BPAT2015-007078-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
c&t!t 4 4 Quiaro
COMMUNITY DEVELOPMENT DEPARTMENT
BUILDING PERMIT
Application Number:
BPAT2015-0070
Property Address:
78840 SAN ITA DR
APN:
604163009
Application Description:
KAMOEI RESIDENCE/ PATIO
Property Zoning:
Application Valuation:
$3,000.00
Applicant:
ANILOM INC DBA GOLD STAR CUSTOM PAINTING
42-335 WASHINGTON STREET
SUITE F363
PALM DESERT, CA 92211
nDIr
Q 0
co R OCT 2 7 2015
CITY OF LA QUINTA
COMMUNITY D'cVELOPMENT DEPARTMENT
LICENSED CONTRACTOR'S DECLARATION
I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter
9 (commencing with Section 70001 of Division 3 of the Business d Professions Code,
and my License is in full force and effect.
License Class: C33, C51 License No.: 855623
Date: 0 - / Contractor:
OWNER -BUILDER DEC RATION
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 owneY of the property, am exclusively contracting with licensed contractors
to construct the project. (Sec. 7044, Business and Professions Code: The Contractors'
State License Law does not apply to an owner of property who builds or improves
thereon, and who contracts for the projects with a contractor(s) licensed pursuant to
the Contractors' State License Law.).
(� I am exempt under Sec. — B.&P.C. for this reason
Date:
Owner:
CONSTRUCTION LENDING AGENCY
I hereby affirm under penalty of perjury that there is a construction lending agency for
the performance of the work for which this permit is issued (Sec. 3097, Civ. C.).
Lender's
Lender's Address:
14
VOICE (760) 777-7125
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Date: 10/27/2015
Owner:
KAMOEI
78840 SANTIA
LA QUINTA, CA 92253
Contractor:
ANILOM INC DBA GOLD STAR CUSTOM PAINTING
42-335 WASHINGTON STREET
SUITE F363
PALM DESERT, CA 92211
(760)641-7544
Llc. No.: 855623
WORKER'S COMPENSATION DECLARATION
I hereby affirm under penalty of perjury one of the following declarations:
I have and will maintain a certificate of consent to self -insure for workers'
compensation, as provided for by Section 3700 of the Labor Code, for the performance
of the work for which this permit is issued.
I have and will maintain workers' compensation insurance, as required by
Section 3700 of the Labor Code, for the performance of the work for which this permit
is issued. My workers' compensation insurance carrier and policy number are:
Carrier: Policy Number: _
I certify that in the performance of the work for which this permit is issued, I
shall not employ any person in any manner so as to become subject to the workers'
compensation laws of California, and agree thaZ�Ohu
ome subject to the
workers' compensation provisions of Section 3Code I shall forthwith
comply with those provisions.
Date: % 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 relatin to building
construction, and hereby authorize representatives of this city to ent pon he
above-mentioned property for inspection purposes.
Date: AV12 ignature (Applicant or Agent)*
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Description: KAMOEI RESIDENCE / PATIO COVER
CONDITIONS
Type: PATIO COVER
Subtype: CITY STANDARD/PRE- Status: APPROVED
Applied: 10/27/2015 MFA
CONTACTS
CITY
ENGINEERED - OPEN
Approved: 10/27/2015 MFA
Parcel No: 604163009 Site Address: 78840 SANITA DR LA QUINTA,CA 92253
Subdivision: TR 23269
Block: Lot: 109
Issued:
Lot Sq Ft: 0
Building Sq Ft: 0 Zoning:
Finaled:
Valuation: $3,000.00
Occupancy Type: Construction Type:
Expired:
No. Buildings: 0
No. Stories: 0 No. Unites: 0
CONTRACTOR
Details: 340 SF PATIO COVER ALUMAWOOD THIS PERMIT DOES NOT INCLUDE ELECTRICAL INSTALLATIONS. 2013 CALIFORNIA BUILDING
CODES
PALM DESERT
CA
CHRONOLOGY
CONDITIONS
NAME TYPE
NAME
ADDRESSI
CONTACTS
CITY
STATE
ZIP
PHONE
FAX
EMAIL
APPLICANT
ANILOM INC DBA GOLD STAR
CUSTOM PAINTING
42-335 WASHINGTON
STREET
PALM DESERT
CA
92211
CONTRACTOR
ANILOM INC DBA GOLD STAR
CUSTOM PAINTING
42-335 WASHINGTON
I STREET
PALM DESERT
CA
92211
OWNER
KAMOEI
78840 SANTIA
LA QUINTA
CA
I 92253
Printed: Tuesday, October 27, 2015 12:01:20 PM 1 of 2 chq
SYS7Eiv1S
Printed: Tuesday, October 27, 2015 12:01:20 PM 2 of 2
SYSTCM5
CLTD
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PAID
PAID DATE
RECEIPT #
CHECK #
METHOD
PAID BY
BY
BSAS SB1473 FEE
101-0000-20306
0
$1.00
$0.00
Total Paid for BUILDING STANDARDS ADMINISTRATION $1.00 $0.00
BSA:
PATIO COVER, STD,
101-0000-42404
0
$97.17
$0.00
OPEN
PATIO COVER, STD,
101-0000-42600
0
$95.72
$0.00
OPEN PC
Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $192.89 $0.00
SMI -RESIDENTIAL
101-0000-20308
0
$0.50
$0.00
Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.50 $0.00
TOTALS:0•
Printed: Tuesday, October 27, 2015 12:01:20 PM 2 of 2
SYSTCM5
�eu4 (U� aoS
Bin #
City Of La QuintQ
Building st Safety Division
P.O. Box 1504, 78-495 Calte Tampico
La Quinta, CA 92253 - (760) 777-7012
Building Permit Application and Tracking Sheet
Permit #
Q
Project Address:
Owner's Name:
A. P. Number.
Address:
Legal Description:
City, ST, Zip:
Contractor:
Te phone:
Address: Z835- w�s� + EO S i,[ j. 3(o
Project Description
City, ST, Zip: C. bin •r'i
k iiiGYZI WOOC� -A24 b dli'Pi/
oil
Telephone: 1 �(? 1 (.E 3 i
State Lic. # : Srs%O a City Lie. #;
Arch., Engr., Designer.
Address:
City., ST, Zip:
Telephone:
Construction Type: Occupancy:
State Lie. #:
Project type (circle one): New Add'n Alter Repair Demo
Name of Contact Person:
Sq. Ft:3 7o �
# Stories:
#Units:
Telephonq #,of Contact Person:
Estimated Value of Project
APPLICANT: DO NOT WRITE BELOW THIS LINE
#
Submittal
Req'd
Recd
TRAC UNG
PERMIT FEES
Plan Sets
Pian Check submitted
Item
Amount
Structural Cales.
Reviewed, ready for corrections
Plan Cheek Deposit
Truss Cales.
Called Contact Person
Pian Check Balance •
Title 24 Cales.
Plans picked up
Construction
Flood plain plan
Plans resubmitted
Mechanical
Grading plan
2°' Review, ready for corrections/issue
Electrical
Subeontactor List
Called Contact Person
Plumbing
Grant Dad
Plans picked up
S.M.I.
H.O.A. Approval
Plans resubmitted
Grading
IN HOUSE:-
'"' Review, ready for correctionsfissue
Developer Impact Fee
Planning Approval
Called Contact Person
A.I.P.P.
Pub. Wks. Appr
Date of permit issue
School Fees
Total Permit Fees
KAMOEI
78840 SAN ITA
LAQUINTA, CA
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KAMOEI
78840 SAN ITA
LAQUINTA, CA
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F , AFETY DEPT.
APPROVED
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APPROVED
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PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC.
GENERAL NOTES: DESIGN REQUIREMENTS: WIND SPEED CONVERSION TABLE:
GOVERNING CODES:
RESIDENTIAL APPLICATIONS - CRC AND IRC APPENDIX H, CBC AND IBC CHAPTER 16, CBC &
1. THE DESIGN OF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLY WITH THE
IBC APPENDIX CHAPTER I.
2012 INTERNATIONAL BUILDING AND RESIDENTIAL CODES, 2013 CALIFORNIA BUILDING AND RESIDENTIAL
ROOF LIVE AND SNOW LOADS: 10, 20,25.30.40 & 50 psf. (SNOW LOADS AT GROUND
CODES, ASCE/SEI 7 -10 -MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES AND THE 2010
LEVEL 25, 30, 40 & 50 psf)
ALUMINUM MANUAL -ADM 1-10. COLUMNS BEARING ON CONCRETE SLAB IS IN ACCORDANCE WITH 2012 IRC
COMMERCIAL APPLICATIONS - CBC AND IBC CHAPTER 16.
AND 2013 CRC SECTION AH1052 FOR 10 psf RESIDENTIAL CONSTRUCTION AND AC1318-11 FOR 20,25 AND 30
ROOF LIVE AND SNOW LOADS: 20.25. 30.40 & 50 psf. (SNOW LOADS AT GROUND LEVEL
psf RESIDENTIAL AND COMMERCIAL CONSTRUCTION.
25, 30, 40 & 50 psf)
DRAWING NOTES:
2. ALL ITEMS PERTAINING TO EACH INSTALLATION (TYPE OF ROOF PANEL, HEADER SPAN, COLUMN SIZE,
ETC.) SHALL BE CIRCLED AND CLEARLY IDENTIFIED.
3. EACH INSTALLATION SHALL BEAR AN IDENTIFYING TAG INDICATING THE NAME AND ADDRESS OF THE
MANUFACTURER DESIGN LOADS AND ENCLOSABILITY.
4. THE DRAWINGS AND SPECIFICATIONS SHOWN REPRESENT THE FINISHED STRUCTURE, UNLESS OTHERWISE
NOTED, AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR 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 A500 GRADE B.
ROLL -FORMED STEEL MEMBERS SHALL CONFORM TO A653 SS GRADE 50 G60.
24. FASTERNERS: ALUMINUM BOLTS SHALL BE 2024-T4; STEEL BOLTS SHALL BE ASTM A-307. ALL BOLTS SHALL
HAVE STANDARD -CUT PLATED WASHERS. WOOD AND LAG SCREWS ARE REQUIRED TO BE INSTALLED IN
ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATION.
25. THE POST -INSTALLED ANCHORS CITED IN THESE CONSTRUCTION DOCUMENTS SHALL BE SIMPSON STRONG TIE.
26. ALL SCREWS ARE SELF DRILLING (SDS) OR SHEET METAL SCREWS (SMS) IN CONFORMANCE WITH ICC -ES ESR
1976 OR APPROVED EQUAL.
27. THE TABULATED MAXIMUM COLUMN SPACING WHEN BEARING ON A CONCRETE SLAB IS LIMITED TO USE WITH
RESIDENTIAL ATTACHED PATIO COVERS ONLY (10 AND 20 PSF).
28. SOLID AND LATTICE ALUMINUM COVERS ARE CLASS A ROOF ASSEMBLY IN ACCORDANCE WITH SECTION 1505.2,
EXCEPTION 2.
WIND SPEED CONVERSION TABLE:
THE WIND SPEEDS SHOWN IN THIS REPORT ARE BASED ON THE CBC/IBC.
FOR USE WITH THE CRC/IRC, DIVIDE THE REQUIRED CRC/IRC WIND
SPEED BY 0.6
EXAMPLE: CRC/IRC WIND SPEED IS 85 MPH. THE COVER CONSTRUCTION
SHALL BE BASED ON 85 MPH = 110 MPH.
0.6
WHERE SNOW LOADS OCCUR, IT IS THE REPONSIBILITY OF THE
CONTRACTOR FOR THIS POJECT TO VERIFY WITH THE LOCAL
AUTHORITY HAVING JURISDICTION WHERE SNOW DRIFTING AND
SLIDING, PER ASCE 7-10, SECTION 7.7 AND 7.8, IS REQUIRED. SEE
SHEETS 49 FOR SPAN REDUCTION FACTORS.
ADDITIONAL DESIGN REQUIREMENTS:
1. TABULATED SPANS FOR SNOW LOADS HAVE BEEN ADJUSTED FOR ROOF APPLICATIONS.
2. BASIC WIND SPEEDS: 110, 120,130 MPH, EXPOSURES B AND C.
3. OCCUPANCY CLASSIFICATION AND RISK CATEGORY: II, 11.
4. SEISMIC BASE SHEAR: 17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER.
5. SEISMIC DESIGN PARAMETERS:
SITE CLASS: D
SEISMIC DESIGN CATEGORY: D
MAPPED SPECTRAL RESPONSE COEFFICIENTS: Ss= 1.50, S, = 0.6, S. = 1.0, % 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.
SHEETINDEX:
SHEET # SHEET TITLE / DESCRIPTION
CBC / IBC
WIND SPEED
EQUIVALENT CRC / IRC
WIND SPEED
110 MPH
85 MPH
120 MPH
93 MPH
130 MPH
101 MPH
SEE CONVERSION METHOD, THIS PAGE,
FOR APPLICATION AND USE.
SITE DESIGN PARAMETERS:
SITE ADDRESS:
WIND SPEED & EXPOSURE:
ROOF / SNOW LOAD:
STRUCTURAL
ENGINEERING FIRM
�TC/E/VG/NEER//VG
STRUCTURAL ENGINEERING
109 EAST ESCALONES PHONE: (949)388-93M
T-0..................TITLE SHEET, DESIGN LOADS, GENERAL NOTES SAN CLEMENTE, CA 92672 FAX: (949) 388.3773
SH -1 .............SOLID PANEL STRUCTURES
STRUCTURAL ENGINEER
SH -2 ............OPEN LATTICE STRUCTURES OF RECORD: DUSTIN K. ROSEPINK. SE 5885
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 BEAM 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
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DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
MARK DATE DESCRPTIDN
4 STEL JOB # 15.1071-1
DATE 3!3/2015
DRAWN BY MAP
CHECKED DKR
TITLE SHEET,
DESIGN LOADS,
GENERAL NOTES
T-0
0 OF 50 SHEETS
1
0
2
3
0
G
A o B o
ATTACHMENT
ROOF PANEL SEE TABLES SEE DETAIL A, B & C,
SHEET 4 FOR ROOF
SHEET 8
PANEL ATTACHMENT TO
PER FT O.HATT
SUPPORTING WALL
TO
HANGER & BEAM.
O.
SPI
"O.H." NOT TO EXCEED 25%
O.H
OF ROOF PANEL
ALLOWABLE SPAN J�
SPAN
SEE DETAIL 11, SHEET 12✓
"O.H." NOT TO EXCEED 25%
FOR MANDATORY SPLICE.
Po Sp,
OST
NO BEAM SPLICE AT
Spf
EXTERIOR POSTS.
SEE Tqe
POSTS, SIZE VARIES
SEE SHT. 11 FOR MINIMUM
NUMBER OF REQUIRED COLUMNS
FOR MANDATORY SPLICE.POM
0
1
SOLID PANEL STRUCTURES
OVERHANG,
OR WOOD, OR
CONCRETE
WALL SEE
SHEET 8
3 1/2" SLAB ATTACHMENT—W W
MAY BE USED NOTE: NO SPLICE AT EX IOR POSTS
WHERE PERMITTED.
