BPAT2015-004778-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
Application Number: BPAT2015-0047
Property Address: • 55873 OAK HILL
APN: 775231030
Application Description: POOL 3X PATIO COVER
Property Zoning:
Application Valuation: $13,400.00 fp
Applicant:
PGA WEST RESIDENTIAL ASSN IN
75005 COUNTRY CLUB DR
PALM DESERT, CA 0
All;
COMMUNITY. DEVELOPMENT DEPARTMENT
BUILDING PERMIT
LICENSED CONTRACTOR'S DECLARATION
AUG X O ': 1,.�
I hereby affirm under penalty. of perjury that I am licensed under provisions of.Chapter
9 (commencing with Section 7000) of Division 3 of the Business and Professions' Co de,
and my License is in full force and effect..
License Class: License No.r:CONV:140528101253000742
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 -Se ctioh 7000) of DivIsi
n'3
of the Business and Professions Code) or that he or she is exempt therefrom and
basis for the alleged exemption. Any violation of Section 7031.5 by any applicant fora.
Permit subjects the applicant to a civil penalty of not more than five hundred dollars'
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 build'ing:or improvement is sold'
within one year of completion, the owner -builder will have the burden of proving that.
h o 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.).
(�7 ) I am exempt under Sec. . B.&P.C. for this reason -
Date: Date:
Owner:
CONSTRUCTIONiENDING AGENCY
I hereby affirm under penalty of'perjury ihat there is,atonstruction lending agency for
the performance of the work for which this permit is issued (Sec. 3097, Civ. C.).
Lender's Name:
Lender's Address:
VOICE (760) 777-7125
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Date: 8/10/2015
Owner:
PGA WEST RESIDENTIAL ASSN IN
75005 COUNTRY CLUB DR
PALM DESERT, CA 0
Contractor: '
PGA WESTRESIDENTIAL ASSN IN
75005 COUNTRY CLUB DR
PALM DESERT, CA 0
Llc. No.::CONVA40528101253000742
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 Co e, I shalll f�rthyvith
comply with those provisions. ��eA- W A
®daw
Date: J' `7,6'l Applicant. "Ut
ell
WARNING: FAILURE TO SECURE WORKERS' MPENSATION. COVERAGE IS UNLAWFUL,
AND SHALL SUBJECTAN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO.
ONE, HUNDRED.THOUSAND DOLLARS ($100;000). IN ADDITION TO THE COST OF
COMPENSATION, DAMAGES AS PROVIDEDFOR.IN SECTION 3706 OF THE LABOR CODE,
INTEREST, AND ATTORNEY'S FEES.
APPLICANT'ACKNOW LEDG EM ENT
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 arid for whose benefit work is performed under or pursuant to any permit
issued as 6 result of this applicatidn , the owner, and the applicant, each agrees to, and
shall defend, indemnify and hold h�rmless 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 resultof 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.
(:certify,that 1 have read this application and state that the above information is correct.
I agree'.to comply with all city and county ordinances and state laws relating to building
construction, and.hereby authorize representatives of this ci y to enter upon e -above-
mentioned pr pe'rty for inspection purposes.
fJAl� - .1.1, 1: di
8 �.
Date: �` Signature (Applicant or Age
T '• r,. „�,::� ;Tu,:rO+ ':.".`<,;.'E`&f5a• x,
p DESCRIRTION m `
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Description: POOL 3X PATIO COVER
Type: PATIO COVER Subtype: Status: UNDER REVIEW
Applied: 7/27/2015 EVA
Approved:
Parcel No: 775231030 Site Address: 55873 OAK HILL LA QUINTA,CA 92253
Subdivision: TR NO 26953 CM 86/96-102 CM 86/103 Block: Lot: 3
Issued:
-108
CHRONOLOGY TYPE ; STAFF:NAME
Lot Sq Ft: 0 Building Sq Ft: 0 Zoning:
Finaled:
Valuation: $13,400.00 Occupancy Type: Construction Type:
Expired:
No. Buildings: 0 No. Stories: 0 No. Unites: 0
Details: DURALUM PATIO COVER SYSTEM - (1) 14'X64'(896 SQ FT.) 2012 IBC/IRC, 2013 CBC/CRC AND. ASCE/SEI 7-10, ENGINEER OF RECORD:
THOMAS CAMPBELL; NO 37948. THIS PERMIT DOES NOT INCLUDE HELIOCOL THERMAL SOLAR COLLECTORS. PATIO MUST BE BONDED
TO GRID WHERE CLOSER THAN V TO WATER'S.EDGE AT POOL.
Printed: Monday, August 10, 2015 10:04:56 AM 1 of 3
corwySTEMS
ADDITI•
CHRONOLOGY,
CHRONOLOGY TYPE ; STAFF:NAME
=' ACTION DATE IO.N E~
COMPLET DAT - - NOTES
m� _
u
READY FOR APPROVAL PENDING PLANNING DIVISION REVIEW
NOTE JAKE FUSON
8/4/2015
APPROVAL.
PLAN CHECK SUBMITTAL
ED VASQUEZ
7/24/2015
7/27/2015
RECEIVED
CONDITIONS,
CONTACTS
ME'TYPE NAME ADDRESSI CITY STATE
ZIP PHONE FAX _ EMAIL
. .�:.. . -
APPLICANT PGA WEST RESIDENTIAL ASSN IN
75005 COUNTRY CLUB
PALM DESERT
CA
0
DR
CONTRACTOR PGA WEST RESIDENTIAL ASSN IN
75005 COUNTRY CLUB
PALM DESERT
CA
0
DR
OWNER PGA WEST RESIDENTIAL ASSN IN
75005 COUNTRY CLUB
PALM DESERT
CA
0
DR
Printed: Monday, August 10, 2015 10:04:56 AM 1 of 3
corwySTEMS
DOW wrortmATION
Printed: Monday, August 10, 2015 10:04:56 AM 2 of 3
.SYS7EhiS
• •• •
= '4 Vie: `AMOUNT .
"RECEIPT s
a DESCRIPTION S ACCOUNT CITY ,
PAID R PAID DATE, # CHECK # < METHOD PAID BY
gy
BSAS SB1473 FEE
101-0000-20306 0 $1.00
$0.00
Total Paid forBUILDING STANDARDS ADMINISTRATION
$1.00
BSA:
PATIO COVER, STD,
101-0000-42404
0
$97.17
$0.00
OPEN
PATIO COVER, STD,
101-0000-42600
0
$95.72
$0.00
OPEN PC
Total Paid for PATIO COVER / COVERED PORCH / LATTICE $192.89 $0.00
SMI - RESIDENTIAL
101-0000-20308
1 0
$1.74
$0.00
Total Paid forSTRONG'MOTION INSTRUMENTATION SMt $1.74 $0.00
TOTALS: $195.63 00
DOW wrortmATION
Printed: Monday, August 10, 2015 10:04:56 AM 2 of 3
.SYS7EhiS
Printed: Monday, August 10, 2015 10:04:56 AM' 3 of 3
sysrrms
Bin #
i City ®f La Quinta
Building 8T Safety Division
P.O. Box 1504, 78-495 Calle Tampico
La Quinta, CA 92253 - (760) 7.77-7012
% . Building Permit Application and Tracking :Sheet
Permit #
$SAT 2-0 I 1� 1001-1
Project Address: L
Owner's
4 A P,i Number:
Address:OL3dv 5c) Lt(� S
Legal Description:
City,ST, Zi JJ6 ) 7
COntractOr:'� D [�
P( /\C 6 /�YS,�D`� .
//,'/
Telephone: �(GYJ"7�% -..;1.;2
i:;;fi?:;?ifi'G<%n ii?:`^:%��`::,Y•v':4i
Address: � `//7qq� 6) res.
Project.�.rDe�escription:
City, ST, Zip: [-�� I� % �. wZ:z��i
LL
(d"Wi XaT AlumawV4
Tele hone: �Q
P �
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cam uG . e_
State Lic. # :
City Lic. #:
Arch., Engr., Designer:T6)o APIX. y QTS—_-
Address: ?>n�
City, ST, ZipF",/{olidA6
IG%
ContrvTelephone:
cti n TYPe- aneY
Occupancy:
:
a
S t to Lic. 4: C
Project ect hPa circle ne • New Add'n AIterReP air. Demo
Name of Contact Person:. �� _L
Sq: Ft.:
#Stories:
# Units:
Telephone # of Contact Person: ' 9 sir)
Estimated Value of Proje
APPLICANT: DO NOT WRITE BELOW THIS LINE
#
Submittal
Req'd,
Recd
TRACKING
PERMTr FEES
Plan Sets
Plan Check submitted
Item
Amount
Structural Calcs.
Reviewed, ready for corrections
• Plan Check Deposit
Truss Cates.
Called Contact Person
Plan Check Balance
Title 24 Calcs.
Plans picked up
Construction
Flood plain plan
Plans resubmitted
A4ech2nical
Grading plan
2°d Review, ready for'corrections/issue
Electrical
Subcontactor List
Called Contact Person
Plumbing
Grant Deed
Plans picked up
S.M.I.
Ii.O.A. Approval
Plans resubmitted
Grading
IN HOUSE:-
'"''Review, ready for corrections/issue
Developer Impact Fee
Planning Approval
Called Contact Person
A.I.P.P.
Pub. Wks. Appr;
Date of permit issue
rhJ�
School Fees
Total Permit Fees
N,- ,., 1 Vuj�V.
i ��j . ,� > �' �•��N.,,. � � � � `yam t . �^"� +'s � � � , � {S�
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y'Amold,Patiner.,
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Pool 3X
55-873
Oak Hill
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POOLrr
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FOR CON -STRUM -10-N
DATE_ --.-6Y
merit nnonaay, December 22, 2014 9:09 AM
A tach: Heliocol-Specifications,pdf
-Subject: Mohr Power - Engineering
Steve,
See attached information for the Heliocol solar pool heating panel. I've attached information direct from
Heliocol's material specifications. If we look at the HC50 panel (which is the panel we want to use) the dry
weight is 22 lbs with a capacity of 14 liters of water (30.64 lbs) for a total wet weight of 52.64 lbs. The HC50 is
fifty square feet — see the simple math below.
52.64 / 50 = 1.05 psf
Morri Mohr
Director of Field Operations
r
--v
Z-OWT-2 Sol", wc.
(951) 736-2000 ext. 105 office
morri@mohrpower.com
No virus found in this message.
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12/23/2014
?L A. ..�*
�I TECNNI;CAL INFORMATION AN'D SPECIFICATIONS
THE -FEATURE EATURE THE ADVANTAGE
Allows expansion and contraction, eliminating cracks and leaks.
Patented individual tube design
Lets roof breathe;. keeping it clean'.and dry.
Patented. mounting hardware Eliminates: hoses„ clamps and straps. No gaps between panels for
smoothe' look; less than half the number of roof penetrations.
One-piece overmolded construction Eliminates'welds. and weld leaks.
Hurricane resistantCan withstand hurricane-force.winds; Heliocol panels are approved
`- by most property and casualty insurance carriers.
Low collector -head loss rate Reduces;pump requirements.
Using the.p®wer ®f the
sun to heset y®ur•_pboll -
AL Using your existing pool
pump, pool water is directed
through a series of valves to
your solar collectors.
IL Pool water enters the
.solar collectors at the bottom
and rises to the top through
the individual tubes of the
collector. Ce As the water
rises through the collector it '
is heated by the.sun's radiant
energy D. The water is then
returned to the pool to repeat
the cycle until your pool has
been warmed by the sun.
Certification Dseta.
IS0--,9001:2008 and ISO 1.4001:2004
Ortech International. Laboratories
°Solar Rating&:Certification Corporation (SRCC)
Solar Energy Analysis Laboratory (SEAL)
DSET Laboratories, Inc.
HRS, Florida (Required for commercial use)
Florida Solar Energy Center (FSEC)
° City of Los Angeles #RR -4508
° British National Water Council (for potability)
° German federal Health Board
NSF 50 for Recreational Water Facilities
Enjoy Year -Round Leisure_. Living.
SOLAR POOL HE--VnNG:ENG1NECRE0 FOR LJF�_'o
HC -204 10/201 1
�--� Mix Design Report
Superior Ready Mix Concrete, L.P.
1508 W Mission Rd
Escondido, CA 92029
760-745-0556
Mix ID# D837P— 4500 PSI 1" [0]
This design is being submitted for approval. Conformance with specification should be reviewed.
Contractor: PGA West
Project: PGA West
Compressive Strength :
4500 psi at 28 days
Aggregate size :
1" 25 mm
Air:
1.2 ± 1.0 %
Water/Cement ratio :
0.45
slump:
-4.00 ± 1.00 in
Source of Concrete: SUPERIOR READY MIX CONCRETE
Construction type :
Placement: TRUCK PLACE / 4" PUMP
Unit Weight: 147.89 pcf
benign Date : 01/14/2015
Constituents :
Quantity
Density
Volume
ASTM C150 TYPE IIN CEMENT
559 Ib
3.150
2.84
ASTM C618 CLASS "F" FLYASH
99 Ib
2.200
0.72
Water
296 lb
1.000
4.74
ASTM C33 #57 ROCK
1418 Ib
2.670
8.51
ASTM C33 #8 ROCK
350 Ib
2.640
2.13
ASTM C33 FINE AGG
1269 Ib
2.640
7.70
ASTM C494 TYPE A WATER REDUCER
26.32 floz (US)/yd'
1.000
0.03
Air
1.2%.
