BPAT2018-0098Tit�t
D � Qaba VOICE (760) 777-7125
78-495 CALLE TAMPICO FAX (760) 777-7011
LA QUINTA, CALIFORNIA 92253 DESIGN & DEVELOPMENT DEPARTMENT
INSPECTIONS (760) 777-7153
BUILDING PERMIT
Permit Type/Subtype: PATIO COVER/CITY STANDARD/PRE-ENGINEERED - OPEN Owner:
Application Number: BPAT2018-0098 KOCEJA, VICKIE
Property Address: 44900 VIA ALONDRA 44900 VIA ALONDRA
APN: 604590009 LA QUINTA, CA 92253
Application Description: KOCEJA / 168SF TRELLIS DURALUM (PATIO COVER AT REAR YARD
Property Zoning:
Application Valuation: $2,300.00
Applicant: I'Alf1���ll^ Contractor:
Al
CS PATIO COVERS R A V CS PATIO COVERS
82857 WHEATLEY COURT f % 82857 WHEATLEY COURT
INDIO, CA 92201 8101 �30 i INDIO, CA 92201
- (760)625-4225
p Llc. No.: 1004320
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: D03 License No.: 1004320 _
Date: l LI X 7 Contractor:
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.).
O 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
Date: 12/13/2018
WORKER'S COMPENSATION DECLARATION
I hereby affirm under penalty of perjury one of the following declarations:
I have and will maintain a certificate of consent to self -insure for workers'
compensation, as provided for by Section 3700 of the Labor Code, for the performance
of the work for which this permit is issued.
I have and will maintain workers' compensation insurance, as required by
Section 3700 of the Labor Code, for the performance of the work for which this permit
is issued. My workers' compensation insurance carrier and policy number are:
Carrler: EXEMPT Policy Number:
OLI certify that in the performance of the work for which this permit is issued, I
shall not employ any person in any manner so as to become subject to the workers'
compensation laws of California, and agree that, if I should become subject to the
workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith
comply with those provisions.
Date; Applicant:
WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL,
AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO
ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF
COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE,
INTEREST, AND ATTORNEY'S FEES.
APPLICANT ACKNOWLEDGEMENT
IMPORTANT: Application is hereby made to the Building Official for a permit subject to
the conditions and restrictions set forth on this application,
1. Each person upon whose behalf this application is made, each person at whose
request and for whose benefit work is performed under or pursuant to any permit
issued as a result of this application , the owner, and the applicant, each agrees to, and
shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and
employees for any act or omission related to the work being performed under or
following issuance of this permit.
2. Any permit issued as a result of this application becomes null and void if work is
not commenced within 180 days from date of issuance of such permit, or cessation of
work for 180 days will subject permit to cancellation.
I certify that I have read this application and state that the above information is correct.
I agree to comply with all City and County ordinances and state laws relating building
construction, and hereby authorize representatives of this city to enter u the
above -mentioned property For Inspection purposes.
7
Date:" I / Signature (Applican olfAg
78-495 CALLE TAMPICO T4ht DVOICE (760) 777-7125
LA QUINTA, CALIFORNIA 92253 FAX (760) 777-7011
DESIGN & DEVELOPMENT DEPARTMENT INSPECTIONS (760) 777-7153
BUILDING PERMIT
Permit Type/Subtype: PATIO COVER/CITY STANDARD/PRE-ENGINEERED - OPEN Owner:
Application Number: BPAT2018-0098 KOCEJA, VICKIE
Property Address: 44900 VIA ALONDRA 44900 VIA ALONDRA
APN: 604590009 LA QUINTA, CA 92253
Application Description: KOCEJA / 168SF TRELLIS DURALUM (PATIO COVER AT REAR YARD
Property Zoning:
Application Valuation: $2,300.00
II
Applicant: t U Contractor:
CS PATIO COVERS �� CS PATIO COVERS
82857 WHEATLEY COURT 7 82857 WHEATLEY COURT
INDIO, CA 92201 DEC 13 2018 INDIO, CA 92201
Tv I��T (760)625-4225
CIIYOFAQUIIV A Llc. No.: 1004320
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:,D03 License No.: 1004320
Contractor:
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 Na
Lender's Address:
Date: 12/13/2018
WORKER'S COMPENSATION DECLARATION
I hereby affirm under penalty of perjury one of the following declarations:
I have and will maintain a certificate of consent to self -insure for workers'
compensation, as provided for by Section 3700 of the Labor Code, for the performance
of the work for which this permit is issued.
I have and will maintain workers' compensation insurance, as required by
Section 3700 of the Labor Code, for the performance of the work for which this permit
is issued. My workers' compensation insurance carrier and policy number are:
Carrier: EXEMPT Policy Number:
I certify that in the performance of the work for which this permit is issued, I
shall not employ any person in any manner so as to become subject to the workers'
compensation laws of California, and agree that, if I should become subject to the
workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith
comply with those provisions.
Date:
Applicant:
WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL,
AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO
ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF
COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE,
INTEREST, AND ATTORNEY'S FEES.
APPLICANT ACKNOWLEDGEMENT
IMPORTANT: Application is hereby made to the Building Official for a permit subject to
the conditions and restrictions set forth on this application.
1. Each person upon whose behalf this application is made, each person at whose
request and for whose benefit work is performed under or pursuant to any permit
issued as a result of this application , the owner, and the applicant, each agrees to, and
shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and
employees for any act or omission related to the work being performed under or
following issuance of this permit.
2. Any permit issued as a result of this application becomes null and void if work is
not commenced within 180 days from date of issuance of such permit, or cessation of
work for 180 days will subject permit to cancellation.
I certify that I have read this application and state that the above information is correct.
I agree to comply with all city and county ordinances and state laws relating to building
construction, and hereby authorize representatives of this city to enter upon the
above -mentioned property for inspection purposes.
Date: Signature (Applicant or Agent):
Date: 12/13/2018
Application Number:
Property Address:
APN:
Application Description
Property Zoning:
Application Valuation:
Applicant:
CS PATIO COVERS
82857 WHEATLEY COURT
INDIO, CA 92201
BPAT2018-0098
44900 VIA ALONDRA
604590009
KOCEJA / 168SF TRELLIS DURALUM (PATIO COVER AT REAR YARD
$2,300.00
Owner:
KOCEJA, VICKIE
44900 VIA ALONDRA
LA QUINTA, CA 92253
Contractor:
CS PATIO COVERS
82857 WHEATLEY COURT
INDIO, CA 92201
(760)625-4225
LIc. No.: 1004320
Detail: 168SF SOLID PATIO COVER AND [4]ELECTRICAL FIXTURES AT REAR YARD [DURALUM] 2016 CALIFORNIA BUILDING CODES.
DESCRIPTION ACCOUNT CITY AMOUNT
BSAS SB1473 FEE 101-0000-20306 0 $1.00
Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00
DESCRIPTION
ACCOUNT
CITY
AMOUNT
SERVICES
101-0000-42403
0
$106.72
DESCRIPTION
ACCOUNT
CITY
AMOUNT
SERVICES PC
101-0000-42600
0
$53.36
Total Paid for ELECTRICAL: $160.08
DESCRIPTION
ACCOUNT
CITY
AMOUNT
PATIO COVER, STD, OPEN
101-0000-42404
0
$107.27
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PATIO COVER, STD, OPEN PC
101-0000-42600
0
$105.66
Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $212.93
DESCRIPTION
ACCOUNT
QTY
AMOUNT
RECORDS MANAGEMENT FEE
101-0000-42416
0
$10.00
Total Paid for RECORDS MANAGEMENT FEE: $10.00
DESCRIPTION
ACCOUNT
CITY
AMOUNT
SMI - RESIDENTIAL
101-0000-20308
0
$0.50
Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.50
DESCRIPTION ACCOUNT
CITY
AMOUNT
TECHNOLOGY ENHANCEMENT FEE 502-0000-43611
0
$5.00
Total Paid for TECHNOLOGY ENHANCEMENT FEE: $5.00
ta QU11kra
- GFN] 4 h, D PSF.RT
PERMIT #
.
PLAN LOCATION:
Project Address: I goo
Project Description: Pool, Remodel, Add't, Elect, Plumb, Mech
APN#:
,f r�
"CIr I�r[O` F Gf
Applicant Name:
�( ' �� na �j
c,
Address: e
City, ST, Zip:
Telephone: 76 U
Email:
Valuation of Project
Contractor Name: C S
RCtiHo a �l e.r S
New SFD Construction:
Address: �� 0 5
W C _
Conditioned Space SF
City, St, Zip
C� Z I
Garage SF
Telephone: -7(D p ZS Z (Z
Patio/Porch SF
Email:
Fire Sprinklers SF
State Lic: )q3-Z_0
City Bus Lie: % 3 r Z_
Arch/Eng Name:
Construction Type: K� tC) �Occupancy:
Grading:
Address:
City, St, Zip
Telephone:
Bedrooms:
Stories:
# Units:
Email:
State Lic: City Bus Lic:
Property Owner's Name: / / ,-& &-
New Commercial / Tenant Improvements:
Address: Wff A
Total Building SF
City, ST, Zip to F �z 5
Construction Type: Occupancy:
Telephoner i3
Email:
78495 CALLE TAMPICO
LA QU I NTA, CA 92253
760-777-7000
OFFICE USE ONLY
#
Submittal
Plan Sets
Req'd
Rec'd
Structural Calcs
Truss Calcs
Title 24 Calcs
Soils Report
Grading Plan (PM10)
Landscape Plan
Subcontractor List
Grant Deed
HOA Approval
School Fees
Burrtec Debris Plan
Planning approval
Public Works approval
Fire approval
City Business License
W
Clear
r' 7
M.
f
f y Zoery @W18 , DIgrta9t �.: rr Tem►s Report a map error
Koceja Vicki A
44900 Via Alondra La Quinta, CA 92253
" Riverside County
APN: 604-590-009 Built: 2004 Sq Ft: 2,645
Type: Residential I SFR Beds: 3 Baths: 3
Order Customer Service CostsFIrstTM Add to Farm List
Report Name Actions Available Allowance
Combined Report Edit I Run
■ Property Profile Run 62 100
Transaction History Run 76 100 V
asp data
La Quinta Del Oro
r-% _ W ! A
Vili f i i Iututy Association La Quinta
Memorandum -DRAFT Del Oro
To: Vickie Koceja
A Annn 28'_ Af_- r
"5_VW VI=n1Ul IUIQ
From: Architectural Landscape Committee
Copy: LQDOCA Board & Avail Property Management
Date: August 24, 2018
Subject: Application For ArchitecturallLandsca a Modification Approval AALMA
A/Al4n r_s___+_
11,-LnLgl 1.71U! !
The LQDOCA Architectural/Landscape Committee (A/L Committee) has reviewed your request for an
extension to install two (2) rear pergolas for the above captioned application including Drawing 1, 8
Architectural Renderings and 3 Spec Sheets dated February 20, 2017 by Desert Landscape
Associates.
Thp AAI MA anxfancinn is 1--._ fn% --
.rkj �j ,ca4jl p-uiaS wim meoiiowing notes &
conditions:
Ensure there are no encroachments in the 10.0' Public Utility Easement (PUE) along Via
Alondra and the 3.0' Verizon Easement within each Side Lot line.
• Ensure proper lot drainage and slopes.
• Per LQDOCA Architectural Guidelines IV-B, the pergola materials shall be alums -wood, wood,
masonry or stucco with aluma-wood matching the front neranlas nrafPrrPH The Onde
material cannot be plastic or plastic webbing. - - - -
■ The proposed dimensions and setbacks comply with City of La Quinta requirements:
a Lot setbacks-Front-20' (back of curb), Side-5' and Rear-, 5'
o Pergola Height = 7.7' versus 12' maximum
o Pergola Coverage 24%-250 ftz/525 ft'allowed (15' x 70' x 0.5)
• Ensure compliance with City of La Quinta Municipal Code and Regulations including but not
limited to Title 9 Zoning and in particular 9.60.040-Patio Covers, decks and play equipment.
• •—__ •::.....�.�a,. vvH.Ii;II v-v udyb afllJ Wf1iiJICICLi Wllllln izu nays.
• No deposit required.
Submitted by: 1."'E IVE
Mark Brown
Chairperson
DEC 0 6 2018
CITY OF LA QUINTA
COMMUNITY DEVELOPMENT
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UTY OF LA QUINTA
BUILDING DIVISION
REVIEWED FOR
CODE
COMPLIANCE
BATE Z ! 2 %cl% BY
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PATIO COMER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC.
b
POINT OF CONTACTS
►
/�/ Las CL_.
INFORMATION REQUESTS SHALL BE DIRECTED AS FOLLOW:-�EE,�tIYG
CONTRACTORS: PLEASE CONTACT DURALUM 26030 ACERO SUITE 200 PHONE: (949) 305.1150
BUILDING DEPARTMENTS: PLEASE CONTACT 4STEL ENGINEERING MISSION VIEJO, CA 92691 FAX (949) 305-1420
HOME OWNERS: PLEASE REQUESTANY INFORMATION THROUGH YOUR CONTRACTOR
STRUCTURAL ENGINEER OF RECORD: DUSTIN K- ROSEPINK, SE 5885
POINT OF CONTACT: MARIE-DOMINIQUE SETA SE 5987
DESIGN PARAMETERS
GOVERNING CODES: -
THE DESIGN a ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLIES WITH THE FDUDWING CODES:
. 20121201512018INTERNATIONAL BUILDING AND R ESCEHITAL CODES
.2013I2D36 CALIFORNIA BUILDING AND RMDENTiALCODES,
- ASCETSE 17-ID and 7.16 MIN I MUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES,
- 2015 ALUMINUM PESO MANUAL
LIVE LOADS DESIGN PARAMETERS:
IT IS THE RE5P0 ISi OF HE ENITIYSUBMIITTHGTRE DRAWINGS FOR THIS PROJECT TO VERIFY LIVE LOADS WITH THE LOCAL AUTHORITY HAVING JURISDICTION
1. IN RESIDENTIAL APPUCATIONS, ROOF LIVE LOAD CAN GENERALLY BE TAKEN AS 10 PSF PER IRC/ OCAPPENDIX H, SECTION AR1D51 OR IBC I CKAPPENDIX L SECTION 305.1
2, IN COMMERCIAL APPLICATIONS, ROOF LIVE LOAD CAN GENERALLY BE TAKEN AS 20 PSF PER IBC ICBC CHAPTER I.6
WINO SPEED DESIGN PARAMETERS:
1. THE FREESTANDING AND ATTACHED CDVEKS NOTED HEREIN ARE DESIGNED AS "OPEN 5TRUCTURTS,- IN ACCORDANCE WITH ASCE/SEI7.
2- FREESTANDING COVERS SHALL NOT BE ENCLOSED WITH ANY TYPE OF SOLID OR MESH MATERIAL, UNLESS SPECIFICALLY DESIGNED BY A REGISTERED PROFESSIONAL ENGINEFFL
3, COVERS SHALL NOT BE INSTALLED IN AREAS NEAR HILLS, RIDGES AND ESCARPMENTS AS DEFINED IN ASCEISEI7. SECTION 261, UNLESS $M SPECIFIC ENGINEERING IS PROVIDED VALIDATING THE WIND LOAD USED,
4, THE BASIC WINO SPEEDS CONSIDERED IN THIS REPORT ARE III%120,13D MPH, EXPOSURE5 BAND C (BASED ON THE 2012IBC 2OW2028 IWIRC, AND 2OW2M 6. OV4CRC).
5- FDR USE WITH THE Z012 IRC AND 203a CRC DIVIDE THE ABOVE MENTIONNED WINO SPEEDS BY SQRT(0,%
CBC I IBC'A [ND SPEED I 11O MPH I 12O MPH 13O MPH
EOL4VALEHTCRUIRCWIND SPEED I 85MPH-` 93MPH 1D1MPH
EXAMPLE: IF2032 IRC DR 2013 CRC WIND SPEED IS 85 MPH, THE PATID COVER CON5TRVCnON SHALL BE BASED ON 8S MPH ISAR DA)-110 MPH.
SNOW LOADS DESIGN PARAME"EERS:
IT IME RESPONRIN ITY OF THE ENTITY SUBMITTING THE ORAWLNGS FOR THIS PRCUECT TO VERIFY SNOW LOADS WITH THE LOCALALIDIORITY HAVING JURISDICTION
1. GROUND SNOW LOADS P8 ARE LISTED IN THETABLE5 OF THIS REPORT. RAT ROOF SNOW LOADS PI WERE USED TO GENERATE THOSE TABLES, PER ASCE 7 EQUATION 7.3-1. USING CL-10AND C1-1.2. THE FOLLOWING
TABLE CAN BE USED TO DFIFRMW THE DESIGN SNOW LOADS USED IN THE SIGN;
GR[OUNDSNOW LOAD (ps€] (AS REFERENCED 114 THIS REPORT) 10 20 25 1 30 40 1 50
ROOF SNOW LOAD (pso (AS USED IN CALCULATIONS) 10 20 21 1 25.2 33.6 1 42
2. WHEN THE LOCALAH) HAS SPECIFIED A FLAT ROOF SNOW LDAD TO BE USED AT THE SITE, THE CONTRACTOR SHALL USE THE TABLE ABOVE ID FIND THE EQUIVALENT GROUND SNOW LOAD TO BE USED WHEN USING
THIS REPORT. WHEN NO ROOF SNOW LOAD 6SPECIFIED BY LOCAL AW, USE THE CODE SPECIFIC GROUNDSNOW LOAD VALUES AT THE SITE WHEN USING THIS REPORT,
3. WHERE SNOW LOADS OCCUR, THE CONTRACTOR FOR THIS PROJECT SHALL VERIFY WITH THE LOCAL AUTHORITY HAVING JIIRGDICNON WHERE DESIGN FOR SNOW DRIFTING I DR SUDRVG IS REQUIRED PER ASCE 7•10
AND 7.16, SECTOR 7.7 AND 7.8.
4, DESIGN FOR SNOW DRIFT AND5U01NG HAVE BEEN CONSIDERED IN THIS SET OF DRAWINGS FOR ATTACHED COVERS, WHERE SNOW LOADS DRIFTING AND / OR SLIDING OCCUR REDUCTION FACTORS PER SHEET$11
OR E2-1SHALL BE APPLIED TO THE STRUCTUREE,
S. DESIGN FOR SNOW DRIFTANO 5UO1NG FOROETACHED COVERS 15 BEYONDTHE SCOPE OFTHIS REPORT AND REQUIRES SITE SPECIFIC ENGINEERING,
INSULATED ROOF PANEL IIRP) DESIGN PARAMETERS TO BE USED WITH IAPMO 0505:
APPLIED PRESSURE LOADING TO BE USED IN IAPMO OSOS
WIND (MPHJ
ROOF LIVE J GROUND SNOW LOAD (psf) AS REFERENCED IN THIS REPORT
10 20
7S-
30
40 50
110E 12D3,130B,11 UDC
15 25
25
30
40 45
13013
20 25
25
30
40 45
GENERAL NOTES
DRAWING NOTES:
1. THE DRAWINGS AND SPECIFICATIONS SHOWN REPRESENT THE FINISHED STRUCTURE, UNLESS OTHERWISE NOTED, AND DO NOT INDICATE THE METHOD OFCONSTRUCTION. THE CONTRACTOR SHALL
SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES.
2. THE APPROVED SET OF DRAWINGS AND SPECIFICATIONS SHALL BE KEPT AT THE JOB SITE AND SHALL BE AVAILABLE TO THE AUTHORIZED REPRESENTATIVES OFTHE BUILDING AND SAFETY DEPARTMENT. THERE
SHALL BE NO DEVIATION FROM THE APPROVED PLANS AND SPECIFICATIONS WITHOUT AN APPROVED CHANGE ORDER.
MATERIAL SPECIFICATIONS:
1. ALTERNATE ALUMINUM ALLOYS MAY BE SUBSTITUTED FOR THOSE SHOWN, PROVIDEDTHEY ARE REGISTERED WITH THE ALUMINUM ASSOCIATION AND HAVE EQUAL OR GREATER YEILD AND ULTIMATE
STRENGTHS
2. CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF2,500 POUNDS PER SQUARE INCH.
3. EMBEDDED STEEL MEMBERS SHALL BE HOT -DIPPED GALVANIZED, AND CONFORM TO A50D GRADE B. ROLL FORMED STEEL MEMBERS SHALL CONFORM TO A653-SS(STRUCTURALSTEEL) GRADE 50 G60.
4. BOLTS: ALUMINUM BOLTS SHALL BE 2024-T4;STEEL BOLTS SHALL BE ASTIM A-307. ALL BOLTS SHALL HAVE STANDARD -CUT PLATED WASHERS.
5. SCREWS: ALL SCREWS ARE SELF DRILLING (SDS) OR SHEET METALSCREWS(SMS)IN CONFORMANCE WITH ICC-ES ESR 1976,ICC-ESR 3006, OR APPROVED EQUAL
6. FASTENERS TO WOOD: WOOD AND LAG SCREWS ARE REQUIRED TO BE INSTALLED IN ACCORDANCE WITH THE 2015 NATIONALDESIGN SPECIFICATIONS, INCLUDING PRE -DRILLING OF HOLES.
7. POST -INSTALLED ANCHORS: POST -INSTALLED ANCHORS USED SHALL BE SIMPSON STRONG TIE STRONG BOLT 2, STAINLESS STEEL(ICC-ESR 3D37) OR EQUAL
8. ALL COMPONENTS MANUFACTURED OR SUPPLIED BY DURALUM AND DESCRIBED IN THIS DOCUMENTS ARE INTERCHANGEABLE, PROVIDEDTHEY ARESELECZED APPROPRIATELYTO SUPPORTTHE LOADING
THEY ARE SUBJECT TO.
9. THE SELF WEIGHT OF THE PATIO COVER COMPONENTS IN THIS REPORT CAN BE CALCULATED FROM THEIR SECTION PROPERTIES.THE SOLID COVERSVARY IN WEIGHT FROM ABOUT 1 P5FT0 ABOUT 3 PSF.
10. ROOF INSULATED PANELS (WHERE OCCURS). SEE53.2.
SOLAR PANEL INSTALLATION:
INSTALLATION OF SOLAR PANELS ON TOP OF THIS STRUCTURE HAS SPECIFIC REQUIREMENTS. PLEASE CONTACT DURALUM PRIORTO ORDERINGTHE PARTS AND SUBMITTING DRAWINGSTO LOCAL AUTHORITY HAVING
JURISDICTION.
FOOTINGS:
1. ALL NEW CONCRETE FOOTINGS SHALL BEAR ON FIRM, NATURAL, UNDISTURBED SOIL OR CERTIFIED FILL
2. DESIGN VERTICAL SOIL BEARING PRESSURE 15 1,50D POUNDS PER SQUARE FOOT.
3. DESIGN LATERAL SOIL BEARING PRESSURE IS 20D POUNDS PER SQUARE FOOT PER FOOT OF FOOTING DEPTH. (EQUALS IDD PSF/FT x 2 PER TABLE 1806.2 AND SECTION 1806.3.4)
4. THE BOTTOM OF FOOTINGS SHALL EXTEND BELOW THE FROST DEPTH. CONTRACTOR TO VERIFY FROST DEPTH WITH AUTHORITY HAVING JURISDICTION.
SLAB ON GRADE USED AS A FOUNDATION SYSTEM:
1NACCORDANCE WTTH IRCIERCAPPENDIX H, SECTION AHSDS.2, AND IBC/IRC APPENDIX I, SECTION 1105.2, IN AREAS WITH A FROST DEPTH EQUALTOZERO, ATTACHED COVERS FOR RESIDENTIAL USE MAY BE SECURED
TO AN EXISTING CONCRETE SLAB PROVIDED THE FOLLOWING:
1. THE SLAB ON GRADE IS AT LEAST 31/2 INCHES THICK
2. THE MAXIMUM DEAD AND LIVE/SNOW LOAD AT EACH COLUMN IS 750 POUNDS,
3. THE SLAB ON GRADE SHALL BE A MINIMUM OF 10'-U'WIDE BYTHE MAXIMUM COLUMN SPACING MEASURED ATTHE COLUMN. WITHIN THIS MEATHERE SHALL BE NO CRACKS WIDERTHAN 1/4- OR
CONTROL/EXPANSION JOINT DEEPER THAN 1/2".
4. THERE SHALL BE A 6" MINIMUM DISTANCE BETWEEN ANY ANCHOR BOLT AND A SLAB EDGE, CRACK WIDER THAN 1/32- OR CONTROIJEKPANSIDN JOINT DEEPERTHAN 1/2-.
DESIGN FOR PATIO COVERS SUPPORTED ON CONCRETESLAB ON GRADE I51N ACCORDANCE WITH 2O12/2015/201B IRC AND 2013/2016 CRCSECTION AH105.2 FOR 10 PSF RESIDENTIAL CONSTRUCTION, AND ACI 318-14
FOR 20,25 AND 30 PSF RESIDENTIALAND COMMERCIAL CONSTRUCTION.
