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BPAT2019-0060Twyl a 4V aublErcu 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 DESIGN & DEVELOPMENT DEPARTMENT BUILDING PERMIT Permit Type/Subtype: PATIO COVER/CITY STANDARD/PRE-ENGINEERED - OPEN Application Number: BPAT2019-0060 Property Address: 81215 ALYDAR CT APN: 767780018 Application Description: KENNEDY / 374SF TRELLIS PATIO COVER AT REAR YARD [DURALUM] T Property Zoning: Application Valuation: $8,000.00 Applicant: VALLEY PATIOS INC DBA VALLEY CONCRETE & D 77971 WILDCAT DR SUITE B PALM DESERT, CA 92211 OCT 0 9 2019 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 70001 of Division 3 of the Business and Professions Code, and my License is in full force and effect. License Class:: - License No.: 937811 Date: to i ot Contractor A L 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: VOICE (760) 777-7125 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 10/9/2019 Owner: CAROL & DOUGLAS KENNEDY 81215 ALYDAR CT LA QUINTA, CA 92253 Contractor: VALLEY PATIOS INC DBA VALLEY CONCRETE & 77971 WILDCAT DR SUITE B PALM DESERT, CA 92211 (760)203-4313 Llc. No.: 937811 WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: _ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. P- 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: FAUS LAKE FIRE AN12 C65UALTY COME6HY _ Policy Number: _ I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shal I forthwith comply with those provisions. Date: obI Applicant: WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT: Application is hereby made to the Building Official for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application , the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work For 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this city to enter upon the above- mentiofnedr�ro erty for inspection purposes.yJ Date: I `f Signature (Applicant or Agent�r L - Date: 10/9/2019 Application Number: BPAT2019-0060 Property Address: 81215 ALYDAR CT APN: 767780018 Application Description: KENNEDY / 374SF TRELLIS PATIO COVER AT REAR YARD [DURALUM] T Property Zoning: Application Valuation: $8,000.00 Applicant: VALLEY PATIOS INC DBA VALLEY CONCRETE & 77971 WILDCAT DR SUITE B PALM DESERT, CA 92211 Owner: CAROL & DOUGLAS KENNEDY 81215 ALYDAR CT LA QUINTA, CA 92253 Contractor: VALLEY PATIOS INC DBA VALLEY CONCRETE & 77971 WILDCAT DR SUITE B PALM DESERT, CA 92211 (760)203-4313 Llc, No.: 937811 Detail: 374SF TRELLIS PATIO COVER AT REAR YARD [DURALUM] AND [3] ELECTRICAL FIXTURES. THIS PERMIT DOES NOT INCLUDE PLUMBING INSTALLATIONS. 2016 CALIFORNIA BUILDING CODES. FINANCIAL DESCRIPTION INFORMATION ACCOUNT QTY AMOUNT BSAS SB1473 FEE 101-0000-20306 0 $1.00 Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00 DESCRIPTION ACCOUNT QTY 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 QTY AMOUNT SMI - RESIDENTIAL 101-0000-20308 0 $1.04 Total Paid for STRONG MOTION INSTRUMENTATION SMI: $1.04 DESCRIPTION ACCOUNT CITY AMOUNT TECHNOLOGY ENHANCEMENT FEE 502-0000-43611 0 $5.00 Total Paid for TECHNOLOGY ENHANCEMENT FEE: $5.00 TOTALS::4 taQaiara CALIFORNIA PERMIT # -t f?' /i"Zo l `T PLAN LOCATION: Project Address: f 2 15 A� dC,( l'�_ Project Description: Al v (M (JI I onop APN #: C 0 V`e,, f % X -2, Z- Applicant Name: iAnd f-oi F-iSM t ( Address: -77 91 1 c c,�- (. S j A-r- J City, ST, Zip: Telephone: 7bo -- 7,03 Email: �U �✓y` D��2 °l 2;-2,l) Project Valuation $_ C OCO Contractor Name: U�1\ �..� �&A-I os New Construction: Address:-7? 9-7 t VJA6(-0 - D(, 5j4e-16 Conditioned Space SF City, St, Zip Pc,)>n f)eW.4 6,4, 2;a I' Garage SF Telephone: Patio/Porch SF PEmail: �Cn� \ e� °_�f �5I I �.. �G m Fire Sprinklers SF Lic: `� �j"78 City Bus Lic: Architect/Engineer Name: Construction Occupancy: Address: Grading: City, St, Zip Telephone: Bedrooms: Stories: # Units: Email: State Lic: City Bus Lic: Property Owner's Name: Cafol V-enncd New Commercial / Tenant Improvements: Address: S (2A5 "N-1 ACJ Total Building SF City, ST, Zip (� Q�l9Z7-S- Construction Type: Occupancy: Telephone: 76 0 - CALLE TAMPICO LA QUINTA, CA 92253 760-777-7000 Ruildina Arm ur)dated :> 11 19 OFFICE USE ONLY # Submittal Required Received Plan Sets Structural Calcs Truss Calcs Title 24 Calcs CVWD Fire Flow Letter Soils Report Grading Plan (PM10) Landscape Plan Subcontractor List Grant Deed HOA Approval School Fees Burrtec Debris Plan Planning approval Public Works approval JJJ Fire approval City Business License J a a Alydar Court Kennedy Residence 81215 Alydar Court La Quinta,, CA 92253 Proposed Lattice Alumawood Cover 17" 2,, Pool 21' 2' l Typ. PL (312 /S ALYDArZ CT C Cry Driveway -i!,,PA 1 o 1g r Oo ov CI OF LA QUINTA BU LDING DIVISION EVIEWED FOR CODE COMPLIANCE 0ATE I� 8 9g.-'G' ,art > [37 E-llc 479-ICA. RECEIVED OCT 02 2019 CITY OF LA QUINTA DESIGN AND DEVELOPMENT DEPARTMENT (Sr 1' 1 Fan box for future fan (2) Switches Bonded to pool grid Kennedy Residence 81215 Alydar Court La Quints, CA 92253 Proposed Lattice Alumawood Cover Pool 18" Overhang all sides Typ. PL CITY OF LA OUINTA - th&-DJKG DIVISION REVIEWED FOR CODE COMPLIANCE VALLEY PATIOS LUXURY OUTDOOR LIVING Client: Carol Kennedy Address: 81215 Alydar Rd City/St/Zip: La Quinta, CA Phone: (951) 922-7633 Email: Carolkenndy@gmail.com Proposal Tel: (76o) zO3-4313 www.valleypatios.com 77-971 Wildcat Dr. Suite B Palm Desert, CA 922n License # 9378n Estimated By: MRC 0 W > Cn a o N o � U~ U o W Acceptance By: (;,A� Date: re i0 4h lwp� VALLEY PATIOS LUXURY OUTDOOR LIVING Client: Teserra Outdoors (Daniel Hernandez) Project: Kennedy Residence Address: 81215 Alydar Rd City/St/Zip: La Quinta, CA Email: danh@teserraoutdoors.com Proposa�:,' Tel: (76o) zo3-4313 www.valleypatios.com 77-971 Wildcat Dr. Suite B Palm Desert, CA 92211 License # 937811 Estimated By: MRC Date: June 14, 2019 ITEM AMOUNT Freestanding Weatherwood aluminum patio cover $ 4,076.00 17' Projection x 22' Length Approx.374 SF Color: TBD - End Caps: TBD 2" x 3" Lattice tubes at 1-1/2" spacing ,CWRafter thickness upgrade $ 281.00 Additional Weatherwood header beam & post kits ckoo $ 544.00 14 Gauge Steel C-beam inserts $ 456.00 (4) Concrete footings . $ 1,000.00 (4) Steel posts $ 800.00 (4) Low voltage light§ w/wiring, transformer, & switch $ 750.00 (1) 110v GFCI Protected J-box for future fan install by other (FIXTURES NOT INCLUDED) $ 325.00 City permit $ 350.00 Total Labor & Materials $ 8,582.00 I Note: A 3% charge will be added to your invoice for payments made with a credit card. This estimate is valid for 30 days from estimate date. 1` J [ \ ` in PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC. POINT OF CONTACTS GENERAL NOTES DRAWING NOTES: 1. THEDRAWINGInCON SPEORCATIONSSHOWNREPRESENT7HEFINISHEDSTRUCTURF, UNLESS OTHERWISE NOTED, AND DONOTINDICATETHE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL Ux ��SUPERVISEANLTT3iONORKANDSHALIBESOLELYRESPONSIBLEFORALLCONSTRUCTIONMEANS,METHODS,TECHNIQUE.S,SEQUENCES AND PROCEDURES. 1NFORIAATIONREOUESTSSHALLBEDIRECTEDASFOLLOW: 1 7NEAPPAOVE0F DRAWINGSANOSPECIFI[ATIONSSHAIIBEKEPTATTHEIOBSREANDSNAUBEAVAIIABIETOTHEAUIHORQEDREPRFSENTATNESOFTHEBUILDINGANDSAFETYDEPARTMENT.THERE "�0 �E Ll SHALL BE NOD FROM THE APPROVED PLANS AND SPECIFICATIONS WITHOUT AN APPROVED CHANGE ORDER. CONTRACTORS: PLEASE: CONTACT DURALUM 26030ACEROSUETE200 PHONE 94P)30S•}150 BUILDING DEPARTMENTS: PLEASE CONTACT 4STEL ENGINEERING ( MATERIAL SPF,CIFICATION HOMEOWNERS: PLEASE REQUEST ANY INFORIVA71ONTHROUGH YOUR CONTRACTOR MISSION VIEJO. CA 926PI FAX: 1949)3051420 L ALUMINUMALt SPEOFIEDONDRAWINGS. Fty=29KSIAND Ftu=35KSIFOR ALLALUMINUMMEMBERS UND.Fty=30KSIFOR DURAtONGAND TSPARS SHOWN ONS3,3.ALTERNATE ALUMINUM ALLOYS STRUCTURAL ENGINEER Of RECORD: DUSTNU8SR K.ROSEPINK.SE5885 MAY BE DFOR THDSESHOWN, PROVIDED THEY ARE REGISTERED WITH THE ALUMINUM ASSOCIATION, ASTMOREN(EUROPEANSTANDARDSjANDHAVE EQUAL ORGREATER YIELD AND ULTIMATE POINTOFCONTACT: MARIE-0OMINIQUESETA.SE5987 STRENGTHS 2, CONCRETE SHALLMAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2,SDO POUNDS PER SQUARE INCH, 3. EMBEDDED STEEL kEMBERS SHALL BE HOT -DIPPED GALVANIZED, AND CONFORM TO ASM 0 RACE B, ROLL FORMED STEEL MEMBERSSHALL CONFORMTOASS21-55 (STRUCTURAL STEEL) GRADE 50 G6D, 4, BOLTS; AWMINUM DOLTS SHALLBE 20144Tk STEEL BOLTS SHALL BEASTMA307. ALL BOLTS SHALL HAVE STANDARD -CUT PLATED WASHERS. DESIGN PARAMETERS S. SCREWS: ALL SCRI+RYSARE SELF WIWJIG (SDS)ORSHEET METAL SCREWS 15MS)1NCONFORMANCFWAN ICC•ESFSR1976,ICC•ESR3006,DRAPPROVED EQUAL G. FASTENERSTOLVkbD;WOODANDLAGSCREWSAREREQUIREDTOBEINSTALLED10ACCORDANCEWHNTHE2015NATIO.NAL.DESIGNSPECIFICARONS,INCLUDINGPR£•DRIWNG0FHOLES.ALLLAGSCREWS SHALLBE FUII•TR$EADEO LAG S0L1V5. GOVERNINGCODES: 7. POST-INSTALUED ACHOP& FOYMNSTALUED AN CHOIRS USED SHALL BE SIMPSON STRONG TIE STRONG ow zSrAfNLESS STEEL OCC45113D371OREQUAL BOLTS SHALL BE INSTALLED PERTHE THE DESIGN -OF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLIES WHHTHE FOLLOWING CODES: M+ANUFACTULLER°J INSTALLATION AND LAPMO R EPORT. SPECIAL INSPECTION LS NOT REQUIRED. .2012/2015/2018INTERNATIONAL BUILDING AND RESIDENTIAL CODES, 8. ALLCOMPONEN MANUFACTURED 09 SUPPLIED BY DURALU M AND DESCRIBED IN THIS DOCUMENTS ARE INTERCHANGEABLE, PROVIDED THEYARE SELECTED APPROPRIATELY TO SUPPORT THE LOADING 2013/2016CALIFORNIA BUILDING AND RMft..NTA1 CODES, THEYARE SUBJECT TO. -ASCE/SEI7-10and 7-15MINIMUM DESIGN tOALCSFOR SUILaINGSAND OTHERSTRUCTURES, 9. THESELFWEIGHT6FTHEPATIOCOVERCOMPONENTSINTHISREPORTCANBEC4LCULATEDFROMTHEIRSECTIONPROPERTIES.THESOUDCOVERSVARYINWEIGHTFROMABOUTIPSFTOABOUT3PSF. - 2D15 ALUMINUM DESIGN MANUAL 10. ROOF INSULATED SANELS (WHERE OCCURS), SEE S3.2 AND IAP MO $05. LIVE LOADS DESIGN PARAMETERS: FOOTINGS: 17ISTHERE5F'ONSIBJUTYOFTHEENTITY SUBMRTINGTHEDRAWINGS FORTHISPROJECTTOVERIFYLIVE LOADS WITHTHELOCALAUTHORnYHAVINGIURISDICTION 1, ALL NEW CONCREIEFOOTINGS SHALL BEAR ONFIRM, NATURAL, UNDISTURBED SOIL OR CERTIFIED FILL 1. IN RESIDENTIAL APPLICATIONS, RODF LIVE LOAD CAN GENERALLY BETAKEN AS 10 PSF PER IRC / CRC APPENDIX H, SECTION AHSO5.IORIBC/CBCAPPENDIX1,SECTION 105.L LBEAAITIGPRESSUREISI,SDDPOUNDSPERSQUAREFOOT 2. IN COMMERCIAL APPU2, DESIGN VERTICAL CATIONS, ROOF LIVE LOAD CAN GENERALLY BETAKEN AS 20PSF PER IBC J CBC CHAPTER ]b 3, DESIGN LATERAL S� BEARING PRESSURE IS2D0 POUNDS PER SQUARE fOOTPER FOOT OF FOOTING DEPTH. (EQUALS 100 PSF1FIx2 PERTABLE 1606.2 ANDSECTION 1806.3,4), WIND SPEED DES IGNPIMMETERS: 4. THE BOTTOMOFFOOTING$SHALLEXTENDBELOWTHEFROST DEPFH.CONTRACTORTOVERIFY FROST DEFTHWITHAUTHORITY HAVINGJUAISDICTION, 2. THE FIRE ESTANDINS AOATTACHED COVERS NOTED HEREIN ARE DESIGNED AS "OPEN STRUCTURES,' IN ACCORDANCE WITH ASCE(SEI7. 2. FREESTANDING COVERS 5HALL NOT BE ENCLOSED WITH ANY TYPE OF SOUD OR MESH MATERIAL, UNLESS SPECIFICALLY DESIGNED BY A REGISTERED PROFESSIONAL ENGINEER. SLAB ON GRADE USED ASA FOUNDATION 5YS 14: 3. COVERS SHALL NOTBE INSTALLED INAREAS NEAR HILLS, RIDGES AND ESCARPMENTSAS DEFINED IN ASCEISEI 7, SECTION 26.2, UNLESS SITE5PECIFIC ENGINEERING IS PROVIDED VALIDATING THE WIND LOAD USED. IN ACCORDANCE WITH IFqPX APPENDIX H, SECTION AH105,2,AND 18C(IRCAPPENDIX 1, SECTION 1105.2, IN AREAS WITH A FROSTDEFTH EQUALTO ZIERCATTACHED COVERS FOR RESIDENTIAL USE MAY BE SECURED 4. THE BASIC WIND SPEEDS CONSIDERED INTHIS REPORT ARE 110,120,130MPH, EXPOSURES 8ANDC(BASEDONTHE20:2IBC, 2DIS12019IBC/IRC,2013CRC, AND 2016CBC/CRC). 70ANEXISTING CAN StAB PROVIDEDTHE FOLLOWING: 5.FOR USEWfTHTHE 2D121RCAND20l3CR D1V+DETHEABOVE MENIONH=DWL40SPEEDS BYSQRTO.S. 1. THE SLAB ONG ISATLEAST31/21NCHESTMCKSEE DETAIL3ON57.2ORL7.2AND DETA1L4ONS7.1ORL7.1FOR REQUIREMENTS FORIIHI[KERSLAB. WINDSPEED (SEENOTE4) 11OMPH 12DMFH 13DMPH 2, THESLABONGRA SHALLBE CONTINUOUS BETWEEN COLUMNS AND AMINIMUM OFIO'-VWIDE. WITHIN THIS AREA, THERESHALLBENOCRACKS WIDER THAN 1/4'ORCONTROL/EXPANSIONJOINT EQUIVALENT 2012IRC12013 CRC WIND $PEED BS MPH 93 NIPH 101 MPH DEEPER/WIDER rH 3/4'. EXAMPLE: JF20121RCORZO13CRCWINDSPEEDISBSMANTHESELECfIONSIN7NISREPORTSHALLBEfMDEFORAWINDSPEED OF85MPHJSQRT(0.61=110MPH, 3. THERE SHALL BEA MINIMUM DISTANCE BETWEEN ANY ANCHOR BOLT AND ASLAB EDGE, CRACK WIDER THAN 1132'ORCONTROL/EXPANSIONJOINfDEEPER THAN IJZ'.SEE DETAILS 4ON57.1ORL7.IFOR EXCEPTION TO M11 IMUM EDGE DISTANCE SNOW LOADS DESIGN PARAMETERS: 4. THE MAXIMUM 00DAND UVE/SNOW LOAD AT EACH COLUMN 15750PDUNDSWHEN LL;lOPSF. ITLSTHERESPONSIBILITYOFTHEENTITYSUBMIfTINGTHEDRAWINGSFORTHISPAOJECTTOVERIFYSNOWLOADSWITHTHELOCALAUTHORIT!'HAVINGJURISDICTION. S. DESIGN FOR PATIqCfjl'ERSSUPPDRTEpONCONCRETE SLAB ONGRACE 15INA000RDANCEWITH2O12/201S/20181RCAND2D13/2016CRCSECTiONAH10S.2FOR 20PSFRESIDENTIAL CONSTAUCTION,AND SEESHEETS L2.1 AND L2.2 OR 12.1 AND 12.2 FOR SNOW LOADS DESIGN PARAMETERS. AC1319-14 FOR 2l 2S AND 30 PSF RESIDENTIALAND COMMERCIAL CONSTRUCTION, SEISMIC LOAD DESIGN PARAMETERS: �y �+ �+ SEISMIC DESIGN BASE SHEAR: 17POUNDS PER LINEAR FOOT ALONG THESUPPORTINGSEAMS, CONSIDERING A24'-0'MAXSPANBETWEEN REAMS ANDTHEFOLLOWING DESIGN PARAMEfERS: NOTES TO LOCAL AUTH0RITY HAVING JURISDICTI0N 1. SITE CLASS: D 2. SEISMIC DFSIG14 CATEGORY. E AND ENTITY SUBMITTING DRAWINGS FOR APPROVAL 3. MAPPED SPECTRAL RESPONSE COEFFICIENTS: Ss G ISO, SS = 0.9, Sds =1.0, Shc 2 DSO 4. RESPONSE MODIFICATION FACTOR, R-1.25 USE4FTHISS;TOFPLAN ��ORASJTESPFORCPRO) ECT: 5. RISK CATEGORY II�A��AGES71'6 VU iA0 REPORT USEDFOR ASLTE SPECIFIC PROIEQ, EACH PROIFCTSUBMITTEDTOTHE LOCAL AUT110AITY NAWIJGlURISDICTION SHOULD INCLUDE ONLY 6. THE PATIO COVER STRUCTURES DETAILED IN THIS SET OF PLANS AM IN COMPLIANCE WITH ASCE 7-10 SECTION 12,813, AS A RESULT, THIS SET OF PLANS CAN BE USED AT ANY SITE WITH Ss > 1.50, CONSIDERING St THE PERTINENTSf,�•SFECIFICSTRUMPIALCOMPONENTS LOCATED WITHIN THIS ULPMO-LISTEDEVALUATION REPORT. 