BPAT2014-103378-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
Application Number:
Property Address:
APN:
Application Description
Property Zoning:
Application Valuation:
BPAT2014-1033
61064 DESERT ROSE DR
764350005
PATIO COVER 322 SF
Applicant: '
ANILOM INC DBA GOLD STAR CUSTO
42-335 WASHINGTON STREET
SUITE F363
PALM DESERT, CA 92211
v4ht D VOICE (760) 777-7125
FAX (760) 777-7011
COMMUNITY DEVELOPMENT DEPARTMENT INSPECTIONS (760) 777-7153
BUILDING PERMIT
Date: 10/16/2014
Owner:
MICHAEL GUREVITCH
OCT 16 2014
CITY OF Lq QUINi� A J
COMMUNITY DEVELOPMENT DEpgR7MEN7
LICENSED CONTRACTOR'S DECLARATION
I hereby affirm under penalty of perjury that I am license nder provisions of Chapter
9 (commencing with Section 7000) of Division 3 of the usiness and Professions Code,
and my License is in full force and effect.
License Class: C33: C51 License No.: 855623
Date: 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
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).:
(_) 1, 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:
Contractor:
ANILOM INC DBA GOLD STAR CUSTO
42-335 WASHINGTON STREET
SUITE F363
PALM DESERT, CA 92211
(760)641-7544
Llc. No.: 855623
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 show d become subject to the
workers' compensation provisions of Section 3700of a Labor Code, I shall forthwith
comply with those provisions.
Date: Applicant
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 informa e n is correct.
I agree to comply with all city and county ordinances and state laws rel ing to building
construction, and hereby authorize representatives of this city to ent upon the above-
mentioned property for inspection purposes.
Date: Signature (Applicant or Agent)
(
^ 1DESCRIPTION
FINANCIAL
ACCOUNT
J.
QTY
AMOUNT
PAID
PAID DATE
PATIO COVER; STD, OPEN
101-0000-42404
0
$97.17
$0.00
PAID BY
METHOD
RECEIPT #
CHECK #
CLTD BY
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PAID
PAID DATE
PATIO COVER, STD, OPEN PC
101-0000-42600
0
$95.72
$0.00
PAID BY
METHOD
RECEIPT#
CHECK#
CLTD BY
Total Paid forPAT1O COVER / COVERED PORCH / LATTICE
$192.89
$0.00
DESCRIPTION
ACCOUNT
QTY .
AMOUNT
PAID
PAID DATE
SMI - RESIDENTIAL
101-0000-20308
0
$0.50
$0.00
PAID BY
METHOD
RECEIPT,#
CHECK #
CLTD BY
Total Paid forSTRONG MOTION INSTRUMENTATION SMI;
TOTALS:00
$0.50
$0.00
Description: PATIO COVER 322 SF
CONDITIONS
NAME TYPE
NAME
Type: PATIO COVER
Subtype:
Status: APPROVED
Applied: 10/16/2014 MFA
Approved: 10/16/2014 MFA
Parcel No: 764350005 Site Address: 61064 DESERT ROSE DR LA QUINTA,CA 92253
Subdivision: TR 30023-1
Block:
Lot: 128
Issued:
Lot Sq Ft: 0
Building Sq Ft: 0
Zoning:
Finaled:
Valuation: $0.00
Occupancy Type:
Construction Type:
Expired:
No. Buildings: 0
No. Stories: 0
No. Unites: 0
Details:
CONTRACTOR
ANILOM INC DBA GOLD STAR CUSTO
42-335 WASHINGTON
STREET
CHRONOLOGY
CONDITIONS
NAME TYPE
NAME
ADDRESS1.
CONtACTS
CITY
STATE
ZIP
PHONE
..FAX'
....FAX'
EMAIL .
APPLICANT
ANILOM INC DBA GOLD STAR CUSTO
42-335 WASHINGTON
STREET
PALM DESERT
CA
92211
CONTRACTOR
ANILOM INC DBA GOLD STAR CUSTO
42-335 WASHINGTON
STREET
PALM DESERT
CA
92211
OWNER
MICHAEL GUREVITCH
1410 BRIXTON RD
PASADENA j
CA
j 92253
Printed: Thursday, October 16, 2014 1:08:52 PM 1 of 2
SYSTEMS
DESCRIPTION
ACCOUNT
CITY
AMOUNT
PAID
PAID DATE
RECEIPT #
`CHECK #
METHOD
PAID BY
CLTD
BY
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
101-0000-20308
0
$0.50
$0.00
Total Paid forSTRONG MOTION INSTRUMENTATION SMt $0.50 $0.00
TOTALS:00
PARENT PROJECTS
Printed: Thursday, October 16, 2014 1:08:52 PM 2 of 2
SYSTEMS
„� 0033
Pcnjed Address: (
A. P. Number:
Legal Description
Contractor a
Address 3S JA ,Ski +o
City, ST, Zip.
Telephone: 60 3% oQ
State Lic. # : + SrS7v a G'tt
Arch., Engr., Designer:
Address:
City, ST, Zap:
City of La Quinta
-Buffft aRSarety Division
P.O. Box 1504, 78-495 Calle Tampko
La Quints, CA 92233 - (760) 777-7012
Building Permit Application and Tracking Sheet
mS� Ownner's Name ` u r, -,e t T `G
Address: (p
City, ST, Zip: do
C S G i T honer
CL,t- IF- Proje« Description:
Telephone ` ° Construe ion Type: Occupancy:
State Lic #: Project” (erode one): New Add'n Alter Repair Demo
Name of Contact Person: Sq. FC: Z # Stories+ 77FUnits:
Telephone # of Contact Person: Estimated Valle of Projee wc) -
APPLICANT: DO NOT WRITE BELOW THIS UNE
#
Submittal
Req'd
Reed
TRACKING
PERMIT FEES
Plan Sets
Plan Cheek. snbn W
Item
Amount
Structural Calm
Reviewed, ready for corrections
Pian Check Deposit
Truss Calm
Called Contact Person
Plan Check Balance.
Title 24 Calcs.
Pians picked up
Construction
Flood plain plan
.Plans resubmitted
Mechanical
Grading plan
2°! Review, ready for eorreetionsfrsste
Electrical
Subeoataeoor List
Called CoulaetPersoa
Plumbing
Grant Deed
Plans picked up
S ru r
IiOA. Apprm*al
Pians resubmitted
Grading
IN HOUSE:-
Renew, ready for correctionsrme
Developer Impact Fee
Planning APP—d
Called Contact Person-
A.LP.P.
Pub. Wks. Appr
Date of permit issue
School Fees
Total Permit Fees
.0
CAMPBELL • -n
Exp. IZ I+ ,
CIVIL
p •j8*4*AA
THOMAS TRAY
CAMPBELL .
PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC.
• • HOirAS•I. •
GENERAL NOTES: DESIGN REQUIREMENTS:
GOVERNING -CODES:
1. THE DESIGN OF ATTACHED AND FREESTANDING COVERS -SHOWN -IN THIS REPORT COMPLY WITH THE
2012 -INTERNATIONAL BUILDING AND RESIDENTIAL CODES, 2013 CALIFORNIA BUILDING AND -RESIDENTIAL
CODES!ASCE/SEI 7 -10 -MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES AND THE 2010
ALUMINUM MANUAL -ADM 1-10. COLUMNS BEARING ON CONCRETE SLAB IS IN ACCORDANCE -WITH 2012 IRC
AND -2013 -CRC -SECTION AH105.2 FOR 10 psf RESIDENTIAL CONSTRUCTION-AND.ACI318-11-FOR 20, 25 AND 30
psf RESIDENTIAL AND COMMERCIAL CONSTRUCTION.
DRAWING NOTES:
2. ALL ITEMS 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
AVAILABLE 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
1/2 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. MINIMUM 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
ASCE/SEI 7.
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 (UP), 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 1806.2 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 ICGES 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 1505.2,
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 CRC/IRC WIND
SPEED BY 0.6
EXAMPLE: CRC/IRC WIND SPEED IS 85 MPH. THE COVER CONSTRUCTION
SHALL BE BASED ON 85 MPH = 110 MPH.
0.6
WHERE SNOW LOADS OCCUR, IT IS THE REPONSIBILITY OF THE
CONTRACTOR FOR THIS POJECT TO VERIFY WITH THE LOCAL
AUTHORITY HAVING JURISDICTION WHERE SNOW DRIFTING AND
SLIDING, PER ASCE 7-10, SECTION 7.7 AND 7.8, IS REQUIRED. SEE
SHEETS 49 FOR SPAN REDUCTION FACTORS.
ThinkPad\Duralum\IAPMO 0195\5-21-14 SubmittaK5-21-14 A 4.dwg, 8/25/2014 2:13:27 PM, CutePDF Writer,
RESIDENTIAL APPLICAT IONS`CRC-AND-IRC APPENDIX H, CBC AND IBC -CHAPTER -16; CBC & IBC APPENDIX CHAPTER .
-ROOF-LIVE AND -SNOW -LOADS: 10; 20,-25,-30; 40-&-50-psf(SNOW LOADS -AT -GROUND LEVEU25; 30; 40-8 50-psf)___j
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 psQ
ADDITIONAL DESIGN REQUIREMENTS:
1. 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: II, 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 M= 1.01 S o,= 0.50
RESPONSE MODIFICATION FACTOR, R:1.25
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 IAPMO-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 (i.e.. 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
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:
(P(Ow
WIND SPEED & EXPOSURE:
C -
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 Ll, 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 S.L, 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 Ll, 110-130 MPH
37-38 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF Ll, 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
4546 ......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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TYPE "F" ATTACHED MULTISPAN
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SOLID PANEL- STRUCTURES
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ThinkPad\Duratum\IAPMO 0195\5-21-14 SubmittaR5-21-14 A 5.dwg, 8/27/201411:35:45 AM, CutePDF Writer,
No. C37948
EXP. 031311 i
'• HO 4AS I.
CAMPBELL 1 0
Exp. j2 ;
• CIVIL
�Np •1 Bad �
THOMAS TRAY
CAH4PBELL
rRAFTER SPANS FOR=OPENJ ATT- -STRUCTURE-SA 110/120/130 MPH EXP. B & C
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110 MPH 120 -MPH 130 MPH
LUSL
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(IN.)
