0212-183 (BLCK) Truss Calcsig!
TRUSSWO.R S
A Company You Can Truss!
75-110 ST. CHARLES PLACE
SUITE 11A
PALM DESERT, CA 92260
PHONE: 760-341-2232 • FAX: 760-341-2293
MANUFACTURING YARD:
55755 TYLER STREET, THERMAL, CA 92274
FAX: 760-399-9786
Ll
JOB NO.:
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
DATE�a [ OL BY 3
NAME: \ 5,, C�(-�J �•^�
PROJECT: C�> \ ( �-�-`+--�-
Ch
W
l WESTERN INSPECTION SERVICE, INC.
® S Inspection of Prefabricated Trusses / Quality Audited By AA -583
Plant-% ,eu�.-xy�,� l« Date/Arrive/Depart ——O
Address Thus-nA ,� - _ _ Plate Manufacture
Plant Contact ° ' Engineers Des. Dwg. Z_�e
Non- cheduled In Plant Wood Truss Inspection As Per Uniform Building Code Standards
Section 2321.3 or Newest Version. and In Accordance With Engineered Plan Specifications.
Category
Conforming
Non -Conforming
Remarks
Lumber Grade
Connector Plates',
p-7
Span &Pitch
Workmanship
Joint Accuracy
Bearing of Wood Joints
Knots in Plate Area
Split Limitation
Plate Placement
Plate Size
Condition of Plate Teeth
Plate to Wood Tolerance
In -Plant Handling
Bundling & Loading
Storage
Jig & Press Adequacy
�-
Marking Legibility
Plant Stamp Verification
How Many Stamps On Site: C�r)a
Trusses Meet UBC Requirements
In -Plant Q.C. Records
As Per ICBO/ES Requirements
Order No. / Name 01-75-0
° 1,04
Other Comments or Remarks, If Needed, Will Be Added To An Addition Page
Q.C. Supervisor's Signature WIS Inspector's Signature
P.O. Box 25251 P.O. Box 553 P.O. Box 3426,,
Portland, Oregon 97298 Springfield, Oregon 97477 Gillette, Wyoming 82717. '
(503) 643-5916 Office (541) 741-8634 Oftice03 Offic
(307) 682-16e
(503).641-x7211 Fax
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Phone (7 60) 391-2232 B 1 ( B R E E Z E C (D I\ V ) SALES REP SB WO# : B2576
Fax # ( 760 )
391-2293 DUE DATE
Q a L E NC H B U F' F' T N DSGNR/CHKR SB / SB Date 9/9/2002 6:47
T R U S S W O R K S Plt TC Live 16.00 psf DurFac-1.25
TC Dead 19.00 psf DurFac-Plt 1.25
A Company You Can Truss! LQ BC Live 0.00 psf O.C. Spacing 24.0
7S-110 St. Charles pl. ste-11A BC Dead 7.00 psf Design Spec UBC -97
Palm Desert, CA. 92211 Total 37.00 psf IITr/#Cfq : 42 / 15
i
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Phone (7 60) 391-2232 B 1 ( B R E E Z E C (D I\ V ) SALES REP SB WO# : B2576
Fax # ( 760 )
391-2293 DUE DATE
Q a L E NC H B U F' F' T N DSGNR/CHKR SB / SB Date 9/9/2002 6:47
T R U S S W O R K S Plt TC Live 16.00 psf DurFac-1.25
TC Dead 19.00 psf DurFac-Plt 1.25
A Company You Can Truss! LQ BC Live 0.00 psf O.C. Spacing 24.0
7S-110 St. Charles pl. ste-11A BC Dead 7.00 psf Design Spec UBC -97
Palm Desert, CA. 92211 Total 37.00 psf IITr/#Cfq : 42 / 15
i
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X I-' m � pp
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UJ
Job Name: B1 BREEZE CONY
Truss ID: Al Qty: 1
Drw :
TC
2x4
SPP 1650F -I -SE Plating spec : ANSI/TPI - 1995
This truss is designed using the
BC
2x4
SPP 1650P -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF
UBC -97 Code.
WEB
2x4
HF STUD MULTIPLE LOAD CASES.
Bldg Enclosed - Yes
GBL BLR
2x4
HF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607.
Truss Location - End Zone
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 Truss!
Loaded for 10 PSP non -concurrent BOLL.
Hurricane/Ocean Line - No , Exp Category - C
Top chord supports 24.0 " of uniform load
Bldg Length = 40.00 ft, Bldg width 20.00 ft
Rep Mbr Bnd 1.15
75-110 St. Charles pl. ste-11A
at 16 psf live load and 14 psf dead load.
Mean roof height - 16.62 ft, mph 70
O.C.S actin 2. 0- 0
p g
Palm Desert, CA.
Additional design considerations may be
DEC Special Occupancy, Dead Load = 21.0 psf
92211
required if sheathing is attached.
BC Dead 7.00 psf
Design Spec UBC -97
Phone (760) 341-2232
t+] indicates the requirement for lateral
Fax # (760) 341-2293
bracing (designed by others) perpendicular
TOTAL 37.00 psf
Seqn T6.3.5 - 0
to the plane of the member at 63"intervals.
Bracing is a result of wind load applied
to member.(Combination axial plus bending).
This truss requires adequate sheathing, as
designed by others, applied to the truss
face providing lateral support for webs in
the truss plane and creating shear wall
action to resist diaphragm loads.
T
3-2-15
T=0-3-15
TYPICAL PLATE: 1.5-3
4-94-9 0 2-82-8_0 2.8 .0
2-82-80
4-9-0 7-5-0 10-1-0 12-9-0
2 3 4 3 6 789 10 /I
a00 -4.00
3d
4.94 0
17-6-0
12
,�-0
17-6.0
13 14 13 16 17 18 12,21 22 23 24
4-9-0 2.8.0 2-8-0 2-8-0 4.9.0
4-9.0 7.5-0 10-1.0 12-9-0 17-6.0
=1_= Joint Locations
0- 0- 0 13 0
2 4- 9- 0 14 4- 9- 0
3 6- 1- 0 15 6- 1- 0
4 7- 5- 0 16 7- 5- 0
5 8- 0- 0 17 8- 0- 0
6 8- 9- 0 18 8- 9- 0
7 10- 1- 0 19 10- 1- 0
8 9- 6- 0 20 9- 6- 0
9 10- 1- 0 21 10- 1- 0
10 11- 5- 0 22 11- 5- 0
11 12- 9- 0 23 12- 9- 0
12 17- 6- 0 24 17- 6- 0
r c
3-8-11 ,�/'�Y l
SHIP�y 'f.O
=0-3-15
U %0•�'�
OF r,
V_ O � 20p2
SEQ
9/4/2002
OVER CONTINUOUS SUPPORT
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7/32" = 1'
all notes on this sheet and give a copy oftto the Erecting Contractor.
Eng. Job: EJ.
WO: 82576
®WAIWINGRead
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk' SB
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr: SB
T R U S
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 16.00 psf
DurFaes L=1.25 P=1.25
S W O R KS
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 Truss!
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
noted. Bracing shown is for lateral suppon of components members only to reduce buckling length. This component shall not be placed in any
TC Dead 14.00 psf
Rep Mbr Bnd 1.15
75-110 St. Charles pl. ste-11A
environmem that will ruse the moisture content of the wood to exceed 19'& and/or cause connector plate corrosion. Fabricate. handle, install
BC Live 0.00 psf
P
O.C.S actin 2. 0- 0
p g
Palm Desert, CA.
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software'.
92211
'ANStrn-i 1', AVTCA 1'. N`ood Truss Council ol'Amcrica Standard Design liesponsibiliues,'IiAcDI-1NG INSTALLING AND BRACING METAL
BC Dead 7.00 psf
Design Spec UBC -97
Phone (760) 341-2232
PLATT. CONNECTED woOD TRUSSES' - (IBB -91) and'11113-91 Sun'LMARY Sf1c13T' by TPI. The Truss Plate h,xtttne (Till) is located at Donofrio Drive.
Fax # (760) 341-2293
Madison, Wisconsin 53719. The American I'viev and Paper Association (APPA) is located m 1111 19th Strect, NW, Ste S00, tVashington, DC 20036.
TOTAL 37.00 psf
Seqn T6.3.5 - 0
Job Dame: B1
BREEZE CONY
Truss
ID: A2
Qty: 6
Drw :
RG
X -LOC
REACT SIZE
REQ'D TC
2x4 SPP 1650F-1.SE
Plating Spec : ANSI/TPI - 1995
This truss is designed using the
1
O.1-12
75: 3.50•
1.50• Bc
2x4 SPP 1650F -1.5E
THIS DESIGN IS THE COMPOSITE RESULT OF
UBC -97 Code.
2♦
17- 4- 4
758 3.50•
1.50• WEB
2x4 HFSTUD
M ULTIPLE LOAD CASES.
75-110 St. Charles pl. ste-11 A
Bldg Enclosed - Yea
BC Live 0.00 psf
O.C.Spaeing 2- 0- 0
Palm Desert, CA. 92211
Loaded for
10 PSP non -concurrent BCLL.
PLATE VALUES PER ICBO RESEARCH
REPORT #1607.
Trues Location - End Zone
TC
FORCE
AXL END
CSI
TOTAL 37.00 psf
Seqn T6.3.5 - 0
Hurricane/Ocean Line - No , Exp Category - C
1-2
-1236
0.03 0.51
0.55
Bldg Length - 40.00 ft, Bldg width - 20.00 ft
2-3
-1236
0.03 0.51
0.55
Mean roof height - 16.62 ft, mph70
=21.0
DEC Special Occupancy, Dead Load psf
BC FORCE AXL END CSI
4-5 1105 0.17 0.33 0.49
5-6 1105 0.17 0.33 0.49
WEB FORCE CSI WEB FORCE CSI
2-5 204 0.07
2-
T
3-2-15
TMO -3-15
88-9-0
8-9-0
88-9-0
17-6-0
1 8-9-0 I 8-9-0
/ 3 3
400
4-4
4.00
,�-0
17-6-0
4
5
8-9_0
8-9-0
6
8-9-0
17-6-0
===== Joint Locations =====
1 0- 0- 0 4 0- 0- 0
2 8- 9- 0 5 8- 9- 0
3 17- 6- 0 6 17- 6- 0
S 0 • �g�
T � ti
3-8-11 SHIP U �• � 1 `�
,� 10MO -3-1i
P 042#02
SE
9/4/2002
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7/32" = V
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job: EJ.
w0: B2576
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: SB
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
DSgnr: SB
T R
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 16.00 psf
DurFacs L=1.25 P=1.25
U S S W O R K S
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 YCT!
p you anruss
is laterally braced by the roof or noor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless othenvise
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
TC Dead 14.00 psf
Rep Mbr Bnd 1.15
75-110 St. Charles pl. ste-11 A
e,,,,nmem that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
'Joint
BC Live 0.00 psf
O.C.Spaeing 2- 0- 0
Palm Desert, CA. 92211
and brace this truss in accordance with the following standards: and Cutting Detail Reports avnilable as nutput from Tniswal seOware'.
•ANSlrfrl I','tvTCA 1'- wood lYuss Council of America Standard Design 12csponsibilitics.'I1:�NDLING INSTALL.1NG AND BRACING �B fAI-
BC Dead 7.00 psf
Design Spec UBC -97
Phone (760) 341-2232
I'LATI. CONN11 x131) W00I) TRUSSrs' - (11111-91) 3,0.11111-91 SUM-MARv SI I1sl:r by'1111. The Truss Pkue Institute (TH) is located at Donofrio Drive,
Fax # (760) 341-2293
Madison, Wisconsin 53719. The nmerican Fotcst and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste S00, Washington, DC 20036.
TOTAL 37.00 psf
Seqn T6.3.5 - 0
lJob Name: B1 (BREEZE CONY) Truss ID: BCK1 Qtv: 1 Drwa:
TC 2x4 SPF 1650F -1.5E
BC 2x4 SPP 1650F -1.5E
GBL ELIC 2x4 HP STUD
Loaded for 10 PSP non -concurrent BCLL.
Top chord supports 24.0 " of uniform load
at 16 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 63"intervals.
Bracing is a result of wind load applied
to member.(Combination axial plus bending).
This truss requires adequate sheathing, as
designed by others, applied to the trues
face providing lateral support for webs in
the truss plane and creating shear wall
action to resist diaphragm loads.
Diagonals may be omitted if adequate bracing
designed by others, is provided to prevent
racking of the truss under lateral loads.
Truss without diagonal web members or
adequate sheathing applied to the truss
face is designed to support only vertical
load as noted.
11-2-0 1-4-0 1-4-0
1-2-0 2-6-0 3-10-0
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
PLATE VALUES PER ICBO RESEARCH REPORT $1607.
End verticals designed for axial loads only.
End verticals that are extended above or
below the truss profile (if any) may require
additional design consideration (by others)
for lateral forces flue to wind or seismic
loads on the building.
This truss is designed using the
UBC -97 Code.
Bldg Enclosed = Yee
Truss Location - End Zone
Hurricane/Ocean Line - No , Exp Category = C
Bldg Length = 40.00 ft, Bldg width 20.00 ft
Mean roof height - 16.79 ft, mph70
UBC Special Occupancy, Dead Load = =21.0 psf
1-4-0 1-4-0 1-0-0� 1-4-0 1-4-0 1-1-8
5-2-0 6-6-0 7-10-0 9-2-0 10-6-0 11-7-8
3.10-0 ( 7-9-8 I
1 2 3 J S 6 7 8 9 10
200
3-6
200
2-4
2-4
7__ = _=
- Joint Locations
1 0- 0- 0 11 0- 0-0
2 1- 2- 0 12 1- 2- 0
3 2- 6- 0 13 2- 6- 0
4 3-10- 0 14 3-10- 0
5 5- 2- 0 15 5- 2- 0
6 6- 6- 0 16 6- 6- 0
7 7-10- 0 17 7-10- 0
8 9- 2- 0 18 9- 2- 0
9 10- 6- 019 10- 6- 0
10 11- 7- 8 20 11- 7- 8
Ep ARC yf >
3.6-15 �^
HIP p+ c
2-3-6 f i 3 1• `j�,
t OP
sT4�OF CAS
P�42p02
„_7-8 SE
16-2-0 1212-2-8
STUB // /1 13 /4 15 16 17 /8 19 20 STUB 9/ 4/2002
TYPICAL PLATE: 1.5-3 1-2-0 1-4-0 1-4-0 1-4�, 1-4-0 1-4-0 1-4-0 1-4-0 1-1-8
1-2-0 2.6-0 3-10-0 5-2-0 6-6-0 7-10-0 9-2-0 10.6-0 OVER47GNTIN000S SUPPORT
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7116" = V
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job: EJ.
WO: B2576
®
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk' SB
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
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
Dsgnr: SB
TC Live 16.00 psf
DurFacs L=1.25 P=1.25
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 Truss!