0.32
Total:
3993:.`<
27.00
Remarks
Reported by Superior Ready Mix L.P.
Approval by:
Date : 01/01/2015
Date : / /
SIGNATURE KED
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UTTER
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I � I
I
3"X3" STEEL POST
IN 33" CUBED FOOTING SECTION VIEW X33"--
SELF TAPPING 3'x8' HEADER
SHEET METAL SCBE
3'x3' STEEL POST
TOP VIEW
DRILL %' ACCESS
FOR SMS TO ATTA
HEADER TO POST
3'x3' STEEL POST
ROUND COLUMNS
3'X3'.STEEL POST INSERT
OAA WALL THICKNESS
Pg. 7 of 49
a
_ GLADE
4 � � •4
•
3'X3' STEEL POST INSERTED.
4--33
i6' MIN. INTO 33'x33' FOOTING
Pg 10 of 49
POST/FOOTING
DETAIL
CORBXRAFTER Al
TAILS O.C.
2 FASTENERS PER FOOT
RONT FASCIA
MINIMUM (#14 SMS) PER
TABLE #2 Pg. 4 of 49
RAIN GUTTER
DRILL %" ACCESS H(
FOR SMS TO ATTACH
HEADER TO POST
2.5" TALL X 14' LONG X 6"
— — WIDE INTERLOCKING PANS
3"x8" DOUBLE
' HEADERS
SLE
-L--3"x3" STEEL POST
I I 8" COLUMNS
II
II
E�
HEADER/.GUTTER
DETAIL
6" FLAT PAN ROOF
@ .032" MtN
2 GUTTER PIECES COME
TOGETHER OVER SPLICE.
COSMETIC ONLY — WILL NOT
AFFECT STRUCTURE'S RIGIDITY
OR INTEGRITY
2-
SCREW AT UPPER
RIDGE -PREVENTS
SLIDING AFTER, INSTALL
CAULKING BETWEEN GUTTER
AND SPLICE WILL PREVENTALUMINUM SPLICE PIECE
LEAKS AT SPLICE LOCATIONriSLIDES,INSIDE GUTTER -TO
JOIN 2 -PIECES TOGETHER
GUTTER SPLICE
DETAIL
2"X6" SIDE FASCIA
4 SMS
FORM , -
HANGER
SECTION VIEW AT SIDE FASCIA
POST SPACING DETERMINED BY
TABLE ON. SHEET 23 of 49
251bs./sq:ft. – 11Omph wind load
4'
2' 2' 2 #— u, 2' 12' 2
RAIN GU
3°X8' DOUB PANEL SPAN = 11'-6' (251bs. LIVE LOAD
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HEADERS•
RAFTER JAILS 0,24. O.C. PGA WEST SHADE COVER -.POOL 3X
RAFTER X 14' LONG
(251bs live load, :110mph wind load) INTERLOCKING- PANS
TYPE "C" FREESTANDING
W/ CANTILEVER OPTION
(Pg. 1 of 49)
Drowinp prepared in accordance with
Dur olum Products, ,Inc. Engineering
Packe. ' Drowings are' prepared. by.
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Ben':Haney
DlYpotio
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(951) 265-3078
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CIVIL
PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC.
GENERAL NOTES:
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 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 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 Subminal\5-21-14 A 4.dwg, 8/25/2014 2:13:27 PM, CutePDF Writer,
DESIGN REQUIREMENTS:
RESIDENTIAL APPLICATIONS - CRC AND IRC APPENDIX H, CBC AND IBC CHAPTER 16, CBC & IBC APPENDIX CHAPTER I.
ROOF LIVE AND SNOW LOADS: 10, 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND LEVEL 25, 30, 40 & 50 psf)
COMMERCIAL APPLICATIONS - CBC AND IBC CHAPTER 16.
ROOF LIVE AND SNOW LOADS: 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND LEVEL 25, 30, 40 & 50 psf)
ADDITIONAL DESIGN REQUIREMENTS:
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, 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 os= 1.0, 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:
WIND SPEED & EXPOSURE:
110 RIPH
ROOF / 1SNOW LOAD-
-
VIC
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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ALUM. ALLOY 3004-H36 OR EQUAL
TABLE 1 - MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS
ROOF PANEL TYPE 10
ROOF LIVE/SNOW LOAD, psf
20 25 30 40 50
24" TRI -"V"
PAN
24"xV2"4.018" 0.85
0.80 0.65 0.65 -
24"x2Y2"x0.024" 0.90
0.88 0.70 0.65
PANEL"T'
110 MPH
SPAN
120 MPH
SPAN
130 MPH
SPAN
LUSL
(IN.)
EXP.B
EXP.0
EXP.B
EXP.0
EXP.B
EXP.0
10 _1„10.3
.024
10'-3"
10'-3"
10'-3"
10'-3"
10'-3"
10'-3"
13'-2"
.018
12' 8" 11'-10" 12'-0"
11'-1"
10
17'-0"
17'-7"
1T-7"
17,_7" 17,_7' 17•_7'
17,_7"
91
8'-6"
8'-7"
8'-1"
8.2"
7.5"
9'-9" 9'-10"
10
12'-3"
12'-3"
12._3"
12'-3"
12'-3"
12,_3"
10
.024
19,_7„ 19'-7" 19,_7„
19'-7"
15'-0"
.040
.032
15'-6" 15' 6"
15' 6"
14'1"
10,_4„
9,_9„
9'_9"
16' 8"
g. 31,
'_7"
8'-7-
17,_7"
17._7„ 17'-7" 17,_7„ 17,_7„
14'
14'-3"
14'-3"
14'-3"
14'-3"
14'-3"
14'-3"
10'11"
.032
10'4'
.040
10'-4"
10,-8„
10,_1„
9'-6"
9'-6" 9'-0" 9'-1"
8'-8"
12' 8"
12.1„
12,_1„
11'_2"
11,_3"
10,-8"
11' 6"
024
8'4"
8�7%6'7%5'
8'-4"
8,4,•
8,_4"
11 _2„
.018
10.9" 10.3" 10'-0"
9'-10"
20
7'-11"
14'-8"
1�4'-8"l14'$"
14'-8"
14'-8"
1 VA"
.032
11'-4"
7'-2"
7'-2"
6,_10"
024
9
9
10'-1"
10,_1"
10,_1"
10,_1"
10,_1"
10E7'-9
20
.024
16'-3" 16'-3" 16�16-133.04015'-1"
20
9'-10" 9'-10"
9'-8"
w ow ..
m N m
13'-0"
13-0" 13'-0" 13'-0" 13'-0"
13'0"
8 8"
8'-4"
8'-5"
8'-1"
8'-1"
12'-1"
12'-1"
12'-1"
12'-1"
12•_1"
12.032
qa ¢ v w
0 0 N w
8'-3"
8'-3"
8'-3"
14'-0"
14'-6" 14' 6" 14'-6° 14'-6"
9'-10"
9'-3"
9'-5" 8'-11" 9'-0"
8'-6"
10'-9"10'-3"10'-4"
7'-2"
12'-0"
9'-8"
9'-9"
8'-9" 8'-9"
.024
7'-3"
7'-3"
11'-10"
T_3"
7,_3"
7'-3"
11'.0
.018
10' 8" 10'-2" 10' 3"
9'-9"
25
9'_8"
13'_2"
13,_2•
13._2" 13'-2" 13'-2"
13,_2"
7'-8"
7'-0"
020
7'-1"
7'-1"
6'-10"
8'-8" 8'-8" 8'-3" 8'-3"
T-10"
8'-9"
8'_9"
V81 -911
8'_9"
8'_9"
8'_9"25
14,_2"
.024
14'-2" 1�4'-2"l14'-2"
11,-6" 11•-6„
024
04015'-0"14'11"
024
88"
8'�"
9'-11,•
8'1"
81"
7'-9"9'-8"
10'-6"
9'-8"
10'-6"10'-0" 10'-6"
9'-8"
9'-8"
9'_8"
.032
9'-2"
8'-9"
8'-11" 8'-5" 8'-6"
8'-2"
10'-6"
10'-2"
10'-2"
9'-7"
9'-8"
9'-2"
12'-3"
.024
6' 7"
6�T-O"T-0-
6' 7"
6' 7"
6-7-
' 7"
10' 6"
.018
.018
10'-2" 9'-7" 9'-9"
9'-2"
30
12,-6„
12'_6,.
12'-6" 12'-6" 12'-0"
12' 6"
7 3"
.032
6'-9"
6,_10"
6'-7"
8'-3"
8'-3"
8'-3"
8'-3"
8'-3"
8'-3"
30
.024
13'-4" 13'-4" 13'-4"
13'-4"
8'-1" 8'-1" 7'-9" 7'-10"
.040
9 9"
8'-0"
8'-0"
7'-9"
7'-9"
7'-5"
024
9'-1"
9'-1"
9'-1"
9'-1"
9'-1"
9'-1"
9' 6"
.032
8' 4"
30
8'-3"
8'-1°
81 7'-10" 7'-10"
7'-6"
9.10"
9'-6"
9' 6"
9'-1"
9'-2"
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
12"x3Y2"x0.020'• -
- 0.88 0.83 0.75 0.80
24"xV2"4.018" 0.85
0.80 0.65 0.65 -
24"x2Y2"x0.024" 0.90
0.88 0.70 0.65
24"x2Yz"x0.032" 1 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
ARE SHOWN IN TABLES 1,2 AND 3, SHEET 4
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
ThinkPad\Duralum\IAPMO 0195\5-21-14 Submittal\5-21-14 A 5.dwg, 827/2014 11:39:36 AM, CutePDF Wnter,
LUSL PANEL -7
(IN.)
.75"
110/120/130 MPH EXP. B & C
6" / 8" x 2 YZ" FLAT PAN
09R (I.S.)-1
.45" (ALL UNMARKED RADII .06R)
70' 25"T
.282"
45°
TYP.
ALUM. ALLOY 3004-H36 OR EQUAL ALUM
12" x 3 1/2" W PANEL 8" x 2 Y2" FLAT PAN
110 MPH SPAN T 120 MPH SPAN 1 130 MPH SPAN PANEL"" 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN LUSL PANEL'T'
LUSL
(IN)
13,_9"
13,_9"
13,_9" 13'_9•, 13'-9"
13,_9"
(IN.)
020 (1)
11'1!" 11' 6"
12'-6"
12'-6" 12'-6"
12'-6"
5'-10"
15'-10" 15'-10"
12'-0"
111_1"
11'_2" 10'-7" 10'_7„
9'-11"
12.8" 12.9„
17_1„
15'-3"
15'-3"
15'-3" 15'-3" 15'-3"
15'-3"
10 _1„10.3
.024
16-8"
15'-9"
15'-0° 15'-1"
14'-3"
13'-7"
13'-7" 13'-7" 13'-7" 13'-7"
13'-2"
12'-7"
12' 8" 11'-10" 12'-0"
11'-1"
10
17'-0"
17'-7"
1T-7"
17,_7" 17,_7' 17•_7'
17,_7"
12'-1"
.032
12.1„
11'11" 11' 6" 10,_9„ 10.10
10,_1"
10
9'-9" 9'-10"
10
13'-3"
15'-7"
14'-9"
15,_7"
�T_3"
12'-2"
1�9'7"
19._7"
19,_7„ 19'-7" 19,_7„
19'-7"
15'-0"
.040
.032
15'-6" 15' 6"
15' 6"
14'1"
12'4" 12' 6"
12'-0"
7'-7"
16' 8"
16'-9" 15'-9" 16'-0"
16'-8"
17,_7"
17._7„ 17'-7" 17,_7„ 17,_7„
11'-3"
11'-3"
11'-3" 11'-3" 11'-3"
11'-3"
040
.020(l)
10'11"
10'-4"
10'4'
.040
10'-4"
10,-8„
10,_1„
9'-6"
9'-6" 9'-0" 9'-1"
8'-8"
11'-1"
11'-1"
17-6"
12'-0"
12'-6" 12'-0" 12' 6"
12' 6"
11' 6"
024
10'-10"
020
8'-10"
8'-10"
8'-7" 8' 6"
11 _2„
10.9"
10.9" 10.3" 10'-0"
9'-10"
20
7'-11"
14'-8"
1�4'-8"l14'$"
14'-8"
14'-8"
1 VA"
.032
11'-4"
9'-10"
024
9
9
13'-3"
0
z v
12'x" 12'-0"
11'-7"
20
" $
12'-0 12'"
16'-3"
16'-3"
16'-3" 16'-3" 16�16-133.04015'-1"
20
9'-10" 9'-10"
9'-8"
w ow ..
