BPAT2016-010178-49S CALLE TAMPICO C� a U
LA QUINTA, CALIFORNIA 92253 DESIGN & DEVELOPMENT DEPARTMENT
BUILDING PERMIT
Application Number: BPAT2016-0101
Property Address: 61462 SAPPHIRE LN 4
APN: 764790003
Application Description: PATIO COVER 13 X 14'6 W ER �ID�
Property Zoning:
Application Valuation: $1,500.00 A 0o 16 2016
Applicant: 1`tQ��NTA
Lk
RYAN GABOR CSER CITY OF
681150 LOUISAN RD DESIGN AND DE�E�OPMENT DEPARTMENT
DESERT HOT SPRINGS, CA 92240
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: C29, D03 License No.: 928413
Date: h - / t /(, Contra
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. . BAP.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.).
w
Lender's Name: `
Lender's Add
VOICE (760) 777-7125
FAX (760) 777-7011
"INSPECTIONS (760) 777-7153
Date: 11/14/2016
Owner:
BRUCE HEWITT
61462 SAPPHIRE LN
LA QUINTA, CA 92253
Contractor:
RYAN GABOR CSER
681150 LOUISAN RD
DESERT HOT SPRINGS, CA 92240-
(760)861-8953
Llc. No.: 928413
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: EXEMPT 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: / / 7 :1 / 12 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 information is correct.
I agree to comply with all city and county ordinances and state laws relating to building
construction, and hereby authorize representatives of this city to enter upon the
above-mentioned property for inspection purposes.
Date: Signature (Applicant or Agerui .
Date: 11/14/2016
Application Number:
BPAT2016-0101
Owner:
Property Address:
61462 SAPPHIRE LN
BRUCE HEWITT
APN:
764790003
61462 SAPPHIRE LN
Application Description:
PATIO COVER 13 X 14'6" LATTICE WEATHER WOOD
LA QUINTA, CA 92253
Property Zoning:
Application Valuation:
$1,500.00
Applicant:
Contractor:
RYAN GABOR CSER
RYAN GABOR CSER
681150 LOUISAN RD
681150 LOUISAN RD
DESERT HOT SPRINGS, CA 92240
DESERT HOT SPRINGS, CA 92240
(760)861-8953
---------------------------------------------------------------------------------------------
Llc. No.: 928413
Detail: 190 SQ FT LATTICE PATIO COVER AT REAR YARD [DURALUM] THIS PERMIT DOES NOT INCLUDE ELECTRICAL INSTALLATIONS. 2013 CALIFORNIA
BUILDING CODES.
FINANCIAL f ' +
DESCRIPTION ACCOUNT CITY AMOUNT
BSAS SB1473 FEE 101-0000-20306 0 $1.00
Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00
DESCRIPTION
ACCOUNT
QTY
AMOUNT
Credit Card Fee
101-0000-43505
0
$3.67
Total Paid for Credit Card Fee: $3.67
DESCRIPTION
ACCOUNT
CITY
AMOUNT
PATIO COVER, STD, OPEN
101-0000-42404
0
$101.84
DESCRIPTION
ACCOUNT
CITY
AMOUNT
PATIO COVER, STD, OPEN PC
101-0000-42600
0
$100.32
Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $202.16
DESCRIPTION
ACCOUNT
QTY
AMOUNT
SMI - RESIDENTIAL
101-0000-20308
0
$0.50
Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.50
13in # City df t^ Quin'td
Building U Safety Division
Permit #I . . 78-495 Calle Tampico
La Quinta, CA 92253 - (760) 777-701,2
V I [Q3 1 iding Permit Application and Tracking Sheet
Project Address: 6 5,4 P PK 1 e C- LN, Owlier's Name:
A. P. Number:
Address: s C
Legal Description:
City, ST, Zip:
Contractor. P C 5
Telephone:
Address: .66t570- L Q UI S A-/
(Z O'
Project Description:/ X
City_ ST, Zip: pK cj. c-.4 2 Z Lf t7
`
T- K-- v 2 t)
76 u� � s3.
S �Telephone: €.
vC 1"l/K
State Lic. #
City Lie. #: (7
Arch., Engr., Designer:
Address:
City, ST, Zip:
Telephone:
NUNN= .
Construction TY e• Occupancy:
P Y:
State to Lic.
Preject type circle one • New Add'n Alter Repair. Demo
Name of Contact Person: y yJ
Sq. Ft.:
# Stories:
# Units:
Telephone # of Contact Person: &
Estimated Value of Project: !250 D , u c)
APPLICANT: DO NOT WRITE BELOW THIS LINE
tl
Submittal
Req'd
Rcc'd
TRACKING
PERMIT FEES
Plan Sets
Plan Check submitted
Item
Amount
Structural Cafes.
Reviewed, ready for corrections
Plan Check Deposit
Truss Cates.
Called Contact Person
Plan Check Balance.
Title 24 Cates.
Plans picked up
Construction
Flood plain plan
Plans resubmitted
Mechanical
Grading plan
2°" Review, ready for corrections/issue
Electrical
Subcontactor List
Called ContactPcrson
Plumbing
Grant Dced
Plans picked up
S.M.I.
H.O.A. Approval
Plans resubmitted
Grading
IN HOUSE:-
Review, ready for corrections/issue
Developer Impact Fee
Planning Approval
Called Contact Person
A.I.P.P.
Pub. Wks- Appr
Date of permit issue
School Fees,
Total Permit Fees
UL, I Y, % LUIU
CITY OF LA QUINTA
COMMUNITY DEVELOPMENT
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Rear
Ca L-ic# 928413
760.861.8953
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CITY 0 1- LA C;J.
BUILDING & SAFETY DEPT
APPROVED
FOR CONSTRUCTION
1416"
13
Weathervoclod
shade s&ucfurL---� 1
-
Hewin Residence:
61462 Sapphire,Ln
Front
Af
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10'
RECENED
OCT 2 4 2016
CITY OF LjNL QUINTA
COMMUNITY DEVELOPMENT
4
o D o
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PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC.
1 GENERAL NOTES: DESIGN REQUIREMENTS: WIND SPEED CONVERSION TABLE:
GOVERNING CODES:
TI
RESIDENTIAL APPLICATIONS - CRC AND IRC APPENDIX H. CBC AND IBC CHAPTER 16, CBC &
1. THE DESIGN OF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLY WITH THE
IBC APPENDIX CHAPTER I.
2012/2015 INTERNATIONAL BUILDING AND RESIDENTIAL CODES, 2013 CALIFORNIA BUILDING AND
ROOF LIVE AND SNOW LOADS: 10, 20,25.30.40 & 50 psf. (SNOW LOADS AT GROUND
RESIDENTIAL CODES, ASCE/SEI 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES
LEVEL 25, 30,40 & 50 psf)
AND THE 2015 ALUMINUM DESIGN MANUAL - ADM. COLUMNS BEARING ON CONCRETE SLAB IS IN
COMMERCIAL APPLICATIONS - CBC AND IBC CHAPTER 16.
ACCORDANCE WITH 2012/2015 IRC AND 2013 CRC SECTION AHI05.2 FOR 10 psf RESIDENTIAL CONSTRUCTION
ROOF LIVE AND SNOW LOADS: 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND LEVEL
AND ACI 318-14 FOR 20.25 AND 30 psf RESIDENTIAL AND COMMERCIAL CONSTRUCTION.
. 25, 30, 40 & 50 psf)
DRAWING NOTES:
2 ALL ITEMS PERTAINING TO EACH INST L
ADDITIONAL DESIGN REQUIREMENTS:
CBC / IBC
WIND SPEED
EQUIVALENT CRC / IRC
WIND SPEED
110 MPH
85 MPH
120 MPH
93 MPH
130 MPH
.101 MPH
2 ETC.) SHALL BE CIRCLED AND CLEARLY IDENTIFIED. OF ROOF PANEL, HEADER SPAN, COLUMN SIZE,
3. EACH INSTALLATION SHALL BEAR IDENTIFYING TAG INDICATING THE NAME AND ADDRESS OF THE 1. TABULATED SPANS FOR SNOW LOADS HAVE BEEN ADJUSTED FOR ROOF APPLICATIONS. SEE CONVERSION METHOD, THIS PAGE,
2. BASIC WIND SPEEDS: 110, 120,13D MPH, EXPOSURES B AND C. FOR APPLICATION AND USE.
MANUFACTURER DESIGN LOADS AND ENCLOSABILITY. 3. OCCUPANCY CLASSIFICATION AND RISK CATEGORY: II, 11.
4. THE DRAWINGS AND SPECIFICATIONS SHOWN REPRESENT THE FINISHED STRUCTURE, UNLESS OTHERWISE 4. SEISMIC BASE SHEAR: 17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER.
NOTED, AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE 5. SEISMIC DESIGN PARAMETERS: SITE DESIGN PARAMETERS:
AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, SITE CLASS: D
o TECHNIQUES, SEQUENCES AND PROCEDURES. SEISMIC DESIGN CATEGORY: D SITE ADDRESS:
5. THE APPROVED SET OF DRAWINGS AND SPECIFICATIONS SHALL BE KEPTAT THE JOB SITE AND SHALL BE MAPPED SPECTRAL RESPONSE COEFFICIENTS: S.= 1.50, S, = 0.6, S„= 1.0, Sq= 0.50
AVAILABLE TO THE AUTHORIZED REPRESENTATIVES OF THE BUILDING AND SAFETY DEPARTMENT. THERE RESPONSE MODIFICATION FACTOR, R:1.25
SHALL BE NO DEVIATION FROM THE APPROVED PLANS AND SPECIFICATIONS WITHOUT AN APPROVED 6. DESIGN ASSUMPTIONS:
CHANGE ORDER. A BUILDING HEIGHT OF MAIN STRUCTURE (MEAN ROOF HEIGHT): 20'
6. FREESTANDING COVERS SHALL NOT BE ENCLOSED WITH ANY TYPE OF SOLID OR MESH MATERIAL. B. LEAST BUILDING WIDTH OF MAIN STRUCURE: 30'
3 7. ALL NEW CONCRETE FOOTINGS SHALL BEAR ON FIRM, NATURAL, UNDISTURBED SOIL OR CERTIFIED FILL. C. MINIMUM COVER SIZE ATTACHED TO MAIN STRUCTURE OR FREESTANDING: 10'X 10'
B. ATTACHED COVERS MAY BE SECURED TO AN EXISTING CONCRETE SLAB PROVIDED THE SLAB IS AT LEAST 3
1/2 INCHES THICK AND IS LOCATED IN AREAS WITH A FROST DEPTH EQUAL TO ZERO.
9. A MAXIMUM COLUMN LOAD OF 750 POUNDS IS PERMITTED FOR ATTACHED COVER COLUMNS BEARING ON
EXISTING OR NEW CONRETE SLABS.
10.20 POUNDS PER SQUARE FOOT L.L. AND GREATER MAY BE COMMERCIAL APPLICATIONS AND RESIDENTIAL
CARPORTS.
11. DESIGN LOADS COMBINATIONS ARE IN ACCORDANCE WITH IBC AND CBC SECTION 1605.3.1.
DESIGN CONSIDERATIONS:
11. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS: 1/4 INCH PER FOOT.
12. MINIMUM COVER PROJECTION IS 10'.
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
ACCORDANCE WITH ASCE/SEI 7.
o 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 DF 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 FOT.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.
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 THEE
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:
ROOF / SNOW LOAD:
STRUCTURAL
ENGINEERING FIRM
%NoSTRUCTURAL ENGINEERING
26030 ACERO SURE 2DD PHONE (949) 3D5.1150
T-0..................TITLE SHEET, DESIGN LOADS, GENERAL NOTES MISSION VIEJO, CA 92691 Fax (949)305.1420
SH -1 ............. SOLID PANEL STRUCTURES STRUCTURAL ENGINEER
SH -2 ............OPEN LATTICE STRUCTURES OF RECORD: sCC
SH-3.............PANEL SPANS TRI -V, W -PANEL & FLAT PAN POINT OF CONTACT:
VEI
SH -4 ............MINIMUM FASTENERS YYY 111
SH - 5-6 .........RAFTER SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS
SH -7 ............HEADER BEAM TYPES, COLUMN / POST TYPES 0 C T 2.4 2016
SH -8 ............EXISTING EAVE CONNECTION DETAILS
SH -9 ............HANGER CHANNELS AND MOUNTING BRACKETS CITY OF LA QUINTA
SH -10 ..........COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS' COMMUNITY DEVELOPIV
SH -11 ..........LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS
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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PROVED
CONSTRUCTION
ABY
REVISIONS
nN1LC DATE DESCRPRON
4 STEL JOB & 16-1071
DATE 06-23-16
DRAWN BY AT
CHECKED GM
SOLID PANEL
STRUCTURES
-SH-.-O
0 OF 50 SHEETS
1
mm
-r4- RO
D o E o F o G °
SOLID PANEL STRUCTURES
- SEE TABLES
III IV`C Sp,�3 1/2" SLAB ATTACHMENT' JIIMAY BE USED NOTE:NOSPLICEATEX IORPOSTSWHERE PERMITTED.SEE TABLES
NOTE: EACH COMPONENT IS INTER -
FOOTING WHERE REQ7T���
CHANGEABLE WITH ANY OTHER
SEE TABLES COMPONTENT UNLESS OTHERWISE SHOWN.
