BPAT2015-00017 #'95 CA, -LE TAMPICO U �NtiINCl/
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LA QWNTA, CALIFORNIA 92253 COMMUNITY DEVELOPMENT DEPARTMENT
BUILDING PERMIT
Application Number: BPAT2015-0001
Property Address: 53120 AVENIDA CARRANZA
APN: 774051005
Application Description: (1) 372 SQ FT DURALUM PATIO COVER
Property Zoning:
Application Valuation: $4,000.00
Applicant:
VALLEY PATIOS
37897 CHESTERFIELD ST
INDIO, CA 92203
LICENSED CONTRACTOR'S DECLARATION
I hereby affirm under penalty of perjury 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.
License Class: C51, C-8 License No.: 937811
r—
Date: ( L Contractor
OWNER -BUILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt from the Contractor's State
License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any
city or county that requires a permit to construct, alter, improve, demolish, or repair
any structure, prior to its issuance, also requires the applicant for the permit to file a
signed statement that he or she is licensed pursuant to the provisions of the
Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3
of the Business and Professions Code) or that he or she 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 not more than five hundred dollars
($500).:
(_) 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 and Professions Code: The Contractors' State License Law does not
apply to an owner of property who builds or improves thereon, and who does the work
himself or herself through his or her own employees, provided that the improvements
are not intended or offered 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 or she did not build or improve for the purpose of sale.).
(_) I, as owner of the property, am exclusively contracting with licensed contractors
to construct the project. (Sec. 7044, Business and Professions Code: The Contractors'
State License Law does not apply to an owner of property who builds or improves
thereon, and who contracts for the projects with a contractor(s) licensed pursuant to
the Contractors' State License Law.).
(_) I am exempt under Sec. . B.&P.C. for this reason
Date:
Owner:
CONSTRUCTION LENDING AGENCY
I hereby affirm under penalty of perjury that there is a construction lending agency for
the performance of the.work for which this permit is issued (Sec. 3097, Civ. C.).
Lender's Name:
Lender's Address:
VOICE (760) 777-7125
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Owner:
KAREN HOGAN
53120 AVENIDA CARRANZA
LA QUINTA, CA 92253
Contractor:
VALLEY PATIOS
37897 CHESTERFIELD ST
INDIO, CA 92203
(760)534-4634
LIC. No.: 937811
Date: 1/12/2015
WORKER'S COMPENSATION DECLARATION
I hereby affirm under penalty of perjury one of the following declarations:
I have and will maintain a certificate of consent to self -insure for workers'
compensation, as provided for by Section 3700 of the Labor Code, for the performance
of the
Work for which this permit is issued.
I have and will maintain workers' compensation insurance, as required by
Section 3700 of the Labor Code, for the performance of the work for which this permit
is issued. My workers' compensation insurance carrier and policy number are:
Carrier: Policy Number: _
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 subject to the
workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith
comply with those provisions.
Date: AppIicy't,
WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL,
AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO
ONE HUNDRED THOUSAND DOLLARS ($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.
APPLICANT ACKNOWLEDGEMENT
IMPORTANT: Application is hereby made to the Building Official for a permit subject to
the conditions and restrictions set forth on this 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 application , the owner, and the applicant, each agrees to, and
shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and
employees for any act or omission related to the work being performed under or
following issuance of this permit.
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 county ordinances and state laws relating to building
construction, and hereby authorize representatives of this city to enter upon the above-
mentioned ropert for inspection purposes.
Date: L Signature (Applicant or Agents
e r..
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WORKER'S COMPENSATION DECLARATION
I hereby affirm under penalty of perjury one of the following declarations:
I have and will maintain a certificate of consent to self -insure for workers'
compensation, as provided for by Section 3700 of the Labor Code, for the performance
of the
Work for which this permit is issued.
I have and will maintain workers' compensation insurance, as required by
Section 3700 of the Labor Code, for the performance of the work for which this permit
is issued. My workers' compensation insurance carrier and policy number are:
Carrier: Policy Number: _
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 subject to the
workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith
comply with those provisions.
Date: AppIicy't,
WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL,
AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO
ONE HUNDRED THOUSAND DOLLARS ($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.
APPLICANT ACKNOWLEDGEMENT
IMPORTANT: Application is hereby made to the Building Official for a permit subject to
the conditions and restrictions set forth on this 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 application , the owner, and the applicant, each agrees to, and
shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and
employees for any act or omission related to the work being performed under or
following issuance of this permit.
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 county ordinances and state laws relating to building
construction, and hereby authorize representatives of this city to enter upon the above-
mentioned ropert for inspection purposes.
Date: L Signature (Applicant or Agents
e r..
'x.. at { L2 '..h zF Fz �, .. . L{ $ .tb2
x +ACCOUNTsfi ea,: F
DESCRIPTION �f G �< PAID DATE
QTY. AMOUNT
,rye Y>PA'ID ��
E`arl.:
BSAS SB1473 FEE 101-0000-20306 0
$1.00 $0.00
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lin t' ` METHOD 3 {� ��9 RECEIPT # CHECK # CLTD.BY
� ��+'MPAIDyBY > A �,x
n�4, !s xFx'l.. pc':V.�61 CEI T'il. viY .lw�€.n��'i"
Total Paid forBUILDINGgSTANDARDS ADMINISTRATION BSA $1.00 $0.00
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i DESCRIPTIONF
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AMOUNT t
PAID A
a_
PAID;DATE
PATIO COVER, STD, OPEN '
101-0000-42404
0
$97.17
$0.00
'c BYE
CHECKr#r_
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' MOUNT
POACCQUNTi'. AID DATE
Z11'r%@
Yifl
PATIO COVER, STD, OPEN PC
101-0000-42600
0
$95.72
$0.00
', L'
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zRECEIPTS#
Total Paid for PATIO COVER / COVERED PORCH / LATTICE $192.89 $0.00
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'PAID:DATE
,;DESCRIPTION ,
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f:ACCOUNTS fty
�AIIAOUNT
�.':
SMI - RESIDENTIAL
101-0000-20308
0
$0.52
$0.00
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Total Paid forSTRONG MOTION INSTRUMENTATION SMI: $0.52' $0.00
Description: (1) 372 SQ FT DURALUM PATIO COVER
DD •,+
Type: PATIO COVER Subtype:
Status: UNDER REVIEW
Applied: 1/12/2015 SKH
Approved:
Parcel No: 774051005 Site Address: 53120 AVENIDA CARRANZA LA QUINTA,CA 92253
Subdivision: SANTA CARMELITA VALE LA QUINTA Block: 220
Lot: 20
Issued:
UNIT 21
NAME
CONDITIONS
CONTACTS
ADDRESSI CITY
Lot Sq Ft: 0 Building Sq Ft: 0
Zoning:
Finaled:
Valuation: $4,000.00 Occupancy Type:
Construction Type:
Expired:
No. Buildings: 0 No. Stories: 0
No. Unites: 0
Details: PATIO COVER - (1) 372 SQ FT PATIO COVER [ALUMAWOOD ENGINEERING]. 2013 CALIFORNIA BUILDING CODES.
Printed: Monday, January 12, 2015 11:20:32 AM 1 of 2
Ll L1 MYSTEIvIS
DD •,+
CHRONOLOGY
NAME TYPE'
NAME
CONDITIONS
CONTACTS
ADDRESSI CITY
STATE
ZIP PHONE FAX EMAIL
APPLICANT
VALLEY PATIOS
37897 CHESTERFIELD ST
INDIO
CA
92203
CONTRACTOR
VALLEY PATIOS
37897 CHESTERFIELD ST
INDIO
CA
92203
OWNER
KAREN HOGAN
53120 AVENIDA
CARRANZA
LA QUINTA
CA
92253
Printed: Monday, January 12, 2015 11:20:32 AM 1 of 2
Ll L1 MYSTEIvIS
BOND INFORMATION
Printed: Monday, January 12, 2015 11:20:32 AM 2 of 2 P
SYSTEMS
CLTD
DESCRIPTION
ACCOUNT
CITY
AMOUNT
PAID
PAID DATE
RECEIPT #
CHECK #
METHOD
-PAID BY
BY
PATIO COVER, STD,
101-0000-42404
0
$97.17
$0.00
OPEN
PATIO COVER, STD,
101-0000-42600
0
$95.72
$0.00
OPEN PC
Total Paid for PATIO COVER / COVERED PORCH / LATTICE $192.89 $0.00
SMI -RESIDENTIAL
1 101-0000-20308
1 0
$0.52
$0.00
Total Paid forSTRONG MOTION INSTRUMENTATION SMk $0.52 $0.00
TOTALS:00
BOND INFORMATION
Printed: Monday, January 12, 2015 11:20:32 AM 2 of 2 P
SYSTEMS
Bin # 4
Permit #
ProjectAddress: S3SZ� 3 -
Qty of LA Q uin to .
Building 8t: Safety Division
P.O. Box 1504, 78-495 Calle Tampico .
La Quinta, CA 92253 - (760) 777-7012
Building Permit Application and Tracking Sheet
�(radl:L—q Owner's Name: '40 0,t1
A. P. Number:
Address: �7) j 'Z:(� Av-e . C.x«t /\
Legal Description:
City, ST, Zip: l -,;z Q cIt ,� , 9'Z2,j ?
•
Contractor: U-. 1
Telephone:
��}''._:iii :�����^:;
'
Address: �j 7 g C1 5.� ,
J
Project.Description: l v a �/e�O Gt o 6v of
City, ST, Zip: • (rvd [ 0 c4 ct 7-2-o 3
37 `Z S-�F
Telephone: 5.3 V 1 1, !
V �
A?`«?��<<�?`��<`>«<`•`-»''•>:
-- ..
State Lic. 4: 37
City Lic. #..
Arch., Engr., Designer:
Address:
City., ST, Zip:
Telephone:Construction
n:z:<:•<.€<.; s<:>:.ss>z<::i^a:>::»;<.<.:>:<:
:.<•;. ,:;:;,::<; :•>::;•;:::;;<
Type: Occupancy:
State Lic. #:
Project type (circle one): New Add'n Alter Repair Demo
Name of Contact Person:
Sq. Ft.: %
#Stories:
-M Units:
Telephone # of Contact Person: 53 Ll q b 3
Estimated Value of Project:
APPLICANT: DO NOT WRITE BELOW THIS LINE
it
Submittal
Req'd
Rec'd
TRACKING
PERMIT FEES
Plan Sets
PIan Check submitted
Item
Amount
Structural Calcs.
Reviewed, ready for corrections
Plan Check Deposit
Truss Cala.
Called Contact Person
Plan Check Balance.
Title 24 Calcs.
Plans picked up
Construction
Flood plain plan
Plans resubmitted
Mcchanical .
Grading plan
2" Review, ready for corrcctions/issue
Electrical
Subcontactor List
Called Contact Person
Plumbing
Grant Deed
Plans picked up
S.M.I.
