BPAT2019-0061ce4ty, 4 4 041ato
DESIGN & DEVELOPMENT DEPARTMENT
BUILDING PERMIT
PATIO COVER/CITY STANDARD/PRE-ENGINEERED - OPEN
BPAT2019-0061
54820 ARISTIDES CT
767790016
ALKHAS / (2) TRELLIS DURALUM (PATIO COVERS AT REAR YARD
$12, 000.00
78-495 CALLE TAMPICO
LA QUINTA, CALIFORNIA 92253
Permit Type/Subtype:
Application Number:
Property Address:
APN:
Application Description
Property Zoning:
Application Valuation:
Applicant: Z� H
ANDREW FISHER - VALLEY PATIOS INC DBA VALI la RETE &
77971 WILDCAT DR SUITE B
PALM DESERT, CA 92211 OCT 0 / 2019
VOICE (760) 777-7125
FAX (760) 777-7011
INSPECTIONS (760) 777-7153
Date: 10/7/2019
Owner:
Alkhas Family Ab Living Trust
54820 ARISTIDES CT
LA QUINTA, CA 92253
Contractor:
0 VALLEY PATIOS INC DBA VALLEY CONCRETE &
77971 WILDCAT DR SUITE B
PALM DESERT, CA 92211
CITY OF LA QUINTA (760)203-4313
DESIGN & DEVELOPMENT DEPARTMENT Llc. No.: 937811
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: C-8. CS1 License No.: 937811
rt C
Date V Contrae,'or: �-
OWNER -BUILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt from the Contractor's State
License Law for the following reason (Sec, 7031.5, Business and Professions Code: Any
city or county that requires a permit to construct, alter, improve, demolish, or repair
any structure, prior to its issuance, also requires the applicant for the permit to file a
signed statement that he or she is licensed pursuant to the provisions of the
Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division
3 of the Business and Professions Code) or that he or she is exempt therefrom and the
basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a
permit subjects the applicant to a civil penalty of not more than five hundred dollars
($500).:
(_) I, as owner of the property, or my employees with wages as their sole
compensation, will do the work, and the structure is not intended or offered for sale.
(Sec. 7044, Business and Professions Code: The Contractors' State License Law does not
apply to an owner of property who builds or improves thereon, and who does the work
himself or herself through his or her own employees, provided that the improvements
are not intended or offered for sale. If, however, the building or improvement is sold
within one year of completion, the owner -builder will have the burden of proving that
he or she did not build or improve for the purpose of sale.).
() I, as owner of the property, am exclusively contracting with licensed contractors
to construct the project. (Sec. 7044, Business and Professions Code: The Contractors'
State License Law does not apply to an owner of property who builds or improves
thereon, and who contracts for the projects with a contractor(s) licensed pursuant to
the Contractors' State License Law.),
(_) I am exempt under Sec. B.&P.C. for this reason
Date:
Owner:
CONSTRUCTION LENDING AGENCY
I hereby affirm under penalty of perjury that there is a construction lending agency for
the performance of the work for which this permit is issued (Sec. 3097, Civ. C.).
Lender's
Lender's Add
WORKER'S COMPENSATION DECLARATION
I hereby affirm under penalty of perjury one of the following declarations:
I have and will maintain a certificate of consent to self -insure for workers'
compensation, as provided for by Section 3700 of the Labor Code, for the performance
of the work for which this permit is issued.
, have and will maintain workers' compensation insurance, as required by
ISectfort 3700 of the Labor Code, for the performance of the work for which this permit
is issued. My workers' compensation insurance carrier and policy number are:
Carrier: FALLS LAKE FIRE AND G/1$U9! TV COMPANY Policy Number:
FLA000408001
certify that in the performance of the work for which this permit is issued, I
shall not employ any person in any manner so as to become subject to the workers'
compensation laws of California, and agree that, if I should become subject to the
workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith
comply with tho pr visions.
Date: Applica
WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL,
AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO
ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF
COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE,
INTEREST, AND ATTORNEY'S FEES.
APPLICANT ACKNOWLEDGEMENT
IMPORTANT: Application is hereby made to the Building Official for a permit subject to
the conditions and restrictions set forth on this application.
1. Each person upon whose behalf this application is made, each person at whose
request and for whose benefit work is performed under or pursuant to any permit
issued as a result of this application , the owner, and the applicant, each agrees to, and
shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and
employees for any act or omission related to the work being performed under or
following issuance of this permit.
2. Any permit issued as a result of this application becomes null and void if work is
not commenced within 180 days from date of issuance of such permit, or cessation of
work for 180 days will subject permit to cancellation.
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
a` ove•mentfoned nperty for inspection purposes.
)ate. Signature (Applicant or - '
Date: 10/7/2019
Application Number:
BPAT2019-0061
Property Address:
54820 ARISTIDES CT
APN:
767790016
Application Description:
ALKHAS / (2) TRELLIS DURALUM (PATIO COVERS AT REAR YARD
Property Zoning:
Application Valuation:
$12,000.00
Applicant:
ANDREW FISHER - VALLEY PATIOS INC DBA VALLEY CONCRETE &
77971 WILDCAT DR SUITE B
PALM DESERT, CA 92211
Owner:
Alkhas Family Ab Living Trust
54820 ARISTIDES CT
LA QUINTA, CA 92253
Contractor:
VALLEY PATIOS INC DBA VALLEY CONCRETE &
77971 WILDCAT DR SUITE B
PALM DESERT, CA 92211
(760)203-4313
Llc: No.: 937811
Detail: 240SF TRELLIS PATIO COVER AND 410SF TRELLIS PATIO COVER AT REAR YARD [DURALUM] THIS PERMIT DOES NOT INCLUDE ELECTRICAL
INSTALLATIONS. PER 2016 CALIFORNIA BUILDING CODES.
Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: 91.00
DESCRIPTION
ACCOUNT
CITY
AMOUNT
PATIO COVER EA ADDITIONAL
101-0000-42400
0
$53.67
DESCRIPTION
ACCOUNT
CITY
AMOUNT
PATIO COVER EA ADDITIONAL PC
101-0000-42600
0
$40.25
DESCRIPTION
ACCOUNT
CITY
AMOUNT
PATIO COVER, STD, OPEN
101-0000-42404
0
$107.87
DESCRIPTION
ACCOUNT
QTY
AMOUNT
PATIO COVER, STD, OPEN PC
101-0000-42600
0
$106.26
Total Paid for PATIO COVER / COVERED PORCH / LATTICE 2019:
$308.05
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
$1.56
J
Total Paid for STRONG MOTION INSTRUMENTATION SMI:
$1.56
DESCRIPTION
ACCOUNT CITY
AMOUNT
TECHNOLOGY ENHANCEMENT FEE
502-0000-43611 0
$5.00
Total Paid for TECHNOLOGY ENHANCEMENT FEE:
$5.00
9 AT7,019 - of
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CITY OF LA QUINTA
BUILDING DIVISION
REVIEWED FOR
CODE
COMPLIANCE
DATE E&LkaSY
2.Wo5T-- AND 410 % -M-.LL 15
RECEIVED
OCT 9 2 2019
CITY OF LA QUINTA
DESIGN AND DEVROPMENT DEPARTMENT
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PERMIT #-�PATSC)11
PLAN LOCATION:
Project Description:
Project Address:
APN #:
Applicant Name:
1 �� Iti
CD >< Wei"
Address:— -7q-i
City, ST, Zip:
� CA 2-L2=1�
Telephone:7(P() ` 0 -j
Email: ® VCd M
Project Valuation $
Contractor Name: ,� p
New Construction:
Address: `� `g��
Conditioned Space SF
City, St, Zip t�
Garage SF
Telephone: 06
Patio/Porch SF
Email: va\��
Fire Sprinklers SF
State Lic: -61bJM City Bus Lic. 11
Architect/Engineer Name:
Construction Occupancy:
Address:
Grading:
City, St, Zip
Telephone:
Bedrooms: Stories:
# Units:
Email:
State Lic: City Bus Lic:
Property Owner's Name: q �\-�
ew Commercial / Tenant Improvements:
Address: r` G v
Total Building SF
City, ST, Zip
Construction Type: Occupancy:
Telephone: � —
, S
CALLE TAMPICO
LA QUINTA, CA 92253
760-777-7000
Building updated 3-1.1.- 19
OFFICE USE ONLY
#
Submittal
Required
Received
Plan Sets
Structural Calcs
Truss Calcs
Title 24 Calcs
CVWD Fire Flow Letter
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
VALLEY PATIOS
LUXURY OUTDOOR LIVING
Client: Elizabeth and Ramsey Alkhas
Address: 54820 Aristides Court
City/St/Zip: La Quinta, CA 92253
Phone: (619) 723-7396
Email: ralkhas@hotmail.com elizabethalkhas@yahoo.com
Invoice
Tel: (760) 203-4313
www.valleypatios.com
77-971 Wildcat Dr. Suite B
Palm Desert, CA 92211
License # 937811
Estimated By: JRN
Acceptance By: �"O� Date: 1.10 1 1 01
4
PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC.
POINT OF CONTACTS 5 GENERAL NOTES
DRAWING NOTES:
�� 1. THE DRAWINGS AND SPECIFICATIONS SHOWN REPRESENT THE FINISHED STRUCTURE, UNLESS OTHERWISE NOTED, AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL
i..r SUPERVISE AND DIRECT THEVIORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES.
INFORMATION REQUESTS SHALL BE DIRECTED AS FOLLOW: 40� 2. THE APPROVED SETOFDRAWINGS AND SPECIFICATIONS SHALL BEKEPT ATTHE JOB SITE AND SHALL BEAVAILABLE TOTHE AUTHORIZED REPRESENTATNESOFTHE BUILDING AND SAFETYDEPARTMENT. THERE
ZI,
� ( IF ( ���t� SHALL BE NO DEVIATION FROM THE APPROVED PLANS AND SPECIFICATIONS WTIHOUTAN APPROVED CHANGE ORDER.
CONTRACTORS: PLEASE CONTACT DURALUM 26030 ACERO SUITE 200 PHONE: 1949)305-1150 BUILDING DEPARTMENTS: PLEASE CONTACT 4STEL ENGINEERING MISSION VIEJO. CA 92691 FAX: (949) 305-1420 MATERIAL SPECIFICATIONS:
HOMEOWNERS: PLEASE REQUEST ANY INFORMATION THROUGH YOUR CONTRACTOR 1. ALUMINUM ALLOYSJPECIFIEDONDRAWINGS. Fty=28KSIAND Ftu=35KSIFOR ALLALUMINUMMEMBERS UNO.Fty=30KSIFOR DURAKINGANDT6PANS SHOWN ONS3.3.ALTERNATE ALUMINUM ALLOYS
STRUCTURAL ENGINEER OF RECORD: DUSTINK.ROSEPINKSE5885 MAY BESUBSFITUTEhFORTHOSESHOWN,PROVIDEDTHEYAREREGISTEREDWITHTHEALUMINUMASSOCIATION,ASTMOREN(EUROPEANSFANDARDS),ANDHAVEEQUALORGREATERYIELDANDULTIMATE
POINT OF CONTACT: MARIE-DOMINIQUE SETA, SE 5987 STRENGTHS.
2. CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2,500 POUNDS PER SQUARE INCH.
3, EMBEDDED STEELM::MBERSSHALLBEHOT-DIPPEDGALVANIZED,ANDCONFORMTOA50DGRADEB.ROLLFORMEDSTEELMEMBERSSHALLCONFORMTOA653-SS(STRUCTURALSTEEL)GRADE50G60.
4. BOLTS: ALUMINUM 30LTS SHALL BE 2024-T4, STEEL BOLTS SHALL BE ASTM A-307. ALL BOLTS SHALL HAVE STANDARD-m PLATED WASHERS.
DESIGN PARAMETERS S. SCREWS: ALL SCREW}ARE SELF DRILLING (SDS) OR SHEET METALSCREWS (SMS) IN CONFORMANCE WITH ICC-ES ESR 1976, ICC-ESA 30D6, ORAPPROVEO EQUAL
6. FASTENERSTO WO05: WOOD AND LAG SCREWS ARE REQUIRED TO BE INSTALLED IN ACCORDANCE WITH THE 2015 NATIONAL DESIGN SPECIFICATIONS, INCLUDING PRE -DRILLING OF HOLES. ALL LAG SCREWS
SHALL BE FULL-THRADED LAG SCREWS,
GOVERN INGCODES; 7. POST -INSTALLED ANCHDRS:POST-1NSTALL.EDANCHORS USED SHALL BESIMPSONSTRONG TIE STRONG BOLT2,STAINLESS STEEL �C SIL i7)f2RE BOLT HA11-BEIN.STAU-E20E THI7HE OE51GNOFATTACHEO AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLIES WITH THE FOLLOWING CODES: MANUFACTURER'S IP"5TALLATION AND IAPMO REPORT. SPECIAL INSPECTON IS NOTREQUIRED. VW [) l
.201Z/2015/2D18INTERNATIONAL BUILDING AND RESIDENTIAL CODES, 8. ALL COMPONENTS MANUFACTURED OR SUPPLIED BYDURALUMANDDESCRIBEDINTHISDOCUMENTSAREINTERCHANGEABLE, jj,(jELGAQING _
-2013/2016CALIFORNIA BUILDING AND RESIDENTIAL CODES, THEY ARESUBJECTTU. (/`�� �
-ASCE/SEI 7.10 and 7-16 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, 9. THE SELF WEIGHT OF HE PATIO COVER COMPONENTS IN THIS REPORT CAN BE CALCULATED FROM THEIR SECTION PROPERTIES. ES V RCS RY lli.Wf ET F UAj lP F.
\ /
-2015ALUMINUM DESIGN MANUAL 10. ROOF INSULATED PANELS(WHERE OCCURS).SEE S3.2AND IAPMO 505. BUILDING DIVISION
LIVE LOADS DESIGN PARAMETERS: FOOTINGS: REVIEWED F® B
IT IS THE RESPONSIBILITY OF THE ENTITY SUBMITTING THE DRAWINGS FOR THIS PROJECT TO VERIFY LIVE LOADS WITH THE LOCAL AUTHORITY HAVING JURISDICTIDN 1. ALL NEW CONCRETE =00TINGS SHALL BEAR ON FIRM, NATURAL, UNDISTURBED SOIL OR CERTIFIED FILL G®®B
1. IN RESIDENTIAL APPLICATIONS, ROOF LIVE LOAD CAN GENERALLY BETAKEN AS 10 PSF PER IRC / CRC APPENDIX H, SECTION AH105.1ORIBC /CBC APPENDIX 1,SECTION 105.1 1 DESIGN VERTICAL SOIL BEARING PRESSURE IS 1,50D POUNDS PER SQUARE FOOT.
2. IN COMMERCIAL APPLICATIONS, ROOF LIVE LOAD CAN GENERALLY BE TAKEN AS 20 PSF PER IBC / CBC CHAPTER 16 3. DESIGN LATERAL SOIL BEARING PRESSURE IS 200 POUNDS PER SQUARE FOOT PER FOOT OF FOOTING DEPTH. (EQUALS 100 PSF/F x 2 PER TABLE 1806. IS 4h
WIND SPEED DESIGN PARAMETERS: 4. THE BOTTOM OF FOOTINGS SHALL EXTEND BELOW THE FROST DEPTH. CONTRACTORTOVERIFY FROST DEPTH WITHAUTHORITY PING JURISDICTION d f �' e flANC B
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. SLAB ON GRADE USED AS A FOUNDATION SYSTEM:a-
3. COVERS SHALL NOT BE INSTALLED IN AREAS NEAR HILLS, RIDGES AND ESCARPMENTS AS DEFINED IN ASCE/SEI 7, SECTION 26.2, UNLESS SITE SPECIFIC ENGINEERING 15 PROVIDED VALIDATING THE WIND LOAD USED. IN ACCORDANCE WITHIRC/CRC APPENDIX H, SECTION AH1105.2, AND IBC/IRC APPENDIX 1, SECTION 1105.2, IN AREAS WITH A FW OEM
1 l
4. THE BASIC WIND SPEEDS CONSIDERED IN THIS REPORT ARE 110,120,130 MPH, EXPOSURES BAND C (BASED ON THE 20121BC, 2D15/20181BC/IRC, 2013 CRC, AND 2016 CBC/CRC). TO AN EXISTING CONCRETE SLAB PROVIDED THE FOLLOWING:
S. FOR USE WITH THE 20121RCAND 2013CRC, DIVIDE THE ABOVE MENTIONNEDWIND SPEEDS BYSQRTQ,fi. 1. THE SLAB ON GRADE 15 ATLEAST3 1/2 1NCHESTHICK. SEE DETA11.3 ON S7.2 OR L7.2 AND DETAIL 4 ON S7.1 OR L7.1 FOR REQUIREMENTS FOR THICKER SLAB.
WIND SPEED (SEE NOTE 4) 11OMPH 1 12qMPHIII MPH 2. THE SLAB ON GRADE SHALL BE CONTINUOUS BETWEEN COLUMNS AND A MINIMUM OF 10'-0" WIDE. WITHIN THIS AREA, THERE SHALL BE NO CRACKS WIDER THAN I/4"ORCONTROL/EXPANSIONJOINT
EQUIVALENT 20121RCJ 2013 CRC WIND SPEED BS MPH 93101 MPH DEEPER/WIDER THAN 3/4".
EXAMPLE: IF2032 IRCOR ZOU CAC WINOSPEW 1535 MPH, THE SELECTIONS INTH15 REPORTSHA.U, BE MADE FORA WIND SPEED OF 85 MPH / SQRT(O.6) = 110 MPH. 3. THERE SHALL BE A 6' MINIMUM DISTANCE BETWEEN ANY ANCHOR BOLTAND A SLAB EDGE, CRACK WIDER THAN 1132' OR CDNTROVEXPANSION JOINT DEEPERTHAN 1/2-. SEE DETAILS 4 ON 57.1 OR L7.1 FOR
EXCEPTION TO MINIMUM EDGE DISTANCE.
SNOW LOADS DESIGN PARAMETERS: 4. THE MAXIMUM DEAD AND LIVE/ SNOW LOAD AT EACH COLUMN 15750 POUNDS WHEN LL=IOPSF.
IT 15 THE RESPONSIBILITY OFTHE ENTITY SUBMITTING THE DRAWINGS FORTHIS PROJECTTO VERIFYSNOW LOADS WITH THE LOCALAUTHORITY HAVING JURISDICTION. S. DESIGN FOR PATIO COVERS SUPPORTED ON CONCRETE SLAB ON GRADE 15INACCORDANCE WITH 2O12/2015/20181RCAND2013/2016CRCSECTIONAH105.2FOR10PSF RESIDENTIALCONSTRUCTION,AND
SEE SHEETS L2.1 AND L2.2 OR L2.1 AND L2.2 FOR SNOW LOADS DESIGN PARAMETERS. ACI 318-14 FOR 20, 25 AND 30 PSF RESIDENTIAL AND COMMERCIAL CONSTRUCTION.
SEISMIC LOAD DESIGN PARAMETERS: �
SEISMIC DESIGN BASE SHEAR:17POUNDS PER LINEARFOOT ALONG THE SUPPORTING BEAMS, CONSIDERING A24'-0" MAX SPAN BETWEEN BEAMS AND THE FOLLOWING DESIGN PARAMETERS: NOTES TO LOCAL AUTHORITY I/
HAVING JURISDICTION
LASS: D
2.SEISMIC E GNCATEGORY:E AND ENTITY SUBMITTING DRAWINGS FOR APPROVAL
3. MAPPED SPECTRAL RESPONSE COEFFICIENTS: Ss =1.50, S1 = 0.5, Sds =1.0, Sd1 = 0,50
4. RESPONSE MODIFICATION FACTOR, R=1.25 S. RISK CATEGORY 11 USE OF THIS SET OF PLANS FOR ASITE SPECIFIC PROTECT:
I. FIOT PAGES DF TH9 WPMO REPDRT WILL BE USED FOR A SITE SPECIFIC PROJECT. EACH PROJECTSUBMITTED TO THE LOCALAL THORITY HAVING JURISDICTION SHOULD INCLUDE ONLY
6. THEPATIDCOVERSTRUCTURESDETAILEDINTHI55ETOFPLANSAREINCOMPLIANCEWITHASCE7-10SECTION12.8.1.3.ASARESULT,THISSETOFPLANSCANBEUSEDATANYSITEWITHSs>1.50,CONSIDERINGSs= THE PERTINENTSITE-SPECIFIC STRUCTURAL COMPONENTS LOCATED WITHIN THIS APMO-LISTED EVALUATION REPORT.
