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PMT16-02295 City of Menifee Permit No.: PMT16-02296 29714 HAUN RD. Type: Residential Addition SACCFIA� MENIFEE, CA 92586 MENIFEE Date Issued: 0 7/1 912 01 6 PERM17 Site Address: 29119 BRIDALVEIL LN, MENIFEE, CA Parcel Number: 339-443-017 92584 Construction Cost: $5,500.00 Existing Use: 1 &2 Family Residence Proposed Use: Description of INSTALL 12'x 50'SOLID ALUMAWOOD PATIO COVER WITH 2 FANS,6 POST LIGHTS,3 GFI Work: OUTLETS, 1 SWITCH Owner Contractor CHRISTOPHER RAVEN CLASSIC ALUMAWOOD COVERS 29119 BRIDALVEIL LANE 39450 BONAIRE WAY MENIFEE, CA 92584 MURRIETA,CA 92563 Applicant Phone:9516748533 DAVID ABEEL License Number.986793 CLASSIC ALUMAWOOD COVERS 39450 BONAIRE WAY MURRIETA, CA 92563 Fee Description City Amount Isl Receptacle, Switch, Outlet& Fixture 12 171.00 Building Permit Issuance 1 27.00 Deck/Patio, non-standard 1 133.00 GREEN FEE 1 1.00 SMIP RESIDENTIAI. 1 1.00 General Plan Maintenance Fee-Building 1 6.65 General Plan Maintenance Fee-Electrical 1 8.55 $348.20 The issuance of this permit shall not prevent the building official from thereafter requiring the correction of errors in the plans and specifications or from preventing builiding operations being carried on thereunder when in violation of the Building Code or of any other ordinance of City of Menifee.Except as otherwise stated,a permit for construction under which no work is commenced within six months after issuance,or where the work commenced is suspended or abandoned for six months,shall expire,and fees paid shall be forfeited. AA_Bldg_Pernit_Template.rpt Page 1 of 1 CITY OF MENIFEE LICENSED DECLARATION property who builds or improves thereon,and who contracts for the projects 1 hereby affirm under penalty of perjury that I am under provisions of with a licensed contractor(s)pursuant to the Contractors State License Law). Chapter9(commencing with section 7000)of Division 3 of the Business and ❑I am exempt from licensure under the Contractors State License Law for Professions Code and my license is in full force and effect. the following reason: License Class D-L Li�ce/q�e No._�! 04 7 r-7 By my signature below I acknowledge that,except for my personal residence Expires - ` Signature !�C-J 01 in which I must have resided for at least one year prior to completion of WORKER'S COMPENSATION DECLARATION improvements covered by this permit.I cannot legally sell a structure that 1 have built as an owner-builder if it has not been constructed in its entirety by 01 hereby affirm under penalty of perjury one of the following declarations:I licensed contractors.I understand that a copy of the applicable law,Section have and will maintain a certificate of consent of self-insure for worker's 7044 of the Business and Professions Code,Is available upon request when compensation,issued by the Director of Industrial Relations as provided for this application is submitted or at the following website: by Section 3700 of the Labor Code,for the performance of work for which www.Ieginfo.o.gov/calaw.htmI.permit is Issued. Policy# Date ❑I have and will maintain workers compensation insurance,as required by PROPERTY OWNER OR AUTHORIZED AGENT section 3700 of the Labor Code,for the performance of the work for which ❑By my signature below I certify to each of the following:I am the property this permit is issued.My worker's compensation insurance carrier and policy owner or authorized to act an the property owners behalf.I have read this number are: application and the information 1 have provided is correct.I agree to comply Carder OR &U,4k0-0 with all applicable city and county ordinances and state laws relating to _ II building construction.I authorize representatives of this city or county to Policy#AAFW L 7.7 2235^ Expires J- 1. 7 enter the above identified property for inspection purposes. (This section need not to be completed is the permit is for one-hundred Date dollars($100)or less PROPERTY OWNER OR AUTHORIZED AGENT ❑I certify that in the performance of the work for which this permit is issued, I shall not emolov any persons in any manner so as to became subject to the CITY BUSINESS LICENSE# workers compensation laws of California,and agree that if I should become HAZARDOUS MATERIAL DECLARATION subject to the weer, ers compensation provisions of Section 3700 of the Labor Cade,l shall thsd'tf omply with those provisions. Will the applicant or future building occupant handle hazardous material or Applicant Date -e,;'O- W - mixture containing a hazardous material equal to or greater that the amounts specified on the Hazardous Materials Information Guide? WARNING:FAILURE TO SECURE WORKER'S COMPENSATION COVERAGE IS u Yes rrNo UNLAWFUL,AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES Will the intended use of the building by the applicant or future building AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS($100,000),IN occupant require a permit for the construction or modification from South ADDITION TO THE COMPENSATION,DAMAGES AS PROVIDED FOR Coast Air Quality Management District(SCAQMD)?See permitting checklist IN SECTION 37060F THE HE LABOR ABOR CODE,INTEREST,AND ATTORNEYS FEES forguidelines CONSTRUCTION LENDING AGENCY DYes MNo hereby affirm that under the penalty of perjury there is a construction Will the proposed building or modified facility be within 1000 feet of the lending agency for the performance of the work which this permit is issued outer boundary of a school? (Section 3097 Civil Cade) 0 Yes 04ro OWNER BUILDER DECLARATIONS I have read the Hazardous Material Information Guide and the SCAQMD I hereby affirm under penalty of perjury that I am exempt from the permitting checklist.I understand my requirements under the State of Contractors License Law for the reason(s)indicated below by the California Health al Safety Code,Section 25505 and 25534 concerning checkmark(s)I have placed next to the applicable item(s)(Section 7031.5 hazardous mat al reporting. AlmsBusiness and Professions Code).Any city or county that requires a permit to 0 Dateconstruc - Issuence, alter,Improve, applicshorre the perm structure,signedor otts a PROPERTY OWNER OR AUTHORIZED AG