BPAT2016-008278-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
Application Number: BPAT2016-0082
Property Address: 79857 WILLIAM STONE WAY
APN: 604491011
Application Description: MARTA SMITH / PATIO
Property Zoning:
Application Valuation: $3,546.00
Applicant:
LIFETIME PATIOS
P 0 BOX 5806
LA QUINTA, CA 92248
c&itt 44a4a;«rw
DESIGN & DEVELOPMENT DEPARTMENT
BUILDING PERMIT
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 and Professions Code,
and my License is in full force and effect.
License Class: B License No.: 770843
(- Coo or:
OWNER -BUILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt from the Contractor's State
License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any
city or county that requires a permit to construct, alter, improve, demolish, or repair
any structure, prior to its issuance, also requires the applicant for the permit to file a
signed statement that he or she is licensed pursuant to the provisions of the
Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division
3 of the Business and Professions Code) or that he or she is exempt therefrom and the
basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a
permit subjects the applicant to a civil penalty of not more than five hundred dollars
($500).:
(_) I, as owner of the property, or my employees with wages as their sole
compensation, will do the work, and the structure is not intended or offered for sale.
(Sec. 7044, Business and Professions Code: The Contractors' State License Law does not
apply to an owner of property who builds or improves thereon, and who does the work
himself or herself through his or her own employees, provided that the improvements
are not intended or offered for sale. If, however, the building or improvement is sold
within one year of completion, the owner -builder will have the burden of proving that
he or she did not build or improve for the purpose of sale.).
(_) I, as owner of the property, am exclusively contracting with licensed contractors
to construct the project. (Sec. 7044, Business and Professions Code: The Contractors'
State License Law does not apply to an owner of property who builds or improves
thereon, and who contracts for the projects with a contractor(s) licensed pursuant to
the Contractors' State License Law.).
(_) I am exempt under Sec. . B.&P.C. for this reason
Date:
Owner:
CONSTRUCTION LENDING AGENCY
I hereby affirm under penalty of perjury that there is a construction lending agency for
the performance of the work for which this permit is issued (Sec. 3097, Civ. C.).
Lender's
Lender's Address:
Owner:
MICHAEL SMITH
, 92253
Contractor:
LIFETIME PATIC
P 0 BOX 5806
LA QU I NTA, CA
VOICE (760) 777-7125
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Date: 7/27/2016
JUL 2 7 20116
(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
e vn 00 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: MID-CENTURY INSURANCE COMPANY Policy Number: A09461819
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.
e: nt:
WARNING: FAILURE TO SECURE WORKERS' COMPENS 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
fallowing issuance of this permit.
2. Any permit issued as a result of this application becomes null and void if work is
not commenced within 180 days from date of issuance of such permit, or cessation of
work for 180 days will subject permit to cancellation.
I certify that I have read this application and state that the above information is correct.
I agree to comply with all city and county ordinances and state laws relating to building
construction, and hereby authorize representatives of this city to enter upon the
above -mentioned property for inspection purposes.
Signature (Applicant or Agent);
Date: 7/27/2016
Application Number:
Property Address:
APN:
Application Description
Property Zoning:
Application Valuation:
Applicant:
LIFETIME PATIOS
P 0 BOX 5806
LA QUINTA, CA 92248
BPAT2016-0082
79857 WILLIAM STONE WAY
604491011
MARTA SMITH / PATIO
$3,546.00
Owner:
MICHAEL SMITH
92253
Contractor:
LIFETIME PATIOS
P 0 BOX 5806
LA QUINTA, CA 92248
(760)772-0013
Llc. No.: 770843
Detail: 394 SF ATTACHED LATTICE AND COVERED WEATHERWOOD PATIO COVER AT REAR YARD [WEATHERWOOD,DUSTIN K. ROSEPINK ENGINEERING] THIS
PERMIT DOES NOT INCLUDE ELECTRICAL INSTALLATIONS. 2013 CALIFORNIA BUILDING CODES.
DESCRIPTION
FINANCIAL INFORMATION
ACCOUNT CITY
AMOUNT
BSAS SB1473 FEE
101-0000-20306 0
$1.00
Total Paid for BUILDING STANDARDS ADMINISTRATION BSA:
$1.00
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PATIO COVER, STD, OPEN
101-0000-42404
0
$97.17
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PATIO COVER, STD, OPEN PC
101-0000-42600
0
$95.72
Total Paid for PATIO COVER / COVERED PORCH / LATTICE:
$192.89
DESCRIPTION
ACCOUNT
QTY
AMOUNT
SMI - RESIDENTIAL
101-0000-20308
0
$0.50
Total Paid for STRONG MOTION INSTRUMENTATION SMI:
TOTALS:•4
$0.50
Description: MARTA SMITH / PATIO
Type: PATIO COVER
Subtype: CITY STANDARD/PRE- Status: APPROVED
Applied: 7/26/2016 RSE
ENGINEERED - OPEN
Approved. 7/27/2016 DCL
Parcel No: 604491011 Site Address: 79857 WILLIAM STONE WAY LA QUINTA,CA 92253
Subdivision: TR 24197-2
Block: Lot: 11
Issued:
Lot Sq Ft: 0
Building Sq Ft: 0 Zoning:
Finaled:
Valuation: $3,546.00
Occupancy Type: Construction Type:
Expired:
No. Buildings: 0
No. Stories: 0 No. Unites: 0
Details: 394 SF ATTACHED LATTICE AND COVERED WEATHERWOOD PATIO COVER AT REAR YARD [WEATHERWOOD,DUSTIN K. ROSEPINK
ENGINEERING] THIS PERMIT DOES NOT INCLUDE ELECTRICAL INSTALLATIONS. 2013 CALIFORNIA BUILDING CODES.
Applied to Approved
ADDITIONAL
CHRONOLOGY
CHRONOLOGY TYPE
STAFF NAME
ACTION DATE
COMPLETION DATE
NOTES
PLAN CHECK SUBMITTAL
RAMSES SEVILLA
7/26/2016
7/26/2016
RECEIVED
PHONED CHARLES TUNSTEAD (760-777-2650) AND LET HIM
TELEPHONE CALL
DUANE CLAYTON
7/27/2016
7/27/2016
KNOW PLANS WERE APPROVED AND READY FOR PICK UP.
CONDITIONS
CONTACTS
NAME TYPE
NAME
ADDRESSI
CITY
STATE
ZIP PHONE FAX EMAIL
APPLICANT
LIFETIME PATIOS
P 0 BOX 5806
LA QUINTA
CA
92248 LIFETIMEPATIOS@AOL.
CO M
CONTRACTOR
LIFETIME PATIOS
P O BOX 5806
LA QUINTA
CA
92248 LIFETIMEPATIOS@AOL.
CO M
OWNER
MICHAEL SMITH
92253
Printed: Wednesday, July 27, 2016 3:40:00 PM 1 of 2
FINANCIAL
a
DESCRIPTION ACCOUNT QTY
AMOUNT
PAID
PAID DATE
RECEIPT # CHECK #
METHOD
PAID BY
.CLTD
BY
BSAS SB1473 FEE 101-0000-20306 0
$1.00
$1.00
7/27/16
R17436
DEBIT
LIFETIME PATIOS
RSE
Total Paid for BUILDING STANDARDS ADMINISTRATION
$1.00
$1.00
BSA:
PATIO COVER, STD,
101-0000-42404
0
$97.17
$97.17
7/27/16
R17436
DEBIT
LIFETIME PATIOS
RSE
OPEN
PATIO COVER, STD,
101-0000-42600
0
$95.72
$95.72
7/27/16
R17436
DEBIT
LIFETIME PATIOS
RSE
OPEN PC
Total Paid for PATIO COVER / COVERED PORCH / LATTICE:
$192.89
$192.89
SMI - RESIDENTIAL
1 101-0000-20308
1 0
$0.50
$0.50
7/27/16
R17436
DEBIT
LIFETIME PATIOS
RSE
Total Paid for STRONG MOTION INSTRUMENTATION SMI:
$0.50
$0.50
$194.39
$194.39
BOND INFORMATION
ATTACHMENTS
Printed: Wednesday, July 27, 2016 3:40:00 PM 2 of 2
sys'irMs
Bin #
City of La Quinta
Building 8C Safety Division
P.O. Box 1504,78-495 Calle Tampico
La.Quinta, CA 92253 - (760) 777-7012
00 v Building Permit Application and Tracking Sheet
Permit #
?.b 6
Project Address: 7.9857 William Stone Way
Owner'sName: Michael and Marta Smith
A. P. Number:
Address: 79857 William Stone Way
Legal Description:
Contractor: Lifetime Patios
City, ST, zip: La Quinta, CA, 92253
Telephone: 530-416-2273 . '
Pmject Description:
Address: PO BOX 5806
City, H, zip: La Quinta, CA, 92253
Attached Combination Weatherwood Open Lattice
Telephone: 760 777 2650 - -
(1 VX20') and Solid Plat Pan (6'X20')
City Lic- #: 3258 Shade Structures.
State Lic. # : B770843
Arch., Engr., Designer:
Address:
City., SL Zip:
--IM
Telephone: 3 Construction Type: Occupancy:
State Lic. #: Project type (circle one): New Add'n Alter Repair Demo
Name of Contact Person: CharlesTunstead S4•Ft•. 394 sq. ft I #Stories: #Units:
T6100011 # of Contact Person: 760 777 2650
Estimated Value of Projcct: $3, 546.00
APPLICANT: DO NOT WRITE BELOW THIS LINE
#
Submittal
Req'd
Reed
TRACKING PERMIT FEES
Plan Sets
Plan Check submitted Item Amount
Structural Cities.
Reviewed, ready for corrections Plan Check Deposit
Truss Calcs.
Called Contact Person Plan Check Balance
Title 24 Cales.
Plans picked up Construction
Flood plain plan
Plans resubmitted Mechanical
Grading plan
r' Review, ready for correctiouslissue Electrical
Subcontactor List
Called CoatactPerson 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 Ad-P.P.
Pub. Wks. Appr
Date of permit issue
School Fees
Total Permit Fees
C
ITYL 'CusETY s P�
QV�D
R
NSTRUCTION North
ly
I
Rear Prooertv Line
51
u1
BI
71
PATIO COVER SYSTEM AS MFG. BY: DURALUM PRO
GENERAL NOTES:
GOVERNING CODES :
1. THE DESIGN OF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLY WITH THE
2012/2015 INTERNATIONAL BUILDING AND RESIDENTIAL CODES, 2013 CALIFORNIA BUILDING AND
RESIDENTIAL CODES, ASCE/SEI 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES
AND THE 2015 ALUMINUM DESIGN MANUAL -ADM. COLUMNS BEARING ON CONCRETE SLAB IS IN
ACCORDANCE WITH 2O1212015 IRC AND 2013 CRC SECTION AH105.2 FOR 10 psf RESIDENTIAL CONSTRUCTION
AND ACI 318-14 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 ENCLOSABILITY.
4. THE DRAWINGS AND SPECIFICATIONS SHOWN REPRESENTTHE FINISHED STRUCTURE, UNLESS OTHERWISE
NOTED, AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE
AND DIRECTTHE 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 WITHOUTAN APPROVED
CHANGE ORDER.
B. 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.
B. ATTACHED COVERS MAY BE SECURED TO AN EXISTING CONCRETE SLAB PROVIDED THE SLAB IS AT LEAST 3
112 INCHES THICK AND IS LOCATED IN AREAS WITH A FROST DEPTH EQUAL TO ZERO.
9. A MAXIMUM COLUMN LOAD OF 750 POUNDS IS PERMITTED FOR ATTACHED COVER COLUMNS BEARING ON
EXISTING OR NEW CONRETE SLABS.
10. 20 POUNDS PER SQUARE FOOT L.L. AND GREATER MAY BE COMMERCIAL APPLICATIONS AND RESIDENTIAL
CARPORTS.
11. DESIGN LOADS COMBINATIONS ARE IN ACCORDANCE WITH IBC AND CBC SECTION 1605.3.1.
DESIGN CONSIDERATIONS:
11. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS: 1141NCH 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.
DESIGN REQUIREMENTS:
INC.
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 psf)
ADDITIONAL DESIGN REQUIREMENTS:
1. TABULATED SPANS FOR SNOW LOADS HAVE BEEN ADJUSTED FOR ROOF APPLICATIONS.
2. BASIC WIND SPEEDS: 110, 120,130 MPH, EXPOSURES B AND C.
3. OCCUPANCY CLASSIFICATION AND RISK CATEGORY: II, 11.
4. SEISMIC BASE SHEAR: 17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER.
5. SEISMIC DESIGN PARAMETERS:
SITE CLASS: D
SEISMIC DESIGN CATEGORY: D
MAPPED SPECTRAL RESPONSE COEFFICIENTS: S,= 1.50. S, = 0.6, S„= 1.0. S.= 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
WIND SPEED CONVERSION TABLE:
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
�AI�� >1VCrIfEiYG
5TR[1C71]RAL ENGINEERING
26030 ACERO SURE 200 PHONE: (949) 305-1150
T-0..................TITLESHEET, DESIGN LOADS, GENERAL NOTES MISSION VIEJo.cA9269t FAX (949)30s-1
SH- 1.............SOLID PANEL STRUCTURES
STRUCTURAL ENGINEER
SH-2 ............OPEN LATTICE STRUCTURES OF RECORD: DUSTIN K. ROSE Nx B ILgiNG
SH-3 ............. PANEL SPANS TRI `d, W-PANEL & FLAT PAN POINT OF CONTACT: ANTHONYTRAH
SH-4............ MINIMUM FASTENERS APPI
SH - 5-6 .........RAFTER SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS
SH-7 ............HEADER BEAM TYPES, COLUMN / POST TYPES FOR CO
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 L.L, 110-130 MPH
SH - 18-20 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF L.L, 110-130 MPH
SH - 21-23 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPH
SH - 24-27 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 30 PSF S.L, 110-130 MPH
SH - 28-30 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 40 PSF S.L, 110-130 MPH
SH - 31-33 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L, 110-130 MPH
SH - 34-36 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH
SH - 37-38 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF L.L, 110-130 MPH
SH - 39-40 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPH
SH - 41-42 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 30 PSF S.L, 110-130 MPH
SH - 43-44 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 40 PSF S.L, 110-130 MPH
SH - 45-46 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L, 110-130 MPH
SH -47 ..........INSULATED ROOF PANEL ATTACHMENT DETAILS
SH - 48 ..........SNOW DRIFT DESIGN
SH - 49 ..........SPAN REDUCTION FACTOR TABLES
SH - 50 ..........ADDITIONAL STATE LICENSURE STAMPS
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SOLID PANEL
STRUCTURES
SH-0
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A a R o r, o n e F o F o G
ATTACHMENT
ROOF PANEL SEE TABLES SEE DETAIL
A, B & C.
SHEET 4 FOR ROOF
SHEET 8 -
PANEL ATTACHMENT TO
SUPPORTING WALL
HANGER & BEAM.
O.
SPAS
"C-H." NOT TO EXCEED 25%
OF ROOF PANEL
ALLOWABLE SPAN
SEE DETAIL 11, SHEET 12
FOR MANDATORY SPLICE.
Pp SpRN
SrSpACV
NO BEAM SPLICE AT
EXTERIOR POSTS.
SEE tggC�
POSTS, SIZE VARIES
SEE SHT. 11 FOR MINIMUM
IVUIVIDER OF REQUIRED COLUMNS
III
SOLID PANEL STRUCTURES
ROOF
OVERHANG,
OR WOOD, OR
CONCRETE
WALL SEE
SHEET 8
3 1/2" SLAB ATTACHMENTS
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
LENG��
SHEET 4 FOR ROOF PANEL
O
Sp��C��E
ATTACHMENT TO
SUPPORTING BEAM--�
OO H
lrA—
ZZIL
O.H.
