BPAT2019-007978-495 CALLE TAMPICO c% D aldP Qu&M VOICE (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: BPAT2019-0079 SCHMIDT TRUST
Property Address: 50185 GRAND TRAVERSE AVE AVE
APN: 770050035
Application Description: SCHMIDT / 192SF TRELLIS DURALUM (PATIO COVER AT REAR YARD)
Property Zoning:
Application Valuation: $2,500.00
Applicant: Contractor:
a
JASON ALLAN RUDDOCK 0 JASON ALLAN RUDDOCK
37814 MEDWAY STREET 37814 MEDWAY STREET
INDIO, CA 92203 DEC 16 2019 INDIO, CA 92203
0
CITY OF IA Llc. No.: WNTA (760) 5 .
DESIGN &DEVELOPrMENTDEPARTMENT
: 1019 837
019
LICENSED CONTRACTOR'S DECLARATION
I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9
{commencing with Section 7000) of Division 3 of the Business and Professions Code, and
my License is in full force and effect.
License Class: D03 License No.: 1019837
Contra
OWNER-8 DECLA 4T1
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 vi
alleged exemption. Any violation of Section 7031.5 by any applicant for a permit
subjects the applicant to a civil penalty of not more than five hundred dollars ($500).:
(_) I, as owner of the property, or my employees with wages as their sole
compensation, will do the work, and the structure is not intended or offered for sale.
(Sec. 7044, Business and Professions Code: The Contractors' State License Law does not
apply to an owner of property who builds or improves thereon, and who does the work
himself or herself through his or her own employees, provided that the improvements
are not intended or offered for sale. If, however, the building or improvement is sold
within one year of completion, the owner -builder will have the burden of proving that he
or she did not build or improve for the purpose of sale.).
(_) I, as owner of the property, am exclusively contracting with licensed contractors to
construct the project. (Sec. 7044, Business and Professions Code: The Contractors' State
License Law does not apply to an owner of property who builds or improves thereon,
and who contracts for the projects with a contractor(s) licensed pursuant to the
Contractors' State License Law.).
(_) I am exempt under Sec. B.&P.C. for this reason
Date:
Owner:
CONSTRUCTION LENDING AGENCY
I hereby affirm under penalty of perjury that there is a construction lending agency for
the performance of the work for which this permit is issued (Sec. 3097, Civ. C.).
Lender's
Lender's Address:
Date: 12/16/2019
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:
Ca?)rEpensation
EMPT Policy Number:
certify that in the performance of the work for which this permit is issued, I
shmploy any person in any manner so as to become subject to the workers'
co 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. i
A
7ARNJN
nt:: FAILURE TO SECURE WO E COMPE ION COVERAGE IS UNLAWFUL,
AND SHALL SUBJECT AN EMPLOYER 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)_A;4���
` -Date: 12/16/2019
Application Number:
Property Address:
APN:
Application Description:
Property Zoning:
Application Valuation:
Applicant:
JASON ALLAN RUDDOCK
37814 MEDWAY STREET
INDIO, CA 92203
BPAT2019-0079
50185 GRAND TRAVERSE AVE AVE
770050035
SCHMIDT / 192SF TRELLIS DURALUM (PATIO COVER AT REAR YARD)
$2,500.00
Owner:
SCHMIDT TRUST
Contractor:
JASON ALLAN RUDDOCK
37814 MEDWAY STREET
INDIO, CA 92203
(760)574-1043
LIc. No.: 1019837
Detail: 192SF TRELLIS PATIO COVER AT REAR YARD [DURALUM] THIS PERMIT DOES NOT INCLUDE ELECTRICAL INSTALLATIONS. 2016 CALIFORNIA
BUILDING CODES.
FINANCIAL INFORMATION
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
PATIO COVER, STD, OPEN
101-0000-42404
0
$107.87
DESCRIPTION
ACCOUNT
CITY
AMOUNT
PATIO COVER, STD, OPEN PC
101-0000-42600
0
$106.26
Total Paid for PATIO COVER / COVERED PORCH / LATTICE 2019: $214.13
DESCRIPTION
ACCOUNT
CITY
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
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50185 Grand
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Tri b- 7'
Single 3"x8"x.042 Header
max post spacing 12'10"
with 19" footings
min post type c1
single 2"x6"x.024 rafters @24"
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Project Address: P s
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Project Description: Pool, Remodel, Add't, Elect, Plumb, Mech
APN #:
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Applicant Name: 01
Address:
City, ST, Zip: '
Telephone:
Email: +_ n
Valuation of Project $ ,�—� 10
Contractor Name: 5&w Le
New SFD Construction:
Address:
Conditioned Space SF
City, St, Zip
Garage SF
Telephone:
Patio/Porch SF
Email:
Fire Sprinklers SF
State Lic: 10 3 2 City Bus Lic:
Arch/Eng Name:
Construction Type: Occupancy:
Address:
Grading:
City, St, Zip
Telephone:
Bedrooms:
Stories:
# Units:
Email:
State Lic: City Bus Lic:
Property Owner's Name: Se
New Commercial / Tenant Improvements:
Address: /N S 4' C-4-
Total Building SF
City, ST, Zip
Construction Type: Occupancy:
Telephone:
Email:
78495 CALLE TAMPICO
LA QUINTA, CA 92253
760-777-7000
IN
OFFICE USE ONLY
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Submittal
Plan Sets
Req'd
I
Rec'd
Structural Cales
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
LA QUINTA PATIO CO.
CONTRACT
License # 1019837
EMAIL: L.aQuintaPatio'a Hntmail.cum
Jason Ruddock, Owner
42-215 Washington
Street Phone: (760) 574-1041)
1 �Ulte A. ;: 406
Palrn Desert, CA
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MATERIALS: S'-'G , 3t8 HE""DLR SINV Ll 2x6 RAFT 'IDS 2.0 LATT1('E a I" 'P
STANDARD SLAB MOUNTED I1-POSTS.
JOB PRICE: '2 763
1)t.POSVI- OF 15°r,. Dt E — T SIGNIXG: 41 :5
2"' DRANN OF H 1-I1•-N DELI%E'R[Ah 51 243
FINAL PAYNILNT OF;0% Dt. l; A'r ('t-)11P1,ETION: S1 1(15
Plus lll,,RNt'I':N/A
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*All electrical to he provided b\ outside \ endor. Not inrlUded in this contract
*Lifetitne Warranty provided B\ Duralum ProdUels Inc,
*LAQ[INI-1 PAT10- 2 YL.AR \VARRANT-` ON WORKMENSHIP
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RE: Architectural Application for 50-185 Grand Traverse Avenue
Dear Homeowner,
Thank you for submitting an architectural application to install a lattice patio cover. We are happy to
report that your application has been approved, as submitted.
It is our understanding that you are required to obtain a building permit from the City of
la Quinta for a patio cover. For further information, please contact the City of La Quinta's
"Building/Permit Department" at (760) 777-7125.
La Quinta Fairways HOA acknowledges that any and all agreed changes to the original design that may
be a condition of this approval will be at the homeowner's expense. The correction of any damage caused
by this agreed construction will also be at the homeowner's expense. Homeowner shall henceforth agree
to maintain the improvement in accordance with the guidelines and aesthetics of the community.
It is the homeowner's responsibility to obtain any permits, which may be required. Please be aware the
ARC approval does not supersede City Building Codes. You should contact the City Planning Department
to determine what, if any, permits maybe required. Additionally, the Board of Directors encourages that
you use a licensed and insured contractor. This approval does not release the homeowner from meeting
any county, state or federal requirements such as building permits, workmen's compensation, or other
waivers or permits.
Thank you for submitting an application in advance. Please retain this letter in your files. We ask that you
contact management upon completion at mhossna7drminternet.com and submit photos of the completed
improvement so that the committee and/or management can inspect and see that all work is as agreed
before the final sign -off.
Again, we appreciate your cooperation. These procedures allow us to maintain our properties in a manner
to the benefit of you as the homeowner and of the community as a whole.
Sincerely,
"`&7,7 No"
Maryann Hoss , CMCA, AMS
Community Association Manager
On behalf of La Quinta Fairways Homeowners Association
Architectural Review Committee
P.O. Box 14387 Palm Desert, CA 92255 76o.346.1i6i www.drminternet.com
Delivering unsurpassed management and lifestyle services to communities worldwide. , www.associaonline.com
PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC.
POINT OF CONTACTS GENERAL NOTES
DRAWING NOTES:
�, 1. THE DRAWINGS ANDSPEQRCATIONSSHOWNREPRESENTTHEFINISHEDSTRUCTURE,UNLESSOTHERWISENOTED,ANDDONOTINDICATETHEMETHODOFCONSTRUCTION.THECONTRACTORSHALL
A TCL SUPERVISE AND DIRECT THEWORK AND SHAUL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, M ETHODS, TECHNIQUES, SEQUENCES AND PROCEDURES.
INFORMATION REQUESTS SHALL BEDIRECTED ASFOLLOW: THE APPROVED SET OF DRAWINGS AND SPECIFICATIONS SHALL BE KEPT AT THE JOB SITE AND SHALL BE AVAILABLE TO THE AUTHORIZED REPRESENTATIVES OF THE BUILDING AND SAFETY DEPARTMENT. THERE
a�j1S+fJaew,t%".sf 2. SHALL BE NO DEVIATION FROM THE APPROVED PLANS AND SPECIFICATIONS WITHOUTANAPPROVED CHANGE ORDER.
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-IA20
HOME OWNERS: PLEASE REQUEST ANY INFORMATION THROUGH YOUR CONTRACTOR
STRUCTURAL ENGINEER OF RECORD: DUSTIN K. ROSEPINK. SE 5885
POINT OF CONTACT: MARIE-DOMINIQUE SETA, SE 5967
DESIGN PARAMETERS
GOVERNING CODES:
THE DESIGN OFATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLIES WITH THE FOLLOWING CODES:
. 2D12/2015/2018 INTERNATIONAL BUILDING AND RESIDENTIAL CODES,
-2013/2016 CALIFORNIA BUILDING AND RESIDENTIAL CODES,
- ASCE/SEI 7-10 and 7-16 MINIMUM DESIGN LOADS FOR BUILDINGSAND OTHER STRUCTURES,
- 2015 ALUMINUM DESIGN MANUAL
LIVE LOADS DESIGN PARAMETERS:
IT 15 THE RESPONSIBILITY OF THE ENTITY SUBMITTING THE DRAWINGS FOR THIS PROJECT TO VERIFY LIVE LOADS WITH THE LOCAL AUTHORITY HAVING JURISDICTION
1. IN RESIDENTIAL APPLICATIONS, ROOF LIVE LOAD CAN GENERALLY BETAKEN AS 10 PSF PER IRC/ CRC APPENDIX H, SECTION AH105.1 DR IBC/ CBC APPENDIX 1, SECTION 105.1,
2. IN COMMERCIAL APPLICATIONS, ROOF LIVE LOAD CAN GENERALLY BE TAKEN AS 20 PSF PER IBC / CBC CHAPTER 16
WIND SPEED DESIGN PARAMETERS:
1. THE FREESTANDING AND ATTACHED COVERS NOTED HEREIN ARE DESIGNED AS "OPEN STRUCTURES," IN ACCORDANCE WITH ASCE/SEI 7.
2. FREESTANDING COVERS SHALL NOT BE ENCLOSED WITH ANY TYPE OF SOLID OR MESH MATERIAL, UNLESS SPECIFICALLY DESIGNED BY A REGISTERED PROFESSIONAL ENGINEER.
3. COVERS SHALL NOT BE INSTALLED IN AREAS NEAR HILLS, RIDGES AND ESCARPMENTS AS DEFINED IN A5CE/SEI 7, SECTION 26.2, UNLESS SITE SPECIFIC ENGINEERING 15 PROVIDED VALIDATING THE WIND LOAD USED.
4. THE BASIC WIND SPEEDS CONSIDE CONSIDERED
R IN THIS REPORT ARE 110,120,130 MPH, EXPOSURES B AND C (BASED ON THE 2012 IBC, 2015/2018 IBC/IRC, 2013 CRC, AND 2016 CBC/CRC).
S. FOR USE WITH THE 2012 IRCAN0 2D13 CRS DIVIDE THE ABOVE MENTX)NNED WIND SPEEDS BY SORT 0,6 .
WIND SPEED (SEE NOTE 4) 11O MPH 120 MPH 130 MPH
EQUIVALENT 20121RC12013 CRC WIND SPEED 85MPH 93 MPH 101 MPH
EXAMPLE: IF2012IRC OR 201S CRC WIND SPEED 15 85 MPH, THE SELECTIONS IN THIS REPORT SHALL BE MADE FOR A WIND SPEED OF 85 MPH / SQRT(0.6) =110 MPH
SNOW LOADS DESIGN PARAMETERS:
IT 15 THE RESPONSIBILITY OF THE ENTITY SUBMITTING THE DRAWINGS FOR THIS PROJECT TO VERIFY SNOW LOADS WITH THE LOCAL AUTHORITY HAVING JURISDICTION.
SEE SHEETS L2.1 AND L22 OR L2.1 AND L2.2 FOR SNOW LOADS DESIGN PARAMETERS.
SEISMIC LOAD DESIGN PARAMETERS:
SEISMIC DESIGN BASE SHEAR:17 POUNDS PER LINEAR FOOT ALONG THE SUPPORTING BEAMS, CONSIDERING A 24'-0" MAX SPAN BETWEEN BEAMS AND THE FOLLOWING DESIGN PARAMETERS:
1. SITE CLASS: D
2. SEISMIC DESIGN CATEGORY: E
3. MAPPED SPECTRAL RESPONSE COEFFICIENTS: Ss =1.50,51=0.6,Sds=1.0,Sd1 =0.50
4. RESPONSE MODIFICATION FACTOR, R=1.25
5. RISK CATEGORY II
6. THE PATIO COVER STRUCTURES DETAILED IN THIS SET OF PLANS ARE IN COMPLIANCE WITH ASCE 7-10 SECTION 12.8.1.3, AS A RESULT, THIS SET OF PLANS CAN BE USED AT ANY SITE WITH Ss> 1.50, CONSIDERING Ss =
1.50 WHEN DESIGNED PER 201212015/2018IBC/IRCAND 2013/2016 CBC/CRC
7. THE PATIO COVER STRUCTURES DETAILED IN THIS SET OF PLANS ARE IN COMPLIANCE WITH ASCE 7-16 SECTION 12.8.1.3. AS A RESULT, THIS SET OF PLANS CAN BE USED AT ANY SITE WITH 1.06ds<1.428, CONSIDERING
Sds- lA. FOR SITES WITH Sds<i.D, M Sds. FOR SITES WITH Sds>1.428, IT IS ACCEPTABLE TO REDUCE THE SEISMIC LOADS USING 0.7 Sds INSTEAD OF Sds,
B. MINIMUM STRUCTURAL SEISMIC SEPARATION BETWEEN EXISTING BUILDING AND FREESTANDING PATIO COVER SHALL BE 4" AT 10' HIGH MAX PATIO COVERS AND 5" AT 12' HIGH MAX PATIO COVER REFER TO STATE
AND CITY CODES FOR OTHER SPACING REQUIREMENTS THAT MAY BE MORE STRINGENT.
OTHER DESIGN PARAMETERS:.
1. DESIGN LOADS COMBINATIONS ARE IN ACCORDANCE WITH IBC AND CBC SECTION 16053.1 OR 1605.3.2.
2. ALLAPPLICABLE REDUCTION FACTORS DETAILED IN TH15 REPORT ARE CUMULATIVE
3. SOLID AND LATTICE ALUMINUM COVERS ARE CLASS A ROOFASSEMBLY IN ACCORDANCE WITH SECTION CEIC 1505.2, EXCEPTION 2.
1. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS WITH DECK: SEE DETAILIB/S3.2
2. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS WITH DURAPANEL: SEE DETAIL IA/53.2
3. MAXIMUM ROOF SLOPE FOR ALLSTRUCTURES 15 3 DEGREES
4. THE "LENGTH OF STRUCTIIRE'SHALL BETAKEN ASTHE CONTINUOUS DISTANCE MEASUREDALONG THE EXISTING BUILDING WALL FROM ONE END OF PATIO COVER SUPPORT BEAM TO THE OTHER, INCLUDING ANY
BEAM SPLICES THE STRUCTURE LENGTH SHALL SE DETERMINED THIS WAY REGAROLE55OF ROOF COVERING TYPE, INCLUDING COMBINATION ROOFS WITH BOTH TRELLISAND DECK ROOF USED ON THE SAME
CONTINUOUS PATIO COVER STRUCTURE HOWEVER, PORTIONS OF THE STRUCTURE DESIGNED AS LATTICE COVER SHALL NOT BE COVERED BY ROOF DECK..
5. CALCULATIONS FOR MAXIMUM SPANS WHEN ATTACHING TO AN EXISTING ROOF OVERHANG, AS SHOWN ON TABLE ION56.LAND/OR L6.I, ARE ASSUMING THAT THE EXISITNG WOOD RAFTERS OR TRUSSES ARE
DOUGLAS FIR -LARCH Not. THIS TABLE CAN ALSO BE USED FOR OTHER WOOD SPECIES WITH Fb 2 900 psi AND Fv >_ 180 psi.
SHEETINDEX
SEE SHEET 81x OR L1.x FOR SHEET INDEX.
ALL UNUSED SHEETS SHALL BE REMOVED FROM THIS SET OF DRAWINGS.
MATERIAL SPECIFICATIONS:
1. ALUMINUM ALLOYS SPECIFIED ON DRAWINGS. Fty= 28 KSI AND Ftu =35 KSI FOR ALLALUMINUM MEMBERS UNO. Fty=30 KSI FORDURAKINGANDTIS PANS SHOWN ON 53.3. ALTERNATE ALUMINUM ALLOYS
MAY BE SUBSTITUTED FOR THOSE SHOWN, PROVIDED THEYARE REGISTERED WITH THE ALUMINUM ASSOCIATION, ASTM OR EN (EUROPEAN STANDARDS), AND HAVE EQUAL OR GREATER YIELD AND ULTIMATE
STRENGTHS.
2. CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2,50D POUNDS PER SQUARE INCH.
3. EMBEDDED STEEL MEMBERS SHALLBE HOT -DIPPED GALVANIZED, ANDCONFORM TOA500GRADE IL ROLL FORMED STEEL MEMBERSSHALL CONFORM TO A553-SS (STRUCTURAL STEEL) GRADE 5OG60.
4. BOLTS: ALUMINL'MBOLTS SHALL BE2024-T4; STEEL BOLTS SHALL BEASTMA307.ALL BOLTS SHALL HAVE STANDARD -CUT PLATED WASHERS.
S. SCREWS: ALL SCP.EWSARE SELF DRILLING (SDS)ORSHEET METAL SCREWS (SMS)INCONFORMANCE WITH ICC-ESESR1976,ICC-ESR3006,ORAPPROVED EQUAL
6. FASTENERS TC WOOD: WOOD AND LAG SCREWS ARE REQUIRED TO BE INSTALLED IN ACCORDANCE WITH THE 2015 NATIONAL DESIGN SPECIFICATIONS, INCLUDING PRE-DRI WNG OF HOLES. ALLLAG SCREWS
SHALL BE FULL -THREADED LAG SCREWS.
7. POST -INSTALLED ANCHORS: POST -I NSTALLED ANCHORS USED SHALL BESIMPSONSTRONGTIESTRONGBOLT2,STAINLESSSTEEL(ICC-ESR3037)OREQUALBOLTSSHALLBEINSTALLEDPERTHE
MANUFACTURER'S INSTALLATION AND IAPMO REPORT. SPECIAL INSPECTION IS NOT REQUIRED.
8. ALL COMPONEN15 MANUFACTURED OR SUPPLIED BY DURALUM AND DESCRIBED IN THIS DOCUMENTS ARE INTERCHANGEABLE, PROVIDED THEY ARE SELECTED APPROPRIATELY TO SUPPORT THE LOADING
THEY ARE SUBiECTTO.
9. THE SELF WEIGH; OFTHE PATIO COVER COMPONENTS IN THIS REPORT CAN BE CALCULATED FROM THEIR SECTION PROPERTIES.THE SOLID COVERSVARY IN WEIGHT FROM ABOUT 1 PSFTO ABOUT 3 PSF.
10. ROOF INSULATED PANELS (WHERE OCCURS). SEE S3.2 AND IAPMO505.
FOOTINGS:
1. ALL NEW CONCRcTEFOOTINGS SHALL BEAR ONFIRM, NATURAL, UNDISTURBED SOIL OR CERTIFIED FILL
2. DESIGN VERTICAL SOIL BEARING PRESSURE IS 1,500 POUNDS PER SQUARE FOOT.
3, DESIGN LATERAL SOIL BEARING PRESSURE IS 200 POUNDS PER SQUARE FOOT PER FOOT OF FOOTING DEPTH. (EQUALS 100 PSF/FTx 2 PERTABLE 18DG.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 A:'� A FOUNDATION SYSTEM:
IN ACCORDANCE WITH IFC/CRC APPENDIX H, SECTION AH105.2, AND IBC/IRC APPENDIX I, SECTION 1105.2, IN AREAS WITH A FROST DEPTH EQUAL TO ZERO, ATTACHED COVERS FOR RESIDENTIAL USE MAY BE SECURED
TO AN EXISTING CONCRETE SLAB PROVIDED THE FOLLOWING:
1. THE SLAB ON GRADE IS AT LEAST 3 1/2 INCHES THICK. SEE DETAIL ON 57.2 OR L7.2 AND DETAIL 4ON 57.1 OR L7.1 FOR REQUIREMENTS FOR THICKER SLAB.
2. THE SLAB 04 GRADE SHALL BE CONTINUOUS BETWEEN COLUMNS AND A MINIMUM OF 10'-O"WIDE. WITHIN THIS AREA, THERE SHALL BENOCRACKS WIDER THAN I/4"ORCONTROL/EXPANSION JOINT
DEEPER/WIL-ER THAN 3/4'.
3. THERE SHALL BE A 6" MINIMUM DISTANCE BETWEEN ANY ANCHOR BOLT AND A SLAB EDGE, CRACK WIDER THAN 1/32" OR CONTROL/EXPANSIONJOINT DEEPER THAN 1/2'. SEE DETAILS 4 ON S7.1 OR L7.1 FOR
EXCEPTION TO MINIMUM EDGE DISTANCE.
4. THE MAXIMUM1 DEAD AND LIVE /SNOW LOAD AT EACH COLUMN 15 750 POUNDS WHEN LL=IOPSF,
5. DESIGN FOR PATIO COVERS SUPPORTED ON CONCRETE SLAB ON GRADE IS IN ACCORDANCE WITH 2O12/201512018 IRC AND 2013/2016 CRCSECTION AH1052 FOR SO PSF RESIDENTIAL CONSTRUCTION, AND
ACI 318-14 FOR 20, 25 AND 30 PSF RESIDENTIAL AND COMMERCIAL CONSTRUCTION.