ENT 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 Contractors State EPA RENOVATION,REPAIR AND PAINTING(RRP) License Law(Chapter 9(commencing with Section 7000)of Division 3 of the The EPA Renovation,Repair and Painting(RRP)Rule requires contractors Business and Professions Code)or that he or she Is exempt from licensure receiving compensation for most work that disturbs paint in a pre-1978 and the basis for the alleged exemption.Any violation of Section 7031.5 by residence or childcare facility to be RRP-certified firms and comply with an Applicant for a permit subjects the applicant to a civil penalty of not more required practices.This includes rental property than($500). q P p p themselves owners and property managers who do the paint-disturbing work themselves or through their . a 1,as owner of the property,or my employee with wages as their sole employees.For more information about EPA's Renovation Program visit: compensation,will do( )all of or( )portion of the work,and the structure is www.eoa.eov/lead or contact the National Lead Information Center at not intended or offered for sale.(Section 7044,Business and Professions 1-800-424-LEAD(5323). Code;The Contractors State License Law does not apply to an owner of a ❑An EPA Lead-Safe Certified Renovator will be responsible for this project property who,through employees'or personal effort,builds or improves the property provided that the improvements are not intended or offered for Certified Firm Name: sale.If,however,the building or improvement is sold within one year of Firm Certification No.: completion,the Owner-Builder will have the burden of proving that it was not built or improved for the purpose of sale. u No EPA Lead-Safe Certified Firm is required for this project because: 0 I,as owner of the property am exclusively contracting with licensed contractors to construct the project(Section 7044,Business and Professions Code:The Contractors State License Law does not apply to an owner of a If your project does not comply with EPA RRP rule please fill out the RRP Acknowledgement. & SAFETY PERMIT/PLAN CHECK APPLICATION ®'Wenifee DATE PERMIT/PLAN CHECK NUMBER TYPE: ❑COMMERCIAL ®RESIDENTIAL ❑MULTI-FAMILY ❑MOBILE HOME ❑POOL/SPA ❑SIGN SUBTYPE: []ADDITION []ALTERATION [-]DEMOLITION ❑ELECTRICAL ❑MECHANICAL ❑NEW -]PLUMBING [:IRE-ROOF-NUMBEROFSQUARES DESCRIPTION OF WORK ` \\ PROJEcTADDRESS '1C-14ee � LI ASSESSOR'S PARCEL NUMBER !e8_;AL12 01, nnLOT TRACT PROPERTY OWNER'S NAME Y1 S ,•4a, t\ e ADDRESS `T-G\\\q \:�'� �'�-�L (PSI Lane, �Le "�DSA'-I PHONE EMAIL City of Menifee t APPUCANT NAME n Ing afe y Dept. ADDRESS JUL 8 2016 PHONE EMAIL Received CONTRACTOR'S NAME OWNERBUILDER? ❑YES[2&O BUSINESS NAME C\C (1� L` �, � \S t� ADDRESS y�J'T' PDQ 4 Wa i`,ce`. l�,Yp S 125�3 I PHONE - EMAIL CONTRACTOR'S STATE LIC NUMBER _1eJr''q� LICENSE CLASSIFICATION VALUATION$ - SQ FT L SQ FT APPLICANT'S SIGNATURE DATE 7-Z--O` [ DEPARTMENT DISTRIBUTION CITY OF MENIFEE BUSINESS UCENSE NUMBER BUILDING PLANNING ENGINEERING FIRE GREEN SMIP INVOICE PAID AMOUNT AMOUNT (� OCASH OCHECK# OCREDITCARD VISNMC PLAN CHECK FEES PAID AMOUNT OCASH OCHECKN OCREDITCARD VISA(MC OWNER BUILDER VERIFIED OYES O NO DL NUMBER NOTARIZED LETTER O YES O NO City of Menifee Building&Safety Department 29714 Haun Rd. Menifee, CA 92586 951-672-6777 www.cityofinenifee.us Inspection Request Line 951-246-6213 OWNER: CONTRACTOR: G1riS ISatt,h P1�Eh CLASSIC ALLIMAWOOD COVERS 39450 BONAIRE WAY CL -nit %s CA MURRIETA,CA g2563 0 951-674-S533 U W L^^L City of Menifee -9 Building & Safety Dept. LEDGER & TRACK JUL 18 2016 INSPECTION REQUIRED 3� Received E`er-k'r k.Q,2A BUILDIN+6014� -•E#OEP IRTMENT PLAN APPROVAL 2 REVIEWED BY 1iV DATE t" 'Approval of these plans shall not be construed tb be permit for,oran approval of,any violation of any provisions of the federal, e or city regulations and ordinances. This set of approvedplans musTbe kept on the jobsite until completion. 0 Sc��G� �a\v.`mawOC7c� Q��ia �Ue-v'' i 12_ 1 q ' . Amerimax Exterior Home Products Alumavvood" Patio Cover,Carport and Commercial Structure Engineerinq 2012 IBC PAGES DRAWING SECTION DESCRIPTION 2 PAGES GN01-2012 GENERAL NOTES City Of Menifee GN02-2012 Building & Safety Depto 2 PAGES SC01-2012 SOLID PANEL STRUCTURAL CONFIGURATIONS SCO2-2012 ALUMAWOOD STRUCTURAL CONFIGURATIONS JUL 19 2016 W 4 PAGES LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURE: Received U 4 PAGES LATTICE 2.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN 115 MPH WIND AREAS LL 4 PAGES LATTICE 3.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN HIGH WIND AREAS LEDGER & TRACK. LL 4 PAGES LT01-2012 COMPONENT PARTS AND CONNECTION DETAILS FOR LATTICE STRUCTURES INSPECTION REQUIRED O LT02-2012 LT03-2012 LT04-2012 2 PAGES SOLID COVER 4.0 PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURE: to 10 PAGES SOLID COVER 5.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN 115 MPH WIND AREA£ 10 PAGES SOLID COVER 6.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN HIGH WIND A EAS r, 4 PAGES NP01-2012 COMPONENT PARTS AND CONNECTION DETAILS FOR NEWPORTS �ppESS10 NP02-2012 Q NP03-2012 ��Sg LSNG�f y`"0�4a'.#'U cm RC NP04-2012 R GQ PUT, . FOP m 9 PAGES CDo1-2012 COMPONENT PARTS AND CONNECTION DETAILS 61 1 0002-2012 CD03-2012 * �' 7 CD04-2012 IT IF fiCAI CD05-2012 sr CD06-2012 AN SA ET")EPAI"MENT CD07-2012 CD08-2012 QROVA CD09-2012 e e er 29,2013 10 PAGES Miscla-2012 MISCELLANEOUS DETAILS REVIEWED BY t�]] Misclb-2012 MISCELLANEOUS DETAILS —1 Misc2-2012 FAN BEAM DETAILS DATE Misc3-2012 7.0 POST AND FASTENER REQUIREMENTS FOR ALL STRUCTURES Misc4-2012 7.0 NG AND SLAB ATTACHMENT TABLES proval Of Misc5a-2012 7.0REQUIIREMENTSFOR URFACEMOUNTED POSTS ON CONCRETE SLABS ORFOOTINGS appovalo,anyvelation pbns hanyproll not esionsuedtobe�pertttnfor,aran Misc5b-2012 7.0 REQUIREMENTS FOR SURFACE MOUNTED POSTS ON CONCRETE SLABS OR FOOTINGS approval of,arty violation of any provisions of the federal,state or city Misc6-2012 7.0 FORCES ON EXISTING STRUCTURES regulations and ordinances. This set of approved plans must be kept on the Misc7-2012 STRUCTURAL PROPERTIES OF BEAMS, FASCIA, PANELS AND RAFTERS FOR USE BY DESIGN PROFEq§ QNft§completion. Misc6-2012 CONCRETE SLAB REQUIREMENTS FOR CONSTRAINED FOOTINGS Prl r,,,j r O MICHr A . pL CIVr P�PUTNq `,`♦♦ U,. , ,R,�'' � F c 0,. ....,q �` GQ:••' EkBF.