110 MPH 120 MPH 130 MPH
EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0
EXP. B EXP.0 EXP. B EXF'C EXP. B EXP.0
�
EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0
10
042
16"
29'-8"
26'-3"
29'-6"
26'-3"
29'-8"
26'-3"
28'-9"
26'-3"
29'-3"
26'-3"
26'-3"
25'-7"
1�
024
16„
16'-0"
14''2"
15'-10"
16'-0"
`1-5'-0"
14'-2"
15'-9"
14'-2"10"
13'-8"
10
.024
16„
22'-6"
22'-4"
19'-10"
22'-6"
19'-10"
21'-1"
19'-10"
22'-2"
19'-10"
19'-2"
19'-4"
24"
24'-2" 24'-1" 24'-2" 23'-6" 24'-0" 21'-6"
21'-6" 21'-6" 21'-6" 21'-6" 21'-6" 21'-0"
24"
13'-1" 13'-0" 13'-1" 12'-3" 12'-10" 11'-2"
11'-7" 11'-7" 11'-3"
24"
18'-4" 18'_3" 18'-4" 17'-3" 18'-2"
16'-3" 16'-3" 16'-3" 16'-3" 16'-3"
15'-8"
15'-10"
20
.042
16"
23'-0" 23'-0" 23'-0" 23'-0" 23'-0" 22'-9"
21'-10" 21'-10" 21'-10" 21'-10" 21'-10" 21'-10"
t032
16„
20'-3" 20'-2" 20'-3" 19'-8" 20'-1" 18'-2"
18'-0" 17'-7"
.032
16„
28'-7" 28'-6" 28'-7" 27'-9" 28'-3"
25'-3" 25'-3" 25'-3" 25'
25'-7"
24'-8"
24"
18'-9" 18'-9" 18'-9" 18'-9" 18'-9" 18'-9"
24"
16'-7" 16'-6" 16'-7" 16'-1" 16'-4" !14�'-10"
,�
14'-8" 14'-8" 14'-8" 14'=8" 14'-4"
24"
23'-4" 23'-3" 23'-4'_' 22'-8" 23'-1"
20'-8" 20'-8" 20'-8" 20'-8" 20'-8"
20'-10"
20'-2"
25
.042
16"
19'-8" 19'-8" 19'-8" 19'-8" 19'-8" 19'-8"
21''6" 21'-6" 21'-6" 21'-2" 21'-3" 20'-8"
.042
16„
24'-6" 24'-4" 24'-6" 23'-9" 24'-3" 23'-2"
21'-9" 21'-9" 21'-9" 21'-9" 21'-9" 21'-2"
.042
16„
34'-7" 34'-4" 34'-7" 33'-7" 34'-2"
30'-8" 30'-8" 30'-8" 30'-8" 30'-8"
32'-8"
29'-10"
24"
16'-1" 16'-1" 16'-1" 16'-1" 16'-1" 16'-1"
17'-7" 17'-7" 17'-7" 17'-4" 17'-6" 16-10"
24"
19'-9" 19'-0"
20'-1" 20'-0" 51:7
0'-1" �1�7
17'-9" 17'-9" 17-9"
24"
28'-2" 28'-1" 28'-2" 27'-4" 27'-10"
-1"
26'-8"
24'-4"
30
.042
16"
18'-1"
19'-1"
18'-1"
1"
18'-1"
18'-1"
19'-1"
18'-1"
19'-1"
18'-1"
20
.024
16„
12'-4"
11'-9"
12'-4"
11'-9"
12'-4"
11'-9"
12'-4"
11'-9"
12'-4"
11'-9"
12'-4"
11'-9"
20
.024
16„
17'-4"
16'-7"
17'-4"
16'-7"
17'-4"
16'-7"
17'-4"
16'-7"
17'-4"
16'-7"
17'-3"
16'-7"
24"
13'-9" 13'-9" 13'-9" 13'-9" 13'-9" 13'-9"
15'-7" 15'-7" 15'-7" 15'-7" 15'-7" 15'-7"
24"
10'-2" 10'-2" 10'-2" 10'-2" 10'-2" 10'-1"
9'-8" 9'-8" 9'-8" 9'-8" 9'-8" 9'-8"
24"
14'-2" 14'-2" 14'-2" 14'-2" 14'-2"
13'-7" 13'-7" 7" 13'-7" 13'-7"
14'-2"
13'-7"
40
.042
16"
15'-10" 15'-10" 15'-10" 15'-10" 15'-10" 15'-10"
16'-8" 16'-8" 16'-8" 16'-8" 16'-8"
,032
16„
15'-8" 15'-8" 15'-8" 15'-8" 15'-8" 15'-8"
15'-0" 15'-0" 15'-0" 15'-0" 15'-0"
.032
16„
22'-1" 22'-1" 22'-1" 22'-1" 22'-1"
21'-1" 21'-1" 21'-1" 21'-1" 21'-1"
22'-0"
21'-1"
24"
12'-1" 12'-1" 12'-1" 12'-1" 12'-1'-'- 12'-1"
13'-8" 13'-8" 13'-8" 13'-8" 13'-8" 13'-8"
24"
12'-10" 12'-10" 12'-10" 12'-10" 12'-10" 12'-9"
12'-3" 12'-3" 12'-3"
24"
18'-1" 18'-1" 18'-1" 18'-1" 18'-1"
17'-3" 17'-3" 17'-3" 17'-3" 17'-3"
18'-0"
17'-3"
50
.042
16"
13'-4" 13'-4" 13'-4" 13'-4" 13'-4" 13'-4"
•042
16"
19'-0" 19'-0" 19'-0" 19'-0" 19'-0" 18'-10"
18'-1" 18'-1" 18'-1" 18'-1" 18'-1" 18'-1"
•042
16"
26'-8" 26'-8" 26'-8" 26'-8" 26'-8"
25'-6" 25'-6" 25'-6" 25'-6" 25'-6"
26'-7"
25'-6"
24"
10'-3" 10'-3" 10'-3" 10'-3" 10'-3" 10'-3"
11'-2" 11'-2" 11' 11'-2"
24"
15'-6" 15'-6" 15'-6" 15'-6" 15'-6" 15'-6"
14'-9" 14'-9" 14'-9" 14'-9"
24"
21'-10" 21'-10" 21'-10" 21'-10" 21'-10"
20'-10" 20'-10" 20'-10" 20'-10" 20'-10"
21'-9"
20'-10"
NOTE: SINGLE RAFTERS SPACED 16" O.C. MAY BE USED AT
32" O.C. WHEN DOUBLED AND SINGLE RAFTERS SPACED
24" O.C. MAY BE USED AT 48" O.C. WHEN DOUBLED.
024
16"
10 -7'
11'-7"
10'-7"
11'-7"
10'-7"
11'-7"
10'-7"
11'-6"
10'-7"
11'-6"
10'-7"
11'-2"
� 024
16„
15'-10"
16'-3"
15'-10"
16'-3"
15'-10"
16'-3"
15'-10"
16'-1"
15'-10"
16'-2"
15'-10"
15'-8"
24„
8'-1" 8'-1" 8'-1" 8'-1"
9'-6" . 9'-6" 9'-6" 9'-2"
24„
13'-4" 13'-4" 13'-4" 13'-2" 13'-3"
9'-3" 9'-3" 9'-3"
12'-9"
. 032
16"
A14' -4"
t14'4-
14'-4'
14'-9"
14'-4'
14'-6"
14'-4'
14'-7"
14'-416„20'-2"
14'-2"
032
20'-9"
20'-2"
20'-9"
20'-220'-220'-2"
20'-9"
20'-6"
20'-7"
20'-2"
19'-10"
25
25
24"
11'-1" 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"
12'-1"
12'-1"
11'-10"
12'-0"
11'-7"
17'-0"
17'-0"
17'-0"
16'-8"
16'-9"
16'-3"
.042
16"
17'-9"
17'-9"
17'-4"
17'-9"
17'-4"
17'-7"
17'-4"
17'-4"
042
16„
24'-6"
25'-1"
24'-6"
25'-1"
24'-6"
25'-1"
24'-6"
25'-1"
24'-6"
25'-1"
24'-6"
25'-1"
24"
'"13'-3" 13'-3"�24„20'-0"
"�14-4"
r7-313'-3"13'�J-
20'-0"20'-0"20'-0"20'-0"
20'-0"'-7"
14'-7"
14'-6"
14'-0"
20'-6"
20'-6"
20'-6"
20'-6"
20'-6"
20'-6"
ThinkPadlDuralum\IAPMO 0195\5-21-14 Submittal\5-21-14 A S.dwg, 8/27!201411:38:41 AM, CutePDF Writer,
ALUM. ALLOY 3004+136
*DBL. 2"x6.5" RAFTERS
ALUM. ALLOY 3004H36 OR
ALUM. ALLOY 3004H36 OR
EQUAL
OR EQUAL
EQUAL
ThinkPadlDuralum\IAPMO 0195\5-21-14 Submittal\5-21-14 A S.dwg, 8/27!201411:38:41 AM, CutePDF Writer,
NO. C37M
EXR..03/310
HO AASI. O
CAMPBELL
Z.
Z.
Exp: 12 jg' m
CIVIL c
A'o.18g1R.
`THOMAS TRAY
, CMPBELL
RAFTER SPANS FOR OPEN LATTICE STRUCTURES 110/120/130 MPH EXP. B & C
a
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- No. C37W
EXP. 03/311 %
HO ,AAS I.
CAMPBE�LLL
Exp: m
CIVIL
6.5" ROLLFORM
AGUTTER FASCIA
ALUM. ALLOY
3004-H36
SPLICE4LL==
om/
WHEREICCURS0.075'TYP.====J
B MAG BEAM
ALUM.ALLOY
6063-T6
I DBL.2"x6.5"x0.042"
ALUM. ALLOY 3004-H36
OR EQUAL
GDBL.2"x6.5"x0.032"
AI_I.IAA�A11+f1V_]l1/�A LJ7C
4.0"
MAX.
T=12 OR
14 GA..
ASTM
A653 SS
GRADE 50
G60 8.0"
TYP.
11T\\'AI
g 'v^ '•"��HG,
3" SQ. ALUM. POST
ALLOY 3004-H36
G�"J' ALUM. ALLOY 3004-H36"--4-�
3" SQ. STEEL POST
10'-0" MAXIMUM.
OR EQUAL
Q s als2zoz
=4"SQ.xt=0.188"
DBL. 3"x8"0.042" BEAM
TttWASRAY
W/ DBL. 12 GA. STL. INSERT
CAMPBELL
(P>AL UM. ALLOY 3004-H36
"
OR EQUAL
NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS
SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED
I
SPLICE I
THE FULL LENGTH OF THE 3"x8" BEAM.
ThinkPad\Duralum\IAPMO 0195\5-21-14 Submittal\5-21-14 A 5.dwg, 8/27/2014 11:41:38 AM, CutePDF Writer,
SPLIC
WHEF
OCCUF
C 4" 1 -BEAM-
ALUM. ALLOY
6063-T6
K 3"x8"x0.042" BEAM
ALUM. ALLOY 3004-H36
OR EQUAL
GUTTER_
3" SQ. ALUM. POST
ALLOY 3004-H36
HEIGHT LIMITED TO
3" SQ. STEEL POST
10'-0" MAXIMUM.
F ASTM A653 GRADE 50 CP60
=4"SQ.xt=0.188"
EXT. CLIP
=4"SQ.xt=0.250"
0.375"
I
SPLICE I
T=12 GA.
INSERT
T=0.125"
WHERE I
ASTM A653 SS
WHERE
ALUM.
OCCURS-� I
GRADE 50 G60
3.0"
OCCURS
ALLOY
6063•T6
I
.032"
I
4.6"
ALUM.
