BPAT2016-005778-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253 COMMUNITY DEVELOPMENT DE
BUILDING PERMIT
Application Number:
BPAT2016-0057
Property Address:
61016 DESERT ROSE DR
APN:
764350002
Application Description:
HAYES RESIDENCE / PATIO STRUCTURE 1050 SF
Property Zoning:
Application Valuation:
$24,500.00
Applicant:
A BERUMEN CONSTRUCTION
285 NORTH WOODLAND STREET
BANNING, CA 92220
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: B License No.: 920968
Date: �— Iy I �-7 Contractor.
OWNER -BUILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt from the Contractor's State
License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any
city or county that requires a permit to construct, alter, improve, demolish, or repair
any structure, prior to its issuance, also requires the applicant for the permit to file a
signed statement that he or she is licensed pursuant to the provisions of the
Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division
3 of the Business and Professions Code) or that he or she is exempt therefrom and the'
basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a
permit subjects the applicant to a civil penalty of not more than five hundred dollars
($500).:
I_) 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.).
(_J 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
�- VOICE (760) 777-7125
�a (760)777-7011
INSPE NS 777-7153
JUN 9 5/10/2016
Owner:
CEDAR GLEN3,._
Contractor:
A BERUMEN CONSTRUCTION
285 NORTH WOODLAND STREET
BANNING, CA 92220
(951)545-7352
Llc. No.: 920968
WORKER'S COMPENSATION DECLARATION
I hereby affirm under penalty of perjury one of the following declarations:
I have and will maintain a certificate of consent to self -insure for workers'
compensation, as provided for by Section 3700 of the Labor Code, for the performance
of the work for which this permit is issued.
I have and will maintain workers' compensation insurance, as required by
Section 3700 of the Labor Code, for the performance of the work for which this permit
is issued. My workers' compensation insurance carrier and policy number are:
Carrier:— Policy Number: _
I certify that in the performance of the work for which this permit is issued, I
shall not employ any person in any manner so as to become subject to the workers'
compensation laws of California, and agree that, if I should become subject to the
workers' compensation provisions of Section 3700 of the Labor Co shall forthwith
comply with those provisions.
Date: A— 16 — I b • Applicant:
WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL,
AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO
ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF
COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE,
INTEREST, AND ATTORNEY'S FEES.
APPLICANT ACKNOWLEDGEMENT
IMPORTANT: Application is hereby made to the Building Official for a permit subject to
the conditions and restrictions set forth on this application.
1. Each person upon whose behalf this application is made, each person at whose
request and for whose benefit work is performed under or pursuant to any permit
issued as a result of this application , the owner, and the applicant, each agrees to, and
shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and
employees for any act or omission related to the work being performed under or
following issuance of this permit.
2. Any permit issued as a result of this application becomes null and void if work is
not commenced within 180 days from date of issuance of such permit, or cessation of
work for 180 days will subject permit to cancellation.
I certify that I have read this application and state that the above informatio .' correct.
I agree to comply with all city and county ordinances and s ate laws relati g t building
construction, and hereby authorize representatives of this 'ty to enter he
above-mentioned property for inspection purposes.
Date: Signature (Applicant or Agent)
FINANCIAL INFORMATION
DESCRIPTIOdN ACCOUNT QTY AMOUNT PAID
PAID DATE
BSAS SB1473 FEE 101-0000-20306
0 $1.00 $1.00
6/10/16
PAID BY' METHOD
RECEIPT # CHECK # '
CLTD BY
A BERUMEN CONSTRUCTION CASH
R16234
MFA
Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00 $1.00
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PAID
PAID DATE
PATIO COVER, STD, OPEN
101-0000-42404
0
$97.17
$97.17
6/10/16
PAID BY
METHOD
RECEIPT #
CHECK #
CLTD BY
A BERUMEN CONSTRUCTION
CASH
R16234
MFA
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PAID
PAID DATE
PATIO COVER, STD, OPEN PC
101-0000-42600
0
$95.72
$95.72
6/10/16
PAID BY
METHOD
RECEIPT #
CHECK #
CLTD BY
A BERUMEN CONSTRUCTION
CASH
R16234
MFA
Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $192.89 $192.89
DESCRIPTION -
ACCOUNT
QTY
AMOUNT
PAID
PAID DATE
SMI - RESIDENTIAL
101-0000-20308
0
$3.19
$3.19
6/10/16
PAID BY
METHOD
RECEIPT #
CHECK #
CLTD BY
A BERUMEN CONSTRUCTION
CASH
R16234
MFA
Total Paid for STRONG MOTION INSTRUMENTATION SMI: $3.19 $3.19
TOTALS:0: $197.08
Description: HAYES RESIDENCE / PATIO STRUCTURE•1050 SF
Type: PATIO COVER
Subtype: CITY STANDARD/PRE- Status: ISSUED
Applied: 6/10/2016 MFA
CONDITIONS
ENGINEERED - OPEN
Approved: 6%10/2016 MFA
Parcel No: 764350002 Site Address: 61016 DESERT ROSE DR LA QUINTA,CA 92253
Subdivision: TR 30023-1
Block: Lot: 125
Issued: 6/10/2016 MFA
Lot Sq Ft: 0
Building Sq Ft: 0 Zoning:
Finaled:
Valuation: $24,500.00
Occupancy Type: Construction Type:
Expired: 12/7/2016 MFA
No. Buildings: 0
No. Stories: 0 No. Unites: 0
Details: ALUMAWOOD PATIO COVER 1050 SF PER 2013 CALIFORNIA BUILDING CODE
FINANCIAL INFORMATION
Printed: Friday, June 10, 2016 3:47:40 PM 1 of 2
SYSTEMS
CHRONOLOGY
CONDITIONS
FINANCIAL INFORMATION
Printed: Friday, June 10, 2016 3:47:40 PM 1 of 2
SYSTEMS
INSPECTIONS
Printed: Friday, June 10, 2016 3:47:40 PM 2 of 2 J
SYS7EiMS
CLTD
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PAID
PAID DATE
RECEIPT #
CHECK #
METHOD
PAID BY
BY
BSAS SB1473 FEE
101-0000-20306
0
$1.00
$1.00
6/10/16
R16234
CASH
A BERUMEN
MFA
CONSTRUCTION
Total Paid for BUILDING STANDARDS ADMINISTRATION -
$1.00 $1.00
BSA:
PATIO COVER, STD,
101-0000-42404
0
$97.17
$97.17
6/10/16
R16234
CASH
A BERUMEN
MFA
OPEN
CONSTRUCTION
PATIO COVER, STD,
101-0000-42600
0
$95.72
$95.72
6/10/16
R16234
CASH
A BERUMEN
MFA
OPEN PC
CONSTRUCTION
Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $192.89 $192.89
SMI - RESIDENTIAL
101-0000-203080
$3.19
$3.19
6/10/16
R16234
CASH
A BERUMEN
MFA
CONSTRUCTION
Total Paid for STRONG MOTION INSTRUMENTATION SMI: $3.19 $3.19
TOTALS:•: $197.08
INSPECTIONS
Printed: Friday, June 10, 2016 3:47:40 PM 2 of 2 J
SYS7EiMS
Bin #
City of La Quinta
Building 8i Safety Division
78-495 Calle Tampico
La Quinta, CA 92253 - (760) 777-7012
Building Permit Application and Tracking Sheet
Permit #
Project Address: 61 V Cj /f2 0)-:%0EOwner's
Name:R "-r ��`f
A. P. Number:
Address: 10 1,6 � /e P-6% E
Legal Description:
City, ST, Zip: (` A- U � � � CA 9Z 2 S 3
Contractor: hh�5KUG c
� l�V
Telephone:h
Address: 7—SS- At
Project Description: IVM, I'd 1 L�
City, ST, Zip: K it nq2 CA- 9 Z 2 Z o
^
Co J �i2
Te lePhone• S. S
/-5`IS-?3Z
State Lic. # : C1201619
City Lie.
Arch., Engr., Designer:
Address:
City, ST, Zip:
Telephone:
e.
..
on n
C structi Type: e: Occupancy:.
Y P P Y:.
State Lie. #:
ProJe ct hPa (circle one • New Add'n Alter Repair
t Demo
Name of Contact Person:
Sq. Ft.:'b �Q
# Stories:
#Units:
Telephone # of Contact Person:
Estimated Value of Project: GOO
APPLICANT: DO NOT WRITE BELOW THIS LINE
#
Submittal
Req'd
Recd
TRACKING
PERMIT FEES
Plan Sets
Plan Check submitted
Item
Amount
Structural Cales.
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 resubmitted
Mechanical
Grading plan
2" Review, ready for correctionsfissue
Electrical
Subcontactor 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
i
P.
5i•
FA4" '
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uA QuJ-AtrA- C4A- 923 �►
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PROPOSED TRILOGY COUNTRY CLUB RESIDENCE ADDITION AND REMODEL FOR: < "
MR. EDWARD W. HAYES & MRS. KATHLEEN ADELE HAYES
61 016 DESERT ROSE, TRILOGY COUNTRY CLUB, LA QUINTA, CALIFORNIA 92253
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• PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC.
GENERAL NOTES: DESIGN REQUIREMENTS:
GOVERNING CODES WIND SPEED CONVERSION TABLE:
1. THE DESIGN OF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLY WITH THE RESIDENTIAL APPLICATIONS - CRC AND IRC APPENDIX H, CBC AND IBC CHAPTER 16, CBC &
2012 INTERNATIONAL BUILDING AND RESIDENTIAL CODES, 2013 CALIFORNIA BUILDING AND RESIDENTIAL IBC APPENDIX CHAPTER I.
CODES, ASCE/SEI 7 - LEVEL 255, 10 -MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES AND THE 2010. ROOF LIVE AND SNOW LOADS: 10.20: 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND
ALUMINUM MANUAL -ADM 1-10. COLUMNS BEARING ON CONCRETE SLAB IS IN ACCORDANCE WITH 2012 IR(3'' 30, 40 & 50 psf)
AND 2013 CRC SECTION AH105.2 FOR 10 psf RESIDENTIAL CONSTRUCTION AND'AC1318-11 FOR 20,25 ANDjO COMMERCIAL APPUCATIONS - CBC AND IBC CHAPTER 16.
psf RESIDENTIAL AND COMMERCIAL CONSTRUCTION. ROOF LIVE AND SNOW LOADS: 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND LEVEL
25, 30, 40 & 50 psf)
DRAWING NOTES:
2. ALL ITEMS PERTAINING TO EACH INSTALLATION (TYPE OF ROOF PANEL, HEADER SPAN, COLUMN SIZE;
ETC.) SHALL BE CIRCLED AND CLEARLY IDENTIFIED.
3. EACH INSTALLATION SHALL BEAR AN IDENTIFYING TAG INDICATING THE NAME AND ADDRESS OF THE
MANUFACTURER DESIGN LOADS AND ENCLOSABILITY.
4. THE DRAWINGS AND SPECIFICATIONS SHOWN REPRESENT THE FINISHED STRUCTURE, UNLESS OTHERWISE
NOTED, AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHELL SUPERVISE_ _
AND DIRECT TRE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS,
TECHNIQUES, SEQUENCES AND PROCEDURES.
5. THE APPROVED SET OF DRAWINGS AND SPECIFICATIONS SHALL BE KEPT AT THE JOB SITE AND SHALL BE
AVAILABLE TO THE AUTHORIZED REPRESENTATIVES OF THE BUILDING AND SAFETY DEPARTMENT. THERE
SHALL BE NO DEVIATION FROM THE APPROVED PLANS AND SPECIFICATIONS WITHOUT AN APPROVED
CHANGE ORDER.
6. FREESTANDING COVERS SHALL NOT BE ENCLOSED WITH ANY TYPE OF SOLID OR MESH MATERIAL
7. ALL NEW CONCRETE FOOTINGS SHALL BEAR ON FIRM, NATURAL, UNDISTURBED SOIL OR CERTIFIED FILL
8. ATTACHED COVERS MAY BE SECURED TO AN EXISTING CONCRETE -SLAB PROVIDED THE SLAB IS AT LEAST 3
1/2 INCHES THICK AND IS LOCATED IN AREAS WITH A FROST DEPTH EQUAL TO ZERO.
9. A MAXIMUM COLUMN LOAD OF 750 POUNDS IS PERMITTED FOR ATTACHED COVER COLUMNS BEARING ON
EXISTING OR NEW CONRETE SLABS.
10.20 POUNDS PER SQUARE FOOT L.L. AND GREATER MAY BE COMMERCIAL APPLICATIONS AND RESIDENTIAL .
CARPORTS.
11. DESIGN LOADS COMBINATIONS ARE IN ACCORDANCE WITH IBC AND CBC SECTION 1605.3.1.
DESIGN CONSIDERATIONS:
11. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS: 1/4 INCH PER FOOT.
12. MINIMUM COVER PROJECTION IS IV.
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 STRUCTI IRES; IN
ACCORDANCE WITH ASCE/SEI 7.
17. THE.RATIO (HIP). COVER MEAN ROOF HEIGHT (H, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT),
SHALL NOT EXCEED ONE (1).
18. THE RATIO (UP), COVER LENGTH (L, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT), SHALL NOT
BE LESS THAN ONE (1).
MATERIAL SPECIFICATIONS:
19. BEAMS SHALL BE SPLICED OVER EACH INTERIOR COLUMN SUPPORT.
20. ALTERNATE ALUMINUM ALLOYS MAY BE SUBSTITUTED FOR THOSE SHOWN, PROVIDED THEY ARE REGISTERED
WITH THE ALUMINUM ASSOCIATION AND HAVE EQUAL OR GREATER YEILD AND ULTIMATE STRENGTHS.
21. CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2,500 POUNDS PER SQUARE INCH.
22. DESIGN VERTICAL SOIL BEARING PRESSURE IS 500 POUNDS PER SQUARE FOOT. DESIGN LATERAL SOIL BEARING
PRESSURE IS 200 POUNDS PER SQUARE FOOT PER FOOT OF FOOTING DEPTH. (EQUALS 100 PSF/FT x 2 PER
TABLE 1806.2 AND SECTION 1806.3.4.
23. EMBEDDED STEEL MEMBERS SHALL BE HOT -DIPPED GALVANIZED, AND CONFORM TO A500 GRADE B.
ROLL -FORMED STEEL MEMBERS SHALL CONFORM TO A653 SS GRADE 50 G60.
24. FASTERNERS: ALUMINUM BOLTS SHALL BE 2024-T4; STEEL BOLTS SHALL BE ASTM A-307. ALL BOLTS SHALL
HAVE STANDARD -CUT PLATED WASHERS. WOOD AND LAG SCREWS ARE REQUIRED TO BE INSTALLED IN
ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATION.