TYPE "A" ATTACHED SINGLE SPAN W/ CANTILEVER OPTION
5 ROOF PANEL SEE TABLES
SHEET 4 FOR ROOF PANEL I
ATTACHMENT TO
SUPPORTING BEAM. ,
^O:H .. SPAS
"O.H." NOT TO EXCEED 25%
OF ROOF PANEL
ALLOWABLE SPAN
e SEE DETAIL 11, SHEET 12
FOR MANDATORY SPLICE. BoM Sp
SE
NO BEAM SPLICE AT pOSTSp /j
EXTERIOR POSTS. E tqg ES/NG
° POSTS, SIZE VARIES
F 3 1/2" SLAB
a MAYBE USED
TO CONSTRAIN
FOOTING, SEE
TABLES
om
ROOF
OVERHANG,
OR WOOD, OR
CONCRETE
WALL SEE
SHEET 8
FOOTINGS-/ I WI
SEE TABLES NOTE: EACH COMPONENT IS INTER-
CHANGEABLE WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN.
TYPE "C" FREESTANDING W/ CANTILEVER OPTION
ATTACHMENT
SEE DETAIL A, B & C.
ROOF PANEL SEE TABLES SHEET 8 ,yNENGTH OF
SHEET 4 FOR ROOF O SHgL STRUCT
PANELSUPPORTING WALL MIN. 0.25" SLOPE PER FT. THE pR p pC QFSS �vAR/E
HANGER & BEAM. T/ON HqN
0.
"O.H." NOT TO EXCEED 25%
OF ROOF PANEL
ALLOWABLE SPAN
SEE DETAIL 11, SHEET 12�
FORANDAATO SPLICE E. pS�Sp N� BEAM - SEE TABLES
EXTERIOR POSTS.NO SEE TAB FS"G FOR POST SPACING
POSTS, SIZE VARIES EX FE r ro
SEE SHT. 11 FOR MINIMUM OF& 02Si
NUMBER OF REQUIRED COLUMNS ALL -AAc4 -
3 1/2" SLAB ATTACHMENT- 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
SHEET 4 FOR ROOF PANEL
ATTACHMENT TO
SUPPORTING BEAM.—
"O.H." NOT TO EXCEED 25% -
OF ROOF PANEL
ALLOWABLE SPAN
SEE DETAIL 11, SHEET 12 -
FOR MANDATORY SPLICE.
NO BEAM SPLICE AT
EXTERIOR POSTS.
POSTS, SIZE VARIES
3 1/2" SLAB
MAY BE USED
TO CONSTRAIN
FOOTING, SEE
TABLES
MIN. 0.25" SLOPE
PER FT
ROOF
OVERHANG,
OR WOOD, OR
CONCRETE
WALL SEE
SHEET 8
FOOTINGS ✓ tl::-�
SEE TABLES NOTE: EACH COMPONENT IS INTER-
CHANGEABLE WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN.
TYPE "D" FREESTANDING MULTISPAN W/ CANTILEVER OPTION
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MARK DATE DESCRIMON
4 STEL JOB t 161071
DATE 0623.16
DRAWN BY AT
CHECKED GM
SOLID PANEL
STRUCTURES
SH - 1
1 OF 50 SHEETS
ATTACHMENT
ROOF PANEL SEE TABLES SEE DETAIL A, B & C,
SHEET 4 FOR ROOF SHEET 8 -
° PANEL ATTACHMENT TO
SUPPORTING WALL
HANGER & BEAM.
O. SPANr
3
2 "O.H." NOT TO EXCEED 25%
OF ROOF PANEL
ALLOWABLE SPAN
SEE DETAIL 11, SHEET 12----/*
BEAA4S
FOR MANDATORY SPLICE.
pOSTSpgC//
NO BEAM SPLICE AT
SEE
EXTERIOR POSTS. TABLES
POSTS, SIZE VARIES
SEE SHT. 11 FOR MINIMUM
3
NUMBER OF REQUIRED COLUMNS
mm
-r4- RO
D o E o F o G °
SOLID PANEL STRUCTURES
- SEE TABLES
III IV`C Sp,�3 1/2" SLAB ATTACHMENT' JIIMAY BE USED NOTE:NOSPLICEATEX IORPOSTSWHERE PERMITTED.SEE TABLES
NOTE: EACH COMPONENT IS INTER -
FOOTING WHERE REQ7T���
CHANGEABLE WITH ANY OTHER
SEE TABLES COMPONTENT UNLESS OTHERWISE SHOWN.
TYPE "A" ATTACHED SINGLE SPAN W/ CANTILEVER OPTION
5 ROOF PANEL SEE TABLES
SHEET 4 FOR ROOF PANEL I
ATTACHMENT TO
SUPPORTING BEAM. ,
^O:H .. SPAS
"O.H." NOT TO EXCEED 25%
OF ROOF PANEL
ALLOWABLE SPAN
e SEE DETAIL 11, SHEET 12
FOR MANDATORY SPLICE. BoM Sp
SE
NO BEAM SPLICE AT pOSTSp /j
EXTERIOR POSTS. E tqg ES/NG
° POSTS, SIZE VARIES
F 3 1/2" SLAB
a MAYBE USED
TO CONSTRAIN
FOOTING, SEE
TABLES
om
ROOF
OVERHANG,
OR WOOD, OR
CONCRETE
WALL SEE
SHEET 8
FOOTINGS-/ I WI
SEE TABLES NOTE: EACH COMPONENT IS INTER-
CHANGEABLE WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN.
TYPE "C" FREESTANDING W/ CANTILEVER OPTION
ATTACHMENT
SEE DETAIL A, B & C.
ROOF PANEL SEE TABLES SHEET 8 ,yNENGTH OF
SHEET 4 FOR ROOF O SHgL STRUCT
PANELSUPPORTING WALL MIN. 0.25" SLOPE PER FT. THE pR p pC QFSS �vAR/E
HANGER & BEAM. T/ON HqN
0.
"O.H." NOT TO EXCEED 25%
OF ROOF PANEL
ALLOWABLE SPAN
SEE DETAIL 11, SHEET 12�
FORANDAATO SPLICE E. pS�Sp N� BEAM - SEE TABLES
EXTERIOR POSTS.NO SEE TAB FS"G FOR POST SPACING
POSTS, SIZE VARIES EX FE r ro
SEE SHT. 11 FOR MINIMUM OF& 02Si
NUMBER OF REQUIRED COLUMNS ALL -AAc4 -
3 1/2" SLAB ATTACHMENT- 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
SHEET 4 FOR ROOF PANEL
ATTACHMENT TO
SUPPORTING BEAM.—
"O.H." NOT TO EXCEED 25% -
OF ROOF PANEL
ALLOWABLE SPAN
SEE DETAIL 11, SHEET 12 -
FOR MANDATORY SPLICE.
NO BEAM SPLICE AT
EXTERIOR POSTS.
POSTS, SIZE VARIES
3 1/2" SLAB
MAY BE USED
TO CONSTRAIN
FOOTING, SEE
TABLES
MIN. 0.25" SLOPE
PER FT
ROOF
OVERHANG,
OR WOOD, OR
CONCRETE
WALL SEE
SHEET 8
FOOTINGS ✓ tl::-�
SEE TABLES NOTE: EACH COMPONENT IS INTER-
CHANGEABLE WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN.
TYPE "D" FREESTANDING MULTISPAN W/ CANTILEVER OPTION
CV
O cor
cf)
W rn c'7
. O
6 O Q
W u—
W > —
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Q�OFESSIp/��
S5885
to
OF CA0F�� ^'
06-23-16
DURALUM
IAPMO 0195
AHJ APPROVAL
REVISIONS
MARK DATE DESCRIMON
4 STEL JOB t 161071
DATE 0623.16
DRAWN BY AT
CHECKED GM
SOLID PANEL
STRUCTURES
SH - 1
1 OF 50 SHEETS
A' - B ° C o D .o E F :.y. o-- G ° - H
- _ OPEN-aTTICE STRUCTURES -
y
" RAFTER, SEE TABLE
FOR SIZE
ANDSPACING
'MAX O.H.
25% OF O.H. -
RAFTER
ALLOWABLE
2S.{ SPAN
gOjNG
• ' iV W
�P Rdop.
LENGTH OF STRUCTURE VARIES G
MANDATORY BEAM SPICE - SEE
DETAIL 11, SHEET 12 POST CR SS -SECTION,
NO BEAM SPLICE AT OSr SEE POST DETAIL,
EXTERIOR POSTS �FJge q0/N
312" SLAB
MAY BE USED
NOTE: EACH COMPONENT IS INTER- "psr Foo IT NG, SEEN
CHANGEABLE WITH ANY OTHER SFFJ SpgC/ TABLES
COMPONTENT UNLESS OTHERWISE SHOWN. �CFSNc
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE, FOOTING SEE TABLES
MAY NoOT BE COVERED. ,
TYPE','H"FREESTANDING MULTISPAN,LATTICE STRUCTURE
RAFTER, SEE TABLES
rte^
s
WALL LEDGER OR
WALL ER OR
LOG
a
' RAFTER, SEE TABLE
'
ROOF OVERHANG,
„
=
F OVERHANG,
OE
MAX O.H. OH
5%
' _ ... • _25%OF RAFTER
• AND SPACING
\ SEE DETAIL A,B B.C,
\ SHEET 8.
_
.
ALLOWABLE
2Sq
t � '
.',fin, •
ALLOWABLE
A O SPAN-
PAN
z O� SPAN
i
-
_RAFTER, SEE TABLES
•DSrSpFp,
+.
MAX. O. H.
• "25% OF RAFTER
A
-
M ALLOWABLE
6
•
,R MANDATORY BEAM SPICE -SEE _
i
�OG10
• DETAIL 11, SHEET 12
NO BEAM SPLICE
�G� G-
• '
I4
AT
-
-
�p
?4
3
Oil
i - EXTERIOR POSTS .
_
�.5
LENGTH OF STRUCTURE VARIES
0�
; •_
S
}
RM,,, -
�G
•
t LENGTH OF STRUCTURE VARIES
:y -
_
'
MANDATORY BEAM SPICE - SEE
_" •-
- �..•
i3
_ _ +• •. •.
S _
_ ;
,. DETAIL 11, SHEET 12
POST WITH SIDE PLATS
,
r
j
nOy "yyp
r� NO BEAM SPLICE AT
NO BEAM SPLICE ATS'
SEE SHT. 11 FOR MINIM
M
'
s ,
SEE POST DETAI . .
NUMBER OF REQUI
COLUMNS'
SFS
c +
+ O�
-
_
G
-:
-_
NOTE: EACH COMPONENT IS INTER-
a0
MAY BE USED
TO CONSTRAIN
t
CHANGEABLE WITH ANY OTHER
sFF rs,
FOOTING, SEE
312" SLAB ATTACHMENT
Is"
NOTE: EACH COMPONENT IS INTER-
TABLES
` FFTpgCq�i (,
MAY BE USED WHERE
PER°
SEE TABLES'' fir•
a
aoSTq^/SA
CHANGEABLE WITH ANY OTHER
;�
ge�FSc
'
z
COMPONTENT UNLESS OTHERWISE SHOWN.
p
FOOTING WHERE REQUIRED;
_ NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
;
8
SEE TABLES ,
SINGLE SPAN LATTICE STRUCTURE
MAY NOT BE COVERED. +{
+• _
FOOTING WHERE REQUIRED,
•
- � � ..
�{ �
SEE TABLES _ a 1'
.. - "-'r ..
. ,.
TV= nC:i} OTTAr ur-:f1'l1Al
II TICDAKI
I ATTIrr= cTPI IrTI IRF
TYPE "E" ATTACHED
SINGLE SPAN LATTICE STRUCTURE .'t
y
" RAFTER, SEE TABLE
FOR SIZE
ANDSPACING
'MAX O.H.
25% OF O.H. -
RAFTER
ALLOWABLE
2S.{ SPAN
gOjNG
• ' iV W
�P Rdop.
LENGTH OF STRUCTURE VARIES G
MANDATORY BEAM SPICE - SEE
DETAIL 11, SHEET 12 POST CR SS -SECTION,
NO BEAM SPLICE AT OSr SEE POST DETAIL,
EXTERIOR POSTS �FJge q0/N
312" SLAB
MAY BE USED
NOTE: EACH COMPONENT IS INTER- "psr Foo IT NG, SEEN
CHANGEABLE WITH ANY OTHER SFFJ SpgC/ TABLES
COMPONTENT UNLESS OTHERWISE SHOWN. �CFSNc
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE, FOOTING SEE TABLES
MAY NoOT BE COVERED. ,
TYPE','H"FREESTANDING MULTISPAN,LATTICE STRUCTURE
rte^
}
WALL LEDGER OR
' RAFTER, SEE TABLE
'
FOR SIZE
F OVERHANG,
OE
• AND SPACING
SEG
SHEET B.
.
MAX O.H.
' 2S 25%OF RAFTER O.H.
t � '
.',fin, •
ALLOWABLE
A O SPAN-
PAN
i
-
_RAFTER, SEE TABLES
•DSrSpFp,
+.
MAX. O. H.
