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BPAT2021-0037Permit Details PERMIT NUMBER City of La Quints BPAT2021-0037 Description: ROBINSON / 600SF SOLID PATIO COVER AT REAR YARD Type: PATIO COVER (WEB) Subtype: CITY STANDARD/PRE- Status: FINALED ENGINEERED - OPEN Applied: 5/25/2021 EPRS Approved: 7/13/2021 EPRS Issued: 7/13/2021 ONLINE Finaled: 2/16/2022 JAN Expired: Parcel No: 767790039 Site Address: 54810 CAVALCADE CT LA QUINTA,CA 92253 Subdivision: TR 32879 Block: Lot: 200 Lot Sq Ft: 0 Building Sq Ft: 0 Zoning: Valuation: $10,000.00 Occupancy Type: Construction Type: No. Buildings: 0 No. Stories: 0 No. Unites: 0 Details: 600SF SOLID PATIO COVER AT SIDE YARD WITH ELECTRICAL OUTLETS FOR FAN, LIGHTING, AND SWITCHES [DURALUM ENGINEERING]. 2019 CALIFORNIA BUILDING CODES. II Applied to Approved Approved to Issued Issued to Finaled ADDITIONAL SITES ■ ; • 1 • I CHRONOLOGY TYPE STAFF NAME ACTION DATE COMPLETION DATE NOTES E-MAIL DUANE CLAYTON 6/11/2021 6/11/2021 - INFORMED APPLICANT THAT PLAN REVIEW IS COMPLETE AND PLAN REQUIRE REVISIONS. E-MAIL DUANE CLAYTON 7/13/2021 7/13/2021 - INFORMED APPLICANT AND OWNER THAT PLAN REVIEW IS COMPLETE AND APPROVED. RESUBMITTAL DUANE CLAYTON 7/12/2021 7/12/2021 - 2ND SUBMITTAL RECEIVED. ONE- DAY REVIEW SET UP. CONDITIONS CONTACTS NAME TYPE NAME ADDRESS1 CITY STATE ZIP PHONE FAX EMAIL APPLICANT Kelly Lambeth 83296 floral ct indio CA 92201 (760)808-0267 kelly@socalpoolsandpa tios.com CONTRACTOR SOCAL POOLS AND PATIOS DBA KELLY'S POOL SERVICE AND REPAIR 83296 FLORAL COURT INDIO CA 92201 (760)808-0267 kelly@socalpoolsandpa tios.com Printed: Wednesday, July 19, 2023 5:17:33 PM 1 of 4 CRWSYSTE S Permit Details Ail City of La Quinta PERMIT NUMBER BPAT2021-0037 CONTACTS NAME TYPE NAME ADDRESS1 CITY I STATE I ZIP I PHONE I FAX I M. EMAIL OWNER IOTA GRIFFIN 4675 MACARTHUR CT NO 1550 NEWPORT BEACH CA 92253 (760)808-0267 FINANCIAL INFORMATION DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE RECEIPT # CHECK # METHOD PAID BY CLTD BY BSAS SB1473 FEE 101-0000-20306 0 $1.00 $1.00 7/13/21 WEB8744 054100 CREDIT Kelly Lambeth EPRS Total Paid for BUILDING STANDARDS ADMINISTRATION $1.00 $1.00 BSA: DEVICES, FIRST 20 101-0000-42403 0 $26.83 $26.83 7/13/21 WEB8744 054100 CREDIT Kelly Lambeth EPRS DEVICES, FIRST 20 PC 101-0000-42600 0 $26.83 $26.83 7/13/21 WEB8744 054100 CREDIT Kelly Lambeth EPRS Total Paid for ELECTRICAL 2019: $53.66 $53.66 PATIO COVER, STD, OPEN 101-0000-42404 0 $107.87 $107.87 7/13/21 WEB8744 054100 CREDIT Kelly Lambeth EPRS PATIO COVER, STD, OPEN PC 101-0000-42600 0 $106.26 $106.26 7/13/21 WEB8744 054100 CREDIT Kelly Lambeth EPRS Total Paid for PATIO COVER / COVERED PORCH / LATTICE $214.13 $214.13 2019: RECORDS MANAGEMENT FEE 101-0000-42416 0 $10.00 $10.00 7/13/21 WEB8744 054100 CREDIT Kelly Lambeth EPRS Total Paid for RECORDS MANAGEMENT FEE: $10.00 $10.00 SMI - RESIDENTIAL 101-0000-20308 0 $1.30 $1.30 7/13/21 WEB8744 054100 CREDIT Kelly Lambeth EPRS Total Paid for STRONG MOTION INSTRUMENTATION SMI: $1.30 $1.30 TECHNOLOGY ENHANCEMENT FEE 502-0000-43611 0 $5.00 $5.00 7/13/21 WEB8744 054100 CREDIT Kelly Lambeth EPRS Total Paid for TECHNOLOGY ENHANCEMENT FEE: $5.00 $5.00 TOTALS: $285.09 $285.09 Printed: Wednesday, July 19, 2023 5:17:33 PM 2 of 4 CRWSYSTEMS Permit Details City of La Quints PERMIT NUMBER BPAT2021-003 INSPECTIONS SEQID INSPECTION TYPE INSPECTOR SCHEDULED DATE COMPLETED DATE RESULT REMARKS NOTES FOOTINGS AMOR 7/22/2021 7/22/2021 APPROVED FINAL** MHU 2/14/2022 2/14/2022 DISAPPROVE D mhu changed Inspection Type from FOOTINGS to FINAL** UNABLE TO VERIFY BONDING FOR THE TWO METAL POSTS WITHIN 5' OF THE POOL EDGEUNABLE TO VERIFY GROUNDING FOR LIGHTS AND FAN FINAL** JAN 2/16/2022 2/16/2022 APPROVED eTRAKiT Inspection Request 2/15/2022 2:40 PM Kelly Lambeth Send a time so I can meet with you Contact Name: Kelly Lambeth Site Address: 54810 CAVALCADE CT Phone: 7608080267 e-Mail: kelly@socalpoolsandpatios.com PARENT PROJECTS REVIEWS REVIEW TYPE REVIEWER SENT DATE DUE DATE RETURNED DATE STATUS REMARKS NOTES 1ST BLDG NS - ETRAKIT (1 DAY) DUANE CLAYTON 5/25/2021 5/26/2021 6/11/2021 REVISIONS REQUIRED - SEE 1ST REVIEW PLAN SET WITH MARK UP SUMMARY IN ATTACHMENTS. 2ND BLDG NS — ETRAKIT (1 DAY) DUANE CLAYTON 7/12/2021 7/13/2021 7/13/2021 APPROVED- SEE APPROVED PLANS IN ATTACHMENTS. BOND INFORMATION Printed: Wednesday, July 19, 2023 5:17:33 PM 3 of 4 CRWSYSTE S Permit Details City of La Quinta PERMIT NUMBER BPAT2021-0037 ATTACHMENTS Attachment Type CREATED OWNER DESCRIPTION PATHNAME SUBDIR ETRAKIT ENABLED DOC 6/11/2021 DUANE CLAYTON 1ST SUBMITTAL - REVISED SITE PLAN BPAT2021-0037 - 1ST SUBMITTAL - REVISED SITE PLAN.pdf 1 DOC 6/11/2021 DUANE CLAYTON 1ST SUBMITTAL SITE PLAN AND PATIO ENGINEERING BPAT2021-0037 - 1ST SUBMITTAL SITE PLAN AND PATIO ENGINEERING.pdf 1 DOC 6/11/2021 DUANE CLAYTON SITE PLAN AND PATIO ENGINEERING (CORRECTIONS) BPAT2021-0037 - 1ST REVIEW - SITE PLAN AND PATIO ENGINEERING (CORRECTIONS).pdf 1 DOC 7/12/2021 DUANE CLAYTON 2ND SUBMITTAL - PATIO ENGINEERING BPAT2021-0037 - 2ND SUBMITTAL - PATIO ENGINEERING.pdf 1 DOC 7/12/2021 DUANE CLAYTON 2ND SUBMITTAL - SITE PLAN BPAT2021 0037 2ND SUBMITTAL - SITE PLAN.pdf 1 DOC 7/13/2021 DUANE CLAYTON SITE PLAN (APPROVED) BPAT2021 0037 SITE PLAN (APPROVED).pdf 1 DOC 7/13/2021 DUANE CLAYTON PATIO ENGINEERING (APPROVED) BPAT2021-0037 - PATIO ENGINEERING (APPROVED).pdf 1 Printed: Wednesday, July 19, 2023 5:17:33 PM 4 of 4 CRWSYSTEMS 0810 0404L06-19F- gigQ ALL 044-"" tAvv,042 pUL 0,10- f- if or BPAT2021-00 ROBINSON / 600SF SOLID ELECTRICAL [DURALUM E CODES. - 54-810 CAVALCADE LID COVER AT SIDE)! TIO COVER AT SIDE TLETS FOR FAN, LIG INEERING]. 2019 CALI N UT fl CITYI5F LA QUINTA4 BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE DATE 07/13/2021 BY----D 6" H D SWITCHES UILDING +15 -4- 8' 7 t-84 ALL OUTDOOR LIGHTING SHALL BE CEC 150.0(K) COMPLIANT (MOTION SENSOR W/PHOTO CELL, TIME CLOCK, ETC.) ALL METAL WITHIN 5' OF WATER'S EDGE OF POOL SHALL BE BONDED 2/0 d Graf UL 1 1/1- pipe. 1 iy/q 50A less than 3% drop par NEC Code Cray U. 1 1hr plpe. 50.1 leis than 3% (Imp per NEC wee to be connected to fir 278' of r pot/ 9adine 296' of 2" pot?, pine fade Existing house 54810 cavalcade court DATE CITY OF LA'',QUINTA BUILDING DIVISION REVIEWEDFOR CODE COMPLIANCE 07/13/2021 54810 cavalcade co S'-15/0 4-Le 4 0E: CoLi 'Tor v-rii-vJ G)t) (,! 5)3,‘0 ctw L 2 d Loa 1-1204 S 3(1 r-.,,ke_&)6s5 1 _. i 2: --- 4(-- LkdLSJ - CITY OF LA QUINTA BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE DATE 07/13/2021 BY� C 7141 r,yt‘i e..ir ))7 1)63/ VZE6 ye, -mu_ J .S PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC. POINT OF CONTACTS GENERAL NOTES INFORMATION REQUESTS SHALL BE DIRECTED AS FOLLOW: CONTRACTORS: PLEASE CONTACT DURALUM BUILDING DEPARTMENTS: PLEASE CONTACT 4STEL ENGINEERING HOME OWNERS: PLEASE REQUEST ANY INFORMATION THROUGH YOUR CONTRACTOR firksrjr-ie-g_ 26030 ACERO SUITE 200 PHONE: (949) 305-1150 MISSION VIEJO. CA 92691 FAX: (949) 305-1420 STRUCTURAL ENGINEER OF RECORD: OUSIIN K. ROSEPINK. SE 5885 POINT OF CONTACT: MARIE-DOMINIQUE SETA, SE 5987 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 CAUFORNIA BUILDING AND RESIDENTIAL CODES, • ASCE/SEI 7-10 and 7-16 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, • 2015 ALUMINUM DESIGN MANUAL LIVE LOADS DESIGN PARAMETERS: IT IS THE RESPONSIBILITY OF THE ENTITY SUBMITTING THE DRAWINGS FDR THIS PROJECT TO VERIFY LIVE LOADS WITH THE LOCAL AUTHORITY HAVING JURISDICTION 1. IN RESIDENTIAL APPLICATIONS, ROOF LIVE LOAD CAN GENERALLY BETAKEN AS 10 PSF PER IRC / CRCAPPENDIX H, SECTION AH105.1 OR IBC/ CBCAPPENDIX I, SECTION 105.1. 2. IN COMMERCIAL APPLICATIONS, ROOF LIVE LOAD CAN GENERALLY BE TAKEN AS 20 PSF PER IBC/ CBC CHAPTER 16 WIND SPEED DESIGN PARAMETERS: 1. THE FREESTANDING AND ATTACHED COVERS NOTED HEREIN ARE DESIGNED AS "OPEN STRUCTURES,' IN ACCORDANCE WITH ASCE/SEI7. 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 ESCARPMENTOAS DEFINED IN ASCE/SEISEI 7SECTION 26.2UNLESS 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 B AND C (BASED ON THE 2012 IBC, 2015/201B IBC/IRC, 2013 CRC, AND 2016 CBC/CRC). 5. FOR USE WITH THE 2012 IRC AND 2013 CRC, DIVIDE THE ABOVE MENTIONNED WIND SPEEDS BY SQRTI0.61, 1! WIND SPEED (SEEN OTE4) I 110 MPH I ;120MPH I 130MPH 1 EQUIVALENT 2012 IRC12013 CRC WINDSPEED I B5MPH I 93 MPH I 101 MPH J EXAMPLE IF 2012 IRCOR 2013 CRC WIND SPEED IS 85 MPH,THE SELECTIONS IN THIS REPORT SHALL BE MADE FOR A WIND SPEED OF 85 MPH / SQRT(0.6) =110 MPH. SNOW LOADS DESIGN PARAMETERS: IT IS THE RESPONSIBILITY OF THE ENTITY SUBMITTING THE DRAWINGS FOR THIS PROJECT TO VERIFY SNOW LOADS WITH THE LOCAL AUTHORITY HAVING JURISDICTION. SEE SHEETS L2.1 AND L2.2 OR L2.1 AND 12.2 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'-0" MAX SPAN BETWEEN BEAMS AND THE FOLLOWING DESIGN PARAMETERS: 1. SITE CLASS: D 2. SEISMIC DESIGN CATEGORY: E 3. MAPPED SPECTRAL RESPONSE COEFFICIENTS: Ss =1.50,51=0.6,Sds =1.0,Sd1 =030 4. RESPONSE MODIFICATION FACTOR, R=125 5. RISK CATEGORY II 6. THE PATIO COVER STRUCTURES DETAILED IN THIS SET OF PLANS ARE IN COMPLIANCE WITH ASCE 7-10 SECTION 12.8.1.3. AS A RESULT, THIS SET OF PLANS CAN BE USED AT ANY SITE WITH Ss > 150, CONSIDERING Ss = LSO WHEN DESIGNED PER2012/2015/201B IBC/IRCAND 2013/2016 CBC/CRC. • 7. THE PATIO COVER STRUCTURES DETAILED INTHIS SET OF PLANS ARE IN COMPLIANCE WITH ASCE 7.16 SECTION 12.B.13. AS A RESULT, THIS SET OF PLANS CAN BE USED AT ANY SITE WITH 1.0dds<1.428, CONSIDERING Sds = L0. FOR SITES WITH Sds<1.0, USE Sds. FOR SITES WITH Sds>1.428, IT IS ACCEPTABLE TO REDUCE THE SEISMIC LOADS USING 0.7 Sds INSTEAD OF Sds. B. MINIMUM STRUCTURAL SEISMIC SEPARATION BETWEEN EXISTING BUILDING AND FREESTANDING PATIO COVER SHALL BE 4" AT 10' HIGH MAX PATIO COVERS AND 5" AT 12' HIGH MAX PATIO COVER. REFER TO STATE AND CITY CODES FOR OTHER SPACING REQUIREMENTS THAT MAY BE MORE STRINGENT. OTHER DESIGN PARAMETERS: 1. DESIGN LOADS COMBINATIONS ARE IN ACCORDANCE WITH IBC AND CBC SECTION 1605.3.1 OR 1605.3.2. 2. ALLAPPUCABLE REDUCTION FACTORS DETAILED IN THIS REPORT ARE CUMULATIVE 3. SOLID AND LATTICE ALUMINUM COVERS ARE CLASS A ROOF ASSEMBLY IN ACCORDANCE WITH SECTION CBC 1505.2, EXCEPTION 2. DESIGN ASSUMPTIONS: 1. MINIMUM ROOF SLOPE FORSOLID ROOFPANELS WITH DECK: SEE DETAILDB/53.2 2. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS WITH DURAPANEL : SEE DETAIL 1A/532 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 LENGTH SHALL BE DETERMINED THIS WAY REGARDLESS OF ROOF COVERING TYPE, INCLUDING COMBINATION ROOFS WITH BOTH TRELLIS AND DECK ROOF USED ON THE SAME CONTINUOUS PATIO COVER STRUCTURE. HOWEVER, PORTIONS OFTHE STRUCTURE DESIGNED AS LATTICE COVER SHALL NOT BE COVERED BY ROOF DECK.. 5. CALCULATIONS FOR MAXIMUM SPANS WHEN ATTACHING TO AN EXISTING ROOF OVERHANG, AS SHOWN ON TABLE 1 ON 56.1 AND/OR L6.1, ARE ASSUMING THAT THE EXISTING WOOD RAFTERS ORTRUSSES ARE DOUGLAS FIR -LARCH No2. THIS TABLE CAN ALSO BE USED FOR OTHER WOOD SPECIES WITH Fb 900 psi AND Fv>_ 180 psi. DRAWING NOTES : 1. THE DRAWINGS AND SPECIFICATIONS SHOWN REPRESENT THE FINISHED STRUCTURE, UNLESS OTHERWISE NOTED, AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THEWORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES. 2. THE APPROVED SET OF DRAWINGS AND SPECIFICATIONS SHALL BE KEPT AT THE JOB SITE AND SHALL BE AVAILABLE TD THE AUTHORIZED REPRESENTATIVES OF THE BUILDING AND SAFETY DEPARTMENT. THERE SHALL BE NO DEVIATION FROM THE APPROVED PLANS ANDSPEGFICATIONS WITHOUT AN APPROVED CHANGE ORDER. MATERIAL SPECIFICATIONS: L ALUMINUM ALLOYS SPECIFIED ON DRAWINGS. Fty= 28 KSI AND Flu 35 KSI FOR ALL ALUMINUM MEMBERS UNO. Fly 30131 FOR DURAKTNG ANDT6 PANS SHOWN ON S33. ALTERNATE ALUMINUM ALLOYS MAY BE SUBSTITUTED FOR1HOSE SHOWN, PROVIDED THEY ARE REGISTERED WITH THE ALUMINUM ASSOCIATION, ASTM OR EN (EUROPEAN STANDARDS), AND HAVE EQUAL DR GREATER YIELD AND ULTIMATE STRENGTHS. 2. CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2,500 POUNDS PER SQUARE INCH. 3. EMBEDDED STEEL MEMBERS SHALL BE HOT -DIPPED GALVANIZED, AND CONFORM TO ASDD GRADE B. ROLL FORMED STEEL MEMBERS SHALL CONFORM TDA653-SS (STRUCTURAL STEEL) GRADE 50 G50. 4. BOLTS: ALUMINUM BOLTS SHALL BE 2024-T4; STEEL BOLTS SHALL BE ASTM A-307. ALL BOLTS SHALL HAVE STANDARD -CUT PLATED WASHERS. 5. SCREWS: ALL SCREWS ARE SELF DRIWNG (SDS) OR SHEET METAL SCREWS (SMS) IN CONFORMANCE WITH ICC-ES ESR 1976, ICC-ESR 3006, OR APPROVED EQUAL • 6. FASTENERS TO WOOD: WOOD AND LAG SCREWS ARE REQUIRED TO BE INSTALLED IN ACCORDANCE WITH THE 2015 NATIONAL DESIGN SPECIFICATIONS, INCLUDING PRE-DRIWNG OF HOLES. ALL LAG SCREWS SHALL BE FULL -THREADED LAG SCREWS. 7. POST -INSTALLED ANCHORS: POST•INSTALLED ANCHORS USED SHALL BE SIMPSON STRONG TIE STRONG BOLT 2, STAINLESS STEEL (ICC-ESR 3037) OR EQUAL BOLTS SHALL BE INSTALLED PER THE MANUFACTURER'S INSTALLATION AND IAPMD REPORT. SPECIAL INSPECTION IS NOT REQUIRED. B. ALL COMPONENTS MANUFACTURED OR SUPPLIED BY DURALUM AND DESCRIBED IN THIS DOCUMEN1S ARE INTERCHANGEABLE, PROVIDED THEY ARE SELECTED APPROPRIATELY TO SUPPORT THE LOADING THEY ARE SUBJECT TO. 9. THE SELF WEIGHT OFTHE PATIO COVER COMPONENTS IN THIS REPORT CAN BE CALCULATED FROM THEIR SECTION PROPERTIES. THE SOLID COVERS VARY IN WEIGHT FROM ABOUT 1 PSFTO ABOUT3 PSF. 10. ROOF INSULATED PANELS (WHERE OCCURS). SEE 532 AND IAPMO 505. FOOTINGS: 1. ALL NEW CONCRETE FOOTINGS SHALL BEAR ON FIRM, NATURAL, UNDISTURBED SOIL OR CERTIFIED FILL 2.DESIGN VERTICALSOIL BEARING PRESSURE IS 1,500 POUNDS PER SQUARE FOOT. 3. DESIGN LATERAL SOIL BEARING PRESSURE IS 200 POUNDS PER SQUARE FOOT PER FOOT OF FOOTING DEPTH. (EQUAIS 100 PSF/FTx 2 PER TABLE 1806.2 AND SECTION 1806.3.4). 4. THE BOTTOM OF FOOTINGS SHALL EXTEND BELOW THE FROST DEPTH. CONTRACTOR TO VERIFY FROST DEPTH WITH AUTHORITY HAVING JURISDICTION. SLAB ON GRADE USED AS A FOUNDATION SYSTEM: IN ACCORDANCE WITH IRC/CRCAPPENDIX H, SECTION AH105.2, AND IBC/IRC APPENDIX I, SECTION 1105.2, IN AREAS WITH A FROST DEPTH EQUAL TO ZERO, ATTACHED COVERS FOR RESIDENTIAL USE MAY BE SECURED TO AN EXISTING CONCRETE SLAB PROVIDED THE FOLLOWING: 1. THE SLAB ON GRADE ISAT LEAST3 INCHESTHICK. SEE DETAIL3 ON 57.20R L7.2 AND DETAIL4 ON 57.1 OR L7.1 FOR REQUIREMENTS FOR THICKER SLAB. 1/2Q 2. THE SLAB ON GRADE SHALL BE CONTINUOUS BETWEEN COLUMNSANO A MINIMUM OF 10-0' WIDE. WITHINTHISAREATHERESHALLBENOCRACKSVLIDERTHANI/4"ORCONTROL/EXPANSIONJOINT DEEPER/WIDER THAN 3/4'. 3. THERE SHALL BE A 6' MINIMUM DISTANCE BETWEEN ANY ANCHOR BOLT AND A SLAB EDGE, CRACK WIDER THAN 1/32" OR CONTROL/EXPANSION JOINT DEEPER THAN 1/2".SEE DETAILS 4 ON 57.10R L7.1 FOR EXCEPTION TO MINIMUM EDGE DISTANCE. 4. THE MAXIMUM DEAD AND LIVE /SNOW LOAD AT EACH COLUMN IS 750 POUNDS WHEN LL=10PSF. 5. DESIGN FOR PATIO COVERS SUPPORTED ON CONCRETE SLAB ON GRADE IS IN ACCORDANCE WITH 2012/2015/2018 IRCAND 2013/2016 CRC SECTION AH105.2 FOR 10 PSF RESIDENTIAL CONSTRUCTION, AND AO 318-14 FOR 20, 25 AND 30 PSF RESIDENTIAL AND COMMERCIAL CONSTRUCTION. NOTES TO LOCAL AUTHORITY HAVING JURISDICTION AND ENTITY SUBMITTING DRAWINGS FOR APPROVAL SHEET INDEX SEE SHEET S1x OR Li.x FOR SHEET INDEX. ALL UNUSED SHEETS SHALL BE REMOVED FROM THIS SET OF DRAWINGS. USE OF THIS SET OF PLANS FOR A SITE SPECIFIC PROJECT: 1. NOT ALL PAGES OF THIS IAPMO REPORT WILL BE USED FOR ASITE SPECIFIC PROJECT. EACH PROJECT SUBMITTED TO THE LOCAL AUTHORITY HAVING JURISDICTION SHOULD INCLUDE ONLY THE PERTINENT SITE -SPECIFIC STRUCTURAL COMPONENTS LOCATED WITHIN THISIAPMO-USTED EVALUATION REPORT. - 2. ALL ITEMS PERTAINING TO EACH INSTALLATION (TYPE OF ROOF PANEL, HEADER SPAN, COLUMN SIZE, CONNECTION DETAILS ETC.) SHALL BE CIRCLED AND (DEARLY IDENTIFIED BY THE ENTITY SUBMITTING THE DRAWINGS FOR APPROVAL 3. PLEASE NOTE THAT 4STEL ENGINEERING GENERATED AND STAMPED THE ORIGINALIAPMO REPORT AS AVAILABLE FROM IAPM0 DIRECTLY, BUT WAS NOT INVOLVED IN MAKING ANY SITE SPECIFICSELECTIONS DR ANOTATIDNS ON THOSE DRAWINGS. ANY HANDMARKING OR HIGHLIGHTING ON THE SITE SPECIFIC SET OF DRAWINGS ARE THE RESPONSIBILITY OF THE ENTITY SUBMITTING THE DRAWINGS FOR APPROVAL 4. EACH INSTALLATION SHALL BEAR AN IDENTIFYING TAG INDICATING THE NAME AND ADDRESS OF THE MANUFACTURER DESIGN LOADS AND ENCLOSABILTTY. 5. THE ORIGINAL IAPM0 REPORT BEARS AN ELECTRONIC STAMP FROM 4STEL ENGINEERING, AND A WET STAMP IS NOT REQUIRED IN ACCORDANCE WITH THE REGULATIONS STATED BY THE PROFESSIONAL BOARD OF ENGINEERS. 6. A COLOR COPY DFTHE ORIGINAL PAGES FROM THE IAPMO REPORT IS NOT REQUIRED. A COLOR COPY OFTHE CONSTRUCTION DOCUMENTS MAY BE REQUIRED IF SELECTIONS WERE MADE IN A WAY THAT WILL NOT BE VISIBLE ON A BLACK AND WHITE COPY AT A MINIMUM, SUBMISSION FORA BUILDING PERMIT MUST INCLUDETH E FOLLOWING INFORMATION FROM THIS EVALUATION REPORT: L TITLE SHEET AND GENERAL NOTES SHEET, GO.1 2. IAPMO APPROVED SHEET GE.2 3. STRUCTURAL CONFIGURATION (i.e. SOLID DR LATTICE ROOF, FREESTANDING OR ATTACHED), SHEET S1:x OR L1.x 4. SNOW LOAD DESIGN SHEETS 52.1 AND 52.2, WHERE APPLICABLE. 