25. THE POST -INSTALLED ANCHORS CITED IN THESE CONSTRUCTION DOCUMENTS SHALL BE SIMPSON STRONG TIE.
26. ALL SCREWS ARE SELF DRILLING (SDS) OR SHEET METAL SCREWS (SMS) IN CONFORMANCE WITH ICC -ES ESR
1976 OR APPROVED EQUAL
27. THE TABULATED MAXIMUM COLUMN SPACING WHEN BEARING ON A CONCRETE SLAB IS LIMITED TO USE WITH
RESIDENTIAL ATTACHED PATIO COVERS ONLY (10 AND 20 PSF).
28. SOLID AND LATTICE ALUMINUM COVERS ARE CLASS A ROOF ASSEMBLY IN ACCORDANCE WITH SECTION 1505.2,
EXCEPTION 2.
WIND SPEED CONVERSION TABLE:
THE WIND SPEEDS SHOWN IN THIS REPORT ARE BASED ON THE CBC/IBC.
FOR USE WITH.THE CRC/IRC, DIVIDE THE REQUIRED CRC/IRC WIND
SPEED BY 0.6 -
EXAMPLE: CRC/IRC WIND SPEED IS 85 MPH. THE COVER CONSTRUCTION
SHALL BE BASED ON 85 MPH =110 MPH.
0.6
WHERE SNOW LOADS OCCUR, IT IS THE REPONSIBILITY OF THE
CONTRACTOR FOR THIS POJECT TO VERIFY WITH THE LOCAL
AUTHORITY HAVING JURISDICTION WHERE SNOW DRIFTING AND
SLIDING, PER ASCE 7-10, SECTION 7.7 AND 7.8, IS REQUIRED. SEE
SHEETS 49 FOR SPAN REDUCTION FACTORS.
ADDITIONAL DESIGN REQUIREMENTS:
CBC / IBC
WIND SPEED.
EQUIVALENT CRC / IRC
WIND SPEED
110 MPH
85 MPH
120 MPH
93 MPH
130 MPH
101 MPH.
1. TABULATED SPANS FOR SNOW LOADS HAVE BEEN ADJUSTED FOR ROOF APPLICATIONS.; " ,, ;.... ;SEE CONVERSION METHOD, THIS PAGE,
2. BASIC WIND SPEEDS: 110, 120.130 MPH, EXPOSURES B AND C. `a. -y_ FOR APPLICATION AND USE.
3. OCCUPANCY CLASSIFICATION AND RISK CATEGORY: II, 11.
4. SEISMIC BASE SHEAR: 17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER. '
- MIC -DESIGN -PARAMETERS:- ' ' -' ' - "' - µ r•R
SITE CLASS: D SITE DESIGN PARAMETERS:
SEISMIC DESIGN CATEGORY: D
MAPPED SPECTRAL RESPONSE COEFFICIENTS: S5= 1.50, S, =0.6, S.= 1.0, S.= 0.50
RESPONSE MODIFICATION FACTOR, 8:1.25
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 ID MAIN STRUCTURE OR FREESTANDING: 10'X 10'
A NOTE TO THE LOCAL AUTHORITY HAVING JURISDICTION:
EACH PROJECT SUBMITTED TO THE LOCAL AUTHORITY HAVING JURISDICTION MAY INCLUDE ONLY
THE PERTINENT SITE-SPECIFIC STRUCTURAL COMPONENTS LOCATED WITHIN THIS IAPMO-LISTED
EVALUATION REPORT. AT A MINIMUM, SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE THE
FOLLOWING INFORMATION FROM THIS EVALUATION REPORT:
A. TITLE SHEET AND GENERAL NOTES.
B. STRUCTURAL CONFIGURATION (i.e.. SOLID OR LATTICE ROOF, FREESTANDING OR ATTACHED).
C. BASED ON THE REQUIRED DESIGN LOADS, SITE-SPECIFIC RAFTER AND/OR PANEL SPAN
TABLES.
D. TYPE OF HEADER, POST TYPE & QUANTITY, FOOTING SIZE (WHERE REQUIRED) BASED ON THE
SITE-SPECIFIC DESIGN LOADS.
E. APPROPRIATE STRUCTURAL DETAILS.
F. OTHER DOCUMENTATION THAT MAY BE REQUIRED BY THE LOCAL AUTHORITY HAVING
JURISDICTION.
-SHEETINDEX:
SHEET # SHEET TITLE / DESCRIPTION
WIND SPEED & EXPOSURE:
!2J ,
ROOF / SNOW LOAD:
STRUCTURAL
ENGINEERING FIRM
�
TC�ENG/NEEF2/NG
STRUCTURAL ENGINEERING
�T_-,� _ t
T-0..................TITLE SHEET, DESIGN LOADS:GENERAL NOTES
109 EAST ESCALONES
SAN CLEMENTE, CA 92672
PHONE: (949) 388.9333
FAX: (949)388-3773
6_' 1=77:: �L'ID PANEL.STRUCTURES --I-
- -- - �
SH,- 2-�....OPEN.LATTICE STRUCTURES
STRUCTURAL ENGINEER
OF RECORD:
DUSTIN K. ROSEPINK SE SUS
SH `3=4 ...:....PANEL SPANS TRI-T� W -PANEL & FLAT PAN
,
SH -5 ...........MINIM} y FASTENERS
POINT OF CONTACT:
BRADLEY STEVENS
SH"6 ...........RAFTER SPANS -FOR OPEN LATTICE_ COMMERCIAL & PATIOS 1
SH _' 7 ............HEADER BEAM TYPES; COL'UMNiPOST TYPES]
..........
CSH - 8 ..EXISTING EAVE CONNECTION DETAILS
SH -9 ............HANGER CHANNELS AND MOUNTING BRACKETS
SH - 10 .......... COLUMN/ POST' SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS
SH 11 ........... LATERAL- FORCE • RESISTING'SYSTEMI MIN: NUMBER'OF REQ. -COLUMNS
SH-12•�..- .-:.^BEAM TO' POST &'L'ATTICE TUBE TO RAFTER CONNECTION DETAILS
SH =13 ..........HOW TO DETERMINE TRIBUTARY WIDTH '&'FAN -BEAM DETAILS -1
CSH = 14 ..........BEAM TYPES FOR ATTACHED & FREESTANDING SOLID COVERS --1
SH-i5=17-"SOL"ID COVERS ATTACHED &•FREESTANDING BEAM•SPANS,_10 PSF L.L, 110-130 MPH
SH -18-20 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF Ll, 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 MPHR
SH -L-37.38 1ATTICE COVERS -ATTACHED &-FREESTANDING'BEAM'SPANS,-20 PSF u-171 10-130 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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MARK GATE OESCR6•TICN
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4 STEL JOB R - 15-1071-1 3
DATE 31312015 g
MAP }
DRAWN BY
CHECKED pKR
TITLE SHEET,
DESIGN LOADS,
GENERAL NOTES
j
T-0
OOF50SHEETS
u
1
1
u
1
SOLID PANEL STRUCTURES
Wit SPAN
3 1/2" SLAB ATTACHMENT
MAY BE USED NOTE: NO SPLICE AT EX [OR POSTS
WHERE PERMITTED.
SEE TABLES
NOTE: EACH COMPONENT IS INTER -
FOOTING WHERE REQUIRED CHANGEABLE WITH ANY OTHER
SEE TABLES COMPONTENT UNLESS OTHERWISE SHOWN.
TYPE "A" ATTACHED SINGLE SPAN W/ CANTILEVER OPTION
ROOF PANEL SEE TABLES
SHEET 4 FOR ROOF PANEL �FNGTy
OATTACHMENT TOSRUCRFFS7
—\ fi tVAR/FS
"O.H." NOT TO EXCEED 25%
ATTACHMENT
ROOM
R PANEL
SHEET 4 FOR
ROOF
ROOF PANEL SEE TABLES
ATTACHMENT
ALLOWABLE SPAN /
OVERHANG,
ROOF PANEL SEE TABLES
FOR ROOF
SEE DETAIL A, B & C,
SHEET 8
�FNGT
'4Np OF
OR WOODCONCRET, OR
SHEET 4
SPAN/
SF T SPANG
Syq� NUCt
WALL SEES
A17ACHMENT TO
PANSUHANGERN
FOR POST SPACING
r//F pR0 F T NSs T IFS
SHEET 8
OF ROOF PANEL
ALLOWABLE SPAN
NOT TO
BEAM.
SEE DETAIL 11, SHEET 12�_
Op
��.
3 1/2" SLAB
FOR MANDATORY SPLICE.
O. SPAN
MAY BE USED
BEAM SPLICE AT
"O.H." NOT TO EXCEED 25%
TO CONSTRAIN
EXTERIOR POSTS.
EXTERIOR POSTS.
OF ROOF PANEL
POSTS, SIZE VARIES
POSTS, SIZE VARIES
TABLES
ALLOWABLE SPAN
J�
NUMBER OF REQUIRED COLUMNS
11.,_SHEET L2✓
— _ _
ew
p
III
FOOTING, SEE
FOR MANDATORY SPLICE.
SpgN/
BEAM - SEE TABLES
NO BEAM SPLICE AT
s A
SFF
F
x
EXTERIOR POSTS.
tq@FSG
POSTS, SIZE VARIES
O y. NOr
SEE SHT. 11 FOR MINIMUM
NUMBER OF REQUIRED COLUMNS
2S% OF rp FXC
@FAM a EFp
iv
Wit SPAN
3 1/2" SLAB ATTACHMENT
MAY BE USED NOTE: NO SPLICE AT EX [OR POSTS
WHERE PERMITTED.
SEE TABLES
NOTE: EACH COMPONENT IS INTER -
FOOTING WHERE REQUIRED CHANGEABLE WITH ANY OTHER
SEE TABLES COMPONTENT UNLESS OTHERWISE SHOWN.
TYPE "A" ATTACHED SINGLE SPAN W/ CANTILEVER OPTION
ROOF PANEL SEE TABLES
SHEET 4 FOR ROOF PANEL �FNGTy
OATTACHMENT TOSRUCRFFS7
—\ fi tVAR/FS
"O.H." NOT TO EXCEED 25%
ATTACHMENT
ROOM
R PANEL
SHEET 4 FOR
OF ROOF PANEL
ROOF PANEL SEE TABLES
SHEET 8
ALLOWABLE SPAN /
PANEL ATTACHMENT TO
SEE DETAIL 11, SHEET 12
FOR MANDATORY SPLICE.
POS
O.H
NO BEAM SPLICE
SPAN/
SF T SPANG
BEAM -SEE TABLES
EXTERIOR POSTS.
.
CE
F Tq@LFS
FOR POST SPACING
POSTS, SIZE VARIES
OF ROOF PANEL
ALLOWABLE SPAN
NOT TO
SEE DETAIL 11, SHEET 12�_
Op
��.
3 1/2" SLAB
FOR MANDATORY SPLICE.
ALL
0"AateA/V
MAY BE USED
BEAM SPLICE AT
NO BEAM SPLICE AT
TO CONSTRAIN
EXTERIOR POSTS.
EXTERIOR POSTS.
FOOTING, SEE
POSTS, SIZE VARIES
POSTS, SIZE VARIES
TABLES
SEE SHT. 11 FOR MINIMUM
BE
FOOTINGS—/ I WI J
SEE TABLES \j/ NOTE: EACH COMPONENT IS INTER-
CHANGEABLE WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN.
TYPE "C" FREESTANDING W/ CANTILEVER OPTION
o n v
rNi pRo �\
3 1/2" SLAB ATTACHMENT—J W
MAY BE USED
WHERE PERMITTED.
SEE TABLES
NOTE: EACH COMPONENT IS INTER -
FOOTING WHERE REQUIRED_
EQUIRED CHANGEABLE WITH ANY OTHER
SEE TABLES COMPONTENT UNLESS OTHERWISE SHOWN.
TYPE "B" ATTACHED MULTISPAN W/ CANTILEVER OPTION
ROOF PANEL SEE TABLES MIN. 0.25" SLOPE
ATTACHMENT
ROOM
R PANEL
SHEET 4 FOR
SEE DETAIL A, B & C,
ROOF PANEL SEE TABLES
SHEET 8
SHEET 4 FOR ROOF
PANEL ATTACHMENT TO
MIN. 0.25" SLOPE PER FT
SUPPORTING WALL
O.H
HANGER & BEAM.
O.
"O.H." NOT TO EXCEED 25%
OF ROOF PANEL
ALLOWABLE SPAN
ALLOWABLE SPAN f
SEE DETAIL 11, SHEET 12�_
SEE DETAIL 11, SHEET 12
@�
FOR MANDATORY SPLICE.
FOR MANDATORY SPLICE.
SP
BEAM SPLICE AT
NO BEAM SPLICE AT
SNO Si
FE T Si v
EXTERIOR POSTS.
EXTERIOR POSTS.
POSTS, SIZE VARIES
POSTS, SIZE VARIES
SEE SHT. 11 FOR MINIMUM
BE
NUMBER OF REQUIRED COLUMNS
MAY USED
TO CONSTRAIN
rNi pRo �\
3 1/2" SLAB ATTACHMENT—J W
MAY BE USED
WHERE PERMITTED.
SEE TABLES
NOTE: EACH COMPONENT IS INTER -
FOOTING WHERE REQUIRED_
EQUIRED CHANGEABLE WITH ANY OTHER
SEE TABLES COMPONTENT UNLESS OTHERWISE SHOWN.
TYPE "B" ATTACHED MULTISPAN W/ CANTILEVER OPTION
ROOF PANEL SEE TABLES MIN. 0.25" SLOPE
- "7 OF,
RUCT
ROOM
R PANEL
SHEET 4 FOR
PER FT O.HATTACH
URF VqR/E
ENT TO
SUPPORTING BEAM.
O.H
SPA
SPAN
"O.H." NOT TO EXCEED 25%
OF ROOF PANEL
ALLOWABLE SPAN f
SEE DETAIL 11, SHEET 12
FOR MANDATORY SPLICE.
pOs SPAN/
T
BEAM - SEE TABLES
NO BEAM SPLICE AT
SPACIN
SFF
TA@LFS G
FOR POST SPACING
EXTERIOR POSTS.
III
POSTS, SIZE VARIES
Oh. NOT CJII
T
BE
Op B,
IFAM
ALO ��ESPAN
MAY USED
TO CONSTRAIN
III
FOOTING, SEE
IU
TABLES
ROOF
OVERHANG,
OR WOOD, OR
CONCRETE
WALL SEE
SHEET 8
FOOTINGS ✓ W
SEE TABLES NOTE: EACH COMPONENT IS INTER-
CHANGEABLE WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN.
TYPE "D" FREESTANDING MULTISPAN W/ CANTILEVER OPTION
ti
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S5885
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03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
MARK DATE DESCRPIION
4 STEL JOB d 151071-1
DATE 3f IMS
DRAWN BY MAP
CHECKED DKR
SOLID PANEL
STRUCTURES
SH -1
1 OF 50 SHEETS
a
c
a
E
c
1
c
E
iRAFTER, SEE TABLES
MAX. O.H. O.
