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BPAT2014-100578-495 CALLE TAMPICO LA,QUINTA, CALIFORNIA 92253 [T t f `&!t QUM& COMMUNITY DEVELOPMENT DEPARTMENT BUILDING PERMIT Application Number: BPAT2014-1005 Property Address: 81200 KINGSTON HEATH APN: 767490026 Application Description: Alumawood patio 20 x:17 = 360 Property Zoning: Application Valuation: $0.00 Applicant: ATLAS AWNING INC 754 S SOUTH WILLIAMS RD PALM SPRINGS, CA 92264 ---------------------------------------------- LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my License is in full force and effect. r License Class: License No.. EC140 Date: -7 //� —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 allege exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: (_) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). j (_) I am exempt under Sec. . B.&P.C. for this reason I Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name: Lender's Add VOICE (760) 777-7125 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 7/15/2014 Owner: RICHARD SWEENEY 81200 KINGSTON HEATH LA QUINTA, CA 92253 Contractor: ATLAS AWNING INC 754 S SOUTH WILLIAMS RD PALM SPRINGS, CA 92264 (760)827-8466 Llc. No.: AEC140 WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. -- I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier:_ Policy Number: _ _ I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if sh Id become subject to the workers' compensation provisions of Section 37 o Labor Code, I shall forthwith comply with those provisions. I Date: Applicant: WARNING: FAILURE TO SECURE WORKERS' COMPENSA FUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT: Application is hereby made to the Building Official for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws vela ' 8 to building construction, and hereby authorize representatives er upon the above- mentioned property for inspection purpo Date -.7 Signature (Applicant or Agent): • FINANCIAL • DESCRIPTION' ACCOUNT CITY AMOUNT PAID PAID•DATE PATIO COVER, STD, ENCLOSED 101-000042404 0 $95.81 $0.00 PAID BY METHOD RECEIPT .# CHECK # CLTD BY I DESCRIPTION ACCOUNT CITY AMOUNT PAID PAID DATE PATIO COVER, STD, ENCLOSED PC 101-0000-142600 0 $130.13 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY i Total Paid for PATIO COVER / COVERED PORCH / LATTICE $225.94 $0.00 TOTALS:•4 $0.00 FAIRWAY July 10, 2014 - --. -. Richaroweeney - ..... 81-200 Kingston Heath La Quinta, CA 92253 Re: Architectural AppGcati.ou — 81200 IN Dear Homeowner: L WEST® 3 ASSOCIATION Heath The Architectural Committee has reviewed yo* request to change the rear patio door, courtyard door and to install a patio cover at your residence. The Committee voted to table the application subject to receiving a copy of building permit from the City of La Quinta. After your application is approved. enclosed is (Exhibit C - the Compliance Review Request form. Please complete this form after the work is completed and return it by mail or fax to the address below so the completed' project can be inspected. If you have any questions please contact Paula Lua at 760-862-6334 or Paula.lua@managementtrust.com. Sincerely, For. the Architectural Review Committee P A WEST Fairways Association "A Post Office Box 1690 - La Quinta, Ca:Hfornia 92247 - Phone (760) 776-5100 - Fax (760) 776-5111 - www.pgawestfairways.com 12 i 3 0 -- -tr ------------� -- ' ------ ------ - -t-s ON -_ . . 1. .... .. ...;... .:] ... . . .. :.: *..: f. !. - ..,.,..- Bin # . ::.. . .... . . ,--.!�-.--. .....,i � . . . .*,.,,*.' --�. . . . . . . I . City of La Quinta . .,. .......': ,i.�.- ........... Building U Safety Division : . .... P.O. Box 1509 . .. ... - . .. -:`.:.-.-�-. ....... . ... ... . ... .. perlph. .. :��ii:..,::.:.�.:": #..,....:.:.",�:;�:�.!::,.�"...,.:"......::� . 78-495 Calle Tampico ... , "'. ", :.. . ...... ... . . " . ,: .....j:��-,-�:.-,--�,*.,! : � * . . .........- - --,.*.;-,'.!- ..' .. .. .. .... .. La Quinta, CA 92253 � . _ .. . . ........::..,....,::.:,.:,.,:"..-. .. , .. . , ... . . . . . 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FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN 115 MPH Misc2-2012 FAN BEAM DETAILS WIND AREAS 4 PAGES Misc4-2012 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 7.0 REQUIREMENTS FOR SURFACE MOUNTED POSTS ON CONCRETE SLABS OR FOOTINGS LT02-2012 7.0,.FORCES ON EXISTING STRUCTURES Misc7-2012 LT03-2012 Misc8-2012 . CONCRETE SLAB REQUIREMENTS FOR CONSTRAINED FOOTINGS 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 N PO4-2012 9 PAGES CD01-2012 COMPONENT PARTS AND CONNECTION DETAILS CD02-2012 CD03-2012 CD04-2012 CD05-2012 u"UV-2V 12 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 Misr -5a-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 09�cr�i:l loud l: � 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 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. 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 AS PER TABLE 1806.2. ALLOWABLE 6. FOOTINS VE BEENPRESSURE IS 15 0 POUNDSESIGNED E PER SQUARE FOOTFOR CLASS LA IRAL BEARINGPRESSURE IS 100 PSF/FTOAND ISION RISK CATEGORY II. FOR ATTACHED STRUCTURES THE MAXIMUM MEAN ROOF HEIGHT OF THE EXISTING STRUCTURE 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. 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 THE BUILDING OFFICIAL MAY ASSIGN A LOAD BEARING CAPACITY. UNITS IN SNOW/LIVE LOAD AREA OF 25 PSF ASCE7-10 SECTION 26.8 AND ARE OUTSIDE THE SCOPE OF THIS REPORT. OR LESS MAY BE BUILT ON 1000 PSF BEARING SOIL W/O ADDITIONAL ENGINEERING. MINIMUM FOOTING DEPTH IS THE LOCAL FROST DEPTH. 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 7. 20 PSF AND HIGHER LIVE LOAD STRUCTURES MAY BE USED AS COVERS FOR PARKING OF MOTOR HAVING THE SIZE OF A SINGLE FAMILY DWELLING OR LARGER) PREVAILS IN THE UPWIND DIRECTION FOR A VEHICLES. CARPORTS MUST HAVE AT LEAST TWO OPEN SIDES AND HAVE FLOOR SURFACES MADE OF DISTANCE OF AT LEAST 1500 FT. APPROVED NONCOMBUSTIBLE MATERIAL OR ASPHALT. EXPOSURE C: SHALL APPLY WHEN EXPOSURE B AND D (SMOOTH MUD FLATS, SALT FLATS, UNBROKEN ICE 8. AT LEAST ONE HORIZONTAL DIMENSION (PROJECTION OR WIDTH) OF COVER SHALL BE LESS THAN 30'. AND OTHER) DO NOT. 9. ALL STEEL SHALL BE GALVANIZED ASTM A-653 G90, A123 G45 OR A153 B-3, PAINTED ASTM 5 OR USE SEISMIC LOADING AN APPROVED COATING COMPLYING WITH IBC SECTION 2203.2. 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 10. ALTERNATE ALUMINUM ALLOYS OF EQUAL OR HIGHER STRENGTHS MAY BE USED. 30041-12 AL S1 NOT APPLICABLE TO THESE STRUCTURES MAY BE SUBSTITUTED FOR 3004H3x. QQ FE ID�QI. SITE CLASS - D BASIC SEISMIC FORCE RESISTING SYSTEM POSTS EMBEDDED U INTO FOOTINGS =ORDINARY STEEL MOMENT FRAME » R = 1.25 to POSTS SURFACE MOUNTED = GENERIC SYSTEM >> R=1.25 13� ANALYSIS PROCEDURE = EQUIVALENT LATERAL FORCE PROCEDURE THESE ROOFS ARE NOT SUBJECT TO MAINTENANCE WORKERS AND HAVE NOT BEEN EVALUATED FORA * . 6-30.2015. CONCENTRATED 300 LBF LOAD.pf.ESS►p S'� ClVI� q THE BASIS OF THE DESIGN FGA FORCES ARE IN ACCORDANCE WITH THE BASIC LOAD COMBINATIONS DESCRIBED A PU IN IBC SECTION 1605.3.1.1 AND NO FURTHER INCREASES ARE PERMITTED FOR PATIO COVERS RESISTINGw= WIND 1 OR SEISMIC FORCES. Amer, ,a 28921 US Hwy 74 ,! �b15 * EXTERIOR HOME PRODUCTS Romoland,CA 92585 Cf'J1.��Q DRAWN CAL1F� : CMP ICC ESR1398 (2012 IBC) 9/29/2013 Page DRAWING OCT 02 2013 NONE N^RTGENERAL NOTES AME 2 of 66 ENGINEERS STAMP DA OR PART NI]MRFR SHEET 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 B18.6.1 AHD AND AF&PA NDS -05 11.1.4. ALL LAG SCREWS MUST COMPLY WITH ANSI/ASME 818.2.1 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 =1-", #10 = a", #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 931 8 (2012 IBC) 9/29%2013 � Page 3 of 66 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 WITH TABLE L1 AND L2 ON SHEET M5. 3 STAT. IVR: cyQ F0 AL1 C7 � - DEC 013 .Y m p Zb15 28921 US Hwy 74 * E X T E R 1 0'R HOME P R O D U C T S Romoland, CA 92585 CGALIF\P CMP OCT 02 2013 NONE n°inRME�T GENERAL NOTES ENGINEERS STAMP n 1) MCInERR�r GN02-2012 SHEET OF 2 LENGTH VpR1ES PROJECTION LENGTH 100% OF MIN. LENGTH & Lg�E SCHEDULE FOR MIN•S E 0 SMF ERS PANEL FASCIA HEADER NSTALL COLUMN VERTICAL 1 1/2' PANEL MAY OVERHANG 25% OF CLEARSPAN MAXIMUM SCHEN i— FASCIA `PROVIDE 1 1/2" IY DRAIN U 1 MIN 3.5' CONCRETE SLAB REQ' W/ CONSTRAINED FOOTINGS -d MULTISPAN ATFACHED CANTI MED 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%F7 5END FASCIA ER PANEL ATTACHMENT TO MIN 4' CONCRETE SLAB W/O A FOOTING MAY BE USED WHERE w PERMITTED 2 SEE SCHEDULE PROVIDE 1 MIN 3.5' CONCRETE SLAB DRAIN REQ'D W/ CONSTRAINED FOOTINGS EDULE FOR SIZE. SINGLE SPAN ATTACHED STRUCTURE HEADER NSIALL COLUMN VERTICALLY- -PROVIDE 1 1/2 - DRAIN MIN 3.5' CONCRETE SLAB R W/ CONSTRAINED FOOTINGS COVER PN F 1/2'0 STEEL BAR (RE-SWAR S SEE SCHEDULE FOR SIZE DETAIL AQ OR N29 ONLY SEE SCHEDULE FOR FOOTING SIZE -d- -d' SINGLE SPAN ATFACHm euro Fvsprn 51111 CR F 25X POST SPACING i +r, NX -[SEE SCHEDULE FOR POSTS. ALL POSTS TO BE INSTALLED VERTICALLY. MAY HAVE MORE THAN 2 POSTS (PER INTERMEDIATE BEAM). MULTISPAN FREESTANDING STRUCTURE t,ooR r. '. S� MIN 3.5' CONCRETE SLAB REQ'D W/ CONSTRAINED FOOTINGS /_ T o 494 3/8.0 X 9- REBAR SEE SCHEDULE FOR SIZE DETAIL AQ OR N29 ONLY SINGLE SPAN FREESTANDING STRUCTURE FOR POST SIZE POST SCHED LHEADER PANEL DRAMDE 1 1/2 MIN 3.5' CONCRETE SLAB REQ'D -d- W/ CONSTRAINED FOOTINGS PLACE 3/8.0 STL(RE-BAR) —3/8-0 STEEL BAR (RE -BAR) SEE SCHEDULE FOR SIZE DETAIL AQ OR N29 ONLY Page 4 of 66 E7 OCT 02 2013 ENGINEERS STAMP 5E FESSfO` i _ t PUT c J •68139 -' * .6-30-2015 -'Z •- SEE SCHEDULE FOR SIZE DETAIL AGIOR N29 ONLY J+� CIVIL ,q CAl 1F EC 5 013 mle r i allp 28921 US Hwy 74 EXTERIOR HOME PRODUCTS Romoland, CA 92585 OPAWN BP CMP NONE OR PART SOLID PANEL STRUCTURAL :r NAME CONFIGURATIONS WING SHEET OR PARTSCOT-2012 1 OF 2 NUMBER x MAX. O'HANG 25% OF POST SPACING SEE SCHEDULE FOR POST SPACING MIN 3.5' CONCRETE SLAB REQ'D W/ CONSTRAINED FOOTINGS 5E FESSfO` i _ t PUT c J •68139 -' * .6-30-2015 -'Z •- SEE SCHEDULE FOR SIZE DETAIL AGIOR N29 ONLY J+� CIVIL ,q CAl 1F EC 5 013 mle r i allp 28921 US Hwy 74 EXTERIOR HOME PRODUCTS Romoland, CA 92585 OPAWN BP CMP NONE OR PART SOLID PANEL STRUCTURAL :r NAME CONFIGURATIONS WING SHEET OR PARTSCOT-2012 1 OF 2 NUMBER 3'X8' ALUM HEADER 3'X8' STEEL C r DOUBLE ALUM HEADER r� DOUBLE STEEL C BEAM I LATTICE.'OVERHANG 36' MAX 24' MAX FOR 30 LE SNOW LOAD OR HIGHER � :0 MIN 3.5' CONCRETE SLAB j REQ'D W/ CONSTRAINED I `` FOOTINGS . 