BPAT2016-000478-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
T-iht .4 XP Qu&tcu
COMMUNITY DEVELOPMENT DEPARTMENT
BUILDING PERMIT
34
VOICE (760) 777-7125
FAX (760) 777-7011
INSPECTIONS (760)777-7153
Date: 2/2/2016
Application Number:
BPAT2016-0004
Owner:
G
Property Address:
78554 SAN MARINO CT
EVELYN MAKEL
APN:
609551039
78554 SAN MARINO CT
Application Description:
MARKEL / PATIO COVER AT BACKYARD
LA QUINTA, CA 92253
CZ -1 O
Property Zoning:
Application Valuation:
$2,046.00
N
Q
Applicant:
Contractor:
Vii!
LIFETIME PATIOS
LIFETIME PATIOS
P O BOX 5806
P O BOX 5806
Q
LA QUINTA, CA 92248
LA QUINTA, CA 92248
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.: 770843
Date (S� �n Contra le J
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.).
(
11, as owner of the property, am exclusively contracting with licensed contractors
to construct the project. (Sec. 7044, Business and Professions Code: The Contractors'
State License Law does not apply to an owner of property who builds or improves
thereon, and who contracts for the projects with a contractor(s) licensed pursuant to
the Contractors' State License Law.).
( ) I am exempt under Sec. . B.&P.C. for this reason
Date:
Owner:
CONSTRUCTION LENDING AGENCY
I hereby affirm under penalty of perjury that there is a construction lending agency for
the performance of the work for which this permit is issued (Sec. 3097, Civ. C.).
Lender's Name:
Lender's
(760)772-0013
Llc. No.: 770843
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.
�cf
S ion 3700 of the Labor Code, for the performance of the work for which this permit
is issued. My workers' compensation nsyfjaPce carrier and policy number are:
Carrier: _ Poli 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.
W1_r_4L__
Applica l_
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
property for inspection purposes. .
D, (o Signature (Applicant or Agent
FINAI\161LI�FORMAfiow
,;(4 mr! Ek"
:DATESDESCRIPTION 11"m
_41 M, A
BSAS SB1473 FEE 101-0000-20306,1 0 $1.0*0 $0.00
...... . . ... . 3. . ...... R M gg
2 I V
4
Total Paid for BUILDING STANDARDSADMINISTRATION BSA:. $1.00, $0.00
4 3m
q
IN `
nOM
PATIO COVER, STD, OPEN
101-0000-42404
0
$07.17.
$0.00
tT HOD'
AECE10i.
E #b-,�;��
m
2,CLTD
IN K Tz A
xA
7w
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A3V
4 ACCOUNT 01
`UZ
W
PATIO COVER,- STD, OPEN PC
101-0000-426000
$95.72
$0.00
"PAID
RECEIPTC
q N'
& T
"'.CLT
11J
-D,,BY,4'g
Total Paid for PATIO COVER COVERED PORCH LATTICE: $192.89 0.00
::DESCRIPTION
,
C Q
vb"
DATE
.,
1ANO V
SMI - RESIDENTIAL
101-0000-2:0308
0
411 t Rp
g IWMETHO
-e,, ,M.,gRECEIPT,`k
H
C EC
L-T DI
'xw N1115W.
R ".351
ti"AR', jc
fBY
Total Paid.for'STRONG MOTION INSTRUMENTATION SMI: $6.50 $0.00
..TOTALS: $194.39 $0.00
Description: MARKEL / PATIO COVER AT BACKYARD
Type: PATIO COVER Subtype:. CITY STANDARD/PRE- Status: UNDER REVIEW
Applied: 2/2/2016 SKH
ENGINEERED - OPEN
Approved:
Parcel No: 609551039 Site Address: 78554 SAN MARINO CT LA QUINTA,CA 92253
Subdivision: TR 28458-2 Block: Lot: 30
Issued:
Lot Sq Ft: 0 Building Sq Ft: 0 Zoning:
Finaled:
Valuation: $2,046.00 Occupancy Type: Construction Type:
Expired:
No. Buildings: 0 No. Stories: 0 No. Unites: 0
ADDRESSI
Details: 259SF TRELLIS PATIO COVER AT REAR YARD [DURALUM] THIS PERMIT DOES NOT INCLUDE ELECTRICAL INSTALLATIONS. 2013
CALIFORNIA BUILDING CODES.
ADDITIONAL
CHRONOLOGY
CONDITIONS
CONTACTS
NAME TYPE
NAME
ADDRESSI
CITY
STATE
ZIP
PHONE
FAX
EMAIL
APPLICANT
LIFETIME PATIOS
P 0 BOX 5806
LA QUINTA
CA
92248
(951)545-6050
LIFETIMEPATIOS@AOL.
Com
CONTRACTOR
LIFETIME PATIOS
P 0 BOX 5806
LA QUINTA
CA
92248
(951)545-6050
LIFETIMEPATIOS@AOL.
COM
OWNER
EVELYN MAKEL
78554 SAN MARINO CT
LA QUINTA
CA
92253
(951)545-6050
FINANCIAL INFORMATION
Printed: Tuesday, February 02, 2016 3:12:55 PM 1 of 2 C#?
sysrFMs
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PAID
PAID DATE
RECEIPT #
CHECK #
METHOD
PAID BY
CLTD
BY
BSAS SB1473 FEE
101-0000-20306
0
$1.00
$0.00
Total Paid for BUILDING STANDARDS ADMINISTRATION
$1.00 $0.00
BSA:
PATIO COVER, STD,
101-0000-42404
0
$97.17
$0.00
OPEN
PATIO COVER, STD,
101-0000-42600
0
$95.72
$0.00
OPEN PC
Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $192.89 $0.00
SMI - RESIDENTIAL
101-0000-20308
0
$0.50
$0.00
Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.50 $0.00
TOTALS:$0.00
PARENT PROJECTS
BOND INFORMATION
Printed: Tuesday, February 02, 2016 3:12:55 PM 2 of 2-, ,
SYSTC•ti15
REVIEW TYPE REVIEWER SENT DATE DUE DATE
RETURNED STATUS REMARKS NOTES
DATE
BOND INFORMATION
Printed: Tuesday, February 02, 2016 3:12:55 PM 2 of 2-, ,
SYSTC•ti15
Bin #1
City of La Quinta
Building U Safety Division
P.O. Box 1504, 78-495 Calle Tampico
La Quinta, CA 92253 - (760)'777-7012
Building Permit Application and Tracking Sheet
Permit #
Project Address: _ -
Owner's Name:
A- P. Number:
Address: V.
Legal Description:
City, ST, Zip: L^
Contractor: 1 /FE77MEj I &S
Address:
Telephone:
Project Description:
City, ST, Zip: 1A QU//UA
T/4 e
Telephone: Zoo - 77,p )3
-T-//,o'0
State Lic. # : "717400 3.
City Lic. #:
(e
Arch., Engr., Designer:
Address:
'
City, ST, Zip:
Telephone:
Construction Type: Occupancy:
State Lic. #:
Name of Contact Person: �'/��s f
Project type (circle one): New Add'n Alter Repair Demo
-T
Sq. Ft��'TStories: #Units:
.Telephone # of Contact Person: 7040 &6$ '170D
Estimated Value of Project: (0
APPLICANT: DO NOT WRITE BELOW THIS LINE
#
Submittal
Req'd
Rec'd
TRACIMG •
PERMIT FEES
Plan Sets
Plan Check submitted
Item
Amount
Structural Cales.
Re#iewed, ready for corrections
Plan Check Deposit
Truss Calcs.
Called Contact Person
Plan Check Balance
Energy Calcs.
Plans picked up
Construction
Flood plain plan
Plans resubmitted
Mechanical
Grading plan
r' 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 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
to
? V-5 -1 Sew V�1n►µ,.x� L°�
CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
DATEZ BY
i
r`
PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC.
GENERAL NOTES: DESIGN REQUIREMENTS: WIND SPEED CONVERSION TABLE:
GOVERNING CODES:
1. THE DESIGN OF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLY WITH THE
2012 INTERNATIONAL BUILDING AND RESIDENTIAL CODES, 2013 CALIFORNIA BUILDING AND RESIDENTIAL
CODES, ASCE/SEI 7 -10 -MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES AND THE 2010
ALUMINUM MANUAL -ADM 1-10. COLUMNS BEARING ON CONCRETE SLAB IS IN ACCORDANCE WITH 2012 IRC
AND 2013 CRC SECTION AH105.2 FOR 10 psf RESIDENTIAL CONSTRUCTION AND AC1318-11 FOR 20,25 AND 30
psf RESIDENTIAL AND COMMERCIAL CONSTRUCTION.
DRAWING NOTES:
2. ALL ITEMS PERTAINING TO EACH INSTALLATION (TYPE OF ROOF PANEL, HEADER SPAN, COLUMN SIZE,
ETC.) SHALL BE CIRCLED AND CLEARLY IDENTIFIED.
3. EACH INSTALLATION SHALL BEAR AN IDENTIFYING TAG INDICATING THE NAME AND ADDRESS OF THE
MANUFACTURER DESIGN LOADS AND ENCLOSABIUTY.
4. THE DRAWINGS AND SPECIFICATIONS SHOWN REPRESENT THE FINISHED STRUCTURE, UNLESS OTHERWISE
NOTED, AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE
AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS,
TECHNIQUES, SEQUENCES AND PROCEDURES.
5. THE APPROVED SET OF DRAWINGS AND SPECIFICATIONS SHALL BE KEPT AT THE JOB SITE AND SHALL BE
AVAILABLE TO THE AUTHORIZED REPRESENTATIVES OF THE BUILDING AND SAFETY DEPARTMENT. THERE
SHALL BE NO DEVIATION FROM THE APPROVED PLANS AND SPECIFICATIONS WITHOUT AN APPROVED
CHANGE ORDER.
6. FREESTANDING COVERS SHALL NOT BE ENCLOSED WITH ANY TYPE OF SOLID OR MESH MATERIAL.
7. ALL NEW CONCRETE FOOTINGS SHALL BEAR ON FIRM, NATURAL, UNDISTURBED SOIL OR CERTIFIED FILL.
8. ATTACHED COVERS MAY BE SECURED TO AN EXISTING CONCRETE SLAB PROVIDED THE SLAB IS AT LEAST 3
1/2 INCHES THICK AND IS LOCATED IN AREAS WITH A FROST DEPTH EQUAL TO ZERO.
9. A MAXIMUM COLUMN LOAD OF 750 POUNDS IS PERMITTED FOR ATTACHED COVER COLUMNS BEARING ON
EXISTING OR NEW CONRETE SLABS.
10.20 POUNDS PER SQUARE FOOT L.L. AND GREATER MAY BE COMMERCIAL APPLICATIONS AND RESIDENTIAL
CARPORTS.
11. DESIGN LOADS COMBINATIONS ARE IN ACCORDANCE WITH IBC AND CBC SECTION 1605.3.1.
DESIGN CONSIDERATIONS:
11. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS: 1/4 INCH PER FOOT.
12. MINIMUM COVER PROJECTION IS 10'.
13. MINIMUM SIZE OF EXISTING ROOF OVERHANG IS 50 SQUARE FEET, WHERE COVER IS ATTACHED TO THE
EXISTING OVERHANG.
14. COVERS ARE DESIGNATED "RIDGED BUILDINGS" AS DEFINED IN ASCE/SEI 7.
15. COVERS SHALL NOT BE INSTALLED IN AREAS NEAR HILLS, RIDGES AND ESCARPMENTS AS DEFINED IN
ASCE/SEI 7.
16. THE FREESTANDING AND ATTACHED COVERS NOTED HEREIN ARE DESIGNED AS "OPEN STRUCTURES; IN
ACCORDANCE WITH ASCE/SEI 7.
17. THE RATIO (H/P), COVER MEAN ROOF HEIGHT (H, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT),
SHALL NOT EXCEED ONE (1).
18. THE RATIO (UP), COVER LENGTH (L, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT), SHALL NOT
BE LESS THAN ONE (1).
MATERIAL SPECIFICATIONS:
19. BEAMS SHALL BE SPLICED OVER EACH INTERIOR COLUMN SUPPORT.
20. ALTERNATE ALUMINUM ALLOYS MAY BE SUBSTITUTED FOR THOSE SHOWN, PROVIDED THEY ARE REGISTERED
WITH THE ALUMINUM ASSOCIATION AND HAVE EQUAL OR GREATER YEILD AND ULTIMATE STRENGTHS.
21. CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2,500 POUNDS PER SQUARE INCH.
22. DESIGN VERTICAL SOIL BEARING PRESSURE IS 500 POUNDS PER SQUARE FOOT. DESIGN LATERAL SOIL BEARING
PRESSURE IS 200 POUNDS PER SQUARE FOOT PER FOOT OF FOOTING DEPTH. (EQUALS 100 PSF/FT x 2 PER
TABLE 1806.2 AND SECTION 1806.3.4.
23. EMBEDDED STEEL MEMBERS SHALL BE HOT -DIPPED GALVANIZED, AND CONFORM TO A5DO 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 ICG -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 CBCIIBC.
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.
RESIDENTIAL APPLICATIONS - CRC AND IRC APPENDIX H, CBC AND IBC CHAPTER 16, CBC &
IBC APPENDIX CHAPTER I.
ROOF LIVE AND SNOW LOADS: 10, 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND
LEVEL 25, 30, 40 & 50 psf)
COMMERCIAL APPLICATIONS - CBC AND IBC CHAPTER 16.
ROOF LIVE AND SNOW LOADS: 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND LEVEL
25, 30, 40 & 50 psi)
ADDITIONAL DESIGN REQUIREMENTS:
1. TABULATED SPANS FOR SNOW LOADS HAVE BEEN ADJUSTED FOR ROOF APPLICATIONS.
2. BASIC WIND SPEEDS: 110, 120.130 MPH, EXPOSURES B AND C.
3. OCCUPANCY CLASSIFICATION AND RISK CATEGORY: 11, 11.
4. SEISMIC BASE SHEAR: 17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER.
5. SEISMIC DESIGN PARAMETERS:
SITE CLASS: D'
SEISMIC DESIGN CATEGORY: D
MAPPED SPECTRAL RESPONSE COEFFICIENTS: S5= 1.50, S, = 0.6, Ste= 1.0, Sa 0.50
RESPONSE MODIFICATION FACTOR, R:1.25
6. DESIGN ASSUMPTIONS:
A. BUILDING HEIGHT OF MAIN STRUCTURE (MEAN ROOF HEIGHT): 20'
B. LEAST BUILDING WIDTH OF MAIN STRUCURE: 30'
C. MINIMUM COVER SIZE ATTACHED TO MAIN STRUCTURE OR FREESTANDING: 10'X 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.
SHEET INDEX:
SHEET # SHEET TITLE/ DESCRIPTION
CBC / IBC
WIND SPEED
EQUIVALENT CRC / IRC
WIND SPEED
110 MPH
85 MPH
120 MPH
93 MPH
130 MPH
101 MPH
SEE CONVERSION METHOD, THIS PAGE,
FOR APPLICATION AND USE.
SITE DESIGN PARAMETERS:
SITE ADDRESS:
WIND SPEED & EXPOSURE:
ROOF / SNOW LOAD:
STRUCTURAL
ENGINEERING FIRM
]74C
�ENG/NEE//./NG
STRUCTURAL ENGINEERING
SH -5 ...........MINIMUM FASTENERS
SH -6 ...........RAFTER SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS
SH - 7 ............HEADER BEAKI TYPES, COLUMN / POST TYPES
SH -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 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 Ll, 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 Ll, 110-130 MPH
SH - 37-38 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF Ll, 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
CITY (
BUILDIN
AP
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DA
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0 55 85
OF CAIJF�`
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
DbUINTA
SAFETY DEPT.
ROVED
STRUCTION
L --BY i
REVISIONS
MARK RATE DESCRIDDDN
4 STEL JOB # 157071.1
DATE 3!312015
DRAWN BY MAP
CHECKED DKR
TITLE SHEET,
DESIGN LOADS,
GENERAL NOTES
T-0
0 OF 50 SHEETS
109 EAST ESCALONES
PHONE: (949) 388-93
T-0..................TITLE
SHEET, DESIGN LOADS, GENERAL NOTES
SAN CLEJMENTECA72672
FAX: (949)388.37
SH -1 .............
