07-2883 (AR) Truss CalcsF77.
CITY OF LA QUINTA
BUILDING &SAFETY DEPT.
_ APPROVED== --
FOR CONSTRUCTION . .
11
REVIEWED BY CONSULTANT
FOR CODE COMPLIANCE
THESE PLANS AND SUPPORTING DOCUMENTATION HAVE
BEEN REVIEWED AND FOUND TO SHOW COMPLULNCEWITH
THE CALIFORNIA BUILDING CODE AS ADOPTED BY THIS
JURISDICTION. ISSUANCE OF A BUILDING PERMIT BASED
UPON THESE PLANS IS RECOMMENDED SUBJECT TO
APPROVAL BY OTHER APPLICABLE AGENCIES AND ANY
CON ONS NOTED IN WE ENCLOSED LETTER.
By OE GROU LATE
STRUCTURAL CKUY
Report Number:
NATIONAL INSPECTION ASSOCIATIONANC. =� .
Quality Systems Management, Inc. �
National Testing, .Inc. Oris-ination Date: 07-200
Accredited Quality Assurance / Control Agency XAS AA -583
Metal Plate Connected Wood Truss
Non Listed Fabricator's Audit
11
Reves:on No. t
AF #I.
Audit Date/Arrive/Depart: U 19 — cY�
Fabricator's Name: y2C�5 ze�o2�S Location: 7AP,Q1-ns CA
. � I
Does the Fabricator have a current Agreement with Vie Agency for Audit?........... ........................ Yes _� No
Is the Quality ,System Manual, "QSM" up to date per AC -10 & AC -98? ................. :...................... Yes _,� No _
Has the QSM been reviewed within a twelve month period?....................................................... Yes f/ .No
Are materials used in'Production~per National Standards & Engineers Specifications? .............. Yes _ No
Is an acceptable In -House Quality Control System according to National Standards in place?.. Yes i No
Are In -House Quality Control Inspections being conducted per_National* Standards? ............ :.... Yes No
Is Final Inspection of the Trusses,completed prior to Labeling & Shipment? ............... :.................. Yes No
Is there a System in place to deal with Non -Conforming Materials? ............................................ Yes No
Are written Q.C. Inspection Reports and Agency Audits kept for at least two years? ...:.............. Yes No
Have any Corrective Action Requests, "CAR", been issued during this Audit? ..............:............. Yes No L__
Product Check
CATEGORY CONFORMING NON -CONFORM. —REMARKS''
Lumber Grade
Joint Accuracy is within 1/8"
Plate Placement ANSI / TPI 2002
Plate Size ICC ES
Plate to Wood Tolerance is. within 1/32"
Label Legibility - Labels on Site - Stamps Labels f
i
CATEGORY YES
NO
REMARKS
Changes In'Supervisory Personnel, Production Process
Per AC -98
Any Test Performed or Witnessed,
.,
Per AC -98 i
Is There Product Tractability v
Per AC -98
Any "CAR" Reports From Last Audit
1/
Per AC -98
Any Shut Downs or Disruptions In Production
Per AC -98
Any Samples Taken
Per Ac -98
Any Test / Measuring Equipment That Requires Calibration
f i
Per AC -981
Does the Final Product meet UBC / IBC and National Standards?�
Required Signatures -
Fabricator Q.C. Supervisor Auditor for National I spe6bon Association
P.O. Box 3426 E -Mail: N1A�illette@vch.conz
Gillette, Wyoming 82 71 7-3 42 6 Cellular Phorze: (307) 689-5977
Page One of nV0
_. ._... _... _ .... ....
(307) 685-6331 Oce
(307) 6856331 Fax
.f T Syr S •mr- Q\.��" V\\,v— SYr— 0G•- SGv-
: q! N\ (6 pQ �0 VS ,_ F P c
Q N�R�p�P�p�G,\NOS�.�O�N��OPS"o,0- O
.. �` , • P� CP
N5 \V P\NQ Pp\N SAES
ES %
ID
♦ Sw .. s . a
SrA F V
FRAMER -,IS _TO _VE�RIFY.'BE`FORE -PRODUCTIO
o� y _. y
• Phone (76_0) 341-2232FLASK A-DD=T=ON' - - n SALES, REP: HOUSE .. .WO#: •PD03956. y -
Fax # (760) 341-2293 . K, _ DUE -DATE: 12/19/2007 SCALE: 3/16", - 1'•
D E GENERAL •` i • DSGNR/CHKR: R R ✓ R R Date: 12/21/2007 8:44
T R U S S W O R K S " m TC ,Live 20.00 psf DurFae-Lbr . .1.25 ,
•� Td'Dead;" 14.00 psf, Du'rFac=Plt,: 1.25
A Company You Can Truss!. BC Live = 0.00 psf { O.C_' Spacing: 2
75-110 St- Charles pl. Ste -IIA •M BC Dead 10. 0.0 psf Design Spec: CBC -01
Palm -Desert, CA- 92211 #Tr/#Cfg: 6 / 2
Total 44'.00 psf M
Job Name: FLASK ADDITION Truss ID: A01 Qty: 1'
Drw :
RG X -LOC REACT SIZE REQ'D
TC 2x4 SPF 1650F-1. 5E Plating spec : ANSI/TPI - 1995
UPLIFT REACTIONS)
1 0- 1-12 1100 3.50^ 1.58^
BC 2x4 •SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF -
Support 1 -235 lb
2 20-10- 4 1100 3.50^-1.58°
WEB 2x4 HF STUD MULTIPLE LOAD CASES?
Support 2-235'lb
RG REQUIREMENTS shoran are based ONLY GBL BLK 2x4 HF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607.
This truss is designed using
the
n the truss material at each bearing Gable verticals are 2x 4 web material spaced Loaded_ for 10 PSF non -concurrent BCLL.
CBC -01 Code. -
at 16.0 " o:c. unless'noted otherwise.
Bldg Enclosed = Yes, Importance Factor = 1.00
.Tc , FORCE AXL BND CSI
Top chord supports 24.0 " of uniform load
-Truss Location = End Zone
1-2 -1784 0.02 0.27 0.29
at 20 psf live load and 14 psf dead load.
Hurricane/Ocean Line = No Exp Category C
2-3 -1317 0.01.0.27 0.29
Additional design considerations,may he
Bldg Length =, 40.00 ft,
Bldg Width 20.00 ft
3-4 -1317 '0.01 0.27 0.29
required if sheathing is attached. -
Mean roof height,= 17.33
£t, mph - 80 -••
4-5 .-1784 0.02 0.27 0.29
[+] indicates the requirement for lateral a
CBC Special Occupancy, Dead
Load = 12.6 psf
bracing (designed by others) perpendicular
BC -FORCE' AXL HND CSI
to th6 plane of the member at 63 -intervals.
-
6-7 1606 0.18 0.46 0.63
Bracing is a'result of wind load applied
7-8 1606 0.18 0.46 0.63
to member.(Combination•axial plus bending).
This truss requires adequate sheathing, as
,
WEB FORCE CSI WEB FORCE csi
designed by others, applied'to the truss
2-7 -495 0.31. '4-7 -495 0.31
' face providing lateral support for webs in
3-7 626 0.22
the truss plane and creating shear wall
.action to resist diaphragm loads.