`?1 �� ,��::.................° N PROFESSIONAL ENGINEERING PS PAGE t �P,: R` * �� c�� , Fa •y�o o ?- TN OR Y y' �SNAM 18 7 .� �C.^.RL A PROFESSIONA NC' 7 e P \NEE : :,'At. .1 PE-5805 B140 E-isu 5 - � 5 M. AM ,GENS -: P T •F QO S FR`c0 y �:, 5 ..A��"�••� �t<`SF .6201 '` $Pv s"1��`UFIJE �P I QI p� �'��p •♦`♦ 03 2 112 -,it SSION T••• N� 4 GI, , ♦♦LPL P /� 'i� INEF S ♦�,,�`•�F O•IIQ .'�` 8SglO� • ? � :.' � y �� .... ... ,•. ,,,`Q.•,. •�� i,� . .\y PEG,ry•.• �� CS G�NE ' �• •NA a O l P AR �� E p O� CAP, 9� ris;' i NALEe? L p1i� ♦ �. RC PUTN _• u M * P FES$I L ' co PUTNA gn ri RL 919;11,r„♦♦ . - %N SITr��ij �• 24 7 s0:= NGINEE U) !31! 13 PUT ATA CA - tom .PUT •p. 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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 30 psf 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 B18.6.1 AHD AND AF&PA NDS-05 11.1.4. ALL LAG SCREWS MUST COMPLY 21. DRIFTING SNOW IS ADDRESSED IN DETAIL M4. SLIDING SNOW IS BEYOND THE SCOPE OF THIS WITH ANSI/ASME B18.2.1 AND AF&PA NDS-0511.1.3. 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. ALL MULTISPAN TABLES AND DETAILS ASSUME EQUAL SPANS WITHIN 20%. ALL THE MINIMUM WASHER DIAMETER SHALL BE 1"FOR BOLTED CONNECTIONS. SCREWS AND BOLTS 22. 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 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[CC-ESR 1730,2196 OR GENERAL NOTES FOR LATTICE STRUCTURES: EQUIVALENT AND USE HEADS W/DIAMETERS EQUAL TO #8=i",#10=e",#12=ii"AND#14=J"OR (PERTAINS TO LATTICE STRUCTURES ON DRAWINGS SCO2-2012 AND LT01-2012 THRU LT03-2012.) 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 COMPLY 16.ALUMINUM SOLID ROOF PANELS ARE CLASS A FIRE RATED AS INDICATED BY THE EXCEPTION WITH TABLE L1 AND L2 ON SHEET M5. #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 SIOtRk E �� TO BE CONTINUOUSLY OR INTERMITTENTLY WET,THE FAYING SURFACES SHALL BE PAINTED OR QO �y� PUT Yc� OTHERWISE SEPARATED IN ACCORDANCE WITH THE ALUMINUM DESIGN MANUAL PART I-A SECTION 6.7. / 13 19. WHEN A SINGLE SPAN ATTACHED UNIT IS ATTACHED TO A WOODEN DECK,THE MAXIMUM * EXP.00/2 1 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 s CIVIC �P UPLIFT LOAD IS 1162 LBS FOR 115 MPH EXP C WIND SPEED. CONNECTIONS ARE FOR MAXIMUM Q�OFES$!0 ttFO \ 02 2015 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 `'�v TO SAFELY SUSTAIN THESE ADDITIONAL LOADS WILL REQUIRE APPROVAL BY LOCAL BUILDING meri max AUTHORITY OR ADDITIONAL ENGINEERING. SEE DETAIL L13,N12 ORAL. CONSTRUCTION OUTSIDE 8 28921 US Hwy 74 OF THESE PARAMETERS MAY REQUIRE ADDITIONAL ENGINEERING. * 1 * Romoland,CA 9258 EXTERIOR HOME PRODUCTS CI a\Q" t AL1F� CMP ICC ESR1398(2012 IBC)9/29/2013 Page 3 of 66 OCT 02 2013 NONE OR PART GENERAL NOTES Z A0L.1 ZLOZ-LOOS r�SMI. 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J'y��N 7VN0 S5� S3NN1 nHIS 0I1Vd(3 IVIONSWW00 NOd SNVdS l3NVd 01,SN3A00 OI-lOS If CTA770nrnf 022015 SOLD COVERS 4.0 PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURES FOR HIGH WINDS .Q<pFESS/O�i 2.5"x6"Su er Six(Single S an)DetaiL N3,A 3.5"x12"Su er 12(Single Span Detail D 2,5"x 12"Mark X(Single Span)Detail B 2"46"Flat net Single Span)Detail N2,C S\ONAL 1� at.'P(1 Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure �g .� Snow Load Gauge Exp B Exposure C Snow Load Gauge Exp B Exposure C Snow Load Gauge Exp B Exposure C Snow Load Gauge Ex B Exposure C 2 Y 'Qf ^ _ (ps0 (In) 140 120 130 140 s in 140 120 130 140 (ps on) 140 120 130 140 (Psf) m 140 120 130 140 o a A 9 586 P 8, 10 0.018 6'•0" T•11" T'-4" V-9" 10 0.018 IV-6" lV-fill T-1" 6'•6" 10 0.018 s'_5' s'- s-10- 5'•5" 10 0.018 8'-6" 8'-6" 7'-10' 7'-5" 6 139 .. LIVE 0.024 12'-3" 12'-1" 11'-2" 8'-5" LIVE 0.024 11'-11" 11'-11" 11'-2" IV-10" LIVE 0.024 8'-5" 8'-3" T-8" T-1" LIVE 0.024 1P-7" YP-7" IV-10" lV-7" arl am 0.032 15'-i" 14'-11" 13'-8" 12'-V' 0.032 14'-0" 14'-0" 13'-l" 12'-9" 0.032 12'-0" IT-0" 11'-5" 10'-10' 0.032 12'•9" 12'-9" 12'-3" IT-0` I . 17 ' 0.036 15'-10" 15'-10" 15'-0" 13'-10" 0.036 15'-0" 15'-0" 14'-0" 13'-7" 0.036 12'-5 12'-5" 1 V-1I"1 1 V-2" 0.036 13'•3" 13'-3" 12'-8" 12'4 ,V 24503 O) t1�@ 20 0.018 8'-0" T-11" T4" 6'-9" 20 0.018 6'-6" V-6" V-0" 64" 20 0.018 6'-3" 6'-3" 5'-10" V-5" 20 0.018 7'-6" 7'-W T-2" V-10" ( 4) 1 Q' CA1.14� LIVE 0.024 1V-8" 1V4" ll'-1" 8'-5" LIVE 0.024 1V-6" W-4" 8'-11" V-6" LIVE 0.024 8'-2" 8'-2" T-V' 7'-l" LIVE 0.024 9'-1" 9'-1" V-9" 8'-3" 0.032 14'-1" 13'-10" IT-7" 12'-B" 0.032 174" 12'-1" 1V-9" II'-3" 0.032 1V-0" IV-10" 1V-13" V-2" 0.032 1V-9" 11'-T' 1V4" 11'-0" FC OCT 02 2013 0,036 14'-8" 14'4- 14'4" 13'-9" 0.036 13'3" 12'-11" 12'4- 12'4" 0.036 11'-5" 1141 11'-1" 10'-7" 1 0.036 12'-3" 12'-0" 11-10" 111•5" M IMUM E T TARY WIDTH AND#10 SCREWS 25 0.016 V-0" T-11" T4" V-9" 25 0.018 6-6" 6'-3" 5'-9" 5'4" 25 0.018 6'-3" 6'-1" 5'-10" 5'-5" 25 0.018 7'-6" T-r 7'-1" 6'-70" FO ANE H ER COMBINATIONS Table 4.9 0.024 1V4" 1V4" IV-10" 8'-5" 0.024 9'4" 9'-2" 8'•9" 8'-5" 0.024 8'-2" 8'.0" 7'-8" 7'-1" 0.024 9'-1" 8'-11" V-7" 8'-3" Panel#of 410 screws PER FOOT to attach net to header 0.032 13'-10" 13'-10" 13'-3" 12'-8" 0.032. 12'-1" 12'-1" 1V-6" 1V-3" 0.032 10'-10" 10'•10" lV-6" V-2" 0.032 it'-T' 1V-7" 11'-2" 11'-01• Headers Gaugc 1 I 2 I 3 2 1 3 I 4 2 r3 I 4 1 6 0.036 14'-5" 14'-5" IT-11"1 IT-9" 0.036 12'-11" 12'-71" 12'-3" 1 12'-0" 0.036 1 11'3" 11'•3" IV-10" lV-7" 0.036 12'-0" 12'-0"1 ll'$" 11'-5" (in) 115 mph ExP B i15 m h Exp C 140 m h Exp C 30 0.018 V-0" T-11" T-4" 6'-9" 30 0.018 V-0" 5'-9" V4" 0'-0" 30 0.018 8'-0" 5'-11" 5'-8" V-5" 30 0.018 T-2" T-i' VAU' V-7" Dble 2x6-625 0.018 3' 6' 9' 4' 7' 9' 3' 4' 6' MAX 0.024 10'-10" 10'-10" 9'-4" 8'-5" 0.024 8'-11" V-9" 8'-5" T-11" 0.024 7'•10" 7'-8" T-5" 7'-l" 0.024 8'-9" 8'-T' 8'-3" 8'-0" RF Fascia 0.018 T 6' MAX 4' MAX MAX 3' MAX MAX MAX 0,032 13'•3" IV-3" 12'-9" 1T-5" 0.032 11'-6" 11'-6" 1V-0" lV-9" 0.032 10'-6" IV-6" 9'-2" 8'-10" 0.032 1V-2" ti'-2" IV-10" 10'-9" 3x8 0.018 V 6' V 4' 7' 9' 3' 4' 6' MAX 0.036 IV-11" 13'-11" 13'-6" 13'-3" 0.036 12'-3" 12'-3" 11'-9" 11'-fill 0.036 10'-10" IV-10" 10'5" V-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 