6.656"
I
I
I
I
I
TYP
TYP.
TYP.
F� 3.a'
D 4.5" MAG GUTTER
ALUM. ALLOY
6063-T6
Q_kBL3" x8"x0.042" BEAM
ALUM. ALLOY 3004-H36
OR EQUAL
-1 1.00" F_
040" ALUM.
.048' STEEL
3.0'
3.0" 28"
ALUM.
3.0" --moi
3" SQ. ALUM POST
B ALUM. ALLOY 3004-1136ALUM.
3" SQ. ALUM. POST
ALLOY 3004-H36
HEIGHT LIMITED TO
3" SQ. STEEL POST
10'-0" MAXIMUM.
F ASTM A653 GRADE 50 CP60
3" SQ.x0.032" ALUM. BEAM
E W/ 12 GA. STL. "U" CHANNEL
ASTM A653 SS GRADE 50 G60
T=12 OR
14 GA.
7.875"ASTM
A653 SS
GRADE 50
G60
0.625"
3"x8"x0.042" BEAM
M W/ 14 GA. STL. INSERT
ASTM A653 GRADE 50 G60
3"x8"x0.042" BEAM
NDW/ 12 GA. STL. INSERT
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
0.024"
0.032"
PLUGS
#10 SMS
@ 24' 0.1
EA. SIDE
3" SQ. ALUM. POST
D WITH SIDEPLATES
ALUM. ALLOY 3004-H36
OR EQUAL
TYP.
0.375"
7
tl�F 7"
I -BEAM
ALUM. ALLOY 6063-T6
W/ (1) "C" INSERT
V ALUM. ALLOY 6063-T6
H W/ 2 "C" INSERTS
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.
ALUM.ALLOY
6063-T6
NOTE:
EACH HEADER BEAM TOP AND
BOTTOM FLANGES SHALL BE CUT AT
EACH INTERIOR COLUMN WHERE 3
OR MORE COLUMS OCCUR. DO NOT
CUT FLANGES AT END COLUMNS.
SQ. STEEL POST
ASTM A500 GRADE B
0
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No. C37948
EXP. 03/31/)
HO AAS 1,
CAMPBELL
Exp. IZ 1+ : m
c
�'•, CIVIL
THOMAS TRAY
WAPBELL
A34 FRAMING ANGLE
SEE TABLE 2
FASTENERS, SEE TABLE 3 —
R.F. OR EXT. HANGER--\
CHANNEL, 2X OR 3X
RAFTER BRACKET
ALUM. PANEL RJ
3x ALUM. RAFTER
EXIST. FASCIA BOARD
ALLOWABLE PROJ. EXISTING EAV
TO BEAM OVERHANG
SEE TABLE 1 (24" MAX.)
A EAVE CONNECTION
1. EXISTING ROOF OVERHANG DESIGN LOADS:
RDL = 3 psf (MIN) TO 8 psf (MAX) RLL = 20, 25, 30, 40, & 50 psf
2. EXISTING RAFTER ALLOWABLE BENDING STRESS IS 1200 psi.
I TABLE 1
COVER
LUSL
EXISTING
FRAMING MEMBER
AT ROOF
OVERHANG
10
2" x 4" FULL
2" x 6" NOTCHED
2"x6" FULL OR
2"x8" NOTCHED
2"x8" FULL OR
2"x10" NOTCHED
20
2" x 4" FULL
2" x 6" NOTCHED
2"x6" FULL OR
2"x8" NOTCHED
2"x8" FULL OR
2"x10" NOTCHED
255
2" x 4" FULL
2" x 6" NOTCHED
2"x6" FULL OR
2"x8" NOTCHED
2"x8" FULL OR
2"x10" NOTCHED
30
2" x 4" FULL
2" x 6" NOTCHED
2"x6" FULL OR
2"x8" NOTCHED
2"x8" FULL OR
2"x10" NOTCHED
40
2" x 4" FULL
2" x 6" NOTCHED
2"x6" FULL OR
2"x8" NOTCHED
2"x8" FULL OR
2"x10" NOTCHED
50
2" x 4" FULL
2" x 6" NOTCHED
2"x6" FULL OR
2"x8" NOTCHED
2"x8" FULL OR
2"x10" NOTCHED
EDGER OR-WALL-HANGER-&--EAVE-CONN
NOTE: WHERE COVER CONSTRUCTION INCLUDES
DETAIL A OR B, SITE-SPECIFIC ENGINEERING IS
REQUIRED TO VERIFY ADEQUACY OF THE EXISTING
STUD WALL FRAMING WHERE ONE OR MORE OF THE
FOLLOWING CONDITIONS OCCUR:
LEDGER OR WALLHAHANGER---,
PER TABLES 3 &
EXIST. RAFTERS AT
24" O.C. AT ROOF 1^
OVERHANG
2X FULL DEPTH 3
WOOD SCAB, 1"
WHERE OCCURS,
SEE TABLE 2
STUD OR
E WALL
B WALOCaONNECTION
NOTE: WALkLEDGER IS NOMINAL_LUOEIER,SIZE 2"x6" (AT 2"x6 Yz'
MINIMUM RAFTERS); NOMINAL 2x8" (AT 3"x8" MINIMUM RAFTERS)
OR KILN -DRY WOOD=FILLED-2'x6Y2" OR 3"x8" ALUMINUM SECTIONS.
AILS
3/16" STEEL NOTE: BRACKET CAN BE LOCATED
8' 0 1/4"0 HOLES,TYP. ANYWHERE ON EAVE.
0 NOTE: PROVIDE WATER
0 TYP• BRACKET PROTECTION, METAL FLASHING
AT EVERY 2x CAUCK JOINTS AND SLOPE
8 O TO DRAIN (OPTIONAL)
O EXISTING EAVE ALLOWABLE PROJ. TO BEAM
OVERHANG SEE TABLE 1
1 1/4 (24" MAX') 2x8 OR 2x8 LEDGER
RAFTER
(3)#14x3 1/2" W.S
A
NOTE: PLACE "SIKA FLEX" OR SIMILAR —J
MATERIAL BETWEEN BRACKET AND COMP. NOTE: BRACKET MAY BE
SHINGLE ROOFING TO PROVIDE SEAL MOUNTED BELOW RAFTER
W/ SAME CONNECTION'S.
(,;),ALTEERRNATE EAVE CONNECTION
OTTHIS DETAIL IS LIMITED TO RESIDENTIAL INSTALLATIONS
WITH A 10 psf MAXIMUM DESIGN LOAD.
TABLE 2 TYPE AND NUMBER OF FASTENERS REQUIRED AT ROOF PANEL
OR RAFTER CONNECTED TO EXISTING ROOF OVERHANG
MAXIMUM
DESIGN
(E) WALL
COVER
LOADS
OPENING
PROJECTION
10, 20 psf
> 8'
> 18'
30, 40 & 50 psf
> &
> 14'
STUD OR
E WALL
B WALOCaONNECTION
NOTE: WALkLEDGER IS NOMINAL_LUOEIER,SIZE 2"x6" (AT 2"x6 Yz'
MINIMUM RAFTERS); NOMINAL 2x8" (AT 3"x8" MINIMUM RAFTERS)
OR KILN -DRY WOOD=FILLED-2'x6Y2" OR 3"x8" ALUMINUM SECTIONS.
AILS
3/16" STEEL NOTE: BRACKET CAN BE LOCATED
8' 0 1/4"0 HOLES,TYP. ANYWHERE ON EAVE.
0 NOTE: PROVIDE WATER
0 TYP• BRACKET PROTECTION, METAL FLASHING
AT EVERY 2x CAUCK JOINTS AND SLOPE
8 O TO DRAIN (OPTIONAL)
O EXISTING EAVE ALLOWABLE PROJ. TO BEAM
OVERHANG SEE TABLE 1
1 1/4 (24" MAX') 2x8 OR 2x8 LEDGER
RAFTER
(3)#14x3 1/2" W.S
A
NOTE: PLACE "SIKA FLEX" OR SIMILAR —J
MATERIAL BETWEEN BRACKET AND COMP. NOTE: BRACKET MAY BE
SHINGLE ROOFING TO PROVIDE SEAL MOUNTED BELOW RAFTER
W/ SAME CONNECTION'S.
(,;),ALTEERRNATE EAVE CONNECTION
OTTHIS DETAIL IS LIMITED TO RESIDENTIAL INSTALLATIONS
WITH A 10 psf MAXIMUM DESIGN LOAD.
TABLE 2 TYPE AND NUMBER OF FASTENERS REQUIRED AT ROOF PANEL
OR RAFTER CONNECTED TO EXISTING ROOF OVERHANG
26'-0"
MAXIMUM
PROJECTION
26'-0"
26'-0"
26'-0"
}
a o
10 PSF L.L.
20 PSF L.L.
25 PSF S.L.
30 PSF S.L.
40 PSF S.L.
a=
o
m 3
(A) - SIMPSON A34 FRAMING ANCHOR USING SD9112 SCREWS
(B) - (2) SIMPSON A34 FRAMING ANCHORS, EACH SIDE, USING SD9112 SCREWS WITH 2x FULL DEPTH WOOD SCAB
FULL LENGTH OF RAFTER TAIL
WIND
SPEED
(MPH)
AND EXPOSURE
WIND SPEED
(EXP. B & C)
11110,13
110,C
120,B
120,C
130, B
130, C
10 PSF L.L.
20 PSF L.L.
25 PSF S.L.
30 PSF S.L.
40 PSF S.L.
50 PSF S.L.
26'-0"
26'-0"
26'-0"
25'-2"
25'-4"
20'-7"
26'-0"
26'-0"
26'-0"
25'-7"
25'-4"
21'-2"
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
110 120 130
110 120 130
110 120 130
110 120 130
110 120 130
110 120 130
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)
6'
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(B)
(B)
(B)
26-0"
26'-0"
26'-0"
25'-2"
264"
20'-7"
7'
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(B)
(B)
(B)
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
8'
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(B) (B) (B)
(B)
(B)
(B)
26'-0"
26-0"
26'-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)
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)
11'
(A) (A) (A)
(A) (A) (A)
(B) (B) (B)
(B) (B) (B)
(B) (B) (B)
(B)
(B)
(B)
26'-0"
26'-0"
26'-0"
25'-2"
264"
20'-7"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
12'
(A) (A) (A)
(A) I (A) (A)
(B) (B) (B)
(B) (B) (B)
I (B) I (B) (B)
(B)
(B)
(B)
26-0"
26-0"
26'-0"
26-0"
26-0"
26-0"
TABLE
3 c
TYPE AND NUMBER OF FASTENERS REQUIRED AT LEDGER
AND ROOF PANEL RAIL TO FASCIA
OR LEDGER TO EXISTING WOOD STUD WALL FRAMING
(E)
11'
(C)
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
16'-0"
16'-0"
16'-0"
16'-0"
16'-0"
16-0"
(E)
(C) - (2) Ya" DIAMETER LAG SCEWS
(D) - 5/" DIAMETER LAG SCREW
(E) - 3/4" DIAMETER LAG SCREW
(E)
(E)
20'-9"
20'-9"
20'-9"
20'-9"
10'-10"
10'-10"110'-10"
12'
9'-2"
9'-3"
-
26'-0"
26'-0"'
1 26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
}
a o
10 PSF L.L.
20 PSF L.L.
25 PSF S.L.
30 PSF S.L.
40 PSF S.L.
50 PSF S.L.
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
110
120
130
110
120
130
110
120
130
110
120
130
110 120
130
110
120
130
15'-6"
15'-6"
15'-6"
15'-6"
15'-6"
15'-6"
19'-6"
19'-6"
19'-6"
19'-6"
19'-6"
19'-6"
5'
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(D) (D)
(D)
D)
(D)
(D)
6,
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(D)
(D)
(D)
(D) (D)
(_D?