4 SINGLE SPAN ATTACHED N LATTICE STRUCTURE f I O'HANG-y PROVIDE 1 1 DRAIN MULTISPAN UNITS REFER TO GENERAL NOTE 22. MULTISPAN FREESTANDING LATTICE STRUCTURE 2 x6.625 , 3 x8 OR 3'x3' ALUM RAFTERS PANEL LATTICE: SEE SCHEDULE FOR FOOTING SIZE 9NUE F SPAN AITACKM SMLMEp SM= (L rL VERHANG MIN 3.5' CONCRETE SLAB REQ'D W/ CONSTRAINED FOOTINGS (L. TW FREESTANDING__STRUCTURE ATTACHED STRUCTURE ICC ESR1398_(2012-IBC)_k9/2Q_1.3) Page 5 of 66 TRIBUTARY WIDTH (TW) DIAGRAM "-v MAX. RAFTER SPAN (CLEAR -SPAN) TWO OR, MORE SPANS "x6.625', 3"x8" OR 3"x3" ALUM. RAFTERS t i I r� r OF CLEAR SPAN oe� SFF �O/9�T foR c ScyFO A Ty CRY SO ,c �FC�jO 'vyg o 6 J� S MIN 3.5' CONCRETE SLAB REQ'D W/ CONSTRAINED FOOTINGS SINGLE SPAN FREESTANDING I-MCE STRUCTURE -PLI ..b-OU-LUIb �i CAA CAIJFOQ` OCT 02'2013 ENGINEERS STAMP , PLACE t3/8" OX 9"=' 1'39 ° SEE SCHEDULE FOR SIZE * -6-3 - 15 DETAIL L29 ONLY � S IL4 a r'�T CAL1F0� ` D C 5 13 Am%;fima\x)I% 28921 US Hwy 74 % EXTER I p. R HOME PRODUCTS Romoland, CA 92585 'CMP NONE OR PART ALUMAWOOD STRUCTURAL NAME CONFIGURATIONS DA D WING NUMBER SHEET SCO2-2012 2 OF 2 MAXIMUM .• e,4 - RAFTER so - VERHANGGnpN ISO 5X OF R�� G� CLEARSPAN � LATTICE OVERHANG 36' MAX .� 24' MAX'FOR 30 PSF SNOW LOAD OR HIGHER �y POST HT 3'x 8"x 12 or 16 GA STEEL "C" BEAM � FOR BEAM WRAP DETAIL, DETAIL 118'.��`�G of ATTACHMENT TO MIN 4' CONCRETE SLAB W/O MIN 3.5' CONCRETE SLAB REQ'___,I W/ CONSTRAINED ppR FOOTINGS FOOTINGS SGN� MAY BE USED WHERE PERMITTED SEE SCHEDULE SEE SCHEDULE FOR SIZE— DETAIL L29 ONLY22�-41 W ` I "d• SEE SCHEDULES. PRq� PRWECTION VARIES. FASCIA ,G 1007 OF C MIN. 2 x6.625 , 3 x8 OR 3'x3' ALUM RAFTERS PANEL LATTICE: SEE SCHEDULE FOR FOOTING SIZE 9NUE F SPAN AITACKM SMLMEp SM= (L rL VERHANG MIN 3.5' CONCRETE SLAB REQ'D W/ CONSTRAINED FOOTINGS (L. TW FREESTANDING__STRUCTURE ATTACHED STRUCTURE ICC ESR1398_(2012-IBC)_k9/2Q_1.3) Page 5 of 66 TRIBUTARY WIDTH (TW) DIAGRAM "-v MAX. RAFTER SPAN (CLEAR -SPAN) TWO OR, MORE SPANS "x6.625', 3"x8" OR 3"x3" ALUM. RAFTERS t i I r� r OF CLEAR SPAN oe� SFF �O/9�T foR c ScyFO A Ty CRY SO ,c �FC�jO 'vyg o 6 J� S MIN 3.5' CONCRETE SLAB REQ'D W/ CONSTRAINED FOOTINGS SINGLE SPAN FREESTANDING I-MCE STRUCTURE -PLI ..b-OU-LUIb �i CAA CAIJFOQ` OCT 02'2013 ENGINEERS STAMP , PLACE t3/8" OX 9"=' 1'39 ° SEE SCHEDULE FOR SIZE * -6-3 - 15 DETAIL L29 ONLY � S IL4 a r'�T CAL1F0� ` D C 5 13 Am%;fima\x)I% 28921 US Hwy 74 % EXTER I p. R HOME PRODUCTS Romoland, CA 92585 'CMP NONE OR PART ALUMAWOOD STRUCTURAL NAME CONFIGURATIONS DA D WING NUMBER SHEET SCO2-2012 2 OF 2 LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES 0.024"x2"x6.625" Rafter (Single Snan) n aga- o�asr 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" 101-4" 101-4" 10'-0" 20 16" 12'-9" 12'-8" 12'-0" 111-4" LIVE 12" 1 15'-0" 14'-9" 13'-11" 13'-3" 20. 24" 4'-4" 4'-4" 4'-4" 4'-4' LIVE 20' 5'-2" T-2" 5'-2" 5'-2" 30 16" 6'-6" 6'-6" 6'-6" 6'-6" 12' 8'-7" 8'-7" W-7" 8W- 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" 8'4" 8'-3" 30 24" 3'-5" - 3'S" 3'-5" X-5- 20" 4'-2" 4'-2" 4'-2" 4'-2" 16" 5'-2" 5'-2" 5'-2" 5'-2" 12" 6'-10" 6'-10" 6'-10" 6'-10" 40 24" 2'-7" 2'-T' 2'-T' 2'-7" 20" 3'-1" 3'-1" 3'-1" T-1" 16" 3'-10" 3'-10" 3'-10" T-10" 12" 5'-2" 5'-2' 5'-2" 5'-2" 60 24" 1'-9" 1'-9" 1'-9" V-9" 20" 2.1.' T-1" 2'-1" 2'-1" 16" 2'-7" 2'-7' 2'-7" 2'-7" 12" 3'-5" T-5" 3'-5" 3'-5" I AtfLt 1.1 n ma'Y9"Ya alt- D�Nnr rnn..x Ground 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" 7'-9" 20 16" 9._1.. g._1" g._1. 9._1.. LIVE 12" 11'-1" 11'-1" 11'-1" 11'-1" 20 24" 3'-10" 3'-10" 3'-10" 3'-10" LIVE 20" 4'-6" 4'-6" 4'-6" 4'.6- 30 16' 5'-5" 5'-5" 5'-5" 5'-5" 12" 6'-9" 6'-9" V-9" 6'-9" 25 24" 3'-8" T -B" 3'-8" 3'-8" 20' 4'-3" 4'-3" 4'-3" 4'-3" 60 16" 5'-2" 5'-2" 5'-2" 5'-2" 12" 6'-6" 6'-6" 6'-6" 6'S" 30 24' 3'-1" T-1" 3'-1" W-1" 20" 3'-8" 3'-8" 3'-8" 3'-8" 16" 4'-5" 4'-5" 4'-5" 4'-5- 12" 5'$" 5'-8" 5'-8" 5'-8" 40 24" 2'-5" 2'-5" 2'-5" 2'-5' 20' 2'-10" 2'-10" 2'-10" 2'-10" 16" 3'-6" 3'-6" 3'-0" X-6" 12" 4'-5" 4'-5" 4'-5" 4'-5" 60 24' 1'-7" V-7" 1'-7" 1'-7" 20" V-11" 1'-11" 1'-11" 1'-11" 16' 2'-5" 2'-5" 2'-5" 2'S" 12' 3'-1" T-1" 3'-1" 3'-1" Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp B Exp C psf) in 115 130 115 120 10 24" 14'-8" 14'$' 14'-2" 13'-0" LIVE 20" 16'-1" 16'-1" 15'-6" 14'-10" 20 16" 17'-11" 17'-11" 17'-4" 16'-6" LIVE 12' 20'-6" 20'-6" 19'41" 19'-0" 20 24' T-5" T-5" T-5" 7'-5" LIVE 20" 8'-11" W-11" 8'-11" W-11" 30 16" 11'-1" 11'-1" 11'-1" 11'-1" 12" 14'-8" 14'-8" 14'-8" 14'-8" 25 24" T-1" T-1" T-1" T-1" 20" 8'S" 8'-6" 8'-6" 8'-6" 60 16" 10'-7" 10'-T' 10'-7" 10'-T' 12' 14'-0" 14'-0" 14'-0" 14'-0" 30 24' 5'-11" 5'-11" 5'-11" 5'-11" 20" T-1" 7'-1" T-1" 7'-1" 16' 8'40" 8'-10" 8'-10" 8'-10" 12" 11'-9" 1 11'-9" 11'-9" 11'-9" 40 24' 4'-5" 4'-5" 4'-5" 4'-5" 20' 511" 5'4' 5'4" 5'-4" 16" 6'-8" 6'-8" 6'-8" 6'-0" 12' 8'40" 8'-10" 8'10" 8'-10" 60 24" T-0" 3'-0" 3'-0" 3'-0" 20' 3'-T' 3'-7" 3'-7" 3'-7" 16" 4'-5" 4'-5" 4'- 6._g.. 12" 5'-11" V-11" V-1 8'-11" n n3q-,n-"a a9a• oma— rnn.ae"...,..x n nan-, 'J -„a a��- 6-a-, 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•_21• 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'S" 15'-6" 15'-6" 12' 17'-9" 17•_9" 17•_9" 17•_9•• 30 24' 8'-11" W-11" W-11" V-11" 20" 10'-8" 10'-8" 10'-8" 10'-8" 16" 13'11" 13'4" 13'13" 13'-4" 12" 16'-3" 16'-3" 16'-0" 16'-3" 40 24" 6'-9" W-9" 6'-9" 6'-9" 20' 8'-1" 8'-1" W-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'-6" 4'-6" 4'-6" 20' 5'-5" 5'-5" 5'-5" 5'-5" 16• 6._g.. 6._g.. 6._g.. 6._g.. 12' 5'-0" 7'-4" 7'-4" 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" 9'-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" 7'-10" 7'-10" 32" 8'-9" 8'-9" 8'-9" 8'-9" 60 24" 11 •-7" 11 _T' 11 •_7" 11 •_7" 16' 17'-3" 17'-3" 17'-3" 17'-3" 30 36" 6'-6" 6'-6" 6'-6" 6'-0" 32" 7'-4" 7'-4" 7'-4" 7'-4" 24' 9._9.1 9._9" 9._9.1 9!-g-- 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" 24" T-4" 7'-4" 7'-4" 7'-4" 16" 10'-11" 10'-11"1101-11,,.10,-11- 10'-11" 10'-11" 60 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' 5'-0" 7'-4" 7'-4" 7'-4" 3'r3" Rahnr nR A" n/r W. dfi... nr QI-1-% Ground Rafter )Gauge Wind Speed and Exposure Snow Load Spacing Exp B Exp C s in 115 130 115 120 10 x0.024" 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 00.040" 14'-10" 14'-10"114'-10" 3441 Ivylink Place 14'-10" 25 0.024" 8'-2" 8'-2" 8'-2" 8'-2" LIVE 0.040" 14'-6" 14'-6" 14'-6" 14'-0" 30 0.024" .7'-4" T-4" 7'-4" 7'-4" :0.040" 13•_1' 13•_1 13'-1" 13•_1" 40 0.024" 6'-1" 6'-1" 6'-1" 6'-1" 0.040" 11 •_2 11 _2" 11--2" 11'-2" 60 0.024" 4'-8" 4'-8" 4' 8" 4'-8" 0.040' 8'-10" 8'-10" 8'-10" 8'-10" 5" 1 ' Exposure 4'-5" S'-11 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 Amerimax Exterior Home Products 28921 US Hwy 74 Romoland, CA 92585 TABLE 1.2 TABLE 1.3 TABLE 1.4 11-7" - NOTE: RAFTERS 13'-5" MAY OVERHANG 25% OF THEIR CLEARSPAN Carl Putnam, P. E. 13'-5" 0.040"x2"x6.625" Rafter Multispan 16'-0" 0.042x3"x8' Rafter Mullis an 3441 Ivylink Place 16'-0" 20 24" 6'-1" 6'-1" 6'-1" 6'-1" LIVE 20' T-0" 7'-0" 7'-0" 7'-0" 16" 8'-4" 8'-4" Lynchburg, VA 24503 C 12" 10'-3" 10'-3" 10'-3" 10'-3" 25 24' carioutnam(a�comcast.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" 6'-1" 6'-1" 6'-1" 6'-1" LIVE 20' T-0" 7'-0" 7'-0" 7'-0" 16" 8'-4" 8'-4" 8'-4" 8'-4" 12" 10'-3" 10'-3" 10'-3" 10'-3" 25 24' S'-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" 5'-10" 5'-10" 5'-10" 16" 7'-0" 7'-0" T-0" T-0" 12' 8'-8" 81-8" 81-81• 8'-8" 40 24" T-11" 3'-11" 3'-11" T-11" 20" 4'-7" 4'-7" 4'-7" 4'-7" 16" 5'-7" 5'-7" 5'-7" 5'-7" 12" T-0" T-0" T-0" 7'-0" 60 24" 2'-9" 2'-9" 2'-9" 2'-9" 20" 3'-3" 3'-3" 3'-3" 3'-3" 16" 3'-11" 3'-11" 3'-11" %11" :35. 12' 5'-0" 5'-0" 5'-0" -0" I A6Lt 1.0 ICC ESR1398 (2012 IBC) 9/29/2013 I AULt 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" 17'-9" 12" 20'-11" 20'-11" 20'-11" 20'-11" 20 24" 8'-6" 8'-6" 8'-6" 8'-6" LIVE 20" 9._9. g._g.. 9._9,. 9._g.. 16' 11'-4" 11'-4" 11'-4" 11'-4" 16- 12'4" 13'-9" 13'-9" 13'-9" 25 24' 8'-2" 8'-2" 8'-2" 8'-2" 20" 9'4" 911" 9'-4" 9.-4" 16" 11'-0" 11'-0" 11'-0" 11--0-- 1'-0" 12" 12" 13'1;" 13'-4" 13'-4" 13'-4" 30 24' T-1" 7'-1" 7'-1" 7'-1" 20" 8'-2" W-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'-T' 6'-7" 6'-7" 6'-7" 16" 7'-10" T-10" 7'-10" 7'-10" 12" 9'-8" g.$.. g.$. 9-8" 60 24" 4'-0" 4'-0" 4'-0" 4'-0" 20" 4'-8" 4'-8" 4'-8" 4'-8" 16" 5'-8" 5'-8" 5'-8" 5'-8" 12" 7'-1" 7'-1" 7'-1" T-1" I ACLt l.tl Page 6 of 66 Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp B Exp C s in 115 130 115 120 10 36' 11'-8" 11'-8" 1 V-8" 11'-8" LIVE 32" 12'-8" 12'-8" 12'-8" 12'-8" 24" 15'-4" 15'4" 15'-4" 15'-4" 16' 19'-8" 191-8" 191-8" 19'-8" 20 36" 6'-10" 6'-10" 6'-10" 6'-10" LIVE 32" 7'-6" 7'-6" 7'-6" 7'-6" 24' g._5.. 9._5- g._5.. 9.5.. 16- 12'4" 12'-8" 12'-8" 12'-8- 25 36" 6'-7" 6'-7" 6'-T' 6'-7" 32" 7'-3" 7'-3" 7'-3" 7'-3" 24" g._1., g._1.. 9._1- 9._1.. 16' 12'-2" 12'-2" 12'-2" 12'-2" 30 36" 5'-8" 5'$" 5'-8" 5'-8" 32"6'-3" 6'-3" 6'-3" 6'-3" 24" 7'-11" 1 T-11" T-11" 7'-11" 16' 10•_9" 10'-9" 10'-9" 10•_g•• 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" W-3" 16" 8'-8" 8'$" 8'-8" 1 8'-8" 60 36' 3'-0" 3'-0" T -O" 3'-0" 32' 3'S" 3'-5" 3'-5" 3'-5" 24' 4'-5" 4'-5" 4'-5" 4'-5" 16' 6'-3" 6'-3" 6'-3" 6'-3" I At3Lt 1.V I ABLE 1.5 468139 * 630-2015 OCT 02 2013 U DEC 05\201 LATTICE COVER 2.