BPAT2016-005478-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
Tit!t 4 lwQu&rw
COMMUNITY DEVELOPMENT DEPARTMENT
BUILDING PERMIT
Application Number:
BPAT2016-0054
Property Address:
49499 EISENHOWER DR
APN:
658190011
Application Description:
LA QUINTA RESORTS / PATIO COVER,/ POOL 516
Property Zoning:
Application Valuation:
$1,000.00
Applicant:
VALLEY PATIOS INC DBA VALLEY CONCRETE &
37897 CHESTERFIELD STREET
INDIO, CA 92203
LICENSED CONTRACTOR'S DECLARATION
I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter
9 (commencing with Section 7000) of Division 3 of the Business and Professions Code,
and my License is in full force and effect.
License Class: -8 C51 License No.: 937811
ate y ."Wc6rritractor: 11\1en V
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
Lender's Add
Owner:
KSL DES
1 POST
VOICE (760) 777-7125
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
931N162016
Date: 6/9/2016
GOidhiUNlrYpOFLAQUINT_~ q J
EVE Lopt+gVTUEPAMIENT
Contractor:
VALLEY PATIOS INC DBA VALLEY CONCRETE &
37897 CHESTERFIELD STREET
INDIO, CA 92203
(760)534-4634
Llc. No.: 937811
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 polity 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. ff� /
D* ! �APPlicant: lK��✓i/�
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.
ate':111111!w(0 Sig Wrej�Appl_iMnto
FINANCIAL •• •
DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE
BSAS SB1473 FEE 101-0000-20306
0
$1.00 $0.00
PAID BY METHOD
RECEIPT # CHECK # ' CLTD BY
Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00 $0.00
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PAID
PAID DATE
PATIO COVER, STD, OPEN
101-0000-42404
0
$97.17
$0.00
PAID BY
METHOD
RECEIPT #
CHECK #
CLTD BY
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PAID
PAID DATE
PATIO COVER, STD, OPEN PC
101-0000-42600
0
$95.72
$0.00
PAID BY
METHOD
RECEIPT #
CHECK #
CLTD BY
f Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $192.89 $0.00
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PAID
PAID DATE
SMI - RESIDENTIAL
101-0000-20308
0
$0.50
$0.00
PAID BY
METHOD
RECEIPT #
CHECK #
CLTD BY
Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.50 $0.00
TOTALS:•400
Description: LA QUINTA RESORTS / PATIO COVER / POOL 516
Type: PATIO COVER Subtype: CITY STANDARD/PRE- Status: UNDER REVIEW
Applied: 6/9/2016 MFA
ENGINEERED - OPEN
Approved: 6/9/2016 MFA
Parcel No: 658190011 Site Address: 49499 EISENHOWER DR LA QUINTA,CA 92253
Subdivision: TR 28545-3 Block: Lot: 30
Issued:
Lot Sq Ft: 0 Building Sq Ft: 0 Zoning:
Finaled:
Valuation: $1,000.00 Occupancy Type: Construction Type:
Expired:
No. Buildings: 0 No. Stories: 0 No. Unites: 0
Details: 504 SF ALUMAWOOD PATIO COVER AT POOL 516. PATIO SHALL BE BONDED WITHIN 5 FT FROM POOL. HORIZONTALLY OF THE
INSIDE POOL WALL. PER 2013 CALIFORNIA BUILDING CODE.
ADDITIONAL
CHRONOLOGY
CONDITIONS
CONTACTS
NAME TYPE
NAME
ADDRESSI
CITY
STATE
ZIP PHONE
FAX EMAIL
APPLICANT
VALLEY PATIOS INC DBA VALLEY
37897 CHESTERFIELD
INDIO
CA
92203
andy@valleypatios.co
CONCRETE &
STREET
m
CONTRACTOR
VALLEY PATIOS INC DBA VALLEY
37897 CHESTERFIELD
INDIO
CA
92203
andy@valleypatios.co
CONCRETE &
STREET
m
OWNER
KSL DESERT RESORT
1 POST OFFICE SQ STE
BOSTON
MA
92253 .
3100
FINANCIAL
INFORMATION
Printed: Thursday, June 09, 2016 4:18:49 PM
1 of 2
R?
srsTEMs
INSPECTIONS
PARENT PROJECTS
ATTACHMENTS
Printed: Thursday, lune 09, 2016 4:18:49 PM 2 of 2 1
SYSTEMS
CL
DESCRIPTION
ACCOUNT
CITY
AMOUNT
PAID
PAID DATE
RECEIPT #
CHECK #
METHOD
PAID BY
BY
BSAS 561473 FEE
101-0000-20306
0
$1.00
$0.00
Total Paid for BUILDING STANDARDS ADMINISTRATION $1.00 $0.00
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
0
$0.50
$0.00
Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.50 $0.00
TOTALS:00
INSPECTIONS
PARENT PROJECTS
ATTACHMENTS
Printed: Thursday, lune 09, 2016 4:18:49 PM 2 of 2 1
SYSTEMS
Qin #
City of La Quin to
Building 8t Safety Division
78-495 Calle Tampico
La Quinta, CA 92253 - (760) 777-7012
Building Permit Application and Tracking Sheet
Permit # 1
Q
Project Address: '4c�--Vick
Owner's Name: CA d o 1 ^k -e-
A. P. Number:
Address: L1 ol - 1� C(•q T-1
Legal Description:
City, ST, Zip: LA QV v .tiA--, ,,
Contractor: ``'' ' "
VC`j�"I 0.'`'IOS
Telephone: %0 O t7 'L 3 -4 ?5i
Address: 71 ci o 0 d Aa .pr.
Project Description: L V �� eo J a.�l n co✓2i
City, ST, Zip: w-v-dcA O✓N S . �4 'I12iO3
Q
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Telephone -'7(->D le h
one• (->o -S3 H - G
K 3 LA:
State Lic. # :
City Lic. #:
Arch., Engr., Designer:
Address:
City,, ST, Zip:
Telephone: h
one:
�<
n
Co structi n
o Type: Occupancy:
cu an cY:
Sta toi
Lc.#:
ct hProJePa (circle one): New Addn 1t er Repair Demo
Name of Contact Person:
Sq. Ft.: 18 `
# Stories:
# Units:
Telephone # of Contact Person:
Estimated Value of Project:
APPLICANT: DO NOT WRITE BELOW THIS LINE
If
Submittal
Req'd
Recd
TRACKING
PERMIT FEES
Plan Sets
Plan Check submitted
Item
Amount
Structural Calcs.
Reviewed, ready for corrections
Plan Check Deposit
Truss Cales.
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 corrections/issue
Electrical
Subcontactor List
Called Contact Person
Plumbing
Grant Deed
Plans picked up
S.M.I.
H.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
School Fees;.
Total Permit Fees
d
77
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Pool 516
Hotel Suites
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PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC.
1 J - ' 'r' DESIGN REQUIREMENTS: WIND SPEED CONVERSION TABLE:
GENERAL NOTES: ,�,-, ,
GOVERNING CODES:---- RESIDENTIAL APPLICATIONS - CRC AND IRC APPENDIX H. CBC AND IBC CHAPTER 16, CBC &
1. THE DESIGN OF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLY WITH THE IBC APPENDIX CHAPTER I.
201 2015 INTERNATIONAL BUILDING AND RESIDENTIAL CODES, 2013 CALIFORNIA BUILDING AND ROOF LIVE AND SNOW LOADS: 10, 20.25.30.40 & 50 psf. (SNOW LOADS AT GROUND
PRESIDENTIAL CODES, ASCE/SEI 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES _J-
0LEVEL 25, 30, 40 & 50 psf)
AND THE 2015 ALUMINUM DESIGN MANUAL - ADM. COLUMNS BEARING ON CONCRETE SLAB IS IN COMMERCIAL APPLICATIONS - CBC AND IBC CHAPTER 16.
ACCORDANCE WITH 2012/2015 IRC AND 2013 CRC SECTION AH105.2 FOR 10 psf RESIDENTIAL" CONSTRUCTION ROOF LIVE AND SNOW LOADS: 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND LEVEL
AND ACI 318-14 FOR 20,25 AND 30 psf RESIDENTIAL AND COMMERCIAL
CONSTRUCTION. 25, 30, 40 & 50 psQ
DRAWING NOTES: ADDITIONAL DESIGN REQUIREMENTS:
2. ALL ITEMS PERTAINING TO EACH INSTALLATION (TYPE OF ROOF PANEL HEADER SPAN COLUMN SIZE
CBC / IBC
WIND SPEED
EQUIVALENT CRC / IRC
WIND SPEED
110 MPH
85 MPH
120 MPH
93 MPH
130 MPH.
101 MPH
? ETC.) SHALL BE CIRCLED AND CLEARLY IDENTIFIED. 1. TABULATED SPANS FOR SNOW LOADS HAVE BEEN ADJUSTED FOR ROOF APPLICATIONS. SEE CONVERSION METHOD, THIS PAGE,
3. EACH INSTALLATION SHALL BEAR AN IDENTIFYING TAG INDICATING THE NAME AND ADDRESS OF THE 2. BASIC WIND SPEEDS: 110, 120,130 MPH, EXPOSURES B AND C. FOR APPLICATION AND USE.
MANUFACTURER DESIGN LOADS AND ENCLOSABILITY. 3. OCCUPANCY CLASSIFICATION AND RISK CATEGORY: II, 11.
4. THE DRAWINGS AND SPECIFICATIONS SHOWN REPRESENT THE FINISHED STRUCTURE, UNLESS OTHERWISE 4. SEISMIC BASE SHEAR: 17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER.
NOTED, AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE 5. SEISMIC DESIGN PARAMETERS: SITE DESIGN PARAMETERS'
AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, SITE CLASS: D
° TECHNIQUES, SEQUENCES AND PROCEDURES.
SEISMIC DESIGN CATEGORY: D
5. THE APPROVED SET OF DRAWINGS AND SPECIFICATIONS SHALL BE KEPT AT THE JOB SITE AND SHALL BE
MAPPED SPECTRAL RESPONSE COEFFICIENTS: S5= 1.50, S, = 0.6, Sm = 1.0, Sm = 0.50
AVAILABLE TO THE AUTHORIZED REPRESENTATIVES OF THE BUILDING AND SAFETY DEPARTMENT. THERE
RESPONSE MODIFICATION FACTOR, R:1.25
SHALL BE NO DEVIATION FROM THE APPROVED PLANS AND SPECIFICATIONS WITHOUT AN APPROVED
6. DESIGN ASSUMPTIONS:
CHANGE ORDER.
A. BUILDING HEIGHT OF MAIN STRUCTURE (MEAN ROOF HEIGHT): 20'
6. FREESTANDING COVERS SHALL NOT BE ENCLOSED WITH ANY TYPE OF SOLID OR MESH MATERIAL.
B. LEAST BUILDING WIDTH OF MAIN STRUCURE: 30'
3 7. ALL NEW CONCRETE FOOTINGS SHALL BEAR ON FIRM, NATURAL, UNDISTURBED SOIL OR CERTIFIED FILL.
C. MINIMUM COVER SIZE ATTACHED TO MAIN STRUCTURE OR FREESTANDING: 10' X 10'
8. ATTACHED COVERS MAY BE SECURED TO AN EXISTING CONCRETE SLAB PROVIDED THE SLAB IS AT LEAST 3
6
1/2 INCHES THICK AND IS LOCATED IN AREAS WITH A FROST DEPTH EQUAL TO ZERO.
F LA QUI NTA
I G & SAFETY DEPT,
P OV E D
9. A MAXIMUM COLUMN LOAD OF 750 POUNDS IS PERMITTED FOR ATTACHED COVER COLUMNS BEARING ON
A NOTE TO THE LOCAL AUTHORITY HAVING JURISDICTION:
EXISTING OR NEW CONRETE SLABS.
10. 20 POUNDS PER SQUARE FOOT L.L. AND GREATER MAY BE COMMERCIAL APPLICATIONS AND RESIDENTIAL
EACH PROJECT SUBMITTED TO THE LOCAL AUTHORITY HAVING JURISDICTION MAY INCLUDE ONLY
° CARPORTS.
THE PERTINENT SITE-SPECIFIC STRUCTURAL COMPONENTS LOCATED WITHIN THIS IAPMO-LISTED
11. DESIGN LOADS COMBINATIONS ARE IN ACCORDANCE WITH IBC AND CBC SECTION 1605.3.1.
EVALUATION REPORT. AT A MINIMUM, SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE THE
B
FOLLOWING INFORMATION FROM THIS EVALUATION REPORT:
DESIGN CONSIDERATIONS:
A. TITLE SHEET AND GENERAL NOTES.
11. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS: 1/4 INCH PER FOOT. _
B. STRUCTURAL CONFIGURATION (i.e.. SOLID OR LATTICE ROOF, FREESTANDING OR ATTACHED).
O
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03-09-16
ROOF OVERHANG IS 50 SQUARE FEET, WHERE COVER IS ATTACHED TO THE D. TYPE OF HEADER, POST TYPE & QUANTITY, FOOTING SIZE (WHERE REQUIRED) BASED ON THE STRUCTURAL
4 13 MINEXISTMUM SIZE OF ING OVERHANG. D.
14. COVERS ARE DESIGNATED "RIDGED BUILDINGS" AS DEFINED IN ASCE/SEI 7. SITE-SPECIFIC DESIGN LOADS.
15 COVERS NOT BE INSTALLED IN AREAS NEAR HILLS, RIDGES AND ESCARPMENTS AS DEFINED IN APPROPRIATE
RTHZY ENGINEERING FIRM
DURALU M
FE.
ASCE/SEI 7. F.
. OTHER DOCUMENTATION AT MAY BE REQUIRED BY THE LOCAL AUTHORITY HAVING
16. THE FREESTANDING AND ATTACHED COVERS NOTED HEREIN ARE DESIGNED AS'OPEN STRUCTURES," IN JURISDICTION.
IAPMO 0195
pw W:70 G/NEER/NG
° 17. THE RATIO (H/P), COVER MEAN ROOF HEIGHT (H, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT), SHEET INDEX •
SHALL NOT EXCEED ONE (1).
