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BPAT2015-0019
• .., ? \, ;.���!'. waw J � i; � tr, ,VOICE (760) 777-7125 ' 78-495 CALLE TAMPICO a 1 , I ` , • LA QUINTA, CALIFORNIA 92253 FAX (760) 777-7011 COMMUNITY DEVELOPMENT DEPARTMENT; k' INSPECTIONS (760) 777-7153 BUILDING!PERMIT' Date: 3/24/2015 Application Number: BPAT2015-0019 .,r • 0 ' t Owner: ^ ^4'� ' DAVID ALTENBERN a Property Address: 51910 AVENIDA VILLA r APN: 773183007 i '"� •� " �f 51910 AVENIDA VILLA '` r w, Application Description: ALTENBERN DAVID PATIO COVER LA QUINTA, CA 92253 Property Zoning: Application Valuation: $2,000.00 .Applicant: ATLAS AWNING AND SCREEN INC .754 SOUTH WILLIAMS ROAD PALM SPRINGS, CA 92264 Contractor: { r ATLAS AWNING AND SCREEN INC r 754 SOUTH WILLIAMS ROAD PALM SPRINGS, CA 92264 ry (760)327-8466 LIc. No.: 835140 ------------------------ ------- "-- ---- ' ----------------------- 1. LICENSED CONTRACTOR'S DECLARATION --------'- WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions'of Chapter I hereby affirm under penalty of perjury one of the following declarations: . 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, I have and will maintain a certificate of consent to self -insure for workers' and my License is in full force and effect. compensation, as provided for by Section 3700 of f the Labor Code, for the performance License Class: D03 License No.: 835140 of the work for which this permit is issued. ' I have and will maintain workers' compensation insurance, as required by )t Date: Contractor. 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: OWNER -BUILDER DECLARATION Carrier: _ Policy Number: _ I I I hereby affirm under penalty of perjury that I am exempt from the Contractor's State I certify that in the performance of the work for which this permit is issued, I License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any shall not employ any person in any manner so as to become subject to the workers' city or county that requires a permit to construct, alter, improve, demolish, or repair compensation laws of California, and agree that, if I should become subject to the any structure, prior to its issuance, also requires the applicant for the permit to file a workers' compensation provisions of Section 300 of the Labor Code, I shall forthwith ' signed statement that he or she is licensed pursuant to the provisions of the - comply with those provisions. ' Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division of the Business and Professions Code) or that he or she is exempt therefrom and the te: Applicant: basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for permit subjects the applicant to a civil penalty of not more than five hundred dollars WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, ($500).: • , / AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ( () I, as owner of the property, or my employees with wages as their sole ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF . compensation, will do the work, and the structure is not intended or offered for sale. COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not INTEREST, AND ATTORNEY'S FEES. . apply to an owner of property who builds or improves thereon, and who does the work 1 himself or herself through his or her own employees, provided that the improvements APPLICANT ACKNOWLEDGEMENT are not intended or offered for sale. If, however, the building or improvement is sold IMPORTANT: Application is hereby made to the Building Official for a permit subject to within one year of completion, the owner -builder will have the burden of proving that • the conditions and restrictions set forth on this application. he or she did not build or improve for the purpose of sale.). 1. Each person upon whose behalf this application is made, each person at whose (� I, as owner of the property, am exclusively contracting with licensed contractors request and for whose benefit work is performed under or pursuant to any permit to construct the project. (Sec. 7044, Business and Professions Code: The Contractors' issued as a result of this application , the owner, and the applicant, each agrees to, and State License Law does not apply to an owner of property who builds or improves I shall defend, indemnify and hold harmless the Cit/ of La Quinta, its officers, agents, and thereon, and who contracts for the projects with a contractor(s) licensed pursuant to employees for any act or omission related to the work being performed under or the Contractors' State License Law.). following issuance of this permit. ( I I am exempt under Sec. B.&P.C. for this reason 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. Date: Owner: I certify that I have read this application and state that the above information is correct. CONSTRUCTION LENDING AGENCY I agree to comply with all city and county ordinances and stale laws relating to building I hereby affirm under penalty of perjury that there is a construction lending agency for construction, and hereby authorize representatives of this ct, enter upon the ab ve-- the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). mentioned property for inspection purposes. Lender's Name: Date: Signature (Applicant or A Lender's Address: - .. FINANCIAL INFORMATION � F xU ACCONESC MOUPAID+ PAID•DATEARIPTION f'� , BSAS SB1473 FEE 101-0000-20306 0 $1.00 $0.00 �' s BY E :1 ' `r METHOD r 4CHECK;##a� CLTD BY E yr" .PAID r',1 ;.RECEIPT;#� r Total Paid forBUILDING STANDARDS ADMINISTRATION BSA, $1.00 $0.00 " NTONDESCRIPTI :MOUNT Y ~!ACCOLI PAID PAID DATE< PATIO.COVER, STD, OPEN 101-0000-42404 0. $97.17 $0.00 PAID BY: Y" METHOD �x,, �!� -:x�}: RECEIPT#r •r =CHECK# { �'� '' CLTD BY y .+ Ci. _%- r -�"-••'�:: e}'•.1r a�r:,.w .w..+s.%t—.cw.W-5+..:w..-n a � c �t �xm. fir. _.. .. - n .�'.+ .t .•} DESCRPTION V ".'PAID'DATE ,. T �t r. . PATIO COVER, STD, OPEN PC 101-0000-42600 0 i $95.72 $0.00- `PAID'B$ METHOD ` S i F7 # "� <, ''"a`• -'CHECK.# 1 4' CLTD`I hL �— };'RECEIPT "'i4 Y t.. .�' E'... •'2 'i} r!„ ., it x i Total Paid for PATIO COVER/ COVERED PORCH./ LATTICE $192.89 $0.00 *'DESCRIPTION = ','ACCOUNTS i , �4} QTY AMOUNT ' A,PAIDe y PAID�DATE' tr1w t ) ,' .i'. W - s7yy� •'/K.. - .. S 'i '•" r .-t. M . 7 >Y - ei '1 {. SMI - RESIDENTIAL 101-0000-20308 0 $0.50 $0.00 %METHOD �3.RECEIPT,# !a;rTx` CHECK #sq 33f CLTD.'BY' i Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.50 $0.00 TOTALS: $194.39 $0.00 � F ' r r Description: ALTENBERN DAVID PATIO COVER xa (Type: PATIO COVER Subtype: Status: UNDER REVIEW Applied: 3/24/2015 PJU Approved: Parcel No: 773183007 Site Address: 51910 AVENIDA VILLA LA QUINTA CA 92253 Subdivision: SANTA CAR MELITA AT VALE LA QUINTA Block: 120 Lot: 17 Issued: NO 12 ` Lot Scl Ft: 0 Building Sq Ft: 0 Zoning: Finaled: Valuation: $2,000.00 Occupancy Type: Construction Type: Expired: No. Buildings: 0 No. Stories: 0 No. Unites: 0 Details: ALUMAWOOD NEWPORT SOLID SHADE COVER 10'9" X 19'3" 2012 IBC & 2013 CALIFORNIA BUILDING CODES .PER APPROVED PLANS. INFORMATIONFINANCIAL Printed: Tuesday, March 24, 2.015 9:00:54 AM ' 1 of 2 C SYSTEMS xa CHRONOLOGY CONDITIONS INFORMATIONFINANCIAL Printed: Tuesday, March 24, 2.015 9:00:54 AM ' 1 of 2 C SYSTEMS 1lLL{i tia... .. -..c _ - i ` r - ` . ,;'•'i'• +t..,+ ,''+ i " s.•Y -s.` t ;r:._ ^�/i�� ���.,six•4j-t•-I,dr�''.3,�.k�,�rb{A ''y;�d w,. a,t-...wf.t �.- .......r • S, .��.�� � j�.+�, x� i� � IX "3`,r,.,{' .. W� - .R` r ., s. ,i:...� r,. • ..x Gy.; ro• � W � s. 'x- ��. ; �.. Z ��. /fir` ��-e �.'�� rtf �,x s.. A.• ��� ;'..,+.�y, *,f'Sro��e�;i ",:'� *+ �-�S � � � '", �.: 3 h f ..,„f�...,.i � •., .,., I I� a I� • � "-' . mac, . r�'�� Gr iNa•..c+�.� :.:,�.. �"^»� � - -.�R +Ii°� -w �:}..,yr .c- `�.'. ..::.Y r'�t+,+.i�`....-'� w*" y..... .C,�� c '^�� .+��,r'�x. .+� ,t - .=�+" J. • -� - ..Fc.- � '* : "mss.. s... "�". �-�:d:... r�e^rf ...,1^t -:... _ a>• .. s _ - '�` - ,. � -rte-�-'^'---�'- �^'�^,r��� *-�----••--c --�� ..„� -, - 7•., r *CLTU D DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE RECEIPT# 'CHECK # METHOD PAID By BY BSAS SB1473 FEE 101-0000-20306. 0 $1.00 $0.00 Total Paid for BUILDING STANDARDS ADMINISTRATION $1.00 $0.00 BSA: PATIO COVER, STD, 101-0000-42404 0 $97.17 $0.00 OPEN PATIO COVER, STD, 101-0000-42600 0 $95.72 $0.00 OPEN PC Total Paid for PATIO COVER / COVERED PORCH / LATTICE $192.89 $0.00 SMI - RESIDENTIAL 101-0000-20308 1 0 $0.50 1 $0.00 Total Paid forSTRONG MOTION INSTRUMENTATION SMI: $0.50 $0.00 • $0.00 t • SE ID INSPECTIONfTYPE INSPECTOR; SCHEDULED ',COMPLETED SU" ;RELT r �` y7 REMARKS i:� `y eNOTES "" ' .. DATE FINAL" BLD PARENT PROJECTS Printed: Tuesday, March 24, 2015 9:00:54 AM 2 of 2 CR SYSTEMS ........... ............ . .. •�o1alPsr'iii;3l:ccs.....: --� . _ .. �%.... .. J .. . ti ��_�. ___ ._i___, _ _._ . 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 r -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 OFA SINGLE FAMILY DWELLING OR LARGER) PREVAILS IN THE UPWIND DIRECTION FOR A DISTANCE QF AT LEAST 1500 FT. EXPOSURE C: SHALL APPLY WHEN EXPOSURE B AND D (SMOOTH MUD FLATS, SALT FLATS, UNBROKEN ICE AND OTHER) DO NOT. r 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) /r 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. i 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/FT AND 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 COVERTS 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 ASTMaA R USE AN APPROVED COATING COMPLYING WITH IBC SECTION 2203.2. 