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BPAT2022-0036 Engineering Calcs• VALLEY PATIOS LUXURY OUTDOOR LIVING Job Address: 58181 Coral View Way City/State/Zip: La Quinta, CA 92253 Valley Patios, Inc. Tel: (800) 951-4089 www.valleypatios.com Corporate Office: 77-971 Wildcat Dr. Suite B Palm Desert, CA 92211 Contractors Lic. #937811 Engineering Specifications Page/Drawing/Detail # Wind Load/Live Load/Exposure: Structure type: Trib calculation: Panel type & maximum span: Panel to beam connection: Beam type: Beam maximum span: Post type: House connection type: Fastener table for house connection: Post to beam connection: Footing or slab connection detail: Footing size: Maximum post spacing on slab: Beam to wall connection: Fan beam detail: 110 MPH / 10 # LL / EXP C S1.1 S1.1Note 1.E. S3.1A S3.1A S4.1 S4.2 S8.10.1 S4.3 S6.2 S6.1 S6.3 S7.1 S7.2 S7.1 / S8.10.1 S7.2 S6.2 S4.6 Copyright Valley Patios Inc. 2021 PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC. POINT OF CONTACTS INFORMATION REQUESTS SHALL BE DIRECTED AS FOLLOW: CONTRACTORS PLEASE CONTACT DURALUM BUILDING DEPARTMENTS: PLEASE CONTACT4STEL ENGINEERING HOMEOWNERS: PLEASE REQUEST ANY INFORMATION THROUGH YOUR CONTRACTOR 4.16-ENGCL 26030ACERO PHONE (9491305-1150 MISSION VIEJO. CA92691 FAIC (9491305.1420 STRUCTURAL ENGINEER OF RECORCY DUSIIN K. ROSFPNR 5E 5885 FOIHFOFCONTACT: MARIEAOMIFBQUESETA.SES987 DESIGN PARAMETERS GOVERNING CODES: THE DESIGN OF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLIES WITH THE FOLLOWING CODES: - 2012/2015/2018 INTERNATIONAL BUILDING AND RESIDENTIAL CODES, • 2013/2016/2019 CAUFORNIA BUIWINGAND RESIDENTIAL CODES, -ASCE/SEI7.1D and 7-16 MINIMUM DESIGN LOADS FOR BUILDINGSANDOTHERSTRUCWRES, -2015MUMINUM DESIGN MANUAL LIVE LOADS DESIGN PARAMETERS: IT IS THE RESPONSIBILITY OFTRE ENTRY SUBMITTING THE DRAWINGS FORWHD PROJECT TO VERIFYLM LOADS WIDITHE LOCALAUNORITY HAVING JURISDICTION 1. IN RESIDENTIALAPPLICATINS, ROOF LIVE LOAD CAN GENERALLY BE TAKEN AS IO PSF PER IRC/CRCAPPENDIR H,SECDONANI05.10R IBC/CRC APPENDIX LSECTION 105.1. 2. IN COMMERCIALAPHJCATIONS, ROOFLWE LOADCAN GENERALLY BETMENAS20PSFPERIBC/CBCCHAPTERI6 WIND SPEED DESIGN PARAMETERS: 1. THE FREESTANDING AND ATTACHED COVERS NOTED HEREIN ARE DESIGNED AS YOPEN STRUCTURES,. IN ACCORDANCE WITH ASCE/SEI 7. 2 FREESTANDINGCOVERSSNALL NOT BE ENCLOSED WITH ANY TYPE OF SOMOR MESH MATERIAL UNLEASPECMCALLY DESIGNED BY A REGISTERED PRDFESSIONALENGINEER. 3. COVERS SHALL NOT BE INSTALLED IN AREAS NEARRILL& RIDGESAND ESCPAPMENTSASDEFNEDINASCE/SEI7,SECDON 26.2• UNLESS SR SPEOFICENGINEERING 6 PROVIDED VAUDATNG THE WIND LOAD USED. 4. THE BASICWIND SPEEDS CONSIDERED IN THIS REPORT ARE 110,120,130MPH,EXPOSURES BAND CRASED ON DIE 2012/1015/201818C,2015/2018IRC,2013/201G/2019 COQ AND 201642019 CM. S. FOR USE WITH THE2012IRCAND2013 CRC, DMDETHE ABOVE MENTIONED WIND SPEEDS BYSORT(D$). WIND SPEED (SEE N0TE4) 110 MPG 120 MPH 130 MPH EQUIVALENT 2012 IRC 12013 CRC WIND SPEED 85 MPH 16NPH 1M MPH EXAMPLE IF2012IRCOR 2013 CRC WIND SPEED IS 85 MPH, THE SELECTIONS INTHISREPORTSHALLBE MADE FOR AWINDSPEEO OF 85 MPH/SQRT(0.6)=110 MPH. SNOW LOADS DESIGN PARAMETERS: T IS THE RESPONSISILITYOFTHEENTTY'SUBMITIINGTHE DRAWINGS FORTHBPROJECTTO VERIFY SNOW LOADS WIIHEHELOCALAUTHORITYHAVINGJURISDICTON. SEE SHEETSL2.IAND L2.20R12.DAND L2.2FORSNOW LOADS DESIGN PARAMETERS SEISMIC LORODESIGNPARAMETERS: SEISMIC DESIGN BASE SHEAR:17 POUNDS PER UNEAR FOOT ALONG THE SUPPORTING BEAMS, CONSIDERING 24'4PMAKSPAN BETWEEN BEAMS ANDTHE FOLLOWING DESIGN PARAMETERS: 1. SDECLASS: O 2. SEISMIC DESIGN CATEGORY: E 3. MAPP2D5P2CT9AL RESPONSECOEfF10ENT&Ss =LSRS1 =ORSds=1.0,511 =050 4. RESPONSE MODIFICATION FACTOR, R=1.25 5. RISK CATEGORY II 6. WHEN THE BUILDING CODE USED FOR THE SITE SPECIFIC DESIGN IS ASCE7-10, THE PATIO COVERSTRUCTURES DETAILED IN THIS SET OFPLANSARE IN COMPLIANCE WITH ASCE 7-10 SECTION 12.8.1.3. AS A RESULT, THIS SET OF PIA/SCAN REUSED ATANY SITE WITH Ss > LSR CONSIDERING Ss=150 WHEN DESIGNED PER 2012/2035/20I8IBC/RC AND 2013/2016/2013 CBC/CRC. 7. WHEN THE BUILDING CODE USED FOR THE SITE SPECIFIC DESIGN IS ASCE 7-16,THE PATIO COMMIXTURES DETAILED NTHISSETOF PLANS ARE M[OMNI/INCE WITH ASCE 7-165ECTION 12.3.13. AS A RESULT, TH5 SET OF PLANS LAN BE USED AT ANY SITE WIRE IACSEStl.A2B, CONSIDERING Sds=1.0. FOR SITES WRH 56s<1.0, USESds.FOR SITES WITH Sdu1.428, IT 6ACCEPTABLE TO REDUCETHE SEISMIC LOADS MINGO./ Ws INSTEAD OF SO. 8. MINIMUM STRUCTURAL SEISMIC SEPARATION BETWEEN VESTING BUILDING AND FREESTANDING PATIO COVER SHALL BE VAT 10' HIGH MAX PATIO COVERS ANOS'AT12' HIGH MAXPATIO COVER REFER TO STATE AND CITY LODES FOR OTHERSPAONG REQUIREMENTS THAT MAYBE MORE STRINGENT, OTHER DESIGN PARAMETER& 1. DESIGN LOADS COMBINATIONS ARE IN ACCORDANCE WITH IBCANDEBC SECTION IWS.3.10R 1605.32. 2. ALLAPPUCARE REDUCTION FACTORSOETMLEDINTHISREPORT ARE CUMULATIVE 3. SOLIDAND LATTICE ALUMINUM COVERSARECLASSA ROOF ASSEMBLYINACCORDANCE WITH SECTION CBC IS052, NCEP ION2. DESIGN ASSUMPTIONS: 1. MINIMUM ROOF SLOPE FOR SNIO ROOF PANELS WITH DECK: SEE DETA813/532 2. MINIMUM ROOF SLOPE FORSOJD ROOF PANELS WITH DURAPANEL:SEEDETMLIA/53.2 3. MAXIMUM ROOF SLOPE FOB ALLSTRUCIURES 153 DEGREES 4. THE 'LENGTH OF STRUCTURE' SHALL BE TAKEN ASTHE CONTINUOUS DISTANCE MEASUREDALONG THE EXISTING BUILOWG WALL FROM ONE ENO OF PATIO COVER SUPPORT BEAM TO THE OTHER, INCLUDING ANY BEAM SPLICES THE STRUCTURE LENGTH SHALL BE DETERMINED THIS WAY REGARDLESS OF ROOFCOVEMNG TYP& INCWDING COMBINATION ROOFS WITH BOTH TRELLIS AND DECK ROOF USED ON THE SAME CONTINUOUSPAIIO COVER STRUCTURE.HOWEVER, PORDONSDF THE STRUCTURE DESIGNED ASWT0CE COVER SHALL NOT BE COVERED BY ROOF DECK S. CALCULATIONS FOR MAXIMUMSPANS WHENATTACHINGTOAN EXISTING ROOFOVERHANR ASSHOWN ONTABLE ION S6.1AN0/OR 16.1, ARE ASSUMINGTHATTHE EGGING ING WOODRARERS OR TRUSSESARE DOUGLAS FIR -LURCH NO2. THIS TABLE CAN ALSO BE USED FOR OTHER WOOD SPEEES WTH FS2900 psI AND Tv218RgL SHEET INDEX SEE SHEET Six OR Ltx FOR SHEET INDEX. ALL UNUSED ',MEETS SHALL BE REMOVED FROM THIS SET OF DRAWINGS. GENERAL NOTES DRAWING NOTES 1. THE DRAWINGS AND SPECIFICATIONS SHOWN REPRESENT THE FINISHED STRUCTURE, UNLESS OTHERWISE NOTED, AND DO NOT INDICATETHE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR All CONSTRUCTION MENG,METHODS,TECIINQUES,SEQUENCESAIID PROCEDURES. 2. THE APPROVEOSET OF DRAWINGSAND SPEDFICATIONSSHALL BE KEPT ATTHE4085RE ANDSHALL BE AVAIABLE TOTHEAUIHORDED REPRESENTATMES OFTHEBUIIDINGANDSAFETY DEPARTMENT. THERE SHALL BE NO DEVIATION FROMTHE APPROVED HANSANDSPECIRCATIONS WITIEOUTANAPPROVED OMNGEORDER. - MATERW.SPECNICATION& 1. ALUMINUM ALLOTS SPECIFIED ON DRAWING& Ftp=28 KSIAND Ru=35KSIFORALIALUMINUM MEMBERS UNO.FEY= 30E51E0RWRNONG ANDER PANS SHOWN ONS33.ALTERNATE ALUMINUM ALLOYS MAYOESUBSNIUFED FOR THOSE SHOWN, PROVIDED THEYARE REGISTEREDWIIFITHEMUMINUM/350CMTION,ASFM OR ENIEUROPEANSTANDAR05), AND HAVE EQUALORGREATERYIELOANO ULTIMATE STRENGTHS. 2. CONQLETESHALL HAVE A MINIMUM 2B DAY COMPRESSNESTRENGTH 0F2,500POUNDSPERSQIARE INCH. 3. EMBEDDEOSTEEL MEMBERS VALISE HOTOIPPEDGMVANOED,AND CONFORMT0A500 GRADER. ROLL FORMEDSTEELMEMBERSSHALLCONFORMi0A693-55(STRUCTURAL STEEL) GRADE 50 GEO. 4. BOLTS ALUMINUM BOLTS SHALL BE2024-74;STEEL BOLTSSHALL BEASTMA-307.ALLBOLTSSHALL HAVESTNIDARDCUTPIATED WASHERS. 5. SCREWS:AU.SCREWSARESELF DRILLING(SDS( OR SHEET METAL SCREWS (SMS(INCONFORMANCE WITH ICC-05 ESR1976,ICC-ESR3006, OR APPROVED EQUAL 6. FASTENERSTOWOOD.W000 AND TAG SCREWS ARE REQUIRED TO BE INSTALLED IN ACCORDANCEWITHTHE2015 NATIONAL DESIGN SPECIFICATIONS, INCLUDING PRE -DRILLING OF HOLES.ALLWG SCREWS SHALL BE FULL -THREADED TAG SCREWS. 7. POST -INSTALLED ANCHORS:POST-INSTALLED ANCHORS USEDSHAII BE SIMPSON STRONGTIESTRONG BOLT2, STMNIESSSTEEL(KC-ES113037)OR EQUAL BOLTSSHALL REINSTALLED PER THE MANUFACTURER'S INSTALLATION AND MPMO REPORT. SPECIAL INSPECTION IS NOT REQUIRED. & ALLCOMPONENTSMANUFACTUREDORSUPPLIED BY DURAWMAND DEStlNBEDINTHISDOCUMENTSARE INTERCHANGEABLE,PROVIDED THEY ARESELECTED APPROPRIATELY TOSUPPORT THE LOADING THEY ARE SUBJECT TO. 5. THE SELF WEIGHTOFTHE PATIO COVER COMPONENTS IN THIS REPORT CAN BECALCUTATEOFROM THEIRSECRON PROPERTIES DIE MUOCOVERS VARY IN WEIGHT FROM ABOUTIPSFTD ABOUT 3PSF. 10. ROOF INSULATED PANELS (WHERE OCCURS). SEE S32 AND IMM0505. FOOLING& 1. ALL NEW CONCRETE FOOTINGSSHAIL BFARON FIRM NATURAL, UNOSTUMFDSOILOR CERTIFIED FILL 2, DESIGN VERTICAL SOIL BEARING PRESSURE 151,500 POUNDS PER SQUARE FOOT. 3. DESIGNIATERAL SOIL BEARING PRESSURE S200 POUNDS PER SQUARE FOOT PER FOOTOF FOOTING DEPTH. (EQUALS100PSF/FTn5 PER TABLE 18062ANDSECQON 1806.3.4). 4. THE BOTTOM OFFGOTINGSSHALL EXTEND BELOWTNE FROST DEPTH. CONRNCTORTOVERIPY FROST DEPTHWITHAITHORTY HAVINGIURISDICTION. STAB ON GRAOEUSED ASA FOUNDATION SYSTEM: INACCORDANCE WITH IRC/CRC APPENDIX H, SECTION AH105.2,AND IBC/IRC APPENDIX L SECTIONI105.2, IN AREAS WITH AFROS! DEPTH EQUALTOZERO,AITACIIEDCOVERS FOR RESIDENQAL USE MAYBE SECURED TOAN EKISTNSCONCRETE SLAB PROVIOEDTHE FOLLOWING: 1. THE SLAB ON GRADE IS AT LEAST 3 1/2 INCHES THKK.SEE DETAIL 3 ON 57.2 OR 17.2 ANDDETML4 ON 57.10RL7.IFORREQUEEMENTS FOR THICKER DAB. 2. THESLABONGRADESHALLEE CONTINUOUS BETWEEN COWMNSAND A MINIMUM OFIO-O'WDF. WEAN THNAREA,THERESWULBENO CRACKS WIDER THAN 1/4" OR CONTROI/EKPANSIQY301NT DEEPER/WIDER THAN 3/4'. 3. THERESHALL BEA 6' MINIMUM DISTANCE BETWEENANY ANCHOR BOITAND A SIABEDGE,CMCIL WIDERTHANI/32"OR CONIROI/IXPANSION 1011HOEEPER THAN 3/2'.SEEDETM1540N S7.SORL7.IE08 EXCEPDON TO MINIMUM EDGE DISTANCE. 