SEE TABLES
NOTE: EACH COMPONENT IS INTER -
FOOTING WHERE REQUIRED CHANGEABLE WITH ANY OTHER
SEE TABLES COMPONTENT UNLESS OTHERWISE SHOWN.
TYPE "A" ATTACHED SINGLE SPAN W/ CANTILEVER OPTION
ROOF PANEL SEE TABLES
SHEET 4 FOR ROOF PANEL �ENGTy
SUP ORT NGENT BEAM � O. OF TO ST RUCT uRE VgRIES
Cel
"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
BEAMIII
POST SPAN/ BEAM - SEE TABLES
>EE 7ASL SING FOR POST SPACING
NOT TO
OF B
SCO �LESpgN
FOOTINGS I W I J
SEE TABLES NOTE: EACH COMPONENT IS INTER-
CHANGEABLE WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN.
TYPE "C" FREESTANDING W/ CANTILEVER OPTION
ATTACHMENT ROOF
OVERHANG,
SEE DETAIL A, B & C, OR WOOD, OR
ROOF PANEL SEE TABLES SHEET 8 ANENGty OF CONCRETE
SHEET 4 FOR ROOF Syq� S'rRu WALL SEE
PANEL
SUPPORTING
gEAM ATTACHMENT To MIN. 0.25" SLOPE PER FT. TyF RO S �ES SHEET 8
HANGER
O.
"O.H." NOT TO EXCEED 25%
OF ROOF PANEL
ALLOWABLE SPAN
SEE DETAIL 11, SHEET 12
FOR MANDATORY SPLICE. BEAM Sp
NO BEAM SPLICE AT POST SPAN/ BEAM - SEE TABLES H
EXTERIOR POSTS. SEE TgB�ES NG FOR POST SPACING =
POSTS, SIZE VARIESEX NOT T
SEE SHT. 11 FOR MINIMUM OFQFE02g�
NUMBER OF REQUIRED COLUMNS / Att ALF co.
3 1/2" SLAB ATTACHMENT— W W
MAY BE USED
WHERE PERMITTED.
SEE TABLES
NOTE: EACH COMPONENT IS INTER -
FOOTING WHERE REQUIRED--j/
EQUIRED CHANGEABLE WITH ANY OTHER
SEE TABLES COMPONTENT UNLESS OTHERWISE SHOWN.
TYPE "B" ATTACHED MULTISPAN W/ CANTILEVER OPTION
ROOF PANEL SEE TABLES MIN. 0.25" SLOPE
_ n OF STRU
PANEL
SHEET 4ORA OOMENT
PER FT O.HATT
CTURE VgRIE
TO
SUPPORTING BEAM.
O.H
gPA
SPAN
"O.H." NOT TO EXCEED 25%
OF ROOF PANEL
ALLOWABLE SPAN
SEE DETAIL 11, SHEET 12�
FOR MANDATORY SPLICE.POM
SPAN/
BEAM - SEE TABLES
N BEAM SPLICE ATSEE
TgB�ES NG
FOR POST SPACING
EXTERIOR POSTS.
POSTS, SIZE VARIES
O.M. N07T
OF B IFAM
vv
�`OW-A F
�SPAIy
MAY BE USED
TO CONSTRAIN
FOOTING, SEE
TABLES
FOOTINGS I WI J
SEE TABLES NOTE: EACH COMPONENT IS INTER-
CHANGEABLE WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN.
TYPE "D" FREESTANDING MULTISPAN W/ CANTILEVER OPTION
Ll
Z ti
W 1-0C
W �No0
rn
ZO U
W a�
uU) w�
LJJ uj M
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°�
co
�Q c'7
S58.85.
OF CAI�F�
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJ APPROVAL
REVISIONS
MARK DATE DESCRIMON
4 STEL JOB # 157071-1
DATE 313@015
DRAWNBY MAP
CHECKED DKR
SOLID PANEL
STRUCTURES
SH -1
IOF50SHEETS
1
S
I
0
2
0
3
0
4
0
5
0
6
0
7
0
6
o B o
o D o t o F o
OPEN LATTICE STRUCTURES
RAFTER, SEE TABEWALL LEDGER OR
S
SnNG@U/�07A, ROOF OVERHANG,
MAX. O.H. H G� SEE DETAIL AB 8 C,
25% OF RAFTER SHEET 8.
41 ALLOWABE
�Sg.' OLF SPAN
S
E
\
DETAIL 11, SHEET 12\G
NO BEAM SPLICE AT
OG
z4
p�6
MANDATORY BEAM SPICE - SEE
(p��'
G�
DETAIL 11, SHEET 12
NO BEAM SPLICE AT
G
\f 0 60 (�
EXTERIOR POSTS
tU+G
POST WITH SIDEL TP A ES
LENGTH OF STRUCTURE VARIES
SEE SHT, 11 FOR MINIMUM
NUMBER OF REQUIRED
q@�ES G
@F .
SFFl ngC''v4�
COLUMNS
NOTE: EACH COMPONENT IS INTER-
° srgMsa
3 1/2' SLAB ATTACHMENT
CHANGEABLE WITH ANY OTHER
S�cFTagC9N�
apS'
COMPONTENT UNLESS OTHERWISE SHOWN.9@IFG
S
Spq
OI'z � r
tiagcm W
x
POST WITH SIDE PLAT S
SEE SHT, 11 FOR MINIM M
NUMBER OF REDUI
COLUMNS
3 1/2' SLAB ATTACHMENT
MAY BE USED WHERE
NOTE: EACH COMPONENT IS INTER- sF aq N, PERMITTED.
CHANGEABLE WITH ANY OTHER Frq@C� G I\ SEE TABLES
COMPONTENT UNLESS OTHERWISE SHOWN. s FOOTING WHERE REQUIRED,
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE SEE TABLES '
MAY NOT BE COVERED.
TYPE "E" ATTACHED SINGLE SPAN LATTICE STRUCTURE
RAFTER, SEE TABLE
FOR SIZE
AND SPACING .
MAX. O.H.
25% OF RAFTER O
ALLOWABLEi'1 I
RAFTER,SEE
MAX O.H.
25% OF RAFTER
ALLOWABLE
SPAN
WALL EDGER OR
ROOF
SnNG@O/tO/NG_ rEED DETAIL ABC
S
MANDATORY BEAM SPICE - SEE
E
\
DETAIL 11, SHEET 12\G
NO BEAM SPLICE AT
OG
z4
p�6
EXTERIOR POSTS
(p��'
O�
LENGTH OF STRUCTURE VARIES
tU+G
POST WITH SIDEL TP A ES
psOgn
FF q� ,
SEE SHT, 11 FOR MINIMUM
NUMBER OF REQUIRED
q@�ES G
COLUMNS
NOTE: EACH COMPONENT IS INTER-
° srgMsa
3 1/2' SLAB ATTACHMENT
CHANGEABLE WITH ANY OTHER
S�cFTagC9N�
MAY BE USED WHERE
COMPONTENT UNLESS OTHERWISE SHOWN.9@IFG
S
RMITT .
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
PEE
MAY NOT BE COVERED.
FOOTING WHERE REQUIRED,
SEE TABLES
TYPE "F" ATTACHED MULTISPAN
LATTICE STRUCTURE
MAX. O.H.
25% OF RAFTER
ALLOWABLE
SPAN
x
'-pST'T'/yq
Sp 'l'G
g0j'l'G
W
6
?y
2L0
�x
X30
0 Mqk
LENGTH OF STRUCTURE VARIES
G
\ G
\A��60
z4
MANDATORY BEAM SPICE -SEE
�3
0
DETAIL 11, SHEET 12
NO
NO BEAM SPLICE AT
OST CROSSSECTI
LENGTH OF STRUCTURE VARIES
N"
VG
a
EXTERIOR POSTS OS
SF�cTgSpgC,
SEE POST DETAI
MANDATORY BEAM SPICE - SEE
@SFS NO'
3 1/2' SLAB
DETAIL M SHEET ICE T pp
NOEXTERIORLPOSTS SEPT
POST CRS -SECTION,
SEE POST DETAIL,
NOTE: EACH COMPONENT IS INTER-
a
TO CONSTRAIN
SOgC/
��FS N�'
CHANGEABLE WITH ANY OTHER
sF slsA
Fr9@�FSNG
FOOTING, SEE
TABLES
3 1/2' SLAB
COMPONTENT UNLESS OTHERWISE SHOWN.
pos
TO CONSTRAIN
NOTE: STRUCTURE
NOTE: EACH COMPONENT IS INTER-
CHANGEABLE WITH ANY OTHER
SFFl S�'q0
TABLES G, SEE
MAYTHIS NOT BE COVERED.OPEN
FOOTING SEE TABLES
COMPONTENT UNLESS OTHERWISE SHOWN.
'9@CFSNG
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
FOOTING SEE TABLES
MAY NOT BE COVERED.
TYPE "G" FREESTANDING
SINGLE SPAN LATTICE STRUCTURE
TYPE "H" FREESTANDING MULTISPAN LATTICE STRUCTURE
2 ti
W o `r'
W � N Q°°o
rn M
ucf)W�
W W M
M
M U rn
00
z 00
Q M
co m
FESS I(
49Ik
5588
1
OF Cpl
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJ APPROVAL
REVISIONS
MART( DATE DESCRPTIDN
4 STEL JOB 9 157071-1
DATE 31312015
DRAWN BY MAP
CHECKED DKR
OPEN LATTICE
STRUCTURES
SH -2
2 OF 50 SHEETS
1
0
2
0
3
0
4
a
5
a
E
c
7
c
E
A o y 0 u a U 0 E 0 F 0 G 0 H a 1 0 J
' t �
SOLID PANELS SPANS FOR COMMERCIAL & PATIOS 110/120/130 MPH EXP. B & C
24" TRI -"V" PAN � I I 12"x 3 1/2"W PANEL 6"/ 8" x 2X" FLAT PAN
.so•
25• .40• .35• .ao• R=.117' .09R CI.S,
.77• s• 180' 'n• .67•
.67' •40• .75• a3• •45' (ALL UNMARKED RADII .06R)
T- (SEE TABLE 3. 0'
BELOW) 65' T= (SEE TABLE .70' 25'
LI 5' BELOW) ,282' 38" 2 7-
a 6' L r 1. o• zs• 2• � r• T= (SEE TABLE HELOW
.40' 45' 1
.35' .7 ' .6 TYP.
.403.00' .50' •50•.50' 40' .50 U• 3A0' 0' • .4331--1L3' L3• .433' 1.92' .7 ' F --L92' .75' L92'
25'
4A0'
ALUM. ALLOY 3004-H36 OR EQUAL ALUM. ALLOY 3004-H36 OR EQUAL
ALUM. ALLOY 3004-H36 OR EQUAL
TABLE 1 - MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS
ROOF PANEL TYPE 10
ROOF LIVE7SNOW LOAD, Psf
20 1 25 30 40 50
24" TRI -"V" PAN
- 0.88 0.83 0.75 0.80
24'x2}4"x0.018"0.85
0.80 1 0.65 0.65 - -
LUSL
PANELT
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(1)
120 PH S� 1
130 PH SPAN
10'-3"
10'-3"
10'-3"
10'-3"
10'-3"
12'-6"
018
12'-0"
12'-0"
10'-7"
10'-7"
15'-3•
15'-3"
15'-3'
8'-6"
8.7"
8'-1"
020
7'-5"
.02a
V2'-3"
12,_3,
12,_3,
12,_3,
12'_3,
12'_3,
10
.024
12'-T
12' 8"
11'-10
12'-0"
11'-1"
10
10'-1'
17'-7"
9' 6"
9'9"
9'-9"
9'_2,
9-3•14'_3,
12'-0"
12'-0"
11'4"
11'-0"
14'_3"
14,_3"
14'_3
14,_3,
13'-7"
.032
15'6•
13'-T
14'-9"
14'-0"
14'-1"19'_7,
5'-10"
5'-10"
5'-10"
12'x"
12'-1"
12'-1"
11'-2°
11'-3"
10' 8"
01T-7"
8'4"
8'4"
8'4"
8'4"
8'4"
8'4"
018
16'-9"
15'-9"
16'-0"11'-3"
12'-1"
11'4
11' 6"
7'-9"
7'-5"
7'-5"
7'-2"
7'-2"
6'-10"
.020(1)
10'_1"
10'_1'
10'_1"
10'_1"
10'_1•
10'-1,
20
.024
101
9'-0'
9'-0"
18'-0"
18'-0"
18'-0"
12'-6"
8'-8"
8'4"
8'-5'
8'-1'
8'-1'
7'-9-
'-9"
.024
12,_1,
12'
12'_1•
12'_1"
12.1°
12'_1•
12._1,
.032
11'-2"
10'-9"
10'_9"
10'-3,
-9'_9,
9'_10"
20
13'4"
10'_9"
10'-3"
10'4"
9'_8,
14' 8"
9'_9,
15'-8"
15'-9"
7'-3"
7'-3"
T-3"
T-3'
7'-3"
7'-3"
17'-7"
.016
17'-7"
13'-3'
12'-9"
12'-9"
12'4"
12'4"
11'-7"
19'4"
7'-8'
7'4"
T4"
7'-1"
7'-1"
6'-10"
040
-9"
9"
8 9"
8 9"
B 9"
25
.024
;1
;-!8
;>8
14'-7"
13'x"
14'-1"
13'-2"
14'-10'
8'-8"
8'-4
8'-5"
8'-1"
88 1"
7'-9"
_1.020(1)
17'-0"
9'-8"
9'$"
9'-8"
9'-8"
91-8"
9'$"
10'-2"
.032
10'-2
9,_10,
9'-3"
9'-5"
811,
12'-1"
8' 6"12'-0"
12'-1"
10'6"
102"
10._2"
9'-7"
9'$"
9'-2"
6'-7"
6'-T
.020
6'-r
.018
10'T
10'$"
10'-2"2513,_2•
9'-1"
8'-9"
8'-9"
7'-3"
7-0"'
13'_2•
13'_2•
6'-10"
67"8'-3"
13'_2"
10'-3"
9'-9"
8'-3"
9'-5"
8'-3"
8'-3"
30
.02483"
11'4"
11'4"
13'-1
W'6'-7'�6'-r
12' 8"
12-2"
123
11'-0"
r
80""
14,_2,
14'_2"
7-9"9'1"9'-1"
14'_2
14'_2"
9'-1"
9'-1".032
15-0
14'4'
14'-2"
13'-7"
13'-8"
9'-9"
9'-10"
9'-6"1"
10, "
10'6"
9'-2"
8'-10•
TABLE 1 - MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS
ROOF PANEL TYPE 10
ROOF LIVE7SNOW LOAD, Psf
20 1 25 30 40 50
12"x3}(2"x0.020" -
- 0.88 0.83 0.75 0.80
24'x2}4"x0.018"0.85
0.80 1 0.65 0.65 - -
24"x2 2"x0.024' 0.90
0.88 0.70 0.65
24'x2}4"x0.032" 0.90
0.88 1 -
(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
2 �
W co 06
N
2 Lu M M
ZO U rn
waLU>5
uww-
W W ch
M
O Z Oco
D
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Q�FESS Il
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$58.85
1
OF CAL
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJ APPROVAL
REVISIONS
Maroc DATE DESU PTION
4 STEL JOB # 151071-1
DATE 313!2015
0.