(D)
(D)
(D)
26'-0"
26-0"
26'-0"
26-0"
26'-0"
26'-0"
7'
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(D)
(D)
(D)
(D) -1—(D)
(D)
(D)
(D)
(D)
8'-11"
8'-11"
8'-11"
8'-11"
8'-11"
8'-11"
8'
(C)
(C)
(C)
(C)
(C)
(C)
(D)
(D)
(D)
(D)
(D)
(D)
(D) (D)
(D)
(E)
(E)
(E)
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)
(D) (D)
(D)
(E)
(E)
(E)
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)
11'
(C)
(C)
(C)
(C)
(C)
(C)
(D)
(D)
(D)
(D)
(D)
(D)
(E) (E)
(E)
(E)
(E)
(E)
20'-9"
20'-9"
20'-9"
20'-9"
20'-9"
20'-9"
12'
(C)
(C)
(C)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(E) (E)
(E)
(E)
(E)
(E)
ThinkPad\Duralum\IAPMO 0195\5-21-14 SubmittaK5-21-14 A 5.dwg, 8127/201411:45:12 AM, CutePDF Writer,
�l
ABLE 4 a,b ANCHORS INSTALLED
INTO CONCRETE WALLS
WITH 6 -INCH MIN.THICKNESS
COVER NUMBER AND TYPE
LUSL OF FASTENERS
10 I Y2"0 SIMPSON STRONG -BOLT 2 SS
AT 48'0.C. (a,b)
Yz" 0 SIMPSON STRONG -BOLT 2 SS
20 AT 48" O.C. (a,b)
25 I Y2" 0 SIMPSON STRONG -BOLT 2 SS
J AT 48" O.C.(a,b)
30 I Y2'0 SIMPSON STRONG -BOLT 2 SS
AT 36" O.C.(a,b)
40 I Y2"0 SIMPSON STRONG -BOLT 2 SS
AT 36" O.C.(a,b)
50 I Y2"0 SIMPSON STRONG -BOLT 2 SS
AT 24" D.C.(a,b)
FOOTNOTES TO TABLES 3 & 4:
a. EMBED ANCHOR 3" MINIMUM INTO
CONCRETE WALL AND INSTALL IN
ACCORDANCE WITH ESR -3037
b. USE 3" SQ.xY4" STAINLESS STEEL
WASHER WHEN INSTALLING NEW
WOOD LEDGER AGAINST EXISTING
CONCRETE WALL.
c. WHERE ROOF PANEL RAIL OCCURS,
USE Y2" DIAMETER LAG SCREW IN
LIEU OF (2) Y4" DIAMETER LAG
SCREWS.
ED
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C37948
03/31/%
• 80 4AS
CAMPBELL
Exp: (2 I+ m
.��
' C1VIL
�0.•1841A.
THOMAS TRAY
'•, CAMPBELL
BHANG-E.R CHANNELS AICD -MOUNTING BRACKETS
FASTENERS,
T=•060" TYP.
Z
2.740"
SEE TABLE 3, SHEET 4
r
a
w
w
z
FASTENERS, 078
1.50" SEE TABLE 3 SHEET 8 300"
T=.060"
w
-t
w
63 ^
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ALUM. 3004-H36FASTENERS
.06 25"R OS
N
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1.50"
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010"x90" 202" FASTENERS, —�
(2) DIA. SEE SHEET 4 0 "
in o 563" 5"
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SEE TABLE 3 SHEET 8
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FASTENERS
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ai
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SEESHEET4
FASTENERS,
75" —�
6063-T6
1.880"
SEE TABLE 3, SHEET 4
z
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6063-T6
ALUM.ALLOY
ALUM.ALLOY
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6063-T6
6063-T6
0
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(3) "0 LAG SCREWS
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H7
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1/4"0 BOLTSI
11.5"
*2YZ('E)
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3x8 ALUM.
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I I 6 1/2" SIDEPLATE EA.
RAFTER
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I SIDE SEE POST SCHED.PENETRATION
2 EACH•1/2"0-x-3-1/2"-CAG SCREWS L.L.=20,25 and 30 psf
#14 SMSBRACKET
2 EACH-5/8"0`x3=1/2""LAG SCREWS L.L.=40 and 50 psf
TOP, MI
(2" MIN. PENETRATION INTO EXISTING WOOD STUD)
AND BOTTOM. 3"SQ. POST BETWEEN SIDE PLATES
E
NOTE: LENGTH OF LAG SCREW SHALL PROVIDE
THREADED PORTION OF SHANK COMPLETE
NOTE: USE LEDGER WHERE RAFTER SPACING
m 12
PENETRATION INTO EXISTING CORNER STUD.
EXCEEDS EXISTING STUD SPACING. SEE TABLE 3 SHEET 8.
SEE LATERAL FORCE RESISTING SYSTEM, SHEET 11
LL
HEADER BRACKET O2
RAFTER TO STUD WALL CONNECTION O3
BEAM TO POST CONNECTION O8
.od
Q z Z. 2-P'
>A
1 1/2" OR 2"LATTICE #8 S.M.S.
0 w A
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EXISTING ALUMINUM MEMBER WITH
w a
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D
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O z o
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O �
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NOTE, DETAIL B,
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AFTER TO COL.
ITALTERNATE:
SHEET 8
(8 -TOT.)
2"x6.5" OR 3"x8" RAFTER
w M1
0
1 I
ALTERNATE: 1/2" BOLT
cn
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a.5.0 s•
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of SHEET 8
w
za
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o m
(2} #14 S.M.S. EACH RAFTER
z w
w
1'
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r
5/8" 0 ACCESS,HOLES
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3
r�vi a
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3x 3"STL.POST (24") ALTERNATE:
(4 -TOTAL)
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(}
(Z} 2x6.5" OR (2}3"x8" HEADER
;' EXISTING
(12 FASTENERS PER
a
FOR FREESTANDING
ALTERNATE:
1° STUCCO OR EQUAL
' )
CONNECTION
CD LL
(2}1/2"BOLT
3"NNXCTOR (1) - 1/2- BOLT OR
2.5° PENE. INTO EACH WOOD STUD
O
2"x 6.5" SIDEPLATE
CONNECTOR (2} #14 S.M.S. EACH RAFTER
w 0'
O w
w
Lu
DBL. RAFTER /DBL. HEADER CONN. O
STUB COLUMN TO DOUBLE HEADER CONN. O
EXIST.
ITTACHMENO ER
O
DOO
COLUMN DETAIL O
a
ADETAIL
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CAMPBELL
CIVIL ,,•'�
CO.L_U_M'N /-P-OST SURFACE-MOU-NT AN.D.�FOOTI:NGwEMB-EDMENT DE -TAI -L -S-/ M -I -N: -NUMBER OF REQ _COLUMNS/
Z
_
it
w
w
U ] �
T BRACKET @3"SQ.POST
I
TABLE 1
ATTACHED ONLY
FOOTING & ANCHOR BOLTS
TABLE 2
ATTACHED AND
FREESTANDING
STEEL OST ONLY:
, ; USE1POSTlYPE
Z Z
wm 0
Fa
a w
w Uo
W/ (4}#14 SMS EA. SIDE OF POST
ALTERNATE FTG.
I i F, G11, H, I, J OR
Q
OR 1/2" M.B. THROUGH POST
ALUM.'T"BRACKET USE WITH
,� I I
CJ a o
POST
POST POST TYPE B,C,D, OR E.
I I
�e i
p ¢ Z
F o
SINGLE POSTS
FOOTING SIZE EMBED.
CUBE SIZE SQ. 18' DEEP • CUBE FTG.
18" 18" SQ. 12"
STEEL."T" BRACKET OR -9" SQ.
BOLTS
1/1 DEPTH OF I I
w
17' - 22' CUBED (1)
(2}3/8.0
1 7/8'
BASE PLATE USE WITH
FOOTING OR j I I
2
20" 21" SQ 12"
POST TYPE B,C,D,E,F,G,H,J OR•K.
t "' /"
12;/MIN. EMBD. i I
0
23'624'CUBED (1)
(2}1/2'0-
31/4"
(2)-3/8-0 STRONG -BOLT 2 SS SEE TABLE 1
EA. BRACKET TO SLAB.
• ° I
_i ' • '. , I °
J
24" 28" SQ. 20"
9 1/2" MINIMUM DISTANCE TO
I 0
25' - 30' CUBED (2)
(4}1/2•0
31/4'
26" 32" SQ. 23"'
EDGE OF SLAB.
: I 00
I <'
33" MINIMUM DISTANCE FROM
° LL ~
w
�' _
28" 35" SQ. 25"
SLAB CRACK TO COLUMN.
4
31" - 34' CUBED (2)
(4}5/8.0
4'
< ; W Z
acn
o
30°. 39" SQ. 28" /
(1Y9 MIN. EMBEDMENT)
35' - 39' CUBED (2)'
(4}3/4'0
4 3/4'
32" 43"SQ. 30" !�/2"OM.B.<-
+DE
SHALL BE IN
H G
a POURED CONCRETE
FOOTING SEE TABLES40
°' '�-LAB
ONG, 1"•°W IQGOOD
OM END ° .". • p m36"
47" SQ. 32"
.- az CueED (2)
(4}3/4 0
a 3/a•
CONDITION
51" SQ."OF
(FR
POST Z
NOTE: BOLTS SHALL BE SIMPSON STRONGBOLT2 SS
Occ-Es ESR -3o37)
38" 55" SQ. 37"
FOR SIZE
MIN. SEE FOOTING
�QUARE�
POURED SQUARE, SEE FTG.
< 331/2"
0 ^IIN
40"60" 39" `°NCRETE
BEAM SPAN TABLE
1) MAY USE EITHER STEEL T BRACKET OR
SQ.
SCHED(1LON BEAMALTtHNATE
SPAN TABLES
42" 64" SQ 41"OOTING
FREESTANDING BASE PLATE.
69" SQ. 43• y
w ZZ
EXISTING SLAB POSTS TO CONC. FOOTING
O ATTACHED COVERS ONLY O ATTACHED COVERS ONLY
2) REQUIRES USE OF ALTERNATE FREESTANDING
easEPLATE.
/ E
OSQUARE FWTPOSTI MEED.