40 0.018 T-7" T-7" 7'-3" V-V' 40 0.018 0'•0" 0'-0" 0'-0" 0'-0" 40 0.018 V-7" 5'-7' 5'4" 0'-0" 40 0.018 6'-8" V-8" V4" 0'-0" Dble 2x6.62S 0.024 4' V 12' V 9 12' 4' 6' 8' MAX 0.024 9'-3" 9'-3" V-9" 0'-0" 0.024 8'-3" V-3" T-5" 0'-0" 0.024 T-3" T-3" V-11" V-0" 0.024 8'-1" 8'-1" 7'-9" 0'-0•- RF Fascia 0.024 4' MAX MAX 6' MAX MAX 4' MAX MAX MAX 0.032 12'-2" 12'-2" 11'-9" 1V-7" 0.032 10'-6" 1V-6" 9'4" V-0" 0.032 V-13" 9'-0" 8'-7" 0'-0" 0.032 IV-7" IV-7" V-6" 0'-0" 3x8 0.024 4' V 17 6' 9' 12 4' 6' 8' MAX 0.036 IV-0" 13'4" 12'-V' 12'4" 0.036 11'4" 11'-3" IV-10" IV-8" 0,036 T-3" 9'-3" 8'-10" V-0" 0.036 11'•0" 11'-0•' to'-9" 10'-7" All Others 0.024 4' 8' 1F V 9' IT 4' V 8' MAX 60 0.018 0'-0" 0'-0" 0'-0" 0'-0" 60 0.018 0'-0" 0'•0" 0'-0" V4) 60 0.018 0'•0" 0'-0" 0'-0" 0'-0" 60 0.018 0'-0" 0'-0" 0'-0" 0'-0" Dble 2x6.625 0.032 4' V IT V 10' 13' 4' V 9' 13' 0.024 0'-0" D'•0" 0'-0" 0'-0" 0.024 0'-0" 0'-0" 0'-0" 0'-0" 0.024 V-0" V-0" V-0" V-0" 0.024 V-0" V-0" V-0" 0'-0" RF Fascia 0.032 5' MAX MAX 7' MAX MAX 5' MAX MAX MAX 0.032 0'-0" V-0" 0'-0" 0'-0" 0.032 01•0" 0'-0" 0'-0" V4 0.032 0'-0" 0'-0" U-0" 0'-0" 0.032 V-0" 0-0" V-0" 0'-0" 3xS 0.032 6' 11' MAX V 12' MAX 5' 8' 11' MAX 0.036 V-0" V-0" 0'-0" 0'-0" 0.036 0'-0" 0'-0" 0'•0" 0'-0" 0,036 0'-0" 0'-0" 0'-0" 0'-0" 0.036 0'-0" 0'-0" 0'-0" I 0'-0" All Others 0.032 6' 11' MAX 8' 12' MAX 5' 8' 11' MAX TABLE 4.11 TABLE 4.12 TABLE 4.13 TABLE 4.14 Oble 2x6.625 0.036 4' V IT 6' 10' IT 4' 6' 9' 13' SINGLE SPAN TABLES NOTE:PANELS MAY OVERHANG 25%OF THEIR CLEARSPAN RF Fascia 0.036 5' MAX MAX 7' MAX MAX 5' T MAX MAX 2.5"x6"Su er Six(Multispan)Detail N3,A 3.5"x12"Super 12(Multispan)Detail D 2.5"x 12"Mark X(Mullispan)Detail B 2"x6"Flat Panel(MulDspan)Detail N2,C 3x8 0.036 6' 12' MAX V 13' MAX 6' 8' 11' MAX Ground Panel I Wind Speed and Exposure Ground Panel Wnd Speed and Exposure Ground Panel Wind Spead and Exposure Ground Panel Wind Speed and Exposure All Others 0.036 6' 12' MAX V 13' MAX 6' 9' 12' MAX Snow Load Gauge jExp B I Exposure C Snow Load Gauge Exp B Exposure C Snow Load Gauge Exp B Exposure C Snow Load Gauge Exp B Exposure C (PSI) (in) 140 1 120 130 140 ( so (in) 140 120 130 140 (psi) (in) 140 120 130 140 ( sf) in 140 120 130 14D 'MAX'means the maximum possible tributary width 10 0.018 8'-7" V-7" 8'-0" T-9" 10 0.018 6'-l" 6'-1" 5'-5" V-2" 10 0.018 V-8" 6'-8" 6'-3" 6'-0" 10 0.018 9'-7" 9'-7" 9'-91 9'-11" Minimum number of screws is on per panel LIVE 0.024 10'-7" 10'-7" 9'-11" 9'-8" LIVE 0.024 8'S" 8'-0" 7'•9" 7'S" LIVE 0.024 9-10" 8'-1V 8'-3" B'-0" LIVE 0.124 11'-7" 1V-7" 10'-10" 11'-11' MAXIMUM ALLOWABLE TRIBUTARY WIDTH AND#14 SCREWS 0,032 13'-0" 13'-0" 12'-2" 11'-10" 0.032 12'-3" 12'-3" 11'-2" lV-9" 0.032 11'-1" IV-1" IVA" 10'-1" 0.032 12'-9" 12'-9" 12'-3" 13'-i" FOR PANEI/HEADER COMBINATIONS Table4.10 0.036 14'-2" 14'-2" 13'-3" 12'-10" 0.036 IT-10" IT-10" 12'-8" 12'-2" 0.036 111-5 11'•5" IV-8" IV-4" 0.036 IT-3" 13'-3" 12'-8" 13'-7" Panel#of#14 screws PER FOOT to attach panel to header 20 0.018 T-6" 7'-4" T-2" 6'-10" 20 0.018 T-11" V-11" V-8" T-3" 20 0.018 5'-10" 5'-8" 51-6" 5'-0" 20 0.018 8'-6" V-3" 8'-0" 8'E" Headers Gaugt 1 1 2 1 I 2 I 3 1 1 I 2 I 3 I 4 LIVE 0.024 9'4" V-1" V-10" V-5" LIVE 0.024 T-1" 6'-10" V-6" V-0" LIVE 0,024 7'•9" 7'-7" T4" T-0" LIVE 0.024 10'-3" lV-0" F-9" 10'4" (in) 115 mph Exp B 115 mph Exp C 140 mph Exp C 0.032 1V-6" 1V-2" 10'-11" 10'•5" 0.032 1V4" V-11" 91•7" 8'-11" 0.032 T-9" 9'-6" 9'-3" 8'-10" 0.032 11'-9" 11'-T' 11'4' ll'-9" Dble 2x6.625 0.018 T 8' 12' 3' 6' 8' 2' 4' 6' V 0.036 12'-6" 12'-2" 1V-1I" 1V4" 0,036 11'-9" 11.4" 11'0" 10'4" 0.036 10'1" 9'-10" V-7" V-1" 0.036 12'-3" 17-0" 11'-10" 12'4" RF Fascia 0.018 4' MAX MAX 3' MAX MAX 2' 4' MAX MAX 25 0.018 7'4" 7'4" T-W V-10" 25 0.018 V-11" T-9" T-6" 3'4" 25 0.018 5'-8" 5'•8" 5'4" 5'4" 25 0.018 8'-3" V-3" TAW 8'-6" 3x8 0.018 4' 8' 12' 3' V 8' 2' 4' 6' 8' 0.024 9'-l" 9'-l" 8'-8" W-V' 0.024 6-10" V-10" 6'4" V-0" 0.024 T-7" T-7" T-2" T-0" 0.024 1V-0" 10'-0" 9-6" IV-3" All Others 0.018 4' 8' 12' 3' 6' 8' 2' 4' 6' 8' 0.032 1V-2" IV-2" IV-W IV-5" 0.032 9'-11" V-11" 9'-3" 8'-11" 0.032 V-6" "" T-W 8'-10" 0.032 1V-7" 1V-7" 11'-2" 11'-9" Dble 2x6.625 0.024 5' IV MAX 4' T 11, 3' 5' 8' 10' 0.036 12'-Y' 12'-2" 11'-7" 11.4" 0.038 1 11'4" 11'4" 10'-T' 10'4" 0.036 1 9'-10' 9'-11Y' 9'4" 9'-1" 0.036 IT-0' 12'-0" 11'-8" 17-3" RF Fascia 0.024 5' MAX MAX 4' MAX MAX 3' 5' MAX MAX 30 0.018 T-0" T-W 6'-8" 61-6" 30 0.018 3'-8" 3'-6" 3'4" 3'-1" 30 0.018 64" 5'4' 4'-T' 4'•5" 30 0.018 7'-10" T-10" 7'-6" 8'-0" 3x8 0.024 5' 10' MAX 4' T 11' T S' 8' 10' 0.024 V-e" V-8" V-3" V-1" 0.024 V-3" V-3" V-10" 5'-7" 0.024 T-2" T-2" 6'-10" 6'-8" 0.024 9'-6" 91-6" 9'-1" 9'-9" All Others 0.024 5' 10' MAX 4' T 11' 3' 5' 8' IV 0.032 lV-8" lV-8" 10'-2" 10'-0" 0.032 T-3" V-V' V-8" 8'-5' 0.032 V-0" 9'-0" V-8" 8'-5" 0.032 1V-2" 11'-2" IV-10" 1V4" Dble 2x6.625 0.032 6' 12' MAX 4' 8' 13, 3' 6' 9' it' 0.036 1V-7" 11'-7" 11'-1" IU-10" 0.036 1V-7" 10'-7" 10--0" 9'-8" 0.036 9'-4" 9'4" V-11" 8'-8" 0.036 1l'-8" 11'-8" 11'-3" ll'-10" RF Fascia 0,032 6' MAX MAX 5' MAX MAX 3' 6' MAX MAX 40 0.018 V4" V4" V-1" 6'-0" 40 0.018 V-2" T-2" 2'-11" 0'-0" 40 0.016 4'-8" 4'-fill 4'-3" 0'-0" 40 0.018 7'-2" T-2" 6'-11" T4' 3x8 0.032 T 14' MAX 5' 10' 15' 3' T 10' 13' 0.024 T-11" 7'-11" T-T' T-6" 0.024 5'-5" V-5" 4-4" 0'•0" 0.024 6'-7" 6'-7" 6'4" 6'-2" 0.024 8'-9" 8'-9" 8'S" V-11" All Others 0.032 7' 14' MAX 5' 10' 15' 3' 7' 10' IT 0.032 9'-9" 9'-9" 9'-5" V-3" 0.032 V-2" 8'•2" 7'-8" T-6" 0.032 V-3" 8'-3" 7-11" T-10" 0.032 10'-7" 10'-7" 1"" IV-9" Dble 2x6.625 0.036 6' MAX 4' 8' 13' V V 9' it' 0.036 10'-V 10'-8" IV-3" 10'-1" 0.036 9'-fill 9'-5" 8'-11" 8'-8" 0.036 8' " 8'-6" 8-2" 8'-l" 0.036 1V-D" 11'-0" 10'-9" 11'-2" RF Fascia 0.036 6' jh1�2 MAX 5' MAX MAX T 6' MAX MAX 60 0.018 0'-0" 0'-6" 0'-0" 0'•0" 60 0.018 0'-0" 0'•0" 0'-0" 075" 60 0.018 0'-0" 01•0" 0'-0" 0'-0" 60 0.018 0'-0" U-0•' 0'-0" 6'-0" 3x8 0.036 8' MAX MAX 6' 11' MAX 4' T 11' MAX 0.024 0'-0" 0'-0" 0'-0" 0'-0" 0.024 0'-0" 0'-0" 0'-0" 0'-0" 0.024 V-0" 0'-0" V-0" V-0" 0,024 0'-0" 0'-0" 0'-0" 7'-8" All Others 0.036 8' MAX MAX 6' 11' MAX 4' 8' 11' MAX 0.032 0'-0" V-V' 0'-0" V-0" 0.032 V-V' V-0" V-0" V-0" 0.032 U-0" 0'-0" V-0" U-0" 0.032 0'-0' V-0" 0'-0" 9'S" 0.036 0'-0" 0'•0" 