DRAWN BY MAP
CHECKED DKR
PANEL SPANS TRI -V,
W -PANEL & FLAT PAN
SH -3
3 OF 50 SHEETS
12"x 31/2"W PANEL
8" x 2 }2" FLAT PAN
LUSL
PANELT
(IN.)
110 MPH SPAN
120 MPH SPAN
130 MPH SPAN
EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0
13._9,
13.9,
13,_9,
13._9,
13,_9,
13'_9,
P (IN )LT
020(1)
120 PH S� 1
130 PH SPAN
EXP.13 EXP.0 EXP.B EXP.0 EXP.B EXP.0
EXP.0 EXP.B C EXP.B EXP.0
12'-0"
12'-6"
12'-0"
12'-0"
12'-0"
10'-7"
10'-7"
15'-3•
15'-3"
15'-3'
15'-3"
15'-3"
15'-3"
020
.02a
020
13'-2'
12'-T
12' 8"
11'-10
12'-0"
11'-1"
10
10'-1'
17'-7"
9' 6"
9'-r
17'-r
17'-7"
12'-0"
12'-0"
11'4"
11'-0"
10'-9"
13'-7"
13'-7"
13'-7"
13'-7"
15'6•
13'-T
14'-9"
14'-0"
14'-1"19'_7,
5'-10"
5'-10"
5'-10"
5'-10"
19'_7
19'-7"
19.7•
024
01T-7"
k17'-77"17'-7"
.024
k17'7*.032
16'-9"
15'-9"
16'-0"11'-3"
12'-1"
11'4
11' 6"
10'-9'
10'-10'
11'3"
11'_3"
11'3,
.020(1)
15'-7"
15 7"
15 7"
15 7"
101
9'-0'
9'-0"
18'-0"
18'-0"
18'-0"
12'-6"
12'-6"
12'-0"
12'-6"
12'-0"
12'-6"
.024
032
11'-2"
10'-9"
10'_9"
10'-3,
10' 4"
9'_10"
20
13'4"
i4'-8"
14'$'
14'-8'
14'-8"
14' 8"
14'$"
15'-8"
15'-9"
032
15'-1"
14'-3'
17'-7"
17'-7"
17'-7"
17'-7"
17'-7"
13'-3'
12'-9"
12'-9"
12'4"
12'4"
11'-7"
19'4"
16'-3"
16'-3"
16'-3•
16'-3"
16'-3"
16'-3"
040
.040
15'-1'
14'-7"
14'-7"
13'x"
14'-1"
13'-2"
14'-10'
14'-1"
11'-1"
13'4"
11'_1"
17' 6"
_1.020(1)
17'-0"
164"
16'-0"
16'-0"
10'-2"
10'-2"
,0'-2"
10'-2
9,_10,
9'-3"
9'-5"
811,
12'-1"
8' 6"12'-0"
12'-1"
12'-1"
12'-0"
12'-0"
12'-0"
glT-2"
12'-0"
02411'-0'
.020
10'T
10'$"
10'-2"2513,_2•
9'-1"
8'-9"
8'-9"
8'4"
8'-6"
13'_2•
13'_2•
13'_2,
10'-10"
13'_2"
10'-3"
9'-9"
.032
9'-5"
11'4"
11'4"
11'4"
11'4"
11'4"
13'-1
12'-T
12' 8"
12-2"
123
11'-0"
r
14'_2,
14,_2,
14'_2"
14'_2,
14'_2
14'_2"
.024
15-0
14'4'
14'-2"
13'-7"
13'-8"
9'-9"
9'-3"
9'-5"
10, "
10'6"
10'-0'
10'-6"
10'-6"
10'-6"
11'_2"
ozo (1)
13'-0"
13�13`401,13'-0"
I T -O"
9'-2'
15 -6"
6'-11"
15'-6"
8' 6"
15'-6'
15�12
11'_3"
11'-3"
11'_3"
11'_3"
11'_3"
11'_3"
.024
.032
10' 6'
10'-1'
10'-2^
9'-7"
9'-9"
30
11'-0"
12'-0"
12' 6"
12' 6"
12' 6"
12'-6"
12'-0"
13'-0"
13'-1"
.032
14'-6-
14'-0"
14' 6"
14'-6"
14'-6"
12' 6'
12'-1"
11'-10"
11'$"
11'-6"
13'4"
13'4"
13'4"
13'4"
13'4"
13'4"
.040
040
14'-2"
13'-8"
13'-0"
13'-0"
13'-3"
12'-0"
12'-0"
11'-10"
9'-1"
9'-1"
9'-1"
'-1"
9'-1"
9'-1"
14'-10"
.020(l)
9'-9"
>7'-1
9'-9"
9'-9"
9'-9"
9'-9"
8 3"
8'-1"
8'-1"
7'10"
T-10"
7'-6"
10.4"
10'4"
10'-3"
10'-3"
10'-3"
10'-3"
10'-3"
10'-3"
.024
.020
-1'
9'-1"
8'-10"
8'-10•
8'-r
40
7'-10"
11'4"
11'4"
11'4•
11'4"
11'4"
11'4"
9'-9"
9'4°
.032
IVA"
10'4"
10'4"
10'4"
10'4"
10'4"
11'_1"
11'-3"
11'-1"
1,'-0"
10'-7"
10' 8"
10'-3"
12'-2°
12'-2"
12'-2"
12'-2"
12'-2"
12'-2"
1_,O
.024
25
12' 8"
12'4"
12'4"
12'-1"
12'-,"
11' 8"
8'-10"
.020(l)
13'2"
8 -2"
8 2'
8 2"
8 2"
8 -2"
7'-1"
7'-1'
7'-1"
6'-11"
6'_11,
6'-9"
9-_2,
9,_2,
9-_2,
9-_2,
9.2,
91.2,
.024
.032
.032
7'-10"
7'-10"
7' 8'
7'-8"
7'-6"
50
10'-T
11'-3"
11'-3"
10'-9"
10'-10"
10'4"
.032
114 1"
13'-7"
13'-8"
13'-1"
13'-2"
12'4'
12'-3"
9'-7"
9'-7"
9'-T
9'-3•
9'-5"
8'-11"
13'-1"
11'-3"
11'-3"
11'_3•
11'_3,
11'_3,
11'-3"
.040
2 �
W co 06
N
2 Lu M M
ZO U rn
waLU>5
uww-
W W ch
M
O Z Oco
D
�C'7
Q�FESS Il
o
$58.85
1
OF CAL
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJ APPROVAL
REVISIONS
Maroc DATE DESU PTION
4 STEL JOB # 151071-1
DATE 313!2015
0.
DRAWN BY MAP
CHECKED DKR
PANEL SPANS TRI -V,
W -PANEL & FLAT PAN
SH -3
3 OF 50 SHEETS
8" x 2 }2" FLAT PAN
6" x 2 Y2" FLAT PAN
LUSL
PAN)
110 PH SPAN
120 PH SPAN
HSPAN
130 MPH
LUSL
P (IN )LT
PH SPAN
liomV10-
120 PH S� 1
130 PH SPAN
EXP.13 EXP.0 EXP.B EXP.0 EXP.B EXP.0
EXP.0 EXP.B C EXP.B EXP.0
12'-0"
12'-6"
12'-0"
12'-0"
12'-0"
12'-0"
14'-7"
14'-T
14'-r
14'-7'
14'-7"
020
020
10'-10'
10'-1'
10'-3"
9' 6"
9'-r
9'-0"
12'-0"
12'-0"
11'4"
11'-0"
10'-9"
13'-7"
13'-7"
13'-7"
13'-7"
13'-7"
13'-T
5'-10"
5'-10"
5'-10"
5'-10"
5'-10"
024
.024
10
12'-1"
11'4
11' 6"
10'-9'
10'-10'
t0'-1"
10
15'-7"
15 7"
15 7"
15 7"
15 7"
15-17"
18'-0"
18'-0"
18'-0"
18'-0"
18'-0"
18'-0"
032
032
14'-1"
13'-1"
13'4"
12'4"
12'-6"
2'-0"
16'-2"
15'-8"
15'-9"
15'-0"
15'-1"
14'-3'
17'-7"
17'-7"
17'-7"
17'-7"
17'-7"
17'-7"
19'4"
19'4"
19'4"
19'4"
19'4"
19'4"
.040
.040
15'-7"
14'-10"
14'-10'
14'-1"
14'-2"
13'4"
17' 6"
16'-10"
17'-0"
164"
16'-0"
16'-0"
10'-2"
10'-2"
,0'-2"
10'-2
10'-2"
10'-2"
12'-1"
12'-1"
12'-1"
12'-1"
12'-1"
19'4•
020
.020
9'-1"
8'-9"
8'-9"
8'4"
8'-6"
7'-11"
10'-10"
10'4"
10'-3"
9'-9"
9'-10"
9'-5"
11'4"
11'4"
11'4"
11'4"
11'4"
13'_3'
13'_3"
13'_3"
13'_3"
13'_3"
13'_3"
.024
.024
20
10'-1"
9'-9"
9'-3"
9'-5"
8'-11"
20
1:'2 2"
11'-8"
11'-8"
11'_2"
13'-0"
13�13`401,13'-0"
I T -O"
15 -6"
15'-0"
15'-6"
15'-6'
15'-6'
15�12
.032
V14V-6-
.032
11'-10"
11'-0"
10'-6"
14'-2"
13'-9"
13'-7"
13'-0"
13'-1"
14'-6-
14'-0"
14' 6"
14'-6"
14'-6"
16'-8"
16'$"
16'$"
16'-B'
16'-816'$"13'-0"
040
040
13'-0"
12'4"
12'-0"
11'-10"
15'-0"
15'-2"
15'-2"
14'-10
14'-10"
9'-9"
9'-9"
9'-9"
9'-9"
9'-9"
9'-9"
10'4"
10'4°
10'4"
10'4"
10.4"
10'4"
020
.020
B'-11"
8' 8"
8'$'
8'-3"
8'-3"
7'-10"
10' 8"
10'-1"
10'-3"
9' 8"
9'-9"
9'4°
IVA"
10'4"
10'4"
10'4"
10'4"
10'4"
11'_1"
11'_1"
11'_1"
11'_1,
11'_1"
11'_1"
.024
.024
25
9
9'-7"
9'-7'
9'-2"
9'-3"
8'-10"
25
11'4"
11'4"
11'4"
11'4"
11'4"
11'4"
12'_1'
12'_1"
12'_1"
12'_1"
12'_1"
12'_1•
.032
.032
11'-10"
11'-3"
11'-3"
10'-9"
10'-10"
10'4"
114 1"
13'-7"
13'-8"
13'-1"
13'-2"
12'4'
12'-3"
12'-3"
12'-3•
12'-3"
12'-3"
12'-3•
r-10
13'-1"
13'-1"
13'-1"
13'-1"
13'-1"
13'-1"
.040
13'-3"
• 12'-9"
12'-9"
12'-3•
12'4"
11'-9"
15'4"
15'-1"
15'-1"
14'-8"
14'-9"
14'-1"
9'-3"
9'-3"
9'-3"
9'-3"
9'-3"
9'-3'
9'-9"
9'-9"
9'-9"
9'-9'
9'-9•
9'-9"
.020
.020
7'-9"
7'-10"
7'-6"
9'-11"
9'-T
9'-7"
9'-2"
9'4"
8'-11'
9'-9"
9'_9"
9'_9"
9'_9"
9'_9"
9'-9"
10'4"
10'4"
10'4"
10'4"
10'4"
10'4"
024
.024
30
9'-0'
9'-1"
9'-2'
8'-10"
8'-11"
8'4"
30
11'4"
10'-9"
11'-0"
10'4"
10'-0'
9'-11"
10'-9"
10'-9"
10'-9"
10'-9"
10'-9"
10'-9"
11'4"
"
11'4"
11'4"
11'4"
032
.032
11'-1"
10' 8"
10'-9"
10'4"
10'4"
10'-0•
13'-2"
__
12'-6"
12'-T
11'-10"
11'-7"
11'-7"
11'-7"
11'-T
11'-7"
,1'-7"
12'-3"
"
12'-3"
12' 3"
12'-3'12'-7"
040
040
%012'33'
12'-2"
12'-2"
11'$"
11'-9"
11'-3"
14'-9'-7"
14'-1"
14'-1"
13'-7"6'4"
8'4"
8'4"
8'4"
8'4"
8'4"
9'-0"
9'-0"
9'-0'9'-0"ozo
020
7'$"
7'-0"
7' 6°
7'-3"
7'-2"
6'-11"
9'-1",0"
8'-r
8'-6"
8'-1"
9,-0,
9'-0,
9 -0,
91_0,
9 -0.
9 -0.
9'-6-
9,-0,
9,-0,
9'-6-
9,-0.
9,-0,
.024
.024
40
8 8"
8-3"
8-3'
8-0"
8-1"
7-10"
40
10'-2"
9'-10"
9•_10"
9'-T
9'$'
9'-9"
9'-91•
9'-9"
9•-9"
9•-9"
9'-9"
12'-1"
13'-9"
12'-9"
13'4"
12'•8"
12'-1-
.032
.032
10'-2"
9'-10"
9'-10"
9'-7"
9'-7"
9'-3"
10'-3"
10'-1"
10'-1"
9'-10"
9'-10"
9'-8"
10'-T
10'-7"
10'-7"
10'-T
10'-7"
10'-7"
11'-2•
11'-2"
11'-2"
11'-2"
11'-2'
11'-2'
.D40
.040
11'-2"
11'-2"
10'-0'
10'-10"
10'-6"
13'-9"
13413,_6.
13'-0"
13'-1"
12'-7'
7-5"
7-5-
7-5-
T 5'
8'-3'
B'3"
8'3"
8'-3'
8,_3"65"
020
0208'-3"
6'-5"
6'-5"
6'_1,7-8"
7-7"
7'-8"
7'-5"
7' 6"
7'-2•
6 -3"
8 -3"
8 -3"
W7'-5'7-5"
8 3"
8 -9
8 -9"8
-9"8
-9"8
-9"8
9"50
.024
.024
74"
T-3
7-3•6-11"
508'-9"'-T8-7'
8-5"
8'4"
B'-1"
9'-1'
9'-1"
9'-1"
9'1"9''9'
8"
9'-B'
9'-8"
9' 8"
9' 8"032
032
8'-9"
8'-T
8' 6'
8-5
84
8'-3'
10'4"
10'-3"
10'-3"
10'-1"
10'-1
9'-9"
9'-9"
9'-9"
9'-9"
9'-9"
9'-9"
10'4"
10'4"
1�0%4'110'4"
10'4"oao
M92
oao9'-10"
9'-9"
99"
95"
9'-7"
11'-10"
11'-7"
11' 6"
11'-2'
2 �
W co 06
N
2 Lu M M
ZO U rn
waLU>5
uww-
W W ch
M
O Z Oco
D
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Q�FESS Il
o
$58.85
1
OF CAL
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJ APPROVAL
REVISIONS
Maroc DATE DESU PTION
4 STEL JOB # 151071-1
DATE 313!2015
0.