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS NORMAL WIND 1nn� c.0 5 Adectled single Freestanaing or 2V-1- Attached Single Freestanding or - 30 27 Z7 30'-1" Span Slnmhce Multispan Units 31 Span Sln ft.. MuIGs an Units 35'-8- GROUND TRIB MAX POST MAX LIVE 5.5 MAX POST LENGTH MAXEFOOTER 18'-11" C MAX POST LENGTH MAX SNOW WIDTH POST REDID POST MIN FOOTER 5 I 12 I 1S POST E 33 8' I 1Z I 15' POST LOAD (FT) SPACING FOR I SPACIN POST SIZE CONSTRAINED FOOTS SPACIN 30. 25 25 25 24 24 24 24 24 24 25 25 25 NSTRAINED FOOTE SPACIN(PSF) 32 32 ON SLAB SLAB (FT) TYPE 'd' 'd'''(FT) 34 31 31 31 31 32 32 33 33 93 34 34 34 A 'd' "d' 'd'(FT) (FTI A 115 MPH EXPOSURE B 28 29 tin) (�) nn) 9ro E 33 33 cn) rn) nn) 29 .,Ills �I 1 N1s .� ca Attached Single Freestanding or Aoached single Freestanding or named single Freestanding or SW" "'lure Multispan Unifs svan s n cta a Multispan Units span sl_ acture Multispan Units span SWctu. Multispan Units MAX POST LENGTH GROUND IB MAX POST MAX MAX POST LENGTH MAX MAX POST LENGTH MAX MAX POST LENGTH IN FOOTER 5 I 12 I 15' SNOW WIDTH POST REO• POST MIN FOOTER 8' I 17 I 15' POST MIN FS7 17 I 15' POST MIN FOOTER 8' I 1Z I 15'ST SIZE CONSTRAINED FOOTS LOAD (FT) SPACING FOR SPACIN POS SIZE CONSTRAINED FOOTE SPACING POSTONSTRAINED FOO7E SPACING OS SIZE CONSTRAINED FOOTF PE'd' 'd' I 'd' I "d' (PSF) ON SLAB SLAB (FT) TYPE "d' 'd' 'd" 'd' - TYPE 'd" I 10 5 13'-T A 2V-1- C 27 27 30 27 Z7 30'-1" E 31 31 33 30 90 35'-8- E 32J42 27 28 35 32 32 LIVE 5.5 1Z4" A 18'-11" C 27 27 30 28 26 28 25 29'-2' E 31 31 33 30 29 ." 29 34'-10- E 33 28 29 29 . 30 34 32 32 32 92 3'4' 8 11'4- A 1T-10' D 27 27 30. 25 25 25 24 24 24 24 24 24 25 25 25 28'4" E 32 32 33 29 28 28 28 28 28 27 27 27 28 28 28 34'-1' F 34 30 31 31 31 32 32 93 33 33 34 94 94 34 31 31 31 31 32 32 33 33 93 34 34 34 A 6.5 19.5" A 18'-11" D 28 28 29 25 2T-7- E 33 33 33 29 33'-5' F 35 7.6 35 A 7'-2" 7 9'4" A 16'-1" D 28 28 29 26 26'-6" E 33 33 33 29 3T-9- F 35 3'-0' 35 9 9.' E 7.5 9'-1' A 15'4" D 28 28 29 27 25'-5' E 33 33 33 31 32'-2" F 38 A 36 E 20 8 8'6' A 14'6" D 28 28 28 28 24'-8" F 34 34 34 31'-T F 3698 6'-0" E 20 20 8.6 8'•0" A 14'-0' D 28 28 28 21'-7- G 25-8' F 34 34 34 9.5 31'-1" F 37 E 37 20 22 9 T6' A 13'6- D 20 29 29 31 22'-10' F 34 34 34 Z-5" 30'-T F 38 20 38 22 24 9.5 7'-Y A 1T -T 0 29 29 29 31 2Z-2' F 34 34 34 A 30'-Z' F 38- 20 38 20 11'-11' 10 8'-9" A 126- D 29 29 29 92 216" F 35 35 35 4--11- 29'6" F 3938 29 25 11'-T' F 10.5 6'-5" A 12'-1" D 29 29 29 32 20'-10' F 35 35 35 294" F 3939 77 6'-Y 5'-11 A 11'-T D 29 29 29 -29- 27 296_ -19'-9" F -F _35- 35 -.35- 35 -35- 35 31 _28'-14'= 28'6' -F- F -39-- 404012 -99- '-'.5 A A 11'-1" D 29 29 29 18'-Z' 5'4" A 19-T D ' 29 29 29 6 19-3-F A 35 35 35 23 29.2" F 404013 F 28 28 3D 32 S -Y A 9-10' D 29 292B 8'-3" E 18'4- F 38 30 36 F 2T -T F 414114 32 .. VO V f Pt 7 T-5" 4'-f 0" A 9•-1' G29 23 28 2B 15'6" 176' F 38 36 38 20'-t1" F 424275 Y-2' A T-2' E 22 4'6' A 8'6' D 29 29 29 16'-0' F 38 30 98 3'-0" 20'•3" G 4242 22 22 25 20 LIVE 5 5.5 T-1" 6'S' A A 1Z-11" 17-1" D D 21 21 29 22 25 ' 25 27 Z7 22'-1" 20'-10" F F 25 25 26 25 29 28 30 90 30'-1" 2B' -Y F F 27 28 27 28 31 30 32 32 31 31 31 . 31 31 31 30 30 30 90 30 31 97 31 8 6.5 7 7.5 5'-11" S5' T-7' 4•-9' A A A A 11'-1" 10'-3" 9-7' 8'-11" D D D D 21 21 21 21 22 22 21 21 26 24 24 24 28 26 28 25 19' 9" 18'-10" 19'-0•• 1T-3" F F F F 25 25 2n 26 25 25 2e 26 28 28 _. 27 30 29 ." 29 294' 27'-7" 20=; ;" 28'5" F F r F 28 29 c 30 28 29 29 . 30 30 30 90 30 32 32 32 92 3'4' 8 8.5 9 9.5 10 10.6 11 115 12 13 14 15 4•-S 4'-2" 5-11" 3'6" 3'6" 3'4" 5.2" T-1" Z-11" Z4' Z6' 74' A A _ A A A A A A A A A A 8'4' 7'-11" T5" 71-1" 6'-9" 6'S' 6'-1- 5-10' 6'-T 5'-T 4'-10" 4'6' D D D D D D D D D D D D 21 21 21 21 21 21 21 21 21 21 21 21 21 21 21 21 21 21 21 21 21 21 21 21 23 23 23 23 23 22 22 22 23 23 23 24 25 25 25 24 24 24 24 24 24 25 25 25 16'4" 16-11" 15'-0" 14'-10' 14'4' 13'-10" 13'-51 13'-1" :Z4- 1Z-0' 111-6" 10'-11" F F F F F F F F F F F F 26 20 27 27 27 27 27 27 27 . 28 28 28 26 26 27 27, 27 27 27 27 27 28 28 28 27 Z7 27 27 27 Z7 27 27 27 28 28 26 29 28 28 28 28 28 27 27 27 28 28 28 25'-9' 25'-3' 24'-9" 244" 23'-11" 256" 25-Y 224' 27.3" 21'5" 20'6" 29-0" G G G G G G O G G G G G 30 31 31 31 32 32 33 93 33 34 34 94 30 31 31 31 32 32 93 33 33 34 94 94 30 31 31 31 32 32 33 33 39 34 34 34 31 31 31 31 32 32 33 33 93 34 34 34 ICC ESR1398 201C).9/29/2013 d' d (FT) TYP d 'd" I 'd" 'd' (FT) C.) (in) (in) (in) Pn) (in) (in) (in)Qn) (E) lin) (in) 116 MPH EXPOSURE B 1 30 5 5.5 0 6.5 7 7.6 8 8.5 9 9.5 10 10.5 11 11.5 4'-10" 4'4' 4'-0' 5-e' 91S' T -T 3'-0" Z-10' Z-8" Z6" 2'S Z-3" 2'-T T-1' A A A A A A A A A A A A A A 10.6' 9'-0" 5-11" 5.3' 7'-8' T-2" B'-9" 8'4' 61-0' 51-8" SS" 5'-2" 4'-11' 4'4" E E E E E E E E E E E E E E 19 19 19 19 19 19 19 18 19 19 19 19 19 10 22 21 21 21 20 20 20 20 19 19 19 20 20 20 25 24 24 23 23 23 23 22 22 22 22 22 22 22 20 26 25 25 25 24 24 24 24 24 24 24 24 24 794' 18'-2' 17'-3' 18'-5" 15'4" 14'-11- 14'-0" 13'-9" 13'-3' 12'-9" 1".. 11'41" 11'-7' 11'-9' F F F F F F F F F F F F F F 24 ' 24 24 24 25 25 25 25 25 25 26 26 26 26 25 25 24 24 25 25 25 25 25 25 26 26 28 28 28 .27 27 27 .27. y28 120 .26 I26 25 128 28 128 X28 28 29 29 29 28 28 28 28 27 27 27 27 27 26 26'-3" 2T -S' 24'-8" 24'-0" 23'5" 22'-11" 2Z5" 22'-0' 21'-7" 21'-2" 20'40' 20'6" 20'-1 19'-10" F G G G G G G G G G O G G G 28 27 27 28 28 29 29 29 30 30 30 31 37 31 27 27 27 28 28 29 29 29 30 30 30 31 31, 37 90 29 29 29 29 29 129 29 30 30 30 31 31 31 31 31 31 . 31 31 31 30 30 30 90 30 31 97 31 30 5 5.5 6 6.5 7 7.5 8 8.5 9 9.5 10 10.5 11 11.5 1>n rIDM 4'-10" 474' 6-0' 3'4' 3•S' 5-2' T-0' 2'-10' 2'-8' `6 2' ZS" ZS' 2'-Y 7-1' CYDl1Cl IDS A A A A A A A A A A A A A A D 101-8" 9.9" 8'-11' 8'-3- 7'-8" T-2" 6'-9' 6'4" 6'-01 5'-' 812'-9"F 6'-S 5'-Z' 4'-11' 4'4" E E E E E E E E E E E E E E 22 22 22 22 22 22 22 22 22 Y1 22 22 2222 22 24_ 23 23 23 22 22 22 22 22 22 22 22 22 _ 27 26 2B 25 25 25 25 24 24 24 24 24 24 25 29 28 28 27 27 27 26 26 26 28 20 28 28 26 19'4- 18'-T 1T-3" 18'-5" 156" 14'-11" 1".. 13'-9• 13'-3' 12'-9" 1Z4- 11'-11' 11'-T 11'4' F F F F F F F F F F F F F F 26 27 27 2721 28 28 28 28 28 29 29 29 2B 29 27 27 27 28 28 28 28 28 2B 29 29 29 29 30 30 29 29 29 29 28 28 28 29 2B 29 29 291 32 32 37 31 . 31 31 30 30 3021'-7' 90 29 29 28 29 26'-3' 25'-5" 24'6" 24'-0' 23'S' 22•-11' 22•S' 22'-0' 21'-T 20'-10" 201-6- 20'-Y 79'-10' F G G G G G G G G G G G G O 29 30 31 31 32 32 93 33 33 34 34 35 35 35 29 30 31 31 32 32 33 33 33 34 34 95 35 35 32 32 32 32 32 32 33 33 39 34 30 36 35 35 1 34 34 34 34 34 33 33 33 33 94 34 95 35 35 Page 12 of 66 NOK -19m 2013 as a•4- A 6'-9- E 20 22 25 26 18'•2" F 25 25 28 30 25'5" G 27 27 30 32 8 4'-0- A 5-11- E 20 22 24 20 1- F 25 25 28 29 24'4' G 28 28 30 32 6.5 3'4' A 9.3" E 20 21 24 28 1615" F 25 25 27 29 24'-0" . G 28 28 30 32 7 3'S" A 714" E 20 21 24 - 25 15'4- F 25 25 27 29 23'•5' G 29 29 30 31 7.6 T-2' A 7'-2" E 20 21 23 2514--11' F 20 26 Z7 29 27-11' G 29 29 29 31 8 3'-0' A 9 9.' E 20 20 23 25 14'4' F 26 28 27 28 2ZS' G 30 30 30 31 8.5 2'-10' A 94' E 20 20 23 24 13'-9' F 26 28 26 28 22'-0' G 30 30 30 31 9 Z4" A 6'-0" E 20 20 23 24 15-3' F 28 28 20 28 21'-7- G 31 31 91 31 9.5 Z6" A S4" E 20 20 22 24 1Z-9" F 26 26 26 28 21'-Y G 31 31 31 31 10 Z-5" A 6'S' E 20 20 22 24 1Z4" F 26 26 20 28 20'-10' G 31 31 91 31 ' 10.5 7.3" A 5'•Y E 20 20 23 20 11'-11' F 2a 28 __ ". 2_-0" "- 32 92 32 11 2--2' A 4--11- E 2g 20 29 25 11'-T' F 27 27 27 27 20'- G. 32 32 32 32 120 MPH EXPOSURE C or 140 MPH EXPOSURE B 30 5 4'-10' A 104- E 22 24 27 29 194' F 27 28 31 33 5.5 44'" A 9.9' E 22 24 27 29 18'-Z' F 28 28 3D' 32 QFES: OV 6 4'-0" A 8'-11- E 22 23 26 28 1TJ" F 28 28 3D 32 A 6.6 T-81 A 8'-3" E 22 23 26 28 16'5" F 28 28 30 32 .. VO V f Pt 7 T-5" A 71•8' E 22 23 28 28 15'6" F 28 28 30 31 7.5 Y-2' A T-2' E 22 22 25 27 1C-11' F 29 29 91 U 8 3'-0" A 6'-9" E 22 22 25 27 144- F 29 29 31p- 8.5 2'•10- A e'4' E 22 22 25 27 19'•9- F 2B 2B 29 Oi 0 2'4' A 0'-0" E 22 22 25 20 73'J" F 29 2B ESS/ „ �y( 9.5 T6' A 54' E 22 22 F 29 29 47 • 10 2'-5" A 5'4" E 22 22 F 30 30 pp ,7•0.7 Ij1 10.5 7-3' A 5'-T E 22 22 in� F 30 90 / C'/ y0 1. Z -Y A 4'-71' E 22 22 F 90 30 0 CA =� C 68139 P 640-2015 O Page 12 of 66 NOK -19m 2013 LATTICE COVER 2.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS NORMAL WIND AREAL 0.042"x37c8" Box Beam Detail L7 Double 0.0427x3"x8" Detail L12 0.042"x3"x81 Box Beam Detail L1 ( ) Double 0.04072"x6.625" Detail L12 Double 0.042"x3"x81(Detail L12 Double 0.04072"x6.625' Detail L12 TABLE 2.1 Sm- Sd Stngle Freestanding or AOached Single Freestanding or Attached Freestantling or TABLE 2.1 ••ached Single Freestanding or Attached Single Freestanding or Attached single Freestanding or span so-ucwre Mullis O Units Span structure MMttispan Units Structure Mullispan Units Seen Swcture Muitispan Units Span structure Mullispan Units Sean Strmwm Muitispan Units GROUND IDT MAX POST MAX MAX POST LENGTH MAX MAX POST LENGTH MAX MAX POST LENGTH GROUND TRIB MAX POST MAX MAX POST LENGTH MAX . SNOW WIDTH POST REO POST MIN FOOTER 8' I 10' I IT POST MIN FOOTER B' I 10 I 191 POST MIN FOOTER 8' I IT I 12' SNOW WIDTH POST REO' POSEPOS FOOTER 8- I 10' I 17 POST MIN FOOTER MAX I SO LENGTH OMAX MAX ST MIN FOOTER 8 I POST `INO72' LOAD (FT) SPACING FOR SPACIN POST SIZE CONSTRAINED FOOTS SPACINGPOST SIZE CONSTRAINED FOOTS SPACING POST SIZE CONSTRAINED FOOTS LOAD (PSF) ON SLAB SLAB (FT) TYPE "d' 'd' "d' "d' (FT) TYPE 'd' 'd' "d' 'd' IF SPACING FOR SPACISIZE CONSTRAINED FOOTS SPACING POST SIZE CONSTRAINED FOOTS SPACING OS SIZE CONSTRAINED FOOTI (�) (FT) TYPE "d' 'd' "d" 'd" (PSF) ON SLAB SLAB (FT)"d' 'd' 'Cr 'Cr (FT) TYPE 'd" 'd' 'd" 'd' (FT) TYP "d" "d" 'd" 'd - (In) M) (in) Cn) pn) (in) M) On) fm) (In) M) . 