08-0008 (RER) Truss CalcsTRU
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
APPROVED
FOR CONST:zi IrTinr.f
vg
ORKS
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hay on\ o{ :n s\Ons a C the \° <o �O{
Rei\e� GOnceq� a\'ene\aced a s0\e\`1 .\a°es a\\
des\9 �5\b\e a and c0 pe�a\r t0 veOhe �OvK °�aot
sP° \�{\cR\e \ha\ r, o< n o\ �h e °on
75-110 ST. CHARLES PLACE ape a� 1° �d\�az\o 44\\h th
SUITE I IA \��bt ��` � fo< cocc`P\\ance
92260 �°ns and ° P\� �No.:
PALM DESERT, CA ales, nts. R�PN
Truss!
��14f�i�a
PHONE: 760-341-2232 FAX: 764'Me3°+�1 E:: 1 �L C' L
MANUFACTURING YARD:
55755 TYLER STREET, THERMAL, CA. 92274
FAX: 760-399-9786
PROJECT: . � <5
Roofline 3D Layc
aaD�
El�z��0 S .y s t e m
WU KE CARL
GLS
SALES REP: HS
DUE DATE: 02/04/2008
DSGNR/CHKR: JOLO / JL
TC Live 20.00 ps£0
TC Dead 14.00 psf 0
BC Live 0.00 psf
BC Dead 7.00 psf
Total 41.00 psf
WO#: PD04063
SCALE: 1"=4. 0"
Date: 2/5/2008 8:51
DurFac-Lbr 1.25
DurFac-Plt 1.25
O.C. Spacing: 2
Design Spec: CBC -07
#Tr/#Cfg: 18 / 2
s.
r
J�Na_w,.: MIKE CARL Truss ID: A01 Qty: 1 Drwg: I
BRG
X -LOC
REACT
SIZE REQ'D
TC 2x4 SPF 1650F -1.5E
1-_
5-11- 9
1264
5.12"
1.81"
BC 2x4 SPF 1650F-1. SE
2 14-
3- 7
515
5.12"
5.12"
2x4 HF STUD 9-3, 12-
BRS REQUIREMENTS ahown are based ONLYFILL CHD 2x4 SPF 1650F-1. 5E
ci. the
truss material
at each bearingWEB
2x4 HF STUD
TOTAL
41.00 psf
Seqn T6.5.7 - 8058
BRG BLK 2x6 HF 165OF-1.5E
STC
FORCE
AXL
SHE,
CSI
GBL BLK 2x4 HF STUD
1-2
446
0.05 0.40
0.45
IRC/IBC truss plate values are based on
2-3
1812
0.24 0.40
0.64
testing and approval as required by IBC 1703
3-4
1524
0.23 0.15
0.38
and ANSI/TPI and are reported in available
4-5
1473
0.17 0.34
0.51
documents as ER -1607 and ESR -1118.
5-6
-409
0.00 0.36
0.36
Permanent bracing is required (by others) to
prevent rotation/toppling. See BCSI
BC
FORCE
AXL
BND
CSI
and ANSI/TPI 1.
7-8
0
0.00 0.34
0.34
UPLIFT REACTIONS)
8-9
-39
0.00 0.29
0.29
Support C&C Wind Non -Wind
9-10
-146
0.00 0.31
0.31
1 -347 lb
10-11
-1888
0.17 0.00
0.17
2 -85 lb
11-12 128 0.00 0.21 0.22
12-13 -27 0.00 0.24 0.24
13-14 23 0.00 0.33 0.34
WEB FORCE CSI WEB FORCE CSI
6-14 209 0.17 2-10 -1945 0.36
BB 2 -515 0.03 8-10 -1029 0.21
10-3 -568 0.32 3-11 770 0.27
11-4 -62 0.21 5-11 -1371 0.35 4-8-3
7-1 208 0.07 11-13 517 0.14
1-15 0 0.00 5-13 -452 0.10 4-8-3
1-8 -519 0.29 6-13 456 0.12
2-8 1309 0.45 4
TYPICAL PLATE: 1.5X3
Designed per ANSI/TPI 1-2002
This design does not account for long term
time dependent loading (creep). Building
Designer must account for this.
Refer to Joint QC Detail Sheet for
Maximum Rotational Tolerance used
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
Loaded for 10 PSF non -concurrent BCLL.
Loaded for 200 lb non -concurrent moving
BCLL.
Drainage must be provided to avoid ponding.
Gable verticals are 2x 4 web material spaced
at 16.0 " o.c. unless noted otherwise.
Top chord supports 24.0 " of uniform load
at 20 psf live load and 14 psf dead load.
Additional design considerations may be
required if sheathing is attached.
[+] indicates the requirement for lateral
bracing (designed by others) perpendicular
to the plane of the member at 5011intervals.
Bracing is a result of wind load applied
to member.(Combination axial plus bending).
This truss requires adequate sheathing, as
signed by others, applied to the truss
f ce providing lateral support for webs in
0 tru slfjane and creating shea(t( wall
1Dion t diaphragm to
All
�b 9-4.5 14-6-0
2„ 3 4
0�
T
1-55-2
I
1-10-8
End verticals are designed for axial loads
only unless noted otherwise.