DRAWN BY MAP
CHECKED DKR
PANEL SPANS TRI -V,
W -PANEL & FLAT PAN
SH -3
3 OF 50 SHEETS
c F o G t o h o
DOF PANEL TO SUPPORTING BEAM & WALL HANGER
ND FREESTANDING SOLID COVERS
FOOTNOTE: "SAMPLE"
SHED '
FIGURE INDICATES FREESTANDING
2CN
W `6
W UC -4
M
0Q�
w FP
uU)awu
Lu w w M
M
M
U rn
Co
� Q CID
rn
MESS IC}y�
S 5885
..... ....i.
OF Cpl \F
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
MMM dere DescawDDN
4 STEL JOB S 15-1071-1
DATE 31312015
DRAWN BY MAP
CHECKED DKR
PANEL SPANS TRI -V,
W -PANEL & FLAT PAN
SH -4
4 OF 50 SHEETS
TABLE 2
TABLE 3
_L HANGERS, 3"x8"
AND
EXTRUDED AND 3"x8"
WITH
STEEL HEADERS
STEEL
INSERT HEADERS
R OF N❑.14 TEK OR SMS SCREWS
NUMBER OF N❑.14 TEK OR SMS SCREWS
IT OF WALL HANGER
AND
BEAM
EMI
co R
~
H
PER
FOOT OF BEAM
LENGTH
H 120 MPH 130 MPH
110 MPH 120 MPH 130 MPH
;P. C EXP. B EXP. C EXP. B EXP. C
EXP. B EXP. C EXP. B EXP. C EXP. B EXP, C
1 1
1
1
51
1
1
1 1
1
1
1
1 2
2
2
1 1
1 1
1
1
1 1
1
2
61
1
1
1 1
1
1
2
2 2
2
2
1 1
1 1
1
1
1 2
2
2_--
7•
1
1
1 1
1
1
2
2 2
2
1 1
1 1
1
2
2 2
2
2
$�
1
1
1 1
1
1
2
2 2
3
3
1 1
1 2
1
2
2 2
2
2
91
1
1
1 1
1
1
2
2 3
3
3
1 1
1 2
2
2
2 2
2
2
10�
1
1
1 '2P—
1
1
2
2 3
3
3
1 2
2
2
2
2
33'1
1212
1
1
2
3
3
1
2
2
23
2
W33
34
1
1
12 1
12
2
3
12,
2 2
2
2
2
�33
3
13�
1
1
1 1
1
2
3
3
4
2 2
2 2
2
2
FOOTNOTE: "SAMPLE"
SHED '
FIGURE INDICATES FREESTANDING
2CN
W `6
W UC -4
M
0Q�
w FP
uU)awu
Lu w w M
M
M
U rn
Co
� Q CID
rn
MESS IC}y�
S 5885
..... ....i.
OF Cpl \F
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
MMM dere DescawDDN
4 STEL JOB S 15-1071-1
DATE 31312015
DRAWN BY MAP
CHECKED DKR
PANEL SPANS TRI -V,
W -PANEL & FLAT PAN
SH -4
4 OF 50 SHEETS
o
4
0
5
0
6
0
7
0
8
n o u t o r o li o m o I o
I I
RAFTER SPANS FOR OPEN LATTICE STRUCTURES 110/120/130 MPH EXP. B & C
LUSL
^T"
SIN)
z z
a W.
np
TYP.
3" x 8" RAFTER
8.0'
of
z
a W.
no
2" X 6 1/2" RAFTER
w
z Z
<w
no
DBL. 2" x 6 1/2" RAFTER
110 MPH 120 MPH 130 MPH
LUSL
"r'
(IN)
110 MPH 120 MPH 130 MNE
LUSL
jr(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. B EXP.0 EXP. B EXP.0 EXP. B EXP.0
10
.042
16"
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"
15'-10"
14'-2"
16'-0"
14'-2"
15'-0"
14'-2"
15'-9"
14'-2"
10
.024
16"
22'-6"
19'-10"
22'-4"
19'-10"19'-4"
22'-6"
21'-1"
22'-2"
19'-2"
24"
24'-1" 24'-2" 23'-6" 24'-0" 21'-6"
21'-6" 21'-6" 21'-6" 21'-6" 21'-0"
24
13'-1" 13'-0" 13'-1" 12'-3" 12'-10"
11'-7" 11'-7" 11'-7" 11'-7" 11-7"
24"
18'x" 18'-3" 18'-4" 17'-3" 18'-2"
16'-3" 16'-3" 16'-3" 16'-3" 16'-3"
15'-8"
5'-10"
20
.042
16"
r3' -O"23'-0" 23'-0" 23'-0" 23'-0" 22'-9"
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"
10"-10" 17'-10"
24"
16'-7" 16'_6" 16'-7" 16'-1" 16'x" 14'-10"
14'-8" 14'-8" 14'x"
24"
23,-4„ 23'-3" 23'-4" 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" 19'-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"
042
16"
34'-7" 34'-4" 34'-7" 33'-7" 34'-2"
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'-4" 17'-6" 16'-10"
24"
20'-1" 20'-0" 19'-6" 19'-9" 19'-0"
17'-9" 17'-9" 17'-9" 17'-9" 17'-3"
24"
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"
1"
18'-1"
19'-1"
18'-1"
19'-1"
20
024
16„
12'-4"
11'-9"
12'-4"
11'-9"
V-4
12'-4"
11'-9"
12'-4"
11'-9"
12' 4"
11'-9"
20
024
16"
17'x"
16''7"
17'-4"
16'-7"
17'-4"
16'-7"
17'-4"
16'-7"
17'-4"
16'-7"
17'-3"
16'-7"
24"
13'-9" 13'-9" 13'-9" 13'-9" 13'-9"
15'-7" 15'-7"[-15'-7" 15'-7" 15'-7"
24"
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"
r15-10"5'-10" 15'-10" 15'-10" 15'-10" 15'-10"
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" 15'-0"
.032
16"22'-1"
22'-1" 22'-1" 22'-1" 22'-1"
21'-1" 21'-1" 21'-1"21'-1" 21'-1"24"
22'-0"
12'A" 12'-1" 12'-1" 12'-1" 12'-1"
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"
24„
18'-1" 18'-1" 18'-1" 18'-1" 18'-1"
17'-3" 17'-3" 17'-3" 17'-3" 17'-3"
18'-0"
17'-3"
50
.042
16"
13'-4" 13'-4" 13'-4" 13'-4" 13'-4" 13'-4"
15'-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" 18'-1" 18'-1" 18'-1" 18'-1" 18'-1"
042
16"
26'-8" 26'-8" 26'-8" 26'-8" 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"
11'11'-2" 11'-2" 11'-2" 11'-2" 11'-2"
24
15' 6" 15'-6" 15'-6" 15'-6"
14'-9" 14'-9" 14'-9" 14'-9" 14'-9"
24"
21'-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 16" O.C. MAY BE USED AT
WHEN DOUBLED AND SINGLE RAFTERS SPACED
24" O.C. MAY BE USED AT 48" O.C. WHEN DOUBLED.
024
16"
10'-7"
11'-7"
10'-7"
11'-7"
10'-7"
11'-7"
r5'-6"15'-6"
10'-7"
11'-6"
10'-7"
11'-2"
024
16"
15'-10"
16'-3"
15'-10"
16'-3"16'-3"
15'-10"
15'-10"
16'-1"
15'-10"
16'-2"
15'-10"
15'-832"O.C.
24"
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"
12'-9"
9'-3"
25
032
16"
14'-4"
14'-9"
14'-4"
14'-9"-!14'-9"
14'-4"
14'-4"
14'-6"
14'-4"
14'-7"
14'-4"
14'-2"
25
032
16"
20'-2"
20'-2"
20
20'-2"
20'-9"
20'-2"
20'-6"
20'-2"
20'-7"
2 0'-2"
19'-10'
24"
24„
16'-7" 16'-7" 16'-7" 16'-7" 16'-7"
16'-7"
12'-1"
12'-1"11'-10"
12'-0"
11'-7"
rl7'-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"
24"
20'-0" 20'-0" 20'-0" 20'-0" 20'-0"
20'-0"
14'-7"
14'-7"
14'-7"
14'x"
14' 6"
14'-0"
20'-6"
20'-6"
20'-6"
20'-6"
20'-6"
20'-0"
0.042'
TYP.
8.0'
024' 6.
, 6'
.032
.032
.042'
.042'
MAX--F�2.0'--I
* 3"x8" RAFTER
* 2"x6.5" RAFTER
* DBL. 2"x6.5" RAFTERS
ALUM. ALLOY 3004-1136 OR
ALUM. ALLOY 3004-H36 OR
ALUM. ALLOY 30041136
EQUAL
OR EQUAL
EQUAL
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
Ll
04 rC—
w Co
W U) N rn ao
Z O U rn
w Q�
U)wL`
W W M
W
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Z 00
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rn
FESS Igy9
S 5885
- 1
OF (AOS
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJ APPROVAL
REVISIONS
WAX DATE DESCROMON
4 STEL JOB R 15.1071.1
DATE MW2015
DRAWN BY MAP
CHECKED DKR
MINIMUM FASTENERS
SH -5
5 OF 50 SHEETS
Im
im
3�
7�
3�
A o B o C o 0 o e o F o 0 1 o H o 1 0
RAFTER SPANS FOR OPEN LATTICE STRUCTURES 110/120/130 MPH EXP. 8-& C
3.024' 6. '
032
042'
* 2"x6.5" RAFTER * DBL. 2"x6.5" RAFTERS
ALUM. ALLOY 30041436 ALUM. ALLOY 3004-H36 OR
OR EQUAL EQUAL
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
Ll ce)
2 ti
NM
ti
W UNO
M
o U KT
w aFP
07 W
wwc.,
M
O () d?
Z co
ci
v
rn
FEss I
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S5885
1
OF Cpl \FNr'
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJ APPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOBS 15-1011-1
DATE 3!312015
DRAWN BY MAP
CHECKED DKR
RAFTER SPANS FOR
OPEN LATTICE
COMMERCIAL & PATIOS
SH -6
6 OF 50 SHEETS
z
U W110
¢a U
m oz
2"
X 6 1/2" RAFTER
z W
U Z
¢a L
v, zo
DBL.
2" x 6 1/2" RAFTER
LUSL
^T^
(IN)
MPH 120 MPH 130 MPH
LUSL
^7"
(IN)
110 MPH 120 MPH 130 MPH
EXPB EXP.0 EXP. B EXP.0 EXP. B EXP.0
EXP. B I EXP.0 EXP. B EXP.0 EXP. B EXP.C-
024
16"
9.-9.
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
024
16"
14'-8"
—14'-6-r-14'-6-
14'-8"
14'-8"
14'-8"
14'-8"
14'-8"
24"
7 -6" 7 -6" T-6" 7'-6" 7'-6" 7'-6"
8'-6" 8'-6" 8'-6" 8'-6" 8'-6"
24"
11'-2" 11'-2" 11'-2" 11'-2" 11'-2"
11'-10 11'-10 11'-10 11'-10 11'-10
11'-2"
11'-10"
.032
16"
12'-0"
1"
12'-6"
1"
12'-6"
13'-1"
12'-6"
12'46"
13'-1"
12'-6"
13'-1"
.032
16"
18'-7"
18'-4"
18'-7"
18'1;"
18'-7"
18'1}"
18'-7"
18'11"
18'-7"
18'-4"
18'-7"
18'1}"
30
30
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' 8"
10' 8"
10'-8"
10'-0"
10'-0"
10'x"
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'-
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'-101-12'-10'- 12'-10' 12'-10 12'-10'
24"
18'-6" 18'-6" 18'-6" 18'-6" 18'-6"
18'-2" 18'-2" 18'-2" 18'-2" 18'-2"18'-2"
18'-6"
.0249'-1"
8'-0"
8'-0"
9'-1"
8'-0"
9'-1"
8'-0"
9'-1"
8'-0"
9'-1"
8'-0"
9'-1"
,024
16"
2'-10"
12,_8.
2'-10"
12'-8"
2'-10"
12'-8"
2'-10"
12'-8"
2'-10"
12' 8"
2'-10"
12'-8"
F24"-
6'-2" 6'-2" 6'-2" 6'-2" 6'-2" 6'-2"
7'-2" T-2" 7'-2" T-2" T-2" T-2"
24"
9'-10" 9'-10" 9'-10" 9'-10" 9'-10"
10'-4" 1 -4-4 10' 4" 10'11" 10'11"
9'-10"
10'1<"
.032
10'-10"
10'-10"
10'-10"
10'-10"
10'-10"
11'-6"11'-6"40
10'-10"
.032
16"
16'-4"
16'-4"
16'-4"40
24"
8'-3" 8'-3" 8'-3" 8'-3" 8'-3" 8'-3"
24"
r16'-4"16'-4"
12' 6" 12'-6"12'-0" 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"16"
.042
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'-9"
19'-4"
19'-9"
19'x"
19'-9"
19'14"
19'-9"
19'-4"
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'
16'-2"
.024
16"
7'-3"
8 -2"
T-3"
8'-2"
T-3"
8'-2"
T-3"
8'-2"
T-3"
8'-2"
T-3"
8'-2"
,024
16"
10'-10"
10'-10"
4"
10'-10"
11'-4"
10'-10"
11'-4"
10'-10"
11'-4"
10'-10"
11'-4"
24"
5'-2" 5'-2" 5'-2" 5'-2" 5'-2" 5'-2"
5'-9" 5'-9" 5'-9" 5'-9" 9 5'_9"
24"
8'-3" 8'-3" 8'-3" 8'-3" 8'-3"
9'-4" 9.-4„ 9'11" 9'-4" 9'-4"
8'-3"
9'-4-
50
.032
n
9'-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"
14'-8"
14'-6"
14'-8"
14'-6"
14'-8"
14'-6"
14'-8"
14'-6"
24"
T-0" T -O" T-0" T-0" T-0" T-0"
8'-4" 8'-4" 8'-4" 8'-4"
24„
11'-3" 11'-3" 11'-3" 11'-3" 11'-3"
11'-10" 11'-10" 11'-10" 11'-10" 11'-10"
11'-3"
11'-10"
.042
16"
11'-9"
12'-6"
11'-9"
12'-6"
11'-9"
12'-6"
11'-9"
12'-6"
11'-9"
12'-6"
11'-9"
12'-6"
,042
16"
17'-9"
17'-6"
17'-9"
17'-6"
17'-9"
17'-6"
17'-9"
17'-6"
17'-9"
17'-0"
17'-9"
17'-6"
24"
9'-0" 9'-0" 9'-0" 9'-0" 9'-0" 9'-0"
10'-2" 10'-2" 10'-2" 10'-2" 10'-2" 10'-2"
24„
13'-7" 13'-7" 13'-7" 13'-7" 13'-7"
14'-3" 14'-3"14'-3" 14'-3" 14'-3"
13'-7"
14'-3"
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
Ll ce)
2 ti
NM
ti
W UNO
M
o U KT
w aFP
07 W
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M
O () d?