0n) (� O (in) fm) Cm) 715 MPH EXPOSURE C m 130 MPH EXPOSURE B (n) (m) (in) (m) (m) (' ) 20 LIVE -0"E 3 /1'-70• 3.5 10-2" 4 8'-11" 4.5 7'-11' 6 T-7" 5.5 8'-5' 6 5'-11" B7 5'-5' 7 5'-7" 7.5 4'-g" 8 4'S" • 4'-2' B 3'-11' 3'-g' 10 9'$' 11 3'-6 115 MPN FYar-r A 70'4' A 9'S' A e'-8' A 8'-t" A T•T A T-1" A 6'$" A 6'4' A 8'-0" A ".. A 5'$' A 5'3' A 5'-0' A 4'•10' A 4'$" A 4'4' A 78 A ' 19 A 19 B 19 B 1B B 20 B ZO B 20 B 20 B 20 B 20 B 21 B 21 B 21 B 27 B 21 24 23 23 22 22 22 22 27 21 21 21 21 21 21 21 27 25 27 25 26 24 28 24 25 2a 25 23 25 23 25 23 24 23 24 23 24 22 24 22 24 22 29 22 24 23 24 23 24 15- •• 2 14'-0' 0 IT -o" 1V.6" 11'$" 10'-10' f0'4' 0.70' 05' 0-1' e'$" B'5- 8'•1' T•/0' 7'•7' 7'•1" 8 B C C D D D D D D D 0 D E E E 21 20 27 26 22 25 22 24 22 24 23 24 23 24 23 23 29 23 24 24 24 24 24 24 24 24 24 2d 24 24 25 25 27 27 28 28 28 25 25 25 25 25 24 24 24 24 24 25 29 13'-T 28 12'$" 28 11'-e- 27 tD'-11' 27 10'4" 27 9'-10' 27 9'4' 20 8'-11- TB 8'-T 28 8'-3' 26 T-11' 26 T-8" 25 7'S' 25 T -Y 25 8'-11- 25 6'-7- B B B B C C D D D D D D D D D D 20 24 20 24 21 23 21 23 22 29 22 23 22 22 22 22 29 29 29 23 23 23 29 29 29 29 24 24 24 24 2a 24 28 25 25 T3 24 24 24 24 23 29 23 23 29 24 24 24 27 27 2g 2g 28 25 26 25 25 25 24 24 24 24 24 24T 175 MPH 60 3 9.6 4 4.5 5 5.5 6 0.6 7 7.5 8 8.5 115 MPH EXPOSURE 4'-1" 9'$' 3'-0" Y$- 915- Y•Y Y-0' 1'-10' V-9- 1'-7' 1'$" 7'S' EXPOSURE B A A A A A A A A A A A A C 5'•10" S-9" 4'-B" 4'd' 4'-0" 5$- 3'S" 3'•a. 3'-0" Y-10' 2'$" Y$' C C D D D D D D D D D D or 130 13 10 14 14 14 14 14 td 14 74 14 t4 MPH EXPOSURE 19 19 1B 18 78 78 18 18 18 78 19 iB 21 20 20 20 19 19 19 10 20 20 20 20 B 22 22 21 21 21 20 20 21 21 21 21 27 9' -2 8'4" 7'•8" T•1- 6'-T' 8'-Y 5'•10' 5'$" 5.3" 5'-0" 4'-9" 4'$' E E E E E E F F F F F F 18 18 78 16 17 77 17 17 17 77 17 77 21 21 20 20 20 20 19 19 1B 7B 19 79 23 22 22 21 21 21 21 21 20 20 2(1 2(1 24 23 29 23 22 22 22 22 22 21 21 21 8'4' 7'-7" 7'-t' e' -T 51.91 5'-9' 5'$" 5'"91 4'-11' 4'$' 4'$' 4'-4" O E E E E E E E E F F F 15 15 16 78 18 18 16 17 17 17 17 17 m 20 20 19 10 19 19 19 18 18 18 19 1B (n) 21 21 21 20 20 20 20 20 20 20 20 20 (n 23 22 22 22 21 27 21 21 21 21 21 21 60 3 3.5 4'-91 9'$' A 5'-10" C A F -S" C 15 15 21 21 29 22 24 24 0"Y 8'-0" E E 77 18 23 23 25 24 28 25 8'-4' 7'-T D 17 17 22 21 23 2S 25 2a 25 3 9'-7" A 10-1" 8 16 22 23 24 14'-10" D 18 23 25T237'-Cr 22 3'3" B T-1" E 18 21 3.5 8'-2' A B'-2" B 18 21 23 24 13'-8" D 10 23 242'•3" 7'1" 8'-7- E E C 18 22 23 25 8'-T' 4 T -Y A 8`5 B 77 27 22 23 72'•8" D 70 23 241'S" 19 21 0 18 22 23 24 22 21 4.5 8'-0- A 7'-10' B 17 21 22 23 11'-10" D 19 22 240'-8• 3'S" T-2- D D 18 to 10 21 23 24 5'-10' 5 57•9" A T4" B 17 20 22 23 11'-Y D 20 23 7 V-9' D 19 21 22 24 20 5.5 5'-Y A 8'•111 8 17 20 21 22 22 24 24 5'-2" 4'•17' E E 22 230.1" 21 21 23 23 D 19 21 22 23 e 4•9" PROJECTION OF SINGLE SPAN STUCTURES (FT) 23 10.7• D 20 22 230•T' AOCc T� r L D 19 21 22 23 Y A 8.5 4'5' e'$" B 17 20 21 22 70'•1" E 20 22 23'-1" D 20 20 22 23 6' 8.6' A 6'•91 C 18 20 21 22 0.7- E 20 21 23'$" D 20 20 22 23 8' 7 4'-1' A 5'-10' C 10 19 21 22 9'•2' E 21 21 23'4" D 20 20 7.5 T-10" A S -T C 18 18 21 22 8'•10• E 21 21 22 '-0" E 21 29 8 3'•T A 6'4" C 18 10 20 22 8'5" E 21 21 22 E 20 20 21 22 8.5 3'4' A 5.1" C 18 10 20 21 8'-2" E 21 21 22 -e• S E 20 20 21 22 9 T-91 A 4'-10" C 16 19 20 22 7'-10" E 21 21 20 20 21 22 B.5 T-0' A 4'$' D 18 19 21 22 T-7' E 22 -91 E 21 21 21 22 116 MPH EXPOSURE C or 735 MPH EXPOSURE B 21 21 22 '-0" E 21 21 27 22 1. CHOOSE FREESTANDING OR ATTACHED STRUCTURE 2. CHOOSE PROJECTION, WIDTH AND OVERHANG OF UNIT 3. DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE SITE (PATIO UNITS USE 10 PSF MIN, COMMERCIAL UNITS USE 20PSF MIN) 4. CHOOSE A RAFTER FROM SECTION 1.0 THAT HAS ADEQUATE CLEARSPAN FOR YOUR NEEDS. S. DETERMINE TRIBUTARY WIDTH FROM TABLE 22 OR CALCULATE FROM TRIBUTARY DIAGRAM ONSCO2 PAGE 2 OF 2 6. CHOOSE A HEADER FROM TABLE 2.1 THAT HAS ADEQUATE POST SPACING. 7. USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 2.1 ' ICC ESR1398 (2012 IBC) 9/29/2013 TABLE 2.3 Post Requirements for Attached Single Span Structures . Post Description L16.024%"x3*Post A 4.9 0 75 20 22 23 7'$" E 18 22 24 25 T-1" E 18 21 23 24 AE 4.5 5 T -Ir 2'5' A A 4'4" 4'-0' D D t8 18 20 20 21 21 23 23 7'1" 8'-7- E E 18 19 22 23 25 8'-T' E 18 21 22 24 15' 5.5 2'-Y A 3'•8' D 18 19 21 22 6'-Y E 19 22 21 23 23 24 24 6'-Y 5'-9- E E 78 18 21 20 22 22 23 23 6 8.5 Y-0" t' -7d• A A 3'S" T-2- D D 18 to 19 20 21 21 22 22 5'-10' F 10 21 23 24 .5'$' E 19 20 22 23 7 V-9' A 3'-0' D 18 20 21 29 5'$" 5'3" F F 19 79 21 21 22 22 24 24 5'-2" 4'•17' E E 19 79 20 20 21 21 23 23 OVER- TABLE 22 TRIBUTARY WIDTHS FOR SINGLE SPAN ATTACHED STRUCTURES HANG PROJECTION OF SINGLE SPAN STUCTURES (FT) AOCc T� r L (FT) 8' g' 10 11' 17 73' 14' t5 18' 17' /5 19' 20' 21' 22' 0 i' 4' 4.5' 5' 5.S 8' 6.5 T 7.5 8' 8.5 9' 9.5' 10' tO.S 11' Y 4.5' 5' S' 5.5' 5.5' e' 6' 6.5' 8.5' T 7.5 F 8.5' g' T 7.5' 8' 8.5 0 B.5 9.5' 10' 10 10.5' 70.5' 11' 11' 11.5' 11.5 191 Q ' 3' 4' 5.6' e' 6' 8.6' 6.5' T T 7.5' 7.6' 8' 8.5' 9' 0.5' 10' w 8.5' 9' 9.5 t0' 10.5 10.5' 11' 11' 11.5' 11.5' 12' 191 72.5' _ V 5' 6.5' T 7.5' 8' 8.5' 0' 0.5 10' 70.5 11' 17.5' 12' 12.5' 12.6' 19' 13' 13.5' 'J TABLE 2.3 Post Requirements for Attached Single Span Structures . Post Description L16.024%"x3*Post Max POST Detail Hgt Code x8"AluminumPost 10' B L1 with Side tat 11' B L24 0.0307x3"x3" Alum 11' C L11 0.040"x37x3" Alum 11' D 1-11 Colonial 0.062" Extruded 12' E AE 0.041"x3'x3" Steel Clover 11' F 1-11 0.041"x3'x3'Steel Clover G 1-11 3/16"x3'x3' Steel Square 3/16"x3"x3" Steel Square H L21 3/16'x3"x3" Steel S uare d12 I L21 3/16'x4"x4'Steel Square G L21 3116'x5'x5" Steel Square 3/16"x5"x5" Steel Square 15' K L21 TABLE 2.4 Post Requirements for Freestanding Structures or Multispan Attached Structures Past Description Maximum Footing Max Height POST Code Detail 0.041"x3"x3" Steel Clover d= 2V' 9' B L11 0.041 "x3"x3" Steel CloverW31 3441 Ivylink Place SLAB 8. USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING B L11 3/16"x3'x3' Steel Square SLAB 10. FOR TWO POST STRUCTURES USE TABLE 7.1 ON SHEET Misc3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES C L21 3/16"x3"x3" Steel S uare F L21 116"xW x3" Steel S uare F L21 3/16"x3"x3" Steel Square E L21 3/16"x4N " Sleet S uare d= 41' 15' G L21 3116'x5'x5" Steel Square d= 46" 15' I. L21 8. FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN IN TABLE 2.1 AND 2.3 UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT FREESTANDING AND MULTISPAN UNITS USE TABLE 2.4 Amerimax Exterior Home Products 9. FIND THE O/C SPACING OR # OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.6 28921 US Hwy 74 Romoland, CA 92585 10. USE THE APPROPRIATE DETAILS (1-1-129). DETAILS MAY REQUIRE POST TO UPGRADED. 11. ALL LATTICE NOT USING DETAIL L29 MUST COMPLY WITH TABLES L1 AND L2 ON SHEET Misc5 Carl Putnam, P. E. FOR PATIO SLABS FOLLOW 1-6 FROM ABOVE THElk SLAB 7. DETERMINE MAXIMUM POST SPACING ON SLAB FROM TABLE 2.1 3441 Ivylink Place SLAB 8. USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING Lynchburg, VA 24503 SLAB 9. FOLLOW 9-11 FROM ABOVE carloutnam@r7comcastnel SLAB 10. FOR TWO POST STRUCTURES USE TABLE 7.1 ON SHEET Misc3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES Page 11 of 66 I OCT 02 2013 LATTICE COVER 2.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS NORMAL WIND 'ROUND SNOW LOAD TRIG WIDTH (FT) 4.a MAX POST POST REO'D SPACING FOR ON SLAB SLAB (FT) Attached Single Sean suvdnlro MAX POST MIN FOOTER SPACIN POST SIZE (FT) TYPE 'd' fm) Freestanding or. Multispan Units MAXPOSTLENGTH 0 I 1Y I 15' CONSTRAINED FOOTS "d 'd" •d" (in) C) C) MAX POST SPACIN (FT) Atlecnetl seen gauche. JMINFOOTERe' Single SIZE 'd' On) Freestanding Multispan MAX CONSTRAINED 'd' (in or Units POST LENGTH I 12' I 15' FOOTS 'd' 'd' (in) fln) MAX POST SPACING (FT) Attached Structure MIN POS TYPE FOOTER SIZE 'd' (in) Freest8ntling Multispan MAX 8' CONSTRAINED 'd' (in) or Units POST LENGTH /7 I 15' FOOT((PSF) 'd' 'd' (m) C-) 2T-10" 27'-0" 28'3' 25'5" 24'-71- 244^ 23'-10" 23'4" 22'-1T 22'5- 2Y-7" 21'-9" 21'-5" 21'-1" 115 MPH EXPOSURE C or 130 MPH EXPOSURE B 29 31 5.5 20 5 T-1' A 12'-11" O 23 25 28 22'-1" F 28 28 31 33 301•1- F 3131 18 20 23 30 LIVE 5.5 B'S' A 17-1" D 23 24 27 29 20'-10" F 28 28 31 33 29'-Z' F 26 27 21'•10- 33 35 27 6 5-11" A 17'•1" D 23 24 27 29 19'-9- F 28 28 30 32 28'-0' F 31 32 31 33 35 Y -s' A 6.5 5'-5" A t0-9' 0 23 24 27 28 18'-10' F 29 29 30 32 2T -T' F 33 32 93 35 11'-11" 7 5'-1" A 9'-7' D 23 23 26 28 18'-0" F 29 29 30 92 28'-11' F 33 33 33 33 35 33 35 28 7.5 4'-9• A 8'•11" D 23 23 28 28 1T-3' F 29 20 29 31 28'-3" F 34 34 34 34 1'-11- A 8 4'S" A 64' D 23 23 26 27 16'5' F 29 29 29 31 25'-8' G 34 34 34 34 10'•2" 8.5 4'•2" A 7'•11' D 23 23 26 Z7 15'-11" F 30 90 30 31 25'3" O 95 35 95 95 SO e T-1 I' A T5' D 23 23 25 27 15'-4- F 30 30 SO 31 24'-9• G 35 35 35 35 29 9.5 S•9" A T-1" D 23 23 25 27 14'-10" F 30 30 '30 30 24'4" G 35 35 35 35 10 10 3'S' A 6'-9- D 23 23 25 28 144' F 30 30 30 30 23' -ii" G 38 38 36 38 Extruded n d1tir7"..Y 10.5 3'4" A e'S' D 23 23 24 26 73'-10' F 30 3o 30 30 23'5- G 38 36 36 38 O 11 3'•Z' A B'-7' 0 29 23 24 26 S 13'" F 31 31 31 31 23'-2" G 37 37 37 37 30 11.5 3'-1' A 5'•10" D 24 24 25 26 13'-1" F 31 31 31 31 275' G 37 37 37 37 25 12 2'-11• A 5'•T D 24 24 25 27 12'S" F 31 31 31 31 22'-3' G 37 37 37 37 S4' FOR 19 2'-0 r o A 5'-Y D 2a 24 25 27 31 31 31 31 1 31 I 37 II 21'5" G _ 98 38 1 38 " 38 25 5 5.5 B B.5 7 7.5 8 8.5 B 9.5 10 10.52'-0" 11 11M 175 MPH 5-9' 6.2' 4'4T' 4'5' 4' 1" 3'•10" 3'-7" 3'4' 3'•2' 3'-0" 2'-10" 2,-r' 2'-0' EXPOSURE A A A A A A A A A A A A A A C 12'S- 11'-T 10'-T V-10' 9'-1" 81S" V-0- TS' 7'-1- V-9- 8'S' 0-1" 5'-10- S -T or 130 MPH E E E E E E E E E E E E E E EXPOSIIRF 1 20 21 21 21 21 21 21 21 21 21 21 21 21 21 R 23 22 22 21 21 21 21 21 21 21 21 21 21 21 25 25 25 24 24 23 23 23 23 23 22 22 22 22 27 27 26 20 25 25 25 25 24 24 24 24 24 24 21'-0' 203' 10-9" 704" 17'-0" 15'-9- 16--l" 1S51 14'-10' 14'4' 19'•11" 13'5' 1T -W 7T4- F F F F F F F F F F F F F F 24 25 25 25 25 25 25 25 25 25 26 26 26 26 26 26 26 26 