5. BASED ON THE REQUIRED DESIGN LOADS, SITE -SPECIFIC RAFT ERAND/OR PANELSPANTABLES 53.x OR L3.x 6. TYPE OF HEADER, POSTTYPE & QUANTITY, FOOTING SEE (WHERE REQUIRED) BASED ON THESITE-SPECIFICDESIGN LOADS. - 7. APPROPRIATE STRUCTURAL DETAILS. B. OTHER DOCUMENTATION THAT MAY BE REQUIRED BY THE LOCAL AUTHORITY HAVING JURISDICTION, SUCH AS ASITE PLAN. 9. SEE S1.x OR L1.x FOR SHEETINDEX, CITY OF LA QUINTA BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE DATE 07/13/2021 BY ' C ( DURALUM 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 QROFESS lovii o S 5885 - VAIO P' / Ai 9rF OF CAO� DATE SIGNED: July 8, 2019 s. .i TES 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.1150 I FAX 949.305.1420 1 EXPIRES LAP Mp TM ON: JUNE 30, 2020 ( 4 REVISIONS I MARK DATE DESCRIPTION I I I I 4 STEL JOB R DA02-02 4 . DATE 0710BI19 1 A DRAWN BY RC I CHECKED MOS I • IAPM0195 V 3.1.1 TITLE SHEET, DESIGN LOADS, GENERAL NOTES 4 t G0.1 PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC. IAPMO APPROVAL EVALUATION REPORT 95 • Originally Issued: 0SI0112011 Revised: 07/1812019 Valld Through: 06I3012020 DURALUM PRODUCTS, ITC: 2485 Railroad Street Corona, California 92880 (951) 736-1500 w ww•.d or:doom: vm RESIDENTIAL PATIO COVERS; CARPORTS, AND COMMERCIAL ROOF STRUCTURES 'C51 Stalin.: 10 73 00 Protective Covers 13 34 09 Fabricated Engineered Slidetores t.d RECOCNmoN 1.1 Patin Cdveii: Duralum Products Residential Patio Covers ttcogmired in this report have been evaluated for use for rcmrrdooil, outdoor living purposos assocaed with dwelling units and not as carports, garages, storage room or babiable rooms. Tice Residential Patio Covers comply with Appendix I of the IBC and CBC, and Appendix 11 of the 1RC and CRC. 1.2 Carports and Commercial Roof Structures: Duralum ProdOca' Carports and Commerciol Roof Structures recognized in this iepon have been evaluated for Use where permitted by the applicable chapters of the IBC, including Sections 406 and 3105. Carports associated with one- and two-fanulydwelling units actor ace where petmiued by the IRC or CRC, including Section R309. 1.3 Compliance: The slroctrral properties of the Residential Patio Cows, Curpods, and Commercial Roof STuctmS recognized in This report were evaluated for 'compliance with floe following codas and regulations: • 2018, 2015 and 2012 International Building Codes' (1BC) • 2018, 2015 and 20121mernational Residential Code* (IRC/ • 2016aod 2013 California Bwldingtode (CDC) • 2.016•and 2013 California Residential Code' (CRC) • ASCE 7-16 and '7-10 - Minimum Design Loads for Buildings and Other Structures • ADMI-2015-Aluminum Design Manual Pan 1 ZO 14i1TATIQ14S Use of the Dural -um Products Residential Pa't(o Covers, Carposs,'md Commercial Roof Suvetura recognized in this report and detailed in the aiachcd plans and apecif cation Rnision V3.1.1 signed and dated July 8. 2019. is subject to Oro following limitations: 33 Construction of tie residential patio covers, corpora and commercial roof structures shall comply with the applicable codes. manufacturer's insallation instructions, l6is upon hod the accompanying plans, beariog I e name Duralum Products, Inc. rand 4STEL Engineeing. Where conflicts occur, the more restrictive Shall govern. 22 Patio 6pvers shall be associated With one- or two-family dialling units only and shall be limited to use as sanctums regulated under Appendix l of the IBC or CBC or Appendix }1yf Oe IRC or CRC. 23 Ca one and c ip nmmenal roof structures stall be limited to asters structures regulated by the applicable chapters of the 1BC for Risk Category T1 in accordance with Table 15-1 of ASCE 7. Carpus associated with one- and two-family dwelling units shag be limited to use . structures regulated by the applicable chapters addle IBC, TRC, CBC and CRC. 2A Construction documents submitted to the building official for approval shall include dlia report and the sly -specific sttoctuml components of the accompanying plods, including but not limited to Oe tide sheet. acacia! notes applicable coda slructun) cool1 oroBaa dasign criteria in Section 3.1 of Otis rcpon, related span tables. header, post tied footing types. and appropriate suuctural dclails 23 The existing structure shall be adequate to support the additional loads Imposed by the ntachcd polio cover, 2.6 For patio covers. carports and commercial roof Mixtures subject to snow dri8rng and sliding, tabulated spars shall be modified in oocordance with the reduction factors shown in the accompanying plans 2.7The projection over length ratio ofailaclled polio covers • shall not anted 225 when using design for attached patio corms and can heincreasedto 4.0 when using column and footing sacs fotfrecvaodiog structures. The projection ova length ratio for freestanding covers isnot limited 2-0 Freestanding and attached patio covers, carport, and commercial structures shall have a roof slope of at least !. inch per fool (2083 pereem). 29 For amched patio Covxn, caging stmetnres shalt have a minimum width of 30 fool (8.7 m), maximum length of 50 feet (36.6 m). mean roof height of 22 fret (6.9 m) or le.t in Exposure Calegory-B and 15 feet (4.6 m) or less in C•vposure Category C and a roof shape of 73:12 to 6:12 (125 to 50 =ram). Minimum Pitt of roof overhangs is 50 square feet Tinsno•E6adoslaam0M ,)E,••'o,racofaErin,fnna.san.,t dm.n.earsrtray. loan¢mural®du•.acmwdr.m..edeaem.mr or. almrn.0,aa,r cork. asAve ln resmet artlbel,. wYnw'91 nYpe,vudn.+e NeF.wWtr.s�v�pm •traf�w„W GenFrwr.WWAr s.Aat.N,a,wYear.n a¢Mam0MCSoao.:IX.n.liaa weae,,:rw.,oFace. in udran. .ee..'vmt00'ma4 sat Sap n n9f11, 1rb,ede Oat weiSlum r2rmJE5lmr. fesw.4A.m mattes; EVALUATION REPORT 5 ® Originally Issued: 0610112011 Revised: 0711812D19 Valid Through: 06130/2020 2.10 Fiecsiariding oove attached (bvers and the existing building to which covers are attached shall comply with the scoping requirements of'Chapler 26 of ASCE 7 for regular ucometric shape and response characteristics. 2.11 Minimum design roof live load is 10 pof (47.118 Pa) for patio covers associated with a one- and two-family dwelling unit and 20 psf (95.76 Pa) for eotpons and commercial roof structures. 2,12 hid -illation of foam-plasiie core roof panels shall he in 5ccordance with its evaluation report. Section 42.4 of this report, and provide equivalent vertical and lateral Idad capacity as showy (n this report. 2.13 Approved setlaot or caulking shall be used at any penetrations made its the existing weather resistant exterior wall envelope, 2.14 Rnidaudal patio covcrX, r. 0TTs and commercial roof structures subject to topographic effects of abrupt changes such as wind -speed-up over hills. ridges and esrnrpmenro in accordance with Seelioo 26.8.! of ASCE 7 are amide the scope of this report. 2.15 Any rnaf tincture constrtatcdin an area with a Bat roof- top snow bad greater than 70.6 p5f (3380 Pa) in Seismic Design Caegories A, B. C. D, D0, DI, D2, E or F, and not complying with Exception 1 of IBC or CBC Section 1613.1; Is outside the trope of this report. 3.16 Adilithia of enclosure walls to residential patio covets shall be in accordance with Section 4.1 of this report. 2.17 The Derxlurn Products Residential Patio Covets, 'Carports, and Commercid Roof Stroctmes arc produced in Corona. California and Sacramento, California. 3.0 PRODUCTESE Design and installation of the Din -alum Products Residential .Patio Covers, Carports, and Commercial Roof Structures shall comply with the applicable coda the manufacturers bast:salation iasouctions, this repos and the accompanying pans and specifications Revision V3.1.1, signed and dated .illy 8, 2019, All allowable loading conditions shall be as nolod in the pleans accompanying this repots Where conflicts occur. the more restrictive shall eovcm 3,1 Design: Selection of applicable structural components for the installation of freestanding and aoachedresideotial patio covers. tarpons and commercial roof structures shall be in accordance with the design criteria as specified in die plans accompanying this repo. The project location, rase (patio cover, carport, commercial structure), eonapondlng code, and applicable design criteria, including risk category (IBC only), wind speed, wind aepostre category, roof live load, ground snow load, seismic design category, and frost line depth shall be placed on or be attached Io tme plans accompanying Ibis report and he observed in the selection Oahe components 3.2 lrtilalalloni Installation of the dompooents determined in Se0ieo 3.1 of this report to construct the patio cater, carport, or commercial roof structure shall be in accordance with this report, the plans am:ompanyiog this report, manufacturers installation instructions, and the applicable soda of this report. Where conflicts mart the more restriaivcshall govern 4.0 PRODLCT DFSCRIPTIO1 4.1 Pryducf1ofnipralipn Duralum Products Residential Patio Covers: Carpots- and Command Roof Suunures am fmrstand'o+g and atached, non-encloied solid and lattice rcidrntial patio covers, carports and commercial roofstmctutes.The trnchres shall be coasnuctcd in accordance with the plans accompanying this upon and as inti(ca,ed in this report. Attached patio covers, where considered, shall he open on three sides. Attached carports associated with one- and two-family dwelling units shall be open on at least two .sides. Freestanding patio Covers, carports and commercial roof smarmes shall be open on all four sides Where designed. enclosure call configurations used with die slrununl components described in this repot to farm entl seal attached residential patio covers shall confront to Ile limits noted in Section 1103 of the IBC or CBC and 'tact- ion AH103 of Ohe 1RC or CRC. Theslrwaures shall be Tamed in a product evaluation upon from an approved source as defined in IDC and CBC Section 104.11.1 or other 'nationally recognized cert(Bcmian program accepted by IAPMO Uniform Evaluation Saralee. �2MaterLis 4.2.1 Aluminum: Aluminlmt swctuml members are rolt- fotme'l Or molded stapes of various allays and rompers, complying with Chapter 20 of the MC and ASTM B209 as specified in the plans accompanying this upon 4.2. WO: Steel mernitas.ere formed from various glades of steel complying with ASTM A500, Grade B and ASTM A653 SS Grade 50 and, where designated, with a galvadved coating complying With G60, as specified in the plans accompanying this rcpun 423 Fasteners: F.tcners include aluminum and steel bolts, wood smiews, lag screws. post installed anchors. self -drilling screws and she octal screws o specified in the plans accompanying this report 4.24 From-Plastiel arePanels: The lamimucd foam -scat sprtdwich roofpanels used with the structural components ddcribed in this report at form freestanding and atached *residential patio and Commercial covers shall be Durapanel Structural Panels for ?ado Covers described and recognized in IAPMO UES ER-505. Paget of 3 EVALUATION REPORT • Originally issued: 06101/2011 Revise 5.0 IDEdyT1FICATION Enclos r= coveted by lids report shall be identified by a permanent decal or iddniifyine tag thot'sata the name and address of the manufacturer (Duralum Products. Inc_). Each nstvllalion shall bear an original identifying decal or tag bearing the IAPMO UES dark of Conformity and the Evuluatiim Rcpon Number (ER-195). Either of the following MarksofConformity may he used as shown: Or L4.PM0 TIES ER-195 6.0 SUBSTANTIATING DATA 61 Dais cgmplyiog With the 1CCES Acecptana Criteria Tor Patio Covers (AC340). Approved Augus12018. 6.2 Engineering calculations in accordance witli the 2018, 2015 and 20121nternational Building Coda ASCE 7-I0 and 7-16 and the Aluminum Design Manual Pan 1 (2015). .63 Quality control manual: 6.4 Product dmw'vmgs. 195 d: 07/18/2019 VaUd Through: 06130/2020 7.0 STATEMENT OF RECOGN.171014 This evoloadon report describes the results of research carried out by IAPh1O Uniform Evaluation Service on Duralum Products Rcidemial Patio Covers, Carports. and Commcreial Roof Structures manuf cored in Coruna and Sactnmenla. California. m assess the(r,coofotmance to the cods shown in Section 1.0 of this report and documu+u the product's mlificadon. The products are produced at locations noted in Section 2.17 of this report under o quiality control program with periodic inspection under the supm•ision of1APM0 UFS. Page 3 of 3 vt 14? Brim Gerber, P.E. S.E. Vice President, Technical Operations Onifarm Evaluation Service Richard Ball PE, CBO, MCP ice.ProsiiIoal, Uniform Evaluation Service CL-7 GP Ross Chaney CEO, The IAPMO Croup Far addlf sat tot000aaae about this maluaea roper please+iar ,,.', aniTorm-a.oro .r cuss us.gao.b �..aa•�„•...... -2, Ix sw DURALUM 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 Eiks�ril a e!"' 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.1150 I FAX 949.305.142D IAP MO TM EXPIRES ON: JUNE 30, 2020 M I ' REVISIONS MARK DATE DESCRIPTION 1 4STE-JOB4 • DAD2-02 I ( DATE 07100/19 I 1 DRAWN BY RC 4 CHECKED MDS i 1 IAPM° 195 V 3.1.1 IAPMO APPROVAL I 1 G0.2 - a (E) BUILDING ','///1(///// l//////////Lll////////////////////1/LL///////l////11/f/111CC!/ .. Irmo �ucny ... .. �.....,..� SEE NOTE 1 t SEE NOTE 1 EQ -_ EQ L i i • SOUD COVER. CONNECTION ' TO BLDG SEE' NOTE 2 ' 1 I I , I . i I I 1 I r, - I. i I I '. COL,: TYP 1 i SEE NOTE;4 I SOLIDTOBEAM COVER SEECNDTONNECTI2 ON � • I i 1 I E __ r r DFCK OH I DECK CLEAR SPAN ^ . _ I T OH BEAM CLEAR SPAN I. BEAM CLEAR SPAN / NOTE 1 / / "'fff \ LENGTH 'L' SEE NOTE 1 BEA SEE PLAN VIEW 1/16"=1'-0" SOUD ROOF PANEL SEE NOTE 2 5_0P N' CONCRETE FTG, SEE NOTE 5, TYP ISOMETRIC VIEW 3/32"=1'-O (E) BLDG. CONCRETE SLAB, SEE NOTE 5 HEIGHT 'H' SEE NOTE 1 TABLE 1 MINIMUM NUMBER OF POSTS REQUIRING ATTACHMENT PER 3/S6.3 WITH 2 x 6.5 x 0.032 SIDE PLATES (SIDE PLATE TYPE SP3) TRIB WIND SPEED AND EXPOSURE WIDTH 1103 110C 1206 120C 1306 1300 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 6 11' 4 4 4 - 5 5 8 17 4 5 5 6 5 7 WITH 2 x 6.5 x 0.042 SIDE PLATES (SIDE PLATE TYPE SP4) TRIB WIDTH WIND SPEED AND EXPOSURE 110B 110C 1206 120C 1306 130C 5 2 2 2 2 2 3 6' 2 2 2 3 3 3 T 2 3 3 3 3 4 8' 2 3 3 4 3 4 9' 3 3 3 4 4 5 10' 3 4 4 4 4 5 11' 3 4 4 5 5 6 17 3 4 4 5 5 5 NOTES: 1. NUMBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADD POSTS AS REQUIRED TO ENSURE THAT THE"MAX POSTS PACING (SPAN)' SHOWN ON SHEETS S8.xx.x IS NOT EXCEEDED. 2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL 3/S6.3 3. THIS TABLE DOES NOT APPLY IF THE SIDE PLATES ARE PROVIDED FOR AESTHETICAL PURPOSES AND THE BEAM IS CONNECTEDTO THE COLUMN DIRECTLY PER 2/S6.3 OR WITH A BRACKET PER 1/S4.5 & 1/S6.3. TABLE 1 - MINIMUM NUMBER OF COL REQUIRING TOP ATTACHMENT PER 3/863 NOTES: 1. PATIO COVER DIMENSIONS A SEE DESIGN ASSUMPTION NOTE 4 ON GO.) FOR PATIO COVERS CONSISTING OF SOUD COVERS AND LATTICE FRAMING. B. HOGHT OF STRUCTURE 'H' (TO TOP OF COVER) SHALL NOT BE OVER 12 FT. C. BEAM OVERHANG 'OH' SHALL NOT EXCEED 25% OF BEANS ADJACENT CLEAR SPAN. EXCEPTION: NO OVERHANG ALLOWED AT I BEAMS CONNELIUU TO SIDE OF COL D. SOLID COVER OVERHANG 'OH' SHALL NOT EXCEED 25% OF DECK OR IRP SOUD COVERS ADJACENT CLEAR SPAN, (OR 24 MAX. AT IRP, WHICHEVER IS LESS). E TRIBUTARY WIDTH ARE AS SHOWN ON PLAN: • TRIB (Bext)= YZ ADJACENT DECK CLEAR SPAN @ RIGHT 1- DECK OH @ LEFT •TRIG (BLDG)=) ADJACENT DECK CLEAR SPAN F. THE RATIO 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. SOUD COVERS A SEE SHEET S3.1A AND 53.3 FOR DECK PROFILES AND MAXIMUM SPANS. B. SEE SHEET S3.2 FOR DURAPANEL INSULATED STRUCTURAL SANDWICH PANELS MAXIMUM SPANS. C. SEE SHEET S2.2 FOR REDUCTION OF SOLID COVER MAXIMUM SPAN WHEN DESIGNING FOR SNOW LOADS. D. SEE SHEET S3.2 FOR CONNECTION OF SOUD COVERS TO SUPPORTING BEAMS. E SE SHEETS S3.2, S6.1 & S6.2 FOR CONNECTION OF SOLID COVERS TO (E) BUILDING. F. MINIMUM SLOPE OF SOLID DECK COVERS TO BE PER SHEET 53.2. G. MINIMUM SLOPE OF DURAPANELS TO BE PER SHEET S3.2. 3. BEAMS A. SEE SHEETS 54.1 & S4.2 FOR BEAM PROFILES. B. SEE SHEET 54.6 FOR FAN BEAM WHERE OCCURS. C. SEE SHLhIb 9/57.2 AND 58.xx.x FOR TABLES SHOWING 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 SPUCEDETAIL 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/S7.2 AND 58.xxx FOR TABLES SHOWING MAXIMUM POST SPACING. D. SEE SHEETS S6x AND S7.x FOR POSTS CONNECTIONS & DETAILS. 