BPAT2019-006278-495 CALLE TAMPICO U4r+I/ VOICE (760) 777-7125
LA QUINTA, CALIFORNIA 92253 FAX (760) 777-7011
DESIGN & DEVELOPMENT DEPARTMENT INSPECTIONS (760) 777-7153
BUILDING PERMIT
Permit Type/Subtype:
Application Number:
Property Address:
APN:
Application Description:
Property Zoning:
Application Valuation:
PATIO COVER/CITY STANDARD/PRE-ENGINEERED - OPEN Owner:
BPAT2019-0062 LA QUINTA HOUSING 1, LLC
55151 WINTER HAVEN CT 27285 LAS RAMBLAS, SUITE 230
767860012 MISSION VIEJO, CA 92691
LA QUINTA HOUSING / 186SF TRELLIS PATIO COVER AT REAR YARD
$3,500.00
Applicant:
VALLEY PATIOS INC DBA VALLEY CONCRETE &
77971 WILDCAT DR SUITE B
PALM DESERT, CA 92211
F
Q U
OCT 0, 2019 D
CITY OF LA QUINTA
DESIGN & DEVELOPMENT DEPARTMENT
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- License No.: 937811
Da Contractor
OWNER -BUILDER DECLARATION
I hereby affirm under penalty of perjury that I am exempt from the Contractor's State
License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any
city or county that requires a permit to construct, alter, improve, demolish, or repair
any structure, prior to its issuance, also requires the applicant for the permit to file a
signed statement that he or she is licensed pursuant to the provisions of the
Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division
3 of the Business and Professions Code) or that he or she is exempt therefrom and the
basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a
permit subjects the applicant to a civil penalty of not more than five hundred dollars
($500).:
() I, as owner of the property, or my employees with wages as their sole
compensation, will do the work, and the structure is not intended or offered for sale,
(Sec. 7044, Business and Professions Code: The Contractors' State License Law does not
apply to an owner of property who builds or improves thereon, and who does the work
himself or herself through his or her own employees, provided that the improvements
are not intended or offered for sale. If, however, the building or improvement is sold
within one year of completion, the owner -builder will have the burden of proving that
he or she did not build or improve for the purpose of sale.).
() I, as owner of the property, am exclusively contracting with licensed contractors
to construct the project, (Sec. 7044, Business and Professions Code: The Contractors'
State License Law does not apply to an owner of property who builds or improves
thereon, and who contracts for the projects with a contractor(s) licensed pursuant to
the Contractors' State License Law.).
(_) I am exempt under Sec. B,&P,C. for this reason
Date
Owner:
CONSTRUCTION LENDING AGENCY
I hereby affirm under penalty of perjury that there is a construction lending agency for
the performance of the work for which this permit is issued (Sec. 3097, Civ. C.).
Lender's Name:
Lender's Address:
Date: 10/7/2019
Contractor:
VALLEY PATIOS INC DBA VALLEY CONCRETE &
77971 WILDCAT DR SUITE B
PALM DESERT, CA 92211
(760)203-4313
Llc. No.: 937811
WORKER'S COMPENSATION DECLARATION
I hereby affirm under penalty of perjury one of the following declarations:
I have and will maintain a certificate of consent to self -insure for workers'
compensation, as provided for by Section 3700 of the Labor Code, for the performance
of the wo k for which this permit is issued.
I have and will maintain workers' compensation insurance, as required by
Section 3700 of the Labor Code, for the performance of the work for which this permit
is issued. My workers' compensation insurance carrier and policy number are:
Carrier. FALLS LAILE FIRE AND CASUALTY COMPANY Policy Number:
certify that in the performance of the work for which this permit is issued, I
shall not employ any person in any manner so as to become subject to the workers'
compensation laws of California, and agree that, if I should become subject to the
workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith
comply with those rovlsions.
Date: Applicant: pmw&4w�
WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL,
AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO
ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF
COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE,
INTEREST, AND ATTORNEY'S FEES.
APPLICANT ACKNOWLEDGEMENT
IMPORTANT: Application is hereby made to the Building Official for a permit subject to
the conditions and restrictions set forth on this application.
1. Each person upon whose behalf this application is made, each person at whose
request and for whose benefit work is performed under or pursuant to any permit
issued as a result of this application , the owner, and the applicant, each agrees to, and
shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and
employees for any act or omission related to the work being performed under or
following issuance of this permit.
2. Any permit issued as a result of this application becomes null and void if work is
not commenced within 180 days from date of issuance of such permit, or cessation of
work for 180 days will subject permit to cancellation.
I certify that I have read this application and state that the above information is correct.
I agree to comply with all city and county ordinances and state laws relating to building
construction, and hereby authorize representatives of this city to enter upon the
above-mentil"n1vproperty for inspection purposes,
Da . Signature (Applicant or Agen f�,O { J1
Date: 10/7/2019
Application Number:
BPAT2019-0062
Property Address:
55151 WINTER HAVEN CT
APN:
767860012
Application Description:
LA QUINTA HOUSING / 186SF TRELLIS PATIO COVER AT REAR YARD
Property Zoning:
Application Valuation:
$3,500.00
Applicant:
VALLEY PATIOS INC DBA VALLEY CONCRETE &
77971 WILDCAT DR SUITE B
PALM DESERT, CA 92211
Owner:
LA QUINTA HOUSING 1, LLC
27285 LAS RAMBLAS, SUITE 230
MISSION VIEJO, CA 92691
Contractor:
VALLEY PATIOS INC DBA VALLEY CONCRETE &
77971 WILDCAT DR SUITE B
PALM DESERT, CA 92211
(760)203-4313
Llc. No.: 937811
Detail: 186SF TRELLIS PATIO COVER AT REAR YARD, AND [2]ELECTRICAL FIXTURES[DURALUM]. PER 2016 CALIFORNIA BUILDING CODES
DESCRIPTION ACCOUNT CITY AMOUNT
BSAS SB1473 FEE 101-0000-20306 0 $1.00
Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00
DESCRIPTION
ACCOUNT
CITY
AMOUNT
DEVICES, FIRST 20
101-0000-42403
0
$26.83
DESCRIPTION
ACCOUNT
CITY
AMOUNT
DEVICES, FIRST 20 PC
101-0000-42600
0
$26.83
Total Paid for ELECTRICAL 2019: $53.66
DESCRIPTION
ACCOUNT
CITY
AMOUNT
PATIO COVER, STD, OPEN
101-0000-42404
0
$107.87
DESCRIPTION
ACCOUNT
CITY
AMOUNT
PATIO COVER, STD, OPEN PC
101-0000-42600
0
$106.26
Total Paid for PATIO COVER / COVERED PORCH / LATTICE 2019: $214.13
DESCRIPTION ACCOUNT
CITY AMOUNT
RECORDS MANAGEMENT FEE 101-0000-42416
0 $10.00
Total Paid for RECORDS MANAGEMENT FEE: $10.00
DESCRIPTION
ACCOUNT
CITY
AMOUNT
SMI - RESIDENTIAL
101-0000-20308
0
$0.50
Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.50
DESCRIPTION
ACCOUNT
CITY
AMOUNT
TECHNOLOGY ENHANCEMENT FEE
502-0000-43611
0
$5.00
Total Paid for TECHNOLOGY ENHANCEMENT FEE: $5.00
Zea
_,a;, „, —
PERMIT# P -
PLAN LOCATION:
Project Address: 5,5151 W,6+u x-jeA
Project Description: Pool, Remodel, A1dd't, Elect,, Plumb, Mech
APN#:
Ivty\avi00d �/l?1 U 0 VU
Zx 15 ► 6��
Applicant Name: A ✓J (•QJ
F1 5 V
41,, ? Z, 5 UJ j S
Address: 1-1 UJ l v C e•-�' l
City, ST, Zip: Poq,^ N6-cr4 CA I "LZ) l
Telephone: -7tj d- S3 L f- Yfo 3 N
Email: VeJ I,e-1 Pa:� I ®_5 mal I . La.M
Valuation of Projects 5d o
Contractor Name: u(Al)-e-j ?a+l o3
New SFD Construction-.
Address: '7, q 7 1 VJi r &,,, 0( -A—&
Conditioned Space SF
City, St. Zip Po, I „w- Qst (�- GPS Z�- (
Garage SF
'telephone: 7 6 ®
Patio,Porch SF
Email: \/ 6k� I---1 o:%dje aI �. YV".
Fire Sprinklers SF
State Lie: 6) 3-7 0j�j fr City Bus Lie:
Arch/Eng Name:
Construction Type: Occupancy:
Address:
Grading:
City, St, Zip
Telephone:
Bedrooms:
Stories:
# Units:
Email:
State Lie: City Bus Lic:
Property Owner's Name: P �S
New Commercial / Tenant Improvements:
Address:
Total Building SF
City, ST, Zip
Construction Type: Occupancy:
Telephone:
i
Email:
78495 CALLE TAMPICO
LA QUINTA, CA 92253
760-777-7000
OFFICE USE ONLY
#
Submittal
Req'd
Req'd
Plan Sets
Structural Calcs
Truss Calcs
Title 24 Calcs
Soils Report
Grading Plan (PM 10)
Landscape Plan
Subcontractor List
Grant Deed
HOA Approval
School Fees
Burrtec Debris Plan
Planning approval
Public Works approval
Fire approval
City Business License
3PATzola - octca
CITY OF LA QUINTA
BUILDING DIVISION
REVIEWED FOR
ICL3Dr
COMPLIANCE
Typ. PL
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AWv >
Pool
1
.�APJ
(-2) SW
I a� ko"r,
a,.1 5 t d.1- S
Marrow 12
55-151 Winter Haven Court
La Quinta, CA 92253
Proposed Lattice
Alumawood Cover
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PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC.
POINT OF CONTACTS GENERAL NOTES
DRAWING NOTES
1. THE DRAWINGS AND SPECIFICATIONS SHOWN REPRESENT THE FINISHE D STRUCTURE, UNLESS OTHERWISE NOTED, AND 00 NOT INDICATETHE METHOD OF CONSTRUCTION. THE CONTRACTO R SHALL
SUPERVISE AND DIRECT THEWORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES.
INFORMAMONREOUESTS SHALL BE DIRECTED AS FOLLOW; 1 THE APPROVED SET OF DRAWINGS AND SPECIFICATIONS SHALL BE KEPT AT THE JOB SITE AND SHALL BE AVAILABLETO THE AUTHORIZED REPRESENTATIVES OFTHE BUILDING AND SAFETY DEPARTMENT. THERE
�j�J'[,-��F J+ff SHALLBE NO DEVIATION FROM THE APPROVED PLANS AND SPECIFICATIONS WITHOUTAN APPROVED CHANGE ORDER.
CONTRACTORS: PLEASE CONTACT OURALUM 2603DACEROSUIIE200 PHONE: (949)305.1150
BUILDING DEPARTMENTS: PLEASE CONTACT 4STEL ENGINEERING MLSSIONVIFJO.CAP2641 FAX (P4P130S1420 MATERIAL SPECIFICATIONS:
HOMEOWNERS: PLEASE REQUESTANY INFORMATION THROUGH YOUR CONTRACTOR 1 ALUMINUM ALLOYS SPECIFIED ON DRAWINGS, Fty=28YSIAND Ftu=35KSIFOR ALLALUMINUMMEMBERS UNO.Fty-30KSIFOR DURAIONGAND T6PAHSSHOWNONS3.3.ALTERNATEALUMINUM ALLOYS
STRUCTURAL ENGINEER Of RECORD: DUSTINK.ROSEPINK,SE5885 MAYBE SUBSTITUTED FORTHOSESHOWN, PROVIDED THEY ARE REGISTERED WITHTHEALUMINUM ASSOCIATION, ASTMORENRUAOPEANSTANDARDAAND HAVE EQUAL ORGREATER YIELD AND ULTIMATE
POINT OF CONTACT: MARIE-DOMINIQUESET&SE5987 STRENGTHS.
2. CONCRETE SHALL HAVE A MINIMUM 26 DAY COMPRESSIVE STRENGTH OF 2,500 POUNDS PER SQUARE INCH.
9. EMBEDDED STEEL MEMBERS SHALL BE HOT -DIPPED GALVANIZED, AND CONFORM TO A5DD GRACE B. ROLL FORMED STEEL MEMBERSSHAU. CONFORM M A553-SS (STRUCTURAL STEEL) GRADE 50 (560.
4. BOLTS: ALUMINUM BOLTS SHALLBE 2024 T4; STEEL BOLTS SHALL BEASTM A-307. ALL 00175 SHALL HAVE STANDARD -CUT PLATED WASHERS,
DESIGN PARAMETERS S. SCREWS:ALLSChEWSMESELFORILLNG(SW)ORSHEETMETALSCREW$ISMS)INCONFORMANCEWITHICC-ESESR1976,icc-ESR30D6,ORAPPROVEDEQUAL
6. FASTENERS 70 V-DOD: WOOD AND LAG SCREW$ ARE REQUIRED 70 BE INSTALLED INACCOADANOE WITH THE 2MS NATIONAL DESIGN SPECIFICATIONS, INCLUDING PR£-0RIWNGOF HOLES. ALL LAG SCREWS
SHALL BE FUMAKAEADED LAG SCREWS.
GOVERNINGCODES: 7. POST-INSTAt1EIANCHORS:POSTI1ESTALUD ANCHORS USED SHALL BE SIMPSON STRONG TIE STRONG BOLTZ STAINLESS STIEEL11CC-ES1130371 OR EQUAL BOLTS SHALL BE INSTALLED PERTHE
THE DESIGN OFATTACHED AND FREESTANDING COVER55HOWN IN THIS REPORT COMPLIES WITH THE FOLLOWINGCODES: 14ANUFACTURA$ INSTALLATION AND IAPMO R EPORT. SPEMI. INSPECTION IS NOT REQUIRED.
2012/2015/2D18INTERNATIONAL BUILDING AND RESIDENTIALCODES, B. ALL COMPONEIft MANUFACTURED OR SUPPLIED BY DURALUM AND DESCRIBED IN THIS DOCUMENTS ARE INTERCHUSEABLE, PROVIDEDTHEYARE SELECTED APPROPRIATELY TO SUPPORT THE LOADING
2013/2016 CALIFORNIA BUILDING AND RESIDENTIAL CODES, THEY ARE 5U3J lCT T0.
ASCE/SEI 7-10 ind 7-16 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, 9, THE SELF WEIGHT OF THE PATIO COVER COMPONENTS IN THIS REPORT CAN BE CALCULATED FROM THEIR SECTION PROPERTIES. THE SOUDCOVERS VARY INWEIGHTFROMABOUT IPSFTOABOUT 3P5F.
- 2D15 ALUMINUM DESIGN MANUAL 10. ROOF INSULAT90 FANELS (WHERE OCCURS), SEE S3.2 AND IAPMO 505.
LIVE LOADS DESIGN PARAMETERS: FOOTINGS:
ITISTHE RESPONSIBILITY OFTHE ENTITY SUBMITTING THE DRAWINGS FOR THIS PROJECFTOVERIFY LIVE LOADS WITH THE LOCAL AUTHORITY HAVING IURISDICTION T, ALL NEW CONCRETE FOOTINGS SHALL BEAR ONFIRM, NATURALUNDISTURBEOSOIL OR CERTIFIED FILL.
1, IN RESIDENTIALAPPLICATIONS, ROOF LIVE LOAD CAN GENERALLY BETAKEN AS la PSF PER IRCI CRC APPENDIX H, SECTION AHSOS.IDRISC/CBCAPPENDIX1,SECTION 105.1 2, DESIGN VERTICALSOILBEARINGPRESSURE ISI,SOOPOUNDS PER SQUARE FOOT,
2. IN COMMERCIAL APPLICATIONS, ROOF LIVE LOAD CAN GENERALLY BETAKEN AS 20 PSF PER IBC I CBC CHAPTER16 3. DESIGN LATERAL01.BEARINGPRESSUREIS200POUNDSPERSQUAREPOOTPERFOOTOFF007INGDEPTH.1EQUALS100PSFJFTx2PERTABLE2806.2ANDSECTION3M.3A).
WIND SPEED DESIGN PARAMETERS: 4. THE BOTTOM OF FOOTINGS SMALL EXTEND BELOWTHE FROST DEM. CONTRACTOR TDVERIFY FROST DEPTH WITH AUTHORITY HAVINISJURISDICTION.
1. THE FREESTANDING AND ATTACHED COVERS NOTED HEREIN ARE DESIGNED AS"OPEN STRUCTURES," IN ACCORDANCE WITH ASCE/SEI7,
2. FREESTANDING COVERS$HALL NOT BE ENCLOSED WITH ANY TYPE OF SOLID OR MESH MATERIA!, UNLESS SPECIFICALLY DESIGNED BY REGISTERED PROFESSIONAL ENGINEER, SLAB ON GRADE USED ASA FOUNDATION SYSTEM:
3. COVERS SHALL NOT BE INSTALLED IN AREAS NEAR HILLS, RIDGES AND ESCARPMENTS AS DEFINED IN ASCE/SEI 7, SECTION 26.2, UNLE55 SITE SPECIFIC ENGINEERING 15 PROVIDED VALIDATING THE WIND LOAD USED. IN ACCORDANCE WTTH IRC/CRCAPPENDIX H, SECTION AHIDS.2,AND I BVIRC APPENDIX 1, SECTION 1105.2, IN AREAS WITH AFAOSTDEPTH EQUALTO ZERO, ATTACHED COVERS FOR RESIDENTIAL USE MAY BESECURED
4. THE BASIC WIND SPEEDS CONSIDERED IN THIS REPORT ARE 110,120,130 MPH, EKPOSURES BAND C (BASEDONTHE 2012IBC, 2015/2018 IBC/IRC, 2019 CRC, AND 2016 CBC/CRC). TOAN EXISTING CONCRETE SLAB PROVIDED THE FOLLOWING:
S. FOR USE WITH THE20121RCAND 2013CAC. VIVID ETHE ABOVE MWMNNEDWIND SPELOSSYSORTOA 1. THESLAB 0NGRADE ISATLEAST 31/2INCHESTHICK. SEE DETAIL 3ONS7.2ORL7,2AND DETAIL4ONS7.1ORL7.1FOR REQUIREEMENTSFOR THICKER SLAB.
WINDSPEED (SEENOTE4) i10MPH 72DMPH i30MPH 2, TISESLAB ONGRADE 5HALLSE CONTINUOUS BETWEEN COLUMNS AND A MINIMUM OF IO'-D` WIDE. WITHIN THMAREA, THEREMII.BE ROCRA03 NDER THAN 1/4' OR CONTROVEXPANSION MINT
EQUIVALENT 20121RCI2013CRC WIN DSPEED 85MPH 93AIPH i01MPH DEEPER/WIDER THAN 3/4'.
EXAMPLE: JF2012IRCOR2021CRCWINDSPEEDIS65WMTHESELECRONSINMSREPORTSHALLatMADE FDRAWIND SPEED OF85MPH /SQRT(0.6)=210MPH. 3. THERE SHALL BEA 6' M INIMUM DISTANCE BETWEEN ANY ANCHOR BDLT AND AM11 EDGE, CRACK WIDER THAN 1/32- OR CON1A01/EXPANSIONJOINT DEEPER THAN I/2".SEE DETAILS 4ON57.1ORLTA FOR
EXCEPTIDN TO M I!;;"JM EDGE DISTANCE
SNOW LOADS DESIGN PARAMETERS: 4. THE MAXIMUM DEAD AND LIVE SNOW LOAD AT EACH COLUMN IS750POUNDS WHEN LL=IMF.
