06-3891 (AR) Truss Calcs19
JOHN BAIRD CO.
CRAIG MARTIN ADDITION
CITY OF--
13UILDING & Sq ETYIDETA
APPROVED �r.
FOR CONIRTD1 Ir-ra—
DA p
S--
SAM i 51;-11M. 1.1
1
(15<10Orcqi.DA
o
ICY:
1•.i •r - U.: F �� Wb� u
IK
0s7 ne.i requh��
,:R;y`':;'` ��i;,��,,$�� :�.. �•l.�iii:f'�gn'na[ .s�,'0�3±, pFt �+ x�.s q�}�%e
qutK':b' " ;lmd
u ;q
fi, ru:'+�'t'c'�a�:t�y�1:�% �S'[`:'3➢9 W3a�!§:$-Y�'�rI'G'wr+. D�•FT E
reelwk&Z'm ft- am
Q16tlfi�aanal 45 4$ 0,1355 cs Eep m- kfts or
12/01/06
WOOD TRUSS
CALCULATIONS AND PLACEMENT PLAN
SOUTHWEST'S LEADING TRUSS MANUFACTURER
35325 DATE PALM DRIVE, SUITE 225 41892 ENTERPRISE CIRCLES, SUITE B 2936 S. AVENUE 3 1 /2 E.
CATHEDRAL CITY, CA 92234 TEMECULA, CA 92590 YUMA, AZ 85365
PHONE 760.202-3699 PHONE 951-694,3281 PHONE 888-7126874
FAx 760-202-4399 FAX 951694-3283 FAX 928-344,4303
http://www.jmwtruss.com
JMW Truss
Re: B6110082
CRAIG MARTIN ADDITION
Design / Engineering Office
35-325 Date Palm Dr., Suite 225
Cathedral City, CA 92234
(760) 202-3699 1 Fax: (760) 202-4399
The attached truss drawings have been prepared by JMW Truss and Component,
under my direct supervision based on the parameters provided by: JOHN BAIRD CO.
Pages or sheets covered by this seals: 6
Jiqiang, Cao
The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components
shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per
ANSI/TPI-1995 Sec. 2.
QRpFESSIONq\
JIQIANG CAO 0-
C 66380 m
a EXP. 06/30/08
F CAS
December 01, 2006
Y �_
Q.O T.S.
QuWUV O°-Ttw Son&
' �lt� no a em.
rig$
r� ria °
m1 i I 1m
iu.
NN i iN ya Q
" II 1�9r`g
rte—
m
aS.2 geg
FeWl c2o,¢a>WW 3E Q) V C
A02 o W ��
OO'OZ W �?
_ 5Wi
7 < Z O O W e
a A llB01 _jooQ9�¢ V
v Z O p qm m B
W J s o
o=iw�a z
O ?oo= a a j o
-- - O 8 Nzm-
o OQQyCLO V �a U ihO
K
_ u_
� i U , V)
KN Z U
mF-�O Q d7 !g ujd
A04
9'-0" 14'-1
a
ROOF TRUSS PLACEMENT PLAN'�Bj SHEET
CUSTOM
SO 10082 gl TO 1
t
Job Truss
Truss Type
Oty
Py
PLATES GRIP
86110082 A01.0
i
CAL HIP
1
1
001
'1 iy
Lumber Increase 1.25
Rep Stress Ina NO
BC 0.98
WB 0.44
Vert(TL) -0.86 10 >317 240
Horz(TL) 0.14 7 rt/a rVa
Job Reference (optional)
JMYY I KVJJr l.H I KCUKHL V I I T, VK I A I
t3.LUV 5 JUI 13 LVUJ Mt 1 eK inausmes, inn. rn UBC ul ue:SJ:J/ LUDO Pagel
44-0 74-4 7,11-11 11-6-8 15-1-5 15-8-12 18-9-0 23-1-0
1
4-4-0 3-0-0 0-7-7 3-6-13 3-6-13 0-7-7 3-0-4 44-0
Sm,.