4. THE MAXIMUM DEAD AND LIVE/SNOW LOAD AT EACH COLUMNG750 POUNDS WHENU:IOPSF. 5. DESIGN FDRPATIOCOVERSSUPPORTEDON CONCRETESLAB ON GRADE S IN ACCORDANCE LATH 2O12/201S/201BYLC AND2013/2016/2019CRCSECTIONAH1051 FOR 10FSF RESIDENTIAL COASTRUCTON, AND ACI 318-14 FOR 20, 25 AND 30 PIP RESIDENTIAL AND COMMERCIAL CONSTRUCTION. NOTES TO LOCAL AUTHORITY HAVING JURISDICTION AND ENTITY SUBMITTING DRAWINGS FOR APPROVAL USE OF THIS SET OF PLANS FORA SITE SPECIFIC PROJECT: 1. NDTALL PAGES OF INKS IAPMO REPORT WILL BE USED FORA SITESPECIFICPROIECT. EACH PROJECT SUBMITTED TOTHE LOCAL AUTHORITY HAVINGIURISDICTION SHOUEDINCWDE ONLY THE PERTINENT SITE -SPECIFIC STRUCTURAL COMPONENTS LOCATED WITHIN THIS MPMOLRTED EVALUATION REPORT. .2. ALLTEMSPERTAININGTOFACN INSTALLATION HYPE OF ROOF PANEL, HEADERSPAN,COLUMNSQE,CONNECNONDETMSETCLTALL BE CIRCLED AND CLEARLYIOENNFIEDOYIHE DEMI(SUEMITSNGTHE DRAWINGS FOR APPROVAL 3. PLEASE NOTE TNAT4STEL ENGINEERING GENERATED AND STAMPED THE ORIGINAL MPMO REPORT AS AVAILABLE FROM NPMODIRECILY, BUT WAS NOT INVOLVED IN MAKEYG ANY SITE SPEDFKSEIECTIDNSORANOTATONS ONTHOSE ORAWINGS.ANY HANDMARKING OR HIGHUNHTNG ONTHESTESPECIFKSETOF DRAWINGSARETHE RESPONSIBILITY OFTHEEMTY SUBMIITINGTHE DRAWINGS FOR APPROVAL. 4, EACH INSTALLATION SHALL BEAR AN IDEHTIFYINGTAG INDICATING DIE NAMEANDADORESSOFTHE MANUFACTURER DESIGN LOADSANDENOOSANUTY. S. THE ORIGINAL IMMO REPORT BWRSAN ELECTRONKSTAMP FROM 45TEL ENGINEERING, AEDAWET STAMP IS NOT MQUIREDINACCORDANCEWRHTHEREGULATIONSSTATED BYIDE PROFESSIONAL BOARD OF ENGINEERS. 6. ACOLOR COPY OF THE ORIGINAL PAGES FROM THE RPMO REPORT IS NOTREQURED.A COLOR COPY OF THE CONSTRUCTON DOCUMENTS MAY BE REQUIRED IF SELECTIONS WERE MADE INA WAYTHAT WILL NOT BEVISIBLE ONA BLACK AND WHITE COPY ATA MINIMUM, SUBMISSION FORA BUILDING PERMIT MUST INCLUDETHE FOLLOWING INFORMATION FROM THIS EVALUATION REPORT: L TITIESHEETANDGENERAL NOTES SHEET, G0.1 2. IAPMOAPPROVEDSNEEf G0.2 3. STRUCTURAL CONFIGURATION (Le. SOEDORWTME ROOF, FREESTANDING ORATTACHED),SHEETSLOOR LIN 4. SNOW LOAD DESIGN SHEETS 52.IAN0 S2.2, WHERE APPLICABLE. S. BASED ON THE REQUIRED DESIGN LOADS, SITE -SPECIFIC RATER AND/OR PANELSPANTABLES S3x OR L3.: 6. TYPE OF HEADER, POSTTYPE&QUANTITY, FOOTING SUE(WHERE REQUIRED) BASED ON THESITE-SPECNKDSIGN LOADS. 7. APPROPMATESTRUCTURALDETMLS. 8. OTHER DOCUMENTATIONTHAT MAY B E REQUIRED BY THE LOCAL AUTHORITY HAVING IURISDICTDN, SUCH AS A SITE PLAFL 9. SEE SIN OR LIN FORSNEETINDEK JOB NAME: JOB ADDRESS: Cantera Lot 45 WND LOAD: LIVE I SNOW LOAD: 4DURALUM 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 coESS tavle c9 S 5885 A00' dial i a. �r�P 4.�F�of cAt\SIGNED: DECEMBER 17, 2019 ATE O ENGINEERING 28030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.11501 FAX 949.305.1420 P I EXPIRES 1 A p ES TM ON: JUNE 30, 2022 P I REVISIONS MARK DATE DESCRIPTION 1 4 45TELJO138 IA02-02 4 SATE math I. DRAWN BY RC V CHECKED NOS I IAPM0 195 V 3.1.2 TITLE SHEET, DESIGN LOADS, GENERAL NOTES 1 ( G0.1 PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC. IAPMO APPROVAL EVALUATION REPORT Number_t• 195 Oriel any Issued: 06/01/2011 DURALUM PRODUCTS, INC. 2485 Railroad Street . Corona, California 92880 (941)7364500 coal nrnlum.com RESIDENTIAL PATIO COVERS, CARPORTS, AND COMMERCIAL ROOF STRUCTURES CSI Secfbnse 10 73 00 Protective Coven 1334 00 Fabricated Engineered Structures 1.0 RECOGNITION Revised: 01/0 11 Path Covers: Dumdum Products Residential Polio Covers recognized in Ihia report bate hocevaWated for use far mreational, outdoor living pmpees asmciated with dwelling units and not as carports, garages, storage TOMS or habitable rooms. The Residential Patio Cores comply with Appendix I of Me IBC and CBC, and Appendix R of Ibe IRC and CRC. 1.2 Carports and Commercial Roof Mmcmres: Dualism Products Carports and Commercial Roof Sbuemns recognized in this report have been euluasd her use when 0,eliese by the applicable denim of the IBC, insedi,g Sections 406 and 3105. lee for ,5s sated with one- and two-family ,eham. Scare for use where permitted bytbe IXC or CRC, iucl.ding&Mice R309. 13 Compllau,e: The smchnal peopenie of the Residential Pedo Covers, Cmpa, and Commmcal Roof Structures recognized in this repot were evaluated for compgeaee with Ibe following codes and eg0Utiom. • 20)8. 2015 and 2012 lelemalionel Bedding Cade• ORC) • 2013, 2013 end 2013 Ieislel imel Reidenlel Cedee ORC) • 20112016 end2013 California Belding Code (CRC) • 201e, 2016 and 2013 Calico.. Residential Code (CRC) • ASCE 7-16 and 7.10 - Minimum Design Loads toe Bmldices and Other Smemrte • A0MI1015- Aluminum Design Mama! PartI 2.0 LIMITATIONS Um of he Dmabm Products Residential Patio Covers, Capon, and Commercial ReofSmemua rangeised in Ibis report end derailed in We lunched plans and specifc.liam Revirm V3.1.2, dated July 8.2019, and signet December 17,21)19, is subjal to the following tindlatiom: 20 Valid Through: 06/30/2021 11 Construction of the residential patio coven, carports and bl fmuca shill comply wilt he applicable commercial odamanufacturer, installation mmuadom, this report sod Sc accompanying plans, hearing the name DuMum Pmducls, Inc, and 4STEL Engineering. Where conflicts occur, Me more eauictice shall govern. 2.1 Patio coven shall be enocieed with one. or two.femily dwelling mils only and shall be limited to use as Mamas regulated under Appendix I of the IBC or CBC or Append',: Rothe MC a CRC. 13 Cawms and commercial tests ahres shall be Lmied to use as MC for Risk Category...simulated by It, applicable dmpmn ofthe ASCR 7. Carports associated with a� with bse.feeuuty duelling mils shell he limited came as Mumma egoleled by the applicable chapters of the IBC, MC, CBC and CRC IA Construct. doeumenissubmilledlo thebuilding official WI approval shall ..elude this reeve and the sdteapecif snoraural components of the accompanying pleats, including hag not limited to the title ahee4 genctol noteh applinbk coda mmclurt configuration, deign creed. in Section 3.1 of this capon, related span Mks, header, post and footing type, end appropriate swcimal kWh. 25 The existing structure shell be adequate to support the addhioml bads impmed by the arched patio cove. 2.6 For patio cove, carports and commercial roof umcmree subject to snow driiing red sliding, tabulated m shall be modified in accordance with the reduction factors shown .. t e emmpmyieg plans. 2.7 The project. over length ratio of attehed patio emus e shall not exceeds b lwhen usag design for anach, patio aa covers and n...ceased to4.0 when using column and fooling sins faemoding structures The pmm jecriaver length eario for f aodng acorns nonieied. IS Foeesuud..g and metl ed pea covers, eawm5, and commercial scrums shall have a mot slope of at least Y. inch per foot (3.033 percent). 2.9 Fe touched pain coven, existing mucous shall haves minimum width of 30 feet (8.7 nth maximum h oglh of 50 feet (36.6 m), mean roof height of22 f (Ilan) ec less in Expemre Celegery. 0 and 15 fed (A6 m) or less in Rutsee delegory C and a roof slope of 1.5:tt to 6:12 (12.5 to 50 pump. Minimum sire ofroof ovebeegs is 50 square feet 1.10 F,eetandeug covers attached coven end the existing buildinglo which coven are allehedehell comply with gm moping requbemeee ofChapter 26 ofASCel 7 for /regular geomatdesbepeeedlesponecehuaeeisties \ u e) Originally Issued: 0610112011 Revised: 01/09/2020 2.11 Minimum deign roof live load is 10 p,t)47.88 Pal far patio covers associated with a One -end Iwo -family dwelling unit end 20 psf (95.76Pa) for careens and commercial roof 2.121nwlletion offaarmeheiceoe roof paale shell Isle aceotdance with is evab shun tepo, Section 4.2.4 of this report and provide equivalent vertical and lateral bad meanly as shown in Ibis repel. 2.13 Approved sealant or caulking shall be used at any penelatiom made in l6e misting weather residvt exterior wall envelope. 2.14 Residential patio covet, eareaes end commercial roof subject to topographic effects of abmpt changes such Mixtures over and hills, rides aescarpments in accordance with Section 26.&1 of ASCE 7 can outside the scope of this report 2.15 Any roofgreater structure toe, 302 in an area wih a iltmo8 by mow load greater than 70b psf (3360 Pa) in Seismic Deign Categories A. B,C,D, CM, D1, D2,Ee P, and not complying wish Euegion I of MC a Section CBC 1613.1, ism 'de the scope oftbis report. 2.16 Addition of a brute molls to reidmtiel patio covers shall hob accordance wild Secltoo 4.1 of this report. 2.17 The Duralmn Products Resid,tial Patio Coven, Carports. and uoof.ctera produced iv Cnd5anom 3.0 PRODUCT USE Design nod installation ofshe Dumlum Iambus Residential Patio Covens, Cameros. and Commercial Roof Sm cores Mall comply with the applicable code, Oe manufaemrei a inemlletbu insonetims, his rep. and the accompanying plans and specifications Revision el, deed fuly 8, 2019, and signed December 17, 2019. All allowable Seeding cendin'ons shall boas coed V the plans accompanying this report. xTcre conflicts occur, the more restrictive shall govern. 3.1 Design: Selection of applicable stmcmnl compownts for the instalIMon of freestanding and attached residential patio covers, carom and commercial roof spmaures shall be in accordance with the design criteria as sparred in the (plans pads cocomp accompanying this rem.. The project location, use corpora wmmnmiel structure), conespondmg cod, and applicable design one. including risk category UBC ally). wind speed, wind upome category, ref live load, ground snow Iced, seismic design category, and frost lice depth shall be placed on or be attached Io the plans accompanying This report and be obseered in the elation of Me components. 