9801-152 (SFD)LICENSED CONTRACTOR DECLARATION
I hereby affirm under penalty of perjury that I am licensed under provisions of
Fes— Chapter 9 (commencing with Section 7000) of Division 3 of the Business and
c*W Professionals Code, and my License is in full force and effect.
C:) =) C.,) License # ppLic. Class pa�, Exp. Date
LU
oZ Date 1 ignature of Contractor
O�
t- U C) OWNER -BUILDER DECLARATION
W LLJaW I hereby affirm under penalty of perjury that I am exempt from the Contractor's
rA License Law for the following reason:
Z_ ( ) I, as owner of the property, or my employees with wages as their sole
compensation, will do the work, and the structure is not intended or offered for
sale (Sec. 7044, Business & Professionals Code).
( ) I, as owner of the property, am exclusively contracting with licensed
contractors to construct the project (Sec. 7044, Business & 'Professionals
Code).
( ) I am exempt under Section , B&P.C. for this reason
u*)
N Date Signature of Owner
ON
rn
Q WORKER'S COMPENSATION DECLARATION
o13-
2 Z I hereby affirm under penalty of perjury one of the following declarations:
LO - O () 1 have and will maintain a certificate of consent to self -insure for workers'
X W L: compensation, as provided for by Section 3700 of the Labor Code, for the
O J Q performance of the work for which this permit is issued.
m Q U ( ) I have and will maintain workers' compensation insurance, as required by
O U Q Section 3700 of the Labor Code, for the performance of the work for which this
0 Z permit is issued. My workers' compensation insurance carrier & policy no. are:
Carrier Policy No.
cb Z G i17 irku
ull
J (This section need not be completed if the permit valuation is for $100.00 or less).
( ) I certify that in the performance of the work for which this permit is issued,
I shall not employ any person in any manner so as -to become subject to the
workers' compensation laws of California, and agree that if I should become
3 subject to the workers' compensation provisio s of Section 3700 of the Labor
Code,Lsh�ll f f1wit comply with those,provlslon
Date: �" Applicant d �� _
Warning: Failure to secure Workers' Compensation coverage is unlawful and
shall subject an employer to criminal penalties and civil fines up to $100,000, in
addition to the cost of compensation, damages as provided for in Section 3706
of the Labor Code, interest and attorney's fees.
IMPORTANT Application is hereby made to the Director of Building and Safety
for a permit subject to the conditions and restrictions set forth on his
application.
1. Each person upon whose behalf this application is made & each person at
whose request and for whose benefit work is performed under or pursuant to
�\ any permit issued as a result of this applicaton agrees to, & shall, indemnify
& hold harmless the City of La Quinta, its officers, agents and employees.
2. Any permit issued as a result of this application becomes null and void if
work is not commenced within 180 days from date of issuance of such
permit, or cessation of work for 180 days will subject permit to cancellation.
I certify that I have read this application and state that the above information is
• correct. I agree to comply with all City, and State laws relating to the building
construction, and hereby authorize representatives of this City to enter upon
the above-mentioned property fo inspection purposes.
Xignature (Owner/Agent), _ �'i�- � Date ? �(r"
PERMIT # CONTROL #
BUILDING PERMIT�p�?v
DATE Y VALUATION �L 7 LOT TRACT �i! y A
q
JOB SITE °
APN
ADDRESS f;�euY .3 V l r..i ic 9iE1 i. Z ',
6
OWNER
CONTRACTOR/DESIGNER/ENGINEER
zrti r9�
�
5..
�:1�ii is°;y?>:�;t.�A
i '1 6 I. K(30Ki).lJf,b..'i W DRJiVL.% :? MiTF "'0."1
1 570
SA. '�i ('flail ('A 92 �R)`_;
tialu�a'!'A ,/1� �1 e, A yaw 05
USE OF PERMIT
�r>�� � f-��� .�,���) �.�,� ,� «���i �>✓) _,A��,xt� ���:� Lir a � ���� _� � ��� PAID
K( Cit,` aif.f,�i t ?y� �f )1 . }a1 Li�O °! 5 �. )' kd !\k{��1 °f ? liy `% 11 "'� a
�fi9Y,`I-IF'f)� tti�);if�tc�;l;1;L 4!V'1r2ff� P1,A�f,
MAR
z 7 1858
ff3PXfiO CITYO
LAQUINTA
ii>JY.!<i,4�A�•0..��lA �.♦�')R 'I:L�Y�l� l�3%A♦?3Y Jt 14��li1SCli �
)!o�Y't11ry�.Si•���
t►SAN (IWC4 iaf :i; 101-001)-10-3 W -S 10 M.79
Vt'010i t9. lf31 tl t1=41R-t:r 0 ti,W_J.04
101_00_42"w
`7')ON'cI()!-WKI-'sdi-f3F'i!1 ;13(07
OAAVJR; M rfal", 101400- 12.11100 i'ft7.f:tY
�S:lau;�,.�
6VIC' INP) R7 Y `'�1 WO- i 4(,4=3
z k► f ti4 fir 4a! a dfla.lMf):J 14.)_33i4
i(TiC)'N :A'a D PI -A- r °l*y_r'.fi
G_!
U(,ya#f.PERtef! M.ENX31w1;=NOW
r
RECEIPT
DATE
BY
DATE FINALED
INSPECTOR
INSPECTION RECORD
OPERATION
DATE
INSPECTOR
OPERATION
DATE
INSPECTOR
BUILDING APPROVALS
MECHANICAL APPROVALS
Set Backs
Underground Ducts
Forms & Footings
Ducts
Slab Grade 4
Retum Air
Steel
Combustion Air
Roof Deck/%/
Exhaust Fans
_
O.K. to Wrap p�
F.A.U.
Framing1
Insulation %
Compressor
Vents
Fireplace P.L.
Grills
Fireplace T.O.
Fans & Controls
Party Wall Insulation
Condensate Lines
Party Wall Firewall
Exterior Lath
Drywall - Int. Lath
Final
Final
(
POOLS -SPAS
BLOCKWALL APPROVALS
steel
Set Backs
Electric Bond
Footings
Main Drain
Bond Beam
Approval to Cover
Equipment Location
Underground Electric
Underground Plbg. Test
Final
Gas Piping
PLUMBING APPROVALS
Gas Test
Electric Final
Waste Lines
Heater Final
Water Piping
Plumbing Final .
Plumbing Top Out
Equipment Enclosure
Shower Pans
O.K. for Finish Plaster
Sewer Lateral �� q�
Pool Cover
Sewer Connection
Encapsulation
Gas Piping
Gas Test 7_8
Appliances17
Final
COMMENTS:
Final
-/
Utility Notice (Gas)
ELECTRICAL `APP
OVALS
Temp. Power Pole
Underground Conduit •
Rough Wiring
Low Voltage Wiring
Fixtures
Main Service
Sub Panels
Exterior Receptacles
G.F.I.
Smoke Detectors
Temp. Use of Power
fi
'
•
r
Final
Utility Notice (Perm) /�_ Z
UYj yEr 7. ` �r r r r .. iiJ r i f lr J*
Building �%?
Address .�,/ U
Owner
/ (0!G t '-
n
4
P.O. BOX 1504
V/'4
78-495 CALLE TAMPICO
V / 1•LA QUINTA, CALIFORNIA 92253
Address15-701>ro Khol%,f: -4 Tr .208
City Zi Tel.
7/y7s1 f/t/
Contractor /J
C46%4 ty , �ow.�Chly
nuuicaa � / �
iy �Y�vK S7rt pr��
Cit Zip Tel.
,g ,�4 A... 9a 60 7/6 to
State Lic. City s`
& Classif.eA 15f/56/ 16 Lic. # II/YJ 1
Arch)Engr., Mike
Designer / /w pZL.
Address iii dol; F�o 71.0 3. F 0 76 4
Cityr ZipState
J Lic. #
LICENSED CONTRACTOR'S DECLARATION
I hereby affirm that I am licensed under provisions of Chapter 9 (commencing with Section
7000) of Division 3 of the Business and Professions Code, and my license is in full force and
effect.
SIGNATURE DATE
OWNER -BUILDER DECLARATION
I hereby affirm that I am exempt from the Contractor's License Law for the following
reason: (Sec. 7031.5,8usiness and Professions Code: Any city or county which requires a
Permit to construct, alter. Improve, demolish, or repair any structure, prior to -its Issuance also
requires the applicant for such permit to file a signed statement that he Is licensed pursuant to
the provisions of the Contractor's License Law, Chapter 9 (commencing with Section 7000) of
Division 3 of the Business and Professions Code. or that. he is exempt therefrom, and the basis
for the alleged exemption. Any violation of Section 7031.5 by 'any applicant for a permit
Subjects the applicant to a civil penalty of notmore than five hundred dollars ($500).
1] I, as owner of the property, or my employees with wages as their sole compensation, will
do the work, and the structure is not intended or offered for sale. (Sec. 7044, Buisness and
Professions Code: The Contractor's License Law does not apply to an owner of property who
builds or improves thereon and who does such work himself or through his own employees,
provided that such improvements are not intended orloffered for sale. If, however, the building
or improvement is sold within one year of completion, the owner -builder will have the burden
of proving that he did not build or improve for the purpose of sale.)
1 1 I, as owner of the property, am exclusively
'contract ing wife licensed contractors to con-
struct the project. (Sec. 7044, Business and Professions Code: The Contractor's License Law
does not apply to an owner of property who builds or Improves thereon, and who contracts for
such projects with a contractor(s) licensed pursuant to the Contractor's License Law.)
I'] I am exempt under Sec. B. 8 P.C. for this reason
.6
Date Owner �� /
WORKERS' COMPENSATION DECLARATION
I hereby affirm that I have a certificate of consent to self -insure, or a certificate of
Worker's Compensation Insurance, or a certified copy thereof. (Sec. 3800, Labor Code.)
Policy No. Company
I-] Copy is filed with the city. O Certified copy is hereby furnished.
CERTIFICATE OF EXEMPTION FROM
WORKERS' COMPENSATION INSURANCE
(This section need not be completed if the permit is for one hundred dollars ($100) valuation
or less.)
I certify that in the performance of the work. for which this permit is issued, I shall not
employ any person in any manner so as to become subject to the Workers' Compensation
Laws of California.
Date Owner
NOTICE TO APPLICANT: If, after making this Certificate of Exemption you should become
subject to the Workers' Compensation provisions of the Labor Code, you must forthwith
comply with such provisions or this permit shall be deemed revoked.
CONSTRUCTION LENDING AGENCY
Ihereby affirm that there is a construction lending agency for the performance of the
work for which this permit is issued. (Sec. 3097, Civil Code.)
Lender's Name
Lender's Address
This is a building permit when properly filled out, signed and validated, and is subject to
expiration it work thereunder is suspended for 180 days.
I certify that 1 have read this application and state that the above information is correct.
I agree to comply with all city and county ordinances and state laws relating to building
construction, and hereby authorize representatives -of this city to enter the above-
mentioned property for inspection purposes.
Signature of applicant Date
Mailing Address
City, State, Zip
APPLICATION ONLY
BUILDING: TYPE'CONST. VN OCC. GRP. / 3
A.P. Number 69 3 / 30 - O Sdl- U
Legal Description I/
Project Description
LA 44ee L` QUI/K 44 L 4 C &P/ 7/41, if �•
ZONE: • BY:
Minimum Setback Distances:
Front Setback from Center Line
Rear Setback from Rear Prop. Line
` Side Street Setback from Center Line
Y
Side Setback from Property Line
FINAL DATE INSPECTOR
Issued by: Date Permit
Validated by: t
Validation:
WHITE = FINANCE YELLOW = APPLICANT PINK = BUILDING DIVISION
I
Sq. Ft. a ��
Size
No.I
Stories
No. Dw.
Units
New Rf Add 0
Alter ❑
Repair ❑ Demolition O
Ala h 3
AJb Kucs
l4we
�ARe
As:
47-8`�aylA 1EIE5
Estimate Valuation
PERMIT
AMOUNT
Plan Chk. Dep.
Plan Chk. Bal.
Const.
Mech.
Electrical
4
„
Plumbing
S.M.I.
Grading
Driveway Enc.
Infrastructure
TOTAL
REMARKS
7
1
ZONE: • BY:
Minimum Setback Distances:
Front Setback from Center Line
Rear Setback from Rear Prop. Line
` Side Street Setback from Center Line
Y
Side Setback from Property Line
FINAL DATE INSPECTOR
Issued by: Date Permit
Validated by: t
Validation:
WHITE = FINANCE YELLOW = APPLICANT PINK = BUILDING DIVISION
I
Desert Sands Unified School District
Notice: 82-879 Highway 111
-Indio, CA 92201
Document Cannot Be Duplicated 619-775-3500
+' CERTIFICATE OF COMPLIANCE
Date 3/27/98
No. 16821 Jurisdiction
Owner NameCanaday & Company
APN # 643-130-054
La Quinta
Permit #
No. 78-865 Street is Trieste Log #
City La Quinta zip 92253 Study Area
Tract # Lot # Square Footage 2286
Type of Development Single Family Residence No. of Units 1
Comments
At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered
patios/walkways, residential additions under 500 square feet, detached accessory structures or replacement mobilehomes.
It has been determined the above-named owner is exempt from paying school fees at this time due to the following
reason:
0
EXEMPTION NOT APPLICABLE
This certifies that school facility fees imposed pursuant to Government Code 53080 in the amount of
1.93 X 2,286 or $ 4,411.98 the property listed above and that building
permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued
Fees Paid By Cashier Check/Steve Santee Tele ,hoa`:e- 771=96361
Name on the check
By Dr. Doris Wilson
Superintendent,
� J
Fee collected /exempted by Juanita Green Payment Received
Q Check No. 01058148
Signature
NOTICE: Pursuant of AssernSly Bill 3081 (CHAP 549, STATS. 1996) this will serve to notify you that the 90 -day approval period in which you may protest the fees or other payment identified
above will begin to run from the date on which the building or installation permit for this project is sssued or on which they are paid to the District(s) or to another public entity authorized to
collect them on the District('s)(s') behalf, whichever is earlier.
Collector: Attach a copy of county or city plan check application form to district copy for all waivers.
Embossed Original- Building Dept./Applicant Copy - Applicant/Receipt Copy - Accounting
ecor ditrg Requested By
.'` / CHICAGO TITLE COMPANY
AND WHEN RECORDED MAIL TO
Canaday. & Company
1570 Brookhollow Drive
Ad1319S6 Suite 208
c1Ne
slam Santa Ana, CA 92705
1r. 100 (Rev. 4/94) 0
41.9582
Z-0 f s`
RECEIVED FOR RECORD
.,AT 2:00 O'CLOCK
NOV 14 1997
Recorded In Offi:Ld Records
•,..._.
Recorder
Fees $_, I � .
SPACE A80VE THIS LINE FOR RECORDER'S USE
GRANT DEED
APN No. Title No. Escrow No. 01873CB
THE UNDERSIGNED GRANTOR(s) DECLARE(s)
DOCUMENTARY TRANSFER TAX is S 616.00 CITY TAX S
ES computed on full value of property conveyed, or
computed on full value less value of liens or encumbrances remaining at time of sole
G Unincorporated area: 0 .City of LA Q U I N TA
FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged,
W'ILMA-LA QUINTA L.P., A DELAWARE LIMITED PARTNERSHIP
/b
hereby GRANT(s) to CANA.DAY AND COMPANY, a California Corporation
, and
,the following described real property in the
County of RIVERSIDE State Of California:
.Lots 49 through 59, inclusive, and
11
98, 99, 100•, and 104/ofdTract 26152
SEE EXHIBIT "A " ATTACHED
WILMA-LA QUINTA-LP. A DELAWARE
LIMITED PARTNERSHIP
BY: CENTRUM PORT PAVILION LTD.,
A DELAWARE CORPORATION, AS GENERAL
Dated: October 29, 1997
PARTNER
BY: WILMA SOUTH MANAGEMENT CORP.,
.A GEORGIA CORPORATION, ITS ATTORNEY
State ofQeraia r-lor,G(Q,
County of D( -km./
ss.
On IIAN7 before me. _
(here Insert nome) Notory PubliC,
personoliyoopeored__
personally known to me (or proved to me on the basis
of satisfactory evidence) to be the persons) whose names) is/ore subscribed to
the within instrument and ocknowledged to me oIl tt)ot he/st^.e/they OXOCuted the some In his/her/their outhorized COPOCity(les), and
?hot by Ns/her/their signatures) on the instrument the
person(s). of the entity upon behalf of which the person(s) acted, executed the
instrument.
WITNESS my hand and official seal.
" RKONDALYNN D. GOODWIN
MY COMMISSION 0 OC 840814
c
i EXPINS: June e, soot
unOenvAame
„ 8onaoe Tfiu ?,awry t�a+lo
Signature 1,Y4 A”,
-- oMi■ cool within oorda
I d ZS l 6 l SL V I L ANVdN00 AVQVNVO NOdd I Jbt= l 5
41'JZ)OL
E X Hj Pj.: _ "A„ < ...