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
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
TC Dead 14.00 psf
Rep Mbr Bnd 1.15
75-110 St. Charles pl. ste-11A
environment that will cause the moisture content of the wood to exceed 19'%, and/or cause connector plate con'osion. Fabricme, handle, install
BC Live 0.00 psf
p
O.C.S actin 2-0-0
p 9
Palm Desert,
sad brace this truss m accordance with the following standards: 'Joint and Cutting Detail Kepurts available as output from 'I'ruswal software',
CA. 92211
'ANSlrr P1 1','\VTCA I'- \wood Truss Council of Amcrica Standard Design Rcsponsibilitics.'IiANDI_ING INSTALLING AND BRACING N11- AL
BC Dead 7.00 psf
Design Spec UBC -97
Phone (760) 341-2232
PLAIT CONNECTED \\'OOD TI'tussi:S' - (lilf3-91) and'hllf3-9I SUiI:`IARI' SI 10"I" by'ITI. The Truss Plate Institute (TPI) is located at D•Onoho Drive.
Fax # (760) 341-2293
Madiwu, \viscum in 53719. 'I he Amctiran t'ore,t :md Pa;,rt A;,uei:uiun (AFI',\) is L cued .n 11 I I 19th Street, '\\', 5;c SGu, \t'a;l iugmn, UC'UGSa
TOTAL 37.00 psf
Seyn T6.3.5 - 0 !
lJob Name: B1 (BREEZE COW Truss ID: BCK2 Qtv: 1 Drwa: �
TC 2x4 SPP 1650P-1.513
BC 2x4 SPP 1650P-1.513
GBL BLR 2x4 HP STUD
End verticals designed for axial loads only.
End verticals that are extended above or
below the truss profile (if any) may require
additional design consideration (by others)
for lateral forces due to wind or seismic
loads on the building.
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
PLATE VALUES PER ICBO RESEARCH REPORT #1607.
Top chord supporta 24.0 " of uniform load
at 16 psf live load and 14 psf dead load.
Additional design considerations may be
required if sheathing is attached.
[+I indicates the requirement for lateral
bracing (designed by others) perpendicular
to the plane of the member at 63"intervals.
Bracing is a result of wind load applied
to member.(Combination axial plus bending).
This truss requires adequate sheathing, as
designed by others, applied to the truss
face providing lateral support for webs in
the truss plane and creating shear wall
action to resist diaphragm loads.
This truss is designed using the
UBC -97 Code.
Bldg Enclosed - Yes
Truss Location - End Zone
Hurricane/Ocean Line - No , Exp Category - C
Bldg Length - 40.00 ft, Bldg width 20.00 ft
Mean roof height - 16.35 ft, mph 70
UBC Special Occupancy, Dead Load = 21.0 psf
88-5� 2-8-0 2-8-0 2-8-0
8-5-8 11-1-8 13-9-8 16-5-8
2 3 4 S 6 7 8 9
200
S=3-4
2-4
16.5-8
23-6-8
10 11 11/3 14 IS 16 17 18 STUB
88-5� 2-8-0 2-8-0 2-8-0
8.5-8 11-1-8 13-9-8 16.5.8
====- Joint Locations = =
1 0- 0- 0 10 0- 0 0
2 8- 5- 8 11 8- 5- 8
3 9- 9- 8 12 9- 9- 8
4 11- 1- 8 13 10- 0- 0
5 12- 2- 0 14 11- 1- 8
112- 5- 8 15 12- 5- 8
7 13- 9- 8 16 13- 9- 8
8 15- 1- 8 17 15- 1- 8
9 16- 5- 8 18 16- 5- 8
R
op
SEP
TYPICAL PLATE: 1.5-3 9/4/2002
OVER CONTINUOUS SUPPORT
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/16" = V
WAP `%I! ` G Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job: EJ.
WO: 82576
®
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chit: SB
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
DSgnr $B
TRUS�1 \ A,® C
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 16.00 psf
DurFacs L=1.25 P=1.25
J tl tl J
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 YCT!
is laterally braced by the roof or noon sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless othenvise
p you anruss
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
TC Dead 14.00 psf
Rep Mbr Bnd 1.15
75-110 St. Charles ste-11A
environment that will cause the moisture content of the wood to exceed 19'A and/or cause connector plate corrosion. 17abricmc. handle, install
BC Live 0.00 psf
p
O.C.S actin 2-0-0
p g
pl.
Palm Desert, CA. 92211
and brace this u'nss in accordance with the following standards: 'Joint and Cutting Detail Reports available as anpm Bora 'I'rusval son ware',
'ANSVITI 1','\V1'CA I'- \vood Truss council ofAmetica standard Design Rcsponsibirties,'IIAt'N�*DLING INSTALLING AND nRACING AiGfAL
BC Dcad 7.00 psf
Design Spec UBC -97
Phone (760) 341-2232
I'L.ATG CONNFI'lliD \\'00D'1'R1iS)IiS'- (I IIR ^Il ao,l 'I Ilii- )i SU\I \1A It I' Slllil 'I" by 'I'I'I rhe I'niss Plane hr;tinue ,l'PIL is locaie,I m Il'On, frit i)ri, c.
Fax r# (760) 341-2293
:Madison, \Visconsin 53719. The.\mcric:w Fovst and (aper Associaiion (APPA) is located :a I I 1 119th Strect, N\\', Ste sou. \1':uhingwn, DC2U036.
TOTAL 37.00 psf
Seqn TG.3.5 - 0
Job fame: B1 (BREEZE CONY) Truss ID: BCK3 Qtv: 1 Drwa:
TC 2x4 SPF 1650F-1.SE
BC 2x4 SPF 1650F-1.SE
GBL BLK 2x4 HP STUD
Loaded for 10 PSP non -concurrent BCLL-
Top chord supports 24.0 " of uniform load
at 16 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 63"intervals.
Bracing is a result of wind load applied
to member.(Combination axial plus bending).
This truss requires adequate sheathing, as
designed by others, applied to the trues
face providing lateral support for webs in
the truss plane and creating shear wall
action to resist diaphragm loads.
1
3-4-4
TMD -2-15
TYPICAL PLATE: 1.5-3
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
PLATE VALUES PER ICBO RESEARCH REPORT #1607.
End verticals designed for axial loads only.
End verticals that are extended above or
below the trues profile (if any) may require
additional design consideration (by others)
for lateral forces due to wind or seismic
loads on the building.
9-4-0 22-8-0 2-8-0 2-8-0
9-4-0 12-" 14-8-0 17-4-0
1 3 45 6
200
9 10
S=3-4
2-4
This truss is designed using the
UBC -97 Code.
Bldg Enclosed = Yes
Truss Location = End zone
Hurricane/Ocean Line = No , Exp Category = C
Bldg Length = 40.00 ft, Bldg Width - 20.00 ft
Mean roof height = 16.53 ft, mph70
UBC Special Occupancy, Dead Load = =21.0 psf
T
3-4-0
1
18-8-0 l
21-4-0
11 12 13 14 15 16 17 18 19 10 r STUB
9-49 4-00 2-8-0 2-8-0 22-8___i
9-4-0 12-" 14-8-0 17-4-0
_ _= Joint Locations =
1 0- 0- 0 11 0- 0- 0
2 9- 4- 0 12 9- 4- 0
3 10- 8- 0 13 10- 0- 0
4 12- 0- 0 14 10- 8- 0
5 12- 2- 0 15 12- 0- 0
6 13- 4- 0 16 13- 4- 0
7 14- 8- 0 17 14- 8- 0
8 16- 0- 0 18 16- 0- 0
9 17- 4- 0 19 17- 4- 0
10 18- 8- 0 20 18- 8- 0
U IFiO•C+���
� to�r'ipi0�
0
SE 4 2002
9/4/2002
OVER CONTINUOUS SUPPORT
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 114" = V
WARMING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job: EJ.
WO: 82576
®
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: SB
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
1 ' CS A I®
arc be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
DsgnC SB
TC Live 16.00 psf
DurFacs L=1.25 P=1.25
v tl d �� ��
wilietoed on this design meet or exceed the loading unposed by the local building code and the particular applicmion. The design assumes that the top chord
A Company You Can Truss I
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
noted. Orating shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
TC Dead 14.00 psf
Rep Mbr Bnd 1.15
75-110 St. Charles
environment that will cause dte nwisture content of the mood to exceed 0%. and/or cause connector plate corrosion. Fobricme, han(Ile, install
BC Live 0.00 psf
p
O.C.S actin 2- 0. 0
p g
pl. ste-11A
Palm Desert, CA. 92211
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software',
Spec
'ANSI/Till I', •wTCA I'- wood Truss Council ofAmerica Siandard Design Rcsponsibilities,'IIANDLING INS'T'ALLING AND BRACING i\4fTAL
BC Dead 7.00 psf
Design UBC -97
Phone (760) 341-2232
PLAIT. CONNECTED t'f, ro TllUsces • (1111t.90and �Iu11.n1 SUMMARY SIu:rT' lay TI'l Th'Tru" Nate Insti;me (1,11h is locn;cd at n'on"frit, Drive.
Fax # (760) 341-2293
Madison, Wisconsin 5371'). '1 he Amcri:au forest and I'llm A�soci:ition (Afi'A) i> ]UCxcd al I I I I lith street, 7:11'. SIC8001 \1',ysiiingtnn, Dc '0036.
TOTAL 37.00 psf
Seqn T6.3.5 • 0
Job Name: B1 BREEZE CON
TC
BC
GBL ELK
TYPICAL PLATE: 1.5-3
2x4 SPP 165017-1.58
2x4 SPP 1650F-1.58
2x4 HF STUD
Truss ID: C1
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
PLATE VALUES PER ICBO RESEARCH REPORT #1607.
Top chord supports 24.0 " of uniform load
at 16 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 63 -intervals.
Bracing is a result of wind load applied
to member.(Combination axial plus bending).
This truss requires adequate sheathing, as
designed by others, applied to the truss
face providing lateral support for webs in
the truss plane and creating shear wall
action to resist diaphragm loads.
44-11-0 2-8-0
4-11-0 7-7-0
1 3 4 56
400 -4.00
44-11-0
12-6-0
i
11-"
9 /0 /171 13
44-11_ 0 2-82-8-0� 44-11_0
4-11-0 7-7-0 12.6-0
1��
This truss is designed using the
UBC -97 Code.
Bldg Enclosed - Yes
Truss Location = End Zone
Hurricane/Ocean Line = No , Exp Category = C
Bldg Length - 40.00 ft, Bldg Width - 20.00 ft
Mean roof height = 16.21 ft, mph70
UBC Special Occupancy, Dead Load = =21.0 psf
_= Joint Locations =====
=1= 0- 0- 0 8 0- 0- 0
2 4-11- 0 9 4-11- 0
3 5- 6- 0 10 5- 6- 0
4 6- 3- 0 11 7- 7- 0
5 7- 7- 0 12 7- 0- 0
'7- 0- 0 13 12- 6- 0
7 12- 6- 0
4� N_ 0 . I" IZIF
I �7 C
2-10-11
SHIP 1Q�t1
IO -3-1
SEP
9/4/2002
OVER CONTINUOUS SUPPORT
All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/16" = V
all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job: EJ.
w0: B2576
®WARWINGRead
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chit: SB
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr' SB
®� e C C
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 16.00 psf
DurFaes L=1.25 P=1.25
R v J J
S ��
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 YCT!
p you anruss
is laterally braced by the roof or floor sheathing atd the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Dead 14.00
Rep Mbr Bnd 1.15
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 ste-11 A
cavironment that will cause the moisture content of the wood to exceed 19/, and/or cause connector plate con'osion. Fabricate, handle, install
BC Live 0.00 psf
O.C.Spaeing 2.0.0
pl.
Palm Desert, CA. 92211
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reportsavailable as output from Truswal software',
'ANSUTPI 'HAN
BC Dead 7.00 psf
Design Spec UBC -97
Phone (760) 341-2232
1','\VlCA I'- Wood Truss Council of Amcrica Standard Design RcsponsibiIities, DLI NG INSTALLING AND BRACING METAL
PLATE CONNECTED WOOD TRUSSr_S' - (1-1113-91) and'1110-91 SUNINIARY SHEET by TPI.The Truss Plate Institute (TPI) is located at D'Onofrio Drive.
Fax # (760) 341-2293
Madison, Wisconsin 53719. The American Forest and Paper Association (AI'I'A) is located at 1111 19th Street. Nut, Ste 800, \Vashingto t, DC 30036.
TOTAL 37.00 psf
Seqn T6.3.5 - 0
Job Name: B1
BREEZE CONV
Truss ID: C2
Qty: 6
Drw :
RG x -LOC REACT SIZE REQ•D TC
2x4 SPP 165OP-1.5E Plating Spec : ANSI/TPI - 1995
Chk' SB
This truss is designed using the
1 0- 1-12 573 3.50'
1.50" BC
2x4 SPF 1650P -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF
UBC -97 Code.
2 .12- 4- 4 573 3.50"
1.50" WEB
2x4 HP STUD MULTIPLE LOAD CASES.
Bldg Enclosed - Yes
DurFaes L=1.25 P=1.25
T V V 6 ®� J
PLATE VALUES PER ICBO RESEARCH
REPORT 01607.
Truss Location - End Zone
TC FORCE ARL END
CSI
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
Hurricane/Ocean Line - No , Exp Category - C
1-2 -852 0.01 s.24
0.24
environment that will cause the moisture content of the wood to exceed l9% and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
P
Bldg Length - 40.00 ft, Bldg width - 20.00 ft
2-3 -852 0.01 0.24
0.24
7.00
Design Spec UBC
Mean roof height - 16.21 ft, mph 70
•ANslrI'Pl I','\VTCA I'- \wood Truss Council of America Standard Design kcsponsibiliucs,'hlANal_ING INSTALLING AND BRACING tNIETAL
BC Dead psf
-97
Phone (760) 341-2232
UBC Special Occupancy, Dead Load 21.0 psf
BC FORCE ARL BND
CSI
Fax # (760) 341-2293
a'ladlson• \Vlseonsin 53719. The American Forest and Paper Association (APPA) is loc•:ued at 1111 19th Street. N\P, Ste sOQ \Vnshingtou. DC 20036.
TOTAL 37.00 psf
4-5 764 0.11 0.15
0.27
5-6 764 0.11 0.15
0.27
WEB FORCE CSI WEB
FORCE CSI
2-5 142 0.05
66-3-0
6-3-0
66-3-0
12-6-0
6-3-0 1 6-3-0 1
/ 2 3
400 -400
a
s
6-3-0
6-3-0
6
6-3-0
12.6-0
T
2-10-11
SHIP
IO -3-1
MAX DEFLECTION (span) :
L/999 IN NEM 5-6 (LIVE)
L- -0.03" D= -0.04" T= -0
_ == Joint Locations = =
1 0- 0- 0 4 0- 0 0
2 6- 3- 0 5 6- 3- 0
3 12- 6- 0 6 12- 6- 0
1
3 wr,'1�
S� 041Q02-
9/4/2002
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/16" = 1•
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job: EJ.
WO: B2576
®
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk' SB
. Dimensions
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy.
C ,/p�� c
a e to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascenain that the loads
Dsgnr: S B
TC Live 16.00 psf
DurFaes L=1.25 P=1.25
T V V 6 ®� J
milircd 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 Truss!
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
noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any
TC Dead 14.00 psf
Rep Mbr Bnd 1.15
75-110 St. Charles ste-11A
environment that will cause the moisture content of the wood to exceed l9% and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
P
O.C.S actin 2- 0- 0
p s
pl.