m N m
13'-0"
13-0" 13'-0" 13'-0" 13'-0"
13'0"
11'-2" 11'-2"
11'2"
z°
z ^ w
14'-7"
14'-7" 13' 8"
11'-1"11'-1"
13 _9"
11'-1"
11'-10"
11'-4" 11'-6" 11' 0" 11'-0"
.020 (1)
qa ¢ v w
0 0 N w
8'-3"
8'-3"
8'-3"
14'-0"
14'-6" 14' 6" 14'-6° 14'-6"
9'-10"
9'-3"
9'-5" 8'-11" 9'-0"
8'-6"
040
7'-2"
12'-0"
12'-0"
12'-0" 12'-0" 12'-0"
12'-0"
8'-9" 8'-9"
.024
13'-0"
12'-10° 13'-0" 12'A 12'-0"
11'-10"
8'-7"
8'-5" 8'11"
8'-1"
11'.0
10'-7"
10' 8" 10'-2" 10' 3"
9'-9"
25
9'_8"
13'_2"
13,_2•
13._2" 13'-2" 13'-2"
13,_2"
032
020
10'_3"
10'_3"
8'-11"
8'-8" 8'-8" 8'-3" 8'-3"
T-10"
13'-1"
12'-7"
12' 8" 12'-2" 12'-3"
11'-0"
10'-0"
10' 4" 10' 4" 10'x" 10' 4"
14,_2"
14'-2"
14'-2" 1�4'-2"l14'-2"
11,-6" 11•-6„
024
04015'-0"14'11"
024
25
9'-11,•
9,_7,. 9_7^ 9,_2„ g'_3^
14'2"
13'-0"
10'-6"
10'-6"
10'-6"10'-0" 10'-6"
10'-6"
.020 ;1)
9'-2"
8'-9"
8'-11" 8'-5" 8'-6"
8'-2"
11'-3" 11'-3" 10'-9" 10'-10"
10'-4"
11'-3"
11'-3"
11'-3" 11'_3• 11,_3"
11,_3"
12'-3"
.024
12'_3"
oa0
10' 6"
10'-1"
10'-2" 9'-7" 9'-9"
9'-2"
30
12,-6„
12'_6,.
12'-6" 12'-6" 12'-0"
12' 6"
.032
9'-3'
9 3" 9 3" 9 3" 9 3"
9 3"
12'-0"
12'-1"
11'-10" 11'-6" 11'-6"
13'13"
13'1}"
13'-4" 13'-4" 13'-4"
13'-4"
8'-1" 8'-1" 7'-9" 7'-10"
.040
9 9"
9.9. 9 9" 9 9" 9 9"
14'-2"
13'-8"
13'-6" 13'-0" 13'-3"
12' 6"
024
91-1"
9-1'
9-1" 9'-1" 9'-1"
9'-1"
30
020(1)
9' 6"
9'-1" 9'-2" 8'-10" 8'-11"
8' 4"
30
8'-3"
8'-1°
81 7'-10" 7'-10"
7'-6"
10'-3"
1 0'-3"
1 0'-3" 10'-3" 10'-3"
10'-3"
.024
.032
11'-1"
10'-8" 10'-9" 10'-4" 10'-4"
10'-0"
9'-5"
9'-1"
9'-1" 8'-10" 8'-10"
8'-7"
40
11'_7" 11'_7" 11'•7" 11'_7"
11'11"
11'-4"
11'-4" 1114" 11'A"
11'-4"
040
.032
040
11,_3„
11 _1"
11 _0" 10•_7„ 10'-8"
10'_3"
12._2"
12'_2"
12'_2" 12•_2- 12•_2"
12' 2"
040
.020
12' 8"
12'-4"
12'4" 12'_1" 12' 1"
11' 8"
7'-6" 7'-6" 7'-3" 7'-2"
6'-11"
8'-2"
8'-2"
8,_2" 8'-2" 8�6'-11"6'4'
9. On
.020(l)
9'•0"
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7' 1"
7' 1"
7' 1" 6'-11"
40
9'-2"
9'-2"
9'_2" 9'-2" 9'-2"
9'-2"
.024
9'_g"
B'-0"
7'-10"
7'-10" 7'-8" 7'-8"
7'-6"
50
10,_7"
10'_7"
10._7. 10'_7' 10,_7*
10' 7"
9'-10" 9.10" 9'-7" 9'-7"
.032
10•-7"
10'_7" 10,_7" 10'_7" 10,_7,
9'-7"
9'-7"
9'-7" 9'-3" 9'-5"
8' 11"
.040
11,_3.. 11,_3„ 11'-3"
11 _31,
040
11 6„
11 _2" 11 _2„ 101-81, 10'_10"
10%6"
11'-0"
10'_10"
10'_10" 10'_7' 10'-8"
10.4"
LUSL
(IN)
EXP.B
I EXP.0 EXP.B EXP.0 EXP.B
EXP.0
12'-8"
(IN.)
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11'1!" 11' 6"
12'-6"
12'-6" 12'-6"
12'-6"
5'-10"
15'-10" 15'-10"
15'-10"
.020
13'_4„
l7-612'6"
12.8" 12.9„
17_1„
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18'-0"
18'-0"
10'10"
10 _1„10.3
16'-2"
16-8"
15'-9"
15'-0° 15'-1"
14'-3"
13'-7"
13'-7" 13'-7" 13'-7" 13'-7"
13'-7"
19'14" 19'-4"
19'-4"
1r-6
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17'-0"
1611" 16-6"
16-0"
12'-1"
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12'-1"
12'-1" 12'-1"
12.1„
11'11" 11' 6" 10,_9„ 10.10
10,_1"
10
9'-9" 9'-10"
10
13'-3"
15'-7"
15'�1515,_7° 15'-7"
15,_7"
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12'-2"
11'$"
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11'-2" 11'-3"
15'-0"
15'-6"
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15'-6" 15' 6"
15' 6"
14'1"
12'4" 12' 6"
12'-0"
13'-0" 13'-1"
12'-8"
16'-8"
16'-8"
17,_7"
17._7„ 17'-7" 17,_7„ 17,_7„
1�_T'
15' 6"
15'-2"
15'-2"
040
14'-3"
10'11"
10'-4"
10'4'
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10'-4"
10,-8„
15'-7"
.14'-10 14'-10" 14'-1" 14'-2"
9' 4"
11'-1"
11'-1"
11'-1"
10'2"
10 2" 10 2° 10'2" 10'2"
10'2"
11' 6"
11'-7"
10'-10"
020
8'-10"
8'-10"
8'-7" 8' 6"
020
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9' •
9'-6•
8'-9" 8' 4" 8'-6"
7'-11"
9-6"
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1 VA"
11'A" 11'-4" 11'-0" 1 VA"
11'-4"
9'-10"
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9
9'-8" '-3"r
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12'-1"
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20
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12'-0 12'"
10,_1„
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8'-11"
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9'-10" 9'-10"
9'-8"
w ow ..
m N m
13'-0"
13-0" 13'-0" 13'-0" 13'-0"
13'0"
11'-2" 11'-2"
11'2"
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13 _9"
13'-4„
11'-10"
11'-4" 11'-6" 11' 0" 11'-0"
10 6"
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0 0 N w
8'-3"
8'-3"
8'-3"
14'-0"
14'-6" 14' 6" 14'-6° 14'-6"
14'-0"
7•-8"
7'-7"
7'-8"
040
7'-2"
N
8'-9"
8'_9"
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8'-9" 8'-9"
8'-9"
13'-0"
12'-10° 13'-0" 12'A 12'-0"
11'-10"
8'-7"
8'-5" 8'11"
8'-1"
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9'-9"
9191, 9' 9" 9' 9" 9' 9"
91-9"
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9'_8"
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10'_3"
10'_3"
8'-11"
8'-8" 8'-8" 8'-3" 8'-3"
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10'-4"
10'-4"
10' 4"
10'-4" 10'1!"
10'-0"
10' 4" 10' 4" 10'x" 10' 4"
10'A"
11'_7"
11._9"
11,-6" 11•-6„
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9'-11,•
9,_7,. 9_7^ 9,_2„ g'_3^
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11' 4" 11'-0° 11' 4" 11'x"
11'032
11'-10"
11'-3" 11'-3" 10'-9" 10'-10"
10'-4"
12'-3"
12'-3" 12'-3" 12'-3" 12'-3"
12'_3"
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13'-3"
12'-9" 12'-9" 12'-3" 12'-4"
11'-9"
9'-3'
9 3" 9 3" 9 3" 9 3"
9 3"
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8'-5"
8'-1" 8'-1" 7'-9" 7'-10"
7' V
9 9"
9.9. 9 9" 9 9" 9 9"
9 9"
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30
9' 6"
9'-1" 9'-2" 8'-10" 8'-11"
8' 4"
30
10'_9"
10'-9" 10'-9" 10'_9" 10'_9"
10'_9'
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11'-1"
10'-8" 10'-9" 10'-4" 10'-4"
10'-0"
11'_7"
11'_7" 11'_7" 11'•7" 11'_7"
11'_7"
040
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12.7
12.2" 12.2^ 11' 8" 11 _9^
11,_3"
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8'4"
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7'-8"
7'-6" 7'-6" 7'-3" 7'-2"
6'-11"
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9. 0.• 9, On 9. On g _p^
9'•0"
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8'-8"
8'-3" 8'-3" 8'-0" 8'-1"
7'-10"
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9'_g"
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10'_2„
9'-10" 9.10" 9'-7" 9'-7"
9'-3"
10•-7"
10'_7" 10,_7" 10'_7" 10,_7,
10'-7"
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11 6„
11 _2" 11 _2„ 101-81, 10'_10"
10%6"
7 5
7 5 7 5 7 5" 7 5"
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6'-5"
6'-5" 6'-5" 6'-3" 6'-3"
6'-1"
83
83 83 83 83"
83
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50
T 4"
T X 7'-3" 7'-1" 7'-0"
6'-11"
50
9 1
9 1 9 1 9 1"
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8'-9"
8'-7" 8'-6" 8'-5" 8'-4"
8'-3"
9 9
9191, 9'-9'1 9'-9" 9'-9"
9'-9"
040
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9'-9" 9'-5" 9'-7"
9'-2"
T= (SEE TABLE BELOW)
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{� 6" x 2 Y2" FLAT PAN
MPH SPAN 120 MPH SPAN 1 130 MPH SPAN
14,_7"
12- V '12,_1-
14'_7"
14'-7"
12'-8"
4'
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11'1!" 11' 6"
10'4"
15'-10"
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5'-10"
15'-10" 15'-10"
15'-10"
14,_2„
13'_4„
13'11"
12.8" 12.9„
17_1„
18'-0"
18'-0"
18'-0"
18'-0" 18'-O
18'-0"
16'-2"
16-8"
15'-9"
15'-0° 15'-1"
14'-3"
1914"
19'-4"
19'13"
19'14" 19'-4"
19'-4"
1r-6
16'-10"
17'-0"
1611" 16-6"
16-0"
12'-1"
12'-1"
12'-1"
12'-1" 12'-1"
19'x"
10'-10"
10'-4"
10'-3"
9'-9" 9'-10"
9'-5"
13'-3"
13'-3"
13'-3"
13'-3" 513'-:3:"
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12'-2"
11'$"
1 V-8"
11'-2" 11'-3"
15'-0"
15'-6"
15'-6"
15'-6" 15' 6"
15' 6"
14'-2"
13'-9"
13'-7"
13'-0" 13'-1"
12'-8"
16'-8"
16'-8"
16'-8"
16'-8" 16'-8"
16' 8°
15' 6"
15'-2"
15'-2"
14'-10" 14'-10"
14'-3"
10'11"
10'-4"
10'4'
10'4" 10'-4"
10'-4"
10,-8„
10,_1„
10,_3"
9'-8" 9'-9"
9' 4"
11'-1"
11'-1"
11'-1"
11'-1"
12'-0"
11' 6"
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13' 8"
13'-1° 13'-2"
12'4"
13 1"
13 1"
13 1"
13-1" 13 1"
13 1"
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15'-1"
14'-8" 14'-9"
14'-V
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m2
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9'-9"
9'-9"
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9'-9" 9'-9"
9'-9"
9'-7"
9'-7"
9'-2" 9'-4"
8'-11"
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10'4"
10'-4"
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11'4"
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11'-0"
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11' 4"
11' 4"
11' 4"
11' 4" 11'1l"
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12' 8"
13'-0"
12' 6" 12'-7"
11'-10"
0 > �
12'-3"
12'-3"
12-3"
12' 3" 12' 3"
2' 3"
>1_31--71"
> a_ w r
14'-9"
14'-6"
14'-7"
14 _1" 141„
13 _7„
O2z�
U a N
O J a <
9'_0"
9'-0" 9•-0"
g•_0"
91_0"
9'-0"
F-
8'-10"
8'-10"
8'-7" 8' 6"
8'-1"
a m
9' •
9'-6•
9'_69"'
9'-6"
9-6"
w
9'-10"
-10°
9
9
9'-8" '-3"r
0
z v
12'-1"
12' -9"
12' _9"
" $
12'-0 12'"
12'-1"
10.3"
10.1"
10'_1"
9'-10" 9'-10"
9'-8"
w ow ..
m N m
11'-2"
11'-2"
11'-2"
11'-2" 11'-2"
11'2"
z°
z ^ w
�wJN
13 _9"
13'-4„
13 6"
13'-0" 13'-1"
12'-7"
qa ¢ v w
0 0 N w
8'-3"
8'-3"
8'-3"
8'-3" 8'-3"
8'-3'•
7•-8"
7'-7"
7'-8"
T-5" 7'-6"
7'-2"
N
8'-9"
8'_9"
8'-9"
8'-9" 8'-9"
8'-9"
c c
8'-7"
8'-7"
8'-5" 8'11"
8'-1"
LL
O
W `'�
F-
9. 8"
91.81,
9,_8"
9, 81, 9'_8"
9'_8"
O w
10'-4"
10'_3"
10'_3"
10._1" 101-111,
9'-9"
a Lu
2
10'-4"
10'-4"
10' 4"
10'-4" 10'1!"