Parcel 1:
Lots 49, 50, 51, 52, 53, 54, 55, 56, 57, 58, 59, 98, 99, 100, 104, and 110 of Tract no. 26152 in the
City of La Quinta, County of Riverside, State of California, as per map recorded in Book 227, pages 77
through 85 inclusive of maps, in the office of the County recorder of said County and amended by
Resolution no.91-108, recorded March 26, 1992, as instrument no. 105176.
EXCEPTING THEREFROM all oil, gas and other hydrocarbon substances lying within and under that
ured vertically from the
portion said laa d
nd, lying below a depth of 500
of he subsurface, as re errved ins deed recorded ecorded August 4, 1993:. as instrument ce of said l
nstrumentno.
or into that porta
303.830 official records.
0
Parcel 2:
A nonexclusive easement for ingress, egress, use and enjoyment of the common area as defined in the
declaration of Conditions, Covenants, and Restrictions recorded November 27, 1991 as instrument no.
415112.
TRA: 020-024
APNos: 643-130-049-6
-050-6
-051-7
-052-8
-057-3
-059-5
-055-1.-
-056-2
-054-0
643-140-001.-3
-002-4
-003-5
643-130-058-4
-053-9
-063-8
-047-5
7.� ZS l 6 l SL . V l L AI�I'ddw00 J.'dCJt1N'd7 VJO;d� VJb}: l S 8t3t ; L -�. l- l
PARCEL 3:
419582
A temporary nonexclusive easement appurtenant to Parcel I for pedestrian and vehicular access, ingress and egress over that
certain real property more particularly described in Exhibit 1 which is attached hereto and incorporated herein by this
reference. The temporary casement granted in this Parcel No. 3 shall automatically terminate and be of no further force or
effect upon annexation of the Lots describe on Parcel No. 1 under the Declaration of streets providing veli icular and pedestrian
access. to Parcel 1 herein and the transfer of fee title to or an easement over said streets to the Lake La Quinta Homeowners
Association, a California nonprofit corporation (*Association') for access and nue purposes pursuant to the Declaration. Upon
the termination of the temporary easement granted pursuant to this Parcel No. 3, access to Parcel 1 of the Property shalt be
Pursuant to the nonexclusive easements granted pursuant to Parcel No. 2 above.
RESERVING THEREFROM UNTO GRANTOR, is successive owners and assigns, together with the right to grant and
transfer all.or a portion of same as follows:
A. All water rights or interest in water rights that may be within, under or on the property, whether such water rights are
riparian, overlying, appropriative, percolating, prescriptive or contractual; provided however, that the reservation made herein
shall not reserve to or for the benefit of Grantor any right to enter upon -the 'surface of the Property in the exercise of such
rights, together with the right and power to use or utilize on any other property owned or leased by Grantor any and all water
rights or interest in water rights no matter how acquired by Grantor.
B. Easements over the property for the construction, installation and maintenance, of electric, gas, tcicphone, water, sewer.
private street, landscaping, trail and drainage facilities, provided that the construction and installation of such facilities shall
not unreasonably. interfere with Grantee's development or use of the Property.
SUBJECT TO:
1. Tnxes and None Assessments-* Nondelinquent general, special and supplemental real property 'taxes and assessments;
2. Rest fictions of Record: All covenants, conditions, restrictions, reservations, dedications, easements, encumbrances, rights
and rights of way of record.
3. Assignment of Declarant Rights: Effective upon recordation of this Deed, Grantor assigns to Grantee with respect to the
property, all of Grantor's rights, exemptions and entitlements as 'Declarant' under the Declaration and any amendments or
annexation documents recorded in connection therewith, including without limitation, all exemptions from Association,
Architectural and other review and approval; development rights, entitlements and access over all portions of the Rancho La
Quinta development for purposes of constructions, development and sale of residences within the Property; and all voting
rights of Declarant with respect to the property. Upon recordation of this Deed, Grantee shall have the same rights with
respect to the property under the Declaration as Grantor prior to the date of recordation of this Decd.
d ZS L 6 l SL V l L ,kNVdH00 JNOVNVO 110dd t PVV I.: S ^o66 l -,_: 1- t
t
HOAR & SHAH ASSOCIATES, Inc.
CONSULTING ENGINEERS
y .392.0 E. Coronado Street, Suite 203, Anaheim, CA. 92807
Phone: (714) 632-1865 Fax: (714) 632-1314
March -6,1998
City of La Quinta
Department of Building & Safety
78495"Calle Tampico
La Quinta, Ca. 92253
RE: LOT 54, 78-865 Via Trieste
La Quinta, Ca. 92253
To Whom It May Concern:
We have reviewed the truss drawings and calculations by Truss Works ,@
P.O. Box 626, Thousand Palms, Ca., 92276 for the above referenced
project and find them in substantial conformance with the structural
framing plan and design.
�o gy0ESS/o/v
E
Respectfully
Hoak & Shah Associates, I c. Q Q m
No.34803
Lawrence W. Hoak, P.E.
President �' /-*0/ '9%
sT CIV1\- �P
qTF OF C A,0F �A�
HOAK & SHAH ASSOCIATES, Inc.
CONSULTING ENGINEERS
3920 E. Coronado Street, Suite 203, Anaheim, CA. 92807
Phone: (714) 632-1865 Fax: (714) 632-1314
February 16,1998
City of La Quinta
Department of Building & Safety
78495 Calle Tampico
La Quinta, Ca. 92253
RE: LOT 54, 78-865 Via Trieste
La Quinta, Ca. 92253
To Whom It May Concern:
We have reviewed the truss drawings and calculations by Brown &
Honeycutt Truss Systems, Inc.,16775 Smoketree, Hesperia, Ca. for the
above referenced project and.find them in substantial conformance with
the structural framing plan and design.
t- �O QROFESSloiv,
t. Respectfully ��� SNC E ty F2
Hoak & hah Associates, Inc.
'
Lawrence W. Hoak, E. No. 34803
President a-
sT CIV1�- �P
qTE OF C
i(C.ertificate of Occupancy
.�� City of La Quintal� 4 �
Building and Safety Department Of.�r
This Certificate issued pursuant to the requirements of Section 109 of the Uniform Building Code,
certifying that, at the time of issuance, this structure was in compliance with the various ordinances
of the City regulating building construction or use. For the following:
BUILDING ADDRESS:
78-865 VIA TRIESTE
Use Classification: SINGLE FAMILY DWELLING Bldg. Permit No.:
Occupancy Group: R-3 Type of Construction: VN Land Use Zone:
Owner of Building:
9803-138
RL
CANADAY AND COMPANY Address: 17480 EAST 17T" ST. #106
Building Official
City: TUSTIN, CA 92780
By: STEVE TRAXEL
Date: 11-25-98
VT`
POST IN A CONSPICUOUS PLACE
HOAK.& SHAH. ASSOCIATES, Inc.
CONSULTING ENGINEERS
3920 E. CORONADO STREET, SUITE 2d3
ANAHEIM, CALIFORNIA 92807
PHONE: (714) 632-1865 FAX: (714) 632-1314
JOB NO.
BY L . I�V rI��
] 4 -
DATE
SH I OF
.—
L,OAD I NG
– --- -- !�✓�� s -r 22=6+ 2�;1.2�—
ROOF LOADING, ogQEESS/nn._
ROOF I NG
10.00 psf
��"
��' '• �,
SHEATHING
1.50
CEILING
2.50
(� ,
FRAMING
I NSU LAT I ON
2.00
1.50
: 1 0 psf
¢ J
�
No. 34803
CEILING
2.50
x"1.50
r�iSCELLANEOUS
This set of talc iatkr���o,
v i. �u les. wet
TOTAL D.L.
18.00 psf
signed and reale '.,P
LIVE LOAD
16.00 psf
F OF
TOTAL LOAD
34.00 psf
SRECIFICATIONS :
�• ' ��
LOAD 1 NG :
F t_OOR I
,NEATHIN(
: �...r��
FRAM I NG
3.00
CEILING
2.50
iMSCELLANEOU
1.50
TOTAL D.L
: 1 0 psf
LIVE L
40.0 sf
AL LOAD 50.00 psf
PREFABRICATED
WOOD TRUSSES @
24" o.c. AND 11 7/8"
TJI FLOOR JOISTS
BY OTHERS.
Manufacturer shall
submit calculations
and shop drawings
the building
department and/or
engineer for review
and approval prior
fabrication and
erection.
Sketchesof decaiis in calculations are not
to scale and may not. represent true
conditions or plans. Architect or designee
is responsiblefor- drawing details in plans
which representstrueframing conditions
and scale. Details are intended to
complement standard construction practice
to be used by experienced and qualified
contractors.
2. The structural calculations inciuded
here are for the primary system. The
attachment of nor -structure element :s
the responsibility of the architector
design unless specifically shown
otherwise.
3. The calculations, sketches,
specifications and reproductions are to
be used only for this s,,ecific project,
:overed in this package and agreement.
Any other use is strictly prohibited.
4. All changes and or revisions for this
project shall be submitted to Hoak
Shah Associates in writing for review
to and ,comment. These calculation are for
"builders" package, omissions are
expected.
to 5. This material may not be reproduced in
whole or in part without prior written
permission of I soak & Shah Associates, Inc.
HOAK & SHAH ASSOCIATES, Inc. JOB NO.
CONSULTING ENGINEERS
11111
3920 E. CORONADO STREET, SUITE 2030 �*�" 1 "�' BY fJ.a� ,
ANAHEIM, CALIFORNIA 92807
DATE
PHONE: (714)632-1865 FAX: (714)632-1314
SH 'L OF
U.B.C. 1994 - FIBER STRESSES FOR JOISTS, RAFTERS, BEAMS AND HEADERS
JOISTS AND RAFTERS:
[REF. UBC -1994; TABLE No. 23-14-1 / NDS 19911
NOMINAL
SIZE
(inches)
Douglas Fir -larch
DESIGN VALUES IN BENDING
"Fb" psi.
E = 1,700,000 psi
E = 1,600,000 psi
DF #1
DF #2
2x4
1725
1510
2x6
1495
1310
2x8
1380
1210
2x10
--_--
1265
1105
2x i 2
•1150 �
1005 ----_--
BEAMS AND HEADERS:
NOMINAL
SIZE
(inches)
Douglas Fir -larch
DESIGN VALUES IN BENDING
"Fb" psi.
E = 1,700,000 psi
E = 1,600,000 psi
DF #1
DF #2
44
1500
1310
4x6
1300
1135
48
1300
1135
410
1200
1050
412
1100
960
414
1000
875
HOAK & SHAH ASSOCIATES, Inc.
CONSULTING ENGINEERS
3920 E. CORONADO STREET, SUITE 203
ANAHEIM, CALIFORNIA 92807
PHONE: (714) 632-1865 FAX (714) 632-1314
JOB NO.
BY L '
DATE I'10�
SH OF
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HOAK & SHAH ASSOCIATES, Inc. JOB NO. � D
CONSULTING ENGINEERS" BY , .w
3920 E. CORONADO STREET, SUITE 203
ANAHEIM, CALIFORNIA 92807 DATE �I
PHONE: (714) 632-1865 FAX: (714) 632-1314
SHOF
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HOAK & SHAH:ASSOCIATES, Inc. JOB NO.
��
CONSULTING .ENGINEERS BY L ,
3920 E. CORONADO:STREET, SUITE 203
ANAHEIM, CALIFORNIA 92807 • DATE
PHONE: (7.14) 632-1865 FAX: (714) 632-1314
SH OF
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HOAR( & SHAH ASSOCIATES, Inc. JOB NO.19
CONSULTING ENGINEERS
3920 E. CORONADSTREET, SUITE 203 By, Lai
ANAHEIM, CALIFORNIA 92807 DATE
PHONE: (714)632-i865 FAX: (714) 632-1314
SH Co OF
U 7 4PC),H
0A
11 - 1,160,
L
EXll Uln4l-f 4-0 12
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HOAK & SHAH ASSOCIATES,INC. LA OUINTA LAKE
CONSULTING ENGINEERS. CA,NADAY & COMPANY
3920 E.' CORONADO ST., SUITE 203 9704
ANAHE I M, CA. 92807 LWH
PH.(714)632-1865 FX.(714)632-1314
Date: 01/14/97 Page;
TIMBER JOIST & RAFTER
DESIGN
HDR -1/6
NCR -2
HDR -3
HDR -4
HOR-5
HDR -7
HDR -8
- DESIGN DATA
- 1
2
3
4
5
6
]-
Timber Section
4X10
08
04
4X4
4X10
4X4
04
....Death-
in ;
9.25
7.25
3.50
3.50
9.25
3.50
3.50
...Width
in :
3.50
3.50
3.50
3.50
3.50
3.50
3.50
Le: Unsupp
ft
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Fb- Allow
psi
1050.00
1135.00
1310.00
1310.00
1050.00
1310.00
1135.00
Fv- Allow
psi
95.00
95.00
95.00
95.00
95.00
95.00
95.00
Elastic Mod.
ksi
1600.00
1600.00
1600.00
1600.00
1600.00
1600.00
1600.00
Load Duration Factor
1.25
1.25
1.25
1.25
1.25
1.25
1.25
Stress.Ratio
->> :
0.81
0.77
0.47
0.79
0.81
0.31
0.50
CENTER SPAN
-OK-
-OK-
-OK-
-OK-
-OK-
-OK-
-OK-
Span Length
ft :
8.00
6.00
2.00
3.00
8.00
3.50
5.00
Uniform DL
plf
340.00
340.00
340.00
340.00
340.00
108.00
108.00
LL
plf
302.00
302.00
302.00
302.00
302.00
96.00
96.00
RESULTS
Mmax @ Cntr
k -in :
61.63
34.67
3.85
8.67
61.63
3.75
7.65
X -Dist
ft
4.00
3.00
1.00
1.50
4.00
1.75
2.50
REACTIONS
Left: Dead Load
4 :
1360.00
1020.00
340.00
510.00
1360.00
189.00
210.00
Live Load
4
1208.00
906.00
302.00
453.00
1208.00
168.00
240.00
Richt: Dead Load
4
1360.00
1020.00
340.00
510.00
1360.00
189.00
270.00
Live Load
4 :
1208.00
906.00
302.00
453.00
1208.00
168.00
240.00
- STRESSES
-OK-
-OK-
-OK-
-OK-
-OK-
-OK-
-OK-
Fb.. Allow
osi
1575.0
1844.4
2456.3
2456.3
1575.0
2456.3
2128.1
Fb- Actual
psi
1234.8
1130.7
539.1
1212.9
1234.8
524.6
1070.6
Fv.. Allow
psi
118.75
118.75
118.75
118.75
118.75
118.75
118.75
Fv.. Actual
psi
96.77
91.08
55.55
94.33
96.77
36.72
54.96
DEFLECTIONS
Center... Dead Load
in :
-0.085
-0.056
-0.006
-0.031
-0.085
-0.018
-0.076
X -Dist
ft
4.00
3.00
1.00
1.50
4.00
1.75
2.50
DL Ratio
1132
1292
3923
1163
1132
2305
791
Live Load
in
-0.075
-0.050
-0.005
-0.028
-0.075
-0.016
-0.067
X -Dist
ft :
4.00
3.00
1.00
1.50
4.00
1.75
2.50
LL Ratio
1274
1454
4417
1309
1274
2593
889
Total Defl
it
-0.160
-0.105
-0.012
-0.058
-0.160
-0.034
-0.143
X -Dist
ft
4.00
3.00
1.00
1.50
4.00
1.75
2.50
Ratio
599
684
2078
616
599
1220
419
V4.4C1 c 1983-96 ENERCALC HOAK & SHAH ASSOCIATES, INC,, KVI-060912
'HOAK & SHAH ASSOCIATES, INC. LA QUINTA LAKE
CONSULTING ENGINEERS CANADAY & COMPANY
3920 E. CORONADO ST., SUITE 203 9704
ANAHEIM, CA. 92807 LWH
PH.(714)632-1865 FX.(714)632-1314
Date: 01/10(911 Page:
TIMBER JOIST & RAFTER
DESIGN
HDR -9
HDR -'10
HDR -11
HDR -12
HDR -13
HDR -14
HDR -15
DESIGN DATA
-- 1
2
- 3
4
- 5-
b
- 7 --
Timber Section
4X6
04
4X4
4X14
08
4X4
4X10
....Depth
in
5.50
3.50
3.50
13.25
7.25
3.50
9.25
....Width
in
3,50
33.50
3.50
3.50
3.50
3.50
3.50
Le: llnsupp
ft
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Fb- Allow
psi
1135.00
1310.00
1310.00
875.00
1135.00
1310,00
1050.00
Fv- Allow
psi
95.00
95.00
95.00
95.00
95.00
95.00
95.00
Elastic Mod,
ksi
1600.00
1600:00
1600.00
1600.00
1600.00
1600.00
1600.00
Load Duration Factor
1,25
1:25
1.25
1.25
1.25
1.25
1.25
Stress Ratio
»
0.77
0:42
0.72
0.60
0.31
0.97
0.92
- CENTER SPAN ---
-OK-
-OK-
-OK-
-OK-
-OK-
-OK-
-OK-
Span Length
ft
5.00
2.00
3.00
16.25
8.25
3.50
8.67
Uniform DL
plf
306,00
306.00
306.00
90.00
90.00
340.00
340.00
LL
plf
272.00
272.00
272.00
80.00
80,00
302.00
302.00
- RESULTS
ilmax @ Cntr
k -in
21.67
3.47
7.80
67.34
17.36
11.80
72.39
X -Dist.
