 7)
Max UpliflB=-2606(load case 7), H=-2403(load case 8)
Max Grev B=7329(load case 2). H=7754(load case 3)
FORCES (Ib)- Maximum CompressiowMaximum Tension
TOP CHORD A-B=0/158, B-C=.14874/5179, C-D=-14344/5115, D-E=-9825/3309, E-F=.982613309, F.G=-13027/4110, G.H=-13559/4177, H-M=0/160, 1-M=0/134
BOT CHORD B-L=-0671/13188, L-N=-3916111262, N-O=-3916/11282, KA=.3916/11262, K-P=3267/10545, P-Q=-3267/10545. J-0=-3267/10545, J-R=3604/11993, RS=-3604/11993, S-T=-3604/11993, H-T=-3804/11993
WEBS C-L=-533/158, D-L=-1909/4471, 0-K=-395071630, E.K=-2882/8401, F-K=-29081834, FJ=-82413051, GJ=539/163
NOTES
1) 2-ply truss to be connected togetherwith 0.131'x3" Neils as follows:
Top chords connected as (allows: 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 raw at 0-9-0 oc.
2) All loads are considered equally applled 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 to distribute loads
provided only noted as (F) or (B), unless
otherwise indicated.
3) Wind: ASCE 7.98; 90mph; h=25fl; TCDL=4.Op5h BCDL=4.Opsf; Category 11; Exp C; enclosed; MWFRS gable antl zone; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate DOL=1.33.
grip
4) TCLL: ASCE 7-98; Pf=35.0 pat (roof snow); Exp C; Fully Exp.
5) This truss has been designed for 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads.
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 26061E uplift at joint B and 24031b uplift at joint H.
8) Use USP THD26 (With 16d nails into Girder & NA9D nails Into Truss) or equivalent spaced at 2-0-0 on max, starting at 10.0-12 from the left 26-0.12
antl to to connect Imsales) Al (1 ply 2 X 4 SPF) to back face of bottom chord.
9) Fill all nail holes where hanger is in contact with lumber.
10) Special hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 3.411, down and 1.011b up at 28-0-12 on lop chord, and 3050.011, down and 1400.51b up at 8-1-8 on bottom chord. The
design/selection of such special connection devices) is the responsibility of others.
LOAD CASE(S) Standard
Continued on page 2
FAN
LOAD CASE(S) Standard 2
1) Snow: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (pin
Vert: A -E--84, E -I=-84, B -H--14
Concentrated Loads (Ib)
Vert: L=J050(8)K=-1283(B)J=-737(8)M=-2(B)N=-0254(B)0=-1232(8)P=-781(B)0=_737(B)R=-737(B)5=-737(8)T=-737(8)
Job Truss Truss Type Oly Ply BOB MKIM 11: :;1 11
B090614 C1G ROOFTRUSS 1 1
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 Jab Reference o Ronal
6.000 a Apt 8 2004 MiTek Intlusldea, Inc. Tue Sep 10 70:59:48 2004 Page 1
6-10-10 1053-4
6.10.10 6.1010
MAID=
sm.cza
0
Wr E
T an
I
a STt n
Stt
$ A O
a ]
L K l I X a
d�<MIMa0
hd MIIA�
13'9'4
13.94
LOAOI NG(psQ SPACING 2-0-0 CSI DEFL In (loo) IMeO Ud PLATES GRIP
TCLL 35.0 Plates Increase 1.15 TC 0.14 VBQLL) n/a n/a 999 MI120 197/144
TCDL 7.0 Lumber Increase 1.15 Be 0.03 Vert(TL) me me 999
BCLL 0.0 Rep Stress In NO WB 0.08 Horz(TL) 0.00 G me we
BCDL 7.0 Code IRC2000 (Matrix) Weight: 421b
LUMBER BRACING
TOP CHORD 2 X 4 SPF 1650F 1.6E TOP CHORD Sheathed or 6-0-0 oc purlins.
OTHERS 2 X 4 SPF Studd/Std/Std
BOT CHORD 2 X 4 SPF 16 E BOTCHORD Rigid ceiling directly applied or 10-0-0ccbracing.
REACTIONS (Ib/size) A=100/13-94, G=100/13-94, J=749/13-94, K=204/13-94, L=24D/13-9-0, 1=204/13-94, H=240/13-9-0
Max Hoa A=57(loed use 7)
Max UpliflA=-1 Sliced case 8), G=-9(load case 8), K=-78(load case 7), L=-88(loed case 7), I--78(load case 8), H=-88(load use 8)
Max GravA=143(load use 2), G=143(loed use 3), J=149(lud use 1), K=302(load case 2), L=354(load use 2), 1=302(load case 3), H=354(load case 3)
FORCES (Ib)- Maximum Compression/Maximum Tension
TOP CHORD A -B=-80/64, B -C=-79/55, C -D=-85182, D -E=-85/74, E -F=-79/38, F -G=-57/64
BOT CHORD A -L=0150, K -L=0/50, J -K=0/50, W=0/50, H -I=0/50, G -H=0/50
WEBS DJ= -120/0, C -K=-276/92, B -L=-319/108, E -I=-276/92, F -H=-319/108
NOTES
1) Wind: ASCE 7-98; 90mph; h=258; TCDL=4.Opsh BCDL=4.Opsf; Category II; Fxp C; enclosed; MWFRS gable end zone; cantilever left and right exposed; parch 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) TCLL: ASCE 7-98; Pf=35.0 psf (roof snow); Exp C; Fully Exp.
4) Unbalanced snow loads have been considered for (his design.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) All plates are 1.5x4 M1120 unless otherwise indicated.
7) Gable requires continuous bottom chord bearing.
8) Gable studs spaced at 2-M oc.