NOTES TO LOCAL AUTHORITY HAVING ,JURISDICTION
AND ENTITY SUBMITTING DRAWINGS FOR APPROVAL
USE W THIS SET OF PLANS FOR ASITE SPECIFIC PROJECT:
J7 ROT TALL PAGES OF THIS AW REPORT WILL BE U5ED FOR A 51TE 5PECIFIC PROJECT. EACH PROJECT SUBMITTEDTO THE LOCAL AUTHORITY HAVING JURISDICTION SHOULD INCLUDE ONLY
THE PERTINENT SITE -SPECIFIC STRUCTURAL COMPONENTS LDCATED WITHIN TH151APMO-LISTED EVALUATION REPORT.
2. ALL ITEMS P E RT Al N I NG TO EACH INSTALLATION (TYPE OF ROO F PANEL, H EADE R SPAN, COLUMN SIZE, CON N ECTI 0 N DETAILS ETC.) SHALL BE CIRCLED AND CLEARLY IDENTIFIED BY THE
ENTITY SUBMITTING THE DRAWINGS FOR APPROVAL '
3. PLEASE NOTE TFAT 4STEL ENGINEERING GENERATED AND STAMPED THE ORIGINAL IAPM0 REPORT AS AVAILABLE FROM IAPMO DIRECTLY, BUT WAS NOT INVOLVED IN MAKING ANY SITE
SPECIFIC SELECTIONS OR ANOTATIONS ON THOSE DRAWINGS. ANY HANDMA RKING OR HIGHLIGHTING ON THE SITE SPECIFIC SET OF DRAWINGS ARE THE RESPONSIBILITY OF THE ENTITY
SUB ITTING THE DRAWINGS FOR APPROVAL
4. EACH INSTALLAT!ON SHALL BEAR AN IDENTIFYING TAG INDICATING THE NAME AND ADDRESS OF THE MANUFACTURER DESIGN LOADS AND ENCLOSABILITY.
5, TH E 0 RI G INAL IAPMO R EPORT BEARS AN ELECTRO N I C STAMP FRO M 4STEL ENGI N EER I NG, AND A WET STAMP IS NOT REQUIRED IN ACCORDANCE WITH THE REGULATIONS STATED BY THE
PROFESSIONAL BOARD OF ENGINEERS.
6. A COLOR COPY OF THE ORIGINAL PAGES FROM THE IAPMO REPORT IS NOT REQUIRED. A COLOR COPY OF THE CONSTRUCTION DOCUMENTS MAY BE REQUIRED IF SELECTIONS WERE MADE
IN A WAY THAT,VILL NOT BE VISIBLE ON A BLACK AND W HITE COPY
LTA MINIMUM, SUBMI"SION FORA BUILDING PERMIT MUST INCLUDE THE FOLLOWING INFORMATION FROM THIS EVALUATKW REPORT:
I. TITLE SHE ETANOGENERA!NOTES SHEET,G0.1
2. IAPMO APPROVED SHEET 60.2
3. STRUCTURAL CONFIGURATION Ii.e. SOLID OR LATTICE ROOF, FREESTANDING OR ATTACHED), SHEETS1.x OR LIx
4. SNOW LOAD DESIGN SHEETS S2.1 AND 52.2, WHERE APPLICABLE.
S. BASED ON THE REQUIRED DESIGN LOADS, SITE -SPECIFIC RAFTER AND/OR PANEL SPAN TABLES Sax OR L3.x
6. TYPE OF HEADER, POSTTYPE &QUANTITY, FOOTING SIZE (WHERE REQUIRED) BASED ON THESITE-SPECIFIC DESIGN LOADS.
7. APPROPRIATE 5TRUCTURALDETAILS.
8. OTHER DOCUMENTATION THAT MAY BE REQUIRED BYTHE LOCAL AUTHORITY HAVING JURISDICTION, SUCH AS A SITE PLAN
9. SEE S1.xORLLxFORSHEETINDEX.
JOB NAME:
JOB ADDRESS:
WIND LOAD:
LIVE 1 SNOW LOAD:
RECEIVED
DEC 09 2019
aTY OF LA QUINTA
DESIGN AND DEVELOPMENT DEPARTMENT
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
}FFSS 1
1
S 58 5
TF OF CAOk
DATE SIGNED: July 8, 2019
,I�T►'TCf-
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
�AIP
Mp
ES
TM
EXPIRES ON: JUNE 30, 2020
REVISIONS
MARK
DATE
DESCRIPTION
4 STEL JOB # DA02-02
DATE 0710all9
DRAWN BY RC
CHECKED MOB
IAPMO 195 V 3.1.1
TITLE SHEET,
DESIGN LOADS,
GENERAL NOTES
GO. 1
PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC.
IAPMO APPROVAL
�Es EVALUATION REPORT 195
A Originally Issued: 0610112011 Revised: DTI1 B12019 Valld Through: 0613D12020
DURALUM PRODUCTS, INC
2485 Railroad Slreel
Cbrons, California 92880
(95,1) 7364500
2,%,%Auralum.cum
RESIDENTIAL PATIO COVERS;
CARPORTS, AND COMMERCIAL ROOF
STRUCTURES
CSI Sections:
10 73 00 Priti eti a Covers
13 34 00 Fabricated Engineered Sfroidures
1.0 RECOGNITION
1.3 Pella Covers: rh,mltlm Product. Rcdlktuial Patio
Coven romplitrd In this rrpon Isw•r born nghured fat use
for aacreafiona). outdoor living purposes associated with
4,11ing milts and raw a emptuts, ganger. Manage rooms m
habitable rooms. The Rrsidcnlial Patin Coven comply with
kppcndic 1 oribm IBC end CBC, and Appendix II ofihe IRC
and CRC.
1,2 Cemmerelsl Roof Strvclures: Dumlum
Prddocu Ceryiamt and Commttcisl Roof Structures
recognized in, this report hate been evaluated for use utters,
parnbsed by the applicable cbaptcrs of the IBC including
S-Jn d 406 and 3105. Carports associated with rot and
Iwo-fomB)-dnclling units am for use where permitted by the
IRC or CRC, including Seclioo R309.
13 Compilaoee•. The slnicttual properties of she Residential
Pao.. Corcu, Curports. and Commercial Roar Stmcluns
mcrignirid in this report were evaluated for compliance with
Am following codesand milulmions:
2018, 2015 and 1012 International Building Codes'
SWC)
• 2011. 2015 and 2012 International Residential Code'
[IRC)
• 201daod 2013 California Blinding Code' ICT3C)
• 2016'and 21113 Cidifomie ReSidantial Code`' PCRC)
• ASCE 7-16 and 7-10 - Minimum Desibm Iuads for
Buildings and Other Slmcitues
ADM] .2015-Aluminum Design Manuel Part I
LO LZUTATIgNS
Use of the Durahw Products Residential Patio Covers,
Carpw%iraad Cant t-WRourSwctmcsrecuy'iedinihis
repns and ddiacii in lbe akwllcd plans and;loci fnratimu
Revision V3A J signed and dated July 8. 2019. is mbjea to
the following limimlions:
2i Construction of the rnidcntiel patio covers, earplats and
c . menial ron[wvctues,ball comply With the upplic;e
eudn, manurn[lmcr'a imLilulima imtrYeliun4, this nyDtl
and the accompanying plena, bearing the name Dumlum
Products, Inc, and 4STEL Enginming. 1Vhem conflicts
oceor, the more restridive Isill govtrn
22.Pado diver's shall he associated with one. or two-fanuly
dwelling units only and shall be limited to use as stWoura
regulated under Appendix 1 of the IBC or CBC or Appendix
}I of the IRC or CRC-
2 3 tarpons and commercial roof Structures shag be limited
1p taeaa structures regulated by the appficablc chapters of the
IBC for Risk C tegory n in accordance wi lh Table 1S- I of
AS(*5 7. Cmpacs ustcitiled with oec- and lw'o-Gntidy
dwelling wits shall be limited to use as structures regulated
by the applicable chapters of the IBC, IRC. CBC and CRC
2A Construction documens submill d to the building elTrcial
for uppmval shall include this report and the site-specifte
structu ml components of the accmnpoeting plans, including
bw ant limited to the bile ahces fcm W notes, applinlile
rode, structural ...fipimlhrn, design crilerid in Seelidd 3.1
of this report, related span tables, header, post and fouling
types and appmprilae immit rill devils
23 The existing Aromatic shall be adequate to support the
addiliomd loads imposed by the attscbed plaid Mver-
2.6 For pain revers. carport/ dad wants h) of
iliautures subject to xnow diiirfrng and diding, tabulated
ure .Kshall be modiflod in accordance with the reduction
factors shown in Ole accompanyin8 plans.
27'The projection over length ratio ofa Oxhcd pario covers
shall not exceed 2.25 whim using design for aaached patio
pavers and can he increasod in 4.0 when using column dad
Floating sins for fromanoding anuct ues The pmjeclion oves
length mile for frealanding covers Is not limited
2A Fro-wnding and attached patio coves, corpons. and
camto ciai slruclura shall have a roof ah+pc of al peat :.
inch per foul (2083 percenik
LOP For attached Indio courts, cxlaint l.1miurc4 shall Have a
miriumim width of 30 feet (9.7 m), nu,airnarn length of. 50
feel (36.6 an). sown roof height of Z feel (6.9 m) or less in
Exposure Category B end 15 feel (4.6 and tor Ices in Lcvpaisure
Category C and a notslnpe of 13:12 to 6:12 (123 to 50
percent) Minimum sae ofataf ovcthangs is 50 square feet
ra.,...r r,...ens..e...,.r,•...ar....n�w+a.wr...w.+n.. w�nr.,tr. rarrrrM..r�nw...+w,r m.y
K.r'r�s Ka•uF.a-w.yw-rnaatw VKiw wwwwrnxlrev'a+nHtah•eW.•'W+aMwwvu.MMawra. Malmo
w ride:+-.a�rru_w r-+.,-.narr.� ra.rn ru..r.,..w r.resw s.k„�nw.wm.
tro•oreaxza,w.r.•no.+nrw+rw� r,.�.vonw as+.r.w....s ro-neen•tarm®vu re tan+nnwr.rams.sn.nr a
M �ay•araa Mra+M-'Z�.K aw.r�ara. •rN r.ana-uY
Isaac 1 of 3: �, •.,
uEsEvAujAirioN1 195
® Originally Issued: D610112011 Revised: 0711012019 Valid Through: D613=020
2.10 Fmcsianding raters utlsched slivers and the existing
building le which covers are au-+,d shall icanoy with the
scopingrrquiremcnts of Chapter 26 of ASCE 7 for regalar
geometric shape and response characteristics.
2.11 Minhaam dcrlgn roof live load is In, p0(47.8i Pal for
polio eaten associated pith a rare• trod rwn•fam0y dwelling
wit old 20 psf 1.45.76 Pa) r carrrons and mtnanerciti mor
strictures.
2.12 Installation of foumplastio-cnre roof panels shall he in
accordance with its evaluation repom Section 42 4 of this
report and pmeide Cgarvalenl vertical and lateral load
capaeil}'era x}lRwtl is tide upon.
2.13 Approved sealam or cl u Ong shall be vv J at any
prncwtitnu mode in the existing weaihct room; exterior
wall envelope.
214 RrsiderulA patio roveoL mrpoAe and cemmcreial roof
anocesrn subject to topopsphic cRkc is of abrpp, clunges
such a wind -speed-up over hills. ridges and escarpments in
accordance with Seek. 26.8.1 of ASCE 7 are outside the
scope of this report.
7-15 Any roof slrnctme ednst-iedira as area wilh a ILnt roof-
top scow load greater than 70.6 psf 13380 Pa) in Seismic
Design Calegaries A. B. C. D, DO, DI, D2, B or F, and not
complying with Exception I of IBC or CBC Section 1613.1,
is outside the scope of this report.
1.14 Addition of cmloeurc w Iiz to reeidraliat patio cavort
shall be in accordance wirh Section 4.1 of thls tcpwa,
2.17 The Danalmo Products Residential Polio Cm•ers,
Carports, and Commercal Roof Structures are pmduccd in,
Colotss. California and Sacramento, Ci lifumia
3.0 PRODUCT USE
Design and irulullalinn oflhe Dumlum Products Raidemial
Ratio Covers, Carports, and Commercial Roof Structures
shall comply with the applicable codes, the nmnufactu cr's
inxwllaiinn instructions- this report and the accompanying
plans and specificavions Revision V3.1.1, signed and dated
July 9, 2019..All allowabdc loading conditions shall be as
"led in the plum oesmal dayina this report Micro
contllcis odour• the more rosrkti" shall gmem.
3.1 Onl.w Selection of epplioibk tuuciaual eo.airim net
for the invollution of frsvlandiag and att,rlsd m1i4nnial
patio eavrrs, corpwm end cdoanemial roof suurnaes shall
he in accordance wilb Ore design criteria aagseificd in the
plans accompanying this report. The project location, use
(polio cover, tarpon, commercial si uclurc), corresponding
coda, and applicable deign criteria, including risk category
I IRC only), wind spad. niml mr oem:c catcpory, roof live
pond, pea nd uluw Idmd, sci-retie design cxe01mry. and Don
line depth shall he placed on or be attached in the plan.
accompanying Ibis report and be observed in the selection
of dw components.
3.1 lasteft'lli ill InnaOadnn of the tomponems tlricrrained
In swiian 3.1 of Girt atyxM to erstanscl the plain cover,
carport, or rommcreial mof s,rucium stall be in accordance
pith this report, the plans accompanying 0t1a Irpon,
miu ulkeme er t irivmllmion inslmedorm, and the eKilicablo
codes of ibis report. 1Vllere cnnfcts otter, the more
restrictive shall govun.
4.0 PRODUCT DESCRIPTION
4.1 Product Infortaallon
Dundum Products Rcsidookil Patio Corers Carports, and
Corndemild RnofSlmdura are freestanding and mtacbcd,
non -enclosed solid and lattice residential patio corer;
carports and Mmim=ial mofstmrnues. Th-liuct ues alull
be constructed in accordauce with the pilots accompanying
,his report sail as loWemed in this report. Allnched pario
ravers, wiscm con1weled, shall be open " oucc sides.
Adaehcd empml! assueidhd with ore- anid two-fumly
dweling units shall be open an al least two sides.
Frecamnding polio ;wort, carports and MMMM-iel rwf
structures Judi be open on all faro sides.
Where desisned. eacloserc wall configurations used with
AW grsfmd components de -rind in dries report to fora[
enc7uxcd munched residential Pada coven rball confarni to
Old limits acted in, Saliva 1103 of the IBC of CBC and
S¢tidn AHI03 of the IRC or CRC. The strae a es shall be
fisted in a product nnloadon report from an approved
source m dd scd in IBC end CBC Section 104.11.1 or other
mtiwaliy-mgnized cerlificminn program accepted by
IAPMO Uniform Evaluation Scnica
4.2Matcriak
4.Ll Miatinman: Manitrum sanxturel members ed mn-
rorancd to Cxtrud al shapes a aariun alluyi and imgicm
cci igilying..ilb Ch PW20 of Ilse rRC and ASTM R209 its
:peal Bed is she plan xvionpanying doh report.
4.2.2 Steel: Steel ..all- me formed from various grades
ofstocl complying with ASTM A300. Grade B and ASTM
At," SS Grade 50 and, where designated, with a galvanized
coating complying with G60, as specified in the plans
accooimonying this scpun.
413 Fasteners: Edstenen include aluminum and Steel halt..
wood screws, lag taiew•s post installed anchors. self -drilling
screws slid Shoot metal Semm m spocirted in due pans
accompanying this report.
A.2A Feam-Plssile-Cure Ptaebt: The lamircued fw-o e
sandwich roof ponds used with the drt on; cempanents
elCcnbed in this sepm to form Bontandiitg and alraehed
resideatial pilo and corn rtei cilil ctwtvs shall tic Oviapuncl
Sunicuaal Panels for Patio Covers described and recognized
in, IAPMO UES ER-505.
page2 of 3
uE$ EVALUATION REPORT. f. 195
m Originally Issued: 0610112011 Revised: 07tlWZD19 Valid Through: 06130/2020
1.011)"TIFICATI07i
Enclosures corned by this report shall be identified by a
pernum.ra decal or identifying tag that states the name and
address of the manufactuier(Duralum Prnduels Inc). Each
imwllotion shall bear an original identifying duel m lag
bearing the IAPMO LIES Mori: of Conformity and the
Evaluation Repon Number (ER-195). Either of Orc fallowing
Mink"I"Conformity may he used "shown:
1pPMO OE5
ES �
or
iAPMO UES ER-195
6.0 SUBSTAIATING DATA
61 Dora complying With the IMES Acc pla rcc Criteria
for PtOo Covns (A040). Approved Avgi&t 2d 18-
6,2 Engimceriag calcvlalibm In accordwcc with the hilt
265 ond_0t.lmcraalidmd Building Cale, ASCE 7-10.hd
7.16 and the Aluminum Design Mamtsl Pan I
.63 Quality control manual.
6A Product drawings
7.0 STATEMF74T OP RECOUNT rION
Tbi. evaluation, report d--bea the results of research
canied out by IAJ-1110 Uniform Evarumion Service qn
Donations Products Residential Pa io Covem Corpone, and
Cmmnerchal Roof Structures manufsclumd in Corona and
Socmmenlo. California, m asses their conformance to the
codex An- in SFelioa 1.0 of ilia report and dneiimcnu
the pwdmci s ocnilkation. The predrars one pmdur'ed at
locsdode noted in, Section 2.17 of ft report under a
quality ti?narol program with periodic inspection sutler the
sVeervisian ofIAPb10 UES.
Brian Garber. P.F- $.I:
Vice Pseddeµ Tecbsical Operations
Uniform Etaloaddn S.M.
Rls:hard Hrc4 PE, CRO, h1CP
VkeprerldeaR Ustbins Evaluation Sen•ice
CP Rea Cdaady
CEO. The IAPRIO Group
Frr.40kd n.rvddr eked Ilk n.k.6- nt.ra rl-•-• 10,
eon.,,•.., unwell US In
Page 3 of 3
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
�Ap�
0
ES
OTM
EXPIRES ON: JUNE 30, 2020
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB R DA02-02
DATE 07108119
DRAWN BY RC
CHECKED MDS
iAPM0 195 V 3.1.1
IAPMO APPROVAL
GO.2
RAFTER
(E) BUILDING SEE NOTE 2
f��.e�'fii��ii�•f���•iii�iiirri�f�ptiir��»�r��ifi•�i�•i•�••u•iuuu••i••uii•»>rr•• i••••.
i
RAFTER CONNECTION
I
TO BLDG SEE NOTE 2;
I
o
z
LATTICE 0 3" OR 6' O.C.
z�
cn
SEE NOTE 2 I
N
o
z
I
COI-. TYp.'
U
LU
LU
N
a
z
SEE NOTE 4 I
I
z
RAFTER CONNECTION BEAM SE7 NOTE 3
CL
TO BEAM SEE NOTE 2
I
_
BEAM CLEAR SPAN L REAM CLEAR SPAN
LENGTH 'L' SEE NOTE 1
1 � 1 PLAN VIEW
NOTES:
1. PATIO COVER DIMENSIONS
A SEE DESIGN ASSUMPTION NOTE 4 ON G0.1 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 257 OF BEAM'S ADJACENT CLEAR SPAN.
D. RAFTER OVERHANG 'OH' SHALL NOT EXCEED 257 OF RAFTER'S ADJACENT CLEAR SPAN.
E. LATTICE OVERHANG 'OH' SHALL NOT EXCEED 257 OF THE TOTAL UNSPLICED LENGTH OF
THE LATTICE MEMBER OR 24 WHICHEVER IN LESS.
F. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN:
•TRIB (Bext)= X ADJACENT RAFTER CLEAR SPAN @ RIGHT
+ RAFTER OH 0 LEFT
• TRIB (BLDG)=X ADJACENT RAFTER CLEAR SPAN
G. THE RATIO P/L (COVER PROJECTION DIVIDED BY COVER LENGTH), NOT INCLUDING DECK OR
BEAM OVERHANG, SHALL NOT BE MORE THAN 2.25 WHEN USING DESIGN FOR ATTACHED
PATIO COVERS
H. THE RATIO P/L (COVER PROJECTION DMDED BY COVER LENGTH) CAN BE UP TO 4.0 WHEN
USING COLUMN AND FOOTING SIZES AS IF THE COVER WAS FREESTANDING.
2. LATTICE COVERS
A. SEE SHEET L4.1 FOR LATTICE PROFILES.
B. SEE SHEET L3.1F FOR RAFTER PROFILES AND MAXIMUM SPANS.
C. SEE SHEET L2.2 FOR REDUCTION OF RAFTER MAXIMUM SPAN WHEN DESIGNING FOR SNOW
LOADS.
D. SEE SHEET L6.1 FOR CONNECTION OF LATTICE COVERS TO (E) BUILDING.
E. ROOF OF STRUCTURES DESIGNED AS LATTICE COVERS SHALL REMAIN UNCOVERED. THERE
SHALL BE NO OBSTRUCTIONS TO THE FLOW OF WIND THROUGH THE LATTICE MEMBERS,
SUCH AS FABRIC OR PLANTS.
F. CLEAR SPACING OF LATTICE MEMBERS SHALL BE EQUAL TO OR LARGER THAN THEIR WIDTH,
AND NOTHING SHALL BE ADDED TO COVER THE LATTICE MEMBERS, THAT COULD OBSTRUCT
WIND FLOW, INCLUDING, BUT NOT LIMITED TO FABRIC OR PLANTS.
G. IF CLEAR SPACING BETWEEN LATTICE FRAMING MEMBERS IS MORE THAN 1.5 TIMES THEIR
WIDTH (OR ON CENTER SPACING IS MORE THAN 2.5 TIMES THEIR WIDTH), IT IS ACCEPTABLE
TO DESIGN THE STRUCTURE FOR A GROUND SNOW LOAD OF 20 PSF, EVEN IF THE SITE
SPECIFIC GROUND SNOW LOADS ARE HIGHER THAN 20 PSF AND UP TO 84 PSF.
r
x^
o�
o
BEAM OH
B f50MEiR1C VIEW
3/32"=V-0"
3. BEAMS
A. SEE SHEET L4.1 FOR BEAM PROFILES.
B. SEE SHEET L4.4 FOR FAN BEAM DETAILS.
C. SEE SHEETS 9/0.2 & L8.xx.x FOR TABLES SHOWING MAXIMUM BEAM SPAN.
D. SEE SHEET L2.2 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR SNOW
LOADS.
E. SEE SHEETS L6.x FOR BEAM CONNECTIONS & DETAILS.
4. COLUMNS
A. SEE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBER OF COLUMNS REQUIRED BASED ON
COVER DIMENSIONS.
B. SEE SHEET L4.2 FOR COLUMN PROFILES.
C. SEE SHEETS 9/L7.2 AND L8.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING.
D. SEE SHEETS L6.x & L7.x FOR COLUMN CONNECTIONS & DETAILS.
5. FOUNDATIONS
A. SEE SHEETS L7.1 AND L7.2 FOR COLUMN CONNECTION TO FOUNDATION.
B. SEE BEAM SPAN TABLES ON SHEETS LB.xx.x FOR MINIMUM FOOTING SIZE FOR PATIO COVER
SUPPORTED ON CONCRETE FOOTING, BASED ON BEAM SPAN SELECTED.