ft
2.50
1.00
1,50
8.12
4.12
1.75
4.33
- REACTIONS
Left: Dead Load
0
765.00
306.00
459.00
731.25
371.25
595.00
1473.90
Live Load
#
680,00
272.00
408.00
650.00
330.00
528.50
1309.17
Right: Dead Load
4
765,00
306.00
459.00
731.25
371.25
595,00
1473.90
Live Load
0
680.00
272,00
408.00
650.00
330.00
528.50
1309.17
- STRESSES -
-OK-
-OK-
-OK-
-OK-
-OK-
-OK-
-OK-
Fb.. Allow
psi
1844.4
2456.3
2456.3
1093.8
1844.4
2456.3
1575,0
Fb,. Actual
psi
1228.3
435.3
1092.0
657,5
566.1
1650.9
1450.3
Fv.. Allow
asi
113.75
118.75
118.75
113.75
118.75
113.75
118.75
Fv,. Actual
psi
91.58
50.01
84.93
38.72
35.37
115.56
106.59
DEFLECTIONS --
Center ... Dead Load
in
-0.055
-0.006
-0.028
-0.130
-0.053
-0.057
-0.1!7
X -Dist
ft
2.50
1.00
1.50
8.12
4.12
1.75
4.33
DL Ratio
1083
4359
1292
1499
1377
732
389
Live Load
in
-0.049
-0.005
-0.025
-0.116
-0.047
-0.051
-0.10;
X -Dist
ft
2.50
1.00
1.50
8.12
4.12
1.75
4.33
LL Ratio
1213
4904
1453
1687
21112
824
10,01,
Total Defl
in
-0.105
-0,010
-0.053
-0.246
-0.100
-0.103
-0.221
X -Dist
ft
2.50
1.00
1,50
8.12
4.12
1.75
4.33
Ratio
573
2303
684
794
994
383
471
HOAR, & SHAH ASSOCI ATES,INIC.
CONSULTING ENGINEERS CANADAY R COMPANY
,3920 E. CORONADO ST., SUITE 203
ANAHEIM, CA. 92807
PH.(714)632-1865 FX.(714)632-1314
TIMBER JOIST & RAFTER DESIGN /1\61aliq. ej_�
DATA
T*j
Op
:z er Section
-0poth
Ftb- Allow
F-.;- Allow
r
oa d .0-ur,;i1ion Factor
strec'c Ratic
- - CENTER $PAR
Inn L�mjlh
Ju
tiniform D1.
L1.
OL
Y.- D i c- I,
RESULTS
im r, 3 x 9 Cntr
V.-I)i
REACTIONS
__-._--
.-?ft;0 a %d L oti d
Live lo""-,-'
a
n; t Dead Lo?.3
i',,?
'b. A c
Ftp.. A11ow
ct! fl
Dead L o a -d
1) ka L i, 0
Liv= Load
Ll
Rdtio
VIP- 16
P10R.- 1 11
1
2 -
4X4
4x4
4'x8
50
1.25
n 7 . C f)
7 50
0.00
.00
ii 1,',10.00
0OQ.
1 •.35.00
ii 95.00
95.00
ii 1600.00
1600.00
1.25
1 , 2(5
0.39
0.81
-or,-
-OF-
ft 5.00
6.00
L f 90.00
176.40
1f 80.00
157.00
ti 0.00
529.20
4 0.00
471.00
t 0.00
1.00
in 6.37
24. 50
(t 2.50
2.48
0 225.00
9 0.20
200.00
86-, CA.)V
'45.00
617.40
200.00
549.50
_OK__
OK -
? 4 5 6 . .3
184 4 . 4
892. 1
799,2
si 118,715
118.7`
45. 011)
46.57
in -0.063
-0.040
f ?C�o
.
?, 8 8
4,9
5g5_
in -0.050"
-0.036
J
ft CO
2.88
1.067
2016
in -0,119
_0'0116
f 2.50
2.83
502
949
HDR -18
HDR -19
s
4 4
Wo
7 C
3.50
9.50
CA
4141,0
0.00
.00
1.310.00
13x0.00
95.00
95.00
1600.00
!600.00
i . 25
1 , 2(5
0.12
0.98
_OY_
_0K_
2.00
IL 7 7 .
90.00
306.00 6 00
80.00
2722.00
0,00
0.00
0.00
0.00
0.00
0.00
1.02
1311.81
1,00.
6.16
96, , VV
1886.49
80.00
1676,88
9,!,00
1826.49
80,00
1676.88
1^_41' 0 .
OK -
245._
].o
V'_ j
14n,l
4 1
1_93.3C
H8.75
1113,715
14.71
88.66
OV
_10.253
1.00
6.16
4,9
5g5_
-0.001
-0.'''S
I AO
i,. 16
16675
658
-0.003
-0.478
!.00
784-1
�6,16
310
POP -2f;
H Iul R -2,
s
7.25
'X8
7
11.00
0.00
1135.00
117C.1
95.00
95.010
1600.00
1600.0^
0.81.1
0.7
-OY,-
. c .1 0
6.00
0.00
340.00
0.00:;02.00
1:886.00
0.00
1611, 00
Of)
1.15
0.00
317
34 u 7 1 17
A
V
A0,
838.50
A,)
v
7
.-j VA ^
)
C,
P,So
_58.50
1844.
18414.11
1^_41' 0 .
.")
110.7
1118.7-5
I18.7c)
105.31
9! 08
1,75
(No
2556
1242.
t 7c,
7 Oct
S 0
54
_0.031
-0.105
1.75
3.00
I ca 8
684
n
7 HOAF & SHAH ASSOCIATES, INC.. XW-N60911.
HOAK & SHAH ASSOCIATES, Inc. JOB NO. ! I°
CONSULTING ENGINEERS
3920 E. CORONADO STREET, SUITE 203 BY L W'
ANAHEIM, CALIFORNIA 92807 DATE • ��•��
PHONE: (714) 632-1865 FAX: (714) 632-1314
SH 10 OF
I - (�) - : - * 8
,
(D
FE
Le
ir�'il� Mep
SHEAR SCHEDULE
SYM
SIDES
VALUES
SHEAR WALL MATERIAL
NAILS
EDGE
FIELD
Al
ONE
50
1/2 GYPSUM WALLBOARD
5d
7
7
A 2
TWO
100
(UN -BLOCKED)
COOLER
B 1
ONE
62.5
1/2' GYPSUM WALLBOARD
5d
4
4
B 2
TWO
125
(UN -BLOCKED)
COOLER
C 1
ONE
75
1/2 GYPSUM WALLBOARD
5d
4
4
C 2
TWO
150
(BLOCKED,
COOLER
D 1
ONE
50
5/8' GYPSUM WALLBOARD
6d
7
7
D 2
TWO
100
(UN -BLOCKED)
COOLER
E 1
ONE
62.5
5/8' GYPSUM WALLBOARD
6d
4
4
E 2
TWO
125
(UN -BLOCKED)
COOLER
F 1
ONE
87.5
5/8' GYPSUM WALLBOARD
6d
4
4
F 2
TWO
175
(BLOCKED)
COOLER
G 1
ONE
260
3/8' CD -X PLYWOOD (24/0)
8d
6
12
G 2
TWO
520
(BLOCKED)
H 1
ONE
380
3/8' CD -X PLYWOOD (24/0)
8d
4
12
-H2
TWO
760
(BLOCKED)
J 1
ONE
490
3/8' CD -X PLYWOOD (2410)
8d
3
12
x -J 2
TWO
980
(BLOCKED)
"K 1
ONE
640
3/8' CD -X PLYWOOD (24/0)
8d
2
12
""K 21
TWO
1280
(BLOCKED)
L 1
ONE
310
1/2 CD -X PLYWOOD(32116)
10d
6
12
L 2
TWO
620
(BLOCKED)
M 1
ONE
460
1/2 CD -X PLYWOOD(32116)
10d
4
12
-M2
TWO
920
(BLOCKED)
'N 1
ONE
600
1/2 CD -X PLYWOOD(32/16)
10d
3
12
""N 2
TWO
1200
(BLOCKED)
'P 1
ONE
770
1/2 CD -X PLYWOOD(32116)
10d
2
12
'-P 2
TWO
1540
(BLOCKED)
Q1
ONE
180
7/8"PCPLASTER w/PAPER
16 GAGE
6
6
Q 2
TWO
360
BACKED LATHED
STAPLES
R 1
ONE
325
7/8' PC PLASTER w/PAPER
16 GAGE
3
3
R 2
TWO
650
BACKED LATH (I.C.B.0.1823)
STAPLES
ABR..: PC= PORTLAND CEMENT
NOTES: FRAMING SHALL BE 3" NOMINAL OR WIDER AND NAILS
SHALL BE STAGGERED.
' PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT
FRAMING MEMBERS AND FRAMING SHALL BE 3" NOMINAL
OR THICKER AND NAILS ON- EACH SIDE SHALL BE STAGGERED
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
FRAMING NOTES:
16d SILL PLATE NAILING @ 12 o.c.
16d SILL PLATE NAILING @ 10' o.c.
16d SILL PLATE NAILING @ 8" o.c.
16d SILL PLATE NAILING @ 6' o.c.
16d SILL PLATE NAILING @ 4' o.c.
16d SILL PLATE NAILING @ 2 o.c.
SIMP. ST6224 TO 4x POST ABOVE & BELOW
SIMP. ST6236 TO 4x POST ABOVE & BELOW
SIMP. MST37 TO 4x POST ABOVE & BELOW
SIMP. MST48 TO 4x POST ABOVE & BELOW
FOUNDATION NOTES:
1/2'x 10' ANCHOR BOLTS @ 64' o.c.
1/2"x 10" ANCHOR BOLTS @ 56" o.c.
1/2'x 10" ANCHOR BOLTS @ 48' o.c.
1/2'x 10" ANCHOR BOLTS @ 40' ox.
1/2"x 10' ANCHOR BOLTS @ 32 o.c.
1/2 x 10' ANCHOR BOLTS @ 24" o.c.
1/2"x 10" ANCHOR BOLTS @ 16' o.c.
1/2' x 10" ANCHOR BOLTS @ 8" o.c.
1/2'x 12 ANCHOR BOLTS @ 24' o.c.
1/2" x 12 ANCHOR BOLTS @ 16" o.c.
1/2 x 12 ANCHOR BOLTS @ 8" o.c.
(2)-1/2"x 10" ANCHOR BOLTS
(3)-1/2"x 10' ANCHOR BOLTS
(2)-1/2'x 12 ANCHOR BOLTS
(3)-112"x 12 ANCHOR BOLTS
(2)-314"x 12" ANCHOR BOLTS
MISCELLANEOUS NOTES:
(1) # 4 T/B. 3' PAST POST
(2) # 4 T/B. 3' PAST POST
(3) # 4 T/B. 3' PAST POST
(4) # 4 T/B. 3' PAST POST
(1) SIMP. HD2A TO 4x POST
(1) SIMP. HD5A TO 4x POST
(1) SIMP. HD6A TO 4x POST
(1) SIMP. HD8A TO 4x POST
(1) SIMP. HPAHD22 TO 4x POST
140 #/'
170 #/'
210
280
420 #P
840 #/'
825 #
1225 #
2100 #
3330 #
150.0 #f
175.0#f
200.0#f
245.0#f
305.0#f
405.0#f
610.0#f
1220.0#f
405.0#P
610.V
1220.0#f
1625.0 #/
2440.0#f
1625.0#f
2440.0 #/
3170 #f
-0DwC-)_
0> 10
0 Z
O
z=
M m ,M
^K0.c..
O r
rn > 0 Z
N„DD
o,0zm
Z
Ln G) >
coZ (/)TwMMcn
C) m 0
C/) in
A D
Lo N m
^' O (n
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PHONE: (714) 632-1:865 FAX: (714) 63271314
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392U E. CORONADO STREET, SUITE 203
ANAHEIM, CALIFORNIA 92807
PHONE: (714) 632-1865 FAX: (714) 632-1314
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JOB NO" 0
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BUILDER IS RESPONSIBLE FOR
PROVIDING ALL FEARING FOR BROWN & HONEYCUTT
/ TRUSSES AS SHOWN ON TRUSS
TRUSS LAYOUT. THIS SYSTEMS
66-09-00 INCLUDE% BEARING S & INC.
1 1 2 B5 1 03 1 B1 16775 SMOKETREE HESPERIA, CA
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TOTAL FRAMING
WILMA LA QUINTA L.P.
PLAN #3 GABLE
2x4 T.C. TILE ROOF
4:12 PITCH
2:12 VAULT
NOTES:
T' j
11 BUILDER SHALL VERIFY ALL DIMENSIONS
Cu
PRIOR TO FABRICATION.
2) INSTALLATION AND BRACING IS THE
RESPONSIBILITY OF THE BUILDER. READ
24`' o1a, 7YR
AND FOLLOW ALL INSTRUCTIONS GIVEN.
3) ALL BEANS SHALL BE PROVIDED BY
OTHERS.
4) CROSS HATCHING INDICATES SLOPED OR
HIGH CEILING. 1
51 ALL SCISSORED AREAS MUST BE STRONG-
E
BACKED WITH A 2x4 ON EDGE AT 10'O.C.
0
6) TRUSS DESIGN REQUIRES THAT F.A.U.
c
LOAD BE EGUALLY DISTRIBUTED OVER
n
FOUR TRUSSES. (4001 MAX. INSTALLED
WEIGHT.
2x4 BRG. WALLS
-41
SCALE : 3/32" = I'-
1/22/97 L.S.
UBC Chap.23 Div.111 Sect.2343.7
WESTERN INSPECTION SERVICES
DUALITY AUDITED : WIS ICED NO: AA -583
�pR 2 3 1997
Copyright (c) CompuTrus Inc.
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BUILDER IS RESPONSIBLE FOR
PROVIDING ALL GEARING FOR
TRUSSES AS SHOWN ON
TRUSS LAYOUT. THIS
66-09-00 INCLUDES BEARING WALLS �
1 1
1-1 ^ti A ..11 n I
L C. L. 1. L. b
6-05-12
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BROWN & HONEYCUTT
JJ2�,,TRUSS
SYSTEMS
INC.
16775 SMOKETREE HESPERIA, CA
(619) 244-8887
.TOTAL FRAMING
WILMA LA GUINTA L.P.
PLAN #3 HIP
2x4 T.C. - TILE ROOF
4:12 PITCH
2:12 VAULT
1l BUILDER SHALL VERIFY ALL DIMENSIONS
PRIOR TO FABRICATION.
2) INSTALLATION AND BRACING IS THE
RESPONSIBILITY OF THE BUILDER. READ
AND FOLLOW ALL INSTRUCTIONS GIVEN.
31 ALL BEANS SHALL BE PROVIDED BY
OTHERS.
UBC Chap.23 Div.111 Sect.2343.7
WESTERN INSPECTION SERVICES
QUALITY AUDITED : WIS 1CBO No: AA -583
Copyright (c) CompuTrus Inc.
4) CROSS HATCHING INDICATES SLOPED OR
HIGH CEILING.
51 ALL SCISSORED AREAS MUST BE STRONG -
BACKED WITH A 2x4 ON EDGE AT 10'O.C.
0
61 TRUSS DESIGN REGUIRES THAT F.A.U.
C6
LOAD BE EQUALLY DISTRIBUTED OVER
0
n
FOUR TRUSSES. (400f MAX. INSTALLED
WEIGHT.
2x4 BRG. WALLS
SCALE : 3/32" = 1'-0"
1/22/97 L. S.
UBC Chap.23 Div.111 Sect.2343.7
WESTERN INSPECTION SERVICES
QUALITY AUDITED : WIS 1CBO No: AA -583
Copyright (c) CompuTrus Inc.
Truss =rldex
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WARNINGS:
1. Read all General Notes and Warnings before construction of trusses.
2. Builder and erection contractor should be advised of all General Notes and Warnings before
construction commences.
3.. 1x3 compression web bracing must be installed where shown +.
4. All lateral force resisting elements such as temporary and permanent bracing, must be
designed and provided by designer of complete structure. CompuTrus assumes no responsibil-
ity for such bracing.