SOLID PANEL STRUCTURES
STRUCTURAL ENGINEER
SH -2 ............OPEN
LATTICE STRUCTURES
OF RECORD:
DUSTIN K. ROSEPINK.
SH - 3-4
........PANEL SPANS TRI -V, W -PANEL & FLAT PAN
POINT OF CONTACT.,
BRADLEY STEVENS
SH -5 ...........MINIMUM FASTENERS
SH -6 ...........RAFTER SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS
SH - 7 ............HEADER BEAKI TYPES, COLUMN / POST TYPES
SH -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 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 Ll, 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 Ll, 110-130 MPH
SH - 37-38 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF Ll, 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
CITY (
BUILDIN
AP
FOR (
DA
Ll
W UNM
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03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
DbUINTA
SAFETY DEPT.
ROVED
STRUCTION
L --BY i
REVISIONS
MARK RATE DESCRIDDDN
4 STEL JOB # 157071.1
DATE 3!312015
DRAWN BY MAP
CHECKED DKR
TITLE SHEET,
DESIGN LOADS,
GENERAL NOTES
T-0
0 OF 50 SHEETS
0
ROOF PANEI
SHEE'
PANEL ATI
SUPP
HAP
"O.H"NOTTO
OF
ALLC
SEE DETA
FOR MAND,
NO BI
EX'
PO
SEE SHT
NUMBER OF RE(
SOLID PANEL STRUCTURES
3 1/2" SLAB ATTACHMENT)
MAY BE USED NOTE: NO SPLICE AT EX TOR 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"ATTACHE_D SINGLE_SPAN W/ CANTILEVER -OPTION
3 1/2" SLAB
MAY BE USED
TO CONSTRAIN
7 FOOTING, SEE
TABLES
FOOTINGS
SEE TABLES
Elm
VIES
BEAM - SEE TABLES
FOR POST SPACING
NOtTp
Op B4
ACLOWASte SPA/V
TANG,
)OD, OR
RETE
SEE
'8
NOTE: EACH COMPONENT IS INTER-
CHANGEABLE WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN.
81 TYPE "C" FREESTANDING W/ CANTILEVER OPTION
ROOF PANEL SEE TABLES
SHEET FOR ROOF
PANEL ATTACHMENT TO
SUPPORTING WALL
HANGER & 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
SEE SHT. 11 FOR MINIMUM
NUMBER OF REQUIRED COLUMNS
3 1/2" SLAB ATTACHMENT -
MAY BE USED
WHERE PERMITTED.
SEE TABLES
FOOTING WHERE REQUIRED
SEE TABLES
ATTACHMENT
SEE DETAIL A, B & C,
SHEET 8
MIN. 0.25" SLOPE PER FT
0 tStS SP ,fv
THE PRO ".0 N
---"C--BEAM - SEE TABLES
FOR POST SPACING
o eW?s
ALLOWABLE Sc"
NOTE: EACH COMPONENT IS INTER-
CHANGEABLE WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN.
TYPE "B" ATTACHED MULTISPAN W/ CANTILEVER OPTION
ROOF PANEL SEE TABLES MIN. 0.25" SLOPE
SHEET 4 FOR ROOF PANEL PER FT
ATTACHMENT TO
SUPPORTING BEAM.---------
"O.H." NOT TO EXCEED 25%
OF ROOF PANEL
ALLOWABLE SPAN
SEE DETAIL 11, SHEET 12�
FOR MANDATORY SPLICE. POS SPAN/ BEAM - SEE TABLES
NO BEAM SPLICE AT SEE T SPgCIIVG FOR POST SPACING
EXTERIOR POSTS. TABLES T�II
POSTS, SIZE VARIES O H' NOT
3 1/2" SLAB A t EAM "
MAYBE USED WgeLESp
TO CONSTRAIN III
FOOTING, SEE IU
TABLES
FOOTINGS
SEE TABLES
OVERHANG,
OR WOOD, OR
CONCRETE
WALL SEE
SHEET 8
F
x
NOTE: EACH COMPONENT IS INTER-
CHANGEABLE WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN.
TYPE "D" FREESTANDING MULTISPAN W/ CANTILEVER OPTION
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03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHI APPROVAL
REVISIONS
MARK DATE DESUMITIDN
4 STEL JOB A 15.1071-1
DATE Y3015
DRAWN BY MAP
CHECKED DKR
SOLID PANEL
STRUCTURES
SH -1
1 0F 50 SHEETS
3
5-' ROOF PANEL SEE TABLES
1 SHEET 4 FOR ROOF PANEL
ATTACHMENT TO
I I SUPPORTING BEAM.
'O -H -
SPAN,
- ".O.H ".NOT TO EXCEED 25%
OF ROOF PANEL
ALLOWABLE SPAN
6
SEE DETAIL 11, SHEET 12
FOR MANDATORY SPLICE.
BEM9Sp
POST
NO BEAM SPLICE AT
s
SEE ^
EXTERIOR POSTS.
TgB�Fs
e POSTS, SIZE VARIES
3 1/2" SLAB
MAY BE USED
TO CONSTRAIN
7 FOOTING, SEE
TABLES
FOOTINGS
SEE TABLES
Elm
VIES
BEAM - SEE TABLES
FOR POST SPACING
NOtTp
Op B4
ACLOWASte SPA/V
TANG,
)OD, OR
RETE
SEE
'8
NOTE: EACH COMPONENT IS INTER-
CHANGEABLE WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN.
81 TYPE "C" FREESTANDING W/ CANTILEVER OPTION
ROOF PANEL SEE TABLES
SHEET FOR ROOF
PANEL ATTACHMENT TO
SUPPORTING WALL
HANGER & 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
SEE SHT. 11 FOR MINIMUM
NUMBER OF REQUIRED COLUMNS
3 1/2" SLAB ATTACHMENT -
MAY BE USED
WHERE PERMITTED.
SEE TABLES
FOOTING WHERE REQUIRED
SEE TABLES
ATTACHMENT
SEE DETAIL A, B & C,
SHEET 8
MIN. 0.25" SLOPE PER FT
0 tStS SP ,fv
THE PRO ".0 N
---"C--BEAM - SEE TABLES
FOR POST SPACING
o eW?s
ALLOWABLE Sc"
NOTE: EACH COMPONENT IS INTER-
CHANGEABLE WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN.
TYPE "B" ATTACHED MULTISPAN W/ CANTILEVER OPTION
ROOF PANEL SEE TABLES MIN. 0.25" SLOPE
SHEET 4 FOR ROOF PANEL PER FT
ATTACHMENT TO
SUPPORTING BEAM.---------
"O.H." NOT TO EXCEED 25%
OF ROOF PANEL
ALLOWABLE SPAN
SEE DETAIL 11, SHEET 12�
FOR MANDATORY SPLICE. POS SPAN/ BEAM - SEE TABLES
NO BEAM SPLICE AT SEE T SPgCIIVG FOR POST SPACING
EXTERIOR POSTS. TABLES T�II
POSTS, SIZE VARIES O H' NOT
3 1/2" SLAB A t EAM "
MAYBE USED WgeLESp
TO CONSTRAIN III
FOOTING, SEE IU
TABLES
FOOTINGS
SEE TABLES
OVERHANG,
OR WOOD, OR
CONCRETE
WALL SEE
SHEET 8
F
x
NOTE: EACH COMPONENT IS INTER-
CHANGEABLE WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN.
TYPE "D" FREESTANDING MULTISPAN W/ CANTILEVER OPTION
Ll
2
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2
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03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHI APPROVAL
REVISIONS
MARK DATE DESUMITIDN
4 STEL JOB A 15.1071-1
DATE Y3015
DRAWN BY MAP
CHECKED DKR
SOLID PANEL
STRUCTURES
SH -1
1 0F 50 SHEETS
o u t o r- o
OPEN LATTICE STRUCTURES
I '
RAFTER, SEE TABLES
'SrWALL LEDGER OR
ROOF OVERHANG,
MAX. O.H.G SEE DETAIL AB 8 C,
M 25%OFRAFTER O.H SHEET8.
41 ALLOWABLE
q�oSo00/�q SPAN
A,c
'qh
MANDATORY BEAM SPICE - SEE
> DETAIL 11, SHEET 12 G� G•
NO BEAM SPLICE AT 0- 60 ?d
EXTERIOR POSTS
�3
RAFTER, SEE TABLE
0 M,qk
FOR SIZE
OVERHANG,
AND SPACING
SEE DET A,B & C
MAX. O.H.
�So25% OF RAFTER O.H
- LENGTH OF STRUCTURE VARIES
SHEET 8.
ALLOWABALNE
G
ivLU
O
D OSTS�
Sp�'1'G'
qyw
q0/1'CNG
POST'WITH SIDE PLA
S
25% OF RAFTER
�.5 ALLOWABALEN
@
SEE SHT, II FOR MINIM
M
0 6Oc
�Q
pq�
O
NUMBER F REDUI
6
LENGTH OF STRUCTURE VARIES
.C"
SFFT
G
MANDATORY BEAM SPICE - SEE
COLUMNS
I
T,y@�RS G
POST CR SS -SECTION,
SEE POST DETAIL,
� x
EXTERIOR POSTS
qOjN
g (7
3 1/2" SLAB ATTACHMENT
' NOTE: EACH COMPONENT IS INTER-sFF
c7
A�
ST Sp
SAq� Ni
MAY BE USED WHERE
PERMITTED.
SEE TABLES
CHANGEABLE WITH ANY OTHER
3pR
T1e�FSG
p
COMPONTENT UNLESS OTHERWISE SHOWN.
x
FOOTING WHERE REQUIRED,
pEi6
SEETABLES
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE'
• MAY NOT BE COVERED.
1
TYPE "E" ATTACHED SINGLE SPAN LATTICE STRUCTURE
D
5
RAFTER, SEE TABLE
FOR SIZE
OVERHANG,
AND SPACING
SEE DET A,B & C
MAX. O.H.
�So25% OF RAFTER O.H
SHEET 8.
ALLOWABALNE
2Sop'4.k0 SPAN
V
O
D OSTS�
Sp�'1'G'
qyw
q0/1'CNG
25% OF RAFTER
�.5 ALLOWABALEN
O
ocp I�q
y
I
0 6Oc
�Q
O
STSp-'�'G
O
^1.
6
LENGTH OF STRUCTURE VARIES
.C"
G
MANDATORY BEAM SPICE - SEE
I
POST CR SS -SECTION,
SEE POST DETAIL,
� x
EXTERIOR POSTS
qOjN
g (7
4
c7
MANDATORY BEAM SPICE - SEE
G�0.
MAY BE USED
3pR
DETAIL 11, SHEET 12
p
F
x
D LENGTH OF STRUCTURE VARIES
pEi6
EXTERIOR POSTS
t��
O '1•C _
'
LENGTH OF STRUCTURE VARIES
TYPE "H" FREESTANDING MULTISPAN LATTICE STRUCTURE
G
Ll
p @Fqy
MANDATORY BEAM SPICE -SEE
FTS Spgl�
SEE SHT, IS' FOR MINIMUM
F REQUIRED
�T9@ O/NG
DETAIL 11, SHEET 12 "
NUMBER
�s
COLUMNS
NO BEAM SPLICE AT
NOTE: EACH COMPONENT IS INTER-
E•
D SSp
OST CROSSSECTI
EXTERIOR POSTSS� STSp
SFFTAgCgH�
MAY BE USED WHERE
SEE POST DETAI
Tq@SFS NG
1@�FSG
ITTTABLES.
7
SEPERMITTED.
3 1/2" SLAB
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
MAY BE USED
NOTE: EACH COMPONENT IS INTER-
pp
TO CONSTRAIN
CHANGEABLE WITH ANY OTHER
SF STSp
FTgg�Fs/yc
FOOTING, SEE
COMPONTENT UNLESS OTHERWISE SHOWN.
TABLES
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
G MAY NOT BE COVERED.
•
FOOTING SEE TABLES
TYPE "G" FREESTANDING
SINGLE SPAN LATTICE STRUCTURE
8
n
-
WALL LEDGER OR
AND SPACING
OVERHANG,
MAX. O.H. 0.11
SEE DET A,B & C
I
SHEET 8.
2Sop'4.k0 SPAN
V
RAFTER, SEE TABLE
Sp�'1'G'
MAX. O.H. O.H
25% OF RAFTER
�.5 ALLOWABALEN
O
ocp I�q
y
I
0 6Oc
�Q
O
STSp-'�'G
O
^1.
qC/�C
LENGTH OF STRUCTURE VARIES
.C"
G
MANDATORY BEAM SPICE - SEE
I
POST CR SS -SECTION,
SEE POST DETAIL,
� x
EXTERIOR POSTS
qOjN
g (7
• SFS OD
N w
x
MANDATORY BEAM SPICE - SEE
G�0.
MAY BE USED
NOTE: EACH COMPONENT IS INTER-
DETAIL 11, SHEET 12
TO CONSTRAIN
OTI SEE
24
geCFs%
NO BEAM SPLICE AT
pEi6
EXTERIOR POSTS
t��
O '1•C _
'
LENGTH OF STRUCTURE VARIES
TYPE "H" FREESTANDING MULTISPAN LATTICE STRUCTURE
p @Fqy
POST WITH SIDE L TES.
FTS Spgl�
SEE SHT, IS' FOR MINIMUM
F REQUIRED
�T9@ O/NG
NUMBER
�s
COLUMNS
NOTE: EACH COMPONENT IS INTER-
E•
D SSp
31/2" SLAB ATTACHMENT
CHANGEABLE WITH ANY OTHER
SFFTAgCgH�
MAY BE USED WHERE
COMPONTENT UNLESS OTHERWISE SHOWN.
1@�FSG
ITTTABLES.
SEPERMITTED.
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
MAY NOT BE COVERED.
FOOTING WHERE REQUIRED,
SEE TABLES
TYPE "F" ATTACHED MULTISPAN
LATTICE STRUCTURE
' RAFTER, SEE TABLE
FOR SIZE
AND SPACING
MAX. O.H. 0.11
251% OF RAFTER
- ALLOWABLE
2Sop'4.k0 SPAN
V
Sp�'1'G'
`pOS
qc/Nc
I
0 6Oc
�Q
O
^1.
�3
LENGTH OF STRUCTURE VARIES
.C"
G
MANDATORY BEAM SPICE - SEE
DETAIL 11, SHEET 12
POST CR SS -SECTION,
SEE POST DETAIL,
NO BEAM SPLICE AT OST
FFTge
EXTERIOR POSTS
qOjN
• SFS OD
3 1/2" SLAB
MAY BE USED
NOTE: EACH COMPONENT IS INTER-
POST
SFFT SOq�/
TO CONSTRAIN
OTI SEE
CHANGEABLE WITH ANY OTHER
geCFs%
TAB ESG,
COMPONTENT UNLESS OTHERWISE SHOWN.
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
FOOTING SEE TABLES
MAY NOT BE COVERED.
TYPE "H" FREESTANDING MULTISPAN LATTICE STRUCTURE
0,100001
2 M
ti
cl
co
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W w NM
CDj4Zj 0�'"
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OF CAL\T_
03-03-15
DURALUM
IAPM0 0195
ASSUMPTION
AHI APPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB R 15-1071-1
DATE 3'312015
DRAWN BY MAP
CHECKED DKR
OPEN LATTICE
STRUCTURES
SH - 2•
2 OF 50 SHEETS
0
2
o
3
0
e
c
c
E
A o tl V u c r o V a n o J
SOLID PANELS SPANS FOR COMMERCIAL & PATIOS 110/120/130 MPH EXP.- B & C
24" TRI -"V" PAN 2ez 50, 12"x 3 1/2"W PANEL 6"/ 8"x 2A" FLAT PAN
R=.117' .09R (I,S,
1 25• .40' �. .40' .77' S' IB0' I .77' 47'
b7' .40' .75' .43' .45' L (ALL UNMARKED RADII .06R>
T= (SEE TABLE 3. 0'
BELOW) G5' T= (SEE TABLE ,70' 25'
2 6' 1. o• 25• Ll s BELOW) 282• z '' T= (SEE TABLE BELDW z• 7'
.40' 45' .
.35' .7 ' 45' TYP.
