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BPAT2019-003878-495 CALLE TAMPICO C& a DVOICE (760) 777-7125 LA QUINTA, CALIFORNIA 92253 FAX (760) 777-7011DESIGN & DEVELOPMENT DEPARTMENT INSPECTIONS (760) 777-7153 BUILDING PERMIT Permit Type/Subtype: PATIO COVER/CITY STANDARD/PRE-ENGINEERED - OPEN Owner: Application Number: BPAT2019-0038 WORLEY 2009 TRUST Property Address: 48635 CALLE ESPERANZA 48635 CALLE ESPARANZA APN: 646121018 LA QUINTA, CA 92253 Application Description: WORLEY / 111SF TRELLIS DURALUM (PATIO COVER AT REAR YARD Property Zoning: Application Valuation: $1,500.00 Applicant: Contractor: JASON ALLAN RUDDOCK JASON ALLAN RUDDOCK 37814 MEDWAY STREET D 37814 MEDWAY STREET INDIO, CA 92203 INDIO, CA 92203 JUL 24 2019 (760)574-1043 CITY OF LA QUINTA Llc. No.: 1019837 DESIGN & DEVELOPMENT DEPARTMENT LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my License is in full force and effect. License Class: D03 �License No.:1019837 Date: / Contractor: OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law forthe following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: (_) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_) 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project. (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). (_) I am exempt under Sec. . B.&P.C. for this reason Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name: Lender's Address: Date: 7/24/2019 WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. _ I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier:kXEMPT Policy Number:_ I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. -- Date: 9 Applicant: WARNING: FAILURE TO'SECURE WORKERS' MPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT: Application is hereby made to the Building Official for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalfthis application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application , the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and employees for any act or omission related to the work being performed under or following issuance ofthis permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this city to enter upon the above - mentioned property r inspection purposes. Date: f Signature (Applicant or Agent): Date:-, 7/24/2019 Application Number: Property Address: APN: Application Description. - Property Zoning: Application Valuation: Applicant: JASON ALLAN RUDDOCK 37814 MEDWAY STREET INDIO, CA 92203 BPAT2019-0038 48635 CALLE ESPERANZA 646121018 WORLEY / 111SF TRELLIS DURALUM (PATIO COVER AT REAR YARD $1,500.00 Owner: WORLEY 2009 TRUST 48635 CALLE ESPARANZA LA QUINTA, CA 92253 Contractor: JASON ALLAN RUDDOCK 37814 MEDWAY STREET INDIO, CA 92203 (760)574-1043 Llc. No.: 1019837 Detail: 111 SF SOLID DURALUM PATIO COVER AT REAR YARD [ROSEPINK ENGINEERING]. THIS PERMIT DOES NOT INCLUDE ANY ELCETRICAL, MECHANICAL, OR PLUMBING WORK. 2016 CALIFORNIA BUILDING CODES. DESCRIPTION ACCOUNT I QTY I AMOUNT BSAS SB1473 FEE 1101-0000-20306 10 $1.00 Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00 DESCRIPTION ACCOUNT CITY AMOUNT PATIO COVER, STD, OPEN 101-0000-42404 0 $107.27 DESCRIPTION ACCOUNT GTY AMOUNT PATIO COVER, STD, OPEN PC 101-0000-42600 0 $105.66 Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $212.93 DESCRIPTION ACCOUNT QTY AMOUNT RECORDS MANAGEMENT FEE 101-0000-42416 0 $10.00 Total Paid for RECORDS MANAGEMENT FEE: $10.00 DESCRIPTION ACCOUNT QTY AMOUNT SMI - RESIDENTIAL 101-0000-20308 0 $0.50 Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.50 DESCRIPTION ACCOUNT QTY AMOUNT TECHNOLOGY ENHANCEMENT FEE 502-0000-43611 0 $5.00 Total Paid for TECHNOLOGY ENHANCEMENT FEE: $5.00 ta --- (_al [FORNIA --- Project Address: ; Wle APN #: 19I 2©1 003P`)) r Project Description: `v ro v-P_ F m �e a,r n-C- Applicant Name: x-r- d[_ Address: zzlS s� *-AW Db City, ST, Zip: f r Telephone: Email: � �-; PA I+M4 t< { ^Valuation of Project $ 500 Contractor Name: New SFD Construction: Address: Conditioned Space _ SF City, St, Zip Garage SF Telephone: Patio/Porch SF Email: Fire Sprinklers SF State Lic: 10 P?2637 City Bus Lic: Architect/Engineer Name: Construction Occupancy: Address: Grading: City, St, Zip Telephone: Bedrooms: Stories: # Units: Email: State Lic: City Bus Lic: Property Owner's Name: O� ,� New Commercial / Tenant Improvements: Address: - Total Building _ SF City, ST, Zip Construction Type: Occupancy: Telephone: Email: 78495 CALLE TAMPICO LA QUINTA, CA 92253 760-777-7000 OFFICE USE ONLY # I Submittal I Required Plan Sets Structural Calcs Truss Calcs Title 24 Calcs Soils Report Grading Plan (PM10) Landscape Plan Subcontractor List Grant Deed HOA Approval School Fees Burrtec Debris Plan Planning approval Public Works approval Fire approval City Business License Received Laguna De La Paz Homeowners Association c/o Albert Management, Inc. PO Box 12920, Palm Desert, CA 92255-2920 760.346.9000 760.346.9997 April 29, 2019 Steven R. and Leigh A. Worley RE: Property located at: 48635 Calle Esperanza , La Quinta, CA 92253 Account # 106403310 Architectural Approval for: Sun Screen Dear Homeowner(s): Please consider this written confirmation that the architectural committee has approved your application for A Patio Sun Screen. The CC&Rs provide the Architectural Committee with the duty and responsibility to review all applications requesting additions, alterations, improvements, or modifications to the exterior of his/her residence, residential lot, and/or the common area and to ensure that the architectural applications comply with the Architectural Application Guidelines and Procedures and comply with the Association's Governing Documents and are consistent with the overall conformity and harmony of the original design and the aesthetic beauty our community. We thank you for your cooperation in following the architectural procedures. Please contact our office upon completion of this project so that the final completion may be signed off by the Architectural Committee and if applicable, any refundable deposit returned. Should you have any questions please reach out to your point of contact, Dean Wendland at 760.346.9000 or by email at dean.wendland@albertmgt.com. Sincerely, On behalf of the Architectural Committee Laguna De La Paz Homeowners Association !k L C"4 0 Association Manager' Lydia Martinez, CMCA, CCAM o w CITY OF LA QUINTA BUILDING DIVISION REVIEWED FOR BPAT2.0&-- 00.0 qil6.T .r COME Es&XNN2rI rsp. 1()1)�l ti�),�)F':3/28/ ul') + I. sImIl.tt 486G 5 C AI I I I'sPI R,kN/A IA QI I\ IA DLL( RIP IIWA W 'I11F. N( RI%; I I RNItil I AM) Nl� IAI i V)I.11) PAI11) C( PVI R .1111,11ox I W ,Q I I 51.1.1-A 11.1)s (1I4)It: %,,kNDLF:M001) Z1L xt BEVEL SIDE M.,1,4_ItI_.-1iII It,x" LLUI P%N 19)QTINL,%,a, 4YLLI. S. JOB 11Ii1( F. isl 1W.'_Lt-+1L-QJA "!- lll L A k F1�y1. 1'al N11 N1 4H sm u1)1 1. 11 Plus 14-11 ?111 I: 1101% APPI A.M. RF.Q1 11u,.1): C I Is ) 11IUNAI URI ,v/�/ b � DA I I PATIO COVER SYSTEM AS MFG. POINT OF CONTACTS INFORMATION REQUESTS SHALL BE DIRECTED AS FOLLOW: Ej1 fG`�iEEF�IIYL� CONTRACTORS: PLEASE CONTACT DURALUM 26D30 ACERO SURE 2D0 PHONE: (949) 3D5-1150 BUILDING DEPARTMENTS: PLEASE CONTACT 48TEL ENGINEERING MISSION VIEJO, CA 9269T FAX (949) 3D5-1420 HOMEOWNERS: PLEASE REQUEST ANY INFORMATION THROUGH YOUR CONTRACTOR STRUCTURAL ENGINEER OF RECORD: DUSTIN K. ROSEPINK, SE 5885 POINT OF CONTACT: MARIE-DOMINIQUE SETA. SE 5967 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 CALIFORNIA BUILDING AND RESIDENTIAL CODES, -ASCE/SEI7-10 and 7-16 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, -2015 ALUMINUM DESIGN MANUAL LIVE LOADS DESIGN PARAMETERS: IT IS r1IRFSPONSIBAFFYOFTHEENTITYSUBMITTINGTHEDRAWINGSFORTHISPROJECTTOVERIFYWELOADSWITHTHELOCALAUTHORITYHAVINGJURISDICTION 1. IN RESIDENTIAL APPLICATIONS, ROOF LIVE LOAD CAN GENERALLY BETAKEN AS 10 PSF PER IRC/ CRC APPENDIX H, SECTION AH105.1 OR IBC/CBC APPENDIX I, SECTION 105.L 2. IN COMMERCIAL APPLICATIONS, ROOF LIVE LOAD CAN GENERALLY BETAKEN 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/SEI 7. 2. FREESTANDING COVERS SHALL NOT BE ENCLOSED WITH ANY TYPE OF SOLID OR MESH MATERIAL, UNLESS SPECIFICALLY DESIGNED BY REGISTERED PROFESSIONAL ENGINEER 3. COVERS SHALL NOT BE INSTALLED IN AREAS NEAR HILLS, RIDGES AND ESCARPMENTS AS DEFINED IN ASCE/SEI 7, SECTION 26.2, UNLESS SITE SPECIFIC ENGINEERING IS PROVIDED VALIDATING THE WIND LOAD USED. 4. THE BASIC WIND SPEEDS CONSIDERED IN THIS REPORTARE 110,12D,130 MPH, EXPOSURES B AND C (BASED ON THE 20121BC, 2015/20181BC/IRC, AND 2013/2016 CBC/CRC). 5. FOR USE WITH THE 2012 IRC AND 2013 CRC, DIVIDE THE ABOVE MENTION NED WIND SPEEDS BY SQRT(D.6). CBC I IBC WIND SPEED 110 MPH 120 MPH 130 MPH EQUIVALENT CRCIIRC WIND SPEED 1 65 MPH 93 MPH I 101 MPH EXAMPLE: IF 20121RC OR 2013 CRC WIND SPEED IS 85 MPH, THE PATIO COVER CONSTRUCTION SHALL BE BASED ON 85 MPH / SQRT(0.6) =110 MPH. SNOW LOADS DESIGN PARAMETERS: IT 15 THE RESPONSIBILITY OF THE ENTITY SUBMITTING THE DRAWINGS FOR THIS PROJECT TO VERIFY SNOW LOADS WITH THE LOCAL AUTHORITY HAVING JURISDICTION 1- GROUND SNOW LOADS Pg ARE LISTED INTHE TABLES OF THIS REPORT. FLAT ROOF SNOW LOADS PTWERE USED TO GENERATE THOSE TABLES, PER ASCE7 EQUATION 7.3-1, USING Ce=LO AND Ct=1.2. THE FOLLOWING TABLE CAN BE USED TO D E MINETHE DESIGN SHOW LOADS USED IN THE DESIGN: GROUND SNOW LOAD (pst) (AS REFERENCED IN THIS REPORT) 10 1 20 25 30 1 40 1 50 ROOF SNOW LOAD (pst) (AS USED IN CALCULATIONS) I 1 10 1 20 21 1 25.2 1 33.6 1 42 2. WHENTHELOCAL AHJHASSPECIFIEDAFLAT ROOF SNOWLOAD TO8EUSEDATTHESfTE,THECONTRACTOR SHALL USE THETABLE ABOVE TOFINDTHEEQUIVALENTGROUNOSNOW LOAD TOBEUSED WHENUSING THIS REPORT. WHEN NO ROOF SNOW LOAD IS SPECIFIED BY LOCAL AHJ, USE THE CODE SPECIFIC GROUND SNOW LOAD VALUES AT THE SITE WHEN USING THIS REPORT. 3. WHERESNOW LOADS OCCUR, THECONTRACTOR FORTH15PROJECT5HALL VERIFYWITH THE LOCAL AUTHORITY HAVINGJURISDICTIONWHERE DESIGN FORSNOW DRIFDNG/ORSLIDIN G15REQUIREDPERASCE7-10 AND 7-16, SECTION 7.7 AND 7.8. 4. DESIGN FOR SNOW DRIFT AND SLIDING HAVE BEEN CONSIDERED IN THIS SET OF DRAWINGS FOR ATTACHED COVERS. WHERE SNOW LOADS DRIFTING AND/ OR SLIDING OCCUR, REDUCTION FACTORS PER SHEET52.1 OR L2.15HALL BE APPLIED TO THE STRUCTURE. 5. DESIGN FOR SNOWDRIFT AND SLIDING FOR DETACHED COVERS 15 BEYOND THE SCOPE OF THIS REPORT AND REQUIRES SITE SPECIFIC ENGINEERING. INSULATED ROOF PANEL IRA DESIGN PARAMETERS TO BE USED WITH IAPMO 0505: BY: DURALUM PRODUCTS, INC. GENERAL NOTES DRAWING NOTES: 1. THE DRAWINGS AND SPECIFICATIDNSSHOWN REPRESENT THE FINISHED STRUCTURE, UNLESS OTHERWISE NOTED, AND DID NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION 16EAN5, METHODS, TECHNIQUES SEQUENCES AND PRDCEDURES. 2. THE APPROVED SET OF DRAWJ 16S AND SPECIFI[CATIONS SHALL K KEPT AT THE)DR SITE AND SHALL Et AVAILARUM THE AUTHORIZE D REPRESENTATIVES OF THE BU ILDI NG AND SAFETY DEPARTMENT. THERE SHALL U NO DE1MTfON FROM IHE APPROVED PLANS AND SPECIFICATIONS WITHOUT AN APPROVED CIiRNGE ORDER. MATERIAL SPECIFICATIONS: 1. ALTERNATE ALUMINUM ALLOYS MAY BE SUBSTITUTED FOR THOSE SHOWN, PROVIDED THEY ARE REGISTERED WITH THE ALUMINUM ASSOCIATION AND HAVE EQUAL OR GREATER YEILD AND ULTIMATE STRENGTHS 2. CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2,5130 POUNDS PER SQUARE INCH. 3. EMBEDDED STEEL MEMBERS SHALL BE HOT -DIPPED GALVANIZED, AND CONFORM TO A500 GRADE B. ROLL FORME DSTEEL MEMBERS SHALL CONFORMTO A053.55IMUCTURAL STEEL) GRADE 50 G60. 4. 9011Fk ALUMINUM BOLTS SHALL BE 202444;STEEL BOLTS SHALL BE ASTMA-367. ALL WETS SHALL HAVE STANDARD -CUT PLATED WASHERS. 5. SCREWS -,ALL SCREWS ARE SELF DRILUHG (SDS) OR SHEET METAL SCREWS ISMS) IN CONFORMANCE WITH ICC-ES £SR 1926, LCC-ESR 3006, OR APPROVED EQUAL 6. FASTENERS 10 WOOD: WOOD AND LAG SCREWS ARE REQUIRED TO BE INSTALLED IN ACCORDANCE WITH THE 201S NATIONAL DESIGN SPECIFICATIONS, INCLUDING PRE -DR] LUNG OF HOLES. 7. POST -INSTALLED ANCHORS: POST INSTALLED ANCHORS USED SHALL BE 51MPSON STRONG TIE STRONG BOLT 2, STAINLESS STEEL (ICC-ESR 3037) OR EQUALL. B. ALL COMPONENTS MANUFACTURED OR SU PRUE D BY DU FALL M AN D DESCRI BE D IN TH 15 DOCU M ENTS ARE I NTERCHANGEABLE, PROVI D ED TH EY ARE SELECTE D APR ROPRIATELY TO SUPPORT TH E LOADIN G THEY ARE SUBJECT TO. 9. TH E SELF WEIGHT OF TH E PATIO COVE R COM PO NENTS I N TH IS RE PORT CAN BE CALCULATED FROM TH EIR SECTION P ROPERTI ES. TH E SOLI D COVERS VARY I N WEIG HT FROM ABOUT I PSF TO A BOUT 3 PSF. 10. ROOF INSULATED PANELS (WHERE OCCURS). SEE 53.2. SOLAR PANES INSTALLATION: INSTALLATION OF SOLAR PANELS ON TOP OF THIS STRUCTURE HAS SPECIFIC REQUIREMENTS. PLEASE CONTACT DURALUM PRIOR TO ORDERING THE PARTS AND SUBM ITTING DRAWINGS TO LOCAL AUTHORITY HAVING JURISDICTION. FOOTINGS: 1. ALL NEW CONCRETE FOOTINGS5HALL BEAR ON FIRM, NATURAL. UNDISTURBED 501LOR CERTIFIED FILL 2. DESIGN VERTICAL SOIL BEARING PRESSURE IS 1,500 POUNDS PER SQUARE FOOT. 3. DESIGN LATERAL SOIL BEARING PRESSURE 6 200 POUNDS PER SQUARE FOOT PER FOOT OF FOOTING DEPTH. (EQUALS 100 PSF/FT x 2 PER TABLE 1806.2 AND SECTION 1806.3.4). A. THE BOTTOM OF F007INGS SHALL EXTE NO RE LOW THE FROST DEPTH. CDNTRAC70R 70 VERIFY FROST DEPTH WITH AUTHORITY HAVING JURISDICTION. SLAB ON GRADE USED AS A FOUNDATION SYSTEM: IN ACCORDANCE WITH IRC/CRC APPENDIX H, SECTION AH105.2, AND IBC/IRCAPPENDIX 1, SECTION 1105.2, IN AREAS WITH A FROST DEPTH EQUALTO ZERO, ATTACHED COVERS FOR RESIDENTIAL USE MAY BE SECURED TO AN EXISTING CONCRETE SLAB PROVIDED7RE FOLLOWING: 1. THESLAB ON GRADE IS AT LU931/21NCHESTHICK 2. THE MAXIMUM DEAD AND LWE /SNOW LOAD AT EACH COLUMN 15750 POUNDS, 3. THE SLAB ON GRADE SHALL BEA MINI MUM OF 10'-0" WIDE BY THE MAXIMUM COLUMN SPACING MEASURED AT THE COLUMN. WITHIN THIS AREA, THERE SHALL BE NO CRACKS WIDER THAN 1/4- OR CONTROVEXPANSION JOINT DEEPER THAN 1/2'. 4. THERE SHALL BE A 6" MINIMUM DISTANCE BETWEEN ANY ANCHOR BOLT ANDASLAB EDGE, CRACK WIDER THAN I/32" OR CONTROVEXPANSION JOINT DEEPER THAN 1/2" DESIGN FOR PATIO COVERS SUPPORTEO ON CONCRETE5LABON GRADE IS IN ACCORDANCE WITH 2O1401512D18 IRC AND 2013/2016 CRCSECTION AH105.2 FOR 10 PSF RESIDENTIAL CONSTRUCTION, AND ACI 318-14 FOR 20,25 AND 30 PSF RESIDENTK AND COMMERCML CONSTRUCTION. NOTES TO LOCAL AUTHORITY HAVING JURISDICTION AND ENTITY SUBMITTING DRAWINGS FOR APPROVAL USE OF THIS SET OF PLANS FORA SITE SPECIFIC PROJECT: A. NOI'AUrAGEGOFT4EIAPMOREPORT WILL BEUSED FOR ASITE SPECIRCPROJECT. EACH PROJECFSUBMITTEDTOTHE LOCAL AUTHORITY HAVINGIURISDICTIONSHOULDINCLUDE0NLY THE PERTINENTSTTE-SPECIFICSTRUCTURAL CDMPONENTS LOCATED WITHIN THIS IAPMO-LISTED EVALUATION REPORT. 2. ALL ITEMS PERTAINING TO EACH INSTALLATION (TYPE OF ROOF PANEL, HEADER SPAN, COLUMN SIZE, CONNECTION DETAILS ETC.) SHALL BE CIRCLED AND CLEARLY IDENTIFIED BY THE ENTITY SUBMITTING THE DRAWINGS FOR APPROVAL NOTE: APPLIED PRESSURE LOADING TO 8E USED IN IAPMO 050S n. moot reU[t IHAI 4STEL ENGINEERING GENERATED AND STAMPED THE ORIGINAL IAPMO REPORT AS AVAILABLE FROM IARM0 DIRECTLY, BUT WAS NOT INVOLVED IN MAKING ANY SITE SPECIFIC SELECTIONS OR ANOTA71,DNS ON THOSE DRAWINGS, ANY HANDMARKING OR HIGH LIG HTING 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 ENCLOSABILITY. S. THE ORIGINAL IAPMO REPORT OMAN ELECTRONIC STAMP FROM ASTEL ENGINEERING, ANDAWETSTAMP IS NOT REQUIRED IN ACCORDANCE WITHTHE REGULATIONS STATED BYTHE PROFESSIONAL BOARD OF ENGINEERS. 6. A COLOR COPY OF THE ORIGINAL PAGES FROM THE IAPMO REPORT IS NOT REQUIRED. A COLOR COPY OF THE CONSTRUCTION DOCUMENTS MAY BE REQUIRED IF SELECTIONS WERE MADE INAWAYTHATWILLNOT BEVISIRIFr)NARinrxnninwwrc- WIND (MPH) ROOF LIVE/ GROUND SNOW LOAD(ID50 AS REFERENCED IN THIS REPORT- I0 20 25 30 40 50 110, 12015, 130B, 1IOC, 120C 1S 25 25 30 40 1 4S 1�B �0 2S 30 40 45 'USE LESSER SPAN FROM IAPMO-OS05 FROM ALL LOAD TYPES (LIVE, WIND, SNOW) FOR APPLIED PRESSURE LOADING FROM TABLE ABOVE. ATAMINIMUM, SUBMISSION FORA BUILDING PERMIT MUST" INCLUDE THE FOLLOWING INFORMATEON FROM THIS EVALUATION REPORT: SEISMIC LOAD DESIGN PARAMETERS: 1. TITLE SHEET AND GENERAL. NOTES, G0.1 SEISMIC DESIGN BASE SHEAR:17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER, CONSIDERING THE FOLLOWING DESIGN PARAMETERS: 2. STRLICTLIRALOONFIGURATION (I.e. SOUDOR IATTIU ROOF, FREESTAN➢LNG OR ATTACHED}. SLx OR Ll.x 1. SITE CLASS: D 3. BASED ON THE REQUIRED DFSIGH LOADS, SITE -SPECIFIC RAFTERAND/OR PANEL SPAN TABLES- 2. SEISMIC DESIGN CATEGORY: E - 4. TYPE OF HEADER, POST TYPE & QUANTITY, FOOTING 511E (WHERE REQUIRED) RASED ON THE SITE -SPECIFIC DESIGN LOADS. 3. MAPPED SPECTRAL RESPONSE COEFFICIENTS: Ss =1.50, Sl = 0.6, Sds =1.0, Shc = 0.50 5. APPROPRIATE STRUCTURAL DETAM. 4. RESPONSE MODIFICATION FACTOR, R=1.25 6. OTHER DOCUMENTATION THAT MAY BE REQUIRED BYTHE LOCALAUTHORITY HAVING JURISDICTION, SUCH AS A SITE PLAN. S. RISK CATEGORY II 7. SEE Slat OR Ll.x FOR SHEET INDEX. 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 ATANY SITE WITH Ss> 1.5D, CONSIDERING Ss = 1.50 WHEN DESIGNED PER 2022/2015 IBC/IRC AND 201312016 CBC/CRC. JOB NAME: 7. THE PATIO COVER 57RUCTURES DETAILED IN THIS SET OF PLANS ARE IN COMPLANCE WITH ASCE7.165ECTION 12.8.1.3. AS A RESULT, THIS SET OF PLANS CAN BE USED ATANY SITE WITH 1.0CSds<1.428, CONSIDERING Sds =1.0. FOR SITES WITH SdsxlA USE Sds. FOR SITES WITH Sds>3.428, IT ISACCEPTARLETO REOUCE THE SEISMIC LOADS USING 0.7 Sds INSTEAD OF Sds. JOB ADDRESS: OTHER DESIGN PARAMETERS: 1. DESIGN LOADS COMBINATIONS ARE IN ACCORDANCE WITH IBC AND CBC SECTION 1605.3.1. 2. ALL APPLICABLE REDUCTION FACTORS DETAILED IN THIS REPORT ARE CUMULATIVE WIND LOAD: 3. SOLID AND LATTICE ALUMINUM COVERS ARE CLASS A ROOFASSEMBLY IN ACCORDANCE WITH SECTION CBC 1505.2, EXCEPTION 2. DESIGN ASSUMPTIONS: 1. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS WITH DECK: SEE DETAILIB/S3.2 LIVE / SNOW LOAD: 2. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS WITH DURAPANEL: SEE DETAILIA/53.2 3. MAXIMUM ROOF SLOPE FOR ALL STRUCTURES IS 3 DEGREES 4. THE "LENGTH OF STRUCTURE"SHALL BETAKEN AS THE CONTINUOUS DISTANCE MEASURED ALONG THE EXISTING RUILDING WALL FROM ONE END OF PATIO COVER SUPPORT BEAM TO THE OTHER, INCLUDING ANY REAM SPUCM THESTRLICTURE 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, OPEN LATTICE PORTIONS OF THE STRUCTURE SHALL NOT BE COVERED BY ROOF DECK PER IAPMO 395, S. CALCULATIONS FOR MAXIMUM SPANS S H E ET I N D EX WHEN ATTACHINGTOAN EXISTING 900F OVERHANG, AS SHOWN ON TABLE 1 ON 56.1 AND/OR LEA, ARE ASSUMING THAT THE EXISITNG WOOD RAFTERS OR TRUSSES ARE DOUGLAS FIR -LARCH Not, THIS TABLE CAN AM BE USED FOR OTHER WOOD SPECIES WITH Fb 2 900 psi AND Fv 2180 psI. SEE SHEET St.x OR L1.x FOR SHEET INDEX. ALL UNUSED SHEETS SHALL BE REMOVED FROM THIS SET OF DRAWINGS. iDURALU 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 �ESSrcy�� S 5885 q UCT r� GF CA0� DATE SIGNED; July 06. 2018 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.1150 1 FAX 949.305.1420 1Ap Mo ES TM REVISIONS MARK DATE DESCRIPTION 4 STEL JOB # 17-1071 DATE 04125/18 DRAWN BY RER CHECKED MOB IAPM0 195 V 3.0 TITLE SHEET, DESIGN LOADS, GENERAL NOTES GO. 1 i m (E) BUILDING J/JJl/J//ll//lI/l/Ill///l11/lf/lf/I.I f ' I I I I I SOLID COVER CONNECTION I w TO BLDG SEEI NOTE' 2 I} I I in Z w N I I COL, TYP z I I I SEE NOTE 4 I 0 0 ui w I l I I I SOLID COVER CONNECTION I z w cn I TO BEAM SEE NOTE. 2 CL BEAM CLEAR SPAN BEAM CLEAR SPAN a a Y 2 [7 LENGTH 'L' SEE NOTE 1 BERM SEE NOl C PLAN Y[EW NOTES: PATIO 1 N A. LENGTH OF STRUCTURE 'L' SHALL NOT BE LESS THAN ITS PROJECTION V. SEE DESIGN ASSUMPTION NOTE 10 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. SOLID COVER OVERHANG 'OH' SHALL NOT EXCEED 25% OF BOTH DECK & IRP SOLID COVER'S ADJACENT CLEAR SPAN, (OR 24" MAX. AT IRP, WHICHEVER IS LESS). E. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN: "TRIG (Bext)= Yz ADJACENT DECK CLEAR SPAN @ RIGHT + DECK OH @ LEFT "TRIG (BLDG)=Yz ADJACENT DECK CLEAR SPAN 2. SOLID 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 S2.1 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 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 SOLID ROOF PANEL SEE NOTE 2 CONCRETE FTG, SEE NOTE 5, TYP S ISOMETRIC VIEW A SEE SHEETS S4.1 & S4.2 FOR BEAM PROFILES. B. SEE SHEET S4.2 FOR FAN BEAM WHERE OCCURS. C. SEE SHEETS S7.1 AND S8.xx.x FOR TABLES SHOWING MAXIMUM BEAM SPANS. D. SEE SHEET S2.1 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR SNOW LOADS. E. SEE SHEETS S6.x FOR BEAM CONNECTIONS & DETAILS. F. SEE SHEETS S5.1 AND 55.3 FOR BEAM SPLICE DETAIL WHERE REQUIRED. BEAM SfMPLE SPLICE, WHEN NEEDED, SHALL HE LOCATED IMMEOLATFLY ABOVE AN INTERIOR COLUMN. NO BEAM SPLICE SHALL BE PFRMITTEO BETWEEN COLUMNS OR ON TOP OF AN EXTERIOR COLUMN. 4. COLUMNS A. SEE TABLE 1 ON THIS SHEEP FOR MINIMUM NUMBERS OF POSTS REQUIRED BASED ON COVER DIMENSIONS. B. SEE SHEET S4.3 FOR COLUMN PROFILES. C. SEE SHEETS 57.1 AND SB.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING. D. SEE SHEETS S6.x AND S7.x FOR POSTS CONNECTIONS & DETAILS. 5. FOUNDATIONS A. SEE SHEET S7.1 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 8/S7.1 FOR ATTACHED PATIO COVER SUPPORTED ON SLAB ON GRADE. TABLE 1 MNIMUM NUMBER OF POSTS REQUIRING ATTACHMENT PER 3IS5 3 OR 31L6.3 w" 2 x 6.5 x 0.032 SIDE PLATES (SIDE PLATE TYPE SP3) TRIG WIDTH WIND SPEED ND XPOSU 11013 110C I 120B 1ZOC 13DB 13DC 5 2 2 2 3 3 3 6 2 3 3 3 3 4 T 2 3 3 4 3 4 ✓i 3 3 3 4 4 5 9 3 4 4 4 4 5 1D 3 4 4 5 5 6 11' 4 4 4 5 5 6 12 4 5 5 6 5 7 WITH 2 x 8.5 x Q042 SIDE PLATES (SIDE PLATE TYPE SP4) DSPE D AND E]iFOSURE 12OR 12DC 130B 13DC 2 2 2 3 2 3 3 Mr 3 3 3 4 3 4 3 4 3 4 4 5 4 4 4 5 11' 3 4 4 5 5 6 1Z 3 4 4 5 5 5 NOTES: 1. NUMBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADD POSTS AS REQUIRED TO ENSURE THATTHE "MAXPOSTSPACING (SPAN)' SHOWN ON SHEETS S8.xx.x OR LS.xx.x IS NOT EXCEEDED. 2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL 3186.3 OR 311.6.3. 3. THIS TABLE DOES NOTAPPLY IFTHE SIDE PLATES ARE PROVIDED FOR AESTHETICAL PURPOSES AND -THE BEAM IS CONNECTED TO THE COLUMN DIRECTLY OR WITH A BRACKET PER S6.3 OR L6.3. (�)�TABLE,l - MINIMUM NUMBER OF COLNG TOP ATTACHMENT PER 3/86.3 OR 3/L63 SHEET INDEX - SOLO PANEL STRUCTURES: TYPE A GO.1 -TITLE SHEET, DESIGN LOADS, GENERAL NOTES S1.1 - SOLID PANEL STRUCTURES: TYPE A S2.1 - SOLID PANEL STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION FACTORS DUE TO DRIFTAND 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: DURAKINGAND TRIPLE SIX PAN MAXIMUM SPANS AND MINIMUM FASTENERS S4.1 - SOLID PANEL STRUCTURES: BEAM PROFILES S4.2 - SOLID PANEL STRUCTURES: BEAM PROFILES 54.3 - SOLID PANEL STRUCTURES: COLUMN PROFILES S4.4 - SOLID PANEL STRUCTURES: MEMBERS PROFILES S4.5 - SOLID PANEL STRUCTURES: CONNECTORS S 5.1 - SOLID PANEL STRUCTURES: SPLICE DETAILS SBA - SOLID PANEL STRUCTURES: ATTACHMENT TO EXISTING BUILDING SS-2 - SOLID PANEL STRUCTURES: CONNECTION DETAILS S6.3 - SOLID PANEL STRUCTURES: CONNECTION DETAILS S7.1 -SOLID PANEL STRUCTURES: FOUNDATION DETAILS $7.2 - SOLID PANE L STRUCTURES: FOUNDATION DETAILS SBxxx- SOLID PANEL STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx PSF LLISL, 1xO MPH G9.1 -ADDITIONAL STATE LICENSURE STAMPS SOLID PANEL STRUCTURE TYPE A: ATTACHED SINGLE SPAN WITH OPTIONAL CANTILEVER .11 (E) BUILDING - I I SCUD COVER CONNECTION COL,' TYP a TO SLOG SEE NOTE 2. I SEE NOTE14 m Z u SOLID COVER BER CONNECTION ! TO BEAM SEE NOTE 2' m Z 1 CLEAR SPAN BEAM CLEAR SPAN 9' LENGTH 'L' SEE NOTE 1 C PLAN VIEW NOTE 1. P C R A. LENGTH OF STRUCTURE 'L' SHALL NOT BE LESS THAN ITS PROJECTION V. SEE DESIGN ASSUMPTION NOTE 10 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. B1AM OVERHANG 'OH' SI-NLL 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 'OH' SHALL NOT EXCEED 257 OF BOTH DECK & IRP SOLID COVER'S ADJACENT CLEAR SPAN, (OR 24" MAX. AT IRP, WHICHEVER IS LESS). E. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN: • TRIO (Bert)= X ADJACENT DECK CLEAR SPAN @ RIGHT + DECK OH @ LEFT " TRIB (Bint)= Yz ADJACENT DECK CLEAR SPAN @ RIGHT + Yz ADJACENT DECK CLEAR SPAN @ LEFT -TRIB (BLDG)=)¢ ADJACENT DECK CLEAR SPAN 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 S2.1 FOR REDUCTION OF SOLID COVER MAXIMUM SPAN WHEN DESIGNING FOR SNOW LOADS. D. SEE SHEET S3.2 FOR CONNECTION OF SOUR COVERS TO SUPPORTING BEAMS. E. SEE SHEETS $3.2 & S6,1 FOR CONNECTION OF SOLID COVERS TO (E) BUILDING. F. MINIMUM SLOPE OF SOLID DECK COVER$ TO BE PER S3,2, G. MINIMUM SLOPE OF DURAPANELS TO BE PER SHEET S3.2. 3. BEAMS SOLD ROOF PANEL SEE NOTE 2� SEE ROTE 2 54 CONCRETE FTG, SEE NOTE 5, TYP B ISOMETRIC VIEW A SEE SHEETS S4.1 & S4.2 FOR BEAM PROFILES. B. SEE SHEET S4.2 FOR FAN BEAM WHERE OCCURS. C. SEE SHEETS S7.1 AND S8.xx.x FOR TABLES SHOWING MAXIMUM BEAM SPANS. D. SEE SHEET S2.1 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR SNOW LOADS. E. SEE SHEETS S6.x FOR BEAM CONNECTIONS & DETAILS. F. SEE SHEETS S5.1 AND S6.3 FOR BEAM SPLICE DETAIL WHERE REQUIRED. BEAM SIMPLE SPLICE. WHEN NEEDED, SHALL. BE LOCATED IMMEDIATELY ABOVE AN INTERIOR COLUMN. NO BEAM SPLICE SHALL BE PERMITTED BETWEEN COLUMNS OR ON TOP OF AN EXTERIOR COLUMN. 4. COLUMNS A SEE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBERS OF POSTS REQUIRED BASED ON COVER DIMENSIONS. B. SEE SHEET S4.3 FOR COLUMN PROFILES. C. SEE SHEETS S7.1 AND S8.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING. D. SEE SHEETS S6.x AND S7.x FOR POSTS CONNECTIONS & DETAILS. F ATIN A. SEE SHEET S7.1 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. D. SEE B/S7.1 FOR ATTACHED PATIO COVER SUPPORTED ON SLAB ON GRADE. TABLE 1 MINIMUM NUMBER OF POSTS REQUIRING ATTACHMENT PER3f.SR 3 nR to F,A x 0=2 SIDE PLATS__ - WRIT 2 x eS E (SIDE PLATE TYPE SP3) TRfB WIEITH W N SP DA 1103 11CC _72-0-8 120C lW9 130C 2 2 2 3 3 3 � 2 .3 9 3 9 4 7 2 3 3 4 3 4 B 3 3 3 4 4 5 9 3 4 4 4 4 5 10' 3 4 4 5 5 6 IT 4 4 a 5 5 6 12 4 5 5 6 5 7 WCIH 2 x 6.5 x 0.D12 SIDE P,ATES (SIDE PLATE TYPE SP4) TRIB WtNpSPEEDA DEOSURE WIMH 1108 110C 7208 120G 1308 730C 5 2 2 2 2 2 3 E 2 2 2 3 3 3 % 2 3 3 3 3 4 S 2 3 3 4 3 4 5 3 3 9 4 4 5 10' 3 4 4 d 1 4 5 4 4 5 5 6 72 31 4 4 5 5 5 NOTES: 1. NUMBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADD POSTS AS REQUtREDTO ENSURE THAT THE 'MAX POST SPACAWG (SPANrSHOWN ON SHEETS Sax x.x OR I E,xx.x IS NOT EME DED. 2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL 31S6.3 OR WLS.3. 3.1Hm TABLE DOES NOT APPLY IF THE SIDE PLATES ARE PROVIDE D FOR AESTHETICAL PURPOSES AND THE BEAK[ IS CONNECTED10 THE OOLUMN DIRECTLY OR WITH A 3RACKETPER86.3OR L&& A�TABLE1- MINIMUM NUMBER OF COL ING TOP ATTACHMENT PER 3/8&3 OR 3/1-83 8HEET•[N X-SOLD PANE L STRUCTURES: TYPE B GD.1 - TTTLE S HEE T, DESIGN LOADS, GENERAL NOTES S 1.2 - SOLID PANEL STRUCTURE S: TYPE 3 S2.1- SOLID PANEL STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION FACTORS DUE TO DRIFT AND SLIDING 531A-SOLID PANEL STRUCTURES: ATTACHED COVERS MAXIMUM SPANS AND MIN IM UM FASTE NE RS S3.2 - SOLID PANE L STRUCTURES; CROSS SECTIONS S3.3 - SOLID PANEL STRUCTURES: DURAKING AND TRIPLE SIX PAN MAXIMUM S PANS AND M INIM UM FASTE NE RS S4"1 - SOLID PANEL STRUCTURES: BEAM PROFILES S4.3-SOL0 PANEL STRUCTURES: BEAM PROFILES S4.3 -SOLID PANEL STRUCTURE$; COLUMN PROFILES S4A SOLID PANEL STRUCTURES: MEMBERS PROFLES S4.5- SOLID PANEL STRUCTURES: CONNECTORS S5.1 •SOLID PANEL STRUCTURES: SPLICE DETALS $8"1 - SOLID PANE L STRUCTURES: ATTAC HIM E NT TO EXISTING BUL D IVO S92- SOLID PANEL STRUCTURES: CONNECTION DETAILS S8.3- SOLID PANEL STIR UCTURE5: CONNECTK3N DETAILS 87A - SOLID PANEL STRUCTURE 8: FOUNDATION DETAILS S73.SOLID PANEL STRUCTURES: FOUNDATION DETAILS S8xxx • SOLID PANEL STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx PSF LLISL, I XO MPH G9.1 -ADDITIONAL STATE LICENSURE STAMPS SOLID PANEL STRUCTURE TYPE B: ATTACHED MULTI -SPAN WITH OPTIONAL CANTILEVER SOLID COVER CONNECTION TO BLDG SEE NOTE 2 COL. TYP SEE NOTE 4 SPAN LENGTH 'L' SEE NOTE 1 C PLAN VIEW NOTES: 1. PAnO COVER DIMENS.10N.5 z V) A LENGTH OF STRUCTURE 'L' SHALL NOT BE LESS THAN ITS PROJECTION V. SEE DESIGN ASSUMPTION NOTE 10 FOR PAT10 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. SOLID COVER OVERHANG 'OH' SHALL NOT EXCEED 25% OF BOTH DECK & 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)= Jz ADJACENT DECK CLEAR SPAN @ RIGHT + DECK OH @ LEFT 2. SOLID 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 S2.1 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 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. SEE NOTE 5, TYP � ISOMETRIC VIEW 3. BEAMS A. SEE SHEETS S4.1 & S4.2 FOR BEAM PROFILES. B. SEE SHEET S4.2 FOR FAN BEAM WHERE OCCURS. C. SEE SHEETS S7.1 AND SB.xx.x FOR TABLES SHOWING MAXIMUM BEAM SPANS. D. SEE SHEET S2.1 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR SNOW LOADS. E. SEE SHEETS S6.x FOR BEAM CONNECTIONS & DETAILS. F. SEE SHEETS S5.1 AND S6.3 FOR BEAM SPLICE DETAIL WHERE REQUIRED. BEAM SIMPLE SPLICE, WHEN NEEDED. SHALL BE LOCATED IMMEDIATELY ABOVE AN INTERIOR COLUMN. NO BEAM SPLICE SHALL BE PERMTTTEO BETWEEN COLUMNS OR ON TOP OF AN EXTERIOR COLUMN. 4. COLUMNS A. SEE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBERS OF POSTS REQUIRED BASED ON COVER DIMENSIONS. B. SEE SHEET S4.3 FOR COLUMN PROFILES. C. SEE SHEETS S7.1 AND SB.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING. D. SEE SHEETS S6.x AND S7.x FOR POSTS CONNECTIONS & DETAILS. 9900 -f, '70 A. SEE SHEET S7.1 FOR COLUMN CONNECTION TO FOUNDATION, B. SEE BEAM SPAN TABLES ON SHEET 58.xx.x FOR MINIMUM FOOTING SIZE FOR PATIO COVER SUPPORTED ON CONCRETE FOOTING, BASED ON BEAM SPAN SELECTED. C. SEE S7.1 FOR ALTERNATE FOOTING SIZES. TABLE 1 MINIMUM NUMBER OF POSTS REQUIRING ATTAC...MMFNIT PER 31S&3 OR31L6.3 WITH 2 x 6.5 x 0.032 SIDE PLATES (SIDE PLATE TYPE SP3) TRIG WIDTH I D AN U 1'FOB 110C 1208 I= 1 134C 6 2 2 2 3 3 3 6 2 3 3 3 3 4 T 2 8 3 4 3 4 6' 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 $ 6 5 7 WRIT 2 x 6.5 x 4.Ux2 SIDE PLATES (SIDE PLATE TYPE SP4) TRIG WNDS FED A E OSURE WIDTH 1148 1100 1209 t20C 1309 1300 B 2 2 2 2 2 3 6' 2 2 2 3 3 3 T 2 3 3 3 3 2 3 3 4 33 t 3 3 4 43 4 4 4 1t' 3 4 4 5 5 6 1Z 3 4 4 5 5 5 NOTES: 1. NUMBER OF POSTS SHOWN IN THIS TABLE IS A wNIMUM. ADD POSTS AS REOUIRED TO ENSURE ThATTHE -MA)f POST SPACING (SPA N)'SHOWNON SHEETS SB.xx.%ORL&xx.x IS ROT EXCEEDED. 2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL 3IS6.3 OR 31L6.3. 3. THIS TABLE DOES NOTAPPLY IFTHE SIDE PLATES ARE PROVIDED FORAESTHETOAL PURPOSES ANDTHE BEAM IS CONNECTED TO THE COLUMN DIRECTLY OR WITH A BRACKET PER S6.30R L6.3. (�jTABLE 1 -MINIMUM NUMBER OF COL EQUIRING TOP ATTACHMENT PER 3/S63 OR 3/L6+3 SHEET INDEX- SOLI] PANEL 5 UCTURES: TYPE C GDA -TITLE SHEET, DESIGN LOADS, GENERAL NOTES S1.3 - SOLID PANEL STRUCTURES: TYPE C S2.1 - SOLID PANEL STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION FACTORS DUE TO DRIFT AND SLIDING S3.1 F - SOLID PANEL STRUCTURES: FREESTANDING COVERS MAXIMUM SPANS AND MINIMUM FASTENERS S3.2 - SOLID PANEL STRUCTURES: CROSS SECTIONS S3.3 - SOLID PANEL STRUCTURES: DURAKING AND TRIPLE SIX 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 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 SBaax -SOLID PANEL STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx PSF LLISL, 1xO MPH G9,1 -ADDITIONAL STATE LICENSURE STAMPS SOLID PANEL STRUCTURE TYPE C: FREESTANDING SINGLE SPAN WITH OPTIONAL CANTILEVER m v m _ 0 z I j I _ z SOLID ROOF PANEL SEE NOTE 2 EXT. BEAM I I 1 I w ti LOUD COVER CONNECTION I 1 a SEE p01� 2 SEE NOTE 3 TO BLDG SEE NOTE 2 I I I COL, TYRO INT. BEAM i j j I SEE NOTE 4 o SEE NOTE 3 m r I I I I U a N m zz � ri'a n N I I Z I f I I I I I F W - w Lu a r m m o z I I I- _ En TABLE 1 MINIMUM NUMBER OF POSTS REQUIRING A, rnr URACKMr &M--. - WITH 2 x 6.5 x G.U32 SIDE PLATES (SIDE PLATE TYPE S" TRIB WIDTH WNDS N 1109 110C 1208 1= 130B 13m S 2 2 2 3 3 3 6 2 3 3 3 3 4 r 2 s 3 a 3 4 IT 3 3 3 4 4 5 9 3 4 4 4 4 5 1U 3 4 4 5 5 6 11' a1 4 4 5 S s 17 4 5 5 7 W I1F! 2 x 6.5 x 0, D42 SIDE PLATES (SIDE PLATE TYPE $P4) TRIG I D P EPA E U E WIDTH 5408 11{]C 3206 420C 1308 l30C 5 2 2 2 2 2 3 6 2 2 2 3 3 3 T 2 3 3 3 5 4 8 2 3 3 4 3 4 3 3 3 4 4 5 tU 3 4 4 4 4 5 SS'1 3 1 d 1 4 5 5 6 17I 3 1 4 4 1 6­1 5 5 NOTES: 1. NUMBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADO BEAM OH BEAM CIFMSPAN BEAM CLEAR SPAN a POSTS AS REP UIREDTO ENSURE THAT THE 'MAX POST S PACING EE NOTE 1 r CONCRETE SLAB, MPAN1"SHom ON SHEETS Saxc,x OR Laxx.x IS NOT E)CEEDE0. SEE NOTE 5 LENGTH 'L' SEE NOTE 1' $EENCNOTE 5, TYP 2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL 3IS6.3 OR 3116.3. BEAM OH SEE NOTE 1 3. THIS TABLE DOES NOTAPPLY IF THE SIDE PLATES ARE PROVIDED FOR AESTHET1CAL PURPOSES AND THE BEAM IS CONNECTED TO THE COLUMN DIRECTLY OR WITH A BRACKET PER S6.3 OR L6.3. C PLAN VIEW NOTES: 1. PAM_ COVER DIMENSIONS A. LENGTH OF STRUCTURE 'L' SHALL NOT BE LESS THAN ITS PROJECTION 'P'. SEE DESIGN ASSUMPTION NOTE 10 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 T BEAMS CONNECTED TO SIDE OF COL D. SOLID COVER OVERHANG 'OH' SHALL NOT EXCEED 25% OF BOTH DECK & 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)= YZ ADJACENT DECK CLEAR SPAN @ RIGHT + DECK OH @ LEFT TRIB (Bint)= Yz ADJACENT DECK CLEAR SPAN @ RIGHT + )' ADJACENT DECK CLEAR SPAN @ LEFT 7. SOLID COVERS A. SEE SHEET S3.tA AND S3.3 FOR DECK PROFILES AND MAXIMUM SPANS. B. SEE SHEET S3.2 FOR OUR/TANEL INSULATED STRUCTURAL SANDWICH PANELS MAXIMUM SPANS. C. SEE SHEET S2.1 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 FOR CONNECTION OF SOUD 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. Q ISOMETRIC VIEW 3. BEAMS A. SEE SHEETS S4.1 & S4.2 FOR BEAM PROFILES. B. SEE SHEET S4.2 FOR FAN BEAM WHERE OCCURS. C. SEE SHEETS S7.1 AND SB.xx.x FOR TABLES SHOWING MAXIMUM BEAM SPANS. D. SEE SHEET S2.1 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR SNOW LOADS. E. SEE SHEETS S6.x FOR BEAM CONNECTIONS & DETAILS. F. SEE SHEETS $5.1 AND 55.3 FOR BEAM SPLICE DETAIL WHERE REQUIRED. BEAM SIMPLE SPLICE, WHEN NEEDED. SMALL BE LOCATED IMMEDIATELY ABOVE AN INTERIOR COLUMN, NO BEAM SPLICE SHALL BE PERMITTED BETWEEN COLUMNS OR ON TOP OF AN EXTERIOR COLUMN. "OLU)) �IN5 A. SEE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBERS OF POSTS REQUIRED BASED ON COVER DIMENSIONS. B. SEE SHEET S4.3 FOR COLUMN PROFILES. C. SEE SHEETS S7.1 AND SB.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING. D. SEE SHEETS S6.x AND S7.x FOR POSTS CONNECTIONS & DETAILS. 5. F 'IN 4'1ON5 A. SEE SHEET S7.1 FOR COLUMN CONNECTION TO FOUNDATION. B. SEE BEAM SPAN TABLES ON SHEET SS.xx.x FOR MINIMUM FOOTING SIZE FOR PATIO COVER SUPPORTED ON CONCRETE FOOTING, BASED ON BEAM SFAI4 SELJXC ED. C. SEE 57.1 FOR ALTERNATE FOOTING SIZES. A +TABLE 1 -MINIMUM NUMBER OF COL QUIRING TOP ATTACHMENT PER 3/S6r3 OR 3/L63 HEET INDEX- S O A EL STRUCTURES: TYPE D GOA -TITLE SHEET. DESIGN LOADS, GENERAL NOTES S1.4-SOLID PANEL STRUCTURES: TYPE D S2.1 -SOLID PANEL STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION FACTORS DUE TO DRFTAND 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: DURAKINGAND TRIPLE SIX 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 84.4 -SOLID PANEL STRUCTURES: MEMBERS PROFILES S4.5 - SOLID PANEL STRUCTURES: CONNECTORS S5.1 - SOLID PANEL STRUCTURES: SPLICE DETAILS S6.1 - SOLID PANEL STRUCTURES: ATTACHMENT TO EXIST ING BUILDING S6.2-SOLID PANEL STRUCTURES: CONNECTION DETAILS S6.3 - SOLID PANEL STRUCTURES: CONNECTION DETAILS STI -SOLID PANEL STRUCTURES: FOUNDATION DETAILS S7.2 - SOLID PANEL STRUCTURES: FOUNDATION DETAILS SS,xz_x. SOLID PANEL STRUCTURES; BEAM SPANS AND FOUNDATKN SIZES xx PSF LUSL, trip MPH G9.1 -ADDITIONAL STATE LICENSURE STAMPS SOLID PANEL STRUCTURE TYPE D: FREESTANDING MULTI -SPAN WITH OPTIONAL CANTILEVER ALUM. ALLOY 3004-H36 [ALUM. ALLOY 3064'H36 0.80' TOP FLUTE ATTACHMENT �UAi. ALLOY 3004 H36 0.40" TOP FLUTE ATTACHMENT o o PER NOTES 2, TYP. 0.72" TOP FLUTE ATTACHMENT O PER NOTES 2, TYP. 0.35' 0.40" 0 25" PER NOTES 2, TYP. o c BOTTOM FLUTE ATTACHMENT a BOTTOM FLUTE ATTACHMENT 0.77 PER NOTES 1 THRU 5, TYP. 0.67"0.40" o PER NOTES 1 THRU 5, TYP. 0.40" 0.88" 0 ATTACHMENT RUTS ' 0.35" ATTACHMENT PER � M 0.45" NOTES 1 THRU 5, TYR voi n ti o T p ri 0.45" n o �, LQ cD i o 0.65' 0.35" 0.65' 1---6 0.43" 0.375"aEQ-E0. E0. 0.375" 2.D0' 11.29" 1.29" 2.02" 0.43" 3.00" 4.50" 4.50" 4.50" 4.50" 3.00" 0.75" 1'-0.00" 6.00" 24.000" OR &D0" 24' x 21/2' TRI-V PAN 2 (r OR 8' x 2-1/7 FLAT PAN 1 W PAN 3"_ 1.-0, TABLE 1 A - ATTACHED COVERS' MAXIMUM SPAN FOR 24" TRI-V PAN LLiGSL TON) WIND SPEED AND EXPOSURE 110E 110CI 120E I 120C 130B 130C O.Oi B 10'3" 1 a-3" 1 10'-3' 1 1 U-3' 10'3" 10'-3" 10 0.024 12'3° 17-3" 12'3' 1 1Z-3" 123" 1T--3" 0.032 14'3' 14-3" 14'-3' 14-T 14'-3' 14-3" 0.016 B'-4- 8'3" 6.4- 8'-4" V-4" 8'4" 20 O.D24 0.032 12'-1" 1Z-T 1Z-l' iZ-1" 12'-l' 12-1' 0.018 T-7 T3" T-3- TJ" T-3" T3" 25 0,024 1 6-9' C-9" 6-9" 8'-9' 8'-9 8'-9" 0.D32 9-0" 9-8" 9'-B" 9'-8" 9'-B" 9'S" 30 O.D 1 B 6-T' S-T' 6 7 6--r 6. r 6'-7" 0.024 6-3" B3" 8-3" 8,-r 8=3" a"3" O.D32 9-1" 9':1" 9-1" 9`-1" TABLE 2 - MULTI SPAN REDUCTION FACTORS ROOF PANEL I TYPE ROOF LIVE ! GROUND SNOW LOAD (pri 10 20 2530 1 40 50 12x31i2x0.Q� - 0.85 0.83 0.75 0.80 24x 2-112x 0.01 0.85 0.80 0.65 0A5 - - N4 x 2 V2 x 0.024 0.90 6.85 0.70 0.65 'T_4 x 2-12 x 0.03 0.90 0." - - - OTHERS I - . TABLE 1B -ATTACHED COVERS MAXIMUM SPAN FOR 6 x 2-112 FLAT PAN LUGSL TON) WIND SPEED AND EXPOSURE 110 B 1T0 C 112D B 120 C 130 B i30 0 0.020 14'-7" 14'T I 1a-7" 14'-7" 14'7" 14'-7" 0.024 15-10" 15-10 15-10" 15=i0' iz-9" 1Q 0.032 18`-0" 18'-0" 18'-0" 18'-0' 16-0' 18'-0" 0.040 19-0" 19.4" 19-0" 19-4' 19'-4" 194" 0.0 Z-1" iz-1, Try-1, 17-1" 12'-1' 13-1" O.D24 1V-3" 13-3' ) 13'3" 13-7 13'-Y i13�f' 20 0,032 15'-6" 155• I 16-F . 15-T 155" l6-T o.040 15-8" 15.8" 15'S" 16 6 16' 8` i6 8° D-020 10'-0' I C14' t a-4" 10 4' 10'-4" 1 a-4 25 0.024 T1-1" 11'-1' T1'-1' 111-1' 'IT-l" 11-1' 0.032 iT-T 12-1" 12--1" iZ-1" 12'-1" 17-1" 0.040 13-1" 13-1, 13-1" ix-1" 1T-1" 13-1" 0.02D 4-9" 9'-9" I 9'-9- 9'-9" I 9 9" 92- 30 00724 la-4• saw- la-' 10r-4' la4" to E 0.03Z 11-' 11-4" 11 W 1 T-4" l 1'-4' 1 T-4" 0.040 i2'-3' 12-3' 1Z3" 1Z-3' 1Z3" 1Z-3" 0.020 9-0- 9'-0" 9-0' 9'-0" 9-(r 9'-0" 0.024 9S" 91-6" Fir 9'6" 5F 9'S" O 032 1 a-4" la-4" 10'-4" 10-4" W-4- la-4" 0.040 11'-2" 11'_T 11'-2" 0.020 63" 8'3" V-7 8'-3" 6-3" 813" 0.024 8'-9' 8'-'3" 8`-9" 8'-9" B-T 8'-9" 0.032 95" 9'3" I 9 8 9'3' 93 9'S" 0.040 10-" TABLE 10 -ATTACHED COVERS MAXIMUM SPAN FOR 8 x 2-112 FLAT PAN LUGSL TON) WIND SPEED AND EXPOSURE liaB 1110C 12013T 12DC 130E no 0.020 12�" 1z-6" 1r-6" 1Z-6" 12'-W 1Z-T 0.024 13'-7" 13' 7" 13-7 13-7" 13' 7" 13'-T 10 0.032 15- 7' 15 7" 15'-7' 15-7" 15T 15-7° 0040 1T-7- 1T7" 1T-7- 1T7" 1T-7" 1T-T 0.020 10'-2" 10-2" 17-2- 10-2' 1V-2^ is-T 0.024 l l -4- 11' 11' 4" l l -4- I 11'-4" 11'-4' 20 0.032 13'-0" 13'-0" 13'-0" 13'-0" 13'-0" 13Ar 0.040 14'-0" W-r 14'-T 14-0" 14'-6° 14'-T 0.020 9'-9" 9'-9" 91?" 