INTO FOOT,IN'G
CUBE FOOTING SLAB
a0-�
LL Z o
D 8 ;;-
O
0 a:
a6tLLL
(3)-3/4"OJ BOLTS
t w 0
z o W
um,
FOR POST TYPE F, G, H, I, J & K
0 w
3"OR4"SQ.
4 INSERT
" wz
5"
16" x 0.188"
ASTM A500
8
4 - GRADE B
m N 12
STEEL
° a
T.O.C.
o
CJ
V) w 8
azwa,
(4} SS316 3/4"0 STRONG -BOLT 2 SS
w
STEEL PER ICC -ES ESR -3037
5 N
(4 314" EMBEDMENT DEPTH)
}
� w
ALUM. ALLOY 3.00" OR
>
2.0" > a W N
��
6063-T6 2.40"
1.375"
q 7/16"0 HOLE
FOR 3/8" MB .56"
2 FLANGES
INSERT TO
BASE PLATE 3/16"
0
F
as a
2 1/8" APART
75"
ASTM A500 GRADE B
POST
-'
j2a
INSTALL 1Y2" x 1Y2" x Y8"HDG 1.125"
2.5"
z
WASHER PLATE AT ANCHORS
75"
.75" BASE FLARES
INSERT
a
W N w.157"
TYP.�
TO 3"WIDE EA.
SIDE OF FLANGES
�_. _-
SQ. X 5/8" THK.
N $ m9"
Z Q •• W1:60"
THK. BASE PLATEa1.50.090"
TYP.
USE FOR WOR 4"
1 � FOR 3" POST,
(ASTM A500 GRADE B STEEL)
o o N rr
INSTALL 1Y2" x 1Y2" x Ya" HOG
STEEL POSTS
4" WIDE FOR 4" POST
5.50"
1 Y4" 6 Yz" 1 Y4"
WASHER PLATE AT ANCHORS
q 1-7/16"0 HOLE
C)
FOR 130 MPH
q 2- 5/16"0 HOLES
& 2-3/8" HOLES
Im
NOTE: CONCRETE SLAB ANCHORS SHALL BE
NOTE: CONCRETE ANCHORS ARE SHOWN IN TABLE
TYP. EA. SIDE
1.
WELDED STEEL BASE PLATE Q
O
0
o
%" DIAMETER SIMPSON STRONG -BOLT 2 SS
w
o w
(ICC -ES ESR -3037>
w
a co
ALTERNATE FREESTANDING
BASE PLATE ANCHOR
ALUM "T" BRACKET C
STEEL "T" BRACKET D
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0
. M Na: C37948
n EXP.03/31/%�
'� HO I.- •.�
C1 •
AS
O O
6 - #14 SDS
wCAMPBELL
�• I2
)4 = m
0.
do;
Exp:
••�ba
•No,184��.
STL. C -BEAM
If ez*.
THOM4S IRAY
CAMPBELL
SIMPLE SPLICE
9"
_9_1 1'1 11
SPLICE DETAILS X11)
FULL MOMENT
1 1 I I
I
(8TO 10sMS II #12 S.M.S. II
TYP. THICKNESS =.035' (24 TOT
It P. THICKNESS =.035"
6.38' n
II � II
+ II + + ++ + + + + ++
II
ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004-H36
OR 6063-T5 FOR EXTRUDED OR 6063-T5 FOR EXTRUDED
NOTE: USE SIMPLE SPLICE ONLY NOTE: FULL MOMENT SPLICE MAY OCCUR
IN ALTERNATE INTERIOR BAYS AT ANY LOCATION EXCEPT AT END BAYS
SPLICES - ROLLFORMED & EXTRUDED FASCIAS
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE C -SPLICE (ONE SIDE OF WEB) MAY BE USED.
3" TOTAL= (8)-1/2"0 BOLTS .
SPLICE WHERE 4n
OCCURS
" .070"
TYP.
ALUM. ALLOY
6063-T6
4" I -BEAM
MOMENT CSPLICE
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE C -SPLICE (ONE SIDE OF WEB) MAY BE USED.
4 -
SPLICE WHERE
OCCURS
11"
TYR
ALUM. ALLOY
6063-T6
7" I -BEAM
1 %;S"Q:
V-0"
1.10"
2.00"
O O
6 - #14 SDS
AS NEEDED TO CLEAR
16" 1"
MOMENT CSPLICE
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE C -SPLICE (ONE SIDE OF WEB) MAY BE USED.
4 -
SPLICE WHERE
OCCURS
11"
TYR
ALUM. ALLOY
6063-T6
7" I -BEAM
1 %;S"Q:
r ALUM. ALLOY 3105-H25N
1.2110 1.50"
1
.28" � ,]II
.018"
ThinkPad\Duralum\IAPMO 019515-21-14 Submittal\5-21-14 A 5.dwg, 8/27/201411:47:17 AM, CutePDF Writer,
M 2°x3" LATTICE TUBE
ALUM. ALLOY 3105-H25
.28" � 311 211
.01811
BEAM TO PO
(2#10 S.M.S.@ EA.
VALLEY, TYP.
0E'
V-0"
1.25"
O
4.5"
O O
O O
6 - #14 SDS
AS NEEDED TO CLEAR
16" 1"
r ALUM. ALLOY 3105-H25N
1.2110 1.50"
1
.28" � ,]II
.018"
ThinkPad\Duralum\IAPMO 019515-21-14 Submittal\5-21-14 A 5.dwg, 8/27/201411:47:17 AM, CutePDF Writer,
M 2°x3" LATTICE TUBE
ALUM. ALLOY 3105-H25
.28" � 311 211
.01811
BEAM TO PO
(2#10 S.M.S.@ EA.
VALLEY, TYP.
0E'
( 8" x .042" BEAM,
3Q. STEEL OR
G BEAM.
}#14 SDS @ EA. SIDE
DP & BOTT. TOT.=24
3" ALUM. OR
:EL POST
"U" BRACKET - RAFTER TO BEAM
/ 1 1/2" SQ., 2" SQ.,
OR 2"x3" LATTICE
#8 x 2 "SMS, 21/2" @ 3" O.C. MIN.
OR 3 1/2", TYP. UP TO 6"O.C. MAX.
RAFTER
BEAM TO POST DETAILS
OPTIONAL DECORATIVE FASCIA
( WOOD, ALUM. OR HARDBORD )
(12)-#14 x 12' S.M.S. EACH SIDE OF 3'
SQ. POST (8 -TOTAL)
ALTERNATE: 1/4'0 BOLT W/ WASHER
EA. SIDE OF 3" SQ. POST
i+ I 1.10"
I
.75 i JI O p 1 .50'
J 2.35" 3" SQ. POST
4414 x 12" S.M.S. EACH SIDE OF 3'
SO. POST (t TOTAL)
ALTERNATE: 1/4'0 BOLT W/ WASHER
EA SIDE OF 3' SQ. POST
50 ([GUTTER FASCIA
3.00' 3' SO. POST - MAG BEAM
OR .240' 3•SQ. STL. BEAM
RAFTER "TAIL" TO GUTTER
NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 30 psf
- ROOF LIVE AND SNOW LOADS
"L" FASTENERS
V-0"
NOTCH I -BEAM FLANGE
I -BEAM ALUM ALLOY
6 - #14 SDS
AS NEEDED TO CLEAR
(6061-T6) ALTERNATESQ.
IT
POST,CONNECT WEB
STL. C -BEAM
TO POST W/ (2) - 5/8' H
THRU-BOLTS @ 4- [-BEAM,
SQ. POST)Lll�_
AND (3) - 5/8" H THRU BOLTS
@ T I -BEAMS
H - BRACKET TO POST 14
( 8" x .042" BEAM,
3Q. STEEL OR
G BEAM.
}#14 SDS @ EA. SIDE
DP & BOTT. TOT.=24
3" ALUM. OR
:EL POST
"U" BRACKET - RAFTER TO BEAM
/ 1 1/2" SQ., 2" SQ.,
OR 2"x3" LATTICE
#8 x 2 "SMS, 21/2" @ 3" O.C. MIN.
OR 3 1/2", TYP. UP TO 6"O.C. MAX.
RAFTER
BEAM TO POST DETAILS
OPTIONAL DECORATIVE FASCIA
( WOOD, ALUM. OR HARDBORD )
(12)-#14 x 12' S.M.S. EACH SIDE OF 3'
SQ. POST (8 -TOTAL)
ALTERNATE: 1/4'0 BOLT W/ WASHER
EA. SIDE OF 3" SQ. POST
i+ I 1.10"
I
.75 i JI O p 1 .50'
J 2.35" 3" SQ. POST
4414 x 12" S.M.S. EACH SIDE OF 3'
SO. POST (t TOTAL)
ALTERNATE: 1/4'0 BOLT W/ WASHER
EA SIDE OF 3' SQ. POST
50 ([GUTTER FASCIA
3.00' 3' SO. POST - MAG BEAM
OR .240' 3•SQ. STL. BEAM
RAFTER "TAIL" TO GUTTER
NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 30 psf
- ROOF LIVE AND SNOW LOADS
"L" FASTENERS
V-0"
4 - #14 SDS
21-0"
6 - #14 SDS
3'-0"
12 - #14 SDS
FASTENER SPACING = 3/4'
#14 x 1/2' S.M.S. TOP
& BOTT. (2) -TOT.
ROOF PANEL
ROLLFORMED OR
EXTRUDED GUTTER
#14 S.M.S. @12-O.C.
FASCIA
6 1 /2"x2'x.024
RAFTER
"U t•BR/
(6) - #14x
FASTENER TO FASCIA - SEE TABLE
— FASTENER TO RAFTER TAILS - SEE TABLE
OPTIONAL LATTICE TUBES
/ SAT OVERHANG
0o I
a (i FASTENER 61/2'
0 o GROUP
00
ALUM. BRACKET X
2' 1 1" 1 "L" SEE TABLE
IICKET - RAFTER TO BEAM
3- 25'_FOR 3 x RAFTER
:2.125,FOR_ 2 x RAFTERr
1 �'2„ t = .040@ 6063-T6
KISCREWSj1/2"MIN.
�O RAFTER 11 FFF
o
(6) - #14x 3/4" TEK SC
BRACKETTO
U N
0 0
a O I-
L
Ojz
¢2,z
W U
E
8
N E
v
LIL U
�v0
Q?U�
W rA c
}5ya
O LLI
LL
> (L W N
o�z
L)
0 _j J a N
aom�
Lu
Lu
r,
w
ze
wow
Z
mN O
z W
Q3 I>n
K Q U W
oov�o:
a LL
0
WN
O F-
F-
m LU
IL =
Q y
HO • AS•ivr��
CAMPBELL °
Exp:
C4VIL c
Ho•184A4
THOMAS TRAY
CAMPBELL
LATERAL FORCE RESISTING SYSTEM (LFRS) FOR ATTACHED COVERS
/BEAM SPLICE TO
]-)OCCUR DIRECTLY OVER 5/8" 0 PLASTIC
I POST. NOT PERMITTED PLUG WHERE
@ 6 SCREWS I @ 2 -POST UNITS SCREW IS INSIDE --
-
-PER SIDE I
W
2"X6.5"X0.032" SIDE PLATES
D 3
110 MPH
120 MPH
130 MPH
W/
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
1 6
7
a=
2"X6.5"X0.042" SIDE PLATES
Do
110 MPH
120 MPH
130 MPH
I
EXP. B
EXP. C
EXP. B
EXP. C
EXP. B
EXP. C
5'
2
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
9'
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
7
NOTE: 1. MINIMUM NUMBER OF REQUIRED TYPE D COLUMNS
AS SHOWN ON SHEET 7. SEE SHEET 7 FOR POST TYPES.