Q e
W2
10
W,I]M H=
a
w
e2
14 s3— 8
2M II
44-0 744 1 11-6-8 1 15-8-12 1 18-9-0 23-1-0
44-0 3-04 4-24 4-24 3-04 44-0
4.41
7
LOADING (
SPACING 2-"
CSI
DEFL in (loc) Udell Ud
PLATES GRIP
TCLL 20,0
TCDL X14:0
Plates Increase 1.25
TC 0.92
Vert(LL) 0.50 10 >546 360
MT20 185/148
BCLL �0.y
Lumber Increase 1.25
Rep Stress Ina NO
BC 0.98
WB 0.44
Vert(TL) -0.86 10 >317 240
Horz(TL) 0.14 7 rt/a rVa
MT20H 139/111
BCDL 100
Code UBC97/ANSI95
(Matrix)
2) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=8.4pst BCDL=6.Opst,, Category II; Exp C; partially, MWFRS gable end zone; cantilever left and right exposed; end
Weight: 96 lb
LUMBER BRACING
TOP CHORD 2 X 4 HF No.2 *Except* TOP CHORD Sheathed.
T2 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-8-13 oc bracing.
BOT CHORD 2 X 6 HF 165OF 1.6E
WEBS 2 X 4 HF Stud/Std G
REACTIONS (Ib/size) 1=227910-5-8,7=2279/0-5-8
Max Horz 1=-32(load case 6)
Max Uplift1=521(load case 3), 7=-521(load case 4)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-6790/1694, 23=-7116/1963, 3-0=-7633/2087, 4.5=-7633/2087, 5.6=7116/1963, 6.7=-6790/1695
BOT CHORD 1-12=1610/6467,11-12=-1610/6467, 11-13=1864/6889, 10-13=-1864/6889. 10-14=-1839/6889, 9-14-1839/6889, 8-9=1586/6467, 74�=-1586/6467
WEBS 2-12=113/169, 2-11=335/658, 3.11=0/481, 310=242/949, 4-10=-079/348, 510=243/949, 59=0/481, 6-9=-336/658.6-8---113/168
NOTES (11)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=8.4pst BCDL=6.Opst,, Category II; Exp C; partially, MWFRS gable end zone; cantilever left and right exposed; end
vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads.
6) A plate refing reduction of 20% has been applied for the green lumber members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 521 Ib uplift at joint 1 and 521 Ib uplift at joint 7.
8) Girder carries hip end with S -M end setback.
9) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 589 lb down and 307 lb up at 157-0, and 589 Ib down and 307
Ib up at 7-6-0 on top chord. The designtselecdon of such connection device(s) is the responsibility of others.
E S S /
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
RCJF
11) Contractor to verify loadings and dimensions prior to fabrication.
LOADCASE(S) Standard ���
J101ANG CAO
1) Regular: Lumber Increase=1.25, Plate Increase=1.25
Unfforrn Loads (pip
C 66380 z,
Vert: 1-3=-68, 35=162, 5-7=-68, 1-7=48(F=28)
Concentrated Loads (Ib)
'
EXP. 06/30/08
Vert: 3--589 5=-569
F CAI.�F��/
1 0 December 01, 2006
Job
Truss Type
Oty
Pty86110082
]Truss
A02:'
CAL HIP11OOZ
Job Reference (optional)
JMW TRUSS, CATHEDRAL CITY, CA, TAT 6.200 s Jul 13 2005 MTek Industries, Inc. Fri Dec 01 09:39:38 2006 Page 1
4-4-0 7-4-4 9-11-11 11-6-8 13-1-5 15-8-12 18-9-0 23-1-0
4-4-0 3-0-4 2-7-7 1-6-13 1-6-13 2-7-7 3-04 4-4-0
. Solo • 1:38.
cm -114 h
a
5m U
733 F2
3 13 S 18
teles 91�
2 8
a w
t w
1 8
ED
Lf
p 13 4 11 ID
m= m11 m= See= m= mll S8=
4-4-0 7-4-4 11-6 8 1 15-8-12 1 18-9-0 23-1-0
t
4-4-0 3-0-4 4-2.4 4-24 3-04 4-4-0
Plate Offsets Y): [112:04-0,03O
LOADING (psf)�j
SPACING 2-0-0
CSI
DEFL in (loc) Well Ud
PLATES GRIP
TCLL 20.0
Plates Increase 1.25
TC 0.44
Vert(LL) 0.26 12 >999 360
MT20 1851148
TCDL (14.0
Lumber Increase 1.25
BC 0.71
Vert(TL) -0.44 12 >618 240
BCLL 9.01
Rep Stress Ina YES
WB 0.26
Horz(TL) 0.11 9 n/a n/a
BCDL 10.0
Code UBC97/ANSI95
(Matrix)
Weight: 86 lb
LUMBER BRACING
TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 3-0-4 oc purlins.
BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 7.0.5 oc bracing.
WEBS 2 X 4 HF Stud/Std G
REACTIONS (Ib/size) 11=1065/0-5-8,9=106505-8
Max Horz 1=29(load case 5)
Max Uplift1=248(load case 3), 9=-248(load case 4)
J
FORCES (lb) - Matdmum Compression/Maximum Tension
TOP CHORD 1-2=-2967[704, 2-3=-2804[705, 34=-5610, 3-15=-3056/807, 515=-3056/807, 516=30561807, 6-16=3056/807, 6-7=56/0, 6-8=-2804!705, 8-9=-29671705
BOTCHORD 1-14=-049m68, 13-14=-049/2788,12-13=-022/2707, 11-12=-00312707, 10-11=-030/2768, 9-10=-63012788
WEBS 2-14=0/125,2-13=119i`75, 3-13=01183, 3-12---129/548,5-12=-281/156, 6-12=129/548, 6-11=0/183,8-11=-119f75, 8-10=0/125
NOTES (7)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=8.4psf; BCDL=6.Opst Category It; Exp C; partially, MWFRS gable end zone; cantilever left and right exposed; end
vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load noncancunent with any other live loads'
5) A plate rating reduction of 20% has been applied for the green lumber members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 248 Ib uplift at joint 1 and 248 Ib uplift at joint 9.
7) Contractor to verify loadings and dimensions prior to fabrication.
LOAD CASE(S) Standard
��oQRpFESS/pNgl�
JIOIANG CAO
Cn
Z3 C 66380 m
� EXP. 06/30/08
I
F CAI�F��
December 01, 2006
Job
Truss
Truss TypeQy
Py
-
86110082
FINK
6
1
00'3
Job Reference (optional)
JMW TRUSS, CATHEDRAL CITY, CA, TAT
6.200 s Jul 13 2005 MTek Industries, Inc. Fd Dec 0109:39:38 2006 Page 1
6-11-3 11 6 8
16-1-13 23-1-0
6-11-3 4-7-5
_
4-7-5 6-11-3
Sm - 1:351
canes. • s,e
3.50 f2
hs O
2
am =
3
LN
a
,
,
6
LD
0
17
4e= 3M=
J
8
3M= L 46.
9-1-11 1
13-11-5 23-1-0
9-1-11
4-9-11 9-1-11
Plate Offsets X,v :1:0-3-10 0�2 , 5:0310 032
LOADING (pske
SPACING 2-0-0
CSI
DEFL in (loc) Well Ud
PLATES GRIP
TCLL l20A1
Plates Increase 1.25
TC 0.57
Vert(LL) -0.22 1-8 >999 360
WT20 1851148
TCDL 14.0
`0
Lumber Increase 1.25
BC 0.82
Vert(TL) -0.54 1-8 >505 240
BCLL 0;--,
Rep Stress Inv YES
WB 0.27
Horz(TL) 0.09 5 n/a n/a
BCDL **0
Code UBC97/ANS195
(Matrix)
Weight: 71 lb
LUMBER
BRACING
TOP CHORD 2 X 4 HF No.2
TOP CHORD Sheathed or 3.43 oc purlins.
BOT CHORD 2 X 4 HF No.2
BOT CHORD Rigid ceiling directly applied or 84-7 oc bracing.