5. FOUNDATIONS A. SEE SH±IS 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 SUPPOHIJU ON CONCRETE FOOTING, BASED ON BEAM SPAN SELECTED. C. SEE 57.1 FOR ALTERNATE FOOTING SIZES. D. SEE 9/S7.2 FOR ATTACHED PATIO COVER SUPPORTED ON SLAB ON GRADE. SHEET INDEX -SOLID PANEL STRUCTURES: TYPE A G0.1 -TITLE SHEET, DESIGN LOADS, GENERAL NOTES G0.2 - IAP MO APPROVAL S1.1 -SOLID PANEL STRUCTURES: TYPE A 51.5 - SOLID PANEL STRUCTURES: TRIBUTARY WIDTHS TO BEAMS 82.1 - SOLID PANEL STRUCTURES: SNOW LOAD DESIGN: NEED TO CONSIDER DRIFT AND SLIDING DESIGN S22 - SOLID PANEL STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION FACTORS DUE TO DRIFT AND SLIDING S3.1A - SOLID PANEL STRUCTURES: ATTACHED COVERS MAXIMUM SPANS AND MINIMUM FASTENERS S3.2- SOLID PANEL STRUCTURES: CROSS SECTIONS S3.3 - SOLID PANEL STRUCTURES: DURAKING AND T6 PAN MAXIMUM SPANS AND MINIMUM FASTENERS S4.1 - SOLID PANEL STRUCTURES: BEAM PROFILES S42 - SOLID PANEL STRUCTURES: BEAM PROFILES S4.3 - SOLID PANEL STRUCTURES: COLUMN PROFILES S4.4 - SOLID PANEL STRUCTURES: MEMBERS PROFILES S4.5 - SOLID PANEL STRUCTURES: CONNECTORS S4.6 - SOLID PANEL STRUCTURES: FAN BEAM DETAILS S5.1 - SOLID PANEL STRUCTURES: SPLICE DETAILS S6.1 - SOLID PANEL STRUCTURES: ATTACHMENT TO EXISTING BUILDING S62-SOLID PANEL STRUCTURES: CONNECTION DETAILS S6.3 - SOLID PANEL STRUCTURES: CONNECTION DETAILS S7.1 - SOLID PANEL STRUCTURES: FOUNDATION DETAILS S72- SOLID PANEL STRUCTURES: FOUNDATION DETAILS S8Jx.x- SOLID PANEL STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx PSF LLISL, 1xO MPH G9.1 -ADDITIONAL STATE LICENSURE STAMPS 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 DATE SIGNED: July 8, 2019 folks- 77! : TC Fud FJ -r.R Yn-�2 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.1150 I FAX 949.305.1420 I' EXPIRES ON: JUNE 30, 2020 REVISIONS MARK DATE DESCRIPTION 4. STEL JOB # DA02-02 DATE 07/08119 DRAWN BY RC CHECKED MOS IAPM0 195 V 3.1.1 SOLID PANEL STRUCTURES: TYPE A 4 SOLID PANEL STRUCTURE TYPE A: ATTACHED SINGLE SPAN WITH OPTIONAL CANTILEVER o' J Fw m0 mw 62 p vwi (E) BUILDING /////////(////// ////////////////////////////////////////////////////.:///////////////////// ////. ! ! I I ! I I , SOUD COVER CONNECTION COLT TYP • TO BLDG SEE NOTE 2' SEE :NOTE I4 I j I 1 I CO it II w rn x 11 I I \SOUD COVER CONNECTION To BEAM SEE NOTE 2! a DECK CLEAR PROJECTION 'P' SEE NOTE 1 BEAM OH / BEAM CLEAR SPAN / SEE NOTE 1 BEAM CLEAR SPAN LENGTH 'L' SEE NOTE 1 PLAN VIEW 1 /16'=1'-O" of Z Ow f N BEAM OH SEE NOTE 1 SOUD ROOF PANEL SEE NOTE 2 SEE pOZE 'c SUOp CONCRETE FTG, SEE NOTE 5, TYP ISOMETRIC VIEW 3/32"=1'-O (E) BLDG. INT. BEAM SEE NOTE 3 CONCRETE SLAB, SEE NOTE .5 TABLE 1 MINIMUM NUMBER OF POSTS REQUIRING ATTACHMENT PER 3/S6.3 WITH 2 x 6.5 x 0.032 SIDE PLATES (SIDE PLATE TYPE SP3) - TRIB WIDTH WIND SPEED AND EXPOSURE 110E 110C 120E 120C 130B 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 6 11' 4 4 4 5 5 6 12 4 5 5 6 5 7 WITH 2 x 6.5 x D.042 SIDE PLATES (SIDE PLATE TYPE SP4) TRIB WIDTH WIND SPEED AND EXPOSURE 1106 110C 1206 1200 130B 130C 5' 2 2 2 2 2 3 6' 2 2 2 3 3 3 T 2 3 3 3 3 4 8' 2 3 3 4 3 4 9' 3 3 3 4 4 5 • 10 3 4 4 4 4 5 11' 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 S8.xx.x IS NOT EXCEEDED. 2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL 3/S6.3 3. THIS TABLE DOES NOT APPLY IF THE SIDE PLATES ARE PROVIDED FOR AESTHETICAL PURPOSES AND THE BEAM IS CONNECTED TO THE COLUMN DIRECTLY PER 2/56.3 OR WITH A BRACKET PER 1/54.5 & 1/S6.3. A TABLE 1 - MINIMUM NUMBER OF COL REQUIRING TOP ATTACHMENT PER 3/S63 NOTES: 1. PATIO COVER DIMENSIONS A. SEE DESIGN ASSUMPTION NOTE 4 ON G0.1 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. EXCEPTION: NO OVERHANG ALLOWED AT I BEAMS CONNECIEU TO SIDE OF COL D. SOUD COVER OVERHANG 'OH' SHALL NOT EXCEED 25% OF DECK OR IRP SOLID COVER'S ADJACENT CLEAR SPAN, (OR 24" MAX. AT IRP, WHICHEVER IS LESS). E. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN: • TRIB (Bext)= 74 ADJACENT DECK CLEAR SPAN @ RIGHT + DECK OH @ LEFT • TRIB (Bint)= )i ADJACENT DECK CLEAR SPAN @ RIGHT + J4 ADJACENT DECK CLEAR SPAN @ LEFT • TRIB (BLDG)=) ADJACENT DECK CLEAR SPAN F. THE RATIO 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. SOUD COVERS A. SEE SHEET S3.1A AND S3.3 FOR DECK PROFILES AND MAXIMUM SPANS. B. SEE SHEET S3.2 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 S3.2 FOR CONNECTION OF SOLID COVERS TO SUPPORTING BEAMS. E. SEE SHEETS S3.2, S6.1 AND S6.2 FOR CONNECTION OF SOLID COVERS TO (E) BUILDING. F. MINIMUM SLOPE OF SOLID DECK COVERS TO BE PER S3.2. G. MINIMUM SLOPE OF DURAPANELS TO BE PER SHEET S3.2. 3. BEAMS A. SEE SHEETS 54.1 & 54.2 FOR BEAM PROFILES. B. SEE SHEET S4.6 FOR FAN BEAM WHERE OCCURS. C. SEE SHEETS 9/57.2 AND S8.xx.x FOR TABLES SHOWING 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 55.1 FOR BEAM SPLICE 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 S4.3 FOR COLUMN PROFILES. C. SEE SHEETS 9/S7.2 AND S8.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING. D. SEE SHEETS 56.x AND 57.x FOR POSTS CONNECTIONS & DETAILS. . 5. FOUNDATIONS A. SEE SHEETS 57.1 AND S7.2 FOR COLUMN CONNECTION TO FOUNDATION. B. SEE BEAM SPAN TABLES ON SHEET S8.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/S7.2 FOR ATTACHED PATIO COVER SUPPORTED ON SLAB ON GRADE. SHEET INDEX - SOLID PANEL STRUCTURES: TYPE B G0.1 -TITLE SHEET, DESIGN LOADS, GENERAL NOTES G02 - AP MO APPROVAL S12-SOLID PANEL STRUCTURES: TYPE B 51.5 - SOLID PANEL STRUCTURES: TRIBUTARY WIDTHS TO BEAMS S2.1 -SOLID PANEL STRUCTURES: SNOW LOAD DESIGN: NEED TO CONSIDER DRIFT AND SLIDING DESIGN S2.2-SOLID PANEL STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION FACTORS DUE TO DRIFT AND SLIDING 53.1A - SOLID PANEL STRUCTURES: ATTACHED COVERS MAXIMUM SPANS AND MINIMUM FASTENERS S32-SOLID PANEL STRUCTURES: CROSS SECTIONS S3.3 - SOLID PANEL STRUCTURES: DURAKING AND T6 PAN MAXIMUM SPANS AND MINIMUM FASTENERS S4.1 -SOLID PANEL STRUCTURES: BEAM PROFILES S4.2 - SOLID PANEL STRUCTURES: BEAM PROFILES S4.3 - SOLID PANEL STRUCTURES: COLUMN PROFILES S4.4-SOLID PANEL STRUCTURES: MEMBERS PROFILES S4.5 - SOLID PANEL STRUCTURES: CONNECTORS S4.6-SOLID PANEL STRUCTURES: FAN BEAM DETAILS S5.1 - SOLID PANEL STRUCTURES: SPLICE DETAILS S6.1 - SOLID PANEL STRUCTURES: ATTACHMENT TO EXISTING BUILDING S62-SOLID PANEL STRUCTURES: CONNECTION DETAILS S6.3-SOLID PANEL STRUCTURES: CONNECTION DETAILS S7.1 - SOLID PANEL STRUCTURES: FOUNDATION DETAILS S7.2-SOLID PANEL STRUCTURES: FOUNDATION DETAILS SBxxx-SOLID PANEL STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx PSF LUSL, 1x0 MPH G9.1 -ADDITIONAL STATE LICENSURE STAMPS SOLID PANEL STRUCTURE TYPE B: ATTACHED MULTI -SPAN WITH OPTIONAL CANTILEVER - DURALUM 2485 CORONA, • RAILROAD ST, CA 92880 951.736.4500 0ESS IONiz O S 5885 ,iii 11111117libcjrAT):0--A ,:.--4°-- PF OF CA\-\F� DATE SIGNED: July 8, 2019 rill)_S-19Eri......, 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.1150 I FAX 949.305.1420 I IAPM O TM EXPIRES ON: JUNE 30, 2020 I I REVISIONS MARK DATE DESCRIPTION I, L. 1 4 STEL JOB # DA02-02 I I DATE 07/08/19 1 I DRAWN BY RC I 1 CHECKED MDS I I IAPM0 195 V 3.1.1 SOLID PANEL STRUCTURES: TYPE B I 1 S112 Cc) PLAN VIEW 'COI •- • CD 0 w w d m CC II w OO w Ui N w w { I ; I I ``- SOUD COVER CONNECTION I TO BEAM. SEE NOTE 2' 1 I 1 1 i I , COL, ;TYP SEE NOTE BEAM OH SEE NOTE 1 BEAM CLEAR SPAN LENGTH 'L' SEE NOTE 1 DECK CLEAR SPAN PROJECTION 'P' SEE NOTE 1 1/16"=1'-0" o}- 0 o▪ w U, BEAM OH SEE NOTE 1 CONCRETE FTG, SEE NOTE 5, TYP ISOMETRIC VIEW 2 SOLID ROOF PANEL SEE NOTE 2 3/32"=1'-0" NOTES: 1. PATIO COVER DIMENSIONS A. SEE DESIGN ASSUMPTION 4 ON G0.1 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. EXCEPTION: NO OVERHANG ALLOWED AT I BEAMS CONNECTED TO SIDE OF COL. D. SOUD COVER OVERHANG 'OH' SHALL NOT EXCEED 25% OF DECK OR IRP SOUD COVER'S ADJACENT CLEAR SPAN, (OR 24" MAX. AT IRP, WHICHEVER IS LESS). E. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN: •TRIG (Bext)= 74 ADJACENT DECK CLEAR SPAN @ RIGHT + DECK OH @ LEFT 2. SOLID COVERS A. SEE SHEET S3.1F 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 S2-2 FOR REDUCTION OF SOLID COVER MAXIMUM SPAN WHEN DESIGNING FOR SNOW LOADS. D. SEE SHEET S3.2 FOR CONNECTION OF SOLID COVERS TO SUPPORTING BEAMS. E. SEE SHEETS 53.2, S6.1 AND 562 FOR CONNECTION OF SOLID COVERS TO (E) BUILDING. F. MINIMUM SLOPE OF SOLID DECK COVERS TO BE PER SHEET S3.2. G. MINIMUM SLOPE OF DURAPANELS TO BE PER SHEET S3.2. 3. BEAMS A. SEE SHEETS S4.1 & S4.2 FOR BEAM PROFILES. B. SEE SHEET S4.6 FOR FAN BEAM WHERE OCCURS. C. SEE SHEETS 9/S7.2 AND S8.xx.x FOR TABLES SHOWING 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 SPLICE 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 S8.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING. D. SEE SHEETS S6.x AND S7.x FOR POSTS CONNECTIONS & DETAILS. 5. FOUNDATIONS A. SEE SHEETS S7.1 AND S7.2 FOR COLUMN CONNECTION TO FOUNDATION. B. SEE BEAM SUPPORTED UPP � ON CONCRETE FOOTING, LES ON SHEET S8.xx.x FOR BASEDMINIMUM BEAMFOOTING SPAN SELECTED.SIZE C.C. SEE S7.1 FOR ALTERNATE FOOTING SIZES. HEIGHT 'H' SEE NOTE 1 CONCRETE SLAB, SEE NOTE 5 TABLE 1 MINIMUM NUMBER OF POSTS REQUIRING ATTACHMENT PER 3/S6.3 WITH 2x 6.5x 0.032SIDE PLATES (SIDE PLATE TYPE SP3) TRIB WIDTH WIND SPEED AND EXPOsurct . 1108 110C 12DB 120C 130E 130C 5' 2 I 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 6 11' 4 4 4 5 5 6 1z 4 5 ._ 5 6' 5 7 WITH 2x 6.5x 0.0425 (SIDE PLATE TYPE SP4) TRIB WIDTH WIND SPEED AND txN(J6 UK 110B 110C 120B 120C 130E 130C 5 2 2 2 2 2 3 6' 2 2 2 3 3 3 T 2 3 3 3 3 4 8' 2 3 3 4 3 4 9' 3 3 3 4 4 5 10 3 4 4 4 4 5 11' 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 S8.xx.x IS NOT EXCEEDED. 2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL 3/S6.3 3. THIS TABLE DOES NOT APPLY IF THE SIDE PLATES ARE PROVIDED FOR AESTHETICAL PURPOSES AND THE BEAM IS CONNECTED TO THE COLUMN DIRECTLY PER 2/S6.3 OR WITH A BRACKET PER 1/S4.5 & 1/S6.3. OTABLE 1 - MINIMUM NUMBER OF COL REQUIRING TOP ATTACHMENT PER 3/S62 SHEET INDEX - SOLID PANEL STRUCTURES: TYPE C GO.1 -TITLE SHEET, DESIGN LOADS, GENERAL NOTES G0.2 - IAPMO APPROVAL S1.3 - SOLID PANEL STRUCTURES: TYPE C S1.5 - SOLID PANEL STRUCTURES: TRIBUTARY WIDTHS TO BEAMS S2.1 - SOLID PANEL STRUCTURES: SNOW LOAD DESIGN: NEED TO CONSIDER DRIFT AND SLIDING DESIGN S22 - SOLID PANEL STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION FACTORS DUE TO DRIFT AND SLIDING S3.1F-SOLID PANEL STRUCTURES: FREESTANDING COVERS MAXIMUM SPANS AND MINIMUM FASTENERS S32-SOLID PANEL STRUCTURES: CROSS SECTIONS S3.3 - SOLID PANEL STRUCTURES: DURAKING AND T6 PAN MAXIMUM SPANS AND MINIMUM FASTENERS S4.1 - SOLID PANEL STRUCTURES: BEAM PROFILES S42 - SOLID PANEL STRUCTURES: BEAM PROFILES S4.3 - SOLID PANEL STRUCTURES: COLUMN PROFILES S4.4 - SOLID PANEL STRUCTURES: MEMBERS PROFILES S4.5 - SOLID PANEL STRUCTURES: CONNECTORS S4.6 - SOLID PANEL STRUCTURES: FAN BEAM DETAILS S5.1 - SOLID PANEL STRUCTURES: SPLICE DETAILS 56.1 - SOLID PANEL STRUCTURES: ATTACHMENT TO EXISTING BUILDING S62 - SOLID PANEL STRUCTURES: CONNECTION DETAILS S6.3 - SOLID PANEL STRUCTURES: CONNECTION DETAILS S7.1 - SOLID PANEL STRUCTURES: FOUNDATION DETAILS S7.2-SOLID PANEL STRUCTURES: FOUNDATION DETAILS S8.bc.x- SOLID PANEL STRUCTURES: BEAM SPANS AND FOUNDATION SIZES PSF LL/SL,1xO MPH G9.1 -ADDITIONAL STATE LICENSURE STAMPS SOLID PANEL STRUCTURE TYPE C: FREESTANDING SINGLE SPAN WITH OPTIONAL CANTILEVER 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 DATE SIGNED: July 8, 2019 // I 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.11501 FAX 949.305.1420 EXPIRES ON: JUNE 30, 2020 ' REVISIONS MARK DATE DESCRIPTION 4 STEL JOB A DAD2-02 DATE 07/0B/19 DRAWN BY 4 4 RC CHECKED MDS IAPMO 195 V 3.1.1 SOLID PANEL STRUCTURES: TYPE C 4 S1.3 CD ruc c cc II m m r- 11 0 w 0 SEE NOTE 1 1 SEE NOTE 1 1 SEE NOTE 1 1 PROJECTION 'P' SEE NOTE 1 1 EQ. 4 EQ. I SOLID (COVER CONNECTION TO BEAM. SEE NOTE 2 I ! I I ; 1 { COL TYR SEE NOTE 4 I i I I ! I i I j ! I I I ,DECK CLEAR SPAN w C3 w ' ' I I i i j T i ,DECK CLEAR SPAN 4. BEAM OH SEE NOTE 1 BEAM CLEAR SPAN LENGTH 'L' SEE NOTE 1 BEAM CLEAR SPAN PLAN VIEW 1/16"=1'-O" 0 w 0 0 cn w BEAM OH SEE NOTE 1 L NOS Z St OPE SE CONCRETL r SEE NOTE 5, TYP ,---SOLID ROOF PANEL ccF NOTE 2 INT III CONCRETE SLAB, SEE NOTE 5 J 'H' SEE NOTE 1 TABLE 1 MINIMUM NUMBER OF POSTS REQUIRING ATTACHMENT PER 3/56.3 WITH 2 x 6.5 x 0.032 SIDE PLATES (SIDE PLATE TYPE SP3) TRIB WIDTH WIND SPEED AND EXPOSURE 1106 110C 120B 120C 130E 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 6 11' 4 4 4 5 5 6 17 4 5 5 6 5 7 WITH 2 x 6.5 x 0.042 SIDE PLATES (SIDE PLATE TYPE SP4) TRIB WIDTH WIND SPEED AND EXPOSURE 110E 11DC 120E 120C 130B 130C 5 2 2 2 2 2 3 6' 2 2 2 3 3 3 T 2 3 3 3 3 4 8' 2 3 3 4 3 4 9' 3 3 3 4 4 5 10 3 4 4 4 4 5 11' 3 4 4 5 5 6 17 3 4 4 5 5 5 NOTES: 1. NUMBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADD POSTS AS REQUIRED TO ENSURE THAT THE "MAX POST SPACING (SPAN)" SHOWN ON SHEETS SB.xx.x IS NOT EXCEEDED. 2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL 3/S6.3 3. THIS TABLE DOES NOT APPLY IF THE SIDE PLATES ARE PROVIDED FOR AESTHETICAL PURPOSES AND THE BEAM IS CONNECTEDTO THE COLUMN DIRECTLY PER 2/56.3 OR WITH A BRACKET PER 1/S4.5 & 1/S6.3, TABLE 1 - MINIMUM NUMBER OF COL REQUIRING TOP ATTACHMENT PER 3/S6.3 NOTES: 1. PATIO COVER DIMENSIONS A. SEE DESIGN ASSUMPTION 4 ON G0.1 FOR PATIO COVERS CONSISTING OF SOUD COVERS AND LATTICE FRAMING. B. HOGHT 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. EXCEPTION: NO OVERHANG ALLOWED AT I BEAMS CONNECTED TO SIDE OF COL D. SOLID COVER OVERHANG 'OFT SHALL NOT EXCEED 25% OF DECK OR IRP SOLID COVER'S ADJACENT CLEAR SPAN, (OR 24" MAX. AT IRP, WHICHEVER IS LESS). E. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN: • TRIB (Bext)= )1 ADJACENT DECK CLEAR SPAN @ RIGHT + DECK OH @ LEFT • TRIG (Ent). Y2 ADJACENT DECK CLEAR SPAN @ RIGHT + 7f ADJACENT DECK CLEAR SPAN @ LEFT 2. SOLID COVERS A. SEE SHEET S3.1F AND S3.3 FOR DECK PROFILES AND MAXIMUM SPANS. B. SEE SHEET S3.2 FOR DURAPANEL INSULATED STRUCTURAL SANDWICH PANELS MAXIMUM SPANS. C. SEE SHEET S2.2 FOR REDUCTION OF SOLID COVER MAXIMUM SPAN WHEN DESIGNING FOR SNOW LOADS. D. SEE SHEET S3.2 FOR CONNECTION OF SOLID COVERS TO SUPPORTING BEAMS. E. SEE SHEETS 53.2, 56.1 & 56.2 FOR CONNECTION OF SOLID COVERS TO (E) BUILDING. F. MINIMUM SLOPE OF SOLID DECK COVERS TO BE PER SHEET 53.2. G. MINIMUM SLOPE OF DURAPANELS TO BE PER SHEET S3.2. 3. BEAMS A. SEE SHEETS S4.1 & S4.2 FOR BEAM PROFILES. B. SEE SHEET S4.6 FOR FAN BEAM WHERE OCCURS. C. SEE SHEETS 9/57.2 AND 58.xx.x FOR TABLES SHOWING MAXIMUM BEAM SPANS. D. SEE SHEET 52.2 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 SPLICE 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 SHLEIS 9/S7.2 AND S8.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING, D. SEE SHLLIS6,x AND S7.x FOR POSTS CONNECTIONS & DETAILS. 5. FOUNDATIONS A. SEE SHEETS S7.1 AND 57.2 FOR COLUMN CONNECTION TO FOUNDATION. B. SEE BEAM SPAN TABLES ON SHEET SB.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. SHEET INDEX - SOLID PANEL STRUCTURES: TYPE D G0.1 -TITLE SHEET, DESIGN LOADS, GENERAL NOTES G0.2 - IAPMO APPROVAL S1.4 - SOLID PANEL STRUCTURES: TYPE D S1.5 - SOLID PANEL STRUCTURES: TRIBUTARY WIDTHS TO BEAMS S2.1 - SOLID PANEL STRUCTURES: SNOW LOAD DESIGN: NEED TO CONSIDER DRIFT AND SLIDING DESIGN S2.2 - SOLID PANEL STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION FACTORS DUE TO DRIFT AND SLIDING S3.1F-SOLID PANEL STRUCTURES: FREESTANDING COVERS MAXIMUM SPANS AND MINIMUM FASTENERS S3.2 - SOLID PANEL STRUCTURES: CROSS SECTIONS S3.3 - SOLID PANEL STRUCTURES: DURAKING AND T6 PAN MAXIMUM SPANS AND MINIMUM FASTENERS S4.1 -SOLID PANEL STRUCTURES: BEAM PROFILES S4.2-SOLID PANEL STRUCTURES: BEAM PROFILES S4.3 - SOLID PANEL STRUCTURES: COLUMN PROFILES S4.4-SOLID PANEL STRUCTURES: MEMBERS PROFILES S4.5 - SOLID PANEL STRUCTURES: CONNECTORS S4.6 - SOLID PANEL STRUCTURES: FAN BEAM DETAILS S5.1 -SOLID PANEL STRUCTURES: SPLICE DETAILS S6.1 - SOLID PANEL STRUCTURES: ATTAC HMENT TO EXISTING BUILDING S6.2 - SOLID PANEL STRUCTURES: CONNECTION DETAILS 56.3 - SOLID PANEL STRUCTURES: CONNECTION DETAILS 57.1 - SOLID PANEL STRUCTURES: FOUNDATION DETAILS S7.2 - SOLID PANEL STRUCTURES: FOUNDATION DETAILS 58.xx.x-SOLID PANEL STRUCTURES: BEAM SPANS AND FOUNDATION SIZES :x PSF LUSL,1x0 MPH G9.1 -ADDITIONAL STATE UCENSURE STAMPS SOLID PANEL STRUCTURE TYPE D: FREESTANDING MULTI -SPAN WITH OPTIONAL CANTILEVER DURALUM 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 . ?ESS1Q /,( %/ S 5885 •-.„, r"' RUCT1.0" TF OF CM-0. DATE SIGNED: July 8, 2019 Cil_5711EIL___0.A J....--.1,.1. F�A"'f''9+P . p, -! `fix.='hi u:`eg-1=..4-Y I- -Y 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.1150 I FAX 949.305.1420 I / EXPIRES LAP ES TM ON: JUNE 30, 2020 1 REVISIONS MARK BATE DESCRIPTION / 1 4 STEL JOB # DA02-02 I 4 DATE 07/OB/19 1 I DRAWN BY RC 1 CHECKED MDS I 4 IAPM0195 V 3.1.1 SOLID PANEL STRUCTURES: TYPE D I SI.4 r TRIBUTARY WIDTH TABLE (Fr) OH (Fr) CLEAR SPAN (FT) 6 7 8 9 10 11 13 14 15 16 17 18 19 20 21 22 23 24 0 3.0 3.5 4.0 45 5.0 55 6.0 6.5 7.0 7.5 8.0 85 9.0 95 10.0 10.5 11.0 115 12.0 1 3 4.0 4.5 5.0 55 6.0 65 7.0 • 7.5 8.0 8.5 9.0 95 10.0 105 11.0 11.5 12.0 NP NP 5.0 5.5 6.0 65 7.0 75 85 9.0 9.5 10.0 105 11.0 115 12.0 NP NP NP NP 6.0 6.5 7.0 75 8.0 85 9.0 95 10.0 105 11.0 11.5 12.0 NP NP NP NP NP NP 4 7.0 75 8.0 85 9.0 95 10.0 105 11.0 115 12.0 NP NP NP NP NP NP NP NP 5 8.0 8.5 9.0 95 10.0 105 11.0 115 12.0 NP NP NP NP NP NP NP NP NP NP NP - NOT PERMI I I tU - SITE SPECIFIC ENGINEERING REQUIRED. ROUND UP TRIBUTARY WIDTH AS REQUIRED TO USE DESIGN TABLES. PROJECTION O.H. CLEAR SPAN TRIBUTARY WIDTH TRIBUTARY = 1/2 SPAN + 0.H. 11=11'I I =11=11=11 NOTE: TRIBUTARY ON MULTIPLE SPANS IS EQUAL TO CENTER SPAN TO CENTER SPAN 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 DATE SIGNED: July 8, 2019 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.1150 1 FAX 949.305.1420 IAP Mp TM EXPIRES ON: JUNE 30, 2020 I REVISIONS , MARK DATE DESCRIPTION 4 STEL JOB 9 DA02-02 1 1 DATE 07/08/19 JJ DRAWN BY RC 1 M CHECKED MDS IAPMO 195 V 3.1.1 SOLID PANEL STRUCTURES: TRIBUTARY WIDTH TO BEAMS 4 S 1.5 (1) #10-16 TEKS OR SMS AT EA. (4) TOP FLUTE ATTACHMENTS TO BEAM B1 OR TO WALL HANGER. SEE NOTE 2. 0.67' 0 N 0.40" 0.35" a 0.40" 0 24.000" (2) #10-16 TEKS OR SMS EA. (3) BOTTOM FLUTES ALUM. ALLOY 3004-H36 0.40' 0.40" 0.35" 4.50" I 3.00" 24' x 2-1/2' TRI-V PAN 3"=1'-0" 0.25" 0.88" 0.40' 0.77" 0.375" ALUM. ALLOY 3004-H36 (1) #10-16 TEKS OR SMS AT EA. (2) TOP FLUTE ATTACHMENTS TO B1 OR TO WALL HANGERS. SEE NOTE 2. (1) #10-16 TEKS OR SMS TO EA. (3) BOTTOM FLUTES 0 C EQ. \ 0.75" 6.00' OR 6.00" 6' OR 8" x 2-1/2' FLAT PAN 3"=1'-0" 0.69" 0.375" C NOT USED NTS TABLE 1A-ATTACHED COVERS MAXIMUM SPAN FOR 24" TRI-V PAN LL/GSL T(IN) WINDSPEED AND EXPOSURE 110 B 110 C 1205 120 C 130E 130 C 10 0.018 103" 10-3" 10'3" 10-3" 10'3" 9'-0" 0.024 12'-3" 12-3" 12'3" 12-3" 12'3" 12'-3" 0.032 14'3" 14'-3" 14'3° 14-3' 14'-3" 14-3." 