5. No load should be applied to any component until after all bracing and fasteners are complete,
and at no time should any loads greater than design loads be applied to any component
6. CompuTrus has no control over and assumes no responsibility for the fabrication, handling,
shipment and installation of components.
7. This design is furnished subject to the limitations on truss designs set forth by the Truss Plate
Institute in "Bracing Wood Trusses, HIB -91", a copy of which will be furnished by CompuTrus
upon request.
GENERAL NOTES, unless otherwise noted:
1. Design to support loads as shown.
2. Design assumes the top and bottom chords to be laterally braced at 2'-0" o.c.and at 12'-0" o.c.
respectively. ,
3. 2x4 Impact bridging or lateral bracing recommended where shown + +
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry
condition" of use.
6. Design assumes full bearing at all supports shown. Shim or wedge if necessary.
7. Design assumes adequate drainage is provided.
8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint
center lines.
9. Digits indicate size of plate in inches.
10. For basic design values of the CompuTrus Plate, indicated by the prefix "C", see I.C.B.O. R.R.
4211
11. The CompuTrus Net Section Plate is indicated by the prefix "CN", the designator (18) indicates
18 ga. material is used. All others are 20 ga.
General Notes:
O2 Bracing to top and bottom chords not required, provided top
chord has sheathing and bottom chord has dry wall.
JO
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Compu%us, Inc.
Ole )I
Manufacturing • Engineering • Computer Systems
WARNINGS:
1. Read all General Notes and Warnings before construction of trusses.
2. Builder and erection contractor should be advised of all General Notes and Warnings before
construction commences.
3.. 1x3 compression web bracing must be installed where shown +.
4. All lateral force resisting elements such as temporary and permanent bracing, must be
designed and provided by designer of complete structure. CompuTrus assumes no responsibil-
ity for such bracing.
5. No load should be applied to any component until after all bracing and fasteners are complete,
and at no time should any loads greater than design loads be applied to any component
6. CompuTrus has no control over and assumes no responsibility for the fabrication, handling,
shipment and installation of components.
7. This design is furnished subject to the limitations on truss designs set forth by the Truss Plate
Institute in "Bracing Wood Trusses, HIB -91", a copy of which will be furnished by CompuTrus
upon request.
GENERAL NOTES, unless otherwise noted:
1. Design to support loads as shown.
2. Design assumes the top and bottom chords to be laterally braced at 2'-0" o.c.and at 12'-0" o.c.
respectively. ,
3. 2x4 Impact bridging or lateral bracing recommended where shown + +
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry
condition" of use.
6. Design assumes full bearing at all supports shown. Shim or wedge if necessary.
7. Design assumes adequate drainage is provided.
8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint
center lines.
9. Digits indicate size of plate in inches.
10. For basic design values of the CompuTrus Plate, indicated by the prefix "C", see I.C.B.O. R.R.
4211
11. The CompuTrus Net Section Plate is indicated by the prefix "CN", the designator (18) indicates
18 ga. material is used. All others are 20 ga.
General Notes:
O2 Bracing to top and bottom chords not required, provided top
chord has sheathing and bottom chord has dry wall.
JO
o�
.40800 rr
P.3-31-99 %*
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(2)
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:.4. Com UT�iJ9?�11C ' FOR CABLE ENDS UtIDER 6'-8- IN 11EICIIT
P
��, �;,,�-4 �-e„�� j '• MINIMUM CABLE STUD GRADE - 2x4 STANDARD GRADE.IIEH-FIR Or �ALI�0��\
._ .
A* Alternate Method of connection o1 stua to chord (Valuea are toenelled, staple and nail values from UBC table 2403)
GABLE END A)(6)'14gauge x 7/16" Crown x2" leg ataplea-6 x•75 x 2/3 - 300/
C001.•8d Neils -4 x 78 x 2/7 - t421
/ CO(J). 16d Della -3 x 107x 2/3 - 142/,
C -2.5x4.1
c4 BRACE AT 16'-0-o.c. OR AT
NTERLINE. ATTACH WITH 16d
OILS SHOWN IN C -1x2.6 Typical
( ).
2x4 STUDS " 1
• Alternace Connection
JRAL Detail ••
C -2.5x4.7 16•
PLATE MAX.
BRACING FOR GABLE END
FILE NO.: GABLE END
DATE: 6/1/84 RE/17/8b5C
REF.: 25-15,10ES. BY: Sf
SEO.: STANDARD 11789
CUTOUT FOR 4x2
OUTLOOKER
i �'
a
C -2.5x4.1 (Spl) VARI S
It If
• CENTER VERTICALS VARY AS REQUIRED
BY VENT SIZE OR OUTLOOKER
CUTOUT FOR 4x2 OUT KER -
v.rr aiuu 1xq ADD-OtI. ATTACH OVER STUD 11
WITH Od NAILS AT 9-o.c. \
4x2 OUTLOOKER DETAILS
0A, (D,
�C. KI <
No. 33783
EXP. 6/30/98
\OIV1�-
LUMBER SPECIFICATIONS
SIZE SPECIE GRADE PANEL (S)
TOP CHORDS:
2x 4 OF #1 i, 2
BOTTOM CHORDS:
2x 4 OF #2 1, 2
WEBS:
2x 4 HF STAND 1
TC LATERAL SUPPORT <- 12"OC, UON.
BC LATERAL SUPPORT <= 12"OC, UON.
7—
12
Q pf ESSIOiy4.00
G. K/
v
33783
EXP.
EXP. 6/30/98
� OF CWF�
to
0
o '
Scale: 1/2"
TRUSS SPAN 15'- 8.00'
LOAD DURATION INCREASE - 1.25
SPACED 24.0" O.C.
LOADING
LL( 16.0) +DL ( 14.0) ON TOP CHORD - 30.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF*
TOTAL LOAD - 40.0 PSFN
*5 PSF REDUCTION TAKEN ON
BOTTOM CHORD, AXIAL STRESS ONLY.
C -4x4,3
7-10-00
ANSI/TPI( SINGLE MEMBER FORCES 4WDH
T 1- -830 B 1- 783 W 1- 78
T 2= -830 B 2 783
LEFT = 548 RIGHT = 548
BEARING AREA REOUIREO (SO. IN)
JOINT 1 .88 OF / 1.35 HF / 1.29 SPF
JOINT 3 .88 OF / 1.35 HF / 1.29 SPF
_.. Is
WARNINGS:General Notes, unless otherwise noted:
_r.
1. Read as General Nota and Warnings before construction of trusses.
1. Design to support loads as shown.
AnYef •' 1 . D 1 ( SL)
FILE NO.: TRU— 1 5-4-40*
Z. 8ugder and vection contractor should be advised of an General Not- and
2. Design assumes the top and bottom chords to be laterally braced at
2'-0 o.c. and at 12'-0' o.c. respectively.
Warnings before construction oommena-.
3. 2x4 Impact bridging or lateral bracing recommended where shown + +
3. 1x3 compression web bracing must be Installed where shown +.
er s
4. All lateral force resisting elements such as temporary end permanent bracing,
4. Installation of truss Is the responsibility Of the respective contractor.
DATE: 1/22/97
must gra p finer o1 complete swcturo.
designed and provided dM
5. Design assumes trusses are to be used in a non -corrosive environment,
and are for -dry Condition" of use.
,17,,{M
Computrus assumes no responsibility for such bracing.
S. No load be to bracing
8. Design assumes full bearing at all supports shown. Shim or wedge if
necessary.
LuTrus Inc.
ORIPDesign
AEF.: 25-1 DES. BY: A
should applied any component until after all and
7• assumes adequate drainage is provided.
fastens.• we complete, and at no time should any loads greater then design
8. Plates shall be located on both faces of truss, and placed so their center
toads be applied to any component.
lines Coincide with joint center Imes.
MANt6ACIVRING ENGINEERING COM"V1ER
SEO.: 039497
B. Computrus has n0 tx,nlrol OYer and ataYnlH n0 responsibilityf0! the
p
9. Digits indicate size of plate In inches.
. . SiSIEMS
fabrication, handling, shipment and Installation of components.
10. For basic design values of the Computrus Plate, indicated by the prefix
7. This design Is furnished subject to the Imitations on truss designs set forth
by the Truss Rate Institute In'Bracing Wood Trusses, HIB -91', a copy of
which will be fumishad by Computrus upon request.
'C% see I.C.B.O. R.R. 4211.
11. The Computrus Net Section Plate is indicated by the prefix 'CN', the
designator (181 Indicates 18 ga. In is used. All others are 20 ga.
LUMBER SPECIFICATIONS
SIZE SPECIE GRADE PANEL(S)
TOP CHORDS:
2x 4 OF rig 1- 4
BOTTOM CHORDS:
2x 4 DF f2 1, 2
WEBS:
2x 4 HF STAND 1. 3
2x 6 OF 02 2
TC LATERAL SUPPORT <= 12"OC, UON.
BC LATERAL SUPPORT <- 12"OC, UON.
i
15- 8- 0 TERMINAL HIP SETBACK 7-10- 0 FROM END WALL
LOAD DURATION INCREASE - 1.25 +
LOADING
TC UNIF LL( 32.0) +DL ( 28.0) - 60.0 PLF 0' .0" TO 15'
BC UNIF LL( .01+DL ( 24.6) = 24.6 PLF 0' .0" TO 15'
TC CONIC LL( 571.0)+DL( 499.6)- 1070.6 LBS @ 7' 10.0"
ANSI/TPI SINGLE MEMBER FORCES 4WOH
T 1- 12837 8 1- - 2565 W 1- -219
T 2= -2597 B 2= 2665 W 2= 361
T 3- -2597 W 3- -218
T 4= -2837
8.0' VERT
8.0" VERT LEFT 1198 RIGHT = 1198
BEARING AREA REOUIREO (SO. IN)
JOINT 1 1.92 OF / 2.96 HF / 2.82 SPF
JOINT 5 1.92 OF / 2.96 HF / 2.82 SPF
7-10-00 7-10-00
12 12
SSlna�\ 4.00 C-- a4.00
C -4x4,3 '
15-08-00
�3
Scale: 1/2"
No. 33783
EXP. 6/30/98 Q
_ WARNING": General Notes, unless otherwise noted:
-
1. Read an General Not" .nal Want g. baton construction of t -es.
1 . Design to support loads as shown.
AnVer: 1.01 NO
FILE NO.: 7TH -15-4-40*
2- "under and section contractor .hould be advised of all General Notes and
2. Design assumes the top and bottom chords to be laterally braced at
warnings before eon tructlon commencas.
2'-0 o.c. and at 12'.0' o.c. respectively.
3. 1x3 compression web bracing must be Installed where shown +.
3. 2x4 Impact bridging or lateral bracing recommended where shown + +
4. Installation of truss is the respomibih-ty of the respective
DATE: 1/22/97
4. All lateral fora resisting dements such a. temporary and permanent bracing•
contractor.
5. Design assumes trusses are to be used in a non -corrosive environment,
must be designed and provided by designer of complete .tnicture.
and are for 'dry condition' of use.
�7�,T
AM
Computru. a..urnes no responsibility for such bracing.
S. No load should be applied to any component mill aper all bracing and
6. Design assumes full bearing at all supports shown. Shim or wedge if
necessary.
Cjam uTrus Inc.
P
REF . Z S-1 DES . BY;
'
7. Design assumes adequate drainage is
lastenen are complete, and at no time should any loads yenta than design
provided.
8. Plates shall be located on both faces of truss, and placed so their center
load. be appged to any component.
lines Coincide with joint Center lines.
MANteACK-TI
SED .: 0 3 9 4 9 8
6. Computes has no control over and assumes no responsibility for the
9. Digits indicate size of plate in inches.
. ENGWEERTNG . COMPUTER SYSTEMS
fabrication, handling• shipment and Installation of components. -
10. For basic design values of the Compulrus Plate, indicated by the prefix
7. This design Is furnished subject to the emltadons on Wu designs set forth
by the Truss plate Institute le'6raolng wood Tru..", H1e-91-, . copy of
which will be furnished by Computrus upon request.
'C', see I.C.B.C. R.R. 4211.
11. The Computrus Net Section Plate is indicated by the prefix 'CN', the
designator 1181 indicates 18 ga. material is used. All others are 20 ga.
LUMBER SPECIFICATIONS
SIZE SPECIE GRADEPANEL(S)
TOP CHORDS:
2x 4 OF i2 1- 4
BOTTOM CHORDS:
2x 4 OF #2 1- 3
WEBS:
2x 4 HF STAND 1- 4
TC LATERAL SUPPORT <- 12"OC, UON.
BC LATERAL SUPPORT <= 12"OC, UON.
TRUSS SPAN 30'- 00' ANSI/TPI SINGLE MEMBER FORCES 4WOH
LOAD DURATION INCREASE - 1.25 T 1- -)2310 B'1- 2160 W 1- -417
SPACED 24.0" O.C. T 2= -2027 8 2=' 1497 W 2= 604
T 3- -2026 8 3- 2180 W 3- 603
LOADING T 4= -2310 W 4= -417
LL( 16.0) +DL ( 14.0) ON TOP CHORD - 30.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF* LEFT = 1050 RIGHT = 1050
TOTAL LOAD - 40.0 PSF*
*5 PSF REDUCTION TAKEN ONc BEARING AREA REQUIRED (SO. IN)
BOTTOM CHORD, AXIAL STRESS ONLY. ^ggfESS/94" JOINT 1 1.68 OF / 2.59 HF / 2.47 SPF
�Q��C'J C /��(JOINT 5 1.68 OF / 2.59 HF / 2.47 SPF
c�i7 • fait
No. 33783
EXP. 6/30/98
Civil -
0 o�
SOF CALF%
15-00-00 15-00-00-
12 12
4.00 L--- C-44.3 44.00
Md. i (S)
Scale: 1/4"
30-00-00
T.,
�r
0
0
r,
•- .>:� I it . �� �'�,
LJ - Ir
tJo. 33783 t
EXP. 6/30/98
�19h ClVS�-/_ar��
WARNINGS: General Notes, unless otherwise noted:
1. Read as Gman l Notes and Warnings before construction of trusses.'
1. Design to support loads as shown.
D 1 (1L) .
AOVef •' 1
FILE NO.: TRU-30-/F-40 *
2. Builder and erection contractor should be advised of d Genal Notes and
2. Design assumes the top and bottom chords to be laterally braced at
2'-0 12'-0'
.
1/22/97
Wwrdngsbefore construction aommanaes.
3. 1a3 compresslan web bracing must be Installed where shown +.
la t such
elements
a. Ag lateral form resisting dements such as temporary end permanent bracing,
o.e. and at o.c. respectively.
3. 2x4 Impact bridging or lateral bracing recommended where shown + +
4. Installation of ttuss Is the responsibility of the respective contractor.
5. in
DATE:
mi
b• designed end N of complete st sirdare
en pro y designer p
Design assumes trusses are to be used a non -corrosive environment,
and are for -dry condition' of use.
25-1 AM
Computme assumes no responsibility for such bracing.
5. No load be to bracing
8. Design assumes full bearing at all supports shown. Shim or wedge if
necessary.
tJ P
L'Om U�6,US Inc.
REF .: DES . BY:
should applied any component until after all and
tostenen loads than design
7• Design assumes adequate drainage is provided.
are complete, and at no time should any greater
8. Plates shall be located on both faces of truss, and placed so their center
loads b• applied to any component.
lines coincide with joint center lines.
MA -FAM -0 ENGNEERNG COMVIrrER S.SrEMS
SEG.: 03 9 4 9 9
e. Compvtw has no control over and assumes no rdpensmafty forth*
Indicate give of plate
9. Dor
inches.omp
. .
fabrication, handling, shipment and Installation of components.
p
b h
1 O. For basic design values of the Computrus Plate, indicated by the prefix
7. This design Is furnished subject to the limitations on truss designs set forth
by the Truss Plate Instftut• In'Bmdng Wood Trusses, HIB -81', a copy of
furnishedwhich will befurnishedby Computrus upon r•queat.
'C', see I.C.B.O. R.R. 4211.
11. The Computrus Net Section Plate is indicated by the prefix 'CN', the
designator (18) indicates 18 ga. material is used. All others are 20 ga.
LUMBER SPECIFICATIONS
SIZE SPECIE GRADE PANEL(S)
TOP CHORDS:
2x 4 OF #2 1- 5
BOTTOM CHORDS:
2x 4 OF #2 1- 4
WEBS:
2x 4 HF STAND 1- 6
TC LATERAL SUPPORT <- 12"OC. UON.
BC LATERAL SUPPORT <= 12"OC, UON.
NOTE: Truss not symmetrical`
Orientational as ;shown.
1
TRUSS SPAN 30'- 00"
LOAD DURATION INCREASE - 1.25
SPACED 24.0" O.C.