9-9" 9'-9" 5-T 25 0.024 1a4" iO4" 10-4' 10-4' 10'-I' 10-" 0.032 11'4' 11W 11' - 1 T-4' 1 t' 4° 1 t'-0" 0. D40 12-3" 12'3" 1 Z:3" 1 Z3" 12'-3" 12-3' 0.020 9'-3" 9-3' 9'1- 9-3" 30 0.024 9'-9" 9'-9" 97A" 9'-9" I 9.9" 9-9- 0.032 la-9" 10'9` 1a-9" 10.9" 10'-9- 10'-7 0.040 11-7" 11'-7" I V-7" 1 T-7" 1 T-r 1 T-7" 0.020 8'-4" 8'4" IVA" B-4" 8'3' 8'-4" 0.024 9'-0" 9'•0" 9'-0" 9'-0" S-0" 91-0' 40 0.032 9'-9" 9'-9" 9'-9 9'-9" 9'-9" 9'-9" 0.040 10'-7" 10' 7' t0-7" 1a-7" 10'-7" la-7" 0.020 75" T-5" 75" 7'-5" T- " 7'3" 0.024 B'-3' 8'-3" V-7 T-3" 8-3' 01-3" 50 0.032 9'-1" 9' 1" 9'_i" 5_1• 9'_t" 0.040 9'-9" 9-9" 9'-9" 9'--9" 9-9" 914, TABLE 3 -ATTACHED COVERS - FASTENERSCHEDULE- SEE TABLE 4 FOR LEGEND NUMBER FROM TABLE 4 REPRESENTS THE NUMBER OF #10 TEKS OR SMS TO SUPPORTING BEAMS AND WALL HANGERS IN EVERY DECK SECTION EXTRUDED AND 3x W/ STEEL INSERT BEAMS S=V/2" ROLL FORMED AND (2) 2 x 6-1/2 BEAMS WALL HANGERS AND 3 x 8 ROLL FORMED (B2� 83 B4, B5, B6, B7, B8, B13, B14, B15, B16) (,B1, B9; B10) (811, B12) SCREW INSTALLED IN STEEL INSERT) T^n B WIND SPEEDAND EXPOSURE T•R18 WIND SPEEDAND EXPOSURE iR157 WIND SPEED AND EXPOSURE MOTH 110 B 1100 12D BEl 130 C WIDTH 110 B 110 C I20 B 120 C 130 B 130 C WIDTH 110 B 110 C 120 B 120 C 130 B 1301 5' A A AB 5" A A A , A A A 5' AA A A A A A A A a 6• A A A A A B 6 A A A AA A T A A A B T A A A B B B 7' A A A A A A g A B a B 8' A A B B 6 B 8' A A A A A A 9 B B B B 9' A 9 B B B B 9' A A A A AA 1a B B B C 10' A B B 8 B B l0 AA A A A R s r "� n R R FI B C 11' A A A A I A_L B TABLE 1D-ATTACHED COVERS MAXIMUM SPAN FOR 12 x 3-1/2 W PANEL LUGSL TON) WIND SPEE15AND E>F0SURE 110E 1100 In i20C 130E 130C ao20 13-7 13'-9" 13-4 13'-9" 13'-9' 13'-9" 0.024 16-7 15'-Y 15-T 15 W 15-3" 163" 10 0.032 1T7 1T-7- 1T-7' 17'7 1T-7" 1T-7" 0.040 19-T 19 7" 19-7' 19'7" 19-T' 19 7" 0. D20 11'-3" 19'3" 1 T-3' 11'3" 11-3' 11'3" 6.D24 :1Z5' 17-S' 1Z-6" 1Z-V 1Z-6" 12'S" 20 Q 032 14-8" 14'-B" 14-8" 14'-8" 14W 14'-8" 0_D40 t6-3' 16'3" 16-3" 16'3" 16-3' 16'ti'" 0.020 11'-l' 11-1" 1i'-1" 11'-1" 11-l" 11'-1" 25 0.024 lz 0 1Z-0- 1Z4r 1Z-0- 1Z-D- 1Z-0" 0.032 13-2' 13'-- 13-7 13' ?" 13'-7 1T-2' 0, D40 14-T 14'-2' 14'2" 14'2" 14'-2" 14'-2" 0.D20 1a-T i(P-6" icy-6' 12 l0's to'3" 30 0. D24 1 T-T t t'3' 0.032 1Z-6' iZS" 1Z-T 12'-0" 12, aw 13-4' 131-C 13-4" 73'�" 13 4" 113�4- 0.020 V--1" 9-1" 9'-i'400.024 10-7 TO'3' 103" lira lo.-' 0.032 1T-4 11-4" 11'-0 11 �" 1 V-4' 1T'-4" OD40 17-2 1T-2' 12-2' 122" 1Z-2" 12'-2" a mo V-2" 6-Z 8-2• 8'_2 8'-2" 8-2- 0.024 9 2' 9-T 9-2" 9'-2' 9'-2" 9.2• 50 0.032 S a-7" 10*7' 1 a 7 1017 1 10' 7' W-T" Q.040 1 T-T 11'-3 l l'-3" ll'.W 1 1111-3' 11' 3" NOTES FOR DECK ATTACHME TO S PORTING B M A WA L ..MG Cm 1 -MINIMUM ATTACHMENT OF PANS TO BEAMS (EXCEPT BEAM PROFILE Bi) SHALL BE MADE WITH (1) #10 SMS OR TEK SCREW ATEACH BOTTOM FLUTE.. 2- MINIMUM ATTACHMENT OF PANS TO WALL HANGERS AND BEAM PROFILE B1 SHALL BE MADE WITH (1) 910 SMS OR TEK SCREW AT EACH BOTTOM FLUTE. AND (1) 910 SMS OR TEK SCREW AT EACH TOP FLUTE. 3- IN ADDITION TO THE REQUIREMENTS FROM NOTES ABOVE. THE MINIMUM ATTACHMENT SHALL COMPLY WITH TABLES 3 AND 4. 4-TABLES 3 AND 4 AND NOTE 3 ABOVE DO NOTAPPLY TO GUTTERS OR C-SHAPED DECK CLOSURE PLATES THAT ARE NOT USED AS BEAMS (NON-STRUCTURAL MEMBERS NOT CONPECTED TO COLUMNS AND INSTALLEDATTHE END OF AN OVERHANG OR PARALLEL TO THE DIREC11ON OF THE DECK) 5- WHEN ATTACHING 70 BEAMS 89..810. B15 OR B36 (DOUBLE MEMBERS). ATfACHMENTCAN BE MADE TO EITHER MEMBER OF THE BEAM, BUT SHALL BE EVENLY SPLIT BETWEEN THE 2 MEMBERS, TABLE 4 -ATTACHED COVERS LEGEND FOR TABLE 3 DECK SECTION A B C D E WIDTH 6" FLAT PAN 6" 1 1 1 1 2 8" FLAT PAN B` 1 i 1 2 2 11 1 RI V PAN 12" 1 2 3 3 4 24" W PAN 3" 1 2 1 3 1 4 5 0.4D" ALUM. ALLOY 3D04-H35 ALUW ALLOY 30W-H36 TOP FLUTE ATTACHMENT 0.80° TOP FLUTE ATTACHMENT ALUM. ALLOY 3004-H36 PER NOTES 2, TYP. 0.35" TOP FLUTE ATTACHMENT 0.40" PER NOTES 2, TYP. M PER NOTES 2, iYP.0.72„ 0.67" BOTTOM FLUTE ATTACHMENT 0'25 �77 69^ o o BOTTOM FLUTE ATTACHMENT 1 0.40" o PER NOTES 1 THRU 5, T1P, D'40" 0.88" 00701y{ FLU p PER NOTES 1 THRU 5, TYP, 0.35` ATTACHMENT PER NOTES 1 THRU 5, A A TYP. c4 � n c.i o m T o ri 0.45" 0.40" N o N 0.35" 0,65' C `0 0.65" n 0.375" EQ. EQ. EQ. 0.375" 0 OAS' ' 3.00" 4.50" 4.SD" 4.50" 4.50° 3.00" 2.00" 1.29" , 1.29" 2.02" 0.43 0.75" 0.75" 24.000" 6.00" OR 8.00" 24 x 2-1/2' TRl-V PAN 3'=1'-0" (' OR 8' x 2-1/2' FLAT PAN 12' x 3-1/2'2' W PAN 2 1 TABLE 1A-FREESTANDING"COVERS MAXIMUM SPAN FOR 24" TRI-V PAN LLIGSL TON) WINDS EEDANDExPOSURE 110E 1 110C 120E 120C 13013 130C 10 0.018 9-0" 8'$" 8'-7" 8'-1" B-2" T-5" 0.024 10-0" 9-9" 9-9" 9-2" 93" 8-T' 0.D32 Iz-T Iz-1" iz-1" 11'-2" 1T 10$" 20 0.D16 T-9' 7$" 7-5' T2" 7,-2" 6'-10` 0,D24 T'. 6�" 6-5" 8'-1" B 1" T-9" 0.032 109' 103" 104" 9'$" 0.018 T$' 7-4` 25 0.024 6$" 6-0' 8'-5' 0.032 tUS• ]0-2" la2- 9'-7" 9-8" 9-2' 0.018 T-3` T-0' T-0 6-3' 5-10" 6' 7" 3D 0.D24 8-3" 6-0' B'-0` T-9' T-9" T5" 0.032 9-10" 9$' 9-6" I 9'-1." 1 92" _ r ur TABLE 2 - MULTI SPAN REDUCTION FACTORS ROOF PANEL' TYPE ROOF LIVE/ GROUND SNOW LOAD (pso 10 20 T 25 30 40 50 12 x 3-112 x 0.88 0.83 75 0.-- 0.80 24x 2-V2x001 0,80 .65 0.65 ].70 24 x 2 112 x 00:..00224 O.BB 0.65 24 x 2-1(2 X 00 0.B8 OTHERS TABLE 1 B - FREESTANDING COVERS MAXIMUM SPAN FOR 6 x 2-1)2 FLAT PAN LLIGSL TON) WIND SPEEOAND ExP URE 110 B 110 C 120 B 120 C 130 B t0 0.020 12'$" IN " 12'-0" 11'-0" 111-T 0.024 15-10" 14'-2" 13` 4') 13'�" 12 6' 0.032 16'-2" 15`$" 15-9• 15'-0" 13-1" :-14'.-3- 0.040 17-6 16-10" 1T-0' 16'4" 16'-6" O,D20 1Q 16" 10`a' 10'-3• 9-5 9'-1pA14 20 0.024 12'-2" 11'_r 11'-6" 17'-2 11'-30.032 14'-2" 13'-J" 13'-T 13'•0' 13'-10.040 15'{" 15'-2- 1510' 14-100.020 25 10'$" 161" 10'-3" 94r 9'-9" 0.024 12'-0' 11'$" 1 T T 1 D-10" 0.032 14'-1- 13'•T' 13'-8' 13'-1" 13'-2- 12�" 0.040 15�" 15'-1" IT-1" 14'$" 14-9 30 0.020 9=11" 9-7' 9-T Y- 9'-4" 6'-11" 0,024 11-4' 1T-9" 11 0" 10 iD 6" 9-11" 0.032 13'-2' 0.040 147A" 14'$^ 14-7" 40 0.020 9-1" 8-10" 6'-10" B-T B'i" 8'-1" 0.024 10-2' 9'-1(r 9'-10' 9-T 9'-8' 9'3" 0.032 10'-3' 10'-1" 10'-t" 9.10" 910• 9'$" 0.D40' 13'-T 13'-4" ITT 13'-W 13'-l" 12-7" 50 O O20 T$" T-T T$" T-S T 6" T-2" 0.024 6-9' B'-7" 8'7" 6S 8'-4, 8'-1" 6032 10'-0" 10'3" 10'3" 0.040 1 IT-10- 71'-7" 11'•9' 11'{, 11' 6' 11'-?" TABLE 1 C - FREESTANDING COVERS MAXIMUM SPAN FOR 8 x 2-112 FLAT PAN LL/GSL TON) WIND SPEED AN D­ff)-p-oS-UXE 11O B IOC 120 B 120 C 130 B 130 C 10 0.020 10-10" 1 D-1" 10'-3^ 9` 6" 9' T 9.(r 0.024 12'-l' 11'-,r 11'$` 10-9" 10'-1D" 70'-1- 0.032 14'-1" 13-11 13 4^ 12.4" 12-6" 12'-0". 0.040 15'-7' 14-10 14'-1(r 14-1" 14-x 13'-4" O.D20 9-1" 8'-T 9-9' 8=4" 8C T-11" ?0 0.024 IVA" 9'$" 0.032 11'-10" 11-4" 11.G 11'4P' 11'-0^ iv-0.040- 13'46' 12'-10' 13'-0' 12-4' 12'-T 11'-10" 26 0.020 6-11' 8'$' 6.8" 8-3" 813" 7-10" 0,024 9-11' 9=7" 9-T 9=2" 9.3' V-10" 0.032 11'-10' 7T-3° 11'-3' 10-9- 70'-10" W-4" 0.D40 13'3^ 12-9` 17-9" 123" 72'-4" 11'$" 30 0.020 B'-S 8'-1" 8'-1" 7-9" T-1(T' T4; 0.024 9'£ T-l" 9-2" 8=10" 8'-11" 6-0" 0.032 11'-1' 70 8' 10 9' 10�" 10-4' 10-0" 0.040 12'-7' 12-7 12.2" 0.020 T-8" T$" 7-6" 7--3" 7'-2" 6'-11" 0.024' 81-W 813" 6-3' 8'-0" 8'-1" T-ID" 0.032 10'-2" 97-10' 9-7D" 9=T 9'7" 9-3" 0.040 1 T$" 1 T-Z 11-2" 10$" 10'-10" 10 6" 50 0-020 B-S V 5" 5-5" 6`-3" V3" 6-1" 0'024 r-4 1 7'-3" T•S T-1' T-0" 6-71" O.D32 8'-9 a-r 1 6$" B'-5" 8'-0" 9-3" 0.040 1 9-10" 919" j 9-9" 1 97 9'7" 9.2" TABLE 1 D: FREESTANDING COVERS MAXIMUM SPAN FOR 12 x 3-112 W PANEL LUGSL TON) WIND SPEED AND EXPOSURE 110E 1100 120E 120C 130E 130C 10 0.020 12-0" IVA" IT-T 10'-7' 10'-7" I 9'-1I- D-024 13'-2' 12'-T 12-8" 11'-10" 12'-0" 71'-1" 0.032 15 fi 0.040 1 T-T I1fi'$' 16A" 15'-9" 16'-0" 15 0" 0.020 1Q-1" 4=6' 9'$" 9'-0" 9-1' 9-8" 20 0.024 11=T 70'-9" 10'59". i0'v°" 10'-0' 9'-10' 0.032 13'-3" i2'$ 17-9" i2'=4" 1z4' 11'-T 0.040 15'-T W'-T 14'T 18-r 14'-1' 13'-2' 25 0.020 9-1D" 9-3" 9 5" U-1I- J-T 8'$" 0.1024 17'-T 10'-T ID-8" 51032 13-1" 127-7" 12$" 72-2' 12-0" 11-6 0-040 164r 14'-4" lq'2" 73'-T 13'$" 13-T 30 0.D20 9'-2' 6-9 8-11" 8`5" 8 6 8-2" 0,D24- tOS 571' 1U-2" 9 7" 9-9 9'-2" 0.032 12-T i2-1" 11-1(r 11'-G IT-V 11'-1" 0.040 IT-2` 13'$" 13-W 13'40" 13'3" 12-5' 40 0.020 V-3" 8-1" 8=7" T-ic" 7,-70" T$" O.D24 9'-5' Y-1" 9 1" VIM 9-10' 8' 7" 0.032 1r 7- 11'-1" 11`-0" 10'-T 101$" 10=3" q . 12-W 12'-4" 72-" 121' 12-1- 111-T 50 0.020 6'-11" 6-17" 6--W 0.024 8'-(r T-10" T-10` T$" 7'-tv T$" 0. 032 9 T 9-T S 7" 91-W 9-S i B-11" 0.040 11-0" 17-10" 10'--10` 10'-T I 10$" I 11P-" NOTES FOR DECK A A HME T M SUP RN 0 BEAMS AND WALL HANGE 1-MINIMUMATTACHMENTOF PANS 70 BEAMS (F=EPTSEAM PROFILE 97) SHALL BE MADE WITH (11= SMS OR TEK SCREW ATEACk BOTTOM FLUTE. 2-MIMMUMATFAC!-MENTOF PANS TO WALL HANGERS AND BEAM PROFILE Bi SHALL BE MADE WITH (1) 910 SMS OR TE K SCREW AT EACH BOTTOM FLUTE, AND (1) 910 SMS OR TEK SCREW AT EACH TOP FLUTE. 3 - IN ADDITION TO THE REQUIREMENTS FROM NOTES ABOVE, THE MINIMUM ATTACHMENT SHAL COMPLY WITH 'FABLES 3 AND 4. 4 - TABLES 3 AND 4 AND NOTE 3 ABOVE DO NOTAPPLY TO GUTTERS OR C-SHAPED DECK CLOSURE P_ LA its THATARE NOTUSEO AS BEAMS (NON-STRUCTURAL MEMBERS NOTCONNEC7ED70 COLUMNS AND INSTALLED AT THE END OF AN OVERHANG OR PARALLEL TO THE DIRECTION OF THE DECK) 5- WHEN ATTACMNG 70 BEAMS 89, B10. B15 OR 816 (DOUBLE MEAIBERSj ATTAcHmENTCAN BE MADE TO EI7HER MEMBER OF THE BEAM, BUT SHALL BE EVENLY SPUTBETWEEN THE 2 MEMBERS. TABLE 1 - SOLID PANEL STRUCTURES FASTENER SPACING SCHEDULE SEE NOTES 1 AND 2 WIND SPEED AND E)POSURE IRP ROOF 110 (MPH) 120 (MPH) 130 (MPH) PANEL B C B C B C 3" • 0.024" A A A A A A 4.25" - 0.024" A A A A A A 3" - D.030" A A A A A B 4.25" - 0.030"1 A B B B B B NOTE: 1) A: 6" O.C. TOP CONNECTION TO BEAMS 12" O.C. T&B CONNECTION TO LEDGER 2) B: 4' O.C. TOP CONNECTION TO BEAMS B" O.C. T&B CONNECTION TO LEDGER 8 FASTENER SPACING SCHEDULE N.T.S. ROLL FORMED OR INSULATED RUUF HANLL (E) BLDG. WHERE OCCURS INTERLOCKING SEAMS, TYP. I I 2A @ IRP I I I I I @RFP A @IRP UB @RFP `- COLUMN SEE SHEET 54.3 (A) PLAN VIEW BEAM, SEE SHEETS 54.1 & 54.2 N.T.S. OPTIONAL DECORATIVE FASCIA (WOOD, ALUM. OR HARDBOARD) #10 S.M.S. TOP & BOTTOM, IR HANGER PER SPACING PER 3/53.2 #10 S.M.S., EXTRUDED EXTRUDED DRIP EDGE 9/S4 4 SLOPE SPACING, PER 3/53.2 IR3' GUTTER SEE NOTE 2 1 ATTACHMENT ' 14 SMS @ 32" O.C. #8 x)¢" TOP & BOTTOMTO BUILDING WHERE OCCURS W om - w/z7ff/I Is 4 MIN. PER EACH JOINT @ 12" O.C. PER 4B/56.2 TI'-BEAM #8 x Y2" @ 12" O.C. OPTIONAL F 3" OR 4Yf' OR 6" TOP & BOTTOM NON-STRUCTURAL DURAPANEL SEE PER S4.1 & 54.2 FASCIA (3 x 8 BEAM SHOWN) OPTIONAI_ MAX SPAN PER APPROVAL MAX OVERHANG PER NOTE RAIN GUTTER IRF REPORT -SEE NOTE 1 1A ON 51.x ALUMINUM SKINS TOP & BOTTOM 0.024" NOTES: 1. THE IRP ROOF PANELS USED WITH THE PATIO COVER STRUCTURES RECOGNIZED IN THIS EVALUATION REPORT MUST BE A DURALUM PRODUCT PER IAPMO-ER-0505, CALIFORNIA FBH CA-LRP-2410 OR CARP-3220. SLOPE OF THE IRP ROOF PANELS SHALL BE PER THE IAPMO OR FBH REPORTS LISTED ABOVE. RECOMMENDED MINIMUM SLOPE IS 39" PER FOOT AT COVERS 2. THE DESIGNED FOR LIVE LOADS, AND Yz' PER FOOT AT COVERS DESIGNED FOR SNOW LOADS, �A INSULATED ROOF PANEL (IRP) INTERLOCKING JOINT N.T.S. INSULATED ROOF PANEL [IRP) N.T.S. MAX OVERHANG PER NOTE: ROOF HANGER FASTENER i 1D. ON 51.X # 14 SMS @ 2" FROM EA. END #8 x Y:" PER 12/54.4 SEE TABLE 3 ON ! FASTENER tOd xl¢" @ EACH MAX, AND @ 32" O.C. MAX @ 12" O.C. 53.1A OR S3.1F _ 7 " PER FT ^_ r SEE TABLE 3 ON PANEL INTERLOCK (4 MIN. PER PANEL INTERLOCK) MIN SLOPE I 53.1A OR S3.1F ATTACHMENT TO BUILDING - - - - - - WHERE OCCURS GUTTER PER 4B/56.2 PER 54.1 OR 54.4 ROLL FORMED PANEL PER ' BEAM PER 54.1 & 54.2 @ EACH SHEET S3.1A, S3.1F, OR ` (3 x 8 BEAM SHOWN) V� ROLL FORMED PANEL 53.3 PER SHEET S3.1A, S3.1F, AND 53.3 2B ROLL FORMED PANEL (RF) INTERLOCKING JOINT 3' = 1'-0" 18 DOLL FORMED PANEL (FIF) TO HEADER BEAM CONNECTION N.T.S. ALUM. ALLOY 3004-H36 ALUM. ALLOY 6063 T6 ALUM. ALLOY 60b3 T6 ALUM. ALLOY 3004-H36 1.625" `r 0.620" 0 1" GUTTER CUP JyA 1.250" --� 24" O.C. MAX 1 CONTINUOUS ! - "C" INSERT :2 rn I � Typ• '� i� o 0.850" o i u] � o D.065" N I 6 �2a I ^ 0.038" - 4.00" ;n 2.000" 4.DOD" 2.000'o .ODO' BEAM PE NOTES: MAX.1.75D" 1. SEE 10/55.1 FOR SPLICE DETAIL WHERE OCCURS. 3.020' 2. THIS GUTTER IS USED WITH 6" OR 8" FLAT PANS OR NOTES: 24" TRI-V PANS. 1. SEE 4/S5.1 FOR SPLICE DETAIL WHERE OCCURS. 2. THIS GUTTER IS USED WITH 6" OR 8" FLAT PANS OR 24" TRI-V PANS. WI INSERTS Bi 81D DBL 2 x 6112 x 0.032' T I-BEAM(1] "C' MAG GUTTER 6.5' ROLL FARMED GUTTER FASCIA 3"=1' 0" B4 ALUM. ALLOY 3004-H36 ALUM, ALUM. ALLOY 3004-H36 STEEL ASTM A653-SS GRADE 50 G60 ALUM. ALLOY 6063-T6 I I 2.908" 0.762" I 1 R0.380" TYR CONTINUOUS I I u 0.042 0 "C" INSERT I 0 co EA. SIDE ! I cq o 0 0.D82" N q o TYP o M f 1 I I 3.000" In II SPLICE 3.000" WHERE OCCURS BEAM PER 96 3.00D" B� 3 x B x OA42' Q�Q�I-BEAM BB 3' $0. x 0.032" ALUM. BEAM W/- MAG BEAM WI [2} C. INSERTS 3°=1'-0" 12 GA. 5TL. V CAANNE . ALUM. ALLOY 3004+136 ALUM. ALLOY .3004-H36 ALUM. ALLAY 6063 T6 SPLICE ALUM. ALLOY 6063-T6 � WHERE N OCCURS o 1.500" lb in 0.042" o 0 TYP. n 0 oo 0.042" o g o L 0.109" o 0 0.085" o N TYP o J" L 3.000" 2.000" 4.000" 2.000" 4.OD0" NOTE 3.000" 4.004" 3.000" MAX NOTE: 1. SEE 5/S5.1 FOR SPLICE DETAIL WHERE OCCURS. MAX 1. SEE 6/S5.1 FOR SPLICE DETAIL WHERE OCCURS. 81� DBL 3 x 8 x 0.042' (B�DBL 2 x 61/2 x 0.042" T I -BEAM +4' I -SEAM 3"II1'-0" 3..=] ,-0" B$ B3 3=1-0" FAN BEAM (19'-0" MAX. SPAN) BEAM/HEADER OH CEILING FAN AND/ I I OR LIGHT FIXTURE (MAX. 50 LB) --- A� SCALE: HANGER CHANNEL OH NOTES: 1. FAN BEAM TO BE INSTALLED IN 8" x 2)4' FLAT PAN ONLY. 2. FAN BEAM CANNOT BE INSTALLED IN 24" TRI—V PAN, 12" W PAN OR 6" x 2V' FLAT PAN 3. WHEN USING 6" x 2)z' FLAT PAN, IT IS ACCEPTABLE TO REPLACE ONE SECTION OF DECK BY AN B" x 2N' SECTION WITH A FAN BEAM. 4. SEE IAPMO 0505 FOR FAN BEAM AT IRP TYP. ATTACHMENT PER 4/S6.2 USE (2) 3/ '0 LAG SCREW TO FAN BEAM (CAN BE LOCATED IN (2) (E) STUDS CLOSER TO FAN ANY FLUTE OF AN 8" FLAT PAN) BEAM ((4) SCREWS TOTAL) r WALL HANGER PER 12/S4.4 ATTACHMENT PER S3.1 x I� ADD L2 x 2 x 0.120" x 0'-2" LONG W/— #10 S.M.S. x Y2" LONG TO LEDGER AND (2) #10 S.M.S. TO FAN BEAM AN BEAM AT HANGO 04ANN B SECTION SCALE: 3" = 1'-0" FAN BEAM E SECTION SCALE: 3" = 1'-0" B17 FAN BFJ�M SCALE: AS NOTED ALUM. ALLOY 3004—H36 ST1J:i ASTM A653—SS GRADE 50 G60 r ALUMINUM BEAM f & CONTINUOUS STEEL INSERT PER B14/S4.2 TYP. ray r 4.000' 3.000" 3.000" MAX. s� WALL HANGER PER 12/S4.4 #10 S.M.S. TOP AND BOTTOM AT HANGER CHANNEL W ATIACHMENI C ELEVATION �-- WHEN DOUBLE BEAM OCCURS, ATTACH FAN BEAM TO EXTERIOR BEAM B1B DBL 3 x 8 x 0.042' w/ 12 GA STL INSERT 3"=1'-D" (2) #12 SMS, FAN BEAM TO GUTTER FAN BEAM (2) #10 SDS DECK TO FAN BEAM (1) #12 SMS EACH SIDE OF FAN BEAM, DECK TO BJJA Bt OR 84 GUTTER PER S4.1 FAN BEAM ADD #10 S.M.S. AT BEAM HEADER BEAM/HEADER AT HEAMIHMF D SECTION FAN BEAM F PROFILE SCALE: 6 == 1'-0" ALUM. ALLOY 310 Fi36 1 229" STEEL ASTM A653—SS GRADE 50 G60 A. TNUOUS L INSERT 813 3x8'xODW w/ 14 GA STL INSERT ALUM. ALLAY 3064—H36 1 229" STEEL ASTM A653—SS GRADE 50 G60 IA. nNUOUS L INSERT B14 3 x 8- x 0.047 w/ 12 GA STL INSERT ALUM. ALLOY 3004—H36 STEEL ASTM A653—SS GRADE 50 G60 ALUMINUM BEAM & CONTINUOUS STEEL INSERT PER B13/S4.2 TYP. 0 0 1 3.000" B15 DBL 3 x 8 x OD47 w/ 14 GA STL INSERT 3"=1'-O" ASTM A500 GRADE B ASTM A500 GRAVE B ALUM. ALLOY 3p04-H36 ALUM. ALLOY 3005 H36 3" ALUMINUM OR STEEL POST PER PLAN N O. C5 0.188" 0 0.188" o 0 0.032" o 00 6 o �i 4.000" 3.000" 0.042" 0 Lo 3.000" .I- -t NOTE 2.000" 3.000" 2.000" IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY SECTION C1 FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. NOTE: SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF SEE TABLE 1 ON S1.x FOR APPLICATION OF THIS DETAIL THE BEAM/COLUMN CONNECTION. C10 HSS 4 x 4 x 3/18 CT HSS 3 x 3 x 3/16 0.04LO SIDE PLATES 3' S4 x 0.0321 ALUM POST 3•=1'-V' ASTM A50D GRADE B ASiM A5)0 GRADE B ALUM. ALLOY 6063 T6 ALUM. ALLOY 3004-H36 0.762" TYP. p 1.500" o t~ 0.250" 0 0.0 00" o POOO DAW 0.250° c 0.052"NTYP -�Ra.i25 o 45r TYP. 4.00D" 3.000" 3.000" h1mNOTE: IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY TT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY SECTION C1 FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. SECTION C1 FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. SECTION C1 FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. SLEEVE SHALL D7TEND FROM THE FOUNDATION TO THE UNDERSIDE OF SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF THE BEAM/COLUMN CONNECTION. SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF THE BEAM/COLUMN CONNECTION. THE BEAM/COLUMN CONNECTION. C1i HSS 4 x 4 x 1/4 HSS 3 x 3 x 1/4 T MAG POST 3"=1'-0° C� 3' Sly. AL[3M, POST ASTM A5DO GRADE B STEEL A653 GRADE SD CPBD ALUM. ALLOY 30O4-N36 3" ALUMINUM OR STEEL POST PER PLAN 1.500" �' o o Q.D48 0.313" o 0 o M +R0.125 q a 45' �• tO n 0 3.000" 3.O40" p 0.032' Li NOTE 2.000" 3.000" 2,0Qp" IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY Nam' SECTION C1 FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF SECTION C1 FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. NOTF: THE BEAM/COLUMN CONNECTION. SLEEVE SHALL EXTEND FROM THE FOUNDATION, TO THE UNDERSIDE OF SEE TABLE 1 ON St.x FOR APPLICATION OF THIS DETAIL THE BEAM/COLUMN CONNECTION, CS HSS 3 x 3 x 5/16 3"=1'-O" CB 3" Sa STEEL POST SP3 Q03Z SIDE PLATES 3 =f-0" i 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 pp�E55lfk,. S 5885 j �P DATE SIGNED: July 06, 2018 OEPA T w 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.1150 1 FAX 949.305.1420 �aP lYl ES TM REVISIONS MARK DATE DESCRIPTION 4 STEL JOB # 17-1071 DATE D4125H8 DRAWNBY RER CHECKED MDS IAPM0 195 V 3.0 SOLID PANEL STRUCTURES: COLUMN PROFILES S4.3 ALUM. ALLOY 3004-H36 p ALUM. ALLOY 3D04-H36 ?p 0.625" 10�r r o �4� 1.520" 0 � �` 1.520" 0.625" cq Ll 0 0 0 00 0 W N N °O ,p N 0.730' N° o N 0.730" N o N -E O y} 0.038" c 0.038" a 2.935" NOTES: 2.935" 1. SEE B1/S4.1 FOR SPLICE DETAIL WHERE OCCURS. 2. THIS GUTTER IS USED WITH 6" OR 8" FLAT 1O NOT USED 7 NOT USED 65 ROLL FORMED GUTTER 1 6.5' ROLL FORMED GUTTER FOR 3b" PANS 3"ar-o" FOR 2b" PANS 3°=1'-O" ALUM. ALLOY 6063-T6 2.125" 1.500" ATTACH SWIVEL HANGER TO (E) BUILDING PER TABLE 5/56.1 (2) #8 @ 16" O.C. TO MATCH LOC. OF 4,125 4.860" LAG SCREW 95t 2 300" (Typ) HANGER PER 6A/- r / o A OR 6B/- r m .015"x90' s GROOVc 2 .625" ATTACH EXTRUDED HANGER i �= TO EXISTING BUILDING PER o 1.375" 075" TABLES 3A, 3B, OR 4/56.1 TYP 2.125" ' t.034 NOTES: 1. USE OF THIS DETAIL IS LIMITED TO PROJECTION LENGTHS SHOWN IN TABLE 5/S6.1 2. USE OF THIS DETAIL IS NOT ALLOWED WHEN GROUND SNOW LOAD > 25 PSF OR ROOF SNOW LOAD > 21 PSF EXTRUDED HANGER CONNECTION NOT i�SED 7 NOT USED j1 [DURAKING PANED 3"=1' ALUM. ALLOY 3D04-H36 ALUM. ALLOY 6063-T6j 2.707• 1.332" 2.495" F 1.937" .176" .015" x 9V .04.352" 92" 4.202" 1.500" ATTACH ROLLED FORMED : +°.:: ROOVE I 25D" O.080° HANGER TO EXISTING "� :.._:; - f - BUILDING PER TABLES 3A, 1.490" o FASTENERS PER 3/53.2 0.145" a376" 0 I' 38, OR 4/S6.1 0 075" 0.055" N APPROVED 6" INSUL. o ATTACH IR HANGER 2.336" ROOF PANELS PER oTV 0.3120 c o TO EXISTING BUILDING 2/G3,2 o 4.065" 4.861" 0.040' Eo N PER TABLES 3A 3B, �' 4.765" 0.450" N TYP. N OR 4/56.1 t.D64 W30'±� 2,740" 11.57'8.25 1.550" .rR.OB" �'! S 625'500' 0.563° FASTENERS PER 3/S3.2 APPROVED 3" OR :L.034 1.880" ;o 4Y4' INSUL ROOF 6B o PANELS PER 2/G3.2 ii 12 ROLL FORMED MANGER G IR HANGER F- EXTRUDED SWIVEL HANGER CONNECTION �•=1'�" N.T.S. �TRI-V, FLAT PAN, TRIPLE Bj 3"=1'-0" 2.875" Qosp- _ o _ o 0 0 0 g a.oso" N O O O "i 3.Qp0. NOTE: BRACKET IS 2)(4" LONG 4 V BRACKET AT COLUMN H" BRACKET N.T.S. CR 0 O N 0 O O N O O c O N p a zoo. a O RO SOF BRACKET _ HOT USED L8x8x1/4xZ a"=ro" Q, 0 N O O N 0 O n fV V O O CV aoo. ,Do. Z,10, 4 O aDos x.� 6 SHOW BRACKET 3 NOT USED L12 x 8 x 1/2 x 2- 2"=l'_o" ALUM. ALLOY 3004-H36 #10 SMS Mpg (8 TOTAL) .- I+ + + +I #10 SMS7 II (8 TOTAL) i'.41+ + I ' ALUM, ALLOY 3004—H36 2'-0" ++ —^ ++ ++ II �• MA]c ++ + ++ ++I L-- —-------------•----------J #12 SPLICE — POST CENTERED SPLICE #12 SMS I SPLICE -� f POST CENTERED SPLICE (24 SMS BEAM B44� ON SPLICE BEAM 84 (24 TOTAL) BEAM B1 —f ON SPLICE B� 81 (24 TOTAL) MOMENT SPLICE bmENT SPLICE SIMPLE SPLICE SIMPLE SPLICE NOTES: 1. WHEN BEAM B4 IS USED AS AN ARCHITECTURAL GUTTER, A SIMPLE SPLICE CAN BE USED ANYWHERE. 