NOTES TO LOCAL AUTHORITY HAVING JURISDICTION
AND ENTITY SUBMITTING DRAWINGS FOR APPROVAL
USE OF THIS SET OF PLANS FOR A SITE SPECIFIC PROJECT:
L NOT ALL PAGESOF THE IAPMO REPORT WILL BE USED FOR A SITE SPECIFIC PROJECT. EACH PROJECT SUBMITTED TO THE LOCAL AUTHORITY HAVING JURISDICTION SHOULD INCLUDE ONLY
THE PERTINENT SME-SPECIFIC STRUCTURAL COMPONENTS LOCATED WITHIN THIS IAPMO-LISTED EVALUATION REPORT.
2. ALL ITEMS PERTAINING TO EACH INSTALLATION (TYPE OF ROOF PANEI, HEADER SPAN, COLUMN SIZE, CONNECTION DETAILS ETC) SHALL BE CIRCLED AND CLEARLY IDENTIFIED BYTHE
ENTITY SUBMITTING THE DRAWINGS FOR APPROVAL
3. PLEASE NOTE THATASTEL ENGINEERING GENERATED AND STAMPED THE ORIGINAL IAPMO REPORT AS AVAILABLE FROM IAPMO DIRECTLY, BUT WAS NOT INVOLVED IN MAKING ANY SITE
SPECIFIC SELECTIONS OR ANOTA71ONS ON THOSE DRAWINGS. ANY HANDMARKING OR HIGHLIGHTING ON THE SITE SPECIFIC SET OF DRAWINGS AREIHE RESPONSIBILITY OFTHE ENTITY
SUBMITTING THE DRAWINGS FOR APPROVAL
4. EACH INSTALLATION SHALL BEAR AN IDENTIFYINGTAG INDICATING THE NAME AND ADDRESS OFTHE MANUFACTURER DESIGN LOADS AND ENCLOSABILITY.
S. THE ORIGINAL IAPMO REPORT BEARS AN ELECTRONICSTAMP FROM 45TEL ENGINEERING, AND A WET STAMP IS NOT REQUIRED IN ACCORDANCE WITHTHE REGULATIONS STATED BYTHE
PROFESSIONAL BOARD OF ENGINEERS.
6. A COLOR COPY OF THE ORIGINAL PAGES FROM THE IAPMO REPORT 15 NOT REQUIRED. A COLOR COPY OF THE CONSTRUCTION DOCUMENTS MAY BE REQUIRED IF SELECTIONS WERE MADE
IN A WAY THAT WILL NOT BE VISIBLE ON A BLACK AND WHITE COPY
USE LESSER SPAN FROM IAPMO.0505 FROM ALL LOAD TYPES (LIVE, WIND, SNOW) FORAPPLLED PRESSURE LOADING FROMTABLE ABOVE AT A MINIMUM, SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE THE FOLLOWING INFORMATION FROM THIS EVALUATION REPORT:'��
1. TITLE SHEET AND GENERAL NOTES,60.1
SEISMIC LOAD DESIGN PARAMETERS: 2. STRUCTURAL CONFIGURATION (i.e. SOLID OR LATTICE ROOF, FREESTANDING OR ATTACHED). Sl.x OR L1x
SEISMIC DESIGN BASE SHEAR, 17 POUNDS PER UN EAR FOOT PER WIDTH OF COVER CONSIDERING THE HOLLOWING DESIGN PARAMETERS: 3. BASED ON THE REQUIRED DESIGN LOADS, SITE -SPECIFIC RAFTER AND/OR PANEL SPAN TABLES. - W
1- SITE CLASS:O 4. TYPE OF HEADER, POST TYPE & QUANTITY, FOOTING SIZE (WHERE REQUIRED) BASED ON THE SITE -SPECIFIC DESIGN LOADS. 2,-
2, SEISMIC DESIGN CATEGORY:E S. APPROPRIATE STRUCTURAL DETAILS. ui II.L
1 MAPPED SPECTRAL KWONSECOEFFLCIENTS:Ss =1.50,51=U.S.Sds =1.D,Still =DSO 6. OTHER DOCUMENTATIONTHAT MAY BEREQUIREDBYTHELOCAL AUTHORITY HAVINGIURISDICTION,SUCH ASASITE PLAN. Od 0
A. RESPONSE MODIFICATION FACTOR, R-11S 7. SEE Slx DR Ll.x SH HOE%.
S. RISK CATEGORY II
6. THE PATIO COVER STRUCTURES DETAILED IN THIS SET OF PLANS ARE 1N COMPLIANCE WITH ASCE 7.10SFCTION 12.8,13, AS RESULT, THIS SET OF PLANS CAN BE USED ATAW SITE WITH Ss a 1.50, CONSIDERING Ss = JOB NAME'
1,50 WHEN DESIGNED PER 2D12I201S IBC/IRCAND 201312016 CBCICRC,
7. THE PATIO COVER STRUCTURES DETAILED IN THIS SET OF PLANS ARE IN COMPLIANCE VMASCE 7.26 SECTION 1221.3.AS A RES11LT, THIS SET OF PLANS CAN BE USED AT ANY SITE WITH lALS 41A28, CONSIDERING JOB ADDRESS: LO
tA-
S& FOR SITU WITH Sds<l.0, USE Sds. FOR SITES WITH Sds4 428, IT IS ACCEPTABLE TO REDUCE THE SEISMIC LOADS USING 0.7 Sds INSTEAD OF SdL WFA0
!
OTHER DESIGN PAIIAMETERS: Lu
1. DESIGN LOADS COMBINATIONS ARE IN ACCORDANCE WITH IBC AND CDC SECTION 16M5.1. WIND LOAD: L
2. ALL APPLICABLE REDUCTION FACTORS DETAILED IN THIS REPORT ARE CUMULATIVE
3- SOLID AND LATTICE ALUMINUM COVERSARE CLASS A ROOF ASSEMBLY IN ACCORDANCE WITH SECTION MC1505.2, EXCEPTION 2. 0
DESIGN ASSUMPTIONS: LIVE/SNOW LOAD: -� S
1. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS WITH DECK:5EE DETAIL IEYS3.2
2. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS WITH OUMPANEL: SEE DETAIL 1A1S3.2
1 MAXIMUM ROOF SLOPE FOR ALL STRUCTURES IS 3 DEESnES Af
4. THE "LENGTH OF STRUCTURE'SHALL BE TAKEN AS THE CONTINUOUS DISTANCE MEASURED ALONG THE MISTING BUILDING WALL FROM ONE END OF PATIO COVER SUPPORT REAM TO THE OTHER, INCLUDING ANY
BEAM SPLICES, THE STRUCTURE LENGTH SHALL BE OETERMINEDTHIS WAY REGARDLESS OF ROOF COVERING TYPE, INCLUDING COMRIILA.TION ROOFS WITH BOTH TRELLIS AND DECK ROOF USED ONTHESAME SHEET INDEX
CONTINUOUS PATIO COVER STRUCTURE HOWEVER, OPEN LATTICE PORTIONS OF THE STRUCTURE SHALL NOT BE COVERED BY RODF DECK PER IAPMO 195.
5. CALCULATIONS FOR MAXIMUM SPANS WHEN ATTACHING TO AN EX157ING ROOF OVERHANG, AS SHOWN ON TABLE I ONS6.1 AND/OR I -SA, ARE ASSUMING THAT THE EX15ITNG WOOD RAFTERS OR TRUSSES ARE SEE SHEET S1.x QR Lt,x FOR SHEET INDIX.
DOUGLAS FJR-LARCH ND2. THIS TABLE CAN ALSO BE USED FOR OTHER WOOD SPECIES WITH Fh Z 900 Psi AND Pv L 180 PSI.
ALL UNUSED SHEETS SHALL BE REMOVED FROM THIS SET OF DRAWINGS.
u
It
(E) BUILDING
SOLID COVER CONNECTION
Li
TO BLOT SEE NOTE 2
w
� i
i I
Ld
z
. !
! COL, TYP
N
z
i SEE NOTE 4
0
0
w
O
z
i � � I I
I I SOLID COVER CONNECTION
U
w
Ld
N
TO BEAM SEE NOTE 2
I
I ;
a
I I
BEAM CLEAR SPAN L BEAM CLEAR SPAN
LENGTH 'L' SEE NOTE 1
C PLAN VIEW
NOTES:
.1. PATIO COVER DIM
A LENGTH OF STRUCTURE 'L' SHALL NOT BE LESS THAN ITS PROJECTION 'P'. SEE DESIGN
ASSUMPTION NOTE 10 FOR PATIO COVERS CONSISTING OF SOLID COVERS AND LATTICE
FRAMING.
B. HEIGHT OF STRUCTURE 'H' (TO TOP OF COVER) SHALL NOT BE OVER 12 FT.
C. BEAM OVERHANG 'OH' SHALL NOT EXCEED 25% OF BEAMS ADJACENT CLEAR SPAN.
EXCEPTION= NO OVERHANG ALLOWED AT I BEAMS CONNECTED TO SIDE OF COL
D. SOLID COVER OVERHANG 'OH' SHALL NOT EXCEED 25% OF BOTH DECK & IRP SOLID
COVER'S ADJACENT CLEAR SPAN, (OR 24• MAX. AT IRP, WHICHEVER IS LESS).
E. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN;
• TRIB (Bext)= Y2 ADJACENT DECK CLEAR SPAN @ RIGHT
+ DECK OH @ LEFT
•TRIB (BLDG)=h ADJACENT DECK CLEAR SPAN
A SEE SHEET S3.1A AND S3.3 FOR DECK PROFILES AND MAXIMUM SPANS.
B. SEE SHEET S3.2 FOR DURAPANEL INSULATED STRUCTURAL SANDWICH PANELS MAXIMUM
SPANS.
C. SEE SHEET S2.1 FOR REDUCTION OF SOUD COVER MAXIMUM SPAN WHEN DESIGNING FOR
SNOW LOADS.
D. SEE SHEET S3.2 FOR CONNECTION OF SOLID COVERS TO SUPPORTING BEAMS.
E. SEE SHEETS S3.2&S6.1 FOR CONNECTION OF SOLID COVERS TO (E) BUILDING.
F. MINIMUM SLOPE OF SOLID DECK COVERS TO BE PER SHEET S3.2.
G. MINIMUM SLOPE OF DURAPANELS TO BE PER SHEET S3.2.
OH
IE 1
3. BEAMS
SOLID ROOF PANEL
SEE NOTE 2
CONCRETE FTG,
SEE NOTE 5, TYP
ISOMETRIC VIEW
J 3/32"=1'-O"
A SEE SHEETS S4.1 & S4.2 FOR BEAM PROFILES.
B. SEE SHEET S4.2 FOR FAN BEAM WHERE OCCURS.
C. SEE SHEETS S7.1 AND SB.xx.x FOR TABLES SHOWING MAXIMUM BEAM SPANS.
D. SEE SHEET S2.1 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR SNOW
LOADS.
E. SEE SHEETS S6.x FOR BEAM CONNECTIONS & DETAILS.
F. SEE SHEETS S5.1 AND S6.3 FOR BEAM SPUCE DETAIL WHERE REQUIRED. BEAM SIMPLE
SPLICE, WHEN NEEDED, SHALL BE LOCATED IMMEDIATELY ABOVE AN INTERIOR COLUMN.
NO BEAM SPLICE SHALL BE PERMITTED BETWEEN COLUMNS OR ON TOP OF AN EXTERIOR
COLUMN.
4. COLUMNS
A SEE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBERS OF POSTS REQUIRED BASED ON
COVER DIMENSIONS.
B. SEE SHEET S4.3 FOR COLUMN PROFILES.
C. SEE SHEETS S7.1 AND SB.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING.
D. SEE SHEETS S6.x AND S7.x FOR POSTS CONNECTIONS & DETAILS.
FWA;I�L�II�];f
A. SEE SHEET S7.1 FOR COLUMN CONNECTION TO FOUNDATION.
B. SEE BEAM SPAN TABLES ON SHEET S8.xx.x FOR MINIMUM FOOTING SIZE FOR PATIO
COVER SUPPORTED ON CONCRETE FOOTING, BASED ON BEAM SPAN SELECTED.
C. SEE S7.1 FOR ALTERNATE FOOTING SIZES.
D. SEE 8/S7.1 FOR ATTACHED PATIO COVER SUPPORTED ON SLAB ON GRADE.
TABLE 1
MINIMUM NUMBER OF POSTS REQUIRING
ATTACHMENT PER 31S6.3 OR 3/11.6.3
WITH 2 x 6.5 x 0.032 SIDE PLATES
(SIDE PLATE TYPE SP3)
TRIG
WIDTH
WIND SP EE ❑ AN UR
1106
110C
12021
12M
133E
137C
5
2
2
2
3
3
3
G
2
3
3
3
3
4
72
3
3
4
3
4
S'
3
3
3
4
4
5
9
3
4
4
4
4
5
1D
3
4
4
5
5
6
11'
4
4
4
5
5
6
12
4
5
1 S
6
5
7
WITH 2x6.5x0.042SIDE PLATES
(SIDE PLATE TYPE SP4)
TRIB
WIND Sp E E DANa OPOSUR
WIDTH
1105
110C
1 12M
120C
1336
13DC
5'
2
2
2
2
2
3
6'
2
2
2
3
3
3
7
2
3
3
3
3
4
a
2
3
3
4
3
4
9
3
3
3
4
4
5
1C!
3
4
4
4
4
5
11'
3
4
4
5
5
6
12
3
4
4
5
5
5
NOTES:
1. NUMBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADD
POSTS AS REQUIRED TO ENS URETHAT THE 'MAX POST SPACING
(SPAN)" SHOWN ON SHEETS SS-xx-x OR LB.xx.x IS NOT EXLEEDED.
2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL 3186.3
OR 31L6.3.
3.. THIS TABLE DOES NOTAPPLY IFTHE SIDE PLATES ARE PROVIDED
FOR AESTHETICAL PURPOSES ANDTHE BEAM IS CONNECTED TO
THE COLUMN DIRECTLY OR WITH A BRACKET PER S6.3 OR L6.3.
A TABLE i - MINIMUM NUMBER OF COL
REQUIRING TOP ATTA HMENT
PER 3/S63 OR 3/1-63
SHEET INOEX - SOLO PANEL STRUCTURES TYPE A
GDA -TITLE SHEET, DESIGN LOADS, GENERAL NOTES
S1.1 -SOLID PANEL STRUCTURES: TYPE A
S2.1 -SOLID PANEL STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION
FACTORS DUE TO DRIFTAND SLIDING
S3.1A -SOLID PANEL STRUCTURES: ATTACHED COVERS MAXIMUM SPANS AND
MINIMUM FASTENERS
S3.2-SOLID PANEL STRUCTURES: CROSS SECTIONS
S3 3 - SOLID PANEL STRUCTURES: DURAKING AND TRIPLE SIX PAN MAXIMUM
SPANS AND MINIMUM FASTENERS
S4.1 -SOLID PANEL STRUCTURES: BEAM PROFILES
S4.2-SOLID PANEL STRUCTURES: BEAM PROFILES
S4.3 - SOLID PANEL STRUCTURES: COLUMN PROFILES
S4.4-SOLID PANEL STRUCTURES: MEMBERS PROFILES
S4.5-SOLID PANEL STRUCTURES: CONNECTORS
S5.1 -SOLID PANEL STRUCTURES: SPLICE DETAILS
S6.1 - SOLID PANEL STRUCTURES: ATTACHMENT TO EXISTING BUILDING
S62 - SOLID PANEL STRUCTURES: CONNECTION DETAILS
S6.3 - SOLID PANEL STRUCTURES: CONNECTION DETAILS
S7.1 -SOLID PANEL STRUCTURES: FOUNDATION DETAILS
S7.2 - SOLID PANE L STRUCTURES: FOUNDATION DETAILS
SBxxx- SOLID PANEL STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx
PSF LUSL, 1x0 MPH
G9.1 -ADDITIONAL STATE LICENSURE STAMPS
SOLID PANEL STRUCTURE TYPE A: ATTACHED SINGLE SPAN WITH OPTIONAL CANTILEVER
2485 RAILROAD ST,
CORONA, CA 92680
951.736.4500
�IpF�551gy�(
�Q��Q'
Lif S 50 5 R�
T,4 �'[ tiy1P
TF OF CAL IFS
DATE SIGNED: July 06, 2018
�i
TCL.
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
�APnnAA
Irin
WVV
ES
TM
REVISIONS
MARK
DATE
DESCRIPTION
4 STE . JOB # 17-1071
DATE 04125/18
DRAWN BY RER
CHECKED MDS
IAPMO 195 V 3.0
SOLID PANEL STRUCTURES:
TYPE A
S1.1
(E) BUILDING
11f11.t!llf�f�u���»���1»rirtL�lf(L!.(.(Lliiiii»i�i�.
I I L
O B NO COL,' TYP
COVER TECj10N
' D IjLDc $EE NOTE
SEE NOTE.4 z•
I I I i I
I I I
m z
Lu
it w
I V)
I I I
' � I
SOLID COVER CONNECTION
m TO BEAM SEE NOTE 2'
O
m Z I I
w
H I I
I I '
BEAM CLEAR SPAN L BEAM CLEAR SPAN
LENGTH 'L' SEE NOTE 1
G PLAN VIEW
NOTES:
I. RATIQ
A LENGTH OF STRUCTURE 'L' SHALL NOT BE LESS THAN ITS PROJECTION 'P'. SEE DESIGN
ASSUMPTION NOTE 10 FOR PATIO COVERS CONSISTING OF SOLID COVERS AND LATTICE
FRAMING.
B. HEIGHT OF STRUCTURE 'H' (TO TOP OF COVER) SHALL NOT BE OVER 12 FT.
C. BEAM OVERHANG 'OH' SHALL NOT EXCEED 25% OF BEAM'S ADJACENT CLEAR SPAN.
EXCEPTION= NO OVERHANG ALLOWED AT I BEAMS CONNECTED TO SIDE OF COL
D. SOLID COVER OVERHANG 'OH' SHALL NOT EXCEED 25% OF BOTH DECK & IRP SOLID
COVER'S ADJACENT CLEAR SPAN, (OR 24" MAX. AT IRP, WHICHEVER IS LESS).
E. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN:
•TRIB (Bext)= X ADJACENT DECK CLEAR SPAN @ RIGHT
+ DECK OH @ LEFT
• TRIB (Sint)= Yz ADJACENT DECK CLEAR SPAN @ RIGHT
+ h ADJACENT DECK CLEAR SPAN @ LEFT
TRIG (BLDG)=Y2 ADJACENT DECK CLEAR SPAN
W!Il1xI8I� i
A SEE SHEET S3.1A AND S3.3 FOR DECK PROFILES AND MAXIMUM SPANS.
B. SEE SHEET S3.2 FOR DURAPANEL INSULATED STRUCTURAL SANDWICH PANELS MAXIMUM
SPANS.
C. SEE SHEET S2.1 FOR REDUCTION OF SOLID COVER MAXIMUM SPAN WHEN DESIGNING FOR
SNOW LOADS.
D. SEE SHEET S3.2 FOR CONNECTION OF SOLD COVERS TO SUPPORTING BEAMS.
E. SEE SHEETS S3.2 & S6.1 FOR CONNECTION OF SOLID COVERS TO (E) BUILDING.
F. MINIMUM SLOPE OF SOLID DECK COVERS TO BE PER S3.2.
G. MINIMUM SLOPE OF DURAPANELS TO BE PER SHEET S3.2.
SOLD ROOF PANEL
SEE NOTE 2--
CONCRETE FTG,
SEE NOTE 5, TYP
n ISOMETRIC VIEW
v 3/3f=l'-0"
Nw.AMM
A. SEE SHEETS S4.1 & S4.2 FOR BEAM PROFILES.
B. SEE SHEET S4.2 FOR FAN BEAM WHERE OCCURS.
C. SEE SHEETS S7.1 AND S8.xx.x FOR TABLES SHOWING MAXIMUM BEAM SPANS.
D. SEE SHEET S2.1 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR SNOW
LOADS.
E. SEE SHEETS S6,x FOR BEAM CONNECTIONS & DETAILS.
F. SEE SHEETS S5.1 AND S6.3 FOR BEAM SPLICE DETAIL WHERE REQUIRED. BEAM SIMPLE
SPLICE, WHEN NEEDED, SHALL BE LOCATED IMMEDIATELY ABOVE AN INTERIOR COLUMN.
NO BEAM SPLICE SHALL BE PERMITTED BETWEEN COLUMNS OR ON TOP OF AN EXTERIOR
COLUMN.
.. cn::lrANs
A SEE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBERS OF POSTS REQUIRED BASED ON
COVER DIMENSIONS.
B. SEE SHEET S4.3 FOR COLUMN PROFILES.
C. SEE SHEETS S7.1 AND S8.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING.
D. SEE SHEETS S6.x AND S7.x FOR POSTS CONNECTIONS & DETAILS.
I•fflYl11]2HlrLt�J.E9
A SEE SHEET S7.1 FOR COLUMN CONNECTION TO FOUNDATION.
B. SEE BEAM SPAN TABLES ON SHEET SB.xx.x FOR MINIMUM FOOTING SIZE FOR PATIO
COVER SUPPORTED ON CONCRETE FOOTING, BASED ON BEAM SPAN SELECTED.
C. SEE S7.1 FOR ALTERNATE FOOTING SIZES.
D. SEE 8/S7.1 FOR ATTACHED PATIO COVER SUPPORTED ON SLAB ON GRADE.
TABLE 1
MINIMUM NUMBER OF POSTS REQUIRING
ATTACHMENT PER 31S6.3 OR 3/1-6.3
WITH 2 x 6.5 x 0.032 SIDE PLATES
(SIDE PLATE TYPE SP3)
TRIG
WIDTH
WNDS PEEDAND
1105
110C I
120E
120C
13DE
130C
5
2
2
2
3
3
3
6
2
-3
3
3
3
4
7'
2
3
3
4
3
4
B'
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
17
4
5
5
6
5
7
WITH 2 x 5.5 x 0,042 SIDE PLATES
(SIDE PLATE TYPE SPA)
TRIG
WIND_SPCEDANIJ
WIDTH
11D6
110C
120B
1200
13DB
13DC
5'
2
2
2
2
2
3
6'
2
2
2
3
3
7
2
3
3
3
3
4
H
2
3
3
4
3
4
J
3
1 3
3
4
4
5
1U
3
a
a
4
4
5
11'
3
4
4
5
5
6
1Y
3
4
4
5
5
5
NOTES:
1. NUMBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADD
POSTS AS REQUIRED TO ENSURE THATTHE "MAX POST SPACING
(SPAN)" SHOWN ON SHEETS S&xx.x OR L&xx.x IS NOT EXCEEDED.
2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL 3186.3
OR 3/L6.3.
3. THIS TABLE DOES NOT APPLY IF THE SIDE PLATES ARE PROVIDED
FOR AESTHETICAL PURPOSES AND THE BEAM IS CONNECTED TO
THE COLUMN DIRECTLY OR WITH A BRACKET PER S6.3OR L6.3.
(�� TABLE i -MINIMUM NUMBER OF COL,
REQUIRING TOP ATTACHMENT
PER 3/8&r3 OR 3/L63
Sff.gT INDEX -SOLD PANEL STRUCTURES: TYPE B
GDA -TITLE SHEET, DESIGN LOADS, GENERAL NOTES
S 1.2 - SOLID PANEL STRUCTURES: TYPE B
82.1 -SOLID PANEL STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION
FACTORS DUE TO DRIFT AND SLIDING
S3.1A-SOLID PANEL STRUCTURES: ATTACHED COVERS MAXIMUM SPANS AND
MINIMUM FASTENERS
S3.2-SOLID PANEL STRUCTURES: CROSS SECTIONS
S3.3 - SOLID PANEL STRUCTURES: DURAKING AND TRIPLE SD( PAN MAXIMUM
SPANS AND MINIMUM FASTENERS
S41 -SOLID PANEL STRUCTURES: BEAM PROFILES
S42-SOLID PANEL STRUCTURES: BEAM PROFILES
S4.3-SOLID PANEL STRUCTURES: COLUMN PROFILES
S4.4-SOLID PANEL STRUCTURES: MEMBERS PROFLES
S4.5-SOLID PANEL STRUCTURES: CONNECTORS
S5.1 - SOLID PANEL STRUCTURES: SPLICE DETAILS
S6.1 - SOLID PANEL STRUCTURES: ATTACHMENTTO EXISTING BUILDING
S6.2 - SOLID PANEL STRUCTURES: CONNECTION DETAILS
S6.3 - SOLID PANEL STRUCTURES: CONNECTION DETAILS
S7.1 -SOLID PANEL STRUCTURES: FOUNDATION DETAILS
57.2 -SOLID PANEL STRUCTURES: FOUNDATION DETAILS
SB`xx- SOLID PANEL 67RUC7URES: BEAM SPANS AND FOUNDATION SIZES xx
PSF LL/SL,1x0 MPH
GDA -ADDITIONAL STATE LICENSURE STAMPS
SOLID PANEL STRUCTURE TYPE B: ATTACHED MULTI -SPAN WITH OPTIONAL CANTILEVER
m
I
SOLID COVER CONNECTION
m
W
TO BLDG SEE NOTE 2
w
~
W
II N
<
h
J
U
Y
U
im
Z
w
w
a
Z
�
F-
W
m
COL, TYP
m a
SEE NOTE 4
CL
BEAM CLEAR SPAN
LENGTH 'L' SEE NOTE 1
C PLAN VIEW
NOTES:
1. PATIO COVER DIMENSIONS
A. LENGTH OF STRUCTURE 'L' SHALL NOT BE LESS THAN ITS PROJECTION 'P'. SEE DESIGN
ASSUMPTION NOTE 10 FOR PATIO COVERS CONSISTING OF SOLID COVERS AND LATTICE
FRAMING.