26 26 27 27 27 27 27 27 27 27 1 28 28 28 27 27 27 27 26 28 25 27 27 27 27 30 30 29 28 29 20 28 28 28 28 -28 27 27 27 2T-10" 27'-0" 28'3' 25'5" 24'-71- 244^ 23'-10" 23'4" 22'-1T 22'5- 2Y-7" 21'-9" 21'-5" 21'-1" I F F F G G G G G G G G G G G 27 27 28 28 29 29 30 30 30 31 31 31 32 32 1 27 30 27 30 28 30 28 29 29 28 29 29 30 30 30 30 30 90 31 31 31 31 91 31 32 32 32 32 32 32 31 31 31 91 31 31 31 91 31 91 32 32 • Attecned Single 1-feestanaing or Attached single Freestanding Of Attached single Freestanding Or seen so-t-Multispan Units semi Souch,re Multispan Units Sean Swcture Multispan Units ROUND TRIB MAX POST MAX MAX POST LENGTH MAX MAX POST LENGTH MAX MAX POST LENGTH SNOW WIDTH POST REQ' POST MIN FOOTER V I 12' I tb' POST MIN FOOTER 8' I 12' I 15' POST MIN FOOTER B' I 17 I 15' LOAD (FT) SPACING FOR SPACING POS SIZE CONSTRAINED FOOTS SPACI POST 511E 1CONSTRAINEDFoOTEFSPACING OS SIZE CONSTRAINED FOOTI - I (PSF) ON SLAB SLAB (FT) TYPE 'd" "d' -d- -d- (FT) TYPE -d- "d' 'd' 'd' •d' (FT) 'd' (FT) (in) M) Cm) Cm) (in) (in) (inl (�) (in) (in) On) On) 116 MPH EXPOSURE B - 40 5 3'-7" A 8'•Z' E 18 21 2925 O G G G G G G G H 1 18'-9- F 22 24 27 28 23'-10' G 25 26 29 31 5.5 5-3' A T3' E 18 20 23 25 15'-9' F 22 24 28 28 23'-1- G 26 26 2931 10 6 3'-0" A 8'-9" E 18 20 23 24 14'-5• F 23 23 26 28 2Z-5- G 26 26 29 so 6.5 Z•9" A 8'3' E 18 20 22 24 13'-8" F 23 23 26 27 21'•10- G 27 27 28 30 7 2'-T A V-10" E 18 1g 22 24 13'-O- F 23 23 28 27 21'-3' G 27 2i 28 30 7.6 Y -s' A 65' E 18 19 22 23 12'5' F 23 23 25 27 20-10- G 28 28 28 POSt DC 6 Y3" A 5'-1" E 18 19 21 23 11'-11" F 23 23 25 27 20'-0' G 28 28 28 30 SO 8.5 7-1" A 4'-10" E 18 19 2123 34 tt'S" F 24 24 25 27 18'-11' G 28 28 28 E 9 7-0' 25 18 19 22 23 11'-0' F 24 24 25 26 1B' -T N 28 29 29 30 30 B.5 1'-11- A 4'-0' E 18 18 22 23 10'•T F 24 24 24 28 1g'•9' M 2B 20 29 /6'-5' 10 1'-9' A 4'-1' E 18 1B 22 24 10'•2" F 24 24 24; 28 34 34 2B 29 2B 28 29 10.5 115 MPH 1'•8' A FYD(1Ci iDC r 9'-11' E __ .".. 18 20 ...... ................ 22 - 24 B'-10- F 24 24 24', 26 18'-7" H SO 30 30 30 40 5 6.5 0 6.6 7 7.5 8 8.5 9 X-7" 3'-3" 3'-0' 2'-g' Z -T ZS 73' 7.7" 7-0' A A A A A A A A A 8'-2' E 7'5' E 8'•9" E e'3' E 6-10' E 6'•5" E 5'•1" E 4'-10" E 4'S" E 20 - 29 - 20 - 22 20 22 20 21 20 21 20 21 20 21 20 20 20 21 - 26 27 25 27 25 2e 24 26 24 28 24 25 23 25 23 25 24 25 18'- " 9 153" 14'•5' 13'3" 13'-0' 12'5" 11'-11' 11'-S 11'-0' F 25 F 25 F 26 F 26 F 28 F 26 F 28 F 27 F 27 ?8 26 20 28 26 28 26 2727 27 , 2B) 29 28 28 28 28 27 27 91 31 30 30 30 29 29 29 20 29'•10" 23'•1' 275" 21'-10" 21'•3' 20-10" 20'-4- 10.11' /9'-7' 1 O G G G G G G G H 1 28 29 30 30 31 31 32 32 32 1 28 32 94 29 31 33 30 31 33 30 31 33 31 31 33 31 31 33 32 92 33 32 32 32 32 1 32 1 32 OVER- HANG 5 5'-0' A -17-0'_ TABLE 2.2 TRIBUTARY WIDTHS FOR SINGLE SPAN ATTACHED STRUCTURES PROJECTION OF SINGLE SPAN STUCTURES (FT) -29- -26- -28- (FT) 6 9' 10 11' 17 13' 14' 15' 76' 17' 16 19' 20 21' 12' 0' 4' 4.57 5' 5.5' 6' 6.51 7' 7.5' 8' 8.5'9' 6'-2' A 4'•0' A 9.5 10 5 11' 1' Y 4.6 6' 5' 5.5 5.5' 6' 8' 8.5' 6.5 7' 7.5' 8' 8.5 B' T 7.5' 8' 8.5' 9' 9.5' ' 10 10.5 115, t' 11.5 31 33 35 ��^^ TABLE 2.3 Post Requirements 7' 9.5' 7.5 8' 8.5' V 9.5'10 IV 10.5' 10.5' 11' IV 11.5 11.5' 1Z - 12' 12.5 4' 8' 6.5' T 7.6' 8'1 8.5' 9' 9.6' 10' 10.6' 11' 11.5' 1Y 12.5' 13' 25 5 5'-0' A -17-0'_ _E- -29- -26- -28- -29- -21'5-- -F- -27- -28'- -31- -93 _ 27=10" F 30 30 33 _ 5 95 - -�- 6.5 8 6'-2' A 4'•0' A 11'•7" 10'-T E E 23 23 24 24 27 27 29 28 20'-3- F 28 28 31 32 27'-0- F 91 31 33 35 ��^^ TABLE 2.3 Post Requirements TABLE 8.5 4'S' A 9'•10- E 23 23 26 28 19'-3' 18'4' F F 28 28 28 28 30 So 92 32 26'-3" 25.5" F G 31 32 31 32 32 32 94 34 L -for Attached Single Span Structures � Freesta 7 4'-1' A 0-1' E 23 23 26 . 28 1T5' F 29 28 90 31 24'-11' G 92 32 32 34 Post Description I -Max POST Detail POSt DC 7.5 T-10" A 8'6" E 23 23 26 27 18'-9' F 29 29 29 31 244" G 33 33 33 34 1).042"%3"x8"Aluminum Hgt COS 8.5 -T A 8'-0- E 23 23 25 27 18'•1-' F 28 29 29 91 23'•10- G 99 93 39 34 Post 0.024"x3"x3'Post witurn p 10' B L1 I 11' 0.041"x2 . 9 X 3'4" A T-0" E 23 29 25 27 /6'-5' F 20 29 ' 2B 31 23'4" G 34 34 34 34 Clover 0.030"xWx3" Alum B (2Q 0.041'yc, 3'-7' A T•1' E 23 23 25 27 14'-10' F 90 30 30 90 22'-11' G 34 3q 34 34 Clover 11' C L11 3116"x3' 9.6 ' S'-0' A 8'•e' E 23 29 25 26 14'4' F 30 30 30 30 22'S" G " 35 35 35 95 0.040"X3"x3"AIUm Colonial 0.062" 11' D Lit 3/16"X3": 10 2'-10- A 8'-S E 23 23 24 28 13'-11" F 30 30 90 30 27.1" G 35 35 35 35 Extruded n d1tir7"..Y 12' E AE 3/16"x3` 10.6 2'-a^ a .. e•-." _ a '<3 23 24 26 19'•5" F 30 30 30 90 21'-9' O 95 95 95 .0....- �- .ctCct CtvVof 1T F Lit 3Ji8"x3": 17 Y -T A 5'-10' E 23 23 24 2B 13'-0' F 30 30 30 sl 21'-5" G 38 36 38 35 0.041"x3"x3" Steel Clover 38 3/16"x3"x3" Steel $' G L11 71.5 Y-0" q 5'-7" E 29 23 25 26 12'4r F SO 30 30 30 21'-1' G 38 36 36 Square 36 S 3/16"x3"x3" 15' H L21 `� 3/16"XS"7 12 GENERAL 2'4' A INSTRUCTIONS S4' FOR E THESE 23 TABLES 23 25 27 12'4' F 31 31 31 31 20-10' G 36 38 30 Steel Square 38 3J16"%4"x4' Steel Square 12' 1 L21 `75' J L21 1. CHOOSE FREESTANDING OR ATTACHED STRUCTURE 3/16"x5"x5" Steel Square 8. FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN IN 15' K L21 2. CHOOSE PROJECTION, WIDTH AND OVERHANG OF UNIT 3. DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE SITE TABLE 2.5 AND 2.3 UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT Annerlmax Exterior Home Products . (PATIO UNITS USE 10 PSF MIN, COMMERCIAL UNITS FREESTANDING AND MULTISPAN UNITSUSE TABLE 2.4 9. FIND THE O/C SPACING OR # OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.6 28921 US Hwy 74 USE 20PSF MIN) 4. CHOOSE A RAFTER FROM SECTION 1.0 THAT HAS 10. USE THE APPROPRIATE DETAILS (L1 -L29). DETAILS MAY REQUIRE POST TO UPGRADED. Romoland, CA 92585 ADEQUATE CLEARSPAN FOR YOUR NEEDS. 11. ALL LATTICE NOT USING DETAIL L29 MUST COMPLY WITH TABLES L1 AND L2 ON SHEET MISC5 Carl Putnam, P. E. 5. DETERMINE TRIBUTARY WIDTH FROM TABLE 22 OR FOR PATIO SLABS FOLLOW 1-6 FROM ABOVE THEI1 SLAB 7. DETERMINE MAXIMUM POST SPACING ON SLAB FROM TABLE 2.5 3441 Ivylink Place CALCULATE FROM TRIBUTARY DIAGRAM ONSCO2 PAGE 2 OF 2 SLAB 8. USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING Lynchburg, VA 24503 LYnchburg, VA 2450 6. CHOOSE A HEADER FROM TABLE 2.5 THAT HAS ADEQUATE SLAB 9. FOLLOW 9-11 FROM ABOVE t.nel POST SPACING. 7. USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 2.5 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 13 of 66 Tt 6-30-2015 aures MIL Bae Detail sT9l CAIF��\ B L11 2' D 5 / o Q�pfr. St p .. m is Tt 2015( *. CIW� CALIFC 1r OCT 02 2013 al LATTICE COVER 3.0 POST SPACINGS FOR PATIO AND COMMFRr1Al rr1VPDS u1r:14 WIMM ADCAl 0.042'x3"x8"Sox Beam (Detail L1) Double 0.042"x3"x8' Detail L12) Double 0.040W"4.625' (Detail L12) TABLE 3.1 Attjsi=ngleFreestanding or ABached Sin010 Freestandingor chdsille Freestandingor spMultispan Units span Structure Multispan Units Span Structure Mullis an Units GROUND TRIG MAX POST MAXMAX POST LENGTH MAX MAX POST LENGTH MAX MAX POST LENGTH SNOW WIDTH POST REDID POST a.10 I 12' POST MIN r•OOTER 8' I 10' I 17 POST MIN FOOTER 8' I td I 17 LOAD (FT) SPACING FOR SPACIN PCONSTRAINED FOOTS SPACING POST SIZE CONSTRAINED FOOTS SPACING POST 812E CONSTRAINED FOOTS(PSF) ON SLAB SLAB (FT) T'd' 'd' 'tl' (FT) TYPE 'd' 'd' 'd' 'd' (FT) TYPE 'd' 'd' 'd(� (M) pn) (Irl (in) (In) fn) (In) (In) On) (in) (in) 10 LIVE 3 3.5 4 4.5 5 5.5 22'-8" 10'-51 IT -W 15-1" 13'-T 17-0" A A A A A A 14'-10- 13'-e' 17$" 11'-101 11'-Y 10'-T A A A A A A 21 22 22 22 23 23 25 25 24 24 24 23 27 28 28 26 25 25 28 28 27 27 27 28 21'-1" 10'-T 18'-3' 17'-3" 16'4' 1S1" A B B B B B 24 24 25 25 28 28 27 27 28 28 28 28 29 28 28 28 27 27 30 30 29 29 29 29 18'-101 17'6' 18'4' 15'5' 14'-7- 13'-10' A A A 8 8 B 23 23 24 24 25 25 25 25 25 24 25 25 27 27 28 28 28 25 29 28 28 27 27 27 (Fr) TYPE 'd' 6 0.5 7 7.5 8 8.5 9 9.5 10 11'4- 10'5- B'•8" 9'•1" 8'6" 8'-0" 716" T-2' 61-9' A A A A A A A A A 10'-1' 9'-T 9'-2" 8'-10' 8'5' 8'-T 7'-10" T -T 7'4' A A A A A 8 B B B 23 24 24 24 24 24 25 25 25 23 24 24 24 24 24 25 25 25 25 25 24 24 24 24 25 25 25 20 26 20 26 25 25 25 25 25 14'-17 14'-Z' 13'$" 13'-2" 12'6" 12'-3" 11'-10' 11'6" 11'-2" B 8 C C C C D D D 27 27 27 27 28 28 28 28 29 27 27 27 27 28 28 28 28 29 27 27 27 27 28 28 28 28 20 28 28 28 28 28 28 28 28 29 13'-3' 17$' 173' 11' 9" 11'-5' 11'-0" 10'6' 10'4" 10'-1' B B B B a B C C C 26 28 28 26 27 27 27 27 28 26 26 28 28 27 27 27 27 28 26 20 28 26 27 27 27 27 28 27 26 26 26 27 27 27 27 28 11 12 13 0'•2 S•6 V.2- A A A 8'-11' 8'6' W-2- B B B 25 25 26 25 25 26 25 25 28 25 25 28 17-T 10'-1' 9'-T D D D 29 29 30 20 29 30 29 2929 30 29 30 9'-T' 9'-1" e'6" D D D 2828 28 29 28 29 211 28 29 28 28 29 10 E 3 3.6 4 4.5 5 5.5 6 6.6 7 7.5 8 9 9.5 10 11 12 19 276" 191-6' . 