0'-Top",g 0'-0" 0.036 0'•0" 0'-0" 0'-0" 0'-0" 0.036 0'-0" 0'•0" 0'-0" 0'-0" 0.036 0'-0" 0'-0" ICC ESR1398(2012 I 191191/h13 TABLE 4.16 Page 23T 4.17 TABLE 4.18 a -tnI V�brs gloz ZO 99 JO K 06ed MMZ/6(OSI U0Z)96B laS3 001 %0Z ZO 100 * =0 d)3 �\�p�tlVII� 6E L 0 /� t'y` . .9 it a 61 6l 0 C.1 v .TZ a y I` 41 R' L,S R OL 6t 64 O S-.0 v S-Z S'Q SL a 0 SE 3 .L-A SZ 90 SL 3 A-S It to K It 8 .I-,C v i-Z Ct T IL .4.'a a 0 61 64 8 ,PA V .SZ I K K K K 3 .TS SE 9 0 0 3 .SS R It 4t it 9 .TC V .It-Z EI 8 IL CZ N .TA R it BL OL B A4•D V .01-Z SL K IZ K YL 3 •p-,S SE a 0 SL 3 A-a R It t IZ B 2-.0 v ,L+O _ r YZ CL R CE 3 .B-.9 R K W 8{ 9 A-.1 tl .t-.0 L K fL K tL 0 .0-,9 19 K YL 1Z 3 .9•,9 S it It K a Aht tl .9-,C at 0 a R a 3 A-1 a a OL 9l a .E." V .T.0 93 K ft K YL a Z•A IC YL K 1C 3 .a•S a K LE It a A..I V -S-.0 Va 0 K a 3 -1 a K a at 9 S.Y v 1-.t 9 YZ YL IL IL a .S-A 0 K IL IL 3 AL-9 a it a a a Z-.Y v .4 Nt 6 a IL LZ a -1 a a at it a .OL-.I v .Lt-A S'S IL a a LZ a .9-3 K It 1L IL 3 Z-1 a It a a 0 ." v Z-.I 59 Rd' ao''�l sz K t K a 0 a a 8f 8 2-S v .19I S 0 CC a a 0 .U-A 0 IL ID IL a .9.1 K It a at a 1-.Y v S,t 9 K 1L a LE O A2;g IC El IZ B4 9 1-,S v A5/ S/ 0 tt a a a .Z-1 0 IZ K K a Al-1 a R it a a AI:Y v A-.I S'L 0 0 a a a SA IZ a LL at B -t•19 V RA I SL K a a a S1 0 YE a a a .Z-,9 a a LL a 8 ,hS V A•,S L LZ 0 YL a a -YAL IZ a R LL a S,a V Z'A SC 0 K a a a AL•,L 9E YE a 0 a .L•,9 a R LZ a a .S-S V S-,S 9'9 a 0 a 10 0 .hll 0 IE a LI B S-1 b I Z-1 C OI 9i 1Z a R 0 .Z-A K 0 a a a 4•,0 It a it OZ a .0•4 v .1 SS 9 93HI90d wAgt4 0 K a a a 1-,9 9Z 0 a CC a 3.6 K CL It a a .P9 v .SS S'S a YL K IZ 9 .0•4 a SL 0 .SS a EE z a 0 S.t v .TZ 6 K 0 a a a .v,6 0 0 YZ a a .0-Al IL CL a Bl 9 S,9 v .1-1 S SL K 14 YE 9 2.9 9L SL 0 .9,S a R IZ a 0 SA v .SZ S9 K 0 a IE a A-,5 a 0 YE ZZ a A-Al K It a 9l 9 .".a V dt-I St ANO 0 IZ K K 3 SA 9E SZ 0 .6-.S a a LL It 0 .TA V ,PZ 9 It 0 It IZ 0 .SAL a at IE ZZ 0 S-AI a K a of a Sl v .11-A I Otl01 0 It IZ It 3 d-S K 0 K 1 4-.9 K R 4L a 0 . 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M) M) t4'1 M) II 1 0 lLN ON M) MI M) M) 0e1 on) M1 M) On) (W T.4 M) M) 113 MPXFJffOSLPEC er 110 MPHE2Pa5UREB 116MPHFYPOSInEB 20 3 II'-IT A SJ' A 20 25 u A 12•r C A in = b it•J' B 22 26 = 30 0 a 4'-10' A 5'-Y a 16 21 E 24 T.I. D I6 A 25 26 9'J• 0 to 23 24 25 LIVE 35 10'-Y A T•r B 20 24 26 = I1'T D 23 2? 2e 30 10-5 C A 26 2a 29 3.6 4'-Y A 5'-2• a 16 21 A A fiV• D 19 A 24 25 T-r D 16 = 24 25 LOAD 4 a'•11' A 5-11• B 21 24 25 27 IHT 0 24 26 A 29 PT C A m = 29 4 3'•T A 41T a 16 20 = A T•r E 19 = 24 A T-V D 16 II A 25 m1Y 45 T41' A SJ' a 21 A 25 26 10'T 0 24 z = = 9'-0• D N 25 2T 26 4.6 &Y A 4'-7 a 16 20 21 23 T.V E 19 = A 25 6'S D 19 22 A 24 5 1-1• A VA B 21 23 25 A 9'J' O 25 25 27 29 SS D 24 25 25 28 5 2-11• A ]'-11' a 16 20 21 22 e-r E 20 22 2] 24 G-1' E 19 21 A 24 6.5 6'-Y A S-r B 21 A 24 N a'-IC- 0 25 25 27 25 W.I. D 24 0 W 28 53 Y•r A 3'W B 17 19 21 M 614Y E 20 21 23 24 5'•Y E 19 21 22 N 5 5111• A VV a 22 = 24 25 SJ' D 25 A 25 26 T-9• 0 25 25 26 27 6 YS' A 3'W C 17 19 20 22 S-9' E 20 21 22 N 5'-V E 19 21 A A 6.5 S-S A 4111- B 22 = 24 25 lr • D 26 26 26 27 TJ' D A 25 W 27 6.5 Y-Y A 3'-Y C 17 19 20 M 5'-5• E 20 21 A 23 VZ E 20 21 = A 7 S-1• A 4'45' B 22 22 23 25 T.T. E 26 a 26 27 T-P D 25 25 25 27 7 Y•1- A 2111' C 17 19 20 21 1-2• E 20 21 = 23 411Y E 20 20 23 23 7.5 41-r A 4'4• a = = 23 A TJ- E M M 26 27 6-6• 0 25 25 25 27 75 1'-11• A Y-r C 17 to 20 21 4'-11• E 20 20 = = 4''r E 20 20 = 23 a VT A 4.3- a = = 23 24 Y•11' E 2a 26 26 27 SS D 25 25 25 W 6 1'9- A Y-T C 17 Is W M 1'4• E 20 20 = 23 4'-V E 20 20 2t = 65 4•-r A 4.0• B 22 = 23 24 S-0• E 2B 26 M 27 6'4Y D 26 A A A 83 V A 21b• C 17 Is 19 M 1'S E 20 A 21 23 4'•]• E 20 20 21 = 9 T-11' A 3'-10• B = = 23 24 a•5• E 27 = _ = V' E 26 26 25 28 I15 MRIENPOSUVEC yr t]O6PHE%POa1DE9 93 3'-Y A Tr B = _ = 24 5-2' E 27 = = 27 5-r E 26 26 26 26 60 U4A A 5'-4 B 1a A 2{ 26 9'-1• 0 21 25 27 25 a'J• D 20 25 26 2510 1'b• A 3'T B = _ = 24 S-r E 27 27 = 27 S-r E 2B A A 26 ] A 5'-Y to = 2{ A B'-3' E 21 25 AA T-7' 2711 T' A T-r C A A A A S•r E 27 27 27 27 SJ• E 27 27 = 27 A 4'-S B to = A A T-r E 21 24 A27 T-Y 0 21 24 23 27115NPHElIPO513ffB IA 1'J' B to = A 31 ]''-0' E = 24 A 2i 5T 0 21 A A 26A 3 11'J' A 9'T A is A 25 26 ISJ' C 31 A = 2a fYT a 20 25 26 27 A Y-11' B 19 21 A 2{ fi'-7' E = 2{ 25 M fi-1' 163.5 T-r A a'S A 19 23 21 A 1YJ' C 21 25 = 2a 11'-1' B 21 24 A 27 5A TVC 1B 21 = M B-2• E = A A26 V.r264 aT A TS a 19 = 24 25 I1'S' D = 2{ 26 27 IP-T C 21 24 25 27 A ]4' C 19 21 = = S-9• E = A N25 Y-V264.5 7b• A 5.11' B 19 = 23 A itl-6' O 23 2t 23 2i 9'-T L 21 23 25 A 6A 1'-Y C 19 20 = A 5'-5• F A = 21 26 5'-Y255 6•-9' A 6'b• B 19 = 23 24 17-W 0 = 24 25 2a 9'-Y 0 = 23 25 25 A Y-it' C 19 A = A S-Y F 23 = 24 25 1'-11• 35 5.5 5-r A a-1• B 20 21 A L rT D 23 A 25 26 6'-T O = A Z4 A 6 V.V A 5.6• B 20 21 = 24 CT 0 23 21 25 26 6'-Y D = A 24 25 1 OVER- I TAEI E63 TNBUTA WITIHS FOR SPROLESIMATTACHED STRUCTURES 65 5'-Y A S-Y B 20 A = = 'i D 23 A 24 26 T-10• D A A 24 25 IW.IG PROI GTMN OF SIWU SPAN STUCTURES(FT) 7 V-1w A T.I. B 20 21 Zr = e•Y D A A 24 25 Tb' D A A b 25 (FD 6' T 6' Y 10 11• IY 1]' W IV IF 1T IF 19 W 21' 22' 7.5 1'-6• A 4'-1r B A 20 = 23 T•ir D 24 24 24 A T-Y D A A 21 25 IT 3' 3.5' 4' 4S 5' 5S 5 6S T 7.5' V 9S 7 9S IV 10S 11' a 4'-r A C-T B 2020 21 = TT E 24 24 24 25 9-11• D = = 2] 23 1' 3S 4' 4.5- V 55 IT 6S T IS 6' as 9' 9.V 1E IDS it- 11S 11.5 4'-0• A 4'W a 20 20 21 = T-r E 24 24 N 25 6-a• 0 A = 23 24 Y We Ne NI 5.5' 9 6.9 T 7S V 8.5 9' 9S' IV ION IT 11.9 12 9 P-9• A 4'-Y B 20 20 21 = 6'•tt• E 24 24 24 25 5-S D 24 24 24 24 Y Ne Ne Ne Ne Ne V. W. B' B.5 9' IN IV ION IT 11.V IX 12S 9.5 Sd' A 4'-0' B 21 21 21 = B•a' E 24 24 N 21 5-T E 21 31 21 & 4' No Ne Na M Ne No Ne W. Ne Ne M 10.5' 11' OS' 12' 12S 13' IVIMFIIEYFOSWEC or 130 MPH EXPOSURE 25 3 11'4• A SJ• A 20 A 26 29 IY-r C A 27 211 30 11'r B = 26 26 W TABLE 6.3 Post Requirements TABLE 6.4 Post Requirements for 33 9'-0• A T-T a 2D 24 M 27 11W 0 A = 211 ]0 lo•v C 23 = 2e m for Atached Single Span Structures Free6lmCling$truCWres OF MUldspan Attached Structures 4 Sb' A 5-11• a 21 24 A 27 lvT 0 24 26 = = 9'� c = 26 = 29 Post DerOrVlOrl Max POST Oeba Pohl Description Maximum Max POST 4.5 T-0' A FS B 21 A 25 A 1E-0• D 24 26 = 29 lr0 0 24 25 = 26 Hid Code Footing Height Code Detail 5 5-0• A 6•r 9 21 = A 26 Si• D A zs = 25 V4' D 24 25 26 = Twin 0.060'5d.SAl.5'Scroll 9' A Ac 0.041W4X Steel Clover d= 20" 9' B N1l.AH 5.5 5-Y A 5'-r a 21 A 24 26 WAV D 25 A 27 A C-1• D 24 25 A 28 0.042'504"Auninan Ford 10' B N30 0.041X1'X3'Steel Clow d- 21" 6' B N11.AH 6 T.S. A SJ• B = = 24 25 VA. D A 25 26 A TW D 25 25 26 27 D.0203X3"Past with Side UI iS B ms•Bx 3116'50W Steels ar tl= 29' 14' i E N17 AG 6.5 5•-Y A V-11• B = = 24 25 6.0' E 26 is 26 27 7'4- D 25 2s M = Clover 0.030'5GW'Alum 11' C NII'm 3/16'XiXi"Sleet$ ?