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FEss I
o
S5885
1
OF Cpl \FNr'
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJ APPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOBS 15-1011-1
DATE 3!312015
DRAWN BY MAP
CHECKED DKR
RAFTER SPANS FOR
OPEN LATTICE
COMMERCIAL & PATIOS
SH -6
6 OF 50 SHEETS
1
0
2
0
3
a
4
0
5
0
6
a
7
a
6
0 g o G 0 U a t 0 r 0
'HEADER BEAM TYPES'
(i a H 0
L'J
1
EXT. CLIP
0.375'
SPLICE
WHERE I T=12GA INSERT 7=0.125
SPLICE OCCURS I ASTM A653 SS WHERE ALUM.
WHERE GRADE 50 G60 3, ' OCCURS ALLOY
6063 TB
SPLICE9:33.01-
OCCURS .032'
)CCURs 4 4. ' ALUM. 6.6 6' 7
0.110'
0.075, 0.070' 0,065' I TYP.
TYP. TYP. 2. 4-
L
' TYP.
�I 3" SQ.x0.032" ALUM. BEAML__________J 0.375'12 GA. STL. "U" CHANNEL3.0' 00' E ASTM A653 SS GRADE 50 G60
6.5" ROLLFORM
GUTTER FASCIA MAG BEAM
A ALUM. ALLOY B ALUM. ALLOY
3004-1-136 6063-T6
MAX.
n DBL. 2"x6.5"x0.042"
�J ALUM. ALLOY 3004-1-136
OR EQUAL
J DBL.2"x6.5"x0.032"
ALUM. ALLOY 3004-1-136
OR EQUAL
T=12 OR
14 GA
ASTM
A653 SS
GRADE 50
G60
.042'
TYP.r
DBL. 3"x8"x0.042" BEAM
W/ DBL. 14 GA. STL. INSERT
ALUM. ALLOY 3004-H36
OR EQUAL
DBL. 3"x8"x0.042" BEAM
P W/ DBL. 12 GA. STL.'
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.
4" I -BEAM (��4.5" MAG GUTTER
C' ALUM. ALLOY ALUM. ALLOY
6063-T6 6063-T6
K 3"x8"x0.042" BEAM
ALUM. ALLOY 3004-1-136
OR EQUAL
.032' 3,0
ALUM
B 3" SQ. ALUM POST
ALUM. ALLOY 3004-H36
HEIGHT LIMITED TO
10'-0" MAXIMUM.
7
3"x8"0.042" BEAM
M W/ 14 GA. STL. INSERT
ASTM A653 GRADE 50 G60
3"x8"x0.042" BEAM
W/ 12 GA. STL. INSERT
N
ASTM A653 GRADE 50 G60
NOTE: WHERE 12 AND 14 GA STEEL INSERTS
OCCUR AS SHOWN IN THE SPAN TABLES,
THEY SHALL BE INSTALLED THE FULL LENGTH
OF THE 3"x8" BEAM.
COLUMN / POST TYPES
DBL. 3"x8"x0.042" BEAM
ALUM. ALLOY 3004-H36
OR EQUAL
--11.00•--
040' ALUM
.048' STEEL
3A'
.28'
C 3" SQ. ALUM. POST
ALUM. ALLOY 3004-H36
3" SQ. STEEL POST
FASTMA653 GRADE 50CP60
0.024'
0.032'
PLUGS
#!0 SMSD
e za• , .
EA. SIDE
3" SQ. ALUM. POST/
D WITH SIDEPLATES
ALUM. ALLOY 3004-1-136
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.
MAG POST
E
ALUM. ALLOY
6063-T6
SQ. STEEL POST
ASTM A500 GRADE B
04 ti
R ti ch
WCl)
N o
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O
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< M
Q�FESS 1�
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S5885
1
OF CAL,F�
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
MARK DATE DESCwvnO"
4 STEL JOB # 15-1071-1
DATE 313!2015
DRAWN BY MAP
CHECKED DKR
HEADER BEAM TYPES,
COLUMN / POST TYPES
SH -7
7OF50SHEETS
=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
04 ti
R ti ch
WCl)
N o
C3)M
Z U rn
O
W
LLI W :EM
W M
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o Z OHO
< M
Q�FESS 1�
co
S5885
1
OF CAL,F�
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
MARK DATE DESCwvnO"
4 STEL JOB # 15-1071-1
DATE 313!2015
DRAWN BY MAP
CHECKED DKR
HEADER BEAM TYPES,
COLUMN / POST TYPES
SH -7
7OF50SHEETS
A
o
B
o
C
o
D
o
E
o F
o
G Is
o
H
o I o J
EXISTING LEDGER OR WALL HANGER & EAVE CONNECTION DETAILS
A34 FRAMING ANGLE
NOTE: WHERE COVER CONSTRUCTION INCLUDES
DESIGN (E) WALL COVER
3/16` STEEL NOTE) BRACKET CAN BE
DETAIL
A
OR B, SITE-SPECIFIC ENGINEERING IS
LOADS OPENING
PROJECTION
8^ 0 1/4'0 HOLES,TYR LOCATED ANYWHERE ON EAVE.
SEE TABLE 2
FASTENERS, SEE TABLE 3
REQUIRED TO VERIFY ADEQUACY OF THE EXISTING
STUD WALL FRAMING WHERE ONE OR MORE OF THE
10, 20 psf > 8'
> 18'
0
0
NOTE: PROVIDE WATER
TYP. BRACKET PROTECTION, METAL FLASHING
AT EVERY 2x
FOLLOWING
CONDITIONS OCCUR:
30, 40 8 50 psf > 6'
> 14'
CAUCK JOINTS AND SLOPE
e
R.F. OR EXT. HANGER
$
O
O
TO DRAIN (OPTIONAL)
CHANNEL, 2X OR 3X
O
EXISTING
EAVE ALLOWABLE PROJ. TO BEAM
RAFTER BRACKET
LEDGER OR WALL HANGER
OVERHANG SEE TABLE 1
WITH FASTENERS
1 114+
24"
zxs OR zx8 LEDGER
PER TABLES 3 8 4
2
ALUM. PANEL 2X OR
EXIST. RAFTERS AT
I
2x WOOD STUD OR
CONCRETE WALL
RAFTER
3x ALUM. RAFTER
24" O.C. AT ROOF
1' MIN.
(3}#14x3
1/2" W.
EXIST. FASCIA BOARD
OVERHANG
3,
ALLOWABLE PROJ.
EXISTING
EAV
2X FULL DEPTH
WOOD SCAB,
TO BEAM
SEE TABLE 1
OVERHANG
(24' MAX)
WHERE OCCURS,
SEE TABLE 2
1' MIN,
NOTES PLACE 'SIKA FLEX' OR SIMILAR
MATERIAL BETWEEN BRACKET AND
NOTE: BRACKET MAY BE
4—L
COMP. SHINGLE ROOFING TO PROVIDE
MOUNTED BELOW RAFTER
SEAL
W/ SAME CONNECTION'S.
�A�EAVE CONNECTION
%1
WALL CONNECTION
'L EXISTING ROOF OVERHANG DESIGN LOADSs
NOTE: WALL LEDGER IS NOMINAL LUMBER SIZE 2'x6" (AT 2"x614"
ALTERNATE EAVE CONNECTION
C'
RDL = 3 psf (MIN) TO 8
psf (MAX)
RLL =
20, 25,
MINIMUM RAFTERS), NOMINAL 2"xB" (AT 3'x8' MINIMUM RAFTERS)
NOTE: THIS DETAIL IS LIMITED TO RESIDENTIAL INSTALLATIONS
3
30, 40, 6 50 psf
OR KILN -DRY WOOD FILLED 2"x6" OR 3"x8"
ALUMINUM SECTIONS.
WITH A 10 psf MAXIMUM DESIGN LOAD.
P- EXISTING RAFTER ALLOWABLE BENDING STRESS IS
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)
wee wm.
TABLE 1
(D) (D) (D)
(E) (E) (E)
(E)
(E)
(E)
TABLE 2
TABLE 4 a,b ANCHORS INSTALLED
2"x8" FULL OR
2"x10" NOTCHED
20'-9"
20'-9"
20'-9"
TYPE AND NUMBER
OF FASTENERS
REQUIRED
AT ROOF PANEL
INTO CONCRETE WALLS
OR RAFTER
CONNECTED TO EXISTING ROOF
OVERHANG
WITH 6 -INCH MIN.THICKNESS
0
EXISTING
MAXIMUM PROJECTION
(A) -SIMPS❑N A34 FRAMING ANCHOR USING SD9112 SCREWS
COVER
NUMBER AND TYPE
FRAMING MEMBER
WIND SPEED (MPH)
AND EXPOSURE
COVER
AT ROOF
(B) -. (2) SIMPS❑N A34 FRAMING ANCHORS, EACH SIDE, USING SD9112
SCREWS WITH 2x FULL
LL/SL
OF FASTENERS
LUSL
OVERHANG
DEPTH WOOD
SCAB FULL
LENGTH OF RAFTER
TAIL.
110, B
110, C
120, B
120, C
130, B
130, C
4
10
)¢' 0 SIMPSDN STRONG -BOLT 2
SS AT 48' D.C. (n,b)
2"x4^ FULL
26'-0"
26'-0"
26'-0"
25'-2^
25'-4"
20'-7"
Q= 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"
j v
WIND SPEED
WIND SPEED
WIND SPEED
WIND SPEED
WIND SPEED
WIND SPEED
m �
(EXP. B 8 C)
(EXP. B 8 C)
(EXP. B & C)
(EXP. B 8 C)
(EXP. B 8 C)
(EXP. B & C)
20
�• 0 SIMPSDN STRONG -BOLT 2
2"x6" FULL OR
110 120 130
110 120 130
110 120 130
110 120 130
110 120 130
110 120
130
O
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
SS AT 48' D.C. (n,b)
2"x8" NOTCHED
0
2"x8" FULL OR
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
SATS 8PSaNC STRONG 2
6
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(B) (B)
(B)
2"x10" NOTCHED
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
SATS36 SDC,SCa b�G-BOLT 2
2"x 6" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
8'
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(B) (B) (B)
(B) (B)
(B)
s
ZO
2"x6" FULL OR
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
9,
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(B) (B) (B)
(B) (B)
(B)
2"x8" NOTCHED
40
�' 0 SIMPSDN STRONG -HOLT 2
2"x8" FULL OR
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
10'
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(B) (B) (B)
(B) (B) (B)
(B) (B)
(g)
SS AT 36' D.C. (n,b)
2"x10" NOTCHED
2" x 4" FULL
26'-0"
26'-0"
26'-0"
25'-2"
25'-4"
20'-7"
11' (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B)
50
�• 0 SIMPSDN STRONG -BOLT 2
2" x 6" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
12'
(A) (A) (A)
(A) (A) (A)
(B) (B) (B)
(B) (B) (B)
(B) (B) (B)
(B) (B)
(B)
0
SS AT 24' D.C. (n,b)
25
2"x6" FULL OR
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
TABLE
3 c
TYPE AND NUMBER OF FASTENERS REQUIRED AT LEDGER
2"x8" NOTCHED
AND ROOF PANEL RAIL TO FASCIA
2"x8" FULL OR
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
OR LEDGER TO EXISTING WOOD STUD WALL
FRAMING
FOOTNOTES TO TABLES 3 8� 4:
6
2"x10" NOTCHED
a, EMBED ANCHOR 3' MINIMUM
2" x 4" FULL
16'-0"
16'-0"
16'-0"
16'-0"
16'-0"
16'-0"
(C) - (2) 3'a' DIAMETER LAG SCEWS
INT❑ CONCRETE WALL AND
<D) - DIAMETER LAG SCREW
2" x 6" NOTCHED
10'-10" 10'-10" 10'-10"
9'-2"
9'-3"
-
tE) - �'4 DIAMETER LAG SCREW
INSTALL IN ACCORDANCE
3O
2"x6" FULL OR
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
WITH ESR -3037
0
2"x8" NOTCHED
>-
10 PSF L.L.
20 PSF L.L.
25 PSF S.L.
30 PSF S.L.
40 PSF S.L.
50 PSF S.L.
b. USE 3' SQ,x/4' STAINLESS
2"x8" FULL OR
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
Q=
STEEL WASHER WHEN
2"x10" NOTCHED
�o
WIND SPEED
WIND SPEED
WIND SPEED
WIND SPEED
WIND SPEED
WIND SPEED
INSTALLING NEW WOOD
(EXP. B & C)
(EXP. B 8 C)
(EXP. B 8 C)
(EXP. B 8 C)
(EXP. B 8 C)
(EXP. B 8 c)
2"x 4" FULL
11'-7"
11'-7"
11'-7"
11'-7"
11'-7"
11'-7"
LEDGER AGAINST EXISTING
7
2"x 6" NOTCHED
15'-6"
15'-0"
15'-6"
15'-6"
15'-6"
15'-6"
~
110 120 130
110 120 130
110 120 130
110 120 130
110 120 130
110 120
130
CONCRETE WALL.
