BPAT2016-0019t
a �
78-495 CALLE TAMPICO
'
LA QUINTA, CALIFORNIA 92253
Application Number:
BPAT2016-0019
Property Address:
81155 GIACOMO WAY
APN:
767780005
Application Description:
KLAEB / PATIO COVER
Property Zoning:
Application Valuation:
$2,500.00
Applicant:
VALLEY PATIOS INC DBA VALLEY CONCRETE &
37897 CHESTERFIELD STREET
INDIO, CA 92203
`L`tY'of (u''Qwnfw
COMMUNITY 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: License No.: 937811
Date: Contractor:_ v 1
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
VOICE (760).777-7125
FAX (760)777-7011
INSPECTIONS (760) 777-7153
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 th work for which this permit is issued.
I have and wiil maintain workers' compensation insurance, as required by
Section 3700 of the Labor Code, for the performance of the work for which this permit
is issued. My workers' compensation insurance carrier and policy number are:
Carrier:- Policy Number: _
I certify that in the performance of the work for which this permit is issued, I
shall not employ any person in any manner so as to become subject to the workers'
compensation laws of California, and agree that, if I should become.subject to the
workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith
comply with those provisions.
n �
Date: Applicant:' )
WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE I LAWFUL,
AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO
ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF
COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE'LABOR CODE,
INTEREST, AND ATTORNEY'S FEES.
APPLICANT ACKNOWLEDGEMENT
IMPORTANT: Application is hereby made to the Building Official for a permit subject to
the conditions and restrictions set forth on this application.
1. Each person upon whose behalf this application is made, each person at whose
request and for whose benefit work is performed under or pursuant to any permit
issued as a result of this application , the owner, and the applicant, each agrees to, and
shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and
employees for any act or omission related to the work being performed under or
following issuance of this permit.
2. Any permit issued as a result of this application becomes null and void if work is
not commenced within 180 days from date of issuance of such permit, or cessation of
work for 180 days will subject permit to cancellation.
I certify that I have read this application and state that the above information is correct.
I agree to comply with all city and county ordinances and state laws relating to building
construction, and hereby authorize representatives of this city to enter uLpon the
above -menti ne .property for inspection purposes. /
Datef 6 Signature (Applicant or Agent):
Date: 4/6/2016
I
Owner:
"E13
79900 TRI N I DAD
�-
LA QUINTA, CA 92253
Co R
0 N o
!� Lyg
Contractor:
VALLEY PATIOS INC DBA VALLY,CANCRE f�& 14-
37897 CHESTERFIELD STREET
Ja
INDIO, CA 92203
Q { U r*
(760)534-4634.
o
Llc. No.: 937811
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 th work for which this permit is issued.
I have and wiil maintain workers' compensation insurance, as required by
Section 3700 of the Labor Code, for the performance of the work for which this permit
is issued. My workers' compensation insurance carrier and policy number are:
Carrier:- Policy Number: _
I certify that in the performance of the work for which this permit is issued, I
shall not employ any person in any manner so as to become subject to the workers'
compensation laws of California, and agree that, if I should become.subject to the
workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith
comply with those provisions.
n �
Date: Applicant:' )
WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE I LAWFUL,
AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO
ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF
COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE'LABOR CODE,
INTEREST, AND ATTORNEY'S FEES.
APPLICANT ACKNOWLEDGEMENT
IMPORTANT: Application is hereby made to the Building Official for a permit subject to
the conditions and restrictions set forth on this application.
1. Each person upon whose behalf this application is made, each person at whose
request and for whose benefit work is performed under or pursuant to any permit
issued as a result of this application , the owner, and the applicant, each agrees to, and
shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and
employees for any act or omission related to the work being performed under or
following issuance of this permit.
2. Any permit issued as a result of this application becomes null and void if work is
not commenced within 180 days from date of issuance of such permit, or cessation of
work for 180 days will subject permit to cancellation.
I certify that I have read this application and state that the above information is correct.
I agree to comply with all city and county ordinances and state laws relating to building
construction, and hereby authorize representatives of this city to enter uLpon the
above -menti ne .property for inspection purposes. /
Datef 6 Signature (Applicant or Agent):
DESCRIPTION ;"
FINANCIAL f ' +
ACCOUNT - QTY AMOUNT . PAID PAID DATE'
BSAS SB1473 FEE
101-0000-20306 0 $1.00 $0.00
PAID BY
METHOD RECEIPT # CHECK #. CLTD BY.
Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00 $0.00.
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PAID
PAID DATE
PATIO COVER, STD, OPEN.
101-0000-42404
0
$97.17
$0.00
PAID BY
METHOD -
RECEIPT #
CHECK #
CLTD BY
DESCRIPTION
ACCOUNT..
QTY_
AMOUNT
PAIDPAID
DATE
PATIO COVER, STD, OPEN PC
101-0000-42600
0
$95.72
$0.00
PAID BY _
" ; METHOD..
RECEIPT #
CHECK #
CLTD BY
Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $192.89 $0.00
DESCRIPTION
ACCOUNT.
QTY
AMOUNT
PAID
PAID DATE
SMI - RESIDENTIAL
101-0000-20308
0 _
$0.50
$0.00
PAID BY
METHOD
RECEIPT #
CHECK #
CLTD BY
Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.50 $0.00
I TOTALS: $194.39 $0.00
Description: KLAEB / PATIO COVER
Type: PATIO COVER
Subtype: CITY STANDARD/PRE- Status: UNDER REVIEW
Applied: 4/6/2016 SKH
ENGINEERED - OPEN
Approved:
Parcel No: 767780005 Site Address: 81155 GIACOMO WAY LA QUINTA,CA 92253
Subdivision: TR 32879
Block: Lot: 53
Issued:
Lot Sq Ft: .0
Building Scl Ft: 0 Zoning:
Finaled:
Valuation: $2,500.00
Occupancy Type: Construction Type:
Expired:
No. Buildings: 0
No. Stories: 0 No. Unites`. 0
CA
Details: 256 SQ FT LATTICE PATIO COVER AT REAR YARD [DURALUM] THIS PERMIT DOES NOT INCLUDE ELECTRICAL INSTALLATIONS. 2013
CALIFORNIA BUILDING CODES.
CHRONOLOGY
CONNTIONS
sr.,..,
ATE
ZIP
PHONE
FAX
EMAIL
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APPLICANT
VALLEY PATIOS INC DBA VALLEY
CONCRETE &
37897 CHESTERFIELD
STREET
INDIO
CA
92203
CONTRACTOR
VALLEY PATIOS INC DBA VALLEY
CONCRETE &
37897 CHESTERFIELD
STREET
INDIO
CA
92203
OWNER
KLAEB
79900 TRINIDAD
LA QUINTA
CA
92253
FINANCIAL. INFORMATION
Printed: Wednesday, April 06, 2016 4:33:12 PM 1 of 2 CMEAJF
SYSTEMS
DESCRIPTION
ACCOUNT
QTY
AMOUNT.
PAID
PAID DATE
RECEIPT #
CHECK #
METHOD
PAID BY
CLTD
BY
BSAS SB1473 FEE
101-0000-20306
0
$1.00
$0.00
Total Paid for BUILDING STANDARDS ADMINISTRATION $1.00 $0.00
BSA:
PATIO COVER, STD,
101-0000-42404
0
$97.17
$0.00
OPEN
PATIO COVER, STD,
101-0000-42600
0
$95.72
$0.00
OPEN PC
Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $192.89 $0.00
SMI - RESIDENTIAL
101-0000-20308
0
$0.50
$0.00
Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.50 $0.00
TOTALS:•4 00
PARENT PROJECTS
REVIEWS
RETURNED STATUS REMARKS
REVIEW TYPE REVIEWER SENT DATE I., DUE DATE DATE. T7
NOTES
Printed: Wednesday, April 06, 2016 4:33:12 PM 2 of 2 C
SYS7ETAS
Driveway
Klaeb Residence
81155 Giacomo Way
La Quinta, CA 92253
Proposed Alumawood Patio
Cover
CIT( OF LA OUINT"A
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
DATE46 Zplb BY
Pool
A
Iain #
Permit #
Project Address:-
City of La Quinta
Building SI Safety Division
78-495 Calle Tampico
La Quinta, CA 92253 - (760) 777-7012
Building Permit Application and Tracking Sheet
Owner's Name:
A. P. Number:
Address:
Legal Description:
City, ST, Zip:v'
ZZ��
Contractor:
P
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Telephone:
hone•
.................................:.
Address:
Project Description: pSvUe LO
400 J
City, ST, Zip:
v U
v e5 ZZO
II
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Telephone:
0
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State Lic. # : ?j 1
City Lie. #..
Arch., Engr., Designer:
Address:
City., ST, Zip:
Telephone: h
one:
Con structi n TY Pe: Occupancy:
:
State is #
S te L .
Project type (Circle one): New Alter Repair r De m 0
Name of Contact Person:
Sq. Ft.:Z G
#Stories:
#Units:
Telephone # of Contact Person:
�j —
Estimated Value of Project: 2 U�
APPLICANT: DO NOT WRITE BELOW THIS LINE
#
Submittal
Req'd
Rcc'd
TRACKING
PERMIT FEES
Plan Sets
Plan Check submitted
Item
Amount
Structural Cafes.
Reviewed, ready for corrections
Plan Check Deposit
Truss Cates.
Called Contact Person
Plan Check Balance
Title 24 Cates.
Plans picked up
Construction
Flood plain plan
Plans resubmitted
Mechanical
Grading plan
2"." Review, ready for corrections/issue
Electrical
Subcontactor List
Called Contact Person
Plumbing
Grant Deed
Plans picked up
S.M.I.
Ii.O.A. Approval
Plans resubmitted
Grading
SIN I10USE:-
Review, ready for corrections/issuc
Developer Impact Fee
Planning Approval
Called Contact Person
A.I.P.P.
Pub. Wks. Appr
Date of permit issue
School Fees,
Total Permit Fees
1W
......: :...........:-:..::.-::.:.: -..... - -----------.-..:.---
__ _
•:._:::::::.::::::::::::.::..:. _... :._::.:.: _•. �::::: ::: , :.:._................-.....s a C•::::: :::. -::: -:-~ ' -
A o C 0 D C E o F C G o H o I o J
PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS INC.
GENERAL NOTES:--
GOVERNING CODES:
1. THE DESIGN OF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLY WITH THE
2012 INTERNATIONAL BUILDING AND RESIDENTIAL CODES, 2013 CALIFORNIA BUILDING AND RESIDENTIAL
CODES, ASCE/SEI 7 -10 -MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES AND THE 2010
ALUMINUM MANUAL -ADM 1-10. COLUMNS BEARING ON CONCRETE SLAB IS IN ACCORDANCE WITH 2012 WITH
AND 2013 CRC SECTION AH105.2 FOR 10 psf RESIDENTIAL CONSTRUCTION AND AC1318-11 FOR 20,25 AND 30
psf RESIDENTIAL AND COMMERCIAL CONSTRUCTION.
GO
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.
S. 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 CBCIIBC.
FOR USE WITH THE CRC/IRC, DIVIDE THE REQUIRED CRCIIRC 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:
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) I,
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 psl) '
ADDITIONAL DESIGN REQUIREMENTS:
1. TABULATED SPANS FOR SNOW LOADS HAVE BEEN ADJUSTED FOR ROOF APPLICATIONS.
2. BASIC WIND SPEEDS: 110, 120.130 MPH, EXPOSURES B AND C.
3. OCCUPANCY CLASSIFICATION AND RISK CATEGORY :11, 11.
4. SEISMIC BASE SHEAR: 17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER.
5. SEISMIC DESIGN PARAMETERS:
SITE CLASS: D'
SEISMIC DESIGN CATEGORY: D
MAPPED SPECTRAL RESPONSE COEFFICIENTS: Ss= 1.50, S, = 0.6, SO, = 1.0, SDI 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. 1
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.
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
SHEET INDEX :���ENG/NEER/NG
SHEET # SHEET TITLE / DESCRIPTION VorSTRUCTURAL ENGINEERING
I 109 EAST ESCAIONES PHONE: (949) 388-9333
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 SPANS7FOR 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 / POSTI SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS
SH -11 ..........LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REO. 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 COVERSATTACHED & 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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IAPMO 0195
ASSUMPTION
AHJ APPROVAL
REVISIONS
MORN DATE DESCRIPTION
4 STEL JOB # 15-1071-1
DATE 3132015
DRAWN BY MAP
CHECKED DKR
TITLE SHEET,
DESIGN LOADS,
GENERAL NOTES
T-0
0 OF 50 SHEETS
�I
21
of
31
of
41
o,
51
oI
61
71
0
6
�: E _ _ - __________ ________--------- _ .. ....... ___..___:.... _..... _ .. ... .....................
D o F o G 0 H o I o J
A o B o C _ 0 D o E
ATTACHMENT
ROOF PANEL SEE TABLES SEE DETAIL A, B & C.
SHEET 4 FOR ROOF SHEET 8
PANEL ATTACHMENT TO
SUPPORTING WALL
HANGER & BEAM. -1
"O.H." NOT TO EXCEED 25% -
OF ROOF PANEL
ALLOWABLE SPAN
SEE DETAIL 11, SHEET 12 -
FOR MANDATORY SPLICE.
NO BEAM SPLICE AT
EXTERIOR POSTS.
POSTS, SIZE VARIES
SEE SHT. 11 FOR MINIMUM
NUMBER OF REQUIRED COLUMNS
SOLID PANEL STRUCTURES
ROOF
OVERHANG,
OR WOOD, OR
CONCRETE
WALL SEE
SHEET 8
3 1/2" SLAB ATTACHMENT' 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
ATTACHMENT TO
SUPPORTING BEAM.
"O.H." NOT TO EXCEED 25% -
OF ROOF PANEL
ALLOWABLE SPAN
SEE DETAIL 11, SHEET 12 -
FOR MANDATORY SPLICE.
NO BEAM SPLICE AT
EXTERIOR POSTS.
POSTS, SIZE VARIES
3 1/2" SLAB
MAY BE USED
TO CONSTRAIN
FOOTING, SEE
TABLES
FOOTINGS
SEE TABLES
�t rr OF STRUCTURE VARI
ES
BEAM III
POST SPq/y" BEAM - SEE TABLES
iEE TAe Eg NG FOR POST SPACING
NOT TO
OFg
P �
ALEAU
O ASLESPgN
NOTE: EACH COMPONENT IS INTER-
CHANGEABLE WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN.
TYPE "C" FREESTANDING W/ CANTILEVER OPTION
ATTACHMENT
SEE DETAIL A, B & C,
ROOF PANEL SEE TABLES SHEET 8
SHEET 4 FOR ROOF
PANEL ATTACHMENT TO MIN. 0.25" SLOPE PER FT
SUPPORTING WALL
HANGER & BEAM. -�
"O.H." NOT TO EXCEED 25%
OF ROOF PANEL
ALLOWABLE SPAN
SEE DETAIL 11, SHEET 12�
p
FOR MANDATORY SPLICE.
SPAN
OSIS / /
NO BEAM SPLICE AT
SEE TALES
EXTERIOR POSTS.
POSTS, SIZE VARIES
SEE SHT. 11 FOR MINIMUM
NUMBER OF REQUIRED COLUMNS
ROOF
OVERHANG,
OR WOOD, OR
GT CONCRETE
NOF ST WALL SEE
T E ROT CE NS ��q�/ES SHEET 8
EAM - SEE TABLES
FOR POST SPACING H
X
.0.11
C NOT 7.
OF rl
BE25%
Ai,_
3 1/2" SLAB ATTACHMENT-' W
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 "B" ATTACHED MULTISPAN W/ CANTILEVER OPTION
ROOF PANEL SEE TABLES
SHEET 4 FOR ROOF PANEL
ATTACHMENT TO
SUPPORTING BEAM.
"O.H." NOT TO EXCEED 25% -
OF ROOF PANEL
ALLOWABLE SPAN
SEE DETAIL 11, SHEET 12.
FOR MANDATORY SPLICE.
NO BEAM SPLICE AT
EXTERIOR POSTS.
POSTS, SIZE VARIES
3 1/2" SLAB
MAY BE USED
TO CONSTRAIN
FOOTING, SEE
TABLES
MIN. 0.25" SLOPE
PER FT
FOOTINGS
SEE TABLES
BEq �
POST SP'4N
Q
--�CBEAM - SEE TABLES
FOR POST SPACING
p H' Nor - T�II
OF Q
ALL p� LE
Bpm
W
NOTE: EACH COMPONENT IS INTER-
CHANGEABLE WITH ANY OTHER
COMPONTENT UNLESS OTHERWISE SHOWN.
TYPE "D" FREESTANDING MULTISPAN W/ CANTILEVER OPTION
M
t`
CV r--
co
`co o6
W j� N M
O U
W�w
Q
(1) W W
W W
W
M
o U 0�
Z 00
00
< M
FESS Igygf
a S 5885
OF CAI.