B. HEIGHT OF STRUCTURE 'H' (TO TOP OF COVER) SHALL NOT BE OVER 12 FT.
C. BEAM OVERHANG 'OH' SHALL NOT EXCEED 25% OF BEAM'S ADJACENT CLEAR SPAN.
EXCEPTION= NO OVERHANG ALLOWED AT I BEAMS CONNECTED TO SIDE OF COL
D. SOLID COVER OVERHANG 'OH' SHALL NOT EXCEED 25% OF BOTH DECK & IRP SOLID
COVER'S ADJACENT CLEAR SPAN, (OR 24" MAX. AT IRP, WHICHEVER IS LESS).
E. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN:
-TRIG (Bext)= )j ADJACENT DECK CLEAR SPAN @ RIGHT
+ DECK OH @ LEFT
2. SOLID COVERS
A. SEE SHEET S3.1A AND S3.3 FOR DECK PROFILES AND MAXIMUM SPANS.
B. SEE SHEET S3.2 FOR DURAPANEL INSULATED STRUCTURAL SANDWICH PANELS MAXIMUM
SPANS.
C. SEE SHEET S2.1 FOR REDUCTION OF SOLID COVER MAXIMUM SPAN WHEN DESIGNING
FOR SNOW LOADS.
D. SEE SHEET S3.2 FOR CONNECTION OF SOLID COVERS TO SUPPORTING BEAMS.
E. SEE SHEETS S3.2 & S6.1 FOR CONNECTION OF SOLID COVERS TO (E) BUILDING.
F. MINIMUM SLOPE OF SOLID DECK COVERS TO BE PER SHEET S3.2.
G. MINIMUM SLOPE OF DURAPANELS TO BE PER SHEET S3.2.
1169
t OF
SEE NOTE 5, TYP
B ISOMETRIC VIEW
ranr.�rrrrxnm
3. BEAMS
A. SEE SHEETS S4.1 & S4.2 FOR BEAM PROFILES.
B. SEE SHEET S4.2 FOR FAN BEAM WHERE OCCURS.
C. SEE SHEETS S7.1 AND SB.xx.x FOR TABLES SHOWING MAXIMUM BEAM SPANS.
D. SEE SHEET 52.1 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR
SNOW LOADS.
E. SEE SHEETS S6.x FOR BEAM CONNECTIONS & DETAILS.
F. SEE SHEETS S5.1 AND S6.3 FOR BEAM SPLICE DETAIL WHERE REQUIRED. BEAM SIMPLE
SPLICE, WHEN NEEDED, SHALL BE LOCATED IMMEDIATELY ABOVE AN INTERIOR COLUMN.
NO BEAM SPLICE SHALL BE PERMITTED BETWEEN COLUMNS OR ON TOP OF AN
EXTERIOR COLUMN.
4. COLUMNS
A. SEE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBERS OF POSTS REQUIRED BASED ON
COVER DIMENSIONS.
B. SEE SHEET S4.3 FOR COLUMN PROFILES.
C. SEE SHEETS S7.1 AND SB.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING.
D. SEE SHEETS S6.x AND S7.x FOR POSTS CONNECTIONS & DETAILS.
5. FOUNDATIONS
A SEE SHEET S7.1 FOR COLUMN CONNECTION TO FOUNDATION.
B. SEE BEAM SPAN TABLES ON SHEET SB.xx.x FOR MINIMUM FOOTING SIZE FOR PATIO
COVER SUPPORTED ON CONCRETE FOOTING, BASED ON BEAM SPAN SELECTED.
C. SEE S7.1 FOR ALTERNATE FOOTING SIZES.
TABLE 1
MINIMUM NUMBER OF POSTS REQUIRING
ATTACHMENT PER 3/S6.3 OR31L6.3
WITH 2 x 6.5 x 0.032 SIDE PLATES
(SIDE PLATE TYPE SP3)
WIDTH
TRIGE33
EDAN 5 US E
1209
1200
130E
130C
5'
2
3
3
3
&
3
3
3
4
T
3
4
3
4
8
3
4
4
5
9'
4
4
4
5
10
4
5
571'
4
5617
5
6
5
T
WITH 2 x 6.5 x 0.042 SIDE PLATES
(SIDE PLATE TYPE SP4)
TRIB
WIND SPEED ANDS U E
WIDTH
110E
i1DC
12DB
120C
I 13UB
I=
6
2
2
2
2
2
3
6'
2
2
2
3
3
3
T
2
3
3
3
3
4
B'
2
3
3
4
3
4
9'
3
3
3
4
4
5
IV
3
4
4
4
4
5
1'r
3
4
4
5
5
5
17
3
4
4
5
5
5
NOTES:
1. NUMBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADD
POSTS AS REQUIRED TO ENSURE THAT THE "MAX POST SPACING
(SPAN)' SHOWN ON SHEETS S&xx.x OR L&xx.x IS NOT EXCEEDED.
2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL 31S6.3
OR 31L6.3.
3, THIS TABLE DOES NOTAPPLY IF THE SIDE PLATES ARE PROVIDED
FOR AESTHETICAL PURPOSES AND THE BEAM IS CONNECTED TO
THE COLUMN DIRECTLY OR WITH A BRACKET PER S6.3 OR L6.3.
A TABLE 1 - MINIMUM NUMBER OF COL
REQUIRING TOP ATTACHMENT
PER 3/56,3 OR 3/L63
SHEET INDEX -SOLID PANEL STRUCTURES: TYP E C
PANEL STRUCTURE TYPE C: FREESTANDING SINGLE SPAN WITH OPTIONAL
GO.1 -TITLE SHEET, DESIGN LOADS, GENERAL NOTES
S1.3 - SOLID PANEL STRUCTURES: TYPE C
S2.1 - SOLID PANEL STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION
FACTORS DUE TO DRIFT AND SLIDING
S3.1 F - SOLID PANEL STRUCTURES: FREESTANDING COVERS MAXIMUM $PANS
AND MINIMUM FASTENERS
S3.2-SOLID PANEL STRUCTURES: CROSS SECTIONS
S3.3 -SOLID PANEL STRUCTURES: DURAKING AND TRIPLE SIXPAN MAXIMUM
SPANS AND MINIMUM FASTENERS
S4.1 - SOLID PANEL STRUCTURES: BEAM PROFILES
S42 - SOLID PANEL STRUCTURES: BEAM PROFLES
S4.3 - SOLID PANEL STRUCTURES: COLUMN PROFILES
S4.4 - SOLID PANEL STRUCTURES: MEMBERS PROFILES
S4.5 - SOLID PANEL STRUCTURES: CONNECTORS
85.1 -SOLID PANEL STRUCTURES: SPLICE DETAILS
S6.1 - SOLID PANEL STRUCTURES: ATTACHMENT TO EXISTING BUILDING
S62 - SOLID PANEL STRUCTURES: CONNECTION DETAILS
S6.3 - SOLID PANEL STRUCTURES: CONNECTION DETAILS
S7.1 - SOLID PANEL STRUCTURES: FOUNDATION DETAILS
S7.2 - SOLID PANEL STRUCTURES: FOUNDATION DETAILS
SB".x-SOLID PANEL STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx
PSF LLISL, 1x0 MPH
G9.1-ADDMONALSTATE LICENSURE STAMPS
-D
IW
La
E I
Z
- I I I
-
LiLd
SOUD COVER CONNECTION i
N
TO BLDG SEE NOTE 2 COL, TYP,
( I SEE NOTE 4
u
�
0
z
w
z
z
a
• I I I I I I I I
w
a
Ld
OH BEAM CLEAR SPAN BEAM CLEAR SPAN+
TE 1
LENGTH 'L' SEE NOTE 1
BEAM OH
� PLAN VIEW •
NOTES:
1.O[MENSIONS
A. LENGTH OF STRUCTURE 'L' SHALL NOT BE LESS THAN ITS PROJECTION 'P'. SEE DESIGN
ASSUMPTION NOTE 10 FOR PATIO COVERS CONSISTING OF SOLID COVERS AND LATTICE
FRAMING.
B. HEIGHT OF STRUCTURE 'H' (TO TOP OF COVER) SHALL NOT BE OVER 12 FT.
C. BEAM OVERHANG 'OH' SHALL NOT EXCEED 25% OF BEAM'S ADJACENT CLEAR SPAN.
EXCEPTION= NO OVERHANG ALLOWED AT I BEAMS CONNECTED TO SIDE OF COL
D. SOLID COVER OVERHANG 'OH' SHALL NOT EXCEED 25% OF BOTH DECK & IRP SOLID
COVER'S ADJACENT CLEAR SPAN, (OR 24" MAX. AT IRP, WHICHEVER IS LESS).
E. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN:
• TRIB (Beat)= Yz ADJACENT DECK CLEAR SPAN @ RIGHT
+ DECK OH @ LEFT
• TRIB (Sint)= Yx ADJACENT DECK CLEAR SPAN @ RIGHT
+ Y2 ADJACENT DECK CLEAR SPAN @ LEFT
A. SEE SHEET S3.1A AND S3.3 FOR DECK PROFILES AND MAXIMUM SPANS.
B. SEE SHEET S3.2 FOR DURAPANEL INSULATED STRUCTURAL SANDWICH PANELS MAXIMUM
SPANS.
C. SEE SHEET S2.1 FOR REDUCTION OF SOLID COVER MAXIMUM SPAN WHEN DESIGNING
FOR SNOW LOADS.
D. SEE SHEET S3.2 FOR CONNECTION OF SOLID COVERS TO SUPPORTING BEAMS.
E. SEE SHEETS S3.2 & S6.1 FOR CONNECTION OF SOLID COVERS TO (E) BUILDING.
F. MINIMUM SLOPE OF SOLID DECK COVERS TO BE PER SHEET S3.2.
G. MINIMUM SLOPE OF DURAPANELS TO BE PER SHEET S3.2.
SOLID ROOF PANEL
SEE NOTE 2
EXT. BEAM
SEE Z SEE NOTE 3
9 Opp INT. BEAM
SEE NOTE 3
4-CONCRETE SLAB,
CONCRETE FTG, SEE NOTE 5
SEE NOTE 5, TYP
B ISOMETRIC VIEW
3/32"=1'-O"
3. BEAMS
A. SEE SHEETS S4.1 & S4.2 FOR BEAM PROFILES.
B. SEE SHEET S4.2 FOR FAN BEAM WHERE OCCURS.
C. SEE SHEETS STI AND SB.xx.x FOR TABLES SHOWING MAXIMUM BEAM SPANS.
D. SEE SHEET S2.1 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR
SNOW LOADS.
E. SEE SHEETS S6.x FOR BEAM CONNECTIONS & DETAILS.
F. SEE SHEETS S5.1 AND S6.3 FOR BEAM SPLICE DETAIL WHERE REQUIRED. BEAM SIMPLE
SPLICE, WHEN NEEDED, SHALL BE LOCATED IMMEDIATELY ABOVE AN INTERIOR COLUMN.
NO BEAM SPLICE SHALL BE PERMITTED BETWEEN COLUMNS OR ON TOP OF AN
EXTERIOR COLUMN.
4. COLUMNS
A. SEE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBERS OF POSTS REQUIRED BASED ON
COVER DIMENSIONS.
B. SEE SHEET S4.3 FOR COLUMN PROFILES.
C. SEE SHEETS S7.1 AND SB.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING.
D. SEE SHEETS S6.x AND S7.x FOR POSTS CONNECTIONS & DETAILS.
5. MNDATION
A. SEE SHEET S7.1 FOR COLUMN CONNECTION TO FOUNDATION.
B. SEE BEAM SPAN TABLES ON SHEET SB.xx.x FOR MINIMUM FOOTING SIZE FOR PATIO
COVER SUPPORTED ON CONCRETE FOOTING, BASED ON BEAM SPAN SELECTED.
C. SEE S7.1 FOR ALTERNATE FOOTING SIZES.
TABLE 1
MINIMUM NUMBER OF POSTS REQUIRING
ATTACHMENT PER 3/S6.3 OR 316.3
WITH 2 x 6.5 x 0.032 SIDE PLATES
(SIDE PLATE TYPE SP3)
TRIB
WIDTH
WIND SPE ED A H
1108
t 110C
I 120B
1=
I 1306
131TC
5'
2
2
2
3
3
3
B
2
3
3
3
3
4
r
2
3
3
4
3
4
IT
3
3
3
4
4
5
Er
3
4
4
4
4
5
10
3
4
4
5
5
s
11•
4
4
4
5
5
6
12
4
5
5
6
5
7
WTT14 2 x 6.5 x 0.00 SIDE PLATES
(SIDE PLATE TYPE S P4)
TRIB
WINDSPEEDA p SU E
WIDTH
1108
110C
1208
12DC
130E
130C
5'
2
2
2
2
2
3
6'
2
2
2
3
3
T
2
3
3
3
3
4
e
2
3
3
4
3
4
5
3
3
3
4
4
5
10
3
4
4
4
4
5
11'
3
4
4
5
5
8
17
3
4
4
5
5
3
NOTES:
1. NUMBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADD
POSTS AS REQUIRED TO ENSURE THAT THE "MAX POSTS PACING
(SPAN)' SHOWN ON SHEETS SB.xx.x OR L&xx.x IS NOT E)CEEDED.
2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL 3/S6.3
OR 3/L6.3.
3. THIS TABLE DOES NOT APPLY IF THE SIDE PLATES ARE PROVIDED
FOR AESTHETICAL PURPOSES ANDTHE BEAM IS CONNECTED TO
THE COLUMN DIRECTLY OR WITH A BRACKET PER S6.3 OR L6.3.
(A) TABLE 1 - MINiMUM NUMBER OF COL
REOUIRING TOP ATTACHMENT
PER 3/883 OR 3/L63
SHEET INDEX -S_QLJD PANEL STRUCTUR S E D
GDA -TITLE SHEET, DESIGN LOADS, GENERAL NOTES
SIA -SOLID PANEL STRUCTURES: TYPE D
S2.1 -SOLID PANEL STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION
FACTORS DUE TO DRIFT AND SLIDING
S3.1 F - SOLID PANEL STRUCTURES: FREESTANDING COVERS MAXIMUM SPANS
AND MINIMUM FASTENERS
S3.2-SOLID PANEL STRUCTURES: CROSS SECTIONS
S3.3 -SOLID PANEL STRUCTURES: D URAKING AND TRIPLE SIX PAN MAXIMUM
SPANS AND MINIMUM FASTENERS
S4.1 -SOLID PANEL STRUCTURES: BEAM PROFILES
S4.2 -SOLID PANEL STRUCTURES: BEAM PROFILES
S4.3-SOLID PANEL STRUCTURES: COLUMN PROFILES
S4.4-SOLID PANEL STRUCTURES: MEMBERS PROFILES
S4.5 - SOLID PANEL STRUCTURES: CONNECTORS
S5.1 -SOLID PANEL STRUCTURES: SPLICE DETAILS
S6.1 - SOLID PANEL STRUCTURES: ATTACHMENT TO EXISTING BUILDING
S6.2-SOLID PANEL STRUCTURES: CONNECTION DETAILS
S6.3 - SOLID PANEL STRUCTURES: CONNECTION DETAILS
S7.1 -SOLID PANEL STRUCTURES: FOUNDATION DETAILS
S7.2 -SOLID PANEL STRUCTURES: FOUNDATION DETAILS
SBxax- SOLID PANEL STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx
PSF LUSL,1xO MPH
G9.1 -ADDITIONAL STATE LICENSURE STAMPS
SOLID PANEL STRUCTURE TYPE D: FREESTANDING MULTI -SPAN WITH OPTIONAL CANTILEVER
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
ESSIL
' Y'.
�tC7
"}r�
S 5885
OF CA0�
DATE SIGNED: July 06, 2018
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
IA
NC)TM
REVISIONS
MARK
DATE
DESCRIPTION
4 STEL JOB # 17-1071
DATE 04125/18
DRAWN BY RER
CHECKED MDS
IAPMO 195 V 3.0
SOLID PANEL STRUCTURES:
TYPE D
S1.4
ALUM. ALLOY 3004-H35 ALUM. ALLOY 3004•-H35 0.80" TOP FLUTE ATTACHMENT SUM' ALLOY 300fM36
0.40" ATTACHMENT `vo `03 PER NOTES 2, TYP. D 72'
TOP FLUTE ATTACHMENT
PER NOTES 2, TYP. 0.35" D.40" 0.25" S 2, TYP. c c BOTTOM FLUTE ATTACHMENT I
n 1' a BOTTOM FLUTE ATTACHMENT 0 40" niffl
PER NOTES 1 THRU 5, TYP.
I� I D.40" c PER NOTES 1 THRU 5, TYP. 0.88" o HIMENTE 0.45"
0.35" FER
THRU 5,
` n
o ao D T o ri 0.45' "� o D.4O" N0.65"0.35"
D.65'
0.. E0. 0.375" o
2.00' 1.29" 1.29" 2.02" 0.43"
3.00" 4.50" 4.50" 4.50" 4.50" 3.00"
0.75" 6.00" 0.75" 1'-0.00'
24.DOD" OR 8.OD"
TRI-V PAN 8' OR 8' x 2-1/Z FLAT PAN 1 12' x 3112' W PAN
TABLE 1A-ATTACHED COVERS
MAXIMUM SPAN FOR 24" TRI-V PAN
UJGSL
TON)
WIND SP RAND MOSURE
110B
110C
120B
120C
130B
130C
10
0.018
1 10'-3"
1U-3"
193'
1a-T
10'3"
1V-3"
0.024
72 3"
1Z-3"
1Z3"
12.3'
12'3"
12'-3"
0.032
14'3
14'-3"
14'-3'
14-3"
14'-3"
14'-3"
D.p1B
6�^
a'3"
B-4"
B7a'
8"�
B'a^
20
0.024
10'-V
]a-1"
10'-1"
10-1"
10'-1'
10, 1"
0,032
12'-1"
17-1"
1r-11
tr-1"
121-1"
12=1'
0.018
T-3"
T-3"
7-7
T3"
7'-3"
T3"
25
0.024
6-9
8'-9'
8-T
v-9"
1 6'-T
a.4-
0.032
9 8"
9 8"
9-B"
9`-8"
I 9'-B"
9'-0"
30
0.015
6-7"
6-7"
6 T
6'--r
6'-7"
6'
0.024
B-7
V3"
6-3"
84'
8'-3"8'0,032
fl
9-1"
9'-1"
9-1•
9'-1-
9'_1"
9
TABLE 2 - MULTI SPAN REDUCTION FACTORS
ROOF PANEL
TYPE
ROOF LIVE l GROUND SNOW LOAD (psf)
10
20
25
30
40
50
12 x 3.1/2 x 0.02
-
-
0.88
0.83
0.75
0.B0
:24 x 2-12 x 0-018
0.85
0.80
0.65
0.65
-
-
2 4 x 2-V2 x 0.024
0.90
0.66
6.70
0-65
-
-
24 x 2-1l2 x 0,032
0.90
0.88
-
-
-
-
OTHERS
-
-
-
-
-
TABLE 18 -ATTACHED COVERS
MAXIMUM SPAN FOR x 2-1/2 FLAT PAN
LVGSL
TON)
WIND
SPEED AND XPOSURE
110 B
110 C 1
120 B
120 C
130 B
130 C
0.020
14-7'
14-T
14-T
14.7'
14'7'
14'-7
0.024
15-10"
10
0.D32 I
18'-0"
LLB'-Ir I
18'-0"
18'-¢
16-0-
1U-0"
D.040
19'-4"
19 4"
194"
19 4"
79'4"
194"
0.02D
1z-1"
1z-1'
12-1-
1r-1"
12'-1"
171'
0.024
13'-3"
13-r 113'3"
13-3"
13'3"
13-Y
2D
0.032
15'.T
16-T
-6'
1 S-6"
IN-W
1 S-T
0.040
16-B"
16-8''�'
gi
16-T
164'
164r
0.020
10=4"
1a-4"
4'
1 a-4'
10'-4"
10'-"
25
0.024
1 11-1"
11'-1'
1V-1'
i1'-1'
11=1'
11'-1'
0.03212-1'
12-1"
1z-1'
12-1"
L^-'-1'
1Z-1"
0.D40
13'-1'
13-1"
13-1`
13'-1"
13'-1"
13-1"
omo
9-3"
9'-9"
9'-9"
91-3" 1
9-9"
9'-9"
30
0.024
10'-4•
1a4"
1174"
10f-47
10'-4"
1a-a
0.032
1 T J1'
11'-4"
11'4'
1 T-V
11'-4"
1 T41"
b.040
7 3'
12-Y
1z-3"
1Z-3•
1Z-3"
12-3"
0.030
!m-
9'-0"
9-0'
9'-0"
9-0"
9'-0"
40
0.024
9$"
9'-V
9-T
9-V
9'3"
1 a-0'
1 a-4"
19-4-
1 a-4"
19-4-
1 a-"
11'-2"
1 T-T
1 T-2"
1 T-2"
11'-2-
1 T-2"
rO.O4O
8'-7
B'3"
IT-7
8'3"
8'-7
83"
8'-9'
B' 9"
B-9
8'-98'-9B
9'-8"
9'-8"9'3'
9 8'
9
10-4-
1a-V
10'4"
1a-V
10'4"
1a 4"
TABLE 1C- ATTACH ED COVERS
MAXIMUM SPAN FOR 8 x 2-1/2 FLAT PAN
LVGSL
TOM
WIND
SPEED AND
EXPOSURE
110B
110C 1
1208 1
120C
1308
13DC
0,020
121-6"
1r1"
1r3
0.024
13`-7
13'•7-
13'-7"
10
0.032
15'-7"
16-7" 1
15'-7'
0_o4o
1T-7-
177"
1i 7"
17-7"
1T-T
17-T
0.020
10'-2"
10'-2"
10'-2"
1 a-2'
110'-2"
1 U-7
0,024 1
1T-41"
11'-V
114"
11'-'
11'-4"
11'-4"
2D
p.032
13'-0°
13'-0°
1 X-0"
13-0"
13'-0,
13,4r
0.040
1 14-S"
14'-6'
14-6'
14-V
14'-6"
14'-0"
0.020
9'-9"
9'-9"
9'-9"
9=9"
5-9"
T-9"
25
0.0^_4
10' 4"
1a�
Tam'
1a�`
I 704'
10-4
0.032
11'-4'
1T'-0"
114'
1 T-V
11'Le
11'4-
0.040
12-3"
12'3"
1Z-3"
12-3"
1Z-7
12-7
0.020
V-3"
T-3"
9'3"
9'-3"
( 9'3-
9-3"
O.OZ4
8'-9"
9'-9".
