BPAT2016-005278-495 CALLS TAMPICO -
LA QUINTA, CALIFORNIA 92253
Application Number:
Property Address:
APN:
Application Description:
Property Zoning:
Application Valuation:
a
t I
BPAT2016-0052
49499 EISENHOWER DR
6S8190011
D `fVOICE (760) 777-7125
FAX (760) 777-7011
COMMUNITY DEVELOPMENT DEPARTMENT INSPECTIONS (760) 777-7153
BUILDING PERMIT
Date: 6/9/2016
Owner:
.KSL DESERT RESORT
LA QUINTA RESORTS / PATIO COVER /
$7,000.00
Applicant:
VALLEY PATIOS INC DBA VALLEY CONCRETE &
37897 CHESTERFIELD STREET
INDIO; CA 92203
1 POST OFFICE SQ STE 3100
3301N31Nd013A301.LINnINi�'00 BOSTON, MA 92253
VlNlno tl1 j0 u10
91OZ 9 I Nnr
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: C-8 C51 License No.: 937811
1
nC t'�'ra`ctor: .
OWNER -BUILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt from the Contractor's State
License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any
city or county that requires a permit to construct, alter, improve, demolish, or repair
any structure, prior to its issuance, also requires the applicant for the permit to file a
signed statement that he or she is licensed pursuant to the provisions of the
Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division
3 of the Business and Professions Code) or that he or she is exempt therefrom and the
basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a
permit subjects the applicant to a civil penalty of not more than five hundred dollars
($500).:
(_) I, as owner of the property, or my employees with wages as their sole
compensation, will do the work, and the structure is not intended or offered for sale.
(Sec. 7044, Business and Professions Code: The Contractors' State License Law does not
apply to an owner of property who builds or improves thereon, and who does the work
himself or herself through his or her own employees, provided that the improvements
are not intended or offered for sale. If, however, the building or improvement is sold
within one year of completion, the owner -builder will have the burden of proving that
he or she did not build or improve for the purpose of sale.).
(�_ ) I, as owner of the property, am exclusively contracting with licensed contractors
to construct the project. (Sec. 7044, Business and Professions Code: The Contractors'
State License Law%does not apply to an owner of property who builds or improves
thereon, and who contracts for the projects with a contractor(s) licensed pursuant to
the Contractors' State License Law.).
(_) I am exempt under Sec. . B.&P.C. for this reason
Date:
Owner:
CONSTRUCTION LENDING AGENCY
I hereby affirm under penalty of perjury that there is a construction lending agency for
the performance of the work for which this permit is issued (Sec. 3097, Civ. C.).
Lender's Name:
Lender's
J a Contractor:
r`�/ 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 policy number are:
Carrier: Policy Number:
I certify that in the performance of the work for which this permit is issued, I
shall not employ any person in any manner so as to become subject to the workers'
compensation laws of California, and agree that, if I should become subject to the
workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith
comply with those provisions.
Date *`6 C� 1� Applicant: h
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-menti nedprrooperty for inspection purposes.
Dal e: ` /16 �gnatur"-" (A(Appl c` nt or Agent): 111111111— Qi/6-11
DESCRIPTION
ACCOUNT
CITY
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
CITY
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
CITY
AMOUNT
PAID
PAID DATE
PATIO COVER, STD, OPEN PC
101-0000-42600
0
$95.72
$0.00
PAID BY
METHOD
RECEIPT #
CHECK #
CLTD BY
Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $192.89 $0.00
DESCRIPTION
ACCOUNT
CITY
AMOUNT
PAID
PAID DATE
SMI - RESIDENTIAL
101-0000-20308
0
$0.91
$0.00
PAID BY
METHOD.
RECEIPT #
CHECK #
CLTD BY
Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.91 $0.00
AIM
Description: LA QUINTA RESORTS / PATIO COVER / POOL S05
Type: PATIO COVER Subtype: CITY STANDARD/PRE- Status: APPROVED Applied: 6/9/2016 MFA
ENGINEERED - OPEN
Parcel No: 658190011 Site Address: 49499 EISENHOWER DR LA QUINTA,CA 92253 Approved: 6/9/2016 MFA
Subdivision: TR 2SS45-3 Block: Lot: 30 Issued:
Lot Scl Ft: 0 Building Scl Ft: 0 Zoning: Finaled:
Valuation: $7,000.00 Occupancy Type: Construction Type: Expired:
No. Buildings: 0 No. Stories: 0 No. Unites: 0
Details: 504 SF ALUMAWOOD PATIO COVER AT POOL 505. PATIO SHALL BE BONDED WITHIN 5 FT FROM POOL. HORIZONALLY 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••
•
Printed: Thursday, June 09, 2016 3:58:50 PM
1 of 2
srsTeMs
CL
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PAID
PAID DATE
RECEIPT #
CHECK #
METHOD
PAID BY
BY
BSAS SB1473 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 1
101-0000-20308
0
$0.91
$0.00
1-7
Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.91 $0.00
TOTALS::0 $0.00
PARENT PROJECTS
ATTACHMENTS
Printed: Thursday, June 09, 2016 3:58:50 PM 2 of 2
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Bin # 0ty of La Quin to
Building &T Safety Division
Permit # V. -78-495 Calle Tampico
�(,,,v La Quinta, CA 92253 - (760) 777-7012
Building Permit Application and Tracking Sheet
Project Address: 19/ Owner's Name: la Ou r&4,7-
A. P. Number:
Address: (Ci- K q Q G` $•en hovv—
Legal Description:
City, ST, Zip: L6 QV 1vi..4 ,
Contractor: (I 0760
Telephone: - Z O3 t13 3
Address: '701q o Q �j /r,,�r<dRt7/
,.Ol_
Project Description: '41V t al,✓00d '440 cdle-11
City, ST, Zip: Oel- ' yJ i` OvAaS -7 Z2,03
Telephone: D-S 3
H� ? H b 3
State Lie. # : Cj?j7 g l
City Lie #:
Arch., Engr., Designer:
Address:
City., ST, Zip:
Telephone: h one:
tr n Cons ucti Type: e: Occupancy:
Y . P
State Lie.
raJe ct hPa (circle le one • Ne w dd'n Alter Repair
ai r Demo
Name of Contact Perso
.:
ors:
#
Units:q.
Telephone # of Contact Person: —5-3 `'1 -W 3 4
Estimated Value of Project:
APPLICANT: DO NOT WRITE BELOW THIS LINE
#
Submittal
Req'd
Rec'd
TRACKING
PERMIT FEES
Plan Sets
Plan Check submitted
Item
Amount
Structural Calcs.
Reviewed, ready for corrections
Plan Check Deposit
Truss Calcs.
Called Contact Person -
Plan Check Balance
Title 24 Cales.
Plans picked up
Construction
Flood plain plan
Plans resubmittedN--,,
Mechanical
Grading plan
2nd Review, ready for corrections/issue
Electrical
Subcdntactor List
Called Contact Person
Plumbing
Grant Deed
Plans picked up
S.M.I.
H.O.A. Approval
Plans resubmitted
Grading
IN ROUSE:-
?"' 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
k
Hotel Suites
(e-
1
Pool 505
CITY OF LA QUIIVTA
BUILDING & SAFETY DEPT.
APPROVED.
FOR CONSTR CTION
,,ATE BY
Hotel Suites
He
PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC.
11. WIND SPEED CONVERSION TABLE:
GENERAL NOTES: :�.- DESIGN REQUIREMENTS:
sTHE,DESIGN OF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLY WITH THE
20,12/2015 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 2015 ALUMINUM DESIGN MANUAL - ADM. COLUMNS BEARING ON CONCRETE SLAB IS IN
ACCORDANCE WITH 2O12/2015 IRC AND 2013 CRC SECTION AH105.2 FOR 10 psf RESIDENTIAL CONSTRUCI
AND ACI 318-14 FOR 20,25 AND 30 psf RESIDENTIAL AND COMMERCIAL CONSTRUCTION.
2. ALL ITEMS PERTAINING TO EACH INSTALLATION (TYPE OF ROOF PANEL, HEADER SPAN, COLUMN SIZE,
2 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,
o 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.
3 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
112 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.
4 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
° 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:
5 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 18.06.3.4.
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.
6 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,
o EXCEPTION 2.
WIND SPEED CONVERSION TABLE:
THE WIND SPEEDS SHOWN IN THIS REPORT ARE BASED ON THE CBC/IBC.
FOR USE WITH THE CRCIIRC, DIVIDE THE REQUIRED CRC/IRC WIND
7 SPEED BY 0.6
EXAMPLE: CRC/IRC WIND SPEED IS 85 MPH. THE COVER CONSTRUCTION
SHALL BE BASED ON 85 MPH =110 MPH.
66
0
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
B SLIDING, PER ASCE 7-10, SECTION 7.7 AND 7.8, IS REQUIRED. SEE
SHEETS 49 FOR SPAN REDUCTION FACTORS.
RESIDENTIAL APPLICATIONS - CRC AND IRC APPENDIX H, CBC AND IBC CHAPTER 16, CBC &
IBC APPENDIX CHAPTER I.
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: II, 11.
4. SEISMIC BASE SHEAR: 17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER.
5. SEISMIC DESIGN PARAMETERS:
SITE CLASS: D
SEISMIC DESIGN CATEGORY: D
MAPPED SPECTRAL RESPONSE COEFFICIENTS: S5= 1.50, S, = 0.6. S� = 1.0, Sa= 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 16'
A NOTE TO THE LOCAL AUTHORITY HAVING JURISDICTION:
EACH PROJECT AMITTED 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).
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
CBC / IBC
WIND SPEED
EQUIVALENT CRC / IRC
WIND SPEED
110 MPH
85 MPH
120 MPH
93 MPH
130 MPH.
101 MPH
SEE CONVERSION METHOD, THIS PAGE,
FOR APPLICATION AND USE.
SITE DESIGN PARAMETERS:
SITE ADDRESS:
WIND SPEED & EXPOSURE:
ROOF / SNOW LOAD:
STRUCTURAL
ENGINEERING FIRM
STRUCTURAL ENGINEERING
26030 ACERO SUITE 200
PHONE (949) 305.1150
T-0..................TITLE
SHEET, DESIGN LOADS, GENERAL NOTES MISSION VIEJO, CA 92691
FAX: (949)305-1420
SH-1 .............SOLID
SH-2
PANEL STRUCTURES STRUCTURAL ENGINEER
LATTICE STRUCTURES OF RECORD:
//1�'' F L
DUSTIN K. R SEPI K;E 8
............OPEN
SH-3 .............PANEL
SPANS TRI-V, W-PANEL & FLAT PAN POINT OF CONTACT:
-
ANTHONY N BUI,LDING & `-
T�
SH-4............
MINIMUM FASTENERS
SH - 5-6
.........RAFTER SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS
APPrn
SH-7 ............HEADER
BEAM TYPES, COLUMN / POST TYPES
FQP7 CON,
SH-8 ............EXISTING
EAVF_ CONNECTION DETAILS
SH-9 ............HANGER
CHANNELS AND MOUNTING BRACKETS
SH-10
..........COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS
C;p:TE
SH-11
..........LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS
L-----`- ��
SH - 12
..........BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS
-
SH - 13
..........HOW TO DETERMINE TRIBUTARY WIDTH & FAN BEAM DETAILS
SH - 14
..........BEAM TYPES FOR ATTACHED & FREESTANDING SOLID COVERS
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
SH - 21-23 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPH
SH - 24-27 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 30 PSF S.L, 110-130 MPH
SH - 28-30 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 40 PSF S.L, 110-130 MPH
SH - 31-33 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L. 110-130 MPH
SH - 34-36 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH
SH - 37-38 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF L.L, 110-130 MPH
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
SH - 45-46 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L, 110-130 MPH
SH - 47 ..........INSULATED ROOF PANEL ATTACHMENT DETAILS
SH - 48 ..........SNOW DRIFT DESIGN
SH - 49 ..........SPAN REDUCTION FACTOR TABLES
SH - 50 ..........ADDITIONAL STATE LICENSURE STAMPS
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03-09-16
DURALUM
IAPMO 0195
AHJAPPROVAL
UINTA
E`� DEPT.