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
MARK DATE DESCRIPTION
4
TEL JOB # 15-1071-1
DATE 313!2015
DRAWN BY MAP
CHECKED OKR
SOLID PANEL
STRUCTURES
SH - 1
1 OF 50 SHEETS
v
:::-� . ...... - - - E
A„ o B o C o D o E o F o G o H o I o J
OPEN LATTICE STRUCTURES.
RAFTER, SEE TABLES
x
MAX. O.H.
,y 25% OF RAFTER O_H
ALLOWABLE
.q4 Sob 0� SPAN
(VIV °p@ ,
EY/$t7NG@G/�07,yG ROOF OVERHANG,
WALL LEDGER OR
\ SEE DETAIL AB & C,
\ SHEET 8.
MANDATORY BEAM SPICE - SEE --41
x
\XTES
IDE MIIMUM
- RygN
G
DETAIL 11, SHEET 12
-
G� G -
NO BEAM SPLICE AT
-
iO
OC
2q
M,q,�-
EXTERIOR POSTS
@
A°� ysA
�g�
OV
SFFTAgcgN�
NO BEAM SPLICE AT A
COMPONTENT UNLESS OTHERWISE SHOWN.q@�NG
2
w
• LENGTH OF STRUCTURE VARIES
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
$
G
- =
— MAY NOT BE COVERED.
FOOTING WHERE REQUIRED,
POS@
TSHTT
3 1/2" SLAB
SEE TABLES
.-r.
SEE 11 FOR MINIM M
NOTE: EACH COMPONENT IS INTER-
'OOSF $p
CHANGEABLE WITH ANY OTHER
NUMBER OF REQUI
`COMPONTENT UNLESS OTHERWISE SHOWN.
O
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
COLUMNS
MAY NOT BE COVERED.
FOOTING SEE TABLES
LENGTH OF STRUCTURE VARIES
TYPE "G" FREESTANDING
SINGLE SPAN LATTICE STRUCTURE
FqM
3 1/2" SLAB ATTACHMENT
USED WHERE
I DETAIL 11, SHEET 12
OSt
'�O
MAY BE
NOTE: EACH COMPONENT IS INTER-
sFFTAy4N
q@�F$c
PERMITTED.
SEE TABLES
CHANGEABLE WITH ANY OTHER
MAY BE USED
COMPONTENT UNLESS OTHERWISE SHOWN.
A
°st
FOOTING WHERE REQUIRED,
CHANGEABLE WITH ANY OTHERsFFTye
qC�y
TABLES
SEE TABLES
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
MAY NOT BE COVERED.
MAY NOT BE COVERED.
TYPE "E" ATTACHED SINGLE SPAN LATTICE STRUCTURE
RAFTER, SEE TABLE
FOR SIZE
AND SPACING .
MAX. O.H. O.H
2So 25% OF RAFTER
OWABLE WABLE
ALL
SOF— O SPAN
/ °$t$pFR�
gc,Nc G
i
LENGTH OF STRUCTURE VARIES
x
\XTES
IDE MIIMUM
- RygN
G
-
MANDATORY BEAM SPICE - SEE
NUMBER F REQUIRED
-
COLUMNS
DETAIL 11, SHEET 12
@
A°� ysA
3 1/2' SLAB ATTACHMENT
OST CROSS-SECTI
SFFTAgcgN�
NO BEAM SPLICE AT A
COMPONTENT UNLESS OTHERWISE SHOWN.q@�NG
SEE POST DETAI
EXTERIOR POSTS S
SF tSA
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
$
�G
— MAY NOT BE COVERED.
FOOTING WHERE REQUIRED,
3 1/2" SLAB
SEE TABLES
.-r.
MAY BE USED
NOTE: EACH COMPONENT IS INTER-
A° TO CONSTRAIN
CHANGEABLE WITH ANY OTHER
sFF tSp FOOTING, SEE
TABLES
t9@�FSNG
`COMPONTENT UNLESS OTHERWISE SHOWN.
O
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
"
MAY NOT BE COVERED.
FOOTING SEE TABLES
LENGTH OF STRUCTURE VARIES
TYPE "G" FREESTANDING
SINGLE SPAN LATTICE STRUCTURE
�RAFTER,SEE
MAX. O.H.
25% OF RAFTER
ALLOWABLE
SPAN'-
MANDATORY
PAN\
MANDATORY BEAM SPICE-- SEE
DETAIL 11, SHEET 12
NO BEAM SPLICE AT
EXTERIOR POSTS
LENGTH OF STRUCTURE VARIES
A
x
\XTES
IDE MIIMUM
st $A
SF@tq@FSG
SEETSWIH HTT ll'FOR
FOR SIZE
NUMBER F REQUIRED
-
COLUMNS
NOTE: EACH COMPONENT IS INTER-
@
A°� ysA
3 1/2' SLAB ATTACHMENT
CHANGEABLE WITH ANY OTHER
SFFTAgcgN�
MAY BE USED WHERE
COMPONTENT UNLESS OTHERWISE SHOWN.q@�NG
PERMITTED.
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
$
SEE TABLES
— MAY NOT BE COVERED.
FOOTING WHERE REQUIRED,
SEE TABLES
.-r.
TYPE "F" ATTACHED MULTISPAN
LATTICE STRUCTURE
WALL LEDGER OR
ROOF OVERHANG,
SEE DETAIL AB & C
SHEET 8.
C7
X:
Ll
W cD c6
W 0)M
W au
�ILL
W
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M
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00
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d"
FESS IG}ygl
S 5885
OF CAL \F
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
MARK DATE DEXRPnON
4 STEL JOB 0 15-1071-1
DATE 31312015
DRAWN BY . MAP
CHECKED DKR
OPEN LATTICE
STRUCTURES
SH -2
2 OF 50 SHEETS
t
RAFTER, SEE TABLE
FOR SIZE
AND SPACING
MAX. O.H. O.H.
25% OF RAFTER
ALLOWABLE
2SoMM SPAN
Opp ST3Aly
q�'t'G
.1�
' I
•`
G G
X60
7q
O
O� M'4•r
"
ANG
LENGTH OF STRUCTURE VARIES
MANDATORY BEAM SPICE - SEE
POST CR SSSECTION,
I DETAIL 11, SHEET 12
OSt
SEE POST DETAIL,
NO BEAM SPLICE AT S
EXTERIOR POSTS FF7• `r'OgC�
'gB�FS A'G
3 1/2" SLAB
MAY BE USED
NOTE: EACH COMPONENT IS INTER-
A
°st
TO CONSTRAIN
FOOTING, SEE
CHANGEABLE WITH ANY OTHERsFFTye
qC�y
TABLES
COMPONTENT UNLESS OTHERWISE SHOWN.
<Fs G
NOTE: THIS OPEN LATTICE -TYPE STRUCTURE
FOOTING SEE TABLES
MAY NOT BE COVERED.
TYPE "H" FREESTANDING MULTISPAN LATTICE STRUCTURE
C7
X:
Ll
W cD c6
W 0)M
W au
�ILL
W
h w uj
M
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00
Q 00
d"
FESS IG}ygl
S 5885
OF CAL \F
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
MARK DATE DEXRPnON
4 STEL JOB 0 15-1071-1
DATE 31312015
DRAWN BY . MAP
CHECKED DKR
OPEN LATTICE
STRUCTURES
SH -2
2 OF 50 SHEETS
0
2
0
3
4
0
5
6
a
1
a
E
8 o C o D o E o F o b
SOLID PANELS SPANS FOR COMMERCIAL & PATIOS 110/120/130 MPH EXP. B & C
24" TRI= V" PAN I 12"x 3 1/2"W PANEL 6• / B" x 2)S" FLAT PAN
2ez' S0' 09R <I.S.
-.Y-
'_
JTABLE-
.77' .67'
77• 5'
45' CALL UNMARKED RADII .06R) IN
Ts.70' 25'
Ll 282' 3B' T= (SEE TABLE BELOW2 745•
.7 ' .65' TYP.1.92' .7 92'.75' 1.92'
.433' 0' L3' L3' 5,
12.0' .00'/8.00'
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
ROOF LIVE/SNOW LOAD, psf
'020 25 30 40 50
24" TRI -"V" PAN
0.88 0.83 0.75 0.80
24"xZy2'x0.018"
0.85 0.80 0.65 0.65 - -
LUSL
PANELT
110 MPH SPAN
120 MPH SPAN
130 MPH SPAN
EXP.B
EXP.0
EXP.B
EXP.0V2'3"
13,_9•
EXP.0
13,_9"
(IN.)
020(1)
12'-0'
10'-3"
10'-3"
10'-3"
10'-3'
9'-11"
10'-3"
15'-3"
.018
15'-3"
15'-3"
15'-3"
15'-3"
EXP.0
.024
13'-2'
12'-7'
12'-8"
11'-10"
12'-0"
11'-1"
10
17'-7"
12'-3"
12'-3•
12'-3"
12'-3'
17'-7"
12'-3"
10
.024
15' 6'
14'-9"
14'-9"
14'-0"
14'-1"
13'-3"
9'-7"
10,4,
9,_9,
9.9,
9._2,
19'-7"
g,_7,
9'-0"
040
14'-3"
14'-3"
14'-3"
14'-3"
14'-3"
14'-3"
10'-9"
.032
11'-3"
11'-3"
11'-3"
11'_3,
11'_3,
3.,
11,>88-
.020(l)
70'-1'
9' 6'
12'-1"
i t'-2'
11'-3"
101-8"
12'-6"
12'-0"
6'4"
8'4"
8'4"
8'4•
8'4"
8'4•
10'-9"
.018
10'-1"
.024
14'-2"
13
13
12'-0"
12'-9'
7'-9"
7'-5"
7'-5"
7'-2"
7'-z"
6'-10'
2u
15'-7"
10,_1"
10'_1"
10,_1"
101_1,
10,_1•
10,_1"
20
.024
18'-0"
18'-0"14'-1"
8 8"
8'4"
8'-5"
8'-1"
8'-,"
7'-9"
16'-3•
12,_1"
12,_1"
12._1"
12,_1,
12'_1"
12,_1"
.032
1T-7"
1T-7"
1�T-ri1T-T
19'4"
IVA"
10,_9"
103,
10 4„
9'-8"
9'_9,
9'-9"
7'-3•
7'-3•
7'-3"
7'-3"
7'-3"
7'-3"
.018
9,_10,
9'-3"
9'-5'
>8
8_11
9'-0"
8' 6"
16'-0"
16'-0"
12'-0"
12'-0"
7_4
12'-0"
, 2'-0"
12'-0"
10'-2"
.024
11'-0'
8'-9"
8._9,
8'-9'
8'-9"
8,_9,
25
.024
13'-2"
13'-2"
13'_2•
13,_2,
13,_2•
13'-2"
8'-9'
.032
8'-0"
7'-11"
12'-2"
12'-3"
7'-9"
10'-3"
9'-9"
9'-8"
9'-8"
9' 8'
' 8'
9'-8"
91-8"
11'4"
032
11'4"
13'-3*
;1--r
13 -3"
13'-3•
13•_3"
13'-3"
101-6"
10'-2"
10'-2"
9'-7"
9'-8•
'-2'
9'-2-
10,1"
Be8"
6'
6'_7"
6'-7"
6'-7"
6'-7"
6'-7"
6'-7"
12'-2"
.018
11'$"
11'_2"
8'_11"
8'-5"
8'-6"
8'-2"
20
11
7'-3"
7'-0"
7'-0"
6'-9'
6'-10"
6'-7"
.02410ii
8'-3"
8'-3"
8'-3"
8'-3"
8'-3"
8'-3"
30
.024
10-1'
10'-2"
9'-7"
9'-9"
11'-6"
30
11'-0"
8'-3'
8'-0"
8'-0"
7'-9"
7'-9'
7'-5"
13'-0"
.032
9'-1"
B.A.
9'-1"
9'-1"
9'1"
14' 6"
14'-0"
16'-8"
16'-0"
16'$"
16'-8'
16'-8'
16'-8•040
13'4"
9'-10"
9' 6"
9'-0't91_19"
'-1"
9'-2•
P13:�
TABLE 1 - MULTI -SPAN REDUCTION FACTORS
FOR ROOF PANELS
ROOF PANEL TYPE
ROOF LIVE/SNOW LOAD, psf
'020 25 30 40 50
12"46"x0.020"
0.88 0.83 0.75 0.80
24"xZy2'x0.018"
0.85 0.80 0.65 0.65 - -
24"xZV2- 0.024"
0.90 0.88 0.70 0.65 -
24"x2y2"x0.032"
0.90 0.88 -
(1) MULTI -SPAN REDUCTION FACTORS ARE ONLY
APPLICABLE TO THOSE ROOF PANEL TYPES SHOWN
IN TABLE 1 ABOVE.
NOTE: PANEL FASTENERS
ARE SHOWN IN TABLES 1,2 AND 3, SHEET 4
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
2 M
ti
W o
L LdC'4 Ol
"?
ZU
LLI
u(0.)w- W
W M
UM
a'
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$5885
- 1
OF CAO
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
w,wc wre DESCrsonaN
4 STEL JOB # 157071-1
DATE 31312015
DRAWN BY MAP
CHECKED DKR
PANEL SPANS TRI -V,
W -PANEL & FLAT PAN
SH -3
3 OF 50 SHEETS
12"x 3 112"W PANEL
8" x 2X" FLAT PAN
LUSL
PANELT
(IN.)6F.
110 MPH SPAN
120 MPH SPAN
130 MPH SPAN
EXP.0 EXP.B EXP.0 EXP.B EXP.0
6" x 2 Y2" FLAT PAN
13'-9"
13'-9"
13._9,
13,_9•
13,_9,
13,_9"
120 P S�
020(1)
12'-0'
11'-1'
11'-2"
10'-7•
10'-7"
9'-11"
15'-3"
15'3"
15'-3"
15'-3"
15'-3"
15'-3"
EXP.0
.024
13'-2'
12'-7'
12'-8"
11'-10"
12'-0"
11'-1"
10
17'-7"
17'-7"
, T-7"
17'-7"
17'-7"
17'-7"
1r�"
032
15' 6'
14'-9"
14'-9"
14'-0"
14'-1"
13'-3"
9'-7"
, 9'-7"
19'-7"
19'-7"
19'-7"
19'-7"
9'-7"
9'-0"
040
>17r
1 T-7'
16'-8"
16'-9"
15'-9•
16'-0"
15'-0"
10'-9"
11'-3"
11'-3"
11'-3"
11'_3,
11'_3,
3.,
11,>88-
.020(l)
70'-1'
9' 6'
9' 6'
9'-0"
9'-1"
8 8"
12'-6"
12'-0"
12'-0"
12'-6"
12'-6"
12' 6"
12'-0"
11'-6"
10'-9"
.024
10'-1"
.024
14'-2"
13
13
12'-0"
12'-9'
11'-2'
10'-9"
10'-9"
10'-3"
10'4"
W-10"
2u
15'-7"
14'-8"
14'-8"
14'-B"
14' 8•
14'-8"
14'-8"
18'-0"
.032
18'-0"
18'-0"14'-1"
13'-3"
12'-9•
12'-9"
124"
12'4•
11'-7"
16'-3•
16'-3"
16'-3'
16'-3"
16'-3"
16'-3"
14'-3"
040
1T-7"
1T-7"
1�T-ri1T-T
19'4"
IVA"
19'4^
14'-7"
14'-7"
13'8•
14'-1•
13'-2"
11'-1"
11'-1"
1'-1"">9
11'-1"
.020 (1)
9,_10,
9'-3"
9'-5'
>8
8_11
9'-0"
8' 6"
16'-0"
16'-0"
12'-0"
12'-0"
, 2'-0"
12'-0"
, 2'-0"
12'-0"
10'-2"
.024
11'-0'
10'-7"
10'$"
10'-2"
10'-3•
9'-9"
TS
12-1"
13'-2"
13'-2"
13'_2•
13,_2,
13,_2•
13'-2"
8'-9'
.032
8'-0"
7'-11"
12'-2"
12'-3"
11'-6"
10'-3"
9'-9"
9'-10"
14'-2'
14'-2"
14'-2"
14'-2"
11'4"
11'4"
.040
11'4"
13'-3*
13 -3"
13 -3"
13'-3•
13•_3"
13'-3"
"
14'-2"
13'-7"
13'$"
13'-0"
10,1"
Be8"
9'-9"
W'l
10'-0"
10'-6'
10'-6"
10' 6"
12'-2"
.020(l)
11'$"
11'_2"
8'_11"
8'-5"
8'-6"
8'-2"
20
11
3'-0"
11'-3"
11'-3"
11'-3"
11'-3"
13'-0"
.02410ii
15' 6"
15'-0"
15' ti"
, 5'-0"
15' 6"
10-1'
10'-2"
9'-7"
9'-9"
11'-6"
30
11'-0"
12'-0"
12'-6"
12'-0"
12'6"
12'-6"
12' 6"
13'-0"
.032
12' 8'
14-6"
14'-0•
14'-6"
14' 6"
14'-0"
16'-8"
16'-0"
16'$"
16'-8'
16'-8'
16'-8•040
13'4"
13'4"
134"
13'4"
13'4"
13'4"
P13:�
12'-10"
.040
124"
12'-0"
11'-10"
040
15' 6'
15'-2"
15'-2"
14'-2"
13'-6"
13'-6"
13'-0"
13'-3"
12'-0"
g _g•
g'_g•
9,_1,
9,_1,
9._1.