10'-4"
Q
11'-10"
11'_7"
11._9"
11,-6" 11•-6„
11'-2"
MINIMUM NUMBER OF FASTENERS FOR ROOF PANEL TO SUPPOqTIiVG BEAM & WALL HANGER
FOR ATTACHED AND FREESTANDING SOLID COVERS ,
z
z
TABLE 1 TABLE 2 TABLE 3
(2) 2"x6 %2" AND WALL HANGERS; 3"'x8"AND EXTRUDED AND 3"x8" WITH w �"
6 %2" ROLL FORMED BEAMS =STEEL HEADERS STEEL INSERT HEADERS
o�
_ (n (r a
NUMBER OF N0.14 TEK OR SMS SCREWS NUMBER OF NO.14 TEK OR S SCREWS >- NUMBER OF NO. 14 TEK OR SMS SCREWS a Q a
a PER FOOT OF BEAM LENGTH F F PER FOOT OF WALL HANGER AND BEAM LENGTH F PER FOOT OF BEAM LENGTH '° Z z
�o
J w —
E 3 110 MPH 120 MPH 130 MPH 110 MPH 120 MPH 130 MPH L 110 MPH 120 MPH . 130 MPH c
~ EXP. B EXP. C EXP. B EXP. C EXP. B EXP. C ~ EXP. B EXP. C EXP. B EXP. C EXP. B EXP. C ~ EXP. B EXP. C EXP. B EXP. C EXP. B EXP. C ca, Z o
1 1 1 r 1 1 1 1 1 1 �w�
5 1 1 1 2 1 2 1 2 1 2 2 2 5' 1 1 1 1 1 1 2 2 2 5 1 1 1 1 1 1 w
6' 1 1 1 2 2 2 6, 1 1 1 1 1 2 1 1 1 1 1 1 0
2 2 2 2 2 3 1 2 2 .2 2 2 6 1 1 1 1 1 1
7' 1 1 1 2 2 2 1 �1 1 2 2 2
2 2 2 3 33 7 2 2 2 2 2 7 1 1 1 1 1 1 1 1 1 1 1 2
g' 8 1 V �22
2 2 21 1 1 1 1 1 O2
1 2 2 2 2 2 2 3 2 3 2 3 2 2 3 3 8' 1 1 1 2 1 2 em
g' 2 2 2 3 2 3 2 3 2 3 2 4 9' 1 2 2 2 2 2 1 1 1 1 1 1 cl
o
—ON 2 2 2 3 3 3 9 1 1 1 2 2 2 0,
10' 2 2 2 3 2 3 2 3 2 3 3 4 10' 1 2 2 2 2 2 2 3 2 3 2 3 10' 1 1 1 2 1 2 1 2 1 2 1 2 0 3
n1
r" 2 2 2 2 2 3
2 2 2 2 2 3 1 1 1 1 1 2 ��
FrF.03.,311 % 3 3 3 4 4 4 11 2 3 3 3 3 3 11
2 2 3 3 3 3 2 2�33
2 2 3 12, 1 1 1 2 1 2 1 2 1 2 2 2
12' 3 3 3 4 4 5 12� 2 3 2 4 2 2 2 2 2 2
,. N
CAUL.!
2 2 2 3 3 3 13' 1 1 1 1 1 2 Z
13 3 2 4 2-4 3 4 3 4 3 5 13' 2 3 3 3 3 4 2 2 2 2 2 2 <n
LLL
ten. FOOTNOTE: "SAMPLE" LL
; .GEN—c,
FIGURE INDICATES ATTACHED
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FIGURE INDICATES FREESTANDING
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OF
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;r o.p
• L?naa:'i:i•I'
cl
~yPCIVIL (l<
11
18" ¢"'
6.5" ROLLFORM
A GUTTER FASCIA
ALUM. ALLOY
3004-H36
B MAG BEAM
ALUM. ALLOY
6063-T6
DBL. 2"x6.5"x0.042"
ALUM. ALLOY 3004-H36
OR'EQUAL
J LUM. A
DBL.2"x6.5"x0.032"
ALLOY 3004-H36
OR EQUAL
Z�
T=12 OR
14 GA.
ASTM
A653 SS
GRADE 50
G60 8.0"
.042"
TYR
4.0" -1
MAX.
DBL. 3"x8"0.042" BEAM
O W/ DBL. 14 GA. STL. INSERT
ALUM. ALLOY 3004-H36
OR EQUAL
DBL. 3"x8"x0.042" BEAM
W/ DBL. 12 GA. STL. INSERT
-
up T
ALUM. ALLOY 3004-H36
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.
ThinkPad\Duralum\IAPMO 0195\5-21-14 Submittal\5-21-14 A 5.dwg, 8/27/2014 11:41:38 AM, CutePDF Wnter,
4" I -BEAM 4.5" MAG GUTTER
C ALUM. ALLOY (D�ALUM.
ALLOY
6063-T6 6063-T6
K 3"x8"4.042" BEAM
ALUM. ALLOY 3004-H36
OR EQUAL
.032"
ALUM.
1
f
s I T=12 OR
14 GA.
7.875" ASTM
A653 SS
GRADE 50
G60
0.042"
TYR
-3.0" I- MAX 3.0"
L 'DBL. 3"x8"0.042" BEAM
ALUM. ALLOY 3004-H36 ,_
4 EQUAL ], ";
-1 1.00" r-
0.625"
3"x8"x0.042" BEAM
MW/ 14 GA. STL. dNSERT
ASTM A653 GRADE'50,G60
3"xWx:0.042" BEAM
N W/ 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"
0.042"
PLASTIC
PLUGS
#10 SMS
@ 24.O.C.
EA. SIDE
3" SQ. ALUM POST 3" SQ. ALUM. POST 3" SQ. ALUM. POST
B ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004-H36 WITH SIDEPLATES
HEIGHT LIMITED TO 3" SQ. STEEL POST D ALUM. ALLOY 3004-H36
10'-0" MAXIMUM. F ASTM A653 GRADE 50 CP60 OR EQUAL
F 7" I -BEAM
ALUM. ALLOY 6063-T6
G W/ 1 "C" INSERT
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.
0.075"
TYP 3.0"
I►3.0`-I
E MAG POST
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.
E
8
N _E
LL Ua
f
HEADER BEAM TYPES
a?w
i-
uj
G.
i-=3"SQ.xt=0 18_8
} o
GUTTER
"
'
H
=3"SQ.xt=0.250"
U
z
Z.
EXT. CLIP
g a
-
0.375"
aOm�'
J
=4"SQ.xt=0.188"
uui
w
Ku
=4"SQ.xt=0.250"
SPLICE I
I
T=12 GA.
w
zLl za
INSERT
7=0.125'
m - 0m
zo
z
U L
z
Z N .. w
3wWm
3.0"
a4avw
0 o m 0:
WHERE I
ASTM A653 SS
WHERE
ALUM.
w N
U)
SPLICE
WHERE
OCCURS
I
GRADE 50 G60
3.0"
OCCURSALLOY
6063-T6
F
V
I
n n
OCCURS
I
.
U
°WHERE
II II
I
4.6"
ALUM
6.656"
7.0"
O a
I I
.o>CCURS
a
0.110
I
3
,P
.0.075"
TYP
a
TYP.
II
10
TYP.I
-� z o
2.04"
i
m2
II
L -=-=--J
I
J
3" SQ.x0.032" ALUM. BEAM
co
a o 0
L
0.375"
----
W/ 12 GA. STL. "U" CHANNEL
E
X
J
I
-3.o"
3.0'
+.00 "
A� STM A653 SS GRADE 50 G60
o ry
B MAG BEAM
ALUM. ALLOY
6063-T6
DBL. 2"x6.5"x0.042"
ALUM. ALLOY 3004-H36
OR'EQUAL
J LUM. A
DBL.2"x6.5"x0.032"
ALLOY 3004-H36
OR EQUAL
Z�
T=12 OR
14 GA.
ASTM
A653 SS
GRADE 50
G60 8.0"
.042"
TYR
4.0" -1
MAX.
DBL. 3"x8"0.042" BEAM
O W/ DBL. 14 GA. STL. INSERT
ALUM. ALLOY 3004-H36
OR EQUAL
DBL. 3"x8"x0.042" BEAM
W/ DBL. 12 GA. STL. INSERT
-
up T
ALUM. ALLOY 3004-H36
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.
ThinkPad\Duralum\IAPMO 0195\5-21-14 Submittal\5-21-14 A 5.dwg, 8/27/2014 11:41:38 AM, CutePDF Wnter,
4" I -BEAM 4.5" MAG GUTTER
C ALUM. ALLOY (D�ALUM.
ALLOY
6063-T6 6063-T6
K 3"x8"4.042" BEAM
ALUM. ALLOY 3004-H36
OR EQUAL
.032"
ALUM.
1
f
s I T=12 OR
14 GA.
7.875" ASTM
A653 SS
GRADE 50
G60
0.042"
TYR
-3.0" I- MAX 3.0"
L 'DBL. 3"x8"0.042" BEAM
ALUM. ALLOY 3004-H36 ,_
4 EQUAL ], ";
-1 1.00" r-
0.625"
3"x8"x0.042" BEAM
MW/ 14 GA. STL. dNSERT
ASTM A653 GRADE'50,G60
3"xWx:0.042" BEAM
N W/ 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"
0.042"
PLASTIC
PLUGS
#10 SMS
@ 24.O.C.
EA. SIDE
3" SQ. ALUM POST 3" SQ. ALUM. POST 3" SQ. ALUM. POST
B ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004-H36 WITH SIDEPLATES
HEIGHT LIMITED TO 3" SQ. STEEL POST D ALUM. ALLOY 3004-H36
10'-0" MAXIMUM. F ASTM A653 GRADE 50 CP60 OR EQUAL
F 7" I -BEAM
ALUM. ALLOY 6063-T6
G W/ 1 "C" INSERT
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.
0.075"
TYP 3.0"
I►3.0`-I
E MAG POST
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.
E
8
N _E
SQ. STEEL POST
ASTM A500 GRADE B
d
LL
O
w
o w
v=i
LL Ua
f
a?w
i-
uj
G.
i-=3"SQ.xt=0 18_8
} o
_
'
H
=3"SQ.xt=0.250"
; It a
Z.
=3"SQ.xt=0.313"
g a
aOm�'
J
=4"SQ.xt=0.188"
Ku
=4"SQ.xt=0.250"
w
zLl za
m - 0m
zo
Z N .. w
3wWm
3.0"
a4avw
0 o m 0:
SQ. STEEL POST
ASTM A500 GRADE B
d
LL
O
w
o w
v=i
1.ND. 1>10
ThinkPad\Duralum\IAPMO 0195\5-21.14 Submitt
EXISTING LEDGER OR WALL HANGER & EAVE CONNECTION DETAILS
__
A34 FRAMING ANGLE
SEE TABLE 2
NOTE: WHERE COVER CONSTRUCTION INCLUDES
DETAIL A OR B, SITE-SPECIFIC ENGINEERING IS
DESIGN
LOADS
(E) WALL
OPENING
COVER
PROJECTION
CIO:
w
rn
REQUIRED TO VERIFY ADEQUACY OF THE EXISTING
1.ND. 1>10
ThinkPad\Duralum\IAPMO 0195\5-21.14 Submitt
EXISTING LEDGER OR WALL HANGER & EAVE CONNECTION DETAILS
__
A34 FRAMING ANGLE
SEE TABLE 2
NOTE: WHERE COVER CONSTRUCTION INCLUDES
DETAIL A OR B, SITE-SPECIFIC ENGINEERING IS
DESIGN
LOADS
(E) WALL
OPENING
COVER
PROJECTION
3/16" STEEL NOTE: BRACKET CAN BE LOCATED
B 0 1/4'0 HOLES,TYP. ANYWHERE ON EAVE.