10. ALTERNATE ALUMINUM ALLOYS OF EQUAL OR HIGHER STRENGTHS MAY BE USED. 3004H2 MAYBE SUBSTITUTED FOR 3004H3x. ,¢ j 30-2015 * .ICA 2 01 n 28921 US Hwy 74 . * EXTERIOR HOME PRODUCTS Romoland,CA 92585 DRAWN BY-- CMP NONE N�EARTGENERAL NOTES (ICC ESR1398 (2012 IBC) 9/29/2013> Page 2 of 66 OCT 02 2013 DATE: D Hn G SHEET ENGINEERS STAMP OR PART GN01-2012 1 OF 2 NI lunro Amerimax Exterior Home Products Alumawood"° 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 4 PAGES 4 PAGES 4 PAGES LTO 1-2012 LT02-2092 LT03-2012 LT04-2012 2 PAGES 10 PAGES 10 PAGES 4 PAGES NP01-2012 NP02-2012 NP03-2012 N PO4-2012 9 PAGES CD01-2012 CD02-2012 CD03-2012 CD04-2012 CD05-2012 CD06-2012 CD07-2012 CD08-2012 CD09-2012 10 PAGES Misc1a-2012 Misc1 b-2012 Misc2-2012 Misc3-2012 Misc4-2012 Misc5a-2012 Misc5b-2012 Misch-2012 Misc7-2012 Misc8-2012 LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES LATTICE 2.0 POST SPACINGS. FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN 115 MPH WIND AREAS LATTICE 3.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN HIGH WIND AREAS COMPONENT PARTS AND CONNECTION DETAILS FOR LATTICE STRUCTURES SOLID COVER 4.0 PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURES SOLID COVER 5.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN 115 MPH WIND AREAS SOLID COVER 6.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN HIGH WIND AREAS COMPONENT PARTS AND CONNECTION DETAILS FOR NEWPORTS COMPONENT PARTS AND CONNECTION DETAILS MISCELLANEOUS DETAILS MISCELLANEOUS DETAILS FAN BEAM DETAILS 7.0 POST AND FASTENER REQUIREMENTS FOR ALL STRUCTURES 7.0 FOOTING AND SLAB ATTACHMENT TABLES 7.0 REQUIREMENTS FOR SURFACE MOUNTED POSTS ON CONCRETE SLABS OR FOOTINGS 7.0 REQUIREMENTS FOR SURFACE MOUNTED POSTS ON CONCRETE SLABS OR FOOTINGS 7.0 FORCES ON EXISTING STRUCTURES STRUCTURAL PROPERTIES OF BEAMS, FASCIA, PANELS AND RAFTERS FOR USE BY DESIGN PROFESSIONALS CONCRETE SLAB REQUIREMENTS FOR CONSTRAINED FOOTINGS OCT 02 2013 P X Septemb4"29, 2013 S", ¢�L A �t GENERAL NOTES: 20. All structures must comply with one of the following: (CONTINUED FROM SHEET NO. 1) 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. 11. STEEL FASTENERS SHALL BE EITHER STAINLESS (3000 SERIES), GALVANIZED OR DOUBLE b. Structures with flat roof design snow loads over 30psf complying with IBC Section 1613.1 CADMIUM PLATED. BOLTS SHALL BE ASTM A-307 HOT DIPPED GLAVANIZED, MECHANICALLY Exception #1 do not require additional seismic analysis. GALVANIZED, ZINC ELECTROPLATED, ALUMINIZED OR 300 SERIES STAINLESS STEEL. CONCRETE c. Structures not complying with (a) or (b) require additional engineering seismic analysis. ANCHOR BOLTS ARE SPECIFIED IN THE DETAILS. ALL WOOD SCREWS MUST COMPLY WITH ANSI/ASME STANDARD BI 8.6.1 AHD AND AF&PA NDS -05 11.1.4. ALL LAG SCREWS MUST COMPLY WITH ANSI/ASME 21. DRIFTING SNOW IS ADDRESSED IN DETAIL M4. SLIDING SNOW IS BEYOND THE SCOPE OF THIS B18.2.1 AND AF&PA NDS -05 11.1.3. ALL STEEL WASHERS TO BE ASTM F844 W/ REPORT. 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 22• ALL MULTISPAN TABLES AND DETAILS ASSUME EQUAL SPANS WITHIN 20%. ALL WILL HAVE A MINIMUM EDGE DISTANCE OF 2X FASTENER DIAMETER. SPECIFICATIONS MUST BE BASED ON LONGEST ACTUAL SPAN' 12. EMBEDDED POST SURFACES SHALL BE CLEAN AND FREE FROM OILY SURFACES. 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. 13. HEADER SPLICES SHALL NOT BE LOCATED NEARER TO THE END OF THE STRUCTURE THAN ('O - THE FIRST INTERIOR POST. (EXCEPT FOR FULL STRENGTH SPLICES) FULL STRENGTH SPLICES 24. AT LEAST ONE HORIZONTAL DIMENSION OF THE COVER (PROJECTION OR WIDTH) SHALL BE (DETAILS U, AND X) MAY BE LOCATED ANYWHERE.. LESS THAN 30' 14. ALL SELF DRILLING AND SELF TAPPING SCREWS MUST COMPLY TO ICC- ESR 1730, 2196 OR GENERAL NOTES FOR LATTICE STRUCTURES: EQUIVALENT AND USE HEADS W/ DIAMETERS EQUAL TO #8 =16", #10 = g", #12 = AND #14 = z" OR (PERTAINS TO LATTICE STRUCTURES ON DRAWINGS SCO2-20.112�AND LT01-2012 THRU LT03-2012:) 32" STEEL WASHERS OF SIMILAR DIAMETER AND AS PER GENERAL NOTE #11 1. SEE GENERAL NOTE #3 FOR LIVE AND SNOW LOADS. !� 15: STRUCTURES MAY NOT BE ENCLOSED IN ANY MANNER WITHOUT ADDITIONAL ENGINEERING 2. NOTE INTENTIONALLY LEFT BLANK. ANALYSIS OR APPROVAL OF THE LOCAL BUILDING AUTHORITY. 3. SINGLE SPAN ATTACHED LATTICE STRUCTURES THAT DO NOT USE DETAIL L29 MUST C M LY 16. ALLMINUM SOLID ROOF PANELS ARE CLASS A FIRE RATED AS INDICATED BY THE EXCEPTION WITH TABLE L1 AND L2 ON SHEET M5. #21N 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 ES IO�y STAINLESS, ALUMINIZED OR GALVANIZED STEEL) OR ABSORBENT BUILDING MATERIALS, LIKELY j' p U ), TO BE CONTINUOUSLY OR INTERMITTENTLY WET, THE FAYING SURFACES SHALL BE PAINTED OR N'9? I OTHERWISE SEPARATED IN ACCORDANCE WITH THE ALUMINUM DESIGN MANUAL PART I -A SECTION 6.7. rn . 19. WHEN A SINGLE SPAN ATTACHED UNIT IS ATTACHED TO A WOODEN DECK, THE MAXIMUM 30 5 � - DEAD LOAD + LIVE LOAD FROM THE PATIO COVER IS 750 LBS AND THE POST,SPACING SHALL NOT EXCEED THAT SPECIFIED FOR IVIV 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 (-)?.ESSI ROOF HEIGHTS OF 12 FT FROM GRADE. THE EXISTING DECK STRUCTURE MUST BE Q� " PU DEC O13 ADEQUATE TO SUSTAIN THESE ADDITIONAL LOADS. THE STRUCTURAL ADEQUACY OF THE DECK �P TO SAFELY SUSTAIN THESE ADDITIONAL LOADS WILL REQUIRE APPROVAL BY LOCAL BUILDING AUTHORITY OR ADDITIONAL ENGINEERING. SEE DETAIL L13, N12 ORAL. CONSTRUCTION OUTSIDE V .. m_ $ 3 �! OF THESE PARAMETERS MAY REQUIRE ADDITIONAL ENGINEERING. `jj murimak 28921 US Hwy 74 p -2b15 *. Romoland, CA 92585 I EXTERIOR NOM E PRODUCTS I�P, GIVi1DRAWN Hr. CAUF. CMP l TUM DRAWING IICC ESR1398 (2012 IBC) 9/29%2013O Page'3 of 66 OCT 02 2013 NONE NAME GENERAL NOTES ENGINEERS STAMP n 0 MBIER GN02-2012 SHEET OF 2 ULES• p ' LENGTH VARIES ECTION �q�c' SEE SCHED R E 0 1007 OF PROD O" PROJECTION LENGTH VARI 007 DF PROJECTION Nom•. SEE SCHEDULE FOR POSTS. ALL POSTS TO BE 5 GTH FASCIA INSTALLED VERTICALLY. MAY HAVE MORE THAN 2 POSTS (PER IMERMEDIATE BEAM). MIN. LENGTH LENGTH & OINT POSTS A -MIN. SLOPE 0.25%pT, END FASCIA MIN• END SEE SCHEDULE FOR PANEL F CIA NO. OF # ATTACHMENT TO MIN MULTISPAN FREESTANDING �X COVER PANEL 4' CONCRETE SLAB HTML ERR MAX.OVER PANEL UCTUR QF FC10 FASCIA USED WHERE MAY OVERHAN� HEADER CNSTALL OLUMN w PERMITTED 257 P,Q = SQP� 14 ScyA�� (• = SEE SCHEDULE SPACIINvG w ' VERTICAL Q�'Q PROVIDE 1 1/ ROVIDE 1 1/2" DRAIN MIN 3.5' CONCRETE SLAB DRAIN _ REQ'D W/ CONSTRAINED'MIN 3.5' CONCRETE SLAB REQ'D 'd7 IF _1L ,dFOOTINGS SEE SCHEDULE FOR d - W/ CONSTRAINED FOOTINGS / r C�SEE SCHEDULE FOR FOOTING SIZE 'd' 'd' FOOTING SIZE SINGLE SPAN ATTACHED STRUCTIIRF I SINGLE SPAN ATTACHm euf�FVGRCTI SfRIH'IIIGF t MAX. O'HANG 25% OF POST SPACING LENGTH VARIES. SEE SCHEDULES SpB�UI/ SEE SCHEDULE FOR x Oar C POST SPACING OV C p ���FND N FASCIA CANT LEyER SPE—AANR FAC. 3/8"0 X 9' REBAR N F MIN 3.5' CONCRETE W/ CONSTRAINED FOOTINGS BREQ'D A ASCDI SEE SCHEDULE FOR SIZE � d' DETAIL AQ OR N29 ONLY INTER— SINGLE SPAN FREESTANDING STRUCTURE (` PANEL MAY MEDIATE OVER PN OVERHANG 25% BEAM 1/2"0 STEEL VARIES MAXIMUM OF RSPAN 25� COL DAR (RE—BAR w LENGTH MpX R � = TNN SPACING _ FOR POST SIZE SEE hc POST SCHEDULES MI f= - PROVIDE 1 1/2" I SEE SCHEDULE FOR SIZE DRAIN �/ i DETAIL AD OR N29 ONLY MIN 3.5' CONCRETE SLAB REO'TY " n I — FASCW cpvER HDER � Q FESSIPUT q� W/ CONSTRAINED FOOTINGS EAPANEL MULTISPAN ATTACHED CANTILEVERED STRUCTURE DRAINDE 1 1/2 Lu _ j '68139 ?0 MIN 3.5' CONCRETE SLAB REQ'D I * 6 30 2015 PATIO COVERS ARE LIMITED T❑ 12' W/ CONSTRAINED FOOTINGS "de ' = HEIGHT. CARPORTS AND COMMERCIAL VAUTI SEE SCHEDULES -P L% SEE SCHEDULE,,FOR SIZE STRUCTURES ARE LIMITED TO 15' 'E�0 AN P PLACE 3/8'0 STL(RE—BAR) DETAIL AQ OR X29 ONLY c!'J9. CIVIIL HEIGHT. p pal4 SPAN CALIF —END DCIA Q�°FesSioNq. '' EC 5 013 2HEADER covER P EL 1:, HEADER G NSTALL BwM�� AOVERMFUwMNG �� '2 COLUMN`25XSPA POST w U m VERTICALLY d SILCOLTYP. SPACING = �, 8ROVI� � __ _ I 28921 US H 74 DRAIN DE 1 1/z• �` �t D `015 Romoland, CA 92585 [D� I * E X T E R 1 O R H O M E PRODUCT S 3RE— STEEL BAR IL MIN 3.5' CONCRETE SLAB REQ' 'd 'a' 'd' ' .d. (RE—BAR) CIV:N- ��PI um ST W/ CONSTRAINED FOOTINGS _ CAI�FOEL CMP xL SEE SCHEDULE FOR SIZE MUMEM ATTACHED STRUCTURE DETAIL AQ OR N29 ONLY NONE OR.PART SOLID PANEL STRUCTURAL ICC ESR1398 (2012 IBC) 9/29/2013 Pa e 4 of 66 OCT 02 2013 NAME CONFIGURATIONS 9 ENGINEERS STAMP D NUMBRMSRT SCOI —2012 SHEET OF 2 • I '3'X8' ALUM HEADER, 3'X8' STEEL C {CLEAR ASPi R SPAN AX. RFTER _ DOUBLE ALUM HEADER �Fp7IpN MULTISPAN FREESTANDING M ' DOUBLE STEEL C BEAM LATTICE STRUCTURE TWO OR ARE SPANS r LATTICE OVERHANG 36 x6.625", 3"x8" OR 3"x3" ALUM. RAFTERS ' MAX o �� 24' MAX FOR 30 PSF SNOW MAXIMUM RAFTER pN i� LOAD OR HIGHER OVERHANG S 25% of �01�(��GF CLEARSPAN ' VVW" r t � LATTICE OVERHANG _ 36' MAX 24' MAX FOR 30 /� V S �S�tiF 0�`6 PSF SNOW LOAD OR \ A. POST HT. HIGHER 4 FOR` OF CLEAR SPAN 3"x 8"x 12 or 16 GA STEEL "C• BEAM 5 FOR BEAM WRAP DETAIL, of P �e S �I T9 ^Ip� DEraLfus'.P�S��SE6SA 46 ATTACHMENT TO MIN 4' MIN`3.5' CONCRETE SLAB REQ' n0(��Q VF G .O V 09 pN gyp$ CONCRETE SLAB W/O FOOTINGS W/ CONSTRAINED FOOTINGSMAY SEE BE USEDWHEREPERMITTED SEE SCHEDULE FOR SIZE---, MIN 3.5' CONCRETE SLAB i DETAIL L29 ONLY I �A REQ'D W/ CONSTRAINED ld I 'J y "d• FOOTINGS ULES p �Gn.1 VARIES• SOF PRW CE T10N FASCIA N �. LFNGn 1 1009 ~ SINGLE SPAN ATTACHED MIN _ I, 2'x6.625', 3'x8' OR Ic` LATTICE STRUCTURE �, 3'x3' ALUM RAFTERS r, •: fL RAFTER HEADER MAX. COVER PANEL TAILS OVERHANG LATTICE: 0� S GAN y7 SPACING SEE w SEE DETAIL L3 rp. t PROVIDE 1 1/ % H� ���� S' DRAIN A�M5' CONCRETE SLAB REQ'D W/C�pNSTRAINEDCRETEB �TFSS/�FQ$'T �Q�� FESSI "d FOOTINGS ,CONSTRAINED FOOTINGS Seo o AUT �ccyc/ SEE SCHEDULE FOR MULTISPAN UNITS FOOTING SIZE " "d• m REFER TO GENERAL ( aE SPAN AMMM nrmLMM cnxirni SINGLE SPAN FREESTANDING PLACE 3/8" OX:9' 139 NOTE 22, LATTICE STRUCTURE`` SEESCHEDULE-FOR.SIZE h 630 15 l - DETAIL L29 ONLY`` 1VLL TW TW TW TW . TW TW TW Q�ypFESSlON jS CAL1F0 .PU F D C 5 13 O'HANG-"--� I OVERHANG m mqu 'x * D- 2JJ615 ;t . J28921,US Hwy 74 E X T E R I O RF, HOME PRODUCTS Romoland, CA 92585 cl LIKAWN CAL1Ft%T' CMP FREESTANDING STRUCTUREATTACHED STRUCTURE NONE OR PART ALUMAWOOD STRUCTURAL y ICC ESR1398 (2012 IBPage 5 of 66 C) 9/29/2013 OCT 02 2013 NAME-,: CONFIGURATIONS DADRAWING SHEET TRIBUTARY WIDTH (TW) DIAGRAM ENGINEERS STAMP ORPARTSCO2-2012 2 OF 2 LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES 0.024"x2"x6.625" Rafter /Single Snanl n ns9y9"YR R95- P.R., /Sinnla Q-% 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" 101-4" 10'-0" 20 16" 12'-9" 12'-8" 12'-0" 11'-4" LIVE 12" 15'-0" 14'-9" 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'-0" 6'-6" 6'-6" 6'-0" 12' 8'-T' 8'-7" 8'-7" 8'-7- 25 24" 4'-2" 4'-2" 4" 4'-2" Exp B 20" 4'-11" 4'-11" 4' 1" 4%11" 60 16 6'-2" 6'-2" 6'-2" 6'-2" 12" 8'-3" 8'-3" 8'-3" 8'-3" 30 24" 3'-5" 3'-5" 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" V-10" V-10" 40 24" 2'-7" 2'-T' 2'-7" 2'-7" 20" 3'-1" 3'-1" 3'-1" 3'-1" 16" 3'-10" 3'-10" 3'-10" 3'-10" 12" 1 5'-2" 5'-2" 5'-2" 5'-2" 60 24' 1'-9" 1'-9" 1'-9" 1'-9" F712' 20" 2'-1" 2'-1" 2'-1" 2'-1" 16" 2'-7" 2'-7" 2'-7" 2'-7" 12" 3'-5" 3'-5" 3'-5" 3'-5" I AGLt 1.1 n n9d"v9"vR R96- o�aar /M. JNc---I 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" r7'-9" T-9" 7'-9" 7'-9" 20 16" 9'-1" 9'-1" 9'-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" 6'-9" 6'-9" 25 24" 3'-8" X-8" 3'$" 3'-8- Exp B 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'-6- 30 24" 3'-1" T-1" T-1" 3'-1" 20" 3.