-
-
-
MAX DEFLECTION (span)
9
' - -
L/999 MEM 6-7 (LIVE) LC 1 ,
L=.-0.05" x D= -0.21" T= -0.27'
Joint Locations =----
1 0- 0- 0 5 21- 0- 0
5-6-15 4-114-11 1 4-11-1 • 5-6-15
2 5- 6-15 6 0-, 0- 0'
.3
10- 6- 0 7 10- 6- 0
5-6-15 10-6-0 15-5-1 21-0-0
4 15- 5- 1 8. 21- 0- 0
10-6-0 ) 10-6-0 _
11
* 2 3 4 5
4.64 -4� .
1
a
r.
4-7-15
4
2
559:.
3-4
3-4
, SHIP
=0-4-1
=0-4-1
6-6
PgCHITE�T
B, B2 .
W:308 W:308
Gj 5 0
R:1100 - R:1100
U:-235
C
U:-235 ,
� G1�
4
21 0 0 _ „8
6 7
•
10-6 10-"
P
G
10-s o 21-0-0
STATE OF
•
TYPICAL PLATE: 1.5-3
2/21/2007
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: 3/16" = 1'
WARNING Read all notes on this sheet and give a copy of it to.the Erecting Contractor.
Hip Drop:w
WO: PD03956
®
'builAing
'
Defl'Ratio (Gen'I/TC Only): 240/240
This design Is for an Individual component not truss system. h has been based on specifications provided by the component manufacturer
Chk: g R
Grid Snow: 0'00
- _ -
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions
- -
Dsgnr R R.
Design Snow: 0.00 `
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
:
T R U S S WO 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_
TC Live • 20. 00 psf
DurFacs L=1.25 P=1.25
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
`
p y
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 1
Rep Mbr Bnd 1.15
75-110 St. Charles pl. ste41 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- 07 0
Palm Desert, CA. 92211.
and brace this truss In'accordance with the following standards: and Cutting Detail Reports' available as output from Trusvral software,
'ANSVTPI Responsibilities, 'BUILDING SAFETY INFORMATION'
BC Dead 10.00 psf
Design Spec CBC -01
Phone (760) 341-2232
1','WTCA 1' • Wood Truss Council of America Standard Design COMPONENT -
(SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison,
Fax # (760) 341-2293
Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036.
TOTAL 44.00 "psf
Segn T6.5.52 - 0
.71,
Job Name:,FL"ASK• ADDITION Truss ID: A02 Qty: 5. Drw :
RG X -LOC REACT SIZE REQ'D TC 2x4 SPP .1650F -1.5E -Plating Spec ANSI/TPI - 1995 UPLIFT REACTION(S)
1 0- 1-12 1100 3.50• 1.58^ BC .2x4 .•SPP 1650P-1. SE THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -235 lb
2 20-10- 4 1100 3.50^ 1. .
WEB 2x4 -HF. STUD "MULTIPLE LOAD CASES. , Support 2 -235 lb ,
RG REQUIREMENTS shown are based ONLY Loaded for 10 PSF .non -concurrent BOLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss.is designed using the
n the truss material at each bearing - CBC -01 Code.
Bldg Enclosed = Yes, Importance Factor 1.00
TC ° FORCE AXL BND CSI r
' Truss Location = End Zone
1-2 -1784 0.02 0.27 6.29 - Hurricane/Ocean Line = No , Exp Category = C
2-3 -1317 '6.01 0.27 0.29 r Bldg Length =-40.00••ft,- Bldg Width = 20:00 ft
3-4 -1317. 0.01 0.27 0.29 " . - - Mean roof height = 17.33-ft,`mph '80
4-5 ,.-1784 0.02 0.27,0.29 CBC Special Occupancy, Dead"L"oad = 12.6 psf'
BC FORCE AXL `END* CSI -
6 -7 1606 0.18 0.46 0.63
7-8 .1606 0.18 0.46.0.63
WEB FORCE CSI WEB FORCE CSI -
2-7• -495 0.31 - '4-7 -495 0.31
3=7 626 0.22, • r r "
r MAX DEFLECTION (span)
a �« • ' t `r - - - L/99.9 MEM 6-7 (LIVE) LC 1
L= -0.05" D=.=0.21". T= -0.27
' «, , ..... - 5 , s - -----•Joint Locations -----
- a~ 1 0- 0- 0 5 21- 0- 0
'. ,5-6-6-1-�4-11-1 4-11-1 6-15 2 5- 6-15 6 0- 0- 0
3 10- 6- 0' 7 10- 6- 0
5 6-15 r 10-6-0 15-5-1 , 21-0-0 _ 4 15- 5- 1' 8 21- 0- 0
• 10-6-0 i 10-6-0
1., 2 3 4 5
4.94 -4.944
4-4
• � I - y - .1.5-3 • � 1.5-3 - � ` -
4-7-15 •4 2
r 'SHIP
3-4 3-4
=0-4_1 =0�_1 Q�p pRCNITF��,
_ 6-6
C7 !'
.
B2
7 W:r W:308
i '• R:110 R:1100 ' Ci1g9
'1.1:-235 U:-235 tl NQ• L1009
2�-Q • _ 2~� • ' r 1 1
• 21
^ 6% 10-67 10-s�$ s'TgjF CF GP
S r, 10-6-0 21-0-0
- 12121/2007
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: 3116" ='l ;
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Hip Drop`-.-_ WO:•PDO3956
Y This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: R R Defl Ratio (Gen'I/TC Only): 2401240
and done In accordance with the current versions of TPI and AFPA design standards.- No responsibility Is assumed for dimensional accuracy. Dimensions° Grid Snow: 0.00 "
TRUSSWORKS are to be verified by the component manufacturer andlor building designer prior to fabrication. The building designer must ascertain that the loads Degnr: R R' Design Snow: 0.00,
utilized on this design meet or exceed the loading Imposed by the local building code and !he ,panlcular application. The design assumes that the top chord TC Live 20.00 psf- DurFacS L=1.25 P=1.25
A Com an 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
p y 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 environment that will muse the moisture content of the wood to exceed 19% and/or "use connector plate corrosion. Fabricate, handle, install 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: 'Joint and Cutting Detail Reports' available as output from Truswal software, y
Desert, 'ANSU'W
TPI 1',TCA 1' - Wood Truss Council of America Standard Design Responsibllkies,'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 10.00 psf Design Spec CBC -01
Phone (760) 341-2232 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss, Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison,
Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. r- TOTAL • 44.00 psf Segn T6.5.52 - 0
I
NATIONAL INSPECTION ASSOCIATION, INC: ."
W— i Quality Systems Management, Inc. 1+
S National Testing, Inc. Origination Date: 07-200
Revision No. i
AF #1
Report Number: 104 7 j
FINDINGS:
Number of "Correction Action Requests" Issued: 7 /ons
It was found that:
Last AC 10 Manual Review conducted by N.I.A., Inc.: 3 --a -7 --0 �2-
It was found that:
There ( Was / a No )changes to the ICC AC 10 Acceptance Criteria from which your
Quality Assurance / Control Manual was written.
If there are changes to the AC 10 Criteria, show changes in "Comments".
It was found that:
This Metal Plate Connected Wood Truss Fabrication Facility as / Does Not Have )
proper equipment for the proper shipping and delivery of trusses.
Product Review:
Roof Trusses: /Z R -? l 2
Floor Trusses: J,30
Trusses that were Reviewed, ( Meet OWational
Do Not Meet ) the Requirements of the U.B.C. Code,
the I.B.C. Code, the I.R.C. Code, the ANStandards and the Engineer's Specifications.