18. THE RATIO (UP), COVER LENGTH (L, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT), SHALL NOT SHEET # SHEET TITLE / DESCRIPTION STRUCTURAL ENGINEERING
BE LESS THAN ONE (1). 26030 ACERO SUITE 200 PHONE: (949) 305-1150
T-0..................TITLE SHEET, DESIGN LOADS, GENERAL NOTES MISSION VIEJO, CA 92691 FAX: (949)305-1420
5 MATERIAL SPECIFICATIONS: BE SPUC: Cj I
19. BEAMS SHALL BE SPLICED OVER EACH INTERIOR COLUMN SUPPORT. SH -1 .............SOLID PANEL STRUCTURES STRUCTURAL ENGINEER
20. ALTERNATE ALUMINUM ALLOYS MAY BE SUBSTITUTED FOR THOSE SHOWN, PROVIDED THEY ARE REGISTERED SH -2 ............OPEN LATTICE STRUCTURES OF RECORD: DUSTIN K. ROSEPINK, SE 5885 I I
�- WITH THE ALUMINUM ASSOCIATION AND HAVE EQUAL OR GREATER YEILD AND ULTIMATE STRENGTHS. SH -3 ............. PANEL SPANS TRI V, W -PANEL &FLAT PAN POINT OF CONTACT: ANTHONY TRAM BU I
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 SH -4 ............MINIMUM FASTENERS
6
AHJ APPROVAL
F LA QUI NTA
I G & SAFETY DEPT,
P OV E D
PRESSURE IS 200 POUNDS PER SQUARE FOOT PER FOOT OF FOOTING DEPTH. (EQUALS 100 PSF/FT x 2 PER SH - 5-6 .........RAFTER SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS
° TABLE 1805.2 AND SECTION 1606.3.4. SH -7 ............HEADER BEAM TYPES, COLUMN /POST TYPES FO
23. EMBEDDED STEEL MEMBERS SHALL BE HOT -DIPPED GALVANIZED, AND CONFORM TO A500 GRADE B.
STRU
CONCTION
ROLL -FORMED STEEL MEMBERS SHALL CONFORM TO A653 SS GRADE 50 G60. SH -8 ............EXISTING EA: �E CONNECTION DETAILS
24. EASTERNERS: ALUMINUM BOLTS SHALL BE 2; STEEL BOLTS SHALL BE ASTM AALL BOLTS SHALL SH -9 ............ HANGER CHANNELS AND MOUNTING BRACKETS DATE
HAVE STANDARD -CUT PLATED WASHERS. WOODOD AND LAG SCREWS ARE REQUIRED TOO B BE INSTALLED IN
ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATION. SH -10 ..........COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS
B
I
6
6 25. THE POST -INSTALLED ANCHORS CITED IN THESE CONSTRUCTION DOCUMENTS SHALL BE SIMPSON STRONG TIE. SH -11 ..........LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS
26. ALL SCREWS ARE SELF DRILLING (SDS) OR SHEET METAL SCREWS (SMS) IN CONFORMANCE WITH ICC ES ESR
1976 OR APPROVED EQUAL. SH - 12 ..........BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS
a
s
REVISIONS
MAW DATE °EW"PfON
27. THE TABULATED MAXIMUM COLUMN SPACING WHEN BEARING ON A CONCRETE SLAB IS LIMITED TO USE WITH SH - 13 TO DETERMINE TRIBUTARY WIDTH & FAN BEAM DETAILS
..........HOW
RESIDENTIAL ATTACHED PATIO COVERS ONLY (10AND 20 PSF). SH - 14 ..........BEAM TYPES FOR ATTACHED &FREESTANDING SOLID COVERS
28. SOLID AND LATTICE ALUMINUM COVERS ARE CLASS A ROOF ASSEMBLY IN ACCORDANCE WITH SECTION 1505.2,
° EXCEPTION 2. SH - 15-17 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH
SH - 18-20 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF L.L, 110-130 MPH
WIND SPEED CONVERSION TABLE: SH - 21-23 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPH
THE WIND SPEEDS SHOWN IN THIS REPORT ARE BASED ON THE CBC/IBC. SH - 24-27 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 30 PSF S.L, 110-130 MPH
FOR USE WITH THE CRC/IRC, DIVIDE THE REQUIRED CRC/IRC WIND SH - 28-30 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 40 PSF S.L, 110 -130 -MPH
7 SPEED BY 0.6 SH - 31-33 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L, 110-130 MPH
y
4STELJ06# 1s 1071
DATE 03.09.16
EXAMPLE: CRC/IRC WIND SPEED IS 85 MPH. THE COVER CONSTRUCTION SH - 34-36 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH
SHALL BE BASED ON 85 MPH = 110 MPH. SH - 37-38 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF L.L, 110-130 MPH
DRAWN BY AT
CHECKED GM
0.6 SH - 39-40 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPH
° SH - 41-42 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 30 PSF S.L, 110-130 MPH
SH - 43-44 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 40 PSF S.L, 110-130 MPH
WHERE SNOW LOADS OCCUR, IT IS THE REPONSIBILITY OF THE SH - 45-46 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L, 110-130 MPH
CONTRACTOR FOR THIS POJECT TO VERIFY WITH THE LOCALDESIGN
AUTHORITY HAVING JURISDICTION WHERE SNOW DRIFTING AND SH - 47 ..........INSULATED ROOF PANEL ATTACHMENT DETAILS
SH -48 ..........SNOW DRIFT DESIGN
8 SLIDING, PER ASCE 7-10, SECTION 7.7 AND 7.8, IS REQUIRED. SEE
SHEETS 49 FOR SPAN REDUCTION FACTORS. SH - 49 ..........SPAN REDUCTION FACTOR TABLES
SH - 50 ..........ADDITIONAL STATE LICENSURE STAMPS
a
g
TITLE SHEET,
LOADS,
GENERAL NOTES
T-0
s
0 OF 50 SHEETS
H
o
2
0
3
4
5
lm
6
7
SOLID PANEL STRUCTURES
m 0
ROOF
ATTACHMENT OVERHANG, ATTACHMENT
ROOF PANEL SEE TABLES SEE DETAIL A, B & C, SEN CO WOOD, OR SEE DETAIL A, B 8 8
GTy CONCRETE ROOF PANEL SEE TABLES SHEET 8 �ENGTy
SHEET 4 FOR ROOF SHEET 8 ANO S/ yq� OF STRUCT WALL SEE SHEET 4 FOR ROOF ANO Syq OF STRUC
PANEL HANGER 8 BEAM. ATTACHMENT TOT/1EPRO ECT NS TygR�ES SHEET 8 PANEL
SUPPORTINHANGER G
BREAM MIN. 0.25" SLOPE PER FT. TNF pR� r �S ��gR/FS
tv
O. SPAN O. .
"O.H." NOT TO EXCEED 25% "O.H." NOT TO EXCEED 25%
OF ROOF.PANEL OF ROOF PANEL
ALLOWABLE SPAN ALLOWABLE SPAN
SEE DETAIL 11, SHEET 12 SEE DETAIL 11, SHEET 12�
FOR MANDATORY SPLICE. Pp Al SpgN BEAM - SEE TABLES FOR MANDATORY SPLICE. PQM Sp
NO BEAM SPLICE AT SST SPACE NO BEAM SPLICE AT ST SPS/ BEAM -SEE TABLES
EXTERIOR POSTS. EE 7-Aal G = EXTERIOR POSTS. S E TgBLESING FOR POST SPACING
POSTS, SIZE VARIES O F1 NOT tj
POSTS, SIZE VARIES F' NpT T
SEE SHT. 11 FOR MINIMUM �A OF TO EkC iv SEE SHT. 11 FOR MINIMUM pFCFEo25o
NUMBER OF REQUIRED COLUMNS B�MgL��wgeCEspq/V NUMBER OF REQUIRED COLUMNS q<toW B�Esp
3 1/2" SLAB ATTACHMENT 3 1/2" SLAB ATTACHMENT
MAY MUSED NOTE: NO SPLICE AT EX IOR POSTS MAY BE USED
WHERE PERMITTED. WHERE PERMITTED.
SEE TABLES SEE TABLES
NOTE: EACH COMPONENT IS INTER- NOTE: EACH COMPONENT IS INTER -
FOOTING WHERE REQ CHANGEABLE WITH ANY OTHER CHANGEABLE WITH ANY OTHER
SEE TABLES COMPONTENT UNLESS OTHERWISE SHOWN. SEE TABLES COMPONTENT UNLESS OTHERWISE SH
,s
TYPE "A" ATTACHED SINGLE SPAN W/ CANTILEVER OPTION TYPE "B" ATTACHED MULTISPAN W/ CANTILEVER OPTION
ROOF PANEL SEE TABLES
-
SHEET 4 FOR ROOF PANEL
PER FT O.H
ATTACHMENT TO ,
ATTACHMENT TO
SUPPORTING BEAM.
`�R/FS
_ .� .,�., ... .► O.H
SPAS
"O.H." NOT TO EXCEED 25%
OF ROOF PANEL
gpA
ALLOWABLE SPAN
SEE DETAIL 11, SHEET 12
FOR MANDATORY SPLICE.
si-
POST
NO BEAM SPLICE AT
SPAN/
SEETgB��C/A
EXTERIOR POSTS.
S
POSTS, SIZE VARIES
3 1/2" SLAB
MAY BE USED
TO CONSTRAIN
FOOTING, SEE
TABLES
l
OF STRUCTURE VgR1ES
�— BEAM - SEE TABLES
FOR POST SPACING
NOT Tp
OF BSAM
AttOWABCE SPAN
FOOTINGS
SEE TABLES
0 NOTE: EACH COMPONENT IS INTER-
CHANGEABLE WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN.
6 TYPE "C" FREESTANDING W/ CANTILEVER OPTION
OVERHANG,
OR WOOD, OR
CONCRETE
WALL SEE
SHEET 8
ROOF PANEL SEE TABLES MIN. 0.25" SLOPE
OF STRU
SHEET 4 FOR ROOF PANEL
PER FT O.H
CTURE V
ATTACHMENT TO
`�R/FS
SUPPORTING BEAM.
O.H.
gpA
Sp AN
"O.H." NOT TO EXCEED 25%
OF ROOF PANEL
ALLOWABLE SPAN
SEE DETAIL 11, SHEET 12�
FOR MANDATORY SPLICE.
POSH SpgN/
T
BEAM - SEE TABLES
NO BEAM SPLICE AT
S
SFE C//yG
FOR POST SPACING =
EXTERIOR POSTS.
TABLES
POSTS, SIZE VARIES
—4
O.H. JV0T T�II
OFSEAll io
�LOFsp
fV
MAY BE USED
TO CONSTRAIN
�II�
FOOTING, SEE
IU
TABLES
FOOTINGS
SEE TABLES
NOTE: EACH COMPONENT IS INTER-
CHANGEABLE WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN.
TYPE "D" FREESTANDING MULTISPAN W/ CANTILEVER OPTION
r
N.
CD LC)
Z - W 0-)M
0i
2
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o
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Q Z Lo
C) - r
M Co Lrj
COO � O
N
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2
S5885
- r
OF CAO\
03-11-16
DURALUM
IAPMO 0195
AHJAPPROVAL
REVISIONS
MAwc oAIE oESCRFnon
4 STEL JOB # 161071
DATE 03-0316
DRAWN BY AT
CHECKED GIA
SOLID PANEL
STRUCTURES
SH -1
1 OF 50 SHEETS
k
OPEN LATTICE STRUCTURES
W
o ,
W CV CV O
O co
�
RAFTER, SEE TABLES
WALL LEDGER ORROOF
Q C3)
U
F�
ST/NG@(q
T/
FASNG@(1/4O
SEE DETAIR88 C
W
°
OLLLEDGER OR
OVERHANG,
�OjNG SHEET 8.
' w
'
MAX. O.H.
25% OF RAFTER O.H SEE DETAIL A,B & C,
SHEET B.
W
SP
q C2S O°' ALLOWABLE
C
RAFTER, SEE TABLE
Q Z Lo
°lY 'O@ERygl
SCF G'
MAX. O.H.
O.H
0
O
U)
2
Spm
25% OF RAFTER
M LC5
zso'at ALLOWABLE
O (n O
pp O� SPAN
p FR
OSTSp
� CO M
CV � .
NG
� O
-
qCj'�G
rn
MANDATORY BEAM SPICE - SEE
_
°
DETAIL 11, SHEET 12 ��G�OG•
NO BEAM SPLICE AT
EXTERIOR POSTS °6 0� M_
W
Iq��
LENGTH OF STRUCTURE VARIES ANG N w
MANDATORY BEAM SPICE -SEE �G�
Q�pF"SS
K '
=
DETAIL 11, SHEET 12 60
�� L,
`
3
POST WITH SIDE PLATE S
@�
NO BEAM SPLICE AT
EXTERIOR POSTS
o
p SEE SHT. 11 FDR MINIM M
OS
(�3 0l' y�
�' S 5885 `
Sp NUMBER OF REDUI
S�c COLUMNS
Ary p'
LENGTH OF STRUCTURE VARIES
t.-
FS
@ 3 1/2° SLAB ATTACHMENT
p
@
p E9MPOST WITH SIDE LATES
°ST Sp
°
O "'M MAY BE USED WHERE
NOTE: EACH COMPONENT IS INTER-PERMITTED.SFFT °gCI SEE TABLES
q SEE SHT, 11 FOR MINIMUM
NUMBER F REQUIRED
SFFlq@G/
'
OF
CHANGEABLE WITH ANY OTHER q@CFsc �'
Fs COLUMNS
Cq��FQ\
COMPONTENT UNLESS OTHERWISE SHOWN. FOOTING WHERE REQUIRED,
@
NOTE: EACH COMPONENT IS INTER- pos�'ysp 31/2' SLAB ATTACHMENT
03-11-16
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE SEE TABLES
CHANGEABLE WITH ANY OTHER SFF 4ogC9h� MAY BE USED WHERE
FD_
GGMPGNT-F=PjT- UNLESS WISE SHOW.
A
.
FS SEE TABLES
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
- MAY NOT BE COVERED. FOOTING WHERE REQUIRED,
SEE TABLES
D U RALU M
TYPE "E"
CE STRUCTURE
IAPMO 0195
AHJ APPROVAL
RAFTER, SEE TABLE
FOR SIZE'a'- -• "
�#`
11 OF LA O U I I tl'T
AND SPACING,
' O.H.
�' RAFTER,
MAX:
25% OF RAFTER O•H
SEE TABLE
FOR SIZE
1p�
ALLOWABLE
AND SPACING
(`
UILDING & SAFETY DEPT.
OV � SPAN
STS FRy
MAX. O.H.
O. H
-
qC7� IG
25% OF RAFTER
4f ALLOWSPLE
APPROVED'
?s
G
,o
°" o ,R
FOR CONSTRUCTION
S SpgryG
gC�IG
6
• X
n
_
IC I
pG•Q2
w
oESCRDfIDN
�O
°
LENGTH OF STRUCTURE VARIES °�F
MANDATORY BEAM SPICE - SEE
3° O� Mqr
DETAIL 11, SHEET 12
yG
NO BEAM SPLICE AT OST CROSS-SECTI
' EXTERIOR POSTS 'OOS SEE POST DETAI
LENGTH OF STRUCTURE VARIES
SeSTgegCjN
MANDATOREBEAMTAIL
161071
7
�S G 3 1/2° SLABp0
POST CR SS-SECTION,
� SICE�E12
SEE POST DETAIL,
NO BEAM SPLICE AT SF STSp
g
DATE 03-0916
MAY BE USED
NOTE: EACH COMPONENT IS INTER- p TO CONSTRAIN ¢J
EXTERIOR POSTS @Tq q0j
@SFS
33
CHANGEABLE WITH ANY OTHERSFF Tsp FOOTING, SEE /
q
' 3 1/2• SLAB
DRAWN BY AT
g
3
T TABLES ���
COMPONTENT UNLESS OTHERWISE SHOWN. �CFS�IG
MAY BE USED
ODs TO CONSTRAIN
GM
STRUCTURE f CHANGEABLE
NOTE: AY
NOTE: EACH COMPONENT IS INTER- T FOOTING, SEE
WITH ANY OTHER SFFTge
CHECKED
°
NOT BEE COVEREDPE
FOOTING SEE TABLES '
qo� I TABLES
COMPONTENT UNLESS OTHERWISE SHOWN. CFS NG
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE FOOTING SEE TABLES
OPEN LATTICE
MAYNOTT BE COVERED.
STRUCTURES
-
s
8
TYPE "G"`FRE-ESTANDING SINGLE SPAN`LATTICE STRUCTURE
TYPE "H" FREESTANDING MULTISPAN LATTICE STRUCTURE
I
a
SH -2
2 OF 50 SHEETS
° ° V u U ,o t o t o b o h u
0
5
6
7
.032
9'-8"
9'-8'
9'-8"
9'-8"
9'-8"
9'-8"
0.88 0.70 0.65
24"x2Y2"x0.032" 0.90
10'-6"
10'-2"
10'-2"
9'-7"
91-8"
9'-
10'-1"
10'-3"
6'-7"
6'-7"
6'-7"
6'-7"
6'-7"
6'-7"
8'-3"
.018
12'-0"
12�12'-10".12'-0'
N
L
12'-0"
10'-4"
.02411'-0"
7'-3"
7'-0"
7'-0"
6'-9"
6'-10"
6'•
11'-0"
8'-3"
8'-3"
8'-3"
8'-3"
8'-3"
8'-3"
30
.024
13'-2"
13'-2•
13,_2"
13,_2•
13,_2"
13,_2°
11'4"
.032
8'-3"
8'-0"
2
T-9"
T-9"
.032
13'_1"
9'-1"
V-1'
9'-1"
9'-1"
9'-1"
SOLID PANELS
SPANS
14'-2"
FOR
COMMERCIAL
14,_2"
&
PATIOS
15'-1"
.040
110/120/130
9'-6"
9'-6"
MPH
9'-2'f8
EXP. 6 &
C
9'-9•
15'-0"
o 0-)17
14'-2"
13'-7"
CV CD U
13'-0-
1
10'6"
24" TRI -"V" PAN
10'-0"
10'-6"
10'-6"
10'-0"
12'-3°
.020(l)
�2,
I
10'-4"
12" x 3 1/2"W PANEL
9,_3.
9'_3.
y_3"
91_3.
9'-2"
6'-9"
8'_11•
6" 18" x 2 Y" FLAT PAN
8' 6"
6'-2"
11'-4"
10'-9"
04
H m 0
11'_3"
11'_3"
11•_3"
11,_3"
11'_3"
8'-5"
.024
8'-1"
7'-9"
7'-10"
7'-6"
9,_y.
.50•
10'-1"
10'-2"
9'-7"
9'-9'
13'-0"
30
.024
12'-0"
12'-6"
12'-0"
12' 6"
12'-0"
12' 6"
12.3"
Q
.040
9'-6"
9'-1"
9'-2"
W-10'
B'-11"
8'4°
30
12' 6"
12'-1"
11'-10
11'-6'
11' 6"
11'-1"
10.9•
1 O'-9"
13'-4"
13'4"
13'•4"
R=.117'
13'4"
13'4"
.040
•09R <I.S.