C. SEE L7.1 FOR ALTERNATE FOOTING SIZES.
D. SEE 9/0.2 FOR ATTACHED PATIO COVER SUPPORTED ON SLAB ON GRADE
zz
w
cn
x
x
x
TABLE 1
MINIMUM NUMBER OF POSTS REQUIRING
ATTACHMENT PER 3/L6.3
WITH 2 x 6.5 x 0.032 SIDE PLATES
(SIDE PLATE TYPE SP3)
WIN ANDEXPOSURE
1108
110C
1205
12DC
130E
I=
2
2
2
3
3
3
2
3
3
3
3
4
E
2
3
3
4
3
4
3
3
3
4
4
5
3
4
4
4
4
5
3
4
4
5
5
6
4
4
4
5
5
6
17
4
5
5
1 6
5
7
WITH 2 x 6.5 x 0.042 SIDE PLATES
(SIDE PLATE TYPE SP4)
TRIG
WINDSPEEDANDEXPOS UWE
WIDTH
110H
11DC
12DB
1200
1308
13DC
U
2
2
2
2
2
a
6'
2
2
2
3
3
3
7
2
3
3
3
3
4
B'
2
3
3
4
3
4
9'
3
3
3
4
4
5
1b
3
4
4
4
4
5
11'
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 THATTHE "MAX POSTS PACING
(SPAN)- SHOWN ON SHEETS LBxx.x IS NOT EXCEEDED.
2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL 3/1-6.3.
3. THIS TABLE DOES NOTAPPLY IF THE SIDE PLATES ARE PROVIDED
FOR AESTHETICAL PURPOSES AND THE BEAM IS CONNECTED TO
THE COLUMN DIRECTLY PER 2/1-6.3 OR WITH A BRACKET PER 1/1_4.3
& 1/L6.3.
TABLE 1 - MINIMUM NUMBER OF COL
REQUIRING TOP ATTACHMENT
PER 3/L8,3
SHEET INDEX - LATTICE STRUCTURES: TYPE E
GOA -TITLE SHEET, DESIGN LOADS, GENERAL NOTES
G0.2 - IAPMO APPROVAL
L1.1 -LATTICE STRUCTURES: TYPE E
L1.5 -LATTICE STRUCTURES: TRIBUTARYWIDTHS TO BEAMS
L2.1 -LATTICE STRUCTURES: SNOW LOAD DESIGN: NEED TO CONSIDER DRIFT
AND SLIDING DESIGN
L2.2 - LATTICE STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION FACTORS
DUE TO DRIFT AND SLIDING
L3.1A - LATTICE STRUCTURES: ATTACHED COVERS RAFTER SPANS
L4.1 - LATTICE STRUCTURES: BEAM PROFILES
L4.2 - LATTICE STRUCTURES: COLUMN PROFILES
L4.3 - LATTICE STRUCTURES: CONNECTORS
L4.4-LATTICE STRUCTURES: FAN BEAM DETAILS
LSA -LATTICE STRUCTURES: ATTACHMENTTO EXISTING BUILDING
L6.2-LATTICE STRUCTURES: CONNECTION DETAILS
L6.3-LATTICE STRUCTURES: CONNECTION DETAILS
L7.1 -LATTICE STRUCTURES: FOUNDATION DETAILS
L7.2-LATTICE STRUCTURES: FOUNDATION DETAILS
LBxx.x-LATTICE STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx PSF
LL/SL, 1xO MPH
G9.1 -ADDITIONAL STATE LICENSURE STAMPS
LATTICE COVER STRUCTURE TYPE E: ATTACHED SINGLE SPAN WITH OPTIONAL CANTILEVER
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
FEssI
(
r
L rL� S 58 5
t�
9r�
OF cp'oF
DATE SIGNED: July 8, 2019
�i
TC"1-
AWCC
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
SAP�p
lYIo
0TM
ES
EXPIRES ON: JUNE 30, 2020
REVISIONS
MARK
DATE
DESCRIPTION
4 STEL JOB 0 DA02-02
DATE 07108/19
DRAWN BY RC
CHECKED MDS
IAPMO 195 V 3.1.1
LATTICE STRUCTURES:
TYPE E
L 1 . 1
i RAFTER
SEE NOTE 2
I'T
(E) BUILDING
RAFTER CONNECTION
TO 13LDG SEE NOTE 21
a
NI
Ld
I
Lu
Lu
I LATTICE 0: 3" OR 6" O.C.
a
SEE NOTE ,2
1
I
U
Coll'TYP I
m
_
a
RAPIER CWkNE"ON SEE NOTE 14 I
o
TO BEAM SEE NOTE 2'
F-
M 04
BEAM CLEAR SPAN
BEAM CLEAR SPAN
c
NOTE 1
LENGTH '1' SEE NOTE 1
C PLAN VIEW
NOTES:
PATIO CMR -IMrNSION�
A SEE DESIGN ASSUMPTION 4 ON GOA 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.
D. RAFTER OVERHANG 'OH' SHALL NOT EXCEED 257 OF RAFTER'S ADJACENT CLEAR SPAN.
E LATTICE OVERHANG 'OH' SHALL NOT EXCEED 25% OF THE TOTAL UNSPUCED LENGTH OF THE
LATTICE MEMBER OR 24", WHICHEVER IS LESS.
F. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN:
• TRIB (Bext)= Yz ADJACENT RAFTER CLEAR SPAN @ RIGHT
+ RAFTER OH 0 LEFT
• TRI13 (Sint)= Y2 ADJACENT RAFTER CLEAR SPAN @ RIGHT
+ Y2 ADJACENT RAFTER CLEAR SPAN 0 LEFT
• TRLB (BLDG)=Y ADJACENT RAFTER CLEAR SPAN
G. THE RATIO PA (COVER PROJECTION DIVIDED BY COVER LENGTH), NOT INCLUDING DECK OR BEAM
OVERHANG, SHALL NOT BE MORE THAN 2.25 WHEN USING DESIGN FOR ATTACHED PATIO COVERS
H. THE RATIO P/L (COVET? PROJECTION DIVIDED BY COVER LENGTH) CAN BE UP TO 4.0 WHEN USING
COLUMN AND FOOTING SIZES AS IF THE COVER WAS FREESTANDING.
A. SEE SHEET L4.1 FOR LATTICE PROFILES.
B. SEE SHEET L3.1A FOR RAFTER PROFILES AND MAXIMUM SPANS.
C. SEE SHEET L2.2 FOR REDUCTION OF RAFTER MAXIMUM SPAN WHEN DESIGNING FOR SNOW LOADS.
D. SEE SHEETS LEA FOR CONNECTION OF LATTICE COVERS TO (E) BUILDING.
E. ROOF OF STRUCTURES DESIGNED AS LATTICE COVERS SHALL REMAIN UNCOVERED. THERE SHALL BE
NO OBSTRUCTIONS TO THE FLOW OF WIND THROUGH THE LATTICE MEMBERS, SUCH AS FABRIC OR
PLANTS.
F. CLEAR SPACING OF LATTICE MEMBERS SHALL BE EQUAL TO OR LARGER THAN THEIR WIDTH, AND
NOTHING SHALL BE ADDED TO COVER THE LATTICE MEMBERS, THAT COULD OBSTRUCT WIND FLOW,
INCLUDING, BUT NOT LIMITED TO FABRIC OR PLANTS.
G. IF CLEAR SPACING BETWEEN LATTICE FRAMING MEMBERS IS MORE THAN 1.5 TIMES THEIR WIDTH (OR
ON CENTER SPACING IS MORE THAN 2.5 TIMES THEIR WIDTH), IT IS ACCEFTA13L.E TO DESIGN THE
STRUCTURE FOR A GROUND SNOW LOAD OF 20 PSF, EVEN IF THE SITE SPECIFIC GROUND SNOW
LOADS ARE HIGHER THAN 20 PSF AND UP TO 84 PSF.
B ISOMETRIC VIEW
3. BEAMS
A. SEE SHEET L4.1 FOR BEAM PROFILES.
B. SEE SHEET L4.4 FOR FAN BEAM DETAILS.
C. SEE SHEETS 9/1-7.2 & L8.xx.x FOR TABLES SHOWING MAXIMUM BEAM SPAN.
D. SEE SHEET L2.2 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR SNOW
LOADS.
E. SEE SHEETS L6.x FOR BEAM CONNECTIONS & DETAILS.
A. SEE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBER OF COLUMNS REQUIRED BASED ON
COVER DIMENSIONS.
B. SEE SHEET L4.2 FOR COLUMN PROFILES.
C. SEE SHEETS 9/0.2 AND L8.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING.
D. SEE SHEETS L6.x & L7.x FOR COLUMN CONNECTIONS & DETAILS.
A SEE SHEETS L7.1 AND L7.2 FOR COLUMN CONNECTION TO FOUNDATION_
B. SEE BEAM SPAN TABLES ON SHEETS LB.xx.x FOR MINIMUM FOOTING SIZE FOR PATIO COVER
SUPPORTED ON CONCRETE FOOTING, BASED ON BEAM SPAN SELECTED.
C. SEE L7.1 FOR ALTERNATE FOOTING SIZES.
D. SEE 9/1-7.2 FOR ATTACHED PATIO COVER SUPPORTED ON SLAB ON GRADE.
0
w
2
x
x
3.
TABLE 1
MINIMUM NUMBER OF POSTS REQUIRING
GTTAr-LIAAMUT PPR A/I R 3
WITH 2 x 6.5 x 0.032 SIDE PLATES
(SIDE PLATE TYPE SP3)
IN 5 D AND E D U
110B
110C
1205
12DC
1W8
130C
2
2
2
3
32
3
3
3
3
2
3
3
4
3
4
PIRI
3
3
3
4
4
3
4
4
4
4
3
4
4
4
4
4
4
5
5
S
5
7
-• WIT1i 2 x 6:5 x-DA42 SIDE PLATES - - - - --
(SIDE PLATE TYPE SPA]
TRIB
WIND S? E E D ANb E OSURE
WIDTH
Si06
110C
120B
1 12f]G
13DB
130C
V
2
2
2
2
x
3
6'
2
2
2
3
3
3
7
2
3
3
3
3
4
IT
2
3
3
4
3
4
!w
3
3
3
4
4
5
10
3
4
4
4
d
5
71'
3
4
4
5
5
8
12
3
4
4
5
5
S
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 LB.xx.x IS NOT EXCEEDED.
2. THIS TABLE IS 70 BE USED IN CONJUNCTION WITH DETAIL 3/1-6.3.
3. THIS TABLE DOES NOTAPPLY IFTHE SIDE PLATES ARE PROVIDED
FOR AESTHE71CAL PURPOSES AND THE BEAM IS CONNECTED TO
THE COLUMN DIRECTLY PER 2/L6,3 OR WITH A BRACKET PER 1/1-4.3
& 1/L6.3.
- (
A TABLE 1 - MINIMUM NUMBER OF COL,
REQUIRING TOP ATTACHMENT
PER 3/L8 3
SHEET INDEX -LATTICE STRUCTURES, TYPE F
GO.1 -TITLE SHEET, DESIGN LOADS, GENERAL NOTES
G0.2- IAPM0 APPROVAL
L1.2 - LATTICE STRUCTURES: TYPE F
1-1.5 - LATTICE STRUCTURES: TRIBUTARY WIDTHS TO BEAMS
L2.1 - LATTICE STRUCTURES: SNOW LOAD DESIGN: NEED TO CONSIDER DRIFT
AND BLIDI14G DESIGN
L2.2 - LATTICE STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION FACTORS
DUE TO DRIFT AND SLIDING
L3.1A- LATTICE STRUCTURES: ATTACHED COVERS RAFTER SPANS
L4.1 - LATTICE STRUCTURES: BEAM PROFILES
L4.2-LATTICE STRUCTURES: COLUMN PROFILES
L4.3 - LATTICE STRUCTURES: CONNECTORS
L4.4 - LATTICE STRUCTURES: FAN BEAM DETAILS
L6.1 - LATTICE STRUCTURES: ATTACHMENTTO EXISTING BUILDING
L6.2 - LATTICE STRUCTURES: CONNECTION DETAILS
L6.3 - LATTICE STRUCTURES: CONNECTION DETAILS
L7.1 - LATTICE STRUCTURES: FOUNDATION DETAILS
L7.2 - LATTICE STRUCTURES: FOUNDATION DETAILS
LBxx.x - LATTICE STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx PSF
LL/SL, 1x0 MPH
G9.1 -ADDITIONAL STATE LICENSURE STAMPS
LATTICE COVER STRUCTURE TYPE F: ATTACHED MULTI -SPAN WITH OPTIONAL CANTILEVER
TRI BUTARY W I DTH TABLE (FT)
OH
CLEAR SPAN (Fr)
(F)
6
7
8
9
10
11
12
13
14
15
16
1 17
18
19
20
21
22
23
24
0
3.0
35
4.0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
95
10.0
10.5
11.0
11.5
12.0
1
4.0
4.5
5.0
55
6.0
6.5 1
7.0
75
8.0
8.5
9.0
9.5
10.0
10.5
11.0
11.5
12.0
NP
NP
2
5.0
55
6.0
6.5
7.0
7.5
8.0
8.5
9.0
95
10.0
10.5
11.0
115
12.0
NP
NP
NP
NP
3
6.0
65
7.0
7.5
8.0
8.5
9.0
95
10.0
10.5
11.0
11.5
12.0
NP
NP
NP
NP
NP
NP
4
7.0
75
8.0
8.5
9.0
9.5
10.0
10.5
11.0
11.5
12.0
NP
NP
NP
NP
NP
NP
NP
NP
8.0
SS
9.0
9.5
10.0
10.5
11.0
11.5
12.0
NP
NP
NP
t NP
NP
NP
NP
I NP
NP
NP
NY-NUI YERMII IEU- SI IESPECIFIC ENGINEERING REQUIRED.
ROUNDUP TRIBUTARY WIDTH AS REQUIRED TO USE DESIGN TABLES.
NOTE: TRIBUTARY ON MULTIPLE SPANS IS EQUAL
TO CENTER SPAN TO CENTER SPAN
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
Q(Ly
[QFESSIY.
S 58 5
�q -1y
TF OF CAO
DATE SIGNED: July 8, 2019
APT'A
Zkwlva
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
ES
TM
EXPIRES ON: JUNE 30, 2020
REVISIONS
MARK I DATE
DESCRIPTION
4 STEL JOB # DA02-02
DATE 07108119
DRAWN BY RC
CHECKED MDS
IAPM0 195 V 3.1.1
LATTICE STRUCTURES:
TRIBUTARY WIDTH TO BEAMS
L1.5
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
DATE SIGNED: July 8, 2019
40'r' T I
m-,
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
EXPIRES ON: JUNE 30, 2020
I REVISIONS
1 MARK I DATE DESCRIPTION
4 STEL JOB H
DA02-02
DATE
07109/19
DRAWN BY
RC
CHECKED
MDS
IAPMO 195 V 3.1.1
LATTICE STRUCTURES:
ATTACHED COVERS
RAFTER SPANS
L3.1A
ALLOY
3.000"
0.018"
2 x 3 LATTICE TUBE
8
6"=1'-0"
ALUM. ALLOY 3004-H36
R
0.o1B" Ui $ N
�a
0
1.500"
OR 2.000"
L2 11/2 x 11/2 OR 2 x 2
LATTICE TUBE 6"=1'-0"
ALUM. ALLOY 30D4-H36
0.042
3.000"
_j
S-LX
8' RAFTER
-
3"=1'-0"
ALUM, ALLOY 3004--N36
R2 V x 6.5' RAFTER
3"=1'-O"
ALUM. ALLOY 3004-K6
PTo
2.000" 6.000"
Mw
DBL 2' x 6.5' RAFTER
Ru
3x8
RAFTER- FREESTANDING STRUCTURE
2x6112 RAFTER -FREESTANDING STRUCTURE
DBL. 2X6112 RAFTER
-FREESTANDING
STRUCTURE
LLIGSL
T
qN
SPACING
O/C
WIND SPEED / EXP.
LLIGSL
T
IN
SPACING
O/C
WIND SPEED / EXP
LLIGSL
T
(IN
SPACING
01C
WIND
SPEED
E1.
110 B
110 C
120 B
120 C
1305
130 C
115 B
110 C
120 B
120 C
130 B
130 C
110 B
1100
120 B
120 C
130 B
130 C
10
0.042
16"
263"
26'-3"
26-3"
26'-W
26'-3"
25=T
10
0.024
16"
14'-2"
14'-T
14'-2"
14'-2"
14'-2"
13'-9"
10
0.024
16"
19'-10"
19'-10"
1V-10"
19'-10"
19'-10"
1T-4.
24"
21'-6"
21'-6"
2V-6"
21'-6°
21'-6"
21'-0"
24"
11'-7"
11'-7"
11'-7"
11'-7"
11'-7"
1T-3"
24"
19-T
16'-3"
16'-3"
18-3"
W-7
IS -IT
20
0.042
16"
21'-10"
21'-10."
21'-10"
21'-10"
21'-10"
21'-10"
0.032
16"
18'-T
18'-T
1 B'-0"
18'-0"
18'-0"
17'-7"
0,032
16"
25'-3"
25'-3"
25'-3"
25'-7
26-3"
24'-8"
24'
1.T-10'
1T-10"
1T-10"
17'-10"
17'-10"
1T-10"
24"
14=B"
14'-8"
14'-8"
14'-8"
14'-B"
14'-4"
24'
29-W
20'-B"
2(Y-W
20'-B"
20'-8"
20'-2"
25
0.042
16"
21'S"
2V-V
21'-6"
21'2"
21'-3"
2D'-8"
0.042
16"
21'-9"
21 =9"
21'-9"
21'-9"
21'-9"
21'-2"
0.042
16"
30'-B"
30'-8"
37-8"
30'-B"
30'-8"
29'-1T
24"
1TT
1T-7"
1T-7"
17'-4"
17'-6"
16'-10"
24"
7T-9"
1T-9"
IT-9"
1T-9"
1T-9"
1T-3"
24"
25-1"
25-1'
25-1"
25'-i"
25'-1"
24'�"
30
0.042
16"
19'•1"
19`-1"
15-1"
19'-1"
19-1"
19'-1"
20
0.0248"
-9"
11'-9"
1t'-9"
11'-9"
11'-9"
11'-9"
20
O.D24
16`
16=T
16'7'
16T
16-7"
16-7"
16'7"
24"
16-T'
IV-7°
15'-7"
16 7"
1V-T
15'7"
9-8"
9'-B"
9.8'
9'-8"
9'-S"
24"
13-7"
13`7"
13'-7'
13-7'
13'7"
13 T
40
0.042
16"
161-8"
16:-8"
16'-8'
1V-8"
16'-8"
16-B"
D.032-3"
-T
15'-0"
15--0"
15.'-0"
1V-0"
15-T
0.032
16"
2T-1"
21'-1'
21'-1"
21-1'
2T-1"
2V-1'
24"
13'-6"
13'48"
1T-8'
13'-8"
13'-8"
13tB"
12'3°
12'-0"
12'-0"
12'-3"
12'-3"
24"
1T-3"
1T-3"
1T-3"
17'-T
1T-3"
17'-0"
50
0.042
16"
16-0"
15'-0°
15-0°
15'-T
15'-0"
15'-0"
0.042'-9'
E24!'14!-9'
1"
18'-1"
19-1"
18'-1"
18'-1"
18'-1"
0.042
16'
2&-67
25'-"
25-6"
26-V
2S{"
26-T
24"
11'-2"
1 V-T
11-2"
11-7
11'-2"
11'-2"
14'-9"
14'-9"
14'-9"
14'-9'
14'-9'
24'
20'-10"
2U-10'
2D'-10"
20-10"
20'-10"
20'-10"
60
0.042
16"
18'-9"
18'-9"
18'-9'
18'-T
18'-T
18'-1'
25
0.0246"
7"
11'-T
11'-7"
11' 6
it' 6"
11'-2"
25
0.02424"
16"
16-3'
16-3"
16-3"
16=1"
16 2"
15'3"
24"
16�"
15' 4"
15'-4'
15'-1"
15'-2"
14'-9"
9' 6
$ 6"
9' 6"
9 5'
9-2"
9-3"
93,
8 3"
83"
8'-3"
8-3"16"
72
0.042
1T-2"
1T-T
1T-T
1T-2"
1T-2"
iT-T
0.03224'
=9"
14'-9"
14'-9"
14'-0"
14'-7"
14'-2"
0.032
16"
20'-9"
29-9"
20'-9"
20'-6"
20'T
19'-10°
24"
14'-T
14'-0"
14'-0'
14'-T
14'-0"
13'-10'
12'-1"
1T-1"
12'-1"
11'-10"
12'-0"
1V-T
24"
1T-0"
IT-T
1T-0"
16'-8"
16'-9"
161-3"
84
0.042
16
16-11"
15'-11"
15'-11"
16-11"
15'-11'
15'-t1'
0.042
16"
1T--9'
17'-9"
1T-9"
1T-7"
1T-8"
1T-1"
0.042
16"
25'-1"
25'-1'
25-1"
25-1'
25'-1"
25'-1"
24"
1311-0"
1 13'.-0"
13'-0`
13'-0"
13'-0'
13'-0"
24"
14'-7"
14' 7"
14'-7"
14'-0"
14'-6"
14'-T
24"
20'-6"
20'-6'
217-6'
20-T
20'-6"
2V-6"
NOTE:
IT IS ACCEPTABLE TO SUBSTITUTE:
(2) 3xB @ 32"OC IN LIEU OF (1) 3x8 0- 16"OC
(2) 3x8 @ 4B"OC IN LIEU OF (1) 3x8 Q 24"OC
- (2) 2x6 @ 32"OC IN LIEU OF (1) 2K6 @ 16"OC
- (2) 2x6 Q 48"OC IN LIEU OF (1) 2x6 @ 24"OC
ALLOWABLE RAFTER SPANS
30
0.024
16"
10'-3"
10'-3"
1 U-3"
10'•3'
10'-3'
10'-3"
30
0.024
16"
14'-0"
I V-V
14-6"
14'-6"
14'-6i"
14'-6'
24"
8'-6"
0'-6`
8'-6"
8'-6"
8'-6"
8'-6"
24"
111-10'
11'-10"
11'-10"
111-10"
ill -IT
11'-10"
0.032
16"
13'-1"
13'-1"
IT -I"
IT-1"
13'-1"
IV-1"
0.032
16"
18'-4"
1B'-4"
IIT-4"
1&-4"
1IT-C
18'-4"
24'
10'-8"
101-8"
101S"
101S"
10'-8"
10'-8"
24"
15'-1"
15'-1"
15'-1"
151-1"
16-1"
15'-1"
0.042
16"
16-9"
16-9"
15'-9"
15"-9"
15'-9"
15'-9"
0.042
16"
22'-2"
22'-2"
22=2"
22-2"
222"
22-2"
24"
12'-10"
12-10"
12-10"
12'-10"
12'-10"
12'-10"
24'
18'-2'
18'-2'
18-2"
18-2"
18'-2"
18-2"
40
0.024
16"
9'-1"
9'-1"
9'-1"
9'-1'
9'-1"
V-1"
40
0.024
16'
12-W
12-B"
17 8"
12'-8'
12'3"
12'3"
24'
7-2"
T-2"
T-2
T-2"
7-2"
7-2"
24"
10'-4'
10'-4"
10'-4'
10-4"
10'-4"
10'4"
0.032
16"
11'-S"
11'-S"'
1 V-6"
11'S"
1T-6"
11'-V
0 .032
16"
16'-1"
16"-1"
1G-1"
16'-1"
16--1-
16--1-
24"
9'-4"
9-4"
9'-4"
9'-4"
9'-4"
g'.4"
24"
13`-2'
13'-2"
13'-2"
13-2"
13'-2"
13'-2"
0.042
16"
13'-9'
13'-9"
13'-9"
13_9'
13'-9"
13'-9"
0.042
16'
19'-4"
19'-4"
19'-"
19W
1V-"
19'�
24"
11-3"
1V3"
1.13"
1T3"
1T-3"
11'-3"
24"
15'-10"
15,-1T
15-10"
15'-10"
15-10"
16-10"
50
O.D24
16"
8'-2"
8'-2'
W-2"
8'-2'
B'-T
8'-2"
SD
0.024
16"
11'-4'
11'-4'
11-4'
11-4"
11-4"
11'-"
24'
51-r
6-T
6-9"
5'-9"
5'-9"
6-9°
24"
9-4"
7 4"
9-4"
9-C
9'4'
9'-4"
0.D32
16"
10'-3'
10'3"
10'-3"
10'3"
10'-3'
10'-3"
0.032
16"
14'-6"
IV-67
14'�"
14LW
1V-6-
14'- 6"
24'
8'-4"
U-47
8'-4"
B'-4"
8'-4"
g_4"
24„
11=10
11'-10'
111•10'
11'-10"
11'-10"
11'-10"
0.042
16"
12-6"
125"
12'S"
12'3"
12'-6'
12'-6"
0.042
16"
17'-6"
1 T5"
1 T-6"
1 T-6"
17'S"
1 T-6"
24"
10'-2"
10 7
10'-7
10'-T
19-2'
1U-2"
24"
14'-3'
1W-W
14-3"
14-3°
14'3"
14'3"
60
0.024
16"
V-8"
5'-8"
V-8"
5'-7"
67"
V-W
60
O.D24
16"
7-17
T-12"
T-12"
T-11"
7-11"
T-8"
24'
V-6"
5'-6"
5'-6"
5'5"
65"
5'-4"
24
T-9"
T-9-
7-9"
T-8"
T-W
7-17
0.032
16"
8'-9'
V-9"
8'--9"
B'-7'
8' 7"
B'S'
0.032
16"
12'-C
12'-4"
12i4"
12-T
12'-2'
I 11-10"
24.