• "25% OF RAFTER
-
M ALLOWABLE
6
�OG10
I4
-
3
Oil
N
_
°
LENGTH OF STRUCTURE VARIES
S
G
'
MANDATORY BEAM SPICE - SEE
-
' DETAIL 11,'SHEET 12;� '=�• ^ •
,. DETAIL 11, SHEET 12
•(���'60G'
r� NO BEAM SPLICE AT
NO BEAM SPLICE ATS'
OST CROSS-SECTI
'
. EXTERIOR POSTS 'OOS
SEE POST DETAI . .
*. EXTERIOR POSTS
SFS
+ O�
-
_
G
-:
312"SLAB
NOTE: EACH COMPONENT IS INTER-
a0
MAY BE USED
TO CONSTRAIN
CHANGEABLE WITH ANY OTHER
sFF rs,
FOOTING, SEE
COMPONTENT UNLESS OTHERWISE SHOWN.
Is"
TABLES
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
a
aoSTq^/SA
COLUMNS
312" SLAB ATTACHMEnT
;�
CHANGEABLE WITH ANY OTHER
MAY NOT BE COVERED.
MAY BE USED WHERE
COMPONTENT UNLESS OTHERWISE SHOWN. "
4e�Fsc (�
FOOTING SEE TABLES "
8
TYPE "G" FREESTANDING
SINGLE SPAN LATTICE STRUCTURE
y
" RAFTER, SEE TABLE
FOR SIZE
ANDSPACING
'MAX O.H.
25% OF O.H. -
RAFTER
ALLOWABLE
2S.{ SPAN
gOjNG
• ' iV W
�P Rdop.
LENGTH OF STRUCTURE VARIES G
MANDATORY BEAM SPICE - SEE
DETAIL 11, SHEET 12 POST CR SS -SECTION,
NO BEAM SPLICE AT OSr SEE POST DETAIL,
EXTERIOR POSTS �FJge q0/N
312" SLAB
MAY BE USED
NOTE: EACH COMPONENT IS INTER- "psr Foo IT NG, SEEN
CHANGEABLE WITH ANY OTHER SFFJ SpgC/ TABLES
COMPONTENT UNLESS OTHERWISE SHOWN. �CFSNc
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE, FOOTING SEE TABLES
MAY NoOT BE COVERED. ,
TYPE','H"FREESTANDING MULTISPAN,LATTICE STRUCTURE
rte^
}
WALL LEDGER OR
F OVERHANG,
OE
SEG
SHEET B.
`�
.
.',fin, •
i
_
_RAFTER, SEE TABLES
MAX. O. H.
• "25% OF RAFTER
-
M ALLOWABLE
3: r *3•'
IDATORY BEAM SPICE - SEE -
-
' DETAIL 11,'SHEET 12;� '=�• ^ •
•(���'60G'
• '
NO BEAM SPLICE ATS'
."•9.r
'-
*. EXTERIOR POSTS
(��
+ O�
-
_
. LENGTH OF STRUCTURE VARIES
-:
pa Fqy/
POST• WITH SIDE `. LATES
S Srs SDq�
FFr
SEE SHT, 11 FOR MINIMUM
'
t}i: q0/
NUMBER OF REQUIRED
I f•r s
NOTE: EACH COMPONENT IS INTER-
a
aoSTq^/SA
COLUMNS
312" SLAB ATTACHMEnT
;�
CHANGEABLE WITH ANY OTHER
sFFlpgCw,
MAY BE USED WHERE
COMPONTENT UNLESS OTHERWISE SHOWN. "
4e�Fsc (�
• NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
SEE TABLES
a Es°
- - -_
-
• M.AY NOT BE COVERED. -
W
+• _
FOOTING WHERE REQUIRED,
•
- � � ..
�{ �
SEE TABLES _ a 1'
.. - "-'r ..
. ,.
TV= nC:i} OTTAr ur-:f1'l1Al
II TICDAKI
I ATTIrr= cTPI IrTI IRF
y
" RAFTER, SEE TABLE
FOR SIZE
ANDSPACING
'MAX O.H.
25% OF O.H. -
RAFTER
ALLOWABLE
2S.{ SPAN
gOjNG
• ' iV W
�P Rdop.
LENGTH OF STRUCTURE VARIES G
MANDATORY BEAM SPICE - SEE
DETAIL 11, SHEET 12 POST CR SS -SECTION,
NO BEAM SPLICE AT OSr SEE POST DETAIL,
EXTERIOR POSTS �FJge q0/N
312" SLAB
MAY BE USED
NOTE: EACH COMPONENT IS INTER- "psr Foo IT NG, SEEN
CHANGEABLE WITH ANY OTHER SFFJ SpgC/ TABLES
COMPONTENT UNLESS OTHERWISE SHOWN. �CFSNc
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE, FOOTING SEE TABLES
MAY NoOT BE COVERED. ,
TYPE','H"FREESTANDING MULTISPAN,LATTICE STRUCTURE
8 o C o D o E o F o G o M x II
SOLID PANELS SPANS FOR COMMERCIAL & PATIOS 110/120/130 MPH EXP. B & C
1
24" TRI -"V" PAN 12"x 3 1/2"W PANEL 6'/ 8" x 2Yz° FLAT PAN
282' .50, ---iii .09R U.S,
ao R=.117',--/' 77 67
.25' .35' .40' .77' .1 5' 180'
67' ao .7s' as• (ALL UNMARKED RADII .06R)
T= (SEE TABLE 43'
BELOW) 3. 0' T- (SEE TABLE .70' •n'
1. 0' ,25' .65' !.1 s' BELOW) ,282" a .39• T= (SEE TABLE BELOW a 7�
,40' 4s•
.35' ,75' 45' TYP.
1 -11,11,111,11111,
2 •403.00' 4.50' 4.50'---x`4.50' 40,4,50'0, 3.00'40, .433' .0' 1.3' 1.3' .0' .433' - L92' 7 F--zS, 75' 1.92'
z4,00• 12,0• .00•iaoo•
ALUM. ALLOY 3004-H36 OR EQUAL ALUM. ALLOY 3004-H36 OR EQUAL ALUM. ALLOY 3004-H36 OR EQUAL
o�
o�
Fly
a �
7
B
TABLE 1 - MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS
ROOF PANEL TYPE
10
ROOF UVEISNOW LOAD, psf
20 25 30 40 50
24" TRI -"V" PAN
- 0.88 0.83 0.75 0.80
24Sc734"x0.018" 0.85
0.80 0.65
LUSL
PANEL -I"
110 MPH SPAN
120 MPH SPAN
130 MPH SPAN
EXP.B
EXP.0
EXP.B
EXP.0
EXP.B
EXP.0
13,_9"
(IN.)
.020(l)
120 PH SPAN
10-3"
10-3"
10-3'
10'_3"
10'_3"
10'_3"
12-6"
10'
018
11'-1"
11'-2" 10'-7"
10'-7"
9'-11"
020
15'3"
15'-3"
9 0-
8' 6°
8'-7"
8'-1"
8'-2°
T-5°
13'-7"
11' 4"
13'-7"
11'-6"
12 3°
12-3"
12'-3"
12'-3"
12'-3'
12' 3"
10
.024
12'-8°12'-D"
5'-10"
10
11'-1°
10
15 7" 15 7" 15 7° 15 7' 15 7° 15 7"
74'-1" 13'-1° 13'-4" 12'-4" 12'-6" 12'-0"
1T-7°
1T-7."
10'-4"
9'-9°
9'-9"
9'-2"
9'-3"
8'_7°
17'-7"
15'-7"
17'-7"
14'-10"
14 -3"
14 -3"
14'-3"
14'_3"
14'_3°
14'-3"
15-6"
032
14'-9"
14'-0"
14'-1"
13'-3"
19'_7"
19'_7"
19,_7"
12'-8"
12'-1"
12'_1°
11 _2"
11'_3"
.040
020
12'-1"
10'-1D"
B',4"
8'4"
8'-4"
8'-4"
8'-0°
8'-4"
1 T-7"
.D18
16'-9"
15'-9"
16'-D"
15'-0"
.024
13-3°
12-2"
11'_3°
11'_3"
7'-9°
7'-5'
7'-5°
7'-2"
7'-2"
6'-10"
13'-0" 13'-0" 13'-0" 13'-0" 13'-0" 13'-0°
10" 11'•4" 11'-6" 11'-D` 11'-0"
.032
10-1°
10-1"
10'_1"
10'_1"
10'_1•
10'_1"
20
.024
9' 6"
9'-0"
9'-1°
8'-B"
14'-6"
11'-10"
040
12'_6"
12'_6°
8'-8"
8'-0"
8'-5"
8'-1"
8'-1"
7'-9"
.020
12'-1°
12'-1°
12'-1"
12'-1°
12'-1"
12'-1"
11'-2"
.032
10'-9"
10'-3"
10'-4"
9'-10"
20
10'-4"
TA"
14'-8°
1a.$"
10'-9°
10'-3"
10'-4°
9'-8"
9'-9°
9'-9"
111-1"
12'-0"
11'-1"
11'-6°
T_3"
7'-3°
7'-3"
7'-3"
7'3"
7'-3"
.032
.018
12'9'
12'-9"
10'-9"
11'-0'
10'-10"
11=7°
.032
16'-3°
16'-3"
16'-3"
16'-3"
16'-3"
16'-3"
.D40
12 3"
13'-3"
8.9.
8-9°
6'-9"
8'-9°
8'-9°
B'-9"
25
.024
14'_7"
14'_7"
13'_8"
14'_1°
13.2"
11'_•
8 8"
8'-0"
W-5"
8'-1"
8'-1"
7'-9"
.020 (1)
020
9 B"
9 8"
9--8-
9 8"
9 8"
9 -6"
.032
9'-3"
9'-9"
9'-9"
9'-9"
9'-9"
10'-0"
12'-0"
10'_6"
10'_2"
10,_2°
9'-7"
9' 8"
9'-2"
.024
.024
6'-7"
6' 7"
6'-7"
6'-7"
6'-7"
6'-7°
30
.018
10'-7"
10'-8"
10'-2"
10'-3"
9'-9"
25
032
13'-2°
7'-3"
7'-0"
7'-0"
6'-9"
V-10"
V-7°
11'-4"
13'-2'
.032
11'-0"
13'-0°
8'-3'
8'-3'
8'-3°
B'-3°
8'-3"
30
.024
13'-1"
12'-7"
12'-8"
12'-2"
12'-3"
11' 6"
12 3"
14-9"
14'-2°
8'-3"
8'-0"
8'-0"
7'-9"
7'-9"
.D40
9. 1.
9._1"
9._1"
g. 1.1
9._1"
9.1"
.032
15'-0"
14' 4°
14'-2"
13'-7"
13'-6"
13'-0"
9.0.
10'-6"
9'-6"
10'-6"
10'-6"
10'-6"
TABLE 1 - MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS
ROOF PANEL TYPE
10
ROOF UVEISNOW LOAD, psf
20 25 30 40 50
12'X3Yi X0.020" -
- 0.88 0.83 0.75 0.80
24Sc734"x0.018" 0.85
0.80 0.65
0.90
�O..6524"x2Ya"x0.024"
0.88 0.70 065
24"x2 2"x0.032" 0.90
0.88 -
(1) MULTI -SPAN REDUCTION FACTORS ARE ONLY
APPLICABLE TO THOSE ROOF PANEL TYPES SHOWN
IN TABLE 1 ABOVE
NOTE:PANELFASTENERS
ARE SHOWN IN TABLES 1,2 AND 3, SHEET 4
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
2 0
O Nt
CNI co LQ
Lu rn M
�- Q m
U
i O
W_W
CD
Q Z L0
co O O O
O
,,�oFESS i
S 5885
OF .CA%-�F�e- ..
06-23-16
DURALUM
IAPM0 0195
AHJAPPROVAL
REVISIONS
MARK DATE DESCRIl'M
4 STEL JOB R 161071
DATE 0623-15
DRAWN BY AT
CHECKED GM
PANEL SPANS TRI -V,
W -PANEL & FLAT PAN
SH -3
3 OF 50 SHccTS
L
12" x 3 1/2" W PANEL
8" x 2 Y2" FLAT PAN
LUSL
PANEL"T"
(IN.)
110M SPAN
1 120 MPH SPAN
130 MPH SPAN
EXP.B I EXP.0 EXP.B EXP.0 EXP.B EXP.0
13'_8"
13'_9•
13'_9"
13'_9°
13•_9"
13,_9"
P )L�
.020(l)
120 PH SPAN
130 SPAN
EXP.BPH
EXP.0 EXP.B EXP.0 EXP.B EXP.0
EXP.B FEXP.0 EXP.BEXP.0 EXP.BPHEXP.0
020
12-6"
10'
112-0"
11'-1"
11'-2" 10'-7"
10'-7"
9'-11"
020
15'3"
15'-3"
15'-3"
15'-3"
15'-3"
15'-3"
.024
.024
13'-7"
11' 4"
13'-7"
11'-6"
13'-7'
10'-9"
13'-7"
10-10
13'-7"
10'-1"
024
15'-10"
5-10
13'-2"
12'-7"
12'-8°12'-D"
5'-10"
10
11'-1°
10
15 7" 15 7" 15 7° 15 7' 15 7° 15 7"
74'-1" 13'-1° 13'-4" 12'-4" 12'-6" 12'-0"
1T-7°
1T-7."