Ii.O.A. Approval
Plans resubmitted
Grading
IN I10USE:-
3" Rcvicw, ready for corrcctionsAssue
Developer Impact Fee
Planning Approval
Called Contact Person
A.I.P.P.
Pub. Wks. Appr
Date of permit issue
School Fccs
Total Permit Fees.
r• ' v', .'
• 0!�sAS I, '•
CAP.4PBEr -.O
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Exp: 12 ) T . m
•• CIVIL OC.
�No .184SA.
PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODU
SIGN OF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLY WITH THE
ERNATIONAL BUILDING AND RESIDENTIAL CODES, 2013 CALIFORNIA BUILDING AND RESIDENTIAL
ASCE/SEI 7 -10 -MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES AND THE 2010
JM MANUAL -ADM 1-10. COLUMNS BEARING ON CONCRETE SLAB IS IN.ACCORDANCE.WITH 2012 IRC
3 CRC SECTION AH105.2 FOR 10 psf RESIDENTIAL CONSTRUCTION AND AC_1318-11`90R 20,25 AND 30
L A
DENTIAND COMMERCIAL: IO
CONSTRUCTN.
2- ALL KEYS PERTAINING TO EACH INSTALLATION (TYPE OF ROOF PANEL, HEADER SPAN, COLUMN SIZE,
ETC.) SHALL BE CIRCLED AND CLEARLY IDENTIFIED.
3. EACH INSTALLATION SHALL BEAR AN IDENTIFYING TAG INDICATING THE NAME AND ADDRESS OF THE
MANUFACTURER DESIGN LOADS AND ENCLOSABILITY.
4. THE DRAWINGS AND SPECIFICATIONS SHOWN REPRESENT THE FINISHED STRUCTURE, UNLESS OTHERWISE
NOTED, AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE
AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS,
TECHNIQUES, SEQUENCES AND PROCEDURES.
5. THE APPROVED SET OF DRAWINGS AND SPECIFICATIONS SHALL BE KEPT AT THE JOB SITE AND SHALL BE
AVA9ABLE TO THE AUTHORIZED REPRESENTATIVES OF THE BUILDING AND SAFETY DEPARTMENT. THERE
SHALL BE NO DEVIATION FROM THE APPROVED PLANS AND SPECIFICATIONS WITHOUT AN APPROVED
CHANGE ORDER
6. FREESTANDING COVERS SHALL NOT BE ENCLOSED WITH ANY TYPE OF SOLID OR MESH MATERIAL
7. ALL NEW CONCRETE FOOTINGS SHALL BEAR ON FIRM, NATURAL, UNDISTURBED SOIL OR CERTIFIED FILL
8. ATTACHED COVERS MAY BE SECURED TO AN EXISTING CONCRETE SLAB PROVIDED THE SLAB IS AT LEAST 3
12 INCHES THICK AND IS LOCATED IN AREAS WITH A FROST DEPTH EQUAL TO ZERO.
9. A MAXIMUM COLUMN LOAD OF 750 POUNDS IS PERMITTED FOR ATTACHED COVER COLUMNS BEARING ON
EXISTING OR NEW CONRETE SLABS.
10.20 POUNDS PER SQUARE FOOT L.L. AND GREATER MAY BE COMMERCIAL APPLICATIONS AND RESIDENTIAL
CARPORTS.
11. DESIGN LOADS COMBINATIONS ARE IN ACCORDANCE WITH IBC AND CBC SECTION 1605.3.1.
DESIGN CONSIDERATIONS:
11. MINONUM ROOF SLOPE FOR SOLID ROOF PANELS: 1/4 INCH PER FOOT.
12. MINIMUM COVER PROJECTION IS 10'.
13. MINIMUM SIZE OF EXISTING ROOF OVERHANG IS 50 SQUARE FEET, WHERE COVER IS ATTACHED TO THE
EXISTING OVERHANG.
14. COVERS ARE DESIGNATED'RIDGED BUILDINGS' AS DEFINED IN ASCE/SEI 7.
15. COVERS SHALL NOT BE INSTALLED IN AREAS NEAR HILLS, RIDGES AND ESCARPMENTS AS DEFINED IN
ASCEfSEI T.
16. THE FREESTANDING AND ATTACHED COVERS NOTED HEREIN ARE DESIGNED AS "OPEN STRUCTURES' IN
ACCORDANCE WITH ASCE/SEI 7.
17. THE RATIO (H/P), COVER MEAN ROOF HEIGHT (H, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT),
SHALL NOT EXCEED ONE (1).
18. THE RATIO (L(P), COVER LENGTH (L, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT), SHALL NOT
BE LESS THAN ONE (1).
MATERIAL SPECIFICATIONS:
19. BEAMS SHALL BE SPLICED OVER EACH INTERIOR COLUMN SUPPORT.
20. ALTERNATE ALUMINUM ALLOYS MAY BE SUBSTITUTED FOR THOSE SHOWN, PROVIDED THEY ARE REGISTERED
WITH THE ALUMINUM ASSOCIATION AND HAVE EQUAL OR GREATER YEILD AND ULTIMATE STRENGTHS.
21. CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2.500 POUNDS PER SQUARE INCH.
22. DESIGN VERTICAL SOIL BEARING PRESSURE IS 500 POUNDS PER SQUARE FOOT. DESIGN LATERAL SOIL BEARING
PRESSURE IS 200 POUNDS PER SQUARE FOOT PER FOOT OF FOOTING DEPTH. (EQUALS 100 PSF/FT x 2 PER
TABLE 18062 AND SECTION 1806.3.4.
23. EMBEDDED STEEL MEMBERS SHALL BE HOT -DIPPED GALVANIZED, AND CONFORM TO A500 GRADE B.
ROLL -FORMED STEEL MEMBERS SHALL CONFORM TO A653 SS GRADE 50 G60.
24. FASTERNERS: ALUMINUM BOLTS SHALL BE 2024-T4: STEEL BOLTS SHALL BE ASTM A-307. ALL BOLTS SHALL
HAVE STANDARD -CUT PLATED WASHERS. WOOD AND LAG SCREWS ARE REQUIRED TO BE INSTALLED IN
ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATION.
25. THE POST -INSTALLED ANCHORS CITED IN THESE CONSTRUCTION DOCUMENTS SHALL BE SIMPSON STRONG TIE.
26. ALL SCREWS ARE SELF DRILLING (SDS) OR SHEET METAL SCREWS (SMS) IN CONFORMANCE WITH ICC -ES ESR
1976 OR APPROVED EQUAL
27. THE TABULATED MAXIMUM COLUMN SPACING WHEN BEARING ON A CONCRETE SLAB IS LIMITED TO USE WITH
RESIDENTIAL ATTACHED PATIO COVERS ONLY (10 AND 20 PSF
28. SOLID AND LATTICE ALUMINUM COVERS ARE CLASS A ROOF ASSEMBLY IN ACCORDANCE WITH SECTION 15052,
EXCEPTION 2.
WIND SPEED CONVERSION TABLE:
THE WIND SPEEDS SHOWN IN THIS REPORT ARE BASED ON THE CBC/IBC.
FOR USE WITH THE CRC/IRC, DIVIDE THE REQUIRED__ CRCARC WIND
SPEED iii 0.6
EXAMPLE: CRC/IRC WIND SPEED IS 85 MPH. THE COVER CONSTRUCTION
SHALL BE BASED ON 85 MPH =110 MPH.
0.6
ikGMA.S4ftAY WHERE SNOW LOADS OCCUR, IT IS THE REPONSIBILITY OF THE
Ck.�9PE� '- CONTRACTOR FOR THIS POJECT TO VERIFY WITH THE LOCAL
AUTHORITY HAVING JURISDICTION WHERE SNOW DRIFTING AND
SLIDING, PER ASCE 710, SECTION 7.7 AND 7.8, IS REQUIRED. SEE
SHEETS 49 FOR SPAN REDUCTION FACTORS.
ThinkPadM)uratumUAPMO 019515-21-14 Submlt1ar&21-14 A 4.dwg, 8 /25 /20 1 4 2:1327 PM, CutePDF Wrfter,
DESIGN REQUIREMENTS:
INC.
RESIDENTIAL APPLICATIONS - CRC AND IRC APPENDIX H. CBC AND IBC CHAPTER 16, CBC & IBC APPENDIXCHAPI
ROOF LIVE AND SNOW LOADS: 10, 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND LEVEL 25, 30, 40 & 50 psf)
COMMERCIAL APPLICATIONS - CBC AND IBC CHAPTER 16.
ROOF LIVE AND SNOW LOADS: 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND LEVEL 25, 30, 40 & 50 psf)
ADDITIONAL DESIGN REQUIREMENTS:
I. TABULATED SPANS FOR SNOW LOADS HAVE BEEN ADJUSTED FOR ROOF APPLICATIONS.
2. BASIC WIND SPEEDS: 110, 120.130 MPH, EXPOSURES B AND C.
3. OCCUPANCY CLASSIFICATION AND RISK CATEGORY: 11, 11.
4. SEISMIC BASE SHEAR: 17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER.
5. SEISMIC DESIGN PARAMETERS:
SITE CLASS: D
SEISMIC DESIGN CATEGORY: D
MAPPED SPECTRAL RESPONSE COEFFICIENTS: Ss= 1.50, S, = 0.6, S �= 1.0, S.= 0.50
RESPONSE MODIFICATION FACTOR 8125
6. DESIGN ASSUMPTIONS:
A BUILDING HEIGHT OF MAIN STRUCTURE (MEAN ROOF HEIGHT): 20'
B. LEAST BUILDING WIDTH OF MAIN STRUCURE: 30'
C. MINIMUM COVER SIZE ATTACHED TO MAIN STRUCTURE OR FREESTANDING: 10'X 10'
A NOTE TO THE LOCAL AUTHORITY HAVING JURISDICTION:
EACH PROJECT SUBMITTED TO THE LOCAL AUTHORITY HAVING JURISDICTION MAY INCLUDE ONLY
THE PERTINENT SITE-SPECIFIC STRUCTURAL COMPONENTS LOCATED WITHIN THIS WPMO-LISTED
EVALUATION REPORT. AT A MINIMUM, SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE THE
FOLLOWING INFORMATION FROM THIS EVALUATION REPORT:
A. TITLE SHEET AND GENERAL NOTES.
B. STRUCTURAL CONFIGURATION (Le.. SOLID OR LATTICE ROOF, FREESTANDING OR ATTACHED).
C. BASED ON THE REQUIRED DESIGN LOADS, SITE-SPECIFIC RAFTER AND/OR PANEL SPAN
TABLES.
D. TYPE OF HEADER, POST TYPE & QUANTITY, FOOTING SIZE (WHERE REQUIRED) BASED ON THE
SITE-SPECIFIC DESIGN LOADS.
E. APPROPRIATE STRUCTURAL DETAILS.
F. OTHER DOCUMENTATION THAT MAY BE REQUIRED BY THE LOCAL AUTHORITY HAVING
JURISDICTION.