T-1"
77-1"
T-1`
6'-12"
V-12'
6'-10'
24"
10'-1"
10'-1'
10-1"
9'-11,
9'-12"
9'-8"
0.042
16"
10'-11"
10'-11"
10'-11"
10'-9"
10'-10"
10'S"
0.042
16"
14'-10"
14-10'
14-10"
14'-17
14'-10"
14'-10"
24"
8'-11,
8'-11°
8'-11"
8'-10"
8'-10'
B'-7"
24"
12'-W
12-8"
12'-5"
12'-6'
125"
12'-2"
72
0.024
16"
V-2"
5-2"
5'-2'
5'-2"
5'-2'
5'-2"
72
0.024
16'
G-11-
G 11'
5-11"
6' -11'
6'-11"
6'-9"
24"
6-1'
5'-1"
5-1"
5'-1'
V-1"
4'-12°
24'
6-11'
6-11'
6-11'
6'-11'
6'-11"
6'-9"
0.032
16"
T-12"
T-1Z'
T-12"
T-12"
T-12'
7-11"
0.032
16-
11'-3"
11-T
11'2'
11'-7
113"
11-2"
24'
61-6*
6'-6"
6=6'
G-V
6'S"
6'-5'
24"
9-3'
9-3'
9-3'
9-3"
9-3'
9-1"
0.042
16"
9' 12'
9'-12"
9-12'
T-12"
T-12'
9'-11'
0.042
16"
IT-11"
13'-11'
13-11'
13-11'
13'-11"
13-11"
24'
8'-2"
8'-2"
8-2"
8-2'
SLT
8'-1'
Zr
11' 7"
11'-T
11-7-
11=T
11'T
I V-V
84
0.024
16
4-10"
4'-10"
4'-10"
4'-10"-
4'-10'
4'-10'
84
0.024
16"
V-12"
5L12"
6-12'
6-12"
5-12"
VA2Y
24"
4' -8"
4'-8°
4=B"
4'S'
4AP
V-48
24'
6-12`
6-12"
6-12"
5'-12'
5'-12"
5'-12'
0.032
1T-5"
T-5'
TS
T-5''
7' 5"
0.032
16"
101-6"
19-61
10'-6'
10'-6"
1D'S"
10'S"
6'-1°
6-1"
6-1,
6-1"
6-1,
24"
8'7"
B'T
8'7'
V-T
ENT
8-7
0.0427'-T
f244-7-7-
9'�{"
9 4'
9'�t°
I 9'-4"
9'-4"
0.042
16"
13'-2'
13'-2'
13-2'
13'-T
13'-2"
13'-2°
7'-7"
T 7'
T T
T-7"
24"
10'-9"
10'-9"
1 10-9'
1 10'•9'
1 D-9"
10' J'
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
�FE53IQ�9
S 58 5
Ct=
��
DF CAO
DATE SIGNED: July 8, 2019
"r 77
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
SAP
M�
E
SOT,
EXPIRES ON: JUNE 30, 202D
REVISIONS
MARK
DATE
DESCRIPTION-
4STELJOB# DA02-02
DATE 07108119
DRAWN BY RC
CHECKED MDS
IAPM0 195 V 3.1.1
LATTICE STRUCTURES:
FREESTANDING COVERS
RAFTER SPANS
L3.1 F
ALUM. ALLOY G063-T6 ALUM. ALLOY 3004-H36 ALUM. -ALLOY 3004 H3fi ALUM. LLO AY 3004 H36
STEEL ASTM A653-SS GRADE 50 G60
1.229'
2.139'
0.065' 2,010'
TYP. 1908"
bDg*
� 0 12 GA
CONTINUOUS
STEEL INSERT
0.042 `V (o
4 c o in co Q
co N M7
r' 0.086" °0 r� 0. 42'
TYP.-
_- - - - _ - - - - 3.000"
0
N
li J
0
2.824" 3.000'
NOTE: 3.000"
SEE 1/S4.6 FOR DETAILS AT FAN BEAM.
i
FAN BEAM �8x ALUM. BEAM W/- 3 x 8 x 0.042'x 3x Q032- ALUM. BEAM W/-
BSERT 3"=t' o" 3°=1' 0" 65 12 GA STL V CHANNEL
ALUM. ALLOY 3004-H36 UM. ALLOY 3004 H36 'ALUM' ALLOY 3004"H36
0.9845° ALUM. ALLOY SODA-H36 ISM ASTM A65�SS GRADE 50 060
STEEL ASTM A653 SS GRADE 50 G60
ALUMINUM BEAM
& CONTINUOUS
STEEL INSERT
PER 814/S4.2 0.042"
o TYP. TV.
b b 0.642 b
0 0 TYR Iq
o in m ro
0
L L
2.ODD' 4.D00 2.000"
F2.898" mil 4.000" i 3.000" 3.000, �, 4.W L 0' �
3.000'
MAX. MAX
3.000"
71
3 x 8 x OA42" W/ DBL 3 x 8 x 0A42` ALUM BEAM B,#2 DBL 3 x 8 x 0,042" 89 DBL 2 x 61/2 x 0.042'
B19 12 (3A STL'lP CHANNEL s"=t' D" B15 W/ 14 CaA STL INSERT
"=1'_p"
ALUM. ALLOY 3D04-H36 ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004-H36 ALUM. ALLflf 3004 H36
STEEL ASTM A653-SS GRADE 50 G60 STEEL ASTM A653-SS GRADE 50 G60 1 �9. STEEL ASTM A653-SS GRADE 50 G64
ALUMINUM BEAM
ALUMINUM BEAM & CONTINUOUS
& CONTINUOUS STEEL INSERT 14 GA.
STEEL INSERT PER B14/S4.2 � CONTINUOUS
PER B18/S4.2 TYP. STEEL INSERT
TYP' 0.030 o
c o 116
0 m n 0.1 Z
coTYP
N
Ll IL----� O
2.000" 4.000" 2.000"
2.a24" MAX.
3.000" 4.000" 3.000 3.000" S_0 0" 3.000"
MAX MAY, 3.000'
i 19 DBL 3 x 8 x 0.04T W/ DBL 3 x 8 x 0.042' ALUM. BEAM B13 3 x 8 x 0A4r ALUM. BEAM W/- B10 DBL 2 x 61/2 x 0.032'
12 LiA STL 'U' CHANNEL 3"=1' 0" B18 W/ 12 G k STL INSERT 3"=1' 0' 14 GA STL INSERT 3"=1'-0'
ASTM A500 GRADE B ASTM A500 GRADE B JALUM. ALLOY 3004-H36 JALUM. ALLOY 3004-H36
3" ALUMINUM OR STEEL
POST PER PLAN
N
O
0.1 B8" '
0.032'
0 0.1 BS' 0lb
00
0 ro ri
0.042" 3.000"
3.000" 18 -
4.000' o
NOTE NOTE: 2.000" 3.000" 2.000" I
IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) WITH IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY
ALUMINUM BENT PLATES FOR AESTHETICAL PURPOSES. NO FASTENERS SECTION C1 FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. NOTE:
ARE REQUIRED. SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF SEE TABLE 1 ON L1.x FOR APPLICATION OF THIS DETAIL
UNDERSIDE OF THE BEAM/COLUMN CONNECTION. THE BEAM/COLUMN CONNECTION.
C10 HSS 4 x 4 x 3/16 _HS3 3 x 3 x 3/10 �e� 0.042' SIDE PLATES 3' SQ. ALUM. POST
3.=1,-0. 3.=1--0"
ASTM A500 GRADE 7B j ASTM A500 GRADE I ALUM. ALLOY 6063-T6 I.ALUM. ALLOY 3004-1-136
c 0.762'
."�
-q- LTyp
1-5011
0.04$
0.250" � p 0.400'
0 0.250" c o 0.462" o g-Z
R0,125
c 46 iYP. �,
n
4.000° 3.000" 3.DD0' c
3.000"
NOTE: NOTE NOTE: NOTE:
IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) WITH 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
ALUMINUM BENT PLATES FOR AESTHETICAL PURPOSES. NO FASTENERS SECTION C1 FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. SECTION C1 FOR AESTHETIC& PURPOSES. NO FASTENERS ARE REQUIRED. SECTION C1 FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED.
ARE REQUIRED. SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE SLEEVE SHALL EXTEND FROM THE FOUNDA11ON TO THE UNDERSIDE OF SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF
UNDERSIDE OF THE BEAM/COLUMN CONNECTION. THE BEAM/COLUMN CONNECTION. THE BEAM/COLUMN CONNECTION. THE BEAM/COLUMN CONNECTION.
C11 HSS 4 x 4 x 1/4 CS HSS 3 x 3 x 1/4C2 3' SQ. ALUM POST
3"=1'-O" 3"=1--0' 3"=1'-O" 3"=1'-0"
ASTM A5OO GRADE B STEEL A653 GRADE 50 OP60 1AUJIM. ALLOY 30D4-H36
3" ALUMINUM OR STEEL
POST PER PLAN
0.048'
0.313' C. o o
to M7 R0. 225 m
a 45� IYP. M
n
Li
3.000" 3.OD0" OA32"
NOTE. NOTE3.000" 2.000
IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY
SECTION Cl FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. S IS ACCEPTABLE AESTHETICAL COVER THIS COLUMN O N (FULL HEIGHT) BY
SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF SECTION C1 FOR DFROMPURPOSES. IO OTHEFASTENERS ARE REQUIRED. NOTE:
THE BEAM/COLUMN CONNECTION. SLEEVE SHALL EXTEND FROM THE FOUNDATION, TO THE UNDERSIDE OF SEE TABLE 1 ON L1.x FOR APPLICATION OF THIS DETAIL
THE BEAM/COLUMN CONNECTION.
C HSS 3 x 3 x 6/16 3' S0, STEEL POST SP3 0.037 SIDE PLATES
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
�F-ss1 l
S585
0C-T
E OF CAO
DATE SIGNED: July 8, 2019
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305,11501 FAX 949.305.1420
SAP
M�
ES
OTM
EXPIRES ON: JUNE 30, 2020
REVISIONS
MARK DATE DESCRIPTION
4 STE ' JOB # DA02-02
DATE 07108/19
DRAWN BY RC
CHECKED MDS
IAPM0195 V 3.1.1
LATTICE STRUCTURES:
COLUMN PROFILES
L42
ALUM. ALLOY 606Y7T6 JALUM. ALLOY 6063-T6
2.875" O'Os0"
0
ri
0
0
0.060"
ri
'� 000• 3 p0$
NOTE:
BRACKET IS A LONG
�1 V BRACKET AT COLUMN 9 'FP BRACKET
6"=1'-0" N.T.S.
❑g '1`I STEEL ASTM A36 ALUM. ALLOY 6063-T6
0
0
N
O
O
N
0 0.065" o
O 0
CV U
2 pp0• qq
a Z'�a" l 2.275•
a
O LENGTH = 2Y" @ SINGLE 3 x 8 OR 3 x 3 BEAM BELOW
8pO LENGTH= 63/4" @ DOUBLE 2 x EV2 BEAM BELOW
LENGTH = 8Y4" @ DOUBLE 3 x 8 BEAM BELOW
� ROOF BRACKET (�)�B CKETLSx 8 x V4 x 2' 3"=1'-0" /2' RAFTER TO BEAM 6"=1'-D"
STEEL ASTM A3S UM. ALLOY 6063-T5
0
N 0
O
N O
0,065"
co
o TYf�. 4J
0
0
N
Op* 2,20
3.315,
0 2.qq•
0
o LENGTH = 2Y" @ SINGLE 3 x 8 OR 3 x 3 BEAM BELOW
LENGTH = 63/4" @ DOUBLE 2 x Eh" BEAM BELOW
LENGTH= 8"-" @ DOUBLE 3 x 8 BEAM BELOW
8 SNOW BRACKET CKET
L12 x 8 x V2 x 2' 2"=1'-0" (3)MRAFMR TO BEAM s"=r-a•
ALLDoaE CLEAR DIMENSION TO EFM
SEE TABLE 18 ON L&1
UH3iACKET AND ATTACHMENT
PER 2/L6.2
3 x 8 WOOD FILLED
ALIMINLMt RAFTER
ALUMINUM LEDGER
(3) N2 0 FULL-W EADED E
ROOF EST
LAG SCREWS W/- 4
PER 6A4.3
PBMU ARON INTO (E) DONf
TRUSS TOP a -um OR
(3) VO FULL -THREADED
R*7ER
LAG 3CITERS W/-2V'
PENETRATION
I
_1J
(E) BLOCKING BETWEEN
CUNT RAFTERS OR TRUSSES,
(E) CONT. TRUSS NHS O�
Op:
P CHORD OR (E) YIALL SEE
RAFTERS @ 24" OC NOTE ABM
(E) RAPIER OR TRUSS BACXSPAN r
Nag 5-0" MN 454' M4X
1. EXISTING ROOF DESIGN LOADS RDL = 3 PSF (MN) TO 8 PSF (MAX)
2. NEW PATIO DESIGN LOADS: LL = 50 PSF MAX
3. PLACE "SIKA FLOC OR SIMILAR MATERIAL BETWEEN BRAN AND COMW E SHINGLE
ROOFING TO PROVDE SEA..
4 EIRACKET MJST BE ORIENTATED TOWARDS ROOF EDGE AS SHOWN.
5, USE THIS DETAIL WITH ROOF EIRACKET PER 6A4.3 AND TAKES 1 MID 1B ON 15.1.
6. VERTICAL LEG OF BRACIU SHALL EE LOCATED 2' MAK FROM FACE OF WALL, ON
ET HER SIDE OF WALL.
CONNECTION TO TOP OF EXISTING ROOF
�J�$L = MAX.
kLOAAAa-E CLEAR DIMENSION TO W M D>O"
SEE TABLE to ON L6.1 SEE TABLE 1
2 x 6V" OR 3 x 8 WOOD ON LIS I
FILLED AIM" LEDGER -
UHT AND 1
ATTAN09 PER 2/L6.2- I I
ALL1MNlLd
I
fBAFTER
ROOF ELtACI�f
ORIENTATION 4
MIN,
MIN
(E) WALL SEE
NOTE ABX
(F.) EAVE OH
24' MAX
ROOF BRACKET PER 5A4.3
(3) VO RAM -THREADED
LAG SM2 5 W/- 1 Y"
P94ETPA11ON
(3) Y2"0 PULL -THREADED
LAG SCREWS W/- 4°
PENETR4110N
3 x 6' WOOD RUID
2 x 6T WOOD FIU.ED
ALUMINUM LEDGER
ALUMINUM LEDGER
DECK/RI
WHERE OCCURS�
WHERE OCCURS
DIRECTIC
O U
O U
I
J J
0 0
J J
o In
COLUMN
®`
a¢
¢a
BEAM -
V
BEAM -
COLUMN
RAFTER TO LEDGER CONN£CnON
W$ - Q929EQ O4PA E-N Tx TEE EASTIIN EIUILD +1G M L
1. WHEN CONNECTING TO AN EXISTING BUILDING WALL WITHOUT
OPE NNG5, SITE -SPECIFIC ENGINEERING IS REQUIRED TO VERIFY
ADEQUALYY OF THE EXISTING STD WALL FRAMING W-EN THE PATIO
CDVER PROJECTION IS WADER 7" THE MAX PROJECTION SHOWN
IN THE FOLLOWING TABLE.
4. WHEN C34,ECTING TO AN EXISTING BUILDING WHERE AN OTENNG
IS PRESENT UNDER THE ATTACHMENT OF THE PATIO TO THE EAVE
OR THE WALL, SRE-SPECIFIC ENGN10EMNG IS REQUIRED TO VERIFY
ADEQUACY OF THE EXISTING STUD WALL FRAMING (INCLUDING
HEADER SIZE) WHEW THE PATIO COVER PROIECIION IS UNDER THAN
THE MAX PROJECTION SHOWN IN THE FOLLDAING TAKE OR WHEN
THE EXISTING OPENING IS WIDER THAN THE MAX OPENING WIDTH
SHORN IN THE FOLLOWING TABLE.
3. NO ADTIONAL SITE SPECIFIC ENGINEERING IS REQUIRED WHEN
EXISTING OPENINGS / PROJECTIONS ARE BOTH 944LER THAN
THOSE STATED ABOVE.
II:� �i: u.175 H• ��
(E) OONT. TRUSS TOP CHORD
OR RAFTERS IA 24' O.C.
(E) OR TRUSS BAC KSPAN
6-C MN 40-11' LOX
Nam.
1. EXISTING ROOF DESGN LOADS:- ROL = 3 PSF (MN) TO 8 PSF (MAX)
2. NEW PATIO DESIGN LOADS LL = 10 PSF MAX (NO SNOW LOAD)
3 RACE'Ism FLEX' OR SIMILAR MATER& EEIWEBN mAcie AND OOt can SHINGLE
ROOFING TO PROVIDE SEAL
4. USE A-TERNATE BRACKET ORIENTATION WHEN D < if.
5. USE THIS DETAIL WITH ROOF EIRACKET PER 5/L4.3 AND TAEIES 1 AND to ON L6.1.
CTI�ON� TO TOP OF EiOSTTNG ROOF
CONNECTION TO EXISTING ROOF
NTS
TABLE 1- CRITERIA TO VERIFYTHE NEED
FOR SITE -SPECIFIC ENGINEERING
LL/GSL
MAX
MAX
(PSF)
PROJECTION
OPENING
LENGTH
WIDTH
10.20
181-D"
T-0"
25 TO 50
14'-0"
W-0'
60
121•0"
4'-0'
BLDG
(E) STUD WALL 3° x 6" x 0.042" BEAM
(3) V0 LAG
SCREW
� o (3) #14 SMS
ii �_ EA. SIDE
ARIBA AIRY I MIN, a
TRIBUTARY
AREA
f0' EO. DECK/RAFTER
PLAN DIRECTION
BEANS CONNECTION TO HOUSE
NTS
LEDGER OR WALL
HANGER w/ FASTENERS E 1" THICK MAN[ LATH AND
PER TABLES 3A OR 4 ON 1.11 PLASTER OR WOOD SIDING OR
1, 2 OR 3 COATS OF STUCCO
SEE NOTE 3
RAFTER BRACKET AND I
ATTACHMENT PER 2/1-6.2 --1 Tr'L-r wiz
2xOR 3x J w�
ALUMINUM RAFTER
2 x WOOD STUD WALL
SIM AT CONCRETE, BRICK
NOTE: OR MASONRY WALL
1. WALL LEDGER SHALL BE:
- NOMINAL LUMBER SIZE 2 x 6 (AT 2 x 6VZ MINIMUM RAFTERS),
- NOMINAL LUMBER SIZE 2 x 8 (AT 3 x B MINIMUM RAFTERS), OR
- KILN -DRY WOOD -FILLED 2 x W OR 3 x 8 ALUMINUM SECTION.
2. REFER TO TABLES ON L6.1 FOR SELECTION OF LEDGER MINIMUM
SIZE TO ALLOW FOR ATTACHMENT OF RAFTER BRACKET TO LEDGER.
3. PLYWOOD SHEATHING DOES NOT COUNT TOWARD THIS 1" MAX.
WALL CONNECTION
"D" SEE TABLE 1 ON SL6.1
(Ej B-TICKING BETWEEN
CONE. RAFTERS OR
(� NAILS
SIMPSON A35 - SEE TABLE 2
TRUSSES WHERE OCCURS
OR SUMON
L6.1 FOR SUREVIS AND
NUMBER OF A35s REOD.
UHT AND
ATTACHMENT PER
2/1-6.2 SEE NOTE 2
2xOR 3x
A-UMINUM E) OONT. TRUSS
RAFTERS TOP CHORD OR
EXISTING FASCIA RAFTERS @ 24' 00
9�fc PLYWOOD SHEATHING (SEE NOTE ABJJE
WHERE OCCURS
E CLEAR ones CA! TO i3E? m (E) SAVE OH RAFTER OR TRUSS BUM
RE TAKE I ON Lrxl 24 MAX 44 MN 4U MAX
NUM.