9._1,
9._1"
9._1,
10'4"
.020(l)
8'-3"
8'-1"
8'-1"
7'-10"
T_10,
7'-6"
020
B'-11"
10'-3"
10'-3"
10'3"
10'-3"
10'-3"
020
024
9'-5"
9'-1"
9'-1"
B'-10'
8'-10"
40
10'4"
11'4"
11'4"
11'4"
11'4"
11'4"
11'-0"
10'-7"
10'-8"12'-2"
k122
12'-2"12'-2"
9'-11"
12'-2"
12'-2"
9'-2"
9 '-3"
8'-,0"
.024
12'-0"
-0
11'"
11'-7"
10'-10
11'-0"
25
25
12'4"
12'-1"
12'-1"
11'4"
11'4"
1�1'4"i
8'-2"
8'-2•
8'-2"
B'-2"
8'-2"
8'-2"
12'-1"
020 (t)
7'-1"
7'-1"
7'-1"
6'-11"
6'-11"
6'-9"
11'-10"
9,_2,
9,_2,
9,_2,
9'_2,
9-_2,
9._2,
.032
14'-1"
.024
13'-"
13'-1"
13'-2"
112
12'-3"
12'-3"
12'-3"
8'-0"
7'_10•
7,_10,
7'-8"
7'-8"
7'-6"
50
10'-7"
10'-7"
10'-7"
10'-7"
10'-7"
10'-7"
.032
.040
9'-7"
9'-7"
9'-7"
9'-3"
9'-5"
11,_3,
11,_3"
11,_3"
11,_3•
12'-3"
12'4"
11'-9"
040
15'4•
15'-1"
15'-1"
14'-8"
14'-9'
14'-1'
„'-0'
,0'-10
,D'-10"
10'-7"
9 3"
9 3"
2 M
ti
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$5885
- 1
OF CAO
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
w,wc wre DESCrsonaN
4 STEL JOB # 157071-1
DATE 31312015
DRAWN BY MAP
CHECKED DKR
PANEL SPANS TRI -V,
W -PANEL & FLAT PAN
SH -3
3 OF 50 SHEETS
8" x 2X" FLAT PAN
6" x 2 Y2" FLAT PAN
P LT
110 PH SPAN
120 P S�
HSPAN
130 MPH
LUSL
P�� T
EXP B PH S�
PH
PH SPAN
(IN.)
EXP.B
EXP.B I
C
EXP.B
EXP.0
C
EXP.B
EXP.0
EXP.B
EXP.0
,r-6"
,rte•
1r�"
,z•-6"
1r�"
1r�"
1a'-7"
1a'-7"
,a' -T
,a•�14!-171',a'-T02010'-10'
r
10'-1'
70'-3"9'-0'
9'-7"
9'-0"
-ozo
12-0"
12'-0"
12'-0"
10'-9"
13'-7"
13'-7"
13'-7"
13'-7"
13'-7"
13'-7"
5'-10"
5'-10"
5'-10"
5'-10"
5'-10"
5'-10'
.024
12'-1"
11' 4"
11'-6"
10'-9"
10-10
10'-1"
.024
14'-2"
13
13
12'-0"
12'-9'
12'-1'
10
15'-7"
15'-7"
15'-7"
18'-0"
18'-0"
18'-0"
18'-0"
18'-0"
18'-0"14'-1"
13'-1"
13'4"
�15'15'-7"
12'-0"
032
16'-2"
15-8
15'-9"
15'-0"
15'-1'
14'-3"
17--7"
1T-7"
1T-7"
1�T-ri1T-T
19'4"
IVA"
19'4^
19'4"
194"
19'4"
15'-7"
14'-,0"
14-1
134
040
17' 6"
16'-10
17'-0"
16'4"
16'-0"
16'-0"
10'_2"
10'_2"
10'-2"
10'-2"
10'-2"
10'-2"
12-,"
121"
12 1"
121"
12-1"
1S4"
.020
8'-9"
8'-9'
8'4•
8'-0"
7'-11"
.020
10'-10
104
10'-3"
9'-9"
9'-10"
9'-5"
4"
11>10--i".,
114"
11'4"
11'4"
11'4"
11'4"
13'-3*
13 -3"
13 -3"
13'-3•
13•_3"
13'-3"
.024
10,1"
Be8"
9'-9"
9'-3"
9'-5"
8'-11"
024
12'-2"
,1'$"
11'$"
11'_2"
11.3•
10.7
20
20
11
3'-0"
13'-0"
13'-0"
13'-0"
13'-0"
13'-0"
15'-0"
15' 6"
15'-0"
15' ti"
, 5'-0"
15' 6"
032
1,'-10"
11'4"
11'-6"
11'-0"
11'-0"
10 6"
.032
14'-2"
13'-9"
13'-7"
13'-0"
13'-1"
12' 8'
14-6"
14'-0•
14'-6"
14' 6"
14'-0"
16'-8"
16'-0"
16'$"
16'-8'
16'-8'
16'-8•040
P13:�
12'-10"
13'-0"
124"
12'-0"
11'-10"
040
15' 6'
15'-2"
15'-2"
14'-10
14'-10"
14'-3'
g _g•
g'_g•
9'-9"
9'-9"
9'-9"
9'-9"
10'4"
10'4"
10'4"
10'4"
10'4"
10'4"
020
B'-11"
8'-8"
8'-8'
8'-3"
8•-3•'
7'-10"
020
10 8"
10'-1"
10'-3"
9' 8"
9'-9"
9'4'
10'4"
10'4"
10'4"
10'4"
10'4"
10'4•
.024
9'-11"
9'-7"
9'-7'
9'-2"
9 '-3"
8'-,0"
.024
12'-0"
-0
11'"
11'-7"
10'-10
11'-0"
25
25
11'4"
11'4"
11'4"
11'4"
1�1'4"i
12'-1•
12'-1"
12'-1"
12'-,"
12'-1"
12'-1"
032
11'-10"
11'-3"
1,'-3"
10'-9"
.032
14'-1"
13'-7"
13'-"
13'-1"
13'-2"
112
12'-3"
12'-3"
12'-3"
12'-3"
12'-3"
12'-3"
13-1"
13-1'
13'-,"
040
.040
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
8'_5•
g'_1^
g_1•
7'-9"
7'-10"
7'-0"
9'-11"
9'-7"
9'-7"
9'-2"
9'4"
B'-11"
g_g^
g_g"
9_9•
9_g"
9-9"
919.
10'4 "
10'4"
10'4"
10'4"
10'4"
10'4"
024
9-6"
9'-1"
9'-2"
8'-1 0"
8'-11"
8'4"
024
11'4"
10'-9"
11'-0"
194"
10'-6•
9'-11°
30
30
10'-9"
,0'-9"
,0'-9"
10'-9"
1�'_ql
11'4"
11'4"
11'4"
11'4"
11'4"
11'4•
.032
10' 8"
10'-9"
10'4"
032
13'-2"
12' 8"
, 3'-0"
12'-0"
12'-7"
,1'-10"
11'-7"
11'-7"
1�V-7'1
11'-7"
11'-T
3"
12 -3"
12 -3"
12'-3"
12'_3"
12'_3•.04012'-7"
12'-2"
11'-9"
1,'-3"
04012
14'-9"
14' 6"
14'-7"
14'-1"
14'-1"
13'-7"
8 4"
8-4-
8 4"
8 4"
8 4"
84'
9"
9"
9"
9
9
9 _0,
020
.020
7' 8"
7' 6"
7'-6'
7.3^
7'_2^
6'-11"
9'-1"
8'-,0"
6'-10"
8'-7"
8' 6'
8'-1"
9' 0"
9'-0"
9'-0"
9'-0"
9'-0"
9'-0"
9-6"
9-6'
9' 6"
9' 6"
9'-6-
9' 6"
024
;>8'-3*'
024
8 g"
8'-3*
_
8
8 1"
7 10"
10'-2'
9'-,0"
9'-10"
9'-7"
9'-0"
9'-3"
40
40
9 9" 9 9" 9 -9^ 9 _9, 9 9' 9 9"
12'-1"
12'-9"
12'-9"
12'4'
1�91_10_'w
032
032
10'-2"
9'-,0"
9'-10"
9'-7"
9'-7"
9'-3"
10'-3"
10'-1"
10'-1"
91-10"
10'-7"
10'-7"
10'-7"
10'-7"
10'-7"
10'-7"
11'-2"
11'-2"
11'-2"
11'-2'
11'-2"
11'-2"
040
.D40
11'-6"
11'-2"
11'-2"
10'-8"
10'-10"
10'-6"
13'-9"
13'4"
13' 6"
13'-0"
13'-1"
12'-7"
7'-5"
TS"
T-5"
7'-5"
7'-5^
7'-5"
8-3"
8-3'
8'-3"
8'-3"
8'-3"
8'-3"
.020
.020
6'-5"
6'-5'
6'-3"
6,3"
6'-1"
7' 8"
7'-T"
7' 8"7'-2"
8' -3"
8-3-
8 3"
8 3"
8-3-
8-3-
8'-9'
8 -9"
8 -9"
V-9"
8'-9"
8'-9"
024
024
74"
7'-0"
6'-11•
8-9"
8'-7"
8'-7"
8'-5"
8'4"
8'-,•
50
50
9 1" 9-1" 9-1" 9-1" 9-1" 9 1'
9$'
9$"
9 8"
9'$"
9'�"
9'$"
032
032
8'-9'
8'-7"
8' 6"
8'-5'
8'4"
8'-3"
10'4"
10'-3"
10'-3"
10'-1"
10'-1"
919.
9 9,
9 "9"
9 -9"
9 9"
919.
10'4"
10'4"
10�10"-4"10'4'
10'4"
040
040
g10•g_gg_gg_5g_7
9'-2"
11'-10" t,'-7"
„'-0"
11, 2,
2 M
ti
W o
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$5885
- 1
OF CAO
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
w,wc wre DESCrsonaN
4 STEL JOB # 157071-1
DATE 31312015
DRAWN BY MAP
CHECKED DKR
PANEL SPANS TRI -V,
W -PANEL & FLAT PAN
SH -3
3 OF 50 SHEETS
y o e u o t o r o e o n o
MINIMUM NUMBER OF FASTENERS FOR ROOF PANEL TO SUPPORTING BEAM & WALL HANGER
FOR ATTACHED AND FREESTANDING SOLID COVERS
FOOTNOTE: "SAMPLE"
FIGURE INDICATES ATTACHED
FIGURE INDICATES FREESTANDING
t
I
I
4
1
le
Ll
Z
N
ti M
W N o
U)
Z w rn ch
Z O U
w aLL
' �z�
u WW—
W W M
W
M
o U rn
z o
MU)
rn
�9 Q�FESS Ico
(�
o S5 85
OF CA0'id�
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJ APPROVAL
REVISIONS
Maws Dare DEscawnai
4 STEL JOB # 15.1071-1
DATE 31312015
DRAWN BY MAP
CHECKED DKR
PANEL SPANS TRI -V,
W -PANEL & FLAT PAN
SH -4
4OF50SHEETS
.\
TABLE 1
TABLE 2
TABLE 3
(2)
211x6 2" AND
WALL HANGERS,
3"x8" AND
EXTRUDED AND 3"x8"
WITH
6 2" ROLL FORMED
BEAMS
, STEEL HEADERS
STEEL
INSERT HEADERS
NUMBER ❑F. N❑.14 TEK OR
SMS
SCREWS
NUMBER ❑F
N❑.14 TEK ❑R
SMS
SCREWS
NUMBER - OF
N❑.14 TEK OR.SMS SCREWS
>_
>-
>-
a=
PER
FOOT OF BEAM
LENGTH
3:
PER
FOOT OF
WALL HANGER
AND
BEAM
L,qfj51
H
PER
FOOT OF BEAM
LENGTH
Of
110 MPH 120 MPH 130 MPH
110 MPH 120 MPH 130 MPH
110 MPH
120 MPH
130 MPH
EXP. BI EXP. C
EXP. B EXP. C
EXP. B EXP. C
EXP. BI EXP. C
EXP. B EXP. C
EXP. B EXP.
C
EXP. B EXP,
C EXP. B EXP. C
EXP. B EXP.
C
~
~
~
5'
1
1
1 1
1
2
5'
1
1
1 1
i
1'
1
5'
1
1
1 1
1
1
1
2
2 2
2.
2
1
1
1 2
2
2
1 1
1 1
1
1
i
6
1
1�21
2
2
2
6'
1
1
1 1
1'
2
6'
1
1
1 1
1
1
2
2
2
3
1
2
2 2
2
2
1 1
1 1
1
1
7'
1
1
1 2
2
3
2
7'
1.
1
1 2
2 2
2
71
1
1
1 1
1
1
2
2
2 3
3
2
2.
2 2
2
1 1
1 1
1
2
$ i
1
2
2 2
2
2
$�
1
1
2 2
2
2
$'
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
10'
1
1
1
2
3
3 3
4
2
2
2 3
3
3
1 2
2 2
2
2
11
2
2
2 2
2
3
11'
2
2
2 2
2
3
11'
1
1
1
1
3
3
3 4
4
4
2
3
3 3
3
3
1 2
2 2
2
2
2
2
3 3
3
3
2
2
2 2
2'
3
1
1
1 1
1
2
12'
3
3
3 4
4
5
12'
2
3
3 3
2
4
12,
2 2
2 2
2
2
13'
2
2
2 3
3
3
13'
2
2
2 3
3
3
13'
1
1
1 1
1
2
3
4
4 4
4
5
2
3
3 3
3
4
2 2
2 2
2
2
FOOTNOTE: "SAMPLE"
FIGURE INDICATES ATTACHED
FIGURE INDICATES FREESTANDING
t
I
I
4
1
le
Ll
Z
N
ti M
W N o
U)
Z w rn ch
Z O U
w aLL
' �z�
u WW—
W W M
W
M
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MU)
rn
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(�
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OF CA0'id�
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJ APPROVAL
REVISIONS
Maws Dare DEscawnai
4 STEL JOB # 15.1071-1
DATE 31312015
DRAWN BY MAP
CHECKED DKR
PANEL SPANS TRI -V,
W -PANEL & FLAT PAN
SH -4
4OF50SHEETS
.\
1
0
2
0
3
0
4
0
5
0
6
0
7
e
8
:_.:::::
:: ---------
A o B o C
e D e E e F o " G o H o 1 o J
RAFTER SPANS FOR OPEN LATTICE STRUCTURES 110/120/130 MPH EXP. B & C
0.042'
ti
.4 CO pp
04 oo
TYP.
ZO U
3" x 8" RAFTER
L..
(/) W—
LLI LU
W W M
J M
O
c� W
024
032, 6'
2"
X 6 1/2"
RAFTER
m-
1
OF CA0
0 W
�~
DBL.
2" x 6 1/2" RAFTER
ASSUMPTION
AHJAPPROVAL
1
�"
z I-
z
a
z z
a
z
a
110
MPH
120 MPH
EQUAL
130 MPH
4 STEL JOB # 15-1071-1
"T"
110 MPH
CHECKED DKR
120 MPH
MINIMUM FASTENERS
130 MPH
SH -5
"T"
110
MPH
120 MPH
130 MPH
LUSL
(IN.)
