BPAT2014-100478-495 CALLE TAMPIC0 C� 0 D �NMUCl/
LA QUINTA, CALIFORNIA 92253 COMMUNITY DEVELOPMENT DEPARTMENT
BUILDING PERMIT
VOICE (760) 777-7125
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Application Number: BPAT2014-1004
Owner:
Property Address: 45395 DESERT AIR ST
ALEXANDER GONZALES
APN: 604322001
Application Description: 211.5 SF ALUMAWOOD LATTICE PATIO COVER IN REAR YARD
92253
Property Zoning:
Application Valuation: ZtJL7
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D a
Applicant:
Contractor:
VALLEY PATIOS
JUL 1 C
J 204
VALLEY PATIOS
37897 CHESTERFIELD ST
37897 CHESTERFIELD ST
INDIO, CA 92203
COY OF LAOUINTA
INDIO, CA 92203
COMB►UNITYDEVELOPMENfD RTMENT
(760)534-4634
LIc. No.: 937811
LICENSED CONTRACTOR'S DECLARATION
I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9
(commencing with Section 70001 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
�XJ Date: 1 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:
Date: 7/15/2014
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 �5�7y Applicant:%O��
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 ($100,000). IN ADDITION TO THE COST OF
COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE,
INTEREST, AND ATTORNEY'S FEES.
APPLICANT ACKNOWLEDGEMENT
IMPORTANT: Application is hereby made to the Building Official for a permit subject to
the conditions and restrictions set forth on this application.
1. Each person upon whose behalf this application is made, each person at whose
request and for whose benefit work is performed under or pursuant to any permit issued
as a result of this application , the owner, and the applicant, each agrees to, and shall
defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and
employees for any act or omission related to the work being performed under or
following issuance of this permit.
2. Any permit issued as a result of this application becomes null and void if work is not
commenced within 180 days from date of issuance of such permit, or cessation of work
for 180 days will subject permit to cancellation.
I certify that I have read this application and state that the above information is correct.
I agree to comply with all city and county ordinances and state laws relating to building
construction, and hereby authorize representatives of this city to enter upon the above-
mentioned property for inspection purposes.
Date: —1�—' Signature (Applicant or Agent):
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FINANCIAL INFORMATION
ACCOUNT `"Y GQTY:`$yrAMOUNT�� F»PAID .. z
PAID DATE
PATIO COVER, STD, OPEN
101-0000-42404
0 $95.81 $0.00
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PAID BYE ',�;';�
'} TT#•r �, ..a"
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nRECEIPTi#`; s•i CHECK#
CLTD BY
;DESCRIPTION°��: ?' y ;'�rxr,ACCOUNT��
�3QTYyAMOUNT=,:
;''� �PAID��_'�
PAID DATE
PATIO COVER, STD, OPEN PC
101-0000-42600
0
$94.38 $0.00
"«�aPAIDBYU'a-?METHOD
';RECEIPT# ` xCHECK#F�i
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Total Paid for PATIO COVER / COVERED PORCH / LATTICE $190.19 $0.00
TOTALS:•• .$0.00
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City of La Quinta .
Building 8t Safety Division
`� `'I""}�- P•O. Box 1504, 78-495 Calle Tampico .
La Quinta,CA 92253- (760) 777-7012.
Building Permit Application and Tracking Sheet
Permit #
S.,'L-e5 (4,
Project Address: S D e_f1, re S -�. ,
Owner's Name: M t (Q 6 C) A-� U—S
A. P. Number:
Address: t2- 3 q 5- Oe 5e- A I re _ 5
Legal. Description:
City, ST, Zip: 4-a CA
(Contractor: Ue � Pa
Telephone:
Address: 378 9 2 C�S-1� ,("`e �V �1 -
Project.Description: J�{n�j�QOd A z)City,
Sr, zip:
CA g Z 2 0 3
CaJP� . ro-X �l X 2 3 1/Z
Tele ho nc: —
P O-
7� 3 Lf
State Lic. # : 7j % 8 ((
City Lic. #;
Arch., Engr., Designer:
Address:
City., ST, Zip:
.Telephone:
: ::.->::;s;;:;:;r:;.:<:<
Construction Type: Occupancy:
Project a circle one): New Add' Alter Repair Demo
J type � )
State Lic. #:
-'%::y:: vhiii:i::ji'�:{•i::;:4iiir.:
vi ';1Y:4.y�itifiY;i�::ir' ��:.r:: y; : i.
"�
Name of Contact Person: A A0( s
Sq. Ft.: Z Z
# Stories:
# Units:
Telephone #,of Contact Person:
Estimated Value of Project: 7— 0
APPLICANT: DO NOT WRITE BELOW THIS LINE
#
Submittal
Req'd
Rec'd
TRACKING
PERMIT FEES
Plan Sets
Plan Check submitted
Item
Amount
Structural Calcs.
Reviewed, ready for corrections
Plan Check Deposit
Truss Calcs.
Called Contact Person
Plan Check Balance
Title 24 Calcs.
Plans picked up
Construction
Flood plain plan
Plans resubmitted
Mechanical
Grading plan
2" Review, ready for correction issue
Electrical
Subcontactor List
Called Contact Person
Plumbing
Grant Decd
Plans picked up
S.M.I.
H.O.A. Approval
Plans resubmitted
Grading
IN HOUSE:-
3" Review, ready for correctionstissue
Developer Impact Fee
Planning Approval
Called Contact Person
A.I.P.P.
Pub. Wks. Appr
Date of permit issue
School Fees
Total Permit Fees
( •
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CITY OF LA QUINTA Driveway
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
DAA 7- l_^i'4 W K -
Gonzales Residence
45395 Desert Aire St.
La Quinta, CA 92253
Proposed Alumawood
Patio Cover
1-11
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111-8"
5'
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PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC.
GENERAL NOTES: _ _ - - M _ DESIGN REQUIREMENTS:
%GOVERNING CODES:
- RESIDENTUIL APPLICATIONS - CRC AND IRC APPENDIX H. CBC AND IBC CHAPTER 16, CBC & IBC APPENDIX
1..THE DESIGN OF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLY WITH THE ROOF LIVE AND SNOW LOADS: 10, 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND LEVEL 25, 30, 40 &
2012 INTERNATIONAL BUILDING AND RESIDENTIAL CODES, 2013 CALIFORNIA BUILDING RESIDENTIAL CODES: COMMERCIAL APPLICATIONS - CBC AND IBC CHAPTER 16.
ASCE/SE17-10-MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES AND THE 2010 ALUMINUM ROOF LIVE AND SNOW LOADS: 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND LEVEL 25, 30, 40 & 50
MANUAL -ADM 1-10. COLUMNS BEARING ON CONCRETE SLAB ISI
ACCORDANCE WITH 2012 IRC AND 2013
CRC SECTION AH1052. ADDITIONAL DESIGN REQUIREMENTS:
DRAWING NOTES
2. ALL ITEMS PERTAINING TO EACH INSTALLATION (TYPE OF ROOF PANEL, HEADER SPAN, COLUMN Ste,
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: 114 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 (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 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 CP60. STAINLESS STEEL MEMBERS
SHALL CONFORM TO ASTM A653, GRADE 40.