1. EDSTING ROOF DESIGN LOADS:
RDL = 3 PSF (MM TO 8 PSF(MAX)
RJ,/GSL = 10, 20, 25, 30, 40 OR 50 PSF
2. FAswRs TO BE LOCATED 4' MIN FROM SPUJCE IN (E) FASCA
BOOM AVNO 2' CLEAR FROM TOP AND BOTTOM OF (q FASOA E113%.
A CONNECTION TO EDGE OF EXISTING ROOF
E 1" THICK MAX LATH ANTI f
PLASTER OR WOOD SIDING OR
1, 2 OR 3 COATS OF STUCCO 3" x 5- RAFTER BZACI4T
SEE NOTE 6
NQf6•
1. 115E OF THIS DETAIL IS LIMITED TO THE FOLLOIMNG
FOR LL/GSL = 10 PSF, MAX TWB AREA TD CONNECTION = 100 FT2
FOR LL/GSL = 20 OR 25 PSF, MAX TRB AREA TO OChNECTION = 55 FT2
FOR GSL = 30 PSF, MAX TFaB AREA TO CCAPECTrm = 45 PT2
FOR GSL > 30 PSF, DETAIL IS NOT AJ.OAED
P. SEE PLAN FOR DEFINTTION OF TRIBUTARY AREA
3. BEM MUST LINE UP WITH E)ISIING FULL HEIGHT WALL SPUD. NO OPENING ALOWED
4. UNDER
( U2) I-TZ W/ 4 EMBED 0 CONIC WAU, W/ 6' SPACING
5. 115E III TAN. Bf ACIsE7 & (2) %- HI0I 10-3 W/ 4" T?I @ CMU WALL W/ Tf'
SPACING
6. PLYw00D SfAmm DOES NOT COUNT TOAI4RD THIS 1" MAX
(E) 1` THICK MAX LATH AND
PLASTER OR WOOD SIDING OR
1, 2 OR 3 COATS OF STUCCO 1 1 (N) OR (E) 2 x WOOD
SEE NOTE 1
CONNECTION OF
RAFTER BRACKET
TO LEDGER PER
TABLE 38, 3C OR
3D ON LSA
j
)-Cr0NNECT10N1-1/2"=1'-O"
ER TO WALL LEDGER / FASCIA
NO
LEDGER TO WALL
FASTENERS PER
TABLE 3A OR 4
ON L6.1
LEDGER OR FASCIA,
OR2xfii¢OR 3x8
WOOD FILLED ALUMINUM
MEMBER
4t'rU
SMS PER 3/L6.2,
TYP
AFTER PER PLAN
BRACKET, SIM TO
2/L4.3 OR 3/L4.3
NOTE:
1. PLYWOOD SHEATHING DOES
T
COUNT TOWARD THIS 1" MAX.
(E) 1` THICK MAX LATH AND
PIASTER OR WOOD SIDING OR
1, 2 OR 3 COATS OF STUCCO
SEE NOTE 2
RAFTER PER PLAN
FOR LL/SL = 10 PSF,
USE (2)#14 SMS EA SIDE
FOR LL/GSL = 20, 25, OR 30 PSF,
USE (3)#14 SMS EA SIDE
FOR GSL = 40, 50, 60, 72 OR 84
PSF, USE (4)J14 SMS EA. SIDE
OF CA0`Ii
U BRACKET, SIM TO
2/L4.3 OR 3/1-4.3
ATTACHMENT PER TABLE 3A OR 4
ON L6.1
NOT>r (E) STUD WALL @ 1 s" O.C.
1. USE LEDGER PER 2/1-6.2 WHERE RAFTER SPACING EXCEEDS
E: 3 XISTING STUD SPACING.
2. PLYWOOD SHEATHING DOES NOT COUNT TOWARD THIS 1" MAX.
RAFTER TO STUD WALL
CONNECTION
2485 RAILROAD ST,
CORONA, CA 92680
951.736.4500
S585
DATE SIGNED: July 8, 2019
V'wm-'� TCL.
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
SAP
M�
OTM
ES
EXPIRES ON: JUNE 30, 2020
REVISIONS
NARK
DATE
DESCRIPTION
4 STEL JOB # DA02-02
DATE 07100/79
DRAWN BY RC
CHECKED MDS
IAPMO 195 V 3.1.1
LATTICE STRUCTURES:
CONNECTION DETAILS
L6.2
LATTICE ATTACHMENT PER
#8 SMS 7/1-6.3
3xBx0.42BEAM
OR 3' SO. STEEL BEAM
DOUBLE BEAM (4) #14 SMS EA (6)-#14 SOS @ EA SIDE
B9, B10, B12, RAFTER TO COLUMN TOP & BOT TOTAL = 24
B15 OR B16 (8 TOTAL)
• a
' IX" SO. OR 2" SO. OR
2 x 3" LAITTCE @ 3" O.C. 5/8"0 HOLE WITH
MIN. UP TO 6" O.C. MAX ® I PLASTIC PLUG, AS H BRACKET PER 1/S4.5
OR 1/L4.3
I , REQ'D, TYP. IT IS t
ACCEPTABLE TO USE
ONE HOLE TO 3' OR 4' SQ.
- - — -- - RAFTER -- - — - } - INSTALL SEVERAL— — ALUM. OR STEEL -POST— -
I l SCREWS, TYP.
I
3 x 3 x .024 (3) #14 SMS NOTES:
CONNECTOR EACH SIDE THIS DETAIL IS TO BE USED AS AN ALTERNATE TO DETAIL 3/S6.3
NOTE.
THIS DETAIL IS NOT TO BE USED IN LIEU OF A COLUMN.
T LATTICE TUBE TO RAFTER 4 STUB COLUMN TO DBL SEAM � "H' BRACKET TO POST
LATTICE ATTACHMENT PER 7/1-6.3
1 2" MAX SPLICE
WHERE OCCURS
(6) #14 SMS @ EACH (INT COL ONLY)
DBL RAFTER
HEADER TO COLUMN DOUBLE BEAM B9,
(12) FASTENERS PER
U BRACKET PER 2/L4.3 CONNECTION B10, 812, 815 OR
OR 3/L4.3 (4) #14 SMS EA RAFTER B16
TO COLUMN (B TOTAL) 5/B"O HOLE WITH 11 I
5/8"0 HOLE WITH PLASTIC PLASTIC PLUG, AS I II I
PLUG, AS REQ'D, TYP. IT IS REQ'D, TYP. IT IS I I
ACCEPTABLE TO USE ONE ACCEPTABLE TO aI
EF90 I HOLE TO INSTALL SEVERAL USE ONE HOLE
SCREWS, TYP. TO INSTALL
I SEVERAL SCREWS, I II
O TYP. I II i
I ATTACHMENTS PER 2/L6.3
a O ® I (2) #14 SMS EACH
r,:•
I SIDE T&B @32' I I ARCHITECTURAL SIDE
DBL BEAM B9, 910, B12, O.C. PLATES, WHERE OCCUR,
G I I B15 OR 916 SHALL STOP & FLUSH
w I I BELOW BEAM
3" OR 4' SQ. POST W/
OPTIONAL SIDE PLATE OR 3" OR 4' SO. POST
ARCH COL WHERE OCCURS
BRACKET
SCALE: 6`=1'-0' Dr 176E RAFTER TO DBL BEAM [7BL BEAM TO GOL
CONNECTION
3" WIDE BEAM TYP 92,
RAFTER (2)-#14 x %7 TEX 95, 811, 813 OR B14
Of 0.5" SCREWS EPGH SDE 1 2' MAXO SPLICE
� �� � OR g' BEAM (6) #14 SMS EA. SIDE WHERE OCCURS
BRACKET SMS PER ELEVATION, T11'. AT SIDE PLATE SP3 B (INT COL ONLY) 'n
(8) #14 SMS EA. SIDE B
W-0 PLASTIC PLUG, TIP. AT SIDE PLATE SP4.
SEE NOTE 1. �i•
BRACKET PER 2/L4.3 (4}#14 x �4" TET( SCf;£WS
a
OR 3/L4.3 TO TA PROVIDE FULL BEARING OF ` v
SINGLE 3 x 8 OR 3 x 3 BEAM ON POST. tL
BEAM BELOW l^l
7 WO HOLE WITH PLASTIC PLUG, AS
REQ'D, TYP. IT IS ACCEPTABLE TO
USE ONE HOLE TO INSTALL / ✓
f' SIDE PLATE FA SIDE SEVERAL SCREWS, TYP.
RAFTER (2)-#14 x %' TEK SCREWS
EACH SIDE BRACKET TO (2) #14 SMS EA SIDE AT Cat" SIDE PLATE FA SIDE, SEE
RAFTER 3' SO. PCS7 BI:IYJE� BOTTOM AND AT 32" OC MAX. TABLE 1 ON S1.z OR L1.x
— (2}#14 x �`, TEK SCREWS SIDE �'� OPTIONAL SIYROFOAM INFILL OF
BRACKET TO EACH BEAM B SECTION A ELEVATION SIDE PLATES CAN STOP BELOW
(4) TOTAL 3' SQ. POST BETWEEN THE CONNECION
SIDE PLATES
DBL 2 x 6 BEAM BELOW
OR
DBL 3 x 8 BEAM BELOW
ESq
BEAM TO RAFCER BRACKET 3 BEAM TO POST CONNECTION AT CO
$ AT COLUMN B2, ADJUST SCREW LOCATION TO LOCATE SCREWS
CONNECTION 1-1/2"=1'-0" 3/4°=1'-0" INTO THE FLAT PORTION / VERTICAL WALL OF BEAM
ADJACENT
GRADE TY
POURED
CONCRETE
STEEL SLEEVE PER
4/L7.2 AT POST
TYPE C7, C8, & C9
1i Ir r--80L7S PER TABLE 2
a ifkwsII�Y a = ?
PER 4/1-7.2 • � � �
w�
U to
W N
2
a �
WIDTH = LENGTH IN
G. SC
IN BEAM SPAN TABLES
NOTES:
1. THIS DETAIL CAN BE USED FOR STEEL POST TYPES C6, C7, C8, OR C9.
2. THIS DETAIL SHALL NOT BE USED FOR ALUMINUM POST TYPE C1 OR
ALUMINUM POST TYPES C2 OR C5.
3. IT IS ACCEPTABLE TO EMBED THE STEEL POST DIRECTLY INTO THE FOOTING
PER 5/0.1 INSTEAD OF USING THE POST SLEEVE SHOWN IN THIS DETAIL
4. THIS DETAIL CAN BE USED AT FREESTANDING OR AT ATTACHED STRUCTURES.
7 STEEL POST SLEEVE CONNECTION
TO CONCRETE FOOTING 1"=1'-0"
ADJACENT
GRADE TYP
3" OR 4" STEEL POST.
17
z J.�
a �
3"MIN. _
w
TYP. s d64 a w 2 J Q
w
°T H to-
w w WEn
, • o a �
m
\ a r
ad d
POURED
CONCRETE
FOOTING
WIDTH = LENGTH IN
SEE FTG. SCHEDULE
IN BEAM SPAN TABLES
A36 THREADED
ROD W/- NUT EA. SIDE
OF COL OR #4 REBAR,
- GR 40 MIN. SECURED
IN PLACE
NOTES:
1. THIS DETAIL IS TO BE USED FOR POST TYPES C10 & C1 1.
2. THIS DETAIL CAN ALSO BE USED FOR STEEL POST TYPES C6, C7, C8, C9
PER TABLE 2 ON L7.1.
3. THIS DETAIL SHALL NOT BE USED FOR ALUMINUM POST TYPES C1, C2,
OR C5.
4. THIS DETAIL CAN BE USED AT FREESTANDING OR AT ATTACHED STRUCTURES.
S STEEL POST EMBEDDED
INTO CONCRETE FOOTING 1'=1'-0"
TABLE 2 - ANCHORAGE SCHEDULE
BRACKET
DETAIL
POSTTYPE
FTG(IN)
ANCHOR BOLTS
(SEE NOTE 2)
SEE
NOTES
ALUM T
1/L7.2
CS
SOG
(2)-3/8" dia w/ 1-7/9" embed
ALUM T
1/L7.2
Cl
ALL
(2)-3/8" dia w/ 2-7/8" embed
ALUM T
2/1.7.2
C2
SOG
(2)-3/8" dia w/ 1-7/8" embed
3
ALUM T
1 2/0.2
C2
ALL
(2)-3/8" dia w/ 2-7/8" embed
3
ALUM T
2/1-7.2
C5
SOG
(2)-3/8" dia w/ 1-7/8" embed
3
ALUM T
2/L7.2
CS
ALL
(2)-3/8" dia w/ 2-7/8" embed
3
STEELT
3/1.7.2
C6
SOG
(2)-3/8" dia w/ 1-7/8" embed
STEELT
3/0.2
C6
5 22"
(2)-3/8" dia w/ 2-7/8" embed
1,3.4
STEELT
3/1-7.2
C6
524"
(2)-1/2"diaw/3-1/4"embed
1,3,4
STEELINS
4/L7.2
C6
5 30"
(4)-1/2" dia w/ 3-1/4" embed
1,4
STEELINS
4/L7.2
C6
534"
(4)-5/8"diaw/4"embed
1,4
STEELINS
4/1-7.2
C6
235"
(4)-3/4" dia w/ 4-3/4" embed
1,4
STEELINS
4/1.7.2
C7, C8, C9
ALL
(4)-3/4" dia w/ 4-3/4" embed
1,5
EMBED
SJL7.1
C10,C11
ALL
N/A
NOTES:
1- "FTG (IN)" IS THE FOOTING DIMENSION REFERENCED IN BEAM SPAN TABLES ON
SHEETS LB.xx.x
2 - ANCHOR BOLTS SHALL BE SI MPSON STRONG BOLT 2, STAINLESS STEEL
(ICC-ESR 3037). HILT! KB-TZ SS CAN ALSO BE USED WITH A 4" SLAB, AND A
REDUCED EDGE DISTANCE OF 3 1/2" (ICC-ESR-1917).
3 - IT IS ACCEPTABLE TO USE THE STEEL INSERT PER 4/L7.2 INSTEAD OF THE
ALUMINUMT PER 2/0.2 FOR POSTTYPES C2 AND C50R INSTEAD OF THE STEELT
PER 3/1-7.2 FOR POSTTYPE C6. BOLTS CAN REMAIN AS SPECIFIED INTHIS TABLE,
BUT (4) BOLTS SHALL BE USED. SEE NOTE 6.
4 - IT IS ACCEPTABLE TO USE THE EMBEDDED POST DETAIL5/L7.1 I NSTEAD OFTHE
STEEL I NSERT OR STEELT FOR STEEL POSTS C6.
5 - IT IS ACCEPTABLE TO USE THE EMBEDDED POST DETAI L 5/0.1 1 NSTEAD OF THE
STEEL I NSERT FOR STEEL POSTS C7, C8 AND C9: -
ANCHORAGE OF POSTS
TO SLAB OR FOOTING
3" STEEL OR
ALUMINUM POST
0=J
O w m
"S
W O
Q U V)
r v)
Q am ,
cn
N
E
WIDTH = LENGTH IN 9
SEE FTG. SCHEDULE INl
BEAM SPAN TABLE
T BRACKET PER 1/1-7.2, 2/1-7.2,
OR 3/L7.2.
PER TABLE 2
GRADE 7YP.
CONCRETE FOOTING
NOTES:
1. THIS DETAIL SHALL NOT BE USED FOR FREESTANDING STRUCTURES.
2. THIS DETAIL SHALL NOT BE USED FOR POST TYPE C7, C8, C9, C10,
CI 1.
T BRACKET CONNECTION
TO CONCRETE FOOTING
TABLE 1
ALTERNATE FOOTING DIMENSIONS
FTG(IN)
W=L-D
(SEE NOTE 1)
Alt
WxLxD
(SEE NOTE 2)
AIt2
WxLxD
(SEE NOTE 3)
Alt 3 (ATTACHED)
WxLx19"
(SEE NOTE 4)
AIt4
WxLx18"
(SEE NOTE 5)
AILS
WxLx24"
(SEE NOTE 6)
Alt
WxLx30"
(SEE NOTE 7)
AIt7
WxLx36"
(SEE NOTE 8)
Alt8
WxLx42"
(SEE NOTE 9)
18
ISx18x18
12x12x12
18x18x18
18x18x18
16x16x24
14x14x30
13x13x36
12x12x42
20
20x20x20
12x12x12
21x21x18
25x25x18
19x19x24
17x17x30
15x15x36
14x14x42
22
22x22x22
16x16x16
25x25x18
33x33x1B
21x21x24
19x19x30
17x17x36
16x16x42
24
24x24x24
20x20x20
28x28x18
43x43x18
24x24x24
22x22x30
20x2Dx36
18x18x42
26
26x26x26
23x23x23
32x32x18
31x31x24
24x24x30
22x22x36
21x21x42
28
28x28x28
25x25x25
35x35x18
38x38x24
27x27x30
25x25x36
23x23x42
30
30x30x30
28x28x28
39x39x18
30x30x30
28x28x36
26x26x42
32
32x32x32
30x30x30
43x43x18
37x37x30
30x30x36
29x28x42
34
34x34x34
32x32x32
47x47x18
33x33x36
31x31x42
36
36x36x36
34x34x34
51x51x18
36x36x36
34x34x42
38
38x38x38
37x37x37
S5x55x18
43x43x36
36x36x42
40
40x40x40
39x39x39
60x6Ox18
39x39x42
42
42x42x42
41x41x41
64x64x18
42x42x42
44
44x44x30
46
46 x 46 x 30
48
48 x 48 x 30
50
50x50x30
52
52 x 52 x 30
54
54 x 54 x 30
56
56x56x30
58
S8x58x30
60
60x60x30
62
62x62x30
64
64 x 64 x 30
66
66x66x30
68
68 x 68 x 30
70
70 x 70 x 30
72
72 x 72 x 30
74
74x74x30
76
76x76x30
78
78 x 78 x 30
80
80x80x30
82
82x62x30
84
84 x 84 x 30
B6
86xB6x30
A8
88 x 88 x 30
90
90x90x30
NOTES:
1 - "FTG (IN)- IS THE FOOTI NG DIMENSION REFERENCED IN BEAM SPAN TABLES ON SHEETS SB.xx.x OR LSxxx.
2 - "ALT 1" I S THE FOOTI NG DIMENSION BASED ON THE "FTG (IN)- DIMENSION. N 0TE THAT W=D=L
3 - "ALT 2" I S THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN A 3.5" MIN THICK SLAB IS PRESENT ABOVE THE FOOTING. NOTETHAT W =D=L
4-"ALT3" ISTHEALTERNATE FOOTING DIMENSION REQUIRED WHENTHE FOOTING IS KEPTTO AN 18" DEPTH FOR UPUFTDESIGN ONLY.THIS VALUE ISTO BE USED
ONLYATATTACHED PATIO STRUCTURES. NOTETHATW=LAND D=18".
5 - "ALT 4" I S THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPTTO AN 18" DEPTH. NOTE THAT W=L AND D=18".
6 - "ALT 5" IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPTTO AN 24" DEPTH. NOTETHAT W=L AND D=24".
7 - "ALT 6" I S TH E ALTERNATE FOOTING DIMENSION REQUI RED W HEN THE FOOTING IS KEPTTO AN 30" DEPTH. NOTETHAT W=L AND D=30".
8 - "ALT 7" IS TH E ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPTTO AN 36" DEPTH. NOTETHAT W=L AND D=36".
9 - "ALT 8" IS TH E ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING 15 KEPTTO AN 42" DEPTH. NOTE THAT W=L AND D-02".
S FOUNDATION TABLES
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
�EssI
S 58 5
qTE OF CA1.1F�
DATE SIGNED: July 8, 2019
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
SAP
Ni Q
ES
OTM
EXPIRES ON: JUNE 30, 2020
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB # DA02-02
DATE 071009
DRAWN BY RC
CHECKED MDS
1APM0195 V 3.1.1
LATTICE STRUCTURES:
FOUNDATION DETAILS
L7.1
TABLE 3 - (MAX WIND SPEED: 130MPH, EXP C)
MAXIMUM POST SPACING WHEN PATIO COVER
IS INSTALLED ON SLAB ON GRADE
TRIB
WIDTH
LATTICE FRAMING
LL/GSL(psf)
GSL(psf)
10 psf
20 psf
25 psf
30 psf
5'
13'-7"
11'-0"
10'4"
9'-0"
6'
11'-4"
9'-9"
9'-0"
8--4-
7-
V-8.1
9.-0"
S.-O.
7'-6.
S.
8%6" 1
W-6"
7'-6"
T-W`
9'
7'-7"
S'-0"
T-O-
NP
10,
6'4'
T-6"
NP
NP
11'
6'-2"
7'-0"
NP
NP
12'
S' 8"
6'-0"
NP
NP
NOTES:
1- %P" INDICATES THAT A FOOTING IS REQUIRED, AND THE PATIO
COVER CAN NOT BESUPPORTED ON ASLAB ON GRADE.
2 - FOR LIVE OR SNOW LOADS HIGHER THAN THE ONES SHOWN ON
THIS TABLE, A FOOTING IS REQUIRED AND THE PATIO COVER CANNOT
BE INSTALLED ON SLAB ON GRADE.
TABLE 4- (MAX WIND SPEED: 130MPH, EXP C)
MAXIMUM TWO POST ATTACHED STRUCTURE WIDTH
WHEN PATIO COVER IS INSTALLED ON SLAB ON GRADE
TRIBWIDTH
(ftj
LATTI CE RAFTERS
LL/GSL(psf)
GSL(psf)
10 psf
20 psf
25 psf
30 sf
5
27'•2"
22'-0"
211"
281-0"
6
22'$"
191-6"
181-0..
16'-8"
7
19'-4"
18'-0"
16'-0"
15'-0"
8
17'-0"
17'4"
15'-D"
14'1"
9
15'-2"
16'-0"
14'-0"
NP
10
I3'•6"
15'-0"
NP
NP
11
12'4"
14'-0"
NP
NP
12
I1'-4"
13'-0"
NP
NP
S T BRACKET CONNECTION
TO SLAB ON GRADE 1"=1'-0'
g � ASTM A500 GRADE B
pp _ N
Pl _ N
ENSERT TO
PLAN � gs BASE PL
-- C!1- Y STEEL POST
0.188" THICK MIN
HSS INSERT
D (3) -wo BOLTS
10" SO. x I%" BASE PL
NOTES. ELEVATION E g
1. THIS BRACKET IS TO BE USED WITH POST TYPE C7, C8 & C9, AND WITH C6
(WHEN FOOTING SIZE IS 25' OR LARGER).
2. SEE TABLE 2 ON SM FOR ATTACHMENT TO FOOTING/SLAB.
3. INSTALL tY x 1Y4 x X HDG WELDED WASHER PLATE WHEN HOLE DIAMETER IS
MORE THAN Y" BIGGER THAN ANCHOR BOLT DIAMETER.
4. THIS BRACKET CAN ALSO BE USED FOR POST TYPE C2, C5, OR C6 (ALL
FOOTING SIZES) SEE TABLE 2 ON L7.1 AND 7/0.1 FOR ANCHORAGE
REQUIREMENTS.
