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BPAT2019-005978-495 CALLE TAMPICO V `! VOICE (760) 777-7125 LA QUINTA, CALIFORNIA 92253 FAX (760) 777-7011 DESIGN & DEVELOPMENT DEPARTMENT INSPECTIONS (760) 777-7153 BUILDING PERMIT Date: 10/7/2019 Permit Type/Subtype: PATIO COVER/CITY STANDARD/PRE-ENGINEERED - OPEN Owner: Application Number: BPAT2019-0059 CHANG AIE ROBERDES Property Address: 54027 SOUTHERN HILLS 54027 SOUTHERN HILLS APN: 775101034 LA QUINTA, CA 92253 Application Description: ROBERDES / (2) TRELLIS DURALUM (PATIO COVER AT REAR YARD) Property Zoning: Application Valuation: $10,000.00 Applicant: IContractor: ANDREW FISHER / VALLEY PATIOS INC DBA L ON VALLEY PATIOS INC DBA VALLEY CONCRETE & 77971 WILDCAT DR SUITE B 77971 WILDCAT DR SUITE B PALM DESERT, CA 92211 OCT 0 1 2019 PALM DESERT, CA 92211 (760)203-4313 Llc. No.: 937811 CITY OF LA QUINTA --------------------------- DESIGN&DEVELOPMENTDEPARTMENT _----_____------------- --___ LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my License is in full force and effect. License Class- C-&Q1 License No.: 937811 Date: (� Contractow:__;::� 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: 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 for which this permit is issued. I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier: FAL LAKE FIRE AND CASUALTY COMPANY Policy Number: I certify that in the performance of the work for which this permit is issued, shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith complyrwith t ase pr/o�visions. Date: [ 7 —1 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-mentio -e7d roperty for inspection purposes, Date: � / Signature (Applicant or Agent)_ L Date: 10/7/2019 Application Number: BPAT2019-0059 Property Address: 54027 SOUTHERN HILLS APN: 775101034 Application Description: ROBERDES / (2) TRELLIS DURALUM (PATIO COVER AT REAR YARD) Property Zoning: Application Valuation: $10,000.00 Applicant: ANDREW FISHER / VALLEY PATIOS INC DBA VALLEY CONCRETE & 77971 WILDCAT DR SUITE B PALM DESERT, CA 92211 Owner: CHANG AIE ROBERDES 54027 SOUTHERN HILLS 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: (1) 470SF TRELLIS PATIO COVER AT REAR YARD, AND (1) 152SF TRELLIS PATIO COVER AT REAR YARD [DURALUM] THIS PERMIT DOES NOT INCLUDE ELECTRICAL INSTALLATIONS. PER 2016 CALIFORNIA BUILDING CODES. FINANCIALINFORMATION DESCRIPTION ACCOUNT CITY AMOUNT BSAS SB1473 FEE 101-0000-20306 0 $1.00 Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00 DESCRIPTION ACCOUNT CITY AMOUNT PATIO COVER EA ADDITIONAL 101-0000-42400 0 $53.67 DESCRIPTION ACCOUNT CITY AMOUNT PATIO COVER EA ADDITIONAL PC 101-0000-42600 0 $40.25 DESCRIPTION ACCOUNT CITY AMOUNT PATIO COVER, DESIGNED 101-0000-42404 0 $148.12 DESCRIPTION ACCOUNT CITY AMOUNT PATIO COVER, DESIGNED PC 101-0000-42600 0 $186.76 Total Paid for PATIO COVER / COVERED PORCH / LATTICE 2019: $428.80 DESCRIPTION ACCOUNT CITY AMOUNT RECORDS MANAGEMENT FEE 101-0000-42416 0 $10.00 Total Paid for RECORDS MANAGEMENT FEE: $10.00 DESCRIPTION ACCOUNT CITY AMOUNT SMI - RESIDENTIAL 101-0000-20308 0 $1.30 Total Paid for STRONG MOTION INSTRUMENTATION SMI: $1.30 DESCRIPTION ACCOUNT CITY AMOUNT TECHNOLOGY ENHANCEMENT FEE 502-0000-43611 0 $5.00 Total Paid for TECHNOLOGY ENHANCEMENT FEE: $5.00 TOTALS: I t(Vr(VPERMIT CALIFORNIA # "PA- PLAN LOCATION: Project Address: L Project Description: A i UMaw,,JwA, oAl D APN #: �i�\S Q J S S 10 X'-A -7 a(LJ Ca Z Z BUT P� lr S� Applicant Name: Address: City, ST, Zip: Telephone: Email: Project Valuation $ D OHO Contractor Name: \JoAk" P" o 5 New Construction: Address: -7 7'-j k vJ \cj c�� 0(, S, i-�. Q Conditioned Space SF City, St, Zip pak D,es��-� C�r �jZZ 1 Garage SF Telephone: 7 b O 3 Patio/Porch SF FEmai�U\12�,�c��1as �/v�G I Car"� Fire Sprinklers SF ic: lq3�7 V ( 1 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: Da\iA g-6Ip-2cc)-eS New Commercial / Tenant Improvements: Address: 5LAC'Z-1 So�}�Iro�n },`\S 0(_ Total Building SF City, ST, Zip - ��7y r�}o c_1� Construction Type: Occupancy: Telephone: 76 78495 CALLE TAMPICO LA QUINTA, CA 92253 760-777-7000 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 1 Grant Deed HOA Approval School Fees Burrtec Debris Plan Planning approval Public Works approval Fire approval City Business License Southern Hills Uj > a, N a W Cr) s � g UW Cl- LLJ Driveway -"ITY' OF LA OUINTA BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE ATE tiu !M--!! By l Ssjft- W1> 4736r ,4,-M CE co\<Q -1r UAW Roberdes Residence 54027 Southern Hills La Quinta, 92253 Proposed Alumawood LatticeCover Typ. PL y r v PGA WEST. REMEM&ASSOCIAUM, NC. September 16, 2019 Mr. & Mrs. Dave Roberdes 54-027 Southern Hills La Quinta, CA 92253 Re: 54-027 Southern Hills - Alumawood Patio Cover Dear Mr. and Mrs. Roberdes, �Cr)+ N O �J wCn 4 The Architectural Committee has received the required plans and documents related to your proposed construction of 3 Alumawood patio covers at 54-027 Southern Hills. The proposed 3 shade structures have been reviewed by the Architectural Committee. Pursuant to a number of the Committee's plan check requests for information from your contractor, we have received several resubmittals and find the Alumawood shade structures acceptable. Our review and acceptance require compliance with all codes and requirements. Additionally, you are required to complete the work in accordance with the engineering design details from the manufacturer for the Commercial Specifications. At this time the only outstanding documents that we require are a City of La Quinta Building Permit and a set of City of La Quinta stamped plans for your project. By way of this letter the Architectural Committee submits this letter and respectfully confirms the acceptance of this project to the City of La Quinta Department of Building and Safety. The Association will await receipt of the aforementioned items. When we receive the building permit and stamped plans, we will issue a'Notice to Proceed'. Cordially, �ef 117.��9111� Kelly McGalliard CCAM PCAM For the Architectural Committee RXi2-019-00S 1 VALLEY PATIOS LUXURY OUTDOOR LIVING www.valleypatios.com Client: David Roberdes Address: 54027 Southern Hills City/St/Zip: La Quinta, CA 92253 Phone: (760) 238-1510 Email: cbrengc@aol.com Invoice Tel: (76o) 2O3-4313 www.valleypatios.com 77-971 Wildcat Dr. Suite B Palm Desert, CA 92211 License # 9378u 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. Acepptance By 'G - ;;R— Date: Signature PATIO COVER SYSTEM AS, MFG. POINT OF CONTACTS INFORMATION REQUESTS SHALL BE DIREC TED AS FOLLOW. �fv%Y7ll �f CONTRACTORS: PLEASE CONTACT DURALUM 2603DACEROSURE200 PHONE (94P)305.1150 BUILDING DEPARTMENTS: PLEASE CONTACT 4STEL ENGINEERING MiSSION VIEJO, CA 926PI FAX: [949) 3051420 HOMEOWNERS: PLEASE REQUEST ANY INFORMATION THROUGH YOUR CONTRACTOR STRUCTURAL ENGINEER OF RECORD: DUSTIN K. ROSEPINK. SE 5885 POINT OF CONTACT: MARIEDOWNIQUESETA.SE59B7 -_ ►' P� T?�IG - OOS�1 DESIGN PARAME GOVTHE DESIGN REVIEWED FOR THE DESIGN OFATTACFIED AND FREESTANDING CDVERSSHOWN IN THIS REPORT COMPLIES WITH THE FOLLOWING CORES: - 2012/201Sj2D18 INTERNATIONAL BUILDING AND RESIDENTIAL CODES, CODE - 2D13/2016 CALIFORNIA BUILDING AND RESIDENTIAL CODES, -ASCEISEI 7-10 and 7-16 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, C 0 M P LI AN C E -2D15 ALUMINUM DESIGN MANUAL p^.� LAVE LOADS DESIGN PARAMETERS: I� �`VN IT ISTHE RESPONSIBILITY OF THE ENTITY SUBMITTING THE DRAWINGS FDR THIS PROJECTTOVERIFY LIVE LOAOS WITH THE LOCCLAUTHO BY 1.-fNWIDENTLALAPPUCA-nONS, ROOF LIVE LOAD CAN GENERALLY BETAKEN ASIO?SF PER DEC•/CRCMENDIXItSECTION AH105,1OR BCjLTJC7@PENEAFCSECIIO . 2. INtf)MMERCLALAPPUCATiONS, ROOF WE LOAD CAN GENERALLY.BETAKEN AS FJFSF PER IBC CBC CHAPTER 26 WIND SPEED DESIGN PARAMETERS: 1. THE FREESTANDING AND ATTACHED COVERS NOTED HEREIN ARE DESIGNED AS "OPEN STRUCTURES,' IN ACCORDANCE WITH ASCE/SEI 7. 2. FREESTANDING COVERS SHALL NOT BE ENCLOSED WITH ANY TYPE OF SOLID OR MESH MATERIAL, UNLESS SPECIFICALLY DESIGNED BY A REGISTERED PROFESSIONAL ENGINEER 3. COVERS SHALL NOT BE INSTALLED IN AREAS NEAR HILLS, RIDGES AND ESCARPMENTS AS DEFINED IN ASCE/SEI 7, SECTION 25.2, UNLESS SITE SPECIFIC ENGINEERING IS PROVIDED VALIDATING THE WIND LOAD USED. 4, THE BASIC WIND SPEEDS CONSIDERED IN THIS REPORT ARE 110,120,130 MPH, EXPOSURES BAND C [SAS ED ON THE 20121BC, 2D15/2OSB IBC/IRC, 2D13 CRC, AND Z016 CWCRO. 1 FOR USE WITH THE 20121RCAND 2033 CRC. DIVIDETHE AOOVE MENTIONNED WIND SPEEDS SYSQRT 0.6I. WINDSPEED (SEENOTE4) I 11OMPH 12DMPH 13DMPHI EQUIVALENT 2012 IRC12013 CRC WIND SPEED 85 MPH 93 MPH 101 MPH EXAMPLE: IF 2012IRCOR 1013 CRC WLNOSPEEOIS 85 MPH,71HESELECITONS IN THIS REFORTSHALI BE MADE FORA WIND SPEED OF 85 MPH / 5QRT[O.61=110 MPH. SNOW LOADS DESIGN PARAMETERS: IT IS THE RESPONSIBILITY OF THE ENTITY SUBMITTING THE DRAWINGS FOR THIS PROJECTTO VERIFY SNOW LOADS WITH THE LOCAL AUTHORITY HAVING JURISDICTION. SEE SHEETS L2.1 AND L2.2 OR 1.21 AND 1.2.2 FOR SNOW LOADS DESIGN PARAMETERS. SEISMIC LOAD DESIGN PARAMETERS: SEISMIC DESIGN BASE SHEAR:17 POUNDS PER LINEAR FOOT ALONG THE SUPPORTING BEAMS, CONSIDERING A 24'.O' MAX SPAN BETWEEN BEAMS AND THE FOLLOWING DESIGN PARAMETERS: L SITE CLASS: D 2 SEISMIC DESIGN CATEGORY: E 3, MAPPED SPECTRAL RESPONSE COEFFICIENTS: Ss -1.50,S1 =0.6,Sds-1.0,Sd1 =DSO 4. RESPONSE MODIFICATION FACTOR, R-1.25 S. RISK CATEGORY II G. THE PATIO COVER STRUCTURES DETAILED IN THIS SET OF PLANS ARE IN COMPLIANCE WITH ASCE 7-10 SECTION 12.8.1.3. AS A RESULT, THIS SET OF PLANS CAN BE USED AT ANY SITE WITH Ss > 1.50, CONSIDERING Ss. 1.50 WHEN DESIGNED PER 2012/2DIS/20181BCfIRCAND 20131Z016 CBC/CRG 7, THE PATIO COVER STRUCTURES DETAILED IN THIS SET OF PLANS ARE IN COMPLIANCE WITH ASCE 7-165ECTION I2.B.13. AS A RESULT, THIS SET OF PLANS CANOE USED ATANY SITE WITH 1.DcSdsdA28, CONSIDERING Sds- 1.0. FOR SITES WITH Sds41.0, USE Sds. FOR SITES WITH SdS>1.428, IT 15 ACCEPTABLE TO REDUCE THE SEISMIC LOADS USING 0.7 Sds INSTEAD OF Sds, B. MINIMUM STRUCTURAL SEISMIC SEPARATION BETWEEN EXISTING BUILDING AND FREESTANDING PATIO COVERSHALL BE4"AT 10' HIGH MAX PATIO COVERS AND S' AT 12' HIGH MAX PATIO COVER. REFER TO STATE AND CITY CODES FOR OTHER SPACING REQUIREMENTS THAT MAYBE MORE STRINGENT. OTHER DESIGN PARAMETERS: 1. DESIGN LOADS COMBINATIONS ARE IN ACCORDANCE WITH IBC AND CBCSEcnON 1605.3.1 DR 16D5.3,2. 2. ALL APPLICABLE REDUCTION FACTORS DETAILED IN THIS REPORT ARE CUMULATIVE 3, SOLID AND LATTICE ALUMINUM COVERS ARE CLASS A ROOF ASSEMBLY IN ACCORDANCE WITH SECTION CDC 1505.2, EXCEPTION 2 DESIGN ASSUMPTIONS: 1. MINIMUM ROOF SLOPE FDRSDUD ROOF PANELS WITH DECK: SEE DETAIL 1B/S3.2 L MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS WITH DURAPANEL:SEE DITAILIA/53.2 3, MAXIMUM ROOF SLOPE FOR ALL STRUCTURES IS 3 DEGREES 4. THE "LENGTH OF STRUCTURE' SHALL BE TAKEN AS THE CONTINUOUS DISTANCE MEASURED ALONG THE EXISTING BUILDING WALL FROM ONE END OF PATIO COVER SUPPORT BEAM TO THE OTHER, INCLUDING ANY BEAM SPLICES. THE STRUCTURE LENG78 SHALL BE DETERMINED THIS WAY REGARDLESS OF ROOF COVERING TYPE, INCLUDING COMBINATION ROOFS WITH BOTH TRELUS AND DECK RODF USED ON THE SAME CONTINUOUS PATIO COVER STRUCTURE. HOWEVER, PORTIONS OF THE STRUCTURE DESIGNED AS LATTICE COVER SHALL NOT BE COVERED BY ROOF DECK. S. CALCULATIONS FOR MAXIMUM SPANS WHEN ATTACHING TO AN EXISTNG ROOF OnK NG, AS SHOWN ON TABLE 2 ON $6.1 AND/DR L6.I, ARE ASSUMING THAT THE ERISITNG WOOD RAFTERS OR TRUSSES ARE DOUGLAS FIR -LARCH Not. THIS TABLE CAN ALSO BE USED FOR OTHER WOOD SPECIES WITH Fb>_ BOO psi AND Fv2180 Psi. BY: DURALUM PRODUCTS, INC. GENERAL NOTES DRAWING NOTES 1. THE DRAWINGS AND SPEOFICATIONS SHOWN REPRESENT THE FINISHED STRUCTURE, UNLESS OTHERVILSE NOTED, AND DO NOT INDICATE THE METHOD OF CONSTRUCTIDN. THE CC gTPACTOR SHALL SUPERVISE AND DIRECT THEWORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, TECHNIO.UES,SEQUENCES AND PROCEDURES 2. THE APPROVED SET OF DRAWINGS AND SPECIFICATIONS SHALL BE KEPT AT THE JOB SITE AND SHALL BE AVAILABLETO THE AUTHORIZED REPRESENTATIVES OFTHE BUILDING AND SAFETY DEPARTMENT. THERE SHALL BE NO DEVIATION FROM THE APPROVED PLANS AND SPECIFICATIONS WITHOUTAN APPROVED CHANGE ORDER. MATERIAL SPECIFICATIONS: L ALUMINUM ALLOYS SPECIFIED ON DRAWINGS. Fty-2BKSIAND Flu =35KSIFOR ALLALUMINUMMEMBERS UNO.Fty-309SIFOR DURAXINGAND TSPARS SHOWN ON53.3.ALTERNATEALUMINUM ALLOYS MAYBE SUBSTITUTED FOR THOSE SHOWN, PROVIDED THEY ARE REGISTERED WITH THE ALUMINUM ASSOCIATION, ASTM OR EN (EUROPEAN STANDARDS), AND HAVE EQUAL OR GREATER YIELD AND ULTIMATE STRENGTHS. 2. CONCRETE SHALL HAVE A MINIMUM 26 DAY COMPRESSIVE STRENGTH OF 2,500 POUNDS PER SQUARE INCH. 3. EMBEDDED STEEL MEMBERS SHALL BE HOT -DIPPED GALVANIZED, AND CONFORM TO A5DD GRADE B, BOLL FORMED STEEL MEMBERS SHALL CONFORM TO A553-SS (MUCTURN, STEEL) GRADE 50 660. 