$„ 3._8" X-8- X-8" 16" 4'-5" 4'-5" 4'-5" 4'-5" 12" 5'$" 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" X-6" 3'-6" X-6" 3--6" 12" 4'-5" 4'-5" 4'-5" 4'-5" 60 24' V-7" 1,-7" 1'-7" 1'-7" F712' 20" V-11" 1'-11" 1'-11" 1'-11" 16" 2'-5" 2'-5" 2'-5" 2'-5- 12' 3,_1.. 3._1" 3. 1„ 3._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'-0" 14'-10" 20 16" 17'-11" 17'-11" 17'-4" 16'-6" LIVE 12" 20'-6" 20'-6" 19'-11" 19'-0" 20 24' 7'-5" T-5" T-5" T-5" LIVE 20" 8'-11" 8'-11" 8'-11" 8'-11" 30 16" 11'-1" 11,_1" 111_11, 111_11, 12" 14'-8" 14'-8" 14'$' 14'-8" 25 24" T-1" 7'-1" T-1" T-1" Exp B 20" 8,-0" 8'-6" 8'-6" 8'-6" 60 16" 10'-7" 10•_7•, 10•_7• 10•_7" 12" 14'-0" 14'-0" 14'-0" 14'-0" 30 24" 5'-11" 5'-11" 5'-11" V-11" 20" 7'-1" 7'-1" 7'-1" 7'-1" 16" 8'-10" 8'-10" 8'-10" 8'-10" 12" 11'-9" 11'-9" 11'-9" 11'-9" 40 24" 4'-5" 4'-5" 4'-5" 4'-5" 20' 5'-4" 5'-4" 5'-4" 5'-4" 16" 6'-8" 6'-8" 6'-8" 6'-8" 12" V-10" 8'-10" 8'-10" 8'-10" 60 24" 3'-0" 3'-0"3'-0" 2'-9" 3'-0" F712' 20" 3'-T' 3'-7" 3'-7" 3'-7" 16" 4'-5" 4'-5" 4'-5" 4'-5" 12" 5'-11" 5'-11" 5'-0" 5'-0" I AtSLt l.L n.n39"Y9"Y9 995" RnRar /Melfi --1 Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp B Exp C s in 115 130 115 120 10 24" 10'-3" 10'-3" 10'-3" 10'-3" LIVE 20" 11'-7" 11'-7" 11'-7" 11'-7" 20 16" 13'-5" 13'-5" 13'.5" 13'-5" 1 LIVE 12" 16'-0" 16'-0" 16'-0" 16'-0" 20 24" 6'-1" 6'-1" 6'-1" 6'-1" LIVE 20" 7'-0" 7•-0" 7'-0" 7'-0" 30 16' 8'-4" 8'-4" 8'-4" 8'-4" 12" 10'-3" 1 10'-3" 10'-3" 10'-3" 25 24' 5'-10" 5'-10" 5'-10" 5'-10" Exp B 20' 6'-9" 6'-9" 6'-9" 6'-9" 60 16" 8'-0" W-0" 8•-0" 8'-0" 12" 9'-11" 9'-11" 9'-11" 9'-11" 30 24" 5'-0" 5'-0" 5'-0" 5'-0" 20" V-10" V-10" 5'-10" 5-10" 16" 7'-0" 7'-0" T-0" T-0" 12" 8'-8" 8'-8" 8'-8" 8'-8" 40 24" 3'-11" 3'-11" 3'-11" 3'-11" 20" 4'-7" 4'-7" 4'-7" 4'-7" 16" 5'-7" 5'-7" 5'-7" 5'-7" 12" T-0" 7'-0" T-0" 7'-0" 60 24" 2'-9" 2'-9" 2'-9" 2'-9" F712' 20" 3'3" 3'-3" 3'-3" 3'-3" 16" 3'-11" 3'-11" 3'-11" 3'-11" 12' 5'-0" 1 5'-0" 5'-0" 5'-0" I At$Lt 1.10 ICC ESR1398 (2012 IBC) 9/29/2013 IABLE 1.7 n nan-v9-„a a9c- orae. tc::...i." e, N 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" Exp B 20" 12'-9" 12•_9" 12'-9" 12•_9' 60 16" 15'-6" 15'-0" 15'-6" 15'-6" 12" 17'-g" 17•_9" 17•_9" 17•_9" 30 24" V-11"8'-11" 6'-6" 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" 1 16'3" 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'-6" 4'-6" 4'-6" F712' 20" 5' 5" 5!-5" 5!-5" 5' 5" 24" 4'-11" 4'-11" 4'-11" 4'-11" 16" 7'-4" 7'-4" 7'-4" 7'-4" O.n49"Y3'YR" Rafter Minnia Snnnl 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" g'-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" 7'-10" T-10" 7'-10" Exp B 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.. 9,_9" 9,_9.. g,_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" 7'-4" 7'-4" 7'-4" 7'-4" 16" 10'-11" 10•_11. 10•_11" 101-11,11 60 36" 3'-3" 3'-3" 3'-3" 3'-3" F712' 32" 3'-8" 3'-8" 3'-8" X-8" 24" 4'-11" 4'-11" 4'-11" 4'-11" 16" 7'-4" 7'-4" 7'-4" 7'-4" 3'X3" Raftpr OR" n/r. rMi dfisnan nr 12innlal 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" LIVE20" 0.040" 14'-6" 14'-0" 14' g._9.. 30 0.024" 7A" 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" 6'-1" Exp B 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'. 13'-4" I ACLt 1.15 Page 6 of 66 Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp B Exp C s in 115 130 115 120 10 24' 13'-9" Amerimax Exterior Home Products 13'-9" 16" 6'-9" 6'-9" 6'-9" 6'-9" 15'-5" 15'-5" 16" 17'-9" 17•_9" 28921 US Hwy 74 17'-9" 12" 8'-11" 8'-11" 8'-11" 8'-11" 20'-11" 20 24" 8'-6" 8'-6" 8'-6" Romoland, CA 92585 LIVE20" TABLE 1.3 g,_9.. TABLE 1.4 g._9.. NOTE: RAFTERS MAY OVERHANG 25% OF THEIR CLEARSPAN Carl Putnam, P. E. 0.040"x2"4.625" Rafter Multispan 11'-4" 0.042"x3'x8' Rafter Mullis an 3441 Ivylink Place Ground Rafter Wind Speed and ExposureLynchburg, 25 24" 8'-2" VA 24503 Snow Load Spacing Exp B Exp C 914„ 91-4- 9.-4- 9.-4,, carloutnam(alcomcast.net I ACLt 1.15 Page 6 of 66 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 - LIVE20" 32" 9._9., g,_9.. 9,_9.. g._9.. 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" 914„ 91-4- 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" 7'-1" 7'-1" 20" 8'-2" 8'-2" 8'-2" 8'-2" 16" 9'-8" 9'-8" 9'-8" 9'-8" 12' 11'-10" 1111 -1011111 --lo" 11'-10" 40 24" 5'-8" 5'$" 5'-8" 5'-8" 20" 6'-T' 6'-7" 6'-7" 6'-7" 16" 7'-10" 7'-10" 7'-10" 7'-10" 12" 9'-8" 9'-8" 91-8" 9'-8" 60 24" 4'-0" 4'-0" 4'-0" 4'-0" F712' 20" 4'-8" 4'-8" 4'-8" 4-8" 16" 5'-8" 5'-8" 5'-8" 5'-8" 16" 7'-1" 7'-1" 7'-1" T-1" I ACLt 1.15 Page 6 of 66 Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp B Exp C s in 115 130 115 120 10 36" 11'-8" 11'-8" 1 V-8" 11'-8" LIVE 32" 12'-8" 12'-8" 12'-8" 12'-8" 24" 15'-4" 15'-4" 154" 15'4" 16' 19'-8" 19'-8" 19'-8" 19'-8" 20 36"6!-10" V-10" 6'-10" 6'-10" LIVE 32" 7'-6" 7'-6" 7'$' 7'-6" 24" 9._5.. 9,_5. 9._5„ 9,_5„ 16" 12'-8" 12'-8" 12'$" 12'-8" 25 36" 6'-7" 6'-7" 6'-T' 6'-7" 32' 7'-3" 7'-3" 7'-3" 7'-3" 24" 9. 1., 9,_1., 9._1" 9,_1.. 16" 1 12'-2" 12'-2" 12•_2" 12•_2" 30 36" 5'-8" 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'-g" 101_9•• 10--91- 40 36" 4'-5" 4'-5" 4'-5" 4C6"- 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" 3'-0" 3%0" 3'-0" 32' 3'-5" 3'-5" 3 '-5" S 3'" 24" 4'-5" 4'-5" 4'-5" 4'-5" 16" 6'-3" 6'-3" 6'-3" 6'-3" I AULt 1.y 1ABLE 1.5 Q PEES Ip'y tv rr 68139 ,t .6-30-2015 srq 1M. F DEC 05 013 1 OCT 02 2013 'f ISINGLE SPAN TABLES l n NOTE: PANELS MAY OVERHANG 25% OF THEIR CLEARSPAN 25" x6" Suoer Six lMliltisnan\ rlafnil N3 O Z S•�� 9• c. ��e, a/,� ns. ,l n n c r Ground 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 2.5"x 12" Mark X (Single Span) Detail B 2"x6" Flat Panel (Single Span) Detail N2, C 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 lExposure C% Snow Load Gauge Exposure B lExposure C Snow Load Gauge Exposure B Exposure C Snow Load Gauge Exposure B Exposure C (ps (in). 110 115 1 110 115 psf) (in) 110 1 115 1 110 115 psf) (in) 110'.1 115 110 115 (ps (in) 110 1 115 110 115 110-% `0.018- 12'-8" 12'-1" 10'-8"- 8'-3" 10 0.018 12'4* 11'-10" 10'-11" 10'-11" 10 0.018 8'-2" 7'-10" 6'-11" 6'-7" 10 0.018 11'-3" 10'-9" T -O" 8'-8" LIVE 0.024 15'-6" 14'-9" 13'-3" 12'-8" LIVE 0.024 14'-0" 13'-5" 12'-4" 12'-4" LIVE 0.024 12'-2" 11'-9" 10'-10" 101-8" LIVE 0.024 12'-11" 12'-T' 11'-11" 11'-11" 14'-7" 0.032 1T-0" 16-0" 15'4" 15'-7" 14'-3" 0.032 16'-5" 15'-9" 14'-6" 14'-6" 12'-6" 0.032 13'-4" 12'-11" 12'-3" 12'-3" 13'-9" 0.032 14'-2" 13'-9" 13'-1" 13'-1" 15'-10" 0.036 17'-8" 17'-2" 16'4" 16'-3" 16'-0" 0.036 17'-T' 16'-10" 15'-6" 15'-6" 12'-10" 0.036 13'-10" 13'-5" 12'-9" 12'-9" 14'-4" 0.036 14'-9" 14'-4" 13'-7" 13'-7" 20 0.018 10'-6" 9'-4" 8'-11" 8'-3" 20 0.018 8'-3" . T-10" T-1" 6'-9" 20 0.018 '7'-1" 6'-10" 6'-0" 6'-5" 20 0.018 8'-0" 8'-3" T-10" 7'-8" LIVE 0.024 12'-9" 12'-4" 12'-0" 11'-8" LIVE 0.024 11'-6" 11'-2" 10'-10" 10'-0" LIVE 0.024 9'-3" 9'-0" 8'-7" 8'-4" LIVE 0.024 11'-3" 10'-10" 10%7" 9'-4" 12'-2" 0.032 14'-11" 14'-8" 14'-4" 14'-1" 11'-2" 0.032 13'-6" 13'-1" 12'-9" 12'-4" 10'-4" 0.032 11'-8" 11'-5" 11'-3" 11'-0" -12'-3" 0.032 12'-0" 12'-3" 12'-0" 11'-9" 13'-3" 0.036 16-6" 15'-3" 14'-11" 14'-8" 12'-8" 0.036 14'-6" 14'-0" 13'-7" 13'-3" 10'-8" 0.036 12'-2" 11'-11" 11'-8" 11'-5" 12'-8" 0.036 12'-11" 12'-8" 12'-5" 12'-3" 25 0.018 10'-0" 9'4" 8'-11" 8'4" 25 0.018 V-3" T-10" 7'-1" 6'-9" 25 0.018 , T -l" 6'-10" 6'-6" 6'-5" 25 0.018 8'-6" 8'-3" T-10" 7'-8" T-11" 0.024 12'-9" 12'-4" 11'-8" 11'-8" T-9" 0.024 11'-2" 11'-2" 10'-6" 10'-6" 8'-3" 0.024 9'-3" 9'-0" 8'-7" 8'-4" 10'-10" 0.024 10'-10" 10'-10" 9'-6" 9'-4" 12'-2" 0.032 14'-11" 14'-8" 14'-1" 14'-1" 11'-2" 0.032 13'-1" 13'-1" 12'-4" 12'-4" 10'-4" 0.032 11'-5" 11'-5" 11'-0" 11'-0" 12'-3" 0.032 12'-3" 12'-3" 11'-9" 11'-9" 13'-3" 0.036 15-0" 15'-3" 14'-8" 14'4" 12'-8" 0.036 14'-0" 14'-0" 13'-3" 13'-3" 10'-8" 0.036 11'-11" 11'-11" 11'-5" 11'-5" 12'-8" 0.036 12'-8" 12'-8" 12'-3" 12'-3" 30 0.018 9'-1" 8'-11" 8'-0" 8'-3" 30 0.018 T-5" T-1" 6'-6" 6'-3" 30 0.018 6'-8" 6'-6" 6'-3" 6'-1" 30 0.018 8'-0" 7'-10" 7'-6" 7'-4" 9'-4" 0.024 11'-8" 11'-8" 11'-1" IVA" T-1" 0.024 10'-6" 10'-6" 9'4" T-2" 7'-9" 0.024 8'-9" 8'-7" 8'-2" 8'-0" 10'-3" 0.024 9'-9" 9'-0" 9'-1" 8'-11" 11'-6" 0.032 14'-V' 14'-1" 13'-7" 13'-T' 10'-4" 0.032 12'-4" 12'-4" 11'-9" 11'-9" 9'-9" 0.032 11'-0" 11'-0" 10'-8" 10'-8" 11'-9" 0.032 11'-9" .11'-9" 11'4' 11'-4" 12'-0" 0.036 14'-8" 14'-8" 14'-2" 14'-T' 11'-9" 0.036 13'-3" 13'-3" 12'-7" 12'-7" 10'-1" 0.036 11'-5" 11'-5" 11'-1" IVA" 12'-3" 0.036 12'-3" 12'-3" 11'-10" 11'-10" 40 0.018 8'-4" 8'-2" T-10" T-9" 40 0.018 6'-3" 6'-0" 5%6" 5'-4" 40 0.018 6'-1" 6'-0" 5'-9" 5'-8" 40 0.018 7'-4" T-2" 6'-11" 6'-10" 8'-5" 0.024 10'-7" 10'-7" 9' 6" 9' 4" 1 6'-0" 0.024 9'-2" 8'-11" 8'-7" 8'-5" 7'-0" 0.024 8'-0" 7-10" T-7" T-5" T-4" 0.024 8'-11" 8'-9" 8'-5" 8'-3" 10'-5" 0.032 13'-0" 13'-0" 12'-5" 12'-5" 8'-11" 0.032 .11'-3" 11'4" 10'-9" 10'4- 8'-10" 0.032 T-11" 9'-8" 9'4" 9'-2" 11'-0" 0.032 11'-0" 11'-0" 10'-9" 10%9" 11'-4" 0.036 13'4" 1 13'-9" 13'-3" 13'-3" 10'-3" 0.036 12'-0" 12'-0" 11'-6" 11'-6" 1 9'-1" 0.036 10'-7" 10'-7" 9'-7" 9'-5" 11'-5" 0.036 11'-5" 11'-5" 11'-2" 11'-2" 60 0.018 7'-3" 0'-0" 0'-0" 0'-0" 60 0.018 0'-0" 0'-0" 0'-0" 0'-0" 60 0.018 5'4" 0'-0" 0'-0" 0'-0" 60 0.018 6'-4" 0'-0" 0'-0" 0'-0" T-0" 0.024 8'-9" 0'-0" 0'-0" 0'-0" 0'-0" 0.024 .T-5" 0'-0". 