11'-1"
10' 8"
Z U
10'4°
14'-2"
13'-8'
13'-6'
13'-0'
13'-3"
12'-6'
11,_7"
11•_7"
.40'
.35' .40'
9-1"
9-1"
9-1"
9-1"
5'
020(1)
180'
W-10"
9'_10"
9'-7'
.77•
12'-7"
8'-3"
8'-1"
8'-1'
.67'
7'-10"
I,,
12'-1"
.032
10'-3"
�25,
.67'
8'4"
10'-3"
10'-3"
.024
.020
10'-1"
9'-10"
.77'
9'-8"
.1
11'_2"
11'_2"
11'_2•
11•_2"
9'-1`
8'-10"
8'-10"
8'-7'
40
6'-11"
11'4"
11'4"
11'4"
11'4"
`�t
11'-4"
.032
9'-0'.02440
T=
(SEE TABLE
8'-3"
.40'r
11'-3"
•75'
11'-0"
10'-7°
10'-8"
10'-3"
8-3"-0"
12,_2"
12'_2"
•45'
12•_2"
121_2"
(ALL
UNMARKED RADII •06R)
.040
8'-9"
O q
8'-9"
8'-9"
o
.032
11,0,44.
12'-8"
12'4"
12'4"
BELOW)
12'-1°
11'-8"
8'-7"
3 043•
65'
8' -2"
8-2-
8 -2"
T-
(SEE TABLE
9'$.
.020(1)
.70'
10'-7"
10'-7"
.032
.25'
10'-7"
7'-1"
W LL
7'-1'
V-11"
6'-,1'
6'-
10_1"
10_1•
9'-2"
9'-2"
9�219-2'9'2"
10'4'
L 0'
,29•
8'
.024
10'-0"
1.1
5'
BELOW)
7'-5"
7'-5"
7'-5'
zee'
7'-5'
2
36'
F
T= (SEE TABLE BELOW
z. 7•
Lu
10'-7"
10'-7"
10'-7"
10'-7"
10'-7"
6'-5"
.032
6'-5"
6'-3°
6'-3"
I (
8'-3"
9'-7"
9'-7"
9'-7"
V-3'
9'-5"
8'-11"
024
15
11'-3"
11'-3"
11'-3"
U
7'4'
7'-3'
7'-3"
7'-1`
7'-0"
6'-11'
10"
10'-10"
.35'
3
5'
10'4"
,7
032
.65'
TYP.
8'-7"
Z Lfi
Qpm
9'-9'
9'-9"
9'.9"
9'-9"
.40'
.040
9'-10"
9'-9"
9'-9"
9'-5"
.40'
.40'
•40'
1.92'
.7 '
L92' .75' L92'
2
3A0'
.50
.50
.50'
.50' 3.00'
.433'
0'
1.3' 1.3'
.433'
�5,
U) O
400,
ALUM. ALLOY 3004-H36 OR EQUAL
12.0'
ALUM. ALLOY 3004-H36 OR EQUAL
A0'/8.00'
ALUM. ALLOY 3004-H36 OR EQUAL
C4 M
24" TRI -"V" PAN
12" x 3 1/2"W PANEL
8" x 2Y2" FLAT PAN
6" x 2Y2" FLAT PAN
° LUSL
PANELT
110 MPH SPAN
120 MPH SPAN
130 MPH SPAN
PANELT
110 MPH SPAN
120 MPH SPAN
130 MPH SPAN
PANELT
110 MPH SPAN
120 MPH SPAN
130 MPH SPAN
PANELT
110 MPH SPAN 120 MPH SPAN
130 MPH SPAN
(IN.)
EXP.B
EXP.0
EXP.B
EXP.0
EXP.B
EXP.0
LUSL (IN.)
EXP.B
ExP.0
EXP.B
EXP.0
EXP.B
EXP.0
LUSL (IN.)
EXP.B
EXP.0
EXP.B
EXP.0
EXP.B
EXP.0
LUSL (IN.)
EXP.B
EXP.0 EXP.B EXP.0
EXP.B
EXP.0
1
10'-3"
10'-3"
10'-3'
10'-3"
10'-3"
10'-3"
13'-9"
13'-9"
13'-9"
13'-9"
13'-9"
13'-9"
12'-6"
12' 6'
12'-6"
12'-6"
12'-6'
12'•6"
14'-7"
14'-7" 14'-7° 14'-7•
14'-7"
14'-7"
QR )FESS
.018
9'-0"
8'-6"
8'-7"
8'-1"
8'-2"
7'-5'
.020(1)
12'-0"
11'-1"
11'-2°
10'-7"
10'-7"
9'-11'
.020
10'-10"
10'-1"
10'-3"
9'-6'
9'-7"
9'-0"
.020
12' 8"
12'-0' 12'-0"
12'-3"
12'-3"
12'-3"
12'-3"
12'-3"
12'-3"
15'-3"
15'-3"
15'-3"
16-3"
15'-3"
15'-3"
13'-7"
13'-7"
13'-7"
13'-7"
13'-7'
13'-7'
5'-10"
5'-10" 5'-10" 5'-10"
5'-10"
5'-10"
10
.024
.024
.024
7
3
10'•4"
9'-9"
9'-9'
9'-2"
9'-3'
8'-7"
13'-2"
12'-7'
12' 8°
11'-10"
12'-0'
11'-1"
.024
12'-1"
11'4"
11' 6'
10'-9'
10'-10'
10'-i"
14'-2'
13' 4" 13' 4' 12' 8"
12'-9"
12'
5885
10
10
10
14'_3"
14•_3"
14,_3"
14,_3•
14 _3"
14'_3"
17 -7"
17 -7"
17 7"
17'-7"
17'7"
17 T
15,_7
15,_7"
16_7"
15•_7"
15•_7•
15'_7"
18'-0"
18'-0" 18'-0" 18'-0"
18'-0"
18'-0"
032
032
.032
.032
- 1
12' 8"
12'-1"
12'-1"
11'-2"
11'-3°
10'-8°
15' 6"
14'-9"
14'-9'
14'-0'
14'-1"
13'3'
14'-1"
13'-1"
13' 4'
12'4"
12' 6"
12'-0"
16'-2"
15'-8* 15'-9" 15'-0"
15'-1"
14'-3'
8 4"
8'.4'
8 4"
8 �"
19'-7"
19'-7"
19'-7"
19'-7"
19'-7"
19'-7"
17'-7"
17'-7"
1 T-7"
17'-7'
17'-7'
17'-7"
19'4"
19'4" 19' 4' 19'4"
19•-4"
19'4"040
.018
7'-9"
7'-S
7'-5"
7'-2'
�--4'8!44'10.
17'-7"
16' 8'
16'-9'
15'-9`
16'-0"
15'-0'
040.040
15'-7'
14'-10'
14'-10
14'-1"
14'-2"
13'4'
17'-0"
16'-10" 17'-0" 16'4"
16' 6°
16'-0"
OF CAI�F�
10-1"
10-1"
10 1"
101-11
10-1"
10-1"
11'-3"
11'-3"
11'-3"
11'-3"
11'-3"
11•-3"
10'2"
10-2"
10-2"
10-2"
10 2"
10 2"
12-1"
12-1"�121'12-1"
12-1"
184"8'
20
.024
020(1)
020
020
8'
8'4"
8'-5"
8'-1'
8'1'
79"
10'-1"
9' 6'
9' 6'
9'-0"
9'-1'
8'3'
9'-1"
8'-9"
6'-9"
8�
8'-6"
7'-11'
1o'-10"
10' 9•-9"
9'-10"
9'-5"
03-11-16
12'-1"
12'-1"
12'-1•
12'-1"
12'-1"
l2' -j>"12'-6"
12'-0'
12' 6"
12' 6"
12'-6"
12'-6'
11'4"
11'-4'
11'-4"
11'-4"
11'-4'
11'•4"
13'-3"
13'-3" 13'-3' 13'-3"
13'-3'
13'-3"
10'-3°
104"
9'-8"
9'-9"
9'-9"
11'-2"
10•-9"
10'-9"
10'-3'
104
9'-10'
10'-1'
9'-8"
9'-9'
9'-3'
9'-5'
8'-11'
12'-2'
113 11 8" 11'-2"
11'-3"
10'-7"
4
20
20
20
7'-3"
7'-3"
7'-3"
7' 3'
7'-3"
7' 3"
14'-8"
14'-8"
14'$"
14'-8"
14' 8"
14'-8"
13'-0"
13'-0"
13'-0"
13'-0"
13'-0"
13'-0'
16-6"
15' 6" 15'-0" 15•-6"
15'-6"
15'-6"
•018
7'-8'
7'4°
7'4"
7'-1'
7'-1'
6'-10'
.032
13'-3"
12'-9'
12'-9"
12 4"
124"
11'-7"
.032
11-10"
11 4"
11'-6"
11'-0°
11'-0'
10' 6"
'032
14'-2"
13'-9' 13'-7" 13'-0"
13'-1"
12'-8"
DU RALU M
16'_3"
16_3"
145-1
6"
6"
145--
14'-6"
14' 6"
14' 6'
14' 6'
16' 8' 16' 8' 16' 8"
16•-8"
16' 8"
25
.024
040
040
040
IAP M O 0195
0
5
6
7
TABLE 1 - MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS
.032
9'-8"
9'-8'
9'-8"
9'-8"
9'-8"
9'-8"
0.88 0.70 0.65
24"x2Y2"x0.032" 0.90
10'-6"
10'-2"
10'-2"
9'-7"
91-8"
9'-
10'-1"
10'-3"
6'-7"
6'-7"
6'-7"
6'-7"
6'-7"
6'-7"
8'-3"
.018
12'-0"
12�12'-10".12'-0'
10'4"
12'-0"
12'-0"
10'-4"
.02411'-0"
7'-3"
7'-0"
7'-0"
6'-9"
6'-10"
6'•
11'-0"
8'-3"
8'-3"
8'-3"
8'-3"
8'-3"
8'-3"
30
.024
13'-2"
13'-2•
13,_2"
13,_2•
13,_2"
13,_2°
11'4"
.032
8'-3"
8'-0"
8'-0"
T-9"
T-9"
.032
13'_1"
9'-1"
V-1'
9'-1"
9'-1"
9'-1"
032
14'-2"
14•_2"
14'_2"
14,_2"
14,_2"
14'-2-
15'-1"
.040
9'-10"
9'-6"
9'-6"
9'-1'
9'-2'f8
12,_3•
12'-3-
9'-9•
15'-0"
14'-4"
14'-2"
13'-7"
13'-8°
13'-0-
TABLE 1 - MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS
ROOF PANEL TYPE 10
ROOF LIVEISNOW LOAD, psf
20 25 30 40 50
12"x39"x0.020"
- 0.88 0.83 0.75 0.80
24"XZV2"x0.018" 0.85
0.80 0.65 0.65 - -
24"x2Y"x0.024" 0.90
0.88 0.70 0.65
24"x2Y2"x0.032" 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
ARE SHOWN IN TABLES 1,2 AND 3, SHEET 4
FOOTNOTE: "SAMPLE"
° FIGURE INDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
8
APPROVAL
' REVISIONS '
NARK DATE I DESLRFnON
4 STEL JOB # 16.1071
10'4"
9'-9"
9'-9"
11'-1"
11'-1'
11_1•
9'-9"
.020(1)-1°
.020
10'-1"
10'-3"
W-8-
9'-3"
9'-5"
8'-11"
9'-0"
8' 6"
8'-3"
7'-10"
12'-0"
12�12'-10".12'-0'
10'4"
12'-0"
12'-0"
10'-4"
.02411'-0"
10'4"
12'-0"
024
10-10'
11'-0"
12'-1"
12'-1'
10'-2•
10'-3"
9'-9"
25
9'-7"
13'-2"
13'-2•
13,_2"
13,_2•
13,_2"
13,_2°
11'4"
.032
13'-7"
4"
11'4°
13'-2"
12'-4-
2'4"
.032
13'_1"
13•_1•
13,_1"
13•_1"
13,_1•
.040
14'-2"
14•_2"
14'_2"
14,_2"
14,_2"
14'-2-
15'-1"
.040
14'-9"
12,_3"
12'_3"
12,_3"
12•_3"
12,_3•
12'-3-
9'-9•
15'-0"
14'-4"
14'-2"
13'-7"
13'-8°
13'-0-
10'6"
10'-6•
10'-0"
10'-6"
10'-6"
10'-0"
12'-3°
.020(l)
11'-9"
10'4"
10'-4"
10'-4"
9,_3.
9'_3.
y_3"
91_3.
9'-2"
6'-9"
8'_11•
8'_5"
8' 6"
6'-2"
11'-4"
10'-9"
11'-3"
11'_3"
11'_3"
11•_3"
11,_3"
11'_3"
8'-5"
.024
8'-1"
7'-9"
7'-10"
7'-6"
9,_y.
10'-6"
10'-1"
10'-2"
9'-7"
9'-9'
13'-0"
30
.024
12'-0"
12'-6"
12'-0"
12' 6"
12'-0"
12' 6"
12.3"
.032
.040
9'-6"
9'-1"
9'-2"
W-10'
B'-11"
8'4°
30
12' 6"
12'-1"
11'-10
11'-6'
11' 6"
11'-1"
10.9•
1 O'-9"
13'-4"
13'4"
13'•4"
13'•4"
13'4"
13'4"
.040
11'-1"
10' 8"
10'-9"
10'4°
14'-2"
13'-8'
13'-6'
13'-0'
13'-3"
12'-6'
11,_7"
11•_7"
9-1"
9-1"
9-1"
9-1"
9-1"
9-1"
020(1)
10'-2"
W-10"
9'_10"
9'-7'
9'-8"
12'-7"
8'-3"
8'-1"
8'-1'
7'-10°
7'-10"
7'-0"
12'-1"
.032
10'-3"
10'-3"
10'-3"10'-3"
8'4"
10'-3"
10'-3"
.024
.020
10'-1"
9'-10"
9'-10"
9'-8"
11'_2"
11'_2"
11'_2•
11•_2"
9'-1`
8'-10"
8'-10"
8'-7'
40
6'-11"
11'4"
11'4"
11'4"
11'4"
11'4"
11'-4"
.032
9'-0'.02440
8'-3"
8'-3"
8'-3"
8'-3"
11'-3"
11'-1'
11'-0"
10'-7°
10'-8"
10'-3"
8-3"-0"
12,_2"
12'_2"
12'_2"
12•_2"
121_2"
12•_2•
9'-9"
.040
8'-9"
9'9"9'-9"
8'-9"
8'-9"
8'-9"
.032
11,0,44.
12'-8"
12'4"
12'4"
12'-1"
12'-1°
11'-8"
8'-7"
8 -2"
8' -2"
8-2-
8 -2"
8 -2"
8-2-
9'$.
.020(1)
9,_8.
10'-7"
10'-7"
.032
10'-7"
10'-7"
7'-1"
7'-1"
7'-1'
V-11"
6'-,1'
6'-
10_1"
10_1•
9'-2"
9'-2"
9�219-2'9'2"
10'4'
11'-2"'
9'-2"
8'
.024
10'-0"
7'-5"
7'-5"
7'-5"
7'-5'
8'-0'T-10'
7'-5'
.020
50
10,-T
10'-7"
10'-7"
10'-7"
10'-7"
10'-7"
6'-5"
.032
6'-5"
6'-3°
6'-3"
6'-1'
8'-3"
9'-7"
9'-7"
9'-7"
V-3'
9'-5"
8'-11"
024
11'-3'11'-3'11'-3"
11'-3"
11'-3"
11'-3"
.040
7'4'
7'-3'
7'-3"
7'-1`
7'-0"
6'-11'
10"
10'-10"
10'-7^
10'-8"
10'4"
APPROVAL
' REVISIONS '
NARK DATE I DESLRFnON
4 STEL JOB # 16.1071
10'4"
9'-9"
9'-9"
9'-9"
9'-9"
9'-9"
9'-9"
.020
10'-1"
10'-3"
W-8-
9'-9"
9'4„
8'-8"
8'-3"
8'-3"
7'-10"
10'4"
10'4"
10'-4"
10'-4"
10'-4"
10'4"
12'-0"
024
10-10'
11'-0"
12'-1"
12'-1'
25
12'_1°
9'-11"
9'-7"
9'-7"
9'-2"
9'-3"
8'-10"
25
11'4"
11'4'
13'-7"
4"
11'4°
13'-2"
12'-4-
2'4"
.032
13'_1"
13•_1•
13,_1"
13•_1"
13,_1•
.040
11'-10"
11'-3"
11'-3"
10'-9"
10'-10"
10'-4"
15'-1"
14'-8"
14'-9"
12,_3"
12'_3"
12,_3"
12•_3"
12,_3•
12'-3-
9'-9•
9'-9'
.040
9'-11"
9'-7"
13'3"
12'-9"
12'-9"
12'-3°
12'13"
11'-9"
10'4"
10'-4"
10'-4"
9,_3.