9) Provide mechanical connection (by others) of Suss to bearing plate capable ofwilhstanding 16 to uplift atjoint A, 9 l uplift at joint G, 78 Ib uplift at joint K, 68 It, uplift at joint L, 781b uplift atjoint I and 88 th uplift atjoint H.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply BOB MORTENSEN
8090614 HFA1E FINK 1 1
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 Job Ra/erence o tional
6.000 s Apr 8 2004 MiTek Induslnes, Inc. Tue Sep 1410:5949 2004 Page 1
9.11-12 1911.8
911.12 911-12
F
LE
A
I S V
Ae MIIA// T 8 R D P D N M L Le MIIAJ
19-11.8
19-11.8
LOADING (Pat) SPACING 2-0-0 CSI DEFL in (loo) vdee Ud PLATES GRIP
TCLL 35.0 Plates Increase 1.15 TC 0.09 Vert(LL) n/a - Na 999 MII20 197/144
TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) n/a Ne 999
BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 K n/a rue
SCOL 7.0 Code IRC 2D 10 WE
Weight: 114 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF 1650F 1.8E TOP CHORD Sheathed or 6-0-0 oc purlins.
BOT CHORD 2 X 4 SPF 1650F 1.6E
OTHERS 2 X 4 SPF Stud/Std BOTCHORD Rigid ceiling directly applied or 10-0-0 CC bracing.
WEBS 1 Raw at midpl F -P, E -Q, G -O
REACTIONS Jib/size) A=93/19-iiS, K=93/19 -ti -8, P=102/19 -11-8,Q=214/19-11-8, R=194/19-11-8,5=196/19-11-B,T=200/19-11-8, 0=214/19-11.8, N=194/19-11-6, M=196/19-11A,L=200/19-11-8
Max HorzA=-360(load Case 5)
Max UpliflA=-118(load case 5), K=-69(load Case 6), Q=-167(Ioad case 7), R=-158(load Case 7), 5=A55(load case 7), T=-159(load Case 7), 0=-165(load case 8), N=-159(load case 8), M=-154(ioad case 8),
L=-159(load Case 8)
Max GravA=311(load case 7), K=284(load case 8), P=243(load case 8), Q=316(load case 2). R=286(load case 2), S=289(load case 2), T=296(load case 2), 0=316(load case 3), N=286(load case 3), M=289(load Caee
3), L=296(load Case 3)
FORCES (Ib)- Maximum Compression/Maximum Tension
TOP CHORD A -B=-442/182, &C=-302/165, C -D=-199/149, D -E=-132/136, E -F=-152/198, F -G=-152/173, G -H=-132/81, H -I=-134/84, IJ= -266/100, J -K=-005/116
BOT CHORD A -T=-77/298, S -T=-77/298, R -S=.77/298, Q -R=-77/298, P -Q=-77/298, O -P=-77/298, N-0=-77/298, M -N=-77/298, L -M=.77/298, K -L=-77/298
WEBS F -P=-227/0, E -Q=-288/183, D -R=-258/174, CS= -261/170, B -T=-267/175, G-0=-288/181, H -N= -258/175,1-M=-261/170, J -L=-267/175
NOTES
1) Wind: ASCE 7-98; 90mph; h=2511; TCDL=4.Opsh BCDL=4.Opsh Category ll; Exp 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) TCLL ASCE 7-98; Pf=35.0 pat (roof snow); Exp C; Fully Exp.
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrenl with any other live loads.
6) All plates are 1.50 M1120 unless otherwise indicated.
7) Gable requires continuous bottom chord bearing.
B) Gable studs spaced at 2-0-0 oc.
9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 11816 uplift atjoint A, 69 lb uplift atjoint K, 16716 uplift atjoint 0, 15816 uplift at joint R, 155 lb uplift at joint S, 159 to uplift atjoint T. 165
It, uplift atjoint 0, 1591b uplift atjoint N, 15416 uplift atjoint M and 159 lb uplift atjoint L.
LOAD CASE(S) Standard
HFA2D
Type
7.1142
YIMIIA=
7-11-12
NOTES --l— —1-1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.Opsh BCDL=4.Opsh Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed; porch left and right exposed; Lumbar 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 MH-ek "Standard Gable End Detail"
3) TCLL: ASCE 7-98; Pf=35.0 pat (roof snow); Exp C; Fully Ex.
4) Unbalanced snow loads have been considered forthis design.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live
6) All plates are 1.5x4 M1120 unless olhenwise indicated. loads.
7) Gable requires Continuous bottom chord bearing.
8) Gable studs spaced at 2-0-0 Cc.
9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 91 It, uplift atjoint A, 521b uplift atjoint 1, 170 lb uplift atjoint N, 155 lb uplift atjoint 0, 158 lb uplift atjoint P, 16914 uplift atjoint L, 156 lb
Uplift at joint K and 158 lb uplift atjoint J.
LOAD CASE(S) Standard
1611-8 a..mrra,.
Plate Offsets X Y : C:0-0-0 0-0-0 13:0-0.0 0-0-0 E:0-0-0 0.0-0 F:0-0-0 0-0-0 0-0-0
1611 8
LOA
TCILL G35.0 SPACING 2-0-0
TCLL 35.0 CSI
Plates Increase 1.15
TCOL 7.0 Lumber Increase 7.15 TC 0.09
BCLL 0.0
DEFL in (loc)/deo L/tl PLATES GRIP
Vert(LL) n/a -
Rep Stress lncr YES BC 0.04
BCDL 7.0 Code WB 0'24
n/a 999
Ver11TL) n18 - n/a 999 MII20 797/149
IRC2000 Matrix)
Horz(TL) 0.01 I n/a n/a
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.6E
Weight: 81 Ib
BOT CHORD 2 X 4 SPF 1650F
BRACING
OTHERS 2 X 4 SPF Slud/Std
TOPCHORD Sheathed or 6-0-
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt E -M
REACTIONS MaxlH=A=-278(loatl calse 5)15-11-8, M=101/15 -IIA, N=275/15-11-8, 0=792/15-11-8, P=201/15-11-8, L=215/15-11-8,
K=192/15-11.8,
Max UpliftA=-91(load Case 5), 1--52(load case 6), N-470(load case 7), 0=-155(load case 7), P=-158(load case 7). L=-169(load
Max GravA=232(load case 7), 1=210(loed
J=201/15-11-8
case 8). K=-156(load case 8), J=-158(load case 8)
Casa 8), M=185(load case 8), N=318(load Case 2), 0=284(load Casa 2), P=296(load case 2), L=318(load case 3), K=284(load
FORCES (Ib)- Maximum Compression/Maximum
Tension
TOP CHORD A-PB=_632/23260--
D
case 3), J=296(load case 3)
BOT CHORD A --E=-152/158, E -F=-752/133, F -G=-131/64, G -H=-187/78, H-1=-306/94
-62/232?N 0=D62/2321 M-
WEBS E -M= -t Rom n_u-��,.�, e„ ,. ,. ___.. N= -62/232r L -M=-82/232. K-L=-apna, i_r-
NOTES --l— —1-1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.Opsh BCDL=4.Opsh Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed; porch left and right exposed; Lumbar 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 MH-ek "Standard Gable End Detail"
3) TCLL: ASCE 7-98; Pf=35.0 pat (roof snow); Exp C; Fully Ex.