STEEL POST SLEEVE
FOR POSTS CT, C8r C9 3/4"=1'-0"
3' STEEL OR rTO
BRACK T T B PARALLEL
iALUMINUM POST ( HOUSE WALL
ADJACENT GRADE I /-Y BRACKET PER 1/L7.2,
WHERE OCCURS I / 2/0.2 OR 3/L7.2
6" MIN. EXISTING OR NEW SLAB ON
SEE GRADE. fc = 2,500 PSI MIN.
NOTE 6 4 d
SEE NOTE 6
ECG£ OF SLAB BOLTS PER TABLE 2
WHERE OCCURS
NOTES:
1. THIS DETAIL CAN BE USED WITH POST TYPES C1, C2, C5, OR C6.
2. TABLES 3 AND 4 IN THIS DETAIL CAN BE USED FOR FREESTANDING
STRUCTURES AND/OR COMMERCIAL APPUCATIONS, BUT THE STRUCTURE
CANNOT BE INSTALLED ON A SLAB ON GRADE AND REQUIRES A
FOOTING PER S8.xx.x.
3. THIS DETAIL SHALL NOT BE USED FOR POST TYPE C10 & C11.
4. SEE 'SLAB ON GRADE USED AS A FOUNDATION SYSTEM" NOTES ON
GOA FOR MINIMUM OVERALL DIMENSION OF SLAB AND ACCEPTABLE
CRACKING AND CONTROL/EXPANSION JOINTS CRITERIA
5. WHEN THE PATIO COVER IS INSTALLED ON A SLAB ON GRADE
(RESIDENTIAL APPUCA71ONS ONLY), THE MAXIMUM POST SPACING IS
THE LOWEST OF THE 'MAX POST SPACING (SPAN)' SHOWN ON L8.XX.1
AND THE MAXIMUM POST SPACING SHOWN IN TABLE 3.
6. SEE NOTE 2 ON 4/L7.1 FOR ALTERNATE.
7. THIS DETAIL CAN ONLY BE USED IN AREAS WITH A FROST DEPTH
EQUAL TO ZERO.
B. SEE 'GENERAL NOTES - SLAB ON GRADE USED AS A FOUNDATION
SYSTEM" NOTES ON GOA FOR MORE INFORMATION.
ALUM ALLOY 6063 T6
2 .IOR TEK CR OR TEK SCREWS,
EA. SIDE, TYP.
0
0
N I V'O HOLE EA. SIDE
0.086' TYP. i
0.75("
5.662" TYP.
-T-BRACKET LENGTH- 15-2-.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 L7.1 FOR ATTACHMENT TO FOOTING/SLAB.
4. INSTALL 14 x 1A x h HOG WASHER PLATE AT ANCHORS FOR 130 MPH
(D ALUMINUM T-SRACKET
FOR POST C1
ALUM ALLOY 6063-T6
4-114 SMS
6. OR TSCREWS,
#I�-IE EA,. SIDID E, TYP.
a
u? l I W0 HOLE EA. SIDE
I 0.094, TYP. i
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 L7.1 FOR ATTACHMENT TO FOOTING/SLAB.
4. 1NSTALL % x ))I x Ya HOG WASHER PLATE AT ANCHORS FOR 130 MPH,
5. STEEL T-BRACKET PER 3A7.2 CAN BE USED IN LIEU OF THIS BRACKET.
2 ALUMINUM T-BRACKET
FOR POSTS CZ C5
0,75 4.00"
ASTM A500 GRADE B
7yM2-OT
4-W6'0 HOLES
1 7if6'0 & 2-%6
^HOLES,
TYP EA SIDE
CENTERLINE OF
'T' BRACKET TO
PLAN2-�BE
PARALLEL TO
3.50' 1.00"
TYP
HOUSE WALL
0 2-346"0 HOLES FOR
Wo M.B. TYP.
N N
0
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 L7.1 AND 2/L7.1
3. SEE TABLE 2 ON L7.1 FOR ATTACHMENT TO FOOTING/SLAB.
(�>MOR T BRACKET
ST CB 3"=1'-O"
ATTACHED & FREESTANDING LATTICE COVERS - 10 PSF SNOW LOAD OR LIVE LOAD - 110 MPH - EXP. B & C
$5
3"SQ. ALUM W/
GA STL"U" CHANNEL
812
DBL2x65x0.032
g11
3x8x0.042
B9
DBL2x6.5x0.042
612
DBL3x8x0.042
B13
3x8xO.042W/
14 GA STL INSERT
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
TRIB
WIDTH
WIND
EXP
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
.TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
'TYPE
MAX
POST
SPACING
(SPAN)
FTG
ON)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTC'
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
JFTG
ON)
MIN
POST
TYPE
5
110 B
18'-9"
15
C1
14' 7"
29
C7
14'-10"
15
Cl
14'-10"
28
C7
15'4'
15
C1
15'-4"
28
C7
18'-0"
15
C1
18'-0"
29
C7
2V-8"
16
C7
21'-B"
31
C7
20'-9'
16
Cl
20'-9"
20'2'
31
33
C7
CB
110 C
16'-9'
17
14.7"
3t
C8
54'-1D"
77
W-61
30
15'-4"
17
15'-1"
30
16'-0"
16
17-B
31
21'-8"
19
21'-2
83
CB
2D'-9"
18
6
110B
15-3'
16
Cl
13'-3"
28
C7
13'-T'
15
C7
1T-7'
28
C7
14'-l"
15
C7
14'-1"
28
C7
15'-0"
16
Cl
16'-4"
29
C7
19'-9"
17
C2
19'-9"
30
C7
19'-0"
19'-D
17
79
Cl
19'-0"
18' S'
30
32
C7
110 C
15'-3"
1 B
13'-3"
30
CB
13'-7"
17
13'4'
29
14'-1"
17
13'-9"
29
16'4"
18
16' 0
30
19'-9"
19
19'-3"
32
T
110 B
14'-2"
16
Cl
12'-4"
28
C7
12'-7,,
15
C1
12'-7"
28
C7
13'-1"
15
C7
13'-l"
2B
C7
15'-2"
16
Cl
15'-2"
29
C7
16'�"
17
C2
18'-4"
30
C7
17 7"
1T-7
17
19
C2
17'-T'
17 1"
3D
31
C7
110 C
14'-2"
18
12'•4"
30
12'-7"
17
12'-3"
29
13'-1"
17
12'-9"
29
155_Z
19
14 12U'
3D
1B'-0"
20
17'-10"
31
B'
110E
110 C
13'-3"
13'-3"
16
19
Cl
11'-7'
29
C7
11'-9"
16
C1
1T-9"
28
C7
12'-3"
16
C1
12'-3"
28
C7
14'-3"
17
C1
14'-3"
29
C7
17'-2"
18
C2
17'-2"
31
C7
16-6"
16
C2
161-6"
16-1"
31
31
C7
11'7"
29
11'-9"
18
11'$
28
12'-3"
18
12'-0"
28
14'-3"
19
13'-10"
29
1T-2"
20
16'-9"
31
16'-0i"
20
9
110 B
110 C
12'-7'
12'-7"
17
19
C2
11'-0"
29
C7
11'-2"
16
C7
1 V-2'
29
C7
11' 7"
16
C7
11' 7"
29
C7
131-6"
17
C2
13'-0'
30
C7
16'-3"
18
CS
16'-3"
31
C7
15'$"
15�
16
20
C2
15'-0"
15' 2'
31
31
C7
11'-0
29
11'-2"
18
10'-10"
28
11'-T'
18
11,_3"
2B
13'-0
19
13'-1"
30
16'-3"
21
15'-9
31
1D'
110 B
12'-0"
17
C2
10'-4"
30
C7
10'-7"
16
C7
10'-T'
29
C7
1 V-D"
16
C1
11'-0"
29
C7
12-9'
17
C2
12'-9
3D
C7
15' 4"
1 B
C5
15'�"
15-1"
32
32
C7
14'-9"
14'_g"
1 B
21
CS
1 d'-9"
14 4„
32
32
C7
110 C
12'-U
19
10'�"
30
10'-T,
19
10'-3'
29
11'-0"
19
1 D 8"
29
12'_9"
20
12' 6"
30
15'4''
21
11'
110 B
1 V-4"
17
C2
9'-10"
30
C8
10'-1"
17
C1
1 U-1"
2.9
C7
101-T
17
C1
10'-0"
29
C7
12'-2"
18
C2
12'-2"
31
C7
14'-0"
19
C5
14'-8"
32
C7
14'-1"
19
C5
14'-l"
13' B"
32
32
C7
110 C
11'-4"
20
9'-10'
30
10'-1"
19
9'-10
29
10'-0
19
10'-1"
29
12'-2"
20
11'-10"
30
14'-8"
21
14'�"
32
14'-1"
21
12'
110 B
110 C
1D'-10"
10'-10"
18
20
C2
9S
9-0"
3D
30
CB
9'-0"
17
C2
29
C7
9'-8"
17
C2
9'-B"
29
C7
11'-B"
1B
C2
11'-B"
31
C7
14'-1"
19
C5
14'-1"
32
C7
13'-5
19
C5
13''-
32
C7
9'-B"
19
9' 6
29
9-0
19
9'-2"
29
11'_B"
20
11'�'
31
14.1
22
13'_9'
32
13'�
21
13' 2
32
B14
3x8x0.042BEAM W/
12 GA STL INSERT
n10
D B L 3 x 8 x 0.042 W/
DEL 14 GA STL INSERT
816
DBL3x8x0.042W/
DBL 12 GA STL INSERT
B18
3x8x0.042W/
12 GA STL U-INSERT
g19
3x8x0.042W/
DBL 12 GA STL U-INSERT
TRIB
WIDTH
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
NOTES:
1 - WHEN THE PATIO COVER IS
INSTALLED ON A SLAB ON
GRADE (RESIDENTIAL
APPLICATIONS ONLY), THE
WIND
EXP
MAX
POST
SPACING
(SPAN)
FTG
ON)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(1N)
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
(!N)
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
(IN)
MIN
POST
TYPE
5
110 B
27�"
17
Cl
22' 8"
31
C7
29'-2"
1 B
C2
29'-2'
33
C8
32'-T
19
CS
32'-0"
34
C8
25'-10"
17
C6
25-1 D"
42
CS
32'-0"
18
C6
32'-0'
49
CB
MAXIMUM POST SPACING IS THE
LOWEST OF THE "MAX POST
11 D C
22'�"
19
22'-1"
33
C8
29._2"
21
28'-0"
36
C9
32'-0"
21
31'-T
36
C11
22'-11'
19
C6
22'-11"
41
C11
2B'-11'
21
C6
28'-11'
47
011
6
110 B
20'-B"
17
C2
20'-8"
31
C7
26'-B"
19
C5
264r
33
C8
29'-2"
19
CS
29'-2"
33
C8
24'-3'
17
C6
24'-3"
48
C8
30'-7"
19
C6
30'-7-
51
CB
SPACING (SPANJ' SHOWN
ABOVE AND THE MAXIMUM
110C
20'4
20
20'-2'
32
264,
21
26'-0"
35
C9
29'-2"
22
2B'-0"
36
C9
21'-7-
20
C6
21'-7"
42
C9
27'-2"
21
C6
27-2"
49
C9
110 B400�
1819'-2"
C2
31
C7
2C-8"
19
CS
24-6'33
C822
27'-1"
20
C526'-4"
27'-1"
33
C8
23'-1'
i6
C6
23'-1"
49
CB
29'-l"
19
C6
29'-1'
53
CBT
POST
SPACINGS SHOWN ON DETAIL
BIL7.1
110C
20
19-2"
32
24'-B"
22
24 T'
34
35
C9
20'-0"
21
C6
20'-6"
47
C9
25,-10'
22
C6
26-10'
51
C9
8'
110B"
110 C
1 B'-0"
18
21
C2
18'-0"
31
C7
23-2"
20
C5
23-T'
33
C8
25'-3"
20
C5
25'-3"
34
C8
22'-l'
1B
C6
22'-1-
51
CB
27'-10'
20
C6
2T-10'
54
C8
2 - IT IS ACCEPTABLE TO
SUB7ITUTE COLUMNS W/ HIGHER
18'-0"
31
2T-2"
22
22'-7"
33
25-3"
23
24' 8"
34
19'-7'
21
C6
10' 7"
49
24'-B'•
23
C6
24'-B"
52
9'
10 B
17'-0'
18
C5
17'-0"
32
C7
21'-10"
20
C5
21'-10"
34
CB
23'-10"
21
CS
23'-1D"
35
C9
21'-2'
19
C5
21'-2"
52
C9
26'-9"
20
C6
26'-9-
56
C9
NUMBERS W/ THOSE SPECIFIED
IN THE TABLES SHOWN.
10 C
17'-0"
21
17'-0"
31
21'-10"
23
21'-3"
34
23'-1(T
23
23'-3"
34
C8
18'-10"
22
C6
18-10
50
C8
23'-9"
23
C5
23'-9'
54
C8
10'
10 B
16-1"
19
CS
16'-1"
32
C7
2D'-9"
20
CS
20'-9'
34
C8
22'-8"
21
CS
2Z-8"
35
C9
2D'-0"
19
C6
20'-0"
53
C9
25'-10°
21
C6
25'-1D'
57
C9
10C
1110
16'-1"
21
16'-l"
32
20'4'
23
2D'-2"
34
22'-8"
24
22'-1"
35
1T-2'
22
C6
18'-2"
51
22'-11°
24
C6
22'-11'
55
11'
B
15'-0"
19
CS
15'-0"
32
C7
19'...
21
C5
19'-9"
35
C9
21'-0"
2i
C5
21'-8"
36
19'-10'
20
C6
19'-10"
54
25'-0"
21
C6
25'-0"
5B
10C
15'44"
22
15'-4"
32
19'-9"
24
19'-3'
34
21'4,
24
2V-1"
35C9C910B
12'
14'-9"
19
CS
14'-9"
32
CB
19'-0"
21
C5
19'-0'
35
C9
20'-B"-611
C5
19-320
C6
19-3
55
C11
2d-3
22
C6
24-3
59
C11
10 C
14'-9"
22
14'-9"
33
19'-0"
24
18'-0
35
20'-B"
25
20'-2"
38
C10
1T-1'
23
C7
17-1"
53
C10
21'-7"
25
C7
21'-7°
57
C10
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
� 1;ESSI
S 58 5
L1CT
T� OF CAL�F�
DATE SIGNED: July 8, 2019
V-,WN,27
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305,11501 FAX 949,305.1420
!AP
M�
OTM
ES
EXPIRES ON: JUNE 30, 2020
REVISIONS
MARK
DATE
DESCRIPTION
4 STEL JOB 9 DA02-02
DATE D7/08N 9
DRAWN BY RC
CHECKED MDS
IAPM0 195 V 3.1.1
LATTICE STRUCTURES:
BEAM SPANS &
FOUNDATION SIZES
10 PSF LL/SL, 110 MPH
L8. 10.1
TRIB
WIDTH
ATTACHED & FREESTANDING LATTICE COVERS -10 PSF SNOW LOAD OR LIVE LOAD -120 MPH - EXP. B & C
B14
3x8x0.042
BEAM
W/
B1
DBL 3x8x0.042W/
81B
DBL 3x8x0.042W1
B18
3x8x0.042W/
B19
DBL
3x8x0.042W/
12
GA STL U-INSERT
12 GA
STL INSERT
DBL
14
GA STL INSERT
DBL
12
GA STL INSERT
12
GA
STL U-INSERT
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
MAX
FTG.
MIN.
MAX
POST
FTG.
MIN.
MAX
POST
FTG.
MIN.
MAX
POST
FTG.
MIN.
MAX
POST
FTG.
MIN.
MAX
POST
FTG.
MIN.
MAX
POST
FTG
MIN
MAX
POST
FTG
MIN
POST
MAX
POST
FTG
MIN
POST
MAX
POST
FTG
MIN
POST
WIND
EXP.
POST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
T PE
SPACING
(IN.)
POST
'T PE
SPACING
(IN.)
POST
TYPE
SPACING
ON.)
POST
TYPE
SPACING
OR)
POST
TYPE
SPACING
(IN)
POST
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
Tl PE
SPACING
(IN)
TYPE
(SPAN)
TYPE
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
12D B
22' 8"
18
C5
22-8"
33
C8
29'-7'
19
C2
29'-T
35
C9
32'-0"
20
C5
32'-0"
38
Cl,
24'$'
1 B
C6
24'$"
42
C11
31'-2"
19
C6
37'-2"
49
C11
120 C
22'4"
20
C2
21'-8"
35
C9
28'-9"
22
2T-8"
37
C11
37-0"
23
3D'_3"
38
21'7
20
C6
21'-7"
40
2T_Y'
22
C6
27'-3"
46
120 B
20'$"
18
C2
20'-8"
32
C7
29-9
2D
C5
2v4r
35
C9
25-2"
20
C5
2S'-2"
35
C9
23'-3'
18
C6
23'-3"
47
C9
29 4'
20
C8
29�1'
SQ
C9
120 C
20'4"
21
19'-8"
34
CB
26'-3"
23
25'-3"
36
C11
29'-2"
23
27' 8"
37
C11
20'-4'
21
C6
20'-4"
41
C11
25'-8"
23
C6
25'�°
48
C11
120 B
19'-2
19
C2
19'-7'
32
C7
24'$"
20
CS
24'$
34
CB
27'-1"
21
C5
2T-1"
35
C9
22'-1'
18
C6
22'-1'
48
C9
27=10'
20
C6
2T-10'
52.
C9
i2D C
18'-10
21
18'-7'
33
CB
24' 4"
23
23'$
36
C9
2T-1"
24
25'$"
37
C11
19'�'
22
C6
19'�"
46
C11
24'�"
23
C6
24'�"
50
Cl1
120 B
16'-0"
19
18'-0"
31
C7
23'-2"
21
C5
23'-2"
33
C8
25'-3"
21
C5
25'-3"
34
CB
21'-1'
19
C6
21'-1"
50
Cfi
26'-7"
21
C6
23-7'
54
CB
12D C
17'$"
22
17''
33
C8
22'-9"
24
22'-0"
35
C9
25'-3"
25
24'-0"
36
C11
18'$'
22
C6
16' 6"
46
C11
23'-3"
24
C6
23'-3°
51
C1 i
120 B
17'-0
19
C5
17'-01
32
C7
21'-10"
21
C5
21'-10
34
CB
23'-10"
22
C5
23'-10"
35
C9
20'-4'
20
C6
20'-4"
51
C9
25-7`
21
C6
25'-7'
S5
C9
12D C
16'$"
22
16'-1"
32
21'�"
24
20'-8"
34
C9
23-I
25
22'-0"
35
17'-9'
23
C6
17'-9"
49
22'-5"
25
C7
22'-5"
53
120 B
16'-1"
20
C5
'I T-1"
32
C7
2U-9"
21
C5
20'-9"
34
CB
22'$"
22
C5
22'�"
35
C9
19'-7'
20
C6
19'-7"
52
C9
24 8"
22
CB
24' B'
58
C9
120 C
15'-1D"
23
15=3"
32
20W'
25
19'-S'
34
22'$"
26
22=1"
35
1T-2-
24
C7
17--T
50
21'-7°
25
C7
21W-
54
120 B
15'4"
20
C5
15'4'
32
C7
'IT-9"
22
C5
19'-9"
35
C9
21'-8"
22
CS
21'-8"
36
C9
19'-0'
21
C6
19'-0'
S3
C9
23'-11"
22
C6
23'-11'
C9
120 C
15'-7'
23
14-T'
32
C8
IF-6'
25
18'-9"
34
21
Z6
21'-1"
35
1G-7'
24
C7
15-7"
51
2D'-13"
28
C7
20 t 1'
S5
120 B
14'-9"
2D
C5
14'-9"
33
C8
19'-0
22
C5
191-9"
35
C9
2D' B"
23
C5
20'-8"
36
C11
18'-5"
21
C6
18'-5
54
C71
23'-3"
23
C7
23'-0'
59
C17
120 C
14'-0"
23
14'-0"
32
18'$"
26
1 B'-0
34
20'-6"
26
20'-2"
35
C9
16'-2'
24
C7
16'-2"
52
C9
20'�"
26
07
2LY�'
56
C9
NOTES:
1 -WHEN THE PATIO COVER IS
INSTALLED ON A SLAB ON
GRADE (RESIDENTIAL
APPLICATIONS ONLY). THE
MAAMUM POST SPACING IS THE
LOWEST OF THE "MAX POST
SPACING (SPAN)" SHOWN
ABOVE AND THE MAXIMUM POST
SPACINGS SHOWN ON DETAIL
81L7.1
2 - IT IS ACCEPTABLE TO
SUBTITUTE COLUMNS W/ HIGHER
NUMBERS W1 THOSE SPECIFIED
IN THE TABLES SHOWN.
ATTACHED & FREESTANDING LATTICE COVERS - 10 PSF SNOW LOAD OR LIVE LOAD -130 MPH - EXP. B & C
65 12G3"SQ.STUULCHW/
8 DBL 2x6.5x0.032
3x8x0.042
B
B9 DBL 2x6.5x0.O42
B12 DBL 3x8x0.O42
B13 14GASTL N W/
ERT
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
TRIB
WIND
MAX
POST
IFTG.
MIN.
MAX
POST
IFTG.
MIN.
POST
MAX
POST
FTG.
MIN.
POST
MAX
POST
IFTG.
MIN.
POST
MAX
POST
FTG.
MIN.
POST
MAX
POST
FTG.
MIN.
POST
MAX
POST
FTG.
MIN.
POST
MAX
POST
FTG.
MIN.
POST
MAX
POST
FTG-
MIN.
POST
MAX
POST
FTG.
MIN.
POST
MAX
POST
FTG.
MIN.
POST
MAX
POST
IFTG.
MIN.
POST
WIDTH
EXP.
SPACING
(IN.)
POST
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
SPACING
ON.)
TYPE
(SPAN)
TYPE
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
5
130 B
16'-T
17
Cl
14'-7
32
C9
14'-101.
16
C1
14'-10"
31
C7
15'4"
16
C1
15'-2"
31
C7
18'-0"
17
Cl
1T-8"
33
C7
21'-B"
19
C1
21'-0"
34
C8
20'-9"
1B
Cl
20'4'
32
CB
130 C
16-0"
19
14'-T'
34
C10
14'-4
19
13'-8"
33
W-10"
19
14'-2"
33
17'-3"
20
161-6"
34
CS
20'-10"
21
20'-0"
36
Cll
2V-0"
21
19'-1"
34
C9
61
130 B
15'-3"
18
Cl
13'-3"
31
C9
13'-7"
17
Cl
13W"
31
C7
14'-l"
17
C1
13'-10'
31
C7
16'-4"
18
Cl
16'-7'
32
C7
19'-91,
19
C2
19'-7"
33
C8
1T-0"
19
Cl
18'-B"
32
C8
130C
13'-9"
20
13'-3"
34
C10
13'-1"
19
12'-6"
32
13'T'
19
13'-0"
32
15'-10"
20
15'-1"
33
CB
19'-1"
22
181.3"
35
C9
16'-T
21
C2
17'-6"
33
C9
T
1308
14'-Z'
18
C7
12'-4"
31
C8
1T-7"
17
Cl
12'-7"
30
C7
13'-1"
17
Cl
12'-10"
30
C7
15'-2"
18
C1
15'-0"
31
C7
164"
20
C2
18'-l"
33
CB
17 7"
18
17'3"
31
C7
13D C
12'-9"
20
12'�"
33
C10
12'-2"
20
11'-T'
31
12'-7"
20
12'-1"
31
14'-8"
21
14'-0"
33
C8
17'-B"
22
16-10"
34
17'-D
22
16'-T'
33
CS
8.