9'_3.
y_3"
91_3.
9-_3.
9,_3.
020
11'-4"
10'-9"
11'-0"
10'4`
10'-6"
9'-11"
11'-4"
8'-5"
8'-1"
8'-1"
7'-9"
7'-10"
7'-6"
9,_y.
91_9.
91_9.
9'_9" .11
9._9.
9,_9.
13'-0"
12'-6"
.024
11'-10'
12'_3"
12,_3"
12'_3"
12 _3•
12.3"
30
.040
9'-6"
9'-1"
9'-2"
W-10'
B'-11"
8'4°
30
14'-9'
14'-6"
10,_91,
10'_9"
10,_9"
10'_9"
10.9•
1 O'-9"
.032
.020
11'-1"
10' 8"
10'-9"
10'4°
10'11"
10'-0'
8'-1"
9'-6"
11,_7"
11,_7"
11•_7"
11,_7"
11•_7"
11'_7"
040
10'-2"
W-10"
9'_10"
9'-7'
9'-8"
12'-7"
12'-2"
12'-2'
11'x'
11'-9'
11'-3"
12'-6"
12'-1"
.032
8'4"
8'4"
8'4"
8'4"
8'4"
8'4"
10'-3"
.020
10'-1"
9'-10"
9'-10"
9'-8"
11'_2"
11'_2"
11'_2•
11•_2"
11'_2„
7' 6"
7' 6"
7'-3"
7'-2"
6'-11"
9'-0"
9'-0"
9'-0'
9'-0'.02440
8'-3"
8'-3"
8'-3"
8'-3"
8'-3"
.020
88'
8-3"-0"
8-1"
710°
40
T_5"
7'-6"
9'-9"
9,-9"
8'-9"
9'9"9'-9"
8'-9"
8'-9"
8'-9"
.032
11,0,44.
Mr8
8'-7"
10'2"
9'-10"-7"
8'4"
6-1"
9-7"
9-3"
9'$.
9,-0.
9,_8.
10'-7"
10'-7"
.032
10'-7"
10'-7"
.04011'-6'
10,_3"
10_3"
10_1"
10_1•
9'-9"
10'4°
10'4'
11'-2"'
10'4'
8'
10'-10'
10'-0"
7'-5"
7'-5"
7'-5"
7'-5'
7'-5"
7'-5'
.020
6'-5"
6'-5"
6'-5"
6'-3°
6'-3"
6'-1'
8'-3"
8'-3'
8'-3"
8'-3'
8'-3-
8'-3"
024
50
7'4'
7'-3'
7'-3"
7'-1`
7'-0"
6'-11'
9'-1'
9,-1"
9'-1'
9'-1"
S0
032
8'-7"
8'-6"
9'-9'
9'-9"
9'.9"
9'-9"
.040
9'-10"
9'-9"
9'-9"
9'-5"
APPROVAL
' REVISIONS '
NARK DATE I DESLRFnON
4 STEL JOB # 16.1071
10'4"
10'4"
10'-4•
10'4"
10'4"
10-4-
.020
10'-1"
10'-3"
W-8-
9'-9"
9'4„
11•_1•
11,_1•
•11,1.024
�11w'-7r-
12'-0"
11' 6"
10-10'
11'-0"
12'-1"
12'-1'
12,_1°
12'_1°
12•_1"
12'_1"
.032
14'-1"
13'-7"
13'3"
13'-1"
13'-2"
12'-4-
2'4"
13'-1"
13'
13'_1"
13•_1•
13,_1"
13•_1"
13,_1•
.040
15'4"
15'-1"
15'-1"
14'-8"
14'-9"
14'-1"
9'-9•
9'-9"
9'-9'
9'-9°
9'-9•
9'-9'
.020
9'-11"
9'-7"
9'-7"
9'-2"
9'4"
8'-11"
10'4"
10'4"
10'-4"
10'-4"
10'4"
10'11"
.024
11'-4"
10'-9"
11'-0"
10'4`
10'-6"
9'-11"
11'-4"
11'11"
11'4'
11'4"
11'4"
11'4"
.032
13'-2'
12'-8"
13'-0"
12'-6"
12'-T
11'-10'
12'_3"
12,_3"
12'_3"
12 _3•
12.3"
12,_3"
.040
14'-9'
14'-6"
14'-7"
14'-1"
14'-1"
13'-7"
.020
9'-1"
V-10"
8'-10"
8'-7"
8'-6"
8'-1"
9'-6"
9'-6"
9'-6"
9'-6"
9' 6"
9'-6"
.024
10'-2"
W-10"
9'_10"
9'-7'
9'-8"
9'_3"
12'-1"
12'-9"
12'-9"
12'-4'
12'-6"
12'-1"
.032
10'-3"
10'-1'
10'-1"
9'-10"
9'-10"
9'-8"
11'_2"
11'_2"
11'_2•
11•_2"
11'_2„
11,_2"
.040
8'-3"
8'-3"
8'-3"
8'-3"
8'-3"
.020
7'-7"
T-8"
T_5"
7'-6"
7'-2"
8'-9"
8'-9"
8'-9"
8'-9"
8'-9"
.024
11,0,44.
8'-7"
8'-7"
8'-5'
8'4"
6-1"
9'$.
9,-0.
9,_8.
91-8.
9,$.
.032
10,_3"
10_3"
10_1"
10_1•
9'-9"
10'4°
10'4'
10'4°
10'4'
10'4"
10'4'
.040
11'-10"
11'-7"
APPROVAL
' REVISIONS '
NARK DATE I DESLRFnON
4 STEL JOB # 16.1071
DATE
03-M16
DRAWN BY
AT
CHECKED
GM
PANEL SPANS TRI -V,
W -PANEL & FLAT PAN
SH -3
3 OF 50 SHEETS
FOOTNOTE: "SAMPLE"
FIGURE INDICATES ATTACHED -a
FIGURE INDICATES FREESTANDING
v
Z
N
W
o rn
• '
N co Lo
CD
m
!LLJ =m
FOR CONSTRUCTION
Q
MINIMUM _ NUMBER OF.FASTENERS FOR ROOF PANEL TO SUPPORTING BEAM & WALL HANGER
0
V
'u -
D
FOR ATTACHED AND FREESTANDING SOLID COVERS
QzLUn
o�
TABLE 1
M Cn �j
TABLE 2
TABLE 3
rn
(2) 211x6 %2" AND
WALL HANGERS, 3"x8" AND
EXTRUDED AND 3"x8"
WITH
6 %" ROLL FORMED
BEAMS
STEEL HEADERS
STEEL INSERT HEADERS
NUMBER ❑F N❑.14 TEK ❑R SMS SCREWS
UMBER ❑F N❑.14 TEK ❑R SMS SCREWS PE
"NUMBER OF N❑.14 TEK OR SMS SCREW:
F
PER FOOT OF BEAM
LENGTH
❑❑T OF WALL HANGER AND BEAM LENGTH
PER FOOT OF BEAM LENGTH
D
110 MPH 120 MPH 130 MPH
110 MPH 120 MPH 130 MPH
110 MPH 120 MPH
130 MPH
EXP. BI EXP. C EXP, B EXP. C
EXP. B EXP. C
EXP. BI EXP. C EXP. B EXP. C EXP. B EXP. C
EXP. BI EXP. C EXP. B EXP, C EXP. B EXP.
~
~
~
5
1 1
1 2
5.
1 1 1 1 1 1
5.
1
1 1 1 1
1
1 2 2 2
2 2
1 1 1 2 2 2
1 1 1 1
1 1
6
1
1 1 2
2 2 2
6'
1 1 1 1 1. 2
6,
1
1 1 1 1
1
2 2 2 2
3
1 2 2 2 2 2
1 1 1 1
1 1
7p--2—
1 2
2 2
7'
1 1 1 2 2 2
7'
1
1 1 1 1
1
2 2 3
3 3
2 2 2 2 2 2
1 1 1 1
1 2
8'
1
2 2 2
2 2
8'
1 1 2 2 2 2
8'
1
1 1 1 1
1
2 2 2 3
3 3
2 2 2 2 3 3
1 1 1 2
1 2
`
g1
2
2 2 2
2 2
g�
1 2 2 2 2 2
g1
1
1 1 1 1
1
2 3 3 3
3 4
2 2 2 3 3 3
1 1 1 2
2 2
10
2
2 2 2
2 3
10'
1 2 2 2 ? 2
10'
1
1 1 1
1
2 3 3 3
3 4
2 2 2 3 3 3
1 2 --!--2 2
2 2
11
2 2 2
2 3
11'
2 2 2 2 2 3
11'
1
3 3 3 4
4 4
2 3 3 3 3, 3
1 2 2 2
2 2
12'
2
2 3 3
3 3
12'
2 2 2 2 2 3
---12' 1
1 1 1 1
2
3 3 3 4
4 5
2 3 3 3 2 4
2 2 2 2
2 2
13'
14 A d A
A r,
13''
� � � Q
13'
FOOTNOTE: "SAMPLE"
FIGURE INDICATES ATTACHED -a
FIGURE INDICATES FREESTANDING
v
Z
N
W
o rn
• '
N co Lo
CD
m
!LLJ =m
FOR CONSTRUCTION
Q
WUrn
0
V
'u -
D
>
QzLUn
o�
M Cn �j
CDL CO Cn o
rn
Q�FF-SS I( z
Ik
co
S 5885
03-11-16
DURALUM
IAPMO 0195
AHJAPPROVAL
4 STEL JOB # 16.1071
DATE 03-09.16
DRAWN BY AT
CHECKED GM
PANEL SPANS TRI -V,
W -PANEL & FLAT PAN
SH -4
4 OF 50 SHEETS
IW OF LA QUINT
UIL DING & SAFETY DEP11
APPROVED
FOR CONSTRUCTION
Q
REVI
q
8
D
4 STEL JOB # 16.1071
DATE 03-09.16
DRAWN BY AT
CHECKED GM
PANEL SPANS TRI -V,
W -PANEL & FLAT PAN
SH -4
4 OF 50 SHEETS
in
s■
2
3
4
5
6
7
8
'o t c r o o n o
.TTI
/QapFESSI��\
S5885
;; OSA
03-11-16
DURALUM
IAPMO 0195
REVISIONS '
MNiK DATE DESCRIPTIDN
4 STEL JOB # 16.1071 ;
DATE
Z N
0.042°
AT
CD m
Tl'P.
W
N CflLo
8.0°
Lu m M
024° .
0.024°6.5 6.5°
0.032°
0.032"
0.042"
0.042"
--I--2 0°—I
z �
* 3"x8" RAFTER
* 2"x6.5" RAFTER
3" x 8"
RAFTER
ALUM. ALLOY 3004-H36
EQUAL
z W
EQUAL
2X6_1/2 RAFTER
(=:> C/) o
co
DBL
2 x 6 1/2
" RAFTER
"T"
Z
a u
�¢
z�
a wwi
110
MPH
120
MPH
130
MPH
• ,�
_,7"^0
110
MPH
„`120
M_P0
130 MPH
"r
110
MPH
120
MPH
130
MPH
LUSL
(IN)
v, o
L USL
(IN•)_
cwzi
n a-
LUSL
(IN)
Q- zz
EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0
EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0
EXP. B
EXP.0
EXP. B
EXP.0
EXP. B
EXP.0
_
29'-8"
29'-6"
29'-8"
28'-9"
29'-3"
26'-3"
16'-0"
15'-10"
16'-0"
15'-0"
15'-9"
13'-8"
22'-6"
22'-4"
22'-6"
21'-1"
22'-2"
19'-2"
16
16"
16"
10
26'-3"
26'-3"
26'-3"
26'-3"
26'-3"
25'-7"
14'-2"
14'-2"
14'-2"
14'-2"
14'-2"
13'-9"
19'-10"
19'-10"
19'-10"
19'-10"
19'-10"
19'-4"
.042
024
024
24'-2" 24'-1" 24'-2" 23'-6" 24'-0" 21'-6"
13'-1" 13'-0" 13'-1" 12'-3" 12'-10" 11'-2"
'-4"
18'-3"
18'-4"
17'-3"
18'-2"
15'-8"
24
24
24"'-3"
r1-6
21'-6"
21'-6"
21'-6"
21'-6"
21'-6"
21'-0"
11'-7"
11'-7"
11'-7"
11'-7"
11'-7"
11'-3"
16'-3"
16'-3"
16'-3"
16'-3"
15'-10"
23'-0" 23'-0" 23'-0" 23'-0" 23'-0" 22'-9"
20'-3" 20'-2" 20'-3" 19'-8" 20'-1" 18'-2"
28'-7" 28'-6" 28'-7" 27'-9" 28'-3"
25'-7"
16"
21'-10"
21'-10"
21'-10"
21'-10"
21'-10"
21'-10
16"
18'-0"
18'-0"
18'-0"
18'-0"
18'-0"
17'-7"
16"
25'-3"
25'-3"
25'-3"
25'-3"
25'-3"
24'-8"
20
.042
10
.032
10
.032
18'-9" 18'-9" 18'-9" 18'-9" 18'-9" 18'-9"
16'-7" 16'-6" 16'-7" 16'-1" 16'-4" 14'-10"
23'-4"
23'-3"
23'-4"
22'-8"
23'-1"
20'-10"
24"
2411
24
17'-10"
17'-10"
17'-10"
17'-10"
17'-10"
17'-10"
14'-8"
14'-8"
14'-8"
14'-8"
14'-8"
14'-4"
20'-8"
20'-8"
20'-8"
20' 8"
20'-8"
20'-2"
19'-8" 19'-8" 19'-8" 19'-8" 19'-8" 19'-8"
24'-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"
21'-6"
21'-6"
21'-6"
21'-2"
21'-3"
20'-8"
21'-9"
21'-9"
21'-9"
21'-9"
21'-9"
21'-2"
30'-8"
30'-8"
30'-8"
30'-8"
30'-8"
29'-10"
25
.042
042
042
16'-1"
16'-1"
16'-1"
16'-1"
16'-1"
16'-1"
20'-1"
20'-0"
20'-1"
19'-6"
19'-9"
19'-0"
28'-2"
28'-1"
28'-2"
27'-4"
27'-10"
26'-8"
24"
24"
2411
17'-7"
17'-7"
17'-7"
17'-4"
17'-6"
16'-10"
17'-9"
17'-9"
17'-9"
17'-9"
17'-9"
17'-3"
25'-1"
25'-1"
25'-1"
25'-1"
25'-1"
24'-4"
18'-1"
18'-1"
18'-1"
18'-1"
18'-1"
18'-1"
12'-4"
12'-4"
12'-4"
12'-4"
12'-4"
12'-4"
17'-4"
17'-4"
17'-4"
17'-4"
17'-4"
17'-3"
16"
16"
16„
30
19'-1"
19'-1"
19'-1"
19'-1"
19'-1"
19'-1"
11'-9"
11'-9"
11'-9"
11'-9"
11'-911
161-7"
16'-7"
16'-7"
16'-7"
16'-7"
16'-7"
.042
024
024
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"15'-7"
24
2411
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"
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"
16"
16„
16„
16'-8"
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"
21'-1"
21'-1"
40
.042
20
032
20
.032
-1"
12'-1"
12'-1"
12'-1"
12'-1"
12'-10"
12'-10"
12'-10"
12'-10"
12'-10"
12'-9"
18'-1"
18'-1"
18'-1"
18'-1"
18'-1"
18'-0"
24"
24
24"
13'-4" 13'-4" 13'-4" 13'-4" 13'4" 13'-4"
-16"
19'-0" 19'-0" 19'-0" 19'-0" 19'-0" 18'-10"
26'-8" 26'-8" 26'-8" 26'-8" 26'-8"
16"
16"
50
15'-0"
15'-0"
15'-0"
15'-0"
15'-0"
15'-0"
18'-1"
18'-1"
18'-1"
18'-1"
18'-1"
18'-1"
25'-6"
25'-6"
25'-6"
25'-6"
25-6"
25'-6"
.042
•042
.042
10'-3" 10'-3" 10'-3" 10'-3" 10'-3" 10'-3"
15'-6" 15'-6" 15'-6" 15'-6" 15'-6" 15'-6"
21'-10"
21'-10"
21'-10"
21'-10"
21'-10"
21'-9"
24"
24„
24„
10'-7"
10'-7"
10'-7"
10'-7"
10'-7"
10'-7"
15'-10"
15'-10"
15'-10"
15'-10"
15'-10"
15'-10"
* NOTE: SINGLE RAFTERS SPACED
16" O.C. MAY BE USED
AT
16"
11'-7"
11'-7"
11'-7"
11'-6"
11'-6"
11'-2"
16„
16'-3"
16'-3"
16'-1"
16'-2"
15'-8"
024
024
32" O.C. WHEN DOUBLED
AND SINGLE RAFTERS SPACED
8'-1"
8'-1"
8'-1"
8'-1"
8'-1"
8'-1"
13'x"
13' 4"
13'-4"
13'-2"
13'-3"
12'-9"
24" O.C. MAY BE
USED AT 48" O.C.