IT IS THE RESPONSIBILITYOFTHEENTITYSUBMITTINGTHEDRAWINGSFORTHISPROJECTTOVERIFYSNOWLOADSWITHTHELOCALAUTHORITYHAVINGJURISDICTION. 5. DESIGN FOR PATIO COVERS SUPPORTED ON CONCRETE SLAB ONGRADEISINACCORDANCEWIN 2D12/2D1S/20181RCAND 2D13/2016CACSECTIONAH10S.2FOR10PEP RESIDENTIAL CONSTRUCTION, AND
SEE SHEETS L2.1 AND L2.2 OR 121 AND L2.2 FOR SNOW LOADS DESIGN PARAMETERS, ACI318-14 FOR 20, 25 AND 30 PSF RESIDENTIAL AND COMMERCIAL CONSTRUCTION,
SEISMIC LOAD DESIGN PARAMETERS: SEISMIC DESIGN BASS SHEAR: 17 PGU14DS PER LINEAR FOOT ALONG THE SUPPORTING BEAMS, CONSIDERINGA 241-0'MAXSPAN BETWEEN BEAMS AND THE FOLLOWING DESIGN PARAMETERS: NOTES TO LOCAL AUTHORITY
HAVING JURISDICTION
1 SITE CLASS: D
2 SEISMIC DESIGN CATEGORY:E AND ENTITY SUBMITTING DRAWINGS FOR APPROVAL
3. MAPPED SPECTRAL RESPONSE COEFFICIENTS: Ss =150,51=O,6,Sds-1.0,Sd1 =050
4. RESPONSE MODIFICATION FACTOR, R=1.25 U5, op THIS SET �F F_IAHS FOR A STTESPFOFiC PAOIECT:
S.RISKCATEGORYII 1 NOT ALL PAGES OFF 1% SED FOR A SITE SPECI PIC PROJECT. EACH PROJ ECT SUSMITTEDTOTHE LOCAL AUTHORITY HAVINSJURISDICTION SHOULD INCLUDE ONLY
6. THE PATIO COVER STRUCTURES DETAILED IN THIS SET OF PLANS ARE IN COMPLIANCE WITH ASCE 7-10 SECTION 12.8.1.3. AS A RESULT, THIS SET OF PLANS CAN BE USED AT ANY SITE WITH Ss > 1.50, CONSIDERING Ss THE PERTIN ENT SITE-SPECIPIC STRUCTURAL COMPONENTS LOCATED WITHIN THIS LAPMO-LISTED EVALUATION REPORT.
LSO WHEN DESIGNED PEA 2012/2015/201816CJIRCAND 2013/2016CBC/CRG 2, ALL ITEMS PERTAINING TO EACH INSTALLATION ME OF ROOF PANEL, HEADER SPAN, COLUMN SIZE, CONNECTION DETAILS ElC) SHAUL K CIRCLED AND C"LY IDENTIFIED BY THE
7. THE PATIO COVER STRUCTURES DETAILED IN THIS SET OF PLANS AM IN COMP11ANCE WITH ASCE 7-16 SECTION AS A RESULT, THIS SET Of PLANS CAN BE USED ATANY SITE WITH 1.0ddscl,428, CONSIDERING ENTITY SUBMITTING THE DRAWINGS FOR APPROVAL
Sds - 1.0. FOR SITES WIN Sds<1.0, USE Sds. FOR SITES WITH Sds),1.428, IT IS ACCEPTABLE TO REDUCE THE SEISMIC LOADS USING 0.7 Sds INSTEAD OF Sd%'3. PLEASE NOTE NAT4STEL ENGINEERING GENERATED AND STAMPED THE ORIGINAL IAPMO REPORT AS AVAILABLE FROM 1APMO DIRECTLY, BUTWAS NOT INVOLVED IN MAKING ANY SITE
0. MINIMUM STRUCTURAL SEISMIC SEPARATION BETWEEN EXISTING BUILDING AND FREESTANDING PATIO COVER SRAU BE 4"AT IV HIGH MAX PATIO COVERS AND S" AT 12'HIGH MAX PATIO COVER. REFER TO STATE SPECIFIC SELECTIONS OR ANOTATIONS ON THOSE DRAWINGS. ANY HMNDMARKING OR HIGHLIGHTING ON THE Sig SPECIFIC SETOF DRAWINERS ARE THE RESPDNSIBILYTY OF THE ENTITY
AND CITY CODES FOR OTHER SPACING REQUIREMENTS THAT MAY BE MORE STRINGENT. SUBMITTING THE DRAWINGS FOR APPROVAL
4. EACH INSTALLATION SHALL BEAR AN IDENTIFYING TAG INDICATING THE NAMEAND ADDRESS OFTHEMANUFACTURER DESIGN LOADSANDENCLOSABILI]Y.
OTHER DESIGN PARAMETERS: S. THE ORIGINAL IAPMO REPORT BEAAS AN ELECTRONICSTAMP 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 CBC SECTION 1605.3.1 DR 1605.3.2. PROFESSIONAL BOARD OF ENGINEERS,
2. ALLAPPUCABLE REDUCTION FACTORS DETAILED IN THIS REPORT ARE CUMULATIVE 6. A COLOR COPY OF THE ORIGINAL PAGES FROM THE IAPMO REPORT IS NOT REQUIRED.ACOLOR COPY OF THE CONSTRUCTIONDDIOUNIENTS MAYBE REQUIRED IF SIELEMONSWERE MADE 40
3, SOLID AND LATTICE ALUMINUM COVERS ARE CLA55 A ROOF ASSEMBLY IN ACCORDANCE WITH SECTION CBC 1505.2, EXCEPTION 2. IN A WAY THAT WILL NOT BE VISIBLE DNA BLACK AND WHITE COPY
DESIGN ASSUMPTIONS: AT MINIMUM, SUBMISSION FOR ABUILDING PEAMIT MUST INCLUDE THE FOLLOWING INFORMATION FROM THIS EVALUATION REPORT., a
1. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS WITH DECK: SEE DETAIL IB/S31 I. TITLESHEVAHOGENERMNOTESSHEE1G0.1
2. MINIMUM ROOF SLOPE FOR SOLID RODFPANELS WITH DURAPANEL:SEE DETAIL LV53.2 2. IAPMO APPROVED SHEETGO.2 II��
3. MAXIMUM ROOF SLOPE FOR ALLSTRUCIURESIS3DEGREES 3. STRUCTURAL CONFIGURATION (1,GSOLID ORLATTICE ROOF, FREESTANDING ORATTACHED),SHEET S1xORavx ) - tJIG
A /1f _
4.THE"LENGTH OPS7RUCTURE'SKALt Of TAKEN ASTHE OD"NUOU$01STANCE MEASOREDALONGTHE EXISTING DUILDING WALL FROM ONE END OF PATIO COVER SUPPORT BEAM TO THE OTHEN INCLUDING ANY 4. SNOW LOAD DESIGN SHEETS SLI ANDS2.2, WHERE APPLICABLE.
BEAM SPLICES. THESTRUCTURE LENGTH SHALLSE DETERMINED THIS WRY REGARDLESSOF ROOF COVERING TYPF,INCLUDING COMBINATION ROOFS WITH BOTH TRELLIS AND DECK ROOF USED ONTHE SAME 5. BASED ON THE REQUIRED DESIGN LOADS, SITE -SPECIFIC RAFTERANO/OR PANEL SPAN TABLES SM09 L3.x S i
CONTINUOUS PATIO COVER SMUCTI ALHOWEVER, PORTIONS OF THE STRUCTURE DESIGNED AS LATTICE COVER SHALL NOT BE COVERED BY ROOF DECK. 6. TYPE OF HEADER, POST TYPE & QUANTITY, POOTING$ME (WHERE REQUIRED) BASED ON THE 5fTE•5PE�1FlCJ1651�,N EE? y OF LA `Q/ U I N TA
5 RUCTURAL DETAILS.
DOUGLASFIR•LARCHCALCULATIONS FOR No2ITHIST BLEMUM SWHEN CANALS BE USE FOR OTHER WOOD SPECIES WITH bN(STO AN EXISTING ROOF OVERHANG, �900psIANDFv2SHOWN ON 180py�56.LAND/OR16.1, ARE ASSUMING THAT THE EKISITNGWOOD RAFTERS ORTRUSSES ARE B. OTHEP�uMEN7 ON THAT MAY BE REQUIRED BYTIiELOCAL AUTHORTTYHAVINGNRISDLLTEDN,SUCK9A5111~POdP.�L_DI' G DIVISION
ISION
4. SEESI.xORL],rF0A5HEETIHl1i,1L REVIEWED FOR,,..
SHEET INDEX
SEE SHEET S1.x OR L1.x FOR SHEET INOE)L
ALL UNUSED SHEETS SHALL BE REMOVED FROM THIS SET OF DRAWINGS.
C
JOB NAME: 2- COMODE COMPLIANCE CL
JOB ADDRESS: p�
(� n,, � li � BY
WIND LOAC:
U
LNE! SNOW LOAD:
1 � ■
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
�ESSI�
w
S 58 5
R 1�01
9pE OF CAL\ �
DATE SIGNED: July 8, 2019
oZkXrn-
TCL
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
LAP
Mo
ES
TM
EXPIRES ON: JUNE 30, 2020
REVISIONS
MARK
DATE
DESCRIPTION
4 STEIJOB A DA02-02
DATE
DRAWNBY
CHECKED
IRC
IAPM0195 V 3.1.
TITLE SHEET,
DESIGN LOADS,
GENERALNOTES
GOES
it
PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC.
IAPMO APPROVAL
ic.
t r b 1 'L6�11!11 195 Originally Issued: 0610112011 Rwieod: 071f 6l2019 Valid Through: OW3012020
DURALUM PRGI)UCTSy11\C.
2485 Railroad Strecl
Corona, California 92380
(96,1) 736.4500
w se n•,t W rp 1111 n. rrsn
RESI DENTIAL PATIO COVIERSi
CARPORTS,ATD COh1h1ERCIAL ROOF
STRUCTURES
CM Saciluos-.
10130 Protccu»c Ca+an
1334 00 Fahrlu trd Eo):lorrrsd S(raetyril
Lo tetcoe�tnD+
1.1 Psdb Cdreia Dutalum Products; Residential Patio
Cavern rc(ayrictd in SW I. rrr n hats Wen craluated ReUW
for rcrnaliopal, owdesr living ptcpoad asderisted wish
dwr)linr vniv lard T.m a awXwta $uaSM od toot. rooms or
hibiubk rooms. l'hc Rraldrnllll Psl)D Covers damply Sidi
AppmIll. I orlhe s8Cand C9C and AMmdk It DribciRC
and CRC
1.1 CarPorls sad Cnmmrtclal Risf Sl rualp rot I7tnlum
Produrur Gmuru rod Commrmw Roar Structures
mcoppded io ihU report Iwte been ti„lmud cur use wltcee
r,Orninad by the app4xotk ebaplcni of slat IBC; imladM
Sinittru c06 and 31DS. Lerpores auiacialed w}1h alto and
Itvo-CuAW rforum where prmlued bythe
IRC axaliuup Strlloa R30.
13 Ca mpu sgm Ttxatru tunl properacs Ordsc Rraidmtisl
potia Fevtr4 Carperir, and CurnmcrrI Rear Steno L
mts5nircd H dtL repot lasso: eeaiwur! for comp?Pence w;lh
1pc foltorirtg codes and mgulal ions:
et 2019, 2015 sod 1012 Intrroatiorsl Building Code•'
(IBcJ
• 2019, W IS cad 2012 Imemadonal Re,idesslipl COdeI
Cf
20((1Ipfr19sod 3013 Califomts 11Widiey Cade I0Q
. 80J6,nd 20D Cakfmds nt eldetuial Cads' (C7kQ
ASC6 7.16 and•7.10 - hfinimvm Drriylt Iywds for
liguinq/ and Oshm 5lrocltvrr
• ADM 1.201S- Aimniaurn Dcd=n Alanml Port
LC LWii(iT10,:5
Ore or ibis Oln7ham Pmdaru RtAdantial Patio Cdlcm.
Cupom, and Convnaxial hoar svuc-.wee: mevoL rd is this
rc}utn sod dcbidr in the aivarled p1.-' and' pr-ifleal6m
ReAsi r; V3.1, I siymd and dated July A. 2DI9. Is su)bEl go
she raltiny lrmltatlnns;
2] Caantnu lion Of the mkd0I1LW PS& emus.. arpant and
conuniteihlt rpofstructwae stwil comply wish Nx a(tpiioa6lr
coder, nenuGnurtr's inwllaniwt fmnanlDnn, due n-pott
tend the sctvWngint plans. begging she nime Duraluo
Prodonu, Inr. odd -10U Eneeorrinp %WKW OunfliM
occur, the mcremariclivealwll yperrL
=FAIia tdrtyr shah] he a.Qtcd t+itJ, one- ar %hv rjmily
dueltin0 only easy dud stentl be limited so use u sunwim
)vplxud 11ndn is pptmia I of tiro IBC or CDCor Appendix
31pf the IRC ar CRC.
7 S Cyfperit +d crovnerrial roof ximmon chill be limped
to uscst eDan toe reytdaud by she arplicPhIc chsplm a r I U
MC W RWe Caupltrny U fa amn6me with T.W. 13-1 of
Asa 7, Carpocu ase-tried with ore- and 1webSed[y
chiming units aball be limkd w use ac rtptesues 1-11 it
by ihr opplka6k drapers- nftht 19C. DiC. CBC and CRC
LR CurutrucJs silent mcwu rabmlittd eo de IsQUIDyvlDetal
far appmvai aiddl inrlutk I)& rtswn and the A;ro-rlerific
7lnieturat mmpunmu Of 6e Wempanyfnyplissy Indo6iny
1dw not Itwwd to 1[e lido Aeve yarttrat nolxn. Fppficablc
code. risttctml eamfgm11g,p. did eigeriA in Seetioo 3.1
I'( Ws repo . n11W soon %bits "on.
post ood fotwor,
hypci and oppruOALt rutctara) (ICIOL
24 Ttle ra)tlnl arrunue: chill Ise adcgwls IQ st"t-A tilt
adWrknal toad[ iflTWd by the Llu thud Win calm,
2.6 Fx Pmle Cure", cuporu and romaltitW mar
isL&Ow[t aa4jeel re saohr drilling srd .tiding Ill-Oiled
raw titan Wnb r d In sccaniaore wily ncc msdmfnn
17tiecr slmay in the accompanyini plwns•
L7rflsc pmj:slcnotwisnph nl;oaFt.lasirdlsrlio n,.va
s1�D nos ancxed 225 sot %stay duiyrs for anxhed p3110
covets and can be Im"agod to:.0 wf= toting eotumn and
fabtinp sins frt frtaaoadiap etnn-Wcs. Tilt projection DIU
knylb Wig. for frtcPandinc roam Is not lWird.
24 Freenundtn= and sltschcd polio corer, alporn, and
commoxiol suvrlum shalt {hare a roof slope of so last I/.
inch Per fad (LOU p[rranl),
2S For Punched patio covers, cr aiay atrueltua Aall b3ve ■
mininsum width of30 fc,1 (0 m), nessimarn uril of 30
feet t3l.6 m). "can mar hs & of 22 feet (6.9 to tr Slav In
I:sporsua Cstrrory D sad 15 Ycct (ik m) or loelh tsposum
cateyely C :cod a reef shoe of IS!12 lb 6112 024 to M
pence-), laded mum A ,& ormf c+-erlunyA is S0 square fee
,r,,.rarrrsw. tsar-t,•.._. near ti..*� s-e ��r r. �cr d.,.w,.,..,.wr.a...+r •�+-n
:vI+MY,vwrrr.rwruw. r..v,f nwrlYMb.,[ tar '!•,�we.dnartNrt�.+�l. w•Y. rF,f�.••, er.y+lh'+. /+"r'r/
,y,y,.s,rarse.. w,e.o.w rseY.., txrs,~ rr.,rew..y a w,�.w,.iw r rdw„ C
�q.�te�t,„yr�i�� ti��w��� �,..r.arw,trs.rtawe,r r+e urrsd:aarr•rwcsw,rra.nr
• ♦tact l.'era � 'w
i
U>rg ) II i 195
Orlglnallylssued- 051011*011 Revised: g711112019 Valid Through: 06 W2020
Lho IlresisRding saves uLxellcd cirs*1 and the evsiain0
build ia$ ra uith$t rDI an anadted shall turrgly wink the
uorlhyrequltrmenu of Chs(Hw 26 of ASCF• 7 for flow
yromnt a thspa s d rrsporuc eldrarltrinirf.
LI i isilnEmum d17Jyn ctwf lint Iwd is f 0 pAH7.h9 Pal for
polio oDltaa eclat%icd nilh a inn and two -ramify dwaltinS
"it and 20 psf(95.76 re) the eaTor's sad eommrnrl at roof
strotrores.
Let lsuta wim of it In
ircciadsn" with Its rnlaa8oa "Port Senior; 41A or III$
rtpor- end provide egdvalmr venial and latreal lied
rapacity as alrowe 3a this rtpan.
L13 4prored =loot or erulLlny shall be used DI any
Peneualiom mode in the eatcsiny "athe resistant Dien,
wall envelope.
LI4 Rai.kndd judo eacetr, nrrwu and sn+e W root
smscnves ttdg act 10 topogiphic efrcces or aorlrq ch allrs
such nwiad•rper>7irp over W11s. aidsa end esrarpmrnte in
aaarda t wish $tefrm %,9A of ASCE 7 arc ouuWv 11w
[cope crlhis n7ion.
2a s Any rcghunclwe consuuud in an ssea+rilb a RnI Wf-
lop sacw' teal gemer than 70.4 psf 1)360 Pa) in S,kmk
Dniyc CInorks A. D, C. D. DO. Al. D2, C or F. and not
eollllri"1; wide Exxrplion I dr IDC OrCOC 3enlos 1613.1.
is amaidrtite scope oftbis upon.
L)C Addition orenrlmurc wall, to mAdrniai Judo rouesr
shall be in nceordanrc aihb Sccil[m 4.1 ehhb upon
2.17 Th'e Dundlum Proddds Residaill Patio Cnless,
Ysporu, and Commcdal Roof Svpcnaa am produced in
pomx Crli h,mu and S "cats, Cil[famii
3.0 PRODUCT U5E
I} sipnu id hul0ialion orthc Duralu m Pled"Is Resldcnsisl
Ptt Coven. Caspotb. and Comsoeprial Roof Swrrurc,
chin comply w1th fi><sppll"ble codm the nsemrnctur "
inaallArinn 11,06K6e01. Ibis sxpon and she arrmnpanylnp
PI•s nd spe4fiewfam. RniFlan V3.1, 1, doted and Baled
jply 6, 2RI9. All alto obk trending cood-nionc 6311 he as
.aged id ebe ILvu aaan 27a &a nporl \t'hrre
ewlllittxnc� mwr rWltti+ti "I amle Ills.
3d Drslynt S0lec110n of spptlaahlc KnKlUfal ContXmmFu
f" this insmilmlon of hmirn dirty and shushed cord re¢ul
Patio eotsrxs. ea rpOns end courmccclil rear atrocLutra 111111
be in accoNsore with the drdyn crh7,ris ar "hard In list
plan aecompsny-tay this repent: Ile I",`" t Iocmclon, use
(patio cover, rurposl, cawneis;W rrroruac), resilsponliing
cads, and appliedble design crignla- including rial cauyary
1I11C only), viad speed wind cram esi clingy, roof tier
lot d, rmund asww Ica$, sripmie dnip eateyery, art. dwt
aim depth shall be plocod cc Or be tlis[hed to she Plans
srcampnlyiny this report wd be observed In the selection
Id
he Componrnee,
].l tnslan aloof ]nnallailm of lbe eompnaenu de mIA;ned
to Ssitan 1I etliis mpmri to Coe+eutst+ IEe Palo comY
nrpar� ora&ffiremw roof riruclom shall he In aotorcum
.ilk rhk upon, the pt.va uewnpmylnt +Iris upon.
nisavfsctrrrft aRadoa inurocdom, and the appIIpbk
color of this selling. %kWrc cmillhv tuna. the moro
n crhirdse abnll govern
4.01'ROnuCT DlSCR1lm ON
LI Prodnel'lafnijahtllee
Duralsm Pmhwts Residential Patio Covets Carports. cod
Carnmetehl Anof Suuet.um are rruepanding and attached.
min-cneloied solid and l illice residential Patio coat„
caspans and rnmsrtnCill tnoTswcmm. Tbesiroehvu s W 11
be [amsrreud in amordauor with lk plus ccorrgnnyIng
this mpOn and as imWeucd in this trpori Anadud polio
ewm, whir tonsidemt atoll be *pm or dree lidos.