�D
UCTICN
REVISIONS
MARK
DATE
DESCWTION
4 STEL JOB # 16-1071
DATE 03-09.16
DRAWN BY AT
CHECKED GM
TITLE SHEET,
DESIGN LOADS,
GENERAL NOTES
T-0
0 OF 50 SHEETS
A
1
2
3
4
t u r
SOLID PANEL STRUCTURES
ROOF
ATTACHMENT OVERHANG, ATTACHMENT
ROOF PANEL SEE TABLES SEE DETAIL A, B & C, (E/V OR WOOD, OR SEE DETAIL A, B & C,
A/y GTy OF CONCRETE ROOF PANEL SEE TABLES SHEET 8 4NENGTN OF
SHEET 4 FOR ROOF SHEET 8 SyA( STRUCT WALL SEE SHEET 4 FOR ROOF SyA(( STRUCTU
PANES ATTACHMENT TOHANGERN& BEAM. TyEPRO FCT S Ty ES PANEL SUPPORTING & BREAM. E pRO�E T NtesS Tyg/V
SHEET 8 ATTACHMENT TO MIN. 0.25" SLOPE PER FT. Ty T g V
HANGER
O. gPAN
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 12,11/ SEE DETAIL 11, SHEET 12�
FOR MANDATORY SPLICE. pOM SPLICE ATSr SPAN/ BEAM - SEE TABLES FOR MANDATORY SPLICE. poSM SPAN/ BEAM - SEE TABLES
N EXTERIOR POSTS. SEE gB�FING = N EXTERIOR POSTS. M SPLICE AT SEE T4siES NG FOR POST SPACING
s bf
POSTS, SIZE VARIES O y NOT POSTS, SIZE VARIES Q
NOT T
SEE SHT. 11 FOR MINIMUM 25 o OF TOEkC iv SEE SHT. 11 FOR MINIMUM OCEED25�
NUMBER OF REQUIRED COLUMNS eE4MAt EO NUMBER OF REQUIRED COLUMNS 4CCo�M "
(OwAe(E SPAN Nate Sp
3 1/2" SLAB ATTACHMENT 3 1/2" SLAB ATTACHMENT
MAY USED 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 CHANGEABLE WITH ANY OTHER FDOT RED CHANGEABLE WITH ANY OTHER
SEE TABLES COMPONTENT UNLESS OTHERWISE SHOWN. SEE TABLES COMPONTENT UNLESS OTHERWISE SH
TYPE "A" ATTACHED SINGLE SPAN W/ CANTILEVER OPTION TYPE "B" ATTACHED MULTISPAN W/ CANTILEVER OPTION
5 ROOF PANEL SEE TABLES
SHEET 4 FOR ROOF PANELATTACHMENT
(ENGT
TO
yOFSTRUCTUREVARIES
SUPPORTING BEAM.
O.H
0
O.H
SPAN
"O.H." NOT TO EXCEED 25%
OF ROOF PANEL
ALLOWABLE SPAN 1
6
SEE DETAIL 11, SHEET 12
FOR MANDATORY SPLICE.
B SP
POST
BEAM - SEE TABLES
NO BEAM SPLICE AT
SPAN/
SEE lNG
FOR POST SPACING
EXTERIOR POSTS.
TyB��
o POSTS, SIZE VARIES
S
X
Q
NOT TO g
MAY BE USED
OF Bjz_,w „ N
ACCOIyAeCEsp
AN
TO CONSTRAIN
7 FOOTING, SEE
TABLES
FOOTINGS
SEE TABLES
o
NOTE: EACH COMPONENT IS INTER-
CHANGEABLE WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN.
8 TYPE "C"
FREESTANDING
W/ CANTILEVER OPTION
OVERHANG,
OR WOOD, OR
CONCRETE
WALL SEE
SHEET 8
ROOF PANEL SEE TABLES MIN. 0.25" SLOPE
OF ST RUCTURE
SHEET 4 FOR ROOF PANEL
PER FT O.H
VAR/ES
ATTACHMENT TO
SUPPORTING BEAM.
O.H.
SPA
SPAN
"O.H." NOT TO EXCEED 25%
OF ROOF PANEL
ALLOWABLE SPAN J�
SEE DETAIL 11, SHEET 12✓
FOR MANDATORY SPLICE.
pSM SPAN/
BEAM - SEE TABLES
NO BEAM AT
SEE
FOR POST SPACING =
EXTERIOR PICE
OSTS.
TggCEC�/yG
POSTS, SIZE VARIES
s
OH. NO T �II
T
OF BEAM
ACCOB,�Cesp�
MAY BE USED
TO CONSTRAIN
FOOTING, SEE
TABLES
FOOTINGS
SEE TABLES
NOTE: EACH COMPONENT IS INTER-
CHANGEABLE WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN.
TYPE "D" FREESTANDING MULTISPAN W/ CANTILEVER OPTION
2 04
W o rn
N. f-D LO
Z ui rn m
CT
Ld ]co —
Q z
O — �
o
Q�pFESS Imo!
S 5885
OF Cp,O.
03-11-16
DURALUM
IAPMO 0195
AHJAPPROVAL
REVISIONS
K-M
DATE
DESCRPfIDN
4 STEL JOB & 16-1071
DATE 03-M16
DRAWN BY AT
CHECKED GM
SOLID PANEL
STRUCTURES
SH-1
1 OF 50 SHEETS
OPEN LATTICE STRUCTURES
N
p
CO Lo
RAFTER, SEE TABLES
Q
U -zt
WALL LEDGER OR
ROOF
RA N&
/yG@u/(O/NG
DETAIL C
O
o
Q WALL LEDGER OR
(O/iyG ROOF OVERHANG,
SHEET 8.
O
LLI LL
MAX O.H. SEE DETAIL A,B & C,
259; OF RAFTER O.H.
9 SHEET 8.
r
"
�jJ
U
2 r O ALLOWABLE
RAFTER, SEE TABLE
z Lo
q�OOF�EE�yq SPAN
2
Spy
MAX. O.H.
M� 25% OF RAFTER O.H
p c—
CY7 co
.
7S° �'C ALLOWABLE
00 O SPAN
FAo�FR �
sTspgNc
(p
�
-
q�,yc
\ rn
MANDATORY BEAM SPICE - SEE
o
DETAIL 11, SHEET 12 �G� G•
NO BEAM SPLICE AT �060' 2a
EXTERIOR POSTS @�`� M =
N w
Q FESS IQ��
R
LENGTH OF STRUCTURE VARIES ENO N =
MANDATORY BEAM SPICE- SEE _
3
POST WITH SIDE PLAT S'
@
DETAIL 11, SHEET 12 ��G60.,.
NO BEAM SPLICE AT 30F 2a M
EXTERIOR POSTS q
"7 2�
SEE SHT, 11 FOR MINIM M
NUMBER F REQUI
0� r
yq/VG
S 5885
SF� pSpvVi COLUMNS
LENGTH OF STRUCTURE VARIES
FS
VW
31/2' SLAB ATTACHMENT
@FF -- MAY BE USED WHERE
pOS
@
a FqM POST WITH SIDE LATES
S STS Spy SEE SHT. 11 FOR MINIMUM
- '
°
Sp
NOTE: EACH COMPONENT IS INTER- SF saq qN� PERMITTED.
FTgQ(c,N� I\ SEE
FFT qNUMBER OF REQUIRED
q@(FS
OF
TABLES
CHANGEABLE WITH ANY OTHER
FS
G COLUMNS
CA��F�
COMPONTENT UNLESS OTHERWISE SHOWN. FOOTING WHERE REQUIRED,
SEE TABLES
NOTE: EACH COMPONENT IS INTER- a s�Nsp 31/2' SLAB ATTACHMENT
03-11-16
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
i MAY BE USED WHERE
CHANGEABLE WITH ANY OTHER S sp qh FFT qPERMITTEM
MAN�L= D_
GOMPONTENT UNLESS OTHERWISE SHOWN. A-C/
4
F
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE s SEE TABLES
MAY NUT BE COVERED. FOOTING WHERE REQUIRED,
SEE TABLES
w
D U RALU M
TYPE "E"
LATTICE STRUCTURE
IAPMO 0195
AHJAPPROVAL
5
RAFTER,TABLE
S P SPACING
AND SPACING
` 1
-
d LA + NIT
MAX. O.H.
25'Y°OFRAFTER O•H.
RAFTER, SEE TABLE
FOR SIZE
€'UILDING
h
& SAFETY DEPT
ALLOWABLE
°OST �FR SPAN
AND SPACING
O H
Gar ® ,
lea
'.1 O
SogCHq�C
Yc
25% OF RAFTER
z ° y ALLOWABLE
S'0 SPAN
A 9 i 2 E3p
FOR CONSTRUCTION
'
pOVF
oST
aygNc
gQ�Nc
-F
B
BY
RER+IS10
�C
O
w
- N
wwc
DATE
DESCRFN
iM
Fl6 2q f v �„A
uj
0V M =
o
LENGTH OF STRUCTURE VARIES ��0
b'
yqN G
G•
� 60
8
MANDATORY BEAM SPICE -SEE
SOP 0� Mqx
DETAIL 11, SHEET 12C8i
---POST
yqA
NO BEAM SPLICE AT CROSS -SECT[
EXTERIOR POSTS 'OOS SEE POST DETAI
SFFTSa 9
LENGTH OF STRUCTURE VARIES G
MANDATORY BEAM SPICE-SEElip
4STELJOB # 161071
Tq@(F3 NC
DETAIL 11, SHEET 12 POSTCR SS -SECTION,
DATE 03-0B 16
7
3 1/2" SLAB
MAY BE
p0 SEE POST DETAIL
NO BEN, SPLICE AT
SFFTgSpgC/
Q
y
USED2
NOTE: EACH COMPONENT IS INTER- A TO CONSTRAIN
EXTERIOR POSTS
9(FS NG
CHANGEABLE WITH ANY OTHER SFF TSp FOOTING, SEE £
3 1/2' SLAB
DRAWN BY AT
COMPONTENT UNLESS OTHERWISE SHOWN. rq@(FS,Nc \ TABLES•
p TMAY BE USED
O CONSTRAIN
o
a
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE 1
MAYNOT BE COVERED.
FOOTING SEE TABLES
NOTE: EACH COMPONENT IS INTER- QST FOOTING, SEE
S
CHANGEABLE WITH ANY OTHER FFT spgo� I TABLES
COMPONTENT UNLESS OTHERWISE SHOWN.
CHECKED GM
_
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE FOOTING SEE TABLES
MAY NOT BE COVERED.
OPEN LATTICE
a
J
STRUCTURES
B
TYPE "G":F_REESTANDING SINGLE SPAN LATTICE STRUCTURE
TYPE "H" FREESTANDING MULTISPAN LATTICE STRUCTURE
a
SH-2
2 OF 50 SHEETS
1
O
2
0
3
0
4
e
5
0
6
H 0 u o e
SOLID PANELS SPANS FOR COMMERCIAL & PATIOS 110/120/130 MPH EXP. B & C
24" TRI-"V" PAN 2 �2, I 12" x 3 1/2" W PANEL 6" / 8' x 2Y2" FLAT PAN
50'
• .40' ao• R=417' 09R U.S.
.35' 67•
.67' �40'r .75' J.77' .1 5' 180' ,45' T= CSEE T) .43' CALL UNMARKED RADII .06R>HELOV) 3' U'65. T® (SEE TAHLE ,70' 25�1.1 5' HELOV) •282jt
2 , r.36• T= (SEE TABLE BELOW} 127-
R
LB• LO' 25'
45•
TYP.
ALUM. ALLOY 3004-H36 OR EQUAL
ALUM. ALLOY
3004-H36
OR EQUAL
ALUM.