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.
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.
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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: 11, 1.0.
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 p= 0.50
RESPONSE MODIFICATION FACTOR, 81.25
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.
O. 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.
SHEET INDEX:
SHEET # SHEET TITLE / DESCRIPTION
m
CITY OF LA QUINTA
�01LDINO & SAFETY ,Y, EPT,
APPROVED
FOR (;ONSTRUCTIQN
BY.
WIND SPEED CONVERSION TABLE:
CBC / IBC
WIND SPEED
EQUIVALENT CRC
WIND SPEED
110 MPH
85 MPH
120 MPH
93 MPH
130 MPH
101 MPH
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 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 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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SOLID PANELS SPANS FOR COMMERCIAL & PATIOS
24' TRI -'V• PAN
ALUM. ALLOY 3004-1-136 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 -'1P PAN
0.88 0.83 0.75 0.80
24-x2NZ-x0.018" 0.85
0.80 0.65 0.65 - -
24-x2Y2•x0.024" 0.90
PANEL -r
110 MPH
SPAN
120 MPH
SPAN
130 MPH
SPAN
LLJSL
(IN.)
EXP.B
EXP.0
EXP.B
EXP.0
EXP.B
EXP.0
10'3•
10'3•
10'-3-
10'-3'
10'-3'
173'
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17-3'
173'
12'3-
173•
173"
17-3•
10
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3
10 4•
9'-9'
9'-9"
9'-Y
9'-3"
14'3'
14'3'
14'-3'
14'3'
14'3"
14'-3•
.032
17 8•
17-1'
1 Y-1 •
11'-2'
11'-3•
10 8•
8'4'
8'4-
8.4'
8'4"
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30
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8'-10'
TABLE 1 - MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS
ROOF PANEL TYPE 10
ROOF LIVE/SNOW LOAD, psf
20 25 30 40 50
1 Yx3Y2"x0.020' -
0.88 0.83 0.75 0.80
24-x2NZ-x0.018" 0.85
0.80 0.65 0.65 - -
24-x2Y2•x0.024" 0.90
0.88 0.70 0.65
24-x2Y2"XO•032- 0.90
0.88 - -
(1) MULTI -SPAN REDUCTION FACTORS ARE ONLY
APPLICABLE TO THOSE ROOF PANEL TYPES SHOWN
IN TABLE 1 ABOVE.
NOTE: PANEL FASTENERS
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FOOTNOTE: "SAMPLE'
FIGURE INDICATES
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TABLE 3
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HEADERS
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NUMBER OF NO. 14 TEK OR SMS SCREWS
NUMBER OF.NO. 14 TEK OR SMS SCREWS
NUMBER OF NO. 14 TEK OR SMS SCREWS
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PER
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PER
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HANGER AND
BEAM LENGTH
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110 MPH 120 MPH 130 MPH
110 MPH 120 MPH 130 MPH
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
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EXP. B
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RAFTER
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130 MPH
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29'-8"
29'-6"
29'-0"
28'-9"
29'-3"
26'-3"
16'-0"
15'-10"
16'-0"
15'-0"
15'-9"
13'-8"
22'-6"
22'-0"
22'-6"
21'-1"
22'-2"
19'-2'
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13'-9"
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21'-6"
21'-6"
21'-0"
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21'-0"
11'-7"
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11'-7"
11'-3"
14'-7" 14'-7" 14'-7" 14'-4" 14'-6" 14'-0"
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16'-3"
16'-3"
16'-3"
16'-3"
16'-3"
5'-10"
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23'-0" 23'-0" 23'-0" 23'-0" 23'-0" 22'-9"
20'-3" 20'-2" 20'-3" 19'-8" 20'-1" 18'-2"
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16"
21'-10"
21'-10"
21'-10"
21'-10"
21'-10"
21'-10;
11-0"
16"
18'-0"
18'-0"
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24"
24"
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17'-10"
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20'-8"
20'-2"
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19'-8"
19'-8"
19'-8"
19'-8"
19'-8"
19'-8"
6"
24'-4"
24'-6"
23'-9"
24'-3"
23'-2"
34'-7"
34'-4"
34'-7"
33'-7"
34'-2"
32'-8"
16"
16"
16"
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6"
21'-6"
21'-6"
21'-2"
21'-3"
20'-8"
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29'-10"
25
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28'-2"
28'-1"
28'-2"
27'x�7'
26'-8"24"17'-7"
24"
24"
1T-7"17'-7"
17'-4"
17'-6"16'-10"
7'-9"
17'-9"
17'-9"
17'-9"
1T-9"
17'-3"
25'-1"
25'-1"
25'-1"
2
24'-4"
18'-1"
18'-1"
18'-1"
18'-1"
18'-1"
12'�"'
12'-4"
12'x"
12'-0"
12'x"
12'-4"
17'x"
17'-4"
17'-0"
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17'-4"
17'-3"
16"
16"
16"
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19'-1"
19'-1"
19'-1"
19'-1"
19'-1"
19'-1"
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11'-9"
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16'-7"
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13'-9" 13'-9" 13'-9" 13'-9" 13'-9" 13'-9"
10'-2" 10'-2" 10'-2" 10'-2" 10'-2" 10'-1"
14'-2" 14'-2" 14'-2" 14'-2" 14'-2" 14'-2"
24"
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15'-7"
15'-7"
15'-7"
15'-7"
15'-7"
15'-7"
9'-8"
9'-8"
9'-8"
9'-8"
9'-8"
9'-8"
13'-7"
13'-7"
13'-7"
13'-7"
13'-7"
13'-7"
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15'-10"
5'-10"
15'-10"
15'-10"
15'-10"
15'-10"
15'-8"
15'-8"
15'-8"
15'-8"
15'-8"
15'-8"
22'-1"
22'-1"
22'-1"
22'-1"
22'-1"
22'- 0"
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16"
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16„
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16'-0"
16'-8"
16'-8"
16'-8"
16'-8"
16'-8"
15'-0"
15'-0"
15'-0"
15'-0"
15'-0"
15'-0"
21'-1"
21'-1"
21'-1"
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12'-10"
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12'-10"
12'-9"
18'-1"
18'-1"
18'-1"
18'-1"
18'-0"
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24"
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19'-0"
19'-0"
19'-0"
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18'-10"
26'-8"
26'-8"
26'-8"
26'-8"
26'-8"
26'-7"
16"
16"
16"
15'-0"
15'-0"
15'-0"
15'-0"
18'-1"
18'-1"
18'-1"
18'-1"
18'-1"
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25'-6"
25'-6"
25'-6"
25'-6"
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10'-3"
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15'-6"
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15'-6"
21'-10"
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21'-10"