4O
2"x6" FULL OR
'19'-6"
5'
(C) (C) (C)
(C) (C) (C)
(C) (C) (C)
(C) (C) (C)
(D) (D) (D)
(D) (D)
(o)
c, WHERE ROOF PANEL RAIL
2"x8" NOTCHED
19'-6"
19'-6"
19'-6"
19'-6"
19'-6"
6,
(C) (C) (C)
(C) (C) (C)
(C) (C) (C)
(D) (D) (D)
(D) (D) (D)
(D)
OCCURS, USE' DIAMETER
2"x8" FULL OR
(D)
(D)
LAG SCREW IN LIEU OF (2)
2"x10" 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)
]�4• DIAMETER LAG SCREWS,
0
2"x 4" FULL
8'-11"
8'-11"
8'-11"
8'-11"
8'-11"
8'-11"
8'
(C) (C) (C)
(C) (C) (C)
(D) (D) (D)
(D) (D) (D)
(D) (D) (D)
(E) (E)
(E)
2"x 6" NOTCHED
12'-1"
12'-1"
12'-1"
12'-1"
12'-1"
12'-1"
9'
(C) (C) (C)
(C) (C) (C)
(D) (D) (D)
(D) (D) (D)
(D) (D) (D)
(E) (E)
(E)
50
e
2 ti
04
(r''
Wc~o
W W cel o°°�?o
2 w
Lu
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Lu
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1
OF CAL �F�
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJ APPROVAL
REVISIONS
MARK DALE DFSDOTION
4 STEL JOB ffi 157071-1
DATE 31312015
DRAWN BY MAP
CHECKED DM
EXISTING EAVE
CONNECTION DETAILS
SH -8
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)
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)
8 OF 50 SHEETS
I
0
2
0
3
0
4
0
5
0
6
0
7
0
ALUM. 3004-H36
1.5 "
t= 0.04"
FASTENERS
SHEET 8
SEE TABLE 3
o Lo o v o t o r 0 V o
HANGER CHANNELS AND MOUNTING BRACKETSr
FASTENERS,
4- 2.740 SEE TABLE 3, SHEET 4
FASTENERS, 078
SEE TABLE 3 SHEET 8 300'
.63 '
.25"R .05
FASTENERS,
SEE SHEET 4
.20 5"
J
Q CONTINUOUS A- RAIL
ROOF PANEL 3: (WHERE OCCURS)
T=.060" J
FASTENERS
SEE TABLE 3 SHEET 8
H 0 I 0
T=------
"""TTF FASTENERS, w1— FASTENERS,
-i�—� SEE SHEET 4 ALUM.ALLOY
x.75" ALUM.ALLOY 6063-T6 1.880" SEE TABLE 3, SHEET 4
6063-T6 ALUM.ALLOY ALUM.ALLOY
6063-T6 6063-T6
O
ROLL
FORMED
O EXTRUDED HANGER/ CONNECTION OC I.R. HANGER "H" BRACKET
HANGE
NOTE: THIS CONSTRUCTION IS LIMITED TO 30 psf
MAXIMUM. SITE-SPECIFIC ENGINEERING REQUIRED
AT ROOF LOADS EXCEEDING 30 psf.
(3) i2" 0 LAG SCREWS
1 1/2" 10# L.L.=(2)#14 SMS EA. SIDE
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
�
1'
------------
3/4" OR 1 1/2"
@ 6 SCREWS
@-
I 2 -POST UNITS SCREW IS INSIDE
Q
PER SIDE
I
2" x 6 1/2" OR
.5" #14 SMS MAY
BE USE AS
5" MIN. 3"x 8" ALUM.
3.5"
3.5" ALTERNATE TO
RAFTER
1/4"0 BOLTS
H
43/4-
3.5"3.5"
3"x8" ALUM.
--—OR
4EACH
1 1/2""_—_
•5
I
8" BEAM
X
HEADER
U -BRACKET
1❑ OR ❑2
..5^ -
W
1,
EXISTING WOOD STUD FRAMING
SEE NOTES
3"x8" ALUM.
E) STUCCO j
BELOW
I
I 6 1/2" SIDEPLATE EA.
2 Ifi' (E) STUCCO RAFTER
x 3-1/2"LAG SCREWS L.L.=10 psf /
I SIDE SEE POST SCHED.
0 x 3-1/2" LAG SCREWS L.L =20, 25 and 30 psf
#14 SMS EA. SIDE
PENETRATION BRACKET
2 EACH 5/8"0 x 3-1/2" LAG SCREWS L.L.=40 and 50 psf
TOP, MID HEIGHT
NOTE: LENGTH OF LAG SCREW SHALL PROVIDE
(2" MIN. PENETRATION INTO EXISTING WOOD STUD)
i
AND BOTTOM.
3"SQ. POST BETWEEN SIDE PLATES
THREADED PORTION OF SHANK COMPLETE
NOTE: USE LEDGER WHERE RAFTER SPACING
PENETRATION INTO EXISTING CORNER STUD.
EXCEEDS EXISTING STUD SPACING. SEE TABLE 3 SHEET 8.
SEE LATERAL FORCE RESISTING SYSTEM, SHEET 11
HEADER BRACKET 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"
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.)
ALTERNATE:
—(2}24.5" OR
(2)-3"x8"HEADER
— (2}1/2 -BOLT
6.5" SIDEPLATE
DBL. RAFTER / DBL. HEADER CONN.0
#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)- 2x6.5" 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. ( 5
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
/OOD STUD
EXIST. STUCCO / LEDGER O
ATTACHMENT DETAIL
DBL. 3'xB'x0.042 BEAM
OR DBL. 2'x6.5'x0.032'/0.042'
BEAM I
'---5/8' # ACCESS
HOLES
3' SQ. POST INSTALL 6 - #14
X ;y4'
LONG SDS 2 EACH
HEADER TO
COLUMN
(12 FASTENERS
PER
DOUBLE HEADER td NNLO)
COLUMN DETAIL
2 ti
C4 ti
CD
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Q�FESS I(!
S5885
- 1
OF CALIFO�
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJ APPROVAL
REVISIONS
MARK DATE DESCRO MON
4 STEL JOB # 15-1071-1
DATE 31312015
DRAWN BY MAP
CHECKED DKR
HANGER CHANNELS AND
MOUNTING BRACKETS
SH -9
9 OF 50 SHEETS
A o 0 o L; o U o c F o
o
I -
COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS / MIN. NUMBER OF REQ. COLUMNS
0
2
0
3
0
4
0
5
0
6
0
7
a
e
"T" BRACKET @ 3 -SQ. POST
W/ (4}414 SMS EA. SIDE OF POST
OR 1/2" M.B. THROUGH POST
0
1
TABLE 1 TABLE 2
41 ATTACHED ONLY ATTACHED AND
' EELPOSTONLY:
FOOTING & ANCHOR BOLTS FREESTANDING USE
I USE POST TYPE
FG- H
ALUM." ("BRACKET USE WITH ALTERNATE FTG. I I , , I, J OR K
POST POST TYPE B,C,D, OR E. SINGLE POSTS CUBE SIZE SQ. 18' DEEP ' CUBE FTG. I
FOOTING SIZE BOLTS EMBED. 1
STEEL ."T" BRACKET OR 9' SO. 18" 18' SQ. 12" 1/2 DEPTH OF I I
BASE PLATE USE WITH17• -22" CUBED (1) (2}318"0 17/8' 20" 21" SQ 12" FOOTING OR j
POST TYPE B,C,D,E,F,G,H,J OR K. 12" MIN. EMBD. I j
O
(2Y3/8-0 STRONG -BOLT 2 SS
EA. BRACKET TO SLAB.
9 1/2" MINIMUM DISTANCE TO
EDGE OF SLAB.
33" MINIMUM DISTANCE FROMJ
SLAB CRACK TO COLUMN.
(1Ye MIN. EMBEDMENT)
SLAB SHALL BE IN
GOOD CONDITION
FOR SIZE
3 1/2' MIN. SEE FOOTING
IN BEAM SPAN TABLE
EXISTING SLAB
ATTACHED COVERS ONLY O
SEE TABLE 1
d
_;l
DEPTH d
a POURED CONCRETE
FOOTING SEE TABLES
QUARE
POSTS TO CONC. FOOTING
ATTACHED COVERS ONLY
23' 8 24 CUBED (1)
(z}1/2 0
3114
1�q 2 1/8" APART
(1)-1/2'OM.B.
x9" LONG, 1"
FROM END
OF POST
—
POURED
CONCRETE
FOOTING
9
I ' .: ; 1 I " N
— W
��� 11' d co
r
H
W Z
:'. �' N Q
'" • F= -
' N�:;�, W W
' ' ' O m
.�.. Z
SEE FTG.
SPANDULE IN TABLESBEAM
„
/NTE POST EMBED.
INTO FOOTING
24" 28' SQ. 20"
25 - 30CUBED (z)
(a}1/2 0
3114
26" 32' SQ. 23'
31-- 34• CUBED (2)
(4}5/B•0
4'
28" 35" SQ. 25'
30" 39" SO. 28"
35" - 39• CUBED (2)
(4}3/4'0
4 3/4"
32" 43' SQ. 30"
34" 47' SO. 32'
40•-42^ CUBED (2)
(4}3/4.0
4 3/4"
36" 51" SQ. M.
NOTE: BOLTS SHALL BE SIMPSON STRONG -BOLT 2 SS
(ICC -ES ESR -3037)SQUARE,
1) MAY USE EITHER STEEL IN BRACKET AT
ALTERNATE FREESTANDING BASE PLATE
2) REQUIRES USE OF ALTERNATE FREESTANDING
BASEPLATE.
38" 55" SQ. 37"
40' 60' SQ. 99'
42" 64' SQ. 41"
69' SO. 43
CUBE FOOTING W/3 VY SLAB
WELDED STEEL BASE PLATE Q
%8" DIAMETER SIMPSON STRONG -BOLT 2 SS
ALUM. ALLOY 3.00" OR
6063-T6 �� 2.40"-
(3}3/4"0 B
FOR POST TYPE F, G, H. I,
(4)- SS316 3/4"0 STRONG -BOLT 2 SS
STEEL PER ICC -ES ESR -3037
(4 3/4" EMBEDMENT DEPTH)
3" OR 4" SQ.
INSERT
x 0.188"
ASTM A500
GRADE B
STEEL
1.375"
q 7/16"0 HOLE
INSERT TO
FOR 3/8" MB 56" 2 FLANGES
BASE PLATE 3116"
1�q 2 1/8" APART
75"
ASTM A500 GRADE B
POST _
_'
INSTALL 1y" x 1Yz" x Ye" HDG 1.125" 2.5"
_
i
o
WASHER PLATE AT ANCHORS
75" 75" BASE FLARES
INSERT
1
1.60"
157" TO 3"WIDE EA.
TYP SIDE OF FLANGES
g" SQ. X 5/8" THK. `- `-'
1.50 TYP.
USE FOR 3" OR 4" 1.75" FOR 3" POST,
THK. BASE PLATE
(ASTM A500 GRADE B STEEL)
.0
INSTALL 1Y2" x 1Y2" x Ye" HDG
STEEL POSTS 5.50" 4" WIDE FOR 4" POST
1 Ya" 6Y" 1 A"
WASHER PLATE AT ANCHORS
q 1-7/16"f2J HOLE
FOR 130 MPH
2- 5/16"GJ HOLES & 2-3/8" HOLES
NOTE: CONCRETE SLAB ANCHORS SHALL BE
TYP. EA. SIDE
NOTE: CONCRETE ANCHORS ARE SHOWN IN TABLE 1.
WELDED STEEL BASE PLATE Q
%8" DIAMETER SIMPSON STRONG -BOLT 2 SS
ALTERNATE FREESTANDING
BASE PLATE ANCHOR
(ICC -ES ESR -3037)
ALUM "T" BRACKET O
STEEL "T" BRACKET Op
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Q�FESS I�
S58.8.5.
1
OF CAI.
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJ APPROVAL
REVISIONS
MARK I DATE DESCRFWN
4 STEL JOB 9 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
o B o
o D o E o F o G e H o
LATERAL FORCE RESISTING SYSTEM (LFRS) FOR ATTACHED COVERS
c 3
2"X6.5"X0.032" SIDE PLATES
110 MPH 120 MPH 130 MPH
EXP. B
EXP. C EXP. B
EXP. C EXP. B
EXP. C
5'
2
2 2
3 3
3
6'
2
3 3
3 3
4
7'
2
3 3
4 3
4
8'
3
3 3
4 4
5
9'
3
4 4
4 4
5
10'
3
4 4
5 5
6
11'
4
4 4
5 5
6
12'
4
5 5
6 5
7
13'
4
5 5
6 6
7
a=
M
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 5
5
13'
4
5 4
6 5
7
NOTE: 1. MINIMUM NUMBER OF REQUIRED TYPE D COLUMNS
AS SHOWN ON SHEET 7. SEE SHEET 7 FOR POST TYPES.
R❑L
INSULATED
TERL❑CKING
WALL
HANGER
04
/BEAM SPLICE TO
,,)OCCUR DIRECTLY OVER 5/8" 0 PLASTIC
I POST. NOT PERMITTED PLUG WHERE
@ 6 SCREWS I @ 2 -POST UNITS SCREW IS INSIDE
PER SIDE I
5"
5^
#14 SMS MAY
BE USE AS
3.5"
3.5"
ALTERNATE TO
1/4"0 BOLTS
3.5"
3.5"
8" BEAM
.5"
❑1 OR ❑2 I
SEE NOTES
BELOW I
I
6 1/2" SIDEPLATE EA.
SIDE SEE POST SCHED.
#14 SMS EA. SIDE
TOP MID HEIGHT
AND BOTTOM. 3"SQ. POST BETWEEN SIDE PLATES
POST SCHEDULE
1❑ 3" SQ. x.032" + (2}2" 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. � W/ (8)-#14 S.M.S. EACH SIDE.
USE ON CONC. SLAB ONLY USE ON CONC. SLAB OR FOOTING.
BEAM TO POST CONNECTION 21
ALTERNATE FOR SOLID -ROOFED ATTACHED COVERS WHERE MINIMUM NUMBER OF REQUIRED
COLUMNS (SHOWN AT LEFT) ARE NOT SPECIFIED
ROOF PLAN
FASTENERS,
EET 4
ROLL—FORMED #14 SMS E 32' D.C. MAX.
DR IRP (4 MIN. PER PANEL INTERLOCK)
OLL—FORMED
PANEL
SEE SHEET 4
ROOF HANGER
#14 SMS E 32' D.C.
4 MIN. PER
ALUMINUM
TOP 6 BOTT. 0.024'
P
OROLL -FORMED PANEL INSULATED ROOF PANEL
INTERLOCKING SEAM INTERLOCKING JOINT
W co 06
W U)
\ rn
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W _3 a�>5
u LLILL
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W
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o S 5885
- 1
OF CAI�F�
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
MARK DATE OESLRPTION
4 STEL JOB # 15.1071-1
DATE 31312015
DRAWN BY MAP
CHECKED DKR
LATERAL FORCE
RESISTING SYSTEM /
MIN. NUMBER OF
REQ. COLUMNS
SH - 11
11 OF 50 SHEETS
1
0
2
0
3
0
4
0
5
e
6
0
7
e
B
o G o n _ 1 o
BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS
SPLICE DETAILS 11 BEAM TO POST DETAILS 12 BEAM TO POST DETAILS 13
SIMPLE SPLICE FULL MOMENT
9" OPTIONAL DECORATIVE FASCIA
24' (WOOD, ALUM. R H,4RDBORD )
" 3' 1 l"i 11 3' 1. 5 1'1' 8' ill I
% (2#10 S.M.S.@ EA.
t VALLEY. TYP. (12). #14 x 10S.MS. EACH SIDE OF 7
#10 S.MS.+ _r _F_
(B Tot TYp THICKNESS =.035 (24 T S.M.S.
T S TYp, THICKN ++:!
EfLSS = .035"
6 38 u
U 11 W
+ " + + ++ ++'�++ ++
ALUM. ALLOY 3004 H30 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 I-BFAM ALUM ALLOY.
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12' SIMPLE CSPUCE (ONE SIDE OF WEB) MAY BE USED. (6061 T6) ALTERNATE
STL C -BEAM
3" TOTAL= (8}1/2.0 BOLTS
SO. POST
1.00'
O 0 0 0
SPUCE WHERE4" 2. 0'
OCCURS
NOTCH H3EAM FLANGE
AS NEEDED TO CLEAR
SO. POST,CONNECT WEB
TO POST W/ (2) - 51W 0
THRU-BOLTS @ 4' I -BEAM.