4. BDLTS: ALUMINUM BOLTS SHALL BE 2D24-T4; STEEL BOLTS SHALL BEASTM A-307.ALL BOLTS SHALL HAVE STANDARD43JT PLATED WASHERS, S. SCREWS: ALL SCREWS ARE SELF DRILUNG (SOS) OR SHEET METAL SCREWS ISMS) IN CONFORMANCE WITH ICC-ES ESR 1976, [CC-ESR 3OD5, DRAPPROYED EQUAL 6. FASTEN ERS 70 WOOD: WOOD AND LAG SCREWS ARE REQUIPED TO BE INSTALLED IN ACCORDANCE W 17H THE 2DIS NATIONAL DESIGN SPECIFICATIONS, INCLUDING PRE-DRIUJNG OF HOLES. ALL LAG SCREWS SHALL BE FULL -THREADED LAG SCREWS. 7. POST -INSTALLED ANCHORS:POST- NSTALLEDANCHORSUSED SHALL BESIMPSONSTRONG TIE STRONG BOLT2,STAINLESSSTEEL{ICC-ESR3D37)OREQUAL BOLTS SHALL BEINSTALLED PERTHE M+ANUFACTURER'S INSTALLATION AND IAPMD REPORT. SPECIAL INS PECTION IS NOT REQUIRED. B. ALL COMPONENTSMANUFACPUREDORSUPPLIEDBYDURALUMANDDESCRIBEDINTHISDOCUMENTSAREINTERCHANGEABLE,PROVIOEDTHEYARESELECTEDAPPROPRIATELYTOSUPPORTTHELOADING THEYARE SUBJECTTO. D. THE SELF WEIGHT OFTIIE PATIO COVER COMPONENTS IN THIS REPORT CAN BE CALCULATED FROM THEIR SECT10N PROPERTIES. THE SOLID COVERS VARY IN WEIGHT FROM ABOUT I PSF TO ABOUT 3 PSF. 10. ROOF INSULATED PANELS [WHERE OCCURS). SEE $3.2 AND IAPMO SOS. FOOTINGS: 1, ALLNEWCONCRETE FOOTINGS SHALL BEAR ONFIRM, NATURAL, UNDISTURBED SOIL OR CERTIFIED FILL 2. DESIGN VERTICAL SOIL BEARING PRESSURE IS 1,50D POUNDS PER SQUARE FOOT. 3. DESIGN LATERAL SOIL BEARING PRESSURE IS 200 POUNDS PER SQUARE FOOT PER FOOT OF FOOTING DEPTH. (EQUALS 100 PSFIFTz 2 PERTABLE 1806.2 AND SECTION 1206.3 A). 4. THE BOTTOM OF FOOTINGS SHALL EXE14D BELOW THE FROST DEPTH. CONTRACTOR TO VERIFY FROST DZ FTH WITH AUTHORITY HAVINIGJUJBISDICTIDN, SLAB ON GRADE USED ASA FOUNDATION SYSTEM: IN ACCORDANCE WHH IRC/CRCAPPENDIX H, SECTION AH105.2, AND IBUIRC APPENDIX I, 5ECTION 1105.2, IN AREAS WITH A FROST DEPTH EQUALTOZERO,ATTACHED COVERS FOR RESIDENMAL USE MAY BESECURED TO AN EXISTING CONCRETE SLAB PROVIDED THE FOLLOWING: 1. THE SLAB ON GRADE LSAT LEAST31/21NCHESTHICK. SEE DETAIL3ON57.2ORL7,2AND DETA1L4ONS7.1ORL7.1FOR REQUIREMENTS FORTHICKERSLAB. 2, THESLABON GRADE SHALL BE COTITINUOUSBETWEEN COLUMNS AND AMINIMUM OFIO'-O"WIDE, WITHIN THIS AREA, THERE SHALL BENDCRACKS WIDERTHAN 1/4'ORCONTROL/EKPANSIONJOINT DEEEPER/WIDERTHAN 3/4'. 1 THERE SHALL BEA V MINIMUM DISTANCE BETWEEN ANY ANCHOR BOLT AND A SLAB EDG E, CRACK WIDER THAN 7132- OR CONTROI/EXPANSIONJOINT DEEPER THAN I/Z'.SEE DETAILS 4ON57.1ORL7.IFOR EXCEPTION TO MINIMUM EDGE DISTANCE 4. THE MAXIMUM DEAD AND LIVE/SNOW LOAD AT EACH COLUMNIS750POUNDS WHEN LL=IOPSF. 5, DESIGN FOR PATIO COVERS SUPPORTED ON CONCRETE SLAB ON GRADE IS IN ACCORDANCE WIT'H 2012/2015/2018 IRCAND 2D13/2016CIRCSECTIONAH105.2 FOR 10 PSP RESIDENTIAL CONSTRUCTION, AND ACI31B-14 FOR 20,25 AND 3D PSF RESIDENTIAL AND COMMERCIAL CONSTRUCTION, NOTES TO LOCAL AUTHORITY HAVING JURISDICTION AND ENTITY SUBMITTING DRAWINGS FOR APPROVAL USE OF THIS SET OF PLANS FOR A SITE SPECIFIC PROJECT: 1. NOT ALL PAGES OF THIS KPI60 REPORT ULL BE USED FOR A SITE SPECIFIC PROJECT. EACH PROJECT $U SM17ED 70 THE LOCAL AUTHORITY HAVING JURISDICTION SHOULD INCLUDE ONLY THE PERTINENT SITE-SPEOFICSTRUCTURAL COMPONENTS LOCATED WITHIN THIS UAPMO-LLSTED EVALUATION REPORT. 2. ALL ITEMS PERTAINING TO EACH INSTALLATION(TYPEOFROOFPANEI,HEADERSPAN,COLUMNSIZE,CONNICTIONDETAILSEft)SHRLLBECIRCLEDANDCLEARLYIDENTIFIEDBYTHE ENTTTYSUBMITTINGTHE DRAWINGS FOR APPROVAL 3. PLEASE NOTE THAT 4STEL ENGINEERING GENERATED AND STAMPED THE ORIGINAL IAPMO REPORT AS AVAILABLE FROM JAPMO DIRECTLY, BUT WAS Nat INVOLVED IN MAKING ANY SITE SPECIFIC SELECTIONS ORANOTATIONS ON THOSE DRAWINGS. ANY HANDMARKING OR HIGHLIGHTING ON THE SITE SPECIFICSETOF DRAWINGS ARETHE RESPONSIBILITY OF THE ENTITY SUBMITTING THE DRAWINGS FOR APPROVAL 4. EACH INSTALLATION SHALL BEAR AN IDENTIFYING TAG INDICATING THE NAME AND ADDRESS OFTHEMANUFACTURER DESIGN LOADSAPIDENCLOSABILITY. S. THE ORIGINAL LAPMO REPORT BEARS AN ELECTRONIC STAMP FROM 4STE1 ENGINEERING, AND A WET STAMP]$ NOT REQUIRED IN ACCORDANCEWTIH THE REGULATIONS STATED BY THE PROFESSIONAL BOARD OF ENGINEERS. 6. A COLOR COPY OF THE ORIGINAL PAGES FROM THE TAPMO REPORT IS NOT REQUIRED. A COLOR COPY OF THE CONSTRUCTION DOCLIMENTS MAYBE REQUIRED IF SELECTIONS WERE MADE IN A WAYTHAT WILLNOT BE VISIBLE ONABLACKAND WHITE COPY AT PAIN IWUM.SUBMISSION FOR A BU;LDiNGPERMIT MUST INCLUDE THE FOLLOWING INFORMATIDII FROM THIS EVALUATION REPORT: 1. 71TLE SHEET AND GFNERAL NOTES SHEET, GOA 2. LAPMDAPPROVEDSHEETG0.2 3. STRUCTURALCONFIGURATION4I.LSOU DORLATTICE RD0F,FREESTANDING0RATTACHED),5HEET51.xORL2x 4. 5NOW LOAD DESIGN SHEETS SLI AND52.2, WHERE APPLICABLE. S. BASED ON THE REQUIREDDESIGN LOADS, SITE-SPECIFICP.AMA AND/OR PANEL SPAN TABLES 53xORL3.x 6. TYPE OF H EADER, POST TYP E & QUANTITY, FOOTINGSIZE(WHEREREQUIRED)BASED0NTHESITE-SPECIFIC0ESIGNLOADS. 7. AP PRO PRIATESTRUCTUAALDETAILS. ' r S. OTHER DOCUMENTATION THAT MAY BEREQUIRED BYTH2LOCAL AUTH0RITY14AIANGJURISDICTION,SUCHASASITE PLAN. w d 9. SEESIx0RL1xFOR SHE ETINDEX. Q a N SHEET INDEX SEE SHEET S1.x OR Li x FOR SHEET INDE)C Al I I IMI IQrM QWPr-7Q QIAI I GF OrkAnUF11 = MA TUM AFT RF MAWIM/_Q JOB NAME: Y�O JOB ADDRESS: WIND LOAD: Ito Mf2kA LIVE F SNOW LOAD: LL1 o s M ,lts L Lyl O I PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC. I Il al>>•iL�lage ' : $WA" 11E I 'REPO99e UEg r I 1 vEg t i I '.7: 95 Odglrrallylssuod: 0910112011 Revised: 0711IW2019 Valid Through: 06130/2020 .....�95 tf pdglnally Issued: 0610112011 Revised: OM1112059 Valid Through: DMW202D • Originally Issued: 0610112011' Revlscd: 0711=019 VaId4hrotsgts: 051.3012020 DURALUM PRODULrs,ITCC. 2495 Railroad Strrrl cbrona, California 97880 (954) 7364500 u14 11 luralt,sa.rnm RES]DFATTIAL PATIO CO%rERSi CARPORTS, AND COMMERCIAL ROOF STRUCTURES Cm Stc4uar, I s 73 00 Tralecthe Covers 1] 34 00 Fabricated Eagraerred Sfroit4ink 1.6 RIECOGNrno% 1.1 Patio Cdser: Duralum Pmdueu Residential Patio Coven rtiognired in ibis report have been evaluated for use for reelraliacal. outdndr living pwillim auotimed Willi daclling omits Ind not at ea "m 'lorigm nErapo tooms or bibiub1c wwnr. Thd Ruldenllal Patio Corm eolrgtly sigh Appcadh I tube IBC and CDC. endAppendiR11 or the IRC and CRC Dualum IS Casparls and Gemmrretal RaolSlruuurcn Pruludx Carports and Comnntw Roar SAuctura rtcvgn6zl io she t,irpam fury been n?rlunled foe use wtrrr p,amitud by des appl lrldc tbapxrs of lid t0C ineludins Secninoe 406 wed 3105. Carports usaeb sod with ono and Ivvofom0y duelling units ani for u ur whim pemiucd by the IRC or CRC, Including SeClion R309. Z.3 Cnmpllaorr: The i m ml propelling. afthe RCsldcntisl Faao Co lm Cup petal and cJminerrlal Roof Slnmurcs rerognired in this rtpan wan esaluatud fro compliance witb Ilse roltewing codex and regulatioar it 2018, 2015 and 2012 Imnnahonsl Building Cokc (LOC) • 2Qrk 2415 and 2012 lntvmVanal Reshdonttal Codes (IRC) Alrrand 2013 Colilorna Budlding Cady' ICDC) • 20)Cwtl 2013 Califmda Rtlldrmial Codes ICRC) • ASCb 7.16 and 7.10 - W-In am Dndp Lands for Buildings and Otba Structures • ADMI.20IS-Altmdnum Design Manual Part I Lo Lot14TIM-9 Use of the Duralrsm Produeu Rrddenthl Paco Coven, Cwpuns, end Contmcrciml I'm r Structures recolaiLead in Mix rerun end drlal]rd in the alurlw 1 pl ions and 5pneeiRalknr Revision V3.13 signed And dated July Jr. 201 P. is nibjtft to this rolloaing limllatinnr: LI Canstmction of rite tcsldcnlist pslia sagest, carpwsi and rommnrial roof asmstvm INN comply with the appliradk C.sdcr, !ems+otanurer'a Irytsllali0a irt)AW6ans, this scpon and the srconpamling plans, boring she name Durilum Pralutis, Inc. old 45TEL Engineering Wherc con0lcts occur, the mrne rrnripive alwlt =own 2-1 Palip cuvaxa shall be Aworitlyd With mac- w mv-(aatily 44,tiflng ,col„ only ind shall be liealld w uses u stiugiura pcgnalc under Appendix l ofthe IBC or CDC or Appendix 11pf kite IRC or CRC. 23 C:gToru Wad Cowan ial m9stradures shall be limited In urem Itir dies sryvlalyd by the al+pl4ablethaperss ofkio IBC rw Rill: Casegory D in acror0e with Tabie ISI nr ASCE 7. Cirp m asacsiia,nl vrith oar- and mW brolly darlut tu,iu shall be Iimieed to ure as atmettaes teguhlyd lav the oppiieable ebap lest ofthe 19C,1RC. CBC and CRC- L4 Cowullcilon doe unnenu suSmhud to she bu(Idlog er0etal for upPmral .Intl include 11Ba axporl and We sue-spK4lIk; iuticturat can"" ms of the wasp n3iag plonk inhuding brit not limilyd m Vte Ildr shed, Central rnw m apphiable code- dnucttaal canrnguratior% dedp. eritaia in Section 3.1 of ibis neparl, mlald span tables, badcr. post nod folding t1P[t and appropriate stnstursl dnRllt. 24 The ealslins shuemse shall be adequate to tappud phi; additional tads imposed by the aludsd Patio corer. It Fur pailD coven. iarpwu and coaso,rnial roof 96K%Wcs xubjcel 10 anus• do Ring end sliding, tehulatcd spent, shall be modified in mceenlanec Willi the mduatrnn lhnms slmaa in the accompanying plans. 2.Mt prnjo 6pn ores ]eng4 ratio ornllachn) patio or, shall rat nice 225 wbrn using design ice mu chcd p:60 covets and can k increased to 4.D winan vain& column and footing sins nor fmclaoeding must Wes. The pro ce don otx lengtb ratio for freestanding coven It not limited IZA frmwa&q sad sturbed raft aorta arpnrts, and vorannneiai aVueiwcs Avali have a roof alone area Inn'. inch per fool (LOL pertenp 23 For a110ehrd patio doswo. carting atmorsi%a 0 sill bacr ■ mlrisraom Wi lLo vr3o rxi 6.7 inl, «aRirmr length or SO fen (56.6 col, mnn roof 1Wisr•A of22 fan (0.9 m) of ices in Expowe CategoryB and 15 fed (4.6 ml or less ih Expocure Category C Wad a marxlnpe or 15:m so 6:12 (123 to SO Pens"- Mill mut me ofroorovcrhangs is so s4wre rret •frA'Ra.�ar-nwwwr�iw nrN�rq eL tibnwW kV�K.r/.w�a•�Mke aN✓rn.wA rtnwY/r•Wewt 4.aar Fa.nar�w ral�aN•aM.a'�NwWrYat��.,eaMW�Pwba lira'inn-wY lbJ,fbax rMl•r!„u RlfrT•LTAn.rs W.eR�An i era-nysprrauww s.r. a.••. rrst.,r natrns -use ' Yaps lira ,` n"t' 2.1a N- And in(; covert stud rid cuv*ss and die existing bvild;ng tD w'.i i.h coven am ruaehrd steal l t awT if With rbe ,eopiii requirements of Chaptor 26 or ASCE 7 for trplar geometric shape and response ehuaelerirdcw 2.11 Wtnlmaaa design tootIM lead is 10pd147.811 Pal for patio Ws�sYs asaatimcd with a erta and Iwa,fr roily d"sting pandit and 30 psf (9SOI Pal Inc Ceeporu and c0.1111 roof tlructur". Ll; lntuiatian of foumplar;ic-stars roof psntlsehail hr In irennlsme with fit naloatlon it"M $cOvkrt 4.7.4 of this Mod, and provide equhaltnl vertical and lot" load rap),eiry as do»n in 0119 report. L13 Approvvd sealant or enulkiog shall be toed al any peneuatiorts made in the esb sing weather resistant alcriar will anelopc. 2.14 Residevnkial ptrtta id,,i r carpone and emrmrrelal roof Irra,ir,fel lv:jm to 10pvglcplllr DJ&c13 of abrupt Changes stash u wivd•sp ced•vp note bilk sidgcs and rararprncnls In aceardume wide Section 26.9.1 of ASCE 7 arc outride Iles scope orthis report. 2.15 Any roof slruclure constructed in an area v ilb a Mt roof- top some load grain ills 70.4 per13380 ha) in Miskolc Design Categotln A, R. C. D, DO, D 1, D2, E or F. and not cdnlp.y1113 wills EReeptioa I Or RICor CDC SCC60D 1613.1s is aoulde the scope of this erpaA. ?.)i Addition of enelmular walls to rcandetntial ratio coeera phall be in accordance eitb Seeing 4.1 alibis report. :-17 Ti.r Duruhun Pruducls htraidtillnl Topic Co%M 'Ce �, o::s, and Cammraeal Roof Srruaurr. err p.•odurcd in Coming. CsORrmia and Sacramento, Catifomia. .kXy2X-3dir-CMjla Dorian atld tdslutlalion arthe Dunlum Prbdueis Residemiul Patio Covers, Carpmtr, and Coru cir;&I Roof Srlvc miser stun Comply wide the appm able codes, Ibe manormiuvr's inaulalim itsaliuctiank ibis report and the aecoaty mymr plans and speeiRadani Ra}isinn V3.1.1, signed and staid July 6, 2nl9, All allowable holding conditions shall be as "ad in the plans acrungranywg Ilia report N'Acrc w Mets occur. the more ru:rtclivr shall gavem 3.1 Designs Selection afapplicable suucuual components for the installation of healanding and almched midenliul Patio coven, carports and eooltpettial roof idle pex shall be in accordance With the design criteria at, specific in like plane accmryunying Me report. The pwjccl IoWEao. use (pal6 carer, cLgm% coa,mttrial imsctmN cannppn ding code, and appTierblc drip eriLorix Including rise c.ttgary (113C oniyL Wind road. +wind atpmme nl gary, mor ilse 101 d, pound nttaw to Ed, sfsumie deitta eatspty, D.ai ]trot Ilse deprh shall lit plAccd an or IR sltached to the plena secprnpargineOJslpag this rcporf and be obttrs'td ht.this, sehc tioa oftile nems. 3a lml 111alloa: lnnallat(ms of 61 components drilrminad In Sccsiaiv:u arthit rrpnrs to connnut Ibis pallo cover, ZLraeommercial roorernrcrtrt shall he in accsrdsnrx m't!e tha report. the plru ateampaaylnG ibis report, t»savractwrfs inntallt llem innructivra and the appliablc rode of lbie lepon, whet co"Mou occvam . she ore rcueicsIm amid sm,rm 4.0 rRODUCT7sifSGRIrr101i d,l Pegtleel'Infit"(lpm Duralum Products Residential Patio Covers. Carports- and Commcluial RoofSsruel}nesate Pl eltimdingand allaehei ndnerleloid wild and InIce rtsidental Patio covers; earprrts and vrorilchl rovfxwoulim Tkisl ntwo shill be rvnrlauenrp in accardaacc W 10k the purr accetrr,saeym1 Iha axon end as ind[ured In Ibis report At= palio eoterr, %%at con6elzrcd, small be open on Veer Ad Aumbed rag,orts uaoriawd wikin one- arW:-v-faev0y dw ants units shall be rpm on al kas nvq side. Frajui ding patio ivlreta, v&jWdc and evMMMirl rwf atroctsees ah111 be open on al l faro• side4 N!