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11'-2"
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11'-2"
11'-2"
14'-9"
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14'-9"
14'-9"
14'-9"
20'-10"
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20-10"
20'-10"
20'-10"
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10'-7"
10'-7"
10'-7"
10'-7"
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15'-10"
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15'-10"
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16"
9'-9"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
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10'-3"
9'-9"
10'-3"
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14'-8"
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14'-8"
14'-6"
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14'-6"
14'-8"
14'-6"
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14'-6"
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12'-6"30
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18'-4"
18'-7"
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18'-7"
18'-4"
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18'-4"
18'-7"
18'-0"
18'-7"
1 8'-4"
30
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10'-2" 10'-2" 10'-2" 10'-2" 10'-2", 10'-2"
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15'4"
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10'-8"
10'-8"
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10'-8"
15'-1"
15'-1"
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16'-0"
15'-9"
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16'-0"
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16'-0"
15'-9"
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22'-7"
22'-2"
22'-7"
22'-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'-10 12'-10'
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18'-6"
18'-2"
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9'-1"
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12'-8"
2'-10"
12'-8"
2'-10"
12'-8"
2'-10"
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2'-10"
12'-8"
24"
6'-2" 6'-2" 6--2" 6'-2" 6'-2". 6'-2"
7'-2" T-2" T-2'- T-2" 7'-2"7'-2"
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10'-4" 10'-4" 10'-4" 10'�l" 10'-4"
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11'-6"
10'-10"
11'-6"
10'-10"
11'-6"
10'-10"
11' 6"
10'-10"
11'-6"
10'-10"
11' 6"
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16„
16'-4"
16'-1"
16'-4"
16'-1"
16'-4"
16'-1"
16'-4"
16'-1"
16'-4"
16'-1"
16'-4"
16'-1"
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24"
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12'-6" 12'-6" 12'-6" 12'-6" 12'-6"
12'-6"
9'�"
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13'-2"
13'-2"
13'-2"
13'-2"
13'-2"
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16"
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9"
13'-2"
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13'-2"
13'-9"
13'-2"
13'-9"
13'-2"
13'-9"
13'-2"
13'-9"
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16'
19'-9"
19'-4"
19'-9"
19'-4"
19--9"
19'-4"
19'-9"
19'4"
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19'-4"
19'-9'-
19'-4"
24"
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11'-3" 11'-3" 11'-3" 11'-3" 11'-3" 11'-3"
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16'-2" 16'-2" 16'-2" 16'-2" 16'-2"
15'-10"10"10"
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15'-10'
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10'-10"
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11'-4"
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8'-3" 8'-3" 8'-3" 8'-3" 8'-3"
9 -4- 9'-4" 9--4- 9.4,. 9,4..
8'-3"
9'-4"
50
.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"
50
.032r24"
16'
14'-8"
14'-8"
14' 6"
14'-8"
14'-6"
14'-8"
14'-6"
14'-8"
14'-6"
14'-8"
14'-6"
24'
T-0" T-0" T-0" T-0" T-0" 7'-0"
8'-4" 8'-4" 8' 4" 8'-4'- '8' 4" 8'-4"
11'-3" 11'-3" 11'-3" 11--3-' 11'-3'-
11'-10" 11'-10" 11'-10" 11'-10" 11'-10"
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11'-10"
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11'-9"
12'-6"
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11'-9"
12'-6"
11'-9"
12'-6"
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16
17'-9"
17'-6"
17'-9"
17'-6"
17'-9"
17'-6"
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17'-9"
17'-6"
17'-9"
17'-6"
24"
9--0" 9'-0" 9' 0" 91-01,91-0" 9'-0"
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GRADE 50
CP60
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P W/ DBL. 12 GA. STL. INSERT
ALUM. ALLOY 30041136
OR EQUAL
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.
430:15 PM. CutePDF Writer.
HEADER
SPLICE
WHERE
OCCURS
4.I
0.070'
TYP.
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OR EQUAL
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ASTM A653 GRADE 50 CP60
3"x8"0.042" BEAM
DN W/ 12 GA. STL. INSERT
ASTM A653 GRADE 50 CP60
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'
PLASTIC
PLUGS
INSERT JIrTALLOYWHERE
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ALUM.
CCURS
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0.375'
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H W/ 2 "C" INSERTS
ALUM. ALLOY 6063-T6
NOTE:
WHERE'C' INSERT OCCURS AS SHOWN IN
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EXISTING LEDGER OR WALL HANGER & EAVE CONNECTION DETAILS
NOTE:
A34 FRAMING ANGLE
1. EXISTING ROOF OVERHANG DEPIGN LOADS:
3/16' STEEL NOTE: BRACKET CAN BE LOCATED
0 1/4'H HOLES,TYP. ANYWHERE ON EAVE-
8" AVE
p
z
SEE TABLE 2
SEE
RDL = 3 psf (MIN) TO 8 Psf (MAX) RLL = 20, 25, 30, 40, & 50 psf
0
z
2. EXISTING RAFTER ALLOWABLE
BENDING STRESS IS 1200 psi.
NOTE: PROVIDE WATER
w
FASTENERS, SEE TABLE 3
D TYP. BRACKET
! PROTECTION, METAL FLASHING
AT EVERY 2x CAUCK JOINTS AND SLOPE
0 0 8
z z
R.F. OR EXT. HANGER
LEDGER OR WALL HANGER
8
0
0
0
TO DRAIN (OPTIONAL)
m N
of
CHANNEL, 2X OR 3X
WITH FASTENERS
EXISTING
EAVE ALLOWABLE PROJ. TO BEAM
ui 22
<
RAFTER BRACKET
PER TABLES 3& 4
2x WOOD STUD,
OVERHANG SEE TABLE 1
G
0 M m
MASONRY OR
1 1/4"
(24") 2. OR Z18 LEDGER
ti a
1" MIN
CONCRETE WALL
¢ a
ALUM. PANEL 2X OR
3x ALUM. RAFTER
EXIST. RAFTERS AT
24' O.C. AT ROOF
3 Y'
RAFTER
(3}#14x3 12- W.
w o
w o
BOARD
to
EXIST. FASCIA
OVERHANG
1' MIN
a w
ALLOWABLE
PROD.
EXISTING
EAV--:,
T—
Z =
TO BEAM
SEE TABLE 1
OVERHANG
(24" MAX)
NOTE: PLACE'SIKA FLEX' OR SIMILAR
NOTE: BRACKET MAY BE
o
O a
MATERIAL BETWEEN BRACKET AND COMP.
SHINGLE ROOFING TO PROVIDE SEAL
MOUNTED BELOW RAFTER
r 0
w
W/ SAME CONNECTION'S.