Q' zo
LUSL
(IN)
cn zz
LUSL
(IN)
N o
EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0
EXP. B EXP.0 EXP. B EXP. EXP. B EXP.0
EXP. B
EXP.0
EXP. B
EXP.0
EXP. B
29'-8"
29'-6"
29'-8"
29'-3"
26'-3"
16'-0"
15'-10"
16'-0"
15'-0"
15'-9"
13'-8"
16"
22'-6"
22'x"
22'-6" 21'-1"
22'-2"
9'-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"
19'-10"
19'-10"
19'-10"
19'-10"
19'-10"
19'x"
24'-2"
24'-1"
24'-2"
23' 6"
24'-0"
21'-6"
13'-1"
13'-0"
13'-1"
12'-3"
12'-10"
11'-2"
24"
1!814:''-
18'-3"
18'11"
17'-3"
18'-2"
15'-8"
10
.042
.024
.024
24"
21'-6"
21'-6"
21'-6"
21'-6"
21'-0"
24"
11'-7"
11'-7"
11'-7"
11'-7"
11'-7"
11'-3"
6-3"
16'-3"
16'-3"
16'-3"
16'-3"
15'-10"
23'-0" 23'-0" 23'-0" 2'-0" 23'-0" 22'-9"
1
20'-3" 20'-2" 20'-3" 19'-8" 20'-1" 18'-2"
116-
28'-7" 28'-6" 28'-7" 27'-9" 28'-3"
25'-7"
16"
21'-10"
21'-10"
21'-10"
21'-10"
21'-10"
21'-10"
16"
18'-0"
18'-0"
18'-0"
18'-0"
18'-0"
17'-7"
10
25'-3"
25'-3"
25'-3"
25'-3"
25'-3"
24'-8"
18'-9"
18'-9"
18'-9"
18'-9"
18'-9"
18'-9"
16'-7"
16'-6"
16'-7"
16'-1"
16'-4"
14'-10"
24"
23'-4"
23'-3"
23'-4" 22'-8"
23'-1" 20'-10"
20
.042
10
.032
.032
24"
17'-10"
17'-10"
17'-10"
17'-10"
17'-10"
17'-10"
24"
14'-8"
14'-8"
14'-8"
14'-8"
14'-8"
14'x"
20'-8"
20'-8"
20'-8"
20'-8"
20'-8"
20'-2"
19'-8" 19'-8" 19'-8" 19'-8" 19'-8" 19'-8"
24'-6" 24'-4" 24'-6" 23'-9" 24'-3" 23'-2"
16"
34'-7" 34'-4" 34'-7" 33'-7" 34'-2"
32'-8"
16"
21' 6"
21'-6"
21'-6"
21'-2"
21'-3"
20'-8"
16"
21'-9"
21'-9"
21'-9"
21'-9"
21'-9"
21'-2"
042
30'-8"
30'-8"
30'-8"
30'-8"
30'-8"
29'-10"
16'-1"
16'-1"
16'-1"
16'-1"
16'-1"
16'-1"
20'-1"
20'-0"
20'-1"
19'-6"
19'-9"
19'-0"
28'-2"
28'-1"
28'-2"
27'14"
27'-10"
26'-8"
25
.042
042
24"
17'-7"
17'-4"
17'-6"
16'-10"
24"
17'-9"
17'-9"
17'-9"
17'-9"
17'-9"
17'-3"
25'-1"
25'-1"
25'-1"
25'-1"
25'-1"
24'14"
18'-1"
18'-1"
18'-1"
18'-1"
18'-1"
18'-1"
12'-4"
12'-4"
12'-4"
12'-4"
12'-4"
12'-4"
16"
17'•4"
17'-4"
17'-4"
17' 4"
17'-4"
17'-3"
16"
19'-1"
19'-1"
19'-1"
19'-1"
19'-1"
16„
11'-9"
11'-9"
11'-9"
11'-9"
11'-9"
11'-9"
02414'-2"
16'-7"
16'-7"
16'-7"
16'-7"
16'-7"
16'-7"
13'-9"
13'-9"
13'-9"
13'-9"
13'-9"
13'-9"
-2"l10'-2"
10'-2"
10'-2"
10'-1"
24"24"
14'-2"
14'-2"
14'-2"
30
.042
024
15 _7"
15'-7"
15'-7"
15'-7"
15'-7"
15'-7"24'
9'-8"
9'-8'9'"9'-8"
13'-7"
13'-7"
13'-77"
13'-7"
15'-10" 5'-10" 15'-10" 15'-10" 15'-10" 15'-10"
W0'
15'-8" 15'-8" 15'-8" 15'-822'-1"
16"
W24
22'-1" 22'-1"
22'-0"40
16"
16'-8"
16' 8"
16'-8"
16'-8"
16' 8"
16'-8"
16„
15'-0"
15'-0"
15'-0"
15'-0"
20
21'-1"
21'-1"
21'-1"1"
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"
24„
18'-1"
042
20
032
.032
24"
13'-8"
13'-8"
13'-8"
13'-8"
13'-8"
13'-8"
24"
12'-3"
12'-3"
12'-3"
12'-3"
12'-3"
12'-3"
17'-3"
17'-3"
17'-3"
17'-3"
17'-3"
17'-3"
13'-4" 13'14" 13'-4" 13'-4" 13'-4" 13'-4"
19'-0" 19'-0" 19'-0" 18'-10"
16"
26'-8" 26'-8" 26'-8" 26'-8" 26'-8"
26'-7"
16"
15'-0"
15'-0"
15'-0"
15'-0"
15'-0"
15'-0"
16„
18'-1"
r�1�8-I"108'"-1-
18'-1"
18'-1"
18'-1"
042
25'-6"
25'-6"
25'-6"
25' 6"
25'-6"
25'-6"
50
042
10'-3"
10'-3"
10'-3"
10'-3"
10'-3"
10'-3"
042
15'-6"
15'-6"
15'-6"
15'-6"
15'-6"
15'-6"
24"
21'-10"
21'-10"
21'-10"
21'-10"
21'-10"
21'-9"
24"
11'-2"
11'-2"
11'-2"
11'-2"
11'-2"
11'-2"
24'
14'-9"
14'-9"
14'-9"
14'-9"
14'-9"
14'-9"
20'-10"
20'-10"
20'-10"
20'-10"
20'-10"
20'-10-
10'-7"
10'-7"
10'-7"
10'-7"
10'-7"
10'-7"
15'-10"
15'-10"
15'-10"
15'-10"
15'-10"
15'-10"
16"
11'-7"
11'-7"
11'-7"
11'-6"
11'-6"
11'-2"
16'-3"
16'-3"
16'-1"
16'-2"
15'-8"
* NOTE: SINGLE RAFTERS
SPACED
16" O.C. MAY BE USED
AT
024
024
8'-1"
13'-4"
13'-4"
13' 4"
13'-2"
13'-3"
12'-9"
32" O.C.
WHEN
DOUBLED
AND SINGLE
RAFTERS
SPACED
24'
8'-1"
8'-1"
8'-1"
8'-1"
8'-1"
24"
24" O.C. MAY BE USED AT 48" O.C.
WHEN DOUBLED.
9'-6"
9'-6"
9'-6"
9'-6"
9'-6"
9'-2"
9'-3"
9'-3"
9'-3"
9'-3"
9'-3"
9'-3"
14'14"
14'14"
14'-4"
14'14"
14'-4"
14'14"
20'-2"
20'-2"
20'-2"
20'-2"
20'-2"
20'-2"
14'-9"
14'-9"
14'-9"
14'-6"
14'-7"
14'-2"
16"20-9
20'-9"
20'-9"
20'-6"
20'-7"
19'-111'-1"
25
032r24"'
25
032
11'-1" 11'-1" 11'-1" 11'-1" 11'-1"
16'-7"
16'-7"
16'-7"
16'-7"
16'-7"
16'-7"
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"
17'14"
17'-4"
24'-6"
24'-6"
24'-6"
24'-0"
24'-6"
24'-6"
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'-0"
20'-0"
24"
14'-7"
14'-7"
14'-7"
14'-"
14'-6"
14'-0"
24"
20'-6"
20'-6"
20'-6"
20'-6"
20'-0"
20' 6"
0.042'
ti
.4 CO pp
04 oo
TYP.
ZO U
lil Q �
L..
(/) W—
LLI LU
W W M
J M
O
024' 6.
024
032, 6'
Nrrn
032
.042'
m-
1
OF CA0
03-03-15
0,_[3.0 O'–
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
1
* 3"x8" RAFTER
* 2"x6.5" RAFTER
ALUM. ALLOY 3004-H36
* DBL. 2"x6.5" RAFTERS
ALUM. ALLOY 3004-H36 OR
ALUM. ALLOY 3004-H?6 OR
EQUAL
OR EQUAL
EQUAL
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
ATTACHED
FIGURE INDICATES
FREESTANDING
Ll
ti
.4 CO pp
04 oo
Z W CF' c!
ZO U
lil Q �
L..
(/) W—
LLI LU
W W M
J M
O
00
Q M
ai
Nrrn
S 5885
1
OF CA0
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
1
REVISIONS
MARK DATE DESCRPTKN!
4 STEL JOB # 15-1071-1
DATE YY2015
DRAWN BY MAP
CHECKED DKR
MINIMUM FASTENERS
SH -5
5 OF 50 SHEETS
0
2
e
3
0
4
0
5
0
6
. o
7
e
8
A' o B o C o D o E o F o G o H e
RAFTER SPANS FOR OPEN LATTICE STRUCTURES 110/120/130 MPH EXP. B & C
m
024' 6. '
Z w
0.0 ui
o
2"
X 6 1/2" RAFTER
.042'
Z W!
a�F
`�o-
DBL.
2" "
x 6 1/2RAFTER
LUSL
"�
(IN.)
110 MPH 120 MPH 130 MPH
LUSL
"�
(IN.)
110 MPH 120 MPH 130 MPH
EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0
EXP. B EXP.0 EXP. B EXP.0 EXP. B EXP.0
.024
16"
9'-9" ' 9'-9"
10'-3" 10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
9'-9"
10'-3"
024
16"
"
14'-8"
14'-6"
14'-8"
14'-6"
14'-B"
6"
14'-8"
14'-6"
14'-8"
14'-0"
14'-8"
14'-6"
24"
T-6" 7'-6" 7'-6" 7'-6" T-6" 7'-6"
8'-6" 8'-6" 8'-6" 8'-6" 8'-6" 8'-6"
24"1..
;'
11'-2" 11'-2" 11'-2" 11'-2" 11'-2"
11'-10 11'-10 11'-10' 11'-10 11'-10
11'-2"
11'-10"
30
.032
16"
12'-6"
13'-1"
12'-6"
13'-1"
12'-6"
12'-6"
12'-6"
12'-6"
30
.032
16^F
18'-7"
18'-4"
18'-7"
18'-4"
18'-7"
18'-4"
18'-7"
18'-4"
18'-7"
18'-4"
18'-7"
18'-4"
24"
10'-2" 10'-2" 10'-2" 10'-2" 10'-2" 10'-2"
10'-8" 10'-8" 10'-8" 10'-8" 10'-8" 10'-8"
24
J
15'-3" 15'-3" 15'-3" 15'-3" 15'-3"
15'-1" 15'-1" 15'-1" 15'-1" 15'-1"
15'-3"
15'-1"
.042
16"
16'-0"
15'-9"
16'-0"
15'-9"
16'-0"
15'-9"
16'-0"
15'-9"
16'-0"
15'-9"
16'-0"
15'-9"
.042
16"
22'-7"
'722'-2"
22'-7"
22'-2"
22'-7"
22'-2"
22'-7"
22'-2"
22'-7"
22'-2"
22'-7"
22'-2"
24"
12'-3" 12'-3" 12'-3" 12'-3" 12'-3" 12'-3"
12'-10 12'-10 12'-10' 12-10' 12'-10 12'-10'
24 -
F
18'-6" 18'-6" 18'-6" 18'-0" 18'-6"
18'-2" 18'-2" 18'-2" 18'-2" 18'-2"
18'-6"
18'-2"
024
16"'
8'.0"
8'-0"
8'-0"
9'-1"
8'-0"
9'-1"
8'-0"
9'-1"
81-0"
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"
24"
6'-2" 6'-2" 6'-2" 6'-2" 6'-2" 6'-2"
T-2" 7'-2" T-2" T-2" T-2" T-2"
24,,.k6'-4"
9'-10" 9'-10" 9'-10" 9'-10"
10'-4" 10'-4" 10'-4" 10'-4"
9'-10"
1014"
.032
16"
10'-10"
10'-10"
11'-6"
10'-10"
11'-6"
10'-10"
11'-6"
10'-10"
11'-0"
10'-10"
11'-0"
.032
16"
16'-4"
16'-1"
16'-4"
16'-1"
16'14"
—16'- 1"
16'-4"
16'-1"
16'-4"
16'-1"
40
40
24"
8.'-3" 8'-3" 8'-3" 8'-3" 8'-3" 8'-3"
9-4" 9-4" 9-4"
24"12'-6"
13'-2"
12'-6"
13'-2"
12'-6"
13'-2"
12'-6"
13'-2"
12'-6"9'-4"9-4"
.042
16"
13'-2"
13'-9"
13'-2"
13'-9"
13'-2"
13'-9"
13'-2"
13'-9"
13'-2"
13'-9"
13'-2"
13'-9"
.042
16"
19'-9"
19' 4"
19'-9"
19'1}"
19'-9"
19'x"
19'-9"
19' 4"
19'-9"
19'-4"
19'-9"
19' 4"
24"
10'-9" 10'-9" 10'-9" 10'-9" 10'-9"
11'-3" 11'-3" 11'-3" 11'-3" 11'-3" 11'-3"
24"
16'-2" 16'-2" 16'-2" 16'-2" 16'-2"
15'-10 15'-10' 15'-10 15'-10 15'-10'
15'-10"
.024
16"
T-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"
11'-4"
10'-10"
10'-10"
10'-10"
10'-10"
10'-10"
24"
5'-2" 5'-2" 5'-2" T-2" 5'-2" 5'-2"
5'-9" 5'-9" 5'-9" 5'-9" 5'-9" 5'-9"
24"
8'-3" 8'-3" 8'-3" 8'-3" 8'-3"8'-3"
9'-4" 9'-4" 9,-4" 9.�., 9' 4"
9'-4"9'-9"
50
032
16
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'-0"
14'-8"14'-8"
14'-6"
14'-6"
14'-8"
14'-6"
14'-8"
14'-6"
24"
T-0" T-0" T-0" T-0" T-0" T-0"
8'-4" 8'-4" '-4" 8 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"
.042
16
11'-9" 11'-9" 11'-9" 11'-9" 11'-9" 11'-9"
12'-6" 12'-6" 12'-6" 12'-6" 12'-6" 12'-6"
042
16"
17'-9"
17'-6"
17'-9"
17'-6"
17'-9"
17'-6"
17'-9"
17' 6"
17'-9"
17'-6"
17'-9"
17'-0"
24"
9'-0"
9'-0" 9'-0" 9'-0" 9'�2"l
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"
024' 6. '
i
.0321---6'
. 032
.042'
.042'
1--2.0,_] 3.0.
* 2"x6.5" RAFTER
* DBL. 2"x6.5" RAFTERS
ALUM. ALLOY 3004-H36 OR
ALUM. ALLOY 30D4 -H36
OR EQUAL
EQUAL
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
ATTACHED —a
FIGURE INDICATES
FREESTANDING
W �
W � N ao
2 U�
0
Z J
w aLLj�
U) W LL
W
Lu cf)
cr)
rn
O 00
Q M
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FESS I(��
co
S5885
1
OF CAO
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJ APPROVAL
REVISIONS
MARK DATE DESCRIMIDN
4 STEL JOB # 15.1071-1
DATE 31312015
DRAWN BY MAP
CHECKED DKR
RAFTER SPANS FOR
OPEN LATTICE
COMMERCIAL & PATIOS
SH -6
6 OF 50 SHEETS
_:...._.._ _ . _ __ ............... . . ..
:...... - - ..:.::: ::::: _:::::._::.:_::: -::.: ------ . F...
t-:
�-
..... ........... i : :: ::::::::.:: ..............
• o J
G M
t`
WC.0
cV co
Ldrn
J�w
a ~ !�
U LLI
� W —
W �M
W
o U
Z °O
00
Q M
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co
o $58 : 8 5
1
OF CWoF04`
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
MARK DATE DESLRIPMx!
4 STEL JOB k 15.1071-1
DATE 313015
DRAWN BY MAP
CHECKED DKR
HEADER BEAM TYPES,
COLUMN / POST TYPES
SH -7
7 OF 50 SHEETS
ml
21
of
31
41
51
61
0
7
8
6.5" ROLLFORM
A GUTTER FASCIA
ALUM.ALLOY
3004-H36
SPLICE
WHERE
0.075'
TYP.
MAG BEAM
B M
ALUM. ALLOY
6063-T6
. DBL 2"x6.5"x0.042"
ALUM. ALLOY 3004-H36
OR EQUAL
J DBL. 2"x6.5"0.032"
ALUM. ALLOY 3004-H36
OR EQUAL
.T=12 OR
14 Ga
ASTM
A653 SS
GRADE 50
G60
.042'
TYP.
—�-3.0
DBL. 3"x8"x0.042" BEAM
O W/ DBL. 14 GA. STL. INSERT
ALUM. ALLOY 3004-H36
OR EQUAL
DBL. 3"x8"x0.042" BEAM
D12P W/ DBL.
GA. STL. INSERT
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.
HEADER BEAM TYPES
SPLICE
WHERE
0.070'
TYP.