¢erc de ignei enclosmr call cocfigurations used with she slracva.l ra.'rgw,-(a described in kids report to rot» ".1-1alaxhed nxldental Patio coven shag conroml to W limits holed in Section 1103 of the Inc or CDC and 5&iian Amw of the IRC or =. The atmnrsaa shall be road in a product ml%6on report ream an op(amd sower o<derincel in IBC and CB C Section 104.11.1 or uthre nau milly raenglizO ecrUriertinn program accepted by IAPMO Uniform Evalrulfun Scrvice. «N[tiers.4 CLI Alulaisumt Aluminum sttwwml member at roll- ra64 x extmdcd dsvpcs of wrlaus oltaya and l0ape4 . dtii I)Ahj with Chapter 20 urlba TDC and ASnI 02D9 as gw1bs d In the plans Dnnmpsayi ng Vds report 4.2,3 SIR* Steel rolmrib rc,■ro fntined'from various grades of steel complying with ASTM A500, Grade B and ASTM A03 SS Cxade 5D -d, Wt,err desitru red, wirll a pKitoled etu!fos compt)ing » i:b OLO, at, Oi,cired in the plans acetxnwa ing ibis ripcnl. 4.23 Fasteners: Fostencrs include aluminum and sal bolts, wood scrcwx lag sclirm pan installed andiam self4nlling AcrewA and shmx meal scr ma at specified is the plans secolnranling this rcpon. 42i1 FoasmPLsle-Case Paarlr. The lannirmud foam -core aandwich roorrunels turd Willi the dmrturif W rnponens tleternbed in stilt iron io form frreitaeding and onatbcd •rraldentw patio and eammmi.1 Mafia "1 tit Tyanpanrl Structural Panels for Pasta Coven dceenbd and mcopnirA in IAPMO UL•S ER-505. Paeb4t of 3 19IDEJSf1FICATION' Enclowims covered by this reporl shall be idenli icd by a p.-• elt deed or blemifying rag Thal ewes the name and addrw or the Inc.). Each latallstion 0.11 bear an original id,"111ng dttsl nr lag beating the IAWO UFS Mart of Craf 1r ry and the Ewlulibn Ripon Number (ER-193). E!Lhff of the following %larks orConformily may be teed n shown; IgPMO �No a Or TAPh(O M E11-19S 6.6 SUBSTAY UTING DATA 6.1 MA evmply'w0 tiith the IMES Atccpram Criteria Terpal; a Castr1V1 10). Aprwvcd Avgun ]011. 0-1 Eclpming takulbilwo in aerordosce with like 2014. 2015 and �O12 Tau mzliwsl BuiWingCak- ASCE 1.10 and 7-I6 and the Aluminum Dcalgn Sianual Part 1 0015). .6.3 Qualityeontral manwl. �GA Prodttn drawings. 7.9 STATE hI1T7 OF RECO&VTf10.4 7104 naluatinn wrote daenbes lilt resuba ar rcn % roni,,4 au( by 1APhsO Un3okin L111osdvn sm'cc un DmIum PickLelt Rcsidcrititl Patio Cmtri, Ctrpanr. and Contmnrnl Roof§Iruavca manurstusrd ea Conu�t and $X WWa. California wAssets L116F C0111ol-06Wr It, lily eadcf vhawn in Shdna I.0 of this report and doeunams vbr pmduo's restitindom The rrodua+ tree pmdurnl ai Imellona owed In Scot" 2.17 of I4ls apart wder a spisiip•caranl pmjmm wish Wattle bmtrtivn VrWCT dx Aupti-14m of )ArMO VrS- Brian Cerber. P.E, S.E. Vice ¢neshdeat, Tmhnreal Oper diking. Uniform Evaladisn Senile >� ",??/ Rld-d Reek PE, CBD,MCP VIee.PrrrEdrnL t' nlfurm Etatu.l Ian Semen GRussly-- CEO. The IAPMO Group r.r.aum sec ltor..u...u.n r W r+arwa erprn N,ase egad 2465 RAILROAD ST, CORONA, CA 92680 951.73E-4500 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.1150 1 FAX 949,305.1420 EXPIRES ON: JUNE 30, 2020 REVISIONS MARK I DATE DHscwPnoN Page 3 of 3 45TEL SOB IF DATE DRAWN BY DM2-02 07108119 RC CHECKED MD5 1APM0195 V 3.1.1 1APM0 APPROVAL GO.2 0 m m i w m m RAFTER I (E) BUILDING SEE NOTE 2 ROOF OVERHANG OR WOOD, CONCRETE, BRICK MASONW'WALL_ SEE SHT. 8 � I � RAFTER CONNECTION I TO BLDG SEE NOTE 2 f 0 z Q w LATTICE 0 3' OR 6. O.C. dr N SEE NOTE 2 , °� z Cm, To, Ln a Z SEE NOTE 4 O LU ~O w I tr z RAFTER CONNECTION BEAM SEA NOTE 3 a TO BEAM SEE NOTE I I _ I 1 LENGTH 'L' SEE NOTE 1 PLAN VIEW NOTES: 1. PATIO COVER DIMENSIONS x^ BEAM CLEAR SPAN r l� h BEAM OH A SEE DESIGN ASSUMPTION NOTE 4 ON GO.1 FOR PATIO COVERS CONSISTING OF SOLID COVERS AND LATTICE FRAMING. B. HEIGHT OF STRUCTURE 'H' (TO TOP OF COVER) SHALL NOT BE OVER 12 FT. C. BEAM OVERHANG 'OH' SHALL NOT EXCEED 25% OF BEAM'S ADJACENT CLEAR SPAN. D. RAFTER OVERHANG 'OH' SHALL NOT EXCEED 25% OF RAFTER'S ADJACENT CLEAR SPAN. E. LATTICE OVERHANG 'OH' SHALL NOT EXCEED 25% OF THE TOTAL UNSPUCED LENGTH OF THE LATTICE MEMBER OR 24", WHICHEVER IN LESS. F. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN: • TRIB (Bext)= h ADJACENT RAFTER CLEAR SPAN @ RIGHT + RAFTER OH @ LEFT •TRIG (BLDG)=Ji ADJACENT RAFTER CLEAR SPAN G. THE RAT10 P/L (COVER PROJECTION DMDED BY COVER LENGTH), NOT INCLUDING DECK OR BEAM OVERHANG, SHALL NOT BE MORE THAN 2.25 WHEN USING DESIGN FOR ATTACHED PATIO COVERS H. THE RATIO P/L (COVER PROJECTION DIVIDED BY COVER LENGTH) CAN BE UP TO 4.0 WHEN USING COLUMN AND FOOTING SIZES AS IF THE COVER WAS FREESTANDING. 2. LATTICE COVERS COVERS A SEE SHEET L4.1 FOR LATTICE PROFILES. B. SEE SHEET L3.1F FOR RAFTER PROFILES AND MAXIMUM SPANS. C. SEE SHEET L2.2 FOR REDUCTION OF RAFTER MAXIMUM SPAN WHEN DESIGNING FOR SNOW LOADS. D. SEE SHEET L6.1 FOR CONNECTION OF LATTICE COVERS TO (E) BUILDING. E. ROOF OF STRUCTURES DESIGNED AS LATTICE COVERS SHALL REMAIN UNCOVERED. THERE SHALL BE NO OBSTRUCTIONS TO THE FLOW OF WIND THROUGH THE LATTICE MEMBERS, SUCH AS FABRIC OR PLANTS. F. CLEAR SPACING OF LATTICE MEMBERS SHALL BE EQUAL TO OR LARGER THAN THEIR WIDTH, AND NOTHING SHALL BE ADDED TO COVER THE LATTICE MEMBERS, THAT COULD OBSTRUCT WIND FLOW, INCLUDING, BUT NOT LIMITED TO FABRIC OR PLANTS. G. IF CLEAR SPACING BETWEEN LATTICE FRAMING MEMBERS IS MORE THAN 1.5 TIMES THEIR WIDTH (OR ON CENTER SPACING IS MORE THAN 2.5 TIMES THEIR WIDTH), IT IS ACCEPTABLE TO DESIGN THE STRUCTURE FOR A GROUND SNOW LOAD OF 20 PSF, EVEN IF THE SITE SPECIFIC GROUND SNOW LOADS ARE HIGHER THAN 20 PSF AND UP TO 84 PSF. 3. BEAMS CONCRETE FTG, SEE NOTE 5, TYP 3/32"=1'-0' A. SEE SHEET L4.1 FOR BEAM PROFILES. B. SEE SHEET L4.4 FOR FAN BEAM DETAILS. C. SEE SHEETS 9/1-7.2 & 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 LB.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING. D. SEE SHEETS L6.x & L7.x FOR COLUMN CONNECTIONS & DETAILS. 5. FOUNDATIONS A. SEE SHEETS L7.1 AND L7.2 FOR COLUMN CONNECTION TO FOUNDATION. B. SEE BEAM SPAN TABLES ON SHEETS LB.xx.x FOR MINIMUM FOOTING SIZE FOR PATIO COVER SUPPORTED ON CONCRETE FOOTING, BASED ON BEAM SPAN SELECTED. C. SEE L7.1 FOR ALTERNATE FOOTING SIZES. D. SEE 9/0.2 FOR ATTACHED PATIO COVER SUPPORTED ON SLAB ON GRADE F, CONCRETE SLAB, SEE NOTE 5 TABLE 1 MINIMUM NUMBER OF POSTS REQUIRING ATTACHMENT PER 31L6.3 WITH 2 x 6.5 x 0.032 SIDE PLATES (SIDE PLATE TYPE SP3) TR1B AN SURE WIDTH 1100 110C 12013 120C 1308 130C 5' 2 2 2 3 3 3 6' 2 3 3 3 3 4 T 2 3 3 4 3 4 8' 3 3 3 4 4 5 9' 3 4 4 4 4 5 10 3 4 4 5 5 b 11' 4 4 4 5 5 b 12 4 5 5 6 5 7 WITH 2 x 6.5 x 0.042 SIDE PLATES (SIDE PLATE TYPE SPQ TR18 WIDTH WIND SPEED AND EXPOSURE 11013 110C 12D13 120C 1308 130C 5' 2 2 2 2 2 3 B 2 2 2 3 3 3 T 2 3 3 3 3 4 8' 2 3 3 4 3 4 9 3 3 3 4 4 5 10 3 4 4 4 4 5 11' 3 4 4 5 5 6 1T 3 4 4 5 1 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 (SPAN)" SHOWN ON SHEETS LBxx.x IS NOT E)CEEDED. 2. THIS TABLE IS TO BE USED IN CONJUNCTION WTiH DETAIL 316.3. 3. THIS TABLE DOES NOTAPPLY IF THE SIDE PLATES ARE PROVIDED FOR AESTHETIC -AL PURPOSES AND THE BEAM IS CONNECTED TO THE COLUMN DIRECTLY PER 2/1-6.3 OR WITH A BRACKET PER 1/1-4.3 8 1/L6.3 l TABLE 1 - MINIMUM NUMBER OF COL (REQUIRING TOP ATTACHMENT PER 3/L83 SHEET INDEX - LATTICE STRUCTURES: TYPE E GOA -TITLE SHEET, DESIGN LOADS, GENERAL NOTES GO.2 - IAPMO APPROVAL 1-1.1 -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 DRIFTAND 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 1-6.1 - LATTICE STRUCTURES: ATTACHMENT TO EXISTING BUILDING L6.2 - LATTICE STRUCTURES: CONNECTION DETAILS L6.3 - LATTICE STRUCTURES: CONNECTION DETAILS L7.1 - LATTICE STRUCTURES: FOUNDATION DETAILS L7.2 - LATTICE STRUCTURES: FOUNDATION DETAILS L8=�x - LATTICE STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx PSF LLJSL, 1x0 MPH G9.1 -ADDITIONAL STATE LICENSURE STAMPS LATTICE COVER STRUCTURE TYPE E: ATTACHED SINGLE SPAN WITH OPTIONAL CANTILEVER 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 �}�ESS 1r�C S 5 5 r RAT TF OF cp,0F DATE SIGNED: July 8, 2019 &A 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.11501 FAX 949.305.1420 �Ap IYI o OTM ES EXPIRES ON: JUNE 30, 2020 REVISIONS MARK DATE DESCRIPTION 4 STEL JOB # DA02-02 DATE 07/08119 DRAWNBY RC CHECKED MDS IAPM0195 V 3.1.1 LATTICE STRUCTURES: TYPE E Ll . 1 m SEE NOTE 2 (E) BUILDING - i Z w E I I RAFTER CONNECTION 6 Ln cy TO BLDG SEE NOTE 21 I I I t x U m v LU 4 , m fmt I I w LATTICE @ : 3" OR 6" O.C. a SEE ;NOTE 2 O1 I I I I COL. YP I I I I d a I OT RAFTER 00NNECWN I SEE NOTE ,4 1 ) TO BEAM SEE NOTE 2' m I f I ^ N I I I I BEAM CLEAR SPAN L BEAM CLEAR SPAN LENGTH 'L' SEE NOTE 1 C PLAN VIEW NOTES: 1. PATIO COVER DIMEN%QN_S A SEE DESIGN ASSUMPTION 4 ON GO.1 FOR PATIO COVERS CONSISTING OF SOLID COVERS AND LATTICE FRAMING. B. HEICHT OF STRUCTURE 'H' (TO TOP OF COVER) SRml N-IT BE OVER 12 FT. C. BEAM OVERHANG 'OH' SHALL NOT EXCEED 25% OF BEAMS 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 (Sext)= Y2 ADJACENT RAFTER CLEAR SPAN @ RIGHT + RAFTER OH @ LEFT TRIB (Bint)= )ii ADJACENT RAFTER CLEAR SPAN @ RIGHT + Y2 ADJACENT RAFTER CLEAR SPAN @ LEFT TRIB (BLDG)=Y2 ADJACENT RAFTER CLEAR SPAN G. THE RATIO P/L (COVER PROJECMN DIVIDED BY COVER LENGTH), NOT INCLUDING DECK N BEAM OVERHANG, SHALL NOT BE MORE THAN 2.25 WHEN USING DESIGN FOR ATTACHED PATIO COVERS H. THE RATIO PA (COVER PROJECTION DIVIDED BY COVER LENGTH) CAN BE UP TO 4.0 WHEN USING COLUMN AND FGDTING SIZES AS IF THE COVER WAS FREESTANDING. i. ? ALM['F ('0VFR5 A SEE SHEET L4.1 FOR LATTICE PROFILES. B. SEE SHEET L3.1A FOR RAFTER PROFILES AND MAXIMUM SPANS. C. SEE SHEET L2.2 FOR REDUCTION OF RAFTER MAXIMUM SPAN WHEN DESIGNING FOR SNOW LOADS. D. SEE SHEETS L6.1 FOR CONNECTION OF LATTICE COVERS TO (E) BUILDING. E. ROOF OF STRUCTURES DESIGNED AS LATTICE COVERS SHALL REMAIN UNCOVERED. THERE SHALL BE NO OBSTRUCTIONS TO THE FLOW OF WIND THROUGH THE LATTICE MEMBERS, SUCH AS FABRIC OR PLANTS. F. CLEAR SPACING OF LATTICE MEMBERS SHALL BE EQUAL TO OR LARGER THAN THEIR WIDTH, AND NOTHING SHALL BE ADDED TO COVER THE LATTICE MEMBERS, THAT COULD OBSTRUCT WIND FLOW, INCLUDING, BUT NOT LIMITED TO FABRIC OR PLANTS. G. IF CLEAR SPACING BETWEEN LATTICE FRAMING MEMBERS IS MORE THAN 1.5 TIMES THEIR WIDTH (OR ON CENTER SPACING IS MORE THAN 15 TIMES THEIR WIDTH), IT IS ACCEFiAELE 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. RAFTER SEE NOTE 2- CONCRETE FTG, SEE NOTE 5, TYP SEE B ISOMETRIC VIEW 3, BEAMS ROOF OVERHANG OR WOOD, CONCRETE, BRICK MASONRY WALL SEE SHT. 8 A. SEE SHEET L4.1 FOR BEAM PROFILES. B. SEE SHEET L4.4 FOR FAN BEAM DETAILS. C. SEE SHEETS 9/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. L 0I,1iINS A. SEE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBER OF COLUMNS REQUIRED BASED ON COVER DIMENSIONS. B. SEE SHEET L4.2 FOR COLUMN PROFILES. C. SEE SHEETS 9/0.2 AND L8.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING. D. SEE SHEETS L6.x & L7.x FOR COLUMN CONNECTIONS & DETAILS. 5 raUDWII _4_ 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 CONCRETE SLAB, SEE NOTE 5 TABLE 1 MINIMUM NUMBER OF POSTS REQUIRING eT rhf'UI,11CAIT DFR 4A R '{ WIiH 2 x 6.5 x 0.032 SIDE PLATES (SIDE PLATE TYPE SP3) TRIB WIDTH WIND S PE E D AN UAE 11DO 110C 12D6 17W 130E 13oc 5' 2 2 2 3 3 1 3 8 1 2 3 1 3 3 3 1 4 7' 2 3 3 q 3 4 a, 3 3 3 4 4 5 e 3 4 4 4 4 5 41 3 4 q 5 5 6 1V 4 4 4 5 5 B _77. -__.- 4=- 5-:.,=-_S 8 5 7. WITH 2 x 8.9 x 0.042 SIDE PLATES (SIDE PLATE TYPE SP4) TRIG I WIND SREED AND E)POSURE WIDTH 1146 110C 1 1208 120C 1 1338 130C S 2 21 2 2 2 3 6 2 2 2 3 3 3 7-2 3 3 3 1 3 4 6' 2 3 3 4 3 4 9' 3 3 3 4 4 5 SD 3 4 4 4 4 S il' 3 4 4 5 5 8 17 31 4 1 4 5 5 5 NOTES: 1. NUMBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADD POS75 AS REQUIRED TO ENSURE THAT THE "MAX POSTS PACING (SPANrSHOWN ON SHEETS LB.xx.x IS NOT E)40EEDED. 2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL31U13. 