�
EAVE CONNECTION
WALL CONNECTION
0
A
B
NOTE: WALL LEDGER IS NOMINAL LUMBER SIZE 2'x6' (AT 2'x6 Yz•ALTERNATE
EAVE CONNECTION
C
MINIMUM RAFTERS), NOMINAL 2-x8' (AT 37x8- MINIMUM RAFTERS)
NOTE: THIS DETAIL IS LIMITED TO RESIDENTIAL INSTALLATIONS
OR KILN -DRY WOOD -FILLED 2•x6 Yi OR 3'x8' ALUMINUM SECTIONS.
WITH A 10 psf MAXIMUM
DESIGN LOAD.
LL
TABLE 1
TABLE 2
TABLE
4 ANCHORS INSTALLED
0. a.
� o
TYPE AND NUMBER
OF FASTENERS REQUIRED
AT ROOF PANEL
INTO CONCRETE WALLS
OR RAFTER
CONNECTED TO EXISTING ROOF
OVERHANG
WITH 6 -INCH MIN.THICKNESS
.i o
EXISTING
MAXIMUM PROJECTION
N �
(A) - SIMPSON A34 FRAMING ANCHOR USING SD9112 SCREWS
COVER
NUMBER AND TYPE
FRAMING MEMBER
WIND SPEED (MPH) AND EXPOSURE
COVER
AT ROOF
(B) - SIMPSON A34 FRAMING ANCHOR
USING SD9112 SCREWS WITH 2x FULL
DEPTH WOOD SCAB
FULL LENGTH OF
LUSL
OF FASTENERS
a Z
110, B
110, C
120, B
120, C
130, B
130, C
LUSL
OVERHANG
RAFTER TAIL
o a
Q
Y:" O SIMPSON STRONG -BOLT 2 SS
AT 48' O.C. (a,b)
> o
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.
2"x 4" FULL
26'-0"
26'-0"
26'-0"
25'-2"
25'-4"
20'-7"
2" X 6" NOTCHED
26'-0"
26'-0"
26'-0"
25'-7"
25'-4"
21'-2"
S o
m
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)
20
YZ 0 SIMPSON STRONG -BOLT 2 SS
AT 48' O.C.
>
10
2"x6" FULL OR
110 120 130
110 120 130
110
120 130
110 120 130
110 120 130
110 120 130
2"x8" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
(a,D)
I
oQ
w o
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
AZT04 SIMPSONSTRONG -BOLT 2 SS
6'
(A) (A) (A)
(A) (A) (A)
(A)
(A) (A)
(A) (A) (A)
(A) (A) (A)
(B) (B) (B)
2"X10" NOTCHED
a b)
o 0
Lu
J W
i z
2"x 4" FULL
26'-0"
26'-0"
26'-0"
25'-2"
25'-4"
20' -7 -
(A) (A) (A)
(A) (A) (A)
(A)
(A) (A)
(A) (A) , (A)
(A) (A) (A)
(B) (B) (B)
30
STRONG BOLT z SS
2" x 6" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
$'
(A) (A) (A)
(A) (A) (A)
(A)
(A) (A)
(A) (A) (A)
(B) (B) (B)
(B) (B) (B)
A 3 " O.C. (N
AT 36' O.C. (a,b)
y v
�
20
2"x6" FULL OR
2"x8" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
9'
(A) (A) (A)
(A) (A) (A)
(A)
(A) (A)
(A) (A)
(B)
(B) (B) (B)
(A)
(B) (B)
40
TRONG BOLT 2 ss
86"IO.C.
2"x8" FULL OR
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
r
10
(A) (A) (A)
(A) (A) (A)
(A)
(A) (A)
(B) (B) (B)
(B) (B) (B)
(B) (B) (B)E
AT (a,b)
2"x10" NOTCHED
mN —'P
LL cai
11'
(A) (A) (A)
(A) (A) (A)
(B)
(B) (B)
(B) (B) (B)
(B) (B) (B)
(B) (B) (B)
50
Y2.B SIMPSON STRONG -BOLT 2 SS
AT 24.O.C. (a,b)
2" x 4" FULL
26'-0"
26'-0"
26'-0"
25'-2"
25'-4"
20'-7"
2" x 6" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
12'
1 (A) I (A) (A)
1 (A) (A) (A)
(B)
(B) (B)
(B) (B) (B)
(B) (B) (B)
(B) (B) (B)
o m
25
2"x6" FULL OR
2"x8" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
TABLE
3 TYPE AND
NUMBER OF FASTENERS REQUIRED
AT LEDGER
a z L
ROOF PANEL RAIL TO EXISTING WOOD STUD WALL FRAMING
FOOTNOTES TO TABLES 3 & 4:
W "dI ch2"x10"
2"x8" FULL OROR
NOTCHED
26'-0"
26-0"
26'-0"
26'-0"
26'-0"
26'-0"
a. EMBED ANCHOR 3" MINIMUM INTO
} N g
m S > -
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
u, a. a
2" x 6" NOTCHED
10'-10"
10'-10"
10'-10"
9'-2"
9'-3"
-
(D) - %" DIAMETER LAG SCREW
(E) - /" DIAMETER LAG SCREW
ACCORDANCE WIHT ESR -3037
Lu
8 M a 8
2"x6" FULL OR
"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
3�
(F) - V DIAMETER LAG SCREW
b. USE 3" SQ.xY4" STAINLESS STEEL
_jN
9 �
2"x8" NOTCHED
HE
WASHER WHEN INSTALLING NEW
a �
a o 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.
2"x8" FULL
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
WOOD LEDGER AGAINST EXISTING
j o
WIND SPEED
SPEED
2"x10" NOTCHED
m
(EXP. B & C)
WIND
_(EXP. B & C
WIND SPEED
EXP. B & C
( )
WIND SPEED
(EXP. B & C )
WIND SPEED
EXP. B & C
(- )
WIND SPEED
(EXP. 8 & 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
110 120 130
110 120 130
110 120 130
110 120 130
110 120 130
USE Yz' DIAMETER LAG SCREW IN
.. r o m
2" x 6" NOTCHED
15'-6"
15'-6"
15'-6"
15'-6"
15'-6"
15'-6"
40
2"x6" FULL OR
5'
(Cp (C) (C)
(C) (C) (C)
(C) (C) (C)
(C) (C) (C)
(D) (D) (D)
(D) (D) (D)
LIEU OF (2) Ya" DIAMETER LAG
z W W
2"x8" NOTCHED
19'-6"
19'-6"
19'-6"
19'-6"
19'-6"
19'-6"
SCREWS.