3.dlnstalletinn: heelhlion ofthe eomponmis determined in Section 3.1 of his report to eunahsd the patio corn, Valle/ Through: 06/30/2021 rpon, oratmmcrciel roof structure shell he in accordance w'h this rum, the plans accompanying this mew, , manufacturer's son lotion instructions, end the eppliceble codes of this report. Whew ctMiets occur, the more reedlil'e shall govern. 4,0 PRODUCT DESCRIPTION 4.1 Product Information Dualism Pmdus Residential Patio Covers, Cawue, and Commercial RoofStmemoes are !rewinding and attached, nomencesed solid and lattice residential path ear carports and commercial roofsres. The structures shall be mo amaed in accordance with the plans accompanying this report end as indicated in this report Attached patio Attac• where considered, shall be open on Ibree sides. heeerpw associated with on am two-family • units hall be men a sure two sidu. Fme g Patio covers, moo. end commercial reef structures Mall be alit side: Where designed, enclosure wall conliguatons used with the nominal components disc i1M in this report to f wbud a lachcd residential patio covers shall conform to e limits Doted in Section 1103 of the IBC or COO and Sechiel AHl03 of the MC or CRC. The structures shall be listed in a product evaluation report from an approved vs defied..m IBC area CIM Section 104.11.1 other sourness recognized certification program accepted by MAIO Uni f Evaluation Service. 4.2 Materials 45.1 Alumivum: Aluminum smdIal members art roll - formed a extruded shores of various alloys and temper. complying with Chapter of WM B e IBC and AST209 as spe:Pfed to the pans accompanying his repro. 4.2.2 She: Steel members ere font. from various grades of sscel cemplVng with ASTM A500, Grade 0 and ASTM. A653 SS Grade 50 and, where designated, with a Mese se caring complying MTh G60, m specifined in the Mans hecespurying this report. 4.2.3Fasteners: Fasteners include aluminum and reel bolls, wood screws, log screw, post installed eneho, elf-0Nl'g can act meet meal sums as specified in he plans ampenYiue this nepon 4.2.4p,ee.Flestie-Core Panel: The lemim:ed fourscore sandwich ref panels coed with the mucturel someone. described in this repom to form freestanding end eneehd residential patio and commercial coven shall be Dump., Stn.. panels for Pasha Covers drmibed end umpired in MEMO UESlic_ Page 2 of EVALUATION REPORT Number. 195 Originally Issued: 06/01/2011 Revised: 01103/2020 Valid Through: 0613012021 5.0 IDENTIFICATION Enclosures covered by Ibis report shall be idemi0ed by a permanent dual a identifying lag hat sules the name and address of the rmeuf rer Moralism Product, Incl. Each 'nsulltion shall bear an original identifying decal or ire bearing the IAPMO UES Mark of Conformity nod tie Evaluation Report Number (ER-195). Either of the following Mork, of Con fonoiq may be coed as..., IA or IAPMO UES ER-195 6A SUBSTANTIATING DATA 6.1 Data canpying with do ICC-ES Amapleme Grilse for Patio Coves (AC340), ApplmM August 2011. 6.2 Engineering calculations in accordance with do 2018, 2015 and 2012 reematioml Building Cad, ASCE 7-l0 and 7-16 and the Aluminum Design Manuel Pal t (2015). 63 Quality control manual. 6.4 Process drawings. 7.0 STATEMENT OR RECOGNITION This evaluation report describes the molts of taeseh carried out by 1APM0 Uniform Evaluation Service on W,ahn Products Residendel Pace Cove, C.wons, and Commercial Roof So -moues nunufacceed in Comm and Secmmeel; California, to muss their teats mnsce to the cedes shown in Section II) of Nis rayon and documents the podua's calif lion. The produce an produced at locatime noted .. Section 2.17 of this capon uoder goalily eon,ol program with periodic mspedian widerlhe supervision of IAPMO UPO. Page 3 of 3 Brian Gerber, P.E.,&E Vice President, Technical Operations Uniform Evaluation Senior . ,Isis/ Richard Beck PR, CBO, MCP Vice President, Uniform Rvoluefoe Service /hs+ GP Rua Chenly CEO, The UMMO Grauer 2485 RAILROAD ST, CORONA, CA 92680 951.738.4500 forNA ENGINEERING 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.11501 FAX 949.305,1420 TM EXPIRES ON: JUNE 30, 2022 REVISIONS MARK DATE DESCPoPRON 4 SIEL JOB ( DATE DA02-02 0710&19 1 DRAWN BY RC CHECKED IAPM0195 V 3.1.2 IAPMO APPROVAL MDS( G0.2 (E) BUILDNG SEE NOTE I 1 SEE NOTE I , 1 B ! i ! ! SOLD COVER TO BLDG I I SEEINOTH2 I ICONNECIIO1,1 I I I I I I I I I I I i I I . 1 I I • DECK CLEAR SPANI 6 PROJECTION '7 SEE NOTE I I ! I I I I I I I ( I I I I I I 1 COLI TYP I ! e ! I ! SEE NOTE 4 I I SOLID COVER CONNECNOry TO BEAM SEER NOTE 2 ! I I I I I I I I 1 III I I I I ! ! I 1 I 1 I I I I 1 BEAM OH SEE NOTE 1 OPLAN VIEW BEAM CLEAR SPAN BEAM CLEAR SPAN LENGTH 'L' SEE NOTE 1 1/16"=1'-0• / BEAM OH SEE NOTE 1 SOLID ROOF PANEL SEE NOTE 2 CONCRETE FTC, SEE NOTE 5, TYP OISOMETRIC VIEW 3/32•=1'-0" (E) BLDG. CONCRETE SLAB, SEE NOTE 5 TABLE 1 MINIMUM NUMBER OF POSTS REQUIRING ATTACHMENT PER 356.3 WITH 2 x 6.5x 0032 SIDE PLATES (SIDE PLATE TYPE SP3) TRIG WIND SPEED AND EXPOSURE WIDTH 110B 1100 1208 1200 1306 130C 5 2 2 2 3 3 - 3 s 2 3 3 3 3 4- T 2 3 3 4 3 4 B 3 3 3 4 4 5 8 3 4 4 4 4 5 ID 3 4 4 5 5 6 17 4 4 4 5 5 6 12 4 5 5 6 5 7 WITH 2x 6.5x 0.042 SIDE PLATES (SIDE PLATE TYPE SP4) TRIG WIND SPEED AND EXPOSURE WIDTH 110E 110C 1208 1200 1308 130C 5 2 2 2 2 2 3 B 2 2 2 3 3 3 T 2 3 3 3 3 4 B 2 3 3 4 3' 4 8 3 3 3 4 4 5 10 3 4 4 4 4 5 17' 3 4 4 5 5 6 12 3 4 4 5 5 5 NOTES: 1. NUMBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADD POSTS AS REQUIRED TO ENSURE THAT THE 'MAX POST SPACING (SPAN)' SHOWN ON SHEETS SB.xx.x IS NOT EXCEEDED. 2. THIS TABLE IS TO BE USED N CONJUNCTION MOM DETAILS/SO.3 3. THIS TABLE COES NOTAPPLY IF THE SIDE PLATES ARE PROVIDED FOR AESTIETICAL PURPOSES AND THE BEAM IS CONNECTED TO THE COLUMN DIRECTLY PER 21S63 OR WITH A BRACKET PER 1/S4.5 & 1/S6.3. A TABLE 1- MINIMUM NUMBER OF COL REQUIRING TOP ATTACHMENT PER 3/S6.3 LIOTfS. 1. PATIO COVER DIMF,SIO A. SEE DESIGN ASSUMPTION NOTE 4 ON G0.1 FOR PATIO COVERS CONSISTING OF SOLID COVERS AND LATTICE FRAMING. B. HEIGHT. OF STRUCTURE 'If (TO TOP OF COVER) SHALL NOT BE OVER 12 FT. C. BEAM OVERHANG 'OH' SHALL NOT EXCEED 25% OF BEAMED ADJACENT CLEAR SPAN. EXCEPTION: NO OVERHANG ALLOWED AT I BEAMS CONNECTED TO SIDE OF COL. D. SOUD COVER OVERHANG 'OH' SHAD. NOT EXCEED 25% OF DECK OR IRP SCUD COVENS ADJACENT CLEAR SPAN, (OR 24" MAX. AT IRP, WHICHEVER IS LESS). E TRIBUTARY WIDTH ARE AS SHOWN ON PLAN: • NIB (Bert)= (9 ADJACENT DECK CLEAN SPAN @ RIGHT + DECK OH @ LEFT • T0B (BLDG)- XJ ADJACENT DECK CLEAR SPAN F. THE RATS 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 G. THE RATIO P/L (COVER PROJECTION DMDED BY COVER LENGTH) CAN BE UP TO 4.0 WHEN USING COLUMN AND FOOTING SIZES AS IF THE COVER WAS FREESTANDING. 2, SD ID COVERS A SEE SHEET S3.1A AND 53.3 FOR DECK PROFILES AND MAXIMUM SPANS. B. SEE SHEET 53.2 FOR DURAPANEL INSULATED STRUCTURAL SANDWICH PANELS MAXIMUM SPANS. C. SEE SHEET 52.2 FOR REDUCTION OF SOLID COVER MAXIMUM SPAN WHEN DESIGNING FOR SNOW LOADS. D. SEE SHEET 53.2 FOR CONNECTION OF SOUD COVERS TO SUPPORTING BEAMS. E. SEE SHEETS 53.2, 56.1 &56.2 FOR CONNECTION OF SOUD COVERS TO (E) BUILDING. F. MINIMUM SLOPE OF SOLID DECK COVERS TO BE PER SHEET 53.2. G. MINIMUM SLOPE OF DURAPANEIS TO BE PER SHEET 53.2. 3. BEAMS A. SEE SHEETS 54.E & 54.2 FOR BEAM PROFILES. B. SEE SHEET S4.6 FOR FAN BEAM WHERE OCCURS. C. SEE SHEETS 9/S7:2 AND 58.xx.x"FOR TABLES SHOVING MAXIMUM BEAM SPANS. D. SEE SHEET S2.2 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR SNOW LOADS, E SEE SHEET S6.x FOR BEAM CONNECTIONS & DETAILS. F. SEE SHEET S5.1 FOR BEAM SPUCE DETAIL WHERE REQUIRED. 4. COLUMNS A. SEE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBER OF POSTS REQUIRED BASED ON COVER DIMENSIONS. B. SEE SHEET 54.3 FOR COLUMN PROFILES. C. SEE SHEETS 9/57.2 AND SB.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING. D. SEE SHEETS SBA AND S7.x FOR POSTS CONNECTIONS & DETAILS. 5. FOUNDATIONS A SEE SHEETS 57.1 AND 57.2 FOR COLUMN CONNECTION TO FOUNDATION. B. SEE BEAM SPAN TABLES ON SHEET 58.xx.x FOR MINIMUM FOOTING SIZE FOR PATIO COVER SUPPORTED ON CONCRETE FOOTING, BASED ON BEAM SPAN SELECTED. C. SEE S7.1 FOR ALTERNATE FOOTING SIZES. D. SEE 9/57.2 FOR ATTACHED PATIO COVER SUPPORTED ON SLAB ON GRADE. SHEET NDEX-SOLID PANEL STRUCTURES: TYPE A G0.1 -TITLE SHEET, DESIGN LOADS, GENERAL NOTES G0.2- IAPMO APPROVAL S1.1 - SOLID PANEL STRUCTURES: TYPE A S1.5 -SOLID PANEL STRUCTURES: TRDUTARY WIDTHS TO BEAMS 521 - SOLID PANEL STRUCTURES: SNOW LOAD DESIGN: NEED TO CONSIDER DRIFT AND SLIDNG DESIGN S2.2 -SOLID PANEL STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION FACTORS DUE TO DRIFT AND SLIDING 53.7A -SOLD PANEL STRUCTURES: ATTACHED COVERS MAXIMUM SPANS AND MINIMUM FASTENERS 532 -SOLID PANEL STRUCTURES: CROSS SECTIONS 53.3 - SOLID PANEL STRUCTURES: DURAKNGAND TB PAN MAXIMUM SPANS AND MINIMUM FASTENERS S4.1 -SOLID PANEL STRUCTURES: BEAM PROFLES S4.2 - SOLID PANEL STRUCTURES: BEAM PROFLES 54.3 - SOLD PANEL STRUCTURES: COLUMN PROFLES 84.4 - SOLID PANEL STRUCTURES: MEMBERS PROFLES 84.5 - SOLID PANEL STRUCTURES: CONNECTORS 54.6 - SOLD PANEL STRUCTURES: FAN BEAM DETALS 55.1 - SOLID PANEL STRUCTURES: SPLICE DETALS S6.1 - SOLID PANEL STRUCTURES: ATTACHMENT TO EXISTING BUILDING S8.2 - SOLID PANEL STRUCTURES: CONNECTION DETAILS 88.3 - SOLID PANEL STRUCTURES: CONNECTION DETAILS S7.1 - SOLID PANEL STRUCTURES: FOUNDATION DETALS S7.2-SOLID PANEL STRUCTURES: FOUNDATION DETALS SBJOLx-SOLID PANEL STRUCTURES: BEAM SPANS AND FOUNDATION SEES IS PSF LUSL, 1x5 MPH G9.1 -ADDITIONAL STATE LICENSURE STAMPS SOLID PANEL STRUCTURE TYPE A: ATTACHED SINGLE SPAN WITH OPTIONAL CANTILEVER 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 DATE SIGNED: DECEMBER 17, 2019 ' ENG/NE/- 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.1150 I FAX 949.305.1428 TM EXPIRES ON: JUNE 30, 2022 REVISIONS MARE DATE DESCRIPTION 4STEL JOB% DAD2NO2 DATE 0/N8II9 DRAWNEY RC CHECKED Nib 4 4 IAPM0195 V 3.1.2 SOLID PANEL STRUCTURES: TYPE A (1) 110-16 TEKS DR SMS AT EA. (4) TOP FLUTE ATTACHMENTS TO BEAM B1 OR TO WALL HANGER SEE NOTE 2. 