Comments:
udhor for National inspection Association / Quality Systems Management
l
P.O. Box 3426 E-Mail.--NIA-gilleLte@vcn.com (307) 685-6331 Office
Gillette, Wyoming 82717-3426 Cellular Phone: (307) 689-5977 (307) 68S-633:1 Fax
Wage 7)vo of Two -
TRUSWAL SYSTEMS
4445 NO 7HPARK-DRIVE, SUITE 200
COLORADO
OFZAD.0 SPRINGS, CO 80907
(800) 322-4b4.5 FAX. -(719) 598-8463
Coe. -I 003160A
1/10/01 Use.Fs of Truswal engineering:
The TrusPlUST . M . engineering ring software- will. correctly design the location
requirements for permanent continuous lateral bracing-(CLB) on memoers for
which it is required to reduce buckling length.' 'Sealed engineering --?-7awings
from Truswal will show the required number and approximate locations c` braces
for each member needing bracing. In general, this --bracing."is done cry using
Truswal Systems Brace-RTM
or a ix or 2x member (attached to the top or- bottom,
edge of the member) running perpendicular ',to the trusses and. . adequately
designed, 'connected and braced to the building per the . building designer (See
ANSI/TPI current version):, The following are other options (when CL .. Bbracing is
not possible or desirable) that will also satisfy bracing needs for 'i�diviclual
members (rfot building system bracing):
1.* A 1x or 2x structurafly graded "T'.' brace may be nailed flat tot.he edge
of the member with 10d common or box nails 8"o.c. if I only. one
bFace is required, or may be nailed to both edges of
the memt-.er if two
braces are required. The "T" brace must extend a minimum c-90% of
the. member's length.
2. 'A scab .(add-on) of the same size and structural grade as the-:nriember
may be nailed to one face of the member, with 10d -common; or box
nails at 8" o.c. iflonly one brace is required, or may be nailed to both
faces of the member if two braces are required. A mInim'u-:,--,- of 2x6
scabs are required for any, 'member exceeding 14'-0". 1 In length,
Scabs) Must, extend a minimum of 90%.of the members length.
A
3. Any member requiring more than two. braces must
st use perpendicular endicular
bracing or a combination. of scabs and. "T" braces, or any other
approved method, as specified and approved by'the,building cesigner.
EXAMPLES.
F" BRACE S
90% L
L
Please contact a'Tom:
I engineec. if-therelare any quest
ions.
0
V
t
2.
G A
a
IRUSWAL
TRU,SWAL SYSTEMS CORPORATION
4445 NORTHPARK DRIVE. SUITE: 200
'COLORADO SPRINGS; COLORADO 8090'7
(800)322.4045 (719)598.5660
r FAX (7.19) 598.8463
DEVILS F0R C01,y V '
TI "'NALLY
F FRA M E® 1/ALLEY SETS
Nola-e:-
Tne maximum To!nl,Top Chord Load = 48 PSF )
TRUSSES @ 24" O.C. M+nimum Top Chord Dead Load= 7 PSS
y Th'a dersign for lateral loads and their _-onneclions is
GIRDER DESIGNED TO SUPPORT the rciponz'bility of the Building Dosig:.er, The details
}{� "TIE-IN" TRUSSES provided address gravity and wind up;i.,,ioeds only per the UBC,
\ The mnxiinum wind spoed is lis MPH, 25 fl Mann Roof
B Height (max.). Exp. C.
�D 16d box nails are typical throughout, ozcepf as noted (in details ).
The Center Ridge Rafler ( CZR ) is 2'x 5 stud. Attach this to
the 1
C x 8 with 4-16dlch
oe nails ( 2 from each (ace ), Ana. the
opposi)e and to th.e, truss the same.
PLAN VIEW A ELEVATION VIEW ' The Valley Ratters, purlins, and blockinc '1`1218621are 2 x"4 slue.
The blocking must be spaced 24- O.C. tad be adequaloly braced
in lhe`Ialeml direction al 6-OLO O.C. Atl2ch this blocking Io the
Valley Rafter with-3-tod. Attach this blocuing to the purlin with 2-16d.
+ '
' The,trvasaz below the valley ara space 24' O,C
'The purtinc•are full length under the van n• sol and must be ins:allod at
^
- - 2<- O.C. They are to be attached Io each o�erlapping truss top chord
_
Dc TAIL A with 2-16d nails.' If ;hey are.nol one continuous length, add a 12' long
' � f -
CEN'ER RIDGE nailer to the face of the truss lop chord ml.h e --15d _nd one purlin seclioc.
P,AFT-� DE TAIL S on the•Iru" and begin the additional se_6on on the nailer.'•
c , „
_VALLEY RAFTER A t z 8 perimeter runne)'
• - must be attache._ through the sheathing and into
VALLEY ,RAF T cR I P `I each trues below with :r6d boz nails. Th.s t z 8 lollovrs the outsrda PtO10
I of the vQiley- -
I, YP 1
I, The Volley Rafters
are spaced 24' O.C. 'Hach them to the CRR wi h
1 5 2-16d toe no'Is �qt[a-h t o opposite end !
�lA �.ttr r(•,% 0 the I x 8 with 3-81 tog Haile.
TOE4NIILS
2 X 4 BLOCK ^� T
R�7y' WITH J = 16d:i��Lr� �(j•G�R��� �g
(T 2 X <.BLOCK WIT: -f
< - 1& - U� <c",
PLAN V;_W �j� \ .�\a jam\ J < '(
�� ` L~ �, n.�.�,(• � � eta• . �,ao �.!
DETAII C _
2 X < Dc ,ILD '
PURLIN - • 1 �- - .
2 X a j VALLEY `
BLOCK
WITH 2 . 16d 2-16c TO_ r.
NAILS
TRUSS TOP y Jp s l `
•CHORD I 7/16- O �n
SHEATHING ([�
ELEVATION VIEW
EL= TION 1=W
Oplonalvent 3-4 GENERAL GABLE DETAILS FOR WIND LOAD BRAC;IN:G, DWG# 0002065035
opening per
design drawing. Max. 12' eave
unless noted on
0 drawing.
3.4 3-4 —i Pitch raar esgn S/,�
�Solid block between trusses for a O file End Truss
cc 6, O nailing of diagonal brace,
d : e'o f Ti � attached to sheathing and
t%, '� eC truss each end, typ.
n�
r �� Interval as +
sA&ad on the
approved engnineenng
�x drrawing or standard
7 I(yt v Typikal 2x_ strongback
deta4 or chart. (whaler) brace along back Truss spacings Per designs.
�' • ''may face of gable, braced with t24' max.)
2-6 +or=45degree diagonal
_ 2x_ (typ.) braced to roof
Conntruclorplates shown are for example only. See actual truss design formquirsd plate saes and odentation. sheathing as shown.
Structural gable trusses will generally have diagonal and vertical members other that those shown above.
Adequate staples or toe-nails maybe used, and should be used to avoid any overlap with primary structural e WALU'BEARING SUPPORT
ates. Gable truss is continuous bearingexcept asmaybe noted onindMdualde'ndrawings. + Indicates stud members that require bracingl
END (FACE) VIEW—]SIDE VIEW
REGULAR GABLE END TRUSS REQUIREMENTS ADDITIONAL STRUCTURAL GABLE TRUSS REQUIREMENTS
FLL
GABLE BRACING DESIGN ANDCONNECTION REQUIREMENTS ARE THE 7) ALL ITEMS 1-6 LISTED UNDER "REGULAR GABLE END TRUSS REQUIREMENTS"
NSIBILITY OF THE BUILDING DESIGNER, PER THE LATEST VERSION OF ANSI/TPI APPLY TO STRUCTURAL GABLES ALSO, PLUS THOSE LISTED BELOW.