4) Unbalanced snow loads have been considered forthis design.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live
6) All plates are 1.5x4 M1120 unless olhenwise indicated. loads.
7) Gable requires Continuous bottom chord bearing.
8) Gable studs spaced at 2-0-0 Cc.
9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 91 It, uplift atjoint A, 521b uplift atjoint 1, 170 lb uplift atjoint N, 155 lb uplift atjoint 0, 158 lb uplift atjoint P, 16914 uplift atjoint L, 156 lb
Uplift at joint K and 158 lb uplift atjoint J.
LOAD CASE(S) Standard
Jab
B090614
TRUSS
2-6D
6613
4-63
9r M11M 11
LOADING(pso
SPACING
2-0-0
CSI
DEFL in
(loc) I/deg Ud
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC
0.72
l(LL)
Ver -0.40
B-E >291 240
M1120 197/144
TCDL 7.0
Lumber Increase
1.15
BC
0.49
Vert(TL) -0.60
B-E >194 180
BCLL 0.0
Rep Stress [nor
VES
WB
0.25
Horz(Tly 0.00
E o/a n/a
BCDL 7.0
Code IRC2000
(Simplified)
Weight: 381b
LUMBER
BRACING
TOP CHORD 2 X 4 SPF 1650F 1.6E
TOP CHORD
Sheathed or 60-0 oc purlins, except end verticals.
BOT CHORD 2 X 4 SPF 2100F 1.8E
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 4 SPF 1650F 1.6E 'Except'
_
W2 2 X 4 SPF Stud/Std
REACTIONS (Ib/size) E=472/Mechanical, 8=664105-6
Max Hoa B=265(load case 5)
Max UpllftE=-286(load case 5), 8=-295(load case 5)
FORCES (Ib)- Maximum Compression/Maximum Tension
TOP CHORD A-B=D/70, B -C=-005/49, C -D=-53/0, D -E=-190/100
BOT CHORD B -E=-193/358
WEBS C -E=418/225
NOTES
1) Wind: ASCE 7-98; gOmph; h=25ft; TCDL=4.Opsh BCDL=4.OpsF Category II; Exp C; enclosed; MWFRS gable end one; cantilever left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
2) TCLL ASCE 7-98; Pf=35.0 psf (roof snow); Exp C; Fully Exp.
3) This truss has been designed for 2.00 times gat roof load of 35.0 psf 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.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 286 Ib uplift at joint E and 295 lb uplift at joint B.
LOAD CASE(S) Standard
Job Truss Truss Type
8090814 J1A
D1Y Ply BOB MORTENSEN
MONO TRUSS
4
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402
Job Reference o Ilonal
6.000 s Apr 8 2004 MITek Industries, Inc. Tue Sep 1q 70:58:50 2004 Page 1
-2-DU
4.0.5 7-11-11
2.0.0
44-5 3.148
hO MIIAD WN�tA
D
C
e[OI t
p{ a
9
A
hx M11A=
E
3xx MIlAO
1fiN MIlAII
7-11.11
Plate Offsets X Y : B:0-0-0 0-0-0 C:0-o-00-0-0 [E-0-0-0,0-0-01
-11.11
LOADING(psf) SPACING 2-0-0 CSI
TCLL 35.0 Plates Increase 1.15 TC 0'78
DEFL In floc) I/def Vtl PLATES GRIP
TCDL ]A Lumber Increase 1.15 BC 0.11
BCLL 0.0
Verl(LL) -0.01 B-F >9g9 240 MII20 797/144
Ved(TL) B-F
Rep Stress Incr YES WB 0'08
BCOL 7.0 Cade
-0.01 >999 180
HOrz(TL) 0.00 E n/a n/a
IRC2000 (Simpli0ad)
LUMBER
Weight: 31 Ib
TOP CHORD 2 X 4 SPF 210OF 1.8E
BRACING
BOT CHORD 2 X 4 SPF 1650F 1.6E
TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals.
WEBS 2X 4 SPF Stud/Std
BOTCHORD Rigid ceiling directly applied or 10-0-0oc bracing.
REACTIONS (Ib/size) 8=557/05-8, E=390IMechanical
Max Harz 8=228(load case 5)
Max Uplift8=-248(load case 5), E=-242(load case 5)
FORCES (Ib)- Maximum Compression/Maximum Tension
TOP CHORD A-B=0/70, B-C=-719/19, C-D=-17/0, C-E=-368/218
BOT CHORD B-F=-05/105, E-F=-0/0
WEBS C-F=-71/164
NOTES
1) Wed: ASCE .98, 90mph; h=25ft; TCDL=4.Opsf; BCDL=4.Opsf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever
2) CLL: ASCE 7.98; Pf=35.0 psf (roof snow); Exp C; Fully Exp.
left and right exposed porch left and right exposed; Lumber DOL=1.33
3) This truss has been designed for 2.00 times Bat root load of 35.0
plate grip DOL=1.33.
pat on overhangs non-concurrent with other live loads.
4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads.
5) Refer to girderfs) for truss to Ouss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2481b uplift at joint B and 242 lb
uplift at joint E.