1.50WHEN DESIGNED PER 2012/2015/20181BC/IRCAND 2013/2016CBC/CRC 2. ALL ITEMS PERTAINING TO EACH INSTALLATION (TYPE OF ROOF PANEL, HEADER SPAN, COLUMN SIZE, CONNECTION DETAILS ETC) SHALL BE CIRCLED AND CLEARLY IDENTIFIED BY THE
7. THE PAT10 COVER STRUCTURES DEW LED IN THIS SET OF PLANS ARE IN COMPLIANCE WITH ASCE 7-16 SECTION 12.8.1.3. ASA RESULT, THIS SET OF PLANS CAN BE USED AT ANY SITE WITH 1.0<Sds<1.428, CONSIDERING ENTITY SUBMITTING THE DRAWINGS FOR APPROVAL.
Sds - 1.0. FOR SITES WITH 54cj.O, USE Sds. FOR SITES WITH Sds>1.428, IT IS ACCEPTABLE TO REDUCE THE SEISMIC LOADS USING 0.7 Sds INSTEAD OF Sds. 3. PLEASE NOTE THAT4STEL ENGINEERING GENERATED AND STAMPED THE ORIGINAL IAPMO REPORTAS AVAILABLE FROM iAPMO DIRECTLY, BUT WAS NOT INVOLVED IN MAKING ANY SITE
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 SPECIFICSELECTIONS OR ANOTATIONS ON THOSE DRAWINGS. ANY HANDMARKING OR HIGHLIGHTING ON THE SITE SPECIFIC SET OF DRAWINGS ARE THE RESPONSIBILITY OF THE ENTITY
AND CITY CODES FOR OTHER SPACING REQUIREMENTS THAT MAYBE MORE STRINGENT. SUBMITTING THE DRAWINGS FOR APPROVAL
4. EACH INSTALLATION SHALL BEAR AN IDENTIFYING TAG INDICATING THE NAME AND ADDRESS OF THE MANUFACTURER DESIGN LOADS AND ENCLOSABILTIY.
OTHER DESIGN PARAMETERS: 5. THE ORIGINAL IAPMO REPORT BEARS AN ELECTRONIC STAMP FROM 45TEL ENGINEERING, AND A WET STAMP IS NOT REQUIRED IN ACCORDANCE WITH THE REGULATIONS STATED BY THE
1. DESIGN LOADS COMBINATIONS ARE IN ACCORDANCE WITH IBC AND CBCSECTION 1605.3.1 OR 1605.3.2. PROFESSIONAL BOARD OF ENGINEERS.
2. ALLAPPLICABLE REDUCTION FACTORS DETAILED IN THIS REPORT ARE CUMULATIVE 6. A COLOR COPY OFTHE ORIGINAL PAGES FROM THE IAPMO REPORT 15 NOT REQUIRED, A COLOR COPY OF THE CONSTRUCTION DOCUMENTS MAY BE REQUIRED IFSELECTIONS WERE MADE
3. SOLID AND LATTICE ALUMINUM COVERS ARE CLASS A ROOF ASSEMBLY IN ACCORDANCE WITH SECTION CBC 1505.2, EXCEPTION 2. IN A WAY THAT WILL NOT BE VISIBLE ON A BLACK AND WHITE COPY
DESIGN ASSUMPTIONS: ATA MINIMUM, SUBMISSION FORA BUILDING PERMIT MUST INCLUDE THE FOLLOWING INFORMA71ON FROM THIS EVALUATION REPORT:
1. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS WITH DECK: SEE DETAILIB/53.2 L TIRE SHEET AND GENERALMOM SHEET. 66.1
2. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS WITH DURAPANEL: SEE DETAIL 1A/53.2 2. IAPMO APPROVED SHEET 60.2
3. MAXIMUM ROOF SLOPE FOR ALL STRUCTURES IS 3 DEGREES 3. STRUCTURAL CONFIGURATION (LP SOLID OR LATTICE ROOF, FREESTANDING OR ATTACHED), SHEETS1.x OR L1x
4. SNOW LOAD DESIGN SHEETSS2.1ANDSZ.2,WHEREAPPLICABLE. ❑ STRUCTURE" SHALL BE TAKEN WENT ISWSTANCERDLESS FRODNG VERINGTING INCL FROM ONE D OF OFSWITIOCOVERSLLISAN DECKREAM OTHE OTHER, OFUSEDONTH SAME ANY 5. BASED ON THE REQUIRED DESIGN LOADS,SITE-SPECIFIC RAFTER AND/OR PANEL SPAN TABLESS3xORL3.x
BEAM SPLICES. THE STRUCTURE LENGTH SHALL BE DETERMINED THIS WHY REGARDLESS OF ROOF COVERING TYPE, INCLUDING COMBINATION ROOFS WITH BOTH TRELLIS AND DECK ROOF USED ON THE SAME
CONTINUOUS PATIO COVER STRUCTURE. HOWEVER, PORTIONS OFTHE STRUCTURE DESIGNED AS LATTICE COVER SHALL NOT BE COVERED BY ROOF DECK. 6. TYPE OF HEADER, POSTTYPE & QUANTITY, FOOTING SIZE (WHERE REQUIRED) BASED ON THE SITE -SPECIFIC DESIGN LOADS. ce
S. CALCULATIONS FOR MAXIMUM SPANS WHEN ATTACHING TO AN EXISTING ROOF OVERHANG, AS SHOWN ON TABLE 1ON56.LAND/OR L6.I, ARE ASSUMING THATTHEEKISITNGWOOD RAFTERS ORTRUSSES ARE 7. APPROPRIATE STRUCTURAL DETAILS. a
DOUGLAS FIR -LARCH Not. THIS TABLE CAN ALSO BE USED FOR OTHER WOOD SPECIES WITH Fb >_ 900 psi AND Fv>_ 180 psl. B. OTHER DOCUMENTATION THAT MAY BE REQUIRED BY THE LOCAL AUTHORITY HAVING JURISDICTION, SUCH AS SITE PLAN. Uj
9. SEE Sl.x OR L1.x FOR SHEET INDEX W C"
SHEET INDEX
SEE SHEET St.x OR L1.x FOR SHEET INDEX.
ALL UNUSED SHEETS SHALL BE REMOVED FROM THIS SET OF DRAWINGS.
JOB NAME: R { s
JOB ADDRESS: `
5q c,C-
WIND LOAD:
LIVE 1 SNOW LOAD:
W N s
ct LLI
0 Acj c.A
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
S 58 5
`� OF CAL\FCC'
DATE SIGNED: July 8, 2019
rr
ZAA-U�Ft:i
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
�Ap
Mp
ES
TM
EXPIRES ON: JUNE 30, 2020
REVISIONS
MARK
DATE
DESCRIPTION
4 STEL JOB # DA02-02
DATE 07/DB/19
DRAWN BY RC
CHECKED MOB
IAPMO 195 V 3.1.1
TITLE SHEET,
DESIGN LOADS,
GENERALNOTES
GO. 1
r
v
0
0
� PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC. �
u . }-
EBEVALUATION REPORT 195 ,j'ti.•
p Originally Issued: 0610112011 Revised: 0711B2019 Valid Through: OW3012020
DURALUM PRODUCTS, INC.
249S Railroad Street
Corona, California 92590
(951)736.4500
ua.duruluut.rluu
RESIDENILILL PATIO COVERS;
CARPORTS, AND COMMERCIAL ROOF
STRUCTURES
CSI Secllam:
le 73 00 Prot-W, Covers
13 34 00 F.Irdimed F.gioemred Sfmclures
1.6 RECOGNITION
1.1 Patio Covent: Duralllm Products Residential Pado
Covers recognized in this report have been evaluated for use
for recccaunml, outdoor living purposes associated with
dnxllingus iµ1nd oohs carport, rArJaM misusage rooms an
hibiwble foams. The Rc.idenl kl Patio C cvas compy, w tth
Appendix I of the fBC And CBC. and Appendix 11 of the IRC
And CRC
12 Grpurhi And Commercial diaof Structures: Duralum
Products Carpons and Commercial Roof Swurltucs
mogei" in iN s,"poor have been evoltaled rar use witerc
permitted by rho spPFnlbk chaptns or the iBC, incloding
Soclamu 4% And 1105, Caryvats uumislcd wilb ons- and
Iwo-fmuly dwelling units arc for use, where permitted by the
IRC or CRC, ineludirg Seelion R309.
1,3 Compliance; -flit stm vurA pmpen In of the Restdmdal
Pali¢ Corer. Cotpnnx aid Commercial Roof Struclums
,..%A6.d in Ilk virpmri wvre nwYwud fa eemplismm wish
)he following codes And Mulatow:
2018, 2015 and 2012 International Building Cod'
(IBC)
• 2Q[IIII11R. 2015 and 2012 International Residential Code'
20Y6aad 2013 Califomio Building Code' ICBC)
• 20t6•and 2013 California Residential C-odc` (CRC)
• ASCE 7-16 and 7-10 - Minimum Design Loads For
Buildings and Other Structures
ADM I-20 t 5 - Aluminum Design Manuel Pon 1
7-
0 LMUT"TIONS
Use of the Dumium Products Residential Patio Covers,
CarpoN, and Cmamtorrial Roor5lnMencs rreogoidd m air
rcporl and deuRed in the ahaehcd plans end ipeeificativns
Rnis;on V3.1,1 signed and datrd July S. 2019. Is subject to
the following limitations:
2.1 L'onsrruchim of Ila regldenl ial patio tours. carports and
conhmcrci.l roof auuclurcs stun comply with lbc uppl;cable
eudra, nmm.fxtucr'. insµll.rm inctmetions, this report
and the aceaugtsaiing plans, bearinY the name Dural.m
Produets, 1.4, sod 45TEL Engir.veri.. Mere mKIE u
occur, the come Tearinive.hsll govern.
M PAhio cnvsn sbu0 he msewiawd wish one- ar iwo-fom;ly
rhicOlmg .ail* only and shall be lintr d to u.e u sti.el ores
regulated under Appendix 1 of the IBC or CBC or Appendix
11 of the IRC or CRC.
n Carpons and commercial roof structures shall be limited
to.seat slrwures mgul.md by the applicable chapters orlhe
IBC far Risk Canary D in ernrdanee with Table US-1 of
ASCE 7. Carporra associated wilh one- avid Irmo-bmily
dwelling units cbell be limited to use us stmclume regulated
by the applicable chapim of the iBC, IRC. CBC and CRC
14 Construction documenu submilled to the building olYcial
For uppmral shall include this report and the silo -specific
euuk uml components of Ibe acwlupanying plat:, including
but unt limited to the rite shcL: gcr" roles, applicable
code, structural ...rigumlbm, design criteria in Seelinn 3.1
of this report, related span tables. header, post And footing
lypm And appropriate structural dolails.
LS The riistlnp smxtum shall be odequake to support the
addieivaed leads imposed by the anschod patio cover
L6 rw patio covers. ca and commercial moor
'mueowee xubjeet to snow delERng and sliding, whulmed
sports shall be modifnmd in uconlance with the mcloninn
floats shown in the accompanying plans.
2-7-The pmj zion over length ratio orollwhed pdtit, rovers
simo not cxcnd 2 _�f ;Toe using design for nuarhed polo
covers And no be increased to 4-0 Aim using column and
Fouling sin, nor frccaaudiny atructurn. The projection over
Imillh mkt, for freeumuding corm is oat limihcd
2A Reva nding and unachcd patio covers ;.Paris. and
coounvcial structures shall have A rmf slope of .1 bast '.
inch per fool (1053 percen*
L9 For attached polio corns, m6lint Yrunus� Anll Love A
minimum width of 30 reel t9.7 an), a-,, um berigdh or So
Feet (36.6 an). meat our height rf 22 Feet (6.9 m) or less in
Exposure Category B and 15 fen (4.6 m) or less in Lrvposare
Category G .ad a mof slope of m 12 to 6:12 (12-5 to 56
percent), Minimum doe armorovedt ogs is 50 square feet
���
rwas•a+�+rar new.,s..e.a.sa...na;awr��r,....s..r....w„rt..rs.v,s�wr•r,wa,...,..w,e,awrr�vn
.era,.......,.ewvsr�araa-.. ••.e....nssw h.......rw..rs+e.wn»�eare..v,,..ry..b,'...... w..e..vw. ,h.,ra
.>•a.wr.avao,+r.wawr..o.«aea.aa huh. r. aw-.e •veysa errrma
°boiees,. uamsww rerm�n¢srwr.sasos.�n,nr
rPnn �u�.
�e� R a`"as rewa"�'wa..aww a""�.c a�"0u...'�e uni`�
Pape life
"""�, r
IAPMO APPROVAL
dr. Ut . g 1 REPORT 195
Originally Issued: B51012011 Revised: 071IRMOIS Valid Through: 06/302020
Mir rrecit"ing co m atLwIwd mum end the eiciming
buildlgw uaihkch roan ore altaehed thsil comply with the
,'aping rryuirem-ter of'C7apler 25 of ASCE 7 for regular
geometric shape and tesparrse elmnrrensrica
All hfrn-mum design of live load is 10 psf(47-OS Pa) For
patio covers; *mrumd with a ane- and tw'o•family dwelli or
unit and 20 psft95-76 PA) for sarituru and conunmial roof
Flnuctures.
7-12 IdsWlation of from-plastie-cure hoof panels shall he in
accordance wish hs nxkwrion report Section 4.2.4 of this
repose. and provide ectulwIcnl vvrtkcal and lalcral load
capd Ay a%shown in suds rcpalt
3.13 Approved scalmt or eou)king ;hall k .sr4 at any
pencualiomt made in the exl;dng weeahn msitani exterior
wall envelope,
%A4 Rok lmi.1 Patio evverrr earlimu erd omtm ociA roof
slmcltr" suhjoet 10 trpoliropluc efforts of ahrupt change;
awh a$ wiad'spted-up over b)11a, ridges and ucorpmenk in
accordance with 9mlian 26.5.1 of ASCE 7 are outside the
scope of this report.
L15 Anymar*intciurceansrea'ted in on one wilho Rai roe r•
lap snow load greener OW" 70.6 pO 0380 Pa) in Seismk
Design Categories A. B. C. D, D0, DI, D2, E . F, and not
complying with Eteeeplion I of IBC or CBC Section 1613.I,
is outside the scope of this report.
LJ6 Addition ormloaum wails to widential pnio covers
fhdl be in accordance soh Seeriorh 4.1 offhis report.
7.37 Tor Dural- Producls Reaidenti! Patio Covers,
Copotss, rod Cmmarharul Roof Strum my an; produced in
Comm. Cr 201 and $aeantenlo, CdifhmL.
3.0 PRODUCT USE
osign athd installation ardor Duralum Piaducis Residential
PIatio Covers, Carpons, and Commercial Roof Structures
shall comply with the applicable coda, the monufacturct s
inmolla;nn insi unions_ this report and the accompanying
plans end spec ifamimi Revision V3.I3, signed and dared
July 9, 2019. Alt allowable loading cendirions shall be as
noted in the plus a compy pag ibis report. Wimme
Cm9iets occur, the more resirinh+e sba0 gnvanc
3.1 AuSgat Selecrion of upplloable structtrul caatpanenls
for rho installation of fteestanding and elimbed resideminl
patio towm cespixu and rommercial roof structures shell
be inaeramdaaher wihh Ihedesign criteria is 4pncIfia in the
plarn ateafnpany;ns this tro report. The project locanne. t
{pa0a Cava. Capon, coanrn-ticlaI stnxtum} ronnpooding
code, and applicable design criteria, including risk c.tegory
i IIIC only), wind rp" xiod exposure cmum M, oaf live
laid, xround now load, x6ornk design calcgnry, ail ream
her depth shall be ptacad on or be slucloW to the pltets
Acwmpsr.*g ibis mporl and be abuesred In the edccti oo
of die compmenlz
3.2 lastdtwilon: Installation ofthrenmimumunis del2rmlhrd
in Smien 1A of this rupan to Onwinwl rot patio cover,
nrpmt oroommcrc;.l roof an cture slsll be in .ecordom.
with this report, the plum necompanying this report,
manufacluna's inytalludon inshucliom and the applicable
codes of this report. %Vhcrc conflicts occur, the more
re.hinive shell goYem
4.0 PRODUCT DFSCRTPTION
4.1 Predict [or nrme 116.
Duralum Products Residential Patio Ccry r Carporss, and
Commercial! RmrSuwuma arc freaq-di ng and attached
min-rncloied solid and lattice nsidenl'Ial patio emsrs;
carports and"mmac Lit roofsamcnra Tiwo-dunes ¢lull
be constructed in accordance with the plans accompanying
dds report and As laaldemrd in this report Anuind Poll*
covers, where Considered shall be open on toot oidn.
Attached carport. associated with one- and Iwo -family
dwelling units shall be open an At least two .ides.
Freeslending polio covers, carports and common;el roof
strummm shall be open on all four sides.
Whine drgrem. cmlmsuae wall cmbfgtrmivna used wish
the AnheturY eoenpanrrnts ahemcrtTrd it talc open 0 from
mclmd olotcbcd m;dcri 41 polio corer s1s0 conform Ie
Ibe limits soled is Sesiion 1103 of the IBC or CBC and
Siouan AH 103 of the IRC or CRC. The slrommes shall be
futed In a product nvloatiam report from an opprevcd
source As dtfsrcd in 1DC and CB C Section 104.11.1 w uthcr
nationally recognized eertificulion program aseepµd by
IAPMO Uniform Evaluation Service.
42Mat.d.L.
4.2.1 Alumiaom: Alumioom stnm%W ntv&m man roll•
fanned or extruded Atapn of vs,lous 011Lyt and lesuperm,
complying with C7uptcr N; of tk SRC Nd ASTM WD9 as
spcef6ed in tilt plans accompanying dal; report.
4.21 SUkh Sua1 memhme. me Formed from vinia.s grades
of Croel eaotplying with ASTM AM Or -do B And AMI
A651 SS Grade 50 w4 %+m m deeignsad, witha galvanized
mating complying Milt G60, as specified in the pious
accompanying Ihis report.
423 Fasteners: F.tmm include aluminum and anal bolls,
wood screws. lag screws, post installed arrchors, ne1f4rilling
screws and sheet metal screws es specified in the plans
acrompeny;ng IIIL TepmL
4.2A Foam-Ploalr-Cure P.-Is: The laminated foam<ore
sandwich roof panels used with the smtaural components
dc3critmd N olds rayon to farm Oeonsnding and muchcd
resddemkal patio and core urcial emcee %hail be Mrapanrl
Structural Petrel; fa Patio Coven dm nbcd and mcorni red
io IAPMO UL'S ER-505.
Paget of 3
n 11. • 195
Originally Issued: 061012011 Revised: 0711W2019 Valid Through: MIJ2020
5.0IDENTIFICATION
Enclosures covered by this report shall be identified by a
permanent decal or identifying tag that sums the none and
address of the monufacttdcr (Dural.. Products. Inc.). Each
installation .lull bear on original identifying deed or tag
bearing the IAPMO LIES Mari: of Conformiry and the
E\uluat;an Report Number (ER-195). Either of the hollering
hdarks of Conformity may be used asshoum:
(AP�o ups
W
iAPMO UES ER-195
6.0 SUBSTANTL471FUM1G DATA
62 hold complying Willi the ICC-ES Arc6plmlrc Criteria
for Patin Cavaaa"(AC340)_ Apposed August=al lC
62 ingiocm* nkstWons in Accotdonc w10A Ilse 20Ill.
2615 end 20121memaaiwal BW'ld'mgCola. ASCFI-10-4
7-IS and the AMrNnmat 13niRm Msmul Pan I
0 Quality control manual.
6.4 Product drawings.
7.0 STAT'EMMT Of RECOf17TION
This eswluatim lepml d---bsa the results of research
cirri:-d out by IAPMO Uniform kralomlon Smite on
Duralum Products Residential Polio Covnrrt Cotporla end
Cmmncmial Roof Structures manufoclured in Comns and
Samosa la. Califcmia, so assess their c-lbrunvtce to the
codas shown in StIcdaa Lo of this ..pun end docunocots
the pntduia s ccrtifsrarioe. The prrdoc ; ore pri,49cd ri
lmklars cored In Swim 2,17 of ibis repo¢[ under a
quality emend pmgmm with periodic inspection under the
supervision of1APM0 UES.
Brfn Gerber. P.E. S.E
%gc ,1'residem, Technical Operatdns
unit.- EealsAHon Survive
1,400� "f"I
RleharelBtd, PE, CBO,MCP
Via Prey3dtnl, Llaifotm Evulua im Senice
K C.`�w jj
GP Rant Chanfy
CEO, The LAPMO Grasp
For •danbW sam-mar p.rI pL-- \idh
Page 3 of 3
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
EXPIRES ON: JUNE 30, 2020
REVISIONS
HARK DATE DESCRIPTION
4 STEL JOB # DA02-02
DATE 07100119 1
DRAWN BY RC I
CHECKED MDS
IAPMO 195 V 3.1.1
IAPMO APPROVAL
GO.2
9
m
I
(E) BUILDING
RAFTER
SEE NOTE 2
r
� I
RAFTER CONNECTION I
TO BLDG SEE NOTE E
O
z
LATTICE @ 3" OR 6 ; D.C..