9' 9"
9'-9^
I 9-9'
9'A"
0.032
10'-9"
10'-9"
10,
1a8"
10'-9"
to-9
0.040
1 V-7'
11' 7"
1 V-7"
11' 7"
11' 7"
1 T-7"
0.020
8'7°
8'4"
V-4-
8'4"
813"
13'4°
AO
0.024
9'-0"
9'-0"
9'-0"
9'-0"
5-0"
9'-0'
0.032
T-9"
9._9"
91-F
g_y"
g-9-
9,_9"
a m
10'-7"
10' 7"
10'-7"
1a-7"
10, r
1 a-7"
0.020
T-5"
T-5"
TS"
7'-5"
7-5'
T-6-
0.024
V-3"
8=3"
8'3"
a'-3"
83"
V3"
so
0.032
9'-1"
9,
9.1'
0.040
9-9"
1 9, 9"
9'A"
9'-9"
I 5A°
9'-9"
TABLE 3--ATTACHED COVERS - FASTENERSCHEDUL.E- SEE TABLE 4 FOR LEGEND
NUMBER FROM TABLE 4 REPRESENTS THE NUMBER OF #10 TEKS ORSMS TO SUPPORTING BEAMS AND WALL HANGERS IN EVERY DECK
SECTION
5-112" ROLL
FORMED AND (2) 2 x 6-1/2 BEAMS
(B1, B9, BTO)
WALL HANGERS AND 3 x 8 ROLL FORMED
(B11, B12)
EXTRUDED AND 3x W/ STEEL INSERT BEAMS
(B2, B3 B4, B5, 136, B7, B8, B13, B14, B15, B16)
(SCREW INSTALLED IN STEEL INSERT)
TRiB
WIDTH
WIND
SPEED AND E PO:SURE
7R1B
WIDTH
WIND
SPEED AND EXPOSURE
TRIB
I WIDTH
WIND
SPEED AND EXPOSURE
110 B
110 C
120 B
120 C
130 E
130 C
110 E
110 C
120 E
120 C
13D B
i 33 C
110 B
110 C
120 E
120 C
1 130 8
130 C
S
A
A
A
A
A
B
5
A
A
A
A
A
A
1 6
A
A
A
A
I A
A
.6
A
A
A
B
B
B
G
A
A
A
A
A
B
6'
A
A
A
A
A
A
T
A
A
A
B
B
B
T
A
A
A
8
B
B
7'
A
A
A
A
A
A
8'
A
B
B
B
B
B
8'
A
A
B
B
B
B
B'
A
A
A
A
A
A
9
B
B
B
B
B
B
9'
A
B
B
B
B
B
9'
A
A
A
A
A
A
10'
B
B
B
B
B
C
10'
A
B
B
B
B
B
1 a
A
A
A
A
A
A
11'
B
B
B
B
B
I C
11'
A
A
A
A
A
B
tr
B
B
C
G
C
C
1r
B
B
B
B
B
C
1z
I A
A
1 A
A
A
I B
TABLE 1 D - ATTACHED COVERS
MAXIMUM SPAN FOR 12 x 3-12 W PANEL
LVGSL
TQN)
WIN
SPEED AND
E.V E
110E
11DC
120B
1200
130E
130C
0.=0
13-9'
i3'•9"
13-T
i3-9"
13'-9'
13'•9"
0.024
1S-E
15'3"
16-7
153"
15=3'
153"
10
0, D32
177
IT-7-
1T 7'
IT-7-
1 T-7"
17' 7"
D. D40
19-T
19' 7"
19-T
19' 7"
19-7'
1Y7"
01020
11'-3"
11'3"
71'-3"
1113"
11'-3'
11'3"
0.024
12�
1r-0
12-V
12'S
17-6"
12'3"
20
0.032
144$
14'$"
194r
14'"
14'-B"
V-S"
0.D40
16-3'
16"3'
1E X
15-3"
16'3-
16'3"
25
0,024
1240"
12"4"
12-0'
1r-0"
1Z-0"
1Z-0"
0.032
13-7
13'-2'
13-2'
13' 7
13-2"
13'-Z"
a D40
W-7
1*2"
14-2"
14-2'
14'-2"
14'-2"
30
0.020
1fY-£
V-e
1 117-6'
10'-"
10'T
10'-6"
0,024
IT-3-
11'3"
11'-3"
1 11'-3"
1 V-3"
11.
0,032
17•E
IK--i:
12-T
1T43"
1r-5-
1ZF
0.04o
I7._C
13'_"
13-4"
13'4'
13'4"
13' 4"
0.020
9-1"
9-1'
4.1"
9'-1"
9'-1'
9'-1"
40
0.024
W-3"
193•
1U-W
173"
10'4'
17-S'
0.032
1T-C
114'
11'-4"
11'-4"
11'-4'
11'-4"
0.D40
12-7
12 2"
12-2"
12'-7
17-2"
121-2"
0.020
8'-2'
8'-Z'
81-7
8'-21
61-2"
812,
0.024
9'2"
9-2"
9=2"
9-2'
91•2"
5--2
50
Q D31
11Y 7"
10' 7"
1 7_7
7D' -r
10'-7"
10'-7"
0,D40
11'-3•
1P-3"
11'-3"
11'3
11'-3"
1113"
NOTES FOR DECK AITACHMENTTO SUPPORTING BEAMS ANO WALL HANGERS:
i - MINIMUM ATTACHNIENT OF PANS TO 8EAdS (EXCEPT BEAM PROFILE Bi) SHALL BE MADE WITH (1) -.10
SMS OR TEK SCREW AT EA CH BOTTOM FLUTE.
2 - MINIMUM ATTACHMENT OF PANS TO WALL HANGERS AND BEAM PROFILE B1 SHALL BE MADE WITH (1)
010 SM5 ORYEK SCREW AT EACH BOTTOM FLUTE. AND (1)910 SMS OR TEK 5CREW AT EACH TOP FLUTE.
3 - IN ADC41ION TO THE RE✓?UIREMENTS FROM NOTES ABOVE. THE MINIMUM ATTACHMENT SHALL COMPLY
WITH TABLES 3 AND 4.
4 - TABLES 3 AND 4 AND NOTE 3 ABOV E DO NOT APPLY TO GUTTERS OR C-SHAPED DECK CLOSURE PLA TES
THAT ARE N0TUSEDAS BEAMS (NON-STRUCTURAL MEMBERS NOT CONNECTED TO COLUMNS AND
I NS TA LLE D AT THE END OF AN OVERHANG OR PARALLEL TO THE DIRECT ON OF THE DECK)
5 - WHEN ATTACHING TO BEAMS 89, B10, 815 OR 515 (DOUBLE MEMBERS), ATTACHM.ENTCAN BE MA DE70
EITHER 1"1EMBER OF THE BEAM, BUT SHALL BE EVENLY SPLIT BETWEEN THE 2 MEMBERS.
TABLE 4 -ATTACHED COVERS
LEGEND FOR TABLE 3
DECKSEC710M A B
C
D
E
WIDTH
6" FLAT PAN
6"
1
1
1
1
2
8" FLAT PAN
B"
1
1
1
2
2
12" TRI V PAN
12'
1
2
3
3
4
24" W PAN
24"
1
2
3
4
5
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
FEm i
S 5885
T ,e
9rF OF CAL�ty
DATE SIGNED: July 06, 2018
vNwc
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
SAP
OTM
E
REVISIONS
MARK
DATE
DESCRIPTION
4 STEL JOB # 17-1071
DATE 04125(1B
DRAWN BY RER
CHECKED MDS
D 195
SOLID PANEL STRUCTURES:
FREESTANDING COVERS
MAXIMUM SPANS AND
MINIMUM FASTENERS
S 3.1 F
TABLE 1 - SOLID PANEL STRUCTURES
FASTENER SPACING SCHEDULE
SEE NOTES 1 AND 2
IRP ROOF
PANEL
WIND SPEED AND EXPOSURE
110 (MPH)
B C
120 (MPH)
B C
130 (MPH)
B C
3" - 0.024"
A
A
A
A
A
A
4.25" - 0.024"
A
A
A
A
A
A
3"- 0.030"
A
A
A
A
A
B
4.25" - 0.030"
A
B
B
B
B
B
NOTE:
1) A 6" O.C. TOP CONNECTION TO BEAMS
12" O.C. T&B CONNECTION TO LEDGER
ROLL FORMED OR
INSULATED ROOF PANEL
(E) BLDG. WHERE OCCURS INTERLOCKING SEAMS, TYP.
I
I I I
2A
!
1
? I
@IRP
I
I
I
28
I I
I
j i
@ RFP
•
I
f
2) B. 4 D.C. TOP CONNECTION TO BEAMS
B" O.C. T&B CONNECTION TO LEDGER 01A@IRP (103 @RFP COLUMN SEE SHEET S4.3
FASTENER SPACING SCHEDULE PLAN VIEW BEAM, SEE SHEETS S4.1 & S4.2
+7 A
V A .
N.T.S. N.T.S.
OPTIONAL DECORATIVE FASCIA
(WOOD, ALUM. OR HARDBOARD)
#10 S.M.S. TOP & BOTTOM, EXTRUDED
IR HANGER PER SPACING PER 3/S3.2 #1 D S.M.S., EXTRUDED DRIP EDGE
9/54.4 SLOPE SPACING, PER 3/53.2 "IR3" GUTTER
SEE NOTE 2
ATTACHMENT
14 SMS @ 32" O.C. #B x J¢" TOP &BOTTOM TO BUILDING
4 MIN. PER EACH JOINT @ 12" O.C. WHERE OCCURS
PER 49/S6.2
/ x lf" @ O.C. OPTIONAL
TO
3" OR 4Y;' OR 6° TOP &BOTTOM NON-STRUCTURAL
DURAPANEL, SEE NOTE 1 BEAM PER S4.1 & S4.2 FASCIA
(3 x 8 BEAM SHOWN) OPTIONAL
MAX SPAN PER APPROVAL MAX OVT3niANG PER NOTE RAIN GUTTER
ALUMINUM SKINS IRP REPORT - SEE NOTE T I ON S1.x
TOP & BOTTOM 0.024" NOTES:
1. THE IRP ROOF PANELS USED WITH THE PATIO COVER STRUCTURES RECOGNIZED IN THIS EVALUATION REPORT MUST BE A DURALUM PRODUCT PER IAPMO-ER-0505,
CALIFORNIA FBH CA-LRP-2410 OR CA-LRP-3220.
2. THE SLOPE OF THE IRP ROOF PANELS SHALL BE PER THE IAPMO OR FBH REPORTS LISTED ABOVE. RECOMMENDED MINIMUM SLOPE IS PER FOOT AT COVERS
DESIGNED FOR LIVE LOADS, AND Yip PER FOOT AT COVERS DESIGNED FOR SNOW LOADS,
INSULATED ROOF PANEL (IRP) .. 1 INSULATED ROOF PANEL (IRP)
INTERLOCKING JOINT N.T.S. N.T.S.
MAX OVERHANG PER NOTE
114 SMS @ 2" FROM EA. END #8 xYz" ROOF HANGER FASTENER I ID ON S1.X
4 SEE TABLE 3 ON
MAX, AND @ 32" O.C. MAX @ 12" D.C. PER 12/S4.3 „ I FASTENER 10d xYz" @EACH
(4 MIN. PER PANEL INTERLOCK) S11A OR 53.1E _ PER FT SEE TABLE 3 ON PANEL INTERLOCK
MIN SLOPE Ij S3.1A OR S3.1F
ATTACHMENT --------- -- --- `^_-------
TO BUILDING - -
WHERE OCCURS
ER
PER 4B/S6.2 I PER S
PER 54.1 OR 54.4
7L
ROLL FORMED PANEL PER
ROLL FORMED PANEL SHEEP 53.1A, 53.1 F. OR ` BEAM PER 54.1 & 54.2 10 x J�" @EACH
53.3 ; (3 x 8 BEAM SHOWN) VIE.
PER SHEET S3.1A, S3.1F, AND
S3.3
a
L FORMED PANEL (RF) aEOERLL FORMED PANEL (RF) TO
BLOCKING JOINT 3' = 1' 0" BEAM CONNECTION N.T.S.
ALUM. ALLOY 3004-H36 ALUM. N1AY 653-75 JALUM. ALLOY 6063-T5 JALUM. ALLOY 3004-H36
1.625" `�
� 'pp J 0.620'
1" GUTTER CUP 1.250'
0 24" O.C. MAX
I o
COMINUOUS "b� m
"C" INSERT Nit
0.C32�' o C. ^ o' D.850" o
TYP. ui ILQ
w N
I
I N F�
s� • ��a
I
^o.o3e"
2.000" � "
00D
4.000 2.DOD" NOTES: 3.020"
FAA& o0 1 750' BEAM PE 1. SEE 10/S5.1 FOR SPLICE DETAIL WHERE OCCURS.
2. THIS GUTTER IS USED WITH 6" OR B" FLAT PANS OR NOTES:
24" TRI-V PANS. 1. SEE 4/S5.1 FOR SPLICE DETAIL WHERE OCCURS.
2. THIS GUTTER IS USED WITH 6" OR 8" FLAT PANS OR
24" TRI-V PANS.
DBL 2 x 6 1/2 x 0.03r T I -BEAM MAG GUTTER Bi 8.6' ROLL FORMED GUTTER FASCIA
Biv 3'=1'-0` B7 W/ (1) V INSERTS 3"-0=1'"
3•�1�. 3"=1 '--0"
ALUM. ALLOY 3004-H3fi A um. ALLOY 606376 ALUM. ALLOY 3004-H36 JALUM. ALLOY 5063-T6
STEEL ASTM A653-SS GRADE 50 G60
0.762"
E I 2.908 R0.380' TYPI
I I�8� llll I
CONTINUOUS I I -
0.042 0 "C" INSERT I I N o
o PER B7 I I o o D.062, oN
co EA. SIDE I I N 15 � TYP
I
I
3.000'
I I + - SPUCE
I I 3.D00° WHERE
OCCURS
BEAM PER B6
3.000"
C'7
8 BS T I -BEAM l e= 1 3' SQ. x 0.03Z ALUM. BEAM W/- f fl� l MAG BEAM
W/ 'C' INSERTS 3"=1'-0" �� 12 GA. S1L V CHANNEL 3"=1'-O"
ALUM. ALLOY 3004-H36 Ai UM. ALLOY 3004-H36 ALUM. ALLOY 6D63 75 ALUM, ALLOY 6053T6
SPUCE r
WHERE
OCCURS d
1.SD0'
C.
N
n
`pn O
TYP. c
O.D42" o
c TYP. o 0.109" o o 0.085, o.
°p N TYP
NOTE:
3.000"
` 2.000" 4.000" 2.000" � 4.000" � 1. SEE 5/55.1 FOR SPUCE DETAIL WHERE OCCURS.
F 3-000" 4.000' 3.0�00" MAX
NOTE:
MAX 1. SEE 6/S5.1 FOR SPUCE DETAIL WHERE OCCURS.
DBL 3 x_$ x oA42' _ as AM DBL 2 x 81/2 x 0.D42' ! ov l r I -BE
o3 4 I -BEAM _
3' =1'--0' 3"=1'-O' 3"=1'-O"
2485 RAILROAD ST,
CORONA, CA 928BO
951.736.4500
S 5885+
q LjcT
�F OF CAL l�C
DATE SIGNED: July 06, 2018
OrA T -
ENClI�'�Sc11�F�'
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
�Ap
OTM
ES
REVISIONS
MARK
DATE
DESCRIPTION
4 STEL JOB # 17.1071
DATE 04125/18
DRAWNBY RER
CHECKED MDS
f ,
OLID PANEL STRUCTURES:
BEAM PROFILES
FAN BEAM
(19'-0" MAX. SPAN)
BEAM/HEADER
CEILING FAN AND/
OR LIGHT FIXTURE
(MAX. 50 LB)
(,\SECTION _
U SCALE his' V'-T
HANGER
CHANNEL
OH
NOTES:
1. FAN BEAM TO BE INSTALLED IN B" x 21�' FLAT PAN ONLY.
2 FAN BEAM CANNOT BE INSTALLED IN 24" TRI-V PAN, 12" W PAN OR 6" x 2h" FLAT PAN
3. WHEN USING 6" x 2V FLAT PAN, IT IS ACCEPTABLE TO REPLACE ONE SECTION OF DECK
BY AN 8" x 2V' SECTION WITH A FAN BEAM.
4. SEE IAPMO 0505 FOR FAN BEAM AT IRP TYP. ATTACHMENT PER 4/S6.2
USE (2) 7/1e'm LAG SCREW TO
FAN BEAM (CAN BE LOCATED IN (2) (E) STUDS CLOSER TO FAN
ANY FLUTE OF AN B" FLAT PAN) BEAM ((4) SCREWS TOTAL)
rWALL HANGER PER 12/S4.4 ATTACHMENT PER S3.1 x
�s
t
� n
1�
ADD L2 x 2 x 0.120" x 0'-2" LONG
W/- #10 S.M.S. x )�' LONG TO
LEDGER AND (2) #10 S.M.S. TO
FAN BEAM
FAN-BEAM_AT HANGEELCHANNEL
f �1 SECTION _
SCALE: 3" = l'-O"
I ALUM. ALLOY 3004-H36
STEEL ASTM A653-SS GRADE 50 G60
I
"
ALUMINUM BEAM
& CONTINUOUS
STEEL INSERT
PER B14/54.2
TYP.
o
0
z
n.
f
I, 3.000"
4.00D"
3.000"
MAX.
rt
V /
WALL HANGER
PER 12/S4.4 111 ff!
#10 S.M.S. TOP AND BOTTOM
AT HANGER CHANNEL
WALL HANGER AnKbMENT
ELEVATION
SCALE 3" = 1'-0"
B16 DSL 3 x 8 x 0.042'
w/ 12 GA STL INSERT 3"=1,-T
(2) #12 SMS, FAN
BEAM TO GUTTER
— FAN BEAM
(2) 110 SDS DECK
TO FAN BEAM
(1) #12 SMS EACH SIDE OF
FAN BEAM, DECK TO BEAM
B1 OR 84 GUTTER PER S4.1
I
11 i — WHEN DOUBLE BEAM
4_-___-.i OCCURS, ATTACH FAN
BEAM TO EXTERIOR BEAM
FM BEAM
E SECTION
SCALE: 3" = 1'-O"
� FAN BEAM
SCALE: AS NOTED
FAN BEAM
ADD #10 S.M.S.
AT BEAM HEADER
BEAM/HEADER
AT BEAM/HEADER
D SECTION
SCALE: 3" = 1'-O"
FAN BEA
F PROFILE
SCALE: 6" = 1'-0"
c
a
ALUM. ALLOY 3004-H36
1� 91 STEEL ASTM A653-SS GRADE 50 G&D
0
—14GA.
CONTINUOUS
STEEL INSERT
0.042'
TYP
N
0
2.824"
3.000"
B13 3x8'x0.042'
w/ 14 GA STL INSERT 3"=I'-D"
ALUM. ALLOY 3004-H35
1.229.
STEEL ASTM A653-SS GRADE 50 060
A.
1N000S
L INSERT
c
a
2.824"
3-000"
B�12*
2'
L INSERT
ALUM. ALLOY 3004-H35
STEEL ASTM A653-SS GRADE 50 G60
ALUMINUM BEAM
& CONTINUOUS
STEEL INSERT
PER B13/S4.2
TYR
Ll
3.000" 4.001)" 3.000" ^
MAX.
B15 09L 3 x 8 x 0.042'
w/ 14 G,4 STL INSERT
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
pFESS 1(yyq(
S 5885
DATE SIGs ED~ July 06, 2018
eA
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
lAp
Mo
ES
TM
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB # 17-1071
DATE 04/2511 B
DRAWN BY RER
CHECKED MDS
IAPM0 195 V 3.0
SOLID PANEL STRUCTURES:
BEAM PROFILES
S4.2
ASTM A5DD GRADE B ASTM A500 GRADE B IAIUM, ALLOY 3DD4-H36 ALUM- ALLOY 3OD4-H36
3" ALUMINUM OR STEEL
POST PER PLAN
N
W
O
0.032"
0 0.189"
lbo
o o
h
emu
00 0.042"
3.000" 3.000"
4.000"
NOTE-- 2.000" 3.000" 2.000�
IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY
SECTION Cl FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. Nm
SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF r0-042Z
THIS DETAIL
C1D HSS �€ x 4 x 3/16 cl
HSS 3 x 3 x 3/16N SIDE PLATES 4�:TSQUM. POST
ASTM A500 GRADE B ASTM A500 GRADE LAWLIM. ALLOY 6063-T6 JALUM. ALLOY 3004-H37f,
1.5D0` a
0.250"co
Ia
0.250" o c 0.062" o
n �; 7YP q - �RO.125
4 TYP.
3.000" 3.DD0" 3.000` o
4.000"
NOTE-* NOTE: NOTE:
IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY
SECTION Cl FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. SECTION Cl FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. SECTION Cl FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED.
SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF
THE BEAM/COLUMN CONNECTION. THE BEAM/COLUMN CONNECTION. THE BEAM/COLUMN CONNECTION.
C11 HSS 4 x 4 x 1/4 G8 HSS 3 x 3 x 1/4 � C5 3' MAG POST „� 8Q ALUM. POST _ . 0.. 3.1=1'-0° vc
3"=1'-0" 3"a 1'-D"
ASTM A500 GRADE B STEEL A653 GRADE 50 CP50 JALUM. ALLOY 3004-436
3" ALUMINUM OR STEEL
POST PER PLAN
1.500" o F
O, :D�4811�
0.4D0"
0.313" o C.o
M M - }R0.125 "'
TYI'. w
n
3.000" I 3.000' 0.032
d
QTE; 2.000" 3.0130` 2.000"
IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY Nam'
SEC11ON Cl FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY
SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF SECTION Cl FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. N=
THE BEAM/COLUMN CONNECTION. SLEEVE SHALL EXTEND FROM THE FOUNDATION. TO THE UNDERSIDE OF SEE TABLE 1 ON S1.x FOR APPLICATION OF THIS DETAIL
THE BEAM/COLUMN CONNECTION.
r.n l HSS 3 x 3 x 5/16 f �e l 3' SO, STEEL POST f �e� l 0A3Z SIDE PLATES
ALUM. ALLOY 3004-H361 ALUM, ALLOY 3004 H36
0.625" o ��
1.520" i'n ` 1.520" 0.625" r
0
0 0 0 -
0 0 0 00
0
N N
p O O • _
o �! 0.730" CD N D.730
2485 RAILROAD ST,
L0 L
Lc;N ui N N CORONA, CA 92860
951.736.4500
o c�
0.038" c 0.039"
2.935' OTES: 2.935'
N
1. SEE B1/S4.1 FOR SPLICE DETAIL WHERE
OCCURS.
2. THIS GUTTER IS USED WITH 6" OR 8" FLAT' S 5885
1D NOT USED r` 1 NOT USED 6.5" ROLL FORMED GUTTER 5' ROLL FORMED GUTTER
OR 25" PANS F o��I-lF``T
ALUM. ALLOY 6063•T6
2.125" DATE SIGNED: July 06, 2D18
1.500"
ATTACH SWIVEL
HANGER TO
BUILDING PER
TABLE
5/56.1
-
(2) #8 @ 16" O.C.
TO MATCH LOC. OF 26030 ACERO, SUITE 200
4.125 4.860" LAG SCREW T MISSION VIEJO, CA 92691
.30
� (�) HANGER PER 6A/- f A 949.305.11501 FAX 949.305.1420
OR 6B/- o
y � o
.015" x s0' f m
V-GR 2 .625' ATTACH EXTRUDED HANGER i
TO EXISTING BUILDING PER c
1.375" 075' TABLES 3A, 3B, OR 4/S6.1 w
TYP a I A p
2.1 xs"
*.034 M
NOTES:
1. USE OF THIS DETAIL IS LIMITED TO PROJECTION LENGTHS SHOWN
IN TABLE 5/S6.1
2. USE OF THIS DETAIL IS NOT ALLOWED WHEN GROUND SNOW LOAD
EXTRUDED HANGER CONNECTION NOT USED NOT USED > 25 PSF OR ROOF SNOW LOAD > 21 PSF
'� ES
(DURAKING PANED 3"=1' 0" 7 X=1'-o' X=I -0" TM
ALUM. ALLOY 3004 H36 ',n� ALUM. ALLOY 646�T{ 2 707" REVISIONS
0
MARK DATE DESCRIPTION
2.495" 41 1,332"
1.937' .176"
ATTACH ROLLED FORMED 1.500" .015" x 90' .092" 0.202"
HANGER TO EXISTING j y Y G p 2 .250" 0.35 0.080"
BUILDING PER TABLES 3A, 1.490" c N „'=T: �;' FASTENERS PER 3/S3.2 0.145" - 0.376" 0
J 1 4 STEL JOB # 17-1071
APPROVED 6" INSUL ,2ui
O.D55° c DATE 04125118
ATTACH IR HANGER 2.336" ROOF PANELS PERTd--V02
0.3120 0
TO EXISTING BUILDING 0 DRAWN BY RER
0 2/G3.2 m 4.065" I
0 0.040" 0 N PER TABLES 3A, 3B, N 4.861"NTYP. N OR 4 S6.1 4.765"
/ 0.450' CHECKED KIDS
t.os4 .300° svfr
��40 IAPMO V 3.0
8.25- 11.ST
1.550" R.08" S .625°
0 500" 0.563" 625"
N 1.375"
S ANEL STRUC ES:
lollr.> FASTENERS PER 3/S3.2 O fxi tVIEMSER PROFILE
off-- 6A 2.125"
APPROVED 3" OR t.034
1.880" 44" INSUL ROOF 6B
o PANELS PER 2/G3.2
li
92 ROLL FORMED HANGER $ IR HANGER B EXTRUDED SWIVEL HANGER CONNECTION S4.4
3"=1'-0" N.T.S. iTRI V, FLAT PAN, TRIPLE 6] 3"=1'-o'
2.875" Rpm.