0.67' I 3.00" 1 4.50" 0.35' 4.50' ], 4.55' 24.000" (2) 110-16 TEKS OR SMS @ EA (3) BOTTOM FLUTES ALUM ALLOY 3004-H361 0.40' r 0.40' 0.35' 4.50" 3.00' 0.25" 0.86" O24' x 2-1/2' TRI-V PAN 0.35" 7T 1l4.UM. ALLOY 3004+T381 (1) #10-16 TEKS OR SIAS AT EA (2) TOP FLUTE ATTACHMENTS TO B1 OR TO WALL HANGERS. SEE NOTE 2. (1) 110-16 TEKS OR SMS TO EA. (3) BOTTOM FLUTES 0.375' I EQ. I " E0. I E0. 0.75" bar OR 6.00" CI8'OR8'x2-1/2'FLAT PAN S'=V-0" 0 NOT USED TABLE 1A-ATTACHED COVERS MAXIMUM SPAN FOR 24° TR)-V PAN LL/OSL TON) WIND SPEED AND EXPOSURE 110E 110C 120E 120C 13013 130C 0.018 103" 103" 103' 103" 10'3" 94" 10 0.024 1248" 12-3" 1210" 123" 12,3" 1210' 0.032 14'3" 143" 14'3" 143" 14,3" 143" 0.018 9.4" 8'-4" 84" 8'4' 84' 84" 20 0.024 10.1" 151' 10-1" 10.1" 10.1" 10-1" 0.032 124" 12.1" 124' 12-1" 12.1" 12,1" 0.018 T-3' 73' T3' T3' 7,7 T3" 26 0.024 8-9' 8'A" 8-9" 8'6" 8'3' 8'A" 0.032 9.8" 95" 93" 93' 90-" 95" 0.018 6'-7' 6-7" 9-7' 6'-7" 6'-77 6'-r 30 0.024 8.3" 83" 8-3" 8'3" 8'3" 8-3" 0.032 9.1" 9-R 9.1" 9'-1' 9,1" 9,1" TABLE 2 - MULTI SPAN REDUCTION FACTORS ROOF PANEL ROOF LIVE 2 GROUND SNOW LOAD (psl) TYPE 10 20 25 30 40 50 24 x 2-1/2 x 1018 0.85 0.80 0.65 0.65 - 24 x 2-1 /2 x 9.024 0.90 .0.88 0.70 . 0.65 24 x 2.1/2 x 0.032 0.90 0.88 - - OTHERS _ _ _ _ TABLE 18 - ATTACHED COVERS MAXIMUM SPAN FORS x 2-1/2 FLAT PAN LUGSL TON) WIND SPEED AND EXPOSURE 110E 110C 1208 120C 1308 130C 0.020 14'7" 14-7" 14'-7' 14'-r 14' 7' 14'-T 10 0.021 16-10" 18.13' 18-10" 15.10' 15-10" 15'-70" 0.032 1840' 18.0 18-0" 18-0" 18'-0' 1847 0.040 19'4° 194" 19'-4' 194' 194" 194" 0.020 12'-1' 12.1' 12-1" - 12-1' 12'-1" 12.1" 20 0.024 13'3' 123' 13.3" 123" 13'3" 10-3 0.032 15'S" 18.6" 15'4" 15-6" 15,6" 18-6" 0.040 1648' 18.9 16'3" 793" 16'-8" 19.9 0.020 104' 104' 10'-4' 104"' 10'4" 104" 25 0.024 11-1" 11-1" 11,-1' 11,1" 11'-1" 11,1" 0.032 12N' 12.1' 12'-1" 12-1" 12'-1" 12-1" 0.040 13,1' 13'-1" 13'-1' 12-1' 13'-1" 13'-1" 0.020 99" 99" 5-9 9'9" 9.9 9-9" 30 0.024 104" 104" 104' 104" 104" 10.4' 0.032 114' 114" 114' 114' 114' 11'4" 0.040 123' 12-3" 123" 123' 12'4" 723" 0.02D 9-0" 90" 8-0 9-0" 9-0 9-0' 40 0.02A 9-S 95" 95" 95" 04 " 9.-6" 0.032 104" 104" 104" 10.4' 104' 104" 0.040 11,2" 11'-2 11'-2' 11,2 11,2" 11,2 0.020 83' 8'4" .83' . 8'3" . 8-3: 8'3" 50 0.024 59" 8.9" 8-9 8,9" 8 9" 8'-9 D.032 93" 9S" 9.9 9'S" 9.8' 9'3" 0.040 10-4' 10-4" 10'4" I 74' 10'4" 10 47 ,NOTES FOR DECK ATTACHMENT TO SUPPORTING BEAMS AND WALL HANGERS: 1 - MINIMUM ATTACHMENT OF PANS TO BEAMS (EXCEPT BEAM PROFILE B1) SHALL BE MADE WI1H (1) OR (2) #10-16 SMS OR TEK SCREW AT EACH BOTTOM FLUTE, AS SHOWN IN DECK PROFILE ABOVE. 2 - MINIMUM ATTACHMENT OF PANS TO BEAM PROFILE 61 SHALL BE MADE WITH (1) OR (2) 410.16 SMS OR 7EK SCREW AT EACH BOTTOM FLUTE, AND (1)1110 SMS OR TEK SCREW AT EACH TOP FLUTE. AS SHOWN IN DECK PROFILE ABOVE. 3 - MINIMUM ATTACHMENT REQUIREMENTS ABOVE DO NOT APPLY TO GUTTERS OR C-SHAPED DECK CLOSURE PLATES THAT ARE NOT USED AS BEAMS (NONSTRUCTURAL MEMBERS NOT CONNECTED TO COLUMNS AND INSTALLED AT THE END OF AN OVERHANG OR PARALLEL TO THE DIRECTION OF THE DECK) 4 -WHEN ATTACHING TO BEAMS B9, 510, 815, B16 OR B19 (DOUBLE MEMBERS), ATTACHMENT CAN BE MADE TO EITHER MEMBER OF THE BEAM, BUT SHALL BE EVENLY SPUT BETWEEN THE 2 MEMBERS. TABLE 1C -ATTACHED COVERS MAXIMUM SPAN FOR 8 x 2-1/2 FLAT PAN LUGSL TON) WIND SPEED AND EXPOSURE 110B 110C 1208 1200 13013 130C 0.020 123" 12'4" 12-6° 123" 1210' 125" 10 0.024 13'-r 13'-r- 13=T 18-7" 13'-7" 13'-T 01032 18-7' 1547" 15'-7" 18-7" 1567" 15-T 0.040 17'-7' 1T-7" 17'-T 1T-7" 17-7" 17-r 0.020 10'-2" 10'-2" 10'-2' 10-2 10'-2" 15-2 20 0.024 11'-4" 114" 114" 11'-4' 11'-4" 11'4" 0.032 13',0" 13'-0" 13'-0' 13'-0' 13'-17 13'-0- 0.040 14',6" 14'S" 14'-6" 14'-5" 14'4" 14'S" 0.020 9'-9" 9=9" 99" 9-9" 93" 9.9" 25 0.024 10'4" 104" 104' 104' 10.4" 104" 0.032 114" 114" 11'4" 114" 114' 11'4' 0.040 1210" 123" 12.3" 123" 1210" 123" 0.020 83" 9.3" 9'3" 93" 93" 93" 30 0.024 99" 7-9" 9'9" 9'-9 99' 9,9" 0.032 10'-9 109" 10'-7 109' 10'-9" 10-9' 0.040 11'-7" 11'-r 11'-7" 11'-T 11,7" 11'-7" 0.020 84" 84" 8'4' 8'4" 84" 8'4' 40 0.024 90 9'-0" 99° 9-0" 9-0" 90" 0.032 9-9' 9=9 9'-9" 9'-9 9.7 9-9" 0.040 107" 10'-7" 10.7' 10-7' 10-7' 10-7" 0.020. T5". T-5" 7<5" .75" . T5' . 75" 50 0.024 8'3" 8'3" 8'3' 8,3" 83" 8'3" 0.032 9'-1" 5-1" 9,-1" 9,-1" 7-1" 9-1„ 0.040 9.9" 59 9'-9" 9'9" 9-7 9.9' DURALUM 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 )aug ro S 5885 >r P TgTF OF CALS<) DATE SIGNED: DECEMBER 17, 2019 _wyEivattwE- /L 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.11501 FAX 949.305.1420 ) 1 EXPIRES t SAP MO ES TM ON: JUNE 30, 2022 -I REVISIONS MIN( DATE DESCRIPTION I 45TEL J084 0A02-02 DATE MAIM 1 1 DRAWN BY RC I CHECKED MDS I IAPMO 195 V 3.1.2 SOLID PANEL STRUCTURES: ATTACHED COVERS MAXIMUM SPANS AND MINIMUM FASTENERS S3.1A ALUM. ALLOY 3004-H36 STEEL ASTM A653-55 GRADE 50 G60 I229' ALUM. ALLOY 3004-1136 STEEL ASTL1 A653-SS GRADE 50 G60 ALUM. ALLOY 3004-136 STEEL ASN0 A653-SS GRADE 50 G60 a 7.875" it ALUMINUM BEAM • m - I MM BEAM i:l;:i . m $ OA42' TYP El — 2.824' 3.000" 4.000' 3.000' 3.000' 4.000' 3.000" 3.000' , DBL3x8x0042' MAX. ' MAX. DBL 3 x 8 x 0.042' w/ 3x8'x0.042" w/ 14 GA. STL INSERT 3"=1'-0" — w/ 12 GA. STL INSERT 3'=1'-0" 12 GA. STL 'U" CHANNEL 3"=T-0" a .25° }osry I ALUM. ALLOY 6063-T6 I 1229" ALUM. ALLOY 30044136 STEEL ASTM A653-SS GRADE 50 G60 2.139' __ _ 7.875" ,1 of 66 12 GA. CONTINUOUS STEEL INSERT 0.042' t 0.76' / t o _ ro o.065"ii ttP. '\ • b wO ,'l 4r.—J, b I �` 0.080" I TYP. 4 .. it [ 4.06' N. - FAN BEAM NOTE: SEE 1/S4.6 FOR DETAILS AT FAN BEAM. DURAKING GUTTER 2.824" 3.008' - - 3 x 8' x 0.042" CD w/ 12 GA. STL INSERT 3'=1'-0" 6'=1'-0" 3'=I'-O' 0.91345' 4, ALUM. ALLOY 3004-H38 STEEL ASRA A653-SS GRADE 50 G60 ALUM. ALLOY 3004-H36 STEEL 65104 A653-SS GRADE 50 G60 It,. ALUCONRNMINUAUOUBEAMS & STEEL INSERT PER B13/54.2 TYP. 0 _ f m as II 3.000" I 4.000" 3.000" 2.898" 3.000" MAX. DBL 3 x 8 x 0.042' CO w/ 14 GA STL INSERT 3"=1'-0' CD3x8x0.042"w/ 12 GA. STL If CHANNEL 6'=I'-O' DURALUM 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 ��9FESSIQ I S 5885 44tiVii11. 1 4 e" P TgTF OF CAl\\-- DATE SIGNED: DECEMBER 17, 2019 eb'// ENGNEERNG 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.1150 I FAX 949.305.1420 I I EXPIRES I A p Mp ES TM ON: JUNE 30, 2022 REVISIONS MIN DATE DESCRIPTION 1 • ASTEL JOB II DA02A2 I DATE 07109119 I I DRAWN BY RC I CHECKED RIDS I 1 IAPM0 195 V 3.1.2 SOLID PANEL STRUCTURES: BEAM PROFILES I S4.2 I ASTM A500 GRADE B I IALUM. ALLOY 3004H1361 IALUM. ALLOY 3004-H36Iy, I ASTM A500 GRADE B I 14 —` 3" ALUMINUM OR STEEL POST PER PLAN DURALUM 0.168" 0.032 e LLA i _ _ — = 0.1e6' 2485 RAILROAD ST, CORONA, CA 951.736.450092860 " . C S < /2 3.000' 1. 3.000" 1 0.042" ,,,. 4.000" 49�fESSI—.5I �t�'G.2�C` K F `'sF.,i , "Y U S 5885 - i SQ. x 0.032' ALUM. POST ITISACCEPTABLE TO COVER SECTION CT FOR AESTHETICAL SLEEVE SHALL EXTEND FROM THE BEAM/COLUMN CONNECTION. HSS 3 x 3 x 3/16 THIS COLUMN SECTION PURPOSES. NO THE FOUNDATION ' (FULL HEIGHT) BY FASTENERS ARE REQUIRED. TO THE UNDERSIDE OF • R�ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) W11H ALUMINUM BENT PLATES FOR AESTHETCAL PURPOSES. NO FASTENERS ARE REQUIRED. SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF THE BEAM/COLUMN CONNECTION. 0 HSS 4 x 4 x 3/16• 2.000' 3.000' 2.000" NOTE: SEE TABLE 1 ON Six FOR APPLICATION OF THIS DETAIL, 0.042' SIDE PLATES 411 fir`\ TqT� OF DATE SIGNED: DECEMBER 17, 2019 ©3' 3°=1,-0, r=1,-0' 0 C7 3'=r-o° C1D 3,=1, 0" I ASTM HOOD GRADE B I I ASM A500 GRADE B I I ALUM. ALLOY 6063-T6 I IAL.UH. ALLOY 3004-H361 SV 0.762° 0250' i ' 1 ENGINEERING 26030 ACERO, SUITE 200 MISSIONVIEJO. CA 92691 949.305.1150 I FAX 949.305.1420 $ o.o4G' Ohon' o �� ; 1 oDP D, y' /"�1, "' I�� S S g + n o DP G n TAP. 3.000' 3.000° I 3.000'..... „_,,,_ 4.000" r I IT IS ACCEPTABLE TO COVER SECTION CT FOR AESTHETICAL SLEEVE SHALL DITEND FROM THE-BEAM/COLUL64 CONNECTION.' HSS 3 x 3 x 1/4 THIS COLUMN SECTION (FULL HEIGHT) BY PURPOSES. NO FASTENERS ARE REQUIRED. THE FOUNDATION TO THE UNDERSIDE OF - - IT IDS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY SECTION C1 FOR AESTHLIICAL PURPOSES. NO FASTENERS ARE REQUIRED. SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF THE BEAM/COLUMN CONNECTION. 3' SO. ALUM. POST 7 IT IISS ACCEPTABLE TO COVER THIS COLUMN SECTON (FULL HEIGHT) BY SECTION Cl FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF THE BEAM/COLUMN CONNECTION: - 3' MAG POST ITTIISS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) WITH ALUMINUM BENT PLATES FOR AESTHETCAL PURPOSES. NO FASTENERS ARE REQUIRED. SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF THE BEAM/COLUMN CONNECTION. HSS 4 x 4 x 1/4 A L TM EXPIRES ON: JUNE 30, 2022 0 3"_t'-0' O 0 3.