0'-0" 0'-0" 5'-9" 0.024 6'-11" 0'-0" 0'-0" 0'-0" T-8" 0.024 T-9" 0'-0" 0'-0" 0'-0" 8'-7" 0.032 10'-10" 10'-10" 10'-10" 10'-10" V-9" 0.032 9'-4" 0'-0" 0'-0" 0'-0" 7'-3" 0.032 8'-7" 0'-0" 0'-0" 0'-0" 9'-6" 0.032 9'-6" 0'-0" 0'-0" 0'-0" 9'-5" 0.036 11'-6" 11'-0" 11'-6" 11'-0" T-11" 0.036 10'-0" 0'-0" 0'-0" 0'-0" 7'-6" 1 0.036 8'-10" 0'-0" 0'-0" 0'-0" 10'-1" 0.036 10'-1" 10'-1" 0'-0" 0'-0" TABLE 4.1 TABLE 4.2 TABLE 4.3 TABLE 4.4 ISINGLE SPAN TABLES l n NOTE: PANELS MAY OVERHANG 25% OF THEIR CLEARSPAN 25" x6" Suoer Six lMliltisnan\ rlafnil N3 O Z S•�� 9• c. ��e, a/,� ns. ,l n n c r 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) 110 115 110 115 10 0.018 10'-1" 9'-8" 8'-11" 8'-11" 10 0.018 8'-1" T-0" 6'-6" 6'-0" 10 0.018 8'-0" 7'-7" 6'-11" 6'-11" 10 0.018 11'-3" 10'-9" 9'-11" 9'-11" LIVE 0.024 12'-6" 11'-11" 11'-0" 11'-0" LIVE 0.024 11'-0" 10'-4" 9'-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" 0.024 4' 0.032 15'-3" 14'-7" 13'-5" 13'-5" 4' 0.032 15'-2" 14'-3" 12'-10" 12'-10" 9' 0.032 13'-1" 12'-6" 11'-6" 11'-6" 6' 0.032 14'-2" 13'-9" 13'-1" 13'-1" MAX 0.036 16'-7" 15'-10" 14'-8" 14'-8" MAX 0.036 16'-11" 16'-0" 14'-5" 14'-5" 8' 0.036 13'-5" 12'-10" 11'-10" 11'-10" M 0.036 14'-9" 14'-4" 13'-7" 13'-7" 20 0.018 8'-3" 8'-0" 7'-9" 7'-0" 20 0.018 5'-9" 5'-5" 5'-2" 4'-1" 20 0.018 6'-5" 6'-3" 6'4" 5'-10" 20 0.018 9'-3" 9'-0" 8'-8" 8'-0" LIVE 0.024 10'-3" 9'-11" 9'-8" 9'-4" LIVE 0.024 8'-2" T-9" 7'-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" 12' 0.032 12'-7" 12'-2" 11'-10" 11'-6" 6' 0.032 11'-8" 11'-2" 10'-9" 10'-4" M 0.032 10'-9" 10'-4" 10'-1" 9'-9" 6' 0.032 12'-6" -12'-3" 12'-0" 11'-9" MAX 0.036 13'-8" 13'-3" 12'-10" 12'-6" 0.036 13'-3" 12'-8" 12'-2" 11'-9" 0.036 11'-0" 10'-8" 10'-4" 10'-1" 0.036 12'-11" 12'-8" 12'-5" 12'-3" 25 0.018 8'-0" . 8'-0" 7'-6" T-6" 25 0.018 5'-5" 5'-5" 4'-3" 4'-1" 25 0.018 6'-3" 6'-3" 5'-10" 5'-10" 25 0.018 9'-0" 9'-0" 8'-6" 8'-6" 0.024 9'-11" T-11" 9'-4" 9'-4" 0.024 T-9" T-9" 7'-1" 7'-1" 0.024 8'-3" 8'-3" 7'-9" T-9" 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'-0" 0.036 12'-8" 12'-8" 11'-9" 11'-9" 0.036 10'-8" 10'-8" 10'-1" 10'-1" 0.036 12'-8" 12'-8" 12'-3" 12'-3" 30 0.018 T-6" 7'-6" 7'-2" 7'-2" 30 0.018 4'-6" 4'-3" T-11" 3'-9" 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" 9'4' 0.032 11'-6" 11'-6" 10'-11" 10'-11" 0.032 10'=4" 10'-4" 9'-T' 9'-7" 0.032 9'-9" 9'-9" 9'4" 9'-3" 0.032 11'-9" 11'-9" 11'-4" 11'-4" 0.036 12'-0" 12'-0" 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'-0" 40 0.018 T-9" 3'-8" 3'.5" T-3" 40 0.018 5'-3" 5'-3" 4'-8" 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" 5'-T' 0.024 T-0" 7'-0" 6'-8" 6'-8" 0.024 9'-4" T-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" 8'-10" 8'-5" 8'-5" 0.032 11'-0" 11'-0" 10'-9" 10'-9" 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" 60 0.018 2'-11" 0'-0" 0'-0" 00:-00:: 60 0.018 4'-3" 0%0" 0'-0" 0'-0" 60 0.018 6'-4" 6'-4" 6'-4" 6'-4" 0.024 T-0" T-0" T-0" T-0" 0.024 4'-4" 0'-0" 0'- -0.024 5'-9" 5'-9" 5'-9" 5'-9" 0.024 T-8" T-8" T-8" T-8" 0.032 8'-7" 8'-7" 8'-T' 8'-7" 0.032 6'-9" V-9" 6'-9" 6'-9" 0.032 T-3" 7'-3" 7'-3" 7'-3" 0.032 9-6" 9'-6" 9' 6" g'-6" 0.036 9'-5" 9'-5" 9'-5" 9'-5" 0.036 T-11" T-11" T-11" T-11" 0.036 7' 6" 7'-6" 1 7'-6" 7'$" 0.036 10'-1" 10'-1" 10'-1" 10'-1" *[L;(; ESR1398 (2012 IBCTW9/2013- '-"" -v Page 22 6M° 4'r Y I ABLt= 4.8 n,1W.1 013 MAXIMU ALLOW BLE IBU- FOR PANF FAD R CDMRIN/ Or OCT 02 2013 WIDTH AND#10 SCREWS IS T,kln A O 'MAX means the maximum possible tributary width Panel # of #10 screws PER FOOT to attach panel to header Headers Gauli 1 I 2' 3 2 1 3 1 4 2 1 3 4 6 (in)' 115 mph Exp.B 115 mph Exp C 140 mph Exp C Dble 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 0.0118 3' 6' 9' 4' 7' 9' 3' 4' 6' MAX All Others 0.018" 'T 6' 9' 4' 7' 9' 3' 4' 6' MAX Dble 2x6.625 0.024 ' 4' 8' 12' 6' 9' 12' 4` 6' 8' MAX RF Fascia 0.024 4' MAX 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 Dble 2x6.625 0.032 4' 9' 13' 6' 10'13' 10' 4' 6' 9' 13' RF Fascia 0.032 5' MAX MAX 7' MAX MAX5' 12' 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' 1 11' 1 MAX Dble 2x6.625 0.0361 34' 9' 13' 6' 10' 13' 4' 6' 9'. 13' RF Fascia 0.036 5' MAX MAX 7' MAX MAX 5' 7' MAX MAX 3x8 0.036 6' 12' MAX 8' 13' MAX 6' 8' 1 11' MAX All Others 0.036 6' 12' MAX 9' 13' MAX 6' 9' 12' MAX 'MAX means the maximum possible tributary width Minimum number of screws is on per panel MAXIMUM ALLOWABLE TRIBUTARY WIDTH AND#14 SCREWS FOR PANEL/HEADER COMBINATIONS ,Table 4.10 Panel # of #14 screws PER FOOT to attach panel to header Headers Gaug 1( 2 1 3 1 2 3 1 2 3 4 (in) 115 mph Exp B 115 mph Exp C 140 mph Exp C Dble 2x6.625 0.018 `4' 8' 12' 3' 6' 8' 2' 4' 6' 8' RF Fascia 0.018 4' ,, MAX MAX 3' MAX MAX 2' 4' MAX MAX 3x8 0.018 +4'. .8' 12' 3' 6' 8' 1 2' 4' 6' 8' All Others 0.018 4' .18' 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' x5' MAX MAX 4' MAX MAX 3' 5' MAX MAX 3x8 0.024 10' MAX 4' 7' 11' 3' 5' 8' 10' All Others 0.024 ;_5' 10' MAX 4' 7' 11' 3'S' 8' 10' Dble 2x6.625 0.032 6' 12' MAX 4' 8' 13' 3' 6' 9' 11' RF Fascia 0.032 w6:- 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'MAX 4' 8' 13' 3' 6' 9' 11' RF Fascia 0.036 6' MAX MAX 5' MAX MAX 3' 6' MAX MAX 3x8 0.036 t8' MAX MAX 6' 11' MAX 4' 7' 11' M All Others 0.036 :8' MAX MAX 6' 11' MAX 4' 8' 11' MAX ALUMINUM STUB POST n nn np UTAI ALUM RAFT" -I RAFTER SCFE DOUBLE HEF )ETAIL L32 RAFTER L31 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 IFOR 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 MATCH RAFTER' SCREWS C U J �N I .. cy 1.39 813 m ! Df C 0 13' J �Am� 6 02015' * en CIU�L _ i 28921 US Hwy 74 �P EXTERIOR HOME PRODUCTS Romoland, CA 92585 CAL1E� ORI" Ift TTPL. OCT 02 2013. cP Page 21 of 66 NTS' Engineer's Stamp Component Parts &Connection Details For Patio & Commercial Lattice Structures a LT04-2012 4 of 4 SOLID COVER 5.0 POST SPACINGS FOR PAT1n Ardn rnMMFRrim r(1VFRR IN 415 MIRY WIMr ADC - TABLE 5.1 0.042 -3'x8". Box Beam (Detail N30) _ Double 0.042")3'x8" Beam (Detail N25) Double 0.040'x2"x6.625' Beam (Detail N25) A ' Attached Freestanding or 20 Attached Freestanding or B Attached Freestanding or 28211 31 Structure Multispan Units 21 Structure Multispan Units 29 Structure Multispan Units GROUND TRIB POST POST MAX 24 25 MAX POST LENGTH MAX • B 23 MAX POST LENGTH 77AX 29 13'-4" MAX POST LENGTH SNOW WIDTH SPACING REO'D POST MIN FOOTER a- I 10' I 17 POST MIN FOOTER 8' I 10' I 12- POST MIN FOOTER 8' I f0' I 12 LOAD (Fr) I ON SLAB I FOR I SPACING POST SQE CONSTRAINED FOOTER SPACING POST S¢E CONSTRAINED FOOTER SPACING POST SQE CONSTRAINED FOOTER (PSF) 23 (FT) SLAB (FT) TYPE 'd' 'd' I 'd' I 'd' (FT) TYPE 'd' 'd- I 'd' 'd' (FT) TYPE 'd' 'd' 'd' 5 13'-T A 8'-2" A fln) (n) (in) f) 24 25 Pn) (in) (in) . (in) 24 25 (in) fin) (in) (m) 10 3 2Z-8' A 11`111, A ' 20 24 20 27 18'-7' B 22 26 28211 31 14'-8' 8 21 26 27 29 LIVE 3.5 19'-5' A 10-T A 20 24 25 28 14'-11" • B 23 26 27 29 13'-4" B 22 25 27 28 LOAD 4 1T-0" A ".. A 20 23 25 26 10-71' B 23 25 27 28 1731 B 22 25 26 28 ONLY 4.5 15'-1" A 8'-9" A 21 23 24 26 13'-0" C 24 25 27 28 11'-8" B 23 24 26 27 5 13'-T A 8'-2" A 21 23 24 25 12'-3" C 24 25 26 28 11'-7' B 23 24 28 27 5.5 12'-4- A T6' B 21 22 24 25 71'-8' C 24 24 26 27 101-13" B 24 24 25 27 6 11'-4" A T-3" B 21 22 23 25 11'-1" D 25 25 26 27 10'-0' C 24 24 25 26 6.5 10'-5' A 6'-11" B 22 22 23 Z5 10-T n ?5 ?5 75 17 n 1. D 21 91 25 28 - 1 9'6" A '6'-T B 22 22 23 24 /0-T D 25 25 25 26 0-21 C 24 24 25 26 7.5 0-1" A 0.3" B -22 22 23 24 0-9" 0 25 25 25 28 8'-1(" D 25 25 25 26 8 8'-6' A 6'-0" 8 22 22 23 24 0-4' 0 28 26 26 26 8'6' D 25 25 25 26 8.5 8'-0' A 5'-9" B 22 22 22 24 9.0" D 28 26 20 28 V-3" 0 25 25 25 25 9 7'-6' A 5'6" B 72 22 22 23 e'-9" D 26 26 26 26 T-11' D 25 25 25 25 115 MPH EXPOSURE 8 9.5 T -Z' A 5'-9' B 23 23 23 23 0-5" 0 28 26 26 26 T6" D 25 25 25 25 7'6" 10 6'4' A S-1" B 23 23 23 23 T-2- D 28 28 28 28 T-8" D 28 26 28 28 11 8'-2" ' A 4'-9" B 23 23 23 23 T6" D 27 27 27 27 7-1' D 26 28 28 26 21 12 56' A- 4'6"0 B 23 23 23 23 T-3" E Z7 27 27 27 6'6' D 26 28 26 26 8'-10' ._.13 �. -►.5'-2" _ A 4'-Z'. 8 23 29 23 23 6'-11' E 27 . 27 27 27 6'-5' D 27 27 27 27 t0 3 27.8- A 10.1' A 21 26 27 29 14'-11' - B 24 28 30 31 13'-4" B 23 27 29 31 LIVE 3.5 1916' .A 9•3" A 22 25 V 28 13'6' 8 25 28 29 31 12-3" B 24 27 29 30 LOAD 4 1T-0' A 56' A 22 25 , 28 28 12-9': C 25 27 29 30 11'-5' B 2427 24 28 30 ONLY 4.5 75'-1" A T-11' B 23 24 26 27 11'-11" C 26 27 .28 30 10'•9" B 25, 28 28 ?A 5 13'•7" A 7" B 23 24 26 27 11'•3- D 20 26 28 30 101.2' C 25 26 27 29 4. 7Z-4" A L'-11' B 23 24 25 27 10'6' D 27 27 28 29 9'4" O 26 26 27 29 6 11'-4- A 6'-8' 8 23 24 25 20 10-1' D 27 27 27 29 0-T D 28 26 27 28 6.5 10'6" A 6'-2" B 23 23 25 26 9'-a" D 27 27 27 -29 1-9" D 26 26 27 28 - 7 9'6' A S•1/' B 24 24 25 26 9'-3' D 27 27 27 28 8'6" D 27 27 27 28 7.5 9'-1' .' A 5'-T B 24 24 24 20 F-10' D 28 28 28 28 8'-1' D 27 27 27 28 8 e'6' A 51' B 24 24 24 25 8'6' D 28 28 28 28 7"6' D 27 27 27 27' 8.5 S-0" A F-1' B' 24 24 24 25 8'•2' D 28 28 28 28 T6" D 27 27 27 27 9 7'8" A 4'-11' B 24 24 . 