SHEETINDEX:
SHEET # SHEET TITLE / DESCRIPTION
p'lds ]Cl (A jL3jVS -Q Jrv_ 1a_ine,
lo
WIND SPEED CONVERSION TABLE:
CBC / IBC
WIND SPEED
EQUIVALENT CRC / IRC
WIND SPEED
110 MPH
85 MPH
120 MPH
93 MPH
130 MPH
101 MPH
SEE CONVERSION METHOD, THIS PAGE,
FOR APPLICATION AND USE.
SITE DESIGN PARAMETERS:
SITE ADDRESS:
WIND SPEED & EXPOSURE:
ROOF / SNOW LOAD:
T-1 ........... TITLE SHEET, DESIGN LOADS, GENERAL NOTES
1 ............SOLID PANEL STRUCTURES
2 ............OPEN LATTICE STRUCTURES
3-4 .........PANEL SPANS TRI -V, W -PANEL & FLAT PAN
5 ............MINIMUM FASTENERS
6 ............RAFTER SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS
7 ............HEADER BEAM TYPES, COLUMN / POST TYPES
8 ............EXISTING EAVE CONNECTION DETAILS
9 ............HANGER CHANNELS AND MOUNTING BRACKETS
10 ..........COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS
11 ...........LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS
12 ...........BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS
13 ...........HOW TO DETERMINE TRIBUTARY WIDTH & FAN BEAM DETAILS
15-17 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH
18-20 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF L.L, 110-130 MPH
21-23 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPH
24-27 ......SOLID COVERS ATTACHED.& FREESTANDING BEAM SPANS, 30 PSF Sl, 110 -130 -MPH
28-30 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 40 PSF S.L, 110-130 MPH
31-33 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L, 110-130 MPH
34-36 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH
37-38 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF L.L, 110-130 MPH
39-40 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPH
41-42 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 30 PSF S.L, 110-130 MPH
43-44 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 40 PSF S.L, 110-130 MPH
45-46 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L, 110-130 MPH
47 ...........INSULATED ROOF PANEL ATTACHMENT DETAILS
48 ...........SNOW DRIFT DESIGN
49 ...........SPAN REDUCTION FACTOR TABLES
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EXP. 03.1311 %,
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CAIMPSELL , o
Exp:
CIVIL
THOMAS IRAY
CAMPSELL
24' TRI -'V' PAN
SOLID PANELS SPANS FOR COMMERCIAL & PATIOS
110/120/130 MPH EXP. B & C
ALUM. ALLOY 3004-H36 OR EQUAL
TABLE 1 - MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS
ROOF PANEL TYPE 10
ROOF LIVE/SNOW LOAD, psf
20 25 30 40 50
24' TRI -N- PAN
- 0.88 0.83 0.75 0.80
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EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0
EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0
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TABLE 1 - MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS
ROOF PANEL TYPE 10
ROOF LIVE/SNOW LOAD, psf
20 25 30 40 50
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- 0.88 0.83 0.75 0.80
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(1) MULTI -SPAN REDUCTION FACTORS ARE ONLY
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IN TABLE 1 ABOVE.
NOTE: PANEL FASTENERS _
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FOOTNOTE: 'SAMPLE'
FIGURE INDICATES -a
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FIGURE INDICATES
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16" 29'-8" 29'-6" 29'-8" 28'-9" 29'-3" 26'-3" 16" 16'-0" 15'-10" 16'-0 15'-9" 13'-8" 16" 22'-0" 22'-4" 22'-6" 21'-1" 22'-2" 19'-2"
26'-3" 26'-3" 26'-3" 26'-3" 26'-3" 25'-T --- � 14'-2"14'-2" 14'-2" 13'-g"
10 .042 .024
24" 24'-2" 24'-1" 24'-2" 23'-6" 24'-0" 21'-0" � ~� 13'-1" 13'-0" 13'-1" ` 12'-10" 11'-2" 24" 18'-4" 18'-3" 18'x" 1 T-3" 18'-2" 15'-8"
21'-0" 21'-6" 21'-6" 21'-6" 21'-6" 21'-0" � 11'-T 11'-T 11'-T 11'-7" 11'-7" 11'-3" 16'-3" 16'-3" 16'-3"
16" 23'-0" 23'-0" 23'-0" 23'-0" 23'-0" 22'-g" 16" 2U',-3" 20'-2" 20'-3" 19'-8" 20'-1" 18'-2" 16" 28'-7" 28'-6" 28'-7" 27'-9" 28'-3" 25'-7"
20 .042 21'-10" 21'-10" 10 .032 18'-0" 17'-7" 10 .032 25'-3" 25'-3" 25--3-
2V-10""i 25'-3" 25'-3" 24'-8"
24' 18'-9" 18'-9" 18'-9" 18'-9" 18'-9" 18'-9" 24" 16'-T 16'-6" 16'-T 16 16'-4" 14'-10" 24" 23'-4" 23'-3" 23'-4" 22'-8" 23'-1" 0'-10"
1 T-10" --1r
T-10" 17'-10" 17'-10" 17'-10" 17'-10" 14'-8' 14'-8" 14'-8" 14'-8" 14'-8" 14'-4" 20'-8" 20'-8" 20'-8" 20'-8" 20'-8" 20'-2"
16" 19'-8" 19'-8" 19'-8" 19'-8" 19'-8" 19'-8" 16" 24'-6" 24'-4" 24'-6" 23'-9" 24'-3" 23'-2" 16" 34'-7" 34'-4" 33'-T 34'-2" 32'-8"
25 .042 21'-6" 21'-0" 21'-6" 21'-2" 21'-3" 20'-8" .042 21'-9" 21'-9" 21'-9" 21'-9" 21'-9" 21'-2" .042 30'-0" 30'-8" 30'-8" 30'-8" 30'-8" 29'-10"
24" 16'-1" 16'-1" 16'-1" 16'-1" 16'-1" 24" 20°-1" 20'-0" 20'-1" 19'-6" 19'-9" 19'-0" 24" 28'-2" 28'-1" 28'-2" 27'-4" 2T-10" 26'-8"
1T -T 17'-T 1T -T 17'-4" 17'-0" 16'-10" 17'-9" 17'-9" 1T-9" 1T-9" 17'-9" 17'-3" 25'-1" 25'-1" 25'-1" 25'-1" 25-1" 24'-4"
16' 18'-1" 18'-1" 18'-1" 18'-1" 18'-1" 18'-1" 16" 12'4" 12'-4" 12'x' 12'-4" 12'-x" 12'-4" 16" 1T-4" 17'-4" 17'-4" 17'x" 17'-4' 17'-3"
19'-1" 19'-1" 19'-1" 19'-1" 19'-1" 19'-1" •?1'-g" 11'-9" 11'-9" 11'11'-9" 11'16'-7" 16'-7" 16'-7" 16'-7" 16'-7" 16'-7"
30 .042 24" 13•_9" 13'-9" 13'-9" 13'-9" 13'-9" 13'-9" .024 24" 10'-2" 10'-2" 10'-2" 10'-2" 10'-2" 10'-1" .024 24" 14'-2" 14'-2" 14'-2" 14'-2" 14'-2" 14'-2"
15'-T 15'-7" 15'-7" 15'-7" 15'-7" 15'-T 9'-8" 9'-8" 9'-8" 9'-8" 9'-8" 9'-8" 13'-T 13'-7" 13'-7" 13'-7" 13'-7" 13'-7"
16" 15'-10" 5'-10" 15'-10" 15'-10" 15'-10" 15'-10" 16" 1.5'�-8" 15'-8" 15'-8" 15'-8" 15'-8" 15'-8" 16" 22'-1" 22'-1" 22'-1" 22'-1" 22'-1" 22'-0"
16'-8" 16'-8" 16'-0" 16'-8" 16'-8" 16'-8" 15-0" 15'-0" 15'-0" 15'-0" 15'-0" 21'-1" 21'-1" 21'-1" 21'-1" 21'-1" 21'-1"
40 -042 20 .032 20 .032
24' 12'-1" 12'-1" 12'-1" 12'-1" 12'-1" 12'-1" 24" 12'-'10" 12'-10" 12'-10" 12'-10" 12'-10" 12'-9" 24" 18'-1" 18'-1" 18'-1" 18'-1" 18'-0"
13'-8" 13'-8" 13'-0" 13'-8" 13'-8" 13'-8" 1?_' -3" 12'-3" 12'-3" 12'-3" 12'-3" 12'-3" 17'-3" 17'-3" 17'-3" 17'-3" 17'-3" 17'-3"
16" 13'x" 13'-x" 13'x" 13'x" 13'x" 13'x" 16" 10'-.0" 19'-0" 19'-0" 19'-0" 19'-0" 18'-10" 16" 26'-8" 26'-8" 26'-8" 26'-8" 26'-0" 26'-7"
50 .042 15'-0" 15'-0" 15'-0" 15'-0 15'-0" 15'-0" .042 .042 25'-6" 25'-6" 25'-0" 25'-6" 25'-6" 25'-6"
24' 10'-3" 10'-3" 10'-3" 10'-3" 10'-3" 10'-3" 24" 15'-6" 15'-6" 15'-6" 15'-6" 15'-0" 15'-6" 24" 21'-10" 21'-10" 21'-10" 21'-10" 21'-10" 21'-9"
11'-2" 11'-2" 11'-2" 11'-2" 11'-2" 11'-2"-9" 14'-9" 14'-9" 14'-9" 14'-9" 14'-9" 20'-10" 20'-10' 20'-10" 20'-10" 20'-10" 20'-10"
16" 10'-7" 10'-7" 10'-7" 10'-7" 10'-7" 10'-T 16" 15'-10" 15'-10" 15'-10" 15'-10" 15'-10" 15'-10"
* NOTE: SINGLE RAFTERS SPACED 16" O.C. MAY BE USED AT .024 11'-7" 11'-T 11'-T 11'-6" 11'-6" 11'-2" .024 16'-3" 16'3" 16'-1" 2" 15'-8"
32' O.C. WHEN DOUBLED AND SINGLE RAFTERS SPACED 24" 8'-1" B.A. 8'-1' 8'-1" 8'-1" 8'-1" 24" . 13'-4" 13'-4" 13'x" 13'-2" 13'-3" 12'-9"
24' O.C. MAY BE USED AT 48" O.C. WHEN DOUBLED. g'-6" g'-0" g'-0" g'_2" 9'-3" 9'-3" 9'-3" 9'-3" 9'-3" 9'-3"
16" 14'-4" 14'-4" 14'-4" 14'x" 14'-4" 14'-4" 16" 20'-2" 20'-2" 20'-2" 20'-2" 20'-2" 20'-2"
25 .032 14'-9" 14'-9" 14'-9" 14'-6"2" 25 .032 20'-9" 20'-9" 20'-9" 20'-6" 20'-7" 19'-10
24" 11'-1" 11'-1" 11'-1" 11'-1" 11'-1" 24„ 16'-7" 16'-7" 16'-7" 16'-7" 16'-7" 16'-7"
12'-1" 11'-10" 12'-0" 17'-0"16'-8" 16'-9" 16'-3"
16" 17'x" 17'-4" 17'-0" 17'-4" 17'-4" 17'-4" 16" 24'-6" 24'-6" 24'-6" 24'-0" 24'-0" 24'-6"
.042 1T-9" 17'-9" 17'-9" 17'-7" 17'-8" 17'-1" .042 25'-1" 25'-1" 25'-1" 25'-1" 25'-1" 25'-1"
24" 13'-3': 13'-3" 13'-3" 13'-3" 13'-3" 13'-3" 24" 20'-0" 20'-0" 20'-0" 20'-0" 20'-0" 20'-0"