17'_7•
17'_7"
17'_7"
17'_7°
18'-0"
14'-3°
.032
17'-7"
15'-7"
17'-7"
14'-10"
17'-7"
14'-10"
17'-7'
14'-1"
17'-7"
14'-2"
17'-7"
13'-4"
040
19'4°
17' 6"
15-6"
14'-9"
14'-9"
14'-0"
14'-1"
13'-3"
19'_7"
19'_7"
19,_7"
19,_7"
19,_7°
19'_7"
10-2°
8'-6"
10'-2"
7'-11"
.040
020
12'-1"
10'-1D"
12-1"
10'-4°
12-1"
10'-3"
12-1"
9'-9"
12 1°
9'-,0"
18 4"
9'-5'
.024
1 T-7"
16'-8"
16'-9"
15'-9"
16'-D"
15'-0"
.024
13-3°
12-2"
11'_3°
11'_3"
11'_3•
11'_3°
11'_3"
11,_3"
20
020(1)
13'-0" 13'-0" 13'-0" 13'-0" 13'-0" 13'-0°
10" 11'•4" 11'-6" 11'-D` 11'-0"
.032
15'-6"
14'-'L'
15'-6°
13'-9`
15-6
1's'-7'
15'-6"
1's'-0"
15'-6"
15-1°
15'-6"
12'-B°
101"
9'-6"
9' 6"
9'-0"
9'-1°
8'-B"
14'-6"
11'-10"
040
12'_6"
12'_6°
12'_6"
12'_6"
12'-6"
12'_6"
.024
.020
9 9"
6'-,1"
9 9"
8' 8'
9.9.
8' 8"
9 9"
8'-3"
9 9"
8'-3"
9 9°
7'-10"
11'-2"
10'-9"
10'-9"
10'-3"
10'-4"
9'-10"
20
10'-4"
TA"
14'-8°
1a.$"
1d.3��
1d�14'-B-�d.$��.03213'-3"
10'-4"
9'-2"
10'-4"
9'-3°
10'4"
8'-10"
.024
111-1"
12'-0"
11'-1"
11'-6°
11'-1"
11'-7"
11'-1"
10'-10
11'-1"
11'-0"
11'-1"
10'-6"
25
25
.032
11'-4"
12'9'
12'-9"
10'-9"
11'-0'
10'-10"
11=7°
.032
16'-3°
16'-3"
16'-3"
16'-3"
16'-3"
16'-3"
.D40
12 3"
13'-3"
12'-3"
12'-9"
12'-3"
12'-9"
12'-3"
12'-3°
12'x"
12'-3°
11'-9'
040
13 1"
15'4"
15-1"
14'_7"
14'_7"
13'_8"
14'_1°
13.2"
11'_•
11,_1,
11'_1°
11'_1"
11'-1"
11,_1•
9 3"
7'-6'
.020 (1)
020
9_g"
9'-11°
9_9.
9'-7"
9_9"
9'-7"
919.
9'-2"
919.
VA"
19.
8'-11"
9'1 -10"
9'-3"
9'-9"
9'-9"
9'-9"
9'-9"
10'-0"
12'-0"
12'-0"
12'-0"
12'-0"
12'-0"
12'-0"
.024
.024
9-6"
9-1°
9-2"
B-10"
8 11
Bim°
30
1,'-0"
10'-7"
10'-8"
10'-2"
10'-3"
9'-9"
25
032
13'-2°
13'_2•
13,_2°
13,_2•
13'_2"
13'_2°
032
11'-4"
13'-2'
.032
11'-0"
13'-0°
1V-4"
12'-6"
11'-4°
12'-7"
11'4"
11'-10°
040
11 7°
13'-1"
12'-7"
12'-8"
12'-2"
12'-3"
11' 6"
12 3"
14-9"
14'-2°
14'-2"
14'-2"
14' 2"
14'_2"
14'_2"
.D40
8-4"
7'-B°
8-4"
7'-0°
64°
7'-6°
8 "
V-3°
8
T-2"
6-0°
6'-11"
.020
15'-0"
14' 4°
14'-2"
13'-7"
13'-6"
13'-0"
9.0.
10'-6"
10'-6"
10'-6"
10'-6"
10'-6"
10'-6°
9.-0"
.020(l)
g.-0"
9--0"
9-_6"
g'-0"
40
.024
9'-2"
8'-9"
8'_11"
8'-5"
W-11"
7-10"
40
11'-3'
11•_3"
11•_3"
11•_3°
11•_3"
11•_3•
9'-3-
.024
9'-9"
9-9"
9'-9°
12'-1"
12'-9"
10' 6"
,0'-1"
10'-2'
9'-7"
9'-9"
9'-2"
30
.032
12'-6°
12'_6"
12'_6'•
12'-6"
12•_6"
12'-6°
.032
10'-3"
10'-1"
10'-1"
9'-10"
9'-10"
9'-8'
10'-7"
12'-6"
12'-1"
11-10"
11'-6"
11'-6"
11'-1"
11'-2°
1 t'-2°
13'-4'
13'-0"
13'-4°
13'-4"
13'-4"
3' 4°
1314-
040
11_6"
11.2"
11.2•
10'-8"
10'-10"
1D'-6°
.040
14'-2"
i 4'-2"
13'-8"
13'-0"
13'-0"
13'-3"
12'-0"
020(1)
9'-l"
9-1"
9-1°
91"
9-1"
91"
020
W-3"
8'-1°
B'-1'
7'-10"
T-10°
7'-6"
10'-3"
10'-3"
10'-3"
10' 3°
10'-3"
10'-3"
6 9"
.024
8-9°
8'-9°
8'-9"
8'-9"
50
.024
7'-0°
T-3'
7'-3"
7'-0"
6'-1,"
40
.024
1 V-4"
1 V-4"
1 V-4-
11'4"
11'-4"
11'-4°
9'-1"
.032
9'-1"
9-1°
9'-1"9-6
9'8"
9' 8'
11'-3"
1,'-1'
11'-0°
10'-7"
10'-0"
1013°
96786
12•_2•
12'_2"
12•_2"
12•_2"
12•_2"
12,_2"
.040
10'-3"
10'-1"
10'-1°
999'-9"
9'-9°
9'-9"
12'-4
12'x"
12'-1"
12'-,"
11' 8"
.020(1)
8' -2"
8'-2'
8-2-
8'-2"
8'-2"
8'-2"
9'-g^
9'-7"
g'-2"
.040
9'-2"
9'-2"
9'-2"
9'-2"
9'_2^
9'_2^
.024
8'-0"
T-10"
7'-10"
7' 8"
T 8"
7'-6'
50
10'-7"
10,_7"
10•_7"
10,_7•
9'-7"
9'-7"
97"
93°1'-3°
.04010"10'_7"
11'-3"
11'-3"
11'-3"
W10-4-1.032
2 0
O Nt
CNI co LQ
Lu rn M
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U
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W_W
CD
Q Z L0
co O O O
O
,,�oFESS i
S 5885
OF .CA%-�F�e- ..
06-23-16
DURALUM
IAPM0 0195
AHJAPPROVAL
REVISIONS
MARK DATE DESCRIl'M
4 STEL JOB R 161071
DATE 0623-15
DRAWN BY AT
CHECKED GM
PANEL SPANS TRI -V,
W -PANEL & FLAT PAN
SH -3
3 OF 50 SHccTS
L
8" x 2 Y2" FLAT PAN
6" x 2 Yz FLAT PAN
LUSL
P(IN)L11T'
110 SPAN
120
HSPAN
130 MPH
LUSL
P )L�
1 ID MPH SPAN
120 PH SPAN
130 SPAN
EXP.BPH
EXP.0 EXP.B EXP.0 EXP.B EXP.0
EXP.B FEXP.0 EXP.BEXP.0 EXP.BPHEXP.0
020
12-6"
10'
12'6"
10'-1"
12'6"
10'-3"
12'-6"
9'-6'
12'6'
9'-7'
12'-0"
9'-0"
020
14 7°
12'-6"
14-7°
12'-D"
14-7"
12'-0"
14'_7"
14'_7"
10'-9°
.024
13'-7"
12'-1"
13'-7"
11' 4"
13'-7"
11'-6"
13'-7'
10'-9"
13'-7"
10-10
13'-7"
10'-1"
024
15'-10"
5-10
15'-1D"
Flo,
5'-10"
5'-10"
10
1012'-1'032
15 7" 15 7" 15 7° 15 7' 15 7° 15 7"
74'-1" 13'-1° 13'-4" 12'-4" 12'-6" 12'-0"
03218-0"
16'-2°
18-016'-0"18'-0"
15'-8"
15'-9"
15'-0"
15'-1°
18'-0"
14'-3°
oao
17'-7"
15'-7"
17'-7"
14'-10"
17'-7"
14'-10"
17'-7'
14'-1"
17'-7"
14'-2"
17'-7"
13'-4"
040
19'4°
17' 6"
19'-4"
16'-10"
19'-4°
1T-0"-6"
19'-4"
19'x"
19'-4"
16'-0'
.020
10 2"
9'-1°
10'-2"
8'-9°
10-2"
W_9"
10-2"
8'-4"
10-2°
8'-6"
10'-2"
7'-11"
020
12'-1"
10'-1D"
12-1"
10'-4°
12-1"
10'-3"
12-1"
9'-9"
12 1°
9'-,0"
18 4"
9'-5'
.024
11'-4"
10'-1"
11'x°
9'-8°
11'-4"
9'-9"
11'-4"
9'-3"
11'A°
9'-5"
11'-4"
8'-11"
.024
13-3°
12-2"
13-3°
11'-8"
13-3"
11'-8"
13'_3"
11'_2"
13'-3"
11'_3"
13'_3"
10.7"
20
20
.032
13'-0" 13'-0" 13'-0" 13'-0" 13'-0" 13'-0°
10" 11'•4" 11'-6" 11'-D` 11'-0"
.032
15'-6"
14'-'L'
15'-6°
13'-9`
15-6
1's'-7'
15'-6"
1's'-0"
15'-6"
15-1°
15'-6"
12'-B°
040
14'-6"
,3'-6"
14'-6"
12'-10"
14'-6"
13'-0°
14'-6°
12' 4"
14'-6'
12'-6"
14'-6"
11'-10"
040
16'-8"
15'-6°
16'-8"
15'-2'
16'-0"
15-2"
16'-8"
14'-10"
16'-B"
14'-10"
16' 8"
14'-3°
.020
9 9"
6'-,1"
9 9"
8' 8'
9.9.
8' 8"
9 9"
8'-3"
9 9"
8'-3"
9 9°
7'-10"
.020
10'-4°
10'-8"
10'-4"
10'-1'
10'-4'
10'-3"
10'-4"
9'-8°
10'-4"
9'-9°
10'-4"
TA"
.024
10'-4"
9'-11"
10'-4"
9'-7"
10'-4"
9'-7"
10'-4"
9'-2"
10'-4"
9'-3°
10'4"
8'-10"
.024
111-1"
12'-0"
11'-1"
11'-6°
11'-1"
11'-7"
11'-1"
10'-10
11'-1"
11'-0"
11'-1"
10'-6"
25
25
.032
11'-4"
1�1'14"l11'-4'
10'-9"
11'-0'
10'-10"
11'-4"
10 4°
.032
12-1"
14'-1"
12'_1"
13'-7"
12'_1°
13'-8"
12'-1"
13'-1"
12-1
13'-2"
12'_1"11'10"
12' 4°
040
12 3"
13'-3"
12'-3"
12'-9"
12'-3"
12'-9"
12'-3"
12'-3°
12'x"
12'-3°
11'-9'
040
13 1"
15'4"
3'-1"
>1'5
15-1
13'-1"
15'-1"
13'_1•
14'-8"
13'-1'
14'-9"
13'-1"
14'-1"
020
.020
9-3-
9-3"
8'-1"
9 3°
B'-,"
9' 3"
7'-9"
9-3"
7'-10"
9 3"
7'-6'
020
9_g"
9'-11°
9_9.
9'-7"
9_9"
9'-7"
919.
9'-2"
919.
VA"
19.
8'-11"
9'-9"
9'-9°
9'-9"
9'-9"
9'-9"
9'-9"
10'-0"
10'-4"
10'-4"
1O'A"
10' 4"
10'x"
30
.024
9-6"
9-1°
9-2"
B-10"
8 11
Bim°
30
.024
11' 4"
10'-9"
11'-0"
10'-4"
10'-6"
9'-11°
032
10 9"
10 9"
10' 8"
10 9"
10'-9"
10 9"
10' 4"
10 9"
10 4°
10 9"
10'-0"
032
11'-4"
13'-2'
11'-4°
12' 8"
11'-0"
13'-0°
1V-4"
12'-6"
11'-4°
12'-7"
11'4"
11'-10°
040
11 7°
11-7"
12'-2"
11 7"
12'-2"
1 7'
11'-8"
111-7-
11'-9"
ll' -7>,i040
11'-3"
12 3"
14-9"
[123"12'_3•�74*
14'
12.3"12'-7"
13'-7°
.020
8-4"
7'-B°
8-4"
7'-0°
64°
7'-6°
8 "
V-3°
8
T-2"
6-0°
6'-11"
.020
9'-0°
9'-1"
9•_0"
B'-10"
9•-0•
8'-10"
91-0'
B'-7"
W -O"
8' 6°
9'-0"
B'-1'
9.0.