Auacbrd mporu snocitud with orK xrd two.roadly
dacetliny urfu ilull be Open on d lot nw Aida.
Fsusundln0 p,Iio irnvtrs, Caryarls and rvmmceisl roof
srttusses andl be oprn an all fohrzideL
Witcrc dcrfgncd rnclonae wl[ tviftwailom vmd with
sbe A,lrssg rrtpwmu Jetenbed is dda spun to firm
cat\vv;i msacJsd Kildt:nlal Judo crten shaD tollhm, to
thi limits amcd is Six4m 1103 or the 113C or CDC anti
Seabee Ali to a 4m IRC or CRC. rK -immures shall
Tilted in a prodod n+tuariar rtpar from an apprcl•cd
'gram as dtrimA In Ipc and CDC ScrtWr 104.11.1 or odKr
sullwIly neayn crniftndilta pcomuri aretpted by
IAPMO Uniform Eral"It" Semis.
414MOtetela
i.Lj Ala wktue.c Aliaminasn numnsl mtmben arc roll•
fp",i a tnm&,4 slopes of wriaa iaw and Impels.
ecly1 g wits clmpw 30 of ago roc and ASW PUP ar
sp294 11 the glom vccompanyl r: the rrpm
4.2.2 SSFj't 51n1 mtxnlxrs•asc frdrredYrvm raria" gad%
orstad eolop]3iay M'I h AVM A300, Grade D and A.Silt
A613 SS Cnode Shand, whcrc dt5iputed.,hrh a pl"nked
audop, eamp13ing rlfih G60, as specified in the plans
aeeoa+Jiay this repult.
423 Fasteners: Fasteners insinde aluminum and steel bells,
avid scatwl, tar wm%, Pon Iatulird anchors. nrif-0s-0l s
x,ws sad slant anal screwv at specified is ox pions
atxampan?say Ihic tiporL
,t,2A Faaha-F1utlr-CrrrlaadF: T}rcLlloinmrd fonmcorc
eaed++ieh mrra is used with the structural enmPanents
d.dm- l in Ibis nbpe« n farm Dres rydinid t mattached
'residential patio end vammrwW ro+x1F Wt be Daapanel
5tntetwal paneb For Pahlo Cann dnxnbcd vdred .need
IQ IAYMOVES ER-5as-
PaBe2 of 3
�.4 i95
a Origlnelly Issued: 000112011 Revised: 07MIt120f9 VOd Through: OW3072020
S.91DEPlTlFICATiO,N
FmImaes ro+xred by Wt npod shall be Pden6f9d by a
pernuncnl dccA ar klrntifyins uy sto! tutu the omne Dnd
address of the m>aufsej IDrrrafwin Prod gum laic.). FJch
iutallstion dull bur an original ldadifTinr d" nt Icy
ldariny the IAPMO ULS Muk of Caaforrdir and clap
Ervltwlign Report Numbdr(RR-3431,Eith" ofthe rnttvwicty
Ma rks or Con ramtily may IV Lard as shorn:
lAP UE
MO S
or
1AYht0 UPS ER-19S
15.4 SDBSFAN7TATJNG DATA
Tarp Pi Con ., O1 Apf a ,d Avgwt 0 & Cxitetu
6,1 met nl de the 2019.
2015 ond291?1nuY+clionai 9ui1d'cI=Codc A5Ck7-IDaruJ
7-16 and ncw Alvmictum Z-ilpManosl Pan 1 (:915j.
.6.3 Quality control msninl.
•6.6 ^rodu] draWings
7.0 STATEhTV? T OF RECOGNTfION
This etd,uenn report ilre! a We rraulls or scsrmrh
tbrrird out by WNIO Uniform 1:1vlvation Scxvirc an
A mlvm Products Rddenf4i FntiD Corers, Csrpon4 rod
Cammercoi Roofslrtresva manpfaelplyd is Coerr+a on8
sDrrannnta colifornhh, a aut" Ihrb ccaronnlm to Lite
eadgl .!wrn in.5kdcA 1.0 of Iha rrpvn and &VW1trnu
114c pm two's e.dirre3 i1I T71 Jvnpduce ore ptndaced at
toestidne nosed In 5ccilDo 2.17 of toss upon undst o
2w]lp•epawf pnoyrnm wihh rA7W; i.rpeetmnundd dr
strpmino-af1API'l iFFS.
3lrian Gerber. P.E. i,L
Viet rmldept, Teehn1a10 peratii ns
Unlrprea EralosHon Senior
Z4�",�v
Rlcha r d Bak P E, C8 0,11 C'1'
Unifo \'{eeprexl5eeot�rxtCralaau an S en9ce
K 0-
GP Ruts Chao p
CEO. The IAPhtO Group
F,rriN�w..r r, hra.aw ,a,.l 166 t+L,.d,. rrynn rrwe W.
Page 3 of 3
2485 RAILROAD ST,
CORONA, CA 92880
951.736A500
eA_W�
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
IAPMO
ES TM
EXPIRES ON: JUNE 30, 2020
REVISION$
%RK DATE DESCRIPTION
4 STBL JOB A DAD2-02
I DATE 07/08/19 1
I DRAWN BY RC I
CHECKED MDS
IAPMO 195 V 3. 1.1
IAPMO APPROVAL
GO.2
(E) BUILDING
F
RAFTER
SEE NOTE 2
r
RAFTER CONNECTION ;
TO BLDG SEE NOTE 2 i
z
a
1 LATTICE @ 3' OR 6"'. O.C. i
<
w
w
, SEE NOTE 2
N
o
Z
I COL, TYP;
a
I I SEE NOTE 4
i
15
W
w
MOCL
w
x
RAFTER CONNECTION I BEAM SEE NOTE 3
V)
TO BEAM SEE NOTE r
_
, I
x'
C" SPAN BEAM CLEAR SPAN a
z
LENGTH 'L' SEE NOTE 1 w
C PLAN VIEW
NOTES:
1, PATIO COVER DIMENSIONS
A. SEE DESIGN ASSUMPTION NOTE 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 UNSPLICED LENGTH OF
THE LATTICE MEMBER OR 24 WHICHEVER IN LESS.
F. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN:
• TRIB (Bext)= Y ADJACENT RAFTER CLEAR SPAN @ RIGHT
+ RAFTER OH @ LEFT
• TRIG (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.
A SEE SHEET L4.1 FOR LATTICE PROFILES.
S. SEE SHEET L3.1F FOR RAFTER PROFILES AND MAXIMUM SPANS.
C. SEE SHEET L2.2 FOR REDUCTION OF RAFTER MAXIMUM SPAN WHEN DESIGNING FOR SNOW
LOADS.
D. SEE SHEET L6.1 FOR CONNECTION OF LATTICE COVERS TO (E) BUILDING.
E. ROOF OF STRUCTURES DESIGNED AS LATTICE COVERS SHALL REMAIN UNCOVERED. THERE
SHALL BE NO OBSTRUCTIONS TO THE FLOW OF WIND THROUGH THE LATTICE MEMBERS,
SUCH AS FABRIC OR PLANTS.
F. CLEAR SPACING OF LATTICE MEMBERS SHALL BE EQUAL TO OR LARGER THAN THEIR WIDTH,
AND NOTHING SHALL BE ADDED TO COVER THE LATTICE MEMBERS, THAT COULD OBSTRUCT
WIND FLOW, INCLUDING, BUT NOT LIMITED TO FABRIC OR PLANTS.
G. IF CLEAR SPACING BETWEEN LATTICE FRAMING MEMBERS IS MORE THAN 1.5 TIMES THEIR
WIDTH (OR ON CENTER SPACING IS MORE THAN 2.5 TIMES THEIR WIDTH), IT IS ACCEPTABLE
TO DESIGN THE STRUCTURE FOR A GROUND SNOW LOAD OF 20 PSF, EVEN IF THE SITE
SPECIFIC GROUND SNOW LOADS ARE HIGHER THAN 20 PSF AND UP TO 84 PSF.
B ISOMETRIC VIEW
A. SEE SHEET L4.1 FOR BEAM PROFILES.
B. SEE SHEET L4.4 FOR FAN BEAM DETAILS.
C. SEE SHEETS 9/0.2 & 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, COLUMNS
A. SEE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBER OF COLUMNS REQUIRED BASED ON
COVER DIMENSIONS.
B. SEE SHEET L4.2 FOR COLUMN PROFILES.
C. SEE SHEETS 9/L7.2 AND L8.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING.
D. SEE SHEETS L6.x & L7.x FOR COLUMN CONNECTIONS & DETAILS.
5, FOUNI)AT10NS
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 FOOLING, 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
z
N
x
TABLE 1
MINIMUM NUMBER OF POSTS REQUIRING
ATTACHMENT PER3/L6.3
WITH 2 x 6.6 x D.032 SIDE PLATES
(SIDE PLATE TYPE SP3)
TRIG
WIND SPEEDAN OSUR
WIDTH
110D
.110C
120B
12DC
13A3
13DC
5'
2
2
2
3
3
3
S.
2
3
3
3
3
4
T
2
3
3
4
3
4
g
3
3
3
4
4
5
S
3
4
4
4
4
5
1U
3
4
4
5
5
6
11'
4
4
4
5
5
6
17
4
5
5
6
5
7
WITH 2 x 6.5 x 0.042 SIDE PLATES
(SIDE PLATE TYPE SP4)
TRIB
WIND SPEED AND EVOSURE
WIDTH
11DB
110C
12DB
1 120C
13DB
130C
5
2
2
2
2
2
3
6
2
2
2
3
3
3
T
2
3
3
3
3
4
8'
2
3
3
4
3
4
9'
3
3
1 3
4
4
5
10'
3
4
4
4
4
5
11'
3
4
4
5
5
6
12
3
4
4
5
1 5
5
NOTES:
1. 14UMBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADD
POSTS AS REQUIRED TO ENSURE THATTHE "MAX POST SPACING
(SPAN)- SHOWN OIJ SHEETS LB.xx.x IS NOT EXCEEDED.
2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL 311-6.3.
3. THIS TABLE DOES NOTAPPLY IF THE SIDE PLATES ARE PROVIDED
FOR AESTHETICAL PURPOSES ANDTHE BEAM IS CONNECTED TO
THE COLUMN DIRECTLY PER 21L6-3 OR WITH A BRACKET PER 1IL4.3
& 1/L6.3.
A TABLE 1 - MINIMUM NUMBER OF COL
REQUIRING TOP ATTACHMENT
PER 3/L6,3
SHEET INDEX - LATTiC£ STRUCTURES: TYPE E
G0.1 -TITLE SHEET, DESIGN LOADS, GENERAL NOTES
GO.2 - IAPMO APPROVAL
1_1.1 -LATTICE STRUCTURES: TIDE E
L1.5 - LATTICE STRUCTURES: TRIBUTARYVIADTHS TO BEAMS
L2.1 -LATTICE STRUCTURES: SNOW LOAD DESIGN: NEED TO CONSIDER DRIFT
AND SLIDING DESIGN
L2.2-LATTICE STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION FACTORS
DUE TO DRIFT AND SLIDING
L3.1A - LATTICE STRUCTURES: ATTACHED COVERS RAFTER SPANS
L4.1 -LATTICE STRUCTURES: BEAM PROFILES
L4.2-LATTICE STRUCTURES: COLUMN PROFILES
L4.3 - LATTICE STRUCTURES: CONNECTORS
L4.4 - LATTICE STRUCTURES: FAN BEAM DETAILS
LSA -LATTICE STRUCTURES: ATTACHMENT TO 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
LBxxx - LATTICE STRUCTURES: BEAM SPANS AND FOUNDATION SIZES we PSF
LLISL, 1x0 MPH
G9.1 -ADDITIONAL STATE LICENSURE STAMPS
LATTICE COVER STRUCTURE TYPE E: ATTACHED SINGLE SPAN WITH OPTIONAL CANTILEVER
- i RAPIER
m SEE NOTE 2
p (E) BUILDING
.� f
a
a
w
�
I I RAFTER CONNECTION -
T I I
N
I TO ElLDG SEE NOTE 2'
1 1
U
Or
W
h
H
I LATTICE +$ 3" OR 6" O.C.
a
a
a
11
w
i SEE NOTE 2
COLITYP I
�
J
U
0
w
_
m w
d
RAFTER CONNECTION - SEE NOTE 4
a
mZ
TO BEAM SEE NOTE 2
-
E�
11 H
l I'71
I 1
M OH
BEAM CLEAR SPAN BEAM CLEAR SPAN
:E:
z�
NOTE i
�
LENGTH 'L SEE NOTE I
BEAM OH
C PLAN VIEW
D
NOTES:
I- PATIO COVER DIMENSIO'NS
A. SEE DESIGN ASSUMPTION 4 ON 00.1 FOR PATIO COVERS CONSISTING OF SOLD 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 253- 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:
° TRIB (Bext)= Yz ADJACENT RAFTER CLEAR SPAN @ RIGHT
+ RAFTER OH @ LEFT
TRIB (Bint)= )¢ ADJACENT RAFTER CLEAR SPAN @ RIGHT
+ Yx ADJACENT RAFTER CLEAR SPAN @ LEFT
TRIB (BLDG)=Yz ADJACENT RAFTER CLEAR SPAN
G. THE RATIO P/L (COVER PROJECTION DMDED BY COVER LENG", 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.
3. BEAMS
RAFTER SEE
NOTE 2-
CONCRETE FTG,
SEE NOTE 5, TYP
� ISOMETRIC VIEW
ROOF OVERHANG OR WOOD, CONCRETE,
BRICK MASONRY WALL SEE SHT. 8
A. SEE SHEET L4.1 FOR BEAM PROFILES.
B. SEE SHEET L4.4 FOR FAN BEAM DETAILS.
C. SEE SHEETS 9/0.2 & 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. COLUIdNS
A. SEE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBER OF COLUMNS REQUIRED BASED ON
COVER DIMENSIONS.
B. SEE SHEET L4.2 FOR COLUMN PROFILES.
C. SEE SHEETS 9/0.2 AND L8.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING.
D. SEE SHEETS L6.x & L7.x FOR COLUMN CONNECTIONS & DETAILS.
A. SEE SHEETS L7.1 AND L7.2 FOR COLUMN CONNECTION TO FOUNDATION.
B. SEE BEAM SPAN TABLES ON SHEETS LB.xx.x FOR MINIMUM FOOTING SIZE FOR PATIO COVER
SUPPORTED ON CONCRETE FOOTING, BASED ON BEAM SPAN SELECTED.
C. SEE L7.1 FOR ALTERNATE FOOTING SIZES.
D. SEE 9/L7.2 FOR ATTACHED PAT10 COVER SUPPORTED ON SLAB ON GRADE
CONCRETE SLAB,
SEE NOTE 5
TABLE 1
MINIMUM NUMBER OF POSTS REQUIRING
ATTA(`HMFNT PFR 3tA R 3
WITH 2 x 5.5 x D.032 SIDE PLATES
(SIDE PLATE TYPE SP3)
TRIBWIND
wi m
6 PE E D A
URE
11D9 1
1155 112DB
1
i4ju 1
1365 1
13DC
g
2
2
2
a
3
3
6'
2
3
3
3
3
4
T
2
3
3
d
3
4
8'
3
3
3
4
4
5
19
3
4
4
5
5
B
1T
4
4
4
5
5
8
WITH 2 x 6.5 x 0.042 SIDE PLATES
(SIDE PLATE TYPESP4)
TRIg
WIND PEED AND E)POSORE
WIDTH
7708
110C
120E
12DC
I 130B
13DC
5'
2
2
2
2
1 2
1 3
6'
2
2
2
3
3
3
T
2
a
3
3
3
4
&
2
3
3
4
3
4
$
3
a
3
4
1 4
5
10
3
4
4
4
4
5
11'
3
4
4
5
5
8
12
3
d
4
5
5
5
NOTES:
1. NUMBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADD
POSTS AS REQUIRED TO ENSURE THATTHE"MAXPOSTSPACING
(SPAN)- SHOWN ON SHEETS LB.xx.x IS NOT E)ICEEDED.
2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL 316.3
3. THIS TABLE DOES NOTAPPLY IF THE SIDE PLATES ARE PROVIDED
FOR AESTHETICAL PURPOSES AND THE BEAM IS CONNECTED TO
THE COLUMN DIRECTLY PER 211.6.3 OR WITH A BRACKET PER 111_4.3
& 1IL6.3.
A TABLE 1 - MINIMUM NUMBER OF COL
REQUIRING TOP ATTACHMENT
PER 3/L8,3
S KISET IND EX - LATTIC E STIR UC TURES: TT E F
G0.1 -TITLE SHEET, DESIGN LOADS, GENERALNOTES
GO.2- IAPMO APPROVAL
L1.2-LATTICE STRUCTURES: TYPE F
L1.5 - LATTICE STRUCTURES: TRIBUTARYWIDTHS TO BEAMS
L2.1 - LATTICE STRUCTURES: SNOW LOAD DESIGN: NEED TO CONSIDER DRIFT
AND SLIDING DESIGN
L2.2 - LATTICE STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION FACTORS
DUE TO DRIFT AND SLIDING
L3.1A-LATTICE STRUCTURES: ATTACHED COVERS RAFTER SPANS
L4.1 - LATTICE STRUCTURES: BEAM PROFILES
L4.2-LA7TICE STRUCTURES: COLUMN PROFILES
L4.3 - LATTICE STRUCTURES: CONNECTORS
L4.4 - LATTICE STRUCTURES: FAN BEAM DETAILS
LSA - LATTICE STRUCTURES: ATTACHMENT TO EXISTING BUILDING
L6.2 - LATTICE STRUCTURES: CONNECTION DETAILS
L6.3 - LATTICE STRUCTURES: CONNECTION DETALS
L7.1 - LATTICE STRUCTURES: FOUNDATION DETAILS
L7.2 - LATTICE STRUCTURES: FOUNDATION DETAILS
LB.xx.x- LATTICE STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx PSF
LUSL, 1xO MPH
G9.1 -ADDITIONAL STATE LICENSURE STAMPS
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
/��F�551Qy�C
S58 5
OF: WO
DATE SIGNED: June 04, 2019
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.11501 FAX 949.305.1420
EXPIRES ON: JUNE 30, 2020
REVISIONS
I MARK I DATE_ DESCRIPTION I�
4 STEL JOB #
DA02-02
DATE
071D6118
DRAWN BY
CM
CHECKED
MDS
IAPMO 195 V 3.1
LATTICE STRUCTURES:
TYPE F
LATTICE COVER STRUCTURE TYPE F: ATTACHED MULTI -SPAN WITH OPTIONAL CANTILEVER
L1.2
I I I
x
m z RAFIERISEE tIQTE 2
w GPI r
I SEE NOTE 2
COL, TYP
m+ o SEE NOTE 4
I '' I
R.
m NQ T8EA� SEE NOTE 2
,
BEAM CLEAR SPAN
LENGTH 'L' SEE NOTE 1
C PLAN VIEW
NOTES:
1, PATIO COVER DIMENSIONS
A. SEE DESIGN ASSUMPTION 4 ON GOA FOR PATIO COVERS CONSISTING OF SOLID COVERS
AND LATTICE FRAMING.