14'-T 14'-T 14'-4" 14'-6" 14'-0
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ihlnkPeQlpuralUrtIUAF'MV 01 9 51521-1 4 SuDrtltttd11521-14 A 5.Wr9, 8/L72014 1135:47 AM, C;umrut writer,
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MINIMUM NUMBER OF FASTENERS FOR ROOF PANEL TO SUPPORTING BEAM & WALL HANGER
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TABLE 1 - TABLE 2 TABLE 3
7
(2) 211x6 %2" AND WALL HANGERS, 3"x8" AND EXTRUDED AND 3"x8" WITH
6 %2" ROLL FORMED BEAMS STEEL HEADERS STEEL INSERT HEADERS
NUMBER OF NO. 14 TEK OR SMS SCREWS NUMBER OF NO. 14 TEK OR SMS SCREWS NUMBER OF NO.14 TEK OR SMS SCREWS
ri- PER FOOT OF BEAM LENGTH PER FOOT OF WALL HANGER AND BEAM LENGTH ;� F PER FOOT OF BEAM LENGTH
co � 110 MPH 120 MPH 130 MPH 110 MPH 120 MPH 130 MPH 9 110 MPH 120 MPH 130 MPH
EXP. B EXP. C EXP. B EXP. C EXP. B EXP. C ~ EXP. B EXP. C EXP. B EXP. C EXP. B EXP. C ~ EXP. B EXP. C EXP. B EXP. C EXP. B EXP. C
5 1 1 1 2 1 2 1 2 1 2 2 2 5' 1 1 1 1 1 '---2-
2 1 2 1 2 5' 1 1 1 1 1 1 1 1 1 1 1 1
6' 1 2 1 2 1 2 2 2 2 2 2 3 6' 1 1 1 2 1 2 1 2 1 2 2 2 6' 1 1 1 1 1 1 1 1 1 1 1 1
7' 1 2 1 2 1 2 2 3 2 3 2 3 7' 1 2 1 2 1 2 2 2 2 2 2 2 7' 1 1 1 1 1 1 1 1 1 1 1 2
1•2 2 2 2 2 � 1 1 2 2 2 2
8 2 2 2 3 3 3 $ 2 2, 2 2 3 3 8% —1--l!1 1 1 1 1 2 1 1 1 2
9' 2 2 2 2 2 2 g1 1 2 2 2 2 2 9' 1 1 1 1 1 1
• 2 3 3 3 3 4 2 2 2 3 3 3 1 1 1 2 2 2
10' [3_- 2 2 3 2 3 2 3 2 3 3 4 10' 1 2 2 2 2 2 2 3 2 3 2 3 10' 1 1 1 2 1 .2 1 2 -- 2 j—_21
11' 2 2 2 2 2 3 11. 2 2�33
2 2 3 11'
3 3 3 4 4 4 2 3 3 3 1 1 1 2 1 2 1 2 1 2 2 2
12' 2 3 2 3 3 3 3 4 3 4 3 5 12' 2 2 2 3 2 3 2 3 2 2 3 4 12' 1 2 1 2 1 2 1 2 1 2 2 2
2 2 2 3 3 3 ' 2 2 .2 3�3--!�-
3 3
13 3 4 4 4 4 5 13 2 3 3 3 4 13 1 2 1 2 1 2 1 2 1 2 2 2
FOOTNOTE: "SAMPLE"
FIGURE INDICATES ATTACHED —,a
FIGURE INDICATES FREESTANDING
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6063-T6
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T=12 OR
14 GA,
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OCCURS -
1.065'
Trp.
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ALLOY
6063-T6
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ASTM A653 SS
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� W/ 12 GA. STL. "U" CHANNEL
AM653 SS GRADE 50 G60
T=12 OR
14 GA.
ASTM
A653 SS
GRADES
G60
0.625'
INSERT
WHERE
OCCURS
0.110'
TYP.
T=0.125'
ALUM
ALLOY
6063T6
7.0"
7" I -BEAM
r ALUM. ALLOY 6063-T6
V W/ 1 "C" INSERT
ALUM. ALLOY 6063-T6
W/ 2 "C" INSERTS
fl ALUM. ALLOY 6063-T6
NOTE:
WHERE'C' INSERT OCCURS AS SHOWN IN
SPAN TABLES, IT SHALL BE INSTALLED THE
FULL LENGTH OF THE 7' I -BEAM.
3" SQ. ALUM. POST
C' ALUM. ALLOY 3004-H36
-.._DBL. 3"x8"x0.042" BEAM...-
.
XI
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I I I I
1- — 3.0.4— —40 ----}---3.o--I
MAXSTM
M W/ 14 GA. STL. INSERT
3 GRADE 50 G60
OR EQUAL
3"x8"x0.042" BEAM
K MALUM. ALLOY 3004-H36
I DBL. 3"x8"x0.042" BEAM
ALUM. ALLOY 3004-H36
DBL. 3"x8"x0.042" BEAM
THOWAAs RAY ;
OR EQUAL
P W/ DBL. 12 GA. STL. INSERT
ALUM. ALLOY 3004-H36
N ASTM A653 GRADE 50 G60
NOTE WHERE 12 AND 14 GA STEEL INSERTS
OR EQUAL
OCCUR AS SHOWN IN THE SPAN TABLES,
NOTE WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS
THEY SHALL BE INSTALLED THE FULL LENGTH
SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED
OF THE 3'x8' BEAM.
THE FULL LENGTH OF THE 3'c8" BEAM.
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6063-T6
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OCCURS -
1.065'
Trp.
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ALLOY
6063-T6
T=12 GA.
ASTM A653 SS
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AM653 SS GRADE 50 G60
T=12 OR
14 GA.
ASTM
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G60
0.625'
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0.110'
TYP.
T=0.125'
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ALLOY
6063T6
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7" I -BEAM
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ALUM. ALLOY 6063-T6
W/ 2 "C" INSERTS
fl ALUM. ALLOY 6063-T6
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SPAN TABLES, IT SHALL BE INSTALLED THE
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3" SQ. ALUM POST
r,.--'\3-
ALUM. ALLOY 3004-H36
3" SQ. ALUM. POST
C' ALUM. ALLOY 3004-H36
I
2 87sEACH
NOTE:
HEADERTOP AND
BOTTOM FLANGES HALL E CUT AT
XI
10'-0" MAMUM.
ra
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4--3.0-�
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3"x8"x0.042" BEAM
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I DBL. 3"x8"x0.042" BEAM
ALUM. ALLOY 3004-H36
3"x8"x0.042" BEAM
W/ 12 GA. STL. INSERT
OR EQUAL
OR EQUAL
N ASTM A653 GRADE 50 G60
NOTE WHERE 12 AND 14 GA STEEL INSERTS
_ .
OCCUR AS SHOWN IN THE SPAN TABLES,
THEY SHALL BE INSTALLED THE FULL LENGTH
OF THE 3'x8' BEAM.
COLUMN / POST TYPES
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ALUM
3" SQ. ALUM POST
r,.--'\3-
ALUM. ALLOY 3004-H36
3" SQ. ALUM. POST
C' ALUM. ALLOY 3004-H36
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SQ. STEEL POST
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10'-0" MAMUM.
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TYP.30
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ALUM. ALLOY
6063-T6
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ASTM A500 GRADE B
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1 --2.0'—i
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ALUM. ALLOY 3004406 ALUM. ALLOY 3004-H36 OR
OR EQUAL EQUAL
RAFTER SPANS FOR OPEN LATTICE STRUCTURES
110/120/130 MPH
-Z
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EXP. B EXP.0 EXP. B EXP.0 EXP. B, EXP.0
EXP B EXP.—C EXP. B EXP.0 EXP. B EXP.0
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* 2"x6.5" RAFTER * DBL. 2"x6.5" RAFTERS
ALUM. ALLOY 3004406 ALUM. ALLOY 3004-H36 OR
OR EQUAL EQUAL
RAFTER SPANS FOR OPEN LATTICE STRUCTURES
110/120/130 MPH
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FOOTNOTE: 'SAMPLE"
FIGURE INDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
EXP. B & C
a
W
w
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W
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J W
J W U
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2"
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a o
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2" x 6 1/2" RAFTER
WSL
"T^
(IN)
110 MPH 120 MPH 130 MPH
LUSL
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110 MPH 120 MPH 130 MPH
EXP. B EXP.0 EXP. B EXP.0 EXP. B, EXP.0
EXP B EXP.—C EXP. B EXP.0 EXP. B EXP.0
024
16"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3
9'-9"
10'-3
024
_
16--1-6"
14'-8"
14'-8" 14'-8" 14'-8" 14'-8" 14'-8"
14-6 14'-6" 14'-6" 14'-6" 14'-6"
24"
T-0" T-0" 7'-6" 7'-6" 7'-6" T-6"
8'-6" 8'-6" S'-6" 8'-6" 8'$"
24"
11'-2" 11'-2" 11'-2" 11'-2" 11'-2" 11'-2"
11'-10 11'-10" 11'-10" 11'-10" 11'-10" 11'-10'
.032
16"
13'-1"
13'-1"
13'-1"
13'-1"
.032
16"
18'-4"
18'-7"
18'-7"
18'-7"
18'-7"
18'-7"
30
30
24"
10'-2" 10'-2" 10'-2" 10'-2" 10'-2" 10'-2"
24"
15'-3" 15'-3" 15'-3" 15'-3" 15'-3"
15'-3"
10'-8"
10'-8"
10'-8"
10'-8"
10'-8"
10'-8"
15'-1"
15'-1"
15'-1"
15'-1"
.042
16"
16'-0"
15'-9"
16'-0"
15'-9"
16'-0"
-15'-9"
16'-0"
15'-9"
16'-0"
15'-9"
16'-0"
15'-9"
.042
16"
22'-7"
22'-7"
��-2"
22'-7"
22'-2"
22'-7"
22'-2"
22'-7"
22'-2"
22'-7"
22'-2"
24"
12'-3" 12'-3" 12'-3" 12'-3" 12'-3" 12'-3"
12'-10 12'-10 12'-10 12'-10 '12'-1 12'-10
24"
18'-0" 18'-6" 18'-6" 18'-6" 18'-6"
18'-2" 18'-2" 18'-2"
18'-6"
16"
8'-0"
'-1"
8'-0"
9'-1"
8'-0"
9'-1"9'-1"
8'-0"
8'-0"
9'-1"
81-0.