24 25 T•11" 0 28 28 28 28 T-3' D 28 28 28 28 115 MPH EXPOSURE 8 9.5 7'-T A 4'-8" B 24 24 24 25 T-8" E 29 29 29 29 T-0' D 28 28 28 ' 28 7'6" 10 6'-0" A- 4'6' B 24 24 24 25 T -S E 29 29 29 29 e'-10" D 28 28 28 28 11 8'-T A 4'-T B 25 25 25 25 0.11' E 29 20 29 29 6'-S O 28 28 28 28 21 12 5'6" A T-11' B 25 25 25 25 8'6' E 29 29 29 29 8'-1" E 29 29 29 29 8'-10' 13 5'-T A 3'-8' B 25 25 25 25 e' -Y' E 30 30 30 30 S-9- E 29 21) 29 29 20 .3 11'-10" A 0-0" A 18 23 25 26 13'4' B21 OT 8' I 10'- I 12' SNOW WIDTH SPACING REO'D POST MIN[OS.E 25 27 28 12'-0- B 20 25 2B 27 LIVE 3.5 10-2' A 8'-2' A 19 23 24 25 12-3" C 21 25 26 28 11"1" B 21 24 26 27 LOAD 4 0.11" A . T6' B 19 22 24 25 1716' C 22 , 24 26 27 103' C 21 24 25 27 ONLY 4.5 T-11' A e'-11' B 19 22 23 25 106" D 22 24 25 27 V -7-C D 21 ' 23 -25 28 S. T-1' A 6'6" B 19 22 23 24 10'-0' D 22 24 25 26 0-1' C 22 23 25 26 5.5 0'•5" A 8'-1' B 20 21 23 24 B'6" D 23 23 25 26 e' -T D 22 23 24 28 6 V-11" A 5`4" B 20 21 22 24 9'-0" D . 23 23 25 26 0-T 0 22 23 24 25 8.5 ,-5'6' A 5--5' B 20 21 22 23 8'-7- D 23 23 24 26 T-10' D 23 23 24 25 - 7' 5'-1' A S-1' B 20 21 22 23 8'-21 D 23 23 24 25 716' D 23 23 24 25 7.5 4'-0" A 4'-10' B 20 20 22 23 T-101 0 24 ' 24 24 25 T -Y' D 23 23 23 25 84'-S T-8" A 4'-T B 20 20 21 23 T6' D 24 24 24 25 6'-11- D 23 23 23 25 8.5 4'-Z' A. 4'-5' B 20 20 21 23 T-2" E 24 24 24 25 6'6" D 23 23 23 24 9 T-11" A 4' -TB B 20 20 21 22 8'•11' E '24 24 24 25 (r-S"D E 24 2d 24 24 115 MPH EXPOSURE 8 9.5 T-9" A 4'-0" - B 21 21 21 22 6'6" E 24 24 24 24 6'-Z' D 24 24 24 24 7'6" 10 36' A 3'-t0" 8 21 21 21 22 V -S E 24 24 24 24 6'-0" D 24 24+ 24 24 11 3'-Z' A 3'-T B 21 21 21 22 8'-1" E 25 25 25 25 5'6' E 24 24 24 2a 21 12 2'-11' A 3'-4" 0 21 21 21 22 5'6' E 25 25 25 25 5'. E 24 24 24 24 8'-10' 19 2'-8" A 3'-i" B 21 21 21 21 . T -5,E 25 25 25 25 5'-i' E 25 25 25 ' 25 ) v ICC ESR1398 (2012 IBC) 9/29/2013► 0.042'x3"x8" Box Beam (Detail N30) Double 0.042"x3'x8' Beam Detail N25 Double 0.040"x2'x6.625" Beam Detail N25 • TABLE 5.1 Attached Freestanding or 8'-4' Attached Freestanding or Attached Freestanding or Structure Multispan Units 23 Structure Multispan Units Structure Multispan Units GROUND TRIS POST • POST MAX MAX POST LENGTH MAX MAX POST LENGTH MAX MAX POST LENGTH OT 8' I 10'- I 12' SNOW WIDTH SPACING REO'D POST MIN[OS.E POST MIN OOT 8' I 17 I 1Z POST MIN OOTE S. I 10' I 1Z LOAD (FT) ON SLAB FOR SPACING POST CONSTRAINED FOOTER SPACING POST SIZE CONSTRAINED.FOOTE SPACINGPOST 5� CONSTRAINED FOOTS (PSF) (FT) SLAB (FT) TYPE 'd' 'd' -d' 'd' (FT) TYPE 'd' 'd' 'd' 'd (� TYPE _d. 'd' 'd' ' (m) (in) (in) ((n h) (in) f) C) Pn) (in) (m) (in) 30 3 9'6" A 8'-4' A 18 23 24 25 /7-T C 20 25 26_ 28 11'-3" B 20 24 26 27 3.5 T-2" A - T-7" B 18 22 - 24 25 11'6' 0 21 24 26 27 10-5 C 20 24 25 27 4 71-1' A 6'-11" B 18 22 23 25 70'-8" 0 21 24 25 27 916" C 21 23 25 26 4.5 1-4" A 6'6" 8 19 22 23 24 10-0' 0 22 24 25 28 9'-0" D 21 23 25 26 5 5'-8' A 81•0" B 18 21 23 24 9'-4" D 22 23 25 26 W -W, 0 21 23 24 26 5.5 5'-Z' A 5'-T' B 19 21 22 24 8'•10" 0 22 23 24 26 8'•7" D 22 23 24 25 B 4'-9' A 5'-3' B 19 21 22 23 8'-4' D 22 23 24 25 T•8" O 22 - 77 ?A 25 U.J u -u A 4=111 a 19 20 22 23 9'•U" D 23 23 244 25 7'4' D 22 22 24 25 - 7 4'•1' A 4'-8' B 20 20 22 23 7'•7- E 23 23 ,24! 25 T-0' D 22 22 23 25 7.5 T-8" A 4'S' B 20 20 21 23 T-3" E 23 29 23 25 8'-8" D 22 22 23 24 e T-8" A 4'-3" B 20 20 21, 22 e'-11" E 23 23 23 " 25 6'-5" D 23 23 23 24 8.5 3'-4' A 4'-0' B 20 20 21 22 0'6' E 1 23 1 23 23 I 24 6'-Z' 1 E 23 23 23 1 24 9 3'-2" A X-10" B 20 20 21 22 F -5" E 24 24 24 24 6'-0" E 23 23 23 24 115 MPH EXPOSURE 8 9.5 3'-0" I A 1 3'6" B 20 20 21 22 T -T E - 24 24 24 24 5'4' E 23 23 23 24 30 3 06' A. 7'-10' B 20 24 26 27 11'-/0' D 23 27 28 30 10'-8' C 22 26 28 29 3:5 V -2"A A T-7" B 20 24 25 27 10'-10' D 23 26 28 29 9'-10" C 22 26 27 2 8 ' 4 7'-1' A 6 6'" B 20 23 25 26 10'-1" D 23 26 27 29 0-1' D 23 25 27 28 4.5 6'-4" A 6'-0" 8 21 23 25 26 04" D 24 25 27 28 8'6' D 23 25 28 2B 5 F -S A 5'-7" B 21 23 24 26 0-10' D 24 25 27 28 8'-0" D ' 23 25 26 28 5.5 S -T A S-2" B 21 22 24 25 8'-3" D 24 25 26 28 7'-7- D 24 24 28 27 6 4'-9- A 4'-10' B 21 22 24 25 7'-10' E 25 25 26 27 T -Z D 24 24 26 27 8.5 4.4" A a'-7" 0 21 Z2 23 25 T-5' E - 25 25 26 27 e'-10" 0 24 24 25 27 - 7 4'-1' A 4'-4" B 21 22 23 24'T-1" e'-4" "S-0" E• 25 25 25 27 6'-7" D 25 25 25 28 7.5 3'-9" A 4'-1'- B 21 21 23 24 B' -B" E 25 25 25 27 6'-3" E 25 25 25 28 8 3'-6' A 3'•71' B 22- 22 23 24 0'6" E 28 26 28 26 8'-0' E 25 25 25 28 8.5 3'-4" A 3'6" C 22 22 23 2a B'-3" E 26 2B 28 26 5'-10' E 25 25 25 28 9 3'-2' A 3'-8' C 22 22 22 24 6'-0" E ZB 28 25 N 20 5'-7" E 25 25 25 26 115 MPH EXPOSURE 8 0.5 3'-0' A 3'-4' C 22 22 22 23 S6' E 28 26 26 26 T -S E 25 25 25 25 40 3 T -T A T-0" 8 19 24 25 27 10'-9" D 22 26 28 29 91-r C 21 26 .27 29 3.5 6'-T A 6'-0' 8 .19 23 25 20 0-10' D 22 26 27 29 8--71" D 22 25 27 28 4 5'-5' , A 5'-9' 8 - 19 23 24 28 9'-7' D 23 25 27 - 28 8--3" D 22' 25 26 28 4.5 4'-0" A S-3" B 20 23 24 25 8'6' 0 23 25 26 28 T-8" D 22 24 26 27 5 4'-4' A 4'-11"' B 26 22 24 25 7'-10" E 23 24 26 27 T-3" �D 23 24 26 27 5.5 X-11" A 4'6" 8 20 22 23 25 'r -S' E 24� 24 28 . 27 8'-19" D 23 24 25 27 6 T-7" A 4'-3" B 20- 22 23 24 T-0' E 24 24 25 27 6'6" D 23 23 25 26 6.5 3'-4' A 4'-0' B 20 21 23 24 6'6' E 24 24 25 27 6'-T, E 23 23 25 28 7 T -I" A T-91, 8 20 21 23 24 e'-4" "S-0" E 24 24 25 28 5'-10" E. 24 24 25 28 7.5" Z•10" A 3'6' C 20 21 22 24 E 24 24 25 {26 S -T E 24 24 24 26 8 7-8' A 3--4". C 21 21 22 23 5-0' E 25 25 25 1'28 5--5" E 24 24 24 1 25 1 8.5 "", A 3' -TC 21 21 22 23' S6" E 25 25 25 28 S-2" E 24 24 24 25 9 Z-4' A 3'-0" C 21 21 22 23 5'-3" E 25 25 25 25 5'-0' E 24 24 24 25 115 MPH EXPOSURE 8 40 3 7'-Y' A 7'6" B • 17 22 24 25 11'-3" 'D 20 24 26 27 5 25 c 4 S-5' A 6' B '18 21 23 24 06' D 20 23 25 28 4.5 4'-0" A 5'-7' 8 18 21 22 24 8'-10' D 21 23 24 28 5 4'4' A 5'-T B 18 21 22 23 8'-4" D 21 23 24. 5 5.5 0.11' A 4'-10" B 18 20 22 23 T•10' 0 '21 22 24 . 6 T.r . A 4'6" B 18 20 21 23 T -S' E 22 22 24 V. 87 2- ErSf (DO 3'�' A 4=0' B 19 20, 21 22 6'-8' E 22 22 Q /S1LpNq� RU rN * a2 7.5 8 Z-10"- � 2'-8" A A X-70" 3--T B B 19 19 19 19 21 21 22 22 0'-4" 8'-7" E E 22 122 , 8.5 2'-6" A 3--l" C 19 19 20 22 S•10' E 22 22 22 - ^' `� 1.• �4 9 2'-4' A 3'-3' C 19 19 20 21 S-7' E 23 22 23 24 2#S 139 fn mcALc �.-. avo T 02 2013 -sTq CII •a\P - Page 24 of 66 TF�FC U EC 0 2013 SOLID COVERS 4.0 PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURES FOR HIGH WINDS 0.018 0.024 0.032 0.036 0.018 0.024 0.032 0.036 0.018 0.024 0.032 0.036 0.018 0.024 0.032 0.036 0.018 0.024 0.032 0 036 7'-6" 9'-4" 11'-6" 12' 6" 7'-4" 9'-1" 11'-2" 12'-2" T-0" 8'-8" 10'-8" 11'-7" 6'-4" T-11" 9'-9" 10'-8" 0'-0" 0'-0" 0'-0" 0' 7'-4" 9'-1" 11'-2" 12'-2" 7'-4" 9'-1" 11'-2" 12'-2" T-0" 8'-8" 10'-8" 11'-7" 6'-4" T-11" 9'-9" 10'-8" 0'-0" 0'-0" 0'-0" 7'-2" 8'-10" 10'-11" 11'-11" T-0' 8'-0" 10'-8" 11'-7" 6'-8" 8'-3" 10'-2" 11'-1" 6'-1" 7'-7" 9'-5" 10'-3" 0'-0" 0'-0" 0'-0" 6'-10" 8'-5" 10'4" 11' 4" 6'-10" 8'-5" 10'-5" 11'-4" 1 6'-6" 8'-1" 10'-0" 10'-10" 6'-0" 7'-6" 9'-3" 10'-1" 0'-0" 0'-0" 0'-0" 20 LIVE 25 30 40 60 0.018 0.024 0.032 0.036 0.018 0.024 0.032 0.036 0.018 0.024 0.032 0.036 0.018 0.024 0.032 0.036 0.018 0.024 0.032 T-11" 7'-1" 10'-4" 11'-9" T-11" V-10" 9'-11" 11'-4" 3'-8" 6'-3" 9'-3" 10'-7" T-2" 5'-5" 8'-2" 9'-5" 0'-0" 0'-0" 0'-0" 3:-111..' 6 0 T-11" 11'-4" T-9" 6'-10" 9'-11" 11'-4" T-6" 6'-3" 9'-3" 10'-7" T-2" 5'-5" 8'-2" 9'-5" 0'-0" 0'-0" 0'-O" 3'-8" 6'-6" 9'-7" 11'-0" 3'-6" 6'-3" 9'-3" 10'-7" T-3" 5'-10" 8'-8" 10'-0" 2'-11" 4'-4" 7'-8" 8'-11" 0'-0" 0'-0" 0'-0" T-3" 6'-0" 8'-11" 10'-3" 3'-3" 6'-0" 8'-11" 10'-3" 3'-1" 5'-7" 8'-5" 9'-8" 0'-0" 0'-0" 7'-6" 8'-8" 0'-0" 0'-0" 0'-0" 20 LIVE 25 30 40 60 0.036 0.018 0.024 0.032 0.036 0.018 0.024 0.032 0.036 0.018 0.024 0.032 0.036 0.018 0.024 0.032 0.036 0.018 0.024 0.032 11-5 V-10" T-9" 9'-9" 10'-1" 5'-8" 7'-7" 9'-6" 9'-10" 5'-4" T-2" 9'-0" 9'-4" 4'-6" 6'-7" 8'-3" 8'-6" 0'-0" 0'-0" 0'-0" 2.5" x6" Super Six (Single Span) Detail N3, A Ground 3.5"x12" Super 12 Single Span Detail D 20 LIVE 25 30 40 2.5" x 12" Mark X (Single Span Detail B 13'-3" 2"x6' Flat Panel (Single Span) Detail N2, 8'-6" 10'-3" 11'-9" 12'-3" Q�pFESS10N PUT F �yOFESSIpN / Q q 8'-6" 10'-3" 11'-9" 12'-3" Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground 7'-2" 8'-9" 10'-7" 11'-0" C y wo..�•PU F. Snow Load Gauge Exp B Exposure C Snow Load Gauge Exp B Exposure C Snow Load Gauge Exp B Exposure C Snow Panel Wind Speed and Exposure Ameri or Home P CZ ps (in) 140 120 130 140 (ps (in) 140 120 130 140 (ps MAX 140 MAX MAX 3' Load Gauge Exp B 3x8 Exposure C 8921 MAX 4' to 11' 10 0.018 " 7'-11" T 4' 6'-9" 10 0.018 10' 6" 10'-6" 7'-1" 6' 6" 3' (in ' 120 130 140 (psf) (in) 140 120 130 140 Ro o red, CA agg.1 g 9' 8 t1 m 0.032 LIVE 0.024 12' 1 5' MAX MAX LIVE 0.024 115'-0" , 11 0.032 10 LIVE 0.018 6'-5" 6' 4" 5'-10" 5'-5" 10 0.018 8'S" 8' 6" 7'-10" 7'-5" 7' s 3o s MAX 1 10' 15' 3' 0.032 15'-1" 14'-11" 13'-8" 12' 8' 6' 0.032 14'-0" 14'-0" 13'-1" 12'-9" 3' 0.032 12'-0" 12'-0" 11' 5 7,1 LIVE „ MAX „„ 5' MA) -i jr it Car111 P.Ce 01 �' ; MAX 0.036 15 10 15 10 „ „ 15-0 13-10 MAX 0.036 :MAX11' 15'-0' 14'-0" 13-7' 11' 0.036 12'5" 12'5" 11'181" 10 1 05 MAX 0032 12 9 12 9 -12--3"1 4' 12-0 1%- IJ 20 0.018 8'-0 7-11 ' 7' 4" 6'-9" 20 0.018 6'S" 6'-6" 6'-0" 11 2 0.036 13-3 13-3 12 8 12-5 nchb ftp V � // CIVi1A- LIVE 0.024 11'-8" 11'-4" 11'-1" 8'-5" LIVE 0.024 10'5" 9'-4" V-11" 5'-4" 20 0.018 6'-3" 6'-3" T-10" 5'-5" 20 0.018 7'-6" 7'-6" T-2" 6'-10" ( ) 384 -ZS 0 Al1F ` CAl1F�� 0.032 14'-1" 13'-1 0" 13'-7" 12'-8" 0.032 12'-4" 12'-1" 11'-9" 8'-5" 11'-3" LIVE 0.024 8'-2" 8'-2" 7'-8" T-1" LIVE 0.024 9'-1" 9'-1" 8'-9" 8'-3" ca utnam c 0.036 14'-5" 14'-2" 13'-9" 0.036 13'-3" 12'-11" 12'-7" 12'-0" 0.032 0.036 11'-0" 10'-10" 10'-8" 9'-2" 0.032 11'-9" 11'-7" 11'-4" 11'-0" Ci 0 13 OCT 02 2013 25 0.018 8'-0" 8'-0" 7'-11" 7'-4" 6'-9" 25 0.018 6'-6" 6'-3" 5'-9" 5'-4" 11'-5" 11'-3" 11'-1" 10'-7" 0.036 12'-3" 12'-0" 11'-10" 11'-5" MAXI UM AL OWABLE R UTARY WIDTH AND#10 SCREWS 4 V.VZTable 11'-4" 11'-4" 10'-10" 8'-5" 0.024 9'-4" 9'-2" 8'-9" 8'-5" 25 0.018 6'-3" 6'-1" 5'-10" 5'-5" 25 0.018 7' 6" 7' 4" T-1" 6'-10" FOR P EU DER CO INATIONS 4.9 0.032 13'-10" 13'-10" 13'-3" 12'-8" 0.032 12'-1" 12'-1" 11'-6" 