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111111111
mI��A�
#14 SMS MAY
BE USE AS
ALTERNATE TO
1/4"0 BOLTS
8" BEAM
0 OR ❑2 i
SEE NOTES
BELOW yj� I 6 1/2" SIDEPLATE EA.
SIDE SEE POST SCHED.
I
#14 SMS EA. SIDE
TOP, MID HEIGHT
AND BOTTOM. 3"SQ. POST BETWEEN SIDE PLATES
POST SCHEDULE
1❑ 3" SQ. x.032" + (2y2" 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. 2❑ 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
(E) STRUCTURE
ROLL -FORMED OR
INSULATED ROOF PANEL
INTERLOCKING SEAMS, TYP.--N
�A o0
COL��tiF�Ts7 F7
WALL
HANGER
I
1
COLUMN
1:I3"x3"x0.032"
W/
(2), 4.5"0.042"
SIDE
PLATES.
-
i
( SE
AND
I
j
j COLUMN
2 ?
PERT
N T IBLES
PROJEC
II
I
I
GOA.
ROOF PANEL ATTACHMENT
LENGTH, L
ROOF PLAN
FASTENERS,
"- "'-ET 4
ROLL -FORMED #14 SMS @ 32" O.C. MAX.
OR IRP (4 MIN. PER PANEL INTERLOCK)
ROLL -FORMED
PANEL
SEE SHEET 4
ROOF HANGER
#14 SMS @ 32" O.C.
4 MIN. PER
ALUMINUM S
TOP $ BOTT. 0.024"
rION, P
ROLL -FORMED PANEL INSULATED ROOF PANEL
(2) INTERLOCKING SEAM INTERLOCKING JOINT
E
LL U
V r0
a -Wm
Y0aila
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a w
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rn
r No. C37948
EXP. 03l31/%
�v,.......:;�,9
H -& AS I.
CAMPBELL • on
Exp:
CIVIL : �e
b.10.�184�A
ThIONW IRAY
CAMPBELL .
ATTACHED & FREESTANDING SOLID COVERS - 50 PSF SNOW LOAD - 110,120,130 MPH - EXP. B & C
3"x8"0.042" BEAM
3"x8"x0.042" BEAM
DBL. 3"x8"4.042" BEAM
`"BEA
L DBL. 3"x8"x0.042" BEAMM
W/ 14 GA. STL. INSERT
N W/ 12 GA. STL. INSERT
O W/ DBL. 14 GA. STL. INSERT
P +_Dj C -INSERT
�-=---
W
Z
}
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOL/D
FREESTANDINGSOLID
ATTACHED SOL/D
FREESTANDINGSOLID
ATTACHEDSOLID
FREESTANDING SOLID
ATTACHED SOL/D
FREESTANDING SOLID
2
_
a
o
G.
MAX.POST FTG.
MIN.
MAX.POST FTG.
MIN.
MAX.POST FTG.
MIN.
MAX.POST FTG.
MIN.
MAX.POST FTG.
MIN.
MAX.POST FTG.
MIN.
MAX.POST FTG.
MIN.
MAX.POST FTG.
MIN.
MAX.POST FTG.
MIN.
MAX.POST FTG.
MIN.
a
rnJ�
^
SPACING
ON SLAB
m
SPACING
POST
SPACING (IN.)
POST
SPACING (IN.)
POST
SPACING (IN.)
POST
SPACING (IN.)
POST
SPACING (IN.)
POST
SPACING (IN.)
POST
SPACING (IN.)
POST
SPACING (IN.)
POST
SPACING (IN.)
POST
m 3
LL
cr
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
U
0 �
(2) (3)
a
U
5'
10'-1" 18
E
12'-0" 34
H
10'-10" 17
E
11'-6" 33
H
11'-9"1
120
E
12'-6'2'-6" 334
H
15'-215'-2" 122
E
16'-116'-1" 336
K
17'-717 223
E
17'-17'-7" 337
K
5'
�
u<)
O
NP
10'-1" 19
12'-0" 34
10'-10" 19
11'-6" 33
-9"
7"
u z o
NP
6'
8'-8" 17
E
11'-0" 34
I
9'-10" 18
E
10'-6" 34
H
10'-10" 18
E
11'-6" 35
I
13'-10" 20
E
14'-8" 37
K
16'-1" 21
E
16'-1" 38
K
6'
m N 6
8'-8" 19
11'-0" 34
9'-10" 20
10'-6" 34
10'-10 21
11'-6" 35
13'-10 22
14'-8" 37
16'-1" 23
16'-1" 38CL
uj
7'-10" 17
9'-10" 35
9'-1" 18
E
9'-8" 35
I
10'-0"0'-0" 121
E
10'-710 336
I
12'-i 2°-10 21
E
13'-713'-7" 3
K
21
14'-14'
E
14'-14 ^ 339
K
�'
NP
7'
7'-10" 20
E
9'-10" 35
I
9'-1" 21
9'-8" 35
-7"
38
10"
10"
1 Z
NP
$'
6'-16'-10" 120
E
8'-88-8" 335
I
8'-7"
121
E
9'-1"9
335
I
9'-5"9'-5" 122
E
10'-0"0,_O" 336
K
12'-112=1" 21
E
12'-912,-9" 339
K
14'-04-0 224
E
14'-14,-0" 440
K
8'
.I
8'-7"
1"
NP
9'
6'-6" 18
E
7'-9" 35
I
8'-1" 19
E
8'-7" 36
K
8'-10" 20
E
9' 4" 37
K
11'-6" 22
E
12'-1" 39
K
13'-2" 22
E
13'-2" 40
K
9'
6 -6 20
"
7'-9" 35
8'-1' 21
8'-7" 36
8'-10 22
9'-4" 37
11'-6" 24
12'-1" 39
13'-2" 25
13'-2" 40
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NP
10,
5'-15'-10" 120
E
7'-07'-0" 335
I
7'-8"
122
E
s'-2"8,-2" 337
K
18'-4"_—ILL8
222
E
8'-1
337
K
10'-10'-10 224
E
11'-611-6" 440
K
12'-612,-6" 225
E
K
10'
7,-8"
4"
8'-10"
226
NP
11'
5'-8"
120
E
6 4'6
335
I
7 4"
222
E
7'-9"7,-9" 337
K
8'-0"8
223
E
8'-6"
338
K
10'-310,-3" 225
E
10'-10 440
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12'-0"2
E
10".
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11'O
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5,-8"
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7,-4"
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5'-3" 18
E
5'-10" 35
7'-0" 20
E
7'-6" 37
K
7'-8" 21
E
8'-2" 38
K
9'-10" 23
E
10'-6" 41
K
11'-6" 23
E
K
12
a n
12
5'-3" 20
5'-10" 35
7'-0" 23
7'-6" 37
7'-8" 23
8'-2" 38
9'-10" 25
10'-6' 41
11'-6"26
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TYPE
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TYPE
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TYPE
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TYPE
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TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(2) (3)
5'
10'-1" 18
E
12'-0" 34
H
10'-10" 18
E
11'-6" 33
H
11'-91'-9" 121
E
12'-6"2
334
H
15'-2" 20
E
16'-1" 36
K
17'-7" 21
E
17'-7" 37
K
,
5
NP
10--1,-20
12'-0" 34
10'-10" 21
11'-6" 33
6"
15'-2" 23
16'-1" 36
17'-7" 24
17'-7" 37
NP
6'
8'-8" 18
E
11'-0" 34
I
9'-10" 19
E
10'-6" 34
H
10'-10" 19
E
11'-6" 35
I
13'-10" 21
E
14'-8" 37
K
16'-1" 22
E
16'-1" 38
K
6'
W U, Ei Z
8'-8" 20
11'-0" 34
9'-10" 21
10'-6" 34
10-10 22
11'-6" 35
13'-10' 24
14'-8" 37
16'-1" 25
16'-1" 38
a N
NP
7,
7'-10" 18
E
9'-10" 35
I
9'-1" 19
E
9'-8" 35
I
10'-0'O
223
E
10'-710-7" 336
I
12'-12'-10' 224
E
13'-713-7" 338
K
14'-14'10" 226
E
14'-14'"10" 339
K
0
7'_10" 21
9'-10" 35
9'-1" 22
9'-8" 35
O"
J
NP
$'
6'-10" 18
E
8'-8" 35
I
8'-7" 20
E
9'-1" 35
I
9'-5" 20
E
10'-0" 36
K
12'-1" 22
E
12'-9" 39
K
14'-0" 23
E
14'-0" 40
K
,
6-10" 21
8'-8" 35
8'-7" 22
9'-1" 35
9'-5" 23
10'-0" 36
12'-1" 25
12'-9" 39
14'-0" 26
14'-0" 40
NP
9'
6' 6"6'-6" 121
E
7'-9';-9" 335
I
8'-1"
223
E
8'-7118-7" 336
K
E
9'-4"
337
K
11'-611-6" 226
E
12'-112,-1" 339
K
13'- 13'-2" 226
E
13'- 1"3 440
K
9'
8'-1"
9-4"
2„
E
10,
5'-15'-10" 121
E
7'-0';-0" 335
(
7'-8"
223
E
8'-2"8
337
K
8'-4-
40"2
E
8'-1
337
K
10'-10,-10' 226
E
11'-611,-6" 440
K
12'-s
227
E
12'-6"2
441
K
10'
NP
7-8"
2"
8'-10"
2,-6
6"
m
11'
5'-8" 19
6' 4" 35
I
T-4" 21
E
'T-9" 37
K
E
8'-6" 38
K
10'-3" 23
E
10'-10" 40
K
12'-0" 24
E
12'-0" 42K
11'5
NP
-8 22
"
E
6' 4" 35
7' 4" 24
7'-9" 37
8'-6" 38
10'-3" 26
10'-10" 40
12'-0" 27
12'-0" 41
, o
NP
5'-3" 19
E
5'-10" 35
I
7'-0" 21
E
7'-6" 37
K
7'-8" 22
E
8'-2" 38
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9'-10" 23
E
10'-6" 41
K
11'-6" 24
E
11'-6" 42
K
12
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12
5.3" 22
5'-10" 35
7'-0" 24
7'-6" 37
7'-8" 25
8'-2" 38
9'-10" 27
10'-6 41
11'-6" 28
11'-6" 42
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ATTACHED SOL/D
FREESTANDING SOLID
ATTACHEDSOLID
FREESTANDING SOLID
ATTACHED SOL/D
FREESTAND/NG SOL/D
ATTACHED SOL/D
FREESTANDING SOLID
ATTACHED SOL/D
FREESTANDING SOLID
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POST
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POST
SPACING (IN.)