2. WHEN BEAM 84 S 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. (:10 SPLICE DETAIL FOR MAG GLITTER (BEAM B4) 1-1/2"=1' 0" NOTES: 1. WHEN BEAM B1 IS USED AS AN ARCHITECTURAL GUTTER, A SIMPLE SPLICE CAN BE USED ANYWHERE 2. WHEN BEAM Bt 15 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 GLITTER (BEAM 81) SPLICE — BEAM B3 (8) #10 SMS POST CENTERED ON SPLICE ALUM. ALLOY 3004—H36 SPLICE (8) N. BOLTS BEAM B3 MOMEKT ZJLCE 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 471 BEAM 5 (BEAM 133) 2"=1'-0" 12" 1" 4' 1" 1" 4" 1• ------ + + I I + + Il II MAX + + + a SPLICE I (8) #10 SMS BEAM B6 I I POST CENTERED ON SPLICE SIMPLE SPLICE ALUM. All 3004-H36 OO �Il� O it I I !I 1 i y" �. O O SPLICE (8) 14" BOLTS BEAM 86 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 CR EXTERIOR COLUMNS. 2. A MOMENT SPLICE CAN BE USED AT 1/3 OF THE SPAN OF ANY BEAM, EXCEPT AT END BAYS AND OVERHANGS. B SPLICE DETAIL FOR T I BEAM (BEAM BS) 2'=1'-0• TABLE 1 - MAXIMUM PROJECTION ASSUMING (E) JOIST SPACING = 24"OC MAX LUGSL (PSF) EXISTING FRAMING MEMBER AT ROOF OVERHANG BRACKET OFFSET"D" 24" 18" 12" 1 - 2x4 FULL 12' 10" 19' 11" 28' 0" 28' 0' 10 2x6 NOTCHED 20' 6" 28' 0" 26' 0" 20' 0' 2x6 FULL OR 3c8 NOTCHED 28' 0" 28' 0" 28' 0" 28' 0' 2K8 FULL OR 2x10 NOTCHED 28' 0" 28' 0" 28' D' 28' 0- 2x4 FULL 7' 9' 11' 10' 19' 5" 28' 0" 20 2x6 NOTCHED 12' 3" 17' 10" 28' 0' 28' 0' 2x6 FULL OR 2x8 NOTCHED 19' 7" 27' 7" 118' D" 2xg FULL OR 2x1 D NOTCHED 28' 0" 28' 0" 0" 28' 0- 2x4 FULL T 4' 11' 3" 18' 7' 28' 0' 25 2x6 NOTCHED 11' 8" 17' 0° 27' 1- 28' 0' 2x6 FULL OR 2x8 NOTCHED 1818.1 26' 4" 28' 0' 28' 0" 2x8 FULL OR 2x10 NOTCHED 28' 0" 28' 0" 28' 0" 28' 0' 2x4 FULL 5' 11" 9' 4' 15' 8" 28' D' 30 2x6 NOTCHED 916. 14' 2' 2211" 28' 0' 2x6 FULL OR 2x8 NOTCHE D 15' 5" 22' D" 28' D" 28' 0• 2x8 FULL OR 2x10 NOTCHED 26 3" 26' 0" 28' 0" 28' D' 2x4 FULL 4' 0' 619. 12' 0" 25' 2- 40 2xg NOTCHED 6' 9' B" 28' 0'2x6 FULL OR 2x8 NOTCHED 11' 4" ' 7° 28' 0'2x8 FULL OR 2x10 NOTCHED 19' 7" ' D" 28' 0'2x4 FULL 2' 10" M17'BW" 8" 20' 4'50 2x6 NOTCHED 5' 1' ' 2• 28' D'2x6 FULL OR 2x8 NOTCHED 8' 9" 6' 28' 0'Zx8 FULL OR 2x10 NOTCHED 15' 6" ' D" 28' 0' NOTES: 1 - NOTCH CAN BE UP TO 1" IN 2x6, UP TO 1.5" IN 2x8 OR 200, 2 - MAX (E) ROOF RAFTERS BACKSPAN IS ASSUMED TO BE 40 FT. 3 - FOR 10 PSF LUGSL, USE ROOF BRACKET 5/S4.5 4 - FOR LUGSL a 20 PSF, USE SNOW BRACKET 6/S4 5 TABLE 1A- MAXIMUM PROJECTION USING ROOF BRACKETPER4C/S4.5 LUGSL WIND SPEED 8 EXPOSURE (PSF);17'-01- 110E 120B 130B 130C 110C 120C 10 15'-0" 14'-0" 12-0" N OTE: WHEN USING ROOF BRACKET PER 4C/54.5, MAXIMUM PROJECTION 5HALL BETHE 5MALLE5T PROD ECTION FROM TABLE 1 AN D TABLE 1A TABLE 1 B -MAXIMUM PROJECTION USING SNOW BRACKET PER 4D/S4.5 LUGSL WIND SPEED 8. EXPOSURE (PSF) 110B, 11DC 120B,130B 120C 13DC 10 24'-0' 24=0' 21'-0" 2D 20' 0' 19'-9" 18'-3" 25 19'�3' 19'-3" 17 g^ 30 16'-3' 16'_3" 16'-3" 36 13'-9- 13'-9" 40 12-3' 12' Y 12'-3" 42 11'-9' 11'-9" 50 1 D'-0' 1 D'-D" NOTE: WHEN USING SNOW BRACKET PER 4D/54.5, MAXIMUM PROJECTION SHALL BE THE SMALLEST PROJECTION FROM TABLE 1ANDTABLE 1B TABLE 2 - NUMBER OF SIMPSON A34s EA END REQUIRED AT ROOF PANEL OR RAFTER CONNECTED TO EXISTING ROOF OVERHANG (EA. END) TRIB 10 PSF 20 PSF 25 PSF 30 PSF 40 PSF 50 PSF WIDTH LUGSL LUGSL GSL GSL GSL GSL 5' 1 1 1 1 1 1 B. 1 1 1 1 1 2 7' 1 1 1 1 1 2 2 2 2 2 1D' 1 1 1 2 2 2 11' 1 1 2 2 2 2 12 1 1 2 2 2 2 NOTES: 1 - USE (8) SIMPSON SD9112 SCREWS INTO EACH A34 2 - WHEN USING (2) A34s AT EA END, PROVIDE 2x FULL DEPTH WOOD SCAB, FULL LENGTH OF RAFTER TAIL, W/ 10d @ 12" O.C. MAK TBB, STAGGERED (WOOD SCAB TO RAFTER) 3 - A NUMBER 1 IN THIS TABLE MEANS THAT 2 A34s TOTAL ARE REQ'D. A NUMBER 21N THIS TABLE MEANS THAT A34s TOTAL ARE REQ'D TABLE 3A - FASTENERS REQUIRED AT HANGERS PER DETAILS 9, 11, AND 121S4.4 TO EXISTING WOOD STUD WALL FRAMING TRIB 11) PSF 20 PSF 25 PSF 30 PSF 40 PSF 50 PSF WIDTH LUGSL LUGSL GSL GSL GSL GSL 5' A A A A A A 6' A A A A A B T A A A A B B 8' A A A A B C 9' A A A A B C 1D' A A A B C C 11' A A B B C C 12' A B B B C C A - (2) 1/4" LAG SCREWS W/21/2" PENETRATION IN WALL STUDS B - (2) 5/16" LAG SCREWS W/ 21/2' PENETRATION IN WALL STUDS C - (2) 7116" LAG SCREWS W/ 31/2" PENETRATION IN WALL STUDS NOTES: 1 - ANCHORS ARE TO BE SPACED AT 16" O C. MAX HORIZONTALLY IN DIRECTION PARALLEL TO WALL TABLE 36 -FASTENERS REQUIRED AT HANGERS PER DETAILS 9, 11, AND 12/S4.4 TO EXISTING 2xLEDGER OR FASCIA TRIB 1D PSF 20 PSF 25 PSF 30 PSF 40 PSF 50 PSF WIDTH LUSL LUSL GSL I GSL GSL GSL 5' A-16"oc A-16'oc A-16"oc A-16"oc A-16"oc A-12"oc' 6' A-16"oc A-16'ac A-16'oc A-16"oc A-12'oc A-8"oc 7 A-16"oc A-16'oc A-16"oc A-12"oc A-8"oc A-8'oc 8' A-16-oc A-i6"oc A-16'oc A-12'oc A-8"00 A-8"oc 9'I A - IS- oc A-12"oc A-12'oc A-12'oc A-8"oc A-Woc 10' A-1B'oc A-12"oc A-12"oc A-8"oc A-8"oc A-6"oc 11' A-16'oc A-12 oc A-8'oc A-B"oc A-6"oc A-6"oc 12' A-16'oc A-8'oc A-8"oc A-8"oe A-6'oc 0-6"oc A (2)114" LAG SCREWS C (2) 7115' LAG SCREWS B (2) 5/16" LAG SCREWS D (2) 1/2" LAG SCREWS ALL FASTENERS TO HAVE 1.5" PENETRATION INTO (E) 2x LEDGER OR FASCIA TABLE 4-ANCHORS INSTALLED INTO THE SIDE OF 6 IN THICK MIN CONCRETE OR CMU WALLS IN CONCRETE, USE 1/2" DlA SIMPSON STRONG-BOLT2, STAINLESS STEEL, WITH 3' MIN EMBED, INSTALLED PER ICC-ESR-0037. IN CMU, USE 112' DIA SIMPSON WEDGE -ALL, STAINLESS STEEL" WITH 3 3/8" MIN EMBED, INSTALLED PER Cr-ESR-1396. MAXIMUM ANCHOR SPACING 10. 20, 25 PSF LUGSL 30 PSF GSL 40 PSF GSL 50 PSF GSL 48 36" 36 24" USE 3" SQ.x1/4" STAINLESS STEEL WASHER WHEN INSTALLING NEW WOOD LEDGER AGAINST EXISTING CONCRETE WALL TABLE 5 - MAXIMUM PROJECTION WHEN USING EXTRUDED SWNEL HANGER PER 6/S4.4 LL/GSL 112SO Lag5crew Diameter Wind Speed and Exposure 110B I 110C 120B 120C I IWB 130C 10 1/4"0 33-6" 12-9' 12-15' lr -IY' 11-6" jar -Q' 5/16"0 17'-0" 15-6 14-0" 14'-0' 14-6" 12'-G' 0 18'-0' Id- 9' 16'-9' ]5'-0" 15-0' 13'-6' 1/4" 0 10' - 0" 9- 0' 9'- 6" 8- 6" 8 - U. 9- 0° 2IY-B' 11'-6" W-6" 10-6' 11'-0" 10-0' 13 - 0" 1.2 12' - 6" 11' - 6" 11' - 6" 10 - 6' 9'-6" 91-0' 9-0' 8-6" 8-6" 81-0" :25E5/16"12'-D' 11'-V1 1(Y-6" 10'-5' 10'-6" 10'-0' 12-6" 12'-0 12-D lr-0 11'-0' 10'-G NOTE: FASTENERS W/ 3" PENETRATION INTO WALL5TUDS TO BE SPACED AT 16" O.G MAX FASTENERS W/ 11/z' PENETRATION INTO 2x WOOD FASCIA TO BE SPACED AT 8" O.C. MAX NOTE: WHEN (E) WALL HAS AN OPENING UNDER THE ATTACHMENT OF THE PAM TO THE SAVE OR WALL, SITE -SPECIFIC ENGINEERING IS REQUIRED TO VERIFY ADEQUACY OF THE EXISTING STUD WALL FRAMING (INCLUDING HEADER SIZE) WHEN THE FOLLOWING CONDRIONS OCOUR: FOR LUGSL = 20 PSF MAX: COVER PROJECTION > W AND OPENING IN WALL WIDER THAN B' FOR GSL = 50 PSF MAX: COVER PROJECTION > 14' AND OPENING IN WALL WIDER THAN 6' NO ADDITIONAL SITE SPECIFIC ENGINEERING IS REQUIRED WHEN EXISTING OPENINGS I PROJECTIONS ARE SMALLER THAN THOSE STATED ABOVE, ALLOWABLE CLEAR DIMENSION TO BEAM SEE TABLE IA ON S6.1 2 x 6> " or 3 x 8 WOOD FILLED ALUMINUM LEDGER HANGER PER 9, 11, OR 12/S4.4. FASTENERS PER TABLE 38/S6.1. SOLID PATIO COVER 0� ALUMINUM RAFTER ALTERNATIVE ROOF J 4 BRACKET ORIENTATION MIN D SEE TABLE 1 ROOF BRACKET PER 5/S4.5 ON S6.1 (3) )4"O LAG SCREWS W/- 0 ' PENETRATION (3) h 0 LAG SCREWS W/- 4" PENETRATION 6 ALTERNATIVE ROOF BRACKET ' LOCATION AND/OR ORIENTATION SEE NOTE 4 (E) BLOCKING BETWEEN CONT. RAFTERS OR TRUSSES, WHERE OCCURS WALL SEE NOTE ABOVE EAVE 04 E RAFTER OR TRUSS BACKSPAN 24 MAX 6' O" MIN 40 0" MAX NOTES: 1. EXISTING ROOF DESIGN LOADS: RDL = 3 PSF (MIN) TO 8 PSF (MAX) 2. NEW PAT10 DESIGN LOADS: LL = 10 PSF MAX (NO SNOW LOAD) 3. PLACE "SIKA FLEX" OR SIMILAR MATERIAL BETWEEN BRACKET AND COMPOSITE SHINGLE ROOFING TO PROVIDE SEAL 4. WHEN THE BRACKET IS INSTALLED AT ALTERNATE LOCATION SHOWN, USE TABLE 1 FOR D=6". 5. USE THIS DETAIL WITH ROOF BRACKET PER 5/S4.5 AND TABLES 1 AND 1A ON S6.1. O CONNECTION TO TOP OF EXISTING ROOF LL = 10 PSF MAX ALLOWABLE CLEAR DIMENSION TO SEE TABLE 18 ON S6.1 HANGER PER 9, 11. OR 12/S4.4. FASTENERS PER TABLE 3B/S6.1. SOLID PATIO COVER OR ALUMINUM RAFTER --- 'O LAG SCREWS W% y4" PENETRATION 3 x 8 WOOD FILLED ALUMINUM LEDGER ROOF BRACKET PER 6/54.5 (3) Yz"0 LAG SCREWS W/-2) " PENETRATION L (E) BLOCKING BETWEEN CONT. RAFTERS OR TRUSSES, WHERE OCCURS (E) WALL SEE NOTE ABOVE NOTES: 1. EXISTING ROOF DESIGN LOADS: RDL = 3 PSF (MIN) TO 8 PSF (MAX) 2. NEW PATIO DESIGN LOADS: GSL = 50 PSF MAX 3. PLACE "SIKA FLEX" OR SIMILAR MATERIAL BETWEEN BRACKET AND COMPOSITE SHINGLE ROOFING TO PROVIDE SEAL 4. BRACKET MUST BE ORIENTATED TOWARDS ROOF EDGE AS SHOWN. 5. USE THIS DETAIL WITH ROOF BRACKET PER 6/S4.5 AND TABLES 1 AND 1B ON S6.1. 6. VERTICAL LEG OF BRACKET SHALL BE LOCATED 6" MAX. FROM FACE OF WALL, ON EITHER SIDE OF WALL ( -"\ �GOSL CNNECTION TO TOP OF EXISTING ROOF = 50 PSF MAX CONNECTION TO W BLDG 3/4"=V-O" DECK/ DIRECI COLW BEAM BEAM COLUd TRIBUTARY AREA TRIBUTARY AREA AFTER UIKU.110N PLAN Bl=AM BRACKET N.T.S. FASTENERS, SEE TABLES 3A & 4 ON S6.1 AND NOTE 1 1' THICK MAX LATH AND PLASTER WOOD SIDING 1, 2, HANGER PER S4.4 OR 3-COAT STUCCO SEE NOTE 2 SOLID COVER -� HANGER PER 6/S4.4. FASTENERS PER TABLE 3B ON S6.1 AND NOTES 2 AND 3 - MIN. FASTENER PER S3.2 (E) 2 x WOOD STUD WALL SIM AT CONCRETE, BRICK OR MASONRY WALL SEE NOTE ABOVE NgIESI 1. FASTENER TO BE INSTALLED AT CENTER OF (E) WOOD STUDS 2. PLYWOOD SHEATHING DOES NOT COUNT TOWARD THIS 1" MAX. 3. DETAIL IS VALID WITH CONNECTON THROUGH (E) WOOD LEDGER ALONG STRUCTURE PROVIDED THAT THE MINIMUM FASTENER PENETRATION IN WALL STUDS PER TABLE 3A/S6.1 IS SATISFIED. B WALL CONNECTION "D" SEE TABLE 1 ON S6.1 SIMPSON A34 EA END SEE TABLE 2 ON S6.1 FOR NUMBER OF A34 REOD AT EA END (E) BLOCKING BETWEEN CONT. RAFTERS OR TRUSSES Jy L- ADD 2 x FULL DEPTH TRUSS R SOLID PATIO COVER WOOD SCAB, WHERE '���j�� RAFTERS 2FTERS 0 OC 2-A34's ARE REQUIRED EXISTING FASCIA BOARD PER TABLE 2 ON S6.1 (E) WALL SEE NOTE 3 ON S6.1 SEE NOTE ABOVE ABLE CLEAR DIMENSION TO BEAM (E) EAVE OH RAFTER OR TRUSS BACKSPAN EE TABLE 1 ON S6.1 N4 MAX 6'--0' MIN 4V--U' MAX NOTES: 1. EXISTING ROOF DESIGN LOADS: RDL - 3 PSF (MIN) TO 8 PSF(MAX) RLL/GSL = 10, 20, 25. 30, 40 OR 50 PSF 2. FASTENERS TO BE LOCATED 4" MIN FROM SPLICE IN (E) FASCIA BOARD AND 2" CLEAR FROM TOP AND BOTTOM OF (E) FASCIA BOARD. A CONNECTION TO EDGE OF EXISTING ROOF (E) STUD WALL (3) )z'O LAG SCREW TYP.- MIN: 3" x 8" x 0.042" HEADER (3) J14 SMS EA. SIDE _M 1' THICK MAX LATH AN!O j PLASTER OR WOOD SIDING OR �_ 3" x 8" RAFTER BRACKET 1, 2 OR 3 COATS OF STUCCO NOTES: SEE NOTE 6 1. USE OF THIS DETAIL IS LIMITED TD THE FOLLOWING: FOR LL/GSL = 10 PSF, MAX TRIO AREA TO CONNECTION - 100 FT FOR LL/GSL = 20 OR 25 PSF, MAX TRIB AREA TO CONNECTION = 55 FT' FOR GSL = 30 PSF, MAX TRIB AREA TO CONNECTION = 45 FT' FOR GSL > 30 PSF, DETAIL IS NOT ALLOWED 2. SEE PLAN FOR DEFINITION OF TRIBUTARY AREA. 3. BEAM MUST LINE UP WITH EXISTING FULL HEIGHT WALL STUD. NO OPENING ALLOWED UNDER CONNECTION. 4. USE (2) W HILT] KB42 W/ 4' EMBED 0 CONC WALL" W/ 6' SPACING 5. USE 10" TALL BRACKET & (2) W HILTI KB-3 W/ 4" EMBED 0 CMU WALL W/ 8" SPACING 6. PLYWOOD SHEATHING DOES NOT COUNT TOWARD THIS 1" MAX. 2 x 6VZ x SEE TABLE FOR FASTENER .024° RAFTERaTO RAFTER AND FASCIA 14 S.M.S 2 x 6uz ALUM. (2 TOTARAFTER BRACKET RAFTER OPTIONAL LATTICE GUTTERTUBEROOF P024' O.C. �' MAX )?!"[""L' SEE TABLE SEE TABLE FASTENERS "L" -D" WITH LATTICE NO LATTICE 1'-0" 1" (4) #10 (3) #8 (6) #10 (4) #8 (12)#10 (2 ROWS OF 6) (8)#B (2 ROWS OF 4) NOTE: 1. THIS DETAIL IS LIMITED TO 30 PSF MAX LL/GSL 2. FASTENER SPACING = 3/4" MIN � HATTER TAIL TO GlJ1iER S NOT USED scALE NOTCH RETURN PORTION OF THE TOP FLANGE OF THE BEAM (AND INSERT WHERE OCCURS) AT CONNECTION TO COLUMN 3 x 8 x 0.42 BEAM OR 3" SQ. STEEL BEAM (3) 3'e"m THRU-BOLTS @ 86, B7 OR BB � (2) %"0 THRU-BOLTS @ B3 (6)-#14 SIDS @ EA SIDE I BEAM 83, 96, 87, TOP & BOT TOTAL = 24 OR B8 PER S4.1 NOTCH FULL BOTTOM FLANGE OF I BEAM (AND INSERT WHERE OCCURS) ON ONE H BRACKET PER 1/S4.5 SIDE OF WEB AT CONNECTION TO COLUMN OR 1 /L4.3 STEEL POST PER S4.3 3" OR 4" SQ. ALUM. OR STEEL POST DO NOT NOTCH BEAM AT END COLUMNS WITH OVERHANG BEAM TO POST W BRACKET TO POST BEAM 31 OR B4 OPTIONAL SEE NOTE 1 DECORATIVE FASCIA 1 2" MAX SPLICE (WOOD, ALUM., WHERE OCCURS (6) #14 SMS @ EACH (INT COL ONLY) OR HARO$OARO) HEADER TO COLUMN (4)#14 x Yx" S.M.S. (12) FASTENERS PER DOUBLE BEAM B9, CONNECTION B10, B12, B15 OR 816 SMS EA SIDE CrL'1'1'zSEE 5/8"0 HOLE WITH(4)#14 PLASTIC PLUG, ASRI TYP. IT ISACCEPTABLE TOKET SQ POST PER 4/54.5 USE ONE HOLE3" TE 2 TO INSTALL f SEVERAL SCREWS, J o II QO TYP. I 11 NOTES: (2) #14 SMS EACH I I I 1. USE SIMILAR DETAIL AT 3 x 3 OR 3 x 8 BEAMS. SIDE T&B @ 32" O.C. j ARCHITECTURAL SIDE 2 U BRACKET IS NOT REQUIRED IF SIDE PLATES PER 3/S6.3 PLATES, WHERE OCCUR, OR H BRACKET PER T/S6.3 ARE PROVIDED. SHALL STOP & FLUSH BELOW BEAM 3" OR 4" SO. POST BEAM TO PQBT DBL BEAM TO COL J 3" WIDE BEAM TYP 92, 85. 911, 813 OR B14 3" OR B" BEAM (6) #14 SMS EA SIDE 12" MAX SPLICE SMS PER ELEVATION, TYP. AT SIDE PLATE SP3 (8) #14 SMS EA. SIDE WHERE OCCURS (INT COL ONLY] WO PLASTIC PLUG, TYP. AT SIDE PLATE SP4. SEE NOTE 1, rr v PROVIDE FULL BEARING OF n w °Iry BEAM ON POST. �} w A rev - WO HOLE WITH PLASTIC PLUG, AS vo, ,n REQ'D, TYP. IT IS ACCEPTABLE TO r a v d " SIDE PLATE EA SIDE USE ONE HOLE TO INSTALL o a �? SEVERAL SCREWS, TYP. 3" SQ. POST (2) #14 SMS EA SIDE AT BER9EEN F�" SIDE PLATE EA SIDE, SEE SIDE PLATES BOTTOM AND AT 32' OC MAX. L TABLE 1 ON S1.x OR L1.x SECTION 3" SQ. POST BETWEEN OPTIONAL STYROFOAM INRLL OF A ELEVVAT1ON SIDE PLATES CAN STOP BELOW SIDE PLATES THE CONNECION 3 BEAM TO POST CONNECTION NOTES: 3/4"=1'-0" AT COLUMN 02, ADJUST SCRUB LOCATION TO LOCATE SCREWS INTO THE FLAT PORTION / VERTICAL WALL OF BEAM ADJACENT GRADE TYP STEEL POST STEEL INSERT PER 4/S7.2 AT POST TYPE C7, CB, & C9 "S PER TABLE 2 4 Ili i r iq z v) +: a Mi PER 4/S7.2, Z o = W Q Lnd e W N N e o 4- i a m r 4 111 POURED ' I — CONCRETE r ` WIDTH = LENGTH (IN) SEE FTG. SCHEDULE IN BEAM SPAN TABLES NOTES: 1. THIS DETAIL CAN BE USED FOR STEEL POST TYPES C6, C7, C8, OR C9. 2. THIS DETAIL SHALL NOT BE USED FOR ALUMINUM POST TYPE C1 OR ALUMINUM POST TYPES C2 OR C5 PER TABLE 2 ON S7.1. 3. IT IS ACCEPTABLE TO EMBED THE STEEL POST DIRECTLY INTO THE FOOTING PER 5/S7.1 INSTEAD OF USING THE POST SLEEVE SHOWN IN THIS DETAIL 4. THIS DETAIL CAN BE USED ON A SLAB ON GRADE PER 8/57.1 AND PER TABLE 2 ON S7.1 7 STEEL POST SLEEVE CONNECTION TO CONCRETE FOOTING I'=1'-0" TABLE 3 - (MAX WIND SPEED: 130MPH, EXP C) MAXIMUM POST SPACING WHEN PATIO COVER IS INSTALLED ON SLAB ON GRADE TRIG ROLLED FORMED PANS (RF) IRP LL/GSL(psf) GSL(psf) LL/GSL(psf) WIDTH 10 psf 20 psf 25 psf 30 psf 10 psf 20 psf S. 11--0" 10'-4" 9'-0" 12L6" 10'-0" 6' 9'-9" 9'-D• 8'-4" 10'-S" 8'-9' 7' 9'-0" 8'-0" 7'-G' 9'-0" a.-O' B. 8'-6" 7'-6" T-O" 7'-30" 7'-6" 9' rk-7' 8'-0' 7'-D' NP T-O" 7'-0" 10, 7'-6" N.P. NP 6'-3" 6'-6'11' 7'-0" NP NP S'-8"6'-0'12, 6'-6" NP NP NOTES: 1- "NP" INDICATES THAT A FOOTING IS REQUIRED, AND THE PATIO COVER CAN NOT BE SUPPORTED ON A 5LAB ON GRADE 2 - FOR UVE OR SNOW LOADS HIGHER THAN THE ONES SHOWN ON THISTABLE, A FOOTING IS REQUIRED AND THE PATIO COVER CANNOT BE INSTALLED ON SLAB ON GRADE. 3 - WHEN THE PATIO COVER IS INSTALLED ON A SLAB ON GRADE (RESIDENTIAL APPLICATIONS ONLY), THE MAXI MUM POST SPACING IS THE LOWEST OF THE "MAX POSTSPACING(SPAN)" SHOWN ABOVE AND THE MAXI MUM POST SPACINGS SHOWN ON SHEET S8.XX.X $ T BRACKET CONNECTION TO SLAB ON GRADE I"=v-D' ADJACENT GRADE TYP. 7 3' OR 4" STEEL POST. III C� a 3"MIN. r Z_ ~ o z Nw J 4 Z 6 a • O wz a a �a N N 4 C in .e " �C m r t kll +^ { �I• r POURED CONCRETE VO A36 THREADED FOOTING ROD W/- NUT EA. SIDE o WIDTH = LENGTH IN OF COL OR #4 REBAR, SEE FTC. SCHEDULE IN 40 MIN. SECURED IN PLACE IN BEAM SPAN TABLES NOTES: 1. THIS DETAIL IS TO BE USED FOR POST TYPES C10 & C11. 2. THIS DETAIL CAN ALSO BE USED FOR STEEL POST TYPES C6, C7, C8, C9 PER TABLE 2 ON S7.1. 3. THIS DETAIL SHALL NOT BE USED FOR ALUMINUM POST TYPES C1, C2, OR C5. S STEEL POST EMBEDDEQ INTO CONCRETE FOOTING 3" STEEL OR ALUMINUM POST SEE NOTE 6 — ADJACENT GRADE "T" BRACKET PER 1/S7.2, WHERE OCCURS 2/S7.2 OR 3/S7.2 6" EXISTING OR NEW SLAB ON MIN. GRADE. fc=2,500 PSI MIN. . lr It A 4 1 EDGE OF SLAB BOLTS PER TABLE 2 ON S7.1 WHERE OCCURS 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 AND/OR COMMERCIAL APPLICATIONS. 3. THIS DETAIL SHALL NOT BE USED FOR POST TYPE C7, CS, C9, C10, C1 1. 4. SEE "SLAB ON GRADE USED AS A FOUNDATION SYSTEM" NOTES ON GOA FOR MINII+U.V. O1 ER1•LL DIMENSION OF SLAB AND ACCEPTABLE CRACKING AND CONTROL/EXPANSION JOINTS CRITERIA 5. WHEN THE PATIO COVER IS INSTALLED ON A SLAB ON GRADE (RESIDENTIAL APPLICATIONS ONLY), THE MAXIMUM POST SPACING IS THE LOWEST OF THE "MAX POST SPACING (SPAN)" SHOWN ON S8.XX.1 AND THE MAXIMUM POST SPACING SHOWN IN TABLE 3. 6. ANY POST SIZE FOUND IN TABLE ON SHEET SS.xx,x AND MATCHING TRIBUTARY WIOM AND MAX. POST SPACING FROM TABLE 3 CAN BE USED. EXAMPLE: 10 psf LL, 110 mph WAND LOAD CM USE A COLUMN C1 PER S8.10,1 FOR BEAM 03, ATTACHED COVER. TABLE 1 ALTERNATE FOOTING DIMENSIONS FTG11N) All AIt2 AItA AItS AIt6 Alt? Alta WaL•D WxLxD �A!t3(ATTACRED) WxLxD WxLx18" WxLx28" WxLx24" WxLx30' WxLx36" WxLx42" (SEE NOTE) (SEE NOTE 2) (SEE NOTE 31 {SEE NOTE 4) (SEE NOTE 5) (SEE NOTE 6) (SEE NOTE 7) (SEE NOTE 8) (SEE NOTE 9) 1B 18x18x18 12x12x12 Isx18x18 SSxl8x18 16xl6x24 14x14x30 23x13x36 12x12x42 20 20x20x 20 12 x12x 12 21 x21x19 25x2Sx16 19 x19x24 17x17x 30 15 x15 x36 14x14x42 22 22x22x22 16x16x16 25x25x18 33x33x16 21x21x24 19x19x30 17x17x36 16x11x42 24 24x24x24 20x2Ox20 28x2Bx18 43x43x1B 24x24x24 22x22x30 20x20x36 18x18x42 26 26x26x26 23x23x23 32x32x1B 31x31x24 24x24x3D 22x22x36 2lx2lx42 28 2Bx28x28 25x25x25 35x35x18 38x38x24 27x27x30 25x25x36 26x26X42 30 3Dx30x30 26x28x28 39x39x18 30x30x30 28x28x36 26x26x42 32 32x32x32 30x3Ox3O 43x43x18 37x37x30 30X30x36 28x2Bx42 34 34x34x34 32x32x32 47x47x18 33x33x36 31x31x42 36 36x36x36 34x34x34 S1x51x18 36x36x36 34x34x42 38 38x3808 37x37x37 55x55x16 43x43x36 36x36x42 40 40x4Ox4O 39x39x39 60x6Dx18 39x39x42 4! 42x42x42 4lx4lx41 Y. 64 64x 18 42x42x 42 NOTES: 1- "FTG (IN)" 15 THE FOOTING DIMENSION REFERENCED IN BEAM SPAN TABLES ON SHEETS SBxxx OR LSxxx. 2 - "ALT 1" 15 THE FOOTING DIMENSION BASED O N THE -FTG (IN)" DI MENSI ON. NDTE THAT W-D-L 3- "ALT 2" IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN A3S" MINTHICK SLAB IS PRESENT ABOVE THE FOOTING. NOTETHAT W=D=L 4 - "ALT 3" IS THE ALTERNATE F0071 NG DIMENSI ON REQUIRED W HEN THE FOOTING 15 KEPT TO AN 28" DEPTH FOR UPUFT DESIGN ONLY. THIS VALUE IS TO BE USED ONLY ATATTACHED PATIO STRUCTURES. NOTE THAT W=LAND D=18". 5 - "ALT4" IS THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING IS KEPT70 AN 23" DEPTH. NOTE THAT W=LAND D=18". 6 -'ALT 5" 15 THE ALTERNATE FOOTING DIMENSI ON REQUIRED WHEN THE FOOTING 15 KEPT TO AN 24" DEPTH. NOTE THAT WdAND D=24". 7 - "ALT 6" IS THE ALTERNATE FOOTING DI MEN51 ON REQUI RED WHEN THE FOOTING IS KEPT TO AN 30" DEPTH. NOTE THAT W=LAND D=30". B - "ALT 7" 15 THE ALTERNATE FOOTING DIMENSI ON REQUIRED WHEN THE FOOTING IS KEPTTO AN 36" DEPTH. NOTE THAT W=LAND D=36". 9 - "ALT 8' IS THE ALTERNATE FOOTING DI MENSION REQUIRED WHEN THE FOOTING IS KEPT TO AN 42" DEPTH. NOTE THAT W=L AND D=112". 3 FOUNDATION TABLES TABLE 2- ANCHORAGE SCHEDULE (ATTACHED STRUCTURES ONLY) POSTTYPE FTG (IN) ANCHOR BOLTS (SEE NOTE 2) SEE NOTES 2 Cl SOG (2)-3/8"dia w/ 1-7/8' embed f8RACKErlIL .2 Cl ALL (21-3/8" dia w/ 2-7/8" embed .2 C2 SOG (2)-3/8" dla w/ 1-7/8" embed 3 .2 C2 LL {2)-3/8"diaw/2-7/B"embed 3 .2 C5 G IALL (2)-3/B"diaw/1-7/B"embed 3 ALUM T 2157.2 C5 (2)-3/8" d1a w/ 2-7/8" embed 3 STEELT 3/57.2 C6 SOG (2)-3/8" di w/ 1-7/8" embed STEELT 3/S7.2 C6 <— 22" (2)-3/8" dla w/ 2-7/8" embed 1.3.4 STEELT 1 3/57.2 C6 s 24" W-1/2" dia w/ 3-2/4" embed 1,3,4 STEEL INS 4/57.2 C6 5 30" (41-1/2" di w/ 3-1/4' embed 1,4 STEEL INS 4/S7.2 C6 s 34" (4)-5/8" di a w/ 4" embed 1,4 STEEL INS 4157.2 C6 2t35" 1 (4E3/4"diaw/4-3/4"embed 1,4 STEEL INS 4/S7.2 C7, CB, C9 ALL (4)-3/4" di w/ 4-3/4" embed 1,5 EMBED 5/S7.1 C10,Cll I ALL N/A NOTES: 1-"FTG (IN)" IS THE FDOTING DIMENSION REFERENCED IN BEAM SPAN TABUS ON SHEETS SSxx.x 2 -ANCHOR BOLTS SHALL BE SIMPSON STRONG BOLT 2, STAI NLESS STEEL (ICC-ESR 3037) 3 - IT IS ACCEPTABLE TO USETHE STEEL INSERT PER4/S7.2 INSTEAD OF TH E ALUMI NUM T PER 2/S7.2 FOR POST TYPES C2 AND C5 OR INSTEAD OF THE STEEL T PER 3/S7.2 FOR POST TYPE C6. BOLTS CAN REMAIN AS SPECIFIED IN THIS TABI F, BUT (4) BOLTS SHALL BE USED. 4 - IT.IS ACCEPTABLE TO USETHE EMBEDDED POST DETAILS/57.1 I NSTEAD OF THE STEEL I NSERT PER 4/S7.2 OR STEELT PER 3/S7.2 FOR STEEL POSTS C6. 