Extensions above or below the truss profile
(if any) have been designed for loads
indicated only. Horizontal loads applied at
the end of the extensions have not been
considered unless shown. A drop -leg to an
otherwise unsupported wall may create a
hinge effect that requires additional design
consideration (by others).
This design based on chord bracing applied
per the following schedule:
max o.c. from to
BC 120.00" 0- 0- 0 3- 0- 0
This truss is designed using the
CBC -07 / ASCE7-05 Specification
Bldg Enclosed = Partial, Importance Factor = 1
Truss Location = End Zone
Hurricane/Ocean Line = No , Exp Category = C
Bldg Length = 40.00 ft, Bldg Width = 20.00 ft
Mean roof height = 9.60 ft, mph = 85
ASCE7 II Standard Occupancy, Dead Load = 12.6
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
Tributary Area = 38 sqft
--LOAD CASE #1 DESIGN LOADS -----------
Dir L.Plf L.Loc R.Plf R.Loc
TC Vert 93.00 0- 0- 0 93.00 14- 6- 0
BC Vert 17.00 0- 0- 0 17.00 14- 0- 8
�Q
8 910 112 13 14
4-8-3 2-11-9 5-1-11,
4-8-3 '�`�1$ 9.4-5 14-6-0
All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded
by "MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted.
® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
T R U S S W O R KS arc to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord
A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwlse
noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Tmswal software,
Palm Desert, CA. 92211
'ANSVTPI 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' -
Phone (760) 341-2232 (SCSI) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312,
Fax # (760) 341-2293 Alexandria, VA 22714. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036.
N
M
41
.
Af
.00
0.
0.
MAX DEFLECTION (span) :
L/999 MEM 13-14 (LIVE) LC 55
L= -0.06" D= -0.02" T= -0.07"
MAX DEFLECTION (cant) :
L/560 MEM 7-8 (LIVE) LC 44
L= -0.12" D= -0.08" T= -0.20"
Joint Locations
1 0- 0- 0 9 5- 7- 4
2 4- 8- 3 10 5- 7- 4
3 5- 7- 4 11 6- 4-12
4 6- 4-12 12 6- 4-12
5 9- 4- 5 13 9- 4- 5
6 14- 0- 8 14 14- 0- 8
7 0- 0- 0 15 0- 0- 0
8 4- 8- 3
2/5/2008
41.
y'�
Scale: 114" = 1'
Eng. Job: EJ.
WO: PD04063
Chk: JL
Dsgnr:JOLO
TC Live
20.00 psf /
DurFacs L=1.25 P=1.25
TC Dead
14.00 psf
Rep Mbr End 1.00
BC Live
0.00 psf
O.C.Spacing 2- 0- 0
BC Dead
7.00 psf
Design Spec CBC -07
TOTAL
41.00 psf
Seqn T6.5.7 - 8058
41.
y'�
[J_cJb,N6: MIKE CARL Truss ID: A02 Qty: 17 Drwg: I
BRG
X -LOC
REACT
SIZE
REQ'D TC 2x4 SPF 1650F -1.5E
4-8-3 -I�I� 2-11-9� 5-1-11
5-11- 9
977
5.12"
a a-3 y 94.5 ,4�-0
1.50 BC 2x4 SPF 1650F -1.5E
2 14-
3- 7
421
5.12"
2/ 5/2008
5.12" 2x4 HF STUD 9-3, 12-4
BPG REQUIREMENTS
shown are based
ONLYFILL CHD 2x4 SPF 165OF-1.5E
on�the
truss material at each
bearingWEB 2x4 HF STUD
/
Hurricane/Ocean Line = No Exp Category = C
WO: PD04063
Bldg Length = 40.00 ft, Bldg Width = 20.00
ft
BRG BLK 2x6 HF 165OF-1.5E
..VC
FORCE
AXL BND
SCSI
IRC/IBC truss plate values are based on
1-2
408
0.04 0.30
DurFacs L=1.25 P=1.25
0.34
testing and approval as required by IBC 1703
2-3
1628
0.18 0.30
0.
0.48
and ANSI/TPI and are reported in available
3-4
1390
0.21 0.13
O.C.Spaeing 2- 0- 0
0.34
documents as ER -1607 and ESR -1118.
4-5
1344
0.13 0.25
(BCSI) and'BCSI SUMMARY SHEETS' by wTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312,
0.38
Drainage must be provided to avoid ponding.
5-6
-358
0.00 0.26
Seqn T6.5.7 - 8059
0.26
End verticals are designed for axial loads
only unless noted otherwise.
BC
FORCE
AXL BND
CSI
Extensions above or below the truss profile
7-8
0
0.00 0.34
0.34
(if any) have been designed for loads
8-9
-35
0.00 0.29
0.29
indicated only. Horizontal loads applied at
9-10
-146
0.00 0.28
0.28
the end of the extensions have not been
30-11
-1697
0.15 0.00
0.15
considered unless shown. A drop -leg to an
11-12
128
0.00 0.19
0.20
otherwise unsupported wall may create a
12-13
-25-
0.00 0.24
0.24
hinge effect that requires additional design
13-14
18
0.00 0.33
0.34
consideration (by others).