,y 25% OF RAFTER
9 t ALLOWABLE
q��?000� �ygry SPAN
MANDATORY BEAM SPICE = SEE
DETAIL 11. SHEET 12
NO BEAMM SPLICE AT
EXTERIOR POSTS
LENGTH OF STRUCTURE VARIES
D o E o f o G o H o 1 o J
OPEN LATTICE STRUCTURES'•
NOTE: EACH COMPONENT IS INTER- StcFTsOgCq�i SEE TABLES
CHANGEABLE WITH ANY OTHER qS�F IG
COMPONTENT UNLESS OTHERWISE SHOWN. S FOOTING WHERE REQUIRED,
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE SEE TABLES
MAY NOT BE COVERED.
TYPE "E" ATTACHED SINGLE SPAN LATTICE STRUCTURE
RAFTER, SEE TABLE
FOR SIZE
AND SPACING
MAX. O.H.
2So 25% OF ALLOWTERABLE
i 0
n�Ar ALLOWABLE i�I I;;�� /i1
'{
po �M
s sTS sAq�
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kowe
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\
ROOF OVERHANG,
SEE DETAIL A,B & C.
SHEET B.
,�AG�OG
NOTE: EACH COMPONENT IS INTER- StcFTsOgCq�i SEE TABLES
CHANGEABLE WITH ANY OTHER qS�F IG
COMPONTENT UNLESS OTHERWISE SHOWN. S FOOTING WHERE REQUIRED,
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE SEE TABLES
MAY NOT BE COVERED.
TYPE "E" ATTACHED SINGLE SPAN LATTICE STRUCTURE
RAFTER, SEE TABLE
FOR SIZE
AND SPACING
MAX. O.H.
2So 25% OF ALLOWTERABLE
i 0
n�Ar ALLOWABLE i�I I;;�� /i1
'{
po �M
s sTS sAq�
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POST WITH SIDE PLATES
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NUMBER -OF REQUIRED
COLUMNS
3 1/2' SLAB ATTACHMENT
PE TIDE USED WHERE
— MAY NOT BE COVERED.
` FOR SIZE
FOOTING WHERE REQUIRED,
,�AG�OG
SEE TABLES -
TVDC "C" &TTAr`WPn RAI
If TIQDAAI
I ATTW( C: QTDI 1(`TI IDC
MAX. O.H. O.H
0�l _
G gW
25% OF RAFTER
ALLOWABLE
®
POST WITH SIDE PLATES
9F-
W
SEE SHT. u FOR MINIM M
)SSp
;IN/
AOS
NUMBER OF REDUI
c Sa
,FT'9@ C7NG
COLUMNS
Sp�9'1'G
SFS
3 1/2' SLAB ATTACHMENT
p�
ST Sp
MAY BE USED WHERE
PERMITTED
NOTE: EACH COMPONENT IS INTER- StcFTsOgCq�i SEE TABLES
CHANGEABLE WITH ANY OTHER qS�F IG
COMPONTENT UNLESS OTHERWISE SHOWN. S FOOTING WHERE REQUIRED,
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE SEE TABLES
MAY NOT BE COVERED.
TYPE "E" ATTACHED SINGLE SPAN LATTICE STRUCTURE
RAFTER, SEE TABLE
FOR SIZE
AND SPACING
MAX. O.H.
2So 25% OF ALLOWTERABLE
i 0
n�Ar ALLOWABLE i�I I;;�� /i1
RAFTER, SEE TA
MAX. O.H. O
25% OF RAFTER
25� O ALLOWA13LE
R
-
sTS G
MANDATORY BEAM SPICE - SEE
DETAIL 11, SHFq. 12
NO BEAM SPLICE AT
EXTERIOR POSTS
LENGTH OF STRUCTURE VARIES
L
/%� WALLEDGER OR
/Sr/NGeu/zO ROOF OVEHANG.
/ SEE TAILA B & C
SHEET8.
a eE9M
S STS SDq�
SS T9@ C/NG
SFS
NOTE: EACH COMPONENT IS INTER-
CHANGEABLE: WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN.
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
'{
po �M
s sTS sAq�
SSTgeI�SG
POST WITH SIDE PLATES
SEE SHT. 11 FOR MINIMUM
NUMBER -OF REQUIRED
COLUMNS
3 1/2' SLAB ATTACHMENT
PE TIDE USED WHERE
— MAY NOT BE COVERED.
` FOR SIZE
FOOTING WHERE REQUIRED,
-
SEE TABLES -
TVDC "C" &TTAr`WPn RAI
If TIQDAAI
I ATTW( C: QTDI 1(`TI IDC
MAX. O.H. O.H
25% OF RAFTER
ALLOWABLE
®
O
' ? 5o'Q .0" SPAN
V
W
LENGTH OF STRUCTURE VARIES
AOS
�G
MANDATORY BEAM SPICE - SEE
Sp�9'1'G
DETAIL 11, SHEET 12
• NO BEAM SPLICE AT
AII
OST CROSSSECTI
EXTERIOR POSTS SF STS
SEE POST DETAI
FT�CFS NG
3 1/2- SLAB
zq
MAY BE USED
.NOTE: EACH COMPONENT IS INTER-
pp
TO CONSTRAIN
CHANGEABLE WITH ANY OTHER
SFF TSpq
TABLING, SEE
COMPONTENT UNLESS OTHERWISE SHOWN.
T9e�FStiG
NOTE THIS OPEN LATTICE -TYPE STRUCTURE
DETAIL 11, SHEET 12
DETAIL
T NO BEAM SPLICE AT OST
MAY NOT BE COVERED.
• EXTERIOR POSTS FFT,ye qC7�,
FOOTING SEE TABLES
TYPE "G" FREESTANDING
SINGLE SPAN LATTICE STRUCTURE
4
3 1/2' SLAB
RAFTER, SEE TA
MAX. O.H. O
25% OF RAFTER
25� O ALLOWA13LE
R
-
sTS G
MANDATORY BEAM SPICE - SEE
DETAIL 11, SHFq. 12
NO BEAM SPLICE AT
EXTERIOR POSTS
LENGTH OF STRUCTURE VARIES
L
/%� WALLEDGER OR
/Sr/NGeu/zO ROOF OVEHANG.
/ SEE TAILA B & C
SHEET8.
a eE9M
S STS SDq�
SS T9@ C/NG
SFS
NOTE: EACH COMPONENT IS INTER-
CHANGEABLE: WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN.
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
'{
po �M
s sTS sAq�
SSTgeI�SG
POST WITH SIDE PLATES
SEE SHT. 11 FOR MINIMUM
NUMBER -OF REQUIRED
COLUMNS
3 1/2' SLAB ATTACHMENT
PE TIDE USED WHERE
— MAY NOT BE COVERED.
` FOR SIZE
FOOTING WHERE REQUIRED,
-
SEE TABLES -
TVDC "C" &TTAr`WPn RAI
If TIQDAAI
I ATTW( C: QTDI 1(`TI IDC
'• RAFTER. SEE TABLE
` FOR SIZE
-
AND SPACING
MAX. O.H. O.H
25% OF RAFTER
ALLOWABLE
' ? 5o'Q .0" SPAN
V
AOS
Sp�9'1'G
AC�'I'G
Y
AII
� fyEi
zq
LENGTH OF STRUCTURE VARIES
G
MANDATORY BEAM SPICE - SEE—
EE
/
DETAIL 11, SHEET 12
DETAIL
T NO BEAM SPLICE AT OST
POST CR SS -SECTION.
SEE POST DETAIL,
• EXTERIOR POSTS FFT,ye qC7�,
.
�S G
3 1/2' SLAB
MAY BE USED
NOTE: EACH COMPONENT IS INTER-
°osT
SFFT
TO CONSTRAIN
SEE
CHANGEABLE WITH ANY OTHER
sOq
�CFS�G
TAB ESG,
COMPONTENT UNLESS OTHERWISE SHOWN.
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
FOOTING SEE TABLES
—
MAY NOT COVERED.
TYPE "H" FREESTANDING MULTISPAN LATTICE STRUCTURE
2 ti
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1
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03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
ANJAPPROVAL
REVISIONS
MM DATE DESCP PWN
4 STEL JOB # 15.1071-1
DATE YY2015
DRAWN BY MAP
CHECKED DKR
OPEN LATTICE
STRUCTURES
SH -2
2 OF 50 SHEETS
A o B o C o D° E o F o G 0 • H o 1 ° J
SOLID PANELS SPANS FOR COMMERCIAL & PATIOS 110/120/130 MPH EXP. B & C
24" TRI -"V" PAN z +2, I 12"x 3 1/2"W PANEL 6"/ 8" x 2 X' FLAT PAN
.50'
1 25, .40• .40• - R=.117',' -'*'77• .09R U.S. b7,
.35' ,77• 1 5' 180' I
.67' .40• ,75' ,43' F 45• (A&UNNARKEDRADII .06R)T= CSEETABLE° BELOW) 0' .65' 1'=<SEE TABLE .70' 25'z 6• 1.0 25 L1 5• BELOW) '282• a (SEE TABLE BELOW 2.7'
.40' 45'.35'.7 ' b5' TYP..33.00' SO' .50'�+�4.50' •40• ,Sp' ' 3,00' 40, .433' L3'.433' 1.92'2, .75' L92'
2
4.00' 12.0 .00'/8.00'
ALUM. ALLOY 3004-H36 OR EQUAL ALUM. ALLOY 3004-H36 OR EQUAL ALUM. ALLOY 3004-H36 OR EQUAL
- - - - 12" x 3-1/2"'W PANEL - - -
LUSL PANELT 110 MPH SPAN 120 MPH SPAN 730 MPH SPAN
(IN.) EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0
13'-s" 13'-9" 13'-9" 13'-9' 13'-9' 13'-9"
.020(l)
0• 1r -r 11-2 10 7- 1o' -T 9'-11"
15'-3" 15'-3' 15'-3" 15'-3' 15'-3' 15'-3'
oza
13'-2" 12'-T 12'$" 11'-10 12'-0" 11'-1'
10
17'-7'
V71115'6'14'-9'14'-0"
12-6.
14'-1"13'-3"19'-7"
19'-T 19'-T 19'-7'
19'-T1T7'
16'9"15'-9"16'-0'15'-0"r11_3•
11'3" 17 _3, 11 _3, 11'-3"
r12'-6' 12'$"12'8"
12'6"10'3"
10'x"910"
20
14$'14'$"'$'
"174"12'4"
117"
16'-3" 16'-3" 16'-3'
15'-1" W14�-7'14'-97r13'$" 14'-1" 13'-2°
11'-1" 11'-1" 11'-1' 11'-7" 11'-1' 11'-1"
020(l)
9'-10' 9'-3' 9'-5' 8'-11' 9'-0" 8'$'
12'-0" 12'-0" 12'-0' 12'-0" 12'-0- 12'-0"
024
11'-0' 10'-T 10'$" 10'-2" 10'-3" 9'-9"
25
13'-2" 13'-2' 13'-Y 13'-2" 13'-2" 13'-2"
032
13'-1" 12'-7° 12'$" 12'-2" 12'-3' 11'-0"
14'-2" 14'-2' 14' 2' 14 _2• 74 _2• 14'-2"
040
15'-0' 14'x- 14'-Y 13'-T 13'$" 13'-0"
10'$" 10'$' 10'-6" 10'$" 10'$' 10'$"
020(l)
TABLE 1 -MULTI-SPAN REDUCTION FACTORS 9'-2" 8'-9' 1" 8'-5' 8'-6" 8'-2'
FOR ROOF PANELS 11'-3" 11'-3" 11'-3" 11'-3" 11'-0" 11' 3"
024
70'$- 10'-1" 10'-Y 9'-T 9'-9" 9'-2'
30
12'-6" 12'$- 12'$" 12'$' 12'$" 12'-6"
032
12'$' 12'-1" 11'-10" 11' 6" 11'$" 11'-1"
13'4' 13'4" 13'4" 13'x' 13'x- 13'4'
040
14213 13'$" 13'-0" 13'-3" 12'$"
9'-1" 9'-1' 9'-1' 9'-1' 9'-1"
.020(l)
6'-3"
10'-3' 10' 3' 10'-3' 10'-3" 10'$' 10'$"
oza
40
71'4" 11'4" 11'4' 11'4" 11'-4" 11'-4"
032
r.040t2_2• 122• 122, 122•122, 12_2•
12'$• 12' 4" 12'x" 12'-1" 171$"
8'-2" 8'-2' 8'-2' 8'-2" 8'-2' 8'-2'
.020(l)
7'-1' 7'-1" 6'-11" 6'-11" 6-9"
9'-2" 9'-2' 9'-2' 9'-Y g9'-2" 9'-2"
o2aso1o'rto' 1o' -r
032
8'-11'
113"
10$ -'_1 0'
ROOF PANEL TYPE
'24' TRI="V"'PAN
ROOF LNE/SNOW LOAD, psf
20 25 30 40 50
- -
PANELT
110 MPH SPAN
720 MPH SPAN
130 MPH SPAN
0 LUSL (IN.)
EXP.B.
EXP.0
EXP.B
EXP.0
EXP.B
EXP.0
10'-3"
10'-3"
10'-3'
10'-3'
10'-3"
10'-3"
.018
9'-0'
8'$'
8'-7'
8'-1'
8'-2"
7'-5'
12'-3"
12'-3'
12'-3"
12'-3-
12'-3-
12'$"
10 .oza
3
10'x"
9'-9"
9'-9"
9'-2"
9'-3"
8'-7"
14'-3"
14'-3"
14'-3'
14'-3'
14'-3"
14'-3"
.032
12'$"
12'-1"
12'-1"
11'-2-
11'-3"
10'$"
8'-0'
8'�"
B'-0"
8'-4'
8'�'
B'�"
.018
0
7'-9'
7'-5"
7'-5"
7'-2"
7'-2'
6'-10'
10'-1"
10'-1"
10,_1•
10,_1•
10,_1,
10,_1"
20 .024
12._1"
12'-1'
12,_1•
12'-t'
12'-1'
12,_1,
.032
10'-3"
10'x"
9'$"
9'-9"
9'-9"
4
7'-3"
7'-3'
7'-3"
T-3'
7'-3'
7'-3•
.o1B
8'-9-
8'-9-
8'-9"
8'-9'
8'-9"
B'-9'
25 .024
8'-5"
8'-1'
8'-1"
7'-9"
0
.032
!>9'-2'-
10'$"
10'-2'
70'-2"
9'-T
9'$-
6'-7-
5
'-2"
6'-7"
6'-T
6'-7"
6'-7'
6'-T
6'-r
.018
7'-3'6'-10"
6'-7"
8'-3"
8'-3-
B'-3'
8'-3'
8'-3"
8'-3'
30
.024
0
9'-1"
9'-1"
s'-1"
0'-1•
9'-1"
6
.032
9'-10"
9'-6"
9'$"
9'-1'
8'-10"
(1) MULTI -SPAN REDUCTION
FACTORS
ARE ONLY
° APPLICABLE TO THOSE ROOF
PANEL TYPES
SHOWN
IN TABLE 1 ABOVE.