Sp AN
"O.H." NOT TO EXCEED-25%
OF ROOF PANEL
ALLOWABLE SPAN
SEE DETAIL 11, SHEET 12
FOR MANDATORY SPLICE.
NO BEAM SPLICE AT
pOSrspAN/
BEAM - SEE TABLES
EXTERIOR POSTS.
SE�rRB ESN
FOR POST SPACING
POSTS, SIZE VARIES
Orr°
3 1/2" SLAG
OF B
MAY BE USED
spyN
TO CONSTRAIN
FOOTING, SEE
TABLES
FOOTINGS— W� J
SEE TABLES �/
NOTE: EACH COMPONENT IS INTER-
CHANGEABLE WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN.
TYPE "CI FREESTANDING W/ CANTILEVER OPTION
ATTACHMENT
SEE DETAIL A, B & C,
ROOF PANEL SEE TABLES
SHEET B
SHEET 4 FOR ROOF
PANEL ATTACHMENT TO
MIN. 0,25" SLOPE PER FT,
SUPPORTING WALL
HANGER & BEAM.
r
O.
"O.H." NOT TO EXCEED 25%
~
OF ROOF PANEL
ALLOWABLE SPAN
SEE DETAIL 11, SHEET 12------Of
Ao M
FOR MANDATORY SPLICE.
SpAN/
SrgpAC/N
NO BEAM SPLICE AT
gE E rRB�Fs C
EXTERIOR POSTS.
POSTS, SIZE VARIES
SEE SHT. 11 FOR MINIMUM
NUNIbInK OF REQUIRED COLUMIINS
3 1/2" SLAB ATTACHM ENT'
MAY BE USED
WHERE PERMITTED.
SEE TABLES
NOTE: EACH COMPONENT. IS INTER -
FOOTING WHERE REQUIRED CHANGEABLE WITH ANY OTHER
SEE TABLES COMPONTENT UNLESS OTHERWISE SHOWN.
TYPE "6" 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
g
FOR MANDATORY SPLICE.
paSM SP,gN�
NO BEAM SPLICE AT
SSE Sp,4Cl�
7A&LES
EXTERIOR POSTS.
POSTS, SIZE VARIES
3 1/2" SLAB
MAY BE USED
TO CONSTRAIN
FOOTING, SEE_
TABLES
BEAM -SEE TABLES
FOR 1POST
SPACING
?IvoJ
II
OFjj
R LO AakE Sp,4N
W
ROOF
OVERHANG,
OR WOOD, OR
CONCRETE
WALL SEE
SHEET 8
FOOTINGS
SEE TABLES NOTE: EACH COMPONENT IS INTER-
CHANGEABLE WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN.
TYPE "D" FREESTANDING MULTISPAN W/ CANTILEVER OPTION
O M r—
��tc!!
CDji
N to
w m co
U
O�
O Q
ct� W_ u-
W > —
O
2-7
O T�
CD
C> (�!)
O�
��sslcr�y
C'k n c Poor
' V VVVV
06-23-16
DURALUM
IAPMO 0195
f
i
REVISIONS
MARK
DATE
DESCRIPTION
Ly
"
t
45TELJOBN
tb1071
f
it
DATE
06-23.16
°
9
DRAWN BY
AT
3
CHECKED
GM
SOLID PANEL
-STRUCTURES
SH - I
I
i
1 OF 50 SHEETS
A
1
3
4
8 o C ° v E ° F v G ° H
RAFTER, SEE TABLES
MAX- O.H, O.H
q 25%OFRAFTER
ALLOWABLE
.� OS�'0LE.� SPAN
MANDATORY BEAM SPICE -SEE
DETAIL 11, SHEET 12
NO BEAM SPLICE AT
ti
�05
EXTERIOR POSTS
LENGTH OF STRUCTURE VARIES
S�
RD
Er_
p�G
3
B
pp Eqr,�
OPEN LATTICE STRUCTURES
WALL LEDGER OR
_
NG
ROOFOVERHANG,
SEE DETAIL A,B 8 C.
SHEET B.
i
w
POST WITH SIDE PLAT E S
SEE SHT, 11 FOR MINIMUM
NUMBER OF RE17UI
COLUMNS
31/2" SLAB ATTACHMENT
MAY BE USED WHERE
NOTE: EACH COMPONENT IS INTER- s��r DES 5EEMTABLES
CHANGEABLE WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN. FOOTING WHERE REQUIRED,
SfE TABLES
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
MAY NOT BE COVERED.
TYPE "E" ATTACHED SINGLE SPAN LATTICE STRUCTURE
5
RAFTER, SEE TAB LE
FOR SIZE
AND SPACING
MAX. O.N.
,s,%F25 ❑.H
ALLOWABLE
O SPAN
srsp
R
CMG
6
6a
0
aq`
x4
N
w
r,
LENGTH OF STRUCTURE VARIES
G
MANDATORY BEAM SPICE - SEE
DETAIL 11, SHEET 12
NO BEAM SPLICE AT
OST CROSS-SECFI '
EXTERIOR POSTS'¢Osr
SEE POST DETAI
qC�h,
/ES r3
31/2" SLAB
NOTE: EACH COMPONENT IS INTER-
pp
MAY BE USED
TO CONSTRAIN
CHANGEABLE WITH ANY OTHER
sE asp
�Tg9�Fs�N
FOOTING, SEE
COMPONTENT UNLESS OTHERWISE SHOWN.
I.
TABLES
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
MAY NOT BE COVERED.
FOOTING SEE TABLES
TYPE "G" FREESTANDING
SINGLE SPAN LATTICE STRUCTURE
WALL LEDGER OR
OF
SEE DOVERHAN
G
B C
ET
RAFTER, SEE
MAX. O.H.
25% OF RAFTER
ALLOWABLE
SPAN`
MANDATORY BEAM SPICE -SEE---
DETAIL I l.-SHEET 12
I���I
'[��
_
NO BEAM SPLICE AT
60G
pF'
IIU
EXTERIOR POSTS
LENGTH OF STRUCTURE VARIES
IG
PDST WITH SIDE LATES
Se r qti�
SEE SHT. U FOR MINIMUM
NUMBER OF REQUIRED
6
COLUMNS
NOTE: EACH COMPONENT IS INTER-
pvFr°�+sp
31rr'SLABATTACHMENT
CHANGEABLE WITH ANY OTHER
�r'le
MAY BE USED WHERE
COMPONTENT UNLESS OTHERWISE SHOWN.
A
PERMITTED.
�Eg
SEE TABLES
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
MAY NOT BE COVERED.
FOOTING WHERE REQUIRED,
SEETABLES
TYPE "F" ATTACHED MULTISPAN
LATTICE STRUCTURE
RAFTER, SEE TABLE
FOR SIZE
AND SPACING
MAX O.H.
25% OF RAFTER
ALLOWABLE � I
yER-
LENGTH OF STRUCTURE VARIES
C
MANDATORY BEAM SPICE - SEE
DETAIL 11, SHEET 12
POST CR SS SECTION.
NO BEAM SPLICE AT
S Sr
�ET,'iCry
SEE POST DETAIL,
EXTERIOR POSTS
�Ea G
31/2" SLAB
MAY BE USED
NOTE: EACH COMPONENT IS INTER-
s
Sc i$
TO CONSTRAIN
FOOTING, SEE
CHANGEABLE WITH ANY OTHER
q
TABLES
TABLES
COMPONTENT UNLESS OTHERWISE SHOWN.
Al ++
�s
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
FOOTING SEE TABLES
MAY NOT BE COVERED.
TYPE "H" FREESTANDING MULTISPAN LATTICE STRUCTURE
O 6J c—
N CO cI
W rn «�
C d
O
6ck- O
W > --
O r
CD Cam%) LC>
O
Ci)
co
e�pF�Ss�q�a
S 5885
06-23-16
DURALUM
IAPM0 0195
AHJAPPROVAL
REVISIONS
".'mI DATE DESCRVDON
4 STEL JOB #
16-1071
i
DATE
06.23.15
DRAWN BY
AT
CHECKED
DM 3E
f
OPEN LATTICE
STRUCTURES
SH-2
2 OF 50 SHEir
SOLID PANELS SPANS FOR COMMERCIAL & PATIOS
24" TRI"V" PAN
ALUM. ALLOY 3004-H36 OR EQUAL
24" TRI-"V" PAN
LUSL
PANEUT'
110 MPH SPAN
120 MPH SPAN
130 MPH SPAN
EXP.B
EXR1
EXP.9
EXP.0
EXP.B
EXP.0
(IN.)
3"
.D18
12'-3"
12' 3"
1Z,_3"
12'-3"
10
.Dza
IV-4"
- y._y..
- y._y..-
9,_2"
y._3„
- - 6'-7"
14'-3"
14'-3"
14'-3"
14'-3"
14'-3"
14'-3"
.D32
12'-1"
2"
11'-3"
10'-8"
B'-4"
B'A"
8'-0"
B'�"
8'_4"
8- 4"
018
7'-9"
7'-5"
7'-5"
7'-2"
7'-2"
6'-10"
10'-1"
10'-1"
10'-1"
10'-1"
10'-1"
10'-1"
20
.D24
B'-B"
8'-0"
8'-5"
8'-1"
8'-1"
7'-9"
12'-1"
12'_1"
12'-1"
12'-1"
12'-1"
12'-1.
.032
10'_y
10._3„
7'_3"
7'_3„
T3"
7'_3"
7'-3"
T-3„
.018
7'
'B-10
25
.024
8 8"
8'11"
.032
10'-6"
10'-2"
10'-2"
9'-7"
9'-8"
9'-2"
61_71.
6'-7"
6'-T
6'_7"
6'-7"
5 _7"
.018
T-W
7'-0"
7'-0"
6'-9"
6'-11
6'-7"
8'-3.
13'-3"
8'-W
8'-3"
3- 3-
8- 3"
30
.024
8'-0"
7'-9"
7'_5"
.032
y,_6.,
y,_6„
. 1.
. y'_2"
TABLE 1 - MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS
ROOF PANEL TYPE
ROOF LIVE/SNOW LOAD, ps!
10
1 20
25
30
40
12"x3Y2"xO.020"
-
-
0.88
0.83
0.75
24"x7y"x0.D1B"
0.85
0.80
0.65
0.6524"x2Y2"x0.024"
flO.80
0.90
0.88
0.70
0.6524"xZ14"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 1,2AND 3, SHEET
FOOTNOTE: "SAMPLE"
FIGURE INDICATES -[a
ATTACHED
FIGURE INDICATES
FREESTANDING
ALUM. ALLOY 3004-H36 OR EQUAL
12" x 3 112" W PANEL
Lt1aL PAJ ZI 7'
110 MPH SPAN
12D MPH SPAN
13D MPH SPAN
EXP.B
r_XP.0
EXP.B
EXRC
EXP.B
EXP.0
(IN.)
13'-9"
13'_9"
IT 9"
13'_B"
13'_9"
13'_y"
020 (1)
12'-0"
11'-1"
1V-2"
10'-7"
10'_7"
9'-11"
15'-3"
15' 3"
15'-3"
15'-3"
,024
13'-2"
- 12'-7"
12'-B"
�11'-10
� 12'-0"
11'-1"
10
IT 7"-17W.
IT 74"
17
'7"
74-1
ITT'
.032 .032
56"
14'-9"
'-
19
14'-0"
3'_3"
19'_7"
19'-7"
19'-T'
19'-7"
19'-7"
19'_T'
.D40
TT-T'
16'-B"
16'_9"
15'-9"
16' D"
15,-0"
11'-3"
11'-3"
11'-3"
11'-T
11'-3"
11'-W
.020 (1)
12' 8"
12'-6"
12'-6"
12'-6"
12'-6"
12'_6•
.024
11'-2"
10' 4"
9'-10"
20
14'-0„
14'_8"
1 d,$„
1 a,-0„
1 a,$„
1 d.$„
.D32
13'-3"
12'-9"
12'-9"
12'-4"
12'-4"
11' 7'•
116'-3"
1 F-3"
16'-3"
16'-3"
16'-3"
16'-3"
15'-1"
14'-7"
14'-7"
13'3"
14'-1"
11'-1"
11'-1"
11'-1"
.020(1)
9'-10"
9'-3"
9'-_1
8'-11"
9'-0"
8'-6"
12'-0"
12'-0"
12'-0"
12'-0"
12'-0'
12'-D"
.024
11'-0"
IUU-7"
1013"
10'-2"
10'-3'
9'-9"
25
1
13'_2"
13'2""IT
2"
.032
-
-13'2„
127"
12'-0"
Z-2
"13'2"
2-3
V W
14'-2"
14'32"
14'_2„
14'-2"
14'_2'
.040
15-D"
-� 14'-4"
-14'-2"
-13'-7"
- 13'-B"
-13'-0"
10'-0"
10'-5"
10'-6"
10'-6"
10,-6"
10'-6"
020 (1)
9'-2"
8'-9"
e'-11"
6'-5"
8'-6"
8'-2"
11'_3"
11'_3"
11'_3"
11'-3"
.024
10'-2"
30
12'-0"
12'-6"
12'_8"
12'-0"
12'-6"
12'_6"
.032
12'-6"
1 TA"
1"
13'-0'"-
I TA'-"
13'4
-3'-4"
13D"
IT3"
-0.D40
12
.020(1)
B'-
7
T-10"
7-6"%
10"-4
1
10' 3"
10'3
10'-3"
10' 3"
.024
95"
-
91
9"810
6'-1D"
40
1 V-4"
11'-4"
1114"
11'A"
11'-4"
1 V-4"
.D32
11'-D"
10'-7"
10'-6"
12'-2"
12•_2"
12'_2,
12•_2„
12'-2"
12'_2„
G40
12'�"
124"
12'-1"
12'-1"
11' 8"
8'_2"
B'-2"
8'-2.
8'_2"
B'-2"
B•_2•
.020 (1)
7'-1"
7'-1"
7'-1"
6'-11"
6'-11"
9,_2.,
9-_2,
9-_2„
9._2„
9._2„
9._2„
oza
B.-O.
T-1 D"
7'-10"
so
10'-7"
1O'-7"
1D'-7„
1T-7"
10'-7„
10'_T'
.032
y�_7,
9'_7„
9,_7,
9'_3"
91_5„
11'-3"
11'-3"
11'-3"
11'-3"
11'-3"
11'-3"
040
11'-D"
14-iD
TD'-10"
TOW"
10' 8"
10'-0"
110/120/130 MPH EXP. B & C
6' 18" x 2 X" FLAT PAN
-j .09R (f.5.
I-
f (ALL UNMARKED RADII .06R)
zsz•J �• ' r38,
e T= (SEE TABLE BELOW
45' 11
TYP.