- 32" 8' F N77 AG 7 r-Ir A 4'-V B = = 23 25 T•r E 26 26 2s N 7'-V o n A 25 27 Clover 0.040'Ki"XS'Alum 1T D N11.AH W165WW"Stae1S u N d= 35" ib' F NIT.AG 7.5 4'T A 4''.V B = = 21 25 TS E 26 26 26 27 5-r D A A A A Colonialg.062'ErMrtled 17 E AE 3/16'xt"M'Steel S d= 38' 9' F MIT.AG B 4•J' A V-Y e = = 23 24 5-11• E W 26 W = 9-5• 0 25 = 25 2s 0.041'X5X5'Sleel Clow IT F ;F'im 3116"Z55"Steels tl= 11" IS G N17,AG 0.5 41V A V-V B = = 23 24 54T E N 26 N = a-Y E 26 26 26 M 0.041'YSW Steel Clover S G NI1,AH 3116".,65G"Steel s d= AR. 15' I N17,AG 9 T A 2-10' B = = A 24 5T E = 27 27 = 6•-r E 26 0 0 26 3/1613XY'$IBBIS ere 16 H 7.AG 9.5 3'-r A 3'T C = _ = 24 5-T E 27 = 27 27 5'-r E 26 26 = A 3H6Xi'3O"$Iaa1S UBTB 12' I I7.AG ECC 10 34' A ]'b' c = _ = 31 5T E _ _ = 27 5'-r E 26 26 20 26 3/16"x4'X4"Steal Square 15 GENERAL INSTRUCTIONS FOR THESE TABLES 3I1fi'75'XS"Steel uare IS K jnit.ADj (L 1.CHOOSE FREESTANDING OR ATTACHED STRUCTURE 8.FOR SINGLE SPANATTACHED UNIT USE THE POSTSHOWN IN 3.DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE SITE FREESTANDING AND M2.CHOOSE PROJECTION.WIDTH AND OVERHANG OF UNIT TABLE 5.1 AND 5.3 ULTISPAN UNITS USE TABLDE THE POST IF THE E NOT SUFFICIENT 228921Ux Exterior Hama Produela QC( SSOP L1Nq�17/N g�V �U Gam H Z (PATIO tOPSF MIN,COMMERCIAL UNITS 9.FIND THE OICSPARIAT FASTENERS FOR orA-SM ATTACHING TO WALL FROM TABLE 7.5 OR TABLE 7.7 Romolend CA 92586 Q G A m - USE20PSFMIN) 10.USE THE APPROPRIATE DETAILS(Nt•N35 orA•BM) 8� 3 4.CHOOSE A PANEL FROM SECTION 4.0 THAT HAS Cad Publam,P.E. 661 _ ADEQUATE CLEARSPAN FOR YOUR NEEDS. FOR PATIO SLABS FOLLOW 1-6 FROM ABOVE THEN 3441 IgInk Place S.DETERMINE TRIBUTARYWIDTH FROM TABLE 5.2 OR SLAB 7.DETERMINE MAXIMUM POST SPACING ON SLAB FROM TABLE 5.1 Lynchburg,VA 7,4603 6MO/201 CALCULATE FROMTRIBUTARY DIAGRAM ON SCO2 PAGE 2 OF 2 SLAB a.USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POSTSPACING carloublaroacarresi tnoi * !T Q/ 6. CHOOSE A HEADER FROM TABLE 6.1 THAT HAS ADEQUATE SLAB 9.FOLLOW 9-10 FROM ABOVE POST SPACING. SLAB 10.FOR TWO POST STRUCTURES USE TABLE 7.1 ON SHEET Webs FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES L, FCA1.1F 7.USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 5.1 9TFOF AL OCT 02 2013 ICC ESR1398(2012 IBC)9/29/2013 Page 25 of 66 JUN 02 2015 STOZ ZO Nfll a��„A)O 991O 9z e5ed sLoz/szrs(oa)Mz)96e�as3 ooi S WZ z01o0 AM 66 W a/ al sc at K at at 0 Al v .1-z a 1 - A1 A-.c et el Ol at a AL-A v 4z I. 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MAX POST IENGTH MA% MAXPoSTLENGM GRGVND iRla POST POST MPX MAXPoSTLENGTH MA% WPOITLENGM MP; rAA%POSTLFNGTH SNOW am SPACNG MOD POST NIN fO07Bt e' I 1Y I 1V POST MIN I.E.1 e' I 1T I 15 POST MW FWTER T I 1T I 1T SNOW NDTH SPACING RE09 POar MIN Di e' 1T I IS' Post MIN e I IY I IV PONT MIN 007E T I 1T I IS LOAD (FT) ONSIAG FOR aPAEW POST ALE CONS NEOF SPACIN W. ArE CONSTRAINED FOO SPACING POST 011E CONSIFWNWFOOT LOAD (Fn ONSIAS FOR SPACE POaT SRE CONSTRNNFOFOITER 6FACJ POST wai CONSTANNEDFOOTE SPACIN POST SME CONSTFNNEOF (PSF) (FT) SlA9 (FT) TYPE "d 'd V 'd IFl7 TYPE •d 'd •d 1T (FT) TYPE tl' 'd 'd '4' (PSF) IF'1 51PB (FT) TYPE 'd 'tl' 'd •d (FT) TYPE •d 'd 'd 'd FT) TYPE "d 'A' •d 'd MI M) M) MI M) M) M) M) Ml @n) 00 M) Onl M) Pnl M1 D4 ON @N @n) M1 @n) M) MI 140MPHEYPCSUREC N 160 MPH EXPOSURE B 140MPHEXPOSIRE9 10 5 1T-T A MAI` F 35 35 35 21.2• F 37 ]i ]T 25'd- F J9 19 ]B Be 5 S-0' A 16'.5' F ]0 ]0 30 31 19'-0' F J2 ]2 ]] 15 21'U' F N 31 35 % LIVE 55 1Ti' A 1Td F 36 Be Be M5• F 38 u Be W-10• F 40 40 10 5.5 55 A IS'-5• F 31 31 31 31 1VA. F 33 33 33 35 2]'S O 33 ]5 35 ]T LOAD a 114' A 16'd F Be Be Be 1C-Ir F 39 39 39 24'-1' F 41 41 N 6 4'-r A 14'-T F 31 31 ]i 31 1T-10' F 33 33 33 N 2Y-T G Be Be Be 37 ONLY 65 ID'-5' A 1b'd F 37 37 37 IT4F F 39 39 39 23'S' F 42 42 42 65 44• A IT-IW F 11 31 31 31 1T-1' F 34 34 34 u 0n-11• G Be Be % 31 7 S-0' A 15'-0' F 37 37 37 ISd F 39 39 39 W-11- G N N 43 7 4'•1' A IT-2- F 32 32 32 32 ISW F u 34 N M 21'3' G 37 37 37 37 7.5 Y-11 A 144- F 37 37 37 IT-T F 10 40 40 =Y G 43 N 43 TS 3'-P A IZ-7' F 32 32 32 32 IS•-9• F 34 N N N 2Gd1- a Be u 33 38 8 8'8 A 13'17 F Be Be 38 16-11- F 40 40 40 21'-t1' G N M 44 8 ]'6• A 17•1- F 32 32 ]2 Be ISZ' F 35 Be 35 35 2G3' G % Be 33 ]B a5 Yd A IT-Y F Be % Be two F 41 41 41 21•4V G 44 N 44 05 34' A 11'-T- F 32 32 32 32 tY-0' F 35 Be 35 35 20'-1' G 39 39 % 39 9 TS A 1T-0" F 38 38 39 15-10' F 41 41 41 21'-l' G 45 45 45 9 T-Y A 11'-1- F ]2 32 32 32 141 - P 35 % 35 35 19'4- G 39 39 39 39 95 T-Y A 1Y4' F Be 38 38 t54' F It 41 41 W4, G 46 46 N 9.6 3'-0• A 104' F % 33 33 ]3 A'd- G % 35 35 35 15`4- G 40 40 40 40 10 6•d A lI'-1P F % % 38 14'-11. F 42 42 42 20W G 48 N N 10 Y•10- A 10-1' F 33 33 33 33 1T4- G % Be Be Be IV-T G 40 40 40 40 105 S"V A 11'-5' F 39 Be 39 14'S' F 42 42 42 WA G 4T 47 4] 10.6 YA• A 10-0- F ]] 33 ]J 33 1YA1- G % Be Be Be ID'-0' G fl 41 41 41 11 S-Y A 11'-0- F 39 % ]9 14'-1- G 42 42 42 19'-0- G 47 47 I> NO MPH EXPOSIIREC oH60MPHEMPoWREa I" 5-11- A 10'-9• F 39 Be 39 fY-9' G 42 42 42 19.5• G 48 4e 16 ]0 6 5'd A 14 f ]] 3] 33 A 13@' aG ]531 2TA-12 Ad A 10'S' F 39 39 ]9 13'S' G N 13 N 19Q' 43 N 4e 5.3 S-Y A A'-0' F % 3] ]] 3fi ]7 T1'-1' G JB 39 38 40 A Y-ID' F 3i 3i J7 12'-9' F N 41 41 10'd' G 16 N 16 6 4'R A 1]'d' F N ]/ ]434 d•S 3fi ]i 10AOMPHEXPOSURE! 