9'-1"
024
16"
2'-10"
12'-8"
2'-10"
12'-8"
2'-10"
12'-8"12'-8"
2'-10"024
12'-8"24"
6'-2" 6'-2" 6'-2" 6'-2" 6'-2" 6'-2'
T-2" 7'-2" 7'-2" 7'-2" 7'-2"
24"
AIZ-10"2'-10"
9'-10" 9'-10" 9'-10" 9'-10"
10'-4" 10'-4" 10'-4" 10'x"
9'-10"T-2"
10'-4"10'-10"
40
.032
16"
10'-10"
11'-6"
10'-10"
10'-10"
10'-10" 10'-10"
40
.032
16"
16'-4"
16'-1"
16'-4"
16'-1"
16'4"
16'-1"
16'-1"
6'-4"
16'-4"
24"
8'-3" 8'-3" 8'-3" 8'-3" 8'-3" 8'-3"
9'-4" 9'-4" 9'�" 9'-4" 9'-4" 9`1t"
24"
12'-6" 12'-6" 12'-6" 12'-6" 12'-6"
13'-2" 13'-2" 13'-2" 13'-2" 13'-2"
12'-6"
13'-2"
.042
16"
13'-2"
13'-2"
13'-2"
13'-2"
13'-9"
13'-2"
13'-9"
13'-2"
13'-9
.042
16"
19'-9"
19'-4"
19'-9"
19'-4"
19'-9"
19' 4"
19'-9"
19'-9"
19'-9"
24"
10'-9" 10'-9" 10'-9" 10'-9" 10'-9" 10'-9"
11'-3" 11'-3" 11'-3,
24"
16'-2" 16'-2" 16-2" 16'-2" 16'-2"
16'-2"
.024
16"
7'-3"
8'-2"
T -3-T-3-
8'-2"
8'-2"8'-2"
T-3"
7'-3"
8'-2"
7'-3"
$'-2"
.024
16"
10'-10"
11'-4"
10'-10"
11'-4"
10'-10"
11'-4"
10'-10"
11'-4"
10'-10"
11'-4"
10'-10"
11'-4"
24"
24"
5'-2" 5'-2" 5'-2" 5'-2" 5'-2" 5'-2"
5'-9" 5'-9" 5'-9" 5'-9" 5'-9"
24"
8'-3" 8'-3" 8'-3" 8'-3" 8'-3"
9'-4" 9'-4" 9'-4" 9'-4" 9'-4"
8'-3-
9'-4"
.032
16"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
.032
16"
14'-8"
14'-6"
14'-8"
14'-0"
14'-8"
14'-6"
14'-8"
14'-8"
14'-8"
50
50
24"
7'-0" T -W T-0" 7'-0" T-0" T-0"
'-4" 8 8'-4" 8'-4" 8'-4" , 8'-4"
24„
11'-3"
11'-3"
11'-3"
11'-10"
11'-3"
11'-10"
11'-3"
11'-3"
.042
16"
12'-6"
12'-6"
12'-6"
12'-6"
12'-6"
. 12'-6"
042
16"
17'-9"
17'-6"
17'-9"
17'-6"
17'-9"
17'-6"
17'-9"
17'-6"
17'-9"
17'-6"
17'-9"
17'-6"
24"
9'-0" 9'-0" 9'-0" 9'-0" 9'-0" 9'-0"
10'-2" 10'-2" 10'-2" 10'-2" 10'-2"
24"
13'-7" 13'-7" 13'-7" 13�131-7"_'3,13'-7"10'-2"
14'-3" 14'-3" 14'-3"
-14 A 5.41Wg, 6WrM14 11:41 W AM, UMP'Ur, nraur,
FOOTNOTE: 'SAMPLE"
FIGURE INDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
EXP. B & C
a
W
w
Z
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W
W�
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J W
J W U
W 9 Q
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EXISTING LEDGER OR WALL HANGER & EAVE CONNECTION DETAILS
�_
NOTE: WHERE COVER CONSTRUCTION INCLUDES
DESIGN (E) WALL COVER
3/16 STEEL"" --' 'ISOTE: BRACKET CAN BE LOCATED
p
A34'FRAMINGANGLE
DETAIL
A OR K SITE-SPECIFIC ENGINEERING IS
LOADS OPENING PROJECTION
g" 0 1/4'0 HOl ES,TYP. ANYWHERE ON EAVE.
z
W SEE TABLE72
REQUIRED TO VERIFY ADEQUACY OF THEEXISTING
10, 20 psf > t3 > 1B
0
NOTE: PROVIDE WATER
w
z
Y
r
FASTENERS, SEE TABLE 3
STUD WALL
FRAMING WHERE ONE OR MORE OF THE
0 TYP.
AT
BRACKET PROTECTION, METAL FLASHING
2x
Lj o
FOLLOWING CONDMONS OCCUR:
30, 40 & 50 psf > &> IV
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B
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.
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O
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EXISTING EAVE ALLOWABLE PROD. TO BEAM
OVERHANG
� 22
RAFTER BRACKET
LEDGER OR WALL HANGER
SEE TABLE 1
tai 6 W
=
j:..
—
WITH FASTENERS
1 1/4'
(24' MAX) 2R60R 2c8 LEDGER
p�j ¢
EXIST. RAFTERS AT
PER TABLES 3 &t
2x WOOD STUD OR
¢
ALUM. PANEL 2X OR
3x ALUM. RAFTER
24.O.C. AT
ROOF
t•
CONCRETE WALL
RAFTER
(3}#14x3112•
W.
-•� i o
w a a
EXIST. FASCIA BOARD
OVERHANe
3
a w 6
ALLOWABLE PROJ. EXISTING EA
2X FULL,DEPTH
WOOD'SCAB,
TO BEAM
SEE TABLE 1
OVERHANG
(24- MAX-)
WHERE OCCURS,
SEE TABLE 2
NOTE: PLACE'SIKA FLEX' OR SIMILAR
MATERIAL BETWEEN BRACKET AND COMP. NOTE: BRACKET MAY BE
0 � z
OF o
T
SHINGLE ROOFING TO PROVIDE SEAL MOUNTED BELOW RAFTER
W/ SAME CONNECTIONS.
rr
w
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: "
WALL CONNECTION
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C
ALTERNATE EAVE CONNECTION
RDL= 3 psf (MIN) TO 8 psf (MAX) RLL = 20:25.30, 40, & 50 psf
MINIMUM RAFTERS), NOMINAL 2•x8' (AT 3-xS- MINIMUM RAFTERS)
NOTE: THIS DETAIL IS LIMITED TO RESIDENTIAL INSTALLATIONS
2. EXISTING RAFTER ALLOWABLE.BENDING STRESS IS
1200 psi.
OR KILN -DRY WOOD -FILLED 2-x6 Yz OR 3W- ALUMINUM SECTIONS.
WITH A 10 psi MAXIMUM DESIGN LOAD.
TABLE 2 TYPE AND NUMBER OF FASTENERS REQUIRED AT ROOF PANEL
TABLE 4 a,b ANCHORS INSTALLED
�o
OR RAFTER
CONNECTED TO EXISTING ROOF
OVERHANG
INTO CONCRETE WALLS
oa
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EXISTING
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(A)- SIMPSON A34 FRAMING ANCHOR
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COVER
NUMBER AND TYPE
FRAMING MEMBER
o
WIND SPEED (MPH) AND EXPOSURE
COVER
AT ROOF
(B)- (2) SIMPSON A34 FRAMING ANCHORS, EACH SIDE, USING SD9112 SCREWS WITH 2x FULL DEPTH WOOD SCAB
LUSL
OF FASTENERS
LUSL
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FULL LENGTH OF RAFTER TAIL
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110,13
110,C
120, B
120, C
130, B
130, C
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�
10 PSF L.L. 20 PSF L.L.
25 PSF S.L. 30 PSF S.L.
40 PSF S.L.
50 PSF S.L.
1
YZ' 0 SIMPSON STRONG -BOLT 2 SS
AT 48.O.C. (a,b)
w
�_
2" X 4" FULL
26'-0"
26'-0"
26'-0"
25-2"
25'x"
20'-7"
2" x 6" NOTCHED
26'-0"
26'-0"
26'-W
25-7"
25'-4"
21'-2"
o
WIND SPEED WIND SPEED
WIND SPEED WIND SPEED
WIND SPEED
WIND SPEED
m
(EXP. B & C) (EXP. B & C)
(EXP. B & C) (EXP. B & C)
(EXP. B & C)
(EXP. B & C)
20
Yz' 0 SIMPSON STRONG -BOLT 2 SS
2"x6" FULL OR
110 120 130 110 120 130
110 120 130 110 120 130
110 120 130
110 120 130
0
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
AT a8• o.c. (a,b)
>
2"x8' NOTCHED
� co
2"x8" FULL OR
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
5'
(A) (A) (A) (A) (A) (A)
(A) (A) (A) (A) (A) (A)
(A) (A) (A)
(A) (A) (A)
25
y• 0 SIMPSON STRONG -BOLT 2 SS
a'~"
6'
(A) (A) (A) (A) (A) (A)
(A) (A) (A) (A) (A) (A)
(A) (A) (A)
(B) (B) (B)
2"x10" NOTCHED
AT 48• O.C. (a,b)
III 0
2" x 4' FULL
26'-0"
26'-0"
26'-0"
25'-2"
25'x"
20'-7"
W ►-
J W
7'
(A) I (A) (A) I (A) (A) (A)
(A) (A) I (A) (A) (A) (A)
(A) (A) (A)
(B) (B) (B)
2" x 6" NOTCHED
26'-0'
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
30
ob, STRONG -BOLT 2 ss
8
(A) (A) (A) (A) (A) (A)
(A) (A) (A) (A) (A) (A)
(B) (B) (B)
(B) (B) (B)
AT036'IO.C.