5,52'f .75-
5.25'
-�.OD"JiidO'
ALUM. ALLOY 300 4-H36 OR EQUAL
B" x 214" FLAT PAN
6" x 2 }2" FLAT PAN
LUSL
PAIN�LT
PH
SPAN
1 20 PH SEXP.0
PHEXP.0
LUSL
PAN �L�,
119MPH
PH
PH UPAN
E>�.B
EXP.0
EXP.B
EXP.B
EXP.B
EXP.0
EXP.B
EX C
EXP.B EXP C
12'-6"
12'-6"
12'-6"
i 2'_6"
12'-V'
12' 6"
14'-7"
14'-7"
14' 7"�14�1,`.14'-7"
14'-7"
020
1']'
10'-3'
9_7„
9,_D„
020
12'-8"
12'-0"
12'-0
11'-6"
13'-7"
13'-7"
13'_T'
13•_T"
13'-l"
13'-7"
-��-
12'-1"
i 1TA"
- 11'_6"
.,
i 10'_y-
lu'-Iu
1U.-}"
- i:i-4"
10
10
15'-7"
15'-7"
15'-7"
15'-7"
15'-7"
15'-7"
18'-0'
1 B'-0"
1 B'-0"
18'-D"
19'-0" t 8'-0'
.D32
1ri-}"
13'-1"
13'-4"
12'�"
12'-0"
12'-D"15'-9"
D32
15'-0"
15'-1" l4' 3"
17'_7"
ITT'
17'_7"
17'-7"
17'-7"
17'-7"
19'4"
19'-0"
19'�"
1T-4"
19a" 191-4
.040
15'-7"
14'-10"
14'-10"
14'-1'
14'-2"
13'4"
o4D
17'-6"
16-10
1T-0"
16._4"
i6.6„ 16-0
10'-2"
10'-2"
1U_2"
10'_2"
10'-2"
10'-2"
12,_1"
1-,-1"
12'-i"
12'-1"
i2'-1" 11'-4
.D20
8'4"
8'-6"
7'-11"
020
10'-10"
10 4"
10' 3"
9'-9^
9_10" 9_5
1 T-4"
11'A"
1 V-4"
11
11'-4"
1 V-4"
13'_3"
13'
13'-3"
13. 3"
13'-3" 13'3
.D2a
9'-3"
9'-5"
8'-11"
024
12'-2"
11'-B"
11'-8"
11'-2"
T1' 3" 10'-7"
20
20
13,04
13'-0
13'-0"
13'-0"
13'-0"
13'_0"
15'-6"
15'-6"
i5' 6'
15'-6"
15'-6" 6"
.D32
11'-D"
11'-0"
032
14'-2"
13'-9"
1:S-7,.
13•_0"
13'-1" 12'-6"
14'-s"
14'-6"
14'-s"
14'-6"
14'_6"
14'-0"
16'-a"
15.-8•,
i6'8'
16-8"
15._a„ 16'_8"
040
'3'-0"
12'-10
1:'-T
12'-4"
12'-5"
11'-1D"
040
15'-6"
15'-2"
15'-2'
14'-10'
14'-10" 14'-3"
y,_y„
9.9
y,_9,
9._9,
9._9„
91_9.,
10'_4"
1D'4"
10 4 •
10'4"
10' 4, 101y„
020
8'-11"
8'3"
8'3"
B'3"
8'-3'
7'-10"
.020
10' 6"
10'-1'
10'-3"
9'-0"
9'-9"
10.41
10'-4"
101-4"
10'-4"
10'-4"
1 D' 4"
1"
11'-T"
.D24
_ -11
9 -7
9 -r
9 -2
9 -3"
8 -10
.024
11'-0"
11'-7"
10'-10"
11'-0" i 0'-0i"
25
25
11'�"
111-4"
11'-4"
1V-4"
1V-4
11'-4"
12'-1"
12'_1"
12'-1"
12'-V
12'-1, 12'-1"
.032
10'-10"
10'-4"
D32
14'-1"
13'_7"
13'-8"
}3'-1"
13'-2" 12'-0"
12'-3"
17'-3"
123•,
12'_3"
12'-3"
2-3
3' 13'_1"
13'-1"
13'-1"
13'-1"
,pop
13' 3"
12'=9"
12'-9
12'-3"
12' 4"
1 11'-9"
.040
15'-4"
' t5'_1"
- i5'-I"
14•_8"
y,_3„
9-_3„
9-_3,
9'_3„
9._3„
9-_3"
9,_y„
y._9"
9._9.
9._9„
9'-9„ y._9"
.020
g•_5^
g•_}^
8•_}"
T_g^
7'_}0"
T-6"
.020
9'-11"
9'-7"
9'-7"
9'-2"
9'4" 8'-11"
g•_g^
g _g^
g'_g"
9._9"
9'_9'
9'-9"
10'-4"
10'-4"
1 V-4"
10'4"
10'A" 10'-0"
.024
.024
30
30
10'-9"
10'-9"
1 D'_9"
'10'-9"
10'-9"
10'-9"
11'-0"
11'-4"
1 V-4"
"
11'�"
1 V-4' 11' 4"
.D32
10'-9"
10'�"
10'�"
,032
13'-2"
12'-0'
13'-0"
1 V
12'-7" W-10"
1 V 7"
11W
11'-7"
Ill_7„
11'-7„
1 V-7„
12. ,.,
12'-3'
12'-3"
12._3"
12' 3" 12'-3"
a40
.040
12W
12'-2"
12'-2"
11'3"
11'-9"
11'-3"
14'-9"
14' 6"
14'-7"
14'-1'
14'-1' 13' 7"
8.-4"
8-4„
8-�7�-61�
B,4„
8'-4„
8.-4„
9'-0"
y._D,
9.-0„
y._0„
9._0„ 9._D,
.020
7' 8"
7'-6"
7'-W
T-2"
6'-11"0"
.020
8'-10"
8'-7"
g'_g" 8.1„
9'_01,
9,_D,
V-0"
91-0"
9'-0"
9._011
9._6„
9.-0..
9, 6.,
9._6,.
914311
.024
.024
8'_8.'
B'-3"
8'-3"
8'-0"
B'-1"
7'-lD"
10'-2"
9'-10"
9'-10"
g'-7"
9'-8" 9'-3"
40
40
9_y„
9._y.,
y,_y.,
9�_9��
9'-9.
12'_1"
12._9"
1a._9.,
1214"
1z'•6„ 13•_1,
.032
9'-10"
9•_10"
97"10•_i•
.032
10'_1"
W-10"
9'-1T y'_8"
10'_71.
10'-7"
1O171
10'_7"
10'_7"
10'_7"
11'-2"
11'-2"
11'-2"
11'-2"
11'-2" 11'-2"
.D40
11'-6"
11'-2"
11'-2"
10'-10"
1D'-6"
040
13'-9"
13'�1'
13'-6"
13'-D"
13'-1" 12'-T
7'-5"
7'-5"
7'-5"
T_5"
T Y
7'-5"
B'-3"
8'-3"
8'-3"
8'-3"
8'-3" B'-3"
Dzo
Dzo
6'-5"
6'-3"
6'3"
6'-1"
T-B"
7'-5"
7'_W 7'-2'
8'-W
8'-3"
B'-3"
8'-3"
8'-3"
B' 3"
B'-9"
8'-9.
B'-9"
B'_9•'
8'-9"
.024
7'�"
T_3'
7'-3"
7'-1"
7'-0"
6'-11"
.024
B'-9"
g'-7"
B'-7"
B'_5"
B'_4"
50
9-1"
9 1"
9 1"
9-i"
9-1"
9-1"
9' 8"
9.-8'
9' 8"
9-0"
9'_6" 9'3"
032
.032
8'-9"
6'-7"
8'-6"
8'-5"
8'�"
8'-3"
10'-0"
10-3"
10'-3"
10'-1"
10_1" y_y
9._9„
y1_9„
91_9.1
9._9,
91_9,.
9._9..
10'�"
10'�"
1D'�"
1D'A"
.040
.D4D
9'-t 0"
8'-9"
9'-9"
9' S"
9'-7"
9'-2"
11.10"
11 _7"
1 i _9"
11'_g"
11' S" 1 V-2"
k
z o
oCD (D�
N CD Ln
LLI m �
I �C�
W
l O
cy-
LLI
O Lr)
CD
O C/)co
O
0)
O
w S JOOJ
OF CAl\F� .
06-23-16
DURALUM
IAPM0 0195
AHJ APPROVAL
REVISIONS
MPTIX DATE I DESCRIFT"
4 STEL JOB # 16-1071
r
DATE 06-23-16 iQ
i
3
DRAWN BY AT
CHECKED GM
PANEL SPANS TRI-V,
W-PANEL & FLAT PAN
E
i
SH-3 I
3 OF 50 T HATS
3
47
6
7
6
A O D E F G H I
MINIMUM NUMBER OF FASTENERS FOR ROOF PANEL TO SUPPORTING BEAM & WALL HANGER
FOR ATTACHED AND FREESTANDING SOLID COVERS
TABLE I
TABLE 2
TABLE 3
(2) 211x6 %2" AND
WALL HANGERS, 3"x8" AND
EXTRUDED AND 3'Ix8" WITH
6 %2" ROLL FORMED BEAMS
STEEL HEADERS
STEEL INSERT HEADERS
NUMBER ❑F N❑.14 TEK ❑R SMS SCREWS
4UMBER ❑F N❑.14 TEK ❑R SMS SCREWS PE
NUMBER OF N❑.14 TEK OR SMS SCREWS
¢F
PER FOOT OF BEAM LENGTH
-❑❑T OF WALL HANGER AND BEAM LENGTH
Q?
PER FOOT OF BEAM LENGTH
�3
��
110 MPH
120 MPH
130 MPH
110 MPH
120 MPH
130 MPH
110 MPH
120 MPH
130 MPH
EXP. B
EXP. C
EXP. B
EXP. C
EXP, BI
EXP. C
EXP. BI
EXP. C
EXP, B
EXP.
EXP. B
EXP. C
EXP. B
EXP, C
EXP, BI
EXP. C
EXP. BI
EXP. C
~
~
~
5
1
1
1
1
2
5'
1
1
1
1
1
1
5'
1
1
1
1
1----
1
1
2
2
--!---2
2
2
2
1
1
1
2
2
2
1
1
1
1
1
6'
1
1
2
2
6'
1
1
1
1
1
6'
1
1
1
1
1
1
2
—'--2
2
2
22
2
3
1
2
2
2
2
—?---2
2
1
1
1
1
1
1
7'
1
1
1
2
2
2
7'
1
1
1
2
2
2
7'
1
1
1
1
1
1
2
2
2
3
3
3
2
2
2
2
2
2
1
1
1
1
1
2
8'
1
2
2
2
2
2
8'
1
1
2
2
2
2
8'
1
1
1
1
1
1
2
2
2
3
3
3
2
2
2
2
3
3
1
1
1
2
1
2
91
2
2
2
2
2
2
g�
1
2
2
2
2
2
g�
1
1
1
1
1
1
2
3
3
3
3
4
2
2
2
3
3
3
1
1
1
2
2
2
10
2
2
2
2
2
3
10'
1
2
2
2
2
2
10'
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
11'
2
2
2
2
2
3
11'
1
1
I_-
1
3
3
3
4
4
4
2
3
3
3
3
3
1
2
2
2
2
2
12'
2
2
3
3
3
3
12'
2
2
2
2
2
3
12'
1
1
1
1
1
2
3
3
3
4
4
5
2
3
3
3
2
4
2
2
2
2
2
2
13'
2
2
2
3
3
3
13'
2
2
2
3
3
3
13'
1
1
1
1
A-l2
2
3
4
4
4
4
5
2
3
3
3
3
4
2
2
2
2
2
FOOTNOTE: "SAMPLE"
FIGURE INDICATES ATTACHED -a FIGURE INDICATES FREESTANDING
CD
N
O
N (D LQ
O
o-)
U rn
O X
w �
w>—
¢oCD
Mo U
o
cn
ni
�+
c'
1
rn
�.g���sslcyy�r
w S 5885
4- O�
06-23-16
DURALUM
IAPM0 0195
AHJ A-PPRDYAL
REVISIONS
nAPo DATE DESCRIPTDN
4 STEL JOB # 16-1071
DATE 06.23-16
DRAWN BY AT
CHECKED GM
PANEL SPANS TRI-V,
W-PANEL & FLAT PAN
SH -4
4 OF 50 SHEETS
9
a
6
7
a
c 6 C f., E
RAFTER SPANS FOR OPEN LATTICE STRUCTURES
F G
110/120/130 MPH
H
EXP. B & C
aw
3" x 8" RAFTER
cD W
2" X 6 1/2" RAFTER
Z W
DBL. 2" x 6 1/2" RAFTER
"T"
Uw
¢�
Uw
a�
"W
"cL)
110 MPH
120 MPH
130 MPH
"T"
110 MPH
120 MPH
130 MPH
"T"
110 MPH
120 MPH
130 MPH
ILUSL
(IN)
no
LUSL
(IN)
no
LUSL
(IN.)
�o
EXP. B
EXP.0
EXP. B
EXP.0
EXP. B
EXP.0
EXP. B
EXP.0
EXP. B
EXP.0
EXP. B
EXP.0
�(p, g
EXP.0
EXP. B
EXP.0 EXP. B EXP.0
29'-8"
29'-6"
29'-8"
28'-9"
29'-3"
26'-3"
16'-0"
15'-10"
16'-0"
15'-0"
15'-9"
13'-8"
22'-6"
22'-4"
22'-6"
21 `-1" 22'-2" 19'-2"
16"
26'-3"
26'-3"
26'-3"
26'-3"
26'-3"
25'-7"
16„
14'-2"
14'-2"
14'-2"
14'-2"
14'-2"
13'-9'
161
19'-10"
19'-10"
9'-10"
19'-1D" 19-14 19'"
1 Q
042
024
024
24'-2"
24'-1"
24'-2"
23'-6"
24'-0"
21'-6"
13'-1"
13'-0"
13'-1"
12'-3"
12'-10"
11'-2"
18'-4"
18'-3"
18'4'
17'-3" 15` 8"
24"
21'-6"
21'-6"
21'-6
21'-6"
21'-6"
21'-0"
24
11'-7"
11'-7"
11'-7"
11'-7"
11'-7"
11'-3"
24"
16'-3"
16'-3"
15'-3"
16'-3" 15'-3"
23'-0"
23'-0"
2�
23'-0"
23'-0"
22'-9"
20'-3"
20'-2"
20'-3"
19'-8"
20'-1"
18'-2"
16
28'-7"
2T Y
28'-7"
27'=9" 28'-3" 25'-7"
16"
21'-10"
21'-10"
21'-10"
21'-10"
21'-10"
21'-10"
16„
18'-0"
18'-0"
18'-0"
18'-0"
18'-0"
17'-7"
10
032
25'-3"
25'-0"
25-3"
25'-3" 25'-3" 24'-8"
1B'-9"
18'-9"
18'-9"
18'-9"
18'-9"
18'-9"
16'-7"
16'-6"
16'-7"
16'-1"
16'-4"
14'-10"
23' 4"
23'-3"
23'�"
22`-8" 23'-1" 20'-10"
20
.042
10
.032
24"
1 T-10"
17'-10"
17'-10"
17'-10"
17'-10"
[-1-7'-10"
24
14'-8"
14'-8"
14' 8"
14'-8'
14'-8"
14'-4"
24
20'-8"
20'-8"
20' 8"
ZO'-B" 20'-8" 20'-Z"
19'-&'
19'-B"
19'-8"
19'-8"
19'-8"
19'-8"
24'-6"
24'-4"
24'-6"
23'-9"
24'-�'
23'-2"
16
34'-7"
34'-4"
34'-7"
33`-7" 34'�-2" 32'-8"
16"
21'-6"
21'-6
21'-0"
21'-2"
21'-3"
20'-8"
16„
21'-9"
21'-9"
2- -9"
21'-9"
21'-9"
21'-2"
042
30'�"
30' 8"
30' 8'
30'-B" 30'-8" g'-10"
16,
16' 1"
16,-11,
16'-1"
16'-1"
15'-1"
20'-1'"
20'-0"
20'-1"
19'-0"
19'-9"
19'-0"
28'-2"
28'-1"
28'-2"
27'-4" 27'-10" 26'-8"
25
.042
.042
042
24"
17'-7"
17'-7"
17'-7"
17'-4"
17'-5"
16'-10"
24
17'-9"
17'-Y'
17'-g"
17-9
17'-9"
17'-3"
24
25'-1"
25'-1"
25'-1"
25'-1" 25'-1" 24' 4„
12'4'
12'-4"
12'4"
16"
17'4"
17'-4"
17'�"
1 /'-4" 1 i'_4" i 7 -3'
18'-1"
18'-1"
18'-1"
18'-1"
12'-4"
12'-4"
12'4"
16"
13'-1"
19'-1"
19`-1"
19'-1"
19'-1"
19'-1"
16"
11'-9",
11'-g"
11'-9"
11'-91,
11'-9"
11'-9"
16'-7"
16'-7"
16'-7"
16'-7" 16'-7'
30
.042
024
024
13'-9"
13'-9"
13'-9"
13'-9"
13'-9"
13'-9"
10'-2"
10'-2"
10'-2"
10'-2"
10'-2"
10'-1"
14'-2"
14'-2"
14'-2"-2"
24
15'-7"
15'-7"
15'-7"
15'-7"
15'-7"
24
9'-8"
9' 8"
9'-8"
9'-8"
9'-8"
9'-8"
24"
13 -7 „
13'-7"
13'-7"
13'-7" 13'-7" 13'-7"
15'-10"
15'-10"
15'-10"
15'-10"
'15'-10"
15'-8"
15'-8"
15'-8"
15'-8"
15'-8"
15'-8"22'-1"
1611
22'-1"
22'-1"
22'-1" 22'-1" 22'-0"
16"
16'-8"
16'-8"
16'-8"
16'-0"
16' 8"
16'-8"
16„
15'-0"
15'-0"
15'-0"
15'-0'
15'-0"
15'-0"
20
21'-1"
12'-1"
12'-1"
12'-1"
12'-1"
12'-1"
12'-1"
12'-10"
12'-10"
12'-10"
12'-10"
12'-10"
12'-9"
18'-1"
18'-1"
18'-1"
18'-1" 18'-1" 18'-0"
40
.042
20
.032
.032
24"
13'-8"
13'-8"
13'-8"
13'-8"
'I T-8"
13'-8"
24"
12'-3"
12'-3'
12'-3"
12'-3"
12'-3"
12'-3"
24
17'-3"
17'-3"
17'-3"
1 l'-3" 17'-3" 17'-3"
13'-4"
13'-4"
13'4
13'-4"
13'-4"
13'-4"
19'-0"
19'-O"
19'-0"
19'-0"
19'-0"
18'-10"
,
26'-8"
26'-8"
26'-8"
25'-S" 261-8" 26'-7"
16"
15'-0"
15'-0"
15'-0'
5'
15'-0"
15'-0'
15'-0"
16„
16
25'-6"
25'-fi"
25'-6"
25'-6" 25-6" 25'-6"
50
.042
.042
042
1015'
1015'
10'-3"
10'
10'15'
10'-3"
15'-0"
15'-6"
15'-0"
15'-0'
15'-fi"
15'-0"
21'-10"
21'-10"
21'-10"
21'�212"-1�01`0.-21'-9"
24"
11'-2"
11'-2'
11'-2"
1 i'-2"
11' 2"
24
14'-9"
14'-9"
14'-9"
14', 9"
14'-9"
14'-9'
24'
20'-10"
20'-10"
20'-10"
224'-10"
10'-7"
10'-7"
10'-7"
10'-7"
10'-7"
10'-7"
15'-10"
'15'-10"
15'-10"
15'-10" 15'-10" '15'-10"
* NOTE: SINGLE RAFTERS SPACED 16" O.C. MAY BE USED AT
16"
11'-7"
11'-7"
11'-7"
11'-6"
1 i'-6"
11'-2"
024
16'
16'-3"
16'-3"
16'-3"
16'-1" 16'-2"
8'-1"
8'-1"
8'-1"
8'-1"
8'-1"
8'-1"
24
13'-4"
13'-4"
13'-4"
13'-2" 13'-3" 12'-9"
32" O.C. WHEN DOUBLED AND SINGLE RAFTERS SPACED
•024
24" O.C. MAY BE USED AT 48" O.C. WHEN DOUBLED.