LOADING
LL( 16.0) +DL ( 14.0) ON TOP CHORD - 30.0 PSF
DL ON BOTTOM CHORD = 10.0 PSF*
TOTAL LOAD - 40.0rP�OFESSIOcR5 PSF REDUCTION TAKEN ON`BOTTOM CHORO, AXIAL STRESS O/
No. 33783 F`
EXP.6/30/98
15-00-00 15-00-00
If 12 12
4.000 C-44.3 x4.00
L2
C-2.
Scale: 1/4"
ANSI/TPI SINGLE MEMBER FORCES 4WOH
T 1- ) 257 B 1- -243 W 1- -240
T 2= 256 8 2= 1503 W 2= -1939
T 3- -1508 B 3- 1251 W 3- -117
T 4= -1771 8 4= 1940 W 4= 254
T 5- -2056 W 5- 608
W 6= -421
CANT @ 2'- 4.8"
LEFT 1134 RIGHT = 966
BEARING AREA REQUIRED (SO. IN)
JOINT 7 1.81 OF / 2.80 HF / 2.67 SPF
JOINT 6 1.55 OF / 2.39 HF / - 2.27 SPF
C=5x5.1 (S)
-00
WARNINGS: General Notes, unless otherwise noted:
J
1. Read as General Notes and Warning• before construction of trusses.
1 . Design to support loads as shown.
AnVer: 1 01 ( O
FILE N0
2. Builder and woutton oontractor should be advised of as General Notes and
2. Design assumes the top and bottom chords to be laterally braced at
.
.'TRU-3O-4-40*
•
Wamings before construction commence•.
2'•0 o.c. and at 12'-0" o.c. respectively.
3. 2x4 Impact bridging or lateral bracing recommended where shown + +
3. 1x3 compression web bracing musl be Installed where shown +.
•. Ali lateral torp resisting dements such as temporary and bracing.
4• Installation of truss Is the responsibility of the respective contractor.
GATE: 1 22 97
permanent
must be dol w.ne provided b dui
signed pro y gnw of complete structwe.
5. Design assumes trusses are to be used in a non -corrosive environment,
and are for -dry condition' of use.
Cornputm .•sumo no re.ponslbli ty for such bracing.
6. Design assumes full bearing at all supports shown. Shim or wedge if
REF.: DES . BY:
' 25-1 AM
5. No load should be applied to any compon 1 until after all bradng and
necessary.
at drainage ish
CompuT�us Inc.
fasteners are complete, and at no time should any bads greater than design
8. Plat snshasl r located faces providedf truss, end plated so their center
leads be applied to any component.
lines coincide with joint center lines.
I
M/WViACrVRWe ENOWEE a1Ne
SEO.'039500
• O3 9 S O O
3 9
B. Computrus hes no control over and assumes no r•sponsibilfty for the
l in
Digits_e of
lof
. . COMVtrIEfl SYSTEMS
-
fabrication, hmdiing• shipment and Installation of components.
O. basicldes� n values the Comate
putrus Plate, indicated b the prefix
P Y
7. This design Is tuml.hed subject to the amhatlom on truss designs set forth
by the Truss plate Institute In-Bradng Wood Tm..es, HLB-Br-, a copy of
which will be banished by Computrus upon request.
"C, see I.C.B.C. R.R. 4211.
11. The Computrus Net Section Plate is indicated by the prefix 'CN', the
designator 118) indicates 18 ga. material is used. All others are 20 ga.
LUMBER SPECIFICATIONS
SIZE SPECIE GRADE PANEL (S)
TOP CHORDS:
2x 4 OF N2 1- 5
BOTTOM CHORDS:
2x 8 DF SS 1- 6
WEBS:
2X 4 HF STAND 2- 5, 7-0
2x 6 DF 92 1, 6
TC LATERAL SUPPORT <- 12"OC, UON.
BC LATERAL SUPPORT <- 12"OC, UON.
OFF PANEL SPLICE NOTE:
Off panel point splices are located
at 1/5 the panel length +/- 6' at
either end of the panel indicated,
except end panels.
27- 9- 0 GIRDER TRUSS SUPPORTING 33- 9- 0
LOAD DURATION INCREASE - 1.25 +
LOADING
TC UNIF LL( 32.0)+DL( 28.0)- 60.0 PLF 0'• ,0" TO 27' 9.0' VERT
BC UNIF LL( 201.3)+DL( 311.6)= 512.9 PLF 0' .0" TO 27' 9.0' VERT
Note: Stagger splices on adjacent members.
Three complete-trusses''required.
Join together with 16d nails
staggered at 3" o. c throughout
1 -bottom chord and 12" o. c. through-
out top chord and webs.
12-09-00 15-00-00
12 12
4.000_ C-5.50.7 ----J4.00
7 r7r
C -5x6 C -5x6
C -5x14.5 3.
C-1.50.4-+ C -5x6 Wel 6
C-5xi4,5
-70.4 C-70.7
4"typJ C -1x7.7 CN -3x 10.2
C-30.7 CN-7x11.9(S) C-30.7
C -7x11.9
Scale: 1/B" 27-09-00 '
ANSI/TPI 13 MEMBER FORCES 4WOH
T 1- 0 B 1- 12846- W 1- -14550 W 5- 6966
T 2= -13767 8 2= 12846 W 2= 2136 W 7= -4920
T 3- -11439 B 3- 13059 W 3- 231 W 8- 3936
T 4= -11439 B 4= 14751 W 4= 2172 W 9= -4122
T 5- -15516 B 5- 18519 W 5- -2787 W10- 2712
T 6= -19521 8 6- 18519
LEFT - 7956 RIGHT. - 7941
BEARING AREA REQUIRED (SO. IN)
JOINT 1 12.73 OF / 19.64 HF / 18.72 SPF
JOINT 7 12.71 OF / 19.61 HF / 16.69 SPF
+ Laterally brace to roof diaphram.
+ 2x4 web brace required.
K14•��F�
�� i=s�oN\
1. Read an General Note• and W.ming. before construction of thus.•..
1. Design to support loads as shown.
N0. 33783
<^ r
to
No. 33783
EXP 6/30/98 ''�
\FCALF
EXP. 6/30/98
FofCA \o
WARNINGS: General Notes, unless otherwise noted:
1. Read an General Note• and W.ming. before construction of thus.•..
1. Design to support loads as shown.
AnVer' ] 0 ] ( lU
•
FILE ND -' S TGIR-2 7-4-40*
_• Sunder and er•ctlon contractor should b• advisedof w General Note. and
2. Design assumes the top and bottom chords to be laterally braced at
.
Wanings before construction commence..
3. 2xIcompresslon web bracing must be metalled where shown +.
2'-0 o.c. and at 12'-0" o.c. respectively.
3. 2x4 Impact bridging or lateral bracing recommended where shown + +
DATE: 1/22/97,
♦. An lateral farce resleting dement. such as temporary end .neat bracing.
perm g•
4. Installation of truss Is the responsibility of the respective contractor.
5.. Design assumes trusses are to be used in a non -corrosive
must be designed and proddd by d•slgner of complete etructur•.
environment,
and are for 'dry condition' of use.
-
7,,(
REF.: 25-1 DES BY: AM
Computru. ,.sumes no respon.lbinty for such bracing.
6. No load .hoWd be applied to any companeet unto after an bndng and
6. Design assumes full bearing at all supports shown. Shim or wedge if
necessary.
COmpuTf US Inc.
.
fartmers are complate• and at no time should any load. greater than design
7. Design assumes adequate drainage is provided.
load. b•.ppud to .ray compon.nt.
8. Plates shall be located on both faces of truss, and placed so their center
SED .: -
0 3 9 5 01
6. Compulms has no control over and assume. no rerponsibmty for the
lines coincideicat with joiOf p center lines.
8. Digits indicate si:a of plate inches.
MANUEACIURNG . ENGINEERING . COMPUIER 616IEM6
fabrication, handling. pm•nt .rad Installation of component..
s sm
h
1 O. For basic design values of the Computrus Plate, indicated by the prefix
7. This distill. 1. banished subl•.t to the nmtt rtlom on truss designs set forth
by the Trus. Rate Inethute tn'Bradng Wood Truss.. HIB•91', a copy of
which arm be furnished by Computrus upon request.
"C', see I.C.8.C. R.R. 4211.
11. The Computrus Net Section Plate is indicated by the prefix 'CN', the
designator (18) Indicates 18 ga. material Is used. All others are 20 ga.
LUMBER SPECIFICATIONS
SIZE SPECIE GRADE PANEL (S)
TOP CHORDS:
2x 4 OF P2 1- 8
BOTTOM CHORDS:
2x 4 OF i2 1- 5
WEBS:
2x 4 HF STAND 1-10
TC LATERAL SUPPORT <- 12"OC, UON.
BC LATERAL SUPPORT <= 12"OC, UON.
W NOTE: 1x3 BRACING AT 2'-0" O.C.
FOR ALL FLAT TOP CHORD AREAS.
I
9L0
0
30- 0- 0 HIP SETBACK 8- 0- 0 FROM END WALL
LOAD DURATION INCREASE - 1.25 +
•LOADING
TC UNIF LL( 32.0) +DL ( 28.0) - 60.0 PLF 0' .0" TO B'
TC UNIF LL( 80.0) +DL ( 70.0) = 150.0 PLF 8' .0" TO 22'
TC UNIF LL( 32.0)+OL( 28.0)- 60.0 PLF 22' .0" TO 30'
BC UNIF LL( .0) +OL ( 25.0) - 25.0 PLF 0' .0" TO 30'
TC CONC LL( 298.7) +DL ( 261.3)- 560.0 LBS @ 8'
TC CONC LL( 298.7) +DL ( 261.3)= 550.0 LBS @ 22'
( 2 ) complete trusses required.
Join together with i6d Box nails staggered at
12" oc.throughout top chords, �Q
12' oc throughout bottom chords,
12' oc throughout webs.
.0' VERT
.0' VERT
.0" VERT
.0' VERT
0" `
0'
No. 33783
EXP: 6/30/98
SOF CALM
LEFT - 2466 RIGHT - 2466
BEARING AREA REQUIRED (SO. IN)
JOINT 1 3.94 OF / 6.09 HF / 5.80 SPF
JOINT 9 3.94 OF / 6.09 HF / 5.80 SPF
8-00-00 14-00-00 8-00-00
12 12
4.00 ----J4. UU
C-47.7 C -2.5x4.3 C -2.5x4,3 C -2.5x4.3 L-47.7
C-50.4 (S)
30-00-00
Scale: 1/4"
No. 33783
EXP. 6/30/38 'f
f 1V I k- o��1\P
\�F CAXY
0
WARNINGS: . General Notes, unless otherwise noted:
•ANSI/TPI 12 MEMBER FORCES
4WOH
1. Design to support loads as shown.
AnVer' 1.01 ( SL)
T 1-
-6546
8 1-
6150
W 1-
360
W 6-
-402
T 2=
-6734
8 2-
7916
W 2=
930
W 7=
454
T 3-
-6476
B 3-
8414
W 3-
71714
W 8-
-1714
T 4=
-8125
B 4=
7916
W 4=
' 454
W 9=
930
T 5-
-8126
8 5-
6150
W 5-
-402
W10-
362
T 6=
-6476
7. This design Is fumished subject to the limitations on truss designs at forth
by the Tru.. Rale Institut• In'll-Ing Wood Trusses. H10•B1', • copy of
which will be furnished by Computnis upon request.
'C", see I.C.B.O. R.R. 4211.
11. The Computrus Net Section Plate is indicated by the prefix "CN', the
designator (18) Indicates 16 ga. material is used. All others are 20 ga.
T 7-
-6734
T 8-
-6544
No. 33783
EXP: 6/30/98
SOF CALM
LEFT - 2466 RIGHT - 2466
BEARING AREA REQUIRED (SO. IN)
JOINT 1 3.94 OF / 6.09 HF / 5.80 SPF
JOINT 9 3.94 OF / 6.09 HF / 5.80 SPF
8-00-00 14-00-00 8-00-00
12 12
4.00 ----J4. UU
C-47.7 C -2.5x4.3 C -2.5x4,3 C -2.5x4.3 L-47.7
C-50.4 (S)
30-00-00
Scale: 1/4"
No. 33783
EXP. 6/30/38 'f
f 1V I k- o��1\P
\�F CAXY
0
WARNINGS: . General Notes, unless otherwise noted:
1. Read all General Notes; and Warnings before construction of trusses.
1. Design to support loads as shown.
AnVer' 1.01 ( SL)
FILE NO.: 8H-30-4-40*
2• eviler and w +lon contractor should be adld,w of au General Not« and
2. Design assumes the top and bottom chords to be laterally braced at
2'•0 o.c. and at 12'•0' o.c. respectively.
Warnings before constmelioncommenoes.
3. 2x4 Impact bridging or lateral bracing recommended where shown + +
3. 1a3 compresdon web bracing must be Installed where shown +.
4. All lateral tor- resisting dements -h as temporary and bracing,
4. Installation of truss 1s the responsibility of the respective contractor.
DATE: 1/22/97
permanent
miler b• designed .rad provided by d«Ign« ofcomplete structure.
5. Design assumes trusses are to se used in a non -corrosive environment,
and are for 'dry condition' of use.
Computrus assumes no responsibility for such bracing.
6. Design assumes full bearing at all supports shown. Shim or wedge if
CampuTrus Inc.
REF . DES. BY;
25-1 A14
6. No load should be appeed to anycomponent unto am W bracing and
necessary.
7. Design assumes adequate drainage is provided.
fasteners are-mpl•te. and at no time should any loads greater than design
8. Plates shall be located on both faces of truss, and placed so their center
SED.: 0 3 9 5 0 2
loads be appall to any -p -em.
8. Compimus hes no control over and assumes no responsibility for the
Imes coincide with joint center lines.
8. Digits indicate size of plate in inches.
MANUEACIL-0 . E.G.EtRols . C..VLn1R.1.11.1
labdcatlon, handling, shipment and Installation o1 components.
p
10. For basic design values of the Computrus Plate, indicated by the prefix
7. This design Is fumished subject to the limitations on truss designs at forth
by the Tru.. Rale Institut• In'll-Ing Wood Trusses. H10•B1', • copy of
which will be furnished by Computnis upon request.
'C", see I.C.B.O. R.R. 4211.
11. The Computrus Net Section Plate is indicated by the prefix "CN', the
designator (18) Indicates 16 ga. material is used. All others are 20 ga.
LUMBER SPECIFICATIONS
SIZE SPECIE GRADE PANEL(S)
TOP CHORDS:.
2x 4 OF t2 1- B
BOTTOM CHORDS:
2x 4 OF 92 1- 5
WEBS:
2x 4 HF STAND 1-10
TC LATERAL SUPPORT <- 12"OC. UON.
BC LATERAL SUPPORT <= 12"OC, LION.
NOTE: 1x3 BRACING AT 2'-0" O.C.
FOR ALL FLAT TOP CHORD AREAS.
TRUSS SPAN 30'- .00'
LOAD DURATION INCREASE - 1.25
SPACED 24.0" O.C.
LOADING
LL( 16.0) +DL ( 14.0) ON TOP CHORD - 30.0 PSF
OL ON BOTTOM CHORD = 10.0 PSFft
TOTAL LOAD - 40.0 PSF*
*5 PSF REDUCTION TAKEN ON
BOTTOM CHORD, AXIAL STRESS ONLY.
a No. 33713
EXP.6/9/98
c1V��
ANSI/TPI S NGLE MEMBER FORCES 4WOH
T 1- -2573 B �- 2418 W 1- -70 W 6- -161
T 2- -2446 B 2- 2931 W 2= 464 W 7= 181
T 3- -2354 B 3- 3129 W 3- -685 W 8- -685
T 4= -3014 B 4= 2930 W 4= % 181 W 9= 464
T 5- -3014 8 5- 2418 W 5- -161 W10- -70
T 6= -2354
T 7- -2448
T 8- -2573
LEFT - 1050 RIGHT - 1050
BEARING AREA REQUIRED (SO. IN)
JOINT 1 1.68 OF / 2.59 HF / 2.47 SPF
JOINT 9 1.68 OF / 2.59 HF / 2.47 SPF
2x4 vertical at 48"o.c. ��•���-�
with C -1.5x2.6 TYP.
Ic 8-00-00 14-00-00 8-00-00
12
4.00 012- C -46C-46 a 4.00
C -2.5x4.3 C -2.5x4.3 C -2.,5x4.3 `
C -1.5x3.4
25' 0.
3x6 C -2.5x7.7 C -2.5x4.3 C-2.50.7
C -1.5x3.4
C -3x6
C -5x6 (S)
L L
30-00-00
Scale: 1/4"
I
0
a3. �f
• �-*
rV
No. 337cv0 C I^
(D
WARNINGS: General Notes, unless otherwise noted:
1. Read .0 General Notes and Warning. before construction of trusses.
1. Design co support loads as shown.
AnVer' 1 .01 (1L)
'
FILE No.: TFR-30-4-40*
an
3. Builder and erMlon contractor should be advised of as General Notes and
2. Design assumes the top and bottom chords to be laterally braced at
2'-0 12'-0"
Warnings before eommencos.
o.c. and at o.c. respectively.