C 4" 1 -BEAM
ALUM. ALLOY
6063-T6
EXT. CLIP
SPLICE T=12 GA.
WHERE ASTM A653 SS
OCCURS GRADE 50 G60
\�I .032'
4.%' ALUM.
TYP.
Li
4.5" MAG GUTTER
ALUM. ALLOY
6063-T6
3" SQ.x0.032" ALUM. BEAM
E W/ 12 GA. STL. "U" CHANNEL
ASTM A653 SS GRADE 50 G60
7
' INSERT7-0.1251
WHERE ALUM.
OCCURS ALLOY
606378
7I'
0.110'
TYP.
F 7" 1 -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 V INSERT OCCURS AS SHOWN IN
SPAN TABLES, IT SHALL BE INSTALLED THE
FULL LENGTH OF THE 7" I -BEAM.
3.I
.032'
ALUM
B 3" SQ. ALUM POST
ALUM. ALLOY 3004-H36
HEIGHT LIMITED TO
10'-0" MAXIMUM.
n nOw-
C 3" SQ. ALUM. POST
ALUM. ALLOY 3004-H36
3" SQ. STEEL POST
F ASTM A653 GRADE 50 CP60
3" SQ. ALUM. POST
,D WITH SIDEPLATES
ALUM. ALLOY 3004-H36
OR EQUAL
0.075' 3,
TYP.
E MAG POST
ALUM. ALLOY
6063-T6
=3"SQ.xt=0.188"
I
NOTE:
IH
=3"SQ.xt=0.313"
1-2.875'–JEACH
HEADER BEAM TOP AND
=4"SQ.xt=0.250"
BOTTOM FLANGES SHALL BE CUT AT
3"x8"0.042" BEAM
EACH INTERIOR COLUMN WHERE 3
II
F-X3.0'-+�4.0, 3.0'�
W/ 14 GA. STL. INSERT
M ASTM A653 GRADE 50 G60.
OR MORE COLUMS OCCUR. DO NOT
CUT FLANGES AT END COLUMNS.
3"x8"x0.042" BEAM \
K ALUM. ALLOY 3004 H36
MAX,
DBL. 3"x8"x0.042" BEAM
L ALUM. ALLOY 3004-H36
3"x8"x0.042" BEAM
W/ 12 GA. STL. INSERT
OR EQUAL
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.
COLUMN / POSTTYPES
3.I
.032'
ALUM
B 3" SQ. ALUM POST
ALUM. ALLOY 3004-H36
HEIGHT LIMITED TO
10'-0" MAXIMUM.
n nOw-
C 3" SQ. ALUM. POST
ALUM. ALLOY 3004-H36
3" SQ. STEEL POST
F ASTM A653 GRADE 50 CP60
3" SQ. ALUM. POST
,D WITH SIDEPLATES
ALUM. ALLOY 3004-H36
OR EQUAL
0.075' 3,
TYP.
E MAG POST
ALUM. ALLOY
6063-T6
SQ. STEEL POST
ASTM A500 GRADE B
=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
■ S.
.�
.1�
.�
:•. E - - ... ._.. ......... - .._.__..________--______.______ ...... ..........____.._
e C e D o E o F o G
EXISTING LEDGER OR WALL HANGER & EAVE CONNECTION DETAILS
TABLE 1
NOTE: WHERE COVER CONSTRUCTION INCLUDES
DESIGN (E) WALL COVER
3/16" STEEL NOTEI BRACKET CAN BE
A34 FRAMING ANGLE
DETAIL A OR B. SITE-SPECIFIC ENGINEERING IS
LOADS OPENING
PROJECTION
W
0 1/4'0 HOLES,TYP. LOCATED ANYWHERE DN EAVE,
SEE TABLE 2
FASTENERS, SEE TABLE 3
AT ROOF PANEL
OVERHANG
REQUIRED TO VERIFY ADEQUACY OF THE EXISTING
STUD WALL FRAMING WHERE ONE OR MORE OF THE
10, 20 psf > 8'
> 18'
TABLE 4 a,b ANCHORS INSTALLED
INTO CONCRETE WALLS
WITH 6 -INCH MIN.THICKNESS
0
0 TYP. BRACKET
AT EVERY 2x
NOTE: PROVIDE WATER
PROTECTION, METAL FLASHING
JOINTS AND SLOPE
MAXIMUM PROJECTION
FOLLOWING CONDITIONS OCCUR:
30, 40 8 50 psf > 6'
> 14'
WIND SPEED (MPH)
AND EXPOSURE
CAUCK
R.F. OR EXT. HANGER
120,13
120, C
130, B
130, C
B ° °
TO DRAIN (OPTIONAL)
CHANNEL, 2X OR 3X
10
2" x 4" FULL
° EXISTING EAVE
ALLOWABLE PROJ. TO BEAM
RAFTER BRACKET
25'-2"
LEDGER OR WALL HANGER
OVERHANG
SEE TABLE 1
26'-0"
26'-0"
WITH FASTENERS
1 1/4"(24" MAX.
2 OR DIB LEDGER
21'-2"
E)0
m
WIND SPEED
(EXP. B & C)
PER TABLES 3 &tMIN
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
20
yz' 0 SIMPSON STRONG -BOLT 2
SS AT 48' D.C. (a,b)
2"x6" FULL OR
2"x8" NOTCHED
2X WOOD STUDOR
26'-0"
26'-0"
ALUM. PANEL 2X OR
26'-0"
EXIST. RAFTERS AT
110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130
CONCRETE WALLEXIST.
2"x8" FULL OR5'
2"x10" NOTCHED
RAFTER3x
ALUM. RAFTER
26'-0"
24"O.C. AT ROOF
1'
26'-0"
4x3 1/2" W.
FASCIA BOARD
(A) (A)
OVERHANG(3}#
(A) (A) (A)
(A) (A) (A)
(A)
(A)
(A)
25
2X FULL DEPTH3ALLOWABLE
6' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B)
20
2" x 4" FULL
26-0"
PROJ.
EXISTING EAV
WOOD SCAB,
25'-4" 1
20'-7"
7'
(A) (A) (A)
TO BEAM
OVERHANG
(A) (A) (A)
WHERE OCCURS,
(A) (A) (A)
(B)
NOTE, PLACE 'SIKA FLEX' OR SIMILAR NOTE: BRACKET MAY BE
SEE TABLE 1 (24- MAX.)
30
SEE TABLE 2
2" x 6" NOTCHED
26'-0"
MATERIAL BETWEEN BRACKET AND
MOUNTED BELOW RAFTER
26'-0"
26'-0"
26'-0"
26'-0"
8' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B)
COMP. SHINGLE ROOFING TO PROVIDE
W/ SAME CONNECTION'S.
26'-0"
26'-0"
26'-0"
SEAL
EAVE CONNECTION
26'-0"
WALL CONNECTION -
40
._
A
2"x8" FULL OR
B
ALTERNATE EAVE CONNECTION
1. EXISTING ROOF OVERHANG DESIGN LOADS,
26'-0"
NOTE: WALL LEDGER IS NOMINAL LUMBER SIZE 2"x6" (AT 2"x634" !"
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
30, 40, 6 50 psf
.' CVTTTTNr DACTCD Al I n%JAAIC ACNTTNG STDCSS VZ
OR KILN -DRY WOOD -FILLED 2"x6}4' OR 3"x8" ALUMINUM SECTIONS.
WITH A 10 psf MAXIMUM DESIGN LOAD.
TABLE 1
TABLE
2
TYPE
AND NUMBER
OR RAFTER
OF FASTENERS
CONNECTED
REQUIRED
TO EXISTING ROOF
AT ROOF PANEL
OVERHANG
TABLE 4 a,b ANCHORS INSTALLED
INTO CONCRETE WALLS
WITH 6 -INCH MIN.THICKNESS
COVER
LUSL
EXISTING
FRAMING MEMBER
AT ROOF
OVERHANG
MAXIMUM PROJECTION
(A) - SIMPS❑N A34 FRAMING ANCHOR USING SD9112 SCREWS
(B) - (2) SIMPS❑N A34 FRAMING ANCHORS, EACH SIDE, USING SD9112 SCREWS WITH 2x FULL
DEPTH WOOD SCAB FULL LENGTH OF RAFTER TAIL
COVER
LUSL
NUMBER AND TYPE
OF FASTENERS
WIND SPEED (MPH)
AND EXPOSURE
110, B
110, C
120,13
120, C
130, B
130, C
10
W0 SIMPSON STRONG -BOLT 2
SS AT 48' O.C. (a,b)
a = 10 PSF L.L. 20 PSF L.L. 25 PSF S.L. 30 PSF S.L. 40 PSF S.L. 50 PSF S.L.
10
2" x 4" FULL
26'-0"
26'-0"
26'4"
25'-2"
25' 4"
20'-7"
2"x 6" NOTCHED
26'-0"
26'-0"
26'-0"
25'-7"
25'-4"
21'-2"
E)0
m
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
WIND SPEED
(EXP. B & C)
20
yz' 0 SIMPSON STRONG -BOLT 2
SS AT 48' D.C. (a,b)
2"x6" FULL OR
2"x8" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130
2"x8" FULL OR5'
2"x10" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
(A) (A) (A)
(A)
(A) (A)
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(A)
(A)
(A)
25
W 0 SIMPSON STRONG -BOLT 2
SS AT 48' O.C. (a,b)
6' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B)
20
2" x 4" FULL
26-0"
26'-0"
26-0"
25'-2"
25'-4" 1
20'-7"
7'
(A) (A) (A)
(A)
(A) (A)
(A) (A) (A)
(A) (A) (A)
(A) (A) (A)
(B)
(B)
(B)
30
S AT36'OC.S� STRONG -BOLT 2
2" x 6" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
8' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B)
2"x6" FULL OR
2"x8" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
9' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B)
40
M SO C.STRONG-BOLT
oRb) G -BOLT 2
S ATSIMPSON
2"x8" FULL OR
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
I(A)(A)
10' (A) (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) (B) (B) (B)2"x10"NOTCHED
(A) (A) (A)
(A)
(B) (B) (B)
(B) (B) (B)
(B) (B) (B)
(B)
(B)
(B)
50
yz' 0 SIMPSON STRONG -BOLT 2
SS AT 24. O.C. (n,b)
2" x 4" FULL
26'-0"
26'-0"
26'-0"
25'-2"
25' 4"
20'-7"
2" x 6" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
12' (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B)
255
2"x6" FULL OR
2"x8" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
TABLE
3 C
TYPE AND NUMBER OF FASTENERS REQUIRED AT LEDGER
AND ROOF PANEL RAIL TO FASCIA
OR LEDGER TO EXISTING WOOD STUD WALL FRAMING
FOOTNOTES TO TABLES 3 4:
a, EMBED ANCHOR 3' MINIMUM
INT❑ CONCRETE WALL AND
INSTALL IN ACCORDANCE
WITH ESR -3037
b, USE 3' SQ,x/4' STAINLESS
STEEL WASHER WHEN
INSTALLING NEW WOOD
LEDGER AGAINST EXISTING
CONCRETE WALL.
c, WHERE ROOF PANEL RAIL
OCCURS, USE Y2' DIAMETER
SCREW IN LIEU ❑F (2)
Y4' DIAMETER LAG SCREWS,
2"x8" FULL OR
2"x10" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
30
2" x 4" FULL
16'-0"
16-0"
16'-0"
16-0"
16-0"
16'-0"
}
�~o
m -(EXP.
I—
(C) - (2) 'Ya' DIAMETER LAG SCEWS
(D) - DIAMETER LAG SCREW
(E) - �'a' DIAMETER LAG SCREW
2"x 6" NOTCHED
10'-10"110'-10'
10'-10"
9'-2"
9'-3"
-
2"x6" FULL OR 2"x8" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
10 PSF L.L. 20 PSF L.L. 25 PSF S.L., 30 PSF S.L. 40 PSF S.L. 50 PSF S.L.
2"x8" FULL OR
2"x10" NOTCHED
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
26'-0"
WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED
B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C)
40
2" x 4" FULL
11'-7"
11'-7"
11'-7"
11'-7"
11'-7"
11'-7"
110 1120 1130 1101 120 1130 110 120 130 110 120 130 110 120 130 110 120 130
2"x 6" NOTCHED
15'-6"
15'-6"
15'-6"
15'-6"
15'-6"
15'-6"
(C) (C) (C) (C) (C) I (C) (C) (C) (C) (C) I (C) (C) (D) (D) (D) (D) (D) (D)
2"x6" FULL OR5'
2"x8" NOTCHED
19'-6"
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) (D) (D)
2"x8" FULL ORLAG
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)
8'
(C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) (E) (E) (E)
50
2" x 4" FULL
8'-11"
8'-11"
8'-11"
8'-11"
8'-11"
8'-11"
2" x 6" NOTCHED
12'-1"
12'-1"
12'-1"
12'-1"
12'-1"
12'-1"
9'
(C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) (E) (E) (E)
2"x6" FULL OR
2'W" NOTCHED
15'-3"
15'-3"
15'-3"
15'-3"
15'-3"
15'-3".
10'
(C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (E) (E) (E) (E) (E) (E)
11'
(C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (E) (E) (E) (E) (E) (E)
t(C)
2"x8" FULL OR
2"x10" NOTCHED
20'-9"
20'-9"
20'-9"
20'-9"
20'-9"
20'-9"
I
12
(C) (C) (D) (D) (D) I (D) (D) (D) (D) (D) (D) (E) (E) (E) (E) (E) (E)
Ll cv)
2
N ti
NM
t` M
WF
Z WO U m
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S5885
1
OF CAI�FC
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AW APPROVAL
REVISIONS
MARK DATE DESMOMON
4 STEL JOB # 15-1071-1
DATE 313/2015
DRAWN BY - MAP
CHECKED DKR
EXISTING EAVE
CONNECTION DETAILS
SH -8
8 OF 50 SHEETS
1
0
2
0
3
0
4
a
5
6
0
7
0
B
.. _
t. = .----------- ....... --------------
...... .... ......--------------- ..........
a E o F a G
HANC,FR r.HANNFI S ANn MOUNTING RRACKFTS
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S5.8.5
1
OF CAL\F
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
MONK I DATE DESCRIPTION
4 STEL JOB # 15-1071.1
DATE 31312015
DRAWN BY MAP
CHECKED DKR
HANGER CHANNELS AND
MOUNTING BRACKETS
SH -9
9 OF 50 SHEETS
STENERS,
T=.060' TYP.
E TABLE 3, SHEET 4
FASTENERS, 078
1.50" SEE TABLE 3 SHEET 8 300'
W
ALUM. 3004-H36
63 ••05
.06M 25'R
1.5 " t= 0.04"
.01 02X90 202" FASTENERS,
DIA SEE SHEET 4
io o .563" 20 5'
c�i ri .281' �
5740"�pl
SEE O
Q
+,1
�
_ _
FASTENERS
Q CONTINUOUSA-RAIL
ROOF PANEL 3 (WHERE OCCURS)
O_
" ri SHEET 8
SEE TABLE 3
"
.06 " FASTENERS, W ALUM.ALLOY
SEE SHEET 4
FASTENERS,
SEE TABLE 3, SHEET 4
6063-T6
-{� 1.8
ALUM. ALLOY
ALUM.ALLOY
6063-T6
ALUM.ALLOY
6063-T6
6063-T6
OROHANGERED
O EXTRUDED HANGER/ CONNECTION
OC I.R. HANGER
"H" BRACKET
NOTE: THIS CONSTRUCTION IS LIMITED TO 30 psf
MAXIMUM. SITE-SPECIFIC ENGINEERING REQUIRED
AT ROOF LOADS EXCEEDING 30 psf.
(3) Y" O LAG SCREWS
10# L.L =(2)#14 SMS EA. SIDE
1 1/2"
20#,25#,30# L.L=(3)#14 SMS EA. SIDE/BEAM
SPLICE TO
#14 SDS,
40#,50# L.L=(4)#14 SMS EA. SIDE
J/ OCCUR DIRECTLY OVER 518"0 PLASTIC
3 PER SIDE
I POST. NOT PERMITTED PLUG WHERE
@ 6 SCREWS I @ 2 -POST UNITS SCREW IS INSIDE
1'
Q
3/4' OR 1 1/2"
PER SIDE I
5__ 5" #1 4 SMS MAY
I 2" x 6 1/2" OR
BE USE AS
5" MIN. 3" x 8" ALUM.
3.5" ALTERNATE TO
RAFTER
1/4"0 BOLTS
U
—
3/4" OR 1 1/2"
8" BEAM
3"x8" ALUM.AEACH
- ---------
X HEADER
U -BRACKET
INOTES!
LU I•EXISTING
WOOD STUD FRAMING
S3"X8"
ALUM.
E) STUCCO
6 1/2" SIDEPLATE EA.