0
z
REQUIRED TO VERIFY ADEQUACY OF THE EXISTING
p
w
10. 20 sf
p
> 8'
> 18'
FASTENERS, SEE TABLE 3
D C nD CVT un��nr n
STUD WALL FRAMING WHERE ONE OR MORE OF THE
FOLLOWING CONDITIONS OCCUR:
NOTE: PROVIDE WATER
p TYP. BRACKET PROTECTION, METAL FLASHING
AT EVERY 2x � CAUCK JOINTS AND SLOPE
R• A
w
?
ti z
38
z w
30, 40 & 50 psf
> 6'
> 14'
• nIVVCR O IV URAIIV (VI' I IVIVAL) --
CHANNEL, 2X OR 3X O EXISTING EAVE ALLOWABLE PROJ. TO BEAM
RAFTER BRACKET LEDGER OR WALL HANGER OVERHANG SEE TABLE 1 ¢ v
U]�
WITH FASTENERS 1 1!4" (24" MAX.) 2x60R2x8LEDGER ON a
PER TABLES 3 & 4 to W u
ALUM. PANEL 2X OR EXIST. RAFTERS AT L— 2x WOOD STUD OR a a 0
3x ALUM. RAFTER 24" O.C. AT ROOF 1"MIN. CONCRETE WALL RAFTER w o
EXIST. FASCIA BOARD OVERHANG T— (3}#14x3 1/2" W.S w o
2X FULL DEPTH 3Y2' a M U
ALLOWABLE PROJ. EXISTING EAV WOOD SCAB, J— ¢ 0 0
TO BEAM OVERHANG 1* MIN.
__LU z U
SEE TABLE 1 (24" MAX.) WHERE OCCURS, T-- NOTE: PLACE "SIKA FLEX" OR SIMILARz
SEE TABLE 2 MATERIAL BETWEEN BRACKET AND COMP. NOTE: BRACKET MAY BE Or 0
SHINGLE ROOFING TO PROVIDE SEAL MOUNTED BELOW RA( -TER w
W/ SAME CONNECTION'S.
EAVE CONNECTION X01 WALL CONNECTION
n 1. EXISTING ROOF OVERHANG DESIGN LOADS: NOTE: WALL LEDGER IS NOMINAL LUMBER SIZE 2"x6" (AT 2"x6 )/2'ALTERNATE EAVE CONNECTION
RDL = 3 psi (MIN) TO 8 psi (MAX) RLL = 20, 25, 30. 40. & 50 psi MINIMUM RAFTERS), NOMINAL 2'x8" (AT 3"x8" MINIMUM RAFTERS) ` , NOTE: THIS DETAIL IS LIMITED TO RESIDENTIAL INSTALLATIONS
2. EXISTING RAFTER ALLOWABLE BENDING STRESS IS 1200 psi. OR KILN -DRY WOOD -FILLED 2"x6 Yz OR 3'x8' ALUMINUM SECTIONS. WITH A 10 psi MAXIMUM DESIGN LOAD.
LL
TABLE 1 TABLE 2
TYPE AND NUMBER OF FASTENERS REQUIRED AT ROOF PANEL TABLE 4 a,b ANCHORS INSTALLED 0
0
OR RAFTER CONNECTED TO EXISTING ROOF OVERHANG INTO CONCRETE WALLS 0
cl
EXISTING MAXIMUM PROJECTION
WITH 6 -INCH MIN.THICKNESS
FRAMING MEMBER (A) - SIMPSON A34 FRAMING ANCHOR USING SD9112 SCREWS COVER NUMBER AND TYPE o
COVER AT ROOF WIND SPEED (MPH) AND EXPOSURE (B) - (2) SIMPSON A34 FRAMING ANCHORS, EACH SIDE, USING SD9112 SCREWS WITH 2x FULL DEPTH WOOD SCAB LUSL OF FASTENERS a
LUSL OVERHANG 110,13 110,C 120,B 120,C 130,13 130, C FULL LENGTH OF RAFTER TAIL
' 10 PSF L.L. 20 PSF L.L. 25 PSF S.L. 30 PSF S.L. 40 PSF S.L. 50 PSF S.L. 10 A 4 * O.C. (N STRONG -BOLT 2 SS ; o
2" x 4" FULL 26'-0" 26'-0" 26'-0" 25'-2" 25'-4" 20'-7" Q = _ AT 48' O.C. (a,b)
2" x 6" NOTCHED 26'-0" 26'-0" 26'-0" 25'-7" 25'-4" 21'-2" ! o WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED
2"x6" FULL OR
T (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) Y2-0 SIMPSON STRONG -BOLT 2 SS w
10 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0 20" 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 AT 48" O.C. (a, b)
2"x8" NOTCHED
2"x8" FULL OR 5' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) D a
2"X10" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 25 AT
2"x8"
STRONG-BOLT 2 SS ' o
6 (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B)
2" x 4" FULL 26'-0" 26'-0" 26-0" 25'-2" 264" 20'-7" W �
7' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) z
2" x 6" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 30 AZT036"IMPSON STRONG -BOLT 2 SS z
2"x6" FULL OR 8' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B)
20 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)M
(A) (A) (B) (B) (B) (B) (B) (B)
2"x8" FULL OR 40 AT036"IO.CSObSTRONG-BOLT 2 SS
2"x10" NOTCHED 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) 8
2" x 4" FULL 26'-0" 26'-0" 26'-0" 25'-2" 25' 4" 20'-7" 11' (A) (A) (A) (A) (A) (A) (B) (B) (B)(B) (B) (B) (B) (B) (B) (B) (B)
50 A�T04SIOMC SIMPSON STRONG -BOLT 2 SS m —I-
2" x 6" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 12' (A) (A) (A) (A) (A) (A) (B) (B) (B)(B) (B) (B) (B) (B) (B) (B) (B) LL o �
2"x6" FULL OR 2 L. d
25
2"x8" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" TABLE 3 c TYPE AND NUMBER OF FASTENERS REQUIRED AT LEDGER En z W
AND ROOF PANEL RAIL TO FASCIA 2
2"x8" FULL ORFOOTNOTES TO TABLES 3 & 4: w
2"x10" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" OR LEDGER TO EXISTING WOOD STUD WALL FRAMING > N
2" x 4" FULL 16'-0" 16'-0" 16'-0" 16'-0" 16'-0" 16'-0" (C) - (2) Y4" DIAMETER LAG SCEWS a. EMBED ANCHOR 3" MINIMUM INTO cr w >
-2" 9'-3" -
(D) - %8" DIAMETER LAG SCREW CONCRETE WALL AND INSTALL IN > a
2" x 6"NOTCHED 10'-10" 10'-10" 10'-10" 9' 62w,
Z
(E) - 3/4" DIAMETER LAG SCREW ACCORDANCE WITH ESR -3037
30 v > a
2"x6" FULL OR 26'-0" 26-0" 26'-0" 26-0" 26'-0" 26'-0" b. USE 3" SQ.X%4" STAINLESS STEEL
2"x8" NOTCHED WASHER WHEN INSTALLING NEW a o w
2"x8" FULL OR 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"x10" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" F WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND S1 9PEED WIND SPEED WOOD LEDGER AGAINST EXISTING �
2" x 4" FULL 11'-7" 11'-7" 11'-7" 11'-7" 11'-7" 11'-7" m (EXP. B & C (EXP. e & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) CONCRETE WALL.
it c. WHERE ROOF PANEL RAIL OCCURS, Z s
2" x 6" NOTCHED 15'-6" 15'-6" 15'-6" 15'-6" 15'-6" 15'-6" ~ 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 w G W..
USE y2" DIAMETER LAG SCREW IN V z
> 0 n
2"x6" FULL OR 5' (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) LIEU OF 2 %4" DIAMETER LAG m � Z D
40 19'-6" 19'-6" 19'-6" 19'-6" 19'-6" 19'-6" () Z a w D
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2"x8" FULL OR 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) (D) (D) (D) (D) (D)
2"x10" NOTCHED
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) t
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) * o
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50 2"x6" FULL OR 15'-3" 15'-3" 15'-3" 15'-3" 15'-3" 15'-3" 10' (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (E) (E) (E) (E) (E) (E) o
2"x8" NOTCHED 11' (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (E) (E) (E) (E) (E) (E) w
2"x8" FULL OR 20'-9" 20' 9" 20'-9"1201-91, 20'-9" 20'-9" a cn
2"x10" NOTCHED 12 (C) (C) (C) (D) (D) (D) I (D) I (D) (D) (D) (D) (D) (E) (E) (E) (E) (E) (E)
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IAPMO ER #0195 DRAWN BY: E.NEGRETE PATIO COVER SYSTEM AS MFG. BY: TOM CAMPBELL 8 ASSOCIATES, INC.
DATE: 5121/2014 DURALUM PRODUCTS, INC. LATERAL FORCE RESISTING SYSTEM LIVE LOAD = 10,20,25,30,40,50 PSF COMMERCIAL AND RESIDENTIAL STRUCTURAL ENGINEERING
SHEET 11 OF 49 SCALE: NONE 8269 ALPINE AVE., SACRAMENTO, CA 95826 FOR ATTACHED COVERS HORIZ. WIND = 110,120,130 MPH RANCHO CUCAMONGA
REVISED BY: (916) 452-7021 FAX 403-1519 sales@duralum.com , CA (951 ) 741-2107
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ThinkPad\Duralum\IAPMO019515-21-14 Submitt
BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS
SPLICE DETAILS 11 BEAM TO POST DETAILS 12 BEAM TO POST DETAILS 13
SIMPLE SPLICE FULL MOMENT z
w
9" 24• OPTIONAL DECORATIVE FASCIA w
5" 3 1' 1' 3" 1 111.11.8' 1 ( WOOD, ALUM, OR HARDBORD) Lj
Z z o
y
(2)#10 S.M.S.@ EA. W� p
VALLEY, TYP. (12) - #14 x 1/2' S.M.S. EACH SIDE OF Y I-
(8
-
�800s M.S. II #12 S.M.S. II SO. POST (8 -TOTAL) Q n
TYP. THICKNESS =.035' (24 TOT ALTERNATE: 1/4'0 BOLT W/WASHER U 0 a+
11 6 36° TYP. THICKNESS = .035" — —_ EA. SIDE OF 3' SD. POST 0 Ir
II _--_ 1n In U
II O ---_ Q d
+ �� t t ++ + + I� + + ++ w 'J° Z z
J w
ALUM. ALLOY 3004 -HW a .5 m 9
ALUM. ALLOY 3004-H36 w
OR 6063-T5 FOR EXTRUDED OR 6063-T5 FOR EXTRUDED - ----- II + O 2 0
NOTE: USE SIMPLE SPLICE ONLY NOTE: FULL MOMENT SPLICE MAY OCCUR _� I .7s ' j� O A i SD' 0 z o
IN ALTERNATE INTERIOR BAYS AT ANY LOCATION EXCEPT AT END BAYS I L a +'t-414
IO-zSPLICES - ROLLFORMED &EXTRUDED FASCIAS —NOTCH I_BEAM FLANGE 3 sO.PosT
I -BEAM ALUM ALLOY AS NEEDED TO CLEAR2.3 w
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE C -SPLICE (ONE SIDE OF WEB) MAY BE USED. (6061-76) ALTERNATE SO. POST,CONNECT WEBo
STL. C -BEAM TO POST W/ (2) - 5/8" 0 3 ITOTAL= (8)-1/2"0 BOLTS THRU-BOLTS @ 4" I -BEAM, x 1/2"S.M.S. EACH SIDE OF 3^
- - --- I p AND (3) - 5/8" 0 THRU BOLTS
SPLICE WHERE 4,i
OCCURS
.070.,
TYP.
I I
ALUM. ALLOY
6063-T6
4" I-RFAM
MOMENT C -SPLICE
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE C -SPLICE (ONE SIDE OF WEB) MAY BE USED.
I-- 4 I
SPLICE WHERE
OCCURS
TYP.
ALUM. ALLOY
6063-T6
V-0"
2. O
OtO
O O
O O
SO. POST (&TOTAL
ALTERNATE: 1/4'0 BOLT W/ WASHER
EA. SIDE OF 3' SO. POST
LL
S-0"
MOMENT C -SPLICE
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE C -SPLICE (ONE SIDE OF WEB) MAY BE USED.
I-- 4 I
SPLICE WHERE
OCCURS
TYP.
ALUM. ALLOY
6063-T6
V-0"
SO. OST
@ 7' I -BEAMS
O O
O O
SO. POST (&TOTAL
ALTERNATE: 1/4'0 BOLT W/ WASHER
EA. SIDE OF 3' SO. POST
LL
16" r
T-0"
FASTENER SPACING = 3/4"
X00
FASTENER TO RAFTER TAILS - SEE TABLE
OPTIONAL LATTICE TUBES
.50"
GUTTER FASCIA
N 2
a 0-
2
(6)-#14 SDS @ EA. SIDE
& BOTT. (2) -TOT. F 4N,
. 0' 3' SO. POST MAG BEAM
n
%2" SQ. OR 2" LATTICE TUBE Pi
2"x3" LATTICE TUBE P2
TOP & BOTT. TOT.=24
'
3'SO. STL. BEAM
N o
3.125" FOR 3 x RAFTER
o
d�
2.125" FOR 2 x RAFTER
H - BRACKET TO POST 14
RAFTER "TAIL" TO GUTTER 15
oz
a3
-------- ----- -- 00 GROUP
w E
m
NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 30 psf
O Ili
EE
3" x 8" x.042" BEAM,
FTMAG
ROOF LIVE AND SNOW LOADS
o
_
w
3" SQ. STEEL OR
#8 x 2 "SMS, 21/2" @ 3" O.C. MIN.