3. THIS TABLE DOES NOT APPLY IF THE SIDE PLATES ARE PROVIDED FOR AESTHETICAL PURPOSES AND THE BEAM IS CONNECTED TO THE COLUMN DIRECTLY PER 2/L6.3 OR WITH A BRACKET PER 1/L4.3 &, 1/L6.3. A TABLE 1 - MINIMUM NUMBER OF COL. REQUIRING TOP ATTACHMENT PER 3/L8,3 SHEET INDEX - LATTICE STRUCTURES: TYPE G0.1 -TITLE SHEET, DESIGN LOADS, GENERALNOTES G0..2 - IAPMO APPROVAL L1.2 - LATTICE STRUCTURES: TYPE F L1.5 - LATTICE STRUCTURES: TRIBUTARYWIDTIHS TO SEAMS L2.1 - LATTICE STRUCTURES: SNOW LOAD DESIGN: NEED TO CONSIDER DRIFT AND SLIDING DESIGN L2.2- LATTICE STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION FACTORS DUE TO DRIFT AND SLIDING L3.1 A - LATTICE STRUCTURES: ATTACHED COVERS RAFTER SPANS L4.1 - LATTICE STRUCTURES: BEAM PROFILES L4 2 - LATTICE STRUCTURES: COLUMN PROFILES L4 3 - LATTICE STRUCTURES: CONNECTORS L4.4- LATTICE STRUCTURES: FAN BEAM DETAILS L6.1 - LATTICE STRUCTURES: ATTACHMENTTO EXISTING BUILDING L6.2 - LATTICE STRUCTURES: CONNECTION DETAILS L6.3 - LATTICE STRUCTURES: CONNECTION DETAILS L7.1 - LATTICE STRUCTURES: FOUNDATION DETAILS L7.2- LATTICE STRUCTURES: FOUNDATION DETAILS LB.xxx • LATTICE STRUCTURE S: SEAM 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 vzw,�Ic 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949,305.11501 FAX 949.305.1420 EXPIRES ON: J U N E 30, 2020 REVISIONS MARK nATe I DESCRIPTION 4 STEL JOB A DA02-02 DATE 07/DB/19 DRAWN BY RC CHECKED MDS IAPM0195 V 3.1.1 LATTICE STRUCTURES: TYPE F LATTICE COVER STRUCTURE TYPE F: ATTACHED MULTI -SPAN WITH OPTIONAL CANTILEVER I I L1.2 u m i V E I a I I � I I z RAFTER SEE NOTE 1 Uj o w w I I LATTICE .@ 3" OR 6" O.C. z < z SEE NOTE 2 N w �, ^^i_ ]d O COL, TYP o w a SEE NOTE 4 p 1 I d z RAPIER. CONNECTION OM BEAM SEE; NOTE 2 I i m^ BEAM OH BEAM CLEAR SPAN p SEE NOTE I LENGTH 'L' SEE NOTE 1 rn BEAM OH SEE NOTE I C PLAN VIEW NOTES: 1. PATIO COVER DIMENSIONS A. SEE DESIGN ASSUMPTION 4 ON GO.1 FOR PATIO COVERS CONSISTING OF SOLID COVERS AND LATTICE FRAMING. B. HEIGHT OF STRUCTURE 'H' (TO TOP OF COVER) SHALL NOT BE OVER 12 FT. C. BEAM OVERHANG 'OH' SHALL NOT EXCEED 25% OF BEAM'S ADJACENT CLEAR SPAN. D. RAFTER OVERHANG 'OH' SHALL NOT EXCEED 25% OF RAFTER'S ADJACENT CLEAR SPAN. E. LATTICE OVERHANG 'OH' SHALL NOT EXCEED 25% OF THE TOTAL UNSPUCED LENGTH OF THE LATTICE MEMBER OR 2,V, WHICHEVER IS LESS. F. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN: • TRIB (Bext)= )z ADJACENT RAFTER CLEAR SPAN @ RIGHT + RAFTER OH @ LEFT • TRIB (BLDG)=X 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. 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), FF IS ACCEPTABLE TO DESIGN THE STRUCTURE FOR A GROUND SNOW LOAD OF 20 PSF, EVEN IF THE SITE SPECIFIC GROUND SNOW LOADS ARE HIGHER THAN 20 PSF AND UP TO 84 PSF. B ISOMETRIC VIEW _ 3. BEAMS A. SEE SHEET L4.1 FOR BEAM PROFILES. B. SEE SHEET L4.4 FOR FAN BEAM DETAILS. C. SEE SHEETS 9/1-7.2 & L8.xx.x FOR TABLES SHOWING MAXIMUM BEAM SPAN. D. SEE SHEET L2.2 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR SNOW LOADS. E. SEE SHEETS L6.x FOR BEAM CONNECTIONS & DETAILS. 4. COLUMNS A. SEE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBER OF COLUMNS REQUIRED BASED ON COVER DIMENSIONS. B. SEE SHEET L4.2 FOR COLUMN PROFILES. C. SEE SHEETS 9/0.2 AND L8.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING. D. SEE SHEETS L6.x & L7.x FOR COLUMN CONNECTIONS & DETAILS. A SEE SHEETS L7.1 AND L7.2 FOR COLUMN CONNECTION TO FOUNDATION. B. SEE BEAM SPAN TABLES ON SHEETS LB.xx.x FOR MINIMUM FOOTING SIZE FOR PA110 COVER SUPPORTED ON CONCRETE FOOTING, BASED ON BEAM SPAN SELECTED. C. SEE 9/L7.2 FOR ALTERNATE FOOTING SIZES. 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 BPS) WIN AN SU 110B 110C 120B 12DC 130B 13DC 2 2 2 3 3 3 kTRRIB 2 3 3 3 3 4 3 3 4 3 4 3 3 3 4 4 5 3 4 4 4 4 5 3 4 4 5 5 6 11' 4 4 4 5 5 6 12 4 5 5 6 5 1 7 WITH 2 x 6.5 x 0.042 SIDE PLATES (SIDE PLATE TYPE SPQ 7RIB WIND SPEEDAN E)POSiURE WIDTH 1709 110C 120B 120C 130B IWC 51 2 2 2 2 2 3 6' 2 2 2 3 3 3 T 2 3 3 3 3 4 8' 2 3 3 4 3 4 9' 3 3 3 4 4 5 10 3 4 4 4 4 5 11' 3 4 4 5 5 5 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 THATTHE'MAX POST SPACING (SPAN) -SHOWN ON SHEETS L8.xxx 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 ANDTHE BEAM IS CONNECTED TO THE COLUMN DIRECTLY PER 2/L6.3 OR WITH A BRACKET PER 1/L4 3 8 1/L&3. H TABLE 1 - MINIMUM NUMBER OF COL REQUIRING TOP ATTACHMENT PER 3/L6+3 SHE ET IND EX - IATTI_g STRI,JCTLjRES: TYPE G GDA -TITLE SHEET, DESIGN LOADS, GENERAL NOTES GD.2 - IAPMO APPROVAL L1.3 - LATTICE STRUCTURES: TYPE G L1.5 - LATTICE STRUCTURES: TRIBUTARYWIDTHS TO BEAMS L2.1 - LATTICE STRUCTURES: SNOW LOAD DESIGN: NEED TO CONSIDER DRIFT AND SLIDING DESIGN L2.2 - LATTICE STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION FACTORS DUE TO DRIFTAND SLIDING L3.1 F - LATTICE STRUCTURES: FREESTANDING COVERS RAFTER SPANS L4.1 - LATTICE STRUCTURES: BEAM PROFILES L4.2 - LATTICE STRUCTURES: COLUMN PROFILES L4.3 - LATTICE STRUCTURES: CONNECTORS L4.4 - LATTICE STRUCTURES: FAN BEAM DETAILS L6.1 - LATTICE STRUCTURES: ATTACHMENTTO EXISTING BUILDING LS.2 - LATTICE STRUCTURES: CONNECTION DETAILS L6.3 -LATTICE STRUCTURES: CONNECTION DETAILS L7.1 -LATTICE STRUCTURES: FOUNDATION DETAILS L7.2 - LATTICE STRUCTURES: FOUNDATION DETAILS LB.xx.x- LATTICE STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx PSF LLISL, 1 x0 MPH G9.1 -ADDITIONAL STATE LICENSURE STAMPS LATTICE COVER STRUCTURE TYPE G: FREESTANDING SINGLE SPAN WITH OPTIONAL CANTILEVER 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 p pFESSI L1/ S 58 5 TF OF CAO DATE SIGNED: July 8, 2019 OrATC[___ 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.11501 FAX 949.305.1420 SAP �o OTM ES EXPIRES ON: JUNE 30, 2020 REVISIONS MARK DATE DESCRIPTION 4 STEL JOB A DA02-02 DATE 07/09/19 DRAWN BY RC CHECKED MDS IAPMO 195 V 3.1.1 LATTICE STRUCTURES: TYPE G L1.3 d m n Tl� LLa z I � , 12AFTERi CONNECTION 1 i COL; T1'P w ---- = . BFJM SE NOTE 2 I I SEE NOTE 4 w w Li w 1 1 1 I 1 J a I 1 f 1 I I I I ! w a 1 IRAFTER SEE NOTE 2IY+TTIC� o @ 3jOR 7C,� Lia SEE NOTE 2 i w I I BEAM CLEAR SPAN G BEAM CLEAR SPAN LENGTH 'L' SEE NOTE 1 C PLAN Y4EW NOTES: 1, PATIO DIMENSIONS A SEE DESIGN ASSUMPTION 4 ON GO.1 FOR PATIO COVERS CONSISTING OF SOLID COVERS AND LATTICE FRAMING, B. HEIGHT OF STRUCTURE 'q (TO TOP OF COVER) SHALL NOT BE OVER 12 FT. C. BEAM OVERHANG 'OH' SHALL NOT EXCEED 259 OF BEAM'S ADJACENT CLEAR SPAN. D. RATTER OVERHANG 'OH' SHALL NOT FXCEED 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)= S¢ ADJACENT RAFTER CLEAR SPAN @ RIGHT + RAFTER OH @ LEFT • TRIB (Sint)= Xt ADJACENT RAFTER CLEAR SPAN @ RIGHT + Xt ADJACENT RAFTER CLEAR SPAN @ LEFT • TRIB (BLDG)=Xz ADJACENT RAFTER CLEAR SPAN 2 ! A71 1-F COVI-RS A SEE SHEET L4.1 FOR LATTICE PROFILES. B. SEE SHEET L3.1F FOR RAFTER PROFILES AND MAXIMUM SPANS. C. SEE SHEET L2.2 FOR REDUCTION OF RAFTER MAXIMUM SPAN WHEN DESIGNING FOR SNOW LOADS. E SEE SHEETS L6.1 FOR CONNECTION OF LATTICE COVERS TO (E) BUILDING.RDOF OF STRUCTURES DESIGNED AS LATTICE COVERS SHALL ROAR 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 UMEIEO TO FABRIC OR PLANTS, G. IF CLEAR SPACING RETWEEN LATTICE FRAMING MEMBERS IS MORE THAN 1.5 TIMES THEIR WIDTH (OR ON CENTER SPACING 15 MORE THAN 2.5 TIMES THEIR MOTH). IT IS ACCEPTABLE TO DESIGN THE STRUCTURE FOR A GROUND SNOW LOAD OF 20 M. EVEN IF THE SITE SPECIFIC GROUND SNOW LOADS ARE HIGHER THAN 20 PSF AND UP TO 84 PSF. o�^ N ii B ISDMEirtiIC VIEYII 3 BEAMS A SEE SHEET L4.1 FOR BEAM PROFILES. B. SEE SHEET L4.4 FOR FAN BEAM DETAILS. B. SEE SHEETS 9/0.2 & LB.xx,x FOR TABUS SHOWING MAXIMUM BEAM SPAN. C. SEE SHEET t2.2 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR SNOW LOADS. D. SEE SHEETS L6.x FOR BEAM CONNECTIONS & DETAILS. 4. COLUMNS A SEE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBER OF COLUMNS REQUIRED BASED ON COVER DIMENSIONS. B. SEE SHEET L4.2 FOR COLUMN PROFILES. C. SEE SHEETS 9/0.2 AND 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 L8,xx,x FOR MINIMUM FOOTING SIZE FOR PA110 COVER SUPPORTED ON CONCRETE FOOTING, BASED ON BEAM SPAN SELECTED, C. SEE 9/0.2 FOR ALTERNATE FOOTING SIZES. SLAB, i TABLE 1 MINIMUM NUMBER OF POSTS REQUIRING ATTACHMENT PER 3/11-6.3 WTTH 2 x 6.5 x 0.032 SIDE PLATES (SIDE PLATE TYPE SP3) TRIB WIDTH WIND SPEED AND E SURF 1106 170C 1205 720C 13M 13{1C 2 2 % 3 3 3 6 2 3 3 3 3 4 T 2 3 3 4 3 4 8 3 3 3 4 4 5 3 4 4 4 1 4 5 10 3 4 A 5 5 B 15' 4 a 4 5 5 B 1x d 5 5 8 5 T - - - -WRH 2i 6.5X 0.042 SIDE PLATES - (SIDE PLATE TYPE SP4) WIND SPEED AND EJQ'OSUR 110E 110C 1208 14AC 130D 130C 2 2 2 2 2 3 jWIUrH 2 2 2 3 3 2 3 3 3 3 2 3 3 4 3 4 3 3 3 4 4 5 7V 3 4 4 4 4 S 17' 3 4 0. 5 5 6 1T 31 d 1 d j 5 5 5 NOTES: 1. NUMBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADD POSTS AS REQUIRED TO ENSURE THATTHE "MAX POST SPACING (SPAN)" SHOWN ON SHEETS L8.xx.x IS NOT E)CEEDED. 2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL 3/1-6.3. 3. THIS TABLE DOES NOT APPLY IF THE SIDE PLATES ARE PROVIDED FOR AESTHETICAL PURPOSES ANDTHE BEAM IS CONNECTED TO THE COLUMN DIRECTLY PER 2/L.6.3 OR WITH A BRACKET PER 1/1-4.3 & 1/L6.3. A TABLE 1 - MINfMUM NUMBER OF CDL REQUIRING TDP ATTACHMENT PER 3/L6,3 SHEET IN D - LATTIC RUC RE E GOA -TITLE SHEET, DESIGN LOADS, GENERAL NOTES G0.2 - TAP MO AP P ROVAL L1.4 - LATTICE STRUCTURES: TYPE H 1-1.5 - LATTICE STRUCTURES: TRIBUTARY WIDTHS TO BEAMS L2.1 - LATTICE STRUCTURES: SNOW LOAD DESIGN: NEED TO CONSIDER DRIFT AND SLIDING DESIGN L22 . 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 1-6.1 - LATTICE STRUCTURES: ATTACHMENTTO EXISTING BUILDING L6.2 - LATTICE STRUCTURES: CONNECTION DETAILS L6.3-LATTICE STRUCTURES: CONNECTION DETAILS -,�",TTICE STRUCTURES: FOUNDATION DETAILS L72 • LATTICE STRUCTURES: FOUNDATION DETAILS L8.xx.x - LATTICE STRUCTURES: BEAM SPANS AND FOUNDATION SIZES)m PSF LUSL, 1x0 MPH G9.1 -ADDITIONAL STATE LICENSURE STAMPS LATTICE COVER STRUCTURE TYPE H: FREESTANDING MULTI -SPAN WITH OPTIONAL CANTILEVER TRI BUTARY WI DTH TABLE (FT) OH CLEAR SPAN (FT) (FT) 6 7 8 9 10 1 11 12 13 1 14 15 16 1 17 18 19 1 20 21 22 1 23 24 0 3.0 35 4.0 4.5 5.0 5.5 6.0 65 7.0 7.5 8,0 8.5 9.0 9.5 10.0 10.5 11.0 11.5 12.0 1 4.0 4.5 5.0 55 6.0 6.5 7.0 75 8:0 1 8.5 9.0 9.5 10.0 205 11.0 21.5 12.0 NP NP 2 5.0 55 6.0 6.5 ' 7.0 7.5 9.0 8.5 9.0 95 10.0 10.5 11.0 115 12.0 NP NP NP NP 3 6.0 65 7.0 7.5 8.0 8.5 9.0 95 10.0 10.5 11.0 21.5 12.0 NP NP NP NP NP NP 4 7.0 75 8.0 8.5 9.0 9.5 10.0 105 11.0 11.5 12.0 NP NP NP NP NP NP NP NP 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 NP 1 NP NP -NOT PERMITTED -SITE SPECIFIC ENGINEERING REQUIRED. ROUND UP TRIBUTARY WIDTH AS REQUIRED TO USE DESIGN TABLES. NOTE: TRIBUTARY ON MULTIPLE SPANS IS EQUAL TO CENTER SPAN TO CENTER SPAN 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 FESSI co S 58 5 R(1CT�� TF OF CA0 DATE SIGNED: July 8, 2019 �► TCL_ 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.11501 FAX 949.305.1420 1Ap Mo ES TM EXPIRES ON: JUNE 30, 2020 REVISIONS MARK DATE DESCRIPTION 4 STEL JOB # DA02-02 DATE 07/08/19 DRAWN BY RC CHECKED MOB IAPM0195 V 3.1.1 LATTICE STRUCTURES: TRIBUTARY WIDTH TO BEAMS L1.5 L1 2 x 3 LATTICE TUBE 6"=1'-O" ALUM. ALLOY 3004-H36 o� 'o 1.5DD' OR 2.000' (�11/2x1V2OR2x2 `"`)LATTICE TUBE 6.=r-0" ALUM. ALLOY 3004-1-135 0.042 0 0 m 3.000' 3' x 8' RAFTER T o Lq 2.000" R2 7 x OF RAFTER ALLOY 3004-H3u" JALUM. ALLOY 3004-H36 T o ,y 6.000" 2.000' MAX DBL 7 x 6.5' RAFTER 3x$ RAFTER -ATTACHED STRUCTURE 2x6 1/2 RA -ATTACHED STRUCTURE DBL 2x61/2 RAFTER -ATTACHED STRUCTURE WGSL T N SPACING 010 WINO SPEED-1 E WGSL 7 IN SPAC[N -.