.3
.4-3.001,50' .50'x+--4.50' 40• .50' , 3A0' �, .433' L3' L3' .433' 1.92' L92' .75' L92'
25'
4A0' 120' A0'/8A0'
ALUM. ALLOY 3004-H36 OR EQUAL ALUM. ALLOY 3004-H36 OR EQUAL rALUM. ALLOY 3004H36 OR EQUAL
TABLE 1 - MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS
ROOF PANEL TYPE
ROOF LIVEISNOW LOAD, psf
10 20 1 25 30 40 50
24" TRI 'V" PAN
- - 0.88 0.83 0.75 0.80
24"xZV2-90.018"
0.85 0.80 0.65 0.65 -
24"x2}4"x0.024"
PANEL -T'
110 MPH
SPAN
120 MPH
SPAN
130 MPq
LUSL
(IN.)
EXP.B
EXP.0
EXP.B
EXP.0
EXP.B
"
10'-T
10'-3"
10'-3•
10'-3'
10'-3'
10'-3•
15'3"
.018
15'3"
14'7
14'-T
.024
14'-7"
14'-7•
14'-
9'-0'
8'$"
8'-7"
8'-1"
8'-2'
12'-T
, 2' $"
11'-,0'
12'-3"
12'3"
12,_3,
12•_3,
12•_3,
17'-T
10
.024
1T-7"
1010
10'-3"
9T
-0
10'4'
9'-9"
9'-9'
W-2"
9'-3"
'$
14'-9'
14'-9"
14'3"
14'3"
14•_3,
14'_3,
14'_3,
14'_3,
19'-7"
.032
19'-7"
19'-T
5'-10'
S'-10"
040
12'$"
12'-1"
12'-1"
11'-2'
11'3"
10'$"
16'$'
16'-9"
8'4"
8'4'
8'4"
8'4•
8'4"
8'4"
'-3"
.018
11'3"
11'-3"
11'-3"
11'$"
020(l)
10'-10'
10'-1"
10
7'-9"
7'-5"
7'-5'
7'-2"
T-2"
V-10"
12'-1'
10,_1,
10,_1,
10'_1,
10'_1,
10•_1•
10•_1"
20
.02a
12'$"
12'$"
18'-0"
.024
8;
8'4"
8'-5'
8'-1"
8'-1"
7'-9"
10'-9''-3'
12•_1"
12'_1,
12•_1"
12•_1"
12,_1,
12•_1,
14'$'
032
'
14'$"
14'$"
13'-4"124'
.032
12'-0"
10.9•
10,_3"
10 4•
9'$"
9'-9'
91_9,
13'-3'
12'-9''4"
7'-3"
7'-3'
T-3•
T-3•
7'-3"
T-3"
16'3•
.018
'
16'3"
16'-3"
19'"
416$
IVA"
040
.040
T4"
T4"
T-1"
T-1'
6'-10'
15'-1'
14'-7'$"
040
8•_9,
8'-9"
25
.024
11.1,
��,_�.
��,_�,
.020(l)
3-4
'
'19'"
1
8'-,"
T-9"
9'-10"
9'-3"
9'$"
9'$"
9'$"
'$"
9'$"
9'$"
12'-0"
.032
12'-0"
12'-0"
12'-0°
12'-1"
12'-1•
.024
19'-4•
10'$"
10,_2,
10'-2"r9'-7"
9'$"
9'-2"
11'-0'
10'-T
6'-T
6'-T
6'-7-
6'-7"
6'-T
6'-7'
.018
13,_2,
13'_2,
13,_2,
13•_2"
8'4"
8'-6"
032
T-3"
7'-0"
T-0"
6'-9•
6'-10"
6'-7"
9'-5"
8'-3"
8'-3"
8'-3"
8'-3•
8'-3"
8-3-
30
.024
14•_2,
14'_2•
14•_2"
14,2,
13 _3•
040
8'-3'
8' 0"
8'-0"
T-9"
T-9•
9'-1"
9'-1"
9'-1•
9'-1•
9'-1•
9'-1'
032
10'$"
10'-6"
10'$"
10'$"
9"
.020(l)
20
9'-10"
9'$'
9'$'
9'-1"
9'-2'
11'-3"
TABLE 1 - MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS
ROOF PANEL TYPE
ROOF LIVEISNOW LOAD, psf
10 20 1 25 30 40 50
12"x3X"xO.020'
- - 0.88 0.83 0.75 0.80
24"xZV2-90.018"
0.85 0.80 0.65 0.65 -
24"x2}4"x0.024"
0.90 0.88 0.70 0.65 I
24'x2}4"X0.032"
0.90 0.88 - -
(1) MULTI -SPAN REDUCTION FACTORS ARE ONLY
APPLICABLE TO THOSE ROOF PANEL TYPES SHOWN
IN TABLE 1 ABOVE.
NOTE: PANEL FASTENERS
ARE SHOWN IN TABLES 1,2 AND 3, SHEET 4
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
Ll ce)
Zti
W r-,-
W� co
Z O U
uj
uU)w�
Lu
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S5885
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OF CAI�F� .
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
a
REVISIONS
MARK Dore DESCRFnON
4 STEL JOB # 15-1071-1
DATE 3!3!2015
DRAWN BY MAP
CHECKED DKR
PANEL SPANS TRI -V,
W -PANEL & FLAT PAN
SH -3
3 OF 50 SHEETS
12"x 3 1/2"W PANEL
1
LUSL
PANELT
(IN.)
110 MPH SPAN
120 MPH SPAN
130 MPH SPAN
EXP.B I EXP.0 EXP.B EXP.0 EXP.B EXP.0
13'_9"
13,_9,
13,_9,
13•_9"
13'_9,
13'_9,
110 MPH SPAN
020(1)
12'-0'
11'-1'
11 2'
10'-T
10'-T
9'-11"
12'•-
$1
15'-3"
163"
15'3"
15'3"
15'-3"
15'3"
14'7
14'-T
.024
14'-7"
14'-7•
14'-
oxo
13'-2'
12'-T
, 2' $"
11'-,0'
12'-0'
11'-1"
10
,7'-7"
17'-T
17'-T
1T-7"
1T-7"
1010
10'-3"
9T
-0
12''
�17T".03215'$'
1'A"
'$
14'-9'
14'-9"
14'-0'
14'-1•
13'-7"
13'-7"
19'-7'
19'-7"
19'-7"
19'-T
19'-7"
19'-T
5'-10'
S'-10"
040
024
1T -T
16'$'
16'-9"
15'-9"
11'-3'
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11'-3'
11'3"
11'-3"
11'-3"
11'$"
020(l)
10'-10'
10'-1"
10
14'-2"
13'-4"
13' 4"
12'$"
1.11
12'-1'
15'-7"
15'-7"
15'-7"
15'-7"
, 2'$•
12'$"
18'-0"
12'$"
12'$"
18'-0"
.024
11'-2'
10'-9''-3'
032
10'4'
9'-10"
20
14'$'
14'$'
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14'$"
14'$"
13'-4"124'
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12'-0"
W71"3
16'2"
.
15'-0"
15'-1"
13'-3'
12'-9''4"
17'-
12'4"
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7"
16'-3'
16'3•
19'"
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16'3"
16'-3"
19'"
416$
IVA"
040
.040
15'-1'
14'-7'$"
040
11_1.
11_�,
11.1,
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3-4
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'19'"
1
,6-4
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9'-10"
9'-3"
9'S'
8'-11"
9'-0"
6'$'
10'-2"
12'-0•
12'-0"
12'-0•
12'-0"
12'-0"
12'-0°
12'-1"
12'-1•
.024
19'-4•
.020
11'-0'
10'-T
10'$"
10'-2'
10'-3"
9'-9"
25
13,_2,
13,_2,
13'_2,
13,_2,
13•_2"
8'4"
8'-6"
032
10'-10"
104
10'-3"
9'-9"
9'-10'
9'-5"
12'-7'
12'$"
12'-2'
12'-3"
11'4"
11'4"
r14'-22"
14•_2,
14•_2,
14'_2•
14•_2"
14,2,
13 _3•
040
024
14'4"
14'2"
13'T
13'$"10'$"
20
10'$"
10'-6"
10'$"
10'$"
9"
.020(l)
20
12'-2"
11'$"
„'$"
11'-2"
11'-3"
10'-7'
9'-2"
8'-9"
8'-11"
8'-5"
8'$"
8'-2"
13'-0"
11'-3•
11'3"
11'3"
11'-3"
11'-3"
11'-3"
15'$'
.024
.032
10'$'
10'-1'
10'-2"
9'-7"
9'-9"
9'-2"
30
12'$"
12'$"
12' 6"
12'$"
12'$"
12'$"
11'-0"
10'-6"
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14'-2"
13'-9"
13'-7"
13'-0"
13'-1"
12'$'
12'$'
12'-,'
11'-10"
11'$"
14'$"
14'$"
16'$'
13'4"
13'4"
13'4"
13'4"
13'4"
13'4"
.040
040
14'-2"
13'$'
13'$"
13'-0'
13'-3'
12' 6-
9'-1"
9'-1"
9'-1•
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1"
9';>7'-1
9'-1"
11'-10"
.020(1)
15'$'
8'-1"
>7'.l
7'-,0
7'-10'
7'$"
14'-3"
10'-3"
10'3"
10,_3,
10•_3"
70'_3,
10•_3"
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9'-9"
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104
10'4"
9'-5"
9'-1"
9'-1"
8'-10"
8'-10'
8'-T
40
11'4"
11'4"
1,'4"
11'4"
11'4"
11'4"
.032
8'-11'
8'$"
8'$'
8'3'
8'-3"
T-,0"
10'$'
10'-1'
17'-0"
,0'-7"
10'$"
10'-3"
12'_2,
12'_2,
12,_2,
12•_2,
72_2"
12•_2,
11_1,
040
11'-1"
11,_1"
11'_1"
11'_1"
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12'$'
12'4
72'4•
12'-1"
12'-1"
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8'-2"
8'-2•
8'-2'
8'-2"
8'-2"
8'-2•
25
.020 (1)
9'-11"
9'-T
9'-7'
9'-2"
9'-3"
8'-10'
25
12'-0"
111$"
11'-7"
10'-10
1"
1V-6"
9'-2"
9'-2"
9'-2"
9'-2"
9'-2"
9'-2•
12'-1"
.024
12'-1•
12'-1"
12'-1"
12'-1"
.032
so
.032
10'-7"
10'-T
10'-T
10'-T
10'-7"
10'-T
.032
11'-3"
11'-3'
10'-9"
10-10
104"
14'-1"
13'-7"
13'$"
13'-1"
13'-2"
9'-5"
8'-11"
12'_3"
11'_3•
11,3,
11,_3•
71,_3,
11,_3,
11,_3°
13•_1,
13,_1•
040
13•_1"
13•_1"
13'_1,
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10'4"
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Zti
W r-,-
W� co
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Lu
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S5885
3'
OF CAI�F� .
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
a
REVISIONS
MARK Dore DESCRFnON
4 STEL JOB # 15-1071-1
DATE 3!3!2015
DRAWN BY MAP
CHECKED DKR
PANEL SPANS TRI -V,
W -PANEL & FLAT PAN
SH -3
3 OF 50 SHEETS
1 8" x 2 Yz" FLAT PAN
1
6' x 2 }4" FLAT PAN
LUSL
PANELT
(IN.)
1110 MPH SPAN 120 MPH SPAN
130 MPH SPAN
LUSL
PANEL'P
(IN.)
110 MPH SPAN
120 MPH SPAN
130 MPH SPAN
vEXP.B - EXP.0 r ' EXP.B EXP.0 EXP.B EXP.0
EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0
12'-
12'•-
$1
12'$"
12'$"
12'$"-
12'"
14'7
14'-T
14'-7"
14'-7"
14'-7•
14'-
oxo
oxo
1010
10'-3"
9T
-0
12''
12'"-02
1'A"
'$
1T
01
13'-T
13'-7"
13'-7"
13'-7"
13'-7"
13'-T
Is, io'
5'-10"
5'-10"
5'-10'
S'-10"
5'-10"
024
024
10
11'$"
10'-9"
10'-10'
10'-1"
10
14'-2"
13'-4"
13' 4"
12'$"
12'-9"
12'-1'
15'-7"
15'-7"
15'-7"
15'-7"
15'-7"
15'-7"
18'-0"
18�18`-105.18'-0"
18'-0"
18'-0",4'-1'
032
F.032
13'-1
13'-4"124'
12'$"
12'-0"
16'2"
.
15'-0"
15'-1"
14'-3"
17'-
7"'
17
7"
1-1'3
19'"
,4'"'
19'"
19'"
416$
IVA"
.040
040
-17'-7"
15T
4-104-10
4-2
3-4
'
'19'"
1
,6-4
'
-0T
16
10'-2"
10'-2"
10'-2"
10'-2"
10'-2"
10'-2"
12'-1"
12'-1'
12'-1"
12'-1•
12'-1•
19'-4•
.020
oza
9'-1'
8'-9"
8'-9'
8'4"
8'-6"
7'-11"
10'-10"
104
10'-3"
9'-9"
9'-10'
9'-5"
11'4"
11'4"
11'4°
11'4"
11'4"
11'4"
13'_3"
13'_3"
13'_3"
13,_3"
13'_3"
13 _3•
024
024
20
10'-1"
9'-8"
9'-9"
9'-3"
9"
8'-11"
20
12'-2"
11'$"
„'$"
11'-2"
11'-3"
10'-7'
13'-0"
13'-0"
13'-0"
13'-0"
13'-0"
13'-0"
15'$"
15'$"
15'$"
15' 6'
15'$•
15'$'
.032
.032
11'-10'
11-4
11'$"
11'-0"
11'-0"
10'-6"
14'-2"
13'-9"
13'-7"
13'-0"
13'-1"
12'$'
14'$"
14'$"
14'$"
14'$"
14'$"
14'$"
16'$'
16'$"
16'$"
16'$'
16'$'
16'$'
040
040
13'$"
12'-10
13'-0"
12'4"
12' 6"
11'-10"
15'$'
15'-2"
15'-2"
14'-10
14-10'
14'-3"
9'-9"
-9"
9'-9"
Y9.
9'-9"
104
10'4"
.020
>8
.020
8'-11'
8'$"
8'$'
8'3'
8'-3"
T-,0"
10'$'
10'-1'
10'-3"
9'$"
9'-9"
9'4"
IVA"
10'4"
10'4"
10'4"
10'4"
10'4"
11_1,
11'-1"
11'-1"
11,_1"
11'_1"
11'_1"
.024
.024
25
9'-11"
9'-T
9'-7'
9'-2"
9'-3"
8'-10'
25
12'-0"
111$"
11'-7"
10'-10
11'-0'
1V-6"
11'4"
11'4"
11'4"
11'4"
114
11'4"
12'-1"
12'-,•
12'-1•
12'-1"
12'-1"
12'-1"
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.032
11'-10°
11'-3"
11'-3'
10'-9"
10-10
104"
14'-1"
13'-7"
13'$"
13'-1"
13'-2"
12'4'
12'_3"
12'_3,
12'_3,
12'_3"
12' 3"
12•_3,
13•_1,
13,_1•
13,_1•
13•_1"
13•_1"
13'_1,
.040
.040
13'3"
12'-9"
12'-9"
12'-3"
124"
11'-9"
15'4'
15'-1"
15'-1"
14'$"
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
B'-1"
8'-1•
7'-9"
T-10"
7'$'
9'-11'
9'-T
9'-T
W-2•
9'4"
8'-11'
9'-9"
9'-9"
9'-9"
9'-9"
9'-9"
9'-9'
10'-4'
10'4"
10'4•
10'4"
10'4
10'4'
024
.024
30
9'$'
9'-1"
9'-2'
8'-10"
B'-11"
8'4"
30
11'4•
10'-9"
11'-0"
10'4"
10'$•
9'-1,•
10'-9"
10'-9"
10'-9"
10'-9"
10'-9"
10'-9"
11'4"
11'4"
11'4"
11'4"
11'4"
11'4'
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.032
11'-1"
10'$"
10'-9'
10'4"
10'4"
10'-0"
13'-2"
12'$"
73'-0"
12'$"
12'-T
11'-T
11'-7"
11'-7"
11'-T
11'-7"
11'-7'
12'-3"
12'3"
12'3'
12'-3"
12'3"
12'-3'
040
r10
12'-7"
12'-2"
12'-2"
1,'$"
11'-9"
11'-3"
14'-9"
14'-6
14'-7"
14'-1"
14'-1"
13'-7""
8'4"
8'4"
8'4"
8'4"
B'4"
8'4"
9'-0"
9'-0"
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9'-0•
9'-0"
9'-o
.020
.020
r>8
7'$"
T$"
T-3"
T-2"
6'-11'
9'-1"
8'-10'
8-10
B'-7"
8'$"
9-0"
9 ,
9.0,
,
9
9$"
9'$"
9'$"
9'$•
9'$'
9'$"
024
!>8'-1
024
40
8$"
8-3"
8-0"
81"
7-10"
40
10'-2'
9'-10"
9'-10"
9'-T
9'$"
9'-3'
9'-9"
9'-9"
r��10�'-77'1
9'-9"
9'-9"
9'-9'
12'-1"
12'-9"
12'-9'
12'-4"
12'$"
1i'-1"
032
.032
9'-7"
9'-7"
9'-3"
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10'-1'
10'-1°
9'-10"
9'-10'
9'$"
10'-T
10'-7"
1�0%7'1
11'_2,
11,_2,
11,_2•
11,_2,
11,_2,
11'_2"
040
.040
11'-2"
13'-9"
13'4"
13'$"
13'-0"
13'-1"
12'-7"
7'-5"
7'-5"
T_5"
T-5"
T_S'
T-5°
8'-3"
8'-3•
8'-3•
8'-3"
8'_3'
S'-3"
.020
.020
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6'-5"
6'-5'
6'-3"
6'-3"
6'-1"
7'$"
7'-T
7'$"
T-5"
7$"
7'_2,
8 -3"
8'-3'
8'3'
8'3'
8'3'
8 3•
8'-9"
8'-9"
B'-9'
8'-9•
8'-9"
8'-9"
024
024
50
74"
T-3
7-3•
7-1"
7-0"
6-,1
50
8 9"
8 T
8 T
8-5"
84
81-1*
9'-7"
9'-7"
9'-1"
9'-1"
9'-7"
9'-7'
9'$'
9'-8"
9'$'
9'$"
9'$"
9'$"
032
.032
8'-9"
8'-T
8'$'
8'-5"
8'-4
8'-3"
10'4'
10'-3'
10'-3"
10'-1"
10'-7"
9'-9"
9'-9'
9'-9"
9'-9'
9'-9'10'4'
10'4'
10'4"
10'4'
10'4'
10'4"040
.040
9'10"
9'-9"9'-9'1'!q!�'.�9.9�
9'-2"
11'-10'
11'-7"
11'-9"
11'$"
11'$"
11'-2'
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Zti
W r-,-
W� co
Z O U
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Lu
LLI L M
W �
5 c)
z 00
oo
(Q M
o
S5885
3'
OF CAI�F� .