1.50WHEN DESIGNED PER 2DIU20IS120181BGIRCAND 2013/2016CBC/CRC. 2. ALL ITEMS PERTA INGTOEACHINSTALLATIONMPEOFROOFPANEL,HEADERSPAR,COLUMNSIZE,CONNECTIONDETAILSE7C15HATLBECIgCUD)ANDCLEARLYIDENTIFIEDBYTNE 7. THE PATIO COVER STRUCTURES DETAILED INTHIS SET OFPLANS ARE INCOMPLIANCE WITH ASCE7-16SECTION 12.8.13.ASARESULT, THIS SET7FPLI,NSCAN BEUSED ATANYSITE WITH S.D<Sdsc1,428,CONSIDERING ENTITYsuaMIPTIi1 THE DRAWINGS FOR APPROVAL Sds=1.0.FOR SITES WITH Sds(1.0, USE Sds. FOR SITES WITH Sds>1.428,ITLSACCEPTABLE TOREDUCE THE SE15MIC LOADS USING 0.7Sds]Wi9A0PF5cs 3. PLEASENOTETHA}45T£LEHGIHEERINGGENERATEDAND STAMPED THE ORIGINAL IAPMOREPORT ASAVAILABLE FROM IAPMODIRECTLY, BUT WAS N07INVOLVED INMAKING ANY SITE B. MINIMUM STRl1CTURALSEISMIC SEPARATION BETWEEN EXISTING BUILDING AND FREESTANDING PATIOCOVER $HALLBE4"AT]0' HIGH MAX PATIOCOVERSAND S"AT12'HIGH MAX PATIO COVER. REFER TOSTATE SPECIFIC SEUECTI(J(S OR ANOTATIONS ON THOSE DRAWINGS. ANY HANDMARXING OR HIGHLIGHTING ON THE SITE SPECIFIC SET OF DRAWIN 6 ARE THE RESPONSIBILITY OF THE ENTITY AND CITY CODES FOR OTHER SPACING REQUIREMENTS THAT MAY BE MORE STRINGENT. SUBMITTING THE 1} WINGS FOR APPROVAL 4. EACH INSTAtLATHi) smu. BEAR AN IDENTIFYING TAG INDICATI NG THE NAME AND ADDRESS OFTHE MANUFACTURER DESIGN LOADSAND ENCLOSABILITTY. OTHER DESIGN PARAMETERS: S. THEORIGINALIAP OREPORTBEARSANELECTRONICSTAMPFROM4STELENGINEERING,ANDAWETSTAMP15NUTREQUIREDINACCORDANCEWITHTHEREGULATIONSSTATEDBYTHE 1. DESIGN LOADS COMBINATIONS ARE INACCORDANCE WITHIBC AND COCSECnON1605.3.1OR16OS.3.2. PROFESSIONALBd: DOFENGINEERS. 2. ALL APPLICABLE REDUCTION FACTORS DETAILED IN THIS REPORT ARE CUMULATIVE 6. A COLOR COPY OF THE ORIGINAL PAGES FROM THE tAPMO REPORT IS NOT REQUIRED. A COLOR COPY OF THE CONSTRUCTION DOCUMENTS MAYBEREQUIRED IF SELECTIONS WERE MADE 3, SOLID AND LATTICE ALUMINUM COVERS ARE CLA55 A ROOF ASSEMBLY IN ACCORDANCE WITH SECTION CBC I50S.2, EXCEPTION 2. IN A WAY THAT WI4L NOT BE VISIBLE ON A BLACK AND WHITE COPY DESIGN ASSUMPTIONS: ATA MINIMUM. SUBMI5S)[14 FOR ABUILOiNG PERMIT MUST INCLUDE THE FOLLOWING INFORMATION MOM THIS EVALUATION REPORT: 1. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS WITH DECK: SEE DETAIL 1B/S3.2 1. TITLE SHEETAND '+EARL NOTES SHEET, GO.1 ❑ Z. U,PMDAPPROVEDWETG0.2 ggW 2. MINIMUM ROOF SLOPE FOR ORALIDROOFUANELS S IS 3 DEGREERAPANFL:SEEDETAlL1A/83.2 3. STRUCURALCONPIGUAATION(LIaSOLIDORLAITICEROOF,FREESTANDINGORATTACHED),SHEETS1.xORLlx F- 3.MAKIMUMROOFSLOPEFORALLALLBETl1RFNASDEGREES 4. SNOW LOADDESIaNSHEETS57,1AND52.2,WHEREAPPLICABLE. 4.7NE"LENGTHOFSTRUCIURE`SW4LLBETAXEHASITlECOiTNUDU5DISTANCE MEASUREDALflNGTHEEI(S7fiIGBUILDING W�OI EJDOFP'1OOM111511 BEAM TO THE OTHER,INCIUDINGANY S. BASED pNTHE RE UIREDOE�GNLOAOSSAESFECEF[{RAFFERAkO/ORPAHELSPAliTA8LE553XORL3.x � p7 Q Q BEAM SPLICES. THE STRUCTURE LENGTH SHALL BE DETERMINED THIS WAY REGARDLESS OF ROOF COVERING TYPE, INCLUptm C REAL I Ljff J:80 E CONTINUOUS PATIO COVER STRUCTURE.HOWEYETL PORTTONSOPTHESTRU"TUREDES[4NEOAStATTICECOVERSHALLPDTB Y 0 G. TYPE Of HEADER, iMTYPE &QUANTITY, FOOTING SfZE (WHERE REQUIRED; RMEDON THE STE-SPECIFIC DESIGN LOADS. o 5, CALCULATIONS FOR MAXIMUM SPANS WHEN ATTACHING TO AN EXISTING ROOFOVERHANG,AS SHOWN ONTABLE1ON 7. APPROPRIATESU110JAALDETAILS. C'V DOUGlAS FIR -LARCH Not. THIS TABLE CAN ALSO BE USED FOR D7HER WOOD SPECIES WITH Fb? 9DD psi AND Fv? ps1. xMW A78. OTHER DOCUMENfATIONTHAT MAY BE REQUIRED BY THE LOCALAtiTHORFIY HAVING JURISDICTION, SUCH AS ASITE PLAN. �� N f tE 9. SEES1xORll.xFl)RSHEETIkDEX W O S BUILDING DIVISION o WO REVIEWED FOR CODE COMPLIANCE DATE �❑ a'IG14� f3 SHEET INDEX SEE SHEET Si.x OR Lix FOR SHEET INDEX. ALL UNUSED SHEETS SWILL BE REMOVED FROM THIS Ski OF DRAWINGS. JOB NAME.. Y rY r JOB ADDRESS: >.j X 1G1 R k dkoly. C " WIND LOAI]: Iibr�, LIVE I SNOW LOAD: VV I- dul I Q TB 24B5 RAILROAD ST, CORONA, CA 92880 951.736.4500 FESS/Q4 C7 � 5 58 5 CA10&t� DATE SIGNED: July 8, 2019 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.11501 FAX 949.305.1420 T*Tm EXPIRES ON: JUNE 30, 2020 REVISIONS MARK DATE DESCRIPTION A STELJOB R DA02-02 DATE 071001i9 DRAWN BY RC CHECKED MDS 1APM0195 V 3.1.1 TITLE SHEET, DESIGN LOADS, GENERALNOTES GO.1 a� a! PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC. 1APM0 APPROVAL u�Evauma REPORT_NW195 O Ortgfmllylssued: 0610112011 Revised: 07]1a12019 Valid Through: OE43012020 DURAL1.151 PRODUCTS,ITC. 2485 Railroad Street Carona, Cailfornla 92680 (94,1) 736.4500 +, x tv.t ka ralnn e, rnm RESIDENTIAL PATIO COVERS; GRPORTS, AND COMMERCIAL ROOF STRUCTURES •CM Snituar. Ia7300'P ieethe Cohn 13 34 ap Fabrlcned Eggigxrtd $rrofluret 1.6 MCOGNITION 1.1 Padb Civei* EldNbim Products Rcsideorial ihdo cow" feeoylard In Wls report hill bunC vAuaetd forum roe ere L;Daal. ouldger [[vmy purposes a M69LA xieb devilling ";L;b sl M rtavrpml[ ontm maeuke rooters a hbiubte roams. TU Ral4villal Path Cavrn comply Aidr !ip an,114I rthe MC"C6C."AppendiRItofkheIRC Ind C'AC (.1 Ca�coads and Caeamrrrlal fiWslrutmren Dtaalom f toducte caTom and Cnnmc ciat Roof Snunwer. ttcor. hM is this -Von Iuvc been nalw ed fve use lira Derr 1:d by d,e .ppl bible ebapter, of Ik I(i<� incl Wing Secdrna slier and 11a3- C." aaociatcd rash on+ and 1wo41tooldly dnrRfny l: nits s for sue When: Pvnyltrtd by dhe Inc or CRC.Ineludleg Srekaa A36p. 1J cantons ace:The suorimul peopenta of & Rdhklq}il Patto CnArm Cupani .ad Cvtnverrclal Roar Simclurrs rcenp+irid It LMt,,port wire nalwtcd for cor*i nee with 0l; ka"in; codes and rrrwlativaK •. 2011, 201S oral 1012 Indemmian.l Building Code•' (Inc) • 2QI& 2013 nod 2012 Imgmadonal Auidmilol Cade' 20l6C ud 2013 C&Iir=is Bul1d Ins rode' 1C11C') • 9Al6tsd 2013 Callramlaltesldamtal Code'ICRC) • ASC6 7.16 and 7.10 - blinimum Design Loads for fluOdinFs mal- AllmsOdra Staacrurez • ADMI-D13imum Orsipa Msnoal P.pl La Lib11'pff=*S Use elf the Dunlum i'rodueu Residenthl Paco Csivers, cvpnru, and Conv ;xt I;e.fSwnsucs sempolud in Nis rcPwa cud drtalrrd in the aieau4erd Plans and iPeeirMrW% Retirton V3.1,1 tuned and dated July 8. 2019. it ntbjbEt 10 the rollowing; ltmtlilinns: 2]Como ruction cruet Trriarxelal psilo eosin. carpatu aM mnvra¢rciol mof amlwn Ak.1I comply MN the applicable aidm manureciumes installation inwuclionx, this rcpon and Ne nrmogmying plan& baba; the name Dulalum Pttxtueu Inc. rid 45M Enginrrring. Whem emflim venn, the diver renriclive shall savcm 12 Patio Ewers 044 he waodatW will, one- of awn -family dviriling valU oniyind,hall be Hennas to we as r6 witucs lcynrlated anon Apperldta i artha 1BG a CACOSAppendls 31pfthc IRC or CRC M Carpnru and cenancreul rood Aromfes out be Walled to mess muetomrsm olated by dw aMlirAdc chapter. ortht IBC for Rio): Gjvlry I] In arcordancc+v;lltTblr 1SI of ASCE 7- Ciq,orts au"ied with uric- and Iwo.Bndly durlGns tmiG shall be limldd Ia mr as auuclurra revh1co byAc opplicihk d,apler{ rf Ihc10C,1RC. CBC and CRc 2A Co ullw :on donunnus Anbmined to thebeuldi.yoiDcial for appmsal shall include tills rerwn and dlc ietc•snectaa sVrcran! carrpounU of the ►etor.µen)ing glom, btrluding bra mat Ilodled to tlr 11tie abrei. gcnnul rotor, uppikrablC co& rlrvdunl toalipt-N iotti dr+iy, criteria in SKIka 3.) or No ICpvn, millet) 1pa6 lablrs, brad"• Doer m4 fdvciFG ty'pct. aml opp,up f ac vAoctwal dnatlr. 2S The 0slinl Mu Two ,ball I r ad equals To AOM the xM4;.ru1 leads Inowd ly iba oluched Po ro corer. 3.6 For p040 tnntrs- orpona Ind cOtualrrcial Ivor 'Aigawa iv`+jrrt No ;attar SAnSng used aliding, tal.tel.ted ipnm OW be meth Rtd to amnlsncc vilb Ihr rrdeminn limn s[mwn in the usortpaayinF Plans. 2.77heP n]r4tm user lmph nth ofwi"Itcd Palle tooth shall am eared 225 Yimm ';;lot dalpa0 for anuhrd patio Fnwra and ran be terrce" in 4.0 wile uainpmlgma u,d footi.F sins far 6rosasd1a; rtnwttaee site Pm] ceders Dttr lengrb,alto forfreutsadtng, corcra Is not Rmiltd. 2.l Pratt m&,j and soothed patio corer; nrymrts, and iornmercial strxhgec JR411 have a roof slope of al Imp'. Inch per Cool (L083 perconl , 2.9 For nlarhrd patio [nvern r "ing uncrum a1%;U hive ■ minimum width vf30 red (L7 my, smuimum length df Sb feet (36.6 m). mewl MOO hcwg Of 13 far(6.0 m) or Irn In Gposurc Calegary Dud 15 fm (4.6 mi a leu Ih LTxpnemr Cdtrzory C :end a nwr Oapc or i.5:Ia to 6:1i (123 to Sa perrrm). hllnlmum ins ormorosvimns& Is 80 i4nuc rise_ n...wfa.wrw. r.,a.,.s..�r. wr�uw+r'rr*oar.....awe,..r+r+..,.•.ew..�r.rM,wr...swwrwr.+.v.•r,...+ �!� .yam w r,..+.`�.wac'�i,".r`r'w is:�.iw.ea�wr�w•r•.rryrarcr�rw•vw-wry. ,r.r..uwr.r.r.wav s.,..� wnwrsort��srw.w:.,s.rr..ire...r.wwrrexesrr+.+v+er,...�rw,*ra. uuse,.. rr sarraasa.r.s..ars,rrrsnr r +n�v,y,Iagi}•rmv,rana P..+.owac �.rarNly'+•a•uu • Pose 1�a2 �Egj7i MiTs a e �' (' M I NMI, A Originally Issued 00112011 Revised: D711a12019 Valid Through! DWOM020 2.10 rreerinidla6 covers albtlW4 cav"a and 119 rxisdng buildivF W xhiJr etitm are wttxhni shall manly wish tlu tesspirlj rtgdrircmcnts of tTaPl tt 26 Or JSSCf. 7 for rc;vlu Stamruit Shtpa and rrsparue dwraticdMa. 2.11 x9olmutn41esiga roof llve Iwd to 10 Psf(47.tl114 for traitdo envrs SH0631ed with ■ one- and two. ramily dccclitny and 20 Pir(95.76 Pal the ewpwu "a "mailaerelal 1-f cinctures. 7.921nalal6tion n r raam.plaflio-cacaoaf peach ehali ♦v in iccankncc pith its nalmtian export Sccdon.42A of th11 rrfwn, qnd pmvWt equh•alcm %r Iial and WMI load La,+srily es alr.rn in dig report. L13 Appmvvd Seataot or ee» 10112 shall be used It any peneuattons made to the cal;Iing %volh r reSirsnt ealcrior hall cmrlope. 7-14 Rai aMd al potiO "WO, casPana.rtd 6&Mtl L W roar a:nwnves sub]m to topoyap* of ircts of abrupt chaDgn iueh as wlad•speN�uP o+'n hill; ridges slid eampmrnlb In err Cvdwr a with Sacilan ^_6 93 or ASCE 7 arc oule.Je tie scope orlhis report. ms Anyromrvtniriwe eonsinada in on w-niIlit Mtroar. lop MIA' load V.Wer thin MAI pat 133BO 1") in St"ffik Dings Cvgvirs A. 0. C. D. DO. D1, D2, L• at F. end real [dmplT3nFKiNEz[[[Pqdins I oTIDCerCDC Scttke1613.1, it vorridetht Scope oftla s report. Lit Addition ofcn:lastve x=Jk to r esidenkl panto rotYrt shall be in occonluce r11b Scctian 4.1 oflhb mporc 3.17 Th'[ Durslurn Pradkrds Reaidmiol Patio Conn, )Compms, and Communal Roof Sln;t a an pmduccd in Ckmna. Calif rni0 aid 5acntncc:0, (•alirainia. 3.0 PRODUCT ESE jD rites and Srigollaltonord,r Durahrm Pmd Was Realdeneiil Patio Cevtes, carp". and Cummcrelel R.or Sooeruceo saa0 comply nl all the applinhlc coda, the mxnuhestuei a incatlp;rro fwivnwnc this report and Nr x"-Panylnd plans a.d IpCCIEm Tans Revialrm V3.I.1. signed .hd dated Faly a, ORl0. All oll.,Ll le iwdiag eoodiliom s,511 be as gculd in The plans arcampareying tau MT-'L Mac c connive occur, tht mart renrlctitn Oat! Bolan. 3.1 Atkm Selcelian or appticeble stmete.71 curr no, far 1.ie iarTallation 6f fteatln d;DS oral rot et" rn'(1001 :li pallo avow, earpom ail$ eoomitlit mofslnoroses Shill be In accordance with Ne design criteria of ,Dallied In the pplane mom(tanyir+s tbla repro The Mjzct Ioralion, use ipillo Omer epapan, eoauttetenl sovcturcJ evntleponding Code, and applicable dm++y's crSuria, hechdrmg rU category ttOC only), xind spa+i, wind nromre atatory, roof lice lesd, pound snow Iolrl, Ieir mSr tite;p cakliery, and flop No depth shall be plor W an a be uachrd to the Plans ►ecomparey[n; this rWorl and he obenvrd la the mieelicta ohhe canponrm c 3.7 inrtalLllotI in t42931101t ofibe eumpanctu d8o inch in Soo; 1,1 nr twit avri la eancMuct tbR pplo wtw, ea+P.rt errs ammnrul+oa r Arvelwe a1u11 he in aecmdanee *.ilk Air rcpna, i1w plane 4re6mpw)4mg; Wt reparl. 0imu retctunres irwomIWOa in;trucaortr. Ind der rpplrtaak eodsa Of till, repvm 1,%jWM ronmeu occur. the mwv reprinitr aben;mxrr. 4.0 PROBUCT DPSCR"074 47 PrgdurffaTnipultoq Ddsnlum Pmdrwk RaWeotiat Patio Cmsrl. Capons. and Cononticial Roof Struciura art I'r mApliding Ind mtaohed. adneneloitd solid and lattice residential patio ewer; nrpvtu an3 rrmmrrcUi nArAvurluma. Tar rtmetucs dull be evn+te tieJ in ImuJaoce *ilh 4be plus .rroos+asying Nit report and ra Inllewid [n Ot %Vtt Adtuhed palio eos'c,% r'heae rons;dva air 11 be open on dux aides. Auacbcd snrporu umen:cd rid, ann and wo•r=uy dre:[in; slriU alali be Men on at (eaa rem sides. }r"nandl.F polio sws e, mtpunc iW "mmenial roof aegnxes aJlall be open on all fade ride Wpere OcnSncd rna to lu,v xa11 cotTlswxionc used %iN NO luwuwal eo.rpw U Ju arr+'brd is Ods,ever" 10 rums coil. a entatT" aerWenrial ps6o coven alun cartf t so ibr limits oolcd is Stcilvla 1$03 of Nr Inc yr C8C and S64iaa A4103 or are IRC yr CRC. The sl eatturn sha11 be njm4 In a J+rojon Cnla.rign acpon finer, aq apprarrd w raer a 60c ed is l0C and C 13C Satin 104.11.1 or odor natlo,wl[y ntngaixcJ ecnifraitna Prop= accepted by IAT'hSOlymrorm E+Ylusflun scwkv. 