7 NOTE: PANEL FASTENERS
ARE SHOWN IN TABLES 1,2 AND 3, SHEET
4
FOOTNOTE: "SAMPLE"
° FIGURE INDICATES
ATTACHED
FIGURE
INDICATES
FREESTANDING
8
- - - - 12" x 3-1/2"'W PANEL - - -
LUSL PANELT 110 MPH SPAN 120 MPH SPAN 730 MPH SPAN
(IN.) EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0
13'-s" 13'-9" 13'-9" 13'-9' 13'-9' 13'-9"
.020(l)
0• 1r -r 11-2 10 7- 1o' -T 9'-11"
15'-3" 15'-3' 15'-3" 15'-3' 15'-3' 15'-3'
oza
13'-2" 12'-T 12'$" 11'-10 12'-0" 11'-1'
10
17'-7'
V71115'6'14'-9'14'-0"
12-6.
14'-1"13'-3"19'-7"
19'-T 19'-T 19'-7'
19'-T1T7'
16'9"15'-9"16'-0'15'-0"r11_3•
11'3" 17 _3, 11 _3, 11'-3"
r12'-6' 12'$"12'8"
12'6"10'3"
10'x"910"
20
14$'14'$"'$'
"174"12'4"
117"
16'-3" 16'-3" 16'-3'
15'-1" W14�-7'14'-97r13'$" 14'-1" 13'-2°
11'-1" 11'-1" 11'-1' 11'-7" 11'-1' 11'-1"
020(l)
9'-10' 9'-3' 9'-5' 8'-11' 9'-0" 8'$'
12'-0" 12'-0" 12'-0' 12'-0" 12'-0- 12'-0"
024
11'-0' 10'-T 10'$" 10'-2" 10'-3" 9'-9"
25
13'-2" 13'-2' 13'-Y 13'-2" 13'-2" 13'-2"
032
13'-1" 12'-7° 12'$" 12'-2" 12'-3' 11'-0"
14'-2" 14'-2' 14' 2' 14 _2• 74 _2• 14'-2"
040
15'-0' 14'x- 14'-Y 13'-T 13'$" 13'-0"
10'$" 10'$' 10'-6" 10'$" 10'$' 10'$"
020(l)
TABLE 1 -MULTI-SPAN REDUCTION FACTORS 9'-2" 8'-9' 1" 8'-5' 8'-6" 8'-2'
FOR ROOF PANELS 11'-3" 11'-3" 11'-3" 11'-3" 11'-0" 11' 3"
024
70'$- 10'-1" 10'-Y 9'-T 9'-9" 9'-2'
30
12'-6" 12'$- 12'$" 12'$' 12'$" 12'-6"
032
12'$' 12'-1" 11'-10" 11' 6" 11'$" 11'-1"
13'4' 13'4" 13'4" 13'x' 13'x- 13'4'
040
14213 13'$" 13'-0" 13'-3" 12'$"
9'-1" 9'-1' 9'-1' 9'-1' 9'-1"
.020(l)
6'-3"
10'-3' 10' 3' 10'-3' 10'-3" 10'$' 10'$"
oza
40
71'4" 11'4" 11'4' 11'4" 11'-4" 11'-4"
032
r.040t2_2• 122• 122, 122•122, 12_2•
12'$• 12' 4" 12'x" 12'-1" 171$"
8'-2" 8'-2' 8'-2' 8'-2" 8'-2' 8'-2'
.020(l)
7'-1' 7'-1" 6'-11" 6'-11" 6-9"
9'-2" 9'-2' 9'-2' 9'-Y g9'-2" 9'-2"
o2aso1o'rto' 1o' -r
032
8'-11'
113"
10$ -'_1 0'
ROOF PANEL TYPE
10
ROOF LNE/SNOW LOAD, psf
20 25 30 40 50
12"x3}'z"x0.020"
0.88 0.63 0.75 0.80
24'x2}¢"x0.018'
0.85
0.80 D.65 0.65 - -
24'x2)�"x0.024'
0.90
0.88 0.70 0.65
24-x2}�'x0.032"
0.90
0.88 -
'-2"
6'-7"
6'-T
6'-7"
6'-7'
6'-T
6'-r
.018
7'-3'6'-10"
6'-7"
8'-3"
8'-3-
B'-3'
8'-3'
8'-3"
8'-3'
30
.024
9'-1"
9'-1"
s'-1"
0'-1•
9'-1"
9'-1'
.032
9'-10"
9'-6"
9'$"
9'-1'
8'-10"
- - - - 12" x 3-1/2"'W PANEL - - -
LUSL PANELT 110 MPH SPAN 120 MPH SPAN 730 MPH SPAN
(IN.) EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0
13'-s" 13'-9" 13'-9" 13'-9' 13'-9' 13'-9"
.020(l)
0• 1r -r 11-2 10 7- 1o' -T 9'-11"
15'-3" 15'-3' 15'-3" 15'-3' 15'-3' 15'-3'
oza
13'-2" 12'-T 12'$" 11'-10 12'-0" 11'-1'
10
17'-7'
V71115'6'14'-9'14'-0"
12-6.
14'-1"13'-3"19'-7"
19'-T 19'-T 19'-7'
19'-T1T7'
16'9"15'-9"16'-0'15'-0"r11_3•
11'3" 17 _3, 11 _3, 11'-3"
r12'-6' 12'$"12'8"
12'6"10'3"
10'x"910"
20
14$'14'$"'$'
"174"12'4"
117"
16'-3" 16'-3" 16'-3'
15'-1" W14�-7'14'-97r13'$" 14'-1" 13'-2°
11'-1" 11'-1" 11'-1' 11'-7" 11'-1' 11'-1"
020(l)
9'-10' 9'-3' 9'-5' 8'-11' 9'-0" 8'$'
12'-0" 12'-0" 12'-0' 12'-0" 12'-0- 12'-0"
024
11'-0' 10'-T 10'$" 10'-2" 10'-3" 9'-9"
25
13'-2" 13'-2' 13'-Y 13'-2" 13'-2" 13'-2"
032
13'-1" 12'-7° 12'$" 12'-2" 12'-3' 11'-0"
14'-2" 14'-2' 14' 2' 14 _2• 74 _2• 14'-2"
040
15'-0' 14'x- 14'-Y 13'-T 13'$" 13'-0"
10'$" 10'$' 10'-6" 10'$" 10'$' 10'$"
020(l)
TABLE 1 -MULTI-SPAN REDUCTION FACTORS 9'-2" 8'-9' 1" 8'-5' 8'-6" 8'-2'
FOR ROOF PANELS 11'-3" 11'-3" 11'-3" 11'-3" 11'-0" 11' 3"
024
70'$- 10'-1" 10'-Y 9'-T 9'-9" 9'-2'
30
12'-6" 12'$- 12'$" 12'$' 12'$" 12'-6"
032
12'$' 12'-1" 11'-10" 11' 6" 11'$" 11'-1"
13'4' 13'4" 13'4" 13'x' 13'x- 13'4'
040
14213 13'$" 13'-0" 13'-3" 12'$"
9'-1" 9'-1' 9'-1' 9'-1' 9'-1"
.020(l)
6'-3"
10'-3' 10' 3' 10'-3' 10'-3" 10'$' 10'$"
oza
40
71'4" 11'4" 11'4' 11'4" 11'-4" 11'-4"
032
r.040t2_2• 122• 122, 122•122, 12_2•
12'$• 12' 4" 12'x" 12'-1" 171$"
8'-2" 8'-2' 8'-2' 8'-2" 8'-2' 8'-2'
.020(l)
7'-1' 7'-1" 6'-11" 6'-11" 6-9"
9'-2" 9'-2' 9'-2' 9'-Y g9'-2" 9'-2"
o2aso1o'rto' 1o' -r
032
8'-11'
113"
10$ -'_1 0'
ROOF PANEL TYPE
10
ROOF LNE/SNOW LOAD, psf
20 25 30 40 50
12"x3}'z"x0.020"
0.88 0.63 0.75 0.80
24'x2}¢"x0.018'
0.85
0.80 D.65 0.65 - -
24'x2)�"x0.024'
0.90
0.88 0.70 0.65
24-x2}�'x0.032"
0.90
0.88 -
- - - - - - - -2 -FLAT - - - - - - - - - - - - - -6=x-2-34^ FLAT PAN- - - - - - - -
-PAN
_8"x -Y2"
T 110 PH SPAN 120 PH SPAN MPH P LT liom PH SPAN 120 MPH SPANMPHSPAN
LUSL LUSL (IN.) EXP.B EXP.0 EXP.B EXP.0
P�' EXP.B EXP.0 EXP.B EXP C EXP.B EXP C EXP.B EXP.0
12'$" 12'$' 12'$" 72'$" 12'-6" 12'$" 14'-T 14'-r 14'-r 14'-r 14'-7' 14'-r
020 020
10'-10" 10'-1• 10'-3" 9'$" 9'-T 9'-0' 11'$' 109"
13'-T 13'-7' 13'-7" 13'-r 13'-7' 13'-r 5'-10" 5'-10" 5'-10" 5'-10- 5'-10" 5'-10"
.024 .024
1011' 4" 11'$" 10'-10'
70
15'-7" 15'-7" 15'-7" 15'-T 15'-7" 15'-T 18'0" 18'-0' 18'-0" 18'-0" -181-0" 18'-0'
.032 .032
14'-1' 13'-1' 13'4" 12'-4' 12'-6" 12'-0" 76'-2- 15'$" 15'-9" 15'-0" 15'-7' 14'-3"
17'-T 17'-7" 77'-7" 17'-r 17'-7" 17'-T 19'4" 19'-4" 19'x" 19'x" 19'x" 19'-4"
.040 .040
15'-T 14'-10° 14'-10 14'-1' 14'-2" 1T$' 16'-10" 17'-0" 16'•4" 16'$" 16'-0"
10'-2" 0' -z" 10'-2" 10'-Y 10'-2" 10'-2" 12'-1" 12'-1" 12'-1" 12'-1• 12'-1" 19'4'
.020 .020
9'-1' r>88'-4- 8'$"10'-10" 10'x" 10'-3" 9'-9" 9'-10' 9'-5'
8'9 8'-9'
11'4" 11'-4" 11'x" 11'4" 11'4' 11'4' 13'-3' 13'-3' 13'-3" 13'-3" 13'-3'
.024 .024
10-1" 9$" 9-9° 9-3" 9-5" 8-11" 12'-2" 11'$" 11'$" 11'_2" 11,_3" 10'-7"
20 20
13'-0" 13'-0" 13'-0' 13'-0" 13'-0' 13'-0' 15'$' 15'-6" 15'$' 15'$' 15'$' 15'-6'
032 .032
11'-10" 11'-4' 11'-6" 11'-0" 71'-0" 10'-6' 14'-2" 13'-9" 13'-7" 13'-0" 13'-1- 12'$"
ta'$" 1a'�^ 1a'$^ 7a's" 1a'$" 1a'$• oao 1s'$• 1s'$^ 1s'$^ 1s'$" 1s'$• 1s'$"
oao
- 13'$" 12'-10" 13'-0" 12' 4' 12'$" 11'-10" 15' 6" 15'-2" 15'-2" 14'-10 14'-10" 14'-3'
9'-9" 9'-9" 9'-9' 9'-9" 9'-9' 9'-9' 10'-4' 10'-0" 10'-4" 10'-4" 10'-4" 10'-4"
.020 .020
8'-11" 8'$' B'-3" 7'-10' 10'$" 10'-1" 10'-3" 9'$" 9'-9" 9-4*
10'�' 10'-0" 10'-4" 10'-4" 10'-4" 10'-4" 11,_1, 11,_1• 11'-1" 71,_1, 11'_1• 11,_1•
.024 .024
9'-11" 9'-r 9'-7- 9'-2" 9'-3" 8'-10- 12'-0' 11'$' 11'-T" 10'-10 11'-0" 10'f"
25 25
11'-4" 11'-0" 11'-4" 12,_1• 12'_1• 12'-1" 12'_1, 12,_1, 12,_1•
.032 .032
11'-10" 11'-3" 11'-3" 10'-9" 10'-10" 10'-0" 14'-1' 13'-7" 13'$" 13'-1" 13'-2" 12'x"
12'-3" 12'-3" 12'-3" 17-21". 1�Z-3'1 13'-1"13'-1'13'-1'13'1'13'-1'13'1'
.040.04013'3"12'-9"129"12-3" 15'-4" 15'-1" 15'-1" 14'$" 14'-9" 14'-1"
9'-3" 9'-3" 9'-3" 9'-3" 9'-3" 9'-3° 9'-9" 9'-9" 9'-9" 9'-9" 9'-9' 9'-9"
.020 .020
8'-5' 8'-1" 8'-1' 7'-9" T-10" 7'-6' 9'-11' 9'-T 9'-r 9'-2" 9'-4" 8'-71'
9.9. 9 9" 9 9" 9 9" s-9" 919. 10'-4" 10'-4" 10'x" 10'-4" 10'-4" 10'-4"
.024 .024
9'$' 9'-1" 9'-2' 8'-10' 8'-11" 8'�' 11'x' 10'-9" 11'-0" 10'4' 10'$" 9'-11'
30 30
10 -9" 10 -9" 10 9" 10 -9" 10 9" 10 9" 11'4" 11'x" 11'-0" 11'x' 11'x'
.032 .032
11'-1" 10'$' 10'-9' 10'x" 10'x" 10'-0" 12'$" 12'-T 11'-10"
11'-7" 11'-7" 11'-7" 11'-T 11'-7" 11'-T 12'-3" 12'-3- 12'-3" 12'-3" 12'-3' 72'-3'
.040 .040
12'-7" 12'-2" 12'-2" 11'$" 11'-9" 11'-3" 14'-9" 14'$" 14'14'-1' 13'-7"
8'�" 8'�" 8'-4" 8'-4' 8'-4' 8'-4' 9'-0° 9'-0' 9'-0' 9'
.ozo .020
7'$" 7'$" T$" 7'-3" 7'-2" 6'-11" 9'-1' 8'-10" 8'-10" 8'-7" 8'$" 8'-1"
91-0. 9 9 91_0" 9 9 9'-6- 91-6. 9'-6* 9'-6 ' 9 $- 9-6
.024 .024
8'-3' 8'-0° 8'-1" 7'-10" 10'-2' 9'-10" 9'-10" 9'-T 91$" 9'-3-
40 40
919. '-9" 9'-9" 9'-9" 9'-9" 9'-s" 12'-1" 12'-9" 12'-9" 12'4" 12'$" 12'-1'
.032 .032
>99'-7" 9'-T 10'-3" 10'-t" 70'-1" 9'-10" 9'-10" 9'$"
10'-2" 9'10 9'-10" 9'-3'
10'-T 10'-7" 10'-7" 10'-r 10'-7" 10'-T 11'-2" 11'-2' 11,_2• 11'_2• 71'_2• 11'_2•
040 .040
11'$" 11'-2" 13'-9" 13'x' 13'-6" 13'-0" 13'-1" 12'-7"
7'-5" 7'-5" 7'-5' T-5" 7'-5' T-5' 8'-3" 8'-3' 8'-3" 8'-3' 8'-3- 8'-3"
.020 .ozo
6'-5" 6'-5" 6'-5' 6'-3" 6'-3" 6'-1' 7'$° 7'-T 7'$" 7'-5" 7'$" 7'-2"
8-3- 819. 8'-9"
8 -3" 8 -3" 8 -3" 8 -3' 8 -3" - 8'-9" 8'-9" 8'-9' 8'-9'
.024 .024
7 4" 7'-3' T-3' 7'-1' 7'-0" 6'-11" 8'-9' 8'-7" 8'-r 8'-5" 8'�" 8'-1'
50 50
9.1.9.1, 9.1.9_1, 9 t" 9 t" 9,$, y.$, 9.$. 9,$, 9.$, y._B.