Palm Desert, CA. 92211
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software',
7.00
Design Spec UBC
•ANslrI'Pl I','\VTCA I'- \wood Truss Council of America Standard Design kcsponsibiliucs,'hlANal_ING INSTALLING AND BRACING tNIETAL
BC Dead psf
-97
Phone (760) 341-2232
PI_ATL• CONNIXTE'D \VOUD'I'It USSIiS' - (11113-91) and'I 11B -9t SUS MARY SIIFeT' by TPI.'I'he Truss Plate Institute (TH) is located at Donor io Driwe.
—
Fax # (760) 341-2293
a'ladlson• \Vlseonsin 53719. The American Forest and Paper Association (APPA) is loc•:ued at 1111 19th Street. N\P, Ste sOQ \Vnshingtou. DC 20036.
TOTAL 37.00 psf
Seqn T6.3.5 - 0
Job Name: B1
BREEZE CONV
Truss ID: D1 Qty: 1
Drw :
RG
x -Loc
REACT' SIZE REQD TC
2x4 SPP 16508-1.513
Plating spec : ANSI/TPI - 1995
This trues is designed using the
1
O.1-12
1591 3.50•
2.28• BC
2x4 SPP 1650F-1.513
THIS DESIGN IS THE COMPOSITERESULT OF
UBC -97 Code.
2 •39-10- 4
1591 3.50"
2.28• WEB
2x4 HF STUD
MULTIPLE LOAD CASES.
Bldg Enclosed - Yes
TYPICAL PLATE: 1.5-3
9/4/2002
2x4 SPP 1650F -1.5E
3-10, 10-5 PLATE VALUES PER ICBG RESEARCH REPORT #1607.
Trues Location - End Zone
TC
FORCE
ARL
END
CSI GBL BLR
2x4 HF STUD
Loaded for 10 PSP non -concurrent BOLL.
Hurricane/Ocean Line = No , Exp Category = C
1-2
-3811
0.21
0.39
0.60
Dsgnr' SB
Gable verticals are 2x 4 web material spaced
Bldg Length - 40.00 ft, Bldg Width - 20.00 ft
2-3
-3430
0.09
0.33
0.43
at 16.0 " o.c. unless noted otherwise.
Mean roof height - 18.50 ft, mph 70
3-4
-2401
0.05
0.33
0.38
Top chord supports 24.0 " of uniform load
UBC Special Occupancy, Dead Load = 21.0 psf
4-5
-2401
0.05
0.33
0.38
75-110 St. Charles ste-11 A
at 16 psf live load and 14 psf dead load.
BC Live
5-6
-3430
0.09
0.33
0.43
BC Dead
Additional design considerations may be
6-7
-3811
0.21
0.39
0.60
required if sheathing is attached.
Fax # (760) 341-2293
Ndudisvn. Wisconsin 53719. The American Forest and Paper:U:oeiation (A FPA) is locacd at I I I 1 19111 surer. Ne. Ste 560. n'ashingrnn. DC 200'6,
TOTAL
37.00 psf
Secin T6.3.5 - 0
[+) indicates the requirement for lateral
Be
FORCE
AXL
END
CSI
bracing (designed by others) perpendicular
8-9
3562
0.40
0.30
0.71
to the plane of the member at 63"intervals.
9-10
2903
0.34
0.49
0.82
Bracing is a result of wind load applied
0-11
2903
0.34
0.49
0.82
to member.(Combination axial plus bending).
1-12
3562
0.40
0.30
0.71
This truss requires adequate sheathing, as
designed by others, applied to the truss
WEB
FORCE CSI
WEB
FORCE CSI
face providing lateral support for webs in
2-9
-456 0.17
5-10
-839 0.61
the truss plane and creating shear wall
3-9
510 0.18
5-11
510 0.18
action to resist diaphragm loads.
3-10
-839 0.61
6-11
-456 0.17
MAIC DEFLECTION (span)
4-10
1105 0.38
L/999 IN MEM 10-11 (LIVE)
L= -0.29" D- -0.38" T- -0
7-2-8 6-412 6-4-12 6-4-12 6-4� 7-2-8
7-2-8 13-7-4 20-" 26-4-12 32-9-8 40-"
1 2 3 4 5 6 7
400 -4�
4-4
_= _= Joint Locations ==_
1 0- 0- 0 7 40- 0- 0
2 7- 2- 8 8 0- 0- 0
3 13- 7- 4 9 10- 4-14
4 20- 0- 0 30 20- 0- 0
5 26- 4-12 11 29- 7- 2
6 32- 9- 8 12 40- 0- 0
T��Q�v � rvrllr�C
7-5-11�
SHIP
0-3-
40-0-0
'
8 9 10 11 12
10-4-14 9-79-7-2 9-79-7-2 i 10.4_,4
10-4-14 20-" 29-7-2 40-M
2002
TYPICAL PLATE: 1.5-3
9/4/2002
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted.
Scale: 3/32" = 1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job:
EJ.
w0: B2576
®
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: SB
and done in accordance with the current versions of TPI and AFPA desien standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr' SB
ate to be verified by the component nnnnufncatrer and/or building designer prior to fabrication. The building designer must nscenain that the loads
TC Live
16.00 psf
DurFaes L=1.25 P=1.25
T R U S S W O R KS
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 YCT!
p you anruss
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 1.15
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 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
BC Live
0.00 psf
O.C.Spaeing 2- 0- 0
pl.
Palm Desert, CA. 92211
and brace this truss in accordance with the following standards: 'Joint and Cueing Detail Reports available as output from Truswal software',
'ANSWIPI
BC Dead
7.00 psf
Design Spec UBC -97
Phone (760.) 341-2232
I'.'\vTCA I'. \\'ood'1'russ CUa1161 of America Standard Design INSTALLING AND BRACING mn:TAL.
PLATE CONNECTED \v001't'I'R1iSSHS' - (HIB -91) and,11113.9I SUNINI ,R1' SHGi3l" by Thi. Thr. Truss Plate Ins6aae (1 -PI) is located at I70nofrio Drize,
Fax # (760) 341-2293
Ndudisvn. Wisconsin 53719. The American Forest and Paper:U:oeiation (A FPA) is locacd at I I I 1 19111 surer. Ne. Ste 560. n'ashingrnn. DC 200'6,
TOTAL
37.00 psf
Secin T6.3.5 - 0
lJob fame: B1 (BREEZE COW Truss ID: D2 Qtv: 2 Drwa: I
G A -LOC REACT SIZE REQ'D
1 0- 1-12 1591 3.50• 2.28•
2 X39-10- 4 1591 3.50• 2.28•
TC
FORCE
AXL END CSI
1-2
-6997
0.52 0.39 0.91
2-3
-6549
0.46 0.38 0.85
3-4
-5532
0.39 0.42 0.81
4-5
-5532
0.39 0.42 0.81
5-6
-6548
0.46 0.38 0.85
6-7
-6996
0.52 0.39 0.91
BC
FORCE
AXL BND CSI
8-9
6671
0.64 0.17 0.81
9-10
5923
0.57 0.12 0.69
0-11
4369
0.42 0.03 0.46
1-12
4369
0.42 0.03 0.46
2-13
5923
0.57 0.12 0.69
3-14
6671
0.64 0.17 0.81
WEB FORCE CSI WEB FORCE CSI
2-9 -413 0.30 4-12 1156 0.40
3-9 458 0.16 5-12 -774 0.21
3-10 -774 0.21 5-13 457 0.16
4-10 1156 0.40 6-13 -413 0.10
4-11 1506 0.52
TYPICAL PLATE: 1.5-3
TC 2x4 SPF 210OF-1.88
BC 2x4 SPP 210OP-1.88
WEB 2x4 HF STUD
Loaded for 10 PSP non -concurrent BOLL.
This true is designed using the
UBC -97 Code.
Bldg Enclosed - Yea
Truss Location - End Zone
Hurricane/Ocean Line - No , Exp Category = C
Bldg Length - 40.00 ft, Bldg Width 20.00 ft
Mean roof height - 18.50 ft, mph70
UHC Special Occupancy, Dead Load =21.0 psf
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
PLATE VALUES PER ICBG RESEARCH REPORT #1607.
Unrestrained horiz. LL deflection - 0.39
----------------------------------------
This design based on chord bracing applied
per the following schedule:
max o.c. from to
BC 120.00" 0- 3- 8 16- 5- 8
BC 120.00" 27- 7- 8 39- 8- 8
MAX DEFLECTION (span) :
L/597 IN MEM 10-11 (LIVE)
L- -0.80" D- -1.05" T- -1
5-8
3-4 3-4
6-11-15 3-41 5-5 -6 ��4-6
7-5-11
4-6 4 3-3-7 4 SHIP
= 46 X15-16 1 6 = V•�11`.T��
0-3-15 0.3-
16-2-0 12-1-0 10
0-3A8 2.00 -2.00 0-%8 Q
19-8-8
1." 19-8-8 1 6 r't OF 0P�`�
40-0-0
8 9 /0 11 12 13 14
9.7-4 5-8-6 9-4-13 5-8.6 9-7-4
9-7-4 15-3-10 24-8.6 30-4-12 40-0-0
V"04it
SEP
9/4/2002
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = 1'
_=_= Joint Locations =====
Eng. Job: EJ.
w0: B2576
1
0- 0- 0
8
0- 0 0
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
2
6-11- 7
9
9- 7- 4
TC Live 16.00 psf
DurFaes L=1.25 P=1.25
3
12- 8-13
10
15- 3-10
4
20- 0- 0
11
20- 0- 0
66-1� 5-9=6 7-3-3
7-3-3 5-9-6 6-1�
5
27- 3- 3
12
24- 8- 6
6-11-7 12-8-13 20-0-0
27-3-3 33-0-9 40-"
133-
0- 9
13
30- 4-12
Fax # (760) 341-2293
Madison, Wisconsin 53719. The American Forest and Paper Association (AI:PA) is located at 1 l 11 19th Strcet, NW, Ste 800, Washington, DC 20036.
1
40- 0- 0
14
40- 0- 0
20-"
20-"
1 2 3
4 5 6 7
400
-4�
5-8
3-4 3-4
6-11-15 3-41 5-5 -6 ��4-6
7-5-11
4-6 4 3-3-7 4 SHIP
= 46 X15-16 1 6 = V•�11`.T��
0-3-15 0.3-
16-2-0 12-1-0 10
0-3A8 2.00 -2.00 0-%8 Q
19-8-8
1." 19-8-8 1 6 r't OF 0P�`�
40-0-0
8 9 /0 11 12 13 14
9.7-4 5-8-6 9-4-13 5-8.6 9-7-4
9-7-4 15-3-10 24-8.6 30-4-12 40-0-0
V"04it
SEP
9/4/2002
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = 1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job: EJ.
w0: B2576
®
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: SB
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
DSgnr: SB
C' A, C
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 16.00 psf
DurFaes L=1.25 P=1.25
TRUC
J J v v J
O
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 YCT!
p you anruss
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
noted. Bmnng shown is fur lateral support of components members only to reduce buckling length. ']'his component shall not be placed in any
TC Dead 14.00 psf
Rep Mbr Bnd 1.15
75-110 St. Charles pl. ste 11A
environment that will cause the moisture content of the wood to exceed 19' and/or cause connector plate corrosion. Fabricate, handle. install
BC Live 0.00 psf
P
O.C.S actin 2- 0- 0
P g
Palm Desert, CA. 92211
and brace this truss in acta'danec with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software',
'ANSI/TPI
BC Dead 7.00 psf
Design Spec UBC -97
Phone (760) 341-2232
1','WTCA I'- wood Truss Council of America Standard Design Responsibilities,'IIANDLING INSTALLING AND BRACING METAL
PLATE CONNECTED WOOD TRUSSES' - (1116-91) and 1116-91 SUMMARY SHEET'by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Fax # (760) 341-2293
Madison, Wisconsin 53719. The American Forest and Paper Association (AI:PA) is located at 1 l 11 19th Strcet, NW, Ste 800, Washington, DC 20036.
TOTAL 37.00 psf
Seqn T6.3.5 - 0
Job Name: B1 (BREEZE CONV) Truss ID: D3 Qtv: 9 Drwq:
RGA -LOC REACT SIZE REO'D
1 0- 1-12. 1591 3.50• 2.28•
2 '39-10- 4 1591 3.50• 2.28•
TC FORCE AXL END CSI
1-2 -6997 0.52 0.39 0.91
2-3 -6549 0.46 0.38 0.85
3-4 -5532 0.39 0.42 0.81
4-5 -5532 0.39 0.42 0.81
5-6 -6548 0.46 0.38 0.85
6-7 -6996 0.52 0.39 0.91
BC FORCE ARL END CSI
8-9 6671 0.64 0.17 0.81
9-10 5923 0.57 0.12 0.69
.0-11 4369 0.42 0.03 0.46
.1-12 4369 0.42 0.03 0.46
.2-13 5923 0.57 0.12 0.69
.3-14 6671 0.64 0.17 0.81
WEB FORCE CSI WEB FORCE CSI
2-9 -413 0.10 4-12 1156 0.40
3-9 458 0.16 5-12 -774 0.21
3-10 -774 0.21 5-13 457 0.16
4-10 1156 0.40 6-13 -413 0.10
4-11 1506 0.52
TYPICAL PLATE: 1.5-3
TC 2x4 SPP 210OP-1.813
BC 2x4 SPP 210OF-1.8E
WEB 2x4 HP STUD
Loaded for 10 PSP non -concurrent BCLL.
This trues is designed using the
UBC -97 Code.
Bldg Enclosed = Yea
Truss Location - End Zone
Hurricane/Ocean Line - No , Exp Category - C
Bldg Length - 40.00 ft, Bldg width - 20.00 ft
Mean roof height - 18.50 ft, mph70
UBC Special Occupancy, Dead Load =21.0 psf
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
PLATE VALUES PER ICBO RESEARCH REPORT #1607.