2(E) STUCCO RAFTER
x 3-1/2"LAG SCREWS L.L=10 psf
SIDE SEE POST SCHED.
0 x 3-1/2" LAG SCREWS L.L.=20, 25 and 30 psf
#14 SMS EA. SIDE ��k
PENETRATION BRACKET
2 EACH 5/8"0 x 3-1/2" LAG SCREWS L.L.=40 and 50 psf
TOP, MID HEIGHT
(2" MIN. PENETRATION INTO EXISTING WOOD STUD)
AND BOTTOM. 3"SQ. POST BETWEEN SIDE PLATES
NOTE: LENGTH OF LAG SCREW SHALL PROVIDE
THREADED PORTION OF SHANK COMPLETE
NOTE: USE LEDGER WHERE RAFTER SPACING
SEE LATERAL FORCE RESISTING SYSTEM, SHEET 11
PENETRATION INTO EXISTING CORNER STUD.
EXCEEDS EXISTING STUD SPACING. SEE TABLE 3 SHEET 8.
HEADER BRACKET 2
RAFTER TO STUD WALL CONNECTION 3
BEAM TO POST CONNECTION 8
1 1/2" OR 2"LATTICE #8 S.M.S.
ALTERNATE 1/2" DOUBLE RAFTER-
BOLT CONNECTIO PLAN 2
#8 S.M.S. EACH SIDE
LATTICE 1 1/2" OR 2"
ALUMINUM MEMBER WITH
EXISTING
SHEATHING WOOD FILL OR
' DBL. 3'.8'x0.042 BEAM
NOMINAL LEDGER
DR DBL. 2'.6.5'X0.032'/0,042'
ALTE
ALTERNATE:
LTES.M.S.
-+ (NEW OR EXISTING)
% BEAM
EACH
J SEE NOTE, DETAIL B,
RAFTER TO COL.
co 3 SHEET 8
O
CONNECT. (B-TOT.)X
2"x6.5" OR 3"xB" RAFTER
o
W:)
I I
0 0
ALTERNATE: 1/2" BOLT
U)
I o
1'
4.5.0 6'
ALTERNATE:
FASTNERS, SEE TABLE 3,
SHEET B
(2} #14 S.M.S. EACH RAFTER
+
1"
TO COLUMN CONNECTION
5/8' Sb ACCESS
3"x 3"STL.POST (24") 0 ALTERNATE:
(4 -TOTAL)
HOLES
INSTALL 6 — #14
INSERT ATTACHED OR 2}2x6.5" OR
(
— ALTERNATE:
3' SQ. POST
)( �4
3"x 3"STL.POST COLUMN (2)-3"x8"HEADER
(2} 2x6.5" OR (2}3"x8" HEADER
`i EXISTING
LONG SDS 2 EACH
FOR FREESTANDING
-BOLT
ALTERNATE:
1" STUCCO OR EQUAL
\ HEADER TO
(2) -1/2
3"x3"x0.024"—/ (1) - 1/2" BOLT OR
2.5" PENE. INTO EACH WOOD STUD
COLUMN
2"x 6.5" SIDEPLATE
CONNECTOR (2} #14 S.M.S. EACH RAFTER
(12 FASTENERS ;
PER f
DBL. RAFTER /DBL. HEADER CONN. 4O
STUB COLUMN TO DOUBLE HEADER CONN. O5
EXIST.
O
DOUBLEOLUMN DETAIL 7
COLUMN
ATTACHM NOT DETAIL
2 r`
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S5.8.5
1
OF CAL\F
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
MONK I DATE DESCRIPTION
4 STEL JOB # 15-1071.1
DATE 31312015
DRAWN BY MAP
CHECKED DKR
HANGER CHANNELS AND
MOUNTING BRACKETS
SH -9
9 OF 50 SHEETS
0
2
0
• 3
0
M 4
6
7
0
8
A o B o C o D o E o F o G o H o 1
COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT- DETAILS / MIN. NUMBER OF REQ. COLUMNS
POST
TABLE 1 TABLE 2
ATTACHED ONLY ATTACHED AND STEEL POST ONLY:
"T"BRACKET@3"SQ.POST I FOOTING & ANCHOR BOLTS FREESTANDING USE POST TYPE
W/ (4)#14 SMS EA. SIDE OF POST )
ALTERNATE FTG. � , I, J OR K
I -
OR 1/2" M.B. THROUGH POST ALUM."T"BRACKET USE WITH _ I
POST POST TYPE B,C,D, OR E. SINGLE POSTS- CUBE SIZE SQ. 18" DEEP "CUBE FTG.
FOOTING SIZE EMBED.
STEEL."T" BRACKET OR 9" SQ. BOLTS 18" 18• SQ. 12" 1/2 DEPTH OF
BASE PLATE USE WITH 1r-22" CUBED (1) (2)-3/8.0 17/8" 20" 21" SO. 12" J FOOTING OR
POST TYPE B,C,D,E,F,G,H,J OR K. r 12" MIN. EMBD. I
16' I
(2)-3/8"0 STRONG -BOLT 2 SS
EA. BRACKET TO SLAB.
9 1/2" MINIMUM DISTANCE TO
EDGE OF SLAB.
33" MINIMUM DISTANCE FROM
_ SLAB CRACK TO COLUMN.
(1%" MIN. EMBEDMENT)
SLAB SHALL BE IN
GOOD CONDITION
FOR SIZE
3 1/2" MIN. - SEE FOOTING
IN BEAM SPAN TABLE
EXISTING SLAB
O ATTACHF_n COVERS ONLY O
SEE TABLE 1
d
DE TH o e
a POURED CONCRETEao"-a2
FOOTING SEE TABLES
QUARE --J1)
POSTS TO CONC. FOOTING
ATTACHED COVERS ONLY
23" & 24' CUBED (1)
(2}12"0
3 1/4"
22 25 SQ.
(1}1/2"OM.B.
x9" LONG, 1"
FROM END
OF POST
POURED
CONCRETE
FOOTING
, _0
=I • :: I I LU
��: I I I` 0 J
! r
I W ~
LU Z
1n
co
•',a F 2
' Nb• :� 0 Q
O m
Z
SQUARE, SEE FTG.
SCHEDULE IN BEAM
SPAN TABLES
SQUARE POST EMBED.
--INTO FOOTING`
24" 28" SQ. 20
25" - 30• CUBED (2)
(4}12"0
31/4"
26" 32' SO. 23' /
31" -34- CUBED (2)
(a}5/8.0
4'
28' 35" SQ. 25-1
30" 39" SO. 28•!
35--39"CUBED(2)
(4}3/4.6
43/4"
32" 43* SO. 30•,
34^ 47" SQ. 32'
CUBED (2)
(a}3/a 0
a 314
36' 51' SO." i
NOTE: BOLTS SHALL BE SIMPSON STRONG -BOLT 2 SS
(ICC -ES ESR -3037)
MAY USE EITHER STEEL T BRACKET OR`
ALTERNATE FREESTANDING BASE PLATE,
2) REQUIRES USE OF ALTERNATE FREESTANDING
BASEPLATE.
38" 55" SQ. 37",�
40" 60" SQ. 39" \�
42" 64" SQ. 41"
69"SQ. 43'
'CUBE FOOTINGW/312'SLAB
ALUM. ALLOY 3.00" OR
6063-T6 �� 2.40"-
1.5G-"" L7-.090,, TYP.
INSTALL 1Y2' x 1Y2" x YB" HDG
WASHER PLATE AT ANCHORS
FOR 130 MPH
NOTE: CONCRETE SLAB ANCHORS SHALL BE
%" DIAMETER SIMPSON STRONG -BOLT 2 SS
(ICC -ES ESR -3037)
ALUM "T" BRACKET n
q 7/16"0 HOLE
FOR 3/8" ME
ASTM A500 GRADE B
INSTALL 1Y2" x 1Y2" x YB" HDG
WASHER PLATE AT ANCHORS11
157"
TYP�
USE FOR WOR 4"
STEEL POSTS
IS 2- 5/16"0 H
NOTE: CONCRETE ANCHORS ARE SHOWN IN TABLE 1.
STEEL "T" BRACKET
2 FLANGES
2 1/8" APART
BASE FLARES
TO 3"WIDE EA.
SIDE OF FLANGES
FOR 3" POST,
4" WIDE FOR 4" POST
1-7/16"0 HOLE
& 2-3/8" HOLES
I TYP. EA. SIDE
I
I
(3)-3/4"0 BI
FOR POST TYPE F, G, H, I,
(4)- SS316 3/4"0 STRONG -BOLT 2 SS
STEEL PER ICC -ES ESR -3037
(4 3/4" EMBEDMENT DEPTH)
INSERT TO
BASE PLATE 3/16"
3" OR 4" SQ.
INSERT
x 0.188"
ASTM A500
GRADE B
STEEL
POST
I
INSERT
9" SQ. X 5/8" THK. L-"
THK. BASE PLATE
(ASTM A500 GRADE B STEEL)
1 Y4" 6 Y2" 1 Y4"
WELDED STEEL BASE PLATE 1 Q
ALTERNATE FREESTANDING
BASE PLATE ANCHOR
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1
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03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB # 155-1071-1
DATE 3132015
DRAWN BY MAP
CHECKED DKR
COLUMN / POST SURFACE
MOUNT AND FOOTING
EMBEDMENT DETAILS
SH - 10
10 OF 50 SHEETS
a
:: - _:__ _ _._.. ._ _____ __ _ ............
r•. .......
:.-::::::::::::.::.: _:::: :•::::: - ............. 1 ,---------=------ ..---- ------ .. ...............-----------
1 ................................ :..................... _
1
e
2
3
0
0
A e B e
0
■
o t c
LATERAL FORCE RESISTING SYSTEM (LFRS)FOR ATTACHED COVERS
co
2"X6.5"X0.032" SIDE PLATES
110 MPH 120 MPH 130 MPH
EXP. B
EXP. 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 1 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
HF
C14
' /BEAM SPLICE TO
Y OCCUR DIRECTLY OVER 5/8"0 PLASTIC
POST. NOT PERMITTED PLUG WHERE
6 SCREWS @ 2 -POST UNITS SCREW IS INSIDE
PER SIDE 1 ,
5" #14 SMS MAY
BE USE AS
3.5" 3.5" ALTERNATE TO
1/4"0 BOLTS
3.5" 3.5"
8" BEAM
5"
OR I
SEE NOTES
BELOW j 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 61/2"x 0.032" 3" SQ. x .032" + (2}2" x 6 1/2" x 0.042"
W/ (6)-#14 S.M.S. EACH SIDE. �2 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,
" 4
ROLL—FORMED #14 SMS E 32' D.C. MAX.
OR IRP (4 MIN. PER PANEL INTERLOCK),
OLL—FORMED
PANEL
SEE SHEET 4
�ROOFHANGER
#14 SMS 8 32' D.C.
4 MIN. PER E" "T
ALUMINUM
TOP 8& BOTT. 0.024'
P
ROOF
ROLL-FORMED
INTERLOCKING SEAM NELInINTERLOCKING JOINT PANEL
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03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJ APPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB a 151071.1
DATE 3PJI2015
DRAWN BY MAP
CHECKED DKR
LATERAL FORCE
RESISTING SYSTEM /
MIN. NUMBER OF
REQ. COLUMNS
SH -11
1 10F 50 SHEETS
BEAM TO POST & LA
SPLICE DETAILS 11
SIMPLE SPLICE FULL MOMENT
9" 24'
.57 3' 1 1"1 11 3" 1.5 1.1^ 8•
S' II #12 S.M.S.
TOT II
TYP. THICKNESS =.035 6 39' (24 TYP. THICKNS = .035"
++ + + u + + ++
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
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12' SIMPLE CSPUCE (ONE SIDE OF WEB) MAY BE USED.
3" TOTAL= (8}1/2^0 BOLTS
1.00'
O 0 O O
SPLICE WHERE
2' 0
OCCURSUO 4
T ,
O O
ALUM. ALLOY
6063-T6 16' V
4"I -BEAM X-0-
- MOMENT CSPUCE
NOTE: IF SPLICE OCCURS AT ALTERNATE INTERIOR BAYS, A SINGLE 12" SIMPLE CSPLICE (ONE SIDE OF WEB) MAY BE USED.
SPLICE WH
Occur
ALUM. ALLOY
6063-T6
7" I -BEAM
1-1/2" SQ. OR 2" LATTICE TUBE (
ALUM. ALLOY 3105-H25
• 1.50�" - 1.50"
.28" L I 2 I2"
018"
U T
MOMENTCSPUCE
2"x3" LATTICE TUBE
ALUM. ALLOY 3105-H25
.28"1
37. 2.. 018�
1
0
1
BE TO RAFTER CONNECTI
BEAM TO POST DETAILS
,
(2)1!10 S.M.S.@ EA.
VALLEY. TYP.
H - BRACKET TO POST
-""
3" x 8" x.042- BEAM,
3" SQ. STEEL OR
MAG BEAM.
(
(6)-#14 SDS @ EA. SIDE
TOP & BOTT. TOT.=24
3"X 3" ALUM. OR
STEEL POST
"U" BRACKET - RAFTER TO BEAM
LATTICE TUBE TO RAFTER I
#8 x 2 "SMS, 2 1/2"
OR 3 1/2', TYP.
r'
�I
l
Y
'l 1/2" SQ., 2" SQ.,
1 OR 2•x3" LATTICE
@ 3" O.C. MIN.
UP TO 6"O.C. MAX.
TER
L/
I f�
1
1
BEAM TO POST DETAILS
OPTIONAL DECORATIVE FASCIA
( WOOD, ALUM. OR HARDBORD )
(12) -1114 x 1? S.MS. EACH SIDE OF 3'
SLT POST (8 -TOTAL
ALTERNATE: 114'0 LT W/ WASHER
EA SIDE OF 3' SO. POST
�O
+� Istel
2.35 3' SO. POST
4.414 x 12' S.M.S. EACH SIDE OF 3'
SO. POST(&TOTAL)
ALTERNATE 114'0 BOLT WI WASHER
EA. SIDE OF 3" SO. POST
3" 50. POST
UTTER FASCIA
ORI LMAG BEAM
3'50. 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"
W
2'-0"
w
T-0"
I,
I
NOTCH I -BEAM FLANGE
I -BEAM ALUM ALLOY
AS NEEDED TO CLEAR
(6061-T6) ALTERNATE I
SQ. POST,CONNECT WEB
STL, C-13EAM
TO POST W/ (2) - 5/8"0
o 0
THRU-BOLTS @ 4- (-BEAM,
SQ. POST
AND (3) - 5/8.0 THRU BOLTS
EXTRUDED GUTTER
@ T I -BEAMS
H - BRACKET TO POST
-""
3" x 8" x.042- BEAM,
3" SQ. STEEL OR
MAG BEAM.
(
(6)-#14 SDS @ EA. SIDE
TOP & BOTT. TOT.=24
3"X 3" ALUM. OR
STEEL POST
"U" BRACKET - RAFTER TO BEAM
LATTICE TUBE TO RAFTER I
#8 x 2 "SMS, 2 1/2"
OR 3 1/2', TYP.
r'
�I
l
Y
'l 1/2" SQ., 2" SQ.,
1 OR 2•x3" LATTICE
@ 3" O.C. MIN.
UP TO 6"O.C. MAX.
TER
L/
I f�
1
1
BEAM TO POST DETAILS
OPTIONAL DECORATIVE FASCIA
( WOOD, ALUM. OR HARDBORD )
(12) -1114 x 1? S.MS. EACH SIDE OF 3'
SLT POST (8 -TOTAL
ALTERNATE: 114'0 LT W/ WASHER
EA SIDE OF 3' SO. POST
�O
+� Istel
2.35 3' SO. POST
4.414 x 12' S.M.S. EACH SIDE OF 3'
SO. POST(&TOTAL)
ALTERNATE 114'0 BOLT WI WASHER
EA. SIDE OF 3" SO. POST
3" 50. POST
UTTER FASCIA
ORI LMAG BEAM
3'50. 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'
#14 x 1/2' S.M.S. TOP
& BOTT. (2) -TOT.
FASTENER TO FASCIA - SEE TABLE
— FASTENER TO RAFTER TAILS - SEE TABLE
OPTIONAL LATTICE TUBES
/ \\ AT OVERHANG
ROOF PANEL
(i FASTENER 6 j/y
0o
GROUP
ROLLFORMED OR
o 0
EXTRUDED GUTTER
ALUM. BRACKET X
#14 S.M.S. @12"0.C.
FASCIA
6 112"x2"x.024-2'
1"
'L' SEE TABLE
RAFTER
"U" BRACKET - RAFTER TO BEAM 17
3.125" FOR 3 x RAFTER
2.125" FOR 2 x RAFTER
t = .040" @ 6063-T6
1 1/2"
(6)-#14xY4 TEKSCREWS
BRACKET TO RAFTER
r121 MIN.