AND (3) - 5/8.0 THRU BOLTS
@ T I -BEAMS
.070"
n'P D
ALUM. ALLOY
�767111E
H - BRACKET TO POST
4 - #14 SDS
3" x 8"x.042" BEAM,
6063-T6
T-0"
3" SQ. STEEL OR
IT
4"I -BEAM 3'-0'
MAG BEAM.
MOMENTCSPUCE
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE CSPLICE (ONE SIDE OF WEB) MAY BE USED.
4" I i
SO. POST 8 -TOTAL
ALTERNA . 1/4"0 SOLT W/ WASHER
EA. SIDE OF 3' SQ. POST
+ 1.1D"
.7 I �' I. I
2.35' 3' SQ. POST
4414 x 1/2' S.M.S. EACH SIDE OF 3'
SQ. POST (B -TOTAL 114'0 BOLT W/ WASHER
EA. SIDE OF 3SO. POST
' -UTTER FASCIA
OR
ar2 3' SQ. POST MAG BEAM
3"SQ. 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'
3TENER TO FASCIA - SEE TABLE
FASTENER TO RAFTER TAILS - SEE TABLE
— OPTIONAL LATTICE TUBES
O O O #14 x 1/2" S.M.S. TOP- - - -
(6)-#'14 SDS @ EA. SIDE & BOTT. (2}TOT.
TOP & BOTT. TOT.=24 / -4 \�
SPUCE WHERE 0
OCCURS 4. '
11' ROOF PANEL 00 (i FASTENER 611•
TYR
0o . > GROUP
O O ROLLFORMED OR o 0
EXTRUDED GUTTER
ALUM. BRACKET X
3" X 3" ALUM. OR #14 S.M.S. @12-O.C.
ALUM.ALLOY 16 1' STEEL POST FASCIA
6063-T6 3._0. 611'x2"x.024 2' 1" "L"SEETABLE
7" I -BEAM MOMENT CSPUCE "U" BRACKET - RAFTER TO BEAM RAFTER
1 Y2" SQ. OR 2" LATTICE TUBE 2"x3" LATTICE TUBE P LATTICE TUBE TO RAFTER 16"U" BRACKET - RAFTER TO BEAM 17
3.125" FOR 3 x RAFTER
2.125' FOR 2 x RAFTER
ALUM. ALLOY 3105-H25
1 1/2' SO., 2" SO.,
ALUM. ALLOY 3105-H25 OR 2"x3" LATTICE
#8 x 2 "SMS, 21/2" @ 3.O.C. MIN. 1 1/2" t = .040" @ 6063 T6
j" ,1.50" OR 3 1/2", TYP. UP TO 6"O.C. MAX
28" L 2- 2e .28" L 3.1 -I
f .WTEK
018 - .018' (6)- BRACKET TOSCREWS RAFTER —� j/21 MIN. RAFTER
A, o
(6) - #14x V4" TEK SCP
BRACKET TO E
Ll cv)
2 ti
04 P-
4-1
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S5 85
OF CAI�F�
03-03-15
DURALUM
IAPMO, 0195
ASSUMPTION
AW APPROVAL
REVISIONS
WM I UTE DESCRFipN
4 STEL JOB # 15-1071-1
DATE 33015
DRAWN BY MAP
CHECKED DKR
BEAM TO POST &
LATTICE TUBE TO
RAFTER CONNECTION
DETAILS
SH - 12-
12 OF 50 SHEETS
1
0
2
0
3
0
4
A o n o u o u o t e r o u o M o 1o
HOW TO DETERMINE TRIBUTARY WIDTH TO WALL HANGERS, LEDGERS AND SUPPORTING BEAMS
TRIBUTARY WIDTH TABLE
NP - NOT PERMITTED - SITE SPECIFIC ENGINEERING REQUIRED
PROJECTION
CLEAR SPAN
O.H.
TRIBUTARY TRIBUTARY= h
I WIDTH 1/2 SPAN + O.H.
NOTE: TRIBUTARY ON MULTIPLE SPANS IS
`" • EQUAL TO CENTER SPAN TO CENTER SPAN
FAN BEAM
FAN BEAM (19'-0" MAX SPAN)
FAN BEAM FAN BEAM
Q
�
HEADER
—,"' -
z CEILING FAN AND/ T=.07
P: OR LIGHT FIXTURE TYP
X ( MAX. 30 lbs. )
W
FAN BEAM
ALUM. ALLOY 6063-T6
#14 x 3 1/2" S.D.S. SCREW
AT BEAM
ATTACHMENT AT HEADER
AT HANGER CHANNEL
ATTACHMENT AT HANGER CHANNEL
2co
ti
W co o6
W N M
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$5885
1
OF CAI --\F
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJ APPROVAL
REVISIONS
MARK DATE DESCRIPTION -
4 STEL JOB # 15-1071-1
DATE 31312015
DRAWN BY MAP
CHECKED DKR
HOW TO DETERMINE
TRIBUTARY WIDTH &
FAN BEAM DETAILS
SH - 13
13 OF 50 SHEETS
CLEAR SPAN (FT.)
O.H.
6
7
8
9
10
11 12 13
14
15
16
17
18
19
20
21
0
3
4
4
5
5
6 6 7
7
8
8
9
9
10
10
11
1'
4
5
5
6
6
7 7 8
8
9
9
10
10
11
11
12
2'
1 5
6
6
7
7
8 8 9
9
10
10
11
11
12
12
NP
3-
-
7
7
8
8
9 9 10
10
11
11
12
12
NP
NP
NP
4'
-
-
-
9
9
10 10 11
11
12
12
NP
NP
NP
NP
NP
5'
_
_
_
_
_
11 11 12
12
NP
NP
NP
NP
NP
NP
NP
NP - NOT PERMITTED - SITE SPECIFIC ENGINEERING REQUIRED
PROJECTION
CLEAR SPAN
O.H.
TRIBUTARY TRIBUTARY= h
I WIDTH 1/2 SPAN + O.H.
NOTE: TRIBUTARY ON MULTIPLE SPANS IS
`" • EQUAL TO CENTER SPAN TO CENTER SPAN
FAN BEAM
FAN BEAM (19'-0" MAX SPAN)
FAN BEAM FAN BEAM
Q
�
HEADER
—,"' -
z CEILING FAN AND/ T=.07
P: OR LIGHT FIXTURE TYP
X ( MAX. 30 lbs. )
W
FAN BEAM
ALUM. ALLOY 6063-T6
#14 x 3 1/2" S.D.S. SCREW
AT BEAM
ATTACHMENT AT HEADER
AT HANGER CHANNEL
ATTACHMENT AT HANGER CHANNEL
2co
ti
W co o6
W N M
Z O U rn
w a��
u�w�-
w W M
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M
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� Z 00
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$5885
1
OF CAI --\F
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJ APPROVAL
REVISIONS
MARK DATE DESCRIPTION -
4 STEL JOB # 15-1071-1
DATE 31312015
DRAWN BY MAP
CHECKED DKR
HOW TO DETERMINE
TRIBUTARY WIDTH &
FAN BEAM DETAILS
SH - 13
13 OF 50 SHEETS
1
0
2
o
3
0
4
A e 8 o C o D o t o F o G o H o 1 o J
00
0
s
0
s
0
BEAM TYPES ATTACHED &FREESTANDING LATTICE COVERS - 10 PSF LIVE LOAD - 110, 120,130 MPH - EXP. B & C
3" SQ.x0.032"ALUM. BEAM DBL. 2"x6.5"x0.032" OR 3"x8"x0.042" BEAM
W/ 12 GA. STL. "U" CHANNELcn
T=12 GA
ASTM A653 SS
GRADE 50 G60 3. '
032'
ALUM,MAX.'0��
I I—
032' 6'
,042'
I
DBL.2"x6.5"x0.032"
ALUM. ALLOY 3o04-H3s
8,U'
0.042'
TYP.
I I
2
Q
MAx.COL.
SPACING
ON SLAB
(2).(3)
p
S _
m 3
iz
F
ATTACHED
FREESTANDING ATTACHED FREESTANDING
}
j o_
m 3
�
MAX POST FTG.
SPACING (IN.)
(SPAN) (1)
MIN.
POST
TYPE
MAX POST FTG. MIN. MAX POST MAXPOST
SPACING (IN.) POST SPACING SPACING
FOR DBL FOR 3'x8'
(SPAN) (1) TYPE 2•x6.5'x0.032- BEAM
FTG.
(IN.)
(1)
MIN. MAX.POST MAX.POST FTG
SPACING SPACING
POST (IN.)
FOR DBL. FOR 3'x8"
TYPE 2•4.5'4.032 BEAM (1)
MIN.
POST
TYPE
13'-7"
5'
16'-9" 15
16'-9" 17
B
14'-7" 29 G 14'-1 15'13"
14'-7" 31 H
B
15 14'-1 15' 4" 28
17 14'-6" 15'-1" 30
G
5'
g�
15'-3" 16
15'-3" 18
B
13'-3" 28 G 13'-7" 14'-1"
13'-3" 30 H 13'-7 14'-1"
B
15 13'-7" 14'-1" 28
17 13'-3 13'-9" 29
G
6,
9,_9"
7,
14'-2" 16
14'-2" 18
B
12'-4" 28 G 12'-7" 13'-1"
12'-4" 30
B
15 12'-7" 13'-1" 28
17 12'-3 12'-9" 29
G
7,
8'-6"
8'
13'-3" 16
13'-3" 19
B
11'-7" 29 11'-9" 12'-3"
G
11'-7" 29 11'-9" 12'-3"
B
16 12'-3" 28
18 ll --6,,--12--o- 28
G
,
8
3" SQ.x0.032" ALUM. BEAM
W/ 12 GA. STL. -U- CHANNEL
r,--NW/
ASTM A653 SS
GRADE 50 G60
OR EQUAL
DBL. 2'x6 5-4.042"
ALUM. ALLOY 3004-H36
OR EQUAL
3"x8"x0.042" BEAM
K ALUM. ALLOY 3004-H36
OR EQUAL
J
J
ILL
, ;
% _7,
,
9
12'-7" 17
12'-7" 19
C
11'-0" 29
11'-0" 29 G
16 11'-2" 11'-7" 29
18 0'-10 11'-3" 28
G
9'
�
O
' S-
6'-10"
10,
12' 02 -0" 17 9
C
10' 4"0 4" 330 G 10'-7;
169 10'-710 -3 -$ 229
G
10'
6'-2
11
11'-4" 17
_ 11'11" 20
C
9'-10" 30 10'-1"
9'-10" 30 Fi 10'-1
g
17 10'-1" 10'-6" 29
19 9'-10' 1-01-111-291
G
11'
10'-1 18
0'-10" 20
9'-6" 30 91$" 9'-8"
30 H 9'-8" 9'-8"
C
17 9'$" 9'-8" 29
19 9'-6" 9'-2^ 29
G
12,
T=1z o
74 GA -
A
'
7.S S' ASTM
7.815'
A653 SS
8'
0.042'
TYP,
GRADE
50 G60
,625'
4875'
=
LJ..
CC
G
O
MAX.COL.
SPACING
ON SLAB
(2).(3)
�
pp_
m �
�
ATTACHED
FREESTANDING ATTACHED FREESTANDING
�
� �
]p
m 3
�
MAx•POST FTG.
SPACING (IN.)
(SPAN) (1)
MIN.
POST
TYPE
MAX.POST FTG. MIN. MAX.POST MAX.POST
SPACING (IN.) POST SPACING SPACING
FOR DBL FOR 3"x8'
(SPAN) (1) TYPE 2'x6.5'x0.032' BEAM
FTG.
(IN.)
(1)
MAX.POST MAX.POST
MIN. 'FTG•
POST SPACING S PACING
FOR DBL. FOR 3"x8" (IN.)
TYPE 2'x6.5'x0.032' BEAM (1)
MIN.
POST
TYPE
13'-7"
5'
1 g' -g" 16
16'-4" 18
B
14'-7" 31 H 14'-1 15'x"
14'-7" 33 TF --1 4'$" 15'-2"
B
15 14' 1 15'x" 30
18 14'-1"
G
5 ,
MAX�3'0��
3"x8"x0.042" BEAM
W/ 14 GA. STL. INSERT
ASTM A653 GRADE 50 G60
N
r
11'-4"
6'
15'-3" 16
.15'-0" 19
B
13'-3" 30 H 14'-1"
13'-3" 32 I 13'-4 3'-10
B
16 13'-7" 14'-1" 29
18 2'-10" 13'x" 31
G
6,
7'
11 4l_ 3'-10" 1 1 g
g
12'-4"2 �" 231 G I 12'-7; 2 �^ 13'-12'-10'
B
169 12'-7� 2 -0 13'-112 � 230
G
7'
8'-6"
$'
13'-3" 17
13'-0" 20
B
11'-7" 29 G 12'-3"
11'-7" 31 H 11'-8"19
B
17 12'-3" 28
11'-2" 11'_7^ 30
G
8'
DBL. 3"x8"x0.042" BEAM
3"x8"0.042" BEAM
W/ 12 GA. STL. INSERT
_J
LUM. ALLOY 3004-H3
L A 6
OR EQUAL
N ASTM A653 GRADE 50 G60
NOTE: WHERE 12 AND 14 GA STEEL INSERTS OCCUR AS
SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED
THE FULL LENGTH OF THE 3'x8" BEAM.
J
LL
�
L•�
7�_7��
9-
12'-7" 18
12'-3" 20
C
11'-0" 2911'-7"
11'-0" 30 H 11'-0" 11'13"
B
17 11'-7" 29
20 10'-7 29
G
1
9
6'-10"
10'
12'-0" 18
11'$" 21
C
10'-4" 30 G 10'-7" 11'-0"
10'-4" 30 H 10'-6" 10'-9"
B
17 10'-7" 11'-0" 29
1 p'-4" 29
`-'
,
10
FOOTNOTE: "SAMPLE"
6'-2"
11'
11 �" 18
C
9'-10" 30 10'-1" 10'-6"
9'-10" 30 H 10'-0" 10'-3"
B
17 10'-6" 29
20 9'-7" g�..6�� 29
G
,
11
5'-8„
12,
-1§2 1
C
51
9'-6" 9$" 331 H9'-8"9.7 9'-8"9�
C
18"1 -'::-21
21 9-8"9,-2" 9-8"8,-9" 230
G
12'
FIGURE INDICATES
EXPOSURE B�
�
FIGURE INDICATES
20REXPOSURECAWHEREONLYONEFIGURESHOWNINDICATESEXP.B8C.Mr3
FF
FOOTNOTES TO ALL SPAN TABLES:
1. FOOTING SHOWN REPRESENTS LENGTH OF
EACH SIDE AND DEPTH OF CUBED FOOTING WITHOUT SLAB.
SS=ATTACHED
8. '
50 G60
.042'
TYP,
T
2
�
O
MAX.COL.