4.L7 Alutolasaso: Aluminum move" mcanbero arc roll- roiaiCd me cxmtdod strip" or ,Oow allays and ov-pirC ;''m-IAf with Chiptcr 20 of 14 MC and Asni n2Oa as spce d mlhe Plantacc+ampanling this mite, 4.22 Slob Sire] owmmhCrs,sre rnmwd'from %16aue goedu erstcd eamp1jim; with ASJM A500. Gradc D and ASTM AW SS Cerodc So and. when deiigrstal, with a g;aWWted trotlo; enmplying 44sh (360, as 0eri0ed in the plans aecwnp-)4r1g this rcyxet. 423 Fastcaen: Fuencn tnrlWe aluminum and peel bolts, woad sercws. Ug o;m%,c, pen Imulled mcbwL mlrAa In; Y[rr+„a and shmf rnrud ,timer as SpecUtca la do Plaaa aaompanyiog "sic report. R.2A Fsatv-PLelfi Con Poadc The lamieentd rum eorc sandwich roof purls turd xith the stmruunl eamgonmts de4enbed in Nil repon to force Oetnu,ffihg and Dnuhed -rcsidealW prlly and foleurci.l rolan shall be Dorapand Srnuuoal Panel, fw Patio Cerere d:xnbcd and rearn'IYM inWMOULS E•R-SOS. Paget of 3 u�� m W91nallytcautd: 9OfO112011 Rtvlscd: CTIIW7019 VoRd Through: 061,Ml2020 5A IF&STW ICAT 10'N Enck,urer cov=4 by ehlr aged shah be WOW by a pemtencm decal yr 1drnlffying.4:11 sNlrr Ibr nine and addrps of the maoufnluret (Mrsh m Prod tutu Inr.T. Elch imtalluion stall bra on Original idmtifylnr 4er4 of Ire bcarin0 eke IAPMO UES MWIC of Cnnfamdty area the Evefwdem germ Number (U-1924, Marl ofdrC WtOwing MAraS orConfamiW maylr wed esshawn: IAP UE MO S or Llpltf 0 i0FS ER-193 9.6 SUBSTA1nUTIN0 DATA 61 I>Aq romp:yinp With the WC -ES Arerpwm Crileri4 Tor Patio Coven (ACT {Ol• Appmsd Augur 201 � 6-. LaF;aming ralrcl:lioru in Drcolqu" wi0a the 3014. 201,E and 201a Im.-rniion d Dwlding Cwk, AIME 7. 10 ud 7-Ir=and she Aluminum Dealgn hlanuil Pin 1 t.015]. .63 Quality control rmmnl. 1.4 Ptodue dr■liilspf. 7.9 SCATEh112+7 OP RECO1211MO 7 This rvslass[nn rcPon drlrnbm the revoke or rcrranh rnnrtfd Out by IAPh1D Untfam EAaluillvn Sttvkc un DtuYlurm Pri am Roa4k uisl patio Cntcrry Co rpenL sod Cv mmereial Rwf$trirturer maalor nurod to Corun. area sxronaa,sa, C.hlarflL , to assess r1+: ir_sonrorrmner la 11v Bodo Down in Slpkra IA of thin report .red ansunt mA ,lee pmJael's-Villcation. The =rodncu air pmdurrd IN locglan ralyd Ia Srtlioa 117 of lass rr�on ender a rpsalityenmrol prOtmm withpedaiie iatpeehoa uMn J,C fupm•tsion crI AP,lO UPS. balsa Cxbcr. P.C.$.E Vice rraldeot, T"Wea10peratidne llnlrorm Enlaadon Senior RI0 urd Deck P E, Ce D, MCI` \'Ice Proldral. Gnlfonrt Eval.ol.v; Stnice rl_ GP Ruu cl,-R4 CEO.The IAPh%O Croup FM.aWta.w 9.erlru,..r..1 I W n star W Cryan pl,ax+ldl .,M1..... .,..awsly�-� - Page 3 of 3 2485 RAILROAD ST, CORONA, CA 92880 951.736A500 vFfr- 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.1150 1 FAX 949.305.1420 EXPIRES ON: JUNE 30, 2020 REVISIONS dARK DATE DESCRIPTION 4 STEL JOB 8 DA02-02 DATE 07108119 DRAWN BY RC CHECKED MD9 1APM0195 V 3.1.1 IAPMO APPROVAL GO.2 1K m RAFTER (E) BUILDING SEE NOTE 2 RAFTER CONNECTION I TO BLDG SEE NOTE 2 i o z w 1 LATTICE 3' OR fi O.C. - N I I I ; SEE NOTE 2 1 L o COL, TYP, ! 0 z w N a ' I SEE NOTE 4 I 0 � w LU z ! I I 1 1 I O ii RAFTER CONNECTION BEAM SEE NOTE 3 - TO BEAM SEE NOTE T1 I LENGTH 'L' SEE NOTE 1 � PLAN vlEw NOTES: 3_DIMENSIONS BEAM CLEAR SPAN 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 257 OF RAFTER'S ADJACENT CLEAR SPAN. E LATTICE OVERHANG 'OH' SHALL NOT EXCEED 25% OF THE TOTAL UNSPLICED LENGTH OF THE LATTICE MEMBER OR 24", WHICHEVER IN LESS. F. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN: TRIG (Bext)= J4 ADJACENT RAFTER CLEAR SPAN @ RIGHT + RAFTER OH @ LEFT -TRIG (BLDG)=Jf 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. B. SEE SHEET L3,1F FOR RAFTER PROFILES AND MAXIMUM SPANS. C. SEE SHEET L2.2 FOR REDUCTION OF RAFTER MAXIMUM SPAN WHEN DESIGNING FOR SNOW LOADS. D. SEE SHEET L6.1 FOR CONNECTION OF LATTICE COVERS TO (E) BUILDING. E. ROOF OF STRUCTURES DESIGNED AS LATTICE COVERS SHALL REMAIN UNCOVERED. THERE SHALL BE NO OBSTRUCTIONS TO THE FLOW OF WIND THROUGH THE LATTICE MEMBERS, SUCH AS FABRIC OR PLANTS. F. CLEAR SPACING OF LATTICE MEMBERS SHALL BE EQUAL TO OR LARGER THAN THEIR WIDTH, AND NOTHING SHALL BE ADDED TO COVER THE LATTICE MEMBERS, THAT COULD OBSTRUCT WIND FLOW, INCLUDING, BUT NOT UMTTED 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. 9 1SOME1'RIC 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. 44- 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 L8.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING. D. SEE SHEETS L6.x & L7.x FOR COLUMN CONNECTIONS & DETAILS. 5. EQUINDMQNS A SEE SHEETS L7.1 AND L7.2 FOR COLUMN CONNECTION TO FOUNDATION. B. SEE BEAM SPAN TABLES ON SHEETS LB.xx.x FOR MINIMUM FOOTING SIZE FOR PATIO COVER SUPPORTED ON CONCRETE FOOTING, BASED ON BEAM SPAN SELECTED. C. SEE L7.1 FOR ALTERNATE FOOTING SIZES. D. SEE 9/0.2 FOR ATTACHED PATIO COVER SUPPORTED ON SLAB ON GRADE zz N 5= x TABLE 1 MINIMUM NUMBER OF POSTS REQUIRING ATTACHMENT PER 3/L6.3 Willi 2 x 6.5 x 0.032 SIDE PLATES (SIDE PLATE TYPE SP3) TRIB WIDTH WIND SPSf D AN 1105 110C 1208 120C 1306 130C 5' 2 2 2 3 3 3 6' 2 3 3 3 3 4 T Z 3 3 4 3 4 6' 3 3 3 a 4 5 $ 3 4 4 4 4 5 10• 3 4 4 5 5 6 11' 4 4 4 5 5 5 17 4 5 5 6 5 1 7 WITH 2 x 6.5 x D.042 SIDE PLATES (SIDE PLATE TYPE SP4) TRIB WIDTH WIND SPEED AND EXPOSURE 110B 11DC 120B I= 130E 13DC 5' 2 2 2 2 2 3 6' 2 2 2 3 3 3 7' 2 3 3 3 3 4 9 2 3 3 4 3 4 $ 3 3 3 4 4 5 10 r 3 4 4 4 4 5 IT 3 4 4 5 5 6 12 1 3 1 4 4 5 5 5 NOTES: 1. NUMBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADD POSTS AS REQUIRED TO ENSURE THAT THE "MAX POSTS PACING (SPANY SHOWN ON SHEETS LB.xx.x IS NOT EXCEEDED. 2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL 3/1-6.3. 3. THIS TABLE DOES NOTAPPLY IFTHE SIDE PLATES ARE PROVIDED FOR AESTHETICAL PURPOSES AND THE BEAM IS CONNECTED TO THE COLUMN DIRECTLY PER 2/L6.3 OR WITH A BRACKET PER 1/1-4.3 & 1/L6.3. A TABLE 1 - MINIMUM NUMBER OF CAL REQUIRING TOP ATTACHMENT PER 3/L6,3 SHEET IN DIE %.- LATTICE STRUCTURES: TYPE E GO.1 -TITLE SHEET, DESIGN LOADS, GENERAL NOTES G0.2 - IAPMO APPROVAL L1.1 -LATTICE STRUCTURES: TYPE E L1.5 - LATTICE STRUCTURES: TRIBUTARYWIDTHS TO BEAMS L2.1 - LATTICE STRUCTURES: SNOW LOAD DESIGN: NEED TO CONSIDER DRIFT AND SLIDING DESIGN L2.2 - LATTICE STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION FACTORS DUE TO DRIFT AND SLIDING L3.1A - LATTICE STRUCTURES: ATTACHED COVERS RAFTER SPANS L4.1 - LATTICE STRUCTURES: BEAM PROFILES L4.2 - LATTICE STRUCTURES: COLUMN PROFILES L4.3 - LATTICE STRUCTURES: CONNECTORS L4.4 - LATTICE STRUCTURES: FAN BEAM DETAILS LSA - LATTICE STRUCTURES: ATTACHMENT TO EXISTING BUILDING L6.2-LATTICE STRUCTURES: CONNECTION DETAILS L6.3 - LATTICE STRUCTURES: CONNECTION DETAILS L71 -LATTICE STRUCTURES: FOUNDATION DETAILS L7.2-LATTICE STRUCTURES: FOUNDATION DETAILS LS=.x - LATTICE STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx PSF LLJSL, 1xO MPH G9.1 -ADDITIONAL STATE LICENSURE STAMPS LATTICE COVER STRUCTURE TYPE E: ATTACHED SINGLE SPAN WITH OPTIONAL CANTILEVER 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 Q�7fFS51q�( S585 S� 9rF OF CA\ -AFC DATE SIGNED: July 8, 2019 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.11501 FAX 949.305.1420 SAP ®rm E EXPIRES ON: JUNE 30, 2020 REVISIONS MARK DATE DESCRIPTION 4 STEL JOB A DA02-02 DATE 07108119 DRAWN BY RC CHECKED MDS IAPMO 195 V 3.1.1 LATTICE STRUCTURES: TYPE E Ll . 1 � RAFTER IH SEE NOTE 2 (E) BUILDING / / i I I I I f w I RAFTER CQNNECTION I i TO BLDG SEE NOTE 2' c m o w II w I LATTICE @ ; 3" OR 6" O.C. a w I SEE NOTE,2 COL, I TYP I U v d RAFTER CONNECTION SEE ,NOTE 14 m w TO BEAM SEE NOTE 2' I I w ui V) -- BEAM CLEAR SPAN LENGTH 'L' SEE NOTE 1 C PLAN VIEW A. SEE DESIGN ASSUMPTION 4 ON GO.1 FOR PATIO COVERS CONSISTING OF SOLID COVERS AND LATTICE FRAMING. B. HEIGHT OF STRUCTURE 'H' (TO TOP OF COVER) SHALL NOT BE OVER 12 FT. C. BEAM OVERHANG 'OH' SHALL NOT EXCEED 25% OF BEAM'S ADJACENT CLEAR SPAN. D. RAFTER OVERHANG 'OH' SHALL NOT EXCEED 257 OF RAFTER'S ADJACENT CLEAR SPAN. E. LATTICE OVERHANG 'OH' SHALL NOT EXCEED 25% OF THE TOTAL UNSPUCED LENGTH OF THE LATTICE MEMBER OR 24", WHICHEVER IS LESS. F. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN: • TRIB (Beat)= Y2 ADJACENT RAFTER CLEAR SPAN @ RIGHT + RAFTER OH @ LEFT • TRIB (Sint)= Y2 ADJACENT RAFTER CLEAR SPAN @ RIGHT + Y2 ADJACENT RAFTER CLEAR SPAN @ LEFT • TRIB (BLDG)=Yx 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. r��11[�1�[K�1� SLID A SEE SHEET L4.1 FOR LATTICE PROFILES. S. 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. BEAM �� ISOMETRIC V[EW A SEE SHEET L4.1 FOR BEAM PROFILES. B. SEE SHEET L4.4 FOR FAN BEAM DETAILS. C. SEE SHEETS 9/L7.2 & LB.xx.x FOR TABLES SHOWING MAXIMUM BEAM SPAN. D. SEE SHEET L2.2 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR SNOW LOADS. E. SEE SHEETS L6.x FOR BEAM CONNECTIONS & DETAILS. 4L-CpI,UMh A. SEE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBER OF COLUMNS REQUIRED BASED ON COVER DIMENSIONS. B. SEE SHEET L4.2 FOR COLUMN PROFILES. C. SEE SHEETS 9/L7.2 AND LB.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING. D. SEE SHEETS L6.x & L7.x FOR COLUMN CONNECTIONS & DETAILS. 5. FOUNDATIONS A. SEE SHEETS L7.1 AND L7.2 FOR COLUMN CONNECTION TO FOUNDATION. B. SEE BEAM SPAN TABLES ON SHEETS LB.xx.x FOR MINIMUM FOOTING SIZE FOR PATIO COVER SUPPORTED ON CONCRETE FOOTING, BASED ON BEAM SPAN SELECTED. C. SEE L7.1 FOR ALTERNATE FOOTING SIZES. D. SEE 9/1-7.2 FOR ATTACHED PATIO COVER SUPPORTED ON SLAB ON GRADE zz N 2 S2 Li x TABLE 1 MINIMUM NUMBER OF POSTS REQUIRING A1rTAr1wJ ACNI1' DFR 4A R'A WITH 2 x 6.5 x 0.032 SIDE PLATES (SIDE PLATE TYPE SP3) TRIG WIDTH WIND S 1108 1 110C 1 1205 120C 1309 130C 5' 2 2 1 2 3 3 3 IT 2 3 1 3 3 3. 4 r 2 3 3 4 3 4 8 3 3 3 4 4 5 S' 3 4 4 4 S 10' 3 4 �4t 5 s 8 11' 4 4 5 5 B 77 4 5 5 8 5 7 WITH 2x 8.5 x 0.042 SIDE PLATES- - - - (SIDE PLATE TYPE SP4) THIS IN D SPE E D AND E)70S URE WIDTH 1108 SSCC 4208 M120C 1306 S30C 5 2 2 2 2 2 3 6' 2 2 2 3 3 3 r 2 3 3 3 3 4 8' 2 3 3 4 3 4 9 3 3 3 4 4 5 19 3 4 4 4 4 5 11' 3 4 4 5 5 6 17 3 4 4 5 5 5 NOTES: 1. NUMBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADD POSTS AS REQUIRED TO ENSURE THAT THE 'MAX POSTSPACING (SPAN)' SHOWN ON SHEETS LB.xx.x IS NOT E)rEEDED. 2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL 3/L6.3. 3. THIS TABLE DOES N07APPLY IF THE SIDE PLATES ARE PROVIDED FOR AESTHETICAL PURPOSES ANDTHE BEAM IS CONNECTED TO THE COLUMN DIRECTLY PER 2/L6.3 OR WITH A BRACKET PER 1/L4.3 8 1/L8.3. A TABLE 1- MINIMUM NUMBER OF COL REQUIRING TOP ATTACHMENT PER 3/L8 3 SHEET INDEX - LATTICE STRUCTURES: TYPE F GOA -TITLE SHEET, DESIGN LOADS, GENERAL NOTES GO 2 - IAPMO APPROVAL L1.2 - LATTICE STRUCTURES: TYPE F L1.5 - LATTICE STRUCTURES: TRIBUTARY WIDTHS TO BEAMS L2.1 - LATTICE STRUCTURES: SNOW LOAD DESIGN: NEED TO CONSIDER DRIFT AND SLIDING DESIGN L2.2 - LATTICE STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTK)N FACTORS DUE TO DRIFT AND SLIDING 1_3.1A- 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 LISA - LATTICE STRUCTURES: ATTACHMENT TO EXISTING BUILDING L6.2 - LATTICE STRUCTURES: CONNECTION DETAILS L6 3 - LATTICE STRUCTURES: CONNECTION DETAILS 1_7.1 - LATTICE STRUCTURES: FOUNDATION DETAILS L7.2 - LATTICE STRUCTURES: FOUNDATION DETAILS LS.xx.x- LATTICE STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx PSF LLISL, 1xO MPH G9 1 -ADDITIONAL STATE LICENSURE STAMPS 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 DATE SIGNED: July 8, 2019 e*,ydC_ �i��7E =*r�1t 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.11501 FAX 949.305.142D EXPIRES ON: JUNE 30, 2020 .I REVISIONS MART K I DATE l DESCRIPTION I] 4 STEL JOB 0 DA02-02 DATE 07108119 DRAWN BY RC CHECKED MDS IAPMO 195 V 3.1.1 LATTICE STRUCTURES: TYPE F LATTICE COVER STRUCTURE TYPE F: ATTACHED MULTI -SPAN WITH OPTIONAL CANTILEVER L1.2 x m � m z N m � m z w N C PLAN VIEW NOTES: 1. Pg0 COVER DIMENSIONS RAFTER SEE NOTE 2 i 1 LATTICE.@ 3" OR §" O.C. SEE NOTE 2 1 j - COL, TYP SEE NOTE 4 1 RAFTER• CONNECTION T6 BEAfaI SE� NOTE 2 BEAM CLEAR SPAN LENGTH 'L' SEE NOTE 1 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)=X ADJACENT RAFTER CLEAR SPAN 2. LATTICE COVERS A SEE SHEET L4.1 FOR LATTICE PROFILES. B. SEE SHEET L3.1F FOR RAFTER PROFILES AND MAXIMUM SPANS. C. SEE SHEET L2.2 FOR REDUCTION OF RAFTER MAXIMUM SPAN WHEN DESIGNING FOR SNOW LOADS. 