WEBS 2 X 4 HF Stud/Std G
REACTIONS (Ib/size) 1=996/0.5.8, 5--996/0-5.8
Max Horz 1=54(load case 6)
Max Uplift 1=180(load case 3), 5=-180(load case 4)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2---2536/484,2-3--2163/379,3-4=21631379,4-5---2536/485
BOT CHORD 1-8---441/2384.7-8--204/1697.6-7=204/1697,5-6---399/2384
WEBS 2-8=4911238,3-8-101/585. 3-6--101/585,4-6--491/238
NOTES (6)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 85mph; h=25fk TCDL=8.4psF, BCDL=6.0psf, Category II; Exp C; partially, MWFRS gable end zone; cantilever left and right exposed; end
vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) A plate rating reduction of 20% has been applied for the green lumber members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 180 Ib uplift at joint 1 and 180 Ib uplift at joint 5.
6) Contractor to verify loadings and dimensions prior to fabrication.
LOAD CASE(S) Standard
Q?,pFESS/pN9l�
J101ANG CAO
C 66380 m
cD
EXP. 06/30/08
F MIF�
December 01, 2006
Job
Truss
Truss Type
Oty
Pty
B6110082
A04
KINGPOST
1
1
004
Job Reference (optional)
JMW TRUSS, CATHEDRAL CITY, CA, TAT 6.200 s Jul 13 2005 MITek Industries, Inc. Fri Dec 0109:39:38 2006 Page 1
7-0-8
14-1-0
I
7-0-8
7-0-8
sm4 • ,:zt.
cores • ,re
40-
n=2
2
iso ,2
w,
TI su sn
T2
ST1 Sid
,
3
m
2. II
4
7-0-8
14-1-0
,
7-0-8
7-0-8
Plate Offsets (XY): [1:0 -4 -5,0 -11A,[3:0 -4-5,0-11A
LOADING(psf), SPACING 2-0-0
CSI
DEFL in (loc) Well Ud
PLATES GRIP
TCLL 20.0 Plates Increase 1.25
TC 0.51
Vert(LL) 0.08 1A >999 360
MT20 185/148
TCDL 14:0 Lumber Increase 1.25
BC 0.73
Vert(TL) -0.17 3-0 >943 240
BCLL Q.O . Rep Stress Ina YES
WB 0.15
H=(TL) 0.03 3 Na n/a
BCDL 16.0Code UBC97/ANSI95
(Matrix)
Weight: 42 lb
LUMBER BRACING
TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 2-9.15 oc purlins.
BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 4-0-6 oc bracing.
WEBS 2 X 4 HF Stud/Std G
OTHERS 2 X 4 HF Stud/Std G
REACTIONS (lb/size) 1=60010-5-8, 3=600/0-5-8
Max Horz 1=33(load case 13)
Max Uplift I=-628(load case 9), 3=-028(load case 12)
Max Grav 1=1119(load case 8), 3=1119(load case 7)
FORCES (lb) - Maximum CompressiorUMaximum Tension
TOP CHORD 1-2---3097/1967,2-3---3097/1967
BOT CHORD 1-4=-186312736,3-4=-186312736
WEBS 24=0/325
NOTES (9)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 85mph; h=25111; TCDL=8.4psf; BCDL=6.CW,, Category II; Exp C; partially, MWFRS gable end zone; cantilever left and right exposed;
end
vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) Truss designed for wind toads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail'
4) Gable studs spaced at 140 oc.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) A plate rating reduction of 20% has been applied for the green lumber members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 628 Ib uplift at joint 1 and 628 Ib uplift at joint 3.
8) This truss has been designed for a total drag load of 250 plf. Conned truss to resist drag loads along bottom chord from 0-0.0 to 14-1-0 for 250.0 pill.
9) Contractor to verify loadings and dimensions prior to fabrication.
E S S /QN
LOAD CASE(S) Standard
QROF
M ANG CAO
C 66380 m
C" -EXP.
06/30/08 �
F CAL
`
December 01, 2006
Job
Truss Type
2.0-0
ly
DEFL in (loc) Well Ud
IB6110082
BO7�
KNGP 1
Plates Increase
1.25
005
Vert(LL) 0.03
14 >999 360
MT20 1851148
TCDL A14.0
Job Reference (optional)
5-0-8
5-0-8
9
44=
10-1-0
5-0-8
5-0-8
5-0-8
10-1-0
5-0-8
34--
5-0-8
aa
LOADING (psf) %
SPACING
2.0-0
CSI
DEFL in (loc) Well Ud
PLATES GRIP
TCLL 20.0
Plates Increase
1.25
TC 0.32
Vert(LL) 0.03
14 >999 360
MT20 1851148
TCDL A14.0
Lumber Increase
1.25
BC 0.46
Verl(TL) -0.06
3-0 >999 240
BCLL 0.0+f
Rep Stress Ina
YES
WB 0.11
Horz(TL) 0.01
3 Na Na
BCDL 10A A
Code UBC97/ANS195
(Matrix)
Weight: 28 Ib
LUMBER
BRACING
TOP CHORD 2 X 4 HF No.2
TOP CHORD
Sheathed or 3-8.15 oc pudins.