LaLU
w
SEE NOTE 2
z
' COL, TYP
w
a
z
SEE NOTE 4 j
o
U
cy
,
w
'o
o
LU
1
w
z
RAFTER CONNECTION BEAM SEE NOTE 3
a
TO BEAM SEE NOTE 2
BEAM CLEAR SPAN
LENGTH 'L' SEE NOTE 1
C PLAN VIEW
NOTE$,,
1. PATIO COVER DIMENSIONS
SPAN
z
N
A. SEE DESIGN ASSUMPTION NOTE 4 ON GO.1 FOR PATIO COVERS CONSISTING OF SOLID
COVERS AND LATTICE FRAMING.
B. HEIGHT OF STRUCTURE 'M (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 25% OF RAFTER'S ADJACENT CLEAR SPAN.
E. LATTICE OVERHANG 'OH' SHALL NOT EXCEED 25% OF THE TOTAL UNSPLICED LENGTH OF
THE LATTICE MEMBER OR 24", WHICHEVER IN LESS.
F. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN:
• TRIB (Bext)= Y2 ADJACENT RAFTER CLEAR SPAN @ RIGHT
+ RAFTER OH @ LEFT
• TRIB (BLDG)=h 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 DIVIDED 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.
8. 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 UMITM TO FABRIC OR PLANTS.
G. IF CLEAR SPACING BETWEEN LATRCE FRAMING MEMBERS IS MORE THAN 1.5 11MES THEIR
WIDTH (OR ON CENTER SPACING IS MORE THAN 2.5 11MES 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.
9 ISOMETRIC VIEW
3. BEAMS
A. SEE SHEET L4.1 FOR BEAM PROFILES.
B. SEE SHEET L4.4 FOR FAN BEAM DETAILS.
C. SEE SHEETS 9/0.2 & 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 9/1-7.2 AND LB.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
N
5E
2
TABLE 1
MINIMUM NUMBER OF POSTS REQUIRING
ATTACHMENT PER 3/L6.3
WITH 2 x (1-5 x 0,032 SIDE PLATES
(SIDE PLATE TYPE SP3)
TRI$
WIDTH
WIND 9FEEYAND E)FOSURE
110E
110C
1208
120C
130D
1300
5'
2
2
2
3
3
3
6
2
3
3
3
3
4
T
2
3
3
4
3
4
B
3
3
3
4
4
5
Sr
3
4
4
4
4
5
10'
3
4
4
5
5
5
11'
4
4
4
5
5
5
12,
4
5
5
1 6
5
7
WITH 2 x 6.5 x 0.042 SIDE PLATES
(SIDE PLATE TYPE SP4)
TRIB
WIND SPEED AND EXPOSURE
WIDTH
11013
1 11DC
12DB
120C
I 13DB
13X
5
2
2
2
2
2
3
6'
2
2
2
3
3
3
7
2
3
3
3
3
4
&
2
3
3
4
3
4
9'
3
3
3
4
4
5
10'
3
4
4
4
4
5
11'
3
4
4
5
5
6
17
3
4
1 4
5
5
5
NOTES:
1. NUMBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADD
POSTS AS REQUIRED TO ENSURE7HATTHE "MAXPOSTSPACING
(SPAN)" SHOWN ON SHEETS LB.xx.x IS NOT EXCEEDED-
2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL 3/1-6.3.
3. THIS TABLE DOES NOTAPPLY IFTHE 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.
A TABLE 1 - MINIMUM NUMBER OF COL
REQUIRING TOP ATTACHMENT
PER 3/L6,3
SHEET INDEX - LATTICE STRUCTURES: TYPE E
GDA -TITLE SHEET, DESIGN LOADS, GENERAL NOTES
G0.2 - IAPMO APPROVAL
L1.1 -LATTICE STRUCTURES: TYPE E
L1.5 - LATTICE STRUCTURES: TRIBUTARY WIDTHS 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
L6.1 -LATTICE STRUCTURES: ATTACHMENT TO EXISTING BUILDING
L6.2 - LATTICE STRUCTURES: CONNECTION DETAILS
1-6.3-LATTICE STRUCTURES: CONNECTION DETAILS
L7.1 - LATTICE STRUCTURES: FOUNDATION DETAILS
L7.2-LATTICE STRUCTURES: FOUNDATION DETAILS
LB.xx.x- LATTICE STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx PSF
LLJSL, 1x0 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
�FES51z�1
co
' S585
�, yr L1C'T� type'
E OF CAbF�
DATE SIGNED: July 8, 2019
;L�Av -.7
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
[*T,
EXPIRES ON: JUNE 30, 2020
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB A DA02-02
DATE 07108/19
DRAWN BY RC
CHECKED MDS
IAPMO 195 V 3.1.1
LATTICE STRUCTURES:
TYPE E
L 1 . 1
RAFTER
p0 SEE NOTE 2
a (E) BUILDING
o �
� I
w
RAFTER CONNECTION
TO BLDG SEE NOTE 21
Uj
m-
-
r
II
w
cn
I LATTICE . 3" OR 6" O.C.
v
SEE 1NOTE ,2
v
COL,{ TYP I I
RAFTER MNECi�ON SEE ,NOTE
^^+
g
5
14
TO BEAM SEE NOTE 2'
m
z
I I ]
-
w
1
BEAM CLEAR SPAN L BEAM CLEAR SPAN
LENGTH 'L' SEE NOTE 1
C PLAN VIEW
NOTES:
1, PATIO COVER DIMENSIONS
A SEE DESIGN ASSUMPTION 4 ON GO.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 25% OF BEAM'S ADJACENT CLEAR SPAN.
D. RAFTER OVERHANG 'OH' SHALL NOT EXCEED 25% 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:
• TRIS (Sext)= Y2 ADJACENT RAFTER CLEAR SPAN @ RIGHT
+ RAFTER OH 0 LEFT
• TRIB (Sint)= Y2 ADJACENT RAFTER CLEAR SPAN @ RIGHT
+ Y2 ADJACENT RAFTER CLEAR SPAN 0 LEFT
• TRIB (BLDG)=Y2 ADJACENT RAFTER CLEAR SPAN
G. THE RATIO P/L (COVER PROJECTION VNIDED 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 DIVIDED 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 L3.1A 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 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.
OH
B [SOMETRiC VIEW
3. BEAMS
A. SEE SHEET L4.1 FOR BEAM PROFILES.
B. SEE SHEET L4.4 FOR FAN BEAM DETAILS.
C. SEE SHEETS 9/L7.2 & LB.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__CS ISl NLS
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 LB.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 9/1-7.2 FOR ATTACHED PATIO COVER SUPPORTED ON SLAB ON GRADE
3.
TABLE 1
MINIMUM NUMBER OF POSTS REQUIRING
ATTAr.14UFNT PFR 311.E 3
WITH 2 x 6.5 x 0.032 SIDE PLATES
(SIDE PLATE TYPE SP3)
TRIG
WIDTH
WIND SPEED AND EWPOSU RE
110E
110G
1208
12DC
1300
130C
5'
2
2
2
3
3
3
B'
2
3
3
3
3.
4
T
2
3
3
4
3
4
8'
3
3
3
4
4
5
8'
3
4
4
4
4
5
7a
3
4
4
5
5
6
11,
4
4
4
5
5
8
17
4
5
5
5
5
7
WITH 2 x 6.5 x 0 Od2 SIDE PLATES -
(SIDE PLATE TYPE SP4)
TRIB
WIND SPE E D AND E XPOS UR E
WIDTH
I1DB
110C
120B
120C
I 130B
13W
52
2
2
2
2
3
V
2
2
1 2
3
3
3
T
2
3
3
3
3
4
B'
2
3
3
4
3
4
93
3
3
4
4
5
10
3
4
4
4
4
5
TV
3
4
4
5
5
8
1-2
3
4
4
5
5
5
NOTES:
1. NUMBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADD
POSTS AS REQUIRED TO ENSURE THAT THE "MAX POST SPACING
(SPAN)' SHOWN ON SHEETS LB.xx.x IS NOT EXCEEDED.
2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL 3/1-6.3
3. THIS TABLE DOES NOT APPLY IF THE SIDE PLATES ARE PROVIDED
FOR AESTHETICAL PURPOSES AND THE BEAM IS CONNECTED TO
THE COLUMN DIRECTLY PER 2/L6.3 OR WITH A BRACKET PER 111-4.3
& 1/L6.3.
A)TABE 1 -MINIMUM NUMBER OF COL
REQUIRING TOP ATTACHMENT
PER 3/L62
SHEET INDEX - LATTICE STRUCTURES: TYPE F
GDA -TITLE SHEET, DESIGN LOADS, GENERAL NOTES
GO.2- IAPMO APPROVAL
L1.2 - LATTICE STRUCTURES: TYPE F
L1.5 - LATTICE STRUCTURES: TRIBUTARY WIDTHS 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
L3.1 A - 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
LOA - LATTICE STRUCTURES: ATTACHMENT TO EXISTING BULDING
L6.2 - LATTICE STRUCTURES: CONNECTION DETAILS
L6.3 - LATTICE STRUCTURES: CONNECTION DETAILS
L7 1 - LATTICE STRUCTURES: FOUNDATION DETAILS
L7.2-LATTICE STRUCTURES: FOUNDATION DETAILS
LS.)(x.x- LATTICE STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx PSF
LUSL, 1x0 MPH
G9.1 -ADDITIONAL STATE LICENSURE STAMPS
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
DATE SIGNED: July 8, 2019
v'_7twvc_
TC�
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
EXPIRES ON: JUNE 30, 2020
REVISIONS
MARK I DATE DESCRIPTION
4 STEL JOB R
DA02-02
DATE
07/08/19
DRAWN BY
RC
CHECKED
MDS
IAPMO 195 V 3.1.1
LATTICE STRUCTURES:
TYPE F
LATTICE COVER STRUCTURE TYPE F: ATTACHED MULTI -SPAN WITH OPTIONAL CANTILEVER
L1.2
x
m �
m 2
E w
y
j
m
O PLAN VIEW_
NOTES:
1-PAnO-COVIR _ PIAfMIUNS
l- RAFTERSEENOTE 2
LATTICE.@ 3"I OR O.C.
SLE NOTE 2
1 1 I -
A
OL, TYP
wE CONNECTION
SEE NOTE 2
BEAM CLEAR SPAN
LENGTH 'L' SEE NOTE 1
A. SEE DESIGN ASSUMPTION 4 ON GO.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 25% OF BEAM'S ADJACENT CLEAR SPAN.
D. RAFTER OVERHANG 'OH' SHALL NOT EXCEED 25% OF RAFTER'S ADJACENT CLEAR SPAN.
E. LATTICE OVERHANG 'OH' SHALL NOT EXCEED 257 OF THE TOTAL UNSPUCED LENGTH OF
THE LATTICE MEMBER OR 24", WHICHEVER IS LESS.
F. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN:
• TRIB (Bext)= )k ADJACENT RAFTER CLEAR SPAN @ RIGHT
+ RAFTER OH @ LEFT
• TRIB (BLDG)=X ADJACENT RAFTER CLEAR SPAN
2. LA710F OOV<RS
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.
E. SEE SHEETS L6.1 FOR CONNECTION OF LATTICE COVERS TO (E) BUILDING.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.
zz
w
IN
z
F
W
Ir
a
ISOMETRIC VIEW _.
(�,,) 3/32"=l'-O"
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.
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 9/1-7.2 AND LB.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING.
D. SEE SHEETS L6.x & L7.x FOR COLUMN CONNECTIONS & DETAILS.
6t�0 N
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 9/L7.2 FOR ALTERNATE FOOTING SIZES.
SLAB,
i
TABLE 1
MINIMUM NUMBER OF POSTS REQUIRING
ATTACHMENT PER 3/1-6.3
WITH 2 x 6.5 x O.W2 SIDE PLATES
(SIDE PLATE TYPE SP3)
TRIB
WIDTH
WINDSPEED AND EXPOSUTF-
110E
110C
120E
120C
13D6
130C
5'
2
2
2
3
3
3
6'
2
3
3
3
3
4
7
2
3
3
4
3
4
8'
3
3
3
4
4
5
9'
3
4
4
4
4
5
10'
3
4
4
5
5
6
11'
4
4
4
5
5
6
12'
4
15
5
1 6
5
7
WITH 2 x 6.5 x D.D42 SIDE PLATES
tSIDE PLATE TYPE SP4]
TRIO
WIND 3PEE DAND )POSURE
WIDTH
110E
110C
1 120E
120C
I 130E
130C
5'
2
2
2
2
2
3
6
2
2
2
3
3
3
7
2
3
3
3
3
4
6'
2
3
3
4
3
4
9'
3
3
3
4
4
5
10'
3
4
4
4
4
5
11'
3
4
4
5
5
6
12
1 3
T 4
4
5
5
5
NOTES:
1. NUMBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADD
PCSTS AS REQUIRED TO ENSURE THAT THE "MAX POST SPACING
(SPAN)" SHOWN ON SHEETS LB.xx.x IS NOT EXC-EEDED.
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
8 1 /L6.3.
�ABLE 'I -,MINIMUM NUMBER OF COL.
" REQUIRING TOP ATTACHMENT
PER 3/L6+3
SHEET INDEX - LATTICE STRUCTURES: TYPE G
GDA -TITLE SHEET, DESIGN LOADS, GENERAL NOTES
GD.2 - IAPMO APPROVAL
1-1.3 - LATTICE STRUCTURES: TYPE G
1-1.5 - LATTICE STRUCTURES: TRIBUTARY WIDTHS 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
L3.1 F - LATTICE STRUCTURES: FREESTANDING COVERS RAFTER SPANS
L4.1 -LATTICE STRUCTURES: BEAM PROFILES
1-4 2 - LATTCE STRUCTURES: COLUMN PROFILES
1-4-3 - LATTIC E STRUCTURES: CONNECTORS
L4.4 - LATTICE STRUCTURES: FAN BEAM DETAILS
L5.1 - 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
L8.xxx- LATTICE STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx PSF
LUSL, 1xO MPH
G9.1 -ADDITIONAL STATE LICENSURE STAMPS
LATTICE COVER STRUCTURE TYPE G: FREESTANDING SINGLE SPAN WITH OPTIONAL CANTILEVER
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
FE SI
L!J S 58 5
O�
DATE SIGNED: July 8, 2019
VA p , 77f'r
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 I FAX 949.305.1420
S*TM
EXPIRES ON: JUNE 30, 2020
REVISIONS
rMARK DATE DESCRIPTION
4 STEL JOB # DA02-02
DATE 07108/19
DRAWN BY RC
CHECKED MDS
IAPM0195 V 3.1.1
LATTICE STRUCTURES:
TYPE G
L1.3
_
m
m
w
N
w
I
RAFTERi CONNECTION i I I COL; TYP
4
n
TO BEAM Sq NOTE 2 1 1 SEE NOTE ,
--
1
w
y
aw
RAFTER SEE NOTE 2
v
i I
{
LV+TTIC� @ 3j OR 6. 0.0, 1 r
mTiww
d
SEE NGTE 21 I
�
I
-
BEAM CLEAR SPAN L BEAM
LENGTH 'L' SEE NOTE 1
C PLAN VIEW
NOTES:
I. PATIO COVER DIM N I S
A. SEE DESIGN ASSUMPTION 4 ON GO.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 'CH' SHALL NOT EXCEED 25% OF BEAM'S ADJACENT CLEAR SPAN.
D. RAFTER OVERHANG 'OH' SHALL NOT EXCEED 25% OF RAFTER'S ADJACENT CLEAR SPAN.
E. LATTICE OVERHANG 'OH' SHALL NOT EXCEED 25% OF THE TOTAL UNSPIICED LENGTH OF
THE LATTICE MEMBER OR 24", WHICHEVER IS LESS.
F. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN:
• TRIB (Bext)= h ADJACENT RAFTER CLEAR SPAN @ RIGHT
+ RAFTER OH @ LEFT
• TRIB (Sint)- kz ADJACENT RAFTER CLEAR SPAN @ RIGHT
+ )I ADJACENT RAFTER CLEAR SPAN @ LEFT
• TRIB (BLDG)=): ADJACENT RAFTER CLEAR SPAN
LAlT12 CF CARS
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.
E SEE SHEETS LGA FOR CONNECTION OF LATTICE COVERS TO (E) BUILDING.ROOF OF
STRUCTURES DESIGNED AS LATTICE COVERS SHALL REMNR 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 13E 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 LATTCE 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 PSI= AND UP TO 84 PSF.
#3 180METRIC VIEW
3. BEAM
A SEE SHEET L4.1 FOR BEAM PROFILES.
B. SEE SHEET L4.4 FOR FAN BEAM DETAILS.
B. SEE SHEETS 9/0.2 & L8.xx.x FOR TABLES SHOWING MAXIMUM BEAM SPAN.
C. SEE SHEET L2.2 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR SNOW
LOADS.
D. 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 9/0.2 AND L8.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING.
D. SEE SHEETS L6.x & L7.x FOR COLUMN CONNECTIONS & DETAILS.
5. _F/] A11014S_
A SEE SHEETS L7.1 AND L7.2 FOR COLUMN CONNECTION TO FOUNDATION.
B. SEE BEAM SPAN TABLES ON SHEETS L.B.xx.x FOR MINIMUM FOOTING SIZE FOR PATIO COVER
SUPPORTED ON CONCRETE FOOTING. BASED ON BEAM SPAN SELECTED.
C. SEE 9/0.2 FOR ALTERNATE FOOTING SIZES.
SLAB,
TABLE 1
MINIMUM NUMBER OF POSTS REQUIRING
ATTACHMENT PER 3A-6.3
WITH 2 x 6.5 x 0.032 S M PLATES
(SIDE PLATE TYPE SP3)
TRIG 1
WIDTH
W IND
S PEE R AN15
E XPOS
URE
SIDE
110C
120E
12DC
130E
1300
5'
2
2
2
3
3
3
6
2
3
3
3
3
-4
T
2
3
3
4
3
4
g•
3
3
3
d
4
5
g
3
4
4
4
4
5
Sd
3
4
4
5 1
5 1B
11'
4
4
4
5
5
6
17
4
5
5
6
5
7
- - -- - -- - WITH 2-x 6.5 x 0.00 SIDE PLATES- -- -
(SIDE PLATE TYPE SP4)
TRIG
I140 SPEED AND EXPOSURE
WIDTH
1109
I 110C
720E
120C
130E
130C
5'
2
1 2
2
2
2
3
G
2
2
2
3
3
3
T
2
3
3
3
3
4
8
2
3
9
4
3
4
g
3
1 3
3
4
4
5
IV
3
4
4
4
4
5
11'
3
d
4
S
5
6
77
3
4
4
5
5
5
NOTES:
1. NUMBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADD
POSTS AS REQUIRED TO ENSURE THAT THE °MAX POST SPACING
(SPAN)" SHOWN ON SHEETS LB.xx.x IS NOT EXCEEDED.
2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL3/L6.3.
3. THIS TABLE DOES NOT APPLY IF THE SIDE PLATES ARE PROVIDED
FOR AESTHETICAL PURPOSES AND THE BEAM IS CONNECTED TO
THE COLUMN DIRECTLY PER 2/1-6.3 OR WITH A BRACKET PER 1/1-4.3
& 1/L5.3.