EXTRUDED GUTTER
BEAM.
1.5 1.50"
MOMENT C -SPLICE
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE C -SPLICE (ONE SIDE OF WEB) MAY BE USED.
I-- 4 I
SPLICE WHERE
OCCURS
TYP.
ALUM. ALLOY
6063-T6
"L" FASTENERS
V-0"
1.25"
O
4.5"
O O
O O
6 - #14 SDS
T-0"
16" r
T-0"
"L" FASTENERS
V-0"
4 - #14 SDS
2'-0"
6 - #14 SDS
T-0"
12 - #14 SDS
FASTENER SPACING = 3/4"
V
w
U U
6 1/2"x2"x.024
RAFTER
�IrQ
AT OVERHANG
gwr
w
FASTENER TO FASCIA - SEE TABLE
�a z
X00
FASTENER TO RAFTER TAILS - SEE TABLE
OPTIONAL LATTICE TUBES
a
Omw
~ 5 z
V
"U" BRACKET - RAFTER TO BEAM
6 1/2"x2"x.024
RAFTER
2"
AT OVERHANG
2;~ O
� U U o
In
#14 x 1/2" S.M.S. TOP
� U
(6)-#14 SDS @ EA. SIDE
& BOTT. (2) -TOT. F 4N,
N O=
XXd
%2" SQ. OR 2" LATTICE TUBE Pi
2"x3" LATTICE TUBE P2
TOP & BOTT. TOT.=24
'
Of > LL
cr 1
0 Z s
3.125" FOR 3 x RAFTER
o
2.125" FOR 2 x RAFTER
C O
ROOF PANEL n � � � FASTENER 6 1/2-
s
ALUM. ALLOY 3105-H25
-------- ----- -- 00 GROUP
w E
m
'
ROLLFORMED OR 00
w
#8 x 2 "SMS, 21/2" @ 3" O.C. MIN.
EXTRUDED GUTTER
v
LLU �
1.5 1.50"
OR 3 1/2", TYP. UP TO 6"O.C. MAX.
ALUM. BRACKET X
� o=
28" 3" 2��
3" X 3" ALUM. OR
#14 S.M.S. @12"O.C.
U) r
z
a w
— —
- #14x 3/q" TEK SCREWS
TO RAFTER �1/2" MIN.o1
W J >
STEEL POST
FASCIA
L N
wr4��
7" I -BEAM
MOMENT C -SPLICE
"U" BRACKET - RAFTER TO BEAM
6 1/2"x2"x.024
RAFTER
2"
1"
"L" SEE TABLE
� U U o
In
N O=
XXd
%2" SQ. OR 2" LATTICE TUBE Pi
2"x3" LATTICE TUBE P2
LATTICE TUBE TO RAFTER 16
"U" BRACKET - RAFTER TO BEAM 17
Of > LL
cr 1
0 Z s
3.125" FOR 3 x RAFTER
U a N
O a
2.125" FOR 2 x RAFTER
C O
ALUM. ALLOY 3105-H25
2" SO.,
ALUM. ALLOY 3105-H25
OR 2"x3Q..
TTICE
w
#8 x 2 "SMS, 21/2" @ 3" O.C. MIN.
1 = .040" @ 6063-T6
1 1 /2"
1.5 1.50"
OR 3 1/2", TYP. UP TO 6"O.C. MAX.
w
Z
o
--I I
28" 2
28" 3" 2��
w w ..
m.ZoZ�(6)
018"
o18nBRACKET
— —
- #14x 3/q" TEK SCREWS
TO RAFTER �1/2" MIN.o1
W J >
O
rRAFTER
O O
rn v
I
P.
* O
(6) - #14x 3/q" TEK SCREWS 2.750"
0 F-
m LU
LU
BRACKET TO BEAM
Q
m5-21-14 A 5.dwa- 8/27/2014 11 47.17 AM Cut,,PDF Wdler.
~ No. C3794€I
EXP. 03./31; j
ATTACHED & FREESTANDING SOLID COVERS - 25 PSF SNOW LOAD - 110,120,130 MPH - EXP. B & C
3" SQ.x0.032" ALUM. BEAM
f; 6.5" ROLLFORM
g MAG BEAM
C 4" I -BEAM
D 4.5" MAG GUTTER
W/ 12 GA. STL. "U" CHANNEL
E
Z
W
W
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ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
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F-
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a =
F o
MAKPOST FTG.
MIN.
MAKPOST FTG.
MIN.
MAX.POST FTG.
MIN.
MAKPOST FTG.
MIN.
MAKPOST FTG.
MIN.
MAKPOST FTG.
MIN.
MAKPOST FTG.
Mft7
MAKPOST FTG.
MIN,
MAKPOST FTG.
MIN.
MAX.POST FTG.
MIN.
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SPACING
ON SLAB
SPACING (IN.)
POST
SPACING (IN.)
POST
SPACING (IN.)
POST
SPACING (IN.)
POST
SPACING (IN.)
POST
SPACING (IN.)
POST
SPACING (IN.)
PC(ST.
TYRE
SPACING (IN.)
POST
TYPE
SPACING (IN.)
POST
TYPE
SPACING (IN.)
(SPAN)
POST
TYPE
m 3
v
(SPAN)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
(SPAN) (1)
(SPAN) (1)
(1)
O W a
(2) (3)
F
(1)
co N U
9'-1" 16
9'-8" 27
8'-9" 16
8'-3" 26
G
11'-6" 18
B
10'-10-8" 228
G
10' 410 119
B
10' 8"0'-6" 228
G
18
11-311
B
2co
10'-8°0.
G
5
< z
C
10,x„
5
9'-1" -;l8
B
9'-6" 27
G
8'-9" 18
B
8'-2" 26
11'-6" 20
4"
-3"
6" 28
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w Z O
8'-4"
119
8'-108'-8" 228
s' 3"8'-3" 119
7'-107'-8" 227
G
10'-9"0
121
G.
10'-110'-1" 229
G
9'-5"
120
B
l0'-09'-9" 229
G
10'-810'-8" 121
C
10'-
229
G
6
9,_0„
6'
8'-4"
B
G
B
-9'
9'-5"
9'-101,
v
t
7'-10" 17
8'-3" 29
7'-10" 17
B
7'-6" 28
G.
9'-8" 19
G.
3
9'-8"9'
G
8 9
120
C
9'-3" 30
G
10'-2" 19
C
9'-7" 30
G
7
¢ z o
0
8'-0"
]
7-10 19
B
8'-1" 29
G.
T-10" 20
7'-4' 28
9'-8" 21
7" 30
8'-9"
9'-1" 29
10'-2" 21
9'-6" 30
o a
"
7'-4" 18
T-9" 29
7'-7" 18
C
7'-2" 29
G
9'-0" 19
C
9' 3" 31
G
8'-2" 18
�'
8'-s" 30
G
9'-7" 19
E
9'-2" 31
G
8
h 0
ly
J
7'-6'
8
20
B
7'-7" 29
G
7'-7" 20
7'-0" 28
9'-0" 21
9'-2" 31
8'-2" 21
8'-6" 30
9'-7" 22
9'-1" 30
9
6'-10" 18
7' 3" 30
7'-2" 18
C
6'-10" 29
G
8'-7" 19
E
G
7'-8" 19
C
8'-'! 31
G
9'-0" 20
E
8'-10" 31
G
9'
0
7 -0
6'-10" 20
C
7'-2" 30
G
7'-2" 21
6'-9" 29
8'-7" 22
7'-8" 21
8'-1" 31
9'-0' 22
8'-8" 31
LL
6 7"
121
7'-0'16'-9" 330
6 6
121
C
61 8"6'-7" 3
G
8'-2"s
222
E
48'-31,32
G
7 a"
121
C
71 917'-8" 331
G
s'-7118'-7" 223
E
8'-7
332
G
10'
N.P.
10'
6'-7"
Ci
G
6'-6"
30
2
7•-4"
8'-4"
CL
6'-3" 19
6'-8" 31
6'-2" 19
C
6'-61 30
G
7'-10" 20
E
G
7'-0" 20
E
7'-6" 32
G
8'-2" 20
E
8'-3" 32
G
11
=
NLc).P.
11
6, 3.. 21
C
6'-6" 31
G
6'-2" 21
6'a" 30
7'-10" 23
7'-0" 22
7'-3" 31
8'-2" 23
8'-1" 32
LL o
N
6'-0" 19
6'-4" 31
5'-11" 19
6'-3"6'-2" 31
G
71-5117' 223
E
7'-10" 33
H
6'-9" 20
E
7' 2" 32
G
T-5" 20
E
8'-0" 33
H
12
a
N.P.
12'
6'-0" 21
C
6'-2" 31
G
5'-11" 21
C+
S"
7'-8" 32
G
6'-9" 22
7'-0" 32
7'-5" 23
7'-9" 33
G
0 0
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ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
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Z N
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MAKPOST FTG.
MIN.
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MAX.POST FTG.
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MAX.POST FTG.
MIN.
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MIN.
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MAKPOST FTG.
MIN.
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MIN.
jp
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SPACING
SPACING.
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
TYPE
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(SPAN)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
�
C
(Z) (3)
(SPAN) (1)
(1)
C
9'-1" 17
9'-8" 27
8'-9" 17
8'-3
227
G
111-fi
121
B
10
229
G
10 X10'-2" 120
B
10'-8" ZS
G
11'-3" 18
B
10'-8" 28
G
,
5
O
10'-4"
5'
9'-0" 19
B
9'-2" 28
G
8'-9" 19
B
8'-0"
1'-4"
10'-6"
10'-3" 29
11'-2" 21
10' 3" 29
�aszN
CV
8'-4" 18
8'-10" 28
8'-3" 18
7'-10" 27
G
10'-9" 19
C
10'-2" 29
G
9'-5" 18
B
10'-0" 29
G
10'-8" 19
G+
10'-1" 29
G
6
> 0 a Q
N
r'
9'-0"
6'
8'-3" 20
B
8' 4" 28
G
8'-3" 26
B
7'-7" 27
10'-9" 22
9'-10" 29
9'-4" 21
9'-6" 29
10'-3" 22
9'-8" 29
„
7'-10" 18
8'-3" 29
7'-10" 18
7'-6" 28
G
9'-8" 19
C
9'-8" 30
G
8'-9" 19
C
9'-3" 30
G
10'-2" 20
C
9'-7" 30
G
7
° k W W
N a m
8 0
7
7 _8 21
B
7'-9" 28
G
7'-10" 21
B
7'-2" 28
10'-1" 23
9'-4" 3o
8'-8" 21
8'-9" 29
9'-6" 22
9'-3" 30
LL
„
r
7'-4" 19
7'-9" 29
7'-7" 19
7'-2" 29
G
9'-0" 20
C
9'-3" 31
G
8'-2" 19
C
8'-8 30
G
9'-78'-10" 223
E
9 2
330
G
8'
..�
7-6
8
7_g 21
B
7'-4° 29
G
7' 7" 21
C
6'-10" 28
8'-11" 23
9'-0" 30
8'-1" 22
8'-3" 30
C
8'-8"
9'
6'-10". 19
7'-3" 30
7'-2" 19
6'-106
229
G
8'-7"8' 223
E
9'-018' 331
G
7'-s"7,-7" 222
Ci
8'-2"7
330
G
9'-0"8,-4" 223
E
8'-108'-2" 331
G
9'
�,_0„
6 -9 22
(�
7'-0" 29
G
7'-2" 22
C
8"
6"
7"
9"
e
�
6'-7"
122
7'-ol'
330
6'-6
122
6'-8 6 3 29
G
8'-2"8, 224
E
8' 8
331
G
7 4„
223
C
7'-9" 31
G
8'=7" 21
E
8'-7" 32
G
10
E
N
N.P.
10,
6_6_
6
C
7"
G
6 6"
C
4"
0"
8,_2"
7 3"
T -a" 31
8'-0" 24
T-9" 31
}
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CL
6'-3" 20
6'-8" 31
6'-2" 20
6'-6" 30
G
T-10" 21
E
8-3" 32
G
T-0" 20
E
7'-6" 32
G
8' 2" 21
E
8'-3" 32
G
11'
L0
N.P.
ill
6'-2" 22
C
6'-3" 30
G
6'-2" 22
C
6'-2" 30
7'-8" 24
T-9" 32
H
6'-11" 23
7'-1" 31
7'-6" 24
7'-6" 32
to . o
lz
N
6'-0" 20
6'-4" 31
5'-11" 20
6'-3"6'-0" 330
G
7 5"71 224
E
7'-10" 33
H
6'-9" 21
E
7'-2" 32
G
7'-5" 21
E
8'-0" 33
Fi
,
12
w
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12,
5-11" 23
C
6'-1" 31
G
5'-11" 23
C
4"
7'-6" 32
6'-8" 24
6'-9" 31
6'-10" 24
7'-2" 32
rn 97
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ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
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SPACING (IN.)