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
a
REVISIONS
MARK Dore DESCRFnON
4 STEL JOB # 15-1071-1
DATE 3!3!2015
DRAWN BY MAP
CHECKED DKR
PANEL SPANS TRI -V,
W -PANEL & FLAT PAN
SH -3
3 OF 50 SHEETS
t
a v o E o F..- o G o H 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
I
Ll
ti
W
W �
FNLu ol M .
6 o0
0
2 ¢~
V "'Z�
wLu —
W W `M`'
ooM
a'
r Z co
00
UQ cl
v
rn
qofEss l!
558 5
_
OF (�A0W .
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
MAJZX DATE DESCRPTIDN
4 STEL JOBS 15-1071-1
DATE 3312015
DRAWNBY MAP
CHECKED OKR
PANEL SPANS TRI -V,
W -PANEL & FLAT PAN
SH -4
4 OF 50 SHEETS
TABLE 1
TABLE 2
TABLE 3
(2)
211x6 %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
>_
NUMBER
❑F
N❑.14 TEK ❑R
SMS
SCREWS
>-
NUMBER OF N❑.14 TEK OR
SMS SCREWS
j o
PER
FOOT OF BEAM
LENGTH
j o
PER
FOOT OF
WALL HANGER
AND
BEAM REM1
H
PER
FOOT OF BEAM
LENGTH
c
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. C
EXP. B EXP.
EXP. B EXP.
EXP. B EXP. C
EXP. B EXP.
EXP. B EXP.
EXP. B EXP. C
~
~
~
5
WCEXP.
1
1
225'
111122
56
1
2
2
1
2
2
2
6'
1
1
1 1
�21
2
6'
1
1
1 1
1
1
22 2
2
3
1
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
N 2
2
1 1
1 1
1
2
$�
1
2
2 2
2
2
$�
1
1
2 2
2
2
$:
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
9'
1
2
2
2
2
9'
1
1
1 1
1
1
2
3
3 3
3
4
2
2-
2' 3
3
3t
1 1
1 2
2
2
10,2
2
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
3
'411
1.
.2
2
2 2
2.
3
11'
1
1
1
3
3
3. 4
4
2
3
3 3
3
3
1 2
2 -t -2W,2
12'
2
2
3 3
3
3
12'
2
2
2 2
2
3
12'
1
1
1
3
3
3 4
4
5
2
3
3 3
2
4
2 2
213,2
2
2 3
3
3
13'
2
2
2 3
.3
3
13'
1
1
1
3
4
4 4
4
5
2
3
3 3
3
4
2 2
2
FOOTNOTE: "SAMPLE"
FIGURE INDICATES ATTACHED
FIGURE INDICATES FREESTANDING
I
Ll
ti
W
W �
FNLu ol M .
6 o0
0
2 ¢~
V "'Z�
wLu —
W W `M`'
ooM
a'
r Z co
00
UQ cl
v
rn
qofEss l!
558 5
_
OF (�A0W .
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
MAJZX DATE DESCRPTIDN
4 STEL JOBS 15-1071-1
DATE 3312015
DRAWNBY MAP
CHECKED OKR
PANEL SPANS TRI -V,
W -PANEL & FLAT PAN
SH -4
4 OF 50 SHEETS
n a v u o t o F o G o H e 1 o J
r r
RAFTER SPANS FOR OPEN LATTICE STRUCTURES 110/120/130 MPH EXP. B & C
LUSL
^T"
(IN.)
zZ
a
aiz0
TYP.
3" x 8" RAFTER
z
a
0zo
2" X 6 1/2" RAFTER
zZ
a
vio
DBL. 2" x 6 1/2" RAFTER
110 MPH 120 MPH 130 MPH
LUSL
^T^
(IN)
110 MPH 120 MPH 130 MPH
LUSL
^T"
(IN)
110 MPH 120 MPH 130 MPH
EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0
EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0
EXP. B EXP.0 EXP. B EXP.0 EXP.131 EXP.0
10
.042
16"
29'-8"
26'-3"
29'-6"
26'-3"
29'-8"
26'-3"
28'-9"
26'-3"
29'-3"
26'-3"
26'-3"
25'-7"
10
.024
16"
16'-0"
14'-2"
15'-10"
14'-2"
16'-0"
14'-2"
15'-0" -
14'-2"
15'-9"
14'-2"
13'-8"
13'-9"
10 +
.024
16"
22'-6"
19'-10"
22'-4"
19'-10"
22'-6"
19'-10"
21'-1"
19'-10"19'
22'-2"
19'-2"
4"
r24-
24'-2" 24'-1" 24'-2" 23'-6" 24'-0" 21'-0"
21'-6" 21'-6" 21'-6" 21'-0" 21'-0"
24"
13'-1" 13'-0" 13'-1" 12'-3" 12'-10" 11'-2"
11'-7" 11'-7" 11'-7" 11'-7" 11'-7" 11'-3"
24"
18'-4" 18'-3" 18'-4" 17'-3" 18'-2"
16'-3" 16'-3" 16-3
'"16'-3" 16'-3"
15'-8"
20
.042
16"
23'-0" 23':R"-23'-0" 23'-0" 23'-0" 22'-9"
21'-10" 21'-10" 21'-10" 21'-10" 21'-10" 21'-10"
.032
16"
20'-3" 20'-2" 20'-3" 19'-8" 20'-1" 18'-2"
18'-0" 18'-0" 18'-0" 18'-0" 18'-0" 17'-7"
.032
16"
28'-7" 28'-6" 28'-7" 27'-9" 28'-3"
25'-3" 25'-3" 25'-3" 25'-3" 25'-3"
25'-7"
24'-8"
24"
18'-9" 18'-9" 18'-9" 18'-9" 18'-9" 18'-9"
17'-10" 17'-10" 17'-10" 1 T-10" 17'-10" 17'-10"
24"
16'-7" 16'-6" 16'-7" 16'-1" 16'-4" 14'-10"
14'-8" 14'-8" 14'-8" 14'-8" 14'-8" 14'-4"
24"
23'-4" 23'-3" 23'-" 22'-8" 23'-1"
20'-8" 20'-8" 20'-8" 20'-8" 20'-8"
20'-10"
20'-2"
25
.042
16"
19'-8" 19'-8" 19'-8" 19'-8" 19'-8" 191-8"
21'-6" 21'-6" 21'-6" 21'-2" 21'-3" 20'-8"
,042
16"
24'-6" 24'-4" 24'-6" 23'-9" 24'-3" 23'-2"
21'-9" 21'-9" 21'-9" 21'-9" 21'-9" 21'-2"
.042r24-
16"
34'-7" 34'-4" 34'-7" 33'-7" 34'-2"
30'-8" 30'-8" 30'-8" 30'-8" 30'-8"
32'-8"
29'-10"
24"
16'-1" 16'-1" 16'-1" 16'-1" 16'-1" 16'-1"
17,_7_17'-7" 17'-7"17'x" 7'-6"16'-124"
20'-1" 20'-0" 20'-1" 19'-6" 19'-9" 19'-0"
17'-9" 17'-9" 17'-9" 17'-9" 17'-9" 17'-3"
28'-2" 28'-1" 28'-2" 27'-4" 27'-10"
25'-1" 25'-1" 25'-1" 25'-1" 25'-1"
26'-8-
24'x"
30
.042
16"
18'-1"
19'-1"
18'-1"
19'-1"
18'-1"
19'-1"
18'-1"
19'-1"
18'-1"
19'-1"
18'-1"
19'-1"
20
,024
16„
12'-4"
11'-9"
12'-4"
11'-9"
12'-4"
11'-9"
12'-4"
11'-9"
12'-4"
11'-9"
12'-4"
11'-9"
20
,024
16"
17'-4" •
16'-7"
17'-4"
16'-7"
17'-4"
16'-7"
17'-4"
16'-7"
1 -4"
16'-7"
17'-3"
16'-7"
24"
13'-9" 13'-9" 13'-9" 13'-9" 13'-9" 13'-9"
15'-7" 15'-7" 15 15'-7" 15'-7" 15'-7"
24"
10'-2" 10'-2" 10'-2" 10'-2" 10'-2" 10'-1"
9'-8" 9'-8" 9'-8" 9'-8" 9'-8" 9'-8"
24"
14'-2" 14'-2" 14'-2" 14'-2" 14'-2" -
13'-7" 13'-7" 13'-7" 13'-7" 13'-7"
14'-2"
13'-7"
40
.042
16"
15'-10" 5'-10" 15'-10" 15'-10" 15'-10" 15'-10"
16'-8" 16'-8" 16'-8" 16'-8" 16'-8" 16'-8"
.032
16"
15'-8" 15'-8" 15'-8" 15'-8" 15'-8" 15'-8"
15'-0" 15'-0" 15'-0" 15'-0" 15'-0"
.032
16"
22'-1" 22'-1" 22'-1" 22'-1" 22'-1"
21'-1" 21'-1" 21'-1" 21'-1" 21'-1"
22'-0"
21'-1"
24"
12'-1" 12'-1" 12'-1" 12'-1" 12'-1" 12'-1"
13'-8" 13'-8" 13' 8" 13'-8" 13'-8" 13' 8"
24"
12'-10" 12'-10" 12'-10" 12'-10" 12'-10" 12'-9"
12'-3" 12'-3" 12'-3" 12'-3" 12'-3" 12'-3"
F24"
18'-1" 18'-1" 18'-1" 18'-1" 18'-1"
17'-3" 17'-3" 17'-3" 17'-3" 17'-3"
18'-0"
50
.042
16"
13'-4" 13'-4" 13'-4" 13'-4" 13'x" 13'-4"
151-0"-:15'-0" 15'-0" 15'-0 15'-0" 15'-0"
,042
16"
19'-0" 19'-0" 19'-0" 19'-0" 19'-0" 18'-10"
18'-1"
.042
16"
26'-8" 26'-8" 26'-8" 26'-0" 26'-8"
25'-6" 25'-6" 25'-6" 25'-6" 25'-6"
26'-7"
25'-6"
24"
10'-3" 10'-3" 10'-3" 10'-3" 10'-3" 10'-3"
11'-2" 11'-2" 11'-2" 11'-2" 11'-2" 11'-2"
24"
15'-6" 15'-6" 15'-6" 15'-6" 15'-0" 15'-6"
14'-9" 14'-9" 14'-9" 14'-9" 14'-9" 14'-9"
24"
1'-10" 21'-10" 21'-10" 21'-10" 21'-10"
20-10" 20'-10" 20-10" 20-10" 20'-10"
21'-9"
20'-10"
* NOTE: SINGLE RAFTERS SPACED
32" O.C. WHEN DOUBLED AND SINGLE
24" O.C. MAY BE USED AT 48" O.C.
16" O.C. MAY BE USED AT
RAFTERS SPACED
WHEN DOUBLED.
024
16"
10'-7"
11'-7"
10'-7"
11'-7"
10'-7"
11'-7"
10'-7"
11'-6"
10'-7"
11'-6"
10'-7"
11'-2"
024
16"
15'-10"
16'-3"
15-10"
16'-3"
15'-10"
16'-3"
15'-10"
16'-1"
15'-10"
16'-2"
15'-10"
15'-8"
24"
8'-1" 8'-1" 8'-1" 8'-1" 8'-1" 8'-1"
9'-6" 9'-6" 9'-6" 9'-6" 9'-6" 9'-2"
24"
13'-4" 13'-4" 13'-4" 13'-2" 13'-3"
9'-3" 9'-3" 9'-3" 9'-3" 9'-3"9'-3"
12'-9"
25
.032
16"
14'-4"
14'-9"
14'-4"
14'-9"
14'-4"
14'-9"
14'-4"
14'-6"
14'-4"
14'-7"
14'-4"
14'-2"
25
.032
16"
20'-2"
20'-9"
20'-2"
20'-9"
20'-2"
20'-9"
20'-2"
20'-6"
20'-2"
20'-7"
20'-2"
19'-10
24"
11'-1" 11'-1" 11'-1" 11'-1" 11'-1" 11'-1"
24"
16'-7" 16'-7" 16'-7" 16'-7" 16'-7"
16'-7"
12'-1"
11'-10"
12'-0"
11'-7"
17'-0"
17'-0"
17'-0"
16'-8"
16'-9"
16'-3"
042
16"
17'-4"
17'-9"
17'-4"
17'-9"
17'-4"
17'-9"
17'-4"
17'-7"
17'-4"
17'-8"
17'-4"
17'-1"
042
16"
24'-6"
25'-1"
24'-6"
25'-1"
24'-6"
25'-1"
24'-6"
25'-1"
24'-6"
25'-1"
24'-6"
25'-1"
24"
13'-3" 13'-3" 13'-3" 13'-3" 13'-3" 13'-3"
14'-7" 14'-7" 14'-7" 14'-4" 14'-6" 14'-0"
24„
20'-0" 20'-0" 20'-0" 20'-0" 2E. -q
20'-6" 20'-6" 20'-6" 20'-6" 20'-6"
20'-0"
20'-6"
0.042'
TYP.
024' 6.
6'
.042' 032
.032,
.
.042'
-1
MAX.--F�2.0'
* 3"x8" RAFTER
* 2"x6.5" RAFTER
ALUM. ALLOY 3004-H36
* DBL. 2"x6.5" RAFTERS
ALUM. ALLOY 3004-1-136 OR
ALUM. ALLOY 3004-H36 OR
EQUAL
OR EQUAL
EQUAL
FOOTNOTE: "SAMPLE"
FIGUREINDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
2
W 6 4 N oo:
Z Lu
M
0 L)
W aL
�U)wL�
uj
W W M
ch
M
U rn
Z 00
�Q m
rn
ESSI
o .5885
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
ANRK DATE DESCRD'RON
4 STEL JOB 0 15.1071-1
DATE 313/2015
DRAWNBY MAP
CHECKED DKR
MINIMUM FASTENERS
SH -5
5 OF 50 SHEETS
RAFTER SPANS FOR OPEN LATTICE STRUCTURES 110/120/130 MPH EXP. B & C
.024' 6. ' .024' 6. ,
032 .032'
.042' 042'
MAX.