20 0.018 54" 84' 8-4" 8'-0" 5-4" 8'4" 0.024 10'-1" 10-1" 10'-1" 10-1' 10'-1" 10'-1" 0.032 12'-1" 12-1" 12'-1" 12-1" 12'-1" 12-1' 25 0.018 7-3" 73" 7-3" 73" 7-.3" 7-3" 0.024 8-9" 8'-9" 8-9" 8'-9" 8'-9" 8'-9° 0.032 9-8" 9'-8" 9-8" 9'-8" 9'-8" 9'-8" 30 0.018 s-7" s'-7' s-7° 5-7' s'-7" 8'7" 0.024 8-3 8'-3" 8-3" 8'-3" 8'-3" 8'3" 0.032 9-1" 9'-1" 9-1" 9=1" 9-1" 9'-1" TABLE 2 -MULTI SPAN REDUCTION FACTORS ROOF PANEL TYPE . ROOF WE / GROUND SNOW LOAD (ps1) 10 20 25 30 40 50 24 x 21/2 x 0_018 0.85 0.80 0.65 0.65 - - 24 x 2-1/2 x 0.024 0.90 0.88 0.70 0.65 - - 24 X 2-1/2 x 0.032 0.90 0.88 - - - - OTHERS - - - - - - TABLE 1 B - ATTACHED COVERS MAXIMUM SPAN FOR 6 x 2-1/2 FLAT PAN I UGSL T (IN) WIND SPEED AND EXPOSURE 110 B 110 C 120 B 120 C 130 B 130 C 10 0.020. 14'--7" 14-7" 14'-7" 14'-7" 14'-7" 14'-7" 0.024 15-10" 15-10" 15-10" 15-10" 15-10" 15'-10" 0.032 18'-0" 1,8'-0" 18'-0" 18-0" 18'-0" 18-0" 0.0.40 19'-4" 15-4" 19'4" 19-4" 19'-4" 19-4" 20 0.020 12--1" 12-1" 12'-1" 12-1" 12'-1" 12-1" 0.024 13-3" 13'-3" 13'3" 134" 13'-3" 13=3" 0.032 15-6" 15-6" 15'-6" 15'-6" 15'S" 15-6" 0.040 16-8" 16-8" 16'3." 16'-8" 16'-8" 15-8" 25 0.020 104" 10-4" 10'-4" 10-4" 10-4" 10-4" 0,024 11'-1" 11'-1° 11'-1' 11'-1' 11'-1" 11'-1" 0.032 12-1" 12-1" 12'-1" 12-1" . 1T-1" 17-1" 0.040 13-1" 13'-1" 13'-1" 13'-1" 13'-1" 13-1" 30 0.020 9-9" 5-9" 9-9" 9'-9", 9-9' 9,-0" 0.024 10-4" 10-4" 10'-4" 10-4" 10'4" 10-4' 0.032 11-4" 11'-4" 11-4" 11'-4" 11'-4" 11'-4" 0.040 123" 12-3" 12'3" 12-3" 12-3" 12-3" ao 0.020 9-0" 9'-0" 9-0" 9'-0" 9'-0' 9'-0" 0.024 9.6' 9'-0' 9-6" 9'-0"' 9-5 9'-6" 0.032 10'-4" 10-4 10'4" 10-4 134" 10-4" 0.040 11'-2" 11'-2" 11' 2" 11'-2" 11'-2" 11'-2' 50 0.020 8-3° 8'3' 8-3" 8'-3" 8-3 8'3" 0.024 8'-9" 8'-9" 8-9" 6'-9" 8-9" 8=9" 0.032 9-8" 9'-8" 9-8" 9'-8" 3-8" 9'-8" 0.040 10'-4" 10-4" 10-0" 10-4" 13-4" 10-4" NOTES FOR DECK ATTACHMENT TO SUPPORTING BEAMS AND WALL HANGERS: 1-MINIMUM ATTACHMENT OF PANS TO BEAMS (EXCEPT BEAM PROFILE B1) SHALL BE MADE WITH (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 BI SHALL BE MADE WITH (1) OR.(2) #10-16 SMS OR TEK SCREW AT EACH BOTTOM FLUTE, AND (1) #10 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 CSHAPED DECK CLOSURE PLATES THATARE 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 A i ATTACHING TO. BEAMS 69, B10, B15, B16 OR 519 (DOUBLE MEMBERS), ATTACHMENT CAN BE MADE TO EITHER MEMBER OF THE BEAM, BUT SHALL BE EVENLY SPLIT BETWEEN THE 2 MEMBERS. TABLE 1C -ATTACHED COVERS MAXIMUM SPAN FOR 8 x 2-1/2 FLAT PAN WGSL TON)WIND SPEED AND EXPOSURE 110B 110C 1208 120C 130E 130.0 10 0.020 12'-6" 12'-6" 12-6" 12.6" 129" 12-6" 0.024 13'-7" 13' 7" 13-7" 13-7" 15-7" 13'-7" 0.032 15'--7" 15'7" 15-7" 15-7" 15--7" 15-7" 0.040 17-7" 1T-7" 1T-7" 1T 7" 1T-7" 17-7" 20 0.020 10-2" 10'-2" 10-2 10-2" 10-2" 10-2" 0.024 11-4" 11'-4" 11'-4" 11'4" 11' 4" ' 11'-4" 0.032 13-0" 13'-0" 13'-0" 13'-0" 13'-0" 13'-0" 0.040 14'-6" 14'-6" 14-6" 14'-6" 14-6" 14-6" 25 0.020 9'-9" 9-9" 9'-9" 9-9" 9-9" 9'-9" 0.024 10'-4" 10'-4" 10-4" 10-4" 10-4' 10-4" 0.032 11'-4" 11'-4" 11" 114" 17 -4" 11'-4" 0.040 124" 12'4" 17-3" 123" 124" 12-3" 30 0.020 9'-3" 9-3" 9'-33" 9'-3" 9=3" 9'-3" 0.024 9'-9" 9-9" 9-9" 9'-9" 9-9" 9'-9" 0.032 10-9" 10'-9" 10-9" 10-9" 10-9" 10-9" 0.040 11' 7" 11' 7" 11'-7" 11'-7" 11-7" 11-7" 40 0,020 8'-4" 8'-4° 8'-4" 3-4" 3-4" 3-4" 0.024 9'-0" 9'-0" 9'-0" 9'-0" 9-0" 9'-0" 0.032 3-9" 9'-9' 9-5 9'-9" 9-9" 9'-9" 0.040 10-7" 10'7" 10-7" 10'-7" 10-7" 10-7" 50 0.020 7-5" 7-5" 7-5" 7-5 7-5" T-5"' 0.024 8'3" 8-3" 8'--3" 8'-3" 8-0" 8'-3" 0.032 9'-1" 9-1" 9-1" 9'-1" 9-1" 9'-1" 0.040 9'-9" 9-9" 9'-9" 9'--9" 9-9" 9'-3." ram. DURALUM - 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 o m , ,,OESS!Quiz S 5885 Al \OFCJAI.\� R(!CT\ 0 DATE SIGNED: July 8, 2019 �i rilEIL. 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.1150 I FAX 949.305.1420 o I A p TM EXPIRES ON: JUNE 30, 2020 I I REVISIONS MARK DATE DESCRIPTION 1 4 STEL JOB # DAD2-02 Y DATE 07/08/19 4 DRAWN BY RC JJ ( 1 CHECKED MDS IAPM0 195 V 3.1,1 , SOLID PANEL STRUCTURES: ATTACHED COVERS MAXIMUM SPANS AND MINIMUM FASTENERS 1 4 S3.1A TABLE 1- SOLID PANEL STRUCTURES FASTENER SPACING SCHEDULE SEE NOTES 1 AND 2 IRP ROOF PANEL WIND SPEED AND EXPOSURE 110 MPH) B C 120 MPH) B C 130 (MPH) B C 3" - 0.024" A A A. A A A 4.25" - 0.024" A A A A A A 3' -0.030" A A A A A B 4.25" - 0.030" A BBBBB 6.00" - 0.030" B BB B B B NOTE: 1) k6" O.C. TOP CONNECTION TO BEAMS 12" O.C. T&B CONNECTION IR HANGER 2) B: 4' O.C. TOP CONNECTION TO BEAMS 8" O.C. T&B CONNECTION IR HANGER FASTENER SPACING SCHEDULE N.T.S. PLAN VIEW ROLL FORMED OR 7 7 (E) BLDG. WHERE OCCURS INJULAItU rsuur rrivu INTERLOCKING SEAMS, TYP. ' I• I 1 ! ! I i I I ' I i i 1 i I I• i I ! I I I ! i 1 I i i I I I I t i• 1 I F I i I i• i 1 1 I I i • 1 I ! E S I" ' S ! i I ! I I ! A @IRP 3 @RFP N.T.S. COLUMN SEE SHEET S4.3 BEAM, SEE SHEETS S4.1 & S4.2 @ IRP @RFP °I1' 14SMS ' O.C. #87 4 MIN. EACH J01 @ ALUMINUM SKINS IRP TOP & BOTTOM 0.0 TTOM A EK£ CF IF Fm1F (SEE 3/Si2 FDR O;IN•ECIICN ID BUIDPIG) IR HANGER PER 9/54.4 -� ATTACHMENT TO BUILDING WHERE OCCURS PER 4/56.2 - #10 S.M.S. TOP & BOTTOM, SPACING PER 3/S3.2 1R4Y4"OR6" 'ANEL, SEE NOTE 1 MAX SPAN PER APPROV REPORT - SEE NOTE 1 NOTES: 1. THE IRP ROOF PANELS USED WITH THE PATIO CC, CALIFORNIA FBH CA-LRP-2410 OR CA-LRP-3220. 2. THE SLOPE OF THE IRP ROOF PANELS SHALL BE PL. .rIE IAPMO OR FBH REPORTS LISTED ABOVE. RECOMMENDED MINIMUM SLOPE IS )fi" PER FOOT AT COVERS DESIGNED FOR LIVE LOADS, AND ) " PER FOOT AT COVERS DESIGNED FOR SNOW LOADS, OPTIONAL DECORATIVE FASCIA (WOOD, ALUM. OR HARDBOARD) 1/4" TEKS W/ ING EXTRUDED PER 3/53. "IR3" GUTTER - #8x)" @ 12" TOP & BOTTC •I �-- BEAM PER S4. (3 x 8 BEAM S 4) S4.2 MAX OVERh ID C ,r<ES RECOGNIZED IN THIS EVALUATIC PER 1.- ,ITT MUST BE A DURALUM PRODUCT PER IAPMO-ER 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 #14 SMS @ 2" FROM L.A. END MAX, AND @ 32' O.C. MAX (4 MIN. PER PANEL INTERLOCK) ROLL FORMED PANEL PER SHEET S3.1A, S3.1F, AND S3.3 @ 12" O.C. ROOF HANGER PER 12/S4.4 ATTACHMENT TO BUILDING WHERE OCCURS PER 4/S6.2 FASTENER SEE TABLE 3 ON 53.1A OR 53.1F ROLL FORMED PANEL PER SHEET S3.1A, 53.1F, OR S3.3 34° PER FT MIN SLOPE MAX OVERHANG PER NOTE 1D ON S1.X FASTENER SEE TABLE 3 ON 53.1A OR 53.1F BEAM PER 54.1 & 54.2 (3 x 8 BEAM SHOWN) 10d x Yz" @ EACH PANEL INTERLOCK GURU( PER 54.1 OR S4.4 10 x) @ EACH VALLEY DATE SIGNED: July 8, 2019 Vs-7-c.L_ +, r.. .IN ESan. ng 26030 ACERO, SUITE 200 MISSION VIEJO, CA-92691 949.305.1150 I FAX 949.305.1420 EXPIRES ON: JUNE 30, 2020 4 REVISIONS MARK DATE DESCRIPTION 4 STEL JOB # DA02-02 DATE 07108119 DRAWN BY RC CHECKED IAPM0195 V 3.1.1 MDS SOLID PANEL STRUCTURES: CROSS SECTIONS ROLL FORMED PANEL (RF) INTERLOCKING JOINT 3' = 1'-0" ROLL FORMED PANEL (RF) TO HEADER BEAM CONNECTION N.T.S. S3.2 (1) #10-16 TEKS OR SMS AT EA. (4) TOP FLUTE ATTACHMENTS TO BEAM B1 OR TO WALL HANGER. SEE NOTE 2. 0.67" CD 24' x 2-1/2' TRI-V PAN 0.40" 3"=1'-0" 0.35" 0.40' o 24.000" (2) #10-16 TEKS OR SMS @ EA. (3) BOTTOM FLUTES ALUM. ALLOY 3004-H36 0.40" 0.25" 0.40" It 0.88" 0.35' 4.50" I 3.00" 0.40" 0.35' 0.375" 0.69" IALUM. ALLOY 3004-H36I (1) #10-16 TEKS OR SMS AT EA. (2) TOP FLUTE ATTACHMENTS TO 61 OR TO WALL HANGERS. SEE NOTE 2. (1) #10-16 TEKS OR SMS TO EA. (3) BOTTOM FLUTES in 0 EQ. EQ. 1 EQ. 0.75° / \ 0.75' 6.00" OR 8.0D" 6' OR 8' x 2-1/2' FLAT PAN 0.375" ;Si NOT USED NTS TABLE 1A -FREESTANDING COVERS MAXIMUM SPAN FOR 24" TRI-V PAN WGSL i(IN) WIND SPEED AND EXPOSURE 110E 110C 120E 120C 130B 1300 10 0.018 9-0" 8'-6' 8'-7' 8'-1" 8'-2' T-5"• 0.024 10'-4" 9-9' 9-9" 9-2' 9-3"• 8-7" 0.032 12-8" 12-1" 12-1" 11'-2" 1T-3' 104-8" 20 0.018 7-9" 7-5' 7-5" 7-2' 7-2" 6'-10" 0.024 8' B" 6-4 8'-5" 8'-1" 8-1" 7-9' 0.032 10-9" 103" 10-4" 9-8" 9-9' 9'4" "`2 0.018. T-8" 7444 7-4" 7-1" 7-1" 6-10" 0.024 8'-8" 8'4' 8-5" 8'-1" 8-1" T-9" 0.032 10-6" 10' 2" 10'-2' 9-7' 9-8" 9'-Z' 30 0.018 T-3" 7-0" 7-0" 6-9" 6'-10" 64-7' 0.024 843" 6-0' 6-0" T-9" 7-9" 7-57 0.032 6-10" 9-6" 9-6" 9-1" 9-2' 8'-10" TABLE 2 -MULTI SPAN REDUCTION FACTORS ROOF PANEL '. TYPE ' ROOF LNE / GROUND SNOW LOAD (Ps♦) 10 20 25 30 40 50 24 x 2-1/2 x 0.018 0.85 0.80 0.65 0.65 - - 24 x 2-1/2 x 0.024 0.93 0.88 0.70 0.65 - - 24 x 2-1/2 x 0.032 0.90 0.88 - - - - OTHERS- - - - - - TABLE 1 B - FREESTANDING COVERS MAXIMUM SPAN FOR6 x2-1/2 FLAT PAN WGSL T(IN) WIND SPEED AND EXPOSURE 110E 110C 120E 1200 130E 1300 10 0.020 173" 12-0" 12-0" 11'-4" 11'.6" 10'-9' 0.024 15-10." 14' 2" 13'-4" 13'4' 12-8" 12-1" 0.032 162' 15-8' 15-9" 15-0' 15'-1" 14'-3" 0.040 1T-6" 16-10" 17-0" 16-4" 16-6" 16-0" 20 0.020 10-10" 10'4" 103" 9 9" 9-10" 9-5" 0.024 17-2" 11'-8" 11'-8" 11-2' 11'-S 10'-T' 0.032 14'-2' 13'-9" 13'7" 13'-0' 13'-1 17-8" 0.040 15S" 15 2" 15-2" 14-10" 14-10" 14-3" 25 0.020 10'-8" 10-1" 103" 9-8" 9'-9" 6-4" 0.024 12-0" 11'8" 11'-7" 10-10" 11'-0" 10-6' 0.032 14-1" 13'-7' 13-8" 13'-1" 13'-2" 12-4" 0.040 15-4" 15-1" 15-1"• 14'-8" 14'-9' 14-1" 30 0.020 9-11" 9-7" 9.7' 9-2" 9-4" 8-11" 0.024 114-4 10'-9" 114-0" 104' 104-6" 9-11" 0.032 13'-2' 12-8" 13'-0" 12-6 12-7' 114-10" 13'-T' 0.040 14'-9" 1443" 147" . 144-1" 14-1" 40 0.020 9-1" 8-10" 8'-10" 8-7" 8'-6" 8-1" 0.024 10-2' 9-10" 9-10" 9-7" 9-8" 9'-3" 0.032 1043" 10'-1" 10-1" 9-10" 9.10" 9-8" 0.040 134" 13'-4" 133° 13'-0' 13-1" 12-7' 50 0.020 T-8" 7-7" 7-8" 7-5" 7-6" 7-2" 0.024 8'-9" 8'-T' 8-7' 6-5" 8'-4 B'-1" 0.032 10-4 10'3" 103" 10'-1" 10-1" 6-9" 0.040 11'-10" 11'-7" 11'-9" 11'-6" 11'-6" 11'-2' NOTES FOR DECK ATTACHMENT TO SUPPORTING BEAMS AND WALL HANGERS: 1 • MINIMUM ATTACHMENT OF PANS TO BEAMS (EXCEPT BEAM PROFILE B1) SHALL BE MADE WITH (1) OR (2) #10 SMS ORTEK SCREW AT EACH BOTTOM FLUTE, AS SHOWN IN DECK PROFILE ABOVE 2- MINIMUM ATTACHMENT OF PANS TO BEAM PROFILE B1 SHALL BE MADE WITH (1) OR (2) #10 SMS OR TEK SCREW AT EACH BOTTOM FLUTE, AND (1) #10 SMS OR TEK SCREW AT EACH TOP FLUTE, AS SHOWN IN DECK PROFILE ABOVE 4 - MINIMUM ATTACHMENT REQUIREMENTS ABOVE DO NOT APPLY TO GUTTERS OR CSHAPED DECK CLOSURE PLATES THATARE NOT USED AS BEAMS (NON-STRUCTURAL MEMBERS NOT CONNECTED TO COLUMNS AND INSTALLED AT THE END OF AN OVERHANG OR PARALLEL TO THE DIRECTION OF THE DECK) 5 - WHEN ATTACHING TO BEAMS 89, B10, B15, B16 OR B19 (DOUBLE MEMBERS), ATTACHMENT CAN BE MADE TO EITHER MEMBER OF THE BEAM, BUT SHALL BE EVENLY SPLIT BETWEEN THE 2 MEMBERS. TABLE 1C - FREESTANDING COVERS MAXIMUM SPAN FOR 8 x 2-1/2 FLAT PAN WGSL T(IN) WIND SPEED AND EXPOSURE 110E 110C 120E 120C 130B 130C 10 0.020 10-10" 10-1" 10'3" 94-6" 9-7' 9-0" 0.024 12-1" 11-4" 11'-6" 10-9' 10-10" 10'-1" 0.032 14'-1" 13'-1" 13'4" 124-4' 12 5 12-0" 0.040 15-T' 14'-10' 14'-10" 14-1" 14'-2" 13-4" 20 0.020' 9-1" 8'-9" 8'-9" 8'-4" 8=6" 7-11" 0.024 10-1" 9.8" 9-9' 9-3" 9-5' 8-11" 0.032 11-10" 11'-4" 11'-8" 11'-0" 11-0". 10-6" 0.040 134-6" 12-10' 13'-0" 17-4' 12-6" 11'-10" 25 0.020 8'-11' 8'-8" 6-8" 8-3" 8-3" 7-10" 0.024 9'-11" 9-7' 9-T' 9-2" 9-3" 8'-10" 0.032 11-10" 11'3" 11'3" 10'-9' 10-10" 10-4" 0.040 13'-3" 12-9" 12-6' 12'-3" 12 ' 11'-9" 30 0.020 84-5' 8'-1" '6-1" 7-9" 7-10" 7-6" 0.024 6-6" 9-1" 9-2" 8'-10` 8-11" 6-4" 0.032 11'-1" 10-8" 10'-9" 10'-4' 10'4" 10-0" 0.040 127" 12-2" 12 7' 11'-8' 11'-9" 114-3„ 40 0.020 7-8" 7-6" 7-6" 7-3" 7-2" 6-11" 0.024 6-8' 8'-3" 6-3" 8'-0' 8-1" T-10" 0.032 10-2' 9-10" 9-10" 9.7" 9-7' 9-3" 0.040 11-6" 11' 2" 11'-2" 10-6' 10-10" 10-6' 50 0.020 6-5" 6'-5' 6-5" 6'-3" 6-3" 6-1" 6-11" 0.024 7-4" 73'" 7-3" 7-1" T-0" 0.032 8'-9' 8'-7" 8-6." 8'-5' 6-4" 63" 0.040 9-10" 9-9" 9-9' 9-5" 9-7" 6-2" DURALUIVI 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 QOESS I Q S 5885 qTF OF CAL \ ' DATE SIGNED: July 8, 2019 elii)...s-7-4.-L.___ Ei!�: 81' . _ .. y-;-- f •'=°. 5 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.1150 I FAX 949.305.1420 I I LAP MO TM EXPIRES ON: JUNE 30, 2020 t REVISIONS MARK DATE DESCRIPTION 1 4 4 STEL JOB # DA02-02 I DATE 07/08/19 I , DRAWN BY RC 1 4 CHECKED MDS I 4 IAPM0195 V 3.1.1 SOLID PANEL STRUCTURES: FREESTANDING COVERS MAXIMUM SPANS AND MINIMUM FASTENERS t S3.1 4 F 0 EA. TO(1P FLUTE ATTAC ENTS TO#10-16 'MS OR SMST BEAM(2) M OR WALL HANGERS. SEE NOTE 2. 0 1.75" 12' x 4' DURAKING PAN (2) #10-16 TEKS OR SMS @ EA. (3) BOTTOM FLUTES /b/ I LL 12.00 3"=1'-0" IALUM. ALLOY 3004-H361 0.90" t0.13" =inn IALUM. ALLOY 3004-H361 (1) #10-16 TEKS OR 5M5 AT EA. (2) TOP FLUTE ATTACHMENTS TO BEAM B1 OR TO WALL HANGERS. SEE NOTE 2. (1) #10-16 TEKS OR SMS TO EA (3) BOTTOM FLUTES 6' x 2-1/2' T6 FLAT PAN 3"=1'-0" TABLE 2 -ATTACHED AND FREESTANDING COVERS MAXIMUM SPAN FOR DURAKING PANEL LVGSL WIND SPEED AND EXPOSURE TIN) 110E 110C 120E 120C 1309 130C 0.020 15-10" 14'-9' 14'-10' 13' 7" 13'-10" 12-6" 0.024 17-11" 16-7' 16' 9' 15'-5' 12-8" 14'3" 10 0.032 22-0° 20'-4' 20' 7' 12-8" 18'-11° 17' 2' 0.040 : 26-10" 23'-11" 24'-2 21'-11' 22-3" 20 2" 0.020 . 13-11' 13-6' 12-T 12'-1" 125" 10'-10'' 0.024 15'-9' 15'-3' 15'-0' 14'-5" 14' 7" 13-7' 20 0.032 19''-2 18-9" 18'--10" 1T-8" 1T-11' 15-9° 0.040 20-7' 20-7' 20'7" 20'7" 20-7" 19 7" 0.02E • 13-11° 12-6' 13'-T 12'-I" 12-5" 10'-10' 25 0,024 15'-9" 153' 15'-4' 14'S" 14-T 13 7' 0.032 19-2" 18'-9' 18-10" 1T-8" 1T-11" 18-9"' 0.040 . 2G-T 20=T 20' 7' 20' 7" 20' 7" 19 7" 30 0.020 13--3" 12-T 12-7' 1V-8" 11'-11' 10S" 0.024 15-0" 14'-2 14'-8" 14'-1° 14'3" 13-4' 0.032 12-4' 18'-0" 18'-1' 1T-4" 1T 7" 18-5' 0.040 19-9" 19'-9' 19'-9' 19'-9" 19'-9" 193' 0.020 10.'-3" 10'-3' 10'-3' 9'-10" 9-11" 911" 0.024 12-2 13-2 12-2 12'41' 13'-0" 12-8' 0.032 16-3' -16-3' 19-3" 15'-11' 16-0" 16T" 0.040 18-7 18'-0' 18'-0' 18'-0" 18'-0" 1 &0" 50 0.020 8'-3" 123" 8-3' 23' 23" 8-1" 0.024 11-9' 11'-9' 11-9' 11'-9" 11-9" 11-6' 0.032 14-T 14'-7' 14' 7' 14 -T 14' 7" 14'-5' 0.040 ' 12-8' 18-8' 16'-8' 16'43" 12-8" 18-8" 60 0.020 6'-11' 8-11' 8-11' 8-11' 6'-11' 6'-11' 0.024 9'-11" 9-11' 9-11' 9-11" 9-11" 9-11" 0.032 13'4" 13'4' 12-4' 13'-4" 13-4" 13-4' 0.040 15.-B' 15'-8' 15'$ 15.-8" 16-8" 15-8" 72 0.020 5-10' 6-10' 6-10' 6-10° 6-10" 6-10' 0.024 - 8-4" 8-4 6-4' 8'-4' 8-4" 8'-4" 0.032. 12-3' 12'3' 123' 12-3' 123" 123' 0.040 14'-4' 14'-4" 14'-0' 14'-4` 14-4' 14'4' 84 0.020 6-0° 5-0° 6-0' 5'-0' 5-0' 2-0' 0.024 7-2" 7-2" T-2 7'-2 T 2" T 2" 0.032 1 V-4" 11=4' 11'-4' 11'4' 11-4" 11'-4' 0.040 , 13-3' 13'-3' 13'-3' 13'-3 133' 13-3' TABLE 1 - ATTACHED AND FREESTANDING COVERS MAXIMUM SPAN FOR TB PANEL LUGSL WIND SPEED AND EXPOSURE T (IN) 110 6 110 C 12013 120 C 130 6 130 C 0.024 1G-11" 16=1' 16'-2 15'-0° 15'-6" 14.-7" 10 0.032 20-10" 19'-10" 19-11" 18'-10" 19'-1" 18'-0" 0.040 23-6" 22-2 22-4' 20'-11' 21' 2° 19'-10" 0.024 14'-5" 13'-11" 13'-11" 13'-' 13'-6" 12-11" 20 0.032 1T-5" 17'1' 1T 2' 12-6" 16' 7" 15'-10° 0.040 19-5" 12-9' 18'-9' 18'-9" 18'-9" 18'-0" 25 0.024 14'-3" 12-8' 13'-9' 13'3" 13'-4" 12-9" 0.032 17-1" 16-11' 18-11" 16'3° 16'-5" 16-8" 0.040. 19-1" 125' 112-6' 12--5" 18'S° 1T 10" 30 0.024 12-6" 13'-0' 13'-1' 12'-T 12'3" 12 2" 0.032 16'--1" 18-1' 16'-1" 15 7° 15'-8" 16-0" 0.040 18'-1" 1T-6' 1T7' 1T-4" 1T-4' 12-1° 40 0.024 12-4' 12-0' 12-0' 11'-8" 11'-8" 1 i'-4" 0.032 14'-8" 14'-8' 14'-8' 14'-0' ' 14'-2 13'-11" 0.040 18-6" 12-1' 15-1' 15-9" 15-9" 16-9" 50 0.024 111-4" 10-11" 11'-0' 1112-5" 10'-6° 9'-11" 0.032 13'-8" 13'-8' 12-8' 12-4" 13'-5" 13-0" 0.040 16-2" 14'-11° 14'-11" 14'4" 14'-2 14'-8" 60 0.024 9-6' 9-6", 9-6' 9'3' 9-4' 8-10" 0.032 12-9" 12-9' 12-9' 12 7' 12'-8' 12-4" 0.040 13-10" 13'-10" 13'-10" 13'-10" 12-112 13'-10" 72 0.024 G-0" 8'-0" 8'-0" 8'-0" 8-0' T-10" 0.032 11'-9"- 11-9" 11'-9' 11'-9' 11'-9" 11' 7" 0.040 13'-0 13'-0" 13'-0' 13'-0' 13'-0° 13-0" 84 0.024 6'-11" 8-11' 6-11' 6-11° 8-11' 6-11" 0.032 10-11" 10'-11" 10'-11" 10'-11° 10'-11" 10'-11' 0.040 12-4" 12'-4' 12-4' 12-4" 12-4' 12-4" NOTES FOR DECK ATTACHMENT TO SUPPORTING BEAMS AND WALL HANGERS: 1 - MINIMUM ATTACHMENT OF PANS TO BEAMS (EXCEPT BEAM PROFILE B 1) SHALL BE MADE WITH (1) OR (2) #10-16 SMS OR TEK SCREW AT EACH BOTTOM FLUTE, AS SHOWN IN DECK PROFILE ABOVE, 2-MINIMUM ATFACHMENTOF PANS TO BEAM PROFILE B1 SHALL BE MADE WITH (1) OR (2) #10-16 SMS OR TEK SCREW AT EACH BOTTOM FLUTE, AND (1) #10 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 THATARE NOT USED AS BEAMS (NONSTRUCTURAL MEMBERS NOT CONNECTED TO COLUMNS AND INSTAL I FP AT THE END OF AN OVERHANG OR PARALLEL 10 THE DIRECTION OF THE DECK). 4 -WHEN ATTACHING TO BEAMS 59, 510, 515, B16 OR B19 (DOUBLE MEMBERS). ATTACHMENT CAN BE MADE TO EITHER MEMBER OF THE BEAM, BUT SHALL BE EVENLY SPLIT BE-IW EEN 11-1E 2 MEMBERS. 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 DATE SIGNED: July 8, 2019 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.11501 FAX 949.305.1420 EXPIRES ON: JUNE 30, 2020 REVISIONS 4 MARK DATE DESCRIPTION 4 STEL JOB # DA02-02 4 DATE 071D8N9 DRAWN BY RC 4 CHECKED MDS 1 IAPM0195 V 3.1.1 SOLID PANEL STRUCTURES: DURAKING AND T6 PAN MAXIMUM SPANS AND MINIMUM FASTENERS S3.3 1 2.000" 1 ALUM. ALLOY 3004-H36 0.032" TYP. 4.00D" MAX. DBL 2 x 6 1/2 x 0.032' 2.000" 1 3"=1'-0" 0 '0 ALUM. ALLOY 6063-T6 CONTINUOUS "C" INSERT rn }_J r I -BEAM W/ (1) 'C' INSERTS 3"=1'-0" ALUM. ALLOY 6063-T6 NOTES: 1. SEE 10/S5.1 FOR SPUCE DETAIL WHERE OCCURS. 2. THIS GUTTER IS USED WITH 6' OR 8" FLAT PANS OR 24" TRPV PANS. MAG GUTTER 3"=1'-0" •0 0.620' ljAbp, y1.250" / 0 N ALUM. ALLOY 3004-H36 • 0 rn 0 0.650" CD 0.038" 60' / to to N RO. 120 0 0 1 3.020' 1 NOTES: 1. SEE 4/55.1 FOR SPUCE DETAIL WHERE OCCURS. 