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PAT (14-0389)79882 Memorial Pl 14-0389 ,P.O. BOX 1504 78-495 CALLE TAMPICO ' LA QUINTA, CALIFORNIA 92253 Application Number: '14-00000389 Property Address: 79882 MEMORIAL PL APN: r 604-501-005-26 -24197. Application description: PATIO COVER - RESIDENTIAL Property Zoning: - LOW DENSITY RESIDENTIAL Application valuation: - , 7940 Tiht 4 4, Qu4 Applicant: Architect or Engineer: ------------------- LICENSED CONTRACTOR'S DECLARATION BUILDING & SAFETY DEPARTMENT BUILDING PERMIT A hereby affirm under penalty of perjury that I am lice sed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and ro ssionals Code, and my License is in full force and effect. License Class: D03 License No:: 83514 Date:WlB1/Y Contractor: - OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031 .5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: (_ 1 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 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). (_ 1 I am exempt under Sec. , B.&P.C. for this reason . Date: Owner: CONSTRUCTION LENDING AGENCY 1 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: LQPERMIT Owner: GARY & KRISTA JOHNSON 79882 MEMORIAL PLACE LA QUINTA, CA 92253 (760)668-2840 Contractor: ATLAS AWNING & SCREEN, 754 S. WILLIAMS ROAD PALM SPRINGS, CA 92264 (760)327-8466 Lic. No.: 835140 VOICE (760) 777-7012 FAX (760) 777-7011x INSPECTIONS (_760) 777-7153 Date: 4/08/14 OP 0 201 I CITY OF IeA 4UINTA C8 0V41 WORKER'S COMPENSATION DECLARATION 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 EVEREST NATL Policy Number 7600004167121 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 to beco subject. to the workers' compensation laws of California, and agree that, if I shout ec a bject to the workers' compensation provisions of Section 3700 of the Labor Code sh fo twith comply with those provisions. Date: Applicant: WARNING: FAILURE TO SECURE W KE S' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMI AL 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 Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. - 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the b e information is correct. I agree to comply with all city and county ordinances. and state laws relating to buil ,ptection sruction, and hereby authorize representatives of this cou ty to enter upon the above-mentioned prope purposes. Date: Signature (Applicant or Agent): LQPERMIT - Application Number 14-00000389 Permit . . . ' PATIO COVER 2013 Additional desc ,,w . . k� Permit Fee . . 95.81 Plan Check Fee 00 Issue'Date Valuation 7940 Expiration Date 10/05/14 Qty Unit Charge Per Extension 1.00 95.8100 EA MISC PATIO COVER, STD 95.81 '' ------------------------------------------------------ ------ Special Notes and Comments: ------------ , 12' X 24' ALUMAWOOD PATIO COVER TOTAL 264 SQ FT PER:APPROVED PLANS. 2012 IBC CODES 2013. CBC. ------------------------------------------------------------------ Other Fees . . . . . . BLDG STDS ADMIN (SB1473) 1.00 V PLAN CHECK, PATIO COVER 94.38 Fee summary Charged Paid Credited --- Due ----------------- Permit Fee Total 95.81 .00 .00 95.81 Plan Check Total .00 .00 .00 .00. Other Fee Total 95.38 .00 .00 95.38 Grand Total 191.19 .00 .00 191.19 LQPERMIT - Bine :. S . - City of. La Quinta • . . N - Building lz Safety Division . v * : 1111, 1111: • : e9<a::. . • P.O. 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I I r. Amerimax Exterior Home Products AlumawoodTM Patio Cover, Carport and Commercial Structure Engineering'2012 IBC :PAGES DRAWING SECTION DESCRIPTION 2 PAGES GN01-2012 GENERAL NOTES GN02-2012 2. PAGES SC01-2012 SOLID PANEL STRUCTURAL CONFIGURATIONS SCO2-2012 ALUMAWOOD STRUCTURAL CONFIGURATIONS 4 PAGES LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO. STRUCTURES 4 PAGES LATTICE 2.0 POST SPACINGS" FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN 115 MPH WIND AREAS 4 PAGES LATTICE 3.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN HIGH WIND AREAS, 4 PAGES LT01-2012 COMPONENT PARTS AND CONNECTION DETAILS FOR LATTICE STRUCTURES LT02-2012 LT03-2012 LT04-2012 2 PAGES SOLID COVER 4.0 PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURES 10 PAGES SOLID COVER 5.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN 115 MPH WIND AREAS 10 PAGES SOLID COVER 6.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN HIGH WIND AREAS 4 PAGES NP01-2012 COMPONENT PARTS AND CONNECTION DETAILS FOR NEWPORTS NP02-2012 NP03-2012 NP04-2012 9 PAGES CD01-2012 COMPONENT PARTS AND CONNECTION DETAILS CD02-2012 CD03-2012 CD04-2012 CD05-2012 CD06-2012 CD07-2012 CD08-2012 CD09-2012 10 PAGES Misc1a-2012 MISCELLANEOUS DETAILS Misc1 b-2012 MISCELLANEOUS DETAILS Misc2-2012 FAN BEAM DETAILS Misc3-2012 7.0 POST AND FASTENER REQUIREMENTS FOR ALL STRUCTURES Misc4-2012 7.0 FOOTING AND SLAB ATTACHMENT TABLES Misc5a-2012 7.0 REQUIREMENTS FOR SURFACE MOUNTED POSTS ON CONCRETE SLABS OR FOOTINGS Misc5b-2012 7.0 REQUIREMENTS FOR SURFACE MOUNTED POSTS ON CONCRETE SLABS OR FOOTINGS Misc6-2012 7.0 FORCES ON EXISTING STRUCTURES Misc7-2012 STRUCTURAL PROPERTIES OF BEAMS, FASCIA, PANELS AND RAFTERS FOR USE BY DESIGN PROFESSIONALS Misc8-2012 . CONCRETE SLAB REQUIREMENTS FOR CONSTRAINED FOOTINGS OCT 02 2013 September 29, 2013 GENERAL NOTES: 1. DESIGNED IN ACCORDANCE WITH THE 2012 INTERNATIONAL BUILDING CODE. 2. ALUMINUM DESIGN IN ACCORDANCE WITH THE 2010 EDITION OF ALUMINUM ASSOCIATION'S SPECIFICATIONS AND CHAPTER 20 OF THE INTERNATIONAL BUILDING CODE. 3. DESIGN LOADINGS: Ct = 1.2, 1= 1.0, Ce = 1.0 (ALL EXPOSURES EXCEPT B AND C WHEN LOCATED TIGHT AMONG CONIFERS) GROUND SNOW LOAD DESIGN LOAD 10 PSF 10 PSF LIVE LOAD ONLY 20 PSF 20 PSF LIVE LOAD ONLY 25 PSF 21 PSF DESIGN ROOF SNOW LOAD 30 PSF 25.2 PSF DESIGN ROOF SNOW LOAD 40 PSF 33.6 PSF DESIGN ROOF SNOW LOAD 60 PSF 50.4 PSF DESIGN ROOF SNOW LOAD FOR 0.25/12 < SLOPE < 1/12 WIND SPEEDS IN THE 2012 IBC ARE "ULTIMATE DESIGN WIND SPEED". ALL STRUCTURES DESCRIBED IN THIS REPORT ARE DESIGNED USING PRESSURES CALCULATED FROM "ULTIMATE DESIGN WIND SPEEDS" FOR RISK CATEGORY II. FOR ATTACHED STRUCTURES THE MAXIMUM MEAN ROOF HEIGHT OF THE EXISTING STRUCTURE IS 30'. Kzt WAS ASSUMED AS 1.0 FOR ALL WIND LOADS. SITE LOCATIONS REQUIRING HIGHER A HIGHER Kzt VALUE (ISOLATED HILLS, RIDGES, ESCARPMENTS) WILL REQUIRE HIGHER WIND LOADS AS PER ASCE7-10 SECTION 26.8 AND ARE OUTSIDE THE SCOPE OF THIS REPORT. NOTE: EXPOSURE B: SHALL APPLY WHEN THE GROUND SURFACE ROUGHNESS CATEGORY B (URBAN AND SUBURBAN AREAS, WOODED AREAS, OR OTHER TERRAIN W/ NUMEROUS CLOSELY SPACED OBSTRUCTIONS HAVING THE SIZE OF A SINGLE FAMILY DWELLING OR LARGER) PREVAILS IN THE UPWIND DIRECTION FOR A DISTANCE OF AT LEAST 1500 FT. EXPOSURE C: SHALL APPLY WHEN EXPOSURE B AND D (SMOOTH MUD FLATS, SALT FLATS, UNBROKEN ICE AND OTHER) DO NOT. SEISMIC LOADING MAXIMUM Ss = 150% SHOWN IN 2012 IBC FIGURE 1613.3.1(1) Ss > 150% ARE NOT REQUIRED AS PER ASCE7-10 12.8.1.3 S1 NOT APPLICABLE TO THESE STRUCTURES SITE CLASS = D BASIC SEISMIC FORCE RESISTING SYSTEM POSTS EMBEDDED INTO FOOTINGS =ORDINARY STEEL MOMENT FRAME » R = 1.25 POSTS SURFACE MOUNTED = GENERIC SYSTEM » R=1.25 ANALYSIS PROCEDURE = EQUIVALENT LATERAL FORCE PROCEDURE THESE ROOFS ARE NOT SUBJECT TO MAINTENANCE WORKERS AND HAVE NOT BEEN EVALUATED FOR A CONCENTRATED 300 LBF LOAD. THE BASIS OF THE DESIGN FORCES ARE IN ACCORDANCE WITH THE BASIC LOAD COMBINATIONS DESCRIBED IN IBC SECTION 1605.3.1.1 AND NO FURTHER INCREASES ARE PERMITTED FOR PATIO COVERS RESISTING WIND OR SEISMIC FORCES. 4. THIS ENTIRE ENGINEERING PACKAGE IS NOT REQUIRED FOR MOST BUILDING PERMITS. SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE: a. GENERAL NOTES (2 PAGES) b. STRUCTURAL CONFIGURATIONS (1 OR 2 PAGES) c. RAFTER SPAN TABLES (FOR LATTICE STRUCTURES), PANEL SPAN TABLES FOR SOLID COVER STRUCTURES) OR BOTH (FOR COMBINATION STRUCTURES) d. HEADER POST SPACING, FOOTING SIZE AND POST TABLE FOR LIVE/SNOW AND WIND LOAD e. ALL APPROPRIATE DETAILS f. OTHER DOCUMENTATION REQUIRED BY LOCAL BUILDING AUTHORITY. 5. CONCRETE MIX: Fc=2500, 3000 OR 3500 PSI FOR 28 DAYS IN NEGLIGIBLE, MODERATE, AND SEVERE CONDITIONS AS SHOWN IN FIGURE 1904.2 OF THE 2012 IBC. PATIO STRUCTURES MAY BE ATTACHED TO CONCRETE SLAB WITHOUT FOOTINGS WHEN THE POST LOAD IS 750# OR LESS AND THE FROST DEPTH IS ZERO. CONCRETE SHALL BE A MINIMUM OF 3.5 INCHES THICK AND NO CRACKS WITHIN 2'-6" OF POSTS. POSTS SHALL BE SET BACK A MINIMUM OF 4 INCHES FROM EDGE OR EXPANSION JOINT OF A SLAB. 6. FOOTINGS HAVE BEEN DESIGNED FOR CLASS 5 SOIL AS PER TABLE 1806.2. ALLOWABLE FOUNDATION PRESSURE IS 1500 POUNDS PER SQUARE FOOT. LATERAL BEARING PRESSURE IS 100 PSF/FTAND IS DOUBLED PER IBC SECTION 1806.3.4. THESE DESIGN VALUES DO NOT APPLY TO MUD, ORGANIC SILTS, ORGANIC CLAYS, PEAT OR UNPREPARED FILLS AND MAY REQUIRE FURTHER SOIL INVESTIGATION. THE BUILDING OFFICIAL MAY ASSIGN A LOAD BEARING CAPACITY. UNITS IN SNOW/LIVE LOAD AREA OF 25 PSF OR LESS MAY BE BUILT ON 1000 PSF BEARING SOIL W/O ADDITIONAL ENGINEERING. MINIMUM FOOTING DEPTH IS THE LOCAL FROST DEPTH. 7. 20 PSF AND HIGHER LIVE LOAD STRUCTURES MAY BE USED AS COVERS FOR PARKING OF MOTOR VEHICLES. CARPORTS MUST HAVE AT LEAST TWO OPEN SIDES AND HAVE FLOOR SURFACES MADE OF APPROVED NONCOMBUSTIBLE MATERIAL OR ASPHALT. 8. AT LEAST ONE HORIZONTAL DIMENSION (PROJECTION OR WIDTH) OF COVER SHALL BE LESS THAN 30'. 9. ALL STEEL SHALL BE GALVANIZED ASTM A-653 G90, A123 G45 OR A153 B-3, PAINTED ASTMaAL R USE AN APPROVED COATING COMPLYING WITH IBC SECTION 2203.2. 4 10. ALTERNATE ALUMINUM ALLOYS OF EQUAL OR HIGHER STRENGTHS MAY BE USED. 3004H2 MAYBE SUBSTITUTED FOR 3004H3x. -P 6-30-2015 civ lt _1 m<1 289 1 US Hwy 74 * EXTERIOR HOME PRO DUCTS Romoland,CA 92585 DRAWN BY- CMP I — NONE NKE`RTGENERAL NOTES 2013 ICC ESR1398 (2012 IBC) 9/29/2013 Page 2 of 66 OCT 02 ENGINEERS STAMP DA OR PART SHEET NI WA GN01-2012 1 OF 2 GENERAL NOTES: (CONTINUED FROM SHEET NO. 1) 11. STEEL FASTENERS SHALL BE EITHER STAINLESS (3000 SERIES), GALVANIZED OR DOUBLE CADMIUM PLATED. BOLTS SHALL BE ASTM A-307 HOT DIPPED GLAVANIZED, MECHANICALLY GALVANIZED, ZINC ELECTROPLATED, ALUMINIZED OR 300 SERIES STAINLESS STEEL. CONCRETE ANCHOR BOLTS ARE SPECIFIED IN THE DETAILS. ALL WOOD SCREWS MUST COMPLY WITH ANSI/ASME STANDARD 818.6.1 AHD AND AF&PA NDS -05 11.1.4. ALL LAG SCREWS MUST COMPLY WITH ANSI/ASME B18.2.1 AND AF&PA NDS -05 11.1.3. ALL STEEL WASHERS TO BE ASTM F844 W/ DIMENSIONS IN ACCORDANCE WITH ASME B18.22.1, TYPE A. ALL STEEL NUTS TO BE ASTM A563. THE MINIMUM WASHER DIAMETER SHALL BE 1" FOR BOLTED CONNECTIONS. SCREWS AND BOLTS WILL HAVE A MINIMUM EDGE DISTANCE OF 2X FASTENER DIAMETER, 12, EMBEDDED POST SURFACES SHALL BE CLEAN AND FREE FROM OILY SURFACES 13. HEADER SPLICES SHALL NOT BE LOCATED NEARER TO THE END OF THE STRUCTURE THAN THE FIRST INTERIOR POST. (EXCEPT FOR FULL STRENGTH SPLICES) FULL STRENGTH SPLICES (DETAILS U, AND X) MAY BE LOCATED ANYWHERE. 14. ALL SELF DRILLING AND SELF TAPPING SCREWS MUST COMPLY TO ICC- ESR 1730, 2196 OR EQUIVALENT AND USE HEADS W/ DIAMETERS EQUAL TO #8 =16", #10 =81", #12 = 'a" AND #14 = z" OR STEEL WASHERS OF SIMILAR DIAMETER AND AS PER GENERAL NOTE #11 15. STRUCTURES MAY NOT BE ENCLOSED IN ANY MANNER WITHOUT ADDITIONAL ENGINEERING ANALYSIS OR APPROVAL OF THE LOCAL BUILDING AUTHORITY. 16. ALUMINUM SOLID ROOF PANELS ARE CLASS A FIRE RATED AS INDICATED BY THE EXCEPTION #2 IN IBC SECTION 1505.2. 17. STRUCTURES MAY BE ATTACHED TO EAVE OVERHANGS PER SCHEDULE 18. WHERE ALUMINUM ALLOY PARTS ARE IN CONTACT WITH DISSIMILAR METALS (OTHER THAN STAINLESS, ALUMINIZED OR GALVANIZED STEEL) OR ABSORBENT BUILDING MATERIALS, LIKELY TO BE CONTINUOUSLY OR INTERMITTENTLY WET, THE FAYING SURFACES SHALL BE PAINTED OR OTHERWISE SEPARATED IN ACCORDANCE WITH THE ALUMINUM DESIGN MANUAL PART I -A SECTION 6.7. 