Unrestrained horiz. LL deflection - 0.39
----------------------------------------
This design based on chord bracing applied
per the following schedule:
max o.c. from to
BC 120.00" 27- 7- 8 39- 8- 8
12-1-0
0-3gS 2.00 -2.00 0-3g8
19-8-8
1 19-8-8 11-0
40-0-0
8 9 /0 /I 12 13 14
9-7-4 5-8.6 9.4-13 5-8-6 9-7-4
9-7-4 15-3-10 24-8.6 30-4-12 40-"
MAX DEFLECTION (span) :
L/597 IN MEM 10-11 (LIVE)
L= -0.80" D= -1.05" T= -1
-==== Joint Locations = -
1 0- 0- 0 8 0- 0- 0
2 6-11- 7 9 9- 7- 4
3 12- 8-13 10 15- 3-10
4 20- 0- 0 11 20- 0- 0
5 27- 3- 3 12 24- 8- 6
6 33- 0- 9 13 30- 4-12
7 40- 0- 0 14 40- 0- 0
�Yv 0 4 1007-
$V
002SEP
9/4/2002
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = 1'
6-11-7 5-9-6
7-3-3 7-3-3 5-9_6
6-11-7
w0: B2576
®
6-11-7 12-8-13
20-0-0 27-3-3 33-0-9
40-"
and done in accordance with the ctnrent versions of TPI and APPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
20-0-0
l 20-"
T C �1®� C
pie to be verified by the component manufacuver and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 16.00 psf
1 2 3
4 S
6 7
A Company YCTruss!
p You an
is laterally braced by the roof or floor sheathing and the bosom chord is laterally braced by a rigid sheathing material directly attached, m,less otherwise
400
-4.00
noted. Bracing shown is fur lateral support of components members only to reduce buckling length. This component shall not be placed in any
psf
5-8
environment that will cause the nmisture content of the wood to esceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
T
3-0
3-4
BC Dead 7.00 psf
T
6-11-15
4-6
T = 4-6
5-5
MX/5-16
4-4 3-3-7 4
�5-5g�
4-6
4-6
7-5-11
I SHIP
=
0-3-15
TOTAL 37.00 psf
Seqn T6.3.5 - 0
Illy
0-3-
12-1-0
0-3gS 2.00 -2.00 0-3g8
19-8-8
1 19-8-8 11-0
40-0-0
8 9 /0 /I 12 13 14
9-7-4 5-8.6 9.4-13 5-8-6 9-7-4
9-7-4 15-3-10 24-8.6 30-4-12 40-"
MAX DEFLECTION (span) :
L/597 IN MEM 10-11 (LIVE)
L= -0.80" D= -1.05" T= -1
-==== Joint Locations = -
1 0- 0- 0 8 0- 0- 0
2 6-11- 7 9 9- 7- 4
3 12- 8-13 10 15- 3-10
4 20- 0- 0 11 20- 0- 0
5 27- 3- 3 12 24- 8- 6
6 33- 0- 9 13 30- 4-12
7 40- 0- 0 14 40- 0- 0
�Yv 0 4 1007-
$V
002SEP
9/4/2002
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = 1'
WARNING Read all notes on this sheet and give a copy ojit to the Erecting Contractor.
Eng. Job: EJ.
w0: B2576
®
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chit: SB
and done in accordance with the ctnrent versions of TPI and APPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr: SB
T C �1®� C
pie to be verified by the component manufacuver and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 16.00 psf
DurFaes L=1.25 P=1.25
e J J J
wilized 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 YCTruss!
p You an
is laterally braced by the roof or floor sheathing and the bosom chord is laterally braced by a rigid sheathing material directly attached, m,less otherwise
TC Dead 14.00
Rep Mbr Bnd 1.15
noted. Bracing shown is fur lateral support of components members only to reduce buckling length. This component shall not be placed in any
psf
75-110 St. Charles ste-11 A
environment that will cause the nmisture content of the wood to esceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
BC Live 0.00 psf
O.C.Spaeing 2- 0- 0
pl.
Palm Desert, CA. 92211
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output front Truswel software',
BC Dead 7.00 psf
Design Spec UBC -97
Phone (760) 341-2232
ANSI/-rP[ I,'w,rCA I'- wood Truss Council of America Standard Design Responsibilitics,'HANDLING INSTALLING AND BRACING I ETAI.
PLATE CONNECTED WOOD TRUSSCS' - (HIB -91) and'11113-91 SUA•L\9ARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive,
Fax # (760) 341-2293
NIndison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste S00, Washington. DC 20036.
TOTAL 37.00 psf
Seqn T6.3.5 - 0
lJob Name: B1 (BREEZE CONV) Truss ID: D3A Qty: 1 Drwg: I
TC 2x4 SPP 1650F -1.5E
BC 2x4 SPF 1650F-1.513
GBL ELK 2x4 HF STUD
Loaded for 10 PSF non -concurrent BCLL.
Top chord supporta 24.0 " of uniform load
at 16 psf live load and 14 psf dead load.
Additional design considerations may be
required if sheathing is attached.
f.) indicates the requirement for lateral
bracing (designed by others) perpendicular
to the plane of the member at 63 -intervals.
Bracing is a result of wind load applied
to member.(Combination axial plus bending).
This truss requires adequate sheathing, as
designed by others, applied to the truss
face providing lateral support for webs in
the truss plane and creating shear wall
action to resist diaphragm loads.
Diagonals may be omitted if adequate bracing
designed by others, is provided to prevent
racking of the truss under lateral loads.
Truss without diagonal web members or
adequate sheathing applied to the truss
face is designed to support only vertical
load as noted.
1-4.0 _{ 2-8.0 2-8-0 2-8-0
1-4.0 4-0.0 6-8-0 9.4-0
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
PLATE VALUES PERICBO RESEARCH REPORT #1607.
End verticals deaigned for axial loads only.
End verticals that are extended above or
below the truss profile (if any) may require
additional design consideration (by others)
for lateral forces due to wind or seismic
loads on the building.
2-8-0 22.8_ 0 2-8-0 4.0 .0
12-0-0 14.8.0 17-4.0 21-4.0
1-4-0 I 20-"
1 2 3 4 S 6 78 9 10 11 12 13 14 15 16 ,
400
4-4
-4.00
This truss is designed using the
UBC -97 Code.
Bldg Enclosed = Yes
Truss Location = end Zone
Hurricane /Ocean Line = No , Exp Category = C
Bldg Length = 40.00 ft, Bldg width = 20.00 ft
Mean roof height = 18.50 ft, mph70
UBC Special Occupancy, Dead Load = =21.0 psf
2-4
==_= Joint Locations =
1 0- 0- 0 17 0- 0- 0
2 1- 4- 0 18 1- 4- 0
3 2- 8- 0 19 2- 8- 0
4 4- 0- 0 20 4- 0- 0
5 5- 4- 0 21 5- 4- 0
6 6- 8- 0 22 6- 8- 0
7 7- 8-12 23 7- 4- 0
8 8- 0- 0 24 8- 0- 0
9 9- 4- 0 25 9- 4- 0
10 10- 8- 0 26 10- 8- 0
11 12- 0- 0 27 12- 0- 0
12 13- 4- 0 28 13- 4- 0
T 13 14- 8- 0 29 14- 8- 0
14 16- 0- 0 30 16- 0- 0
15 17- 4- 0 31 17- 4- 0
16 21- 4- 0 32 21- 4- 0
7-5I„ ��Cp,EO ARCNjTFc
*IP A� c�l
=o-3-15 -dc 1A�2009
2,-4-0 4
,6.�' Sip
TYPICAL PLATE: 1.5-3 STUB 17 18 19 20 11 12 13 14 25 16 17 18 19 30 31 32
1-4.0 24-0 1-8-0 1-8.0 2-8.0 1-8-0 2.8.0 4-0-0
1-4-0 a-ao 6-8-0 9-4.0 12-0-0 14-8-0 17-4•0 11-a�VE CONTINUOUS SUPPORT
All plates are 20 gauge Truswal Connectors unless preceded by "W" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted.
V2
/ 4/2002
Scale: 7/32" = V
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job: EJ.
WO: 82576
®
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: SB
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr: SB
C Ce/w`/ R
time to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 16.00 psf
DurFacs L=1.25 P=1.25
T V V . r o C \ ��
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 Truss!
is laterally braced by the roof a' Door shcmhing and the bottom cha'd is laterally braced by a rigid sheathing material directly atached, unless otherwise
TC Dead 14.00
Rep Mbr Bnd 1.15
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 5t. Charles ste-11 A
e"`'urnn,cm dmt will cause the moisture content of the wood to exceed 19'X. andtor cause connector plate corrosion. Fabricae, handle. install
BC Live 0.00 psf
O.C.Spaeing 2- 0- 0
pl.
Palm Desert, CA. 92211
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software',
'ANSI/TPI
SC Dead 7.00 psf
Design Spec USC -97
I','wl-CA F- wool Truss Council of America Standard Design Responsibifities,'FIANDLING INSTALLING AND BRACING NIETAI.
Phone (760) 341-2232
PLATE CONNECTED \V00D TRUSSES. - (1EB-9I) and'F013-91 SUM IARY SIaEI:T' by Ti,i. The Truss Plate Institute (TPI) is located at D'onoo'iu Drive,
Fax # (760) 341-2293
Madison. Wisconsin 5371". the,\n ican Fowst and Paln•rns,oeia:i a (API ,l is locntcd at 11 H I9th ueei.:at', ;;e,;o0. WIshingum, uC '2009u.
TOTAL 37.00 psf
Seqn T6.3.5 - 0
Job Name: B1 (BREEZE CONY) Truss ID: D4 Qtv: 4 Drwq:
G R -LOC REACT SIZE REO'D
1 0- 1-12 577 3.50 .
1.50•
2 X18- 9-12 2053 3.50' 2.94•
3 39-10- 4 681 3.50• 1.50•
TC
FORCE
ARL END CSI
1-2
-1333
0.02 0.34 0.36
2-3
-718
0.00 0.43 0.44
3-4
1950
0.27 0.43 0.71
4-5
579
0.07 0.55 0.62
5-6
-1305
0.01 0.34 0.36
6-7
-1919
0.05 0.34 0.39
BC
FORCE
ARL BND CSI
8-9
1256
0.19 0.20 0.38
9-10
-648
0.19 0.21 0.41
0-11
-1314
0.80 0.18 0.99
1-12
-1305
0.78 0.05 0.84
2-13
663
0.10 0.14 0.23
3-14
1816
0.27 0.19 0.46
PLEB FORCE CSI WEB FORCE CSI
2-9 -629 0.15 4-12 1205 0.42
3-9 786 0.27 5-12 -846 0.23
3-10 -1459 0.70 5-13 747 0.26
4-10 -1561 0.50 6-13 -632 0.16
4-11 -464 0.13
TYPICAL PLATE: 1.5-3
TC 2x4 SPF 1650F-1.513
Denotes the requirement for lateral bracing
This design based on chord bracing applied
BC 2x4 SPP 1650F -1.5E
® at each location shown. Lateral bracing
per the following schedule:
WEB 2x4 HF STUD
systems which include diagonal or x -bracing
max o.c. from to
Plating spec : ANSI/TPI - 1995
are the responsibility of the building
BC 70.00^ 18- 8- 0 39- 8- 8
THIS DESIGN IS THE COMPOSITE RESULT OF
designer. Truswal Systems BRACE -IT may be
This truss is designed using the
MULTIPLE LOAD CASES.
used for continuous lateral bracing on
UBC -97 Code.
PLATE VALUES PER ICBG RESEARCH REPORT #1607.
trusses spaced 24" oc. Alternatively, use
Bldg Enclosed - Yes
Loaded for 10 PSP non -concurrent BCLL.
scabs or T -braces as shown on Truswal
Truss Location - End Zone
Location of interior bearings should be
Systeme standard details.
Hurricane/Ocean Line - No , Exp Category - C
clearly marked on each trues.
Interior support or temporary shoring must
Bldg Length - 40.00 ft, Bldg Width - 20.00 ft
Shim bearings (if needed) for req. support.
be in place before erecting this truss.
Mean roof height - 18.50 ft, mph=70
BC Dead 7.00 psi
Design Spec UBC -97
UHC Special Occupancy, Dead Load - 21.0 psf
66-1� 5-9-6 7-3-3 7-3-3� 5-9-6 6-11-7
6-11-7 12-8-13 20-M 27-3-3 33-0-9 401
20-" l 20-0-0
1 2 3 4 S 6 7
41 00
5-8
-4�
n 19-8-8 F n
, 19-8-8 ,
40-0-0
T
SHIP
0.3-
== Joint Locations ==
1= 0- 0- 0 8 0- Oa0
26-11- 7 9 9- 7- 4
3 12- 8-13 10 18-10- 1
4 20- 0- 0 11 20- 0- 0
5 27- 3- 3 12 24- 8- 6
6 33- 0- 9 13 30- 4-12
7 40- 0- 0 14 40- 0- 0
Cor,
9 /0 11 12 13 14
9-74 � 9-2� 5-1_ 0� 9-7-45.8-6 i
9-7-4 18-10-1 24-8-6 30.4-12 40-"
9/4/2002
OVER 3 SUPPORTS
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H'• for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = 1'
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job: EJ.
WO: 82576
®
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: SS
and done in accordance with the current versions of TPI and APPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
DSgnr: SB
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 16.00 psf
DurFaes L=1.25 P=1.25
T R U S S W O R KS
wilized on this design meet or exceed the loading unposed by the local building code and the particular application. The design assumes that the top chord
A Company YCan Truss!
p you ru
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 1.15
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 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
BC Live 0.00 psf
O.C.Spaeing 2-0-0
pl.
Palm Desert, CA. 92211
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from 'I'rusa•al software',
•ANSIfl'Pl r, •wTCA 1'- Wood Truss Council ofAmerica Standard Design Rcsponsibilities,'fIAi\'DLING INSTALLING AND BRACING NIrTAL
BC Dead 7.00 psi
Design Spec UBC -97
Phone (760) 341-2232
PLATE CONNECTED WOOD TkUSSI-S' - (1-1113-91) and *11113-91 SUN1b1ARY 511111"f' by "1'I'I. The Truss Plate Institute (TPq is located at D'Onofi;o Drive.
Fax # (760) 341-2293
Madison. Wisconsin 5370. The American 17nrest and Paper Associauen (APPA) is located al 1111 19111 Sunt, NtV, Ste 500, Washington. UC 20036.
TOTAL 37.00 psf
Seqn T6.3.5 - 0
2"
lJob Name: B1 (BREEZE CONY) Truss ID: D5 Qty: 1 Drwq: I
G X -LOC REACT SIZE REQ -D
1 0- 1-12 577 3.50• 1.50•
2 '18- 9-12 2053 3.50• 2.94•
3 39-10- 4 681 3.50• 1.50•
TC FORCE AXL BND CSI
1-2 -1333 0.02 0.34 0.36
2-3 -718 0.00 0.43 0.44
3-4 1950 0.27 0.43 0.71
4-5 579 0.07 0.55 0.62
5-6 -1305 0.01 0.34 0.36
6-7 -1919 0.05 0.34 0.39
BC FORCE AXL END CSI
8-9 1256 0.19 0.20 0.38
9-10 -648 0.19 0.21 0.41
.0-11 -1314 0.80 0.18 0.99
.1-12 -1305 0.78 0.05 0.84
.2-13 663 0.10 0.14 0.23
3-14 1816 0.27 0.19 0.46
WEB FORCE CSI WEB FORCE CSI
2-9 -629 0.15 4-12 1205 0.42
3-9 786 0.27 5-12 -846 0.23
3-10 -1459 0.70 5-13 747 0.26
4-10 -1561 0.50 6-13 -632 0.16
4-I1 -464 0.13
TC 2x4 SPP 1650F-1.58
BC 2x4 SPP 16SOF-1.58
WEB 2x4 HF STUD
GBL BLR 2x4 HF STUD
Plating Spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
PLATE VALUES PER ICBO RESEARCH REPORT 01607
Loaded for 10 PSF non -concurrent BCLL.
Interior support or temporary shoring must
be in place before erecting this truss.
Shim bearings (if needed) for req. support.
®Denotes the requirement for lateral bracing
at each location shown. Lateral bracing
systems which include diagonal or x -bracing
are the responsibility of the building
designer. Truswal Systems BRACE -IT may be
used for continuous lateral bracing on
trusses spaced 24" oc. Alternatively, use
scabs or T -braces as shown on Truswal
Systems standard details.
Location of interior bearings should be
clearly marked on each truss.
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 16 psf live load and 14 psf dead load.
Additional design considerations may be
required if sheathing is attached.