2"x6.5"
* 2"x6.5" RAFTER * DBL. 2"x6.5" RAFTERS
ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004-H36 OR
OR EQUAL EQUAL
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
2
N ti
ti M
W �N
2 w m 'm
Z- ZO U rn
Z-
aI,-
C) W�
Lu 2
LU LLl ce)
ch
M
U rn
T Z OD
w M
rn
oj
S 5885
OF (pA%0 C�
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
MARK DATE DESMON
4 STEL JOB # 15-1071-1
DATE Y=15
DRAWN BY MAP
CHECKED DKR
RAFTER SPANS FOR
OPEN LATTICE
COMMERCIAL & PATIOS
SH -6
6 OF 50 SHEETS
zZ
a v
u) oz
2"
X 6 1/2" RAFTER
zZ
a w
�o
DBL.
2" x 6 1/2" RAFTER
LLISL
"T"
(IN)
110 MPH 120 MPH 130 MPH
LL/SL
T.
(IN)
110 MPH 120 MPH 130 MPH
C EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.
EXP. B I EXP.0 EXP. B EXP.0 EXP. B EXP.0
16"
9'-9"
0303030303
9'-9"
9'-9"
9'-9"
9'-9"
9'-9"
10316"
024
14'-6"
14'-8"
14'-6"
14'-8"
14'-0"
14'-8"
14'-0"
14'-8"
14'-6"024
24"
7'-6" T-6" T-6" 7'-6" T-6" 7'-6"
8'-6" 8'-6" 8'-6" 8'-6" 8'-6" 8'-6"
24"
E14'-8"14'-8"
11'-2" 11'-2" 11'-2" 11'-2"
11'-10' 11'-10 11'-10 11'-10
11'-2"
11'-10"
30
.032
16"
12'-6"
13'-1"
12'-6"
13'-1"
12'-6"
13'-1"
12'-6"
13'-1"
12'-0"
13'-1"
12'-6"
13'-1"
30
.032
16"
18'-7"
18' 4"
18'-7"
18'-4"
18'-7"
18'-4"
18'-7"
18'-4"
18'-7"
18'-4"
18'-7"
18'11"
24"
10'-2" 10'-2" 10'-2" 10'-2" 10'-2" 10'-2"
24"
15'-3" 15'-3" 15'-3" 15'-3" 15'-3"
15'-3"
10
10'-8"
10'-8"
10'x"
10'-8"
10' 8"
15'-1"15'-1"
15'-1"
15'-1"
15'-1"
15'-1"
042
16"
16'-0"
15'-9"
16'-0"
15'-9"
16'-0"
15'-9"
16'-0"
15'-9"
16'-0"
15'-9"
16'-0"
15'-9"
042
16"
22'-7"
22'-2"
22'-7"
22'-2"
22'-7"
22'-2"
22'-7"
22'-2"
22'-7"
22'-2"
22'-7"
22'-2"
24"
12'-3" 12'-3" 12'-3" 12'-3" 12'-3" 12'-3"
12'-10 12'-10 12'-10 12'-10 12'-10 12'-10'
24"
18'-6" 18'-6" 18'-6" 18'-0" 18'-6"
18'-2" 18'-2" 18'-2" 18'-2"
18'-6"
.024
16"
81-01
9'-1"
8'-0"
9'-1"
8'-0"
9'-1"
8'-0"
9'-1"
8'-0"
9'-1"
8'-0"
9'-1"
,024
16"
2'-10"
2'-10"
12'-8"
2'-10"
12'-8"
2'-10"
12'-8"
2'-10"
12'-8"
2'-10"
12'-8"
24"
6'-2" 6'-2" 6'-2" 6'-2" 6'-2" 6'-2"
7'-2" T-2" T-2" T-2" T-2" 7'-2"
24"
9'-10" 9'-10" 9'-10" 9'-10" 9'-10"
10'-4" 10' 4" 10'-4" 10'-4" 10'-4"
9'-10"
10'11"
.032
16"
10'-10"
11'-6"
10'-10"
10'-10"
10'-10"
10'-10"
10'-10"
.032
16"
16'-4"
16'-1"
16'-4"
16'-1"
16'-4"
16'-1"
16'-4"
16'11"
16'-4"
40
40
24"
8'-3" 8'-3" 8'-3" 8'-3" 8'-3" 8'-3"
24"
12'-6" 12'-6" 12'-6" 12'-6" 12'-6"
12'-6"
9'4"
9'4"
9'-4"
9'-4"
9'-4"
9'-4"
13'-2"
13'-2"
13'-2"
13'-2"
13'-2"
042
16"
13'-2"
13''9"
13'-2"
13'-9"
13'-2"
13'-9"
13'-2"
13'-9"
13'-2"
13'-9"
13'-2"
13'-9"
042
16"
19'-9"
19'-4"
19'-9"
19'-4"9
19'-9"
19'-9"
19'-4"
19'-9"
19'x"
19'-9"
19'x"
24"
10'-9" 10'-9" 10'-9" 10'-9" 10'-9" 10'-9"
11'-3" 11'-3" 11'-3" 11'-3" 11'-3" 11'-3"
24"
16'-2" 16'-2" 16'-2" 16'-2" 16'-2"
15'-10' 15'-10' 15'-10 15'-10' 15'-10'
16'-2"
15'-10"
024
16"
T-3"
T-3"
8'-2"
T-3"
8'-2"
T-3"
8'-2"
T-3"
8'-2"
T-3"
8'-2"
024
16"
10'-10"
11'x"
10'-10"
11' 4"
10'-10"
10'-10"
10'-10"
10'-10"
24"
5'-2" 5'-2" 5'-2" 5'-2" 5'-2" 5'-2"
5'-9" 5'-9.. 5._9.. 5,_9"
24"
8'-3" 8'-3" 8'-3" 8'-3" 8'-3"
9,�^ 9 �. 9,�" 9 9'-4"
8'-3"
9'.4-
.032
16"
91-9.
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
50
.032
16"
14'-8"
14'-6"
14'-8"
14'-6"4'-6"
14'-8"
14'-6"
14'-8"
14'-6"50
24
T-0" T-0" T-0" T-0" T-0" T-0"
24
W4'l8"
11'-3" 11'-3" " 11'-3"
11'-10"
11'-3"-10"1-10"'-10"
11'-10"16"
11'-9"
11'-9"
12'-6"
11'-9"
12'-6"
11'-9"
12' 6"
11'-9"
12'-6"
11'-9"
12'-6"
042
16"17'-9"
17'-6"
17'-9"
17'-6"'-6"
9"
17'-9"
17' 6"
17'-9"042
17'-0"
24"
9'-0" 9'-0" 9'-0" 9'-0" 9'-0" 9'-0"
24"
13'-7" 13'-7" 13'-7" 13'-7" 13'-7"
13'-7"
10'-2"
10'-2"
10'-2"
10'-2"
10'-2"
10'-2"
14'-3"
14'-3"
14'-3"
14'-3"
14'-3"14'-3"
.024' 6. ' .024' 6. ,
032 .032'
.042' 042'
MAX.
2"x6.5"
* 2"x6.5" RAFTER * DBL. 2"x6.5" RAFTERS
ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004-H36 OR
OR EQUAL EQUAL
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
2
N ti
ti M
W �N
2 w m 'm
Z- ZO U rn
Z-
aI,-
C) W�
Lu 2
LU LLl ce)
ch
M
U rn
T Z OD
w M
rn
oj
S 5885
OF (pA%0 C�
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
MARK DATE DESMON
4 STEL JOB # 15-1071-1
DATE Y=15
DRAWN BY MAP
CHECKED DKR
RAFTER SPANS FOR
OPEN LATTICE
COMMERCIAL & PATIOS
SH -6
6 OF 50 SHEETS
2
6.5" ROLLFORM
A GUTTER FASCIA
ALUM. ALLOY
3004-H36
MAX.
(--,')DBL. 2"x6.5"xO.042"
ALUM. ALLOY 3004-H36
OR EQUAL
('-,)DBL. 2"x6.5"xO.032"
V ALUM. ALLOY 3004-H36
OR EQUAL
SPLICE
WHERE
ICCURS-
0.075'
TYP.
B MAG BEAM
ALUM. ALLOY
6063-T6
-T=12 OR
14 GA.
ASTM
A653 SS
GRADE 50
G60
.042'
TYP.
DBL. 3'W' x0.042" BEAM
O W/ DBL. 14 GA. STL. INSERT
ALUM. ALLOY 3004-H36
OR EQUAL
DBL. 3"x8"x0.042" BEAM
W/ DBL. 12 GA. STL. INSERT
P
ALUM. ALLOY 3004-H36
OR EQUAL
NOTE: WHERE 12 AND 14 GA STEEL INSERTS OCCUR AS
SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED
THE FULL LENGTH OF THE 3"x8" BEAM.
t r
I I
HEADER BEAM TYPES
GUTTER
EXT. CLIP
SPLICE
WHERE
0.070'
TYP.
4" I -BEAM
C
ALUM.ALLOY
6063-T6
1, 3"x8"x0.042" BEAM
n ALUM. ALLOY 3004-1136
OR EQUAL
.032' 3. ,
ALUM
B 3" SQ. ALUM POST
ALUM. ALLOY 3004-H36
HEIGHT LIMITED TO
10'-0" MAXIMUM.
o 1 o
SPLICE T=12 GA. I '
WHERE INSERT
T-0.125'
OCCURS---� I GRADEASTIVI 50 G60 WHERE ALUM.
GRADE 50 G60 3.O' OCCURS ALLOY
6063 -TB
.032'
I 4.5' ALUM. 6.6 6' 7
ITYP., 0.110'
TYP.
3" SQ.xO.032" ALUM. BEAM
W/ 12 GA. STL. "U" CHANNEL
ASTM A653 SS GRDE 50 G
A 60
' 4.5" MAG GUTTER
ALUM. ALLOY
6063-T6
T=12 OR
14 GA
ASTM
A653 SS
GRADE 50
G60
8 31
0,042'
TYP.
3"x8"0.042" BEAM
40'�___ OW/ 14 GA. STL. INSERT
MAX. 3'0� 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"x8" BEAM.
COLUMN / POST TYPES
@L3' x8"x0.042" BEAM
ALUM. ALLOY 3004-H36
OR EQUAL
--11.00•r--
040' ALUM
.048' STEEL
3, '
.28'
C 3" SQ. ALUM. POST
ALUM. ALLOY 3004-H36
---------------- -- -- ----
3" SQ. SQ. STEEL POSTSQ. STEEL POST
A653 GRADE 50 CP66
0.024'
0.032'
PLUGS
1110 SMS
E24'0
EA. SIDE
3" SQ-ALUMrPOST,
.D WITH SIDEP-LATES_
,ALUM. ALLOY 3004-H36
OR EQUAL
F 7" I -BEAM
ALUM. ALLOY 6063-T6
G W/ 1 "C" INSERT
ALUM. ALLOY 6063-T6
H W/ 2 "C" INSERTS
ALUM. ALLOY 6063-T6
NOTE:
WHERE'C' INSERT OCCURS AS SHOWN IN
SPAN TABLES, IT SHALL BE INSTALLED THE
FULL LENGTH OF THE 7"I -BEAM.
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.
0.075' 3, ,
TYP.
E MAG POST
ALUM. ALLOY
6063-T6
SQ. STEEL POST
ASTM A500 GRADE B
2 ti
W
2 wc
M
0 U rn
w QLD
uU)w�
W uj M
W W M
C:) Z op
IQ M
�r
rn
ESSI
S 5885
OFCAUL
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJ APPROVAL
REVISIONS
MARK DATE DESCRIPTIO"
4 STEL JOB # 151071-1
DATE 31312015
DRAWN BY MAP
CHECKED DKR
HEADER BEAM TYPES,
COLUMN / POST TYPES
SH -7
7 OF 50 SHEETS
=3"SQ.xt=0.188"
=3"SQ.xt=0.250"
IH
=3"SQ.xt=0.313"
=4"SQ.xt=0.188"
=4"SQ.xt=0.250"
SQ. STEEL POST
ASTM A500 GRADE B
2 ti
W
2 wc
M
0 U rn
w QLD
uU)w�
W uj M
W W M
C:) Z op
IQ M
�r
rn
ESSI
S 5885
OFCAUL
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJ APPROVAL
REVISIONS
MARK DATE DESCRIPTIO"
4 STEL JOB # 151071-1
DATE 31312015
DRAWN BY MAP
CHECKED DKR
HEADER BEAM TYPES,
COLUMN / POST TYPES
SH -7
7 OF 50 SHEETS
1 "
0
2
0
3
0
4
0
5
0
6
0
7
0
8
( O U O t 0 r O u
EXISTING LEDGER OR WALL HANGER & EAVE CONNECTION DETAILS
o
TABLE 1
NOTE: WHERE COVER CONSTRUCTION INCLUDES
DESIGN (E) WALL COVER
t— L NOTEi BRACKET CAN BE
A34 FRAMING ANGLE
DETAIL A OR B, SITESPECIFIC ENGINEERING IS
LOADS OPENING
PROJECTION
B"
0ES,TYP. LOCATED ANYWHERE ON EAVE.
SEE TABLE 2
FASTENERS, SEE TABLE 3
REQUIRED TO VERIFY ADEQUACY OF THE EXISTING
STUD WALL FRAMING WHERE ONE OR MORE OF THE
10, 20 psf > 8
> 18
COVER
LUSL
0NOTE:
0RACKET
VERY 2x
PROVIDE WATER
PROTECTION, METAL FLASHING
AND SLOPE
(A) - SIMPS❑N A34 FRAMING ANCHOR USING SD9112 SCREWS
(B) - (2) SIMPSON A34 FRAMING ANCHORS, EACH SIDE, USING SD9112 SCREWS WITH 2x FULL
DEPTH WOOD SCAB FULL LENGTH OF RAFTER TAIL.
FOLLOWING CONDITIONS OCCUR:
30, 40 & 50 psf > 6'
> 14'
AND EXPOSURE
110, B
CAUCK JOINTS
R.F. OR EXT. HANGER
120, C
130, B
130,C
10
B' GTo
DRAIN (OPTIONAL)
CHANNEL, 2X OR 3X
2"x 4" FULL
26'-0"
C ING EAVE
ALLOWABLE PROJ. TO BEAM
RAFTER BRACKET
25'-4"
LEDGER OR WALL HANGER
RHANG
SEE TABLE 1
26'-0"
26'-0"
WITH FASTENERS
11/4" "
Rp
WOR 2.8 LEDGER
j o
m 3
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
PER TABLES 3 8 4
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
20
ALUM. PANEL 2X OR
EXIST. RAFTERS AT
26'-0"
2x WOOD STUD OR
26'-0"
26'-0"
3x ALUM. RAFTER
26'-0"
24.O.C. AT ROOF
V MIN.
CONCRETE WALL
26'-0"
TER
1/2" W.
EXIST. FASCIA BOARD
26'-0"
OVERHANG
3�
25
Rb�G-BOLT 2
SATS48'SIMPSON
6' ) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B)
ALLOWABLE PROJ.
EXISTSV
2X FULL DEPTH
WOOD SCAB,
1' MIN,
26'-0"
25'-2"
25'-4"
TO BEAM
VE
OVE
r(A)
) (A) (A)
WHERE OCCURS,
(A) (A) (A)
(A) (A) (A)
NOTE, PLACE 'SIKH FLEX'
SEE TABLE 1
(B)
SEE TABLE 2
30
SS ATSIMPSON'.0 STRONG -BOLT 2
MATERIAL BETWEEN BRACKET AND NOTE: BRACKET MAY BE
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
COMP. SHINGLE ROOFING TO PROVIDE MOUNTED BELOW RAFTER
8' (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"
SEAL W/ SAME CONNECTION'S.
EAVE CONNECTION
26'-0"
WALL CONNECTION
26'-0"
A
40
B
ALTERNATE EAVE CONNECTION
`L EXISTING ROOF OVERHANG DESIGN LDADSi
26'-0"
NOTE: WALL LEDGER IS NOMINAL LUMBER SIZE 2'x6• (AT 2"x6)4•
C'NOTE:
RDL = 3 psf 0ON) TO 8 psf OIAX) RLL = 20,
25,
MINIMUM RAFTERS), NOMINAL 2"x8• (AT 3"x8" MINIMUM RAFTERS)
THIS DETAIL IS LIMITED TO RESIDENTIAL INSTALLATIONS
30, 40, b 50 psf
(A) (A) (A)
OR KILN -DRY WOOD -FILLED Z'x6 & OR 3•x8" ALUMINUM SECTIONS.