WHEN DOUBLED.
24"
9'-6"
9'-6"
9'-6"
9'-6"
9'-6"
9'-2"
24„
9'-3"
9'-3"
9'-3"
9'-3"
9'-3"
9'-3"
14'-4"
14'-4"
14'-4"
14'-4"
14'-4"
14'-4"
20'-2"
20'-2"
20'-2"
20'-2"
20'-2"
20'-2"
16"
16
14'-9"
14'-9"
14'-9"
14'-6"
14'-7"
14'-2"
20'-9"
20'-9"
20'-9"
20'-6"
20'-7--::W;-1101
25 032
25 032
11'-1"
11'-1"
11'-1"
11'-1"
16'-7"
16'-7"
16'-7"
16'-7"
16'-7"
16'-7"
24"
24„
1"
12'-1"
11'-10"
12'-0"
11'-7"
17'-0"
17'-0"
17'-0"
16'-8"
16'-9"
16'-3"
W3'-3
17'-4"
17'-4"
17'-4"
17'-4"
24'-6"
24'-6"
24'-6"
24'-6"
24'-6"
24'-6"
16"
16„
9"
17'-9"
17'-7"
17'-8"
17'-1"
25'-1"
25'-1"
25'-1"
25'-1"
25'-1"
25'-1"
.042
042
13'-3"
13'-3"
13'-3"
13'-3"
20'-0"
20'-0"
20'-0"
20'-0"
20'-0"
20'-0"
24"
24„
14'-7"
14'-7"
14'-7"
14'-4"
14'-6"
14'-0"
20'-6"
20'-6"
20'-6"
20'-6"
20'-6"
20'-6"
FOOTNOTE:
"SAMPLE"
FIGURE
INDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
/QapFESSI��\
S5885
;; OSA
03-11-16
DURALUM
IAPMO 0195
REVISIONS '
MNiK DATE DESCRIPTIDN
4 STEL JOB # 16.1071 ;
DATE
Z N
0.042°
AT
CD m
Tl'P.
W
N CflLo
8.0°
Lu m M
024° .
0.024°6.5 6.5°
0.032°
0.032"
0.042"
0.042"
--I--2 0°—I
Lu j —
* 3"x8" RAFTER
* 2"x6.5" RAFTER
* DBL. 2"x6.5" RAFTERS
ALUM. ALLOY 3004-H36 OR
ALUM. ALLOY 30041436 OR
ALUM. ALLOY 3004-H36
EQUAL
OR EQUAL
EQUAL
/QapFESSI��\
S5885
;; OSA
03-11-16
DURALUM
IAPMO 0195
REVISIONS '
MNiK DATE DESCRIPTIDN
4 STEL JOB # 16.1071 ;
DATE
Z N
DRAWN BY
AT
CD m
GM
W
N CflLo
Lu m M
rn
Urn
W O
W LL-
Lu j —
azLo
co O Lfi
(=:> C/) o
co
5� rn
/QapFESSI��\
S5885
;; OSA
03-11-16
DURALUM
IAPMO 0195
REVISIONS '
MNiK DATE DESCRIPTIDN
4 STEL JOB # 16.1071 ;
DATE
03-09.16
DRAWN BY
AT
CHECKED
GM
MINIMUM FASTENERS
SH -5
5 OF 50 SHEETS
L
r 0V • t7 1 0J
Et
RAFTER SPANS FOR OPEN LATTICE -STRUCTURES _ 110/120/130 MPH EXP. B & C
o
2
0
3
0
4
0
s
0
6
0
7
8
0.024" 6.5" 0.024" 6.5"
0.032" 0.032"
0.042" 0.042"
1-2. 0.--[_3 �2.0°—i
* 2"x6.5" RAFTER * DBL. 2"x6.5" RAFTERS
ALUM. ALLOY 3004-1136 ALUM. ALLOY 3004-1136 OR
OR EQUAL EQUAL
FOOTNOTE: "SAMPLE"
FIGURE INDICATES —a
ATTACHED
FIGURE INDICATES
FREESTANDING
Z N
W O 0
N CD Lo
Z �mM
Z � U
W p
i E)fw
uLLj >
Q Z LLo
ch OLn
o cf) o
rn
QRpFESS I(�
o
S5885
OF CAI�Fj
03-11-16
DURALUM
IAPMO 0195
AHJAPPROVAL
GITY
El
S2 W
a
o
2"
X 6 1/2" RAFTER
DA
rE
z W�
a
n o
'- DBL.
2" x 6 1/2" RAFTER
LUSL
"T"
(IN.)
110 MPH 120 MPH 130 MPH
LUSL
„T„
(IN)
110 MPH ' 120 MPH 130 MPH
EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0
EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0
024
16"
9'-9"
9'-9"
9'-9"
9'-9"
10'-3"
91-9.14'-8"
10'-3"
10'-3"
024
16"
14'-8"
14'-6"
14'-8"
6"
14'-8"
6"
14'-8"
6"14'-6"
14'-8"
14'-8"
14'=6"
24"
T-6- T-6" T-6" T-6" T-6" T-6"
8'-6" 8'4" 8'-6"
[—
24„
.11'-2" 11'-2" 11'-2" 11'-2" 11'-2"
11'-2"
032
16"3'-1"
-6"
12'-6"
13'-1"
12'-6"
13'-1"
12'-6"
13'-1"
12'-6"
13'-1"
-
032
16"
18'-7"
18' 4"
18'-7"
18'-4"
18'-7"
18-4"
18'-7"
18' 4"
18'-7"
1818'4"24"
18'-7"
30
30
2" 10'-2" 10'-2" 10'-2" 10'-2"
116'-O"W-O"
24„
15'-3" 15'-3" 15'-3" 15'-3" 15'-3"
15'-3"
0'-8"
10'-8"
10'-8"
10-8"
10'-8"
15'-1"
15'-1"
15'-1"
15'-1"
15'-1"
15-1"16"
042
5'-9"
16'-0"
15'-9"
16'-0"
15'-9"
16'-0"
15'-9"
16'-0"
15'-9"
042
16"
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"
24"-
18'-6" 18'-6" 18'-6" 18'-6" 18'-6"
18'-6"
12'-10
12'-10'
12'-10'
12'-10'
12'-10'
12'-10'
18'-2"
18'-2"
18'-2"
18'-2"
18'-2"
18'-2"
024
16"
8'-0"
9'-1"
8'-0"
9'-1"
8'-0"
9'-1"
8'-0"
9'-1"
8'-0"
9'-1"
8'-0"
9'-1"
024
16„
2'-10"
12 '-8"
2'-10"
12'-8"
2'-10"
12'-8"
2'-10"
12'-8"
2'-10"
12'-8"
2'-10"
12'-8"
24"
6'-2" 6'-2" 6'-2" 6'-2"
T-2" T-2" T-2" 7'-2" T-2" T-2"
24"
9'-10" 9'-10" 9'-10" 9'-10" 9'-10"
10'-4" 4" 10'-4" 10'-4" 10'-4"
9'-10"
10'-4"
.032
16"
10'-10"
11'-6"
10'-10"
11'-6"
10'-10"
11'-6"
10'-10"
11'-6"
10'-10"
11'-6"
10'-10"
11'-6"
032
16"
16'-4"
16'-1"
16'-4"
16'-1"
16'-4"
16'-1"
16'-4"
16'-1"
16'-4"
16'-4"
40
40
24"
8'-3" 8'-3" 8'-3" 8'-3" 8'-3" 8'-3"
24"12
_6" 12'-6" 12'-6" 12'-6" 12'-6"
12'-6"
042
16
13'-2"
13'-9"
13'-2"
13'-9"
13'-2"
13'-9"
13'-2"
13'-9"
13'-2"
13'-9"
13'-2"
13'-9"
042
16"
19'-9"
19'-4"
19'-9"
19'-4"
19'-9"
19'-4"
19'-9"
19' 4"
19'-9"
19' 4"
19'-9"
19'-4"
24"
10'-9" 10'-9" 101-91, 10'-9" 10'-9" 10'-9"
24„>
16'-2” 16'-2" 16'-2" 16'-2" 16'-2"
1
16'-2"
10„
.024
16"
T-3"
8'-2"
7'-3"
8'-2"
7'-3"
8'-2"
7'-3"
8'-2"
T-3"
8'-2"
7'-3"
8'-2"
024
16„
10'-10"
11'-4"
10'-10"
11'-4"
10'-10"
11'-4"
10'-10"
11'-4"
10'-10"
11'-4"
10-10"
11' 4"
24"
5'-2" T-2" 5'-2" 5'-2" 5'-2" 5'-2"
24„P*
8'-3" 8'-3" 8'-3" 8'-3"
-4-9,�" 9"-4" 9,-4" 9,4„
8'-3"
9,�"
032
9'-9"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
032
16"14'-6"
14'-8"
14'-8"
14'-6"
14'-8"
14'-6"
14'-8"
14'-6"
14'-8"
14'-6"
14'-8"
14'-6"
50
50
24"
T-0 7 -0 7 -0 7 -0 7 -0 7 0
24"~
11'-3"
11'-3"
11'-3"
11'-3"
11'-3"
11'-3"
.042
16"
11'-9"
11'-9"
12'-6"
11'-9"
12'-6"
11'-9"
12'-6"
11'-9"
12'-6"
11'-9"
12'-6"
042 `
16"
17'-9"
17'-6"
17'-9"
17'-6"
17'-9"
17'-6"
17'-9"
17'-6"
17'-9"
17'-6"
17'-6"
24"
9. -0" 9'-0" 9'-0" 9'-0" 9'-0" 9'-0"
'l
24"
13'-7" 13'-7" 13'-7" 13'-7" 13'-7"
13'-7"
10'-2"
10'-2"
10'-2"
0'-2"
10'-2"
10'-2"
14'-3"
14'-3"
14'-3"
14'-3"
14'-3"
14'-3"
0.024" 6.5" 0.024" 6.5"
0.032" 0.032"
0.042" 0.042"
1-2. 0.--[_3 �2.0°—i
* 2"x6.5" RAFTER * DBL. 2"x6.5" RAFTERS
ALUM. ALLOY 3004-1136 ALUM. ALLOY 3004-1136 OR
OR EQUAL EQUAL
FOOTNOTE: "SAMPLE"
FIGURE INDICATES —a
ATTACHED
FIGURE INDICATES
FREESTANDING
Z N
W O 0
N CD Lo
Z �mM
Z � U
W p
i E)fw
uLLj >
Q Z LLo
ch OLn
o cf) o
rn
QRpFESS I(�
o
S5885
OF CAI�Fj
03-11-16
DURALUM
IAPMO 0195
AHJAPPROVAL
GITY
El
OF LA QUINTA
ILDING & SAFETY DEPT.
APPROVED
CR CONSTRUCTION
REVISIONS
DA
rE
o�sca�rrow
4 STEL JOB # 16-1071
DATE 03-09-16
DRAWN BY AT
CHECKED GM
RAFTER SPANS FOR
OPEN LATTICE
COMMERCIAL & PATIOS
SH -6
6 OF 50 SHEETS
1
2
3
4
H o n V u- .. t o r u o n o 1 J
HEADER BEAM TYPES
SPLICE n
WHERE
)CCURS
0.075'
T1'P• II
I
6.5" ROLLFORM
GUTTER FASCIA MAG BEAM
„ALLOY ALLOY B ALUM. ALLOY
3004-H36 6063-T6
).042°/
0.032'-
TYP.
�MAX.2.0"-- I
ALUM. ALLOY 3004-H36
OR EQUAL
DBL. 2"x6.5"x0.032"
s `1 ALUM. ALLOY 3004-H36
OR EQUAL
6
7
0
8
T=12 OR
14 GA
ASTM
A653 SS
GRADE 50
G60
.042"
If1;p
�
DBL. 3"x8"x0.042" BEAM
W/ DBL. 14 GA. STL. INSERT
ALUM. ALLOY 3004-H36
OR EQUAL
DBL. 3x8"x0.042" BEAM
P W/ DBL. 12 GA. STL. INSERT
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.
SPLIC
WHEF
n OCCUF
I
II
II
3.01. 0.(
TYP.
�K>
4" I -BEAM .5" MAG GUTTER
C' ALUM. ALLOY D ALUM. ALLOY
6063-T6 6063-T6
(TW�"x,0.042" BEAM
ALUM. ALLOY 3004-H36
OR EQUAL
.032"
ALUM
T=12 GI ' INSERT ,L6M. '
A
ASTM A653 SS WHERE ALUM.
GRADE SD G60 -\3.O" OCCURS ALLOY
.032"
6063-T6
ALUM. 6.656° 7.0°
0.110"
I- TYP.
I----3.0"-�I
3" SQ.x0.032" ALUM. BEAM 0.375
W/ 12 GA. STL. "U" CHANNEL
E ASTM A653 SS GRADE 50 G60 1 75 0„
7" I -BEAM
25" F ALUM. ALLOY 6063-T6
W/ 1 "C" INSERT
G ALUM. ALLOY 6063-T6
T=12 OR W/ (2) "C" INSERTS
14 GA.
ASTM H ALUM. ALLOY 6063-T6
(7.876'
A653 SS
GRADE 50
G60 NOTE:
INSERT OCCURS AS SHOWN IN
SPAN TABLES, IT SHALL BE INSTALLED THE
�WHEREV
FULL LENGTH OF THE 7" I -BEAM.
0.625° I
NOTE:
2.875' i EACH HEADER BEAM TOP AND
BOTTOM FLANGES SHALL BE CUT AT
" "xQ " RFAM i
EACH INTERIOR C01 I IMN WHERE 3
&W1 14 GA. STL. INSERT J� OR -MORE COLUMS OCCUR. DO NOT
4.0" 3.0" If CUT FLANGES AT END COLUMNS.
MAX, ASTM A653 GRADE 50 G60
L �L3'.x8"x0.3042"HBEAM 3"x8"x0.042" BEAM,ALLOY 004-36 ' W/ 12 GA. STL. INSERT .8
OR EQUAL N° ASTM A653 GRADE 50 G60
NOTE: WHERE 12 AND 14 GA. STEEL INSERTS
OCCUR AS SHOWN IN THE SPAN TABLES,
THEY SHALL BE INSTALLED THE FULL'LENGTH
OF THE 3"x8" BEAM.
COLUMN /-,POST TYPES
-11.00-
E=5
11.00" -
040' ALUM.
.048' STEEL
3.0° 8°
3.0°
1 2 I
1 I I
�SQ.LUM POSTQ. ALUM. POSTLOY 3004-H36 @c�
M. ALLOY 3004-H36
HEIGHT LIMITED TO 3" SQ. STEEL POST
10'-0" MAXIMUM. FTMAGRADE50 CP60
1
#10 SMS
2 241 0..
EA. SIDE f
\3" SQ. ALUM. POST
D WITH_SIDEPLATES
ALUM. ALLOY 3004-H36
OR EQUAL
0.075'
TYP.
E MAG POST
ALUM. ALLOY
6063-T6
G
Em0.032'
0.024'
jl
Qj
0.042'
=4"SQ.xt=0.188"
LASTIC-
�
PLUGS
1
#10 SMS
2 241 0..
EA. SIDE f
\3" SQ. ALUM. POST
D WITH_SIDEPLATES
ALUM. ALLOY 3004-H36
OR EQUAL
0.075'
TYP.