ALLOY 3004-H36 OR EQUAL
24" TRI-"V" PAN
12" x 3 1/2" W PANEL
8" x 2 Y2" FLAT PAN
6" x 2 Yi 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
LUSL
PANELT
110 MPH SPAN
120 MPH SPAN
130 MPH SPAN
(IN.)
LUSL
(IN.)
LUSL
(IN.)
(IN.)
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
EXP.B
EXP.0
EXP.B
EXP.0
EXP.B
EXP.0
10'-3"
10'-3"
10'-3"
10'-0"
10'-3"
10'-3"
13'-9"
13'-9"
13'-9"
13'-9"
13'-9"
13'-9"
1 Y-6"�176",12'-6"
12'-6"
12'-6"
12'-0"
14'-7"
14'-7"
14'-7"
14'-7-
14'-7"
14'-7"018
.020(1)
.020
.0209'-0'
8'-6"
8'-7"
8'-1'
8'-2"
7'-5"
12'-0"
11'-1"
11'-2"
10'-7"
10'-7"
9'-11"
10'-
10'-3"
9'-6"
9'-7"
9'-0"
12'-8"
12'-0'
12'-0"
11' 4"
11'-0"
10'-9"
12'-3"
12'-3"
12'-3"
12'-3"
12'-3"
12'-3"
15'-3"
15'-3"
15'-3"
15'-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
024
10'4"
9'-9"
9'-9"
9'-2'
9'-3"
8'-7"
13'-2"
,2'-7"
12'-8"
11'-10"
12'-0'
,"V-1"
10
12'-1'
11'4"
11' 6"
10'-9"
10 10
10'-1"
10
14'-2"
13'4'
134
12' 8"
12'-9"
12'-1"
14'-0"
14'-3"
14'-3"
14'-3"
14'-3"
14'-3"
10
17'-7"
17'-7"
17'-7"
17'-7"
17'-7"
17'-7"
15'-7"
15'-7"
15'-7"
15'-7"
15'-7'
15'-7"
18'-0"
18'-0"
18'-0"
18'-0"
18'-0"
18'-0"
032
032
032
032
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'-W
16'-2°
V W
115'-9"
15'-0"
15'-1"
14'-3"
8'4"
8'-4"
8'4"
8'-4"
8'-4-
8'4"
19'-7"
19'-7"
19'-7"
19'-7"
19'-7"
17'-7"
17'-7"
1T-7"
1T-7'
17'-7"
17'-7"
19'-4"
19'-4"
19'-4'
19'-4'
19'-4'
19'4"
.01a
040
.040
040
7'-9"
T 5°
7' 5"
7' 2'
7'-2"
6'-10*
17'-7"
16'-8'
16'-9"
15'-9"
15'-0'
15'-7"
14'-10'
174 0"
14'-1'
14'-2"
1T:
17' 6"
16'-10"
17'-0"
16'4"
16' 6"
16'-0"
10, 1"
10, 1"
10' -1'
10'-1"
10'-1"
10, 1"
1V-3"
11'-3"
11'-3"
11'-3"
J12'-6-
11'-3"
10'-2"
10'-2"
10'-2"
10'-2"
10'-2"
10'-2"
12'-V
12'-1"
12'-1'
12'-1"
12'-1"
1S'4"
20
.024
020(1)
020
.020
8' 8'
8'4'
8'-5°
8'-1'
8'-1'
7'-9'
10'-1"
9'-6'
9' 6'
9'-0"
8'-8"
9'-1'
8'-9"
8'-9"
8'4'
8'-6"
7'-11'
10'-10
10'4"
10' 3"
9'-9"
9'-10"
9'-5"
nil
12'-1°
12'-1°
12'-1"
12'-1"
12'-1"
12'-1"
12'-6"
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"
20
11'-2"
10'-9"
10'-9"
10'-3'
10'4"
W-10'
20
10'-1'
9'-8"
9'-9"
9'-3"
9'-5"
8'-11'
20
12'-2'
11' 8"
11' 8'
11'-2"
11'-3'
10'-7"
7, 3"
7' 3"
7'-3"
7' 3"
7'-3"
7' 3"
14'-8"
14' 8'
14'-8"
14'-B"
14'-B"
14'-8"
13'-0"
13'-0'
13'-0"
I T-O"
13'-0'
13'-0"
15'-6"
16-6-
15'-6"
15'-6"
15'-6'
15' 6"
.018
032
032
032
7'-8"
7' 4°
7' 4"
7'-1'
7'-1'
6'-10"
13'-3"
12'-9"
12'-9"
12'4"
12'4"
1 V-7"
11'-10"
11'4"
11'-6"
11'-0"
11'-0"
10'-0'
14'-2"
13'-9"
13'-7"
8'-9"
8'-9.
8'-9.
8'-9.
8'-9"
8'-9.
16'-3"
16'-3"
16'-3"
16'-3"
16'-3"
16'-3"
14' 6"
14' 6"
14' 6"
14'-6"
14'-6"
14' 6'
16'-8"
16'-8"
16'-8'
16'-8"
16' 8"
16'-8"
25
.024
.040
.040
.040
n.
9'-8"
9'-8"
9'-8.
9'-8.
9'-8.
9'-8"
9,_9"
9,_9.
9,_9"
9,_9•
9,_9"
9,_9,
10'-4"
10'4"
10-4-
10'4"
10'4"
10'4"
11'-,"
11,_1"
11'-1.
11'-1"
ill 1"
ill 1"
.032
.020(1)
.020
.020
9'-8"
9'-2"
9'-10"
9'-3"
9'-5"
8'-11"
9'-0'
8'-6"
8'-11'
8' e"
8'-8"
8'-3"
8'-3"
7'-10"
10'-8"
10'-1"
10'-3'
9' 8'
9'-9"
9-4-
6' -7"
6'-7"
6'-7"
6'-7"
6'-7"
6'-7"
12'-0"
1P'-0"
12'-0"
12'-0"
12'-0"
12'-0"
10'A"
10'4"
70'4"
10'•4"
1O'4"
10'4"
11'-1'
11'-1"
11'-1°
11'-1"
11'-1'
11'-1.
018
024
024
024
7'-3"
7'-0"
7'-0"
6'-9'
6'-10"
6'-7'
1V-O"
10'-7"
10'8"
10'-2'
10'-3'
9'-9'
9'-11'
9'-7"
9'-7"
9'-2'
9'-3"
8'-10"
12'-0"
11'$"
11'-7°
10'-10"
11'-0°
10'-6"
25
25
z5
8'-3"
8,-3"
8'-3"
8'-3"
8'-�9'
13'-2"
13'-2'
13'-2"
13'-2"
13'-2"
13'-2"
1V-4"
11'-4"
11'4"
11'4"
11'4"
11'A.
12'-1"
12'-1"
12'-1'
12'-1"
12'-1"
12'-1.
30
.024
M7-
032
032
032
8'-3"
8'-0"
V-0"
7' 9"
13'-1"
12'-7'
12'$°
12'-2"
12'-3'
11'-6"
11'-10"
71'-3"
11'-3"
10'-9"
10'-10"
10'4"
14'-1"
13'-7"
13'$°
13'-1'
13'-2"
12'4"
9'-1.
9'-1'
9'-1.
9'-1.
9'-1"
9'-1"
14' 2'
14'-2"
14' 2"
14'-2"
14' 2"
14'-2'
12'-3"
12'-3"
12'-3"
12'-3"
12'-3"
12'-3"
13'-1"
13'-1"
13'-1"
13'-1•
13'-1"
13'-1"
032
.040
.040
.040
9'-10"
9'-6"
9'-6"
9'-1'
9'-2"
8'-10"
15'-0"
14'4"
14'-2'
13'-7"
13'-8'
13'-0'
13'-3"
12'-9"
12'-9"
12'-3'
12'4'
11'-9"
15'4"
15'-1'
15'-1"
14'-8"
14'-9"
14'-1'
10'-6"
10'-6'
10'-0"
10'-6"
10'-6"
10'-0"
9'-3"
9'-3"
9'-3"
9'-3'
9'-3-
9'-3"
9'-9.
9'-9"
9'-9"
9'-9.
91-9.
V-9"
TABLE 1 - MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS
ROOF PANEL TYPE
ROOF LIVEISNOW LOAD, psf
10
20
25
30
40
50
12"x3Y"x0.020°
-
-
0.88
0.83
0.75
0.80
24"x2Y2"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
-
-
.020 (1)
.020
.020
9'_2^
8'-9"
8'-11"
8'-5"
8'-6"
8'-2"
8'-5"
8'-1"
B'-1"
7'-9"
7'-10"
7' 6"
9'-11"
9'-7"
9'-7"
9'-2"
9'4"
8'-11"
1 V_3"
1 V_3"
11'-3"
11'-3"
11'-3"
11'-3"
9'-9.
9'-9"
9'-9.
9'-9.
9'-9.
9'-9.
10'-4"
10'4"
10'4"
10'4'
10'4"
10'4"
30
.024
,0'-1"
10'-2"
9'-7"
9'-9'
9'-2'
30
.024
9' 6"
9'-1"
9'-2"
8'-10'
8'-11"
6'4"
30
.024
11'4"
10'-9"
11'-0"
10'4"
10'-6"
9'-11"
12'-6"
12' 6"
12' 6"
12' 6"
12' 6"
12' 6"
10'-9"
10'-9'
10'-9"
10'-9"
10'-9"
10'-9'
1MV11'4"
11'4°
11'4'
11'4"
11'4"
032
12'-6"
12'-1"
11'-10"
11'-6"
11' 6"
11'-1"
032
11'-1"
10' 8"
10'-9"
10'4"
10'4"
10'-0"
12' 8"
13'-0"
12' 6"
12'-7"
1 V-10
13'4"
13'4"
13'4"
13'4"
13'4"
13'4"
11'-7"
11'-7'
11'-7"
11'-7"
11'-7'
11'-7'
t.032
112'-3"
12'-3"
12'-3°
12'-3"
12 _3„
040
14'-2"
13'-8"
13'6'
13'-0"
13'-3"
12' 6"
.040
12'-7"
12'-2"
12'-2"
11 8"
11'-9"
11'-3"
14'-0"
14'-7"
14'-1"
14'-1°
13'-7"
1 MULTI -SPAN REDUCTION FACTORS ARE ONLY
o
APPLICABLE TO THOSE ROOF PANEL TYPES SHOWN
.020(1)
9' 1"
8'-3"
9'-t"
8'-1°
9'-1"
8'-1'
9'-1"
7'-10"
9'-1'
7'-10'
9'-1"
7%6•
.020
8'4"
7' 8"
8'4"
7'-0"
8'4"
7'-6"
8'4"
7'-3"
8'4"
7'-2"
8'4"
6'-11"
.ozo
9'-0^
9'-1"
9'-0"
6'-10"
9'_O
8'-10"
9'-0"
8'-7'
9'-0°
8'-6"
9'-0"
8'-1"
IN TABLE 1 ABOVE.
7 NOTE : PANEL FASTENERS
40
40
40
024
10-3"
9'-5"
10 3"
9'-1"
10 3"
9'.1"
10-3"
8'-10"
10 3"
8'-10"
10 3"
8'-7'
024
9 0"
8' 8'
9 °
8'-3"
9 "
8'-3"
9-0"
6'-0"
9 0"
8'-1"
9 "
T_ 10"
024
9'-8"
10'-2"
9'-6"
9'-10"
9'-6'
9%10"
9'-6.
9'-7'
9'-0„
T-8"
9'-0"
9'-3"
032
11'4"
11'-3"
11'4"
11'-'V
11'4"
11' 0'
11'4"
10'-7"
1 V4"
10'-8"
11'4"
10' 3"
032
9'-9.
10'-2°
9'-9.
9'-10"
9'-9.
9'-10"
9'-9.
9'-7"
9'-9,
9'-7°
9'-9.