3 rn
< N o
6'
(C) (C) (C)
(C) (C) (C)
(C) (C) (C)
(D) (D) (D)
(D) (D) (D)
(D) (D) (D)
0tn xC
2"x8" FULL OR
2"x10" NOTCHED
26'-0"
26'-0"
26'-0"
26-0"
26'-0"
26'-0"
7'
(C) I (C) (C)
(C) (C) (C)
(C) (C) I (C)
(D) (D) I (D)
(D) I (D) (D)
(D) (D) (D)
v
2"x 4" FULL
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)
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)
(D) (D) (D)
(E) (E) (E)
50
w
2"x6" FULL OR
- 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
w
11'
(C) (C) (C)
(C) (C) (C)
(D) (D). (D)
(D) (D) (D)
(E) (E) (E)
(E) (E) (E)
m
2"x8" FULL OR
12'
(C) (C) (C)
(D) (D) (D)
(D) (D) (D)
(D) (D) (D)
(E) I (E) (E)
(E) (E) (E)
2"x10" NOTCHED
20'-9"
20'-9"
20'-9"
20'-9"
20'-9"
20'-9"
ThinkPad\Duralurn\IAPMO 0195\2-28-14 A 2.dwg, 529/2014 4:31:32 PM, CutePDF Wrfter,
HANGER CHANNELS AND MOUNTING BRACKETS
FASTENERS,
T=.060" TYP.
o
}� 2.740°
SEE TABLE 3, SHEET 4
r
Ix
W
FASTENERS,
1.50' SEE TABLE 3 SHEET 8 app" .078
I
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w �'
T=.060"
N
Lu
ALUM. 3004-H36
.0 25'R .05
FASTENERS
O
3'
2p2' FASTENERS,
.010'x90" DIA. SEESHEET4
" (2)
mm563" .20 5"
fV 'i .281"
SEE TABLE 3 SHEET 8
Q0.04"
0
6"
a U) 0
°Q F
CR -1A3'
CONTINUOUSA RAILSTENERS
wO
a
ROOF PANEL (WHERE OCCURS)
o
a waC°riE
SHEET 7
oaz
.06 FASTENERS, w
�SEESHEET4AL60M6.3 LT6 Y
FASTENERS,
TABLE 4
F a
1.880"
SEE 3, SHEET
ALUM. ALLOY
ALUM.ALLOY
AL6063-T6
Y
6063-T6
6063-T6
O ROHANGERED
O EXTRUDED HANGER /CONNECTION
O I.R. HANGER
"H" BRACKET
LL
NOTE: THIS CONSTRUCTION IS LIMITED TO 20 psf
/s"�"16# L.L.=(2)#14 SMS EA. SIDE
a.
MAXIMUM. SITE-SPECIFIC ENGINEERING REQUIRED
1 =1/2" 20# L.L.=(3)#14 SMS EA. SIDE
O r
AT ROOF LOADS EXCEEDING 20 psf.
o
(3) %"0 LAG SCREWS
�' '� - - - - - --- --- -- �'
F 3/4" OR 1 1/2"
BEAM SPLICE To
s a
? #14 SDS,
' -
OCCUR DIRECTLY OVER 5/8" 0 PLASTIC
o
3 PER SIDE
'� Fy' 2" x 6 1/2" OR
POST. NOT PERMITTED PLUG WHERE
o
Jit
f
5" MIN. 3"x 8"ALUM.@
@ 2 -POST UNITS
6 SCREWS SCREW IS INSIDE
_
PER SIDE•5• #14 SMS MAY
M3-
-RAFTER
' ,� 3/4" OR 1 1/2"
3 5"" 3 5" ALTERNATE TO
---------
1/4"O BOLTS
' f U -BRACKET
3.5" 3.5"
�eeim
3'
F' 3"x8" ALUM.
EXISTING WOOD STUD FRAMING
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5"
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o= a a
X HEADER
(E) STUCCO
I .5"
I f
OR 02
0 � "
W
1,
W
t2YZ
2 EACH 1/4"0 x 3-1/2" LAG SCREWS L.L.=10 psf
SEE NOTES ol
y < LL m
3"x8" ALUM.
2 EACH 12"0 x 3-12" LAG SCREWS L.L.=20 psf
BELOW I I 6 1/2" SIDEPLATE EA.
(E) STUCCO
(2" MIN. PENETRATION INTO EXISTING WOOD STUD)
SIDE SEE POST SCHED.
RAFTER
I
PENETRATION BRACKET
#14 SMS EA. SIDE
TOP, MID HEIGHT
NOTE: LENGTH OF LAG SCREW SHALL PROVIDE
NOTE: USE LEDGER WHERE RAFTER SPACING
AND BOTTOM. 3"SQ. POST BETWEEN SIDE PLATES ES
E
E
THREADED PORTION OF SHANK COMPLETE
EXCEEDS EXISTING STUD SPACING. SEE TABLE 3 SHEET 8.
m
m 2-'11
PENETRATION INTO EXISTING CORNER STUD.
LL 0 c�
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HEADER BRACKET 2
RAFTER TO'STUD'WALL CONNECTION 3
BEAM TO POST CONNECTION 8
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SEENOTE, DETAIL B,
8
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6-#14 X9/a"
LONG SDS @EACH
INSERT ATTACHED OR 2}2x6., OR
(
— ALTERNATE:
r
3" SQ. POST
HEADER TO COLUMN
3St 3'STL.POST COLUMN (2),3-XS'HEADER
FOR FREESTANDING
2 2x6.5" OR 2
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EXISTING
1' STUCCO OR EQUAL
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I . C317 4lF2�Q2
'I� MAY
COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS / MIN. NUMBER OF REQ. COLUMNS
POST
)E OF POST
,POST
EA BRACKET TO SLAB.
MINIMUM DISTANCE To
EDGE OF SLAB OR
CRACK = 12"
(1%" MIN. EMBEDMENT)
ALUM.-rBRACKET USE WITH
POST TYPE B,C,D, OR E
POST USE (2}3/8"0 SIMPSON
STRONG -BOLT 2 SS
STEEL.-rBRACKET USE WITH
POST TYPE B,C,D,E,F,G,H,J OR K.
USE (2)-3/8"0 SIMPSON
STRONG -BOLT 2 SS
1 %' EMBEDMENT DEPTH
(FOR STRONG -BOLT 2 SS)
POURED CONCRETE
FOOTING SEE TABLES
VI I r' FOR SIZE + I A
3 112" MIN. SEE FOOTING I -
IN BEAM SPAN TABLE �QUA�
7 EXISTING SLAB POSTS TO CONC. FOOTING
ATTACHED COVERS ONLY $ ATTACHED COVERS ONLY
_.__...__..._..._..._.._...._._.__......... 0... -
ALUM. ALLOY 3.00" OR
6063-T6 �� 2.40"
T1.375"
0
751'
1.60"
1.5 .090" TYP.
INSTALL 1Y2" x 1Y2" x Ye" HDG
WASHER PLATE AT ANCHORS
FOR 130 MPH
NOTE: CONCRETE SLAB ANCHORS SHALL BE
3/' DIAMETER SIMPSON STRONG -BOLT 2 SS
(ICC -ES ESR -3037)
ALUM "T" BRACKET
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FOR 3/8" MB
ASTM A500 GRADE B
INSTALL 1Y2" x 1Y2" x Y"HDG _
WASHER PLATE AT ANCHORS
.157"
TYP.J
USE FOR 3" OR4"
STEEL POSTS
2- 5/16"0 wr
NOTE: CONCRETE SLAB ANCHORS SHALL BE
3/" DIAMETER SIMPSON STRONG -BOLT 2 SS t
(ICC -ES ESR -3037)
STEEL "T" BRACKET
ATTACHED
ALTERNATE FTG.