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. w N ZL z O a m a ISOMETRIC VIEW 3/V'=1'-0' 3. BEAMS A SEE SHEET L4.1 FOR BEAM PROFILES. B. SEE SHEET L4.4 FOR FAN BEAM DETAILS. C. SEE SHEETS 9/0.2 & 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. FOUNDATIONS A SEE SHEETS L7.1 AND L7.2 FOR COLUMN CONNECTION TO FOUNDATION. B. SEE BEAM SPAN TABLES ON SHEETS LB.xx.x FOR MINIMUM FOOTING SIZE FOR PA110 COVER SUPPORTED ON CONCRETE FOOTING, BASED ON BEAM SPAN SELECTED. C. SEE 9/L7.2 FOR ALTERNATE FOOTING SIZES. LATTICE COVER STRUCTURE TYPE G: FREESTANDING SINGLE SPAN WIT! 1 x SLAB, i TABLE 1 MINIMUM NUMBER OF POSTS REQUIRING ATTACHMENT PER 3/L6.3 WITH 2 x 6.5 x 0.032 SIDE PLATES (SIDE PLATE TYPE SP3) TRIB WIDTH WINDSPEEDAN U 110E 11DC I 120B 120C 130B 130C & 2 2 2 3 3 3 6' 2 3 3 3 3 4 7 2 3 3 4 3 4 e• 3 3 3 4 4 5 9' 3 4 4 4 4 5 1U 3 4 4 5 5 6 IT 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 WIDTH WIND SPEEDANDEXPOSURE 110�8 1100 1209 12DC 1308 130C s ;z 2 2 2 2 3 E 2 2 2 3 3 3 7 2 3 3 3 3 4 6 2 3 3 4 3 4 9' 3 3 3 4 4 5 1Q 3 4 4 4 4 5 11' 3 4 4 5 5 6 17 1 3 4 1 4 1 5 5 5 NOTES: 1. NUMBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADD POSTS AS REQUIRED TO ENSURE THAT THE 'MAX POST SPACING (SPAN)" SHOWN ON SHEETS LB_xx.x IS NOT EXCEEDED. 2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL 3/1_6 3. 3. THIS TABLE DOES 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/L4.3 8 1/L6.3. (� A TABLE 1 -MINIMUM NUMBER OF _COL REQUIRING TOP ATTACI�MENT PER 3/L6,3 SHEET INDEX - LATTICE STRUCTURES: TYPE G GDA -TITLE SHEET, DESIGN LOADS, GENERAL NOTES GD.2 - IAPMO APPROVAL L1.3 - LATTICE STRUCTURES: TYPE G L1.5 - LATTICE STRUCTURES: TRIBUTARY WIDTHS TO BEAMS L2.1 - LATTICE STRUCTURES: SNOW LOAD DESIGN: NEED TO CONSIDER DRIFT AND SLIDING DESIGN L2.2 - LATTICE STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION FACTORS DUE TO 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 L4A - LATTICE STRUCTURES: FAN BEAM DETAILS LSA - LATTICE STRUCTURES: ATTACHMENTTO EXISTING BUILDING L6.2 - LATTICE STRUCTURES: CONNECTION DETAILS 1_6.3 - LATTICE STRUCTURES: CONNECTION DETAILS L7.1 - LATTICE STRUCTURES: FOUNDATION DETAILS L7.2 - LATTICE STRUCTURES: FOUNDATION DETAILS LB.xxx- LATTICE STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx PSF LUSL, 1x0 MPH G9.1 -ADDITIONAL STATE LICENSURE STAMPS m w I i I i w RAFTERI CONNECTION I I I I COLD TYP m it z w it N TO BEAM SE€� NOTE 2 1 _ I 1� I SEESNOTE 4 , c v w p m w cc w a I i RAFTER SEE NOTE 2 LATTICE @ 3'I OR 6" O.C. r m La o SEE NOTE 2 I I w m z I 1 1 I N OH L L BEAM CLEAR SPAN L BEAM CLEAR SPAN LENGTH 'L SEE NOTE 1 C PLAN VIEW NOTES: f . aanQ COVER DIM�r)S1ON A SEE DESIGN ASSUMPTION 4 ON GOA FOR PATIO COVERS CONSISTING OF SOUD 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)= X ADJACENT RAFTER CLEAR SPAN @ RIGHT + RAFTER OH @ LEFT • TRIB (Sint)= kz ADJACENT RAFTER CLEAR SPAN @ RIGHT + 74 ADJACENT RAFTER CLEAR SPAN @ LEFT • TRIB (BLDG)=Y2 ADJACENT RAFTER CLEAR SPAN 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. I- 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), TF 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. � ISOMETRIC VIEVII 3. BEAMS A SEE SHEET L4.1 FOR BEAM PROFILES. B. SEE SHEET L4.4 FOR FAN BEAM DETAILS. B. SEE SHEETS 9/L7.2 & LB.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/L7.2 AND LB.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING. D. SEE SHEETS L6.x & L7.x FOR COLUMN CONNECTIONS & DETAILS. 5- F_ auN7AT10H5 A. SEE SHEETS 101.1 AND L7.2 FOR COLUMN CONNECTION TO FOUNDATION. B. SEE BEAM SPAN TABLES ON SHEETS LB.xx.x FOR MINIMUM FOOTING SIZE FOR PATIO COVER SUPPORTED ON CONCRETE FOOTING, BASED ON BEAM SPAN SELECTED. C. SEE 9/0.2 FOR ALTERNATE FOOTING SIZES. 3LAD, i TABLE 1 MINIMUM NUMBER OF POSTS REQUIRING LTrdrWhV::NT PPP 3A A A WITH 2 x 6.5 x 0.032 SIDE PUBES (SIDE PLATE TYPE SP3) TRIG WIN AND OPOSURE WIDTH 1108 110C 120E I 120C 1 130B 130C 5' 2 2 2 3 3 3 B 2 3 3 3 3 4 ? 2 1 3 3 4 3 4 g 3 3 3 4 4 5 9 3 4 4 4 4 5 10' 3 4 4 5 5 6 71' 4 4 4 5 5 B 12' a 5 5 6 S 7 --- --- -- -- WITH 2-x 6.5k 0.042 SIRE PLATES--- -- (SIDE PLATE TYPE SP4) TRIg WIND S PEP DAND EXPOSU E WIDTH 110E 1 110C 1 1208 120C 130E 130C 5 2 2 2 2 2 3 g 2 2 2 3 3 3 T 2 3 3 3 3 4 g 2 3 3 4 3 4 8 3 3 3 4 4 5 10 3 4 A 4 4 5 71' 3 a 4 5 513 12 3 4 4 5 5 5 NOTES: 1. NUMBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADD POSTS AS REQUIRED TO ENSURE THAT THE "MAX POST SPACING (SPANp SHOWN ON SHEETS LB.xx.x IS NOT E)CEEDED. 2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL 3/L6.3. 3. THIS TABLE DOES NOT APPLY IF THE SIDE PLATES ARE PROVIDED FOR AESTHETICAL PURPOSES AND THE BEAM IS CONNECTED TO THE COLUMN DIRECTLY PER 21L6.3 OR WITH A BRACKET PER 1/1-4 3 8 1/L6.3 (�)�TABLE i - M[NIMUM NUMBER OF COLING TOP ATTACIMEHT PER 3/L8.3 8HEETINDEX.-LATTIC E 5TRUCTL1R9qL22ff_EH GO.1 -TITLE SHEET, DESIGN LOADS, GENERAL NOTES G0.2 - IAPMO APPROVAL 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 DRIFT AND 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 L6.1 - LATTICE STRUCTURES: ATTACHMENTTO EXISTING BUILDING L6.2 - LATTICE STRUCTURES: CONNECTION DETAILS L6.3 - LATTICE STRUCTURES: CONNECTION DETAILS L7.i - LATTICE STRUCTURES: FOUNDATION DETAILS L7 2. LATTICE STRUCTURES: FOUNDATION DETAILS LB.xx.x - LATTICE STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx PSF LL/SL, 1x0 MPH 39.1-ADD MONAL STATE LICENSURE STAMPS LATTICE COVER STRUCTURE TYPE H: FREESTANDING MULTI -SPAN WITH OPTIONAL CANTILEVER TRI BUTARY WI DTH TABLE (FT) 0 H CLEAR SPAN (FT) (FT) 6 7 8 9 10 1 11 12 13 14 1 15 16 17 18 19 j 20 21 22 23 24 0 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5 8.0 8.5 9.0 95 10.0 10.5 11.0 11.5 12.0 1 4.0 4.5 5.0 55 6.0 6.5 7.0 75 8.0 6.5 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 85 9.0 9.5 10.0 10.5 11.0 11.5 12.0 NP NP NP NP 3 6.0 6.5 7.0 7.5 1 6.0 8.5 9.0 95 10.0 10.5 11.0 11.5 12.0 NP NP NP NP NP NP 4 1 7.0 7.5 8.0 8.5 9.0 9.5 10.0 10.5 11.0 11.5 12.0 NP NP NP NP NP NP NP NP 5 j 8.0 1 BS 1 9.0 9.5 10.0 10.5 1 11.0 1 11.5 12.0 NP NP NP r NP NP NP NP NP NP NP Nr -IVUI YtKMIIIW- NItSPLLIFILLNGINEERINGREQUIRED. ROUNDUP TRI BUTARY WIDTH AS REQUIRED TO USE DESIGN TABLES. NOTE: TRIBUTARY ON MULTIPLE SPANS IS EQUAL TO CENTER SPAN TO CENTER SPAN 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 �}FE55 f q�C S 5885 UCT��a�P qrF OF CM - DATE SIGNED: July 8, 2019 TCL_ zAA--"wvf'w 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 149.305.11501 FAX 149.305.1420 �Ap M� OTM ES EXPIRES ON: JUNE 30, 2020 REVISIONS MARK DATE DESCRIPTION 4 STEL JOB # DA02-02 DATE 0710B/19 DRAWN BY RC CHECKED MDS IAPM0195 V 3.1.1 LATTICE STRUCTURES: TRIBUTARY WIDTH TO BEAMS L1.5 3x8 RAFTER -ATTACHED STRUCTURE 2x61/2 RAFTER -ATTACHED STRUCTURE DBL. 2X61/2 RAFTER -ATTACHED STRUCTURE 7 _1057 WIND SPEED / EXP T SPACING WIND SPEED / EXP LUGSL T SPACING WIND SPEED EXP LLIGSL ISPACING1 ON) OIC LLIGSL IN) O/C 110BI 110 C 1 120 B 12D C 130 B 130 C (IN) O/C 110 B 110 C 120 B 120 C 130 8 130 C 1 110 C 1205 1200 1305 1 130 C 16" 29'-8' 29'3° 29'-B' 28'-9' 29'-3" 26'-3" 16" 16'-0" 16-10" 16'-0" 16-0" 15'-9" 13'-0" 0.024 16' 22-0 22-4' 22'-0' 21-1- 22'-2" 19'-2" 10 0.042 0.024 24" 16" 13,1' 20'-3" 13'-0" 20'-2" 13'-1" 20'-3" 12'-3" 19'-8' 12'-10" 20'-1" 11'-2" 18'-T 24' 16" 18'-4" 28'-r 18'-3' 28'-6" 18'-4" 28'-7" 1T-3" 27 9` 18-2" 28'-3" 1S-6" 25' 7' 24" 24'2" 24'-1" 24'-2' 23'3" 2"" 21'-6" 16" 23'-0' 23'-T 23'-0' 23'-0' 23'-0" 22'-9" 20 0.042 10 0.032 24" 16' 16'-7" 24'-6" 16'-0" 24'-4' 16' 7" 24'-0" 15-1' 23'.9" 16'-4" 24'-r 14'-10" 23'-2' 10 0.032 0.042 24" 16" 23'-4' 34'-r 23-3' 34'-4' 23'-4" 34L7' 22=8" 33'-7' 23'-i' 34' 2d-10' 8' 24" 1 B'-9" 18'-9" 1 B'-9" 18'-9° 16'-9" 18=9" 16" 19-8" 19' 8" IT-8" 19'-8' 19'-8" 19'-8" 25 0.042 0.042 24" 2d'-1" 20'-W 20'A" IV-61 19'-9" 19'-0" 24" 28'-Z" 2$'•1" 5?B'-2" 2T-4" 2T-10" 26'-0" 24" IVA" 16'-1" 16'-1' 16'-1' 16'-1" 16' -1" 16" 18'-1" 1&-1" 1B'-1" IW-1' 18'-1." 18'-1' 16" 12�" 1T-" 12� 1Z-4' 12'-4" 12.4" 0.024 16" 174" 1T-4' 1T-4' 1T4" 1T� IT-3" 30 0.042 0.024 24" 16" 10'-T 15'-B" 10'-2" 16-8' 10'-2" 15'�" 10'-2" 15'-8" 10'-T 16-8" 10'-1" 15'-B" 20 0.032 24" 1W 14' 2" 22'-1" IN-2' 2T-1" 14-r 2d-1" 14'-T 22'-1" 14` r 22'-1' 14-T 22'-0' 24' 13'3" 13'-9" 17-7 13'-9' 13'-9' 13'-9" 16" 19-10° 15'-10" 15'-10" 15'-10" IVA0" 15'-10" 40 0.042 20 0.032 24" Is, 12-10." 19'-0" 12-10" 19'-0" 12-10" 19'-0" 12'-10' 19'-0" 12-10" 19'-0" 12'-9" 18L10" 0.042 24" 16" 18'-r 26=8' 18'-1' 2G-8" 1BL7" 26'-8" 18'-1" 26'-W I&A" 26-W 18'-0' 26-7" 24' 12-1` 12-1" 12'-1" 12-1" 12-1" 12--1" 16' 13'4' '13'-C 13'-4' 13'-4' 13'-4' 13'-4` 50 0.042 0.042 24" 15-6' 15'-0" 15'-S" 15-0" 15'-6' 15-6' 24' 21LIG" 21'-1A' 21'-10.° 21'-10" 21'-10" 21'-9" 44" 10'-3° 10'-3" 17_3" 10'-3' 10'-3' 1d-3" 16" 10'-12" 10'-12' 10'-12" 1d-10' 10'-10' 10'-T 16" 10'-7" 10'7" 10.-T 10'7" 10'-T 10'-T 0.024 16" 15'-10" IV-10" 16-10' 15'-1D' 15-10" 16-10" 60 0.042 0.024 24" 16" 8'-1" 14'-4" 8'-i" 14'-4" B'-1" INN" 8'-1' 14'-4" B'-1" 14'-4' 8'-i" 14'-4' 24` 16' 13'-4" 20'-2" IT-V 2d-2° 13=4" 2U-T 13L-T 20'-2- 13 20-2' 2U-7 24" 10'3" 10'-V 10'-6' 10'-4" 1U-5' 10'-1" 16" 10'-1" 10'-1" IV-1' 10'-1' 10'-1' 9'-11° 72 0.042 25 0.032 24" 16" 11, I" 1T-4" 17 =1' IT-4' I v-1" 17'-" 11'-1" 1T-0" I v-1" 1T-4" I I,-1" 17-4" 25 0.032 24" 16" 16'-T 24'-6' 16'-7' 24'-6" 15-7" 24-W 16L7" 24-V 16 7' 24"6' 16' 7' 2", 24" 9'-B' 9'3" 9' 8° 9'-8" 9-8' 9'-6" 16" 914. 9-4" 9'4' 9'-4" 9'-4' 9'-4" 84 0.042 0.042 24" 13-3" 13'3' 13'3" 13'3' 13'-3' 13 r- 0.042 24" 20'-0" 20'-0" 20'-0' 20'-0" 20'-T 20'-0" 24" 8'-11" 8'-11° 8'-11` B-11" V-11" 8-71" 16" 9'-9" 9'-9' 9-9' 9'-9." 9'-9" 9'-9" 16" 14'-B" 14'-B' 14'-8' 14-B." IR-O' 14'-8" 0.024 24' T-6" T-T T-6" T-6' T 6" T 6" 0.024 24" 11'-2" 11'-2" 1 v-2' 11=2' 11'-2" 1 T-2" 16" 12'-6" 12'3" 12'-6" 12'-6' 12-6" 123" 16. 18'-7" 1 � 7- 18-r 18'-7" 18'7' 15' 7" NOTE_ 30 0.032 24" 10'-2" 10'-2` 10'-2" 10-2- 10-2" 10'-2" 30 0.032 24' 16-3- 19-3' 15'-r 15'-3" 151-T 15'3" IT IS ACCEPTABLE TO SUBSTITUTE: 16" 16'-0' 16'-0" 16'-0" 16'-0' 16'-0" 16-0" 0.042 16" 22 7" 22"7" 22-7" 22LT 227" 22' 7' 0.042 (2) 3x8 C 32"OC IN LIEU OF (1) 3x8 Q 16"00 24" 12'-3" 12'-3' 12.3" 123` 12%-r IZ-3" 24" 1Ir-6' 'IW-V 18'-6" 181-6" 18'3" 18'$" 16" B'-0" 8'-T B'-0' B'-0' 8'-0" 6-D" 0.024 16' 1710" 12'-10' 12-10- 12.-1a- 12-10" 12.10' (2) 3X8 Q 48.00 IN LIEU OF (1) 3x8 @ 24.00 - (2) 2x6 @ 32"OC IN LIEU OF (1) 2x6 Q 16.00 D.024 24' 6-2" 6'-2" V-2" 6' 2' S 2' V-2" 24" 9'-10' 9'-1D' 9'-10" 9-10° 9-10" 9'-10" - (2) 2x6 Q 48'OC IN LIEU OF (1) as Q 24"00 16" 10'-10" 10'-10" 10'-10" 1D'-10" 10'-10" 10'-10" 40 0.032 16" IV-4" 16'-4' 1E� 16'-4" 19�" 19-C 40 0.032 24" 8'3" 8'-3" B'-3" 8'-3" 8'-r 8'-3" 24' 12.6" 12-0'' 12-6' IZ-6" 17$" 12'3" 16" 13'-T 13'-2" IT-2" 1VZ 13'-2" IT-2" 16" 1V-9" 19'-9" 19'L9` 19'-9° 19'-9' IV-9" 0.042 241 10'-9" 10'-9" 1V-9" 10'3 is-9" 10'-9" 0.042 24" 16'-2" IG-2" 16 2' 16'-2" 16'2" 16'-2" 16" 7'-3" T-3" T-3' T-3" T3" 7-3' 16' 10-10" 10'-10' 10'-1D" 1d-IT 1d-10" 1d-10" 0.024 247 9-2' 5'-7 9-2' 5'-2° 5'-2' B-r 0.024 24" 8'3' 8'3" fl3" 8'3" "" 8'-3" W 16" T-9' 9'-9' 9-9" T-9" 9'-9' 9-9" 16' 14'49' 14-B" 141-V 1*11" 14'-8" 14'-8" 50 0.032 24" 7'-0' T-T T-0" T-0" T-0" T-0" 50 0,032 24 IV-3" 11'-3' 11LW 1IL3' 11'3" 11'3" 76" 11-9" 1V-9" 1v-9" 11'-9' 11'-9" 11'-9" 16" 1T-9" iT-T 1T-9" 1T-9- iTA" 1T-9" 0.042 24" 9-0" 91-7 81-V 9'-0" 91-0" 9-0" 0.042 24" 13'-7` 13'-T 13LT' 13-r IT-7' 13'-7" 16" 5'-8" 5'-B" 5'-B" 5'-T 5'-7" 51-W 16" T-12' T-12' T-Ir T-11' 7'-11"N14 0.024 24" 6-6" 51-6" 5-6' 51.5" 53" 5'4" 0.024 24" T-9' T-9' T-r T-8" T-8" 16' 8'-9" 8'-9' U-9" 8' r 6-7" 8'S" 16" 12_ 12'-4' 12-4" 12-7 17 r 60 0.032 24" T-1' T-1' T-1" 6'-12' 6'-12' 6-10' 60 0.032 24" 1d-1' 1d-1' 10-1' 9'-11' 7_12" 16" 10'-11" 10'-11" 10=11" 10'-9' 10'-10" 10'-0" i6" 14-10" 14-1d 14'-10` 14'-10" 14'-10" 0.042 24' B'-11' 8'-111 B'-11" 8'-10" 8'-1d 8'7" 0.042 24' 72-8" 12-8' 12-8" 12'-6" 12-' 16' 5'-T 5'-2' S-2' 5'-2' 5-2" V-2" 16" 6-11' 6'-11' 6-11" 6'-11' 6'-11" 0.024 24' 5'-1` 9-1" 51' 5'-1' 64" 4-17 0.024 24' 6'-11" G-11- S11" 6'-11" G-1T- 6'-9" 16" T-12' T-12' T-12" T-12" T-1T T-11` 16" 11-3' 11-7 11'_r 1I'- iv-3. 11'4" 72 0.032 24" 6-6" 63' 6-6' 6'-0" 6-0" 6-b" 72 0.032 24" 9'-r '.T-7 9-3" S'-3." 1fi 9=12' 9'-12" 9-12' 9'-12" 9'-12' 9-11' 16" 13'-11' 13'-17' 13-1I- 13'-11' 13'-11- 13'-11- 0.042 24" 8'-7 81-2" 8=2" 8'-7 8'-2" 8-1' 0.042 24' 11'-T 11-r 11-r 1T-r 11=7' 11'$' 16" 4'-1D' 4'-10" 4'-10" 4'-10" 4'-17 4'-10" 0.024 16' S'-12" VAX 5-12' F-Ir S'-12' VA27 0.024 24' 4'-8" 4-8° 4'-0" 4'3' 4'-8" 4' 8" 24' 6-12" 5-1T 5-Ir 5-12" 5L12' 5'-12' 16' T-5" T-5' T-5" T-6' TS" T3" 16' Icr_w I 1d-0i" 19-T I(Y- 1011i' 84 0.032 24" 6-1" 6-1' 6-1- 6'-1' 6-1" 6'-1' 84 0.032 24 8'-T 8'-r 8'-r e'-r S r 8-r ALLOWABLE RAFTER SPANS 16' 7 4" 9'-4' 9-4' 7-4' 9-4" 9'-4" 0.042 16" 13'-r 13-r 17-T 13-T 13'-T 131-2' 0.042 24" T-T T-7- T-r T T T r T-r 24" 1D'-r 1d-9' 10-9" 10=9' 10' 9" I 10'-9" DATE SIGNED: July 8, 2019 tPIM &C�. 