-4�YIND.SAE-ED 1 EXP LLIGSL T ON) SPACING O/C WIND SPEED EXP 110 B 110 C 120 B 1200 130 B 13D C' 11081 '110 Cr 1209 120 C 130 B 130 C 1108 110 C 120 B 120 C 1 130 8 130 C 10 0.042 16.1 2V-8" 29'S' 29$' 28'-9- 293' 26-3" 1D p'g24 16" 16-0" 15-td" 16'-0" 151-W 16-9" 13' 8" 10 0.024 16' 27-V 27-0' 22'-6' 21'-1' 27-0" 19=2" 24' 24'•2" 24'•1" 24'-2• 23-V 24-0' 21W 24' i3-1" 13-0" 13'-1" 12'-r 12'•10' 11-2' 24' 19-V 18'3' 18'-4" 1T-3" 18-2" 151$" 20 0.042 76• 2&-W 2N-0' 2Y-O' 23'-W 23'-0' 22-9' O.D32 16' 20'3' 20'-2' 20'3- 19$" 2D'-1` 181.2" 0.032 16" 28'-r 29-V 28'-7" 27--9" 2"' 25 7- 24" 78'•9' 18-9' le -sr 18-9' 1B'-9' 18-9' 24' 15=7- 16'$" 16'-7" 16'-1" 16'4' 14-10" 24" 23'-4' 23-3" 234" 22-8` 23'•1' 20=10' 25 0.042 16" 19'$" 194r 19-W 19-8' 79'S' 19-8" 0.042 - 16' 24'-6' 24'-4" 24W 23'-9" 243" 2T-2" 0.042 16• 347" 34'-4' 34=7" 33-7' 34'•2' 32'-V 24" 16'•1' 1V-1' 16=1- 16'-l' 16'•1" 16-1" 24' 20-1- 20'•0" 20-1' 19'$" i9'-B- 1 -0' 24' 2V-2" 28'•1" 28-r 2T-4' 27'-10' 26'$" 30 0.042 16" 18'-1' 18-1" 1B'-1• TS'-1' 18'-1' 18'-7' 20 0.024 � 7 1Z-4' 12'3" IZ-4' 12-4- 12'-4" 12'•4" 20 0.024 16" IT-4' 1T-4' 17-4" 1T4' 17'-4" IT-W 24" 13-9• 13'•9•' 13`-9" 13'-9" 13'•9' 13'-9", 24 10'�" .10'-2" t0'•2" 10'•2' 10'-2' 10-1' 24' 14=2" ia'-Z' 14-2' 1A'•Y 14'•2' 14'_2' 40 0.042 ifi 15-10' 18-10' 16-10" 16=10' iS-10' 15'-10F 0.032 15' 18 B" i5' " SS'$" 15'$" 1$-B" 15'$" 0.032 16" 2Z i" 22 1" 22 1' 22 1' 22-1' 2P' D` 24" 12'-1' 12'-1" 12'-1` 12'-1' 17-i' 1Y=i' 24" 12'-10' 17.10' 12'-10' 12'•10" 12'-10" 12'-9" 24" 18'-1" 18-7" 18-1' 18-1' IV-1' IV-O' 50 0.042 76' 73 4' 13'� 73'�' 73'$' 73'�' 13'�' D.042 15" 190' i9-0" 78-0' 19-0' 19 0" 18.10' 0.042 76' 2B' 8" 26-8" 26'-8" 25 $' 26$" 26 7" 24" 10'-3" 10'-T IV-3" i0'3' 10'-3- 1013" 24` 15-6' 16-6" 16',6' 15S" 15'$" 15-V 24" 21-10' 2VAT 21'-10' 21'•1D" 21'-10" 21'3' 60 0.042 16" 10=12' T0-12' 10'-12" 10'-10• 10'-10' 10-7" 25 0.024 T6' 10-r 10'-7' 10-r 10-7' 10'•7' 1D'-7' 25 0.024 1a. 15-TD' 15'-10• 15'-10• 15'-10• 16'-10• 15'-10` 24" 10'6- 10 5 la.6' 10-4' 10'•51 10 -1" 24. g.1• 8-1' V-1" 8'-1' B'-1• B-1• 24' 13-4' 1 7314' 13'-4" 131-2" 73'3' 12'-9" 72 0.042 76" 10'-1' 19-1" 10'-1' 18' 0'-l' iD'--1' 9-11" O.D32 18" 14'-V 14'-4' 14'-4" 14'•4" 14-V 14'-I' 0 .032 16' 20'-2" 2U-2- 20-2" 20-2" 20'-2• 20'•2' 24' 91 9.8" 9'-W 9.8" T-6' 9S" 24` 1 11'-" 11'-1" 11'-1" 1i -1' 11'-1" IVA" 24' 16'-7" 1 16-7" 16-7" 16-7" 16'-7" 16'-7' 84 0.042 16' 9-0• 9'-4' 9'-' 9-4' 9'-4' 9-4` 0'�2 16' 1r-4" 1T4" 17 4' 1T-4' 1T-4" 1r^4" D.042 16' 24'-5" 24'$" 24'-6" 24'-6' 2a-6' 24'•r' 24' 8-11- 8'-17' 8.11' W-11' 8-it' 8-11" 24' i3-3" 73'3" 13'3" 13'3- 1T-3" 13'-3" 24" 217-17 20'-0" 20-D' 20'--0` 29-Cr 29-0' NOTE: IT IS ACCEPTABLE TO SUBSTITUTE: - (2) 3XB 0_ 32"OC IN LIEU OF (1) 3x8 C 16"OC - (2) 3XB @ 48"OC IN LIEU OF (1) 3x8 Q 24"00 - (2) 2x6 - (2) 2X6 Q 48.00 IN LIEU OF (1) 2x6 Q 24"OC ALLOWABLE RAFTER SPANS 30 0.024 16, 91.7 9'-W 9.9' 9'•9' 9.9" 9.9• 30 O.D24 16' 14'-8" 14'-B' 14'-B" 14-8' T4'-8- 14'$" 24' TS' T-V T-V r-6• TS' T$' 24- 11'-2" 11'-2' ll-r 1P-Z' 1r-2" 11'-2' O.D32 16' 12'-6' 12'$' 12'$' 12'•6` 176" i7-6 0.032 16" 18'7' IV-7' i8-7" 16'-r 18'-7" I8-7" 24" 10'-2" 10-2' 10'-2' 10-2- 10'-2" 19-T 24' IV-3' 15'-3' 15G3" 15'-3' 1V-W 163' 0.042 lip16-0" 24' 12-3' 16'-0' 17-7 Is, -a, 12'3" 16';0' 12'3" 16- 12'3" IG-W 173- 0,042 16" 22=r 22'-r 22-7" 22-7' 22'•7" 22'-7- 24. 181-6' 161-6' 181-V 181-15" 18$" 18'$' 40 0.024 i6• 8'-0" 8=0' 8'-(r B' 0' 8'6- 40 12'-10" 121-10` 12'-10' 12'-104 1ZAT 12'-10- -2" 6-2' 8-2' 6-2' V-2' 9-r - 4r 9=10' 9'-10' 9-10" 9'-10' 9'-10' 9-iw 0.032 16• 10'-10• 19-10" 17-10' 10'-10" 10'-10• 17-10" 0.032 16- ,-4" 6'24' 16'-4' 19-C 16'S" 19-V I6'$- 24- 8'3" 8'•T 8'•3' 8'-3' 8'-3" 8'-3" 12'-6" i7$" 17--6" 1Z'-6' 1Z W 1Z$" 0.042 16" i3'-2" 13-2" i3=2" IV-2' 13'-2" 1T-2' 0.042 T6' 17.9' 19-9' i9-9" 19'9 79-9" 19.9' 24' i0-9" 19-9" 19-3' 10'-9" 10-8" icy -Er 24' 16-2" 16'-2' 16=2' 16'-T 16',2' IG'Z 50 D.024 76` 7'3" r3" T3' T-3' T-3" T-3" 50 0.024 16' 10'-10" 10'-10" 19-10" 10'-10' 10'-10' 101AT 24' 6-2-S'•2• 5'-2' 9-2" 5'-2• S-2" 24" 8-r 8,3" 8.•3" 8'-3- 81-7 8'-3• 0.032 76' S'-9' V-9` 9-9" V-91 V-9" 9.9" 0.032 16' 14'-8' 14'-8" 14'$" 14'$" i4'$' 14'-W 24' T-W T-0' T-0' T-0" T-0" T-0• 24" 111-3" 11-3" 11-3' 11L3' 11'-7 11'3" 0.D42 16' i i=9' iv-9- i i' S" 17'-9' 11'-9" 11'-9" 0.042 16" 1T-9" iT-9" 171-9' 17--9' 17'A" 1 T-9" 24' 9-0" 9,4 9'-9' 9'-o' 9'•0" 9.0- 24- 13-r i3-7, 13'-7- iT-7' 13'r iv-7, 60 0.024 16` 6-6' V-8- 5'-8' S'-T" 5=7" 5'$' 60 0.024 16' T-12• r-12" T-12" T-11' T 11' T-8" 24' S'-6" 516, 51S" 5'-6" 5'S" V-4" 24" 7-9" T-9' T-9' T-8" T$• T-6" 0.032 76- 8'-9" 8-9" W-9" 8'-7' W-7" V-T 0.032 16" 12'-4' 12"-4' 12'-4' i2-2' IT-2' it-1D" 24" T--1" 7-1" r•1" 6'-12' 6'-12' 6-10" 24' 10'-1' i(r-1• 10'-7" 9-11" 9'•12" 9-W 0.042 16' 'IT-11" 10'-11' 10-11' 10'--9" io'-101 10'S" 0.042 16' 14'-10' 14'-10' IV-IT14-70" 14-10" 14-19' 24' 8-11' B'-11' 8'-11' 8'-10' 8-1D' 8=r 24' 12W I 12.8' 17--8" 17-V 12'66' 12'-2- 72 0.024 16" 6'•2' 5'•2' T--r 5--2- 5' Z' 3 r 72 0.024 16' 6'-11' S'-T r 6'-1 i" 6-11' 6=11' V.!)- 24" 5'-1' S'-1" 5-1' S-1- 5'-1' W-17 24' 6'-71- 6' v 6-7i' 6-11' 6-i1- 6-9" 0.032 lV 7-12- 7-12" r-12" r-12- T 12' T-11- 0.032 76' Ilt 1r 11--w 113" 1i-3" 11'3" 11'�2' 24' 6'-5' 6'3" 6S' v G-V VS" 24' 9'-3- 9' 3' W-r 9' 3" 9-3' 91-1" 0.042 1ti 9=12' 9.12' 9.72- 91-T2' 9-72' 91-11 0.042 16' 13'-11' 13-1i' IV -ill 13'-11' 'IT-11' 131--11' 24- 8-2' 8•-Z" 8-2' V2- B'2- 8'-1" 24' 11'-7' ti-r i7'-r 11-r I irr 11-6" 84 0,024 16' 4-1D' NAT 4'-TO" 4'-70" W-11Y 41-1D• 84 0.024 16' 3-i2' 51-72- 5-12" 5-72• 5'-12' S-12' 24' 4-8" 4'-8" 4-8" 4 a" 4'-8' 4'-8' 24' V-12" 5 12' 5-t2" 51-12' 6=12" 0.032 16" T-6' T-5' rS" rS- TS' TS- 0.032 16` 10'-S' 10'$' 10'$' 10-11? 10'£' 101$' 24' 6-1• 6'-1' 6-1' 6'-1" 6-1' 6'-i' 24' B-r B=r 8-7- 8'r 9.7- 8-r o.042 is, 9.4" T-4' 9-4' 9'-4' 9'-4' W4' 0.042 1s• 13.2• 13-2' 73-2" 13-2' i3'2" 13'2• 24" T- - r-7' 7-r T7- T 7" T-7- 24- 10.9r TO-9' 10 9' 10 9' 10-9' TO'$• 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 �FFSS IQygl S 5885 UCS' rF OF Cp,l AFC' DATE SIGNED: July 8, 2019 �i TCL� I r4 F`�-.N.Ertieh r r 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.11501 FAX 949.305.1420 SAP MO ES TM EXPIRES ON: JUNE 30, 2020 REVISIONS MARK DATE DESCRIPTION 4 STEL JOB # DA02-02 DATE 07109/19 DRAWN BY RC CHECKED MDS IAPM0 195 V 3.1.1 LATTICE STRUCTURES: ATTACHED COVERS RAFTER SPANS L3. 1 A 3.000" 0 g [.1 2 x 3 LATTICE TUBE r ALLOY J.ALLIM. ALLOY 3004-H36 4.018" u�i 1.500" OR 2,000" L< 11/2x1112❑R2x2 LATTICE TUBE 6"=1'-0" 0.042 c 0 co I 3.000' o, 3' x 8' RAFTER n� ALUM. ALLOY 3004-136 n�c ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004-H36 T o Lo 2.000" 6.000, 2.000' MAX r S DBL2'x 6.5' RAFTER - 3„_ 1'-0 3x8 RAFTER- FREESTANDING STRUCTURE 2X61/2RAFTER - FREESTANDING STRUCTURE DBL_2x6112RAFTER -FREESTANDING STRUCTURE LUGSL T ON SPACING O/C WIND SPEED / EXP LUGSL T IN SPACING 01C WIND SPEED! EXP LUGSL T (IN SPACING O/G WIND SPEED 1 EXP 110 B 110 C 1205 120 C 130 C 110 B 110 C 1205 120 C 130 B 130 C 110 B 110 C 120 B 120 C 1305 130 C 10 0.042 16" 263" 26'-3" 26-3" 26'-3' 25'-7" 10 0.024 16" 14-2„ 1N-2" 14'-2" 14'-2" 14'-2" 13'-9" 10 0.024 16" 19=10" 19'-10' 17-10" 19'-10" 19'-10" 19W 24" 21'S 21' 6" 21' 6" 21'-0i' jV-1 21 0" 24" 11'-7° 11'-7" 71'-7" 11'-7" 11' 7" 11'-3" 24" 16-3' 16'-3" 16-3" 16-3" 16'3" 15-1D" 20 0.042 16" 21'-10" 21'-10." 21'-10" 21'-10" 21'-10" 0.032 16" 18'-0" 1 B'-0" 18'-0" 18'-0" 1 B'-0" IT-T 0.03224` 16" 25'-3" 25-3' 25-3' 25 3" 25'-0" 24 8" 24" 17'-10" 1T-10" 1T-10" 1T-10" 1T-10" 24" 14'-B" 14'-8" 14'-8" 14'-8" 14'-8" 14'-4" 20-8" 20'-B" 20=B" 20'-B" 29-8" 20'-2" 25 0.042 16" 21'S" 21'S" 21'-6" 21'-2' 20'-B" 0.042 16" 21'-9" 21'-9" 21'-9" 21'-9" 21'-9" 21'-2" O.D42 16" 30-3' 30'-B" 30-W 30=8" 39-8" 29'-10- 24" 1T 7" 17'-T 1T 7" 1T-4" 17'-6" 76'•10' 24" 17'-9" 17'-9" 17'-9" 17'-9" 17'-9" 17'-3" 24" 25'-1" 25-1" 2�^-1" 25'-1" 25'-1" 24'�" 30 0.042 16" 19'-1" 19'-1' 19'-1' 19-1" 19'-1" 20 0.024 16" 11'-9" 11'-9° 11'-9" 11'-9" 11'-9" 11'-9" 20 0.024 16" 16'-7" 16 T 16 7" 16-7" 16'-7" 16' 7" 24" 15'-7" 16-7" 15-7° 15'-T' 15'-7' 15'-7" 24" 9'-8" 94' 9'-V 9-S' 9'-B' V_8" 24" 13'-T' 13'-7" 13-T' 13 T' 13=7" 13 7" 40 0.042 16" 16'-8" 16:-8" 16'-8" 16'-8' 16'-8" 16'-8" 0.032 16" 15'-0" 15'-0" 15-0" 15-0" 1&--0m 15' D" 0.032 16" 21'-1" 21'-1' 21'-1' 21'-1" 21'-1" 21'-1' 24" 13'-B" 13'-B" 13'-B' 13'-B" 1T-8" 13'-8" 24" 1T-3" 12'-0" 12'- " 12'-0" 12'-3" 12'-3° 24' 17-3" 1T-0" 1T-0" 1T-3" 1T-3" 1T-0" 50 0.042 16" 15-0" 15'-0 15-0° 15'-0" 15'-0" 15'-0" 0.042 16" 18=1" 18'-1" 18'-1" 18'-1" 18'-1" 18'-1" 0.042 16" 25-0" 26-6° 26-V 25-F 26-6 25.6" 24" 11'-2" 11'-Z" 11'-2° 11-2" 11'-2" 11'-2" 24" 14=9" 14' 9" 14'-9" 14'-9" 14'-9" 14'-9' 24" 20'-10" 20-10" 2D'-10" 20 10" 20'-10" 20'-1D" 60 0.042 16" 18'-9" 1B'-9' 16'-9' 18'-6" 18'-T' 18'--1" 25 0.024 16" 11-T' 11'-7" 11'-7" 11'f" 11'-i 11'-2" 25 0.024 16" 163' 16-3° 16'-3" 16'-1" 16 2" 15'�" 24" 75-4' 15'-4' 15-4' 15'-1" 15'-2" 14=9" 24" 9'-6" 9'-6' 9'-6' 9'-0" 9'-6' 24" 9'3" 7_31 91-3" 0.042 16" 1 T-2" 1 T-2' 1 T-2' 1T 2° 1 T=2" 1 T-0" 0.032 16" 14-9" 14'-9" 14'-9" 14'-0" 14'-T 0.0321T-0" 20'-9" 20'-9" 20-9" 27-6- 20-7" 19'-172 24' 14'-0" 14'-0" 14'-0' 14'-D' 14'-0" 13'-10' 24" 12-1" 12'-1" 12'-1" 11'-10' 12'-0" 114'-2' 1T-0" 1T-0" 164". 16'-T 16'3" 84 0.042 16" 15'-11" 15'-11" 15'-11" 15-11" 15-11' 15'-11' 0.042 16" 17-9° 1T-9' 17'-9" 1T-7" 1T-B" 0.04220' 25-1" 25-1' 25-1" 25-1" 25'-1" 25'-1" 24" 13'-0' 13'-D" 13'-0' 13'-0' 13'-0' 13'-0" 24" 14'-7" 14' 7" 14'-7" 14'-4" 14'-6" Z24' 6" 20'-6" 20-6" 20-6" 27-F 20'3"0.024 NOTE; IT IS ACCEPTABLE TO SUBSTITUTE: - (2) 3xB @ 32"OC IN LIEU OF (1) 3x8 16"0C - (2) 3x8 @ 48"OC IN LIEU OF (1) 3x8 0_ 24"OC - (2) 2x6 @ 32"OC IN LIEU OF (1) 2x6 Q 16"OC (2) 2x6 @ 48.00 IN LIEU OF (1) 2x6 (M 24"OC ALLCWABLE RAFTER SPANS 30 16" 10'-3' 10'-3" 10'-3" 10'-3' 10'-3" 30 0,02414'-6" 14'3" 14'-6" 14'-6" 14'3" 14'f"24" 8'S" 8'-6" 9-6" B'-6" B'-6" 6-6" 11'--10" 11'-10" 11'-10, 11'-10" 11'-10" 11'-10.." 0.032 16" 13'-1" 13'•i' 13'-1" 13.1" 13-1" 13'-1" 0.03224" 18'�" 1B'4" 184" 18'4" 1B'-0" 1B-0" 24" 10'-B" 10'-8" 10'3" 10'3" 10-8" 10-8" 15'-1' 15'-1' 15-1' 15'-1" 15'-1" 15'-1" 0.042 15'-9" 15-9" 15'-9" 15'-9" 15-9% 16-9" 0.042 16" 27-2" 22'-2 22-2' 22'-2" 22'-2" 22'-2" 2d" 1T-10" 12'-10" 12'-10" 12'-10" 12'-10" 12'-10" 24" 1B'-2' 18'-2" 18'-2" 18-2' 18'-2" 18'-2" 40 O'024 16" 9'-1" 9-1' 9-1' 9'-1" 9'-1" 9-7" 40 0.024 16" 12'-S" 12'-B' 12'--8" 12'-w Iz4r 12'3° 24" T-2" T-2" T-2" T-2" T-2" T-2" 24" 10-4, 101-C 10L4" 1D'-4" iV-4" IV-4- D.032 16' 11'-6" 11'4i"' 11'S" 11'S" 11'-6" 11'-6" 0.032 16" 16'-1" 16'-1' 16'-1' 16'-1" 16'-1" 16'-1" 24" 9-4" 9'-4' 9-4' 9'-4" 9'-4" g-4" 24" 13'-2" 13'-2" 13-2" 13-2" 13-2" 17-7 0.042 16" 13'' 13'-9" 13'-9" 13'-9" 1 T-9" 13'-9" 0.042 16' 19'-4° 19'-4' 19-4" 19L4' 194" 19"1[" 24' 11'-3" 1 V3" 11'3" 11'3" 1 T-3" 11'-3" 24' IF -ID' 15-i0' 15-10' 15'-10' 1.5'-10" 15'-1 D" 50 0.024 16" 8-7 8'-7 B'-2" B'2" 8'-2" 9-2R 50 0.024 16" 11'-" 11'-4' 11-4' 11'-4' 1V-4" 11'-4" 24" 5'-9' 6-7 5-9" 5-9" 5'-9" 5-9" 24" 9'-4" 9'-4" 9'4" 9'-4" 9'-4" 9'-4' 0.032 16" 1013" 10-7 10'-3' 10'-3" 10'-3" 10'-3" 0.032 16" 14'-V 14'S' 14'-6" 14LU' 14'S" 14'-6" 24" 8'-4" V-4" B'-4" B'-4' B'4" gam" 24" 11-10" 11'-10" 11'-10" 11'-113" 1T-10" 11'-1D' 0.042 16" 1 T-6" I Z-6` 12'-6" 12'3" 12'-6" 1 17-6" 0.042 16" 17-6' 1 T-6' 1 T-6" 1 T-W 1 T-0" 1 T3" 24" 10-2" 10'-2" 10'-2" 1O'-2" 10'-2" 10'-2" 24" 14'-3' 14'-3" W-7 14-3" 14'3" 14'3" 60 0.024 16" 5-8' S' B" 5-8' 5'-7" 5-T' 5'S" 60 0.024 16" 7'42' T-12" 7-12' T-11' T-11' T-W 24" 5'-6" 5'-W 5'-6" 5'-5" 5S" 5-0' 24" T-9' T-9' T-9" T-8" 7-8' 7-W 0.032 is, B'-9" 8'-9" B'w$" B' 7' 8-7" 8'S' 0.032 16" 12'-4' 12'-4" 12'-' 12-2" 12'-2" 11-1 D" 24" T-7" 7'-1" 7-1' 6'-12" 6'-12' 6'•10' 24 10'-1' 10-1' 10-1" 5-11" 9'-12" 9-W 0.042 16" 10-11" 10'-11" 10'-11" 10'-9" 10'-10" 10'3" 0.042 16' 14'-10" If -Ur 14-10' IN-10" 14-10" 14'-10" 24" 8=11° V-11' W-11' 8'-10• 8'-1D' 8'-7' 24' 12-W 17-8" 12'-8" 12L6" 12'-6' 12'2" 72 0.024 16" 5'-2" 5-2" 5'-2" V-27 5-2' 5'2" 72 0.024 16" 6'-11" 6'-11' 9-11" 6'-11' 6-11" £-9" 24' 5'-1" 5'-1" 5-1" 5'-1' S-1" 4'-12" 24" 5-11' 6'-11' 9-11" 6'-11" 6-11" 6-9" 0.032 16" 16" T 12" T-12' T-12" T-12" T-12' T-11" 0.032 16" 11""-r 11'-3' 11-3' 11'3" 11"3° 11'-2" 6'-6" 6'-6" 6'-6" "' 6'S" 6'-5' 24 9-7 9-3' 93' 93" 9-3° 9'-1' 0.042 16" 9112" 7-12" 9-12" 9'-17 9'-12, 9'-11" 0.042 16" 13'-11" 13-11, 13-11" 17-11' 1T-11' 13L11" 24' 8'-2- 8'-2" 8'-2` W-2" U-7 B'-1" 24' 11'-T 11'-T' 11LT 11=7" 11=7" 11'3' 84 0.024 16" 4'-10" 4'-10' 4'-10' 4'-10't 4-10' W-10" 84 0.024 16" 5'-12' 5'-12" 5=12' 5-12" 5'-12" 5'-12' 24' V-B' 4'-0° 4-8" 4'S" 4'-8" 4-8" 24" 5-12" 5-12' S 12' 5-12" 5'-12" 5'-12' 0.032 16" T-5" T-5" T-5' T3' TS" T-5" 0.032 16" 10'-" 6 10-0i' 101-61 19-6" 10$" 103" 24" 6'-1" 6'-1° 6' 1" 6'-1" 6'-1" 51-1" 24" B-T 8-7• 8-7" 8'-7' B-T 8'-7' 0.042 16" 9'-4" 9'-4" 94' 9'-' 94" 9'-4' 0_042 16' 13'-2° 13'-2' 13-2- 13'-2' 13'-2" 24" T-7" T-T 7'-7' T-T T T T 7" 24" 1 10'-9" 1 10'-9" 10-9' 1 D'-9' r 1 D'-9' 1 D'-0` 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 S585 � 1P �9rE 0ic CA, DATE SIGNED: July 8, 2019 OrA TCAL_ 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.11501 FAX 949.305.1420 iaP IYI o ES TM EXPIRES ON: JUNE 30, 2020 REVISIONS MARK DATE DESCRIPTION 4 STEL JOB # DA02-02 DATE 07/05/19 DRAWN BY RC CHECKED MDS IAPM0195 V 3.1.1 LATTICE STRUCTURES: FREESTANDING COVERS RAFTER SPANS L3.1 F ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004-H36 ALUM. ALLOY 606r-76 ALUM. ALLOY 3004-H36 STEEL. ASTM A653-SS GRADE 50 G60 1.229" 2.139' 0.065" 2.010' TYP. 2.908" 12 GA CONTINUOUS STEEL INSERT 5 ry 0 O r O co 0.042 C. .6 N p, pp N O O M C4 0.080" - - TYP.-- 3.000' o 0 N 47 O 2.824" 3.000' NOTE: 3.000" SEE 1/54.6 FOR DETAILS AT FAN BEAM. I 3 x 8 x 0.042- ALUM. BEAM W/- 3 x 8 x 0.04Lr B5 3 x 3 x 002' ALUM BEAM W/- FAN BEAM B11 3"=1'-0" 12 GA STL V CHANNEL 3"=t'-0" 12 GA STL INSERT 3"=1'-0' ALUM. ALLOY 3004-06 ALUM. ALLOY 3D04-H35 ALUM. ALLOY 3D04 H36 0.9845° SfEEI. ASTM A653-SS GRADE 50 G60 ALUM. ALLOY 3004-H36 STEEL ASTM A653-SS GRADE 50 G60 � RQ ALUMINUM BEAM & CONTINUOUS STEEL INSERT m PER B14/54.2 0.042" TYP. TYP. 0 0 0.642" o 8 n o w ai r c m g Q TYP. 2.000' 4.000" 2.DOD" l MAX 3.000' 4.000" 3.000" '. 