0
0
o
0
0
0 0.060"
N G
O
000.
NOTE:
BRACKET IS 2%" LONG
4 V BRACKET AT COLUMN 1 'H' BRACKET
N.T.S.
0.25�
0
0
cV r
O
O
N O
O
O
m O
CV 0 q
L a/Inw
{.�w
2.pw.
Q
C]
2�
ROOF BRACKET NOT USED
L8 x S x 114 x Z' Y=1'-0" ` x'=1'4'
0
CV O
O
N O
O
c.i 0
O
O
N
2oo, 2,00,w Zpa.
0
a p•
2�
(B)LSNOW BRACKET 3 NOT USED
12 x 8 x 1/2 x 2`
ALUM. ALLOY :.�?4-:�� ALUM. ALLOY 3004-H36
9" 2'-0'
1• 3.
g' 1" 1" 1" 1• 8" r
I+P+++ --- #10 SMS#10 SMS MAK M- - - (8 TOTAL)(8 TOTAL)1+ + + +II+ + + + + + + t�L -J-- L-------------------- --_J L I
1" B"
1" 2"
1
r++ ---
--++
++ - - ----++
++
+ ++ ++I
SPLICE POST CENTERED SPLICE
I #12 SMS SPLICE I POST CENTERED SPLICE #12 SMS
BEAM 84 ON SPUCE BEAM B4 (24 TOTAL) BEAM 81 ON SPLICE BEAM B1 (24 TOTAL)
SIMPLE SPLICE MOMENT SPLICE SIMPLE SPLICE MOMENT SPLICE
OTES: NOTES:
1. WHEN BEAM B4 IS USED AS AN ARCHITECTURAL GUTTER, A SIMPLE SPLICE CAN BE USED ANYWHERE. 1. WHEN BEAM B1 IS USED AS AN ARCHITECTURAL GUTTER, A SIMPLE SPLICE CAN BE USED ANYWHERE
2. WHEN BEAM B4 15 USED AS ABEAM, LOCATED DIRECTLY ON TOP OF COLUMNS, A SIMPLE SPUCE, CENTERED ON THE COLUMN 2. WHEN BEAM 81 IS USED AS A BEAM, LOCATED DIRECTLY ON TOP OF COLUMNS, A SIMPLE SPLICE, CENTERED ON THE COLUMN
BELOW, CAN BE USED AT INTERIOR COLUMNS ONLY. IT CAN NOT BE USED AT EDGE OR EXTERIOR COLUMNS. BELOW, CAN BE USED AT INTERIOR COLUMNS ONLY. IT CAN NOT BE USED AT EDGE OR EXTERIOR COLUMNS.
3. WHEN BEAM 64 IS USED AS A BEAM, LOCATED DIRECTLY ON TOP OF COLUMNS, A MOMENT SPLICE CAN BE USED AT 1/3 OF 3. WHEN BEAM 61 IS USED AS A BEAM, LOCATED DIRECTLY ON TOP OF COLUMNS, A MOMENT SPLICE CAN BE USED AT 1/3 OF
THE SPAN OF ANY BEAM, EXCEPT AT END BAYS AND OVERHANGS. THE SPAN OF ANY BEAM, EXCEPT AT END BAYS AND OVERHANGS.
SPLICE DETAIL FOR MA4 (:�YSPLICE DETAIL FOR ROLL
10 GUTTER (BEAM B4) 1-1/2"=1'-0" FORMED 4ZJTTf=R (BEAM B7)
ALUM. ALLOY 30D4-H36
0-
12"
1" 4• 1" 1" 4.' 1« 1" 16 1" 1" 16" 1'
y Y2 MAX 1I Y. M
L + - +
SPLICE I I (8) #10 SMS SPUCE (8) Yz" BOLTS
BEAM 83 I I POST CENTERED BEAM B3 MOMENT 5PLI
ON SPUCE
SIMPLE SPLICE
NOTES:
1. A SIMPLE SPUCE, CENTERED ON THE COLUMN BELOW, CAN BE USED AT INTERIOR COLUMNS ONLY. IT CAN NOT BE USED AT EDGE OR EXTERIOR COLUMNS.
2. A MOMENT SPUCE CAN BE USED AT 1/3 OF THE SPAN OF ANY BEAM, EXCEPT AT END BAYS AND OVERHANGS.
6 SPLICE_ DETAIL FOR 4' 1 BEAM
(B;rAM 83) 2'=1'-0"
ALUM. ALLOY 3004-H36
12" S-T
1" 4 1" 1' 4" 1" 1"
- - - - - - - - - - - - -- -- - - ----�
+ + I + + OO II
I yz MAX I II
+ + I I + O D O
a
SPUCE (B) #10 SMS SPUCE (8) Yz" BOLTS
BEAM 66 POST CENTERED BEAM B6
ON SPUCE
SIMPLE 5PLICE MOMENT SPUCE
NOTES
1. A SIMPLE SPUCE, CENTERED ON THE COLUMN BELOW, CAN BE USED AT INTERIOR COLUMNS ONLY. IT CAN NOT BE USED AT EDGE OR EXTERIOR COLUMNS.
2. A MOMENT SPLICE CAN BE USED AT 1/3 OF THE SPAN OF ANY BEAM, EXCEPT AT END BAYS AND OVERHANGS.
B SPLICE DETAIL FOR T 1 BEAM
(BEAM BO)
TABLE 1 - MAXIMUM PROJECTION
ASSUMING (E) JOIST SPACING = 24"OC MAX
LUGSL
(PSF)
EXISTING FRAMING MEMBER
AT ROOF OVERHANG
BRACKET OFFSET "ID"
24^
18"
12"
6"
2x4 FULL
12' 10"
19' 11"
28' D"
28' 0'
10
2x6 NOTCHED
2D' 6"
28' 0"
28' D"
28' 0'
2x6 FULL OR 2x8 NOTCHED
28' 0"
28' D"
28' 0"
28' 0'
2x8 FULL OR 2x1 D NOTCHED
28' 0"
28' 0-
28' D"
28' 0'
2x4 FULL
T 9'
11,10,
19, 5"
28' 0'
20
2x6 NOTCHED
12' 3"
1T 10"
28' D'
28' D'
2x6 FULL OR 2x8 NOTCHED
19' 7"
27' 7'
28' 0"
28' D'
2x8 FULL OR 200 NOTCHED
28' 0"
28' D'
28-0-
28' D'
2x4 FULL
T 4'
11' 3"
18' 7"
28' D'
25
2x6 NOTCHED
11, 8"
IT D"
27' 1'
28' D'
2x6 FULL. OR 2x8 NOTCHED
18, 8"
26' 4"
28-0-
28' 0"
2x8 FULL OR 200 NOTCHED
28' 0"
28' 0-
28' D"
28' 0'
2(4 FULL
5' 11"
9' 4'
16 B"
28' 0'
30
2x6 NOTCHED
916.
14' 2"
ZZ 11'
28' 0'
2x6 FULL OR 2x8 NOTCHED
15, 5"
22, D"
28, D"
28' 0'
2x8 FULL OR 2xl D NOTCHED
26 3"
28' 0"
28' 0"
28' 0'
4D
2x4 FULL
4' D'
6' 9'
12' 0"
25' 2'
2x6 NOTCHED
619.
1D' 5"
1T 6"
28' 0'
2x6 FULL OR 2x6 NOTCHED
11' 4"
16, 6"
25' 7"
28' 0'
2.8 FULL OR 20 D NOTCHED
19' 7"
27' 6"
28' 0"
28' D'
5D
2x4 FULL
2' 10"
5' 2-
9.8.
2D' 4'
2x6 NOTCHED
5' 1-
8' 2'
14' 2"
28' 0'
2x6 FULL OR 2x8 NOTCHED
8' 9'
IT 0"
21' 6'
28' 0'
2x8 FULL OR 200 NOTCHED
156"
1 21' 11"
NOTES:
1 - NOTCH CAN BE UP TO 1" IN 2x6, UP TO 1.5" IN 2x6 OR 2x1D.
2 - MAX (E) ROOF RAFTERS BACKSPAN IS ASSUMED TO BE 40 FT.
3 -FOR 10 PSF LUGSL, USE ROOF BRACKET 51S4.5
4 - FOR LUGSL 2 20 PSF, USE SNOW BRACKET 6/S4.5
TABLE 1A- MAXIMUM PROJECTION
USING ROOF BRACKET PER4C/S4.5
LUGSL
WIND SPEED 8 E)POSURE
(PSF)
1108
13DC
11DC
120C
1D
17-0"
1 15-13"
NOTE:
WHEN U51NG ROOF BRACKET PER 4C/54.5, MAXIMUM
PROJECTION SHALLBETHE5MALLESTPROJECTION FROM
TABLE LAND TABLE 1A
TABLE 1 B - MAXIMUM PROJECTION
USING SNOW BRACKET PER 4DIS4.5
LUGSL
WIND SPEED 8 EXPOSURE
(PSF)
110B, 110C
1208, 130B
120C
130C
10
24'-0"
24'-D'
21'-D"
20
20'-D'
19'-9"
1 T-3"
25
19 -3'
19'-3"
1 T-9"
30
16'-3'
16'-3"
16'-3"
36
13'S'
13'-9"
13'4
4D
12'3'
1T-3"
12'-3"
42
11'-9'
11'-9"
11'-9"
50
10''
10'-0"
1 V-0"
NOTE:
'WHEN USING SNOW BRACKET PER 4D/54.5, MAXIMUM
PROJECTION SHALL BE THE SMALLEST PROJECTION FROM
TABLE 1ANDTABLE 1B
TABLE 2 - NUMBER OF SIMPSON A34s EA END
REQUIRED AT ROOF PANEL OR RAFTER
CONNECTED TO EXISTING ROOF OVERHANG (EA. END)
TRIB
10 PSF
2D PSF
25 PSF
3D PSF
41) PSF
50 PSF
WIDTH
LUGSL
LUGSL
GSL
GSL
GSL
GSL
1
1
6
1
1
1
1
1
2
7'
1
1
1
1
1
2
8'
1
1
1
1
2
2
9'
1
1
1
1
2
2
10,
1
1
1
2
2
2
11'
1
1 1
2
2
2
2
12'
1
1
2
2
2
1 2
'NOTES:
1 - USE (8) SIMPSON SD9112 SCREWS INTO EACHA34
:2 - WHEN USING (2) A34s AT EA END, PRDVIDE 2x FULL DEPTH WOOD
SCAB, FULL LENGTH OF RAFTER TAIL, WI 10d @ 12" O.C. MAX, T&B,
STAGGERED (WOOD SCAB TO RAFTER)
3 - A NUMBER 1 IN THIS TABLE MEANS THAT 2 A34s TOTAL ARE REQ'D.
A NUMBER 21N THIS TABLE MEANS THAT A34s TOTAL ARE REQ'D
TABLE 3A - FASTENERS REQUIRED
AT HANGERS PER DETAILS 9, 11, AND 12/S4.4
TO EXISTING WOOD STUD WALL FRAMING
TRIB
IDPSF
20 PSF
25 PSF
30 PSF
40 PSF
50 PSF
WIDTH
LUGSL
LUGSL
GSL
GSL
GSL
GSL
5'
A
A
A
A
A
A
6'
A
A
A
A
A
B
T
A
A
A
A
B
B
8'
A
A
A
A
B
C
9'
A
A
A
A
B
C
10,
A
A
A
B
C
C
11'
A
A
B
B
C
C
12'
A
B
B
B
C
C
A - (2) 1/4" LAG SCREWS W/ 2'/2" PENETRATION IN WALL STUDS
B - (2) 5116" LAG SCREWS W12NZ' PENETRATION IN WALL STUDS
C - (2) 7116" LAG SCREWS W/ 311 'PENETRATION IN WALL STUDS
NOTES:
1 -ANCHORS ARE TO BE SPACED AT 16" 0 C. MAX HORIZONTALLY IN
DIRECTION PARALLEL TO WALL
TABLE 3B -FASTENERS REQUIRED
AT HANGERS PER DETAILS 9, 11, AND 12/S4.4
TO EXISTING 2x LEDGER OR FASCIA
TRIB
WIDTH
10 PSF
LUSL
2D PSF
LUSL
25 PSF
GSL
30 PSF
GSL
40 PSF
GSL
50 PSF
GSL
5'
A-16'oc
A-16'oc
A-16"oc
A-16"oc
A-15"oc
A-12"oc
6'
A-16"oc
A-16'oc
A-16"oc
A-16"oc
A-12"oc
A-8"oc
7'
A-16"oc
A-15'ec
A - 16" ocl
A-12"oc
A-8"oc
A -Toc
8'
A-16"oc
A-16'oc
A-16"oc
A-12"oc
A-8"oc
A-8"oc
9'
A-16"oc
A - IT=
A-12"oc
A-12'oc
A-8"oc
A-6"oc
11Y
A-16"oc
A-12'oc
A-12"oc
A-8'oc
A-Woc
A-6"oc
11'
A-16"oc
A-12"oc
A-8"oc
A-8'oc
A-6-oc
A-6"oc
12'
A-16"0c
A-8-oc
A-6"oc
A-8'oc
A-6'oc
C-6"oc
A (2)114" LAG SCREWS C (2) 7/16" LAG SCREWS
B (2) 5116" LAG SCREWS D (2) l/2' LAG SCREWS
ALL FASTENERS TO HAVE 1.5" PENETRATION INTO (E) 2x LEDGER OR
FASCIA
TABLE 4-ANCHORS INSTALLED INTO THE SIDE
OF 6 IN THICK MIN CONCRETE OR CMU WALLS
:IN CONCRETE, USE 1/2" DIA SIMPSON STRONG-BOLT2, STAINLESS STEEL, WITH 3"
MIN EMBED, INSTALLED PER ICC-ESR 3D37.
'IN CMU, USE 1/2' DIA SIMPSON WEDGE -ALL, STAINLESS STEEL, WITH 3 318" MIN
EMBED, INSTALLED PER ]CCESR-1396.
MAXIMUM ANCHOR SPACING
10, 20, 25 PSF
LUGSL
30 PSF
GSL
40 PSF
GSL
1 50 PSF
GSL
46"
M'
36
24'
USE 3" SQ.xl/4" STAINLESS STEELWASHER WHEN INSTALLING NEW WOOD
LEDGER AGAINST EXISTING CONCRETE WALL
TABLE 5- MAXIMUM PROJECTION WHEN USING
EXTRUDED SWIVEL HANGER PER 6/S4.4
LI/GSL
s
Lag Screw
Diameter
Wind Speed and Exposure
110E
1]OC
120B
120C
130B
130C
1/4" A
13' - 6"
12 - 6"
12 - 6"
If - 0'
11' - 5'
W - 0"
10
5/16" 0
17 - W
15 - e"
14'-0"
W - 0"
14- 9'
17. 6"
3/8"0
18'-0"
1V-0"
16'-6"
15-0'
15.0'
13'-6"
.V4" o
JU _ D"
5 _ ()
s - 6"
a' _ 6"
8'- 6"
9- D"
20
5/16"0
12'-61
11'-6'"
10-6'
10-6"
IT-0"
10'-0'
3/8" o
13- 0"
12 - a'
12 - 6"
11 - 6'
1T - 6"
10' - 6"
25
1/4'o
T-6"
9'-a'
9"-a'
9-5'
gr- IT,
9-T
5/16°d
12-a'
11'-6"
W-6"
la-6'
10'-6"
10f-a'
3/8"6
12'-6"
Ty -a'
12-W
11'-a'
11'.W
la•6"
NOTE:
FASTENERS W/ 3" PENETRATION INTO WALLSTUDS TO BE SPACED AT 16" O.C. MAX
FASTENERS W/ 11/z" PENETRATION INT02K WOOD FASCIA TO BE SPACED ATS" O.C.
MAX
NOTE:
WHEN (E) WALL HAS AN OPENING UNDER THE ATTACHMENT OF THE PATIO TO THE EAVE OR WALL,
SITE -SPECIFIC ENGINEERING IS REQUIRED TO VERIFY ADEQUACY OF THE EXISTING STUD WALL FRAMING
(INCLUDING HEADER SIZE) WHEN THE FOLLOWING CONDITIONS OCCUR:
FOR LUGSL = 20 PSF MAX: COVER PROJECTION > 1 WAND OPENING IN WALL WIDER THAN 8'
FOR GSL = 50 PSF MAX: COVER PROJECTION > 14' AND OPENING IN WALL WIDER THAN 6'
NO ADDITIONAL SITE SPECIFIC ENGINEERING IS REQUIRED WHEN EXISTING OPENINGS / PROJECTIONS ARE
SMALLER THAN THOSE STATED ABOVE.
ALLOWABLE CLEAR DIMENSION TO BEAM D
SEE TABLE 1A ON S6.1 SEE TABLE 1
ON 56.1
2 x Eh" or 3 x 8 WOOD
FILLED ALUMINUM LEDGER
HANGER PER 9, 11, OR
12/54.4. FASTENERS PER
TABLE 36/56.1.
SOLID PATIO COVER OR
ALUMINUM RAFTER_5��
ALTERNATIVE ROOF 4"
BRACKET ORIENTATION MIN.
MIN
ROOF BRACKET PER 5/54.5
(3) Ys"0 LAG SCREWS W/- 1%" PENETRATION
(3) VO LAG SCREWS W/- 4" PENETRATION
6 ALTERNATIVE ROOF BRACKET
Mom' LOCATION AND/OR ORIENTATION
L;;;� SEE NOTE 4
(E) BLOCKING BETWEEN
CONT. RAFTERS OR TRUSSES,
WHERE OCCURS
WALL SEE
NOTE ABOVE
SAVE OH LE) RAFTER OR TRUSS 13ACKSPAN
24 MAX 6-0 MIN 40'-0 MAX
NOTES:
1. EXISTING ROOF DESIGN LOADS: RDL = 3 PSF (MIN) TO 8 PSF (MAX)
2. NEW PATIO DESIGN LOADS: LL = 10 PSF MAX (NO SNOW LOAD)
3. PLACE "SIKA FLEX" OR SIMILAR MATERIAL BETWEEN BRACKET AND COMPOSITE SHINGLE
ROOFING TO PROVIDE SEAL
4. WHEN THE BRACKET IS INSTALLED AT ALTERNATE LOCATION SHOWN, USE TABLE 1 FOR D=6".
5. USE THIS DETAIL WITH ROOF BRACKET PER 5/54.5 AND TABLES 1 AND to ON 56.1.
C CONNECTION TO TOP OF EXISTING ROOF
LL =10 PSF MAX
ALLOWABLE CLEAR DIMENSION TO BEAK
SEE TABLE 1B ON 56.1
HANGER PER 9, 11. OR
12/54.4. FASTENERS PER
TABLE 3B/56.1.
SOLID PATIO COVER OR
ALUMINUM RAFTER -
(3) Yz"0 LAG SCREWS
W/- 4" PENETRATION
3 x 8 WOOD FILLED
ALUMINUM LEDGER
ROOF BRACKET PER 6/S4.5
(3) V-0 LAG SCREWS
W/-21¢" PENETRATION
(E) BLOCKING BETWEEN
CONT. RAFTERS OR TRUSSES,
WHERE OCCURS
(E) WALL SEE
NOTE ABOVE
NOTES:
1. EXISTING ROOF DESIGN LOADS: RDL = 3 PSF (MIN) TO 8 PSF (MAX)
2. NEW PATIO DESIGN LOADS: GSL = 50 PSF MAX
3. PLACE "SIKA FLEX" OR SIMILAR MATERIAL BETWEEN BRACKET AND COMPOSITE SHINGLE
ROOFING TO PROVIDE SEAL
4. BRACKET MUST BE ORIENTATED TOWARDS ROOF EDGE AS SHOWN.
5. USE THIS DETAIL WITH ROOF BRACKET PER 6/54.5 AND TABLES 1 AND 16 ON 56.1.
6. VERTICAL LEG OF BRACKET SHALL BE LOCATED 6" MAX. FROM FACE OF WALL, ON
EITHER SIDE OF WALL
D CONNECTION TO TOP OF EXISTING ROOF
GSL = 50 PSF MAX
4 CONNECTION TO (E) BLDG
3/4"=1'-0°
DECK/
DIRECT
COLUh
BEAM
TRIBUTARY
AREA
(E) BLDG
a
BEAM j /
COLUMN TRIBUTARY
T� a AREA
EQ. 1, EQ. L DECK/RAFTER
DIRECTION
PLAN
� SlrAM BRACxIrT
N.T.S.
FASTENERS, SEE TABLES 3A & 4
ON 56.1 AND NOTE 1 E 1" THICK MAX LATH AND
HANGER PER7S4.44 PLASTER WOOD SIDING 1, 2,
OR X( STUCCO
SEE NOTE 2
SOLID COVE
(E) 2 x WOOD STUD WALL
SIM AT CONCRETE, BRICK
OR MASONRY WALL
SEE NOTE ABOVE
j) 1 MIN.
FASTENER PER 53.2 0L
NOTES:
1. FASTENER TO BE INSTALLED AT CENTER OF (E) WOOD STUDS
2. PLYWOOD SHEATHING DOES NOT COUNT TOWARD THIS 1" MAX.
3. DETAIL IS VALID WITH CONNECTION THROUGH (E) WOOD LEDGER ALONG
STRUCTURE PROVIDED THAT THE MINIMUIJ FASTENER PENETRATION IN WALL
STUDS PER TABLE 3A/56.1 IS SATISFIED.
B WALL CONNECTION
"D" SEE TABLE 1 ON 56.1
SIMPSON A34 EA END
SEE TABLE 2 ON 56.1
FOR NUMBER OF A34
HANGER PER 6/54.4. READ AT EA END (E) BLOCKING
FASTENERS PER TABLE 3B ON
56.1 AND NOTES 2 AND 3 BETWEEN CONT.
RAFTERS OR
TRUSSES
SOLID PATIO COVER - �- ADDWO 2 x FULL DEPTH ` RA TRUSS 2
WOOD SCAB, WHERE tj
1���_ RAFTERS @ 24" OC
EXISTING FASCIA BOARD 2-A34's ARE REQUIRED
PER TABLE 2 ON 56.1 E) WALL
SEE NOTE 3 ON 56.1 SEE NOTE ABOVE
ABLE CLEAR DIMENSION TO BEAM I, (E) EAVE OH RAFTER OR TRUSS BACKSPAN
SEE TABLE 1 ON SG.1 24 MAX 6'-0" M!N 40'-0 MAX
NOTES:
1. EXISTING ROOF DESIGN LOADS:
RDL - 3 PSF (MIN) TO 8 PSF(MAX)
RLL/GSL = 10, 20, 25, 30, 40 OR 50 PSF
2. FASTENERS TO BE LOCATED 4" MIN FROM SPLICE IN (E) FASCIA BOARD
AND 2" CLEAR FROM TOP AND BOTTOM OF (E) FASCIA BOARD.
A COHNECTiON TO EDGE OF EXITING ROOF
(E) STUD WALL V 3"x 8" x 0.042" HEADER
(3) )z'O LAG
SCREW TYP.
a _ FA SIDE SMS
a
N
PLASTER OR WOOD SIDING OR
1, 2 OR 3 COATS OF STUCCO 3" x 8" RAFTER BRACKET
NOTES• SEE NOTE 6
1. USE OF THIS DETAIL IS LIMITED TO THE FOLLOWING:
FOR LL/GSL = 10 PSF, MAX TRIB AREA TO CONNECTION = 100 FTZ
FOR LL/GSL = 20 OR 25 PSF, MAX TRIB AREA TO CONNECTION = 55 FT2
FOR GSL = 30 PSF, MAX TRIG AREA TO C0NNECTKIN - 45 FT'
FOR GSL > 30 PSF, DETAIL IS NOT ALLOWED
2. SEE PLAN FOR DEFINITION OF TRIBUTARY AREA.
3. BEAM MUST LINE UP WITH EXISTING FULL HEIGHT WALL STUD. NO OPENING
ALLOWED UNDER CONNECTION.
4. USE (2) V HILTI KB-TZ W/ 4' EMBED @ CONC WALL, W/ 6" SPACING
5. USE 10" TALL BRACKET & (2) 3C HILTI KB-3 W/ 4" EMBED @ CMU WALL
W/ B" SPACING
6. PLYWOOD SHEATHING DOES NOT COUNT TOWARD THIS 1" MAX.
2 x Eh x .024"
SEE TABLE FOR FASTENER
RAFTER
TO RAFTER AND FASCIA
14 S.M.S. TOP & BOT
2 x Eh ALUM.
(2 TOTAL) AT EA.
RAFTER BRACKET
RAFTER TAIL
OPTIONAL LATTICE
GUTTER
TUBE
ER
ROOF PANEL
• z� @24" O.C.
�' MAX
#14SMS@
��
•
12° OC T&B
12WI I. -V SEE TABLE 1.