POST
SPACING (IN.)
POST
SPACING (IN.)
POST
SPACING (IN.)
POST
SPACING (IN.)
POST
SPACING (IN.)
POST
SPACING (IN.)
POST
(IN.)
POST
SPACING (IN.) POST SPACING (IN.)
TYPE
POST(2)(3)
TYPE
(SPAN)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE(1)
TYPE
(SPAN) (1) TYPE (SPAN) (1)
a p10'
(SPAN) (1)
(1)
9'-11, 18
9'-7" 28
8' 9" 18
8'-27'-10" 228
G
111-611'-3" 222
B
10-8" 29
G
10' 4" 19
B
28
G
11' 3" 19 10'-7" 28
B
G
5
w
4"
5'
'"20
B
9'-0" 29
G
8'-7" 20
B
10'-3" 30
10'-0" 21
30
10'-3" 22 10'-1" 30
t
8'-4" 1
8 9
228
8' 3 1
7 9
228
G
10'-9' 203
C
10'-19'-8" 230
9 5
122
BG
229
10'-8" 20 10'-0" 29
C
G
6
WG
WOW..
9,-0„
6
8 1„ 21
B
8'-2"
G
s 1" 21
B
7'-4"
0, 7„
9'-1"
941 22 9'2" 29
N Z >-
7-
7' 10" 19
8'-1" 29
7'-10" 19
-4" 28
7'Lu
G
9'-8" 21
C
9'-7" 30
G
8'-9" 20
C
9'-2" 30
G
10'-2" 21 9'-6" 30
C
G
'm °Z o
8'-0"
7'
7._6.1 22
B
T -T' 28
G
7'-9" 22
B
7'-1" 28
9' 4" 23
9'-2" 30
8'-6" 23
8'-7" 29
8' 9" 23 8'-7" 29
3 wtij
W
"
7'-4" 20
B
7'-7" 29
7'-7" 20
C
7'-1" 29
G
9'-0" 21
C
9'-2" 31
G
8'-2" 20
C
8'-7" 30
G
9'-7" 22 E 9' 1" 30
G
8'
O a u
o p m s
J
7'-6"
8
7'-0" 22jf_
C
7'-1" 29
G
6'-11" 22
B
6'-9" 28
8'-9" 24
8'-9" 30
7'-11" 23
8'-0" 29
8'-2" 23 C 8'-0" 29
6'-10" 20
7'-2,.6 30
7' 2 203
C
6 9 2
G
8'-7"8, 224
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N.P.
12
5'-10" 24
C
5'-10" 31
5'-9" 24
5'-9" 31
7'-2" 26
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6'-6" 25
6'-7" 31
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12'-0" 30
8'-9" 8'-0" 17
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21'-3" 26
19'-9" 35
23' 6" 27
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20'-2" 27
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10'-4" 32
7'-2" 6'-5" 18
8'-7" 7'-8" 30
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19' 4" 27
18'-0" 37
21'-3" 28
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20' 6" 29
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5' 7" 4'-7" 19
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22'-7" 23
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23'-6" 35
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13'-1" 30
9'-8" 8'-11" 17
10'-10" 11'-3" 28
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19'-7" 25
18' 0" 33
22'-6" 26
20'-7" 34
24'-9" 27
22'-8" 34
11'-6" 21
12'-4" 29
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9'-6" 8'-9" 20
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10'-3" 10'-8" 29
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21'-3" 24
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9'-2" 8'-9" 30
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20'-2" 28
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15'-7" 27
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21'-2" 30
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8'2" 6'-10" 31
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14'-9" 28
14'-9" 36
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8'-1" 23
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18-0'6-10" 230
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7'-9"7-8" 223
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16'-3" 31
15'-10" 39
19'-1" 32
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7'-0" 5'-1" 31
G
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12'
13' o" 26
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13'-8" 38
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15'-9" 27
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16'-0" 39
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5\5-21-14 Submittanb-21-14
B 4.dwa.
8/26/2014 6:21:55 AM.
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ATTACHED & FREESTANDING SOLID COVERS - 25 PSF SNOW LOAD - 110,120,130 MPH - EXP. B & C
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16' 6" 22
16'-1" 31
21'-2" 24
20'-8" 33
23'-2" 25
22'-8" 34
H
Z o
12'-10" 19
14'-4" 32
13'-1" 20
E
13'-9" 32
G
15'-1" 21
E
15'-1" 32
G
19'-4" 22
E
19' 4" 35
I
21'-2" 23
E
21'-2" 35
I
w Fn a
to Fn 0
9'-0"
6'
12'-10' 22
E
14'-1" 32
G
13'-1" 22
13'-6" 31
15'-1" 23
14'-8" 32
19` 4" 25
18'-10" 34
H
21'-2" 26
20'-8" 35
a: 0
w
11'-3" 20
1'3'=4" 933—�'
;12'-1" 20
E
12'-9" 32
G
14'-0" 21
E
14'-0" 33
H
18'-0" 22
E
18'-0" 35
I
19'-8" 24
E
19'-8" 36
K
7
v z
8'-0"
7'
11'-3" 22
E
13'-1" 32
G
12' 1" 22
12'-6" 32
14'-0" 23
13'-8" 33
18'-0" 26
17'-7" 35
19'-8" 26
19'-2" 36
0 5 Z
10' 7" 20
--
12'-'7" 33
—
11' 4" 21
E
12'-0" 33
H
13'-1" 21
E
13'-1" 34
H
16'-10" 23
E
16'-10" 36
K
18' 4" 24
E
18' 4" 37
K
8'
° w
W
J
7 -6"
8
10'-7" 22
E
12'-2" 33
H
11' 4" 23
11'-8" 33
G
13'-1 24
12'-9" 33
16'-10' 26
16' 4" 36
I
18'-4' 27
18'-0" 37
9'-5" 20
11'-10" 34
10'-8" 21
11'-3" 33
H
12' 4" 22
E
12'-4" 34
H
15'-10" 23
E
15'-10" 36
K
17' 4" 25
E
17'-4" 37
K
9'
o
p
-.
7'-0"
9'
9' 5" 23
E
11' 7" 34
H
10'-8" 23
E
11'-1" 33
12' 4" 24
12'-1" 34
15'-10' 27
15'-6" 36
17'-4" 28
17'-0" 37
LL
8'-11" 20
11'-3" 34
10'-2" 21
E
10'-9"0'-6" 334
H
11'-9" 22
E
11'-9" 35
15'-1" 24
E
15'-1" 37
K
16'-6" 25
E
16'-6" 38
K
,
10
y
N. P.
10'
8'-11" 23
E
11'-0" 34
H
10'-2" 24
11'-9" 25
11'-6" 34
15'-1" 27
14'-8" 37
16'-6" 28
16'-1" 38
8'-5" 21
10' 8" 35
9'-8" 22
E
10' 3" 34
H
11' 211 225
E
11'-211 335
14':f4 22S
E
14' 4
337
K
15'-915'-9" 229
E
15'-9"5,-4" 338
K
11'
a
Ln
N.P.
11'
8 -5 23
E
10'-6" 34
I
9'-8" 24
10'-0" 34
-2"
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Nom,
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21
10'-2" 35
9'-4" 22
E
9'-109'-7" 334
I
10'-910,-9" 226
E
10'-910'-6" 335
13'-9"3,-9" 228
E
13'-93'-6" 338
K
15' 115'-1" 229
E
15'- 1'4 339
K
12'
0 N
N.P.
12'
8'-0" 24
E
9'-8" 35
I
9'-4" 2511
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ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
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FREESTANDING SOLID
ATTACHED SOLID
I FREESTANDING SOLID
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a
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2
MAX.COL.
~ F
MAx.POST FTG.
MIN.
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MIN.
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MIN.
MAX.POST FTG.
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MAx.POST FTG.
MIN.
MAx.POST FTG.
MIN.
MAX.POST FTG.
MIN.
MAx.POST FTG.
MIN.
MAx.POST FTG.
MIN.
SPACING
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
TYPE
SPACING (IN.)
POST
TYPE
CO
ON SLA
(SPAN)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
(SPAN) (1)
C
(2), (3)
�
(1)
C
14'-1" 20
15'-9" 31
14'-3" 20
15, 1"
331
G
16'-616,-3" 21
E
16'-615,-7" 332
G
1 19'-10 225
E
21'-Z�, 334
H
2322'-10" 226
E
23'-22'-0" 335
5�
O
10'x"
5'
13'-10' 21
C
15'-0" 32
G
14'-1" 23
C
1"
Z
z
N
12'-10" 20
E
14' 4" 32
13'-1" 20
13'-9" 32
G
15'-1" 21
E
15'-1" 32
G
9' 4" 23
E
19' 4" 35
1
21'-2" 24
E
21'-2" 35
I
6 '
Woo
>WZa
r
9 -0"
6
12'_1" 22
C
13'-8" 31
G
12'-10" 23
E
13'-1' 31
14'-10" 24
14'-3" 32
H
18'-2" 26
18'-4" 34
H
20'-10" 27
20'-1" 35
0 c U)cn
11'-3" 20
13'-4" 33
12'-1" 21
12'-9" 32
G
14'-0" 22
E
14'-0" 33
H
18'-0" 23
E
18'-0" 35
19'-8" 25
E
19'-8" 36
K
7
o k W W
° ` m
8'-0"
7
11'-1" 22
E
12'-8" 32
G
11'-10" 24
E
12'-1" 32
H
13'-9" 25
13'-3" 33
16'-9" 27
17'-1" 35
19'-4" 28
18'-7" 36
1
LL
10'-7" 21
12'-7" 33
11'-4" 21
E
12'-0"1' 332
H
1312'-10" 226
E
13'-11'2 333
H
6'
227
E
16'-16'-0" 335
K
18 418'-2' 229
E
18' 4'7'-6" 336
K
8'
J
7'-6"
$'
10 -6" 22
E
1'-10" 33
H
11'-2" 24
4"
4"
15'-8"
I
-5" 21
11'-10" 34
10'-8" 22
E
11'-1"0'-8" 333
H
12 X11'-7" 226
E
12 X11'-8" 334
H
5
228
E
15'-1 36
K
17'-4" 26
E
17' 4" 37
K
9
7'-0"
9'
„
9-3 23
E
11'-2" 33
H
10'-7" 25
14'-10
15'-1" 36
17'-2" 29
16'-6" 37
e
LL
8'-11" 21
11'-3" 34
10'-2" 22
10'-9
333
H
11'-911 22fi
E
11'-9"1'-2" 334
I
5
228
E
15'-14, 336
K
16'-616'-3" 230
E
16'-6"5,-7" 337
K
10'
(n
N. P.
10'
8'-9" 23
E
10'-8" 34
H
10'-0" 25
E
0,-2"
0"
H
14'-1"
3"
m
-5 22
10'-8" 35
9'-8" 23
E
10'-3" 34
H
11'-210'-6" 227
E
11'-210.-7" 335
44'3
229
E
14'-4"3
337
K
15'-915'-6" 230
E
15'-14'-10" 338
K
11'
o
N P
11'
„
8 -4 23
E
10'-0" 34
I
9'-6" 26
9' 8" 34
4"
8"
•
N
-0" 22
10'-2" 35
9' 4" 23
E
9'-10" 35
1
10'-9" 24
E
10'-9" 36
I
13'-9" 26
E
13'-9" 38
K
15'-1" 27
E
15'-1" 39
38
K
12'
a z W
N. P.
12'
7'-10" 24
E
9'-2" 34
9'-1" 26
9'-3" 34
H
10' 0" 27
10'-2" 35
12'-10" 29
13'-1" 37
14'-10" 31
14'-3"
W'
En
O
O> i
}
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOL/D
FREESTANDING SOLID
¢ =
O0 2 z o
U D a N
=
MAX.COL.
MAx.POST FTG.
MIN.
MAx.POST FTG.
MIN.
MAX.POST FTG.
MIN.
MAX.POST FTG.
MIN.
MAx.POST FTG.
MIN.
MAx.POST FTG.
MIN.
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MAX.POST FTG.
MIN.
MAX.POST FTG.
MIN.
MAx.POST FTG.
MIN.
j p
O a e
SPACING
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
TYPE
SPACING (IN.)
POST
TYPE
m
H c
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ON SLAB
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
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TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
(SPAN) (1)
m
C
(2) (3)
cr
(SPAN) (1)
c
14'-1" 21
15'-7" 32
G
14'-3" 21
14'-13'110" 333
G
16
225
E
16'-315' 333
G
1
227
E
20'-19'-6" 336
H
23
228
E
22'-21'-3" 337
1
5
O
10'x"
5'
13'-6" 23
C
14' 6" 33
H
13'-8" 24
C
H
5'-10"
2"
H
20' 4"
J
22'-4"
K
LU
t9,
12' 101
224
14,
332
13'-112-7" 224
P13�'-71-�2'-8" 332
G
15'-114 226
E
14'-11u'-10' 333
H
19'-4'7.-8" 227
E
19'-17,-9" 335
H
21
229
E
20'-1 9, 336
I
6
W o
0„
6,
8
E
113' 3"
H
E
6"
I
20'-4"
6.,
J
W ..