2. THIS GU I i LN IS USED WITH 6' OR 8° FLAT PANS OR 24" TRI-V PANS AND T6 PAN. 6.5' ROLL FORMED GUTTER FASCIA 3"=1'-0" m 3.000" x 8 x 0.042' ALUM. ALLOY 3004-H36 ALUM. ALLOY 6063-T6 CONTINUOUS "C" INSERT PER 87 EA. SIDE BEAM PER B6 r I -BEAM W/ (2) 'C' INSERTS 3"=1'-0" N N ALUM. ALLOY 3004-H36 STEEL ASTM A653-SS GRADE 50 G60 k 2.908" 3.000' 3' SQ. x 0.032' ALUM. BEAM W/- 12 GA. STL "If CHANNEL RO.380" MAG BEAM ALUM. ALLOY 6063-T6 SPUCE WHERE OCCURS 3"=1'-0" 0.042" j, 3.000" j, 4.000" DBL 3 x 8 x 0.042' MAX ALUM. ALLOY 3004-H36 0 C C AL 3.000" AL ALUM. ALLOY 3004-H36 0.042" TYP. 2.000" 1 4.000" 1 2.000' MAX DBL2x61/2x0.042' 3'=1'-0' 0 U, 0 SPUCE WHERE OCCURS 0 U, k 4.000' k ALUM. ALLOY 6063-T6 NOTE: 1. SEE 6/S5.1 FOR SPLICE DETAIL WHERE OCCURS. r I -BEAM 3"=1'-0" ALUM. ALLOY 6063-T6 1.500" 0.085" TYP 0 0 3.000" 1 NOTE: 1. SEE 5/S5.1 FOR SPUCE DETAIL WHERE OCCURS. 4' I -BEAM 3"=1'-0" DURALUM 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 w QikOFESS !Q Q S 5885Et Z > eadi Adlak T RUCTO qTF OF CA1-\•6L DATE SIGNED: July 8, 2019 rei)A-Irciff___ 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.11501 FAX 949.305.1420 4 1AP MO TM EXPIRES ON: JUNE 30, 2020 I REVISIONS MARK DATE DESCRIPTION 4STELJOB 4 DA02-02 4 DATE 07/08/19 I DRAWN BY RC 1 CHECKED MDS 4 IAPM0195 V 3.1.1 SOLID PANEL STRUCTURES: BEAM PROFILES S4.1 u 1. 3.000" 1 ALUM. ALLOY 3004-H36 STEEL ASTM A653-SS GRADE 50 G60 I� J{LIIAAiu,,.. _ INSERT �I II a � 4.000' MAX. 3.000" 1 3.000" ALUM. ALLOY 3004-H36 SILEL ASTM A653-SS GRADE 50 G60 ALUMINUM BEAM & CONTINUOUS SIttL INSERT PER .B14/54.2 TYP. 4.000" MAX. DBL 3 x 8 x 0.042' w/ 12 GA. STL INSERT 3"=1'-0" B20 DURAKING- GUTTER 3"=1'-O 0 o 3.000" ALUM. ALLOY 6063-T6 0.9845" 3x8x0.042'w/ ALUM. ALLOY 3004-H36 SIt±L ASTM A653-SS GRADE 50 G60 12 GA. STL 'LT CHANNEL 6"=1'-O" ALUM. ALLOY 3004-H36 STEEL ASTM A653-SS GRADE 50 G60 14 GA. CONTINUOUS STEEL INSERT 0 eci 2.824-" 3.000" 3x8'x0.042' w/ 14 GA. STL INSERT 3"=1'-0" 0 0 co 1.229" ALUM. ALLOY 3004-H36 SILhL ASTM A653-SS GRADE 50 G60 2.824" 3.000" 3x8'x0.042' 12 GA. CONTINUOUS SIELL INSERT 0.042" 1YP. w/ 12 GA. STL INSERT 3"=1'-O" ALUM. ALLOY 3004-H36 STEEL ASTM A653-SS GRADE 50 G60 n_ ALUMINUM BEAM & CONTINUOUS STEEL INSERT PER B13/54.2 TYP. 1 3.000' 4.000" MAX. DBL 3 x 8 x 0.042' 0 0 m 3.000" w/ 14 GA. STL INSERT 3"=1'-0' 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 DATE SIGNED: July 8, 2019 VN1REIL__ 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.1150 I FAX 949.305.1420 4 EXPIRES ON: JUNE 30, 2020 REVISIONS MARK DATE DESCRIPTION 4 STEL JOB DA02-02 I DATE 07i08f19 4 DRAWN BY RC t' 1 CHECKED MDS IAPM0195 V 3.1.1 SOLID PANEL STRUCTURES: BEAM PROFILES S412 ASTM A500 GRADE B ASTM A500 GRADE B ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004-H36 3° ALUMINUM OR STEEL POST PER PLAN rn 0.188" j ' ' j 'co ilannna. `nnm li 0.032" 1,,; oe g 0.188" , o xi maw., ,n b a r;„ i % i__i 0.042" 3.000" 3.000' o 4.000' NOTE: IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) WITH ALUMINUM BENT PLATES FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF THE BEAM/COLUMN CONNECTION. HSS 4 x 4 x 3/16 C10 NOTE IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION SECTION Cl FOR AESTHETICAL PURPOSES. NO SLEEVE SHALL EXTEND FROM THE FOUNDATION THE BEAM/COLUMN CONNECTION. 3 x 3 x 3/16 (FULL HEIGHT) BY FASTENERS ARE REQUIRED. TO THE UNDERSIDE OF 2.000" 3.000" 2.000° NOTE: SEE TABLE 1 ON St.x FOR APPLICATION OF THIS DETAIL SP4 0.042' SIDE PLATES SQ x 0.032' ALUM. POST 3•= 1-0• ®HSS =1-0. 3 3"=1' 0" ©3" 3"=1,-0" ASTM A500 GRADE B ASTM A500 GRADE B ALUM. ALLOY 6063-T6 ALUM. ALLOY 3004-H36 b 0.762" rev co 0.I TYP. 1.500" o � Z 0.250" ' o D.040" D.400" 0 0.062" o co o a 0.250° ' e o M lYP n k-4i2•YP. ih 9 / M 3.000" 3.000" o 3.000" 4.000" ' NOTE: IT IS ACCEPTABLE TO COVER SECTION Cl FOR AESTHETICAL SLEEVE SHALL EXTEND FROM THE BEAM/COLUMN CONNECTION. 0 3' MAG POST THIS COLUMN SECTION (FULL HEIGHT) BY PURPOSES. NO FASTENERS ARE REQUIRED. THE FOUNDATION TO THE UNDERSIDE OF NOTE: IT IS ACCEPTABLE TO COVER SECTION CI FOR AESTHETICAL SLEEVE SHALL EXTEND FROM THE BEAM/COLUMN CONNECTION. THIS COLUMN SECTION PURPOSES. NO THE FOUNDATION (FULL HEIGHT) BY FASTENERS ARE REQUIRED. TO THE UNDERSIDE OF NOTE: IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) WITH ALUMINUM BENT PLATES FOR AESTHETICAL 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 Q NOTE fT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (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. QHSS3x3x1/4 •3'SQ.ALUM.POST ASTM A500 GRADE B STEEL A653 GRADE 50 CP60 ALUM. ALLOY 3004-H36 / it rcD o i 3" ALUMINUM OR SIt.F1 POST PER PLAN s� 1.500" c gyp• 0.048° o 0.400" ➢I nnm :: �uuw I cm Lc"o � o co „ei � +R0.125 c _ 'c _ 45 '• e.1 co - __ ➢I umr amen ■ /////// o 1 3.000" 3.000' co a. 0.032" NOTE: IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (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. 0 NOTE: 2.000" 3.000" 2.000" IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY PURPOSES. NO FASTENERS ARE REQUIRED. SECTION C1 FOR MIND SLEEVE SHALL EXTEND FROM THE FOUNDATION, TO THE UNDERSIDE OF THE BEAM/COLUMN CONNECTION. 3' SQ, STEEL POST3"=r-0" Q NOTE: SEE TABLE 1 ON S1.x FOR APPLICATION OF THIS DETAIL 0A32" SIDE PLATES CI) ter DURALUM 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 c ° 10ESS I O% ( j0,-/. K 0 S 588. Ai r rR(1CT �e- 9TF OF CAI.\F�� DATE SIGNED: July 8, 2019 .. TC _, 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.1150 I FAX 949.305.1420 1 I EXPIRES I A p Mp ES TM ON: JUNE 30, 2020 REVISIONS 1 MARK DATE DESCRIPTION 1 4 STEL JOB 4 DA02-02 DATE 07ID8/19 ► 1 DRAWN BY RC I I CHECKED MDS • IAPM0195 V 3.1.1 , SOLID PANEL STRUCTURES: COLUMN PROFILES S4.3 N 0.25' ilk k 0.81° 0 0.76" / I O 4.06° DURAKING GUTTER NOTES: 1. SEE 10/S5.1 FOR SPLICE DETAIL WHERE OCCURS. 2. THIS GUTTER IS USED WITH 6" OR 8" FLAT PANS OR 24" TRI-V PANS. MAG GUTTER 3"=1'-0' I ALUM. ALLOY 3004-H36 NOTES: 1. SEE 4/S5.1 FOR SPLICE DETAIL WHERE OCCURS. 2. THIS GUTTER IS USED WITH 6" OR 8' FIAT PANS OR 24' TRI-V PANS AND T6 PAN. 6.5' ROLL FORMED GUTTER (TRI-V PAN, FLAT PAN, T6 PAN) 3"=1'-D" .015"x90' V-GROOVE (2) 3RD SCREW WHERE OCCURS 2.D00° 2.000' X 4.000" 4.860" 25" ATTACH EXTRUDED HANGER TO EXISTING BUILDING PER 1.375° .075° TABLES ON S6.1 2.125' ±.034 TYP EXTRUDED HANGER CONNECTION (DURAKING PAN) 3"=1'-0" NOT USED X=1'-0" ATTACH ROIIFO FORMED HANGER TO EXISTING BUILDING PER TABLES ON S6.1 8.25 8.25 I ALUM. ALLOY 3004-H36 ROLL FORMED HANGER (TRI-V PAN, FLAT PAN, T6 PAN) 3'=1'-O° 2.495' k CO ATTACH IR HANGER TO EXISTING BUILDING PER TABLES S6.1 u, 0 2.336' 2.740" I ALUM. ALLOY 6063-T6 I FASTENERS PER 3/S3.2 APPROVED 6" INSUL ROOF PANELS PER 2/G3.2 5 FASTENERS PER 3/S3.2 APPROVED 3' OR 1.880° n 44' INSUL ROOF PANELS PER 2/G3.2 IR HANGER MAXIMUM PROJECTION WHEN USING EXTRUDED SWWEL HANGER LL/GSL (PSF) Lag Screw Diameter Wind Speed and Exposure 110E 110C 120B 120C 130E 130C 10 1J4"0 13'-6" 12'-6" 12'-6" 11'-0" 11'-6" 10'-0" 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'- 0" 15'-0" 13'-6" 20 1/4"0 10'- 0" 9'-0" 9'-6" 8'-6" 8'. 6" 8'-0" 5/16"0 12'- 6" 11'-6" 10'-6" 10'-6" 11'-0" 10'-0" 3/8"0 13'•0" 12'-0" 12'-6" 11'-6" 11'-6" 10'-6" 25 1/4"0 9'-6" 9'-0" 9'-0" 8'-6" 8'-6" 8'-0" 5/16"0 12'-0" 11'-6" 10'-6" 10'-6" 10'-5" 10'-0" 3/8"0 12'- 6" 12'-0" 12'-0" 11'- 0" 11'-0" 10'-6" 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 HANGER TO MIN 2x WOOD FASCIA @ 8" OC, FASTENERS SHALL HAVE MIN 1 ::" PENETRATION INTO WOOD FASCIA. .015" x 90' V-GROOVE 2 4.065" 4.765' ±.064 .300" .625' .625" EXTRUDED SWIVEL HANGER CONNECTION (TRI-V PAN, FLAT PAN, T6 PAN) 3"=1'-D° 2.707" .250° ATTACH SWIVEL HANGER TO (E) BUILDING PER ADJACENT TABLE (2) #8 @ 16° O.C. TO MATCH LOC. OF LAG SCREW HANGER PER 6A/- OR 6B/- I ALUM. ALLOY 6063-T6 I vJ NOTES: 1. USE OF THIS DETAIL IS LIMITED TO PROJECTION LENGTHS SHOWN IN ADJACENT TABLE 2. USE OF THIS DETAIL IS NOT ALLOWED WHEN GROUND SNOW LOAD > 25 PSF OR ROOF SNOW LOAD > 21 PSF 1.332' .176° .092' I 0.202' 0.352" 90a T 1.375° 2.125' ±.034 .075' 4.861" 1-1/2"=1'-0° 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 DATE SIGNED: July 8, 2019 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.1150 I FAX 949.305.1420 EXPIRES ON: JUNE 30, 2020 1 REVISIONS MARK DATE DESCRIPTION 4 STEL JOB # DA62-62 1 � DATE 1 DRAWN BY 07108119 RC CHECKED IAPM0195 V 3.1.1 MDS 1 SOLID PANEL STRUCTURES: MEMBER PROFILES S4.4 IR PANELS PER IAPMO 0505 N.T.S. ALUM. ALLOY 6063-T6 2.875" 0.060" N If BRACKET AT COLUMN BRACKET IS 23'4" LONG 6"=1'-0". 'H' BRACKET ALUM. ALLOY 6063-T6 N.T.S. STEEL ASTM A36 STEEL ASTM A36 L12x8x1/2x2' 2"=V-0" NOT USED NOT USED X'=1'-o" ad DURALUM 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 rA /A "�-71 v S 5885 > te111111111 i Pi II le co zAli -/TF RUCTk0' Q- . OF c '.-' DATE SIGNED: July 8, 2019 111;:ls-3,—c---g_ 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.1150 I FAX 949.305.1420 � I IAP MO TM EXPIRES ON: JUNE 30, 2020 I 1 REVISIONS MARK DATE DESCRIPTION 4 4 STEL JOB # DA02-02 DATE 07/08H9 I 1 DRAWN BY RC 4 CHECKED MDS I 1 IAPM0195 V 3.1.1 SOLID PANEL STRUCTURES: CONNECTORS I I S4.5 FAN BEAM (CAN BE LOCATED IN ANY FLUTE OF AN 8" FLAT PAN) PER B17/54.2 WALL HANGER PER 12/S4.4 ADD L2 x 2 x 0.120" x O'-2" LONG W/— #10 S.M.S. x r LONG TO LEDGER AND (2) #10 S.M.S. TO FAN BEAM FAN BEAM AT HANGER CHANNEL O SECTION SCALE: 3" = 1,-0" FAN BEAM PER B17/S4.2 ADD #10 S.M.S. AT BEAM/HEADER C- BEAM/HEADER AT BEAM/HEADER O SECTION SCALE: 3" = 1,-0" FAN BEAM PER B17/54.2 y" MIN. I BEAM WHERE OCT FAN BEAM DETAILS RECTANGULAR BEAM WHERE OCCURS SCALE: AS NOTED 1 OH fs FAN BEAM (19'-0" MAX. SPAN) O SECTION SCALE: 3'ie" = HANGER O CHANNEL NOTES: 1. FAN BEAM TO BE INSTAI I FT) IN 8" x 2° FLAT PAN ONLY. 2. FAN BEAM CANNOT BE INSTAI I FT) IN 24' TRI—V PAN, 12" W PAN OR 6" x 2)¢" FLAT PAN 3. WHEN USING 6" x 21f FLAT PAN, IT IS ACCEPTABLE TO REPLACE ONE SECTION OF DECK BY AN 8" x 2)i" FLAT PAN SECTION WITH A FAN BEAM. 4. SEE IAPMO 0505 FOR FAN BEAM AT IRP FAN BEAM PER B17/S4.2 ATTACHMENT TO DECK PER S3.1A OR 53.1F WALL HANGER PER 12/S4.4 #10 S.M.S. TOP AND BOTTOM AT FAN BEAM WALL HANGER ATTACHMENT ©ELEVATION SCALE: 3" = 1-0" TYP. ATTACHMENT PER 4/56.2 USE (2) 3/Is"4 LAG SCREW TO (2) (E) STUDS CLOSER TO FAN BEAM ((4) SCREWS TOTAL) (2) #12 SMS, FAN V— BEAM TO GUTTER FAN BEAM (fl WHEN DOUBLE BEAM OCCURS, ATTACH FAN (2) #10 SDS DECK TO FAN BEAM (1) #12 SMS EACH SIDE OF FAN BEAM, DECK TO BEAM B1 OR B4 GUTTER PER 54.1 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 DATE SIGNED: July 8, 2019 a}�r.=�3l.+s..:.G .esF7ria FF'z 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.1150 I FAX 949.305.1420 IgPM O TM EXPIRES ON: JUNE 30, 2020 I REVISIONS MARK DATE DESCRIPTION 4 r 4 STEL JOB # DAD2-02 DATE 07/08/19 f DRAWN BY RC CHECKED MDS IAPM0 195 V 3.1.1 SOLID PANEL STRUCTURES: FAN BEAM DETAILS S4 .6 #10 SMS (8 TOTAL) SPLICE BEAM 84 SIMPI F SPl ICF POST CENTERED ON SPLICE ALUM. ALLOY 3004-H36 I MI ' Il 111111111011111 SPLICE BEAM B4 #12 SMS (24 TOTAL) MOMENT SPLICE NOTES: 1. WHEN BEAM B4 IS USED AS AN ARCHITECTURAL GUTTER, A SIMPLE SPUCE CAN BE USED ANYWHERE 2. WHIN BEAM B4 IS USED AS A BEAM, LOCATED DIRECTLY ON TOP OF COLUMNS, A SIMPLE SPLICE, CENTERED ON THE COLUMN BELOW, CAN BE USED AT INTERIOR COLUMNS ONLY. IT CAN NOT BE USED AT EDGE OR EXTERIOR COLUMNS. 3. WHEN BEAM B4 IS USED AS A BEAM, LOCATED DIRECTLY ON TOP OF COLUMNS, A MOMENT SPLICE CAN BE USED AT 1/3 OF THE SPAN OF ANY BEAM, EXCEPT AT END BAYS AND OVERHANGS. SPLICE DETAIL FOR MAG GUTTER (BEAM B4) #10 SMS (B TOTAL) -� SPLICE BEAM B1 9' SIMPLF SPLICF POST CENTERED \�SP ON SPLICE BEAM B1 ALUM. ALLOY 3004-H36 INIIMMIMIIIMMIMIR Ern _I_ r++ ++ _� ++ ++-1 ' • Y4 MAX ++ ++ 112 SMS (24 TOTAL) MOMENT SPLICE NOTES: 1. WHEN BEAM 61 IS USED AS AN ARCHITECTURAL GUTTER, A SIMPLE SPLICE CAN BE USED ANYWHERE. 2. WHEN BEAM B1 IS USED AS A BEAM, LOCATED DIRECTLY ON TOP OF COLUMNS, A SIMPLE SPLICE, CENTERED ON THE COLUMN BELOW, CAN BE USED AT INTERIOR COLUMNS ONLY. IT CAN NOT BE USED AT EDGE OR EXTERIOR COLUMNS. 3. WHEN BEAM B1 IS USED AS A BEAM, LOCATED DIRECTLY ON TOP OF COLUMNS, A MOMENT SPLICE CAN BE USED AT 1/3 OF THE SPAN OF ANY BEAM, EXCEPT AT END BAYS AND OVERHANGS. SPLICE DETAIL FOR ROLL FORMED GUTTER (BEAM B1) 1-1/2'=1'-0" 12° 1' 4" 1' 1' 4" 1" SPLICE BEAM 83 SIMPLE SPLICE (8) #10 SMS POST CENTERED ON SPUCE 3'-O' ALUM. ALLOY 3004-H36 NOTES: 1. A SIMPLE SPLICE, CENTERED ON THE COLUMN BELOW, CAN BE USED AT INTERIOR COLUMNS ONLY. IT CAN NOT BE USED AT EDGE OR EXTERIOR COLUMNS. 2. A MOMENT SPLICE CAN BE USED. AT 1/3 OF THE SPAN OF ANY BEAM, EXCEPT AT END BAYS AND OVERHANGS. SPLICE DETAIL FOR 4' I BEAM (BEAM B3) 2"=1'-O' 12" SPLICE BEAM B6 (8) /10 SMS POST CENTERED ON SPLICE ALUM. ALLOY 3004-H36 SIMPLE SPUCE MOMENT SPLICE NOTES: 1. A SIMPLE SPLICE, CENTERED ON THE COLUMN BELOW, CAN BE USED AT INTERIOR COLUMNS ONLY. IT CAN NOT BE USED AT EDGE OR EXTERIOR COLUMNS. 2. A MOMENT SPLICE CAN BE USED AT 1/3 OF THE SPAN OF ANY BEAM, EXCEPT AT END BAYS AND OVERHANGS. 6 SPUCE DETAIL FOR T I BEAM (BEAM B6) 2'=1'-0" DURALUM, 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 A. QOESS 10114 o S 5885 o' TF OF CAOs DATE SIGNED: July 8, 2019 V11. G ��'� . F n- ,,,A, F=~F 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.1150 I FAX 949.305.1420 1 1 IAPM O TM EXPIRES ON: JUNE 30, 2020 1 1 REVISIONS MARK DATE DESCRIPTION 4 4 STEL JOB # DA02-02 1 DATE 0710EL19 I DRAWN BY RC I I CHECKED MDS IAPM0195 V 3.1.1 SOLID PANEL STRUCTURES: SPLICE DETAILS 1 I S5.1 TABLE 1 - MAXIMUM CLR SPAN TO ADJACENT BEAM WHEN USING DETAIL 4/S6.2 LL/GSL (PSF) EXISTING FRAMING MEMBER BRACKET OFFSET "D" AT ROOF OVERHANG 24" 18" 12" 6" 2x4 FULL 12' 10" 19' 11" 28' 0" 28' 0" 2x6 NOTCHED 20' 6" 28' 0" 28' 0" 28' 0" 10 2x6 FULL OR 2x8 NOTCHED 28' 0" 28' 0" 28' 0" 28' 0" 2x8 FULL OR 2x10 NOTCHED 28' 0" 28' 0" 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' 0" 2x8 FULL OR 2x10 NOTCHED 28' 0" 28' 0" 28' 0" 28' 0" 25 2x4 FULL 7 4" 11. 3" 18' 7' 28' 0" 2x6 NOTCHED 11' 8" 17' 0" 27' 1" 28' 0" 2x6 FULL OR 2x8 NOTCHED 18' 8" 26' 4" 28' 0" 28' 0" 2xS FULL OR 2x10 NOTCHED 28' 0" 28' 0" 28' 0" 28' 0" .30 2x4 FULL 5 11" 9' 4" 15' 8" 28' 0" 2x6 NOTCHED 9' 6" 14' 2" 22' 11" 28' 0" 2x6 FULL OR 2x8 NOTCHED 15' 5" 22' 0" 28' 0" 28' 0" 2x8 FULL OR 2x10 NOTCHED 26' 3" 28' 0" 28' 0" 28' 0" 36 2x4 FULL 4' 8" 7' 7" 12' 11" 27' 8" 2x6 NOTCHED 7' 9" 11' 8" 19' 0" 28' 0" 2x6 FULL OR 2x8 NOTCHED 12' 9" 18' 4" 28' 0" 28' 0" 2x8 FULL OR 2x10 NOTCHED 21' 10" 18' 6" 28' 0" 28' 0" 2x4 FULL 40" 6' 9" 12' 0" 25' 2" 2x6 NOTCHED 6' 9" 10' 5" 17' 6" 28' 0" 2x6 FULL OR 2x8 NOTCHED 11' 4" 16' 6" 26' 7" 28' 0" 2x8 FULL OR 2x10 NOTCHED 19' 7' 27' 6" 28' 0" 28' 0" 42 2x4 FULL 3' 9" 6' 4" 11' 0" 23' 10" 2x6 NOTCHED 6' 5" 9' 11" 15' 4" 28' 0" 2x6 FULL OR 2x8 NOTCHED 10' 9" 15' 8" 24' 11" 28' 0" 2x8 FULL OR 2x10 NOTCHED 18' 7' 15' 10" 25' 2" 28' 0" 2x4 FULL 2'10" 5' 2" 9'8" 20'4" 2x6 NOTCHED 5' 1" 8' 2" 14' 2" 28' 0" 50 2x6 FULL OR 2x8 NOTCHED 8' 9" 13' 0" 21' 6" 28' 0" 2x8 FULL OR 2x10 NOTCHED 15' 6" 21' 11" 28' 0" 28', 0" 60 2x4 FULL 2' 1" 4' 1" 7' 6" 16' 10" 2x6 NOTCHED 3' 11" 6' 7" 11' 4" 16' 11" 2x6 FULL OR 2x8 NOTCHED 7' 0" 10' 8" 15' 9" 16' 11" 2x8 FULL OR 2x10 NOTCHED 12' 8" 10' 10" 15' 9" 16' 11" 72 2x4 FULL 1'5" 3' 2" 6' 2" 7' 6" 2x6 NOTCHED 3' 0" 5' 3" 6' 5" 7 6" 2x6 FULL OR 2x8 NOTCHED 4' 3" 5' 4" 6' 5" T 6" 2x8 FULL OR 2x10 NOTCHED 4' 3" 5' 4" 6' 5" T 6" 84 2x4FUL NG NG NG 0'9" 2x6 NOTCHED NG NG NG 0' 9" 2x6 FULL OR 2x8 NOTCHED NG NG NG 0' 9" 2x8 FULL OR 2x10 NOTCHED NG NG NG 0' 9'' NOTES 1- FOR 10 PSF LL/GSL, USE ROOF BRACKET 5/S4.5. 2 - FOR LL/GSL;' 20 PSF, USE SNOW BRACKET 6/S4.5. 3-ASSUMPTIONS: - NOTCH CAN BEUPTO1"IN2x6,UPTOL5"IN2x8OR2x10. -40FT MAX (E) ROOF RAFTER/JOIST/TRUSS BACKSPAN. - MAX (E) ROOF RAFTER/JOIST/TRUSS SPACING TO BE 24"OC. TABLE 1A - MAXIMUM CLR SPAN TO ADJACENT BEAM WHEN USING ROOF BRACKET PER 5/S4.5 AND 4C/S6.2 TABLE WHEN PER 1 B - MAXIMUM CLR SPAN TO ADJACENT BEAM USING SNOW BRACKET 6/S4.5 AND 4D/S6.2 WIND SPEED & EXPOSURE WIND SPEED & EXPOSURE LL/GSL 120E 130E LL/GSL 110B, 110C (PSF) 110B 110C 120C 130C (PSF) 1206,1306 120C 130C 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 19'-3" 19'-3" 17-9" 1- WHEN USING ROOF BRACKET PER 30 16'-3" 16'-3" 16'-3" 4C/56.2,THE MAXIMUM PROJECTION 36 13'-9" 13'-9" 13'-9" SHALL BETHE SMALLEST PROJECTION 40 12'-3" 12'-3" 12'-3" FROM TABLE 1 AND TABLE 1A. 2- WHEN USING SNOW BRACKET PER 42 11'-9" 11'-9" 11'-9" 50 10'-0" 10'-0" 10`-O" 40/56.ZTHE MAXIMUM PROJECTION 60 8'-3" 8'-3" 8'-3" SHALL BETHE SMALLEST PROJECTION 72 7'-0" 7-0" 7'-0" FROM TABLE IANDTABLE 1B. 84 6'-0" 6'_0n 6'_D„ TABLE 2 - NUMBER OF SIMPSON A34s AND A35s REQUIRED BETWEEN FASCIA AND ROOF SHEATHING PER 4A/S6.2 WHEN CONNECTING PATIO COVER TO EXISTING ROOF OVERHANG TRIB WIDTH 10 PSF LL/GSL 20 PSF LL/GSL 25 PSF GSL 3DPSF GSL 36 PSF GSL 40 PSF GSL 42 PSF GSL 50 PSF GSL 60 PSF GSL 72 PSF 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 T 1 1 1 1 1 1 2 2 2 2 2 8' 1 1 1 1 1 2 2 2 2 2 2 9' 1 1 1 1 2 ' 2 2 2 2 2 2 10' 1 1 1 2 2 2 2 2 2 2 2 11' 1 1 2 2 2 2 2 2 2 2 NG 12' 1 1 2 2 2 2 2 2 2 NG NG A NUMBER A NUMBER (STAGGER A34s: USE 1IN THIS TABLE MEANS THAT (1)A34 + (1)A35 ARE REQ'D. 2 IN THIS TABLE MEANS THAT (2)A34s + (2)A35s ARE REQ'D. CONNECTORS WHEN USING (2) IN SAME WOOD MEMBER) (8) SIMPSON SD9112 SCREWS TO CON NECT A345 TO (E) FASCIA AND ROOF FRAMING (6) SPAX # 6x 1/2" SCREWS TO CONN ECT A355 TO (E) ROOF SHEATHING (6) SPAX # 6x 1/2" OR SIMPSON SD9112 SCREWS TO CONNECT A355 TO (E) ROOF FRAMING A35s: USE USE TABLE 3B - FASTENERS REQUIRED AT CONNECTION OF HANGERS PER DETAILS 9, 11, AND 12/S4.4 TO EXISTING MN 2x LEDGER OR FASCIA TRIB WIDTH 10 PSF. LL/GSL 20 PSF LL/GSL 25 PSF GSL 30 PSF GSL 36 PSF GSL 40 PSF GSL 42 PSF GSL 50 PSF GSL . 