I
o O
,
o
�-.19 8
(6) - #14x V4" TEK SCREWS .750
BRACKET TO BEAM r
2 I`
W �
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OF CAL \FCS
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
M&W OATS M=77m
4 STEL JOB 11 161071-1
DATE 3rsmis
DRAWN BY MAP
CHECKED DKR
BEAM TO POST &
LATTICE TUBE TO
RAFTER CONNECTION
DETAILS
SH - 12
12 OF 50 SHEETS
.......... .. ....... .... _ _ _ _ .v ......... __. ..... _... ..
I:•. __.......
i .. ... .. _._
•:::.�:: :::::.•: ::::.:: •: ......... .............. :::.•: :.:•: :. :::-: .:::_.'::: :: t•::. :.::•:::: _.....: :: =` ...... ................. ........ .... _...... ... ... ......... .._... t........... _...... .
... ..... ....... ....... r:::::..: ........_... .. ... ...... 111 t _.._.........:: ii:-: ::....
.... .. .... ..
.. o F o 0 o H o I o J
A o B o - C o D o E
°
2
°
3
°
4
5
HOW TO DETERMINE TRIBUTARY WIDTH TO WALL HANGERS LEDGERS AND SUPPORTING BEAMS I I
TRIBUTARY WIDTH TABLE
NP - NOT PERMITTED - SITE SPECIFIC ENGINEERING REQUIRED
°I FAN BEAM
6
° Q c
z CEILING FAN AND/
H OR LIGHT FIXTURE
( MAX. 30 lbs. )
W
71 \
°
B
FAN BEAM (19'-0" MAX SPAN)
HEADER
T=.075'
TYP,
FAN BEAM
FAN BEAM
ALUM. ALLOY 6063-T6
#14 x 3 1/2" S.D.S. SCREW
AT BEAM
ATTACHMENT AT HEADER
CLEAR SPAN
O.H.
TRIBUTARY TRIBUTARY= I
T WIDTH I11 1/2 SPAN+O.H.
NOTE: TRIBUTARY ON MULTIPLE SPANS IS
EQUAL TO CENTER SPAN TO CENTER SPAN
rA w1 .CAAA
11 -- ------ - ------
AT HANGER CHANNEL
ATTACHMENT AT HANGER CHANNEL
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1
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03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
NMWC DOTE DESCFUPT10N
4 STEL JOB # 15-1071.1
DATE 31312015
DRAWN BY NIAP
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'
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
°I FAN BEAM
6
° Q c
z CEILING FAN AND/
H OR LIGHT FIXTURE
( MAX. 30 lbs. )
W
71 \
°
B
FAN BEAM (19'-0" MAX SPAN)
HEADER
T=.075'
TYP,
FAN BEAM
FAN BEAM
ALUM. ALLOY 6063-T6
#14 x 3 1/2" S.D.S. SCREW
AT BEAM
ATTACHMENT AT HEADER
CLEAR SPAN
O.H.
TRIBUTARY TRIBUTARY= I
T WIDTH I11 1/2 SPAN+O.H.
NOTE: TRIBUTARY ON MULTIPLE SPANS IS
EQUAL TO CENTER SPAN TO CENTER SPAN
rA w1 .CAAA
11 -- ------ - ------
AT HANGER CHANNEL
ATTACHMENT AT HANGER CHANNEL
Z "'
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1
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03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJAPPROVAL
REVISIONS
NMWC DOTE DESCFUPT10N
4 STEL JOB # 15-1071.1
DATE 31312015
DRAWN BY NIAP
CHECKED DKR
HOW TO DETERMINE
TRIBUTARY WIDTH &
FAN BEAM DETAILS
SH -13
13 OF 50 SHEETS
0
2
3
e
4
0
5
0
6
o
7
0
8
A o B o C o D o E o F o
2. ti
N
co 00
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S58.85.
1
OF CP.L\F�
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJ APPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB # 151071-1
DATE 3132015
DRAWN BY MAP
CHECKED DKR
LATTICE COVERS ATTACHED
& FREESTANDING
BEAM SPANS,
10 PSF L.L, 110-130 MPH
SH - 34
34 OF 50 SHEETS
BEAM TYPES
ATTACHED & FREESTANDING LATTICE COVERS - 10 PSF LIVE LOAD - 110, 120,130 MPH - EXP. B & C
3" SQ.x0.032" ALUM. BEAMDBL:
E W/ 12 GA. STL. "U" CHANNEL
2"x6.5"x0.032" 3"x8"x0.042" BEAM
I OR K
T=12 GA.
ASTMA653SS
GRADE 50 G60-\3. '
.032'ALUM.-
ALUM,
I-
.032' 6'
,042'
I I I I
1 2.0'TMAX__1_2.0--
I DBL. 2"x6.5"x0.032"
ALUM. ALLOY 3004-1436
8 .
0,042'
TW.
�3 0.�
=
a"
Q
r
MAX.COL.
SPACING
ON SLAB
(2),(3)
o
m-
3
F-
ATTACHED
FREESTANDING ATTACHED FREESTANDING
j o
m -
3
H
MAx•POST FTG.
SPACING IN.)
SPAN (
(SPAN) (1)
MIN.
POST
TYPE
MAx.POST FTG. MIN. MAX.POST MAX.POST
SPACING (IN. POST SPACING SPACING
) TYPE FOR DBL. FOR 3"x8"
(SPAN) (1) 2"x6.5'x0.032• BEAM
FTG
(IN.)
1
()
MIN. MAX.POST MAX.POST. FTG
POST SPACING SPACING (IN.)
TYPE FOR DBL. FOR 3"x8" 1
2•x6.5•x0.032 BEAM ()
MIN.
POST
TYPE
13'-7"
5'
16'-9" 15
16'-9" 17
B
14'-7" - G 14'-1 15'-4"
14'-7" 31 H 4'-10" 15'-4"
B
15 14'-1 " 15' 4" 28
-4-
17 14'-6" 15'-1" 30
G
5'
11,-4„
6'
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'_g,
7'
14'-2" • 16
14'-2" 18
B
12' 4" 28 12'-7" 13'-1"
12'-4" 30 G 12'-7' 13'-1"
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"
11'-7"
29
29
G
11'-9"
11'-9"
12'-3"
12'-3"
B
16
18
11'-9"
11'-6"
12'-3"
12'-0"
28
28
G
,
8
3" SQ.x0.032" ALUM. BEAM
W/ 12 GA. STL. "U" CHANNEL
E ASTM A653 SS
GRADE 50 G60LjL
OR EQUAL
DBL. 2"x6.5"x0.042"
ALUM. ALLOY 3004-1136
OR EQUAL
3"x8"x0.042" BEAM
K ALUM. ALLOY 30D4 -H36
OR EQUAL
J
-j
W
a
C
7''7„
r
9
12'-7" t
12'-7"
17
19
C
11'-0"
11'-0"
29
29
G
11'-2"
11'-2'
11'-7"
11'-7"
B
16
18
11'-2"
0'-10
11'-7"
11'-3"
29
28
G
r
9
5-
6'-10"
10'
12 -0" 17
12'-0" 19
C
10'-4" 30 G 10'-7" 11'-0"
10'-4" 30 10'-7' 11'-0"
B
16 10'-7" 11'-0" 29
19 10'-3' 10'-8" 29
G
10'
6'-2"
11'
11'-4" 17
11'-4" 20
C
9'-10" 30 10'-1" 10'-6"
9'-10" 30 H 10'-1 10' 6"
B
17 10'-1" 10'-6" 29
19 9'-10' 10'-1" 29
G
11'
S'-8"
12'
10'-1
0'-10"
18
20
C
9' 6"
9'-6"
30
30
H
9'-8"
9'-8"
9'-8"
9'-8"
C
17'
19
9'-8"
9'-6"
9'-8"
9'-2"
29
29
G
12'
T=1z O
14 GA.
7.B S' ASTM
A653 SS
8. '
0.042'
TW.-
GRADE
50 G60
I
.625'
.875'
T
y
Q�
CC
G
CD
MAX.COL.
SPACING
ON SLAB
(2), (3)
F
�o
m-
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
j o
m
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'XB.5'x0.032" BEAM
FTG•
(IN.)
(1)
MIN. MAX.POST MAX.POST F7(,•
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"
16' 4"
16
18
B
14'-7"
14'-7"
31
33
H
J
14'-1 "
14'-8"
15'-4"
15'-2"
B
15
18
14' 1
14'-1"31
15'-4"
30
G
5�
I-
3'O --F-3.0'-- I
MAX.
3"x8"x0.042" BEAM
W/ 14 GA. STL. INSERT
M ASTM A653 GRADE 50 G60
11'-4"
6r
15'-1'S -0"
16 g
B
13 ; 3 -3,.
332
H 1
13'-713'-4"14'-13'-10'
B
168
13'- 2'-10"
14 -113 -4'
231
G
6'
g'_g"
7�
14'-2" I 17
3'-10" 19
B
12' 4" 29 G 12'-7" 13'-1"
12'-4" 31 I 12'x" 2'-10'
B
16 12'-7" 13'-1" 29
19 12'-0" 12'-4" 30
G
7,
8-6
8
13'-3"
13'-0"
17
20
B
11'-7"
11'-7"
29
31
G
H
11'-9"
11'-8"
12'-3"
12'-1"
B
17
19
11'-9"
11'-2"
12'-3"
11'_7^
28
30
G
8,
DBL. 3"x8"x0.042" BEAM
3"x8"0.042" BEAM
W/ 12 GA. STL. INSERT
'J
7'_7"
g'
12'-7"
12'-3"
18
20
C
11'-0"
11'-0"
29
30
G
H
11'-2"
11'-0"
11'-7"
11'x"
B
17
20
11'-2"
10'-7"
11'-7"
11'-0"
29
29
G
9r
L ALUM. ALLOY 3004-H36
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
r^
^,
C
r
6'-10"
,
10
12'-0"
11' -8"
18
-Ir 21
`'
10'-4"
10'-4"
30
30
G
H
10'-7"
10'-6"
i l'-0"
10'-9"
B
17
20
10'-7"
10''1"
11'-0"
10' 4"
29
29
G
,
10
FOOTNOTE: "SAMPLE"
FIGURE INDICATES
6,_2„
11 r
11' 1"1'-2" 12 1
C
9'-101, 9'-10" 330 H 10'-110'-0" 10'-6"10,-3"
B
120 10 -1 9 -7 10'-6"g -6 229
5'-8"
12'
10'-110'-8" 1 21
C
9'-6" 9'-6" 331 H 9'-8"9'-7" g'-8"9'-4"
C
18 1 9'-8:----19'-2" 9 8"8'-9" 230
G
12'
EXPOSURE B�
FIGURE INDICATES
EXPOSURE C
T=12 OR
14GA.
WHERE ONLY ONE FIGURE SHOWN INDICATES EXP. B & C.
FOOTNOTES TO ALL SPAN TABLES:
1. FOOTING SHOWN REPRESENTS LENGTH OF
EACH SIDE AND DEPTH OF CUBED FOOTING WITHOUT SLAB.
WHERE SLAB OCCURS, CUBED FOOTING SIZE
BE REDUCED 6" EACH SIDE FOR FREESTANDING ONLY.
ASTM
A653 SS
GRADE 8.0'
50 G60
042'
TYP.
I
'2.
T
2
O
M
r'
MAX.COL.
SPACING
ON SLAB
(2).(3)
2)' (3)
>
m
~
�o
O7 3
IY
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
j o
m
MAx.POST FTG.
SPACING (IN.)
SPAN
( ) lt)
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)
MIN. MAX. POST MAX.POST 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
14'-7" 32 1 14'-1 15'-4"
14'-7" 34 J 14'-4" 14'-10'
B
16 14'-1 " 15'-2" 31
19 13'-8" 14'-2" 33
G
H
5 ,
'"6'
15'-3"
13-9"
B
13'-3" 31 1 13'-7" 14'-1"17
13'-3" 34 J 13'-1" 13'-7"
B
13'-7" 3'-10" 31MAY
19 12'-6' 13'-0" 32
G
6'
9 -g11
7'
12'-9"
K18
B
12' 4"
12' 4"
31
33
H
J
12'-7"
12'-2"
13'-1"
12'-7"
B
1730SHALL
20
11'-7'
12'-1"
31G
7'
THE MAXIMUM COLUMN SPACING ON EXISTING SLAB
BE THE SMALLER OF THE MAXIMUM SPACING
SHOWN IN THIS COLUMN OR THE MAXIMUM POST
SHOWN FOR THE SELECTED BEAM.
' MAX. .14'-2"
DBL. 3"x8"X0.042" BEAM
W/ DBL 14 GA. STL. INSERT
J
8'-6"
8
13'-3"
B
11'-7"
11'-7"
30
32
H
J
11'-9"
11' 4"
12'-3"
11'-9"
B
18
20
11'-9"
10'-10"
12'-1"
11'-3"31
29SPACING
G83.
ASTM A653 GRADE 50 G60MAXIMUM
THE SLAB SHALL BE A MINIMUM 10'-O"WIDE BY THE
COLUMN SPACING MEASURED AT THE
COLUMN AND SHALL NOT CONTAIN ANY CRACKING FOR
25 & 30 psf. THE DISTANCE FROM COLUMN TO SLAB
EDGE SHALL BE 9 1/4" MINIMUM.
SEE ALTERNATE FOOTING TABLES
SHT. 9 FOR ATTACHED COVERS
DBL. 3X8"x0.042" BEAM
W/ DBL. 12 GA. STL. INSERT
J7'_7"
l'•'
g'
12'-7" "
11 -3
21
B
11'-0"
11'-0"
30
32
H
I
11'-2"
10'-9"
11'-7"
11'-2"
B
18
21
11'-2"
10'-3'
11'-4"
1 O'-8"
29
30
G
g,
„
6'-10
10'
12'-0" 19
10'-8" 21
C
B
10' 4" 30 H 10'-7" 11'-0"
10'-4" 32 G 10'-2" 10'-7"
B
18 10'-7" 10'-9" 29
21 9'-9" 9'-10" 30
G
10'
P
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.
6'-2"
11'
11' 19
10'-2" 22
C
30 H 10'-1" 10'-6"
9'_10" 32 I 9'-9" 9'-10'
B
19 10'-1" 10'-3" 29
21 9'-3" 9'-0" 31
G
11'
5'-8'
12
1 p'_1 2Q
g_g" 22
C
g'-0" 31 H '-0" 9'-8"
!
g'-6" 33 J 9'-4" 9'-1"
C
19 9'-8" 9'-4-29
22 9'-0" 8'_3^ 31
G
,
12
2. ti
N
co 00
W U)C14Lu M
Z 0 U �
w aFP
U) w '�
ULj
WLIJ
M
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o
S58.85.
1
OF CP.L\F�
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJ APPROVAL
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB # 151071-1
DATE 3132015
DRAWN BY MAP
CHECKED DKR
LATTICE COVERS ATTACHED
& FREESTANDING
BEAM SPANS,
10 PSF L.L, 110-130 MPH
SH - 34
34 OF 50 SHEETS
..- -... ...... - -
...................... .'-- -'-
............. ..........
..........
., .. r e D ° E ° F ° G ° H °
° I J 1
M
t`
W � Co
Z wmco
U
QUJI�
U)w"
LLI
W W M
W ch
o U rn
Z cOo
Q -
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FESS I( 4
Z
o S 5885
- 1
OF OA\0F
03-03-15
DURALUM
IAPMO 0195
ASSUMPTION
AHJ APPROVAL
1
I
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB # 15-1071-1
DATE YNM15
DRAWN BY MAP
CHECKED DKR
LATTICE COVERS ATTACHED
& FREESTANDING
BEAM SPANS,
10 PSF L.L, 110-130 MPH
SH - 35
350F 50 SHEETS
mi
°1
21
31
41
51
6
°
7
°
8
r'
ATTACHED
}
16'-4" 16
B
16'-4" 29
G
19'-9" 17
C
19'-9" 30
19'-0" 17
C7
CKTTACHED & FREESTANDING LATTICE COVERS - 10 F LIVE LOAD ,110, 120,130 MPH - EXP. B & C 1
19'-0" 30
32
G
20'-8" 17
20'-8" 20
C
20 -8 31
20'-2" 32
26 -
G 26'-8" 21
3"x8"x0.042" BEAM
3"x8"x0.042" BEAM
DBL. 3"xWx0.042" BEAM
r
11'-4"
6'
DBL. 2"x6.5"x0.042"
L ��BL• 3"x8 "x0.042" BEAM
M W/ 14 GA. STL. INSERT
N W/ 12 GA. STL. INSERT
O W/ DBL. 14 GA. STL. INSERT
POST
19'-3" 32
19'-0" 19
J
18'-6"
�T J
MAX.COL.AX.POST
�o
j o
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
o
C7
19'-
120
G.