SEE TABLE
FASTENERS
"L"
"D"
WITH LATTICE
NO LATTICE
(4) #10
(3) #8
2'-D"
1"
(6) #10
(4) #8
3-0"
2"
(12)#10
(2 ROWS OF 6)
(8)#B
(2 ROWS OF 4)
NOTE:
1. THIS DETAIL IS LIMITED TO 30 PSF MAX LL/GSL
2. FASTENER SPACING = 3/4" MIN
RAFTER TAIL TO GIUTI'ER
(D-1"=lw
$ NOT USED
scAIF
NOTCH RETURN PORTION OF THE TOP
FLANGE OF THE BEAM (AND INSERT WHERE
OCCURS) AT CONNECTION TO COLUMN
0.
3 x B x 0.42 BEAM
OR 3" STEEL BEAM
(3) %"0 THRU-BOLTS @ B6, B7 OR B8
(6)-#14 SOS EA SIDE
(2)"0 THRU BOLTS @ B3
TOP & BOT TOTAL = 24
I BEAM B3, 86, 87,
OR B8 PER S4.1
NOTCH FULL BOTTOM FLANGE OF I BEAM
(AND INSERT WHERE OCCURS) ON ONE
T PER 1 54.5
H BRACKET /
SIDE OF WEB AT CONNECTION TO COLUMN
OR
3" OR 4" SQ.
STEEL POST PER S4.3
ALUM. OR STEEL POST
NOl£:
DO NOT NOTCH BEAM AT END COLUMNS WITH OVERHANG
I BEAM TO POST
'W BRACKET TO POST
BE4M 91 OR 84
OPTIONAL SEE NOTE 1
1 2' MAR SPLICE
DECORATIVE FASCIA
(WOOD, ALUM.,
WHERE OCCURS
(6) #14 SMS 0 EACH (INT COL ONLY)
OR HARDBOARD)
HEADER TO COLUMN
(12) FASTENERS PER OUBLE BEAM 89,
(4)114 x V S.M.S.
COHNECTHIN B10, B12, B15 OR
B16
5/8"0 HOLE WITH II I
(4)#14 SMS EA SIDE
PLASTIC PLUG, AS I 11 I
REO'D, TYP. IT IS
•�
ACCEPTABLE TO
I I
3" SQ POST U BRACKET PER 4/54.5
USE ONE HOLE
INSTALL
SEE NOTE 2
SEEVERAL CREWS, Ia If 0l
TYP. I 11 I
(2) #14 SMS EACH I FCC 1
SIDE T&B 032" I ARCHITECTURAL SIDE
1. USE SIMILAR DETAIL AT 3 x 3 OR 3 x 8 BEAMS.
O.C. PLATES, WHERE OCCUR,
2. U BRACKET IS NOT REQUIRED IF SIDE PLATES PER 3/S6.3
SHALL STOP & FLUSH
OR H BRACKET PER 1/S6.3 ARE PROVIDED.
BELOW BEAM
3" OR 4" SO. POST
BEAM TO POST
I 1 DBL BEAM TO COL
�
n
3" WIDE BEAM TYP 92,
B5, B11, 813 OR B14 1 2" MAR SPl1C£
3" OR 8" BEAM (6) #14 SMS EA SIDE
WHET7£ OCCURS
SMS PER ELEVATION, TYP. AT SIDE PLATE SP3 T (INT COL ONLY)
(8) #14 SMS EA. SIDE p
%e"0 PLASTIC PLUG, TYP. AT SIDE PLATE SP4.
SEE NOTE 1. �i e
i a
PROVIDE FULL BEARING OF
BEAM ON POST.
n°
%'0 HOLE WITH PLASTIC PLUG, AS
REQ'D, TYP. IT IS ACCEPTABLE TO
i�2" SIDE PLATE EA SIDE USE ONE HOLE TO INSTALL
SEVERAL SCREWS, TYP.
3" SQ. POST BETWEEN (2) #14 SMS EA SIDE AT 6j' SIDE PLATE EA. SIDE, SEE
BOTTOM AND AT 32" OC MAX. TABLE 1 ON S1.x OR L1.x
SIDE PLATES
OPTIONAL STYROFOAM INFILL OF
B SECTION ELEVATION
SQ. POST BETWEEN A EFtVAiION SIDE PLATES CAN STOP BELOW
SIDE PLATES THE CONNECION
TO POST CONNECTION NOS`
3 AT SCREWS
UTHE BFLAT
3/4"=1'-O" INTO POR11ONC/ VERTICAL WALL OF BEAM
— 3" STEEL POST
I
I
STEEL INSERT PER
R'
4/S7.2 AT POST^
TYPE C7, CB, & C9
I
3" OR 4" STEEL. POST -
ADJACENT
ADJACENT TYR
I
BOLTS PER TABLE 2
ADJACENT
GRADE
4
i
4/S7.2
z
aTYP.CL
jilt—
LdLnn
•
dF
IYMINPER
I1
m
At
'o
TABLE 1
ALTERNATE FOOTING DIMENSIONS
FTG(IN)
W=L=D
(SEE NOTE,1)
A I
WxLxD
(SEE NOTE 2)
Alt
WxLxD
(SEE NOTE 3)
Alt 3(ATTACH ED)
WxLx18"
(SEE NOTE 4)
Alto
WxLx18"
(SEE NOTE 5)
AltS
WxLx24"
(SEE NOTE 6)
AIt6
WxLx30"
(SEE NOTE 7)
AIt7
WxLx36"
(SEE NOTE B)
Alt
WxLx42"
(SEE NOTE 9)
18
IsxIsx28
12x12x22
18x19xIs
18xISx18
16x16x24
14x14x30
13x13x36
12x12x42
2D
20x20x20
12x12x I2
21 x21x 18
25x25x3B
19 x19 x24
17 x17 x30
15x15x36
24x14x42
22
22x22x22
16x16x16
25x25x1B
33x33x1B
21x21x24
19x19x3D
17x17x36
16x16x42
24
24x24x24
20x20x 20
28 x28x 18
43 x43 x16
24 x24x24
22x22x30
2Dx20x36
IBx 18x42
26
26x26x26
23x23x23
32x32x18
31x31x24
24x24x30
22x22x36
21x21x42
26
28x2Bx28
25x25x25
35x35x18
38x38x24
27x27x30
25x2Sx36
23x23x42
30
30x30x30
26x28x26
39x39x18
3Dx30x30
28x28x36
26x26x42
32
32x32x32
30x30x30
43x43x18
37x37x30
30x30x36
28x28x42
34
34x34x34
32x32x32
47x47x18
33x33x36
31x31x42
36
36x36x36
34x34x34
S1x51x18
36x36x36
34x34x42
36
38x38x36
37x37x37
SSX55x16
43x43x36
36x36x42
40
40x40x40
39x39x39
6Dx60x18
39x39x42
42
42x42x42
41x41x41
64x64x18
42x42x42
POURED
I I
POURED Jill 1
T.
NOTES:
CONCRETE
CONCRETEm
A36 THREADED
1-"FTG (IN)" IS THE FOOTING DIMENSION REFERENCED IN BEAM SPAN TABLES ON SHEETS SBxz.x OR LBxxx.
FOOTING
FOOTING
ROD W/- NUT EA. SIDE
2-"ALT 1" 15 THE FOOTING DIMENSION BASED ON THE"FTG(IN)" DIMENSION. NDTETHATW=D=L
WIDTH=LENGTH IN
OF COL OR #4 REBAR,
3 -"ALT 2" 15 THE ALTERNATE F007ING DIMENSI ON REQUIRED WHEN A 3.S" MIN THICK SLIB 15 PRESENT ABOVE THE FOOTING. NOTETHATW=D=L
H Ll
5 SCHEDULE
GR 40 MIN. SECURED
4-"ALT3"IS THE ALT'ERNATEFOOTING DIMENSION REQUIRED WHENT'HEF007ING15KEPT TOANI6"DEPTH FOR UPLIFT DESIGN ONLY. THIS VALUE IS TO BE USED
IN BEAM SPAN TABLES
IN BEAM SPAN TABLES
IN PLACE
ONLY AT ATTACHED PATIO STRUCTURES. NOTE THATW=LANDD=18".
NOTES:
5 - "ALT 4" IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPT TO AN 16" DEPTH. NOTE THAT W=L AND D=18".
1. THIS DETAIL CAN BE USED FOR STEEL POST TYPES C6, C7, C8, OR C9.
NOTES:
6 -ALT 5" 15 THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPTTO AN 24" DEPTH. NOTE THATW--LAND D=241%
2. THIS DETAIL SHALL NOT BE USED FOR ALUMINUM POST TYPE C1 OR
1. THIS DETAIL IS TO BE UP FOR POST TYPES CID
& C1 1.
7-"ALT6"ISTHEALTERNATEFOOTNGDIMENSIONREQUIREDWHENTHEFOOTINGISKEPTTOAN3D"DEPTH.NOTETHATW=LANDD=3D".
ALUMINUM POST TYPES C2 OR C5 PER TABLE 2 ON S7.1.
2. THIS DETAIL POST
TYPES C6, C7, CB, C9
8-"ALT7"ISTHEALTERNATEFOOTINGDIMENSIONREQUIREDWHENTHEFOOTING15KEPTTOAN36"DEPTH.NOTETHATWdANDD=36".
3. IT 15 ACCEPTABLE TO EMBED THE STEEL POST DIRECTLY INTO THE FOOTING
PER TAB
S7.1.
9-"ALTB"ISTHE ALTERNATE FOOMNGDIMENSIONREQUIRED WHEN THE P007INGISKEPTTOAN42"DEPTH.NOTETHATW=LANDD=42".
PER 5/S7.1 INSTEAD OF USING THE POST SLEEVE SHOWN IN THIS DETAIL
3. THIS D
SHALL NOT BE USED FOR AL POST TYPES C1, C2,
4. THIS DETAIL CAN BE USED ON A SLAB ON GRADE PER B/S7.1 AND PER
OR C
TABLE 2 ON S7.1
7 STEEL POST SLEEVE CONNECTION
S
EL POST EMBEDDED
❑CONCRETE FOOTING
S FOUNDATION TABLES
TO CONCRETE FOOTING 1"=1'-0"
TABLE 3 - (MAX WIND SPEED: 130MPH, EXP C)
MAXIMUM POST SPACING WHEN PATIO COVER
IS INSTALLED ON SLAB ON GRADE
TRIB
WIDTH
ROLLED FORMED PANS (RF)
IRP
LL/GSL(psf)
GSL(psf)
LL/GSL(psf)
10 psf
20 psf
2S psf
30 psf
10 psf
20 psf
S.
13'-7"
11'-0"
1OL4"
W-O"
12'-6"
SO'-0"
6'
111-4"
91-9"
91-D"
8'-4"
10'-S"
B'-9`
7'
9'-S"
9.-0"
8'-D"
7'.6"
9'-0"
R'-0'
8,
B,-6"
8,-6•
V-6"
T-0"
1 7'-10"
7'•6'
9'
7'-7"
B'-0"
7LD"
NP
7-13"
7-0.
30'
6'-9"
7' 6"
N.P.
NP
V-3"
6'•5`
11'
W-2"
7' 0"
NP
NP
S'-S"
V-0"
12'
S'-R"
6'-fi"
NP
NP
S'-3"
S'-6"
3 STEEL OR
ALUMINUM POST
SEE NOTE 6
ADJACENT GRADE 7' BRACKET PER 1/S7.2,
WHERE OCCURS 2/S7.2 OR 3/S7.2
5" EXISTING OR NEW SLAB ON
MIN. j i GRADE. f c = 2,500 PSI MIN.
I' x
., Imo) �,,
I—
IRS E OF SLAB BOLTS PER TABLE 2 ON S7.1
WHERE OCCU
NOTES:
1. THIS DETAIL CAN BE USED — POST TYPES C1, C2, C5, OR C6.
2. THIS DETAIL SHALL NOT BE USED FOR FREESTANDING STRUCTURES
TABLE 2- ANCHORAGE SCHEDULE
(ATTACHED STRUCTURES ONLY)
BRACKET
DETAIL
POSTTYPE
FTG (IN)
ANCHOR BOLTS
(SEE NOTE 2)
SEE
NOTES
ALUMT
1/57.2
C3
SOG
(2)-3/8"dia w/ 1-7/8" embed
ALUM T
1/S7.2
CS
ALL
(21-3/8" dia w/ 2-7/8" embed
ALUM T
2/57.2
C2
SOG
(2)-3/8" d1a w/ 1-7/18" embed
3
ALUM T
2/S7.2
C2
ALL
(2)-3/8" dia w/ 2-7/8" embed
3
ALUM T
2/57.2
CS
SOG
(2)-3/8" dia w/ 1-7/8" embed
3
ALUM T
2/57.2
CS
ALL
(2H3/8" dla w/ 2-7/8" embed
3
STEELT
3/S7.2
C6
SOG
(2)-3/8" dia w/ 1-7/8" embed
STEELT
3/S7.2
C6
522"
(2)-3/8"dlaw/2-7/8"embed 1
1,3,4
STEELT
3/57.2
C6
524"
(2)-1/2" dia w/ 3-1/4" embed
1,3,4
STEELINS
4/57.2
C6
530"
(4)-1/2"dia w/3-2/4"embed
1,4
STEEL I NS
4/57.2
C6
5 34"
14)-5/B"dia w/ 4" embed
1,4
STEEL INS
4/S72
C6
a 35"
(4)_3/4" dia w/ 4-3/4" embed
1,4
STEEL I NS
4/572
C7, CB, C9
ALL
(40/4" di a w/ 4-3/4" embed
1,5
EMBED
5/57.1
C10,C11
I ALL
N/A
"T" BRACKET PER 1/S7.2, 2/S7.2,
OR 3/57.2.
3" STEEL OR
ALUMINUM POST
BOLTS PER TABLE 2 ON 57.1
ADJACENT GRADE TYP.
I o �
w
fn z POURED CONCRETE FOOTING
p- +.
AUc�n a•
w w V)
N tz m
,c
NOTES: AND/OR COMMERCIAL APPLICATIONS.
NOTES:
WIDTH = LENGTH IN
1 - "NP"INDICATES THAT A FOOTING IS REQUIRED, AND THE PATIO 3. THIS DETAIL SHALL NOT BE USED FOR POST TYPE C7, C8, C9, CIO.
1- "FTG (IN)" 15 THE FOOTING DIMENSION REFERENCED IN BEAM SPAN TABLES ON
g� FTG, SCHEDULE INI
COVER CAN NOT BE SUPPORTED ON A SLAB ON GRADE C1 1.
SHEETS SBxx.x
BEAM SPAN TABLE
2-FORLIVE ORSNOW LOADS HIGHER THAN THE ONES SHOWN ON 4. SEE "SLAB ON GRADE USED AS A FOUNDATION SYSTEM" NOTES ON
2- ANCHOR BOLTS SHALL BESIMPSONSTRONG SOLT2,STAINLESS STEEL (ICC-ESR
THIS TABLE, AFOOTING ISREQUIRED AND THE PATIOCOVER CANNOT GO.1 FOR MINIMUM OVERALL DIMENSION OF SLAB AND ACCEPTABLE
3037)
NOTES'
BE INSTALLED ON SLAB ON GRADE. CRACKING AND CONTROL/EXPANSION JOINTS CRITERIA
3-ITISACCEPTABLETOUSE THESTEELINSERT PER 4/57.21NSTEADOFTHE
1. THIS DETAIL CAN BE USED WITH POST TYPES C1, C2, C5, OR C6.
3 - WHEN THE PATIO COVER IS INSTALLED ON A SLAB ON GRADE 5. WHEN THE PATIO COVER IS INSTALLED ON A SLAB ON GRADE
ALUMINUM TPER 2/572 FOR POSTTYPES C2 AND C5 OR INSTEAD OF THE STEELT
2. THIS DETAIL SHALL NOT BE USED FOR FREESTANDING STRUCTURES.
(RESIDENTIALAPPUCATIONSONLY),THE MAXIMUM POSTSPAGNGIS (RESIDENTIAL APPLICATIONS ONLY), THE MAXIMUM POST SPACING IS
PER3/S7.2FOR POSTTYPEC6.SOLTSCANREMAIN ASSPECIFIED INTHISTABLE
3. THIS DETAIL SHALL NOT BE USED FOR POST TYPE C7, C8, C9, CIO,
THE LOWEST OF THE "MAX POST SPACING (SPAN)" SHOWN ON SB.XX.1
BUT (4)80LTSSHALLBEUSED.
C11.
THE LOWEST OF THE"MAX POST SPACING(SPAN)"SHOWN ABOVE AND THE MAXIMUM POST SPACING SHOWN IN TABLE 3.
4-ITISACCEPTABLE TOUSETHEEMBEDDED POST DETAIL5/S7.1INSTEAD OFTHE
AND THE MAXI MUM POST SPACINGS SHOWN ON SHEETSS.XX.X 6. ANY POST SIZE FOUND IN TABLE ON SHEET SB.xx.x AND MATCHING
STEELI NSERT PER 4/S7.2 OR STEELT PER 3/S7.2 FOR STEEL POSTS C6.
TRIBUTARY WIDTH AND MAX. POST SPACING FROM TABLE 3 CAN BE
5-ITISACCEPTABLE TOUSETHEEMBEDDED POST DETAIL5/57.11NSTEADOFTHE
USED. EXAMPLE: 10 psf U., 110 mph WIND LOAD CAN USE A
COLUMN C1 PER S8.10.1 FOR BEAM B3, ATTACHED COVER.
57EELINSERT PER 4/S7.2FOR STEEL POSTS C7, CB AND C9.
T BRACKET CONNECTION
ANCHORAGE OF POSTS
T BRACKET CONNECTION
o
V
4
TO SLAB ON GRADE 1°=r-D•
TO SLAB OR FOOTING
TO CONCRETE FOOTING r=1'-o"
ASTM A500 GRADE B
4 � N
n INSERT TO
PLANS" BASE PL
3" STEEL POST
0.188" THICK MIN
CD HSS INSERT
o (3) Y4'0 BOLTS
cD
-- 10" SO. x %" BASE PL
T,O,C,
NOTES: ELEVATION
1. THIS BRACKET IS TO BE USED WITH POST TYPE C7, CS & C9, AND WITH C6
(WHEN FOOTING SIZE IS 25" OR LARGER).
2. SEE TABLE 2 ON S7.1 FOR ATTACHMENT TO FOOTING/SLAB.
3. INSTALL 1Y x 14 x Ya HDG WELDED WASHER PLATE AT ANCHORS SMALLER
THAN 3 O.
4. THIS BRACKET CAN ALSO BE USED FOR POST TYPE C2, C5, OR C6 (ALL
FOOTING SIZES) PER TABLE 2 ON S7.1 AND 7/S7.1.
��TEEL POST SLEEVE
FOR POSTS C8, C7, C8, C9
ALUM ALLOY 6063 T5
2 OR TEK CR
.,IMIS
��� I OR TEK SCREWS,
EA. SIDE, TYP.
0
0
i I I WO HOLE EA. SIDE
i 0.085" TY1
0.750"
5.662' TYP.
1. BRACKET LENGTH IS 2,75"
2. THIS BRACKET IS TO BE USED WITH POST TYPE C1, WITH OR WITHOUT
SIDE PLATES PER SP3 OR SP4.
3. SEE TABLE 2 ON S7.1 FOR ATTACHMENT TO FOOTING/SLAB.
4. INSTALL 1Y x 11; x h HDG WASHER PLATE AT ANCHORS FOR 130 MPH
MINUM T-BRACKET
POST C1
ALUM ALLOY 60637T6
4-J14 SMS
, 406' OR TEK SCREWS,
*I I� EA SIDE, TYP..
WO HOLE EA SIDE
i 0.094 TYP.
0.750`
5.50" TYp.
NOTES:
1. BRACKET LENGTH IS 2.75".
2. THIS BRACKET IS TO BE USED WITH POST TYPE C2 OR C5, WITH OR
WITHOUT SIDE PLATES PER SP3 OR SP4.
3. SEE TABLE 2 ON S7.1 FOR ATTACHMENT TO FOOTING/SLAB.
4. INSTALL 1)¢ x U¢ x J6 HDG WASHER PLATE AT ANCHORS FOR 130 MPH.
5. STEEL 7 BRACKET PER 3/S7.2 CAN BE USED IN LIEU OF THIS BRACKET.
(�)
ALUMINUM T-BRACKET
1=OR POSTS CZ C5
0.75" 4.Q0" ASTM A5DO GRADE B
TYP 1.75" 4- a 0 HOLES
1s'0 &
n HOLES, TYP EA SIDE
00 o O c
Mi 0 0 0 0
PLAN
Do"[
I
TYP
^� 2- 4;0 HOLES FOR
X-0 M.B. TYP.
N epY N
N
4
ELEVATION ----
NOTES:
1. THIS BRACKET IS TO BE USED WITH POST TYPE C6 WHEN FOOTING SIZE
IS 24" OR SMALLER, WITH OR WITHOUT SIDE PLATES PER SP3 OR SP4.
2. BRACKET CAN ALSO BE USED WITH POST TYPE C2 OR C5 PER TABLE 2
ON S7.1 AND 2/S7.1
3. SEE TABLE 2 ON S7.1 FOR ATTACHMENT TO FOOTING/SLAB.
A 1 STEEL T BRACKET
FOR POST C6 3"=1'-0"
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
pp�FESSI(
S 5885
LCT
OF
DATE SIGNED: July 06, 2018
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
SAP
M�
ES
TM
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB # 17-1071
DATE 0412511 B
DRAWN BY RER
CHECKED MDS
IAPM0 195 V 3.0
SOLID PANEL STRUCTURES:
FOUNDATION DETAILS
S7.2
ATTACHED & FREESTANDING SOLID COVERS -10 PSF SNOW LOAD OR LIVE LOAD - 110 MPH - EXP. B & C
B1 6.5" ROLLFORM
B2 MAG BEAM
B3 4" I -SEAM
B4 4.5" MAG GUTTER
B5 12 GA STCL"UL CHAN/NEL
Bfi 7" I -BEAM
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED I
FREESTANDING
ATTACHED
FREESTANDING
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
TRIB
WIND
POST
FTG
.
POST
FTG
POST
FTG
POST
FTG
POST
FTG
POST
FTG
POST
FTG
POST
FTG
POST
FTG
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
WIDTH
EXP
SPACING
(IN)
POST
TYPE
SPACING
(IN)
POST
TYPE
SPACING
(IN)
POST
TYPE
SPACING
(IN)
POST
TYPE
SPACING
(IN)
IPOST
TYPE
SPACING
(IN)
POST
TYPE
SPACING
(IN)
POST
TYPE
SPACING
ON)
POST
TYPE
SPACING
(IN)
POST
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
110B
11'-9
18
11'-9"
25
1014,
17
9�"
25
13'-7"
19
12'4"
27
13'-3"
19
12'-2"
27
13'-0"
19
1Z-1D`'
27
C7
23'4"
22
CS
21-3
31
C7
5
C1
C7
C1
C7
C1
C7
Cl
C7
C7
11DC
11'-9"
20
11'-4"
26
1D'4"
i9
9'--Z
26
137
21
12'-1"
28
13'-3"
21
11'-9"
26
1Z-T
2D
11'-10"
28
23'-4"
25
20'�"
33
110 B
10'-9"
18
10'-9"
9'-9
18
8'-10'•
24
12'-9"
19
11' 8"
26
12'-Z'
19
11'-0"
26
17T'
19
11'-6"
26
22'-D"
23
C5
2D'-0"
3D
C7
6
C1
C7
C7
C7
C1
C7
C1
C7
C7
C7
110 C
10'-9"
2i
27
9-9
2D
8'-6"
26
17-9
22
11'�'
28
1Z-Z
21
11'-2"
28
11'-3"
21
11'-0"
26
22 0
26
19�'
32
11D B
10'-0"
19
10'-0"
2fi
9'-3"
18
B'-0"
25
12'-Z'
20
11' 1"
26
11'-3"
20
10'-10"
26
12'-0"
2D
11'Xt'
26
20'-10"
24
19'-0"
3D
C7
T
C7
C7
C1
C7
C7
C7
C1
C7
C1
C7
CS
110C
1D'-0"
21
9,-B"
27
9'-3
21
8'-3"
26
12,-7'
23
1D,_9"
27
11,_3"
22
1V-7"
27
IV4,
21
10'-7
27
20'10"
Z7
1B'7"
32
110 B
914,
19
9'-0"
20
B'-1 D"
19
8'-Z'
25
11'-0"
21
1 D' 7"
27
1 D'-7.
2DEC2
"
27
11'-0'
21
1 D' G'
27
20'-1"
25
CS
16=7'
31
C7
8
C1
C7
C1
C7
C2
C7
C7
C2
C7
110C
9'-0"
22
9'-1"
26
B'-10"
21
T-1 Y'
25
11'-0"
23
10'4"
27
10 7"
23
„
27
9.4.