ATTACHED ONLY
FOOTING & ANCHOR BOLTS
CUBE SIZE
SQ. 18" DEEP 'CUBE FTG.
FOOTING SIZE
SINGLE POSTS
EMBED.
18'
18' SQ.
12'
BOLTS
23' 8 24" CUBED (1)
(2)-1/2"0
31/4'
20' 21" SQ. 12"
22"
25"SQ.
16'
25'-NrCUBED (1)
(4}7/2'0
31/4"
24" 28" SQ. 20"
26"
32" SQ.
23"
31"-34" CUBED (1)
(4)-548'0
4-
28"
35' SQ.
25"
35- - 39' CUBED (1)
(4)-3/410
4 3/4"
30" 39" SQ. 28"
32"
43" SO.
30"
Or - 42" CUBED (1)
(4)_314'0
4 3/4'
34'
47' SQ.
32"
NOTES: BOLTS SHALL BE HILTI KWIK BOLT TZ
STAINLESS STEEL, I.C.C. ESR - 1917 OR EQUAL
1) REQUIRES USE OF ALTERNATE FREESTANDING
BASE PLATE
36" 51" SQ. 34_
38" 55" SQ. 37"
40" 60" SO. 39"
42" 64' SQ. 41'
44' 69" SQ. 43"
' CUBE FOOTING W/4' SLAB
4 2.0" 1
D
2 FLANGES
2 1/8" APART
BASE FLARES
TO 3"WIDE EA.
SIDE OF FLANGES
FOR 3" POST,
4" WIDE FOR 4" POST
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INSERT TO
BASE PLATE 3/16"
POST
INSERT
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THK. BASE PLATE
(ASTM A500 GRADE B STEEL)
1 YO" I 6 Y" 11
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m 3110
MPH
120 MPH
130 MPH
F
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
7
2"X6.5"X0.042" SIDE PLATES
to
110 MPH
120 MPH
130 MPH
EXP. B
EXP. C
EXP. B
EXP. C
EXP. B
EXP. C
5'
2
2
2
2
2
3
6'
2
2
2
3
2
3
7'
2
2
2
3
3
3
8'
2
3
3
3
3
4
9'
2
3
3
4
3
4
loll
4 1
3
3
4
4
5
11'
3
3
4
4
4
5
12'
3
4
4
5
4
5
13'
3
4
4
5
5—F6—]
NOTE: 1. MINIMUM NUMBER'OF REQUIRED TYPE D COLUMNS
AS SHOWN ON SHEET 7. SEE SHEET 7 FOR POST TYPES.
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FOR ATTACHED COVERS
' ,)BEAM SPLICE TO
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6 SCREWS I @ 2 -POST UNITS
)FR SIDF I I
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;k3.5-_-
INOTES,
8" BEAM
S
6 1/2" SIDEPLATE EA.
SIDE SEE POST SCHEO
#14 SMS EA. SIDE
TOP, MID HEIGHT
AND BOTTOM.\ -3 -SO. 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. 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 TABLE (SHOWN AT LEFT) ARE NOT SPECIFICED
(E) STRUCTURE
COLUMN 1: 3"x3'x0.032" W/ (2) 2"x6.5"x0.042" SIDE PLATES.
SEE B AND
ROLL -FORMED OR COLUMN 2: PER SPAN TABLES
INSULATED ROOF PANEL
INTERLOCKING SEAMS, TYP.
GI PROJECT
cD`FR 2FRs F� Goy
ROOF PANEL ATTACHMENT
LENGTH L
ROOF PLAN
FASTENERS,
SEE SHEET 4
ROLL FORMED #14 SMS @ 32' O.C. MAX.
WALL OR IRP (4 MIN. PER PANEL INTERLOCK)HANGER
OLL-FORMED
PANEL
FASTENERS,
SEE SHEET 4
ROOF HANGER
P
ROLL -FORMED PANEL INSULATED ROOF PANEL
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I I I I I
#10 S.M.S. II #12 S.M.S.
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ALUM. ALLOY 3004 136 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.
SPUCE NME
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6063-T6 F-
4" I -BEAM a -0 -
MOMENT CSPUCE
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12' SIMPLE CSPLICE (ONE SIDE OF WEB) MAY BE USED.
SPLICE WH
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ALUM. ALLOY
6063-T6
7" I -BEAM
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ALUM. ALLOY 3105-H25
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.28" _L 2"
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DETAILS
BEAM TO POST DETAILS
OPTIONAL DECORATNE FASCIA
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(12) - #14 x 1R' S.M.S. EACH SIDE OF 3'
SO. POST 8 -TOTAL)
ALTERNA • 1/4'0 BOLT W/ WASHER
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I
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NOTCH 1 -BEAM FLANGE f 2�s 3" SO. POST
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THRU-BOLTS @ 4" I -BEAM,
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I
3"X 3" ALUM. OR
STEEL POST
"U" BRACKET - RAFTER TO BEAM
LATTICE TUBE TO RAFTER
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R FASCIA
3"SQ. POST 3 -SO. 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 - 914 SDS
2'-0" 6 - #14 SDS
T-0" 1 12 - #14 SDS
FASTENER SPACING = 3/4'
8 BOTT. (2) -TOT.
ROOF PANEL
ROLLFORMED OR
EXTRUDED GUTTER
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6 112W* c.024
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ROLLFORMED OR
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MIN.
POST
TYPE
13'-7"
5'
16'-9" 15
16'-9" 17
B
14'-7" 29
14'-7" 31
G 14'-1 " 15'-4"
H 14'-10" 15' 4"
B
15 14'-1 " 15'-4" 28
17 14' 6" 15'-1" 30
G
5,
, n
11 �l
,
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.
7
14'-2" 16
14'-2" 18
B
12'-4" 28
12'-4" 30
12'-7" 13'-1"
G 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
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11'-7" 29
11'-7" 29
11'-9" 12'-3"
G 11'-9" 12'-3"
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16 11'-9" 12'-3" 2Lc
8
18 11'-6" 12'-0" 28
G
8
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C
11'-0 1 -0" 229
�j 11'-2; 1.-2^ 11'-711 -7"
B
118 11'-10.-10 11 11'-3" 228
G
90
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6'-10"
10'
12'-02-0" 1 19
C
10'-40.x" 330
G 10'-710.-7" 11'-011,-0"
B
169 10'-7;0,-3" 11'-0"0,-8" 229
G110
6'-2"
11'
11'x" 17
11'-4" 20
C
9'-10" 30
9'-10" 30
10'-1" 10'-6"
H 10'-1" 10'-6"
B
17 10'-1" 10'-0" 29
19 9'-10 10'-1" 29
G
11'
T=12 OR
j r
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5'-8"
12'
0'-10" 18
0'-10" 20
C
9'-6" 30
9'-6" 30
9 -8" 9'-8"
H 9'-8" 9'-8"
C
17 9'-8" 9'-8" 29LL
19 9'-6" y'_2^ 29
G
12'
14 GA
7.876 ASTM
A653 SS
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0.042-
TYP.