65 64' A tTdNNN 15'-0' 37 T 2T-10' G 10 10 10 4020 5 T-1- A 1TA• F 01 31 ]1 31 20-0' F 33 33 N 35 25'-0' F 35 35 33 38 7 4'-1' A 11'•11' f ]4 N ]4 N 15'-0' 37 31 2VAV G U 11 N 41LIVE 5.5 6'-5' A 16d' F 32 32 32 32 20'-0' F 3] 33 ]3 35 24'4' F % % % 38 i.5 ]'6' A 11'�' F 34 N N u 14.5- 3i3/ 19'-11- G 43 R N NLOAD 6 5'•I1' A 15-0d F E 32 ]2 >2 1B'-i' F N 31 M ]5 23'fi' f % % % ]7 a Yd' A 10-1Y F ]5 35 ]5 ]5 13'-11' 38 ]8 19.5' G 42 N 62 42ONLT 65 b'-5- A 15-0' F 32 32 32 32 IVS F N u N u W-11- G ]7 ]7 ]T ]T B3 T4' A 10.5' F % ]5 35 JS 13'S' 33 ]8 W-1• N7 3'-1' A 14'-4' F 3E 72 33 ]3 1T-T F 36 ]5 % JS 2T-4' G u % ]e ]e 9 J'S P tOA' F JS 35 ]5 JS 1T-t 1' u 38 13'-0• G N 4J 13 43 75 A'.B" A tTd F 33 ]3 33 N I6'-I1• F 35 35 % 35 BMW G 38 % 39 38 0 4'4• A 1T-t- F 33 33 33 31 16•a' F 35 35 35 35 0W G 39 % % 39 OVER- I TABLE62 TRI91RARY WIDTHS FOR SINGLE SPANATTACNEO STRUCMIES a5 4'•r A tY-7' F 33 31 ]] 11 15-9- F ]0 36 Be BE W-11• G 39 Be Be 39 HPNG PROJECTION OF 9WOlE 9PANVIUCTURES(FR 9 3'-11- A 17-1. F 33 33 ]] 33 lvS F 30 36 % BE 2Y-T G 40 40 40 40 IF7) 6' T a' 4 IO It- IT IT 14' IV IV 1T Ir IT 20' 21- 2Y 9.a ]'-Y A tt'd' F N 34 u u W-T F BE Be Be % 20rS G 40 40 40 40 0' V 3S 1' AS Y 55' 6• 6S T 7N e' ON 9 as 10' IDS It- 10 TV A t1'4- F 34 34 34 34 14P • F 31 37 37 37 19'40- G 41 41 41 41 1' 35 A' AN T 55 6 ON T 7N T a5' Y 95 tG IDS 11' 11.5' 10A 3'-0 A 1G-11• F % N N u 1]'•11- G 37 37 37 37 15L' G 41 41 41 At z N. We W. W. Na 65' T IN S SN 9' ON to ION IV 1IS lY 11 3'4' A 1D'-T F u 34 34 31 1Td G 31 37 3' 37 I9-0' G 42 42 42 42 T W. Ne Ne Ne W. Ne we Ne Na We ON Id tON 11' 115 IT 125' 114 T'-1- A 10.3• F 34 N x u I3'S G 3i 31 31 37 18'-11" G A2 42 42 42 4 Ne W. We Na M V. as, Ne Na W. N. M Na Ne Ne 12S 1T 140MPHENPOSWIEC a ISO MPH EXPOSURE 20 5 T-t" A 16'40- F 34 34 34 u I9a' F Be 36 BE Be 234' F 38 3e Be 41 TABLE 6.3 Post Requirements TABLEGA Post Requirements for LIVE 53 6'd A 15'4- F 34 34 14 34 IeVT F Be BE % % =-IV G 39 39 ]0 40 for Attached Single$ an Structures Fre06tandingSWcturesor Multis an Attached Swctures LOAD 6 5-11' A 14'-Y F ]I 34 34 34 1Ts• F 37 37 37 37 2Ta• G 40 40 40 AD Post DebodPllon Max POSTOctal; Post Description Maximum Max POST ONLY 65 S-S A 13'-5- F % 35 35 % 1at• F 37 37 37 37 21'd• G 41 It 41 41 Hai Code FootingHO ht Code Detd(A 7 RI• A tz-tr F Be 35 35 Be IVA- P 38 39 Be 38 21•-I• G 41 41 41 41 Twin 0.O6Qk1.5'x1.5'Scloll 9' A cc DC47'x3"t<W Steel Clover d- 20' 9' B N11 AH 75 4'-9' A lz-3• F 35 35 35 35 154' F 38 35 Be Be 20'-7- G 42 42 42 42 0.04M-x8"Aluminurn Post 1D B N% 0.041.5aA "Steel Clover d= 21" 6' B N11,AH a 4'S' A It'd F Be Be Be % H'-B• F % 38 30 3e 2P-r G N 43 43 4J D0245(8k3•Posl Wah SR3e laf 11' 8 NI6,ON W16"rZTk3'S1e61S d= 29" 14' E G es 4's A 11•s F Be Be % Be l4'd F 39 39 39 39 IY5• G 43 43 43 N CIOW 0.0W'&A3"Alum it' C N11,AH 31IU'x3'k3"Sleet$ (rare d= 32" B N1 ,AG 9 3'-Il' A 10'-B' F % Be % Be IT-T G 39 39 39 39 tYS G 44 N N N CIOYBf0.040h3'k3"Alum 1T D N11.AH 3176k4'k4' S Wra d= 35" 74' F-N77.AG 95 T•9' A 1G5- F % % Be 36 174- G 39 39 Be 39 17.1' G M M 44 44 COIGnIaIDOS"ExWdBd 1Z E AE 3116N4' '$led re d= 38' F N77 AG to Td A 1G-0' F % Be Be Be tz-tt• G 40 10 40 AS 13'-9- G 45 45 45 45 D.G4Tk3'k3"Steel CIOM 1Y F N11,MH WIGNS 'Steel m d= 41" 15' G N17 AG 105 TJ A P5' F 37 3i R 37 IY-7• G 40 40 40 40 13'-T G 45 45 45 AS 0.04Tk3'k3"Steel CTOM 8' G N11,Nt 3116'k6x6'Steel Squa d= 15 1 N77.AG Il T•r A 74, F 37 31 37 37 17-3• G 40 40 AS 40 13'-2• G 46 46 N 46 3I16S.3'x3'Steol re 15 H Nfl.AG 11.5 T-1' A 9'-1- F 3] 37 3T 37 1Rtt• G AD 40 40 40 1T-10' H 46 46 N N 3N6"%3k3"SlB81S aR 1z I N1ZA1 tz 2'-Il- A T-t D• F T ]] ]i ]7 1T-1' G 4t U Al 11 1T5' H 4i 47 4T n 3I16k4k4"SI061S uare 75' J NtT,qG OFESSIQ GENERALINSTR CTIONSFORTHE$ETABLE6 3f16k5�c6'Stoel Square 76 K Nt7.AGQQ4' I.CHOOSE FREESTANDING OR ATTACHED STRUCTURE 8.FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN IN P.CHOOSE PROJECTION,WIDTH AND OVERHANG OF UNIT TABLE 6.8AND 6.3 UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT Amedmax Exterior HG o4lucls �E Sty 3.DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE SITE FREESTANDING AND MULTISPAN UNITS USE TABLE 6.4 28921 US Hwy 74 (CS TNCi/� TESL m (PATIO UNITS USE IO PSF MIN,COMMERCIAL UNITS 9.FIND THE OIC SPACING OR OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.5 OR TABLE 7.7 Romoland,CA 92585 USE 2OPSF MIN) 10.USE THE APPROPRIATE DETAILS(N1-N35Or A-SM) 4.CHOOSE A PANEL FROM SECTION 4.0 THAT HAS Cad Putnam,P.E. ADEQUATE CLEARSPAN FOR YOUR NEEDS. FOR PATIO SLABS FOLLOW I6 FROM ABOVE THEN U41 lvy8nk Place C681 1 S.DETERMINE TRIBUTARY WIDTH FROM TABLE 62 OR SLAB 7.DETERMINE MAXIMUM POST SPACING ON SLAB FROM Lrchburg,VA 2460 CALCULATE FROM TRIBUTARY DIAGRAM ONSCO2 PAGE 2 OF 2 SLAB B.USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING eanpumam®eomeast. S.CHOOSE A HEADER FROM THAT HAS ADEQUATE SLAB 9.FOLLOW 940 FROM ABOVE POSTSPACING. SLAB 10.FOR TWO POST STRUCTURES USE TABLE 7.1 ON SHEET MISC3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES *\ CAUF 7.USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 6.8 sTq� v)L `�' OCT 02 2013 o ICC ESR1398(2012 IBC)9/29/2013 Page 43 of 66 NN 02 2015 4 10 l ZLOZ-LOdN dwo}S s,�aaul6u3 - 9910 tt a6ed ELOZ/6Z/6(081 M6 96ELHS3 001 uo,,s0J }O uu, o1}od }�o MaN �o} SW s io uoi aauuo o usuodwo £60Z ZO 1`JO d0/I`38 ISZB tl0'Puelowoa s L0n00Ed 3HOH a01a31X3 4LAMH sn LZ69Z yVeWlie ■,QZ ;sod VIOSVd 1?JOdM3N 5N £ : AINO S1INn Q3HOV11tl NVdS 3"I'�NIS 8 aomv WmV 91-E909) 9NIlO0d 210 ol ry �, ,. A.. dapaa0 d3S Ol 1SOd 9NI103NN00 2lOd 13NOtl21H® .� [td' O� ,g x ,E x ,zyo•D Q15S3i0�a s1101 .+a;daa 1H01U ltl W8 I[V13¢ 33S ONLL00� 80 8V'1S .-k 0ti „ / MON 33s N�ll33NN33 c13GV3H 4N Alvnlno3 NO a3HsvM m a ;; . .,, ❑1 13Ndd H�IPIQNdS AV E3HN3 .2 /M (LT6t aS3 : A 03I) SM;INV Zl 110E MAN `•• �� '� • x. ` OI'y a0 6'y 3IEtl1 33S-Z / 210 La3NV^,VS ss. 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I^� 4 043 0004-H34 ALUM ALLOY) 115 mph Exp C 14'J" 9'-7" 1•(QIF: O 20 130 mph Exp C 11'4^ 7'-r' POSTS MAY BE TRIMMED w FLIX N 16 B x 6s• SD)FPLATES ALUM. FACING. (3004-H34 ALUM, ALLOY) 140 mph EXp C W-10"CALIFORNIA FASCIA 6'-7" STEEL "C"— CHANNEL HEADER N10 3" ALTERNATE POST SIDEPLATE CONNECTION DETAIL N9 (ALUM 6063 T6)(STEEL A-653 Fy=50 KSI) N11 (3105-H25 ALUM. ALLOY OR TOP MOUNT BRACKET NOT ALLOWED IN SNOW LOAD AREAS A-653 Fy=40 KSI STEEL) SEE GENERAL NOTE #9 FOR CORROSION PROTECTION 61PX SCREWS 0.125' PLACES 3- x 3' METAL POST 1,5 W 99) EXISTING EWE Err GENERAL NOTE 19 I (FY DF WOOD FRAMING � 1MOZT 6 am VIDE EIGHT #14 SMS L STRU URAL PANEL r as uxm�ewm n,) TWO 3/8' X5' LAG ➢ETAIL NS ALUM 0.125'x1.5'xt.5' SCREW W/ 1'0 STEEL 0 07 THESE DETAILS ARE LIMITED TO PANEL s"1001 111d STEEL (Py = 33 KSI) /{ WASHER ONE ON TOP H3LJNT BRACKET. 