[a] indicates the requirement for lateral
bracing (designed by others) perpendicular
to the plane of the member at 63"intervals.
Bracing is a result of wind load applied
to member.(Combination axial plus bending).
This truss requires adequate sheathing, as
designed by others, applied to the truss
face providing lateral support for webs in
the truss plane and creating shear wall
action to resist diaphragm loads.
66-1� 55-9-6 7-37-3 3 7-3-3 5-9-6 6-11-7
6-11-7 12-8-13 20-" 27-3-3 33-0-9 40-"
20-0-0 I 20-"
400
5-8
-4�
This design based on chord bracing applied
per the following schedule:
max o.c. from to
BC 70.00" 18- 8- 0 39- 8- 8
This truss is designed using the
UBC -97 Code.
Bldg Enclosed - Yes
Truss Location - End Zone
Hurricane/Ocean Line - No , Exp Category - C
Bldg Length - 40.00 ft, Bldg Width - 20.00 ft
Mean roof height - 18.50 ft, mph = 70
DEC Special Occupancy, Dead Load = 21.0 psf
" 19-8-8
1 fA 19-8-8
40-"
9 10 11 12 13
99-7-4 9-29-213 5-10 5-8_6
9-7.4 18-10-1 24-8-6 30-4-12
14
99-7-4
40-"
MAX DEFLECTION (span) :
L/999 IN MEM 13-14 (LIVE)
L= -0.14" D- -0.18" T- -0
-- Joint Locations ==
1 0- 0- 0 8 0- 0-0
2 6-11- 7 9 9- 7- 4
3 12- 8-13 10 18-10- 1
4 20- 0- 0 11 20- 0- 0
5 27- 3- 3 12 24- 8- 6
6 33- 0- 9 13 30- 4-12
7 40- 0- 0 14 40- 0- 0
042
SEP
TYPICAL PLATE: 1.5-3 9/4/2002
OVER 3 SUPPORTS
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = V
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Eng. Job: EJ.
WO: B2576
®
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: SB
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr• SB
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 16.00 psf
DurFaes L=1.25 P=1.25
T R U S S W O R KS
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 YCT!
p you anruss
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 1.15
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
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install
'Joint
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
Palm Desert, CA. 92211
and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software',
'ANSirrpi
BC Dead 7.00 psf
Design Spec UBC -97
Phone (760) 341-2232
1','\V"fCA I'- \Vood Truss Council of America Standard Design Responsibilities, IIANDLING INSTALLING AND BRACING mcTAL
PLATE CONNECTED WOOD TRUSSES' - (1118-91) and *11113-91 SUNEMARY SHErl" by TPI. The Truss Plate institute (TPI) is located at D'Onorrio Drive,
Fax # (760) 341-2293
tMadison. Wisconsin 53719. "["he American Forest and Paim, Association (AI -PA) is located w 1111 19th Snect. NW. Ste S00. \\'ashimnon. DC 20036
TOTAL 37.00 psf
Seqn T6.3.5 - 0
Job Mame: B1 (BREEZE CONV) Truss ID: E1 Qty: 6 Drwg:
GX-LOC REACT SIZE REQ'D
1 1- 0- 0 302 3.50 .
1.50'
2 ' 5- 3-12 1068 3.50' 1.50•
3 26- 4- 4 870 3.50' 1.50'
TC FORCE AXL BND CSI
L- 1 29 O.00 o.i2 o.12
1-2 513 0.06 0.36 0.41
2-3 -966 0.01 0.37 0.38
3-4 -964 0.01 0.36 0.37
4-5 -1704 0.02 0.36 0.38
5 -OR 29 0.00 0.12 0.12
BC FORCE AXL END CSI
6-7 -441 0.00 0.19 0.19
7-8 483 0.03 0.24 0.27
8-9 1560 0.16 0.24 0.40
9-10 1565 0.23 0.14 0.37
WEB FORCE CSI WEB FORCE CSI
2-7 -1177 0.29 4-8 -758 0.68
2-8 572 0.20 4-9 122 0.04
3-8 255 0.09
TC 2x4 SPP 1650F -1.5E
BC 2x4 SPF 165OF-1.59
WEB 2x4 HF STUD
WEDGE 2x4 SPP 1650F-1.59
Location of interior bearings should be
clearly marked on each truss.
Overhangs are not to be removed.
Overhang Soffit loading - 0.0 psf
Plating Spec : ANSI/TPI - 1995 UPLIFT REACTIONS) :
THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -16 lb
MULTIPLE LOAD CASES. This truss is designed using the
PLATE VALUES PER ICBG RESEARCH REPORT #1607. UBC -97 Code.
Loaded for 10 PSP non -concurrent BOLL. Bldg Enclosed = Yes
Interior support or temporary shoring must Truss Location = End Zone
be in place before erecting this truss. Hurricane/Ocean Line = No , Exp Category - C
Bldg Length - 40.00 ft, Bldg Width = 20.00 ft
Mean roof height - 17.37 ft, mph70
UBC Special Occupancy, Dead Load = =21.0 psf
5-
T
4-8-15
T:r4D.'
7-0.6 6-2-10 6-2-10 7-0-6
7-0-6 13-3-0 19-5-10 26.6-0
13-3-0 13-3-0
1 2 3 0 s
400 -400
4-4
26.6.0
6 7 8 9 10
5-3-12 7-11-4 6.210 7-0-6
5-3-12 13-3-0 19-5-10 26.6-0
=
_= Joint Locations-
-
=1 0- 0- 0 6 0- 0 =0
2 7- 0- 6 7 5- 3-12
3 13- 3- 0 8 13- 3- 0
4 19- 5-10 9 19- 5-10
5 26- 6- 0 10 26- 6- 0
ID ARC
mIS
IIP U �•
rq�o>r
0 � 2002
SSP
9/4/2002
OVER 3 SUPPORTS
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5132" = V
WARNING Rend all notes on this sheet and give a cope of it to the Erecting Contractor.
Eng. Job: EJ.
WO: 82576
®
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chit: SB
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
DSgnr: SB
are to be verified by the component manufacturer andlor building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 16.00 psf
DurFacs L=1.25 P=1.25
T R U S S W O R KS
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 YCTruss!
p you an
is laterally braced by the roof or Ooor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
TC Dead 14.00
Rep Mbr Bnd 1.15
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 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
BC Live 0.00 psf
O.C.Spaeing 2- 0- 0
pl.
Palm Desert, CA. 92211
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software*,
'ANsin,pi
BC Dead 7.00 psf
Design Spec UBC -97
Phone (760) 341-2232
1'.'\VECA I'- \wood Truss Council of America Standard Design Rcsponsibilitics.11ANDIJNG INSTALLING AND BRACING NMGLV.
PLATE CONN6C'ITD %vooD TRUSSI•S' - (11111-91) ind'rnf5-91 SUNM\GARY SIll'I"I" by'IT1. The Truss Plate Institute (Till) is located a1 D'Onufrio Drive,
Fax # (760) 341-2293
'Madison, Wisconsin 55719. The American Purest and I':gxr :\ssociation (AFP:\) is luc ed at I i I 1 19th Street. N\V. Ste SUO. \l':shina.m. DC 20036.
TOTAL 37.00 psf
Seqn T6.3.5 - 0
lJob Mame: B1 (BREEZE CONY) Truss ID: E2 Qty: 1 Drwg: I
TC 2x4 SPF 1650F-1.513
BC 2x4 SPP 1650F-1.513
GBL BLK 2x4 HF STUD
Loaded for 10 PSP non -concurrent BCLL.
Top chord supports 24.0 " of uniform load
at 16 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 63"intervals.
Bracing is a result of wind load applied
to member.(Combination axial plus bending).
This truss requires adequate sheathing, as
designed by others, applied to the truss
face providing lateral support for webs in
the truss plane and creating shear wall
action to resist diaphragm loads.
Overhangs are not to be removed.
Overhang Soffit loading - 0.0 psf
Plating spec : ANSI/TPI - 1995
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
PLATE VALUES PER ICBO RESEARCH REPORT #1607
3-11.0 2-8-0 �,2-8-0 2-8-0 2-8.0 1-8.0 2-8.0 2.8 .0 3.110
3-11.0 6.7-0 9.3.0 11.11.0 14.7-0 17-3.0 19-11-0 22.7.0 26-6.0
13-3-0 I 13-3-0
1 2 3 4 S 6 7 8 9 10 11 11 13 14 15 16 17
400
4-4
4.00
1&:Q -i T&:9_1
26-6-0
18 19 20 21 22 23 24 23 26 27 28 29 30 31 32 33 34
3-11-0 2-8.0 2.8.0 2-8-0 �,2-8-0 2-8-0 1-8-0 2-8.0 3-110
3.11-0 6.7.0 9-3-0 11-11.0 14-7.0 17-3-0 19-11.0 22-7.0 26.6.0
TYPICAL PLATE: 1.5-3
This truss is designed using the
UBC -97 Code.
Bldg Enclosed = Yes
Truss Location = End Zone
Hurricane/Ocean Line - No , Exp Category - C
Bldg Length - 40.00 ft, Bldg width 20.00 ft
Mean roof height = 17.37 ft, mph 70
UBC Special Occupancy, Dead Load = 21.0 psf
T
5-2-11
SHIP
=0.3-1
=
_= Joint Locations-
-
=1 0- 0- 0 18 0- 0-=0
2 3-11- 0 19 3-11- 0
3 5- 3- 0 20 5- 3- 0
4 6- 7- 0 21 6- 7- 0
5 7-11- 0 22 7-11- 0
6 9- 3- 0 23 9- 3- 0
7 10- 7- 0 24 10- 7- 0
8 11-11- 0 25 11-11- 0
9 13- 3- 0 26 13- 3- 0
10 14- 7- 0 27 14- 7- 0
11 15-11- 0 28 15-11- 0
12 17- 3- 0 29 17- 3- 0
13 18- 7- 0 30 18- 7- 0
14 19-11- 0 31 19-11- 0
15 21- 3- 0 32 21- 3- 0
1622- 7- 0 33 22- 7- 0
17 26- 6- 0 34 26- 6- 0
$1
9/4/2002
OVER CONTINUOUS SUPPORT
All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5132" = 1'
WAI vll `%G Rend all notes on this sheet and give a cope of it to the Erecting Contractor'.
Eng. Job: EJ.
WO: 82576
®
This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer
Chk: SB
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions
Dsgnr' SB
'
®� C, A ro C
are be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
TC Live 16.00 psf
DurFacS L=1.25 P=1.25
R J tl d J
utiliztoed 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 YCT!
p You anruss
is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless othenvise
TC Dead 14.00
Rep Mbr Bnd 1.15
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 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
BC Live 0.00 psf
O.C.Spacing 2- 0- 0
pl.
Palm Desert, CA. 92211
and brace this truss in necordanee with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software',
'ANSVITI 1','\vTCA 1'- \Vood Truss Council of America Standard Design Responsibifities,'IlANDI-ING INSTALLING AND BRACING METALBC
Dead 7.00 psf
Design Spec uBC-97
Phone (760) 341-2232
PLATE coNN6C'n?D \vooD TRUSSI?S' . (HI13-91) and'11113-91 SUibINIARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'onohio Drive.
Fax #! (760) 341-2293
Madison, \visconsin 53719. The American Forest and Paper Association (AFPA) is located :u 1111 191h Strec;. N\v. Ste 8002 \vashu,gton.. DC 20036.
TOTAL 37.00 psf
Seqn T6.3.5 - 0
X01, .
ra
1
1,
Fa i. 0
1, 2x4 POST ATTACHED TO EACH TRUSS PANEL POINT AND 0VER1•1EAD
PURLIN t
2. 2x4 YI IIF OR $2 OF PURLINS 4'- 0"O,C V
). 2x4,# I HF OR 02 DF CONTINUOUS STIFFENER ATTACHED TO POST,
4. HIP TRUSS 01 SETBACK FROM END WALL AS NOTED ON TRUSS DESIGN.
S. EXTENDED END 1ACK TOP CHORD (TYPICAL)
lh COMMON TRUSS,
T. 1(IP CORNER RAFTER, y
d, IxgCONTINUOUS LATERA(. flRr1CING. A
4. EXTENDED BOTTOM CFIORD.
LATERAL ST"(UTY OF ROOF
SYSTEM IS PER BUILDING DES(ONLIL
OATS
®,0i1►,
HIP FRAMING DETAIL 1/21/98 ,iA
IItUSWN. SYSIEMSC0tppRAl10M
SECTION A
n
I (vv
WARNING Road NI note$ on We chttet and give a copy of It to the Erecting Contractor
rho' dkitigm a br N •14,10411 ►Wd" campww t hat OIM "Sod on 40octkat ons Prod" oY We cw9W# tl mtn•lWWW AM eant.tt
+Cow"""" IM W40 rwtwnl W TN Ino MM dagn 0043cL No lwponss"* 4 Mtwnwl Iw Mn.nuonU AW 04" ON"tw w " wo
10 w rod"* In* eomptimeon ~444ctWtr twwww o Wty twww pow w wwwilan f1W Ywkhn, drnyn�r MM •laa4m th+t rep base
11M1 W Oa 0Y1 011lrn mM M 1MCMN Mq It110Mtp Yapl►W {IT N1Y lilryt <4OY M W tNWnWI M41 p1. 10(1 CIIw4 N Wwtdj OrhCtd �Y W
Idpt w MINT lhlgMp� w4 tm "to" awd it 41M11illp Wcw Ito I a041r11atn1nY mataW &WCC 1 Au0W. \*"It t11'wm n11/4 at"
tow" Y IN wtMpl tuppod M pOfOPWW c I1 iUm "tM r1OwO0 0WON 4*60. Na wnpw" snM not W ouips a W1 wlwpwrlwl w1M
r.W owNIM mwltW. conitN w NN wow "C"d I" know tJlltp tawctw pot! cwl6won. fNwYyh, n+nO1l, �tWl w MK/ pltl Y1dl r
""Ot" VMM 14!0" I14"WOM 'W&COM MAWXM MY Na1/41, 't1UAU(Y CONMA01, 9rN40AA0 FOR WMo. PtAtt CONNEC Ito
W000 TIM ISEr - (0646). 'I "GLM v11rALUPW ANO 6MC11t0 44601, NAR COTMACK0 WO00 fAW 6[!' • PMO•011 w 'mw4l
'JVMMMY TN!!F1�r TM, WA Tom Pva "*we (T#%w bylq 4 US 010M106O Olr•I. Atldtwl, W%ACOM n 63?19. TN fmtntan forty wW
Pt}w Asttntltah (Af0)4 M 112t1101 • 166 CoNiMWA AW. NMI, LII M. TMa/hwpton, OC Noft
H
DUTCH HIPSET DETAILS
- x S
C'
'Ulrich tap SYSTF-4
A
\END VIEW
ADM)itATE--KAmGER OR (2) 16d WAILS
(2) •16&•NAILS '
-YOE-HA1LFD
C
1
R
L
TRUSS'PL1TE .OR (2) 16d NAILS
(2) 16J -HAILS E=-MALLLD
LD
TOE -MAILED
� a �
7ril i TIia I Inc-
, \ I
D C
rm"Iw PUW
A - DUTCH HIP GIRDER
B - 2x NAILER (BY OTHERS)
C - END JACKS
D - CORNER JACKS
E - CORNER JACK B.C. WEDGES
H - HIP RA-FTER
R - BLCGKI)fP ?OR DIAGOO.k1. BRACE
X.- DIAGONAL -BRACE
(2) )6d NAILS
" I
c R
S
A
TRUSS PLATE OR �(2) l64 RAILS
(2) 164 MAILS END -NAILED
TOR -MAILED
JACK OPTION 1 JACK OPTION 2 CHITF�r
GLAR
DIAGONAL BRACES "X" ARE REQUIRED AT CENTERLINE AND AT 10`-0" O.C. FROM CENTERLIN :C' ayC
BLOCKING "R" IS REQUIRED FOR EACH DIAGORAL BRACE "X", ATTACHED WITH (2)16d NAILS v 1
END NAILED INTO TRUSS TOP CHARD. LOCATE BLOCKING AT TOP OF DIAGONAL BRACE
AND IN•BETWEEN NEXT TRUSSES EACH DIRECTION (3 BLOCKS TOTAL). BLOCK MAY BE k�
OFFSET FROM RIDGE, OR A DOUBLE BLOCK M&Y BE USED TO PROVIDE A FLUSH FIT WITH
DIAGONAL BRACE.