NCED BY THE MODEL BUILDING CODES. 8) WEIGHTS OF ANY MATERIALS LISTED IN #5 MUST BE ACCOUNTED FOR, EITHER IN
WAL SYSTEMS APPROVEDENGINEERING DESIGN DRAWINGS WILL INDICATE ANY STANDARD DEAD LOAD PSF LOADING, OR BY ADDITIONAL LOADS. ADDITIONAL LOAD
OR WIND BRACING, AND THE REQUIRED BRACE INTERVAL LENGTH AS DESCRIBED ARE INDICATED BY "LOAD CASE #1" CHART ON THE DESIGN DRAWING.
ABOVE. THE BRACE INTERVAL ON THE DRAWING IS BASED ON THE LOADING AND WIND 9) STRUCTURAL WEBS AND CHORDS MUST BE BRACED IF INDICATED, AND THIS
SPEED INDICATED ON THAT DRAWING ONLY, AND THAT BRACING IS REQUIRED TO BRACING IS SEPERATE FROM THE GABLE BRACING INTERVAL. SEE REFERENCED
PREVENT THE GABLE STUDS FROM BUCKLING DUE TO WIND PRESSURE ACTING ON THE STANDARD DRAWING TX01087001-001.
FACE OF THE GABLE TRUSS AND AXIAL STRESSES CAUSED BY THE INDICATED APPLIED 10) TRUSS MAY OR MAY NOT BE CONTINUOUS BEARING, AND IS APPROVED FOR THE
VERTICAL LOADS. LOADS ACCOUNT FOR 12" EAVE MAX. UNLESS NOTED OTHERWISE. CONDITION(S) INDICATED ON THE INDIVIDUAL DESIGN DRAWING ONLY.
3) IF THE GABLE TRUSS IS INTERIOR TO THE STRUCTURE AND THEREFORE IS NOT
EXPOSED TO WIND LOAD APPLIED TO THE FACE OF THE TRUSS, THE BRACE SPACING 2X NOTCHES CUT INTO TOP CHORDS
INTERVAL MAY BE THE UD LIMIT OF 50 FOR COMPRESSION MEMBERS AND USE 80% OF THE NOTCHING FOR OUTLOOKERS IS ALLOWED ON REGULAR GABLE END TRUSSES AND
LENGTH (i.e. FOR 2X LUMBER, THE MAX. BRACE INTERVAL MAY BE 7'-9"). ON STRUCTURAL GABLE END TRUSSES IF NOTED ON APPROVED INDIVIDUAL DESIGNS.
4) IT IS ASSUMED THAT THE GABLE TRUSS RESTS ON A CONTINUOUS BEARING WALL
EXCEPT AS MAY BE NOTED ON THE INDIVIDUAL APPROVED TRUSS DESIGN.
5) SHEATHING OF PLYWOOD, OSB, WOOD BOARD SIDING, HARDBOARD SIDING,
SHEETROCK, STUCCO, WAFERBOARD OR OTHER MATERIAL MAY BE PLACED ON ONE OR
BOTH FACES OF A REGULAR (NON-STRUCTURAL) GABLE END.
6),LATERAL LOADS IN LINE WITH THE CHORDS (SHEAR / DRAG LOADS) HAVE NOT BEEN
CONSIDERED UNLESS INDICATED ON THE DRAWINGS, AND ARE THE RESPONSIBILITY OF
THE BUILDING DESIGNER TO TRANSFER THROUGH RESISTING DIAPHRAGMS.
—dwd ®®hi., THIS DETAIL IS PROVIDED AS A SUGGESTED SOLUTION TO THE APPLICATION
SHOWN ONLY. IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILAR
DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER. IT IS DATE: 3/20/2002
THE RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL
IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT REF: GB-1
APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO
RESPONSIBILITY FOR FIELD INSPECTION OR WORKMANSHIP QUALITY.
DES: L.M.
)
• - Alternate Stud Connection v.tth.Sta les, ,
I,
\f Co -Stud
NOT k:: Vent Ulocks may be omitted nnec{ion
.there no vent is required,
%J \ DESIGN FOR TYPICAL,CAULE: E:ND TRUSS
!j
D3 4, T-]4. 8 - 14gs x
Crown
1 1/4"long "
D-2.5/1 T-Jl or equal"
N '
°
L 12
v°
Var I c S _
1; > '
o
F -
i
D -)4,'T-34
Varlet-
yGAUL'li END TRUSS -
to suit vent or,outlooker / 2-16d nail
' Cutoul for 2x4 laid flat .
•• Cutout for 2x.4 laid -nit .(Spacing (Spacirig.per building laps) g per building p;I.nns)_
I • - - _ �AGEf1T
TRUSS
GARS'
2-16d nail
Truss
tIt O`' t 1 U 17�/
.. 1x1 Add-on�tC`./ (ti
with OdnSitn :t 16"o, r.• 2-lrid nails L t A ON s.
by builder) -
'OFF STUD'CUTOUTS "ON STUD"CUTOUTS
Pyle LI
J DETAILS FOR 2 x 4 OUT LOOKERS e
CABLE END BRACING6�.
j'
}` F.Ue ilo. Cable End Trust
f' Dale: 121{/78
le
dt Rcf: Ckt..Dy:JN C1c, Dy:
RECOMMENDED CONNECTION DETAILS
THESE DETAILS ARE'INTENDED TO SHOW MINIMUM REQUIRED CONNECTIONS RECOMMENDED
,BY TRUSWAL SYSTEMS. THE DETAILS DO NOT REPLACE OR SUPERSEDE ANY DETAILS
SPECIFIED BY 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 TH-E STRUCTURE TO SUCH LOADS. IT IS RECOMMENDED
TIiAT THE APPROVAL OF THE PROJECT ENGINEER OR ARCHITECT BE OBTAINED BEFORE
USING 'THESE DETAILS. BEARING REQUIREMENTS SHOWN ON SPECIFIC TRUSS DESIGNS
MUST BE SATISFIED, INCLUDING CONNECTIONS FOR UPLIFT REACTIONS.
TRUSS CONNECTION TO EXTERIOR BEARING WALLS
TRUSSES @ 24" O.C. (TYP.)
®A �'
-BLOCK �O4 C'�O
BLOCK - BLOCK BLOCK -- BOT
.4— TOP PLATES CHORD
O STUDS @
AL 16" O.C. TRUSS•
(TYP ) SECT: A -A
(TYP.)
PROCEDURE: _LLd
1 TOE -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 . END NAIL THROUGH TRUSS INTO BLOCK WITH 1-16d COMMON NAIL...
4 PLACE NEXT BLOCK AGAINST TRUSS AND REPEAT STEPS 1 THROUC..i•3.
S BLOCKS MAY BE ATTACHED TO TOP PLATE WITH SIMPSON.A35F (C -A EQUIV.)
FRAMING ANCHORS. SEE MANUFACTURER'S CATALOG FOR DETAILS AND
SPECIFICATIONS.
TRUSS CONNECTION TO INTERIOR BE WALLS
'X' BRACING .
B.C. OF TRUSS OR
END VERTICAL RUN
THROUGH TO BEARI'
WALL MUST BE AT HEIGHT SPECIFIED ON THE DESIGN DRAWING OR
MUST BE SHIMMED TO THE CORRECT HEIGHT.