Y o m
11' 3" 22
13'-2" 32
12'-1" 22
12'-7" 32
H
14'-0" 23
E
13'-9" 33
H
18'-0" 25
E
17'-8" 35
19'-8" 26
19'-4" 36
K
7
m Z p
Z .. W
s' -o"
7'
10'-9" 24
E
12' 3" 32
H
11'-8" 25
E
11'-9" 32
12' 9" 26
12'-10" 32
16' 4" 28
16' 6" 34
18'-10" 29
18'-1" 35
I
3:6i < N
10'-7" 22
12' 4" 33
11' 4" 23
11'-9" 33
H
13'-1" 23
E
12' 10" 33
H
6'-10" 25
E
16'-7" 36
J
18'-4" 27
E
18'-1" 37
K
8'
o � w
J
„
7 -6
8
10'-1" 25
E
11' 6" 32
H
11'-0" 26
E
11'-0" 32
12' 7' 27
12' 1" 33
15' 3" 29
15' 6" 35
I
17'-10" 30
16'-10" 36
9'-5" 22
11'-8" 34
10'-8" 23
E
11'2" 33 333
H
12'-4"11' 227
E
12'-211' 333
H
15'-14, 229
E
15'-8"4,-7" 336
K
17'-4"16, 231
E
17'-116' 337
K
9
7'-0"
9'
„
9 -0 25
E
10' 10" 33
H
10'-3" 26
3"
4"
6"
J
8"
0"
23
11'-1" 34
10'-2" 24
E
10'-
333
H
11' 910,-8" 227
E
11'- 1'0 334
I
15' 1"3 230
E
14'-13'110" 336
K
16'-65,-10" 231
E
16'- 95' 337
K
10'
W
(n
N.P.
10'
8'-6" 25
E
10'-3" 33
H
9'-9" 27
9' 10"
9"
H
8"
2.,
04
�
-5 23
10'-7" 35
I
9'-8" 24
E
10'-
334
H
11' 210' 228
E
11'-110 334
14' 4'3, 230
E
14'-2"
337
K
15'-915'-2" 232
E
15'-6
338
K
11'
Q
Ln
N P
11'
8'-1" 26
E
9'-4" 33
H
9' 4" 27
9' 6"
2"
3"
2"
3'-3"
4'-6"
N
-0" 23
9'-10" 35
I
9'-4" 24
E
9'-8"9'-1" 334
I
10'-99
228
E
10'-
335
13'-9'Z
231
E
13'-7"'-8" 337
K
15'-114, 232
E
14' 13;'10„ 338
K
12'
N. P.
12'
7'-5" 26
E
8'-7" 33
H
8' 7" 27
H
9„
9'-10"
7"
6"
ThinkPad\Duralum\IAPMO 0195\5-21-14 Submittal\5-21-14 B 4.dwg, 8/26/2014 6:22:53 AM, CutePDF Writer,
BEAM TYPES FOR ATTACHED & FREESTANDING SOLID COVERS ATTACHED & FREESTANDING SOLID COVERS
30 PSF SNOW LOAD - 110,120,130 MPH - EXP. B & C
1.52"
(�A6.5" ROLLFORM z
1,79" GUTTER W
EXT. CLIP z
UZ
ATTACHED SOLID FREESTANDING SOLID y N
SPLICE MAX.COL.•-
SPLICE WHERE I SPACING o MAX.POST FTG. MIN. MAX.POST FTG. o~ Lu ^
WHERE OCCURS m SPACING IN. POST SPACING MIN. _ .,
T=12 GA. (2 SLAB ( ) (IN.) POST m g L
6.5" 2.57" SPLICE OCCURS ASTM A653 SS C 2 3 � (SPAN) (1) TYPE (SPAN TYPEZ-2
00 ¢ a
0.73" WHERE7 I GRADE 50G60 3.0 C () () ) (1) rn
OCGURS I I 4.0" I 4.s- ti , 8'-8" 16 B 9'-2" 28 G Q
0.070" o3z 9'-0' S' 5'
0.075" I II 3.0" TYP_ 0.065 I O 8'-8" 18 9'-0" 28 z
f .038' TYP. I TYP. ALUM. r _i w 2
z.oa I I 2.oa" I 8,-4„ 6' 7'-11" 17 8'-4" 29 w o a
L___ J I I I r 7'-11" 19 B 8'-2" 29 G 6' aL W D
L - - - - - - -1---3.0' -I i 7, 6„ 7, 7'-4" 17 T 9" 29 < z 0
T-4" 19 C 7'-7" 29 G 7 o Q Z
2.93"-- 3.0' 3.0" 4.00-
3" SQ.x0.032" ALUM. BEAM J 7'_O" 8' 6'-10" 17 7'-3" 30 U
A 6.5" ROLLFORM B MAG BEAM 4" I BEAM D 6'-10" 20 C 7'-2" 30 G 8
%Z - 4.5" MAG GUTTER W/ 12 GA. STL. "U" CHANNEL '^
ALUM. ALLOY ALUM. ALLOY ALUM. ALLOY ALUM. ALLOY E v+ NP 9' 6'-6" 18 6' 10" 30 9' p
ASTM A653 SS
6063-T6 6063-T6 6063-T6 6063-T6 GRADE 50 G60 �..L. 6'-6" 20 6'-9" 30 G
W NP 10' !6'2" 18 6'-7" 31
/ 6'-2" 20 C 6'-4" 31 G 10'
0.375" {�
5'-11" 18 6'-3" 31 11, a
NP 11' S'-11" 21 C 6'-2" 31 G
SPLICE T=0.125' i
WHERE ALUM. in
OCCURS
ALLOY
5'-8" 19 6'-0" 32 a
ALLOY NP 12' S'-8" 21 E 5'-10" 31 G 12
ONAL o
A. 5555° 7.0" a i=
0.1101' 6.s" 6.5" e.o'
TYP. 0.042" 0.032" 0.042' 3
3 2 ;o TYP. TYP.' TYP.~ ATTACHED SOLID FREESTANDING SOLIDn L
y z
MAX .COL. ¢ = E
SPACING D o MAX.POST FTG. MIN. MAX.POST FTG. MIN.
t ti 1 0,1.3 r y / ON SLAB °D SPACING (IN.) POST SPACING (IN.) POST m O
c y r> 0.375' _
D331/ / SPAN TYPE SPAN TYPE m
G
I 5
F rAL��4.0" I - z.o"-I--M �z.o" - I I- z.o MAX. -I 4- .,1 9'-0„ 5, 8'-8" 8'-7" 119 B 9 -2" 8'-9" 228 G c�
�"QZU1
(-�L. 2"x6.5"x0.042" DBL. 2x6.5 "x0.032" 3"x8"x0.042" BEAM r 8'-4" 6' 7'-11" 17 8'-4" 29 ; W Z a
7" I-BEAM �1 7'-10" 20 B 8'-0" 28 G 6 0< N
1 F ' ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004-H36 n ALUM. ALLOY 3004-H36 o a m
ALLOY
N ,'� Fit. 6063-T6 OR EQUAL OR EQUAL T-6" 7'-4" 18 7'-9" - k it m
.�O , OR EQUAL 7' B G %' o a
7'-3" 20 7'-4" 29 N LL
W/ (1) "C" INSERT 6'-10" 18 7'-3" 30
ALUM. ALLOY 25' J 7' O„ 8 6'-9" 21 v 7'-0" 30 `-' 8
Q. I 8 '8 "C" I s � NP 9' 6'-6" 19 6'-10" 30 9
W/ (2) "C" INSERTS C G E
s v 6'-7" 30
nn��� OF P v H ALUM. ALLOY T=12 OR L.L. $
,� �pj� 6063-T6 T=12OR 14 TM U) NP 10' 6'-2" 19 �+ 6'-7" 31 G 10'
ASTM
�S ). CP�` NOTE: 14 GA. A65 SS 6'-1" 22 l� 6' 3" 30 m
WHERE'C' SPLICE OCCURS AS SHOWN IN 8.0" 7 875" A65 SS GRADE 8.0" NP 11' 5'-11" 19 6'-3" 31
SPAN TABLES, IT SHALL BE INSTALLED THE 0.042' GRADE 50 G60 5'_10" 22 C 6'-0" 31 G 11'
FULL LENGTH OF THE 7' I-BEAM. T\'P 50 G60 .042" M 5-8" 19 6'-0" 32 ¢ z w rn
L, T�� TYP Y NP 12 5' 8" 22 E 5'-9" 31 G 12 o
4
0.625" N C3 h
o
O ' 4.0' 4.0" y ATTACHED SOLID FREESTANDING SOLID y > o w o
_._ T, 1.
3.0" 2.875" Imo- I M 2 O 2 z n
S z MAX 3.0" 3.0"
f L )g' ; rn;. MAX. T MPACIN . , F F 0 J J N
jV- �-vA._ ' , C 2 SPACING o MAX.POST FTG. MIN. MAX.POST FTG. MIN. mo O ¢ o
^� '• CIVIL DBL. 3"x8"x0.042" BEAM 3"x8"x0.042" BEAM DBL. 3"x8"0.042" BEAM ON SLAB m3 SPACING (IN.) POST SPACING (IN.) POST m3 F- T
' . • �' �� W/ 14 GA. STL. INSERT W/ DBL. 14 GA. STL. INSERT 5 (2),(3) (SPAN) (1) TYPE (SPAN) (1) TYPE (r a o
ALUM. ALLOY 3004-H36 M
ASTM A653 SS GRADE 50 G60 U ASTM A653 SS GRADE 50 G60 8'-8" 18 9'-1" 28
OR EQUAL 9'-0" 5 8'-4" 20 B 8'-6" 29 G 5' r.
3"x8"x0.042" BEAM
FOOTNOTE: "SAMPLE" DBL. 3"x8"x0.042" BEAM M 7'-11" 18 8'-3" 29
W/ 12 GA. STL. INSERT W/ DBL. 12 GA. STL. INSERT 8'-4 6'
7'-7" 21 B 7'-9" 28 6' w Z }
rl FIGURE INDICATES N ASTM A653 SS GRADE 50 G60 P 7'-4" 19 B 7'-8" 29 m Q z m
�-............ ,1,` EXPOSURE B �� ASTM A653 SS GRADE 50 G60 1 7'-6" 7' G 7' z 0 w
NOTE: WHERE 12 AND 14 GA. STEEL INSERTS 7'-2" 21 C T-2" 29
G FIGURE INDICATES 3 iL a
OCCUR AS SHOWN IN THE SPAN TABLES, NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS J 7,-O„ 8, 6'-10" 19 7'-2" 30 8, ao N LU
e; c� EXPOSURE C 6'-8" 22 C 6'-9" 29 G
41S??02 WHERE ONLY ONE FIGURE SHOWN INDICATES EXP. B & C. THEY SHALL BE INSTALLED THE FULL LENGTH SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED
OF THE 3'x8' BEAM. THE FULL LENGTH OF THE 3"x8" BEAM.
y ' 1Y FOOTNOTES TO ALL SPAN TABLES: NP 9' 6'-6" 20 6'-9" 30 G 9' rn
:� ? I'r'•.;E;i:%.^ I-.1. 6'-3" 22 6'-4" 30 0
F� '•• L.:,.1 i? 1. FOOTING SHOWN REPRESENTS LENGTH OF 2. THE MAXIMUM COLUMN SPACING ON EXISTING SLAB 3. THE SLAB SHALL BE A MINIMUM 10'-0" WIDE BY THE o p
EACH SIDE AND DEPTH OF CUBED FOOTING, SEE SHEET 10. SHALL BE THE SMALLER OF THE MAXIMUM SPACING MAXIMUM COLUMN SPACING MEASURED AT THE NP 10' 6'-2" 20#E5'-7"
31 ac
WHERE SLAB OCCURS, CUBED FOOTING SIZE 6'-0" 23 30 G 10' Ix N
f;•''SHOWN IN THIS COLUMN OR THE MAXIMUM POST COLUMN AND SHALL NOT CONTAIN ANY CRACKING. 5'-11" 2031 O
MAY BE REDUCED BY 6" FOR FREESTANDING ONLY. SPACING SHOWN FOR THE SELECTED BEAM. THE DISTANCE FROM COLUMN TO SLAB EDGE SHALL BE NP 11' w
SEE ALTERNATE FOOTING TABLES 9 1/4" MINIMUM. 5'-9" 23 31 G 11' Q =
SHT. 10 FOR ATTACHED COVERS M NPm
ThinkPad\Duralum\IAPM00195\5.21-14SubmRiau- 5'-8" 21 32
wg, u e writer, 12 5'-5" 21 31 G 12'