B. HEIGHT OF STRUCTURE 'H' (TO TOP OF COVER) SHALL NOT BE OVER 12 FT.
C. BEAM OVERHANG 'OH' SHALL NOT EXCEED 25% OF BEAM'S ADJACENT CLEAR SPAN.
D. RAFTER OVERHANG 'OH' SHALL NOT EXCEED 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:
• TRIB (Bext)= Y2 ADJACENT RAFTER CLEAR SPAN @ RIGHT
+ RAFTER OH @ LEFT
• TRIB (BLDG)=Y2 ADJACENT RAFTER CLEAR SPAN
2. LATTICE COVERS
U
0
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.
R 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 LS.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,
5
TABLE 1
MINIMUM NUMBER OF POSTS REQUIRING
ATTACHMENT PER 3/1-6.3
WITH 2 x 6.5 x 0.032 SIDE PLATES
(SIDE PLATE TYPE SP3)
TRI$ I
WIND SPEED AND EXPOS URE
WIDTH
11D3
110C
129B
120C
130E
130C
5'
2
2
2
3
3
3
6
2
3 1
3
3
3
4
T
2
3
3
4
3
4
!}
3
3
3
4
4
5
9'
3
4
4
4
4
5
10'
3
4
4
5
5
6
11'
4
4
4
5
5
6
12
4
5
5
6
5
7
WITH 2 x 6.5 x 0.042 SIDE PLATES
(SIDE PLATE TYPE SP4)
TRIG
W ND SPEEDAND EPOS URE
WIDTH
JOB
116C
1205
120C
I 130E
IWC
5
2
2
2
2
2
S
B
2
2
2
3
3
3
7'
2
3
3
3
3
4
S'
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. 14UMBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADD
POSTS AS REQUIRED TO ENSURE THAT THE'MAX-POST SPACING
(SPAN)" SHOWN ON SHEETS L8.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 ANDTHE BEAM IS CONNECTED TO
THE COLUMN DIRECTLY PER 2/L6.3OR WITH A BRACKET PER 1/1-4.3
& 1/1-6.3.
(:A TABLE 1-MINIMUM NUMBER OF COL
REQUIRING TOP ATTACHMENT
PER 3/L6.3
SHE EIN DEX - LATTICE STR : TYPE G
GD.1 -TITLE SHEET, DESIGN LOADS, GENERAL NOTES
G02 - IAPMO APPROVAL
L1.3 - LATTICE STRUCTURES: TYPE G
L1.5 - LATTICE STRUCTURES: TRIBUTARYWIDTHS TO BEAMS
L2.1 -LATTICE STRUCTURES: SNOW LOAD DESIGN: NEED TO CONSIDER DRIFT
AND SLIDING DESIGN
L2.2 - LATTICE STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION FACTORS
DUE TO 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 - LATTICE STRUCTURES: FAN BEAM DETAILS
L6A - LATTICE STRUCTURES: ATTACHMENTTO EXISTING BUILDING
1-6.2 - LATTICE STRUCTURES: CONNECTION DETAILS
L6.3 - 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
LUSL, 1x0 MPH
G9.1 -ADDITIONAL STATE LICENSURE STAMPS
LATTICE COVER STRUCTURE TYPE G: FREESTANDING SINGLE SPAN WITH OPTIONAL CANTILEVER
X
w
m
q
i;9
w,
w
RAFTER CONNECTION ' COL,I TYP
a
TO BEAM SEE � 2-j I SEE•NOTE 4Ln
w
I i I
w
E
a
I t I I I
Z
RAFTER SEE NOTE 2
A
LATTICE; @ 3' OR 6" O.C.
0
_
w
t5
Z
d
w
SEE NOTE 2 I I
I I
w
V)
BEAM CLEAR SPAN
LENGTH 'L' SEE NOTE 1
C PLAN VIEW
NOTES:
1. PATIO COVER DIMENSIONS
A SEE DESIGN ASSUMPTION 4 ON GOA FOR PATIO COVERS CONSISTING OF SOLID COVERS
AND LATTICE FRAMING.
B. HEIGHT OF STRUCTURE 'H' (TO TOP OF COVER) SHALL NOT BE OVER 12 FT.
C. BEAM OVERHANG 'OH' SHALL NOT EXCEED 25% OF BEAM'S ADJACENT CLEAR SPAN.
D. RAFTER OVERHANG 'OH' SHALL NOT EXCEED 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:
• TRIB (Bext)= )i ADJACENT RAFTER CLEAR SPAN @ RIGHT
+ RAFTER OH @ LEFT
• TRIB (Sint)= X ADJACENT RAFTER CLEAR SPAN @ RIGHT
+ Y2 ADJACENT RAFTER CLEAR SPAN @ LEFT
• TRIB (BLDG)=h ADJACENT RAFTER CLEAR SPAN
ymir LIil��I+u �
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.
3. BEAMS
RAFTER SEE
NOTE 2-
w
x
SEE
CONNOTE 5, 5, TYP y y� SEE NOTE 5�
CONCRETE S,
SEE SNO
�� ISOMETRIC VIEW
v
A. SEE SHEET L4.1 FOR BEAM PROFILES.
B. SEE SHEET L4.4 FOR FAN BEAM DETAILS.
B. SEE SHEETS 9/1-7.2 & 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 9/1-7.2 AND LS.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING.
D. SEE SHEETS L6.x & L7.x FOR COLUMN CONNECTIONS & DETAILS.
MORI�L1T[�]II6�
A SEE SHEETS. L,.1 AND L7.2 FOR COLUMN CONNECTION TO FOUNDATION.
B. SEE BEAM SPAN TABLES ON SHEETS L8.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.
TABLE 1
MINIMUM NUMBER OF POSTS REQUIRING
ATTACHMENT PER 3I1-6.3
WITH2x6.5x0.032SIDF PLATES
(SIDE PLATE TYPESP3)
TRIG
WIDTH
W IND S PE ED AN URE
1100
11DG
1200
12DC
1305
130C
V
2
2
2
3
3
3
S
2
3
3
3
3
4
7
2
3
3
4
3
4
B'
3
3
3
4
4
5
9
3
4
4
4
d
5
117
3
4
4
5
5
M
11'
4
4
4
5
5
6
WITH 2 x 8.5 x 0.042 SIDE PLATES
(SIDE PLATE TYPE SPQ
TRIM
WINDS PEE 0AND E)POSUR£
WIDTH
1109
11DC
1205
120C
I 130E
13M
5'
2
2
2
2
2
3
8
2
2
2
3
3
3
r
2
3
3
3
3
4
S'
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
1 4
1 d
1 5
5
5
NOTES:
1. NUMBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADD
POSTS AS REQUIRED TO ENSURE THATTHE "MAX POST SPACING
(SPAN)" SHOWN ON SHEETS L8.xx.x IS NOT EXCEEDED.
2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL 3IL6.3.
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/L6.3 OR WITH A BRACKET PER 1/1_4.3
& 11LB.3.
A TABLE 1 - MINIMUM NUMBER OF COL
REQUIRING TOP ATTACHMENT
PER ofmo
SHEET IN C STRU TURES• TYPE
GO.1 -TITLE SHEET, DESIGN LOADS, GENERALNOTES
GO.2 - AP M O AP P ROVAL
L1-4 - LATTICE STRUCTURES: TYPE H
L1.5 - LATTICE STRUCTURES: TRIBUTARYWIDTHS TO BEAMS
L2.1 - LATTICE STRUCTURES: SNOW LOAD DESIGN: NEED TO CONSIDER DRIFT
AND SLIDING DESIGN
L2.2 - LATTICE STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION FACTORS
DUE TO 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-LATTCE STRUCTURES: FAN BEAM DETAILS
LEA - LATTICE STRUCTURES: ATTACHMENTTO EXISTING BUILDING
L6.2 - LATTICE STRUCTURES: CONNECTION DETAILS
L6.3 - LATTICE STRUCTURES: CONNECTION DETAILS
L7.1 -LATTICE STRUCTURES: FOUNDATION DETAILS
L7.2-LATTICE STRUCTURES: FOUNDATION DETAILS
LBxx.x- LATTICE STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx PSF
LI 1xO MPH
G9.1 -ADDITIONAL STATE LICENSURE STAMPS
2485 RAILROAD ST,
CORONA, CA 92880
951.736.4500
ESS' 4
S 58 5
.sT
OF CAO
DATE SIGNED: June 04, 2019
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
EXPIRES ON: JUNE 30, 2020
I REVISIONS
MARK I DATE DESCRIPTION
4 STEL JOB #
DA02-02
DATE
07106118
DRAWN BY
CM
CHECKED
MDS
IAPMO 195 V 3.1
LATTICE STRUCTURES;
TYPE H
LATTICE COVER STRUCTURE TYPE H: FREESTANDING MULTI -SPAN WITH OPTIONAL CANTILEVER
L1.4
TRI BUTARY W I DTH TABLE (FT)
OH
CLEAR SPAN (FT)
(FT)
6 1
7
8
9
10
11
12
13
14
15
16
17
18
19
1 20
21
22
23
24
0
3.0
3.5
4.0
4.5
5.0 1
5.5
6.0
65
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
45
5.0
5.5
6.0 1
6.5
7.0
75
8.0
8.5
9.0
9.5
10.0
10.5
11.0
11.5
12.0
. NP
NP
2
5.0
55
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.5
10.0
105
11.0
115
12.0
NP
NP
NP
NP
3
6.0
65
7.0
75
8.0
8.5
9.0
9.5
10.0
10.5
11.0
115
12.0
NP
NP
NP
NP
NP
NP
4
7.0
7.5
8.0
8.5
9.0
9.5
1 10.0
105
11.0
11.5
12.D
NP
NP
NP
NP
NP
NP
NP
NP
5
1 8.0
1 85
9.0
9.5
10.0
10.5
ITT
1 115
12.0
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP
NP - NOT P ERMITTED -SITE SPECIFIC
ENGINEERING REQUIRED.
ROUNDUP TRIBUTARY
WIDTH AS REQUIRED TO U5E DESIGN TABLES.
PROJECTION
O.H. L CLEAR SPAN
TRIBUTARY
wimTi
TRIBUTARY=1/2 SPAN + O.H.
NOTE TRIBUTARY ON MULTIPLE SPANS IS EQUAL
TO CENTER SPAN TO CENTER SPAN
2465 RAILROAD ST,
CORONA, CA 92860
951.736.4500
�Ess rc I
S585
X.
9 c OF C1111.l
DATE SIGNED: June 04, 2019
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
SAP
Mo
ES
TM
EXPIRES ON: JUNE 30, 2020
REVISIONS
NIARK F DATE DESCRIPTION
4 STEL JOB # DA02-02
DATE 07106118
DRAWN BY CM
CHECKED MDS
IAPM0195 V 3.1
LATTICE STRUCTURES:
TRIBUTARY WIDTH TO BEAMS
L1.5
2465 RAILROAD ST,
CORONA, CA 92660
951.736.4500 t
OF CAS
DATE SIGNED: June 04, 2019
00',P"A TCL�
���r��v�
26030 ACERO, SUITE 200
MISSION VIEJO, CA 92691
949.305.1150 1 FAX 949.305.1420
N� f TIA
EXPIRES ON: JUNE 30, 2020
Imo- REVISIONS
1 MARK 1 DATEI DESCRIPTION
4 STELJOB>R
DA02-02
DATE
07105/18
DRAWN BY
CM
CHECKED
MDS
IAPM0 195 V 3.1
LATTICE STRUCTURES
ATTACHED COVERS
RAFTER SPANS
L3. 1 A
Li 2 x 3 LATTICE TUBE
ALLOY
ALUM. ALLOY 3004-H36
11/2 x 1 V2 OR 2 x 2
LATTICE TUBE
3.00D"
3' x 8' RAFTER
ni
ALUM. ALLOY 3DDA-H36
T o
0
u�
u;
2.000"
R2 2' x 6.5' RAFTER
ALUM. ALLOY 3004 H36
ALUM. ALLOY 3004-H35
T o
ui
vi
2.000" 6.000" 2.000"
MAX
R3 DBL 2' x 6.5' }RAFTER
3"mot'-D'
3x8
RAFTER- FREESTANDING STRUCTURE
2x6.112 RAFTER -FREESTANDING STRUCTURE
DBL.2x6112 RAFTER -FREESTANDING STRUCTURE
LLIGSL
10
T ISPACING1
ON3
O'.042
O!C
16"
WIND
SPEED I EXP
130E
26'-3'
21'-6"
21'-10"
17'-10"
21'-3'
1T-6"
130 C
25'-T
21'-0"
21'-10"
17'-10"
20'-8"
16'-10"
LI,IGSL
1D
T
IN
0.024
0.032
0 �2
SPACING
O/C
16'
24°
16"
74'
16"
24"
110 B
14'-2-
11'-7"
1B'-0"
14'-B°
21'-9"
1T-9"
WIND
110 C
14'-2'
11'-7"
18'-0"
14' 8"
21'-9"
17-9"
SPEED
120 B
14'-2"
11=7'
16'-0'
14' e"
21'-9"
1T-9'
I EXP
120 C
14'-2"
11'-7"
18'-0"
14'3"
21'-9"
1T-9"
130 8
14'-2"
11'-7"
18'-0"
14'-B'
21'-9"
1T-9"
130 C
13'-9'
11'-3"
IT-T
14' 4"
21'-2"
17'-3°
LLPGSL T
ON
0.024
iD 0.032
0.042
SPACING
010
16"
24'
16'
24'
1b"
24"
110 B
19=10"
16'-3'
25-3'
20' 8•
30 8"
25-1"
110 C
19'-10'
16'-3"
25'-3"
20-B'
30' B"
2�^ 1"
ITO SPEED
120E
19'-10"
16=3"
253•
2fT B`
3U 8'
2�^ 1"
I EXP
120 C
IT-10'
16'3"
25-3'
20 B'
30 B'
25'-1"
130 E
79'-1D'
16`-3'
26-7
20 8'
30'-8'
25-1"
130 C
IT-4"
15'-10'
24'-8'
20'-2"
29'-10"
24'-4'
11G B
26'3-
110 C
26'-3"
1205
26'-3"
120 C
26'-3-
24"
21'S
2t'-6"
21'-6"
21'-6"
2D
0.042
76"
21'-10"
21'-10'
21'-10"
21'-10"
24"
17'-10°
17'-10'
1T-1D"
1T-10"
25
0.042
16"
21'-6"
21'-S"
21'-6"
21'-2'
24"
1T-7"
17'-7"
1T-7"
1T-4"
30
0.042
16"
19'-1'
19'-1"
IS, -I"
19'-1-
19--1"
i9'-1"
15'-7"
16'-B"
13'-6"
15-T
11LT
20
0.024
0.032
0�2
i6"
24"
16"
24"
16°
24"
11'-9"
9'-B"
16-W
1T-3"
18'-1"
14'-9"
11'-V
9'-8'
15-0"
12'-3"
18'-1"
14'-9"
11'-9'
9'-8"
15-0"
12'-3"
18'-1"
14'-9"
11'-9"
9'-8"
15'-0"
12'3"
18'-1"
14'-9•
II'-9"
9'-8"
15'-0"
12'-3"
18'-1"
14'-9"
Iv-9"
9-B"
15-0"
17�'
1T-l"
14'-9'
0.024
')0 0.032
0'�2
16"
24'
16"
24"
i6"
24"
16'-T" 1GT 16=7" 16=T 16'-7" 16'-7'
13-7" 13'-T 13'-7" 13'-7' 13'-7' 13'-7'
2T-1" 21'-l' 21=i" 21=1' 21'-1" 21'-i"
1T-V' 17-T 1T-3" iT-3' tT-3" 1T3"
26-V 2F-6' 251-V 29-V 2V-6" 25'-0"
20=10" 20'-10' 2D=t0r 20'-10" 20'-10" 2010'
24"
15' 7"
t5'-T
15-7'
15'-7"
15'-T
40
0.042
16"
1B-B"
16'-B"
16'-W
161-V
16'-8"
24"
13'-B"
iT-B"
13'-S"
13'-r
13'-8"
SD
0.042
16"
1S-0"
15'-0"
15-0°
15'-0"
15'-D'
24"
1T-2"
11'-2°
11'-2'
11'-2'
11'-2'
60
0.042
16"
1 W-9"
1 B'-9.1
18'-9'
18 -6"
I v-T
18'-1"
14'-9"
1T-0'
13'-10'24'
25
0.024
0.032
16'
24'
16'
11'-7"
9'3"
14'-9"
12=1"i6"
11'-7"
9'-6"
14'-9"
11'-7"
9'-6-
14'-9"
11'-0'
9'3"
14'3"
11'-6"
T-6'
14'-T
I1'-2"
9-2•
14-2"
0.024
25 0.032
16"
24"
16"
16'-3"
9=3"
20-9°
i6'-3•
9'3'
20'-T
16 3'
9'3•
20'-9'
i li-1'
9'-3"
20'-6'
16 -2"
cr-3
20`7'
15'3'
7-3'
19'-10"
74"
154'
l5'-4'
IS-4'
15'-1'
15'-2"
72
0.042
16"
17'-2
IT-2'
1T-T
17'-2'
24"
14'-0
14'-0'
14'-0'
14' D'
0.042
glT
°
15'-ti"
15'-11"
15-11"
15-11'
15'-11'''B4
13'-0"
0.042
24"
13'-0"
73'-0'
13' 0'
13'-0'
NOTE:
IT IS ACCEPTABLE TO SUBSTITUTE:
(2) 3x8 32"OC IN LIEU OF (1) 3x8 16"OC
(2) 3x8 48'00 IN LIEU OF (1) 3x8 24"OC
(2) 2x6 ® 32"OC IN LIEU OF (1) 2x6 16"OC
(2) 2x6 @ 48"OC IN LIEU OF (1) 2x6 24"OC
1 ALLOWABLE RAFTER SPANS
ALUM. ALLOY 6063-T6
ALUM: ALLOY 3004-1-136
JALUM. ALLOY 300L-
ALUM, ALLOY 3004-H36
STEEL ASTM A653-SS GRADE 50 G60
2.139'
1.229"
0.065, 2.010"
11'P.
2W
_
0 12 GA
2D8
CONTINUOUS
STEEL INSERT
lbn
0 n
0.042
Cp
"��,
rA
o
O
0.080"
m rr, 0,042,
c'
N
rn
1 3.000r
o
N
tf1
0
�
2.824"
NOTE:
3.000'
SEE 1/S4.6 FOR DETAILS AT FAN BEAM.
3.000"
FAN BEAM
3 x 8 x 0.042' ALUM. BEAM WI-
��3
x 8 x 0042"__
3 x 0.032' ALUM. BEAMW/-
_
(135112
12 GA. STLINSERT 3"=1'-0'
3"=1'-0"
GA STL V CHANNEL
0.9845" ALUM. ALLOY 3004-1-136
ALUM.
ALLOY 3004-1-136
IALUM. ALLOY 3004-H36
JALUM. ALLO`! 3004-H36
,po STEEL ASTM A653-SS GRADE 50 G6D
STEEL ASTM
A653-SS GRADE 50 G60
1
0
ALUMINUM BEAM
& CONTINUOUS
STEEL INSERT
PER B14/S4.2
0.042'
c
TYP.
Typ.
0
0
0.042
°00
CDIn
o n
o ro
ti r,
o
m
o
ra
TYP.
o
JL
2.000" 4.00d'
2.000"
�. 2.898"
3.000,
�
4.'