17'-0' 15'-1- 13'-7' 174" 114' 10'-5" 9'$' 9'-1' 8'6" 7'$' 12' 8'•0" 6'-T S•8' 5'-Y A A A A A A A i A A A A A A A A A A A 14'-10" 13'-T 17-7' 11'-9- 11'-0" 10'4' 9'-10' 0'4' 8'-111 8'6' 8'-2- T-1(- T6" 7'-3" 71" 8'-T B' -T 5.17 A A A A A A A A A A A A 8 B B B B B 22 23 23 24 24 24 24 25 25 25 25 25 26 26 26 29 28 27 26 28 25 25 25 24 24 25 25 25 25 25 26 26 26 26 28 27 28 27 27 27 26 20 26 25 25 25 25 25 26 26 25 26 28 27 29 29 28 28 28 27 27 27 27 26 28 28 28 26 28 26 28 27 21'-1" 19'-T 18'-3' 1T-3- 10b' 15'6" 14'-10' 14'-Y 13'-W 13'-Y 77-8' 17-Y 11'-10- 11'.511 11'-1- 10'6- 0'-10' 9'S' A 8 8 8 8 8 B B C C C C D D D D D D 25 26 26 27 27 28 28 28 29 29 2p 30 30 30 30 31 31 31 28 28 27 27 27 28 28 28 29 20 29 30 30 30 30 31 31 31 30 30 29 29 28 28 28 28 29 29 29 30 30 30 30 31 31 31 32 3112"-5" 31 30 30 90 29 29 29 29 29 30 30 30 30 31 31 31 18'6' 18'-3' 151-3' 14'51 13'-9' 13'-1- 17-7' 17-0' 11'-7' 11'-2" 10'-9' 10'-5' 10'-1" 91-10' 1-1. B'•17 A A A 8 8 B B B 8 8 8 B B C C C D 24 25 25 28 28 27 27 27 28 28 28 28 29 29 28 29 30 30 26 28 26 26 26 27 27 27 28 28 28 28 29 29 28 '29 30 30 28 28 27 27 27 27 27 27 28 28 28 28 29 29 29 29 30 30 30 29 29 28 28 28 28 27 28 28 28 28 29 29 29 29 30 30 10 LIVE 3 3.5 4 4.5 5 5.6 22'-6 1918 17'-7 15.1" 13'-7" 174" A A A A A A 15.7" 175 11'•5" 10'8 10'-0' V -S" A A A A A A 29 23 24 24 24 25 27 26 28 25 25 25 28 28 28 27 27 26 30 29 29 29 28 28 19'-11' 1815" 17'-T 16'-1" 15.3' 14'5" A A B B B B 26 26 27 28- 28 28 29 29 28 28 28 28 31 30 30 20 29 29 92 32 31 31 31 30 17'5' 1S-0' 14'-11" 14'•1" 13'4' 1Z6" A A A A A 8 25 25 26 26 27 27 27 27 28 28 27 27 29 28 28 28 27 27 30 30 29 28 20 29 (Fr) TYPE 'd' 6 1114- A 8'"11" A 25 25 28 28 131•8' a 29 29 29 30 17-0" B 28 28 28 28 8.5 7 7.5 10'•5" 0'$" 0-1' A A A 818 8'-1" 7'$' A A A 25 25 20 25 25 26 26 28 26 27 27 27 13'-1" 176" 12'-0" B B B 29 29 30 20 29 30 29 20 30 30 30 30 111$" 11'-0" 10'-T B B B 28 28 28 28 28 28 28 26 28 28 28 28 8 8'6" A 2"4' A 20 26 28 27 1116" B 30 30 30 30 10'3' B 29 29 29 29 8.5 0 9.5 10 8'•0' 71 6" T -Y e'-9" A A A A 7'-1" 61-91 6'' -3" 6'6 A A A A 28 28 26 26 26 26 26 26 26 26 26 26 27 26 26 28 11'-1" 1D'-6 10 '4" 10'-1" C C C C 30 30 31 31 30 30 31 31 30 30 31 31 30 300`7" 31 31 9'"17 W -r 0'-0" B B B B 20 29 20 30 29 20 29 30 29 29 29 30 28 28 20 30 11 12 13 8'-Y 5'$' S -T A A A 5'-10" 5'8 5'•T A A A 27 27 27 27 27 27 27 27 27 27 27 28 9-5' 8'-11" 8'6' C D D 31 31 32 31 31 32 31 31 32 31 31 32 8'$" 8'•1" 7'-e' B C C 30 30 31 30 30 31 30 30 31 30 30 31 ICC ESR1398 (2012 IBC) 9/29/2013 0.042'x3'x8' TABLE 3.1 Box Beam(Detail L1) IA-- single lFreestanding or, Double 0.042"x3"x81 (Detail Atteched single sIn"e L12 Double 0.040'x2'x6.625' (Detail L12) Freestanding or Attached Single Freestanding or 10'-4- Span Structure Multispan Units span S Multispan Units span structure Multispan Units GROUND TRIB MAX POST MAX MAX POST LENGTH MAX MAX POST LENGTH MAX MAX POSTLENGTH SNOW WIDTH POST REDID POST MIN 00 8' I 10' I 17 POST MIN o0 8' 1. 10' I 12' POST MIN DOTE 8' I 10' I IT LOAD (FT) SPACIN FOR SPACIN POST SRE CONSTRAINEDFOOTER SPACIN POST SIZE CONSTRAINED FOOTS SPACIN POST 812E CONSTRAINED FOOTS (PSF) ON SLAB SLAB (FT) TYPE 'd' 'd' 'd' "d' (Fr) TYPE 'd' 'd 'd' 'S (FT) TYPE 'd' "d' 'd' 'd' (FT) (in) (1n) (in) Qn) (In) (in) (in)(in) (In) in Pn) 20 3 11'-10" A 10'-4- A 21 25 27 28 15'-2' 8 24 27 29 31 13'-7*' 8 23 28 27 29 3.5 10'-T A 9'5' A 21 25 28 28 14'-7 B 24 27 _ 29 30 17$- B 23 25 27 28 4 5.11" A 8'-6- A 22 24 26 28 13'-0' C 25 26 28 30 111$" 8 24 25 27 28 4.5 T-11' A 8'-1' B 22 24 26 27 12'-7' C 25 20 28 29 10'-11" B 24 25 26 28 5 T-1' A T -T B 22 24 25 27 11'6" D 25 28 28 29 10'4' C 25 26 26 27 5.5 C -S A T-1' 8 22 23 25 27 10'-19- D 26 26 27 29 9'-10' C 25 25 28 27 e 61.11' A e'6' B 23 23 25 20 10'4' D 26 26 27 28 9'4" D 25 25 26 27 8.5 515" A 6'4' 8 23 23 25 26 8'40" D 26 28 27 28 8'-11" D 28 26 26 27 7 5'•1' A e'-0" B 23 23 25 26 0'-5' D 27 27 27 28 , 8'-T' D 28 26 Al 27 7.5 4'-9" A 51-9' B 23 23 25 26 6.1- 0 27 27 27 28 8'S' O 26 28 28 26 8 4'•S A 5'6" B 23 23 25 26 8'•B" D 27 27 27 28 T-11" D 26 28 26 28 140 MPH EXPOSURE C 8.5 4'-7' A 5'-3" B 23 23 J25 ZB 8'•5- 0 27 27 27 27 T$' D 27 27 27 27 14'40- 13'$- 0 3-11" A 5'4" 8 24 24 25 26 8'-1- D 28 28 28 28 7'-5" D 27 27 27 27 28 28 0.5 T -T A 4'-10" B 24 24 26 28 T•10" E 28 28 28 28 T•2' D 27 27 27 27 20 3 11'-17 A 10'4' A 22 20 28 29 151.2" B 25 28 30 32 13'-7- B 24 27 28 30 3.5 10'•2' A 9-51 A 22 28 27 29 14'-0" B 25 28 30 31 17$" B 24 28 28 29 4 8'-11" A 8'$' A 23 25 27 29 13'-0" C 26 27 29 31 11'$' B 25 20 28 29 4.5 T-11" A 6•1" 8 23 25 27 28 12'-2" C 26 27 29 30 10'-11" B 25 25 27 29 5 T-1" A T-7" 8 23 25 26 28 11'6" D 27 27 28 30 1014" C 26 28 27 28 5.5 618 A T-1- B 24 24 26 28 10'-17 D 27 27 28 30 8'-10' C 26 28 27 28 6 5'-11' A 8'$" B 24 24 26 27 101d' 0 27 27 28 29 9'4" O 27 27 27 28 6.5 SS A 8'4' 8 24 24 25 27 V-17 D 28 28 28 29 8'-11' 0 27 27 27 28 7 51•1" A 81-W B 24 24 25 27 9'-S, D 28 28 28 29 8'•T O 27 27 Z7 28 7.5 4'-7 A S•9' 8 24 24 25 27 T-1' 0 28 28 28 20 613' D 27 27 27 Z7 8 4'S" A S6' 8 24 24 25 26 8'$- D 29 29 29 29 T-11" D 28 28 28 28 140 MPH EXPOSURE C 8.5 4'-T A 5'-3' B25 25 25 Z7 8'-5' D 29 29 29 1 29 2"6- 0 28 26 28 28 14'40- 13'$- 9 T-11- A V -U' B 25 25 25 27 8'-1" D 29 29 29 29 TSD 27 27 28 28 28 28 28 28 9.5 T-91' 1 A 1 4'-10" B 25 25 26 27 7-17 E 29 29 29 29 7'-Y 0 28 28 28 28 20 3 3.6 11'-10' 10'•2" A A 10'4" 9'S' A A 24 24 2830 27 29 31 31 15'•2 14'-0" B B 27 28 30 30 32 32 34 33 13'-7' 176' 8 B 26 27 28 28 30 30 32 31 4 e'-11" A 8'6" A 25 21 20 30 1T-01' C 28 29 31 33 11'6" B 27 27 20 31 4.5 T -1Y A e'-1' B 25 27 28 30 12'-7' C 29 29 31 32 10'-11" B 28 28 20 31 5 7'•1' A 7'-7" B 25 28 28 30 11'6- D 29 20 30 32 10'4" C 28 28 29 30 5.5 68 A T•I" B 26 20 28 29 10'•17 D 29 20 30 32 9'-10' C 29 29 29 30 6 5'-11- A 8'8 B 28 28 27 29 10'4' D 30 3D 30 31 9'4" D 29 29 29 30 6.5 SB A 8'4' B 20 20 27 29 6-17 D 30 30 30 31 8'41' 0 29 29 , 29 30 7 7.5 T -Y 4'•9' A A 61-0" S-9' R B 26 28 7n 20 27 27 29 28 91S" 9'-11 D D 30 91 30 31 30 31 37 31 8'=2" 8'3' D 0 30 30 30 30 30 90 30 30 8 4'-5' A 6 5'" 8 27 27 27 28 8'$" D 31 31 31 31 7'-11' 0 30 So 30 30 8.5 4'-7'A 6'3' 8 27 27 27 28 8'5" D 31 31 31 31 7'-1- 0 30 3030 90 B 3'-11' A 6'-7 B 27 27 27 29 8'-1" D 32 32 32 32 T-5" D 31 31 37 31 140 MPH EXPOSURE C or 160 MPH EXPOSURE B 25 3 3.5 9'-T 8'-2" A A 10'-1- 0'-T B B 21 21 25 25 27 26 28 28 14'40- 13'$- D 0 23 24 27 27 20 28 31 30 Q�OF JJ 4 4.5 T -T 14' A A 8'5" 7'-17 a B 21 22 24 24 26 26 27 27 12'•6 11*•10' D D 24 2s 26 2 28 28 30 29 (`O .0 -PUJ 5 6.5 5'-91 F-2 A A 2"4" 8'-11- B B 22 22 24 23 25 25 27 26 11•2 10'-7" D D 25 26 2 27 27 29 29 8 4'-7 A e'6' B 22 23 25 26 101•1' E 26 27 2 U 6.6 7 4'8 4'•1' A A 8'-2" 5-17 C C 23 23 23 23 24 24 26 28 0'-7- 91•7' E E 26 26 26 26 'T� O'�V' 7.5 8 8.5 9'-17 9'•2" 3' 4" A A A 5'.7' 5'4" S-1' C C 23 23 23 23 1 24 24 26 25 8'•17 8'S- E E 27 27 27 27 -P/r•r fir Cf VV 0 3'•T A4'•17 C 23 23 24 26 6'-2' E 27 27 a .2� C 29 29 24 18 T-17 E 27 2 27 m CALI - 8t39 63-30-z015 OC Page 14 of 66 1DEe7,oT2013 13 I I 00 i 1 AL1 HEADER (3004-H34 ALUM. ALLOY) FOUR #8 St Iry V 44*%j% SEE TABLE BELOW FOR SCHEDULE BRACKET USED W\2' X 6 1/2' RAPIERS LATTICE TUBES AL3 1.5'x1.5' @3' o/c 2" 2'x2' @4' a/c 3'x3' @6' o/c DETAIL L4 AIB• YIN 2'X3_125' % LATTICE t=0.024', 3105 H24 0.032' or,,ALUM ALLOY 0.040'O l u, Lmj O RAFTER & SIDEPLATES L4 POST RAFTER LATTICE TUBE (3004-H34 ALUM. ALLOY) O (3004-H34 ALUM. ALLOY) RAFTER TO HEADER CONTINUOUS 2"x6' OR 2x8' CONNECTION DOUGLAS FIR LEDGER OR y BRACKETS PROVIDE SIMPSON STRONG 6063T6 TIE MSTA36 (ICC ESR 2105) AT ALUM ALLOY SPLICE LOCATION t=0.060' COVER W10.019" ALUMINUM 1/4' LAG SCREW OR BRACKET USED W/ 3'x8' #14 SCREW W/ 2.5' AND 3'x3' RAFTERS EMBED INTO WOOD _ Q�OVESSIRSEE TABLE 7.6 EQUIRED FASTENERS FOR RS L= 1.92' FOR 2' X 6 1/2' RAFTERS .P'UTN. - L= 2.92' FOR 3' X 8' RAFTERS If 8139 TWO #8 SMS EACH SIDE.I' S. a ' * 6 0-201 * THREE #8 SMS EACH SIDE FOR o 3X8 RAFTERS IN 25 PSF 1 N VI �P:' GROUND SNOLOADS OR 140 MPH WIND AREAS o\ OF ,LI 1 1/2' FOR 2 X RAFTERS EC 05 3 2 3/4' FOR 3 X RAFTERS (6063-T5 ALUM. ALLOY. 't'= 0.0781 L7 RAFTER HANGER . #8 SCRE S W/ " 0 WASHERS SCREWS J'b N ER THAN LATTICE HEIGHT OL6 LATTICE TO RAFTER CONN. i LATTICE ALUM. RAFTER STUD SEE TABLE / 2- 7.5 COLUMN ANC4 SIDE DOUBLE FOR QUANTITY ALUM HEADERS USE SfRUC G RAFTER ONE BRACKET RAFTER P_ER_HEADER.-014-x--—HANGER 1 (DETAIL L7> SIDE L10 TERNATE RAFTER TO WALL CONN. Allowable Trib Width Wind No. of #8 Screws Speed t (in) Header 2 3 4 5 115rrph 0.040 Double2x6 11' 15' UNITS MUST COMPY WITH L13 Exp C 0.042 0.042"xWx8" 6' W 1 12' 15' 0.042 Double 3x8 12' 15' IS 115 mph 140-rrph —0:040- Double -2x6— _9'_ -13'- -15'- — Exp C 0.042 0.042"x3"x8" 5' T 9' 12- 0.042 Double 3x8 9' 1 14' 15' #14 Screws 170 nph 0.040 Double 2x6 8' 12' 15' Exp C 0.042 0.042"x3"x8" 4' 6' 8' 11' 0.042 Double 3x8 8' 13' 15' 140 rrph 16G rrin 8" Steel C 15' Exp C 16G min Double Steel C 16 170 rrph 16G nin 8" Steel C 11' 15' C,16G mina min�Double �Ecp Steel C116C,16G Double Steel C116 Q�OVESSIRSEE TABLE 7.6 EQUIRED FASTENERS FOR RS L= 1.92' FOR 2' X 6 1/2' RAFTERS .P'UTN. - L= 2.92' FOR 3' X 8' RAFTERS If 8139 TWO #8 SMS EACH SIDE.I' S. a ' * 6 0-201 * THREE #8 SMS EACH SIDE FOR o 3X8 RAFTERS IN 25 PSF 1 N VI �P:' GROUND SNOLOADS OR 140 MPH WIND AREAS o\ OF ,LI 1 1/2' FOR 2 X RAFTERS EC 05 3 2 3/4' FOR 3 X RAFTERS (6063-T5 ALUM. ALLOY. 't'= 0.0781 L7 RAFTER HANGER . #8 SCRE S W/ " 0 WASHERS SCREWS J'b N ER THAN LATTICE HEIGHT OL6 LATTICE TO RAFTER CONN. i LATTICE ALUM. RAFTER STUD SEE TABLE / 2- 7.5 COLUMN ANC4 SIDE DOUBLE FOR QUANTITY ALUM HEADERS USE SfRUC G RAFTER ONE BRACKET RAFTER P_ER_HEADER.-014-x--—HANGER 1 (DETAIL L7> SIDE L10 TERNATE RAFTER TO WALL CONN. STUD- 2.5'rSIX 1/4' LAG SCREWS OR #14 SCREWS W/ 2.5' OF %-PENETRATION INTO WALL / STUD W/ MIN SG = 0.5 1' -MIN 3• x 6• ALUM RAFTER BRACKET DETAIL L7 3.00 0.72 �1.56� 0.72 —{0.93— 13— 0.72. M0.28 .931.56 _. -0.17 1 t = 0.030' ALUM = 0.040' ALUM = 0.041' STEEL L11 3" ALTERNATE POST (3105 H25 ALUM. ALLOY OR A-6513 Fy=40 KS; STEEL) 3' X 8' ALUM HEADER 0 POST ALTERNATIVE FOR SLAB ATTACHMENT ONLY SEE GENERAL--/ #14 SHEET METAL SCREW NOTE #23 MAXIMUM WIND CONDITION IS 170 MPH EXPOSURE C Page 18 of 66 1/4' BOLTS ASTM A307 SEE BELOW FOR QUANTITY DOUBLE OR SINGLE 3'XB' STEEL C BEAM. BOLT LAYOUT FOR SPLICED AND NON -SPLICE O ATTACHMENT L8 I POST Re d Beam_ of `TYpe- " 3' x 3' METAL PDST i 4 16G Steel 3x8 DETAIL L25 SEE GENERAL NOTE #19 AND 8 -Double 12G Steel 3x88— LATTICE NOTE #3 EIGHT 014 SMS UNITS MUST COMPY WITH L13 00, TWD 3/8'x5' EMBEDMENT TABLES L1 AND L2 ON SHEET O LAG SCREW W/ 1.0, ONE M5 ON EACH SIDE DF POST. MAX WIND SPEED IS 115 mph kATT�ACHED GLAS FIR EXPOSURE C LUMBER FL= JOIST oR HEADER STRUCTURE POST TO DECK FLOOR JOIST ICC ESR1398 (2012 IBC) 9/29/2013 STUD- 2.5'rSIX 1/4' LAG SCREWS OR #14 SCREWS W/ 2.5' OF %-PENETRATION INTO WALL / STUD W/ MIN SG = 0.5 1' -MIN 3• x 6• ALUM RAFTER BRACKET DETAIL L7 3.00 0.72 �1.56� 0.72 —{0.93— 13— 0.72. M0.28 .931.56 _. -0.17 1 t = 0.030' ALUM = 0.040' ALUM = 0.041' STEEL L11 3" ALTERNATE POST (3105 H25 ALUM. ALLOY OR A-6513 Fy=40 KS; STEEL) 3' X 8' ALUM HEADER 0 POST ALTERNATIVE FOR SLAB ATTACHMENT ONLY SEE GENERAL--/ #14 SHEET METAL SCREW NOTE #23 MAXIMUM WIND CONDITION IS 170 MPH EXPOSURE C Page 18 of 66 1/4' BOLTS ASTM A307 SEE BELOW FOR QUANTITY DOUBLE OR SINGLE 3'XB' STEEL C BEAM. BOLT LAYOUT FOR SPLICED AND NON -SPLICE O ATTACHMENT L8 I POST Re d Beam_ of `TYpe- AII C Beams "On Slab" i 4 16G Steel 3x8 4 12G Steel 3x8 8 -Double 12G Steel 3x88— HEADER 2'X6.625' 12'X3'XB' 041'x3'x3'— FEEL POST FOUR #14 SMS EACH SIDE •A,�I t I �'. > NOTE, SEE SHEET MISC5o OR MISC5b n m FOR MOMENT CONNECTION SPECS lu oil aX_ 28921 US Hwy 74 EXTERIOR HOME PRODUCTS Romoland,CA 92585 CAUEO��' oRAwN er: rrPe BEJ/CP OCT 02 2013NTS Component Parts & Connection Details For Patio & Commercial Lattice Structures Engineer's Stomp. DATe; r"r. LT01-2012 7'"! of 4 4 LATTICE COVER 3.0 POST SPACINGS FOR PATIO AND WIND UnUUND TRIG MAX POST MAX C C D D D 0 D D D 0 D D D D D D EXPOSURE 32 33 33 33 33 34 34 34 34 34 35 3535 35 . 