032 032
8'-9' 8'-r 8'$' 8'-5' 8'•4" 8'-3' 10'x' 10'-3' 10'-3" 10'-1" 10'-1" 9'-9"
9'-9' 9'-9" 9'-9" 9'-9" 9'-9" 9'-9" 10'fl' 1 O'A'
a•
C14 rm-
� ) N ao
)
cfLLJ M
0'00
u�w�
W W
C'7
O
Z CQ
Ch
(Q oi
Qp�FESS
1��
o S5885 �
- 1
OF Cp,OF�
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHI APPROVAL
REVISIONS
fMRK DATE DESCR7TION
4 STEL JOB >Z 15•1071-7
DATE 31312015
DRAWN BY MAP
CHECKED OKR
PANEL SPANS TRI -V,
W -PANEL & FLAT PAN
SH -3
10'-4"
10'x'
10'-4"
10'x'
.040
.040
9'-10"
9'-9"
9'-9'
9'-5'
9'-r
9'-2"
11'-10"
11'-r
11'-9"
11'$"
11'$"
11'-2'
3 OF 50 SHEETS
H tl V o U t o h '_ o b o ry 1 o
MINIMUM NUMBER OF FASTENERS FOR ROOF PANEL TO SUPPORTING BEAM & WALL HANGER
FOR ATTACHED AND FREESTANDING SOLID COVERS
FOOTNOTE: "SAMPLE"
FIGURE INDICATES ATTACHED '
' FIGURE INDICATES FREESTANDING
WN
Z w �' M
oz0
LLI
U Z LL
�,wW_
�ww'
co-
� z 0
U) a;
v
Q�FEss icy��
o . S5885
OF CAL�FO�
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJ APPROVAL
REVISIONS
VARK DATE DESCrPTtoN
4 STEL JOB # 151071-1
DATE 3132015
DRAWN BY MAP
CHECKED DKR
PANEL SPANS TRI -V,
W -PANEL & FLAT PAN
SH -4
4 OF 50 SHEETS
TABLE 1
TABLE 2
TABLE 3
(2) 2"x6 %2" AND
WALL
HANGERS, 311x8"•AND
EXTRUDED AND 3"x8"
WITH
6 %2" ROLL FORMED
BEAMS
STEEL HEADERS
STEEL
INSERT HEADERS
NUMBER
OF
N❑.14 TEK OR
SMS
SCREWS
NUMBER OF N❑.14 TEK OR
SMS
SCREWS
NUMBER OF N❑.14 TEK OR
SMS SCREWS
>
>.
>-
PER
FOOT OF BEAM
LENGTH
PER
FOOT
OF WALL HANGER
AND
BEAM Uq
H
PER
FOOT OF BEAM
LENGTH
§E
M§
110 MPH 120 MPH 130 MPH
110 MPH 120 MPH •130 MPH
110 MPH
120 MPH
130 MPH
EXP. B EXP.
EXP. B_EXP.
EXP. B EXP. C
EXP, B EXP.
C_EXP. B EXP. _
EXP.B EXP. C
EXP. B EXP,
EXP., B EXP.
EXP. B EXP, C
~
~ _
5
1
1
11
1
2
5
1
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
6'
1
1
1 1
1
2
6'
1
1
1 1
1
1
2
2
2 2
2
3
1
2
2 2
2
2
1 1
1 1
1
1
7'
1.
1
1 2
2
2
7'.
1
1
1 2
2,
2
7'
1
1
1 1
1
1
2
2
2 3
3
3
2
2
2 2
2
2
1 1
1 1
1
2_
8
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
91
2
2
2 2
2
2
91
1
2
2 2
2
2
91
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
?
3
10'
1
2
2 2
2
2
10'
1
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
2
3
11'
2
2
2 2
2
3
11'
1
1
1 1
1
2
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`
2
2
2 3
3
3
13'
2
2
2, 3
3
3
13'
1
1
1 1
1
2
3
4
4 4
4
5
2
3
3 3
3.
4
2 2
2 2
2
2
FOOTNOTE: "SAMPLE"
FIGURE INDICATES ATTACHED '
' FIGURE INDICATES FREESTANDING
WN
Z w �' M
oz0
LLI
U Z LL
�,wW_
�ww'
co-
� z 0
U) a;
v
Q�FEss icy��
o . S5885
OF CAL�FO�
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJ APPROVAL
REVISIONS
VARK DATE DESCrPTtoN
4 STEL JOB # 151071-1
DATE 3132015
DRAWN BY MAP
CHECKED DKR
PANEL SPANS TRI -V,
W -PANEL & FLAT PAN
SH -4
4 OF 50 SHEETS
I
0
2
e
3
0
4
0
5
0
6
0
7
0
8
A o B o G o D • o E o h o G o n o I 9 a
RAFTER -SPANS FOR OPEN LATTICE STRUCTURES 110/120/130 MPH EXP. B & C
0.042'
z W
TYP.
Y x 8" RAFTER
8 0'
F.0326'
z
024' 6.
2" X 6 1/2" RAFTER
032
z W
DBL. 2" x 6 1/2" RAFTER
2.
MAX.�i
* 3"x8" RAFTER
* 2"x6.5" RAFTER
ALUM. ALLOY 3004-H36
* DBL. 2"x6.5" RAFTERS
ALUM. ALLOY 30044H36 OR
ALUM. ALLOY 30D4 -H36 OR
EQUAL
OR EQUAL
EQUAL
110 MPH ` � `" 120`MPH _` i
130 MPH
^T^
110 MPH
120 MPH
130 MPH
^7*
110 MPH
120 MPH
130 MPH
^-r^
¢ Lu
a �
a �
LUSL
(IN.)
zo
LUSL
(IN)
w zo
LUSL
(IN)
can zo
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"
26'-3"
26'-3"
26'-3"
26'-3"
25'-7"14'-2"
16"
14'-2"
14'-2"
14'-2"
13'-9"
16"
19'-10"
19'-10"
10
.042
.024
.024
_
24'-2"
24'-1"
24'-2"
23'-6
X21'-6"
24'-0"
21'-6"
13'-1"
13'-0"
13'-1"
12'-3"
12'-10"
11'-2"
18'x"
18'-3"
17'-3"
18'-2"
15'-8"
24
21'-6"
21'-6"
21'-6"
21'-6"
21'-0"
24^
11'-7"
11'-7"
11'-T"
11'-7"
11'-7"
11'-3"
24^
16'-3"
16'-3"
16'-3"
16'-3"
5'-10"
16"
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" 27'-9" 28'-3"
1113'-4"
21'-10"
21'-10"
21'-10"
21'-10"
21'-10"
21'-10"
16"
18'-0"
18'-0"
18'-0"
18'-0"
18'-0"
17'-T"
16"
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'-T"
16'-1"
16' 4"
14'-10"
23 4„
23'_3"
22'-8.
23'-1"
N32'-8"
--
---
---
--
---
T-10"
- —
1 T-10"
— -
24
14'-8"
14'-8"
14'-8"
14'-8"
24—"
20'-8"
20'-8"
20`-8"
20'=8"
20'-8"
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"
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'-1�-1'4-
24"
24"
24"
17'-T"
17'-7"
7-7"1T'-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"
2
181-1"
18'-1"
18'-1"
18'-1"
18'-1"
18'-1"
12'-4"
12'-4"
12'-4"
12'-4"
12'-4"
12'-4"
17'14"
17'-4"
17'-4"
17'-4"
17'-4"
17'-3"
16"
'19--1"
16"
16"
19'-1"
19'-1"
19'-1"
19'-1"
19'-1"
11'-9"
11'-9"
11'-9"
11'-9"
11'-9"
16'-T"
16'-T"
16'-T"
16'-7"
16'-7"
16'-7"
30
.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"
24"
24"
15'-7"
15'-7"
15'-7"
15'-7"
15'-7"
15'-T"
9'-8"
9'-8"
9'-8"
9'-8"
9'-8"
9'-8"
13'-T"
13'-T"
13'-T"
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'-0"
16"
16"
15'-0"
15'-0"
15'-0"
15'-W
15'-0"
16"
21'-1"
21'-1"
21'-1"1'-1"
21'-1"
40
.042
20
.032
20
.032
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"
1"
18'-0"
24"
24"
24"
W26'-8"
12'-3"
12'-3"
12'-3"
12'-3"
12'-3"
12'-3"
1 T'-3"
17'-3"
17'-3"'-3"
17'-3"
13'-4" 13'-4" 13'-4" 13'-4" 13'-4" 13'-4"
19'-0" 19'-0" 19'-0" 19'-0" 19'-0" 18'-10"
26'-8" 26'-8" 26'-8" "
26'-7"50
16"
16"
16"
15'-0"115'-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"'-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'-0"
15'-6"
21'-10"
1'-10"
21'-10"
0"
21'-9"
24"
r24'
24"
11'-2"
11'-2"
1l' -2"r-11'-2"
11'-2"
11'-2"
14'-9"
14'-9"
14'-9"
14'-9"
14'-9"
14'-9"
20'-10"
20'-10"
20'-10"'-10"
20'-10"
10'-7"
10'-7"
10'-7"
10'-7"
10'-7"
10'-7"
15'-10"
15'-10"
15'-10"
10"
15'-10"
* NOTE: SINGLE RAFTERS
SPACED
16" O.C. MAY BE USED
AT
024
16"
11'-7"
11'-T"
11'-T"
11'-(i"
11'-6"
11'-2"
024
16"
16'-3"
16'-3"
16'-3"6'-2"
W1O"
15'-8"32"
8'-1"
8'-1"8'-1"
8'-1"8'-1"
8'24„13'-4"
13'-4"
13'-4"
3"
12'-9"24"O.C.
O.C. WHEN DOUBLED AND SINGLE RAFTERS SPACED
MAY BE USED AT 48"O.C.
WHEN DOUBLED.
24"
9'-6"9'-6"
9'-6"
9'-6"
9'-6"
9'-2"
9'-3"
9'-3"
9'-3"'-3"
9'-3"
14'-4"
14'-4"
14'-4"
14'-4"
14'14"
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'-T"
14'-2"
20'-9"
20'-9"
20'-9"
20'-6"
20'-T"
19'-10
25
.032
25
.032
16'-7"
16'-7"
16'-7"
16'-7"
16'-7"
16'-7"
24"
24"
12'-1"
12'-1"
12'-1"
11-10"
12'-0"
11'-7"
17'-0"
17'-0"
17'-0"
16'-8"
16'-9"
16'-3"
17'-4"
17'4"
17'-4"
17'-4"
17'-4"
17'-4"
24'-6"
24'-6"
24'-6"
24'-6"
24'-6"
24'-6"
16"
16"
17'-9"
17'-9"
17'-9"
17'-7"
17'-8"
1T'-1"
25'-1"
25'-1"
25'-1"
25'-1"
25'-1"
25'-1"
042
.042L24.
13'-3"
13'-3"
13'-3"
13'-3"
13'-3"
13'-3"
20'-0"
20'-0"
20'-0"
20'-0"
20'-0"
20'-0"
24"
14'-T"
14'-7"
14'-7"
14'-4"
14'-6"
14'-0"
20'-6"
20'-6"
20'-6"
20'-6"
20'-0"
20'-6"
0.042'
TYP.
8 0'
F.0326'
024' 6.
032
.042'
2.
MAX.�i
* 3"x8" RAFTER
* 2"x6.5" RAFTER
ALUM. ALLOY 3004-H36
* DBL. 2"x6.5" RAFTERS
ALUM. ALLOY 30044H36 OR
ALUM. ALLOY 30D4 -H36 OR
EQUAL
OR EQUAL
EQUAL
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
ATTACHED
Dy
FIGURE INDICATES
IT FREESTANDING
Ll cw)
C6
W ��CC2
00 Q'
w aU.J�
uU)wLu�
LLI LLj co
M
M
U 0'.
Z 00
UQ M
aj
�t
Q�FESS 1�
2
S58.85
1
OF
CAOFO�
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJ APPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB # 15.1071-1
DATE 3072015
DRAWN BY MAP
CHECKED DKR
MINIMUM FASTENERS
SH -5
5 OF 50 SHEETS
i
W (D00
W FNMLu 17)
2 o<�
W QLli�
ucVnwu-
w2 M
W M
C'7
o U rn
00
Q M
v
rn
FESS I
S5885
i
OF CA �FOQ
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJ APPROVAL
i
REVISIONS
MARK DATE DESCRIMN
4 STEL JOB A ` 15.1071-1
DATE 3/312015
DRAWN BY MAP
CHECKED DKR
RAFTER SPANS FOR
OPEN LATTICE
COMMERCIAL & PATIOS
SH,6
6 OF 50 SHEETS
V
1
o t o
HEADER BEAM TYPES
GUTTER
EXT. CLIP
SPLICE
WHERE
SPLICE
OCCURS -
WHERE
SPLICE OCCURS
WHERE 9
IccuRs I I 4 ,
O
0.075' I �j 3' TYP., TYP.,
TYP, I. I
6.5" ROLLFORM
GUTTER FASCIA
A ALUM.ALLOY
3004-H36
A
1
3"x8"x0.042" BEAM
0
12 GA. STL. INSERT
&�ASTM A653 GRADE 50 G60
-NOTE: WHERE 12 AND 14 GA. STEEL INSERTS
2
V
1
o t o
HEADER BEAM TYPES
GUTTER
EXT. CLIP
SPLICE
WHERE
SPLICE
OCCURS -
WHERE
SPLICE OCCURS
WHERE 9
IccuRs I I 4 ,
O
0.075' I �j 3' TYP., TYP.,
TYP, I. I
6.5" ROLLFORM
GUTTER FASCIA
A ALUM.ALLOY
3004-H36
MAG BEAM
B ALUM.ALLOY
6063-T6
1.042'/ 6. '
0.032'
TYP.
".0'- I- -3.0'----+--2.0'-1
MAX.
- DBL.2"x6.5"x0.042"
ALUM. ALLOY 3004-H36
OR EQUAL
3"x8"x0.042" BEAM
L ALUM. ALLOY 3004-H36
OR EQUAL
12 GA. STL. INSERT
&�ASTM A653 GRADE 50 G60
-NOTE: WHERE 12 AND 14 GA. STEEL INSERTS
L-11)
C 4" I -BEAM �r,� 4.5" MAG GUTTER
ALUM.ALLOY L! ALUM. ALLOY
6063-T6 6063-T6
83,
0.042'
TYP.