11'-3" 0.024 0.032 8'-2" 8'-0" T-8" 7'-1" 0.024 9'-1" 8'-11" 8'-7" 8'-3" anel # of #10 screws PER FOOT to attach panel to header 0.036 14'-5" 14'-5" 13'-11" 13'-9" 0.036 12'-11" 12'-11" 12'-3" 12'-0" 0.036 10'-10" 11'-3" 10'-10" 11'-3" 10'5" T-2" 0.032 11'-7" 11'-7" 11'-2" 11'-0" Heade Gauge1 2 I 3 2 I 3 4 2 3 4 I 6 30 0.018 8'-0" 7'-11" 7'-4" 6'-9" 30 0.018 6'-0" 5'-9" 5'-4" 0'-0" 30 10'-10" 10'-7" 0.036 12'-0" 12'-0" 11'-8" 11'-5" in 115 mph Exp B 115 mph Exp C 140 mph Exp C 0.024 10'-10" 10'-10" 9'-4" 8'-5" 0.024 8'-11" 8'-9" 8'-5" T-11" 0.018 6'-0" 5'-11" 5'-8" 5'-5" 30 0.018 7'-2" 7'-1" V-10" 6'-7" Dble 2x6.625 0.018 3' 6' 9' 4' 7' 9' 3' 4' 6' MAX 0.032 13'-3" 13'-3" 12'-9" 12'-5" 0.032 1 V-6" 11'-6" 11'-0" 10'-9" 0.024 0.032 T-10" 10'-6" T-8" T-5" 7'-1" 0.024 8'-9" 8'-7" 8'-3" 8'-0" RF Fascia 0.018 3' 6' MAX 4' MAX MAX 3' MAX MAX MAX 0.036 13'-11" 13'-11" 13'-6" 13'-3" 0.036 12'-3" 12'-3" 11'-9" 11'5" 0.036 10'-10" 10'-6" 10'-10" 9'-2" 10'-5" 8'-10" 0.032 11'-2" 11'-2" 10'-10" 10'-9" 3x8 0.018 3' 6' 9' 4' 7' 9' 3' 4' 6' MAX 40 0.018 T -T' T-7" T-3" 0'-0" 40 0.018 0'-0" 0'-0" 0'-0" 0'-0" 40 9'-1" 0.036 11' 8" 11' 8" 11'-3" 11'-2" All Others 0.018 3' 6' 9' 4' 7' 9' 3' 4' 6' MAX 0.024 9'-3" 9'-3" 8'-9" 0'-0" 0.024 8'-3" 8'-3" T-5" 0'-0" 0.018 5'-7" 5'-7" 5' 4" 0'-0" 40 0.018 6'-8" 6' 8" 6-4" 0'4" Dble 2x6.625 0.024 4' 8' 12' 6' 9' 12' 4' 6' 8' MAX 0.032 12'-2" 12'-2" 11'-9" 11'-7" 0.032 10'-6" 10' 6" 9,-4-, 0'-0" 0.024 0.032 7'-3" 9'-0" T-3" 6'-11" 0'-0" 0.024 8'-1" 8'-1" T-9" 0'-0" RF Fascia 0.024 4' MAX MAX 6' MAX MAX 4' MAX MAX MAX 0.036 13'-0" 13'-0" 12'-6" 12'-4" 0.036 11'-3" 11'-3" 10'-10" 10'-8" 0.036 9'-3" 9'-0" T-3" 8'-7" 8'-10" 0'-0" 0'-0" 0.032 10'-7" 10'-7" 9'-6" 0'-0" 3x8 0.024 4' 8' 12' 6' 9' 12' 4' 6' 8' MAX 60 0.018 0'-0" 0'-0" 0'-0" 0'-0" 60 0.018 0'-0" 0'-0" 0'-0" 0'-0" 60 0.018 0'-0" 0'-0" 0.036 11'-0" 11'-0" 10'-9" 10'-7" All Others 0.024 4' 8' 12' 6' 9' 12' 4' 6' 8' MAX 0.024 0%0" 0'-0" 0'4" 0'-0,, 0.024 0'4" 0'-0" 0'-0" 0'-0" 0.024 0'-0" 0'-0" 60 0.078 0'-0" 0'-0" 0'-0" 0'-0" Dble 2x6.625 0.032 4' 9' 6' 10' 13' 4' 6' 9' 13' 0.032 , 0'-0" 0'-0" 0'-0" 0'-0" 0.032 0'-0" 0'-0" 0'-0" 0'-0" 0.032 0'-0" 0'-0" 0'-0" 0'-0" 0' 0" 0.024 0'-0" 0'-0" 0'-0" 0'-0" RF Fascia 0.032 5' MAX 7' MAX MAX 5' MAX MAX MAX 0.036 0'-0" 0'-0" 0'-0" 0'-0" 0. 036 V-0" 0'-0" 0'-0" 0'-0" 0.036 0'-0" 0'-0" 0'-0" 0'-0" 0'-0" 0.032 0'-0" 0'-0" 0'-0" 0'-0" 3x8 0.032 6' 11' t13XI 8' 12' MAX 5- 8' 11' MAX TABLE 4.11 TABLE 4.12 0'-0" 0' 0" 0.036 0'-0" 0'-0" 0'-0" 0'-0" All Others 0.032 6' 11' 8' 12' MAX 5' 8' 11' MAX SINGLE SPAN TABLES TABLE 4.13 TABLE 4.14 Dble 2x6.625 0.036 4' 9' 13' 13' 4' 6' 9' 13' 2.5" x6' Super Six Midtispan) Detail N3, A 3.5"x12" Super 12 (Multispan Detail D NOTE: PANELS MAY OVERHANG 25% OF THEIR CLEARSPAN RF Fascia 0.036 5' MAX MAX T7TMAX MAX 5' 7' MAX MAX Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure 2.5" x 12' Mark Ground X (MulGspan Detail B 2"x6" Flat Panel ( Multis an Detail N2, C P ) 3x8 0.036 6' 12' MAX MAX 6' 8'11'Ground Snow Load Gauge Exp B Exposure C Snow Load Gauge Exp B Exposure C Snow Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure All Others 0.036 612' MAX (in) 140 120 130 140 psf) (in) 140 120 Load Gauge Exp B Exposure C Snow Load Gauge Exp B Exposure C 10(ps 10 0.018 8'-7" 8'-7" 8'-0" T-9" 10 0.018 6'-1" 6'-1" 130 5'-5" 140 (psf) (in) 140 120 130 140 (psf) in) 140 120 130 140 'MAX' means the maximum possible tributary width LIVE 0.024 10'-7" 10'-7" 9'-11" 9--8,, LIVE 0.024 8'-8" 8'-8" 7'-9" 5'-2" 7'-5" 10 LIVE 0.018 6'-8" 6'-8" 6'-3" 6'-0" 10 0.018 9'-7" 9'-7" 9'-0" 9'-17" Minimum number of screws is on per panel 0.032 13'-0" 13'-0" 12'-2" 11'-10" 0.032 12'-3" 12'-3" 11'-2" 10'-9" 0.024 8'-10" 8'-10" 8'-3" 8'-0" LIVE 0.024 11'-7" 11'-7" 10'-10" 11'-11" MAXIMUM ALLOWABLE TRIBUTARY WIDTH AND#14 SCREWS 0.036 14'-2" 14'-2" 13'-3" 12'-10" 0 036 13'-10" 13'-10" j,,_52.. 12' 2" 0.032 11'-1" ' ' 11'-1" 10'-4" 10'-1" 0.032 12'-9" 12'-9" 12'-3" 13'-1" FOR PANEL/HEADER COMBINATIONS Table 4 10 20 LIVE 25 30 40 60 0.018 0.024 0.032 0.036 0.018 0.024 0.032 0.036 0.018 0.024 0.032 0.036 0.018 0.024 0.032 0.036 0.018 0.024 0.032 0 036 7'-6" 9'-4" 11'-6" 12' 6" 7'-4" 9'-1" 11'-2" 12'-2" T-0" 8'-8" 10'-8" 11'-7" 6'-4" T-11" 9'-9" 10'-8" 0'-0" 0'-0" 0'-0" 0' 7'-4" 9'-1" 11'-2" 12'-2" 7'-4" 9'-1" 11'-2" 12'-2" T-0" 8'-8" 10'-8" 11'-7" 6'-4" T-11" 9'-9" 10'-8" 0'-0" 0'-0" 0'-0" 7'-2" 8'-10" 10'-11" 11'-11" T-0' 8'-0" 10'-8" 11'-7" 6'-8" 8'-3" 10'-2" 11'-1" 6'-1" 7'-7" 9'-5" 10'-3" 0'-0" 0'-0" 0'-0" 6'-10" 8'-5" 10'4" 11' 4" 6'-10" 8'-5" 10'-5" 11'-4" 1 6'-6" 8'-1" 10'-0" 10'-10" 6'-0" 7'-6" 9'-3" 10'-1" 0'-0" 0'-0" 0'-0" 20 LIVE 25 30 40 60 0.018 0.024 0.032 0.036 0.018 0.024 0.032 0.036 0.018 0.024 0.032 0.036 0.018 0.024 0.032 0.036 0.018 0.024 0.032 T-11" 7'-1" 10'-4" 11'-9" T-11" V-10" 9'-11" 11'-4" 3'-8" 6'-3" 9'-3" 10'-7" T-2" 5'-5" 8'-2" 9'-5" 0'-0" 0'-0" 0'-0" 3:-111..' 6 0 T-11" 11'-4" T-9" 6'-10" 9'-11" 11'-4" T-6" 6'-3" 9'-3" 10'-7" T-2" 5'-5" 8'-2" 9'-5" 0'-0" 0'-0" 0'-O" 3'-8" 6'-6" 9'-7" 11'-0" 3'-6" 6'-3" 9'-3" 10'-7" T-3" 5'-10" 8'-8" 10'-0" 2'-11" 4'-4" 7'-8" 8'-11" 0'-0" 0'-0" 0'-0" T-3" 6'-0" 8'-11" 10'-3" 3'-3" 6'-0" 8'-11" 10'-3" 3'-1" 5'-7" 8'-5" 9'-8" 0'-0" 0'-0" 7'-6" 8'-8" 0'-0" 0'-0" 0'-0" 20 LIVE 25 30 40 60 0.036 0.018 0.024 0.032 0.036 0.018 0.024 0.032 0.036 0.018 0.024 0.032 0.036 0.018 0.024 0.032 0.036 0.018 0.024 0.032 11-5 V-10" T-9" 9'-9" 10'-1" 5'-8" 7'-7" 9'-6" 9'-10" 5'-4" T-2" 9'-0" 9'-4" 4'-6" 6'-7" 8'-3" 8'-6" 0'-0" 0'-0" 0'-0" 11-5 5'-8" T-7" 9'-6" V-10" 5'-8" T-7" 9'-6" T-10" 5'-4" T-2" 9'-0" 9'-4" 4'-6" 6'-7" 8'-3" 8'-6" 0'-0" 0'-0" 0'-0" 10'-8" 5'-6" 7'-4" 9'-3" 9'-7" 5'-4" T-2" 9'-0" 1 9'-4" 4'-7" V-10" 8'-8" 8'-11" 4'-3" 6'-4" T-11" 8'-2" 0'-0" 0'-0" 0'-0" 10'-4" 5'-3" T-0" 8'-10" 9'-1" 5'-3" T-0" 8'-10" 9'-1" 4'-5" 6'-8" 8'-5" 8'-8" 0'-0" 6'-2" T-10" 8'-1" 0'-0" 0'-0" 0'-0" 20 LIVE 25 30 40 0.036 13'-3" 13'-3" 12'-8" 13'-7" 0.018 0.024 0.032 0.036 8'-6" 10'-3" 11'-9" 12'-3" 8'-3" 10 0" 11'-7" 12'-0" 8'-0" 9'-9" 11'-4" 11'-10" 8'-6" 10'-3" 11'-9" 12'-3" 0.018 0.024 0.032 0.036 8'-3" 10'-0" 11'-7" 12'-0" 8'-3" 10'-0" 11'-7" 12'-0" 7'-10" 9'-0" 11'-2" 11'-8" 8'-6" 10'-3" 11'-9" 12'-3" 0.018 0.024 0.032 0.036 T-10" 9' 6" 11'-2" 11'-8" T-10" 9'-6" 11'-2" 1 V-8" 7'-6" 9'-1" 10'-10" 11'-3" 8'-0" 9'-9" 11'-4" 11'-10" 0.018 0.024 0.032 0.036 7'-2" 8'-9" 10'-7" 11'-0" 7'-2" 8'-9" 10'-7" 11'-0" 6'-11" 8'-5" 10'-3" 10'-9" 7'-4" 8'-11" 10'-9" 11'-2" 60 0.018 0.024 0 032 0'-0" 0'-0" 0'-0" 0'-0" 0'-0" 0'-0" 0'-0" 0'-0" 6' 4" 7'-8" ' " -0 0 -0 0 -0 0-0 0.036 0'-0" V-0" 0'-0" 0'-0" 0.036 0'-0" V-0" 0'-0" 0'-0" 0.036 0'-0" 0.-0.,011 0'-1 10-'-61 " ICC ESR1398 (2012 /�9013 TABLE 4.16 Page 23TM 4.17 TABLE 4.18 Panel # of #14 screws PER FOOT to attach panel to header Headers Gauge 1 1 2 1 1 2 1 3 1 1 2 1 3 1 4 (in) 115 mph Exp B 115 mph Exp C 140 mph Exp C 1 Dble 2x6.625 0.018 4' 8' 12' 3' 6' 8' 2' 4' 6' 8' RF Fascia 0.018 4' MAX MAX 1 3' MAX MAX 2' 4' MAX MAX 3x8 0.018 4' 8' 12' 3' 6' 8' 2' 4' ' 6' 8' All Others 0.018 4' 8' 12' T 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' 1 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 10.032 0.032 7' 14' MAX 5' 10' 15' 3' 1 7' 10' 1 13' All Others 7' 14' MAX 5' 10' 15' 3' 7' 1 10' 13' Dble 2x6.625 0.036 6' 12' MAX 4' 8' 13' 3' 6' RF Fascia 0.036 6' MAX MAX 5' MA) 3' 6' MAX MAX 3x8 0.036 8' MAX MAX 6' :MAX11' MAX 4' 1 T 11' MAX All Others 0.036 8' MAX MAX 6' 11' MAX 4' 8' 11' MAX #10 SMS @ 6' O/C 2'x6' ALUM .FLAT PANEL . N2 t=0.018'_ 3004H36 N3 O 2.5'x6' ALUM FLAT PANEL, t=0,018' 30041-136 � 1.500 t>0.018' 30041-134 t>0.018' 3004H34 1' USE OF FOAM CORE SANDWICH PANELS WILL 0.992 >r? FASCIA CAN BE REQUIRE THE USE OF A REGISTERED DESIGN 0.875 R0.125 R= 0.2" 11;1.625' �--0.750 ROLLED FOR PROFESSIONAL TO COMPLY WITH EXISTING R0.125 RO.153 1£� 3 DIFFERENT 0.125 ICC ESR RO.250 0.295 r— 0.350 0.95" 0.92" R=.125" l R=.125" ;a. I— PANEL HEIGHTS 1.op J;SR I � FOR 2', 2.5' tic TAND 3.5' PANEL '2.000 1.958 �% W1.625 L HEIGHTS 0.363 r 0.5" �� R= 0.15" 03t �_ 0.18 1 FOAM CORE SANDWICH PANEL W CURRENT ICC ESR / 167 3,11 ` t �— n.i?i l,ntn,SQ 3,0" 3jC natA )jd 1.625 0.75 6.000 7 $ 4 #8x1/2' SMS #84/2' .167" s j` SIDE FASCIA I 2.00 " '�'.'.'.'.'.'.'.'.'.'.' .','.'.'.',' ' ' @ 3' O/C ATTACH TO TOP OF HEADERS SMS @ T.16 - 6.00" i.6zs NOMINAL .0 "8" IN THICK S. ,�............ .... ..... . ,',', ..... PER 'TABLE 4.9 OR 4.10 3' O/C ) ....... ,., ..�..`.«.. .'.'.',', .','.'.'. ATTACH TO TOP OF HEADERS `� -- 3.00 '.'.' ' .`.'. .'.' �•�•�' • • '' '• PER TABLE 4,9 OR 4.10 Z; .+++.++++.++.+. N4 6 1/2" ROLLFORMED ... .'.', ,','.. (3004—H34 ALk1M. A P F2 FOUR #14 SD SCREWS EACH F 681.39_ SIDE FOR FOOTINGS UP TO d=26" * 6-30-2015> . . .` Q P ' V1L. �P 2' x 6.5' Rafter FASCIA FROM NI, N2, N4 OR N10 2"X 6 1/2" t 3"X 3" SIDE LATES #10 SMS @ 6' O/C X SPOST ALU F00 NEC 05 013 'r . METAL SKIN Header Structural- Panel - BRAC ' 0 'o GALVANIZED OR N 1 SANDWICH PANEL T❑ O SEE TABLE -4.9 OR 4.10 /- 9� X STAINLESS STEEL HILTI t �. KWIK BOLT TZ ANCHOR (ICC ESR 1917) W/ 2' EMBED AND HEADER C❑NNECTI❑N •"° �� �� 's, RBMR EQUIVALENT 29 SEE NOTE 4 SLAB OR FOOTING SEE DETAIL AT RIGHT Rafter Talls 3 . ax 3' x s• Headd Heer 4�OVESS/0 p pp. cc.. N8 BRACKET FOR CONNECTING POST TO SLAB =�Q. G� OR, FOOTING (6063—T6 ALUM ALLY) SINGLE SPAN ATTACHED UNITS ONLY ; NEWPORT FASCIA N5 Post J 8 f Of DETAIL p . 5. Amerimax 28921 US Hwy 74 � `eF.CA1.iFp��. E X T E RSI 0 R HOME PRODUCTS: Romoland, CA 92585 • MAWN enmE OCT 02 2013 BEJ/CP --� ICC ESR1398 (20121BC) 9/29/2013# Page 44 of 66 "A"E Component arts ti Connection Details NTS;r for Newport Patio Structures Engineer's Stamp DAM "-Lr. •1 —2012 of 4 SOLID COVER 6.