35 55 35 n MAX PO S7 LENGTH MAX 24'-3" 23'6" 27.19" 21'-11" 21'-1" 20'4" 191•8" 1/' 1" 18'-0" 18'-0" 1T-0" 1T-1' 18'•8' 18'-3" 15'-1/" 28'-51 25'-7" 24'-10" 24'-2" 23'-T 23'-1" 276" 21'-9" 21'-2' 20'-7" 20'-0" 19'6" 19'-1' 18'-r 18'-2' iT-e" -"-.. _._-" MAX POST LENGTH •^". MAX 11••1.1 ,.,..�Po„ U�nu SNOW WIDTH POST REO'D POST MIN FOOTER B' I 17 I 15' POST MIN FOOTER 8' I tY I 15' POST MIN FOOTER MAX POST LENGTN LOAD (FT) I SPACING I I FOR PACIN IS POST SITE CONSTRAINED FOOTS SPACING POST SIZE CONSTRAINED FOOTS SPACING POST S' S.S. (PSF) 8.6 T 7.5' e' 8.5' 9' ON SLAB SLAB (FT) TYPE "d' "d" -d- 'd' (FT) TYPE "d 'd' 'd' 'd' T 7.5' 8' 8.5' B' 9.6' SIZE CONSTRAINED FOOTS 11' 11.5' (Fr) T 4' S F' 8' 6' 6.5' 6.5' T T 7.5' 7.5' 0' 8.6' 0' 0.6' 10' 8' 8.5' a' 9.5' 10 10.5' 10.6' 11' 11' 11.5' 11 V 1Y (FT) TWE 'd' 'd" 6.5' . 7.5' 8' 8.5' B 9.5' 10' 10.51 11' lln) f•1> 12.6' 13' 13.5' cn) 10 LIVE 5 5.5 6 6.5 7 7.5 8 8.5 9 9.6 10 10.5 11 11.5 12 13 160 MPH 13'•1' 174" 11'4" 101-5" 9'-8" 9-1" 816" 11. T6" T -r 8'-9' 8'-5" 8'-2" 6'-71- 66' S-7 EXPOSURE A A A A A A A A A A A A A A A A C 2(r-1- 18'-111: 11.10" 16'-11" 18'-1' 1514" 14'-8' 14'-0" 13'-0- 13'-0" 12'6' 17.1 11'-7' 11'-1' 10'-7' /'-10' .1 180 MPH C C D D D 0 D D D 0 D D D D D D EXPOSURE 32 33 33 33 33 34 34 34 34 34 35 3535 35 . 35 55 35 n 32 33 33 33 33 34 34 34 34 34 35 35 35 35 35 34 93 33 33 33 34 34 34 34 34 35 35 35 35 35 35 24'-3" 23'6" 27.19" 21'-11" 21'-1" 20'4" 191•8" 1/' 1" 18'-0" 18'-0" 1T-0" 1T-1' 18'•8' 18'-3" 15'-1/" 28'-51 25'-7" 24'-10" 24'-2" 23'-T 23'-1" 276" 21'-9" 21'-2' 20'-7" 20'-0" 19'6" 19'-1' 18'-r 18'-2' iT-e" D E E E E E E E E F F F F F F F 35 36 37 37 38 99 39 38 40 40 41 41 . 41 41 42 42 35 38 97 37 38 39 39 39 40 40 41 41 41 41 42 d2 1 36 36 37 37 38 39 39 99 40 40 41 41 41 41 42 42 30'"7' 29'-8" 28'-10" 28'-1' 27'4' 28'-91 26'•2' 25'-8' 25'•2" 24'•9" 241-5" 23'-11" 236" 23' 2" 27.10- 33'6' 37.3' 31'4' 30'a" 29* -0' 29'-1" 28'-5' 27-11' 274' 26'-10' 26'S" 28'-0" 25'-T 25* -r 24'-10' 26'-7 E E E F F F F F F F F F F F F F 38 39 40 40 41 42 42 43 43 44 44 45 45 46 48 a7 ' 38 38 40 40 41 42 42 43 43 44 , 44 45 45 46 46 47 38 99 40 40 41 42 42 43 43 44 44 45 45 46 48 47 POST MIN OOTE 6' I 17 I 15' 10 LIVE 5 5.5 6 8.5 7 7.5 8 8.5 9 9.5 10 10.5 11 11.5 12 GENERAL 13'-T' A 174' A 11'4" A 101-5' A 9'-8" A 6.1" A 8'6" A F-0" A T6" A T-2' A 6'-9" A 0'S" A 6'-2' A 6.11" A 5'6' A INSTRUCTIONS 1T-8" 16'-7' 151•9" 15-0' 16-4' 19'-9" 13'-r 12'-9" 17.3" 11'-10' 11'•8" 11'-1- 10'-9" 10'61 10'-r FOR B --- B C C C C 0 0 D D D 0 0 D D THESE 33 34 34 35 35 35 38 36 38 30 97 37 37 37 37 TABLES 33 34 34 35 35 35 36 36 36 38 37 37 37 37 37 35 34 34 35 35 35 36 38 38 38 37 37 37 37 37 Freestanding Or 24'-3" 23'6" 27.19" 21'-11" 21'-1" 20'4" 191•8" 1/' 1" 18'-0" 18'-0" 1T-0" 1T-1' 18'•8' 18'-3" 15'-1/" 0 D D E E E E E E E E E E E E 37 38 39 38 40 40 41 41 41 42 42 43 43 43 43 37 38 39 39 40 40 41 41 41 42 42 43 43 43 43 37 38 39 39 40 40 41 41 41 42 42 43 43 43 q3 Span strmim Multispan Units 30'"7' 29'-8" 28'-10" 28'-1' 27'4' 28'-91 26'•2' 25'-8' 25'•2" 24'•9" 241-5" 23'-11" 236" 23' 2" 27.10- E E E E E F F F F F F F F F F 40 41 42 43 43 44 45 45 46 46 47 48 48 49 49 40 41 42 43 43 44 45 45 48 48 47 48 48 49 4B 40 41 42 43 43 44 45 45 46 46 47 48 48 49 4B SNOW WIDTH POST REDD T. L:HL105E 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 RAFTER FROM SECTION 1.0 THAT HAS ADEQUATE CLEARSPAN FOR YOUR NEEDS. 5. DETERMINE TRIBUTARY WIDTH FROM TABLE 3.2 OR CALCULATE FROM TRIBUTARY DIAGRAM ONSCO2 PAGE 2 OF 2 6. CHOOSE A HEADER FROM TABLE 3.5 THAT HAS ADEQUATE POST SPACING. 7. USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 3.5 ICC ESR1398 (2012 IBC) 9/29/2013 30 16 Ga 3x8' Steel C Beam Detail L18 12 Ga 3'x8" Steel C Beam (Detail L18 Double 12 Ga 3"x81 Steel C Detail L8) TABLE 3.5 A4-. slnele Freestanding or ched Single Freestanding Or Afi-hed Sin& Freestanding or 19'4" 18'-2" 17'3'F 78'-51' 15'-8" 14'-11" 14'-4" 13'-8- 19'-3" 12'-9" 174- 11'-11- sPw lnxtur4 Multispan Units SPan swcture Multispan Units Span strmim Multispan Units GROUND TRIe MAX POST MAX MAX POST LENGTH MAX MAX POST LENGTH MAX MAX POST LENGTH SNOW WIDTH POST REDD POST MIN OOTE 6' I 17 I 15' POST MIN OOTE 8' I 72' I 16' POST MIN T 8' ' 1Y I 15' LOAD (FT) SPACING FOR SPACING POST SIZE CONSTRAINED FOOTER SPACIN POST 612E CONSTRAINED FOOTS SPACIN POST SIZE CONSTRAINED FOOTS (PSF) ON SLAB SLAB (FT) TYPE 'd" "d" -d" "d" (FT) TWE "d" "d" "d" "d' (FT) TYPE 'd' (FT) (in) (In) (In) (n) fn) M) .Pn) (in Gn) 30 5 5.5 6 0.5 7 7.5 .0 8.5 9 B.5 10 70.5 140 MPH 4'-10" 4'4' 4'-0" 3'-e" T-5" 3'-Y' 9'-0" 7-10" Y6" 26" ".. 2'-3" EXPOSURE A A A A A A A A A A A A C 10'-8" 7.91 V-11' 11. T-8" T -r 8'-9" 8'4' 6'•0' 5'-8- .7-5*E T-2" E E E E E E E E E E E 22 22 22 22 22 22 22 22 12 22 22 22 24 23 23 22 22 22 22 22 22 22 22 22 26 20 28 25 25 25 24 24 24 24 24 25 28 28 27 27 27 27 26 26 26 28 28 27 19'4" 18'-2" 17'3'F 78'-51' 15'-8" 14'-11" 14'-4" 13'-8- 19'-3" 12'-9" 174- 11'-11- F F F F F. F F F F . F F 27 28 28 28 28 29 29 29 29 28 30 30 27 28 26 28 28 28 29 29 29 29 30 30 )30 -•29 29 29 29 20 20 29 29 28 30 30 92 31 31 31 30 30 30 30LG s0 2B 30 30 26'-3" 25'-51G 24'-8" 24'-0" 23'-5" 2Y -1t' 22'-5" 21'-7" 21'-2' 20'-10" 201-8" F G G O G G 30 31 31 32 33 39 34 34 34 95 95 30 30 31 31 32 33 33 34 34 34 35 35 36 32 32 31 32 33 33 34 34 34 95 35 38 34 34 33 33 33 33 34 34 34 95 35 38 30 56.10" 5.5 4'4" 8 4'4- 6.5 3'6" 7 9'1" 7.5 3-A 8 9'-0' 6.5 2' -LO" 9 76" A A A A A A A A 101-8" 9'-9" 8'-11" T-3" 7'-8" r -2.E 6'-9" 8'4" e'-0' E E E E E E E E 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 29 28 28 27 27 27 26 26 20 31 30 30 29 29 29 28 28 28 19'4' 18'-2" 1T-3" 18'-5" 16'-8" 14'-11" 74'4" 13' 9" 13'-3' F F F F F F F F F 30 31 31 31 32 32 32 32 39 30 31 31 31 32 32 32 32 33 32 32 31 31 32 32 32 92 33 34 34 34 33 33 33 32 32 33 26'-3' 25'-5" 24'-8" 24b" 23'-51 22'-11" 22'1" 22'-0" 21'-7" F G G G G G G G G '34 34 35 36 36 37 37 38 38 34 34 95 36 36 37 37 38 9B 34 34 35 35 36 37 37 38 98 97 30 36 38 36 37 37 38 38 OVER- Post Description MaxPOSTI Detail Hgt Code TABLE 3.2 TRIBUTARYWIDTHS FOR SINGLE SPAN ATTACHED STRUCTURES 10' B I L1 HANG 11' B L24 Clover 0.030N3"x3" Alum PROJECTION OF SINGLE SPAN STUCTURES (FT) C L11 Clover 0.040"x3"x31 Alum 11' D (FT) 8' 9' 10' 11' 12' 13' 14' 16' 10' 17' 18' 19, 20' 21' 27 0' 4' 4.5' 6' 5.5' 6' 6.5' T 7.5' e' 8.6 9' 6.6' 10' 10.5' 11' V 4.5' S' S.S. 8' 8.6 T 7.5' e' 8.5' 9' 9.5' 10' 10.6 11' 11.5 2' S 6.6' 8' 8.5' T 7.5' 8' 8.5' B' 9.6' IV 10.5 11' 11.5' 12' T 4' S F' 8' 6' 6.5' 6.5' T T 7.5' 7.5' 0' 8.6' 0' 0.6' 10' 8' 8.5' a' 9.5' 10 10.5' 10.6' 11' 11' 11.5' 11 V 1Y 12' 12.5' 12.5' 13' 5' 1 6.5' 7' 7.5' 8' 8.5' B 9.5' 10' 10.51 11' 11.5' 12' 12.6' 13' 13.5' TABLE 3.3 Post Requirements for Attached Single Span Structures Post Description MaxPOSTI Detail Hgt Code 0.042"x3"x8" Aluminum Post 10' B I L1 0.024"x3'x3"Post with Side tat 11' B L24 Clover 0.030N3"x3" Alum 11' C L11 Clover 0.040"x3"x31 Alum 11' D Ll l Colonial 0.062" Extruded 12' E AE 0.041"x3"x3" Steel Clover 11' F L71 0.041'x3"x3" Steel Clover 8' G L11 3/16"x3"x3" Steel Square_ 15' H L21 3/161x31x3" Steel S uare 12' I L21 3/16"x4"x4' Steel Square 3!16"x5"x5" Steel Square 7 d---4 6" L21 3/16"x5"x5" Steel Square 15' K L21 TABLE 3.4 Post Requirements for Freestandin Structures or Multispan Attached Structures Post Description Maximum Footing Max Heigh POST Code IDetall 0.041"x3"x3" Steel Clover d= 20" 9' B I Ll l 0.041'x3"x31 Steel Clover d= 21" 8'B SLAB 7. DETERMINE MAXIMUM POST SPACING ON SLAB FROM TABLE 3.5 L11 3/16"x3'x3" Steel Square d= 30" 12' C L21 3/16'x3"x3" Steel Square d= 32" 8' F L21 A\ 3/16'x3"x3" Steel Square d= 35" 15' F L21 3116"x3`1(3' Steel Square d= 37' 12' E 121 3/16"x4"x4" Steel Square I d= 41" 15' G L21 3!16"x5"x5" Steel Square 7 d---4 6" 15' I L21 8. FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN IN TABLE 3.5 AND 3.3 UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT Amerlmax Exterlor Home Products FREESTANDING AND MULTISPAN UNITS USE TABLE 3.4 28921 US Hwy 74 9. FIND THE O/C SPACING OR # OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.6 Romoland, CA 92585 10. USE THE APPROPRIATE DETAILS (1-1-129). DETAILS MAY REQUIRE POST TO UPGRADED, 11. ALL LATTICE NOT USING DETAIL L29 MUST COMPLY WITH TABLES L1 AND L2 ON SHEET MISC5 Carl Putnam, P. E. FOR PATIO SLABS FOLLOW 1-6 FROM ABOVE THEN 3441 Ivylink Place SLAB 7. DETERMINE MAXIMUM POST SPACING ON SLAB FROM TABLE 3.5 Lynchburg, VA 24503 SLAB 8. USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING cariputnam@comcastnel SLAB 9. FOLLOW 9-11 FROM ABOVE SLAB 10. FOR TWO POST STRUCTURES USE TABLE 7.1 ON SHEET MISC3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES Page 17 of 66 OCT 02 2013 L16 - 1.575" —}` 2.843' 3/8' BOLTS W/ 1' DIA. 20 GA ASTM A653 GRADE 33 STEEL BRACKET Live/Snow. Load I RAFTER IMAX DISTANCE TO FIRST ROW OF POSTS "L" x 3/32' THK. STL. WASHER FOUR #8 WOOD SCREWS INTO RAFTER AND Solid Cowl Wind SIZE EAVE OVERHANG TO 8' STEEL 'C' BEAM 2X FASCIA (24" O/C) 6" 12" 18" 24" 30' SEE TABLE 7.4 COLUMN 'N' ONE PER RAFTER FOR QUANTITY o FOR #14 SELF DRILLING a RAR ROOF COVERING IS A MAXIMUM SCREWS SEE TABLE 7.4 DETAIL A" OF 3 PSF HEAVIER ROOF COVERING COLUMN 'L'. 