130 B
13'-3"
18
Cl
11'7
3D
C8
11'-9"
18
Cl
11'-9"
29
C7
12'-3.,
18
C1
12'-1"
29
C7
14'-3"
19
Cl
14'-1"
31
C7
17'-2"
20
C2
1T-0"
32
C7
16'-0
20
16'-2
30
C7
130 C
11'-1D
24
11'T'
32
C10
11'A"
20
10'-10"
31
11'-9"
20
11'-3"
31
13'-9"
21
C2
13'-1"
32
16'-7"
23
15'-10"
34
CB
15'-10"
22
15'-2
32
CB
130E
12'-7"
19
Cl
11'-0"
30
CB
1V_2"
1b
Cl
11'-2"
29
C7
11'-7"
18
C1
11'-0"
29
C7
13'-6"
19
C2
13'-3
30
C723
21
CS
16-Cr
32
C7
16-T
20
15'�"
31
C7
130 C
11'-T
21
11'-0"
32
C9
10'-9"
21
10'-3"
30
11'-7'
21
10'-8"
30
13'-0"
22
12'_4
32
15'-0"
33
C8
15'-0"
23
14'�"
32
C8
10'
130 B
12'-0"
19
C2
10'4"
30
C8
1 D'-7"
18
Cl
10' T
29
C7
11'-0"
18
C1
1 M-9"
29
C7
12'-9"
20
C2
12'T'
30
C7
21
C5
15-2"
32
C7
14'-9"
21
14'-0
31
130 C
10'�"
21
Cl
10'-4"
32
C7
10'-2"
21
9'-9'
30
10'-7
21
9'-10"
30
12'-3"
22
11'_9"
31
B114'-
24
14'-2"
33
C8
14'-2"
2gC5130
B
11' 4"
19
C2
9-10'
3D
CB
10'-1"
19
C7
1D'-1"
29
C7
10'-0"
19
C7
10'-3"
29
C7
'-2"
2D
C2
12'-0"
31
C724
21
CS
14' 6
32
C8
14'-111'130
C
10'-2
22
9-10"
32
C9
9'-9"
21
9'-3"
31
9'-10"
21
9'-0"
31
11'-9"
23
11'-3"
31
13'7
32
C7
13'-T'
24
1130
B
10'-19'
20
C2
91-6
31
CB
9'-8"19
C2
9'-0"
29
C7
9'-8"19
C2
9'4"
29
C7
11'-8"
20
C2
11'-0"
31
C7
2212'
CS
CS
CS
C7
130 C
9'-9"
22
9-6
33
CID
9'�"
22
9'-0
31
9' 1"
22
8'-3"
31
11'•3
23
10'-9
31
24
13-0
32
13-0
24
12'-0
32
DBL3x8x0.042W/
3x8x0.D42BEAMW/ B15
s12 GA STL INSERT DBL 14 GA STL INSERT
DBL3x8x0.042W/
DBL 12 GA STL INSERT
3x8x0.042W/
12 GA STL U-INSERT
3x8xO.042W/
Big
DBL 12 GA STL U-INSERT
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
TRIB
WIDTH
WIND
EXP.
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)
IFTG.
(IN.)
MIN.
POST
TYPE
MAX
POST
SPACING
(SPAN)
IFTG.
(IN.)
MIN.
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
AN)
MIN
,POST
!TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
TYPE
5
130 B
2Z-9'
19
Cl
22'-4"
35
C9
29'-2"
20
C2
28'-9"
37
C11
3T-0"
21
CS
32'-0"
36
C11
2S-5"
19
C6
23'-5"
41
C11
29'-6"
20
C6
29'-0'
48
C11
130 C
2V-10"
21
C2
2U-10"
36
C11
26'-2"
23
C5
26'-10"
39
32'-0"
24
29' 4"
40
20'f"
21
C6
20'-0"
40
25'-10"
23
C6
25'-10'
42
6
130 B
20'-0"
19
C2
20'-4"
34
C8
26'-6"
21
C5
26'-3"
36
C11
29'-2"
22
C5
29'-2"
37
C11
22'-0'
19
C6
27-D`
C11
2T-9"
21
C6
2T-9'
50
C11
130 C
20'-0"
22
19'-1"
36
C9
25'4'
24
24'-T'
3B
29,_2„
25
26'-10
39
19'-3"
22
C6
15-3"
24'�'
24
C6
24'-0"
48
T
130 B
19'-2"
20
C2
18'-1T
33
C8
24' B"
22
C5
24'-4"
35
C9
27'-1"
22
C5
27'-l"
36
C11
20'-11'
20
C6
20'-11"
C11
26'-5"
22
C6
26'-5"
51
C11
130 C
16'-6
23
17'-8"
35
C9
23'-10"
25
22'-9"
37
.9
27' -1"
25
24'-10"
38
184'
23
C6
18'-4'
P49
2T-1"
25
C6
23'-l'
49
B,
130 B
18'-0"
20
C2
17'-B"
33
C7
23'-2"
C5
22-9"
35
C9
25'-3"
23
CS
25'-3"
36
C10
20'-0"
21
C6
20'-0"
C10
25'-3"
22
C6
25-3"
53
C1130C
17'4"
23
16'T'
34
C8
22'-3
�23
21'-3"
37
C11
25-3"
28
23'-3"
37
C11
1T-6"
24
C6
17-6-
C11
22'-l'
25
C7
22'-l'
51
C11
130 B
1T-0"
21
CS
16' 8"
32
C7
21'-10"
C5
21'-0"
34
C8
23'-1 T
23
C5
23'-10"
35
C9
19-3'
21
C6
19'-3"
C9
24'4'
23
C6
24'-3'
54
C9
130 C
16'4"
24
15'7"
34
C8
21'-l"
2D'-1"
36
C11
23'-10"
26
22'-0"
37
C11
16-10'
24
C7
16-1D"
48
C11
2V-3"
26
C7
21'-3"
52
Cll
1D
130 B
16%1"
21
CS
15'-10"
32
CB
20'-9"
23
CS
20'A"
34
C8
22'-B"
24
CS
22'-0"
35
C9
1 B'-7"
22
C6
18'-7"
51
C9
23'-5°
23
C6
23'-5'
55
C9
130 C
15'-T'
24
14'-lT
33
20'-0"
26
19'-1"
36
C9
22'-B"
27
2T-10"
36
C11
16'-3"
25
C7
16.3"
49
C11
20'-6"
27
C7
20'-B"
53
C11
11'
131 B
1S-4"
22
CS
15'-2"
32
C8
19, 1.
23
CS
19'-6"
35
C9
21'-8"
24
CS
21'-8
36
C9
18'-0"
22
C6
16'-0"
52
C9
22'-b'
24
C7
22�°
57
C9
13D C
14'-10"
24
14'-2
33
19'-1"
27
16'-2"
35
21'-8"
27
19'-10"
36
C11
15'-9"
25
C7
15'-9"
50
C11
19'-10"
27
C7
19'-10'
S4
C11
12'
130 B
14'-9"
22
CS
14'-0"
33
CS
19'-0"
24
C5
19-8"
35
C9
2D'-0"
24
CS
20'�"
36
C10
17'-0"
23
C7
17'-0"
53
C10
22'-0"
24
C7
22'-0"
58
CID
130 C
14'-2
25
13'-T'
32
1 B'-3"
27
17' 6"
35
20'-B"
26
19'-1"
36
C9
15'�'
26
C7
15'�"
51
C9
19'-3"
26
C7
19'-3'
S5
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 "MAX POST
SPACING (SPAN)" SHOWN
ABOVE AND THE MAXIMUM POST
SPACINGS SHOWN ON DETAIL
B/L7.1
2 - IT IS ACCEPTABLE TO
SUBTITUTE COLUMNS W/ HIGHER
NUMBERS W/ THOSE SPECIFIED
IN THE TABLES SHOWN.
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MAINE LICENSE
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2485 RAILROAD ST,
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DATE SIGNED: July 8, 2019
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26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
IAP
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TM
EXPIRES ON: JUNE 30, 2020
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB i DA02-02
DATE 07109119
DRAWN BY RC
CHECKED MDS
IAPMO 195 V 3.1.1
ADDITIONAL STATE
LICENSURE STAMPS
G9.
GENERAL NOTES AND SPECIFICATIONS:
1) THE FOAM CORE ROOF PANELS DEPICTED WJTHIN THIS DRAWING ARE INTENDED FOR USE ON
RESIDENTIAL PATIOS AS REGULATED BY APPENDIX I OF THE 2016 CALIFORNIA BUILDING CODE (CBC),
APPENDIX H OF THE 2016 CALIFORNIA RESIDENTIAL CODE OR ON MOBILE HOME AWNINGS AS REGULATED
BY TITLE 25 OF THE CALIFORNIA ADMINISTRATIVE CODE.
2) MATERIALS:
a) INTERIOR FACING MATERIAL SHALL BE ALUMINUM CONFORMING TO THE REQUIREMENTS FOR
3105•H254, OR BETTER ALLOY AND TEMPER. THICKNESS OF SKIN SHALL BE AS SHOWN IN THE
APPROPRIATE ALLOWABLE SPAN TABLE. THE UNEXPOSED SIDE OF THE INTERIOR METAL SKIN
SHALL HAVE A BONDING MATERIAL COMPATIBLE WITH THE ADHESIVE DEFINED IN 2d. PAINT ON
OUTSIDE SURFACE OF METAL SKIN SHALL BE POLYESTER AS SPECIFIED IN THE QUALITY CONTROL
SYSTEMS MANUAL
b) EXTERIOR FACING MATERIAL SHALL BE ALUMINUM CONFORMING TO THE REQUIREMENTS FOR
3105-H254, OR BETTER ALLOY AND TEMPER. THICKNESS OF SKIN SHALL BE AS SHOWN IN THE
APPROPRIATE ALLOWABLE SPAN TABLE. THE UNEXPOSED SIDE OF THE EXTERIOR METAL SKIN
SHALL HAVE A BONDING MATERIAL COMPATIBLE WITH THE ADHESIVE DEFINED IN 2d. PAINT ON
OUTSIDE SURFACE OF METAL SKIN SHALL BE POLYESTER AS SPECIFIED IN THE QUALITY CONTROL
SYSTEMS MANUAL
c) THE FOAM CORE SHALL BE AS DEFINED BELOW AND HAVING A NOMINAL DENSITY AS SHOWN IN
THE ALLOWABLE SPAN TABLE:
1) PREFORMED EXPANDED POLYSTYRENE BOARD (EPS), AS MANUFACTURED BY ONE OF
SEVERAL RECOGNIZED MANUFACTURERS SPECIFIED IN THE QUALITY SYSTEMS MANUAL
THE FOAM SHALL MEET THE REQUIREMENTS FOR CLASS A MATERIAL PER SECTION 803.1.1
OF THE 2016 CBC. THE FOAM PLASTIC IS CLASSIFIED AS TYPE IX FOAM IN ACCORDANCE WITH
ASTM C57B.
d) THE COMPONENTS ARE BONDED TOGETHER BY AN ADHESIVE DESIGNATED AS EITHER MORAD
M-650 SERIES, A PROPRIETARY ADHESIVE MANUFACTURED BY ROHM AND HAAS COMPANY, AND
RECOGNIZED UNDER ICC ES ESR-1023, OR ISOGRIP SP5050D, A PROPRIETARY ADHESIVE
MANUFACTURED BY ASHLAND SPECIALTY CHEMICAL COMPANY AND RECOGNIZED UNDER ICC ES
ESR-1140. THE ADHESIVE IS A CLASS 2, TYPE II, STRUCTURAL ADHESIVE, UNDER ICC ES AC05.
3) THE MANUFACTURER OF ANY COMPONENT CITED IN ITEM 2 ABOVE SHALL PROVIDE CERTIFICATION WITH
EACH SHIPMENT THAT ALL COMPONENTS PROVIDED WITHIN THE SHIPMENT CONFORM TO THE
APPLICABLE SPECIFICATION(S) AND/OR DEFINITION(S) OUTLINED ABOVE.
4) THE MAXIMUM ALLOWABLE SPAN, FOR A GIVEN APPLIED LOAD SHALL NOT EXCEED THE SPAN PROVIDED
IN THE ALLOWABLE SPAN TABLE FOR SAID LOAD.
EXTRAPOLATION OF THE INFORMATION PROVIDED IN THE ALLOWABLE SPAN TABLE IS NOT PERMITTED.
5) PANELS SHALL BE CONTINUOUS IN THE DIRECTION OF SPAN WITH NO TRANSVERSE JOINTS.
6) THE SUPPORT AND STRUCTURAL ATTACHMENT OF THE SUBJECT PANELS SHALL BE SUBSTANTIATED BY
EITHER APPROVED EVALUATION REPORT PLANS OR STRUCTURAL PLANS APPROVED BY THE GOVERNING
JURISDICTION. THE GOVERNING JURISDICTION SHALL CONFIRM THAT SAID PLANS ARE INTENDED FOR
USE WITH THE DESIRED PANEL LOADS AND SPANS FOR EACH SPECIFIC PROJECT.
7) ALL PANEL EDGES SHALL BE SHIELDED IN ALUMINUM SECTIONS. ALL INTERFACES BETWEEN THE
ALUMINUM SECTIONS AND PANEL SHALL BE CAULKED WITH APPROPRIATE SEALANT.
B) METAL PANEL FASTENERS SHALL BE STAINLESS STEEL OR ALUMINIZED, HOT -DIP GALVANIZED OR
ELECTROGALVANIZED STEEL
9) AN IDENTIFICATION DECAL WITH DEPARTMENT OF HOUSING INSIGNIA AND MANUFACTURER'S
IDENTIFICATION NUMBER SHALL BE LOCATED AT ANY OF THE FOAM EDGES ON THE FOAM CORE OF EACH
PANEL
10) FASTENERS SHALL BE #14 SELF -TAPPING SMS, AND 1" O.D., SEAL WASHER WITH NEOPRENE INSERT. THE
FASTENER LENGTH WILL BE 1" LONGER THAN THE PANEL WIDTH. ALLOY AND MINIMUM THICKNESS OF
HEADER SHALL BE 6063-T6 AND 0.062 INCHES RESPECTIVELY.
11) STRUCTURES INCLUDED WITHIN THIS PACKAGE SHALL NOT BE ATTACHED TO "SINGLE COAT" STUCCO
SYSTEMS.
12) SNOW LOADS PRESENTED WITHIN THESE PLANS ARE "EQUIVALENT" UNIFORM SNOW LOADS.
CONSIDERATION SHALL BE GIVEN TO SITE SPECIFIC CONDITIONS INCLUDING, BUT NOT LIMITED TO,
DRIFTING AND SLIDING SNOW.
13) PLANS ARE CONSIDERED NULL AND VOID IF THEY DO NOT CONTAIN ORIGINAL SEAL AND SIGNATURE (IN
BLUE INK) BY THE ENGINEER OF RECORD (EOR) OR THE FACTORY BUILT HOUSING APPROVAL STAMP.
14) PLANS HAVE BEEN TESTED IN ACCORDANCE WITH ASTM E106 AND HAVE BEEN DETERMINED TO MEET
THE CONDITIONS OF ACCEPTANCE FOR A "CLASS B" RATING.
15) UNLESS OTHERWISE NOTED THE SCOPE OF THIS DRAWING PACKAGE IS LIMITED TO THE STRUCTURAL
ASPECTS OF THE SUBJECT PANELS. NONSTRUCTURAL REQUIREMENTS, INCLUDING FIRE SAFETY
PROVISIONS, OF THE GOVERNING CODE AND LOCAL JURISDICTION SHALL BE ADDRESSED BY THE
MANUFACTURER AND/OR CONTRACTOR.
16) CONSIDERATION HAS BEEN GIVEN TO BE TO THE ADDITION OF ONE (1) CEILING FAN PER 4' WIDE PANEL
WITH A MAXIMUM FAN WEIGHT OF 50 POUNDS. THEREFORE, THE ALLOWABLE LOADS PROVIDED ABOVE
ARE IN ADDITION TO THE WEIGHT OF THE CEILING FAN.
17) SPANS PRESENTED WITHIN THE "ALLOWABLE SPAN TABLE (S)" ARE BASED ON UNFACTORED LOADS,
THEREFORE, THE "APPLIED PRESSURE FOR DESIGN" SHALL BE DEVELOPED USING THE LOAD
COMBINATIONS DEFINED IN THE CBC FOR ALLOWABLE STRESS DESIGN (ASD).
EXTERIOR FACE
(NOTE 2b)
ADHESIVE -�
(NOTE 2d)
4'-0"
NOMINAL
FOAM CORE
(NOTE 2c)
INTERIOR FACE
(NOTE 2a)
\�\ LENGTH PANEL INTERIOR DETAIL
\ \ (SEE ALLOWABLE NTS
SPAN TABLE)
G �\
p \
THICKNESS S \ \\ A
(SEE ALLOWABLE \ \
SPAN TABLE) SIM \ -
FAN BEAM \
(OPTIONAL ON 4'-0"
WIDE PANEL)
TYPCAL HCD
FBHIINSIGNIA /
LOCATIONS
TYPICAL HCD
FBH INSIGNIA
TYPICAL ROOF PANEL LOCATIONS
NTS
t=0.060
ALUM 6063-T5
FAN BEAM DETAIL C
NTS
34
00
RO.0200
1200
I-
Q
LL
0
Z_
H
U
LL
EXTERIOR SKIN
eweee
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PANEL EDGE DETAIL
NTS
These plans have been approaed
pursuant to the provisions of the State
Of California Neafth and Safety Code.
Division 113, Part 5 and the regulations
adopted pursusnttheretc.
Approvals herein does not authorize
or approve ariv omrnision of deviation
from State 131.Ivs or valid local
ordinances.
This plan is approved as a building
component andler building system,
and is applicable onlyto the Design
Cond-ttioris as shown un sin the plans.
Appru edDate: 11/21/2017
Expiration Date: 212/2020
Plan Approval No. RAID 55-1002
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WET SIGNED DOCUMENT HAS
SEE NOTE13 1 EMBOSSED CORPORATE SEAL
G
Allowable Span Table
3.0 inch - 0.030"- 2.Opcf EPS - 0.030" - WITHOUT FAN BEAM INSERT
Applied Pressure for Design
Minimum Panel
Loading Type
10 psf
15 psf
20 psf
25 psf
30 psf
35 psf
40 psf
45 psf
50 psf
55 psf
Slope (Per Foot of
Projection)
Live
1 B'-8"
14'-9"
318"
Wind (Upward)
20'-2"
17'-3"
16-5"
14'-1"
13'-1"
12'A"
1 V-8"
11'-1"
10'-7"
10'-2"
nla
Wind (Downward)
181-B"
16'A"
14'-9"
13'-7"
12'-9"
1T-0"
11'-5"
10'-11"
1V-5"
10'-0"
nla
Snow
14'-1"
13'-1"
12'-3"
11'-7"
1 V-0"
10'-6"
10'-1"
V-8"
112"
Allowable Span Table
3.0 inch - 0.030"- 2.Opcf EPS - 0.030"- WITH FAN BEAM INSERT
Applied Pressure for Design
Minimum Panel
Loading Type
10 psf
15 psf
20 psf
25 psf
30 psf
35 psf
40 psf
45 psf
50 psf
55 psf
Slope (Per Foot of
Projection)
Live
19'-10"
15'-8"
3/8"
Wind (Upward)
21'-2"
18'-0"
16'-0"
14'-B"
13'-8"
12'-9"
12'-1"
11'-6"
11'-0"
10'-7"
nla
Wind (Downward)
19'-10"
1T-4"
15'-8"
14'-5"
13'-6"
1T-8"
12'-0"
1l'-5"
1V-11"
10'-6"
nla
Snow
14'-11"
13'-9"
12'-11"
12'-2"
11'-6"
1 V-0"
1 10'-6"
10'-2"
1l2"
Allowable Span Table
4.25 Inch - 0.030'- 2.Opcf EPS - 0.030" - WITHOUT FAN BEAM INSERT
Loading Type
Applied Pressure for Design
Minimum Panel
Slope (Per Foot of
Projection)
10 psf
15 psf
20 psf
25 psf
30 psf
35 psf
40 psf
45 psf
50 psf
55 psf
Live
22'-11"
18'-3"
3/8"
Wind (Upward)
23'-0"
21'-4"
19-2".
1T-6'
16'-3"
15'-4"
14'-6"
IT-9"
13'-3"
12'-B"
nla
Wind (Downward
22'-11"
20'-l"
18'-3"
16-10"
15-9"
14'-11"
14'-2"
13'-6"
13'-0"
12'-6"
nla
Snow
1
1T-7"
16'-3"
15'-3"
14'-5"
13'-7"
12%10"
12'-2"
1V-8"
112"
Allowable Span Table
4.25 inch - 0.030"- 2.Opcf EPS - 0.030"- WITH FAN BEAM INSERT
Loading Type
Applied Pressure for Design
Minimum Panel
Slope (Per Foot of
Projection)
10 psf
15 psf
20 psf
25 psf
30 psf
35 psf
40 psf
45 psf
50 psf
55 psf
Live
23'-0"
19'-3"
3/8"
Wind (Upward)
23'-0"
22'-5"
20'-0"
18'-4"
17'-0"
15'-11"
15'-l"
14'-4"
13'-9"
13'-2"
nla
Wind (Downward)
23'-0" 1
21'-3"
19'-3"
17'-9"
16'-7"
15'-5"
14'-6"
I T-B"
13'-0"
12'-5"
n1a
Snow
1T-11"
16'-2"
14'-10"
1 IT-9"
12'-11'
12'-3"
1V-7"
11'-1"
1 1l2"
Allowable Spar. Table
6.0 inch - 0.030% 2.Opcf EPS - 0.030" - WITHOUT FAN BEAM INSERT
Applied Pressure for Design
Minimum Panel
Loading Type
10 psf
15 psf
20 psf
25 psf
30 psf
35 psf
40 psf
45 psf
50 psf
55 psf
Slope (Per Foot of
Projection)
Live
23'-0"
23'-0"
3/8"
Wind (Upward)
23'-0"
23'-0"
23'-0"
22'-9'
21'-1"
19'-10"
18'-7"
17'-6"
16'-7"
15'-10"
n/a
Wind Downward
23'-0"
23'-0"
23'-0"
21'-B"
20'-4"
19'-1"
1T-11'
16-11"
16-1"
15'-5"
nla
Snow
22'-2°
20'-0'
1 1T-5"
j 1T-1°
16'-0"
15'-2"
1 14'-5"
13'-9"
1/2"
SPAN TABLE NOTES:
(1) THE APPLIED PRESSURE FOR DESIGN (COLUMN HEADINGS) SHOWN IN THE TABLE IS
AN "EQUIVALENT" UNIFORM LOAD. CONSIDERATION SHAD. BE GIVEN TO LOAD COMBINATIONS
PRESENTED IN THE CODE AND SITE SPECIFIC CONDITIONS SUCH AS DRIFTING AND SLIDING
SNOW. AFTER DETERMINATION OF THE APPLIED PRESSURE, THE ALLOWABLE PANEL SPAN IS
DETERMINED FOR EACH LOAD TYPE USING THE GREATEST CALCULATED PRESSURE FOR ALL
LOAD COMBINATIONS WHICH INCLUDE THE SPECIFIC LOAD TYPE. THIS PROCESS IS REPEATED
FOR EACH OF THE FOUR (4) LOAD TYPES. THE MINIMUM ALLOWABLE SPAN CALCULATED FOR
EACH OF THE 4 LOAD TYPES SHALL BE THE "ALLOWABLE SPAN" USED FORTHE PROPOSED
APPLICATION.