DBL. 2"x6.5"0.032" 3"x8"x0.042" BEAM
`� ALUM. ALLOY 3004-H36 K ALUM. ALLOY 3004-H36
■ :OR_EQUAL OR EQUAL
•T=12 OR
14 GA
ASTM
A653 SS
GRADE50
G60
.042
TYP.
---3.0'---1 _ AX.__] --3.0'-]
DBL. 3"x8"x0.042" BEAM
O W/ DBL. 14 GA. STL. INSERT
ALUM. ALLOY 3004-H36
OR,EQUAL��
DBL. 3-4W.642"BEAM
W/ DBL. 12 GA'STL: INSERT
P� ALUM: ALLOY 300WH36`
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. III -
o H
T=12 GA.
ASTM A653 SS
GRADE 50 G6D_-1 3;0
.032-L==Ji
M
ALULUM.
1-3.0' I
3" SQ.4.032" ALUM. BEAM
'NW/ -1 2GA.-STL. "U"CHANNEl
ASTM A653 SS GRADE 50 G60
3"x8"x0.042" BEAM
-3.0' MAX, 3'0�
W/ M W/ 14 GA. STL. INSERT
ASTM A653 GRADE 50 G60
DBL. 3"x8"x0.042'' BEAM
3"x8"x0.042" BEAM
L ALUM. ALLOY 3004-H36
OR EQUAL
12 GA. STL. INSERT
&�ASTM A653 GRADE 50 G60
-NOTE: WHERE 12 AND 14 GA. STEEL INSERTS
OCCUR AS SHOWN IN THE SPAN TABLES,
THEY SHALL BE INSTALLED THE FULL LENGTH
OF THE 3"x8" BEAM.
COLUMN / POST TYPES
e
.040' ALUM
.048' STEEL
.032'3,0' 3
ALUM. 28'
7--- I -
3" SQ. ALUM POST SQ. ALUM. POST
B ALUM. ALLOY 3004-H36 @-LAL-UM. ALLOY 3004-H36
HEIGHT LIMITED TO3" SQ. STEEL POST
10'-0" MAXIMUM. FASTMA653 GRADE 50 CP60
I
0.024'
0.032'
PLUGS
#10 SM5
@24'1
EA. SIDI
1--,2.0'-+-3.0'-+-
- 3" SQ. ALUM. POST
D WITH SIDEPLATES
ALUM. ALLOY 3004-H36
OR EQUAL
INSERT Iw•Tza
WHERE ALUM.
OCCURS ALLOY
6063-T6
7
0.110'
TYP.
A
7" I -BEAM
F
ALUM. ALLOY 6063-T6
G W/ 1 "C" INSERT
ALUM. ALLOY 6063-T6
W/ (2) "C" INSERTS
H 'ALUM. ALLOY 6063-T6
NOTE:
WHERE'C' INSERT OCCURS AS SHOWN IN
SPAN TABLES, IT SHALL BE INSTALLED THE
FULL LENGTH OF THE 7" I -BEAM.
0.075' 3.
TYP.
E MAG POST
ALUM.ALLOY
6063-T6
NOTE:
EACH HEADER BEAM TOP AND
BOTTOM FLANGES SHALL BE CUT AT
EACH INTERIOR COLUMN WHERE 3
OR MORE COLUMS OCCUR. DO NOT
CUT FLANGES AT END COLUMNS.
G= =3"SQ.xt=0.188"
H=3"SQ.xt=0.250"
=3"SIDA4.313"
J=4"SQ.xt=0.188"
K=4"SQ.xt=0.250"
'Q. STEEL POST
ASTM A500 GRADE 8'
mi
2 t`
W CCD ch
W o
�N
Z Lu0'0?
Z O U
W ¢��
uU)w�
h W LM
M
' O 00
Z co
< M
Q�FEss i�
o
S58 5
1
OF CAL
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
VARK DATE DESCFWTION
4 STEL JOB d 15.1071-1
DATE 31312015
DRAWN BY MAP
CHECKED DKR
HEADER BEAM TYPES,
COLUMN / POST TYPES
SH -7
7 OF 50 SHEETS
I
0
2
0
3
e
4
0
5
e
6
e
7
0
8
A o n
e c o
u o - e o r o
G e - H o I o
TABLE
2
EXISTING LEDGER OR WALL HANGER & EAVE CONNECTION DETAILS
OF FASTENERS
CONNECTED
REQUIRED
TO EXISTING ROOF
NOTE: WHERE COVER CONSTRUCTION INCLUDES
DESIGN (E) WALL COVER
3/16' STEEL NOTEi BRACKET CAN BE
A34 FRAMING ANGLE
TABLE 4 a,b ANCHORS INSTALLED
INTO CONCRETE WALLS
WITH 6 -INCH MIN.THICKNESS
DETAIL A OR B, SITE-SPECIFIC ENGINEERING IS
LOADS OPENING PROJECTION
8"
0 1/4"0 HOLES,TYR LOCATED ANYWHERE ON EAVE,
SEE TABLE 2
FASTENERS, SEE TABLE 3
COVER
LUSL
REQUIRED TO VERIFY ADEQUACY OF THE EXISTING
STUD WALL FRAMING WHERE ONE OR MORE OF THE
psf > 8' > 18'
E30.4O
110, B
0
0 TYP. BRACKET
NOTE: PROVIDE WATER
PROTECTION, METAL FLASHING
120, C
130, B
FOLLOWING CONDITIONS OCCUR:
0 psf >6! > 14'
3¢' 0 SIMPSON STRONG -BOLT 2
SS AT 48' O.C. (a,b)
AT EVERY 2x
CAUCK JOINTS AND SLOPE
R.F. OR EXT. HANGER
2"x 4" FULL
26'-0"
26'-0"
8 o o
TO DRAIN (OPTIONAL)
CHANNEL, 2X OR 3X
20'-7"
2"x 6" NOTCHED
26'-0"
o EXISTING EAVE
ALLOWABLE PROJ. TO BEAM
RAFTER BRACKET
25' 4"
21'-2"
LEDGER OR WALL HANGER
OVERHANG
SEE TABLE 1
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WITH FASTENERS
1 1/4* 24" MAX.
2.6 OR 2.8 LEDGER
2"x6" FULL OR
2"x8" NOTCHED
26'-0"
26'-0"
26'-0"
PER TABLES 3 & 4
26'-0"
26'-0"
110 120 130 110 120 130 110 120 130
110 120 130 110 120 130 110 120 130
ALUM. PANEL 2X OR
EXIST. RAFTERS AT
I
2x WOOD STUD OR
26'-0"
26'-0"
3x ALUM. RAFTER
24' D.C. AT ROOF
1' MI
CONCRETE WALL
(A) (A) (A)
RAFTER
4x3 1/2' W.
EXIST. FASCIA BOARD
OVERHANG
(A)
(A)
(A)
(3).#
SATs48•sOC.S nRb>G-BOLT 2
2X FULL DEPTH
3 �,
20
2" x 4" FULL
26'-0"
ALLOWABLE PROJ.
EXISTING EAV WOOD_SCAB,--_
_ ----_____ _ -- -1'-MIN- -
--- — -- — — —
20'-7"
7'
TO BEAM
OVERHANG
(A) (A) (A)
WHERE OCCURS,
T—
(B)
NOTES PLACE 'SIKA FLEX' OR SIMILAR
SEE TABLE 1
(24" MAX.)
S ATO SIMPSON STRONG -BOLT 2
SEE TABLE 2
26'-0"
26'-0"
MATERIAL BETWEEN BRACKET AND NOTE: BRACKET MAY BE
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)
2"x6" FULL OR
2"x8" NOTCHED ,
COMP. SHINGLE ROOFING TO PROVIDE MOUNTED BELOW RAFTER
26'-0"
26'-0"
26'-0"
SEAL W/ SAME CONNECTION'S.
EAVE CONNECTION
9' (A) (A) (A) (A) (A) (A) (A) (A) (A)
�1 WALL CONNECTION
40
A
L EXISTING ROOF OVERHANG DESIGN LOADS
" NOTE: WALL LEDGER IS NOMINAL LUMBER SIZE 2"x6" (AT 2"x6}6"
CALERN
TATE EAVE CONNECTION
RDL = 3 psf (MIN) TO 8
psf (MAX) RLL = 20, 25,
MINIMUM RAFTERS), NOMINAL 2"x8" (AT 3"xS' MINIMUM RAFTERS)
' NOTE: THIS DETAIL IS LIMITED TO RESIDENTIAL INSTALLATIONS
30, 40, 6 50 psf
10' (A) (A) (A) (A) (A) (A) (A) (A) (A)
OR KILN -DRY WOOD -FILLED 2"x6}6" OR 3"x8" ALUMINUM SECTIONS.
WITH A 10 psf MAXIMUM DESIGN LOAD.
2, EXISTING RAFTER ALLOWABLE BENDING STRESS IS
26-0"
26'-0"
TABLE 1
TABLE
2
TYPE AND NUMBER
OR RAFTER
OF FASTENERS
CONNECTED
REQUIRED
TO EXISTING ROOF
AT ROOF PANEL
OVERHANG
TABLE 4 a,b ANCHORS INSTALLED
INTO CONCRETE WALLS
WITH 6 -INCH MIN.THICKNESS
COVER
LUSL
EXISTING
FRAMING MEMBER
AT ROOF
OVERHANG
MAXIMUM PROJECTION
(A) - SIMPS❑N A34 FRAMING ANCHOR USING SD9112 SCREWS
(B) - (2) SIMPS❑N A34 FRAMING ANCHORS, EACH SIDE, USING SD9112 SCREWS WITH 2x FULL
DEPTH WOOD SCAB FULL LENGTH OF RAFTER TAIL
COVER
LUSL
NUMBER AND TYPE
OF FASTENERS
WIND SPEED (MPH) AND EXPOSURE
110, B
110, C
120,B
120, C
130, B
130,C
10
3¢' 0 SIMPSON STRONG -BOLT 2
SS AT 48' O.C. (a,b)
of 10 PSF L.L. 20 PSF L.L. 25 PSF S.L.
30 PSF S.L. 40 PSF S.L. 50 PSF S.L.
10
2"x 4" FULL
26'-0"
26'-0"
26'-0"
25'-2"
25'-4"
20'-7"
2"x 6" NOTCHED
26'-0"
26'-0"
26-0"
25'-7"
25' 4"
21'-2"
o
m3
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
20
0 SIMPSDN STRONG -BOLT 2
SS AT 48' D.C. (a,b)
2"x6" FULL OR
2"x8" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
110 120 130 110 120 130 110 120 130
110 120 130 110 120 130 110 120 130
2"x8" FULL OR5'
2"x10" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(A)
(A)
(A)
25
SATs48•sOC.S nRb>G-BOLT 2
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"
264"
20'-7"
7'
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(B)
(B)
(B)
30
S ATO SIMPSON STRONG -BOLT 2
2" x 6" 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)
2"x6" FULL OR
2"x8" NOTCHED ,
26-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
9' (A) (A) (A) (A) (A) (A) (A) (A) (A)
(A) (A) (A) (B) (B) (B) (B) (B) (B)
40
�' 0 SIMPSON STRONG -BOLT 2
SS AT 36' D.C. (n,b)
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
W 0 SIMPSON STRONG -BOLT 2
SS AT 24' D.C. (a,b)
2"x 6" NOTCHED
26'-0"
26'-0"
26'4"
26'-0"
26'-0"
26'-0"
12' (A) (A) (A) (A) (A) (A) (B) I (B) (B)
(B) (B) (B) (B) I (B) (B) (B) (B) (B)
255
2"x6" FULL OR
2"x8" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
TABLE 3 c
TYPE AND NUMBER OF FASTENERS REQUIRED AT LEDGER
AND ROOF PANEL RAIL TO FASCIA
OR LEDGER TO EXISTING WOOD STUD WALL FRAMING
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)
�4 DIAMETER LAG SCREWS,
2"x8" FULL ORFOOTNOTES
2"x10" NOTCHED
26'-0"
*26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
30
2" x 4" FULL
16'-0"
16'-0"
16'-0"
16'-0"
16'-0"
16'-0"
(C) - (2) K DIAMETER LAG SCEWS
(D) - V DIAMETER LAG SCREW
(E) - 44" 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'-0"
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.
a=
2"x8" FULL OR
2"x10" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
o WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED
m — (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 OR
2"x8" NOTCHED
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)
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) (D) (D) (D) (D) (D) (D) (p) (D)
550
2" x 4" FULL
8'-11"
8'-11"
8'-11"
8'-11"
8'-11"
8'-11"
8' (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) (E) (E) (E)
2" x 6" NOTCHED
12'-1"
12'-1"
12'-1"
12'-1"
12'-1"
12'-1"
9' (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) (E) (E) (E)
2"x6" FULL OR
2"x8" NOTCHED
15'-3"
15'-3"
15'-3"
15'-3"
15'-3"
15'-3"
10' (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (E) (E) (E) (E) (E) (E)
11' (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (E) (E) (E) (E) (E) (E)
2"x8" FULL OR
2"x10" NOTCHED
20'-9"
20'-9"
20'-9"
20'-9"
20'-9"
20'-9"
12' (C) I (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) (E) (E) (E) I (E) (E) (E)
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S5885
OF CAI�F�
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJ APPROVAL
REVISIONS
MARK DATE DEscaMx x
4 STEL JOB S 15-1071-1
DATE 3912015
DRAWN BY MAP
CHECKED DKR
EXISTING EAVE
CONNECTION DETAILS
SH -8
8 OF 50 SHEETS
0
1
1
■
0
1
0
1
■
HANGER CHANNELS AND MOUNTING BRACKETS
FASTENERS,
4— 2.740 SEE TABLE 3, SHEET 4
T=
FASTENERS8 , 078
1.50" SEE TABLE 3 SHEET 300• W
.63 T=.060"
ALUM. 3004-H36 "
6 25"R 05 FASTENERSCD
CD
1.50 .010"x90" 202" FASTENERS, SEE TABLE 3 SHEET 8
t= 0.04" (2) DIA. SEE SHEET 4 p
co .563" .20
N M t� 281" $• i
Q CONTINUOUS A- RAIL ?
L FASTENERS ROOF PANEL 3 (WHERE OCCURS) o
cc -
" ri SHEET 8
— - SEE TABLE 3 .06 "ul
FASTENERS, w ALUM.ALLOY n FASTENERS, "
175" SEE SHEET 4 6063-T6 _ 1.880" SEE TABLE 3, SHEET 4
ALALUM. ALLOY
6063 -TOY
6063-T6 AL6 63-T6 6063-T6
OROHANGERED OB EXTRUDED -HANGER [CONNECTION- -- - OC I.R. HANGER "H" BRACKET
NOTE: THIS CONSTRUCTION IS LIMITED TO 30 psf
MAXIMUM. SITE-SPECIFIC ENGINEERING REQUIRED
AT ROOF LOADS EXCEEDING 30 psf.