19. WHEN A SINGLE SPAN ATTACHED UNIT IS ATTACHED TO A WOODEN DECK, THE MAXIMUM DEAD LOAD + LIVE LOAD FROM THE.PATIO COVER IS 750 LBS AND THE POST SPACING SHALL NOT EXCEED THAT SPECIFIED FOR ATTACHING TO A CONCRETE SLAB. THE MAXIMUM CONNECTION UPLIFT LOAD IS 1162 LBS FOR 115 MPH EXP C WIND SPEED. CONNECTIONS ARE FOR MAXIMUM PATIO ROOF HEIGHTS OF 12 FT FROM GRADE. THE EXISTING DECK STRUCTURE MUST BE ADEQUATE TO SUSTAIN THESE ADDITIONAL LOADS. THE STRUCTURAL ADEQUACY OF THE DECK TO SAFELY SUSTAIN THESE ADDITIONAL LOADS WILL REQUIRE APPROVAL BY LOCAL BUILDING AUTHORITY OR ADDITIONAL ENGINEERING. SEE DETAIL L13, N12 OR AL. CONSTRUCTION OUTSIDE OF THESE PARAMETERS MAY REQUIRE ADDITIONAL ENGINEERING. ICC ESR1398 (2012 IBC) 9/29/2013 20. All structures must comply with one of the following: a. All structures with a roof snow load of 30 psf or less may be built in Seismic Design Category (SDC) A -D up to the maximum Ss noted in General Note #3. b. Structures with flat roof design snow loads over 30 psf complying with IBC Section 1613.1 Exception #1 do not require additional seismic analysis. c. Structures not complying with (a) or (b) require additional engineering seismic analysis. 21. DRIFTING SNOW IS ADDRESSED IN DETAIL M4. SLIDING SNOW IS BEYOND THE SCOPE OF THIS REPORT. + 22. ALL MULTISPAN TABLES AND DETAILS ASSUME EQUAL SPANS WITHIN 20%. ALL SPECIFICATIONS MUST BE BASED ON LONGEST ACTUAL SPAN! 23. WOOD USED IN CONNECTIONS SHALL BE PROTECTED FROM WEATHER AS PER IBC SECTION 1403.2 (WALLS) AND/OR 1503 (ROOFS), WHICHEVER IS MORE APPROPRIATE. 24. AT LEAST ONE HORIZONTAL DIMENSION OF THE COVER (PROJECTION OR WIDTH) SHALL BE LESS THAN 30' GENERAL NOTES FOR LATTICE STRUCTURES: (PERTAINS TO LATTICE STRUCTURES ON DRAWINGS SCO2-2012 AND LT01-2012 THRU LT03-2012.) 1. SEE GENERAL NOTE #3 FOR LIVE AND SNOW LOADS. 2. NOTE INTENTIONALLY LEFT BLANK. 3. SINGLE SPAN ATTACHED LATTICE STRUCTURES THAT DO NOT USE DETAIL L29 MUST C SMtl-Y WITH TABLE L1 AND L2 ON SHEET M5. / I . n Page'3 of 66 r .'rESU 1n C- 139 30- 5 STAT. Ivil- .0 CALL DEC 013 Z larl to aim- m - 0 M, 28921 US Hwy 74 * EXTERIOR HOME PRODUCTS Romoland,CA 92585 DRAWN BY- CMP OCT 02 2013 ENGINEERS STAMP NONEI°iA'ME PART GENERAL NOTES I GN02-2012 I---2 OF 2 LENGTH VARIES ECTION 100% OF PROD ,IN. LENGTH MIN. LENGTH & gEE SCHEDULE FFETIERSP N0. OF #10 SM FASCIA HEADER NSTALL COLUMN VERTICAL PROVIDE 1 1/V DRAIN F PANEL MAY OVERHANG 25% OF CLEARSPAN MAXIMUM PROVIDE 1 1/2" DRAIN I I MIN 3.5' CONCRETE SLAB REQ' W/ CONSTRAINED FOOTINGS "d MULTISPAN ATTACHED CANTILEVERED STRUCTURE PATI❑ COVERS ARE LIMITED TO 12' HEIGHT. CARPORTS AND COMMERCIAL STRUCTURES ARE LIMITED TO 15' HEIGHT. ICC ESR1398 (2012 IBC) 9/29/2013 LOPE 0.25%Fr. 57END FASCIA ER PANEL ATTACHMENT TO MIN 4' CONCRETE SLAB V/O A FOOTING MAY BE USED WHERE w PERMITTED = SEE SCHEDULE PROVIDE 1 1 MIN 3.5' CONCRETE SLAB DRAIN REQ'D W/ CONSTRAINED FOOTINGS EDULE FOR SIZE. SINGLE SPAN ATTACHED STRUCTURE &HEADER STALL COLUMN VERTICALLY— -PROVIDE 1 1/2' DRAIN MIN 3.5' CONCRETE SLAB R W/ CONSTRAINED FOOTINGS COVER PN F. 1/2'0 STEEL 0 BAR (RE-SAR LU S Nz SEE SCHEDULE FOR SIZE DETAIL AQ OR N29 ONLY SEE SCHEDULE FOR FOOTING SIZE SINGLE SPAN ATTACHED dNDI CIR CNR 25X POST SPACING 14iE SEE SCHEDULE FOR POSTS. ALL POSTS TO BE INSTALLED VERTICALLY. MAY HAVE MORE THAN 2 POSTS (PER INTERMEDIATE BEAM). MULASPAN FREESTANDINSTRUG CTUR Q Fps Q MIN 3.5' CONCRETE SLAB REQ'D W/ CONSTRAINED FOOTINGS t MAX. O'HANG 25% OF POST SPACING SEE SCHEDULE FOR POST SPACING Fps, FBFq QH MIN 3.5' CONCRETE SLAB REQ'D 3/8°0 X 9' REBAR W/ CONSTRAINED FOOTINGS SEE SCHEDULE FOR SIZE d' DETAIL AQ OR N29 ONLY SINGLE SPAN FREESTANDING STRUCTURE FOR POST POST S FASCIA MIN 3.5' CONCRETE SLAB REQ'D W/ CONSTRAINED FOOTINGS PLACE 3/8'0 STL(RE-BAR) X3/8"0 STEEL BAR (RE—BAR) SEE SCHEDULE FOR SIZE DETAIL AQ OR N29 ONLY Page 4 of 66 OCT 02 2013 ENGINEERS STAMP SEE SCHEDULE FOR SIZE DETAIL AQ OR N29 ONLY \ '68139\? # WD 2015 \ ITEC OfU ren 28921 US Hwy 74 EXTERIOR HOME PRODUCTS Romoland, CA 92585 AWN BY: CMP 7117— DRAWING NONE OR PART SOLID PANEL STRUCTURAL NAME CONFIGURATIONS OR PIART SHEET NUMEIFR SC01-2012 1 OF 2 3'X8' ALUM HEADER 3'X8' STEEL C DOUBLE ALUM HEADER DOUBLE STEEL C BEAM LATTICE OVERHANG 36' MAX 1,81 24' MAX FOR 30 PSF SNOW LOAD OR HIGHER / 3"" QC MIN 3.5' CONCRETE SLAB I REQ'D W/ CONSTRAINED FOOTINGS SINGLE SPAN ATTACHED LATTICE STRUCTURE ❑'HANG PROVIDE 'I MULTISPAN UNITS REFER TO GENERAL NOTE 22. = pN MULTISPAN FREESTANDING LATTICE STRUCTURE MAXIMUMRAFTER •` p OVERHANG S 2OF CLEARSPAN LATTICE OVERHANG 36' MAX 24' MAX FOR 30 i o PSF SNOW LOAD OR POST HT. HIGHER G 3"x 8"x 12 or 16 GA. STEEL C. BEAMo FOR BEAM WRAP DETAIL, oFNc Oe,( DETAIL 118'. qpc S ATTACHMENT TO MIN 4' MIN 3.5' CONCRETE SLAB REQ' 40 Ove CONCRETE SLAB W/O FOOTINGS W/ CONSTRAINED FOOTINGS MAY BE USED WHERE PERMITTED SEE SCHEDULE FOR SIZE SEE SCHEDULE DETAIL L29 ONLY I W .y .d" S. SEE SCHEDULES• P Q1 N 007 OF PRUIECTION FASCIA _ _ 2'x6.625', 3'x8' OR 3'x3' ALUM RAFTERS ILMHEADER R MAX. COVER PANEL OVERHANG '' LATTICE: 5ar°cT SEE DETAIL L3 I MIN 3.5' CONCRETE SLAB MIN 3.5' CONCRETE SLAB P REQ'D W/ CONSTRAINED ^d REQ'D W/ CONSTRAINED r FOOTINGS SEE SCHEDULE FOR — FOOTINGS r FOOTING SIZE "d" ` SINGLE SPAN FREESTANDING LATTICE STRUCTURE VERHANG ZREESTANDING STRUCTURE, ATTACHED STRUCTURE ICC ESR1398 (2012 IBC) 9/29/2013 • ";•/ _ -_TRIBUTARY WIDTH (TW) DIAGRAM TW Page 5 of 66 t OCT 02 2013 ENGINEERS STAMP FR -SPAN 'AN IORE. SPANS r c6.625", 3"x8" OR 3"x3' ALUM. RAFTERS r- .4+ - OF CLEAR SPAN PLACE 3/8"70X 9" 1:39 yCSEE SCHEDULE FOR SIZE * ` •8-30- 15 DETAIL L29 ONLY sr r Twp , C 1-D C 5 13__ Arl MR Am%;ff_uma'x) 28921 US Hwy 74 EXTERIOR HOME PRODUCTS Romoland, CA 92585 DRAWN t 'CMDRAWINGP NONE OR PART ALUMIIpOD rKIC STRUCTURAL rOMP SCO2-2012 1 2 OF 2 LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES 0.024"x2"x6.625" Rafter (Sinale Soan) n nz,2"vq'„a aza" c) ftA— lc:"..i., a""..\ Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp B Exp C 1 psf) in 115 130 115 120 10 24" 8'-7" 8'-7" 8'-7" 8'-7" LIVE 20" 10'-4" 10'4" 1014" 10--0,- 0'-0"16" 20 16" 12'-9" 12'-8" 12'-0" 11'4" LIVE 12" 15'-0" 14'4" 13'-11" 13'-3" 20 24" 4'4" 4'-4" 4'-4" 4' -4 - LIVE 20" 5'-2" 5'-2" 5'-2" 5'-2" 30 16" 6'S" 6'-6" 6'-6" &-6" 12' 8'-T' 8'-7" 8'-7" 8'-7- 25 24" 4'-2" 4'-2" 4'-2" 4•_2 20" 4'-11" 4'-11" 4'-11" 4'-11" 60 16" 6'-2" 6'-2" 6'-2" 6'-2" 12" 8'-3" 8'-3" 8'-3" 8'-3'- '-3"30 30 24" 3'-5" • 3'5" 3'-5" T-5- 20" 4'-2" 4'-2" 4'-2" 4'-2" 16" 5'-2" 5'-2" 5'-2" 5'-2" 12" 6'-10" V-10" V-10" 6'-10" 40 24" 2'-7" 2'-T' 2'-7"" 2'-7" 20" 3'-1" 3'-1" 3_1 3'-1" 16" T-10" T-10" T-10" T-10" 12" 5'-2" 5'-2" 5'-2" 5'-2" 60 24" V-9" 1'-9" 1'-9" 1'-9" 20" 2'-1" 2'-1" 2.1" 2'-1" 16" 2'-7" T-7" 2'-7" 2'-7" 12" 3'-5" 3'-5" 3'-5" T-5" I ABLt 1.1 Ground I.Rafter Wind Speed and Exposure Snow Load Spacing Exp B Exp C ps in 115 130 115 120 10 24" 6'-9" 6'-9" 6'-9" 6' -9 - LIVE 20" 7'-9" T-9" 7'-9" T-9" 20 16" 9'-1" 9'-1" 9'-1" 9'-1" LIVE 12" 11'-1" 11'-1" 11'-1" 11'-1" 20 24" T-10" 3'-10" T-10" 3'-10" LIVE 20" 4'-6" 4'-6" 4'-6" 4'-6- 30 16" 5'-5" 5'-5" T-5" 5'-5" 12" 6'-9" 6'-9" 6'-9" 6'-9" 25 24" T-8" 3'-8" 3'-8" T-8" 20" 4'-3" 4'-3" 4'-3" 4'-3" 60 16" 5'-2" 5'-2" 5'-2" 1 5'-2" 12" 6'-6" 6'-6" 6'-6" 6'-6" 30 24" T-1" T-1" T-1" 3'-1" 20" 3'-8" 3'-8" 3'-8" 3'-0" 16" 4'-5" 4'-5" 4'-5" 4'-5" 12" 5'-8" 5'-8" 5'-8" 6-8" 40 24" 2'-5" 2'-5" 2'-5" 2'-5- 20" T-10" 2'-10" 2'-10" 2'-10" 16" 3'-6" T-6" T-6" 3'-6" 12" 4'-5" 4'-5" 4'-5" 4'5" 60 24" 1'-7" V-7" 1'-7" 1771- '-7"20" 20" 1'-11" 1'-11" 1'-11" 1'-11" 16" 2'-5" 2'-5" 2!-5" 2'-5" 12" T-1" I T-1" 1 T-1" 1 T-1" Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp B Exp C ps in 115 130 115 120 10 24" 14'-8" 14'-8" 14'-2" 13'-6" LIVE 20" 16'-1" 16'-1" 15'-6" 14'-10" 20 16" 17'-11" 17'41" 17'-4" 16'-6" LIVE 12" 20'-6" 20'-6" 19'-11" 19'-0" 20 24" 7'-5" 7* -5" T-5" T-5" LIVE 20" 8'-11" 8'-11" 8'-11" 8'41" 30 16" 11•_111 11•_1" 11•_1•• 11•_1•• 12" 14'-8" 14'-8" 14'-8" 14'-8" 2524" 24" T-1" T-1" T-1" T-1" 20" 8'S" 8'-6" 8'S" 8'-6" 60 16" 10'-7" 10•_7• 10•_7• 10•_7•• 12" 14'-0" 14'-0" 14'-0" 1 14'-0" 30 24" 5'-11" 5'-11" 5'-11" V-11" 20" T-1" 7'-1" T-1" 7'-1" 16" 8'-10" 8'-10" 8'-10" 8'-10" 12" 11'-9" 11'-9" 11'-9" 11'-9" 40 24" 4'-5" 4'-5" 4'-5" 4'-5" 20" 5'-4" 64" 5'-4" 5'-4" 16" 6'-8" 6'-8" 6'-8" 6'-8" 12" 8'-10" W-10" 1 8'-10" 8'-10" 60 24" 3'-0" T-0" T-0" 3'-0" 20 5'-5" 3'-7" 3'-7" 3'-7" 16" 6'-9" 4'-5" 4'- 6'-9" 12" 8'-11" V-11" 5'-1 8'-11" 0.032"X2"YR R2F" P.R., lKh.W.—I o nal"Xz'YR" R.ftnr /Qi—f. e.. % Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp B Exp C ps (in) 115 130 115 120 10 24" 18•_2" 18•_2" 18•_2'• 17•_7• LIVE 20" 19'-10" 19'-10" 19'-7" 19'-0" 20 16" 22'-1" 21•_8" 21•-0" 20•_5" LIVE 12" 25'-3" 23'-8" 22'-11" 22'-3" 20 24" 11'-3" 11'-3" 11'-3" 11'-3" LIVE 20" 13'-5" 13'-5" 13'-5" 13'-5" 30 16" 15'-10" 15'-10" 15'-10" 15'-10" 12" 18'-2" 18'-2" 18'-2" 18'-2" 25 24" 10'-8" 10'-8" 10'-8" 10'-8" 20" 12'-9" 12•_9" 12'_9'• 12•_9" 60 16" 15'-6" 15'5" 15'-6" 15'-6" 12" 17'-9" 17'-9" 17'-9" 17'-9" 30 24" 8'-11" 8'-11" 8'-11" 8'-11" 20" 10'-8" 10'-8" 10'-8" 10'-8" 16" 13'-4" 13'-4" 13'-4" 13'-4" 12" 16'-3" 16'-3" 16'-0" 16'-3" 40 24" 6'-9" 6'-9" 6'-9" 6!-9- 20- 8'-1" 8'-1" 8'-1" 8'-1" 16" 10'-0" 10'-0" 10'-0" 10'-0" 12" 13•_4• 13'4" 13'-4" 13•_4" 60 24" 4'-6" 4'S" 4'S" 4'-6" 20 5'-5" 5'-5" 5'-5" 5'-5" 16" 6'-9" 6'-9" 6'-9" 6'-9" 12" 8'-11" 8'-11" 8'-11" 8'-11" Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp B Exp C ps (in) 115 130 115 120 10 36" 16_1 16_1 16_1' 15_11•• LIVE 32" 18'-1" 18'-1" 17'-9" 16'-11" 20 24" 21'-0" 21'-0" 20'-5" 19'-6" LIVE 16" 25'-4" 25'-4" 24'-9" 23'-8" 20 36" 8'-2" 8'-2" 8'-2" 8'-2" LIVE 32" 9'-2" 9'-2" 9'-2" W-2" 30 24" 12•_2 12•_2" 12'_2'• 12•_2" 16" 18'-1" 18'-1" 18'-1" 18'-1" 25 36" 7'-10" T-10" T-10" 7'-10" 32" 8'-9" 8'-9" 8'-9" 8'-9" 60 24" 11 •-7" 11 •_7•• 11'-7" 11 •_7" 16" 17.3 17•_3• 17•_3" 17•_3" 30 36" 6'-6" 6'-6" W-6" 6'-6" 32" 7'-4" 7'-4" 7'-4" 7'-4" 24" 9._9.. 9._9" 9._9-- 91-9,- 16" 14'-5" 14'-5" 14'-5" 14'-5" 40 36" 4'-11" 4'-11" 4'-11" 4'-11" 32" 5'-6" 5'-6" 5'-6" 5--6'- '-6" 24" 24" 7'-4" 7'-4" 7'-4" 7'-4" 16" 10'-11" 10'-11" 10'-11" 10'-11" 60 36" 3'-3" 3'-3" 3'-3" 3'-3" 32" 3'-8" 3'-8" 3'-8" 3'-8" 24" 4'-11" 4'-11" 4'-11" 4'-11" 16" 7'-4" 7'-4" 7'-4" 7'-4" 3"vz"D.ft—na".d.. /nn. ae.... ..... c ....i..\ Ground Rafter Wind Speed and Exposure Snow Load Gauge Exp B Exp C s in 115 130 115 120 10 0.024" 12'-5" 12'-5" 12'-5" 12'-5" LIVE 0.040" 20'-2" 18'-5" 17'-10" 17'-3" 20 0.024' 8'-5" 8'-5" 8'-5" 8' -5 - LIVE 0.040" 14'-10" 14'-10" 14'-10" 14'-10" 25 0.024" 8'-2" 8'-2" 8'-2" 8'-2" LIVE 0.040" 14'-6" 14'-6" 14'-6" 14'-6" 30 0.024" 7'-4" 7'-4" 7'-4" 7'-4"- 0.040" 13•_1" 13•_1" 13'-1'• 13•_1 40 0.024' 6'-1" 6'-1" 6'-1" 67-1-- '1"0.040" 0. 40" 11'-2" 11'-2" 11'-2" 11'-2" 60 0.024" 4'-8" 4'-8" 4'-8" 4'-8" 0.040" 8'-10" 9'-11" 9'-11" 8'-10" Exposure Rafter Wind Speed and Ex Snow Load Spacing Exp B Exp s in 115 130 115 120 10 24" 10'-3" 10'-3" 10'-3" Amerimax Exterior Home Products LIVE 20" 11'-7" 11'-7" 11'-7" 11'-7" 16" 13'-5' 13'-5" 13'-5" 13'-5" 12" 28921 US Hwy 74 16'-0" 16'-0" 16'-0" 20 24" V-1" 6'-1" 6'-1" 6'-1" LIVE 20' T-0" T-0" T-0" Romoland, CA 92585 TABLE 1.2 8'-4" TABLE 1.3 TABLE 1.4 12" 10'-3" NOTE: RAFTERS MAY OVERHANG 25% OF THEIR CLEARSPAN Carl Putnam, P. E. 10'-3" 25 0.040"x2"x6.625" Rafter Multispan 5'-10" 0.042x3"x8" Rafter Mullis an 3441 Ivylink Place 5'-10" 20" 6'-9" 6'-9" 6'-9" 6'-9" 16" Lynchburg, VA 24503 8'-0" C 8'-0" 12" 9'-11" 9'-11" 9'-11" 9'-11" 30 carioutnam(cDcomcast.net Ground Rafter Wind Speed and Ex Snow Load Spacing Exp B Exp s in 115 130 115 120 10 24" 10'-3" 10'-3" 10'-3" 10'-3" LIVE 20" 11'-7" 11'-7" 11'-7" 11'-7" 16" 13'-5' 13'-5" 13'-5" 13'-5" 12" 16'-0" 16'-0" 16'-0" 16'-0" 20 24" V-1" 6'-1" 6'-1" 6'-1" LIVE 20' T-0" T-0" T-0" T-0" 16" 8'-4" 8'-4" 8'-4" 8'-4" 12" 10'-3" 10'-3" 10'-T' 10'-3" 25 24" 5'-10" 5'-10" 5'-10" 5'-10" 20" 6'-9" 6'-9" 6'-9" 6'-9" 16" 8'-0" 8'-0" 8'-0" 8'-0" 12" 9'-11" 9'-11" 9'-11" 9'-11" 30 24" 5'-0" 5'-0" 5'-0" 5'-0" 20" 5'-10" V-10" 5'-10" 5'-10" 16" T-0" 7'-0" T-0" T-0" 12" 8'-8" 8'-8" 8'-8" 8'-8" 40 24" T-11" 3'-11" T-11" T-11" 20" 4'-7" 4'-7" 4'-7" 4'-7" 16' 5'-7" 5'-7" 5'-7" 5'-7" 12" T-0" 7'-0" T-0" T -O" 60 24" 2'-9" 2'-9" 2'-9" 2'-9" 20" 3'-3" 3'-3" 3'-3" 3'-3" 16" T-11" T-11" 3%11" T-11" 12' S'-0" 5'-0" 5'-0" 5'-0" I AVLt 1.b ICC ESR1398 (2012 IBC) 9/29/2013 I ADLt 1.1 Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp B Exp C s in 115 130 115 120 10 24' 13'-9" 13'-9" 13'-9" 13'-9" LIVE 20" 15'-5" 15'-5" 15'-5" 15'-5" 16" 17'-9" 17'-9" 17'-9" 120'-11" 17'-9" 12" 20'-11" 20'-11" 19'$" 20'-11" 20 24" 8'-6" 8'-6" 8'-6" 8' -6 - LIVE20" 32" 9._9.. 9._9. 9 _9.. 9._9,1 16" 11'-4" 11'4", 11'4" 11'-4" 12" 13'-9" 13'-9" 13'-9" 13'-9" 25 24" 8'-2" 8'-2" 8'-2" 8'-2" 20" 9'-4" 9'-4" 9'-4" 9'-4" 16" 11'-0" 11'-0" 11'-0" 11'-0" 12" 13'-4" 13'-4" 13'-4" 13'-4" 30 24" T-1" 7'-1" T-1" 7--1- 20' 8'-2" 8'-2" 8'-2" 8'-2" 16" 9'-8" 9'-8" 9'-8" 9'-8" 12" 11'-10" 11'-10" 11'-10" 11'-10" 40 24" 5'-8" 5'-8" 5'-8" 5'-8" 20" 6'-7" 6'-7" 6'-7" 6'-7" 16" 7'-10" T-10" 7'-10" 7'-10" 12" 9'-8" 9'-8" 9.