91-0..
.-0"
g.-0"
9.-0"
9.-0"
9.-0"
9.,6"
g.-0"
9--0"
9-_6"
g'-0"
40
.024
8 8"
8 3"
;18
83
8-D"
W-11"
7-10"
40
.024
10'-2°
9'-10"
9'-1D"
9'-7"
9'-B'
9'-3-
91-9.9'-9°
9'-9"
9-9"
9'-9°
12'-1"
12'-9"
1i'-9"
13' 4°
12'-B"
12'-1°
.032
9'-10"
9'-7°
9'-7"
9'-3"
.032
10'-3"
10'-1"
10'-1"
9'-10"
9'-10"
9'-8'
10'-7"
10'-7"
10'-7"
10'-7'
10'-7"
10'-7"
11'-2°
1 t'-2°
11'-2°
11'-2"
11'-2°
11'-2"
.D40
11_6"
11.2"
11.2•
10'-8"
10'-10"
1D'-6°
.040
13'-g°
13•_4"
13.6"
13 _O"
13_1"
12.7"
020
7-5-
6'-5"
7'5'
6'-5°
7-5-
6'-5"
7'-5'
V-3"
7-5-
6'3"
TI 5"
6'-1"
020
B 3"
7'-8'
8 3"
7'-7°
8 W
T -B'
8 -3"
T-5°
8-3
7'-6"
E 3"
7'-2°
8 3"
8 3"
8-3-
3"
63"
6 9"
8-9"
8-9°
8'-9°
8'-9"
8'-9"
50
.024
7'-0°
T-3'
7'-3"
7'-0"
6'-1,"
50
.024
8 9"
8-7"
8-7"
B-5"
8-4-
8-1°
9'-1"
9'-1"
9'-1"
9-1°
9'-1"9-6
9'8"
9' 8'
9' 8"9'-8"9'
8".032
96786
0�3'8
8'-4"
8'-3°
10410'-3
10'-3"
10'-1"
10'-1°
999'-9"
9'-9°
9'-9"
9'-9°9-910'-0°
10'x°
4"
10'x°
9'-g^
9'-7"
g'-2"
.040
11-10
1V-7"
11'-9"
�10'410'
11•_6•
11'_2•
2 0
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CNI co LQ
Lu rn M
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U
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W_W
CD
Q Z L0
co O O O
O
,,�oFESS i
S 5885
OF .CA%-�F�e- ..
06-23-16
DURALUM
IAPM0 0195
AHJAPPROVAL
REVISIONS
MARK DATE DESCRIl'M
4 STEL JOB R 161071
DATE 0623-15
DRAWN BY AT
CHECKED GM
PANEL SPANS TRI -V,
W -PANEL & FLAT PAN
SH -3
3 OF 50 SHccTS
L
i
I o C o D E o F G o H o 1
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
TABLE 1
TABLE 2
TABLE 3
(2) 21Ix6 2" AND
WALL HANGERS,
3"x8" AND
EXTRUDED AND 3"x8"
WITH
6 2"
ROLL FORMED
BEAMS
STEEL HEADERS
STEEL
INSERT HEADERS .
NUMBER OF N❑.14 TEK OR
SMS
SCREWS
>-
UMBER
❑F N❑.14 TEK ❑R SMS SCREWS PER
>-
NUMBER OF
N❑.14 TEK OR
SMS SCREWS
PER FOOT OF BEAM
LENGTH
m:
700T
OF
WALL
HANGER AND
BEAM LENGTH
PER
FOOT OF BEAM
LENGTH
co
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,
EXP. B EXP,
EXP, B EXP. C
EXP. B EXP.
EXP. B EXP.
EXP. B EXP. C
~
~
~
1
5
1
1
1 1
1
2
51
1
1
1 1
1 1
51
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
1
6'
1
1
1 1
1
1
1
2
2 2
=�.2 < 2
1 1
1 1
1
1
7 1
1
1
1 2
2
2
7'
1
1
1 2
2 2
7'
1
1
1 1
1
2
2 2 3
3
3
2
2
2 2
2 2
1 1
1 1
1
2
8'
1
2
2 2
2
2
8'
1
1
2 2
2 2
81
1
1
1 1
1
1
2
2 2 3
3
3
2
2
2 2
3`r 3
1 1
1 2
1
2
g,
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 1
2 2
?
3
10'
1
2
2 2
2 2
10'
1
1
1 1
1
1
8 3
3
4
2
2
2 3
3 x 3
1 2
2. 2
2
2
11
2 3 2
2
3
11'ff22
2 2
2 3
11'
1
1
1 1
1
2
W22
4
4
4
3 3
34 3
1 2
2 2
2
2
12'
3 3
3
3
12'
2 2
2 3
12'
1
1
1 1
1
213'
3 4
4
5.
3 3
2- 4
2 2
2 2
2
2 3
3
3
3 3
13'
1
1
1 1
1
22
34
4 4
4
513'
E2_3—E3_ 3
3' 4
2 2
2 2
2
FOOTNOTE: "SAMPLE"
FIGURE INDICATES ATTACHED
FIGURE INDICATES FREESTANDING
°
2
3
E
7
B
A Y= =—O �_ --8 ° - C -- -- °- 0 ° E o F o G ° H
,RAFTER SPANS FOR OPEN LATTICE STRUCTURES ' (110/120/130 MPH FEXP. B.& C
0.042"
1 W
Typ.
3" x 8" RAFTER
8.0'
W
0.024" 6.5"
` 2"
X 6 1/2"
RAFTER
`
1
042"
W
F-
F —3.071
DBL.
2" x 6 1/2"
RAFTER
* 2"x6.5" RAFTER
ALUM. ALLOY 3004-H36
* DBL. 2"x6.5" RAFTERS
ALUM. ALLOY 3004-H36 OR
ALUM. ALLOY 3004-H36 OR
r
z f-
a0
z r-
Uw
¢av
z z
a�'
110
MPH
120
MPH
130
MPH
110
MPH
120
MPH
130
MPH
I,
110
MPH
120
MPH
130
MPH
LUSL
(IN.)
a
rn,z
LUSL
(IN)
�o
LUSL
(IN)
-o
EXP. B EXP.0 EXP.0 EXP.0
EXP.0 EXP. B EXP.0 EXP. B EXP.0
EXP. B
EXP.0
EXP. B
EXP.0
EXP. B
EXP.
O
EXP. B
EXP. B
EXP. B
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"
26'-3"
25'-7"
16"
14'-2"
14'-2"
14'-2"
14'-2"
13'-9"
16"
19'-10"
19'-10"
19'-10"
19'-10"
10
.042r24
024
024
24'-2" 24'-1" 24'-2" 23'-6" 24'-0" 21'-6"
13'-1" 13'-D" 13'-1" 12'-3" 12'-10" 11'-2"
18'-4"
18'-3"
18'-4"
17'-3"
18'-2"
15'-8"
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"
16'-3"
16'-3"
15'-10"
23'-0" 23'-0" 23'-0" 23'-0" 23'-0" 22'-9"
20'-3" 20'-2" 20'-3" 19'-8" 20'-1" 18'-2"
28'-7" 28'-6" 28'-7" 27'=9" 28'-3"
25'-7"
16"
21'-10"
21'-10"
21'-10"
21'-10"
21'-10"
21'-10"
-
�'
16"
18'-0"
18'-0"
18'-0"
18'-0"
18'-0"
17'-7"
16"
25'-3"
25'-3"
25'.3"
25'-3"
25'-3"
24'-8"
20
.042
10
��
032
10
.032
18'-9" 18'-9" 18-9" 18'-9" 18'-9" 18'-9"
�-
16'-7" 16'-6" 16'-7" 16'-1" 16'-4" 14'-10"
23'-4"
23'-3"
23'-4"
22'-8"
23'-1"
20'-10"
24"17'-10"
17'-10"
17'-10"
17'-10"
24"
14'-8"
14'-8"
^ 14'-8'.
14'-8"
14'-8"
14' 4'
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"
32'-8"
16
21'-6"
21'-6"
—2-1'-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"
24
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"
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"
19'-1"
19'-1"
19'-1"
19'-1"
19'-1"
19'-1"
16„
11'-9"
11'-9"
16-::-16'-7"
16'-7"
16'-7"
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"
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
13'-7"
13'-7"
13'-7"
13'-7"
13'-7"
13'-7"
15'-10" 15'-10" 15'-10" 15'-10" 15'-10" 15'-10"
15'-8" 15'-8" 15'-8" 15'-8" 15'-W 15'-8"
22'-1" 22'-1" 22'-1" 22'-1" 22'-1"
22'-0"
16„
16'-8"
16'-8"
16'-8"
16'-8"
16'-8"
16'-8"
16„
-1-:-15'-0"
15'-0"
15'-0"
15'-0"
15'-0"
15'-0"
16„
21'-1"
21'-1"
21'-1"
21'-1"
21'-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"
18'-1"
18'-1"
18'-0"
24"
13'-8"
13'-8"
13'-8"
13'-8"
13'-8"
13'-8"
24„
12'-3"
12'-3"
12'-3"
12'-3"
12'-3"
12'-3'
24„
17'-3"
17'-3"
17'-3"
17'-3"
17'-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"
20'-8" 26 =8" 26'-8" 26'-8" 26' 8"
26'-7"
16"
15'-0`
15'-U'
15'-0'
15'-0'
15`-0'
15'-0
16„
18'-1"
18'-1"
18'-1"
18'-1"
18'-1"
16"
25'-6"
25'-6"
25'-6"
25'-6"
25'-6"
ZS' -6"
50
.042
.042
.042
10'-3" 10'-3" 10'-3" 10'-3"
16-6" 15'-6" 15'-6" 15'-6" 15'-6" 15'-6"
21'-10"
21'-10"
21'-10"
21-10"
21'-10"
21 -9"
24"
11'-2"
11'-2"
11'-2"
11'-2"
24
14'-9"
14'-9"
14'-9"
14'-9"
14'-9"
14'-9"
24
20'-10"
20'-10"
20'-10"
20'-10"
20'-10"
20'-10"
10'-7"
10'-7"
10'-7"
10'-7"
10'-7"
10'-7"
15'-10"
15'-10"
15'-10"
15'-10"
15'-10"
15'-10"
* NOTE: SINGLE
RAFTERS
SPACED 16" O.C. MAY BE USED AT
16"
11'-7"
11'-7"
11'-7"
11' 6"
11'-6"
11'-2"
024
16„
16'-3"
16'-3"
16'-3"
16'-1"
-16'-2"
1
8'-1"
8'-1"
8'-1"
8'-1"
8'-1"
8'-1"
24
13'-4"
13'-4"
13'-4"
13'-2"
13'-3"
9.1
12'-9"
32" O.C. WHEN DOUBLED AND SINGLE RAFTERS SPACED
024
24" O.C. MAY BE
USED AT 48" O.C.
WHEN DOUBLED.
24
9'-6"
9'-6"
9'-6"
9'-2"
9'-3"
9'-3"
9'-3"
9'-3"
9'-3"
9'-3"
14'-4" 14'-4" 14'-4" 14'-4" 14'-4" 14'-4"
20'-2"
20'-2"
2"
20'-2"
20'-2"
16.1
14'-9"
14'-6"
14'=7"
14'-2"
16
20'-9"
20'-9"'-6"
20'-7"
19'-10"
25
032
25
032
16'-7"
16'-7"
"
16'-7"
16'-7"
24"
.12'-1"
12'-1"
12'-1"
11'-10"
12'-0"
11'-7"
24„
17'-0"
17' 0"'-8"
04'-6
16'-9"
16'-3"
17'-4"
17'-4"
17'-4"
17'-4"
17'-4"
17'-4"
24'-6"
24'-6"
6"
24'-6"
24'-6"
16"
17'-9"
17'-9"
17'-9"
17'-7"
17'-8"
17'-1"
16"042
25'-1"
25'-1"'-1"
25'-1"
042
13'-3" 13'-3" 13'-3" 13'-3" 13'-3" 13'-3"
20'-0"
20'-0"
20'-0"
20'-�-
0"
20'-0"
24"
_.r
114'
4"14'-6"
14'-0"20'-6"
24„
20'-6"
20'-6"
200'
6"
20'-6"
0.042"
Typ.
8.0'
0.024" 6.5"
0.024' 6.5"
032"
0.032"
042"
0.042'
F —3.071
F -2.011-i
k-2.0°—+�
* 3"x8" RAFTER
* 2"x6.5" RAFTER
ALUM. ALLOY 3004-H36
* DBL. 2"x6.5" RAFTERS
ALUM. ALLOY 3004-H36 OR
ALUM. ALLOY 3004-H36 OR
EQUAL
OR EQUAL
EQUAL
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
p �—
�e N N LQ
u1 m co
U) j <
I1. D,- Lj L.L..
W > —
Z o
In In O_ o
rn
N m
rn
QRpFESS ICY
S 5885
OF Cpl\FOS
06-23-16
DURALUM
IAPMO 0195
AHJ APPROVAL
REVISIONS
MMI( DNTE DBCRF,ION
4 STEL JOB & 16-1071
DATE 05-23-16
DRAWN BY AT
CHECKED GM
MINIMUM FASTENERS
SH -5
5 O 50 SHEETS
EXISTING LEDGER OR WALL HANGER & EAVE CONNECTION DETAILS
t 3116" STEEL NOTE, BRACKET CAN BE
8" 0 114"0 HOLES,TYP. LOCATED ANYWHERE ON EAVE.