9'-3"
032
12'-1'
10'-3"
12'-9"
10'-1'
12'-9"
10'-1"
12'4"
9'-70"
12'-6"
9'-10"
12'-1"
9' 8"
12'-2"
12'-2"
12'-2"
12'-2"
12'-2"
12'-2"
r-;O-
10'-7"
10'-7"
10'-7"
10'-7"
10'-7'
10'-7"
11'-2"
11'-2"
11'-2"
11'-2"
1V_2"
11'-2"
ARE SHOWN IN TABLES 1,2 AND 3, SHEET 4
040
12'�"
124'
12'4"
12'-1"
12'-1'
11'�"
10'-10'
10'-0"
013'9'
134
IT-6"
13'-0"
13'-1"
12'7"
020(1)
8-2"
8-2"
8 2"
8 2"
8-2"
8-2"
020
7 5"
7 5"
T5"
7-5"
7 5"
7 5"
020
8'-3"
8'-3"
8,_3'
8,_3•
8,_3"
8'-3"
FOOTNOTE:10'-8"
"SAMPLE"
FIGURE INDICATES
7'-1"
7'-1"
6'-11"
6'-11"
6'-9"
6'-5'
6'-5"
6'-5"
6'-3"
6'-3"
6'-1"
7'-8"
7'-7"
T-8"
7'-5"
7'-6"
T-2"
.024
9 2"
8'-0"
9 2"
T_10•
9 2"
7_10"
9 2"
7' 8'
9-2"
7-W
9-2'
7 6•
,024
8-3"
7'4'
8 3"
7.3
8 3
7•_3"
8-3"
7_t"
8-3"
7_0"
B-3"
6'-11"
.024
8'-9"
8' 9"
8'-9"
8'-7"
B'-9°
B'-7°
6'-9'
6'-5'
8'-9°
8'4"
8'-9"
8'-1"
ATTACHED
FIGURE INDICATES
FREESTANDING
50
50
50
10'-7"
10'-7"
10'-7"
10'-7"
9-1"
9-1"
9.1.
9-1.
9-1"
9-1.
9'-8°
9'8"
9'$°
9'-8"
9,8"
9'-8"
032
032
032
9'-7"
9'-3'
9'-5°
8'-11"
8'-9'
8'-7"
8'-6"
8'-5'
8'4"
8'-3"
10'4'
10'-3"
10'-3"
10'-1"
10'-1°
9'-9"
11'-3"
11'-3"
11'-3"
11'-3'
9'-9"
9'-9.
9'-9"
9'-9.
9'-9"
9'-9"
10'-4'
10'-4"
10'4'
10'4'
10'-4"
10'-4".040
.040
9"
9'_5"
.040
„'_, 0'
11'-7"
11'-9"
„'-0"
11 6•
11,_2"
4
2 Ntet
W
N CO 11�
2 Ldm(')
v �
ty uLU LL w>-
Q Z CD
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O
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O (/! O
N cl
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S 5885
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OF CAL\F�
03-11-16
DURALUM
IAPM0 0195
AHJAPPROVAL
REVISIONS
MARI(
DATE
DESCRFrIDN
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
2
wrn
Z
W p
�w
w>—
Qz1
m��i
C 0
QIOFESS I (l
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S5885;'.:
OF CAl\F'
03-11-16
•DURALUM
IAPMO 0195
AHJAPPROVAL
Y OF I -A QUI9 CTA
'_DING & SAFETY DEPT.
%PPRO ED
OR CONSTRUCTION
EVISIONS
MARK
DATE
DESCRIPnON
4 STEL JOB # 161071
DATE 03-09.16
DRAWN BY AT
CHECKED GM
PANEL SPANS TRI-V,
W-PANEL & FLAT PAN
SH -4
4 OF 50 SHEETS
A
Zia-AFTER^SPANS'FOR OPEN -LATTICE-STRUCTURES 110/120/130-MPH - -EXP.-B-&-C
o W
3" x 8" RAFTER
•� W
L2" X 6 1/2"'RAFTEF2:
- -
a W
DBL. 2" x 6 1/2" RAFTER
"T"
ZZ
aW
ZZ,
aLu
ZZ
aLu
11O MPH
120 MPH
130 MPH
f
-"T"-
110 MPH
`120.MPHJ
130 MPH
"T"
110
MPH
120 MPH
130 MPH
WSL
(IN)
�o
LUSH
(IN•)
moo-
LUSL
IN.
to
EXP. B
EXP.0
EXP. B
EXP.0
EXP. B
EXP.0
EXP. B
EXP.0
EXP. B
'EXP.'C)
EXP. B
EXP.0
EXP. B
EXP.0
EXP. BTEXP.CEXP.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"
19'-2"
16"
26,-3"
26'-3"
26'-3"
26'-3"
26'-3"
25'-7"
16
14'-2"
14'-2"
14'-2"
14'-2"'
14'-2"
13'-9"
16
19'-10"
19'-10"
19'-10"0"10
.042
24'-2"
24'-1"
24'-2"
23'-6"
24'-0"
21'-6"
13'-1"
13'-0"
13-1"
12'-3'
12'-10"
11-2
"24
18'-4"
18'-3"
18'-4"
15'-8"
-.0241
•024
21'-6"
21'-6"
21'-6"
21'-6"
21'-6"
21'-0"
24"'
11'-7"
11'-7"
11'-7"
11'-7;
11'-7"
11'-3"
24"
16'-3"
16'-3"
16'-3"-3"
2
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"
17'-7"
16"
25'-3"
25'-3"
-::25 3-
25'-3"
25'-3"
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"
-101,
20'-10"
24"
17'-10"
17'-10"
17'-10"
17'-10"'
17'-10"
17'-10"
241
14'-8"
14'-8"
14'-8"
14'-8"
14'-8"
14'-4"
2411
20'-8"
20'-8"
20'-8"
20'-8"
20'-8"
20'-2"
°
19'-8"
19'-8"
19'-B"
19'-8"
19'-8"
19'-B"
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"
21'-6"
21'-6"
21'-6"
21'-2"
21'-3"
20'-8"
16
21'-9"
21'-9"
21'-9"
21'-9"
21'-9"
21'-2"
16"
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"
17'-7"
17'-7"
17'-7"
17'-4"
17'-6"
16'-10"
241
17'-9"
17'-9"
17'-9"
17'-9"
17'-9"
17'-3"
24"
25'-1"
25'-1"
25'-1"
25'-1"
25'-1"
24'-4"
3
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'-9"
11'-9"
1
16'-7"
16'-7"
16'-7"
16'-7"
.042
13'-9"
13'-9"
1IT-9"
13'-9'
13'-9"
13'-9"
024
10'-2"
10'-2"
10'-2"
10'-2" '
10'-2"
10'-1"
024
14'-2"
14'-2"
14'-2"
14'-2"
14'-2"
14'-2"
24"
15'-7"
15'-7"
15'-7"
15'-7"
15'-7"
15'-7"
24"
9'-8"
9'-8"
9-8"
'
9'-8"
9'-8"
9'-8"
24'
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"
0
161
16'-8"
16'-8"
16'-8"
16'-8"
16'-8"
16'-8"
16"
16„
21'-1"
21'-1"
21'-1"
21'-1"
21'-1"
21'-1"
40
.042
20
20
,,,
12'-1"
12'-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"
.032
.032
4
16" 13'-4" 13'-4" 13'-4" 13'-4" 13'-4" 13'-4"
50 .042 15'-0" 15'-0" 15'-0" 15'-0" 15'-0" 15'-
10'-3" 10'-3" 10'-3" 10'-3" 10'-3" 10'-3-
24"
°
* NOTE: SINGLE RAFTERS SPACED 16" O.C. MAY BE USED AT
32" O.C. WHEN DOUBLED AND SINGLE RAFTERS SPACED
24" O.C. MAY BE USED AT 48" O.C. WHEN DOUBLED.
5
6
7
8
Z�
0.042"
TYP.
8.0"
F-3.0"---�
* 3"x8" RAFTER
024" 6.5'
0.032"
0.042"
F--2.0°---I
2"x6.5" RAFTER
ALUM. ALLOY 3004-1436 OR I ALUM. ALLOY 3004-H36
EQUAL OR EQUAL
F-2.0" I 3.0'
MA&
* nRl 9"YR 5" ROFTFRC
ALUM. ALLOY 3004-H36 OR
EQUAL
16" 19'-0" 19'-0' 1 1 T-0" 19'-0" 19'-0" 18'-10"
.042
24„
.024
25 1 .032
042
10'-7"
10'-7"
10'-7"
10'-7"
10'-7"
10'-7"
16"
11'-7"
11'-7"
11'-7"
11'-6"
11'-6"
11'-2"
8'-1"
8'-1"
24"
9'-6"
9'-6"
9'-6"
9'-6"
9'-6"
9'-2"
14'-4"
14'-4"
14'-4"
14'-4"
14'-4"
14'4"
16"
14'-9"
14'-9"
14'-9"
14'-6"
11'-1"
11'-1"
11'-1"
11'-1"
11'-1"
11'-1"
24"
12'-1 "
12'-1 "
12'-1"
11'-10"
12'-0"
11'-7"
17'-4"
17'-4"
17'-4"
17'-4"
17'-4"
17'-4"
16"
17'-9"
17'-9"
17'-9"
17'-7"
17'-8"
17'-1"
13'-3"
13'-3"
13'-3"
13'-3"
13'-3"
13'-3"
24„
FOOTNOTE: "SAMPLE"
FIGURE INDICATEaFIG---
ATTACHED r
URE INDICATES
FREESTANDING
26'-B"
26'-8"
2�25-6
6'-8"
26'-8"
26'-7"
25'-6"
25'-6"
25'-6"
25'-6"
25'-6"
042
L24"'
21'-10"
21'-10"
21'-10"
21'-9"
15'-10"
15'-10"
15'-10"
15'-10"
15'-10"
15'A o"
16"
16'-3"
16'-3"
16'-3"
16'-1"
16'-2"
15'-8"
.024
13'-4"
13'-4"
13'-4"
13'-2"
13'-3"
12'-9"
24"
-3 9'"
9'-3"
9'-3"
9'-3"
9'-3"
9'-3"
20'-2"
20'-2"
-2"
20'-2"
20'-2"
20'-2"
16"
P2-.'-9-
20'-9"
20'-9"
20' 6"
20'-7"
19'-10'
25
032
16'-7"
16'-7"
16'-7"
16'-7"
16-7"
16'-7"
24"
17'-0"
17'-0"
17'-0"
16'-B"
16'-9"
16'-3"
24'-6"
24'-6'
24'-6"
24'-6"
24'-6"
24'-6-
16"
25'-1"
25'-1"
25'-1"
25'-1"
2- -1"
25'-1"
.042
20'-0"
20'-0"
20'-0"
20'-0"
20'-0"
20'-0"
24"
20'-6"
20'-6"
20'-6"
20'-6"
20'-6"
20'-6"
0
Z N
c>
rn
W
N to V)
Z LLJmcr)
W �v0')
O
CT
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S 5885
OF CA10F
03-11-16
DURALUM
IAPMO 0195
AHJ APPROVAL
IN
REVISIONS
MARK
DATE
DESCRPTNIN
4 STEL JOB # i 6 1071
DATE 03-09-16
DRAWN BY AT
CHECKED GM
MINIMUM FASTENERS
SH-5
5 OF 50 SHEETS
H e o L' 0 u 0e r n o i a
HEADER BEAM TYPES
1.52"
GUTTER
1 ExT. CUP 0.375
SPLICE I T�.125"
WHERE I T=12 GA INSERT
SPLICE ASTM A653 60 WHERE ALUM.
OCCURS I GRADE 50 G60� 3.O" OCCURS ALLOY
WHERE � 6063-T6
SPLICE OCCURS 032"
6.5" 2.57" WHERE I I I 6.656" 7.0"
" OCCURS 4.6ALUM.
"
0.73 I I II 4.0° 1
0.075° 3.0" O'07P0" 0.065" I I TYp.