$. 9.$.. 60 24" 4'-0" 4'-0" 4'-0" 4'-0" 20" 4'-8" 4'-8" 4'-8" 4-8' 16" 5'-8" 5'-8" 5'-8" 5'-8" 12" 7'-1" 7'-1" T-1" 7'-1" I ADLt 1.0 Page 6 of 66 Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp B Exp C s in 115 130 115 120 10 36" 11'-8" 11'-8" 11'-8" 11'-8" LIVE 32" 12'-8" 12'-8" 12'$" 12'-8" 24" 15'-4" 15'4" 15'-4" 15'4" 16" 19'-8" 19'-8" 19'$" 19'-8" 20 36" V-10" 6'-10" 6'-10" 6'-10" LIVE 32" 7'-6" 7'S" 7'$' 7'-6" 24" 9._5.. 9._5" 9._5. 9._5" 16" 12'-8" 12'-8" 12'-8" 12'-8- 25 36" 6'-7"6'-7" 6'-7" 6'-7" 32" 7'-3" 7'-3" 7'-3" 7'-3" 24" 9'-1" 9'-1" 9'-1" 9'-1" 16" 12'-2" 12'-2" 12•_2" 1 12•_2" 30 3"'' 5'-8" 5'-8" 5'-8" 32" 6'-3" 6'-3" 6'-3" 6'-3" 24" 7'-11" 7'-11" 7'-11" 7'-11" 16" 10 _9• 10'-9" 10•_91• 10•_9' 40 36"4'-5" 4'-5" 4'-5" 4'-5" 32" 4'-10" 4'-10" 4'-10" 4'-10" 24" 6'-3" 6'-3" 6'-3" 6'-3" 16" 8' 8" 8'-8" 8'-8" 8'-8" 60 36" 3%0" T -O" 3'-0" 3%0" 32" T-5" 3'-5" 3'-5" 3'-5" 24" 4'-5" 4'-5" 4'-5" 4'-5" 16" 6'-3" 6'-3" 6'-3" 1 6'-3" I ABLE 1.9 IABLE 1.5 - 4.68139 630-2015 OCT 02 2013 DEC 05\201 SOLID COVERS 4.0 PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURES 2.5" x6" Super Six Single Span Detail- N3, A 3.5'x12" Super 12 (Single Span) Detail D -Ground Panel, Wind Speed and Exposure Ground Panel Wind Speed and Exposure Snow Load Gauge Exposure B Exposure C Snow Load Gauge Exposure B lExposure C (Ps (in). 110 115 110 115 psf) (in) 110 1 115 1 110 115 10 0.018 12'-8" 12'-1" 10'-8" 8'-3" '10 0.018 12'-4" 11'-10" 10'-11" 10'-11' LIVE 0.024 15' 6" 14'-9" 13'-3" 12'-8" LIVE 0.024 14'-0" 13'-5" 12' 4" 12'-4" 8'-7" 0.032 1 T-0" 16'-6 15'-8" 15'-7" 1 0.032 16'-5" 15'4" 14'-6" 14'-6" 11'-8" 0.036 17'-8" 17'-2" 16'-3" 16'-3" 6'-0" 0.036 17'-7" 16'-10" 15'-6" 15'-6" 20 0.018 10'-6"9' 4" 8'-11" 8'-3" 20 0.018 8'-3" T-10" T-1" 6'-9" LIVE 0.024 12'-9" 12'-4" 12'-0" 111-8" LIVE 0.024 11'-6" 11'-2" 10'-10" 10'-6" 8'-2" 0.032 14'-11" 14'-8" 14'-4" 14'-1" i 0.032 13'-6" 13'-1" 12'-9" 12'-4" 11'-1" 0.036 15'-0" 15'-3" 14'-11" 14'-8" 5'-9" 0.036 14'-6" 14'4- 13'-T' 13'-3" 25 0.018 10'-0" 9'4" 8'-11" 8'-3" 25 0.018 8'4" T-10" 7'-1" 6'-9" 9'-7" 0.024 12'-9" 12'4" 11'-8" 11'-8" 0'-0" 0.024 11'-2" 11'-2" 10'-6" 10'-6" 0'-0" 0.032 14'-11" 14'-8" 14'-1" 14'-1" 1 0.032 13'-1" 13'-1" 12'4" 12'4" 0'-0" 0.036 1 15'4" 15'-3" 14'4" 14'4- 10'-3" 0.036 14'-0" 14'-0" 13'-3" 13'-3" 30 0.018 9'-1" V-11" 8'-6" 8'-3" 30 0.018 T-5" 7'-1" 6'-6" 6'-T- 11'-3" 0.024 11,-8„ 11'-8" 11,_1„ 11'-1" 12'-7" 0.024 10,-6„ 10,-6" 9-4" 9--2-- '_2„0.032 11' 8" 0.032 14'-1" 14'-1" 13'-7" 13'-7" 10'-9" 0.032 12'-4" 12'-4" 11'-9" 11'-9" 12'-0" 0.036 14'-8" 14'-8" 14'-2" 14'-2" 1 0.036 13'-3" 13'-3" 12'-7" 12'-7" 40 0.018 8'-4" 8'-2" T-10" T-9" 40 0.018 6'-3" 6'-0" 5'-6" 5'4' 12'-11" 0.024 10'-7" 10'-7" 9'-6" 9'-4" 8'-0" 0.024 9'-2" 8'-11" 8'-7" 8'-5" V-5" 0.032 13'-0" 13'-0" 12'-5" 12'-5" 6'-3" 0.032 11'-3" 11'-3" 10'-9" 10'-9" 9'-0" 0.036 1 13'-9" 1 13'-9" 1 13'-3" 1 13'-3" 9'-11" 0.036 12'-0" 12'-0" 11'-6" 11'-8" 60 0.018 7'-3" 0'-0" 0'-0" 0'-0" 60 0.018 0'-0" 0'-0' 0'-0" 0'-0" 10'-10" 0.024 8'-9" 0'-0" 0'-0" 0'-0" 12'-2" 0.024 .7'-5" 0'-0" 0'-0" 0'-0" 11'-2" 0.032 10'-10" 10'-10" 10'-10" 10'-10" 10'-4"10'-4" 0.032 9'-4" 0'-0" V-0" 0'-0" 12'-3" 0.036 11'-6" 11' 6" 11'-6" 11' 6" 13'-3" 0.036 10'-0" 0'-0" 1 0%0" 0'-0" TABLE 4.1 TABLE 4.2 SINGLE SPAN TABLES 2.5" A" Rij Pr SIY rMidtic!\ % notnii AIR A Z f"v1 ]• C nu• I7 /\A-1:....-- M 2.5"x 12" Mark X Single Span) Detail B Ground Panel Wind Speed and Exposure Snow Load Gauge Exposure B Exposure C sf) (in) 110 115 110 115 10 0.018 8'-2" 7'-10" 6'-11" 6'-7" LIVE 0.024 12'-2" 11'-9" 10'-10" 10'-8" 11'-11" 0.032 13'-4" 12'-11" 12'-3" 12'-3" 13'-1" 0.036 13'-10" 13'-5" 12'4" 12'-9" 20 0.018 7'-1" 6'-10" 6'-6" 6--5-- '-5"LIVE LIVE 0.024 9'-3" 9'-0" 8'-7" 8'-4" 9'-4" 0.032 11'-8" 11'-5" 11'-3" 11'-0" 11'-9" 0.036 12'-2" 11'-11" 11'-8" 11'-5" 25 0.018 T-1" 6'-10" 6'-0" 6'-5" 7'-8" 0.024 9'-3" 9'-0" 8'-7" 8'4" 9'-4" 0.032 11'-5" 11'-5" 11'-0" 11'-0" 11'-9" 0.036 11'-11" 11'-11" 11'-5" 11'-5" 30 0.018 6'-8" 6'-6" V-3" F 1" 7'-4" 0.024 8'-9" 8'-7" 8'-2" V-0" 8'-11" 0.032 11'-0" 11'-0" 10%8" 10'-8" 11'-4" 0.036 11'-5" 11'-5" 11'-1" 11'-1" 40 0.018 6'-1" V-0" 5'-9" 5'-8" V-10" 0.024 8'-0" 7'-10" 7'-7" 7'-5" 8'-3" 0.032 9'-11" 9'-8" 9'4" 9'-2" 10'-9" 0.036 10'-7" 10'-7" 9'-7" 9'-5" 60 0.018 5'-4" 0'-0" 0'-0" 0'-0" 0'-0" 0.024 V-11" 0'-0" 0'-0" 0'-0" 0--0-- '-0"0.032 0.032 8'-7" 0'-0" 0'-0" 0'-0" 0'-0" 0.036 8'-10" 0'-0" 0'-0" 0'-0" 211x6" Flat Panel (Single Span) Detail N2, C Ground Panel Wind Speed and Exposure Snow Load Gauge Exposure BC (psf) (in) 110 115 110 115 10 0.018 11'-3" 10'-9" 9'-0" 8'-8" LIVE 0.024 12'-11" 12'-T' 11'-11" 11'-11" Exposure B Exposure C 0.032 14'-2" 13'-9" 13'-1" 13'-1" 110 115 110 115 0.036 14'-9" 14'-4" 13'-7" 13'-7" 20 0.018 8'-6" 8'-3" T-10" T-8" LIVE 0.024 11'-3" 10'-10" 10'-7" 9'-4" 6'f" 0.032 12'-6" 12'-3" 12'4" 11'-9" 6'-11" 0.036 12'-11" 12'-8" 12'-5" 12'-3" 25 0.018 8'-6" 8'-3" 7'-10" 7'-8" 11'-0" 0.024 10'-10" 10'-10" 9'-0" 9'-4" 9'-1" 0.032 12'-3" 12'-3" 11'-9" 11'-9" 9'-3" 0.036 12'-8" 12'-8" 12'4" 12'-3" 30 0.018 8'-0" 7'-10" 7'-6" 7'-4" 13'-5" 0.024 9'-9" 9'-6" 9'-1" 8'-11" 12'-10" 0.032 11'-9" 11'-9" 11'-4" 11'-4" 11'-6" 0.036 12'-3" 12'-3" 11'-10" 11'-10" 40 0.018 7'-4" 7'-2" 6'-11" V-10" 14'-8" 0.024 8'-11" 8'-9" 8'-5" 8'-3" 14'-5" 0.032 11'-0" 11'-0" 10'-9" 10'-9" 11'-10" 0.036 11'-5" 11'-5" 11'-2" 11'-2" 60 0.018 6'-4" 0'-0" 0'-0" 0'-0" 7'-6" 0.024 T-9" 0'-0" 0'-0" 0--0-- '-0"0.032 4'-1" 0.032 9'-6" 0%0" 0'-0" 0'-0" 5'-10" 0.036 10'-1" 10'-1" 0'-0" 0'-0" TABLE 4.4 ELS MAY OVERHANG 25% OF THEIR CLEARSPAN Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Snow Load Gauge Exposure B Exposure C Snow Load Gauge Exposure B Exposure C Snow Load Gauge Exposure B Exposure C Snow Load Gauge Exposure B Exposure C (psf) (in) 110 115 110 115 (psf) in 110 115 110 115 (psf) (in) 110 115 110 115 (ps (in) 110 1 115 1 110 115 10 0.018 10'-1" 9'-8" 8'-11" 8'-11" 10 0.018 8'-1" T-6" 6'-0" 6'f" 10 0.018 8'-0" T-7" 6'-11" 6'-11" 10 0.018 11'-3"10'-9" 4' 9'-11" 9'-11" LIVE 0.024 12'-6" 11'-11" 11'-0" 11'-0" LIVE 0.024 11'-0" 10'-4" V-1" 9'-1" LIVE 0.024 10'-6" 10'-0" 9'-3" 9'-3" LIVE 0.024 12'-11" 12'-7" 11'-11" 11'-11" 3x8 0.032 15'-3" 14'-7" 13'-5" 13'-5" 9' 0.032 15'-2" 14'-3" 12'-10" 12'-10" All Others 0.032 13'-1" 12'-6" 11'-6" 11'-6" 9' 0.032 14'-2" 13'-9" 13'-1" 13'-1" le 2x6.625 0.036 16'-7" 15'-10" 14'-8" 14'-8" 10' 0.036 16'-11" 16'-0" 14'-5" 14'-5" RF Fascia 0.036 13'-5" 12'-10" 11'-10" 11'-10" MAX 0.036 14'4" 14'-4" 13'-7" 13'-7" 20 0.018 8'-3" 8'4' 7'-9" 7'-6" 20 0.018 T-9" T-5" 5'-2" 4'-1" 20 0.018 6'-5" 6'-3" V-0" 5'-10" 20 0.018 9'-3" 9'-0" 8'-8" 8'-6" LIVE 0.024 10'-3" 9'-11" 9'4" 9'-4" LIVE 0.024 8'-2" T-9" T-5" T-1" LIVE 0.024 8'-7" 8'-3" 8'-0" T-9" LIVE 0.024 11'-3" 10'-10" 10'-7" 10'-3" MAX 0.032 12'-7" 12'-2" 11'-10" 11'-6" 5' 0.032 11' 8" 11'-2" 10'-9" 10'4' 13' 0.032 10'-9" 10'-4" 10'-1" 9'-9" 5' 0.032 12'-0" 12'-3" 12'-0" 11'-9" 13' 0.036 13'-8" 13'-3" 12'-10" 12'-6" 0.036 13'-3" 12'-8" 12'-2" 11'-9" 11' 0.036 11'-0" 10'-8" 10'-4" 10'-1" 5' 0.036 12'-11" 12'4" 12'-5" 12'-3" 25 0.018 8'-0" 8'-0" 7'-6" T-6" 25 0.018 V-5" 5'-5" 4'-3" 4'-1" 25 0.018 6'-3" 6'-3" 5'-10" V-10" 25 0.018 9'-0" 9'-0" 8'-6" 8'-6" MAXI 0.024 9'-11" 9'-11". 9'-4" 9'-4" 1 0.024 7'-9" T-9" 7'-1" 7'-1" 0.024 8'-3" 8'-3" T-9" 7'4" 0.024 10'-10" 10'-10" 10'-3" 10'-3" 0.032 12'-2" 12'-2" 11'-6" 11'-6" 0.032 11'-2" 11'-2" 10'-4" 10'-4" 0.032 10'-4"10'-4" 9'-9" 9'-9" 0.032 12'-3" 12'-3" 11'-9" 11'-9" 0.036 13'-3" 13'-3" 12'-6" 12'-6" 0.036 12'-8" 12'-8" 11'-9" 1 11'4" 0.036 10'-8" 10'-8" 10'-1" 10'-1" 0.036 12'-8" 12'-8" 12'-3" 12'-3" 30 0.018 7'-0" 7'-6" 7'-2" T-2" 30 0.018 4'-6" 4'-3" 3'-11" 3'4- 30 0.018 5'-10" 5'-10" 5'-6" 5'-6" .30 0.018 8'-0" 8'-6" 8'-0" 8'-0" 0.024 9'-4" 9'-4" 8'-10" 8'-10" 0.024 T-1" T-1" 6'-6" 6'-6" 0.024 T-9" 7'-9" 7'-4" 7'-4" 0.024 10'-3" 10'-3" 9'-9" 9'-9" 0.032 11'-6" 11'-6" 10'-11" 10'-11" 0.032 10'-4" 10'-4" 9'-T' T-7" 0.032 9'-9" 9'-9" 9'-3" 9'-3" 0.032 11'-9" 11'-9" 11'-4" 11'-4" 0.036 1 12'-6" 1 12'-6" 11'-11" 11'-11" 0.036 11'-9" 11'-9" 11'-0" 11'-0" 0.036 ' 10'-1" 10'-1" 9'-7" 9'-7" 0.036 12'-3" 12'-3" 11'-10" 11'-10" 40 0.018 V-10" 6'-10" 6'-6" 6'-6" 40 0.018 T-9" 3'-8" 3'-5" T-3" 40 0.018 5'-3" 5'-3" 4'4" 4'-7" 40 0.018 7'-8" T-8" T-4" 7'-4" 0.024 8'-5" 8'-5" 8'-1" 8'-1" 0.024 6'-0" 6-0" 5'-7" T-7" 0.024 T-0" T-0" 6'-8" 6'-8" 0.024 9'-4" 9'-4" 8'-11" 8'-11" 0.032 10'-5" 10'-5" 10'-0" 10'-0" 0.032 8'-11" 8'-11" 8'-5" 8'-5" 0.032 8'-10" V-10" 8'-5" 8'-5" 0.032 11'-0" 11'-0" 10'-9" 101-91- 0.036 11'-4" 11'-4" 10'-10" 10'-10" 0.036 10'-3" 10'-3" 9'-8" 9' 8" 0.036 9'-1" 9'-1" 8'-8" 8'-8" 0.036 11'-5" 11'-5" 11'-2" 11'-2" 60 0.018 5'-7" 5'-7" 5'-7" 5'-7"=00 018 2'-11" V-0" 0'-0" 0'-0" 60 0.018 4'-3" 0'-0" 0'-0" 0'-0" 60 0.018 6-4" 6-4" 6-4" 6' 4" 0.024 7 -0" 7'-0" 7'-0" 7'-0"024 4' 4" 0'-0" 0'-0" 0'-0" 0.024 5'-9" 5'-9" 5'-9" 5'-9" 0.024 7' 8" 7'-8" 7' 8" 7' 8" 0.032 8'-7" 8'-7" 8'-T' 8'-7"032 6'-9" 6'-9" 6'-9" 6'-9" 0.032 T-3" 7'-3" 7'-3" 7'-3" 0.032 9'-6" 9'-6" 9'-0" 9'-6" 0.036 9'-5" 9'-5" 9'-5" 9'-5"036 T-11" T-11" T-11" T-11" 0.036 7'-6" 7'-6" 7'-6" 7'-6" 0.036 10'-1" 10'-1" 10'-1" 10'-1" 11GL; t6K1398 (2012 lb-cTS/Z9/ZU13 4 1 """ "'" Page 22 dMc 4'r 1 AbLt 4.8 *` W. ti o -101b! f* OCT 02 2013 WIDTH AND#10 SCREWS AXIMU LLOIqEBLEVRIZULR,Table )R PANER COMBINATIOS 4.9 9' Panel # of #10 screws PER FOOT to attach panel to header Headers Gaug 1 1 2 1 3 2 1 3 1 4 2 I 3 I 4 6 6' (in) 115 mph Exp B 115 mph Exp C 140 mph Exp C )le 2x6.625 0.018 3' 6' 9' 4' 7' 9' 3' 4' 6' MAX RF Fascia 0.018 3' 6' MAX 4' MAX MAX 3' MAX MAX MAX 3x8 0.018 3' 6' 9' 4' 7' 1 9' 3' 4' 6' MAX All Others 0.018 3' 6' 9' 4' 7' 9' 3' 4' 6' MAX de 2x6.625 0.024 4' 8' 12' 6' 9' 12' 4' 6' 8' MAX RF Fascia 0.024 4' MAX 1 MAX 6' MAX MAX 4' MAX MAX MAX 3x8 0.024 4' 8' 12' 6' 9' 12' 4' 6' 8' MAX All Others 0.024 4' 8' 12' 6' 9' 12' 4' 6' 8' MAX le 2x6.625 0.032 4' 9' 13' 6' 10' 13' 4' 6' 9' 13' RF Fascia 0.032 5' MAX MAX 7' MAX MAX5' MAX MAX MAX MAX 3x8 0.032 6' 11' MAX 8' 12' MAX 5' 8' 11' M All Others 0.032 6' 11' MAX 8' 12' MAX 5' 8' 11' MAX uoie Lxb.bzo u.u3b 4' 9' 13- b' 1U' 13' 4' 6' 9' 13' RF Fascia 0.036 5' MAX MAX 7' MAX MAX 5' 7' MAX MA: 3x8 0.036 6' 12' MAX 8' 13' MAX 6' 8' 11' MA: All Others 0.036 6' 12' MAX 9' 13' MAX 6' 9' 12' MA; 'MAX' means the maximum possible tributary width Minimum number of screws is on per panel MAXIMUM ALLOWABLE TRIBUTARY WIDTH AND#14 SCREWS FOR PANELI EADER COMBINATIONS Table 4.1( Panel # of #14 screws PER FOOT to attach panel to header Headers Gauge 1 1 2 1 3 1 1 2 1 3 1 I 2 I 3 I 4 (in) 115 mph Exp B 115 mph Exp C 140 mph Exp C Dble 2x6.625 0.018 V 8' 12' 3' 6' 8' 2' 4' 6' 8' RF Fascia 0.018 4' MAX MAX 3' MAX MAX 2' 4' MAX MAA 3x8 0.018 4' 8' 12' 3' 6' 8' 2' 4' 1 6' 8' All Others 0.018 4' 8' 12' 3' 6' 8' 2' 4' 6' 8' Dble 2x6.625 0.024 5' 10' MAX 4' 7' 11' 3' 5' 8' 10' RF Fascia 0.024 5' MAX MAX 4' MAX MAX 3' 5' MAX MAX 3x8 0.024 5' 10' MAX 4' 7' 11' 3' 5' 8' 10' All Others 0.024 5' 10' MAX 4' 7' 11' 3' 5' 8' 10' Dble 2x6.625 0.032 6' 12' MAX 4' 8' 13' 3' 6' 9' 11' RF Fascia 0.032 6' MAX MAX 5' MAX MAX 3' 6' MAX MAX 3x8 0.032 7' 14' MAX 5' 10' 15' 3' 7' 10' 13' All Others 0.032 7' 14' MAX 5' 10' 15' 3' 7' 10' 13' Dble 2x6.625 0.036 6' 12' MAX4' 8' 13' 3' 6' 9' 11' RF Fascia 0.036 6' MAX MAX 5' MAX MAX 3' 6' MAX MAX 3x8 0.036 8' MAX MAX 6' 11 MAX 4' 7' 11' MK) All Others 0.036 8' MAX MAX 6' 11' MAX 4' 8' 11' MAXI ALUMINUM STUB POST n nnnn UTnI ALUM RAFTrn - RAFTER SCR DOUBLE HEE )ETAIL L32 RAFTER 0 UNDERHUNG DOUBLE RAFTERS ICC ESR1398 (2012 IBC) 9/29/2013 2"X6.625" ALUM RAFTERS USE TWO #14 SMS FOR 10 PSF/115 MPH EXP C FOUR #14 SMS FOR ALL OTHERS RAFTERS USE FOUR #14 SMS FOR 10 PSF/115 MPH EXP C FIVE #14 SMS FOR ALL OTHER LOADS SCREWS REQUIREMENTS ARE PER RAFTER X32 DOUBLE RAFTERS Page 21 of 66 MATCH RAFTER SCREWS OCT 02 2013 Engineer's Stamp G 681:39 * P 30-2015 DEC 05\2013 111,21111 �Amerimcik28921 US Hwy 74 EXTERIOR HOME PRODUCTS Romoland,CA 92585 PAWN Br. TWE. CP NTS Component Parts & Connection Details For Patio 'a, Commercial Lattice Structures NC- FLFJ. LT04-2012 .4 of 4 SOLID COVER 5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN 115 MPH WIND AREAS 12 Gauge x3"x8" Steel:C Detail - ) - - Double 16 Ga 3'x8' Steel C Detail T and AY Double 12 Ga 3`x8" Steel C (Detail T and AY) TABLE 5.8 Attached Freestanding or T Attached Freestanding or Attached Freestandingo or _ --.