DUTCH HIP GIRDER, JACKS„ AND HIP RAFTER REQUIRE SPECIFIC DESIGN CONSIDERATION, OR Qtl
OTHER DETAILS NOT SHOWN. j
HAILING IS BASED ON AN W-0" MAXIMUM SETBACK AND 50 PSF klAXlMUM TOTAL LOAD, AND IS
GOOD FOR ANY SPAN, ANY PITCH, AND ABLY LUMBER SIZE AND GRADE. CONNECTIONS FOR
WIND AND SIESMIC LOADS ON THE BUILDING MUST BE DONE BY THE BUILDING DESIGNER. J
FILE NO, DUTCR HIPSET DETAILS
DATE: 1991
REF.: DES. BY: L.M. CK. BY:
Ary
SUPPORT REQUIRED EEARING SUPPORT FOR TOP CHORDS OF END JACKS
EVERY 4!-C MAXIMUM. 18" MAX WHERE THEY CROSS SUPPORTING MEMBERS.
B
1, FOR REACTIONS OF 3000 OR ESS THE TOP CHORD MAY 13ETOE-NAILED
TO THE SUPPORTING MEMBER WITH (2)1Od NAILS.
A 2. FOR REACTIONS GREATER THAN 3004, THE DETAILS BELOW MAY BE
USb TO PROVIDE ADEQUATE BEARING SUPPORT.
TYPICAL END JACK WITH 3, SIZE OF WEDGE, BRACE OR BEVEL CUT IS DETERMINED BY THE
: VARYING TOP CHORD
a LENGTHS REQUIRED BEARING AREA (OR LENGTH) A5 SHOWN ON THE INDIVIDUAL
" < TRUSS DESIGNS.
+ 4. FOR EACH DETAIL BELOW THE TOP CHORD MAY BE TOE -NAILED TO THE
SUPPORTING MEMBER WITH (2) 1 O NAILS.
'•' S. UPLIFT REACTIONS, IF THEY EXIST, MAY REQUIRE ADDITIONAL
k L. CONNECTION CONSIDERATIONS IF THEY EXCEED THE VALUE OF THE TOE-
-.., ..
NAIL CONNECTION,
HIP GIRDER (ONE OR MORE PLY). HIP TRUSSES
I. OTHER OPTIONS MAY BE USED AT THE DISCRETION OF THE BUILDING
' } DESIGNER,
Mi T. REFER TO OTHER DETAILS FOR SPECIFICATIONS RELATING TO A HIP
lit, SYSTEM THAT ARE NOT SHOWN HERE.
DETAIL. OPTIONS
jr,_ .
Y WEDOE 00
B&VELED TOP
PLATE UNDER
JACK TOP e•10 or BEVLL CUT 6H TOP
CHORC
EXTEN910Ns, :LATERAL CHORD OF iEtU96
BRAC✓g OR OV00NDAR /
1(BRACE MAY TOP'CHORO
FOR WEDaL USE (2) CONNECTION OF OVERLAP WITH - MEMBER. NOTE
� 10d TOE NAILS; EA FOR LATERAL BRACE 12 I TRUSS CHORD - THAT HEIGHt OF
'•', TOP PLATE, NAIL W/10d SAS® ON BRACE HAIL CHORD TO TRUSS MUST ALLOW
+ f3 V O.G INTO TOP FORCES OETERMIN60 FACE OF &RAGE FOR THIS.CHORD OF HIP GIRDER. BY THE BUILDING WITH (21 106 ) ` •
r bra � �' •C>r.t...
M { NOTE SEVOLED LEDGER MIRY B USED INSTEAD OR DETAILS SHOWN ABOVE- LEDGER MAY B: ATTACHEDi�'J
1 TO EITHER FACE OF TRUSS WITH 10d NAILS, SPACING OF NAILS IS DEPENDENT ON LOADING CONDITIONS
�s AKD 4,�Ll�vl�T1�,RMtty+c.I3.�Y.aLULDIt�UG.DESCGN�..-.--.. _...._... .�...�......_....�. ----_-._ ._. _,��.-1)�� •'. - ___..._._ ... .
4110161N 21" R IV NOT INTENOW.T0,R911PLACQ OR 11lPHRQHDi ANY SIMLO C ��Q� 8/2Sr99
MAL TNAT,MAV NAVO M* PROVIDED hY nill 811it 01Nr! OQ670N1ip ; IT.IS" + ' ,p
T42 RR0t0W41L W 0► W"80 TO VWt*Y TWIA080ACY W THN 06TA1! Rte: HVa
7 IN NLAn= TO AM PROM PRO."T, A4 TO I" APMLICAr" ALSO INTW 1
AWU�I,TQ TNN ,OR ANY UNCAR lytl/>R TRUST NY.;YO MS A44UM24 NO -
RXIIIIII11*8116fUTY, PSR OR WORKMAPI
OF@: i
M
C.
r 1
i
:r.
a
PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM CHORD
UP TO 10'-0" AT HIP N0. I WITH CEILING LOAD OF S PSF
1
' PRESSURE BLOCK
3-10d 3-I Oti PRESSURE BLOCK
3-lOd WITH 4-16d NAILS WITH 4-16d NAILS 3-1 Od
¢ BOTTOM CHORD OF
--- HIP NO, 1 TRUSS
V-0" O.C. TYPICAL
S
n , ; NOTE; ATTACH 2X4 DOUG FIR PRESSURE BLOCK TO BOTTOM
a CHORD OF HIP NO. 1 WITH 4-16d NAILS. BOTTOM
4;
CHORDS -OF END JOINTS ARE ATTACHED WITH 3-1Od
' NAILS AT EACH END OF THE PRESSURE BLOCK,
KATE LOGE SPACING
}r TW20 UBC NA
IoNc. • CA
Ll
HIP NO. I TRUSS
SIDE VIEW
EMD JACK
PRESSURE BLOCK
3.10d
1
041E
i
0 0" 1»IS OISICII Yt(r.Oo (ICCEO OA
II IS nq rESI'pI$10111tr a p"'tPS to 15C(PUIN1I.I t0L0S 1111111 12000".11000E Op
I»PpsEo 67 IL( toCK WIIOUE(a
q
S�1S�9/
1
LcIWI u(L0IOAus IYo09Eo or IrE 71nUC11M LI'O 111E I.loLos Iry AIL
Hla lnnl CLl Cl lN11 C nCCOM] rq PE SPOrIf le lllli IS�•IS]IMtO IOn OhENSIa,LI tCC1-P K',S rsp(rf(I(pl
IO LPI Inulvat •le, Itl OP roa LCF.
���
',`�� i
��4+�w44``` •' I
UIN(,+lilo'IS ITIOn
n a5FIor Cm11ROl wu�l0.' pr .ff.R tuUT$ Pt 11[ 1.6111 IC "rp L+p t»l
r,ePluitar CQrlrti CltM co
t/nnlVrlpl SIIL COM'tr III IN
InUSval Imsro. 1vuN11 Lll PLL1,l6 '101 SPCCI►111(1 r•fH flaw lip Lnt -/o e( tOVLII v OI•1 0110 .� 0(+IQLtS
Sntcut C+1nUla Wlr•llI(Pll en.(Ilq n(au+ArO of IIAIr10Vµ tdS6S K»t1tnS IS•+oit0 0, Iu1S 0^•rinA
Pwi]f S"1(U.` va(PL
' -
T
wIS lMslOn .•SWI S of to Crro110 1 tE. /41pu4tr enlp0 r ili,r/+1+10 pRtiS DI+K
1N, 1,11j111 r,1lt IIA {S•,pill lft n U(r 10 n'1 eot lov cIroM1, I� s'Ll( et.penlao I1 {1111 nr LAS ��i I�M1ii°�0'i
0•
+'IURO+r,.ItKCtpq Iq//S]l] uR CW110'Ito•10 Sf`r mlpr4Sf10'Nl LQrlt1 Ka n01�,a t-
M+fP Io ImiCr+a ranM'wssts
R'�L►T1TJSY�i'BMS
01u1;I,Y w'll'+.Is Ltvlrs ntT)1L40 IO vrK,vt,11 r01'ntliI uro ooYl'gnla
ClI11i1.1111,1r 11 11E CUYYF,IIp11)ppIS IIp 1 ML,(M CpN1 US{lVl Y11, -1115+ CO'ItfPNl/q -01110" IIIA fI_pgpN
(It1M+ N1m'�,Hf MppT tr lnllq, LOt 111111$; 1111(1 1( 11 P5, '.uq IN( UgnP3 CA hE11A1]S �0 rn(,jvl 1'Or: Im
I0+
10,
)RUSWAI SYSTEMS COt7PORAt1pN
Ir6u 111101 ni145f.2 still Iq1 It. P11Ctp •{u l'1+ tuv lL10r1Y(nl 111u y(t`l UVfI 1,( r01SI /n( �'1' 1
1p 'CLYe(P, wl(N w(C $SLPr- 1$ (St O(/ PI 1'+E0,h
vtlpU t�cun 1]t an1:W, CLU] 'Caw CtOIt x111 c0�Os101s
1►►�PItmt AND tL'letron( is wlslot IIK scop( o� acsn�»sleitlrl a IPL/sw.l.
n111lclpvp ��It lcL+lal o+:
+"
Job Name: STANDARD HIP RAFTER W SETBACK Truss ID: RAF -4
.T .
*Aa
�
SE2 _1 11REiI'A TT CNORO 2A FL N1 & 8tr,
s ••
1� 2-11
14.5905'' 1.50'
WARNLNGRe4d all notes OA this sheet and give a copy of it to the Lreciing Contractor,
TeF : 29.3
SLIDER 2x4 FL d1 & 8tr,
U dmlln ➢fel as Id(vidual bul►HnI component It baa been bud onep"1Rts ipns prwAdd by the component aumtfactumt and dam In
Chk:
PLATING BASED ON GVEN UIM VALUES.
,oeotdance w(tlt live current veoiotr 417K and AFP& dMign WodaidS. No raponib{Illy u uwmod (or dimenionl aeeurxy. Dlmetuion are b be
DSgnr.: NLC = $
ierll{edby rbt compontat mamfacetset and/eK buUd(na daigner prior w labrlevtioa. The bulldltt� dallnnr shall ucerlt(o that dte toads utlllted on
hisdeal�n meet or exceed 16loathers imposed by dw lcml bulldlal coda. (t 4 asasmod flat tlta ap,cbord is Wiendy bred by 16roof or floor
TC Live 6.0 psf
Ourf acs L= . 2 P=1.2
r.
'TC Dead' 14.0 psf
Rep Ilbr end 1.00
cattant4,(#4 Wood weird 14% tad/a c1.41iaconaacbt pkb eorraion. P%Wm%a, hadb, ioi4U and brce #A4 Wu inbccordatwa *it dtt lollowind
•8C Live .0••paf
O, C. Spaci(tq 2- 0-.0
x
"'
Dead 10,0 psf
Spec U8[-97
(QST•p);'(UNOWNOINITALLINQnN0BMCINOMETAL MATE CONNFCTBD;WOODTRUg9a3:;(IIIO.9q►nd'NIB•9lSUMhURY,tt
J 1
If188T'-by TPI. Thi Taus Mfr lria4N%a (TM) M loiated at Sll•J D'OnaNt, Dd40. A4a41", W(ieem(n 5370.''TWAmerimv Pti t-4 d Pains
— - —
I
Anee{aNat lAPI'Al + lertad nt 1250 G'aanc-Nn�r A.- ut-"• •,. '^^ , •. -
•3
1a�
•F
1
� K
3-5-4
ti TTRUSWAL
I
SYSTEMS
r04t1 Kae*rlc Ot., 0114, S*44, 00 a""
�'`T�s_e .varatev,.f19 '� o4,
G-41
Plata j ANSI/TPI 1995 *AFT RFACTICH(S)Z
THIS S SIU?4 IS THE CaW ITE RESULT OF 1
PTA VA�uIE t�a0pprre��REESrrE��bROi KPWTT lF W7, fiis is destgied using the
Penwwnt I/TPIt1t1995�1v,3�4,5 and 10H3.4.6} Iiicaie �OteOn Ll
Md (by the t Y¢es� NFi�d Zpcgn�e��y C
La�g1 = 99.COft, 8Ldg Ifidttl = •30.00ftr
Mean ragf �4i t = igZft 12.0psf
CLassiftratio= 4, Dead
-4iM0 USE #1 DM -4 IDADS
Dir L.PLf L. We R1,2P1f R;ln1c1 LL
TC Vert 30.0 9o--10-13 1 .30 Il -150--12
F 2,83
•i
4-6
11`1-12�
11.1-1i _
Z
Z -11-S 4.1.1
1 SKIP
��•� Cifii�:
f 111" GAP MAX
M
2-9-15 2-0-0
r 11-3-7 ~ '
3 4
tl•I_12 1
11-1-13
3/15/99
Truswal Systems Plates are 20 ga. unless shown by "1a"(18 ga.) or
Scale: 5/161' = 11
"N"(16 o.), positioned per Joint Report. Circled plates and false
frame oLates are positione4 as show above.