(2) PANEL SPANS ARE BASED ON A MAXIMUM TEMPERATURE DIFFERENTIAL BETWEEN THE TWO
PANEL SKINS OF 10 DEGREES FAHRENHEIT.
(3) FASTENERS FOR BEAM AND WALL SUPPORTS SHALL BE *14 SMS WITH 1.0" O.D. PLATE WASHER
AND NEOPRENE INSERT. MAXIMUM FASTENER SPACING SHALL BE 12-INCHES. LENGTH OF
FASTENER SHALL BE AT LEAST 1 INCH LONGER THAN ROOF PANELTHICKNESS. THE FASTENERS
HAVE A PULL -THROUGH CAPACITY OF 110 LBS FOR THE SPECIFIED FASTENER USING A FACTOR
OF SAFETY OF 3.0. CAPACITY OF FASTENER AND CONNECTION OF THE FASTENER TO THE
SUPPORTING STRUCTURE IS OUTSIDE THE SCOPE OF THIS ENGINEERING.
(4) MINIMUM PANEL SLOPES ARE BASED ON PANEL DEFLECTION ONLY. INCREASED SLOPES WILL
BE REQUIRED WHERE PANEL ACCESSORIES, SUCH AS MULLIONS OR FLASHING, CAN INCREASE
PONDING CAUSED BY IRREGULARITIES IN THE WATER FLOW PATH.
(5) WHEN PANELS WITHOUT AN INTERNAL FAN BEAM ARE SUBJECT TO MAINTENANCE LOADS (AS
DEFINED IN THE CODE), MAXIMUM SPAN SHALL BE LIMITED TO 22'-4" FOR THE 3-INCH AND
23'-0" FOR THE 4.25-INCH AND 6-INCH, ORTHAT INDICATED IN THE SPAN TABLE, WHICHEVER
IS LESS. WHEN PANELS WITH AN INTERNAL FAN BEAM ARE SUBJECTTO MAINTENANCE LOADS
(AS DEFINED IN THE CODE), MAXIMUM SPAN SHALL BE LIMITED TO 23'-0" FORTHE 3-INCH AND
4.25-INCH OR THAT INDICATED IN THE SPAN TABLE, WHICHEVER IS LESS.
(6) THICKER PANEL CONFIGURATIONS ARE ALLOWED, PROVIDED THEY ARE MANUFACTURED WITH
THE SAME COMPONENTS, AND THE ABOVE SPAN LIMITATIONS ARE FOLLOWED. EXTRAPOLATION
TO LONGER SPANS IS PROHIBITED.
(7) UNLESS OTHERWISE NOTED, THE MAXIMUM EAVE PROJECTION OFTHE ROOFSYSTEM IS
24-INCHES.
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These plans have been approved
pursuant to the pro LRslon s of the State
of California Health and Sefety Code:
DiL,ieion 13, Part G and the reguletsons
adcp.ed pursuant thereto.
Approvals. herein does not authiarize
or approve any ornmision of deviation
from State lags or ve8d locE.l
ordinance~.
This Elan is approved as a building
component and/or building system,
and is appfcable onlytothe Design
Canditions as sham an on the plans.
Approved Date : 11/2112017
� 1 � 3lrsi.eco.
Expiration Date: 21=020
Plan Approval No. SAD 55-1002
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SEE NOTE 13
WET SIGNED DOCUMENT HAS
EMBOSSED CORPORATE SEAL
GENERAL NOTES AND SPECIFICATIONS'
1) THE FOAM CORE ROOF PANELS DEPICTED WITHIN THIS DRAWING ARE INTENDED FOR USE ON
RESIDENTIAL PATIOS AS REGULATED BY APPENDIX I OF THE 2016 CALIFORNIA BUILDING CODE (CBC),
APPENDIX H OF THE 2016 CALIFORNIA RESIDENTIAL CODE OR ON MOBILE HOME AWNINGS AS REGULATED
BY TITLE 25 OF THE CALIFORNIA ADMINISTRATIVE CODE.
2) MATERIALS:
a) INTERIOR FACING MATERIAL SHALL BE ALUMINUM CONFORMING TO THE REQUIREMENTS FOR
3105-H26, OR BETTER ALLOY AND TEMPER, THICKNESS OF SKIN SHALL BE AS SHOWN IN THE
APPROPRIATE ALLOWABLE SPAN TABLE. THE UNEXPOSED SIDE OF THE INTERIOR METAL SKIN
SHALL HAVE A BONDING MATERIAL COMPATIBLE WITH THE ADHESIVE DEFINED IN 2d. PAINT ON
OUTSIDE SURFACE OF METAL SKIN SHALL BE POLYESTER AS SPECIFIED IN THE QUALITY CONTROL
SYSTEMS MANUAL„
b) EXTERIOR FACING MATERIAL SHALL BE ALUMINUM CONFORMING TO THE REQUIREMENTS FOR
3105-1-126, OR BETTER ALLOY AND TEMPER. THICKNESS OF SKIN SHALL BE AS SHOWN IN THE
APPROPRIATE ALLOWABLE SPAN TABLE. THE UNEXPOSED SIDE OF THE EXTERIOR METAL SKIN
SHALL HAVE A BONDING MATERIAL COMPATIBLE WITH THE ADHESIVE DEFINED IN 2d. PAINT ON
OUTSIDE SURFACE OF METAL SKIN SHALL BE POLYESTER AS SPECIFIED IN THE QUALITY CONTROL
SYSTEMS MANUAL
c) THE FOAM CORE SHALL BE AS DEFINED BELOW AND HAVING A NOMINAL DENSITY AS SHOWN IN THE
ALLOWABLE SPAN TABLE:
1) PREFORMED EXPANDED POLYSTYRENE BOARD (EPS), AS MANUFACTURED BY ONE OF
SEVERAL RECOGNIZED MANUFACTURERS SPECIFIED IN THE QUALITY SYSTEMS MANUAL. THE
FOAM SHALL MEET THE REQUIREMENTS FOR CLASS A MATERIAL PER SECTION 803.1.1 OFTHE
2016 CBC. THE FOAM PLASTIC IS CLASSIFIED AS TYPE I FOAM IN ACCORDANCE WITH ASTM
C578.
d) THE COMPONENTS ARE BONDED TOGETHER BY AN ADHESIVE DESIGNATED AS EITHER MORAD
M-650 SERIES, A PROPRIETARY ADHESIVE MANUFACTURED BY ROHM AND HAAS COMPANY, AND
RECOGNIZED UNDER ICC ES ESR-1023, OR ISOGRIP SP5050D, A PROPRIETARY ADHESIVE
MANUFACTURED BYASHLAND SPECIALTY CHEMICAL COMPANYAND RECOGNIZED UNDER ICC ES
ESR-1140. THE ADHESIVE IS A CLASS 2, TYPE II, STRUCTURAL ADHESIVE, UNDER ICC ES.AC05.
3) THE MANUFACTURER OF ANY COMPONENT CITED IN ITEM 2 ABOVE SHALL PROVIDE CERTIFICATION WITH
EACH SHIPMENT THAT ALL COMPONENTS PROVIDED WITHIN THE SHIPMENT CONFORM TO THE APPLICABLE
SPECIFICATION(S) AND/OR DEFINITION(S) OUTLINED ABOVE.
4) THE MAXIMUM ALLOWABLE SPAN, FOR A GIVEN APPLIED LOAD SHALL NOT EXCEED THE SPAN PROVIDED IN
THE ALLOWABLE SPAN TABLE FOR SAID LOAD.
EXTRAPOLATION OF THE INFORMATION PROVIDED IN THE ALLOWABLE SPAN TABLE IS NOT PERMITTED.
5) PANELS SHALL BE CONTINUOUS IN THE DIRECTION OF SPAN WITH NO TRANSVERSE JOINTS.
6) THE SUPPORT AND STRUCTURAL ATTACHMENT OF THE SUBJECT PANELS SHALL BE SUBSTANTIATED BY
EITHER APPROVED EVALUATION REPORT PLANS OR STRUCTURAL PLANS APPROVED BY THE GOVERNING
JURISDICTION. THE GOVERNING JURISDICTION SHALL CONFIRM THAT SAID PLANS ARE INTENDED FOR USE
WITH THE DESIRED PANEL LOADS AND SPANS FOR EACH SPECIFIC PROJECT.
7) ALL PANEL EDGES SHALL BE SHIELDED IN ALUMINUM SECTIONS. ALL INTERFACES BETWEEN THE
ALUMINUM SECTIONS AND PANEL SHALL BE CAULKED WITH APPROPRIATE SEALANT,
8) METAL PANEL FASTENERS SHALL BE STAINLESS STEEL OR ALUMINIZED, HOT -DIP GALVANIZED OR
ELECTROGALVANIZED STEEL
9) AN IDENTIFICATION DECAL WITH DEPARTMENT OF HOUSING INSIGNIAAND MANUFACTURER'S
IDENTIFICATION NUMBER SHALL BE LOCATED ATANY OF THE FOAM EDGES ON THE FOAM CORE OF EACH
PANEL
10) FASTENERS SHALL BE #14 SELF -TAPPING SMS AND 1" O.D., SEAL WASHER WITH NEOPRENE INSERT. THE
FASTENER LENGTH WILL BE 1" LONGER THAN THE PANEL WIDTH. ALLOY AND MINIMUM THICKNESS OF
HEADER SHALL BE 6063-T6 AND 0.062 INCHES RESPECTIVELY.
11) STRUCTURES INCLUDED WITHIN THIS PACKAGE SHALL NOT BE ATTACHED TO "SINGLE COAT" STUCCO
SYSTEMS.
12) SNOW LOADS PRESENTED WITHIN THESE PLANS ARE "EQUIVALENT" UNIFORM SNOW LOADS.
CONSIDERATION SHALL BE GIVEN TO SITE SPECIFIC CONDITIONS INCLUDING, BUT NOT LIMITED TO,
DRIFTING AND SLIDING SNOW.
13) PLANS ARE CONSIDERED NULL AND VOID IF THEY DO NOT CONTAIN ORIGINAL SEAL AND SIGNATURE (IN
BLUE INK) BY THE ENGINEER OF RECORD (EOR) OR THE FACTORY BUILT HOUSING APPROVAL STAMP.
14) PLANS HAVE BEEN TESTED IN ACCORDANCE WITH ASTM El08 AND HAVE BEEN DETERMINED TO MEET THE
CONDITIONS OF ACCEPTANCE FOR A "CLASS B" RATING.
15) UNLESS OTHERWISE NOTED, THE SCOPE OF THIS DRAWING PACKAGE IS LIMITED TO THE STRUCTURAL
ASPECTS OF THE SUBJECT PANELS. NONSTRUCTURAL REQUIREMENTS, INCLUDING FIRE SAFETY
PROVISIONS, OF THE GOVERNING CODE AND LOCAL JURISDICTION SHALL BE ADDRESSED BY THE
MANUFACTURER AND/OR CONTRACTOR.
16) CONSIDERATION HAS BEEN GIVEN TO BE TO THE ADDITION OF ONE (1) CEILING FAN PER 4' W IDE PANEL
WITH A MAXIMUM FAN WEIGHT OF 50 POUNDS. THEREFORE, THE ALLOWABLE LOADS PROVIDED ABOVE
ARE IN ADDITION TO THE WEIGHT OF THE CEILING FAN.
17) SPANS PRESENTED WITHIN THE "ALLOWABLE SPAN TABLE (S)" ARE BASED ON UNFACTORED LOADS,
THEREFORE, THE "APPLIED PRESSURE FOR DESIGN" SHALL BE DEVELOPED USING THE LOAD
COMBINATIONS DEFINED IN THE CBC FOR ALLOWABLE STRESS DESIGN (ASD).
ADHESIVE
(NOTE 2d) FOAM CORE
EXTERIOR FACE (NOTE 2c)
(NOTE 2b)
ADHESIVE INTERIOR FACE
4-0" (NOTE 2d) (NOTE 2a)
NOMINAL
\�\ LENGTH PANEL INTERIOR DETAIL A
r\ \ (SEE ALLOWABLE NTS -
SPAN TABLE)
V \ \
THICKNESS B \ \ \ A
(SEE ALLOWABLE \
SPAN TABLE) SIM
FAN BEAM \
(OPTIONAL ON 4'-W
WIDE PANEL) J
TYPICAL HCD
FBH INSIGNIA
LOCATIONS
TYPICAL HCD
FBH INSIGNIA
LOCATIONS
TYPICAL ROOF PANEL
NTS
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ALUM 6063; T5
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FAN BEAM DETAIL
NTS
34
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EXTERIOR SKIN
INTERIOR SKIN
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NTS -
Appmed Factory. BUR "Dtl,i M
These plans have been approved
pursuant to the provisions ofthe State
of California Health and Safety Code.
Division 13, Part 6 and the regulations
adopted pursuant thereto.
Approvals here in. does not autfeorize
or approve any onzmislon of deviatic •n
from State laws or valid local
ordinances.
This plan is approved as a Lwilding
component andior Wilding system,
and is appEcable onlyto the Design
Conditions as shown on on the plans.
Appruved Date" 11/2112017
By: 7C y --.
Expiration Date. 21212020
Plan Approval HM RAQ 55-1001
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Allowable Span Table
3.0 inch - 0.024"-1.Dpcf EPS - 0.024" - WITHOUT FAN BEAM INSERT
L
Loading Type
Applied Pressure for Design
Minimum Panel
Slope (Per Foot of
Projection)
10 psf
15 psf
20 psf
25 psf
30 psf
35 psf
40 psf
45 psf
50 psf
55 psf
Live
16'-0"
12'-1"
131B"
Wind (Upward)
1T-0"
14'-3"
12'-0"
1V-3"
10'-4"
8'-10"
T-9"
6-10"
6'-2"
5'-7"
n/a
Wind (Downward)
16'-0'
13'-B"
12'-1'
11'-0"
9'-10'
8'-6"
T-5"
6'-8'
6'-0"
5.5-
nla
-- Snow —
_ -
- 11'4:
-=10'-2--
- 9%3"
-•8'-S" -
T-5"
61-8"- -
--V-04-
-5'•5-=
1!2- -
Allowable Span Table
3.0 inch - 0.024'-1.0pcf EPS - 0.024" - WITH FAN BEAM INSERT
Applied Pressure for Design
Minimum Panel
Loading Type
10 psf
15 psf
20 psf
25 psf
30 psf
35 psf
40 psf
45 psf
50 psf
55 psf
Slope (Per Foot of
Projection)
Live
1 T-6"
13'-4" 71
1318"
Wind (Upward)
18'-7"
15'-7"
13'-9"
12'-5"
1V-5'
10'-7-
9-9"
8'-8'
T-10"
T-1"
nla
Wind (Downward
17"-6"
15'-0"
13'-4"
12'-2"
11'-2'
10'-5"
9-6'
8'-5'
T-7"
6'-11"
nla
Snow
12'-6"
1 V-3"
1 10'-3'
9'-6"
8'-11"
8'-5"
T-7"
6'-1"
3/B"
Allowable Span Table
3.50 Inch - 0.024" -1.0pd EPS - 0.1024" - WITHOUT FAN BEAM INSERT
Applied Pressure for Design
Minimum Panel
Loading Type
10 psf
15 psf
20 psf
25 psf
30 psf
35 psf
40 psf
45 psf
SD psf
55 psf
Slope (Per Foot of
projection)
Live
1T-8"
IT-O"
1/4'
Wind (Upward)
18'-10"
15'-9'
13'-7"
12'-l"
10'-6'
9'-0"
T-10"
6-11"
6'-3'
6-8"
nla
Wind (Downward)
1T-8"
14'-11"
13'-D"
11'-9"
10'-0"
8'-7"
T-T
6"8"
6-0"
51-6"
nla
Snow
1V-8"
10'-6"
9'-7"
8'-7"
T-6"
6-8"
V-0"
5.6"
1/2^
Allowable Span Table
4.25 inch - 0.024"-1.Opcf EPS - 0.024' - WITHOUT FAN BEAM INSERT
Loading Type
Applied Pressure for Design
Minimum Panel
Slope (Per Foot of
Projection)
10 psf
15 psf
20 psf
25 psf
30 psf
35 psf
40 psf
45 psf
50 psf
55 psf
Live
19'-0"
14'-0"
114'
Wind (Upward)
20'-0"
16'-11"
14'-7"
IT-O"
11'-10"
1V-11"
10'-3"
9'-7'
8'-11"
8'-1"
nla
Wind (Downward)
1914"
16'-0"
14'-0'
12'-7"
11'-6'
10'-0"
10'-0"
9'-5'
8'-9"
T-10"
nla
Snow
12'-6"
1V-3"
10'-3"
9'-6"
8'-11"
8'-5'
1 a,-cr
I T-B"
3/B"
Allowable Span Table
2.0 Inch - 0.024" - 1.Opcf EPS - 0.024"- WITHOUT FAN BEAM INSERT
Loading Type
Pressure forr Design Maximum
ig
Max Span
Minimum Panel Slope
(Per Foot of Projection)
Live
20 psf
4'-0"
318" / foot
Wind (Upward)
55 psf
4'-0"
n/a
Wind Downward
55 psf
4'-0"
n/a
Snow
55 psf
4'"0'
112" / foot
(1) THE APPLIED PRESSURE FOR DESIGN (COLUMN HEADINGS) SHOWN IN THE TABLE IS
AN "EQUIVALENT" UNIFORM LOAD. CONSIDERATION SHALL BE GIVEN TO LOAD COMBINATIONS
PRESENTED IN THE CODE AND SITE SPECIFIC CONDITIONS SUCH AS DRIFTING AND SLIDING
SNOW. AFTER DETERMINATION OF THE APPLIED PRESSURE, THE ALLOWABLE PANEL SPAN IS
DETERMINED FOR EACH LOAD TYPE USING THE GREATEST CALCULATED PRESSURE FOR ALL
LOAD COMBINATIONS WHICH INCLUDE THE SPECIFIC LOAD TYPE, THIS PROCESS IS REPEATED
FOR EACH OF THE FOUR (4) LOAD TYPES. THE MINIMUM ALLOWABLE SPAN CALCULATED FOR
EACH OF THE 4 LOAD TYPES SHALL BE THE "ALLOWABLE SPAN" USED FOR THE PROPOSED
APPLICATION.
(2) PANEL SPANS ARE BASED ON A MAXIMUM TEMPERATURE DIFFERENTIAL BETWEEN THE TWO
PANEL SKINS OF 10 DEGREES FAHRENHEIT.
(3) FASTENERS FOR BEAM AND WALL SUPPORTS SHALL BE *14 SMS WITH 1.0" O.D. PLATE WASHER
AND NEOPRENE INSERT. MAXIMUM FASTENER SPACING SHALL BE 12-INCHES. LENGTH OF
FASTENER SHALL BE AT LEAST 1 INCH LONGER THAN ROOF PANEL THICKNESS. THE FASTENERS
HAVE A PULL -THROUGH CAPACITY OF 110 LBS FOR THE SPECIFIED FASTENER USING A FACTOR
OF SAFETY OF 3.0. CAPACITY OF FASTENER AND CONNECTION OF THE FASTENER TO THE
SUPPORTING STRUCTURE IS OUTSIDE THE SCOPE OF THIS ENGINEERING.
(4) MINIMUM PANEL SLOPES ARE BASED ON PANEL DEFLECTION ONLY. INCREASED SLOPES WILL
BE REQUIRED WHERE PANEL ACCESSORIES, SUCH AS MULLIONS OR FLASHING, CAN INCREASE
PONDING CAUSED BY IRREGULARITIES IN THE WATER FLOW PATH.
(5) WHEN PANELS WITHOUT AN INTERNAL FAN BEAM ARE SUBJECTTO MAINTENANCE LOADS (AS
DEFINED IN THE CODE), MAXIMUM SPAN SHALL BE LIMITED TO 18'-4" FORTHE 3-INCH AND
20'-D" FOR THE 3.5-INCH AND 4.25-INCH , OR THAT INDICATED IN THE SPAN TABLE,
WHICHEVER IS LESS. WHEN PANELS WITH AN INTERNAL FAN BEAM ARE SUBJECT TO
MAINTENANCE LOADS (AS DEFINED IN THE CODE), MAXIMUM SPAN SHALL BE LIMITED TO 19'-7"
FOR THE 3-INCH ORTHAT INDICATED IN THE SPAN TABLE, WHICHEVER IS LESS.
(6) THICKER PANEL CONFIGURATIONS ARE ALLOWED, PROVIDED THEY ARE MANUFACTURED WITH
THE SAME COMPONENTS, AND THE ABOVE SPAN LIMITATIONS ARE FOLLOWED. EXTRAPOLATION
TO LONGER SPANS IS PROHIBITED.
(7) UNLESS OTHERWISE NOTED, THE MAXIMUM EAVE PROJECTION OF THE ROOF SYSTEM IS
24-INCHES. '
IL a k-1
These plans have been rrppreved
pursuant to the provisions of the State
of Cafifornla Health and Safety Code.
070sion A Part 6 and the regulations
adapted pursusnt thereto.
Approvals herein tines nfit eLrthorlae
orisp,prove wW ommision of deviatiun
`ram State laws or waEad local
ordlnances.
This plan is approved as a building
component andiar bu-alding system,
Find is applicable only to the Be -skin
Conditions as shaven on on the plans.
Approved Date : 11►2112017
,J • .
Expiration Date' 21=020
Plan Approval No. RAD 55-1001
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VISIT WWW.TJCAA.COM/LINKS.HTML TO CONFIRM LATEST REVISION OF PLANS HAS BEEN SUBMITTED. PLAN # IS: 807008 CA-LRP-2410
SEE NOTE 13
WET SIGNED DOCUMENT HAS
EMBOSSED CORPORATE SEAL