(�)TABLE 1 - MINIMUM NUMBER OF COL.EQUIRINQ TOP ATTACHMENT
PER 3/L8.3
SHEET IND - LA=E STRUCTURES:T)PE H
GOA -TITLE SHEET, DESIGN LOADS, GENERAL NOTES
G0.2 - IAPMO APPROVAL
L1-4-LATTICE STRUCTURES: TYPE H
L1.5 - LATTICE STRUCTURES: TROUTARY WIDTHS 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 DRIFTAND SLIDING
L3.1 F - LATTICE STRUCTURES: FREESTANDING COVERS RAFTER SPANS
L4.1 -LATTICE STRUCTURES: BEAM PROFILES
L4.2- LATTICE STRUCTURES: COLUMN PROFILES
L4.3 -LATTICE STRUCTURES: CONNECTORS
L4.4-LA7TICE STRUCTURES: FAN BEAM DETAILS
L6.1 -LATTICE STRUCTURES:ATTACHIM ENTTO EXISTING BUILDING
L6.2 - LATTIC E STRUCTURES: CONNECTION D ETAILS
L6.3-LATTICE STRUCTURES: CONNECTION DETAILS
L7.1 -LATTICE STRUCTURES: FOUNDATION DETAILS
L72-LATTI0E STRUCTURES: FOUNDATION DETAILS
L8.x(A - LATTIC E STRUCTURE S: SEA M SPANS AND FOUNDATION SIZES xx PS F
LLISL, 1xD MPH
G9.1 -ADDITIONAL STATE LICENSURE STAMPS
LATTICE COVER STRUCTURE TYPE H: FREESTANDING MULTI -SPAN WITH OPTIONAL CANTILEVER
3:000"
O.O 18"
0
0
2 x 3 LATTICE TUBE
e
E
6'=1'-On
11/2_x11V/2OR2x2
LATTICE TUBE 6"=1'-0"
&IUMJ ALLOY 3334-H36
4
0.042 o
0
co
! 3.000"
3' x 8' RAFTER
ALUM. ALLOY 3D04-H35 ALUM. ALLOY 3004-H36
T o T o
C
2.000"L 6.000" 2.000 d
MAX
R2 7 x 6S' RAFTER I ��,� DBL 7 x 6N RAFTER
3X8 RAFTER -ATTACHED STRUCTURE
a(61/2 RAFTER
-ATTACHED STRUCTURE
DBL. 2X6 1/2 RAFTER -ATTACHED STRUCTURE
LLIGSL
T
N
SPACING
OIC
WIND SPEED I EXP
LUGSL
T
IN)
SPACING
OIC
. WINOFSPEEDIEXP
LLIGSL
T
(IN)
SPACING
OIC
WIND SPEED) EXP
1105
110 C
120 B
120 C
13D Br
1108
110 C
120 B
120 C
130 B
130 C
110 B
110 C
12D B
120 C
130 B
55 C
10
0.042
16"
29'$:'
29'-6"
29'-8'
28'-9"
29'-3"
10
0.024
16"
1fi-0"
15'-10"
16'-0"
15'-0"
15'-9"
13'-B"
10
0,024
16'
22-6"
22-4"
22-6"
21'-1'
22'-2"
19'-2"
24"
24'-T
24'-1'
24'-2'
23'S"
24'-0"
24"
13=1"
13'-0"
13'-1"
12'-3"
12'-10"
11'-2"
24"
18-4"
1V-7
184"
1T-3"
18'-2"
1V-87
20
0.042
16"
23'-0"
23'-D"
23'-0"
23'-0'
23'-0'
0.032
16"
2U-3"
20'-2"
20' 3"
19' B'
20'-1"
18'-2"
0.03224"
16"
28'-7"
28'-6"
28-7"
2T-9"
263"
25'-7"
247
18'-9"
1B'-T
1B'-9"
18-9.°
18'-9'
24'
16'-7"
16'-0"
1V-r
16'-1'
16'-4'
14-10"
23'4"
23-3"
234"
22'-8"
23'-1"
20'-10"
25
0.042
16"
19' 8"
19'-8"
19'-8"
19'-B`
19' 8"
0.042
1b"
24' 6"
24'�'
24'S'
23'-9
24'3'
23'-2"
O.D42
16"
34' 7"
34' 4'
34L7"
33'-T
34'-2"
323"
24"
16-1"
1V-1"
16-1'
16'-1"
16'-1"
16'-1"
24"
2-0'-1"
20'-0"
2V-1"
19'{"
19'-9"
19'-W
24'
28'-2'
28'-1'
28L2'
27-4'
27'-10"
26'3"
3D
0.042
16"
18Li"
1T-1"
18'-1'
IV-1'
18'-1."
18=1'
20
0.024
16"
12'-4"
12'-4"
12'-4"
12'-0"
12'-4"
12.4"
20
0.024
19,
1T-4'
1T-4
1T-0"
'17 '
17-4"
1T3"
24"
13'S"
13'-9"
13'-9"
13%9'
IT-9-
13L9"
24'
10'-2"
10'-2"
Iour
10'-2"
10'-2'
10'-1"
24"
14'-2"
14'-2"
14L2"
1V-2"
14'-2"
14'-2"
40
0.042
16"
15!-10"
15'-10"
15'-10'
15LJ0"
15'-10"
15LI0"
0.032
16"
15-8"
151-r
15'-0"
15'3"
16-8"
15'-8"
0.032
16"
22-1"
22-1"
22-1'
22'-1"
22-1"
22'-0"
24'
12'-1"
12-1"
12-1'
12'-1`
12-1'
12' 1"
24'
1T-1D..'
12-10'
12-10"
12'-10"
IZ-10'
12'-9"
24"
18'-1"
18'-1"
18L7"
18L1"
18'-1"
1V-0"
50
0.042
16"
13'-4"
13'-C
13-4°
13'-4"
I T-4'
13'-4"
D.042
16"
1 W-0"
19'-0"
19'-0"
19'-0"
19'-0"
18'-10"
0.042
16"
26'-S"
26'-W
261-8"
26'-B"
26'-8"
26' 7"
24"
10'3'
10'-3"
10'-3"
10'.3`
10'-3"
10'-3-
24"
15-6"
15'-0"
15'3"
15'3"
15'-b"
15'-6"
24"
21L10"
21'-10"
21'-10"
21'-10"
21'-10"
21'-9"
60
0.042
16"
10'-12"
IOL12"
10'-12"
1D'.10"
10'-10'
10'-7"
25
0.024
16"
1O'-7"
1O'-r
10.'-r
1OW"
17-7"
1D'-7"
25
0.024
16"
15'-10`
15'-10'
16-]0"
15'-10"
16'-10"
15'-10'
24"
1O'S
low10'S'
low
10'-5'
1D'-1"
24"
8'-1"
B'-1"
BLI"
8'-1'
8'-1"
8-1"
24`
11-4"
13'4"
IT-4-
13-r
17-7
12-9'
72
0.042
15"
10'-1"
10'-1"
10'-1'
I(-1'
10'-1"
9'-11"
0.032
16"
14'-4"
14'-4"
14'-4"
14'-4"
14'-0"
14'-0
0032
.032
16'
20'-2'
20'-2-
20-2"
220'-2-iFO77
20'-2"
24'
V_r
91-V
9'-8"
9'-6"
9'-8'
9'-6"
24"
11-1"
11'-1"
11'-1"
11'-1"
11'-1"
11'-1"
24"
16'-7'
16-7'
16' 7'
16L7"
16'7"
16'-r
84
0.042
1f
9'-4"
94"
9'-4'
9'-4"
9'-4'
9'-4"
0 -�2
16"
1T-4"
1T-4"
17'-4"
1T-0"
1T-4"
1T-4"
0 '�2
16"
24-6"
24'-b"
24'-S'
24'-6"
24'3"
24'-6"
24"
B'-11"
8'-111
8'-11,
8'-11"
8'-11"
8'-11"
24"
1V-3"
3
13'"
131-3"
13'3"
13,-3"
13'-3"
24"
20'-0"
2(-0'
20'-0"
204"
20'-0"
20'-0"
NOTE:
IT IS ACCEPTABLE TO SUBSTITUTE:
(2) 3x8 @ 32"OC IN LIEU OF (1) 3x8 1610C
(2) 3x8 C 48"OC IN LIEU OF (1) 3x6 Q 24"00
- (2) 2x6 @ 32"OC IN LIEU OF (1) 2K6 Q 16"OC
-(2) 2x6 0 48"OC IN LIEU OF (1) 2x6 C 24"00
ALLOWABLE RAFTER SPANS
30
0.024
16"
9-9"
9-T
9'-9'
9.9'
9'-9"
g-9"
30
0.024
16"
1.*W
14'-B'
14-8"
14L8"
14'-"
1W-W
24"
T-b"
T$
T-6"
T-6'
T5"
7-6"
24'
11'--2"
11'-2'
I T--2"
11=2
11'-2"
11'-2'
0.032
16"
12'-6"
12'S"
12'-b"
12'S"
12'-6"
12.6"
O.D32
16"
18-7"
1W-7"
18-7"
16-7"
18'r
18'7"
24"
10'-2°
10'-2"
10'-2"
10'-2"
1D'-2"
10'-2"
24"
15' 3"
1S-0"
151-3"
15'-3"
15'3"
15'3"
0.042
16"
16'-0'
16'-0"
16'-0"
16'-0"
16'-0"
16'-0"
0.042
16"
22-7"
22-7'
22'-7"
22-7"
2247
22'-7"
24'
12'-3"
12'-3"
12'3"
12'-3"
12'-3'
2_3
12'-3"
24"
18'-
18'-0"
18-6"
18'-6"
1B'-0"
18'-0"
40
0.024
16"
8'-0"
8'-0"
8'-0'
8'-0"
8'-0"
40
0.024
16'
12--10'
12-10"
12'-10"
12'-10"
12-10"
12-1D"
24"
6'-2"
6'-2"
6'-2"
6'-2"
6'-2"
6-2"
24"
YAW
9'-1D'
9-10"
W-117"
9'-10"
T-10"
0.032
16"
10'-10"
10'-10"
10'-10'
19-10"
10'-1D"
10'-10"
0 .032
16"
16-,V
1&44
16'-4"
15-4"
16'4'
IF-_4
24"
8'3"
8'-3"
8'-3"
8'-3°
8'-3"
8'-3"
24'
12'-0"
12-0"
12LV
1T-6"
17-W
12-6"
0.042
16'
13'-2'
13'-2"
13'-2"
13'-2"
13'-2"
IT-2"
.
0042
16"
19L9'
W-r
19-9"
19'-9"
w-9"
19'-9'
24"
10'-9"
101-F
1 U-91
10'-9"
10'-9"
10'-9"
24"
16'-r
1 G-r
16'-2"
16-2"
'16'-2"
16'-2"
50
0.024
16"
7'-3"
T-3"
7-3'
T-3'
7'-3"
7-3"
50
.
0024
16"
10-10"
10'-10'
10'-1 D"
10'-10"
10'-10"
10'-10"
24"
6-2"
5'-2'
S-2"
5'-2"
5'-2"
8-2"
24'
8'3'
8'3'
8'-3"
8'3"
8'-3"
8'-3"
0.032
16'
9'-9"
9'-T
9'-9"
9'-9'
91.9'
9-9"
0,032
16'
14-W
1*4r
14-8'
14-8"
14-W
14'-W
24"
T-O' '
7-
T-0"
T-0"
T-O"
T-O"
24"
11'r
111-Y
111-w
11L3'
11'3"
1113"
0.042
16'
11`--9"
11'-9"
11'-9"
11'-9"
11'-9"
11'-9"
0.042
16"
17-9"
1T-9'
1T-9'
1T-9'
17-9"
1T-9"
24'
T-O"
9'-0"
9'-D"
9-0•
9'-0'
9'-0"
24"
IV r
17-7"
13'-7"
13'-r
13'-7"
13'-7"
60
0.024
16"
5'-S"
5'-B'
5'-S"
5'r
5 7"
5,-s,
60
0.024
16"
r-12"
7-12`
T 12"
T-11"
T-11"
T-8"
24"
6-6"
5'-6"
5'-6°
5'-5'
5'5"
6 4°
24.
7T9'
7-9'
T-9"
T-8'
T-V
7-6'
0.032
16"
8'-9"
8'-9"
8=9"
8'-7"
8'-7"
8'-S"
0.032
16'
12-4
12-4'
12-4"
12-2'
12 T
IT-10"
24"
T-1"
7-1'
7-1"
6'-12"
6'-12'
6-10"
24"
10-1'
10'-1'
10-1"
9-11'
9'-12"
T-8"
0.042
16"
10'-11"
10'-11'
10-11'
1O'S"
1OA0"
1O'S"
O.D42
16"
14'-10"
14-10"
14-10'
ILIL
]4'-10"
14L70"
24'
8'-11"
8-111
B'-11"
8'-10"
8'-10`
8'r
24'
12-8'
12-8'
12-W
12'-6"
125'
12-2"
72
0.024
16"
5'-2"
5-2"
5-2`
5L2`
5-2"
5 Z'
72
0.024
IV
6-11'
6'-11-
511'
6.-11•
6•-11"
6.-8n
2r
6-1'
S-1'
5-1'
5'-1'
64'
4'-12"
24"
6'-11'
G-11"
&-I I'
6-11'
6-11'
IT-9'
0.032
16"
T-12'
T-12"
T-12'
T-12"
T-1-02
T-11"
0.032
16'
I T-W
I I-W
1 i'-3"
11-3'
1 T-7
114"
24"
6'-6"
V-61
6''
U-61
6$"
651
24'
9'-3"
T-3'
9-7
7-3."
9-3"
9-1"
0.042
16"
9'-12"
9"r
9'-Ir
9'-12"
9'-12'
9-11-
0.042
16"
13-11'
13'-11'
13'-11"
13'-11'
1T-11"
13L71'
24'
8'-2"
8'-2"
9L2"
B'-2°
TZ
8'-1'
24'
11'-r
1T-r
11-7"
IlLr
11'7'
11'S"
84
0.024
16"
4-10'
4-10"
4-10"
4-10"
4'-10'
4-10"
84
0.024
16'
S=12'
& 12'
5--12'
6-17
6-12'
6-12"
24"
4'-B"
4-W
4-0"
4--B'
4'-B"
45"
24'
-T-12'
S'-12'
5-12"
5'-12"
5'-12"
SLI2'
D.032
16"
T-5"
T-5"
7L-5°
T5'
T5'
T 5"
0.032
16'
10'-0'
10'_i"
10L6"
10'ii"
10'-0"
10'3°
24"
6'-1"
6'-1"
6' 1"
6'-1'
6-1"
V-1"
24'
67
B' 7'
8'-7*
8'7"
8 T
8-7'
0.042
16"
9'-4"
1 9'-4-
s-4°
9'-4'
V-4-
9�"
0.042
17
13'-2!
13=r
]3-2"
IT-2-
1T-2"
IT-2"
24'
T-7"
T-r
7'-r
77
T 7"
F-r
24'
10-9
1"
1 V 9"
10'-9"
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
F&9S roc
S585
PF �
OF cpo_k
DATE SIGNED: July 8, 2019
05
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305,1420
�aP
Mo
ES
TM
EXPIRES ON: JUNE 30, 2020
REVISIONS
MARK
DATE
- DESCRIPTION
4 STEL JOB # DA02-02
DATE 07108119
DRAWN BY RC
CHECKED MOB
IAPM0195 V 3.1.1
LATTICE STRUCTURES:
ATTACHED COVERS
RAFTER SPANS
L3. 1 A
NP -NOT PERMITTED - SITE SPECI FI C
ENGINEERING REQUIRED.
ROUNDUP TRI
BUTARY WIDTH AS REQUIRED TO USE
DESIGN TABLES.
PROJECRON
O.H.
CLEAR SPAN
rLTTRIBUTARY
WIDTH
TRIBUTARY=1/2 SPAN + O.H.
NOTE: TRIBUTARY ON MULTIPLE SPANS IS EQUAL
TO CENTER SPAN TO CENTER SPAN
TRI BUTARY W I DTH TABLE (FT)
OH
CLEAR SPAN (FT)
(FT)
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
0
3.0
3S
4.0
4.5
5.0
S.S
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.5
10.0
10.5
11.0
11.5
12.0
1
4.0
4.5
5.0
SS
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.6
10.0
10.5
11.0
11.5
12.0
NP
NP
2
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.510.0
10.5
11.0
11.5
12.0
NP
NP
NP
NP
3
6.0
65
7.0
7.5
6.0
8.5
9.0
9.5
10.0
10.5
11.0
11.5
12.0
NP
NP
NP
NP
NP
NP
4
7.0
7.5
8.0
8.5
9.0
9.5
10.0
SOS
11.0
11.5
12.0
NP
NP
NP
NP
NP
NP
NP
NP
S
8.0
85
9.0
9.5
10.0
10.5
11.0
11.512.0
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
2485 RAILROAD 5T,
CORONA, CA 92880
951.736.4500
s5s5
DATE SIGNED: July 8, 2019
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
Ni o
ES
TM
EXPIRES ON: JUNE 30, 2020
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB # DA02-02
DATE 07108119
DRAWN BY RC
CHECKED MDS
IAPMO 195 V 3.1.1
LATTICE STRUCTURES:
TRIBUTARY WIDTH TO BEAMS
L1.5
3.000"
0
f l 2 x 3 LATTICE TUBE
VIx47
ALUM, ALLOY 3004-1436
0.018' +7i
0
1.500'
OR MOT
�)L/2yLATTICE
11l2OR2x2 TUBE
ALUM. ALLOY 3904-H36
l of l 3' x 8' RAFTER
Ri
r g
f 2.000"
2' x 6 5' RAFTER
R2 -
ALUM. ALLOY 3004 H36
ALUM. ALLOY 3004-H36
FT
2.000" 6.000" 2.000�
MAX
R3 DBL 2' x 6.5' RAFTER
3xB
RAFTER- FREESTANDING STRUCTURE
2X61/2 RAFTER -FREESTANDING STRUCTURE
DBL. 2x6112RAFTER
- FREESTANDING
STRUCTURE
LUGSL
T
N
SPACING
O/C
WIND SPEED! EXP
LUGSL
T
(IN)
SPACING
O!C
WIND SPEED!
LUGSL
T
ON)
SPACING
O/C
WIND
SPEED!
EXP
110 B
110 C
1205
120 C
1305
1300
110 B
110 C
120 B
120 C
130 B
130 C
110 B
110 C
120 B
12001
130 B 1
130 C
10
0.042
16"
26'3"
26'-3"
26'-3"
26'-3"
26'-3"
25L7"
10
0.024
16"
14'-2°
14'-2"
14'-2"
14'-2"
14'-2"
13'-9"
10
0.D24
16"
1S=10"
19-10'
19-10"
19-10"
19'-10"
19'-4"
24'
21'-6"
21'-9'
21'-5"
21'-6"
21'-6"
21L0"
24"
11'-7"
11'-7"
11'-T'
11'-7"
11'-7%
11'-3"
24"
16'-3"
16'-3"
167-3"
15-3"
16'3"
15-10"
20
0.042
16"
21'-1 D"
21'-1 D."
21'-10'
21'-10"
21-10"
21'-10"
0.032
16"
18'-0"
1 B'-0"
1 B'-0"
-0 18'"
18'-0"
IT-7-16"
0. 032
25-3"
25'-3"
25-3"
25-Y
253'
24'-0"
24"
1 T-10"
1 T-10"
1T-10"
1 T-10"
17'-10"
1 T-10"
24"
14'-B"
14'-8"
14'-8"
14'-8"
14'-8"
14'-4"
24
20'-8"
20'-8"
20'-B"
20'-8'
20'-B"
20'-2"
25
0.042
16"
21'-0"
21'-S
21'-6"
21'-2"
21'-3"
20'-8"
0.042
16"
21'-9"
21'-9"
21'-9"
21'-9"
21'-S"
21'-2"
0.042
16"
30'-8"
30'-B"
30'-8"
30'-8'
30'-S"
29'-1 D"
24"
1T-T"
1T-T
17-7"
17' 4"
1T-6"
16'-10'
24"
17'-T
IT-9-
17'-9"
1T-9"
1T-9"
1T-3"
24"
25'-1"
25-1"
25-1"
25'-1"
25'-1"
24-4-
30
30
0.042
16"
19--1"
19'-1"
19:1"
19--1"
19-1"
19'-1"
20
0.024
16"
11'-9"
11'-9"
11'-9"
11'-9"
11'-9"
1T' 9"
20
0.024
16"
16W"
16'7'
16-7"
16=T
16'-7"
16'-7"
24"
15 7"
15'-7"
15'-7"
15'-7"
15'-7"
15'-7"
24"
9-8"
9-8"
91-8'
9.8'
9'-8"
9-8"
24"
13'-7'
13=7"
13=7"
13=7"
13'-7-
13' 7"
40
0.042
16"
161-W
16'-8"
16'-8"
16'-"
16'-8"
16'-8"
D.032
16"
15'-0"
1b'-0"
15-0"
15'-0"
15'-0"
15-7
0.032
16"
21'-1'
21'-1'
21'-1"
21'-1'
21'-1'
21'-1"
24"
13'-8"
1TAr
13'-8"
13'-8•'
13'-8"
13-g"
24"
1T-3"
12'-3"
12'3"
12'3"
1Z-3"
12'-3"
�„
17'-3"
1T-3"
17'-r
1T-3"
1T-3"
-
ITT
so
0.042
15-0"
15'-G"
15-0'
15-0"
15'-0'
15-D"
0.042
16"
18L1"
78'-1"
18'-1"
18'-1"
18'-1"
18'-1"
0.042
16"
25'-0"
25-0"
25 6"
25 6
25f"
2Sb"
24"
11'-2"
11'-2"
ll'-2'
11'-2"
11'-2"
11'-2"
24"
14'--9"
14'-9"
14'-9"
14'-9"
14'-9"
14'-9"
24"
20'-10"
20'-10"
20'-10"
20=10"
20'-10"
20'-10"
60
0.042
16"
18'-9"
18'-9"
18'-9'
1B'-B"
1B'-7"
18'-1"
25
0.024
16"
11LT'
ll'-T"
11'-7"
ll'-6i"
11'-6'
11'-2"
25
0.024
16"
16'-3"
1G-3'
16'-3"
16'-1"
i6'2"
15'-S"
24"
15-0"
15'-0"
15'-4'
16-1"
15'-2"
14'-9"
24
9-0"
91-V
9'-6"
9'-F
9'�"
9-2"
24"
9 3"
9'3"
9'3"
9'3"
9-3'
9-3'
72
0.042
16"
1 T-2"
1 T-2'
1 T-2-
1 T2'
17'-2"
i T-0"
0.032
16."