Fzz
c0i
2U
2"x6" FULL OR
2"x8" NOTCHED
26'-0"
26'-0"
2s'-0"
26'-0"
26'-0"
26'-0"
9' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B)
40
Y2.0 SIMPSON STRONG -BOLT 2 SS
2"x8" FULL OR
26'-0"
26'-0"
26'-0"
26-0"
26'-0"
26'-0"
10'
(A) (A) (A) (A) (A) (A)
(A) (A) (A) (B) (B) (B)
(B) (B) (B)
(B) (B) (B)
AT 36' O.C. (a,b)
2"x10" NOTCHED
E
11'
(A) (A) (A) (A) (A) (A)
(B) (B) (B) (B) (B) (B)
(B) (B) (B)
(B) (B) (B)
rJ0
bSTRONG-BOLT 2 SS
m
m
2" x 4" FULL
26'-0 "
26'-0w
2V -W
"
25'-2"
"
25'4"
20'-7"
2" x 6' NOTCHED
26'-0"
26'-0
26'-0
26'-0
26'-0"
26'-0"
12'(A)
(A) (A) (A) (A) (A)
(B) (B) (B) (B) (B) (B)
(B) (B) (B)
(B) (B) (B)
AT24' O.C. (
m
LL
25
2"x6" FULL OR
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
TABLE
3 c TYPE AND NUMBER
OF FASTENERS REQUIRED
AT LEDGER
T
Q z x
2"x8' NOTCHED
AND ROOF PANEL RAIL TO FASCIA
-m—
2"x8" FULL OR
2"X8"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
OR LEDGER TO EXISTING WOOD STUD WALL
FRAMING
TO TABLES 3 & 4:
g o
2"x10" NOTCHED
a. EMBED ANCHOR 3" MINIMUM INTO
W S LC
2" x 4" FULL
16'-0"
16'-0"
16'-0"
16'-0"
16'-0"
16'-0"
(C) - (2)Y4- DIAMETER LAG SCEWS
CONCRETE WALL AND INSTALL IN
>
> a
(D) - %" DIAMETER LAG SCREW
(E) - %" DIAMETER LAG SCREW
ACCORDANCE WITH ESR -3037
W
u ? a
2"x 6" NOTCHED
10'-10"
101-10"110'-10'
9'-2"
9'-3"
-
2"x6" FULL OR
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
30
b. USE 3" SQ.xY4" STAINLESS STEEL
a
2"x8" NOTCHED
WASHER WHEN INSTALLING NEW
a o m m
}
10 PSF L.L. 20 PSF L.L. 25 PSF S.L. 30 PSF S.L. 40 PSF S.L. 50 PSF S.L.
WOOD LEDGER AGAINST EXISTING
2"x8" FULL OR
2"x10" NOTCHED
26'-0'
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
Q I-
WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED
m �
(EXP, B & C) (EXP. B & C)
(EXP. B & C) (EXP. B & C)
(EXP. & C)
(Exp. B & C )
CONCRETE WALL.
2" x 4" FULL
11'-7"
11'-7"
11'-7"
11'-7"
11'-7"
11'-7"
c. WHERE, ROOF PANEL RAIL OCCURS,_
Z.
►- -
110 '120 130-1.1-10- .120. • 130 110 120 '130 1101120-1,130, -110 120 130 130'
2" x 6" NOTCHED
151-6'
15'-6"
15'-0"
15'-6"
15'-6"
15'-0"
.110-1120
USE Y2" DIAMETER LAG SCREW IN
`� g
2"x6" FULL OR
5'
(C) (C) (C) (C) (C) (C)
(C) (C) (C) (C) (C) (C)
(D) (D) (D)
(D) (D) (D)
40
LIEU OF (2) Ya" DIAMETER LAG
= g B
6'
(C) (C) (C) (C) (C) (C)
(C) (C) (C) (D) (D) (D)
(D) (D) (D)
(D) (D) (D)
2"x8" NOTCHED
19'-6"
19'-6"
19'-0"
19'-6"
19'-6"
19'-6"
SCREWS.
§g g E
O c °' ¢
2"x8" FULL OR
26'-0"
26'-0"
26'-0"
26'-W
26'-0"
26'-0"
7'
(C) (C) (C) (C) (C) (C)
(C) (C) (C) (D) (D) (D)
(D) (D) (D)
(D) (D) (D)
2"x10" NOTCHED
8'
(C) (C) (C) (C) (C) (C)
(D) (D) (D) (D) (D) (D)
(D) (D) (D)
(E) (E) (E)
o
2" x 4" FULL
8'-11
8'-11"
8'-11"
8'-11"
8'-11"
8'-11"
p
2" x 6" NOTCHED
12'-1"
12'-1"
12'-1"
12'-1"
12'-1"
12'-1"
9'
(C) (C) (C) (C) (C)' (C)
(D) (D) (D) (D) (D) (D) I
(D) (D) (D)
(E) (E) (E)
cJ0
19
w
2"x6" FULL OR
15'-3'
15'-3"
15-3"
15-3"
15-3"
15'-3"
10'
(C) (C) (C) (C) (C) (C)
(D) (D) (D) (D) (D) (D)
(E) (E) (E)
(E) (E) (E)
2"x8" NOTCHED
C °_'
11'
(C) (C) (C) (C) (C) (C)
(D) (D) (D) (D) (D) (D)
(E) (E) (E)
(E) (E) (E)
2"x8" FULL OR
2"x10" NOTCHED
20'-9"
20'-9"
20'-9"
20'-9"
20'-9"
20'-9"
12
(C) (C) (C) (D) (D) (D) (D) (D) (D) I (D) (D) (D) (E) (E) (E) (E) (E) (E)
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20#,25#,30# LL.=(3)#14 SMS EA. SIDE
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0
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RAFTER
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�
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12EE�AC2H
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� 3• 3"x8" ALUM.—
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- — -- — — —__. —
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IRAFTER SIDE SEE POST SCHED.
1/2.0 X 3-1/2" LAG SCREWS LL=20.25 and 30 psf
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PENETRATION BRACKET
2 EACH 5/8"0 x 3-1/2" LAG SCREWS L.L=40 and 50 psf
TOP, MID HEIGHT
NOTE: LENGTH OF LAG SCREW SHALL PROVIDE
(2" MIN. PENETRATION. INTO EXISTING WOOD STUD)
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E
THREADED PORTION OF SHANK COMPLETE
NOTE: USE LEDGER WHERE RAFTER SPACING
m 9
PENETRATION INTO EXISTING CORNER STUD.
EXCEEDS EXISTING STUD SPACING. SEE TABLE 3 SHEET 8.
SEE LATERAL FORCE RESISTING SYSTEM, SHEET 11
LL
HEADER BRACKET 2
RAFTER TO STUD WALL CONNECTION 3
BEAM TO POST CONNECTION 8
a i U.
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1 1/2" OR 2•LA7-1ICE #8 S.M.S.
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W p „ j
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EXISTING ALUMINUM MEMBER WITH
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DBL. 3"x8"x0.042 BEAM
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OR DBL. 2'x6.5'k0.032•ro.oa2• BEAM
UO '�
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SEE NOTE, DETAIL B,
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R 0 =; SHEET 8
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y
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_ ..n %� _ FASTNERS..SEE TABLE:3, ..- >
- - _. .. .... .. .., _-. -_ . - -.-.
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t i
1"
(2} #14 S.M.S. EACH RAFTER
�-+ SHEET 8
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(4 -TOTAL) •
5/8" 0 ACCESS HOLES
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ALTERNATE
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- ALTERNATE:
r
3' SQ. POST LONG SDS @ EACH
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TABLE 1 TABLE 2 < a
ATTACHED ONLY ATTACHED ANDui Z
��STEEL POST ONLY: w 2 Q
'T' BRACKET Q 3 -SO. POST ' FOOTING & ANCHOR BOLTS FREESTANDING ; <ysE POST TYPE IL
W1(4)-#14 SMS EA. SIDE OF POST
OR 12' M.B. THROUGH POST ALUM. rBRACKET USE WITH ALTERNATE FTG. i �+"�„F, G,; H'l; J OR K <00
POST POST TYPE B,C,D, OR E 1 SINGLE POSTS 1 r M < z
POST FOOTING SIZE BOLTS EMBED. cuBE S� 50 16' DEEP 'CUBE FTG. r j
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STEEL. -r BRACKET OR 9" SO. 16' 18" SQ. 12' 12-1?EPTH OF I 1 ¢
Lu
1 BASE PLATE USE WITH 1T -22' cusm (t) (2)-318.0 1 7/8' 20' 21' SQ. 1Y FO,OTING OR j
POST TYPE B,C,D,E,F,G,H,J OR K X12' MIN. EMBD. 1
(2}3/8"0 STRONG -BOLT 2 SS SEE TABLE 1 22" 25" SQ. 16"
23' 8 24" CUBED (1) (2}12'0 3114' T_-7-
EA. BRACKET TO SLAB. Qi ' • • : 1 I
9 12" MINIMUM DISTANCE TO 24' 28' SO. 20' W
EDGE OF SLAB. zs - 30- CUBED (z) (a}t2-e 31/4' 26' 32 SQ. 23' r t I F m
33" MINIMUM DISTANCE FROM 28 35' SQ 25' t -�J' I _ tL ~ m x
SLAB CRACK TO COLUMN. d I i 31• - 34- CUBED (2) (4}5B'0 4 IlL Z a
(I%- MIN. EMBEDMENT) 30' 39' SQ. 28') co Q $
DID ITH d • 35'- 39' CUBED (2) (4)-314'0 4 3f4' 32' 43" SO. 30" -. ? •- _ ,�,; c
Ffl
x9
+ 34' 47' SQ. 32' LONG, B rb°:; (L Q N O ''
Sa POURED CONCRETE W W
LAB SHALL BE INFROMh r
GOOD CONDITION FOOTING SEE TABLES �' az CUBED (2) (4}3ra'3/4' 0 4 36* 51 • SO 34' OF POST 133
f o ■
J Z ■ z
FOR SIZE - ' NOTE BOLTS SHALL BE SIMPSON STRONG -BOLT 2 SS 38' 55' SO. 37" f < K.
3 12' MIN. SEE FOOTING II ()CC -ES ESR -3037) POURED—SQUARE, SEE FTG. O o .
IN BEAM SPAN TABLE �Ou�` - 1) MAY USE EITHER STEEL T BRACKET OR 4� 60"SO. 3� CONCRETE 0
SCHEDULE IN BEAM W
ALTERNATE FREESTANDING BASE PLATE 42" 64' SO. 41' FOOTING SPAN TABLES�r
EXISTING SLAB POSTS TO CONC. FOOTING 2) REOUIRES USE OF ALTERNATE FREESTANDING 69" SO. 43-
BASE PLATE. • CUHE FOOTING W13 VY MAS �, SQUARE POST EMBED.w
O ATTACHED COVERS ONLY O ATTACHED COVERS ONLY O�INTO FOOTING . W z '
U.Z"J
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4 6
WCi
o00uu'c
(3}3/4"0 BOLTS Z f rc
FOR POST TYPE F, G, H, I, J & K p uim
3" OR 4" SQ. " z
45. INSERT
16" x 0.188"
ASTM A500
45.GRADE B m A 9
STEEL LL U
T.O.C.