WARNLNGRe4d all notes OA this sheet and give a copy of it to the Lreciing Contractor,
TeF : 29.3
WO: LLM10
U dmlln ➢fel as Id(vidual bul►HnI component It baa been bud onep"1Rts ipns prwAdd by the component aumtfactumt and dam In
Chk:
Customer Name;
,oeotdance w(tlt live current veoiotr 417K and AFP& dMign WodaidS. No raponib{Illy u uwmod (or dimenionl aeeurxy. Dlmetuion are b be
DSgnr.: NLC = $
ierll{edby rbt compontat mamfacetset and/eK buUd(na daigner prior w labrlevtioa. The bulldltt� dallnnr shall ucerlt(o that dte toads utlllted on
hisdeal�n meet or exceed 16loathers imposed by dw lcml bulldlal coda. (t 4 asasmod flat tlta ap,cbord is Wiendy bred by 16roof or floor
TC Live 6.0 psf
Ourf acs L= . 2 P=1.2
bw WAg and dm boeom tbotd Is WAmfty,4mtA 1y a dlld eb%&1% materil dkoAy tftched, unim otherv�o twsed. 9rac{tr tbawn 4 fol latoral
� ler
upPosto(compooettti mernba-t ody to roduis NuCW ik, TW comtoont%W mot be pb,ced in any smrkromim Ww(H rust dte mo4Atei
'TC Dead' 14.0 psf
Rep Ilbr end 1.00
cattant4,(#4 Wood weird 14% tad/a c1.41iaconaacbt pkb eorraion. P%Wm%a, hadb, ioi4U and brce #A4 Wu inbccordatwa *it dtt lollowind
•8C Live .0••paf
O, C. Spaci(tq 2- 0-.0
rtaada i TRUICOMMANUAL',byTmvwl,'QUALITY•CONTROL S&NOARD'.FOR ,MBI'WI: THCONN8CTeoW000TVUs.Qes'•
"'
Dead 10,0 psf
Spec U8[-97
(QST•p);'(UNOWNOINITALLINQnN0BMCINOMETAL MATE CONNFCTBD;WOODTRUg9a3:;(IIIO.9q►nd'NIB•9lSUMhURY,tt
.Design
If188T'-by TPI. Thi Taus Mfr lria4N%a (TM) M loiated at Sll•J D'OnaNt, Dd40. A4a41", W(ieem(n 5370.''TWAmerimv Pti t-4 d Pains
— - —
Anee{aNat lAPI'Al + lertad nt 1250 G'aanc-Nn�r A.- ut-"• •,. '^^ , •. -
END JACK STANDARD DETAILS (CALIFORNIA STYLEI
TRUSS PLATES AND LUMBER
AS SHOWN, OR PER OPTIONALEX_ TENSION
INDIVIDUAL TRUSS DESIGNS. 1�-�--►
3-4
A
(3-4 ALT.) HIP GIRDER CHORDS
2-6
CONNECTION DETAIL "A"
(TOP CHORD TO HIP GIRDER)
JACK TOP CHORD
RUNS OVER GIRDER
TOP CHORD.
(2) 1 Od or 16d NAILS,
THROUGH JACK T.C. INTO
GIRDER TOP CHORD, TOE -
NAILED, OR ADEQUATE
MECHANICAL HANGER PER
CONNECTION DETAIL "B"
(BOT CHORD TO HIP GIRDER)
(2) 10d or 16d NAILS,
THROUGH JACK B.C. INTO
GIRDER BOT CHORD, TOE -
NAILED, OR ADEQUATE
MECHANICAL HANGER
PER MANUF. CATALOG.
NOTE: IF 2'-0" SIDE JACK BOTTOM CHORDS ARE USED (INSTEAD
OF WEDGES AT THE WALL), THEY MAY BE ATTACHED TO THE
BOTTOM CHORD O THE FIRST END JACK S PER DETAIL "B".
LUMBER REQUIREMENTS:
JACK TOP CHORD: 20; #2 OR BETTER OF -L, #11#2 OR BETTER CAN S -P -F, #1 OR
BETTER S -P -F, #2 OR BETTER HEM -FIR, OR 1660F MSR ANY SPECIE
JACK BOT CHORD: 2X4; #2 OR BETTER ANY SPECIE, OR 166OF MSR ANY SPECIE
CORNER RAFTER: 2X6; SELECT STRUCTURAL ANY SPECIE, OR 165OF MSR ANY
SPECIE, OR DOUBLE (STACKED) 2X4 PER OTHER STANDARD DETAILS.
TOP CHORD LENGTH MAY VARY FROM 6" MINIMUM TO 8%0' MAXIMUM, WITH
EXTENSIONS SUPPORTED AT 48" O.C. MAXIMUM BEYOND.
-TOP CHORD MAY BE SPLICED AS SHOWN, ABOVE THE HIP GIRDER ONLY!
-BOTTOM CHORD LENGTH MAY VARY FROM 6" MINIMUM TO 8'-0" MAXIMUM.
-DO NOT SPLICE THE BOTTOM CHORD.
-TOP CHORD PITCH MAY VARY FROM 4112 MINIMUM TO 8112 MAXIMUM.
-BOTTOM CHORD PITCH MUST BE FLAT (0112).
-THIS DETAIL APPLIES TO 46 DEGREE HIPSET JACKS AND CORNER RAFTERS ONLYI
CONNECTION DETAIL "C"
(TOP CHORD TO RAFTER)
1.1
JACK TOP CHORD
MUST BE SINGLE
BEVELED OR
DOUBLE BEVELED
10d or 16d,;NAILS, THROUGH
EACH JACK T.C. INTO RAFTER, -
TOE -NAILED, PER SCHEDULE
BELOW, OR ADEQUATE
MECHANICAL HANGER PER
MANUF. CATALOG.
NAILING REQUIRED:
2'-0" &,4!-0" JACK T.C. (2) NAILS
6'-0"JACKT.C. (3)NAILS
8'-0" JACK (ONE FACE OF -
- RAFTER ONLY) (4) NAILS
TC Live
16.00 psf
Durfacw L"1.26 11=1.26
DESIGNED FOR 10 PSF NON -CONCURRENT BOTTOM CHORD LIVE LOAD.
TC Dead
14.00 psf
Rep Mbr Did 1.15
PLATES & NAILS DESIGNED FOR GREEN LUMBER VALUES.
8C Live
(.DO psf
O.CSpec'ng 2- 0- O
WIND LOADED FOR 75 MPH, EXPOSURE "C', MAXIMUM.
RESPONSIBILITY FOR FIELD INSPECTION OR WORKMANSHIP QUALITY.
NO POINT LOADS, MECHANICAL UNITS, HVAC, SPRINKLERS, OR OTHER
BC Dead
10.00 psf
Design Spec USC -97
ITEMS CAUSING ADDITIONAL LOADS ON THE STANDARD JACKS IS
TOTAL
40.00 psf
DEFL RATIO: L240 TC: WOO
ALLOWED, WITHOUT SPECIAL DESIGN.
1 -PLY OR MORE GIRDER
C
ro/ Q N
0. 4i 111 p
EJ -1
•
11115 Ut I AIL IJ YKUVIUtU AS A SUUGtS I LU SULU I IUN 1 U I Ht AYr•LI"A I IUN
SHOWN ONLY. IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILAR
* Exp. Y2/31/0121
DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER. ITIS
THE RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL
IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT
S,T CIVIL
4�
APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO
OF CAL1C0�e
RESPONSIBILITY FOR FIELD INSPECTION OR WORKMANSHIP QUALITY.
EJ -1
•
11
PEAK PLATE: 3.4 (2x41
6-6 (2x(31
e-8 12x41
MAXIMUM 1'-0' SAVE WITH
BLOCKS 0 32'o.c. OR 2'-0' SAVE,
6'-0' MAXIMUM MAXIMUM, WITH 4x2 12 OR BTR.
BRACE SPACING OUTLOOKERS CUT INTO GABLE Q /t
32'o.c. t
2x4 12 MINIMUM CONTINUOUS
STRONGBACK BRACED TO ROOF
STRUCTURE AT 6'-0" MAXIMUM,
A
�I STRONGBACK AT: 2x4 STRONGBACK BRACED
`\ 4'-10" CLEASPAN, 70 MPH AT EVERY 6'•0' MAXIMUM
1,5-3, TYPICAL 4'-1,5"CLEARSPAN, 80 MPH
CONNF-gTION
MINIMUM GRADE CHORDS AND
STVOS 2x4 STUO/STANOARO.
ST1108 TO BE MAXIMUM 24'o.c,
�HEELPLATE: 3-4 (2x41
5.5 (2x81
�— —
6-6 12X%
BC SPLICE: 3-4 12x41 CONTINUOUS BEARING WALL `.
5-6 (2x8)+l
6-8 (2x81
GABLE ENO FRAMING CONNECTION DETAILS (MIN. NAIL REQUIREMENTS SHOWNI
2x4 SOLID BLOCK WITH 3.1 Bd NAILS Bd AT 8" o,c,
MAXIMUM 40 PSF LIVE LOAD. SHEATHING TO GABLE EA, ENO ANQ Rd NAILS FROM SHEATHING I
BO MPH WINO EXPOSURE C, TRUSS, Sd AT S' o,o, TO BLOCK AT 8"o.c.
LESS THAN 20'-0" WALL HEIGHT.
V4
1 i -18d
Al
BRACING DETAILS / 2'16d
I ye' NOTCH d 32" o,o, 1 SOLID BLOCK
l WITH 2.16d TOE -
2x4 BRACE
2-1 Bill NAILED EA. END
'
WITH 4-18d NAILS
PLAM 000e 9rnCING OAre
MaQEL 20 U840 CONTINUOUS 2/11199
v GABLE DETAILS
-AAkk*�
lotIS�WAl SYSTEMS COIiPORAIION
BRACE
WALL BRACING PER BUILDING
2x4 CONTINUOUS BACKING
WITH I6d NAILS AT 24' o,c,
TO THE WALL PLATE,
SECTION A
GABLE.STU �
WARNING Reed all noloo on thle sheet and givo r copy of It to the Erectlnq Cciilraclor.
rhb tit"% it Iw m ixMldu#s-tw p cwnpontM. n ties been bated on Sdodkellont provided by tht compon,mt MwWtaclurw And dont M
act:w"We AIA the eurrtM vwtkna of TIN and AFPA design ttandwM, "o r6toom4Ylly it auuMad for dI mntional a WWW., gmvwwt art
to Ti v,*had M the eom"nim merrolaetmw Indlw %NO* q dnknw OW to lebncttlon, TM bu1161np deagnw 1haM jteMaM Ihtt dN ba0a
utatt-d m %tit daalgn meet or exceed the We" hnpoted by She weal bUk" Code, It it attumtd that the too, ehord,lo lalweltf brewb by
orlse
1W o, NShtatNnq and Ma be4lwh d wd fa ItlMny bNad by a d9b 3MIthlnctly q malwlat direatladttd. Lm ttt 0111WMse nw44L * Sr"Sr
alwwn n for hural tuppM d components mimben oMy to redtroe booklttq 141111.*. TTN CompmeM chop not ie Plated n any etwerrrtwd that
Z" rauvt dte molmurt coMOM of IN weo0 oozed 19% anWW Cm,at emtnadw Pieta conoslon. Fabrlclie, NndN, 461011 im ►race tope INn h
hcewdwmft wah the kftwetq nw44Vb, 'TAVSCOM MANVAL'by % wd, •0kA1JTY NVOM, o+,.,nnnn • .,—.., �. ,•.
1000 Inusits, • MV -04% "+rwa., — ._.....-
NOTE: Vent Uloeka may b -e *milted
where no vends required,
0,3(, T -]S•
U
M '
4 O
c
An I
U U
D -J(1 T-1(
Var(ea
to tult vent or outlooker
Cutout for 2x1 ltld flat
(Spacint per building 'in
FA,
Alternuc Stuld Connrctlon with SluplgY�
\fyP• Stud
Connection
1 \ �
8 - III* x � •
I11 Crown
1 1/("long
' D-2, S/ 1' - T-31 or equal '
12 .
l
x vartes
n
OFSION FOR TYPICAL CAVLE END TRUSS
CAIILI: ENO TRUSS
A!
Cutout for 2x( laid Rat
(Spicing per bulldtng plana
{t�LIIT� IUT` TRUSS Z.
I
2-16d n►tls/
1 I.
' Ix( Add -an 1 ,
with lidna(It at I611o.c; 2.16d nails
(by builder) 1
"OFF STUD')CUTOUTS "ON STUD"CUTOUTS'
DETAILS FOR 2 x ( OUTLOOKERS
• I
Trues
Plait
CABLE END BRACIHO c
t
t.-
Ft Ko', Gablt End Trust
rw+tw.4cw.tcion/llnaYl.11r--�r++n»111111.1 /�,.:,.1.. ...1.+..., , wellw. ,1
w—ni.r..,.+.1,..a.T111 .�r..1.�...1r..1i.I.t..wl.Twan...,.w..lrlm�,.r...�1�1�n,
rotlro. a1n..1.r► v...r..>.v,�.. W,.e.1
7RUSWAL.
ANAHEI
.:
•
1•
Date; 121i/70
Do tom.. 1^M �MMIN g�:Ihw,Ir M.ti..h t. O'.11rn wNN1. 1.11•II. .AMw rirl l7 n� wlw r,
Ariol.+a awe h T-III/w.,1 5..,,IP l.wn in
.n..-..,...c..w}•........1.+�.�....n.w
aq/II MOCllt K1l 01 fl lRMMCll1
•0'r�rawl
RONEL
OGIr, OI
qtf; OC 1,Dr:JN Cti•11y: `I
rr4 r q 1 .17-wq r1 r.w..11w ►+1•./. +.71; I.It' w1.1w1.11.1 F.+
^��IntioJl.loaII..IA .1hn1 +rl
1 ldw IIr.1Wv.aNb.,r»M
�j��
ATUNT
`
,,x.r).
1•/�MKMyI.w.\wtCle.11�11giwAlt/IIM
tl��1
-A
41
s
"-a?.-�?.'1+`kx'_c.` •'ri.�.'ak 'tai dr ..'+',..x��w' ,.tt- yf+-+* '_-,s �'.-.1^�Y `r`�^>d'�= .h.. F - Gw- �, � r --a";"`. ��'-;�' � � ' .
•
OrAWANIM-A slow"
TRUSWAL'SYSTEMS CORPORATION
4445 NORTHPARK DRIVE. SUITE 200
'COLORADO SPRINGS, COLORADO 80907
(800) 322.4045 (719) 598-5660 ; FAX (719) 598-8463
t
'w""EINIULS FOR CO NVE"I'l 0 NALLY
FRED VALLEYSETS
fit AN VIEW A
OETAIL A
.CENTER RIDGE '
RAFTER
VA4EY RAFTER
(TTP )
(
16C'
TYP NLS 2 X BLOCK WITH
1 4)-160
PLAN V)fvy
DETAIL C
2 X'4 ) g•
PURLIN
i 2X4
BLOCK
wtTH 2 - 164
rlol�:
The maxumum Total Top Chord Load - 48 PSF
TRUSSES @ 24" O.C.
h%v*rrum Top Chord Ofad Load = 7 PSF
The design for lateral loads and their connections is
GIRDFR DESIGNED TO SUPPORT
the responsibility of The Buil ma Ctesigner. The details
ME
T -,.TM -NIC TRUSSES
PtDr9deq addrasa gm'k and w0nd upliA loads only per the UBC.
The maximum wind speed is 2S MPH, 26 A Mean Roof
(3
HajW(max ), E -p. C,
164 boa nails are typical throughout, except as, noted ( in details ),
The Center Ridge Rafter ( CRR.) is 2 x 6 stud. Attach this to
"
'
the 1 x 8 with 4-164 toe nails ( 2 from each face ). Attach the
C
opposite end to the truss the same.
The Vaa1/y � rs, pu(iirm, andbbckipg materia) are 2 x 4 stud.
ELEVATION YiEW
The Clockirlq must be spaced 24'0.C. and be adequalety bre ed
in the i�leral. direcJioa :t 6.0-0 O.C. Artach this blocluna to IM
'
VMS P4P&F'wfth 3-164:, Attach this.bia0ing to the purlin with 2-16E_
The trusses botory the vpHey are spaced 24'0,C
The purlinc•are full length under the Talley set and must bs installed at
24 O -C. They are to be attached iP each o AupWno 1N" lop a).oid
. ith z -,6d rials. it they are not one continuous length, add a 12- long
nailer to the face of the truss lop chord .alh 4-16d End one purlin se:tion.