SPACING
ON SLAB
(2).(3)
� o
� �
r
FREESTANDING ATTACHED FREESTAND/NGDE
¢ �
:)q
m �
�
MAx•POST IFTG.
SPACING (IN.)
(SPAN) (1)
MIN,
POST
TYPE
MAX.POST FTG. MIN. MAX.POST MAX.POST
SPACING (IN.) POST SPACING SPACING
FOR DBL. FOR 3'x6'
(SPAN) (1) TYPE 2'x6.5'x0.032' BEAM
FTG.
(IN.)
(1)
MAX.POST MAX.POST
MIN. FTG•
POST SPACING SPACING (IN.)
FOR DBL. FOR 3'x8"
TYPE 2'x6.5'x0.032' BEAM (1)
MIN.
POST
TYPE
13'-7"
5'
16'-9" 17
15'-0" 19
B
32 I 15'-4"
14'-7" 34 J 14'-10'
B
16 14'-1 15'-2" 31
19 13'$" 14'-2" 33
G
H
5'
WHERE SLAB OCCURS, CUBED FOOTING SIZE
BE REDUCED 6" EACH SIDE FOR FREESTANDING ONLY.6'13-9"0v13'-3"34J13'-7"g1912'-6'
M
15'-3" 18
V13'-7.�-�
13'-3" 31 I 14'-1173MAY
13'-0"32G6'
2. THE MAXIMUM COLUMN SPACING ON EXISTING SLABMAX,14-2112'-4"
BE THE SMALLER OF THE MAXIMUM SPACING
SHOWN IN THIS COLUMN OR THE MAXIMUM POST
SPACING SHOWN FOR THE SELECTED BEAM.
DBL. 3x8"X0.042" BEAM9_9"7'
W/ DBL. 14 GA. STL. INSERT
J
12'-9"20B12x"33
31 H 13'-1"1712'-7"12'-13SHALL
J 12'-7"
B
20 11'-7' 12'-1" 31
G
��
8'-6"
�
8
13'-3" 18
11'-10' 20
g
11'-7" 30 H 11'-9" 12'-3"
32 J 11' 4" 11'-9"
B
18 12'-1" 29
20 10' 11'
G
8'
ASTM A653 GRADE 50 G60
0
R
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 8 30 psf. THE DISTANCE FROM COLUMN TO SLAB
EDGE SHALL BE 91/4" MINIMUM.
-
SEE ALTERNATE FOOTING TABLES
SHT. 9 FOR ATTACHED COVERS
DBL. 3"x8"X0.042" BEAM
r, W/ DBL. 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.
J
ILL
(n
�
r
7'_7„9,
12'-7" 19
113" -:1 1
B
11'-0" 11'-0" 30 H 11'-7"
32 I 10'-9" 11'-2"
B
18 11'-2" 11'x" 29
21 --1 0'-3' 10'-8" 30
G
9'
6'_10"
10'
12-0" 19
10'$" 21
C
B
10'-4" 30 H 10'-7" 11'-0"
10'-4" 32 G 10'-2" 10'-7"
g
18 10'-7" 10'-9"
21-10"
G
10'
6'-2"
11'
11' 19
10'-2 22
v
9'-10" 30 H 10'-1" 10'-6"
9''10" 32 I
R
"'
19 10'-1" 10'-3"
21 9'-3" 9'_0^
d29
G
11'
51_8
20
C633J9-4"C22
9'-6" 31 g'$"
19 9'-8" 9'-4"
9'-0
2 ti
W �
oO
2 w °' M
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1
OF CA0F�
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS •
ntnwc are oescaPtw"
a STEL X06 a 15.101-1
DATE 31312015
DRAWN BY MAP
CHECKED OKR
LATTICE COVERS ATTACHED
& FREESTANDING
BEAM SPANS,
10 PSF L.L, 110-130 MPH.
"8'-3"
G
12'
SH - 34
34 OF 50 SHEETS
1
0
2
0
3
2-t
o
a
a
s
9
A
o
B
o
C
0
D
o
E
o
F
o
G
0
H
o
I
0
J
`
t
-
ATTACHED
&FREESTANDING
LATTICE
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
J DBL. 2"x6.5"x0.042"
DBL: 3"x8"x0.042" BEAM
L
M W/ 14 GA. STL. INSERT
N W/ 12 GA. STL. INSERT
O W/ DBL. 14 GA. STL. INSERT
}
ATTACHED
_ FREESTANDING
ATTACHED
I
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTAND/NG
Er
=
MAKPOST
FTG.
MIN.
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
FTG.
MIN.
MAX.POST
FTG.
MIN,
MAx.POST
FTG.
MIN.
=
MAX.COL
� o
j oLLI
SPACING
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 3
ON SLAB
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
C.
(2),(3)
(SPAN)
(1)
(1)
(1)
(1)
G
18'-0"
15
18'-0"
29
21'-8"
16
21'-8"
31
G
20'-9"
16
B
20'-9"
31
G
22'-8"
17
B
22'-8"
31
G
29'-2"
18
C
29'- 2$'-6"
336
H
5
O
13'-7"
5'
0'
18
B
17'-6'
31
G
21'-8"
19
B
21'-2"
33
H
20'-9"
18
20'-2"
33
H
22'-8"
19
22'-1"
33
H
29'-2"
2100
I
r
16'16
168
16'-4"---
230
19'-9"9,-9"
1
19'-9"9
332
9'-0
19'-o"
17
B
19'-0
332
20'- 20'-8"
120
C
20'-8"
332
G
26'- 26,-8"
121
E
26'-
335
H
6,
11,-4"
6,
�
B
16'-0'
G
19
C
-3"
G
9 -0"
19
8'-6"
Cj
,-2"
26,-0"
I
�
9,_9„
7,
15'-215,-2
169
B
15
230
G
18'-4"8'-4"
120
C
18'-4'7'-10'
331
G
17'-17,-7"
179
C
17'-7" 7-1"
331
G
19'-2"
120
C
19'- �9�-2"
332
Cj
24'- 24,-8"
122
E
24'-
334
H
7'
14'-10"
9,-2"
2'4-1"
8'
14'-3"
17
14'-3"
29
17'-2"
18
17'-2"
31
16'-6"
18
C
16'-6"
31
G
18'-0"
18
C
18'-0"
31
G
23'-2"
20
E
23'- 2"2
333
I..{
8,
,..�
8'-6"
14'-3
19
B
13'-10
29
G
17'-2
20
C
16'-9'
31
G
16'-6"
20
16'-1"
31
18'-0'
21
18'-0
31
23'-2
22
7
J
9'
17
13'-6"
30
16'-3"
18
E
16'-3"
31
15'-6"
18
C
15'-6"
31
G
0"
17' -LL
18
E
17'-0"
32
G
21'-1
20
E
21'- 21'-3"
334
I"I
9'
7,_7„
19
C
13'-1'
30
G
16'-3"
21
15'-9"
31
G
15' 6"
20
15'-2"
31
[--17'-0"
21
17'-0"
31
21'-10'
23Co
6'-10"
C
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'-9"
34
H
,
10
�
10'
12'-9'
20
12'-6'
30
15'-4"
21
15'-1"
32
14'-9"
21
I---14'-4"
32
16'-1"
21
32
20'-9"
23
20'-2"
34
12'-2"
18
12'-2"
31
14'-8"
19
E
14'-8"
32
14'-1"
19
E
14'-1"
32
G
15'-4"
19
E
15'13"
32
G
19'-9"
21
E
19'-9"9.3„
334
O
6'-2"
11'
12'-2
20
C
11'-10"
30
G
14'-8"
21
14'-4"
32
G
14'-1"
21
13'-8"
32
15'-4"
22
15'-4"
32
19'-9"
24
T-
11'-8"
18
C
11'-8" '
31
G
14'-1"
19
E
14'-1"
32
G
13'-6"
19
E
13'-6"
32
G
14'-9"
19
32
H
19'-0"
21
E
19'-0"
35
I
12'
f
5'-8"
12'
11'-8'
20
11'-4'
31
14'-1"
22
13'-9"
32
13' 6"
21
13'-2"
32
14'-9"
22
33
19'-0"
24
35
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTAND/NG
�
T
MAX -COL
ACING
� o
� o
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 FTG.
MIN.
MAX.POST FTG. MIN. AX.POST FTG.
MIN.
MAX.POST FTG. MIN.
ON SLAB
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
PACING
[29'-2"
(IN.)
POST
SPACING
(IN.)
POST
m 3
Er
(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
F
(2) (g)
�
13'-7"
5'
18'-0"
16
g
18'-0"
31
G
17
g
21'-8"
33
H
20'-9"
17
B
20'-9"
32
G
22'-8"
18
B
33
H
19
C
29'-22"7'-8"
337
I
5'
O
17 -8
19
17'-0'
31
H
21'-4"
20
20'-7"
34
20'x"
20
[--19'-8"
34
H
22' d"
20
C
21'-6"
35
I
28'-9"
22
K
N
16'x"
17
16'-4"
30
19'-9"
18
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'-
336
I
6'
r
11,-4"
g'
16'-2"
. 19
B
15'-7'
30
G
19'-7"
21
C
18'-9"
34
H
18'-8"
20
C
18'-0"
33
H
20'-4"
21
19'-8"
34
H
26'-3"
23
25'-3"
K
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9,_9„
15'-
120
B
15'-1'4,�.�
330
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18'-4"8'-1"
1
C
333
G
17
121
C
17'-1"6
333
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19'-28'-10'
121
C
19'-2
333
G
24
223
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24'-8"
336
H
7,
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21
7 �"
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17'-3"
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8'-2"
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24'x"
23'-6"
I
8,
14'-3"
18
B
14'-3"
29
17'-2"
19
C
17'- �°6
332
�j
16'-6
121
C
16'-65-7°
332
G
18'-0"7
122
C
18'-0"7'-1'
333
G
23
224
E
23'-2"
335
H
81
J
8'-6"
14 -1
20
C
13'-6"
29
G
17'-0
22
-3
6'-2"
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H
22'-9'
20,
I
J
9'
13'-6"
18
13'-6"
30
16'-3"
19
E
16'-3"
31
15'-6"
19
C
15'-6"
31
G
17'-0"
19
E
17'-0"
32
G
21'-1
21
E
21'-20'-8"
334
H
9'
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7,_7„
13'-3"
21
C
12'-9'
30
G
16'-0"
22
32
G
15'-3"
22
16'-8"
22
16'-1"
32
21'-6"
-:-24
I
6'-10„
12'-9"2,-7"
121
C
12'-912,-1'
330
15'-4"5'-2"
122
E
15'-4"4,-7"
331
Cj
14'-9
122
E
14'-9"
331
G
16'-15,-10'
223
E
16'-115,-3"
332
Cj
20'-
225
E
20'-9"
334
H
10'
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l7
4'-6"
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20'-4"
12'-2"
19
12'-2"
31
14'-8"
20
E
14'-8"
32
19
E
14'-1"
32
G
15'-4"
20
E
15'x"
32
G
22
E
19'-9"8'-9"
334
I
11'
O
6'-2"
11'
12'-0"
21
C
11'-7"
30
G
14'-6"
23
14'-0"
32
23
13'x"
31
15'-2"
23
14'-7"
32
H
25
5'-8„
C11'811,-1'331G14'-13'-10'23E13"32H3'-3"23
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SPACING
(IN.)
POST
SPACING
(IN.)
POST
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(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
ON SLAB
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(LL 1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(1)
(1)
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
13'-7"
17-3'
20
16'-6'
34
H
20'-10'
21
20'-0"
36
K
20'-0"
21
1"
34
I
1'-10"
21
C
20'-10'
36
K
28'-2"
23
E
39
16'-4"
g
16'-2"
32
G
19'-9"
19
C
19'-7"
33
H
19'-0"
19
B
18'
20'-8"
19
C
20'-4"
34
H
26'-8"
21
E
26'-
338
K
6'
r
11 -4"
6'
16-10-1!10
15'-1'
33
H
19'-1"
22
18'-3"
35
I
18'-3"
21
C
17'-6"
33
I
20'-0"
22
19'-1"
36
I
25'-9"
24
24'-7"
a
�
9,_9„
15'-2"
18
g
15'-0"
31
G
18'-4"
20
C
18'-1"
33
H
17'-7"
19
C
17'-3"
31
G
19'-2"
20
C
18'-1
33
H
24'-8"
22
E
24' 2'2'-9"
337
I
7'
7,
14'-8'
21
14'-0"
33
H
17'-8'
22
16'-10'
34
17'-0"
22
16'-2"
33
H
23
8"
35
I
23'-10'
25
K
J
8'`
14'-3"
19
B
14'-1"
31
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'-92"1'-3'
337
I
8'
8'-6"
13=9
21
C
32
G
16'-7'
23
15'-10'
34
H
5'-10"
22
15'-2"
32
H
17' 4'
23
16'-7'
34
H
22'-3'
25
K
D
J
9'
13'-6"
19
13'-3"
30
16'-3"
21
E
16'-0"
32
G
15'-6"
20
C
15'-3"
17'-0"
21
E
16'-8"
3
G
21'-1
23
E
21 20'-1"
336
H
9'
14'-1"
21E3'-10"
�,_�„
13-0
22
C
12'-4'
32
G
15'-8"
23
23E19'68'-2"3351'co
15'-0"
33
H
15'-0"
23
14'-3"
16'-4"
24
F--1 5'-7"
34
H
21'-1"
26
K
2413-0"
6'-10"
10'
12'-912,-3'
222
C
12'-711'-9'
331
(7
15' 44'-10'
224
E
15'-2-1
14-9"4,-2"
223
E
14'-63
223
rG
16'-115,-7"224E15'-14=10'333H20'-20,0"226E20'49'-1"336HI10'
331
G
14'-113,-7"
224
E
13'-6
224
E
13'-12-0"
332
H
14'-9 4-2"
225
E
332
H
19'-0"8'-3"
227
E
18'-8"7'-6"
335
I
12'
12,
7
3'-0"
G
B
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- 1
OF Cq1-\F�Eti
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
EW71( DATE DESCRIPTION
4 STEL Job f2 15-1071-1
-2"2C12'
-0"31G14'-8"
21E
14'-1"
21E3'-10"
15'x"22E32H19'-9"
23E19'68'-2"3351'co
6' -2"11'12'
11-92311'-3"
3114'-2"
24
13'-7"
2413-0"
14'-10"
24
33
19'-1"
27
r
5,_8„
11'-811'-3'
223
C
11'-610,-9'
331
G
14'-113,-7"
224
E
13'-6
224
E
13'-12-0"
332
H
14'-9 4-2"
225
E
332
H
19'-0"8'-3"
227
E
18'-8"7'-6"
335
I
12'
12,
3'-0"
G
DATE 3iJI2015
DRAWN BY MAP
CHECKED DKR
LATTICE COVERS ATTACHED
& FREESTANDING
BEAM SPANS,
10 PSF L.L,110-130 MPH
SH - 35
35 OF 50 SHEETS