60 PSF GSL 72 PSF GSL 84 PSF GSL 5' (2)@16"oc(2)@16"oc(2)@16"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)@12`Oc(2)@12"oc (2)@8"oc (2)@8"oc (2)@8"oc (2)@6"oc (3)@8"oc (3)@8"oc (3)@6"oc 7' (2)@16"oc (2)@12"oc (2)@12"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"oc (2)@8"oc (2)@8"oc (2)@6"oc (2)@6"oc (2)@6"oc (2)@4"oc (3)@6"oc (3)@6"oc (3)@4"oc 9' (2)@16"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"oc (2)@8"oc (2)@8"oc (2)@6"oc (2)@6"oc (2)@4"oc (2)@4"oc (2)@4"oc (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)@4"oc (3)@3"oc 12' (2)@12"oc (2)@6"oc (2)@6"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 3A - FASTENERS REQUIRED AT CONNECTION OF HANGERS PER DETAILS 9, 11, AND 12/S4.4 TO EXISTING WOOD STUD WALL FRAMING TRIB WIDTH 10 PSF LL/GSL 20 PSF LL/GSL 25 PSF GSL 30 PSF GSL 36 PSF GSL 40 PSF GSL 42 PSF GSL 50 PSF GSL 60 PSF GSL 72 PSF GSL 84 PSF GSL 5' (2) A (2) A (2) A (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) B (3) A (3) B (3) B 7' (2) A (2) A (2) A (2) A (2) A (2) B (2) B (2) 8 (3) A (3) B (3) C 8' (2) A (2) A (2) A (2) A (2) B (2) B (2) 8 (2) C (3) B (3) C (3) C 9' (2) A (2) A (2) A (2) A (2) B (2) C (2) C (2) C (3) C (3) C (3) C 10' (2) A (2) A (2) A (2) B (2) C (2) C (2) C (2) C (3) C (3) C (3) C 11' (2)A (2)A (2)B (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/ 21/2" PENETRATION IN MIN 2x WALLSTUDS @ 16"OC MAX B - 5/16" LAG SCREWS W/ 21/2" PENETRATION IN MIN 2x WALL STUDS @ 16"OC MAX C- 7/16" LAG SCREWS W/ 3%." PENETRATION IN MIN 2x WALLSTUDS @ 16"OC MAX D - 1/2" LAG SCREWS WI 4" PENETRATION IN MIN 2x WALL STUDS @ 16"OC MAX TABLE 3C - FASTENERS REQUIRED AT CONNECTION OF HANGERS PER DETAILS 9, 11, AND 12/S4.4 TO WOOD -FILLED 2xALUMINUM LEDGER TRIB WIDTH 10 PSF LL/GSL 20 PSF LL/GSL 25 PSF GSL 30 PSF GSL 36 PSF GSL 40 PSF GSL 42 PSF GSL 50 PSF GSL 60 PSF GSL 72 PSF GSL 84 PSF GSL 5' (2)@16"oc (2)@16"oc (2)@16"oc (2)@16"oc (2)@16"oc (2)@12"oc (2)@12"oc (2)@12"oc (3)@12"oc (3)@12''oc (3)@8"oc 6' (2)@16"oc (2) @16"oc (2)@16"oc (2) @16"oc (2) @12"oc (2)@12"oc (2)@12"oc (2)@8"oc (3) @12"oc (3) @8"oc (3)@8"oc 7' (2)@16"oc (2)@16"oc (2)@16"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 8' (2)@16"oc (2)@15"oc (2)@12"oc (2)@14'bc (2)@8' DC, (2)@8"DC (2)@8"oc (2)@6"oc (3)@8''DC (3)@8"oc (3)@6"DC 9' (2)@16"oc (2)@12"oc (2)@12"oc (2)@8"oc (2)@8"oc (2)@8"oc (2)@8"oc (2)@6"oc (3)@8"oc (3)@6"oc (3)@6"oc 10' (2)@16"oc (2)@12"oc (2)@8"oc (2)@8"oc (2)@8"oc (2)@6"oc (2)@6"oc (2)@6"oc (3)@6"oc (3)@6"oc (3)@4"oc 11' (2)@16"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 12' (2)@16"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 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 LL/GSL 25 PSF GSL 30 PSF GSL 36 PSF GSL 40 PSF GSL 42 PSF GSL 50PSF GSL 60 PSF GSL 72 PSF GSL 84 PSF GSL 5' A-16"oc A-16"oc A-16"oc A-16"oc A-16"oc A-16"oc B-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 B-16"oc C-16"oc C-16".oc C-16"oc B-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"oc C-12"oc 8' A-16"oc A-16"oc B-16"oc C-16"oc C-16"oc D-16"oc C-12"oc C-12"oc D-16"oc C-12"oc D-12'oc 9' A-16"oc B-16"oc B-16"oc C-16"oc D-16"oc C-12"oc C-12"oc B-12"oc C-12"oc D-12"oc C-8"oc 10' A-16"oc C-16"oc C-16"oc D-16"oc C-12"oc D-12"oc D-12"oc C-12"oc C-12"oc B-8"oc C-8"oc 11' A-16"oc C-16"oc C-16"oc C-12"oc C-12"oc D-12"oc B-8"oc C-8"oc D-12"oc C-8"oc C-8"oc 12' A-16"oc C-16"oc D-16"oc C-12"oc D-12"oc C-8"oc C-8"oc C-8"oc B-8"oc C-8"oc D-8"oc A - 1/4" LAG SCREWS B - 5/16" LAG SCREWS C- 7/16" LAG SCREWS D - 1/2" LAG SCREWS ALL FASTENERS TO HAVE 3" PENETRATION INTO WOOD -FILLED 3x ALUMINUM LEDGER USE (2) FASTENERS FOR LL/GSL UP TO 50 PSF. USE (3) FASTENERS FOR LL/GSL= 51 PSF AND ABOVE 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 -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 3 3/8" 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: July 8, 2019 •::. �-J' 'S'esz'f1 �F_.x6:Qd-'e r F-....c- 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.1150 I FAX 949.305.1420 EXPIRES ON: JUNE 30, 2020 REVISIONS MARK DATE DESCRIPTION 4STELJOB# DAO2-02 DATE D7108119 DRAWN BY RC CHECKED MDS IAPM0 195 V 3.1.1 SOLID PANEL STRUCTURES: ATTACHMENT TO EXISTING BUILDING S6.1 ALLOWABLE AFAR DIMENSION TO BEAM / SEE TABLE 1B ON S6.1 HANCER PER 9, 11, OR 12/54.4. FASTENERS PER TARE 3B/56.1. (3) Y2"o FULL -THREADED D LPG STEWS W/-.. 4' . PENETRATION INFO (E) CONE. TRIES TOP CHORD OR RAFTERS 3JD PATIO COVER (E) WALL SEE NOTE ABOVE 3 x 8 WOOD HUED ALUMINUM URGER ROT ERAfET PER 6/S4.5 (3) )4 0 FUL-TI-iF EARED LAG 5Cf2E.YS W/-2)¢° PENETRATION (E) BLDLiRNG EEIWEEN CONT. RAFTERS CR TRUS S, Yd ETE OCCURS (E) COAT TRUSS TOP a-KRJ OR RA9ERS 0 24 OC (E) RAFTER OR TRUSS BACI<SPAN 6-0 MN 40-O" MAX 1. NG ROOF DEIGN LOADS RDL = 3 PE (MN) TO 8 PSF (MAX) 2 NEW PA110 DESIGN LOADS: GSL = 50 PSI MAX 3. PLACE "SIKA F.DC CR SMLAR MATERIAL EWER EFACKET AND CO FOSITE TINGLE ROOFING TO FfdONDE SEAL 4. B AM- MUST EE CWENTA1ED TOWARDS ROOF FEET AS SH AN. 5. USE THS DETAIL WITH ROOF BRAGET PER 6/S4.5 AND TARS 1 AND 1B CN S6.1. 6. VERTICAL LEG OF BRACKET STALL EE LOCATED 2" MAX FROM FACE OF WALL CN EITHER SCE OF WALL .CONNECTION TO TOP OF EXISTING ROOF GSL = 50 PSF MAX. ALLOWABLE CLEAR DIMENSION TO RAM SEE TABLE 1A ON S6.1 2 x 6Y2" CR 3 x 8 WOOD FILLED PLUMNJM LEDGER HANGS'? PER 9, 11, CR 12/S4.4. FASTENERS PER TABLE 3B/56.1. SOLID PATIO COMER ALTERNATNE RCAF BRAO<ET CIIENTAITON 4" MN. SCREW EDGE DISTANCE OF 3 x 8" WOOD FILLED N-LMNUM LEDGER WiEli OCCURS NI 2 x 622" WOOD FILLED ALUMINUM LEDGER WrERE OCCURS iV E HANGER TO LEDGER CONNECTION ROOF BRACKET PER 5/S4.5 (3) Y2 4 FULL-TFII•ADED LAG SCMS W/- 13" PENETRATION (3) Yi 0 FULL -THREADED LAG SCRIMS W/- 4 PENETRATION HMO (E) CONE. TRUSS TCP CHI CR RAFTERS • p U J � O N 00 J J ta- NOTE OFFSET FASTENERS 3" MN. IN HORIZONTAL DIRECTION. NOTES - CHECKING CAPACITY OF THE FASTING BALDING WALL' 1. WHEN CONNECTING TO AN EXISTING BALDING WALL WITHOUT OPENINGS, STE-SFECIFIC ENGINEERNG IS REOUPED TO VERFY ADEDUACf CF THE RISING STUD WAIL FRAMING Wf-IEN THE PATIO ODDER PROJECTION IS WIDER THAN THE MAX FR3ECDCN TOWN INuT,.EFOLLOMNG TARE 2 WrIEN ODNIAECfING TO AN EXISTING BALDING WrEFE AN CPENNG IS FRESB' f UN®ER 11-E ATTPCH,E F CF TIE PATIO TO TEE RAVE OR THE WALL STE SPECIFIC ENUNEFLNG IS fEAURED TO VERIFY ACECUAC( CF TIE FDASTING STUD WALL FRAMING (INCWDING IE4C6R SIE) WREN THE PATIO ODDER PROJECTION IS MIDER��T_H�[A1,N� TIE MAX PROJECTION SHOWN IN THE FOLLOMNG TAKE OR WI-EEN TIE DOING OPENING IS WIDER THAN THE MAX OPENING WIDTH SHOAL IN THE FOLLOWING TABLE 3. NO ADOTIONAL SITE SPECIFIC ENGIPEERNG IS FEOJIREED WHEN EXISTING OPENINGS / PROJECTIONS ARE BOTH SMALLER THAN THOSE STATED ABOVE TABLE 1- CRITERIA TO VERIFYTHE NEED FOR SITE -SPECIFIC ENGINEERING LL/GSL MAX MAX (PSF) PROJECTION OPENING LENGTH WIDTH 10, 20 18'-0" 8'-0" 25T0 50 14'-0" 6-0" 60 12'-0" 4'-0" 74 10'-0" 3'-0" 82 8'-0" 2'-0" (E) ROCWNG FETWLEN CON. RAFTERS CR IR RsE5, WAERE OCCURS (E) OM TRUSS TOP C-CR) OR RAFTERS @ 24 OC J. (E) RAFTER OR TRJSSS HACI6PAN_ 6-0" MN 40-0' MAX NOTES: 1. FASTING ROOF DESGN LOADS: TEL = 3 PSF (MI) TO 8 PSF (MAX) 2 NEW PATIO DEIGN LOAM: IL = 10 PSF MAX (NO SNOW LOAD) 3. PLACE "SKA FLFC CR SIMILAR MATERIAL BETWEEN ERACKET AND Ca.FCSTE SINGLE ROOFING TO PRZMCE SEAL 4. USE ALTERNATE BZAOA T ORIENTATION WrEN D S 12. 5. USE THS DETAIL WITH ROOF ERACKET PER 5/S4.5 AND TARES 1 AND 1A CN S6.1. CONNECTION TO TOP OF EXISTING ROOF LL = 10 PSF MAX. CONNECTION TO EXISTING ROOF DECK/RAFTER DIRECTION (E) BLDG PLAN DECK/RAFTER DIRECTION BEAM CONNECTION TO HOUSE NTS (E) STUD WALL (3) ,"0 LAG SCREW, TYP. SEE NOTE 4 @ CONC. WALL & NOTE 5 @ CMU WALL (E) 1° THICK MAX LATH AND PLASTER OR WOOD S DING OR 1, 2 OR 3 COATS OF STUCCO SEE NOTE 6 3° x 8" x 0.042" HEADER (3) #14 SMS EA SIDE 3° x 8" RAFTER BRACKET NOTES: 1.USECF THS DETAIL IS UNITED TO THE FOLLOMNG: FOR U./GSL = 10 PS; MAX TFTB AREA TO CIXdECT10N = KD0 FT2 FOR IL/GSL = 20 CR 25 PSF, MAX IRE ARFA,TO CONNECTION = 55 FT2 FOR CST = 30 PST MAX IRS AREA TO CONNECTION = 45 FT2 FOR GEL > 30 PS` DETAIL IS NOT ALLOWED 2 SEE PLAN FOR DEFINTION CF 1ITBJTARt AREA 3. BEAM MUST UINE UP WITH DASHING FULL H7GiT WALL STUD. NO OPENNG ALLOYED UNDER ONECTION. 4. USE (2) H 1 KB-TZ W/ 4" REED @ ODIC WALL, W/ Ei SPACING 5. USE 10' TALL. BRACKET & (2) 3" HLTI KB-3 WI 4' BIRD @ CMU WALL W/ 8' SWUNG 6. PLYWOOD STARTING DOES NOT COUNT TOJAAFD THS 1" MAX. FASIENBS, SEE TABLES 34 & 4 ON S6.1 AN) NOTE 1 IiMNKR PER S4.4 SOUD COVER Ss (E) 1" THICK MAX LATH AND PLASTER/WOOD SIDING/1, 2, OR 3-COAT STUCCO SEE NOTE 2 2.5" (E) 2 x_WOOD STUD WALL. SIM AT CONCRETE, BRICK OR MASONRY WALL SEE NOTE ABOVE FASTENER PER S3.2 NOTES 1. FASTENER TO BE INSTALLED AT CENTER OF (E) WOOD STUDS 2 PLYWOOD SEAMING DOES NOT COUNT 1CAIAR?D THIS 1" MAX. 3. DETAIL IS VALID WITH W'INECfION THROUGH (E) WOOD LEDGER ALONG STRUCTl1RE FROMIDED THAT THE MINIMUM FASTENS'? PEIETRATION IN WALL SIDS PER TABLE 34/S6.1 IS SATISfTED. © WALL CONNECTION MESON A34 - SE TARE 2 ON S6.1 FOR SKEWS AND NUMBER OF A34s REM. HANGER PER 54.4. FASTENETS FER TARES ON S6.1. SE NOTES 2 AND 3 SOLID PATIO COMHR FASTING FASCIA BOARD PLLCMORE DEAR DIME NEICN 10 ERA SEE TARE 1 ON S6.1 "D" SEE TABLE 1 ON S6.1 (E) CONf TILES CR RAFTERS @ 24' OC PLYWOOD SEAIHNG Wt USE COOLIES (E) EAVE OH 24° MAX (E) BLOCKING EERIER ONE RAFTERS OR TRUSSES W4EDE C."CIES (E) WAIL SEE NOTE ABODE 1(E) RAFTER OR TRUSS BAGISPAN B-O' MN 4Y-0" MAX NOTES: 1. CASTING ROOF DEIGN LOADS FEL = 3 PSF (MN) TO 8 FSF(MAX) 2 FASTENERS TO BE LOCATED 4 MN FROM SPLICE IN (E) FASCIA BYRD AND 2' CLEAR FROM TOP AND BOffCM OF (E) FASCIA BOARD. 3. FOR EXTRUDED SMVB. HANGERS, SEE DETAIL 6 QN S4.4. FOR RANGERS PER 9, 11 OR 12 ON 54A, SEE TABLE 39 ON S6.1 A CONNECTION TO EDGE OF EXISTING ROOF 2 x €AI x .024" RAFTER #14 S.M.S. TOP & BOT (2 TOTAL) AT EA. RAFTER TAIL GUTTER ROOF PANEL =NI ■ 111.61 #14 SMS @ �� 12' OC T&B 1,2/4 � "' SEE TABLE I SEE TABLE SEE TABLE FOR FASTENER TO RAFTER AND FASCIA 2 x 611 ALUM. RAFTER BRACKET OPTIONAL LATTICE TUBE @24" O.C. MAX FASTENERS "L" "D" WITH LATTICE NO LATTICE 1'-0" 1' (4) #10 (3) #8 2'-0" 1" (6) #10 (4) #8 3'-0" 2^ (12) #10 (2 ROWS OF 6) (8) #8 (2 ROWS OF 4) NOTE: 1. THIS DETAIL IS LIMITED 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 c9 0ESS 1( o S 5885o T RUCT P ,9 PF OF CA\_\F' DATE SIGNED: July 8, 2019 ciViriffir 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.1150 I FAX 949.305.1420 � I MO TM EXPIRES ON: JUNE 30, 2020 4 REVISIONS MARK DATE DESCRIPTION 4STELJOB # DA02-02 4 I DATE 07/D8/19 I 1 DRAWN BY RC 4 CHECKED MDS IAPM0 195 V 3.1.1 SOLID PANEL STRUCTURES: CONNECTIONS DETAILS 4 S6.2 NOTCH RETURN PORTION OF THE TOP FLANGE OF THE BEAM (AND INSERT WHERE OCCURS) AT CONNECTION TO COLUMN (3) W0 THRU-BOLTS @ B6, 87 OR B8 (2) 5's°6 THRU-BOLTS @ B3 I BEAM 63, B6, 87, OR BB PER 54.1 NOTCH FULL BOTTOM FLANGE OF I BEAM (AND INSERT WHERE OCCURS) ON ONE SIDE OF WEB AT CONNECTION TO COLUMN STEEL POST PER S4.3 NOTE: DO NOT NOTCH BEAM AT END COLUMNS WITH OVERHANG I BEAM TO POST 1-1 /2"=1'-0" 13xBx0.42BEAM OR 3` SQ. STEEL BEAM (6)-j14 SDS @ EA. SIDE TOP & BOT TOTAL = 24 H BRACKET PER 1/S4.5 OR 1/L4.3 3° OR 4" SQ. ALUM. OR sIEtL POST NOTES: THIS DETAIL IS TO BE USED AS AN ALTERNATE TO DETAIL 3/56.3 0,1 'H' BRACKET TO POST OPTIONAL DECORATIVE FASCIA (WOOD, ALUM., OR HARDBOARD) (4)#14 SMS EA SIDE 3' SQ POST BEAM B1 OR 64 SEE NOTE 1 (4)#14 x)Z' S.M.S. U BRACKET PER 4/S4.5 r` SEE NOTE 2 NOTES: 1. USE SIMILAR DETAIL AT 3 x 3 OR 3 x 8 BEAMS. 2. U BRACKET IS NOT REQUIRED IF SIDE PLATES PER 3/S6.3 OR H BRACKET PER 1/56.3 ARE PROVIDED. BEAM TO POST 1-1 /2"=1'-0" (6) #14 SMS @ EACH HEADER TO COLUMN (12) FASTENERS PER CONNECTION 5/8°9 HOLE WITH PLASTIC PLUG, AS REQ'D, TYP. IT IS ACCEPTABLE TO USE ONE HOLE TO INSTALL SEVERAL SCREWS, TIP. (2) #14 SMS EACH SIDE T&B @32° O.C. DBL BEAM TO COL 1/2" MAX SPLICE WHERE OCCURS (INT COL ONLY) DOUBLE BEAM B9, 610, B12, 815 OR B16 1-1/2"=1`-0" ARCHITECTURAL SIDE PLATES, WHERE OCCUR, SHALL STOP & FLUSH BELOW BEAM 3" OR 4' SQ. POST 3'CR8"8E6M- SMS PER EEVATIO I, TIP. 5A"0 PLASIIC PLUG, TYP. 6y2' SCE PLATE EA SCE 3° SQ. POST BETWEEN SIDE PLATES OSECTION 3" WIDE BEAM TYP B2, B5, B11, 813 OR 614 (6) #14 SMS EA. SIDE AT SIDE PLATE SP3 (8) #14 SMS EA. SIDE AT SIDE PLATE SP4. SEE NOTE 1. PROVIDE FULL BEARING OF BEAM ON POST. %°4 HOLE WITH PLASTIC PLUG, AS REQ'D, TYP. IT IS ACCEPTABLE TO USE ONE HOLE TO INSTALL SEVERAL SCREWS, TYP. (2) 114 SMS EA SIDE AT BOTTOM AND AT 32' OC MAX. 3' SQ. POST BETWEEN SIDE PLATES ® BEAM TO POST CONNECTION 3/4'=1'-0" 1 /2" MAX SPLICE WHERE OCCURS (INT COL ONLY) 612' SIDE PLATE EA. SIDE, SEE TABLE 1 ON S1.x OR L1.x OPTIONAL STYROFOAM INF1LL OF SIDE PLATES CAN STOP BELOW THE CONNECION NOTES: AT COLUMN 62, ADJUST SCREW LOCATION TO LOCATE SCREWS INTO THE FLAT PORTION / VERTICAL WALL OF BEAM 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 DATE SIGNED: July 8, 2019 gbl—W71C-1L__ 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.1150 I FAX 949.305.1420 EXPIRES ON: JUNE 30, 2020 REVISIONS MARK DATE DESCRIPTION 4 STEL JOB S DAD2-02 DATE 07/08/19 DRAWN BY RC CHECKED MDS IAPM0 195 V 3.1.1 SOLID PANEL STRUCTURES: CONNECTION DETAILS S6.3 ADJA ORAL POUKtu CONCRETE FOOTING NOTES: BEAM SPAN TABLES PER 4/S7.2 AT POST TYPE C7, CB, & C9 TABLE 2 I sis 1. THIS DETAIL ('e, STEEL POST TYPES C6, C7, C8, OR C9. 2. THIS DETAIL SHALL NOi UM POST TYPE C1 OR ALUMINUM POST TYPES C2 OR I... 3. IT IS ACCEPTABLE TO EMBED THE bILh1 PUJ INTO THE FOOTING PER 5/S7.1 INSTEAD OF USING THE POST SLEEVE SHuWN IN THIS DETAIL. 4. THIS DETAIL CAN BE USED ON A SLAB ON GRADE PER 8/S7.1 AND PER TABLE 2 ON S7.1. 5. THIS DETAIL CAN BE USED AT FREESTANDING OR AT ATTACHED STRUCTURES. TABLE 2-ANCHORAGE SCHEDULE BRACKET DETAIL POSTTYPE FTG(IN) ANCHOR BOLTS (SEE NOTE 2) SEE NOTES ALUM T 1/57.2 C1 SOG (2)-3/8" dia w/ 1-7/8" embed ALUM T 1/S7.2 - Cl ALL (2)-3/8" die w/ 2-7/8" embed ALUM T 2/57.2 C2 SOG (2)-3/8" dia w/ 1-7/8" embed 3 ALUM T 2/57.2 C2 ALL (2)-3/8" dia w/ 2-7/8" embed 3 ALUM T 2/57.2 C5 50G (2)-3/8" dia w/ 1-7/8" embed 3 ALUM T 2/57.2 CS ALL (2)-3/8" dia w/ 2-7/8" embed 3 STEELT 3/57.2 C6 SOG (2)-3/8" d i a w/ 1-7/8" embed STEELT 3/57.2 C6 522" (2)-3/8"dia w/2-7/8"embed 1,3,4 STEELT 3/57.2 CS 524" (2)-1/2"diaw/3-1/4"embed 1,3,4 STEEL INS 4/57.2 C6 5 30" (4)-1/2" dia w/ 3-1/4" embed 1,4,6 STEEL INS 4/57.2 C6 534" (4)-S/8"diaw/4"embed 1,4,6 STEEL INS 4/57.2 C6 a35" (4)-3/4" dia w/ 4-3/4" embed 1,4,6 STEEL INS 4/57.2 C7, CS, C9 ALL (4)-3/4" dia w/ 4-3/4" embed 1,5,6 EMBED 5/S7.1 C10,C11 ALL N/A NOTES: 1- "FIG (IN)" IS THE FOOTING DIMENSION REFERENCED IN BEAM SPAN TABLES ON SHEETS 58.xxx 2 -ANCHOR BOLTS SHALL BE SIMPSON STRONG BOLT2, STAINLESS STEEL (ICC-ESR 3037). HILTI 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 4/57.2 INSTEAD OF THE ALUMINUM T PER 2/57.2 FOR POSTTYPES C2 AND C5 OR INSTEAD OF THE STEELT PER 3/57.2 FOR POST TYPE C6. BOLTS CAN REMAIN AS SPECIFIED IN THIS TABLE, BUT (4) BOLTS SHALL BE USED. SEE NOTE 6. 4 - IT IS ACCEPTABLE TO USE THE EMBEDDED POST DETAIL 5/57.1 INSTEAD OF THE STEEL INSERT PER 4/572 OR STEELT PER 3/S7.2 FOR STEEL POSTS C6. 5 - IT IS ACCEPTABLE TO USE THE EMBEDDED POST DETAIL 5/57.1 INSTEAD OF THE STEEL INSERT PER 4/57.2 FOR STEEL POSTS C7, C8 AND C9. 6 - HOLE SIZE IN BASE PLATE SHALL BE MAX. 1/8" DIAMETER OVERSIZED, UNLESS WELDED WASHER IS PROVIDED. ANCHORAGE OF POSTS TO SLAB OR FOOTING POURED CONCRETE FOOTING IN BEAM SPAN TABLES )¢"0 A36 THREADED ROD W/- NUT EA. SIDE OF COL OR 4 REBAR, GR 40 MIN. SECURED IN PLACE NOTES: 1. THIS DETAIL IS TO BE USED FOR POST TYPES C10 & C11. 2. THIS DETAIL CAN ALSO BE USED FOR STEEL POST TYPES C6, C7, CS, C9. 3. THIS DETAIL SHALL NOT BE USED FOR ALUMINUM POST TYPES C1, C2, OR C5. 4. THIS DETAIL CAN BE USED AT FREESTANDING OR AT ATTACHED STRUCTURES. STEEL POST EMBEDDED INTO CONCRETE FOOTING 1•=1'-0" 3" STEEL OR ALUMINUM POST WIDTH = LENGTH (IN) ((SEE FTG. SCHEDULE INS BEAM SPAN TABLE CENTERLINE OF 'T BRACKET TO BE PARALLEL TO HOUSE WALL "T• BRACKET PER 1/S7.2, 2/S7.2, OR 3/S7.2. BOLTS PER TABLE 2 ON S7.1 ADJACENT GRADE TYP. POURED CONCRETE FOOTING NOTES: 1. THIS DETAIL CAN BE USED WITH POST TYPES C1, C2, C5, OR C6. 2. THIS DETAIL SHALL NOT BE USED FOR FREESTANDING STRUCTURES. 