DETAIL S
on The truss and begun Ih4 additional sectton on Iho.nauier.
VALLEY RATTER
A 1 x S perimeter runner must be *dached through the sheathing and into
oech truss below math 3-Sd box nails. This 1 r d IoUows the outside proPee
Iof
tete rsllwy,
The Valley RalWes. are spaced 24' O.C. Attach them to the CRR'with
1 5
2-1dd loo nails_ Anach the opposdo and to she 1 x E with 3-U tow Writs.
2 X 4 BLOCK
PLAN VIEW WITH 3 - 16d `
OETAIL 0
IXS
PERIMETER t 5 -
RUNNER VALLEY
_— 2-16d TOE
NAILS
/ Ta
'7o 'T'-
TRUSS TOP too„
y y SMEA7'?QNG
Ea�>�wTlt , E"EVATION "C -W
ri
RECO NDEp CONNEC ION DETAIL'S',
THESE'DETINILS ARE INTENDED TO SHOW MINIMUM REQUIRED CONNECTIONS RECOMMENDED
13Y,TAI; RUSWSYSTEMS R
• THE DETAILS DO NOT REPLACE OR SUPESBDE ANY DETAILS
SPECIFIED $Y A PROJECT ENGINEER OR ARCHITECT ON A PARTICULAR PROJECT, NOR
HAVE THEY; BEEN ANALYZED FOR SEISMIC AND WIND FORCES ACTING ON THE CONNEC-
TIONS FROM THE RESPONSE OF THE STRUCTURE TO SUCH LOADS. IT --IS RECOMMENDED
THAT THE. -APPROVAL OF THE PROJECT ENGINEER OR ARCHITECT BE' OBTAINED BEFORE
USING TKES'E.. DETAILS. BEARING REQUIREMENTS < SHOWN, :ON SPECIFIC .TRUSS' •DESIGNS
,.MUST;BE SATISFIED, -INCLUDING:,CONNECTIQNS FOR UPLIFT �REACTIONS
.
TRUSS CONNECTION TO EXTERIOR -BARING WALLS
TRUSSES @ 24" O -C. (TYP.)
A ! -
BLOCK ` BLOCK co) BLOCK --
® I •STUDS @
A I --r. 16 - O.C.
(TYP.)
.BLOCK "JC"HO'RD
TOPPLATES
TRUSS
SECT. A -A (Ty -p, )
_a_L
PROCEDURE
L
1 'BOE -NAIL BLOCK TO TRUSS WITH 1=16d COMMON NAIL_
2 PLACE NEXT TRUSS AGAINST BLOCK AND TOE -NAIL. TRUSS
TO TOP PLATE WITH 2-16d COMMON NAILS.
3 kND NAIL THROUGH TRUSS INTO BLOCK WITH 1-16d COMMON NAIL_
4 $LACE NEXT BLOCK AGAINST TRUSS AND REPEAT STEPS 1 THROUGH G_
S $LOCKS MAY BE ATTACHED TO TOP PLATE WITH SIMPSON A35F (OR EQUI.V_)
]FRAMING ANCHORS: SEE MANUFACTURER'S.,CATALOG, FOR- DETAILS AND
$PECIFICATIONS.
TRUSS•CONN9CTION TO`INTERIOR BEARING WALLS
' X' BRACING
B.C. OF TRUSS OR
RL
END VERTICAL .RUN
THROUGH .TO -BEARING_
+
1 WArLL MUST BE AT HEIGHT SPECIFIED ON THE DESIGN DRAWING OR
MUST $E SHIMaD TO THE.CORR.ECT HEIGHT.
USE 1-16d �,ONMON NAILS TOE -NAILED INTO THE TOP PLATE
THROUGH EACH TRUSS..
DIAGONAL 'X' BRACING IS. REQUIRED AT ENDS OF THE BUILDING
(OR W*LL) AND AT A MAX. OF•16'_ INTERVALS ALONG WALL.
'X' BRACI,Nq IS MIN. 2x3 MATERIAL WITH 2-8-d NAILS EACH END.
BLOCKING S:EMILAR .TO EXTERIOR WAI,.L DETAII; - IS RECO2' 'ENDED .
TRUSS CONN$CTION TO NOWT -BEARING PARTITION STALLS
WALL -PERPENDICULAR-- TO TRUSS
BOT ?CHORD
B 2X
TOP PLATE
SECT, B
1-16d CQMMON NAIL OR
SIMPSON;STC.(OR EQUIV_) TRUSS CLIP
FILE NO. CI' -1
DATE: 9/1Q/92
REF.. DES. BY: L. M. CK. 8Y:
or
WALL PARALLEL TO -TRUSS.
2X4 BLOCKING
mpa-LBOT CH
2X' SECT_ C
C " TOY PLATE
7
1-16d COMMOK NAIL OR
X24" O.C. SIMPSON-STC (OR EQUIV.
(TYP.1 TRUSS CLIP
F�1aWm SYSMALS
MaWm SUMALS
�rrA
4445 MORNPARK AVE, SU" 200
COLORADO SPRiNGS., CO 80907
(WO)32Z-40" PAX -(719)596-8463
COe984S1"A
1110/01 Users of Truswal ertgkwwing: ,
i.
The TrusPlusTm engineering sof wWo will correctly design the location
requr� for pefmarwt continwous bare! bracjng (CLS) on meters for
wtudh it is rewired to r WcWinq length. Sealed engineering drawings
from Tru*wal wi4l show the required num1w and approximate locations of braces
for jach nwmber needing lfacing. In general, this bracing is done by using
Trus Symms Brace4t"K or a 9 x or 2c member (attached to the trap or bottom
of the rfamkw) running perpendicular to the trusses and adequately
do*", connec$ed and braced to the builhng per the building designer (See
AN P1 cwffwA vemon). The fall~ng are other opWm (when CLS bracing is
not � or desirakile) that will also satisfy bracing needs for individual
acus (ael w6ding eYstem bracing):
1.- A 1 x or lac structurally graded "T brace may be nailed flat to the edge
of tho member with 10d common or box nails at 80 o.c. if only one
brace is required, or may be muted to both edges of the member if two
rbnmm are required. The "T" brace muni extend a minimum of 900% of
E dw ms's length
E 2- A scab (add-on) of the same size and structural grade as the member
s may be nailed to one face of #ae member w0h 10d c,_nr.,rcn or box
r^ a! 8" o. c. if only am brace is required, :or may be nailed to both
faoes of the member if two bracesare required.. A minimum of 2x6
N sibs are rewired for any rte exceeding 14'-0" in length.
i Scabs? must oxtend a minimum o(90% of the niembws kwvth.
3. -Arty member requiring mare #w bw bravos must , use. perpendicular
I
brace or a combination of . scabs and "r braces, or any other
approved method, as specified and approved by the building designer.
i
1.
90°16 L - 90% L
Plewa contact a Truswal engineer if there are any questio
I
TRUS4-AL AYSTEAAS
4445 SAME MVE,..SUiTE 200
COLORADO 6PftIN", CO SOW7
f8W) 3?Z-4@45 FAWN. IV) WO-GA€3
&WOO
To whr it may concern:
{
It is pcfff►WwWAe to repair a False Frau` joint with the procedure outlined be4ow,
p(ovidod the# #w k4fawiN merits are true:
Calling Wading is 10 PSF or less.
b
�• Trust, are spaced 240 o.c. or tens_
I+ Fats* Frarfe ups are spaced 6'-0" o.c. or less -
No addMonal point tom or uniform loads are present on the false
fram UvA would cue the kk-4s to exceed 10 PSF .for any reason.
�• The joirs(s) to repair does not have a support bearing directly
undue ffw joint.
t• There is no damage to the lumber at the joint, such as excessive
splits, -cracks, etc.
a
The j€ " fio tigl>tly (within all TPI tolerances).
io All tuibw in ft false frame is 2x4 or W.
Repair( as falls: -
1. Cu} a -1/" CDX APIA Group 1 plywood (or equivalent O.S.B.) gusset, 4" wide
by W long, or urger.
2. Apply gusset to t#w face of the truss at each joint with a missing plate. if one
fad of truss has m1"W ' pWe, then gusset is required on only that face. If
boti faces of the joint are unplated, then the gusset is required on each face.
3. Usk (3) $d na" into each mom. bee(, from each face (see detaiI below).
i
False frame refers only �.;..
Tolnun-,mal rbersdesign ;
(Vis)•
r
j "
A
LATERAL LOADS IN LINE WITH THE
CHORDS HAVE NOT BEEN CONSIDERED.
THESE LOADS AND THEIR REQUIRED
CONNECTIONS ARE THE RESPONSIBILITY
OF THE BUILDING DESIGNER,
12
ANY PITCH
NtkXD UM WIND SPEED IS 85 MPH.
REFER TO THE APPR(WRIATE
TRUSWAL DESIGNS FOR THE
REQUIRED WEIt CONFIGURATION
FOR BOTH THE CAP TRUSS AND
THE SUPPORTING 80TTOM TRUSS,
1
Z -16d NAILS TOENA(LED
Zx4 BRACE
SECTION ;
BOTTOM TRUSS
CAP TRUSS
Z -10d NAILS
COON SPACING OAM
WARNING Aeed an notes on lhta shut and give a copy o1 It to the Erecllftg Contractor.
TY dodpn k W an k>rlviddsi bWdof oonrpateft h has wan booed an apaciaeadora provWe.d by the component manoladwa and done In
an -accordance eqh IM turraM versions d TPI and AFM "Alla, standards. No nsoord bUW is assumed for dImersfonrtl 4murs" Okrten e"
low ..nnitb9 uta comportant msnutaclYrar aftdra euk6n9 dngner Frlor w ttldauldn. The buW" doxillner:has neartain Ihal the loado
ull9aaA an Wt desdgn meet or outo d Me loading imposed ay the IWO WWI" Bade. U is Assumed UN the too chord Is tarally,bnced oy Ina
rod a hoar tMslhlng end the batksnt ehoW Is ttotaey Marta by a "Id sheat" malarial dutettr attaated. un ass om"u. rated &sang
Shawn N f"WO support of camponentf members a* to reduoe buekWq length. This comoonent ship nal be placed n Ary WnlraruneM that
N,` /riA► we CON!" M mofslUM aonM d tU141 WOW ..Deed 19% Anda aouce connate 941. corrosion. Pawle4le, handle, intlaa and kaa thus truss M
CAP CONNECTION DETAIL . � ((WWAL Syst"C011pan U.M. actorOanaWidi the bob" tlandarN: 'TRUSCOM MA IIIAL' by Pu Wal, 'OVAUTY CONTpm S"OANO FOR McTAI RAM CONNECT;O
'Nt)OD ThU9t W - IOST'-ft, UW04.11,10 INSTALUN0 ANO OMOMO MRAs HAI! c"WCTttD WOOD TRUSSBT • MG -91) And '14111-91
SUMMW MiRr br fill. TM flips Plate tn%RWA (rf It It located at 3W O'Onoelo Oahe, Madsen, W 4aondm SST 19 04 AmWiM Fargo And
CO PAW AaedYkA (AAMC Is facaleel d IM Connealcut Ave. MY, SM MO, Washington, OC 2WX
�W -I
Zm4 CONTINUOUS LATrtRAI,
cc � 1
BRACING APPLIED AT 24'o.c
CHORD/WEr SIZE ARE�i
P9% THE APPROPRIATE
ATTACH EACH 011AC8 TO THtI
TRUSWAL
BOTTOM TRUSS 1MTN 2-10d
DESIGN,
INTERSECTION.NAILS At EACH
TOE -NAIL THE CAP TRUSS TO -
THE BRACE WITH 1-1 Sd NAIL
FROM EACH $IN At EACH
INTERSECTIOR.
-C Clot Pew- oes'=cN�
�P
COON SPACING OAM
WARNING Aeed an notes on lhta shut and give a copy o1 It to the Erecllftg Contractor.
TY dodpn k W an k>rlviddsi bWdof oonrpateft h has wan booed an apaciaeadora provWe.d by the component manoladwa and done In
an -accordance eqh IM turraM versions d TPI and AFM "Alla, standards. No nsoord bUW is assumed for dImersfonrtl 4murs" Okrten e"
low ..nnitb9 uta comportant msnutaclYrar aftdra euk6n9 dngner Frlor w ttldauldn. The buW" doxillner:has neartain Ihal the loado
ull9aaA an Wt desdgn meet or outo d Me loading imposed ay the IWO WWI" Bade. U is Assumed UN the too chord Is tarally,bnced oy Ina
rod a hoar tMslhlng end the batksnt ehoW Is ttotaey Marta by a "Id sheat" malarial dutettr attaated. un ass om"u. rated &sang
Shawn N f"WO support of camponentf members a* to reduoe buekWq length. This comoonent ship nal be placed n Ary WnlraruneM that
N,` /riA► we CON!" M mofslUM aonM d tU141 WOW ..Deed 19% Anda aouce connate 941. corrosion. Pawle4le, handle, intlaa and kaa thus truss M
CAP CONNECTION DETAIL . � ((WWAL Syst"C011pan U.M. actorOanaWidi the bob" tlandarN: 'TRUSCOM MA IIIAL' by Pu Wal, 'OVAUTY CONTpm S"OANO FOR McTAI RAM CONNECT;O
'Nt)OD ThU9t W - IOST'-ft, UW04.11,10 INSTALUN0 ANO OMOMO MRAs HAI! c"WCTttD WOOD TRUSSBT • MG -91) And '14111-91
SUMMW MiRr br fill. TM flips Plate tn%RWA (rf It It located at 3W O'Onoelo Oahe, Madsen, W 4aondm SST 19 04 AmWiM Fargo And
CO PAW AaedYkA (AAMC Is facaleel d IM Connealcut Ave. MY, SM MO, Washington, OC 2WX
w� r
(2) 16d TOENAIL
t.
. CONT. 2X4
>•' 4050 SUPPORT TRUSS
72" O.C. TYP,
1630
P32so
1630
r
s:
ri
1630 1630
24"
pBI2� f7GN.
�.► RE00-RES 2X4 BRACE WHEN
VERTICAL EXCEEDS 5'-0" 2
BRACES AT 10'-0" ETC.
1630
T
PIGGYBACK DETAIL
PIGGYBACK
3 1f2"X8"X1 j2" PLYW00 GUSSET
AT EACH ENO OF TRUSS (AND
6'-0" D.C. FOR SPANS 36' AND
LARGER) ATTACH WITH (4) 1.5"
LONG 8d NAILS. USE 2X4 AS AN
ALTERNATE WITH (4) 16A EACH ENO.
3245
163Q SP 3260 1.5X3 Cry
C3 -S) 0 GA
2X4
2X4 CONTINUOUS SUPPORT BRACING, tiQ
ATTACH TO THE TOP SIDE OF TCP CHORD OF
TRUSS SUPPORTING PIGGYBACKS WITH (2) 10d v > b•�' 1
NAILS. �pI34
T��Q-�'K-1(t—
.
SHOULDER DETAIL
�,� 1 P 8