5 - IT IS ACCEPTABLE TO USETHE EMBEDDED POST DETAI L 5/571 1 NSTEAD OF THE STEEL I NSERT PER 4/S7.2 FOR STEEL POSTS C7, CS AND C9. 4 ANCHORAGE OF POSTS TO SLAB OR FOOTING 3" STEEL OR ALUMINUM POST Iz�l J 0 ~ W Q 4 UCL en VI � Rr c� �M ' "r BRACKET PER 1/S7.2, 2/S7.2, OR 3/S7.2. BOLTS PER TABLE 2 ON S7.1 ADJACENT GRADE TYP. oT 4� WIDTH = LENGTH IN SEE FTG. SCHEDULE I BEAM SPAN TABLE lI 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, C8, C9, CIO, C1 1. T BRACKET CONNECTION TO CONCRETE FOOTING 2485 RAILROAD ST, CORONA, CA 92BBO 951.736.4500 DATE SIGNED: July 06, 2018 v_-F-1 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.1150 1 FAX 949.305.1420 REVISIONS MARK I DATE I DESCRIPTION 4 STEL JOB # 17-1071 DATE D4125118 DRAWN BY RER CHECKED MDS IAPM0195 V 3.0 SOLID PANEL STRUCTURES: FOUNDATION DETAILS S7.1 ::c PLAN NSERT TO die" BASE PL 3" STEEL POST - - 0.188" THICK MIN HSS INSERT o - - (3) Vo BOLTS --- 10" SO.x %" BASE PL T.O.C. NOTES: ELEVATION 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 14 x tY x A HOG WELDED WASHER PLATE AT ANCHORS SMALLER THAN"0. 4. THIS BRACKET CAN ALSO BE USED FOR POST TYPE C2, C5, OR C6 (ALL FOOTING SIZES) PER TABLE 2 ON S7.1 AND 7/S7.1. 4 STEEL POST SLEEVE FOR POSTS CS, C7, CB, C9 J.ALUM ALLOY 6063-T6 2 IOR T K CR OR ESCREWS, EA SIDE, TYP. 0 C. `4 I l 3'e"O HOLE EA SIDE L-7z 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 1Y x 1Y x h HOG WASHER PLATE AT ANCHORS FOR 130 MPH y ALUMINUM T-BRACKET FOR POST Ci 3"=1'-D" ALUM ALLOY 5o63-T6 4-#14 SMS OR TSCREWS, EA SIDE, TYP. 3'e"m HOLE EA SIDE I 0.094 TYP. 0.750" 5.50" TYP. NOTES: 1. BRACKET LENGTH IS 2.75". 2. THIS BRACKET IS TO BE USED WITH POST TYPE C2 OR C5, WITH OR WITHOUT SIDE PLATES PER SP3 OR SP4. 3. SEE TABLE 2 ON S7.1 FOR ATTACHMENT TO FOOTING/SLAB. 4. INSTALL % x % x Ya HDG WASHER PLATE AT ANCHORS FOR 130 MPH. 5. STEEL T-BRACKET PER 3/S7.2 CAN BE USED IN LIEU OF THIS BRACKET. MNUM T-BRACKE OSTSO4 _ C5 0.75" 4.00" ASW A50O GRADE 8 1.75" 4- fa0 HOLES O i N 0 ,-�e''m & 2- s HOLES, TYP EA SIDE o � � d ri O 0 0 0 PLAN 2 00- 3.50" �OD" L iYR 2-7/fi'0 HOLES FOR "0 M.B. TYP. N a ELEVATION N Q NOTES: 1. THIS BRACKET IS TO BE USED WITH POST TYPE C6 WHEN FOOTING SIZE IS 24" OR SMALLER, WITH OR wm4oUT SIDE PLATES PER SP3 OR SP4. 2. BRACKET CAN ALSO BE USED WITH POST TYPE C2 OR C5 PER TABLE 2 ON STI AND 2/S7.1 3. SEE TABLE 2 ON S7.1 FOR ATTACHMENT TO FOOTING/SLAB. STEEL IT -BRACKET FOR PDST C8 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 Ess I 5 5885 DATE SIGNED: July 06, 2018 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.11501 FAX 949.305.1420 �AP Mo ES TM REVISIONS MARK DATE DESCRIPTION 4 STEL JOB # 17-1071 DATE 04125M B DRAWNBY RER CHECKED MDS IAPM0 195 V 3.0 SOLID PANEL STRUCTURES: FOUNDATION DETAILS S7.2 ATTACHED & FREESTANDING SOLID COVERS -10 PSF SNOW LOAD OR LIVE LOAD -110 MPH - EXP. B & C B1 6.5" ROLLFORM B2 MAG BEAM FREESTANDING ATTACHED FREESTANDiI ATTACHED MAX MIN MAX MIN MAX MIN MAX TRIB WIND POST FTG POST FTG POST POST FTG POST POST FTG EXP SPACING (IN) POST (IN) SPACING (IN) TYPE SPACING QN) ,WIDTH (SPAN) TYPE (SPAN) (SPAN) C1 11'-9" 28 TYPE C7 (SPAN) 10'-0" 17 Cl (SPAN) 916" 25 5, 11D B 17'-9" i8 11001 11-9" 20 28 104" 9=Z' 26 11 4" 19 6 110 B 117-9" 78 Cl 1D-9" 28 C7 9-9" IS C1 8'-10 24 110 C 1 U•9" 21 27 26 8 9 8'-0 8' 6' f-w 26 25 i D' 4" Cl 1D-0" C7 20 18 C1 7 1T0 B 10'•0" 19 110 C 10 0" 21 27 9-3` 8'•3` 28 9'S' 21 B, 110 B 9'-4" 79 C1 9 26 C7 8'-1D" 19 Cl 8-Z' 25 113C 9-4" 22 28 27 8'•i0" 9-7- 7'-iD" 7-9" 25 26 9-1" C7 8'-1 D" C7 21 IsC1 g i 10 6 8'-70 21 17 0 C 20 27 S'-7" 6'-3" 7 7" T-T' 26 26 8'6' C7 C7 22 2D C7 10, 11 D B 8'-T 11D C F :i 27 VT TC 27 8-1" 22 11' 110 B 8'-1" 21 C2 8-1" 27 C7 8-0 20 Cl Tom" 27 114 C 8-1" 23 28 7-7' 28 T-S" 23 12' 110 B T-Ir 21 C2 7'� 23 C7 T-7' 21 C2 T-2" 27 11 D C 7'$ 24 2$ 7T T-0' 28 7'� 23 B3 4" I -BEAM 84 4.5" MAG GUTTER 85 12 GA STL' ULCHW/ Bfi 7 I -BEAM dG ATTACHED FREESTANDING ATTACHED I FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING MIN MAX MAX MIN MIN POST POST FTG POST MAX MIN POST FTG POST MAX MIN POST FTG POST MAX POST FTG MIN POST MAX POST FTG MIN POST MAX POST FTG MIN P057 MAX POST MIN FTG POST ac7 JFTGJ POST SPACING (IN) SPACING (IN) TYPE SPACING (IN) TYPE SPACING (IN) n PE SPACING (IN) T PE SPACING (IN) TYPE SPACING (IN) TYPE SPACING ON) TYPE TYPE POPE (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) 13-T' 19 1ZA" 27 13'3" 1$ Cl 12'•Z 27 C7 13'-0" 19 Cl 1Z-10" 27 C7 23�" 22 C5 27 3' 31 C7 17�' 20 1TAT 23 2Y-4" 25 -0" C7 C1 C7 13-7' 21 1Z-1" 28 13'� Z1 11'S" 28 33 iZf3 i 9 11'$" 26 12'•Z" 19 Cl 11-- 26 C7 17 7" 19 C1 1 V-6' 26 C7 22'-0" 23 C5 2D-0 3D C7 15� 21 11'-0' 28 22'-1T 196' C7 1Z-9" 22 C1 11'1" 28 C7 ix-Z' 21 7T-2" 28 IZ-2' 20 17-7" 28 i1'-0 28 C1 10'-70" 28 C7 i2-0" Cl 11'-0 2S C7 2D-10" 24 C5 19'-0' 30 C7 10,41 10-2" 27 20'-10" 27 18'T' C7 C1 C7 1Z-Z' 23 10 8" 27 11'•3 22 1D•T 27 32 11'•$" 21 iD-7" 27 10-7" 20 C1 70-4" 27 C7 11'� C2 10''9' 27 C7 2V-1" 25 CS 18'7 35 C7 59 $21 9'•r' 27 Z0-1" 2B 179 C7 11'-0 23 C2 1D�" 27 C7 10'7" 23 10-2" 27 31 17'-1" 21 10'-2" 28 10'-0' 20 C1 iD'-D' 27 C7 1"47' 1D'"1" 28 C7 19-Z' 25 17'� 9Z C7 92C2 9-0 27 1g,Z 28 17=1" C7 11.1 24 C2 1UD 27 C7 10-023 9-T' 27 32 10 8 22 9 30" 28 Y-f 21 C2 8 6 26 C7 10 4' C2 9'9 28 C7 18�" 28 C5 15-10 32 CB 8, g. 23 8'-r' 27 18'-0" 29 16'-0' C7 C2 C7 10'-8" 24 9-7" 28 9 8 23 S_Z. 28 32 10dT 22 9-T' 29 9.7" 21 C2 9-1" 28 C7 g-10" 22 C2 9�' 29 C7 17'4" 28 C5 1fi 33 CB 8'4" 23 8'-T 28 iT�" 29 18-0 C7 C2 C7 10-0 25 93" 28 8'-1" 24 8'-8 2B 33 9T' 22 9-3 28 8'8" 21 C2 B'� 29 C7 9%6" 22 C2 9'-Z' 29 C7 18'6' 27 16-D" 34 CB $-0 T.1D Z8 16-8 3D 15-T' C7 8T' 25 C5 C7 B'�" 24 8'-4" 28 33 87 (7"I-BEAMW/ BS 7"{-BEAMW/ (2) "C" INSERT B9 DEL 2 x 6.5 x 0.042 B10 DBL 2 x 6.5 x 0.032 B11 3x8x0.042 Bit DBL 3x8x0.042 ATTACHED MAX MIN FREESTANDING MAX MIN ATTACHED MAX MIN FREESTANDING MAX MIN FTG ATTACHED MAX MIN POST FTG FREESTANDING MAX POST FTG MIN ATTACHED MAX POST MIN FTG FREESTANDING MAX POST MIN FTG ATTACHED MAX POST FTG MIN FREESTANDING MAX POST FTG MIN POST ATTACHED MAX POST FTG MIN POST FREESTANDING MAX POST FTG MIN POST TRIB WIDTH WIND EXP POST FTG POST SPACING (IN) POST FTG POST SPACING (IN) POST FTG POST SPACING ON) ,TYPE POST POST SPACING (IN) POST SPACING (IN) SPACING (IN) POST TPE SPACING POST (IN) TYPE SPACING POST (IN) TYPE SPACING (1N) POST TYPE SPACING {IN) TYPE SPACING (IN) TYPE SPACING ON) TYPE TYPE (SPAN) TYPE (SPAN) (SPAN) TYPE (SPAN) TYPE (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) 28-0 23 24'-0" 32 C7 2V-T 24 26=10" 33 08 1$-0' 20 C7 18' 0" 29 C7 13'-2` i9 C7 13'•2" 27 C7 i3�" 19 C1 iV-el 27 C7 i9'-0" 21 C2 i9 3" 30 C7 110 B 2Y-$r 34 C8 26-Z 35 C9 T5-3" 3D 17T 12-3" 17-10 21 12 7 29 79 1" 29 17� 31 $ W-9" 26 CS 27-V 27 CS SS-0" 22 21 29 110 C 25�1' 24 23' D 31 C7 27'-9" 25 25' 3 32 C7 14'-T' 3D C1 14'-7" 28 G7 T71" 19 C7 i2'•1` 27 C7 12' 19 C1 12 6 27 C7 17T 22 77-T' C7 110 8 33 CS 24-7" 34 C8 14'0" 29 11'8 1V 11'-9" 21 11U" 28 18 6" 24 T6-7" 31 8 CS CS ZT•9" 2B 14-T' 23 21 28 110 C 2S 3" 27 24'-D" 25 2Z4" 21-9` 32 C7 2C�" 28 24'-R' 32 C$ 73' 6' 27 C2 13� 28 C7 11'•T' 20 C1 17'-2" 27 C7 11'-7" 2p C1 1 V' 7' 27 CT lE-3" 22 C2 18' 28 C7 1 f D B 27-3" 33 C8 23 34 73'-0" 29 10�" 1D4" 10-1D' 22 108 27 15-3" 24 75'-0 15' 30 30 T C5 24'-0" 28 CS 28�" 29 13'6 23 22 27 11DC 17 0 E 23'-0" 2S 2D-i 0" 3Z 25'-3" 27 23 0 33 1Z 8 21 1 Z 8" 28 C7 19 ' 20 G7 10 f 27 07 10'-10" 2D Cl 1D •10" 27M21C"5" CC5 23 C7 C 20' 32 ;Y-V 33 i2-7' 28 1D'-0" 9-9 fD-2 22 10 D" 27I" 25 14-0 29110 g' C5 23'-0" 29 CB C5 25-3` 34 C8 C2 17.8" 24 22 Z7 110 B 22'-1" 27 20'-1" 83 24'-3" 27 2 _T. 34 CB 12'-0 22 12' 0" 29 9'-10" 21 C2 9'-1D" 27 C7 1D'-Z' 21 C2 1D'-Z' 27 C" 23 C5 14� C7 9' CS 19'7" 33 CB C5 24' 3 31 21'-T' S4 C9 C2 1ZX1 24 11'�" 29 C7170C 9'-0" 23 Ci 9'-Z' 27 9'-B" 23 C1 9' 4" 27' 25 13-7' 3D11D81'�27 22'-1" 30 19'-0" 34 23'-0' 2B 21'4" 35 11'4" 22 11' 4" 29 9'-0" 21 914, 28 C7 9'-2' 21 C2 V-2 28" 24 C5 13'-0 311D' C7 C5 CB C5 C9 C2 11'�" 25 C7 23 C2 27 20'-9" 34 10'-10" 29 9'-0" B'-9" 9'-2" 23' D" 26 12' T' 3D11DB 11D C 21'-0" 31 18'-10 18'-9" 33 3A 23 G 32 22.9" 28 20' 8" 35 10 10" 22 10'-10" 30 9'-0" 21 T-O" 28 B'-0" 21 C2 B'-0" 281" 24 C5 13'-7" 31 C7 20'-B" 26 C5 C9 C5 C9 C5 1 V-11Y 25 C7 23 C2 C7 28 20'-Z' 35 10'�" 29 8'T' B' 4" 8' 4" 23 7' 8" 28" 26 12'-0 31i1D2V 71DC 20' 8" 31 18'-3" 18'-3" 34 35 22-9" 32 2D'-1" 36 1 V-v 23 1014, 30 B'-7" 21 B'-T' 28 7'-8" 21T C2 B" 28 24 12' 6 3112' C7 28 C5 C9 2Z-T' 29 C5 C10 CS C7 23 C2 26C77 1D'-0" 3D B'-Z' 8'-0 8"23 T-1" 28 9" 27 11-6" 31 1102'-1"32 1T-9" 35 22'-1" 33 19'-T' 35 i0,� B13 3x8x0.042W/ 14 GA STL INSERT 3 x 8 x 814 12 GA 0.042 BEAM STL INSERT W/ DBL 3x8x0.042W/ 8DBL 14 GA STL INSERT 816 DBL DBL 3x8x0.042W/ 12 GA STL INSERT ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED 7 FREESTANDING TRIB WIND MAX MIN POST FTG MAX MIN POST FTG POST MAX MIN POST FTG POST MAX POST FTG MIN P057 MIN POST FTG FTG POST MAX%C5 MAX POST JFTGJ MIN POST MAX MIN POST FTG POST WIDTH FXP POST SPACING (IN3 SPACING (IN) Tr PE SPACING (IN) TYPE SPACING (IN) row SPACING (IN) G (IN) T PE SPACING (IN) T PE SPACING (IN) TYPE TrPE (SPAN) (SPAN) (SPAN) (SPAN) (SPAN)) (SPAN) (SPAN] 110 B 18'-4" 21 1 "" 3D 2U-1" 21 2D'-1" 30 C7 26-10" 23 32 C8 26'�" 24 CS 27 B` 35 C10 19-0' 3Z 28-4" 27 5 110 C 18'4, 23 C2 1T-0" 31 C7 20.1" 24 C2 25-10 26 34 27'-0 37 110E 16'-9" 21 16'-9" 29 16'-0" 22 1;4; 30 C7 23'-8" 24:32 C8 25'-1D" 25 C5 25'-10" 34 C1 D 17-0 31 25,_i D" 27 110C 16' 9"24C216-Z' 31 C7 18'�" 25 C2 29'�" Z733 24-10" 35 110 B 15-7" 22 15' 7" 29 17-1" 22 1T-1" 30 C7C5 22'-0"T C8 C5 C10 164, 31 24'-0" 2B 11DC C2 15'-T' 24 C7 150" 30 C5 17'-1" 25 21'-1" 33 2T-1" 35 11D B 14'-7" 22 14' 7" 29 10-T 23 16'-0" 3D C728 25 20'-7" 32 C5 C82ZW 22' 6 26 CS 22 6 3M1 C10 15 4' 30 29 8T 10 C 14'-7' 25 C5 14' 1" 29 C7 18' 0" 26 C5 19 9" 32 E14 21-T' 34 13'-9" 23 13' 9" 3D 15-1" 23 C5 15'-V' 31 C729 25 19'-433 C5 C8 21'-2" 25 C5 21'- 35110C 14' 3D 21'-Z' 29 13'9' 26 CS 13'-3" 34 C7 15'-1" 26 18-T' 32 20'�• 35C1D 110 B 13-123 13-1" 3D 14'-3 24 14'-3" 31 C7 26 16'-4" 33 C5 C8 20'•1" 27 C5 ZV-1" 35 C10 13'-9" 31 20.1„ 3D 10' 11DC3'1"Z6 C5 1Z7"3D C7 14'-3 27 C5 2y 17-8„ 33 19 4" 35 110E 12-0" 24 1Z-6" 31 13'-8" 24 13'-B" 31 C7 1TT' 26 1T-7" 34 C5 co 19'-7' 27 C5 1H-2" 36 C10 13'-1" 31 3D 11' 110 C C5 1Z-6" 26 C7 1Z-0" 3D C5 13'-8" 27 1T7" 3D 16'-10" 3319.7 18-8" 35 110 B 7 Z-0" 24 1 Z-0" 31 13'-1" 25 C5 13'-1" 32 C7 16'-9" 27 16'-9" 34 C9 CS 1 B'-0" 28 CS C10 17-7" 32 18'4" 31 12' 11D C 17-0 27 C5 111' 31 C7 13'-1" 28 16-9 3D 16'-Z' 34 17-8" 36 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 81S7.1 2 - IT IS ACCEPTABLE TO SUBTITUTE COLUMNS W1 HIGHER NUMBERS W/ THOSE SPECIFIED IN THE TABLES SHOWN. ATTACHED & FREESTANDING SOLID COVERS -10 PSF SNOW LOAD OR LIVE LOAD -120 MPH - EXP. B & C $1 6.5" ROLLFORM 82 MAG BEAM $3 4" I_BEAM [ B4 ] �J 4.5" MAG GUTTER B5 3" 12 GA SQ. ALUM W/ STL"U" CHANNEL g6 7" FBEAM ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHEO FREESTANDING ATTACHED MAX MAX MIN MAX MAX MAX MAX FREESTANDING ATTACHED FREESTANDING TRIBMIN VIDTH VIDT WIND EXP POST FTG SPACING (IN) POST POST SPACING FTG (IN) POST MIN POST FTG SPACING (IN) POST POST SPACING MIN FTG POST MIN POST FTG POST POST FTG MIN pE MAX POST FTG MIN MAX POST POST MIN FTG MAX MINMA POST FTG POST FTG t91N POST FTG MIN POST (SPAN) SPAN TYPE (SPAN) TYPE TYPE (SPAN) (SPAN) ON) TYPE SPACING (IN) TYPE (SPAN) SPACING (IN) SPACING (IN) SPACING (IN) POST TYPE SPAGNG (IN) POST SPACING ON) POST SPACING (IN) POST SPACING (IN) POS 120 B 7!'-0" 19 i1'-9 2$ 1D'-0" (SPAN) (SPAN) (SPAN) ) (SPAN) TYPE TYPE (SPAN) TYPE TYPE (SPAN) (SPAN) $ C1 C7 18 C,I 10'•3" 2D 26 28 C7 73'-7" 19 C7 12 4" 28 C7 13'3 19 72-2' C1 28 13' 19 12-2" 28 23�" 23 120 C 1208 11-7" 10--T' 21 !8 HY-1d' 10'-9 29 27 W 9-0 $-10 11' 8" 11'-8" 30 28 13'-]„ 22 S. g-g 19 26 13-0" 22 1Z-Y' 71f C7 30 Cl 11'•2" 21 C7 11-0 29 21 3" 33 C5 CB 23-1" 27 20=1" 34 C7 C7 C} 9 e" 21 C7 27 2D Cl 12 8" 2S C7 11 28 12-0" 20 f16" 2822-0 24 2D-0" 32 C7 120 C 1fi'-W 2? 70' D 28 8' S 1200 10'-0" OI 10'-0" 27 C7 93" f9 8' 26 1%7' 21 11'-1" i1-1" 293 27 D 11y-10" 29 iD-3 22 C1 70'-0 28 C7 21-9"28 C519-0" 34 CS C1 9'-2` 22 C7 27 G1 124r 24 C} 1()-10" 27 C7 11'-7" 21 C} ii'0 27 20'•10' 25 19-0" 32 C7 120C 9-1 Ei' 22 9'-0 28 6-1" Igo P93 MC70 8 120B 94" 20 Ci V� C7 B'•10" 20 B-2" 25 13'8" 22 10'-7" 27 1 10'-3" 29 S'$ 2?2B C7 C5 2D-B' 29 i B'-D" 33 C8 C7 B� 23 C7 27 C7 11'-0 25 C1 10'�` 27 C7 10'-7D 2T C1 10$ 27 29 1$-2" 3112D C 9 2" 23 8'$" 27 T-0 1 Q-7" 294 12DB 120 C B' 8" FVr 21 23 C1 B'-10" 27 C7 B'-7" 2D T-9"26 22 10'-2" 28 9'•9"28B'-10" C2 10'-0" 23 10'-3" C720-7" 6'�" 27 19'-9" 29 1T3"C8 C7 B'-0 23 C711-1" 2B C2 1 D'-10" 25 C71 27 C7 1DA" 28 19'-7' 27 1T�a" 32 8'-7' 26 T 4" 9'-8" 28 22 C2 10' 120 B 120 C 8' 6" B'-3" 21 24 Cl 8' 6 r 8-3" 21 7'-T' 28 1 D� 23 9-10" 2B 9'-9" 9'-0 24 22 C1 9'-3" 9'�i 28 B'-0" 9'-9" 23 C1 C7 8'-2 2B C5 C6 18'-9" 3D 18' T' 33 C7 C1 B'-2" 24 C7 28 C2 1 U-3" 26 C7 C2 28 C7 9'-0" 2B 18'4' 27 16' 1(Y' 32 T-9" 28 7' 2 9'4, 22 C2 11' 120 B B 1 , 21 - 8 1„ 27 B,-0„ 21 7,�„ 27 28 9'-3" 25 8' 9 28 8'-0" 24 C1 C7 T-9" 2B C5 CS 1T-10" 31 1" C1 C7 Cl T-9" 24_77 C7 29 10-0, 23 C2 9'-9" 26 9'-T' 29 C7 9'-1" C2 9-1„ 28 C7 g 3" g�_3'- 28 C7 1fi L 17,E 27 18-4" 33 12D C 24 T 6" 29 7'-0" 9'-1" 29 8'-10" 22 C2 12' 120 B r-8-7 T B" T-T' 22 25 C2 T e" 28 C7 T-T' 21 7'-2 28 9'-T' 23 9'-3" 29 B'�" 25 22 8'-0" 8'�" 29 Tom' 8'-10" 24 Ci 7'-0" 29 C5 CB 17'-1" 31 15'-T' 33 120C C2 T6 24 C7 30 CS 26 C7 C2 29 C7 8'-1D" 29 16'-B" 28 16-0 34 T-T 30 6'-9" 8'-9" 2S C2 30 8'-4" 25 8'-1" 3D 6'-10" 24 C1 T_7' an C7 ,a'A" -7,-j C5 B7 7" I -BEAM W/ (1)"C"INSERT B8 7" I -BEAM W/ (2)"C"INSERT $9 DBL2x6.5x0.042 BID DBL 2 x 6.5 x 0,032 B11 3x8x0.042 E12 DBL3x8x0.042 ATTACHED FREESTANDING ATTACI-GD FREESTANDING ATTACHED FREESTANDING ATTkEi D FREESTANDING ATTACHED MAX MIN MAX MIN MAX MAX MAX MAX FREESTANDING ATTACHED FREESTANDING TRIG WIDTH WIND EXP POST SPACING FTG (IN) POST POST SPACING FTG POST POST FTG MIN POST POST FTG MIN POST POST FTG MIN POST POST FTG MIN MAX POST FTG MIN MAX POST FTG MIN MAX POST FTG MINMAX MIN POST MIN MAX MIN (SPAN) TYPE (IN) TYPE SPACING (IN) TYPE SPACING (IN) TYPE SPACING (IN) TYPE SPACING (IN) POST SPACING (IN) POST SPACING (IN) POST SPACING N POST POST FTG IPOST FTG POST POST FTG PUS' (SPAM (SPAN) (SPAN) (SPAN) (SPAN) TYPE (SPAN) TYPE TYPE �) TYPE SPACING (IN ) TYPE SPACING N �) TYPE SPACING I (N) 5 120 B _�, �4 24 4" 34 C8 29aS 25 28-iD 35 C9 76-0" (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) TYPE 120 C 28-6 28 C5 23'-f" 35 C9 29, 29 C5 25'4" 36 C11 14-10 20 22 C} f6`-a, 30 C7 i8'-2' 2p C1 73' 2" 2g CT i3'-e" 20 13' 8" 29 T8=3" 22 C2 193" 32 fi. 120B 25 25 C5 23'-0 33 C8 2T 26 CB 14'-7" 2D 14-T' 14-7" 31 28 1 -7" 2i 12 3" 30 17 8` 2! C1 ii_w 3D C7 18'" 24 C1 16-1" 32 C7 120 C 24'-70 29 21'-0 35 C9 27 [i 30 C54#3 C11 f3'$" 23 Ci 13�" ST C7 12-1" 2D C1 12'-1- C7 12 T' C7 12 8 ?B 17-7" 23 77-7" 7 1208 24'-0Y' i8 C5 21'-0 33 C8 26�" 27 C8 13'$" 2f 13 29 11'6' 29 16'-8" 22 -Ti- 10 s 29 C7 15-1" 25 C2 14'�C7 420 C 23 8" 30 W-8" 3A C9 26=1" 37 CS 22-9" 35 C9 7Z-8" 23 C2 17-4" 3D C7 i1'2 21 C} 17-2" 28 C7 11-T' CT Tf-7' 28 1I3� 23 16-3" X3111'2 8 l20B 23'-0' 27 C5 2D-10" 9? 25'�" 28 23-0 33 C8 12�` 27 !28" 14'�" 23 00�" 28 10'-0 23 9 8 28 C7 C2 31 C7 120C 22'-8" 37 19'-92V-1 34 G3 25-0" 32 C5 21'-0 35 C9 11'-7{Y 2# C2 28 30 C7 f0� 2f C1 706" 27 C7 10'-ilY' 21 C1 1(Y-10" 27 75'-0 24 C5 15'-S" 331 D S 12DB 22-7" 2B CS 20'-1" 33 24'-3" 29 22'-1" 34 CB 12'-0" 22 17-0" f0'-0" 23 9'-9" 28 9'-3" 23 9 7" 2B C7 13-1" 28 C2 12�" 30 C7 120 C 21'-g' 32 19' 0 34 C8 24'-0" 33 CS 21'-0" 35 C9 11'-2" 24 C2 11'-0" 29 C7 9-10" 22 C2 9-f0' 28 C7 1D'-2 22 C2 1D'•2 28 14'4" 24 14'�" 30 1D' 120 B 21'�" 28 C5 19'-4" 34 CB 23-0 29 21'�" 35 11 4" 22 11'4" 29 29 9�" 23 C1 9'•Z' 28 B'-9" 23 C4 8- C7 CS C7 120 C 21'-1" 32 18' 4" 33 C9 23'-7' 33 CS 2D'-Z 34 C9 10'�" 25 C2 10'-4" 29 C7 9'-4" 22 C2 9 d" 28 C7 9-T' 22 C2 9 2" 2B 13 B" 25 13�" 3D 11' 120 B 2D'-B" 29 C5 f B'_g" 34 22' -3D 2D'-0" 35 C9 10'-10" 22 10'-1(J" 9'-0" 24 C S 8'-9" 28 8'-4" 24 C1 7'-9 28 C7 11'-B" 27 CS 11 gD C7 120 C 2D'�" 33 1T-9" 34 C9 22-0" 6 34 19' T 35 C1 D 10'-2" 25 C5 9'-10" 3D 29 C7 9'-0" ' 22 C2 910, 28 C7 8'-4 22 C2 8' 28 13'_1" 2g 13' 1" 31 12' 120 B C5 C9 31 —_TOrr_[:�36T 19.9 8- 24 8� 20 8'-0" 24 7=1" 29 C7 11'-2' 27 C5 71-0 30 CB 120 C 19a10" 34 1T 3" 34 21 111' 35 C5 19,_�„ 35 C10 26 CS aS' 30 C7 g, z, C2 8,-0 C7 22 C2 31 3D T 4 B'T' 30 C7 10'� 27 CS 10'�" an CB NOTES: 1- WHEN THE PATIO COVER IS INSTALLED ON A SLAB ON GRADE (RESIDEN11ALAPPLIC4TIONS ONLY), THE MAX MUM POST SPACING IS THE LOWEST OF THE "MAX POST SPACING (SPAN} SHOWN ABOVE AND THE MAAMUM POST SPACINGS SHOWN ON DETAIL 81S7.1 2 - IT IS ACCEPTABLE TO SUBTITUTE COLUMNS WI HIGHER NUMBERS W1 THOSE SPECIFIED IN THE TABLES SHOWN. IDURALUM 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 S 5885 q T DATE SIGNED: July D6, 2018 Or;Lkjw1v � vr�v��►r�l� 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.1150 1 FAX 949.305.1420 IAA M� NTM ES REVISIONS MARK DATE DESCRIPTION 4 STEL JOB A 17.1071 DATE 0412511E DRAWN BY RER CHECKED MDS IAPM0 195 V 3.0 SOLID COVER STRUCTURES: BEAM SPANS & FOUNDATION SIZES 10 PSF LL/SL, 120 MPH S8.10.2 ATTACHED & FREESTANDING SOLID COVERS - 10 PSF SNOW LOAD OR LIVE LOAD -130 MPH - EXP. B & C TRIB WIDTH WIND E)F 86.5" 8 ROLLFORM FREESTANDING MAX POST SPACING (SPAN) 11-7" FTG QN) 28 MIN POST PPE C7 C7 G7 C7 C7 C7 C7 C7 B2 MAG BEAM ATTACHED FREESTANDING MAX MAX MIN POST FTG POST POST SPACING (IN) POPE SPACING (SPAN) (SPAN) 10'�" 19 9'-0" Cl 10'-0' 21 848 9-9" 20 B'•9" CI 9B" 22 8-2' 9-5' 20 &A" _ 23 C1 T-Ir B-10 21 8'-0" C1 8=T' 24 T-0 8'-722 -612711'-1` Ci 8'-T' 24 T-7' B'-3" 22 T-0" Cl T-10" 25 7'-D" B'-0" 23 Cl 7' 3" FTG (IN) 28 MIN (POST POPE C7 C7 C7 C7 C7 C7 C7 C7 B3 ATTACHED MAX POST FTG SPACING (IN) (SPAN) 13-7 21 4" I -BEAM FREESTANDING MAX MIN POST POST PPE SPACING (SPAN) 17-2' C1 11'�" 11'-0 C1 10' 8 Cl 10'-10" FTG (IN) 39 MIN POST POPE C7 C7 C7 07 C7130 C7 C7 C7 64 ATTACHED MAX POST SPACING (SPAN) 13'�" FTG (IN) 21 4.5" MIN POST PPE Cl C7 C1 C1 C1 MAG GUTTER FREESTANDING MAX POST SPACING (SPAN) 17-0" FTG (IN) 29 MIN POST PPE C7 CT G7 C7 C7 C7 C7 C7 B5 ATTACHED MAX POST SPACING (SPAN) 12'•6" 12 FTG (IN) 20 GA SQ. MIN POST TYPE Cl Cl Cl C1 Ct Cl C2 ALUM CHANNELB6 FREESTANDING MAX POST SPACING (SPAN) 17-T MIN FTG POST (IN) PPE 28 C7 30 29 C7 29 28 C7 29 28 C7 28 28 C7 28 C7 3D 29 C7 31 31 C7 ATTACHED MAX POST SPACING (SPAN) 234" FTG (iN) 25 T' MIN POST PPE C5 C5 05 C532 CS C5 C5 FBEAM FREESTANDING MAX POST SPACING (SPAN) 29-79 FTG (IN) 34 MIN POS TOPI CS ATTACHED MAX POST SPACING (SPAN) FTGiPOST (IN) 2D 22 2D 23 21 23 21 24 22 24 22 25 23 MIN POPE Ct Cl Cl CS C7 C1 Cl 5' 13O B 1i'•5' 10'6 10'-7" 30 28 29 27 13-1" 17-9" 23 22 31 29 12-T' 17-2" 23 21 71'2" 11'-0" 31 29 10'3" 114' 22 21 1D-1" 11.3" 27 22'-0' 28 26 38-7' 36 34 C1D C8 130 C 130 B 11-Z' 70'-9" 6' 130 C 1D'-2' 9-7` 9-9' 30 28 28 27 12-A" 12�2" 24 22 39 29 11 11-3" 24 22 10-T 10 8" 30 29 9'�" 19'-T' 22 2( 9' 2" 19-7" 21'-7' 2D•10" 29 27 35 33 C8 C8 7 7398 10-0 8'-10" 9'-2" 29 27 28 28 11'" 71'-W 25 23 C2 C2 C2 C2 C2 10 7' 19 30 26 10 S' 1OW" 24 22 1❑-D" 1t7}3" 30 28 8'-0 I0'•D" 23 22 $-T' 9'-1D" 24 2 2D•1" 30 27 P14 35 33CB C9 C8 CB CB 130 C 9'e' 8' 130 8 7-4" 8 8'-0" 29 27 28 71'-1" 28 29 9 8 1 D_1 30 28 19-0" 10'-U' 25 23 g 4" 9'-9" 28 2B 8 Z' 9 � 23 22 8' 0 9'-0" 19'-2' 18'_7' 31 28 34130 130 C 8'-7D" 9' 10. 