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305A 1501 FAX 949.305.1420 DA02-02 0710B119 LATTICE STRUCTURES: ATTACHED COVERS RAFTER SPANS ALLOY 3.000" 0.01 S" g a c4 2 x 3 LATTICE TUBE 6"=V-0" ALUM. ALLOY 3004-436 o� 0.018" r�i N �o 1.500' OR 2.00{) L 11/2 x 1 1/2 OR 2 x 2 LATTICE TUBE 6"=r-0" 0.042 3.00D' Ri 3' x 8' RAFTER ALUM. ALLOY 3004-H36 T o 2.000" R2 2' x 6.5"_ RAFTER Atum. ALLOY 3404-F135 T o I � d 2.000" 6.ODCr 2.000' MAX DBL 2' x 6.5" RAFTER R3 3XB RAFTER -FREESTANDING STRUCTURE 2X61/2 RAFTER -FREESTANDING STRUCTURE DBL. 2X6l12RAFTER - FREESTANDING STRUCTURE LUGSL T N SPACING O/C WIND SPEED / EXP. LAICISE T IN) SPACING OJC WIND SPEED! EXP LL/GSL T (INl SPACING O/C WIND SPEED / EXP 110 B 110 C 120 B 120 C 130 B 130 C 110 B 11 CI C 120 B 120 C 130 B 130 C 110 B 110 C7 120 B 120 C 130 B 130 C 10 0.042 16" 26.3" 26'-3" 2E-3" 26'-3" 26'-3" 25-T 10 0.024 16" 14-2" 14'-2" 14'-2" 14'-T 14'2" 13'-9" 10 0.024 16" 19=10" 19-10" 19-10" 19'-10" 19'-10" 19'-4" 24' 21'-6" 21'-6" 21'-6" 21'-6° 21'-6" 21'-0- 24' 11-7" 11'7' 11'-T'11'-7" 11'-T' 1T-3" 24' 15-3' 16'-3" 167-3° 16'-3" 161-3" 15-10" 20 0.042 16" 21'-1 D" 21'-10" 21'-10" 21'-10" 21'-10" 21'-1 D" 0.032 16" 18'-D" 18'-0" 1 B'-0" 18'-0" 18'-0" 17'-T 0, 032 16" 25'-3" 25-3" 25-0" 25-3" 25'3• 24'-a" 24" 17'-10" 1T-1 D" 1T-10" 17'-1 D" 17'-1 D" 1 T-1 D" 24" 14=B° 14'-8" 14'-5" 14'-B" 14'-8" 14'4" 24' 20'-6" 20'-8" 20-8" 29-V 20'-" 2U-T 25 0.042 16" 21'S" 21'S" 21'-6" 21'-2' 21'-3^ 2D'-8" 6.042 16" 21"4' 21'-9" 21'-9" 21'-9"p 21'-2" 0.042 16" 30'-S' 39-8" 30-8" 30'-6' 30'-8" 29'-10" 24" 1T7" 1T-7" 1T7" 1T-4" 17'-6" 16-1 D" 24" 17'-9" 17-9" iT-9" 1TA' 17'-3" 24" 25'-1" 25-1" 25=1" 25=5" 25'-1" 24' 30 0.042 16' 19'-1" 19'-1" 19'-1" 19-1' 19-1" 19=1' 20 0.024 16" 11'-9" 11'-9` 111-9" 11'-9"111.9° 20.03224" 0.02424` 16" 16'-T' 16 7" 16'-7" 16=7" 16'-7" 16'-7" 24" 15-7" 15'-T 15'-7" 15'-T' 15'-7" 15-7 24" 9-8" 94r 9'-8' 9.8' 9_g^ 13'-7" 13'7' 13-7' 13-7" 13'-7" 13'-7" 40 0.042 16" 1 V-8" 1 G-8" 16'-8" 16'-8" 16"-8" 16'-8" 0.032 16" 15'-0" 15'-0" 15'-0" 15.'-0" 15'-0" 16" 2'r 21'-1' 21'-1" 21'-1" 21'-1" 21'-1" 24" 1x-v 13'-8" 1T-8' 13'-8" 13'-8" 13'-B„ 24" 12'--3" 12'3" 12'3" 12'3" 12'-3" 173" 1T-3' 17-3" 1T-W 1T3"' 7T3"16" 50 0.042 15-0"15-0" 15'-0' 15'-0" 15'-0" 15'-0"16" 0.042 18-1" 18'-7"18'-1" 1B'-1" 18-7" 0.042 16" 25'-0" 25 6' 25 6" 25-6" 26-61 253" 24" 11-2" 1 V-2" 11'-2" 11-2" 11'-2" 11'-2" 24" 14'-9" 14'-9" 14'-9" 14'.9" W-9" 14'-9' 24' 20-10" 20'-10" 20'-10' 20'-10' 20'-10" 20'-10" 64 0.042 16" 18'-9" 18'-9 18'-9' 18'-6' 18'-7' 18'-1" 25 0.024 16" 11-7" 11'-7" 17'-7" 11'�" 1T-6" 1T-2" 25 0,024 16. 16'-3" 19-3' 15-3" 16-1° 76 2' SS'$" 24" 15-0" 15'-4" 15'-4' 1V-1' 15'-2" 14'-9" 24. 9'-6" 9' G" 9'-6" 9'3" 9'-T g2^ 24" 91-3" 9'3" 9-3^ 9'3' 9'-3" 9'-3" [E20.042 16" 1T-2" 1T-2' 1T-2' 1T-2" 1T-2" 1T-0" 0.032 1g" 14'-9" 14'3' 14'-9" 14'3" 14'-T' 14L2" 0.032 16" 20'-9" 20'-9" 20=9' 201-6" 20'-7" 19-10" 24' 14'-0" 14'-0' 14'-0' 14'-0' 14'-0" 13'-10' 24' 12''-1" 12-1" 12'-1" 11'-10' 12'-0" 11'-7- 24" 1T-0" 1T-0' 1T-D" M-8" 16'$" 16'3" 0.042 16" 15'-11' 15-11' 15'-11" 15-11" 16-11' 15'-11' 0.042 16." 1T-9" 1T-9" 17'-9" 1T-7" 1T-8" 1T-1" 0.042 16" 25'-1" 25-1" 25-1" 2S 1' 25'-1" 25'-1' 24" 13'-0" 13L(r 13'-0' 13'-0' 13'-0' 13'-0" 24" 14'-7" 14'-T' 14'-7" 1*-4" 14'-6" 14'-0" 24" 20'-6" 20'-0a" 20-6" 29-6- 20'3" 20'{" NOTE: IT IS ACCEPTABLE TO SUBSTITUTE: (2) 3x8 @ 32"OC IN LIEU OF (1) 3x8 @ 16"OC (2) 3xg @ 48"OC IN LIEU OF (1) 3x8 @ 24"OC (2) 2x6 @ 32"OC IN LIEU OF (1) 2x6 @ 16"OC - (2) 2x6 @ 48.00 IN LIEU OF (1) Dc6 @ 24"OC ALLOWABLE RAFTER SPANS f 30 0.024 1fi" 10'-3" 10'3" 10-3" 10'-3' 10'-3" 10'-3" 30 0.024 16" 14'-6" 14'-6' 14'-6" 14'-6' 14'-0" 14'-V 24" B'S" W-6" 8'-6" B'-6" 8'-6" g-6" 24" 11L70" 11L10' 11'-10"' 11'-10" 11'-10^ 11'-1D" 0.032 16" 13'-1" 13'-1" 13'-1" 13'-1" 13'-1" 13'-1" 0.032 16" 18' 18' 4' 18 4' 18'-4" 18'-4" 18'-4" 24" 10'-8" 10'-8" 101-8" 101-8" 10'-8" 10'_g" 24 15-1" 15-1' 15-1" 15'-1" 15-1" 15'-1" D.042 1fi" 15'-9" 15'-9" 16-9' 15'-9" 15'-9" 15L9" O.D42 16° 22'-2" 22-2" 222' 22 2" 222" 22'-2" 24" 17-10" 72-10" 12'-10" 12'-10" 1T-10" 12'-10" 24" 18'-2" 18'-2' 19-2" 1SL2" 1V-2" 18' T' 40 0.024 16" 9"-1" 9'-1" 9'-1' 9'-1' 9'-7' 9-1" 40 0.024 16" 17-W IIZ-B" 1T-5^ 12'-B' 12'4r 12'-S" 24' 7'-2" 7-2" 7-2' T-2' T-21 T7 24" 1,0'-4" 19 4" 10'-4" 10-4" 1 D'-4' 10'4" 0.032 16" 11'-6" 11 6" 11'F" 11'S" 11'-6" 111-6" 0.032 16" 16--1- 1E--1` 16-1" 16'--1" 16'-1" 16'-1" 24" 9'-4" 9'-4" 9'-4" 91-4' 9'-4" 9-41 24' 13'-2" 1T' 2' 13'-2" 1T-2" 13'-2" 13'-2" 0.042 16" 13'-9" 13'-9" 13'-9" 13'-9" 13'-9" 13L9" 0.042 16" 19-4" 19-V 19-4 1W-4" 1SA' 19'-4" 24" 11'-3" 113" 113" 113' 11'-3" J J L3" 24" 1 SL10" 1 &-10" 1 SA W 1 V-1 d" 16-10' 75-7 D' 50 D.024 16" 8-2" 8-2" 8'-2' W-T 8'-2" 8'-2^ 50 0.024 16" 11'-4" 11'-4" 11' 4' 11L4" 11'-4' 11'4' 24" 5'-9" 5'-9 5-9" 5'-9' 5'-9' 5-9" 24' 9' 4^ 9'�" 9'A" 9�" 9' 4'" 9'-4" 0.032 16" 19-3" 10'3" 10'-3" 10'.i" 10'-3" 103" 0.032 16" 14'-6' IN-67 14-6" 14-6" 14'{" 14'-6" 24" 8'-4" 8-4" 8' 4" B' 4" 8' 4" g-4^ 24" 11=10" 71'-1U" 77'-10' 71'-1D° 11'-10" 11'-10" 0.042 16" 12--6' 12'-0' 12'-6" 12'-6" 12'-6" 12'S" 0.042 16" 1T-0' 1T-0i" 1T-W 1T6' iT3" 1T3" 24" 1V--2" 10-2" 10'-2" 10'-2" 10'-2" 10'-2" 1 24" 14'3" 14'3" 14'-3" 14L3" 14'3" 14'3" 60 d.024 16" 5LS' 5'-8" 5'-S" 5'-7" 517" 5'3'' 60 0.024 76" 7'-12" T-12" T-12" T-11" 7'-11" T-S" 24' 51-61 5'-S' 5'-6" 5'5" 65" 513' 24' T-9' T-9' 7-7 T-8" T-8^ T-6" 0.032 16" S"-9' 8"-9" B'--9" 8'-7' 8'-7" 8'S' 0.032 16" 12-4` 12'-4 12'A" 12-2" 12'-2" 11-10" 24• T-7" 7'-1' 7-1' 6'-12" 6'-12' 6'-10" 24' 11P-1" 10-1' Icy-11" 9-11' 9-12' 9-B" 0.042 16" 10'-11" 10'-11" 10'-11' 10'-9" 10'-10" 101S" 0.042 16" 14'-10" 14L70' 14-10" 14'-10" 14'-70" 14'-10" 24' 8'-11" 8'-11" 8'-11° 8'-10" 8'-10' 8' 7° Zr 12'-W 12-8' 1T S' 17-6" 12'-6" 12' 2" 72 0.024 16" W-T 5'-2" 5-2" 5'-2" 5 2" 6-2" 72 0.024 16' U-11" 6'-11' 6`-17" 6'-11' 6'-11" 6'-9" 24" V-1' 6-1" 5-1" V-1' 5-1" 4'-12" 24 fi-11' V-11" 6-11" IT-1 11 6'-71" 6L9' 0.032 16" T-12" T-12' T-12" T-12" T-12' T-11" 0.032 16" 11'-W 113' 113" 11-7 11'3" 11'-2' 24" 63" 6'-Ei 6'S" 6'S' 6'-V 6'-5" 24" 9L3' 9-3' 9-3' 9-7 9-3' 9'-1' 0.042 1fi 9112' 9'-12' SL12" T-12" 9'-12' 9'-17" 0.042 16" 13L11' 73'-11' 1T-11' 13°-11" 1T-111 13, 11" 24' 8'-2" V-71 8'-2" S'-2' 8'_2" 8-1" 24' 11'-r 1 r-T' 1 T-7' 11' 7" 1 r 7" 1 T5° 84 0.024 16" 4-10" 4'-10" 4'4D' 4'-10k 4'-10` 4'-10" 84 0.024 16" 5'-12' S'-12" 5°-12' S'-12" 5-12" 5-12" 24" 4' B' 4' 8° 4'-8" 4'S' 4'-0" 4'-8' Zr 5-12' 5'-12" 6L72' 5-12" 5'-12" 5'-12" 0.032 16" 7-5" T-5" T-5" T5' T5" T5" 0.0328' 10'-6" Iv_w 10'-6' 19-V 10'S" 10'S° 24^ 6'-1" 6'-1" 611" 6'-1' V-1" 6'-1" 7' g' 7' 8-T 8'-7" E 7" S'-7" d.042 16" 9'-4' 9'-4" 9-4' 9'-' 9-" 9'4" 0.04217-2 n24e' 13'-2' 73L2" 13=2' 13'-2" IT-Z" 24" T-T T-7' 7-T T-T T 7" 7'-T' 10-9' 10-9' 1�9" 10=9 1 D'-9" 10'-9' 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 S 5$ 5 P� OF CAO DATE SIGNED: July 8, 2019 c*'v'r TCL E1':�- rIr z' 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.11501 FAX 949.305.1420 �aP IYi o Ov E S TM EXPIRES ON: JUNE 30, 2020 REVISIONS MARK DATE DESCRIPTION* 4 STEL JOB A DA02-02 DATE D7/DaII9 DRAWN BY RC CHECKED MDS IAPM0195 V 3.1.1 LATTICE STRUCTURES: FREESTANDING COVERS RAFTER SPANS L3.1 F ALUM. ALLOY 6063-776 ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004-H36 STEEL ASTM A653-SS GRADE 50 G60 1.229" 2.13V D.D85" 2.01D" TYP. 2-908' ,k � d 12 GA CONTINUOUS STEEL INSERT 0.042 `V o o c o g O n q N '7 L9 [.I O W "i OyUy8y0' m n _ 0,0442" - - - - - 3.000" . m 0 N O LQ 2.824" 3.000' NOTE: 3.000" SEE 1/S4.6 FOR DETAILS AT FAN BEAM. i FAN BEAM 3 x 8 x 0.04T ALUM. BEAM W/- B11 3 x 8 x 0.042' 3 x 3 x 0.032' ALUM. BEAM W/- 81TB14 12 GA STL INSERT 3"=1'-O' 3"=1'-0" BB 12 GA STL V CHANNEL ALUM. ALLOY 3004-H3$ ALUM. A.LOY 3004 H35 ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004-H36 0.9845" STEEL ASTM A653-SS GRADE 50 G64 ISTEEL ASTM A653-SS GRADE 50 G60 gyp. ALUMINUM BEAM & CONTINUOUS STEEL INSERT PER 814/S4.2 0.042' o TYP. TYP. 0 0 0.042` 0 0 0 0 in m co 190 0 coo co r-: 2.000' 4.000 2.D00' 3.00f.000• 3.0.0. 4.00D' 3.000' MAX t2.:898" MAX. MAX 03 x 8 x 0.042' w/ B18 DBL 3 x 8 x 0.042' ALUM BEAM x 8 x 0.047 BB DSL 2 x 6 1/2 x 0.042' W/ B18 12 GA. STL V CHANNEL 6'=t' a" 14 GA STL INSERT 3"=1'-o' 3"=1'-O" ALUM. ALLOY 3004 H3fi ALUM. ALLAY 3004-1•136 ALUM. ALLOY 3OD4-H36 (�� ALUM. A110Y 3004-H36 STEEL ASTM A65'rSS GRADE 50 G50 STEEL ASTM A653-SS GRADE 50 GBO 1 229•77 STEEL ASTM A653 SS GRADE 50 G60 ALUMINUM BEAM lzc;M ALUMINUM BM& CONTINUOUS & CONTINUOUS STEEL INSERT 14 GA. STEEL INSERT PER B14/S4.2 CONTINUOUS PER 1318/S4.2 TYP. STEEL INSERT TYP. 0.032" 0 0 0 0 TYP. 0' ai m r 0.042" cd TYP N LL] O 2.000" 4.000 2.000' 2.824" MAX. 3.000" 4.000" 3.000" 3.000' 4.000" �3-00 MAC[ MAX. 3.OD0' B19 DBL 3 x 8 x 0.042' wl DBL 3 x 8 x 0.042' ALUM ILEA 3 x 8 x 0.042' ALUM. BEAM W/- B10 DBL 2 x 8112 x 0.032' 12 i3A STL V CHANNEL 3`=s'-0" 818 W/ 12 GA. STL INSERT 3"=1'-0" B13 14 GA STL INSERT 3'=1'-0" AsN A500 GRACE B ASTM A590 GRADE B ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004-H36 3" ALUMINUM OR STEEL POST PER PLAN N Ol O 0.188" 0.032" F] 0la C) 0 •t ri cc ri 3.000" } 0.042" 3.000' 4.000" c NOTE. ��(�� 2.000" � 3.000" 2.000" L`�1�• NOTE. T IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) WITH 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. 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. f n,n l HS5.4 x 4 x 3I16 CT HSS 3 x 3 x 3/16 � 0.047 SIDE PLATES 3' Sa ALUM POST ASTM A500 GRADE B ASTM A500 GRADE B ALUM. ALLOY 606T,r776JALUM. ALLOY 305:H36 0.762' TYP. ^ 1.500" o 0.250' D 0.048 2 0.400' 0 0.250" o o O.OS2" c o c 4S� TYP. n 3.000" 3.000' c 4.000" � 3 �" 10 F: NOTE N0�1 NOTE: IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) WITH IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY ALUMINUM BENT PLATES FOR AESTHETICAL PURPOSES. NO FASTENERS SECTION C1 FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. SECTION Cl FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. SECTION Cl FOR AESTHETCAL PURPOSES. NO FASTENERS ARE REQUIRED. ARE REQUIRED. SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF UNDERSIDE OF THE BEAM/COLUMN CONNECTION. THE BEAM/COLUMN CONNECTION. THE BEAM/COLUMN CONNECTION. THE BEAM/COLUMN CONNECTION. HSS 4 X 4 X 1/4 „o HSS 3 X 3 X V4 „= 3" MAG POST C2 3" Sa ALULt POST 3"_1,-0" ary vc� - 3"=1,-0. 3"-V-0" ASTM A500 GRADEJ�j ISTEEL A653 GRADE 50 CP60 I ALUM. ALLOY 3004-H36 3' ALUMINUM OR STEEL POST PER PLAN b 1,500" "1 0.048' o CL 0.4W 0.313' o o m R0.125 cd a � 45� TYP. 0 Li 3.000" 3,ggq" 0.032" Ltrir NOTE 2.000" � 3.000"�� IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY �' SECTION C1 FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. IT IS ACCEPTABLE AESTHETICAL THIS COLUMN SECTION (FULL HEIGHT) BY SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF SECTION C1 FOR EXTEND FROM FROM PURPOSES. NOOFASTENERS ARE REQUIRED. NOTE; THE FOUNDATION, TO THE UNDERSIDE OF SEE TABLE 1 ON L1.x FOR APPLICATION OF THIS DET THE BEAM/COLUMN CONNECTION. SLEEVE SHALL EXTAIL THE BEAM/COLUMN CONNECTION. nHSS 3 x 3 x 5/16 C8 3' SQ. STEEL POST SP3 0.037 SIDE PLATES � �s DUIRALU 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 ��fESS I�C CID S585 OF DATE SIGNED: July 8, 2019 S, , wvc 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949,305.11501 FAX 949.305.1420 SAP Mo E SOT, EXPIRES ON: JUNE 30, 2020 REVISIONS MARK DATE DESCRIPTION 4 STEL JOB # DA02-02 DATE 07100119 DRAWN BY RC CHECKED MDS IAPM0195 V 3.1.1 LATTICE STRUCTURES: COLUMN PROFILES L4.2 ALUM. ALLOY 6063-T JALUM, ALLOY 5063-T6 2.875" now. 03pp4 NOTE BRACKET IS 23'4 LONG V B_ RACKET AT COLUMN f 1 'H" BRACKET( Q-2r07l ALUM. ALLOY 6063•-T6 0 0 N 0 0 D.o65" a 0 m b TYA. u? 0 0 0 N CD 2�Q" 2.275' 0 LENGTH = 2Y2" @SINGLE 3 x 8 OR 3 x 3 BEAM BELOW LENGTH = 63/q" @ DOUBLE 2 x 612 BEAM BELOW 800. LENGTH= 8%" @ DOUBLE 3 x 8 BEAM BELOW ROOF BRACKET 'lP BRACKET LB x 8 x V4 x 2' 3"=1'-0" 2 x 6-V2' RAFTER TO B£AM 6"=1'-0' Q'$ STEEL ASTM A36 UM. ALLOY 6063 T6 0 cV 0 0 CV 0 0.065" o 0 0 TYP. Q2 N In 0 N i 2.00. 