E MAG POST
ALUM. ALLOY
6063-T6
G
=3"SQ.xt=0.188"
QH
=3"SQ.xt=0.250"
Qj
=3"SQ.xt=0.313"
=4"SQ.xt=0.188"
K
=4"SQ.xt=0.250"
SQ. STEEL POST
ASTM A500 GRADE B
2 CN
r -
N Co Lo
2 LUrncco
rn
W
to
� LU
uw>-
QZLLo
O
CD � o
CV �
CD
rn
QRpFESS I
S5885
- - 1
OF CA%__\ �
03-11-16
DURALUM
IAPMO 0195
AHJAPPROVAL
REVISIONS
DATE oESCRFMN
4 STEL JOB # 16.1071
DATE 03-0416
DRAWN BY AT
CHECKED GM
HEADER BEAM TYPES,
COLUMN / POST TYPES
SH -7
7 OF 50 SHEETS
n �'_-_ ° u e ° r o
c� 2 C:>
EXISTING LEDGER OR WALL HANGER & EAVE CONNECTION DETAILS O m �
1 - N co O
NOTE: WHERE COVER CONSTRUCTION INCLUDES DESIGN (E) WALL COVER 3/16' STEEL NOTEI BRACKET CAN BE Z W O m
A34 FRAMING ANGLE
DETAIL A OR B, SITE-SPECIFIC ENGINEERING IS LOADS OPENING PROJECTION g" 0 1/4"0 HOLES,TYR LOCATED ANYWHERE ON EAVE. Q O
SEE TABLE 2 REQUIRED TO VERIFY ADEQUACY OF THE EXISTING 0 NOTE: PROVIDE WATER Z U
10.20 psf > 8' > 18'
FASTENERS, SEE TABLE 3 STUD WALL FRAMING WHERE ONE OR MORE OF THE p 0 TYP. BRACKET PROTECTION, METAL FLASHING 1.'
FOLLOWING CONDITIONS OCCUR: 30,40 & 50 psf > 6' > 14' AT EVERY 2x CAUCK JOINTS AND SLOPE `� O
° R.F. OR EXT. HANGER 8 O G TO DRAIN (OPTIONAL) O
W LL
CHANNEL, 2X OR 3X C EXISTING EAVE ALLOWABLE PROJ. TO BEAM
RAFTER BRACKET LEDGER OR WALL HANGER OVEt1/2
BLE 1 V O
WITH FASTENERS 1 1/4" (248 LEDGER Q ZLO
PER TABLES 3& 4 O O r
2 ALUM. PANEL 2X OR EXIST. RAFTERS AT 1 2x WOOD STUD OR c7 L7 Lo
3x ALUM. RAFTER 24" O.C. AT ROOF 1" MIN. CONCRETE WALL RAFO (n O
(3}614xC 7EXIST. FASCIA BOARD OVERHANGN O2X FULL DEPTH 3 I "mALLOWABLE PROJ. EXISTING EAV WOOD SCAB, TO BEAM OVERHANG 1" MIN.SEE TABLE 1 (24" MAX.) WHERE OCCURS, T— NOTES PLACE 'SIKH FLEX' 13 SIMD ATE: BRACKET MAY BE
SEE TABLE 2 MATERIAL BETWEEN BRACKET AND
COMP. SHINGLE ROOFING TO PROVIDE MOUNTED BELOW RAFTER
14-1 SEAL W/ SAME CONNECTION'S. FESS I
EAVE CONNECTION WALL CONNECTION
�AJ L EXISTING ROOF OVERHANG DESIGN LOADS NOTE: WALL LEDGER IS NOMINAL LUMBER SIZE 2"x6' (AT 74&. G. ALTERNATE EAVE CONNECTION
RDL = 3 psf (MIN) TO 8 psf (MAX) RLL = 20, 25, MINIMUM RAFTERS), NOMINAL 2"x8" (AT 3"x8" MINIMUM RAFTERS) NOTE: THIS DETAIL IS LIMITED TO RESIDENTIAL INSTALLATIONS 2
3 30, 50 psf OR KILN -DRY WOOD -FILLED 2"x6y' OR 3"x8' ALUMINUM SECTIONS. WITH A 10 psf MAXIMUM DESIGN LOAD. C7 Q
2. EXISTING RAFTER ALLOWABLE BENDING STRESS IS � S 5885
TABLE 1 TABLE 2 TYPE AND NUMBER OF FASTENERS REQUIRED AT ROOF PANEL TABLE 4 a,b ANCHORS INSTALLED _
OR RAFTER CONNECTED TO EXISTING ROOF OVERHANG INTO CONCRETE WALLS y
EXISTING MAXIMUM PROJECTION WITH 6 -INCH MIN.THICKNESS OF CPC\FCS
FRAMING MEMBER (A) - SIMPS❑N A34 FRAMING ANCHOR USING SD9112 SCREWS COVER NUMBER AND TYPE
COVER AT ROOF WIND SPEED (MPH) AND EXPOSURE CB> - (2) SIMPSON A34 FRAMING ANCHORS, EACH SIDE, USING. SD9112 SCREWS WITH 2x FULL LUSL OF FASTENERS 03-11-16
LUSL OVERHANG 110, B 110, C 120, B 120, C 130, B 130, C DEPTH WOOD SCAB FULL LENGTH OF RAFTER TAIL
4 2" x 4" FULL 26'-0" 26'-0" 26'-0" 25'-2" 25' 4" 20'-7" a= 10 PSF L.L. 20 PSF L.L. 25 PSF S.L. 30 PSF S.L. 40 PSF S.L. 50 PSF S.L. SS 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
(EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) 20 Ya' 0 SIMPSON STRONG -BOLT 2 DURALUM
1 2"x8" NOTCHED 26'-0" 26'-0 26'-0' 26'-0" 26'-0" 26'-0" f 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 SS AT 48' O.C. (a,b) IAPMO 0195
5
°
6
71
°,
81
4 STEL JOB k 16-1071
DATE 03-09-16
DRAWN BY AT
CHECKED GM
EXISTING EAVE
CONNECTION DETAILS
SH -8
8 OF 50 SHEETS
2"X10" NOTCHED
26`-0"
26'-0"
1 26'-0"
26'-0"
1 26'-0"
26'-0"
25
y2' 0 SIMPSON STRONG -BOLT 2
SS AT 48' O.C. (a,b)
6'
(A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B)
20
2" x 4" FULL
26'-0"
26'-0"
26'-0"
25'-2"
25'-4"
20'-7"
7.
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(B)
(B)
(B)
30
M SO C,S<RO> STRONG -BOLT 2
S ATSIMPSON
2" x 6" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
2"x6" FULL OR
2"x8" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
8
(A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B)
g,
(A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B)
40
STRONG -BOLT 2
SS ATSI36' O.C.
2"x8" FULL OR
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) (B)
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)
(B)
50
0 SIMPSON STRONG -BOLT 2
SS AT 24. O.C. <a,b)
2" x 6" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
12'
(A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B)
25
2"xFULL OR
2"x8B" NOTCHED
26'-0"
26-0"
26'-0"
26'-0"
26'-0"
26'-0"
TABLE 3 c
TYPE AND NUMBER OF FASTENERS REQUIRED AT LEDGER
ROOF PANEL RAIL TO FASCIA
OR LEDGER TO EXISTING WOOD STUD WALL FRAMING
FOOTNOTES TO TABLES 3 & 4:
a, EMBED ANCHOR 3' MINIMUM
INTO CONCRETE WALL AND
INSTALL IN ACCORDANCE
WITH ESR -3037
b, USE 3' SQ,xy4' STAINLESS
STEEL WASHER WHEN
INSTALLING NEW WOOD
LEDGER AGAINST EXISTING
CONCRETE WALL,
C. WHERE ROOF PANEL RAIL
OCCURS, USE Y2 DIAMETER
LAG SCREW IN LIEU ❑F (2>
�4 DIAMETER LAG SCREWS,
2"x8" FULL ORAND
2"x10" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'4-
30
2" x 4" FULL
16'-0"
16'-0"
16-0"
16'4"
16'-0"
16'-0"
(C) - (2) Y4 DIAMETER LAG SCEWS
CD) - V DIAMETER LAG SCREW
(E) - %' DIAMETER LAG SCREW
2" x 6" NOTCHED
10'-10"
10'-10"
10'-10"
9'-2"
9'-3"
-
2"x6" FULL OR
2"x8" NOTCHED
26'-0"
26'-0"
26'4"
26'-0"
26'-0"
26'-0"
'_ 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 OR
2"x10" NOTCHED
26'-0"
26'-0"
26'-0"
26-0"
26-0"
26'-0"
F F WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED
Ln (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C)
40
2" x 4" FULL
11'-7"
11'-7"
11'-7"
11'-7"
11'-7"
11'-7"
110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130
2" x 6" NOTCHED
15'-6"
15'-6"
15'-6"
15'-6"
15'-6"
15'-6"
2"x6" FULL OR19'-6"
2"x8" NOTCHED
19'-6"
-
19'6"
-
19'6"
-
19'6"
-
19'6"
5' (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D)
6' (C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D)
2"x8" FULL
2"x10" NOTCHCH ED
26'-0"
26'-0"
26'- 0"
26-0
' "
26'-0"
26'-0"
' 7 (C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (Dj (D) (D) (D) (D) (D) (p) (D)
50
2" x 4" FULL
8'-11"
8'-11"
8'-11"
8'-11"
8'-11"
8'-11"
(C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) (E) (E) (E)
8' (C)r(C)
2" x 6" NOTCHED
12'-1"
12'-1"
12'-1"
12'-1"
12'-1"
12'-1"
9' (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) (E) (E) (E)
2"x8" NOTCHED "x6' FULL OR
15'-3"
15'-3"
15'-3"
15'-3"
15'-3"
15'-3"
10' (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (E) (E) (E) (E) (E) (E)
11' (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (E) (E) (E) (E) (E) (E)
2"x8" FULL OR
2"x10" NOTCHED
20'-9"
20'-9"
20'-9"
20'-9"
20'-9"
20'-9"
12` (C) (C) I (D) (D) I (D) I (D) 11 (D) I (D) (D) I (D) (D) (E) I (E) (E) (E) (E) (E)
4 STEL JOB k 16-1071
DATE 03-09-16
DRAWN BY AT
CHECKED GM
EXISTING EAVE
CONNECTION DETAILS
SH -8
8 OF 50 SHEETS
IIT OF LA QUINTS
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
j.
�
g6
8
REVISIONS
4 STEL JOB k 16-1071
DATE 03-09-16
DRAWN BY AT
CHECKED GM
EXISTING EAVE
CONNECTION DETAILS
SH -8
8 OF 50 SHEETS
0
°
2
A n V U t 0r u ° h ° J
HANGER CHANNELS AND MOUNTING BRACKETS
FASTENERS, T-,060° TYP,_
2.740' SEE TABLE 3, SHEET 4 I
FASTENERS, 078
1.50" SEE TABLE 3 SHEET 8 300" T=.060" ca
ALUM. 3004-H36 .06 " 25"R .63 " Iv 3"
1.5 „ 010"X90" 202" FASTENERS, OS FASTENERS
t= 0.04" _ (2) DIA. SEE SHEET4 SEE TABLE 3 SHEET 8 Oto J 6°
CC.j cin cO 563" .281 " .200 5" A
M J 4h.
3„
cc IP FASTENERS ROOF PANEL � (WHERE OCCURS) CONTINUOUS A- RAIL O J
SEE TABLE 3 ___.. j
6
FASTENERS, w
SEE SHEET 4 ALUM.ALLOY
1 - FASTENERS,
1.880" SEE TABLE 3, SHEET 4
1 1/2" OR 2"LATTICE #8 S.M.S.
ALUM.ALLOY 6063-T6
ALUM.ALLOY
ALTERNATE 1/2" DOUBLE RAFTER-
6063-T6
ALUM.ALLOY
6063-T6
6063-T6
ROLLED
O HANGER
O EXTRUDED HANGER / CONNECTION
O I.R. HANGER
"H" BRACKET
3
NOMINAL LEDGER
OR DBL. 2'x6,5'x0.032'/0.042'
NOTE: THIS CONSTRUCTION IS LIMITED TO 30 psf
(NEW OR EXISTING)
MAXIMUM. SITE-SPECIFIC ENGINEERING REQUIRED
4414 S.M.S. EACH
AT ROOF LOADS EXCEEDING 30 psf.
\
(3) z"0 LAG SCREWS
10# L.L: (2)#14 SMS EA. SIDE
1 1/2"
r�a
CONNECT. (8 -TOT.)
20#,25#,30# L.L:(3)#14 SMS EA. SIDE
BEAM SPLICE TO
#14 SDS,
40#,5D# L.L.=(4)#14 SMS EA. SIDE
OCCUR DIRECTLY OVER 5/8"0 PLASTIC
3 PER SIDE
a
PLUG WHERE
I POST. NOT PERMITTED------------@
ALTERNATE: 1/2" BOLT
V)
2 -POST UNITS SCREW I'S INSIDE
J
4 Q
4.5*0 6
--}—
;•, FASTNERS, SEE TABLE 3,
" SHEET 8
PER SIDE I
#14 SMS MAY \
G�
V
(2)- #14 S.M.S. EACH RAFTER
3„
HOLES
I 2" x 6 1l2" OR
c
j( 5" .5"
BE USE AS
° 3"x 3"STL.POST (24") ° ALTERNATE:
(4 -TOTAL)
X :y4'
INSERT ATTACHED OR (2}2x6.5" OR
5" MIN. 3" x 8" ALUM.
1 3.5" 3.5" ALTERNATE TO `
3"x 3"STL.POST COLUMN (2}3"x8"HEADER
FOR FREESTANDING
(2)- 2x6.5" OR (2)-3"x8" HEADER
,i EXISTING
HEADER TO
COLUMN
(2)-1/2"BOLT
RAFTER
1" STUCCO OR EQUAL
1/4"0 BOLTS
frk
3"x3"x0.024"J (1) - 1/2" BOLT OR
2.5" PENE. INTO EACH WOOD STUD
PER
PER
B 2"x 6.5" SIDEPLATE
CONNECTOR (2} #14 S.M.S. EACH RAFTER
3.5" 3.5"
° 3"
—3"x8" ALUM.
f
3/4" OR 1 1/2"
-- —--------
8" BEAM
r 5" I 5„
I
\�
1° HEADER
U-BRACKETLJLJ
OR ❑2 i
EXISTING WOOD STUD FRAMING
SEE NOTES ol
` 3"x8" ALUM.
5 2 V
(E) STUCCO
`BELOW I I 6 1/2" SIDEPLATE EA.
)
(E) STUCCO
RAFTER
2 EACH 1/4"0 x 3-1/2" LAG SCREWS L.L.=10 psf
\ I SIDE SEE POST SCHED.
PENEM110N BRACKET
2 EACH 1/2"0 x 3-1/2" LAG SCREWS L.L.=20, 25 and 30 psf
2 EACH 5/8"0 x 3-1/2" LAG SCREWS L.L.=40 and 50 psf
#14 SMS EA. SIDE __ul
TOP, MID HEIGHT
NOTE: LENGTH OF LAG SCREW SHALL PROVIDE
(2" MIN. PENETRATION INTO EXISTING WOOD STUD)
AND BOTTOM.` 3"SQ. POST BETWEEN SIDE PLATES
° THREADED PORTION OF SHANK COMPLETE
NOTE: USE LEDGER WHERE RAFTER SPACING
--- -- " -_ - '
PENETRATION INTO EXISTING CORNER STUD.
EXCEEDS EXISTING STUD SPACING. SEE TABLE 3 SHEET 8.
SEE LATERAL FORCE RESISTING SYSTEM, SHEET 11
HEADER BRACKET n2
RAFTER TO STUD WALL CONNECTION n3 I
BEAM TO POST CONNECTION n8
6
1 1/2" OR 2"LATTICE #8 S.M.S.
ALTERNATE 1/2" DOUBLE RAFTER-
#8 S.M.S. EACH SIDE
ALUMINUM MEMBER WITH
EXISTING
BOLT CONN ECTIO PLAN 2
LATTICE 1 1/2" OR 2"
SHEATHING WOOD FILL OR
DBL, 3'X8'X0.042 BEAM
NOMINAL LEDGER
OR DBL. 2'x6,5'x0.032'/0.042'
o ALTERNATE:
(NEW OR EXISTING)
BEAM
4414 S.M.S. EACH
J
�. SEE NOTE, DETAIL B,
RAFTER TO COL.
ai 3 =; SHEET 8
CONNECT. (8 -TOT.)