LOAD CASE(S) Standard
"rues Truss Type
City Ply BOB MORTENSEN
B090614 J, 1A-1-
MONO TRUSS
1000 1
BMC WEST (IDAHO FALLS), IDAHO FALLS, 1083402
Job Reference (optional)
6.000 s Apr 82004 MITek Industries, Inc. Tue Sep 1-410 59 50 20-04 Page 7
-2.0-0
4.0.5 1-01-17
20-0
4-0.5 3-11.6
SRMIIAi 9eM-1'A�
0
aJ2
wa cal
e
Ma Melfi=
BI
.<MIIA1i 15,4 M114 II
4.9'6 7 -11 -it
Plate Offsets X Y: B:0-0-0 0-0-0 C:0-0-0 0-0-0 E:0-0-0 0-0.04.9-8
32-3
LOADING(psf)
TCLL 35.0
SPACING 2-0-0
Plates Increase 1.15
CSI
OEFL in (roc) Ud
PLATES GRIP
Lumber Increase 1.15
TC 0.83
BC 0.13
Vert LL 999 40
MII20 197/144
BCDLL 0.0
BCDL
Rep Stress [nor YES
WB 0.66
Verz(TL -0.00 E F >999 Nis 780
Horz(TL) 0.00 Na
7.0
Code IRC2000
(Simplified)
n/a
Weight: 37 Ib
LUMBER
TOP CHORD 2 X 4 SPF OF 1.6E
BRACING
BOT CHORD 2 X 4 SPF 1650E 1.6E
165
TOPCHORD Sheathed or 6-04)oc purlins, except end vertices.
WEBS 2X45PF Slud/Sttl
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS (Ib/size) E= -35410-5-8.F=1305/0-5-8
Max Hoa F=228(load case 5)
Max Upli6E=431(load case 7), F=579(load case 5)
Max GravE=90(Ioad case 5). F=1305(lood case 1)
FORCES (Ib)- Maximum Compressiowmaximum Tension
TOP CHORD A -B=0/69, B -C=588/7767, C -D=-11/0, GE= -113/453
BOTCHORD B-F=-1042/664,E-F=01O
WEBS C -F=-1628/681
NOTES
1) Wind: ASCE 7-98; 90mph; h=25ft; TCOL= IDpsf; BCDL=4.OpsF Category II; Exp 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) TCLL: ASCE 7-98; Pf=35.0 psf (roof snow); Exp C; Fully Exp.
3) This truss has been designed for 2.00 times Oat roof load of 35.0 psf on overhangs non -concurrent with other live loads.
4) This truss has been designed fora 10.0 pat bottom chord live load nonconcurrent with any other live loads.
5) Provide mechanical connection (by others) of Muss to bearing plate capable of withstanding 431 Ib uplift at joint E and 5791b
uplift at joint F.
LOAD CASE($) Standard
Nae
809081-0 „n
ROOF TRUSS
2-0.0
511-11
LOADING(psl)
SPACING
2-0-0
TCLL
TCDL
35.0
7.0
Plates Increase
I
1.15
BCLL
0.0
Lumber Increase
1.15
SCOL
7.0
Rep Stress lncr
YES
Code IRC2000
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.6E
BOT CHORD 2 X 4 SPF 1650F 1.8E
REACTIONS (Ib/size) C=192/Mechanical, B-504/05.81 D=40/Mechanical
Max Hol B'179(load case 5)
Max UpliftC=-96(Ioad case 5), B=-247(load case 5), D=42(Ioad case 3)
Max GravC=192(Ioad case 1). B=505(Ioad case 7). D=97(load case 2)
FORCES (Ib)- Maximum Compression/Maximum Tension
TOP CHORD A -B=0/141, B -C=-127/68
BOTCHORD B -D=0/0
CSII DEFL in (loo) Udell Ud
TC 0.75 Ved(LL) 0.06 B -D >999 240
BC 0.23 Ved(TL) -0.09 B -D >733 180
(Matrix)
WB 0.00 Horz(TL) -0.00 C n/a n/e
BRACING
TOPCHORD Sheathed or 5-11-11 oc purlins.
BOTCHORD Rigid ceiling directly applied or l 0-M oc bracing.
PLATES GRIP
M1120 197/144
Weight: 17 lb
NOTES
1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.0psh BCDL=4.Opal; Category it; Exp 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) TCLL: ASCE 7-98; Pf=35.0 psf (root snow); Exp C; Fully Exp.
3) This truss has been designed for 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads.
4) This truss has been designed for a 10.0 psf bottom chord No 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 96 lb uplift at joint C, 247 to uplift atjoint B and 421b uplift at joint D.
LOAD CASE(S) Standard
Seeb
w
u" jy,, IOIy IFly BOB MORTENSEN
IONIC TRUSS 1 1
2-0-0 3-0.5 2-11.6
FOMIIA!
0
LOADING (pi
TCLL 35.0
SPACING
Plates Increase
2-0-0
1.15
CSI
DEFL in
(loo) 1/deb Up
PLATES GRIP
TCDL 7.0
Lumber Increase
1.15
TC
BC
0.88
Ven(LL) -0.00
F 499 240
M1120 197/144
BCLL 0.0
Rep Stress Incr
VES
WB
0.71
0.67
Verl(TL) -0.00
Horz(TL) 0.00
F >999 180
Na me
BCDL 7.0
Code IRC2000
(Simplifetl)
Weight: 23 lb
LUMBER
BRACING
TOP CHORD 2 X 4 SPF F 7.8E
ROT CHORD 2 X 4 SPF 1650E 1.8E
165O
TOP CHORD
Sheathed or 6-0-0 oc purlins, except end verticals.
WEBS 2 %4 SPF Stud/Sid
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS (Ib/Size) E=-1456/0-5-8, F=2211/0-5-8
Max Hinz F=187(load case 5)
Max Upli1tE=-1456(load case 1), F=-7D09(load case 5)
Max Grav E=615(load use 5). F=2211(load case 1)
FORCES (Ib)- Maximum COMPresslon/Maximum Tension
TOP CHORD A -B=0/69, B -C=-513/979. C -D=-11/0, C -E=-624/1464
BOT CHORD B -F= 473/576, E -F=0/0
WEBS C -F=-2340/1042
NOTES
1) Wind: ASCE 7-98; gOmph; h=25f ; TCDL=4.0psh BCOL=4.OpsC Category II; Exp 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) TCLL: ASCE 7-98; Pf=35.0 psf (roof snow); Exp C; Fully Exp,
3) This truss has been designed for 2.00 times Bal roof load of 35.0 psf on overhangs non -concurrent with other live loads.
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 plata capable of withstanding 1456 Ib uplift at joint E and 1009 to uplift at joint F.
6) Uplift for first LC exceeds limits
LOAD CASE($) Standard
I was
x
Truss Type
ROOF TRUSS
J
2-o-0 111-11 ,.