=1,-0. 3.a1,-0" ® I ASTM A500 GRADE B I 1 STEEL A653 GRADE 50 CP601 IALUM. ALLOY 3004-H361 1 REVISION S' ALUMINUM OR STEEL POST PER PIMA 1.500' c IaARX DATE DESCNPRON I I 4 STEL JOBB 0A02-02I _ n'nF `" "�. ...Awn - 0. 0.313' / i.V///////1111 DATE 0im019 4 4 0..12 +RQ12 DRAWN BY RC %///////� o 45 TYP.LI ✓ CHECKED MOB 3.000" 0A32' } 3,000' 1 IAPM0195 V 3.1.2 SOLID PANEL STRUCTURES: COLUMN PROFILES SECTION IS ACCECPTABLE FOR E COVER THIS COLUMN NOSFASTENERSS(FULL HOGHT) IR VESHALL FOE TE D FROM PERFOUNS. THEARE TIDE OF SLEEVEEXTEND FROM NE FOUNDATION, TO THE UNDERSIDE OF THE BEAM/COLUMN CONNECTION. 3' SO. STEEL POST IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY SECTION CT FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF THE BEAM/COLUMN CONNECTION. HSS 3 x 3 x 6/16 _� 2.000' 3.000' 2.000" SEEE: SEE TABLE i ON 51.x FOR APPLICATION OF THIS DETAIL 0.032' SIDE PLATES 54.3 0 OB 3"=1'-0" C9 3"=1'-0' NOT USED ',X 025 :As 0.25' PLUM. ALLOY 3004-H38 0.620" ,jp:io,, 1.250' S 0.76"$ { 6•<,7,0.76' JTh 4 ^ tt $ v ,bmo ^ 0.038" IA 6Q e F20 4.00' N01Es: 1. SEE 10/S5.1 FOR SPLICE DETAIL WHERE OCCURS. 2. THIS GUTTER IS USED WDH 6" OR 8" FIAT PANS 0R 24' TRFV PANS. MAG GUTTER 4.06" ' 3.020' DURAKING GUTTER NOTES: 1. SEE 4/S5.1 PO SPLICE DETAIL WHERE OCCURS. 2. THIS GUTTER 15 USED WITH 6" OR 8' FIAT PANS OR 24" TRH/ PANS AND T6 PAN. ROLL FORMED GUTTER.(TRI-V PAN, FLAT PAN, T6 PAN) 3-=1'-0' O 3"=1' G" O 3 =1' D O 90 x=1'-0^ 2.125' - - O NOT USED I ALUM. ALLOY 6063-T6 I MAXIMUM PROJECTION WHEN USING EXTRUDED SVVIVEL BANGER 3R0 SCREW WHERE OCCURS LL/GSL Lag Screw WlndSpeed and Exposure ATTACH SNIVEL (PSFI Diameter 1108 IlOC 1208 120C 130B 130C HANGER TO (E) 1/4"0 13,-6" 12'-G' 12'-6" 11'-0" 11'-6" 10-0' BUILDING PER ADJACENT TABLE 4.125" .3W 11 954Z 2.000' 2.00D' 4.000' 4.860' 10 5/16"0 17'-0" 15'-6" 14'-0" 14'-0" 14'-6" 12'-6" 3/8"0 18'-0' 16'-6' 16'-6" 15,-D" 15'-0' 13'-6" (2) /8 @16' O.C. TO MATCH LOC. OF 1/4"0 10'-O' 9'-0' 9'-5' 8, 6" 8'-6' 8'-0' LAC SCREW \ 20 5/16"0 12'-6" 11'-6' 10'-6" 10'-6" ll'-0' ]D'-O' 3/8"0 13'_0" 12'-0' 12'-6" .11,_6" 11'_6" 10,_6„ ,�-'�- HANGER PER fiA/- :, Q 0 2/4"0 9' - 6" 9'-0" 9�-0' 8' - 6" 8�- 6" 8-0' .015'x 90 25 5/16"0 12'- 0" 11'-6" 10-6" 10-6" 10-6" 10'-0' m V-GROOVE 2 .625` ATTACH EXTRUDED HANGER 3/8'0 12-6" I2-0" 32-0' 11'-0" 73.'-0' 10-6' 1.375" TO DUSTING BUILDING PER co. TABLES ON 56.1 - NOTES: 1- WHEN CONNECTING SWIVEL HANGER TO WALL STUDS AT 16" OC MAX, FASTENERS SHALL HAVE MIN 3" PENETRATION INTO WALL STUDS. 2- WHEN CONNECTING SWIVEL HANC-ER TO MIN 2x W000 FASCIA @8" - OC, FASTENERS SHALL HAVE MIN 130" PENETRATION INTO WOOD FASCIA. NOTES' I. USE OF THIS OETNL IS UNITED TO A TABLE 2 0 USE 0O0F 1THIDETAIL IS NOT ALLOWED LOAD > 25 PSF OR ROOF SNOW LOAD Ly Ri "' PROJECTION LENGTHS SHOWN . WHEN GROUND SNOW > 21 PSF 2.125' TMP 1.034 EXTRUDED HANGER CONNECTION 2.707' (DURAKING PAN) 3=1-0' 0 x=1b' I ALUM. ALLOY 3004 H36 I a I ALUM. ALLOY 6063-T6 I z ATTACH ROLLED FORMED /1 HANGER TOREXISTINGABLE BUILDING PER TABLES 1.480' LL .0 @ti z 2495' ■s_;iul, ,l r y� T.f;; ► FASTENERS PER 3/53.2 1.332' 1.937" y .176 1.500" .015" x 90 .092' 0.202' V-GROOVE 2 .250' 0.35 0.080" 0.145' _ 0376 0- .075' 0.055" m APPROVED 6' INSUL \2.336" ROOF PANELS PER ATTACH IR HANGER 2/G3.2 TO DOSING BUILDING PER TABLES 56.1 2.740' / 0.312E cN u 4.065' 4.861' ON 56.1 '-cr 8.25 :vie_ 0281' 4 064 •30D' 0.450' tr 11.57 ,F 9Of7 „ N IYP 500° 0.563° P = 53 I'.v "L" -. j.4. FASTENERS PER 3/53.2 8. # 1S50' R.08" .625' 1.375' ROLL FORMED HANGER (TRI-V O 2125" A O 1-1/2"-r-0" IR HANGER APPROVED 3' OR 1.880" a W' INSUL ROOF PANELS PER 2/G3.2 3.034 EXTRUDED SWIVEL HANGER CONNECTION 9 IR PANELS PER IAPMO 0606 N.r.s. 8 (TRI-V PAN, FLAT PAN, T6 PAN) 3"=I'-o" O O12 PAN,FLAT PAN,T6 PAN) 3'=I'-0' �ya DURUM 2485 RAILROAD ST, CORONA, CA92880 951.736.4500 1.0ESSICy44 y w S 5885 di T9r' OF CAO'''' DATE SIGNED: DECEMBER 17, 2019 ' E/YG/TE- 1 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.11501 FAX 949.305.1420 1 EXPIRES TAP Mp ES TM ON: JUNE 30, 2022 4 REVISIONS MARK DATE DESCRIPDON I 4 STEL JOSA DA02.02 I DATE OROWi9 I BY RC ,DRAWN CHECKED N1DS 1 IAPM0 195 V 3.1.2 SfLID PANEL STRUCTURES: MEMBER PROFILES I S4.4 FAN BEAM (CAN BE LOCATED IN AM' FLUTE OF AN 8' FIAT PAN) PER 1317/54.2 WALL HANGER PER 12/S4.4 ADD L2 x 2 x 0.120" x 0-2" LONG W/- .10 S.M.S. xl¢" LONG TO LEDGER AND (2) I10 S.M.S. TO FAN BEAM FAN BEAM AT HANGFR CHANND °SECTION SCALE 3" = 1.-0° FAN BEAM PER 1317/S4.2 ADD #10 S.MS. AT BEAM/HEADER BEAM/HEADER AT EADER °SECTION SCALE 3" = 1'-0" 0 FAN BEAM DETAILS FAN BEAM PER B17/S4.2 I BEAM WHERE OCCURS RECTANGULAR BEAM WHERE OCCURS SCALE: AS NOTED FAN BEAM (19'-0" MAX. SPAN) HANGER CHANNEL °SECTION SCALE (6, = NAB 1. FAN BEAM TO BE INSTALLED IN B' x 25' FLAT PAN ONLY. 2. FAN BEAM CANNOT BE INSTALLED HI 24" TRI-V PAN, 12" W PAN OR 6" x 21f" FLAT PAN 3. WHEN USING 6" x 2r FLAT PAN, IT IS ACCEPTABLE TO REPLACE ONE SECTION OF DECK BY AN 8' x 2)5" FIAT PAN SECTION WITH A FAN BEAM. 4. SEE IAPMO 0505 FOR FAN BEAM AT IRP FAN BEAM PER B17/54.2 ATTACHMENT TO DECK PER 53.IA OR 53.IF WALL HANGER PER 12/$4.4 .10 S.M.S. TOP AND BOTTOM AT FAN BEAM 4 16'N L HANGER ATTACHMENT °ELEVATION- - srALF• 3' = 1'-0 `-- WHEN DOUBLE BEAM OCCURS, ATTACH FAN BEAM TO EXTERIOR BEAM FDN BF?H °SECTION SCALE: 3" = TYP. ATTACHMENT PER 4/56.2 USE (2) 3{#31 LAG SCREW TO (2) (E) STUDS CLOSER TO FAN BEAM ((4) SCREWS TOTAL) (2) .12 SOS, FAN BEAM TO GUTTER FAN BEAM (2) /10 SDS DECK TO FAN BEAM (1) #12 SMS EACH SIDE OF FAN BEAM, DECK TO BEAM B1 OR B4 GUTTER PER S4.1 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 DATE SIGNED: DECEMBER 17, 2019 �E/VG/N/` 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.1150 ) FAX 949.305.1420 TM EXPIRES ON: JUNE 30, 2022 REVISIONS MARK DATE DESCRIPTION 4STEL JOB DA02.02 DATE 12/0er19 DRAWN BY Rc CHECKED ADS 1 IAPM0 195 V 3.1.2 SOLID PANEL STRUCTURES: FAN BEAM DETAILS S4.6 TABLE 1 - MAXIMUM CLR SPAN TO ADJACENT BEAM WHEN USING DETAIL 4/S6.2 LL/GSL EXISTI NOFRAMI NO MEMBER BRACKET OFFSET"D" (PSF) AT ROOF OVERHANG 24" 18" 12" 6" 2x4 FULL 1710" 19'11" 28'0" 250" 10 2x6 NOTCHED 20'6" 26 0" 28'0" 28'0" 2x6 FULL OR 2x8 NOTCHED 28' 0" 28'0" 28' 0" 28' 0" 2x8FULLOR 2x10 NOTCHED 28' 0" 28' 0" 28' 0" 260' 2x4 FULL 79" 11'10" 19'5" 28' 0" 2D 2x6 NOTCHED 123" 1710" 28' 0" 26 0' 2/6FULLOR 2x8 NOTCHED 19'7" 277" 28' 0" 28' 0" 2,6 FULL OR 2x10 NOTCHED 28'0" 28'0" 28' 0" 28' 0" 2x4 FULL T4" 11'3" 18'7" 28' 0" 25 2x6 NOTCHED 11'8" 170" 271" 260' 2x6 FULL OR 2x8 NOTCHED 1178" 264" 28' 0" 28' 0" 2x8 FULL OR WO NOTCHED 260" 28'0" 28' 0" 28'O" 2x4 FULL 511" 9'4" 15'8" 25 0" 30 246 NOTCHED 9'6" .14'2" 22'11" 28' 0" 2x6 FULL OR 2x8 NOTCHED 15'5" 22'0" 28'0" 28' 0" 2x8 FULL OR 2x10 NOTCHED 263" 28'0" 28' 0" 28' 0" 2x4 FULL 4' 8" 7'7" 12'11" 27'8" 36 2x6 NOTCHED 79" 11'8" 19'0" 28' 0" 216 FULL OR 2x8 NOTCHED 12'9" 18'4" 28' 0" 28' 0" 2x8 FULL OR 2x10 NOTCHED 21'10" 18'6" 28' 0" 28' (7' 2x4 FULL 4' 0" 6'9" 12' (7' 25' 2" 2x6 NOTCHED 69" 10'5" 17'6" 28'0" 40 2.6 FULL OR 2.6 NOTCHED 11' 4" 16'6" 26'7" 28'0" 2x8 FULL OR 2x10 NOTCHED 19'7" 27'6" 28' 0" 28' 0" 2x4 FULL 3' 9" 6' 4" 11'0' 23'10' 2x6 NOTCHED 6'S" 9'11" 16'4" 28' 6' 42 2x6 FULL OR 2x8 NOTCHED 10' 9" 15'8" 24'11" 28' 0" 2x8FULLOR 2x10 NOTCHED 18'7" 15'10" 25'2" 28' 0" 2x4 FULL 2'10" 5'2" 9' 8" 20' 4" 2,6 NOTCHED 5'1" 8'2" 14'2" 28' 0" 50 2x6 FULL OR 2x8 NOTCHED V9' 13'0" 21'6" 28' 0" 2x8 FULL OR 2x10 NOTCHED 15'6" 21'11" 28. 0" 28'0" - 2x4 FULL 2'1" 4'1" 7' 6" 16'10" 60 2x6 NOTCHED 3' 11" 6'T' 11' 4" 1611" 2x6 FULL OR 2x8 NOTCHED 7'0' 168" 15'9" 1611" 2x8 FULL OR 2x10 NOTCHED 12' 8" 10'ID" 15'9" 1611" 214 FULL 1'5" 3'2" 6'2" T6" 72 2x6 NOTCHED 3'0' 5'3" 6'5" 76" 2,6 FULL OR 2x8 NOTCHED 4'3" 5' 4" 6'S" T6" 2x8FULLOR 2x10 NOTCHED 4' 3" 5' 4" 6'5" T6" 2x4 FULL NG NG NG 09" 24 NOTCHED NG NG NG 09" M 2x6 FULL OR 248 NOTCHED NG NG NG 0'9" 2x8 FULL OR 2x10NOTCHED NG NG NG 0' 9" NOTES 1- FOR 10 PSF LL/GSL, USE ROOF BRACKET 5/S4.5. 2- FOR LL/GSL 220 PSF, USE SNOW BRACKET6/54.S. 3-ASSUMPTIONS: - NOTCH CAN BE UP TO 1" IN 246, UP TO 1.5" IN 2x8 OR 2x10. - 40FT MAX (E) ROOF RAFTER /JOIST/TRUSS BACKSPAN. - MAX (E) ROOF RAFTER /JOIST/ ThUSS SPACING TO BE 24"OC TABLE 1A - MAXMUM CLR SPAN TOADJACENT BEAM WHEN USING ROOF BRACKET PER 5/S4.5 AND 4C/S6.2 TABLE 1B - MAXIMUM CLR SPAN TO ADJACENT BEAM WHEN USING SNOW BRACKET PER 6/S4.5 AND 4056.2 LL/GSL WIND SPEED & EXPOSURE WIND SPEED &EXPOSURE 1108 1208 1308 130C WGSL (PSF) 1108,110C 120C 130C (PSF) 110C 120C 120B,1308 10 17-0" 15,0" 14'-0" 12-0" 10 24'-0' 24,0" 21-0' 20 20-0' 19'-9" 18'-3„ NOTES: 25 16-3" 19'-3" 17-9" 1- WHEN USING ROOF BRACKET PER 30 10-3" 16'-3" 16-3" 4C/S6.2, THE MAXIMUM PROJECTION 36 15-9" 13'-9" 13'-9" SHALL BE THE SMALLEST PROJECTION 40 12'-3" 12'-3" 12'-3" FROM TABLE 1 AND TABLE IA. 42 11'-9" 11'-7' 11'-9" 2- WHEN USING SNOW BRACKET PER 550 10'-0' 10-0' 10'-0' 4D/56.2, THE MAXIMUM PROJECTION SHALL BE THE SMALLEST PROJECTION 60 8'-3" 8-3" 8, 3' FROM TABLE 1 AND TABLE 1B. 72 7, 0" 1-0" T-O" 84 6'-0" 6'-0" 6'-0" TABLE 2 - NUMBER OF SIMPSON A34s AND A35s REQUIRED BETWEEN FASCIA AND ROOF SHEATHING PER 4A562 WHEN CONNECTING PATIO COVER TO EXISTING ROOF OVERHANG TRIO WIDTH 10 PSF LL/GSL 20PSF LL/GSL 25PSF GSL 30PSF GUI. 36PSF GSL 40PSF GSL 42PSF GSL 50PSF GSL 60 PSF GSL 72PSF GSL 84 PSF GSL 5' 1 1 1 1 1 1 1 1 2 2 2 6' 1 1 1 1 1 1 1 2 2 2 2 7' 1 1 1 1 1 1 2 2 2 2 2 8 1 1 1 1 1 2 2 2 2 2 2 9' 1 1 1 1 2 2 2 2 2 2 2 10' 1 1 1 2 2 2 2 2 2 2 2 11' 1 1 2 2 2 2 