WITH A 10 psf MAXIMUM DESIGN LOAD.
2. EXISTING RAFTER ALLOWABLE BENDING STRESS IS
(B)
(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) - SIMPS❑N A34 FRAMING ANCHOR USING SD9112 SCREWS
(B) - (2) SIMPSON 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
Ya' 0 SIMPSON STRONG -BOLT 2
SS AT 48' D.C. (a,b)
a= 10 PSF L.L. 20 PSF L.L. 25 PSF S.L. 30 PSF S.L. 40 PSF S.L. 50 PSF S.L.
1
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"
j o
m 3
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 SIMPSON STRONG -HOLT 2
SS AT 48. O.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 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)
25
Rb�G-BOLT 2
SATS48'SIMPSON
6' ) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B)
20
2" x 4" FULL
26'-0"
26'-0"
26'-0"
25'-2"
25'-4"
20'-7"
7,
r(A)
) (A) (A)
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(B)
(B)
(B)
30
SS ATSIMPSON'.0 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) (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) (B) (B) (B) (B) (B) (B)
40
Ya' 0 SIMPSON STRONG -BOLT 2
SS AT 36' D.C. (a,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) (B) (B) (B) (B) (B) (B) (B) (B) (B)
11'
(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. O.C. <a,b)
2" x 4" FULL
26'-0"
26'-0"
26'-0"
25'-2"
25'-4"
20'-7"
2"x 6" NOTCHED
25'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
12' (A) (A) (A) (A) (B) (B) (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 & 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
SCREW IN LIEU ❑F (2)
Ya' DIAMETER LAG SCREWS,
2"x8" FULL OR
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) Ya' DIAMETER LAG SCEWS
(D) - %' DIAMETER LAG SCREW
(E) - :'4 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.
¢=
2"x8" FULL OR
2"x1o" 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 ORLAG
2"x10" NOTCHED
2s'-0"
2s'-0"
2s' -o"
2s' -o^
2s' -o"
2s' -o"
7' (c) (c) (c) (c) (c) (c) (c) (c) (c) (D) (D) (D) (D) (D) (D) (D) (D) (D)
50
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) I (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)
(C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (E) (E) (E) (E) (E) (E)
2"x8" FULL OR11
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)
Ll Z ti
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$5 885
OF CAL\
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
MARK DATE DESCUIM
4 STEL JOB # 15.1071-1
DATE 31312015
DRAWN BY MAP
CHECKED DKR
EXISTING EAVE
CONNECTION DETAILS
SH -8
8 OF 50 SHEETS
I
0
2
0
3
0
4
0
5
0
6
0
7
0
8
u o t o F o G o H
5 1 1 f
HANGER CHANNELS AND MOUNTING BRACKETS
FASTENERS,
-I� 2.740 SEE TABLE 3, SHEET 4
0
1
C
1
FASTENERS, �— 078
1.50" SEE TABLE 3 SHEET 8 300" T=.060" ca
ALUM. 3004-H36 06 "•63 " iv
.25"R ,05 FASTENERS O '
TJ.751"
.010"2x90" 202" FASTENERS, SEE TABLE 3 SHEET 8
04" () DIA. SEESHEET4 O
c� c�"i CR 563" .281" .20 5 CONTINUOUS A- RAILTENERSROOF PANEL 3 (WHERE OCCURS) oc to
criET8
TABLE 306" FASTENERS, w ALUM.ALLOYFASTENERS, SEE SHEET 4 6063-T6 1.880 SEE TABLE 3, SHEET 4
ALUM.ALLOY ALUM.ALLOY
6063-T6 ALUM.ALLOY
6063-T6 6063-T6
ROH_ANGERLL ME JO EXTRUDED HANGER / CONNECTION OC I.R. HANGER 11H" BRACKET
_NOTE: THIS CONSTRUCTION IS LIMITED TO 30 psf
MAXIMUM. SITE-SPECIFIC ENGINEERING REQUIRED
AT ROOF LOADS EXCEEDING 30 psf. 10# L.L=(2)#14 SMS EA sloE
(3) Y"O LAG SCREWS 1 1/2" 20#,25#,30# L.L =(3)#14 SMS EA SIDE BEAM SPLICE TO
#14 SDS, 40#,50# L.L=(4)#14 SMS EA. SIDE
3 PER SIDE I OST. NOT
PERMITTED SPL 0 PLASTIC
1' F(E)
/4" OR 1 1/2" 6 SCREWS I @ 2 -POST UNITS PLUG WHERE
J SCREW IS INSIDE
Q PER SIDE I
2" x 6 1/2" OR 5" .5" #14 SMS MAY
BE USE AS
"MIN. 3"x 8" ALUM. 3.5" Y3.55"
ALTERNATE TO
RAFTER 1/4"0 BOLTS
3.5"
3/4" OR 1 1/2"
D
3"x8" ALUM. 8^BEAM
w 1, HEADERU-BRACKET 1❑O- I I I tR 2G WOOD STUD FRAMING SEE NOTES3"X8" ALUM. CO BELOW 1 I 6 1/2" SIDEPLATE EA.
2 b¢' (E) STUCCO RAFTER LAG SCREWS L.L=10 psf I SIDE SEE POST SCHED.
x - 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
NOTE: LENGTH. OF LAG SCREW SHALL PROVIDE (2" MIN. PENETRATION INTO EXISTING WOOD STUD) AND BOTTOM. 3"SQ. POST BETWEEN SIDE PLATES
THREADED PORTION OF SHANK COMPLETE NOTE: USE LEDGER WHERE RAFTER SPACING
PENETRATION INTO EXISTING CORNER STUD. EXCEEDS EXISTING STUD SPACING. SEE TABLE 3 SHEET B. SEE LATERAL FORCE RESISTING SYSTEM, SHEET 11
HEADER BRACKET 02 RAFTER TO STUD WALL CONNECTION n3 I BEAM TO POST CONNECTION n8
1 1/2" OR 2"LATTICE #8 S.M.S.
ALTERNATE 1/2"
BOLT CONNECTIO
3"x 3"STL.POST (24')
INSERT ATTACHED OR
3"x 3"STL.POST COLUMN
FOR FREESTANDING
DOUBLE RAFTER -
PLAN 2
ALTERNATE:
4414 S.M.S. EACH
RAFTER TO COL
CONNECT. (8 -TOT.)
I } 4.5" OIR 6"
ALTERNATE:
(2}2x6.5" OR
\ (2)-3"x8"HEAD
(2) -1/2 -BOLT
2"x 6.5" SIDEPLATE
DBL. RAFTER / DBL. HEADER CONN.4O
#8 S.M.S. EACH SIDE
r—LATTICE 1 1/2" OR 2"
2"x6.5" OR 3"x8" RAFTER
ALTERNATE: 1/2" BOLT
ALTERNATE:
(2} #14 S.M.S. EACH RAFTER
TO COLUMN CONNECTION
(4 -TOTAL)
ALTERNATE:
(2} 24.5" OR (2}3"x8" HEADER
ALTERNATE:
3"x3"x0.024" (1) -1/2" BOLT OR
CONNECTOR (2} #14 S.M.S. EACH RAFTER
STUB COLUMN TO DOUBLE HEADER CONN. (
^ EXISTING
ALUMINUM MEMBER WITH
WOOD FILL OR
NOMINAL LEDGER
(NEW OR EXISTING)
SEE NOTE, DETAIL B,
SHEET 8
FASTNERS, SEE TABLE 3,
SHEET 8
'TING
fUCCO OR EQUAL
VOOD STUD
EXIST. STUCCO / LEDGER O
ATTACHMENT DETAIL
DHL, 3'x8'x0.042 BEAM
OR DBL. 2'x6,5'x0,032'/0,042'
BEAM I
0 ACCESS
HOLES
3' SO, POSTt%-5/8'
INSTALL 6 - #14
X %4
LONG SDS 8 EACH
HEADER TO
COLUMN
(12 FASTENERS
PER
DOUBLE HEADER ThrlIlL
7
COLUMN DETAIL
Ll cy)
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S 5885
OF CAI�F�
03-03-15.
DURALUM
IAPMO 0195
ASSUMPTION
AHJ APPROVAL
REVISIONS
Mows DATE DESCPJPIgN
4 STEL JOB q 15.1071.1
DATE 313/2015
DRAWN BY MAP
CHECKED DKR
HANGER CHANNELS AND
MOUNTING BRACKETS
SH -9
9 OF 50 SHEETS
4
COLUMN/POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS / MIN. NUMBER OF REQ. COLUMNS
TABLE 1 TABLE 2
ATTACHED ONLY ATTACHED AND
"T" BRACKET @ 3 -SQ. POST I FOOTING 81 ANCHOR BOLTS FREESTANDING
W/ (4)-#14 SMS EA SIDE OF POST
OR 1/2" M.B. THROUGH POST ALUM."T"BRACKET USE WITH ALTERNATE FTG.
POST POST POST TYPE B,C,D, OR E. SINGLE POSTS CUBE SIZE SQ. 18' DEEP ' CUBE FTG.
FOOTING SIZE BOLTS EMBED.
STEEL."T' BRACKET OR 9" SQ. 18" 18" SQ. 12"
BASEPLATE USE WITH 17"-22"CUBED (1) (2)-318'0 1 718' 20' 21" SO. 12"
POST TYPE B,C,D,E,F,G,H,J OR K.
(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 SIZE
31/2" MIN. SEE FOOTING
IN BEAM SPAN TABLE
OEXISTING SLAB
ATTACHED COVERS ONLY O
SEE TABLE 1
d
•e
DEI ITH A ;
a POURED CONCRETE
FOOTING SEE TABLES
_ •
QUARE ---J_
POSTS TO CONC. FOOTING
ATTACHED COVERS ONLY
23" 8 24- CUBED (1)
(2}12'0
3114'
22" 25" SQ.
16'
24" 28' SQ..
20'
25' - 30' CUBED (2)
(4}1/2.0
3114*
26" 32" SQ.
23'
31'-34" CUBED (2)
(4}518.0
4'
26' 35' SQ.
25'
30" 39' SQ.
28"
35- - 39' CUBED (2)
(4)-314.0
4 314"
32" 43" SQ.
30"
34' 47' SQ.
32'
40' -4Y CUBED (2)
(4)-3/4"0
4 314'
36" 51" SQ.
34'
NOTE: BOLTS SHALL BE SIMPSON STRONC-BOLT 2 SS
(ICC-ESESR -3037)
1) MAY USE EITHER STEEL T BRACKET OR
ALTERNATE FREESTANDING BASE PLATE
2) REQUIRES USE OF ALTERNATE FREESTANDING
BASEPLATE.
38" 55' SQ.
37"
40" 60" SQ.
39"
42" 64' SQ.
41'
44' 69" SQ.
43'
CUBE FOOTING Wl 312'SLAS
SQUARE, SEE FTG.
CONCRETE
ALUM. ALLOY 3.00" OR
6063-T6 �� 2.40"—
wr" w4l
40 T�"' x A
1.51D" L7—.090,, TYP.
INSTALL 1Y" x 1Y2" x Ys" 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
q 7/16"0 HOI
FOR 3/8" ti
ASTM A500 GRADE B
INSTALL 1Y2" x 1Y2" x Y" HDG
WASHER PLATE AT ANCHORS
157"-
TYP-
USE FOR 3" OR 4"
STEEL POSTS
0 2- 5/16"0
NOTE: CONCRETE ANCHORS ARE SHOWN IN TABLE 1.
STEEL "T" BRACKET
2 FLANGES
2 1/8" APART
BASE FLARES
TO 3"WIDE EA.
SIDE OF FLANGES
FOR 3" POST,
4" WIDE FOR 4" POST
1-7/16"0 HOLE
& 2-3/8" HOLES
TYP. EA. SIDE
STEEL POST ONLY:
USE POST TYPE
F, G, H, I,JORK
1/2 DEPTH OF
FOOTING OR
12" MIN. EMBD.
I
mmRUJ
F-
•
U) Q
x9" LONG, 1"
FROM END���,
OF POST
Z
POURED
SQUARE, SEE FTG.
CONCRETE
SCHEDULE IN BEAM
FOOTING
SPAN TABLES
POST
EMBED.
O9SQUARE
INTO FOOTING,
/
(3)-3/4"0 B
FOR POST TYPE F, G. H, I,
(4)- SS316 3/4"0 STRONG -BOLT 2 SS
STEEL PER ICC -ES ESR -3037
(4 3/4" EMBEDMENT DEPTH)
INSERT TO
BASE PLATE 3/16"
INSERT
9" SQ. X 5/8"THK.
THK. BASE PLATE
(ASTM A500 GRADE B STEEL)
1,
3" OR 4" SQ.
INSERT
x 0.188"
ASTM A500
GRADE B
STEEL
WELDED STEEL BASE PLATE 1 Q
ALTERNATE FREESTANDING
BASE PLATE ANCHOR
W04 cp 06
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03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJ APPROVAL
REVISIONS
KAM O,TE DESCF51M
4 STEL JOB R 15-1071-1
DATE 3!312015
DRAWN BY MAP
CHECKED DKR
COLUMN / POST SURFACE
MOUNT AND FOOTING
EMBEDMENT DETAILS
SH - 10
10 OF 50 SHEETS
v u v H v I v
A 'I
LATERAL FORCE RESISTING SYSTEM (LFRS) FOR ATTACHED COVERS
Ing
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'_r
3
4 4
5 5
6
11'
4
4 4
5 5
6
12'
4
5 1 5
6 5
7
13'
4
5 1 5
6 6
1 7
Q=
D 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
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 [IE7
13'
4
5 4
6
NOTE: 1. MINIMUM NUMBER OF REQUIRED TYPE D COLUMNS
AS SHOWN ON SHEET 7. SEE SHEET 7 FOR POST TYPES.
1//BEAM SPLICE TO
OCCUR DIRECTLY OVER 5/8"0 PLASTIC
POST. NOT PERMITTED PLUG WHERE
6 SCREWS @ 2 -POST UNITS SCREW IS INSIDE
PER SIDE I
5" .5 #14 SMS MAY
BE USE AS
A3.5- 3.5" ALTERNATE TO1/4"P1 BOLTS
3.5"
8" BEAM
I .5"
ElOREfl
SEE NOTES
BELOW 1 I 6 1/2" SIDEPLATE EA.
I SIDE SEE POST SCHED.
#14 SMS EA. SIDE
TOP, MID HEIGHT 3"SQ
AND BOTTOM. . POST BETWEEN SIDE PLATES
POST SCHEDULE
1�3" SQ. x.032" + (2y2" x 6 1/2"x 0.032" 3" SQ. x .032" + (2y2" x 6 1/2" x 0.042"
W/ (6)-#14 S.M.S. EACH SIDE. a 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
f COLUMNS (SHOWN AT LEFT) ARE NOT SPECIFIED
ROL
INSULATED
WALL
HANGER
C14
ROOF PLAN
FASTENERS, 414 SMS 8 32' O.C.
'�� 4 MIN. PER EA0-0.
ROLL-FORMED 414 SMS 2 32' O.C. MAX.
OR IRP (4 MIN. PER PANEL INTERLOCK)
OLL-FORMED
PANEL ALUMINUM SK
TOP & BOTT. 0.024'
4
ROLL -FORMED PA EL. INSULATED ROOF PANEL
ROOF HANGER
(2)_
INTERLOCKING SEAM INTERLOCKING JOINT
P
2
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03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJ APPROVAL
REVISIONS
MARK DATE OESCRPTION
4 STEL JOB # 15-1071-1
DATE 3/3/2015
DRAWN BY MAP
CHECKED DKR
LATERAL FORCE
RESISTING SYSTEM /
MIN. NUMBER OF
REQ. COLUMNS
SH -11
11 OF 50 SHEETS
0
2
3
0
4
0
5
0
6
0 B
SIMPLE SPLICE
3' 1 19 11
0
C o D o
BEAM TO POST & LATTICE
SPLICE DETAILS 11
FULL MOMENT
0
TO RAFTER CONNECT
BEAM TO POST. DETAILS
s
I I = I I
f7, (V2A)1fL1L0ESY,MT.YSP.@
S•0SMS. II #12 S.M.S.
TP .
.EA.