M. 1 I--3.0'
TYP• II II I
2 .038' 2. 0 8" I I 2 14 I I
1 L__________ jj 3" SQ.x0.032" ALUM. BEAM TIF
W/ 12 GA. STL. "U" CHANNEL
2.93" 3.0" t3.0„ 00" E ASTM A653 SS GRADE 50 G60
6.5" ROLLFORM
„ GUTTER FASCIA B MAG BEAM C 4" I -BEAM D 4.5" MAG GUTTER _ 1. 7" 1-BEAM _
ALUM. ALLOY ALUM. ALLOY ALUM. ALLOY ALUM. ALLOY
3004-H36 6063-T6 6063-T6 6063-T6 25� F ALUM. ALLOY 6063-T6
3 � G W/ 1 "C" INSERT
ALUM. ALLOY 6063-T6
T=12OR W/ (2) "C" INSERTS
14 GA.
7. 875" ASTM ALUM. ALLOY 6063-T6
A653 SS 1
o GRADE SO
.042"/ 6.5" `1 G60 NOTE:
0.032° WHERE 'C' INSERT OCCURS AS SHOWN IN
TYP 8.0" 8.0" SPAN TABLES, IT SHALL BE INSTALLED THE
942„ FULL LENGTH OF THE 7" I -BEAM.
4 TYp. ITYP. 0.625"
T
�� n"J�3.0 �n n�JNOTE:
"EACH HEADER BEAM TOP AND
=2.875" C AT
6
7
0
6
MAX. .
I X X .
ALUM. ALLOY 3004-H36
OR EQUAL
DBL. 2"x6.5"x0.032"
ALUM. ALLOY 3004-H36
OR EQUAL
,T=12 OR
14 GA.
ASTM
A653 SS
GRADE 50
G60
.042"
Ifia
DBL. 3"x8x0.042" BEAM
@��ALUM. L.14 GA. STL.INSERT ALLOY 3004-H36
OR EQUAL
DBL. 3"x8"x0.042" BEAM
@D-�Al_ L.12 GA. STL.INSERTUM. 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"xB" BEAM.
4.0° I _ �ASTM
GA. STL. INSERT
3.0° 3.0' MAX 3.0' �,MA653 GRADE 50 G60
K 3"x8"x0.042" BEAM &DRBL . 3"x8"x0.042" BEAM s3"x8"x0.042" BEAM,
ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004-H36 1�W/ 12 GA. STL. INSERT.
OR EQUAL OR EQUAL N ASTM A653 GRADE 50 G60
NOTE: WHERE-12-AND 14 GA. STEEL INSERTS
OCCUR AS SHOWN IN THE SPAN TABLES,
THEY SHALL BE INSTALLED THE FULL LENGTH
OF THE 3"x8" BEAM.
COLUMN / POST TYPES
.032"
ALUM.
0 3" SQ. ALUM POST ^ 3" SQ. ALUM. POST
ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004-H36
HEIGHT LIMITED TO 3" SQ. STEEL POST
10'-0" MAXIMUM. F ASTM A653 GRADE 50 CP60
0.032'
PLUGS
#10 SMS
2 24' 0. .
EA, SIDE
0.075° 3.0"
TYP.
ALUM. POST
D WITH SIDEPLATES,
ALUM. ALLOY 3004-H36
OR EQUAL
1
E MAG POST
ALUM.ALLOY
6063-T6
ROTTnM FLANGES SHALL BE U
OR MORE COLUMS OCCUR. DO NOT
CUT FLANGES AT END COLUMNS.
_ _ter "•'
G=3"SQ.xt=0.1881
H=3"SQ.xt=0.250"
=3"SQ.xt=0.313"
=4"SQ.xt=0.188"
K=4"SQ.xt=0.250"
SQ. STEEL POST
ASTM A500 GRADE B
Z N
N C.0 Lo
2 Lumm
U
� �
1Z
W �
W LL
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S 5885
- - 1
x.
OF CAOFO�
03-11-16
DURALUM
IAPMO 0195
AHJAPPROVAL
REVISIONS
wwx
DATE
DESCRror011
4 STEL JOB # 16-1071
DATE 03-09.16
DRAWN BY AT
CHECKED GM
HEADER BEAM TYPES,
COLUMN / POST TYPES
SH-7
7 OF 50 SHEETS
o _ _u o e o r o
21 O
N
EXISTING LEDGER OR WALL HANGER & EAVE CONNECTION DETAILS
t -
A34 FRAMING ANGLE
SEE TABLE 2
FASTENERS, SEE TABLE 3
G R.F. OR EXT. HANGER
CHANNEL, 2X OR 3X
RAFTER BRACKET
2
ALUM. PANEL R-/ \
—EXIST. RAFTERS AT
3x ALUM. RAFTER \\�IYI�
24" O.C. AT ROOF
EXIST. FASCIA BOARD
OVERHANG
ALLOWABLE PROJ. EXISTING EAV -
2X FULL DEPTH
WOOD SCAB,
TO BEAM OVERHANG
WHERE OCCURS,
SEE TABLE 1 (24" MAX.)
SEE TABLE 2
An EAVE CONNECTION
n L EXISTING ROOF OVERHANG DESIGN LOADS
RDL = 3 psf (MIN) TO 8 psF (MAX) RLL = 20, 25,
3 30, 40, L 50 psf
2. EXISTING RAFTER ALLOWABLE BENDING STRESS IS
TABLE 1
°
COVER
LUSL
EXISTING
FRAMING MEMBER
AT ROOF
OVERHANG
4
10
2" x 4" FULL
2" x 6" NOTCHED
2"x6" FULL OR
2"x8" NOTCHED
x
5
o
6
C
7
0
B
2"x10" NOTCHED
20
2" x 4" FULL
2" x 6" NOTCHED
2"x6" FULL OR
2"x8" NOTCHED
2"x8" FULL OR
2"x10" NOTCHED
255
2" x 4" FULL
2" x 6" NOTCHED
2"x6" FULL OR
2"x8" NOTCHED
2"x8" FULL OR
2"x10" NOTCHED
30
2" x 4" FULL
2" x 6" NOTCHED
2"x6" FULL OR
2"x8" NOTCHED
2"x8" FULL OR
2"x10" NOTCHED
40
2" x 4" FULL
2" x 6" NOTCHED
2"x6" FULL OR
2"x8" NOTCHED
2"x8" FULL OR
2"x10" NOTCHED
50
2" x 4" FULL
2" x 6" NOTCHED
2"x6" FULL OR
2"x8" NOTCHED
2"x8" FULL OR
2"x10" NOTCHED
NOTE: WHERE COVER CONSTRUCTION INCLUDES
DETAIL A OR B, SITE -SPECIFIC ENGINEERING IS
REQUIRED TO VERIFY ADEQUACY OF THE EXISTING
STUD WALL FRAMING WHERE ONE OR MORE OF THE
FOLLOWING CONDITIONS OCCUR:
LEDGER OR WALL HANGER
WITH FASTENEF
PER TABLES 3 8
1"
3
1"
DESIGN
(E) WALL
COVER
LOADS
OPENING
PROJECTION
10, 20 psf
> 8'
> 18,
30. 40 & 50 psf
> 6
> 14'
2x WOOD STUD OR
CONCRETE WALL
Q WALL CONNECTION
NOTE: WALL LEDGER IS NOMINAL LUMBER SIZE 2"x6' (AT 2"x6&
MINIMUM RAFTERS). NOMINAL 2"x8" (AT 3"x8" MINIMUM RAFTERS)
OR KILN -DRY WOOD -FILLED 2"x6Yz" OR 3"xB" ALUMINUM SECTIONS.
3/16' STEEL NOTES BRACKET CAN BE
8^ 0 1/4"0 HOLES,TYP. LOCATED ANYWHERE ON EAVE.
0 NOTE: PROVIDE WATER
0 TYP• BRACKET PROTECTION, METAL FLASHING
AT EVERY 2x CAUCK JOINTS AND SLOPE
0 TO DRAIN (OPTIONAL)
EXISTING EAVE ALLOWABLE PROJ. TO BEAM
L OVERHANG SEE TABLE 1
1 1 /4^ k— —.1III 2x6 OR 2x8 LEDGER
RAFTER
(3)W4x3 1/2" W.
NOTE, PLACE 'SIKA FLEX' OR SIMILAR NOTE: BRACKET MAY BE
MATERIAL BETWEEN BRACKET AND MOUNTED BELOW RAFTER
COMP. SHINGLE ROOFING TO PROVIDE SEAL W/ SAME CONNECTION'S.
(D_--\ALTERNATE EAVE CONNECTION
NOTE: THIS DETAIL IS LIMITED TO RESIDENTIAL INSTALLATIONS
WITH A 10 psf MAXIMUM DESIGN LOAD.
TABLE 2 TYPE AND NUMBER OF FASTENERS REQUIRED AT ROOF PANEL
OR RAFTER CONNECTED TO EXISTING ROOF OVERHANG
MAXIMUM PROJECTION
WIND SPEED (MPH) AND EXPOSURE
110, B
110, C
120, B
120, C
130, B
130, C
26'-0"
26'-0"
26'4"
25'-2"
264"
20'-7"
a =
26'-0"
26'-0"
26-0"
25'-7"
25'4"
21'-2"
Ln o
m�
�
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
ABLE 4 a,b ANCHORS INSTALLED
INTO CONCRETE WALLS
WITH 6-INCH MIN.THICKNESS
(A) - SIMPS❑N A34 FRAMING ANCHOR USING SD9112 SCREWS COVER NUMBER AND TYPE
(B) - (2) SIMPS❑N A34 FRAMING ANCHORS, EACH SIDE, USING. SD9112 SCREWS WITH 2x FULL LUSL OF FASTENERS
DEPTH WOOD
SCAB FULL LENGTH OF RAFTER TAIL
10 PSF L.L.
20 PSF L.L.
25 PSF S.L -j
30 PSF S.L.
40 PSF S.L.
50 PSF S.L.
'C0
WIND SPEED
WIND SPEED
WIND SPEED
WIND SPEED
WIND SPEED
WIND SPEED
(EXP. B & C)
(EXP. B & C)
(EXP. B & C)
(EXP. B & C)
(EXP. B & C)
(EXP. B & C)
20
110
120
1 130
110
1 120
1 130
110
1 120
130
110
120
130
110
120
130
110
120
130
4026'-0"
A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(B)
(B)
(B)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(B)
(B)
(B)
6-0
F
26'-0"
26'-0"
26'-0"
26'-0"7,
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)
9,
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
I (A)
(A)
(A)
(A)
(B) I
(B)
(B)
(B)
(B)
(B)
26'-0"
26'-0"
26'-0"
26'-0"
26'4"
26'-0"
10'
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
26'-0"
26'-0"
26-0"
25-2"
254"
20'-7"
11'
(A)
(A)
(A)
(A)
(A)
(A)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
12'
(A)
(A)
(A)
(A)
(A)
(A)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B) I
(B)
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
264,
TABLE
3
c
TYPE AND NUMBER OF FASTENERS REQUIRED AT LEDGER
AND ROOF PANEL RAIL TO FASCIA
OR LEDGER TO EXISTING WOOD STUD WALL FRAMING
26'-0"
26-0"
26-0"
26'-0"
26-0"
26'-0"
16'-0"
16-0"
16'-0"
16'4"
16'-0"
16'-0"
(C)
(D)
(E)
- (2)
- V
- �'4
Y4' DIAMETER LAG SCEWS
DIAMETER LAG SCREW
DIAMETER LAG SCREW
-
10'-10"
10'-10"
10--10"
9'-2"
9'-3"
-
26'-0"
26'-0"
26'-0" 1
26'-0"
26'-0" 1
26'-0"
26'-0"
26-0"
26'-0"
26'-0"
26'-0"
26'-0"