3. 2x4 Impact bridging or lateral bracing recommended where shown + +
3. 1x3 oemp-slon web bracing must be Installed where shown +.
4. Ag lateral fore. rulstbhg xements such as temporary and bracing.
4. Installation of truss is the responsibility of the respective contractor.
DATE: 1/22/97
permanent
must be designed and provided by designer of complete structure.
5. Design assumes trusses are to be used in a non -corrosive environment,
and are for 'dry condition' of use.
Computrus assumes no responsmnhy for such bracing.
S. Design assumes lull bearing at all supports shown. Shim or wedge ifF
REF.: DES . BY: Li1`1
S. No load should be applied to any component until aster ail bracing and
necessary.25-1
7. Design assumes adequate drainage is provided.
mpuTrus Inc.
fastener. are complete, and al no time should my loads Waster than design
8.Plates shal be located on both faces of truss, and placed so their center
SEG.: 039503
load. be applied to any component.
6. Com utN. has no control over and assumes no re.
P responsibility for the
Imes coincide with joint center lines.
9. Digits indicate size of plate in inches.
G . ENGmEENNO . COMPUTER SYSTEMS '
fabrication. hendling, shlpmml and Installation of component..
10. For basic design values of the Computrus Plate, indicated by the prefix
7. This design Is furnished subject to the limitations on truss designs set forth
by the Truss Nate Institute In"Bneng Wood Trusses. HIB -911% • copy of
which will be furnished by Computrus upon request.
"C", see I.C.B.O. R.R. 4211.
11. The Computrus Net Section Plate is indicated by the prefix "CN", the
designator 08) indicates 18 ga. material is used. All others are 20 ga.
LUMBER SPECIFICATIONS
SIZE SPECIE GRADE PANEL (S)
TOP CHORDS:
2x 4 DF i2 1- 6
BOTTOM CHORDS:
2x 4 OF #2 1- 6
WEBS:
2x 4 HF STAND ' 1- 9
TC LATERAL SUPPORT <- 12"OC, UON.
BC LATERAL SUPPORT <- 12"OC, UON.
NOTE: 1x3 BRACING AT 2'-0" O.C.
FOR ALL FLAT TOP CHORD AREAS.
12
4.00 L. --
C -2.5x4.3
i
o -2.50.7 C-1.50.4
Scale: 1/4"
TRUSS SPAN 33'- 9.00'
LOAD DURATION INCREASE - 1.25
SPACED 24.0" O.C.
LOADING
LL( 16.0) +DL ( 14.0) ON TOP CHORD - 30.0 PSF
DL ON BOTTOM CHORD - 10.0 PSF*
T TOTAL LOAD - 40.0 PSF*
*5 PSF REDUCTION TAKEN ON
BOTTOM CHORD, AXIAL STRESS ONLY.
C -4x6
0.�5"
C-2.527, 7 (NS)
C -50.7(S)
2x4 vertical at 48"o.c.
with C -1.5x2.6 TYP.
C -2.5x1.7
0.25'
C -5x6 (S)
C -4x6
C -2.5x7.1
ANSI/TPI SIINGLE MEMBER FORCES 4WOH
T 1- -2912 B 1- 2744 W 1- 52 W 6-
T 2= -2543 B 2= 2744 W 2= -335 W 7=
T 3- -2436 B 3- 2843 W 3- 400 W 8-
T 4= -2436 B 4- 2843 W 4= -459 W 9=
T 5- -2543 B 5- 2743 W 5- 64
T 6= -2912 B 6= 2743
LEFT - 1181 RIGHT - 1181
BEARING AREA REOUIRED (SO. IN)
JOINT 1 1.89 DF / 2.92 HF / 2.78 SPF
\JOINT 7 1.89 OF / 2.92 HF / 2.78 SPF
12 a 4.00
C -2.5x4.3
0
C -1.5x3.4 C-2.50.7 0
�C► C�
-459
400
-334
52
WARNINGS: General Notes, unless otherwise noted:
1. Read all Gonral Notes and Warnings before con tmauon of tmssss.
1. Design to support loads as shown.
An Ver • 1. D 1 (1 L)
FILE NO.: TFR-33-4-40*
z. Miller and srectlon contractor should be advised of a8 General Notes and
2. Design assumes the top and bottom chords to be laterally braced at
Warnings before eonsenrctlon aommr,ons.
2'-0 o.c. and at 12'-0' o.c. respectively.
3. 1.3 oompresslon web bracing must be Installed wh- shown ..
4. Ag latral fore dements temporary bracing,
4. Installation of truss Is the responsibility of the respective contractor.
3. 2x4 Impact bridging or lateral bracing recommended where shown + +F--
DATE: 1/22/97
rsdsting such as and permanent
S. Design assumes trusses are to be used in a noncorrosive environment,
'dry
must be designed and provided by designr of -mp)ste struture.
Computrus assumes no responalnithy for such bracing.
S. No load should be applied to any componrn until after all bndng and
and are for condition' of use.
8. Design assumes full bearing at all supports shown. Shim or wedge ifm
necessary.
UT�,US (�C.
Pfarteners
REF.: 25-1 DES. BY: AM
are oomplate, and at no tlme should any loads greater than design
7. Designassumes adequate drainage is provided.
8. Plates shall be located on both faces of truss, and placed so their center
SED.: 03 95 04
loads be applied to .ray component.
B. Computrus Au no control err and assumes no ropomlb@ty for the
lines Coincide with joint center Tins.
9. Digits indicate size of plate in inches.
0 . ENGolEERWG . COMPUTER SYSTEMS
fabrication, handling, shipment and Installation of components.
10. For basic design values of the Computrus Plate, indicated by the prefix
7. This design Is hmdshed subject to the limitations on truss designs sed forth
by the Truss Plate Institute In'Sndng Wood Truss". HIB•el', a copy of
which will be fumished by Computrus upon request.
'C', see I.C.B.O. R.R. 4211.
11. The Computrus Net Section Plate is indicated by the prefix 'CN', the
designator 08) indicates 18 ga. material is used. All others are 20 ga.
LUMBER SPECIFICATIONS
SIZE SPECIE GRADE PANEL (S)
TOP CHORDS:
2x 4 OF i2 1- 6
BOTTOM CHORDS:
2x 4 OF #2 1- 4
WEBS:
2x 4 HF STAND 1- 7
TC LATERAL SUPPORT <- 12"OC, UON.
BC LATERAL SUPPORT <= 12"OC, UON.
OFF PANEL SPLICE NOTE:
Off panel point splices are located
at 1/5 the panel length +/- 6' at
either end of the panel indicated,
except end panels.
9t
0
TRUSS SPAN 33'- 9.00'
LOAD DURATION INCREASE - 1.25
SPACED 24.0" O.C.
LOADING
LL( 16.0) +OL ( 14.0) ON TOP CHORD - 30.0 PSF
OL ON BOTTOM CHORD = 10.0 PSF*
TOTAL LOAD - 40.0 PSF*
*5 PSF REDUCTION TAKEN ON
BOTTOM CHORD, AXIAL STRESS ONLY/0
ANSI/TPI SINGLE MEMBER FORCES
T 1- 1-2848 8 1- 2684 W 1-
T 2= -2556 8 2= 2226 W 2=
T 3- -1807 B-3- 2226 W 3-
T 4= -1807 B 4= 2684 W 4=
T 5- -2556. W 5-
T 6= -2848 W 6=
W 7-
4WDH
-329
348
-632
821
-632
348
-329
LEFT = 1181 RIGHT = 1181
BEARING AREA REGUIRED (SO. IN)
INT 1 1.89 OF / 2.92 HF / 2.78 SPF
INT 7 1.89 OF / 2.92 HF / 2.78 SPF
16-10-08 16-10-08
12 12
4.00 L C-44,3 a 4.00
QRS -
C -2.5x7.7
33-09-00
Scale: 1/4"
_1
WARNp1116: General Notes, unless otherwise noted:
1. Read ae General Nets and Wambhge before oonstruglon of fru..... 1. Design to support loads as shown. Ander: 1 . 01 ( IL)
2. Builder and erection contractor should be advised of all General Notes and 2. Design assumes the top and bottom chords to be laterally braced at
FILE NO.: TRU-33-4-40* Warnings before construction commence•. 2'-0 o.c. and at 12'-0' o.c. respectively.
3. 123 compre.slon web bracing mutt be installed where shown .. 3. 2x4 Impact bridging or lateral bracing recommended where shown + +
4. AB lateral fora resisting dement. such at temporary and permanent bracing, 4. Installation of truss Is the responsibility of the respective contractor.
DATE: 1/22/97 5. Design assumes trusses are to be used in a non -corrosive environment,
must be designed and provided by designer of complete almotwe. and are for 'dry condition" of use.
Computrus assume. no responsibility for such bradng.
6. Design assumes full bearing at all supports shown. Shim or wedge if
CompuTrus Inc.
REF .' DES. BY:
' 2 5- 1
SEQ. 039505
6. No load should be applied to any component until atter all bracing and
factmrs we complete, and at no time should my loads greater than design
toads b• applied to my component.
6. Computmo has no oontrof over and assumes no responsibility for the
fabdoetlon, handling, shipment and Instauatlon of oomponEnts.
7. This design Is furnished subject to the limitations on truss designs set forth
by the Truss Plate Institute In'Braeng Wood Trusses, HIB -Bl', a copy of
which will be furnished by Computrus upon request.
necessary.
�• Design assumes adequate drainage is provided.
8. Plates shall be located on both faces of truss, and placed so their center
lines coincide with joint center lines.
S. Digits indicate size of plate in inches.
1 O. For basic design values of the Computrus Plate, indicated by the prefix
'C", see I.C.B.O. R.R. 4211.
11. The Computrus Net Section Plate is indicated by the prefix 'CN', the
designator (18) Indicates 18 ga. material is used. All others are 20 ga.
MANVrACILI-0. ENeNEETiNG . COMPVTER SYSTEMS
LUMBER SPECIFICATIONS
SIZE SPECIE GRADE .. PANEL (S)
TOP CHORDS:
2x 4 OF #2 1-10
BOTTOM CHORDS:
2x 4 OF #1&BTR 1. 8
2x 4 OF #2 2- 7
WEBS:
2x 4 HF STAND 1-15
TC LATERAL SUPPORT <= 12"OC, UON.
BC LATERAL SUPPORT <- 12"OC, UON.
MAX LL DEFL - -.647' @15 L/240 - 1.658'
MAX TL DEFL --1.416' 015 L/180 - 2.211'
MAX HORIZ. LL DEFL - .328' @11
MAX HORIZ. TL OEFL - .717" @11
to
9t
0
4.00 D
TRUSS SPAN 33'- 9.00'
LOAD DURATION INCREASE - 1.25
SPACED 24.011 O.C.
No, 33783
EXP. 6/30/98
CIV1�
C -4x6
4..0°
ANSI/TPI
LOADING
MEMBER FORCES
LL( 16.0) +DL ( 14.0)
ON TOP CHORD -
30.0 PSF
OL ON
BOTTOM CHORD =
10.0 PSF*
l7TOTAL LOAD -
*5 PSF REDUCTION TAKEN
40.0 PSF*
ON
91 C BOTTOM
_Ili y���
CHORD, AXIAL STRESS ONLY.
No, 33783
EXP. 6/30/98
CIV1�
C -4x6
4..0°
ANSI/TPI
S NGLE
MEMBER FORCES
4WDH
An Ver 1 . O 1 (1L)
T 1-
-5556
B -
5295
W 1-
-73
W 9-
-679
T 2=
-5505
B 2=
5019
.W 2=
316
W10=
444
T 3-
-5034
8 3-
4539
W 3-
-264
W11-
-471
T 4=
-4319
B 4=
3984
W 4=
435
W12=
435
T 5-
-3528
B 5-
3984
W 5-
-471
W13-
-264
T 6-
-3528
B 6=
4539
W 6=
444
W14=
316
T 7-
-4319
B 7-
5020
W 7-
-679
W15-
-73
T 8-
-5034
B 8-
5295
W 8-
2046
T 9=
-5506
710-
-5555
LEFT - 1181 RIGHT - 1181
BEARING AREA REQUIRED (SO. IN)
JOINT 1 1.89 OF / 2.92 HF / 2.78 SPF
JOINT !1 1.89 OF / 2.92 HF / 2.78 SPF•
/y�r�SS�Ofj
No. 33783
EXF'. 6/30/98
fir_ 0 1 V I -
0 2.00 2.00 d
12 12
yj 16-10-08 16-10-08
" 33-09-00 ,
Scale: 1/4"
.F1-1"
to
ET1
0
Fi
to
WARNINGS: General Notes, unless otherwise noted:
..
FILE NO.: SC -33-4/2-40*
DATE: 1/22/97
REF .: DES . BY;
2 5-1 AM
SED.: 039508
1. Read all Genual Notes and Warnings baron construction of trusses.
2. Builder and wectlon contmetor should be advised of as General Notes and
Warnings before construction commences.
3. 133 compression web bmdng mutt be Installed whore shown +.
4. Ag lateral forty resirtlnq dements such es temporary and permanent bracing,
mutt be designed and pmvlded by designer of complete stnumure.
Computrus assumes no respondbUlty for such bracing.
S. No load should be applied to any oomponent until after all bracing and
fastener are complete, and at no time should any bads greater than design
load. fastenersawe co n any component.
g. Computrus has n0 control component.
and atNmft n0 !es Onaibigt ref lite
p p y
1 . Design to support loads as shown.
2. Design assumes the top and bottom chords to be laterally braced at
2'-0 o.c. and at 12'•0' o.c. respectively.
3. 2x4 Impact bridging or lateral bracing recommended where shown + +
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used in a noncorrosive environment,
and ere for 'dry condition' of use.
6. Design assumes full bearing at all supports shown. Shim or wedge if
necessary.
7.Design assumes adequate drainage is provided.
8. Plates shall be located on both faces of truss, and placed so their center
lines Coincide with joint Center lines.
9. Digits indicate size of plate in inches.
An Ver 1 . O 1 (1L)
CompuTrus Inc.
MANOFACTEIRING . ENGINEERING . COMPUTER SYSTEMS
fabrication, handling. shipment and bhRaRation of components.
10. For basic design values of the Computrus Plate, indicated by the prefix
7. This design Is furnished sublw to the limitations on truss designs set forth
by the Truss Hate Institute In'Bndnp Wood Trusses, HIB -91', a copy of
which will be furnished by Computrus upon request.
'C', see I.C.B.O. R.R. 4211.
11. The Computrus Net Section Plate is indicated by the prefix *CN', the
designator 118) indicates 18 ga. material is used. All others are 20 ga.
LUMBER SPECIFICATIONS
SIZE SPECIE GRADE . PANEL(S)
TOP CHORDS:
2x 4 OF f2 1- 9
BOTTOM CHORDS:
2x 4 OF F2 1- 7
WEBS:
2x 4 HF STAND 1-13
TC LATERAL SUPPORT <- 12"OC, UON.
BC LATERAL SUPPORT <= 12"OC, UON.
NOTE: Truss not symmetrical
Orientation as shown.
12
4.00 C-
C -2.5x4.3
C -i.50.4
G N0.337 &/383 .
EXP. 0/98
0 V1\-
0
1\ -OF CAL����
16-10-08
TRUSS SPAN 33'- 9.00"
LOAD DURATION INCREASE - 1.25
SPACED 24.0" O.C.
LOADING
16.0) +DL ( 14.0) ON TOP CHORD - 30.0 PSF
OL ON BOTTOM CHORD = 10.0 PSF*
1 TOTAL LOAD - 40.0 PSF*
*5 PSF REDUCTION TAKEN ON
BOTTOM CHORD, AXIAL STRESS ONLY.
C -2.5x4.3
C -2.5x4.3
t
ANSI/TPI 5 NGLEMEMBER FORCES 4WOH
T 1- -4018 B - 3829 W 1• -116 W 8- 948
T 2= -3981 B 2= 3454 W 2= 431 W 9= 214
T 3- -3367 B 3- 2928 W 3- -292 W10- -558
T 4= -2624 B 4= 2348 W 4= • 474 W11= 614
T 5- -1811 B 5- 1548 W 5- -493 W12- -2734
T 6= =1810 B 6= 750 W 6= 462 W13= -329
T 7- -1277 B 7- -1556 W 7- -697
T 8- 1618
T 9= 1628
LEFT = 897 RIGHT -60
INT. - 1525 P 27'- 3.3'
BEARING AREA REQUIRED (SO. IN)
JOINT 1 1.44 OF / 2.22 HF / 2.11 SPF
JOINT 10 .10 OF / .15 HF / .14 SPF
JOINT 16 2.44 OF / 3.76 HF / 3.59 SPF
16-10-08
12
C -44.32J4.00
4
C -2.5x4.3
C -2.5x7.1
C -1.5x3.4
C -5x7.7
No. 33783
EXP. 6/30/98
�lq OI\fly-
\OF CALF%�
C -2.5x4.3
C -2.5x4.3
' C -2.5x4.3
C -2.5x7.1
to
f3xg.4
C -2.5x4.3
o
10
C -2.5X4.3 I
Anchor to resist
02.00
2.00 o
12
12 uplift shown.