3.000' �, 4.ODD" �, 3.000" 2.898" ! MAX. ^ MAX 3.000" DBL 3 x 8 x 0.042' ALUM BEAM DBL 3 x 8 x 0.042 BB DBL 2 x 61/2 x 0A42' w/ B16 CHANNEL s'=1'-0" �12 B15 W/ 14 GA STL INSERT S12 ALUM. ALLOY 300hH36 ALUM, ALLOY 3004-H36 ALUM. ALLAY 3OD4-H36 STEEL ASTM A653-$5 GRADE 50 G60 ALUM. ALLOY 3004 H35 1 229. STEEL ASTM A653-SS GRADE 50 G6D STEEL ASlW A653-SS GRADE 50 G60 777 ALUMINUM BEAM ALUMINUM BEAM & CONTINUOUS & CONTNUOUS STEEL INSERT 14 GA. Is STEEL INSERT PER B14/S4.2 CONTINUOUS PER B1B/54.2 TYP, STEEL INSERT Tom' O.032- g' q o to o r to c m � 0.042" c `r � N O 2.000" 4.00D' J2.ODD' 2.824" MAX. 00' 3. 3.D00' 4.0000" ii 4.000" 3.000' 3.000' MAX. DBL 3 x 8 x 0.042' w1 0A42' ALUM BEAM Bi3 3 x 8 x QA42' ALUM. BEAM W/- S1DDBL 2 x 6 i12 x 0.032'STL "U" CHANNEL 3"=r-o' STL INSERT 3"=v-o" ��TlMx 14 GA 5TL INSERT 3°=t'-0" 3"=1'-D" ASTM ASOD GRADE B ASTM A500 GRADE B ALUM. ALLOY 3004-H36 JALUM. ALLOY 3DD4-H3G 3" ALUMINUM OR STEEL POST PER PLAN N Of O 0.032" 0.188" IC3o CD n 0 0.188" o ,r; .° 0.042 3.000" 3.000" Arai, 4.000' o OTC: 2.000' 3.000" 2.000"' ITISACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) WITH IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY ALUMINUM BENT PLATES FOR AESTHETICAL PURPOSES. NO FASTENERS SECTION Cl FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. NOTE.• ARE REQUIRED. SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF SEE TABLE 1 ON L1.x FOR APPLICATION OF THIS DETAIL UNDERSIDE OF THE BEAM/COLUMN CONNECTION. THE BEAM/COLUMN CONNECTION. C10 HSS 4 x 4 x 311B C7 HSS 3 x 3 x 3/16 (SP4 Q. 42' S1DE PLATES G7 3' Sa ALUM POST ASTM A500 GRADE B A5M A500 GRADE B ALUM. ALLOY 15015T:T61 ALUM. ALLOY 3004-H35 0.78 " TYP.w 6 =c'; 1.500" o0.048 0.250" y0.400" `r0 0.250" 0 o- ri RO.1 4S TYP.El, 7zZY L ; 3.000" 3.000" 3 DDQ" c 4.000' NOTE: NO NO 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 ET IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY ALUMINUM BENT PLATES FOR AESTHETICAL PURPOSES. NO FASTENERS SECTION Cl FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. SECTION Cl FOR AESTHEIICAL PURPOSES. NO FASTENERS ARE REQUIRED. SECTION Cl FOR AESTHETCX 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. Cii HSS 4 x 4 x 1/4 C8 HSS 3 x 3 x V4 C3 3' MAG POST C2 3' SQ. ALUM. POST ASTM A500 GRADE_Lj ISM A653 GRADE 50 CP60 ALUM. ALLOY 3004-H36 3' ALUMINUM OR STEEL POST PER PLAN 1.500" DL o � 0.400"00.313' og- + �, R0.125 c 45� TYP. n 3.000" 3.000" c 0.032" n 2.000 3.000" 2.0-0 NOTE - IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY IT ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIG},17) BY SECTION Cl FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. SECT Ct FOR AESTHETICAL PURPOSES. NO FASTENERS ARE"REQUIRED. NOTE: SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF S HALE, EXTEND FROM THE FOUNDATION, TO THE UNDERSIDE OF SEE TABLE 1 ON L1.x FOR APPLICATION OF THIS DETAIL THE BEAM/COLUMN CONNECTION. THE eEA COLUMN CONNECTION. C9 HSS 3 x 3 x 6/16 CB 3' S". L PO T- SP3 0.032' SIDE PLATES 2.875" o_ 53.050' cH ALUM. ALLOY 606346 NOTE. BRACKET IS 2)V LONG � V BRACKET AT COLUMN -r 6"_l,-0" :STEEL ASTM A36 c c x 5 ROOF BRACKET L8 x 8 x 1/4 x Z 'STEEL ASTM A36 W BRACKET (�SNQ L12x8xV2xL7 [ALUM. ALLOY 6063-•T6 3.ODO" 3,06Q `H' BRACKET ALUM. ALLOY 6083-T6 1,065" o TYP. �? 2.275' LENGTH = *' @ SINGLE 3 x 8 OR 3 x 3 BEAM BELOW LENGTH = 6)/; @ DOUBLE 2 x Eh BEAM BELOW LENGTH = 8Y4" @ DOUBLE 3 x 8 BEAM BELOW C(2)2 B2RAFT�ERTO BEAM uq m —1-- 42 r ---u � x o vn J x J BEAM BELOW LENGTH - 6%" @ DOUBLE 2 x BIZ" BEAM BELOW LENGTH = B"-Y; @ DOUBLE 3 x B BEAM BELOW 3 'U' BRACKET 3 x 8 RAFTER TO BEAM 6"=l'-O' TABLE 1 - MAXIMUM CLR SPAN TO ADJACENT BEAM WHEN USING DETAIL 416.2 LL/GSL EXI5TINGFRAMING MEMBER (PSF) AT ROOF OVERHANG BRACKET OFFSET"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 FULLOR 2x8 NOTCHED 2xB FULL OR 2%10 NOTCHEO 28' 0" 28' Y • 28' 0" 2N 0" 28' 0" -28' (fj 28' 0" 28' 0" - 2x4 FULL 7 9" 11-10" 19' 5" 28' 0" 2x6 NOTCHED 12' 3" 17' 10" 28' 0" 28' 0" 20 2x6 FULL OR 2x8 NOTCHED 19' 7" 27 7" 28' 0" 28' D" 2x8 FULL OR 2x10 NOTCHED 28' 0" 28' 0" 25 0" 28' 0" 2x4 FULL 2x6 NOTCHED T 4" 11' 8" 11' 3" 17' 0" 18' 7" 27' V 28' 0" 28' 0" 25 2x6 FULL OR 2x8 NOTCHED 18' 8" 26' 4" 28' 0" 28' 0" 2x8 FULL OR 2x10 NOTCHED 28191 28' 0" 28' 0" 28' 0" 2x4 FULL 5' 11" 9' 4" 15' 8" 28' 0" 2x6 NOTCHED 9' 6" 14' 2" 22' 11" 28' 0" 30 2x6 FULL OR 2x8 NOTCHED 155' 22' 0" 28'9' 28' 0" 2x8 FULL OR 2x10 NOTCHED 263" 28' 0" 28' 0" 28' 0" 2x4 FULL 2x6 NOTCHED 4' 8" T 9" 7' 7 11'8" 12' 11" 27' 8" 19'0" 28'0" 36 2x6 FULL OR 2x8 NOTCHED 12' 9" 18' 4" 28' 0" 28' 0" 2x8 FULL OR 2x10 NOTCHED 21' IV' 18' 6" 28' 0" 28' 0" 2x4 FULL 4' W V 9" 12' 0" 25' 2" 2x6 NOTCHED 6' 9" 10' 5" 17' 6' 28' 0" 40 2x6 FULL OR 2x8 NOTCHED 11' 4" 166" 267" 28' 0" 2x8 FULL OR 2x10 NOTCHED 19' 7" 27 6" 28' 0" 28' 0" 2x4 FULL 2x6 NOTCHED 3' 9" 9 5" 6 4" 9'11" 11' 0" 164" 23' 10" 28- 0" 42 2x6 FULL OR 2xB NOTCHED 10' 9" 158" 24' 11" 28' 0" 2x8 FULLOR 2x10 NOTCHED 18' 7' 15' 10" 252" 28' 0" 2x4 FULL 2' 10" 5' 2" 9' 8" 20' 4" 2x6 NOTCHED 5' 1" 8` 2" 14' 2" 28- 0" 50 2x6 FULL OR 2x8 NOTCHED g 9" 13' 0" 21' 6" 281011 2x8 FULL OR 2x10 NOTCHED 15161 21' 11" 28' 0" 28' 0" 2x4 FULL 2' V 4' 1" 1 7 6" 16' 10" 2x6 NOTCHED 3' 11" 6' 7' 11' 4" 16' 11" 60 2x6 FULL OR 2x8 NOTCHED 7 0" 10' 8" 15' 9" 16' 11' 2x8 FULL OR 2x10 NOTCHED 12' 8" IV 10" 159" 16' 11" 2x4 FULL V 5" T 2" 6 2" 76' 2x6 NOTCHED 3 0" 53" V 5" 7 6' 72 2x6 FULL OR 2x8 NOTCHED 4' 3" 5' 4" 6 S" T 6" 2x8 FULLOR 2x10 NOTCHED 4' 3" 5 4" 6 5" 76" 2x4 FULL NG NG NG O' 9" 2x6 NOTCHED NG NG NG 0' 9" 84 2x6 FULL OR 2x8 NOTCHED NG NG NG 0' 9" 2x8 FULLOR 2x10 NOTCHED NG NG N 3 0' 9" NOTES: 1- FOR 10 PSF LL/GSL" USE ROOF BRACKET 5/S4.S. 2- FOR LL/GSL 2! 20 PSF, USE SNOW BRACKET 6/54.5. 3 -ASSUMPTIONS: - NOTCH CAN BE UP TO 1" I N 2x6, UP TO 1.5" IN 2x8 OR 2x10. 40FT MAX (E) ROOF RAFTER / JOIST /TRUSS BACKSPAN. MAX (E) ROOF RAFTER / JOIST/ TRUSS SPACI NG TO BE 24"OC. TABLE 1A -MAXIMUM CLR. SPAN TABLE 1B -MAXIMUM CLR SPAN TOADJACENTBEAM TOADJACENTBEAM WHEN USING ROOF BRACKET WHEN USING SNOW BRACKET PER 514.3 AND 4C/L6.2 PER 6/1-4.3 AND 4D7L6.2 LL/GSL (PSF) WIND SPEED & EXPOSURE LL/GSL (PSF) WIND SPEED & EXPOSURE 110E 120B 110C 130B 120C 13DC 110B,110C 120B,130B 120C 130C 10 - 24'-0'_ 24-0" 21'4" 20 2U-0" 19'-9" 19-3" 25 19'-3" 19'-3" 17-9" NOTES: 1- WHEN USING ROOF BRACKET PER 30 164' 16.3" 16-3" 4C/L6.2, THE MAXIMUM PROJECTION 36 131-9" 13'-5' 13'-9" SHALL BE THE SMALLEST PROJ ECTION FROM TABLE 1 AN D TABLE IA. 2-WHENUSINGSNOWBRACKETPER 4D/L6.2,THE MAXIMUM PROJECTION SHALL BE THE SMALLEST PROJECTION 40 12'-3" 12'-3" 3" 42 11'-9" 11'-9 11'-9" 50 10'-0" 10'-0" 10'-0" 60 8'-3" 9-3" 8'-3" 72 7-0" 7-a' 7-0" FROMTABLEIANDTABLE IB. 84 6-0" 6'-W 6-O" 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 1 1 1 1 1 2 2 2 2 2 2 2 7' 1 1 1 1 1 1 2 2 2 2 2 2 2 2 2 2 2 9' 1 1 1 1 2 2 2 2 2 2 2 10, 1 1 1 2 2 2 2 2 2 2 2 11' 1 1_ 2 2 2 2 2 2 2 2 NG 12' 1 1 2 2 2 2 2 2 2 NG NG ,A NUMBER 1 IN THIS TABLE MEANS THAT (1)A34+ (1)A35 ARE REQ'D. ,A NUMBER 2 IN THIS TABLE MEANS THAT (2)A34s+ (2)A35s ARE REQ'D. (STAGGER CONNECTORS WHEN USING (2) IN SAME WOOD MEMBER) A34s: USE (8) SIMPSON SD9112 SCREWS TO CONNECTA34STO (E) FASCIA AND ROOF FRAMING A35s: USE (6) SPAX # 6 x 1/2" SCREWS TO CONNECTA35S TO (E) ROOF SHEATHING USE (6) SPAX # 6 x 1/2" OR SIMPSON S D9112 SCREWS TO CON N ECT A35S TO (E) ROOF FRAMING TABLE 3A - FASTENERS REQUIRED AT CONNECTION OF RAFTER BRACKETS PER DETAIL2/1-6.2 TO EXISTING WOOD STUD WALL FRAMING @16"OC TRIB WIDTH 10 PSF LL/GSL 20 PSF LL/GSL 25 PSF GSL 30 PSF GSL 36 PSF GSL 40 PSF GSL 42 PSF GSL SF L ti 60 PSF GSL 72 PSF GSL 84 PSF GSL S. (2) A (2) A (2) A (3) A (3) A (3) A (3) A (3) A (3) A (3) A (3) A 6 (2) A (2) A (2) A (3) A (3) A (3) A (3) A (3) A (3) A (3) B (3) B 7' (2) A (2) A (2) A (3) A (3) A (3) A (3) A (3) A (3) A (3) B (3) C 8' (2) A (2) A (2) A (3) A (3) A (3) A (3) A (3) A (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 1 (3) B (3) B (3) B (3) C (3) C 1 (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/ 2Y2" PENETRATION IN MIN 2x WALLSTUDS @ IVOC MAX C- 7/16- LAG SCREWS W/ 3%i' PENETRATION IN MIN 2x WALLSTUDS @ 16"OC MAX D- 1/2" LAG SCREWS W/ 4" PENETRATION IN MIN 2x WALLSTUDS @ 16"DC MAX TABLE 3C - MAXIMUM RAFTER SPANS WHEN RAFTERS CONNECTED TO WOOD -FILLED 2x ALUMINUM LEDGER RAFTER 10 PSF 1 20 PSF 25 PSF 30 PSF 36 PSF 40 PSF j 42 PSF f-60—PSIF 60 PSF 72 PSF 64 PSF SPACING LUGSL LUGSL GSL GSL GSL GSL GSL GSL GSL GSL GSL 1610C 24'-0- 24'-0" 22'-0- IT-0" 16-0" 14'-0" 144r 12'-0' 10'-0" NP NP 24"OC 24'-0' 16-0" 14--0" 12'-0' 1V-0" IU-U' I NP NP NP NP NP CONNECTION OF RAFTER BRACKET TO LEDGER W1(3) 1/4" LAG SCREWS W/2" PENETRATION TABLE 3D @ 16"OC - FASTENERS REQUIRED AT CONNECTION OF RAFTER BRACKETS PER DETAIL211-6.2 TO EXISTING WOOD -FILLED 3x ALUMINUM LEDGER TRIB 10 PSF 20 PSF 25 PSF 30 PSF 36 PSF 40 PSF 42 PSF 50 PSF 1 60 PSF 72 PSF 84 PSF WIDTH LL/GSL LL/GSL GSL GSL GSL GSL GSL GSL GSL GSL GSL 5' A-16"oc A-16"oc A-16"oc A-16"oc A-16"oc A-16"oc A-16"oc A-16"oc A-16"oc B-16"oc C-16"oc 6 A-16"oc A-16"oc A-16"oc A-16"oc A-16"oc A-16"oc A-16'oc A-16"oc B-16"oc C-16"oc D-16"oc 7' A-16"oc A-16"oc A-16"oc A-16"oc A-16"oc A-16"oc A-IV'oc B-16"oc C-16'oc D-16'oc NG 8' A-16"oc A-16"oc A-16' oc A-16"oc A-16"oc B-16"oc B-16"oc C-16"oc D-16'oc NG NG 9' A-16"oc A-16"oc A-16"oc A-16"oc B-le, oc C-16"oc C-16"0c C-16"oc NG NG NG 10, A-16"oc A-16"oc A-16"oc B-16"oc C-16"oc C-16"oc C-16'oc D-16"oc NG NG NG 11' A-16"oc A-16"oc A-16"oc B-16"oc C-16"oc C-16"oc D-16'oc NG NG NG NG 12' A-16"oc 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 HAVE 3" PEN ETRATI O N I NTO THE W 00 D-FI LLED 3x ALUMI NUM LEDGER USE (3) FASTEN ERS FROM THE RAFTER BRACKET TO THE WOOD -FILLED 3x ALUMINUM LEDGER TABLE 3D @ 24"OC - FASTENERS REQUIRED AT CONNECTION OF RAFTER BRACKETS PER DETAIL2/L6.2 TO EXISTING WOOD -FILLED 3xALUMINUM LEDGER 10 PSF 20 PSF 25 PSF 30PSF 36PSF 40 PSF 42 PSF 50PSF 60PSF 72 PSF 84 PSF TH LL/GSL LL/GSL GSL GSL GSL GSL GSL GSL GSL GSL GSL FTRIB ' A-24"oc A-24'oc A-24"oc A-24"oc A-24"oc A-24"oc B-24"oc C-24"oc C-24'oc NG NG ' A-24"oc A-24"oc A-24"oc A-24"oc B-24"oc C-24"oc C-24"oc C-24"oc NG NG NG A-24"oc A-24"oc A-24"oc B-24"oc C-24"oc C-24"oc C-24"oc NG NG NG NG 8 A-24'oc A-24'oc B-24"oc C-24"oc C-24"oc D-24"oc NG NG NG NG NG 9' A-24"oc B-24"oc B-24"oc C-24"oc D-24"oc NG NG NG NG NG NG 10, A-24'oc C-24"oc C-24"oc D-24"oc NG NG NG NG NG NG NG 11' A-24"oc 1 C-24"oc C-24"oc NG NG NG NG NG NG NG NG 12' A-24"oc C-24"oc D-24"oc NG NG NG NG NG NG NG NG A - 1/4" LAG SCREWS B - 5/16" LAG SCREWS C- 7/16" LAG SCREWS D-1/Y' LAG SCREWS ALL FASTEN ERS TO HAVE 3" PEN ETRATTON INTO THE WOOD -FILLED 3x ALUMINUM 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 LUGSL = 84 PSF MAX IN CONCRETE, USE (2) ROWS OF 1/2" DIA SIMPSON STRONG-BOLT2 @ 32"OC, STAINLESS STEEL, WITH 3" MIN EMBED, STAGGERED, INSTALLED PERICC-ESR-3037. IN CMU, USE (2) ROWS OF 1/2" DIA SIMPSON WEDGE -ALL @ 32" OC, STAINLESS STEEL, WITH 33/B" MIN EMBED, STAGGERED, INSTALLED PERICC-ESR-1396. USE 3" SQ.x1/4' STAINLESS STEEL WASHER WHEN INSTALLING NEW WOOD LEDGER AGAINST EXISTING CONCRETE WALL ALI1ri4AH.E CI.EAR OMEN90N TO B=PM SEE TA9_E 1B ON L5.1 U-BRACILT AND ATTACHMENT PER 2/I.6.2 3 x 8 WOOD FILLED AILLMINUM RAM ALUMINUM LEDGER M )4 0 FUl-TFREADED E ROOF DRAW LAG SCIUS W/- 4' PER 6/L4.3 PENETRATION INTO (E) OONL TRUSS TOP CHORD OR (3) Nz FULL -THREADED RAFrER LAG SCRENS W/-2V' PENEEw'nON I J t AWL NOTE (E) BLOCNW. EEIWWEEN OONf. WAFTERS OR TRUSSES, (E) CONf. TRUSS WHERE OOC RS TOP CHORD OR (q WALL SEE RAFTERS @ 24 OC NOTE ABBE (E) Rf R OR TRUSS B0ZM N " 64 MIN 4d-CP MAX F 1. E)7ShNG ROOF DESIGN:LOADS: ROL = 3 PSF (MN) TO 8 PSF (MA)X) 2 NEW PATIO DESIGN LOADS: LL = 50 PSF MAX 3. PLACE 'SIKA FLEX OR SIMILAR MATERIAL BETWEEN ERAUU AND OOM[KSfTE SINGLE ROOFING TO PROVIDE SEAL 4. BRAC T MUST BE ORIENTATED TONARCS ROOF EDGE AS SHOWN. 5. USE THIS DETAIL WITH ROOF BRACKET PER 6/L4.3 AND TABLES 1 AND 19 ON L6.1. 