(3) i2"0 LAG SCREWS
1 1/2^ 10# L.L =(2)#14 SMS EA. SIDE I I
20#,25#,30# L.L=(3)#14 SMS EA SIDE I
BEAM SPLICE TO
#14 SDS,
40#,50# L.L=(4)#14 SMS EA SIDE I I
OCCUR DIRECTLY OVER 5/8"0 PLASTIC
3 PER SIDE
I POST. NOT PERMITTED PLUG WHERE
J 1'
3/4" OR 1 1/2"--- i
6 SCREWS I @ 2 -POST UNITS SCREW IS INSIDE
_ I
PER SIDE I
_J
9
5" #14 SMS MAY
Z�"z
2" x 6 1/2" OR I I
BE USE AS
O
5" MIN. 3"x 8" ALUM. !!
3.5"" 3.5" AL
H
RAFTER I
1/4"0 BOLTS
3.5
3"x8" ALUM.
OR 1 1/2"
8" BEAM
` -- —--------
I 5^
X HEADER
U -BRACKET
1❑ OR �2
1,
W
EXISTING WOOD STUD FRAMING
SEE NOTES
` 3"x8" ALUM.
(E) STUCCO
BELOW j I 61/2' SIDEPLATE EA.
2 ba' (E) STUCCO RAFTER
I 2 EACH 1/4"0 x 3-1/2" LAG SCREWS L.L=10 psf
SIDE SEE POST SCHED.
2 EACH 1/2"0 x 3 1/2" LAG SCREWS L.L.=20, 25 and 30 psf
#14 SMS EA. SIDE
PENETRATION BRACKET
2 EACH 5/8"0 x 3-1/2" LAG SCREWS L.L.=40 and 50 psf '
TOP, MID HEIGHT
(2" MIN. PENETRATION INTO EXISTING WOOD STUD) %
AND BOTTOM. 3 -SQ. POST BETWEEN SIDE PLATES
NOTE: LENGTH OF LAG SCREW SHALL PROVIDE
THREADED PORTION OF SHANK COMPLETE
NOTE:USE LEDGER HERE RAFTER SPACING— - r
PENETRATION INTO EXISTING CORNER STUD.
EXCEEDS EXISTING STUD SPACING. SEE TABLE 3 SHEET 8.--%,— J 1
SEE LATERAL FORCE RESISTING SYSTEM, SHEET 11
HEADER BRACKET 2
-DRAFTER TO STUD WALL CONNECTION 3
BEAM TO POST CONNECTION 8
1 1/2. OR 2"LATTICE
ALTERNATE 1/2"
BOLT CONNECTION
0
3"x 3"STL.POST (24")
INSERT ATTACHED OR
3"STL.POST COLU
MN
MR FREESTANDING
#8 S.M.S.
DOUBLE RAFTER -
PLAN 2
ALTERNATE:
4-#14 S.M.S. EACH
RAFTER TO COL
CONNECT. (8 TOT.)
I 1 4s OIA 6"
ALTERNATE:
)-24.5" OR
(2)-3"x8"HEADER
(2}1/2 -BOLT
2"x 6.5" SIDEPLATE
DBL. RAFTER / DBL. HEADER CONN. 40
#8 S.M.S. EACH SIDE ALUMINUM MEMBER WITH
EXISTING WOOD FILL OR DBL, 3'x8'x0.042 BEAM
LATTICE 1 1/2" OR 2" SHEATHING NOMINAL LEDGER OR DBL, 2'x6.5'x0,032'/0.042'
(NEW OR EXISTING) BEAM
SEE NOTE, DETAIL B,
SHEET 8 p
2"x6.5" OR 3"x8" RAFTER u� I o o l
ALTERNATE: 1/2" BOLT I 0
4L
° FASTNERS, SEE TABLE 3,
2 -
ALTERNATE:
0 SMKAE: SEACH RAFTER SHEET8 \K\
(} #14 ...
TO COLUMN CONNECTION
(4 -TOTAL) ,� c
ALTERNATE:
(2} 2x6.5" OR (2}3"x8" HEADER ' K' EXISTING
/ ALTERNATE: 1" STUCCO OR EQUAL
3"x3"x0.024"J (1) - 1/2" BOLT OR 2.5" PENE. INTO EACH WOOD STUD
CONNECTOR (2} #14 S.M.S. EACH RAFTER
STUB COLUMN TO DOUBLE HEADER CONN. O5 -' EXIST. STUCCO / LEDGER O
ATTACHMENT DETAIL
`5/8' 0 ACCESS
HOLES
3' SQ.'POST INSTALL 6 - #14
X :y4'
LONG SDS 2 EACH
HEADER TO
COLUMN
(12 FASTENERS
PER
DOUBLE HEADER NNLL7
COLUMN DETAIL
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S5885
1
OF CAL
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJ APPROVAL
REVISIONS
MARK DATE DESCRWTM
4 STEL JOB R 151071-1
DATE 3!3!2015
DRAWN BY MAP
CHECKED DKR
HANGER CHANNELS AND
MOUNTING BRACKETS
SH - 9
9 OF 50 SHEETS
2
a
a
e
o v c r o t. o n0 1 o
-COLUMN [POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS / MIN. NUMBER OF REQ. COLUMNS
ALUM. ALLOY 3.00" OR
6063-T6 2.40"
1.375"
"Oi0 O � 7511
1.60"
1.5 .090" TYP.
INSTALL 1Y2" x 1Y2" x Y" 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 "T" BRACKET O
CL 7/16"0 HOLE
FOR 3/8" ME
ASTM A500 GRADE B
INSTALL 1Y2" x 1Y2" x YS" HDG
WASHER PLATE AT ANCHORS
157"
TYP�
USE FOR 3" OR 4"
STEEL POSTS
q 2- 5/16"0 H
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
(j 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)
3" OR 4" SQ. " • /
INSERT
x 0.188"
ASTM A500
GRADE B
STEEL
INSERT TO
BASE PLATE 3/16"
POST
INSERT
9" SQ. X 5/8" THK.
THK. BASE PLATE
(ASTM A500 GRADE B STEEL)
1 Ya" 6 Y"
WELDED STEEL BASE PLATE Q
ALTERNATE FREESTANDING
`BASE PLATE ANCHOR
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03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB# 157071-1
DATE 3/312015
DRAWNBY MAP
CHECKED DKR
COLUMN I POST SURFACE
MOUNT AND FOOTING
EMBEDMENT DETAILS
SH - 10
10 OF 50 SHEETS
TABLE 1 :
TABLE 2
ATTACHED ONLY
ATTACHED AND
STEEL POST ONLY:
"1"BRACKET @3"SQ.POST
W/ (4}414 SMS EA. SIDE OF POST
OR 1/2" M.B. THROUGH POST
- '
ALUM."T"BRACKET USE WITH -
FOOTING & ANCHOR BOLTS
s
FREESTANDING
ALTERNATE FTG.
,
,
USE POST TYPE
F. G. H, I, J OR K
POST
POST POST TYPE B,C,D, OR E.
-
STEEL BRACKET OR 9" SQ.
1/2 DEPTH OF
I
I I
I
SINGLE POSTS
FOOTING SIZE EMBED.
BOLTS
CUBE SIZE SQ. 78' DEEP 'CUBE FTG.
18' 18• SQ. 12•
tr-WCUBED 7
()
(2}3/8"0
1 7/8'
20" 21" SQ. 12"
(2}3/8"0 STRONG -BOLT 2 SS
EA BRACKET TO SLAB.
9 1/2" MINIMUM DISTANCE TO
EDGE OF SLAB.
33" MINIMUM DISTANCE FROM
SLAB CRACK TO COLUMN.
(1%" MIN. EMBEDMENT)
SLAB SHALL BE IN
GOOD CONDITION
FOR SIZENOTE:
3 1/2" MIN. SEE FOOTING
IN BEAM SPAN TABLE
BASE PLATE USE WITH
POST TYPE B,C,D,E,F,G,H,J OR K.
SEE TABLE 1
'ice
G
41
DEI ITH da
a POURED CONCRETE
FOOTING SEE TABLES
QUARE
FOOTING MB
12" MIN. EMBD.
—'
x9" LONG, 1'
FROM END
OF POST
POURED
CONCRETE
FOOTING
'
j
" I I
�.� I ' f'
I •, ; -
;•. ' �• �'
:"�
' N��::�,.;:
w
CO m
F Q
H
W Z
LU a<
3
W QQ
m
Z
SQUARE, SEE FTG.
SCHEDULE IN BEAM
SPAN TABLES
23.8 24' CUBED (1)
(2}1/2"0
31/4"
22" 25" SQ. 16"
24' 28" SQ. 20'
25• - 30" CUBED (2)
(4}1/2"0
31/4
26' 32" SQ. 23'
31• -34• CUBED (2)
(4}5/8"0 '
4'
28" 35' SQ. 25'
30' 39" SQ. 28"
35•-39-CUBED(2)
(4}314.0
4314•
32" 43" SQ. 30"(1}1/2"OM.B.
34' 47" SQ. 32'
?o -42 CUBEo (2)
(a}3/a'0
a 31a•
36' S1' SQ. 34•
BOLTS SHALL BE SIMPSON STRONG -BOLT 2 SS
(ICC -ES ESR -3037)
t) MAY USE EITHER STEEL T BRACKET OR
ALTERNATE FREESTANDING BASE PLATE.
38" 55' SQ. 37"
40' 60" SQ. 39"
42' 64' SQ. 41'
69"SQ. 43
EXISTING SLAB
O ATTACHED COVERS ONLY O
POSTS TO CONC. FOOTING
:ATTACHED COVERS ONLY
2) REQUIRES USE OF ALTERNATE FREESTANDING
BASEPLATE
SQUARE POST EMBED.
O INTO FOOTING
CUBE FOOTINGW/312'SLAB
ALUM. ALLOY 3.00" OR
6063-T6 2.40"
1.375"
"Oi0 O � 7511
1.60"
1.5 .090" TYP.
INSTALL 1Y2" x 1Y2" x Y" 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 "T" BRACKET O
CL 7/16"0 HOLE
FOR 3/8" ME
ASTM A500 GRADE B
INSTALL 1Y2" x 1Y2" x YS" HDG
WASHER PLATE AT ANCHORS
157"
TYP�
USE FOR 3" OR 4"
STEEL POSTS
q 2- 5/16"0 H
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
(j 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)
3" OR 4" SQ. " • /
INSERT
x 0.188"
ASTM A500
GRADE B
STEEL
INSERT TO
BASE PLATE 3/16"
POST
INSERT
9" SQ. X 5/8" THK.
THK. BASE PLATE
(ASTM A500 GRADE B STEEL)
1 Ya" 6 Y"
WELDED STEEL BASE PLATE Q
ALTERNATE FREESTANDING
`BASE PLATE ANCHOR
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S5885
1
OF Cpl \FOS
i
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB# 157071-1
DATE 3/312015
DRAWNBY MAP
CHECKED DKR
COLUMN I POST SURFACE
MOUNT AND FOOTING
EMBEDMENT DETAILS
SH - 10
10 OF 50 SHEETS
1
0
2
0
3
0
4
0
5
0
6
a
w
t
r. o
LATERAL FORCE RESISTING SYSTEM (LFRS)'FOR ATTACHED COVERS
m 3
2"X6.5"X0.032" SIDE PLATES
110 MPH 120 MPH 130 MPH
EXP. B
EXP. C EXP. B
EXP. C EXP. B
EXP. C
5'
2
2 2
3 3
3
6'
2
3 3
3 3
4
7'
2
3 3
4 3
4
8'
3
3 3
4 4
5
9'
3
4 4
4 4
5
10'
3
4 4
5 5
6 -
ill
4
4 4
5 5
6
12'
4
5 5
6 5
7
13'
4
5 5
6 6
7
a=
3
2"X6.5'.'X0.042" SIDE PLATES
110 MPH 120 MPH 130 MPH
EXP. B
EXP. C EXP. B
EXP. C EXP. B
EXP. C
5'
2
2 2
2 2
3
6'
2
2 2
3 3
3
7'
2
3 3
3 3
1 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'
1 4
1 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.
ROL
INSULATED
WALL
IANGER
i2
' JBEAM SPLICE TO
1' OCCUR DIRECTLY OVER 5/8"0 PLASTIC
I POST. NOT PERMITTED PLUG WHERE
6 SCREWS I @ 2 -POST UNITS SCREW IS INSIDE
PER SIDE 7 I
ALTERNATE FOR SOLID -ROOFED ATTACHED COVERS WHERE MINIMUM NUMBER OF REQUIRED
COLUMNS (SHOWN AT LEFT) ARE NOT SPECIFIED
f
ROOF PLAN
FASTENERS,
:ET 4
6
ROLL -FORMED #14 SMS B 32. O.C. MAX.
OR IRP c4 MIN. PER PANEL INTERLOCK)
OLL-FORMED
PANEL
SEE SHEET 4
ROOF HANGER
#14 SMS E 32' O.C.
4 MIN. PER
ALUMINUM
TOP & BOTT. 0.024'
P
OROLL -FORMED PANEL INSULATED ROOF PANEL
INTERLOCKING SEAM INTERLOCKING JOINT
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S5885
- 1
OF CALF
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
MARK' DATE DESCRPTION
4 STEL JOB # 151071-1
DATE 3812015
DRAWN BY MAP
CHECKED DKR
LATERAL FORCE
RESISTING SYSTEM /
MIN. NUMBER OF
REQ.COLUMNS
SH -11
11 OF 50 SHEETS
5" #14 SMS MAY
BE USE AS
3.5" ALTERNATE TO
1/4"0 BOLTS
3.5"
4M�
8" BEAM
5"
SEE NOTES
BELOW
1i 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
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"
❑3"
1
W/ (6)-#14 S.M.S. EACH SIDE.
�
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
f
ROOF PLAN
FASTENERS,
:ET 4
6
ROLL -FORMED #14 SMS B 32. O.C. MAX.
OR IRP c4 MIN. PER PANEL INTERLOCK)
OLL-FORMED
PANEL
SEE SHEET 4
ROOF HANGER
#14 SMS E 32' O.C.