27-03-04
6-05-12
16-10-08
16-10-08
33-09-00 PROVIDE FULL BEARING.
��
Scale: 1/4"
JOB NAME: WLON3 'F4"
Brown 6 Hone cutt Truss S stems Inc. Loren S.
WARNINGS:
General Notes, unless otherwise noted:
-
:sed
1. Read all General Notes and Warnings before oenstruellon of trusses.
1 . Design to support loads as shown.
An Ver: 1 .01 ( IL)
2. and wactlan oontnaor should be advised of all General Notes and
2. Design assumes the top and bottom chords to be laterally braced at
FILE NO.: SC -33-4/ 2-40*
Wamings befor.constmatlon commence..
2'-0 o.c. and at 12'-0• o.c. respectively.
3. 1x3 compression web bracing murt be Installed where shown +.
4. AB lateral fora dements bracing,
3. 2x4 Impact bridging or lateral bracing recommended where shown + +
4- Installation of truss is the responsibility of the respective contractor.
DATE: 1/22/97
misting such a temporary end permanent
5. Design assumes trusses are to be used in a non -corrosive environment,
'dry
must be detlgned and provided by designer of complae structure.
Computrus assumes no responsleli ty for such bracing.
and are for condition" of use.
6. Design assumes full bearing at all supports shown. Shim or wedge ifF---
'�C.
REF.' DES. BY:
AM 5. No load should be applied to any component hmtG aria all bracing and
necessary.
7. Designassumes adequate drainage is provided.
m uTiVS
P2�-fasteners
me complete, and at no time should any loads greats than design
6. Plates shallbe located on both faces of truss, and placed so their center
load. be applied to any component.
Innes coincide with joint center lines.
G ENGINEERING COMPUTER SYSTEMS
SEO.: 0 3 9 5 0 7
9. Computrus has no control ova and assumes no responslbllhy for the
9. Digits indicate size of plate in inches.
. .
fabrication, n.neling, shipment and Inrt.n.tlan of components.
10. For basic design values of the Computrus Plate, indicated by the prefix
7. This design I. tuM.h d eublect to the smhatlans on 1- designs set forth
'C", see I.C.B.O. R.R. 4211.
by the Trus. Rate Inrthtne In'Bradng Wood Irms.es. HIB -91', a copy of
11. The Computrus Net Section Plate Is indicated by the prefix 'CN", the
which wig be fumished by Comru
puts upon request.
designator (161 indicates 16 ga. material is used. All others are 20 ga.
LUMBER SPECIFICATIONS
SIZE SPECIE GRADE PANEL IS)
TOP CHORDS:
2x 4 OF 116BTR 1
BOTTOM CHORDS:
2x 4 OF /160TR I
WEBS:
TC LATERAL SUPPORT <- 12 -OC. UON.
BC LATERAL SUPPORT <- 12.00, UON.
12 12
e nnL--to h -fill r --
TRUSS SPAN B'- .00'
LOAD DURATION INCREASE - 1.25
SPACED 24.0' O.C.
LOADING
LLI 16.0)+DL( 14.01 ON TOP CHORD - 30.0 PSF
DL ON BOTTOM CHORD - 10.0 PSFx
TOTAL LOAD - 40.0 PSFM
115 PSF REDUCTION TAKEN ON
BOTTOM CHORD. AXIAL STRESS ONLY.
4 �
span to 8-00-00
Scale: 1/2'
JOB NAME: PRODUCT •D' 'JS'
FILE NO.: EJ -8-6-40*
DATE: 3/27/96
REF.: 25-1 DES. BY: BS
SEB.: 873757
w A1ptIM0a1 -
1. Ned .a 0-" Nal- end wamb,o. 1-1-..n.lru.11M .f Inwwe.
2. guider and r -d- .Mina- 0-k! It. .,MA .I M aanrr Met- arms
w.mh,a• b t.n ,.M.Iauetl- NTTr,N..
2. 1a2 N1,.pr..dM -A b-alla.• -.wet be he% -lad whw al -
4
l -n4. N I.t-W I.- 1.d.1►tt .!.,nems w.d, .. la,..p.rry and lr,.anrw iw.olnl,
-.t be d.dln.d and pn144.4 by d..lp,r .I-,ryl.l. euvottae.
c.mptrt" ...V.n- M r..pen.lbtety lM -reit bnolna.
L. It %ad h.tAd U..pp4.d 1. eery Naryanant unto .ft. N bndny -4
I..tanw we N,r.p1.1., and e1 M ft.* .Medd any Mede 9 -lar than 4.4lrn
6.4. be .ppled 1...q-InpMr.l.
a, c.m 'A- h..n...nlr.i .vr end a --n. "-,Obmty Far the
I.bANtIM. handtlnl. Alp,...M and b,.4.10- .1-I..p.nMt..
7. TM. d..Iln Is It W h d ..Aj.0 1t the a.rdt.1lM. M Irta.e d.4p- w lent,
by the Tru- y1.1. Innh.Ae In'sndnl weed 7-. "IN -111% a "".r
-Nd, .111 be
11-14.h.d by C-pul.u. W.M P-0-4.
)vide.full support.
Provide full support.
TP192/UBC94 SINGLE MEMBER FORCES OH
T 1- 0 B 1- 0 X 1- -240
LEFT - 200 RIGHT - 200
BEARING AREA REOUIREO ISO. IN)
JOINT 1 .4S OF / .69 HF / .66 SPF
JOINT 3 .45 DF / .69 HF / .66 SPF
Q
No. 33.783 .
q�EXP. 6/30/98
C1V1�-
99
ESSIp,y
V
11J
N 40806`•
It
�TE F Gi%
Brown 6 Honeycutt Truss Systems, Inc. Loren S. I
Oamral Notes. turd"s'otherwise rated: Ver 6.0.9-H
1. DNion to support loads as shown.
2. Design assumes the top and bottom chords to be laterally braced at
2'•0 a.0. and at 12'-0' c.c. respectively.
7. 2x4 Impact bridging or lateral bract recommended where shown + +
4. Installation of buss Is the reapon.lblY of the rN pact" contractor.
S. D"lon •sown" Irue sae are to be w -c
ed In a nonorroslve envllor ont.
and are For *dry condition' of use. COtT1pUT('U5 Inc.
0. Design assumes lull hearing at all atgparta shown. Shim or wedge 11
7. Design mum" ade4uale drainage Is prwided.
8. Miles el,all be located on both faces of truss, and placed so their center wsulactv..a. tlaendanare. eowvnx anew
Un" coincide with joint center Imes.
8. DICIlt Indicate site or plate In Inches.
10. For ba.lo d"Ign values of the Computrtle Plata. Indicated by the prefix
'C', sea I.C.0.0. r1.n. 4211
utru
11. The Comp, Not 8eoticn }'gate Is Indicated by the prefix 'CN', the
designator 1181 btdloslw 10 ga, mAterlal Is used. All others are 20 go.
iCBO Evaluation Service Inc.
of
r VIvw71 n /
`°°` 5360 WORKMAN MILL ROAD • WHITTIER, CALIFORNIA 90601-2299
FOGS rM
A subsidiary corporation of the International Conference of Building Officials
EVALUATION REPORT Report No. 4211
Copyright m 1996 ICBO Evaluation Service, Inc. Reissued April 1, 1996
Filing Category: FASTENERS—Steel Gussett Plates (066)
COMPUTRUS TRUSS PLATES
COMPUTRUS, INC.
10370 HEMET STREET, SUITE 200
RIVERSIDE, CALIFORNIA 92503
I. Subject: CompuTrus Truss Plates.
II. Description: A. General: The CompuTrus Truss Plates are punched
from Nos. 18 and 20 gage galvanized sheet steel meeting mechanical re-
quirements established in U.B.C. Standard 22-1 forA446 Grade A or high-
er steel. The plates have 9.4 teeth per square inch of plate, each approxi-
mately 1/3 inch in length and approximately 0.106 inch in width. The teeth
are punched in pairs, with each pair spaced 14 incli on center along the
width of the plate, and 0.85 inch on center along the length. Alternating
rows of teeth are staggered .10 inch from adjacent rows. The "CN' series
plates are identical to the "C" series, except that every third row of teeth
is omitted. Plates are available in increments of 1/2 inch in width, up to 12
inches, and 0.85 inch in length, as required by the design. The plates are
applied to truss members in pairs on each face of each joint with a power
press constructed in accordance with the manufacturer's specifications.
B. Identification: The CompuTrus series C plate is embossed with the
letter "C" for the No. 20 gage plate and "C18" for the No. 18 gage plate.
The No. 20 gage CN series is identified by the letters "CM embossed on
the plate, and "CN 18" for the No. 18 gage plate.
III. Evidence Submitted: Descriptive literature, details, calculations and
load tests are submitted in compliance with Section 2343 of the code.
Findings
IV. Findings: That the CompuTrus Truss Plates described in this report
comply with the 1994 uniform Building Code-, subject to the following
conditions:
1. The connectors are installed as set forth in this report.
2. All loads are as set forth in Table 1.
3. The allowable loads may be Increased for duration o1 load in ac-
cordance with Section 2304.3.4.
4. Connectors are Installed in pairs on opposite faces of the mem-
bers connected and are not installed at locations where knots oc-
cur.
5. Application of truss plates to wood members with a moisture
content exceeding 19 percent requires that only 80 percent of the
load values In Table 1 be used. Plans submitted to the building
official for approval must Indicate a maximum moisture content
for the wood at the time of plate installation.
6. Stresses at the net section of steel plates are not in excess of the
values permitted in Chapter 22 of the code. The maximum ten-
sile load is determined by multiplying the efficiency ratio times
the gross area of the plate times the steel design stress.
7. Where one-hour fire -resistive construction is required, see
Evaluation Reports 1352 and 1632.
8. The allowable load values are recommended only when plans,
truss designs and calculations are submitted and accepted by
the building official as showing compliance with the Uniform
Building Code and specifying that fabrication inspection will be
provided in accordance with Section 2311.6 of the code.
9. Trusses are individually designed in accordance with recog-
nized engineering principles.
This report is subject to re-examination in two years.
TABLE 1—ALLOWABLE LOAD IN POUNDS PER SQUARE INCH OF PLATE CONTACT AREAT•2
SPRUCE—ME—M
Otru lon of load wO Raped to
M9 Lino
of M9 Ptm
TYPE OF PLATE 00 to 43° 46° to 900
LU11UIER 3PE13ES
i E*—F1R SOUTHERN YELLOW PINE
Olrodloo 9t load w0 Rasped to DbU loo of Load with Rape1 to
met 1119 Length
of ID9 P of the Pit@
00 to 450 460 to 900 00 to 450 46° to 90°
DOUGLAS FIR -LARCH
0111110104 of load wM R9eped to
Me length
of the Plate
0010450 460 to 9o°
EFFICIENCY RATIO IN PERCENT
Olrectloo of Lost whh Raped to IN
Lim
of the PWS
00 No
C 165 1 146
165 146
204 161
204 161
59 42
CN 110 97
1 110 97
1 l36 107
136 107
74 42
(Loads are based on the following specific gravities: Spntce-pine-fir 0.42. hem -fir 0.43-0.46. Douglas fir -larch 0.49-0.50 and southern pine 0.55+.
21_oads are calculated on the basis gross plate area.
Evaluation reports of lCBO Evaluation Service, Inc- art issued solely to provide information to Class A members of lCBO, utilizing the code upon which the report
is based. Evaluation reports are not to be construed as representing aesthetics orany other attributes not specifically addressed nor as an endorsement or recommen-
dation for use of the subject report
This report is based upon independent tats or other technical data submitted by the applicant. The ICBG Evaluation Service, Inc., technical stqffhar reviewed the
test results and/or other data, but does not possess test fact7ities to make an independent verification. There !a no warranty by lCBO Evaluation Service, Inc., express
or implied, as to any "Finding" or other master in -the report oras to any product covered by the report. This disclaimer includes, but is not limiled to, merchantabiGry.
Page 1 of 1
I
BROWN & HONEYCUTT
TRUSS
SYSTEMS
INC.
HESPERIA, CA
619/244-8887 BROWN & HONEYCUTT TRUSS SYSTEMS, INC. Fax 619/244-7876
16775 Smoketree, Hesperia, CA 92345 • P.O. Box 401804, Hesperia, CA 92340'
8/22/96
Subject: Truss Certification
We are certified. through: Western Inspection Services
P.O. Box 562
Costa Mesa, Ca. 92627
714 545-5568
See our certification stamp as below.
Brown & Honeycutt Truss Systems, Inc.
Michael Hough
President / GM
BROWN & HONEYCUTT TRUSS SYSTEI S INC.
w
HESPERIA, CALIFORNIA
iUBC Chap. 23 Div. 111 Sect 2343.7
V% -Os QUALITY AUDITED
WIS ICB0 No: AA e 53.3
1
NON-BEARING PARTITION PERPENDICULAR TO TRUSSES
ompulfue Inc.
TRUSS
BOTTOM CHORD
rw.w"w ..rrr . f.wr wwr
TRUSS CLIP 0
QUAI, HITH
1-16d NAIL OR
Q�pfES/ON EQUAL.
SEC31 CN
�Q ?' 2x4 BLOCK SPACED 24"o.c'. TYPI AL
G) !,(1. ?..JG17 r NAILSLATKEACHACH ENDNITH 2-16d
�� i-
k xP. 3-31-90
16 dCN \FO
TRUSS
BOTTO CHORD
SECTION B-8 NON-tINGPARTITION PARKLEL TO TRUSSES
TRUSSES SPACED AS REQUIRED
O NAIL TRUSS TO o
SPACER BLOCK BLOCK (?LOCK
SPACER
BLOCK TO TRUSS 2�
SET NEXT 4 BACK NAIL AFTER A4
RUSS AND RUSSES ARE ERECTED
TOE NAIL T -
PLATE
SECTION C -C QUO? ESSI��q\
EXTERIOR WALL
Ca c. K14co �y6�
frnr1
No. 33783
FILE NO.: CONNECTION DETAIL
EXP.6/30/98
DATE• 6/ 8/ 4r civic-
• 1/
REF.: 25.15 -IDES. BY: SC F OFIC
SEO.. STANDARD
A�
B � .
B
sus
v
,
DETAIL FOR CONVENTIONALLY FRAMED VALLEY PILL
Z.LCOMPUTMIS Inc. VALLEY JACKS - SPACED 24"o.c. CLEAR SPAN NOT TO EXCEED 8'-0". FOR SIZE AND GRADE
SEE END JACK CHART OR RAFTER SPAN TABLE UNDER APPROPRIATE C.S.I. LOADING.
VALLEY PADS - Ix6 or 2 - Ix4a ,
JACK POSTS - 2x4e TO BE PLACED UNDER VALLEY JACKS AT NO MORE THAN 8'-0"o.c. AND NAILED
TO JACK PURLINS.
" JACK PURLINS - 2x4x4'-0" SPANNING OVER THREE TRUSSES UNDERNEATH AND PARALLEL TO VALLEY JACKS
TO WHICH THE JACK POST SUPPORTS ARE HAILED. A�
RIDGE BOARD - MINIMUM 2x6 NO. 2 HEM -FIR
RIDGE POST - 2x4a TO BE PLACED UNDER RIDGE BOARD AT NO MORE THAN 5'-0"o.c. AND
NAILED TO RIDGE PURLIN
RIDGE PURLIN - 2x4 WHOSE LENGTH IS 1/2 THE VALLEY WIDTH AT THE POINT
INDICATED BY A RIDGE POST.
Valley Jacka
at 24"o.c. 1 RIDGE BOARD NAILING PER U.B.C. 1491
SECTION A -A
FILE NO.: CALIF PILL DETAIL
DATE: 6 / i /B4
REF.:25.15-1 DES. BY: BT
SEO.' STANDARD
TRUSS AT 24"o.c.
Ridge END WALL, CABLE END
Purlin OR O1RDi0. T0.U8g
Ridge
Via`
Post Q�Qf ESSIO�,��
Ridge J ��Q Cj. K/<
Purlin lv 6i Valley Pad I
Jack Purlin y
W Jack Purlin
d No 3371A 211
EXP. 6/30/98 Ridge Purll
Srqr civic- ��� Jack Purlin f OF CA� v�
QROFESS/ N
Jaek urlia
ti o No. 29017 r m
Up. .3 -al -G9
r EHe1N �� �P A
).F CA1.1F0� �
Ra
rd
t
G.nfrlr Nou4WWI I atw-w rano.
1. D*upn to wpml to,o1 II No.n Auuuul I7ct ,Is gwq rr.wvl
CompuTrus Inc.