24
9'-6"
9'-6"
9'-0"
9'-6"
9'-6'
9'-2'
9'-3"
9'-3"
9'-3"
9'-3" 9'-3" 9-17 '-3"
14'-4"
14'-4"
14'-4"
14'-4"
14'�"
14 5
20'-2"
20'-2"
20'-2" 20'-Z" 20'-2"
16"
14'-9"
14'-9"
14'-9"
14'-6"
14'-7"
14'-2"
.20'-2"
16"
20'-9"
20'-9"
20'-9"
20'-6" 20'-7" 19'-10"
25
032
25
032
11'-1"
11'-1"
11'-1"
11'_1"
11' 1"
11' 1"
1
1R'-7"
18'-7"
16'-7"
24
12'-1"
12'-1"
12'-1"
11'-10"
12'-0"
11'-7"
24
17'-0"
17' 0"
17'-0"
16' 8" 16'-9" 16 3"
17'-4"
17'-4"
17'-4"
17'-4"
17'4"
17'-4"24'-6"
24'-6"
24'-6"
24'-6" 24'-6" 24'-0"
16
17'-9"
17'-9"
17'-9"
17'-7"
17'-8"
17'-1 "
16"
25'-1"
25'-1"
25'-1"
25'-1" 25'-1" 25'-1"
.042
.042
13'-3"
13'-3"
13'-3"
13'-3"
13'-3"
13'-3"
20'-0"
20'-0"
20'-0"
20'-0" 20'-D" 20'-0"
24"
14'-7"
14'-7"
14'-7"
14'-4"
14'-0'
14'-0"
24„
20'-6"
20'-6"
20'-6"
20'-6"
0.042' J
TYR
0.
024" 6.5' 0,024' 6.9"
042° 7.042"
�M��
* 3"x8" RAFTER * 2"x6.5" RAFTER * DBL. 2"x6.5" RAFTERS
ALUM. ALLOY 30D4-H36 OR I ALUM. ALLOY 3OD4-H36 ALUM. ALLOY 3004-H36 OR
EQUAL OR EQUAL EQUAL
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
J
1 O z
1 N
d-
mO c—
CV �
f W rn o�
U
rn
JL U)
du
W
� zo
co CDCD
o
�t
rn
co
CA
�FESS 1�4(
t� co
c+ cnoc �c 1
I lJ JUUJ ' � I
cOFC
06- 132 6
DURALUM
IAPMO 0195
AHJ APPROVAL
REVISIONS
MARK DATE DESCRIFrM
4 5TEL JOB # 16-1071
DATE 06.23-16 '-
i
DRAWN BY AT !
CHECKED GM
MINIMUM FASTENERS
SH�:5
5OF 5D TS
s
P E r
RAFTER SPANS FOR OPEN LATTICE STRUCTURES 110/120/130 MPH EXP. B & C
zL7 W
Z
a"
�o
2" X 6 1/2" RAFTER
Z W
<w,
�o
DBL. 2" x 6 1/2" RAFTER
LL/SL
T'
(IN.)
110 MPH
120 MPH
130 MPH
LL/SL
,T
(IN.)
110
MPH
120 MPH
130 MPH
EXP. B
EXP.0
EXP. B
EXP.0
EXP. B
EXP.0
EXP. B
I EXP.0
EXP. B
EXP.0
EXP. B
EXP.0
024
16"
,_�,
g, 9„
9. 91,
9'-91,
9'-9"
9'-9"
024r241l11'
14'-8"
14'-8"
14' 6"
14' 8"
14'-6"
14'�"
14'-6"
14'-8"
14'-S"
14'_8��
14' 6"
24
7'-6"
7' 6"
7'-6"
T 6"
7'-0"
T 8"
6"
2"
i i'-10"
11'-2"
11'-10'
11'-2"
1 i'-1 Q"
11'-2"
i 1'-10"
11'-2"
11,-10"
11'-2"
11'-10"
032
16
13'-1"
13'-i"
13'-1"
12'-6"
13'-1"
12'-6"
13'-1"
12'-6"
13'-1"
032
16
18'-7"
18-4'
18'-7"
18 4
18'_7"
18'-4
18'-r"
18'-1"
18'-7"
30
30
24
10'-2"
10'-2"
10'-2"
10'-2"
1 D'-2"
10'-2"
24„
15'-3"
15'-3"
15'-3"
15'-3"
15 3"
15'-3"
10`B"
10'-8"
10'-8"
10'-8"
1D'-8"
10`-8"
15'-1"
15'-1"
15'-1"
15'-1"
15'-1"
15`4"
042
16"
16-0
16'-0"
16'-0"
15`-9"15'-9"
16' 0„
16'-0"
15'-9"'-"042
16'-0"
16
2'-7„
22`-2"
22'-7"
22'-2"
22,_7,
2T-2"
2,_7,
22'-2"
24"'
12'-3"
2'-i 0'
12'-3"
12'-10'12`-10'
12'-3"
12' 3"
12'-1 Q'
12'-3"
12-10'
7 2'-3"
12'-10'
24
R22'-87'p
'"'"18'-6"
�18P-2�4-2-
7 8'-2"
1 B'-5"i
18'-2"
.024
16"
T-0..
�'1"
I
9'-1"
8'-0"
9'-1"
8'-0"
9'-1"
8'-0"
9`-i"
8'-0"
9'-1"
024
16„
2'-10"
121_8,l
2'-10"
12'-8"
T-10"
12'-8"
2'-1 D"
12'-B"
2'-10",
12'-B"
2'-ID"
12'-8"
24"
6-2"
T-2"
6'-2"
T-2"
6` -2"
T-2"
8'-2"
7'-2"
6'-2"
T-2"
6'-2"
7'-Z'
24"
9'-10"
i 0'-4"
9'-16"
10'4"
9'-10"
10'-4"
9'-10"
10W
9'-10"
10'-4"
9'-10"
10'4'
032
16"
10'-1 D"
101-1 D"
10'-10"
10'-10"
1 D'-10"
11'-6"
10'-101,
11'-61
032
16
16' 4"
76'-1"
16'-4"
iG-1"
16'-4"
15'-1"
1 S'�"
16'-i"
16'4"
16'-1"
16'-4"
16'-1"
40
40
24,
8'-3"
8,-311
8, 3„
8,_3„
$,-311
8,_3.,
24"
12'-6"
12'-6"
12'-6"
12'-6"
12'-B"
12'-5'
9'�"
9' 4"
9'•4"
9'4'
9'-4"
9'-4"
13'-2"
i 3'-2"
13'-2"
13'-2"
13'-2"
13'-2"
042
16
13'-2"
13`-9"
13'-2"
13`_S'
13' 2"
i 3`-9`
13'-2"
13'-9`
13'-2"
13'-9'
13'-2"
i 3'-9"
042
16
19'-9"
19'-4"
19'-9"
i 9°-4"
19'-9"
19'-4"
19'-9"
194°
19'-9„
19'-4"
19'-4"
24"
10'-9"
10'-9"
10'41
10'-9"
10'-9"
10'-9"
11'-3"
24„
16'-2"
15'-10'
16'-2"
15'-10"
16'-2"
15-10
16'-2"
15'-10'
15'-i 0'
15'-10"
024
16"
71-„
8'-2
T-3„
8'-2
71_3„
8 -2'
T-T'
8 2
7'-3"
8 -2
7'-3"
8'-2
024
16„
10'-10"
1 VA"
10'-10"
11'-4"
1D'-10"
114"
1D'-10"
11':"
10'-10"
1 i'-4"
10'-10"
11' 4"
24"
5 -2'
5' g„
S' 2'
5,
S -2
5, s„
5 -2
5, 9„
5'-2'
S 2
5'-9„
24„
8' 3
�„
8 -3'
9-4"
8 -3
9-,4„
8'_3"
, 4'
8'-3"
81_3"
50
.032
16"
9, g„
1 D'-3"
9,„
1 D'-3"
91_91,
10'-3"
g _9"
i 0'-3"
9'-wk
10'-3"
�,_9„
10'-3"
50
.032
16"
14'-B"
14' 6"
14'-8"
14'-6"
14'-B"
14'-6"
14'-8"
14'-5"
14'-8"
14'-B"
14'-8"
14'-6"
24
7' 0"
8'-4"
T' 0"
8'�l"
T-0"
8'-4"
T-0"
8'-4"
T-D"
8'�"
7'-0"
S'�"
24
11'-3"
i 1'-10"
11'-3"
11' 10"
11'-3"
11'-10"
11'-3"
11'-i Q"
11'-3"
11'-10"
11'-3"
11'-10"
.042
16
11'-9"
12'-B"
11'-9"
12'-6"
ill-,all-9"
12'-6"'
12'-6"
11'-9"
12'-S"
11'-9"
12'-6"
042
161,
IT-9"
17 -S
17'-9"
17'-B"
17'-9"
17'-B"
17'-9"
17'-6"
1T-9"
'-6" 17
17'49"
17' 6"
24"
9'-0"
9'-0"
91_0"
9'-0"
9'-0"
9'-0"
10'-2"
24„
13'-7"
14'-3"
13'-7"
14' 3"
13'-7"
14'-3"
13'-7"
14'-3"
13'-7"
14'-3"
13'-7"
14'-3"
0.024" 6.5"
.024" 6. "
1032"-- --
.032"
0.042"
042"
1--2,0-��
* 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
CD m
N
CV CD
Ln
Lu 0-3OC'S
1
� Q
C37
U)
O
LLI >
—
Z
Lon
o O
CD U)
L(j
o
rn
m
K
S 5885 `
06- 132 6
DURALUM
IAPMO 0195
AHJ APPROVAL
REVISIONS
unM DATE I DESC(LPTION
4 STEL JOB Y 16-1071 i
DATE OrM-16 ?
DRAWN BY AT '
CHECKED GM
RAFTER SPANS FOR
OPEN LATTICE
COMMERCIAL & PATIOS
SH-6
S OF M SHEETS
3
3
9
B
E:i
9
cI
BI
A o
6.5" ROLLFORM
A GUTTER FASCIA
ALUM. ALLOY
3004-H36
�-2.0°--l-�3.0°
MAx.
/-1 DBL. 2"x6.5"x0.042"
B L' E F
HEADER BEAM TYPES
ALUM. ALLOY 3004-H36
OR EQUAL
DBL. Zx6.5'W.032"
ALUM. ALLOY W04-H36
OR EQUAL
SPLICE
WHERE
0.075"
iYP.
0BMAG BEAM
ALUM. ALLOY
6063-T6
.> L
T=12 OR
14 GA.
ASTM
A653 SS
GRADE 50
G60 8
.042"
TYR
MWC�s.O"� I
DBL. 3"x8"x0.042" BEAM
O W/ DBL. 14 GA. STL. INSERT
ALUM. ALLOY 3004-H36
OR EQUAL
DBL. 3'W'W.042" BEAM
DBL. 12 GA. STL. INSERT
ALUM. ALLOY 3004-H36
OR EQUAL
NOTE: WHERE 12AND 14 GA. STEEL INSERTS OCCURAS
SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED
THE FULL LENGTH OF THE 3"xB" BEAM.
SPLIC
WHEF
OCCUF
O.L
n
3"x8"0.042" BEAM
ALUM. ALLOY 3004-H36
OR EQUAL
I,
3.0
.032"
ALUM. f }I
�,"�3" SQ. ALUM POST
ALUM. ALLOY 3004-H36
HEIGHT LIMITED TO
10'-0" MAXIMUM.
4" I -BEAM
ALUM. ALLOY
6063-T6
4.5" MAG GUTTER
ALUM. ALLOY
6063-T6
40,
MMI&.
DBL. 3"x8"0.042" BEAM
1 " ALUM. ALLOY 3004-H36
OR EQUAL
C 3" SQ. ALUM. POST
ALUM. ALLOY 3004-H36
3" SQ. STEEL POST
r ASTM A653 GRADE 50 CP60
G H
T=12 GA.
ASTM A653 5S
GRADE 50 G60� 0"
.032"
ALUM.
3" SQ.x0.032" ALUM. BEAM
E W/ 12 GA. STL. "U" CHANNEL
ASTM A653 SS GRADE 50 G60
T=12 OR
14 G0.
ASTM
7 875°
A653 SS
GRADE`.