_ s.o•
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GRADEui
50 CP60
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14'-7" 31 H 14'-1 15'-4"
14'-7" 33 J 14'-8" t 15'-2"
B
_
15 14'-1 15'-4" 30
18 14'-1" 14'-7" 31cc
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" 13'-10"
B
16 13'-7" 14'-1" 29
18 2'-10" 13'-4" 31
G
6,
g, g„
7
14'-2" 17
13'-10" 19
B
12' 4" 29 G 12'-7" 13'-1"
12'-4" 31 I 12'-4" 12'-10"
B
16 12'-7" 13'-1" 29
19 12'-0" 12'-4" 30
G
7
8'-6"
8'
13'-3" 17
13'-0" 20
B
11'-7" 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'-7" 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 CP60
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'xB" BEAM.
►_J
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12'-7" 18
12'-3" 20
C
11'-0" 29 G 11'-2" 11'-7" "
11'-0" 30 H 11'-0" 11'�
B
17 11'-2" 11'-7" 29
20 10'-7" 11'-0" 29
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10' 4" 30 G 10'-7" 11'-0"
10' 4" 30 H 10'-6" 10'-9"
B
17 10'-7" 11'-0" 29
20 10'-1" 10'x^ 29
G
10'
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
EXPOSURE B
FIGURE INDICATES
EXPOSURE C
WHERE ONLY ONE FIGURE SHOWN INDICATES EXP. B 8 C.
j –
* 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.
T=12 OR
14 GA.
ASTM A653 SS
GRADE 8.0"
5o CP60
�2•
TY
I I
F --3.o 3.0.3.0,1
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DBL. 3"X$"X0.042" BEAM
O W/ DBL. 14 GA. STL. INSERT
6'-2"
11'
11'-4" 18
11'-2" 21
C
9'-10" 30 10'-1" 10'-6"
H
9'-10" 30 10' 0" 10'-3"
B
17 10'-1" 10'-6" 29
20 9'-7" 9'-6" 29
G
11'
5'-8"
12�
10'-10" 18
10'-8" 21
C
9'-6" 30 H 9'-8" 9'-8"
9' 6" 31 9'-7" 9'-4"
C
18 9'-B" 9'-8" 29
21 9'-2" g' -g^ 30
G
12'
T
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(SPAN) TYPE 2 x6.5"x0.032' BEAM
FTG.
(IN.)
MIN. SPAC NG SPAC NG FTG.
POST FOR DBL. FOR 3'x8" (IN.)
TYPE 2"x6.5"x0.03Y BEAM
MIN'
POST
TYPE
13 -7'
,
S
16'-9" 17
15'-0" 19
B
14'-7" 32 1 14'-1 15'-4"
14'-7" 34 J 14'-4" 14'-10
16 14'-1 " 15'-2" 31
19 13'-8" 14'-2" 33
G
H
,
5
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w N z
r o m
m 9 z c
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11.44-
11
6,-
6
15'-3" 18
13'-9" 20
B
13'-3"' 31 1- ' 13'-7"-. - 14'-1"
13'-3" 34 J 13'-1" 13'-7"
B
17 - 13'-7"' - 13'-1 31
19 12'-6" 13'-0" 32
G
6
91_9•
7,
14'-2" 18
12'-9" 20
B
12' 4" 31 H 12'-7" 13'-1"
12' 4" 33 J 12'-2" 12'-7"
B
17 12'-7" 12'-10" 30
20 11'-7" 12'-1" 31
G
7
8'-6"
8'
13'-3" 18
11'-10' 20
B
11'-7" 30 H 11'-9" 12'-3"
11'-7" 32 J 11'4" 11'-9"
B
18 11'-9" 12'-1" 29
20 10'-10" 11'_3^ 31
G
8,
ASTM A653 GRADE 50 CP60
NOTE:
FOOTING SHOWN REPRESENTS LENGTH OF
EACH SIDE AND DEPTH OF CUBED FOOTING WITHOUT SLAB.
WHERE SLAB OCCURS, CUBED FOOTING SIZE
MAYBE REDUCED 6" EACH SIDE FOR FREESTANDING ONLY.
SEE ALTERNATE FOOTING TABLES
SHT. 9 FOR ATTACHED COVERS
DBL. 3"x8"x0.042" BEAM
W/ DBL. 12 GA. STL. INSERT
r ASTM A653 GRADE 50 CP60
NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS
SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED
THE FULL LENGTH N THE 3'x T BEAM.
J
0_
0
r
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7,_7„
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12'-7" 19
11'-3" 21
B
11'-0" 30 H 11'-2" 11'-7"
11'-0" 32 I 10'-9" 11'-2"
B
18 11'-2" 11'-4" 29
21 10'-3" 10'-8" 30
G
g.