11' 12 8 B'-10" 7'-1 D" B'-3" 29 28 29 28 10'E' 10'-0" 26 24 9'�" 28 28 9'-0" 9'-0" 25 23 02 C2 C2 C2 8'-10" 9'-3" 23 28 T $" 8'-10' 24 23 7-T'29" B'-10" 18'-3" 29 16'-0" 34 32 34 C 130 B 8'�" B'�" 130 C 130 B 8'-0 8'-1" 7'- 7'-i D" 30 29 3D 29 8-10` 10'-0" 2T 24 9'-1" 94" 3D 29 8' 6 9'-1" 25 24 8'-1" 8'-1 D" 90 29 TO" 8' 6 24 23 7'-7' B'-0" 1T-2' 17' 4" 32 29 15' T' 1G 7' 33 15'-1" 33 C9 130 C T-7" 25 25 C2 C2 7'-2" 31 T 6" 75 C2 C2 6'-9" 31 9$" 27 C5 CS B'-9 37 7'4' 25 25 7'�" 6' 9„ 31 8' 4" 24 C1 6'-1D" 33 CS 130 C T�" B' 9' 31 T �" 25 6_T, 31 9'-1 28 8'-0' 7�„ 5' 9" 24 C7 6'-T' 15'_g, 33 14'- 613 14 GA STL INSERT614 312 GA STL NSERTU! S1$ DBL 14 GA STL INSERT B1 ° DBL 12 GA STL INSERT ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING TRIB WIND MAX MIN POST FTG MAX MIN POST FTG MAX POST FTG MAX MIN POST FTG MIN MAX POST MAX MIN FTG POST POST FTG MIN MAX POST MAX MIN FTG POST FTG POST MIN POST WIDTH EXP SPACING (IN) POST SPACING IN) POST TYPE SPACING (IN) POST SPACING TYPE ON) POST TYPE SPACING (IN) SPACING P'PE (IN) TY, E TYPE SPACING (IN) SPACING (IN) TYPE TYPE TYPE (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) 130E 18-4" 23 C2 1"" 33 181-4" 24 19'-8" 34 C8 25'-10" 28 25'-3" C5 38 CIO 26�" 26 C5 27.8" 37 Cl, 5' 130 C T-5 34 C8 C2 17-1" 28 21'-10" 29 24' 0" 38 16'-D" 25 Cl 1T-4" 26 35 C9 22'�" 37 711 24'-0 130 B 16'-9" 24 16�" 32 C7 18'� 24 18'-0" 33 23'-8" 26 23'-1" CS $5 C9 25'-10" 27 C5 25'•3' 36 CIO 6 13D C C2 C2 15' 7 C8 29 20'-1" 30 21-19" 37 14'-T' 28 14' 3" 33 CB 15-1D" 26 34 20'S" 36 C11 22' 4" C11 130 B 15' 7" 24 15'-3" 31 17'-1" 25 1"" 32 C7 22'-0" 27 C5 21'-W 34 C8 24'-0" 28 C5 Z3' 9" 35 C9 T 130 C C2 C7 C5 14'-0" 29 18'-7" 30 20-3" 36 1T V 26 13'-2 32 14'-9" 27 33 C8 19'-0" 35 C9 20'4" C1i 130 B 14'T' 25 C5 14'�" 31 25 15'7 32 C8 28 20'-1" C5 34 C8 22'-0 29 2T•0" 35 C5 C9 8, 130 C 17-0" 32 C7 C5 13'-0 3D 17' 4" 31 19-0" 35 17-6' 27 C2 13'-1 D" 28 32 35 C9 19' G' 130 H 13'-9 25 I T-6" 3D C8 15'-1" 26 14 31 C5 19'-0' 93 21'-2" 29 C5 2D-B' 34 CB 130C 12'-0" 27 CS 11'-0" 31 C7 13'-1" 28 C5 12'-0' 32 C828 019'-44 3116'4" 34 18'�" 32 18'0" 35 C9 13D B 13'-1" 2$ 17 9" 30 14'-3" 26 14'-0" 31 CB 29 18'-D' C5 33 20'-1"30 19'-8' 34 C517'1" C8 11'-0" 28 11'-7" 31 12'�" 29 31 34 17-0"32 C9 10' 130 C C5 C8 C5 12'A" 31 15'-T' 35 13D2'626 12'-2" 31 11 27 13'4" 31 C8 29 1T-T' C5 93 19'-2" 30 18'-9" 34 C5 C9 1 D'-1 D" 28 10' 7" 91 11'-1 D 29 31 15'-2" 33 18' 7" 11' 130 C C5 C8 11' 7" 32 14'-10" 33 i8.3" 34 130 B 12'-o' 27 11'�" 31 13'-1" 2l 12'-9" 32 C8 16'-9" 30 16'S" C5 33 18'-4" 31 181•0" 35 C5 C9 12' 130 C C5 C8 1V-1" 32 14'-3" 33 10'-0" 29 10.1" 31 IVA" 30 31 14'7" 33 15'-1D" 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 81S7.1 2 - IT IS ACCEPTABLE TO SUBTMJTE COLUMNS W/ HIGHER NUMBERS WU THOSE SPECIFIED IN THE TABLES SHOWN. (E) BUILDING RAFTER SEE NOTE 2 r I I I ...- RAFTER CONNECTION TO BLDG SEE NOTE 2 I I I LATTICE @ Y PR Cl O.C, j I f SEE NOTL 2 a E V COL, TYR 1 I SEE NOTE 4 I • l i l RAFTER CONNECTION I I 1 1 BEAM SEE NOTE 3 I TO BEAM SEE MOTE BEAM CLEAR SPAN BEAM LENGTH 'L' SEE NOTE 1 C PLAN VIEW SPAN NOTES: 1 I A. LENGTH OF STRUCTURE 'L' SHALL NOT BE LESS THAN ITS PROJECTION V. SEE DESIGN ASSUMPTION NOTE 10 FOR PATIO COVERS CONSISTING OF SDUD COVERS AND LATTICE FRAMING. B_ HEIGHT OF STRUCTURE 'FI (TO TOP OF COVER) SHALL NOT BE OVER 12 FT. C. BEAM OVERHANG 'OH' SHALL NOT EXCEED 25% OF BEAMS ADJACENT CLEAR SPAN, D. RAFTER OVERHANG 'OH' SHALL NOT EXCEED 25% OF RAFTER'S ADJACENT CLEAR SPAN. E. LATTICE OVERHANG 'OH' SHALL NOT EXCEED 2= OF THE TOTAL UNSPUCED LENGTH OF THE LATTICE MEMBER OR 24", WHICHEVER IN LESS, F. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN: • TRIB (Bext)= Jz ADJACENT RAFTER CLEAR SPAN @ RIGHT + RAFTER OH @ LEFT • TRIB (BLDG)=h ADJACENT RAFTER CLEAR SPAN 2. LATTICE COVERS A. SEE SHEET L4.1 FOR LATTICE PROFILES. B. SEE SHEETS L3.1A & L3.1F FOR RAFTER PROFILES AND MAXIMUM SPANS. C. SEE SHEET L2.1 FOR REDUCTION OF RAFTER MAXIMUM SPAN WHEN DESIGNING FOR SNOW LOADS. D. SEE SHEET L6.1 FOR CONNECTION OF LATTICE COVERS TO (E) BUILDING. B ISOMETRIC VIEW 3/32"=l'-O" 3. BEAMS A SEE SHEET L4.1 FOR BEAM PROFILES. B. SEE SHEETS L7.1 & L8.xx.x FOR TABLES SHOWING MAXIMUM BEAM SPAN, C. SEE SHEET 1-2.1 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR SNOW LOADS. D. SEE SHEETS L6.x FOR BEAM CONNECTIONS & DETAILS. 4. COLUMNS A. SEE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBERS OF COLUMNS REQUIRED BASED ON COVER DIMENSIONS. B. SEE SHEET L4.2 FOR COLUMN PROFILES. C. SEE SHEETS L7.1 AND L8.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING. D. SEE SHEETS L6.x & L7.x FOR COLUMN CONNECTIONS & DETAILS. 5. FOl11ZOATl_QNa A. SEE SHEET L7.1 FOR COLUMN CONNECTION TO FOUNDATION. B. SEE BEAM SPAN TABLES ON SHEETS LB.xx.x FOR MINIMUM FOOTING SIZE FOR PATIO COVER SUPPORTED ON CONCRETE FOOTING, BASED ON BEAM SPAN SELECTED, C. SEE L7.1 FOR ALTERNATE FOOTING SIZES. D. SEE 8/0.1 FOR ATTACHED PATIO COVER SUPPORTED ON SLAB ON GRADE TABLE 11 MINIMUM NUMBER OF POSTS REQUIRIING ATTAf:1-MAFAIT pC0 wea Is no �n a, WITH 2 x 6.5 x 0.032 SIDE PLATES (SIDE PLATE TYPE SP3) TRIB WIDTH SPEED AND EXPOSURE 11roB 11M 120E 120C 13DB 130C 5 2 2 Z 3 3 3 6 2 $ 3 3 3 4 T 2 3 3 4 3 4 B 3 3 3 4 4 ;I 5 3 4 4 4 4 5 1U 3 4 4 _5 5 6 11' 4 4 4 5 5. 6 13 s 5 6. 5 r W ITh 2 x 6.5 x M D42 SIDE PLATES (SIDE PLATE TYPE SP4) TRIG WINDSPEED E430SUR 110C 120E 12DC 13DII 13DC 2 2 2 2 3 2 2 3 3 3 3 3 3 3 4 FWID'TMHIIDS 3 3 4 3 4 3 34 44 4 4 44 4 5 5 4 4 5 5 5 NOTES: 1. NUMBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADD POSTS AS REQUIRED TO ENSURE THATTHE "MAX POST SPACING (SPAN)" SHOWN ON SHEETS S&xx.x OR LS.xx.x IS NOT EXCEEDED. 2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL 3IS6.3 OR 3IL6.3. 3. THIS TABLE DOES NOT APPLY IF THE SIDE PLATES ARE PROVIDED FOR AESTHETICAL PURPOSES AND THE BEAM IS CONNECTED TO THE COLUMN DIRECTLY OR WITH A BRACKET PER S6.3OR L6.3, (�) �TABLE1-MINIMUM NUMBER OF COLRING TOP ATTACHMENT SHEET INDEX -LATTICE STRUCTURES• TYPE IE GO.1 -TITLE SHEET, DESIGN LOADS, GENERAL NOTES 1-1.1 - LATTICE STRUCTURES: TYPE E L21- LATTICE STRUCTURES: SNOW LOAD DESKWN: SPAN REDUCTION FACTORS DUE TO DRIFT AND SLIDING 1-3.1A- LATTICE STRUCTURES: ATTACHED COVERS RAFTER SPANS L4.1 - LATTICE STRUCTURES: BEAM PROFILES L42 - LATTICE STRUCTURES: COLUMN PROFILES L4.3 - LATTICE STRUCTURES: CONNECTORS L6.1 - LATTICE STRUCTURES: ATTACHmENTTO EXISTING BUILDING L62 - LATTICE STRUCTURES: COTNdECTTON DTETALS L6.3 - LATTICE STRUCTURES: CONNECTION DETAILS L7.1 - LATTICE STRUCTURES: FOUNDATION DETAILS L72-LATTICE STRUCTURES: FOUNDATION DETAILS L8.xcx -LATTICE STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xL PSF LLJSL,1xO MPH G9.1 -ADDITIONAL STATE UCENSURE STAMPS LATTICE COVER STRUCTURE TYPE E: ATTACHED SINGLE SPAN WITH OPTIONAL CANTILEVER RAFTER SEE NOTE 2 (E) BUILDING i RAFTER CONNECRONEn EL I I TO BLDG SEE NOTE 2 I I I J U � I-- c Li m w LATTICE @ ; 3" OR 6" O.C. a d SEE NOTE 2 1 0 - _ COL,. TYP m SEE NOTE14 i w RAFTER CONNECTION a m o Z TO BEAM SEE NOTE 2 j 1 I _ m CLEAR SPAN C PLAN VIEW LENGTH 'L' SEE NOTE 1 SPAN NOTES: 1. PATIO COVER DIMENSIONS A. LENGTH OF STRUCTURE 'L' SHALL NOT BE LESS THAN ITS PROJECTION 'P'. SEE DESIGN ASSUMPTION NOTE 10 FOR PATIO COVERS CONSISTING OF SOLID COVERS AND LATTICE FRAMING. B. HEIGHT OF STRUCTURE 'H' (TO TOP OF COVER) SHALL NOT BE OVER 12 FT. C. BEAM OVERHANG 'OH' SHALL NOT EXCEED 25% OF BEAM'S ADJACENT CLEAR SPAN. D. RAFTER OVERHANG 'OH' SHALL NOT EXCEED 25% OF RAFTER'S ADJACENT CLEAR SPAN. E. LATTICE OVERHANG 'OH' SHALL NOT EXCEED 25% OF THE TOTAL UNSPUCED LENGTH OF THE LATTICE MEMBER OR 24", WHICHEVER IS LESS. F. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN: • TRIB (Bext)= Ys ADJACENT RAFTER CLEAR SPAN @ RIGHT + RAFTER OH 0 LEFT • TRIB (Sint)= Y ADJACENT RAFTER CLEAR SPAN @ RIGHT + Yz ADJACENT RAFTER CLEAR SPAN @ LEFT • TRIB (BLDG)=Y2 ADJACENT RAFTER CLEAR SPAN A SEE SHEET L4.1 FOR LATTICE PROFILES. B. SEE SHEETS L3.tA & L3.1F FOR RAFTER PROFILES AND MAXIMUM SPANS. C. SEE SHEET L2.1 FOR REDUCTION OF RAFTER MAXIMUM SPAN WHEN DESIGNING FOR SNOW LOADS. D. SEE SHEETS L6.1 FOR CONNECTION OF LATTICE COVERS TO (E) BUILDING. B ISOMETRIC VIEW 3. BEAMS nnnn n„rn����in nn u,nnn nnAI/`DRC A SEE SHEET L4.1 FOR BEAM PROFILES. B. SEE SHEETS L7.1 & LB.xx.x FOR TABLES SHOWING MAXIMUM BEAM SPAN. C. SEE SHEET L2.1 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR SNOW LOADS. D. SEE SHEETS L6.x FOR BEAM CONNECTIONS & DETAILS. 4. COLUMNS A SEE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBERS OF COLUMNS REQUIRED BASED ON COVER DIMENSIONS. B. SEE SHEET L4.2 FOR COLUMN PROFILES. C. SEE SHEETS L7.1 AND L8.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING. D. SEE SHEETS L6.x & L7.x FOR COLUMN CONNECTIONS & DETAILS. 100�I`i 1]bll1]i A SEE SHEET L7.1 FOR COLUMN CONNECTION TO FOUNDATION. B. SEE BEAM SPAN TABLES ON SHEETS L8.xx.x FOR MINIMUM FOOTING SIZE FOR PATIO COVER SUPPORTED ON CONCRETE FOOTING, BASED ON BEAM SPAN SELECTED. C. SEE L7.1 FOR ALTERNATE FOOTING SIZES. D. SEE 8/L7.1 FOR ATTACHED PATIO COVER SUPPORTED ON SLAB ON GRADE z N x x x B, TABLE 1 MINIMUM NUMBER OF POSTS REQUIRING A YTA!" NA AMKM PGRAMR I nqI n R.3 WITH 2 x 6.5 x 0.032 SIDE PLATES (SIDE PLATE TYPE SP3) TRIB WIDTH WIND SPE E)POSURE U 110B 1100 120EW65 5 2 2 2 6 2 3 3 7 2 3 3 S' 3 3 3 Sr 3 4 4 10 3 4 4 11' 4 4 417 4 S 6 WITH 2 x 63 x 0.D12 SIDE PLATES (SIDE PLATE TYPE SPA) TI;Hn WIND SPDAND E>POSURE WIDTH 1108 11E0 12D6 T20C 13DB 130C 5 2 2 2 2 2 3 g 2 2 2 3 3 3 T 2 3 3 3 3 4 6 2 3 3 4 3 4 g 3 3 3 4 4 5 11F 3 4 4 4 4 5 11' 3 4 4 5 5 6 t7 3 4 1 4 5 5 6 NOTES: 1. NUMBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADD POSTS AS REQUIRED TO ENSURE THATTHE "MAX POST SPACING (SPAN)" SHOWN ON SHEETS SB.xx.x OR LB.xx.x IS NOT EXCEEDED. 2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL 3SS6.3 OR 3/L6.3. 3, THIS TABLE DOES NOT APPLY IF THE SIDE PLATES ARE PROVIDED FOR AESTHETICAL PURPOSES AND THE BEAM IS CONNECTED TO THE COLUMN DIRECTLY OR WITH A BRACKET PER S6.3 OR L6.3. A�TABLEJ 1 - MINIMUM NUMBER OF COL RING TOP ATTACHMENT e[+o n nn A11 Q 0 GNSFET 1NREX - LATT�E STRUCTURES: TYPE F G0.1-TITLE SHEET, DESIGN LOADS, GENERAL NOTES L1.2- LATTICE STRUCTURES: TYPE F L21 - LATTICE STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION FACTORS DUE TO DRIFT AND SLIDING L3.1A-LATTICE STRUCTURES: ATTACHED COVERS RAFTER SPANS L4.1 -LATTICE STRUCTURES: BEAM PROFILES L42-LATTICE STRUCTURES: COLUMN PROFILES L4.3 - LATTICE STRUCTURES: CONNECTORS L6.1 - LATTICE STRUCTURES: ATTACHMENTTO EXISTING BUILDING L6.2-LATTICE STRUCTURES: CONNECTION DETAILS L6.3 - LATTICE STRUCTURES: CONNECTION DETAILS L7.1 - LATTICE STRUCTURES: FOUNDATION DETAILS L7.2• LATTICE STRUCTURES: FOU14DAMN DETALS L8x=.x • LAT710E STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx PSF LUSL, ixO MPH G9.1 -ADDITIONAL STATE LICENSURE STAMPS LATTICE COVER STRUCTURE TYPE F: ATTACHED MULTI -SPAN WITH OPTIONAL CANTILEVER m i RAFTER SEE NOTE 2 II LATTICE @ 3", OR 6" O.C. a z SEE NOTE 2 Lo w L U Y Z O y�� COL, Ilf Q W m SEE NOTE 4 a Z m RAFTER`` CONNECTION I N TO SEALi SEE NOTE Z BEAM CLEAR SPAN LENGTH 'L' SEE NOTE 1 C PLAN VIEW NOTES, 1 PA C R A. LENGTH OF STRUCTURE 'L' SHALL NOT BE LESS THAN ITS PROJECTION 'P'. SEE DESIGN ASSUMPTION NOTE 10 FOR PATIO COVERS CONSISTING OF SOLID COVERS AND LATTICE FRAMING. B. HEIGHT OF STRUCTURE 'IT (TO TOP OF COVER) SHALL NOT BE OVER 12 FT. C. BEAM OVERHANG 'OH SHALL NOT EXCEED 25% OF BEAM'S ADJACENT CLEAR SPAN. D. RAFTER OVERHANG 'OH SHALL NOT EXCEED 257. OF RAFTER'S ADJACENT CLEAR SPAN. E. LATTICE OVERHANG 'OH' SHALL NOT EXCEED 25% OF THE TOTAL UNSPUCED LENGTH OF THE LATTICE MEMBER OR 24, WHICHEVER IS LESS. F. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN: • TRIB (Beat)= 112 ADJACENT RAFTER CLEAR SPAN @ RIGHT + RAFTER OH @ LEFT • TRIB (BLDG)=N ADJACENT RAPIER CLEAR SPAN 2, LATTICE COVERS A. SEE SHEET L4.1 FOR LATTICE PROFILES. B. SEE SHEETS L3.1A & L3.1F FOR RAFTER PROFILES AND MAXIMUM SPANS. C. SEE SHEET L2.1 FOR REDUCTION OF RAFTER MAXIMUM SPAN WHEN DESIGNING FOR SNOW LOADS. D. SEE SHEETS L6.1 FOR CONNECTION OF LATTICE COVERS TO (E) BUILDING. ISOMETRIC VIEW 3/32"=1'-O" 3. BEAMS A. SEE SHEET L4.1 FOR BEAM PROFILES. B. SEE SHEETS L7.1 & 1.8.xx.x FOR TABLES SHOWING MAXIMUM BEAM SPw- C. SEE SHEET L2.1 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR SNOW LOADS, D. SEE SHEETS L6.x FOR BEAM CONNECTIONS & DETAILS. A. SEE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBERS OF COLUMNS REQUIRED BASED ON COVER DIMENSIONS. B. SEE SHEET L4.2 FOR COLUMN PROFILES. C. SEE SHEETS L7.1 AND L8.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING. D. SEE SHEETS L6.x & L7.x FOR COLUMN CONNECTIONS & DETAILS. 4 T � A SEE SHEET L7.1 FOR COLUMN CONNECTION TO FOUNDATION. B. SEE BEND SPAN TABLES ON SHEETS LB.xx.x FOR MINIMUM FOOTING SIZE FOR PATIO COVER SUPPORTED ON CONCRETE FOOTING, BASED ON BEAM SPAN SELECTED. C. SEE L7.1 FOR ALTERNATE FOOTING SIZES, SLAB, i TABLE 1 MINIMUM NUMBER OF POSTS REQUIRNG ATTACHMENT PER 31SS-3 OR 31L6 2 WITH 2 x 6.5 x OJ332 SIDE PLATES (SIDE PLATE TYPE SP3) TRIG WIDTH WIND SPEED AND U E 110B 110C 12DB 12DC 130B 13WC S 2 2 2 3 3 3 2 3 3 3 3 4 T 2 3 9 4 3 4 8' 3 3 3 4 4 5 9 3 4 4 4 4 5 1P 3 4 4 $ 5 6 11' 4 4 4 5 5 6 174 1 5 I 5 1 6 15 T WITH 2 x 6.5 x 0,042 SIDE PLATES (SIDE PLATE TYPE SP4) TRIB WIND SPEED AND EWURURF- WIDTH S309 710C 1200 32OC IWa 13OC 5' 2 2 2 2 1 2 3 V 2 2 2 3 3 T 2 3 3 3 3 4 Sr 3 3 4 3 4 Td 3 3 3 4 4 5 1D 3 4 4 4 4 5 11' 3 4 4 5 5 5 12 3 4 4 5 5 5 NOTES: 1. NUMBER OF POSTS SHOWN IN THIS TABLE IS A MINIMUM. ADD POSTS AS REQUIRED TO ENSURE THATTHE 'MAX POST SPACING (SPAN)"SHOWN ON SHEETS S&xx.x OR L&xx.x IS NOT EXCEEDED. 2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL 3/56.3 OR 3/L6.3. 3. THIS TABLE DOES NOTAPPLY IF THE SIDE PLATES ARE PROVIDED FOR AESTHETICAL PURPOSES AND THE BEAM IS CONN ECTE D TO THE COLUMN DIRECTLY OR WITH A BRACKET PER S6.3 OR L6.3. (A)T�ABE 1 -MINIMUM NUMBER OF COL ING TOP ATTACHMENT SHEET INDEX-LAnXE STRUCTURES' T1PE G GDA -TITLE SHEET, DESIGN LOADS, GENERAL NOTES 1-1.3 - L.ATT)C E STRUCTURES: TYP E G L2.1 - LATTICE STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION FACTORS DUE TO DRIFT AND SLIDING L3.1 F - LATTICE STRUCTURES: FREESTANDING COVERS RAFTER SPANS L4.1 -LATTICE STRUCTURES: BEAM PROFILES L4.2 - LATTICE STRUCTURES: COLUMN PROFILES L4.3 - LATTICE STRUCTURES: CONNECTORS 1-6.1 - LATTICE STRUCTURES: ATTACHMENT TO EXISTING BUILDING 1-6.2 - LATTICE STRUCTURES: CONNECTION DETAILS L6.3 - LATTICE STRUCTURES: CONNECTION DETAILS L7.1 - LATTICE STRUCTURES: FOUNDATION DETAILS L7.2 - LATTICE STRUCTURES: FOUNDATION DETAILS LS�oc,x -LATTICE STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx PSF LML, 10 MPH G9.1 -ADDITIONAL STATE LICENSURE STAMPS LATTICE COVER STRUCTURE TYPE G: FREESTANDING SINGLE SPAN WITH OPTIONAL CANTILEVER w I o - Q z w Lj v) Z RAFTER CONNECTION COL; TYP TO BEAM SEE NOTE 2 SEE a ° I ,NOTEI4 I 1 1 1 i l Z I z -� z ¢ Z w v' r RAFTER SEE NOTE 2 a _ LATTICE @ 3" OR 6" O.C. I 1 I ! a EL SEE NOTE 2 I r NI TI i l l sk r BEAM OH BEAM CLEAR SPAN _ BEAM CLEAR SPAN o 0 SEE NOTE 1 LENGTH 'L' SEE NOTE 1 BEAM OH SEE NOTE 1 C PLAN VIEW NOTES: 1, PAT10 COVER DIMENSIONS A. LENGTH OF STRUCTURE 'L' SHALL NOT BE LESS THAN ITS PROJECTION 'P'. SEE DESIGN ASSUMPTION NOTE 10 FOR PATIO COVERS CONSISTING OF SOLID COVERS AND LATTICE FRAMING. B. HEIGHT OF STRUCTURE 'H' (TO TOP OF COVER) SHALL NOT BE OVER 12 FT. C. BEAM OVERHANG 'OH' SHALL NOT EXCEED 25% OF BEAM'S ADJACENT CLEAR SPAN. D. RAFTER OVERHANG 'OH' SHALL NOT EXCEED 25% OF RAFTER'S ADJACENT CLEAR SPAN. E. LATTICE OVERHANG 'OH' SHALL NOT EXCEED 257 OF THE TOTAL UNSPLICED LENGTH OF THE LATTICE MEMBER OR 24", WHICHEVER IS LESS. F. TRIBUTARY WIDTH ARE AS SHOWN ON PLAN: • TRIB (Bext)= X ADJACENT RAFTER CLEAR SPAN @ RIGHT + RAFTER OH @ LEFT • TRIB (Bint)= Xz ADJACENT RAFTER CLEAR SPAN @ RIGHT + Yz ADJACENT RAFTER CLEAR SPAN @ LEFT • TRIB (BLDG)=7¢ ADJACENT RAFTER CLEAR SPAN A SEE SHEET L4.1 FOR LATTICE PROFILES. B. SEE SHEETS L3.1A & L3.1F FOR RAFTER PROFILES AND MAXIMUM SPANS. C. SEE SHEET L2.1 FOR REDUCTION OF RAFTER MAXIMUM SPAN WHEN DESIGNING FOR SNOW LOADS. D. SEE SHEETS L6.1 FOR CONNECTION OF LATTICE COVERS TO (E) BUILDING. B ISDMEfRIC VIEW 3. BEAMS A SEE SHEET L4.1 FOR BEAM PROFILES. B. SEE SHEETS L7.1 & LB.xx.x FOR TABLES SHOWING MAXIMUM BEAM SPAN. C. SEE SHEET L2.1 FOR REDUCTION OF BEAM MAXIMUM SPAN WHEN DESIGNING FOR SNOW LOADS. D. SEE SHEETS L6.x FOR BEAM CONNECTIONS & DETAILS. 4. COLUMNS A SEE TABLE 1 ON THIS SHEET FOR MINIMUM NUMBERS OF COLUMNS REQUIRED BASED ON COVER DIMENSIONS. B. SEE SHEET L4.2 FOR COLUMN PROFILES. C. SEE SHEETS L7.1 AND LB.xx.x FOR TABLES SHOWING MAXIMUM POST SPACING. 0. SEE SHEETS L6.x & L7.x FOR COLUMN CONNECTIONS & DETAILS. A SEE SHEET L7.1 FOR COLUMN CONNECTION TO FOUNDATION. B. SEE BEAM SPAN TABLES ON SHEETS LB.xx.x FOR MINIMUM FOOTING SIZE FOR PAT10 COVER SUPPORTED ON CONCRETE FOOTING, BASED ON BEAM SPAN SELECTED. C. SEE L7.1 FOR ALTERNATE FOOTING SIZES. SLAB, 5 TABLE 1 MINIMUM NUMBER OF POSTS REQUIRING ATTACHMENT PER 3= 3 OR 3A-6.3 WITH 2 x 5.5 x 0.032 SIDE PLATES (SIDE PLATETYPE SP3) TRIG I WIND SPEED AND E)POSURL WIDTH 1105 110C 120E 12)0 136E 13M 5' 2 2 2 3 3 3 G 2 3 3 3 3 4 T 2 33 4 3 4 6' 3 3 1 3 4 4 5 9r 3 4 4 4 4 5 10 3 4 4 b 5 8 11' 4 4 4 5 5 6 17 4 5 S 8 5 7 WI3"H 2 x 6.5 x 0.0A2 SIDE PLATES (SIDE PLATE TYPE SPA) 'RIB WIND PEEDANDE URE WIDTH 1106 1100 120H 126C 7308 136G 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 5 3 3 l 3 4 4 5 10 3 4 1 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 THATTHE "MAX POST SPACING (SPAN)' SHOWN ON SHEETS SS.xx.x OR Laxx.x IS NOT EXCEEDED. 2. THIS TABLE IS TO BE USED IN CONJUNCTION WITH DETAIL 3/56.3 OR 3/L6.3. 3. THIS TABLE DOES NOT APPLY IF THE SIDE PLATES ARE PROVIDED FOR AESTHETICAL PURPOSES AND THE BEAM IS CONNECTED TO THE COLUMN DIRECTLY OR WITH A BRACKET PER S6.3OR L6.3. (�jTABLE 1 - MINIMUM NUMBER OF COL EQUIRING TOP ATTACHMENT ,r.,. _ __ All n n SHEET INDEX - LATTICE $TRUCTURES: TYPE Fi GOA -TITLE SHEET, DESIGN LOADS, GENERAL NOTES L1.4-LATTICE STRUCTURES: TYPE H L2.1 - LATTICE STRUCTURES: SNOW LOAD DESIGN: SPAN REDUCTION FACTORS DUE TO DRIFT AND SLIDING L3.1 F - LATTICE STRUCTURES: FREESTANDING COVERS RAFTER SPANS L4.1 - LATTICE STRUCTURES: BEAM PROFILES L4.2-LATTICE STRUCTURES: COLUMN PROFILES L4.3 - LATTICE STRUCTURES: CONNEC70RS L6.1 - LATTICE STRUCTURES: ATTACHMENT TO EXISTING BUILDING L6.2 - LATTICE STRUCTURES: CONNECTION DETAILS L6.3 - LATTICE STRUCTURES: CONNECTION DETAILS L7.1 - LATTICE STRUCTURES: FOUNDATION DETAILS L72 - LATTICE STRUCTURES: FOUNDATION DETAILS LS.xx.X - LATTICE STRUCTURES: BEAM SPANS AND FOUNDATION SIZES xx PSF LL ISL, IxO MPH G9.1 -ADDITIONAL STATE LICENSURE STAMPS LATTICE COVER STRUCTURE TYPE H: FREESTANDING MULTI -SPAN WITH OPTIONAL CANTILEVER W 112 RAFTER -ATTACHED STRUCTURE T SPACING WIND SPEED 1 EXP (IN) 01C 110B f1QG 1203 126C 7398 130C 0.024 16' 76'-0• 15 iD• 76 0" M-w 15=9" 73'4' 24" 13-1" 13'-0" t3-1' T2' 3• 0.032 16" 20'3" ?0'-2' z'-3' —16•7• 19�9 20-7" 1B'-2' 2a' 78 7• 1S` G 76-1 75-4 74'-7D' 0.042 is, 2N-V 24'-0" 24'-0" 73-9- 24-3" 23-2• 24' 29'-1" 2D•0• 20'-1' t9'•6' 79=9• 1W-T 0.024 16• 12'4' 12'-0" T 12'-4' 24" 10'•2" T0-2• i0-2• 10 2' 1D-2• 10'•T- 0.032 16, 151-8' 15`-8" 15-8' 15=8• 16-tIs,_101 IT'S, 24- 72'•70• 12 10' TT-19' 72=10" 12-124• 0.042 16• 19•-0" 19'-0' T9'-0` 190• f90 24 15.5" 15.6^ i5-0" 15fi' i I Tv 0.024 16• 1D'•T' 10'•7' 10=T 17-7• IT-7- 7D 7' 24 8'-11 8-1" V4, 8,-1" 8, r 8-1, 0.032 is" 74-4 14 4' 14'-4• 14:4' 24' 11'-7"0.Oa2 #14'4'�37.4- 78" 1T4" 1T4' iT4" fT4 -'•4' 24' 13'-3' f3'-3" T3'ti3' 13'-3• 33-W 13'3" 0,024 16" 5.9" 9.9" 9 a. 9'A" 9.9• 9.9• 24' T4'T-0' T£• 0.032 S6^ 12'3" 12'-(' 12'6' 1-r 12'•b" 12•-0" 24" 1D'-2" 17-r— 10'•2' 1 2' 10-•2' 1D'•T 0 042 18' 190^ t6'0` Tfi 0• 76 0' 160• 7$' 0^ 24' 12 3 12-0' 72-3 t2-3' 1T-3' 723' 0.024 6" 8'•0• a-0^ FF --0 B`-0• 8'-0• Ji4' 6'-2" 6-2" E4 2` 6'2' 6-2 6'2- 0.032s, 10'-f0" TEf-10' iD'-10" 10'-19" 10'-10" 10-10" 24" B'•3` 83' 8 3' B'-3 0.042 16' 13'-2• 13'•y 73'•2` 73 2' 1372• 13�' 2C 10-9" 10-9` 1D-9^ 19.9' FO'-9` 10=9' 0.024 1S 7'•3" T 3' %7' i3' Ttii 7.3• 24' S'-2" 5-2" 5 2" 0.032 16" 9"�� 9.9 9'4' 9 B• 24" T-Q" T-0• 7-0' T-0' 7-0' _TT_ 0.042 16" 7T'•9• 1i-9" 71'•9^ 11-9' 1i-9 1f'4- 24" 7-G, 3-0` 9'-0• 9'40' 1 9-0 9'-0• DBL. 26112 RAFTER -ATTACHED STRUCTURE T SPACJNG WINgSPEEgf E797 ON) Ole 170 8 110 C 120 B 120 C 130 B 130 C. D. D24 16" 22-0 22 4' 22' 6' 21' 1 • 22'-2' 19' r 24• 18'•4• W-3" iv r 0.032 16' 28'•7• 28'-S" 5 7• 2T•9^ W_r 25' 7• 24" 23'-4' 23=3' 57 22EB• 23=1• T9•10^ 0.042 16' 34'•7" R'_- 34'-7• 33-7" 34-2' 32'4` 24' 3B'-2• 2S'-T' 28'-Z 2TA- 27-10` 26-B' 0,024 18' 1T-4" 17'-4• 77 iT-0' 1T-4• 1T-' 24" 14'•2' 14'-2" 14-2 14.2' 74-2• 14'-2' 0.032 16" 2?