3.315" z.oQ• z.oQ• a 0 LENGTH = 2V' 0 SINGLE 3 x 8 OR 3 x 3 BEAM BELOW � • LENGTH - 04'" @ DOUBLE 2 x 6Y2" BEAM BELOW LENGTH= 8"-Y; @ DOUBLE 3 x 8 BEAM BELOW 8 SNOW BRACKET 3 'l1' $RACKET L12 x 8 x V2 x Z 2"=1'-0" 3 x 8 RAFTER TO SEAM 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 DATE SIGNED: July 8, 2019 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.11501 FAX 949.305.1420 EXPIRES ON: JUNE 30, 2020 1 REVISIONS 1 MARK I DATE DESCRIPTION 4 STEL JOB >t DA02-02 DATE 071D8119 DRAWN BY RC CHECKED KIDS IAPM0195 V 3.1.1 LATTICE STRUCTURES: CONNECTORS L4.3 HANGER FAN BEAM CHANNEL (19'-0" MAX. SPAN) FAN SUPPORT. BEAM/HEADER SEE DETAIL 2/- CEILING FAN AND/ f� OR LIGHT FIXTURE ✓�/ (MAX. 50 LB) Ifs/ CROSS SECTION {} AT FAN BEAM 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 1)Z' SMS TO RAFTER (2) #14 x I)f SMS TO BLKG, T&B 4 ° I (E) RAFTER W/ WOOD FILL, l ° o EA SIDE OF FAN BEAM TYP I I ATTACH FAN TO FAN BEAM PER I I MANUFACTURER'S RECOMMENDATIONS, MIN (2) #14 x 1Yz' SMS MAX WEIGHT OF FAN IS 50 LB. 2 500 MAX FAN SUPPORT 3/4'=1'-0" TABLE 1 - MAXIMUM CLR SPAN TO ADJACENT BEAM WHEN USING DETAIL 4/L6.2 LL/GSL (PSF) EXISTING FRAMING MEMBER AT ROOF OVERHANG BRACKET OFFSETI'D" 24" 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" 2x8FULL OR2x20NOTCH ED 290' 2WV' 28'-Y� 28'0" 2x4 FULL 79" 11' 10" 19' S" 28' D" 2x6 NOTCHED 12' 3" 17' 1D" 28' 0" 28' 0" 20 2x6 FULL OR 2x8 NOTCHED 19' 7" 27 7" 28' 0" 28' 0" 2x8 FULL OR 2x10 NOTCHED 28' 0" 28' 0" 28' 0" 28' 0" 2x4 FULL T 4" 11' 3" 18' 7" 28' 0" 2x6 NOTCHED 11' 8" 170" 27' 1" 28' 0" 25 2x6 FULL OR 2x8 NOTCHED 18' 8" 26' 4" 28' 0" 28' 0" 2x8 FULL OR 2x10 NOTCHED 28' 0" 28' 0" 28' 0" 28' 0" 2x4 FULL 511" 9' 4" 15 8" 28' 0" 30 2x6 NOTCHED 9 6" 14' 2" 22' 11" 28' 0" 2x6 FULL OR 2x8 NOTCHED 15'5" 22' 0" 28' 0" 28' 0" 2x8 FULL OR 2x10 NOTCHED 263" 28' 0" 28' 0" 28' 0" 2x4 FULL 4' 8" 7' T' 12' 11" 27' 8" 2x6 NOTCHED 7 9" 11' 8" 19' 0" 28' 0" 36 2x6 FULL OR 2x8 NOTCHED 12' 9" 18' 4" 29 0" 28' 0" 2x8 FULL OR 2x10 NOTCHED 21' 10" 18' 6" 28' 0" 28' 0" 2x4 FULL 4' a' 6 9" 12' 0" 25' 2" 2x6 NOTCHED 6' Y' 1 10' 5" 1 17' 6" 28' 0" 40 2x6 FULL OR 2x8 NOTCHED 11' 4" 166" 26' 7" 28' 0" 2x8 FULL OR 2x10 NOTCHED 19' 7' 27' 6" 28' 0" 28' 0" 2x4 FULL 3' 9" 6' 4" 11' 0" 23' 10" 2x6 NOTCHED 6 5" 9' 11" 16' 4' 28' 0" 42 2x6 FULL OR 2x8 NOTCHED 10' 9" 158" 24' 11" 28' 0" 2x8 FULL OR 2x10 NOTCHED 18' 7' 15' 10" 25' 2" 28' 0" 2x4 FULL 2' 10" 5' 2" 9' 8" 20' 4" 2x6 NOTCHED V V 8' 2" 14' 2" 28' 0" 50 2x6 FULL OR 2x8 NOTCHED 9911 13' 0" 21' 6" 28' 0" 2x8 FULL OR 2x10 NOTCHED 15 6" 21' 11" 28' 0" 28' 0" 2x4 FULL 2' 1" 4' V 7 G' 16' 10" 2x6 NOTCHED 3' 11" 6' 7" 11' 4" 16' 11" 60 2x6 FULL OR 2x8 NOTCHED 7' a' 10' 8" 159" 16' 11" 2x8 FULL OR 2x10 NOTCHED 12' 8" 10' 10" 15' 9" 16' 11" 2x4 FULL V 5" 3' 2" 6 2" 7' 6' 2x6 NOTCHED 3' 0" 53" 65" 7' 6' 72 2x6 FULL OR 2x6 NOTCHED 4' 3" 5' 4" 6` 5" T 6' 2x8 FULL OR 2x10 NOTCHED 4 3" 5' 4" G S" T 6" 2x4 FULL NG NG NG a 9" 84 2x6 NOTCHED NG NG NG a 9" 2x6 FULL OR 2x8 NOTCHED NG NG NG 0' 9" 2x8 FULL OR 2x10 NOTCHED NG NG NG 0' 9" NOTES: 1- FOR 10 PSF LL/GSL, USE ROOF BRACKET 5/S4.5. 2- FOR LL/GSL220 PSF, USE SNOW BRACKET6/S4.5. 3 - ASSUMPTIONS: - NOTCH CAN BE UP TO 1" IN 2x6, UP TO 1.5" IN 2x8 OR 2x10. - 4OFT MAX (E) ROOF RAFTER / JOIST/TRUSS BACKSPAN. - MAX (E) ROOF RAFTER / JOIST/ TRUSS SPACING TO BE 24"OC. TABLE 1A - MAXIMUM CLR SPAN TABLE 1 B - MAXIMUM CLR SPAN TOADJACENTBEAM TOADJACENTBEAM WHEN USING ROOF BRACKET WHEN USING SNOW BRACKET PER 51L4.3 AND 4C/L6.2 PER 6/L4.3 AND 4D7L6.2 LL/GSL (PSF) WIND SPEED & EXPOSURE LI /GSL (PSF) WIND SPEED & EXPOSURE 110E 120B 110C 130B 120C 130C 110B110C 120B:130B 120C 13DC 10 17'-0" 15'.-D - 14'-0" -13' 0'- 10 24'-D" _.24'.-0" 21'-C" 20 20- V' 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, TH E MAX I MU M P ROJ ECTIO N 36 13'-9" 13'-9" 13'-9" SHALL BE THE SMALLEST P ROJ ECT10N FROM TABLE 1 AN D TABLE IA. 2-WHENUSINGSNOWBRACKETPER 40 12'-3" 12'-3" 12-3" 42 11'-9" 11'-9 11'-9" 50 10'-0" la -a' 10'-9' 4D/L6.2,THEMAX] MUMPROJECTION 60 8'-3" 8'-3" 8'-3. SHALL BETHESMALLESTPROJECTION 72 7'-D" T-0" 7-0" FRO MTABLE 1ANDTABLE IB. 84 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 5' 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 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 1 2 2 2 2 If 1 1 2 2 2 2 2 2 2 2 NG 12' 1 1 2 2 2 2 2 2 2 NG NG A NUMBER 1 IN THIS TABLE MEANS THAT (1)A34+ (1)A35 ARE REQ'D. A NUMBER 2 IN THIS TABLE MEANS THAT (2)A34s + (2)A35s ARE REQ'D. (STAGGER CONNECTORS WHEN USING (2) IN SAME WOOD MEMBER) A34s: USE (8) SIMPSON SD9112 SCREWS TO CONNECT A34S TO (E) FASCIA AND ROOF FRAMING A35s: USE (6) SPAX#6x 1/2" SCREWSTO CONNECTA35STO (E) ROOF SHEATHING USE (6) SPAX #6x 1/2" OR SIMPSON SD9112 SCREWS TO CONNECT A35S TO (E) ROOF FRAMING ' TABLE 3A - FASTENERS REQUIRED AT CONNECTION OF RAFTER BRACKETS PER DETAIL2/L6.2 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 1 (3) A (3) A (3) A (3) A (3) B (3) C (3) C 9' (2) A (2) A (2) A (3) A (3) A (3) A (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 (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/Z' PENETRATION IN MIN 2x WALLSTUDS @ 16"OC MAX B-5/16" LAG SCREWS W/ 2%' PENETRATION IN MIN 2x WALLSTUDS @ 16"OC MAX C- 7/16" LAG SCREWS W/ 3'/V PENETRATION IN MIN 2x WALLSTUDS @ 16"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 LUGSL 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 B4 PSF GSL 1610C 24'-0' 18'-0" 16-0" 14-0" 12'-0- IY-0" 10'-0" NP NP NP NP 24"OC 27-O' 12'-0" 10'-0" NP I 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 2xALUMINUM LEDGER RAFTER SPACING 10 PSF LUGSL 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"0C 24'-0' 24'-0" 22'-0° 18'-0" 16'-0" 14'-0" 14'-O" 12'-0' 10'-0" NP NP 24"OC 24'-0' 16'-0" 1 14-0" 12'-0" 1 10'-0" 10'-0" NP NP NP NP NP CONNECTION OF RAFTER BRACKET TO LEDGER W/ (3) 1/4" LAG SCREWS W/ 2" PENETRATION TABLE 3D @ 16-IOC - FASTENERS REQUIRED ATCONNECTION OF RAFTER BRACKETS PER DETAIL2/L6.2 TO EXISTING WOOD -FILLED 3x ALUMINUM LEDGER TRI B WIDTH 10 PSF LL/GSL 20 PSF LL/GSL 25 PSF GSL 30 PSF GSL 36 PSF GSL 40 PSF I GSL 42 PSF GSL 50 PSF GSL 60 PSF GSL 72 PSF GSL 84 PSF GSL 5 A-16"oc A-16"cc A-16"cc A-16"cc A-16"cc A-16"cc I A -IToc A-16"oc A-16"oc B-16"cc C-16"cc 6' A-16"oc A-16"cc A-16"cc A-16"oc A-16"cc A-16"cc A-16"oc A-16"oc B-16'oc C-16"oc D-16"oc T A-16"cc A-16"oc A-16"cc A-16"cc A-16"cc A-16"oc A-16"oc B-16"oc C-16"oc D-16"cc NG 8' A-16"cc A-16"cc A-16"cc I A-16"oc A-16"oc B-16"oc B-16"oc C-16"oc D-16"oc NG NG 9' A-16"cc A-16"oc A-16"oc A-16"oc B-16"oc C-16"oc C-16"oc C-16'oc NG NG NG 10' A-16"cc A-16"oc A-16"cc B-16"cc C-16"cc C-16"oc C-16"oc D-16"oc NG NG NG 11' A-16"oc A-16"oc A-16"oc B-16"oc C-16"cc C-16"oc I D-16'oc NG NG NG NG 12' 4 16"oc A-16"oc B-16"oc 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 FASTEN ERS TO HAV E 3" PEN ETRATION INTO THE WOOD -FILLED 3x ALUMINUM LEDGER USE (3) FASTENERS FROM THE RAFTER BRACKET TO THE WOOD -FILLED 3x ALUMINUM LEDGER TABLE 3D @ 24"OC - FASTENERS REQUIRED AT CONNECTION OF RAFTER BRACKETS PER DETAIL2/11_6.2 TO EXISTING WOOD -FILLED 3xALUMINUM LEDGER TRIB WIDTH 10 PSF LL/GSL 20 PSF LL/GSL 25PSF I GSL 301SF GSL 36PSF GSL 40 PSF GSL 42PSF GSL 50PSF GSL 60PSF GSL 72PSF GSL 94PSF GSL 5' A-24'oc A-24"cc A-24"cc A-24"oc A-24'oc A-24'oc B-24"oc C-24"oc C-24"oc NG NG 6 A-24"cc A-24'Dc 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"oc A-24"cc B-24"oc C-24"oc C-24"oc C-24"oc NG NG NG NG 8' A-24"oc A-24"Dc I B-24"cc C-24"oc C-24"oc D-24'oc I NG NG NG I NG NG 9' A-24"cc B-24"cc B-24"cc C-24"oc D-24"cc NG NG NG NG NG NG 10' A-24"oc C-24"oc C-24"cc D-24"cc NG NG NG NG NG NG NG 11' A-24"oc C-24"cc C-24"cc NG NG NG NG NG NG NG NG 12' A-24"cc C-24"oc 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 HAV E 3" P EN ETRATI O N I NTO TH E WOO D-FI LLED 3x ALUMI N UM LEDGER USE (3) FASTENERS FROM THE RAFTER BRACKET TO THE WOOD -FILLED 3x ALUMINUM LEDGER TABLE 4 - ANCHORS INSTALLED INTO THE SIDE OF 6 IN THICK MIN CONCRETE OR CMU WALLS LL/GSL = 84 PSF MAX ` IN CONCRETE, USE (2) ROWS OF 1/2" DIA SIMPSON STRONG- BOLT 2 @ 32"OC, STAINLESS STEEL, WITH 3" MIN EMBED, STAGGERED, INSTALLED PER I CC-ESR-3037. IN CMU, USE (2) ROWS OF 1/2" DIA SIMPSON WEDGE -ALL @ 32" OC, STAINLESS STEEL, WITH 3 3/8" MIN EMBED, STAGGERED, INSTALLED PER ICC-ESR-1396. USE 3" SQ.xl/4" STAINLESS STEEL WASHER WHEN INSTALLING N EW WOOD LEDGER AGAINST EXISTING CONCRETE WALL 3E CLEAR DLMH749ON TO SEE ME 1 B ON L6.1 U-BRACKET AND ATTACHMENT PER 2A0 2 ALUMN M RAFTER (3) 3Z"O RAL-THR;4; LAG SCREWS W/- PENETRATION INTO (E) WC TRUSS TOP CHORD OR RAFTER 3 x 8 WOOD FILLED 3 x T WOOD FILLED 2 x 6VZ" WOOD FILLED ALUMINUM LEDGER ALUMINUM LEDGER ALUMINUM LEDGER DECK/ ROOF T � OOOkB WHERE 0� DIREC' PER EA4.3 / o F o U D U (3) YR"� FUL-1WEADED Izi J J J J COLU� LPG SCREWS W� 21<z" ® 0 0 0 0 PENETRATION 1 `' a < c c BEAM ®" N �N �� MA J BEAM '�� COLUI `- (E) BLOCKII. EMEEN CONT. RAFTERS OR TRUSSES, (E) CONE. TRUSS WHO OCCURS TOP CHORD OR (E) WALL SEERAFTIIRS @ 24 CC NOTE ABOVE (E) RAFTER OR TRUSS BAG6PAN NOTES: 5-0' MN 4Q-0" MAX 1. EXISTING ROOF DESIGN :1JQ DS ROL = 3 PSF (MN) TO 8 PSF (MAX) 2. NEW PATIO DESIGN LADS: LL = 50 PSF MAX 3. PEACE "SIKA FLEX' OR SIMILAR MATERIAL BETWEEN 90OU AND 03RO3 E S-INGLE ROOFING TO PROVIDE SEAL. 4 BRACKET MUST BE O RENTATED TO NARDS ROOF EDGE AS SHOWN. 5. USE THIS DETAIL WITH ROOF BRACII7 PER 6/L4.3 AND TARES 1 MID 113 ON L6.1. 6. VERTICAL LEG OF BRACKET SHALL BE LOCATED 7' MAX FROM FACE OF WALL ON ETHER SIDE OF WALL. D CONNECTION TO TOP OF EXISTING ROOF - L= SGPKhm. ALLOWABLE AFAR DMID ON TO BEAM D>0' SEE TARE 1A ON L6.1 SEE TABLE 1 2 x 6x' OR 3 x 8 WOOD ON L6.1 R FILLED ALUMINUM UDS-, MM a .a- ' .:mr ill. ALTERNATIVE L ROOF BRUU ORE1,99ON 4' " MIN. MIN (V VILL SEE HOLE A'30v£ E HAVE OH 24' MAX ROOF EFACIU PER 5/L4.3 (3) YL O FULL -THREADED LAG SCREWS W/- 1 Y4' PENETRATION (3) Nz"0 FULL--M LAG SOiEWS W/- 4 PENETRATION a'-\ RAFTER TO LEDGER CONNECTION 1. WHEN CONPECTING TO AN EXISDNG BUILDING WALL W1IHOUT OPENINGS, SITE -SPECIFIC ENONEERING IS REQUIRED TO VERFY ADEQUACY OF THE EXISTING SAID WALL FRAMING WHEN THE PATIO COvER PROJEDBCN IS WIDER THAN THE MAX PRQIErnON 51-IO N IN THE FOXLCIMNG TABLE 2 *0 OONI ECT1% TO AN EXISTING BUILDING WrEE AN OPENING IS PRESENT UNDER THE ATTAC-IMFNT OF THE PATIO TO THE EAVE OR THE WALL, STEgECFIC BJGNEERNG IS REQUIRED TO VERIFY ADEQUACY OF THE EXISTING SKID MOLL FRAMNG (INCLUDII. HEADER SIZE) WHEN THE PATIO CCNER PROJECTION IS WIDER THAN THE MAX PROJECTION SHOWN IN THE FOLLOWING TABLE OR WHEN THE EXISTING OPENING IS WIDER THAN THE MAX OPENING WIDTH SHOWN IN THE FOLLOWING TABLE. 3 NO ADDMONAL SITE SPECIFIC ENGINEERING IS REQUIRED WHEN EXISTING OPENINGS / PROJECTIONS AFE BOTH SMALLER THAN THOSE STATED ABOI E. TABLE 1- CRITERIA TO VERIFYTHE NEED FORSITE-SPECIFIC ENGINEERING LL/GSL MAX MAX (PSF) PROJECTION OPENING LENGTH WIDTH 10.20 18'-0" 9.0" 25 TO 50 14'-0" 6'-0" 60 12'-U' 41-0" 74 10'-0' 3'-0" •• � as •• a•o 1 r tea, ia-, ••• •. I •• a •• •ra •• a•. a • 6-C MN 40-d' MAX N6T 1. EXISTING ROOF DESIGN L04D5: RDL = 3 PSF (MN) TO 8 PSF (MAX) P. NEW PA110 DESIGN LOADS: LL = 10 PSF MAX (NO SNOW LOAD) 3. PLACE "S1KA FLOC' OR SIMILAR MATERIAL B IWEIIJ 8FAQU AND 02ROSRE SHNG.E ROOFING TO PROVIDE SEAL. 4. USE ALTERNATE BRACKET ORIENTATION WHEN D < 17'. 5. USE THS DETAIL WITH ROOF BRACT PER 5/L4.3 AND TABLES 1 AND to CN L61. CONNECTION TO TOP OF EXISTING ROOF 1:C �-i��F CONNECTION TO EXISTING ROOF NTS (E) STUD WA (3) V0 LAG SCREW TYF` TRIBUTARY �2 AREA MIN. TRIBUTARY AREA AFTER PLAN UIKECTION BEAM CONNECTION TO HOUSE0 , NTS LEDGER OR E 1" THICK MAX LATH AND HW�t w/ FASTENERS PLASTER OR WOCD SIDING OR PER TABLES 34 OR 4 ON L6.1 1, 2 OR 3 COATS OF STUCCO SEE NOTE 3 RAFTER BRACKET AND �-�-J� I ATTACHMENT PER 2/L6.2 Il i �I 2xOR 3x J "j ALUMINUM RAFTER 2 x WOOD STUD WALL SIM AT CONCRETE. BRICK NOTE: OR MASONRY WALL I. WALL LEDGER SHALL BE: - NOMINAL LUMBER SIZE 2 x 6 (AT 2 x 6VZ MINIMUM RAFTERS), - NOMINAL LUMBER SIZE 2 x 8 (AT 3 x B MINIMUM RAFTERS), OR - KILN -DRY WOOD -FILLED 2 x EPZ' OR 3 x B ALUMINUM SECTION. 2. REFER TO TABLES ON LEA FOR SELECTION OF LEDGER MINIMUM SIZE TO ALLOW FOR ATTACHMENT OF RAFTER BRACKET TO LEDGER. 3. PLYWOOD SHEATHING DOES NOT COUNT TOWARD THIS 1" MAX. WALL CONNECTION - "D" SEE TABLE 1 ON SL6.1 (E} BLOCKING BETWEEN OCW. WAFTERS OR (� NNLs SIMPS;NN A35 - SEE TABLE 2 TRUSSES WHERE OCCURS OR SCREWS ON L6.1 FOR 93aS MID NUMBER OF A35s READ. UT AND ATTP-..-4r PER 2AB2 SEE NOTE 2 t 2xOR3x ALUMINUM (E) W. TRUSS RAFTERS TOP CHORD OR EXISTING FASCIA RAFTERS @ 24' OC BJN33 PLYWOOD SHEATHING (Q WILL WHERE OCCURS SEE E ABMA[LON1a9 E CLEAR Cak7SlCx11i] BEAhI (E) EAVE OH RNFU OR TRUSS BACKSPIN SEE TABLE 1 ON L6.1 24 MAX MN MAX 1. EXIS81C ROOF DESIGN LARDS FUL = 3 PSF (MIN) TO 8 PSF(MAX) W/GSL = 10, ZZ 25, 3% 40 OR 50 PSF 2 FASTENERS TO 13E LOCATED 4 MN FROM SPLICE IN (E) FASCIA BOARD AT i CLEAR FROM TCP AND WrW CIF (E) FASCIA BDW, CONNECTION TO EDGE OF EXISTING ROOF PLASTER OR WOOD SIDING OR 1, 2 OR 3 COATS OF STUCCO SEE NOTE 6 3 x 8" x 0.042" BEAM u (3) J14 SMS FA SIDE T x R' RAFTER BRA U 1. USE OF THIS DETAIL IS LIMITED TO THE FOLLOMNG: FOR U./i% = 10 PSF, ft TPoB AMN TO allfC110N = 100 FTR FOR L1,1{4 = 2D OR 25 PSF, MAX TRIB AREA TO COtif'>Ei'n = 55 FT2 FOR GSL = 30 Tom; MAX TRB AREA TO CCNIVEC0C N1 = 45 FIR FOR GSL > 30 PSF, DETAIL IS NOT ALLOMD 2 SEE PLAN FOR DEFINITION OF TRIBUTARY AFEk 3. BEAM MUSE WE UP W[M EXISTING FULL HEIGHT WALL SO. NO OPENING ALLOWED UNDER OO6AECDON. 4. USE (2) W HLT) KB-TZ W/ 4 E]MB D 0 WC MALL W/ V SPACING 5. USE IT TALL BRUO ET & (2) %- HILTI KEH3 W/ 4 EMEED @ CMU WALL W/ 9- SPACING 6. PLYWOOD SIfATH NG DOES NOT COUNT TOM THIS 1' MAX (E) 1" THICK MAX LATH AND PLASTER OR WOOD SIDING OR 1, 2 OR 3 COATS OF STUCCO SEE NOTE I CONNECTION OF RAFTER BRACKET TO LEDGER PER TABLE 3B, 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, OR2x6VOR3x8 WOOD FILLED ALUMINUM cy MEMBER f SMS PER 3/1-6.2, TYP U AFTER PER PLAN BRACKET, SIM TO 2/L4.3 OR 3/1-4.3 NO 1. PLYWOOD SHEATHING DOES NOT COUNT TOWARD THIS 1" MAX. 2 F3AFIER TO WALL LEDGER /FASCIA CONNECTION 1-1/2"=V-O" (E) 1" THICK MAX LATH AND MASTER OR M IPINq gR 1, 2 OR 3 COATS OF STUCCO SEE NOTE 2 RAFTER PER PLAN FOR LL,/SL = 10 PSF, USE (2)J14 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) SAID WALL @ 16" O.C. NOTE.