}
=
c
10 PSF L.L.
20 PSF L.L.
25 PSF S.L.
30 PSF S.L.
40 PSF S.L.
50 PSF S.L.
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
11'-7"
11'-7'
11'-7'
11'-7"
11 -7"
11 -7"
15'-6"
15-6"
15'-6"
15'-6"
15'-6"
15-6"
1101
120
1130
110
120
130
1101
120
130
1101
120
130
110
120
130
110
120
130
19'-6"
19'-6"
19'-6"
19'-6"
19'-6"
19'-6"
5'
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(D)
(D)
(D)
(D)
(D)
(D)
6'
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
26'-0"
26-0"
26'-0"
26'-0"
26'-0"
26'-0"
T
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
8'-11"
W-11"
8'-11"
W-11"
8'-11"
8'-11"
8'
(C)
(C)
(C)
(C)
(C)
(C)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(E)
(E)
(E)
12'-1"
12'-1"
12'-1"
12'-1"
12'-1"
12'-1"
9'
(C)
(C)
(C)
(C)
(C)
(C)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(E)
(E)
(E)
15'-3"
15'-3"
15'-3"
15'-3"
15'4-
15'-3"
10'
(C)
(C)
(C)
(C)
(C)
(C)
(D)
(D)
(D)
(D)
D)
(E)
(E)
(E)
(E)
(E)
(E)
11'
(C)
(C)
(C)
(C)
(C)
(C)
(D)
(D)
(D),
(D)
#(D)(D)
(E)
(E)
(E)
(E)
(E)
(E)
20'-9"
20'-9"
20'-9"
20'-9"
20'-9"
20'-9"
12'
(C)
(C)
(C)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
D)
(E)
(E)
(E)
(E)
(E)
I (E)
AT 48' D.C. <a,b)
1fi' 0 SIMPSON STRONG -BOLT 2
SS AT 48' O.C. (a,b)
' 0 SIMPSON STRONG -BOLT 2
SS AT 48' O.C. (a,b)
30IY2' 0 SIMPSON STRONG -BOLT 2
SS AT 36' O.C. (a,b)
40 I Y!' 0 SIMPSON STRONG -BOLT 2
SS AT 36' O.C. (a,b)
50 I �' 0 SIMPSON STRONG -BOLT 2
SS AT 24' O.C. (a,b)
FOOTNOTES TO TABLES 3 & 4:
a. EMBED ANCHOR 3' MINIMUM
INT❑ CONCRETE WALL AND
INSTALL IN ACCORDANCE
WITH ESR-3037
b, USE 3' SQ,x/4' STAINLESS
STEEL WASHER WHEN
INSTALLING NEW WOOD
LEDGER AGAINST EXISTING
CONCRETE WALL,
c. WHERE ROOF PANEL RAIL
OCCURS, USE Y2' DIAMETER
LAG SCREW IN LIEU OF (2)
K' DIAMETER LAG SCREWS,
(tl O �
N�
C.0 LC)
LU o) Om
Ls
fs
w p
I (y CT LU
uw
Q Z U-)
M O Lf)
CD Cn O
N m
/Q�pFESS I(��
S 5885
x
O�CA1_
03-11-16
DURALUM
IAPMO 0195
ANJ APPROVAL
CITY OF LA QUIN I A
BUll -DING & SAFETY DEPT.
PROVED
FOR CONSTRUCTION
DAITT I BY
REVISIONS
f waucTDATE oescrswian
4 STEL JOB 0 16-1071
DATE
03-09.16
DRAWN BY
AT
CHECKED
GM
EXISTING EAVE
CONNECTION DETAILS
SH-8
8 OF 50 SHEETS
HANGER CHANNELS AND MOUNTING BRACKETS
Z
.N+
T V
FASTENERS,
T=.O6On TYP.��
W N N O
1
2.740' SEE TABLE 3, SHEET 4
Z m
FASTENERS,
�rn
Q rn
C i
1.50" SEE TABLE 3 SHEET 8 300" 078
T=.060' ca
�
W p
ALUM. 3004-H36
.06 " .63 "
iv
3
O
o
1.5 "
25"R .OS
010"x90" 202" FASTENERS,
DIA. SEE SHEET 0 "
FASTENERS C)
SEE TABLE 3 SHEET 8
1 6.,
1
Lu W LL
t= 0.04"
_ (2)
0
U Z C)
2
r FASTENERS
c' M
0
c�i r�i � .563" .281" J .200' -�5"
ROOF PANEL (WHERE CONTINUOCCURS) OUS A- RAIL
�
O
31„
1
1
< O �
� 07 O
N M
SHEET 8
SEE TABLE 3
3.,
rn
.060" FASTENERS, w
SEE SHEET ALUM.ALLOY
FASTENERS,
SEE TABLE 3, SHEET 4
0
1.75
6063-T6
ALUM.ALLOY
1.880°
ALUM.ALLOY
6063-T6
ALUM.ALLOY
6063-T6
6063-T6
QRgFESS i pnq�
c����� K2
O A ROLL FORMED
B EXTRUDED HANGER / CONNECTION
O
C I.R. HANGER
O
"H" BRACKET
HANGER
o
3
�' S 5885
NOTE: THIS CONSTRUCTION IS LIMITED TO 30 psf
MAXIMUM. SITE -SPECIFIC ENGINEERING REQUIRED
AT ROOF LOADS EXCEEDING 30 psf.
°
(3) Y2QJ " LAG SCREWS
10# L.L =(2)#14 SMS EA. SIDE
1 1/2'
`
of CALIF
20#,25#,30# L.L.=(3)#14 SMS EA. SIDE
BEAM SPLICE TO
#14 SDS,
40#,50# L.L.=(4)#14 SMS EA. SIDE
r,
OCCUR DIRECTLY OVER 518" 0 PLASTIC
3 PER SIDE
I
POST. NOT PERMITTED PLUG WHERE
03-11-16
— — — — — --- ----
CBEW @ 2-POST UNITS
4
J
Q
I, PER SIDE I 5„ #14 SMS MAY .•\"
I
5"
BE USE AS
3a
1
r
DURALUM
042YV2'(E)STUCCO
5"
MIN.t 3" x 8" ALMR
3.5"3.5" ALTERNATE TO
RAFTER
1/4"0 BOLTSIAPMO
0195
3.5" 3.5"°
3"
3"x8"ALUM.
3/4" OR 1 1/2"
- -- —--------
- 8" BEAM
5"5"W"
HEADER
U-BRACKET
�1 OR i
AHJAPPROVAL
EXISTING WOOD STUD FRAMING
SEE NOTES3"x8"
ALUM.
(E) STUCCO
6 1/2" SIDEPLATE EA.
\BELOW 2j,
RAFTER
2 EACH 1/4"0 x 3-1/2" LAG SCREWS L.L: 10 psf
SIDESEE POST SCHED.
PENETRATION 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 3-112" LAG SCREWS L.L.=40 and 50 psf
#14 SMS EA. SIDE
TOP, MID HEIGHTNOTE:
LENGTH OF LAG SCREW SHALL PROVIDE(2"
MIN. PENETRATION INTO EXISTING WOOD STUD)
AND BOTTOM. SQ. POST BETWEEN SIDE PLATES
E
o
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
a
HEADER BRACKET 2
RAFTER TO STUD WALL CONNECTION 3
BEAM TO POST CONNECTION 8
6
1 1/2" OR 2"LATTICE #8 S.M.S.
8
$
3
REVISIONS
"
u"T�
oEscaw
ALTERNATE 1/2" RAFTER -EXISTING
#8 S.M.S. EACH SIDE
ALUMINUM MEMBER WITH
BOLT CONNECTIO PLAN2E
LATTICE 1 1/2" OR 2"
SHEATHINGWOOD FILL OR
DBL. 3'x8'x0,042 BEAM
NOMINAL LEDGER
OR DBL. 2'x6.5'x0.032'/0.042'
e
o
ALTERNATE:
4414 S.M.S. EACH
(NEW OR EXISTING)
J
BEAM
RAFTER TO COL.
�, SEE NOTE, DETAIL B,
D2 SHEET 8
CONNECT. (8-TOT.)
2"x6.5" OR 3"x8" RAFTER
Xo
w :)
0
I
4 STEL JOB # 161071
ALTERNATE: 1/2" BOLT
F- i�
N
I o
DATE 03-0116
7
r
y
4.5" O 6'
ALTERNATE:
fn ` FASTNERS, SEE TABLE 3,
c,; '' SHEETS
5/8' 0 ACCESS
DRAWN BY AT
1.
(2)- #14 S.M.S. EACH RAFTER
,
HOLES
CHECKED GM
TO COLUMN CONNECTION
INSTALL 6 — #14
0
3"x 3"STL.POST (24") O ALTERNATE:
(4-TOTAL)
X :y4'
INSERT ATTACHED OR (2)•2x6.5" OR
ALTERNATE:
A3'x
N
3' SQ. POST LONG SDS @ EACH
3'STL.POST COLUMN (2)-3"x8"HEADER
3' x 3'STL.POST COLUMN (2)-3-xB'HEADER
FOR FREESTANDING
(2)- 2x6.5" OR (2)-3"x8" HEADER
i EXISTING
HEADER TO
COLUMN
HANGER CHANNELS AND
(2)-1/2"BOLT
ALTERNATE:
1" STUCCO OR EQUAL
((1 FASTENERS
MOUNTING BRACKETS
3"x3"x0.024"J/ (1) - 1/2" BOLT OR
2.5" PENE. INTO EACH WOOD STUD
R
s
B
2"x 6.5" SIDEPLATE
CONNECTOR (2)- #14 S.M.S. EACH RAFTER
CONNECTION)
>
a
DBL. RAFTER / DBL. HEADER CONN. 4O
STUB COLUMN TO DOUBLE HEADER CONN. O5
EXIST. STUCCO / LEDGER
O
DOUBLE HEADER TO
O
q
-_F SH v
g
ATTACHMENT DETAIL
COLUMN DETAIL
9 OF 50 SHEETS
A o ,y V U Y C r " U m o J
COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS / MIN. NUMBER OF REQ. COLUMNS
TABLE 1
TABLE 2
2
ATTACHED ONLY
ATTACHED AND
"T"BRACKET @3"SQ.POST '
FOOTING &ANCHOR BOLTS
FREESTANDING
W/ (4}#14 SMS EA. SIDE OF POST
OR 1/2" M.B. THROUGH POST ALUM."T"BRACKET USE WITH
ALTERNATE FTG.
o
POST POST POST TYPE B,C,D, OR E.
STEEL."T" BRACKET OR 9" SQ.
SINGLE POSTS
FOOTING SIZE BOLTS EMBED.
CUBE SIZE
SQ. 18' DEEP
"CUBE FTG.
18°
1 B" SQ.
12"
1r-22" CUBED (1)
(2}3l8"0
1 7/8'
20"
21" SQ.
12"
-
BASE PLATE USE WITH
POST TYPE B,C,D,E,F,G,H,J OR K.
23" & 24" CUBED (1)
(2)•1/Y0
31/4'
22^
25" SQ.
16"
3
(2}3/8"H STRONG -BOLT 2 SS SEE TABLE 1
EA. BRACKET TO SLAB.
9 G MINIMUM DISTANCE TO
EDGE OF SLAB.
24'
28" SQ.
20"
25--30" CUBED 2
( )
(4)-lrrO
31/4'
26"
32" SQ.
23'
o
"
33" MINIMUM DISTANCE FROM
SLAB CRACK TO COLUMN. d
(1%" MIN. EMBEDMENT)
_ .a
DE G ••
SLAB SHALL BE IN p POURED CONCRETE
GOOD CONDITION FOOTING SEE TABLES
31'-34" CUBED (2)
(4}5/8"0
4"
28"
35" SQ.
25"
30'
39" SQ.
28"
35-- 39" CUBED (2)
(4)-W4'0
4 3/4"
32"
43" SO.
30"
34.
47" SQ.
32'
40" -42- CUBED (2)
(4)-N4"0
4 314"
36'
51" SQ.
34'
NOTE: BOLTS SHALL BE SIMPSON STRONG -BOLT 2 SS
(ICC-ES ESR-3037)
38"
55" SQ.
37"
FOR SIZE A I g I
-3 1/2" MIN. SEE FOOTING
40"
60" SQ.
39"
4
ALTERNATE FREESTANDING BASE PLATE.
42"
64' SQ.
41'
44"
69"SQ.