USE 2-16d COMMON NAILS TOE -NAILED INTO THE TOP PLATE
THROUGH EACH TRUSS.
DIAGONAL 'X' BRACING IS.REQUIRED AT ENDS OF THE BUILDING
(OR WALL) AND AT A MAX. OF 16' INTERVALS ALONG WALL.
X' BRACING IS"MIN. 2x3 MATERIAL WITH 2-8d NAILS EACH END.
BLOCKING SIMILAR TO EXTERIOR WALL DETAIL IS RECOMMENDED.
TRUSS CONNECTION TO NON-BEARING PARTITION WALLS
WALL PERPENDICULAR TO TRUSS
BOT CHORD
PB 2
TOP PLA�T
1-16d COMMON NAIL ORo
/
SIMPSON STC -(OR EQUIV.)"7
FILE NO. CD -1
DATE: 9/10./92
REF.: DES. BY: L.M
IT
RUSWAL
WALL PARALLEL
TO TRUSS
2X4 BLOCKING
•
- _
BOT CH
2X
��•. E
SECT. C
_, •
TOP PLATE
1-16d COMMON NAIL OR
O.C.
SIMPSON STC ( OR EQUIV.)
TYP . )
TRUSS CLIP
IT
RUSWAL
section
2 --. uravity i-.naly5_L5
Y
section
2 --. uravity i-.naly5_L5
Section
3--.Lateral.�Analysis.
'
Section
4 -- Connections
PROFfs
`C y9!
..
h,
W
Z
Project ' 07_-133 _' - _ ` 4
CALIFOa
= Revision
Dated
0 1
For:
Review S®y �r.10� 0-��9►�-®D
NOV. .`t'2007
BY
SECTION'1.•--GENERAL (LOADS,. CODES, MATERIALS AND•SPECIFICATIONS)lo
A. Gravity Loads
J'.
• '
r Y
Roof Dead Load' - _ Roof .12 psf
r
` raPlywood a 2.5 psf,
'Framing 2: 5 psf
y x,
Misc 3.5 psf,
# y 4 Insul ` 2', 5 psf w
+, •Mech/Elect v 1 psf
,
s
• + Subtotal lr 2g psf
HENCE:
' Roof Dead ,Loads 24 psf
#•
• Roof Live Loads' • 20 psf -
..M
•
{' r
R
;le
B. -Soils Parameters provided by: �, • -
''
- s NotrAvai•lable r•
- . qa = 1000 psf
'Y
C. Lateral Loads --.SEISMIC
_
Se'ismic'Design Base Shear (1997; .UBC Section 1630,2,1)
Soil' Profilel!� = Sd; Seismic. 'Source = `B''
,. , ` ,•,
Zone Factor -.' 0.4 F'
Seismic. Coeff; Ca =•`0.44Na;.,Na' = 1.1; Nv = 1.2
i
• Near Source Na = 1'.00
` {
Coefficient,,:R (1997 ;UBC Table 16 N) `
•'Steel OMRF/Masonry; R =4.5
Light bearing walls ,- _` 5•.5 (wood)
Cantilevered Cols; +R = 2:2
r
Seismic Shear, V = (3:0 Ca*I/R).W
•
-� (3.0x0.44x1.1/R) W
V shear walls = 0.,264W„(for wood)
• V cantilevered cols t = 0:660 W(for TS- Cols)
+
” V masonry, walls = 0.322 W. (for Masonry)-
ry
Load divisor'� = 1,4
ASD Design .V = , _ (0,.264/1.4•) .W =• 0:19W (,Wood),
,
' . ASD�-Design <V• _ (0..322/1.4) W = 0.23W(for
Masonry),
ASD Design V = ' (0.660/1.4) W = 0.47W(for
TS Columns).'
1�
J
t •
`*r
7`
s"D.,
Lateral Loads-- WIND • f a
,
f
Wind Speed _- , + 80 mph f r
r
F +}
t
Basic Wind Pressure 16.4 psf
`
x
EXpOSllre =- 'e: _ r C s i• �,
t i
h
r M Factor, .Ce, 1.13.
.,
:4
F' Factor, Cq
- , Factor, : I
^Effective
'
WiridrPressure'= gxCgxCexI 16.4xl:13xl.3xl.0•
24:09, say 25•.,0 -psf
E.
Code: 2001 CALIF BUILDING CODE (1997 UBCFCODE PARAMETERS) c ,
49,
" F.'
Material Parameters
Steel;.
•.
•Structural Steel Shapes/Plates ASTM A36
-
Structurah Tubes ASTM A-500, Grade B
'
Structural',Pipes ASTM A-53, 'Grade B
'
G.
Concrete.
1'
• Normal Weight f1c1(28days.) 2500 psi
j
Masonry t f m' '�` `,1500 psi..
H>.
'Lumber Yr
e . + 'Lumber Douglas Fir. Larch # 1
N
y.
•
I..
BOLTS
j.
1 _; 5
V
....ASTM+.A,
'
Typical •Y ,, 307 r ,
High Strength ASTM A-325. only when noted ;
i"
r
; }
y.;r '1•
.. w
..fin .. . A •.+ '•� y -
- A
' r - - -
* J.
WELDING
r
Typical - rE-70XX electrodes
s'
Concorde Consulting Group, Inc
3505 Camino Del Rio South, # 350, San Diego, CA 92108
` Flask Residence . '
Roof 5 ,
B-100
' - Prepared by: KMK 'Date: 10/23/07 BeamChek 2.2
. Choice
5-1/8x 12 GLB 24F-V4-DF/DF- - BASE Fb = 2400 - ADJ Fb =73000 M `
Conditions
4
Min Bearing Area,
R1= 3.1 int R2=`3.1 int DL Defl 0.19 in" Suggested Camber 0.29 in • ' _
Data
Beam' Span
17.0 ft Reaction 1 1997 # 'Reaction' 1, LL ., °' 850 #
Beam Wt perft
14.94 # Reaction 2 1997 # Reaction 2 -LL 850. #
Beam We ght
254.# Maximum V 1997 #
k
-
Max Moment
°
8487'#_ ' Max V'(Reduced) 1762 #
°.. -
TL Max Defl `
L / 240 TL Actual.Defl L / 615
'..
'
LL Max Deft
L / 360. LL Actual Defl L / >1000
x. Attributes
Section (in 3)
Shear (int) TL Defl `(in) LL Defl
Actual
123.00
61.50 0.33 d 0.14
Critical
33.95
11.13 0.85 0.57 t
Status
'OK
_
OK- OK OK
Ratio -
28% r
18%39% , , 25%
:
>
x Fv (Psi) E.(Psi x mil)' .. Fc -L (Psi)
Fb (psi) ,
Values
Base Values
2400 190 1:8 650 A
Base Adjusted
3000 238 -.1.8 650 `
r
Adjustments
Cv Volume
1.000
Cd Duration
1.25 '1.25 A `
.
Cr Repetitive
`
Ch ShearStmss
Cm.Wet Use.
f. .,
'•_ .."'�""".."`......i_._...............i ;_ ....r.,._.. ,.... i. r�= � -miry
'a� � I lit r �I/J� r i / +• r
t I !tr ( ri (� ! �•�, I I � f
is f'
111 7I � I ' i p[ �._...........«..........-..,,_......\.