BOT CHORD 2 X 4 HF No.2
BOT CHORD
Rigid ceiling directly applied or 4-114 oc bracing.
WEBS 2 X 4 HF Stud/Std G
OTHERS 2 X 4 HF Stud/Std G
REACTIONS (lb/size) 1=424/0-5.8, 3=424/0-5$
Max Horz 1=24(load case 13)
Max Uplift 1=-451(load case 9), 3--451 (load case 12)
Max Grav 1=797(load case 8), 3=797(load case 7)
FORCES (lb) - Maximum CompressioNMaximum Tension
TOP CHORD 1-2=-2160/1387,2-3---2160/1387
BOT CHORD 14---1311/1903.34---1311/1902
WEBS 24=0/225
NOTES (9)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=8.4pst BCDL=6.Opst Category II; Exp C; partially, MWFRS gable end zone; cantilever left and right exposed; end
vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MTek "Standard Gable End Detail'
4) Gable studs spaced at 1-0-0 oc.
5) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads.
6) A plate rating reduction of 20% has been applied for the green lumber members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 451 Ib uplift at joint 1 and 451 Ib uplift at joint 3.
8) This truss has been designed for a total drag load of 250 ptf. Conned truss to resist drag loads along bottom chord from 0-0-0 to 10-1-0 for 250.0 pH. \
9) Contractor to verity loadings and dimensions prior to fabrication. Qn of E S $ /
9
J101ANG CAO kn,
C 66380 m
EXP. 06/30/08
F CA -
LOAD CASE(S) Standard
December 01, 2006
Job
TrussTruss
Type
Qty
Ply
DEFL in (loc) Well Ud
86110082
802
KINGPOST
6
1
TC 0.24
Vert(LL) 0.03
14 >999 360
MT20 185/148
TCDL <14:0
Job Reference (optional)006
5-0-8
2
46 =
10-1-0
5-0-8
sm
5-0-8 10-1-0
LOADING (psf)4
SPACING
2-0-0
CSI
DEFL in (loc) Well Ud
PLATES GRIP
TCLL 20.0'
Plates Increase
1.25
TC 0.24
Vert(LL) 0.03
14 >999 360
MT20 185/148
TCDL <14:0
Lumber Increase
1.25
BC 0.30
Vert(TL) -0.06
34 >999 240
BCLL. X0.0,
Rep Stress Incr
YES
WB 0.11
Horz(TL) 0.01
3 n/a n/a
BCDL 10.0"
Code UBC97/ANSI95
(Matrix)
Weight: 26 lb
LUMBER
BRACING
TOP CHORD 2 X 4 HF N0.2
TOP CHORD
Sheathed or 5-9-9 oc pudins.
BOT CHORD 2 X 4 HF No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 4 HF Stud/Std G
REACTIONS (Ib/size) 1=424/0-5-8, 3=424/0-5-8
Max Horz 1=24(load case 6)
Max Uplift 1=77(load case 3), 3=77(load case 4)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2---901/152,2-3=-901/151
BOT CHORD 14=-108/820, 34=108/820
WEBS 24=0825
NOTES (6)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=8.4psf, BCDL=6.Opsf, Category 11; Exp C; partially, MWFRS gable end zone; cantilever left and right exposed ; end
vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) A plate rating reduction of 20% has been applied for the green lumber members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 Ib uplift at joint 1 and 77 Ib uplift at joint 3.
6) Contractor to verify loadings and dimensions prior to fabrication.
LOAD CASE(S) Standard
Q?,pFESS/4N9\
J101ANG CAO
C 66380 m
rn
EXP. 06/30/08
F CAIIF��
December 01, 2006