I�
LOADING(psg
TCLL 35.0
SPACING 2-0-0
Plates Increase 1.15
CSIDEFL
in (too) /dell L/d
PLATES GRIP
TCDL 7.0
Lumber Increase 1.15
TC 0.75
BC
Verl(LL) 0.01 B -D 499 240
M1120 197/144
BCLL 0.0
Rep Stress lncr VES
0.10
WB 0.00
Vert(TL) -0.02 &D 499 180
Horz(TL) -0.00 C We n/a
BCDL 7.0
Code IRC2000
(Matrix)
Weight: 12 lb
LUMBER BRACING
TOP CHORD 2 X 4 SPF 1650F 1.6E TOP CHORD Sheathed or 3-11-11 oc punins.
BOT CHORD 2 X 4 SPF 1650E 1.6E BOT CHORD Rigid celling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) C=85/Mechanical, B=429/0-5-8, D=26/Mechanical
Max Herz B=138(load case 5)
Max UpIMC=-91(load case 7). B=-226(load case 5), D=-27(load case 3)
Max GravC=85(load case 1), B=5/9(load case 7), D=63(load case 2)
FORCES (Ib)- Maximum Compression/Maximum Tension
TOP CHORD A-B=0/l41, B -C=-101/26
BOT CHORD B -D=0/0
NOTES
1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.Opsf; BCDL=4.Opsf; Category II; Exp 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) TCLL: ASCE 7-98; Pf=35.0 psf (roof snow); Exp C; Fully Exp.
3) This truss has been designed for 2.00 times flat roof load of 35.0 psf 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.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 91 It, uplift at joint C, 226 lb uplift at joint B and 271b uplift at joint D
LOAD CASE(S) Standard
I was
Truss Type
ROOF TRUSS
2-0-0 311-11 as moms"
LOADING(psf)
TCLL 35.0
SPACING
2-0-0
CSI
DEFL In
(loc)/deo Ltd
PLATES GRIP
TCDL 7.0
Plates Increase
1.15
TC0.74
Vert(LL) -0.02
B n/r 120
M1120 197/144
Lumber Increase
1.15
BC 0.11
Verl(TL) -0.02
B n/r 120
BCLL 0.0
Rep Stress Incr
VES
WB 0.14
Hom(TL) 0.00
n/a n/a
BCOL 7.0
Cade IRC2000
(Matrix)
Weight: 141b
LUMBER
BRACING
TOP CHORD 2 X 4 SPF 1650F 1.6E
TOP CHORD
Sheathed or 3.11-11 oc purlins.
BOT CHORD 2 X 4 SPF i6E
BOTCHORO
Rigid ceiling directly applied 6-0-0 bracing.
WEBS 2 X 4 SPF Stud/Std
/Std
or oc
REACTIONS (Ib/size) C=-0/Mechanical, E=559/Mechanical
Max Hoa C=895(load case 7), E=-895(load case 7)
Max UpliftE=-297(Ioad case 5)
Max GravE=559(load case 1)
FORCES (Ib)- Maximum CompressioNMaximum Tension
TOP CHORD A -B=0/138, B -C=-093/975, C -D=-22/0
BUT CHORD 8-E=-895/545
WEBS C -E=533/270
NOTES
1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.0psf; BCDL=4.Ops/; Category 11; Exp 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) TCLL: ASCE 7-98; Pf=35.0 psf (roof snow); Exp C; Fully Exp.
3) This truss has been designed for 2.00 times flat roof load of 35.0 turf on overhangs nonconcurrent with other live loads.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Refer to girders) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 297 Ib uplift at joint E.
LOAD CASE($) Standard
009061-4
LOADING (psf)
TCLL 35.0
TCDL 7.0
SCLL 0.0
BCDL 7.0
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.6E
BOT CHORD 2 X 4 SPF 1650F 1.6E
wa .Pa OIy
ROOF TRUSS
2.0.0 1-11-11
SPACING 2-0-0
Plates Increase 1.15
CSI
DEFL
in
(loc)
Ildell
Ud
1.15
TC 0.64
BC 0.03
Vert(LL)
-0.00
B
>999
240
ss Inose
RepLumStress
Rep SUass Incr YES
YES
WB 0.00
Vert(TL)
-0.00
B -D
>999
180
Code
(Matrix)
Hoa(TL)
-0.00
C
me
n/a
REACTIONS (Ib/size) C=-20/Mechanical, 8=369/0-5-8, D=13/Mechanical
Max Hoa 8=100(load case 5)
Max UPIMC--169(load case 7j, 8=-216(load case 5), D=-14(load case 3)
Max Grav C=32(load case 5), 8=534(load case 7), D=33(load case 2)
FORCES (lb)- Maximum Compression/Maximum Tension
TOP CHORD A -B=0/139, B -C=-92/14
BOT CHORD B -D=0/0
BRACING
TOP CHORD Sheathed or 1-11-11 oc pudlns.
BOTCHORD Rigid ceiling directly applied or 10-M oc bracing.
PLATES GRIP
M1120 197/144
Weight: 7 l
NOTES
1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.Opsf; BCDL=4.OpsC Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; parch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
2) TCLL: ASCE 7-98; Pf=35.0 psf (roof snow); Exp C; Fully Exp.
3) This truss has been designed for 2.00 times flat roof load of 35.0 pat on Overhangs non -concurrent vOth other live loads.
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 169 lb uplift at joint C, 216 Ib uplift at joint B and 14 lb uplift at joint D.
LOAD CASE(5) Standard
LOADING (psq
TCLL 35.0
TCDL ].0
BCLL 0.0
BC
DL 7.0
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.8E
BUT CHORD 2 X 4 SPF 165OF 1.6E
WEBS 2 X 4 SPF StVd/Std
AOI
A
Truss Type
ROOFTRUSS
E
2.ao
1 -nn a
-1BEd a
1-17.1, '
SPACING 2-0-0
CSI
Plates Increase 1.15
Lumber Increase 1.75
TC 0.61
OEFL------------
m
VeO(LL) -0.00
(loc) /deB Ud
F
PLATES GRIP
Rep Stress lncr YES
BC 0.3fi
Vert(TL) -0.00
899 240
F >999 180
M1120 187/144
Cotle IRC2000
WB 0.73
(Matrix)
Horz(TL) 0.00
n/a n/a
Weight: 816
BRACING
TOPCHORD
Sheathed or 1-11.11 oc purlins.