3. THIS DETAIL SHALL NOT BE USED FOR POST TYPE C7, CS, C9, C10, C11. C T BRACKET CONNECTION TO CONCRETE FOOTING 1"=1'-o' ALI tKIVAI t hWU I INLL UIMtNSIUNS FTG(IN) W=L=D (SEE NOTE 1) Aft 1 WxLxD (SEE NOTE 2) Alt2 WxLxD (SEE NOTE 3) Alt 3(ATTACHED) WxLx18" (SEE NOTE 4) AIt4 WxLx18" (SEE NOTE 5) Alt5 WxLx24" (SEE NOTE 6) Alt WxLx30" (SEE NOTE 7) Alt WxLx36" (SEE NOTE 8) Alt WxLx42" (SEE NOTE 9) 18 18x18x18 12x12x12 .18x18x18 18x18x18 16x16x24 14x14x30 13x13x36 12x12x42 20 20x20x20 12x12x12 21x21x18 25x25x18 19x19x24 17x17x30 15x15x36 14x14x42 22 22x22x22 16x16x16 25x2Sx18 33x33x18 21x21x24 19x19x30 17x17x36 16x16x42 24 24x24x24 20x20x20 28x28x18 43x43x18 24x24x24 22x22x30 20x20x36 18x18x42 26 26x26x26 23x23x23 32x32x18 31x31x24 24x24x30 22x22x36 21x21x42 28 28x28x28 25x25x25 35x35x18 38x38x24 27x27x30 25x25x36 23x23x42 30 30x30x30 28x28x28 39x39x18 30x30x30 28x28x36 26x26x42 32 32x32x32 30x30x30 43x43x18 37x37x30 30x30x36 28x28x42 34 34x34x34 32x32x32 47x47x18 33x33x36 31x31x42 36 36x36x36 34x34x34 51x51x18 36x36x36 34x34x42 38 38x38x38 37x37x37 55x55x18 43x43x36 36x36x42 40 40x40x40 39x39x39 60x60x18 39x39x42 42 42x42x42 41x41x41 64x64x18 42x42x42 44 44x44x30 46 46x46x30 48 48x48x30 SO 54 snx Snx3n 54 x 54 x 30 56 56x56x30 58 58 x 58 x 30 60 60x60x30 62 62x62x30 64 64x64x30 66 66x66x30 68 68x68x30 70 70x70x30 72 72x72x30 74 74x74x30 76 76x76x30 78 78 x 78 x 30 80 80 x 80 x 30 82 82x82x30 84 84x84x30 86 86x86x30 88 88 x 88 x 30 90 90x90x30 NOTES: 1-"FIG (IN)" IS THE FOOTING DIMENSION REFERENCED IN BEAM SPANTABLES ON SHEETS SBxx.x OR L8.xxx. 2- "ALT 1" IS THE FOOD NG DIMENSION BASED ON THE "FTG (IN)" DIMENSION. NOTE THAT W4:)=L 3-"ALT2" IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN A 35" MIN THICK SLAB IS PRESENT ABOVE THE FOOTING. NOTETHAT W4)=L 4 - "ALT 3" IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPTTO AN 18" DEPTH FOR UPU FT DESIGN ONLY. THIS VALUE IS TO BE USED ONLY ATATTACH ED PATIO STRUCTURES. NOTE THAT W=L AND D=18". 5 - "ALT 4" IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPTTO AN 18" DEPTH. NOTETHAT W 4 AND D=18". 6 - "ACTS" IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPTTO AN 24" DEPTH. NOTE THAT W=i AND D=24". 7 - "ALT 6" IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPTTO AN 30" DEPTH. NOTE THAT W=L AND D=30". 8 - "ALT 7" IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPTTO AN 36" DEPTH. NOTE THAT W4 AND D=36". 9 - "ALT 8" IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPT TO AN 42" DEPTH. NOTE THAT W4 AND D=12". FOUNDATION TABLES DURALUM 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 05ESS I0,14nt 41111 o S 5885 di TF OF CA\ -\°- DATE SIGNED: July 8, 2019 41%�� Naar 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.1150 I FAX 949.305.1420 I I A p Mp TM EXPIRES ON: JUNE 30, 2020 1 REVISIONS MARK DATE DESCRIPTION 1 4 STEL JOB 8 DA02-02 1 DATE 07/58/i9 I DRAWN BY RC 1 1 CHECKED MDS 1 I IAPM0195 V 3.1.1 SOLID PANEL STRUCTURES: FOUNDATION DETAILS S7.1 ELEVATION r ASTM A500 GRADE B o_ INSERT TO PLAN - r his BASE PL CD NOTES: 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 1Y xY6 HDG WELDED WASHER PLATE WHEN HOLE DIAMETER IS MORE THAN Y8" 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. STEEL POST SLEEVE 3° STEEL POST 0.188" THICK MIN HSS INSERT (3) x/4 0 BOLTS 10° SQ. x %" BASE PL T.O.C. FOR POSTS C6, C7, CS, C9 3'=1'-0" ALUM ALLOY 6063-T6� (4)-#14 SMS OR TEK SCREWS, EA. SIDE, TYP. 3'6"0 HOLE EA. SIDE 0.750" TYP. NOTES' 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 S7.1 FOR ATTACHMENT TO FOOTING/SLAB. 4. INSTALL 1Y4 x 1Y x Y6 HDG WASHER PLATE AT ANCHORS FOR 130 MPH OALUMINUM T-BRACKET FOR POST C1 3'=1'-0" TABLE 3 - (MAX WIND SPEED: 130MPH, EXP C) MAXIMUM POST SPACING WHEN PATIO COVER IS INSTALLED ON SLAB ON GRADE TRIB WIDTH ROLLED FORMED PANS (RF) IRP L4/GSL (psf) - GSL(psf) LLJGSL (psf) 10 psf 20 psf 25 psf 30 psf 10 psf 20 psf 5' 13'-7" 11'-0" 10'-4" 9'-0" 12'-6" 10'-0" 6' 11'-4" 9'-9° 9'-0" 8'-4' 10'-5" 8'-9" 7' 9' 8" 9'-0" 8'-0" 7r6" 9'-0" 8'-0" 8' 8'-6" 8'-6" 7'-6" 7'-0° 7'-10" 7'-6" 9' 7'-7" 8'-0" 7'-0" NP 7'-0" 7'-0" 10' 6'-9" 7'-6". NP NP 6'-3" 6'-6" 11' 6'-2" 7'-0" NP NP 5'-8" 6'-0" 12' 5'-8" 6'-6' NP NP 5'-3" 5'-6" NOTES: 1-"NP" INDICATES THAT A FOOTING IS REQUIRED, AND THE PATIO COVER CAN NOT BE SUPPORTED ON A SLAB ON GRADE. 2 - FOR LIVE OR SNOW LOADS HIGHER THAN THE ONES SHOWN ON THIS TABLE, A FOOTING IS REQUIRED AND THE PATIO COVER CANNOT BE INSTALLED ON SLAB ON GRADE TABLE 4 - (MAX WIND SPEED: 130MPH, EXP C) MAXIMUM TWO POST ATTACHED STRUCTURE WIDTH WHEN PATIO COVER IS INSTALLED ON SLAB ON GRADE TRIB WIDTH (ft) ROLLED FORMED PANS (RF) IRP LL/GSL(psf) GSL(psf) WGSL(psf) 10 psf 20 psf 25 psf 30 psf 10 psf 20 psf 5 27'-2' 22'-0" 20'-8" 18'-0" 25'-0" 20'-0" 6 22'-8" 19'-6' 18'-0" 16'-8" 21'-0" 17.-6" 7 19'-4" 18'-0" 16'-0" 15'-0' 18.-0" 16'-0" 8 17'-0' 17'-0" 15'-0" 14'-0" 15'-8" 15'-0" 9 15'-2" 16'-0" 14'-0" NP 14'-0" 14'-0" 10 13'-6" 15'-0" NP NP 12'-6" 13'-0" 11 12'-4" 14'-0" NP NP 11'-4" 12'-0' 12 11'-4' 13'-0" NP NP 10'-6" 11'-0" C� T BRACKET CONNECTION TO SLAB ON GRADE 3" SIttL OR ALUMINUM POST ADJACENT GRADE WHERE OCCURS 6' MIN. SEE NOTE 6 �" EDGE OF SLAB WHERE OCCURS CENTERLINE OF "T° BRACKET TO BE PARALLEL TO HOUSE WALL "1" BRACKET PER 1/S7.2, 2/S7.2 OR 3/S7.2 EXISTING OR NEW SLAB ON GRADE. f e = 2,500 PSI MIN. 3y2" MIN. SEE NOTE 6 BOLTS PER TABLE 2 ON 4/S7.1 NOTES: 1. THIS DETAIL CAN BE USED WITH POST TYPES C1, C2, C5, OR C6. 2. TABLES 3 AND 4 IN THIS DETAIL CAN BE USED FOR FREESTANDING STRUCTURES AND/OR COMMERCIAL APPUCATIONS, BUT THE STRUCTURE CANNOT BE INSTAI I FT) ON A SLAB 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 G0.1 FOR MINIMUM OVERALL DIMENSION OF SLAB AND ACCEPTABLE CRACKING AND CONTROL/EXPANSION JOINTS CRITERIA 5. WHEN THE PATIO COVER IS INSTAJ I FT) ON A SLAB ON GRADE (RESIDENTIAL APPUCATIONS ONLY), THE MAXIMUM POST SPACING IS THE LOWEST OF THE 'MAX POST SPACING (SPAN)" SHOWN ON S8.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. ALUM ALLOY 6063-T6 4-#14 SMS OR TEK SCREWS, EA. SIDE, T(P. 1 /- WO HOLE EA. SIDE i 0.094" T(P. I 5.50" k TYP. 0.750" 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 37.1 FOR ATTACHMENT TO FOOTING/SLAB. 4. INSTALL 1)i x tY2 x )6 HDG WASHER PLATE AT ANCHORS FOR 130 MPH. 5. STEEL T-BRACKET PER 3/S7.2 CAN BE USED IN UEU OF THIS BRACKET. ALUMINUM T-BRACKET FOR POSTS C2, C5 3"=1'-0" PLAN 0.75' 4.00" TYP 0 1 1.75" O .. 0 ELEVATION N 0 ASTM A500 GRADE B1 4-`yi6"4 HOLES 1- 6D & 2-W6" HOLES, TYP EA SIDE 0 O O O "- CENTERLINE OF "T" BRACKET TO 1 1 2.00" l' BE PARALLEL TO 3.50" 11.00" HOUSE WALL TIP 2-36"95 HOLES FOR 36"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 S7.1 FOR ATTACHMENT TO FOOTING/SLAB. STEEL T-BRACKET FOR POST C6 3"=1'-D' waseammestegrac DIJRAL,UM . 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 , ,0?Ess10Aq, pc,s,,<cst S 5885 r RUCT r- e ' OF CAI-" DATE SIGNED: July 8, 2019 // ` L (- 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.1150 i FAX 949.305.1420 , I Ip MO TM EXPIRES ON: JUNE 30, 2020 41 REVISIONS MARK DATE DESCRIPTION 1 I, 4 STEL JOB B DAD2-02 I 1 DATE 07/08/19 1 ) DRAWN BY RC M I CHECKED MDS RPM°195 V3.1.1 SOLID PANEL STRUCTURES: FOUNDATION DETAILS S7.2 • ATTACHED & FREESTANDING SOLID COVERS - 10 PSF SNOW LOAD OR LIVE LOAD -110 MPH - EXP. B & C e 6.5" ROLLFORM 62 MAG BEAM 63 4" I BEAM 64 4.5" MAG GUTTER 3" AUM W/ e 12 GASTL"ULCHANNEL e 7" 1-BEAM ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING TRIG WIDTH WIND EXP MAX POST SPACING (SPAN) FTG (IN) MIN POST Tl FE MAX POST SPACING (SPAN) • FTG, (IN) MIN POSE TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTC', (IN) MIN POSE TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) •MAX MIN POS TYPEE POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POSE TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYFE MAX POST SPACING (SPAN) FTG (IN) MIN POSE TYPE MAX POST SPACING (SPAN) FTG (IN) POSOS E TYPE 110 B 11,9" 18 ClC1 11'-9" 26 C7 1 D'-4" 17 C7 9' 6" 25 13'-T' 19 Cl 12'-4" 27 C7 13,3" 19 C1 12'-2' 27 C7 13'-4" 19 C1 12-10" 27 C7 23'-0" 22 C5 21-3" 31 C7 5'7 110 C 11'-9" 20 11 ,4" 28 10-4" 19 9'-2" 26 13' 7' 21 12=1" 28 13'-3" 21 11'-9" 28 12'•3" 20 11,-10„ 28 23'„ 25 20, 8„ 33 110 B 10,9" 18 10,9" 26 9,9" 18 8,10' 24 12'-9" 19 11'-8" 26 12,2" 19 11-6" 26 12'7' 19 11-6" 26 C7 22'-0" 23 C5 20'-0" 30 C7 6' 110 C 10'-9" 21 C1 10' 4" 27 Cl 9'-5' 20 Cl 8' 8" 26 C7 12_9" 22 Cl 11' 4" 28 C7 12-2' 21 Cl 11'-2' 28 C7 11'-3" 21 C1 11' 0" 28 �,-0„26 19-6 32 110 B 10,0" 19 10'-0" 26 9'-3" 18 8' 6 25 12'-2' 20 Cl 11-1" 26 11-3" 20 10'-10" 26 12'-0" 20 11-0" 26 C7 20'-10" 24 C5 19'-0" 30 C7 7 110 C 10,0" 21 C1 6-8" 27 C7 9' 3" 21 Cl 6 3„ 26 C7 12-2 23 10'_9" 27 C7 11-3" 22 01 10'-T' 27 C7 10'-4" 21 Cl 1D'-2' 27 20'-10" 27 18-T' 32 110 B 9'-0„ 19 C1 9' 4" 26 07 8,10" 19 Cl 8,2' 25 C7 11-8" 21 C2 10' 7" 27 C7 10' 7" 20 01 10'-4" 27 07 11-6" 21 02 10'-0" 27 07 20'-1" 25 C5C7 18'-2' 31 6 110 C 9'-0" 22 9'-1" 26 8'-10" 21 7'-10' 25 11'-B" 23 10'' 4" 27 10' 7' 23 10'-2' 27 9'-9" 22 9'-7" 27 20'_1" 28 17-9" 31 110 B 6-10" 20 C1 8'-10' 27 Cl 8' 7" 19 01 7'-9" 26 C7 11-1" 21 C2 10-2" 28 C7 10,0" 20 C1 10,0" 27 C7 11-0" 21 10'-1" 28 C7 19'-2' 25 C5 17'-6" 32 C7 9 110C 8'-10' 22 8'-T' 26 8'-T' 22 7'7' 26 11-1"24 10-0" 27 10,0" 23 9'7' 27 9'-2' 22 C2 9'-0" 27 19'-2" 28 17'-1" 32 110 B 8, 6" 20 8' 6" 27 C7 8'-3" 20 77" 26 C7 10' G' 22 02 9'-10" 28 9'-0" 21 9'-6" 28 10'-4" 21 9'-9" 28 C7 18'-3" 26 05 16-10" 32 C8 10' 110 C 8'- " 23 Cl 8,-1„ 27 8,-3„ 22 Cl 7,-4„ 27 10'-0" 24 9' 7' 28 Cl 9'-6" 23 02 9'-2" 28 07 8'-9" 23 8'-7' 27 18'-3" 29 16'-6" 32 110 B 8'-1" 21 C2 8,1" 27 C7 8'-0" 20 Cl 7' 4" __ 27 07 10,0" 22 C2 9'7' 29 C7 9,1" 21 C2 9'-1" 28 C7 9'-10" 22 C2 9'-6" 29 C7 1T-4" 26 C5 16-4" 33 CB 11' 110 C B'-1' 23 T-9" 28 8,-Cr' 23 T-2' 28 10-0" 25 9, 3„ 28 9,-1" 24 8'-9" 28 8' 4" 23 8'-2' 28 17'-0" 29 16-0 33 110 B T-8" 21 C2 7-8" 28 Cl 7,7" 21 C2 7'-2" 27 C7 9'-7" 22 C5 9,3" 29 Cl 8'-8" 21 C2 6-8" 29 C7 9'-6" 22 C2 9'-2" 29 C7 16-8" 27 C5 16-0" 34 C8 12' 110 C 7-6" 24 T-6" 26 T T' 23 7-0" 28 9'-T' 25 9'-1" 29 8-8" 24 8'-4" 28 8'-0" 23 T-10" 28 16-8" 30 15' T' 33 OB7 1)"C"I ER (1) "C" INSERT BS 7"I-BEAMW/ (2) "C" INSERT 69 DBL 2 x6.5 x0.042 O DBL 2 x6.5 x0.032(1110 3x8x0.042 0 DBL3x8x0.042 ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING TRIB WIDTH WIND EXP MAX POST SPACING (SPAN) FTG (IN) MIN POST_ TYPE MAX POST SPACING (SPAN) FTG (IN)' MIN POST TYPE MAX POST SPACING (SPAN)TYPE FTG (IN) MIN POST MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN)TYPE FTG (IN) MIN POST MAX POST SPACING (SPAN)TYPE FTG (IN) MIN POST MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING(IN) (SPAN) FTG MIN POST TYPE 110 B 26-9" 23 CS 24'' 4" 32 C7 29, 6" 24 CS 26-10' 33 C8 16,0" 20 16-0" 29 13,2' 19 13'-2' 27 13'-8" 19 13'-6" 27 19'-3" 21 02 19'-3" 30 C7 110 C 26'-9" 26 23'-8" 34 C8 29'-6" 27 26'-2' 35 C9 16'-0" 22 Cl 15'-3" 30 C7 12' 7' 21 01 12'-3" 29 C7 12'-10" 21 Cl 12'7' 29 C7 18'-1" 23 1T-8" 31 110 B 26-3" . 24 CS 23-0" 31 Cl 2T-9" 25 05 25'-3" 32 C7 14,T' 20 Cl 14'-7" 28 07 12,1" 19 Cl 12,1" 27 07 12-6" 19 01 12'-6" 27 07 17'-7" 22 02C7 17'7' 29 6 110 C 25-3" 27 22'-4" 33 C8 27-9" 28 24'-T' 34 C8 14'-7" 23 14'-0" 29 11-6" 21 11'-2' 28 11'-9" 21 11-6' 28 16-6" 24 16-1" 31 7 110 B 24,0" 25 C5 21'-9" 32 07 26-4" 26 05 24,0" 32 0B 13'-6' 21 C2 13'-6" 28 C7 11,2' 20 Cl 11'-2' 27 07 11' 7' 20 Cl 11' 7' 27 C7 16-3" 22 02 16-3" 29 07 110 C 24'-0" 28 21'-3" 33 C8 25-4" 29 23'-4" 34 13'-6" 23 13-0" 29 10, 8" 22 10-4" 27 10-10" 22 10,-8" 27 16-3" 24 15,-0" 30 8' 110 B 23'-0" 26 C5 20,10" 32 C8 25-3" 27 C5 23'-0" 33 CS 12'-8" 21 C2 12'-8" 28 C7 10'-0" 20 Cl 10'-6" 27 C7 10'-10" 20 Cl 10'-10" 27 C7 15'-3" 23 C5 15'-3" 30 C7 110 C 23'-0" 29 20'-3" 32 25'-3" 30 22-4" 33 12'-8" 24 12'-2" 28 10'-0" 22 9'-9" 27 10'-2' 22 10'-0" 27 14'-4" 25 14'-0" 29 110 B 22'-1" 27 05 20'-1" 33 C8 24=3" 27 C5 22'-1" 34 _ C8 12'-0" 22 02 12'-0" 29 C7 9'-10' 21 C2 9'-10" 27 07 10'-2" 21 C2 10'-2' 27 C7 14'-4" 23 C5 14'-4" 30 Cl 9 110 C 22'-1" 30 19' 7' 33 24'-3" 31 21-7" 34 C9 12'-0" 24 11-6" 29 9'-4" 23 C1 9'-2' 27 9'-8" 23 Cl 9'-4" 27 13'7' 25 13, 2, 30 110E 21-4" 27 C5 19'-4" 34 C6 23'-6" 28 C5 21'-4" 35 09 11-4" 22 02 11-4" 29 07 9'-4" 21 C2 9'-4" 28 Cl 9'-2" 21 C2 9'-2" 28 07 13'-8" 24 C5 13'-8" 31 Cl 10' 110 C 21'-4" 31 18'-10' 33 23'-6" 32 20'-9" 34 11-4" 25 10'-10" 29 9,-0, 23 8,_9„ 27 9'-2' 23 8'-6" 27 12' 10" 26 12-7" 30 11' 110 B 20,8" 28 CS 18-9" 34 CO 22,9" 29 CS 20-8" 35 C9 10,10" 22 C5 10'-10" 30 C7 9'-0" 21 C2 9'-0" 28 C7 6'-4" 21 02 8'-4" 28 C7 13'-1" 24 CS 13'-1" 31 C7 110 C 20'-8" 31 18-3" 34 22'-9" 32 20'-2" 35 10' 10" 25 10'-4" 29 6' T' 23 8'-4" 28 8,-0" 23 7'-8" 28 12-3" 26 12-0„ 30 12' 110 B 20'-1" 28 CS 18-3" 35 C9 22-1" 29 C5 20,1" 36 C10 1 D' 4" 23 C5 10'-4" 30 Cl 8-7" 21 02 8' 7' 28 Cl 7'-8" 21 02 7-8" 28 07 12'-0" 24 C5Cl 12'-6' 31 110 C 20'-1" 32 17-9" 35 22,-1„ 33 19'7' 35 10, 4„ 26 10-0„ 30 8.-2, 23 8,-0., 28 7_8„ 23 7,_1" 28 11-9" 27 11-6"31 411) 3 x8 x0.042W/ 14 GA STL INSERT CID 312 GA STL SERTv/ CDDB g14 GA STL INSERT DB g12 GA STL INSERT 12 GA STL UNSE/RT 1D2 GA STL U INS RT ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING TRIG WIDTH WIND EXP MAX POST SPACING (SPAN FTG, (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN)TYPE FTG (IN) MIN POST MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX ' POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE S 110 B 16-4" 21 C2 18' 4" 30 Cl 20'-1" 21 02 20-1" 30 ClC6 26-10' 23 C5 26-10" 32 28,4" 24 05CID 27'-8" 35 C10 25'-10" 23 C6 25'-10' 46 C10 32'-6' 25 C6 32.6" 49 110 C 18'-4" 23 17'-8" 31 20'-1" 24 19'-4" 32 25-10" 26 24'-10" 34 28'-4" 27 27-0" 37 22-11' 25 C6 22'-11' 44 28'-11" 27 C6 28'-11" 47 110 B 16-9" 21 C2 16-9" 29 Cl 18' 4" 22 02 18' 4" 30 Cl 23'-8" 24 C5 23'-8" 32 25'-10" 25 25'-10" 34 24'-3" 24 C6 24'-3' 48 30'-7' 26 C6 30'-7* 51 6 110 C 16'-9" 24 16'-2' 31 18'-4" 25 17-8" 31 23'-8" 27 22'-9" 33 �8 25'-10' 27 C5CID 24'-10' 36 C10 21,7" 26 C6 21-7' 46 C10 27'-2' 29 C6 2T-2° 49 T 110 B 15'7' 22 C2 15'-T' 29 Cl 17-1" 22 05 17,1" 30 Cl 22-0" 24 _ 05 22'-0" 32 C8 24,0" 25 05 24,0" 34 23'-1" 25 C6 23'-1" 49 29'-1' 27 C6 29'-I' 53 C10 110 C 15'-T' 24 15-0" 30 1T-1" 25 16-4" 31 22'-0" 27 21'-1" 33 24-0" 28 23-1" 35 C10 20'-6" 27 C6 20'�' 47 C10 25'-10' 29 C6 25'-10" 51 8' 110 B 14' 7' 22 CS 14'T 29 Cl 16'-0" 23 CS 16'-0" 30 Cl 20'7' 25 C5 20-7" 32 C8 22'-6". 26 C5 22'-6" 34 22'-1" 25 C6 22'-1' 51 C10 27'-10' 27 C6 27-10" 54 CID 110 C 14.-T' 25 14-1" 29 16-0" 26 15'-4" 30 20'7' 28 19-9" 32 22, 6„ 29 21,.T, 34 C10 19'-7" 28 C6 19'T 49 24'-8' 30 C6 24'-8° 52 110 B 13'-9" 23 C5 13'-9" 30 Cl 15'-1" 23 CS 15'-1" 31 Cl 19'-4" 25 05 19'-4" 33 21' 2" 26 21'-2' 35 21'-2" 26 C6 21-2' 52 26-9" 28 C6 26-9" 56 C10 9 110 C 13'-9" 26 13'-3" 30 15'-1" 26 14'-6" 30 19'-4" 29 18-7' 32 C6 ' 21'-2' 29 CS 20, 4„ 35 C10 18'-10' 29 C6 18'-1 D' 50 C10 23'-9" 31 C6 23'-9" 54 10' 110 B 13'-1" 23 0S 13'-1" 30 C7 14'-3" 24 CS 14'-3" 31 Cl 18-4" 26 C5 18," 33 06 20'-1" 27 C5C10 20'-1" 35 CID 20'-6" 27 C6 20'-6' 53 CID 25'-10" 29 C6 25'-10° 57 110 C 13'-1" 26 12'7' 30 14,-3" 27 13'-9" 31 18'-4" 29 17-8" 33 20,-1„ 30 19,-4„ 35 18'-2" 30 C6 18'-2" 51 22'-11° 32 C6 22-11" 55 11' 110 B 12' G' 24 CS 12'-6" 31 C7 13'-8" 24 CS 13'-8" 31 Cl 17-7' 26 C5 17' 7" 34 C8 19,2" 27 05 19'-2' 36 C10 19'-10" 27 C6 19'-10" 54 CID 25'-0' 29 C6 25'-0" 58 C10 110 C 12'-6" 26 12'-0" 30 13'-8" 27 13'-1" 31 17'7' 30 16-10" 33 19'T 30 18'-6" 35 17'-7' 30 C7 17'-7" 52 22,_2' 33 Cl 22-2' 56 12' 110 B 12,0" 24 CS 12'-0" 31 Cl 13,1° 25 0S 13,1" 32 Cl 16,9" 27 CS 16-9" 34 C9 18' 4" 28 C5ID 18'-4" 36 19'-3" 28 C6 19'-3' 55 C70 24'-3" 30 C6 24'-3" 59 110 C 12'-0" 27. 11'-6" 31 13'-1" 28 127' 32 16'-9" 30 16-2" 34 18,-4„ 31 1T-8„ 36 C10 17'-1" 31 ClC7 1T-1' 53 21-7" 33 ClC7 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/S7.1 2 - IT IS ACCEPTABLE TO SUBTITUTE COLUMNS W/ HIGHER NUMBERS W/ THOSE SPECIFIED IN THE TABLES SHOWN. 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 DATE SIGNED: July 8, 2019 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.1150 j FAX 949.305.1420 EXPIRES ON: JUNE 30, 2020 REVISIONS MARK DATE DESCRIPTION 4 STEL JOB # DA02-02 / DATE 07/08/19 DRAWN BY RC CHECKED MDS 1 IAPM0 195 V 3.1.1 SOLID COVER STRUCTURES: BEAM SPANS & FOUNDATION SIZES 10 PSF LL/SL, 110 MPH S8.1011 1 ATTACHED & FREESTANDING SOLID COVERS -10 PSF SNOW LOAD OR LIVE LOAD -120 MPH - EXP. B & C e 6.5" ROLLFORM MAG BEAM C) 63 4" I BEAM 64 4.5" MAG GUTTER B5 12 GA STL UI UM CHANNEL B6 7" !-BEAM ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING TRIB WIDTH WIND EXP MAX POST SPACING (SPAN) FTG (IN) MIN POST T,PE MAX POST SPACING (SPAN) FTG (IN) idlN POST TYPE MAX POST SPACING (SPAN) - FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG {IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST T PE MAX POST SPACING (SPAN) FTG (1N) MIN POST T PE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST T,PE MAX POST SPACING (SPAN) FTG (IN) MIN POST T PE MAX POST SPACING (SPAN) FTG (IN) MIN POST T,PE MAX POST SPACING (SPAN) FTG (IN) MIN POST 7(PE 9'-5' 26 13'-7' 19 12,4" 28 13'-3" 19 12'-2'. 28 13'-4" 19 12'7 28 23'-4 23 C5 21'-3" 33 C8 120 B 11-9" : 19 Cl 11=9" 28 C7 10'-4" 18 C1 Cl C1 C7 C1 C7 C1 C7 27 20',1" 34 5' 120 C 11' 7" 21 10,10" 29 10'-3" 20 9'-0" 28 . 13'-4" 22 11-8" 30 13,1" - 22 11,6" - 30 11-2' 21 11,0" 29 23'-1" _ 12=9" 20 11'-8" 28 12'-2" 20 11'-6" 28 12' 6" 20 11' 6 28 22 0" 24 20'-0" . 32 C7 120 B 10'-9" 19 10'-9" 27 C7 9'-9" 19 C1 8'-10" 26 C7 Cl C7 Cl C7 C1 C7C5 21-9" 28 19,0" 34 C8 6' 1 120 C 10'-T' 22 Cl 10'-0" 28 9,8" 21 66" 27 - 12'-6" 23 11-1" 29 .12-0" 23 10,10" 29 : 10-3" 22 10'-0'' 28 26 12-2" 21 11'-1" 27 11-3" 20. 10'-10" 27 - 11'7", 21 11Cl,-Cr" 27 20'-10" 25 C5 19'-0" 32 C7 120 B 10,0" 20 10'-0" 27 C7 9-3" 19 C1 6-6" C7 C1 C7 C1 C7 C1 29 160" 33 CB T 1 120 C 9,10" 22 C1 9'-3" 28 9,2' 22 8,1" 27 12-0" 24 10'-6" 29 11,1" 23 10,3" 29 9,6" 22 9'-3" 28 20,8" 8' 2' 25 11'-8" 22 10' 7" 27 10-7' 21 10'-4" 27 10'-10" 21 1D'-6" 27 20,1" - 26 C5 18'-2' 31 CB 120 B 9'4" 20 9'•4" . 