THICKNESS = .03 (24TOT TYP. THICKN T�S = .035"
6.3W
W
+ + + ri ++ + + u + + ++
ALUM. ALLOY 3004-H3 ALUM. ALLOY 3004-H36 W
OR 6063-T5 FOR EXTRUDED OR 6063-T5 FOR EXTRUDED
NOTE: USE SIMPLE SPLICE ONLY NOTE: FULL MOMENT SPLICE MAY OCCUR
IN ALTERNATE INTERIOR BAYS AT ANY LOCATION EXCEPT AT END BAYS
SPLICES - ROLLFORMED & EXTRUDED FASCIAS IAFAMALUM ALLOY -
''NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12' SIMPLE CSPUCE (ONE SIDE OF WEB) MAY BE USED. (6061-T6) ALTERNATE
3„ STL C -BEAM
TOTAL= (8)-1/2"0 BOLTS
SO. POST
1. 0'
O O O
SPLICE WHERE4" 2.00'
OCCURS
070"
DET
NOTCH I -BEAM FLANGE
AS NEEDED TO CLEAR
SQ. POST,CONNECT WEB
TO POST W/ (2) - 5/B' 0
THRU-BOLTS @ 4' I -BEAM,
AND (3) - 5/8' 0 THRU BOLTS
@ T I -BEAMS
TYP Q Q H - BRACKET TO POST
ALUM. ALLOY 3" x 8"x.042" BEAM,
6063-T6 16' 1' 3" SQ. STEEL OR
4" I -BEAM 31-01MAG BEAM.
MOMENT CSPLICE
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE CSPLICE (ONE SIDE OF WEB) MAY BE USED.
4' -1 I I
SPLICE WH
Occur
ALUM. ALLOY
6063-T6
7" I -BEAM
1 Y21 SQ. OR 2" LATTICE TUBE
0
ALUM. ALLOY 3105-H25
7 1� 1.50"
.28"
2" 2"018
o
B
MOMENTCSPUCE
2"x3" LATTICE TUBE
ALUM. ALLOY 3105-H25
.28"-L
3.. 2.018
17
—�—
(6)-#14 SDS @ EA. SIDE
TOP & BOTT. TOT =24
3" X ALUM. OR
----"I-'--"',1-IVV- STEEE L POST
"U" BRACKET - RAFTER TO BEAM
LATTICE TUBE TO RAFTER I
1 1/2" SQ., 2" SQ.,
OR 2"x3" LATTICE
#8 x 2 "SMS, 2 1/2" @ 3' O.C. MIN.
OR 31/2'. TYP. r UP TO 6"O.C. MAX.
o H 0
BEAM TO POST DETAILS
OPTIONAL DECORATIVE FASCIA
( WOOD, ALUM. OR HARDSORD )
(12) -#14 x 12' S.M.S. EACH SIDE OF 3'
SO. POST 8 -TOTAL
ALTERNA
92.36"
• 114'0 OLT W/ WASHER
EA SIDE OF TSC. POST
+1.10'
3'SQ. POST
4414 x 1/T S.M.S. EACH SIDE OF 3'
SQ. POST (8 -TOTAL
ALTERNATE 1/4'0 LT W/ WASHER
EA SIDE OF 3' SO. POST
GUTTER FASCIA
3.00' 3' SO- POST MAG BEAM
–2%2
R 2 31SQ. STL BEAM
RAFTER "TAIL" TO GUTTER
NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 30 psf
ROOF LIVE AND SNOW LOADS
"L" FASTENERS
V-0"
4 - #14 SDS
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
AT OVERHANr
#14 x 1/2' S.M.S. TOP
& BOTT. (2}TOT.
0
ROOF PANEL
0 0
FASTENER 6
00
GROUP
ROLLFORMED OR
O o
EXTRUDED GUTTER
ALUM. BRACKET X
#14 S.M.S. @12'O.C.
FASCIA
6 1/2"x2)(.024
2' 1'
'L' SEE TABLE
RAFTER
"U" BRACKET - RAFTER TO BEAM
1
(6)-#14xY4 TEK
BRACKET TC
(6)-#14x%
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03-03-15
DURALUM
IAPMO.0195
ASSUMPTION
Al -LI APPROVAL
REVISIONS
04Te
4 STEL JOB # 151071-1
DATE 3MIS
DRAWNBY MAP
CHECKED DIOL
BEAM TO POST &
LATTICE TUBE TO
RAFTER CONNECTION
DETAILS
SH - 12
12 OF 50 SHEETS
O O Ot O O O O N O
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03-03-15
DURALUM
IAP MO 0195
ASSUMPTION
AHJ APPROVAL
REVISIONS '
MARK DATE DEscnvrax
4 STEL JOB R 157071-1
DATE YS2015
DRAWN BY MAP
CHECKED DKR
SOLID COVERS ATTACHED
& FREESTANDING BEAM
SPANS, 10 PSF L.L,
110-130 MPH
SH - 16
16 OF 50 SHEETS
ATTACHED & FREESTANDING SOLID COVERS - 10 PSF LIVE LOAD - 110,120,130 MPH - EXP. B & C
7" I -BEAM
G W/ (1 "C" INSERT
7" I-BEAMDBL
H W/ 2 "C" INSERTS
��
2"x6.5"042"
' 2"x6.5"0.042". --
DBL. 2"x6.5"x0.032" 3"x8"x0.042" BEAM
OR I(
°d=
ATTACHED
SOL/D
FREESTANDING
SOL/D
ATTACHED
SOLID
FREESTANDING
SOL/D
ATTACHED
SOL/D
FREESTANDING
SOL/D
ATTACHED
SOLID
FREESTANDING
SOLID
SPACINMAX.COG
SPACING
:3 I-
o
jo
MAX.POST FTG.
MIN.
MAX.POST FTG. MIN. MAX.POST FTG.
MIN.
MAX.POST FTG. MIN. MAX.POST FTG.
MIN.
MAX•POST FTG.
MIN,
MAX POST MAX.POST FTG.
MIN.
MAX•POST MAX.POST FTG.
MIN.
ON SLAB
m 3
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
FOR DBL.
SPACING
FOR SPACING
(IN')
POST
SPACING
FOR DBL.
SPACING
FOR 3"x8"
(IN.)
POST
m 3
(2) (3)
E
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
2'x6.5-0.032'
BEAM
(1)
TYPE
2"x6.5'x0.032
BEAM
(1)
TYPE
13'-7"
5'
26'-9"
23
E
24'14"
32
G
29'-6"
24
E
26'-1 "
33
H
16'-0"
20
B
16'-0"
29
G
13'-2"
13'-8"
19
B
13'-2"
13'-8"
27
G
5
O
26'-9"
26
23'-8"
34
H
29'-6"
27
26'-2"
35
I
16'-0"
22
15'-3"
30
12'-7"
2'-10"
21
12'-3"
12'-7"
29
6,
25'- 25'-3"
227
E
23'-0 Z,�„
333
G
27
228
E
25'- 24,-7"
334
G
14 -714,-7"
223
B
14'-14,-0"
229
G
12, 1,.1
12'-6'1
1 21
B
12'-1"1
12'-1
228
G
6'
11,x„
H
27'-9"
H
-6"
-9"
-2"
V-6"
9,_8„
�,
24'-024
228
E
21'- 21'-3"
333
G
26
229
E
24'- 2'3,-4„
3_34
H
13'-6"13'
223
C,
13'-
229
C7
11'-10
11
222
B
11' -?I'0
11'-1"0
227
G
7
_W
H
26'-4"
6"
I T-0"
$"
0'-10"
�"
-8"
J
8'-6"
8'
23'-0"
E
20'-1 "
32
Fi
25'-3"
27
E
23'-0"
33
H
12'-8"
21
C
12'-8"
28
G
10'-6"
10'-1 "
20
B
10' 6"
10'-1 "
27
G
81
23 -0
"[27
20'-3"
32
25'-3"
30
22'-4"
33
12'-8"
24
12'-2"
28
10'-0"
10'-2"
22
9'-9"
10'-0"
27
7'-7"
9'
22'-1"
E
20'-1"
33
H
24'-3"
27
E
22'-1"
34
H
12'-0"
22
C
12'-0"
29
G
9'-10"
10'-2"
21
C
9'-10"
10'-2"
27
G
9'
LL
22'-1"
19'-7"
33
24'-3"
31
21'-7"
34
I
12'-0"
24
11'-6"
29
9'-4"
9'-8"
23
B
9' a"
27
6'-9'
10'
21'1}"
E
19'-4"
34
Ei
23'-6"
28
E
21'-4"
35
11'14"
22
C
11'-4"
29
G
9'-4"
9'-2"
21
C
9'-4"
9'-2"
28,
G
10
21'1}"
18'-10
33
23'-6"
32
20'-9"
34
11'-4"
25
0'-10"
29
9'-0"
9'-2"
23
8'-9"
8'-6"
27
6'-2„
11,
20'- 20
231
E
18'-9$
334
22'- 22,-9"
232
E
20'-8"20,-2"
335
I
10'-100.10"
225
E
10'-10'-4"
329
G
9 -0
8 as
223
C
91-0.
8'-4"
228
G
11'
O
$„
3"
8'-7"
�„
g,�„
7 g„
r
5'-8"
12'
20'-1"
28
E
18'-3"
35
I
22'-1"
29
E
20'-1"
36
J
10'-4"
23
E
10'-4'
30
G
8'-7"
7'-8"
21
C
8'-7"
7'-8"
28
G
12'
20'-1"
32
17'-9"
35
22'-1"
33
19'-7"
35
10'-4"
26
10'-0"
30
8'-2"
7'-8"
23
8'-0"
7'-1"
28
}
ted=
ATTACHED
SOLID
FREESTANDING
SOLID
ATTACHED
SOLID
FREESTAND/NG
SOLID
ATTACHED
SOL/D
FREESTANDING
LID
ATTACHED
SOLID
FREESTANDING
SOLID
}
a
SPACINMAX.COG
SPACING
0
o
jo
MAX.POST FTG.
MIN.
MAX.POST FTG. MIN. MAX.POST FTG.
MIN.
MAX•POST FTG. MIN. MAX.POST FTG.
MIN.
MAX.POST FTG.
MIN.
MAX.POST MAX.POST FTG. MIN.
MAX.POST MAX.POSTJ FTG.
MIN.
^^
1 L
ON SLAB
m
SPACING .
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
FOR DBL
SPACING
FOR 3"x8"
CIN.)
POST
SPACING
FOR DBL.
SPACING
FOR 3"x8"
(IN.)
POST
m
(2) (3)
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
2"x6.5"x0.032-
BEAM
(1) TYPE
2'.6.5-0.032
BEAM
(1)
TYPE
13'-7„
5,
26'- 26
228
E
24'
336
H
29
229
E
26'-25°�"
336
I
16'-0'4
222
B
16'-0'4,-7"
331
G
13'-1"2
13'-8'1
B
13,_ 1"2
13'-8°1
230
G
5'
O
6"
23'-1"
I
29'-2"
K
-10
_7"
-8"
--1
_3"
=6"
C4
g'
25'-3"
25
E
23'-0"
33
H
27'-9"
26
E
25'-3"
34
H
14'-7"
20
B
14'-7"
29
G
12'-1"
12'-6"
20
B
12'-1"
12'-6"
28
G
6'
4'-10'
29
21'-9"
35
I
27'-6"
30
23'-10
36
K
13'-8"
23
13'-4"
31
11' 6"
0'-8"
22
11'-2"
10'-6"
29
9,_8„
7,
24'- 23-8"
230
E
21'-20,-8"
334
H
26
231
E
24'-2'2
335
H
13'-612'-8"
223
C
13'-6"2
230
G
11'-1"0
11'-70
223
B
11'-1"0
11'-79
228
G
7'
I
26'-1"
-9"
I
-4"
-8"
-0"
�"
-8"
J
8'-6"
8'
23'-0"
27
E
20'-1
32
H
25'-3"
28
E
23'-0"
33
H
12'-8"
21
C
12'-8"
28
G
10' 6"
10'-1
21
B
10'-6"
10'-1
27
G
8'
22 8"
31
19'-9"
34
25'-0"
32
21'-9"
35
I
11'-10
24
11'-7"
30
10'-0"
9'-3"
23
9'-9"
9'-1"
28
c/i
7._7..
9'
22'-1"
28
E
20'-1"
33
H
24'-3"
29
E
22'-1"
34
H
12'-0"
22
C
12'-0"
29
G
9'-10"
10'-2"
22
C
9'-10"
10'-2"
28
G
9'
LL
21'-9"
32
19'-0"
34
24'-0"
33
21'-0"
35
I
11'-2"
24
11'-0"
29
9'-a"
8'-9"
23
B
9'-2"
8'-7"
28
6,_9„
10,
21'
232
E
19'�8,�„
333
H
23
233
E
21
334
11'x°0'-8"
225
C
11' 4"0'
229
G
9 -4
9 -28'-4"
224
C
9
9 -2
228
(j
10'
21'-1"
I
23'-2"
20'-2"
4"
9'-0"
B
8'-9"
7'-9"
6,_2„
11,
20'-201„
233
E
18'-97
334
I
22'-9"2,-0„
334
E
20g'-8"
335
I
10
225
E
10'-
00 -9
329
G
8'-46.
224
C
9'-0"
8'4
229
G
11'
O
-9"
7"
J
10'-2"
9'-10"
8,_7"
-0"
8'1;"
7'-1"
r
5,_8„
12,
20'-19'-10'
334
E
18'-1"7,
334
22�
335
E
335
J
10'-4"9'-9"
226
E
10'4'9'-6"
330
G
8'-7 8
7 -811 '-4"
224
C
8 -7 8
7'-8 6
230
G
12'
3„
21'-10
1 "
-2"
-0"
-7"
ATTACHED SOLID
FREESTANDING SOL/D
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOL/D
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
MAX.POST
FTG.
MIN.
MAX.POST
FTG.
MIN.
MAX.POST
FTG.
MIN.
MAX.POST
FTG.
MIN.
MAX.POST
FTG.
MIN.
MAX.POST
FTG.
MIN.
MAX -POST
MAX.POST
FTG
MIN.
MAX.POST
MAX.POST
FTG.
MIN.
MAX.COL.
SPACING
F�
7o
jo
^T
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ON SLAB
m
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
PAST
SPACING
(IN.)
POST
FORSPACING DBL.
OR 31-8"
CIN.)
POST
FOR DBL.
NG
FOR 3SPACING � x8"
CIN.)
POST
m 3
(2) (3)
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
2"x6.5"x0.032"
BEAM
(1)
TYPE
2'.6.5-0.032"
BEAM
(1)
TYPE
W
13'-7"
5'
26'-9"
26
E
24'-0"
35
1
29'-6"
27
E
26'-4"
36
K
16'-0"
22
B
15'-7"
32
G
13'-2"
13'-1"
20
B
13'-2"
13'-0"
27
G
5'
O
25'-9"
29
22' 4"
37
K
28'-6"
30
24'-8"
38
13'-8"
24
13'-4"
32
12'-7"
0'-9"
22
12'-3"
10'-7"
29
r6,
25'-3"
230
E
22'- 2'1
337
I
27
231
E
24'- 23,-3"
337
I
14'-712,-7"
224
B
14'-12'-3"
332
G
12'-1 „1
12'-0'_10"
223
B
12'-1"1
1'-1 9'
228
G
6'
_3"
-1„
K
K
6"
-2"
8"
9'-8"
7'
24'-0"
28
E
21'-6"
34
H
26'4"
29
E
23'-8"
35
I
13'-6"
23
C
13'-2"
30
G
11'-2"
11'-1"
22
B
11'-2"
11'-1"
27
G
7'
23'-1"
31
20'-1"
36
K
25'-6"
32
22'-1"
37
K
11'-8"
25
11'-4"
31
10'-8"
9'-2"
23
10'14"
9'-0"
27
J
8'-6"
8'
23'-0"
29
E
20'-7"
34
H
25'-3"
30
E
22'-8"
35
1
12'-8"
24
C
12'-4"
30
G
10'-6"
10'14"
22
B
10' 6"
10'-4"
27
G
8'
22 =1 "
32
19'-2"
36
I
24'x"
33
21'-2"
37
K
10'-10
26
10'-8"
30
10'-0"
8'-7"
24
9'-9"
8' 4"
27
(/�
7'-7"
9'
22'-1"
29
E
19'-9"
34
H
24'-3"
30
E
21'-9"
34
I
12'-0"
24
C
11'-8"
29
G
9'-10"
9'-9"
23
C
9'-10"
9'�"
27
G
9'
21'-3"
33
18'-6"
35
1
23'-6"
34
20'-4"
36
K
10'-3"
26
10'-1"
30
9' 4"
8'-1"
24
B
9'-2"
-10"
27
LL
6,_9„
10,
121'-4"20'-7"
0 J19'-1
334
E
�,-10
s5
H
23'-6"22'-8"
335
E
21'-19,-8"
336
I
11-4
227 5 J
�.