0 NOTE: PROVIDE WATER
0 TYP. BRACKET PROTECTION. METAL FLASHING
AT EVERY 2x CAUCK JOINTS AND SLOPE
�8' o o TO DRAIN (OPTIONAL)
CHANNEL, 2X OR 3X EXISTING EAVE ALLOWABLE PROD. TO BEAM
RAFTER BRACKET 1 OVERHANG t2,6
ABLEI
LEDGER OR WALL HANGERWffH FASTENERS 11/4" (24" MAX)6 LEDGERPER TABLES 3 & 42 ALUM. PANEL 2X OR EXIST. RAFTERS AT 2x WOOD STUD OR
3x ALUM. RAFTER 24" O.C. AT ROOF 1" MIN CONCRETE WALL RAFTEREXIST. FASCIA BOARD OVERHANG I (3)#14x3 1/2° W.
2X FULL DEPTH3ALLOWABLE PROD. EXISTING EAV WOOD SCAB, V,TO BEAM OVERHANG WHERE OCCURS, 1° MIN.SEE TABLE 1 (24° MAX.) NOTE, PLACE 'SIKA FLEX' OR SIMILARTE: BRACKET MAY BE
SEE TABLE 2 / . ` MATERIAL BETWEEN BRACKET AND
COMP. SHINGLE ROOFING TO PROVIDE MOUNTED BELOW RAFTER
W/ SAME CONNECTION'S.
AEAL
EAVE CONNECTION B WALL CONNECTION ALTERNATESEAVE CONNECTION
L EXISTING ROOF OVERHANG DESIGN LOADS, NOTE: WALL LEDGER IS NOMINAL LUMBER SIZE 2"x6" (AT 2"xBY2
RDL = 3 psf (MIN) TO 8 psf (MAX) RLL = 20, 25, MINIMUM RAFTERS), NOMINAL 2'x8° (AT 3"x8" MINIMUM RAFTERS) �' NOTE: THIS DETAIL IS LIMITED TO RESIDENTIAL INSTALLATIONS
3 30, 40, & 50 psf OR KILN -DRY WOOD -FILLED 2"x6 )4" OR 3"xB" ALUMINUM SECTIONS. WITH A 10 psf MAXIMUM DESIGN LOAD.
2. EXISTING RAFTER ALLOWABLE BENDING STRESS IS
A34 FRAMING ANGLE NOTE: WHERE COVER CONSTRUCTION INCLUDES
SEE TABLE 2 DETAIL A OR B, SITE-SPECIFIC ENGINEERING IS
REQUIRED TO VERIFY ADEQUACY OF THE EXISTING
FASTENERS, SEE TABLE 3 STUD WALL FRAMING WHERE ONE OR MORE OF THE
FOLLOWING CONDITIONS OCCUR:
R F OR EXT HANGER
DESIGN
(E) WALL
A o
B
o C o
n
EXISTING LEDGER OR WALL HANGER & EAVE CONNECTION DETAILS
t 3116" STEEL NOTE, BRACKET CAN BE
8" 0 114"0 HOLES,TYP. LOCATED ANYWHERE ON EAVE.
0 NOTE: PROVIDE WATER
0 TYP. BRACKET PROTECTION. METAL FLASHING
AT EVERY 2x CAUCK JOINTS AND SLOPE
�8' o o TO DRAIN (OPTIONAL)
CHANNEL, 2X OR 3X EXISTING EAVE ALLOWABLE PROD. TO BEAM
RAFTER BRACKET 1 OVERHANG t2,6
ABLEI
LEDGER OR WALL HANGERWffH FASTENERS 11/4" (24" MAX)6 LEDGERPER TABLES 3 & 42 ALUM. PANEL 2X OR EXIST. RAFTERS AT 2x WOOD STUD OR
3x ALUM. RAFTER 24" O.C. AT ROOF 1" MIN CONCRETE WALL RAFTEREXIST. FASCIA BOARD OVERHANG I (3)#14x3 1/2° W.
2X FULL DEPTH3ALLOWABLE PROD. EXISTING EAV WOOD SCAB, V,TO BEAM OVERHANG WHERE OCCURS, 1° MIN.SEE TABLE 1 (24° MAX.) NOTE, PLACE 'SIKA FLEX' OR SIMILARTE: BRACKET MAY BE
SEE TABLE 2 / . ` MATERIAL BETWEEN BRACKET AND
COMP. SHINGLE ROOFING TO PROVIDE MOUNTED BELOW RAFTER
W/ SAME CONNECTION'S.
AEAL
EAVE CONNECTION B WALL CONNECTION ALTERNATESEAVE CONNECTION
L EXISTING ROOF OVERHANG DESIGN LOADS, NOTE: WALL LEDGER IS NOMINAL LUMBER SIZE 2"x6" (AT 2"xBY2
RDL = 3 psf (MIN) TO 8 psf (MAX) RLL = 20, 25, MINIMUM RAFTERS), NOMINAL 2'x8° (AT 3"x8" MINIMUM RAFTERS) �' NOTE: THIS DETAIL IS LIMITED TO RESIDENTIAL INSTALLATIONS
3 30, 40, & 50 psf OR KILN -DRY WOOD -FILLED 2"x6 )4" OR 3"xB" ALUMINUM SECTIONS. WITH A 10 psf MAXIMUM DESIGN LOAD.
2. EXISTING RAFTER ALLOWABLE BENDING STRESS IS
A34 FRAMING ANGLE NOTE: WHERE COVER CONSTRUCTION INCLUDES
SEE TABLE 2 DETAIL A OR B, SITE-SPECIFIC ENGINEERING IS
REQUIRED TO VERIFY ADEQUACY OF THE EXISTING
FASTENERS, SEE TABLE 3 STUD WALL FRAMING WHERE ONE OR MORE OF THE
FOLLOWING CONDITIONS OCCUR:
R F OR EXT HANGER
rim
.1=
)
B
TABLE 1
DESIGN
(E) WALL
COVER
LOADS
OPENING,
PROJECTION
10, 20 psf
> B'
> 18'
30, 40 & 50 psf
> 6'
> 14'
rim
.1=
)
B
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) - SIMPSON 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
S' 0 48' D.C.STRONG-BOLT 2
SS AT 48' O.(n,b)
2" x 4" FULL
26'-0"
26'-0"
26'-0"
25'-2"
25'-4"
20'-7"
¢ =
10 PSF L.L.
20 PSF L.L.
25 PSF S.L.
30'PSF S.L.
40 PSF S.L.
50 PSF S.L.
2" x 6" NOTCHED
26'-0"
26'-0"
26'-0"
25'-7"
25'-4"
21'-2"
z) o
m �
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. 8 & C)
WIND SPEED
P. B & C}
20
' 0 SIMPSON O C.STRONG-BOLT
( Rb) G -BOLT 2
10
2"X6" FULL OR
2"x8" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
1- 110 120 130 110 120 130 110 120 130 110, 120 130 110 120 130 .110 120 130
2"x8" FULL OR
2"x10" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
5'
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(A), (A) (A)
(A) (A) (A)
(A)
(A)
(A)
25
0 SIMPSON STRONG -BOLT 2
SS AT 48. O.C. <a,b)
6' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A)' (A) (A) (A) (A) (A) (B) (B) (B)
2" x 4" FULL
26'-0"
26'-0"
26'-0"
25'-2"
25'-4"
20'-7"
7'
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(B)
(B)
(B)
30
S AT 6' DC. S( Rb) G -BOLT 2
20
2" X 6" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
2'X6° FULL OR
2"x8" NOTCHED
26'-0"
26'-0"
26' 0"
26'-0"
26'-0"
26'-0"
$'
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(A)
(B) (B) (B)
(B)
(B)
(B)
g' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B)
0 SIMPSON STRONG -BOLT 2
SS AT 36' O.C. Cn,b)
2"x8" FULL CH
2'x10" NOTCHED2"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
I(A)(A)
10' (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) (B)40
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)
50
SIMPSON STRONG -BOLT 2
FS;AT 24. O.C. (a,b)
2" x 6" NOTCHED
26'-0"
26'-0"
26'-Q"
26'-0"
26'-0"
26'-0"
12' (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B)
25
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
FOOTNOTES TO TABLES 3
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)
Y4 DIAMETER LAG SCREWS,
2"x8" FULL
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) - :Y4 DIAMETER LAG SCREW
2"
10'-10"
10'-10'
10'-10"
9-2"
9-3"
_
6"FULLNOTCHED
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.
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
( 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"(EXP.
2" x 6" NOTCHED
15'-6"
15'-6"
15'-6"
15'-6"
15'-6"
15'-6"
I-_110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130
2"x6" FULL OR
2"x8" NOTCHED
19' 6"
19'-6"
19'-6"
1.6'
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)
(C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D)
2"x8" FULL OR
2"x1o" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
7' (C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D)
rJ0
2" x 4" FULL
V-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) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) (E) (E) (E) (E) (E) (E)
i
C
HANGER CHANNELS AND MOUNTING BRACKETS
r
A
R -
F F
f;
o H o I
o J
i
C
L _ O
C14
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O X
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06-23-16
DURALUM
IAPMO 0195
AHJ APPROVAL
REVISIONS
MND( DATE DESCRPTIDN
4 STEL JOB 9 16-1071
DATE 06-2316
DRAWN BY AT
CHECKED GM
HANGER CHANNELS AND
MOUNTING BRACKETS
SH -9
9 OF 50 SHEETS
HANGER CHANNELS AND MOUNTING BRACKETS
FASTENERS,
4
T=,060" TYP,�
t
2.740"
SEE TABLE 3, SHEET
FASTENERS, ,078
1.50" SEE TABLE 3 SHEET 8 :3D0"
T=.060"
N
ALUM. 3004-H36
°
.06 " s3 "
.25"R .OS'
FASTENERS
�
3"
1.50
t= 0.04"
010"x90" .202" FASTENERS,
(2) DIA. SEE SHEET 4 0 "
N � M 563" .281" _ _ _ .20D' OS"
SEE TABLE 3 SHEET 8
O
A
6„
3"
_
2 z b FASTENERS
`� "
¢ CONTINUOUSA-RAIL
ROOF PANEL (WHERE OCCURS)
cn
C2
ri SHEET 8
SEE TABLE 3
060" FASTENERS, w
SEE SHEET 4 AL MALL Y
"
FASTENERS,
SEE TABLE 3, SHEET 4
1.880
ALUM. ALLOY
ALUM.ALLOY
6063-T6
AL 6063 T6
Y
6063-T6
O ROHANGER LLFORMED
O EXTRUDED HANGER / CONNECTION
OC I.R. HANGER
"H" BRACKET
3
NOTE: THIS CONSTRUCTION IS LIMITED TO 30 psf
MAXIMUM. SITE-SPECIFIC ENGINEERING REQUIRED
AT ROOF LOADS EXCEEDING 30 psf.
° (3)1/2'0 LAG SCREWS
1 1/2" 10#25#.30 L. SMS 14 SIDE
20#,25#,30# L.L. (3)#14 SMS EA. SIDE
BEAM SPLICE TO
#14 SDS,
40#,50# L.L.=(4)#14 SMS EA. SIDE
OCCUR DIRECTLY OVER 5/8" 0 PLASTIC
3 PER SIDE
I POST. NOT PERMITTED PLUG WHERE
@ SCREWS i @ 2 -POST UNITS SCREW IS INSIDE
1"
_ X3/4" OR 1 1/2"
PER SIDE
4 Q
° #14 SMS MAY
5—
..I
3"
2" x 6 1/2" OR
— _5". - BE USE AS
0
I 5" MIN. 3" x 8" ALUM.
3.5" 3.5" ALTERNATE TO
H
: I RAFTER
1/4"0 BOLTS
3.5"
' 3.,
—3"x8" ALUM.
3/4" OR 1 1/2"
- - -----"
8" BEAM
5vi
1"HEADER
U -BRACKET
.5X
E] ORLU
EXISTING WOOD STUD FRAMINGSEE
NOTES
3"X8" ALUM.
(E) STUCCO
BELOW 6 1/2"SIDEPLATE EA.
2 N�" (E) STUCCO
RAFTER
2 EACH 1/4"O x 3-1/2" LAG SCREWS L.L =10 psf
SIDE SEE POST SCHEID
2 EACH 1/2" 0 x 3-1/2" LAG SCREWS LL.=20, 25 and 30 psf
#14 SMS EA. SIDE
PENETRATION BRACKET
2 EACH 5/8"0 x 3-1/2" LAG SCREWS LL.=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 WHERE RAFTER SPACING
SEE LATERAL FORCE RESISTING SYSTEM, SHEET 11
PENETRATION INTO EXISTING CORNER STUD.
EXCEEDS EXISTING STUD SPACING. SEE TABLE 3 SHEET B.
HEADER BRACKET 2
RAFTER TO STUD WALL CONNECTION 3
BEAM TO POST CONNECTION 8
1 1/2" OR 2"LATTICE #8 S.M.S.