MO
3.000"
r 3.000° 4.000' � 3.000°
MAX
MAX.
3.000,
MAX
r
DBL 3x8x0.042'ALUMBEAM
llDBL
3x8x0,042'
DSL2x6112x0.042"
,�3x8x0.042'w/
'U'
B1S
69
12 GA STL CHANNEL 6'=1'-0"
W114 GA STL INSERT 3"=1'-0°
ALUM. ALLOY 3004-1135
ALUM.
ALLOY 3004-1-136
ALUM. ALLOY 3004-H36
ALUM. ALLOY 3004-H35
STEEL ASTM A653-SS GRADE 50 G60
STEEL ASTM
A653-SS GRADE 50 G60
1� 229'I STEEL ASTM A653-SS GRADE 50 G60
1 I
ALUMINUM BEAM
ALUMINUM BEAM
& CONTINUOUS
& CONTINUOUS
STEEL INSERT
STEEL INSERT
o 14 GA
PER B18/S4.2
PER B14/S4.2
CONTINUOUS
TYP.
TYP.
STEEL INSERT
o
0
o Lo
0.032,
00
0
0
p
0
0 N
TYP.
n
co
ra
.6 rA D D4z'
co
TYP
Ll
N
o
2.000" 4.000_"
L 2.000'
2.824"
s T
3.000"� 4.000" 3.000"
l 3.000"
4,000"
3.000"
; MAX.
MAX.
3.000'
DBL 3 x 8 x 0.042' w/
DBL 3 x 8 x 0.042' ALUM. BEAM
3 x 8 x 0.042' ALUM. BEAM W/-
DBL 2 x 61/2 x 0.032'
A
12 GA STL'U' CHANNEL 3°=1' 0"
B1$
W/ 12 GA STL INSERT 3"=1'-o"
B13
14 GA STL INSERT 3"=1'-O"
B1f}
3'=1'-0'
AMN A500 GRADE B ASTM A50D GRADE B 1ALUM. ALLOY 3004-H3fi ALUM. ALLOY 3D04-H36
3" ALUMINUM OR STEEL
POST PER PLAN
N
T
O
0.032"
0.188"
0
o 0.185, oo o
0
0.042" 3.00D"
3.000"
4.000'
NO NOTE 2.001)" 3.000" 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 AESTHE71CAL 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.
C10 HSS 4 x 4 x 3/115 C7 HSS 3 x 3 x 3/16 SA4 0.042" SIDE PLATES cl
3' SQ. ALUM. POST
ASTM A500 GRADE B ASTM A500 GRADE $ ALUM. ALLOY 6063-T6 ALUM. ALLOY 300j±j
g 0762"
! TYP. + N p
1.506' q F
0.048
0.250" In 0.4DO'
0 0.250" o 0 0.082� o o
roi o^ }R0.125
rt�/
n
0
3.OD0° 3.DD0" 3.000"
4.000'
NOTE LEE; NOTE:
IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) WITH IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY
ALUMINUM BEM PLATES FOR AESTHETICAL PURPOSES. NO FASTENERS SECTION Cl FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. SECTION Cl FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. SECTION Cl FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED.
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.
C11 HSS 4 x 4 x 1/4 CB HSS 3 x 3 x 1/4 G5 Y MAG POST sALUM3SQ. POST
3"-1 _O" 3 _1-0" 3,_ 1+-0,
ASTM A500 GRADE B STEEL A653 GRADE IALUM. ALLOY 3004-06
3" ALUMINUM OR STEEL
POST PER PLAN
1.500" o
O.D48
0
0.313' o la- o
0
*R0.12S to
o 45,, TYP.
rn
3.000" 3.040' o 0.032"
j[ a
NOT I 2.000" 3.000" 2.0V
IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY TO SECTION Cl FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. S IS ACCEPTABLEECTION Cl FOR AESTHETICAL
THIS COLUMN SECTION (FULL HEIGHT)
SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF SECTION PURPOSES. NO FASTENERS ARE REQUIRED. NOTE:
COLUMN CONNECTION. SLEEVE SHALL EXTEND FROM THE FOUNDATION, TO THE UNDERSIDE OF SEE TABLE S ON L1.x FOR APPIJCATION OF THIS DETAIL
THE BEAM
/. THE BEAM/COLUMN CONNECTION.
CS HSS 3 x 3 x 6/16 C8 3' SO, STEEL POST SP3 037 SIDE PLATES
ALUM. ALLOY 6053-76 JALUM. ALLOY 6063-T6
2.875" 4.pBp•
0
, c
ri
0
10
c 0.064Y
ri
3�II" 5OW
NOTE:
BRACKET IS 2Y4 LONG
'U' BRACKET AT COLUMN 1 'W' BRACKET
p 2 STEEL ASTM A3 IALUM. ALLOY 606346
0
0
N p
0
N O
CD- 0.065" lb
TrP. q
N o
2.000+
2.275"
0
LENGTH = 2Y2' @ SINGLE 3 x 8 OR 3 x 3 BEAM BELOW
LENGTH = 6%q" @ DOUBLE 2 x 6Y2 BEAM BELOW
8pgp° LENGTH= 8%° @ DOUBLE 3 x 8 BEAM BELOW
ROOF BRACKET 2 'U' BRACKET
L8 x 8 x 11a x 2' 3"=r-o^ '� x $-112' RAFTER TO BEAM s"=1' 0°
p So -T6
STEES ASTM A3fi ALUM. ALLOY 6063
0
[V
O
N
0 0.065` co
N 0 TYP. �?
O
O
lV
i
?!�p
2 �" 3.315"
2.p0•LENGTH = 2YZ' @ SINGLE 3 x 8 OR 3 x 3 BEAM BELOW
LENGTH = 6%" @ DOUBLE 2 x 6Yz BEAM BELOW
2� LENGTH= 8"3/q" @ DOUBLE 3 x 8 BEAM BELOW
SNOW BRACKET 3 'U' BRACKET
L12 x 8 x 1V2 x 2' 2"=1'-0" 3 x 8 RAFTER TD BEAM s"=1' 0
FAN BEAM
(19--0" MAX. SPAN)
BEAM/HEADER
CEILING FAN AND/
OR LIGHT FIXTURE
(MAX. 50 LB)
�1
n` CROSS
AT SECTION
3/16"=1'-0"
HANGER
CHANNEL
FAN SUPPORT.
SEE DETAIL 2/-
f
2'-0" MAX.
FAN BEAM, 2 x 6Y2 OR 3 x 8,
WOOD FILLED
6" LONG 'U' BRACKET PER 2/1-4.3
I I
OR 3/1-4.3 TYP EA END, EA
BLOCKING
(4) #14 x 1Y2" SMS TO RAFTER
(2) #14 x IN' SMS TO BLKG, T&B
I
(E) RAFTER W/ WOOD FILL,
I o n
EA SIDE OF FAN BEAM
TYP
ATTACH FAN TO FAN BEAM PER
MANUFACTURERS
RECOMMENDATIONS, MIN (2)
#14 x 1Y2" SMS
MAX WEIGHT OF FAN IS 50 LB.
50# MAX FAN SUPPORT
2
3/4"=1'-O"
TABLE 1 -MAXIMUM CLR SPAN TO ADJACENT
BEAM WHEN USING DETAIL4/L6.2
LL/GSL
(PSF)
EXISFINGFRAMING MEMBER
AT ROOF OVERHANG
BRACKET OFFSETI'D"
24" 1
18"
12"
-6-
2x4 FULL
12' 10"
19' 11"
28' 0"
28' 0"
2x6 NOTCHED
20' 6"
28' 0"
28' 0"
28' 0"
10
2x6 FULL OR 2x8 NOTCHED
28' 0"
28' 0"
28' 0"
28' 0"
---
3x8-FUuoR-240-NprCHEO:
-28=0'=
=28=0=
=2$ 0'=
=28=0"- -
2x4 FULL
7' 9"
11' 10"
19' 5"
28' 0"
2x6 NOTCHED
12' 3"
1710"
28' 0"
28' 0"
20
2x6 FULL OR 2x8 NOTCHED
19' 7'
27 7"
28' 0"
28' 0"
2x8 FULL 0 R 2x10 NOTCHED
28' 0"
28' 0"
28' 0"
28' 0"
2x4 FULL
7 4"
11' 3"
18' 7"
28' 0"
2x6 NOTCHED
11' 8"
17 0"
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"
30
2x6 NOTCHED
9' 6"
14' 2"
22' 11"
28' 0"
2x6 FULL OR 2x8 NOTCHED
15' 5'
2Y 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 2xB NOTCHED
12' 9"
18' 4"
28' 0"
28' 0"
2x8 FULL 0R 2x10 NOTCHED
21' 10"
18' 6"
28' 0"
28' 0"
2x4 FULL
4' 0"
VT
12' 0"
25' 2"
2x6 NOTCHED
6' 9"
10' 5"
17' 6"
28' 0"
40
2x6 FULLOR 2x8 NOTCHED
11' 4"
16' 6"
26' 7"
28' 0"
2x8 FULL OR 2x10 NOTCHED
19' 7'
27 6"
28' 0"
28' 0"
2x4 FULL
3' 9"
64"
11' 0"
123' 10"
2x6 NOTCHED
6 5"
9' 11"
16' 4"
28' 0"
42
2x6 FULL OR 2x8 NOTCHED
10' 9"
15' 8"
24' 11",
28' 0"
2x8 FULL OR 2x10 NOTCHED
18' 7'
15' 10"
25' 2"
28' 0"
50
2x4 FULL
2' 10"
5' 2"
9' 8"
20' 4"
2x6 NOTCHED
5 1"
8' 2"
14' 2"
28' 0"
2x6 FULL OR 2x8 NOTCHED
8' 9"
13' 0"
21' 6"
28' 0"
2xB FULL OR 2x10 NOTCHED
156"
21' 11"
28' 0"
28' 0"
60
2x4 FULL
Y1"
4' ill
7'6"
16'10"
2x6 NOTCHED
3' 11"
6' 7'
11' 4"
16-11..
2x6 FULL OR 2x8 NOTCHED
7 0"
10' 8"
159"
16' 11"
2x8 FULL 0R 2x10 NOTCHED
12' 8"
10' 10"
159"
16' 11"
2x4 FULL
1' 5'
3' 2'
62"
7' G'
2x6 NOTCHED
3' 0"
5' 3"
65"
7' 6'
72
2x6 FULL OR 2x8 NOTCHED
4' 3"
5' 4"
6' 5"
7' 6'
2x8 FULL 0R 2x10 NOTCHED
4' 3"
5' T'
G 5"
7' 6'
2x4 FULL
NG
NG
NG
0' 9"
2x6 NOTCHED
I NG
NG
NG
991,
84
2x6 FULL OR 2x8 NOTCHED
NG
NG
NG
0' 9"
2x8 FULL OR2x1D NOTCHED
NG
NG
NG
0' 9"
N OTES:
1- FOR 10 PSF LUGSL, USE ROOF BRACKETS/S4.5.
2 - FOR LL/GSL 2 20 PSF, USE SNOW BRACKET 6/54.5.
3 - ASSUMPTIONS:
- NOTCH CAN BE UP TO 1" I N 2x6, UP TO 1.5" IN 2x8 OR 2x10.
40FT MAX (E) ROOF RAFTER / JOIST / TRUSS BACKSPA N.
MAX (E) ROOF RAFTER / JOIST/ TRUSS SPACING TO BE 24"OC.
TABLE 1A -MAXIMUM CLR SPAN
TABLE 1B -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 4D/L6.2
LIjGSL
(PSF)
WINDSPEED & EXPOSURE
WGSL
(PSF)
WIND SPEED & EXPOSURE
110B
12013 1 1306 130C
110C 120C
110B,110C
120B,130B
120C
130C
—10—
--17-' 0'=-15'-0"-
14'-0".-12'-0=-10--
.---2V-0' -
...24=0--%1'-0"-
20
20'-0"
19'-9"
18'-3"
NOTES:
25
IY-3"
19'-3"
17-9"
1- WHEN USING ROOF BRACKET PER
30
16-3"
16'-3"
16-3"
4C/L6.2, THE MAXIMUM PROJECTION
36
13'-9"
13'-9"
13'-9"
SHALL BE THE SMALLEST PROJ ECTION
FROMTABLE 1 AN D TABLE 1A.
2- WHEN USING SNOW BRACKET PER
40
1211- 3`
12'-3"
12'-3"
42
if-9"
if-9"
11'-9"
50
10'-0"
10'-0"
10'-0"
4D/L6.2,THE MAXIMUM PROJECTION
60
6'-3"
8'-3"
8'-3"
SHALL BETHE SMALLEST PROJECTION
72
7-9"
7-0"
7-T
FROM TABLE I AN D TABLE IB.
84
6- Y'
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
42 PSF
50 PSF
60 PSF
72 PSF
84 PSF
WIDTH
LL/GSL
LL/GSL
GSL
GSL
GSL
GSL
GSL
GSL
GSL
GSL
GSL
S
1
1
1
1
1
1
1
1
2
2
2
6
1
1
1
1
1
1
1
2
2
2
2
7'
1
1
1
1
1
1
2
2
2
2
2
8'
1
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.
AN UMBER 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 A34STO (E) FASCIA AND ROOF FRAMING
A35s: USE (6) S PAX # 6 x 1/2" SCREWS TO CO N N ECT A3SS TO (E) ROO F S H EATH I N G
USE (6) SPAX # 6 x 1/2" OR SIMPSON SD9112 SCREWS TO CON N ECT A355 TO (E) ROOF FRAMING
TABLE 3A - FASTENERS REQUIRED
AT CONNECTION OF RAFTER BRACKETS PER DETAIL216.2
TO EXISTING WOOD STUD WALL FRAMING @16"OC
TRIB
WIDTH
10 PSF
LL/GSL
20 PSF
LL/GSL
25 PSF
GSL
30 PSF
GSL
36 PSF
GSL
40 PSF
GSL
42 PSF
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
(3) A
6
(2) A
(2) A
(2) A
(3) 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
(3) A
(3) A
(3) A
(3) B
(3) C
8'
(2) A
(2) A
(2) A
(3) A
(3) A
(3) A
(3) A
(3) A
1 (3) B
(3) C
(3) C
9'
(2) A
(2) A
(2) A
(3) A
1 (3) A
(3) A
1 (3) A
(3) B
(3) C
(3) C
(3) C
10'
(2) A
(2) A
(2) A
(3) A
(3) A
(3) A
(3) B
(3) B
(3) C
(3) C
(3) C
11'
(2) A
(2) A
(2) B
(3) A
(3) A
(3) B
(3) B
(3) C
(3) C
(3) C
(3) D
12'
(2) A
1 (2) B
(2) B
(3) A
(3) B
(3) B
(3) B
(3) C
(3) C
(3) C
(3) D
A-1/4" LAG SCREWS W/ 21/2" PENETRATION IN MIN 2x WALLSTUDS @ 16"OC MAX
B- 5/16" LAG SCREWS W/ 2Y2" PENETRATION IN MIN 2x WALLSTUDS @ 16"OC MAX
C-7/16" LAG SCREWS W/ 3%a" PENETRATION IN MIN 2x WALL STUDS @ 161-OC MAX
D-1/2" LAG SCREWS W/ 4" PENETRATION IN MIN 2x WALLSTUDS @ 16"OC MAX
TABLE 3B - MAXIMUM RAFTER SPANS WHEN RAFTERS CONNECTED
TO EXISTING 2x WOOD LEDGER OR FASCIA
RAFTER
SPACING
10 PSF
WGSL
20 PSF
LUGSL
25 PSF
GSL
30 PSF
GSL
36 PSF
GSL'
40 PSF
GSL
42 PSF
GSL
50 PSF
GSL
60 PSF
GSL
72 PSF
GSL-
84 PSF
GSL
16"OC
24'-0'
18'-0"
16-0"
14'-0"
12'-0"
10'-0"
10-0"
NP
NP
NP
NP
24"OC
22'-0'
12-0"
10'-0'
NP
NP
NP
NP
NP
NP
NP
NP
CONNECTION OF RAFTER BRACKET TO LEDGER W/ (3) 1/4" LAG SCREWS W/ 1.5- PENETRATION
TABLE 3C - MAXIMUM RAFTER SPANS WHEN RAFTERS CONNECTED
TO WOOD -FILLED 2x ALUMINUM LEDGER
RAFTER
SPACING
10 PSF
LL/GSL
20 PSF
LUGSL
25 PSF
GSL
30 PSF
GSL
36 PSF
GSL
40 PSF
GSL
42 PSF
GSL
50 PSF
GSL
60 PSF
GSL
72 PSF
GSL
84 PSF
GSL
16110C
24'-0'
24'-0"
22'-0'
18'-0"
16-0"
14'-0"
14'-0"
12-0-
10'-0"
NP
NP
24"OC
24'-0-
16-0"
14'-0"
12.0'
10'-0"
10'-0"
NP
NP
NP
NP
NP
CONNECTION OF RAFTER BRACKET TO LEDGER WJ (3) 114" LAG SCREWS W/ 2" PENETRATION
TABLE 3D @ 16"OC - FASTENERS REQUIRED
AT CONNECTION OF RAFTER BRACKETS PER DETAIL2/L6.2
TO EXISTING WOOD -FILLED 3xALUMINUM LEDGER
TRIB
WIDTH
10PSF 1
LL/GSL
20 PSF
LL/GSL
25 PSF
GSL
30 PSF
GSL
36 PSF
GSL
40 PSF
GSL
42 PSF
GSL
50 PSF
GSL
60 PSF
GSL
72 PSF
GSL
94PSF
GSL
5'
A-16"cc
A-16"cc
A-16"cc
A-16"cc
A-16"cc
A-16"oc
A-16"oc
A-16"cc
A-16"cc
B-16"oc
C-16"oc
I
A-16"cc
A-16"cc
A-16"cc
A-16"cc
A-16"cc
A-16"cc
A-16"oc
A-16"cc
B-16"cc
C-16"oc
D-16"oc
7'
A-16"cc
A-16"cc
A-16"cc
A-16"cc
A-16"cc
A-16"oc
A-16"oc
B-16"cc
C-16"oc
D-16"cc
NG
8'
A-16"oc I
A-16"oc
A-16"cc
A-16"oc
A-16"cc
B-16"cc
B-16"cc
C-16"cc
D-16"oc I
NG
NG
9'
A-16"cc
A-16"cc
A-16"cc
A-16"oc
B-16"oc
C-16'oc
C-16"cc
C-16"cc
NG
NG
NG
1D'
A-16"cc
A-16"cc
A-16"DC
B-16"oc
C-16"oc
C-16"cc
C-16"cc
D-16"cc
NG
NG
I NG
11'
A-16"cc
A-16"cc
A-16"cc
B-16"oc
C-16"oc
C-16"oc
D-16"cc
NG
NG
NG
NG
12'
A-16"cc
A-16"cc
B-16"cc
C-16"oc
C-16"oc
D-16"oc
NG
NG
NG
NG
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 3x ALUMINUM LEDGER
USE (3) FASTENERS FROM THE RAFTER BRACKET TO THE W DOD -FILLED 3x ALUMINUM LEDGER
TABLE 3D @ 24"OC - FASTENERS REQUIRED
AT CONNECTION OF RAFTER BRACKETS PER DETAIL2/1-6.2
TO EXISTING WOOD -FILLED 3x ALUMINUM LEDGER
TRIB
WIDTH
10 PSF
LUGSL
20 PSF
LL/GSL
25 PSF
GSL
30 PSF
GSL
36 PSF
GSL
40 PSF
GSL
42 PSF
GSL
so PSF
GSL
60PSF
GSL
72 PSF
GSL
84 PSF
GSL
5
A-24"cc
A-24"cc
A-24"cc
A-24"cc
A-24"oc
A-24"oc
B-24"oc
C-24"oc
C-24"oc
NG
NG
6
A-24"oc
A-24"cc
A-24"cc
A-24"oc
B-24'oc
C-24'oc
C-24"oc
C-24"oc
NG
NG
NG
7'
A-24"oc
A-24"cc
A-24"cc
B-24"cc
C-24"oc
C-24"oc
C-24"oc
NG
NG
NG
NG
8'
A-24"oc
A-24"oc
B-24"cc
C-24"cc
C-24"cc
D-24"cc
NG
NG
NG
NG
NG
9'
A-24"cc
B-24"cc
B-24"oc
C-24"oc
D-24"cc
NG
NG
NG
NG
NG
NG
10'
A-24"cc
C-24"cc
C-24"DC
D-24"cc
NG
NG
NG
NG
NG
NG
NG
11'
A-24"cc
C-24"cc
C-24"cc
NG
NG
NG
NG
NG
NG
NG
NG
12'
A-24"oc
C-24"cc
D-24"cc
NG
NG
NG
NG
NG
NG
NG
NG
A- 1/4" LAG SCREWS B - 5/16" LAG SCREWS C- 7/16" LAG SCREWS D-1/2" LAG SCREWS
.ALL FASTEN ERS TO HAVE 3" PEN ETRATION 1 NTO THE WOOD -FILLED 3x ALUMINUM LEDGER
USE (3) FASTENERS FROM THE RAFTER BRACKETTO THE WOOD -FILLED 3x ALUMINUM LEDGER
TABLE 4 -ANCHORS INSTALLED INTO THE SIDE OF 6 IN THICK MIN CONCRETE OR CMU WALLS I
LUGS = 84 PSF MAX
IN CONCRETE, USE (2) ROWS OF 1/2" DIAS]MPSON STRONG-BOLT2 @ 32"OC, STAINLESS STEEL, WITH 3" MIN EMBED, STAGGERED,
INSTALLED PER I CC-ESR-3037.