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS HIGH wimn ARFAS 12 Gauge xY x8" Steel C (Detail T) Double 16 Ga 3"x8" Steel C Detail T and AYI Double 12 Ga 3"x8' Steel C (Detail T and A TABLE 6.8 Attached Freestanding or Attached Freestanding or Attached Freestanding or Structure MulUspan Units Structure MUIUSpan Units Structure Mullis an Units GROUND TRIG POST POST MAX MAX POST LENGTH MAX MAX POST LENGTH MAX MAX POST LENGTH SNOW WIDTH SPACING REO'D POST MIN FOOTER 8- I 17 I 15' POST MIN FOOTER V I 1Z I 15' POST MIN FOOTER 8' I 17 I t5' LOAD (FT) ON SLAB FOR SPACIN POST SIZE CONSTRAINEDFOOTE SPACING POST SIZE CONSTRAINED FOOTS SPACING POST SIZE CONSTRAINED FOO TE (PSF) (Fr) SLAB (FT) TYPE 'd' "d' •d' "d' (Fr) TYPE 'd' •d' 'd 'd' (FT) TYPE 'd' 'd' O (in) (in) ON (n)i (in) I Cm) I (in) I On) nn MPu eronenoc .- _. 10 6 13'•T A 18'-0• F 35 35 35 31 32 32 32 32 33 33 33 33 34 34 34 34 34 21'-7' F 37 37 37 35 35 35 34 35 35 35 36 38 36 37 37 37 37 25'•7- F 39 39 39 38 38 37 37 38 38 39 39 40 40 4/ 41 42 42 LIVE 5.6 12'4" A' 171-0" F 36 98 36 35 11 20'-0" F 38 38 38 38 11 24'•10" F 43 1 43 1 43 1 43 LOAD 8 17'4" A 1861 F 36 36 36 5' 19'-10" F 30 39 99 10.5' 11' 11.5' 40 40 40 n/a ONLY 6.5 10'-5" A 15161 F 37 37 37 3' Na Na Na Ns Na Na Ne Na Ne Na 9.5' 24'-1" F 41 41 41 12.5 4' 7 9'-0" A 15•0- F 37 37 37 rva 19'-0" 18'-3" F F 39 30 30 39 39 39 236" 22'-11" F G 42 43 42 43 42 43 7.5 9'•1' A 14'4- F 37 37 37 17'-7" F 40 40 40 2761 O 43 43 43 B 8'-0" A 73'-9' F 38 38 38 78'-11- F 40 40 40 21'-11" G 44 44 44 8.5 8'-0" A 73'•7' F 38 38 38 16'4" F 41 41 41 21'6" G 44 44 44 9 11" A 12'6' F 38 38 38 15.10" F 41 41 41 21'•1" G 45 45 45 9.5 T-2' A 12'-3' F 38 38 38 15'4" F 41 41 41 20'6- G 48 46 46 10 6'-9" A 11'-10' F 38 38 38 14' -It" F 42 42 42 20'4• G 46 46 46 10.5 0'-61 A 11'5" F 39 39 39 14'-0' F 42 42 42 20'-0" G 47 47 47 77 61•Y A 71'-1" F 39 39 39 14'•1- G 42 42 42 19'6- G 47 47 47 11.5 5'•17" A 10'•9- F 39 39 39 13'-9" O 42 42 42 1W-6, G 48 48 12 5'-e' A 10'•5' F 39 39 39 13'-5' G 49 43 43 19'-2' G 48 48 48 48 11 140 MPH 8'-Y EXPOSURE A R ff-t 0' F 37 37 97 t7-9' F 41 41 41 18'-T G 46 40 40 20 E LOAD ONLY 5 6.5 8 6.5 7 7.5 8 8.5 9 9.5 10 10.5 11 11.5 140 MPH T•1' 6'-5' 5'•11' 5S'" 5•1 4'-9' 4'S' 4'-2' T-71' X-9• T -o" 3'' 4 3'•T 3'-1" EXPOSURE A A A A A A A A A A A A A 1 A C 7T-0" 16'•Ir 15-10" IS' -0' 14'4" 13'6' 13'-1' 17-T 17-1' 11'•8' 11'•3' 10'-11" 10'-7' 10'3 M 166 MPN F F F F F F F F F F F F F F 9YPn91 31 32 32 32 32 33 33 33 33 34 34 34 34 34 nae n 31 32 32 -32 32 33 33 33 33 34 34 34 34 34 31 32 32 32 32 33 33 33 33 34 34 34 34 34 31 32 32 32 32 33 33 33 33 34 34 34 34 34 20'6' 20'-0" 19'-1' 18'•3' 1T -T 18'-11" 18'•3' 15'-9- 15'-3' /4'-9" 14'4' 13'-11' 17-a' 13'-2' F F F F F F F F F F F G G G 33 33 34 34 35 35 35 35 36 36 37 37 37 37 33 33 34 34 35 35 35 36 35 36 97 37 37 97 33 33 34 34 35 35 35 38 36 38 37 37 37 37 35 35 35 34 35 35 35 36 38 36 37 37 37 37 25' -0• 24'3' 23'-0" 27.11' 274' 21'-10' 21'5' 20'•11' 201•7'G 20'•2' IV -10" 1".. 19'•3- 1ff-11" F F F G G G G G G G G G G 1 35 35 38 37 38 38 39 39 40 40 41 41 42 42 35 36 36 37 38 38 1 39 39 40 40 41 41 42 42 36 36 38 37 38 98 39 39 40 40 41 41 42 42 38 38 37 37 38 38 39 39 40 40 4/ 41 42 42 20 LIVE LOAD ONLY 5 5.5 6 0.5 7 7.5 8 8.5 D 9 .5 10 10.5 11 11.5 12 1 GENERAL T-1' 6'5" 5'-11" 5'S" 5--1" 4'-0' 4--5" 4'-2' 3 '-11' 3'-9" T-6" 3'4' T-2" T -I" 2'-11' INSTRUCTIONS A A A A A A A A A A A A A A A 18'4" t5'-0" 14'-2' 13'S" 12'-10" 773' 11'-8" 17'-3' 10'-9' 10'-5" 10'-0" 11" 04" V-1' 8'-10' FnR F F F F F F F F F F F F F F F T1aFsc 1 34 34 34 35 35 35 36 36 36 36 36 37 37 37 37 reel 34 34 34 35 35 35 36 36 36 36 38 37 37 37 37 cc 34 34 34 35 35 35 38 30 38 36 36 37 37 37 37 34 34 34 35 35 35 38 30 36 30 36 37 37 37 37 19'-3" 18'3" ITS" 18'-8- 16'-0" 15'4" 14'-9" 14'-3" 13'-9" 73'4" 12'-11' IZ-7' 77-3' 11'-11" 11'-7" F F F F F F F F G G G G G G G 38 38 37 97 38 38 38 30 39 39 40 40 40 40 41 38 36 37 37 38 38 38 39 39 39 40 40 40 40 41 38 36 37 37 38 38 38 39 39 30 40 40 40 40 41 38 38 37 37 38 38 38 30 90 39 40 40 40 40 41 23'-7- 22'-10" 223" 21'6" 21'-1- 20'-7" 20.2' 10 0" 17.5- 19'-1' 18'•0' 18'5" 18'-2' 17'-10" IT -8' F G G G G G G C G G G G G H H 38 39 40 41 41 42 43 43 44 44 45 45 46 46 47 38 39 40 41 41 42 43 43 44 44 45 45 48 48 47 38 39 40 41 41 42 43 43 44 44 45 45 48 46 47 41 40 40 41 41 42 43 43 44 44 45 45 46 40 47 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 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 Attachetl Freestanding or Attached Freestanding or Attached Freestanding or Structure Multispan Units SWolure MUIUspan Units Structure MulUspan Units GROUND TRIG POST POST MAX MAX POST LENGTH MAX MAX POST LENGTH MAX MAX POST LENGTH SNOW WIDTH SPACIN REO'D POST MIN FOOTS 0 I IT I /5' POST MIN FOOT 8' I 12' I 15' POST MIN DOTE 8' I f7 LOAD (FT) ON SLAB FOR SPACING POST SIZE CONSTRAINED FOOTER SPACIN POST SIZE CONSTRAINED FOOTS SPACIN POST 52E CONSTRAINED FOOTS (PSF) (FT) SLAB (FT) TYPE 'd' 'd' 'd' 'd' (FT) TYPE V "d' 'd' 'd" (FT) TYPE 'd' 'Q' •d' 'd' ...,....,. _ (in) (in) (In) (in) lin) (in) M) Cm) Pn) lin) f) (IN 30 5 5.5 e 6.5 7 7.5 8 8.5 9 9.5 10 10.5 5'-0" 5'-2' 4'-9' 4'4" 4'-1' 3'-9" 3'-0' 14" 3'-Y 3'-0' 2'-10' 2'-e" A A A A A A A A A A A A 16'-5' 15.5" 14'-7' 13'-10' 13'•2" 12'-T' 12'-1" II' -T' 71'-1' 70'-8" 10'4' 10'-0' F F F F F F F F F f F F 30 31 31 31 32 32 32 32 32 33 33 93 30 31 3131 31 32 32 32 32 32 33 33 33 30 31 31 32 32 32 32 32 33 33 33 31 31 31 31 32 32 32 32 32 33 33 33 19'•8' 18'-9' 17'-70" 1T-1" 16'4" 16-9' 15'-2" 14'-8- 14'•2" 13'-8" 13'-3' 17-11" F F F F F F F F F G O G 32 33 33 34 34 34 35 35 35 95 36 36 92 33 33 34 34 34 35 35 35 35 36 36 1 33 33 33 34 34 34 35 35 35 35 38 36 35 35 34 34 34 34 35 35 35 35 36 36 24'-0' 23'•3- 22'•7" 21'-11' 21'-5" 20'-17- 20'-0" 20'-7" f 0'-8" 19'4- 19'-0" 18'-8" F G G G G G G G G G G G 34 35 36 38 37 38 38 39 30 40 40 41 34 35 38 36 37 38 38 39 99 40 40 41 35 35 36 36 37 38 38 39 38 40 40 41 38 37 37 37 37 38 38 39 39 4D 40 41 30 5 5.5 6 6.5 7 7.5 8 8.5 5'-0' S -Y 4'4" W-4" 4'-1" 3'-9" X -a- 3'4' 1 A A A A A A A A 14'-11" 14'-0" 13'-3" 176" I V-11' 11'4" 10'•10' 10'-5" F F F F F F F F 33 33 34 34 34 34 35 35 33 33 34 34 34 34 35 35 93 33 .34 34 34 34 35 35 33 33 34 34 34 34 35 35 18'-2' 1T-3- 16'-5" 15'-8" 15'-0" 14'S" 79'-111" 13'-5" F F F F F F G G 35 38 36 37 37 37 38 38 35 36 38 37 37 37 38 38 35 36 38 37 37 37 38 98 1 37 37 3721'-S" 37 37 37 38 38 2Z-0" 27-1" 20'-10- 20'4' 19'-11' 19'5" 19'-1- G G G G G G O G 38 39 40 40 41 42 42 43 38 39 40 40 41 42 42 43 98 39 40 40 41 42 42 43 40 40 40 40 41 42 42 43 11. AHColonial 9 1 T-2- 1 A I 10'-0- I F 1 35 1 35 1 35 1 35 11 12'-11' 1 G 38 1 38 1 38 1 38 11 18'6" 1 G 1 43 1 43 1 43 1 43 OVER- Post Description Max Detail H Twin 0.060"x1.5"x1.5" Scroll TABLE 62 TRIBUTARY WIDTHS FOR SINGLE SPAN ATTACHED STRUCTURES d= 20" c 0.042"x3"x8" Aluminum Post 10'3o 0.041"x3"x3" Steel Clover HANG 0.024"xWx3"PGst with Side lat 11' NDN 16. SK PROJECTION OF SINGLE SPAN STUCTURES (FT) 11' E F n. AN Clover 0.040"x3"x3" Alum 11' 14' 11. AHColonial (FT) 8' 7' 8' 9' 10' 11' 12' 13' 14' 15' 16' 17, IB' 10' - 20 21' 27 0 4 3.5' 4' 4.6 5' 5.5' 6' 6.5' 7' 7.5 8' 8.5' 9' 9.5 10' 10.5' 11' V 3.5' 4' 4.5' 5' 5.5' 6' 0.5 T 7.6' 8' 8.5' Ir Q.5` 10' 10.5' 11' 11.5' 7 n/a n/a n/a Na Na 6.5' 7' 7.5' e' 8.5' T 9.5' IV 10.5'; 11' 71.5 12' 3' Na Na Na Ns Na Na Ne Na Ne Na 9.5' 10' 10.5' 11' 11.5' 12' 12.5 4' nh n/e n/a n/a n/e n/a Ne Na Na Na Na Na Na rva Na 125 73' 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 FREESTANDING AND MULTISPAN UNITS USE TABLE 6.4 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 6.3 Post Requirements for Attached Single Span Structures Post Description Max Detail H Twin 0.060"x1.5"x1.5" Scroll 9' d= 20" c 0.042"x3"x8" Aluminum Post 10'3o 0.041"x3"x3" Steel Clover d= 21" 0.024"xWx3"PGst with Side lat 11' NDN 16. SK Clover 0.030'x3"x3" Alum 11' E F n. AN Clover 0.040"x3"x3" Alum 11' 14' 11. AHColonial 0.062" Extruded 12' d= 38" E 0.041 "x3NT' Steel Clover 11' F N71. AH 0.041"x3"x3' Steel CloverM- G N17, AG 3/16'x6"x6" Steel Square eH 3/16"x3N3" Steel SquareG3/16"x3"x3" 15' 1 N17, AG Steel S uareG3/16"x4"x4"Steel SquareG3/16"x5"x5" Steel SquareG TABLE 6.4 Post Requirements for Freestanding Structures or Multispan Attached Structures Post Description Maximum - Max I Footing Height POST CodeDetail 0.041"xWx3"Steel Clover d= 20" 9' B N71,A 0.041"x3"x3" Steel Clover d= 21" 8' B N11, AH 3/16"x3"x3" Steel S uare 3116"x3 x lee uare d= 29" d= 32' 14' 8' E F N17, AG N17. AG 3/16"x4"x4" Steel Square d= 35" 14' F N17, AG 3/16"x4"x4" Steel S uare d= 38" 9- F N17, AG 3116"x5x5" Sleel S uare d= 41"' 15' G N17, AG 3/16'x6"x6" Steel Square d= 46 15' 1 N17, AG Amerimax Exterior Home Products 28921 US Hwy 74 Romoland, CA 92585 Carl Putnam, P. E. FOR PATIO SLABS FOLLOW 1.6 FROM ABOVE THEA 3441 Ivylink Place SLAB 7. 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 carlputnam@comcastnel 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 OCT 02 2013 I-- 2,5' _I 1• L� 1' 0.024' f 0.024' r I 0.28 3' 0.024' 00 6 5/8' 3' �- - 0.37 000 3• L t= 0.030' ALUM = 0,040' ALUM = 0.041' STEEL 3' SQUARE COLUMN (3004—H34 ALUM. ALLOY) NOTE: F POSTS MAY BE TRIMMED w/FLEX N 1 6 2• x 6s' SID } + ALUM. FACING. (3004-1-134 ALUM. ALLOY) i Live N 14 ML Wind Speed Load 0.024" OR . (psf) and Exposure 0.040" TYP. 10 110 mph Exp B 21'-3" 14--2-- 4'-2"115 115mph Exp B 19'-7" 13'-r' f'- 641 #10 SMS 3' -ALUM SQUARE POST 3.00" 140 mph Exp B 13'-T' . COVER PANEL R=.0937 np• 2 6' ❑, 14'-3" 9--7-- 20 130 mph Exp C SEE TABLE 4.10 4.656 1.000. 7,75' ENCLOSED IN DETAIL N30. 