2X DF WOO SHALL REQUIRE ADDITIONAL 0.097" FASCIA ENGINEERING ANALYSIS 2"x WOOD FRAMING ALTERNATE 3' SQ POST CONNECTOR s�E DEI DOUGLAS FIR -LARCH --T 2.25" BRACKET (6063T6 ALUM) a o IiIGE1T #2 OR ST 20'-9• 12'-0• 1.0" IF DETAIL L29 IS NOT USED ATTACH SIDE PLATES AS PER DETAIL L26 0.750" SEE GENERAL NOTE #23 HANGER 0.019" ALUM OR 0.035" VINYL COVER L 7 2x6 25'-0' 25'-0' 25'-0' 23'-10" •091- 3/8' BOLTS SEE TABLE 7.3 COLUMN 'H' 25'-0' 1/2" L FASCIA 25'-0' 0.041x3'x3' FOR QUANTITY OR #14 SELF DRILLING SCREWS ALUMINUM T 78 FOR MAXIMUM SFOREE FASnNM OVERHANG SEE 25'-0' STEEL POST SEE TABLE 7.3 COLUMN 'G' RAFTER SCHEDULE SCHEDULE 0 RIGHT Lattice=140 Exp C _ FOR QUANTITY ALTERNATE EAVE ATTACHMENT 25'-0' 10 pal 2x4 25'-0' 20'-9• 12'-0• T-1' Y-8" Lattice=135 Exp C 2x6 25'-0' 25'-0' 25'-0' 23'-10" 1T-1" 2x8 25'-0' 25'-0' 25'-0' 25'-0' 25'-0' 10 p5f 2x4 25'-0' 19'-3• 11'-6" 7'-1• 3'-8" Lattice=140 Exp C 2x6 25'-0' 25'-0' 25'-0' 22'-0• 16'-7" 2x8 25'-0' 25'-0' 26-0' 25'-0' 25'-0' 20 psf 2x4 19'-0' 10'-3" 5'-10• 3'-4' 1'$' Lattice=170ExpC 2x6 19'-0' 19-0' 1T-1" 11'-9• 8'4" 2x8 19'-0' 191-V 19'-0' 19'-0' 25 psf 2x4 18'-0' 11'-3" 6-W' 3'-0" 1 9• ttice=170 Exp C 2x618'-0' 18'-0' 18'-0' 12'-10"9'-1" ILattice= •2x8 18'-0' 18'-0' 18'-0' 18'-0' 18'-a 30 psf 2x4 1T -V 9'-2• 5'-1" 2'-8" 0'-0"170ExpC 2x6 IT -O' 1T -O' 15'-3" 10'4" T-1" 2x8 1T-0' 17'0 17-0' 1T-0' 14'-0• 40 psf 2x4 14'-0' 8'-7" 3'4" 0'-0" 0'-0" Lattice=170 Exp C 2x6 14'-0' 14'-0' 111-0" T-2" 4'-7" ' 2x8 14'-0' 14'-0' 14'-0' 14'-0' 10'-3" 60 psF 2x4 9'-0' 4'-0" 0'4y, 0'-0° O'-0• Lattice=170 Exp C 2x6 9'-0' 9'-0' 6'-9" 4'.0 2'-1" 2x8 9'-0' 9'4Y 91-a 6'$• 5'-10" HEADER SPLICE MUST BE 2.5" L19 HEADER SPLICE DETAIL 2- #14 SMS o o CES ON POST EACH SIDE 0.875" 3' X 8' HEADER C 3'x8' 12 (t=0.105') OR O 16 GAUGE (t=0.059') 2- 2' x 6 1/2" SIDEPLATES X 3" STEEL C BEAM ,ONE EA H slOE OF OLUMN POST '•O.O42'x3'x8' BOX Fy= 50 KSI ' BEAM WRAP _ DETAIL Ll 7.75" `` Seattlwith ble & permanently flexoof sealant CONTINUOUS 2"x6" DOUGLAS FIR LEDGER ' L 1 8 OR PROVIDE SIMPSON STRONG TIE EXISTING DF MSTA36 (ICC ESR 2105) AT SPLICE FRAMED WALL LOCATION 1.00'rlin. COVER W/ 0.019" ALUMINUM 12 and 16 GA 3'X8' STEEL C BEAM SEE GENERAL NOTE#23 Q ESSfO 0.042'X3'XB' ALUM WRAP T QR PUTNq� _ I 1/4' Lag Screw �, A�. 3'-6' ATTACH LATTICE COVER 6$1. ;03.5' MIN AS PER L7 ..6-30-201. Completely Seal with Q Q¢E ..11 C1VIL 3'-6' o permanently flexible & �(►� waterproof sealant �� P Pl`!� F `u V c2 2.5' MIN PENETRATION �� INTO WOOD FRAMING 1.00'min. JU ^� EC 2011 IL STUCCO ATTACHMENT DETAIL W/ MIN SG = 0.5 L22 WITH LEDGER BOARD Aa bl$t 3', 4', 5' OR 6' ASTM A500 >k oro Synthetic Stucco or Am�.,1' �� 28921 US Hwy 74 GRADE B STEEL POST other non-st uctural covering Cfv� ' \Q - E 7(T E R t 0 R H O M E P R 0 0 0 s Romoland, CA 92585 SEE GENERAL NOTE #9 FOR 1=CAL`1F�� ' CORR❑SI❑N PROTECTION Sheathing DRAWN O. nvE: SEE ALLOWABLE DISTANCE TO FIRST OCT OZ 2013 BEJ/CP RDW OF POSTS IN TABLE 7.7 NTS Component Parts & Connection Details ICC ESR1398 (2012 IBC) 9/29/201 Page 19 of 66 For Patio & Commercial Lattice Structures Engineer's Stamp D- LT02-2012 2 of 4 �2"-j_ FOUR #14 SMS EACH SIDE FOR 140 MPH EXP 0.042"x3"X8" 4-8 #14 SMS "A„ EACH SIDE C SLAB ATTACHMENT AND UP TO d=26' HEADER 1 SEE NOTE FOOTING. 0.024' 1 MIN 0.024' 0.024" �j OR 1/2 '0 GALVANIZED OR STAINLESS "B" ,r STEEL HILTI KWIK BOLT TZ CONCRETE ANCHOR (ICC ESR 1917) W/ 2' EMBED AND 1'0 WASHER OR EQUIVALENT + 3'x8' HEADER CONNECTION 2'X6' SIDEPLATES SEE SEE NOTE FOR DIMENSIONS NOTE FOR THICKNESS 6 5/8' SEE DETAIL--/)I ETAIL 3" 6 5/8" 9� " 3"X 3" 2"X 6.625" L25 �S, ,ti9 POST ISIDEPLATES AND 'B' L26 REQUIREMENTS I� L26 FOOTING ALUMINUM BRACKET FOR CONNECTING I BRACKET FOUR- #14 SMS POST TO FOOTING OR 4' SLAB 3- (6063-T6 ALUM ALLOY) EACH SIDE, SPAC SS SINGLE SPAN ATTACHED UNITS ONLY `o Pl1c°;REQUIRES SIDEPLATES AS SHOWN IN tS; L" DETAIL L26 OR FOOT NG NOTE: SEE SHEET MISC5o. OR MISC5b FOR SPECS ON -' 61" � 3"x3" ALUMINUM RAFTER 3' SQUARE COLUMN ALTERNATE+4! MOMENT CONNECTION * 6 20 L24 (3004-H34 ALUM. ALLOY) 3'X3' L30 RAFTER TWO #10 OR #14 SMS WITH SIDEPLATES S'j CIV 2' x 6.5' SIDEPLATES (3004-H34 ALUM, ALLOY) ATTACHMENT LATTICE HEADER MAXIMUM F❑❑TING FOR T S 0 CA DETAIL IS d=26' Lattice or Solid Panels Alun. Bracket (t = 0.06 0.042"x3'x8" HEADER Live MAX •'L" FOR TOP TOP MOUNT BRACKETFSEE IR MB FOR Load Wind Speed OR SIDE MOUNT STEEL POST REQUIRED SLAB p FOR CONSTRAINED 0.21" STEEL F = 33 ksi (psD and Exposure 16" o/c 2W'o/c FOOTINGS 3/B' x 9' STEEL DETAIL L9 BRACKET IS 1y094' WIDE 8" 10 130 mph Exp B z3• -s•• 1s' -1o•• REBAR EMBEDDED AT ` 140 mph Exp B 22'-r• 1s'-1•' J— 115 Exp C 'B' DEPTH Lattice or Solid Panels% Alun. Bracket 6" MIN (0.060') 8 SMS mph 23'-9•• IT -10" 8" /l Zxe �� BOARD (eta �) ALUM \i SEE coauL � #23 130 mph Exp C 18'-101• 12'-T' d < 33' B = 9' I . B / RAFTER 114xW ecrers 140 mph Exp C 1s•-4" 10'-10" d < 38' B = 12' #8 SMS .� 3' x 8' Header #1 (0.042') 3'—x 8' Header #2Op (0.042') /103.5• .ere., 20 140 mph Exp C 12'-5" 8 3" d < 46' TIP NDIINT d < 51' FNS NOT ALLOWED IN SNOW LOAD AREAS L 1 * SEE GENERAL NOTE #9 FOR CORROSION PROTECTION B = 18' D G . B = 24' 3. FOUR, FOUR #14 SMS DE FD 2• x 6' side Plate 2" MIN #14 SMS ATTACH PER TABLE 7.5 9''r EACH HEADER V MIN GAP BETWEEN EXISTING EAVE LEDGER AND ROOF FOR V ' 4 3' x 8' Header #1 (0.042') WOOD FRAMING DRAINAGE ALUM CONCRETE FOOTING I 3"x3" POST 3'x3" POST ALL HOUSE PENETRATIONS RAFTER MUST BE COMPLETELY AND #14X1.5" SCREWS FESSIO �0 0i. L29 f d --I - 2.6.5- SIDEPLATE PERMANENTLY SEALED 6 PLACES Q PU ekle (c FREESTANDING I I 0.125'x1.5^x1.5" STEEL g Z V 2 OR ATTACHED STRUCTURE COLUMN TO FOOTING CONNECTION DETAIL (Fy=33 KSI) L" BRACKET � 2" SPACINGn �6 L27 ALTERNATIVE O SPLICE FOR ATTACHED UNITS BETWEEN SCREWS IDE MO N B ACKET L28 * 015 ,t Amerimax28921 US Hwy 74 MAXIMUM FOOTING SIZE IS d=26" EAVE ATTACHMENT /4" CIV IN IP EXTERIOR HOME PRODUCTS Romoland,CA 92585 EAVE OVERHANG AND . ..... ti�. 'L' MUST ALSO COMPLY C awn W. 1raE N CP WITH DETAIL L17 LEDGER BOARD OCT 02 2013 NTS Component Parts & Connection Details ICC ESR1398 (2012 IB9/29/2013 Page 20 of 66 For PaC) tio &Commercial Lattice Structures Engineer's Stamp DATE SHEEP LT03-2012 I 3 of 4 I I I I I. I I LOAD BEARING POST SEE DETAILS L25, L29, N8, ALUMINUM RAFTERS,;❑R- S❑LID- PANELS_-- - . 0.040'X2'X6.625' ALUM HEADERS ORS 0.042'X3'X8' ALUM HEADERS 2'X6.25' ALUMINUM DOUBLE HEADERS 3'X8' ALUMINUM DOUBLE HEADER STEEL OF ALUMINUM FIBERGLr,.» - N❑N LOAD BEARING POST PLASTIC HOLE PLUGS 1' MIN FIBERGLASS POST COLLAR FIBERGLASS R DECORATIVE M2 POST COVER NOTES: 1. FIBERGLASS POSTS ARE NON—LOAD BEARING. 2. ATTACHMENT TO HOLD COVERING IGHT #14 SMS {t` AGAINST MIN❑R LATERAL FORCES. 3, USE MULTIPLE BRACKETS 16 - NEEDED. NEEDED. I1 4. FIBERGLASS POSTS MAY B �#14X3/4' USED FOR ANY STRUCTURE. TEK SCREW'i I I I of ssfo 3/8'X -'L BOLT I U. Fy. 1.5'X1.5' STEEL L G ANGLE BRACKET (TYP) I I STEEL OR ALUMINUM * - - . . 0-201 I LOAD BEARING POST �— I OF DEC 0 2013 1r EXISTING ROOF STRUCTURES COMPLYING WITH ROOF SNOW LOAD' THIS DETAIL D❑ NOT REQUIRE ADDITIONAL DRIFTING SNOW 1 CONSIDERATIONS N29, AD,AP OR AG FOR , IFIBERGLASS DECORATIVE POST/CONCRETE ATTACHMENT I i POST COVER FIBERGLASS I i POST COLLAR L3/8'X3/4' .5"X1.5' STEEL EEL L NGLE BRACKET CTYP> .� i SLAB OR , i FOOTING BOLTCONCRETE ANCHOR d o oA4 a ESR1398 (2012,IBC)�/2013A • J Page 57 of 66 PATI❑ COVER am O-l7{h'LU 1,.7 cl :!:: OCT 02 2013 Engineer's Stamp GROUND SNOW MAXIMUM LOAD (PSF) 4 'h' (IN) 10 9 15 14 20 17 M4 25 18 3u du 40 25 50 30 60 33 wIa is 11 28921 US Hwy 74 EXTERIOR HOME PRODUCTS Romoland,CA 92585 NTS Miscellaneous Details I Miscl a-2012 . TWO 3/8" STEEL BOLTS CONTINU❑US WELD SEE TABLE FOR SIZE Fxx= 60 ksi 1.00" M5 ASTM A500 GRADE B ASTM A36 STEEL PLATE 12,00"� 0 -�j B -12 ---- qW.- F t7 t1 A Base Plate and Stub Post Specifications 1/2110 GALVANIZED HILTI KWIK BOLT TZ W/ 2" OF EMBEDMENT WELDED MOMENT RESISTING STEEL BASE PLATE ALTERNATIVE TO POST EMBEDMENT IN CONCRETE F-O❑TING THE WELDED POST BRACKET MUST BE VERIFIED TO COMPLY WITH THE REQUIREMENTS IN DETAIL M5 OF THESE PLANS AND FABRICATED IN ACCORDANCE W/ SECTION 1704,2.5.2 BY AN APPROVED FABRICATOR TO THE SATISFACTI❑N OF THE CODE OFFICIAL ICC ESR1398 (2012 IBC) 9/29/2013 Page 58 of 66 OCT 02 2013 Engineer's Stamp 139 052013 men m x, 28921 US Hwy 74 EXTERIOR HOME PRODUCTS ROmoland,CA92585 Mm or „ CP SCPJ tNYE NTS Miscellaneous Details VA �Misclb-2012 Allowed on Moment Max Constrained Plate Plate Stub Stub Minimum Capacity Footing Size Size Thickness Post Size Post Size Weld Size (Ibf*ft) flin) A (in) t1 (in) B (in) t2 (in) (in) 624 21 8 0.375 2.5 0.188 0.125 1065 24 12 0.375 2.5 0.188 0.125 1706 27 11 0.5 2.5 0.188 0.125 2600 30 17 0.5 2.5 0.25 0.188 3365 32 14 0.625 2.5 0.375 0.25 Base Plate and Stub Post Specifications 1/2110 GALVANIZED HILTI KWIK BOLT TZ W/ 2" OF EMBEDMENT WELDED MOMENT RESISTING STEEL BASE PLATE ALTERNATIVE TO POST EMBEDMENT IN CONCRETE F-O❑TING THE WELDED POST BRACKET MUST BE VERIFIED TO COMPLY WITH THE REQUIREMENTS IN DETAIL M5 OF THESE PLANS AND FABRICATED IN ACCORDANCE W/ SECTION 1704,2.5.2 BY AN APPROVED FABRICATOR TO THE SATISFACTI❑N OF THE CODE OFFICIAL ICC ESR1398 (2012 IBC) 9/29/2013 Page 58 of 66 OCT 02 2013 Engineer's Stamp 139 052013 men m x, 28921 US Hwy 74 EXTERIOR HOME PRODUCTS ROmoland,CA92585 Mm or „ CP SCPJ tNYE NTS Miscellaneous Details VA �Misclb-2012