IN CIVIL, USE (2) ROWS OF 1/2" DIA SIMPSON WEDGE -ALL @ 32" OC, STAINLESS STEEL, WITH 3 3/8" MIN EMBED, STAGGERED,
INSTALLED PERICC-ESR-1396.
USE 3" SQ.xl/4" STAINLESS STEEL WASHER WHEN INSTALLING NEW WOOD LEDGER AGAINST EXISTING CONCRETE WALL
ALLCAM.E CLEAR DIMENSION TO BEAM
SEE TABLE 1B ON 1-6.1
UgZVU AND ATTACHIdEC
PER 2/L62
ALUMINUM RAFTER
3 x 8 WOOD FILLED
ALUMINUM LEDGER
3 x Li WOOD FILLED
2 x &T WOW FILLED
(3) hfo FU1-THfZiPDED
LAG S Wl 4
_ E
ROOF BRACKET
PER 6/L4.3
ALUMINUM LEDGER
*IFRE OCCURS
Al1k,AHAIM LFDGL71
WHERE OCCURS
1
DECK
DIRECT
�SMFUR
mw r
PEKE (RATION INTO
o v o
TRUSS CHORD OR
(3) y„0 FULL -THREADED
J J J J
LAP SCREWS W/-OY'
®`J
o 0 0 0
COLUI
PDEIRATIDN
¢F-a ca
BEAM
04 r- '4-
_-.-{-
J
v
BEAM
Ifst I COLUMN
s (E) BLOCK1% BEMM
CONT. R47ERS OR TRUSSES,
(�NTTR W`�OCCURST(L� WALL SEE
RA Co70 @ 24" OC NOTE ABM
�E� F ASTER OR TRUSS BACI6PAN
NOTES: " 8-0" MIN 40'-0 MAX
1. EXISTING ROOF DESIGI+! LOM ROL = 3 PSF (MIN) TO 8 PSF (MAX)
2 NEW PATIO OM LL = 50 PSF MAX
3 PLACE "SIKA FLEX' OR SIMILAR MATERIAL BETWEEN 0?A'- tT AND COMPOSITE S`-TNGLE
ROOFING TO PROVIDE SEAL
4. BRACKET MIST BE ORIENTATED TONPRDS ROOF EDGE AS SIIGNPI.
5. USE THIS DETAIL WITH ROOF BRACKET PER 6/L4.3 AND TABLES 1 AND I ON 1-6.1.
6. VERTICAL LEG OF BR CKL7 SHALL BE LOCATED 2' MAX. FROM FACE OF WW1, ON
ETHER SIDE OF WALL
CONIJECTf[1N TO�TOP OF EXISTING ROOF
�J�LamE5�-MAX.
ALLOWABLE CLEAR DIMENSION TO BEAM
D>0"
SEE TABLE 1A ON L6.1
SEE TABLE 1
2 x 6�" 0R 3 x 8 WOOD
ON L6..
FILLED ALUMINUM LEDGER
u BRAL MET AND
ATTACHMM PER ZAb2
ALUMINUM
RAFTER
I
ROOF BRVU-7
LALTEMATRE
ORIENTATION 4"
�J
E
M]N."
MIN
_
NO WILL �
NOTE ABOvE
(E) EAVE OH
24- MAX�
RODE 13RACKET PER 5/L4.3
(3) Y2."O FULL -THREADED
LAG SCREW5 W/- 1Y4"
FT74 TRATION
(3) )z O ROIL-THW-A0EDr
LAG SMZ S W/- 4
PENETRATION
E RAFTER TO LEDGER CONNECTION
1. WHEN CONNECTING TO AN EXISTING BUILDING WALL WITHOUT
OPENINGS, SDE--c;mnFlC ENGNEF3dNG IS F E "Fa TO VERFY
ADEDWCCY OF THE EXISTING STUD WALL FRAMING WHEN THE PATIO
COa PROJECTICN IS WIDER THAN THE MAX PROJECTION SHOWN
IN THE FOLLOVANG TABLE
2 *IEN CONNECTING TO AN EXISTING BUILDING W1-IDRE AN OPENING
IS PRESENT UNDER THE ATTAG-IMENT OF THE PATIO TO THE EA4E
OR THE W41" SRTE-SFTECIFIC ENGINEERING IS FEQUIRED TO VEmFY
ADEQU4CY OF THE EXISTING S LID WALL FRAMING (INCLUDING
FEPDM SIZE) WHEN THE PATIO MIER PROJECTION IS WIDER THAN
THE MAX PROJECTION SHOWN IN THE FOLLOWING TABLE OR WHEN
THE EXISTING OPENING IS WIDER THAN THE MAX OPENING WIDTH
SI-M IN THE FOUMNG TABLE
3. NO ADDFTIONAL SITE SPECIFIC ENGINEERNG IS REQUIRED WHEN
EXISTI% OPENINGS / PROJECTIONS ARE BOTH SIMMER THAN
THOSE STATED A1BO&
TABLE 1- CRITERIATO VIEW Y7HE NEED
FOR SITE -SPECIFIC ENGINEERING
LLIGSL
MAX
MAX
(PSF)
PROJECTION
OPENING
LENGTH
WIDTH
10,20
18'-0"
&-0"
25 TO 50
14'•0"
C-01
60
lz-Cr
4'-0"
74
10'-0"
T-0"
82 1
8'-0"
2'-0"
BL OCKI% BETWEEN CONT. RAFTERS
OR 7RUSSEEXIERE OCCURS
(L� CONT. TRUSS TOP CHORD
OR RAFTERS @ 24' O.C.
�. (E) RAFTER OR TRUSS B OGPAN
5-O" MIN 40-0" MAX
NOTES:
1. EXISTING ROOF DESIGN LDA03 FUL = 3 PSF (MN) TO 8 PSF (MA)X)
2 NEW RATIO DESIGN L04M ILL - 10 PSF MAX (NO " LOAD)
3. RATE'6A R.EY OR SIMILAR MArm& BETAm AND amnomy SHINGLE
RODFING TO PROVIDE SEAL.
4. LSE ALTERNATE BRACKET ORIENTATION WHEN D < 17'.
5. USE THS DETAIL WITH ROOF EST PER 5/L4.3 AND TABLES 1 AND 1A ON L6.1.
CONN£CT10N TO 70P OF EXISTING ROOF
Tf-= 16 .
Y
CONNECTION_ TO EXISTING ROOF
'
NTS
TRIBUTARY
AREA
BLDG
I TRIBUTARY
AREA
EQ. L EQ. L DECK/RAFTER
DIRECTION
PLAN
(DIBELAMRCONNECTION TO HOUSE
NTS
LEDGER OR WALL
HAJGER w/ FASTENERS
PER TABLES 31 OR 4 ON L&I
_ 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 2/1-6.2
TP`-7 ials
2xOR3x &+�
ALUMINUM RAFTERLl� 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 15� MINIMUM RAFTERS),
- NOMINAL LUMBER SIZE 2 x 8 (AT 3 x 8 MINIMUM RAFTERS), OR
- KILN -DRY WOOD -FILLED 2 x 6)�' OR 3 x 8 ALUMINUM SECTION.
2. REFER TO TABLES ON L6.1 FOR SELECTION OF LEDGER MINIMUM
SIZE TO ALLOW FOR ATTACHMENT OF RAFTER BRACKET TO LEDGER.
3. PLYWOOD SHEATHING DOES NOT COUNT TOWARD THIS 1" MAX.
B WALL CONNECTION
"D" SEE TABLE 1 ON SL6.1
(E) BLOCKING BETWEEN
CONE RAFTERS OR
(� NALS
SIMPSON A35 - SEE TABLE 2
TRUSSES WHERE OCCURS
OR SUDS
ON L61 FOR SCREWS MID
NUMBER OF A35s REQD.
UST AND
ATTACHMIENT PER
2A6.2 SEE NOTE 2
2xOR3x
ALUMINUM
(E) CONT. TRUSS
RAFTERS
TOP CHORD OR
EXISTING FASCIA
R*TERS @ 24' OC
EOM
PLYWOOD SHEATHING
(
WHERE OCCURS
NULL
SEE OTE ABM
Al 0 0EZE CLEAR DMISON
70 EEAAi
(E) EAVE OH
RAFTER OR TRIM BADGM
SEE TABLE 1 ON Ml 24MAX
G-V MN MAC
NOTES:
1.
EIaS ING ROOF DESIGN LOADS:
FROL - 3 PSF (MJN� TO 8 P5(MAX)
R4A& = 10, 20, 25, 30, 40 OR 50 PSF
2
FAS70 ES TOLE LOCATED 4" MN FROM SPICE IN
(E) FASCIA
BOARD A40 2" CLEAR FROM TOP AID BMW OF (Ej FASCIA BOARD.
A CONNECTION TO EDGE OF EXISTING RDDF
(E) STUD WALLT 3" x 8" x 0.042" BEAM
(3) Y"0 LAG
SCREW .
P (3) #14 SMS
ii EA SIDE
�M]N.
P
--CO..I 1" THICK MAX LATH AND L L
PLASTER OR WOOD SIDING OR
•''
1, 2 OR 3 COATS OF STUCCO 3" x 8" RAFTER EfFOC ET
SEE NOTE 6
NOTES-
1. USE OF THIS DETAIL IS LIMITED TO THE FOUD111INI3
FOR U.JGSIL = 10 PSF ; VAX TPo$ AREA TO CONNECTION "'TION - 100 FfZ
FOR U.ASL = 2D OR 25 Fa MAX 7iIB AREA TO W0,11EC11CN = 55 FfZ
FOR GSL - 30 ISF, VAX TR IB AREA TO CONNECTION - 45 FTz
FOR GSL > 30 PSF, DETAIL IS NOT ALLDO
2. SEE FLAN FOR DEFINITION OF TRIBUTARY AREA
3. BEAM MUST LINE LP WITH E)aSTING RILL HDGHT WALL STUD. NO OPENING ALLOWED
UNDER CONNECTION.
4. USE (2) W HL71 KEl-TZ W/ 4' EMM TP OX WqL W/ 5' SPACING
5. USE IT TALL GRACKff & (2) V HILT1 XB-3 W/ 4' DEED 0 CMU WALL W/ LT
SPXR G
6. PLYWOOD SHFATHNG DOES NOT ODUNT TWM THIS 1" MAX.
(E) 1" THICK MAX LATH AND
PLASTER OR WORD SIDING OR
1, 2 OR 3 COATS OF STUCCO
SEE NOTE 1
CONNECTION OF
RAFTER BRACKET
TO LEDGER PER
TABLE 39, 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
OR2xEhOR3x8
WOOD FILLED ALUMINUM
MEMBER
I®
SMS PER 3/1-6.2,
TYP
RAFTER PER PLAN
U BRACKET, SIM TO
2/1-4.3 OR 3/1-4.3
NOTE:
1. PLYWOOD SHEATHING DOES NOT
COUNT TOWARD THIS 1" MAX.
:n DER TO WALL LEDGER / FASCIA
CONNECTION 1-1/2"4-0"
(E) 1" THICK MAX LATH AND
PLASTER OR WDCD S N R
1, 2 OR 3 COATS OF STUCCO
SEE NOTE 2
RAFTER PER PLAN
FOR LL/SL = 10 PSF,
USE (2)#14 SMS EA SIDE
FOR LL/GSL = 20. 25, OR 30 PSF,
USE (3)#14 SMS EA SIDE
FOR GSL = 40, 50, 60, 72 OR 84
PSF, USE (4)#14 SMS EA SIDE
U BRACKET, SIM TO
2/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.
r 3 l RAFTER TO STUD WALL
CONNECTION 1-1/2"=1'4'
LATTICE ATTACHMENT PER
#8 SMS 7/L6.3
3 x B x 0.42 BEAM
OR 3' SO. STEEL BEAM -
DOUBLE BEAM (4) #14 SMS EA (6)-#14 SOS @ EA. SIDE
B9, B10, B12, RAFTER TO COLUMN TOP & BOT TOTAL = 24
815 OR B16 (B TOTAL)
1V SO. OR 2" SO. OR
2 x 3" LATTICE @ 3" O.C. I 1 5/8"0 HOLE WITH H BRACKET PER 1/S4.5 2465 RAILROAD ST,
MIN. UP TO 6" O.C. MAX I OO I PLASTIC PLUG, AS OR 1/L4.3 CORONA, CA 92880
REQ'D, TYP. IT IS
ACCEPTABLE TO USE
I I _ r>Nw� — --
3° OR 4" SQ.
951.736.4500
RAFTERF
SEVERAL ALUM.
I I SCREWS, TYP.
I
rGss r
0
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. S58
THIS DETAIL IS NOT TO BE USED IN LIEU OF A COLUMN.
LATTICE TUBE TO RAFTER STUB COLUMN TO DBL BEAM 'H' BRACKET 70 POST q ��
? 3"=1'-0" (�) CONNECTION 1-1/2"=1'-0" (D1-1/2"=1'-O" CA0
LATTICE ATTACHMENT PER 7/1-6.3 SPLICE DATE SIGNED: June 04, 2019
1 2' MAx
WHERE OCCURS
(6) #14 SMS @ EACH (INT COL ONLY)
DBL RAFTER HEADER TO FASTENERS PER COLUMN DOUBLE BEAM B9,
U BRACKET PER 2/L4.3 (12) FASTB10, B12, 915 OR
OR 3/L4.3 (4) #14 SMS EA RAFTER CONNECTION B16 �+A�
TO COLUMN (8 TOTAL) 5/8"0 HOLE WITH
5/8"0 HOLE WITH PLASTIC PLASTIC PLUG, AS I II I
PLUG, AS REQ'D, Tl'P. IT IS REQ'D, I I P. TT IS 26030 ACERO, SUITE 2DD
ACCEPTABLE TO USE ONE ACCEPTABLE TO `� ` MISSION VIEJO, CA 92691
::o
IHOLE TO INSTALL SEVERAL USE ONE HOLE 949.305.11501 FAX 949.305.1420
SCREWS, TYP. TO INSTALL oSEVERAL SCREWS,II0IYP. 1 II
il
i I ATTACHMENTS PER 2/L6.3
� I I
O 1 1 (2) #14 SMS EACH
I I SIDE T&B @ 32" ARCHITECTURAL SIDE
O -• I I DBL BEAM B9, 810, B12, O C PLATES, WHERE OCCUR,
a a [ B15 OR B16 SHALL STOP &FLUSH I A
BELOW BEAM A pMo
I I 3" OR 4" 50. POST W/
OPTIONAL SIDE PLATE OR 3" OR 4" SO. POST
ARCH COL WHERE OCCURS
BRACKET ES
SCALE: 6'=I'-o• & DBL RAFTER TO DBL BEAM 2 DBL BEAM TO COL TM
CONNECTION 1-1/2"=1'-0° 1-1/2"=1'-0"
EXPIRES ON: JUNE 30, 2020
REVISIONS
3" WIDE BEAM TYP 62,
RAM 0.5' 0.5° (2}#14 x �'4" TEK B5, 811, B13 OR B14 1 2' MAX SPLICE MARK DATE DESCRIPTION
SCREWS Fri SIDE 3" CR 8" BEAM (6) #14 SMS EA. SIDE �� WHERE OCCURS
e T TO E SIdS F1EVAllOIL AT SIDE 14 SMS SP3 (INT COL ONLY)
%"o PLASTIC PLUG, TYP. AT) SIDE PLATE SSP4IDE a
SEE NOTE 1. i e
BR60 ET PER 2A4.3 (4}#14 x Y4" TEX SCRENS � � 4 STEL JOB # DAo2-oz
OR 3/L4.3 BRACP0 TO BEAM PROVIDE FULL BEARING OF
SINGLE 3 x 8 OR 3 x 3 fa, BEAM ON POST.° DATE 07I06I18
BEAM BELOW A I D T DRAWN BY CM
%-0 HOLE WITH PLASTIC PLUG, AS
REQ'D, TYP. IT IS ACCEPTABLE TO CHECKED MDS
QYZ SIDE PLATE EA SIDE USE ONE HOLE TO INSTALL
SEVERAL SCREWS, TYP. IAPM0195 V 3.1
RAFTER (2)-#14 x Y" TEK SCREWS
EACH SIDE BRACKET TO (2) #14 SMS EA SIDE AT / QY" SIDE PLATE EA. SIDE, SEE
3' SQ. PEST BEf1JEfT!ABLE 1 ON S1.x OR L1.x
RAFTER SIDE BOTTOM AND AT 32' oc MAX..MAxb- LATTICE STRUCTURES:
(2�#14 x 34" TEK SCREWS OPTIONAL STYROFOAM INFILL OF
BRACKET TO EACH BEAM 9 SECTION 3" SQ. POST BETWEEN A ELEVATION SIDE PLATES CAN STOP BELOW CONNECTION DETAILS
(4) TOTAL THE CONNECION
SIDE PLATES
DBL 2 x 6 BEAM BELOW
OR
DBL 3 x 8 BEAM BELOW
$ BEAM TO RAFTER BRACKET S AT COLUMN B2, ADJUST SCREW LOCATION TO LOCATE SCREWS BEAM TO POST CONNECTION NOS L6.3
CONNECTION 1-1/2"=1'-O" 3/4"=1'-0" INTO THE FLAT PORTION / VERTICAL WALL OF BEAM
STEEL SLEEVE PER
4/0.2 AT POST
TYPE C7, CB, & C9
ADJACENT 1
�BOLTS PER TABLE 2
GRADE TYP.=
T PER 4/L7.2 ° x m
• w�
" a c� a
w fN n
3 �M
' . A
CONCRETE� � � •' f f '
WIDTH = LENGTH 111
SEE FTG. LE
IN BEAM SPAN TABLES
NOTES:
1. THIS DETAIL CAN BE USED FOR STEEL POST TYPES C6, C7, C8, OR C9.
2. THIS DETAIL SHALL NOT BE USED FOR ALUMINUM POST TYPE C1 OR
ALUMINUM POST TYPES C2 OR C5.