-r 22.7' 22'-1' 22-1' 22.1. 22'-0" 24' 38'•1' 16-1• 78-1" 1$-1" 1B=1' 1S'-0' 0.042 26'$" 26'-B• 2s' S' 2G 8' 26' $• V-7' 24' 00' 21710• 2T•TO• 21'•1D" 21.'4' 0.024 16" 15'•TD" T610' T5=10" 15-10• 15'•10" 13-10" 24' 13' 4" 13 4' 73'-0" 33;2' 13-3• 12`-9" 0.032 15' 20-2" 29'-2' 29'-2^ 20'•2" 5 2" 20-2" 24" IV-7' 1! 7' 1G-7" 76-T 16-7• M42 16' 244"' 24-6 24-6' 2FF 24'-6' 24'•S' 24' 20'-0' 20'-0" 29-D` 20-0" 20'-0' 20'-0- 0,024 t6" 74'•8• lw4- 74'8• 14 B' 14W ' 24" 11•-2' 11'-2• 11'-2• D,032 16' 7B-7" 78'•T 1B 7" 1$ 7" 18'-7' j2Z7' 24' 154" 15-3` 1S•3' 15 3" 75'•0.042 76' 2Z-T 22'7 22'--r 22.7" 24' 1814* T8's' 1S'-6• 19'•6' 78'•6' 78.6• 0,024 76• 12'-T0" 12-10• 72'-10` 12'-10' 12'•1D" T2'-10' 24' S•70' 9'-TO" S 10" 9 10' 9-10' 9-10' 0,032 16• 16' 4' Tfi�" iG-0" lG4' 16 4' 7Sd" 24' 72 6' 72 S" 12' 12 V 72'{• 12'$' 0.042 16, 19'•91 19-9' t9'4' 79'-9• F9'-9' 19•-9• 24" 1G-2^ —,.To— 75-2' 16-2' 76-2` 16'•2' 16'•2' 0.024 16' To 10L1D' 10-10" 70-70" 19'-10" 24' S-3" 8'-3- B'3" 8'4" B-3 B'•3' 0,03�22 74'•8• 7i-v md4r 14'4' 14'-8' 14'4• 11'4' 77'•3" 11-3" tY7• 71'•3' 11'3' 0.042 1 16" 1T•9' 1T•9• i7-9 17-9^ 1T4' 1T-9' 24' 13'-7' T3-7' i3=T 13-7" 13=7' 33.7" � 3' x S' RAFTER 0.042 0 0 L3-0 00" ALUM. ALLOY 3004-H36+-UM. Ar LOY 3004-H36 R2 2' x 6�5' RAFTER 3x8 RAFTER - FREESTANDING STRUCTURE i L T SPACING WIND SPEED I EXP __ LUGSL INO/C 1105 i10 C 120 B 1-D C 134 B 130 C 1B" 26=3' '1&-3' 2&'•3" 2Iy-3' 28'-3' ZT7° 1D 0.042 24' 21'-6" 21'-6' 21'-6" -1' 6" 21'6- 'V-T 16' 2i'-10' 21-10' 21-10' 21'-10" 211•10" 21'-10' 20 0.042 24• tr•10" Sr-1D" 17-10` 1T•10" -r-7p' 1T-10' 16" 21' 6' 21'•W 21'3' 21.2" 2F-3" 2D-0' 25 0.042 24" 16" 17'-r 19-'r IT-T' 19'-1" IT- 19'-1" 1T-4" 19'-1" .lr-W 19-l" 16'-10" 19"-1° 30 0.042 24' 15'-r 155-r 1S-r 15'-7" 15-r 15-7' 16" 40 0.042 24" 13'-8" 17-B" 1T-8" 13'-F 13'4" 13'-8" 1 I 50 0.042 24" l l'-2" 111-2" I I T-2- 1 T-2" NOTE, IT IS ACCEPTABLE TO SUBSTITUTE' (2) 3K8 9 32.00 IN LIEU. OF (1) 398 a 15-OC - (2) 3KB Q 48"OC IN UEU OF (1) 3XB 0 24"00 -(2) 2K6 0 32.00 IN UEU OF (1) 2K6 (J? 16"OC -(2) No Q 48.00 IN UEU OF (1) 20 LID 24`00 _UGSL 10 20 25 30 40 50 T c 2.000" z.000" M 112 RAFTER- FREESTANDING STRUCTURE T I CZPAnwr. WIND SPEED I EXP 0N) OIC 170 B It 0 C 120 B I 120 C 130 8 130 C 14'-Z" 14'-2' 14'-2' 14-2" 14.2" IV-9'-4 0.024 IG* 11'-7' 11'-T' 11-7' 11-r 11-7' 1773" 16' iv-4y lx-0' 39'-0' 7H'-0' 1$'-D' 1T7' 0.032 24' 14' 8" 7 4'4 S 4' 8' 7 4' 8" 14' 8" 14'-" 16' 21'-9' 21'•9" 21'-9` 21-9' 21-9" 27'3" 0.042 24• 1T-+9" iT•9" 1 1r--9' IT-9" 17--T iT-r is, 1'-9" 11'-9' 9•B" 9 8' 9 8' 8'�" 9 8" 9' 8' 15-0' 1 S-0" 1 S-W 15'-0" 15'-0" 16-0- 0. 12'3"tY-3"12'•3"12'3'12'3°12'18'-1" 18'l, 18-1' 18'-1"18t1" 18'-1" T2-2e 14'-9' 14'-9' 14'•9' 14=9' 14'-9` 14'-9" 11'-r 11' 7"11'-6". ll-6" 11'-2"9'.6 9, Y-F 9-0 9'-0^ T-2" 14-T' 14'-2' 12'-1" 12•-1" 12'•1" t1'-10" 12LD" 11'T 16" 1T 0.042 24" 14 r 14'-7' 14'--r 14 W" .14=6' 14'-0' 1 B' 10'-3' 10'-3" 10'-3 10-3" 10'-3" D.024 8 6" 8 B" 8'� W-r0.032 13'-1" 13-1'13'-1' 13'-t" 1 1D'-8' 1 D'-W 10'$' 1 D'-8" 10'-'0.042 V24"81-v 1 9" 1210' 12-10` 12-10" 12-1D" 12-70` 5-7' 9'-1" 5-1, 9'-1' 0.0249-1" T-2" T 2" T-2' 7' 7-2' 16' 1176" 11'-0" 11w 11--6" 11, 0.032 24' 9'4" 94• 9'�' ­ 9'a" 4-0' 9 4" IV IT-9' 13'-9' 13'-9" 13-9" 13.9" 13-9" OA42 24" 11'3" 1l'-3- 11'-r 11-3' 11-3" 11'3' 16, 8'-2• 8'-2" 8'-Tnil 8'-2' 0.024 24" 5-9" 5-91 5 9" 5'-9" 16" 10"-r 10'-3" 10'3"" 103" D.032 24- 8'-4" B'-4' r-4'' 8'�'0.042 16, 42'-6' 12'-6' lz-w6" IZ-F24' 10'-2- 10'-2' 10'-2'2" 10' 2" R3 DBL 2' x 6.5' RAFTER SUM. ALLOY 3044-H36 T � 0 6.000" 2.000' MAX DBL W 112 RAFTER- FREESTANDING STRUCTURE 1GSL T SPACING LNINDSPEEDI EXP --^ N) OIC 1108 I 110C 19'-10' 19'-tp• 0.024 ?6" 16'-3" 16" 26-3' 2S-3" 10 0.032 24" 20-$" 16" 30 8' 30Q 0.042 24- 25'-1' 125.1' 16" i6'-7' 16'-r 0.024 24" 13=7" 13=T" 20 D.032 24, IT--r 1T-3" 19 2T V 25-7 0.042 24" 20'-19' 29-10' 16-3" 0,024 e� 24" 9'3" SF-7 16" '20'-9" 20'-9" 25 O,D32 24" 1 T-0" 1 T-T 16" 25'-1" 25-1" 0.042 24" 20'S' 12a-s' 16" 14'-W 1 0.024 24° 11'-10" 11'-10" 16" 18--V 18'-4' 30 0.032 24" 15'-1" 15-l' 16, 2'-2" 1 22 27 0.042 24" 10'4" 10'-4" 16" 161-1" 40 0.032 24" 137-2" 13-2' 16" 79 4' 194" 0.042 24" 15'-10" 115-10' is- 11'-4 11 11'-4" 0.024 24 9'-4" 9 4" 16" 14'-6" 1 14'-6' 50 0.1032 24" ll'--10" 11'-10- 16" 1T-V 1 1r-6" 0.042 ALUM. ALLOY 3004-H36 ALUM. ALLOY 3004-H3fi UM. ALLOY 30D4-H36 ALUM. ALLOY 3064 H36 STEEL ASTM A'Loy GRADE 50 G60 1.229" 3.D40" 2.908" � 12 GA. p CONTNUOUS x 2 STEEL INSERT 0.018" . o o 0.042 v �a m o rn o m oo 0.042" `0 N Tm 3.000" N 0 2.624" 3.000" 3.OD0" i 2 x 3 LATTICE TUBE _ (��12� x 8 x0.042' ALUM. BEAM W/- 3 x 8 x 0"042' 3 x 3 x 0.032" ALUM. BEAM WI- � =TL INSERT 3"=r o° B11 3"=1'-o° B5 12 GA STL 'U` CiiATiNEL 3°=r-0° ALUM. ALLOY 3004--H38 ALUM. ALLOY 3004-H35 ALUM, ALLOY 3004-H36 ALUM. ALLOY 3004 H36 STEEL AYrM A653-SS GRADE 5D G50 ALUMINUM BEAM & CONTINUOUS STEEL INSERT PER B14/S4.2 TYR 0.042" � u? w o o D.042 o a m TYP. uu? u; 1.SO0" OR 2.000' 2.000" 4.OD0" 2.D00" 3.000" 4.000" 3.000" MAX. 3.000" 4.000' 3.000" MAX MAX (��lL112x11/2OR2x2 Q,c DBL3x8x0.042'ALUM.BEAM DBL3x8x0.042' DBL2x6112x0.042' LATTICE TUBE 6"=1'-o" ��� WI 14 GA. STL��� W/ 14 STL INSER7�3°=1'-03°=1'-0° Bj2 3"=1'-0" B9 3"=1'-0" ALUM. ALLOY 3004 H36 LUM A. ALLOY 3004-H36 ALUH M. ALLOY 3OD -6 STEEL ASTM A653 SS GRADE 50 G60 STEEL ASTM A653-SS GRADE 50 G60 1.229" ALUMINUM BEAM & CONTINUOUS STEEL INSERT PER 814/S4.2 c 14 GA. TYP. CONTINUOUS STEEL INSERT o 0.032' g co q cR 0.042" TYP. iYP- N u) O 2.000° 4.OD0" 2.000" 3.000" � 4.Q00" � 3.000" � 2.824" MAX. MAX. 3.000" ��BL 3 x 8 x 0.Q42' ALUM BEAM 3 x S x 004r ALUM. BEAM W/- DBL 2 x 81/2 x 0A32' W/ 12 GA STL INSERT 3"=1'-D" B13 14 GA. STL INSEL T 3°=1'-0" �Q 3"=1,-O" DURALUM 2485 RAILROAD ST, CORONA, CA 92880 951.736.4500 S585 �L,1F��1T DATE SIGNED: July 06, 2018 �,, TCL 26030 ACERO, SUITE 200 MISSION VIEJO, CA 92691 949.305.1150 1 FAX 949.305.1420 �NT REVISIONS MARK DATE DESCRIPTION 4 STEL JOB # 17.1071 DATE 04125/18 DRAWN BY RER CHECKED MDS IAPM0 195 V 3.0 LATTICE STRUCTURES: BEAM PROFILES L4.1 ASTM A500 GRADE B ASTM A500 GRADE B ALUM, ALLOY 300 JALOM. ALLOY 300"L6 3" ALUMINUM OR STEEL POST PER PLAN NI O 0.032" 0.188"lb 0 0.188" CD g 0.042" 3.00D" 3.000" 4.000" 2.000" 3.000" 2.ODO" SEE TABLE 1 ON Ll.x FOR APPLICATION OF THIS DETAIL C10 HSS 4 x 4 x 3116 HSS 3 x 3 x 3/16 SP4 0.042' SIDE PLATES 3' SQ. ALUM POST ASTM A500 GRADE B ASTM A500 GRADE B ALUM. ALLOY 5063-T6 JALUM. ALLOY 3004-H36 N V I` 1.500" o 0.04a 0.250" o o 4.400" co o 0.250" c o 0.062" o - �; c. TYP n }ROA25 4 !�/ TYP.Lij- 3.000" � 3.ODD" 3 OQQ" ro 4.000" 11 NOTE: IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY [T IS ACCEPTABLE TO COVER THIS COLUMN SECTION {FULL HEIGHT) BY SECTION Cl FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. SECTION C1 FOR AESTHETICAE PURPOSES. NO FASTENERS ARE REQUIRED. SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF SLEEVE SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF THE BEAM/COLUMN CONNECTION. THE BEAM/COLUMN CONNECTION. C11 HSS 4 x 4 x 1/4 CB HSS 3 x 3 x 1/4 C5 3' MAG POST S_Z SQ. ALUM POST ASTM A500 GRADE B STEEL A653 GRADE 50 C?64 ALUM. ALLOY 300C-H35 3" ALUMINUM OR STEEL POST PER PLAN 1.500" � c 0.048 � � D.+Qa` lb 0.313" 0 M +R0.125 vi 45� TYP. rn r 3.000" 3,ODD" o 0.03Y 0 2.000" 3.000" 2.000" NOTE' IT IS ACCEPTABLE TO COVER THIS COLUMN SECTION (FULL HEIGHT) BY SECTION Cl FOR AESTHETICAL PURPOSES. NO FASTENERS ARE REQUIRED. NOTE: SLEEVE SHALL EXTEND FROM THE FOUNDATION, TO THE UNDERSIDE OF SEE TABLE 1 ON L1.x FOR APPLICATION OF THIS DETAIL THE BEAM/COLUMN CONNECTION. C9 HSS 3 x 3 x 6/16 CB 3' SQ STEEL POST SP3 Q032' SIDE PLATES 2.875" 0 06Q• 0 CD 0 ri 0 0 0 0.060" N O M A1n� IOUs BRACKET IS 2W LONG 4 V BRACKET AT COLUMN 'H' BRACKET 4 N.T.S. 0 0 N O O N O O O .0 o Q.flBS" `v O N ❑ Typ. UO] 2.000 z�0 o ZI 2.27s" 0 LENGTH= 2Yp" @ SINGLE 3 x 8 OR 3 x 3 BEAM BELOW LENGTH= 6Y" @ DOUBLE 2 x by BEAM BELOW 2 p LENGTH = 8)/4" @ DOUBLE 3 x 8 BEAM BELOW & ROOF BRACKET V BRACKET ROOF 8 x 114 x 2' 2 2 x 6-112' RAFTER TO BEAM 0 N O O N 0 0 0.065'10 N Q IIr. 2 O O cV 3I I 3.315" a 2.�• O ZLEN = 2Yj" @ SINGLE 3 x 8 OR 3 x 3 SEAM BELOW 8.p0. LENGTH - 8Y4" @ DOUBLE 2 x fiY" BEAM BELOW Z Op LENGTH = 8"-Y� @ DOUBLE 3 x 8 BEAM BELOW a SNOW BRACKET (:3)KET P BRAC ��L12 x 8 x V2 x 2' 2"=�' o" 3 x 8 RAFTER TO BEAM TABLE 1 - MAXIMUM PROJECTION ASSUMING (E) JOIST SPACING = 24"OC MAX LUGSL (PSF) EXISTING FRAMING MEMBER AT ROOF OVERHANG BRACKET OFFSET'D' 24' 1S. 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' Cr 28' 0' 26 0' 260" 2x8 FULL OR 2xl0 NOTCHED 28' 0" 28' 0' 26 0' 28' 0' D(4 FULL 7' 9- W 10' 19' 5' 28' 0" 2x6 NOTCHED 17 3" 1710' 28' 0' 28' D" 20 2x6 FULL OR 2x8 NOTCHED 19' 7" 27' 7' 28' 0' 28' 0' 2x8 FULL OR 200 NOTCHED 28' 0" 28' 0" 28' 0" 28' 0- 2K4 FULL 7 4' 11' 3' 18' 7 28' 0' Zx6 NOTCHED illa" 17 0' 271' 28' 0' 25 2x6 FULL OR 2xB NOTCHED 166, 26' 4' 28' 0' 28' 0' 2xB FULL OR 200 NOTCHED 28' 0" 28' 0' 28' 0" 28' 0- 2x4 FULL 5' 11" 9' 4" 15' B' 28' 0' a 6 NOTCHED 919, 14' 2' 22' 11- 28' 0" 30 2x6 FULL OR 2xB NOTCHED 15 5' 27 0' 28' 0' 28' 0' 2x8 FULL OR 200 NOTCHED 26' 3" 28' 0' 28' 0' 28' 0' 2x4 FULL 4' 0' 6' 9" 17 0' 25' 2' 2x6 NOTCHED 6 9" 10 5' 17 6 26' 0' 40 2x6 FULL OR 2xB NOTCHED 11' 4" 16' 6' 267' 28' 0' 2x8 FULLOR 200 NOTCHED 19' 7" 27 6' 28' 0' 2B' 0' 2x4 FULL 7 10" 6 2" 98, 20' 4' 50 2x6 NOTCHED 5' 1' 812, 14' 2' 28' 0' FULL OR 2x8 NOTCHED 8' 9" —2x6 13' O' 21' 6' 28' 0' 2x8 FULL OR 200 NOTCHED 16 6" 21' 11" 28' T 28' 0' (NOTES: '1 - NOTCH CAN BE UP TO 1" IN 2x6, UP TO 1.5" IN 2xB OR 2x10. 2- MAX (E) ROOF RAFTERS BACKSPAN IS ASSUMED TO BE 40 FT. 3- FOR 10 PSF WGSL, USE ROOF BRACKET5/L4.3 4- FOR LUGSL t 20 PSF, USE SNOW BRACKET 614.3 TABLE 1A- MAXIMUM PROJECTION USING ROOF BRACKET PER 4C/L4.3 WIND SPEED & EXPOSURE WGSL (PSF) 110B 1 DC 120C 130C 10 23'-0" 21'47 I 20'- 18'-0" N OTE: WHEN USING ROOF BRACKET PER4C/L4.3, MAXIMUM PROJ ECTION SHALL BE THE 5MALLEST PROJECTI ON FROM TABLE 1 AND TABLE 1A TABLE 1 B - MAXIMUM PROJECTION USING SNOW BRACKET PER 4D/L4.3 WIND SPEED & EXPOSURE WGSL 1108, 120B, 13DB (PSF) 11DC,1200,13DC 10 2B'-O' 2D'-0' 20 25 19'-3' 30 36 13'-9" 40 173' 42 50 'NOTE: 'WHEN USING SNOW BRACKETPER4D/L4.3, MAXIMUM PROJECTION SHALL BE THE SMALLEST PROJECTION FROM TABLE 1 AND TABLE 18 TABLE 2 - NUMBER OF SIMPSON A34s EA END REQUIRED AT ROOF PANEL OR RAFTER CONNECTED TO EXISTING ROOF OVERHANG (EA. END) TRIB 10 PSF 2D PSF 25 PSF 30 PSF 40 PSF 50 PSF WIDTH WGSL LLIGSL GSL GSL GSL GSL 1 2 7 1 1 1 1 1 2 2 2 2 2 10, 1 1 1 2 2bEj 2 11' 1 1 2 2 2 12' 1 1 2 2 2 NOTES: 1 -USE (8) SIMPSON SD9112 SCREWS INTO EACH A34 2- WHEN USING (2) A34s AT EA END. PROVIDE 2x FULL DEPTH WOOD SCAB, FULL LENGTH OF RAFTER TAIL, Wl 10d @ 17 0 C. MAx T&B, STAGGERED (WOOD SCAB TO RAFTER) 3- A NUMBER 1 IN THIS TABLE IdFANS THAT 2 A34s TOTAL ARE REQ D. A NUMBER 2 IN THIS TABLE MEANS THAT 4 A34s TOTAL ARE REQ D TABLE 3A - FASTENERS REQUIRED AT (E) OR (N) WALL LEDGER TO EXISTING WOOD STUD WALL FRAMING TRIB I 10 PSF 20 PSF 25 PSF 30 PSF 40 PSF 50 PSF WIDTH WGSL LUGSL GSL GSL GSL GSL 6' A A A A A A 6 A A A A A B 7 A A A A B B 8' A A A A B C 9' A A A A B C 10, A A A B C C 11' A A B B C C 12' A B B B C C A. LAG SCREWS Wl2'l,--' PENETRATION IN WALL STUDS B - (2) a/is LAG SCREWS W/ 2'le PENETRATION IN WALL STUDS C - (2) 71,60 LAG SCREWS W/ 3'/27 PENETRATION IN WALL STUDS NOTES: 1 - ANCHORS ARE TO BE SPACED AT 16" O.C. MAX HORIZONTALLY IN DIRECTION PARALLEL TO WALL TABLE 4 -ANCHORS INSTALLED INTO THE SIDE OF 6 N THICK MIN CONCRETE OR CMU WALLS IN CONCRETE, USE 1/7' DIA SIMPSON STRONG-BOLT2, STAINLESS STEEL, WITH 3" MIN EMBED, INSTALLED PER ICC-ESR3037. IN CMU, USE 117' DIA SIMPSON WEDGE -ALL. STAINLESS STEEL, WITH 3 3/8r MIN EMBEI INSTALLED PER ICC-ESR-1396. MAXIMUM ANCHOR SPACING 10. 20, 25 PSF LLIGSL 30 PSF 40 PSF GSL GSL 50 PSF GSL 49' 36" 36' 24" USE 3' SQ.x114' STAINLESS STEEL WASHER WHEN INSTALLING NEW WOOD LEDGER AGN14ST EXISTING CONCRETE WALL NOTE: WHEN (E) WALL HAS AN OPENING UNDER THE ATTACHMENT OF THE PA710To THE SAVE OR WALL, SITE -SPECIFIC ENGINEERING IS REQUIRED TO VERIFY ADEQUACY OF THE EXISTING STUD WALL FRAMING (INCLUDING HEADER SIZE) WHPN THE FOLLOWING CONDITIONS OCCUR: FOR U-93SL = 20 PSF KM, COVER PROJECTION > 18' AND OPENING IN WALL WIDER THAN 8' FOR GSL = 50 PSF MAX,, COVER PROJECTION a 141AND OPENING IN WALL WIDER THAN 6' NO ADOI110NAL SITE SPECIFIC ENGINEERING IS REQUIRED WHEN EXISTING OPENINGS 1 PROJECTIONS ARE SMALLER THAN THOSE STATED ABOVE AVOWABLE CLEAR DIMENSION TO 13EAM D SEE TABLE 1A ON L6.1 SEE TABLE 1 2 x 6VZ" or 3 x 8 WOOD ON L6.1 FILLED ALUMINUM LEDGER U-BRACKET AND ATTACHMENT PER 2/L6.2 ALUMINUM RAFTER ALTERNATIVE ROOF BRACKET ORIENTATION *4e ROOF BRACKET PER 5/1-4.3 (3) Yz"m LAG SCREWS W/- 1-" PENETRATION (3) S"0 LAG SCREWS W/- 4" PENETRATION 6" MA]C ALTERNATIVE ROOF BRACKET LOCATION AND/OR ORIENTATION SEE NOTE 4 (E) BLOCKING BETWEEN CONT. RAFTERS OR TRUSSES, WHERE OCCURS (E) WALL SEE J� NOTE ABOVE E PAVE OH PIER RAOR TRUSS BACKSPAN 24 MAX 8-0" MIN 40"-0 MAX NOTES: 1. EXISTING ROOF DESIGN LOADS: RDL = 3 PSF (MIN) TO 8 PSF (MAX) 2. NEW PATIO DESIGN LOADS: LL = 10 PSF MAX (NO SNOW LOAD) 3. PLACE "S1KA FLEX" OR SIMILAR MATERIAL BETWEEN BRACKET AND COMPOSITE SHINGLE ROOFING TO PROVIDE SEAL. 4. WHEN THE BRACKET IS INSTALLED AT ALTERNATE LOCATION SHOWN, USE TABLE 1 FOR D=6". S. USE THIS DETAIL WITH ROOF BRACKET PER 5/1-4.3 AND TABLES 1 AND 1A ON L6.1. CONNECTION TO TOP OF EXISTING ROOF LL =10 PSF MAX ALLOWABLE CLEAR DIMENSION TO BEAM SEE TABLE 1S ON L6.1 U-BRACKET AND 3 x 8 WOOD FILLED ATTACHMENT PER 2/1-6.2 , �- ALUMINUM LEDGER ALUMINUM RAFTER ROOF BRACKET PER 6/1-4.3 W/- V' PENETRATION(3) Y2,O LAG SCREWS (3) V0 LAG SCREWS W/-2T PENETRATION (E) BLOCKING BETWEEN CONT. RAFTERS OR TRUSSES, WHERE OCC M (E) WALL SEE NOTE ABOVE NOTES: 1. EXISTING ROOF DESIGN LOADS: RDL = 3 PSF (MIN) TO 8 PSF (MAX) 2. NEW PATIO DESIGN LOADS: U. = 50 PSF MAX 3. PLACE 'SIKA FLEX' OR SIMILAR MATERIAL BETWEEN BRACKET AND COMPOSITE SHINGLE ROOFING TO PROVIDE SEAL 4. BRACKET MUST BE ORIENTATE[) TOWARDS ROOF EDGE AS SHOWN. 5. USE THIS DETAIL WITH ROOF BRACKET PER 6/1-4.3 AND TABLES 1 AND 1B ON L6.1. 6. VERTICAL LEG OF BRACKET SHALL BE LOCATED 6" MAX. FROM FACE OF WALL, ON EITHER 510E OF WALL F) CONNECTION TO TOP OF EXISTING ROOF GSL = 50 PSF MAX 4 CONNECTION TO (E) SLDG 3/4"=1'-O" DECK/ DIREC' COLUh BEAM BEAM COLUh P1 AM BEAM BRACKET N.T.S. LEDGER OR WALL HANGER w/ FASTENERS PER TABLES 3A & 4 ON L6.1 AND 04 R 2/L6.2 ', � �i RAFTER MIN, 2x RAFTER BRACKET ATTACHMENT PE 2xOR 3x ALUMINUM TRIBUTARY AREA TRIBUTARY AREA DECK/RAFTER DIRECTION E 1 ^ THICK MAX LATH AND PLASTER OR WOOD SIDING OR 1, 2 OR 3 COATS OF STUCCO SEE NOTE 3 WOOD STUD WALL SIM AT CONCRETE, BRICK NOTE: OR MASONRY WALL. 1) WALL LEDGER SHALL BE: SEE NOTE ABOVE. - NOMINAL LUMBER SIZE 2 x 6 AT 2 x 6� MINIMUM RAFTERS), - NOMINAL LUMBER SIZE 2 x 8 �AT 3 x B MINIMUM RAFTERS), OR - KILN -DRY WOOD -FILLED 2 x q OR 3 x 8 ALUMINUM SECTION. 2) EDGE DISTANCE VARIES WITH DIAMETER OF SCREW. 3) PLYWOOD SHEATHING DOES NOT COUNT TOWARD THIS 1" MAX. g WALL GONNECTIDN °D" SEE TABLE 1 ON L6.1 F SIMPSON A34 EA END SEE TABLE 2 ON L6.1 U-BRACKET AND FOR NUMBER OF A34 ATTACHMENT PER 2/L6.2 REOD AT EA END (E) BLOCKING BETWEEN CONT. RAFTERS OR I TRUSSES 2xOR3x ALUMINUM RAFTERS EXISTING FASCIA BOARD CLEAR DIMENSON TO , TABLE 1 ON LEA ADD 2 x FULL DEPTH WOOD SCAB, WHERE 2-A34's ARE REQUIRED PER TABLE 2 ON L6.1 SEE NOTE 3 ON L6.1 EAVE OH (E) TRUSS OR RAFTERS @ 24" OC (E) WALL SEE NOTE ABOVE MIN 4#-0' MAX NOTES: 1. EXISTING ROOF DESIGN LOADS: RDL = 3 PSF (MIN) TO 8 PSF(MAX) RLL/GSL = 10, 20, 25, 30, 40 OR 50 PSF 2. FASTENERS TO BE LOCATED 4' MIN FROM SPLICE IN (E) FASCIA BOARD. 3. SEE NOTE 2 ON TABLE 2/L5.1. A CDNNECTiON TO EDGE OF E7(ISTIHfl ROOF (E) STUD WALL 3' x B" x 0.042" HEADER (3) )rO LAG SCREW TYP. ® (3) #14 SMS EA. SIDE MIN. ]' THICK MAXMAX i 4D PLASTER OR WOOD SIDING OR 1, 2 OR 3 COATS OF STUCCO 3"x 8" RARER BRACKET NOTES: SEE NOTE 6 1. USE OF THIS DETAIL IS UMITM TO THE FOLLOWING: FOR LL/GSL = 10 PSF, MAX TRIG AREA TO CONNECTION = 100 FTZ FOR LL/GSL = 20 OR 25 PST. MAX TRIG AREA TO CONNECTION = 55 FT2 FOR GSL = 30 PSF, MAX TRIG AREA TO CONNECTION = 45 FT' FOR GSL > 30 PSF, DETAIL IS NOT ALLOWED 2. SEE PLAN FOR DEFINITION OF TRIBUTARY AREA. 3. BEAM MUST LINE UP WITH EXISTING FULL HEIGHT WALL STUD. NO OPENING ALLOWED UNDER CONNECTION. 4. USE (2) W HILTI KB-TZ W/ 4" EMBED @ CONC WALL, W/ 6" SPACING 5. USE i0" TALL BRACKET & (2) fig" HILTI KB-3 W/ 4" EMBED @ CMU WALL W/ 8' SPACING 6. PLYWOOD SHEATHING DOES NOT COUNT TOWARD THIS 1" MAX. EXISTING STUD WALL WITH (N) OR (E) 2 x WOOD SHEATHING AND LEDGER (LL = 10 PSF MA>I STUCCO OR 2 x OR 3 x WOOD FILLET r ALUMINUM MEMBER (GSL = (3) Y"d x 2" FULL 50 PSF MAX), SEE DETAIL LENGTH THREADED 4B/L6.2 AG SCREWS LEDGER TO WALL FASTENERS PER RAFTER PER PLAN 3/La.2 SMS PER 3/1-6.2, TYP U BRACKET, SIM TO 2/L4.3 OR 3/1-4.3 NOTES: I. MAX SPAN OF SINGLE RAFTER SHALL BE AS FOLLOWS: 10 PSF LL/GSL - 24' FOR 24' AND 16" SPACING 20 PSF LL/GSL - 22' FOR 24' SPACING, 24' FOR 16' SPACING 25 PSF LL/GSL - 20' FOR 24' SPACING, 24' FOR IV SPACING 34 PSF LL/GSL - 18' FOR 24" SPACING, 22' FOR I S' SPACING 4C PSF LL/GSL - 12' FOR 24" SPACING, 20' FOR 16' SPACING 50 PSF LL/GSL - 16 FOR 24' SPACING, 16' FOR 16' SPACING (�)RAFTER TO WALL LEDGER CONNECTION 1-1/2"=r-0° 1" THICK MAX LATH AND PLASTER OR WOOD SIDING OR 1, 2 OR 3 COATS OF STUCCO SEE NOTE 3 RAFTER PER PLAN FOR LL/SL = 10 PSF, USE (2)114 SMS EA SIDE AND (3) Y'm x 3" LAG SCREWS. FOR LL/G8L = 20. 25. OR 30 PSF, USE (3)J14 SMS EA SIDE AND (3) %"4 x %" LAG SCREWS. FOR GSL = 40 OR 50 PSF, USE (4)#14 SMS Ek SIDE AND (3) X'o x 2W LAG SCREWS. U BRACKET, SIM TO 2/1-4.3 OR 3/L4.3 ATTACHMENT PER TABLE 3A OR 4 ON L6.1 NOTE-. �-- (E) STUD WALL @ 16" O.C. 1. USE LEDGER PER 2/0.2 WHERE RAFTER SPACING EXCEEDS EXISTING STUD SPACING, SEE TABLE 3 SHEET LOA . 