' ,. • .`. ` � c it .. • .. ' t .. ` � ..' • ..
r+ Concorde Consulting Group, Inc
3505 Camino Del Rio South,.#350, San'Diego, CA 92108
# ..
Flask Residence ' Roof,
,B-101 Prepared by.'KMK • Date: 10/23/0.7 '.BeamChek 2.2 �-
Choice 6x 12 DF -L' #1 -BASE Fb 1350 . -ADJ Fb =. 1688,
,Conditions, '91 NDS.'z •aa. " +
Min Bearing Area R1= 2.6 in' 'R2= 2.6 int DL Defl 0:04 in . r
Data
Attributes '
Actual
Critical
Status '
Ratio
Values
Adiustments
q
}
SECTION.3 -- LATERAL LOAD ANALYSIS (SEISMIC)
� OD,
W.�D`�'
,........r-.
c
36J2
e
,i
w
SHEAR WALL SCHEDULE .
Sywa
X1EAR
( )
MATERIAL AND NAILING DESCRIPTION
ANGNGR BOLT SO -EP.
MINIKW COTTOM
PLATE NAILING
CONVENTIONAL
TJI
JST. SW. 1R
BAR TR449T-R
TJI CLK'C6
TO PLATES
M_RO LAM RIM.
51 TMPSON CL PS
NAILS & CLOCKS
SIMPSON CLIPS
Q
�SO
STlJGGO WCAVEN WRE AD PORnMD CB.FNT PLASTER
7/5" THICK A] 1 1/2" 1" 71W LE& &; OG.
5/S"0 AWHOR BOLTS
® 48" OL. -
I6 d ®'S" OL.
A35 V 24" OL.
10 d @ 6" OG.
A35 ®24" OG.
Ai
?-(70
3/8" GDd FLYWOYA SE @ 6' OG. EN. & 1t" OL. FN. ,'
•
5/5"o MIGHOR BOLTS
® 36'"" OG.
16 d ®b" OG.
I6 d. ® b" OG.
A35 ®Ib'" OG.
O dAOG.
Aar, ®�" OG.
380*
3/8" GPX FLYWOYA Sd @ 4" .OG. EN. & 12" Of,. FN.
ON 3x MBdCERS (STUD AW SLL PLATE)
5/8" 0 ANCHOR BOLTS
@ 24" OL.•
I6 d ®k" OL.
I6 d ®4" OG.
A'5 ®i2" OL.
dA L' `
A35 ® 12". OL.
490 *
3/8" GPX R YWOGP Sd . @ 3" OL. EN. & 12" OL. FN.:
CN 3x MfMA I!R5 (STIP AP SLL FIATS)
- 5/S"0 , MdCHOR BOLTS
® )9" OL.
16 d ® 3" OL.
A35 ® 8" OL.
A35 ®S" OL.
550 *
I/2 STRLY I RYWO(A Sd & 3" OG. EN & n" OG. FN.
518" 0 ANCHOR BOLTS
® n.. OL.
Ib d ®3" OG.
A35 ®8" OG.'
A36 ® S" OL.
Q
665 *
1/2" SW I R.YW6012 10d @ 3" OG' EN & W OG. FN
ON 3x. Ne CLRS (SRV AD Sill RATE)
S/S"0 ANCHOR BCLTS
® u!' OL.
/80x6 Les @ S" OG.
INTO 4x MK6
A35 ®• S" -OL.
A35 ® S" OG.
'
Aii
730 *
3/8' STRY I PLYW06P Sd @ 2" OG. EN. & 12" OG. FN.
GN 3x M3AC6tS (STIP A1•D SLL RATE)
518"0 ANCHOR BOLTS
® 40' OL.
/80xi" L%5 @ S" OG.
INTO 4x CLK'G .
A35 ® 6" Or,.
A% & i" OG.
870 *
1/2' STRLY I. R.YWOGD 10d .@ 2: OG. EN. & 12" OL. FH
Cry 3x M3r0ER5 (STIR AN? 5LL' RATE)
5/5"0 ANCHOR BOLTS
® W, OL.
/80x6 LATS @ i" Of,.
WO 4x MK'G
A35 ® 6" OG.
A35 O i" oG.
300
3/8" GDX PLYWOCP id @ 4" 0L. ER & 12" OG. FN.
5/5"o Al4ctM
® 0 BELTS
16 d ®4" OG.
16 d ®k"' OG.
A35 OL.
d BOG.
A35 ®12'" OG.
`HEARW 5. USF_ DOUGLAS FIR A2 PRESSIPZ TREATED SLL PLATES. ENGINEER TO W-
I. STLY,GO MD/OR W/ VeEM OVER A PLYWO(A SFEARWALL WLL M.WATERPROOF NOTIFIED FOR REDESIGN IF OTHER SPECIES SIL PATES.ARE USM
WITH A MIN GF (2) LAYER5 Cr 15 LD PAPER (OR ARE A PART OP EXISTING CUI91%).
2. CTLY Ca,"M NALS ARE TO CE LJSW FOR ALL PLYWOOD SFEARWA-LS.
3. NAL. EtNS I151NG "CLIPPED HEAD' OR . "SINKER" NALS ARE NOf . ALGEPTAELE * 6. CAPACITY IS GREATER THAN 350 PLF PROVIDE 3x SLL RATES.
REDEYE.Aj5..sPAci% TO 50% Or. THAT SHOWN IN THE,- TAKE:
4. ALL BOLT HOLES TO BE PRLLEP I/32" MIN. TO 1116" MAX OVER51ZER PROVIDE 3x STLDS AT ADJOINING -PAH EPOES.
I SHEARWALL. SGHERl-E
I ` . SCAF- NTS.
CONCORDE CONSULTING GROUP; INC.
(CONSULTING ENGINEERS)
• 3505 CAMINO DEL RIO S, A 350
T SAN DIEGO, CA 92108
5N� I , ' _ PH: (619) 51673377 FAX: (619) 516- 3388
Shearwall
ca• � 0211111111 t i
CODES: See page 12 for Code Listing Key Chart.
The Strong -Wall' Shearwall can be installed around window and door openings; on garage
wing walls. interior walls or any other locations where increased lateral resistance'is required. ,
Strong -Wall'' Shearwalls can reduce the amount of wall space required for shearwalls,
allowing for more windows and doors in house designs.
Standard models are used for applications where the.wall will bear directly on concrete. �.
Simply fasten the bottom of the wall to the embedded bolts with the provided hardware. The
fop of the wall attaches with pre-installed SDS screws to double top plates or can fasten to
various header materials.
Naming Scheme — 8' to 10' Naming Scheme -12'
• SW24x8 SW24x12x6 . f -
• St'rong-Wall TT Strong -Wall zT
Width D"
. Width Nominal Wall -
(i
(in.) (in.) . Thickness
'Nominal (in.) -
A Nominal
HeightHeight ,
3. (ft.) . :(ft
iA+
•PREFABRICATED -The high-strength frame comes with the sheathing and holdowns .
pre -attached. Additional installation hardware is included. �+
• EASY TO INSTALL Reusable templates locate the required holdown and mudsill anchor
bolts accurately in the foundation. The walls are then placed over the anchor bolts
followed by a simple top and bottom plate attachment. Use 15/4' wrench for 7/6" nut. -
Use is/,e" wrench for 5/6nut.
• INSTALLATION GUIDE - Attached to every wall.
• STATE-OF-THE-ART TESTING - Third -party documentation of our cyclic testing verifies
the Strong -Wall`• Shearwall's high design loads.
QUALITY ASSURANCE - No -Equal quality controlled manufacturing reduces inspection
problems commonly faced with site built shearwalls.