3. IT IS ACCEPTABLE TO EMBED THE STEEL POST DIRECTLY INTO THE FOOTING
PER 5/0.1 INSTEAD OF USING THE POST SLEEVE SHOWN IN THIS DETAIL
4. THIS DETAIL CAN BE USED AT FREESTANDING OR AT ATTACHED STRUCTURES.
7 STEEL POST SLEEVE CONNECTION
TO CONCRETE FOOTING 1,4-01
ADJACENT
GRADE TYP.
POURED
CONCRETE
3" OR 4" STEEL POST.
a
° 1
_
3"MIN.
_
F
$
?
TYP.
'
o
or
wz
w
�y�j
OAJ
En to
1
iv
U Q
m
a
�
4
�f�
WIDTH=LENGTH (IN)_
SEE FIG. SCHEDULE
IN BEAM SPAN TABLES
h'0 A36 THREADED
ROD W/- NUT EA SIDE
OF COL OR J4 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.
STEED. POST EMBEDDED
INTO GONCHEiE FOOTING 1"=1'-0"
TABLE 2 - ANCHORAGE SCHEDULE
BRACKET
DETAIL
POSTTYPE
FfG(IN)
ANCHOR BOLTS
(SEE NOTE 2)
SEE
NOTES
ALUM T
1/1-7.2
Cl
SOG
(20/8" dia w/ 1-7/8" embed
ALUM
1/0.2
C1
.ALL
(2)-3/8" dia w/ 2-7/8" embed
ALUM T
2/0.2
C2
SOG
(2)-3/8" dia w/ 1-7/9' embed
3
ALUM T
2/1.7.2
C2
ALL
(2)-3/8" dia w/ 2-7/8" embed
3
ALUM T
2/02
C5
SOG
(2)-3/8" dia w/ 1-7/8" embed
3
ALUM T
2/1-7.2
CS
ALL
(2)-3/8" dia w/ 2-7/8" embed
3
STEELT
3/L7.2
C6
SOG
(2)-3/8"diaw/1-7/8"embed
STEELT
3/1-7.2
C6
-<22"
(2)-3./8"di. w/2-7/8"embed
1,3,4
STEELT
3/0.2
C6
524"
(2)-1/2"dia w/3-1/4"embed
1,3,4
STEELINS
4/1-7.2
C6
:5 30"
(4)-1/2" dia w/ 3-1/4" embed
1,4
STEEL I NS
4/1.7.2
1 C6
S 34"
(4)-5/8" di a w/ 4" embed
1,4
MELINS
4/1.7.2
C6
235"
(4)-3/4" dia w/ 4-3/4" embed
1,4
STEEL INS
4/L7.2
C7,C8,C9
ALL
(4)-3/4"dia w/4-3/4"embed
1,5
EMBED
5/1-7.1
C10,C11
ALL
N/A
NOTES:
1- "FTG (IN)" ISTHE FOOTING DIMENSION REFERENCED IN BEAM SPAN TABLES ON
SHEETS LS.xx.x
2 - ANCHOR BOLTS SHALL BE SI MPSON STRONG BOLT 2, STAINLESS STEEL
(ICC-ESR3037). HILTIKB-TZSSCANALSOBEUSED WITH A4"SLAB,ANDA
REDUCED EDGE DISTANCE OF 3 1/2" (ICC-ESR-1917).
3 - IT IS ACCEPTABLE TO USE THE STEEL INSERT PER 4/0.2 INSTEAD OF THE
ALUMINUM T PER 2/0.2 FOR POSTTYPES C2 AND CSOR INSTEAD OF THE STEELT
PER 3/0.2 FOR POSTTYPE C6. BOLTS CAN REMAIN AS SPECIFIED INTHIS TABLE,
BUT (4) BOLTS SHALL BE USED. SEE NOTE 6.
4- IT IS ACCEPTABLE TO USE THE EMBEDDED POST DETAIL5/1.7.1 I NSTEAD OF THE
STEEL I NSERT OR STEELT FOR STEEL POSTS C6.
5 - IT 15 ACCEPTABLE TO USE THE EMBEDDED POST DETAI L 5/0.1 1 NSTEAD O F THE
STEEL INSERT FOR STEEL POSTS C7, C8 AND C9.
1 1ANCHORAGE OF POSTS
`� TO SLAB QR FQOTfNG
3" STEEL OR
ALUMINUM POST
0
STwT�
W N ° d
o ,
Ir
c7
c•
WIDTH - LENGTH(IN)
SEE FIG. SCHEDULE It
BEAM SPAN TABLE
°T` BRACKET PER 1 /L7.2, 2/L7.2,
OR 3/L7.2.
PER TABLE 2
GRADE TYP.
CONCREE FOOTING
NOTES:
1. THIS DETAIL SHALL NOT BE USED FOR FREESTANDING STRUCTURES.
2. THIS DETAIL SHALL NOT BE USED FOR POST TYPE C7, C8, C9, C10.
C11.
E
T BRACKET CONNECTION
TO CONCRETE FOOTING 1'-v-v
TABLE 1
ALTERNATE FOOTING DIMENSIONS
F7G(IN) I
W=L=D
(SEE NOTE 1)
Alt
WxLxD
(SEE NOTE 2)
Aft 2
WxLxD
(SEE NOTE 3)
Al t3 (ATTACHED)
WxLx28"
(SEE NOTE 4)
AIt4
WxLx18"
(SEE NOTE 5)
Alt
1NxLx24"
(SEE NOTE 6)
AIt6
WxLx30"
(SEE NOTE 7)
AIt7
WxLx36"
(SEE NOTE 8)
Alt
WxLx42"
(SEE NOTE 9)
18
18x18x18
12x12x12
28x18x18
ISx3.8x18
16x16x24
14x14x30
13x13x36
12x12x42
20
20x2Ox2O
12x12x12
21x21x19
25x25x18
19x19x24
17x17x30
15x15x36
14x14x42
22
22x22x22
16x16x16
25x25x16
33x33x18
21x21 x24
19x19x30
17 x17x36
16x 16 x42
24
24x24x24 1
20x 20x20
28x 28 x18
43 x43 x18
24x24x24
22x22x30
20x2Ox36
18x19 x42
26
26x26x26
23x23x23
32x32x18
31x31x24
24x24x30
22x22x36
21x21x42
28
28x28x2B
25x25x25
35x35x18
38x36x24
27x27x30
25x25x36
1 23x23x42
30
30x3Ox3o
280808
39x39x18
30x30x30
28x2Bx36
26x26x42
32
32x32x32
30x30x30
43x43x18
37x37x30
30x3Ox36
28x29x42
34
34x34x34
32x32x32
47x47x18
33x33x36
31x31x42
36
36x36x36
34x34x34
51x51x18
36x36x36
34x34x42
38
3Bx38x38
37x37x37
55x55x28
43x43x36
36x36x42
40
40x40x40
39x39x39
60x60x18
39x39x42
42
42x42x42
41x41x41
64x64x18
42x42x42
44
44x44x30
46
46x46x30
48
48x48x30
50
50 x 50 x 30
52
52x52x3D
54
54 x 54 x 30
56
56 x 56 x 30
58
58xS8x30
60
60 x 60 x 30
62
62 x 62 x 30
64
64 x 64 x 30
66
66x66x3D
68
68 x 68 x 30
70
70 x 70 x 30
72
72 x 72 x 30
74
74x74x30
76
76x76x3D
78
78 x 78 x 30
80
80xSOx3D
82
82 x92x30
84
84 x 84 x 30
86
86 x 86 x 30
88
88 x 88 x 30
90
90 x 90 x 30
NOTES:
1- "FFG (IN)" IS THE FOOTI NG DI MENSION REFERENCED IN BEAM SPAN TABLES ON SHEETS S8.xx.x OR LSxxx.
2 -"ALT 1" 15 THE FOOTING DIMENSION BASED ON THE "FTG (IN)" DIMENSION. NOTETHAT W=D=L
3 - "ALT 2" I S THE ALTERNATE FOOT] NG DIMENSION REQUI RED WHEN A 3.5" MIN THICK SLAB IS PRESENT ABOVE THE FOOTING. NOTETHAT W=D=L
4 - "ALT 3" ISTHEALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPTTO AN 16' DEPTH FOR UPU FT DESIGN ONLY. THIS VALUE I S TO BE USED
ONLYATATTACHED PATIO STRUCTURES. NOTETHAT W=LAND D=18".
5 - "ALTO" ISTHEALTERNATE FOOTING DIMENSION REQUIRED WHENTHE FOOTING IS KEPTTO AN 18" DEPTH. NOTETHAT W=LAND D=18".
6 - "ALT 5" ISTHEALTERNATE FOOTING DIMENSION REQUIRED WHENTHE FOOTING IS KEPTTO AN 24" DEPTH. N07E THAT W =L AND D=24".
7 - "ALT 6" ] 5 THE ALTERNATE F0071 NG DI MENSI DN REQUIRED WHENTHE FOOTING 15 KEPTTO AN 30" DEPTH. NOTE THAT W=L AND D=30".
8-"ALT7" ISTHEALTERNATE FOOTING DIMENSION REQUIRED WHENTHE FOOTING IS KEPTTO AN 36' DEPTH. NOTETHAT W=LAND D=36".
9-"ALT8" ISTHEALTERNATE FOOTING DIMENSION REQUIRED WHENTHE FOOTING IS KEPTTO AN 42" DEPTH. NOTETHAT W=LAND D-02
S FOUNDATION TABLES
O Oo ASTM A500 GRADE B 1 ALUM ALLOY 6063-T6
- 2.875" (4)-#14 SMS
o NSERT TO OR TEKSID SCREWS,
EA SIDE, T1P..,
PLAN 3[e BASE PL
Y STEEL POST
0
- - 0.188" THICK MIN `V %"0 HOLE EA SIDE
.9 HSS INSERT
1 0.085" TYP.
- -- [3) �4'o BOLTS 0.754 2485 RAILROAD 5T,
5.662' TYP. CORONA, CA 92880
_ 10" SO. x V BASE PL 951.736.4500
T•0•� 1. BRACKET LENGTH IS 2.75"
ELEVATION 2. THIS BRACKET IS TO BE USED WITH POST TYPE C1, WITH OR WITHOUT
NOTES: SIDE PLATES PER SP3 OR SP4.
1. THIS BRACKET IS TO BE USED WITH POST TYPE C7, CB & C9, AND WITH C6 3. SEE TABLE 2 ON L7.1 FOR ATTACHMENT TO FOOTING/SLAB. 3FESSIpyq�
(WHEN FOOTING SIZE IS 25' OR LARGER). 4. INSTALL 14 x tY x K HDG WASHER PLATE AT ANCHORS FOR 130 MPH
2. SEE TABLE 2 ON S7.1 FOR ATTACHMENT TO FOOTING/SLAB.
3. INSTALL 1Y4 x 1Y x Ya HDG WELDED WASHER PLATE WHEN HOLE DIAMETER IS cy
MORE THAN Ye" BIGGER THAN ANCHOR BOLT DIAMETER. �.8 54.
THIS BRACKET CAN ALSO BE USED FOR POST TYPE C2, C5, OR C6 (ALL �l
FOOTING SIZES) SEE TABLE 2 ON L7.1 AND 7/1-7.1 FOR ANCHORAGE
REQUIREMENTS.
STEEL POST SLEEVE ALUMINUM T-BRACKET
4 FOR POSTS C7, CB, C9 3/4"=1'-0" FOR POST Ci OF CNI-��
ALUM ALLOY 6063-T5
DATE SIGNED: June 04, 2019
4-JI14 SMS
TABLE 3 - (MAX WIND SPEED:130MPH, EXP C)
MAXIMUM POST SPACING WHEN PATIO COVER
IS INSTALLED ON SLAB ON GRADE
TRIB
WIDTH
LATTICE FRAMING
LL/GSL(psfj
GSL(psf)
SO psf
20 psf
25 psf
30 psf
V
13'-7"
11'-0"
10'4"
9.-0"
6'
11'-4"
91,9•
9'-O"
8'4"
81
8'-6"
8'-6"
7-6"
T-0"
9'
7'-i•
8'-0"
7'-0"
NP
10,
6'-9"
7'-6"
NP
NP
11'
6'-2'1
T-0"
NP
NP
12'
5'-8"
6'-6"
NP
NP
OR TSCREWS,
EA. SIDE, TYP.
3" STEEL OR
CENTERLINE OF "T'
I I
�b"0 HOLE EA SIDE
ALUMINUM POST
BRACKET TO PARALLEL
1 I
To HOUSE wall
L
I 0.094 TYP l
26030 ACERO, SUITE 200
0
5.50°
MISSION VIEJO, CA 92691
TYP.
949.305.11501 FAX 949.305.1420
AOJACENT GRADE 1
"1" BRACKET PER 1/0.2,
NOTES:
WHERE OCCURS
2/0.2 OR 3/1-7.2
1. BRACKET LENGTH IS 2.75".
6" MIN.
2. THIS BRACKET IS TO BE USED WITH POST TYPE C2 OR C5, WITH OR
EXISTING OR NEW SLAB ON
WITHOUT SIDE PLATES PER SP3 OR SP4.
SEE
NOTE 6 L
GRADE. fc=2,500 PSI MIN.
3. SEE TABLE 2 ON L7,1 FOR ATTACHMENT TO FOOTING/SLAB.
4. INSTALL 1h x % x Ys HDG WASHER PLATE AT ANCHORS FOR 130 MPH.
5. 5M T-BRACKET PER 3/1-7.2 CAN BE USED IN LIEU OF THIS BRACKET.
MI
`
SEE NOTE 6
P x h
NOTES:
\'.�%>>
lV`
1- "NP" INDICATES THAT A FOOTING IS REQUI RED, AND THE PATIO
EDGE OF SLAB BOLTS PER TABLE 2
COVER CAN NOT BE SUPPORTED ON A SLAB ON GRADE.
WHERE OCCURS
E 5
2-FOR UVEORSNOW LOADS HIGHER THAN THE ONES SHOWNON
ALUMINUM T-BRACKET
TM
THIS TABLE A FOOTING IS REQUIRED AND THE PATIO COVER CANNOT
E) FOR POSTS CZ 05 3"=1'-O"
BE INSTALLED ON SLAB ON GRADE
NOTES:
1. THIS DETAIL CAN BE USED WITH POST TYPES C1, C2, C5, OR C6.
0.75' 4.00" ASTM A500 GRADE B
EXPIRES ON: JUNE 30, 2020
REVISIONS
2. TABLES 3 AND 4 IN THIS DETAIL CAN BE USED FOR FREESTANDING
TYP 1.75" 4-Wfi'0 HOLES
MARK DATE DESCRIPTION
STRUCTURES AND/OR COMMERCIAL APPLICATIONS, BUT THE STRUCTURE
10
CANNOT BE INSTALLED ON A SLAB ON GRADE AND REQUIRES A
❑ O 1 3ifs'0 & 2-51s
TABLE 4- (MAX WIND SPEED: 130MPH, ECP C)
MAXIMUM TWO POSTATTACHED STRUCTURE WI DTH
WHEN PATIO COVER IS INSTALLED ON SLAB ON GRADE
LATTICE RAFTERS
TRIBWIDTH
LL/GSL (psf)
651-030)
(ft)
10 psf
20 Psf
25 psf
30 psf
5
27'-2'
22'-0"
20'-8"
18'-0"
6
22'-8"
19'-6"
18'•0"
16'-8'
7
19'-4"
18'-0"
16'-0"
15'-0'
8
17'-0"
17-0"
1511"
14'-0"
9
15'-2"
16'-0"
14'-0"
NP
10
13'-6"
15'-0"
NP
NP
11
12'-4"
14'-0"
NP
NP
12
11.1.1
13'-0"
NP
tNP
F001ING PER ,B.xx.x. � HOLES, TYP EA SIDE
3. THIS DETAIL SHALL NOT BE USED FOR POST TYPE C10 & C1 1. 00, L. - -
4. SEE "SLAB ON GRADE USED AS A FOUNDA11ON SYSTEM" NOTES ON 0 O O O CENTERUNE OF
GO.1 FOR MINIMUM OVERALL DIMENSION OF SLAB AND ACCEPTABLE 'T' BRACKET TO kDATE
LJOB# DA02-02
CRACKING AND CONTROL/EXPANSION JOINTS CRITERIA N PLABE PARALLEL TO5. WHEN THE PATIO COVER IS INSTALLED ON A SLAB ON GRADE 3.50" �1.00"HOUSE WALL 07/05/7B
(RESIDENTIAL APPLICATIONS ONLY), THE MAXIMUM POST SPACING IS TYP
THE LOWEST OF THE "MAX POST SPACING (SPAN)' SHOWN ON L8.XX.1 DRAWN BY cm
AND THE MAXIMUM POST SPACING SHOWN IN TABLE 3.
2-7Xs'O HOLES FOR
6. SEE NOTE 2 ON 4/L7.1 FOR ALTERNATE a _�
,� M.B. TYP. CHECKED MD8
7. THIS DETAIL CAN ONLY BE USED IN AREAS WITH A FROST DEPTH N
EQUAL TO ZERO. IAPM0195 V 3.1
B. SEE "GENERAL NOTES - SLAB ON GRADE USED AS A FOUNDATION a
SYSTEM" NOTES ON Go.1 FOR MORE INFORMATION. ELEVATION
NOTES: LATTICE STRUCTURES:
1. THIS BRACKET IS TO BE USED WITH POST TYPE C6 WHEN FOOLING SIZE FOUNDATION DETAILS
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.
9 T BRACKET CONNECTION (�) STEEL T-BRACKET L7.2
TO SLAB ON GRADE 1"=1'-0' FOR POST CS 3"=l'-0"
ATTACHED & FREESTANDING LATTICE COVERS -10 PSF SNOW LOAD OR LIVE LOAD - 110 MPH - EXP. B & C
65
810 DBL2x6.5x0.032
Bti 3x8x0.042
BS DBL2x6.5x0.042
612 DBL3x8x0.042
613
12GASTCL"U("CHANNEL.
14GASTL INSERT
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
MAX
MIN
TRIB
'WIND
POST
FTG
POST
PCST
FTG
POST
POST
FTG
POST
POST
FTG
(POST
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
'T
POST
FTG
POST
WIDTH
EXP
SPACING
(IN)
TYPE
SPACING
(IN)
TOPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
SPACING
ON)
PE
SPACING
(IN)
TYPE
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
5.