14'-9"
14'-9"
14'-9"
14'-0"
14'-7'
14'-2"
0.032
16"
20-9'
20'-9"
20-9"
20L6i"
20' 7"
19'-10"
24"
14'-T
14'-0'
14'-0'
14'-0'
14'-0"
13'-10'
24"
12'-l"
12'-l'
12'-1"
11'-10"
12'-0"
1l'-7"
24'
lT-T
1T-0"
IT-D"
16'-8"
15-9"
16'.3"
84
0.042
16"
16-11'
15'-11"
15'-11"
15-11"
15-1l'
15'-11'
.0.042
16."
16."
1T-9"
17'-9'
17'-9"
17'-7"
17-8"
1T-1"
0.042
16"
25'-1'
25'-1'
25-1"
25-1"
25'-1"
26-1"
24"
13'-0"
13'-0'
IT-O'
13'-0"
131-T
13.'-0'
14'-7'
14'-7"
14'-7"
14'-0"
14'-6"
14'-0"
24"
20'-6"
20'-6'
20'-6"
20'-6"
20'-6"
20'-6"
NOTE:
IT IS ACCEPTABLE TO SUBSTITUTE:
(2) 3x8 (� 32"OC IN LIEU OF (1) 3x8 16"OC
(2) 3x8 481100 IN UEU OF (1) 3x8 24"OC
EU OF (1) 2x6 (d1 16"OC
(2) 2x6 @ 32"OC IN LIEU
- (2) 2x6 @ 48.00 IN LIEU OF (1) 2x6 24.00
)_ALLOWABLE RAFTER SPANS
30
0.024
16,
10'-3"
10'-3"
10'3"
10'3'
10'-3"
10'-3"
30
0.024
16"
14'-6"
14'-6"
14-6"
14W
14'$"
14'-6"
24"
8'-0"
8'-G'
9-6"
8'•6'
6-6"
9-6"
24'
llL10"
11'-10"
11'-10"
11L10"
11'-10"
ll'-10"
0.032
16"
13'-l"
13'-1"
1T-1"
13'-l"
13'-1'
'IT-1" 1
0.032
16"
18'4"
18'-4"
18'-4'
1B-4"
18'-4"
18'-4"
24"
10'-8"-
10'A
-0" 10'"
101-8"
10'-8"
10'-8"
24'
15-1"
15'-1"
16-1"
15-1"
15-1'
16-1-
0.042
16."
15'-9"
15'-9"
15-9"
15'-9"
15'-9"
16-9"
O.D42
16'
22'-2"
2Z-2"
22'-2"
22-2"
22'2"
27-2"
24'
12'-10"
12•-10"
12'-10"
12'-10"
12'-10"
12'-10"
24"
18'-2"
18'-2'
18-2"
1BL2"
18L2"
18'-2"
40
0.024
16"
9-1'
9.1"
9.1"
9'-1"
9'-1"
9-1"
40
0.024
16"
12'-8'
12'-6'
12-8"
12-8-
12'3"
1Z-w
"
7L2"
TZ
T-2"
T-2'
T-7
7'-2"
24"
10'-4"
10'4"
10'4'
10'-4"
194'
10'-4"
0.032
16"
111-6"
11'-51'
-0
11'"
-0
11'"
11'-6"
11'-0
0.032
16"
19-1"
16'-1"
16'-1"
16L1"
16'-1"
16'-1"
24"
9'4"
9�"
9'-4'
9'-4"
9'-4"
g-4"
24'
13-2"
13L2'
13-2'
13-2"
13-2"
13`-2"
0.042
16"
13LS"
13'-9"
13'-9"
1 T V
13'-9"
13'-9'
0.042
16"
19-4'
19'-4"
19-4'
19-4'
19' 4"
174'
24"
11-3"
11'3"
11'3"
113"
1 T-3"
11'-3"
24"
15'-10"
15'-10"
15'-10'
15'-10'
15'-1 D"
15-10'
50
0.024
16"
8'-7
8'-2"
8'-2'
6.2"
8'-Z'
V-Z'
50
0.024
16"
11'4"
114"
11-'
11-4"
11'4"
11'4"
24"
5'-9'
S-7'
S-9"
5-7
5-9'
6-9"
24"
9'-4°
9'_"
74"
9'_"
9'4"
9-4"
16"
IDLY
10'3"
10'-3"
10'3"
10'-3"
10'-3"
0.032
16"
14'-6"
14'-6"
14'-6"
14L6"
14'-6"
14'-0"
F()
24"
8'-4"
8'-4"
8'-4'
B'-4"
8'-4"
9-4"
24"
11'-10'
11'-10"
111-10'
11'-10"
11'-10"
11'-10"
16"
17--6"
1Z-6"
12'6"
12'-6"
12'6"
12'-6"
0.042
16"
1T-6'
17"-V
17-6"
1T-6"
1T$"
IT-F
24'
10'-2"
10L2"
10'-2"
10'-2"
10'-2'
10'-2"
24"
14'-3"
14'-3"
14-3"
14-3"
14'3"
14'3"
60
0.024V24"
16"
5-6"
5'-B'
5-B"
5'-7"
5'-7"
5-0"
60
0.024
16"
7-12"
T-13'°
T-12"
T-11"
7-11'
T-8"
51-6"
5-G'
S-6"
5.5"
51-V
5-4'
24"
T-9"
T-9'
T-9"
Tor
T-8"
T-G'
D.032T-l'
8'-9'
8'-9'
B-9"
ENP
B'-T"
9-5"
0.032
16"
12'-4'
12'-M1
12-4"
12-2"
12L2"
11-10"
T-1"
T-1"
6'-12"
6'-IT
6'-10"
24"
10'-1'
10L1'
10'-l'
9'-1l'
5-12"
9'-B"
0.04210'-11"
10'-11"
l0'-11"
10'-9"
10'-10"
10'-6"
0.042
16"
14'-10"
14L10'
14'-10"
14'-10"
14-10"
14'-10"
8'-11"
8'-11`
8'-11'
8'-10"
8'-1A'
8-T'
24'
12'-W
12'-8"
1T-8"
IT-6"
1Z-V
12'-2"
72
0.0245'-2"
5-2"
5'-2"
5'-2"
5'2'
S-2"
72
0.024
16"
5-11"
6-11'
6-11-
6'-11`
6'-11"
G-9"
24"
5'-1"
5'-l"
5'-1"
5'-1'
S-1"
4'-12"
24'
6-11'
6'-11'
5-11"
6'-11'
&-11'
6'-9"
0.032
16"
T-12"
T-12'
T-12"
T-12"
T-12'
T-11"
0.032
16"
11'-3"
11'-3'
1l'-0"
11'„'"
11'3"
11L2"
24'
6'-0'
6'-6"
""
6'-0'
6'-0"
SLY
24"
9'-3'
9-3'
9-3"
V-3"
9-3'
9L1"
0.042
16"
T--12"
9'-12"
9-12"
S'-12"
9'-lT
9'-11'
0.042
16"
13'-11"
13-11"
13-11'
13'-11"
13'-11"
13'-11"
24"
8'-2"
8'-2"
8-2"
B' 2"
8'-2"
8'-1"
24"
1 Y-T
11' T
11-7'
11-7"
1 l'7'
1 V-6'
84
0.024
16"
4'-10"
4'-10'
4'-1 D"
4'-10'k
4'-10'
4'-10"
84
0.024
16"
5'-12'
6-12"
5-12'
6-12'
5'-12"
5-12'
24"
4'-8'
4'-8"
4-8"
4'3"
4'3•'
4'-8"
24"
5'-12'
5'-12'
6L72'
5'-12"
5-12"
5'-12"
0.032
i6"
7-5"
7•5"
T-5"
7-5'
T-5"
T-Y
0.032
16"
10'-0"
1&-v
10LW
1A'-6"
10'fi"
10'-0"
24"
6'-1"
6'-1"
6'-1"
6'-1'
6=1"
V-1"
24'
8'-7"
8'7•
8'-7"
8'-7"
ST
B--r
D.o42
16"
9'4"
9' 4"
9-4`
9'-4'
9-4"
9'-V
0.042
16'
13'-T
1T-2'
13-Y
13L2'
1T-2"
13-2"
24"
T-7"
7'-7"
7'-7"
T-7'
T7"
7'--r
24'
10'-9"
10'-9"
10'-9"
10.9'
10'-9"
10-5"
ALUM. ALLOY 6063 -TBJ ALUM. ALLOY 3004 H36 ALUM. ALLOY 3004-H36 JAWM. ALLOY 3DO4-H36
STEEL ASTM A653-SS GRADE 50 G60
1.229"
2.i38'
0.065" 2.010"
TYP• p2.9p0�8"
tqd _ 12 GA. .
CONTINUOUS
STEEL INSERT
0.042 Is"
p o N omc6 N
CO r 0.042'
_ .TYP. -- - -- _ - -
.a
N
u7
O
2.824" L3.000"
NOTE: 3.000"
SEE 1/S4.6 FOR DETAILS AT FAN BEAM.
FAN BEAM 3 x 8 x 0,042' ALUM. BEAM WI-
B5 811 3 x 8 x 0A42 3 x 3 x A032' ALUM. BEAM W/-
B1T s"=r o" B14 12 GA STL INSERT 3' =1'-0" 3°=1'-0° 12 GA STL 'U' CHANNEL
0.9845" ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004-H36 W.UM. ALLOY 3004-H36 ALUM. ALLOY 3004-H36
R� STEEL ASTM A653-SS GRADE 5o G80 ISTEEL ASTM A653 SS GRADE 50 G60
gyp.
ALUMINUM BEAM
& CONTINUOUS
STEEL INSERT
PER B14/54.2 0.042"
o TYP. TYP.
0 0 0,042' o
0 o Typ• q
o r- a0 co
o ano
ao r
j ' 2.000" 4.000" 2.000"
7898- 3.000" 4.Oo0" 3.000" b 3.000' 4.000` F �3.00T MAX
MAX. MAX
3 x 8 x OA42' w/ �3x.042' ALUM. BEAM B12 DBL 3 x 8 x 0.042E39 DBL 2 x 61/2 x 0.042'
12 GA. STL V CHANNEL 6'=1'-0" B15 INSERT 3"=1'-o° 3"=1' 0"
ALUM. ALL 3004-H36 ALUM, ALLOY 3004-H35 ALUM. ALLOY 3004-H36 ALll�F. ALLOY 3004 H36
STEEL ASTM A653 SS GRADE 50 G60 S 0- ASTM A653-SS GRADE 50 G60 1 229• STEEL ASTM A653-SS GRADE 50 G60
ALUMINUM BEAM
ALUMINUM BEAM & CONTINUOUS
& CONTINUOUS STEEL INSERT c 14 GA.
STEEL INSERT PER B14/S4.2 CONTINUOUS
PER B18/S4.2 TYP. STEEL INSERT
TYP' 0.032" o
0 0 o r-
o o ^ 0.042"
°0 TYP
or
O
2.000" 4.000" "2000'
L 2.824" 1ApJ1
3.000. 4.000" 3.000" 3.000° 4.000" 3.000"
W MAX, 3.000'
B19 DBL 3 x 8 x 0.042' w/ DBL 3 x 8 x 0.042' ALUM BEAM Q42' ALUM. BEAM W/- B14 DBL 2 x 81/2 x 0032'
12 QA STL "U' CHARNEL 3°=1'-0" B18 W/ 12 GA STL INSERT 3"-i'-o" ��14XGMSTL INSERT 3"=1' -0°
11
ASTM A500 GRADE JASTM A500 GRADE B JALUK ALLOY 300TH36 ALUM. ALLOY 3004-436
3" ALUMINUM OR STEEL
POST PER PLAN
N
Of
O
0.032"
0.188" o
c 0.188" ccc
NO,
0
iu
0.042' 3.000"
3.000"
4.000'
2.000" 3.000"
N�1 2.000"
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 Cl 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.
C70 HSS 4 x 4 x 3118 C7 HSS 3 x 3 x 3/16 SPb D.a42' SIDE PLATES Cl 3' SQ. ALUM. POST
ASTM A500 GRADE B ASfM A500 GRADE-171 ALUM. ALLOY 6063-T6 ALUM. ALLOY 3004-H35
0.762'
a I .50T
j a
F1
I 0.04E
CD
o
0.400'
0.250"
0 0.250" 0 0 0. o oTfP _ kRO.T25
M
ri
:46� TYP- M
3.000" 3.OD0" I 3.00D" 0
4.000"
Nam: NO
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 AOCEPTARLF TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY TT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY
ALUMINUM BEM PLATES FOR AESTHETICAL PURPOSES, NO FASTENERS SECTION Cl FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. SECTION Cl FOR AESTHEnCA,L PURPOSES. NO FASTENERS ARE REQUIRED. SECTION CI FOR AESTMErM PURPOSES. NO FASTENERS ARE REQUIRED.
ARE REQUIRED. SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF
UNDERSIDE OF THE BEAM/COLUMN CONNECTION. THE BEAM/COLUMN CONNECTION. THE BEAM/COLUMN CONNECTION. THE BEAM/COLUMN CONNECTION.
�� HSS 4 x 4 x 1/4 GS HSS 3 x 3 x 114 C5 3' MAG POST C2 3" SQ" ALUM. POST
ASTM A.SDO GRADE B STEEL A653 GRADE 50 CP60 ALUM. ALLOY 3004-H36
3' ALUMINUM OR STEEL
POST PER PLAN
1.500" �o c
0.048
0 0.400"
0
0
C.
CD
0.313'q000
o - R0.124E� TYP.O 3,ODD" o 0.032"
2.000' 3.000" 2.000"
NOTE: !
IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY
SECTION Cl FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. SECTION Cl FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. NS 1LE:
SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF 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. THE BEAM/COLUMN CONNECTION.
09 HSS 3 x 3 x 6I1S CS 3' SQ STEEL POST SP3 OA3T SIDE PLATES
3'=1 W
ALUM. ALLOT 5063-T6
2.875"
g 0.067"
N
U
NOTE:
BRACKET IS 2%° LONG
4 V BRACKET AT COLUMN
025n- STEEL ASTM A36
c
a
ROOF BRACKET
S LISx8x1/4x7
STEEL ASTM A3fi
SNO_W BRACKET
L12 x 8 x 1/2 x 2' 2"=1'-O"
ALUM. ALLOY 6063-T6
'H" BRACKET
ALUM. ALLOY 60637T6 I
6.065" o0
TYP. u?
1
2.275"
` LENGTH = 2Y" @ SINGLE 3 x 8 OR 3 x 3 BEAM BELOW
LENGTH = 6-" @ DOUBLE 2 x 6V2 BEAM BELOW
LENGTH= 8Y4" @ DOUBLE 3 x 8 BEAM BELOW
Cj)=
CKET:r RAPPER TO BEAM 6"=V-o-
ALUM. ALLOY 60046
in
m
m
`— LENGTH= 2Y' @ SINGLE 3 x 8 OR 3 x 3 BEAM BELOW
LENGTH= 6%" @ DOUBLE 2 x 6Y2" BEAM BELOW
LENGTH= 8"-" @ DOUBLE 3 x 8 BEAM BELOW
(�)-=
CKETAFTER TO BEAM 6"=1' 0°
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
���1 LESS IN
'Rom �y�Q
qTE OF CA��F�
DATE SIGNED: July 8, 2019
C�'AeW7TC�
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305,11501 FAX 949.305.1420
SAP
M0
ES
TM
EXPIRES ON: JUNE 30, 2020
REVISIONS
MARK I DATE DESCRIPTION
4STELJOB #
DA02-02
DATE
07108118
DRAWN BY
RC
CHECKED
MDS
IAPM0 195 V 3.1.1
LATTICE STRUCTURES:
CONNECTORS
L4.3
HANGER
CHANNEL
FAN BEAM
(19'-0" MAX. SPAN)
FAN SUPPORT.
BEAM/HEADER SEE DETAIL 2/-
CEILING FAN AND/ r�r
OR LIGHT FIXTURE �xr
(MAX. 50 LB) rr
�r
•� a I I,
IIII
CROSS SECTION
AT FAN BEAM 3/16'=1'-0"
2'-0" MAX.
FAN BEAM, 2 x 61'2 OR 3 x 8,
WOOD FILLED
6" LONG 'U' BRACKET PER 2/1-4.3
I I OR 3/L4.3 TYP EA END, EA
BLOCKING
(4) #14 x 1Y2° SMS TO RAFTER
(2) #14 x 1Y" SMS TO 8LKG, T&B
a
(E) RAFTER W/ WOOD FILL,
EA SIDE OF FAN BEAM
TYP
I I
ATTACH FAN TO FAN BEAM PER
MANUFACTURER'S
RECOMMENDATIONS, MIN (2)
#14 x %Y SMS
MAX WEIGHT OF FAN IS 50 LB.
50# MAX FAN SUPPORT
3/4'=1'-O"
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
�FES3 I�C
S 5885
r RCICjUr' \Q'
9TF OF CpO'
DATE SIGNED: July 8, 2019
®�cTCL�
4�! VF:c'ilr�-,•`.i time •'7'r
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
�Ap
mo
ES
TM
EXPIRES ON: JUNE 30, 2020
REVISIONS
MARK
DATE
DESCRIPTION
4 STEL JOB # DA02-02
DATE 07108119
DRAWN BY RC
CHECKED MDS
IAPM0 195 V 3.1.1
LATTICE STRUCTURES:
FAN BEAM DETAILS
L4.4
TABLE 1 -MAXIMUM CLR SPAN TO ADJACENT
BEAM WHEN USING DETAIL 4/1-6.2
LL/GSL EXISfINGFRAMINGMEMBER
(PSF) AT ROOF OVERHANG
BRACKETOFFSET"D"
24" 18" 12" 6"
2x4 FULL 12' 10" 19' 11" 28' 0"
2x6 NOTCHED 20' 6" 28' 0" 25 0"
28' 0"
28' 0"
10
2x6 FULL OR 2x8 NOTCHED
2x8 FULL OR 2xlO NOTCHED
28' 0"
28' 0'-'
28' 0"
.29 0"- ..29.W
28' 0"
28' 0"
1V-0''. --
2x4 FULL
7 9"
11' 10"
19' 5"
28' 0"
2x6 NOTCHED
12' 3"
171W 25 0"
28' 0"
20
2x6 FULL OR 2x8 NOTCHED
19' 7"
277"
28' 0"
28' 0"
2x8 FULLOR 2x10 NOTCHED
28' 0"
28' 0"
28.0..
28, a'
2x4 FULL
T 4"
ITT'
18' 7"
28' 0"
2x6 NOTCHED
11' 8"
170"
27' 1"
28' 0"
25
2x6 FULL OR 2x8 NOTCHED
18' 8"
26' 4"
28' 0"
28' 0"
2x8 FULL OR 2x10 NOTCHED
28' 0"
28' 0"
28' 0"
28' 0"
2x4 FULL
5' 11"
9' 4"
15' 8"
28' 0"
2x6 NOTCHED
9' 6"
14' 2"
22' 11" 28' 0"
30
2x6 FULL OR 2x6 NOTCHED
15'5"
22' 0"
28' 0"
28' 0"
2x8 FULLOR 2x10 NOTCHED
26' 3"
28' 0"
28' 0"
28' 0"
2x4 FULL
4' 8"
7' 7"
12' 11" 278"
2x6 NOTCHED
7' 9"
11' 8"
19' 0"
28' 0"
36
2x6 FULL OR 2x8 NOTCHED
12' 9"
18' 4"
28' 0"
28' 0"
2x8 FULL OR 2x10 NOTCHED 21' 10" 18' 6"
28' 0"
28' 0"
2x4 FULL
4' W
6' 9"
12' 0"
25' 2"
2x6 NOTCHED
6' 9"
10' 5"
176"
28' 0"
40
2x6 FULL OR 2x8 NOTCHED
11' 4"
16' 6"
26' 7"
28' 0"
2x8 FULL OR 2x10 NOTCHED
19' T'
27' 6"
28' 0"
28' 0"
2x4 FULL
2x6 NOTCHED
39"
65"
6' 4"
9' 11"
11' 0"
16' 4"
23' 10"
28' 0"
42
2x6 FULL OR 2x8 NOTCHED
10' 9"
15' 8"
24' 11" 28' D"
2x8 FULL OR 2x10 NOTCHED
10 7"
15' 10" 25' 2"
28' 0"
2x4 FULL
2' 10"
5' 2"
9' 8"
20' 4"
2x6 NOTCHED
5' 1"
8' 2"
14' 2"
28' 0"
50
2x6 FULL OR 2x8 NOTCHED
8' 9"
13' 0"
21' 6"
28' 0"
2x8 FULL OR 2x10 NOTCHED
15, 6"
21' 11" 28' 0"
28' 0"
2x4 FULL
ZV
4'1"
T6"
16'10"
2x6 NOTCHED
3' 11"
6' 7"
11' 4"
16' 11"
60
2x6 FULL OR 2x8 NOTCHED
2x8 FULL OR 2x10 NOTCHED
T 0"
12' 8"
10' 8" 15 9"
10' 10" 15 9"
16' 11"
16' 11"
2x4 FULL
1-9-
3' 2"
I V 2"
7 G'
2x6 NOTCHED
3 0"
5' 3"
G 5'
T 6"
72
2x6 FULL OR 2x8 NOTCHED
4' 3"
5' 4"
6S"
76"
2x8 FULL OR 2x10 NOTCHED
4 3"
5' 4"
5 5"
76"
2x4 FULL
NG
NG
NG
17 9"
2x6 NOTCHED
NG
NG
NG
0' 9"
84
2x6 FULL OR 2x8 NOTCHED
NG
NG
NG
0' 9"
2x8 FULL OR2x10 NOTCHED
NG
NG
NG
0' 9"
NOTES:
1- FOR 10 PSF LL/GSL, USE ROOF BRACKET5/S4.5.