11
G60
0.625"
3"x8"0.042" BEAM
M W/ 14 GA. STL. INSERT
ASTM A653 GRADE 50 G60
3"x8"0.042" BEAM
NDW/ 12 GA. STL. INSERT
ASTM A653 GRADE 50 G60
NOTE: WHERE 12 AND 14 GA. STEEL INSERTS
OCCUR AS SHOWN IN THE SPAN TABLES,
THEY SHALL BE INSTALLED THE FULL LENGTH
OF THE 3"xB" BEAM.
COLUMN / POST TYPES
3" SQ. ALUM. POST
WITH SIDEMTH36
ES
ALUM. ALLOY -
OR EQUAL
0.075'
TYP.
J
0.375
INSERT
T=R125"
WHERE
ALUM.
OCCURS
ALLOY
6063-T6
6,fi56"
0.110"
TYR
7
0"
{
1
F 7 I -BEAM
ALUM. ALLOY 6063-T6
(� W/ {1 j "C" INSERT
�J ALUM. ALLUY bUb:S-lb
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.
MAG POST
E
ALUM. ALLOY
6063-TB
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.
=3"SQ.xt=0.188"
=3"SQ.xt=0.250"
IK
=3"SQ.xt=0.313"
=4"SQ.xt=0.188"
=4"SQ.xt=0.250"
SQ. STEEL POST
ASTM A500 GRADE B
2 CN
o - T-
I N m L(7
W m o
�C)�
tl
W --
Q Z LO
CD co co O L6
o cn o
rn
rn
FFss ro* :1�
CC CAOv-
06-23-1616
DURALUM
IAPMO 0195
AHJAPPROVAL
REVISIONS
MARK DATE DESCNP'm
4 STEL JOB # 16-1071
DATE
06-23-16
DRAWN BY
AT
CHECKED
GM
HEADER BEAM TYPES,
COLUMN / POST TYPES
S-H - 7
0= 50 SH rS
EXISTING LEDGER OR WALL HANGER & EAVE CONNECTION DETAILS
A34 FRAMING ANGLE
SEE TABLE 2
FASTENERS, SEE TABLE 3—
R.F. OR EXT. HANGER
CHANNEL, 2X OR 3X
RAFTER BRACKET
ALUM. PANEL 2x OR--/
EXIST. RAFTERS AT
3x ALUM. RAFTER
24" O.C. AT ROOF
EXIST. FASCIA BOARD
OVERHANG
ALLOWABLE PROJ.
EXISTING EAVE-1-
2X FULL DEPTH
SCAB,
WHERE OCCURS,
TO SEAM OVERHANG TO
SEE TABLE 1 (24" MAX.)
SEE TABLE 2
A EAVE CONNECTION
L EXISTING ROOF OVERHANG DESIGN LOADSi
RDL = 3 psf (MIN) TO B psf (MAX) RLL = 20, 25,
30, 40, & 50 psf
2. EXISTING RAFTER ALLOWABLE BENDING STRESS IS
TABLE 1
COVER
LUSL
EXISTING
FRAMING MEMBER
AT ROOF
OVERHANG
10
2" x 4" FULL
2" x 6" NOTCHED
2"x6" FULL OR
2"x8" NOTCHED
2"x8" FULL OR
2"x'lO" NOTCHED
20
2" x 4" FULL
2" x 6" NOTCHED
2"x6" FULL OR
2"x8" NOTCHED
2"x8" FULL OR
2"x10" NOTCHED
25
2" x 4" FULL
2" x 6" NOTCHED
2"x6" FULL OR
2"x8" NOTCHED
2"x8" FULL OR
2"x10" NOTCHED
30
2" x 4" FULL
2" x 6" NOTCHED
27x6" FULL OR
2"x8" NOTCHED
2"x8" FULL OR
2"x10" NOTCHED
40
2" x 4" FULL
2" x 6" NOTCHED
2"x6" FULL OR
2"x8" NOTCHED
2"x8" FULL OR
2"x10" NOTCHED
550
2" x 4" FULL
2" x 6" NOTCHED
2"x6" FULL OR
2"x8" NOTCHED
2"x8" FULL OR
2"x10" NOTCHED
NOTE: WHERE COVER CONSTRUCTION INCLUDES
DETAIL A ORB, SITE -SPECIFIC ENGINEERING IS
REQUIRED TO VERIFY ADEQUACY OF THE EXISTING
STUD WALL FRAMING WHERE ONE OR MORE OF THE
FOLLOWING CONDITIONS OCCUR:
LEDGER OR WALL HANGER
WITH FASTENE--
PER TABLES 3
DESIGN
(E) WALL
COVER
LOADS
OPENING
PROJECTION
10. 20 psf
> B'
> 18'
3D, 40&50 psf
>V
>14'
2x WOOD STUD OR
CCNCRETE WALL
WALL CONNECTION_ __
p' NOTE: WALL LEDGER IS NOMINAL LUMBER SIZE 2"xV (AT 2"xE,�"
MINIMUM RAFTERS), NOMINAL 2'ke" (AT 3"xB" MINIMUM RAFTERS)
OR KILN -DRY WOOD -FILLED 2"x6 & OR 3"xB" ALUMINUM SECTIONS.
3/16" STEEL NOTEi BRACKET CAN BE
g•
O
1/4"0HOLES,TYP.
LOCATED ANYWHERE ON EAVE.
O
NOTE_ PROVIDE WATER
O
T A BRACKET
ATEVERY2x'''���jjj
PROTECTION, METAL FLASHING
CAUCKJOINTSANDSLOPE
8' O O
EXISTING EAVE
}
TO DRAIN (OPTIONAL)
ALLOWABLE PROJ. TO BEAM
a
OVERHANG
SEE TABLE I _
NOTES PLACE 'SIKA FLEX' OR SIMILAR) �� NOTE: BRACKET MAY BE
MATERIAL BETWEEN BRACKET AND MOUNTED BELOW RAFTER
COMP. SHINGLE ROOFING TO PROVIDE SEAL W/SAME CONNECTIONS.
C ALTERNATE EAVE CONNECTION
NOTE: THIS DETAIL IS LIMITEDTO RESIDENTIAL INSTALLATIONS
WITH A 10 psf MAXIMUM DESIGN LOAD.
TABLE 2 TYPE AND NUMBER OF FASTENERS REQUIRED AT ROOF PANEL
OR RAFTER CONNECTED TO EXISTING ROOF OVERHANG
WIND
MAXIMUM
PROJECTION
D =
m 0
P
(A) - SIMPS❑N A34 FRAMING ANCHOR
(B) - (2) SIMPSON A34 FRAMING
DEPTH WOOD SCAB FULL
USING SD9112 SCREWS
ANCHORS, EACH SIDE, USING SD9112 SCREWS WITH 2x FULL
LENGTH OF RAFTER TAIL
SPEED
(MPH)
AND
EXPOSURE
110, BI
110, Cl120,
B
120, C
130, B
130, C
10 PSF L.L.
20 PSF L.L.
25 PSF S.L.
30 PSF S.L.
40 PSF S.L.
50 PSF S.L.
26'-0"
26'-0"
26'-0"
25'-2"
264"
20'-7"
2fi'-0"
26'-0"
26'-D"
25'-7"
25'-4"
21'-2"
(vEIND SPEED XP. B & C
WIN SPEED
( )
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
26'-D"
26-0'
26'-0"
2fi'-0"
26'4'
26'-0"
110
120
1 130
110
120
130
110
120
130
110
120
130
110
120
130
.110
120
130
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)
6'
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(B)
(B)
(B)
25'-0"
26'-0"
26'-0"
25'-2"
25' 4"
20`-(y
7'
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(A)
(B)
(B)
(B)
26'-0"
26'-0"
26'-0'
26'-0"
25'-0"
26`-D"
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)
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26-0"
10'
(A)
(A)
(A)A(A)
(A)
(A)
(A)
(A)
(A)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
1 V
(A)
(A)
(A)(A)
(A)
(B)
(B)
I (B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
(B)
26'-0"
26'-0"
26' 0"
25'-2"
25' 4"
20'-7°'
26` 0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
12'
(A)
(A)
(A)(A)
(A)
(B)
(B)
(B)
(B)
(B)
(B)
I (B)
(B)
(B)
(B)
(B)
(B)
26'-D"
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
26'-0"
26'-0"
26'-D"
26'-0'
26'-0"
26-0"
16'-0"
i6'-0"
16'-0"
16'-0"
16'-0"
16'-0•+
(C) — (2) Y4' DIAMETER LAG SCEWS
(D) — %' DIAMETER LAG SCREW
(E) — :a' DIAMETER LAG SCREW
10'-10"
1 U-10"
10'-10"
9'-2"
9'-3"
-
26'-0"
26'-0"
26'-0"
26'-0"
26'4"
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.
26'-0"
26'-0"
26'-0"
26-0"
26-0"
26'-0"
? o
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)
11'-7"
11' 7"
11'-7"
11'-7"
11'-7"
11'-7"
j2
~
1101
120
130
110
120
130
110
120
130
110
120
130
11 D
120
130
110
120
130
15'-6"
15'-6"
7 5' B"
15'-fi"
15' 6"
15'-6"
19' 6"
19'-0"
19'-6"
19'-6'"
19'-6"
19'-0"
5'
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(D)
(D)
(D)
(D)
(D)
(D)
6'
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
26'4"
26' 0"
26'-0"
26'-0"
25'-0"
26' U"
7'
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(C)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
$'_11"
8'-1i"
B'-11"
8'-11"
8'-11"
8'
(C)
(C)
(C)
(C)
(C)
(C)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(E)
(E)
(E)
12'-1"
12'-1"
12'-1"
12'-1"
12'-1"
12'-1"
9'
(C)
(C)
(C)
(C)
(C)
(C)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
(E)
(E)
(E)
15'-3"
15'-3"
15'-3"
15'-3"
15'4"
15'-3"
10'
(C)
(C)
(C)
(C)
(C)
(C)
(D)
(D)
(D)
(D)
(D)
(D)
(E)
(E)
(E)
(E)
(E)
(E)
20'-9"
20'-9"
20'-9"
20'-9"
24'-9"
20'-9"
12'
(C)
(C)
(C)
(D)
(D)
(D)
(D)
(D)
(D)
(D)
il (D)
(D)
(E)
(E)
(E)
I (E)
(E)
I (E)
TABLE 4 a,b ANCHORS INSTALLED
INTO CONCRETE WALLS
WITH 6-INCH MIN.THICKNESS
COVER NUMBER AND TYPE
LUSL OF FASTENERS
10 3a' 0 SIMPSDN STRONG -BOLT 2
SS AT 48' O.C. (a,b)
20
S AT 48'S N S( RONG-BOLT 2
25
;6' 0 SIMPSON STRONG -BOLT 2
SS AT 48' O.C. Ca,b)
30
W 0 SIMPSON STRONG -BOLT 2
SS AT 36' D.C. (a,b)
40
;' 0 SIMPSON STRONG -BOLT 2
SS AT 36' D.C. (a,b)
50 I S AT 24 SO C,S� STRONG -BOLT G-BOLT 2
FOOTNOTES TO TABLES 3 & 4:
a, EMBED ANCHOR 3' MINIMUM
INT❑ CONCRETE WALL AND
INSTALL IN ACCORDANCE
WITH ESR-3037
b, USE 3' SQ.xY4' STAINLESS
STEEL WASHER WHEN
INSTALLING NEW WOOD
LEDGER AGAINST EXISTING
CONCRETE WALL.
c, WHERE ROOF PANEL RAIL
OCCURS, USE W DIAMETER
LAG SCREW IN LIEU OF (2)
Y4 DIAMETER LAG SCREWS,
O
N
Q O 0')
N co lf')
Z W m
U d-
O x
W U_
LU > —
Qz CD
Or
O Cn O
(OBI � �
d-
Ci�
re"',F~ws5 I�
,I
S 5885 i
06-23-16
DURALUM
IAPMO 0195
AHJAPPROVAL
REVISIONS
MPAI(I GATE I DESCRIP.M
4 STEL JOB 9 l rr1071
DATE 06.23-16 -g
Y
DRAWN BY AT
CHECKED GM 9
s
s
t
EXISTING EAVE 2
CONNECTION DETAILS
F
SH-8
3
A o B v 1' a -1 - r. -- - H I J
ALUM. 3004-H36
1.5 ,
t= 0.04"
R FASTENERS
O7 m SHEET 8
SEE TABLE 3
1.75"
ALUM.ALLOY
6063-T6
HANGER CHANNELS AND MOUNTING BRACKETS
FASTENERS,
2 740" SEE TABLE 3, SHEET 4
FASTENERS, Day
SEE TABLE 3 SHEET 8 63D; T=.060" N
.25"R -05, FASTENERS 0
FASTENERS SEE TABLE3SHEET8
SEE SHEET 4
f
¢
.2Dll
CONTINUOUSA-RAIL
ROOFPANV1
?
(WHERE OCCURS)
FASTENERS,
SEE SHEET 4
ALUM.ALLOY
6063-T6
I O ROLL FORMED n EXTRUDED HANGER / CONNECTION
`�`J HAnIr,FR
NOTE: THIS CONSTRUCTION IS LIMITED TO 30 psf
MAXIMUM. SITE -SPECIFIC ENGINEERING REQUIRED
AT ROOF LOADS EXCEEDING 30 psf.
O
Gl
0
FASTENERS,
SEE TABLE 3, SHEET 4
ALUM.ALLOY
6063-T6
oI.R. HANGER
ALUM. ALLOY
6063-T6
"H" BRACKET
(3) %Z'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
I @ 2-POST UNITS SCREW IS INSIDE
@PER
J }"
J
}
1 I
314" OR 1 1/2"Yf—
2" x 6 1/2" OR
SIDES
T — 5 — #14 SMS MAY
— BE USE AS
0 3jtl
5" MIN. 3" x 8" ALUM.
g 5 3 5•• ALTERNATE TO
1
RAFTER
1/4"0 BOLTS
3.5"3.5"'.4"
AEACH
3"x8" ALUM.�"X
OR 1 1/2"
8" BEAM
1, HEADER
U-BRACKET
❑1 OR LLU
EXISTING WOOD STUD FRAMING -
SEE NOTES01
3"x8" ALUM.
E) STUCCO
BELOW j I 6 1/2" SIDEPLATE EA.
2 )t� (E) STUCCO
RAFTER
x 3-1/2" LAG SCREWS L.L=10 psf
I I SIDE SEE POST SCHED.
0 x 3-1/2" LAG SCREWS LL.=20, 25 and 30 psf
#14 SMS EA. SIDE
PF-NEFRAT10N BRACKET
2 EACH 5/8"0 x 3-1/2" LAG SCREWS L.L.=40 and 50 psf
TOP, MID HEIGHT
3"SO- POST BETWEEN SIDE PLATES
NOTE: LENGTH OF LAG SCREW SHALL PROVIDE
(2" MIN. PENETRATION INTO EXISTING WOOD STUD)
AND BOTTOM.
THREADED PORTION OF SHANK COMPLETE
NOTE: USE LEDGER WHERE RAFTER SPACING
SEE LATERAL FORCE RESISTING SYSTEM, SHEET 11
PENETRATION INTO EXISTING CORNER STUD.
EXCEEDS EXISTING STUD SPACING. SEETABLE 3 SHEET 8.
HEADER BRACKET 2)
RAFTER TO STUD WALL CONNECTION 3
BEAM TO POST CONNECTION 8
fi
1 1/2" OR 2"LATTICE #8 S.M.S.
ALTERNATE 1/2" DOUBLE RAFTER-
#8 S.M.S. EACH SIDE
ALUMINUM MEMBER WITH
EXISTING WOOD FILL OR
DBL. 3'x8'X0,042 BEAMNOMINAL
BOLT CONNECTIO PLAN 2
LATTICE 1 1/2" OR 2"
SHEATHING
LEDGER
OR DBL, 2'x6,5'x0,032'/0,042'
I ALTERNATE:
J (NEW OR EXISTING)
BEAM
4-#14 S.M.S. EACH
SEE NOTE, DETAIL B,
RAFTER TO COL.