110 B
16'-9'
15
C1
14' 7"
29
C7
14'-1 D"
15
14'-10
28
15'-4"
15
15'-4"
26
18'-0"
15
18'-0"
29
21'-8"
16
21'-B"
31
C7
20'-9"
16
2D'-9
31
G7
01
C7
C1
C7
Cl
C7
C1
01
110 C
18'"9"
17
14'7
31
CB
14' IV'
77
14'-6"
30
15'-4"
17
15'-1"
30
1B' 0"
18
17' G'
31
21'-8"
19
21'-2
33
C8
2D'-9
15
2V-2"
33
C8
6
170E
15-3"
16
C1
13'-3"
26
C7
13'7"
15
Cl
13'-7"
2B
14'-1"
15
14'-1"
28
16�"
16
16'�"
29
19'-9"
17
19'�
30
C7
19'-0
17
C1
19'U"
30
C7
C7
C1
C7
C1
C7
C2
110 C
15'-3"
1B
13'-3"
30
CB
13'-7"
17
13'4'
29
14'-1"
17
13'-9"
29
16-4-
1B
16'-0"
3D
19'-9"
19
19 3
32
19'-0"
19
18,-6„
32
T
110 B
14'-2"
16
C1
12'-4'
26
C7
12'-7"
75
12'-7"
28
13'-1"
15
13'-1"
28
15'-2"
16
15'-7'
29
18'4'
17
1814,
30
174"
17
iT_T
30
C7
Cl
C7
C1
C7
Cl
C7
C2
C7
110 C
14'-2'
1 B
12' 4"
30
12'-7"
17
12-3
29
13'-1"
17
12'-9"
29
15-T
19
14-1 D"
30
1 B'�"
20
17'-1(
3i
17'-7"
19
17'-1"
31
8
11 D B
13-3"
16
Cl
11' 7
29
11'-9"
16
11'-9
28
12'-3"
16
12'-3"
2B
14'-3"
17
14'-3"
29
17'-2"
18
17'-2"
31
16'-0
18
16 6
31
C7
C7
C1
C7
Cl
C7
Cl
C7
C2
C7
02
110 C
13'-3"
19
11'-7'
29
11'_9„
18
11'-6'
2B
12'_3"
18
12'-0"
28
14'-3"
19
13'-19'
29
17'-2"
20
16'-9"
31
16'-0"
20
16'4'
31
9
110 B
12' 7"
17
11'-D"
29
11'-2"
16
11'-7"
16
11'-7"
29
13'E"
17
112"
16'-3"
18
16'-3"
31
16-6"
18
15-G"
31
C2
C7
C1
C7
C1
C7
C2
C7
C5
C7
110C
12'-T'
19
11'-0"
29
11-2"
18
11'7"
18
11'-3"
28
13'-6"
19
1
16`4'
21
15'-9"
31
15'-0"
20
15'-7'
31C7
110 B
12'-0"
17
C2
1014,
3D
C/
10'-7"
16
C1
C7
11'"16
11'-0"
29
1
154"
18
15'4"
32
C7
W-9"-1'110C
CS
C7
C1
C720
C2
C7
C5
12'-0"
19
10'�"
3D
10'-7"
19
11'-0"
19
10,_8,
29
1
15,�„
21
15,_1„
32
14,_9..
121
14,�„
11'110C
110B
1 V-4"
17
C2
W-10"
30
10'-1"
17
C7
OV-2"29
9
10'-6"
17
10'-0"
29
18
1
14'_8"
19
14'-8"
32
14'-1"
19
CS
14'-1"
32
C7
C1
C720
C2
C7
C5
C7
1V-4"
20
9'-i0"
30
10'-1"
19
10'-0"
19
10'-1"
29
g2-17
11
14'-B"
21
14'4'
32
14'-1"
21
13,-8„
32C7
12'
110B10'-10"
1B
C2
9'-0"
30.
C8
9'-8"
17
C29
9
C7
9'$"
17
9'-8'•
29
18
1
14'-1"
19
14'-1"
32
C7
13'-0"
19
C5
13'-0"
32
C7
110 C
1 D'-10"
20
9'�
30
9'-8"
19
9'-8"
19
C2
9'-2"
29
C720
C2
1C7
14'-1"
22
C5
13'-9"
32
13'-0
21
1T=L
32
x8xO.O42 BEAM
312
B12
/RT
B14
GA STL INSERT
B15 DBL 14 GA STL INSERT
B16 DB GA STL INSERT618
12 GA STL U-IN E
$i 9 DBL 2 GA STL U- NSERT
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
TRIB
WIND
MAX
POST
FTG
MIN
POST
MAX
POST
FTG
MIN
POST
MAX
POST
FTG
MIN
MAX
POST
FTG
MIN
MAX
POST
FTG
MIN
MAX
POST
FTG
MIN
MAX
POST
FTG
MIN
MAX
POST
FTG
MIN
MAX
FTG
MIN
MAX
POST
FTG
MIN
WIDTH
EXP
SPACING
(SPAN)
(IN)
TYPE
(SPAN)
(IIV)
TYPE
TYPE
SPACING
(SPAN)
ON)
POST
TYPE
SPACING
(SPAN)
(IN)
POST
TYPE
SPACING
(SPAN)
(IN)
p057
T PE
SPACING
(SPAN)
(IN)
POST
TYPE
SPACING
(SPAN)
(IN)
POST
TYPE
SPACING
(SPAN)
(IN)
POSTPOST
TYPE
SPACING
(SPAN)
(IN)
POST
TYPE
SPACING
(SPAN)
ON)
POST
TYPE
5,
11 D B
22'-B"
17
C1
22'-B"
31
C7
29'-2"
1 B
C2
29'-2"
33
CB
32'-D"
19
C5
32'-0"
34
CB
26-10-
17
C6
25'-10"
42
CB
32'-6"
18
C6
32'-6-
49
CS
11D C
22'�"
19
22'-1"
33
C8
29'-2"
21
28'-0"
35
C9
37-M
21
31'-2"
36
C11
22-11'
19
C6
22'-11"
41
C11
5'-11
21
C6
28'-11-
47
C11
6.
112 B
20' B
17
C2
20' B"
31
C7
26'-B"
19
C5
26-6"
33
C8
29'-2"
19
C5
29'-2"
n
CB
24-3
17 17
06
24'-3"
48
C8
30W
19
C6
30'-7"
51
C8
11D C
20'-0"
20
20'-2"
32
26'-B"
21
26"-0"
35
C9
29'-T
22
26'-0"
36
C9
21'-7"
20
C6
21-7
42
C9
27'•2"
21
21
C6
27-2"
49
C9
T
110 B
19'-2"
1B
C2
19'-2"
31
C7
24'-B"
19
C5
24' B
33
CB
27'-1"
20
C5
27'-1"
33
CB
23'-1'
18
C6
23'-1"
49
CB
29'-1"
19
C6
29'-1'
53
CB
110 C
19'-2'
20
19'-2"
32
24'8"
22
24'-1"
34
27'-1"
22
26'�"
35
C9
20'-0"
21
C6
20'-0"
47
C9
25'-10"
22
C6
25'-10"
51
C9
8'
110 B
16'-0
18
C2
18'-0"
31
C7
23'-2"
20
CS
23'-2"
33
CB
25'-3"
2D
CS
25'-3"
C8
22-1"
18
CB
Ti'-1`
51
CB
27-1D°
20
C6
27-10°
54
C8
11 D C
1 V-0"
21
1 B'-0"
31
23'-2"
22
22'-T'
33
25'-3"
23
24'-8"
�36
19'-7"
21
C6
1 T-T'
49
24'-B"
23
C6
24'�'
52
9
110 B
1T-0"
18
C5
17'-0"
32
C7
21'-10"
20
C5
21'-10"
34
CB
23'-1D"
21
CS
23'-10"
C9
21'-2°
19
C5
2V-2"
52
C9
26'-9°
20
C6
26'-9'
55
C9
110 C
17'-0"
21
17'-0"
31
2V-1p"
23
21'-3"
34
23'-10"
23
23'-3"
34
CB
18'-10"
22
C6
18'-10"
50
CB
23'-9"
23
C6
23'-9"
54
CS
1D'
110 B
16'-1"
19
CS
16'-1"
32
C7
20'-9"
20
05
2D'S"
34
CB
22'-8"
21
C5
22-8"
35
C9
2US'
19
C6
20'-0"
53
C9
25'-10'
21
C6
26-1D'
57
C9
11D C
18'-1"
21
16'-1"
32
20.9'
29
2D'_2'
3q
22'-8"
24
22_1„
35
18'-2°
22
C6
1B'_2„
51
22'-11"
24
C6
22'-11'
S5
11'
110 B
15'-4"
19
CS
15'4"
32
C7
1 T-9"
21
C5
C9
21'-B
21
CS
21'-B"
36
C9
19'-10"
20
C6
19'-10"
54
C9
25'-0"
21
C6
25'-0°
58
C9
110 C
15'-4"
22
15'�"
32
19'-9"
24
21' 8"
24
21'-1"
35
17'-7°
23
C7
17'-7"
52
22'-2"
24
C7
22'-2"
56
12'
11D B
14'-9,
19
CS
14'-9"
32
CB
19'-0"
21
CS
n191-01,35
C9
20'-B"
22
C5
2U-B"
36
C11
19'-3"
20
C6
19'-3"
55
C11
24'-3"
22
C6
24-3'
59
C11
17DC
14'-9"
22
14'-9"
33
19'-0"
24
20'-B"
25
20-2
36 36
C10
17'-1'
23
C7
17'-1"
53
C70
21'-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 (SPANY' SHOWN
ABOVE AND THE MAXIMUM POST
SPACINGS SHOWN ON DETAIL
81L7.1
2 - IT IS ACCEPTABLE TO
SUBTITUTE COLUMNS W1 HIGHER
NUMBERS W/ THOSE SPECIFIED
IN THE TABLES SHOWN.
ATTACHED & FREESTANDING LATTICE COVERS - 10 PSF SNOW LOAD OR LIVE LOAD -120 MPH - EXP. B & C
65 3"SQ.ALUMW/
GA STL"U" CHANNEL
DBL 2x6.5x0.032
812
B11 3x8x0.042
B3 DBL 2x6.5x0.042
812 DBL
3x8x0.042W/
B13
14 GA STL INSERT
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
ATTACHED
FREESTANDING
TRIB
WIDTH
_
WIND
EXP.
MAX
POST
SPACING
(SP
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.)
-
MILL
POST
T PE
=
MAX
POST
SPACING
(SPAN)
FTG.
(IN.)
_--
MIN.
POST
TYPE
MAX
POST
SPACING
=-(SPAN)--
FTG.
(IN.)
—=
MIN.
POST
.rrpE
_-(SPAN)
MAX
POST
SPACING
FTG.
(IN.)
—
MIN.
POST
TYPE
---
MAX
POST
SPACING
-(SPAN)=
FTG.
(IN.)
—
MIN.
POST
TYPE
----(SFANr
MAX
POST
SPACING
FTG.
(IN.)
MIN.
POST
TYPE
="--
MAX
POST
SPACING
-(SPAN)
FTG.
(IN.)
—
MIN.
POST
TYPE
--(3PANY•
MAX
POST
SPACING
FTG-
(IN.)
MIN.
POST
TYPE
MAX
POST
SPACING
FTG.
(IN.)
MIN,
POST
TYPE
--GRAN)-
-- -•_
5
120 B
120 C
16-Ir
I6-4'
16
18
Cl
14'-7'
31
CS
14'-1D"
15
C1
14'-10"
14'-1"
30
31
C7
15'-4"
15
C1
15'-0"
30
C7
1a, 'k
16
C1
18'-0
31
C7
21'-$"
17
C1
21'-B'
33
C8
20'-9"
17
Cl
20-9"
19 8"
32
34
C7
C8
14'-7"
33
C70
14'$"
18
15-2"
18
14'-7"
31
17'�"
19
17'-0"
31
C8
21'-4"
20
2D-7"
34
20 4"
ZO
5
1208
120C
15'4'
15' T
18
18
C1
13'-3"
30
C8
1Y-7"
16
C1
13-T'
29
C7
14-1"
16
C1
14-1"
29
C7
IVA'
17
C1
16'' -
30
C7
18-9
7 $
C2
1 B'-9"
32
07
19' 0"
18
Cl
19' 0"
32
C7
13-3"
32
C9
13'-4"
18
17-10"
31
53'-10"
18
1371-
31
16'-7'
19
IT7'
30
19-7"
21
34
C8
18'8"
20
C2
18'-7
33
C8
T
120S
54-2
17
Cl
124"
29
C7
13-7"
18
C1
12'7
2$
C7
13=1"
16
C1
13,1"
29
C7
15'-2"
17
C1
15'7'
30
C7
i8k"
18
C2
18'-4"
31
C7
1T7
16
C2
77-T'
I6'-8"
31
33
C7
120C
13'•10"
19
12-4"
31
C9
12'-4'
19
17.0"
3D
12'-1Ir
79
12'C"
30
15.0"
20
14'-0"
30
i$51"
21
IT-V
33
C8
1T-3"
21
so
120 B
13'-3"
17
C1
W-To
29
C7
11'-9"
17
C1
111.9"
2B
C7
12,31,
17
C1
1z
28
C7
14-3"
i8
Cl
14'-3"
29
C7
IT-2"
19
C2
1T-2"
31
C7
18 6
18
C2
i6 S
15' .Tr
30
32
C7
120 C
13'•U"
20
11'-T'
31
C8
11'-8"
19
11' 7`
30
12-1"
19
11'-T'
30
14'-1"
20
C2
I3'+6"
29
17'-W
22
16-3"
32
16' 2'
21
9.
120 B
17.7"
18
C2
11'{I"
29
C7
11'-2"
17
C1
ii'•2"
29
C7
1117,
17
Cl
11-7"
29
C7
IV-61
i8
C2
13'-6
30
C7
16-3"
19
CS
IVY
31
C7
15'•6"
19
C2
15'�
14'-8"
31
32
C7
120 C
12.3"
20
11-0"
30
C8
11'-0"
20
10?
29
11 4"
2(1
11'-0"
29
13-3"
21
12' 9
3a
16�
22
15'�"
32
15' 3"
22
1D'
i20B
120C
12-0"
11.4.
18
21
C2
10'-4"
3D
C7
10'-7"
17
C1
10'-7"
29
C7
11-D"
17
C1
11-0"
29
C7
12'-9
18
C2
12--9"
30
C7
154"
19
CS
15'•4"
32
C7
14'-9
19
CS
14-9
14'-0"
31
31
C7
10.4"
30
C8
10'-6"
20
10'-1"
29
10-ir
20
10-4"
29
17--T'
21
12'-1"
30
I5--2"
22
14'-T'
31
14'fi'
22
11'
12013
120 C
11'-4'
11'•7'
18
21
C2
9'-10"
30
CB
10'-1"
17
Cl
10'-1'
29
C7
l0'6
17
C1
70-0"
29
C7
17-2"
19
C2
12-2
31
C7
14�"
20
CS
14'-B
32
C7
7a'•1"
19
CS
14-1"
i3'�h"
32
31
C7
9'-10"
30
i0'-0"
20
9-7'
29
10'-3
20
9'-0
29
17-0
21
11-T'
30
14'$"
23
14' 0"
32
t3'•10
23
12'
120 B
10'-10"
18
C2
9'�"
34
CB
9'�"
18
C2
W-go
29
C7
9'$"
18
C2
9'�
29
C7
11' E
19
C2
1 i' 8
37
C7
14'-1"
20
C5
14'•1"
32
C7
13�
20
C5
13` 6"
12-0
32
32
C7
12D C
1 D'�'
21
9'$
31
9-Z
3[3
9'�"
27
8' 9
3D
11'-0"
22
71' i"
31
13'-10"
23
73�"
32
C8
13'-J
123
042 BEAM
312
B14
814
N
GA STL INSERT
B15 DBL GA STL INSERT
B16 DBL 12 GA STL INSERT$18
12 GA STL U-INSE/ RTT
B19 DBL 12 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
FTG.
POST
FTG.
POST
FTG.
POST
FTG.
POST
IFTG.
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
POST
FTG
POST
WIDTH
EXP.
SPACING
(IN.)
POST
SPACING
(IN.)
iPOST
SPACING
(IN.)
POST
SPACING
(IN.)
POST
SPACING
ON.)
(POST
SPACING
ON.)
POST
TYPE
SPACING
(IN)
TYPE
SPACING
ON)
TYPE
SPACING
(IN)
TYPE
SPACING
(IN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
TYPE
(SPAN)
(SPAN)
(SPAN)
(SPAN)
(SPAN)
12D B
22' e"
18
C1
22'-8"
33
C8
29'-2"
19
29'-2"
35
C9
3z4r
2D
32'-0"
36
24'-B'
18
C6
24'-B"
42
C11
31'-2"
19
C6
31'-2"
49
C11
5
C2
C5
C11
12DC
22'-4'
20
C2
21'-0"
35
C9
28'-9"
22
2T-B"
37
C11
32'-0"
23
3D,-3"
38
21'7'
20
C6
"L1'7"
40
2T-3"
22
C6
2T-3"
46
120 B
2D'�"
18
20'-B"
32
C7
26'-8"
20
26'-8"
35
C9
2V-2
20
29'-2"
35
C9
23'-3'
18
C6
23'-3"
47
C9
29'-4"
20
C6
29-4
50
C9
6
C2
C5
C5
U. C
2D' 4"
21
19'-8"
34
C8
26'-3"
23
25-3"
36
C11
29'-Z'
23
27'-B"
37
C11
2D'-4"
21
C6
2U-4-
41
C71
25'-B'
23
C6
25'-8'
48
C71
120 B
19
19'-2'
32
C7
24'-8"
2D
24'-8"
34
CB
2T-1"
21
27'-1"
35
C9
22'-1"
19
C6
22'-1"
48
C9
2T-10'
20
CB
27-10"
52
C9
T
C2
C5
C5
120 C
18'-10"
21
18'-2"
33
C8
24'-4"
23
23'�"
36
C9
27'-1"
24
25'-e"
37
C11
19'-4"
22
C6
15-4"
46
C11
24'-4"
23
C6
24'-4"
50
C11
18'-0"
19
18'-0"
31
C7
23'-2"
21
23'-2"
33
CB
25'-3"
21
25'-3"
34
C8
21'-1"
19
C6
21'-1"
50
C8
26'-7"
21
C6
26'-7-
54
C8
8'
C2
OS
C5
17141"
22
17-1"
33
CB
2'L-9"
24
22'-0"
35
C9
25'-3"
25
24'-0"
35
C11
18'-0"
22
C6
18'-6'
48
C11
2T-3"
24
CS
2T-3"
51
C11
17'-0"
19
17'-0"
32
21'-10"
21
21'-10"
34
CB
23`-1D"
22
23'-10"
35
20'-4"
2D
C6
20'-0"
51
25'-7"
21
C6
25'-7"
55
C9
g
CS
C7
C5
C5
C9
C9
16'-F
22
16'-1"
32
21'-0"
24
20'4"
34
C9
23'-1D"
25
22'-0"
35
1T-9"
23
C6
17'-9"
49
22'-5"
25
C7
22'-5'
53
k12
16'-1"
20
16'-1"
32
20'-9"
21
20'4'
34
22' 8"
22
27-6'
35
19'-7"
20
C6
19'-7"
52
24'-8"
22
C6
24'-B'
56
1D'
CS
C7
C5
C8
CS
C9
C9
15-1ul
23
15-3"
32
20,-4„
25
15 8„
34
22-B"
26
22=1"
35
17'-2'
24
C7
17'-2"
5D
21'-7'
25C7
21'-7"
54
15'4"
20
15'4"
32
C7
19'-9"
22
19.4,35
21'-B"
22
21'�
36
19'-0"
21
C6
IT-0"
53
23'-11'
22
C6
23'-11'
58
CS
C5
C9
C5
C9
C9
jccc,991
15-2
23
14'7
32
CS
19'-0"
25
16'-9"
34
21'-B"
26
21'-1"
35
16'-7"
24
C7
16'-T'
51
20'-11'
26
C7
20'-11'
55
120 B
14'-9"
20
14'-9"
33
19'-0"
22
15-0"
35
2U-8n
23
20'-8"
36
C11
18'-5"
21
C6
18'-5"
54
C11
23'-3"
23
C7
23'-3'
5912'
C5
CB
C5
C9
C5
120 C
14'-6"
23
14'-0'
32
16'-B"
26
18'-0"
34
20'-8"
26
20'-2"
35
C9
16'-2'
24
C7
16'-2"
52
C9
20'�"
26
G7
20"_4
S6
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 (SPANr' SHOWN
ABOVE AND THE MAXIMUM POST
SPACINGS SHOWN ON DETAIL
B/L7.1
2 - IT IS ACCEPTABLE TO
SUB IIIUIE COLUMNS W/ HIGHER
NUMBERS W/ THOSE SPECIFIED
IN THE TABLES SHOWN.