ti U e
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(4Y SS316 3/4"0 STRONG -BOLT 2 SS w" G
STEEL PER ICC -ES ESR -3037 } a
ALUM. ALLOY 3.00" OR (4 3/4" EMBEDMENT DEPTH) N 0
2.0" y L�+I a Lu
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6063-T6 2.40" a A
q 7/16"0 HOLE INSERT TO o
1.375" FOR 3/8" MB `�• 2 FLANGES BASE PLATE 3t16• a-
2 o m m
O 1/8 APART
.75" ASTM A500 GRADE B 2 5" JPLATE
-- ^ W
0 INSTALL 1Y2" x 1Y2" x YS" HDG 1'125-
o WASHER PLATE AT ANCHORS
-. . -.a_ : ..-- _ ...._ . -. _ ._... ;.75• . ... , 75 - S . W v W
" " BA E FLARES
_ o_..:. 157" TO 3"WIDE EA. 9" SQ. X 5 `_' z g W
1.60" TYP SIDE OF FLANGES 3 w ",
1.5 r� USE FOR 3" OR 4' 1.75" FOR 3" POST, THK BASE
090 TYP. STEEL POSTST T, 4" WIDE FOR 4" POST (ASTM A500 GRADE B STEEL)
5.50.., 1 Y' 6Y" 1 Yi
INSTALL 1Y' x 1Yz" x Ye"HDG 1-7/16"0 HOLE
WASHER PLATE AT ANCHORS 11 11
FOR 130 MPH q 2- 5/16"0 HOLES & 2-3/8" HOLES
NOTE: CONCRETE SLAB ANCHORS SHALL BE TYP. EA. SIDE O w o
NOTE: CONCRETE ANCHORS ARE SHOWN IN TABLE 1. WELDED STEEL BASE PLATE
8" DIAMETER SIMPSON STRONG -BOLT 2 SS
(ICC -ES ESR -3037)W
ALTERNATE FREESTANDING a =
ALUM "T" BRACKET C STEEL "T" BRACKET. D BASE PLATE ANCHOR N
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EXP. 03131/1
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THOMAS TRAY
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LATERAL FORCE RESISTING SYSTEM (LFRS) FOR ATTACHED. COVERS
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2"X6.5"X0.032" SIDE•PLATES
5
110 MPH
120 MPH
130 MPH
EXP. B
EXP. C
EXP. B
EXP. C
EXP. B
EXP. C
5'
2
2
2
3
3
3
6'
2
3
3
3
3
4
7'
2
3
3
4
3
4
8'
3
3
3
4
4
5
9'
3
4
4
4
4
5
.10'
3
4
4
5
5
6
11'
4
4
4
5
5
6
12'
4
5
5
6
5
7
13'
4
5
5
• 6
6
1 7
ix
Sa�
3
2"X6.5"X0.042"'SIDE PLATES
110 MPH
120 MPH
130 MPH
EXP. B
I EXP. C
EXP. B
EXP. C
EXP. B
EXP. C
5'
2
1 2
2
2
2
3
6'
2
2
2
3
3
3
7'
2
3
3
3
3
4
8'
2
3
3'
4
3
4
91.
s 3
3
3
4
4
5
10'-
3
4
4
4
4
5
11'
3
4
4
5
5
6
12'
3
4
4
5
5
5
13'
4
5
4
6
5 i
7
NOTE: 1. MINIMUM NUMBER OF REQUIRED TYPE D COLUMNS
AS SHOWN ON SHEET 7. SEE SHEET 7 FOR POST TYPES.
4
RO
INSULATE
INTERLOCKIt
WALL
- MANGER
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POST. NOT PERMITTED PLUG WHERE
0 6 SCREWS I G 2 -POST UNITS SCREW IS INSIDE
PER SIDE I
.5' #14 SMS MAY '
BE USE AS
3.5' 3.5" ALTERNATE TO
3.5" 3.5' 1/4"0 BOLTS
' S' 8" BEAM
OR a i
SEE NOTES
I I 6 1/2" SIDEPLATE EA.
BELOW
SIDE SEE POST SCHED.
#14 SMS EA. SIDE
TOP, MID HEIGHT
AND BOTTOM. 3"SQ. POST BETWEEN SIDE PLATES
POST SCHEDULE
3" SQ. x .032" + (2)-2" x 6 1/2" x 0.032" 3" SQ. x .032" + (2)-2" x 6 1/2" x 0.042"
W/ (6)-#14 S.M.S. EACH SIDE. Efl
W/ (8)-#14 S.M.S. EACH SIDE.
USE ON CONC. SLAB ONLY USE ON CONC. SLAB OR FOOTING.
BEAM TO POST CONNECTION 21
ALTERNATE FOR SOLID -ROOFED ATTACHED COVERS WHERE MINIMUM NUMBER OF REQUIRED
COLUMNS (SHOWN AT LEFT) ARE NOT SPECIFIED
ROOF PLAN
FASTENERS, #14 SMS @ 32.O.C.
.ET 4 4 MIN. PER EACH JOINT
.r
ROLL -FORMED #14 SMS 0 32' O.C. MAX
OR IRP (4 MIN. PER PANEL INTERLOCK)
OLL-FORMED
PANEL
ALUMINUM SKID RP
TOP 8 BOTT. 0.024'
SEE SHEET 4
ROOF HANGER O ROLL -FORMED PANEL INSULATED ROOF PANEL
INTERLOCKISEAM
NG INTERLOCKING JOINT
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Exp. 12- 1+ = Z
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THOMAS RAY
CA11.pDE L
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BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS
SPLICE DETAILS 11 BEAM TO POST DETAILS 12 _ BEAM TO POST DETAILS 13 0
SIMPLE SPLICE FULL MOMENT Z
6:
OPTIONAL DECORATIVE FASCIA
w
UA
24' ( WOOD, _ ALUMOR HARDBORD) tj
3` 11,111 3' 1`T 8' `1 Z = o
(2#10 S.M.S.@ EA In
#12 S.M.S. VALLEY, TMP (12) - 914 xSCL POST (12` SA&S. EACH SIDE OF 3' F2 w
(8 TOT. II 0 ALTERNATE: 1�/4 o BOLT W/ WASHER one
TYP. THICKNESS = .035 (24 TOT Typ THICKNESS =.035" r=== __ EA SIDE OF 3SQ. POST m w a
6.38' .__
II ti p map
f 11 t t ++ t t t+ ++ 'L j 0
w93
ALUM. ALLOY 3004 H36 r.
ALUM_ ALLOY 3004-H36 w + a
OR 6063-T5 FOR EXTRUDED OR 6063-T5 FOR EXTRUDED =__ __ T O I 1 70 <00
NOTE: USE SIMPLE SPLICE ONLY NOTE: FULL MOMENT SPLICE MAY OCCUR ' I t �•� o a
IN ALTERNATE INTERIOR BAYS AT ANY LOCATION EXCEPT AT END BAYS - L _ ± o a
NOTCH I -BEAM FLANGE 235'3• SO. POST 1-0
SPLICES - ROLLFORMED & EXTRUDED FASCIAS 1-BEAMALUM ALLOY AS NEEDED TO CLEAR w
POST,WEB
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12' SIMPLE CS(6061-T6) ALTERNATE SO. CONNECT
PLICE (ONE SIDE OF WEB) MAY BE USED. STL. C -BEAM j TO POST W/ (2) - 518' 0 00
3" TOTAL= (8)-t2-0 BOLTS THRU-AND (3BO5 BS 0 THRU BOLTS 4-014 x 12' S.M.S. EACH SDE OF 3'
SO. POST SO. POST (8 -TOTAL)
@ T 1.8EAM5 ALTERNATE: ' BOLT W/ WASHER
FA SIDE OF 3' SCL Sd POST
O O O n ix
0- t3CX
UTTER FASCIA o
3AO' 3' SO. POSTG BEAM
o 0
2-ar' OR 240' SSTL BEAM
SPLICE WHERE 4"
OCCURS o o.
n'P- H -BRACKET TO POST 14 RAFTER "TAIL" TO GUTTER 15 n.
o.a '
NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 30 psf o
ALUM. ALLOY 3"x 8" x _042" BEAM, ROOF LIVE AND SNOW LOADS z=
6063-T6 1G LI1-3" SO STEEL OR I Fll-/'—
MAG BEAM_
4•• 1-1:51:AM I- 3'-0'
MOMENT CSPLICE
T
i
�
No. C37948
EXP. 03/31/%
J'' to, .S Ivr9��`i
CA;k BELL
Exp. 12- 1+ = Z
.m
CIVIL
�0'. •.
®;=o •184ti
I.. ! - --••-. _
THOMAS RAY
CA11.pDE L
t
BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS
SPLICE DETAILS 11 BEAM TO POST DETAILS 12 _ BEAM TO POST DETAILS 13 0
SIMPLE SPLICE FULL MOMENT Z
6:
OPTIONAL DECORATIVE FASCIA
w
UA
24' ( WOOD, _ ALUMOR HARDBORD) tj
3` 11,111 3' 1`T 8' `1 Z = o
(2#10 S.M.S.@ EA In
#12 S.M.S. VALLEY, TMP (12) - 914 xSCL POST (12` SA&S. EACH SIDE OF 3' F2 w
(8 TOT. II 0 ALTERNATE: 1�/4 o BOLT W/ WASHER one
TYP. THICKNESS = .035 (24 TOT Typ THICKNESS =.035" r=== __ EA SIDE OF 3SQ. POST m w a
6.38' .__
II ti p map
f 11 t t ++ t t t+ ++ 'L j 0
w93
ALUM. ALLOY 3004 H36 r.
ALUM_ ALLOY 3004-H36 w + a
OR 6063-T5 FOR EXTRUDED OR 6063-T5 FOR EXTRUDED =__ __ T O I 1 70 <00
NOTE: USE SIMPLE SPLICE ONLY NOTE: FULL MOMENT SPLICE MAY OCCUR ' I t �•� o a
IN ALTERNATE INTERIOR BAYS AT ANY LOCATION EXCEPT AT END BAYS - L _ ± o a
NOTCH I -BEAM FLANGE 235'3• SO. POST 1-0
SPLICES - ROLLFORMED & EXTRUDED FASCIAS 1-BEAMALUM ALLOY AS NEEDED TO CLEAR w
POST,WEB
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12' SIMPLE CS(6061-T6) ALTERNATE SO. CONNECT
PLICE (ONE SIDE OF WEB) MAY BE USED. STL. C -BEAM j TO POST W/ (2) - 518' 0 00
3" TOTAL= (8)-t2-0 BOLTS THRU-AND (3BO5 BS 0 THRU BOLTS 4-014 x 12' S.M.S. EACH SDE OF 3'
SO. POST SO. POST (8 -TOTAL)
@ T 1.8EAM5 ALTERNATE: ' BOLT W/ WASHER
FA SIDE OF 3' SCL Sd POST
O O O n ix
0- t3CX
UTTER FASCIA o
3AO' 3' SO. POSTG BEAM
o 0
2-ar' OR 240' SSTL BEAM
SPLICE WHERE 4"
OCCURS o o.
n'P- H -BRACKET TO POST 14 RAFTER "TAIL" TO GUTTER 15 n.
o.a '
NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 30 psf o
ALUM. ALLOY 3"x 8" x _042" BEAM, ROOF LIVE AND SNOW LOADS z=
6063-T6 1G LI1-3" SO STEEL OR I Fll-/'—
MAG BEAM_
4•• 1-1:51:AM I- 3'-0'
MOMENT CSPLICE
FASTENERS
1'-0" 4 - #14 SDS m ►a
Sew
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12' SIMPLE C -SPLICE (ONE SIDE OF WEB) MAY BE USED.