43"
SLAB POSTS TO CONC. FOOTING
2) REQUIRES USE OF ALTERNATE FREESTANDING
•CUBE FOOTING W/312'SLAB
OEXISTING
ATTACHED COVERS ONLY O ATTACHED COVERS ONLY
BASE PLATE.
5
0
6
71
81
ALUM. ALLOY 3.00" OR
6063-T6 �2.40
j
0 1.375"
0;75"
1.60"
1.50 .090" TYP.
INSTALL 1y" x 1y" x YB" HDG
WASHER PLATE AT ANCHORS
FOR 130 MPH
NOTE: CONCRETE SLAB ANCHORS SHALL BE
%" DIAMETER SIMPSON STRONG -BOLT 2 SS
(ICC-ES ESR-3037)
ALUM 'IT" BRACKET n
q 7/16"0 HO
FOR 3/8" A
ASTM A500 GRADE B
INSTALL 1Y" x 1Y" x y" HDG
WASHER PLATE AT ANCHORS
.157!
TYP.
USE FOR 3" OR 4"
STEEL POSTS
q 2- 5/16" O
NOTE: CONCRETE ANCHORS ARE SHOWN IN TABLE 1.
STEEL "T" BRACKET
2 FLANGES
2 1/8" APART
BASE FLARES
TO 3"WIDE EA.
SIDE OF FLANGES
FOR 3" POST,
4" WIDE FOR 4" POST
1-7/16" PS HOLE
& 2-3/8" HOLES
TYP. EA. SIDE
POST ONLY:
1/2 DEPTH 0
FOOTING OR
'
12" MIN
I I
jE �D.
EEL[.
m
U)
a.
�•
"•
(1}1/2"121M.B.
x9" LONG, 1"
d
g
Q
FROM END
:Nb''
'•,•
O
m
�OF1POST
Z
(3)-3/4"0 B
FOR POST TYPE F, G, H, I,
EMBED.
'ING
3" OR 4" SQ.
INSERT
>" x 0.188"
ASTM A500
GRADE B
STEEL
(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"
INSERT --I`{ f,
9" SQ. X 5/8" THK.
THK. BASE PLATE
(ASTM A500 GRADE B STEEL)
1A 6Y2" X.
WELDED STEEL BASE PLATE 1 Q
ALTERNATE FREESTANDING
BASE PLATE ANCHOR
v
Z N
W o m
N co Lf)
Z � m M
2 :D 0
W a)
i do
uW>-
Z
o 9�-
o U) Ln
0
N rn
QRpFESS IQ��
S 5885 -
1
OF CA0 'J'
03-11-16
DURALUM
IAPMO 0195
AHJAPPROVAL
CITY
OF LA QUINTA
B
I DING & SAFETY DEPT.
APPROVED
F DR CONSTRUCTION
I DATE
R
REVISIONS
1 WM I DATE I DESCRPnON
4 STEL JOB t/ 16-1071
DATE 03-09.16
DRAWN BY AT
CHECKED GM
COLUMN / POST SURFACE
MOUNT AND FOOTING
EMBEDMENT DETAILS
SH - 10
10 OF 50 SHEETS
t
0
2
0
3
0
4
0
5
0
6
0
7
0
8
N tl V0 u
LATERAL FORCE RESISTING SYSTEM (LFRS) FOR ATTACHED COVERS
' )BEAM SPLICE TO
Y OCCUR DIRECTLY OVER 5/8" 0 PLASTIC
POST. NOT PERMITTED PLUG WHERE
@ 6 SCREWS I @ 2-POST UNITS SCREW IS INSIDE
PER SIDE 1
5" ,5^ #14 SMS MAY
BE USE AS
3.5" ALTERNATE TO
1/4"0 BOLTS
3.5"
8" BEAM
Q=
m
2"X6.5"X0.032" SIDE PLATES
110 MPH
120 MPH
130 MPH
EXP. Ell
EXP. C
EXP. B
EXP. C
EXP. B
EXP. C
5'
2
2
2
3
3
3
6'
2
3
3
3
3
4
7'
2
3
3
4
3
4
8'
3
3
3
4
4
5
9'
3
4
4
4
4
5
10,
3
4
4
5
5
6
11'
4
4
4
5
5
6
12'
4
5
5
6
5
7
Q=
m
2"X6.5"X0.042" SIDE PLATES
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.
5 5"
�1 OR Efl
SEE NOTES
BELOW I I 6 1/2" SIDEPLATE EA.
SIDE SEE POST SCHED.
#14 SMS EA. SIDE
TOP, MID HEIGHT AND BOTTOM. 3"SQ. POST BETWEEN SIDE PLATES
POST SCHEDULE
3" SQ. x .032" + (2y2" x 6 1/2" x 0.032" 3" SQ. x .032" + (2)-2" x 6 1/2" x 0.042" 1-1 W/ (6}#14 S.M.S. EACH SIDE. 1flW/ (8)-#14 S.M.S. EACH SIDE.
USE ON CONC. SLAB ONLY. USE ON CONC. SLAB OR FOOTING.
BEAM TO POST CONNECTION 21
ALTERNATE FOR SOLID -ROOFED ATTACHED COVERS WHERE MINIMUM NUMBER OF REQUIRED
COLUMNS (SHOWN AT LEFT) ARE NOT SPECIFIED
(E) STRUCTURE
ROLL -FORMED OR
INSULATED ROOF PANEL
ERL❑CKING SEAMS, TYP.
WALL
HANGER
cplcpR ��,yti
F,p Q2FMjti ,�
ROOF PLAN
FASTENERS,
'"T 4
LL-FORMED #14 SMS @ 32' D.C. MAX,
IRP C4 MIN. PER PANEL INTERLOCK)
OLL-FORMED
PANEL
SEE SHEET 4
ROOF HANGER
N 1 3"40.0 2" / (2) 2"x6 5"x0 042" SID P
SE AN
N 2 PE SP N TTBLE
ROOF PANEL ATTACHMENT
#14 SMS 2 32' D.C.
4 MIN. PER
ALUMINUM
TOP 8 BOTT. 0.024'
P
0 INTEROCKNGPSEAM ANEL InINT SULATED RLOCK NG JOINT
PANELROOF
2 CD
C4
u CD
N co Lo
Z LILIMM
U
Z '0%
O
�w
W > O
Q Z
co
O_
O L6
QRpFESS I�
S 5885'
1
OF .CAO
03-11-16
DURALUM
IAPMO 0195
AHJAPPROVAL
REVISIONS
wane
DATE
1100 no"
4 STEL JOB N 16-1071
DATE 034&16
DRAWN BY AT
CHECKED GM
LATERAL FORCE
RESISTING SYSTEM /
MIN. NUMBER OF
REQ. COLUMNS
SH-11
11 0E 50SHEETS
0
0
2
0 l• o "u 0t
BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS
SPLICE DETAILS 11 BEAM TO POST DETAILS 12 BEAM TO POST DETAILS
FULL MOMENT
OPTIONAL DECORATIVE FASCIA
5
( WOOD, ALUM. OR HARDBORD ) 1.1" " 8".111
(2)#10 S.M.S.@ EA.
#10 S.M.S. _ VALLEY, TYP. SO POST (8-TOTAL) •NCH SIDE OF 3'
(8 TOT. II #12 S.M.S. II ALTERNATE• 1/4.0 BOLT W/ WASHER
TYP. THICKNESS = .035 (24 TOT EA. SIDE OF 3' SQ. POST
" 6.38' TYP. THICKNESS=:035" --.
II II o __
+ ri + + ++ + + + + ++ W
.5�
ALUM. ALLOY 3004-H36 ci +
ALUM. ALLOY 3004-H36 OR 6063-T5 FOR EXTRUDED OR 6063-T5 FOR EXTRUDED mE
1 10
75 I O
NOTE: USE SIMPLE SPLICE ONLY NOTE: FULL MOMENT SPLICE MAY OCCUR I I i +
IN ALTERNATE INTERIOR BAYS AT ANY LOCATION EXCEPT AT END BAYS 3• SQ. POST
SPLICES - ROLLFORMED & EXTRUDED FASCIAS I NOTCH I -BEAM FLANGE 2.35"
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE CSPLICE (ONE SIDE OF WEB) MAY BE USED.
r— • 311 TOTAL= (8)-1/2"0 BOLTS I
3
SPLICE WHERE 4n
OCCURS
TYP.
IL-
4 6063-TS
SIMPLE SPLICE
4" I -BEAM
°
5
SPLICE WHERE
OCCURS
11"
TYR
0
6
0
ALUM.ALLOY
6063-T6
7" I -BEAM
1 12" SQ. OR 2" LATTICE TUBE
ALUM. ALLOY 3105-H25
7 1.50"
1.50"
.28"
2"
y .018"
B
1.00
O �
2.00
+I
O O
O O
16" 1'.
MOMENT C SPLICE
1.j5'
O
4,'
O O
0 0
Lt7� 16" 1 "
;'_n"
MOMENT C-SPLICE
2"x3" LATTICE TUBE
ALUM. ALLOY 3105-H25
.28" �—►
3" 2" (.
/
— .018"
I -BEAM ALUM ALLOY
AS NEEDED TO CLEAR
-(6061-T6) ALTERNATE I I
SO. POST,CONNECT WEB
STL. C-BEAM
TO POST W/ (2) - 5/8" 0
THRU-BOLTS @ 4" I -BEAM,
SQ. POST
AND (3) - 5/8" 0 THRU BOLTS
i
@ 7' I -BEAMS -
H - BRACKET TO POST 14
J-' X O_. X .U4z-' bt=A
3" SQ. STEEL OR
MAG BEAM.
(6)-#14 SIDS @ EA. SIDE
TOP & BOTT. TOT.=24
3" X 3" ALUM. OR
STEEL POST
LATTICE TUBE TO RAFTER
M x2 "SMS, 2 1/2"
1'1/2VQ., 2" SQ..
OR 2"x3"TTICE
@ 3" O.C. MIN.
^ TO 6"O.C.MA
4414 x 1/2' S.M.S. EACH SIDE OF 3"
SQ. POST (8-TOTAL
ALTERNATE: 1/4.0 OLT W/ WASHER
EA SIDE OF W SQ. POST
GUTTER FASCIA
3.00' 3' SO. POST MAG BEAM
OR 240'
3•SQ. STL. BEAM
RAFTER "TAIL" TO GUTTER
NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 30 psf
"L"
FASTENERS
1'-0"
4 - #14 SDS
2'-0"
6 - #14 SIDS
T-0"
12 - #14 SIDS
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
0 0
FASTENER 6 I12"
— — -- ---
0 o
GROUP
ROLLFORMED OR
0 ;I
I
EXTRUDED GUTTER
ALUM. BRACKET
#14 S.M.S. @12"O.C.
FASCIA
6 1/2"x2"x.024
2" 1"
"L" SEE TABLE
RAFTER
"U" BRACKET - RAFTER TO BEAM
f, ---3.125" FOR 3 x RAFTER
1 2.125" FOR 2 x RAFTER
(6) - #14x %4 TEK SCREWS
BRACKET TO RAFTER
1/2' MIN,
0
0
Q /
2.750'�
(6) - #14x-3/" TEK SCREWS
BRACKET TO BEAM
V
N
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03-11-16
DURALUM
IAPMO 0195
-Y OF I A QU1NTA
LDING & SAFETY DEPT.
FOR CONSTRUCTION
BY
DESCIUMON
4 STEL JOB # 16-1071
DATE 03-09-16 y
DRAWN BY AT }
CHECKED GM e
BEAM TO POST &
LATTICE TUBE TO
RAFTER CONNECTION
DETAILS
Q
SH - 12
12 OF 50 SHEETS
Z N
N CD Lo
Z
wa)M
Z
cUrn
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S 5885
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OF Cpl\FOQ
03-11-16
DURALUM
IAPMO 0195
AHJAPPROVAL
REVISIONS
MAM
DATE
DESCRFnDN
4 STEL JOB # 16.1071
DATE 03-M16
DRAWN BY AT
CHECKED GM
HOW TO DETERMINE
TRIBUTARY WIDTH &
FAN BEAM DETAILS
SH 13
13 OF 50 SHEETS
A
1
0
T=12 GA
ASTM A653 SS
GRADE 50 G60-\
2 .032'
ALUM.