SHEET 8
o
CONNECT. (8-TOT.)X
OR 3"xB" RAFTER
W -
l a s
ALTERNATE: 1/2" BOLT
I o
7 1"
4,511 O 6•ALTERNATE:
A2'x6.5"
fn FASTNERS, SEE TABLE 3,
M SHEETB
5/8' 0 ACCESS
1(2)-#14
S.M.S. EACH RAFTER
HOLES
TO COLUMN CONNECTION
c Y
INSTALL 6 - #I4
4
WSERTATTACHEDOR ALTERNATE:
(4-TOTAL)
x %
3' SQ. POST--// SDS @ EACH
{2) &E.5" OR
ALTERNATE:
HEADER T❑
HEAD
3"x 3"STL.POST COLUMN (2)-3"x8"HEADER
FOR FREESTANDING
(2)- 2x6.5" OR (2)-3"x8" HEADER
": EXISTING
1" STUCCO OR EQUAL
COLUMN
(2)-112"BOLT
ALTERNATE:
(12 FASTENERS
3"x3"x0.024" (1) - 1/2" BOLT OR
2-5" PENE. INTO EACH WOOD STUD
PER
6 2"x6.5"SIDEPLATE
CONNECTOR (2)- #14 S.M.S. EACH RAFTER
C❑NNECTI❑N)
DBL. RAFTER / DBL. HEADER CONN. j
STUB COLUMN TO DOUBLE HEADER CONN. 5
IITT- STUCCO/
EXIST
DOUBLE HEADER TO
DETAIL
T DETAILLEDGER
COLUMN
CD
0
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04
Lo
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LLI >
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06- 132 6
DURALUM
IAPMO 0195
APPROVAL
11 REVISIONS
AWU( DATE DESCRIPTION
4 STEL JOB # 16-1071
DATE 06-23-16
DRAWN BY AT
CHECKED GM
HANGER CHANNELS AND
MOUNTING BRACKETS
SH - 9
9 OF 505HEE 7S
3
�I
a[
A o C o ❑ o E " -
COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS / MIN. NUMBER OF REQ. COLUMNS
TABLE 1 TABLE 2
ATTACHED ONLY ATTACHED AND
STEEL POST ONLY:
"T"BRACKET 9YSQ.POST FOOTING &ANCHOR BOLTS FREESTANDING I USE POST TYPE
W/ (4)-#14 SMS EA. SIDE OF POST F, G, H, I, J OR K
OR 1/2" M.B. THROUGH POST ALUM.'T'BRACKET USE WITH ALTERNATE FTG.
F DST POST TYPE B,C,D, OR E.
POST FOOTING SIZE SINGLLTS EMBED. CUBESIZE SO.18"DEEP 'CUBE FTG.
STEEL.'T" BRACKET OR 9" SQ. BOLTS 18" 18" SQ. 12- 1/2 DEPTH OF f I
BASE PLATE USE WITH 1T-22" CUBED (1) (2)-3/8"0 1 7/B" 20" 21" SQ. 12" FOOTING OR —`�-
POST TYPE B,C,D,E,F,G,H,J OR K. 12" MIN EMB I
(2)-3/B"0 STRONG -BOLT 2 SS
SEE TABLE 1
22"
25" SQ.
161.
EA. BRACKET TO SLAB.
23" ✓{ 24" CUBED (1)
(2)-1/2"0
3 114"
•-
I
.'
9 1/2"MINIMUM DISTANCE TO
24"
28" SQ.
20"-
EDGE OF SLAB.
25"-3D-CUBED(2)
(4}12"0
31/4"
26"
3TSQ.
23"
i
("
)
F
d
33" MINIMUM DISTANCE FROM
28"
35" SQ.
25"
L
W
~
SLAB CRACK TO COLUMN.
d
31"-34"CUBED(2)
(4)-5lB0
4'
W
Z
Q
7
(1/"MIN. EMBEDMENT)
30"
39" SQ.
28,E
fn
0-
DEIrli
4
35"-39"CUBED(2)
(4)-3/4"0
4314"
32"
43"SQ.
30"
(1-1/2"OM.B.
- - -. -
F
SLAB SHALL BE IN
p
POURED CONCRETE
40"-42'CUBED 2
4-3/4"0
43/4"
34"
47" SQ.
32"
x9" LONG, 1'
FROM END
: '` a° i;'
D-
0
Q
m
GOOD CONDITION
FOOTING SEE TABLES
()
()
36"
51" SQ,
OF POST
Z
FOR SIZE
NOTE: BOLTS SHALL BE SIMPSON STRONG-BOLT2 SS
38"
55" SQ.
37
POURED
3 1/2" MIN. SEE FOOTING
Q
(ICC-ES ESR-3037)
40"
6d' SQ.
39"
CONCRETE
SQUARE, SEE FTG.
IN BEAM SPAN TABLE
1) MAY USE EITHER STEEL T BRACKET OR
FOOTING
SCHEDULE IN BEAM
ALTERNATE FREESTANDING BASE PLATE.
42"
64" SQ.
41"
SPAN TABLES
EXISTING SLAB
ATTACHED COVERS ONLY
POSTS TO CONC. FOOTING
ATTACHED COVERS ONLY
2) REQUIRES USE OF ALTERNATE FREESTANDING
BASE PLATE.
44'
69"SQ.
43"
SQUARE
POST EMBED.
INTO FOOTING
'CUBE FOOTING VW31?SLAB
ALUM. ALLOY 3.00" OR
7511
15'1
.60"
1.5 .090" TYP.
INSTALL %' x %" 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)
g7/16"0 HO
FOR 3/8" B
ASTM A500 GRADE B
INSTALL ln' x 1Y" x Ya" HDG
WASHER PLATE AT ANCHOR°
.157'.'
TYP_
USE FOR 3" OR 4"
STEEL POSTS
CL 2- 5/16" O
NOTE: CONCRETE ANCHORS ARE SHOWN IN TABLE 1.
2 FLANGES
2 1/8" APART
BASE FLARES
TO 3"WIDE EA.
SIDE OF FLANGES
FOR 3" POST,
4" WIDE FOR 4" POST
q 1-7/16"0 HOLE
& 2-3/8" HOLES
TYP. EA. SIDE
(3)-3/4" H B
FOR POST TYPE F, G. H, I,
3" OR 4" SQ.
INSERT
x 0.188"
ASTM A500
GRADE B
STEEL
(4)- SS316 3/4"0 STRONG -BOLT 2 SS
STEEL PER ICC-ES ESR-3037
(4 3/4" EMBEDMENT DEPTH)
INSERT TO
BASE PLATE 3/16"
POST
o
INSERT 4� 1
9" SQ. X 5/8" THK. `-'
THK. BASE PLATE
(ASTM A500 GRADE B STEEL)
1 4 6}i., 1y
WELDED STEEL BASE PLATE 1 d
ALTERNATE FREESTANDING
BASE PLATE ANCHOR
CD
N
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CV CO LO
CD
W m
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C OF
06-23-16
DURALUM
IAPM0 0195
AHJ APPROVAL
REVISIONS
I. DATE DESCN 'm
4 STEL JOB>! 16-1071
DATE 06-23-16',
DRAWN BY AT
CHECKED GM
COLUMN / POST SURFACE
MOUNT AND FOOTING
EMBEDMENT DETAILS
ALUM "T" BRACKET OJ
STEEL "T" BRACKET
SH- 10
10 OF 60 SHEETS
a
3
4
I
a
a B I L, I E e F
G I J
LATERAL FORCE RESISTING SYSTEM (LFRS) FOR ATTACHED COVERS
,<:c
2"X6.5"X0.032" SIDE PLATES
Do
110 MPH
120 MPH
130 MPH
EXP. B
EXP. C
EXP. BI
EXP. C
EXP, B
EXP. C
5'
2
2
2
3
3
3
6'
2
3
3
3
3
4
7'
2
1 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
I 7
13'
4
5
5
6
6
7
a2"X6.5"X0.042"
F
SIDE PLATES
m
110 MPH
120 MPH
130 MPH
EXP. B
EXP. C
EXP. A
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.
ROL
INSULATED
TERLOCKINC
WALL
HANGER
or,
JBEAM SPLICE TO
Y OCCUR DIRECTLY OVER 5/8" H PLASTIC
POST. NOT PERMITTED PLUG WHERE
@ 6 SCREWS I @ 2-POST UNITS SCREW IS INSIDE
PER SIDE I 5 #14 SMS MAY
5.,
BE USE AS
3.5" L3_55" ALTERNATE TO
1/4"0 BOLTS
3.5"
8" BEAM
�1 OR
SEE NOTES
BELOW j I 6 1/2" SIDEPLATE EA.
I
SIDE SEE POST SCHED.
#14 SMS EA. SIDE
TOP, MID HEIGHT AND BOTTOM. 3"5C, POST BETWEEN SIDE PLATES
POST SCHEDULE
3" SQ. X .D32" + ('L)-1" X d 1 /2" X U.U.SL" 3" ->u- X .0 it
W/ (6)-#14 S.M.S. EACH SIDE. El W/ (B)-#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 2 32' O.C. MAX.
DR IRP (4 MIN. PER PANEL INTERLOCK)
OLL—FORMED
�ANEL
SEE SHEET 4
1 ROLL-FORMED
INTERLOCKING SEAM
ROOF HANGER
#14 SMS 2 32' D.C.
4 MIN. PER EF
ALUMINUM S.__._
TOP & BOTT. 0.024'
P
INSULATED ROOF PANEL
INTERLOCKING JOINT
7r
CV
CD
N CD LO
CD
Lu m
:vim
(A 0)
' O x
O W UL
CD
Q Z LLo
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CD cf) CD
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1 �
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OF CA\-\'-'
06-23-16
DURALUM
IAPMO 0195
REVISIONS
n�nrm DATE I DESCrav m
4 STEL JOB # 16.10TI
DATE 06.23.16
DRAWN BY AT
CHECKED GM
LATERAL FORCE
RESISTING SYSTEM /
MIN. NUMBER OF
REQ. COLUMNS
SH -11
11 OF 50 SHEETS
5
A B C D E o G H J
BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS
SPLICE DETAILS 11 1 BEAM TO POST DETAILS 12 BEAM TO POST DETAILS 13
1 SIMPLE SPLICE FULL MOMENT I —
I
(8TOiw.s- T II #12S-M-S. I t
TYP. THICKNESS=.035 (24TOT TYp THICKNfll55=.035"
6.38" I I
IIII � II
+ ++ + + II++ ++
ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004-H36
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 -BEAM ALUM ALLOY
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE C-SPLICE (ONE SIDE OF WEB) MAY BE USED. (6061-T6) ALTERNATE
3„ � STL. C-BEAM
TOTAL= (8)-1/2"0 BOLTS SQ. POST
11 1
SPLICE WHERE 4ii
OCCURS
070"
TYP.
(2)#10 S.M.S.@ EA.
VALLEY, TYP.
NOTCH ]-BEAM FLANGE
AS NEEDED TO CLEAR
j SQ. POST,CONNECT WEB
TO POST W/ (2) - 5/8" 0
THRU-BOLTS @ 4" I -BEAM,
AND (3) - 5/8" 0 THRU BOLTS
@ 7' I -BEAMS
H - BRACKET TO POST
3" x 8" x .042" BEAM,
3" SO. STEEL OR
MAG BEAM.
MOMENT C-SPLICE
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE- C-SPLICE (ONE SIDE OF WEB) MAY BE USED.
ALUM.ALLOY
6D63-T6
4" I -BEAM
SPLICE WH
OCCU
C
1 .00
2.00"
0
O 0
3;n„
L_
itY0
4
Q
a
O O
16„ v,
3 -0"
ALUM.ALLOY
6063-T6
7" I -BEAM
1 %2" SQ. OR 2" LATTICE TUBE
ALUM. ALLOY 3105-H25
1.50" 1.50"
.28" � 2„
.018"
MOMENT C-SPLICE
2"xY LATTICE TUBE
ALUM. ALLOY 3105-H25
I
.28" - 3' 24P
1
(6)-#14 SDS @ EA. SIDE
TOP & BOTT. TOT.=24
X 3" ALUM. OR
TEEL POST
LATTICE TUBE TO RAFTER
#8 x 2 "SMS, 2 112"
1 1 /2" SQ., 2" SQ.,
OR 2"x3" LATTICE
@ 3" O.C. MIN.
^ TO 6"O.C. MAX.
^� OPTIONAL DECGRATf V E FASCIA
( WOOD, ALUM. OR HAR D60R O )
SQ POST 11TOTAL) * EACH SIDE OF 3"
ALTERNATE: 1/4"0 BOLT WI WASHER
EA. SIDE OF 3" SO. POST
+
O
+I
2351" 3" SO. POST
4414 x 10 S.M.S. EACH SIDE OF 3"
SO: POST (&TOTA
ALTERNATE: 1/4"0 LT WI WASHER
EA. SIDE OF 3" SO. POST
UTTER FASCIA
3.Oo" 3" 50, POST LMAG BEAM
GR 24O' 3"SQ, STU BEAM
RAFTER "TAIL" TO GUTTER
NOTE: THIS DETAIL IS LIMITED TO 10, 20 & 30 psf
ROOF LIVE AND SNOW LOADS
"L"
FASTENERS
1'4'
4-#14SDS
2'-0"
6 - #14 SDS
T-0"
12 -#14 SDS
FASTENER SPACING = 3/4"
FASTENER TO FASCIA- SEE TABLE
— FASTENER TO RAFTER TAILS -SEE TABLE
OPT1 ONAL LATTICE TUBES
AT OVERHANG
#14 x 1/2" S.M_S. TOO/ALUM-BIRACKETX
& BOTT. (2}TO
5112"GROUP
ROOF PANELFASTENER
ROLLFORMED OREXTRUDED
GUTTER
#14 S.M.S. Q12"O.C.
FASCIA
6 1 /2"x2'x.024::��
Z'
1"
"L" SEE TABLE
RAFTER
"U" BRACKET - RAFTER TO BEAM
3.125" FOR 3x RAFTER
2.125" FOR 2 x RAFTER
t = .040" @ 6063-T6
1 112"
(6) -#14X Y4"TEK SCREWS
BRACKET TO RAFTER
(6) - #14x %4" TEK SCREWS
BRACKET TO BEAM
o
r
0
2
B D R H
HOW TO DETERMINE TRIBUTARY WIDTH TO WALL HANGERS LEDGERS AND SUPPORTING BEAMS
TRIBUTARY WIDTH TABLE
CLEAR SPAN (FT.)
O.H.
6
7
8
9
10
11
12
13
14
15
16
1 17
18
19
20
21
0
3
4
4
5
5
6
6
7
I 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'
5
6
6
7
7
8
8
9
9
10
10N
11
12
12
NP
31
-
7
7
8
8
9
9
10
10
11
11
12
NP
NP
NP
4'
-
-
-
9
9
10
10
11
11
12
12
NP
NP
NP
NP
5'
-
f -
-
-
-
11
11
12
12
NP
NP
NP
NP
NP
NP
NP - NOT PERMITTED - SITE SPECIFIC ENGINEERING REQUIRED
PROJECTION`
CLEAR SPAN
O.H.
TRIBUTARY TRIBUTARY= h
WIDTHITO
1/2SPAN+O.H.