4'
1.25'
2'-0" 6-#14 SDS
FASTENER TO FASCIA - SEE TABLE ra og z
3'-0" 12 - #14 SDS F/ FASTENER TO RAFTER TAILS - SEE TABLE a o Fo
FASTENER SPACING = 3l4' OPTIONAL LATTICE TUBES I Z
O O O #14 x 12' S.M.S. TOP AT OVERHANG ~ 00i
(6}#14 SDS @ EA. SIDE & BOTT. (2) -TOT. d m
TOP & BOTT. TOT=24
SPLICE wHERE
OCCURS 4.5" 0
11' ROOF PANEL 4 FASTENER 612-
TYP. -- 00 GROUP
O O ROLLFORMED OR
.. EXTRUDED GUTTER ISL
ALUM. BRACKET X o g
3"X 3" ALUM. OR #14 S.M.S. @12"O.C.
ALUM. ALLOY 16` r STEEL POST FASCIA a i w m
p �o
6063 TB —3'-(r 6 12'x2`x.024 2' 1' 'L" SEE TABLE hW- I,
7" I -BEAM RAFTER 5
co MOMENT CSPUCE "U" BRACKET - RAFTER TO BEAM
W w
1)/2" SQ. OR 2" LATTICE TUBE 2"x3" LATTICE TUBE P2 LATTICE TUBE TO RAFTER 16 "U" BRACKET - RAFTER TO BEAM 17 o�Z^
"-►3.125" FOR 3 x RAFTER O
2-125* FOR 2 x RAFTER m°0 m
ALUM. ALLOY 3105-H25 i 1 12• SQi2�S0.,
ALUM. ALLOY 3105-H25 OR 2'x3' LATTICE _
" OR31/2'?TYP._..-.,;..-.,.� UUP TO 6'0.C. MAX. -- _ _ ..�_. _ .. ..Z.
1 1/2- t 040" @ 6063-T6
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=
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CLEAR SPAN (FT.)
HOW TO DETERMINE TRIBUTARY WIDTH TO WALL HANGERS LEDGERS AND SUPPORTING BEAMS •
6
7
8
9
10
11 12 13
14
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17
18
19
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3
4
4
5
5
6 6 7
7
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8
9
9
10
10
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5
6
6
7 7 8
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TABLE
9
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7
8
9
10
11 12 13
14
'15
16
17
18
19
20
21
0
3
4
4
5
5
6 6 7
7
8
8
9
9
10
10
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1'
4
5
5
6
6
7 7 8
8
9
9
10
10
11
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12
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S
6
6
7
7
8 8 9
9
10
10
11
11
12
12
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7
7
8
8
9 9 10
10
11
11
12
12
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NP
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9
9
10 10 11
11
12
12
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11 11 12
12
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THows [PAY
CKVIPSELL
BEAM TYPES C�ATTACHED & FREESTANDING-L-ATT-IC-E-COVERS=10-PSF t1VE L-OAD-- 110, 120; 130-MP-H_EXP___B_8 CJ
3" SQ.x0.032' AL•UK BEAM DBL. 2"x6.5"x0.032"
E W/ 12 GA. STL. "U" CHANNEL I OR -K
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ASTM A653 SS 3.0,
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ALUM
�---3.0--- I
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"
E W/ 12 GA. STL. U" CHANNEL
ASTM A653 SS
GRADE so G60
0.032' 6S'
0.04r
4.0'
20- MAX " 2.0�
DBL. 2"X6.5 X0.032"
I ALUM. ALLOY 3004 H36
OR EQUAL
DBL. 2"x6 042"
.,
ALUM. ALLOY 3004-H36
OR EQUAL
0.042L_ 8.0'
3"W 0.042" BEAM
K ALUM. ALLOY 3004-H36
OR EQUAL
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W
MAX.POST FTG.
SPACING (IN.)
(SPAN) (1)
MIN.
POST
TYPE
MAX.POST FTG.
SPACING (IN.)
(SPAN) 1
()
MIN. MAX.POST MAX.POST
POST SPACING SPACING
TYPE 278.5'x0.032' FOR DBL FBEAM OR 8'
FTG,
(IN.)
1
()
MIN. MAX.POST MAXPOST F7G•
POST SPACING SPACING (IN)
OR 3W
TYPEz
2'x6-5'x0.032"DeLFBEAM (�)
MIN.
POSE.
TYPE
13'-7"
5
16'-9" 15
16'-9" 17
14'-T 29
14'-7" -::r31
G 14'-Ir-- 15'4"
H 14'-10" 15'-4"
B
15 14'-1 " 15'-4" 28
17 14'-6" 15-1' 30
G
,
5
11'-4"
6'
15'-3" 16
15'-3" 18
B
13'-3" 28
13'-3' 30
G 13'-7" 14'-1"
H 13'-7" 14'-1"
B
15 13'-7" 14'-1" 28
17 13'-3" 13=9' 29
G
6�
9,_9„
�,
14'-2" 16
14'-2" 18
B
12'-4" 28
12'-4' 30
G 12'-7" 13'-1"
12'-7" 13'-1"
B
15 12'-7" 13'-1" 28
17 12'-3" 12'-9" 29
G
7,
, "
8-6
8
13'-3' 16
13'-3" 19
B
11'-7" 29
11'-7" 29
11'-9" 12'-3"
G 11'-9" 12'-3"
B
16 11'-9" 12'-3' 28
18 11'-0' 12•4• 28
G
8'
7'-7-
9'
12'-7" 17
12'-T 19
C
11'-0" 29
11'-0' 29
11'-2" 11'-7"
G 11'-2" 11'-T
B
16 11'-2" 11'-T 29
18 10'-10 11 28
G
9
6-10"
10'
12'-0" 17
12'-0" 19
C
10'-4" 30
10'-4" 30
10'-7' 11'-0"
G 10'-7" 11'-0"
B
16 10'-7" 11'-0' 29
19 10'-3" 10'-8" 29
G
10'
V' 2"
11,
11' 41 �" 1 ZO
C
9'-1 9'-10" 330
H 10'-110,-1" 10'-610,-6"
B
119 10'-19'-10 10'-6-
Q,� p•_1" 229
G
11'
T=12 OR
0
LL
a r
o�
S'-8'
12'
10,-10" 18
0'-10" 20
C
9'-6" 30
9'-6" 30
9'-8" 9'-8"
H 9'-8" 9'-8"
C
17 91-8" 9'-8' 29
19 9'-6" 9'-2" 29
G
12'
14 GA
7.875 ASTM
A o
8 0
0.04r
3_0' �3.o--I
MAX
A653 SS
GRADE
50 G60
0.625'
z.67s
3"x8'x0.042" BEAM
W/ 14 GA. STL. INSERT
M ASTM A653 GRADE 50 G60
-
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N
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MAX COL.
SPACING
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MAX.POST FTG.
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TYPE
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SPACING SPACING
SPACING (IN.) POST FOR DBL FOR 37c8'
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MI MAX.POST MAX.POST FTG.
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MIN.
POST
TYPE
o
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13'-7"
5'
16'-9" 16
16'-4" 18
B
14'-T 31 H 14'-1 15'-4"
14'-7" 33 J 14'-8" 15'-2"
B
15 14'-1 ' 15'-4' 30
18 14'-1" 14'-T 31
G
5
11'-4"
6'
15'-3" 16
15'-0' 19
B
13'-3" 30 H 13'-7" 14'-1"
13'-3" 32 I 13'-4" T-10
B
16 13'-7" 14'-1" 29
18 T-10" 13'-4' 31
G
6'
9l-9"
�t
14'-2" 17
3'-10" 19
B
12'-4" 29 G 12'-7" 13'-1l ,
12'x" 31 I 12'-4" 1210
Jt6 "� 12'-7" 13'-1" 29
�e1.9 12'-0" 12'-4" 30
G
�;-
8•-6"
8,
13'-3" 17
13'-0" 20
B
11'-T 29 G 11'-9" 12'-3"
11'-7" 31 H 11'-8" 12'-1"
B
17 11'-9" 12'-3" 28
19 11'-2" 11•-T 30
G
8,
DBL. 3"x8"x0.042" BEAM
L ALUM. ALLOY 3004-H36
OR EQUAL
3"x8"x0.042" BEAM
W/ 12 GA. STL. INSERT
N ASTM A653 GRADE 50 G60
NOTE WHERE 12 AND 14 GA STEEL INSERTS OCCUR AS
SHOWN IN THE SPAN TABLES. THEY SHALL BE INSTALLED
THE FULL LENGTH OF THE XW BEAM.
J
J
LL
^
0
r'
7._7"
9'
12'-7" 18
12'-3" 20
C
11'-0" 29 G 11'-2' 11'-7"
11'-0" 30 H 11'-0" 11'-4"
B
17 11'-2" 11'-T 29
20 10'-7" 11'-0" 29
G
9.
E
N If
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O W
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6'-10"
10'
12'-0" 18
11'-8" 21
^
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10'-4" 30 G 10'-7" 11'-0"
10'-4" 30 H 10'-0" 1 p'-9"
17 10'-7" 11' 0" 29
2p 10''1" 1 D' 4" 29
n
V
1 O'
FOOTNOTE: 'SAMPLE"
FIGURE INDICATES
EXPOSURE 6 FIGURE INDICATES
EXPOSURE C
WHERE ONLY ONE FIGURE SHOWN INDICATES EXP. B & C.
FOOTNOTES TO ALL SPAN TABLES:
1. FOOTING SHOWN REPRESENTS LENGTH OF
EACH SIDE AND DEPTH OF CUBED FOOTING WITHOUT SLAB.
WHERE SLAB OCCURS, CUBED FOOTING SIZE
MAY BE REDUCED 6" EACH SIDE FOR FREESTANDING ONLY.
_ _ _ _ _ _ _ _ _ _
2. THE'MAXIMUM COLUMN SPACING ON EXISTING SLAB _ _
SHALL BE THE SMALLER OF THE MAXIMUM SPACING
SHOWN IN THIS COLUMN OR THE MAXIMUM POST
SPACING SHOWN FOR THE SELECTED BEAM.
3. THE SLAB SHALL BE A MINIMUM IV-O'WIDE BY THE
MAXIMUM COLUMN SPACING MEASURED AT THE
COLUMN AND SHALL NOT CONTAIN ANY CRACKING FOR
25 8 30 psf. THE DISTANCE FROM COLUMN TO SLAB
EDGE SHALL BE 9114' MINIMUM.
SEE ALTERNATE FOOTING TABLES
SHT. 9 FOR ATTACHED COVERS
T=12 OR
nsTrn
FAM SS
so G60 8.0
oar
TYP.
I. ..,,�. 3 0' _..._......�... _ -
MAX
DBL. 3"X8"X0.042" BEAM
W/ DBL. 14 GA. STL. INSERT
O
ASTM A653 GRADE 50 G60
DBL. 3"X8"X0.042" BEAM
W/ DBL. 12 GA. STL. INSERT
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12'-9"
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15'-4"
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14'-9"
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14'-9"
31
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16'-1"
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