2. PLYWOOD SHEATHING DOES NOT COUNT TOWARD THIS 1' MAX. 3 RAFTER TO STUD WALL CONNECTION 1-1/2„=V-Cr LATTICE ATTACHMENT PER #8 SMS 7/1-6.3 3 x B x 0.42 BEAM OR 3" SQ. STEEL BEAM DOUBLE BEAM (4) #14 SMS EA (6)-#14 SDS @ EA. SIDE B9, B10, 912, RAFTER TO COLUMN TOP & BOT TOTAL = 24 815 OR 816 (8 TOTAL) 1N' SQ. OR 2" SO. OR 2 x 3" LATTICE @ 3" O.C. I 5/8"0 HOLE WITH H BRACKET PER 1/54.5 MIN. UP TO 6" O.C. MAX. I I PLASTIC PLUG, AS OR 1/1-4.3 I REQ'D, TYP. IT IS I ® ACCEPTABLE TO USE 3" OR 4" SQ. RAFTER ONE HOLE TO ! I INSTALL SEVERAL ALUM. OR STEEL POST I SCREWS, TYP. 3 x 3 x .024 (3) #14 SMS CONNECTOR EACH SIDE Lk NO THIS DETAIL IS NOT TO BE USED IN LIEU OF A COLUMN. (D _LATTICE TUBE TO RAFTER STUB COLUMN TO DBL BEAM 1 "H' BRACT TO POST -- 3"=1'-0" 4 CONNECTION 1-1/2"=1'-O" 1-1/2"=1'-0" 3.125" FOR 3 x RAFTER LATTICE ATTACHMENT PER 7/1-6.3 2.125' FOR 2 x RAFTER 1 2" MAX SPLICE WHERE OCCURS (6) #14 SMS @ EACH (INT COL ONLY) 1 t=0.040" @ 6063-T6 HEADER TO COLUMN DOUBLE BEAM 69. DBL RAFTER (12) FASTENERS PER CONNECTION 810, 812, B15 OR (4) 114 SMS EA RAFTER 916 TO COLUMN (B TOTAL) 5/8"0 HOLE WITH 5/8"o HOLE WITH PLASTIC PLASTIC PLUG, AS II 1 PLUG, AS REQ'D, TYP. IT IS REQ'D, TYP. IT IS I II I ACCEPTABLE TO USE ONE ACCEPTABLE TO 1� aI a HOLE TO INSTALL SEVERAL USE ONE HOLE I SCREWS, TYP. TO INSTALL I i SEVERAL SCREWS, I1 ! o ! ATTACHMENTS PER 2/1-6.3 I i O I (2) #14 SMS EACH I SIDE T&B @32" 1 I ARCHITECTURAL SIDE 0 I DBL BEAM B9, 810, B12, O C PLATES, WHERE OCCUR, o I B15 OR B16 SHALL STOP & FLUSH BELOW BEAM Z`I`A I 3" OR 4" SO. POST W/ OPTIONAL SIDE PLATE OR 3" OR 4" SO. POST ARCH COL WHERE OCCURS BRACKET SCALE 6"=1'-O" DBL RAFTER TO DBL BEAM DBL BEAM TO COL 6 CONNECTION 1-1/2"=1'-0" 1-1/2"=1'-0" (2)-#14 x 344' TEK SCREWS 3" WIDE 8F1U! TYP 82, RAFTER EACH SIDE BRACKET TO 05, 811. B13 OR 014 1 2" MAX SPLICE RAFTER 3" OR 8" BEAM (6) 014 SMS EA. SIDE WHERE OCCURS SMS PER ELEVATION, TYP AT SIDE PLATE SP3 (INT COL ONLY) (8) #14 SMS EA. SIDE c VO PLASTIC PLUG, TYP. AT SIDE PLATE SP4. SEE NOTE 1. a BRACKET PER (4)-#14 x Y" TEK SCREWS �+ 2/L4.3 OR 3/L4.3 BRACKET TO BEAM PROVIDE FULL 9E4RING OF o SINGLE 3 x 8 OR 3 x 3 BEAM ON POST. BEAM BELOW %"0 HOLE Ym PLASTIC PLUG, AS REQ'D, TYP. IT IS ACCEPTABLE TO ° °' P • " SIDE PLATE EA SIDE USE ONE HOLE TO INSTALL G SEVERAL SCREWS. TYP. RAFTER EACH S x B" AC SCREWS (2) 114 SMS EA SIDE AT EACH SIDE BRACKET TO 6" SIDE PLATE FA SLOE, SEE RAFTER 3" SO. POST BETWEEN BOTTOM AND AT 32" OC MAX. L TABLE 1 ON S1.x OR L1.x (2)-(14 x Y ' TEK SCREWS SIDE PLAN OPTIONAL STYROFOAM INFILL OF BRACKET TO EACH BEAM SECTION 3' SA� SIDE PLATES CAN STOP BELOW (4) TOTAL SIDE PLATES POST BETWEEN THE CONNECION DBL 2 x 6 BEAM BELOW OR DBL 3 x B BEAM BELOW BEAM TO RAFTER BRACKET 3 BEAM TO POST CONNECTION AT Ca $ AT COLUTAN B2, AOJU57 SCREW LOCATION T4 LOCATE SCREWS CONNECTION 1-1/z„=1' D" 314"=1' 0" INTO THE FLAT PORTION / VE+TTICAL WALL OF BEAM STEEL SLEEVE PER 4/0.2 AT POST TYPE C7, CB, & C9 BOLTS PER TABLE 2 ADJACENT ADJACENT 3" OR 4" STEEL POST. GRADE TYP. GRADE TYR 1 1 1 .. f I ---I I �� I i t i-L+ • '. -- _•a - - • d • I a / - 4 a I z (I I + ? . " 3"MINUO 0 z PER 4/L7.2 + `n gc m TYP. e , _ + a •• 0 ++ ~ _ •a wz u • C3w z x a - • - • - • uj V) 0 N N d s c W o y N �m _ 4 -X; ++II • sr • • !I dT POURED I ' f POURED " 1 �— T CONCRETE FOOTING 1' i , CONCRETE y:"0 A36 THREADED FOOTING ROD W/- NUT EA. SIDE WIDTH = LENGTH IN WIDTH - LENGTH IN OF COL OR #4 REBAR, S FTG. SCU SEE FM SCHEDULE GR 40 MIN. SECURED IN BEAM SPAN TABLES BEAM SPAN TABLES IN PLACEIN NOTES: 1. THIS DETAIL CAN BE USED FOR STEEL POST TYPES CIS, C7, C8, OR C9. 2. THIS DETAIL SHALL NOT BE USED FOR STEEL POST TYPES C1, C2, OR C5. 3. IT IS ACCEPTABLE TO EMBED THE STEEL POST DIRECTLY INTO THE FOOTING PER 5/0.1 INSTEAD OF USING THE POST SLEEVE SHOWN IN THIS MAIL T STEEL POST SLEEVE CONNECTION TO CONCRETE FOO RNG 1"=1'-o" TABLE 3 - (MAX WIND SPEED:13OMPH, EXP C) MAXIMUM POST SPACING WHEN PATIO COVER IS INSTALLED ON SLAB ON GRADE TRIB WIDTH LATTICE FRAMI NG LL/GSL(psfl GSL(psfl 10 Psf 20 psf 25 psf 30 psf S. 13'-7" 11'-0" 10'4" 91-0" 7,-6" 7-0` 9' 7'.7" 8'-0" NP 10, 6'4" 7'-0" NP 6'-2" 7'-0" �NP NP 12' S'-8" V-6" NP NOTES: 1- "NP" INDICATES THAT A FOOTING IS REQUIRED, AND THE PATIO COVER CAN NOT BE SUPPORTED ONASLAB 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. 3 - W HEN THE PATIO COVER IS INSTALLED ON A SLAB ON GRADE (RESIDENTIAL APPLICATIONS ONLY), THE MAXIMUM POST SPACING IS THE LOWEST OF THE "MAX POST S PACI NG(SPAN)" SHOWN ABOVE AND THE MAXIMUM POST SPACINGS SHOWN ON SHEETL8XX.X s T BRACKET CONNECTION TO SLAB ON GRADE 1"=1'-o' NOTES: 1. THIS DETAIL IS TO BE USED FOR POST TYPES C10 & C11. 2. THIS DETAIL CAN ALSO BE USED FOR STEEL POST TYPES C6, C7, C8, C9 PER TABLE 2 ON L7.1. 3. THIS DETAIL SHALL NOT BE USED FOR ALUMINUM POST TYPES C1, C2, OR C5. STEEL POST EMBEDDED INTO CONCRETE FOOTING 1"=1'-0" 3" STEEL OR ALUMINUM POST ADJACENT GRADE BRACKET PER 1/L7.2, WHERE OCCURS 2/L7.2 OR 3/L7.2 6'EXISTING OR NEW SLAB ON MIN. ur"r GRADE. fc=2,500 PSI MIN. EDGE OF SLAB WHERE OCCURS Lg LTS PER TABLE 2 NOTES; 1. THIS DETAIL CAN BE USED WrrH POST TYPES C1, C2, C3, C5, OR C6. 2. THIS DETAIL SHALL NOT BE USED FOR FREESTANDING STRUCTURES AND/OR COMMERCIAL APPLICATIONS. 3. THIS DETAIL SHALL NOT BE USED FOR POST TYPE C7, C8, C9, C10, C1 1. 4. SLAB ON GRADE SHALL BE IN GOOD CONDITION (NO VISIBLE CRACKS WITHIN 12" FROM POST). 5. MINIMUM OVERALL DIMENSION OF SLAB ON GRADE SHALL BE PER FOOTING NOTE 4 ON GO.1 TABLE 1 ALTERNATE FOOTING DIMENSIONS FTG(IN) Alt Alt Aft I(ATTACHED) AIt4 AAS A1t6 AIt7 AIt8 W=L=D WxLxD WxLxD WxLx38" WxLx36" WxLx24" WxLx30' WxLx36" WxLx42" (SEE NOTE 1) (SEENOTE 2) (SEE NOTE 3) (SEE NOTE 4) (SEE NOTE 5) (SEE NOTES) (SEE NOTE 71 (SEE NOTE III (SEE NOTE 9) 18 18x18x18 17.x12x12 ISx18xIs 18xIsx18 16x16x24 14x14x30 13x13x36 12x12x42 20 20x20x20 12x12x12 21x21x18 25x2Sx18 19x19x24 17x17x30 1Sx3SX36 14x14x42 22 22x22x22 16x16x16 25x25x18 33x33x1B 21x21x24 19x19x30 17x17x36 16x16x42 24 24x24x24 20x20x20 28x28x19 43x43x19 24x24x24 22x22x30 20x20x36 18x18x42 26 26x26x26 23x23x23 32x12x11 31x31x24 24x24x3D 22x22x36 21x21x42 28 28z28x28 25x25x25 35x35x16 38x38x24 27x27x30 25x25x36 23x23x42 30 30x3Ox3O 28x28x28 39x39x18 30x30x30 29x28x36 26x26x42 32 32x32x32 30x30x30 43X43x18 37x37x30 30x3Ox36 28x28x42 34 34x34x34 32x32x32 47x47x18 33x33x36 36 36x36x36 34x34x34 S1x51x18 31x31x42 36x36x36 36 38x38x3B 37x37x37 SSx55z18 34x34x42 43x43x36 40 4Ox4Ox40 39x39x39 60x60x18 36x36x42 42 42x42x42 41x41x41 64x64x38 39x39x42 42x42x42 NOTES: 1 •'FTG [IN)" ISTHE FOOTING DIMENSION REF€RENCEO IN BEAM SPAN TABLES ON SHEETS 58.xxx OR LSxxx. 2 -'ALT 1" 15 TH E GDOTING DI MENS ION BASED ON THE •FTG (I N)" DI MEN510N. NOTE THAT W=D=L 3-'ALT2' IS THE ALTERNATE FOOTING DIMENSION REQUIRED W HEN A3S" MIN THICK SLAB IS PRESENT ABOVE THE FOOTING. NOTE THAT W=D=L 4 - ALT 3" 15 THE ALTMaTE FOOTING DIMENSION REQUIRED WHEN THE FOOTING 15 KEPT TO AN 18" DEPTH FOR UPLIFTDE51GN ONLY, THIS VALUE ONLY ATATTACHED PATI O STRUCTURES. NOTE THAT W -L AND D-48". 15 TO BE USED S -'ALT 4' 15 THE ALT"NATE FOOTI NG DI M EN510 N REQUI RED WHEN TH E FOOTIN G 15 KEPT TO AN 18" DEPTH. NOTE THAT WdAND k18'. 5 - SALT 5'' T5 THE ALTERNATE FOOTING M M ENSI ON REQUIRED WHEN THE FOOTING IS KEPT TO AN 24"DEPTH. NOTE THAT WdAND D=24". 7-'ALT6' 15 THE ALTERNATE FOOTING DIMENSION REQUIRED WHEN THE FOOTING 15 KEPT TO AN 30' DEPTH. NOTE THAT W=LAND D=30"- 8 -'ALT 7' 15 THE ALTERNATE FOOTING DI MENSI ON REQL19MO WHEN THE FDOT1 NG IS KEPT TO AN 36' DEPTH. NOTE THAT WdAND D=361% 9 - ALT 8" IS THEALTERNATE FOOTING DIMENSION REQUIRED WHENTHE FOOTING 15 KEPT TO AN 42' DEPTH. NOTE THAT WdAND D-12". 3 FOIJNpATION TABLES NOTES: 1- "FTG (IN)" IS THE FOOTING DIMENSION REFERENCED IN BEAM SPAN TABLES ON SHEETS Lg.xx.x 2 - ANCHOR BOLTS SHALL BE SIMPSON STRONG BOLT2, STAINLESS STEEL (]CC-ESR 3037) 3 - IT 15 ACCEPTABLE TO USE TH E STEEL INSERT PER 4/0.2 INSTEAD OF THE AUJMI NUM T PER 2/0.2 FOR POST TYPES C2 AND CS. BOLTS CAN CAN REMAI N AS SPECIFI ED IN THIS TABLE. 4- IT i S ACCEP7AB LE TO US E TH 11 EMBEDDED POST DETAI L S/L7.1 1 NSTEAD OF TH E STEEL I NSERT OR STEEL FO R STEEL PO STS C6. 5 - IT IS ACCEPTAS LE To USE THE EMS EDDE D POST DETAI L 5/L7 a I NSTEAD O F TH E STEEL I NSERT FOR STEEL POSTS C7, C8 AND C9, 4 ANCHORAGE OF POSTS ANCHORAGE OR FOOTING "T' BRACKET PER 1/1-7.2, 2/L7.2, 3" STEEL OR OR 3/1-7.2. ALUMINUM POST BOLTS PER TABLE 2 GRADE TYR I —I I-1-14 J " a POURED CONCRETE FOOTING om ds - Ln V. ♦ • ET � m d- T ~ WIDTH = LENGTH IN SEE FIG. SCHEDULE BEAM SPAN TABLE N_ 07ES: 1. THIS DETAIL SHALL NOT BE USED FOR FREESTANDING STRUCTURES. 2. THIS DETAIL SHALL NOT BE USED FOR POST TYPE C7, C8, C9, C10, CI 1. T BRACKET CONNECTION TO CONCRETE FOOTING 1-=1'-0' Oo Oo -ASTM A500 GRADE B N Oo INSERT TO PLAN die BASE PL 3` STEEL POST 0.188" THICK MIN a HSS INSERT (3) Y,4O BOLTS 10" S0.x %" BASE PL T.O.C. ELE 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 1Y4 x 1Y4 x J6 HOG WELDED WASHER PLATE AT ANCHORS SMALLER THAN %'0. 4. THIS BRACKET CAN ALSO BE USED FOR POST TYPE C2, C5, OR C6 (ALL FOOTING SIZES) PER TABLE 2 ON S7.1 AND 7/S7.1. 4 STEEl. POST SLEEVE FOR POSTS C7, C8, C9 3/4"=1'-O" ALUM ALLOY 6063 Ts 0R TEK SCREWS, EA. SIDE. TYP. 0 0 € Ye"O HOLE EA. SIDE 0.OS5" TYP. 1 0.750" 5.662" TYP. N.4IF e: 1. BRACKET LENGTH IS 2.75" 2. THIS WWKET IS TO BE USED WITH POST TYPE C1, WITH OR WITHOUT SIDE PLATES PER SP3 OR SP4. 3. SEE TABLE 2 ON L7.1 FOR ATTACHMENT TO FOOTING/SLAB. 4. INSTALL tY x 1Y4 x Y8 HOG WASHER PLATE AT ANCHORS FOR 130 MPH ALUMINUM T-13RACKET FOR POST C7 ALUM ALLOY 606rT5 4-#14 SMS 406" OR T SCREWS, 2.-,�----.� EA. SIDE, TYP. )90 HOLE EA. SIDE I D.094 TYI 5.5[P'��0.7510.;' Tt'P NOTIESi 1. BRACKET LENGTH IS 2.75". 2. THIS BRACKET IS TO BE USED WITH POST TYPE C2 OR C5, WITH OR WITHOUT SIDE PIATES PER SP3 OR SP4. 3. SEE TABLE 2 ON 1.7.1 FOR ATTACHMENT TO FOOTING/SLAB. 4. INSTALL 11J x 1h x Ya HOG WASHER PLATE AT ANCHORS FOR 130 MPH. 5. STEEL T-BRACKET PER 3/0.2 CAN BE USED IN LIEU OF THIS BRACKET. ALUMINUM T-BRACKET FOR POSTS CZ C5 3"=1'-O" 0.75' 4.00 ASTM A500 GRADE B TYP 1.75" 4- 6 0 HOLES 1 34,"0 & 2-s`e" O O .�N D HOLES, TYP EA SIDE o 'o-i, Q ri 0 O O 0 PLAN 2 W �3.50t1.00it1.00i TYP' n 2-3(6"0 HOLES FOR c"0 M.B. TYP. N � � N .N- 4 ELEVATION --- NOTES: 1. THIS BRACKET 5 TO BE USED WUH POST TYPE C6 WHEN FOOTING SIZE 15 24" OR SMALLER. Willi OR WITHOUT SIDE PLATES PER SP3 OR SP4. 2. BRACKET CAN ALSO BE USED WITH POST TYPE C2 OR C5 PER TABLE 2 ON L7.1 AND 2/0.1 3. SEE TABLE 2 ON L7.1 FOR ATTACHMENT TO FOOTING/SLAB. (S)TOL BCE OSCe ATTACHED & FREESTANDING LATTICE COVERS -10 PSF SNOW LOAD OR LIVE LOAD -110 MPH - EXP. B & C B5 3"SQ.ALUM W/ 12GASTL"U"CHANNEL B9 DBL2x6.5x0.042 B11 3x8x0.042 B10 DBL2x6.5x0.032 812 DBL3x8x0.042 B18 3x8xO.042W/ ATTACHED FREESTANDING ATTACHED FREESTANDING ATTACHED FREESTANDING 14 GA STL INSERT MAX MIN MAX MAX MAX MAX ATTACKED FREESTANDING ATTACHEp FREESTANDING ATTACHED FREESTANDING TRIB WIDTH WIND EXP POST F N) ON) POST POST FTG MIN POST POST FTG MIN POST POST FTG MIN POST POST FTG MIN POST MAX POST FTG MAX POST FTG MAX POST FTG MIN MAX MIN MAX MIN MAX MIN MAX (SPAN) (SPAN) TYPE (SPAN) (IN) TYPE SPACING (IN) TYPE SPACING (IN) TYPE (IN) TYPE SPACING ON) POST SPACING (IN) POST SPACI POST POST FTG POST POST FTG POST POST FTG POST FTC, MIN (SPAN) (SPAN) (SPASPACN) (SPAN) TYPE (SPAN) TYPE (IN) TYPE SPACING (IN) TYPE SPACING (IN) TYPE SPACINGPOST �N) SPACING ON) PO sl 5, 11D9 18� 15 CT 14-T' 29 C7 i4=9d' 15 14=1d' 28 1S-4" 15 (SPAN {SPAN) (SPAN) (SPAN) TYPE (SPAN) TYPE 190 C 16-9 17 14=T' 31 C$ 44-1d' 17 C1 14' 6 30 C7 17 C1 15�" 28 C7 iB 15 C1 18-0") 21'$ T6 21 8" 31 C7 20 9 6 1108 15 3" 18 C1 i3' 3" 28 C7 13=7" 15 Iv-7 28 1A' 7" C1 C8 18 C1 20$" 31 C7 110C 15-0 18 13 3' 30 C8 13=7 17 C1 13'3" 29 C7 15 Cl 14' 1" ZS C7 16-4 19 Cl B 4" 2g zg-g' 17 19 9 30 27-2" 3p C8 T 1i0 B 14'-Z' 18 4" 28 12-7" 15 92-7" 28 14'•1" 17 13_g 29 1ST" 18 98' 0" 30 C7 T$-9 19 C2 19'-3" C7 19'-0" 18 C1 C7 11DC 14'-7' 18 Cl12 12�" 3D C7 i7 C1 123' C7 13:1" C1 1 28 C7 15=7 18 15-2" 29 78 4" 17 18 4" 32 30 18'-0" 19 T8'•8" 32 8 1709 13.3' 18 i1'-T' 29 91'-9 18 11'-0" 29 13'•1" 17 129 29 15-2" 19 C1 14'AOr' 3D C7 18-0" 2D C2 1T-T" T7 7T-7" 3D C7 17DC 733" 19 Ci 11'-7 29 C7 11=9 18 C1 28 07 12'-3" 18 C1 C7 17-1D" 31 177" 79 17-1" 31 11DB 17-T' 17 19-0 29 11-7' 11� 28 12-3" 18 12D" 28 14'3" 19 C1 3.1D' C7 17'-2" PD C2 C' C2 31 C7 9, 110C 12-7' 1929 C2 C7 11'-2 11'-2 29 C7 11'-7 16 C1 11=T' 29 13'6 17 13'� 90 18'-3" 159" 31 IV -a, 2C1 18' 31 110 B 12' d' 17 10'�" 30 10'-1D" 28 11'-7" 16 11v"' 28 C7 13'�" 19 C2 13-1" 3D C7 18 C5 16'-3" 31 C7 15'$" 1$ C2 10-1" 31 1d 110 C 12'-d' 19 C2 10'-0" C7 10'-T' Cl 10' 3. 29 C7 11'-D" 18 C1 11' 0 29 12�" 17 12'-0" 16'_3" 21 15'-9" 31 161-r 2D 15-2" 31 C7 110 B 11'-4" 17 9'-1d' 30 30 10' 7" t17 10'-3" 29 11'-0" 19 1[)' B" 29 C7 12'-9" 2D C2 12'-0 30 30 C7 15-0 T8 C5 15�" 32 C7 14�" 18 14'9" 32 11' 11'4" 20 C2 1D'-1" 1D'-1" 2g C7 10'� 17 10'-0 29 12'-2" 18 15' 4" 21 15-1" 32 14-3" 21 C5 14'4" 32 C7 9'-1d' 3D 1D'-1" 9'-10" 29 1D'6 19 C1 1D'-1" 29 C7 C2 12=7' 31 C7 14'-B" 19 CS 14'-$" 32 14'-9" 18 14=1" 32 12' C2 20— C8 9. 12'-7' 20 11'-1d' 30 14'-6" 21 144" 32 C7 14=T" 21 CS C7 11DC 10-1d' 2D gam" 30 9'-0" 9-0 29 C7 y� 19 C7 18 C2 13'$" 32 gt7' 29 11�" 2D 11-0" 31 C7 14_1' 19 C5 73_9 3� C7 ±�b� 19 CS 4� 32 C7 NOTES: 1 • WHEN THE PATIO COVER IS INSTALLED ON A SLAB ON GRADE (RESIDENTIAL APPLICATIONS ONLY). THE MAXMFJM POST SPACING IS THE LOWEST OF THE: "MAX POST SPACING (SPAN" SHOWN ABOVE AND THE MAMMUM POST SPACINGS SHOWN ON DETAIL 8/L7.1 2- IT IS ACCEPTABLE TO SUBTITUTE COLUMNS W/ HIGHER NUMBERS W/ THOSE SPECIFIED IN THE TABLES SHOWN. ATTACHED & FREESTANDING LATTICE COVERS -10 PSF SNOW LOAD OR LIVE LOAD -120 MPH - EXP. B & C MAX MIN. MAX MIN. MAX MIN. MAX MIN. MAX TRIB WIND POST FTG. POST POST FTG, POST POST FTG. POST POST FTG. POST POST FTG. ) WIDTH EXP. SPACING (IN.) TYPE SPACING ON.) TYPE SPACING (IN.) TYPE SPACING (IN.) TYPE SPACING (IN) . (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) 120 B 18 9 iB 14'-7' 31 CS 14'-1(71 15 Cl 14'-1D" 30 C7 15�" 55 14'-7" 33 C16 14' 8 18 14, $1 5 120 C 18'"4" 58 Cl SSi" 18 12Q B 15-3 1B 13'� 30 C8 13'•7" SS Cl 13'-T' 29 C7 i4-1" 6 120 C 15-D 19 C1 13'3' 32 CB 13�" 18 12-10' 91 13=1T]" r16 20B 14'2" 17 1214,29C7 1Y 7" 16 Cl 12'-7" 29 C713'-1" 120 C 13'-10" 19 C1 7 Z4" 31 C8 17 4" 19 12 0" 30 12 10 B 13'-3` 17 ti'-?' 29 C7 11'-9" l7 C1 11'-9" 28 C7 12 3" 17 a120 121) C 1347 2D C1 1 T-7' 31 C8 11'4 19 111z 30 12'-1" 19 120 B 1Z 7' 18 11'-0" 29 C7 11' 7' 17 Cl 11'-2" 29 C7 1 V 17 11'-0" 30 C8 11'-4" 20 10-7' 29 9 120C 12--3° 20 C2 T- 11' 4" 20 1208 1Z40" 18 1 D'-4" 30 C7 i0 T' 1T Cl 10'-7" 29 C7 11'-0" 17 lD 12D C 11'-8" 21 C2 10.4. 30 C8 10'�" 20 5p-1" 29 10' 9 2D 12DB 111" 18 9-10" 30 CB 1Q'-i" 17 Cl Sp-1" 29 C7 10'-8" 17 g-try' 30 10-0" 2Q 9=7 29 11' SC 11-2' 21 C2 10'-" 2Din 32Q B t0=10" 58 C2 9�" 3FI C8 Y-V 18 C2 9'$" 29 C7 9'-8" 18 12DC 1p'-8" 21 7-6' 31 9'-7" 2l 9'-2' 30 12' 9 4" 21 TRI B 3 x 8 x 0.042 BEAM W/ B14 DBL 3 x 8 x 0.042 W/ B15 INSERT DBL 3 x 8 x 0.042 W/ 818 DBL 12 GA STL INSERT 12 GA STL INSERT DBL 14 GA STL ATTACHED FREESTANDING ATTACHED FREESTANDING --- ATTACHED FREESTANDING WIND MAX POST FTG. MIN. POST MAX POST FTG• MIN. p057 MAX POST FTG. MIN. POST MAX POST IFTG• MIN. POST MAX POST FTG. MIN POST MAX POST 'FTG. MIN. POST EXP. SPACING (IN.) TYPE SPACING (IN.) TYPE SPACING (IN.) TYPE SPACING ON.) TYPE SPACING (IN.) TYPE SPACING TYPE (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) (SPAN) �3_ 120B 2Z-T 18 Cl 2Z-8" 33 CB 29'-2 19 C2 29'-7' 35 C9 32-0" 20 C5 C11 120 C 2Z4" 2D C2 21'-G' 35 C9 28'-9" 22 27-8' 37 C11 32'-D" 23 30-3 120 B 20'-8" 18 C2 20'-&' 32 C7 26'-" 20 CS 8" 35 C9 29' 7' 20 CS 29-2 35 C9 120 C 20' 4" 21 19'�" 34 C8 26'-3" 23 3" �24'-&' 3b C11 29-2' 23 27$' 37 C11 120 B 1�-T 19 C2 19'-2' 32 C7 24'�" 20 CS 34 CB 27'-1" 21 CS 27-1" 35 C9 120 C 18'-1 V. 21 18'-2' 33 C8 24'-4 23 23'-T 35 C9 27'-1" 24 25'8" 37 C11 12D B 18'-lp' 19 C2 181- 31 C7 23'-2' 21 CS 23'-2' 33 CB 25-3 21 CS 2FW 34 CO 120C 1T-8" 22 17.1" 33 C8 22'-9" 24 22-D" 35 C9 25'-3" 25 244r 36 Cil 120 B 174 19 CS 17'-0 32 C7 21'-10 21 CS 21'-10 34 CB 23'-10 21 C5 23'•50" '' C9 120 C 1"" 22 15-1" 32 21'-' 520 6" 34 C9 23'-10" 25 22{Y' 35 120 B 16'-l" 2D C5 16-1" 32 C7 20'-9" 21 CS 20'-9" 34 CB 224r 22 CS 22�" '� C9 120 C 15'-1IT 23 15' 3" 32 20'-0" 25 18'-8" 34 22'� 26 21.z" 35 120 B 16-4- 2D CS 15'-4" 32 C7 19'-5' 22 CS 19'-9" 35 C9 21'-B" 22 CS 21. g. 36 C9 120C 16-Z' 23 14'7 32 C8 59.:i 25 18'-9 34 21'-8 28 21'-1" 35 120 B 14'-9" 2D CS 14'-8' 33 19'-0 2Z CS 19'-B' 35 C9 26' 8 23 C5 2D 8" 38 C11 120 C 14'.� 23 14'-0" 32 18'�" 26 18'-0" 34 20 8" 28 20=2 35 C9 NOTES: 1 -WHEN THE PATIO COVER IS INSTALLED ON A SLAB ON GRADE (RE SIDENTIALAPPLICATIONS ONLY), THE MAAMLIM POST SPACING IS THE LOWEST OF THE "MAX POST SPACING (SPANr SHOWN ABOVE AND THE MAXIMUM POST SPACINGS SHOWN ON DETAIL BUA 2 - IT IS ACCEPTABLE TO SUB nTUTE COLUMNS W1 HIGHER NUMBERS W1 THOSE SPECIFIED IN THE TABLES SHOWN. REVISIONS MARK DATE DESCRIPTION 4 STEL JOB # 17-1071 DATE 04/25/18 DRAWN BY RER CHECKED MDS IAPM0 195 V 3.0 LATTICE STRUCTURES: BEAM SPANS & FOUNDATION SIZES 10 PSF LUSL, 120 MPH L 8.10.2 ATTACHED & FREESTANDING LATTICE COVERS -10 PSF SNOW LOAD OR LIVE LOAD -130 MPH - EXP. B & C NOTES: 1 - WHEN THE PATK) COVER IS INSTALLED ON A SLAB ON GRADE {RESIDENTIAL APPLICATIONS ONLn THE MANNI UM POST SPACING IS THE LOWEST OF THE ^MAXpOST SpACING {SPAN" SHOWN ABOVE AND THE MA}yMUNI POSTS PACNGSSHOWN ON DETAIL BIL7.1 2 - IT IS ACCEPTABLE TO SUBTiTUrE COLUMNS WI HGHER NUMBERS W1 THOSE SPECIFIED IN THE TABLES SHOWN, 1 Cq F 'v 49725 .1? 4L) DUSTIN a r, ROSEPINK Ij �\-% K S 5885 9 ,00 Lis o , 51970 ,���51t1111ilf llrrf�, ��,0` OF CONNE +, r * _ n ' No. 32875 i[�i� +�- R�S pf No. 21873, BONA ii S' OF CALF rf,rlffflllltts��t�. '�'+►rflrrrrfsti►►► el ARIZONA LICENSE CALIFORNIA LICENSE COLORADO LICENSE CONNECTICUT LICENSE DELAWARE LICENSE LICENSED PROFESSIONAL ENGINEER No.15287 / HAWAII LICENSE `tins+esrr+r F M.q q A`*Zo iti RpS`o.0 •G \c)N�AL��N,�� �GSIN1F6508 oR05E � �O_Aj 7f N IDAHO LICENSE 1�3 OF DUSTIN K. k ROSEPINK U CIVIL `}DUSTIN RUSEPIWIo I 081,0074(l4 t � ILLINOIS LICENSE xj10F' All f I'''7 C7��/ y /cq Fir. k DUSTIN K. r— ROSEPINK a' = w z No. 6201065154 +i �' v+, L w- ti, pill MARYLAND LICENSE MASSACHUSETTS. LICENSE MICHIGAN LICENSE I I DUSTIN K. ROSEPINK I I No. IM60% t IT (STRUCTURAL) II RHODE ISLAND LICENSE DUSTIN K. = cn ROSEPINK o.15 02 A`� 40 .y DUSTIN K. _ ui' ROSEPINK = P244 5 "rflfllllft"- IOWA LICENSE `ttttllrl,r �N� :• 55517 ?�Q; .,F OF jM11�N�+,• MINNESOTA LICENSE CA �1`D�� NHS • �o(/ /' +`��tsssssrrrrrfrrr� 20550 °�`Ilfllllll<<<I��, KANSAS LICENSE eyeel'Rv� ROS b'z= �S PROF l q -FEE GINE R cf{� �+ill7/LII��of MISSISSIPPI LICENSE ,n Lr � :�GS LNG INsV- 1 0 AL�\t� O/ONAL E r`'T�NK+R� `OR7-H DP�O NEW HAMPSHIRE LICENSE NEW MEXICO LICENSE NORTH CAROLINA LICENSE NORTH DAKOTA LICENSE /�k.QF ESS 70� 41 DUSTIN fi ROSEPINK DUSTIN ROSEPINK gee o••000eevevevvwavei 123841 e� TEXAS LICENSE SiRUCT� W No.9466229-2203 Gj IL O DUSTIN ROSEPIN r fi ` E OF\J�p�� UTAH LICENSE �►+eeerrr r r' I-T110p I, USTIN K. ROSEPINK Lic. No. 0402058543 O k �* 00 a}%eili t;► VIRGINIA LICENSE RO5�n� aJ�;.p� ■v Asf��,� f�,�. AL ASHINGTON LICENS µisurlrrr,,r •y�NY—ROSE'•, � �84040 R...... 'r �`S70NA L ' �7 ' S, I'f ��ll 1111111 ' FLORIDA LICENSE 9ROSEPINK DUSTIN K. • * 32350 _ E. --r........ y. �,ONAL KENTUCKY LICENSE OF MIS of ZOS N N K PE-2615025032 4- �IONAL MISSOURI LICENSE ���tir�'t LNG I NEF� si�yq 81971PE 4� 1NK. R05 OREGON LICENSE �163(52",,, � Q��,�"\PE wYOMIN1' OMING LICENSE �oIn �p15T��� No. PE042590 * ;olar��otl� GEORGIA LICENSE `���� OF Mq DUSTIN K< * ROSEPINK * _ PE1 ■ea i ��A a 11�� MAINE LICENSE o DUSTIN K. a ROSEPINK a E-16923 NEBRASKA LICENSE K. ROSEPINK ENGINEER PE087174 PENNSYLVANIA LICENSE NOTE PROFESSIONAL STAMPS ARE SHOWN WITHOUT THE LICENSE EXPIRATION DATE. PLEASE CHECK WITH THE STATE WHERE THE PROJECT IS BUILT OR CALL 4STEL ENGINEERING FOR CURRENT LICENSE EXPIRATION DATE.