, „
6 -10
,
10
12'-0" 19
10'-8" 21
C
B
10'-4" 30 H 10'-7" 11'-0"
10' 4" 32 G 10'-2" 10'-7"
B
18 10'-7" 10'-9" 29
21 9'-9" 9'-10" 30
G
,
1
6'-2"
11'
11'-4" 19
10'-2" 22
C
9'-10" 30 H 10'-1" 10'-6"
9'-10" 32 1 9'-9" 9'-10"
B
19 10'-1" 10'-3" 29
21 9'-3" 9'-0" 31
G
11'
��
5 _8
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g:.-, 20
9'-9" 22
C
9'-6" 31 H 9'-8" 9'-8"
9'-6" 33 J 9'-4" 9'-1"
C
19 9'-8" 9'-4" 29
22 9'-0" g'_g^ 31
G
12'
ThinkPad\Duralum\IAPMO 0195\2-28-14 D 3.dwg,
_.."n 0195\2-26-14 D 3.dwg, 5/302014 6:4223 AM, CutePDF Writer,
ATTACHED & FREESTANDING LATTICE COVERS — 10 PSF LIVE LOAD — 110, 120,130 MPH — EXP. B & C
3"x8"x0.042" BEAM
3"x8"x0.042"
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TYPE
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TYPE
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TYPE
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C
13'-7"
5'
18'-0"
15
B
18'-0'
29
G
21'-8"
16
B
21'-8"
31
G
20'-9"
16
B
20'-9"
31
G
22'-8"
17
B
22'-8"
31
G
29'-2"
18
C
29'-2"
33
H
5
a a
O
18'-0"
18
17' 6"
31
21'-8"
19
21'-2"
33
H
20'-9"
18
20'-2"
33
H
22'-8"
19
22'-1"
33
H
29'-2"
21
28' 6"
36
I
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r
11'-4"
16'-4"
16
B
16'-4"
29
G
19'-9"
17
C
19'-9"
30
G
19'-0"
17
B
19'-0"
30
G
20'-8"
17
C
20'-8"
31
G
26'-8"
19
E
26'-8"
33
H
6'
J W 2
r
6'
16'x"
18
16'-0"
30
19'-9"
19
19'-3"
32
19'-0"
19
18'-6"
32
20'-8"
20
20'-2"
32
26'-8"
21
2s'-0"
35
I
m or 0
15'-215,-2"
169
B
15'
230
G
18' 4"8'
120
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18'-4"7'-10
331
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17'-17'-7"
1;9
C
17'-17'-1"
331
G
19'-
120
C
19'- �9'-2"
332
G
24'- 24'-8"
122
E
4,
334
H
7�
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14'-10"
4"
19'-2"
24'-1"
f a z
J
8'-6"
8'
14'-3"
17
B
14'-3"
29
G
17'-2"
18
C
17'-2"
31
G
16'-0"
18
C
16' 6"
31
G
18'-0"
18
C
18'-0"
31
G
23'- 23'-2
2
E
23'- ?2'
3 33
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14'-3
19
13'-10
29
17'-2
20
16'-9
31
16' 6"
20
16'-1"
31
18'-0
21
18'-0"
31
22
7"
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7,_�"
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13'-013,
1;
C
13' 613'-1"
330
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16'-
121
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16'- 1
331
G
15'-0 5
120
C
15'-0 5
331
G
17'-01
121
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17'-0
331
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1
223
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1,
34
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6"
9
6•-3"
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21' 10
21�'-3"
34
6'-10"
10'
12'-912.-9"
120
C
12'-912
330
G
15'-4"5,-4"
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E
15'x"5'-1"
332
G
14'-94
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14'-94�"
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16'-116,-1"
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16'-1;
332
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20'-9"
20'-2"
34
224
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6'-2"
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12'-212,-2"
120
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12' 11'-10"
330
G
14'-8"4'
1
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14'-8"4'
332
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14'-14-1"
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14'-13'-8"
332
G
15' 415"
122
E
15'
332
G
19'-9"9
E
19'-9 9-3"
O
8"
21
4"
15'-4"
9"
5 "
18
C'
11'-8"
31
G
14'-1"
19
E
14'-1"
32
G
13'-6"
19
E
13'-6"
32
G
14'-9"
19
E
14'-9"
32
H
19'-0"
21
E
19'-0"
35
12
0-6
-8
12
11'-8"
20
11'4"
31
14'-1"
22
13'-9"
32
13'-6"
21
13'-2"
32
14'-9"
22
14'-9"
33
19'-0"
24
18'-6"
35
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TYPE
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S(SPAING (IN.)
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(IW.)
TYPE
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(SPAN)
TYPE
TYPE
(SPAN)
TYPE
N)
TYPE
(SPAN)
TYPE
(SPAING N)
TYPE
(SPAN)
TYPE
(SPAN)
(SPAN)
C
13'-7"
5
18'-0"
16
B
18'-0"
31
G
21'-8"
17
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
O
17'-8"
19
17'-0
31
H
21'-4
20
20'-7"
34
20'4"
20
19'-8"
34
H
22' 4"
20
C
21'-6"
35
1
28'-9"
22
27'-8"
37
K
i
N
11'-4"
6'
16'-4"
17
B
16'-4"
30
G
19'-9"
18
�'
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'
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16'-2"
19
15'-7"
30
19'-7"
21
18'-9"
3a
H
18'-8"
20
C
18'-0"
33
H
20' 4"
21
19'-8"
34
H
26'-3"
23
25'-3"
36
K
0
9,_9"
7,
15'-2"
17
B
15'-2"
30
G
18'-4"
18
C
18'-4"
31
G
17'-7"
18
C
17'-7"
31
G
19'-2"
19
G.
19'-2"
32
G
24'-8"
20
E
24'$"
34
H
7'
o a W m
15'-0"
20
14'4"
30
18'-1"
21
17' 4"
33
H
17'-3"
21
16'-8"
33
18'-10
21
18'-2"
33
H
24' 4"
23
23'-0"
36
1
8'-6"
8'
14'-3"
18
B
14'-3"
29
G
17'-2"
19
C
17'-2"
1
31
G
16' 6"
18
C
16'-6"
30
G
18'-0"
19
C
18'-0"
31
G
23'-2"
21
E
23'-2"
33
H
8,
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14'-1
20
C
13' 6"
29
17'-0
22
16'-3
16'-2"
21
15'-7"
32
17'-0"
22
17'-1"
33
H
22'-9
24
22'-0"
35
I
J
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9'
13'-f�"
18
C
13'-6"
30
G
16'-3"
19
E
16'-3"
31
G
15' 6"
19
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15'-6"
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17'-0"
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17'-0"
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91
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16'-0"
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21' 6"
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13'-7"
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18'-0"
17
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17'-8"
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21'-8"
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21'-4"
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20'-9"
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20' 4"
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22'-8"
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22'x"
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29'-2"
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28'-9"
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20'-10
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20'-0"
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20'-10"
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28'-2"
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6'-10
39
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16' 4"
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16'-2"
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19'-9"
19
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19'-7"
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19'-0"
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18'-8"
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20'-8"
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20'-0"
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26'-8"
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26'-3"
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15'-10"
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35
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17'-6"
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20'-0"
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25'-9"
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18'-1"
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17'-7"
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19'-2"
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14'-8"
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14'-0"
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17'-8"
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16'-10
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17'-8"
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23'-10
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22'-9"
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14'-1"
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17'-2"
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17'-0"
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16' 6"
20
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30
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18'-0"
20
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17'-8"
33
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23'-2"
22
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22'-9"
35
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13'-9"
21
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13'-1"
32
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16'-7
23
15'-10
34
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15'-10"
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15'-2"
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17'4"
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16'-7"
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21'-3"
37
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13'-0"
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16'-3"
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16'-0"
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15'-0"
20
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31
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17'-0"
21
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16' 8"
32
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1'-1
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21'-6"
34
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91
13'-0"
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12'-4"
32
15'-8"
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15'-0"
33
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15'-0"
23
14'-3"
32
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16' 4"
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15'-7"
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21'-1"
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20'-1"
36
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15'-4"4'-10
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15'- 14.-2"
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14-94�-2"
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14'-63-7"
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16'-115'-7"
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20'x"9'-1"
336
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14'-1"
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15' 4"
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19'-9"
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19'6"
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6'-2"
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14'-8"
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14'-6"
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11'-9"
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11'-3"
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14'-2"
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13'-7"
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13'-7"
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13'-0"
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14'-10"
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14'-2"
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19'-1"
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18'-2"
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14'-113,-7"
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13'-113'
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13'-0
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13'-;2,-0"
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14'-9 4-2"
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14' 6 3-7"
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19'-0 8-3"
227
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18'-8"7'-6"
335
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