--- --_-._._-------- -----"„'.,... ....,., suww.o mumaPan uww GROUND TRIS POST POST MAX MAX POST LENGTH MAX MAX POST LENGTH MAX MAX POSTLENGTH SNOW WIDTH SPACING REO'D POST MIN FOOTER 8' I 17 I 15' POST MIN FOOTER e' I 17 I 75' POST MIN FOOTER 8' I 17 15' LOAD (FT) ON SLAB FOR .SPACIN POST SIZE CONSTRAINED FOO7E SPACING POST SIZE CONSTRAINED fOOTE SPACING POST SIZE CONSTRAINEDIOO7E IP (Fn SLAB (FT) TYPE 'd' 'd' 'd' 'd' (FT) TYPE "d" "d' 'tl' (FT) TYPE 'd' 'd' 'd' 'd" (in) (in) (in) (N) 10 5 13'-7" A 23'-9" E 30 30 3024-0" 29 29 29 29 29 23'-T F 30 SO 31 32 32 32 32 32 29'-11" F 92 32 34 35 34 34 34 34 LIVE LOAD 5.5 17.4" A 22'-10'• F 30 30 30 90 23'-11" F 31 31 31 32 27-0' F 33 33 33 34 LOAD YBy". 114' A '21'-93' 120'-8" F 31 31 31 30 30 23'•9" F 32 32 32 32 32 28'-7' F 34 34 34 34 35 ONLY 6.5 10'- 5 A 15-7' F 91 31 31 30 90 31 31 27-T F 32 32 32 32 33 33 33 27'-S` F 34 34 34 95 36 38 37 7 9'-0" A 17-9" F 31 31 91 31 27-1' F 33 33 33 33 26'-9' F 35 35 35 37 7.5 9'-1" A 18'-11` F 32 32 32 31 21'-T F 33 33 33 34 20.1' F SS 35 35 37 6 e'6" A 18'-3" F 32 32 32 31 21'-1' F 34 34 34 34 25'•T F 36 38 38 38 8.5 81•01 A 1T-0` F 32 92 32 30 20'6' F 34 34 34 32 25'-1' F 38 38 30 36 e T6` A Is -11" F 33 33 33 30 30 20'3" F 35 a5 35 33 93 24'-T F 37 37 37 37 38 9.5 7'•T A 18'-4" F 33 93 33 29 19'6' F 35 35 35 32 24'-2' F 37 37 37 35 10 8'•9' A IF -10" F 33 39 33 30 104' F 35 35 35 32 23'•9- F 38 38 38 36 10.5 8'1' A IT -4' F 33 33 33 30 18'-T F 35 35 35 ' 32 23'-4' G 38 38 98 9a 11 T -T A 14'•10- F 33 33 33 30 17-T F 38 38 38 32 23'-0` G 38 38 38 3a 1 1 11.5 5'•11- A 1415' F 33 33 33 $D 1T6" F 38 36 36 93 22'6" G 39 39 39 97 31 12 5'-0` A 14'-1' F 34 34 94 173- F 36 36 Be F-2" 22'-4" G 38 39 S8 31 31- 11 8'-T A 13'-4' F S2 32 32 10'6- F 34 34 34 14'-T 21'-9- F 38 38 38 17.10" F 12 S_8, A 12'-0" F 93 33 33 15'-10" F 95 35 35 92 21•7 G 39 39 39 34 4 13 S•T A 12'-1' F 33 39 33 4'-1" 3'-9' 15'-3- F 95 95 35 32 20'-9' G 99 39 39 34 10 5 13'-T A 21'-9" F 33 33 33 29 29 29 29 29 23'-T F 33 33 34 32 32 32 32 32 28'-1' F 36 30 38 35 34 34 34 34 LIVE 5.5 17-0" A 20'-7' F 33 33 33 90 22'S" F 94 34 34 32 2T-3' F 38 38 36 34 LOAD 6 11'4" A 17-0` F 33 33 33 30 30 21'-10' F 35 35 95 32 32 28'-5" F 97 37 37 34 35 ONLY 6.5 101' A 15-7' F 34 94 34 30 90 31 31 21'3' F a5 35 35 32 33 33 33 25-9' F 38 38 38 95 36 38 37 7 9'S A 1T-0` F 34 34 34 31 20'-9' F 38 38 38 33 25'-1` F 38 38 38 37 7.5 B'-1' A 17'-0" F 34 34 34 31 211'3" F 37 37 37 34 246' F 39 39 39 37 B 8'S A 18'3- F 35 35 36 31 19'-T F 37 37 37 34 24'-0' F 39 39 39 38 8.5 8'-0' A 15'6" F 35 35 35 30 17.11" F 37 37 37 32 23'6" G 40 40 40 36 9 7'6` A 15'-1" F 35 35 35 30 30 18'4" F 38 38 38ILII..' 33 93 23'-i" G 41 41 41 37 38 9.5 T-2' A 14'-7' F 35 35 35 29 1T-10" F 38 38 3822.3' 32 20'4" G 41 41 41 35 10 S-0` A 14'-1" F 36 36 36 30 174' F 38 38 " 3827.3' 32 20'-0" G 41 41 41 36 10.5 61S" A 13'-8` F 90 38 38 30 15-10' F 38 38 9021'-11' ' 32 17-8` G 42 42 42 9a 11 8'-2' A 13'-3" F 35 36 36 30 18'5' F 39 39 3921'-T 32 19'4" G 42 42 42 3a 1 1 11.5 6'-11` A 12'-10` F 38 38 38 $D 18'-0` F 39 38 3921'-3- 93 17-1' G 49 43 43 97 31 12 S-0` A 12'6' F 38 36 36 15'3' F 39 39 3921'-0' F-2" A O 43 43 43 31 31- 11 8'-2" A 11'-10` F 35 35 35 14'-11" F 37 31 37201- 14'-T F G 42 42 42 17.10" F 12 5'6` A 11'-3" F 35 - 35 95 14'-3- F 38 38 389'-11- 92 32 G 42 42 42 34 4 19 S -T A 10'-B' F 38 38 30 4'-1" 3'-9' 13'-9' F 9B 39 39 32 32 G 43 43 43 34 20: LIVE LOAD ONLY 6 6.5 86'•11' 8.5 7 T•1` 8'S" 5'-T 5'-1" A A A A A 19'3' 18'-0" 17'6' 18'6" 15'-11` F F F F F 28 28 29 29 29 28 28 29 29 29 28 28 29 29 29 29 29 29 29 29 21'-10` 21'-2" 20-T 20'-0` 19'-2" F F F F F 20 30 30 91 31 29 90 30 31 31 31 30 30 31 31 32 32 32 32 32 28'-0` 25'6- 24'•11" 24'-3` 2T-8" F F F F F 1 31 32 32 . 33 93 37 32 32 33 33 1 33 33 32 33 33 35 34 34 34 34 POST 7.5 4'6` A 163" F 90 3030 POST SIZE 90 18'-0` F 92 32 32 32 23'-1" G 34 34 34 34 B 8.5 4'S" 4--2" A A 14'-T 14'-0" F F SO 30 30 30 30 30 30 30 17'-10- 1T-3" F F 32 32 32 32 32 32 32 32 27-7' 22'-2' G G 34 35 34 35 34 35 34 35 9 B.5 10 10.5 T-11` 3'-0` 9'6` 3'4" A A A A 13'6" 13'•0' 12'-T 17-2- F F F F 30 30 3131 31 30 30 31 30 90 31 31 30 90 31 31 18'•8" 18'-2" 15'-9` 15'4' F F F F 32 33 33 33 32 33 33 33 32 33 33 33 32 33 33 33 21'•9" 21'-4" 21'•0" 206`G G G G 35 36 38 37 35 30 38 37 35 30 36 37 95 36 38 37 11 T -T A 1T-10" F 31 31 31 31 14'•11' F 33 33 33 33 20'4' G 37 37 37 37 11.5 T-1' A 11'•5" F 31 31 91 31 14'6- F 34 34 34 34 20-0' G 37 37 37 37 12 2'-11' A 11'-1' F 31 31 31 31 14'-2` G 34 34 34 34 19'•9` O 38 38 38 38 11 T -2'A A 10'6" F 30 30 30 30 13'6" F 32 32 32 32 19'-3' G 30 39 38 36 12 13 2'-11' 7-0' A A 10'-0' 76" F F 30 SO 30 30 1 30 30 1 30 30 12'-11" 12'-4` I F F 1 39 33 1 33 33 33 39 33 93 18'•8- 18'4` G G 37 38 37 38 37 38 1 37 38 TABLE 5.8 12 Ga u a x3"x8Steel Attached C Detail 7 Freestanding or Double 16 Ga 3"x8' Steel C (Detail T and A Attached Freestanding or Double 12 Ga 3"x8" Steel Attached C (Detail T and A Freestanding or 1 27 27 Structure Mulllspan Units Structure Mullis an Units Structure I Mule span Units GROUND TRIB POST POST MAX 25-2` MAX POST LENGTH MAXIFMAX POST LENGTH MAX MAX POST LENGTH SNOW WIDTH SPACIN REO'D POST MIN DOTE S I 12' I 15' POST 8' I 12' I' tb' POST MIN OOT 0 I 77 I 16' LOAD (FT) ON SW FOR SPACIN POST SIZE CONSTRAINED FOOTER SPACIN CONSTRAINED FOOTE PACIN POST SIZE CONSTRAINED FOOTE (PSF) (FT) SLAB (FT) TYPE -d- 'd' "d' -d- (FT) 'd" "d" q -d' (FT) TYPE -d" "d' -d- -d- ......... 34 5 4'-T A 30 6 5'6` A 1T-11` F 27 1 27 27 28 20'-9` F 29 29 30 92 25-2` F 31 31 32 34 5.5 6-2" A 18-1 t" F 28 28 28 28 20.1" F 29 29 30 32 24'-5- F 31 31 32 34 5 4'-T A 1S -0`F F 28 28 28 28 19'-3` F 30 30 30 '. 32 23'-8" F 32 32 32 34 8.5 4'4" A 15'-T F 28 28 28 _28 175" F 30 30 30 31 23'-1' G 32 32 32 34 7 4'-1` A 14'-0" F 28 28 28 28 171-V F 30 90 30 ..31 276" G 33 33 33 33- 7.5 3'-9` A 13'-10" F 29 29 29 29 1T-1" F 31 31 31 31 2Z -0''G G 33 33 33 33 83'-0" T-6" A 13'-3" F 29 29 29 29 18'-S' F 31 31 31 f'31 21'6" G 34 34 34 34 8.5 3'd' A 17.9" F 29 29 29 29 15'-11" F 31 31 31 31 21'-1' G 34 34 34 34 9 T -T A 12'-3" F 29 2B 29 29 15'6` F 31 31 31 31 20'6" O 35 35 35 35 9.6 T-0" A 11'-10" F 28 29 29 29 14'•11" F 32 32 32 32 20'4" G 35 35 35 35 10 2'-10' A 111-5" F 30 30 30 30 1415` F 32 32 32 32 20'-0" G 38 36 38 36 10.5 2'-0" A 11'-0' F 30 30 30 30 14'-1` G 32 92 92 ' 32 17-8` O 38 36 38 9a 11 7.7` A 10.8' F 30 30 90 30 13'-0" G 32 32 32 32 19'4" G 36 98 .. 38 3a 1 1 11.5 21" S A 10'4' F 30 30 90 $D 13'4' G 33 39 93 93 17-1' G 97 37 .37 97 30 120 5 5'-0" A 18'-9" F 30 90 30 31 20'-0' F 82 32 99 95 24'3" F 94 34 35 37 5.5 5'-7 A 15'-9` F 30 90 30 90 77-0- F 32 92 32 34 23'S' F 35 35 35 37 8 4--9" A 14'-10" F 31 31 31 31 18'-2" F 33 33 33 x' 34 22'-9" G - 35 35 35 37 8.5 4'4` A 14'-1" F 3131 29 31 31 1T4' F 33 33 33 34 27-2" G 36 38 - 38 36 7 4'-1' A 1315- F 31 31 91 31 18'-8" F 33 33 33 33 21'6-C G 36 38 38 $8 7.5 3'-9` A 12'-10" F 31 31 31 31 10-0` F 34 34 34 34 21'-2' G 37 37 '37 97 0 T-6" A 174" F 32 92 32 32 15'5" F 34 34 34 34 20'-W G 38 38 38 38 8.5 14` - A 11'-10" F 32 32 32 32 14'-11- F 34 34 34 34 203' G 98 38 '- W 98 9 91•T A 11'-4" F 32 32 32 32 14'5" F 35 95 . 3535 32 19'-11" G 99 39 39 38 9.5 9'-0" A 10-11" F 32 32 32 32 19'-11` G 35 35 35 95 • 1".. G 39 39 39 39 10 2'-10" A 10'-7' F 32 32 32 32 13'6- G 3531 39 35 95 1B'-2' G 39 39 .39 39 10.5 2'-W A 10'-2' F 33 33. 33 33 13'-T G 35 35 95 35 11 18'-11' G 40 40 40 40 11 Z-7` A 7.10` F 33 33 33 33 17.9` G 38 38 38 38 18'•7 G 40 40 40 40 1 1 71.5 MPH 2'-5` A 9'-T F 39 33 33 33 12'5' G 38 30 38 99 18'-4" G 41 41 41 41 30 6 EXPOSURES 5'-8` A iT-7' F 28 28 28 29 20'6' F 29 29 3t 133 2F -WF 31 91 33 35 5.5 51-2" A 16'-7' F 28 28 28 29 20'-0` F 90 30 31 133 24'3` F 32 32 33 a5 8 4'-9` A 15'•10" F 29 29 29 29 19'-1• F 30 30 30 - 32 23'-0" F 99 33 33 35 8.5 44 A -0" 15'" F 29 29 29 29 18'-3' F 3t 91 91 132 22'-t 1' O 93 33 99 34 7 4'-1' A 14'-4" F 20 29 29 20 iT•T F 31 31 31 92 2Z4" G 34 34 34 34 7.5 T-7' A IT -V' F 29 29 29 29 18'•11" F 32 32 32 92 21'•10" G 34 34 34 34 8 3'6' A 13'-1` F 30 30 90 30 16'-3" F 32 32 32 32 2V -S' G 95 35 35 a5 8.5 3'4" A 17-T' F 30 90 30 30 15'-9` F 32 32 32 32 20'•11` G 35 35 35 35 9 T -T A 12'•1' F 30 30 90 30 F 32 32 32 32 20-T G 38 36 38 98 9.5 T-0' A 11'6" F 90 30 30 30 F 3393 333320-2" G 36 36 36 36 10 2'-10" A 113" F SO 30 30 30 L153- G 33 39 93 33 19'-10" G 37 37 37 37 10.5 2'-8` A 10'•11" F 30 30 30 30 G 93 33 33 99 176" G 37 37 37 311Z-7' A 10-7"F331 31 31 G 33 93 33 93 17•3' G 37 37 37 37 120 MPH EXPOSURE C a 140 MPH EXPOSURE B 30 5 S -W A 18'-5" F 31 31 91 91 19'•8' F 93 33 33 35 5.5 F-2" A 15'•5' F 31 91 31 31- 18'-9` F 33 33 33 35 '. 1 FESSIQ a 4'-9` A 14'-T F 91 31 31 31 17.10" F 33 93 33 35 6.5 414" A 1TAW F 92 32 32 32 1T-1' F 34 4 34 34 7. 7.6 4'-1" 3'-9' A A 13 '-Y 12'-T F F 32 32 32 32 18'4" F 34 3 34 34 8 3'6" A 12'.1" F 32 32 92 32 a2 32 32 32 1S -V 15'•7 F F 35 35 35 35 35 9. V 8.6 3'4" A 11'•T F 33 33 33 33 14'6` F 35 3 3 p J 9 T-7 A 11'-1" F 33 33 33 33 14'•7' G 35 35 A _ SJIn 9.5 3'-0" A 10-8" F 33 39 33 33 t1'-8' G 30 35 ` 1 , • 'T V' 10 T-10' A 10.4" F 33 33 93 33 13'3" G 38 J 10.5 2'-0' A 10'-01 F 33 33 33 33 12'-11' O ` 36 .L' Cif l(}• .'f/ 11 7.7" A 7-0` F 33 33 33 33 176" G 38 36 iCC ESR1398 (2012 IBC). 9/013 Page 32 of 66 F - 6. &1 diAN, JI OCT 02 2013 D CC 02013~ SOLID COVER 5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN 115 MPH WIND AREAS TABLE 5.7 4")G" 1 Beam (Detail 7"x4" 1 Beam (Detail 0) 16 Gauge x3'4' Steel C (Detail T) Attached Freestanding or Attached Freestanding or Attached Freestanding Gr 1T-8" Structure Multispan Units Structure Multispan Units Structure Multispan Units GROUND TRIS POST POST MAX LIVE MAX POST LENGTH MAX A MAX POST LENGTH MAX 22 MAX POST LENGTH SNOW WIDTH SPACING REDID POST MIN FOOTER 7 i 1Z I 15 POST MIOTER 13'4" S I 1T I 15 POST MIN FOOTER 8' I 12' I 1S LOAD (FT) ON SLAB FOR SPACING POST SGM CONSTRAINFDFOOTE SPACING CONSTRAINED FOOTER SPACING POST SQE' CONSTRAINED FOOTS (PSF) 28 (Fn SLAB (FT) TYPE 'd" 'd' 'd' 'C (FT) :TYP]E:(-d- 'd' 'd' "d'(FT) 1 I TYPE 'd' 'd' 'tl' 'd'fm) A 714" B 22 22 25 (In) (h) (in) 13'-10" h) M) On) (in) 27 CmI (m) Cm) On) 20 3 11'•10" A10'-4' 11'-3" B 22 23 26 28 1T-8" D 20 29 32 34 14'•9' 0 24 28 31 33 LIVE 3.5 10'•2' A 7.2' B 22 23 25 27 18'-7' E27 24 28 31 33 13'4" D 25 27 31 33 LOAD 4 8'-11" A 8'-3" B 22 22 25 27 1S-1" E 27 28 31 33 1T-01 D 25 27 30 32 ONLY 4.5 T-11" A 714" B 22 22 25 26 13'-10" E 27 27 30 32 10'-9' D 25 28 29 31 5 7'-1" A V-11" B 22 22 24 28 1Z-9" E 27 27 30 32 91-W O 25 26 29 30 5.6 0'4' A SS' B 22 22 24 28 11'•17' E 28 28 28 31 e'-10" D 25 25 28 30 0 51.11" A S-11' B 23 23 24 25 111•1" E 28 28 29 31 S•1" D 25 25 28 29 6.5 F -V A 64" C 23 - 23 23 25 10'•5- E 28 28 28 30 T4" D 25 25 27 29 7 V-1" A V-2" C 23 23 29 25 7-10' E 28 28 28 30 8'-11" 0 25 25 27 29 7.5 4'-0" A 4'•10" C 23 23 23 25 7.3" E 28 28 28 30 81-V D 25 25 28 28 8 4'-S A 4'-7"' C 23 23 23 24 S•10" E 28 28 28 20 8'•1" D 25 25 26 28 8.5 4'-2" A 4'4" C 23 23 23 24 74" E 28 28 26 29 51.9" D 25 25 26 28 9 X-11" A 4'-2" C 23 23 23 24 8'-0" E 28 28 28 29 514" D 25 25 26 27 8.5 X-9" A Y-1 I" C 23 93 23 24 T -T' E 29 29 28 29 S-1' O 25 25 25 27 10 3'4' A Y-9" C 23 23 23 24 T-9" E 29 29 29 29 4'•10" D 25 25 25 27 11 T-2" j A 9'•S C 23 1 29 1 23 24 S4' F 1 29 1 29 1 29 1 29 11 X -S' 1 D 1 25 1 25 1 25 1 26 25 3 11'4" A 11'-3" B 20 22 24 28 181-8- 0 23 27 30 311S-11" 14'-5" D 22 26 29 31 (In) Cm) (n) 3.6 74" A 10'-0" B 20 21 24 25 1T-9' E 24 28 29 31 14'4" D 22 26 29 30 7 4 8'4" A 7-7' B 20 21 23 25 18'4" E 25 28 29 30 13'-0" D 23 25 26 30 11' 11.5' 17 12.5 4.5 T4" A V-3' B 20 20 23 25 15-0" E 25 25 28 30 11'-11" D 23 25 27 29 5 6'-B" A T -T' B 20 20 23 24 13'-11" E 25 25 28 28 10'-9" D 23 24 27 29 6.6 V-2" A T-0" - B 21 21 22 24 1Z-11" E 25 25 27 29 9'-17' 0 23 24 26 28 6 V-8" A 6'4" B 21 21 22 24 1Z-1" E 25 25 21 29 7-0" D 23 23 26 28 8.5 T-2" A 8'•1' B 21 21 22 23 11'4' E 28 26 27 28 94" D 23 23 25 27 7 4'•10" A S-8" C 21 21 21 23 10'-9" E 28 26 28 28 T-9- D 23 23 25 27 7.5 4'4" A 6'4' C 21 21 21 23 17.2" E 26 28 28 28 T-3" D 23 23 25 28 8 4'-3" A V-1" C 21 21 21 23 7.8" E 26 28 26 27 S -B" D 23 23 24 28 8.5 4'-0" A 4'-10" C 21 21 21 23 7.2- -E 26 26 26 27 .81d" 0 23 23 2a 28 9 3'-9' A 4'-T' C 21 21 21 22F-1 71-0' E 26 26 26 21 8'-0' D 23 23 24 26 B.5 T -T' A 4'4" C 21 21 21 22 8'4" E 28 28 28 27 5'-9" 0 23 23 24 25 25 3 11'4" A 10'•1" B 21 29 28 28 1T-8" E 28 29 32 34 14'-5" 0 24 28 31 33 (In) Cm) (n) 3.6 9'-8" A V-11" B 22 22 25 27 18'•3" E 28 28 31 33 12'-11" D 24 27 30 32 7 4 8'-8" A 8'-1' B 22 22 25 27 14'-9' E 27 27 31 32 11'4" D 25 27 30 32 11' 11.5' 17 12.5 4.5 T-6" A T4" B 22 22 24 28 13'-8" E 27 27 30 32 10'-6" D 25 26 29 31 5 0'-9" A 8'-9" a 22 22 24 20 12'4" E 27 27 29 31 74" D 25 25 28 30 6.5 8'-7' A e'-2" B 22 22 24 26 11'-T E 27 Z7 29 31 V-6" D 25 25 28 30 0 5'•e" A F-9" B 22 22 23 25 10'-10" E 28 28 29 30 7* -t0" D 25 25 27 29 0.6 51-7' A 54" C 22 22 23 25 17.2" E 28 28 28 30 T-3" 0 25 25 27 29 7 4'-10" A 51-0" C 22 22 23 25 9'-T E 28 28 28 30 8'-9" 0 25 25 27 28 7.5 4'4" A 4'-B" C 23 23 23 25 9'-0' E 28 28 28 29 V -r 0 25 25 26 28 a 4'-9" A 4'4" C 23 23 23 24 8'-7" E 28 28 28 29 V-11" O 25 25 20 28 8.5 4'-0" A 4'-3' C 23 23 23 24 V-2' E 28 28 28 20 5'-0" D 25 25 26 27 9 3'-9" A 4'-0' C 23 23 23 24 71-0' E 28 28 28 29 S-3" D 25 25 25 27 9.5 T -T' A X-10" C 23 23 23 24 T-6' E 28 28 28 28 4'-11" D 25 25 25 27 10 1 3'4' 1 A I 9'-8' C 1 23 1 23 1 29 1 24 11 T•1" E 28 26 28 28 4'4" D 25 25 25 27 1. CHOOSE FREESTANDING OR ATTACHED STRUCTURE 2- CHOOSE PROJECTION, WIDTH AND OVERHANG OF UNIT 3. DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE SITE (PATIO UNITS USE 10 PSF MIN, COMMERCIAL UNITS USE 20PSF MIN) 4. CHOOSE A PANEL FROM SECTION 4.0 THAT HAS ADEQUATE CLEARSPAN FOR YOUR NEEDS. 