BOTCHORD
Rigid ceiling directly applied
or fi-0-0 oc bracing.
REACTIONS (Ib/size) E=340/Mechanical, D=0/1,1echanical
Max Horz E=-1155(load case 7). D=1155(load case ])
Max UPKIRE=489(load case 5)
Max GravE=369(load case 7)
FORCES (Ib)- Maximum Compression/Maximum Tension
TOP CHORD A -B=0/138, B -C=-546/12]0, C -D=-077/1155
BOT CHORD B -F=-1155/571, E -F=-1155/571
WEBS C -F=-536/252
NOTES
1) Wnd: ASCE 7-98; gOmph; h=25ft; TCDL=4.0psh BCDL=4.Opsf; Category Il; Exp 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) TCLL ASCE 7.98; Pf=35.0 pat (root snow); Exp C; Fully Exp.
3) This truss has been designed for 2.00 times gat roof load of 35.0 pat on overhangs non -concurrent with other live loads.
4) This truss has been designed for a 10.0 pat bottom chord live load noncuncurrent 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 189 Ib uplift at joint E.
LOAD CASE(S) Standard
UlyPly BOB MORTENSEN
4 J2 ROOF TRUSS 15 i
VEST (IDAHO FALLS), IDAHO FALLS, ID 83402 Job Reference (.oil
i
2-0.0 8.0.0
I S[x MllIDll
2
s
LOADING (pst)
TCLL 35.0
SPACING 2-0-0
Plates Increase 1.15
C51
DEFL In
floc) I/deo Ud
PLATES GRIP
TCDL 7.0
Lumber Increase 7.15
TC0.82
BC 0.38
Ved(LL) -0.17
B -D >Sn 240
M1120 197/144
BCLL 0.0
Rep Stress lncr YES
WB 0.00
Vert(TL) -0.26
Horz(TL) 0.00
S -D >359 180
n/a n/a
BCDL 7.0
Code IRC2000
(Simplified)
Weight: 261b
LUMBER
TOP CHORD 2 X 4 SPF OF 1.8E
BRACING
BOT CHORD 2 X 4 SPF 1650F 1.8E
165
TOP CHORD
Sheathed or 8-0-0 Cc purlins, except end verticals.
WEBS 2X4SPF 1650E 1.6E
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (I usee) D=374/Mechanical, 8=566/05-8
Max Herz B=223(load case 5)
Max UpliflD=-227(load case 5), B=-257(lood case 5)
FORCES (lb)- Maximum Compressfon/Maximum Tension
TOP CHORD A -B=0/70, B -C=-93/0, C -D=320/171
BOT CHORD B -D=0/0
NOTES
1) Wind: ASCE 7-98; 90mph; h=25f1; TCDL=4.Opsf; BCOL=4.Opsb Category II; Exp C; enclosed; MWF RS gable end zone; cantilever left
2) TCLL: ASCE 7-98; Pf=35.0 psf (roof snow); Exp C; Fully Exp,
and right exposed
porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) This truss has been designed for 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads,
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 227 Ib uplift at joint D and 257 Ib uplift at joint B
LOAD CASE(S) Standard
8090614
LOADING (psf)
TCLL 35.0
TCDL 7.0
SCLL 0.0
BCDL 7.0
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.6E
BOT CHORD 2 X 6 DF 1800F 1.6E
WEBS 2X 4 SPF Stud/Sld'Except'
W1 2 X 4 SPF 1650F 1.6E
TRUSS
2-9-05 4-"
5,&2
4.59
1. h.I MllA 11
f
REACTIONS (Ib/size) G=1114/Mechanical, B=739/0-7-12
Max Hoa 8=133(load case 3)
Max UpliRG=-690(load case 3), B=-050(load case 5)
FORCES (lb)- Maximum GompressioNMaxlmum Tension
TOP CHORD D G=0/79, 8-1=-7605/1140, C -1=-1559/11d133, 126/1469.
746911-N 3, J -K=-1364/937, D -K=-7273/873, D -E=47/6, E -F=-8/0, E -G= -0B/5
BOT CHORD B -La -7126/1469, --M--i 126/1469, H -
WEBS 938/642, C -H=-203/232, 0 -Ha -605/807 499/727• N-0=-099/721, G-0=-099/727
NOTES
1) TCTL ASCE 7-98; 90mph; hat (roof
TCnow): Exp
BCDL=4.O 'Category II; Exp C; anclosetl; MWFRS gable end zone; canlilever left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
2) Wind ASCE 7-98; 90mPh0 psf (roof snow); Fxp C; Fully Exp.
from
3) This truss has been designed for 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads.
4) This Iruss has been tlesfgna fora 10.0 pat bottom chord live load nonconcurrenI with any other "'o loatls.
5) Refer to girtler(s) for truss to truss
connections.
8) ProNtle mechanical connection (by others) of Iruss to bearing plate capable of wllhstantling 6901, uplift al joint G and 450 Ib upliq al joint B.
7) Use USP SKH26L (With l6d nails into Girdw 8 NA nails into Truss) or equivalent s acetl at 2-9- g a12-10-0 from the IeB end to 17-0-1 to connect truss(es) J1 D (1 Ply 2 X 4 SPF) to front face of bottom chord.
8) Use USP SKH26R ( With 16d nails into Giller 8 NA9D nails Into Trusa) or equivalents aced at 2- -
9) Fill all nail holes where hanger Is in contact with lumber. p 15 oc maz. stadin
d to 11,1-1 to connect
10)Sow is hangers) or other connection deNcwn shall be providetl suKcient to sup port wncenira ad loetl(s)O.Blb downeantla. 2155.hlb uplet 58-3left n0 Blbd can and 55.416 to ate&8-7�(7 piy2X4 SPF) to back face of bottom chord.
down antl 102.916 up al 8.6-2, and 6.91b down end 11.i1b up at 2-10.4, and 6.91b tlown antl 11.1lb up at 2-10-4 on top chord. The desigNselection of such special connection device(s) is the responsibility of others.