26 C7 8'-10" 20 C1 C7 C2 C7 C1 C7 C1 C7 19,9' 29 17'-3" 33 8' 1 120 C 9,2' 23 Cl 8,8" 27 8'-9' 23 7-8" 27 1 T 6 25 10'-1" 29 10-4" 24 9,9' 28 8-10"' 23 8-8" 27 7'-9" 26 11'-1" 22 10=2" 28 10,0" 21 C2 - 10'-0" 27 10'-3" 22 C2 10'-1" 28 19-2" 27 C5 17'-6' 32 CB 120 B 8'-10" 21 C1 8'-10" 27 C7 8-7" 20 Cl C7 C2 C7 . C7 C7 30 16-7" 33 9' 120 C 8,8" 23 8,2' 28 8,6" 23 T-4" 28 10,10" 25 9,8" 28 9-9' 24 Cl 9,3" 28 6-4" 23 Cl. 8'-2' 28 18,9' 10,6" 23 9'-10" 28 9'•6" 22 9'-6" 28. 9'-9" 22 C2 6-8"-6" 28 18,3" 27 16-10" 32 CB 120 B 8'-6" 21 6-6" 27 C7 8'-3" 21 C1 T-7" 28 C7 C2 C7 C7 C7 CS 16�_1„ 32 10' 1 120 C 8'-3" 24 C- T-9„ 28 8'-2' 24 T 2' 28 10,-3.. 26 . 9,,4„ 28 9,,3,E 25 8,-9" 28 , 8'-0" 24 C1 7-9" 28 17'-10" 131 T-4" 27 10'-0" 23 9'-7" 29 9'-1" 22 9,1" 28 9'-3" 22 C2 9-3" 28 1T-4" 27 C5 16'4" 33 C8 120 B 8'-1" 21 8'-1" 27 C7 8'-0" 21 Cl C7 _ C2 C7 C2 C7 C7 1T-1" 31 15-7" 33 11' 1 120 C T-10" 24 Cl 7 6" 29 T-9' 24 T-0" 29 9-9" 26 9'-1" 29 8-10" 25 84" 29 7-6" 24 C1 T-8" 29 TT 28 9'-T' 23 9'-3" 29 8'-8" 22 8'-8" 29 8'-10" 23 C2 8-10" 29 16'-B" 128 CS 16'-0" 34 C8 120 B 7-8" 22 7'-8" 28 C7 7-T' 21 C2 C7 CS C7 C2 C7 C7 15'-1" 33 12' 120 C T-T' 25 C2 T-2" 30 7'-0" 24 6'-9" 30 9'-4" 26 8'-9' 30 8'-4" . -25 8'-1" 30 6-10" 24 Cl 7'-2' 30 16'-4" 132 • O7"IBEAMW/ B7 (1)"C"INSERT O 7"I BEAMW/ B8 (2)"C"INSERT 69 DBL 2 x6.5 x0.042 O(ID DBL2x6.5x0.032a) 3x8x0.042 DBL3x8x0.042 ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING TRIB NJIDTH WIND Ems' MAX POST SP;'tCl,,.. (SPAN) FTG (IN) (I MIN POST TYPE MAX I POST SPACING (SPANS FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG , ,IN) MIN POST TYPE MAX POST SPACNJG"(IP.) (SPAN) FTG MIN POST TYPE MAX POST SPACING (SPAN) FTG (�N) MIN POST TYPE MAX POST ,G SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST 8°CG C' (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POSTS TYPE MAX POST SPACING, (SPAN) FTG ON) MIN POST TYPE MAX POST SPA..,NG C (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG 1n, (� �) MIN POST TYPE MAX POST SPACING- (SPAN) FTG O ., ON) MIN POST TYPE 35 CO 16-D" 20 16'-0" 30 13'-2" 20 13'-2' 29 13'-8" 20 13'-8" 29 19'-3" 22 C2 19-3" 32 C7 120 B 26'-9' 24 C5 24'-0" 34 C8 29'-6" 25 C5 26'-10" C1 -' C1 C7 C1C7 16'-6" 24 Cl 16'•1" 32 5' `, 120 C 26'-0" 28 23'-1" 36 C9 29'-2' 29 � C11 14'-10" 22 14'-7" 31 12 7" 21 12-3" 30 11-8" 21 11-6" 30 C8 14' 7' - 20 14' 7" 29 12-1" - 20 - 12-1" 28 12'•6" 20 12-6". 28 17 7" 23 C2 17'-7" 31 C7 120 B 25'-0" 25 23'-0" - 33 C8 2T-9" 26 CS Cl C7 Cl C7 Cl Cl 15-1" 25 14'-8" 32 120 C 24'-10" 29 C5 a 21-..' 35 - C9 2T-6" 30 C11 13' 8" 23 13' 4" 31 11'-0 22 11'-2` 29 10'-8" 22 10'-0" 29 CB 13'•6" 21 13'•6" 29 11' 2' 21 11'-2' - 28 1 V-T' 21 11' 7' - 28 16'-3" 23 C2 16'-3" 30 C7 - 120 B 24'-0" 26 OS 21'-9" 33 CB 26'•4" 27 C5C2 � C7 C1 C7 C1 C7 14-0" 25 13-8" 31 7 120 C 23'-8" 30 20-8" - 34 C9 26'-1" 31 CO 12-8"- 23 12'-4" 30 10'-8" 23 10'-4" 28 10'-0" 23 9'-8" 28 28 23'-0" 33 C8 12-8" 21 12-6" 28 10'-0" 21 10'-8' 27 10'-10" 21 10'-10" 27 15-3" 24 C5 15-3" 30 C7 120 B 23'-0" 27 C5 20-10" 32 C8 25-3" C5 C2 C7 C1 C7 C1 28 C7 13-1" 26 C2 12-9" 30 8' <- 120 C 22' 8" 31 19'-9" 34 25-0" 32 21-9" 35 CO 11'-10" 24 11-T' 30 10,0" 23 9'-9" 28 9-3 23 9'-1" 22-1" 34- C8 12'-0" 22 12'-0" 29 9-10" 22 C2 9'-10" 28 10,2' .22 C2 10' 2" 28 14'-4" 24 CS 14-4" 30 07 120 B 22'-1" , 28 20'-1" 33 CB 24'-3" 29 C5 C2 C7 C7 C7 26 12'-1" : 30 g' 1 120 C 21'-9" 32 C5 19'-0" 34 24,0" 33 21'-0" 35 C9 11'-2" 24 11,0" 29 9'' 4" 23 C1 9' 2" 28 • B'-9' 23 C1 8'-7" 28 12-4" 35 1111" 22 11'-4" 29 9 4" 22 C2 9'4" 28 9'-2" 22 C2 9'-2" 28 13'-8" 25 C5 13'-8" 31 C7'•4" 120 B 21-4" 28 C5 19'-4" 34 C8 23,6" 29 C5 21'-4" C9 C2 Cl C7 28 C7 11-8" 27 11'-6" 30 10' 120 C 21,1" 32 18.4" . 33 C9 23,2' 33 20,2' 34 10'-8" 25 10,4" 29 9'-0" 24 C1 8,9' 28 B 24 C1 T-9" -13'-1" 35 C9 10'-10" 22 10.-10" 30 9,-0" 22 9-0" 28 8'-4" 22 8'- " 28 13-1" 25 C5 31 C8 120E 20'-8" 29 18'-9" 34 C9 22-9" 30 C5 20'-8" C5 Cl C2 C7 C2 C7 27 11,0" 30 11' 120 C 20'-4" 33 C5 17-9" 34 22-6" 34 19'7' 35 C10 10,2' 25 9'-10" 29 8'7' 24 8' 4" 29 8'-0" 24 7-1" 29 11-2' 35 36 10'-4" 23 10'-0" 30 8-7" 22 8' 7' 28 7'-8" 22 7-8" 28 12'-0" 25 C5 12'-6" 31 C8 120 B 20'-1" 30 18'-3" C9 22-1" 31 C5 20'-1" C10 C10 CS C7 C2 Cl C2 Cl 10'-8". 27 1D' 6 30 12' 120 C 19'-10" 34 C5 17' 3" 34 21-10" 35 19'-P" 35 9,-9„ 26 9'-6" 30 8'-2" 24 8'•0" 30 7'-4" 24 6'-T 30 3x8x0.042W/ dB GA STL INSERT 3 x8 x0.042 BEAM W/ 12 GA STL INSERT41) DBL3x8x0.042W/ DBL 14 GA STL INSERT41) DBL3x8x0.042W/Ito DBL 12 GA STL INSERT 3x8x0.042W/ 12 GA STL U-INSERT DBL3x8x0.042W/ 12 GA STL U-INSERT ID14 A ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING TRIB WIDTH WIND EXP MAX POST SPACING (SPAN) FTG (IN) MIN POST T,PE oo,SPACING MAX POST (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 T,PE MAX POST SPACING (SPAN) FTG (IN) MIN POST T,PE MAX POST SPACING (SPAN) FTG (IN) MIN POST T,PE MAX POST SPACING (SPAN) FTG (IN) • MIN POST T,PE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST T PE - MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG ON) MIN POST .n,PE 31 20'-1" 22 - 20'-1" 32 C7 25'-10" 24 25'-10" 34 C8 28'-4" 25 27'-8" 35 C9 24'-8" 24 C6 24'-8' 45 C9 31'2' 26 C6 31-2" 49 C9 S 120 B 18'4" 22 18'-0" C7C8 02 C5 05 21-7° 27 C6 ` 21-7' 43 - C11 27'-3" 29 C6 2T-3` 46 C11 120 C 17'-4" 24 17-0" 33 19-0" 25 18'-6" 33 CB 24'4" 27 23'-10" 36 C11 26-8" 28 26-1" 37 C11 16-9` 31 ' 18-4" 23 15-4" 31 C7 23'-8" 25 23'-8" 33 C8 25-10" 26 25'-10" 34 C8 23'-3" 25 C6 23'-3" 47 C8 29'-4" 27 C6 29'-4" 50 CB 120 B 16'-9" 22 C2 C7 C2 C5 CS 28 C6 20'-4° 45 C10 25-6 30 C6 25-8" 48 C10 6 120 C 15'-10" 25 15-6" 32 1T•4" 26 1T-0" 33 C8 22'-3" 28 21'-9" 35 C9 24'-4" 29 23,9" 36 C10 20,° 1T-1" 31 22'-0" 26 22'-0" 33 24,0" 26 24'-0" 34 22'-1" 26 C6' 22-1" 48 2T-10" 28 C6 2T-10" 52 C8 120 B 15'-7' 23 C2 15-7' 30 C7 17-1" 23 C5 C7 C5 C8 C5 ' C8 19,4' 46 C8 24,4' 31 C6 24,4" 50 T 120 C 14,8" 26 14,4" 31 16'-1" 26 15-8" 32 20,B" 29 2D-2" 34 22-7" 29 22-1" 35 19'-4" 29 C6 T' 29 16-0" 24 16,0" 30 20' 7" 26 20-7' 32 22-6" 27 22'-6' 33 C8 21,1" 26 C6 21-1' 50 C8 26-7' 26 C6 267" 54 C8 120 B 14'-7' 23 C5 14' C7 C5 C7 C5 C8 C5 30 C6 18'-0' 48 C9 23'3" 32 C6 23,3" 51 C9 5 1 120 C -13'-9" 26 13'-6" 31 15-1" 27 14,8" 32 194" 29 18,10" 34 21' 2" 30 20,8" 34 C9 18,6" - 30 15'-1" " 25 15-1" 31 C7 19'-4" 27 19',4" 32 21-2' 27 21-2' 34 C8 20'-0' 27 C6 20'-4' 51 C8 25' 7' 29 C6 25' 7' 55 CB 120 B 13'-9' 24 C5 13'-9" Cl C5 C5 C8 C5 30 ' C6 17-9' 49 C9 22-5 33 C7 22-5" 53 C9 9' 120 C 13'-(Y' 27 12'-8" 30 14,2' 27 13,10" 31 CS ' 18,3" 30 17,10" 33 20,0" 31 19,6" 34 C9 17-9" 24 13-1" 30 C7 14'-3" 25 14'-3"- 31 18,4" 27 18-4" 33 20'-1" - 28 20,1" 34 C8 19' 7' 28 C6 19' 7" 52 C8 24'-B'. 30 C6 24'-8° 56 CB 120 B 13'-1" C5 CB C5 C8 C5 31 C7 1T-2' 50 C9 21-7" 33 C7 21' 7" 54 C9 10'C5 120 C 12-4" 27 12'-1" 30 C8 13,6" 28 13'2" 31 17,4" 30 1T-0" 33 19'-0 31 18' 6 33 C9 1T-2" 13' 8" 31 17-T' 28 ITT 33 19' 2' 28 19'-2' 34 19'-0" 28 CS - 19'-0' 53 23'-11" 31 C6 23'-11" 58 CO 120 B 12'G' 25 12' G' Si Cl 13' 6" 25 C5 C8 C5 C8 CS C9 51 C9 20,11" 34 C7 20,11 " 55 11' 1 120C 11,9' 28 C5 11-6" 30 C8 12'-10" 2B 12'7' 31 16'T' 31 16-2" 33 16-1" 32 17,B" 34' 16'-7" 32 C7 16'7' 13'-1" 32 16,9" 28 16-9" 34 C8 18' 4" 29 18'' 4" 35 18-5' 29 C6 18'-5" 54 23'-3' 31 Cl 23'-3" 59 CO 120 B 12'-0" 25 12-0" 31 CB 13'-1" 26 OS CB CS OS C9 52 C9 20'-4" 35 Cl 20'-4" 56 12' 120 C 11-3" 28 11'-1" 30 12'-4" 29 12'-1" 32 15-10" 31 15'•6" 33 CO 17-4" 32 17-0" 34 16-2" 32 C7 16-2' NOTES "MAX POST SPACINGS SHOWN ON DETAIL 8/S7,1 1 - WHEN THE PATIO COVER IS INSTALLED ON A SLAB ON GRADE (RESIDENTIAL APPLICATIONS ONLY), THE MAXIMUM POST SPACING IS THE LOWEST OF THE POST SPACING (SPAN)" SHOWN ABOVE AND THE MAXIMUM 2 - IT IS ACCEPTABLE TO SUBTITUTE COLUMNS W/ HIGHER NUMBERS W/ THOSE SPECIFIED IN THE TABLES SHOWN. • 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 DATE SIGNED: July 8, 2019 26030 ACERO, SUITE 2.00 MISSION VIEJO, CA 92691 949.305.1150 I FAX 949.305.1420 EXPIRES ON: JUNE 30, 2020 1 REVISIONS MARK DATE DESCRIPTION 4 STEL JOB # DA02-02 DATE 07108/19 DRAWN BY RC CHECKED IAPM0195 V 3.1.1 SOLID COVER STRUCTURES: BEAM SPANS & FOUNDATION SIZES 10 PSF LUSL, 120 MPH MDS S8.10.2 a ATTACHED & FREESTANDING SOLID COVERS -10 PSF SNOW LOAD OR LIVE LOAD -130 MPH - EXP. B & C e 6.5" ROLLFORM MAG BEAM 0 63 4" I -BEAM 64 4.5" MAG GUTTER 3" AUM W/ B5 12 GA STL"UL CHANNEL 0 7" I BEAM • ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING TRIB WIDTH WIND EXP MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST .n,PE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST (SPAN) FTG (IN) MIN POST TYPE TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST (SPAN) FTC (IN) MIN POST TYPESPACING TYPE MAX POST (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX. POST SPACING (SPAN) FTG (IN) MIN POST .n,PE MAX POST SPACING (SPAN) FTC', (IN)• MIN POST TYPE 5' 130 B 11-9" 20 C1 11-7'. 29 C7 10'-4" 19 C1 9'-3" 28 C7 13'-T' 21 12-2" 30 13'-3" 21 12'-0" 29 12'-6" 20 12'-0" 29 23'-4" 25 20'-10" 34 C8 130 C 11-2" 22 10'-0" - 30 10'-0" 21 8'-B" 29 13'-1" 23 C1 1 T-4" 31 C7 12'-7" 23 Cl 11-2' 31 C7 10'-3" 22 C1 10'-1" 30 C7 22-6" 28 C5 19'-T' 36 C10 6' 130 B 159' 20 C1 10'-T' 28 C7 9'-9" 20 C7 8'-9" 27 12'-9" 22 11-6" 29 12-2' 21 11-3" 29 11-4" 21 11-3" 29 22-0" 26 19'-8" 34 CB 130 C 10'-2' 23 57" 30 9-6" 22 52" 28 C7 12'-4" 24 C1 10'-8" 30 C7 11'-6" 24 C1 157, 30 C7 54" 22 C1 9'-2" 29 C7 21-2' 29 C5 154" 35 C9 7 130 B 10'-0" 21 Cl 9'-9" 28 C7 9'-3" 20 Cl 8-4" 27 C7 12'-2' 22 Cl 10'-10" 29 11-3" 22 10'-8" 29 10 7" 21 10'-T' 28 26-10" 27 18'-9" 33 CB 130 C 9'•6" 23 8'-10" 29 9-0 23 7' 9" 28 11'-8" 25 C2 10-2" 30 C7 10'-8" 24 Cl 10'-0" 30 07 8'-9" 23 C7 8'-7" 29 C7 20' 2" 30 C5 17'-6' 35 C9 8' 130 B 9-4" 21 C1 52" 27 C7 8'-1 D" 21 C1 8'-0" 26 11' 8" 23 10' 6" 28 10'-T' 22 10'-3" 28 1 D'-0" 22 9'-1 D" 28 20'-1" 27 18'-0" 33 130 C 8-10" 24 53" 29 8'-T' 24 7'•6" 2B C7 11-1" 26 C2 5-9' 30 C7 16-0" 25 C1 9'-4" 29 C7 8'-2' 23 C1 8=0" 28 C7 19'-2' 31 C5 15-9" 34 co 9' 130 B 8'-10" 22 C1 8'-8" 27 C7 8'-T' 22 C1 7'-8" 27 11-1" 23 10'-1" 28 10'-0" 23 C1 9'-9" 28 9'-4" 22 9'-4" 28 19'-2' 28 17'-3" 32 130 C 54" 24 T-10" 29 53" 24 T-2" 29 C7 10'-5' 26 C2 54" 29 C7 9'-4" 25 C2 510" 29 C7 7'-B" 24 C1 T-T' 29 C7 18'-1" 31 C5 16-1" 34 CB 10' 130 B 5-6" 22 Cl 53" 28 8'-3" 22 7' 6 28 10'-0 24 9' 8" 28 9' 6" 23 9'-3" 28 8-10" 23 8'-10" 28 18'-3" 29 16' 8" 32 130 C 8-0" 25 T-6" 30 C7 T-10" 25 C1 7-0" 30 C7 5-10" 27 CZ 9'-1" 30 C7 8'-6' 25 C2 8'-1" 30 C7 T-0" 24 C1C7 7-2" 30 1T-2' 32 C5 15-T' 34 C8 11' 130 B 8'-1" 23 C1 7-10" 29 C7 15-0" 23 C1 7'-3" 29 150" 24 C2 9'-4" 29 9'-1" 24 8'-10" 29 5-0" 23 C2 6-6" 29 1T-4" 29 19-2' 33 C8 130 C 7-7' • 25 C2 T-2' 31 7-6" 25 C2 6'-9" 31 C7 9'-6" 27 C5 8'-9' 31 C7 7'-9" 25 C2 7'-4" 31 C7 6'-4" 24 C1 6'-10" 31 C7 15-0" 33 C5 15-1" 33 C9 12' 130 B T-8" 23 C2 T-T' 29 07 T-T' 23 C2 T-1" 29 9' 7' 25 52' 29 58" 24 56" 29 52" 23 C2 8'-1" 29 16-8" 30 15-8" 33 CB 130 C T-1" 25 6'-9" 31 T-1" 25 57" 31 C7 9 1" 28 C5 5 6" 31 C7 7, 1" 25 02 6'-9' 31 C7 5'-9" 24 Cl 6'-T' 31 C7 15-9" 33 05 14-8" 33 C9 BT 7"IBEAMW/ (1) "C" INSERT 07"HBEAMW/ (2) "C" INSERT By DBL2x6.5x0.042 0 DBL 2 x6.5 x 0.0320 3x8x0.042 0 DBL3x8x0.042 ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING TRIB WIDTH WIND EXP MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN).TYPE MIN POST MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE 5 130 B 26-9" 26 C5 24-0" 35 C9 29'-6" 27 26' 4" 36 16'-0" 22 15-7" 32 13'-2' 20 13'-2' 27 13-1" 20 13'-D" 27 18'-4" 23 C2 16'-3" 33 130 C 25'-9" 29 22-4" 37 C11 28'-6" 30 05 24-8" 38 C11 13'-8" 24 01 15-4" 32 C7 12-7' 22 01 1Z-3" 29 C7 10-9' 22 01 10' 7' 29 Cl 15'-1" 24 C1 14-9" 33 08 5 130 B 25-3" 27 C5 22-7' 35 C9 2T-9" 28 C5 24'-10" 36 CO 14'7' 22 14'-5 31 12'-1" 21 12'-1" 27 12'-0" 21 11'-1 D" 27 15-9' 24 16'-9" 32 130 C 24'-3" 30 21-1" 37 C11 25-9" 31 23'-3" 37 C11 12'-T' 24 01 12-3" 32 C7 11-6" 23 01 11-2" 28 C7 9'-10" 23 Cl 5-8" 28 C7 13'-10" 25 02 156" 32 C7 T 130 B 24-0" 28 C5 21'-0" 34 C8 25-4" 29 23'-8" 35 C9 155' 23 13-2" 30 11-2' 22 11-2' 27 11-1" 22 11-1" 27 15' 7" 24 156" 31 130 C 23'-1" 31 20'-1" 36 C11 25'-6" 32 C5 22'-1" 37 C11 11-8" 25 C2 11'-4" 31 C7 10'-B" 23 01 10'-4" 27 07 52" 23 01 9'-0" 27 C7 12'-9' 26 02 12'-T' 32 C7 8 130 B 23'-0" 29 C5 20'-7" 34 C8 25'-3" 30 22'-8" 35 C9 158" 24 12-4" 30 16-6" 22 156" 27 10'-4" 22 154" 27 14-T' 25 C5 14-6" 31 130 C 22'-1" 32 19-2' 36 C9 24'-4" 33 C5 21'-2' 37 C11 10'-10" 26 02 10'-8" 30 C7 10'-0" 24 Cl 9'-9" 27 C7 8'-T' 24 Cl 8'-4" 27 07 12'-0" 26 C2 11-9" 31 C7 9 130 B 22'-1" 29 C5 19'-9" 34 C8 24-3" 30 21-9' 34 C9 12'-0" 24 11-5 29 9'-10" 23 C2 9'-10" 27 9'-9" 23 C2 9'-B" 27 13'-9' 25 158" 30 C8 130 C 21.-3" 33 16'-6" 35 C9 23'-6" 34 05 20'-4" 36 C11 10'-3" 26 C2 10'-1" 30 C7 9-4" 24 C1 9'-2' 27 C7 8'-1" 24 Cl T-10" 27 C7 11-4" 27 11-1" 31 C7 10' 130 B 214" 30 C5 19'-1" 34 CB 256" 31 21'-1" 34 C9 11-4" 25 11-1" 29 9'-4" 23 9'-4" 28 52" 23 B'-9" 28 13'-1" 26 13'-0" 30 CB 130 C 20'-7' 34 1T-10" 35 C9 22'-8" 35 C5 158" 36 C10 9'-9' 27 C2 9'-T' 30 C7 5-0" 25 C2 54" 27 C7 T-8" 25 C2 T-2" 27 C7 10'-9' 27 C5 16-T 30 C7 11' 130 B 20' 8" 31 C5 18' 6 34 CO 22'-9" 32 C5 20'-4" 35 CO 10'-10" 25 10' 7" 29 9'-0" 23 9' fY' 28 54" 23 8'-0" 28 12' 6 26 12' 6 31 130 C 19-10" 35 17-3" 35 C10 22-0" 36 19'-1" 36 C10 9'-4" 27 05 52" 31 C7 8'-T' 25 02 50" 28 C7 7'-4" 25 02 6'-7" 28 .C7 10,-3„ 28 CS 10-1„ 31 CS 12'130 130 B 20'-1" 31 C5 18'-0" 35 C9 22-1" 32 C5 19'-9" 36 10'-4" 25 10-2" 30 C8 57" 23 8'-7' 28 7' 6" 23 T 4" 28• 12-0" 27 11'-10" 31 C 19'-3" 35 15--9" 34 C10 21-3" 37 18'-6" 35 C1D 9'-0" 27 C5 B'-9" 31 C7 . 8'-2" 25 C2 7-4" 28 C7 6, 10„ 25 C2 5-0„ 28 C7 9-10„ 28 C5 5-8" 31 CB 3x8x0.042W/ 41) 14 GA STL INSERT 3 x 8 x0.042 BEAM W/ 4 12 GA STL INSERT DBL 3 x8 x0.042 W/ DBL 14 GA STL INSERT DBL 3x8x0.042WI CID DBL 12 GA STL INSERT 3 x8 x0.042W/ 41) 12 GA SR U-INSERT 7 ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED TRIO WIDTH WIND EXP MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN)TYPE FTG (IN) MIN POST MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING SPACING (SPAN) FTG (IN) MIN POST MAX POST SPACING (SPAN) FTG (IN) MIN POSTPOST TYPEE MAX POST SPACING (SPAN) FTG (IN) MIN TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE MAX POST SPACING (SPAN) FTG (IN) MIN TYPE TYPE MAX POST SPACING (SPAN) FTG (IN) MIN POST TYPE 3 5 130 B 18' 4" 23 C2 18'-0" 33 C8 18' 4" 24 C2 158" 34 C8 25'-10" 26 25'-3" 36 C10 28'4" 26 27'-3" 37 23'-5" 25 C6 23'-5' 44 29'-0' 27 C6 29' 6" 48 130 C 16'-0" 25 Cl 15' 7' 34 17-4" 26 1T-1" 35 CO 22-4" 28 05 21.-10" 37 C11 24'-5' 29 05 24'-0" 38 C11 20'-6' 28 C6 20'-540 C11 25-10" 30 C6 25'-10" 46C11 6 130 B 16'-9" 24 16'-6" 32 C7 18'-4" 24 C2 18'-0" 33 23'-8" 26 23'-1" 35 CO 25-10" 27 25'-3" 36 C10 22'-0" 26 C6 22'-0' 46 C10 27'-9" 28 C6 2T-9" 50 C10 130 C 14' 7' 26 14-3" 33 CO 15'-10" 26 15'-T' 34 CS 20.-6" 29 C5 20'-1" 36. C11 22'-4" 30 C5 21-10" 37 C11 19-3" 29 C6 19-3' 44 C11 24'-4" 31 C6 24-4" 48 C11 7 130 B 15'-7" 24 15-3" 31 C7 1T-1" 25 05 16'-8" 32 C7 2Z-0" 27 21-6" 34 C8 24'-0" 28 23'-6" 35 C9 20'-11" 27 C6 20'-11" 48 CO 26'-5' 29 C6 25-5' 51 CO 130 C 15-8" 26 13'-2' 32 14-9" 27 14-6" 33 C8 19'-0" 29 C5 18-7" 35 C9 20'-9' 30 C5 20'-3" 36 C11 154" 30 C6 154" 46 C11 23'-1' 32 C6 23'-1` 49 C11 1 sn R 14-7" 25 C5 14-3" 31 C7 15 0" 25 05 15'-7' 32 20' 7' 28 20-1" 34 C8 22'-5' 29 22'-0" 35 2D'-0° 28 C6 2D'-0' 49 25'-3' 30 CS ^" '" " 12'-8" 27 C2 12'-4" 32 13'-10" 28 13'-5' 32 08 1T-9' 30 C5 1T-4" 35 CO 19'-6" 31 C5 19'-0" 35 CO 17-6" 31 C6 1T-G 47 CO 22-1 33 C7 9 iou 0 13'-9" 25 C5 13'-0" 30 C8 15-1" 26 CS 14.-8" 31 19'4" 28 19'-0" 33 21-2' 29 26-8" 34 C8 19'-3" 28 C6 19'-3' 50 CB 24-3" 31 C6 24-3" 54 C8 130 C 12-0" 27 11-8" 31 C7 13'-1" 28 12'-9' 32 CS 16-9" 31 C5 15-4" 34 C8 18'-4" 32 C5 15-0" 35 C9 ' 16'-10' 32 . C7 16'-10' 48 C9 21-3' 34 C7 21-3' 52 C9 10' 130 B 13'-1" 26 C5 12'-9" 30 0B 14-3" 26 C5 14-0" 31 154" ' 29 18'-0" - 33 20'-1" 30 19'-13" 34 C8 18'-7" 29 C6 18' 7" 51 C8 23'-5 31 C6 23'-5" 55 CB 130C 11'-4" 28 11.7' 31 12-4" 29 12-1" 31 08 16'-0" 31 05 15-7" 34 08 17'-4" 32 C5 17-1" 35 C9 16'-3" 32 C7 16'-3' 49 C9 256" 35 C7 20'-0" 53 C9 11 130 B 12-6" 26 C505 12'-2' 31 08 13' 8" 27 13'-4" 31 1T-T' 29 17-2" 33 19' 7' 30 18'-9" 34 18'-0" 30 C6 18'-0' 52 22-8' 32 C7 22-8" 57 130 C 10'-10" 28 10' 7' 31 11-10" 29 11'-7" Si 08 15' 2' 32 C5 14'-10" 33 C8 16' 7' 33 C5 16'-3" 34 C9 15-9" 33 C7 1 S-9' 50 CO 19'-10" 36 Cl 19'-10" 54 CO 12' 130 B 12-0" 27 C5 11-5 31 0B 13'-1" 27 C5 159' 32 16'-9" 30 15-6" 33 154" 31 1.8'-0" 35 17'-6" 30 C7 17'-6" 53 22'-0" 33 C7 22-0" 58 130 C 10'-4" 29 10'-1" 31 11-4" 30 11'-1" 31 08 14-T' 32 C5 14-3" 33 CO 15-10" 33 05 15'" 34 C9 15-4" 34 C7 15-4' 51 CO 19'-3' 36 C7 19'-3" 55 C9 NOTES 1 - WHEN THE PATIO COVER IS INSTALLED ON A SLAB ON GRADE (RESIDENTIAL APPLICATIONS ONLY), THE MAXIMUM POST SPACING IS THE LOWEST OF THE "MAX POST SPACING (SPAN)" SHOWN ABOVE AND THE MAXIMUM POST SPACINGS SHOWN ON DETAIL 8/S7.1 2-7IS ACCEPTABLE TO SUBTITUTE COLUMNS W/ HIGHER NUMBERS W/ THOSE SPECIFIED IN THE TABLES SHOWN. DURALUM 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 Q,i3O ESS IOC if"- S 5885 r RUCT ��P qT' OF CMS-0. i'' DATE SIGNED: July 8, 2019 EArs-rdE—IL_ 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.1150 I FAX 949.305.1420 IAPM O TM EXPIRES ON: JUNE 30, 2020 ' REVISIONS 1 MARK DATE DESCRIPTION • I I 4 STEL JOB # DA02-02 I I DATE 07/08/19 I DRAWN BY RC I CHECKED MDS IAPMO 195 V 3.1.1 SOLID COVER STRUCTURES: BEAM SPANS & FOUNDATION SIZES 10 PSF LL/SL, 130 MPH I I S8.10.3