5. DETERMINE TRIBUTARY WIDTH FROM TABLE 5.2 OR CALCULATE FROM TRIBUTARY DIAGRAM ON SCO2 PAGE 2 OF 2 6. CHOOSE A HEADER FROM TABLE 5.7 THAT HAS ADEQUATE POST SPACING. 7. USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 5.7 4")G" 18 m Detail Y) 3 7"x4" 1 Beam (Detail Q) 16 Gauge x3"x8' Steel C Detail TABLE 5.7 Attached Freestanding or Attached lFreestanding or Attached Freestanding or Structure Multispan Units Structure Multispan Units Structure Multispan Units GROUNDO POST POST MAX MAXS MAXTLENGTH MAX POST LENGTHSZ S7T MIF WIDITH SPACING REO'D POST MIN 007 IS 1T IT};6' , POST MIN OOT 8' I I 16' POST MIN DOTE LOAD (FT) ONSLAB FOR SPACING POST SIZE CONSTRAINED FOOTER SPACING 5 CONSTRAII-ED FOOTER SPACING POST SOE CONSTRAINED FOO(PSF) (FT) SLAB (FT) TYPE "d' 'd' "d' 'd' (FT) E 'd' 'd' "d' 'd' (F7) TYPE 'd' 'd' 'd' 'd' :ST (In) (In) Cm) (n) Un) (ti) (in) (in) (in) (In) 40 3 T-2" A 8'-10" B 18 21 23 26 10'-1" E 22 28 29 30 17-9" D 21 25 28 30 17 11' 1T 13' 14' 15' 3.5 6'-2' A 7'-10' B 18 20 23 24 14'-4' E 22 25 28 30 11'•3" D 21 24 27 29 7 4 S-6' A T-0" B 19 20 22 24 13'-0" E 23 24 27 29 9'-11" D 21 24 26 28 11' 11.5' 17 12.5 4.5 4'-9" A 814" B 19 19 22 24 11'-10" E 23 24 27 29 e'-1 0' D 21 23 26 27 5 V-4" A 5'-10" B 1B 19 22 23 17-11" E 23 24 28 28 71•11" D 21 22 25 27 5.5 7-11" A S4" C 19 19 21 23 17-2" E 23 23 28 28 7'-3" 0 21 22 25 28 9 3'-T A 6'-0" C 19 19 21 23 7-5" E 23 23 28 27 e' -T D 21 22 24 26 6.5 T-4" A 4'-T' C 19 19 21 22 8'-10" E 24 24 25 27 8'-1" D 21 21 24 26 7 3--1' A 4'-4" C19 21 1B 21 22 S4" E 24 24 25 27 5'-e" D 21 21 24 25 7.5 1 7-10' A 1 4'-1" 1 C 18 1B 20 22 T-10" E 24 24 25 26 5'4" D 21 21 23 25 8 7-8" A 3'-10" C 19 19 20 22 r-511 E 24 24 24 26 5'•7' D 21 21 23 25 8.5 2'-8" A T -T C 19 10 20 22 T-0' F 24 24 24 26 4'-8" D 21 21 23 24 40 3 7'-Z' A 8'-2" B 20 22 25 27 14'-10" E 24 27 31 33 11'-10" D 22 27 3D 32 17 11' 1T 13' 14' 15' 3.5 8'-Z' A T -Z' B 20 22 24 26 13'-3' E 25 27 30 32 10'-2" D 23 28 29 31 7 4 V-5' A 6'-5" B 20 21 24 26 17-0" E 25 28 29 31 8'•11' D 23 25 28 30 11' 11.5' 17 12.5 4.5 4'•9' A VAT B 20 21 23 25 17-11" E 25 26 29 31 7'-11" D 23 24 27 29 5 4'4" A 5'4" C 20 20 23 25 17-0" E 25 25 28 30 7'-2" D 23 24 27 29 5.5 X-11" A 4'-11' C 21 21 23 25 7.3" E 25 25 28 30 614" D 23 23 28 28 8 T-7" A 4'4" C 21 21 23 24 8'•8" F 26 28 27 29 S-11' 0 23 23 26 28 6.5 3'4" A 4'-2' C 21 21 22 24 8'-1" F 26 28 27 29 64" D 23 23 20 27 7 3--1' A 7-11" C 21 21 22 24 T -T' F 1 28 1 28 1 27 1 28 j 6'-1" D 1 23 1 23 1 25 1 27 OVER- Post Description Post Description Max IPOST Detail Hgt Code TABLE 5.2 TRIBUTARY WIDTHS FOR SINGLE SPAN ATTACHED STRUCTURES 9' A HANG 0.042"x3"x8'Aluminum Post 10' B NOo PROJECTION OF SINGLE SPAN STUCTURES (FT) 11' B N18. SK Clover 0.030"x3"x3" Alum (FT) S T 8' 9' 17 11' 1T 13' 14' 15' 16' 1T IV 19' 27 21' 2Z 7 3' 3.5 4' 4.5' 5' 5.6' V 6.5 T 7.5' 8' 8.5' 7 8.5'17 10.6 11' 1' 3.51 4' 4S' S 6S 6' 8.5 T 7.5' 8' 8S 7 9S 17 10.6' 11' 11.5 Z W. Na Na 5.5' e' 6.5' T 7.5' S 8.5' B' 9.51 17 10.6' 11' Its 17 3' Na Na We Na Na Ne Na 7 8.5' 7 9S' 1(r 10S 11' 11.5' 17 12.5 4' Ne Na Na Ne Na Ne Na Na Na Na No IMF 1/' 11.6 1T 12.5 13' 8. FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN IN TABLE 5.7 AND 5.3 UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT FREESTANDING AND MULTISPAN UNITS USE TABLE 5.4 9. FIND THE O/C SPACING OR # OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.5 OR TABLE 7.7 10. USE THE APPROPRIATE DETAILS (N1 -N35 or A -BM) TABLE 5.3 Post Requirements for Attached Single Span Structures Post Description Post Description Max IPOST Detail Hgt Code TWin 0.060"xl.5°xl.5' Scroll 9' A AC 0.042"x3"x8'Aluminum Post 10' B NOo 0.024')0"x Y'Post with Side fat 11' B N18. SK Clover 0.030"x3"x3" Alum I V C N11. AH Clover 0.040"4 x2l' Alum 11' D N11. AH Colonial 0.062' Extruded 12' E AE 0.041'x 2l'x3" Steel Clover 11' F Nn. AH 0.041"x3"x3" Steel CloverWIK N71, AH 3/16'x3'x3° Steel S uareN17. AG 3/16'x3"x3" Steel S uareN17, AG 3116"x4'x4' Steel SquareNn, AG 3/16'x5'x5" Steel SquareN77, AG TABLE 5.4 Post Requirements for Freestanding Structures or Multispan Attach Post Description Maximum I tl Footing H1 0.04l'x3'x3' Steel Clover d= 20" 0.041"x 7x3' Steel Clover d= 21° 3/16"x3')G" Steel Square d= 29" 3/16'x3'x3" Steel Square d= 32" 3/16"x4"x4" Steel Square d= 35" -x4- Steel Square d= 38" 13/16'x4 3/16"x5'x5' Steel Square d= 41" 3/16"4°x6" Steel Square d= 46" Amerimax Exterior Home Products 28921 US Hwy 74 Romoland, CA 92585 Carl Putnam, P. E. FOR PATIO SLABS FOLLOW 1.6 FROM ABOVE THEN 3441 Ivyllnk Place SLAB 7. DETERMINE MAXIMUM POST SPACING ON SLAB FROM TABLE 5.7 Lynchburg, VA 24503 SLAB 8. USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING eadoutnamCGlcomcast.net SLAB 9. FOLLOW 940 FROM ABOVE SLAB 10, FOR TWO POST STRUCTURES USE TABLE 7.1 ON SHEET MISC3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES ICC ESR1398 (2012 IBC) 9/29/2013 Page 31 of 66 OCT 02 2013 SOLID COVER 5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN 115 MPH WIND AREA: - TABLE 5.8 12 Gau IS x3'x8' Steel C (Detail T) Double 16 Ga 3"x81 Steel C (Detail T and AY) Double 12 Ga 3"x81 Steel C Detail T and AY) Attached Freestanding or 31 Attached Freestanding or F Attached Freestanding or • Structure Multispan Units F Structure Multispan Units 35 Structure Multispan Units GROUND 6'•5' A IT -I' F 31 OT LENTH MV 31 31 20'-3' AX7 33 33 33 • AXPOTLNTH M6 SNOW WIDTH SPACING REDID POS MIN FOOTER 1417 IG 5' POST MIN FOOTER IG 15' POST MIN FOOTER 1417E IG 5' LOAD (FT) ON SLAB FOR SPACINPOST SUE CONSTRAINED FOOTEF SPACING POST SIZE CONSTRAINED FOOTEF SPACING POST SIZE CONSTRAINED FOOTS (PSF) A (FT) SLAB (FT) TYPE 'd- 'd' 'd' 'd' (FT) TYPE 'd' 'd' "d' 'd' (FT) TYPE 'd' 'd' 'd' 'd' G 36 38 38 37 C) On) (in) Pn) F-1' A On) f) fm) (In) 32 32 On) (in) (in) Cn) 20 8 T-1' A 18'-2' F 31 31 31 31 20'-11 F 32 32 33 35 251-4' F 34 - 34 35 38, LIVE 5.5 6'•5' A IT -I' F 31 31 31 31 20'-3' F 33 33 33 • 35 24'6' F 35 35 SS 37 LOAD 8 6.11' A 16.2" F. 31 31 31 31 - 18'6' F 33 33 33 35 - 29'•10' F 38 38 36 '•'37 ONLY 8.5 51-5' A 15'-0' F 92 32 32 32 18'6' F 34 34 34 34 29'-2" G 36 38 38 37 7 F-1' A 14'6' F • 32 32 32, 32 1T•11" F 34 34 34 34 27.7' G 37 37 37 37 ' 7.5 4'-9' A 14'-0' F 32 32 32 32 17'-9" F 95 35 , 35 35 27-1' G 38 38 38 .38 8 4'-S' A 15-5" F 33 33 33 33 18'-T F 35 35 ' 35 35 21'6" G 38 38 38 38 8.5 4'-2' A 17-10' F 33 . 33 33 '33 18'-0" F _ 35 35 35 35 21'-2' G 39 38 99 99 9 T-11" A, 'IZ-5' F 33 33 33 33 15'6' F 38 38 38 36 26.10" G 39 39 39 99 9.5 3'-9' . A 11'-11- F 33 39 33 93 ' 15'-1'• F 36 38 98 38 20'4' G 40 40 40 40 10 3'1' A 11'6' F 33 93 33 93 14'-7' F 38 36 36 36 20'-1' G 40 40 40 40 10.5 3'4" A 11'-2' F 34 34 34 34 14'-2' G 38 38 98 36 19'-9" 1 G 41 41 41 41 11 9'-2' A 10'-10' -F 34 '34 34 34 13'-10' G 37 37 37 _ 37 1914' G , 41 41 41, 41 11.5 T-1" A 10'6'• F 34 34 34 34 IT -s- O 37 37 37 37 /9'-2' G 41 41 41 41 12 2'41' A 10'-Y F 34 34 34 34 13'-1' O 37 37 97 37 IF -11' G 42 42 42 42 11 T-7 A 91-T F 32 32 ' 32 32 176' F 35 35 35 35 18'-5' G 40 - 40 40 40 25 5 F-9' A 16.5'. F 28 26 28 29 21'6" F 29 29 31 92 28'-3' F 31 31 33 35 PE CONSTRAINED FOOTER 5.5 F-2' A 18'4' F 28 28 28 29 21'-0' F 30 30 33 32 630 25'' F 32 32 32 34 15'x5"x5SteelSquare B 6'6" A 17'-0 ' _ F 29 29 29 29 4 20'' F 30 30 30 32 24'-9' F 32 32 32 ' 34 8.5 5'-2' A 16'6' F 29 20 29 29 19'-9' F 31 31 31 32 24'-1' F 33 93 33 34 7 4'-10' A 166' . F 29 29 29 29 18'-0' F 31 31 31 91 236' F - 33 33 33 34 ' 7.5 4'6" A 15'-0'' F ' `29 29 29 29 18'-3' F 31 31 31 31 23'-0' G 34 34 34 34 8 4'-3" A 14'4' F 30 30 30 30 17'6' F 32 32 32 32 276' G 34' 34 34 34 8.5 4'-0' A 19'-10' F 30 30 90 30 1T-1. F 92 32 32 32 27-0- G 35 35 35 35 9 3'-9" A 19'4' F 30 90 90 30 18'6" F 32 32 32 92 21'•7' O 35 95 35 35 9.6 3'-7' q 17.10' F .30 30 90 30 t6'-0" F 33 33 33 99 2T-3' G 36 38 36 38 10 3'4' A 12'4' F 90 30 30 30 ' 15'-7' F 39 33 33 93 20'•10' G 36 38 38 36 10.5 3'-Z' A 17-0' F 31 91 91 31 15'-2'F G 33 33 93 33 20'6' G 38 38 36 36 11 3'•1' A 111-w F 31 31 91 31 14'-8' F 33 33 33 33 20'-Z' G 37 37 97 37 114 7.11' A 11'4' F 31 31 31 31 14'4' G 33 39 33 33 101•11' G 37 37 97 97 25 5 8'•9' A 1T-9 F 31 91 31 31 20'6" F 32 32 33 35 25'-0' F 34 34 35 37 PE CONSTRAINED FOOTER 5.5 8'-2" A 18'-9' F 31 31 31 31 20'-0' F 33 33 33 95 24'4' F 35 35 35 37 15'x5"x5SteelSquare B 5'6" A 15'-10' F 31 31 91 31 19'-1' F 33 33 33 34 23'-0' F 36 38 38 37 8.5 5'-2' A '15'-0' F 32 92 32 92 18'-3' F 34 34 34 34 22'-11' G 98 36 36 37 7 4'-10' A 14'4' F 32 32 32 32 17'-T F 34 34 34 34 274• G 37 37 37 37 ' 7.5 4'-0' A 1Y-8" F 32 32 92 32 18-11" F 34 34 34 34 21'-10' G 37 97 37 37 , 8 4'4" A 13'-1' F 32 32 32 32 18'-3' F 95 35 35 95 21'-5' G 98 38 . 38 '38 8.5 4'-0' A 17-T F 33 33 33 33 15'-9' F 35 35 35 35 20'-11' G 39 38 39 39 9 3'6" A 17.1' F 33 33 33 33 15'-3' F 35 35 35 35 20'-T G 39 39 38 39 9.5 9'-T A 11'-8- F 39 33 39 33 14'-9- F 38 36 36 36 20'-2- G 39 39 39 39 10 3'4' A - 111-3- F 33 $3 33 93 14'4- F 38 ' 38 35 38 19.10- G 40 40 40 40 10.5 3'-Z A 10'-11' F 33 33 93 33 13'-11- G 36 38 38 36 166" G 40 40 40 40 11 T-1' A 10'-T F 33 33 33 33 19'6' G . 38 36 38 38 19'-3' G 41 41 41 41 11.5 7-11' A 10'J- F 34 34 34 94 15-7' G 38 36 36 36 16.11" G 41 41 41 41 12 2'-10- A T-11- F 34 1 34 ' 34 1 34 12'-10' G 37 37 1 37• 37 11 18'6' G 42 42 42 42 1. CHOOSE FREESTANDING OR ATTACHED STRUCTURE 2. CHOOSE PROJECTION, WIDTH AND OVERHANG OF UNIT 3. DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE SITE (PATIO UNITS USE 10 PSF MIN, COMMERCIAL UNITS USE 20PSF MIN) 4. CHOOSE A PANEL FROM SECTION 4.0 THAT HAS ADEQUATE CLEARSPAN FOR YOUR NEEDS. S. DETERMINE TRIBUTARY WIDTH FROM TABLE 5.2 OR CALCULATE FROM TRIBUTARY DIAGRAM ONSCO2 PAGE 2 OF 2 6. CHOOSE A HEADER FROM TABLE 5.8 THAT HAS ADEQUATE POST SPACING. 7. USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 5.8 l ICC ESR1398 (2012 IBC) 9/29/2013 / . 12 Gauge x39r8' Steel C Detail T) Double 16 Ga 3"x8" Steel C Detail T and A Double 12 Ga 3"x81 Steel C (Detail T and A' TABLE 5.8 F Attached Freestanding or Attached Freestanding or Attached Freestanding or 28 28 Structure Multispan Units Structure Multispan Units'. Structure Multispan Units GROUND TRIB POST POST MAX MAX POST LENGTH MAX MAX POST LENGTH MAX MAX POST LENGTH SNOW WIDTH SPACING REDD POST MJO(OlE 8- I 12' I 15' POST MIN OTE 8' I 12' 1715' POST MIN o0 6 I 17 I 15' LOAD (FT) ON SLAB FOR SPACIN PE CONSTRAINED FOOTER SPACIN POST SIZE CONSTRAINED FOOTS PACIN POST SIZE CONSTRAINED FOOTS(PSF)(FT) SLAB (FT) T' 'd'"d' 'd" (FT) TYPE 'd' 'd" 'd' "d" (FT) TYPE ,. 