POST
SPACING (IN.)
POST
SPACING (IN.)
POST
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POST
m
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TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
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(SPAN) (1)
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TYPE
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(2),(3)
5,
10'-
121
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12'-0"1,-9"ru
333
10'-10 122
E
11'-611 333
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11'-9
223
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12'-6"2'-3" 334
H
15'-215'-2" 224
E
16'-115'-9" 3 36
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17'-17'-7" 226
E
17'-17'-3" 337
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5'
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8'-8" 19
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11'-0" 34
9'-10" 20
E
10'-6" 34
H
10'-1 20
E
11'-6" 35
I
13'-1 22
E
14'-8" 37
K
16'-1" 23
E
16'-1" 38
K
6,
Z
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6'
8'-8" 22
10'-9" 34
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9'-10" 23
10'-3" 34
10'-10' 23
11'-3" 35
13'-10 25
14'-6" 37
16'-1" 26
15'-9" 38
W N z }
NP
7'
7'-10" 19
E
9'-10" 35
I
9'-1" 20
E
9'-8" 35
I
10'-0" 21
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10'-7" 36
I
12'-10" 23
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13'-7" 38
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14'-10" 24
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14'-1 39
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7'-10" 22
9'-7" 35
9'-1" 23
9'-7" 35
10'-0" 24
10'-6" 36
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14'-10" 27
14'-8" 39
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6'-10" 19
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8'-8" 35
I
8'-7" 21
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9'-1" 35
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9'-5" 21
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10'-0" 36
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12'-1" 23
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12'-9" 39
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14'-0" 24
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14'-0" 40
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8'-4" 35
8'-7" 24
9'-0" 35
9'-5" 24
9'-9" 36
12'-1" 26
12'-7" 39
14' 0" 27
14'-8" 40
N P
9'
6 6"
223
E
7'-9 7
335
I
8'-1"
224
E
8'-7"8
336
K
8'-1 S, 225
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9 -4"
337
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11'-611 �-6" 227
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12'-11-10" 3 39
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13'- j
228
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440
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5'-10" 20
7'-0" 35
I
7'-8" 22
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8'-2" 37
K
8' 4" 22
E
8'-10" 37
K
10'-10" 24
E
11'-6" 40
K
12'-6" 25
E
12'-6" 41
K
10
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10
5'-10" 22
E
6'-9" 35
7'-8" 25
8'-1" 37
8'-4" 25
8'-9" 37
10'-10 28
11'-3" 40
12'-6" 28
12'-3" 41
W
11'
5'-8"
223
I
7' 4"
225
E
7'-9"7,-8" 337
K
8 -0"8'-0" 226
E
8'-6"
338
K
10'-310,-3" 228
E
10'-10,-9" 4
K
12'-0"2
229
E
12'-0
441
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5'-8"
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2"
7 �"
8 �"
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1 9"
5'-3" 20
E
L6'-4" L35
0"
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7'-0 22
E
7'-6" 37
K
7'-8" 23
E
8'-2" 38
K
9'-10" 4:8
E
10'-6" 41
K
11'-6" 26
E
11'x" 42K
12'5'-3"
23
5'-8"
7'-0" 25
7' 4" 37
7'-8" 26
8'-1" 38
9'-10"
10'-3 41
11'-6" 29
11'-3" 42
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13'-7"
5'
16'-9" 15
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14'-7" 29
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15 14'-1 " 15'-4" 28
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11'-7" 29
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2
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ASTM A653 SS
ALUM. ALLOY 3004-1136K
ALUM. ALLOY 3004-H36
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12'-7" 17
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11'-0" 29
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16 11'-2" 11'-7"
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12'_7" 19
11'_0" 29
11'-2" 11'-7"
18 10'-10 11'-3" 28
6'-10„
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12'-02 17
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330
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169 10-71 11'-0
229
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11'-4" 17
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9'-10" 30
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119 10'-19'-10" 10'-6
229
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11'
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11'-4" 20
9'-10" 30
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12'
10'-10" 18
C
9'-6" 30
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C
17 9'-8" 9'-8" 29
G
12'
T=120R
0'-10" 20
9'-6" 30
9'-8" 9'-8"
19 9'-6" g'-2" 29
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50 60
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TYPE
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5'
16'-9" 16
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15 14'-1 " 15'-4" 30
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11'-7" 31 H 11'-8" 12'-1"19
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12'-7"
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11'-0" 11'-2" 11'-7"
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20 10'-7" 11'-0" 29
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12'-0" 18
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10'-4" 30 G 10'-7" 11'-0"
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17 10'-7" 11'-0" 29
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10'
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SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED
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THE FULL LENGTH OF THE 3"x8' BEAM.
11'-$" 21
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1 Q' 4" 30 H 10'-6" 10'-9"
20 10'-1" 10' 4" 29
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11'-4" 18
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9'-10" 30 Fi 10'-1" 10'-6"
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17 10'-1" 10' 6" 29
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11'
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11'-2" 21
9'-10" 30 10'-0" 10'-3"
20 9'-7" 9'-6" 29
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9'-6" 30 9'-8" 9'-8"
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9'-6" 31 9'-7" 9' 4"
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TYPE
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FOOTNOTES TO ALL SPAN TABLES:
1. FOOTING SHOWN REPRESENTS LENGTH OF
TYR
16'-9" 17
B
14'-7" 32 1 14'-1 " 15'-4"
B
16 14-1 15'-2" 31
G
5r
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EACH SIDE AND DEPTH OF CUBED FOOTING WITHOUT SLAB.
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13'-7"
5'
15'-0" 19
14'-7" 34 J 14' 4" 14'-10'
19 13'-8" 14'-2" 33
H
uj
11,-4„
6'
15'-3" 18
B
13'-3" 31 1 13'-7" 14'-1"
B
17 13'-7" 13'-10" 31
G
6,
WHERE SLAB OCCURS, CUBED FOOTING SIZE
M
0
MAYBE REDUCED 6" EACH SIDE FOR FREESTANDING ONLY.
I I I
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13'-9" 20
13'-3" 34 J 13'-1" 13'-7"
19 12'-6" 13'-Q" 32
W Z
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3 0"3 0"
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91-911
71
14'-2" 18
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12'x" 31 H 12'-7" 13'-1"
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17 12'-7" 12'-10" 30
71
SHALL BE THE SMALLER OF THE MAXIMUM SPACING
DBL. 3"X8"X0.042" BEAM
12'-9° 20
12'-4" 33 J 12'-2" 12'-7"
20 11'-7" 12'-1" 31
3
r „
$ -6
r
8
13'-3" 18
B
11'-7" 30 H 11'-9" 12'-3"
B
18 11'-9" 12'-1" 29
G
$�
SHOWN IN THIS COLUMN OR THE MAXIMUM POST
SPACING SHOWN FOR THE SELECTED BEAM.
W/ DBL. 14 GA. STL. INSERT
a
Doom
O
ASTM A653 GRADE 50 G60
...I
11'-10 20
11'-7" 32 J 11' 4" 11'-9"
20 10'-10" 11'-3" 31
3. THE SLAB SHALL BE A MINIMUM 10'-0" WIDE BY THE
'J
��_���
9'
12'-7" 19
B
11'-0" 30 H 11'-2" 11'-7"
B
18 11'-2" 11'-4" 29
/
9.
MAXIMUM COLUMN SPACING MEASURED AT THE
COLUMN AND FOR
DBL. 3"x8"X0.042" BEAM
11'-3" 21
11'-0" 32 I 10'-9" 11'-2"
21 10'-3" 10'-$" 30
V
19
C
10'-4" 30 H 11'-0"
18 10'-7" 10'-9" 29
SHALL NOT CONTAIN ANY CRACKING
u u-
25 & 30 psf. THE DISTANCE FROM COLUMN TO SLAB
W/ DBL. 12 GA. STL. INSERT
P
r
6''10
10
12'-0"
10'-7"
B
G
10
EDGE SHALL BE 91/4" MINIMUM.
ASTM A653 GRADE 50 G60
10'-8" 21
B
10' 4" 32 G 10'-2" 10'-7"
21 9'-9" 9'-10" 30
cn
W
6'-2"
11'
11-4" 19
C
9'-10" 30 H 10'-1" 10'-6"
B
19 10'-1" 10'-3" 29
G
11,
2 w
NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS
O
10''2" 22
9'-10" 32 1 9'-9" 9''10"
21 9'-3" g'-0" 31
a _
M
5'-8"
12'
�'_1 ^ 20
:::
C
9'-6" 31 H 9'-$" 9'-$"
C+
19 9'-8" 9' 4" 29
G
12'
SEE ALTERNATE FOOTING TABLES
SHT. 9 FOR ATTACHED COVERS
SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED
g
THE FULL LENGTH OF THE 3"x8' BEAM.
9'-9" 22
9'-6" 33 J 9' 4" 9'-1"
22 9'-0" $'-3" 31
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ATTACHED & FREESTANDING LATTICE COVERS = 10-PSF-LIVE-L'OADa110, 120, 130 -MP -- XP. B & C
3"x8"x0.042" BEAM
3"x8"x0.042"
BEAM
DBL. 3"x8"x0.042" B AM
DBL. 2"x6.5"x0.042"
DBL. 3"x8"x0.042" BEAM
L
�1 W/ 14 GA. STL. INSERT
W/ 12 GA. STL. INSERT
r; ;;W/ DBL. 1.4 GQ. STL. INSERT
Z
a
z
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
W N
=
SPACING
Q =
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MAX.POST
FTG.
MIN.
MAX.POST
FTG.
MIN.
MAX.POST
FTG.
MIN.
MAX.POST
FTG.
MIN.
MAX.POST
FTG.
MIN.
MAX.POST
FTG.
MIN.
MAKPOST
FTG.
MIN.
MAXPOST
FTG.
MIN.
MAX.POST
FTG.
MIN.
MAXPOST
FTG.
MIN.