9,_T.
Z7
20'_1"
2B
17-V
31
11 D B
8'-10"
20
B'-1 D"
27
8'-T'
19
T-9"
26
11'-1"
21
10'-2"
26
1 D'-0"
20"
27
11'-D
21
1 D'-1„
28
19'-7'
?5
CS
1T�i
32
C7
9
C 1
C7
C1
C7
C2
C7
Cl
C7
C2
C7
11 D C
8'-1 D
22
8'-7"
26
8' 7"
22
T T
26
11'-1"
24
10'-0"
27
1 D'-0"
23
27
5-2
22
9'-0
27
1 g,_Z•
28
17, 1„
32
27
8'-3"
20
T-7'
26
1 D'-0"
22
9'-10"
2B
9'-0
212B
1 D'-0"
21
9'-9"
28
18 3
26
C5
16-1 D
32
C8
10'
Cl
C7
C7
C7
C2
C7
C7
C2
C7
11DC
8 G
23
B'-1"
27
8-3"
22
T4"
27
10'6
24
9'-7
28
9'-0'
23
'
28
8-9
23
B'-T'
27
18'-3"
29
1fi�'
32
110 B
6'-1"
21
8'-1"
27
8 D"
2D
T q"
27
10'-0
22
9'-T'
29
94.
21
28
9'-10"
22
9'-0'
29
17'-0"
25
i6�"
33
11'
CZ
C7
C1
C7
C2
C7
C7
CZ
C7
C5
110 C
8'-1"
23
7-9"
2B
8'•D"
23
T-7
28
10'-0"
25
9'-3"
28
9'-1"
24
28
B'-"
23
8' 2"
28
17'-0"
29
16-0
33110B
7'-B"
21
7'-8"
2B
T-T'
21
T-2'
27
9'T'
22
9'-3"
29
B' 8"
21"
29
9'-0"22
9'-Z'
29
6-8
27
C5
16-0"
3412'
CB
C2
C7
CZ
C7
C7
C7
C2
C7
110C
7,-0
24
7,-0'
28
T_7,23
T-D"
28
9'-T'
25
V-1..
29
6-6124"
28
B-0"
23
7'-1D"
2J
16'-B"
3D
15'T'
33
$7 7"I-BEAMW/
"C" INSERT
88 7"I-BEAMW/
"C" INSERT
BS DBL 2 x 6.5 x 0.042
B10 DEL 2 x 6.5 x 0.032
$11 3x8x0.042
B12 DBL 3x8x0.042
(1)
(2)
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
TRIB
WIND
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
POST
FTG
pD5T
POST
FTG
POST
POST
FTG
PST
POST
FTG
POST
WIDTH
EXP
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(ill)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
ON)
TYPE
SPACING
(IN)
TYPE
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
110 B
25'-9"
23
24'-0"
32
C7
29'-'
24
25-10"
33
C8
16'-0"
2D
16'-0"
29
13'-7
19
13'-2"
27
13'A
18
13'-0"
27
19'-3"
C2
19-3"
30
C7
5
C5
C5
C1
C7
C1
C7
Cl
C7
11DC
26
23'-0"
34
CB
29'-6"
27
26-2"
35
C9
16'-0"
22
15-3"
30
12'-7'
21
12'3"
29
1Z-1,
21
12'-7
29
18-1"
1T-0
31
110 B
25-3"
24
23'-D
31
Cl
2T-9"
25
25'-3'
32
C7
14' T'
20
14' 7"
2B
12'-1"
19
12'-1"
27
17
19
12'-6"
27
C7
17 7"
C2
17' T'
29
C7
6
C5
CS
Cl
C7
Cl
C7
C1
11 D C
25'-3"
27
22 -
33
CB
2T-9"
28
24W"
34
C8
14' T'
23
14'-0"
29
11' fi
21
11'-2"
28
11'-9"
21
11' 6
28
16-T
k22
16-1"
31
110E
24'-D"
25
21'-9"
32
C7
26'�"
26
24'-O"
32
13'-6"
21
13'fi"
28
11'-Z'
20
1V-2"
27
11'7"
20
11'7
27
C7
W-3"
C2
163'
29T
C5
CS
CB
C2
C7
C1
C7
C1
110C
24'-0
28
21,_3„
33
CS
28'-0"
28
ZT4„
13
23
13,-0,
29
10,-0„
22
10'-0"
27
10'-10
22
1D
27
15'_3
15XPC7
110B
23--D"
26
20'-10"
32
26-T
27
23'-0"
33
12'-0"
21
12-0"
28
10' i
20
10'6
27
1D-1
20
10-1D"
27
15'•3
15-3"
3D
C7
6
CS
C8
C5
CB
C2
C7
C1
C7
Cl
C7
G'
110 C
23'-0"
29
20-3"
32
2S-3"
30
2Z-0"
33
17-el
24
1Z-7
28
1941
22
9'-9"
27
10' Z'
22
10'-0"
27
14'-4"
25
14'-[Y
29
110B
22'4,
27
2T-1"
33
24'-3"
27
22'-1"
34
C8
12'-0"
22
12'-0"
29
9'-10"
21
C2
V-10"
27
1D'-Z
21
C2
1D'-7
27
14'-4"
23
C5
14 9'
3D
C7
9
CS
C8
CS
C2
C7
C7
C7
110 C
22'-1"
3p
19-7"
33
2N-3"
31
21'T
34
C9
iZ-0"
24
11'-6"
29
5-0"
23
C1
9'-2'
27
9'-B"
23
Cl
5-4-27
13'-T'
25
13=Z'
3D
110E
21'4"
27
19'-0"
34
23'-6"
28
21'-0"
35
1V4.
22
11'-4"
29
9'�"
21
914"
28
9'-Y'
21
9'-Z"
28
TT-8"
24
C5
13'-0"
31
C7
1D'
C5
CB
CS
C9
C2
C7
CZ
C7
C2
C7
110C
21'-4"
31
18-T0"
33
23'-F
32
2D,-5
34
11'4
25
1D'-10"
29
9 0
Z3
B'-9'
27
9-2"
23
8'-5'
27
12'-10"
26
12
11 D B
20'-8"
28
18'-9"
34
27-9"
29
20'-8"
35
10'-10"
22
10'-10"
30
9'-0"
21
9-0
28
8'-4"
21
B'-0"
28
13'-1"
24
13-1"
31
C7
11'
C5
CB
C5
C9
C5
C7
C2
C7
C2
C7
CS
110C
20'-0'
31
18-3"
34
22-9"
32
2U-2
35
iD'-10"
25
10'�"
29
8'7"
Z3
B�"
Z8
B'-4"
23
T-0"
28
12.3"
26
17-V'
3D
11 D B
2V-1"
28
18'-T
35
22-1"
29
20'-1"
36
10'-4"
23
1 D'�"
30
8'T'
21
6' T'
28
7'-B"
21
T-8"
28
C7
12'0
24
C5
12'' '
31
C7
12'
C5
C9
C5
CID
C5
C7
C2
C7
C2
11DC
2D-1"
32
iT-9"
35
22-1"
33
197"
35
1D 4"
26
10'-0"
30
6-Z
23
8'-0
26
7'-B"
23
T-1"
28
11'-9'
27
11'�'
31
B13 3x8x0.042W/
14 GA STL INSERT
B14 3x8x0.042BEAM WI
12 GA STL INSERT
B15 DBL 3 x 8 x 0.042 W/
DBL 14 GA STL INSERT
B18 DBL 3 x 8 x 0.042 W/
DBL 12 GA STL INSERT
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
TRIB
WIDTH
WIND
EXP
MAX
POST
SPACING
(SPAN)
FTG
(IN)
, MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
ON)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
ON)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
5
110 B
18'-0"
21
C2
18'-4"
30
C7
2D'-1"
21
C2
20'-1"
30
C7
25'-1 D"
23
CS
2.5 10"
32
CB
26'-4"
24
C5
27'-6"
35
010
110 C
18'4'
23
1T-0"
31
2D'-1"
24
19-4,
32
26-17'
26
24'-10"
34
26'-0"
27
27-(r
37
8
110 B
16'-9"
21
C2
16'-9"
29
C7
18'.4"
22
C2
16-4"
30
C7
23'-0"
24
CS
23'-8"
32
CB
25'-10"
25
C5
25-1 D"
34
C10
110C
16'-9"
24
16' Z
31
16,4{"
25
17'-0"
31
23-0
27
2Z-9"
33
25-417'
27
24'-10
36
T
110E
15 7"
22
C2
15-r
29
C7
17'-1"
22
C5
3D
C7
22'-0"
24
C5
22'-0"
32
C8
24'-0"
25
C5
2V4r
34
C10
110C
15'T'
24
151-D"
30
17'-1"
25
16' 4"
31
22'-0"
27
21'A"
33
24'-0"
28
23'-1"
35
8
1108
14'-7"
22
C5
14'7"
29
C7
16-D
23
C5
16' -0"
30
C7
2T-T'
25
C5
20-7"
32
C6
22'-6"
26
CS
22'-6"
34
CID
110C
14'-T'
25
14' 1"
29
16' D"
26
15'4"
30
2D-7'
28
19_9„
32
22fi"
29
21, 7„
34
91
1 10 B
13'-9"
23
C5
13'-9"
30
C7
15'-1"
23
C5
15'-1"
31
C7
19'-4"
25
CS
19'4"
33
CB
21' 2"
26
C5
2V-2"
35
CID
110C
13'-9"
26
13'-3"
30
15-1"
26
14'�'
3D
19'�"
29
18' 7"
32
21' 2'
29
204„
35
10'
1108
13'-1"
23
CS
13-1"
30
C7
14'-3"
24
CS
14'-3"
31
C7
18'4"
26
C5
16'.4'
33
CB
20'-1"
27
C5
2V-1"
35
C10
110C
13'-1"
26
1ZT'
30
14'-3"
27
13'-9"
31
18'-0"
29
1T-8"
33
20'-1"
30
19'�"
35
11'
11 D B
12
24
C5
1 Z-6"
31
C7
13'-B
24
C5
13'-0"
31
C7
17 T'
2S
C5
1 T-7"
34
C8
19-Z
27
CS
19'-7
36
C10
110 C
12' G'
26
1Z-0"
3D
13'-6"
27
13'-1"
31
17'T'
3D
16'-10"
33
19'-Z'
3D
18'-6"
35
12'
110 $
1 Z-0"
24
CS
1 Z-0"
31
C7
13 -1"
25
CS
I VA"
32
C7
16-9
27
CS
16-9"
34
C9
16 �°
28
C5
18'-0"
36
C10
110 C
12-D'
27
11-0"
31
13'-1"
28
12-T'
32
16'-9"
3D
16' Z'
34
18' 4"
31
17'-8"
36
NOTES:
1 -WHEN THE PATIO COVER IS INSTALLED ON A SLAB ON GRADE
(RESIDENTIAL APPLICATIONS ONLY), THE MAXIMUM POST SPACING IS
THE LOWEST OF THE "MAX POST SPACING (SPAN)" SHOWN ABOVE
AND THE MAXIMUM POST SPACINGS SHOWN ON DETAIL SIS7.1
2 - IT IS ACCEPTABLE TO SUBTM_rrE COLUMNS WI HIGHER NUMBERS
W1 THOSE SPECIFIED IN THE TABLES SHOWN.
ATTACHED 81FREESTANDING SOLID COVERS -10 PSF SNOW LOAD OR LIVE LOAD.- 120 MPH 4EXP. B
6.5" ROLLFORM
S
B2 MAG BEAM
4" ABEAM
S
B4 4.5" MAG GUTTER
65 12 GA SQ. A CHANNEL
S 7 I -BEAM
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
TRIB
WIND
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
POST
FTG
PAST
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
WIDTH
EXP
SPACING
(IN)
n,pE
SPACING
(IN)
TYPE
SPACING
(1N)
TYPE
SPACING
(IN)
.n,PE
SPACING
(!N)
TYPE
SPACING
(IN)
TYPE
SPACING
ON)
.n,PE
SPACING
ON)
TYPE
SPACING
(IN)
n,pE
SPACING
ON)
TYPE
SPACING
(IN)
TYPE
SPACING
QM
TYPE
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
5
120 B
11'-9"
19
Cl
11'-9"
28
C7
10'-"
18
9'-0"
25
13'-T
19
12'�"
26
13-T
19
1Z-2"
28
1T-4'
19
12'-2'
28
234'
23
21-3"
33
120 C
11'-T
21
C1
C7
C1
C7
C1
C7
C1
C7
CS
C8
10'-10"
29
1D-3"
20
9'-0"
28
13'-0"
22
11'-B"
30
1T-1"
22
11'f"
30
11'-2'
21
11' 0"
29
23=1"
27
2D-1"
34
B
120 E
10'-9"
19
C1
10'-9
27
C7
9'-9"
19
B'-1d'
26
12'-0"
2D
1 V-6"
28
1Z-2"
2D
11'S"
28
iz-6
20
1'I T
2B
22'-0"
24
2D1Y
32
C7
C1
C7
C1
C7
C1
C7
Cl
C7
CS
120C
1d-T'
22
10'-0"
28
9'6"
21
B'
27
lZ-9'
23
11,-1-
29
12'-0"
23
1D'-1d'
29
1D'-3"
22
10'11
28
21'-9"
28
19-0"
34
C8
T
120 B
1D'-0"
20
C1
10'-0"
27
C7
9'-3"
19
8'-G'
26
12-2"
21
11=1"
27
11'-3"
20
10'-10"
27
11'7"
21
11-d`
27
20-1d'
25
19-0f'
32
C7
C1
C7
C1
C7
C1
C7
C1
C7
C5
72D C
9'-10"
22
g, 3„
28
9, 2„
51"
27
12'-0"
24
1o'-s"
29
11._1„
23
1D,�„
29
9,-0
22
�,_3
2B
20, 8„
29
1B-0
33
C8
8
120B
9'4"
2D
Cl
9'�
28
C7
8'-1 D"
20
8'-2
25
11' 8"
22
1 D'-7"
27
1 D' 7"
21
1014,
27
10'-10"
21
10'4
27
20' 1"
26
1 B 7
31
C7
C7
C2
C7
C1
C7
C1
C7
C5
CB
120 C
9 7'
23
6-8"
27
8'4"
23
7'-0''
27
1T-F
25
10'-1"
29
10'-4"
24
9'-9"
28
B'-1d'
23
8'-0"
27
19'-9"
29
1T-3"
33
9
12DB
B'-1D"
21
C1
B'-10"
27
C7
B'-T'
20
T-T
26
11'-1"
22
10-2"
28
10'-0"
21
C2
10'-0"
27
1V-3"
22
C2
10'-1"
28
19'-T
27
1T
32
C7
C7
C2
C7
C7
C7
CB
120 C
8'�"
23
B'-2.
28
8,-
T-4"
28
10'-10"
25
9'-8"
2B
9'-9"
24
G7
9'-3
28
8�"
23
C1
B'-Z'
2B
18-5'
30
157"
33
1 D'
120 B
B'-6"
21
C1
8'-0i"
r
6-3"
21
T-7
28
1 D'-0"
23
9'-10"
2B
9`�
22
9'-0
2B
9'-9
22
C2
9' 8"
28
18'-3
27
16-1Ii'
32
C7
C1
C7
C2
C7
C2
C7
C7
C5
CB
120 C
8' 3"
24
7' 9"
28
B'-2"
24
7 T'
26
10-3"
26
9'4,
28
9'-3"
25
8'-9'
26
8'-0
24
Cl
T-9"
28
1T-1 V'
31
1G 1"
32
lit"
120 B
B'-1"
21
C1
8'-1"
27
C7
B'-0"
21
T-0"
27
10'-0"
23
9'-7"
29
9-1"
22
9'-1..
28
9'-T
22
C2
9'3
28
17'�"
27
16'-4
33
Cl
C7
C2
C7
C2
C7
C7
C5
12D C
T-1 d'
24
T 6"
29
T-9"
24
T 0
29
9'-9"
9-1"
29
B-10"
25
8' 4
29
T£
24
C1
T
29
1T-1"
31
15'7"
33CB
12'
12D B
T-0"
22
C2
7' 6'
26
T7
21
7'T
28
9'7"
39`-3"
126
29
B'-0"
22
B'-0"29
8'-10"
23
C2
8'-1 D"
29
16'-B"
28
16-0"
34
C2
C7
CS
C7
C2
C7
C7
CS
CB
120 C
T-T'
25
7'-71
3d3
T 6
24
6'-9"
3D
9'�"
6
8'-9"
30
8'-0"
25
8'-1"
30
6'-1 D"
24
C1
T-2"
30
16'-0"
32
15-7"
33
B7 7"I-BEAMW/
(1) "C" INSERT
68 7"I-BEAMW/
(2) "C" INSERT
DBL 2 x 6.5 x 0.042
s
B10 DBL 2 x6.5 x0.032
B11 3x8xO.042
B12 DBL 3x8x0.042
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
TRIG
WIDTH
WIND
EXP
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
n PE
MAX
POST
SPACING
(SPAN)
FTG
ON)
MIN
POST
PE
MAX
POST
SPAGNG
(SPAN)
FTG
ON)
MIN
POST
T PE
MAX
POST
SPAGNG
(SPAN)
FTG
(1N)
MIN
POST
T PE
MAX
POST
SPACING
(SPAN)
FTG
ON)
MIN
POST
T, PE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
PE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
n PE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POS
TYPE
POST FTG
SPACI (IN)
(SPAN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
PO
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
5
1208
26'-9'
24
C5
244"
34
OB
29'$"
25
05
26'-1d'
35
C9
16'-0"
220
Cl
15 D"
30
C7
IT-2"
20
Cl
ITT
29
C7
13'-8"
20
C1
13'-8" 29
C7
19-3"
22
C2
19-T
32
C7
120 C
26'-6"
28
23-1"
36
C9
29'42"
28
25-4"
36
C11
14'-10"
22
14-7"
31
1T T'
27
1T-3..
30
11'-8
21
11'-0 3D
16'-0°'
24
C1
1VA
32
1420
5-3
25
C5
23'-0"
33
CB
27-9"
26
25' T
34
C8
14' 7"
20
C1
14-T'
29
C7
12'-1"
20
C1
12'-1"
28
C7
12'�"
20
Ci
12 26
C7
17'T'
23
1T7"
31
C7
4'-10"
29
21'-9"
35
C9
27'-W
30
2T-1T
36
C11
13' J"
23
13'�"
31
11`-0
71
11'2"
29
1d�"
Z2
1D'6 29
15-1"
25
74'-0
32
4'-U'
26
C5
21'-9"
33
CB
26'-0"
27
24'-T
34
C8
13'-0"
21
C2
13'�
29
C7
11' 2"
21
C1
11'-2"
28
C7
1T-T'
21
C1
11-7" 28
C7
1S' T
23
16-3"
3D
C7
3'-B"
3D
20'-0
94
CS
26-1"
31
22'-9"
35
C9
12'-B"
23
12.4"
3D
1D'-0'
23
1D'4"
2B
10'-0"
29
9'6" 26
1d'-0"
25
13-8"
31
3'-D
2'-V'
27
31
C5
20'-10"
32
CB
25'-3"
2B
23'-0"
33
C8
7Z8"
21
C2
12'-8"
2B
C7
10'-0"
21
C1
1D'
27
C7
10'-10"
27
C1
1 - " 27
1"
C7
75'-3"
24
C5
15'�"
30
C7
19'-B"
34
25'-D"'
32
21'-0"
35
C9
11-10"
24
11-7"
30
1D-T
23
9'-9"
28
9, 3„
23
13'-1"
Z6
C2
12t-
30
1'-9"
32
CS
79'-0
34
CB
24'-0
33
CS
C2
C7
C7
C7
C5
C7
21'-0
35
C9
11'2"
11'-D"
29
9-0"
23
C1
9-T'
26
B'-9"
23
Cl
6-7" 28
12-0"
26
1Z-1„
3D
1',4"
1'-1"
28
32
C5
19'-0"
34
C6
23'-0
29
21'-0"
35
C9
11 �"
C2
11'-4"
29
C7
9'-0"
22
C2
9-4'
2B
C7
Y T
22
C2
Y-T 2B
C7
13'-8"
25
C5
13 8"
31
1 F-4"
33
C9
23' 7'
33
20'-Z'
34
1 D' 8"
F25
10'�"
29
9'-0"
24
C1
B'-9"
28
8'-0"24
C1
7'-9 28
11' 8"
27
11$'
g0C7
12DB
20'8"
29
C5
1B'-9"
34
C9
22'-9"
30
20'-V
35
C9
10'-1T
C5
1D-10"
3D
C7
9'-d'
22
C2
9'-0'
2B
C7
6-0"
22
C2
B'4" 26
C7
13'-1"
25
C5
137"
3111'120
C
20'4'
33
1T-7
34
22'6"
34
19'T'
35
CID
10'-T
9'-10"
29
B'-7"
24
B'-0"
29
B'-0"
24
7'-1" 29
11'-2'
27
17-0"
312DB20'-7"
12'
3D
C5
1-3"
35
C9
22'-7"
312d-1"
C5
36
CID
1D'-0"
C5
1d�"
3D
C7
8'-T'
22
C2
8'T
2B
C7
7�
22
C2
7'8 2B
C7
1T
25
C5
1T-0
31
CB
120C
19'-10"
34
1T-3
34
21'-1d'
35
19'-1"
95
9,9„
28
9`6"
3D
8'-2'
24
B'-0
30
T-0
24
6T 30
1D�„
27
10'�
30
B13 3x8x0.042W/
3 x 8 x 0.042 BEAM W/
DBL 3 x 8 x 0.042 W/
DBL 3 x 8 x 0.042 W/
14 GA STL INSERT
$i4
12 GA STL INSERT
B15
DBL 14 GA STL INSERT
B1S
DBL 12 GA STL INSERT
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
TRIB
WIND
POST
FTG
POST
POST
FTG
POST
POST
FTG
PAST
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
WIDTH
EXP
SPACING
(!N)
TYPE
SPACING
(1N)
TYPE
SPACING
(IN)
TYPE
SPACING
ON)
�,pE
SPACING
(IN)
TYPE
SPACING
(!N)
iYPE
SPACING
(IN)
TYPE
SPACING
(IN)
.n,pE
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
6
120 B
18'74"
2Z
C2
184
31
C7C8
20'-1"
22
C2
20'-1"
32
C7
25'-10"
24
2T-10"
34
08
2B'-0"
25
2T-0"
35
C9
C5
05
1Z0 C
1T�"
24
17'-0"
33
19-0
25
18'f
33
CB
24'4"
27
23'-10.,
36
C11
26' 8"
28
26-1'
37
C71
6
120B
1V-9"
22
C2
16'-9"
31
C7
18
23
C2
1814,
31
C7
23'-0"
25
2N-B
33
C8
2T-10"
26
25'-10"
34
C8
C5
CS
120 C
15'-10"
25
15'-6"
32
W-4':
28
17-0
33
CB
22'-3"
28
21-9"
35
C9
24' 4"
29
23-9"
C10
T
120B
15'-7"
23
CZ
15'7"
30
C7
1T-1"
23
L '
1T-1"
31
C7
27-0"
26
C5
2Z-0"
33
24'-0"
26
24'-0"
12D C
14'-8"
26
14' 4"
31
16'-1"
26
15' 8"
32
2D'-B"
29
20' 2„
Sq
CB
m T,
29
CS
1 -1
C8
8.
1208
14'7"
23
C5
14'-T'
29
C7
16'-0"
24
CS
16'-0"
30
C7
2T-T'
26
C5
20'7"
32
2Z-0"
27
221-T
E34
CB
120 C
13'-9"
26
13'-0"
31
15-1"
27
14'-0"
32
IVA"
29
18'-10"
34
21'-Z'
3D
2741
C9
C5
9.
120B
13'-9"
24IT-9"
C5
3D
C7
15'-1"
25
CS
15'-1"
31
C7
19'-4"
27
19'4
32
21'2'
27
21' Z'
CB
CS
CB
C5
12001
13'-0'
27
12'-0"
30
14'-2"
27
13-10"
31
C8
18'-T
30
1IT-10"
33
20'-0"
31
19
34
C9
1D'
120 B
13'-1"
24
CS
13'-1"
30
C7
14'-3"
25
14'-3"
31
1814,
27
18'4"
33
2D'-1"
2B
20'-1"
34
C8
CB
CS
CB
C5
120 C
12'-0"
27
1Z-1"
3D
CB
13'-G'
28
13-Z'
31
1T-4"
30
1T-D"
33
1",
31
IB'-
33
C9
11'
12D B
1 T-G'
25
C5
12-6
31
C7
131-8"
25
'I T-8"
31
17'-T'
28
17' 7"
33
19-2"
28
CB
C5
CB
CS
C9
120C
11'-9"
2B
11'6
30
C8
12'-1d'
2B
1Z-T'
31
16'-7"
31
16'-2"
33
1B'-1"
32
1T-0
34
L120
12120
B
1T-d'
25
C5
12'-T
31
CB
13'-1"
26
13'-1"
32
CB
16-9
2B
16-9"
34
CB
C5
CS
C9
C
11'-3"
2B
11'-1"
3D
12-0"
29
12'-1''
32
I5-10"
31
15'-0"
33
C9
iT�"
32
1T-0"
34
NOTES:
1 -WHEN THE PATIO COVER IS INSTALLED ON A SLAB ON GRADE
(RESIDENTIALAPPLICATIONS ONLY), THE MAXIMUM POST SPACING IS
THE LOWEST OF THE "MAX POST SPACING (SPAN)" SHOWN ABOVE
AND THE MAXIMUM POST SPACINGS SHOWN ON DETAIL 8/S7.1
2 - IT IS ACCEPTABLE TO SUBTITUTE COLUMNS W/ HIGHER NUMBERS
W/ THOSE SPECIFIED IN THE TABLES SHOWN.