0
3
4
0
5
C V U
3" SQ.4.032" ALUM. BEAM
E W/ 12 GA. STL. "U" CHANNEL
ASTM A653 SS
GRADE 50 G60
T1P.
1 t 3.0.1
DBL. 3"x8"x0.042" BEAM
ALUM. ALLOY 30D4-H36
OR EQUAL
BEAM TYPES
V
"I
ATTACHED & FREESTANDING LATTICE COVERS - 10 PSF LIVE LOAD - 110, 120,130 MPH - EXP. B & C
3" SQ.x0.032" ALUM. BEAM DBL. 2"x6.5"x0.032" 3 W'W.042" BEAM
W/ 12 GA. STL. "U" CHANNEL I OR K
ATTACHED FREESTANDING ATTACHED FREESTANDING
.032" 6'S" MAX.COL. F H MAX.POST MAX.POST MAX.POST MAX.POST
= SPACING o MAX•POST FTG. MIN. MAX.POST FTG. MIN. FTG• MIN. FTG• MIN. p
042 ^^ m SPACING IN.) POST SPACING (IN.) POST SPACING SPACING (IN. POST SPACING SPACING (IN.) POST m
8.0" I . - ON SLAB K ( FOR DBL. FOR 3"x8" ) FOR DBL. FOR 3"x8"
C (2). (3) F (SPAN) (1) TYPE (SPAN) (1) TYPE 2'x6.5'x0.032' BEAM (1) TYPE 2'x6.5'x0.032' BEAM (1) TYPE F
0.042" G
T� 13'-7" 5' 16' 9" 15 B 14'-7" 29 G 14'-1 " 15'-4" B 15 14'-1 15'-4" 28 G 5'
I— O 16'-9" 17 14'-7" 31 H 4'-10" 15' 4' 17 14'-6" 15'-1" 30
+—�2.0" -I 11'-4" 6� 15'-3" 16 B 13'-3" 28 G 13'-7" 14' -1" B 15 13'-7" 14'-1" 28MAX. G 6,
15'-3" 18 13'-3" 30 H 13'-7' 14'-1" 17 13'-3" 13'-9" 29
(-,_�DBL. 2"x6.5"x0.032" — 14'-2" 16 12'-4" 28 12'-7" 13'-1" 15 12' 7" 13'-1" 28 ,
1 ALUM. ALLOY 3004-H36 9'_9 14'-2" 18 B 12'-4" 30 G 12'-7' 13'-1" B 17 12'-3" 12'-9" 29 G 7
OR EQUAL 3.0"
J 8'-6" 8' 13'-3" 16 B 11'-7" 29 G 11'-9" 12'-3" B 16 11'-9" 12'-3" 28 G 8'
DBL. 2"x6.5"x0.042" 3"x8"x0.042" BEAM 13-3 19 11'-7" 29 11'-9" 12'-3" 18 11'-6" 12'-0" 28
`� ALUM OR QUA ALLOY 04-H36 K ALUM OR QUA H36 7,-7„ 9' 12'-7" 17 C 11'-0" 29 G 11'-2" 11'-7" B 16 11'-2" 11'-7" 29-
9 G 9'
12'-7" 19 11'-0" 29 11'-2' 11'-7" 18 10'-10' 11'-3" 28
6 -10" 10 12'-0" 17 10'-4" 30 10'-7" 11'-0" 16 10'-7" 11'-0" 29
25" � 12'-0" 19 C 10' 4" 30 G 10'-7' 11'-0" B 19 10'-3' 10'-8" 29 G 10'
6-2 11' 11 4 17 9'-10" 30 10, ill 10' 6" 17 10'-1" 10'-6" 29 11
O 11' 4" 20 C 9'-10" 30 H 10'-1' 10'-6" B 19 9'-10' 10'-1" 29 G 1
r 5'-8" 12' 10'-1 " 18 C 9' 6" 30 H 9'-8" 9'-8" C 17 9'-8" 9' 8" 29 G 12'
14 G OR 0'-10" 20 g'-6" 30 9'-8" 9'-8" 19 9'-6" g'_2., 29
14 GA
7.875" ASTM
A653 SS
GRADE
0
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
EXPOSURE B
6 EXPOSUREFIGURE ICATES
WHERE ONLY ONE FIGURE SHOWN INDICATES EXP. B & C.
7
0
'FOOTNOTES TO ALL SPAN TABLES:_
1?FOOTING SHOWN REPRESENTS LENGTH OF-----`--.,
I^EACH SIDE AND DEPTH OF CUBED FOOTING WITHOUT SLAB.
,WHERE SLAB OCCURS; CUBED FOOTING SIZE
MAYBE REDUCED 6"'EACH SIDE'FOR FREESTANDING ONLY.
2. THE MAXIMUM COLUMN SPACING ON EXISTING SLAB
SHALL BE THE SMALLER OF THE MAXIMUM SPACING
SHOWN IN THIS COLUMN OR THE MAXIMUM POST
SPACING SHOWN FOR THE SELECTED BEAM.
3. THE SLAB SHALL BE A MINIMUM 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.
3"x8x0.042" BEAM
W/ 14 GA. STL. INSERT
Ivl ASTM A653 GRADE 50 G60
3"x8"x0.042" 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.
-T=12 OF
14 GA
ASTM
A653 SS
GRADE
50 G60
.042"
TYR
DBL. Wx8x0.042" BEAM
�0 W/ DBL. 14 GA. STL. INSERT
ASTM A653 GRADE 50 G60
DBL. 3"x8"x0.042" BEAM
p W/ DBL. 12 GA. STL. INSERT
r ASTM A653 GRADE 50 G60
B I I SEE ALTERNATE FOOTING TABLES I NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS
SHT. 9 FOR ATTACHED COVERS SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED
THE FULL LENGTH OF THE 3"x8" BEAM.
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
MAX.COL.
SPACING
F
o
MAX.POST
FTG.
MIN.
MAX.POST
FTG.
MIN.
MAX.POST
MAX.POST
FTG•
MIN.
MAX.POST
MAX.POST
FTG•
MIN.
F
p
a
ON SLAB
O7
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 §
(2). (3)
H
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
2-x6.5'x0.032'
BEAM
(1)
TYPE
Yx6.5"x0.032'
BEAM
(1)
TYPE
f
13 -7"
5'
16'-9"
„
16
B
14'-7"
31
H
14'-1
15'-4"
B
15
-
14' 1
95'-4"
30
G
5,
O
16-4
18
14'-7"
33
J
14'-8"
15'-2"
18
14'-1"
14'-7"
31
11'-4"
6'
15'-3"
16
B
13'-3"
30
H
13'-7"
14'-1"
B
16
13'-7"
14'-1"
9
G
6
r'
15'-0"
19
13'-3"
32
I-10'
18
2'-10"
13'-4"
31
9,-9„
7'
14'-
1
B
12' 4"2
231
G
12'-712
13'-12'-10'
B
16g
12'-712
13'-112
230
G
7'
3'-10"
19
4
(
a
-0"
4
J
8'-6"
$'
13'-3"
17
B
11'-7"
29
G
11'-9"
12'-3"
B
17
11'-9"
12'-3"
28
G
8'
13'-0"
20
11'-7"
31
H
11'-8"
12'-1"
19
11'-2"
11'-7"
30
cl
J
7 -7 „
,
9
12'-7"
18
C
11'-0"
29
G
11'-2"
11'-7"
B
17
11'-2"
11'-7"
29
G
9'
ILL
12'-3"
20
11'-0"
30
H
11'-0"
11'-4"
20
10'-7"
11'-0"
29
B
6'-10„
10,
12' 0"
121
C
10'-1'O,�„
330
G
10' 7"
11-010,-9"
B
120
10 -710
11 -0
229
G
10'
0
-8"
H
-1"
0,-4"
6 -2
11'
11' 4"
18
C
9'-10..
30
H
10'-1"
10'-6"
B
17
10'-1"
10'-6"
29
G
11'
O
11'-2"
21
9'-10"
30
10'-0"
10'-3"
20
9'-7"
g _g
29
5'-8"
12'
10'-1
18
C
9'-6"
30
H
9'-8"
9'-8"
C
18
9'-8"
9' 8"
29
G
12'
C
10'-8"
21
9'-6"
31
9'-7"
9' 4"
21
9'-2"
8'-9"
30
, Dk7
>_
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
>_
MAX.POST
FTG.
MIN.
MAX.POST
FTG.
MIN
MAX.POST
MAX.POST
FTG•
MIN.
MAX.POST
MAX.POST
�G'
MIN.
MAX.COL.
SPACING
F
p o
9 �
] p
Q�
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
(2) (3)
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
2"x6.5"x0.032"
BEAM
(1)
TYPE
2'x6.5'xO.032
BEAM
(1)
TYPE
13'-7"
5'
16' 9"
17
B
14'-' "
32
1
14'-1
15'-4"
B
16
14'-1
15'-2"
31
G
5
O
15'-0"
19
14'-7"
34
J
14'-4"
14'-10'
19
13'-8"
14'-2"
33
H
c'e)
„
11 -4
6
15'-W
18
B
13'-3"
31
1
13'-7"
14-1 '
B
17
13'-7"
13'-10"
31
G
,
6
r
13'-9"
20
13'-3"
34
J
13'-1"
13'-7"
19
12'-6'
13'-0"
32
9,_9„
7'
14'-12'-9"
120
B
12' 4"2
333
H
12'-712
131"
B
17
120
12'-711
12 - 12'-1
331
G
7'
4
J
-2"
-7
"
J
8'-6"
8'
13'-3"
18
B
11'-7"
30
H
11'-9"
12' 3"
B
18
11'-9"
12'-1"
29
G
8'
11 -10'
20
11'-7"
32
J
11'-4"
11'-9"
20
10'-10"
11'_3"
31
J
7'-7"
9'
12' 7"
19
B
11'-0"
30
H
11'-2"
11'-7"
B
18
11'-2"
11'-4"
29
G
9'
LL
11'-3"
21
11'-0"
32
I
10'-9"
11'-2"
21
10'-3'
10'-8"
30
6'-10„
10,
12' 0"
1
C
10
332
H
10'-710'-2"
11-010'-7"
B
12,
10 -7119
10
230
G
10'
8„
21
B
10 -4
G
-9"
9'-10"
6' 2"
11'
11' 4"
19
C
9'-10"
30
H
10'-1"
10'-6"
B
19
10'-1"
10'-3"
29
G
11'
O
10'-2"
22
9'-10"
32
I
9'-9"
9'-10`
21
9'-3"
9'-0"
31
5'-8„
12,
10'-1
2
C
9'-6"
333
H
9'-B"
9'-8„
C
122
9'-8„
9'-4
231
G
12'
9" 9
22
9'-6"
J
9'-4"
9 -1
9 -0
_3
4
2 CV
N C.O U
OM
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S 5885
OF CAl\FOB
03-11-16
DURALUM
IAPMO 0195
AHJAPPROVAL
_Y OFF LA CCUINTA
!_DING & SAFETY DEPT.
APPROVED
OR CONSTRUCTION
BY
REVISIONS
MARK
DATE
oeSCRwrrox
4 STEL JOB # 16.1071
DATE 03-09-16
DRAWN BY AT
CHECKED GM
LATTICE COVERS ATTACHED
& FREESTANDING
BEAM SPANS,
10 PSF L.L, 110-130 MPH
SH - 34
34 OF 50 SHEETS
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03-11-16
DURALUM
IAPM0 0195
AHJ APPROVAL
REVISIONS
DATE
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4 STEL JOB # 16.1071
DATE 03-M16
DRAWN BY AT
CHECKED GM
LATTICE COVERS ATTACHED
& FREESTANDING
BEAM SPANS,
10 PSF L.L, 110-130 MPH
S H - 35
35 OF 50 SHEETS