11) In the LOAD CASE(S) section. loatls applied to the (ace of the truss are noad es front (F) or back (B). P 3 107.616 down and 102.916 of at others. 107.616
LOAD CASE(S) Standard 7) Snow: Lumber Increase=7.15, Plate Increase=1.75
Uniform Loads (plO
Van: A -E=42, E -F=42, B -G=-7
Concentrated Loads (Ib)
Vert: J=-2(Fa-1, B= -i) K= -215(F=-108, B=-108) L=1(F=1, B=1) M= -24(F=42, 8=42) N=52(F=-26, 0=-26) 0=-753(F=-376, 8=-376)
Sub=
SxH]M
ennm MII1p=
SY.HMp X
BxHM S u
xHaN x� GBMIIA=
6gltNr
4-Oq
9.8-2
4.g.0
74-7d1
SPACING
i-0-0
&82
4-59
Plates Increase
Lumber Increase
1.15
1.15
CSI
TC
0.83
OEFL in
loc
G
Rep Stress ]nor
NO
60
0.98
Vert(LL) 0.27
-H >]74 240 PLATES GRIP
Code IRC2000
57
Varl(TL) -0.27
H02(TL) 0.01
G -H >811 180 MII20 1W/i4q
(Malrl
)
G n/e Ne
Welghl: 7016
BRACING
TOPCHORD
BOT CHORD
Sheathed or 5-2.11 oc purlins, except end verticals.
Rigid ceiling directly applied W 8-2-13 oc bracing.
REACTIONS (Ib/size) G=1114/Mechanical, B=739/0-7-12
Max Hoa 8=133(load case 3)
Max UpliRG=-690(load case 3), B=-050(load case 5)
FORCES (lb)- Maximum GompressioNMaxlmum Tension
TOP CHORD D G=0/79, 8-1=-7605/1140, C -1=-1559/11d133, 126/1469.
746911-N 3, J -K=-1364/937, D -K=-7273/873, D -E=47/6, E -F=-8/0, E -G= -0B/5
BOT CHORD B -La -7126/1469, --M--i 126/1469, H -
WEBS 938/642, C -H=-203/232, 0 -Ha -605/807 499/727• N-0=-099/721, G-0=-099/727
NOTES
1) TCTL ASCE 7-98; 90mph; hat (roof
TCnow): Exp
BCDL=4.O 'Category II; Exp C; anclosetl; MWFRS gable end zone; canlilever left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
2) Wind ASCE 7-98; 90mPh0 psf (roof snow); Fxp C; Fully Exp.
from
3) This truss has been designed for 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads.
4) This Iruss has been tlesfgna fora 10.0 pat bottom chord live load nonconcurrenI with any other "'o loatls.
5) Refer to girtler(s) for truss to truss
connections.
8) ProNtle mechanical connection (by others) of Iruss to bearing plate capable of wllhstantling 6901, uplift al joint G and 450 Ib upliq al joint B.
7) Use USP SKH26L (With l6d nails into Girdw 8 NA nails into Truss) or equivalent s acetl at 2-9- g a12-10-0 from the IeB end to 17-0-1 to connect truss(es) J1 D (1 Ply 2 X 4 SPF) to front face of bottom chord.
8) Use USP SKH26R ( With 16d nails into Giller 8 NA9D nails Into Trusa) or equivalents aced at 2- -
9) Fill all nail holes where hanger Is in contact with lumber. p 15 oc maz. stadin
d to 11,1-1 to connect
10)Sow is hangers) or other connection deNcwn shall be providetl suKcient to sup port wncenira ad loetl(s)O.Blb downeantla. 2155.hlb uplet 58-3left n0 Blbd can and 55.416 to ate&8-7�(7 piy2X4 SPF) to back face of bottom chord.
down antl 102.916 up al 8.6-2, and 6.91b down end 11.i1b up at 2-10.4, and 6.91b tlown antl 11.1lb up at 2-10-4 on top chord. The desigNselection of such special connection device(s) is the responsibility of others.
11) In the LOAD CASE(S) section. loatls applied to the (ace of the truss are noad es front (F) or back (B). P 3 107.616 down and 102.916 of at others. 107.616
LOAD CASE(S) Standard 7) Snow: Lumber Increase=7.15, Plate Increase=1.75
Uniform Loads (plO
Van: A -E=42, E -F=42, B -G=-7
Concentrated Loads (Ib)
Vert: J=-2(Fa-1, B= -i) K= -215(F=-108, B=-108) L=1(F=1, B=1) M= -24(F=42, 8=42) N=52(F=-26, 0=-26) 0=-753(F=-376, 8=-376)
Sub=
'"" Qty Ply BOB MORTENSEN
8090614 Ki HJ1 ROOFTRUSS 1000 i
BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 Job Re(erance o tional
8.000 s Apr 8 2004 MiTek lntluatdes, Inc. Tue Sep 14 10:59:54 2004 Page 1
-2.8.15 4.0.0 9-8-2 14-141
2-9.15 4-0-0 58.2 4-S9
15Kx MF 11 8e]Ms1T.
F
E
LK MIIN%
eW e
K
SgJeI
Y
J
].Ar MllipO W Wt
6p=W r
eped9 C
a
01
M11A= 11 1
H M N 0 O
BKH]0. 91W]M ].K MIIA- BxNiPL &CX$ hB MIIS=
BKHAn 9KX]Bq 6xHXX BKXi&y
6-1-9 144.11
Plate Offse6-1-9 8.0.2
ts X Y : G:0-2-13 0-2-8
LOADING(pso
TCLL 35.0
SPACING 1-0-0
Plates Increase 1.15
CSI
DEFL In (loo) Ildefl Ud
PLATES GRIP
TCDL 7.0
Lumber Increase 1.15
TC 0.81
BC 0.42
Ved(LL) 0.08 G -H >999 240
MI120 197/144
BCLL 0.0
Rep Stress lncr NO
WB 0.49
Vert(TQ -0.10 G -H >861 180
BCDL 7.0
Code IRC2000
(Matrix)
Horz(TL) -0.00 G n/a Na
Weight: 70 lb
LUMBER
TOP CHORD 2 X 4 SPF 165OF 1.6E BRACING
BOTCHORD 2 X 6 OF 180OF 1.6E TOPCHORD Sheathed or 6-0-0 oc purlins, except end vedicals.
WEBS 2 X 4 SPF Stud/Std'Except' BOTCHORD Rigid telling directly applied or 6-0-0 oc bracing.