ALTERNATE 1/2" DOUBLE RAFTER-
#8 S.M.S. EACH SIDE
ALUMINUM MEMBER WITH
EXISTING WOOD FILL OR
DBL. 3'x8'x0.042 BEAM
BOLT CONNECTIO PLAN 2
LATTICE 1 1/2" OR 2"
SHEATHING
NOMINAL LEDGER
OR DBL, 2'x6.5'x0.032'/0.042'
ALTERNATE:
(NEW OR EXISTING)
BEAM
4414 S.M.S. EACH
r SEE NOTE, DETAILS,
RAFTER TO COL.
Ln SHEETS
o
CONNECT. (8 -TOT.)
2x6.5" OR 3"x8" RAFTER
o
l
ALTERNATE: 1/2" BOLT
I o
1'
4.5" O 6"
ALTERNATE:
FASTNERS, SEE TABLE 3,
SHEETS
5/8' 0 ACCESS
1,
(2)- #14 S.M.S. EACH RAFTER
1
HOLES
TO COLUMN CONNECTION
INSTALL 6 — #14
3"x 3"STL.POST 24" o
( ) ALTERNATE:
INSERT ATTACHED OR\_(2)-2x6.5'_
OR
(4 -TOTAL)
t
X �4
3' SO, POST LONG SDS @ EACH
3"x 3"STLPOST COLUMN (2)-3"xB"HEADER
FOR FREESTANDING
- ALTERNATE
(2)- 2x6.5" OR (2)-3"x8" HEADER
EXISTING
HEADER TO
COLUMN
(2)-1/2"BOLT
ALTERNATE:
1" STUCCO OR EQUAL
(12 FASTENERS
3"x3"x0.024" (1) - 1/2" BOLT OR
2.5" PENS. INTO EACH WOOD STUD
PER
2"x 6.5" SIDEPLATE
CONNECTOR (2)- #14 S.M.S. EACH RAFTER
CONNECTION)
DBL. RAFTER / DBL. HEADER CONN. 4O
STUB COLUMN TO DOUBLE HEADER CONN. O5
EXIST. STUCCO/ LEDGER O
DOUBLE HEADER TO O
ATTACHMENT DETAIL
COLUMN DETAIL
L _ O
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QRpFESS IGYy,��
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OF .C4 ..
06-23-16
DURALUM
IAPMO 0195
AHJ APPROVAL
REVISIONS
MND( DATE DESCRPTIDN
4 STEL JOB 9 16-1071
DATE 06-2316
DRAWN BY AT
CHECKED GM
HANGER CHANNELS AND
MOUNTING BRACKETS
SH -9
9 OF 50 SHEETS
w
°
T=12 GA
ASTM A653 SS
GRADE 50 G60 3.0"
2 .032°
ALUM.
0
3" SQ.0.032" ALUM. BEAM
(--�1W/ 12 GA. STL. "U" CHANNEL
C ASTM A653 SS
GRADE 50 G60
3
n ■
a1
" ■
° C o
BEAM TYPES
032" 6.15"
LD.042"
F- 20°�mm:-- I
DBL. 2"x6.5"x0.032"
ALUM. ALLOY 3004-1-136
OR EQUAL
(--,)-DBL.. 2"x6.5"x0.042"
ALUM. ALLOY 30D4 -H36
OR EQUAL
DBL. 3"x8"x0.042" BEAM
ALUM. ALLOY3004-H36
OR EQUAL
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
EXPOSURE B
FIGURE INDICATES
EXPOSURE C
WHERE ONLY ONE FIGURE SHOWN INDICATES EXP. B & C.
FOOTNOTES TO ALL SPAN TABLES:
1. FOOTING SHOWN REPRESENTS LENGTH OF
EACH SIDE AND DEPTH OF CUBED FOOTING WITHOUT SLAB.
WHERE SLAB OCCURS, CUBED FOOTING SIZE
MAY BE 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 & 3D psf. THE DISTANCE FROM COLUMN TO SLAB
EDGE SHALL BE 9 1/4" MINIMUM.
SEE ALTERNATE FOOTING TABLES
SHT. 9 FOR ATTACHED COVERS
o E o F 1, o G o H
ATTACHED & FREESTANDING LATTICE COVERS - 10 PSF LIVE LOAD - 110, 120,130 MPH - EXP. B & C
8.0"
0.042°
TYP.
I-�-3.0"----I
3"x8"x0.042" BEAM
ALUM. ALLOY 3004H36
OR EQUAL
4GA
7.875° 1 r ASTM
I A653 S:
GRADE
50 G60
3"x8"0.042" BEAM
m W/ 14 GA. STL. INSERT
ISI ASTM A653 GRADE 50 G60
3"x8"x0.042" BEAM
NW/ 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"xB" BEAM.
rF' T=12 OR
14 GA
ASTM
A653 SS
GRADE 8.0"
50 G60
.042"
T1'P.
I--3.0"--F--MAX.
DBL. 3"x8"x0.042" BEAM
0 W/ DBL. 14 GA. STL. INSERT
v ASTM A653 GRADE 50 G60
DBL. 3"x8"0.042" BEAM
�W/ DBL. 12 GA. STL. INSERTDBL. 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'k8" BEAM.
rATTACHED
3" SQ.x0.032" ALUM. BEAM
W/-12 GA. STL. "U" CHANNEL
DBL 2"x6.5"x0.032" 3"x8"x0.042" BEAM
OR K
FREESTANDING
ATTACHED
E
FREESTANDING
>-
2
MAX.COL.
MAX.POST
FTG.
MIN.
MAX.POST
FTG.
f°11,y
NIAX.POST
MAX.POST
FTG-
PAIN.
MAX.POST
MAX.POST
FTG.
}
ATTACHED
FREESTANDING
50
ATTACHED
SPACING
ON SLAB
FREESTANDING
SPACING
0N.)
POST
MAX.COL.
SPACING
Fo
MAX.POST
FTG.
MIN,
MAX.POST
FTG. MIN.
MAX.POST
SPACING
MAX.POST
SPACING
FTG,
MIN.
MAX.POST
SPACING
MAX.POST
SPACING
FTG,
MIN.
jo
a
ON SLAB
m
E
SPACING
(IN.)
POST
TYPE
SPACING
(SPAN)
(IN.) POST
TYPE
FOR DBL.
FOR 3"x6"
(IN.)
(1)
POST
TYPE
FOR DBL.
FOR 3"x8"
(IN.)
(1)
POST
TYPE
m
F
C
(2).(3)
14'-7"
(SPAN)
(1)
14'-1
15'-4"
(1)
px6.5•x0.032"
BEAM
15'-4"
2"x6.5'x0.032
BEAM
5,
O
G
13'-7"
5'
16-9
15
B
14'-7"
29 G
14'-1
15' 4"
B
15
14'-1 "
15'-4"
28
G
5,
O
6
15'-3"
16 -9"
;17
13'-3"
14'-7"
31 H
14'-10"
15' 4'
B
17
14'-6"
15'-1"
30
G
6
r
11,-4„
15'-;'S,
16
B
13'_ 3,
230 G
13'-713'-7'
14'-114,-1
B
1
13'-713,-3'
14'-113'-9"
229
G
6'
6
3
8
17
3„
H
29
"
12'-7"
7
g19
16
12'-7"
13'-1"
331
I
9'-9"
7'
14'-2"
16
B
12'-4"
28 G
12'-7"
13'-1"
B
15
12'-7"
13'-1"
28
G
7'
14'-2"
118
8'
12' 4"
30
12'-7'
13'-1"
29
17
12'-3'
12'-9"
29
17
11'-9"
12'-3"
8'-6"
8'
13'-3"
16
B
11'-7"
29 G
11' 9"
12'-3"
B
16
11'-9"
12'-3"
28
G
8'
°
11'_7"
30
13 -3
19
—,
11'-7"
29
11'-9'
12'-3"
C
18
11'-6"
12'_0"
28
11'-7"
B
J
7,-7„
9,
12' 7"
17
C
11'-0"
29 G
11'-211'
11' 711'
B
168
11'-10'_10-11
228
G
9
11' 4"
20
12'-7"
19
29
11'-0"
29
2'
7"
10'
12'-0"
18
1'1'-3"
10'-4"
30
G
U)
6'-10"
10,
12'-0'2
1
C
10'_4„0
330 G
10'-710,-7'
1.
11'-011'-0"
B
169
10'-710,-3'
11'-p"0
229
G
10'
H
10'-6"
10'-9'
0"
19
10'-1"
4„
29
6 -2'
.
11
-8
19
C
9'-10"
30
H
10'-1"
10'-6"
B
19
10'-1"
10'-3"
29
G
11'
CD
6'-2"
11
29
18
C
9'-10".
6'-2'
11'
11' 4"
17
C
9'-10"
30
Fi
10'-1"
10'-6"
B
11'
O
10'-6"
12'
G5'-8"
21
O
9'-10"
30
11'-4"
20
10'-3"
9'-10"
30
10'-1'
10'-6"
29
G
9'-10'
10'-1"
29
12
10'-10"
18
C
9'-6"
10'-10"
18
C
9'-6"
30 H
9'-8"
9'8"
C
��10'-V'
9'-8"
9'-8"
29
G
12'
10'-R"
21
12'
n'_1 n"
20
q'_R"
30
9'-8"
9'-8"
9'-2"
19
9'-6"
9'-2"
29
rATTACHED
ATTACHED
FREESTANDING
ATTACHED
FREESTAND/NG
FREESTANDING
>-
2
MAX.COL.
MAX.POST
FTG.
MIN.
MAX.POST
FTG.
f°11,y
NIAX.POST
MAX.POST
FTG-
PAIN.
MAX.POST
MAX.POST
FTG.
MIN.
MIN.
�m
50
:Do
SPACING
ON SLAB
72
M?:
SPACING
0N.)
POST
S PACING
(IN.)
SPACING
POST FOR DBL.
SPACING
FOR 3"x8"
(,N.)
POST
SPACING
FOR DBL.
SPACING
FOR 3"xG
i
(-N)
c OST
m
l2).(3)
H
(SPAN)
(i)
TYPE
(SPAN)
(1)
T1
2°x6.5"x0.032•
BEAM
(1)
TYPE
Yx6.5.0.032
BEAM
(1)
TYPE
13'-7"
5'
16 -9
16
B
14'-7"
31
H
14'-1
15'-4"
B
15
14'-1 "
15'-4"
31
G
5,
O
16'-4"
18
14'-7"
33
J
14'-8"
15'-2"
18
14' 1"
14'-7"
33
H
N
11,_4..
6
15'-3"
16
B
13'-3"
30
H
13'-7"
14'-1"
B
16
13'-7"
14'-1"
P29
G
6
r
15'-0"
19
13'-3"
32
1
13'-4"
13'-10'
18
2'-10"
13' 4"
91-91,
7.
14'-2"
17
B
12'-4"
29
G
12'-7"
13'-1"
g19
16
12'-7"
13'-1"
331
G
7
,13'-10"
9"
19
12' 4"
31
I
12'-4"
12'-10'
12'-0"
12' 4"
J
8' 6"
8'
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
—,
7'-7"
9'
12'-7"
18
C
11'-0"
29
G
11'-2"
11'-7"
B
17
11'-2"
11'-7"
29
G
9.
LL
12'-3"
20
11'-0"
30
H
11'-0"
11' 4"
20
10'-7"
11'_p"
29
6'-10"
10'
12'-0"
18
C
10'-4"
30
G
10'-7"
11'-0"
B
17
10'-7"
11'-0"
29
G
10'
11-8"
21
B
10'-4"
30
H
10'-6"
10'-9'
20
10'-1"
10'-4"
29
6 -2'
.
11
11'-4"
19
C
9'-10"
30
H
10'-1"
10'-6"
B
19
10'-1"
10'-3"
29
G
11'
CD
6'-2"
11
11'-4"
18
C
9'-10".
30
Fi
10'-1"
10'-6"
B
1-
10'-1"
10'-6"
29
G
11'
O
5'-8"
12'
11'-2"
21
C
9'-10"
30
H
10'-0"
10'-3"
C
20
9'-7'
9'-6"
29
G
12'
r'
5'-8"
12
10'-10"
18
C
9'-6"
30
Fi
9'-8"
9'-8"
C
18
9'-8"
9'-8"
29
G
12'
10'-R"
21
Q'_C,"
31
9'-7"
9' 4"
21
9'-2"
R'-9"
30
wx
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
MAX.POST
FTG.
MIN.
MAX.POST
FTG.
MIN.
MA -POST
MAX.POST
FTG,
MIN.
MAX.POST
MAX.POST
FTG.
MIN.
SPACING
SPACING
F 0
m
:Do
IZ
ON SLAB
m g
SPACING
(IN.)
POST
SPACING
(IN.)
SPACING
POST FOR DBL.
SPACING
FOR 3"x8"
(IN.)
SPACING
POST FOR DBL
SPACING
FOR 3"x8"
(IN')
POST
m
(2). (g)
cx
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
2W.5xo.03z"
BEAM
(1)
TYPE
2-x6.5"x0.032"
BEAM
(1)
TYPE
13 -7'
S'
16'-9"
17
B
14'-7"
32
1
14'-1
15' 4"
B
16
14'-1
15'-2"
31
G
,
5
O
15'-0"
19
14'-T'
34
J
14'-4"
14'-10'
19
13'-8"
14'-2"
33
H
1l'-4"
6•
15'-13,
1
B
13'-1'3_3
334
1
13'-713.-1"14-113'-7"
B
119
13'-712,-6
13'-1 3.