* 1. USE LEDGER PER 2/L6.2 WHERE RAFTER SPACING EXCEEDS EXISTING STUD SPACING. 2. PLYWOOD SHEATHING DOES NOT COUNT TOWARD THIS 1" MAX. ER TO STUD WALL �-Cr-ONNEC-nON1-1/2"=V-0" 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 ( FESS Ico CD .S585 TF OF CA00 DATE SIGNED: July 8, 2019 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.1150 1 FAX 949.305.1420 SAPp� lYi OTM ES EXPIRES ON: J U N E 30, 2020 REVISIONS MARK DATE DESCRIPTION 4 STELJOB A DA02-02 DATE 070119 DRAWN BY RC CHECKED MDS IAPM0195 V 3.1.1 LATTICE STRUCTURES: CONNECTION DETAILS L6.2 LATTICE ATTACHMENT PER #8 SMS 7/1-6.3 T 3 x B x 0.42 BEAM OR 3" SO. STEEL BEAM }� DOUBLE BEAM (4) #14 SMS EA (6)-#14 SDS @ EA SIDE I 89, B10, B12, RAFTER TO COLUMN 1 815 OR B16 (8 TOIRL) TOP & BOT TOTAL = 24 jL 1h7 SO. OR 2" SQ. OR 2 x 3" LATTICE @ 3" O.C. 5/8"0 HOLE WITH I H BRACKET PER 1 /54.5 MIN. UP TO 6" O.C. MAX. I PLASTIC PLUG, AS OR 1 L4.3 l REQ'D, TYP. IT IS / ACCEPTABLE TO USE RAFTER I I ONE HOLE TO 3' OR 4' SQ. INSTALL SEVERAL -- - - -- - ALUM. OR STEEL POST— - - — - I I SCREWS, TYP. I 3 x 3 x .024 (3) #14 SMS NOTES: CONNECTOR EACH SIDE THIS DETAIL IS TO BE USED AS AN ALTERNATE TO DETAIL 3/S6.3 NOTE; THIS DETAIL IS NOT TO BE USED IN LIEU OF A COLUMN. LATTICE TUBE TO RAFTER STUB COLUMN TO DBL BEAM 1 'W BRACKET TO POST T 3"=1'-O" CONNECTION 1-1/2"=1'-0" 1-1/2"=1'-0" LATTICE ATTACHMENT PER 7/L5.3 f 2" MAX SPLICE WHERE OCCURS (6) #14 SMS @ EACH (INT COL ONLY) DBL RW'TER HEAD ER TO COLUMN DOUBLE BEAM 99, — U BRACKET PER 2/L4.3 ERS PER B10, 912, B15 OR OR 3/1-4.3 (4) #14 SMS EA RAFTER CONNECTION 816 TO COLUMN (8 TOTAL) 5/8"0 HOLE WITH I 5/8"0 HOLE WITH PLASTIC PLASTIC PLUG, AS PLUG, AS REQ'D, TYP. IT IS REO'D, TYP. IT IS I II ACCEPTABLE TO USE ONE ACCEPTABLE TO � HOLE TO INSTALL SEVERAL USE ONE HOLE a I SCREWS, TYP. TO INSTALL SEVERAL SCREWS, I II I ❑ f TYP. t� II ATTACHMENTS PER 2/1-6.3 O O I (2)#14 SMS EACH I I SIDE T&B 032' I ARCHITECTURAL SIDE O i I DBL BEAM B9, B10, B12, 0 C I l PLATES, WHERE OCCUR, p i I B15 OR B16 SHALL STOP & FLUSH BELOW BEAM 1 3" OR 4' SO. POST W/ OPTIONAL SIDE PLATE OR ARCH COL WHERE OCCURS 3" OR 4" SO. POST BRACKET SCALE: 6'=1'-0" DBL RAFTER TO DBL SEAM S DBL BEAM TO COL CONNECTION 1-1/2"=1'-0" {2}#14 x �4" Tr7C 3" WIDE BEAM TYP B2, 65, B11, B13 OR B14 E 2" MAX SPIKE 0.5" 0.5" SCREWS EACH SIDE S OR d' BEAM — (6) #14 SMS EA SIDE WHERE OCCURS EIVCKET TO RAFTER SMS PER ELEVATION TYP AT SIDE PLATE SP3 B (INT COL ONLY) "0 PLASTIC PLUG, TYP. AT SIDE PLATE SP41DE v SEE NOTE 1. UN)OT PER 2/L4.3 (4)-#14 x Y4" TEK SCFENS a OR 3/L4.3 1311ACKEr TO BEAM PROVIDE FULL BEARING OF° v SINGLE 3 x 8 OR 3 x 3 BEAM ON POST. i BEAM BELOW A %"0 HOLE WITH PLASTIC PLUG, AS i i o o REQ'D, TYP. IT IS ACCEPTABLE TO °r• 8Y SIDE PLATE EA SD USE ONE HOLE TO INSTALL SEVERAL SCREWS, TYP. (2) 414 x Y4" TEK SCREWS r , RAFTER EACH SIDE BRACKET TO (2) #14 SMS EA SIDE AT EW SIDE PLATE EA. SIDE, SEE RAFTER P176f BEIWEEN BOTTOM AND AT 32' OC MAX. TABLE 1 ON S1.x OR L1.x SIDE PLATES — BRA4CKET14 xTO EACH BEAM SCREWS SECTION A ELEVATION SIDE OPTIOPLATENAL S CAN W FOSTOP BELOW (4) TOTAL QQ �y 3" SQ. POST BETWEEN A THE CONNECION SIDE PLATES DBL 2 x 6 BEAM BELOW OR DBL 3 x 8 BEAM BELOW $ BEAM TO RAFTER BRACKET S BEAM TO POST CONNECTION NOTES• AT COLUMN B2, ADJUST SCREW LOCATION TO LOCATE SCREWS CONNEC110N 1-1/2"=1'-O" 3/4"=1'-0" INTO THE FLAT PORTION / VERTICAL WALL OF BEAM 2485 RAILROAD ST, CORONA, CA 928BO 951.736.4500 DATE SIGNED: July 8, 2019 ArA 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.11501 FAX 949.305.1420 EXPIRES ON: JUNE 30. 2020 REVISIONS MART K I DATE DESCRIPTION 4 STEL JOB # DA02-02 DATE 07/08119 DRAWN BY RC CHECKED MOB IAPM0195 V 3.1.1 LATTICE STRUCTURES: CONNECTION DETAILS L6.3 ADJACENT GRADE TY POURED CONCRETE STEEL SLEEVE PER 4/0.2 AT POST TYPE C7, C8, & C9 PER TABLE 2 PER 4/L7.2 • 2 � � w 7a U a • + W y (� y n WIDTH = LENGTH IH H 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/L7.1 INSTEAD OF USING THE POST SLEEVE SHOWN IN THIS DETAIL 4. THIS DETAIL CAN BE USED AT FREESTANDING OR AT ATTACHED STRUCTURES. 'Y STEEL POST SLEEVE CONNECTION TO CONCRETE FOOTING TABLE 2 - ANCHORAGE SCHEDULE BRACKET DETAIL POSTTYPE FTG(IN) ANCHOR BOLTS (SEE NOTE 2) SEE NOTES ALUM T 1/L7.2 Cl SOG (20/8" dla w/ 1-7/8" embed ALUM T 1/L7.2 C3 ALL (2)-3/8" dia w/ 2-7/8" embed ALUM T 2/1.7.2 C2 SOG (2)-3/8" dia w/ 1-7/8" embed 3 ALUM T 2/1-7.2 C2 ALL (2)-3/8" dia w/ 2-7/8" embed 3 ALUM T I 2/L72 C5 SOG (2)-3/8" dia w/ 1-7/8" embed 3 ALUM T 2/02 CS ALL (2)-3/8" dia w/ 2-7/8" embed 3 STEELT 3/1.72 C6 SOG (2)-3/8" dia w/ 1-7/8" embed STEELT 3/1.7.2 C6 5 22" (20/8" dia w/ 2-7/8" embed 1,3,4 STEELT 3/1.7.2 C6 5 24" (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 STEELINS 4/1-7.2 C6 534" (4)-5/8" dia w/ 4" embed 1,4 STEELINS 4/U.2 CG 2:35" (4)-3/4"diaw/4-3/4"embed 1,4 STEEL INS 4/U.2 C7, CS, C9 ALL (4)-3/4" dia w/ 4-3/4" embed 1,5 EMBED 5/U.1 C10,C11 ALL N/A NOTES: 1- "FTG (IN)" IS THE FOOTING DIMENSION REFERENCED IN BEAM SPAN TABLES ON SHEETS LB.xx.x 2 - ANCHOR BOLTS SHALL BE SI MPSON STRONG BOLT 2, STAINLESS STEEL (ICC-ESR 3037). HILTI KB-TZ 55 CAN ALSO BE USED WITH A 4" SLAB, AND A REDUCED EDGE DISTANCE OF 3 1/2" (]CC-ESR-1917 ). 3 - IT IS ACCEPTABLE TO USE THE STEEL INSERT PER 4/L7.2 INSTEAD OF THE ALUMINUM T PER 2/L7.2 FOR POST TYPES C2 AND C50R INSTEAD OF THE STEELT PER 3/1-72 FOR POST TYPE C6. BOLTS CAN REMAIN AS SPECIFIED IN THIS TABLE, BUT (4) BOLTS SHALL BE USED. SEE NOTE 6. 4 - IT IS ACCEPTABLE TO USE THE EMBEDDED POST DETAI L 5/1-7.1 I NSTEAD O F TH E STEEL I NSERT OR STEELT FOR STEEL POSTS C6. 5 - IT IS ACCEPTABLE TO USE THE EMBEDDED POST DETAIL 5/0.1 1 NSTEAD O F THE STEEL INSERT FOR STEEL POSTS C7, C8 AND C9; ANCHORAGE. OF POSTS Y TO SLAB OR FOOTING "T" BRACKET PER 1/1-7.2, 2/1-7.2, OR 3/L7.2. OR 4" STEEL POST. 3" STEEL OR ADJACENT ALUMINUM POST GRADE TYP. 7 BOLTS PER TABLE 2 f� � ADJACENT GRADE TYP. o 3"M1N• � Z � LLi • _ o POURED CONCRETE FOOTING FN� N • OLU• s M + •a `\ f POURED f / CONCRETE Y2"O A36 THREADED WIDTH = LENGTH IN FOOTING ROD W/- NUT EA SIDE fTG SCHEDULE I WIDTH =LENGTH iN OF COL OR J4 REBAR, BEAM BLE SPAN TA SEE FTG. SCHEDULE N L MIN. SECURED I N PLACE IN BEAM SPAN TABLES NOTES: NOTES: 1. THIS DETAIL SHALL NOT BE USED FOR FREESTANDING STRUCTURES. 1. THIS DETAIL IS TO BE USED FOR POST TYPES C10 & C1 1. 2• THIS DETAIL SHALL NOT BE USED FOR POST TYPE C7, C8, C9, C10, C11• 2. THIS DETAIL CAN ALSO BE USED FOR STEEL POST TYPES C6, C7, CB, 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. POST EMBEDDEDPOST EMBEDDED T BRACKET CONNECTION �) _STEEL 2 INTO CONCRETE FOOTING 1°=1'-0" TO CONCRETE FOOTING 1"=1'-o" TABLE 1 ALTERNATE FOOTING DIMENSIONS FTG(IN) W=L=D (SEE NOTE 1) Alt WxLxD (SEE NOTE 2) AIt2 WxLxD (SEE NOTE 3) Alt 3(ATTACHED) WxLx18" (SEE NOTE 4) AIt4 WxLx18" (SEE NOTE 5) AILS WxLx24" (SEE NOTE 6) AIt6 WxLx30" (SEE NOTE 7) AIt7 WxLx36" (SEE NOTE B) Aft 8 WxLx42" (SEE NOTE 9) 18 18x18x18 12x12x12 19x18x18 18x18x18 16x16x24 14x14x30 13x13x36 12x12x42 20 20x2Ox2O 12x12x12 21x21x18 25x25x18 19x19x24 17x17x30 15x15x36 14x14x42 22 22x22x22 16x16x16 25x25x18 33x33x18 21x21x24 19x19x30 17x17x36 16x16x42 24 24x24x24 20x20x20 28x28x18 43x43x18 24x24x24 22x22x30 20x20x36 18x18x42 26 26x26x26 23x23x23 32x32x16 31x31x24 24x24x30 22x22x36 21x21x42 28 28x28x28 25x25x25 35x35x18 38x38x24 27x27x3C 25x25x36 23x23x42 30 30x30x30 28x28x28 39x39x1B 30x3Ox3O 28x28x36 26x26x42 32 32x32x32 30x3Ox3O 43x43x18 37x37x30 30x30x36 28x28x42 34 34x34x34 32x32x32 47x47x18 33x33x36 31x31x42 36 36x36x36 34x34x34 51x51x18 36x36x36 34x34x42 38 38x38x38 37x37x37 55x55x18 43x43x36 36x36x42 40 40x40x40 39 x39x39 60x 60 x18 39 x39 x42 42 42 x42 x42 41x41x41 64x64x18 42x 42 x42 44 44x44x 30 46 46 x 46 x 30 48 48x48x30 50 50 x 50 x 30 52 52 x 52 x 30 54 54 x 54 x 30 56 56x56x30 58 S8x58x30 60 60x60x30 62 62x62x30 64 64 x 64 x 30 66 66 x 66 x 30 68 68 x 68 x 30 70 70x70x30 72 72 x 72 x 30 74 74x74x30 76 76 x 76 x 30 78 78x78x30 80 80x80x30 82 82x82x30 84 84x84x30 86 86x86x 30 88 98x88x30 90 90x90x2 NOTES: 1- "FfG (I N)" IS THE FOOTING DIMENSION REFERENCED IN BEAM SPAN TABLES ON SHEETS SSxx.x OR LB.xx.x. 2 - "ALT 1" 15 THE FOOTING DIMENSION BASED ON THE "FTG (IN)" DIMENSION. NOTETHAT W=D=L 3-"ALT2" ISTHEALTERNATE FOOTING DIMENSION REQUIRED WHEN A3.5"MINTHICKSLAB IS PRESENTABOVETHEFOOTING. NOTETHAT W=D=L 4 - "ALT 3" I S THE ALTERNATE FOOTING DIMENSION REQUI RED WHEN THE FOOTING IS KEPTTO AN 18" DEPTH FOR UPLIFT DESIGN ONLY. THI S VALUE IS TO BE USED 0 NLY AT ATTACHED PATIO STRUCTURES. NOTE THAT W=L AND D=18". 5-"ALT4" ISTHEALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPTTO AN 18"DEPTH. NOTETHAT WdAND D=18". 6 - "ALT 5" IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPTTO AN 24" DEPTH. NOTETHAT W =L AND D=24". 7 - "ALT 6" IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPTTO AN 30" DEPTH. NOTETHAT W=L AND D=30". 8 - "ALT 7" IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPTTO AN 36" DEPTH. NOTETHAT W=L AND D=36". 9 - "ALT 8" IS THEALTERNATE FOOTING DIMENSION REQUIRED W HEN THE FOOTING IS KEPTTO AN 42" DEPTH. NOTETHAT W=L AND D-02", S FOUNDATION TABLES I• 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 Q 5 58 5 9 OCT �y\C PE OF CAoF� DATE SIGNED: July 8, 2019 �F-- T�L 7 7 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.11501 FAX 949,305.1420 1aF M� OTM E5 EXPIRES ON: JUNE 30, 2020 REVISIONS MARK DATE I DESCRIPTION 4 STEL JOB # DA02-02 DATE 07108/19 DRAWN BY RC CHECKED MDS IAPM0195 V 3.1.1 LATTICE STRUCTURES: FOUNDATION DETAILS L7.1 TABLE 3 - (MAX WIND SPEED:130MPH, EXP C) MAXIMUM POST SPACING WHEN PATIO COVER IS INSTALLED ON SLAB ON GRADE TRIB WIDTH LATTICE FRAMING LL/GSL(psf) GSL(psf) 10 psf 20 psf 25 psf 30 psf 5' 13'-7" 11'-0" 10'4" 9'-0" 6' 11'4" 91.9" 9'-0" 8--4- 7- 91-8" 9,41 8'-0" T-6" 8' 8'-6" 8'-6" T6" 7'-0' 9' 7'-7" 8'-0' 1 T-0" NP 10, 6'-9" 7'.6" NP NP 7'-0" NP NP 12' 5'-8" 6'-6" NP NP NOTES: 1- %P" INDICATES THAT FOOTING IS REQUIRED, AND THE PATIO COVER CANNOT BE SUPPORTED ON A SLAB ON GRADE. 2- FOR LIVE OR SNOW LOADS HIGHER THAN THE ONES SHOWN ON THIS TABLE, A FOOTING IS REQUIRED AND THE PATIO COVER CANNOT BE INSTALLED ON SLAB ON GRADE. TABLE 4- (MAX WIND SPEED: 130MPH, EXP C) MAXIMUM TWO POST ATTACHED STRUCTURE WIDTH WHEN PATIO COVER IS INSTALLED ON SLAB ON GRADE TRIBWIDTH (ft) LATTICE RAFTERS LL/GSL(PsO GSL(psf) 10 psf 1 20 osf 25 psf 30 psf 5 27'-2' 22'-0" 20'-B" IV-0-- 6 22'-8" 19' 6" 18,-0" 16'-B" 7 19'-4" 18'-0" 16--0" 1 15'-0" B IT-O" 17'-0" 15'-D" 14'-0" 9 15'-2" 16'-0" 14'-0" NP 10 13'•6" 15'-0" NP NP 11 12'-4" 14'-0" 1 NP NP 12 11'4" 13'•0" NP NP E T BRACKET CONNECTION TO SLAB ON GRADE 1'=1'-o" ASTM A500 GRAVE B SERT TO PLAN 's BASE PL 3" STEEL POST _ 0.188" THICK MIN .r - -HSS INSERT �(3) �4"o BOLTS r -10" SO. x W BASE PL NOTES ELEVATION 19 g 1. THIS BRACKET IS TO BE USED WITH POST TYPE C7, C8 & C9, AND WITH C6 (WHEN FOOTING SIZE IS 25" OR LARGER). 2. SEE TABLE 2 ON STI FOR ATTACHMENT TO FOOTING/SLAB. 3. INSTALL 1%4 x tY x X HDG WELDED WASHER PLATE WHEN HOLE DIAMETER IS MORE THAN Y6" BIGGER THAN ANCHOR BOLT DIAMETER. 4. THIS BRACKET CAN ALSO BE USED FOR POST TYPE C2, C5, OR C6 (ALL FOOTING SIZES) SEE TABLE 2 ON L7.1 AND 7/0.1 FOR ANCHORAGE REQUIREMENTS. (: 4 STEEL POST SLEEVE FOR POSTS CT, CQ C9 3/4"=1'-0" 3" STEEL OR CENTERLINE OF 'T ALUMINUM POST BRACKET TO BE PARALLEL TO HOUSE WALL ADJACENT GRADE I I r"T" BRACKET PER 1/1-7.2, WHERE OCCURS I / 2/L7.2 OR 3/L7.2 6" MIN. EXISTING OR NEW SLAB ON SEE GRADE. Pc = 2,500 PSI MIN. NOTE 6 MIN. SEE NDTE 6 EDGE OF SLAB LBOLTS PER TABLE 2 WHERE OCCURS NOTES: 1. THIS DETAIL CAN BE USED WITH POST TYPES C1, C2, C5, OR C6. 2. TABLES 3 AND 4 IN THIS DETAIL CAN BE USED FOR FREESTANDING STRUCTURES AND/OR COMMERCIAL APPLICATIONS, BUT THE STRUCTURE CANNOT BE IV5T'ALLED ON A SLAB ON GRADE AND REQUIRES A FOOTING PER SB.xx.x. 3. THIS DETAIL SHALL NOT BE USED FOR POST TYPE C10 & C1 1. 4. SEE "SLAB ON GRADE USED AS A FOUNDATION SYSTEM' NOTES ON GOA FOR MINIMUM OVERALL DIMENSION OF SLAB AND ACCEPTABLE CRACKING AND CONTROL/EXPANSION JOINTS CRITERIA. 5. WHEN THE PATIO COVER IS INSTALLED ON A SLAB ON GRADE (RESIDENTIAL APPLICATIONS ONLY). THE MAXIMUM POST SPACING IS THE LOWEST OF THE "MAX POST SPACING (SPAN)' SHOWN ON L8.XX.1 AND THE MAXIMUM POST SPACING SHOWN IN TABLE 3. 6. SEE NOTE 2 ON 4/L7.1 FOR ALTERNATE. 7. THIS DETAIL CAN ONLY BE USED IN AREAS WITH A FROST DEPTH EQUAL TO ZERO. S. SEE "GENERAL NOTES - SLAB ON GRADE USED AS A FOUNDATION SYSTEM" NOTES ON GO.1 FOR MORE INFORMATION. ALUM ALLOY 600-T6 � }} OR TEK SCREWS, I EA SIDE, TYP. 0 N �"0 HOLE EA SIDE i 0.055" TYP. 4.750" 5.662" TYP. NOTES: --r 13RAC1kET-LMGTFFTS-2.75"'-- 2. THIS BRACKET IS TO BE USED WITH POST TYPE C1, WITH OR WITHOUT SIDE PLATES PER SP3 OR SP4. 