2 2 2 2 NG 12' 1 1 2 2 2 2 2 2 2 NG NG A NUMBER TIN THIS TABLE MEANS THAT (1)A34 + (1)A35 ARE REDO. A NUMBER 2 IN THIS TABLE MEANS THAT (2)A34s+(2 A35s ARE REQ'D. (STAGGER CONNECTORS WHEN USING (2) IN SAME WOOD MEMBER) A34s: USE (8) SIMPSON SD9112SCREWS TO CONNECT A34S TO (E) FASCIA AND ROOF FRAMING A35s: USE (6) SPAX X 6x 1/2" SCREWS TO CONNECTA35S TO IE) ROOF SHEATHING USE (6) SPAS #6x 1/2" OR SIMPSON SD9112 SCREWS TO CONNECTA355 TO (El ROOF FRAMING TABLE 3A -FASTENERS REQUIRED AT CONNECTION OF HANGERS PER DETAILS 9, 11, AND 1254.4 TO EXISTING WOOD STUD WALL FRAMING TRIB WIDTH 10PSF U/GSL 20PSF WGSL 25PSF GSL 30 PSF GSL 36 P5F GSL 40PSF GSL 42PSF GSL 50 PSF GSL' 60PSF GSL 72 PSF GSL 84PSF GSL 5' (2)A (2)A (2)A (2)A (2)A (2)A (2)A (2)A (3)A (3)A (3)A 6 (2)A (2)A (2)A (2)A (2)A (2)A (2)A (2)8 (3)A (3)8 (3)B 7' (2) A (2) A (2) A (2) A (2) A (2) 8 (2) B (2) B (3) A (3) B (3) C 8' (2)A (2)A (2)A (2)A (2) B (2) 8 (2) B (2)C (3) 8 (3)C (3)C 9' (2)A (2)A (2)A (2)A (2)8 (2)C (2)C (2)C (3)C (3)C (3)C 10' (2)A (2)A (2)A (2)8 (2)C (2)C (2)C (2)C (3)C (3)C (3)C 11' (21A (21A (2)8 (2)B (2)C (2)C (2)C (2)C (3)C (3)C (3)D 12' (2)A (2) B (2) B (2)C (2)C (2)C (2)C (2) D (3)C (3)C (3)D A - 1/4' LAG SCREWS W/ 22/2" PENETRATION IN MIN 2x WALL STUDS @ 16"OC MAX 8-5/16" LAG SCREWS W/2K" PENETRATION IN MIN 26 WALL STUDS @ 16"OC MAX C-7/16" LAG SCREWS W/ MI" PENETRATION IN MIN 2x WAL STUDS 016"OC MAX D - 1/2" LAG SCREWS W/ 4" PENETRATION IN MIN 2x WALL STUDS @ 16"OC MAX TABLE 3B -FASTENERS REQUIRED AT CONNECTION OF HANGERS PER DETAILS 9, 1, AND 12/S4.4 TO EXISTING MIN 2x LEDGER OR FASCIA TRIG WIDTH 10 PSF U./GSL 20 PSF 1/GSL 25PSF GSL 30 PSF GSL 36PSF GSL 40PSF GSL 42PSF GSL 50 PSF ' GSL 60 PSF GSL 72 PSF GSL 84P5F GSL 5' (2)@26"oc(2)@16"oc (2)016'oc (2)@12"oc (2)@12"oc (2)@8"oc (2)@8"oc (2)@8"oc (3)@8"oc (3)@8"oc (3)@8"oc 6' (2)@16"oc(2)@12"oc(2)012"oc(2)@32"oc (2)@8"oc (2)@8"oc (2)@8"oc (2)@6"oc (3)@8"oc (3)08"oc (3)@6"oc T (2)@16Dc(2)032"oc(2)012"oc (2)@8'oc (2)@8"oc (2)@8"oc (2)@6"oc (2)@6"oc (3)@8"oc (3(@6"oc (3)@6"oc 8' (2)@16"oc (2)@8'Ot (2)@8"oc (2)@8'cc (2)@6"oc (2)06"oc (2)@6 oc (2)@4"oc (3)@6"oc (3)@6"oc (3)@4"ot 9' (2(016"oc (2)@8'oc (2)@8"oc (2)@8"oc (2)@6"oc (2)@6"oc (2)@6"oc (2)@4"oc (3)@6"oc (3)@4"oc (3(@4"oc 10 (2)@16'o (2)@8"oc (2)@8'oc (2)@6"oc (2)@6"ot 12)@4"oc (2)@4"oc (2)@4"0C (3)@4"oc (3)@4"oc (3)@4"oc 11' (2)@12"oc (2)@8'oc (2)@8'oc (2)@6"oc (2)@4"oc (2)@4"oc (2)@4"oc (2)@4"oc (3)@4"oc (3)04"oc (3)@3"oc 12' (2)@12"oc (2)@6"oc (2)06"oc (2)@6"oc (2)@4"oc (2)@4"oc (2)@4"oc (2)@3"oc (3)@4"oc (3)@4"oc (3)@3"oc ALL FASTENERS TO BE 1/4" LAG SCREWS W/1.5" PENETRATION INTO EXISTING 2x WOOD LEDGER OR FASCIA TABLE 3C - FASTENERS REQUIRED AT CONNECTION OF HANGERS PER DETAILS 9, 1, AND 12/S4.4 TO WOOD FILLED 2x ALUMINUM LEDGER TRIG WIDTH 10 PSF LL/GSL 20PSF LL/GSL 25 PSF GSL 30PSF GSL 36PSF GSL 40PSF GSL 42PSF GSL 50 PSF GSL 60PSF GSL 72PSF GSL 84 PSF GSL 5' (2)@16"oc(2)016"oc(2)@16"oc(2)@16"oc(2)@16"oc(2)@12"oc(2)@12'ot (2)@12"oc (3)@32"cc (3)@12"oc (3)@8"oc 6' (2)@16"oc(2)@16"Dc(2)016"oc(2)@16"oc (2)@12"oc (2)@12'oc (2)0172'oc (2)@8"oc (3)@12"oc (3)@8"oc (3)@8"oc 7' (2)016"oc(2)016"oc (21016"oc (2)@12"oc (2)@12"oc (2)@8"oc (2)@8"oc (2)@8"oc (31@8'oc (3)@8'"oc (3)@8"oc 8' (2)@16"oc(2)015"oc(2)012"oc (2)@12"oc (2)@8"oc (2)@8"oc (2)@8'oc (2)@6"oc (3)@8'cc (3)@8"oc (3)@6"oc 9' (2)@16"oc (2)032"oc (2)012"oc (2)@8"oc (2)@8"oc (2)@8"oc (2)@9'ot (2)@6"oc (3)@8"oc (3)@6"oc (3)@6"oc 10 (2)@16"oc(2)@12"oc (2)08"oc (2)@8"oc (2)08"oc (2)@6"oc (2)06"oc (2)@6"oc (3)@6"oc (3)@6"cc (3)@4"oc 11' (2)016'oc (2)@8'oc (2)08"oc (2)@8"oc (2)@6"oc (2)@6"oc (2)@6'oc (2)@4"ac (3)06"oc (3)04"oc (3)@4"oc 12 (2)@16"oc (2)@8"oc (2)08"oc (2)@8"oc (2)@6"oc (2)@6"oc (2)@6"0c (2)04"oc (3)@6"oc (3)@4"oc (3)@4"oc ALL FASTENERS TO BE 1/4" LAG SCREWS W/ 2" PENETRATION INTO WOOD -FILLED 2x ALUMINUM LEDGER TABLE 3D - FASTENERS REQUIRED AT CONNECTION OF HANGERS PER DETAILS 9, 11, AND 12/S4.4 TO EXISTING WOOD -FILLED 3x ALUMINUM LEDGER TRIB WIDTH 10 PSF- LL/GSL 20 PSF 1/GSL 25 PSF GSL 30 PSF ' GSL 36PSF GSL 40 PSF GSL 42PSF GSL 50 PSF GSL 60PSF GSL . 72 PSF GSL 84 PSF GSL 5' A-16'oc A-16"oc A-16"oc A-16"oc A-16"cc A-16'ot 8-16"oc C-16"oc A-16"oc B-16"oc C-16"oc 6' A-16"oc A-16"oc A-16"oc A-16"oc 8-16"oc C-16"oc C-16"cc C-16"oc 8-16"oc C-16"oc D-16"oc 7' A-16'oc A-16"oc A-16"oc B-16"oc C-16'oc C-16'oc C-16"oc C-16"oc C-16"oc D-16"cc C-12"Oc 8' A-16"oc A-16"oc a-16'oc C-16"oc C-16"oc D-16'ot C-12"oc C-12"oc D-16'oc C-12"oc D-12"oc 9' A-16'oc B-16'oc 13-16"oc C-16"oc D-16'oc C-12"oc C-12"oc 8-12"oc C-12"oc D-12"oc C-8"oc 10' A-16"oc C-16"cc C-16"oc D-16"oc C-12"oc D-12"or. D-12"oc C-12'oc C-12"oc B-8"oc C.8"oc 11' A-16'oc C-16"oc C-16"cc C-12"oc C-32"oc D-12"oc 13-8'oc C-8"oc 1)-12"oc C-8"oc C-8"oc 12' A-16"oc C-16'oc D-16"cc C-12"oc D-12"oc C-8"oc C-8'oc C-8"oc 13-8"oc C-8"oc D-8"oc A - 1/4" LAG SCREWS 8-5/16" LAG SCREWS C-7/16'LAG SCREWS D-1/2" LAG SCREWS ALL FASTENERS TO HAVE 3" PENETRATION INTO WOOD -FILLED 3 ALUMINUM LEDGER USE(2) FASTENERS FOR LL/GSL UP TO 50 PSF. USE (3) FASTENERS FOR LL/GSL=51PSF AND ABOVE TABLE 4-ANCHORS INSTALLED INTO THE SIDE OF 6IN THICK MIN CONCRETE OR CMU WALLS LL/GSL = 84 PSF MAX IN CONCRETE, USE (2) ROWS OF 1/2" DIA SIMPSON STRONG -BOLT 2 @ 32"OC, STAINLESS STEEL, WITH 3" MIN EMBED, STAGGERED, INSTALLED PER ICC-ESR-3037. IN CMU, USE (2) ROWS OF 1/2" DIA SIMPSON WEDGE -ALL @ 32" OC, STAINLESS STEEL, WITH 33/8" MIN EMBED, STAGGERED, INSTALLED PER ICC-ESR-1396. . USE 3" SQ.x1/4" STAINLESS STEEL WASHER WHEN INSTALLING NEW WOOD LEDGER AGAINST EXISTING CONCRETE WALL. 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 DATE SIGNED: DECEMBER 17, 2019 fi„,_virem__ ENGINEER/NG 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.1150 ( FAX 949.305,1420 EXPIRES ON: JUNE 30, 2022 REVISIONS DATE OESCIEPRON 4STELME# DA02412 0.ATE 07NN19 1 DRAWN BY RE CHECKED MOS Y I IAPM0195 V 3.1.2 SOLID PANEL STRUCTURES: ATTACHMENT TO EXISTING BUILDING S6.1 991439131E CLEAR DAMN TO 1M1 -. SEE TABLE 1B CR S6.1 WAGER PER 9, 11, CR 12/344. FASIQ&IS PER TABS 3B/551. (3) VII FUL-1HEAC D LAG MEWS W/- 4" FETERWION 9Jf0 (E) CCM. 1R65 TOP C11TO OR RMIBS SCUD PAO COVER (E) WNl. SEE NOTE MOW 3 x8 W00 FLID ADMAN EDGER RECF BRACKET PER 6/54.5 (3) )44Y RIL-11-WAE D UG SCREWS W/2I4" PENMEN (1) 8 (1900 BEIWEFIN ONE DRIERS CR DW4'SE3, WERE OODRS (E) CCM' TRUSS PCP CHBG CR I PATIOS @ 24' OC M (E) WF'IFR OR TRUSS B'040'WL 0-0' MN 404' MAX 1. DUSTING FCCF DESIGN LOTS TTL = 3 PSF (MN) 70 8 P3 (MAX) 2 NEW PATIO DESIGN 111TS ESL - 50 PSF MW( 3. RACE "SIKA F1FX' CR SMLAR MARTIAL EEIWEN1 HUOIET AND COAE00IE 94992E RCORN0 TO P OAEE SEA4. 4 EP/CET MST BE GNOME TONVOS ROOF EDGE AS 9OM4 5. 16E RIS DEW& WIN ROOF BRACKET PER 6/54.5 AND TN31ES 1 FAO 1B CN 931. 6 WRIER LEG CF BY. T %SRL BE LOCATED 2' MAX FROM FACE CF WW1. EN ETCHER SEE OF WY41. D CONNECTION TO TOP OF EXISTING ROOF A-, GSL = SO PSF MAX. ALEWIFE CLEAR DIMENSION TO B&W SE TABLE 1A ON S51 2 x 6VZ" CR 3 x 8 W00D MID AUMNUM LBXER FORGER FETE 9, 11, AIR 12/S4.4. FASTENERS PER TAME 38/561. 911D PATIO CORR ALTERATIVE RCOF BRACKET aNOHFAPCN 4' MIN. SCREW EDGE DSTMICE X4" MR FACE CF LEGER 10 D>(Y SEE TABLE 1 ON S6.1 (E) WILL SEE NDE ABOVE E ENE OH 24" MAX O HUNGER TO LEDGER CONNECTION NOCF HUa1ET FOR 5/545 (3) )i11 FULL-WE/ICED LAG SOS'' W/- 1f' PENEIRAIEN (3) XII FUL-TF#!9D LO SIEVES W/- 4" PBE0PARa4 INTO (L CORM. TRUSS RP CDR) CR RAFTERS NOTE OFFSET FASTENERS 3' IAN. N NOR2D4DL CI EDICN. NOTES - OQkN3 GA'1ITY OF 11E DENS BIDING MU 1. WEN CGNELIOG 10 94 DOSING BUILDING WW1 MDOLE CPONPJGS, SIE-SPEORC ENGINEERING IS RECURS TO WHEY ADFAIUCr CF DE BESTING SILO VOL FRNAIG META 1NE PATIO CO&R POOIECTION IS NEER TWV4 THE WAX FIOJECRON SHOWN N THE PCUOMNG TABLE 2 WEN CD0EOTENG TO AN EASING BALING WEE€ AN OPEN%% TS RESENT DOER TIE MOMENT CF 1FE MO TO TIE EASE CR THE WU, SBE-SFEIFIC ENGINFIERNG IS 1ECLIEO TO IBM ATFa1NY OF THE BATING SRO WNL FINING (NCLIDG HEADER S7E) MAN LIE PATIO CORR PRO.ECIICN IS WEER TWN LIE MAX PROJECTION 9OM1 N 1NE MORNS TABLE CR WEN LIE OOSONG CPDING IS NO1R 1NWN If MAX CPEHNG ROTH 9OMN IN THE FCDDMNG TABLE 3 NO ALG OMA. SIZE SPECIFIC BG11331N iS IEOLIED MEN OI91NG OFB4NXS / PROJECTIONS ALE BON SLAVER TRW THOSE SEATED MEW TABLE 1-OIITENATO FOR SITE VERIFY -SPECIFIC ENGINEERING THE NEED LL/GSl MAO MAX (PSF) PROJECTION LENGTH OPENING WIDTH 10, 20 14-0° 850" 25TO S0 14'-0" 6-Cr RI ' 11-0' . 4'-0' . 74 10.0" 82 4-0° r-D' (E) BODING BOWER CONE METERS RR MHESES, VASE COG RS (E) CCM' TRUES TCP CLOD OR RIMS @ 24' CC 1.(E) WF1B2 CR TRUSS BOKSPAN 0-0" MN 40-0' MIX 1. DOSING ROOF DESIGN LOTS TOL = 3 PSI" (ONO TO 8 PSI- (MWQ 2 NEW PAID DESIGN LOCI U. - 10 PSF MAX (NB SOW LEAD) 1 RACE "SKI ROC CR SOAR M TER& &TWIN E MMET AND OD.P00IE SINGLE ROCNNG TO RR0.10E SEAL 4. USE A1ER4O1E ERICKIT ORENTATIEN WEN D S 12". 5. USE THS DETAIL WWTH ROOF BLUES PER 5/54.5 MG TABLES 1 AND IA RCN S51. COCONNECTION TO TOP OF EXISTING ROOF LL = 10 PSF MAX. OCONNECTION TO EXISTING ROOF DECK/RAFTER DIRECTION COLUMN BEAM (E) BIDG UOIOU`a �UU TRIBUTARY AREA TRIBUTARY AREA DECK/RAPIER DIRECTION PLAN O BEAM CONNECTION TO HOUSE N15 FASTENERS. SEE TARES 34 & 4 ON 26.1 MO LONE 1 HUM FER S4.4 SOLO COVER FASTER PER S32 1. FASTOER 10 BE INSTHIED W CENTER CF (E) 11000 SAES 2 1.1115000 0*12HNG COES NOT CCERIT 1ONW01HS 1" MIX 1 CURL IS VMO WIN EMECIID4 DRUM (E) WAXID LEDGER ALONG 50OCR E PFO.LED RIM 11E WREN FASTENER PEE1PA11CN IN VNL SILOS PER TABLE M/S6.1 IS SAME. (E) 1' THICK MAX LATH AND irPIASTER/WOOD SIDING/1, 2, OR 3-COAT STUCCO SEE NOTE 2 2 YIN. (E) 2 x WOOD STUD WALL SM AT CONCRETE, BRICK OR MASONRY WALL SEE NOTE ABOVE O WAIL CONNECTION SLP3014 A34 - SE TAKE 2 CN S61 RRSOEWS MO RORER 11F A346 TROD. HAVER PER 54.4 FASB1ETS PER TARES CN 561. SE MITES MD 9000 PARR OVER (Iq 001T TRUSS CR W EIQS @ 24 CC 'CI' SEE TABLE 1 ON S6.1 91F0IIN A35 - SEE TABLE 2 CR S51 FOR 9Di]M MO MASER OF A159 EEO. IDIOTS FA934 BYRD &lONC E DER DAMN TO B'NA SE TABLE 1 Di S51 RTYOOD SEAM METE OCCURS (E) EAVE OH 24" MAX (E) BLACKING (0TWFN CONT. PAFIEIB OR TRUSSES NEE ECCUS (E) WAIL SEE NOTE ABOVE (E) WIER CR MSS W'OGRAN 6-0' MN 40-0 MAX NOBS 1. ENSDS ROOF DEIGN RAIDS R�D�.