332
G
6'
9"
20
J
0,.
91-91,
7,
14'-12
1
B
12' 1'2
333
H
12'-712,-2"
13 112'-7"
B
120
12'-711
12'-1 2
331
G
7'
9"
20
_4
J
-7
-1 „
J
8'-6"
8'
13'-3"
18
B
11'-7"
30
H
11'-9"
12'-3"
B
1.8
11'-9"
12'-1"
29
G
8
11'-10'
20
11'-7"
32
J
11'-4"
11'-9"
20
10'-10"
11'-3"
31
7'-7"
9'
12'-7"
19
B
11'-0"
30
H
11'-2"
11'-7"
B
18
11'-2"
11'-4"
29
G
9'
ILL
11'-3"
21
11'-0"
32
I
10'-9"
11'-2"
21
10'-3'
10'-8"
30
6'-10"
10'
12'-0"
19
C
10'-4"
30
H
10'-7"
11'-0"
B
18
10'-7"
10'-9"
29
G
10'
10 -8'
21
B
10'-4"
32
G
10'-2"
10'-7"
21
9'-9"
9'-10"
30
6 -2'
.
11
11'-4"
19
C
9'-10"
30
H
10'-1"
10'-6"
B
19
10'-1"
10'-3"
29
G
11'
CD
10'-2"
22
9'-10"
32
I
9'-9"
9'-10'
21
9'-3"
9'_0,'
31
r
5'-8"
12'
10'-1 "
20
C
9'-6"
31
H
9'-8"
9'-8"
C
19
9'-8"
9'-4"
G
12'
9'-9"
22
9'-6"
33
J
9'-4"
9'-1"
22
9'-0"
R'_�"-29-;-31
8
A
CN
o
B
o C
o
D
o
E
o
F
o
G
o
H
I
o
J
(`ATTACHED &'FREESTANDING,LATTICE COVERS - 10 PSF LIVE LOAD _ 110, 120,130 MPH
- EXP. B&
C
1
f 3"x8"x0.042"
BEAM--)
3"x8"x0.042"
BEAM
DBL.
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POST
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POST
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POST SPACING
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TYPE
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(1)
TYPE
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TYPE
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(1)
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(1)
TYPE
(SPAN)
(1)
T
z
13'-7"
5'
18'-0" 15
B
18'-0" 29
G
21'-8" 16
B
21'-8"
31
G
20'-9"
16
B
20'-9"
31
G__[222`-8__-
17
g
22'-8"
31
G
29'-2"
18
C
29'-
336
H
5'
O
18'-0' 18
17'-6' 31
21'-8"
19
21' 2"
33
H
20'-9"
18
20'-2"
33
H
__22,
2' 8"
19
22'-1"
33
H
29'-2"
21
28'-6"
I
r
11'-4"
g'
16'-4" 16
B
16' 4" 29
G
19'-9" 17
C
19'-9"
30
G
19'-0"
17
B
19'-0"
30
G
20'-8"
17
�'
20'-8"
31
G
26'-B"
19
E
26' 8"
33
H
I
6
P
16'-4' 18
16'-0' 30
19
19'-3"
32
18'-6"
32
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20'-8"
20
20'-2"
32
26'-8"
21
26'-0"
35
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7,
15'-2" 16
B
15'-2" 29
G
18'-4"
17
C
18'-4"
30
G (17'-7"
17
C
17'-7"
30
G
19'-2"
18
C
19'-2"
31
G
24'-8"
19
E
24'8"
334
H
7'
0LL
[-_15'-2' 19
14'-10" 30
18'-4"
20
17'-10
31
17'-7"
19
17'-1"
31
19'-2"
20
19'-2"
32
24'-S"
22
4'-1"
8'-6"
8'
14'-3" 17
B
14'-3" 29
1T-2"
18
17.'-2"
31
16'-6" -
18
16' 6"
31
18'-0"
18
C
18'-D"
31
G
23'-2"
222
E
23'2" 2-7
3g3
H
8'
14'-3 19
13'-10' 29
G
17'-2'
20
C
16'-9'
31
G
16'-6"
20
C
31
G
18'-0'
21
18'-0"
31
3'-2'
J
7,_�„
9'
13'-6" 17
C
30
16'-3"
18
16'-3"
31
15'-6"
18
15'-6"
31
17'-0"
18
E
17'-0"
32
G
21'-1
20
E
21'-21'-3"
334
H
9'
13'-6' 19
13'-1' 30
G
16'-3"
21
E
15'-9"
31
G
-1:2,
C
15'-2"
31
G
17-0 "
21
17'-0"
31
21'-10'
23
3
(�
6'-10"
101
12'-9" 17
C
12'-9" 30
G
15'-4"
18
E
15' 4"
32
G
14'-9"
18
E
14'-9"
32
G
16'-1"
19
E
16'-1"
32
G
20'-9"
20
E
20'- 20'-2"
334
H
10'
�
12'-9' 20
12'-6' 30
21
15'-1"
32
21
14'-4"
32
16'-1"
21
16'-1"
32
20'-9"
23
6'-2".
11,
12'-212,-2' 120
C'
12111'-10" 330
14'-8o "4,-8"
1
14'-8"
32 332
141
121
14'-113,-8"
332
15'
122
E
15'- 1°5.4
332
G
19'-9°9
21
E
19'-9"9-3"
334
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11'
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21
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114'-1"
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154"
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5'-8"
12'
11'-8"
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14'-1"
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13'-6"
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13'-6"
32
14'-9"
19
E
14'-9"
32
H
19'-0"
21
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19'-0118'-6"
335
I
12
31
G
14'-1"
22
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13'-9"
32
G
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32
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22
14'-9"
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24
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TYPE
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TYPE
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F
C
(Z), (3)
(i)
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(1)
(1)
C
13'-7"
5'
18'-0" 16
B
18'-0" � 31
G
21'-8"
17
B
21'-8"
33
H
20'-9"
17
B
20'-9"
32
G
22'-8"
18
B
22'-8"
33
H
29'-2"
19
C
29'-
337
I
5'
O
17'-8" 19
17'-0' 31
H
21'-4"
20
20'-7"
34
20'-4"
20
19'-8"
34
H
22'-4"
20
C
21'-6"
35
I
28'-9"
22
2'7'-8"
K
0
CV'
11,-4"
g'
16'-4" 17
B
16'-4" 30
G
19'-9"
18
C
19'-9"
32
G
19'-0"
18
B
19'-0"
32
G
20'-8"
18
C
20'-8"
32
G
26'-8"
20
E
26'-25'-3"
336
I
6
r
16 -2 19
19'-7"
- 21
18'-9"
34
H
18'-8"
20
If C
18'-0"
33
H
. 20'-4"
21
19'-8"
34
H
26'-3"
23
K
I
9,_9„
7,
15'-2" 17
B
15'-2" 30
G
4"
18
C
18'-4"
31
G
17'-7"
18
C
17'-7"
31
G
19'
C
19'-2"
32
G
24'-8"
20
E
24'-
336
H
7'
15'-0" 20
14'-4" 30
21
17'-4"
33
H
17'-3"
21
16'-8"
33
18'-10'
21
16'-2"
33
H
24'-4"
23
23'-6"
I
J
8'-6"
8'
14'-3" 18
B
14'-3" 29
17'-2"
19
17'-2"
31
16'-6"
18
16'-6"
30
18'-0"
19
C
18'-D"
31
G
23'-2"
21
E
23'-22"2'-0
335
H
8'
s
14'-1' 20
C
13'-6" 29
G
17'-0'
22
C
16'-3'
32
G
16'-2"
---;21
C
15'-7"
32
G
17'-8"
22
17'-1"
33
H
22'-9'
24
I
-j
7-7 „
-
9
13'-6" 18
C
13'-6" 30
16'-3"
19
16'-3"
'31
15'-6"
19
15' 6"
31
17'-0"
19
E
17'-0"
32
G
21'-10"
21
E
21'-10"
34
H
9
�
13'-3" 21
12'-9' 30
G
16'-0"
_J212
E
15'-4"
32
G
15'-3"
22
C
14'-8"
32
G
22
16'-1"
32
21'-6"
24
20'-B"
34
I
6'-10"
10'
12'4" 18
C
12'-9" 30
G
15'-4"
19
E
15'-4"
32
G
14'-9"
19
E
14'-9"
31
G
16'-1"
20
E
32
G
20'-9"
21
E
20'-9"
34
H
10'
�
12 -7 21
12'-1' 30
15'-2"
22
14'-7"
31
14'-6"
22
14'-0"
31
15'-10'
32
20'-4"
25
19'-8"
34
0
6'-2"
11' 212'2"
19
C
12'-2" 31
G
14'-8"
20
14'-8"
32
14'-1"
19
14'-1"
32
15'-4"
20
E
15'-4"
32
G
19'-9"
22
E
19'-918'-9"
334
O
12'-0" 21
11'-7" 30
14'-6"
23
E
32
G
13'-10"
23
E
13'-4"
31
G
15'-2"
23
14'-7"
-:53,
2
H
19'-6"
25
t
5,_8„
12, 11'-8'1'-6"
122
C
11'-811'-1' 331
G
14'-13,-10'
223
E
14'-113,-4"
332
G
13�-6°3,-3"
223
13-6�2,-9"
332
14'-9'4.-6"
223
E
14'-9
332
H
19'-018,-8"
226
E
19'-0"8.-0"
334
I
12'
H
E
G
4,-0"
s
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(SPAN) (1)
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TYPE
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TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
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(1)
TYPE
(SPAN)
(1)
TYPE
,
13-7'
5' 18'-0"
17
B
17'-8" 33 G
21'-8"
19
B
21'-4"
34
H
20'-9"
18
B
20'-4"
32
H
22'-8"
19
B
22'-4"
35
I
29'-2"
20
C
28'-9"
37
K
,
5
O
20
H
20-10
21
20'-0"
36
K
20'-0"
21
19'-1"
34
I
21'-10'
21
C
20'-10'
36
K
28'-2"
23
E
6'-10'
39
M
11,-4„
g' 16'-4"
18
B
32 G 19'-9"
19
C
19'-7"
33
H
19'-0"
19
B
18'-8"
32
H
20'-8"
19
C
34
H
26'-8"
21
E
26'-3"
36
K
6'
�-
15'-10" 20
15'-1' 33
H
19'-1"
22
18'-3"
35
I
18'-3"
21
C
17'-6"
33
I
19'-1"
36
I
25'-9"
24
24'-7"
38
�
9'-9"
15'-2"
7
18
15'-0"
B
31 G 18'-4"
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20
�'
18'-1"
33
H
17'-7"
19
�'
17'-3"
31
G
19'-2"
20
�'
18'-10"
33
H
24'-8"
22
E
24'-4"
35
I
,
�
14'-8' 21
14'-0" 33
H
17'-8"
16'-10'
34
17'-0"
22
16'-2"
33
H
18'-6"
23
17'-8"
35
I
23'-10'
25
22'-9"
37
K
J
8'-6"
8' 14'-3"
19
B
14'-1 " 31
G
17'-2"
20
C
17'-0"
32
G
16'-6"
20
C
16'-2"
30
G
18'-0"
20
C'
17'-8"
33
G
23'-2"
22
E
22'-9"
35
I
8,
13'-9" 21
C
13'-1" 32
16'-7'
23
15'-10'
34
H
5'-10"
22
15'-2"
32
H
17'-4"
23
-_16'-7"
34
H
22'-3'
25
21'-3'
37
K
J
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9' 13'-6"
19
_J212
13'-3"
C
30
16'-3"
G
32
21
E
25
32
G
15'-6"
20
C
15'-3"
31
G
17'-0"
21
E
16'-8"
32
G
21'-1
23
E
21'-6"
34
H
9'
�
13'-0'
12'-4' 32
15'-8"
23
15'-0"
33
H
15'-0"
23
14'-3"
32
H
16'-4"
24
15'-7"
34
H
21'-1"
26
20'-1"
36
K
6'-10„
10, 12'-912-3'
222
C 12'-711'-9'
331
G 151
14'-10'
224
E 15
333
G
14'-9'4,_2.,
223
E
14'-6'3-7
331
16'-115,-7"
224
E
15'-14,-10'
333
H
20'- 2D'-0"
226
E
20'-419'-1"
336
H
10'
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114'-2"
H
l7
I
6'-2"
11'
31G14'
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32
H
14'-1"21E3'-10"
32
15'-4"
22E15'-2"
32H19'
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G13'
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35
5,_812,�8�
20
C 11'-6"
31
14'-1"
G
22
E 13'-10"
32
13'-6"
21
13'-3"
32
H
14'-9"
22
14'-6"
33
19'-0"
24
E
18'-8"
35
I
-3' 23
31
[-_13'-7"
24
13'-0"
32
H
13'-0"
24
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17'-6"
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06-23-16
DURALUM
IAPMO 0195
AHJAPPRDVAL
I � REVISIONS
I� DATE DESCRIPW
N
4STEL JOB S 1E10
71
DATE 06.2316
DRAWN BY AT
CHECKED GM
LATTICE COVERS ATTACHED '
& FREESTANDING
BEAM SPANS,
10 PSF L.L, 110-130 MPH
SH - 35
35
OF SD SHEETS