3. SEE TABLE 2 ON L7.1 FOR ATTACHMENT TO FOOTING/SLAB. 4. INSTALL 14 x 1A x h HOG WASHER PLATE AT ANCHORS FOR 130 MPH j ALUMINUM T BRACKET FOR POST C1 ALUM ALLOY 6063-T6 4-#14 SMS 2.., L. OR TEK SCREWS, yf4�` EA. SIDE, TYP. I %"0 HOLE EA. SIDE I 0.094 TYP. 0,750" 5.50" TYP, NOTES. 1. BRACKET LENGTH IS 2.75'. 2. THIS BRACKET IS TO BE USED WITH POST TYPE C2 OR C5, WITH OR WITHOUT SIDE PLATES PER SP3 OR SP4. 3. SEE TABLE 2 ON L7.1 FOR ATTACHMENT TO FOOTING/SLAB. 4. INSTALL Of x U%. x X HDG WASHER PLATE AT ANCHORS FOR 130 MPH. 5. STEEL T-BRACKET PER 3/0.2 CAN BE USED IN LIEU OF THIS BRACKET. P ALUMINUM BRACKET FOR POSTS CZ C5 00" 0.75" 4n ASTM A540 GRADE B Typ 4-W6"0 HOLES OHOLES. 1 7iifi'0 & 2-�ifi TYP EA SIDE 0 CENTERUNE OF 'T' BRACKET TO PLAN �IIBE PARALLEL TO 3.50"OT]"� HOUSE WALL TYP �- 2-3(6"0 HOLES FOR c 3§"0 M.B. TYP. �n o jj N i�7 ryd N r 0 ELEVATION - NOTES: 1. THIS BRACKET IS TO BE USED WITH POST TYPE C6 WHEN FOOTING SIZE IS 24" OR SMALLER, WITH OR WITHOUT SIDE PIATES PER SP3 OR SF4. 2. BRACKET CAN ALSO BE USED WITH POST TYPE C2 OR C5 PER TA131 E 2 ON L7.1 AND 2/1-7.1 3. SEE TABLE 2 ON L7.1 FOR ATTACHMENT TO FOOTING/SLAB. STEEL T BRACKET FOR P03T CB ATTACHED & FREESTANDING LATTICE COVERS -10 PSF SNOW LOAD OR LIVE LOAD -110 MPH - EXP. B & C SCl.ALUMW/ STL"U" CHANNEL co B10 DBL2x6:5x0.032 Bit 3x8x0.042 B9 DBL2x6.5x0.042 B12 DBL3x8x0.042 3x8x0.042W/ S 14 GA STL INSERT FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING MAX MIN MAX MAX MIN MIN MAX MIN MAX MIN MAX MAX MAX MAX MAX MAX POST FTG POST POST FTG POST POST FTG POST POST FTG POST POST FTG POST POST FTG MIN MIN POST FTG POST FTG MIN POST FTG MIN MIN MIN POST FTG POST FTG SPACING ON) TYPE SPACING ON) TYPE SPACING (IN) PE SPACING (IN) PE SPACING (IN) TYPE SPACING (IN) POST POST PE SPACING ON) PE SPACING ON) POST TYPE SPACING (IN) POST PE POST P057 SPACING ON) SPACING ON) (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) TYPE TYPE (SPAN) (SPAN) 14'-T' 29 C7 14'"10" 15 14'-10" Cl 14'-6" 28 30 C7 1 S-4" 15 Cl 15;4" 28 C7 18'-0" 15 1 B'-0" 29 C1 17'-6" 31 C7 21 ^B" 1 B C1 21'-8" 31 CT 20'-9" 16 C1 20'-9" 31 C7 2D'-�' 1B 20'-2" 14'-T' 31 C8 14'-10" 17 15'-0" 17 15'-1" 30 18'-0" ]8 21'-8" 1g 21'-2" 33 C8 26 C7 13'-7" 15 13'-T' Cl 13'-3" 28 C7 29 14'-1" 15 C1 14=7" 28 C7 16'-4" 16 Cl C7 19'-9" 17 C2 19=9` 3D C7 33 CS 19'-0" 17 19-0" 30 C7 C7 30 C8 13'-T' 17 14'-1" 17 13'-9" 29 16'-4" 18 19'-9" 19 12'�" 26 C7 12'-7" t5 12'-T' C1 12'-3" 28 C7 29 13=i" 15 Cl 13=1" 28 C7 15'-2" i6 C1 C7 0 C2 19— 18'�i" 32 30 C7 19'-0" 19 17 17.7" 30 C2 C7 12'-4" 30 12'-7" 17 13'-1" 17 12=9" 29 15'-2" 19 18'�" 2D 1T-10" 3119 11'-T' 29 C7 11'-9" 16 11'•9 Cl 11'-0" 26 C7 28 12'-3" 16 C1 12'-3" 2B C7 14'-3" 17 9 C7 9 N 18 C2 17'-2" 31 C7 17'-1" 31 16'-0" 1B 76-0 31 C2 C7 11'-T' 29 11'-�' 1B 12'-3" 18 12'-0" 28 14'-3" 19 Zd 16'-9"31 ii-0" 29 11'-2"1$11'-2" 2977'-716" 16'-0" 2016'-1" 31 C1C7C1C7 10'-l0" 2883"18'-0" C2 0 18 C5C7C211�T'11'-2" 1$3115'iB 75C7 15'-G"2015'-2"10'-0"10'-7" 18 19 2115'�" 31 C7C1 16 1U7"2911'-01611'-0"2912'9"17 C7C1C7C2C5C7CSC7 0 AC717--2". 1615�"4'-9"18 14-9"32 3D f0'7" 1910'3"291910'-B"2977."2072'-0"30 27 15'•1" 9'-10"3010'-1" 17 1D'-1"29CSC9'-10"3010�1" 32 id'-�'1 14'-0"32 14'-7` 1929 21 14'-4" 32 9'-6" 30 C8 9'$" 17 C2 g'-0" 29 C7 C2 C7 C2 11'-4" 31 C7 C5 C7 29 13'-6" 32 CS C7 9'-e" 19 9'�„ 19 9'-2" 29 11'-8" 2D 14'_1.' 22 13'_9" 32 13'-0" 21 13`-T 32 B5 12 3' GA ATTACHED MAX MIN TRIB WIND POST FTG POST WIDTH EXP SPACING (IN) TYPE (SPAN) S 110 S 16'-9" 15 Cl 110 C 16'-9" 17 8 110 B 15'-3" 18 Cl 110 C 16-3" 18 110 B 14'•2" 13 T 11 D C c1 W-2" 18 8' 110 B 13'-3" 16 Cl 11 D C 13'-3" 19 9, 110 B 12'"7" 17 C2 110 C 12'-7" 19 110 B 1 Z-D' 17 10, 110 C 17-0 19 11' 110 B 1 V-4' 17 C2 110 C 11'-0" 20 72, 110 B 19-ICr' 1$ C2 110 C 10'-10" 20 NOTES: TRIG 1 -WHEN THE PATIO COVER IS WIDTH INSTALLED ON A SLAB ON GRADE (RESIDENTIAL 5AXIMUM APPLICATIONS ONLY), THE POST SPACING IS THE LOWEST OF THE "MAX POST SPACING (SPANY' SHOWN T ABOVE AND THE MAXIMUM POST SPACINGS SHOWN ON DETAIL 8 8/L7.1 2 - R IS ACCEPTABLE TO SUBTITUTE COLUMNS W/ HIGHER NUMBERS W1 THOSE SPECIFIED 10' IN THE TABLES SHOWN. 11' 12' B14 3x8x0.042BEAMW! 12 GA STL INSERT B15 DBL3xBx0.042W/ DEL 14 GA STL INSERT 61fi DBL3x8x0.D42W/ DBL 12 GA B18 3x8x0.042W/ B19 3x8x0.042W/ STL INSERT 12 GA STL U-INSERT DBL 12 GA STL U-INSERT ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING MAX MIN MAX MIN MAX MIN MAX MIN MAX MIN MAX MAX MAX MAX MAX WIND EXP POST FTG POST POST FTG POST POST FTG POST POST FTG P057 POST FTG POST POST FTG MIN POST POST FTG MIN POST POST FTG MIN POST POST FTG MIN POST POST FTG MIN SPACING (IN) TYPE SPACING (IN) TYPE SPACING (IN) TYPE SPACING (IN) TYPE SPACING (IN) TYPE SPACING (IN) TYPE SPACING (IN) TYPE SPACING (IN) TYPE SPACING (IN) TYPE SPACING (IN) POST (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) TYPE 110 B 72'$" 17 ClC1 22'-0" 31 C7 29'-2" 1 B C2 29'-2" 33 CB 32'-0" 19 C5 32'-0" 34 CB 25'-10" 17 C6 25'-10" 42 CB 32'-0" 1 B C6 32'-0' 49 CB 110 C 22'$" 19 22'-1" 33 CB 29'-2" 21 2B'-6" 36 C9 32'-U" 21 31'-2" 36 C11 22'-11" 19 C6 22'-11" 41 C11 2B'-11' 21 C6 2B'-11' 47 B 20'$"17�31C728'-8" 19 C526'-0" 33 CB 29'-2"19C529'-2" 33 CB24-3' 17 C624'-3" 3D'-7" 19 C630'-7"51CBC C71 20�"2020'232 25-0" 2126'-0"35C9 29'-2' 2226'-0" 36 C91'7'20 C6 21'-7" 27-2" r1l D191BC219'-2"31C724'-8" 19C524-B" 33 CB 27'-1" 20057'-1"33 CB23'-1°1B C623'-1" 29'-1" 21 19 C6 C6 27-2' 29'-1" 49 53 C9 CB C 19'-2" 20 T9'-2" 32 24'-0" 22 24'-1" 34 27'-1" 22 26'-0" 35 C9 2D'-0' 21 C6 20'-0" 110E T8'�}" 18 C2 18'-[Y' 31 C7 23'-2" 20 CS 23'-2" 33 CB 25'-3" 20 C5 25'-3" 34 C9 22'-1° 1B C6 22'-1" E491 25'-10" 27'-10' 22 20 C6 C6 25-1D' 2T-10' S1 S4 C9 CB 110 C 16'-0" 21 16'-0" 31 23'-2" 22 22'-7" 33 25'-3" 23 24'-0•' 34 19'-7' 21 C6 19'_T' 24'-0" 23 110B17'-0" 18C517'-0" 32C721'-10" 20CS21'-10"34CB23'-1D" 210523'-10"C9 21'-2"19 C6 21'-2" 26'-9" 20 C6 C6 24'-0" 26'-9' 52 S5 C9 10C 17'-0" 2117'-0"3121'-10" 233423'-10" 23 233" 34CB 1 B'-10' 22 C6 18'-10" 23'-9" 23 C6 110 B t6'-T" 19 C5 16'-1" 32 C7 2D'-9" 20 C5 20'-9" 34 � 22'-B" 21 C5 22'-8" 35 C9 2D'f' 19 C6 20'-0" 53 C9 25'-10' 21 C6 23'-9' 25'-1D' S4 S7 CB C9 110 C 16'-1" 21 16'-1" 32 20 23 23 20'-2". 34 22'-0" 24 22'-1" 35 18'-2° 22 C6 18'-2" 51 22'-11' 24 C6 110 B 15'�" 19 C5 15'-4" 32 C7 19'-9" 21 C5 19'-9" 35 C9 21'-0" 21 C5 21'-8" 38 C9 19'-10° 20 C6 19'-10" 54 C9 25'-0" 21 C6 22'-11' 25'-0' S5 S8 C9 110 C 15-0 22 15'-4" 32 19'-9" 24 19'-3" 34 21'-B" 24 35 17'-7" 23 C7 1T-7" 52 22'-2" 24 C7 110 B 14:g- 19 C5 14'�9" 32 CB 19'-0" 21 C5 19'-0" 35 C9 20-8 22 �C52 22'-2' S6 S9 C11 110C1A-9229'0 2416'-0"25 36 C10 1T-1" 23 C7 17'-1' S3 C10 21'-7" 25 C7 21'-7' 57 C70 2465 RAILROAD ST, CORONA, CA 92660 951.736.4500 ATTACHED & FREESTANDING LATTICE COVERS -10 PSF SNOW LOAD OR LIVE LOAD -120 MPH - EXP. B & C 3" SQ. ALUM B10 B5 12 GA STL"U"CHANANNEL ATTACHED FREESTANDING ATTACHED MAX N MAX MAX TRIB WIND POST FTG. POST FTG. POST POST FTG. 1 WIDTH EXP. SPACING (IN.) POIST TYPE SPACING (IN.) TYPE SPACING (IN.) . (SPAN)----- (SPAN). -- (SPAN):_ ---. - 120 B 16'-9 16 Ill" '31 CS 14-10" 15 5 C1 120 C 1E, 18 147' 33 C10 14'V' 18 i8 C1 13'-3' 3D C8 13-7 18 " 19"C9 s3' 4" T8 61 17 CT 52 29 C7 12-7" se rB" " 19 12'�" 31 C9 124. 11'-9" 19 17 7,' " 17 1#'-7" 29 C7 8 C1 20 11-T' 31 C8 1T4, 19 120 B 12-7" 18 C2 11-0 29 C7 11'-2" 17 9 i28 C s2'3" 20 11'-0" 30 CB 11'-0" 20 120 B 12-W 18 C2 10'1" 30 CT 10'•7" 17 10 12 CG W-V- 27 7Q 4" 30 C8 10'Ii" 20 120 S 11'�r' s8 C2 9-10' 30 CB 14 1" s7 11' 120 C 11'-2" 21 9-i0 30 s 0 0" 20 12' 120 B iQ-1Q 18 C2 9'-0' 30 CB 9'3" 18 120 C s0'"8" 21 9'4 31 9 T' 21 3 x 8 x 0.042 W1 DBL 2x6.5x0.032 B11 3x8x0.042 89 DBL2x6.5x0.042 612 DBL3x8x0.042 613 14GASTL INSERT FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING MAX MAX MAX MAX MAX MAX MAX MAX MAX MIN. MIN. MIN. MIN. MIN. MIN. MIN. MIN. MIN. MIN. POST FTG. POST FTG. POST FTG. POST FTG. POST FIG. POST FTG. POST FTG, POST FTG. POST FTG COST POST POST POST IF PAST POST POST POST POST POSTYPE SPACING (IN.) TYPE SPACING (IN.) TYPE SPACING (IN.) TYPE. SPACING (IN.) TYPE SPACING (IN.) TYPE SPACING (IN.) TYPE SPACING (IN.) TYPE SPACING QN.) TYPE SPACING (IN.) TYPE _.(SPAN) _ _-- _--(SPAN) — _ . --(SPAN)_, {$P&N),_ ..—_ (SPAN). .-- .-.---(SPA1J) — (SPAN) .----{SPAfi— [SPAN) — - — C1 1A'-1D 34 C7 15 4" 15 Cl 15'-4" 30 C7 78'-0 s8 Cl iv-171 31 C7 21W. 17 C1 21'-8" 33 C8 20'-9" 17 C7 2SY9 32 C7 s4-1" 31 15'-7' to 1N-7" 3s ITT 19 17'-4" 31 C8 21'�1" 20 19'-7" 34 20'4" 20 19-o 34 C7 Ci 13•T 29 C7 14'•1" 16 Cl 14-1 28 C7 16-4' 17 Cl 16'-0" 30 C7 19'-9' 7B C2 19-9" 32 C7 19'-0" 18 C7 19-0" 32 C7 12'-1U' 31 13'-19, 18 13'-0" 31 16-7' 19 15'-7 30 191-7' 21 i8'-9" 34 C8 IV 20 C2 181-0" 33 Cg 17-7' 29 1 13-1" I 18 #3'-7" 29 1 15'-7 17 75'2 3D 1F-v 18 18'-4" 31 C7 17--T' 18 C2 17'-7" 31 C7 C1 C7 Cl C7 C1 C7 C2 12W, 30 12'-1 , 19 12-0" 30 i$'!1 20 14'4' 30 18-1" 21 17'4" 33 CS 17'-3" 2# 16'14r 33 Cl 11'"9" 28 C7 12-3" 17 Cl 12'5' 2$ C7 14-3' 18 C1 14'-0" 29 C7 17-2 19 C2 17'-2 31 C7 1S$ 1g C2 58'8 C7 11'•2 30 12-7" 19 11'-7" 30 14'-1" 20 C2 13'� 29 17-V' 22 18'-31, 3Z i8 2" 21 15'•7' 32 11'-2 29 11'-7" 17 11'-7" 29 17-9' 18 13'3" 30 1G-3" 19 18'3" 31 19 15--T 31 C7 C1 C7 Cl C7 C2 C7 CS C7 C2 10'-7" 29 17'-4" 24 1s=0" 23 13'-3" 21 12'-9" 30 18'-iY' 22 15'4- 32 15'-3" 22 14'3" 32 10-7 29 i 1 0 17 i 1' 4" 29 12 � 58 12'4' 30 15'4" 19 I T-4" 32 14'-0" 19 w-9" 37 C1 C7 C1 C7 C2 C7 CS C7 CS C7 2g 70'-0" 29 12'-7' 27 12-t" 30 15'-2" 22 14'-7" 31 14'6 22 s4 0" 31 10'-7" A29 70� 17 1Q$ 29 172' 19 12'-2' 31 14'-8" 20 #4'8" 32 14'•i" 19 14'-1" 32C1 C7 C1 C7 C2 C7 CS C7C5 C7 9-T' TO' 3" 24 9'$ 29 i 7-0 21 s i-T30 s 4'4' 1 d' 0" 32 s 3-10" 23 13' 4" 31 9 8" 18 V-s" 29 11'-0" 19 s1 8 31 74'-V 20 14'-1" 32 C7 IT-w 2Q C5 C7 C7 C2 C7 C2 C7 C5 9' 4" 21 8-9 30 s1' fi 22 11'-1" 31 23 13' 4" 32 C8 13'-3" 23 52'-9 32 614 3x8x0.042 12 GA ATTACHED MAX MIN. POST FTG. POST SPACING (IN.) TYPE (SPAN) 273" 18 C1 BEAM W/ STL INSERT FREESTANDING MAX MIN POST iFTG. POST SPACING (IN-) .n PE (SPAN) 22-6•' 33 08 B15 ATTACHED MAX POST SPACING (SPAN) 29'-2" DBL FTG• (IN.) 19 DBL 3 14 MIN. POST TYPE C2 CS C5 05 C5 C5 C5 x 8 x 0.042 W/ GA STL INSERT FREESTANDING MAX POST FTG• SPACING (IN.) (SPAN) 29'-7' 35 MIN. POST TYPE C9 B16 DBL ATTACHED MAX POST FTG. SPACING (IN) (SPAN) 32-0" 20 DEL 3 12 MIN. POST TYPE G5 C5 C5 C5 C5 C5 C5 x 8 x 0.042 GA STL INSERT FREESTANDING MAX POST SPACING (SPAN) 37U" W1 FTG. (IN.) 38 MIN. POST TYPE C11 C9 B18 ATTACHED MAX POST SPACING (SPAN) 2A'8' 12 FTG (ISO 18 3x8x0.042W/ GA STL U-INSERT FREESTANDING MIN MAX POST POST TYPE SPACING (SPAN) C8 —2V-8" FTG QN) 42 MIN POST TYPE C11 C9 B19 DBL ATTACHED MAX POST FTG SPACING (IN) (SPAN) 3s-2' 19 3x8x0.042W/ 12 GA MIN POST TYPE C6 STL U-INSERT FREESTANDING MAX POST SPACING (SPAN) 31-2' FTG (IN) 49 MIN POST TYPE Css C9 TRIB WIDTH WIND EXP. 5 1208 27'-8" 29-r 37 35 C71 C9 3Z-a 29'-2' 23 24 30'-3" 29-2" 38 35 23'-7" 23=3' 20 18 C8 CB 21'-7" 2T-Y 40 47 27'-3" 29'-4" 22 20 CB 273' 29'�' 48 50 124 C 22' 4" 20 8 24 18 C2 C2 C2 C2 C5 C5 C5 C5 21'3 20'4' 35 32 C9 C7 28 9" 28 8" 22 20 S' 12{1 B #9'-0 19-2 34 32 C8r24'-8" C7 -Z3 23 20 25.3" 24' 8 36 34 Cis CB 29 2 27'-1" 23 2s 27=8" 2T-1" 37 35 C11 C9 20'-4' 22'-1' 21 19 Gfi C6 20 4" 22'-1' 4i 4g C75 C9 25'8 27'•14' 23 20 jr- 25'3' 2T-10 48 S2 C11 C9 520 C 20'-4" 19'•7' 21 19 7 120 B #8-2" 18' 0 33 31 C84" C7-2" 23 21 234' 2V-7' 36 33 C9 C8 27'-1" 25-3" 24 2s 25'-8" 25'-3" 37 34 C71 C8 14Y-4' 21'-1' 22 18 CS C8 19'-4"46 21'-7" 50 Cs1 C8 244" 2B 7' 23 21 C6 24'-4' 26-7' 50 S4 C11 C8 120C t24 B s8=10 18'-0 21 19 8 120 C 120 B 17'-8'' 17'-0 22 19 17'-1" 17'-0" 33 32 CB 07 C7 C7 22'-9" 21'-10" 24 21 27-0" 21'-10" 35 34 C9 CS 2T-3" 23'-10" 25 22 24'-0" 23-10 36 35 C11 C9 C9 C9 C11 18'3' 20'-4" 22 2D C6 C6 11 • 20'-4 48 51 C11 C9 C9 C9 C11 23'-3' 25W 24 21 05 C6 23''-Y 25-7" 51 55 Cs1 C9 22'-5" 24'�" 25 22 C7 C6 22'S" 53 9, 10' 11' 12' 120 C 120 B 16' 8" 16'-1" 22 20 16'-1" 16'-1" 32 32 21'-0" 20'-9" 24 21 W-81, 20' 9" 34 34 C9 C8 C9 C9 23'-10" 22'-8" 2$ 22 22'-0" 22'3" 35 35 17'-9' 19'-7" 23 20 C6 C6 17'-9" 19'-7" 49 52 24' 8° 56 54 C9 21'-7' 23'-11' 25 22 C7 C6 21'-7" 120 C 120 B 15'-10" 15'�}" 23 20 15'-3" 15'-0" 32 $2 20'-4 19'-9" 25 22 15-6" 19'-9 34 35 22'-8" 21'-6" 26 22 22'-1" 21'-8'. 35 36 17'-2' 19'-0" 24 21 C7 C6 17'-2" 19'-0" 50 53 23'-11' 58 S5 59 56 C9 C11 C9 120 C 1208 15'-2" 14'-9" 23 20 14'-T' 14'-9" 32 33 Co Og 19'f" 19'-D" 25 22 18ti9" #9-0" 34 35 21'-B" 2D'3" 20 23 21'-1" 20'8" 35 36 16'-7' 18'-5° 24 21 C7 C6 16'-7 18'-5" 51 54 20'-11' 23'-3" 26 23 C7 C7 20'-11' 23'-3' 12D C 14'f 23 14'-0" 32 1g'_g" 26 18{r 3q 2D-8„ 28 2D'_2" 35 C9 16'-2' 24 C7 16'-2" 52 C9 20' 4" 26 C7 20'-0' NOTES: 1 - WHEN THE PATIO COVER IS INSTALLED ON A SLAB ON GRADE (RESIDENTIAL APPLICATIONS ONLY), THE MAXIMUM POST SPACING IS THE LOWEST OF THE "MAX POST SPACING (SPAN)" SHOWN ABOVE AND THE MAXIMUM POST SPACINGS SHOWN ON DETAIL 81L7.1 2 - IT IS ACCEPTABLE TO SUBTITUTE COLUMNS W/ HIGHER NUMBERS W/ THOSE SPECIFIED IN THE TABLES SHOWN.