6. VERTICAL LEG OF BRACKET S-W.L. BE LOCATED f MAX. FROM FACE OF WALL, ON FJiHER SIDE OF WALL CONNECTION TO TOP OF EXISTING ROOF kwwAB_E CLEAR DIMENSION TO BEAM 0&- ROOF EIRAd1�D PER 5/L4.3 SEE TALE I ON LGI SEE TABLE 1 2 x 6v" OR 3 x B WOOD ON L6.1 (3) )¢ O FUI THREADED FILLED ALUMINUM LEDGER LAG �WS W/- IY4 _ RENEIRAMON UST AND U -TT1 {READER l9 FULL-THREADED ATDACHJENT PER 2/L62 I LAG PENETRATION ALUMINUM I RAFTER ALTERNATIVE ROOF L MIN. OPoEMATIONAnON 4 E MIN (E) WALL SEE NOTE ABOVE EA%1E OH 24 MAN[ 3 x T WOOD FILLED ALUMINUM LEDGER WHffR E OCCURS - n RAFTER TO LEDGER CONNECTION (E) BLDG 2 x W WOOD FILLED - ALUMINUM LEM WHERE OCCURS u� w J J J J as as 0 0 0 o N rRE N - BLOC� I 1. WHEN CONNECTING TO AN EXISTING BUILDING WALL WITHOUT OPENNGS, SITE -SPECIFIC ENGINEERING IS REQUIRED TO VERFY ADEDU4(Y OF THE DJ(ISDNG STUD WALL FRAMNG WHEN THE PATIO COVER PROJECTION IS WDER THAN THE MAX PROJECTION SHORN IN THE FOLLOAING TABLE 2 WHEN COPLEDf1NG TO AN EXISTING BUILDING WHERE AN OPENING IS PFMC UNDER THE AITADVEND OF THE PATIO TO THE EAVE OR THE WALL, SITE SPECIFIC ENGINEERING IS REQUIRED TO VERIFY ADEQUACY OF THE EXISTING YUD WALL FRAMING (INCLUDING HEADER SIZE) WHEN THE PATIO CODER PROJECIION IS WIDER THANI THE MAX PROTECTION SHOWN IN THE FOLLOMNG TAE_E OR *TEN THE EXISTNG OPENING IS WIDER THAN THE MAX OPENING WIDTH SHOWN IN THE FOLLOWING TABLE 3. NO ADDITIONAL SITE SPECIFIC ENGNEERING IS REQUIRED WHEN EXISTING OPENINGS / PROJECTIONS ARE BOTH SMALLER THAN THOSE SDATED ABODE. TABLE 1- CRITERIA TO VERIFY THE NEED FOR SITE -SPECIFIC ENGINEERING LL/GSL MAX MAX (PSF) PROJECTION OPENING LENGTH WIDTH 10,20 18'4" 8'4" 25 TO 50 16'-U` 6'-0" 60 1214" 74 10'-d' 82 8'-0" o- u � oo •� a •: r., tea. ��.ir„ �.�� I;. I�LQ COND. TRUSS TOP CHORD 1 OR RAFTERS @ 24 O.C. RAFTER OR TRUSS BADWAN 5-0" MN 4O-U' MAX NOTES: 1. EXISTING ROOF DESIGN LOADS RRDL = 3 PSF (MIN) TO 8 PSF (MAX) 2 NEW PATIO DEMON LOADS LL = 10 PSF MAX (NO SNON LOAD) 3. PLACE "SIKA RBD OR SIMILAR M4Tm& CETWEBN BRACKET AND COMPOSITE SHINGLE ROOFING TD PROVIDE SEAL.. 4. USE ALTEF&TE BRACKET OPoEN mm WHEN D G if. 5. USE THIS DETAIL WITH ROOF BRACKET PER 5/1,4.3 AND TABLES 1 AND to ON L6.1. fr` CONNECnoll TO TOP OF MCIS11NG ROOF V�V i 4 CONNECTION TO EXISTING ROOF NTS L (3) )t'O LAG SCREW TYIL TRIBUTARY 12 _ AREA MIN. 3" x 8" x 0.042" BEAM (3) J14 SMS Ek SIDE i I o EQ. EQ. E 1" THICK MAX LATH AND PLASTER OR WOOD SIDING OR 1, 2 OR 3 COATS OF STUCCO 3a x 8" RAFTER BRACKET SEE NOTE 6 �t TRIBUTARY AREA �f EQ. EQ. � DECK/RAFTER PLAN DIRECTION D`BEAM CONNECTION TO HOUSE y -- NTS LEDGER OR WALL HANGER w/ FASTENERS PER TAELES 34 OR 4 ON L6.1 E 1" THICK MAX LATH AND PLASTER OR WOOD SIDING OR 1, 2 OR 3 COATS OF STUCCO SEE NOTE 3 RAFTER BRACKET AND ATTACHMENT PER 2/1-6.2 2xOR 3x J c",g ALUMINUM RAFTER 2 x WOOD STUD WALL SIM AT CONCRETE, BRICK NOTE: OR MASONRY WALL 1. WALL LEDGER SHALL BE: - NOMINAL LUMBER SIZE 2 x 6 (AT 2 x 6> MINIMUM RAFTERS), - NOMINAL LUMBER SIZE 2 x 8 (AT 3 x 8 MINIMUM RAFTERS), OR - KILN -DRY WOOD -FILLED 2 x W OR 3 x 8 ALUMINUM SECTION. 2. REFER TO TABLES ON L6.1 FOR SELECTION OF LEDGER MINIMUM SIZE TO ALLOW FOR ATTACHMENT OF RAFTER BRACKET TO LEDGER. 3. PLYWOOD SHEATHING DOES NOT COUNT TOWARD THIS 1" MAX. gm 1. USE OF THIS DETAL IS UNTIED 10 TIE/mTAUING FOR U,/GSL - 10 PSF, MAX 71REI.AA7 TO COPP1ECflON = 100 F72 FOR LL,/GSL - 20 OR 25 PSFAAX TRIB AREA TO Ca, NZ ION = 55 FTx FOR GSL = 30 PSF; MAX,TIIB AREA TO CONNECTION = 45 FY FOR GSL > 30 PT. DEFAIL IS NOT A1IOVIED 2. SEE PLAN FOR DIEFTk%N OF Tiaourwr AREA 3. BEAM Kq-tJW UP VM EXISTING FULL HEIGHT WALL STUD. NO OPENING ALLOINEDD 4; ItR CONNECTION. (2) W H101 K&TZ W/ 4` lDIR D 0 CONC WALL, W/ 67 SPACING 5. USE 1U' TALL > T & (2) 7yj" HILO K&3 W/ 4" EmS D @ CMU WALL W/ 9' SPACING 6. PLYWOOD SHEATHNG DOES NOT ODUNT TOIMM THIS 1" MAX (E) 1" THICK MAX LATH AND 1, 2 OR 3 COATS OF STUCC (N) OR (E) 2 x WOOD SEE NOTE 1 -- LEDGER OR FASCIA, OR 2,% Eh OR 3 x 8 CONNECTION OF WOOD nLLED ALUMINUM RAFTER BRACKET i� MEMBER TO LEDGER PER TABLE 38. 3C 3D ON L6.1 LEDGER WALL ® SMS PER 3%L6.2, FASTEN PER lYP TABLE 3A OR 4 RAF7ER PER ON .1 U BRACKET, ,,SIM TO 2/1-4.3 O5, 3/L4.3 NOTE: 1. PLYWOOD SH ,ING DOES NOT COUNT TOWAD THIS 1" MAX. WALL CONNECTION TO WALL L /FASCIA CONNEiiTION -� 0.. "jNUMBER "SEE TABLE 1 ON SL6.1 (F) BLOCKING BETWEEN (E) I- THICK MAX LATH AND OLN% RAFTERS OR P OR WOOD SI IN OR (E) NAILS MO,ON A35 - SEE TABLE 2 TRUSSES WHERE OCCURS 1, 2 OR 3 COATS OF STUCCO OR SCREWS N L6.1 FOR SDREWS AND SEE NOTE 2 OF A35s RREQD. UST iNOTE�2 A/1pq �PER C5 RAFTER PER PLAN 2/15.2 SITE a 2xOR3x ALUMINUM (E) OONT. TRUSS RAFTERS TOP CHORD OR EXISDNG FASCIA RAFTERS @ 24" OC BOARD PLYWOOD SHEATHING { NOTE ABM WHERE OCCURS SEE E CLM DIMUGON TO EEAM (E) EAVE OH RATER OR TRUSS BKKA 5EE TAII.E I ON L&1 24 MAX MN 4114 MAX NOTES 1. E>4STING ROOF DESIGN LOADS: R X = 3 PSF (MISHIT) TO 8 PSF(6A1Q RI.VGSL = 10, 20, 25, 3R 40 OR 50 17 2 F90 RS TO M WC4TED 4' MIN FROM SPLICE IN (E) FAMA BOARD] AND 2 GEAR FROM TOP AND 97M MD OF (E) FASCIA BOW r� ODNNECPON TO EDGE OF EXISTING ROOF FOR LL/SL = 10 PSF, USE (2)#14 SMS EA SIDE FOR LL/GSL = 20. 25, OR 30 PSF, USE (3)#14 SMS EA SIDE FOR GSL = 4-0, 50, 60, 72 OR 84 PSF, USE (4)#14 SMS EA. SIDE U BRACKET, SIM TO 2/L4.3 OR 3/1-4.3 ATTACHMENT PER TABLE 3A OR 4 ON L6.1 (E) STUD WALL @ 16" O.C. NOTE: 1. USE LEDGER PER 2/1-6.2 WHERE RAFTER SPACING EXCEEDS EXISTING STUD SPACING. 2. PLYWOOD SHEATHING DOES NOT COUNT TOWARD THIS 1" MAX. FIAFTER TO STUD WALL CONNECTION lu 7 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 .S585 T UCi13� �rE OF CAT.\F� DATE SIGNED: July 8, 2019 �t TCL 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.11501 FAX 949.305.1420 [aP IVI OTM ES EXPIRES ON: JUNE 30, 2020 REVISIONS MARK DATE DESCRIPTION 4 STEL JOB # DA02-02 DATE 07108/19 DRAWN BY RC CHECKED MDS IAPM0 195 V 3.1.1 LATTICE STRUCTURES: CONNECTION DETAILS L6.2 18 SMS LATTICE AT 6 3MENT PER 3 x 8 x 0.42 BEAM OR 3' SQ. STEEL BEAM DOUBLE BEAM (4) #14 SMS EA (6)-#14 SDS @ EA SIDE B9, 810, B12, RAFTER TO COLUMN TOP k BOT TOTAL = 24 B15 OR B16 (8 TOTAL) 1W SO. OR 2' SO. OR 2 x 3" LATTICE @ 3" O.C. 5/8"0 HOLE WITH MIN. UP TO 6" O.C. MAY I a PLASTIC PLUG, AS y H BRACKET PER 1/S4.5 REO'D, TYP. IT IS , I OR 1/1-4.3 ACCEPTABLE TO USE RAFTER I I _ ONE HOLE TO 3' OR 4" SQ. INSTALL SEVERAL — ALUM. -OR trcFl_ POSt- - 1 l SCREWS, TYP. I 3 x 3 x .024 (3) #14 SMS NOTES: CONNECTOR EACH SIDE THIS DETAIL IS TO BE USED AS AN ALTERNATE TO DETAIL 3/S6.3 NOTE: THIS DETAIL IS NOT TO BE USED IN LIEU OF A COLUMN. LATTICE TUBE TO RAFTER STUB COLUMN TO DBL BEAM � 'H' BRACKET TO POST T 3"=1'-0" CONNECTION LATTICE ATTACHMENT PER 7/1-6.3 1 2' MAX SPLICE WHERE OCCURS (6) #14 SM$ EACH (INT COL ONLY) DBL RAFTER HEADER Jd COLUMN pQl}gLE BE B U BRACKET PER 2/L4.3 (i2) F�ASTEIN PER B10, B12, 615 0 OR 3/L4.3 (4) #14 SMS EA RAFTER CONT� CTION 816 TO COLUMN (8 TOTAL) 5/p-0 HOLE WITH II 1 5/8"0 HOLE WITH PLASTIC PIrASTIC PLUG, AS I II PLUG, AS REQ'D, TYP. IT IS REO'D. TYP. IT IS I I ACCEPTABLE TO USE ONE ACCEPTABLE TO I ® ® I I HOLE TO INSTALL SEVERAL USE ONE HOLE SCREWS, TYP. TO INSTALL ® �I SEVERAL SCREWS, I 11 I O I I TYP. I II I ATTACHMENTS PER 2/1-6.3 (2) #14 SMS EACH I 1 r'' I SIDE T48 @32' I ARCHITECTURAL SIDE DBL BEAM 89, B10, B12, O.0 I I PLATES, WHERE OCCU , G I I 815 OR B16 SHALL STOP k FLU I I BELOW BEAM 3" OR 4" SQ. POST W/ OPTIONAL SIDE PLATE OR 3' OR 4' SO. ST ARCH COL WHERE OCCURS 1 BRACKET SCALE: 6"=1'-O" 6 DBL RAFTER TO DBL BEAM 2 fl$L BEAM TO COL CONNECTION 3" WIDE BEAM TYP B2, RWIER 0.5" 0.5' (2)-#14 x -Y TEX B5, B11, 913 OR B14 1 2" MAX SPLICE SCREWS EACH SD S CR 8' BEAM (6) #14 SMS EA SIDE WHERE OCCURS lR� TO RAFTER SMS PER ELEVA11CN, TYP AT SIDE PLATE SP3 B (INT COL OILY) "0 PLASTIC PLUG, TYP. AT) SIDE PLATE SP414 SMS EA. 1DE Q SEE NOTE 1. i • L;fVCKLT PER 2/L4.3 (4)-#14 x )4" TEK SMSQ OR 3A4.3 HiPGKET TO BEW PROVIDE FULL BEARING OF BEAM ON POST. „ • SINGLE 3 x 8 OR 3 x 3 BEAM BELOW %g'0 HOLE WITH PLASTIC PLUG, AS i °p• i Lo � o REQ'D, TYP. IT IS ACCEPTABLE TO ° ' 'o " 9DE PLATE FA SIDE(2�#14 x 3'i" TEK SCREWS USE ONE HOLE TO INSTALL �- SEVERAL SCREWS,TYP. �� , " f EACH SIDE BRACKET TO (2) #14 SMS EA SIDE AT fiat" SIDE PLATE EA SIDE, SEE RAFTER 3' SQ. POSE BETWEEN BOTTOM AND AT 32' OC MAX. TABLE 1 ON St.x OR L1.x SIDE PLATES BRACKET x O EACH SCREWS SIDE OPLATENAL S CAN STOP BELOW BRACKET TO EACH BEAM � SECTION A ELEVATION (4) TOTAL 3' SQ. POST BETWEEN THE CONNECION DBL 2 x 6 BEAM BELOW SIDE PLATES OR DBL 3 x 8 BEAM BELOW 8 BEAM TO RAFTER BRACKET 3 BEAM TO POST CONNECTION NOTES' AT COLUMN B2, ADJUST SCREW LOCATION TO LOCATE SCREWS CONNECTION 1-1/2"=1'-0" 3/4"=1'-0" INTO THE FLAT PORTION / VER11CAL WALL OF BEAM MARK DATE DESCRIPTION A STEL JOB R DA02-02 DATE 071OW19 DRAWN BY RC CHECKEDMDS IAPM0195 V 3.1.1 LATTICE STRUCTURES: CONNECTION DETAILS L6.3 ADJACENT GRADE TYP. POURED CONCRETE STEEL SLEEVE PER 4/L7.2 AT POST TYPE C7, C8, & C9 PER TABLE 2 PER 4/L7.2 o wz� W a e � C WIDTH = LENGTH [N G. 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. STEEL POST SLEEVE CONNECTION TO CONCRETE 1=0OTING 1•=1'-D° ADJACENT GRADE TA r3" OR 9 STEEL P. *� x Zw � J Y Q A Ezwa Q N N r 1 � 1. r • • , • , �"� A36 RfJtiDEO ROD W/- UT Ea SIDE WIDTH =LENGTH IN OF CO OR 14 REBAR, SEE FTG. SCHEDULE GR MIN. SECURED IN IN BEAM SPAN TABLES NOTES: 1. THIS DETAIL BE USED FOR POST TYPES CW & C11. 2. THIS DETAIL CAN 0 BE USED FOR STEEL f TYPES C6, C7, C8, C9 PER TABLE 2 ON L7, . 3. THIS DETAIL SHALL NOT BE US FOR ALUMINUM POST TYPES C1, C2, OR C5. 4. THIS DETAIL CAN BE USED AT FREESTANDING OR AT ATTACHED STRUCTURES. (:�STEEL POST EMBEDDED INTO CONCRETE FOOTING TABLE 2 - ANCHORAGE SCHEDULE BRACKET DETAIL POSTTYPE FFG(IN) ANCHOR BOLTS (SEE NOTE 2) SEE NOTES ALUM T 1 1/1.7.2 C1 SOG (2)-3/8" dia w/ 1-7/8" embed ALUM T 1/1.7.2 CS 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 I ALL (2)-3/8" dia w/ 2-7/8" embed 3 ALUM T 2/1.7.2 C5 SOG (2)-3/8" dia w/ 1-7/8' embed 3 ALUM T 2/L7.2 C5 ALL (2)-3/8" dia w/ 2-7/8' embed 3 STEELT 3/1.7.2 C6 SOG (2)-3/8" dia w/ 1-7/8' embed STEELT 3/1.7.2 C6 522" (2)-3/8"dia w/2-7/8'embed 1,3,4 STEELT 3/1.7.2 C6 524" (2)-1/2" dia w/ 3-1/4' embed 1,3,4 STEEL I NS 4/1-7.2 C6 S 30" (M-1/2" di a w/ 3-1/4" embed 1A STEEL INS 4/1-7.2 C6 534" (4)-5/8" di a w/ 4' embed 1,4 STEEL I NS 4/1.7.2 C6 2 35" (4)-3/4" dia w/ 4-3/4" embed 1,4 STEELINS 4/L7.2 C7, C8, C9 ALL (4)-3/4" dia w/ 4-3f4" embed 1,5 EMBED 5/1-7.1 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 (I CC-ESR 3037). HI LI-I KB-TZ SS CAN ALSO BE USED WITH A 4" SLAB, AND A REDUCED EDGE DISTANCE OF 3 1/2" (ICC-ESR-1917). 3 - IT IS ACCEPTABLE TO USE THE STEEL INSERT PER 4/1.7.2 INSTEAD OF THE ALUMINUM T PER 2/0.2 FOR POST TYPES C2 AND C50R INSTEAD OF THE STEELT PER 3/0.2 FOR POSTTYPE C6. BOLTS CAN REMAI N 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 1 NSTEAD OF TH E STEEL I INSERT OR STEELT FOR STEEL POSTS C6. 5 - IT IS ACCEPTABLE TO USE THE EMBEDDED POST DETAIL 5/L7.1 I NSTEAD 0 F TH E STEEL INSERT FOR STEEL POSTS C7, C8 AND C9. ANCHORAGE OF POSTS TO SLAB OR FOOTING 3" STEEL OR ALUMINUM POST a �� p w � IL � C ' • A' cn in , WIDTH - LENGTH 1N SEE FTG. SCHEDULE l BEAM SPAN TABLE 'r BRACKET PER 1 /L7.2, 2/1-7.2, OR 3/L7.2. PER TABLE 2 GRADE TYP. CONCRETE FOOTING NOTES: 1. THIS DETAIL SHALL NOT BE USED FOR FREESTANDING STRUCTURES. 2. THIS DETAIL SHALL NOT BE USED FOR POST TYPE C7, CB, C9, C10, Cl 1. E T BRACKET CONNECTIONBRACKET CONNECTION TO CONCRETE FOOTING 1"=1'-0° TABLE 1 ALTERNATE FOOTING DIMENSIONS FTG(IN) W-L=D (SEE NOTE 1) Alti WxLxD (SEE NOTE 2) AI1:2 WxLxD (SEE NOTE 3) .Alt 3(ATTACHED) WxLx18" (SEE NOTE 4) AIt4 WxLx28" (SEE NOTES) AILS WxLx24" (SEE NOTE 6) Aft 6 WxLx30" (SEE NOTE 7) Alt7 WxLx36" (SEE NOTE 8) AA8 WxLx42" (SEE NOTE 9) 18 18x18x18 12x12x12 18x18x18 18x18x18 16x16x24 14x14x30 13x13x36 12x12x42 20 20x20x20 12x12x12 21x21x18 25x25x18 19x19x24 17x17x30 1SX15XBG 14x14x42 22 22x22x22 16x26x16 25x25x18 33x33x111 21x21x24 19x19x30 17x17x36 16x16x42 24 24x24x24 20x20x20 28x28xIS 43x43x18 24x24x24 22x22x30 20x2Ox36 ISx18x42 26 26x26x26 23x23x23 32x32x18 31x31x24 24x24x30 22x22x36 21x21x42 28 28x28x28 25x25x25 35x35x18 38x38x24 27x27x30 25x25x36 23x23x42 30 30x30x30 28x28x28 39x39x18 30x3Ox3D 28x28x36 26x26x42 32 32x32x32 30x3Ox3O 43x43x18 37x37x30 30x3Ox36 29x28x42 34 34x34x34 32x32x32 47x47x18 33x33x36 31x31x42 36 36x36x36 34x34x34 S1x51x1B 36x36x36 34x34x42 38 38x38x38 37x37x37 55x55x18 43x43x36 36x36x42 40 40x40x40 39x39x39 60x6Ox18 39x39x42 42 42x 42x42 41x41x41 64x 64 x18 42x42 x42 44 44x44x30 46 46 x 46 x 30 48 48 x 48 x 30 50 50 x 50 x 30 52 52x52x30 54 54 x 54 x 30 56 56x56x30 58 58xSEx30 60 60x60x30 62 62 x 62 x 30 64 64x64x30 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 84 x 84 x 30 86 86 x 86 x 30 88 68 x 88 x 30 90 90 x 90 x 30 NOTES: 1- "FTG (IN)" IS THE FOOTING DIMENSION REFERENCED IN BEAM SPAN TABLES ON SHEETS S8xx.x OR LB.xxx. 2 - "ALT 1" IS THE FOOTING DI MENSION BASED ON THE "FTG (IN)" DIMENSION. NOTETHAT W=D=L 3 - "ALT 2" IS THE ALTERNATE FOOT] NG DI MENSION REQUI RED WHEN A 3.5" MIN THICK SLAB IS PRESENT ABOVETHE FOOTING. NOTETHAT W=D=L 4 - "ALT 3" 15 THE ALTERNATE FOOTI NG DI M ENSI ON REQUI RED WHEN THE FOOTING IS KEPTTO AN 18" DEPTH FOR UPLIFT DESIGN ONLY. THIS VALUE IS TO BE USED ONLY AT ATTACHED PATIO STRUCTURES. NOTE THAT W=LAND D=18'. 5 - "ALT 4" 15 THE ALTERNATE FOOT NG DIMENSION REQUI RED WHEN THE FOOTING IS KEPTTO AN 18" DEPTH. NOTETHAT W=L AND D=18". 6 - "ALT 5" 15 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. NOTETHATW=LAND D=30". 