Q =
j p
rn v
ON SLAB
0°
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
m -
a r
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
v
(2) (3)
13'-7"
5'
18'-0"
15
B
8'-0"
29
G
21'-8"
16
B
21'-8"
31
G
20'-9"
16
B
31
G
22'-8"
17
B
22'-8"
31
G
29'-2"
18
C
29'-2"
33
H
5,
rn U d
Q
18'-0"
18
17'-6"
31
21'-8"
19
21'-2"
33
H
20'-9"
18
33
H
22'-8"
19
22'-1"
33
H
29'-2"
21
28'-6"
36
I
z o
r
16' 4"
16
6'-4"
29
G
19'-9"
17
C
19'-9"
30
19'-0"
17
B
p
30
G
20'-8"
17
�'
20'-8"
31
G
26'-8"
19
E
26'-8"
33
H
6CL
i i o Q
r
11'-4"
6'
16'-4"
18
B
16'-0"
[15'
30
19'-9"
19
19'-3"
32
G
19'-0"
19
32
20'-8"
20
20'-2"
32
26'-8"
21
26'-0"
35
1
ui
15'-215,-2"
169
230
18'-4"8
120
�.i
18'-4"7'-10
331
17'-17'-7"
1
Ci
331
G+
19'-
12p
(�
19'- �9'-2"
332
G
24'- 24,-8"
122
E
24'- 24,-1"
334
H
71
9,_9"
7,
B
14'-10"
`7
�"
(j
19
-
9,-2"
0 a z
8'-6"
$'
14'-3"
17
B
14'-3"
29
G
17'-2"
18
C
17'-2"
31
G
16'-6"
18
C
16'-6"
31
G
18'-0"
18
C
18'-0"
31
G
23'- 23'-2
222
E
23'- 22'-7"
333
H
8'
o Z
.J
14-3
19
13'-10'
29
17'-2
20
16'-9"
31
16'-6"
20
16'-1"
31
18'-0
21
18'-0"
31
J
7'-7'
9
13'-6"
17
C
13'-6"
30
G
16'-3"
18
E
16'-3"
31
G
15'-6"
18
C
15'-6"
31
G
17'-0"
18
17'-0"
32
1'-10"
20
21'-10"
34
o
ILL
13'-6"
19
13'-1"
30
16'-3"
21
15'-9"
31
15'-6"
20
15'-2"
31
17'-0"
21
17'-0"
31
21'-10
23
21'-3"
34
6'-10„
10,
12'-912,-9"
120
(�
12'-912,-6"
330
G
15'-4"5'
121
E
15'-4"5-1"
332
(j
14'-9'4,-9"
121
E
14'-94'-4"
332
(j
16'-116,-1"
121
E
16'-1;
332
G
20'- 20,-9"
223
E
20'- 20,-2"
334
H
10'
4"
6,-1"
6'-2"
11,
12'-2"
18
C
12'-2"
31
G
14'-8"
19
E
14'-8"
32
G
14'-1"
19
E
14'-1"
32
G
15'-4"
19
E
15'-4"
32
G
19'-9"
21
E
19'-9"
35
I
11'
O
12'-2"
20
11'-10"
30
14'-8"
21
14'-4"
32
14'-1"
21
13'-8"
32
15'-4"
22
15' 4"
32
19'-9"
24
19'-3"
34
0
r
11'-811
120
(�
11'-811
331
G
14'-114,-1"
122
E
14'-113,-9"
332
G
13' 1"3'
121
E
13'6"-3'-2"
332
G
14'-914,-9"
122
E
14'-9"4'-9"
333
I..I
19'-0"9'-0"
224
E
19'-0"s'-6"
335
I
12'
5,_8„
12,
-8"
�"
6"
o
, o
o�
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-
0,
W ?
w
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
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0
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SPACING
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POSTN.)
POST
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POST
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(IN.)
POST
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POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
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POST
SPACING
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POST
rn
(2) (3)
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
13'-7"
5'
18'-0"
16
B
18'-0"
31
G
48"-
B
21'-8"
33
H
20'-9"
17
B
20'-9"
32
G
22'-8"
18
B
22'-8"
33
H
29'-2"
19
C
29'-2"
35
I
5'
17'-8"
19
17'-0"
31
Fi20
20'-7"
34
20'-4"
20
19'-8"
34
H
22'-4"
20
C
21'-6"
35
I
28'-9"
22
27'-8"
37
K
11'-4"
16' 4"
17
B
16'-4"
30
G21
8
C
19'-9"
32
G
19'-0"
18
B
19'-0"
32
G
20'-8"
18
�'
20'-8"
32
G
26'-8"
20
E
26'-8"
35
I
6'
w oU) 06 zz
6'
16'-2"
19
15'-7"
30
18'-9"
34
H
18'-8"
20
C
18'-0"
33
H
20' 4"
21
19'-8"
34
H
26'-3"
23
25'-3"
36
K
N
9'-9"
T
15'-2"
17
B
15'-2"
30
G
18'-4"
18
C
18'-4"
31
G
1 T-7"
18
C
17'-7"
31
G
19'-2"
19
�'
19'-2"
32
G
24'-8" 20
E
24'-8"
34
H
�7,
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• ..
15'-0"
20
14' 4"
30
18'-1"
21
1T 4"
33
H
17'-3"
21
16'-8"
33
18'-10'
21
18'-2"
33
H
�2
r2•
23'-6"
36
I
J
`
8
14'-3"
18
B
14'-3"
29
17'-2"
19
C
17'-2"
31
G
16' 6"
18
C
16'-6"
30
G
18'-0"
19
�'
18'-0"
31
G
23'`-2"�
21
E
23'-2"
33
H
,
$
8'-6"
14'-1
20
C
13'-6"
29
C7
17'-0'
22
16'-3"
32
16'-2"
21
15'-7"
32
17'-8"
22
17'-1"
33
H
22'-9
24
22'-0"
35
I
J.
7' 7"
9'
13'-6"
18
C
13'-6"
30
G
16'-3"
19
E
16'-3"
31
G
15'-6"
19
C
15'-6"
31
G
17'-0"
19
E
17'-0"
32
G
21'-1
21
E
21'-1
34
H
9,
I=
13'-3" 21
12'-9" 30
16'-0" 22
15'-4" 32
15'-3" 22
14'-8" 32
16'-8" 22
16'-1" 32
21'-6" 24
20'-8" 34 I
6'-10"
10'
12'-9"
18
C
12'-9"
30
G
15'-4"
19
E
15'-4"
32
G
14'-9"
19
E
14'-9"
31
G
16'-1"
20
E
16'-1"
32
G
0'-9"
21
E
20'-9"
34
H
10'
E
12'-7"
21
12'-1"
30
15'-2"
22
14'-7"
31
14'-6"
22
14'-0"
31
15'-10
23
15'-3"
32
20'-4"
25
19'-8"
34
m s°
11'
12'-2"
19
12'-2"
31
14'-8"
20
E
14'-8"
32
G
14'-1"
19
E
14'-1"
32
G
15'-4"
20
E
15'-4"
32
G
19'-9"
35
'
`a'_
6'-2"
'-"2111'-7"3014'-6"
C
G
23
14'-0"
32
13'-10"
23
13' 4"
31
15'-2"
23
14'-7"
32
H
19'-6"
34
o
11'-8"
19
C
11'-8"
31
14'-1"
20
E
14'-1"
32
G
13'-6"
20
E
13'-6"
32
G
14'-9"
20
E
14'-9"
33
H
19'-0"
a22L8'
35
I
12
¢zW;5-8
12
11'-6"22
11'-1"
31
G
13'-10'
23
13'-4"
32
H
13'-3"
23
12'-9"
32
14'-6"
23
14'-0"
32
18'-8"
34
2w"
Y
ouj _
LL
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
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FREESTANDING
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FREESTANDING
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MAX.COL.
SPACING
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MAX.POST
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FTG.
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MIN.
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FTG.
MIN.
MAX.POST
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MIN.
MAX.POST
FTG.
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*
ON SLAB
m
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
m
F m ,o
Qa
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
o m
(2) (g)
13'-7"
5'
18'-0"
17
B
17'-8"
33
G
21'-8"
19
B
21'-4"
34
H
20'-9"
18
B
20' 4"
32
H
22'-8"
19
B
22'-4"
35
I
29'-2"
20
C
28'-9"
37
K
5'
Q
17'-3"
20
16'-6"
34
H
20'-10
21
20'-0"
36
K
20'-0"
21
19'-1"
34
I
21'-10"
21
C
20'-10"
36
K
28'-2"
23
E
6'-10
39
11,-4„
16'-4"
18
B
16'-2"
32
G
19'-9"
19
C
19'-7"
33
H
19'-0"
19
B
18'-8"
32
H
20'-8"
19
C
20'-4"
34
H
26'-8"
21
E
26'-3"
36
K
6,
W
6'
15'-10"
20
15'-1"
33
H
19'-1"
22
18'-3"
35
1
18'-3"
21
C
17'-6"
33
I
20'-0"
22
19'-1"
36
1
25'-9"
24
24'-7"
38
wG Z }
9,_9"
15'-2"
18
15'-0"
31
G
18' 4"
20
C
18'-i"
33
H
i 7'-7"
19
C
17'-3"
31
G
19'-2"
20
C
18'-10"
33
H
24'-8"
22
E
1
7'
Z W W
7'
14'-8"
21
B
14'-0"
33
H
17'-8"
22
16'-10
34
17'-0"
22
16'-2"
33
H
18'-6"
23
17'-8"
35
I
23'-10
25
W-
K
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14'-3"
19
B
14'-1"
31
17'-2"
20
C
17'-0"
32
G
16'-6"
20
C
16'-2"
30
G
18'-0"
20
C
17'-8"
33
G
23'-2"
22
E
1
$
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8'-6"
13'-9"
21
C
13'-1"
32
G
16'-7'
23
15'-10
34
H
15,-10"
22
15'-2"
32
H
17 4"
23
16'-7"
34
H
22'-3
25
K
J
7'-7"
9,
13'-6"
19
13'-3"
30
16'-3"
21
E
16'-0"
32
G
15'-0"
20
C
15'-3"
31
G
17'-0"
21
E
16'-8"
32
G
1'-1 "
23
E
21'-6"
34
H
91
13'-0"
22
C
12'-4"
32
G
15'-8"
15'-0"
33
H
15'-0"
23
14'-3"
32
H
16'-4"
24
15'-7"
34
H
21'-1"
26
20'-1"
36
K
v
LL
6'-10„
10,
12'-912,-3"
222
12'-711'-9"
331
15'4"4'-10
-23
224
E
15'- 14-2"
333
G
14-94-2"
223
E
14'-63
331
G
16'-115,-7"
224
E
15'-14'
333
H
20'- 20'-0"
226
E
20' 4"9
336
H
10
W o
C
G
H
7"
10
1"
1
a'
6'-2"
1cq
1'
12'-2"
20
12'-0"
31
14'-8"
21
E
14'-6"
32
H
14'-1"
21
E
3'-10"
32
G
15'-4"
22
E
15'-2"
32
H
19'-9"
23
E
19'-6"
35
I
11
r
o LU
Q
11'-9"
23
C
11'-3"
31
G
14'-2"
24
13'-7"
32
G
13'-7"
24
13'-0"
31
14'-10"
24
14'-2"
33
19'-1"
27
18'-2"
35
a
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5'-8„
12,
11'-811'-3"
223
(;
11'-610'-9"
331
14'-113'-7"
224
E
13'-113-0"
332
I --I
13'-6 3
224
E
13'-12,-0"
332
H
14'-9"4
225
E
14'-6 3
332
H
19'-0"8
227
E
18'-8
335
I
12'
l7
0"
G
2"
7"
3"
7-6"
ThinkPad\Duralum\IAPMO 0195\5-21-14 Submittal 2-28-14 D 4.dwg, 8262014 6:36:06 AM, CutePDF Writer,
No. C373f948
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