9
NOTE: TRIBUTARY ON MULTIPLE SPANS IS
FOI )Al CENTER SPAN TO CENTER SPAN
--�� `-- #14 x 3 1/2" S.D.S. SCREW AT HANGER CHANNEL
lil FAN BEAM AT BEAM
ALUM. ALLOY 6063-TS ATTACHMENT AT HEADER ATTACHMENT AT HANGER CHANNEL
K
cli
Lj O
cV co L
W m co
l �o�
w>—
Q O L
�o
o
~ CV C7
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II�I� J"°°" ••1� I
c OF Cq
06-23-16
DURALUM
IAPMO 0195
AHJAPPROVAL
REVISIONS
MNOI DATE DESCRh—. M k
4 STEL JOB # 16-1071 j
S
DATE DE23-16 -
DRAWN BY AT '
CHECKED GM
HOW TO DETERMINE
TRIBUTARY WIDTH &
FAN BEAM DETAILS
SH -13
13 OF 5D SHEETS
6
B
A C D p F G H I J
ATTACHED & FREESTANDING SOLID COVERS - 10 PSF LIVE LOAD - 110,120,130 MPH - EXP. B & C
7" I -BEAM 7" I -BEAM
G W/ (1) "C" INSERT W/ (2) "C" INSERTS 1DBL. 2"x6.5"x0.042" DBL. 2"x6.5"x0.032'_ OR 3"x8"0.042" BEAM
} ATTACHED SOLID
I FREESTANDING SOLID ATTACHED SOLID
FREESTANDING SOLID
ATTACuHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
MAX.COLSPACING
SPACING
H9 MAX.POST
�o
FTG.
MIN.
MAX.POST
FTG.
MIN, MAX.POST
FTG.
MIN.
MAKPOST
FTG.
MIN.
MAX.POST
FIG.
MIN.
MAX.POST
FTG.
MIN,
MAX -POST
MAX.POSTkFG,
MIN.
MAX -POST
MAX.POST
FTG,
MIN.
�o
ON SLAB
m - SPACING
(IN.)
POST
SPACING
(IN.)
POST SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
SPACING
POST
SPACING
SPACING
(IN.)
POST
m
(2),(3)
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE (SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE,
FOR DBL.
FOR3"x8"TYPE
FOR DBL.
FOR3"xS"
(1)
TYPE
2'k6.55cD.D32'
BEAM
25t6.Sx0.
BEAM
13' 7"
5' 26'-9"
23
E
24'-4"
32
G 29'-6"
24
E
26'-1 "
33
H
16'-0"
20
B
16'-0"
29
G
13'-2"
13'-8"
B
13'-2"
13'-8"'
27G
5,
O
26'-9"
26
23'-8"
34
H 29'-6"
27
26'-2"
35
1-
1.6'-0"2
15'-3"
a0
12'-T'
2'-10"
12'-3"
1t-7"
2911'-4"
6' 25'-3"
24
E
23'-0"
31
G ;27'-9"
25
E
25'-3"
32
G
14'-7"
20
B
14'-7"
28
G
'12'-1"
12'-6"
B
'12'-1"
12'-6"
27G6,
25'-3"
27
22'-4"
33
H 27'-9"
28
24'-7"
34
H
14'-7"
23
14'-0"
29
11' 6"1'-9"
11'-2"
11' fi"
28
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7, 24`-0"4,-0"
228.
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21'-
333
G 26
229
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24'- 23
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13 6
223
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13'-6"3'-0"
229
G
11'-2"0
11'
222
B
11'-1"0
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227
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7
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27
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21
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12'-8"
28
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10'-6"
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20
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10'-6"
10' -10"
27
G
8
23'-0"
29
20'-3"
32
25'-3"
30
22' 4"
33
12`-B"
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12'-2"
28
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27
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24'-3"
H
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12'-0"
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12'-0"
29
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9'-10"
10'-2"
21
C
9'-10"
10'-2"
27
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30
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33
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31
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34
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29
9' 4"
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23
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27
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10' 21
231
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19' 48'-10'
333
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35
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28
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11'-4"
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27
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11' 20'-8"
28
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18'-9"
34
22'-9"
29
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35
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10'-1
30
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10`-4"
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23
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28
12'
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30
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13'-8"
20
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29
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28
23'-1"
36
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29
25'-4"
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14'-10
22
14'-7"
31
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1'-8"
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12'-3"
11'-5"
30
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335'
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336
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21'-9"
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24'-0"
34
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13'-6"
21
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11'-2"
11'-7"
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28
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23'-8"
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22'-9"
35
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23
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30
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33
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12'-$"
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12'-8"
28
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10'-6"
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10' 6"
10'-10"
27
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31
19'-9"
34
25'-0"
32
21'-9"
35
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11'-10
24
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30
1 O'-0"
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9'-9"
9'-1"
28
9
28
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20'-1"
33
24'-3"
H
29
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22'-1"
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12'�-0"
22
C
12'-D
29
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9'-10"
10'-2"
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34
24'-O"
33
21'-0"
35
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11'-2"
24
11'-D"
29
9'_4"
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6'-9"
10' 21'-4"
28
E
19' 4"
34
H 23'-6"
29
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21'-4"
35
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22
C
1 V-4"
299'
4"
9'-2"
9'-2"
28,
106;_2,
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32
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2d-2"
34
10'_8"
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10'-4"
29
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9'0"
8'-4"
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28
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11,20'
233
E
18'-17-9
334
22'-,-6"334
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20'-89'-7"
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10 1101,
225
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10'-191110"
329
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9' 0"8'-7"
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11'
20'_4"
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10'-2"
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12' 20' -1"
30
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18'-3"
35
I 22'-1"
31
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20'-1"
36
J
10'-4"
23
E
10'-4"
30
G
8'-7"
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22
C
8'-7"
7'-8"
28
G
9'-10`
34
17'-3"
34
21'-10'
35
19'-1"
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9'-9"
26
9'-6"
30
8'-2"
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24
12'
ATTACHED SOLID
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FREESTANDING SOLID ATTACHED SOLID
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}
SP SPACING
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22
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15'-7"
32
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13'-21
13'-1"
20
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13'-2"
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22' 4"
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06-23-16
DURALUM
IAPMO 0195
AHJ APPROVAL
REVISIONS
nata I CAre DESCFUF-."
4 STEI_ JOB # 16-1071
DATE 06-23-16
DRAWN BY AT
CHECKED GM
SOLID COVERS ATTACHED
& FREESTANDING BEAM
SPANS, 10 PSF L.L,
110-130 MPH
SH -16
16 OF 50 SHEETS
1
2
A D F c: a H l
ATTACHED & FREESTANDING SOLID COVERS - 10 PSF LIVE LOAD - 110,120,130 MPH - EXP. B & C
3"x8x0.042" BEAM
3"x8x0.042" BEAM
DBL. 3"x8"xO.042" BEAM DBL. 3"x8"x0.042" BEAM
L DBL. 3x8"x0.042" BEAM
M W/ 14 GA. STL. INSERT
N W/ 12 GA. STL. INSERT
W/ DBL. 14 GA. STL. INSERT P W/ DBL. 12 GA. STL. INSERT
r ATTACHED SOLID FREESTANDING SOLID
ATTACHED SOLID FREESTANDING SOLID
ATTACHED SOLID I FREESTANDING SOLID
ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID r _
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334
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27' 8`7'-0
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17' 8"
31
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22'-9"
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16'-41
31
22'-0"
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15' 3"
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16'-0"
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20'-7"
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20'-7"
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(SPAN)
(i)
(SPAN)
(1)
I
19'-3"
22
C
i9.3..
32
18'-4"
22
1$'-4"
3
G
20'-1"
22
-
20' 1"
32
G
25'-1
24
E
25'-13'10
336
H 28'
228
E
27
337
K 5'
O
13' 7"
5'
16'-6"
24
B
16'-1"
32
G
17' 4"
24
C
17'-0"
33
H
19'-0"
25
C
18' 6'
' 3
H
24'-4"
27
K 26'-8"
26'-1"
r
17'-7"
23
17 7"
31
16, 91,
22
16'-9"
31
18'-4"
23
16-44'
3i
G
23'-8"
25
E
23'-82
335
H
229
E
5'
336mi
6'
11,�„
6'
'"4'-B'
C
32
G
5'-10'
25
C
15'-6"
32
G
1T-4"
28
C
17'-Q"
33
- H
22'-3"
28
g„
125' 24' 4"
23'-9"
16'-3"
23
16'-3"
30
15'-7"
23
15'-7"
30
17'-1"
23
17`-1"
31
Z2`-0"
26
E
22'-0"
33
24'-0"
H
26
E
24'-0"
34
`'58'-6"
7,
9`-8'
7 14'-T
25
�'
13'-8"
31
G
T4'-B"
26
C
14'-4"
31
G
16'-1"
26
E
15`-8"
32
G
20'-8"
29
20'-2"
34
22-7"
29.
22'-1"
$' 15' 3"
Z4
E
15'-3"
3Q
14'-7"
23
14' 7'
29
16'-0"
24
15'-0"
30�
G
2017'26E
20`-
3
H Z2' 211
23o
E
22'
334
8'
13'-1 "
26
C
7 2'-9"
30
G
13'-9"
26
E
13'-6"
31
G
15'-i "
27
E
14'-8"
$'-10"
34
-2,
2Q -8„
g} T4'-4"
24
14 4"
30
13' y,'
24
13'-9"
36
15'-1"
25
15'-1"
31~
G
T9E
19'-47'-10'
33a
H 2i'-2Q,
231
E
21'- 1�,-6
34
H 91
7,_7„
12'-4"
26
E
2'-1"
30
G
13 0
27
E
i 2'-8"
30
G
14'-2"
27
E
13'-10.,
Y1
H
0,
1
U)
13' 8"I
227
13'-8"1,-6"
330
13
227
13'_1 "21
330
G
14'
228
E
14'-i13-2"
331
H
18
E
-17,_0"
3
H2Q'-1��0231E
zQ' 118
33
H 10a-
6'-9"
10' 8"
E
G
12'-4"
E
1..
H
13'-6"
—
33
6'
13!-1'
25
13'-1"
31
12'-6"
25
12'-8"
31
G
13'-8"
25
13'-8"
31
H
17-7
2a
E
17'-7"
33
19'-2"
H
28
E
19'-a"
34
11'
C:)
6'-2"
11'
11 -2
27
E
11'-0"
3Q
H
11'-9"
28
E
11'-6"
30
H
12'-10"
28
E
12'-7"
31
16'-7"
31
16'-2"
33
18' 1"
32
17'-8"
34
T"
51_8„
12' 12'-6'[]'
22T
E
1Z'-6'0'-6"
330
H
12'-Q11+-3"
228
E
T2'-0"i'-1"
330
H
13'-112
229
E
13'-12,_1..
3S2
H
16'-
231
E
116'-g'"5'-6
333
H
232
E
18'�17+{1"
334
I 12'
8"
4"
5'-1Q"
118'�iT' 4"
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLID
ATTACHED SOLID
FREESTANDING SOLD ATTACHED SOLID
r
FREESTANDING SOLID cc
SPACING
o MAX.POST
FTG.
MIN.
MAX.POST
FTG.
MIN,
MAX.POST
FTG.
MIN.
MAX.POST
FTG-
MIN.
MAX.POST
FTG.
MIN,
MAX.POST
FTG,
MIN.
MAX.POST
FTG.
MIN.
MAX•POST
FTG,
MIN. MAX.POST
FTG.
MIN.
MAX POSTr(I(N
SPACING.)
G.
MIN.
POSTSPAN)
Q
ON SLAB
m SPACING
(IN.)
P+?S7
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
P057 SPACING
(IN.)
POST
TYPE
(SPAN))
TYPE
RIP (3}
(
(1)
TYPE
(SPAN)
(1)
TYPE
SPAN
( )
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE (SPAN)
(1)
"
36
J 4"
26
27'-3"
338
13'-7"
5' 18'-4"
23
C
18'-3"
33
H
18'4"
23
C
18'-0"
33
H
2T-1"
24
C
19'-81,
34
H
25'-1
26
E
25'_3'•
28'
E
0,
K 5
O
15'-1"
24
B
14'-9"
33
16'-0"
25
B
15_7„
34
1T-4"
26
17'-1"
35
I
22'-4"
28
1'-1Q'
37
K 24' 6"
29
t
16'-9"
24
16'-9"
32
T6'-9"
24
16'-6"
32
G
1$'-4"
24
18'-Q"
33
H
23'-8"
26
E
23' -1"
35
I 25'-T
21
E
25'-3"
35
J
6
11'�"
6'
T3'-10"
25
C
13'-6"
32
G
14'-7"
28
C
14'-3"
33
H
15,-10'
26
C
15'-7"
34
20'-6"
29
0'-1"
38
K 22'4"
30
1'-10"
37
K
15'-7"
24
15'-6"
31
15'-7"
24
15'-3"
3
17'-1"
25
16'-8'
32
G
22'-0"
27
E
21' 6`8,
35
H 24'•2Q
230
E
23'-20.3
336
1
7
g, 8„
7'
12'-9"
26
C
12'-7"
32
G
13'-6"
25
C
13'-2"
32
G
14'-9"
27
E
14'-6"
33
H
19'-0"
29
7"
1 9+'
"
J
8` 14'-7"
25
E
14'-6"
31
14'-7"
25
E
14'-3"
31
16' 0"
25
E
15'-7"
32
20'-7"
28
E
20'-1"
34
H 2�SP129
E
22 0"
35
8*
8' 6"
12`-0"
26
C
11'-9"
31
G
12' 8"
27
C
12'-4"
32
G
13'-10'
28
13'-6"
32
H
17'-9"
30
1T 4"
35
I
19'-0"
35
JH
C
g' 13'-9"
25
13'-8"
30
H
13'-9"
25
13'-5"
30
H
154-1"
26
14'-8"
31
19'-4"
28
E
19' 0"
33
21' 2"
H
29
E
2Q'-8"
34
9,
7-7
1' 4"
27
E
11'-1"
31G
12'-0"
27
E
11'-8"
31
G
13'-1"
28
E
12'-9"
32
H
16'-9"
31
1ii 4"
34
18' 4'
32
LL
(n
26
13'-0"
30
H
13'-1"
26
124-9"
30
14'-3"
25
E
14'--0"
31
18' 4"
29
E
18'-0"
33
H 20'-1"
3Q
E
19'-89
33510,
6'-9"10'13'-1"
27
E
10'-7"
3Q
G
i'-0"
28
E
11'-7"
31
H
12'4"
29
12'-1"
31
H
jr'-Q"
31
15'-7"
34
17' 4"
32
T 1"
11' 12'$"
26
12'-6"
25
12'-2"
31
13' 8"
27
E
13'4"
31
17'-T'
29
E
17'-24
333
E
18'-�'6'
34O
11'5'-8"
6'-2"
10 -3"
28
E
31
H
0 -10'
28
E
i 0'-7"
31
H
11 `-10'
29
11' 7"
�1
H
15'-2"
32
1Q
M
3"
12' 72'-9'-10"
228
E
r2'-Bp'3T
331
H
12'-0"0,-4"
229
E
11'-6"0'-1"
331
H
13'-111
230
E
12'-91'-1"
331
H
16'-�'4,-7"
332
E
1E'-64.-3...