2"x6.5" OR 3"x8" RAFTER
X0
w]
100 l
Y
a
ALTERNATE: 1/2" BOLT
V)
1 0
7 1•
G-
4.5*0 6
ALTERNATE:
;•, FASTNERS, SEE TABLE 3,
" SHEET 8
5/8' 0 ACCESS
V
(2)- #14 S.M.S. EACH RAFTER
i
HOLES
TO COLUMN CONNECTION
c
INSTALL 6 - #14
° 3"x 3"STL.POST (24") ° ALTERNATE:
(4 -TOTAL)
X :y4'
INSERT ATTACHED OR (2}2x6.5" OR
ALTERNATE:
A —4:
3' SQ. POST—//LONG SDS @ EACH
3"x 3"STL.POST COLUMN (2}3"x8"HEADER
FOR FREESTANDING
(2)- 2x6.5" OR (2)-3"x8" HEADER
,i EXISTING
HEADER TO
COLUMN
(2)-1/2"BOLT
/ ALTERNATE:
1" STUCCO OR EQUAL
FASTENERS
3"x3"x0.024"J (1) - 1/2" BOLT OR
2.5" PENE. INTO EACH WOOD STUD
PER
PER
B 2"x 6.5" SIDEPLATE
CONNECTOR (2} #14 S.M.S. EACH RAFTER
C❑NNECTI❑N)
DBL. RAFTER / DBL. HEADER CONN. 4O STUB COLUMN TO DOUBLE HEADER CONN. O5 EXIST. STUCCO / LEDGER O DOUBLE HEADER TO O
ATTACHMENT DETAIL COLUMN DETAIL
2
o�
o
CV co Ln
Z � rn
Q
rn
W � o rn
W LL-
uw>-
h QZL
(h O V7
Lo
C) U) C7
N cl
rn
Q�pFESS Ico
pal
S5885 2.
03-11-16
DURALUM
IAPMO 0195
AHJAPPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB # 161071
DATE 03-09-16
DRAWN BY AT
CHECKED GM
HANGER CHANNELS AND
MOUNTING BRACKETS
SH -9
9 OF 50 SHEETS
N t1 0 1, u t r O n 0 I J
COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS / MIN. NUMBER OF REQ. COLUMNS
1
0
TABLE 1 TABLE 2
2
ATTACHED ONLY ATTACHED AND
"T" BRACKET @ 3 -SO. POST ISTEEL POST ONLY:
FOOTING & ANCHOR BOLTS FREESTANDING R'll
—STEEL
W/ (4W4 SMS EA. SIDE OF POST ALTERNATE FTG. F;.G, H, 1, OR K
OR 1/2" M.B. THROUGH POST ALUM."T"BRACKET USE WITH
POST POST POST TYPE B,C,D, OR E. SINGLE POSTS CUBE SIZE SO. 18' DEEP • CUBE FTG. FOOTING SIZE BOLTS EMBED. �
STEEL."T" BRACKET OR 9" SQ. 18" 18" SQ. 12" 1/2 DEPTH,OF I I
BASE PLATE USE WITH it -22' CUBED (1) (2}3/8.0 1719" 20" 21" SQ, 12" FOOTINGfOR j 1
POST TYPE B,C,D,E,F,G,H,J OR K
(2)-3/8"0 STRONG -BOLT 2 SS SEE TABLE 1 12" MIN . EMBD. I I
23" 8 24" CUBED (1) (2}1/2"0 31/4*
22" 25 SQ. 16° X� A'
EA. BRACKET TO SLAB. 24' 28" SQ. 20° �' •' I 1 W
9 1/2" MINIMUM DISTANCE TO i I
3 EDGE OF SLAB. 25'- 30' CUBED (2) (4}V2.0 31/4' 26" 32" SQ. 23" • �, : i •�'. 1--
I Q
33" MINIMUM DISTANCE FROM 10 28" 35" SQ. 25" 9
SLAB CRACK TO COLUMN. d 3r - 3a" CUBED (2) (4}518'0 4"' w Q
MIN. EMBEDMENT) 30" 39" SQ. 28" :;`•. vJ a
a U)
DE G 35' - 39' CUBED (2) (4}314'0 4314" 32" 43" SQ. 30' (]}1/2"YM.B. � "••• F
° x9" LONG, 1" ' • ti D- ' 9, -
SLAB SHALL BE IN v 34" 47" SQ. 32' i N, �::� Q.
POURED CONCRETE w w :„
40' - 42' CUBED (2) (4}3/4'0 4 3/4' FROM END ' •� p 0] v
GOOD CONDITION FOOTING SEE TABLES 36' 51' SQ.". - 'OF POST Z"r
FOR SIZE NOTE: BOLTS SHALL BE SIMPSON STRONG -BOLT 2 SS 38' 55" SQ. 37" POURED J
3 1/2" MIN. SEE FOOTING (ICC -ES ESR -3037) SQUARE; SEE FTG.
40" IN 5EAM SPA 60" SO. 39" CONCRETE cBF:r)ji F I RFAM
1) WYUSlE-ErrRER9TE=tlKAL;rE I UK 4 42" 64" SQ. 41" F�ooTING ;__`SPAN/TABLES
ALTERNATE FREESTANDING BASE PLATE. ����"'.+++...
EXISTING SLAB POSTS TO CONIC. FOOTING 2) REQUIRES USE OF ALTERNATE FREESTANDING 44" 69" SO. 43'
O ATTACHED COVERS ONLY O BASEPLATE. CUBE FOOTINGW/312 SLAB SQUARE POST EMBED.
ATTACHED COVERS ONLY 9 INTO FOOTING
o
5
6
ALUM. ALLOY 3.00" OR
6063-T6 2.40"
0 1.375"
0
075"
7 p
1.60"
1.50 .090" TYP.
INSTALL 1y" x 1Y" x Ys" HDG
° WASHER PLATE AT ANCHORS
FOR 130 MPH
NOTE: CONCRETE SLAB ANCHORS SHALL BE
%" DIAMETER SIMPSON STRONG -BOLT 2 SS
s (ICC -ES ESR -3037)
ALUM "T" BRACKET n
q 7/16"0 HOLE
FOR 3/8" MB .56"
ASTM A500 GRADE B
INSTALL 1y" x 1Y2" x Ys" HDG 1'125"
WASHER PLATE AT ANCHORS
75"
.157"
TYP�
USE FOR 3"0 4" 1175'
STEEL POSTS I5.50"
q 2- 5/18"0 HOLES
�Z
NOTE: CONCRETE ANCHORS ARE SHOWN IN TABLE 1.
STEEL "T" BRACKET
2 FLANGES
2 1/8" APART
2.5"
7" BASE FLARES
TO 3"WIDE EA.
5rSIDE OF FLANGES
FOR 3" POST,
4' WIDE FOR 4" POST
1-7/16"0 HOLE
& 2-3/8" HOLES
TYP. EA. SIDE
(3)-3/4"0 B
FOR POST TYPE F, G, H, I,
(4)- SS316 3/4"0 STRONG -BOLT 2 SS
STEEL PER ICC -ES ESR -3037
(4 3/4" EMBEDMENT DEPTH)
INSERT TO
BASE PLATE 3/16"
3" OR 4" SQ.
INSERT
x 0.188"
ASTM A500
GRADE B
STEEL
INSERT{ f,
9" SQ. X 5/8" THK.
THK. BASE PLATE
(ASTM A500 GRADE B STEEL)
1 Ya" 6 Y2" 1 Ya"
WELDED STEEL BASE PLATE 1 Q
ALTERNATE FREESTANDING
BASE PLATE ANCHOR
C
l
2 �
W o �
N f -D U)
2 OM
W Urn
O
�W
Lu j -
h < Z CD
o�
CD � o
C3�
QRpFESS IO��
Q S 5885'
OF CAL\FOS
03-11-16
DURALUM
IAPMO 0195
AHJAPPROVAL
TY O F LA Q I IATA
ILDING & SAFETY DEPT
APPROVED
FOR CONSTRUCTION
- II
4 STEL JOB # 16.1071
DATE 03-09.16
DRAWN BY AT
CHECKED GM
COLUMN I POST SURFACE
MOUNT AND FOOTING
EMBEDMENT DETAILS
SH - 10
10 OF 50 SHEETS
ol
a
I
0
2
0
3
0
4
0
6
e
6
7
0
B
N o 0 o V a u t o r V 6 n 1 o J
LATERAL FORCE RESISTING SYSTEM (LFRS) FOR ATTACHED COVERS
QF
2"X6.5"X0.032"
SIDE PLATES
Do
110 MPH
120
MPH
130 MPH
EXP, BI EXP. C
EXP. B EXP. C
EXP. B EXP. C
5'
2 2
2
3
3 3
6'
2 3
3
3
3 4
T
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
JEj
5
6
6 7
¢=
2"X6.5"X0.042"
SIDE PLATES
Do
110 MPH
120 MPH
130 MPH
EXP. B
EXP.
EXP. B
EXP.
EXP. B
EXP. C
5'
2
2
2
2
2
3
6'
2
2
2
3
3
3
7'
2
3
3
3
3
4
8'
2
3'
3
4
3
4
9'
3
3
3
4
4
5
10'
3
4
4
4
4
5
11'
3
4
4
5
5
6
12'
3
4
4
5
5
5
13'
4
5
4
6
5
7
NOTE: 1. MINIMUM NUMBER OF REQUIRED TYPE D COLUMNS
AS SHOWN ON SHEET 7. SEE SHEET 7 FOR POST TYPES.
BEAM SPLICE TO
OCCUR DIRECTLY OVER 5/8"0 PLASTIC
POST. NOT PERMITTED PLUG WHERE
@ 6 SCREWS I @ 2 -POST UNITS SCREW IS INSIDE
PER SIDE I
5" .5" #14 SMS MAY
BE USE AS
ALTERNATE TO 001,
1/4"0 BOLTS
8" BEAM
.5"
aQRo I
SEE NOTES
BELOWTjJQ11
6 1/2"SIDEPLATE EA.
#14 SMS EA. SIDESIDE SEE POST SCHEDTOP, MID HEIGHTAND BOTTOM. S. 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"
1❑ W/ (6)-#14 S.M.S. EACH SIDE. ❑2 W/ (8)-#14 S.M.S. EACH SIDE.
USE ON CONC. SLAB ONLY USE ON CONC. SLAB OR FOOTING.
BEAM TO POST CONNECTION 21
ALTERNATE FOR SOLID -ROOFED ATTACHED COVERS WHERE MINIMUM NUMBER OF REQUIRED
COLUMNS (SHOWN AT LEFT) ARE NOT SPECIFIED
r (E) STRUCTURE
COLUMN 113"x3PxO.0132" 1
SEAl
ROLL -FORMED OR C LU N2 PEI
E SP NT
INSULATED ROOF PANEL
ERLOCKING SEAMS, TYP.—�
WALL
HANGER
cp�c�R 4
F, p `ti'F�l�
ROOF PANEL ATTACHMENT
i
ROOF PLAN
FASTENERS, #14 SMS 2 32' O.C.
I'll 4 4 MIN. PER EACH JOINT
ROLL -FORMED #14 SMS @ 32' O.C. MAX.
OR IRP (4 MIN. PER PANEL INTERLOCK)
OLL-FORMED
PANEL ALUMINUM SKINS IRP
TOP & BOTT. 0.024'
SEE SHEET 4
ROLL -FORMED PANEL INSULATED ROOF PANEL
O ROOF HANGER 0 INTERLOCKING SEAM INTERLOCKING JOINT
PROJECTION, P
2 Nt
LI
N CO U)
H a) M
cn U
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S5 85
- 1
OF CAO
03-11-16
DURALUM
IAPMO 0195
AHJAPPROVAL
REVISIONS
NAW( DATE DESCUMON
4 STEL JOB # 161071
DATE 03-09.16
DRAWN BY AT
CHECKED GM
LATERAL FORCE
RESISTING SYSTEM /
MIN. NUMBER OF
REQ. COLUMNS
SH -11
11 OF 50 SHEETS
O +V U . C r . n I OY
BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS
SPLICE DETAILS 11 1 BEAM TO POST. DETAILS 12 1 BEAM TO POST DETAILS
1 I SIMPLE SPLICE FULL MOMENT
9" .. 1 1 24'
I I
(8707.5. II #12 S.M.S. II
TYP. THICKNESS =.035 6.38" (24 TOT TYP. THICKN RSS =.035"-
11 II
+ +u + + ++ ++ u ++ ++
2 ALUM. ALLOY 3004-H36
ALUM. ALLOY 3004-H36
OR 6063-T5 FOR EXTRUDED OR 6063-T5 FOR EXTRUDED
NOTE: USE SIMPLE SPLICE ONLY NOTE: FULL MOMENT SPLICE MAY OCCUR
IN ALTERNATE INTERIOR BAYS AT ANY LOCATION EXCEPT AT END BAYS
SPLICES - ROLLFORMED & EXTRUDED FASCIAS
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE CSPLICE (ONE SIDE OF WEB) MAY BE USED.
3" 1 1 TOTAL= (8)-1/2"0 BOLTS I
3
SPLICE WHERE
OCCURS
0
L
4
NQTF* IF SP
0
5
SPLICE WH
OCCUI
0
6
7
of
81
6063-T6
4" I -BEAM
MOMENT C-SFLIOE
ALUM.ALLOY
6063-T6
f I -BEAM
1 %" SQ. OR 2" LATTICE TUBE
ALUM. ALLOY 3105-H25
11-501111.50"
28" 2..
2°
.018"
MOMENT C -SPLICE
P1 2"x3" LATTICE TUBE P�.
ALLOY 3105-H25
u
28,' 3„ r
2
.018"
d
d
w
I -BEAM ALUM ALLOY
(6061-T6) ALTERNATE
STL. C -BEAM
SQ. POST
(2)#10 S.M.S.@ EA.
VALLEY, TYP.
NOTCH I -BEAM FLANGE
AS NEEDED TO CLEAR
SQ. POST,CONNECT WEB
TO POST W/ (2) - 5/8' 0
THRU-BOLTS @ 4" 1 -BEAM,
AND (3) - 5/8" 0 THRU BOLTS
@ 7' I -BEAMS
H - BRACKET TO POST
3" X d" X .U4L" tStfi
3" SQ. STEEL OR
MAG BEAM.
(6)-#14 SDS @ EA. SIDE
TOP & BOTT. TOT.=24
3" X 3" ALUM. OR
STEEL POST
LATTICE TUBE TO RAFTER
r
1 1/2" SQ., 2" SQ.,
OR 2"x3" LATTICE
#8 x 2 "SMS, 21/2" @ 3" O.C. MIN.
OR 3 1/2", TYP. UP TO 6"O.C. MAX.
�- ((12) - #14 x 1/2' S.M.S. EACH SIDE OF 3"
SQ. POST(&TOTAL)
,ALTERNATE: 1/4'0 BOLT W/ WASHER
EA. SIDE OF 3' SQ. POST
I so�
+ 1.10"
O
+,i�yll .5y�f0'1
2.35' F -f-1 3' SQ. POST
4414 x 1/2' S.M.S. EACH SIDE OF 3"
SQ. POST (6-TOTALt
ALTERNATE: 1/4'0 OLT W/ WASHER
EA SIDE OF W SO.. POST
' GUTTER FASCIA
3.00' 3' SQ. POST I MAG BEAM
OR 240' 3'S0. STL. BEAM
RAFTER "TAIL" TO GUTTER
NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 30 psf
"L" FASTENERS
1'-0"
1.00
O � j --O
2.00
it
O O
O O
6 - #14 SDS
T-0"
12 - #14 SDS
FASTENER SPACING = 3/4"
16" 1 "
MOMENT C-SFLIOE
ALUM.ALLOY
6063-T6
f I -BEAM
1 %" SQ. OR 2" LATTICE TUBE
ALUM. ALLOY 3105-H25
11-501111.50"
28" 2..
2°
.018"
MOMENT C -SPLICE
P1 2"x3" LATTICE TUBE P�.
ALLOY 3105-H25
u
28,' 3„ r
2
.018"
d
d
w
I -BEAM ALUM ALLOY
(6061-T6) ALTERNATE
STL. C -BEAM
SQ. POST
(2)#10 S.M.S.@ EA.
VALLEY, TYP.
NOTCH I -BEAM FLANGE
AS NEEDED TO CLEAR
SQ. POST,CONNECT WEB
TO POST W/ (2) - 5/8' 0
THRU-BOLTS @ 4" 1 -BEAM,
AND (3) - 5/8" 0 THRU BOLTS
@ 7' I -BEAMS
H - BRACKET TO POST
3" X d" X .U4L" tStfi
3" SQ. STEEL OR
MAG BEAM.