ATTACHED & FREESTANDING SOLID COVERS -10 PSF SNOW LOAD OR LIVE LOAD -130 MPH - EXP. B & C
6.5" ROLLFORM
S
B2 MAG BEAM
B3 4" I -BEAM
4.5" MAG GUTTER
85 12 GA STLALUM CHAN/NEL
86 7" I -BEAM
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
TB
'WIDTH
WIND
EXP
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
ON)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
ON)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
ON)
MIN
POST
TYPE
5
130 B
11'-9"
20
C1
11' 7"
29
C7
1 D'�"
19
Ct
9'.31
28
C7
13'7
21
Ct
12'-Z'
30
C7
13'-3"
21
C1
12'-0"
29
C7
12'-8"
20
Cl
12'-0"
29
C7
2314.
25
20'-10"
34
C8
130C
11'-Z'
22
10'-8"
30
10'-0"
21
B'�"
29
13=1"
23
11'4"
31
12'-7"
23
11'-Z'
31
10,-3"
22
1D'-1"
3D
22'4'
29
19'-7'
36
C10
6,
113081
10'-9
2D
Ct
1 D' 7"
28
C7
9'-9"
20
Cl
8'-9"
27
C7
12-9"
22
Cl
11,-6"
29
C7
12'-Z'
21
Cl
11'-3"
29
C7
11'-4"
21
C7
1 V-3"
29
C7
22'-G'
28
CS
19 e,
34
CB
1300
10'-Z'
23
9'7"
30
9'S"
22
8'-2
28
12-4"
24
1D'-B'
3D
11'�'
24
1D'-7"
30
94'
i2
9'-7'
29
21'-2'
29
16'4"
35
C9
7
130 B
10'-0'
21
Cl
9'-9"
28
C7
9'-3"
20
Cl
8'4"
27
C7
12'-2"
22
C1
1 D'-10"
29
C7
11'-3"
22
Cl
10.8"
29
C7
1 D'7'
21
Ct
19-T'
28
C7
2D'-1 D"
27
C5
18' 9"
33
CB
130C
9'S'
23
8'-1D"
29
9'-0"
23
T-9
28
ill-r
25
C2
1U'-2'
3D
10'-0"'
24
1D'-D"
30
8'-0
23
F.T.
29
2D'-2'
30
17.-V
35
C9
8,
1305
9'4"
21
Ct
9' 2'
27
C7
8'-10"
21
Ct
8' 0
26
C7
11'�"
23
C2
1D'�
28
C7
10'-T'
22
Cl
1U-3"
2B
C7
10'-0"
22
Ct
9'-10"
2B
C7
20'•1"
27
C5
1B-0
33
CB
13D C
B'-10
24
B'-3"
29
8' 7"
24
7_5"
28
11 1"
25
9'-9"
30
10'-0"
25
9'-4"
29
B'-2'
23
B'-0"
28
19'-2'
31
16'-9"
3q
9
130 B
B'-10
22
Ct
B'�
27
C7
$'-7"
71
Ct
7'�!"
27
C7
11'-1"
23
C2
1D'-1"
2B
C7
10'-U'
23
Cl
9'-9"
28
C7
9'-4"
22
Ct
9-0"
28
C7
19'-Z'
26
C5
17-0"
32
CB
130 C
8'�"
24
7'-10"
29
B'-3"
24
7'-Z'
29
10'-6"
26
9'4"
29
9' 4"
25
C2
BAT
29
7'-6"
24
7'-7'
29
18'-1"
31
16'-1"
34
1D'
130E
8' i
22
Cl
B'-3"
2B
C7
B'-3"
22
Ct
T�
2B
C7
10'-0"
24
C2
9'•B
28
C7
91-61,
23
C2
9'-3"
28
C7
8'-10'
23
C1
B'-10"
26
C7
18'-3"
29
CS
16$'
32
CB
13U C
8'-0'
25
7 &'
3D
7-10"
25
7'-0'
3U
9'-10"
27
9'-1"
3D
8-0
25
B'-1"
30
7'-0'
24
7'-Z'
3D
1T-Z'
32
15'7"
34
11'
130 B
B'-1"
23
Cl
7'-1D"
29
C7
8'-0"
23
Cl
7'-0"
29
C7
10'-0"
24
C2
9'4"
29
C7
9-7"
C2
8'-10"
29
C7
B'�
23
C2
$'-0"
29
C716'4"
1T�"
29
C515'-1"
16'7'
33
CB
13D C
7-7"
25
C2
7'-27
31
T-6"
25
C2
6'-9"
31
9' 6
27
C5
$'-9"
31
7 9"
7'4'
31
6'-0
24
C1
6'-1D"
31
33
33C913DBT
12'
B
23
C2
7'-7'
29
C7
7'-7"
23
C2
T-1"
29
C7
9'-T'
25
C5
9'-2'
29
C7
B' 8"
��25
C2
8'S"29
C7
8'-2'
23
C2
B'-1"
29
C7
16-8
3U
C5
15
33
CB
130 C
T-7"
25
6'-9'
31
7'-1"25
6' T'
31
9=1"
2B
B'-0
31
7'-1"
6'-9"
31
5'-9
24
C7
6 7
31
15'-9"
33
14'�"
33
C9
B7 7"I-BEAMW/
(1) "C" INSERT
68 7"I-BEAMW/
(2) "C" INSERT
DBL 2 x 6.5 x 0.042
s
610 DBL2x6.5x0.032
811 3x8x0.042
612 DBL3x8x0.042
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
TRIB
WIND
POST
FTG
POST
POST
FTG
POST
POST
FTG
(POST
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
WIDTH
EXP
SPACING
pN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
ON)
TYPE
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
S
130E
26-5`
26
24'-0"
35
C9
29'fii"
27
264'
36
16-0"
22
15'-T'
32
13'-Z'
20
13'-2"
27
'IT-1"
20
13'-0"
27
1814"
23
C2
18'3'
33
Cfi
C5
C5
C71
Ct
C7
Cl
C7
Cl
C7
130C
25'-9'
29
22'-0"
87
Cit
28'6"
30
24'-0"
38
13'-0
24
13'�"
32
12'7
22
12.3'
29
10'-9"
22
1D'7"
29
15=1"
24
Cl
14Lr
33
6
130 B
25'-3"
27
22 7"
35
C9
2T-9"
28
24'-10'
36
C9
14'-7"
22
14'-3"
31
12'-1"
21
12'-1"
27
12'-
21
71' 10'
27
16'-9"
24
C2
1G 9"
32
C7
C5
CS
Cl
C7
Ct
C7
01
C7
130C
30
21'-1"
37
C71
26'-9"
31
23'3
37
C71
127"
24
12'-3"
32
11'6
23
1V-7
28
7-IT
23
9'-0"
28
13'-1D"
25
13'fii
32
T
130
25
21'-6"
34
CB
26-4'
29
23'�"
35
C9
13'-0"
23
13'-Z'
30
11'-2
22
11'-2"
27
11'-1"
22
11-1"
27
15' 7
24
C2
15'-0
31
07
C5
CS
C2
C7
Cl
C7
Ct
C7
130
31
20-1"
3S
Ci i
25'-0"
32
22'-1"
37
C11
11'-"
25
11'�"
31
10'-0"
23
10'�"
27
9'-2
23
9'-0
27
12'-9
26
12, 7 •
130 B
23'-0'
29
20' 7"
34
C8
25'-3"
3D
22�"
35
C9
12'-0"
24
12'4"
30
1D'-0
22
10'�
27
10
22
10
27
14'-7"
25
C5
14'�
31
07
8.
C5
C5
C2
C7
Cl
C7
Ct
C7
130 C
22'-1"
32
19 2"
38
C9
24'4"
33
21-2
37
C11
10=10'
26
10'-6'
30
10'-0
24
9'-0"
27
8'7
24
B'-0
27
12'-0'
26
C2
11=9
31
9
130 B
22'-1"
29
19'-9"
34
C8
24'-3"
30
21' 9"
34
C9
17-7
24
11'-8"
29
9'-10"
23
C2
9'-10"
27
9'-5'
23
C2
9'-0"
27
13'-9
25
1y-W
30
CO
CS
CS
C2
C7
C7
C7
CS
130 C
21'-a
33
18'-6"
35
C9
23'-0"
34
20'-4"
36
C11
10'-3"
26
1D=1"
30
9'4'
24
Cl
9' 2"
27
8'-1"
24
C7
T-10"
27
11',"
27
11'-1"
31
C7
10'
130 B
21'-4"
30
19'-1"
34
C8
23'-6'
31
21' 1"
34
C9
11'4'
25
11'-1"
29
9'-4"
23
9'A"
2B
9'-2'
23
B'-0"
28
131•11,
26
13'-0"
30
CS
C5
C5
C2
C7
C2
C7
C2
C7
C5
130 C
20'-7'
34
1T-10"
35
C9
22'-6"
35
19'-0"
36
C70
9'-9"
27
9'-T'
30
9'-0"
25
8'-4"
27
7'�"
25
7'-Z
27
10'-9'
27
10'-7"
30
C7
11'
130E
20'$"
31 j
18'-0"
34
C9
2Z-9"
32
20'W
35
C9
10=10"
T.5
1Y-7'
29
9'-D"
23
9'-0"
26
814"
23
6'-0"
26
12'S
26
C5
12°-0
31
CB
C5
C5
C5
C7
C2
C7
C2
C7
130 C
19'AV.
35
17--3"
35
C10
22'-0"
35
19-1"
36
C10
9'-4"
27
9'-2'
31
B'-7'
25
8'-D"
2B
74
25
7_-
2B
10'3"
2B
10-7"
31
12'
130 B
20'-1"
31
1
18'-0"
35
C9
22'-1'•
32
19'-0"
38
10`
25
10'-2'
3D
CB
8'-7
23
B' 7"
28
T-8"
23
7'4"
28
12--0'
27
C5
11'-1Ir
31
CB
CS
CS
CIO
CS
C2
C7
C2
C7
130C
19'-3"
35
1V-9"
34
C10
21'-3"
37
18,4,
35
V-9,
27
B'-9"
31
C7
B'-2'
25
T-4"
28
6'-10'
25
6'-0"
2B
9'-1D"
28
9,-8
31
B13 14 GA STL INSERT
B14 312 GA STL INSERT V/
B15 DEL 14 GA STL INSERTB16
DB L12 GA STL INSERT
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
TRIG
WIDTH
WIND
EXP
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTC,
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(III
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
5.
130 B
18'-4"
23
C2
18'-0"
33
C8
18'-4"
24
C2
19'-8"
34
C8
25'-1D"
26
C5
25'-3"
36
CID
28'-0"
26
CS
27-3"
37
C11
130 C
16-0'
25
Cl
15'7"
34
174'
26
1T-1"
35
C9
22'-4"
28
21'-1D"
37
C11
24-6
29 29
24,-0„
38
61
130 B
16'-9'
24
C2
16'-0"
32
C7
18'4"
24
C2
18,-(r
33
C8
23'-V
26
C5
23'-1"
35
C9
25'-10"
27
C5
25'-3
36
C10
130 C
14'-7"
25
14'-3"
33
C6
15'-10"
26
15=T'
34
20'-6"
29
20'-1"
36
C11
22'�"
30
21'-10'
37
C11
7
130 8
15'-7'
24
C2
15'-3"
31
C7
17-1"
25
C5
16
32
C7
2T-0"
27
C5
21' &
34
CB
24' D
2B
C5
23' 6"
35
C9
13D C
13'-0
26
13'-2"
32
14'-9'
27
14'fii
33
CB
19'-0"
29
18'-7'
35
C9
20'-0"
30
20-3'
36
C11
B'
130 8
74'-7'
25
C5
14'-0"
31
C7
16-0"
25
C5
15' 7'
32
C8
20 7"
26
C5
2D'-1"
34
C8
22'
29
C5
22-0"
35
C9
130C
12'-8'
27
C2
1Z-4"
32
13'-10"
28
13'-0"
32
17'-9"
3D
17'4'
35
C9
19'-W
31
19-0„
35
9.
130 B
73'-9'
23
C5
13'-6"
30
CB
15'-1"
26
CS
W-6''
31
C6
"
28
C5
19'-D"
33
CB
21'2'
29
CS
20' 6"
34
CB
130C
12'-0'
27
11'�"
31
C7
13'-1"
28
124„
32
31
16 4„
34
16'-0"
32
18'-D"
35
C9
10'
13111
1IT-1"
26
CS
12'-0"
30
CB
W-3"
26
CS
14'-0"
31
CB"
29
CS
18'-0"
33
C8
20'-1"
3D
CS
19'-8
34
C8
130 C
11'-4"
28
11' 7
31
12.1
29
12'A"
31
01T"'I'
31
15'-T'
34
17'-0"
32
17'-1"
35
C9
13D E
i z-6,
26
C5
12-2"
31
C8
13' 8
27
CS
13'-"
31
C8"
29
C5
17-2"
33
C8
19'-2"
301B'-9"
CS
3411'
C9
130C
1U-10"
28
107"
31
11'-10'
29
11'T'
31
32
W-10'
33
16-T'
33
16,_3„7
12'
13D B
12' fY'
27
C5
11-6"
31
C8
13'-1"
27
CS
17 9
32
C8
"
3D
C5
16 6
33
C9
16'A-
31
CS
16'-D"
35
C9
130 C
10'-4"
29
10'-1"
31
11'-4"
30
11-1"
31
14' 7"
32
14'-3"
33
15'-10"
33
15'-7
34
NOTES:
1 -WHEN THE PATIO COVER IS INSTALLED ON A SLAB ON GRADE
(RESIDENTIAL APPLICATIONS ONLY), THE MAXIMUM POST SPACING IS
THE LOWEST OF THE "MAX POST SPACING (SPAN)" SHOWN ABOVE
AND THE MAXIMUM POST SPACINGS SHOWN ON DETAIL 8/57.1
2 - IT IS ACCEPTABLE TO SUBTMJTE COLUMNS W/ HIGHER NUMBERS
W/ THOSE SPECIFIED IN THE TABLES SHOWN,
ATTACHED & FREESTANDING LATTICE COVERS -10 PSF SNOW LOAD OR LIVE LOAD -130 MPH - EXP. B & C
B5
3"SQ.ALUM
12 GA STL"U" CHANNEL
W/
$9
DBL2x6.5x0.042
B11
3x8x0.042
Bi0
DBL2x6.5x0.032
812
DBL3x8x0.042
g1S
3x8x0.042W1
14 GA
STL INSERT
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
TRIB
WIND
MAX
POST
FTG.
MIN.
POST
MAX
POST
FTG.
MIN.
POST
MAX
POST
IFTG.
MIN.
MAX
POST
MIN.
IFTG.
MAX
POST
FTG.
MIN.
MAX
POST
MIN.
FTG.
MAX
POST
IFTG.
MIN.
MAX
POST
MIN.
F7G.
MAX
POST
MIN.
MAX
POST
MIN.
MAX
MIN.
MAX
MIN.
WIDTH
EXP.
SPACING
(IN-)
TYPE
SPACING
ON-)
TYPE
SPACING
(IN.)
POST
TYPE
SPACING
POST
(1N.) TYPE
SPACING
(IN.)
POST
TYPE
SPACING
!POST
ON.) TYPE
SPACING
(1N,)
POS7
TYPE
SPACING
(IN.)
POSTJ
TYPE
SPACING
I,-TG.
POST
pN) ITYPE
SPACING
FTG.
(IN.)
(POST
,TYPE
POST
SPACING
IFTG.
(IN.)
POST
POST
SPACING
IFTG.
{IN.)
POST
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
TYPE
(SPAN)
TYPE
5
130 B
16 8
17
C1
14-7"
32
C9
14--1I1'
16
Cl
14'-10
31
C7
15'-4"
16
C1
15' 7'
31
1B'-0"
17
17'-0"
33
C7
21'-8"
19
21' 4"
34
CB
20'-9
1B
20�
32
CB
19
W7"
13'48'
33
14'-2'
33 C7
Cl
15-6
3q
C8
2(1'-10"
21
C1
2640
36
C11
2d'4r
2T
Cl
130 C
15'-0"
34
C10
14'-V
79
14-loll
19
17' 3
20
19'-1"
34
C9
6'
130 B
154'
18
C7
13v
3l
C9
13'7"
17
Cl
13'-7"
31
C7
14'-1"
17
Cl
13'-10"
31
C7
16'-0"
1B
16'-7'
32
C7
19'-9'
19
IV
33
CB
18'-0"
19
C7
16'-0
32
CS
130 C
13'-9"
34
C10
13'-1"
19
13'T
19
15-loll
20
16'3"
21
C2
IT-C'
33
C9
20 13-3"
12 6 32
IT 0 32
C1
75-t" 33 C8
C2
19-1" 72 18'-3" 35 C9
T
14'-2"
is
Ci
12-0"
31
CB
12'T'
17
Cl
127"
30
C7
T3:7"
17
Cl
12-10
3D
15-2"
18
15'-0"
31
C7
18�"
?a
1B'-1"
33
iT-i
19
17-3
31
C7
20
12' 4"
71'-7"
31
72-1"
C7
31
Cl
14'-0
33
CB
17-0'
22
C2
16'-loll
34
CB
C2
17-9"
33
C10
12'-2'
20
12-T'
20
14
21
17-0_T
22
76'-2
33
C6
B
13'-3
78
cl
11-7"
30
C8
11'-9"
1B
c1
11-9'
29
C7
12-3"
16
c1
12'-1"
29
14-3"
19
C1
14'-1"
31
17
20
17-0
32
C7
16'-0"
2fl
1B'2
30
C7
20
11=7"
1D-50
31
t1'-3"
c7
31
C2
13'-1"
32
C7
1fi-7
23
C2
15'-loll
34
C$
10�C
11'-loll
32
C70
11'4"
20
115
20
13'S
21
15'-10'
22
75'2
32
CB
9
12'-T'
19
Cl
11-0"
30
CB
11' 2"
18
Cl
11'-2"
29
C7
11 7'
16
Ci
11'-0"
29
13' fi'
19
13'-3"
30
18' 3"
21
16'-0"
32
C7
15'-0
20
15' 3"
31
C7
21
11-0"
103'
30
iD'-8"
C7
30
C2
12-4"
32
C7
15'$"
23
CS
16-0"
33
CS
C2
11'-3"
32
C9
10'-9"
21
11-2"
21
IT01-
22
15-0"
23
14'3"
32
CS
10'
12'-0
19
C2
i0'as'
30
CO
10'-7"
18
C1
70 7^
29
C7
11'-0g2l
Cl
70 9
29
12-9
20
12'T'
30
15'4"
21
15-2"
32
Cl
14'-9'
21
i4'fii'
31
9�
30
9-10
C7
30
C2
11'-9"
31
C7
1k-loll
24
C5
14-2"
33
CB
CS
C7
l0'-B"
21
Cl
10 4"
32
C7
10' 2"
21
10-T'
12-3
22
14'-7'
23
18-7
31
130 B
11'�"
79
9-10
30
CS
10'-1"
18
Ct
70 1'
29
C7
10'-0
Cl
i0-3"
29
12-2
20
12-0"
3114'-0"
32
C$
14-1'
21
t3-loll
32
G711'C2
22
9-3"
31
9'-0
C7
37
C2
11'-3"
31130
C7
13DC
1TJ-2"
9-1(T"
32
C9
9'-9"
27
9-10"
9"
23
i2'
B
10'-10
20
C2
9-0
37
CB
9'-0"
19
C2
9'-8"299''�
C7
C2
29
C7
11
20
130 C
9'-g'
22
9'fi
33
C10
9'-0"
22
9'-(T
31
T-1"
8'-3"
31
11'-3'
23
C2
10'-9'
31
C7
13'-T'
24
C5
13'-0"
3'G
CB
13'-0"
24
12'-0
32
C7
3x8x0.D42BEAMW/
E4 12 GA STL INSERT
DEL 3 x 8 x 0.042 W/
B15 DBL 14 GA STL INSERT
DBL 3 x 8 x 0.042 W/
B16 DBL 12 GA STL INSERT
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
TRIB
WIDTH
WIND
EXP,
MAX
POST
SPACING
(SPAN)
FTG
(IN.)
MIN.
POST
TYPE
MAX
POST
SPACING
(SPAN)
17G.
(IN.)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG.
ON.)
MIN.
POST
TYPE
MAX
POST
SPACING
(SPAN)
IFTG.
(IN.)
MIN.
IPOST
TYPE
MAX
POST
SPACING
(SPAN)
FTG.
(IN)
MIN.
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG•
(IN_)
MIN.
POST
TYPE
5
1308
22'4"
19
Cl
22'4"
35
1 C9
29'-2'
20
C2
28'-9"
37
1 1
32'-0"
21
CS
32-0
29' 4'
36
40
C11
130 C
21'-loll
21
C2
20'-}0"
36
C11
28' 7'
23
C5
26'-iG'
39
32' 0"
24
6
130B
2D,4r
19
C2
20'-0"
34
CB
26-T
21
25-3'
38
C11
29
22
CS
29'T'
26'-10"
37
39
C11
130 C
20'-0
22
19-1"
36
C9
25'-9"
24
24'-7-
3B
29'-2'
25
T
130 B
19'-2
20
C2
is, -loll
33
CS
24'-0"
22
C5
24-k'
35
C9
27'-1"
22
C5
27'-1"
24'-10"
36
38
Cl1
130 C
18' 8
23
iT4"
35
C9
23-10
25
22'-9"
37
Cl1
2T-1"
25
8'
130 8
130C
1B'-0"
1T�"
20
23
C2
17'LB"
33
C7
23'-2
22
C5
22'-9"
35
C9
25'-3"
23
CS
25'-3"
23-3
36
37
010
C11
1G7'
34
CW252
25
21-3'
37
C11
25-3"
g
130 B
130 C
17'-0
16�
21
24
C5
16-B"
$2
C723
C5
21'-6"
34
C8
23'-10"
23
C5
23'-10"
22'-0
35
37
C9
C11
T5'-T'
34
C26
2U-1'
36
Cll
23'-10"
26
10'
13u B
16-1"C5-loll
32
C23
CS
20'-0"
34
C6
22-B"
24
CS
22'-0"
20'-10"
35
36
C9
C17
130 C
15'-T'
24
14-10"
33
8
19'-1"
35
C9
22'-B"
27
130 B
130 C
is, ..
14-loll
22
24
CS
15-2'
32
C7
23
CS
191-T
35
C9
21%8"
24
CS19'-10"
21'4'
36
36
C9
C1l
t4-2"
33
18-2
35
21'8"
27
12'
130B
14'4'
22
C5
14'E"
33
CB
24
C5
1 B'-B"
35
C9
20 B"
24
C5
2"'
36
C10
130 C
14'-2'
25
13-T'
32
1T 6"
35
20"
28
19'-1"
36
C9
NOTES:
1 - WHEN THE PATIO COVER IS INSTALLED ON A SLAB ON GRADE
(RESIDENTIAL APPLICATIONS ONLY), THE MAXIMUM POST SPACING IS THE
LOWEST OF THE "MAXPOST SPACING (SPAN)' SHOWN ABOVE AND THE
MAXIMUM POST SPACINGS SHOWN ON DETAIL 8/1-7.1
2 - IT IS ACCEPTABLE TO SUB71TU7E COLUMNS W1 HIGHER NUMBERS WI
THOSE SPECIFIED IN THE TABLES SHOWN.
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
/mac
4��}Fti55
S 5885
PF
OF CAL 1F�`
DATE SIGNED: July 06, 2018
OrA 7i0L.
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 FAX 949.305.1420
IAP
M�
NTM
ES
REVISIONS
MARK
DATE
DESCRIPTION
4 STEL JOB# 17A071
DATE D412511 B
DRAWN BY RER
CHECKED MDS
IAPM0195 V 3.0
LATTICE STRUCTURES -
BEAM SPANS &
FOUNDATION SIZES
10 PSF LUSL, 130 MPH
L 8.10.3
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