W1 2 X 4 SPF 165OF 1.6E
REACTIONS (Ib/size) G=199/Mechanical, H=1128/0-742
Max Hoa 11=133(load use 3)
Max UpliftG=-216(load case 4). H=-689(load case 5)
FORCES (Ib)- Maximum CompresSlon/Maximum Tension
TOP CHORD A -B=0/78, B-1=-307/980, C-1=-298/988, CJ= -021/911, J -K=-043/912, D -K=-068/921, D -E=-02/10, E -F= -B/0, E -G=-60/14
BOTCHORD B -L=-959/335, L -M=-959/335, H -M=-959/335, H -N=-291/12, N -O=-291/12, G -O=-291/12
WEBS C -H=.251/239, D -H=-994/501, D -G=-16/374
NOTES
1) Wind: ASCE 7-98; 901ph; h=25fl; TCDL=4.0p1f; BCDL=4.0psf; Category II; Exp 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) TCLL: ASCE 7-98; Pf=35.0 psf (roof snow); Exp C; Fully Exp,
3) This truss has been designed for 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads.
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 21616 uplift at joint G and 68916 uplift at joint H.
7) USP SKH26L (With 16d nails into Girder 8 NAgO nails Into Truss) or equivalent spaced at 2-9-15 oc max. staling at 2-104 from the left to 114-1
chord, end to connect truss(es) J10f (1 ply 2 X 4 SPF) to front face of bottom
8) Use USP SKH26R ( With 16d nails into Girder 8 NA90 nails Into Truss) or equivalent spaced at 2-9-15 oc max. starting at 2-104 from the left end to 11-0-i to connect truss(es) J1 D1
chord. 2 X 4 SPF)
(1 ply to back face of bottom
9) Fill all mall holes where hanger is In contact with lumber.
10) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 0.81b down and 55.416 up e1 5.8-3.0.811, down and 55.41b up at 5-8-3, 107.61b down and 102.91b up at M-2, and
6.91b down and 11.016 up at 2-104, and 6.911b dawn and 11.011, up a1 2-10-0 top The
on chortl. design/selection of such special connection device(s) Is the responsibility of others.
11) In the LOAD CASE($) section, loads applied to the face of the truss front
are noted as (F) or back (B).
LOAD CASE(S) Standard
1) Snow: Lumber Increase=1.15, Plate Increase=1.15
Continued on page 2
K2HJ
ROOFTRUSS
2-9-15
59.14
57-14
44 MITA=
LOADING (psQ
TCLL 35.0 SPACING 1-0-0
S]-14
TCOL 7,0 Plates Increase 1.15
BCLL 0.0 Lumber Increase 1.15
7
DEFL in
floc) I/tlefl Utl
SCOL 7,0 Rep Stress Mor NO
7
7WB
Ved(LL) 0.03
Ved(TL)
F -G >999 240 PLATES GRIP
Code IRC2000
LUMBER
3
003
Horz(TL) -0.01
F -G >999 183M1120 797/144
F
TOP CHORD 2X 4 DF 240OF 2.0E
130T CHORD 2 X 6 DF 180OF
BRACING
n/a Ma
Weight: 5711,
1.8E
WEBS 2X 4 SPF Stud/Std'Ecept'
W72 X 4 OF 240OF 2.OE
TOPCHORD
BOTCHORD
Sheathed or 6-0.0 oc purlins, except end verticals.
Rigid ceiling directly applied or 10-0.0 ac bracing.
REACTIONS (l1,/size) F=472/Mechanical, B=490/0-7-12
Max Holz B=112()oad case 3)
Max UPIIRF=-367(load case 6). B=-299(load
case 5)
FORCES (Ib)- Maximum Compression/Maximum Tension
TOP CHORD A- B -H=-683/540, C -H=,614/539,
_0[79,
SOT CHORD C-1=-82/25, D-1=-46/57, D -E=-8/0,
WEBS 549/604, GJ=.549/604, G -K=549/604, F
D -F--206/127
-K=-549/604
C -G=-93/237, C -F=-643/584
NOTES
1) Wind: ASCE 7-98; 90-35; Pat (ro TChow); Exp
BFully E p ' Category II; Exp C; enclosed; MWFRS gable end zone; cantilever fell and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
2) TCLL: ASCE 7-98; Pf=35.0 psf (roof snow); Exp C; Fully Exp.
3) This truss has been designed for 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads.
4) This Truss has been designed fora 10.0 Ps boflom chord live load nonconcurrent with any other live loads.
5) Refer Provide echani tar truss to miss connections.
6) Use SKH2 L connection (by others) of truss to bearing plate capable of withstanding 367 lb uplift It joint F and 29911, uplift atjolnt B.
7) Use USP SKH26L (With 16d nails into Girder 8 NA9D nails into Truss) or equivalent spaced at 2.9-15 no max. starling at 2-101 from the left end to &6-2 to connect (wastes) J1 D (1 ply 2 X 4 SPF) to front face of bottom chonj
8)
-
8) Fill all Use USP Soles whore (With ng nails Into Gilder 8 NA9D nails into Truss) or equivalent spaced at 2-9-75 oc max. starting
t 2-104 from ins left
110)SpeceI nailholes
or other connectioSibn devicer is In contact l(,) shale be provided sufficient to support concentrated load(s) 0.811, down and 55.41b up at 5 -Bend 10 B-6-2 and connect
5J-3107ly2X4 SPF)toback face of bolitom hortl.
down and 102.91E up at 8-8-2, and app down and 11. 1ace o the
t ss ale, and 6.911, down and 71.111, ), al 2-704 on top chortl. The design/selection of such special connection tlevice(s) is 0e responsibility of others.
71) In the LOAD CASE(S) section, loads applied to the face of the truss are noted 91 front (F) or back b u P 3 O.BIb down antl 55.411, u al 5-8-
P 3 107.61D down and 102.911, of at others. 10].611,
LOAD CASE(S) Standard
1)Snow Lu b
Uniform Loads (pit)ease=1.15, Plata Increase=1.15
Vert: A-0=42, D -E-42, B -F=-7
Concentrated Loads (Ib)
Vert: C= -2(F=-7, B= -1)G= -24(F= -12,0=-12)1=-215(F=-108, B=-108)J=1(F=1, B=I) K= -52F=-26, B=-26)