WEB FORCE CSI WEB FORCE CSI
6-14 209 0.15 2-10 -1733 0.32
BB 2 -421 0.03 8-10 -944 0.19
10-3 -445 0.29 3-11 596 0.21
11-4 -45 0.20 5-11 -1224 0.31
7-1 208 0.07 11-13 449 0.12
1-15 0 0.00 5-13 -385 0.10
1-8 -475 0.27 6-13 402 0.12
2-8 1212 0.42
Designed per ANSI/TPI 1-2002
This design does not account for long term
time dependent loading (creep). Building
Designer must account for this.
Refer to Joint QC Detail Sheet for
Maximum Rotational Tolerance used
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
Loaded for 10 PSF non -concurrent BCLL.
Loaded for 200 lb non -concurrent moving
BCLL.
Permanent bracing is required (by others) to
prevent rotation/toppling. See BCSI
and ANSI/TPI 1.
4-8-3� 1 2-11-9 5-1-11
4-8-3-3 iy
�; t 9-46 14-6-0
2 3 4
025
14
This design based on chord bracing applied
7 8 910 112 13 14
per the following schedule:
max O.C. from to
4-8-3 -I�I� 2-11-9� 5-1-11
BC 120.00" 0- 0- 0 3- 0- 0
UPLIFT REACTION(S) :
a a-3 y 94.5 ,4�-0
Support CSC Wind Non -Wind
'
1 -269 lb
6 ,
2 -87 lb -2 lb
2/ 5/2008
This truss is designed using the
CBC -07 / ASCE7-05 Specification
by "MX" for.TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted.
Bldg Enclosed = Partial, Importance Factor =
1.00
Truss Location = End Zone
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Hurricane/Ocean Line = No Exp Category = C
WO: PD04063
Bldg Length = 40.00 ft, Bldg Width = 20.00
ft
Mean roof height = 9.60 ft, mph = 85
ASCE7 II Standard Occupancy, Dead Load = 12.6
ps
Designed as Main Wind Force Resisting System
- Low-rise and Components and Cladding
are to be veNRed by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord
Tributary Area = 29 sqft
DurFacs L=1.25 P=1.25
----------LOAD CASE #1 DESIGN LOADS --------------
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
Dir L.Plf L.Loc R.Plf R.Loc
LL/
TC Vert 68.00 0- 0- 0 68.00 14- 6- 0
0.
BC Vert 17.00 0- 0- 0 17.00 14- 0- 8
0.
T
1-5-2
I 3- Vi IP
1-10-8
1
3X8 TIE
MAX DEFLECTION (span) :
L/999 MEM 13-14 (LIVE) LC 55
L= -0.06" D= -0.02" T= -0.07"
MAX DEFLECTION (cant) :
L/560 MEM 7-8 (LIVE) LC 44
L= -0.12" D= -0.06" T= -0.18"
Joint Locations
1 0- 0- 0 9 5- 7- 4
2 4- 8- 3 10 5- 7- 4
3 5- 7- 4 11 6- 4-12
4 6- 4-12 12 6- 4-12
5 9- 4- 5 13 9- 4- 5
6 14- 0- 8 14 14- 0- 8
7 0- 0- 0 15 0- 0- 0
8 4- 8- 3
7 8 910 112 13 14
4-8-3 -I�I� 2-11-9� 5-1-11
a a-3 y 94.5 ,4�-0
TYPICAL PLATE: 1.5X3
6 ,
2/ 5/2008
All connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded
by "MX" for.TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted.
Scale: 1/4" = 1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job: EJ.
WO: PD04063
®
This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: JL
and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accurecy. Dimensions
Dsgnr: JOLO
T R U S S W O R KS
are to be veNRed by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord
TC Live 20.00 psf �^
DurFacs L=1.25 P=1.25
A Company You Can Trussl
p, y
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Dead 14.00 /
Rep Mbr Bnd 1.00
noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
psf
75-110 St. Charles pl. Ste -11 A
S
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install
this truss In the following "Joint Cutting Detail Reports' from Truswal software,
BC Live 0.00 psf
O.C.Spaeing 2- 0- 0
PalmDesertCA. 9pl.
Desert,
and brace accordance with standards: and available as output
'ANSUTPI V,'WTCA V - Wood Truss Council of America Standard Design Responsibilitles,'BUILDING COMPONENT SAFETY INFORMATION' -
BC Dead 7.00 psf.-_111Design
Spec CBC -07
Phone (760) 341-2232
(BCSI) and'BCSI SUMMARY SHEETS' by wTCA and TPI. The Truss Plate Institute (TPI) is located at 218 N. Lee Street Suite 312,
Fax # (760) 341-2293
Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036.
TOTAL 41.00 psf
Seqn T6.5.7 - 8059