8 - "ALT 7" IS THE ALTERNATE FOOTING DIMENSION REQUI RED WHEN THE FOOTING IS KEPTTO AN 36- DEPTH. NOTE THAT W=L AND D=36'. 9 - "ALT 8" IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPTTO AN 42' DEPTH. NOTETHAT W=L AND D=42". 3 FOUNDATION TABLES 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 IESS( �J S 5885 r� R(,�R�,\� TE OF CA0F DATE SIGNED: July 8, 2019 V 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.11501 FAX 949,305.1420 SAP MO OTM ES EXPIRES ON: JUNE 30, 2020 REVISIONS MARK DATE DESCRIPTION 4 STEL JOB # DA02-02 DATE 07/08/19 DRAWN BY RC CHECKED MOB 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" 9'•9" 9'-0" 8'4" 7' 9'-8" V_0" 8'-0" 7'.6^ 81 W-6" 8'-6" 7'-6" 7'-0" 9' 7'-7" 8'-0" T-0" NP 10, V-9" 7'-6" NP NP 11' V-2" T-T NP NP 12' 5'-8" 6'-6" NP NP NOTES: 1- "NP" I NDI CATES THAT A FOOTING IS REQUIRED, AND THE PATIO COVER CANNOT BE SUPPORTED ON A SLAB ON GRADE 2- FOR UVE 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 W I DTH WHEN PATIO COVER IS INSTALLED ON SLAB ON GRADE 7RIB WIDTH (ft) LATTICE RAFTERS LLJGSL(psf) GSL (Dsf) 10 psf 20 psf 25 psf 30 psf 5 27'-2" 22'-0" 20'•8" Iv-D.- 6 22'-8" 19'-6" 18'-0" 16'-8" 7 19'4" 18'-0" 16'-0" 15'-0" 8 27'-0" 17'4" 15'-0" 14'-0" 9 15'-2" 16'4" 14'-0" NP 10 13'-6" 15'-0" NP I NP 11 12'-4" 14'-0" NP NP 12 11'4" 13'-0" NP NP 9 T BRACKET CONNEC'nON TO SLAB ON GRADE 1"=11-0' 0 a a I ASTM A500 GRADE B TO PLAN Xe BASE PL 3" STEEL POST 0.188" THICK MIN HSS INSERT 'I 7rf� l-10,3, Y4"0 BOLTS ? SO. x %' BASE PL NOTES. ELEVATION g a 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 S7.1 FOR ATTACHMENT TO FOOTING/SLAB. 3. INSTALL 1Y x 14 x X HDG WELDED WASHER PLATE WHEN HOLE DIAMETER IS MORE THAN Y6" BIGGER THAN ANCHOR BOLT DIAMETER. 4. THIS BAACXET CAN ALSO BE USED FOR POST TYPE C2, C5, OR C6 (ALL FOOTING SIZES) SEE TABLE 2 ON L7.1 AND 7/1-7.1 FOR ANCHORAGE REQUIREMENTS. D STEEL POST SLEEVE FOR PASTS C7, C6, C9 3/4"=1'-O" ) 3' STEEL ORCENTERLINE OF i ALUMINUM POST RACKET TO BE TO HOE WALL PARALLEL ADJACENT GRADE I E -"r BRACKET 3/ER 1/L7.2, WHERE OCCURS 11111 I 6" MIN. EXISTING OR NEW SLAB ON SEE GRADE. f c = 2,500 PSI MIN. NOTE 6 i EDGE OF SLAB \-BOLTS PER TABLE 2 WHERE OCCURS NOTES: 1. THIS DETAIL CAN BE USED WITH POST TYPES C1, C2, C5, OR CIS. 2. TABLES 3 AND 4 IN THIS DETAIL CAN BE USED FOR FREESTANDING STRUCTURES mr.11OR COM!jLR,,^W APPLICATIONS, BUT THE STRUCTURE CANNOT BE INSTA1= ON A SaL4 ON GRADE AND REQUIRES A FOOTING PER SB.xx.x. 3. THIS DETAIL SHALL NOT BE USED FOR POST TYPE C10 & C11. 4. SEE "SLAB ON GRADE USED AS A FOUNDATION SYSTEM' NOTES ON GOA FOR MINIMUM OVERALL DIMENSION OF SLAB AND ACCEPTABLE CRACKING AND CONTROL/EXPANSION JOINTS CRITERIA 5. WHEN THE PATIO COVER IS INSTALLED ON A SLAB ON GRADE (RESIDENTIAL APPUCATIONS ONLY), THE .VAXIMUM POST SPACING IS THE LOWEST OF THE "MAX POST SPACING (SR N)" SHOWN ON LS.XX.1 AND THE MAXIMUM POST SPACING SHOWN IN TABLE 3. 6. SEE NOTE 2 ON 4/L7.1 FOR ALTERNATE. 7. THIS DETAIL CAN ONLY BE USED IN AREAS WITH A FROST DEPTH EQUAL TO ZERO. B. SEE "GENERAL NOTES - SLAB ON GRADE USED AS A FOUNDATION SYSTEM" NOTES ON GOA FOR MORE INFORMATION. ALUM ALLOY 5063-T6 2 OR TEK OR TEK SCREWS, EA SIDE, TYP. 0 0 N I %"0 HOLE EA SIDE 1 0.085" TYP. I D.750" 5.662' TYP. Nom., 1. BRACKET LENGTH IS 2-75" 2. THIS BRACKET IS TO BE USED WITH POST TYPE C1, WITH OR WITHOUT SIDE PLATES PER SP3 OR SP4. 3. SEE TABLE 2 ON L7.1 FOR ATTACHMENT TO FOOTING/SLAB. 4. INSTALL 1Y x IY4 x Ji3 HDG WASHER PLATE AT ANCHORS FOR 130 MPH i ALUMINUM T-BRACKET FOR POST C1 3"=1'-0" ALUM ALLOY 5063 T6 4-#14 SMS 6" OR TEK SCREWS, SIDE, {--� EA SIDE, TYP. )CO HOLE EA. SIDE I 0.094' TYP. I 0.750" 5.50" TYP. 140'L i1 1. BRACKET LENGTH IS 2.75". 2. THIS BRACKET IS TO BE USED WITH POST TYPE C2 OR C5, WITH OR WITHOUT SIDE PLATES PER SP3 OR SP4. 3. SEE TABLE 2 ON L7.1 FOR ATTACHMENT TO FOOTING/SLAB. 4. INSTALL % x 1Y2 x h HDG WASHER PLATE AT ANCHORS FOR 130 MPH. 5. STEEL T-BRACKET PER 3/0.2 CAN BE USED IN LIEU OF THIS BRACKET. (� ALUMINUM 7-BRACKET FOR POSTS CZ C6 0.75' 00" 4M200* ASTM A500 GRADE B T� I4-%6"0 HOLES 1 ifs 0 & 2-� HOLES, TYP EA SIDE n_CENITERUNE OF "T' BRACKET TO PLAN PARALLEL TO __BE 3.50" 1.00" HOUSE WALL TYP �- 2-3a"O HOLES FOR --� o Wo M.B. TYP. cV C ELEVATION --- NOTES: 1. THIS BRACKET IS TO BE USED WITH POST TYPE C6 WHEN FOOTING SIZE IS 24" OR SMALLER, WITH OR WITHOUT SIDE PLATES PER SP3 OR SP4. 2. BRACKET CAN ALSO BE USED WITH POST TYrE C2 OR C5 PER TABLE 2 ON L7.1 AND 2/0.1 3. SEE TABLE 2 ON L7.1 FOR ATTACHMENT TO FOOTING/SLAB. 3 STEEL T-BRACKET FOR POST C6 3"=1'-D" 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 DATE SIGNED: July 8, 2019 VAN 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.11501 FAX 949.305.1420 EXPIRES ON: JUNE 30, 2020 REVISIONS J1 I MAPK nR� ATr DESCRIPTION f 4 STEL JOB # DA02-U DATE 07108/19 DRAWN BY RC CHECKED MDS IAPM0195 V 3.1.1 LATTICE STRUCTURES: FOUNDATION DETAILS L7.2 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 `ESSIOi i S 5885 �� OF CA - DATE SIGNED: July 6, 2019 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.11501 FAX 949.305.1420 IAPM 0 E SOT, EXPIRES ON: JUNE 30, 2020 REVISIONS MARK DATE DESCRIPTION 4 BTE.JOB# DA02-02 DATE 07108/19 DRAWN BY RC CHECKED MDS IAPM0195 V 3.1.1 LATTICE STRUCTURES: BEAM SPANS & FOUNDATION SIZES 10 PSF LLISL, 110 MPH L8. 10.1 ATTACHED & FREESTANDING LATTICE COVERS -10 PSF SNOW LOAD OR LIVE LOAD -120 MPH - EXP. B & C NOTES: 1 -WHEN THE PATIO COVER IS INSTALLED ON A SLAB ON GRADE (RESIDENTIAL APPLICATIONS ONLY), THE MAXIMUM POST SPACING IS THE LOWEST OF THE "MAX POST SPACING (SPANY' SHOWN ABOVE AND THE MAXIMUM POST SPACINGS SHOWN ON DETAIL BIL7.1 2 - IT IS ACCEPTABLE TO SUBTITUTE COLUMNS W/ HIGHER NUMBERS W! THOSE SPECIFIED IN THE TABLES SHOWN. ATTACHED & FREESTANDING LATTICE COVERS - 10 PSF SNOW LOAD OR LIVE LOAD -130 MPH - EXP. 6 & C B5 3'. SQ. ALUM W/ GA STL"U" CHANNEL 812 DBL2x6.5x0.032 git 3x8x0.042 69 DBL2x6.5x0.042 Bit DBL3x8x0.042 613 3x8x0.042W/ 14 GA STL INSERT ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING MAX MIN. MAX MIN. MAX MIN. MAX MIN. MAX MIN. MAX MIN. MAX MIN. MAX MIN. MAX MIN. MAX MIN. MAX MIN. MAX MIN TRIB WIND POST IFTG. POST POST IFTG. POST POST FTG. POST POST FTG. POST POST IFTG. POST POST FTG. POST POST .FTG. POST POST FTG. (POST POST IFTG. POST POST IFTG. POST POST FTG. POST POST FTG. 'POST WIDTH EXP. SPACING (IN.) TYPE SPACING OR) TYPE SPACING ON TYPE SPACING (IN.) TYPE SPACING (IN) TYPE SPACING (IN.) TYPE SPACING (IN.) TYPE SPACING ON.) TYPE SPACING ON.) TYPE SPACING ON.) TYPE SPACING 0R) TYPE SPACING ON.) 'TYPE (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) 5 130 B 16'-9" 17 14'-T' 32 C9 14'-10" 16 14'-1D" 31 15'�" 16 15'-2" 31 18' 0" 17 1T-B" 33 C7 21'-8" 19 21'4" 34 08 2U-9" I 2D'-" 32 CO Cl C1 C7 C1 C7 Cl C1 C1 19'-1" 34 C9 130C 16-0" 19 14'-7" 34 C10 14'�" 19 13'-0" 33 14'-10" 19 14'-2" 33 17'-3" 20 16'-T 34 C8 20'-1D 21 20'-0" 36 C11 20'-0" 21 5 13061 15'-3" 18 C1 13'-3" 31 C9 13'-7" 17 13'7" 31 14'-1" 17 13'-10" 31 16'-4" 1B 16'-2" 32 C7 17_9" 19 19'-T' 33 CB 19'-0" 19 C7 18'-" 32 CB C1 C7 Cl C7 C1 C2 130C 13'-9 20 13'-3" 34 C1D 13'-1" 19 12'-5' 32 13'7" 19 13'-0" 32 15'-10" 20 15'-1" 33 CB 19-1" 22 1&.3, 35 C9 18'-3" 21 C2 17'6" 33 C9 T 130 B 14'-2" 18 C1 12'4" 31 CS 12'7" 17 12'-T' 30 13' 1" 17 12'-10" 30 15'-2' 18 15,-0" 31 C7 16'_4" 20 18'-1" 33 1T7 19 17'-3" 31 C7 C1 C7 C1 C7 C1 C2 C8 C2 16'-2" 33 CB 130G 12'-9" 20 12'�" 33 C10 12'-2" 20 11'-7' 31 12'7" 20 12'-1" 31 14'-B" 21 14'0 33 CB 1T-B" 22 16'-10" 34 1T-0 22 8. 130 B 13'-3" 18 C1 11'-7" 30 CB 11'-9" 15 C1 11'-9" 29 12'-3" 1B 12'-1" 29 14'-3" 19 C1 14'-1" 31 17-2" 20 7T D 32 C7 16'-0 20 16-2" 30 C7 C7 C1 C7 C7 C2 15-T 32 CS 130 C 1VAU, 20 11'-T' 32 C10 11'-4" 20 10'-10' 31 11'-9 20 11'-3" 31 13'-5' 21 C2 13'-1" 32 16'-7" 23 1S-10" 34 CS 15'-10" 22 9 130 B 12'-T' 19 11'-0" 30 CB 11'-2" 1 B 11'-2" 29 11'-T' 1 B 11,- 29 13' 6" 19 13'-3" 30 16'-3" 21 16'-T 32 C7 16-6- 20 15'-T 31 C7 C1 C1 C7 C1 C7 C2 C7 CS C2 14'-3" 32 CS 130 C 11'-31 21 11'-0" 32 C9 10'_9" 21 1D'-3" 3D 11,-2 21 10-0„ 30 13T. 22 12'4 32 15,-0„ 23 15,-0" 33 CB 16-0" 23 1D' 130 B 12'-0" 19 C2 10'-4" 30 CS 10'-7" 1 B 1 OW" 29 11'-0" 18 10'-9' 29 12'-9" 12'7' 30 154' 21 15-2 32 C7 14'-9" 21 14'-0 31 _ C1 C7 C1 C7 C2 C7 C5 C5 13'7" 31 C7 130 C 10'-0" 21 Cl 10'4" 32 C7 1T-2" 21 9'-9" 30 10'-T' 21 9'-10.. 30 12 3" 11-8„ 31 14'_10" 24 14=2" 33 C8 14'-2' 23 13D B 11'4' 19 C2 9-10 30 C8 10'-1" 19 C1 10'-1" 29 10'-0" 19 10'-3" 29 12'-7 12'-0" 31 14' 8. 21 14'-8" 32 08 14'-1" 21 13'-10 32 C7 C7 C1 C7 C2 C7 CS C5 13'-0 31 CB 130 C 10'-2" 22 9'-10" 32 C9 9'-9" 21 9'-3" 31 9'-1 D" 21 9'-0" 31 11'-9 M 11'-3" 31 14'-2" 24 13'-7' 32 C7 13'-7" 24 12' 130 B 10'-10' 20 C2 9'-0" 31 CB 9'-B" 19 C2 9'-0" 29 9' B" 19 9' 4" 29 11'-8" 11' S 31 14'-1" 22 13'-1 D" 32 13'�' 21 13' 3" 32 C7 C2 C7 C2 C7 CS CS 13'-0" 24 12'-0 32 C7 130 C 9' 9' 6 33 CIO 9'-4" 22 Y-U' 31 9'-1" 22 B-3 31 11'-3 10'-9" 31 13'-7" 24 13'-0 32 B14 312 8DBL GA STL INSERT 14 GA STL INSERTB18 DBLB12 GA STL INSERTB18 12 GA STL U-INSE/RT B19 DBL 12 GA STL U-INSERT ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING MAX MIN. MAX MIN. MAX MIN. MAX MIN. MAX MIN. MAX MIN. MAX MIN MAX MIN MAX MIN MAX MIN NOTES: TRIB WIND POST FTG. POST POST FTG. POST POST FTG. POST POST FTG. POST POST IFTG. POST POST FTG. POST POST FTG POST POST FTG POST POST FTG (POST POST FTG POST 1 - WHEN THE PATIO COVER IS WIDTH EXP. SPACING (IN.) TYPE SPACING (IN.) TYPE SPACING (3N) TYPE SPACING (IN.) TYPE SPACING (IN.) TYPE SPACING (IN.) TYPE SPACING (IN) TYPE SPACING (IN) TYPE SPACING (IN) TYPE SPACING (IN) TYPE INSTALLED ON SLAB ON (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) GRADE (RESIDENTIAL APPLICATIONS ONLY), THE 130 B 22'-0" 19 Cl 22'-0" 35 C9 29'-2" 20 C2 28'-9" 37 32'-0" 21 32'-0" 38 23'-5" 19 C6 23'-5° 41 29' 6 20 C6 29'f° 48 5, C11 CS C11 C11 C11 MAXMUM POST SPACING IS THE LOWEST OF THE"MAX POST 130C 21'-10" 21 C2 20'-10" 36 C11 28'-2" 23 C5 26'-10" 39 32'0" 24 29'-4" 40 20-0" 21 Cfi 20'-0 40 25'-10' 23 C6 25'-10" 42 6' 130 B 20'-B- 19 20'-0" 34 C8 26'-B" 21 26'-3" 36 29'-2^ 22 29'-2" 37 22'-0" 19 C6 22-T 42 2T-9" 21 C6 27'-9" 50 C2 CS C11 CS C11 C11 C11 SPACING (SPAN)" SHOWN ABOVE AND THE MAXIMUM 130 C 20'-0" 22 19'-1" 36 C9 25-9" 24 24W' 38 29'-2' 25 26'-1D" 39 19'_3° 22 C6 19'-3" 41 24'-0" 24 C6 24'-0° 4B 130 B 19'-2" 20 18'-10" 33 CB 24'-6" 22 24'4" 35 C9 2T-1" 22 27'-1" 36 2T-1 V 20 C6 2T-11" 48 26'-5" 22 C6 26'-5" 51 POST 7 C5 C5 C11 C11 C11 SPACINGS SHOWN ON DETAIL B/L7.1 130 C 18'-0" 23 17'-S" 35 C9 2T-10" 25 2Z-9" 37 C11 27'-V 25 24'-10" 38 16'-4" 23 C6 18'h" 42 23'-1" 25 C6 23'_1" 49 B 130 B 18'-0 20 C2 17'-B" 33 C7 2T-2" 22 22'-9" 35 C9 25-3" 23 25'-3" 36 C10 20'-0" 21 C6 20'-0" 49 C10 25'-3" 22 C6 25'-3' 53 C10 C5 C5 2 - IT IS ACCEPTABLE TO SUBTITUTE COLUMNS W/ HIGHER 130 C 17'�" 23 16'7 34 CB 27-3" 25 21'-3" 37 C11 25'-3" 26 2T-3" 37 C71 17'-0" 24 C6 1T-6" 47 C11 22'-1° 25 C7 22'-1" 51 C11 130 B 17'-0" 21 16'-8" 32 C7 2V-10" 23 21'-0" 34 CB M-10" 23 23'-10" 35 C9 19'-3" 21 C6 19'-3" 50 C9 24'-3" 23 C6 24'-3" 54 C9 9 C5 C5 C5 NUMBERS LE THOSE SPECIFIED IN THE TABLES SHOWN. 130 C 16-4" 24 157" 34 CB 2T-1" 26 20'-1" 36 C11 23'-10" 26 22'-D" 37 C71 16'-10' 24 C7 16'-10" 48 C11 2V-3" 25 C7 21'-3- 52 C11 10' 130 B 16'-1" 21 15'-10" 32 20'-9" 23 20'-0" 34 CB 22'-8" 24 22'-8" 35 C9 18'7" 22 C6 18'7" 51 C9 23'-5' 23 C6 23'-5° 55 C9 C5 C8 C5 C5 1300 15'-7" 24 14'-10" 33 20' 0" 26 19'-1" 36 C9 22'4' 27 20'-10" 36 C11 16'-3" 25 C7 16'•3' 49 C11 2V-6 27 C7 20'-0' 53 C11 11' 130 B 15'4" 22 C5 15'-2' 32 19'-9" 23 19'-0" 35 21'-8" 24 21'-B" 36 C9 18'-0^ 22 C6 18'-0" 52 C9 22' B" 24 C7 22 8' S7 G9 CS C5 C9 C5 130C 1*10" 24 14'-2" 33 19'-1" 27 16'-2" 35 21'-8^ 27 19'-10" 36 C11 15'-9' 25 C7 15-9" 50 C11 19'-1D" 27 C7 19'-1D' S4 C11 12 130 B 14'-9" 22 14'-0" 33 19'-0" 24 18'-B" 35 20'-B" 24 20'-8" 36 CID 17'-0' 23 C7 17'-0" 53 C10 22'-0" 24 C7 22'-0' 5B C1D C5 CB C5 C9 CS 130 C 14'-2" 25 13'7' 32 18'-3" 27 1T-6" 35 20,-B^ 28 19'-1" 36 C9 15'4" 26 C7 15�" 51 C9 19'-3" 28 C7 19'-3" 55 C9 DU -ALUM 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 q'I rc � S 58 5 UC1 ;�\P qrE OF CAO- DATE SIGNED: July 8, 2019 e'A TCL 25030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.11501 FAX 949.305.1420 SAP Mp OTM ES EXPIRES ON: JUNE 30, 2020 REVISIONS MARK DATE DESCRIPTION 4 STEL JOB # DA02-02 DATE 071011119 DRAWN BY RC CHECKED MOB IAPM0 195 V 3.1.1 LATTICE STRUCTURES: BEAM SPANS & FOUNDATION SIZES 10 PSF LUSL, 130 MPH L 8.10.3 essio%5rl> > E55I1 K �F l C,� •��t,497S5885DUSOSE OF CALIF/ 21ZONA LICENSE I CALIFORNIA LICENSED PROFESSIONAL ENGINEER f HAWAII LICENSE ►,, I1 r I 1lt" ,.••''p� MAI •�� n MARYLAND LICEN NEBRASKA LICENSE K. 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