0,0750 TYPICAL 12 (t= 0,105') or 16 Go (t= 0.059') 0.88775" TYP. I----= I 4,043 N9 STEEL "C"— O CHANNEL HEADERCALIFORNIA N 10 FASCIA (STEEL A-653 Fy=50 KSI) (ALUM 6063 T6) . _ 3' x 3' METAL POST 77 SEE GENERAL NOTE 19 ` EIGHT #14 SMS TWO 3/8' X5' LAG DETAIL N8 SCREW W/ 1'0 STEEL p WASHER ONE ❑N THESE DETAILS ARE LIMITED TO - EACH SIDE OF POST 150 mph EXPOSURE B AND 120 rn h C p ' Exp FOR 10 PSF AND 150 MPH EXP C FOR 20 PSF DOUGLAS FIR LUMBER FLOOR N j 2 JOISTOR HEADER - ATTACHED STRUCTURE POST TO DECK FLOOR JOIST _I 1• L� 1' 0.024' f 0.024' r I 0.28 3' 0.024' 00 6 5/8' 3' �- - 0.37 000 3• L t= 0.030' ALUM = 0,040' ALUM = 0.041' STEEL 3' SQUARE COLUMN (3004—H34 ALUM. ALLOY) NOTE: F POSTS MAY BE TRIMMED w/FLEX N 1 6 2• x 6s' SID } + ALUM. FACING. (3004-1-134 ALUM. ALLOY) i Live N 14 3.00' ---� Wind Speed Load 0.024" OR . (psf) and Exposure 0.040" TYP. 10 110 mph Exp B 21'-3" 14--2-- 4'-2"115 115mph Exp B 19'-7" 13'-r' 130 mph Exp B 3' -ALUM SQUARE POST 3.00" 140 mph Exp B 13'-T' . t =0.024' 30041-134 t =0.040' 3105H26 .. � R=.0937 np• L _I 1• L� 1' 0.024' f 0.024' r I 0.28 3' 0.024' 00 6 5/8' 3' �- - 0.37 000 3• L t= 0.030' ALUM = 0,040' ALUM = 0.041' STEEL 3' SQUARE COLUMN (3004—H34 ALUM. ALLOY) NOTE: F POSTS MAY BE TRIMMED w/FLEX N 1 6 2• x 6s' SID } + ALUM. FACING. (3004-1-134 ALUM. ALLOY) i Live MAX "L" FOR TOP Wind Speed Load OR SIDE MOUNT (psf) and Exposure 16" o/c 24"o/c 10 110 mph Exp B 21'-3" 14--2-- 4'-2"115 115mph Exp B 19'-7" 13'-r' 130 mph Exp B 15'-7" 101-4" 140 mph Exp B 13'-T' 110 mph Exp C 15'-7" 10'-4" 115 mph Exp C 14'-3" 9--7-- 20 130 mph Exp C 11'-4" 7'-7" 140 mph Exp C 9'-10" 6'4' 3" ALTERNATE POST SIDEPLATE CONNECTION DETAIL N 1 1 (3105-1-125 ALUM. ALLOY OR J T❑P MOUNT BRACKET NOT ALLOWED IN SNOW LOAD AREAS A-653 FY=40 KSI STEEL) SEE GENERAL NOTE #9 FOR CORROSI❑N PROTECTION �c #14X1.5".SCREWS 1.5 0.125' azr srm (Fr e u � � 6 PLACES EXISTING EAVE - T e OF WOOD FRAMING r I m+a�T Ts laer WtDE 1.5' e- STRUCTURAL PANEL 27B LOOM BOARD (Doug Fv) ' ALUM S¢ DENERA< NM #z3 0.125"0.5"0.5'PANEL °O1 STEEL (Fy = 33 KSI) T13P NnuNT #14.3.5' °"° ° BRACKET. 1" SPACING 4" N 18 BETWEEN SCREWS L a* "� ALTERNATIVE EAVE ATTACHMENT 2x OF LEDGER BOARD � FASTS �S1' MIN GAP SIDE MOUNT BRACKET BETWEEN ALL HOUSE PENETRA NS LEDGER AND R F MUST . BE C❑MPLETEL TO ALLOW DRAINAGE TOP MOUNT EAVE OVERHANG AND 'L' MUST PERMANENTLY SEA oN BRACKET Q. ALSO COMPLY WITH DETAIL N21 �O PU \ U Q�oFESSI J 81.39 PUJa ` F * EX 30-2015 S2 J n m } S'lg7 Vll -ASTM A500 GRADE B 8�%3 OF t� STEEL POST SEE GENERAL 'NOTE * »?015 . *, EC 05 013' N 17 #9 FOR CORROSION Vii PROTECTION t�P - 8921 US Hwy 74 PR❑TECTI❑N cAUE- EXTERIOR HOME PROOUC. S omoland, CA 92585 ICC ESR1398 (2012 IBC) 9/29/2013 I Page 45 of 66 OCT 02 2013 rNTS /cp SCALE-. I omponent for New Engineer's Stamp •NP02-2012 -structures 2of4 20 GA ASTM A653 GRADE 33 STEEL BRACKET FOUR #8 SCREWS INTO RAFTER AND 2X FASCIA ONE PER RAFTER ROOF COVERING IS MAX 0 3 PSF. HEAVIER ROOF 0 RAFTER COVERING SHALL REQUIRE ADDITIONAL ENGINEERING DETAIL "A"ANALYSIS 2X DF WOOD 2"x WOOD FRAMING FASCIA %DOUGLAS FIR -LARCH (NORTH) SEE DML / 82 OR BTR E 1/2" N21 FASCIA SEE TABLE 7.5 FOR FOR MAXIMUM FASTENER SCHEDULE OVERHANG SEE ALTERNATE EAVE SEEE GENERAL NOTE #23 SCHEDULE 6 RIGM ATTACHMENT 810 SAS @ 6- ' OR 12' WIDE UCIURAL PANELS 0.040'X3'X3 ALUM POST N23 ROLLFORMED HEADER 'N4' CONN. DETAILS TO STRUCTURAL PANELS #14 x 2" SMS RAFTER 0.5' MI SEE TABLE 7.5 810 SMS 0 FOLLDW- �FOR SPACING ING SPACING r@c 6" O.C. FOR 6" PANELS / .50" 12" O.C. FOR 12' PANELS 2x4 18'-0' MAX LOADS 1z -0•T-1' Y -W 10 PSF 140 MPH EXP C 2x8 10' -0' 18'-0• 30 PSF 140 MPH EXP B 16-0' 1T-1' 2.2 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 10 Psi 2x4 1r4Y 1T4Y 17-0• T-1' EXTRUDED HANGER (6063-T6 ALUM. ALLOY) 1.500""- 1. ICC ESR1398 (2012 IBC) 9/29/2013 2° 5' Live/Snow Lud RAFTER MAX DISTANCE TO FIRST ROW OF POSTS ^L^ Solid Cow Wind SIZE CAVE OVERHANG r@c wAM,_, 12'.O/CFOR 10 P9 2x4 18'-0' 16-0' 1z -0•T-1' Y -W 115 MPH EX P B 2x8 10' -0' 18'-0• 16-0' 16-0' 1T-1' 2x0 16-0' 16-0' 16-a 18'-0• 16-0' 10 Psi 2x4 1r4Y 1T4Y 17-0• T-1' V4r 115 MPH E)PC 2x8 1T-0' INY Ir -a 1T-0' 1T-0' 2x0 1T-0'1 1T-0' 1T47 1NY 10ps1 24 164 16-0' 1z-0' T-1• 4-0' 140 MPH EXP C 2x8 161-0' 16-0' 16-0' 16'-0' 164Y 2x8 16-0' 16-0' 16'-0' 164Y UNY 20 P9 2x4 161 -0' 10•-3• 5•-10• 3.1• ",w140 MPH EXP C 2x6 16-0' 16-0 164Y 11'-9• 64• 2x8 1643' 16-0' 16-0' 16'-0' 16-01 25 Ps12x4 16-0' 11'3' 61' T -W 11-9' 140 MPH E)P C 2.6 16-0' 164 16-0' 1z-10' 9'-1' 2x8 161-0' 16-0' 16-0' 16'-0' 16-0' 30 pA 2.4 151-0' 9'-2' S'-1• z-0' 1'-0' 140 MPH E)0' C 2x6 15'-0' 15'-0' 15'-0' 101.4• T-1• w15'-0' 1 15'-0' 15'-0' 15'-0' 14'$ 40 PA 2x414' -a - i 3'<• 1'i• 01-T 2x0 14•-0' 14'-0• 11'-0' T-2' 4'-T 2x8 14'-0' 14'-0• 1r -a I 14'-0' 101-7 60 pd 2x4 6-10' 4'-0• 1'-T 01-2' 01-0' 2x6 12'-0' 11'4' 6'-0' z-11 • 2x8 12.1& 12'1& 1Z-0' 6.8' 6-10• DOUBLE DA42'XrW OR 0D40'x2'X6625' READERS 1/2 ® - #14 SMS 01 EACH SIDE 0 (' 2X 6 1/2" ALUM.ol SIDEPLATE WITH SIDEPLATES END VIEW D❑UBLE ALUM N24 HEADER C❑NNECTI❑N OR POST ❑/C TYP 4' 6° 3X 8" ALUM. HEADEIJ/ 2X 6 1/2"X .024" ALUM. SIDEPLATEb, fTT N22 3" x 8" HEADER �► CONNECTION 4- 814 SMS EACH SIDE 3" x 8" ALUM. HEADER I 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" HEADERS IN PLACE OF 3"X 8" HEADER WITH POST & SIDEPLATES 3"X 3" POST DOUBLE 2'X6.625' HEADERS (DETAIL N31) N25 DOUBLE 3'X8' HEADER (DETAIL N30) #10 SMS @ FOLLOWING SPACING6' O/C FOR 6'PANELS r@c wAM,_, 12'.O/CFOR 12' PANEL .JCTURAL PANEL ROLLFORMED HANGER N27 (3004-H34 ALUM. ALLOY) Page 46 of 66 *\_ Mcg.KO-?9151 J,1 OCT 02 2013 Engineer's Stamp I2-1 so- �- eo 2.75' �J i�• ole• I� --I1.0T 2.2s #14 x 3/4' SMS 4- 14 SMS + EACH SIDE 6063T5 ALUMINUM j BRACKET T 05 2913 2 X 6 1 /2"X 12" ALUM. RAFTER ® 16" OR 24' ROLLFORMED O.C. , HEADER EpS- 1 2X 6 1/2" ALUM. FASCIA N28 ALTERNATE -DECORATIVE FASCIA TRIM LAN �nIF"HaX 28921 US Hwy 74 EXTERIOR HOME PRODUCTS Komoland,CA 92585 ORAWN BT: TYPE: BEJ/CP NTS ICompo fnr nen arts & Connection Details Mc...--. + D -C- Ci.. ...J....... NP03-2012 3 of 4 SEE SHEET M8 FOR _ Lattice or r 2x wood studs DF STEEL POST --FA LAB REQUIREMENTS Solid Panel of BTR X16 O/C OR CONSTRAINED ATTACH PANELS OOTINGS_ 0.042x3"x8" PER DETAILS �Alun. Brncket HEADER. 3' DETAIL L9 (0.060_ {�. BD OR BG 2� Lattice or � Solid Panels Alun, Bracket ' B I . e SMS Bracket " a SMS 1 /4" LAG SCREW OR d a .� Q. 2.5" MIN #14 SCREW CR7.EW PER 0.024' 3' x 8' Header #1 •I 3' x 8' Header #2 f _ (0.042') "ANC4 - 0.032' ro.0421) I I dao 0.040'or Go 2' x.6' Side Plate 9" d to #14 SM i i #14 SM 3' x 8' Head4#1 CONCRETE FOOTING I I N31(0.042) I CONTINUOUS 2x DF WOOD LEDGER y ----� N30 3"x3"'POST i i OR PROVIDE SIMPSON STRONG TIE d . 3"x3" POST MSTA36 (ICC ESR 2105 AT SPLICE +- RAFTER & SIDEPLATES 2x6.5" SIDEPLATE ' LOCATION) 3/8' x 9' STEEL RE -BAR EMBEDDED AT 'B' I I ' CI < 33' B = 9' HEADER (3004-H34 ALUM. ALLOY) I i d < 38' B = 12' (3004-1-134 ALUM. ALLOY) COVER W/ 0.019" ALUMINUM d < 46' B 18• N32 ALTERNATIVE SPLICE FOR+ ATTACHED UNITS N29 FREESTANDING OR ATTACHED POST/FOOTING CONNECTION _ N34 LEDGER BOARD ATTACHMENT y l r Seal with permanently flexible six 1/4• LAG SCREWS DR #14 SCREWS 01/4'LogScrew roof sealant - - W/2s' DF PENETRATION INTO WALL STUD) - SEE GENERAL NOTE #23 CONTINUOUS 2'x DF LEDGER RD OR PR❑VIDE SIMPSON i 2' x 4'•' / STRONG TIE MSTA36 (ICC ESR WOOD D❑UG FIR J 5) AT SPLICE L❑CATION STUD WOOD STUD ER W/ 0.019' ALUMINUM . 3' X 8' ALUME - - 1 RAFTER BRACKET r xm DETAIL L7 ,ATTACH PATID COVER 1 G Gj 3.5' MIN AS PER N26 OR N270 _ 3'X8' ALUM ; (v 1 HEADER J C,68139 Completely Seal with r� permanently flexible & O EXP. 6-3D-2015 yE waterproof sealant N36 d' GfVI P- Q�oi essroq, o� 2.5' MIN PENETRATION 1.00'min, 2.5' MIN �O PU �' )FC 1F INTO WODD FRAMING ! #14 SELF -DRILLING SCREW - E 0 2013 _ Z .V 1 Synthetic Stucco or other -' non-structural covering (1' max. thick) POST ALTERNATIVE FOR SLAB ATTACHMENT 6.01615 : ,t rp, An 'Sheathing MAX WIND LOAD IS 150 MPH EXP B AND �� 28921 US Hwy 74 ` - 130 MPH EXPOSURE Cniix Romo►and, CA 92585 cwt ROW OF PDSSEE TSEIN ITABLESTANCE E7 �0 FIRST N33 LEDGER BOARD STUCCO ATT HMENT DETAIL W/ CAtft EXTERIOR .HOME PRODUCTS onnwn By. irve _ BEJ/CP r �`--�_ OCT 02 2013 �Componen arts & Connection Details cICC_ESR1398 (2012 IBC) 9/29/2013-- Page 47 of 66, NTS for Newport Patio Structures _ L Engineer's Stamp nSUM NP04-2012 4 of 4 R= 0.2" 0.95" 0.92" -. R125" 516' R=.125' 561" OUTSIDE � 1.500 i INSIDE 0.5" R= 0.15" I .450" � x-1.903" T 1.625 .167" T .216" TYP. f 2.50 3.0" } .187" I 0.750 111T.654' SNP 1.7142.464" 876" I @16 SCREWS SEE DETAIL D 55 1/2' 11 42' Typ, 55 1 2' SEE DETAIL D .167" p• � 1.625 TypSEE DETAIL B 6.00" 1.137 121Y 1.137" 0.125. 1 I . O0. SUPER SIX PANEL ATTACH TO TOP OF HEADER BEAM AS PER TABLES 4,9 OR 4.10----"'6.500 2.00 2.500 2.5'xOR ATTACH PER STRUCTURAL FASCIA DETAILS t = 0,018' 3004H36 1,625 i t >0.018' 3004H34 © 2.5°X12° MARK X ALUMINUM PANEL. + 0.0180-0.032' 3004 H36 0.3160 0.0'36' 3004 H34 0.718 1.625 2.000 0.992 0.875 R0.125 0.036 0,250 + R0,125 RO.153 18' SIX #14 SDS 70.350-0.295 5' �• ON EACH SIDE 3.00 *7_ :7kOF SPLICE 2,000 © 0.363 1.958 f O ® O CENTERLINE OE 6 1/2" ROLLFORMED FASCIA 30041-134 ALLOY 6.50" I 5.5' 6-1�6- O r- SEE . SEE 0.525 1.060 f -- 5" 5" DETAIL D 6.000 DETAIL B 4' 4' SPLICE UNE 9' 9' ,641 #10 SMS 2'x6' FLAT PANEL 3 - #14 SMS @ 6' ❑/C t = 0.018' 3004H36 ALUMINUM ON EACH SIDE t > 0,018' 3004H34 ALUMINUM OF SPUCE O ROLLF MED HEA ER SPLICE 4.656 0.0750 1.000 #8x�' SHEET METAL SCREWS @ 3' ❑/C (300 -H34 ALU ALLOY) ROLLFORMED HEADER �j�pE 0.516" DETAIL E OFE �O�y SEE TABLE 0.060" R= 0.08" OUTSIDE-- pUT 4.9 ❑R 4,10 2.000 TYP. 5� 3.500" NP 0.10" 0.125' t= 0.036" ROLL FORM D m 3.090 R= 0.25" 0'72" R= 0.20 HEADER SPUCE, TIGHT 6 139 Iyp 1.750 FIT INSIDE OF. HEADER, pfESS/p 2.06Typ9" EACH SIDE OF EXP 2015 . ,t 99 4.043 1.03 5 .3' SPLICE. ��� P�' PU Fc ©CALIFORNIA FASCIA SEE 3 - 4 SMS J, �IVI �P V DETAIL B 1.250" # FCAUF m _.• (6063-T6 ALUM. ALLOY) 6.00" 6.00 ON EAC SIDE 8 12.00 OF SPUC DE 05201 * CIV a2ii`5' ��'�� 28921 US H 74 O 3.5'x12' 'W' PANEL I J \Q Hwy p t= 0,018' 3004H36 ALUMINUM l CAUF`a_ EXTERIOR HOME PRODUCTS Romoland, CA 92585 t > 0.018' 3004H34 ALUMINUM v ORMN M rwm; OCT 02 2013 BEJ/CP ICC ESR1398 (2012 IBC) 9/29/2013NTS Component Parts & Connection Details Page 48 of 66 Engineer's Stampon,E SHMT. •CD01-2012 1 of 9