2- FOR LL/GSL>_ 20 PSF, USE SNOW BRACKET6/S4.5.
3 - ASSUMPTIONS:
- NOTCH CAN BE UP TO 1" IN 2x6, UP TO 1.5" IN 2x8 OR 2XIO.
40FTMAX (E) ROOF RAFTER/JOIST/TRUSS BACKSPAN.
MAX (E) ROOF RAFTER / JOIST/ TRUSS SPACING TO BE 24"OC.
TABLE 1A - MAXIMUM CLR SPAN
TABLE 1 B -MAXIMUM CLR SPAN
TO ADJACENT BEAM
TO ADJACENT BEAM
WHEN USING ROOF BRACKET
WHEN USING SNOW BRACKET
PER 5/1-4.3 AND 4C/L6.2
PER 6/1-4.3 AND 4D7L6.2
LL/GSL
(PSF)
WIND SPEED & EXPOSURE
I_L/GSL
(PSF)
WIND SPEED & EXPOSURE
110B
120B
110C
130B
120C
130C
110B,110C
120B,130B
120C
130C
10—
-17'-0"
1 15'.-0"
14'•0"
12'-0"
10
24-'-01-1
2X:0"
...2f4 _
20
20'-0"
19'-9"
18'-3"
25
19'-3"
19'-3"
17-9"
NOTES:
1- WHEN USING ROOF BRACKET PER
30
1G-3"
16-3"
16-3"
4C/L6.2, THE MAXIMUM PROJECTION
36
1'-9"
3
13' -9
13'-9"
SHALL BETHESMALLESTPROJECTION
FROM TABLE 1 AN D TABLE IA.
2- WHEN USING SNOW BRACKET PER
4D/L6.2, TH E MAX I MU M P ROJ ECTI 0 N
SHALL BETHESMALLESTPROJECTI0N
40
12'_3"
12'-3"
12'-9
42
IV-9"
IV-9"
11'-9"
50
10'-0"
IT-0"
19-0"
60
8'-3"
8'-3"
8'-3"
72
7-0"
T-Y'
T-0
FROMTABLE I ANDTABLE IB.
84
6'-0
6'-0"
6'-0"
TABLE 2 - NUMBER OF SIMPSON A34s AND A35s REQUIRED
BETWEEN FASCIA AND ROOF SHEATHING PER 4A/L6.2
WHEN CONNECTING PATIO COVER TO EXISTING ROOF OVERHANG
TRIB
10 PSF
20 PSF
25 PSF
30 PSF
36 PSF
40 PSF 1
42 PSF
50 PSF
60 PSF
72 PSF
84 PSF
WIDTH
LL/GSL
LL/GSL
GSL
GSL
GSL
GSL
GSL
GSL
GSL
GSL
GSL
5'
1
1
1
1
1
1
1
1
2
2
2
6'
1
1
1
1
1
1
1
2
2
2
2
T
1
1
1
1
1
1
2
2
2
2
2
8'
1
1
1
1
1
2
2
2
2
2
2
9'
1
1
1
1
2
2
2
2
2
2
2
10'
1
1
1
2
2
2
2
2
2
2
2
11'
1
1
2
2
2
2
2
2
2
2
NG
12'
1
1
2
2
2
2
2
2
2
NG
NG
.A NUMBER 1 IN THIS TABLE MEANS THAT (1)A34+ (1)A35 ARE REQ'D.
A NUMBER 2 IN THIS TABLE MEANS THAT (2)A34s + (2)A35s ARE REQ'D.
(STAGGER CONNECTORS WHEN USING (2) IN SAME WOOD MEMBER)
A34s: USE (8) SIMPSON SD9112SCREWS TO CONNECT A34S TO (E) FASCIA AND ROOF FRAMING
A35s: USE (6) SPAX # 6 x 1/2" SCREWS TO CONN ECTA35S TO (E) ROOF SHEATHING
USE (6) SPAX#6x 1/2" ORSIMPSON SD9112 SCREWS TO CONNECT A35S TO (E) ROOF FRAMING
TABLE 3A - FASTENERS REQUIRED
AT CONNECTION OF RAFTER BRACKETS PER DETAIL2/1-6.2
TO EXISTING WOOD STUD WALL FRAMING @16"OC
TRIB
WIDTH
10 PSF
LL/GSL
20 PSF
LL/GSL
25 PSFL30PSF
GSL
36PSF
GSL
40PSF
GSL
42PSF
GSL
50 PSF
GSL
60 PSF
GSL
72 PSF
GSL
84 PSF
GSL
5'
(2) A
(2) A
(2) A
(3) A
(3) A
(3) A
(3) A
(3) A
(3) A
(3) A
6
(2) A
(2) A
(2) A
(3) A
(3) A
(3) A
(3) A
(3) A
(3) B
(3) B
7'
(2) A
(2) A
(2) A
(3) A
(3) A
(3) A
1 (3) A
(3) A
(3) B
(3) C
8'
A
(3) A
(3) A
(3) A
(3) A
(3) A
(3) B
(3) C
(3) C
9'
2) A
(3) A
(3) A
(3) A
(3) A
(3) B
(3) C
(3) C
(3) C
10'
t(2)At(2)A2)
2) A
(3) A
(3) A
(3) A
(3) B
(3) C
(3) C
3C11'
2) B
(3) A
(3) A
(3) B
(3) B
4C(13)
C
(3) C12'
�(3)
2) B
(3) A
(3) B
(3) B
(3) B
3) C
(3) C
A- 1/4" LAG SCREWS W/ 21/Z' PENETRATION IN MIN 2x WALLSTUDS @ 16"OC MAX
B- 5/16" LAG SCREWS W/ 21/2' PENETRATION IN MIN 2x WALLSTUDS @ 16"OC MAX
C- 7/16" LAG SCREWS W/ 3Y2' PENETRATION IN MIN 2x WALLSTUDS @ 16110C MAX
D- 1/2" LAG SCREWS W/ 4" PENETRATION IN MIN 2x WALL STUDS @ 16110C MAX
TABLE 3D @ 16"OC - FASTENERS REQUIRED
AT CONNECTION OF RAFTER BRACKETS PER DETAIL2/L6.2
TO EXISTING WOOD -FILLED 3xALUMINUM LEDGER
TRIB
10 PSF 20 PSF 25 PSF 30 PSF 36 PSF 40 PSF 42 PSF I 50 PSF I W PSF
72 PSF
84 PSF
WIDTH
LL/GSLLL/GSL GSL GSL GSL GSL GSL GSL GSL
I
GSL
GSL
5
A-16"oc A-16"oc A-16"oc A-16"oc A-16"oc A-16"oc A-16"oc A-16"oc A-16"oc
1-16"oc
C-16"oc
6'
A-16"oc A-16"oc A-16"oc A-16"oc A-16"oc A-16"oc A-16"oc A-16"oc B-16"Dc
C-16"oc D-16"oc
T
A-16"oc A-16"oc A-16"oc A-16"oc A-16"oc A-16"oc A-16"oc B-IV"oc C-16"oc D-16"oc
IN
9
A-16"oc A-16"oc A-16"Dc A-16"oc A-16"oc B-16"oc B-16'oc C-16'oc D-16"oc
NG
NG
9'
A-16"oc A-16"oc A-16"oc A-16"oc B-16"oc C-16"oc C-16"oc C-16"oc NG
NG
NG
10'
A-16"oc A-16"oc A-16"oc B-16"oc C-16"oc C-16"oc C-16"oc D-16"oc NG
NG
NG
11'
A-16"oc A-16"oc A-16"oc B-16"oc C-16"oc C-16"oc D-16"oc NG NG
NG
NG
12'
A-16"oc I A-16"oc I B-16"oc I C-16"oc C-16"oc D-16"oc I NG NG NG
NG
I NG
A - 1/4" LAG SCREWS B - 5/16" LAG SCREWS C- 7/16" LAG SCREWS D -1/2" LAG
SCREWS
ALL FASTENERS TO HAVE 3" PENETRATION INTO THE WOOD -FILLED 3xALUMINUM LEDGER
USE (3) FASTENERS FROM THE RAFTER BRACKET TO THE WOOD -FILLED 3x ALUMINUM LEDGER
TABLE 3D @ 24"OC - FASTENERS REQUIRED
AT CONNECTION OF RAFTER BRACKETS PERDETAIL2/L6.2
TO EXISTING WOOD -FILLED 3xALUMINUM LEDGER
TRIB
10 PSF 20 PSF 25 PSF 30 PSF 36 PSF 40 PSF 42 PSF 50 PSF
60 PSF
72 PSF
84 PSF
WIDTH
LL/GSL LL/GSL GSL GSL GSL GSL GSL GSL
1
GSL
GSL
GSL
5'
A-24"oc A-24"oc A-24"oc A-24"oc A-24"oc A-24"oc B-24"oc C-24"oc C-24"oc
NG
NG
0
A-24"oc A-24"oc A-24"oc A-24"oc B-24"oc C-24"oc C-24"oc C-24"oc
NG
NG
NG
7
A-24"oc A-24"oc A-24"oc B-24"oc C-24"oc C-24'oc C-24"oc NG
NG
NG
NG
8'
A-24"oc A-24"oc B-24"oc C-24"oc C-24"oc D-24"oc NG NG
NG
NG
NG
9'
A-24"oc B-24"oc B-24"oc C-24"oc D-24"oc NG NG NG
NG
NG
NG
10,
A-24"oc C-24"oc C-24"oc D-24"oc NG NG NG NG
NG
NG
NG
11'
A-24"oc C-24"oc C-24"oc NG NG NG NG NG
NG
NG
NG
12'
A-24"oc C-24"oc D-24"oc NG NG I NG I NGI NG
NG
NG
NG
A - 1/4" LAG SCREWS B - 5/1W LAG SCREWS C- 7/16" LAG SCREWS
D-1/Y' LAG SCREWS
ALL FASTEN ERS TO HAV E 3" P EN ETRATION INTO THE WOOD -FILLED 3x ALUMIN UM LEDGER
USE (3) FASTEN ERS FROM THE RAFTER BRACKET TO THE WOOD -FILLED 3x ALUMINUM LEDGER
TABLE 4 - ANCHORS INSTALLED INTO THE SIDE OF 6 IN THICK MIN CONCRETE OR CMU WALLS
LUGSL = 84 PSF MAX
IN CONCRETE, USE (2) ROWS OF 1/2" DIA SIMPSON STRONG-BOLT2 @ 32"OC, STAINLESS STEEL, WITH 3" MIN EMBED, STAGGERED,
INSTALLED P ER I CC- ES R-3037.
I N CMU, USE (2) ROWS OF 1/2" DIA SIMPSON WEDGE -ALL @ 32" OC, STAINLESS STEEL, WITH 3 31W MIN EMBED, STAGGERED,
INSTALLED PER ICC ESR-1396.
USE 3" SQ.x1/4" STAINLESS STEEL WASHER WHEN INSTAWNG NEW WOOD LEDGER AGAINST EXISTING CONCRETE WALL
ALLOWA9E CLEAR DIMENSION TO BEAM
SEE TABLE 1B ON L6.1
LH RACKLT AND ATTACHMENT
PER 2AU
3 x 8 WOOD FILLED
3 x 9' FILLED
ST WOOD FILLED
ALUMINUM RAFTER
ALUMINUM LEDGER
ALUMINALUMINUM
LEDGER
DECK/
(3) V-0 FU L-THREADED E
ROOF B1600
WHENERE
OCCURS
DIREC
LAO SCREWS W/- 4
PER 6AL4.3
PENETRATION IMO (E) CONT.
TIP ��OR(),JE
ff�PDm
SpTEWS w
/ 2)i-
41\
o 0
0 oCOLW
PENETRATION
<
¢ a
BEAM
_ J
BEAM
21 WAX
HOiE
COLUI
�-- (E) BLOCKING BETWEEN
OCNT. RAFTERS OR TRUSSES,
I(E)pCONT. TRUSS wOCCURS
CHORDOR ((EWHEREWALL SEEERS @ 24" OC IRE ABOVE
RAFTER OR TRUSS BAC KSPAN
ORES: 6-0" MN 40-0" MAX
1. EESIING ROOF DESIGN :LOAM RDL = 3 PSF (MN) TO 8 PSF (MAX)
2 NEW PAT10 DESIGN ILDA LL = 50 PSIF MAX
3. PLACE "SIKA FLEX' OR SIMILAR MATERIAL BETWEEN EFACKET AND COMPOSITE SHINGLE
ROOFING TO PROVIDE SEAL
4. BRACKET M.0 BE ORIENTATED TiW IM ROOF EDGE AS SHOWNN.
5. USE THIS DETAL WITH ROOF BRACKET PER 6/L4.3 AND TARES 1 AND 1B ON L6.1.
6. VERTICAL LEG OF BRACIET sHu BE LOCATED Z MIX. FROM FACE OF WAIN„ ON
EITHER SIDE OF WALL
D CONNECTION TIO TOP OF EICNSDNG ROOF
MOP
ALLOWABLE AFAR DIMENSION TO BEAM
DN-
ROOF BrZACKL7 PER 5A4.3
SEE TABLE 1A ON L6.1
SEE TABLE 1
2 x 6V" OR 3 x 8 WOOD
ON L6.1
(3) VO FLU -THREADED
FILLED ALUMINUM LEDGER
LPG SCREWS W/- 1%"
_
PENETRATION
(� XZ�WS
ATTACHMENT PER 2AS.2 I
W/THF4ADED
�
PENERAIION
ALUMINUM
R* <<R
PLIERHWTNE
ROOF BRACIKLT L
J M1K-
ORIENTATION
"
MIN.
A� RAFTER TO LEDGER CONNECTION
�r-
ISM - QENNG CAPA= OF THE DIS ham, BJI DW, M•
1. WHEN CONNECTING TO AN EASIING BUILDING WALL WITHOUT
OPENINGS, SITE -SPECIFIC ENGINEERING IS REQUIRED TO VERIFY
ADMUALY OF THE EXISTING STUD WALL FRAMING WHEN THE PATIO
COVER PROJECTION IS WIDER THAN THE MAX POOIECDON SHOWN
IN THE FOLLOWING TARE
2 WHEN CONNECTING TO AN EXISTING BUILDING WHERE AN OPENING
IS PRESENT UNDER THE ATTAC M NT OF THE PATIO TO THE LAVE
OR THE WALL, SITE -SPECIFIC ENGINEERING IS REQUIRED TO VERIFY
ADEQUACY OF THE EXMNG STUD WALL FRAMING (INCLUDING
HEADER SIZE) WHEN THE PAT10 COVER PROJECTION IS WIDER THAN
THE MAX PROECTION SHOWN IN THE FOLLOWING TARE OR WHEN
THE EXISTING OPENING IS WIDER THAN THE MAX OPENING WIDTH
S-IOdIJ IN THE FOLLOWING TABLE
3 NO ADDITIONAL SITE SPECIFIC ENGINEERING IS REQUIRED WHEN
ExIsT Nv OPENINGS / PROJECTIONS ARE BOTH SMALLER THAN
THOSE STATED ABOVE.
TABLE 1- CRITERIA TO VERIFY THE NEED
FOR SUE -SPECIFIC ENGINEERING
LL/GSL
MAX
MAX
(PSF)
PROJECTION
OPENING
LENGTH
WIDTH
10.20
III'-D"
81-0"
25 TO 50
14'-0"
6'-0"
60
121•CP
4'-0"
74
10'-0"
3' o"
82
2'-ID"
- MIN
(E) ROOENG BETWEEN O7NT. RAFTERS
(E) W1J. SEEq1
OR TRUSSEEWrERE OCCURS
NIDNE ABOMc
(E) OONT. TRUSS TOP aHORD
OR RWTES @ 24 O.C.
(E) EAVE OH
L (E) RAPIER OR TRUSS BACKSPIN
f 24' MAX
6-9 MN 40-0" MAX
NOTES:
1. EXISTING ROOF DESIGN LOADS: FDL = 3 PSF (MIN) TO 8 PSF (MAX)
2 NEW PATIO DESIGN LOADS: LL = 10 PSF MIX (NO SNOW LOAD)
3. PLACE "SIKA FLEX' OR SIMLAR MATERIAL. BETWEEN BRACKET AND COMPOSITE SHINGEE
ROOFING TO PROVIDE SEAL
4. USE ALTERNATE BRACKET ORENTATION WHEN D < 12'.
5. USE THIS DETAIL WITH ROOF ERUU PER 5/L4.3 AND TABLES 1 NO 1A ON L61.
C CONNECTION TO TOP OF EXI511NG ROOF
4 CONNECTION TO EXISTING ROOF
NTs
(E) STUD WA
(3) Nz"IA LAG
SCREW TYF1
TRIBUTARY
AREA j MIN.
TRIBUTARY
AREA
AFTER
UIKLI:I ON
PLAN
BEAM CONNECTION
TO HOUSE
0
NITS
LEDGER OR WAL
HANQR w/ FA964R5
PER TABLES 3A OR 4 ON L6.1
E 1" THICK MAX LATH AND
PLASTER OR WOOD SIDING OR
1. 2 OR 3 COATS OF STUCCO
SEE NOTE 3
RAFTER BRACKET AND
ATTACHMENT PER 2/L6.2 �
�I�
I TI -1140
2xOR 3x NI-m
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 61� MINIMUM RAFTERS),
- NOMINAL LUMBER SIZE 2 x 8 (AT 3 x 8 MINIMUM RAFTERS), OR
- KILN -DRY WOOD -FILLED 2 x 6uz" OR 3 x 8 ALUMINUM SECTION.
2. REFER TO TABLES ON LEA FOR SELECTION OF LEDGER MINIMUM
SIZE TO ALLOW FOR ATTACHMENT OF RAFTER BRACKET TO LEDGER.
3. PLYWOOD SHEATHING DOES NOT COUNT TOWARD THIS V MAX.
1" THICK MAX LATH
1, 2 OR 3 COATS OF STUCCO
SEE NOTE 6
I�
G
3" x 8" x 0.042" BEAM
t (3} SMS
ff I Ea SIDE
3" x 8' RAFU BRACKET
NM
1. USE OF THIS DETAIL IS LIMITED TO THE FOLLOWING:
FOR LL/GSL = 10 PS~, W TTIB AREA TO CON ECRCiN - 100 FTz
FOR LIL/GSL = 20 OR 25 PSF; MARL TRS AREA TO OC NhECIICN = 55 FTz
FOR GSL = 30 PSF, MAX TRIG A+FA TO ODhAECfION = 45 Fi
FOR GSL > 30 PSF, DETAIL IS NOT ALLOWED
P. SEE PLAN FOR DEFINITION OF 1R IBURRY AREA
3. RAM MUST LINE UP WITH DUSTING FILL HEIGHT WAIL STD. NO OPENING ALLOWED
4. � (2) TI W/ 4 E>+M @ CONIC WALL, W/ 6- SPACING
5. USE 10" -IALL ffAC1KET k (2) V WELT KD-3 W/ 4 RED @ CMU WALL W/ E3"
SPACING
6. PLYWOOD SHffAmw DOES NOT OOUNT TOAdARD THIS 1" wx
(>) 1' THICK MAX LATH AND
PLASTER OR WOOD SIDING OR
11 2 OR 3 COATS OF STUCCO
SEE NOTE 1
CONNECTION OF
RAFTER BRACKET
TO LEDGER PER
TABLE 38. 3C OR
3D ON L6.1
LEDGER TO WALL
FASTENERS PER
TABLE 3A OR 4
ON L6.1
(N) OR (E) 2 x WOOD
LEDGER OR FASCIA,
OR2x6�OR3x8
WOOD FILLED ALUMINUM
MEMBER
le
SMS PER 3/1-6.2,
TYP
RAFTERR PER PLAN
U BRACKET, SIM TO
2/1-4.3 OR 3/L4.3
N07'.