333
E
1s'-Q16-7"
3 4
I
12'
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N
CD
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OF CALIF[$`
06-23-16
DURALUM
IAPMO 0195
AHJAPPROVAL
REVISIONS
rnaR" DATE DESCRION
4STELJOB >F 115r1071
DATE 06-23-76
DRAWN BY AT
CHECKED GIA
SOLID COVERS ATTACHED
& FREESTANDING BEAM
SPANS, 10 PSF L.L,
110-130 MPH
SH -17
17 OF 50 S HEMM
5
0
6
A n C D "
o F
BEAM TYPES ATTACHED & FREESTANDING LATTICE COVERS - 10 PSF LIVE LOAD - 110, 120,130 MPH - EXP. B & C
3" SQ.0.032" ALUM. BEAM DBL. 2"x6.5"x0.032" TW"x0.042" BEAM
W/ 12 GA. STL. "U" CHANNEL I OR In'
ATTACHED FREESTANDING ATTACHED FREESTANDING
6.5"
).032" SPACINGMAX.COLN1A?f,PCST NIAX.POST MAX -POST MAX.POST FTG•
SPACING D2 MAX.POST FTG. MIN. MAX.POST FTG. MIN. FTG. MIN. MIN. �❑
T=12 G0. ).042 8 0. ON SLAB �3 SPACING (IN.) POST SPACING (IN.) POST FOR SPACING
NG. FOR SING, (IN.) POST SPACING FOR LING (IN.) POST m 3
ASTMA65355 (2).(3) F (SPAN) (1) TYPE (SPAN) (1) TYPE xk5.5'xo.p32" BEAM (1) TYPE FORTx6,5•x0.032' BEAM (1) TYPE
tRADE 50 G6o 3,0" 0.042"
032"• �• 13'-T" 5' 16'-9" 15 B 14'-7" 29 G 74'-1 15'-4" B 15 14'-1 15'�" 28 5,
ALUM.-2 0„ f 4.0"� O 16'-9" 17 14' 7" 31 H 7 4'-1 fl" 15' 4" 17 14'�„ 15'_ 1 ' �0 G
-+- MAX. r 11'�" 6' 15'-3+' - " 16 B 13'-3" 28 G 13'-T' 14'_1" B 15 13'-7" 14'-1" 28 G 6,
I r 15 3 18 9 3'-3" 3D H 13'-7' 14'-1 " 17 13'-3' 1 T' q.. 29
DBL 2"x6.5"x0.032" 14'-2" 16 12'-4" 28 12'-7" 13'-1" 15 12' 7" 13'-1" 28
I ALUM. ALLOY 3004 Has -� 7 14'-2" 18 B j 2' 4" 3o G 12'-7' 13'-1" B 17 12'-3' 12' 9" 29 G 7'
3.0"
3" SQ.x0.032" ALUM. BEAM OR EQUAL d-7
8, 13'-3" 16 11'-7" 29 11'-9" 1 Z`-3" 16 11'-9" 12'-3" 28 $,
W/ 12 GA. STL. "U" CHANNEL DBL. 2"x6.5"x0.042" 3"x8"x0.042" BEAM 13'-3" 19 B 11'-7" 29 G 11'-9, 12'-3" B i 6 11'-6" 12'-O" 28 G
E -- `I ALUM ALLOY 3004-H36 ALUM. ALLOY 3004H36 + 12'-7" 17 11'-0" 29 11'-2" ill -7" - 16 11'-2" 11'-7" 29 I
GRADE 50 Gso OR EQUAL OR EQUAL IL9 12'-7" 19 C 11'-0" 29 G 11'-'�' 11'-7" B 7 8 1fl'-10' 11'-3" 28 G 9
10, A211D' 4" 30 1O'T' 1 V-D" B 16 10'-7" 11'-0"G 10'rrl25iD 4" 30 1 D'-7' 11'A" 19 10'-3" 7 0' 8" 29 9'-10" 30 10'-1» 10'-6" 17 10'-1" 10'51,�+O 6-2 11 C 9'-10" 30 Fi 70'1' iD'6" B 19 9'-10' 10'-1" 29 l7T=12 DR 12, C s,_6,� 5 330 H 9 -$" 9 $ �'-8" 9 8' C 119 9,�„ 9'-5„ �,�.,g z 229 G 12'
1- GA.
7,875" ASTM
A653 SS
GRADE
50 G60 ATTACHED FREESTANDING ATTACHED FREESTANDING ¢
T MAX.COL. FF= MAX.POST FTG. MIN. MAX•POST FTG. MIN. MAX.POST MAX.POST FTG. MIN• MAX.POST MAX.POST FTG, MIN. �o
SPACING �� SPACING SPACING SPACING SPACING I o
ON SLAB 5!;! SP^CING G.
POST SPACING (IN.) POSTFOR DBL. FOR 3"x6" (IN.) pOST FOR DBL. FOR 3'ke" (IN.) OST 03
0 " fi25" (2) (3) H (SP N) (i) TYPE (SPAN) (i) TYPE Z'K&'x0.tl32' BEAM (1) TYPE 2'x6.5'x0.D32" BEAM (1) TYPE
2.g75' 1 T-7" 5' 16'-9" 15 B 14'-7" 31 H 14'-1 " 15'4" B 15 14'-1 15-4' 30 G 5
O 18'�" 18. 14`-7" 33 J 14' 8" 15' 2" 18 14'-V 14'-7" 31
3W'W.042"BEAM N i5'-3" 16 13'-3" 30 H 13'-7" 14' -1" 16 1T-T- 14'-1" 29 11'�" 6 B B G 6,
j I W/ 14 GA. STL. INSERT 15'-0" 19 13`-3" 32 ! 13'-4" 3'-10" 78 -1D" 31
�� — l--3.0"—I ASTM A653 GRADE 5D G60 I B'_�" 7' 14'`2" 1? B 12. " 29 G 12'-7" 13'-1" B 15 12'-7" 13'-1" �9 G 7
3'-10" 19 12`4" 31 1 12'-4` 2'-10' 19 12'-0'30
3"x8"x0.042" BEAM 13'-3" 17 11'-7" 29 G 11'-9" 12'-3" 17 11'-9" 12' -3" 28 G 8,
DBL. 3 W'W.042" BEAM W/ 12 GA. STL_ INSERT 8,�„ 8 13'-0" 20 B 11'-7" 31 H 11'-8" 12'-1" B 19 11'-2" 11'-7" 30
ALUM. ALLOY 3004-H35 ° ASTM A653 GRADE 50 G60 J 7,_7 , 9' 12'-7" 18 11'-0" 29 G 11'-2" 11'-7" 17 11'-2" 11'-7" 29 9'
OR EQUAL NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS LL 1�-+� 2p 11'-D�� 30 H 11'-D' 11'-4" B 2D 10'-7 11'.�0" 29 G
SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED 6'-10" 1 �, 12'-D" 18 10'-4" 30 G 1 D'-7" 11'-D" 17 110). 7 1 1'-0" 29 ,
THE FULL LENGTH OF THE T' KB" BEAM. n 1 1'-$" 21 C 10'�•4" 3fl H 1 D'-6" 1 D'-9' B ZO i D'-1" 1 p'29 G 10
LL 1V-4' 18 C 9'-10"• 30 H 10'-1„ 10'-5" B 17 10'-1„ 10'-5" 29 G 11'
FOOTNOTE: SAMPLE" O 11'-2" 21 9'-1 D" 30 10'-0 1 D -3" 20 9'-7" g'_6" 29
r' � 10'-1 18 9'-6" 30 91-$" 18 9'-$" 9'-8" 29 ,
FIGURE INDICATES 5'-8" 12 10'-8" 21 C 9'-6' 31 Fi 9,-7" 9'-4" C 21 9'-2" 8' a" 30 G 12
EXPOSURE B FF" FIGURE IN
T=120R
EXPOSURE C 14 GA.
WHERE ONLY ONE FIGURE SHOWN INDICATES EXP. B & C. ASTM
A653 SS ctf ATTACHED FREESTANDING ATTACHED FREESTANDING
GRADE L�,4" = SPACINGMAX.COLH o MAX -POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST MAX.POST FTG. MIN. MAX.POST MAX.POST FTG. MIN. j p
So G60 SPACING
0— ON SLAB m3 SPACING (IN.) POST SPACING (IN.) POST SPACING SPACING (IN.) POST SPACING SPACING (IN.) POST m
•042" (2) (3) F (SPAN) (1) TYPE (SPAN) TYpE FOR DBL. FOR3"xB" 1 TYPE FOR DBL. FOR 3"x8" 1 TYPE
FOOTNOTES TO ALL SPAN TABLES: nP (1) 2"�d6s'xtl.o3T BEAM () TxB.S"x0.0 BEAM () r
1. FOOTING SHOWN REPRESENTS LENGTH OF 1 3,-7,e 5, 16, 91, 17 14'-7" 32 ! 14'-1 " 15'-4" 16 14'-i " 15'-2" 31 G 5,
EACH SIDE AND DEPTH OF CUBED FOOTING WITHOUT SLAB. O 7 5'-D" 19 B 14'-7" 34. J 14' 4" 14'-10' B 19 13'-8" 14'-2" 33 H
WHERE SLAB OCCURS, CUBED FOOTING SIZE M 15'-3" 18 13'-3" 31 1 13'-7" 14' 1" 17 13'-7" 13-1 31
MAY BE REDUCED 6" EACH SIDE FOR FREESTANDING ONLY. I I I� r- 1 V-4" 6' B B G g'
�3.0"—f-30'--€-3.D"�[ 13'-9„ 20 13`.3" 34 J 13'-1" 13'-7" 19 12'-5' i3-0" 82
2. THE MAXIMUM COLUMN SPACING ON EXISTING SLAB MAX. 1 9, 9„ 7, 14'-2" 18 12'�-4" 31 H 12'-7" 13'-1" 17 12'-7" 12'-1 " 30
SHALL BE THE SMALLER OF THE MAXIMUM SPACING DBL. 3"x8"x0.042" BEAM 12'-9" 20 B 12'�" 33 J 7 2'-2" 12'-7" B 20 11'-7' 1 z'-1" 31 G 7'
SHOWN IN THIS COLUMN OR THE MAXIMUM POST W/ DBL. 14 GA. STL. INSERT 13'-3" i8 11'-7" 30 H 11'_9" 12' 3" 18 11'-9" 12'-7" 29
SPACING SHOWN FOR THE SELECTED BEAM. 0 8'�' $ 11-10' 20 B 11`-7" 32 J 11'-4" 11'-9" B ZO 10'-10" 11'-3" 31 G $
3. THE SLAB SHALL BE A MINIMUM 10'-O" WIDE BY THE ASTM A653 GRADE 50 G60
MAXIMUM COLUMN SPACING MEASURED AT THE "'� 7,-7„ 9' 12'-7" 19 11'-D" 3D H 11'-2" 11'-7" 1$ 11'-2" 11'-0" 29 9,
COLUMN AND SHALL NOT CONTAIN ANY CRACKING FOR DBL. 3 W'W.042" BEAM 11'-3" 21 B 11'-0" 32 I 7 0'-9" 11'-2" B 21 1 D'-3" 10'_8' 30 G
25 & 30 psf. THE DISTANCE FROM COLUMN TO SLAB W/ DBL. 12 GA. STL. INSERT , 12'-0" 19 C 10'-4" 30 H 10'-7" 11'-0" 18 1 D'-7" 1 o'-9" 29 ,
EDGE SHALL BE s 1/4"MINIMUM. 0- 8'_1 D„ 10 10'-8" 21 B 10'-4" 32 G 1 O'-2" 1 D'-7" B 21 9'-9" 9'-10" 30 G 10
ASTM A653 GRADE 50 G60
6'-2" 11' 1V-4" 19 C 9'-10" 30 H 10'-1" 1D' 6" B 19 10'-1" 10'-3" 29 G 11'
SEE ALTERNATE FOOTING TABLES NOTE: WHERE 12 AND 14 GA STEEL INSERTS OCCUR AS O 10'-2" 22 9'-10" 32 I 9'-9" 9'-10` 21 9'-3" g'_0" 31
SHT. 9 FOR ATTACHED COVERS SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED v— „ D -1 +' 20 9'-6" 31 H
THE FULL LENGTH OF THE 3'M" BEAM. 5'-8 12 9'_8" g'.g" 1 Q 9'$" g'�' 29 '
9'-9" 2Z C 9,-8" 33 J 9'-4" 9'-1" C 22 9'-D" g'_3'+ 31 G 12
7V
=Iyy CV
li O CD�
N CD Ln
CN W m On
Q L- Q a'
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L
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OF CA0V
06-23-16
DURALUM
IAPM0 0195
AHJAPPROVAL
5
REVISIONS 4
MART(
DATE
DESCRIPTOR
4 STEL JOB R 16-10T1
DATE 06-23-16 `
DRAWN BY AT
CHECKED GM
LATTICE COVERS ATTACHED
& FREESTANDING
BEAM SPANS,
10 PSF L.L, 110-130 MPH F
SH-34
34 OF 50 SHFFTS
" B . C " n o F e
e G " H
ATTACHED & FREESTANDING LATTICE COVERS - 10 PSF LIVE LOAD - 110, 120,130 MPH -EXP. B & C
3"x8"x0.042" BEAM
3"x8'W.042" BEAM DBL. 3'W'W.042" BEAM
DBL. 3"x8"x0.042" BEAM
DBL. 2"x6.5"x0.042" L
W/ 14 GA. STL. INSERT
N W/ 12 GA. STL. INSERT r+,� WI DBL. 14 GA. STL. INSERT
>- ATTACHED
FREESTANDING ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING ATTACHED
FREESTANDING c =
=
SPACING
�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.
NIAX.POST
FTG.
MIN.
MAX.POST
FTG.
MIN. MAX -POSTkFG�.
MIN-
MAx-POST
FTG.
MIN.a-
ON SLAB
m9SPACING
(IN.)
POST
SPACING
(IN.)
POST SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST SPACING
POST
SPACING
(IN.)
POST(2).(3)
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)TYPE
(SPAN)
(1)
13'-7"
5 18'-0"
15
B
18'-D"
29
G 27' S
16
B
21'-8"
31
G
20'-9"
16
20' 9"
31
G
22'-8"
17
B
22' 8"
31
G 29'-2"
C
28'-2"
33
N 5'
E1'
O
18'-0'
18
17'-6'
31
�1 8
19
21'--2
33
H
20'-9"
18
20'-2"
3?
H
?_2'-5"
i9
22'-1"
33
H Lp'-2"
28'�"
�6
4"
6 416B
16' 4'
29
G i 9'-9"
17
C
7 9'-9"
30
G
19'-0"
17
B
19'-0"
3b
G20'
8"
17
C20'-8"
31
G 26'-8"
E26'-
335
H (6'
16' 4'
18
16'-0'
30
19 9
1919'-3
32
19'-0"
99
18'-5"
32
20, 8"
20
20'-2"'
32
26'•6"
6'-0"
9,_g,.
�, 15'-2"
16
B
15'-2"
29
G 18`-4"
17
C
18`-4"
30
G
17'-7"
17
C
17'-7"
30
G
19'-2"
18
C
19'-2"
31
G 4'-8"
19
E
24'-24'-1"
334
H 7
15'-2'
19
14'-i0"
3p
18'�"
2D
17'-10'
31
17'-7"
79
17'-7"
31
19'-2"
20
19`-2"
32
24'-8"
22
J
8'-6"
$' 14'-3"
174
B
14'-3"
29
G 17'-2"
18
C
1 T 2"
31
G
1 fi' 6"
18
C
16'-8"
31
G
18`-0"
18
C
18'-0"8
331
G 23'-
222
E
23' �'-7'
333
Fi 8'
14'-3
1
13'-1 p'
29
1 T-2'
20
9 6'-9'
31
16'�"
20
16'-1"
31
18'-0'
21
-0
3'•2'
J
7 -7
9 13' fi"
17
C
13' 6"
3D
16' 3"
G
18
E
16'-3"
31
G
15'�"
18
C
15' 6"
31
G
17' 0"
18
E
17'-D"
32
21'-1
G
20
E
21'-1 "
34
Fi 9'
13'-6'
19
13'-1'
30
16' 3"
27
15' 9"
31
15'-6"
20
15'-2"
31
17'-0"
21
17'-0"
31
2T-10'
23
1'-3"
34
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AHJAPPROVAL
` REVISIONS
MARK I DATE DESCPoPION
4 STEL JOB R 16-1071
DATE 06-23-16
DRAWN BY AT
CHECKED GM
LATTICE COVERS ATTACHED
& FREESTANDING
BEAM SPANS,
10 PS L.L, 110-130 MPH
SH - 35
OF 50 SHEETS
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