• SUPPORT AND SERVICE - Simpson provides the best engineering technical support and `
experienced field representation available to assist you. _
..
-f% MAI 1 Ys. R y'. •• r_.
NOTE FOR'
'STANDARD AND
RAISED FLOOR
WALLS:
Walls may also
be. used in 2x6
wall framing.' '
Install'sheathing
side at exterior
wall line and add
furring to interior
.-framing side..
O
ao•
.,,Standard Strong -Wall®' Shearwall
.,U.S. Patents 5,706,626; 6,006,487,'"'•. .
6,109,850, 6,327,831, and 6,643,986
n�a
Number of
�
I'-
Allowable
Ditllntl' nJ't,uhtmt ./ <.
-
Allowable
Shear U
jl�
/,�
;i
Model No.
holey in 5irone-Wall
H
T
(in)
;?f
Mudsill
Shearkroull;; is not
Shear V
I ��-,
�,C
r�
aIIOVJBL CXCehi a.:
•�
'
�U/
;y
shown in 1111-', ^_
Chart
r
Bolts
x
• (in)
Ahowlable Hole.
`� .:
+r•
18
atinhed to each wall.
NOTE FOR'
'STANDARD AND
RAISED FLOOR
WALLS:
Walls may also
be. used in 2x6
wall framing.' '
Install'sheathing
side at exterior
wall line and add
furring to interior
.-framing side..
O
ao•
.,,Standard Strong -Wall®' Shearwall
.,U.S. Patents 5,706,626; 6,006,487,'"'•. .
6,109,850, 6,327,831, and 6,643,986
n�a
Number of
Number of
Holdown2
Allowable
Drift at
Allowable
Allowable
Shear U
Wall
Code '
Model No.
W
H
T
(in)
Fasteners in
'
Mudsill
Anchor
Shear V
'Shear V
Load
Weight
lbs
Ref.
(in)
(in)
Top of Wall
Anchors
Bolts
Load'(Ib)
• (in)
(lb/ft)
SW1Bx8
18
93'/4
3'/z
9-SDS'/4x6
2-5/s
2-SSTB28
•1150
.317
763
85
34, 101
SW24x8
24
.93'/4
3'/z
12-SDS'/4x6
2-5/e
2-SSTB28
1610
.369
804
91
34, 60, ,
SW32x8.
32
'931/4
3'/2
16-SDS'/4x6
2-5/e
2-SSTB28
2865
.377
1074.
116
101,5 103
SUlf48x8
48
931/4
3'/2
24-SDS'/4x6
+ 3-5/s
2-SSTB28
4545
.380
1136
149
.
SW18x9
18.
1051/4
3'/2;
.9-SDS'M6
"2-5/e
2-SSTB28
1080:
.371
722
94
34,'101
SW24x9 ',
24
1051/4
3'/2
12-SDS'/4x6
2'-1/s
2 SSTB28
1585
.396
793 -
101
34; 60,
SW32x9
32
1051/4
3'/z
16-SDS'/4x6
2-5/s
`2-SSTB28
2600
•427
975
128
10lj 150 j
SW48x9
48
105'/4
31/2
24-SDS'/4X6
3-5/s
2-SSTB28
4370.
.439
1---
165
.•
SW24x10
24
117'/4
3Yz
12-SDS'/4A
2-5/e-
2-SSTB28
1590,
' .446
797
111
SW32x10
32
117'/4
3'/z
16 SDS'/4x6
2-5/s
2-SSTB28 7
2460
..453 ,
'923
134
f6o,
SW48x10
48
117'/4
3'/z
24-SDS'/4x6
3 5/s
2-SSTB28
'4095.
'`.435
1024'
171
SW24x12x6
24
141'/4
5'/2
12-SDS'/4x6
2-5/s
2 SSTB28
1260
543
629
167
SW32x12x6
32
1411/4
5'/z
16-'SDS'/4x6
2-5/s
2-SSTB28
2150
.581
807'
201
34, 101
r
SW48x12x6
48
141'/4
51/2
24 SDS'/4x6
3-5/s
2-SSTB28
3695
.521
924 _ 256 `'
4 11 At Ill
Check our website fora;
installation guide;'
or structural details:;'_;
www:stionotie.com,*_ '
I
For holdowns, anchor'
,bolt nuts should be
finger -tight plus 1/3 to 1/2
turn with a hand wrench,
with consideration
given to possible future
wood shrinkage. Care' .
should be taken to not
over -torque the nut.'
Impact wrenches
should not he used.
.NOTE: The Engineer of
Record is responsible
• for concrete design. AX
shear panel, add to model name (e.g..SW24x8P), and multiply the table loads by 0.88. 5. See allowable vesica oa a e o I g, 64 for
1. For plywood p , e +
'
2. For two -pour applications, use the SSTB34. See the SSTB anchor bolts, pages 33-34, for allowable Strong -Wall maximum compression and tension capacities.
loads and installation. Alternate'/s"diameter anchorage may be required depending Standard walls may be installed with sheathing facing
ding on load. 6. ,
inside or outside.
3. Recommended minimum 5/s° x 12" mudsill anchor. Ca ta�iSin;; nin:;t M: reduced as limited by
4. Maximum shim height between Strong -Wall and top plates or header is 7 /s . Shims of greater 7• anchor bull rill a::ities tnr instailaii ted on CIYiU.
thickness will result in load reductions..
. Available with additional corrosion protection. Check with lactory.
Fasteners Allowable Tension 1 Allowable Tension
Dimensions Loads Df/SP Loads (SPF/HF)
I Model I Ga (Total) ( ) I
„f'I No.
l 1 (11Nails (1 6
WL1 645 775 555 665
LSTA9 1 9 8-10d
r TA12 —
LS1'i< I 12 1 10-10d 805 970 695 I 830
LSTA15 11'A 15 12-1Od 970 1160 830 1 1000
LSTA18 11/4 18 I 14-10d 1130 1235 ! 970 I 1165
LSI —i 20 I 1 ;/4 21 16-10d 1235 1235 1110 I 1235
LSTA24 1'/ 1 24 j 18-1Od 1235 1235 j 1235 I 1235
1 ST92 21/16 95/16 12-16d 1120 1265 I 970 1160
1 ST�122—i 2'/1611213/16 16-16d 1505 11535 1290 1535
i ST2115 3/4 1165/161 8-16d 665 665 I 665 { 665
ST2215 I 121/16 ! 165/16 1 20-16d 1880 i 1880 I 1625 I 1880
LSTA30 1'/4 30 22-1Od 1640 1640 1555 1640
( LSTA36 1'/4 I 36 24-1Od 1640 1640 1640 1640
1 LST149 33/4 49 32-10dx1'iz 2580 3100 1 2220 2660
LSTI73 33/4 73 I 48-10dx1'/2 3870 4215 1 3330 13995
MSTA9 11/4 9 I 8-10d 650 1 780 565 1 6800
�I MSTA12 it/4 12 10-10d 81.5 975 705 850
18
I MSTA15 11/4 I 15 I 12-10d 975 j 1170 1 850 ( 1020
01 MSTA18 1'/4 I 18 1 14-1Od 1140 1365 990 1185
I MSTA21 11/4 21 I 16-10d 1300 I 1560 1130 1355
®1 MSTA24 I I 114 1 24 1 18-10d 1465 11640 1270 1525
®1 MSTA30 j 11/4 j 30 1 22-1Od 1835 12050 ; 1585 I 1900
MSTA36 1'/4 1-36 1 26-1Od 2050 2050 i 1870 12050
ST6215 21/16 165/161 20-16d 1895 1 2095
1640 11970
1 ST6224 21/16 1235/161 28-16d 2540 12540 2315 12540
ST9 11/4 19 I 8-16d 755 I 910 1 655 I 785
STI 2 16 11/4 115/1 1 10-16d 945 11135 820 I 985
ST18 - 11/4 11734 , 14-16d 1325 11420 I 1150 I 1380
ST22 11/4 1215/6 1 18-16d 1420 11420 I 1420 I 1420
MSTC28 1 3 1281/4 136-16d sinkers 3000 13600 2590 1 3110
Code I
Ref.