1. PLYWOOD SHEATHING DOES NOT
COUNT TOWARD THIS 1" MAX.
(-,) WALL CONNECTION
L,F2 RAFTER TO WAIT LEDGER / FASCIA
CONNECTION 1-1/2"=1'-O"
"D" SEE TABLE 1 ON SL6.1 (E) BLOCKING BETWEEN (E) 1" THICK MAX LATH AND
OONT. RAFTERS OR W SIDING R
(E) NAILS SIM�N A35 - SEE TABLE 2 TRUSSES WHERE OCCURS 1, 2 OR 3 COATS OF STUCCO
OR SD:M ON L6.1 FOR SCREWS AND SEE NOTE 2
NUMBER OF A35s RECO
1143RACKET AND I
ATFPCI RMEM PER cs RAFTER PER PLAN
2A6.2 SEE NOTE 2d
2xOR 3x
ALUMINUM (E) CONE TRUSS
w1zRS TOP CHORD OR
EXISTING FASGA RAFTERS @ 24 OC
Bohm PLYWOOD SHEATHING (� NOTE ABOVE
WHERE OCCURS
E GEAR DIMENSION 10 BEAM (E) EAVE OH RAFTER OR TRUSS ESP
0E TAME 1 ON I$.7 24 MAX MN MAX
1. EXSTNG ROOF DESIGN LOADS:
R DL = 3 PSF (MIN) TO 8 PSF(MA\)
RJL/GSL = 10. 20, 25, 30, 40 OR 50 PSF
2 FASIENES TO BE LOCATED 4' MN FROM SPLICE IN (E) FASCIA
BOAR AND f CLEAR FROM TOP Am BOTTOM OF (E) FASOA Bxu
CONNECTION TO EDGE OF EXISTING ROOF
cv
cv
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)114 SMS EA. SIDE
U BRACKET, SIM TO
I ! 12/L4.3 OR 3/1-4.3
ATTACHMENT PER TABLE 3A OR 4
ON L6.1
(E) STUD WALL @ 16" O.C.
NOTE
1. USE LEDGER PER 2/1-6.2 WHERE RAFTER SPACING EXCEEDS
EXISTING STUD SPACING.
2. PLYWOOD SHEATHING DOES NOT COUNT TOWARD THIS 1' MAX.
�)ER TO STUD WALL
Cr-ONNECTION1-1/2"=V-O"
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
co
CD
.S58.5
�Qr im
OF CA0�
DATE SIGNED: July 8, 2019
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305,11501 FAX 949,305.1420
�aP
�+o
OTM
ES
EXPIRES ON: JUNE 30, 2020
REVISIONS
MARK
DATE
DESCRIPTION
4 STEL JOB # DA02-02
DATE 07108/19
DRAWN BY RC
CHECKED MDS
IAPMO 195 V 3.1.1
LATTICE STRUCTURES:
CONNECTION DETAILS
L6.2
LATTICE ATTACHMENT PER
#8 SMS 7/L6.3
3 x 8 x 0.42 BEAM
OR 3" SQ. STEEL BEAM
DOUBLE BEAM (4) #14 SMS EA (6)-#14 SOS @ EA SIDE
89, BID, B12, RAFTER TO COLUMN TOP k BOT TOTAL = 24
B15 OR B16 (8 TOTAL)
' IV SO. OR 2" SO. OR
2 x 3" LATTICE @ 3" O.C. I I 5/8"0 HOLE WITH MIN. UP TO 6" O.C. MAX PLASTIC PLUG, AS H BRACKET PER i/54.5
I REQ'D, TYP. IT IS OR 1/1-4.3
ACCEPTABLE TO USE
I I 3" OR 4° SQ.
RAFTER - -- - --- — RAR IN E HOLETO
SEVERAL— ----ALUM.-OR STEEL-POSF—
! I SCREWS, TYP.
1
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.
IATTIGE TUBE TO RAFTER STUB COLUMN TO DBL BEAM 'Fr BRACKET TO POST
T 3°=1'-0" 4 CONNECTION 1-1/2"=1'-0" t-1/z"=t'-0"
LATTICE ATTACHMENT PER 7/L6.3
1 2" MAX SPLICE
WHERE OCCURS
(6) 114 SMS 0 EACH (INT COL ONLY)
HEADER TO COLUMN
U BRACKET PER 2/L4.3 DBL RAFTER (12) FASTENERS PER DOUBLE BEAM B9,
OR 3/L4.3 (4) #14 SMS EA RAFTER CONNECTTON BB16, B12, B15 OR
TO COLUMN (8 TOTAL) 5/8"0 HOLE WITH
5/8"0 HOLE WITH PLASTIC PLASTIC PLUG, AS II I
PLUG, AS REQ'D, TYP. IT IS REO'D, TYP. IT IS I II ® I
EF 0 ACCEPTABLE TO USE ONE ACCEPTABLE TO I
p I HOLE TO INSTALL SEVERAL USE ONE HOLE I�
SCREWS, TYP. TO INSTALL ® I
SEVERAL SCREWS, I II I
O E '� j TYP. I Ii I
ATTACHMENTS PER 2/1-6.3
I i
O ! 1 (2) #14 SMS EACH
Si SIE
DBL BEAM B9, B10, B12, C T&B @32" I I PLACTES C HEERRE OC
CCUR,
I I 915 OR B16 SHALL STOP do FLUSH
BELOW BEAM
3" OR 4' SQ. POST W/
OPTIONAL SIDE PLATE OR
ARCH COL WHERE OCCURS 3" OR 4" S0. POST
BRACKET
SCALE 6'=I'-O" DBL RAFTER TO DBL BEAM DBL BE4M TO COL
CONNECTION 1-1/2"=1'-0"
° 1FI( 3" WIDE BEAM TYP B2,
RAM (2}#14 x
0.5" 0.5" EPOI �� B5, 811, B13 OR B14 1 2" MAX SPLICE
SCREWS OR 8" BEAM (6) #14 SMS EA. SIDE WHERE OCCURS
BST TO RAFTER SMS PER ELEVATION, M AT SIDE PLATE SP3 B ] (INT CAT. ONLY)
%"0 PLASTIC PLUG, TYP- AT SIDE PLATE SP4IDE
SEE NOTE 1. lid
BRACKET PER 2/L4.3 W#14 x %" TEX SUERS n o
OR 3/L4.3 E GPM PROVIDE FULL BEARING OF
SINGLE 3 x 8 OR 3 x 3 BEAM ON POST.
tl o
BEAM BELOW ( Y
%B"0 HOLE WITH PLASTIC PLUG, AS
REQ'D, TYP. IT IS ACCEPTABLE TO
6y" SIDE PLATE F)k SIDE USE ONE HOLE TO INSTALL
SEVERAL SCREWS, TYP.
(2)+4 x %4" TEK SCREWS
RAFTER EACH SIDE BRACKET TO (2) 114 SMS EA SIDE AT Cat" SIDE PLATE EA SIDE, SEE
RAFTER 3' SQ. POST BOTTOM AND AT 32" OC MAX. TABLE 1 ON Sl.x OR Li.x
(2}#14 x 3'4' TEK SCREWS SIDE �'�
BRACKET TO EACH BEAM 6 SECTION A ELEVATION OPTIONAL STYCAN STOP
I BELOW
OF
3' SO. POST BETWEEN SIDE PLATES CAN STOP BELOW
(4) TOTAL THE CONNECION
SIDE PLATES
DBL 2 x 6 BEAM BELOW
OR
DBL 3 x 8 BEAM BELOW
B BEAM TO RAFTER BRACKET S BEAM TO POST CONNECTION NOTESO 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
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
DATE SIGNED: July 8, 2019
OrA�
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
EXPIRES ON: JUNE 30, 2020
I REVISIONS
I MARK I DATE DESCRIPTION I
4 STEL JOB #
DA02-02
DATE
07108/19
DRAWN BY
RC
CHECKED
MDS
IAPM0195 V 3.1.1
LATTICE STRUCTURES:
CONNECTION DETAILS
L6.3
ADJACENT
GRADE Tf
POURED
CONCRETE
STEEL SLEEVE PER
4/0.2 AT POST
TYPE C7, C8, & C9
PER TABLE 2
w m
PER 4A; • ?
V d
< • re r w N h
o
�.�
. ' 1
r c
WIDTH - LENGTH IN
S G. SCH
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 Ct 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 ATFACHED STRUCTURES.
7 STEEL POST SLEEVE CONNECTION
TO CONCRETE FOOTING
TABLE 2 -ANCHORAGE SCHEDULE
BRACKET
DETAIL
POSTTYPE
FfG (IN)
ANCHOR BOLTS
(SEE NOTE 2)
SEE
NOTES
ALUM T
1/0.2
CS
SOG
(2)-3/8" dia w/ 1-7/8" embed
ALUM T
1/1-7.2
C3
ALL
(21-3/8" 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
2/1-7.2
C2
ALL
(2)-3/8" dia w/ 2-7/9" embed
3
ALUM T
2/1-7.2
C5
SOG
(2)-3/8" dia w/ 1-7/8" embed
3
ALUM T
2/0.2
C5
ALL
(2)-3/8" dia w/ 2-7/8" embed
3
STEELT
3/0.2
C6
SOG
(2)-3/8"diaw/1-7/8"embed
STEELT
3/1-7.2
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" dia w/ 3-1/4" embed
1,3,4
STEEL I NS
4/1-7.2
C6
5 30"
(4)-1/2" dia w/ 3-1/4" embed
1A
STEELINS
4/1.7.2
C6
534"
(4)-5/8"diaw/4"embed
1A
STEELINS
4/1-7.2
1 C6
235"
(4)-3/4"diaw/4-3/4"embed
1.4
STEEL INS
4/L7.2
I C7, CB, C9
ALL
(4)-3/4" dia w/ 4-3/4" embed
1,5
EMBED
.5/17.1
C10,C11
I ALL
I 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
(I CC-ESR 3037). H I LM 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
ALUMINUM T PER 2/L7.2 FOR POST TYPES C2 AND C50R INSTEAD OF THE STEELT
PER 3/1-7.2 FOR POSTTYPE C6. BOLTS CAN REMAIN AS SPECIFIED IN THIS TABLE,
BUT (4) BOLTS SHALL BE USED. SEE NOTE 6.
4 - IT IS ACCEPTABLE TO USE THE EMBEDDED POST DETAIL 5/L7.1 I N57EAD OF THE
STEEL I NSERT OR STEELT FOR STEEL POSTS C6.
5 - IT IS ACCEPTABLE TO USE THE EMBEDDED POST DETAIL 5/L7.1 I NSTEAD OF THE
STEEL INSERT FOR STEEL POSTS C7, C8 AND C9.
ANCHORAGE OF POSTS
TO SLAB OR FOOTING
Y BRACKET PER 1/L7.2, 2/1-7.2,
OR 3/L7.2.
OR 4" STEEL POST.
3" STEEL OR
ADJACENT3'
ALUMINUM POST
GRADE TYP.
7
BOLTS PER TABLE 2
=
i
ADJACENT GRADE TYP.
S'MIN.
? En
o
" +
W�
O m
a '
- '"a
�
ry m
o a
VN a �r
URFD CONCRETE FOOTING
\\.
POURED
CONCRETE
WIDTH = LENGTH (IN)
SEE FTG. SCHEDULE
IN BEAM SPAN TABLES
)90 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 & C11.
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.
B STEEL POST EMBEDDED
1NT0 CONCREiE FOOTING 1"=t'-o"
WIDTH = LENGTH IN
SEE FTG, SCHEDULE 1
BEAM SPAN TABLE
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,
C11.
S T BRACKET CONNECTION
TO CONCRETE FOOTING 1"=1'-o"
TABLE 1
ALTERNATE FOOTING DIMENSIONS
FTG(IN)
W=L=D
(SEE NOTE 1)
Aft I
WxLxD
(SEE NOTE 2)
AIt2
WxLxD
(SEE NOTE 3)
Alt 3(ATTACHED)
WxLx18"
(SEE NOTE 4)
AIt4
WxLx18"
(SEE NOTE 5)
AItS
WxLx24"
(SEE NOTE 6)
Alt
WxLx30"
(SEE NOTE 7)
AIt7
WxLx36"
(SEE NOTE 8)
AIt8
WxLx42"
(SEE NOTE 9)
18
18x18x18
12x12x12
ISx18x18
18x18x18
16x16x24
14x14x30
13x13x36
12x12x42
20
20x20x20
12x12x12
21x21x19
25x25x18
19x19x24
17x17x30
15x15x36
14x14x42
22
22x22x22
16x16x16
25x25x18
33x33x18
21x21x24
19x19x30
17x17x36
16x16x42
24
24x24x24
20x20x20
28x28x18
43x43x1B
24x24x24
22x22x30
20x20x36
18x18x42
26
26x26x26
23x23x23
32x32x18
31x31x24
24x24x30
22x22x36
21x21x42
28
28x28x2B
25x25x25
35x35x18
38x38x24
27x27x30
25x25x36
23x23x42
30
30x3Ox3O
28x28x28
39x39x18
30x3Ox3O
28x26x36
26x26x42
32
32x32x32
30x30x30
43x43x18
37x37x30
30x30x36
28x28x42
34
34x34x34
32x32x32
47x47x18
33x33x36
31x31x42
36
36x36x36
34x34x34
SIX 51x18
36x36x36
34x34x42
38
38 x38x 38
37x37x37
5Sx55x18
43 x43x36
36x36x 42
40
40x40x40
39x39x39
60x6ox18
39x39x42
42
42x42x42
41 x41x 41
64x 64x19
42 x42x42
44
44 x 44 x 30
46
46 x46x30
48
48x48x30
50
50 x 50 x 30
52
52x52x30
54
54x54x30
56
56x56x30
58
58x58x3C
60
60x60x30
62
62 x 62 x 30
64
64 x 64 x 30
66
66x66x30
68
68 x 68 x 30
70
70x70x30
72
72x72x30
74
74x74x30
76
76 x 76 x 30
78
78x78x30
80
80 x BO x 30
82
82 x 82 x 30
84
84 x 84 x 30
86
86x86x30
88
SBx88x30
90
90 x 90 x 30
NOTES:
1- "FTG (IN)" IS THE FOOTING DIMENSION REFERENCED IN BEAM SPAN TABLES ON SHEETS SB.xx.x OR LB.xxx.
2 - "ALT 1" IS THE FOOTING DIMENSION BASED ON THE "FTG (IN)" DIMENSION. NOTETHAT W=D=L
3 - "ALT 2" 15 THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN A 3.5" MI N THI CK SLAB IS PRESENT ABOVE THE F0071 NG. NOTE THAT W =D=L
4 - "ALT 3" I S THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING 15 KEPTTO AN 18" DEPTH FOR UPLIFT DE51 GN ONLY. THIS VALUE IS TO BE USED
ONLY AT ATTACHED PATIO STRUCTURES. NOTE THAT W=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 S" 15 THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPTTO AN 24" DEPTH. NOTETHAT W=L AND D=24".
7 - "ALT 6" 15 THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPTTO AN 30" DEPTH. NOTETHAT W=L AND D=30".
8 -"ALT 7" ISTHE ALTERNATE FOOTING DIMENSION REQUIRED WHENTHE FOOTING IS KEPTTO AN 36" DEPTH. NOTETHAT W=LAND D=36".
9 - "ALT B" IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPTTO AN 42" DEPTH. NOTETHAT W =L AND D-02".
�F011Ni]ATIO)T1 TABLES
TABLE 3 - (MAX WIND SPEED:13OMPH, EXP C)
MAXIMUM POST SPACING WHEN PATIO COVER
IS INSTALLED ON SLAB ON GRADE
TRIG
WIDTH
LATTI CE 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"
8'
8'-6„
8'-6"
T-6"
T-0"
9'
74-T,
8'-0"
T-0"
NP
10,
6'-9"
T-6"
NP
NP
11'
6'-2"
7'-0"
NP
NP
12'
5'-8"
6'-6"
NP
NP
NOTES:
1- "NP" I NDI CATES THAT A FOOTING IS REQUIRED, AND THE PATIO
COVER CANNOT BE SUPPORTED ON A SLAB 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)
MAXI MUM TW O POST ATTACHED STRUCTURE W I DTH
WHEN PATIO COVER IS INSTALLED ON SLAB ON GRADE
TRIBWIDTH
(ft)
LATTICE RAFTERS
UJGSL(psf)
GSL(psf)
10 psf
20 psf
25 psf
30 psf
5
27-4-
22'-0"
20'_8"
18'-0"
6
22'•8"
19'-6"
18'-0"
16'-8"
7
19'-4"
11.-0"
16'-0"
15'-0"
8
17'-0"
17'-0"
15'-0"
14'-0"
9
15'-2"
16'-0"
14'-0"
NP
10
13'-6"
25'-0"
NP
NP
11
12'-4"
14'-0"
NP
NP
12
11'-4"
13'-0"
NP
NP
B T BRACKET CONNECTION
TO SLAB ON GRADE 1"=r-0'
� g � AstM Asoo GRADE a
r INSERt TO
PLAN g its BASE PL
3" STEEL POST
�0.188" THICK MIN
HSS INSERT
5) 3'4'0 BOLTS
0' SQ. x %" BASE PL
NOTES. ELEVATION & 9
1. THIS BRACKET IS TO BE USED WITH POST TYPE C7, CS & C9, AND WITH C6
(WHEN FOOTING SIZE IS 25" OR LARGER).
2. SEE TABLE 2 ON S7.1 FOR ATTACHMENT TO FOOTING/SLAB.
3. INSTALL 1Y4 x 1Y, x K HDG WELDED WASHER PLATE WHEN HOLE DIAMETER IS
MORE THAN X 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 7/1-7.1 FOR ANCHORAGE
REQUIREMENT'S.
STEEL POST SLEEVE
FOR POSTS C7, CS, CO 3/4"=1'-o"
3" ALUMINUM
OR ,- (� rBRACKElNE OF "P
ALUMINUM POST � BRACKET TO BE PARALLEL
TO HOUSE WALL
ADJACENT GRADE I 4 /-'T" BRACKET PER 1/0.2,
WHERE OCCURS I s 2/1-7.2 OR 3/0.2
6" MIN. IX[STING OR NEW SLAB ON
SEE GRADE. fc = 2,500 PSI MIN.
NOTE 6
SEE NOTE 6
EDGE 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 INSTALUM ON A SLAG ON GRADE AND REQUIRES A
FOOTING PER S6.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 APPLICATIONS ONLY), THE MAXIMUM POST SPACING IS
THE LOWEST OF THE 'MAX POST SPACING (SPAN)' SHOWN ON LB.XX.1
AND THE MAXIMUM POST SPACING SHOWN IN TABLE 3.
6. SEE NOTE 2 ON 4/0.1 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 6os3-Ts
2
OR TEK
DR TEK SCREWS,
EA. SIDE, TYP.
N I j %"0 HOLE EA. SIDE
0.ow TYP. I
D35a
5.662' TYP.
Nam=
1.-BRACKET T:ENGTK IS 13Y
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 tY xY HOG WASHER PLATE AT ANCHORS FOR 130 MPH
y ALUMINUM T-BRACKET
OR POST 01 3"=1'-o"
ALUM ALLOY 6063 T6
4-#14 SMS
nix OR TSCREWS,
I� � I} EA. SIDE, TYP.
:r
WO HOLE EA. SIDE
0.094' TYP.
0.750"
5.50' TYP.
NOTES:
1. BRACKET LENGTH IS 2.75".
2. THIS BRACKET IS TO BE USED WITH POST TYPE C2 OR C5, WITH OR
WITHOUT SIDE PLATES PER SP3 OR SP4.
3. SEE TABLE 2 ON L7.1 FOR ATTACHMENT TO FOOTING/SLAB.
4. INSTALL %x IX x A HOG WASHER PLATE AT ANCHORS FOR 130 MPH.
5. STEEL 7-BRACKET PER 3/1-7.2 CAN BE USED IN UEU OF THIS BRACKET.
(j)ALUMINUM T-BRACKET
FOR POSTS C2, C5 3"=1'-0"
0.75, 4.00"
LAPM A50Q GRADE B
4-Wf O HOLES
TYPM(ef
1 �ife'0 & 2-3ie
HOLES. TYP EA SIDE
01
-CENTERUNE
OF
T'BRACKET TO
PLAN
BE PARALLEL TO
3.50" 1 OU'
HOUSE WALL
TYP
2-N-0 HOLES FOR
c Wo M.B. TYP.