IVCn II It -Maly I,r^ o WN
ro parmIVN tl&c v to t4 Ofwty
-
P,1 a& oth"I.
7, OfWnIii lV.MtW100"b011anUar011bb41.,17bK.In7
• •-"'-'•`•'-"•�••�—'••^"""""
- _
•
.orax. lroltIr,vo.c.ofso.ci-.ry.
3. TW IIcommOro+a te,cvowu.I,,«'&AC"WvW lr,nul,Bw1
• )Y W w nun ►uu tnluwe.
.tf Ira .
I.IX3 CaV,nwlu NI. ►, wo w,cvqur
ALTCRNATE TRAHINC DETAIL AROUND )0•' ACCESS
S. 1mwC1 tri0p•rpdOlfrn blunp r.eonvarWO..•�.f1 .
p.Ocwwbov
I , Intl,ul.at d Vuff Y N Iflpwus+ry d w 1.tt•.f
1. N.04 into", Vu1YI In to tw vw0 n 1 ron., .•r o1..f ....+m•
n . N . ro .t I I a •a) conal on' or uu.
• �
t,Det%pnluwrrll�ea,lvp,l,IluooatlMo+n Y.+oraoprr
TYPICAL ROOT TRUSS LAYOUT
NCf1Y17,
9. D.Irpn lltvml1,010wit Orv-u Cw Il plo.e.0
lo.vutlI wI a 10C,10 04 bola t.C11 d.�1 1••:1 pucft t. urf
CIN1t t✓NI Co'ICOr Lzh?ww CENM 1MI
11. Upfl Ina<n. sillpine in vCk4l
'of
17. Ip O,I.0 Of IQ nv.I" dW COmpVrVi PU4. +'O{/tf0 tNr ,
•C',.I1 I.C.B.O. A0. 1111
15.1nlCahp%AiaWit &ICuonPIJIN% 0,41•cnWW-1pM41-C1r,►•1
0111pN t a 111 I hOK n1 I I I pI. mI I.n.t 11 w0 Al 0~1 &'a 2091
e�lDf ESS/K14
%
I te^ IL 1c1
1c^
1c^ ti tc^ I 70�•��� _
7
ui
cc
No. 3373
XjC'`rC
EXP. 6/30198 Cl)�0 r
2 S 17 r
F OF CAL�F�
ADJUSTED ROOT TRUSS LAYOUT
i EM W-31-03
0, r
��hFESS1aN fr �I
et;1�
J 0 Fy qTC' OF o`�
•
I
1
I
I
1
h
fn
1
o 080672
1
. �IDIlS31�•1
�•.�� SINCLE HDIBER COK40N (nf1'71•bC..)
FOR THE SPANS NOTED BELOW, LUMBER SHALL BE OF THE MINIMUM GRADE AND SPECIE INDICATED
FILE NO.: ATTIC ACCESS DETAIL I I
DATE 1/18/81
CHORD
SIZE 2400 F 22SO F 2100 F 1950 F .1000 F 1650 F .1 1450 F SS DF
u 1 DF 92 DF SS HF a 1 HE
REF.- 75-1 DES BY sc
TOP CHORD
$EO 2182
BOTTOM CHORD
WEB MEMBERS • 2 f 4 STANDARD On STUD GRADE HEM , FIR, 2 x 3 x2 HEM - Fin On AS NOTED ON DESIGN
CompuTrus Inc.
FILE ►10: SCISSOR /•URBINL
DATE 6/1/84
REF 25-1 UES 8 BT
SEO STANDARD
FURRING
SIZE CKA.DE
2x4 SSUF / 11 DF
2x4 12 OF
2x4 CON DF
2x4 /3 DF / STUD DY
1x4 STD IIF
7x4 SSHf / 11 IIF
2x4 !2 MF
2x4 CON 11f
2x% l3 HF / STI -D Hf
2x4 STD 11F
Cunflrurattun to Very'*a
Requlfed by SPan&.
2x4 Stud
MAXIMUM SUPPORTED SI'AII
IU'-)'
9'-1I"
tl'-5..
7'-s"
6'-S"
9. -8..
8•-10"
7'-•6"
SI'Atl
I. SUPPORT FUkKIIIG AT BOT70H CIIOkD PANEL POINT ANU AT'ENP :iF
I•UKk111G WIT)[ 2x4 STUUS AND C -1x2.6 TYPICAL.
7. ALLOW ADEQUATE CIXAKANCE BETWEEN bUTTUM OF FUKkIt:C AN ':1P OF
NUN -BLARING PAKTITIUNS.
3. FOK SCISSOR TRUSS DETAILS NOT SIIUWN-SEE: - RESPECTIVE C:•:,:UTkUS
STANUARO DLS-.':H.
0. K14
sr
KEXP.
o. 33783
`�o�F6/30/98
MLoOF (:A1-�i
1\� E'XT` �~�l�W� Al.T KII C RIBI1014 DETAIL
Q�13f Es 10
4 e
O
f)
oNo. 29017 Pa
Exp. 3/31/95 �{
c�t�o�.r
\SOF Ck\.1E
619/244-8887
BROWN d HONEYCUTT
Ar,, TRUSS
SYSTEMS
INC.
HESPERIA, CA
BROWN & HONEYCUTT TRUSS SYSTEMS, INC. Fax 619/244-7876
16775 Smoketree, Hesperia, CA 92345 • P.O. Box 401804, Hesperia, CA 92340
To ensure a more uniform ceiling, Brown & Honeycutt Truss
Systems, Inc. recommends that all scissor trusses be strong backed
with a 2x4 on edge as shown.
2x4" Stong back attached with
16d nails, toe nailed into web
and bottom chord where applicable.(
�1
I2x4"
Continuous strong back
I
/
2x4" Continuous strong back.
2x4" Continuous strong back./
=>
IlContinuous
2x4" Continuous strong back.:trong
back.
Spacing between strong backs must be 10'-0" or less. If the truss
span is less than 20'-0", one strong back at the kingpost is
adequate. Spans greater than 20'-0" would require a minimum of
one strong back ?+ nearest joint to quarter span -F--,)m each end.
PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM CHORD
UP TO 10'-0" AT HIP NO. i WITH CEILING LOAD OF 5psf
r
pressure block 3-iOd 3-10d pressure block
3-10d with 4-16d nails with 4-16d nails 3-10d
or K7
bottom chord of
—,� Hip No. 1 truss
2'-0' oc typical
Lj
C
NOTE: Attach 2x4 Doug Fir pressure block to bottom
chord of hip no.1 with 4-16d nails. Bottom
chords of end joints are attached with 3-10d
nails at each end of the pressure block,
I
Hip No.i
truss
SIDE VIER
4 Kend jack
pressure block
�
No. 33783 3-10d
EXP. 6/30/98
Q?,OfESS10,9
o- K14
f a
t✓c. 2Jr r n No. 33783
EXE.:• -•31-09 EXP. 6/30/96 P
a
FILE NO.: PRESSURE BLOCKING WAIWINO.rT Reed.M�� NLI� w W ' ' ' •' ' General Notes, unless otherwise noted*.
•rnM�• b•/•n ••Iwlru•II•n •f In.••••. 1. Dmlpn to support loads a shown.
t. sY•.•.
Y •n1 r••II•n O•IIInA•1 •hM be •M••d •I •8 GfW.I N•!N •/.� 2. De•Ipn assumes Ow IOD •rid bottom ofl•rd• to b. laterally braced at It♦
OATE: 2/I7/95 Ver 5.3.3 W^rne•►•t•^••^��•n e•�� s••o o.o..nd .112••o•e.e ••pootivdy.
3. 1•a e••pr•.d•n ..e M.dny twuM tr• L'M •ed .•A•r• d,•wn +, 0• 2x1 Impact brldplrq or lateral bracing recommended wlwr• shown + +
1. N I.1•r•1 I•rw r.dwlne d.mr.1• wrdl w unp.rvy •n. /.rin•nnr Iw•dn/, 1. Irul•II•llon of Uw• I. Ilw resporalhll tr of the respeclly contractor.
Inu.[ �� � 6, Dmlpn •••IY,lO• tru••w ae to b. wod In . norroorro.ly .ralform•nt,
REF.: 15,25 CES. BY: HJ a.do.n�Ir.Ne.abT•.�q..fo••ipLl..[ru•ty. •nd.refer•drytendltlen•ell�.. CompuTrue Inc.
e.•.p.A,�. •...,•I« e• r•q•n.p•Ny I« swan ►r••►1y. fl. De•Ien u•tmo• full bowing •t dl •uppaU tdwwn. 6Nm or wedge If
694691
L i. N• bM d1•uld ►• •pp.•d 1• •ny wlr.p•n•nl u>t. stir N Mdry •nd neee••u
SEG.: 694 69 1 1•Nrlw w wreplN •, rJ •1 n. e►• .n.w 1,11y w.a. p«Ir tlun II•dpn. B. Design
•h.l h I«a�ed on both � w, of truss, and placed la Ihdf o•nllr 14V•MAOIV••q. [II••i [INq. o•w1[• snow
I.•a. ►. .pq.: t• •rM •.Iy.n.w. D
.. t•pu11w A•• M IMfMr•t •vim •nd •••U•1•• M rMpMMM1y, IN'tM Ilne• Odntld• with IOlnl center lines.
Idwk•11•n, ArraW.y, ddpl••M •oe Y,.IwtLn •f w ff. Dlph• Indicate dt• of plus In Inches.
'"M^•^I� ' 10. fob b.[lo design vitro• of the Computrw flat*, Indicated by the prefix
7. 1N• 4W9n M Iur4
d1.1 wbj•q t• the .•Jt•tI•n• — t-- trv•• /•den• M f•nh •C , see f.c.n.a, R.R. 1211.
1, the Ih• iru•• 11.1• InwMvt• tn'�ndna WN Trusses. IW •91', • ••►y H 11. The ComDuvu• Not Section Pia• 11 Indlgand by the prefix 'CN', the
rIJd1 .. I• IurJlh•d by e••.ptAlw upm I.qu•A, de•Ipnaor 11 0) Indicate* 1 fl as.
T.IMId I. IN ed. All Dilor. .r. 20 p.. '
FILE NO.: PRESSURE BLOCKING WAIWINO.rT Reed.M�� NLI� w W ' ' ' •' ' General Notes, unless otherwise noted*.
•rnM�• b•/•n ••Iwlru•II•n •f In.••••. 1. Dmlpn to support loads a shown.
t. sY•.•.
Y •n1 r••II•n O•IIInA•1 •hM be •M••d •I •8 GfW.I N•!N •/.� 2. De•Ipn assumes Ow IOD •rid bottom ofl•rd• to b. laterally braced at It♦
OATE: 2/I7/95 Ver 5.3.3 W^rne•►•t•^••^��•n e•�� s••o o.o..nd .112••o•e.e ••pootivdy.
3. 1•a e••pr•.d•n ..e M.dny twuM tr• L'M •ed .•A•r• d,•wn +, 0• 2x1 Impact brldplrq or lateral bracing recommended wlwr• shown + +
1. N I.1•r•1 I•rw r.dwlne d.mr.1• wrdl w unp.rvy •n. /.rin•nnr Iw•dn/, 1. Irul•II•llon of Uw• I. Ilw resporalhll tr of the respeclly contractor.
Inu.[ �� � 6, Dmlpn •••IY,lO• tru••w ae to b. wod In . norroorro.ly .ralform•nt,
REF.: 15,25 CES. BY: HJ a.do.n�Ir.Ne.abT•.�q..fo••ipLl..[ru•ty. •nd.refer•drytendltlen•ell�.. CompuTrue Inc.
e.•.p.A,�. •...,•I« e• r•q•n.p•Ny I« swan ►r••►1y. fl. De•Ien u•tmo• full bowing •t dl •uppaU tdwwn. 6Nm or wedge If
694691
L i. N• bM d1•uld ►• •pp.•d 1• •ny wlr.p•n•nl u>t. stir N Mdry •nd neee••u
SEG.: 694 69 1 1•Nrlw w wreplN •, rJ •1 n. e►• .n.w 1,11y w.a. p«Ir tlun II•dpn. B. Design
•h.l h I«a�ed on both � w, of truss, and placed la Ihdf o•nllr 14V•MAOIV••q. [II••i [INq. o•w1[• snow
I.•a. ►. .pq.: t• •rM •.Iy.n.w. D
.. t•pu11w A•• M IMfMr•t •vim •nd •••U•1•• M rMpMMM1y, IN'tM Ilne• Odntld• with IOlnl center lines.
Idwk•11•n, ArraW.y, ddpl••M •oe Y,.IwtLn •f w ff. Dlph• Indicate dt• of plus In Inches.
'"M^•^I� ' 10. fob b.[lo design vitro• of the Computrw flat*, Indicated by the prefix
7. 1N• 4W9n M Iur4
d1.1 wbj•q t• the .•Jt•tI•n• — t-- trv•• /•den• M f•nh •C , see f.c.n.a, R.R. 1211.
1, the Ih• iru•• 11.1• InwMvt• tn'�ndna WN Trusses. IW •91', • ••►y H 11. The ComDuvu• Not Section Pia• 11 Indlgand by the prefix 'CN', the
rIJd1 .. I• IurJlh•d by e••.ptAlw upm I.qu•A, de•Ipnaor 11 0) Indicate* 1 fl as.
Com uTrus Inc. FRAMING DETAILS WHERE HIP TERMINATION
P POINT DOES NOT MEET WITH COMMON TRUSS.
RI GE
SHAPED BLOCK
COMMON TRUSS
BHAPEo Blocx
SECTION B -B
EXTENDED END JACK
TOP CHORD
END JACK
SETBACK FROM END WALL AS•SPECIF
ON ENGINEERING -
FILE NO.: CALIF NIP DETAIL
DATE: 6/1/114•
REF.: 25.13-1 DES. BY: BT
SEO.: STANDARD
COMMON TRUSS
COMMON TRUSS
. -. P.
CROSS /4
BLOCK
HIP
RAFTER /3
Q�or ESsioAl.
K/C �. A -A
co
Or.N o. 3 3 7 11 3 11 NIP CIRDEA TRUSS
11
EXP. 6/30/98 `e
`r>q
010, @ 11 6NDcK 11BEND
TF OF CAS-�F� CHORDS
SETBACK FROM
END WALL AS
SPECIFIED
ON ENCINEE IN
Il /2 /3 /4 COMMON
TRUSS 10
Q�OF SSl7141,
p�y
_y 0 Z
�D r mNIP TAUSS
0. 2 9 0 7 � ea HIPlnaerfnS for Details
*
EXP. 3-31-99
- E110 — �'`P
EXE TENDED TOP CHORD SECTION
I
l NIP RAFTER '
I .
.. 1 i L 2zi v�tical at
L Ii—���-o"o.c. typical.
., a 1.. • 1
R lx LATERAL BRACING AS SECTION A -A
SPECIFIED ON ENCINEERINC
CONSTRUCTION
ECONOMY
with HIGH STRENGTH
VALUESI
•
0
1-00
•
�o
�•0 00 LU210
�g-W FOR W24
�/ LU26
LUECONC I
JOIST DANGERS
Wlue engineered material section!
■ Just a tap of the hammer at each speed prong secures the LU for
easy nailing.
■ Precision formed—engineered for installation ease and design value.
■ LU series' gauge and configuration is value -engineered for strength
and economy.
MATERIAL: 20 gauge
FINISH: Galvanized
INSTALLATION: • Use all specified fasteners. See General Notes.
CODE NUMBERS: BOCA, ICBO, SBCCI No. NER-393. Dade .
County, FL No. 89-0131.3. City of L.A. No. RR 25075.
MODEL
NO.
JOIST
SIZE
DIMENSIONS
FASTENERS
AVG
ULT
ALLOWABLE LOADS' -2
W H B A
HEADER JOIST
UPLIF7�
(133)
FLOOR ROOF
(100) (125
10d 16d
10d 16d
LU24
2x4
19/16
3'/e 1
i'12
'/6
4-16d
2-10dxl','21
2233
1 265
470 535
590 670
LU26
2x6,8
19'16
43/4
1'/z
'/e
6.16d
4-10dxt'/2
3217
565
705 805
880 10,05
LU28
2x8.10
19/16
6%
1'/z
'/6_
8-16d
6-1Odxt'/z
4017
850
940 1070
1175 1300
LU210
2x10,12,14
19/16
7"/+6
1'/z
'/e
10-16d
6-1OdxV/2
6250
850
1175 1340
1470 1675
1. Allowable loads in the "10d" column are the loads allowed when 10d commons
or 16d sinkers (9 gauge x 3'/i) are used instead of the 16d header nails.
2. Roof loads are 125% of floor loads unless limited by other criteria. Floor loads
may be adiusled for other load durations according to the code provided
[hey do not exceed those in the root column.
3. Uplill loads have been increased by 33%
for wind or earthquake loading with no
further increase allowed.
3 �
-ryievI GD -L, Tv_u Srs -; o