I
i
7,62,90,19-8
BEAM and
6: _ STRAP
2W
END
DISTANCE
-
3, 39, 88,
104,121,128
7, 62, 90,128
9,121,128
9,128
7, 62, 90, I ENI
123128 DISTAI
7, 62, 90, 128
3, 39 88
104,121,128
3, 39, 88,
121,128
9.23,121,128
9, 23, 128
121,128
128
3, 39, 88,
121,128
121,128
Typical LSTA Installation
(hanger not shown)
BEAM and
STRAP
Typical LSTA Installation
(hanger not shown)
CODES:
See page 10 for
Code Listing
Key Chart.
Model
No.
MSTC40
Code
Rei.
3 ! 401/452-16d sinkers
4335 14585 I 3745 14495
12 i 18 ; 4 5/1
180
PS418'
PS72n'
MSTC52
i 63/4 20 1 8 1/2
3 52'4 1 62-16d sinkers
4585 14585 I 4465 14585
MSTC66
3 1653/4 176-16d sinkers
5660 5660 I 5660 I
5660
JEMSTC78
14
3 1 773/4 1 76-16d sinkers
5660 15660 I 5660
5660
ST6236
21/16 13313/16 40-16d
3845 3845 3465
3845
3, 3f
HRS6
13/1 1 6 1 6-10d
525 I 630 455
545
HRS8
13/1 8 10-10d
875 1050 760 I
910
HRS12
1% 12 14-1Od
1225 1465 1065
1275
FHA6
17/16 63/1 8-16d
810 975 I 705
845
U
FHA9
17/,6 9 I 8-16d
810 j 975 j 705
845
0
FHAl2
17/16 115/1 j 8-16d
810 975 1 705
( 845
FHA18
12
17/16 173/4 1 8-16d
810 975 1 705
845
o
FHA24
17A6 237ia I 8-16d
810 975 I 705
845
FHA30
117/16 1 30 8-16d
810 975 1 705
I 845
o
MST126
26 26-1Odx1Y2
2355 2830 2045
12455
MST136
21/16 36 36-1Odxi1/2
3265 3915 2830
13400
MST148
21/,6 I 48 I 48-1Odx11/2
4350 5080 1 3775
14530
MSTI60
21/,6 60 6010dx11/2
5080 5080 4720
! 5080
3.
MST172
21/16 1 72 64-1Odx11/2
5080 5080 5080
5080
Q
1. Loads include a 33% or 60% load duration increase on the fasteners for earthquake or wind loading,
Refer to 12 for further
explanation.
o
but DO NOT include a 33% stress increase on the steel capacity. page
are specified at 0.77 of the table loads.
2.10dx11iz"nails may be substituted where 16d sinkers
16d are specified at 100% of table loads.
3.10(1 commons may be substituted where sinkers
be substituted where 16d commons are specified at
ti
4.16d sinkers (9 gauge x 311, ) or 10d commons may
0.85 of the table loads.
5. Use hall of the nails in each member being connected to achieve the listed loads.
building designer for each installation. Bolts
are installed
G. PS strap design loads muss he determined by the
in the may be oversized to accommodate the HDG
both perpendicular and parallel -to -grain. Hole diameter part
Designer must determine if the oversize creates an unacceptable installation.
7. For overlap splice details, refer to T-CMST.
9, 23, 128
121,128
128
3, 39, 88,
121,128
121,128
Typical LSTA Installation
(hanger not shown)
BEAM and
STRAP
Typical LSTA Installation
(hanger not shown)
CODES:
See page 10 for
Code Listing
Key Chart.
Model
No.
,Dimensions) Bolts
Code
Rei.
Ga' W L I Qty Dia
PS2186
12 i 18 ; 4 5/1
180
PS418'
PS72n'
7 I 4 18 4 15/a
i 63/4 20 1 8 1/2
I'-- ` -j
G G G G
w
G 0 O G
PS2laand PS418 255' 1%I
PS PS720 3'/." 1 h"
ypical
'S720
installation
M
h
Ro
y
Current
Bfrective
Current
Current
Governing
Governing
Total
Current Level
Current Leve
'
Unit Shear
Gross Uplift m
Type of Shear.
Sllear
Level
Plate Ht (ft)
LevO ItQ
Level Wind
Lateral '
Load (lbs)
Shear from
Above (Lbs)Vall
Governing
he.(Ibs)
Shear Will
Length. fq'
Totol:Wall
Length (f
Lbs
Wall `all
Holdowns
,#=
ase
dept
eq (pl
p
oad,(Ibs)
L.9.
Load (lbs)
i
,,.
Roof
..
, .
9
_ .._
1257
..
] 181
1257
0
1257.
=1
1.0
1257 •
11312
S �r► a.
25
3
21
21
5.7
25
9 ,'
2514.
1,181 '
2514'
0 : "
.2514
=24.5
24.5
103
923
,
�,P�OD�-
C '
21
42.
5.7
.
.
25
9
2514.
1 181
" ,2514:
0
251:4.
26
26 0.
92:`
_ 870.
M� 2
5.7
,.:
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Lnit Shear P
Type of Shear
P
Shear
Level
P1me Hifi)
Level FQ
Level Wind
Lateral
shear from
Governing
StK:u Wall
Total Wall
Lbs
Wall
Nall #
a
Aaevtb
V,1D�0
`wind
Load (lbs)
Load (lbs)
Load'Rlisf
Above (Lbs
Shear (lbs)
Length (h)
Length: •_ :l1) (Vsl -
Holdown5
(��
Roof
A
27
'2
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9
1693
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will jimenez _�-
41590 Alligator pond
Bermuda dunes Ca 92203
(760-250-0884 Fax 760-200-0679) .
DAILY REPORT OF INSPECTION OF CONCRETE
Building Permit No.: �� 2 Si�.3 Date of Inspection:
Project Name: V �1 c�� �5� Job No.:
Projict Address:
Architect ��, �G� 02 N_ Structural Engineer.
General Contractor. A,L r,"sub Contractor.
TYPE OF INSPECTION: Reinforcing Placement Epoxy Other
Description of Work Inspected:
44
G nnn C- /k
V—(r-%DAnt\?tau&AAft
� I
i
J � /
M�G
�D 0V 1-,\ Qn
\11 \ ,l l i
l-0 (f -f' �!Qla l� rj. �,w `Va\,tN w` CAr 041 IN
Unresolved Items:
I hereby certify that I have inspected all of the above reported work, unless ortherwise noted, and to the best of.my ability I have -found this work
to comply with the approved' plans, specifications & applicable building laws. Final report issued at project o pletio.
Inspectors Name/No, ` ����,an_ � p SSL LQ Inspector's Signature 1!
All inspections based on a minimum of 4 hours:
over 4.hours will be 8 hours minimum
Contractor's Representative