'd' ' -d' -d' ^'d') 27 27' (in) (m) (in) (in)' (int M) (In) : (in) (In). (in) : (in)' 40 5 4'4' A 18'-0" F 20 26 28 28 19'-3" F 28 28 30 32 23'-7' F 30 30 32 ' 34 4.5' 5.5 T-11" A -15'-0" F 27 27' 27 27 191-3' F 28 28 29 t 131 221-10' G 31 - 31 32 S4 15'x5"x5SteelSquare 6 T -T A 14'•7 F 27 27 27 27 17'•4 F 29 29 29 31 273"_ G 31 31 31 33 8.5 3'4' A 13'•5" F 27 27 27 27 le'-6' F 29 -29 29 31 6 21'• G 32 32 82 33 7 T-1' A 17-10' F 27 27 • 27 27 18'-0" F ` 29 29 29130 -33 21'-1' i 1 G 32 32 92' 33' ' 7.5 7-10' A 17.3" F 27 27 27 27, 16-4' F 30 90 30 30 20'•7- G 1 39 33 33 33 8 2'6' A 1116' F 28 28 28 28 - 14'-0" F , 30 , 30 • 30 30 20'-2' G 33 33 33 " 33 8.5 2'6" A 11'-3" F 28 28 28 28 14'-3' G 30 90 30 30 19'-9" G., 34. 34 r 34 34 9 2'4' A 10'-9' F' 28 28 28 28 13'-9" G 30 - 30 . 90 90 1914- G , • 34,H 34 34 34 9.5 2'-3' A 10'5" F 28 28 28 28 19'•4' "G 31 • 31' 31 S1 19'•7' G 34- 94 10 7.2' A 10'-0' F 20 28 28 1 28 17.11' G 31 31 -91 91 18'•9' O 95 35' ,. 95 X35. 10.5 2'-0' A 9'6" F 28 28 28 28 17-T G 31 -. 31 31 31 18'.,^ G 35 95 35 . 95 40 6 . 4'4'A Twin 0.060"x1.5"x1.5" Scroll 14'-/1' F - 29 29 29 30 18'-2' F 31 - 91 32 34 27-9' ' G - 33''-. 33 7 35 37 4.5' 5.5 .3'-1T A 14'-91' F 29 29 20 29 17'-3' F 31 91 32 34 2Y-1" G _ 34'r 34 34 1 38 15'x5"x5SteelSquare e , 3'-T A 5'-9" F 29 29 29 29 18'S" • F 32 32 32 33 4 21* -V' , G - 35 ' 35 35 98 , 8.6 3'4' A 176" F _ 30 90 30 30 15'-8' F 32 32 32 39 20'-10'. O 95 35 , - 95 t .38 ' 7 T-1' A 7T-11' F 30 30 30 30 16'-0" G 32 ' 32 . 32 -33 20'4" - G 136 38 38 98 7.5 . 7-16' A 11'4" F 30 30 90 30 14'4' 0 93 33 33 93 19'-11' G . 98 36 36 r 36 - 8 2'6' A 191-10' F 30 30 30 90 13'-11' G 39 33 33 93 1914' r G 37 37 37 37 8.5 76' A 191-5 F 91 31 31 31 13'-5' , G 33 33 39 33 16.1' O ' 37 97 .37 37 9 74' A 10'-0- F 37 31 31 31 17-11' G 39 33 33 99 18'-8-0 - 38 38 38 . 38 OVER- HANG Post Description Max POS71 Detail Hgt Code Twin 0.060"x1.5"x1.5" Scroll TABLE 5.2 TRIBUTARY WIDTHS FOR SINGI A PROJECTION OF SINGLE SPAN (FT) . 8' 7- 8' 9' 10' 11' 12' 13' 6 v 3.5' 4' 4.6 5' 5.6 e' 6.5' 1' 3.6' 4' 4.5' 6 5.5' 6 6.6 T 7 NO n/a n/a 5.6 6' 6.6 .7' 7.5' 9' n/a ' Na Na No n/a Ne Na 8' 4' Na Na n/a N0 Na n/a Na Na TABLE 5.3 Post Requirements for Attached Single Span Structures / Post Description Max POS71 Detail Hgt Code Twin 0.060"x1.5"x1.5" Scroll 9' A AC 0.042'x3'x8" Aluminum Post 10' B N30 0.024'x3'x3"Post with Sideplat 11' B N/8, BK Clover 0.030"x3"x3" Alum 11' C N11. AH Clover 0.040"x3"x3" Alum 11' D N1/, AH Colonial 0.062" Extruded' _ 12' E AE 0.041'x3'x3" Steel Clover 11' 1 F INII.AH 0:041"x3"x3" Steel Clover 8'WGN3/16"x3'x3" Steel S uare 15'3/16"x3'x3' Steel S uare 12'3/16"x4"x4" Steel Square 15'x5"x5SteelSquare 15' 8. FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN IN ' TABLE 5.8 AND 5.3 UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT Amerimax Ex FREESTANDING AND MULTISPAN UNITS USE TABLE 5.4 - 28921 US HIM 9. FIND THE OIC SPACING OR # OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.5 OR TABLE 7.7 Romoland, G 10. USE THE APPROPRIATE DETAILS (N1 -N35 or A -BM) Carl Putnam, FOR PATIO SLABS FOLLOW 1-6 FROM ABOVE THEA 3441 Ivylink P SLAB 7. DETERMINE MAXIMUM POST SPACING ON SLAB FROM TABLE 5.8 Lynchburg, V• SLAB 8. USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING Cariputnamo SLAB 9. FOLLOW 9-10 FROM ABOVE SLAB 10. FORTINO POST STRUCTURES USETABLE 7.1 ON SHEET MISC3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES Page 33 of 66 I OCT 02 2013 SOLID COVER 6.0 POST SPACINGS FOR PATIO AND COMMERCIAL Cnwivt u1r"11 wimn Aocec TABLE 6.1 0.042'x3'x8' Box Beam (Detail N30) Double 0.042'x3"x6' Beam (Detail N25) -Double 0.040'x2"x6.625' Beam Detail N25 10'-1' 91•3' 8'-0" 7'-11" 7'S" 6'-11' 8'-0" 6`21 5'-11' 6'-T , 614" Attached Freestanding or 25 25 24 24 24 23 23 23 23 23 23 Attached Freestanding or Attached Freestanding or 24 24 26 25 25 28 26 28 27 27 27 27 27 28 26 25 20 28 28 27 27 27 Structure Multispan Units 17-0' 1Y6" 111-5" 1014" 10-2" 0-7" 9'-2" 8'-9' W-5" C-1" 7'-0' Structure Multispan Units Structure Multispan Units 30 29 29 29 28 28 28 27 27 27 27 TR18 POST POST MAX 5'-1" 4'-11" 4'-8" 8 B B MAX POST LENG7N MAX 23 23 24 25 24 24 MAX POST LENGTH MAX 27 27 28 MAX POST LENGTH 27 27 28 WIDTH SPACING REO'D POST MIN FOOTER 8' I 10 I 1Y POST MIN FOOTER 0 I 10' I 12' POST MIN FOOTER e' I 10 LND (FT) ON SLAB FOR SPACIN POST SIZE CONSTRAINED FOOTS SPACING POST SIZE CONSTRAINED FOOTS SPACING POST SIZE 01Z CONSTRAINED I OOTE 11 12 13 (FT) SLAB (FT) TYPE 'd' 'd' I 'd' I "d' (FT) ttPE 'd "d' I 'd I 'd' (FT) ttPE 'd' 'd' 'd' 'd' 28 28 29 6'S e'-1" 5'-9' . e 27 28 28 27 28 28 C.) (In) nn) (In) 8.6 9 B.5 10 11 12 73 8'-0" T-6 12" 8'-9" 8'-T 6-0' 5'-T Cm) en) (h) Cn) B B B B 8 B B fn) W C) Cn I I ) 10 LIVE LOAD ONLY 3 3.5 4 4.5 5 5.5 6 6.5 7 7.5 B 22'-8" 1".. 17'-0' 16'-1" 131•T 1".. 11'-4" 10'-S B'6" 9'-1" 8'-0" A A A A A A A A A A A 10'-1' 91•3' 8'-0" 7'-11" 7'S" 6'-11' 8'-0" 6`21 5'-11' 6'-T , 614" A A A A B B B B B B B 21 21 22 22 22 22 23 23 23 23 23 25 25 24 24 24 23 23 23 23 23 23 27 28 28 25 25 25 24 24 24 24 23 28 28 27 27 28 28 28 28 25 25 25 14'•11' 13'-811 17.9" 11'-11" 11'-3" 10'6" 10'-1" 06" 91S 8'-70' e'-0" B B B C C D D 0 0 D D 24 24 26 25 25 28 26 28 27 27 27 27 27 28 26 25 20 28 28 27 27 27 29 20 28 28 27 27 27 26 27 27 27 31 30 30 29 29 28 28 28 28 27 27 17-0' 1Y6" 111-5" 1014" 10-2" 0-7" 9'-2" 8'-9' W-5" C-1" 7'-0' B B B B B C C D D D D 23 23 24 24 25 25 25 28 28 28 28 27 28 26 20 25 25 25 28 26 28 26 28 28 27 27 27 26 26 20 26 26 26 30 29 29 29 28 28 28 27 27 27 27 in) fin) r-> rn) 8.5 8 9 .5 8'-0" -0 7'" T-2' A A A 5'-1" 4'-11" 4'-8" 8 B B 23 23 24 23 23 24 23 23 24 25 24 24 8'-Z" T-11" 7* -8" 0 D D 27 27 28 27 27 28 27 27 28 27 27 28 T-0" 7'6" T-01 0 D D 27 27 27 27 27 27 27 27 27 27 27 27 10 8'-9" A 4'-0" 8 24 24 24 24 7'S" D 28 28 28 28 6'-10" D 27 27 27 27 11 12 13 6'-T 6'6'A 6'-T A A 4'-2"B T-11' 3'6' B B 24 24 24 24 24 24 24 24 24 24 24 24 8'-11' 6'-0" 6'-2" E E E 28 28 29 28 28 29 28 28 2B 28 28 29 6'S e'-1" 5'-9' 0 D D 27 28 28 27 28 28 27 28 28 27 28 28 10 LIVE LOAD ONLY 1 3 3.5 4 4.6 6 22'-8" 19'•5' 17'-0" 15'-1- 13'-7' A A A A A I 9'-0" 8'-2' T6' T-11' T-6" A A 8 B B 22 23 23 23 24 27 26 20 25 25 28 28 27 27 27 30 29 29 28 28 13'A" 121-y* 11'-5' 70'-8" 10'-0' B C C D D 25 28 27 27 27 29 20 28 28 27 31 30 30 29 29 33 32 31 31 31 12-0' 17'-1" 10.3" 9'-7' 0-1' B B B C C 25 25 26 26 27 28 28 28 27 Z7 30 SO 29 29 28 32 31 31 30 30 in) fin) r-> rn) 5.6 12-4" 'A 8'-1" B 24 26 26 28 B'6' 0 28 28 29 30 8'-T D 27 27 28 SO 6 8.5 7 7.6 11'-4• 10.5" 9'-8" 0-1' A A A A S6' 5'S' b'-7" 4'•10" B B B B 24 24 25 25 24 24 26 26 26 26 25 25 27 27 27 27 0'-0" 8'•7" 8'-2' T-10" D D D D 28 28 29 29 28 28 29 29 28 28 29 29 30 30 29 29 8'-2* T-10' T-0' 7'-T D D D D 27 28 28 28 27 28 28 28 28 28 28 28 29 29 29 29 8 81-0' A 4'-7' B 25 25 25 28 7'6" D 29 28 29 29 6'•11• D 28 28 28 28 8.6 9 B.5 10 11 12 73 8'-0" T-6 12" 8'-9" 8'-T 6-0' 5'-T A A A A A A A 4'-S 4' -2' 4'•0' 3'-10' 3'-T 3'-0-" 3'-1" B B B B 8 B B 25 25 25 25 25 28 28' 25 25 25 25 25 28 26 25 26 25 25 25 28 26 26 28 20 26 25 26 ZB T•2' 0'•11' 6'6" 0'-0' 6'-1' 5'-0' SS' I E E E E E E E 1 20 30 30 30 30 30 31 1 29 30 30 30 30 30 31 1 29 30 30 30 30 30 37 1 29 SO 30 30 30 30 31 11 8'-0" S 6'' 8'-T 6'-0" 6'-0" 6'4" 5'•1' 1 D D D 0 E E E 1 29 29 29 29 30 S0 30 1 29 29 29 29 30 SO 30 1 29 Z9 29 29 30 30 30 1 29 29 29 29 30 30 30 10 E LOAD ONLY 3 3.6 4 4.5 5 22'6" 19'5" 17'-0' 15'-1' 13'-T A A A A A 6' 9'6'A 8'-10' e'-2' T-7' T-1" A A B 8 21 22 22 23 23 26 25 25 25 24 26 27 27 25 26 29 28 28 28 27 14'-4" 13'2" 17.3- 11'-5" 10'-81 B B C C D 20- 25 28 26 26 28 28 27 27 27 30 29 29 29 28 31 31 30 30 30 12'•10" 111•10' 11'-0' W-4- 9'-0' B B B B C 24 24 25 25 26 28 27 27 26 26 29 29 28 28 28 31 30 30 29 29 in) fin) r-> rn) 5.5 17.4' A e'-7' B 23 24 25 27 10'-7' 0 27 27 28 29 0.3' C 26 26 27 29 611'-4' 8'-6" A 6'-3" B 23 24 25 27 9'-0" D 27 27 28 29 8'-10" 0 26 26 27 28 8.5 7 7.5 8 8.5 B 9.5 103" 9'-8" 0-1' 8'6" 8'-0" 7'-0" T-2" A A A A A A A T-111 5'•7' 5'4' 5'-1" 4'-10' 4'-0" 4'•5" 8 B B B B B B 24 24 24 24 24 24 24 24 24 24 24 24 24 24 25 25 24 24 24 24 24 26 26 28 26 25 25 25 9'-3- 8'-10' 8'6" 8'-2" 7'-10" 7' 7" 7'-3" 0 0 D D D D E 27 28 28 28 28 29 29 27 28 28 28 28 29 29 27 28 28 28 28 29 29 29 28 28 28 28 29 29 8'•51 8'-1' T-9' 7'S" T•2' 8'-11" 6'-9' D 0 D D D D D 27 27 27 27 28 28 28 27 27 27 27 28 28 28 27 27 27 27 28 28 28 28 28 28 27 28 28 28 10 11 12 13 6'-e' 8'-2' 6'-8' 6'•T A A A A 4'-0-" 4'-0' 9'6" 3'•S B B B B 24 25 25 25 24 25 25 25 24 25 26 26 26 25 25 25 T.I. 8'-7' 6'6' 5'-11' E E E E 29 29 29 30 2920 29 29 30 29 20 30 29 29 29 30 6'-0' 6'-2' S-10' 5'6" D 0 E E 28 28 29 29 28 28 29 29 28 28 29 29 28 28 29 29 ICC ESR1398 (2012 IBC) 9/29/2013 25 0.042"xn8" Box Beam (Detail N30) Double 0.042'x3"x8" Beam Detail N25 Double 0.040"x2'x6.625- Beam Detail N25 TABLE 6.1 Attached Freestanding or Attached Freestanding or Attached Freestanding or 20 Structure Multispan Units Structure Multispan Units Structure Mult span Units GROUND TRIB POST POST = MAX MAX POST LENGTH MAX MAX POST LENGTH MAX MAX POST LENGTH SNOW WIDTH SPACIN POST MIN OOT 8- I 10' I fY POST MIN DOTE S 1010- I 12' POST MIN T 8' I 10 I 12' LOAD (FT) ON SLAB FOR SPACIN POST SIZE CONSTRAINED FOOTER SPACINGPOST SIZE CONSTRAINED FOOTS SPACIN POST SIZE CONSTRAINED FOOTS (PSF) (FT) SLAB (FT) TYPE 'd' 'd -d- -d- (FT) TYPE -d" -d- -d' -d' (FT) TYPE 'd' 'd' "d' ' 30 in) fin) r-> rn) rn) (in) t^) r) nn) nn) (in) (1n) (in) 25 3 11'-0' A 6.1" A 20 25 27 28 12'-T . C 23 27 29 30 11'-0' B 22 27 28 ' 30 3.5 9'6" A 7-4" B 21 24 26 27 11'-2' D 24 27 28 30 101•1" C 23 26 28 20 4 8'-6" A 61•9" B 21 24 28 27 10'-4" D 24 26 28 28 9'-4" C 23 28 27 29 4.5 T-0" A 6'•2" B 21 24 25 27 B'-8" D 25 28 28 29 8'-0" 0 24 25 27 28 5 6'-9' A S-9" B 21 23 25 28 9'-7" D 25 26 27 29 8'-3" D 24 25 27 28 5.5 8'•Y' A 5'S" B 22 23 24 28 8'-7' D 25 25 27 28 T-10" 0 24 25 26 28 8 5'•8' A 5'-1" B 22 23 24 26 8'-1" D 25 25 27 28 T-5" D 25 25 28 27 8.5 T-2" A 4'•9" B 22 22 24 25 T-8" D 28 26 26 28 7'-1" D 25 25 26 27 7 4'-10' A 4'S B 22 22 24 25 T -4"F E 78 ?8 26 27 0-'.9• D 25 ZS W 2 7.5 4'-0" A 4'-3" B 22 22 23 25 T-0' E 28 28 28 27 8'6' D 28 28 28 27 8 4'•3' A 4'•1" 8 22 22 23 25 8'•9" E 28 28 26 27 8'-3" D 28 28 26 27 8.5 4'-0" A 3'-10" 8 22 22 23 24 6'S' E 27 27 27 27 8'-0" E 26 26 26 28 9 3'•8' A T -r B 22 22 23 24 6'-2" E 27 27 27 27 V-9" E 28 26 26 28 130 MPH EXPOSURE C 9.6 3'•T A 3'6" B 23 23 23 24 8'-0"27 E 27 27 27 27 5'-7" E 28 26 28 26 25 3 11'-4" A 7'-5" B 22 27 28 30 11'-3' D 25 28 31 33 10'-2' C 24 28 30 32 3.6 916" A 51-8' B 22 20 28 29 10'-4" D 26 29 30 32 9'-4" D 2528 25 30 31 4 8'6" A 6'-1" B 23 26 27 29 9'-0' D 26 28 30 31 8'6' D 28 28 29 31 4.5 7'-0" A S -T B 23 25 27 28 B'-10' D 27 28 29 31 8--1' D 26 27 28 30 5 8'-9" A F-7 B 23 25 26 28 8'<- D 27 27 29 31 7'-7' D 26 27 28 30 5.5 6'-2" A 4'-10' B 23 24 28 28 7'-10" E 27 27 29 30 T -T D 27 27 28 30 6 616' A 4'6" B 24 24 28 27 TS E 28 28 28 30 8'-10" D 27 27 28 29 8.5 6'-2" A 4'-3- B 24 24 25 27 T-0- E 28 26 28 30 816' D 27 27 28 29 7 4'-10' A 4'-0" B 24 24 25 27 016' E 28 28 28 28 0'•2" E 28 28 28 29 7.5 4'-0" A T-10" B 24 24 25 28 $-0' E 28 28 28 29 6'•11' E 28 28 28 28 8 4'-3' A 3'-T' C 24 24 26 28 8'-1" E 29 29 29 29 5'-8" E 28 28 28 28 8.5 4'-0" A T-5" C 24 24 24 28 5'-10" E 29 2929 25 29 5'-0" E 28 1 28 28 1 28 9 3'-9- A 3'-3" C 24 24 24 26 6'-T' E 29 29 29 29 6-3' E 28 28 28 28 130 MPH EXPOSURE C 9.5 3'-T' A 1 T-1" 1 C 1 24 1 20- 1 24 1 28 11 5'S' E 29 29 29 29 1 5--1' I E 29 29 29 29 30 3 0-0" A 7'-10' B 18 24 25 27 11'-10" C 22 28 28 20 10'6' B 21 25 27 28 3.5 8'-2" A T-11 B 19 23 25 26 10.10" D 22 26 27 29 9'-10' C 22 25 27 28 4 T•1' A 6'6" B 20 23 24 28 10'•1" D 23 25 27 28 0-1" D 22 25 26 28 4.5 8'4" A B'-0" B 20 23 24 25 9'-0' D 23 25 26 288'-0' D 22 24 26 27 6 5'6" A 5'-7" B 20 22 24 25 8'•10' D 23 24 28 27 8'-0' D 23 24 25 27 5.5 5'-2" A S-2' B 20 22 23 25 0.3' D 24 24 26 27 T-7' D 23 24 25 27 6 4'-9' A 4'-10" B 20 22 23 24 T-10" D 24 24 25 27 T•2' D 23 23 25 28 8.5 41" A 4'-7• B 21 21 23 24 TS' E 24 24 25 26 8'-10' 0 24 24 25 20 7 4'-1" A 4'-4" B 21 21 23 24 T-7" E 24 24 25 266'-7- D 24 24 24 26 7.5 3'4" A 4'-1' B 21 21 22 24 -0 8'" E 25 25 25 26 0'-3' D 24 24 24 28 8 T -O' A T-11" B 21 21 22 23 8'6" E 25 25 25 28 6'-0' 24 24 24 25 8.6 3'-4" A 3'-8' B 21 21 22 23 0'6' E 25 25 25 28 5-10 24 24 24 25 B 3'-2- A T-0- B 21 21 22 23 6'-0" E 25 25 25 25 6'- 25 25 25 26 130 MPH EXPOSURE C b 3 3.5 9'6' 8'-T A A T -T 6'-0" 8 B 21 21 25 25 27 Z7 29 28 11'-0' 10'-0" D D 24 24 28 2 30 29 31 31 c Q•{ WS 4 4.6 7'-1' 6'-4" A A 6'-11" 5'-S B B 21 22 24 24 26 26 28 27 0S" 86' D D 25 25 2 2 29 28 30 30 Q PU 5 5'-8" A 5'-0" B 22 24 25 27 8'-1" D 26 28 28 29 5.6 5'-Y' A 4'6" B 22 23 25 26 T-7" D 28 26 27 29 U 8 4'-8' A 4'-5- B 22 23 25 26 T -Y' E 28 26 A 4'-1" B 22 23 24 20 8'-10" E 26 26 S` h - 3'-11" 3'6' B B 22 23 23 23 24 24 26 25 6'-0" 6'-2' E E 27 27 27 7Q -n, On88. 