4 MIN. PER
ALUMINUM
TOP & BOTT. 0.024'
P
OROLL -FORMED PANEL INSULATED ROOF PANEL
INTERLOCKING SEAM INTERLOCKING JOINT
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S5885
- 1
OF CALF
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
MARK' DATE DESCRPTION
4 STEL JOB # 151071-1
DATE 3812015
DRAWN BY MAP
CHECKED DKR
LATERAL FORCE
RESISTING SYSTEM /
MIN. NUMBER OF
REQ.COLUMNS
SH -11
11 OF 50 SHEETS
A o
SIMPLE SPLICE
C .. o U o t o r o la
BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DET
SPLICE DETAILS 11 BEAM TO POST DETAILS 12
FULL MOMENT
24"
I
VALL2'm 10EY
S.M.S.@ EA
VAqLLEY, TYP. •
I10 S TS.M.S. II #12 S.M.S. II 7
(e TOT. TYP THICKNESS =.035 (24 TOT
II s 38' TYP. THICKN ItS = .035"
II II � _
t t t I ++ ++++ ++
IE
ALUM. ALLOY 3004-H36—j1- ALUM. ALLOY 3004-H36 W
OR 6063-T5 FOR EXTRUDED OR 6063-T5 FOR EXTRUDED --_= 1
NOTE: USE SIMPLE SPLICE ONLY NOTE: FULL MOMENT SPLICE MAY OCCUR I 1
IN ALTERNATE INTERIOR BAYS AT ANY LOCATION EXCEPT AT END BAYS
SPLICES - ROLLFORMED & EXTRUDED FASCIAS As NE REAM FLANGE
I -BEAM ALUM ALLOY a AS NEEDED TO CLEAR
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE C-SPUCE (ONE SIDE OF WEB) MAY BE USED. (606146) ALTERNATE I I SQ. POST,CONNECT WEB.
STL. C -BEAM TO POST W/ (2) - 5/8' 0
3" THRU-BOLTS @ 4- I -BEAM,
SQ. POST
TOTAL= (8}12"0 BOLTS I AND (3) - 5/8' 0 THRU BOLTS
SPLICE WHERE 4n
OCCURS
070"
TYP.
r
ALUM.ALLOY
606176
.4"I -BEAM
@ T I -BEAMS
• 1
H - BRACKET TO POST 14
3"x 8" x .042" BEAM,
3" SQ. STEEL OR
MAG BEAM. ,.
MOMENT C -SPLICE
NOTE: IF SPLICE OCCURS AT -ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE C -SPLICE (ONE SIDE OF WEB) MAY BE USED.
.4'.-1 I I
SPLICE WH
OCCUI
ALUM. ALLOY,
6061T6
s 7" I -BEAM
1 %2" SQ. OR 2" LATTICE TUBE P1
ALUM. ALLOY 3105-H25
1.50" 1.50"
.28" 1y� 2"
018,
—�
MOMENT C -SPLICE
2"x3" LATTICE TUBE P2
I
ALUM. ALLOY 3105-H25
.28".�� 311.
t 2"
(6)-#14 SDS @ EA. SIDE
TOP & BOTT. TOT.=24
STEEL POST
"U" BRACKET - RAFTER TO BEAM
LATTICE TUBE TO RAFTER 16
I
1 1/2" SQ., 2" SQ.,
OR 2"x3" LATTICE
#8 x 2 "SMS, 2112" ^@ 3.O.C. MIN.
OR 3 1/2", TYP. —\ r UP-TO.6"O.C. MAX.
RAFTER
A I J
BEAM TO POST DETAILS
OPTIONAL DECORATIVE FASCIA
( WOOD, ALUM. OR HARDBORD )
(12) - #14 x tl2" S.M.S. EACH SIDE OF 3'
SQ. POST 8 -TOTAL
ALTERNA . 114'0 OLT WI WASHER
EA SIDE OF 3" SO. POST
.s
+ 1.10"
.75 O
1 I +1 1 I
2.35' 3' SQ. POST
4414 x 1/2' S.M.S. EACH SIDE OF 3"
SQ. POST (&TOTAL)
ALTERNATE 1/4'0 OLT W/ WASHER
EA SIDE OF 3- SO. POST
rIG,,UTTER FASCIA
3.00' 3" SQ. POST `G BEAM
R 240 3'S
OO. STL BEAM
RAFTER "TAIL" TO GUTTER 15
NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 30 psf
ROOF LIVE AND SNOW LOADS
"L" FASTENERS
V-0"
4-#14SDS
2'-0"
6 - #14 SDS
T-0"
12 - #14 SDS
FASTENER SPACING = 3/4°
FASTENER TO FASCIA - SEE TABLE
FASTENER TO RAFTER TAILS - SEE TABLE
OPTIONAL LATTICE TUBES
#14 x 1/2" S.M.S. TOP AT OVERHANG
8 BOTT. (2) -TOT.
o `
00
ROOF PANEL o o c rp GROUP FASTENER
61/2'-
ROLLFORMED OR 00
EXTRUDED GUTTER
ALUM. BRACKET X
#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 17
3.125" FOR 3 x RAFTER
2.125" FOR 2 x RAFTER
1 1/2" t = .040" @ 6063-T6
(6) - #14x %" TEK SCREWS
BRACKET TO RAFTER 1/2' MIN,
O
O O
(6) - #14x V4" TEK SCREWS
BRACKET TO BEAM
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.03-03-15
DURALUM
IAPMO.0195
ASSUMPTION
A -U APPROVAL
1
J
REVISIONS
MARK DATE DESCRPTIDN
4 STEL JOB # 15-1071-1
DATE 31312015
DRAWN BY MAP
CHECKED DKR
BEAM TO POST &
LATTICE TUBE TO
RAFTER CONNECTION
DETAILS
SH - 12-
12 OF 50 SHEETS
A o 8 o C o D . 0 E o F 0 G o H o 1 o J
HOW TO DETERMINE TRIBUTARY WIDTH TO WALL HANGERS, LEDGERS AND SUPPORTING BEAMS
1
TRIBUTARY WIDTH TABLE PROJECTION
CLEAR SPAN
O.H.
2
TRIBUTARY TRIBUTARY= h
I WIDTH 1 112 SPAN + O.H.
0
' NOTE: TRIBUTARY ON MULTIPLE SPANS IS
`•' ' EQUAL TO CENTER SPAN TO CENTER SPAN
3 NP - NOT PERMITTED - SITE SPECIFIC ENGINEERING REQUIRED
0
4
0
5
0
FAN BEAM
6
FAN BEAM (19'-0" MAX SPAN)
FAN BEAM AN BEAM
J
HEADER
(9 T=.075' 2 2' 2 2' 2 /2'
z CEILING FAN AND/
OR LIGHT FIXTURE TYP.
7 X (MAX. 30 lbs. )
w
#14 x 3 1/2" S.D.S. SCREW \ #12 S.D.S. SCREW
FAN BEAM AT BEAM AT HANGER CHANNEL
ALUM. ALLOY 6063-T6 ATTACHMENT AT HEADER ATTACHMENT AT HANGER CHANNEL
o •
8
Qq co
CLEAR SPAN (FT.)
O.H. 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21
0 3 4 4 5 5 6 6 7 7 8 8 9 9 10 10 11
1' 4 5 5 6 6. 7 7 8 8 9 9 10 10 11 11 12
2' S 6 6 7 7 8 8 9 9 10 10 11 11 12 12 NP
JI.
2
�
N
Colo)
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S 5885 �
OF CAl�FO�
. 03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJ APPROVAL
REVISIONS
MARK DALE DESCRPf10N
4 STEL JOB a3 151071-1
DATE 3r=
_
7
7
8
8
9 9 10
10
11
11
12
12
NP
NP
NP
4'
-
-
-
9
9
10 10 11
11
12
12
NP
NP
NP
NP
NP
5'
-
-
-
-
-
11 11 12
12
NP
NP
NP
NP
NP
NP
NP
ls
DRAWN BY MAP
CHECKED DKR
HOW TO DETERMINE
TRIBUTARY WIDTH &
FAN BEAM DETAILS
SH -13
13 OF 50 SHEETS
n , o
ATTACHED & FREESTANDING LATTICE COVERS
10 PSF LIVE LOAD - 110,120,130 MPH - EXP. B & C
DBL. 3"x8"x0.042" BEAM
P W/ DBL. 12 GA. STL. INSERT
ATTACHED
FREESTANDING
MAX POST FTG.
MIN.
MAX -POST FTG. MIN.
S
SPACING
SPACING
F
� 0
j p
Q-
ON SLAB
m ?i
SPACING (IN.)
POST
SPACING (IN.) POST
M .D:
(2).(3)
(SPAN) (1)
TYPE
(SPAN) (1) TYPE
13'-7"
5'
32'-0" 19
E
32'-0" 34 H
5'
O
32'-0" 21
31'-2" 36 K
r
1.1'-4"
6'
29'-2" 19
E
29'-2" 33 H
,
6
r
29'-2" 22
28'-6" 36 1
9-9"
7
27'-1"20
E
27'-1" 33 H
7,
27'-1" 22
26'-4" 35 I
J
8'-6"
8,
25'-3" 20
E
25'-3" 34 H
8,
25'-3 23
24'-8" 34
J
7,_7"
9,
23'-1 21
E
23'-1 " 35 1
91
LL
3'-10" 23
23'-3" 34 H
6'-10"
10'
1
2'-8" 21
E
22'-8" 35
10'
22'-8"
22'-1" 35
6'-2"
11'
21'-8"
E
21'-8" 36
11'
O
21'-8"
21'-1" 35
r
20'-8"
q22
E
20'-8" 36 K,
12
20'-8"
20'-2" 36 J
}
� =
ATTACHED
FREESTANDING
}
_
MAX.POST FTG.
MIN.
MAX•POST FTG. MIN.
=
MAX.COL.
SPACING
o
j p
ON SLAB
m 3
SPACING (IN.)
POST
SPACING (IN.) POST
m
(2) (3)
(SPAN) (1)
TYPE
(SPAN) (1) TYPE
13'-7"
5'
32'-0" 20
E
32'-0" 36
K
5
O
32'-0" 23
30'-3" 38
11-4"
6
29'-2" 20
29'-2" 35 1
6,
29'-2" 23
27'-8" 37 K
9'-9"
,
7
27'-1"
E
27'-1" 35 I
,
7
27'-1"
25'-8" 37 K
J
8'-6"
8'
25'-3"
K22
E
25'-3" 34 H
8,
25'-3
24'-0' 36 K
J
7'-7"
9'
3'-1 "
E
23'-1 35
9,
LL
3'-10" 25
22'-0" 35
6'-10"
10,
22'-8" 22
E
2'-8" 35
10'
22'-8" 26
22'-1" 35
6'-2"
11'
21'-8" 22
E
21'-8" 36
11'
O
21'-8" 26
21'-1" 35
r20'-8"
5'-8"
12
23
20'-8" 36 K
,
20 -" 26
}
_
ATTACHED
FREESTANDING
MAX.POST FTG.
MIN.
MAKPOST FTG. MIN.
MAX.COL.
SPACING
5 o
o
^=^
L
ON SLAB
m $
SPACING (IN.)
POST
SPACING (IN.) POST
m
(2) (3)
(SPAN) (T)
TYPE
(SPAN) (1) TYPE
F
"32'-0"
13'-7"
5'
21
E
32'-0" 38
K
5
O
_
32'-0" 24
29'-4" 40
M
6'
29'-2" 22
E
29'-2" 37
K
,
6
-
29'-2" 25
6'-10" 39
9'-9"
,
7
27'-1" 22
E
27'-1" 36
K
,
7
1
27'-r' 25
4'-10" 38
J
8'-6"
8'
25'-3" 23
E
25'-3" 36 J
8,
25'-3 26
23'-3' 37 K
J7'-7"
9,
23'-1 23
E
23'-1 " 35 I
9,
3'-10" 26
22'-0" 37 • K
6 -.10"
10
22'-8" 24
E
22'-8" 35 1
,
10
22'-8" 27
0'-10" 36 K
„
6'-2"
11
21'-8" 24
E
21'-8" 36 1
,
11
O
21'-8" 27
9'-10" 36 K
5'-8"
12'
24
E
20'-8" 36 J
,
12
20'-8" 28
19'-1" 36 1
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S5885
1
OF Cpl
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
KkRK DATE DESCRUMON
4 STEL JOB N 15-1071-1
DATE 31312015
DRAWN BY MAP
CHECKED DKR
LATTICE COVERS ATTACHED
& FREESTANDING
BEAM SPANS,
10 PSF L.L, 110-130 MPH
SH ---i 36
36 OF 50 SHEETS
2
0
3
0
4
0
s
0
8
0
7
0
8
qyy o v u v t
ATTACHMENT DETAILS FOR INSULATED STRUCTURAL SANDWICH PANELS
2'740 ALUM.ALL❑Y'
ROOF SLOPE SHALL BE 1/4' 1 12' MIN. _r 6063-T6
T=.060' 3.200'
FOR APPROVED ❑R 4.450'
3' OR 4Ya'
INSUL. ROOF PA L ALL FASTENERS
SEE NOTE BEL❑ SEE TABLE SHEET 8
3" OR 4 X" APPROVED STRUCTURAL SANDWICH PANEL,
SEE NOTE BELOW
3" OR 4.25" HANGER CHANNEL
HEADER BEAM AND ENCLOSURE WALL SYSTEMS
MUST BE I.C.C. E.S. AND/OR IAPM❑ E.S. LISTED UNDER 2012 IBC,
2012 IRC AND/OR 2013 CALIF. BLDG. & RESIDENTIAL CODES.
OPTIONAL DECORATIVE FASCIA
^IFASTENER � WOOD, ALUM. OR HARDB❑R\
PANEL T ❑ HEADER BEAM C ❑ N
N £ SHEET N
SEE SHEET 4EXTRUDED EXTRUDED
'IR3' GUTTER DRIP EDGE
SEE SHEET 8
I -BEA
(AS SHOWN IN THIS REP RT)
OPTI❑NAL RAIN GUTTER
BEAM
(AS SHOWN IN THIS REP❑R
❑PTI❑NAL NON-STRUCTURAL FASCIA
TABLE 1
MAX COLUMN SPACING -
ON SLAB
(130 MPH, EXPOSURE C)
TRIB.
WIDTH
10 PSF 20 PSF
L.L. L.L.
5'
12'-6"
10'-0"
6'
10'-5"
8'-9-
7'
9'-0"
8'-0"
8'
T-10"
T-6"
9'
7'-0"
T-0"
10'
6'-3"
6'-6"
11'
5'-8"
6'-0"
12'
NOTE:
THE PANELS USED WITH THE PATIO COVER STRUCTURES RECOGNIZED IN THIS
EVALUATION REPORT MUST BE ICC -ESR 1230 EVALUATION REPORT AND/OR
DURALUM PRODUCTS INC. CALIFORNIA FBH APPROVAL FOR PATIO COVERS
COMPLYING WITH THE 2012 INTERNATIONAL BUILDING CODE AND/OR
2013 CALIFORNIA BUILDING CODE, WHICH MUST BE SUBMITTED WITH THE DURALUM
PATIO COVER DRAWINGS INDICATED IN THIS REPORT.
NOTE: I
ALL COMPONENTS ARE INTERCHANGABLE UNLESS OTHER WISE NOTED
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S5885
1
OF CAL \F
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJ APPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB # 151071-1
DATE •313!2015
DRAWN BY MAP
CHECKED DKR
ATTACHMENT DETAILS
FOR INSULATED
STRUCTURAL
SANDWICH PANELS
SH' - 47
47 OF 50 SHEETS