N uY -
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 2/0.1
3. SEE TABLE 2 ON L7.1 FOR ATTACHMENT TO FOOTING/SLAB.
STEEL T BRACKET
FOR POST CS 3"=1'-0"
ATTACHED & FREESTANDING LATTICE COVERS - 10 PSF SNOW LOAD OR LIVE LOAD -110 MPH - EXP. B & C
B5 12G3'.SQ. AUM W/ ULCHANNEL
610 DBL2x6.5x0.032
811 3x8x0.042
B9 DBL 2 x6.5 x0.042
612 DBL3x8x0.042
Bi3 14GASTL 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
PPE
MAX
POST
SPACING
(SPAN)
FTG
(IN)
MIN
POST
T1 POST
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
TOPE
MAX
POST
SPACING
(SPAN)
FTG
(IM
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
$
110 B
16'-9"
15
Cl
14' 7"
29
C7 I
14'-1 U'
15
Cl
14'-10"
28
C7
15' 4"
15
C1
15'�"
28
C7
19-91
15
C1
1$'-0"
29
C7
21'-B"
16
Cl
21'-6"
31
C7
20'-9"
16
Ot
20'-T
31
C7
110 C
16'-9"
17
14'-T'
31
CB
14'-10"
17
14'-6
30
15' 4"
17
15'-1"
30
18'-0"
18
1T 6
T
21'-B"
19
21'-2"
33
CB
2V-T
18
20'-7
33
CB
110B
15'-3"
16
c1
28
C7
13'7"
15
c1
13'-7
28
c7
14'-1"
15
14'-1"2B16'-0"
c7
16
ci
16'4,
29
c7
1V-9"
17
cz
19'-9"
3D
C7
19'-0"
17
ct
19'4r'
30s
C7
110C
15'-3"
1 B
30
CS
13'-T'
17
13'-T,
29
W-1"
17
13'-9"
29
16'�"
18
16,-T
30
19'-9"
1919'-3"
32
19'-0"
19
16' 6
32110B
14'-2"
16
C130
26
C7
177"
15
C1
12-T'
28
C7
13'-1"
15
C1
13'-1"
2B
C7
15'-2'
16
C1
15'-2"
2918'-4"
C7
17
C2
18'4"
30
C7
17'7'
171T7"
30T
110C
14'-2'
18
12'-7"
17
12'-3"
29
13'-1"
17
12'_9"
29
15'-2'
19
14'-1V'
3D
18'�"
20
17-1D"
31
1T-T'
19
17'-1"
31C7
13'-3"
16
C1C7
N124
29
11'-9"
16
C1
11'-9"
28
C7
12'-3"
16
C1
12'-3"
2B
C7
14'4'
17
C1
14'-3"
29
C7
17'-2"
18
C2
'UT2'3116'-8"
C7
18
C2
16'-T
31
C7
110C
IT-3"
19
29
11'-9"
18
11'-6"
28
12'-3"
18
12'-0"
28
14,4,
19
13'-10"
29
1T-2"
20
16'-9
31
16-6
20
16'-1"
31
9
110 B
12'7"
17
C229
29
07
11'-2"
16
C1
11'-2"
29
C7
117
15
01
11-7"
29
C7
13'-0"
17
C2
13'-6"
30
C7
16'-3"
18
C5
16'-3"
31
C7
15'-0"
1 B
15'-6"
31
C7
110C
12'7"
19
11'_2"
18
10'_10"
28
11'_T'
1 B
11'_3"
2B
13-
19
13'"1
30
16'_3,.
21
15.-7.
31
151-T
20
15%7'
31
10'
110 B
12'-0"
17
C2
10'�"
30
07
10'-7"
16
Cl
1U-7"
29
07
111-T
16
Cl
11'-0"
29
07
12'-9"
17
02
12'-9"
30
07
15'-4"
16
05
1514,
32
07
14'-9"
1$
05
14%
32
C7
110 C
12'-0"
19
10'-4"
30
10'-7"
19
10'-3"
29
11'-0"
19
10'-0"
29
12'-5'
20
12'-0"
30
15'�"
21
I5'-1"
32
W-9"
21
14'4"
32
11'
110 B
11'�"
17
C2
9'-10
3D
C8
10'-1"
17
Cl
19-1"
29
07
10'-0"
17
Cl
10'-0"
29
07
12'-2'
18
02
12-2"
31
07
14'-B"
19
05
14'-8"
32
07
14'-1"
19
05
14'-1"
32
C7
11 D C
11'4,
20
9'-10
3D
10'-1"
19
9'-10"
29
1 D' 6
19
10'-1"
29
12'-2"
20
11'-10"
3D
14'-B"
21
14' 4"
32
14=1"
21
13' 8"
32
12'
110E
10'-10"
1B
C2
S-0
30
06
9'-8"
17
C2
Y-6"
29
07
9'-0"
17
02
9'-6"
29
07
11'-8"
18
02
11'-8"
31
07
14'-1"
19
05
14'-i"
32
07
13'-G'
19
05
13'-0i
32
C7
110C
1U-10"
20
9�
30
9'B"
19
9'-0"
29
9'�"
19
9'-2"
29
11'-B"
20
11'�"
31
14'-1"
22
1T-9
32
13'
21
13'-2"
32
V/
312
/RT
B14
GA STL INSERT
8DBL614 GA STL INSERT618
bBL 12 GA STL INSERT818
12 GA STL U-IN E
619 DBL 12 GA STL U-INSERT
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
TRIB
WIND
POST
FTG
POST
FTG
POST
FTG
POST
FTG
POST
FTG
POST
FTG
POST
FTG
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
WIDTH
EXP
SPACING
(IN)
POST
SPACING
(IN)
POST
SPACING
(IN)
POST
POPE
SPACING
(IN)
POST
TYPE
SPACING
(IN)
POST
n PE
SPACING
ON)
POST
TYPE
SPACING
ON)
IPOST
POPE
SPACING
(IN)
T PE
SPACING
(IN)
PPE
SPACING
0N)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
110 B
22'4"
17
22'-B"
31
C7
29'-2"
18
29'-2'
33
C8
32'-T
19
32'-0"
34
CB
25'-10"
17
C6
25'-10"
42
CB
32'-0"
18
C6
32'-0°
49
C8
6
Cl
C2
C5
110 C
22'�"
19
22'-1"
33
C8
29'-2"
21
28'-6"
36
C9
32'-0"
21
31'-2"
36
C11
22'-11'
19
C6
22'-11"
41
C11
28'-11"
21
C6
28'-11'
47
C11
110 B
20'-8"
17
31
26'-8"
19
264r'
33
C8
29'-2"
19
29'-2"
33
C8
24'-3'
17
C6
24'-3"
48
CB
30'-7''
19
C6
3V-7"
51
CB
6'
C2Y17�-O"
C7
C5
CS
11D C
20'-&'
20
32
26'-8"
21
26'-0"
35
C9
29'-2"
22
28'-6"
36
C9
21'-7-
20
C6
21'-7"
42
C9
27'-2"
21
C6
2T-2'
49
C9
110 B
19'-2"
1B
31
24'$"
19
24'-0"
33
27'-1"
20
27'-1"
33
CB
23-1°
1B
C6
23-1"
49
CB
29'-1"
19
C6
29'-1°
53
CB
T
C232
07
05
08
05
110C
19'-2'
2D
24'-8"
22
24'-1"
34
2T-1"
22
26'-4"
35
C9
20'-0"
21
C6
20'-0"
47
C9
25'-10'
22
C6
25'-10'
51
C9
110 B
18'-0"
1B
31
23'-2"
20
23'-2"
33
25'-3"
20
25'-3"
34
22'-1"
18
C6
22'-1"
51
2T-1D"
20
C6
2T-10'
54
6'
C2C7
C5
C8
C5
C8
C8
CB
11 D C
1 B'-0"
21
31
23'-2
22
22'-7
33
25'-3"
23
24'�"
34
19'-7°
21
C6
19'-7"
49
24'�"
23
C6
24'-B"
52
110 B
17--0"
18
32
21'-10"
20
21'-10"
34
23'-10"
21
2T-10"
35
C9
21'-2°
19
C6
21'-2"
52
C9
26'-9"
20
C6
26'-9'
56
C9
9
C5
C7
C5
CB
;I
C5
110 C
17'-0"
21
17'-0"
31
21 '-10"
23
21'-3"
34
23'-1V'
23
23'-3"
34
CB
18'-10"
22
C6
18'-10"
50
CB
23'-9"
23
C6
23'-9°
54
C8
110 B
16'-1"
19
16'-1"
32
20'-9"
20
20'4'
34
22'-B"
21
22'-8"
35
20'-0'
19
C5
20'-6"
53
25'-10"
21
C6
25'-10'
57
10'
C5
07
05
08
05
09
09
C9
110 C
16'411
21
16'-1"
32
20'-V
23
20'-2"
34
22'-0"
24
22'-1"
35
18-2°
22
Cb
1B'-2"
51
22'-11'
24
C6
22'-11'
55
110 B
15'-4"
19
15'-4"
32
19'-9"
21
19'-9"
35
21'-B"
21
21'-0"
36
19'-10"
20
C6
19'-10"
54
25'-0"
21
C6
25'-0"
58
C9
11'
C5
07
05
C9
05
09
09
110 C
15'-4"
22
15'-4"
32
19'-9"
24
1W-3"
34
21'-8"
24
21'-1"
35
17'-7'
23
C7
17'-i
52
22'-2"
24
C7
22'-2"
56
110 B
14'-9"
19
14'-9"
32
19'-0"
21
19'-0"
35
20'-8"
22
20'-8"
36
C11
19'-3"
20
C6
19'-3'
55
C11
24'-3"
22
C6
24'-3"
59
C11
12'
C5
09
05
09
05
110C
14'-9"
22
14'-9"
33
19'-0"
24
1$'-6..
35
20'�"
25
20'-2"
36
C10
1T-1'
23
C7
1T--1"
53
C10
2V-7"
25
C7
21'7
57
C10
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/L71
2 - IT IS ACCEPTABLE TO
SUBTITUTE COLUMNS W/ HIGHER
NUMBERS W/ THOSE SPECIFIED
IN THE TABLES SHOWN.
il -7
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
5 5885
qTF OF CAI-%F
DATE SIGNED: July 8, 2019
07-x
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
�aP
Mo
ES
OTM
EXPIRES ON: JUNE 30, 2020
REVISIONS
MARK DATE DESCRIPTION
4 STEL JOB # DA02-02
DATE 07108/19
DRAWN BY RC
CHECKED MDS
IAPM0 195 V 3.1.1
LATTICE STRUCTURES:
BEAM SPANS &
FOUNDATION SIZES
10 PSF LUSL, 110 MPH
L8.1 0.1
ATTACHED & FREESTANDING LATTICE COVERS -10 PSF SNOW LOAD OR LIVE LOAD -120 MPH - EXP. B & C
85 3"SQ. ALUM W/
DBL2x6.5x0.032
812
B11 3x8x0.042
B9 DBL2x6.5x0.042
612 DBL3x8x0.042
3x8x0.042W/
613
14 GA STL INSERT
GA STL"U" CHANNEL
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
FTG.
MIN.
TRIB
WIND
POST
FTG-
POST
POST
FTG.
P057
POST
FTG.
POST
POST
FTG.
POST
POST
FTG.
POST
POST
FTG.
POST
POST
FTG.
POST
POST
FTG.
POST
POST
FTG.
POST
POST
FTG.
POST
POST
FTG.
POST
POST
POST
WIDTH
EXP.
SPACING
(IN.)
TYPE
SPACING
(IN.)
TYPE
SPACING
(1N.)
TYPE
SPACING
ON_)
TYPE
SPACING
(IN.)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN.)
TYPE
SPACING
(IN .)
TYPE
SPACING
(IN.)
TYPE
SPACING
ON.)
TYPE
SPACING
(IN.)
TYPE
SPACING
ON.)
TYPE
(SPAN)--..._
--
(SPAN)
—
— -
.. (SPAN)-
. —
-(SPAN)
—
_(SPAN).
--.
_[SPAN)
-
(SPAN)
_ (SPAN) .
- ....
[SPAN)
_-
(SPAN)
-
..
[SPAN)
_-
1206
16'2"
16
14-T'
31
C8
14'-10"
15
14'-10"
30
15-4,
15
IVA'
30
1& 0"
18
18'-0"
31
C7
21.4-
17
C1
21' 8"
33
C8
20'-9"
17
C7
20'-0"
32
C7
5
120 C
1614,
18
Cl
C1
IV-1"
31
C7
15-Z'
18
Cl
14'-7"
31
C7
1T•-B"
19
C1
19'-0"
34
C8
14'-T'
33
CID
14' W,
18
17'-0"
31
CB
21 r
20
20-7
34
2U4'
20
120 B
15'-3'
16
13'-3"
30
C8
13-T'
18
13'T'
29
74-i"
16
14'-1"
29
164'
17
16'-C
30
19'-9"
18
191•9"
32
C7
19'-V
18
CI
19-4r
32
07
6
i20C
15'U
19
Cl
C1
C7
C7
C1
C7
13-3
32
C9
13!4"
15
12'-10"
31
13'-10"
1
1C1 13'-0"
31
162"
19
IT-T'
30
1V-7"
21
16'-9"
34
C8
16'$"
20
C2
lV4Y-
33
C8
1208
14'-2
i7
i2'-0"
29
C7
12'-T"
16
12 7"
29
13'-1`
16
ITV
29
16-2"
17
15'-7'
30
C7
1B'-4"
18
C2
18' 4"
31
G7
i7-7"
18
C2
17'•7"
31
C7
T
120C
13'-10
19
C1
C1
C7
Cl
C7
C1
161-V
33
124"
31
C9
174"
19
12'-0"
30
12'-10"
i9
12'-4"
30
Is.-T
20
144'
30
iB-l"
21
17'.4"
33
CB
17'-3"
21
1208
i3'-3
17
11'-7"
29
C7
11=8
17
11'-9
28
12-3
17
12 3"
28
14'-3"
18
Ci
14-3"
28
C7
17-2"
19
C2
17'2
31
C7
16�
18
18-8
30
C7
B
120C
IT-O"
20
C1
C1
114,
30
C7
12'-l"
19
Cl
C7
i6 T'
21
15'T'
32
11-T'
31
CB
11'-8"
19
1T-7"
30
14'-1"
20
C2
13'-e"
29
17'-0"
22
18•-3"
32
120 B
i2'-7"
18
11'-0"
29
07
11'-2"
17
1F-7'
29
11'7"
17
11'-7"
29
13-W
16
13'-8"
30
C7
IV-3"
19
CS
78-3"
Si
C7
15'$'
19
15'$
31
C7
9'
120C
12-3"
C1
10-7
29
C7
11'4"
20
C1
11.0..
29
C7
C2
14'-8"
32
11'-0
30
Ce
i1'0"
20
13'-3"
21
12'j3"
30
16'-T
22
15'-4"
32
15-3"
22
120 B
12'-0
i6
10 4"
3
C7
VY-7"
17
IV-T'
29
11-7
17
11-0"
29
12'-9"
18
C2
12'-9"
30
C7
15
19
C5
15'-4'
32
C7
14'-9"
19
CS
i4-9
S7
C7
1D'
C2
Cl
C7
C1
C7
14'-0
31
120 C
11'�
21
10a1"
30
CB
1D$
20
1D-1"
29
101,
20
50�1"
29
12'-7
21
12-1"
30
15'-2"
22
14'•T'
37
14'-0
22
120E
114'
18
Y-10"
30
10'-l"
17
i0'-1"
29
10'-8"
29
12-2
19
12'-2
31
C7
14'�"
20
C5
14'8
32
C7
t4=1"
19
14'-1"
32120C
C7120
9'-8"
29
12d1
21
11'-T'
30
14'�
23
14' Q
32
13•10"C5
11'-2"
21
C2
9'-10"
30
CB
10'-0"
20
C1
g,T,C7
C1
C7
B
10'-10"
1B
9 6
30
8'$
18
9 8"
29
il
C7
14'•1"
CS
05
C7
12'
C2
CB
C2
C2
C7
C2
12'-9
32
120C
10'•$"
21
9'-0"
31
9'T'
21
9'-2'3007
B'-9"
30
11'$
22
11'•1"
3i
13-10
23
53'�4"
32
C8
13'-3"
23
312
B19
B14
GA STL INSERT
B15 DBL14 GA STL INSERTBS6
DB L12 GA STL INSERTB18
12 GA STL U-IN E/RT
DBL 2 GA STL U-NSERT
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN.
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
TRIB
WIND
POST
•FTG.
POST
IFTG.
POST
FTG.
POST
FTG.
POST
POST
FTG.
POST
POST
FTG
(POST
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
WIDTH
EXP.
SPACING
(IN.)
POST
SPACING
(IN)
POST
SPACING
(IN.)
POST
SPACING
ON,)
POST
JFTG.
SPACING
(IN)
POST
TYPE
SPACING
(IN.)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
120 B
22'-0"
18
C1
22'-B"
33
C8
29'-2"
19
29'-Z'
35
C9
32'-0"
20
3Z-D"
36
24'-B'
18
C6
24'-8"
42
C11
31'-2"
19
C6
31'-2'
49
C91
5
C2
CS
C11
12D C
22'4'
20
C2
21'-0"
35
C9
28'-9"
22
2T-T
37
C11
32'-0"
23
3p'-3-
38
21'-7"
20
C6
21'-7"
qp
27'-3"
22
C6
27-3'
46
120 B
20'-0"
18
20'�"
32
C7
26'-8"
20
26'-8"
35
C9
29'-2"
20
29'-2"
35
co
2T-3°
18
C6
2T-3"
47
C9
29'-4"
20
C6
29'-4'
50
C9
6
120 C
29-4"
21
C2
C5
CS
19'-6"
34
CB
26'-3"
23
25-3"
36
C11
29'-7'
23
27' 6"
37
Gil
20'-4"
21
C6
29-4-
41
C11
25'-B"
23
C6
25'-8"
4B
C11
120 B
19'-2'
19
19'-2
32
C7
24' B"
20
24' 8"
34
CB
27'-1"
21
2T-1"
35
C9
27-1'
19
C6
22-1'
48
C9
2T-10°
20
C6
27'-10'
52-
C9
T
120 C
18'-10"
21
C2
CS
CS
18'-2"
33
C8
244"
23
23'-6"
35
C9
27'-l"
24
25'-8"
37
C11
19'-4"
22
C6
19' 4"
46
C11
24'-0"
23
C6
24'-4
S0
C71
120 B
18'-0"
19
16'-0"
31
C7
23-2"
21
23'-2"
33
CB
25'-3"
21
25-3"
34
CB
21'-1"
19
C6
21'-1"
50
CB
26'-7"
21
C6
26'-7'
54
CB
B,
120 C
17'�"
22
C2
CS
C5
17'-1"
33
C8
22'-9"
24
zF-
35
C9
25'-3
25
24'-0"
36
C11
16'-0'
22
C6
18'-0"
48
C11
23'-3'
24
C6
23'-3'
51
C11
120 B
17'-0"
19
17'-0"
32
21'-10"
21
21'-10"
34
CB
23'-10"
22
35
20'-4'
20
C6
20'4"
51
C9
25'-7"
21
C6
25'-7'
S5
C9
9,
120 C
16'�"
22
CS
C7
CS
CS35
C9
16'-11,
32
21'-6"
24
2U-8-
34
C9
23'-1T
25
17'-9'
23
C6
17'-9"
49
22'-5"
25
C7
22'-5'
S3
120 B
16'-1"
20
16'-1"
32
20'-9"
21
20'-9"
34
22'4"
22
35
19' 7`
20
CS
19'-7"
52
C9
24'-8"
22
C6
24'-0'
56
C9
10'
120 C
15'-10"
23
CS
15' 3"
32
C7
CS
co
CS35
C9
20'�"
25
19 g,
34
22S,.
26
tv-8,,
17'-2'
24
C7
17'-2"
50
21 W'
25
C7
21'-7-
54
120 B
16-4"
20
15'-0"
32
C7
19-9"
22
19'-9"
35
21'-B"k22C
36
19'-0'
21
C6
19'-O"120C
15'-2"23
CS
CS
C9
S35
C9
14'7
32
CB
19'-0"
25
16'-9"
34
21'-B
16-7"
24
C7
16'-T'120E
14'-9"
20
14'9"
33
19'-0"
22
19'-0"
35
20'-B"
36
C11
1B'-5-
2112'
CS
CB
CS
C9
120 C
14'-0"
23
14-0
32
18-8
26
1B'-0"
34
20'-0"S
-
35
C9
16'-2'
24
C7
16'-2"
52
C9
20' 4"
2fi
C7
20'�'
56
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
8/L7.1
2 - IT IS ACCEPTABLE TO
SUBIITUTE COLUMNS W/ HIGHER
NUMBERS W/ THOSE SPECIFIED
IN THE TABLES SHOWN.