3'-0" 3'-4' 8 8 23 23 23 23 24 23 25 25 5.11" 6-8" E E 27 27 7 2i W -T C 23 23 23 ZS 6'-5" E 27 71 C CA * .6-30-2... .6-30-2 1 Page 34 of 66 C DE 2013 2013 USE OF FOAM CORE SANDWICH PANELS WILL REQUIRE THE USE OF A REGISTERED DESIGN PROFESSIONAL TO COMPLY WITH EXISTING ICC ESR FOAM CORE SANDWICH PANEL W/ CURRENT ICC ESR -J\ ...... ♦+ .....♦..1..♦ ♦`f ♦'♦ r +♦'f ♦ ♦ ♦ • ♦ ♦ ♦ ♦ ♦ ♦ T+ ..,.,...♦.. ♦•.+..♦. '♦♦♦ e • ♦ ♦ • ♦ ♦ f'f'♦'♦'♦ +r't`♦'♦♦♦'♦`♦♦r (rte♦°♦' Header i METAL SKINU N1 SANDWICH PANEL TO HEADER CONNECTION i ICC ESR1398:(2012 IBC),9/29/2013 —71 t I. 2.000 - 0.363 -- 0.525 — I 1.060 6.000 #8X1/2' SMS @ 3' O/C ATTACH TO TOP OF HEADERS PER TABLE 4,9 OR 4.10 #10 SMS @ 6' O/C 2.5'x6' ALUM FLAT PANEL r 1.500 N3 =0.018' 3004H36 t>0.018' 3004H34 t 0.750 FASCIA CAN BE 5 R— 0.2" 1.625 ROLLED FOR 0.95" 0,92" , 0.1251 3 DIFFERENT PANEL HEIGHTS 1.0 -r FOR 2', 2.5' R=.125" T t AND 3.5' PANEL 1.958 2'x6' ALUM FLAT PANEL N2 t=0.018' 3004H36 1.625 L HEIGHTS t>0.018' 3004H34 1 R0.125 R0.250 R0.153 0.295 . FOO NG` - BRAC kO.875 R0.12 I. 2.000 - 0.363 -- 0.525 — I 1.060 6.000 #8X1/2' SMS @ 3' O/C ATTACH TO TOP OF HEADERS PER TABLE 4,9 OR 4.10 #10 SMS @ 6' O/C 2.5'x6' ALUM FLAT PANEL r 1.500 N3 =0.018' 3004H36 t>0.018' 3004H34 t 0.750 FASCIA CAN BE 5 R— 0.2" 1.625 ROLLED FOR 0.95" 0,92" , 0.1251 3 DIFFERENT PANEL HEIGHTS 1.0 -r FOR 2', 2.5' R=.125" T t AND 3.5' PANEL 1.958 R=• 125 2' x 6.5' Rafter FASCIA FROM NI, N2, N4 OR N10 f 1.625 L HEIGHTS 1 1 Structural Panel R= 0.15" 167" . FOO NG` - BRAC 0.18 =0316T I 2.50` 3.0" 1' 0 '0 GALVANIZED OR SEE TABLE 4.9 OR 4.10° . STAINLESS STEEL HILTI ?g, xe+ so KWIK BOLT TZ ANCHOR (ICC ESR 1917) W/ 2' EMBED AND 7 a Oj°°' ° e♦ . o° 1' 0 WASHER OR EQUIVALENT 1.625 0.75. SEE NOTE ' 4" SLAB OR FOOTING SEE DETAIL BM AT RIGHT Rafter Tall. OVESSlO" 0.042'x3'x8' Header #exv2' .167" ,0 OR FOOTING (6063-T6 ALUM ALLOY) SIDE FASCIA I; m MO/c S 0 TYP. 6.00" 1.625 2.00 NOMINAL .0 un 28921 US Hwy 74 ,- 3 .CAUF , OCT 02 2013 IN THICK SS. ATTACH TO TOP DF HEADERS Engineer's Stamp --- 3.00 — , : NP01-2012 1 of 4 PER TABLE 4.9 OR 4.10 N4 6 1/2" ROLLFORMED E S DiV ql _ (3004-H34 ALkJM. A P 2G FOUR #14 SD SCREWS EACH SIDE FOR FOOTINGS UP TO d=26" * 6 30 2015 `fT T vit- OF 2' x 6.5' Rafter FASCIA FROM NI, N2, N4 OR N10 f 2"X 6 1/2" " SIDE LATE #10 SMS @ 6' 0/C POST - EC 05 013 ALU Structural Panel 4' . FOO NG` - BRAC 1' 0 '0 GALVANIZED OR SEE TABLE 4.9 OR 4.10° . STAINLESS STEEL HILTI ?g, xe+ so KWIK BOLT TZ ANCHOR (ICC ESR 1917) W/ 2' EMBED AND 7 a Oj°°' ° e♦ . o° 1' 0 WASHER OR EQUIVALENT SEE NOTE ' 4" SLAB OR FOOTING SEE DETAIL BM AT RIGHT Rafter Tall. OVESSlO" 0.042'x3'x8' Header Q P 1. -PU 9 CSC , N8 BRACKET FOR CONNECTING POST TO SLA,L ,0 OR FOOTING (6063-T6 ALUM ALLOY) m . SINGLE SPAN ATTACHED UNITS ONLY N5 NEWPORT FASCIA Post ss i DETAIL * p ; 015 is Am' GIV L P, un 28921 US Hwy 74 ,- .CAUF EXTERIOR HOME PRODUCTS Romoland,CA 92585 OCT 02 2013 MAWN BY. ra-L BEJ/CP NTS;' """EComponent arts &.Connection Details Page 44 of 66 Engineer's Stamp for Newport Patio Structures on , : NP01-2012 1 of 4 SOLID COVER 6.0 POST SPACINGS FOR PATIO ANI] COMMFRCIAI CnVFRS 141r:N =Nn Al2FA4 TABLE 6.8 12 Gauge x3"x8' Steel C (Detail T) Double 16 Ga 3"x8" Steel C Detail T and AY Double 12 Ga 3"x8' Steel C (Detail T and A F Attached Freestanding or 35 Attached Freestanding or F Attached Freestanding or 37 35 Structure Multispan Units 39 Structure Multispan Units 38 Structure Mullis an Units GROUND TRIB POST POST MAX 36 Sa MAX POST LENGTH MAX F 38 MAX POST LENGTH MAX 35 24'-10" MAX POST LENGTH SNOW WIDTH SPACING REDID POST IN FOOTER 5 I 17 I IN POST MIN FOOTER V I 17 I IV POST MIN FOOTER 5 I 17 I 15' LOAD (FT) ONSLAB FOR SPACINGPOST F SIZE CONSTRAINED FOOTS SPACING POST SIZE CONSTRAINED FOOTEF SPACING POST SIZE CONSTRAINED FOOTS (PSF) 37 (FT) SLAB (FT) TYPE 'd" 'd' 'd' 'd' (FT) TYPE -,r "d" -,r "d' (FT) TYPE 'd" -d- 'd" I 4' 1 7 9'4" A 15-V F Cm) fn) Cm) (in) 37 32 fn) (in) 0n) fn) 39 39 (in) M) 0nI M) 10 5 13'-T A 18'6" F 35 35 35 31 21'-7' F 37 37 37 35 25.7" F 39 39 39 38 LIVE 5.6 12'-0" A' iT4" F 36 36 Sa 32 20'-8" F 38 38 38 35 24'-10" F 40 40 40 38 LOAD 6 1V-4" A 16'6- F 38 36 39 32 19'-10" F 99 39 39 35 24'-1" F 41 41 41 37 ONLY 6.5 10'-81 A 16'-81 F 37 37 37 32 17-0" F 39 39 39 34 23'6- F 42 42 42 37 4' 1 7 9'4" A 15-V F 37 37 37 32 18'-3" F 39 39 39 35 22-11" G 49 43 43 38 7.5 0.1' A 18-4' F 37 37 37 S3 1T-7' F 40 40 40 35 274' G 43 43 43 38 8 8'6' A 13'-9' F 38 38 38 33 18'-11' F 40 40 40 35 21'-11" O 44 44 44 39 8.5 V-0" A 13'-7' F 38 38 38 33 IVA" F 41 41 41 38 21'6- G 44 44 44 39 9 T4" A 12'-8- F 38 38 38 33 15-10' F 41 41 41 30 21'-1- G 45 45* 45 40 9.5 T-2' A 12'-3" F 38 38 38 34 15'-4" F 41 41 41 3e W-8" G 48 40 46 40 10 6'-9' A 11'-10" F 38 38 38 34 14'-11" F 42 42 42 37 20'-4' G 46 48 46 41 10.5 8'S' A I V-5" F 39 39 39 34 14'6" F 42 42 42 37 20'-0" G 47 47 47 41 11 V -Z- A 11'-1' F 99 39 39 34131- 14'-1" G 42 42 42 37 19'6' G 47 47 47 42 11.5 5'-11" A 10'-9- F 39 39 99 34 13'-9" G 42 42 42 37 19'S" G 48 48 48 42 12 514" A 10'-5' F 99 39 39 37 13'-S G 43 43 43 41 19'-2- G 48 48 48 47 11 V -r A 9'-10' F 37 37 97 17-9' F 41 47 41 1B' -T G 40 48 40 20 5 T-1' A 17'6" F 31 31 31 31 2016- F 33 33 33 35 ZS' -0" F 35 35 30 38 LIVE 5.5 5S' A 18'-V F 32 32 32 32 20'-0" F 33 33 33 35 243' F 38 38 30 38 LOAD 0 5'-11' A 15-10" F 32 32 32 32 10-1' F 34 34 34 35 2X -V` F 30 38 30 37 ONLY 6.5 5'5" A 15-0" F 32 32 32 32 18'3' F 34 34 34 34 22'-11' G 37 37 37 37 4' 1 7 5'-1" A 14'-4' F 32 32 32 32 1T -T F 35 35 35 35 27<' G 38 38 38 38 7.5 4'-9' A 13'4' F 33 33 33 S3 18'-11" F 35 35 35 35 21'-10" G 38 38 38 38 8 4'S' A 13'-1" F 33 33 33 33 18'-3" F 35 35 35 35 21'S' G 30 39 39 39 8.5 4'-2' A 17-r F 33 33 . 33 33 15'-9' F 38 36 98 38 20'-11' G 39 39 39 39 9 3'-11- A 17.1" F 33 33 33 33 15'-3' F 30 30 30 30 20'-7'G G 40 40 40 40 9.5 3'-9' A 11'-8" F 34 34 34 34 14'-9" F 36 3e 30 3e 201-r G 40 40 40 40 10 T -V` A 11'-3" F 34 34 34 34 14'-4" F 37 37 37 37 19'-10' G 41d 41 41 41 10.5 3'' A 10-11" F 34 34 34 34 17-11' G 37 37 37 37 Iw-V` O 41 41 41 41 11 T-2' A 10'-7' F 34 34 34 34131- 17-3" G 37 37 37 37 19'-3' O 42 42 42 42 11S 3' 1" A 10'3' F 9434 37 34 34 13'-2- G 37 37 37 37 16-11" G 42 42 1 42 1 42 20 5 T-1' A 10'-0' F 34 34 34 34 19'-3" F 38 38 35 38 23'-T F 38 98 38 41 LIVE 5.5 53' A 15'-0" F 34 34 34 34 18'3" F 38 30 36 38 27-10- G 39 39 39 40 LOAD 9 5'-11' A 14'-2' F 34 34 S4 34 1T5" F 37 37 37 37 223" G 40 40 40 40 ONLY 6.5 5'S" A 13'-5" F 35 35 35 35 1814" F 37 37 37 37 21W G 41 41 41 41 4' 1 7 5'-1" A 12'-10" F 35 35 35 35 18'-0" F 38 38 38 38 21'-1" G 41 41 41 41 7.5 4'-9' A 17.3' F 35 35 35 35 15'-4" F 38 38 38 38 20.7' G 42 42 42 42 8 4'-S A 11'-51 F 38 36 38 38 14'-0' F 38 38 38 38 20-Y G 43 43 43 43 8.5 4'-2' A 11'-3" F 36 30 38 3e 14'3" F 39 38 39 39 17-9" O 43 43 43 43 0 T -1T A 10'-9' F 36 36 36 w 13'-9" G 39 39 39 39 10'-5- G 44 44 44 44 9.5 T-9' A 10'5' F 36 36 36 36 13'-0" G 39 39 39 39 19'-1' G 44 44 44 44 10 3'6" A 10'-01 F 38 30 36 36 12'-11' G 40 40 40 40 18'-9- G 45 45 45 45 10.5 T-4' A 04' F 37 37 37 37 17-7' G 40 40 40 40 IV -5" G 45 45 45 45 11 T -T A 74" F 37 37 37 37 17-3" G 40 40 40 40 18'-Y G 48 46 46 45 11.5 3'-1" A 0.1" F 97 37 37 37 11'-11" G 40 40 40 40 1T-10" H 46 48 4e 48 12 1 T-11' 1 A I 5.10' I F 1 37 1 37 37 37 11'-7" O 41 41 41 41 17'6" H 47 47 47 47 1. CHOOSE FREESTANDING ' ATTACHED STRUCTURE 2. CHOOSE PROJECTION, WIDTH AND OVERHANG OF UNIT 3. DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE SITE (PATIO UNITS USE 10 PSF MIN, COMMERCIAL UNITS USE 20PSF MIN) 4. CHOOSE A PANEL FROM SECTION 4.0 THAT HAS ADEQUATE CLEARSPAN FOR YOUR NEEDS. 5. DETERMINE TRIBUTARY WIDTH FROM TABLE 62 OR CALCULATE FROM TRIBUTARY DIAGRAM ONSCO2 PAGE 2 OF 2 6. CHOOSE A HEADER FROM THAT HAS ADEQUATE POST SPACING. 7. USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 6.8 12 Gauge x3'x8" Steel C Detail T) Double 16 Ga 3"x8" Steel C (Detail T and A Double 12 Ga 3"x8" Steel C (Detail T and A' TABLE 6.8 Attached Freestanding or Attached Freestanding or Attached Freestanding or Structure Multispan Units Structure Multispan Units Structure Multispan Units GROUND TRIB POST POST MAX MAX POST LENGTH MAX MAX POST LENGTH MAX MAX POST LENGTH SNOW WIDTH SPACINGREDID POST MIN FOOTS 5 I 12' I 15 POST MIN FOOT 8- I 17 I IV POST MIN OOTE 8' I 17 I IV LOAD (FT) ON SLAB FOR SPACING POST SIZE CONSTRAINED FOOTER SPACIN POST SRE CONSTRAINED FOOTS SPACIN POST SIZE CONSTRAINED FOOTS (PSF) (FT) SLAB (FT) TYPE "d' 'd' 'd' 'd" (FT) TYPE 'd' "d' "d' 'd' (FT) TYPE 'd' "d' 'd' 'd' (in) (in) (in) (in) 0n) (in) 0n) f) 0n) (in) C) (In) 30 5 5'4" A 10'-6' F 30 30 30 31 19'-5" F 32 32 33 35 24'-0" F 34 34 35 38 D 5.5 5'-r A 15-5' F 31 31 31 31 181•91 F 33 33 33 35 23'-S" G 35 35 35 37 V 6 4'-9' A 14'•7" F 31 31 91 31 1T-10' F 33 33 33 34 22'-7' G 38 38 38 37 No 6.5 4'-0" A 13'•10' F 31 31 31 31 1T-1' F 34 34 34 34 21'-11' G 38 38 38 37 4' 1 7 4'-1" A 13'-2" F 32 32 32 92 IV -4" F 34 34 34 34 21'-S G 37 37 37 37 7.5 T-8" A 17-T' F 32 32 32 32 15'-9" F 34 34 34 34 20'-11" G 38 38 38 38 8 T -V` A 12'•1" F 32 32 32 32 15'-2" F 35 35 35 35 216" G 38 38 38 38 8.5 1-4" A 11'•7" F 32 32 32 32 14'6" F 35 35 35 35 20'-1" G 99 39 30 39 8 9'•7 A 71'-1'F F 32 32 32 32 14'-7' F 35 35 35 35 19'-8" G 39 98 39 30 9.5 3'-0" A 10-8" F 33 33 33 33 13'-8" G 35 35 35 35 19'-0' G 40 40 40 I 10 2'-10- 1 A 10'-4" I F 33 33 33 33 13'•9" G 38 36 30 36 19'-0- G 40 40 40 1 40 10.5 2'-S"A 10'•0- F 93 .33 33 33 17.11" G 36 38 36 38 1".. G 41 41 41 41 30 5 5'4" A 14'-11" F 33 33 33 33 18'-2' F 35 35 35 37 27.9' G 98 38 98 d0 D 5.5 S-2" A 14'-0' F 33 33 33 33 1T-3' F 98 36 38 37 27.1" G 39 30 39 40 V 8 4'-0" A 13'-3" F 34 34 34 34 18'-S" F 38 38 38 37 21'-S" G 40 40 40 40 No 6.5 4'-4" A 1".. F 34 34 34 34 15'-8" F 37 37 37 37 20'-10" G 40 40 40 40 4' 1 7 4'-1' A t 1'-11' F 94 94 94 34 15'-0" F 37 37 37 97 20'd' O 41 41 41 41 7.6 T-9" A 11'-4" F 34 34 34 34 14'S" F 37 37 37 37 78'-11' G 42 42 424 8 3'4' A 10-10' F 35 35 35 35 13'-11" G 38 38 38 38 19'-5" G 42 42 42 42 8.5 31-C A 10-5" F 35 35 35 35 13'-5" O 38 38 38 38 19'-1" G 43 43 43 43 0 T-2" A 10'-0' F 35 35 35 35 12'-11' G 38 38 38 38 1, 154" G 1 43 1 49 1 43 1 43 OVER- Post Description Post Description Max POST Detail Hgt Code TABLE 62 TRIBUTARY WIDTHS FOR SINGLE SPAN ATTACHED STRUCTURES 9' A Ac 0.042'x3"x8'Aluminum Post 10' HANG N30 0.024"x3"0"Post with Sideplat 11' B PROJECTION OF SINGLE SPAN STUCTURES (FT) Clover 0.030"x3'x3' Alum 11' C N11. AH Clover 0.040"x3"x3' Alum 11' D (FT) V T e' 9' 10' 11' 12' 15 14' IV 16' 1T 18' 19' 20' 21' 27 0 9' 3.5' 4' 4.5' 5' 5.5' 0' 6.5' 7- 7.5 5 8.5' V 9.5' 10 10.5' 11' 1' 3.5' 4' 4.5' 5' 5.5' S 0.5' T 7.5 8' 8.5' 9' 9.5' 10 10.5' 11' 11.5' 7 n/a n/a Na No n/a 6.5' 7' 7.5' 8' 8.5' 9' 9.5' 10' 10.5' 11' 11.5 12' 3' Na n/a nF4 Na Na Na Na Na N4 Na 9.5' 10' 10.5' 11' 11.5' 12' 125 4' 1 n/a Na n/a n/a Na Na Na Na Na Na Na n/a Na Na nta 12.5' 13' TABLE 6.3 Post Requirements for Attached Single Span Structures Post Description Post Description Max POST Detail Hgt Code Twin 0.060"x1.5"x1.5" Scroll 9' A Ac 0.042'x3"x8'Aluminum Post 10' B N30 0.024"x3"0"Post with Sideplat 11' B N16. BK Clover 0.030"x3'x3' Alum 11' C N11. AH Clover 0.040"x3"x3' Alum 11' D N11, AH Colonial 0.062" Extruded 12' E AE 0.041'x3"x3" Steel Clover 11' F INIl.AH 0.041"x3"x3' Steel Clover 8' G N11, AH 3/16'x3'x3" Steel Square 15' H N17. AG 3/16"x3"x3" Steel Square 12' I N17. AG 3/16"x4"x4" Steel Square 15' J N17. AG 3/16'x5'x5" Steel Square 15' K N17, AO TABLE 6.4 Post Requirements for Freestanding Structures or Multispan Attached Structures Post Description Maximum Footing Max Height POST Code Detail 0.041"x3"x3" Steel Clover d= 20" 9' B Nll.AFk 0.041"x3"x3"Steal Clover d= 21" 8' B N11, AH 3/16"x3"xW Steel S uare d= 29" 14' E N17, AG 3/16"x3"x3' Steel Square d= 32" 8' F N17, AG 3/16"x4'x4" Steel Square d= 35" 14' F N17. AG 3/16'x4"x4" Steel Square d= 38" 9' F N17, AG 3l16'x5'x5" Steel S uare d= 41" 15' G N77, AG 3/16'x6"x6" Steel Square d= 46" 15' I N17, AG 8. FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN IN TABLE 6.8 AND 6.3 UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT Amerimax Exterior Home Products FREESTANDING AND MULTISPAN UNITS USE TABLE 6.4 28921 US Hwy 74 9. FIND THE O/C SPACING OR # OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.5 OR TABLE 7.7 Romoland, CA 92585 10. USE THE APPROPRIATE DETAILS (NI -N35 or A -BM) Carl Putnam, P. E. FOR PATIO SLABS FOLLOW 1-6 FROM ABOVE THEN 3441 Ivylink Place SLAB T. DETERMINE MAXIMUM POST SPACING ON SLAB FROM Lynchburg, VA 24503 SLAB 8. USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING cartputnam@comcast.net SLAB 9. FOLLOW 9.10 FROM ABOVE SLAB 10. FOR TWO POST STRUCTURES USE TABLE 7.1 ON SHEET MISC3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES ICC ESR1398 (2012 IBC) 9/29/2013 Page 43 of 66 88139 6-30-2015 L?j9T IV 11. F F t1F EC 05 20 OCT 02 2013 P7 1ML #10 SMS COVER PANEL + L 6' ❑/C 3.00' N 14 0.024" OR 0.040" TYP. 3' ALUM SQUARE POST 3.00" t =0.024' 30041-134 R=.093 t =0,040' 31051-126 I "ICC ESR1398 (2012 IBC) 9/29/2013 T 2.000 I + 0.28 t= 0.030' ALUM 0.040' ALUM 0.041' STEEL`_ :7) NOTES - - POSTS MAY BE TRIMMED w/FLEX ALUM. FACING. 