11'-19'-7"
230
G
9'-4-
9
225
C
9
8 -9
227
G
10'
I
J
9'-9"
9 -W
7'_8"
8 �"
7 _2"
20'-8"
31
E
18'-6"
34
I
22'-9"
32
E
20'-4"
35
1
10'-1
25
E
10'-7"
29
G
9'-0"
8'-4"
23
C
9'-0"
8'-0"
28
G
11'
O
9-10
35
17'-3"
35
J
22'-0"
36
19'-1"
36
J
9'-4"
27
9'-2"
31
8'-7"
4"
25
8'-0"
6'-7"
28
!_
5'-8"
12'
20'-1
335
E
18'-0 6
334
I
22'
337
E
19'-9"8
335
J
10'-49,-0„
227
E
10'-2:.-,-9"
3 31
H
B-7-8
7'-8"
225
C'
8'-7
T-4-
228
G
12'
9'-3"
-9"
J
21'-3"
-6"
G
_2"
-10"
7 �"
,_0"
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cl
W a��
uCD
�w�
W W m
M
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Z 0000
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FESS lgy9�
5588.
OF Cpl\FCS
03-03-15
DURALUM
IAP MO 0195
ASSUMPTION
AHJ APPROVAL
REVISIONS '
MARK DATE DEscnvrax
4 STEL JOB R 157071-1
DATE YS2015
DRAWN BY MAP
CHECKED DKR
SOLID COVERS ATTACHED
& FREESTANDING BEAM
SPANS, 10 PSF L.L,
110-130 MPH
SH - 16
16 OF 50 SHEETS
A o B o C o D o t o F
5 I
o G o H o I o
i t
ATTACHED & FREESTANDING SOLID COVERS - 10 PSF LIVE LOAD - 110,120,130 MPH - EXP. B & C
3"x8"x0.042" BEAM
3"x8"x0.042" BEAM
DBL. 3"x8"x0.042" BEAM
DBL. 3"x8"x0.042" BEAM
�1 DBL. 3"x8"x0.042" BEAM
M W/ 14 GA. STL. INSERT
N W/ 12 GA. STL. INSERT
O W/ DBL. 14 GA. STL. INSERT
P W/ DBL. 12 GA. STL. INSERT
}
� _
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOL/D
FREESTANDINGSOLID
ATTACHED SOL/D
FREESTANDING SOLID
ATTACHED SOL/D
FREESTANDING SOLID
ATTACHED SOL/D
FREESTANDING SOLID
}
MAX.COL.
SPACING
D o
MAX.POST FTG.
MIN.
MAKPOST FTG.
MIN.
MAKPOST FTG.
MIN.
MAX.POST FTG.
MIN.
MAKPOST FTG.
MIN.
MAKPOST FTG.
MIN,
MAKPOST FTG.
MIN.
MAX.POST FTG.
MIN.
MAKPOST FTG.
MIN.
MAKPOST FTG.
MIN.
50
^=^
L.L
ON SLAB
M 3
SPACING (IN.)
POST
SPACING (IN.)
POST
SPACING (IN.)
POST
SPACING (IN.)
POST
SPACING (IN.)
POST
SPACING (IN.)
POST
SPACING (IN.)
POST
SPACING (IN.)
POST
SPACING (IN.)
POST
SPACING (IN.)
POST
m
(2) (3)
F•
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
13'-7"
5,
19'-18,-1" 223
C
19'-
331
G
18'� 8'-a" 223
(;
18'x'7
331
G
20'-120,-1" 224
C
20'-119 332
G
25'-15'-10" 226
E
25'-14'-10' 334
H
28'
227
E
27'-8"27'-0" 337
J
5
O
7 -8"
-8"
-4
28'x"
6
17'-7" 22
C
17'-7" 29
G
16'-9" 21
C
16'-9" 29
G
18'4" 22
C
18'-4" 30
G
23'-8" 24
E
23' 8" 32
H
25'-1 25
E
25'-1 34
J
,
6
16'-6" 24
16'-1" 31
16'-9" 24
16'-2" 31
18'-4" 25
17' 8" 31
23'-8" 27
22'-9" 33
25'-10 27
4'-10" 36
9'-8"
7
16'-3" 22
C
16'-15,-0" 230
G
15'-71"5 224
C
15'-15'-0" 230
G
17'-117,-1" 225
E
17'-116 331
G
22'-0"22'-0" 227
E
22'- 21'-1" 333
H
24'- 24,-0" 228
E
24'
335
J
7'
15'-3" 24
7"
4"
23'-1"
,..�
8'-6"
8'
15'-3" " 23
E
15'-3" 30
G
14'-7" 22
E
14'-7" 29
G
16'-0" 23
E
16'-0" 30
G
20'-7" 25
E
20'-7" 32
H
22'-6" 26
E
22' 6" 34
J
8,
14'� 25
14'-0" 29
14'-7" 25
14'-1" 29
16'-0" 26
15'x" 30
20'-7" 28
19'-9" 32
22'-6' 29
21'-7" 34
c/%
7 -7 „
�
9
14'-4" 23
E
14'-4 30
G
13'-9" 23
E
13'-9" 30
G
15'-1" 23
E
15'-1" 21
G
19'-4" 25
E
19'-4" 33
H
E
21'-2" 35
913'-8"
LL
13'-7" 25
13'-2" 30
13'-9" 26
13'-3" 30
15'-1" 26
14'-0" 30
19'x" 29
18'-7" 32
20'x" 35
6'-9"
10
24
E
13'-8" 31
G
13'-1" 23
E
13'-1" 30
G
14'-3" 24
E
14' 3" 21
G
18' 4" 26
E
18'x" 33
H
U27
E
20'-1" 35
,(n
2'-10" 26
12'-7" 30
13'-1" 26
12'-7" 30
14'-3" 27
13'-9" 31
18'-4" 29
17'-8" 33
19' 4" 35J10C'6'-2"
11'
13'-1" 24
E
13'-1" 31
G
12' 6" 24
E
12'-6" 31
G
13'-8" 24
E
13'-8" 31
G
17'-7" 26
E
17'-7" 34
H
E19'-2"
361O
12-3 26
12'-0" 30
12'-6" 26
12'-0" 30
13'-8" 27
13'-1" 31
17'-7" 30
6'-10' 33
18'-6" 35
r
5'-8"
12'
12'-6" 24
E
12'-6" 31
G
12'-0" 24
E
12'-0" 31
G
13'-1" 25
E
13'-1" 32
G
16'-9" 27
E
16'-9" 34
H
18'-4" 28
E
18'-4" 36
J
12'
11'-9" 27
11' 6" 31
12'-0" 27
11'-6" 31
13'-1" 28
12'-7" 32
16'-9" 30
16'-2" 34
I
18' 4" 31
17'-8" 36
ATTACHED SOLID
FREESTAND/NG SOLID
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
1>2
=
S ACING
o
•POST FTG. MIN.
MAX•POST FTG.
MIN.
MAX.POST FTG.
MIN.
MAX.POST FTG. MIN.
MAKPOST FTG.
MIN.
MAX.POST FTG. MIN.
MAX.POST FTG.
MIN.
MAKPOST FTG. MIN.
MAX.POST FTG.
MIN,
MAX.POST FTG. MIN.
jp
ON SLAB
m —
SPACING IN.) POST
((1)
SPACING (IN.)
POST
SPACING IN.)
(
POST
SPACING (IN.) POST
SPACING (IN.)
POST
SPACING (IN.) POST
SPACING (IN.)
POST
SPACING (IN.) POST
SPACING (IN.)
POST
SPACING (IN.) POST
m 3
(), ()
F
(SPAN) TYPE
(SPAN) 1
()
TYPE
SPAN
(SPAN) (1)
TYPE
(SPAN) (1) TYPE
(SPAN) (1)
TYPE
(SPAN) (1) TYPE
(SPAN) (1)
TYPE
(SPAN) (1) TYPE
(SPAN) (1)
TYPE
(SPAN) (1) TYPE
Ir
13'-7"
5'
19'-3" 22 C
19'-3" 32
G
18'-4" 22
C
18'x" 31 G
20'-1" 22
C
20'-1" 32 G
25'-1 24
E
25'-1 34 H
28' 25
E
27'-8" 35 I
5,
O
16'-6" 24 B
16'-1" 32
17'-4" 24
17'-0" 33 H
19'-0" 25
18' 6" 33 H
24'-4" 27
3'-10' 36 K
26'-8" 28
26'-1" 37 K
6'
17'-15,-1" 225 C
17'-14 332
C7
16'-95'-10 225
C
16'-9"5
332 G
18'-4"7,,4. 226
C
18'x"7
333 G
23
228
E
23'- 3 H
229
E
25'-23.-9" 336 H
6,
11'x"
-8"
6"
-0" H
22'-3"
125'-24
21'-9" 35
4"
J
9,_8„
7,
14-0" 225 C
16'-13'-8" 331
G
15'-14'-8" 226
C
G
17'-116.-1" 226
E
17'-115-8" 332 G
22'-00'-8" 229
E
22'-20,-2" 334 H
24'-z2 229
E
24'-0"22'-1" 335 H
7,
1
-7"
1
J
8'-6"
8'
15'-3" 24 E
15'-3" 30
G
14'-7" 23
E
G
16'-0" 24
E
16'-0" 30 G
20'-7" 26
E
20'-7" 32 H
22'-6" 27
E
22'-6" 33 H
8,
13'-1" 26 C
12'-9" 30
13'-9" 26
1
W2-30
15'-1" 27
14' 8" 32
19'-4" 29
8'-10' 34
21'-2 30
20' 8 34 I
vi
7,_7„
9'
14'-4" 24 E
14'-4" 30
G
13'-9" 24
E
G
15'-1" 25
E
15'-1" 31 G
19'-4" 27
E
19'-4" 32 H
21'-2" 27
E
21'-2" 34 H
9'
LL
12'-4" 26
12'-1" 30
13'-0" 27
14'-2" 27
13'-10" 31 H
18'-3" 30
7'-10' 33
20'-0" 31
19'-6" 34 I
6,_9„
10,
13'-8';
227 E
13'-8"1,-6" 31
G
13'-12 227
E
G
14 -313 228
E
14'-313.-2" 331 H
18'-4 7
230
E
3
H
20'-119.-0" 231
E
20'-118.-6" 333 H
10'
-8"
�"
0 H
6
4"
. 7'-0" 33
1
13'-1" 31
H
12'-6" 25
E
12'-6" 31 G
13'-8" 25
E
13'-8" 31
17'-7" 28
E
17'-7" 33 H
19'-2" 28
E
19'-2" 34
11'
Q
11 -2 27
11'-0" 30
11'-9" 28
11'-6" 30 H
12'-10" 28
12'-7" 31
16'-7" 31
16'-2" 33
18'-1" 32
17'-8" 34
12'-6" 25 E
12'-6" 31
H
12'-0" 25
E
12'-0" 31 H
13'-1" 26
E
13'-1" 32
:!H
16'-9" 28
E
16'-9" 34 H
18'-4" 29
E
18'-4" 35
12'
10'-8" 27
10' 6" 30
11'-3" 28
11'-1" 30
12'-4" 29
12'-1" 32
5'-10" 31
15'-6" 33 I
17'-4" 32
17'-0" 34
ATTACHED SOLID
FREESTANDINGSOLID
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDINGSOLID
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
MAX.COSPACINL.
SPACING
H 9
MAK POST FTG. MIN.
MAKPOST FTG.
MIN.
MAX.POST FTG.
MIN.
MAX.POST FTG.
MIN.
MAKPOST FTG.
MIN.
MAX.POST FTG.
MIN.
MAX.POST FTG.
MIN.
MAX.POST FTG. MIN.
MAX.POST FTG.
MIN.
MAX.POST FTG. MIN.
~ 5 -
:)q
ON SLAB
f° 3
SPACING (IN.) POST
SPACING (IN.)
POST
SPACING (IN.)
POST
SPACING (IN.)
POST
SPACING (IN.)
POST
SPACING (IN.)
POST
SPACING (IN.)
POST
SPACING (IN.) POST
SPACING (IN.)
POST
SPACING (IN.) POST
E 3
(2).(3)
(SPAN) (1) TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1) TYPE
(SPAN) (1)
TYPE
(SPAN) (1) TYPE
13'-7"
5'
18' 4" 23 C
18'-3" 33
H
18'x" 23
C
18'-0" 33
H
20'-1" 24
C
19'-8" 34
H
25'-1 26
E
25'-3" 36 J
28' 26
E
27'-3" 37 K
5'
O
15'-1" 24 B
14'-9" 33
16'-0" 25
B
15'-7" 34
17'-4" 26
17'-1" 35
I
22'4" 28
1'-10' 37 K
24'-6" 29
24'-0" 38
r
6'
16'-9" 24 C
16'-9" 32
G
16'-9"
32
G
18'-4" 24
C
18'-0" 33
H
23'-8" 26
E
23'-1" 35 I
25'-1 " 27
E
25'-3" 36 J
6,
3'-10" 25
13'-6" 32
14'-7"'-3"
33
H
15'-10' 26
15'-7" 34
20' 6" 29
20'-1" 36 K
22'-4" 30
1'-10" 37 K
9,_8„
7,
15'-12,-9" 226 C
15'-6"2'-7" 332
G
15'
332
G
17'-114,-9" 227
E
16'-8"14'-6"" 333
G
22'-09'-0" 229
E
H
21'-6'8.-7" 3
230
E
23'- 20•-3" 336 I
7,
13'-6"'-2"
H
124
35
20'-9"
K
J
8'-6"
8'
14'-7" 25 E
14' 6" 31
W6-6
31
G
16'-0" 25
E
15'-7" 32
20'-7" 28
E
20'-1" 34 H
22'-6" 29
E
22'-0"35I8,
12'-0" 26 C
11'-9" 312'-4"
32
13'-10' 28
13'-6" 32
H
17'-9" 30
17'-4" 35 1
19'-6" 31
19'-0" 357'-7"
9'
13'-9" 25
E
13'-8" 30
gH
30
H
15'-1" 26
E
14'-8" 31
19'-4" 28
E
19'-0" 33
H
21'-2" 29
E
20'-8" 34 H9'
'" 27
11'-1" 311'-8"
31
G
13'-1" 28
12'-9" 32
H
16'-9" 31
16'-4" 34
18'x" 32
18'-0" 35 I
6'-9„
10,
13'-
227 E
13'-0
330
228
E
12'-9LL "1
331
H
14'- 12 229
E
14'-0"2
331
H
18'-4'6
2 31
E
18'-0 3
�
20'-117 332
E
19'-8
335 H
10'
0 -9"
0'-7"
-7"
1"
-0"
5'-7" 34
-4"
7,-1" I
33
6'-2"
11'
12'-6" 26 E
12'-6" 31
H
12'-6" 26
E
12'-2" 31
H
13'-8" 27
E
13'-4" 31
H
17'-7" 29
E
17'-2"
H
19'-2" 30
E
18'-9" 34
Q
10'-3" 28
10'-1" 31
0'-10 28
10'-7" 31
11'-10 29
11'-7" 31
15'-2" 32
4'-10' 33
16'-7" 33
16'-3" 34
r
5,_8„
12' 9'-10" 228 E
1'-19"_8" 331
H
12'-004" 229
E
11'-8"0,-1" 331
H
13'-111,_4„ 230
E
12'-9"1-1" 331
H
16'-9'4,-7" 332
E
16'-64'-3" 333
18'5'-10 333
E
18'-0"5
334
12'
12,
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03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJ APPROVAL
REVISIONS
MARK DATE DESCRVTION
4 STEL JOB # 15-1071-1
DATE YYM15
DRAWN BY MAP
CHECKED DKR
SOLID COVERS ATTACHED
& FREESTANDING BEAM
SPANS, 10 PSF Ll,
110-130 MPH
S -H - 17
17 OF 50 SHEETS