�= 3 PSF (MN) TO 8 PSMN() NI/GEL= 14 20.25, 30.40 ER YJ 13F 2 FASIUIIRS TO EE LOCATED 4 MN FROM SPU E W (E) REDA BOZO MO 2' UDR FROM LOP AND BD1D4 OF FASCA EOM. 1 FOR O(BRROED SWI EL SEE COAL ON S4.4, TER PANTS PER 9, 11 AIR 12 CN S4.4, SE 179E 39 CR S6.1 O CONNECTION TO EDGE OF EXISTING ROOF (E) STUD WALL (3) J4b LAG SCREW, TYP. SEE NOTE 4 @ CONC. WALL k NOTE 5 @ CNU WALL (E) 1' THICK MAX LATH AND PLASTER OR WOOD SDING OR 1, 2 0R 3 COATS OF STUCCO 3' x 8' RAFTER SEE NOTE 6 BRACKET 3' x 8' x 0.042" (3) /14 SMS EA SIDE 1. LSE CF 1H5 DEMA Is MMBD TO TEE FL110MN O FOR U./G9.= 10 PSF; MW(11B AREA 10 O 041511GN = 100 FP FOR L/(SL = 20 CR 25 P9F, MAX PM PRE.A TO NMECIIOIJ = 55 FT. FOROSL-3D PT,MAY 11B3 AREA TO COMCIEON= 45 FP FOR CS_ > 30 PSF, DETAIL IS KJR R1D6ED 2 SEE RUN FCR D0RM0D1 OF TF48JORf AREA 3 BEAM MUST UNE 1P WIN OIIING F111 HOW WILL STUD. ND OFENNG M11060 4 16E (q TZ W/ 4' DEED @ CONC WF91. W/ 6' SPACING 5 MC 10" TALL BLUaET&(2) )s" HID I63-3 W/ 4' EKED CMl OWL W/B' SPACING 6. RYYAED 9EAIHNG DOES NW COUNT TOMO THIS 1" RAIL 2 x tl¢ x .024" RAFTER 114 S.M.S. TOP 41 ROT (2 TOTAL) AT EA RAFTER TAIL GUTTER ROOF PANEL SEE TABLE FOR FASTENER TO RAFTER AND FASCIA 2 x 615 ALUM. RAFTER BRACKET OPTIONAL LATTICE TUBE @24" 0.C. WC( 114 SM5 @ 12" OC T&B ' rl' ""L SEE TABLE " SEE TABLE FASTENERS "L. T. WITH LATTICE NO LATTICE 1'-0" 1° (4)1110 (3)W3 746, 1" (6)1E10 (4)1I8 3'-0° 2° (12)N10 (2 ROWS OF 6) (ST TM (2 ROWS OF 4) NOTE: 1. THIS DETAIL IS UNITED TO 30 PSF MAX LL/GSL 2. FASTENER SPACING = 3/4" MIN RAFTER TAIL TO GUTTER NOT USED SCALE DURALUM 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 r.,<-0ESS/Q,..\\y9� A. S 5885 di P TATF OF `F��� �L DATE SIGNED: DECEMBER 17, 2019 Illi;LS1rEEL, 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.11501 FAX 949.305.1420 1 TAP I M� LS TM EXPIRES ON: JUNE 30, 2022 N REVISIONS HWRK DATE DESCRIPTION 1 1 4STEL JCS DARE -OE I DATE 07NW16 r I DRAWN BY RC I ( CHECKED MOD I Y IAPM0 195 V 3.1.2 SOLID PANEL STRUCTURES: CONNECTIONS DETAILS r S6.2 ' NOTCH RETURN PORTION OF THE TOP DURALUM 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 FLANGE OF THE BEAM (MID INSERT WHERE OCCURS) AT CONNECTION TO COLUMN 3 z 8 x OA2 BFAM OR 3' SN. STEEL BEAM (3) 3PP IRRU-BOLTS @ BR, 87 OR BB (2) i�"0 THRU-BOLTS @ 83 --- (6)-¢'14 SDS @ E0. SIDE TOP & DOT TOTAL = 24 I BEAM B3, 86, 87, OR BB PER S4.1- NOTCH FULL BOTTOM FLANGE OF I BEAM (AND INSERT WHERE OCCURS) ON ONE SIDE OF WEB AT CONNECTION TO COLUMN H BRACKET PER 1/S4.5 OR I/L4.3 3' OR 4" 50. ALUM. OR STEEL POST /� /LESS Igy9� �C� 1` �- S 5885 �� STEEL POST PER S4.3 WNOT NOTCH BEAM AT END COLUMNS WITH OVERHANG I BEAM TO POST THISN9ETAIL IS TO BE •H' BRACKET 1 USED AS TO POST AN ALTERNATE TO DETAIL 3/S6.3 ',OM"; qrF OF CALTFco DATE SIGNED: DECEMBER 17, 2019 4 1_1/2'=14" O O 1-1/2'=I,'4 BEAM BT OR B4 SEE NOTE 1 1/Y MAX SAUCE OPTIONAL DECORATIVE FASCIA (WOOD, ALUM., OR HARDBOARD) X! S.M.S. (6)114 5M5 @ EACH HEADER TO COLUMN (12) FASTENERS PER Y WHERE OCCURS (TNT COL ow) DOUBLE BEAM B9, (4) 14 x 1310, 816 812, B15 OR W I E� 26030 ACERO, SUITE 200 MISSION VIEJO, CA92691 949.305.1150 FAX 949.305.1420 / (4)114 SMS FA SIDE To 5/s'o HOLE WITHffirkyd MASTIC PLUG, AS ® 3" SQ POST U BRACKET PER 4/S4.5 NM, TYP. R IS ACCEPTABLE TO USE ONE HOLE TO INSTALL I ®0{® £6 SEE NOTE 2 SEVERAL SCREWS, 1 ®II II TrP. I NOTES 4 O (2) UCH TAB SMS SEA ARCHITECTURAL SIDE PLATES, WHERE OCCUR, , I 11 A P O TM EXPIRES ON: JUNE 30, 2022 1. USE SIMILAR DETAIL AT 3 x 3 OR 3 z 8 BEANS. O.C. A FLUSH 2. U BRACKET IS NOT REQUIRED IF SIDE PLATES PER 3/56.3 OR H BRACKET PI/56.3 ARE PROVIDED. PER / BEAM TO POST DBL BEAM TO COL SHALL STOP BELOW BEAM 3" OR 4' SQ. POST ) O 3" WIDE BEAM TYP B2, 814 T I REVISIONS nowt DATE DESCRIPTION 81 85, Btt, B13 OR S SMS EA. SIDE 1 Y MAX SPLICE S CR BEAM (6) 014 S16 PM ELEWRICK 71P AT SIDE PLATE SP3 0 14 SW EA. SIDE WA PIASIIC RUG DP.AT) SIDE PLATE SPA. L_ WHERE OCCURS (8TT COL ONLY) - PROVIDE FULL BEARING OF t �� R RUM ( asTl3.rosA Onoz-0z mmar1 DATE is ) / BEAM ON POSE. : DRAWN SY RG 1 A aSOENOITI. "6 MASTIC PLUG, AS i oZ �2" 90E RATE EA SEE HOLE WITH REQ'D, TYP. IT IS ACCEPTABLE TO USE ONE HOLE TO INSTALL SCREWS, TYP. �,//� /f ��. I n��os 1 AcNEaEO IAPM0195 V 3.1.2 SOLID PANEL STRUCTURES: CONNECTION DETAILS SEVERAL i i /e, FA. SIDE, SEE 3" POST SEMEN BOTTOM(2) SMS EA SIDE AT T SIDE PLATE AND AT 32' OC MAX. y TABLE 1 ON Si., OR L1.x B� FLAWS SECTION ELEVATION S Ep PLANAL TES CAN STOP BELOW 0THE OCAN 3" SQ. POST BETWEEN CONNECTOR SIDE PLATES BEAM TO POST CONNECTION AT COLUMN B2, ADJUST SCREW LOCATION TO LOCATE SCREWS II S6.3 3 3/4'"=1'-0" INTO THE FLAT PORTION / VERTICAL WALL OF BEAM O P PINT 10 NOTES. ELEVATION 1. THIS BRACKET IS TO BE USED WITH POST TYPE C7, C8 & C9, AND WITH CO (WHEN FOOLING SIZE IS 25' OR LARGER). 2. SEE TABLE 2 ON 57.1 FOR ATTACHMENT TO FOOTING/SUB. 3. INSTALL CI) x tY z1A HDG WELDED WASHER PLATE WHEN HOLE DWIETER IS MORE THAN Ye" BIGGER THAN ANCHOR BOLT DIAMETER. 4. THIS BRACKET CAN ALSO BE USED FOR POST TYPE C2, C5, OR C6. (ALL FOOTING SIZES) SEE TABLE 2 ON S7.1 AND 7/S7.1 FOR ANCHORAGE REQUIREMENTS. OSTEEL POST SLEEVE �O O As -1O 0 IASTM A5D0 GRADE RI ANSERT TO V3f6" BASE PL 3' STEEL POST 0.188' THICK MIN HSS INSERT (3) %"A BOLTS 10' SQ. z %" BASE PL T.O.C. FOR POSTS C8, C7, C8, C9 3"=T'-D" ALUM ALLAY 6063-51 (4)-(!14 SINS OR TEK SCREWS, EA. SIDE, TAP. 39"/ HOLE EA. SIDE 5.662' SHOED I. BRACKET LENGTH IS 2.75' 2. THIS BRACKET IS TO BE USED WITH POST TYPE Cl, WITH OR WITHOUT SEE PLATES PER SP3 OR SP4. 3. SEE TABLE 2 ON S7.1 FOR ATTACHMENT TO FOOTING/SLAB. 4. INSTALL 1Y4 x 1Y. z 16 HDG WASHER PLATE AT ANCHORS FOR 130 MPH OALUMINUM T-BRACKET FOR POST Cl TABLE 3 - (MAX WIND SPEED:130MPH, EXP C) MAXIMUM POST SPACING WHEN PATIO COVER IS INSTALLED ON SLAB ON GRADE ROLLED FORMED PANS (RF) IRP raB LI/GSL(psf) GSL(ps0 U/GSL(psR WW1 10 psf 20 psf 25 psf 30 psf 10 psf 20 psf 6 114' 9'-9" 9'-0" 84" 10'-5" 8'-9" A 7-7" 8,0" 7'-0" NP 7,0" 7'-0" 10' 6'4" 7-6" NP NP 6'-3" 6'-6" 11' 6'-2" 7-0" NP NP 5'-8' 6'0" 12' 5'-0' 6'-6" NP NP 5'-3" 5'-6" NOTES: 1-"NP" INDICATES THAT FOOTING IS REQUIRED, AND THE PATIO COVER CAN NOT BE SUPPORTED ON ASLAB ON GRADE 2-FOR UVE OR SNOW LOADS HIGHER THAN THE ONES SHOWN ON THIS TABLE, AFOOTING IS REQUIRED AND THE PATIO COVER CANNOT RE INSTALLED ON SLAB ON GRADE TABLE 4-(MAX WIND SPEED: 130MPH, EXP CI MAXIMUM TWO POST ATTACHED STRUCTURE WIDTH WHEN PATIO COVER IS INSTALLED ON SLAB ON GRADE TMB ROLLED FORMED PANS (RF) IRP WIDTH LL/G5L(psf) GSL(ps0 LAGS (psfl (N) 10 psf 20 psf 25 psf 30 psf 10 sf 20 psf 5 27'-2" 22'-0" 20'-8" 18,0" 25,0" 20'-A" 6 22'-8" 19'4" I8'-0" 16'-8" 21'-0" 17'6' 7 19'-4" 18'-0" 16'-0" 15'-0" 18'-0' I6'-0e 8 17'-0" 1T-0" Is'-0" 14'-0' 15'-8" 15'-0" 9 15,2" 16-0" 14'-0" NP 14'-0" 14,0" 10 13'4" 15'-0" NP NP 12'6" 13'-0" 11 12'-4" 14 0" NP NP 114" 12'-0" 12 114" 13'-0" NP NP 10'6" 11'-0" OT BRACKET CONNECTION TO SLAB ON GRADE 1"=1'-0" 3' STEEL OR ALUMINUM POST ADJACENT GRADE WHERE OCCURS 6" MIN. SEE NOTE 6 4\<\i EDGE OF SUB WHERE OCCURS CENTERLINE OF "T" BRACKET TO BE PARALLEL TO HOUSE WALL "I" BRACKET PER 1/S7.2, 2/57.2 OR 3/57.2 EXISTING OR NEW SLAB ON GRADE fe=2,500 PSI MIN. SEE NOTE BOLTS PER TABLE 2 ON 4/57.1 1010.1 THIS DETAIL CAN BE USED WITH POST TYPES CT, C2, C5, OR C6. 2. TABLES 3 AND 4 IN THIS DETAIL CAN BE USED FOR FREESTANDING STRUCTURES AND/OR COMMERCIAL APPUCATIONS, BUT THE STRUCTURE CANNOT BE INSTALLED ON A SLAB ON GRADE AND REQUIRES A FOOTING PER 58.zx.x. 3. THIS DETAL SHALL NOT BE USED FOR POST TYPE C10 & C11. 4. SEE "SLAB ON GRADE USED AS A FOUNDATION 575TLM" NOTES ON G0.1 FOR MINIMUM OVERALL DIMENSION OF SLAB AND ACCEPTABLE CRACKING AND CONTROL/EXPANSION JOINTS CRITERIA 5. WHEN THE PATIO COVER IS INSTALLED ON A SLAB ON GRADE (RESIDENTIAL APPLICATIONS ONLY). THE MAXIMUM POST SPACING IS THE LOWEST OF THE 'MAX POST SPACING (SPAN)" SHOWN ON SB.XX.1 AND THE MAXIMUM POST SPACING SHOWN IN TABLE 3. 6. SEE NOTE 2 ON 4/S7.1 FOR ALTERNATE. 7. THIS DETAIL CAN ONLY BE USED IN AREAS WITH A FROST DEPTH EQUAL TO ZERO. 8. SEE 'GENERAL NOTES - SLAB ON GRADE USED AS A FOUNDATION SYSTEM" NOTES ON G0.1 FOR MORE INFORMATION. IALUM ALLOY 6063-T6I NOTES 1. BRACKET LENGTH IS 2.75". 2. THIS BRACKET IS TO BE USED WITH POST TYPE C2 OR C5, WITH OR WITHOUT SIDE PLATES PER SP3 OR SP4. 3. SEE TABLE 2 ON S7.1 FOR ATTACHMENT TO FOOTING/SUB. 4. INSTALL iY2 z 1Jf z lb HDG WASHER PLATE AT ANCHORS FOR 130 MPH. 5. STEEL T-BRACKET PER 3/57.2 CAN BE USED IN LIEU OF THIS BRACKET. OALUMINUM T-BRACKET FOR POSTS C2, CS 3"=1'-D' 0.75' 4.00' PLAN 3.50' ELEVATION IASTM A500 GRADE RI 4-%s"H HOLES 1'Xe6 & 2-31e HOLES, TAP EA SIDE CENTERUNE OF 'T' BRACKET TO BE PARALLEL TO HOUSE WALL 2-30 HOLES FOR 3f'0 M.B. TYP. NOTES 1. THIS BRACKET IS TO BE USED WITH POST TYPE C6 WHEN FOOTING SIZE IS 24" OR SMALLER, WITH OR WITHOUT SIDE PLATES PER SP3 OR SP4. 