3" ALTERNATE POST y N 1 1 (3105-H25 ALUM. ALLOY OR L A-653 Fy=40 KSI STEEL) SEE TABLE 4.10I; 4.656 1.000 B" eRArxer is Logs• vRDE 8" ,7 75' ENCLOSED IN ALUM + DETAIL N30 0,0750 TYPICAL HANGER 12 (t= 0,105') br TDP MOUNT 16 Ga (t= 0,059') J0.875" L TYP. — 4.043 13'-T' FDR FASTENM STEEL "C"- CHANNEL HEADER N 10 CALIFORNIA FASCIA ON9 (STEEL A-653 Fy=50 KSI) (ALUM 6063 T6) LEDGER AND RO F 20 TO ALLOW DRAINAGE TOP MOUNT BRACKET u3' x 3' METAL POST 140 mph Exp C SEE GENERAL NOTE 19 EIGHT #14 SMS TWO 3/8' X5' LAG DETAIL N8 SCREW W/ 110 STEEL 0 WASHER ONE ON THESE DETAILS ARE LIMITED TO O O EACH SIDE OF POST 150 mph EXPOSURE B AND 120 mph Exp C FOR 10 PSF AND 150 MPH EXP C FOR 20 PSF DOUGLAS FIR LUMBER FLOOR N 12 J❑IST OR HEADER ATTACHED STRUCTURE POST TO DECK FLOOR JOIST 3.00' N 14 0.024" OR 0.040" TYP. 3' ALUM SQUARE POST 3.00" t =0.024' 30041-134 R=.093 t =0,040' 31051-126 I "ICC ESR1398 (2012 IBC) 9/29/2013 T 2.000 I + 0.28 t= 0.030' ALUM 0.040' ALUM 0.041' STEEL`_ :7) NOTES - - POSTS MAY BE TRIMMED w/FLEX ALUM. FACING. 3" ALTERNATE POST y N 1 1 (3105-H25 ALUM. ALLOY OR L A-653 Fy=40 KSI STEEL) ASTM A500 GRADE B STEEL POST N17 SEE GENERAL NOTE #9 FOR CORROSION PROTECTION Page 45 of 66 0.024' 0.024' 0.024' y3' 3- SDUARE COLUMN j (3004—H34 ALUM, ALLOY) + N 1 6 2' x 6.5SIDEPLATES i (3004—H34 ALUM. ALLOY) SIDEPLATE CONNECTION DETAIL #14X1.5' SCREWS 6 PLACES EXISTING EAVE OF WOOD FRAMING 1 0.125"0.5"0.5" STEEL (Fy = 33 KSI) BRACKET. 1" SPACING BETWEEN SCREWS 2x OF LEDGER BOARD --f SIDE MOUNT BRACKET EAVE OVERHANG AND 'L' MUST ALSO COMPLY WITH DETAIL N21 .P Live 0.21- Snn (Fr - W LQ* B" eRArxer is Logs• vRDE 8" 2X8 LEDGER BOARD (DWO Fu) ALUM SEE GDERAL NOM 123 PANEL /t+.is• °COR° HANGER /IU3.8• actara TDP MOUNT 1s'-rl 13'-r' ANG L SEETAKE 7s 13'-T' FDR FASTENM 1' MIN GAP 15 a^ 10'-4" BETWEEN 115 mph Exp C LEDGER AND RO F 20 TO ALLOW DRAINAGE TOP MOUNT BRACKET ASTM A500 GRADE B STEEL POST N17 SEE GENERAL NOTE #9 FOR CORROSION PROTECTION Page 45 of 66 0.024' 0.024' 0.024' y3' 3- SDUARE COLUMN j (3004—H34 ALUM, ALLOY) + N 1 6 2' x 6.5SIDEPLATES i (3004—H34 ALUM. ALLOY) SIDEPLATE CONNECTION DETAIL #14X1.5' SCREWS 6 PLACES EXISTING EAVE OF WOOD FRAMING 1 0.125"0.5"0.5" STEEL (Fy = 33 KSI) BRACKET. 1" SPACING BETWEEN SCREWS 2x OF LEDGER BOARD --f SIDE MOUNT BRACKET EAVE OVERHANG AND 'L' MUST ALSO COMPLY WITH DETAIL N21 .P Live " FOR TOP Wind Speed Load E MOUNT F21 (psf) . and Exposurec 24"o/c 10 110 mph Exp B --T-14'-2" 115 mph Exp B 1s'-rl 13'-r' 130 mph Exp B 15'-7" 10'4" 140 mph Exp B 13'-T' 110 mph Exp C 15 a^ 10'-4" 115 mph Exp C 14'-3" B'-7" 20 130 mph Exp C 11'4" 7'-7" 140 mph Exp C 9'-10" s'-7" TOP MOUNT BRACKET NOT, ALLOWED IN SNOW LOAD AREAS SEE GENERAL NOTE #9 FOR CORROSION PROTECTION 1.5' ' -L 0,125' r 1.5' STRUCTURAL PANEL N18 ALTERNATIVE EAVE ATTACHMENT i ALL HOUSE PENETRA MUST BE C❑MPLETEL PERMANENTLY SEA I J 1.39 0-201 I EC 05 013 J ' • lr@ m 18921 US HWy 74 EXTERIOR HOME PRO D U C S omoland, CA 92585 OCT 02 2013 Engineer's Stamp NTS v for New NP02-2012 2of4 110 SMS 0 6" oft I 2' 5' 6.50' Uvo/S"ow Load RAFTER 20 GA ASTM A653 GRADE 33 STEEL BRACKET Solid Corer Wind FOUR #8 SCREWS INTO RAFTER AND SAVE OVERHANG ` 2X FASCIA 6" 17' 18" 24" 30" 10 psf 2x4 ONE PER RAFTER ROOF COVERING IS MAX 17-0' 0 $-8- 3 PSF. HEAVIER ROOF 2x6 0 RAFTER 'COVERING SHALL REQUIRE 18'-0' 1T-1' ADDITIONAL ENGINEERING 18'-0' DETAIL "A" ANALYSIS 2X DF WOOD 2"x WOOD FRAMING FASCIA DOUGLAS FIR—LARCH (NORTH) SEE DERIL 'A' #2 OR BTR 0 RIGM T-1' Kwgn t STRUCTURAL 1 / 1T-0' • 1/2' N21 1T -a FASCA 2x8 E TABLE 7.5 FOR FOR MAXIMUM 1r -a 1T -a STENER SCHEDULE oVERHANc sEE rFA ALTERNATE EAVE 10pW EE GENERAL NOTE SCHEDULE 0 RICHT ATTACHMENT 160 823 7-1' 110 SMS 0 6" oft I 2' 5' 6.50' Uvo/S"ow Load RAFTER MAX DISTANCE TO FlRST ROW OF POSTS "L" Solid Corer Wind 512E SAVE OVERHANG ` (w, OIC) 6" 17' 18" 24" 30" 10 psf 2x4 18•-0' 18'-0' 17-0' r-1" $-8- 115 MPH EXP 8 2x6 18'-0' 1&-a 16-0 18'-0' 1T-1' 2x8 18'-0' 18'-0' 1$-0• 18'-0' 1$4 10 psi 2x4 1T-0' 1T•01 12'-0' T-1' Tor 115 MPH E)0' C 2x8 1T-0' 17"0 17W 1T -a 1T.0 2x8 1" 1r -a 1T -a 1T-0• Ina 10pW 20 164Y 160 17-0" 7-1' T -W 140 MPH ExP C 2x8 16'-0' 16-0' 16-0' 16-0' 16-0' 2x8 16-0• 16-0' 16'-0' 16-0' 16-0' 20 psf 2x4 16'a 101 x 5'-101 3•-0 - r -6 140 MPH E)0' C 2x6 1$-0• 16'4r 1 6-0' 11'9' $4' 2x8 16-0' 16-0' 16-a 16'-0' 16-0' 25 Psf 2.4 16'-0' 1111-T 64- 3W 1'-9' 140 MPH 0P C 2.6 16-0• 16-0' 16'-0' 17.1(' 9'-1" 2x8 16•-0' 16-0• 1$-0' 16'-0' 101'-0' 30 pA 2x4 151V $-2' 6-1- 71' 1'-0- 140 MPH E)P C 2x6 15'-0' 16-0• 15'-0' 164- 7"-1' 2:8 1$-0' 15'-0' 16-a 16-0' 14'-0' 4dpSf 2x4 14'a6 -r 3'<- 1'i- 0'-0"2x814'-0' 14'-0' 11-0-' T-2' 4'-T2x8 14•-0' 14'-0'14•-0' 14'-0'101-3• 62x4 6.10- 4' -0 -T -T 0'-2- 01-W 2x6 12'-0' 11'-0' 6'-0' 4-0' 7-1' 2:6 12'-0' 12'-a I 17-0' $-8" V -10 - DOUBLE 0.042'X3'%8. OR 0A4aX2'X6623• HEADERS I 6' OR 12' NIDE I ' ® I 0.040 { STRUCTURAL PANELS 1/2 – #14 SMS ALUM EACH SIDE 0,036• ROLLFORMED 0.040'%3'X3' ® (' 2"X 6 1/2" ALUM. 24 TyP HEADER 'M' ALUM POST SIDEPLATE WITH SIDEPLATES END VIEW 3,00'--- DOUBLE ALUM N23 ROLLFORMED HEADER 'N4' CONN. N24 HEADER C❑NNECTI❑N DETAILS TO STRUCTURAL PANELS $14 x 2' SMS 0.5' MI SEE TABLE 7.5 rFOR #10 SMS 0 FOUDW– SPACING ING SPACING: ` 6" O.C. FOR 6" PANELS / 1.50" 12" O.C. FOR 12' PANELS MAX LOADS 1. N26 10 PSF 140 MPH EXP C 30 PSF 140 MPH EXP B 2.25" 20 PSF 135 MPH EXP C A -RAIL -SEE t=.06 OR 25 PSF 130 MPH EXP C DETAIL 'J' TYP. 2.50" 30 PSF 120 MPH EXP C .4 3" EXTRUDED HANGER (6063-T6 ALUM. ALLOY) 0.30 11` 1.500" ICC ESR1398 (2012 IBC) 9/29/2013 OR 4' 3"X 8" ALUM. HEADER 27X 6 1/2"X .024" ALUM. SIDEPLATE N22 3" x 8" HEADER CONNECTION 4- #14 SMS EACH SIDE 3" x 8" ALUM. HEADER E 4- #14 SMS EACH SIDE 24" 0/C WITH SIDEPLATES 2" x 6 1/2' x .024 ALUM. SIDEPLATE "' DOUBLE 2"x 6.5" or 3"x 8" ST HEADERS IN PLACE OF 3"X 8" HEADER WrrH O/C POST & SIDEPLATES TYP 3"X 3" POST DOUBLE 2'X6.625' HEADERS (DETAIL N31) N25 DOUBLE 3'X8' HEADER (DETAIL N30) #10 SMS e FOLLOWING SPACING 6' O/C FOR 6' PANELS 12' O/C FOR 12' PANEL .UCTURAL PANEL ROLLFORMED HANGER N27 (3004-H34 ALUM. ALLOY) Page 46 of 66 OCT 02 2013 Engineer's Stamp 2—I 1 I.50' 41— — so"2.75' 078' —I 1.0T 4- 814 x 3/4' SMS —M 414 EACH SMS SIDE 6063T5 ALUMINUM j BRACKET * rrv sazi 05 2013 2'X 6 1/2"X 12" ALUM. RAFTER HA ® 16" OR 24" R( O.C. , PHE.2"X 6 1/2" ALUM. FASCIA N28 ALTERNATE -DECORATIVE FASCIA TRIM * ,S - I X 28921 US Hwy 74 EXTERIOR HOME PRODUCTS Romoland,CA 92585 DRAWN Or: 1rPE: BEJ/CP 1—conn arts & onnec ion Details NTSs nle..._. .+ D-4:_ c+_.._+..___ P03-2012 3 of 4 ,-\ c a, POST SEE SHEET M8 FOR SLAB REQUIREMENTS "' ' ' < Lnttice or Solid Panels i I 2x wood studs DF u, Or . BTR @16 O/C r fSTEEL v /- FOR CONSTRAINED'' FOOTINGS Alun, Bracket DETAIL L9 (0.060') +` 0.042HEADER HEADER ATTACH PANELS PANELS PER DETAILS 3' 'i . AZ; BD OR BG 2" Lattice or Solid Panels i • Alun. Bracket= 8 SMS ny f .`- B +SMS e I 1 /4 LAG B D o : i, I (0 060') n - SCREW; OR #14 1SCREW'PER TABLE. 7.5, ' 6 0.024' 3' x 8' •Hen 3"•: x 8'. Henden+ #2 ; ` AN 4_ 3,. p D d. _ . 0.032' J 0.040' (0.042') I I co.oaz > 2' x 6' . Side Plate s #14 SMS --1"r #14 SM }}` 3'- x 8' Header #15•: E CONCRETE FOOTING k -- l Nat i ) I 3"x3' POST I I (0.042') ► ' ' CONTINUOUS 2x DF WOOD 'LEDGER OR PROVIDE SIMPSON STRONG TIE ^ d . N30 . ' I I 3"x3"'POST li . MSTA36 .(ICC ESR•, 2105 AT SPLICE 3/8' x 9' STEEL REBAR EMBEDDED AT 'B' k RAFTER & SIDEPLATES ALUM. _ I I 2x6.5' sIDEPLATE 4-4 LOCATION) _ d<33 B 9' HEADER l(3004—H34 (3004—H34 ALLOY) + I I COVER W/- 0.019",ALUMINUM d < 38' B = 12' j ALUM. ALLOY) Of < 46' B, = 18' ALTERNATIVE SPLICE FOR -ATTACHED UNITS s ' N29 FREESTANDING OR POST/EO❑TING'C❑NNECTION ATTACHED'N3a'.L'EDGER B❑ARD'ATTACHMENT . Seal with 'permanently flexible I SIX 1/4' LAG SCREWS OR'#14 SCREWS &; waterproof sealant ; '- - W/2.5' OF PENETRATION INTO WALL STUD) - '- • CONTINUOUS 2'x DF LEDGER ,_ SEE -GENERAL NOTE #23 :.. ' BOARD OR PR❑VIDE SIMPSON r 2' x'4' STRONG TIE MSTA36 (ICC ESR WOOD - - ' DOUG FIR 2105) AT SPLICE LOCATI❑N STUD "WOOD STUD 1,00'min. COVER W/ 0.019' ALUMINUM 1/4' Lag Screw - 3' X 8' ALUM -I - RAFTER BRACKET . Q N'Q( DETAIL L7 P cc } " 3.5' MIN ATTACH PATIO COVER _ AS PER N26 OR N27 1 0 ` =3'XB' ALUM] , " U . : F HEADER ' • . —' G68A 39 Completely Seal with permanently flexible &' ' ' N36 * EXP 6-30, 015 yt waterproof sealant . OFE$Sip 1V1 • Q ' . :. OFCA F 2.5' MIN PENETRATION 1.00'min. • 2.5 MIN INTO WOOD FRAMING n . #14 SELF -DRILLING SCREW ,' E 0 2013 :. f Synthetic Stucco or other non-structural covering (1' thick) POST ALTERNATIVE FOR SLAB ATTACHMENT - r max. MAX. WIND LOAD IS 150 MPH EXP B AND k zDi$ . . ' Sheathing 28921•US Hwy 74 a STUCCO ATTACHMENT DETAIL W/ SEE ALLOWABLE DISTANCE TO FIRST N33 130 MPH EXPOSURE.0 C, % P `1 O EXTERIOR Rornoland CA 92585 HOME PRODUCTS', ,1 ' ,.ROW OF POSTS IN TABLE 7.7 LEDGER - BOARD CACIF Trrc •' 1 BEJ/CP OCT 02 2013 -NTS. ` *Gomponen a s -& Connectionne ESR1398 (2012 IBC) 9/29,2013 Page 47 of 66 for Newport Patio Structures1CC Engineer's Stamp Fl s+NP04-2012 c R= 0.2" 0.95" 0.92° .876" R=.125° R-.125" 561 " 516° I--1.500 0.5" R= 0.15" INSIDE OUTSIDE 14T50" F*216" TYP. 1.903° 450" 1.625 2.50" 3.0" .167" } 187° 0,750 1.654 TYP.1 2.464" #10 SCREWS SEE DETAIL D !14I 55 1/2'1'714 876" Ie 6• oic 1Yp. 55 1 2'SEE DETAIL D 167° 1.625 L SEE DETAIL B 6.00° 1.137" 12.Ob$ " 1.137" 0,125 . O 2,5'xATTACH TO TOP OF HEADER BEAM AS PER TABLES 4.9 OR 4.10 6.500 2.0 0 .500 0. t = 0,A SUPER SIX PANEL OR ATTACH PER STRUCTURAL FASCIA DETAILS 018' 3004H36 1,625 f t >0,018' 3004H34 2.5°X12" MARK X ALUMINUM PANEL© I 0,018"-0,032" 3004 H36 0.316 0.0'36" 3004 H34 0.718 1.625 2.000 LR1,125 92 0,875 RO.125 0,036 0,250 RO.153 -F 18' SDS 0.350 0.295 5° ,D.IX.#JC1 H SIDE3.00 OF SPLICE 2.000 0,363 1.958 f O O O CENTERLINE OE 6 1/2" ROLLFORMED FASCIA 3004H34 ALLOY 6.50" I 5.5" J-0,525; 1.060 -- O O SEESEE DETAIL D 6,000 DETAIL B 5° 4' 4° 5- SPUCE UNE 9'9' 1 .641 #10 SMS 2'x6' FLAT PANEL 3 - #14 SMS @ 6' 0/C t = 0.018' 3004H36 ALUMINUM 3 EACH SIDE t > 0.018' 3004H34 ALUMINUM OF SPUCE O ROLLF MED HEA ER SPLICE 4.656 0,0750 1.000 #8x3' SHEET METAL SCREWS @ 3' ❑/C (300 -H34 ALU ALLOY) 5B ROLLFORMED HEADER NSbE 0.060"R= 0.08" OUTSIDE- I DETAIL E pF.E /0 SEE TABLE 12.000 P. P. . PU.T,j iyc 4,9 OR 4,10 3.500" R= 0.10" 0.125" t= 0.036" ROLL FORM D m 3.090 TYP. R= 0.25" 0'72" - R= 0.20 HEADER SPUCE, TIGHT J 6 29 Typ, 1.750 I n p FIT INSIDE OF. HEADER, RpEESSIri 1.03 2'06 9" EACH SIDE OF F3XR 2015 *.. QQ_ PU 9 4.043 _ 5 .3 SPUCE. © CALIFORNIA FASCIA DETAISEE 1.250" 3 - # 4 SMS 9 FCA41F n . m _ (6063-T6 ALUM. ALLOY) 6.00" 6.00 ON EAC SIDE $ ,3 OF SPUC 12.00 DE 05201 * 0 2bI5' * 3.5'x12' 'W' PANEL eria" 28921 US H 74 . ; ,,y O t= 0,018' 3004H36 ALUMINUM CIV \P. EXTERIOR HOME P R o a u c T s Romoland, CA 92585 D t > 0.018' 30041-134 ALUMINUM CALIFO ow,wH er: iwe: OCT 02 2013 BEJ/CP ICC ESR1398 (2012 IBC) 9/29/2013 NTS Component Parts & Connection Details Page 48 of 66 Engineer's Stamp oar SHEM. COO 1-2012 1 of 9