19'- 19-2" 332
C7 24' 24'-B"
ATTACHED
FREESTANDING
7
MAX.COL.
ra o
MAX.POST FTG.
MIN.
MAX.POST FTG.
MIN.
MAX.POST FTG.
MIN.
MAX POST FTG.
MIN.
MAX•POST FTG.
MIN.[20'-9"
AX.POST FTG.
MIN.
MAXROST FTG.
MIN.
MAX.POST FTG.
SPACING (IN.)
MIN.
MAX -POST FTG.
SPACING (IN.)
MIN.
MAX.POST FTG. MIN.
POST
S(SPAN) ((N,))
POPE
19'-2"
SPACING
ON SLAB
�_
'O3
SPACING (IN.)
POST
SPACING (IN.)
POST
SPACING (IN.)
POST
SPACING (IN.)
POST
SPACING (IN.)
POSTPACING
(IN.)
1Pl0PE
S(SPANG (IN)
) (1)
TOPE
) (1)
TMPE
) ( )
TMPE
TYPE
�7'
(1)
(2). (3)
r
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE
(SPAN) (1)
TYPE(SPAN)
(1)
16'-9' 31
16'-6" 20
19
16'-1"
M
18'-0 21
11'-4'
C
c
21'-8"
17
34
21'-8"
18'-0" 15
E
18'-0" 29
15'-6" 18
G
21'-8" 16
15'-6"
21'-8" 31
G
20'-9" 16
B20'-2"
31
G
22' 8" 17
B
22' 8" 31
G
H
29'-2" 18
29'-2" 21
C
29'-2 33
28'-6" 36
5'
16'-3" 18
13 -7 "
5'
18'-0' 18
B
17'6'31
G
21'-8" 19
B
21'-2" 33
H
20'-9" 18
B
33
H
22'-8" 19
21'-4"
22'-1" 33
17'-8'
' 8" 19
34
26'-8" 33 H
,
r'
ATTACHED
}
16'-4" 16
B
16'-4" 29
G
19'-9" 17
C
19'-9" 30
19'-0" 17
C7
B
19'-0" 30
32
G
20'-8" 17
20'-8" 20
C
20 -8 31
20'-2" 32
26 -
G 26'-8" 21
E
26'-0" 35--1116
MAX•F'OST
r
11'-4"
6'
16'x' 18
MIN.
16'-0' 30
ATTACHED
19'-9" 19
POST
19'-3" 32
19'-0" 19
SPACING
18'-6"
�T J
MAX.COL.AX.POST
�o
j o
122
MIN.
24'-8"4,-1" 334
MIN.
MAX.POST FTG.
18'-4"7,-10' 331
G. 17'- �'7-7" 119
Ci
17'- 7-1" 331
C7
19'-
120
G.
19'- 19-2" 332
C7 24' 24'-B"
E
H
7
m3
SPACING
15'-2" 16
POST
15'-2" 29
(IN.)
18'x"8'-4" 120
Ci
(IN.)
9'_9"
7'
15'-2 19
B
14'-10" 30
G.
POST
TYPE
SPACING
(IN.)
POST
TYPE
SPACING
(SPAN)
(IN.)
(1)
POPE
19'-2"
34
TYPE
SPAN
113
TYPE
(SPAN)
(1)
17'-2" 31
16' 6" 18
G
C
16'-6"
16'-6'
18'-0" 18
C
18'-0" 31
18'-0 31
23'-2" 20
G 23'-2' 22
E
23'- 22'-7' 333 H
8'
(1)
TYPE
14'-3" 17
(1)
14'-3" 29
(SPAN)
17'-2" 18
C
J
8'-6"
8'
14'-3 19
B
13'-10 29
G
17'-2 20
33
16'-9' 31
16'-6" 20
19
16'-1"
M
18'-0 21
11'-4'
C
c
21'-8"
17
34
21'-8"
J
E
16'-3" 31
15'-6" 18
G
C
15'-6"
32
17'-0" 18
E
17'-0" 32
17'-0" 31
21'-1 20
G 21'-10' 23
E
21'-1
1'-3" 34 I I
9'
29'-2"
28'-9"
19
22
13'-6"t"2
29'-2"
27'-8"
13'-6" 30
K
16'-3" 18
20
7'-7
9'
1
C
13'-1' 30
G
16'-3' 21
5
15'-9" 31
15'-6" 20
B
15'-2"
31
17'-0" 21
21'-4"
20
17'-8'
20'-7"
34
8'
LL
15' 4" 32
14'-9" 18
G
E
14'-9"
J�32G
16'-1" 19
E
16'-1" 32
16'-1" 32
20'-9" 20
G 20'-9" 23
E
20'-9" 34 H
20'-2" 34
10'
222
C
12'-9"
g'
12'-9" 30
B
15' 4" 18
E
C0
6'-10"
10'
1
C
12'-6' 30
G
15'-4" 21
G
15'-1" 32
14'-9" 21
C
14' 4"
32
34
16'-1" 21
26'-8"
26'-3"
20
23
E
26'-8"
25'-3"
35
36
K
6,
14'-8" 32
14'-1" 19
G
E
14'-1"
16'-4" 30
15' 4" 19
E
15'x" 32
15' 4" 32
19'-9" 21
G 19'-9" 24
E
19'-9" 35
19'-3" 34
19
B
15'-7'
12'-2"
G
12'-2" 31
21
14'-8" 19
E
CD
6 -2
11
1
C
11'-10" 30
G
14'-8" 21
20' 4"
14'-4" 32
14'-1" 21
26
13'-8"
19'-1"
15' 4" 22
222
12'-711
331
H
1F-4:,-4'-10'
r'
14'-1" 32
13'-6" 19
G
E
13'-6"
14-9"4,-2"
14'-9" 19
E
14'-9" 32
14'-9" 33
H 19'-09 0„ 224
E
19'-0"312'
18' 4
333
G
11'-8" 18
121
11'-8" 31
17'- �
14'-1" 19
E
19'-18,-10'
5'-8"
12'
11'-8' 20
C
11' 4' 31
G
-14'-1" 22
E
13'-9" 32
13' 6"21
1
13'-2"
G
14'-9" 22
7,
15'-0"
20
B
14' 4"
30
FREESTANDING
ATTACHED
}
ATTACHED
ATTACHED
FREESTANDING
FREESTANDING
}
FREESTANDING
ATTACHED
MIN.
MAX.POST
} FREESTANDING
MIN.
MAX•POST
ATTACHED
-'m
MAX.POST
FREESTANDING
MIN.
MAX•F'OST
ATTACHED
MIN.
MAX.POST
FREESTANDING
MIN.
MAX.POST
ATTACHED
MIN
POST
FREESTANDING
FTG.
SPACING
}
x
�T J
MAX.COL.AX.POST
�o
j o
MAX.POST FTG.
MIN.
MAX.POST FTG.
MIN.
MAX.POST FTG.
MIN.
MAX•POST FTG. MIN. MAX.POST FTG.
MIN.
MAXMAX.POST FTG.
MIN.
MAX.POST FTG.
MIN.
FTG. MIN. MAX.POST FTG.
SPACING ((N;) POST SPACING((N))
MIN.
POST
MAX.POST MIN.
SPACING (IN.)
(SPAN)
SPACING
ON SLAB
m3
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
'SPACING
(IN.)
POST
SPACING
(IN.)
POST
TYPE
SPACING
(IN.)
POST
TYPE
SPACING
(SPAN)
(IN.)
(1)
POPE
21'-4"
34
TYPE
SPAN
113
TYPE
(SPAN)
(1)
TOPE
r
20
(2).(3)
16'-6'
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
18
(SPAN)
(1)
32
G
19'-9"
19
C
19'-7"
33
H
19'-0"
19
B
M
I
11'-4'
C
c
21'-8"
17
B
21'-8"
33
H
20'-9"
17
B
20'-9"
32
G
22'-8"
--22'-4"r-20
18
B
C
22'-8"
21'-6"
33
35
H
I
29'-2"
28'-9"
19
22
C
29'-2"
27'-8"
35
37
K
5'
20
C
18'-0" 16
334
18'-0" 31
G
p
13'-7"
5
17'-8"
19
B
17'-0'
31
H
21'-4"
20
17'-8'
20'-7"
34
8'
20' 4"
20
H
19'-8"
34
H
17'-2"
20
C
17' b'-10
334
G
16'-6"5'-10"
222
C
g'
I
B
N
C
19'-9"
32
G
19'-0"
18
B
19'-0"
32
G
20'-8"
18
C
20'-8"
19'-8"
32
34
G
H
26'-8"
26'-3"
20
23
E
26'-8"
25'-3"
35
36
K
6,
C
13'-3"
16'x" 17
G
16'-4" 30
223
19'-9" 18
r
11'-4
6'
16'-2"
19
B
15'-7'
30
G
19'-7"
21
34
18'-9"
34
H
18'-8"
20
C
18'-0"
33
H
20' 4"
21
20'-0"
26
19'-1"
12ILL '-912'-3'
222
12'-711
331
H
1F-4:,-4'-10'
224
E
15'-2"14'-2"
15'-2"
17
14-9"4,-2"
15'-2"
30
19'-6
18' 4
1
C
18' 4
333
G
17
121
C
17'- �
333
G
19'-18,-10'
121
C
19'-18,-2"
333
G H
24 24'-4"
223
E
24'-8"3'-6"
336
1
7,
G
9,_9„
7,
15'-0"
20
B
14' 4"
30
G
8'_1„
21
6'-2"
7'�"
11'-9'
H
17'-3"
11'-3"
31
6,-8"
27
3,-7"
G
13'-7"
r
11'-8,1
H
11'-610'-9' 11
331
14' 3"
18
B
14'-3"
29
F I
1 T-2'
19
C
17'-2"
31 r 16'-6"
18
C
16' 6"
30
G
18'-0"
19
C
18'-0"
1 T-1'
31
33
G
H
23'-2"
22'-9'
21
24
E
23'-2"
22'-0'
33
35
I
8'
J
8'-6"
8'
14'-1'
20
C
13'-6"
29
G
17'-0'
22
16'-3'
• 32
iG`
16'-2"
21
15'-7"
32
1 T-8'
22
334
H
J
16'-3"
19
E
16'-3"
31
G
15'-6"
19
C
15'-6"
31
G
17'-0"
19
E
17'-0"
16'-1"
32
32
G
21'-1
21' 6"24LL18
21
E
21'-1 0'-8"
I
9'
18
13'-6" 30
7'-7
21
C
30
G
16'-0"
22
15'x"
32
15'-3"
22
14'-8"
32
16' 8"
22
15' 4"
19
E
15'-4"
32
G
14'-9"
19
E
14'-9"
31
G
16'-1"
20
E
16'-1"
15'-3"
32
32
G
20'-9
20' 4"
2519
E20'-9'9
8"
334I
I
10'
12'-9" 30
6'-10"
21
C
12'-1'
30
G
15'-2"
22
14'-7"
31
14'-6"
22
14'-0"
31
15'-10'
23
*12'
12'-2"
31
14'-8"
20
E
14'-8"
32
G
14'-1"
19
E
14' 1"
32
G
15'-4"
20
E
15'-4"
14'-7"
32
32
G
H
19'-9"
19'-6"
22
25
E
19'-9"
18'-9"
35
34
I
11'
p
6 -2"
21
C
11'-7"
30
G
14'-6"
23
14'-0"
32
13'-10
23
13'-4"
31
15'-2"
23
E
14'-1134"
332
G
13 63'-3"
223
E
1362-9"
332
G
14'-94,-0„
223
E
14'-94-0„
332
I'I
19'-0"8-8"
226
E
19'-0"8'-0"
334
I
12'
122
11'-811-1' 331
14'-i3,-10' 223
5'-8„
C
G
H
FREESTANDING
ATTACHED
}
ATTACHED
ATTACHED
FREESTANDING
ATTACHED
}
FREESTANDING
ATTACHED
MIN.
MAX.POST
FTG.
MIN.
MAX•POST
MAX.COL.
-'m
MAX.POST
FTG.
MIN.
MAX•F'OST
FTG.
MIN.
MAX.POST
FTG.
MIN.
MAX.POST
FTG.
MIN
POST
SPACING
ON SLAB
°��
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
TYPE
SPACING
(SPAN)
(IN.)
(1)
POS
NPI
(1)
(2), (3)
of
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
B
22'-4"
35
1
29'-2"
5'
18'-0"
17
B
17'-8"
33
G
21'-8"
19
B
21'-4"
34
H
20'-9"
113
B
13'-7"
39
17'-3'
20
18'-8"
16'-6'
34
H
20'-10
21
20'11"
20'-0"
36
K
20'-0"
21
26'-32'4'-7"
338
K
16'-4"
18
B
16'-2"
32
G
19'-9"
19
C
19'-7"
33
H
19'-0"
19
B
M
r
11'-4'
6'
15'-10"
20
20
15'-1'
33
H
19'-1"
22
18'-3"
35
I
18'-3"
21
16'-2"
33
H
18'-6"
15'-2"
18
B
15'-0"
31
G
18' 4"
20
C
18'-16'-10'
334
H
17'-1'7.0"
122
C
18'-0"
9'-9„
7
14'-8'
21
G
14'-0"
33
H
17'-8'
22
1
8'
15'-2"
32
H
17' 4'
23
17'-2"
20
C
17' b'-10
334
G
16'-6"5'-10"
222
C
g'
14'-3" 19
B
14'-1" 31 G
J
8'-6"
16'-8"
13'-9"
21
C
13'-1"
32
21'-6"
16'-7'
23
9'
14'-3"
32
H
16'-4"
24
..�
7'_7„
9'
13'-6"
19
C
13'-3"
30
G
16'-
223
E
16'-0"5
333
G
15'-6"
223
C
H
20'-9"
23
13 -0
22
34
12'-4'
32
13'-7"
1'5'-8"
G
15'-7"
-0"
H
-0"
20'-0"
26
19'-1"
12ILL '-912'-3'
222
12'-711
331
G
1F-4:,-4'-10'
224
E
15'-2"14'-2"
333
G
14-9"4,-2"
223
E
19'-6
6'-10"
10'
13'-0"
C
-9'
0"
19' 1"
H
8'-2"
13'-3"
12'-2"
20
14'-9"
12'-0"
31
G
14'-814'-2"
224
E
14'-fi
332
H
14
224
E
p
6'-2"
11'
11'-9'
23
C
11'-3"
31
27
3,-7"
G
13'-7"
r
11'-8,1
20
11'-610'-9' 11
331
14'-1�3,-7"
224
E
13'-113-0„
332
F I
13'-13,-0"
224
E
5'_8„
12'
-'
C
G
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESIA
}
MAX.POST
FTG.
MIN.
MAX•POST
FTG.
MIN.
MAX•POST
FTG.
MIN.
MAX.POST
FTG.
MIN.
MAX.POST
G.
MIN.
j o
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
(IN.)
TOPE
SPACINGI
((N.)
POST
SPACING
(IN.)
TYPE
K 3
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
TYPE
(SPAN)
(1)
20 4"
32
H
22'-8"
19
B
22'-4"
35
1
29'-2"
28'-9"
37
K
5'
19'-1"
34
I
21-10
21
C
20'-10
36
K
28'-2"
6'-10'
39
18'-8"
32
H
20'-8"
19
C
20'11"
34
H
26'-8"
26'-32'4'-7"
338
K
6'
33
I
20'-W
22
19'-1"
36
I
25'-9"
F25
17'-3"
31
G
19'-2"
20
C
18'-1
33
H
24'-8"
24' 4"
35
I
7'
16'-2"
33
H
18'-6"
23
17'-8"
35
1
23'-10'22'-9"
37
K
16'- „
30
G
18'-0"
20
C
17'-8"
33
G
23'- "
22'-9"
35
1
8'
15'-2"
32
H
17' 4'
23
16'-7'
34
H
22'-3'21'-3'
37
K
15'-3"
31
G
17'-0"
21
E
16'-8"
32
G
21'-1 "
23
E
21'-6"
34
H
9'
14'-3"
32
H
16'-4"
24
15'-7"
34
H
21'-1"
26
0'-1"
36
K
14'-6"
31
16'-1"
21
E
15'-1
32
H
20'-9"
23
E
20' 4"
34
H
(
,
10
13'-7"
31
G
15'-7"
24
14'-10'
33
20'-0"
26
19'-1"
36
13'-10"
32
16-4"
224
E
15'- 14,-2"
333
H
19'-
33
227
E
19'-6
335
13'-0"
31
G
0"
19' 1"
8'-2"
13'-3"
32
H
14'-9"
22
E
14'-6"
33
H
19'-0'8'-3"
2.14
E
18'-8'7
335
I
12'
12'-0"
32
G
25
13'-7"
32
27
6„
I