(6)-#14 SDS @ EA. SIDE
TOP & BOTT. TOT.=24
3" X 3" ALUM. OR
STEEL POST
LATTICE TUBE TO RAFTER
r
1 1/2" SQ., 2" SQ.,
OR 2"x3" LATTICE
#8 x 2 "SMS, 21/2" @ 3" O.C. MIN.
OR 3 1/2", TYP. UP TO 6"O.C. MAX.
�- ((12) - #14 x 1/2' S.M.S. EACH SIDE OF 3"
SQ. POST(&TOTAL)
,ALTERNATE: 1/4'0 BOLT W/ WASHER
EA. SIDE OF 3' SQ. POST
I so�
+ 1.10"
O
+,i�yll .5y�f0'1
2.35' F -f-1 3' SQ. POST
4414 x 1/2' S.M.S. EACH SIDE OF 3"
SQ. POST (6-TOTALt
ALTERNATE: 1/4'0 OLT W/ WASHER
EA SIDE OF W SO.. POST
' GUTTER FASCIA
3.00' 3' SQ. POST I MAG BEAM
OR 240' 3'S0. STL. BEAM
RAFTER "TAIL" TO GUTTER
NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 30 psf
"L" FASTENERS
1'-0"
4 - #14 SDS
2'-0"
6 - #14 SDS
T-0"
12 - #14 SDS
FASTENER SPACING = 3/4"
#14 x 1/2" S.M.S. TOP
& BOTT. (2) -TOT.
FASTENER TO FASCIA - SEE TABLE
—FASTENER TO RAFTER TAILS - SEE TABLE
�OPTIONAL LATTICE TUBES
AT OVERHANG
ROOF PANEL o c
`v (jFASTENER6 I
--- — --- — —)o o
loo
GROUP
ROLLFORMED OR
N (D Lf)
EXTRUDED GUTTER
ALUM. BRACKET
#14 S.M.S. @12"O.C.
APlP ROVE D
FASCIA
:��2"
6 1/2"x2"x.024 1"
"L" SEE TABLE
RAFTER
i
"U" BRACKET - RAFTER TO BEAM
m
'3.125" FOR 3 x RAFTER
0
r 2:125" FOR x RAFTER
t = .040" @ 6063-T6
(6) - #14x 3/y" TEK SCREWS
BRACKET TO RAFTER 1=/2' MIN.
0
f 0 0
.Q 0— ,
(6) - #14x %4" TEK SCREWS 2.750
BRACKET TO BEAM
e
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S 5885
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03-11-16
DURALUM
IAPMO 0195
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03-11-16
DURALUM
IAPMO 0195
3
REVISIONS 3g"g
K -m DATE DEWRFnDN 3
If
k
4 STEL JOB 9 16-1071
d
DATE 03-09.16 3"q
DRAWN BY AT q
CHECKED GM
BEAM TO POST &
LATTICE TUBE TO r
RAFTER CONNECTION
DETAILS >
a
SH - 12 I
12 OF 50 SHEETS
aI 1 1 OF L Qd.,1I1 VT
UILDING & SAFETY DEPT.
APlP ROVE D
�
FOR CONSTRUCTION
a
i
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3
REVISIONS 3g"g
K -m DATE DEWRFnDN 3
If
k
4 STEL JOB 9 16-1071
d
DATE 03-09.16 3"q
DRAWN BY AT q
CHECKED GM
BEAM TO POST &
LATTICE TUBE TO r
RAFTER CONNECTION
DETAILS >
a
SH - 12 I
12 OF 50 SHEETS
z _Nt
W �m
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S 5885
OF
03-11-16
DURALUM
IAPMO 0195
AHJ APPROVAL
REVISIONS
MARK DATE DESCRFnON
4 STEL JOB # 16.1071
DATE 03-09.16
DRAWN BY AT
CHECKED GM
HOW TO DETERMINE
TRIBUTARY WIDTH &
FAN BEAM DETAILS
SH - 13
13 OF 50 SHEETS
N
1
0
2 .032
ALUM.
0
3
°
4
5
T=12 GA
ASTM A653 SS
GRADE 50 G60
I --3.0"•
3" SQ.4.032" ALUM. BEAM
(-�W/ 12 GA. STL. "U" CHANNEL
C ASTM A653 SS
GRADE 50 G60
TYP.
-3.0"-�+--MAX.
,�BL. 3x8"x0.042" BEAM
ALUM. ALLOY 3004-1-136
OR EQUAL
BEAM TYPES
032° 16.5"
.042
8.0"
0.042°
I_ TYP.
-MAX
(-,1DBL. Tx155W.032" t—
ALUM. ALLOY 3004-H36
OR EQUAL 3.0"
(-,-)DBL. 2"x6.5"x0.042" ��1 3"x8"x0.
`J042" BEAM
ALUM. ALLOY 3004-H36 n ALUM. ALLOY 3004M
OR EQUAL OR EQUAL
0
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
EXPOSURE B
6 FIGURE INDICATES
EXPOSURE C
WHERE ONLY ONE FIGURE SHOWN INDICATES EXP. B & C.
1cFOOTING SHOWN REPRESENTS LENGTH OF
EACH SIDE ANDDEPTHOF CUBED FOOTING WITHOUT SLAB.
f a. WHERE'SLAB OCC RU SICUBED FOOTING SIZE; -
—MAY.BE- REDUCED -6!EACH-SIDE-FOR FREESTANDING ONLY..
7 2. THE MAXIMUM COLUMN SPACING ON EXISTING SLAB
SHALL BE THE SMALLER OF THE MAXIMUM SPACING
SHOWN IN THIS COLUMN OR THE MAXIMUM POST
SPACING SHOWN FOR THE SELECTED BEAM.
3. THE SLAB SHALL BE A MINIMUM 10'-0" WIDE BY THE
° MAXIMUM COLUMN SPACING MEASURED AT THE
COLUMN AND SHALL NOT CONTAIN ANY CRACKING FOR
25 & 30 psf. THE DISTANCE FROM COLUMN TO SLAB
EDGE SHALL BE 9 1/4" MINIMUM.
81 I SEE ALTERNATE FOOTING TABLES
SHT. 9 FOR ATTACHED COVERS
T=12 OR
14 GA.
7.8 5"ASTM
A653 SS
GRADE
r5.G60
3"x8"x0:042" BEAM
W/ 14 GA. STL. INSERT
rvl ASTM A653 GRADE 50 G60
3"x&W.042" BEAM
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.
FF"
T=12 OR
14 GA.
ASTM
A653 SS
GRADE 8.O"
50 G60
.042"
TR
I —3.0" 3.0- 3.0"--I
DBL. 3"x8"x0.042" BEAM
0 W/ DBL. 14 GA. STL. INSERT
ASTM A653 GRADE 50 G60
DBL. 3"x8"x0.042" BEAM
W/ DBL. 12 GA. STL. INSERT
r 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"xB" BEAM.
iV
r
1
J
J
u -
O
r
o V °
ATTACHED & FREESTANDING LATTICE COVERS - 10 PSF LIVE LOAD - 110, 120,130 MPH - EXP. B & C
1
2 C14
3" SQ.x0.032" ALUM. BEAMDBL.
W/ 12 GA. STL. "U" CHANNEL
I
2"x6.5"x0.032"
W `n O
OR
3"x8"x0.042"
K
FREESTANDING
BEAM
lfj
o
o CnNt
MAX.COL.
SPACING
MAX.COL.
SPACING
F
��
E
FTG.
MIN.
MAX.POST
FTG.
MIN.
MAX.POST
x
ATTACHED
MIN.
FREESTANDING
MAX.POST
ATTACHED
MIN.
FREESTANDING
m
Ir
MAX.POST
FTG.
MIN.
MAX.POST
FTG.
MIN.
MAX•POST
MAXPOST
FTG,
MIN.
MAX•POST
MAX.POST
FTG.
MIN.
MAX.COL.
SPACING
¢
F F
o
¢z
j O
ON SLAB
°D 3
SPACING
(IN.)
POST
SPACING
(IN.)
SPACING
POST FOR DBL.
SPACING
FOR 3"x8°
(IN.)
POST
SPACING
FOR DBL.
SPACING
FOR 3"x8"
(IN.)
POST
m
(2), (3)
B
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
2"x6.5'x0.032"
BEAM
(1)
TYPE
2"x&5"x0.032"
BEAM
(1)
TYPE
It
13'-7"
5,
16'-96'-9"
15
B
14'-1`4
231
G
14
15'-415
B
1
14
15
230
G
5'
31
B
13'- i"3
17
11'-4"
7„
15'-3'S
H
--1-4'-10"
13'-;"3
332
17
14 -6
5,-1"
B
168
13'-
14 -1113
6'
15'-1'S
168
B
13'-3'13'-3"
230
G
13-713,-7'
14'-,14'-1"
B
117
13`-713,-3"14-11'3
4
:--
G
6'
2'-10"
-4
3"
31
H
12'-7"
9'-9„
H
14'-2"3'-10"
1
B
12'-4'2
231
9
12'-712
13'-12'-10'
B
9'-9„
7,
14'-14'
168
B
12'-4"12,4,E
230
G
12'-712
13'-113,-1"
B
117
12'- 12'-3"
13'-1112'-9"
229
G
7'
18
B
2"
30
H
11'-9"
12'-3"
B
-7'
8
13'-3"
17
B
11'-7"
29
G
11'-9"
8'-6"
8'
13'-3"
16
B
11'-7"
29
G
11'-9"
12'-3"
B
16
11'-9"
12'-3"
28
G
8'
11'-8"
12'-1"
13 -3
19
11'-2"
11'-7"
29
B
11'-9'
12'-3"
T-7"
18
11'-6"
12'_p'
28
11'-0"
29
7 -7
9 '
12'-7"
17
C
11'-0"
29
G
11'-2"
11'-7"
B
16
11'-2" 11'-7"
29
G
9'
11'-0"
30
1 T-7"
19
11'-4"
11'-0"
29
10'-7"
11'-2'
11'-7"
10'-7"
18
10'-10'
11'-3"
28
12 -0"
18
6 -10
10
12 -0"
17
C
10'-4"
30
G
10'-7"
11'-0"
B
16
10'-7"
11'-01,
29
G
10'
21
19
12'-0"
19
H
10'-4"
30
10'-6"
10'-7"
11'-0"
10'-4"
19
10'-3'
10'-8"
29
6'-2"
11'
6'-2"
11'
11'-4"
17
C
9'-10"
30
H
10'-1"
10'-6"
B
17
10'-1"
10'-6"
29
G
11'
10'-1
11'-2"
11' 4"
20
9'-10"
9'-10"
30
10'-0"
10'-1'
10'-6"
20
19
9'-10
10'-1"
29
5'-8"
12'
10'-1
18
C
9'-6"
30
H
9'-8"
9'-8"
C
17
9'-8"
9'-8':
29
G
12'
0'-10"
20
21
9'-6"
30
31
9'-8"
9'-8"
9'-4"
19
9'-6"
g'-2"
29
1
2 C14
ATTACHED
Z I-- Lij m M --
rn
FREESTANDING
W `n O
ATTACHED
uw>-
FREESTANDING
OM
lfj
o
o CnNt
MAX.COL.
SPACING
MAX.COL.
SPACING
F
��
MAX.POST
FTG.
MIN.
MAX.POST
FTG.
MIN.
MAX.POST
MAX.POST
FTG-
MIN.
MAX.POST
MAX.POST
F7G-
MIN.
j it
m
ON SLAB
m
SPACING
( IN.)
POST
SPACING
(IN.)
POST
SPACING
FOR DBL.
SPACING
FOR 3"x8°
(IN. )
POST
SPACING
FOR DBL.
SPACING
FOR 3°x8"
(IN.)
POST
m
(1)
(2).(3)
(SPAN)
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
2 -x6.5 -x0.032"
BEAM
(1)
TYPE
2-x6.5"x0.032"
BEAM
(1)
TYPE
17
B
13'-7"
5'
16'-9"
16
B
14'-7"
31
H
14'-1 "
15'-4"
B
15
14'-1
15' 4"
30
G
5,
14'-7"
34
J
16-4
18
14'-7"
33
J
14'-8"
15'-2"
18
14'-1"
14'-7"
31
B
13'- i"3
334
11'-4"
6,
15'-3'S
169
B
13'-;"3
332
H
13`-713
14'-13'-10'
B
168
13'-
14 -1113
231
G
6'
J
p
9
3„
1
4
91-91,7-
14'-2"
2'-10"
-4
12'-4"
31
H
12'-7"
9'-9„
T,
14'-2"3'-10"
1
B
12'-4'2
231
G
12'-712
13'-12'-10'
B
169
12'-712,-0"
13'-11121„
230
G
7'
12'-7"
2031
19
4
I
-4
13'-3"
18
B
11'-7"
30
H
11'-9"
12'-3"
B
8'-6"
8
13'-3"
17
B
11'-7"
29
G
11'-9"
12'-3"
B
17
11'-9"
12'-3"
28
C7
8
_
10'-10"
11'-3"
13'-0"
20
11'-7"
31
H
11'-8"
12'-1"
11'-0"
19
11'-2"
11'-7"
30
B
18
11'-2"
T-7"
9 '
12'-7"
18
C
11'-0"
29
G
11'-2"
11'-7"
B
17
11'-2"
11'-7"
29
G
9
10'-8"
30
12'-3"
20
10'
11'-0"
30
H
11'-0"
11'-4"
H
20
10'-7"
11'-01,
29
10'-7"
10'-9"
BU
6'-10'
10
12 -0"
18
C
10'-4"
30
G
10'-7"
11'-0"
B
17
10'-7"
11'-0"
9'-9"
G
loll
6'-2"
11'-8"
21
19
10'-4"
30
H
10'-6"
10'-9"
10'-6"
20
10'-1"
10'-4"
10'-3"
29
G
11'
6'-2"
11'
11'-4"
18
C
9'-10"
30
H
10'-1"
10'-6"
B
17
10'-1"
10'-6"
$30
G
11'I
I
12,
10'-1
11'-2"
21
9'-6"
9'-10"
30
91-81,
10'-0"
10'-3"
122
20
9'-7"
9'-6"
G
12'
5'-8"
121
10'-1
18
C
9'-6"
30
H
9'-8"
9'-8"
C
18
9'-8"
9'-8"
l7
12'1
10'-8"
21
9'-6"
31
9'-7'
9'-4"
21
9'-2"
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(2). (3)
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(1)
TYPE
2"x6.5"x0.032"
BEAM
(1)
TYPE
2"x6.5'x0.032"
BEAM
(1)
TYPE
13'-7"
5
16'-9"
17
B
14'-7"
32
1
14'-1 "
15'-4"
B
16
14'-1
15'-2"
31
G
5 ,
15'-0"
19
14'-7"
34
J
14'-4"
14'-10'
19
13'-8"
14'-2"
33
H
11'-4"
6,
15'-1'3'-9"
1
B
13'- i"3
334
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13'-713,-1"
14.113'-7"
B
1
13`-712,-6"
13
31
G
6'
20
3"
J
9
13'-0"
91-91,7-
14'-2"
18
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12'-4"
31
H
12'-7"
13'-1"
B
17
12'-7"
12'-10"
30
G
7
12-9
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20
12'-4"
33
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12'-2"
12'-7"
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8, 6..
8,
13'-3"
18
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11'-7"
30
H
11'-9"
12'-3"
B
18
11'-9"
12'-1"
29
C7
8,
11'-10'
20
11'-7"
32
J
11'-4"
11'-9"
20
10'-10"
11'-3"
31
7'-7"
9'
12 -7"
19
B
11'-0"
30
H
11'-2"
11'-7"
B
18
11'-2"
11'-4"
29
G
9'
11'-3"
21
11'-0"
32
I
10'-9"
11'-2"
21
10'-3'
10'-8"
30
6'-10"
10'
12'-0"
19
C
10'-4"
30
H
10'-7"
11'-0"
B
18
10'-7"
10'-9"
29
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10'
10'-8"
21
B
10'-4"
32
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10'-2"
10'-7"
21
9'-9"
9'-10"
30
6'-2"
11'
11' 4"
19
C
9'-10"
30
H
10'-1"
10'-6"
B
19
10'-1"
10'-3"
29
G
11'
10'-2"
22
9'-10"
32
1
9'-9"
9'-10'
21
9'-3"
g'_p"
31
12,
10'-1
2
C
9'-6"
333
H
91-81,
98
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C
122
9 -8
9'-4"
231
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12'
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DATE 03-0316
DRAWN BY AT
CHECKED GM
LATTICE COVERS ATTACHED
& FREESTANDING
BEAM SPANS,
10 PSF L.L, 110-130 MPH
SH - 35
35 OF 50 SHEETS