2. BRACKET CAN ALSO BE USED WITH POST TYPE C2 OR C5 PER TABLE 2 ON S7.1 AND 2/S7.1 3. SEE TABLE 2 ON 57.1 FOR ATTACHMENT TO FOOTING/SUB. OSTEEL T-BRACKET FOR POST C8 3'=1"-0" DURALUM 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 tTFESS IqNI 1( RCZS - 0 S 5885 - TAIL' OF�CAI-jY- DATE SIGNED: DECEMBER 17, 2019 IIDAWingE7C.... ENGINEERING 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.1150 I FAX 949.305.1420 1 LA10 P M0 TM EXPIRES ON: JUNE 30, 2022 1 REVISIONS BARB DATE DESCRIPTION 1 I 4 STEL JOB IV DA62-02 OATS 07/CN19 I I DRAWN BY RC 1 CHECKED EDS I 1 IAPM0195 V 3.1.2 SOLID PANEL STRUCTURES: FOUNDATION DETAILS I I S7.2 ATTACHED & FREESTANDING SOLID COVERS -10 PSF SNOW LOAD OR LIVE LOAD -110 MPH - EXP. B & C 81 6.5 ROLLFORM 8 MAG BEAM 63 4" I -BEAM 64 4.5" MAG GUTTER BS 12 GA STL UL CHANNEL 0 7" I -BEAM ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING TRIG WIDTH WIND E4' MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST, TYpE MAX POST SPACING (SPAN) FTG ON) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FIG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYpE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG ON) MIN POST TYPE MAX POST SPACING (SPAN) FTG (N) MIN POST T,pE 5' 1108 11.4' 18 Cl 11'-0" 26 C7 10-0" 17 CI 9'4' 25 C7 13',7' 19 Cl 12-0" 27 C7 173' 19 C1 12'-2 27 C7 13'-0" 19 C1 12-1D' 27 C7 23.3" 22 C5 21'4 31 C7 110C 11'-9' 20 11-0" 28 17-4' 19 9-2 28 28 13a" 21 12-1" 28 13'3' 21 11'-0" 28 12-3• 20 11'-10' 28 23-4" 25 2a4' 33 6' 1108 104' 18 Cl 104 26 C7 94' 18 CI 8•-1a' 24 C7 1247 19 C1 11'-0" 28 C7 12-2 19 CI 11''4 26 C7 12-7• 19 CI 11'4 28 C7 22-0" 23 C5 204' 30 C7 110c 174' 21 104" 27 9-9' 20 8-B• 26 124' 22 11-4" 28 12-2 21 11-2 28 11-3• 21 11-7 28 22{P 26 19.4' 32 T 110 8 10-0" 19 CI 104 26 C7 9 2 18 CI 8'6' 25 Cl 12'-2 20 Cl 11'-1" 26 C7 11'4 20 CI 10-10` 28 Cl 12=0' 20 C1 11'4' 26 C7 20-10" 24 CS 17-0" 30 C7 110C 1a-0" 21 9'A" 27 9'-7' 21 8'-3" 26 12-2 23 104' 27 11'-2 22 1o'-T' 27 10'-0" 21 17-2 27 20•-10" 27 18,7" 32 8' 1108 0-4" 19 Cl 9d• 26 C7 8'-10" 19 CI 0-2" 25 C7 114 21 C2 10-7' 27 C7 10-2 20 CI 10-4" 27 Cl 11'4' 21 C2 15-8• 27 C7 20•-1'• 25 C5 18-2 91 C7 110C 9<' 22 9-1' 26 8-17 21 21 T-10" 25 114" 23 10-4" 27 10 -I" 23 10-2 27 9'4' 22 9T 27 20-1'• 28 17'4' 31 9 1109 8'-10 20 C1 S-10' 27 C7 8•-r 19 CI T4" 28 C7 11'-1• 21 Cl 10-2" 28 Cl 10'-0" 20 C7 104' 27 C7 114' 21 C2 10'-I" 28 Cl 1Wa' 25 C5 17.4" 32 Cl 110C B'-10 22 8'-7" 26 8-7" 22 TT 26 11'-1' 24 1a-0" 27 107 23 8'-7' 27 9'-2' 22 9-0' 27 192" 28 17'-1" 32 10' 1108 8'3 20 C7 8'3 27 C7 8'3" 20 Cl 7'-7" 26 C7 10A" 22 C2 9-10" 28 Cl 94' 21 C2 96' 28 Cl 16-0" 21 C2 9-0" 28 Cl 18'4 26 C5 16'-10• 32 CB 110C 83 23 8-1" 27 8'3" 22 T-4" 27 104' 24 9-T 28 94' 23 9-2 28 8=9 23 8-7 27 27 15.3' 29 16'6• 32 11' 110E 8,1' 21 C2 B'-1" Z/ Cl 8'4• 20 CI Td' 27 Cl 104' 22 Cl 9,T 29 C7 9-1" 21 C2 9-I" 28 Cl 9-10" 22 C2 74 29 C7 17-4" 26 C5 104' 33 C8 . 110C 8'-1" 23. T4' 28 8'4• 23 T-2" 28 10'4• 25 96" . 28 9-I" 24 94" 28 84 29 8-2' 28 174 29 14' 33 1T 110 B 7'3 21 73 28 Cl 7'-7' 21 C2 T-2 27 C7 7-2 22 C5 72 29 C7 9d" 21 8-8' 29 C7 94' 22 9-2' 29 C7 106" 27 CS 18'-0' 34 CS 110C 73 24 74' 28 7'-r 23 74' 28 92 25 9-1' 29 94' 24 9-0' 28 8-0 23 T-to' 28 16'4" 30 15-T 33 7 I -BEAM W/ B7 O (1) "C" INSERT BB 7"FBEAM MN69 (2) "C" INSERT O DBL 2 x6.5 x 0.042 c®1 DBL2x8.5 x0.032CO 3x6x0.042 CD DBL 3 x8 x0.042 ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING TRIO WIDTH WIND DP MAX POST SPACING (SPAN) FTG (IN) MIN POST T,pE MAX POST SPACING (SPAN) FTG ON) MIN POST TYPE MAX POST SPACING (SPAN) FTG ON) MIN POST TYPE MAX POST SPACING (SPAN) FIG ON) MIN POST TYPE MAX POST SPACING (SPAN) FIG (IN) MN POST TYPE MAX POST SPACING (SPAN) FTG ON) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG ON) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE 5' 1108 20-9" 23 C5 21'-0" 32 C7 29'4' 24 C5 26'-10 33 C8 104' 20 Cl 104' 29 C7 13-2' 19 C1 13'-2 27 Cl 17-8" 19 C1 12-8" 27 C7 173' 21 Cl 19,2 30 Cl 110 C 264' 26 23-8" 34 08 29'4' 27 26'-2" 35 CO 104' 22 15-3 30 12-7" 21 123' 29 12-10' 21 12-T' 29 18'-1" 23 17'4' 31 8 110 8 25-3" 24 C5 23'4' 31 C7 27'4•' 25 C5 25'3 32 C7 14'-7' 20 C1 14'-7" 28 C7 12-1" 19 C1 12-1" 27 Cl 124' 19 CI 12'4' 27 Cl 177' 22 Cl 17'-T' 29 Cl 110 C 26-2 27 224' 33 CO 2T-9" 28 24'-7" 34 C8 14'T' 23 14'4 29 11'4' 21 11'-2 28 1147 21 11'4' 28 164' 24 18'-1" 31 T 110E 24'-0" 25 c5 21-9' 32 C7 28'-0" 26 CS 24'4' 32 c8 13'4' 21 Cl 13'4' 28 Cl 11'-2 20 C1 11'-2" 27 C7 11'-7' 20 CI 11'-7' 27 Cl 103 22 Cl 16'-3' 29 Cl 110C 24'-0" 28 21'3 33 CO 26'-C 29 23-4 34 13'-6 23 134' 29 10'b' 22 10,4 27 10-10" 22 1a4' 27 153 24 164T 30 S 110E 234 26 29CS 29-10 32 ca 253" 27 C5 23'4' 33 ca 123 21 C2 123 28 C728 106" 20 C1 10'6" 27 Cl 10-10" 20 CI 10-10" 27 C7 15'-3" 23 C5 - 173 30 C7 110C 23-0" 203 32 25-230 22-0" 33 123 24 1a4' 22 9-9" 27 10-2" 22 27 14-0" 25 14'-0" 29 9 110E 22-1' 27 CS 20'-1" 33 CS 24'3 27 22-1" 34 C8 124 22 C2 12-0" 29 C7 9-17' 21 C2 9-10 27 C7 I0-2 21 C2 10-2 27 C7 14'-0" 23 CS 14'-4" 30 07 110 C 224" 30 19-7' 33 24'-3" 31 21'-T 34 C9 12-0" 24 11'6" 29 9-4" 23 C1 9-2 27 9'6" 23 C1 94" 27 13-T 25 13-2 30 10' 1108 21'-0" 27 C5 19,4" 34 CO 236" 28 C5 214" 35 C9 11'-4" 22 Cl 11'4" 29 Cl 9-0" 21 Cl 9-0" 28 C7 9-2 21 Cl 9-2 28 Cl 134' 24 CS 13-8" 31 C7 110 C 21'-0" 31 19-to' 33 23-6 32 274' 34 11-4 25 is-10' 29 94' 23 94' 27 9'-2 23 86" 27 12'-10' 26 12,2 30 it' 110 8 204" 28 C5 18'-9" 34 CO 224" 29 C5 20-2 35 C9 10-10 22 C5 10-10" 30 C7 94' 21 C2 9-0 28 C7 8'-4" 21 C2 98' 28 C7 13-1" 24 C5 13'-1" 31 C7 110C 203 31 163 30 224• 32 20-2 35 10'-10 25 1a-4" 29 8,, 23 84" 28 8'd" 29 7'6" 28 123" 28 12'4', 30 12' 110 8 20-1" 28 C5 18'-3' 35 22-1" 29 CS 20-1" 36 C10 10,4" 23 C5 10<" 30 8'-7" 21 9-7" 28 C7 7'-8' 21 7'4' 28 C7 126' 24 12'4' 31 110 C 29-I" 32 17-9' 35 22-I" 33 197' 35 10'4" 26 194' 30 8'-2" 23 94' 28 7'3 23 7-1" 28 11'4' 27 11'6' 31 41) 14 GA STL INSERTCID 312 GA STL INSERT DBL14 GA STL INSERT IDDB L12 GA STL INSERT Iiiip 12 GA STL U IN ERT x0.042 WI - 1D26GA STL U-INSERT ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING TRIG WIDTH WIND EXP MAX POST SPACING (SPAN) FIG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FIG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG ON) MIN POST TYPE MAX POST SPACING (SPAN) FTG (N) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG ON) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FIG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING)(IN) (SPAN) (SPAN) FTG MIN POST TYPE 5 110 B 18'-0" 21 C2 18'4" 30 C7 20-1" 21 Cl 20'-1" 30 Cl 25'-10" 23 C5 25'-10" 32 C8 28,4" 24 C5 27'4' 35 C10 26-10" 23 C8 25'40 46 C10 326' 25 C6 326' 49 C10 1100 18'-0' 23 1T-8' 31 20-1" 24 191" 32 25'-10" 28 24-10" 34 28'+1" 27 2T4' 37 22'41' 25 C6 22-11' 44 28'-01" 27 CS 28-11' 47 S' 1108 184 21 ' 16,2 29 C7 19-0" 22 C2 174 30 C7 23'4" 24 C5 234" 32 25'-10 25 C5'-10 25'-10" 34 CIO 24'3 24 CO 24'3 48 C70 37T 26 C6 30-7' 51 C70 110C 18-9 24 18'-2' 31 184 25 17-r 31 234' 27 22-9" 33 25-10 27 24C8 38 21'-T 28 06 21'-7' 46 27-2 29 CO 27-2• 49 110E 15'-7" 22 C2 15'-7' 29 C77 17'-1" 22 C5 17-1" 90 C7 222 24 C5 224' 32 CS10 24'4' 25 24,0" 34 C10 23-1" 25 CO 23'-1' 49 C10 29'4' 27 CO 29-1" 53 110C iS-T' 24 154' 30 17'-1" 25 18-0- 31 220" 27 21-1 33 33 24-0" 28 23-1• 35 pb• 27 COC6 20'6' 47 2Y-10' 29 COC 25'-10• 51 8' 8 110 14'-7' 22 C5 14'-T 28 C7 16'-0" 23 C5 18.0 30 C7 29-7" 25 C5 20-T 32 CB 274' 26 CS 22'6" 34 C10 22-1" 25 CB 22-1' 51 C10 27-10" 27 CB 27'-10" 54 C10 110C 14.7 25 14.1' 29 174' 28 154• 30 20-T' 28 194' 32 224' 29 21'-r 34 19-7" 28 C6 19'-7' 49 24'-9 30 CB 24368" 52 9 1100 174' 23 13'4' 30 Cl 15'-1" 23 CS 15'-1" 31 C7 17-c 25 CS 19-0" 33 CS 21'-2' 28 CS 21-2 35 coo 21'-2 26 CO 21'-2' 52 co7 2B'-9 28 CO 28'4' 58 C10 110 C 134' 26 133 30 15 1" 26 144' 30 19d" 29 19-T 32 21'-2' 29 204" 35 18'-10 29 CS 18'-10" 50 23,4" 31 CO 23'4' 54 10 110E 13-1" 23 13'-1" 30 C7 14'3 24 14'3 31 C7 184' 28 184' 33 CS 20'-1" 27 CS 20'-1" 35 C10 20'4' 27 C6 206- 53 C1022-11' 25-10" 29 03 25-10- 57 CID 110C 13'-1' 26 12'T' 30 14'3 27 134" 31 18-4 29 29 17-8 33 28-1' 30 19'4" 18'-2' 30 C6 18'-2' 51 32 CO 22-11" 55 11' 110 B 123 24 C5 12-2 31 Cl 136' 24 C5 13'3 31 C7 17'-7' 26 C5 12-7' 34 C8 19-2" 27 C5 19'-2' 38 C10 19-10' 27 CS 19'-10' 54 C10 25-0" 29 CB 25'-0" 58 C10 110C 122 26 12-0" 30 134' 27 13-1" 91 17'-T 30 18-10" 33 19-2" 30 1B'6' 35 17-7" 30 Cl 1T-7' 52 222' 33 Cl 22-2' 58 12' 1108 12-0" 24 120' 31 C7 13-1" 25 13-I" 32 C7 18'4' 27 C5 184' 34 CS 18-4" 28 CS 19'-4" 36 C10 193 28 C6 17-3' 55 C10 24'3 30 CO 24'3' 59 C70 110C 12-0' 27 116" 31 13-1" 28 12-7 32 32 18-9" 30 18-2" 34 184' 31 1T-8' 36 1T-1" 31 C7 1T-1' 53 21'-T 33 Cl 21'-7' 57 NOTES 1 - WHEN THE PATIO COVER IS INSTALLED ON A SLAB ON GRADE (RESIDENTIAL APPLICATIONS ONLY), THE MAXIMUM POST SPACING IS THE LOWEST OF THE "MAX POST SPACING (SPAN)' SHOWN ABOVE AND THE MAXIMUM POST SPACINGS SHOWN ON DETAIL 8/57.1 2 - IT IS ACCEPTABLE TO SUBTTNTE COLUMNS WI HIGHER NUMBERS W/ THOSE SPECIFIED IN THE TABLES SHOWN. DURALUM 2485 RAILROAD ST, CORONA, CA 92880 951.738.4500 ��MESSIgyy S 5885 ii 1, OF MA,"1- DATE SIGNED: DECEMBER 17, 2019 fropkwyc.--,_ NGIN / 28030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.1150 I FAX 949.305,1420 I' TAP Mp ES TN9 EXPIRES ON: JUNE 30, 2022 REN90NS MARK GATE DESCRIPTION I 4STEL XXI0 DAM-0 )DATE 07198/19 I 1 DRAWN EIT RC CHECKED MDS ) IAPM0 195 V 3.1.2 SOLID COVER STRUCTURES: BEAM SPANS & FOUNDATION SIZES 10 PSF LUSL, 110 MPH S8.10.1