1' SPACING N 18 EACH SIDE OF POST 0 0 150 mph EXPOSURE B AND 120 mph BETWEEN SCREWS Exp C FOR 10 PSF L 2* 1Dd° TER E EAVE ATTACHMENT AND 150 MPH EXP C FOR 20 PSF 2x OF LEDGER BOARD DOUGLAS FIRS t' NW GAP SIDE MOUNT BRA T LUMBER FLOOR BETWEENLEDGER AND R I L H E PENETRATIONS N 1 2 JOIST OR HEADER TOP MOUNT BRACKTO ET LOW DRAINAGE EAVE OVERHANG AND 'L' MUSTLYPSEALED AND ATTACHED STRUCTURE POST ALSO COMPLY WITH DETAIL N21 wP P TO DECK FLOOR JOIST \ C 681 9 \ QgOFESSIO 6=01 4' sq� CIVIL ♦ , N 02 2015 N14 po40` TlP. 3„-6" ASTM A500 GRADE B g: r FCAUF 1, * _ 3' ALUM SQUARE POST 3.00' STEEL POST * - t =0.024' 3004H34 R=,O 3 N17 SEE GENERAL NOTE nmaX 28921 US Hwy74 t =0.040. 3105H26 T{p, #9 FOR CORROSION C/ ��P' EXTERIOR HOME PRODUCTS Romoland,CA 925E I PROTECTION CAITf� I--3-6'—I OCT 02 2013 BEJ%CP NTSi—C ompon ant PartsonneC Ion ai s [CC ESR1398(2012 IBC)9129MO13 Page 45 of 66 Engineers Stamp Mo far'^e'port Patio Structures' -4 A 4 10 £ ZLOZ-£OdN dw0}S sdaaul6u3 99 10 gy a6ed £LOZ/6Z/6(391 ZLOZ)96£LNSE 331 samaangs 0110d }Ia MeN Jo; SL<J 3112190 UOIIOQUL103 V 0 uouodwo dO/r39 Mz Zo 100 OS'L (Aomv m v 4£H-400£)LZN o£o JSZ6 V'PuelOwOa s a O n a o a a 3 yl o x a o l a 9 a x 3 a`��paL1V�� 13NVd lV2Jn13n?J1S �0NVH a3waojnoaO U>11U30M aaunHLX3 .£y. vL H Sn LZ69Z .XL2WjAGWW � ` * /A��i V VV-"( 3 dX3 HdW 021 Ad OE � •� r, 1ro13a r / 3 dX3 HdW OEI jSd 92 a0 90'=4 MS-11Ya-tl — w c5. 13NVd .2L a0A3/0 al S13NVIA .5Z•Z VL , 90• 3 dX3 HdW SEI ASd 02 y�i7 ., h 5 •9 a0j O/a .9 ,09'£ a0 H dX3 HdW 04L 3Sd OE nd•' is 9NI3tldS .65Z 3 dX3 HdW OKS(E J XtlW 3ALLVLt0030W31VN 181 12i31.1d 9ZN OISS3�0� a�sws 01# S�L 3rd I'l3 ,at ao3 Oo .zl s 3NVd .s a04 7%00 7+9 Ow ONIOVdS a03 .SZ9'I -MOno! 0 SMS Ol+ 91 319Y1 33$ MOSY3 IYn7f.Z/l 9 X,Z SIIS .Z x 4L/ a3aGH COEN 1IV13a) a303H •exx 31Hnoa 9ZN S73NVd -"nionaw of swim 031MOSMS 00 (IEN 1Iy13a) Sa3Qy3H .529'9X•2 31HnaQ 'NNOO ,M, N3GV3H 03WNOA171OU X w .•1 0NITIV N0I133NN03 83QV3HHum £ZN K.Z/l 9 X,Z Wn'1V 3lEnna .00'E a311Ya S31V�aTH1T1 A A13f7C1IA3 lsod .£ x.£ dAl nasals lsaa Nn ro m Quo S3LV1d30IS V LSOd 3/0 ,4Z 'YIfIN .Z/4 9 X,Z O •£If•Ex•otoro O HLM 2130tl3H „8 X.£ 30IS HOy3 30 30V'Id NI SN30y3H 1sad Wrnv SNs itf saHralrouOnws 9 X.0 JO .919 X.Z meno sx ex.oro0 o Z/l m.zt ao.9 OS'9 �}vAl �b1 SiOZZONf1I .s 00 0 3IVId3a1S •r1nw 6 9 4Z0' X Z/1 9 X .Z S3 d H M mo 3/e.9 0 SM$oti d d ,,o-aa .aL-a ,ra mzL mzL o-zl as .vn sa .vA oq as 0�� E30 13N } .o-s ra .t-x n.v .ota sa Moa 1N3WH3tllltl Omm 31M IVMN39 333S WnNIWnly E9 9 .vst o,n mst mx A.91 as 3AV3 31VNN311V MS EM 3.1f1O3H3S a3N31SYj 0/O .tZ 301S POV3 4...e .zl axt ox �o-,tt ea VIAMvn aw a0j S'L 31Htl1 33S �o � SWs 1•l —Y ra .hL .'s ra ."t on pdu vmw —I a�3 &M os, mat mat oat en �ZN Z'/L SIISHiI/ i N01133NNOOQ -at .rz sat oat oat sa omt3HaLfsLt rn mz .L-a re asL sa ab oc H' 3 MOV31i .9 X £ mat aaL &al "L ea + 1I}av3H -Mn-w.9 x .£ A-A XL-zL = oaL sa 0At3 Hdw Ot rx Sx .fa M, mM sa odn aiaMlN sWS .Y/E X ou mat oaL oal oaL oat as 11CIItl• Y y1d301s 711171 .o-a ru o-aL Mt mat 9a oats HLWOVL .ta, X,Z/l 9 x,Z a.l .rz .ats rZ &M za rdaz a1B a0 Z# 0 VI3Stl3 '�' (Ham) HOadl—ali OOM x.0 --��— BLO' oat sal o-al ,vat &at ea X aaaA ja x2 o-al m1 maL oat oat as omrd Hatton 9NIWtlad DOOM ,Z Pt 0Y3H 'VMW.9 X.£ ra .t-s n a t &at= as M n SISAItlNV ,tl. 11tl.130 ott &Z mu of mn as 9NIa3314MM *1tlN0TJ.IQQy .SL2'�• 19 .o-u mzL mu au oat ea adlodot Lt a�3,ra a 'r rf .t-i rn mtL .o-u In pda 3a1n03a l'ItlHS 9NIa3A0O Aa t ,00-aslL mat m.B JOBS a3Av3H jsd a 0 o oat ea 3HdweLL XVW SI 914MA03 "d a3Jdtla ai 3N0 Aaat mat mal In /dOL VIOSVA)z iL .iL r two. oNva3ldva am 3Maaos en anoj sz SMSO�Ij lipWVtMAO3AVa wo aaA w�gds 13NOva91331Sseaava0s99Vvusvvvooz .L eleOd AO MOH 1fHId 013a11Ylaq XY11 Yd13Va aM MOdaLIA(L SEE SHEET M8 FOR Lattice or 2x wood studs DF STEEL POST STAR REQUIREMENTS Solid Pam[s Of BTR ®16" O/c FOR CONSTRAINED-70.042'z3'z8' ATTACH PANELS FOOTINGS Alum, Bracket HFAD PER DETAILS DETAIL L9 (0.060•) AZ, BD OR BG D .p ` 3— 2" Lattice SoIW Paml Alum, Bracket " B G p 8 SMS (D.Dso•) SMs 1/4" LAG OR #14 SCREW PER d Q p ,I 2.5" MIN TABLE 7.5 _ 6 0.024' 3' x 8' Header I I 043' x 8' Header M2 "ANC4". - \ 0.032' C0. Z'1 3" D. 4 or ro 0A40' N 2' x 6' Side Plate N14 S i •i p14 SM p Q 3' x 8• Header Nl CONCRETE FOOTING I I (a042') CONTINUOUS 2x OF WOOD LEDGER N31 3'x3' POST I I OR PROVIDE SIMPSON STRONG TIE d N30 I I 3'x3' POST' MSTA36 ([CC ESR 2105 AT SPLICE 3/8' x 9' STEEL REBAR EMBEDDED AT 'H' RAFTER a SIDEPIATES I I 2xs.5' SIDEPLATE LOCATION) d C 33' B = 9' HEADER (3004-H34 ALUM. ALLOY) I COVER W/ 0.019" ALUMINUM d < 38' B = 12' (3004-H34 ALUM. ALLOY) d < 46' B = 18' N32 ALTERNATIVE SPLICE FOR ATTACHED UNITS N29 FREESTANDING OR ATTACHED N34 LEDGER BOARD ATTACHMENT POST/FOOTING CONNECTION Seal with permanently flexible SIX 1/4' LAG SCREWS OR N14 SCREWS & waterproof sealant Wren' OF PENETRATION INTO WALL STUN SEE GENERAL NOTE Na3 CONTINUOUS 2'x DF LEDGER BOARD DR PROVIDE SIMPSON DF 2' x 4' / STRONG TIE NSTA36 (ICC ESR WOOD DOUG FIR J 2105) AT SPLICE LOCATION WOOD STUD 1,000min, COVER W/ 0.019' ALUMINUM ,:,�.,• e L4' Lap Screw 3' x e' ALUM 7 RAFTER BRACKET r wm RETAIL L7 $tD ATTACH PATIO COVER 1 PU G/1' 3.5' MIN AS PER N26 DR N27 a `�HEA%DER ALUM QQ' 1 Completely Seat with 68139 permanently flexible & N36 IX 613012017 waterproof sealant Q�OpESSlO * * TTT ZiMD WODn FRRaMNG I In. 25• MIN Nu SELF-BRILLING SCREW `QC. FU h sT9TE0 CA \ /vN 02 2015 Synthetic Stucco or other s. _ m non-structural covering (1' max, thick) POST ALTERNATIVE FOR SLAB ATTACHMENT 1 # er�max• Sheathing MAX WIND LOAD IS 150 MPH EXP B AND * ! 28921US Hwy 74 130 MPH EXPOSURE C CI �P Romoiand,CA 925E SEE ALLOWABLE DISTANCE TO FIRST N33 STUCCO ATTACHMENT DETAIL W/ EXTERIOR HOME PRODUCTS O C U C T s ROW OF POSTS IN TABLE 7.7 LEDGER BOARD - CA1.1� BEJ/CP 0CT 02 2013 NTS omponen a onnec Ion a a1 s ICC ESR1398(2012 IBC)9/2912013 Page 47 of 66 for Newport Patio Structures 9 Fnnineer's Simmm 6 P ulml ZLOZ—Loaovml mw dwo3S s,Jasul6u3 9910 96 a6ed £40Z/6Z/6(091 ZLOZ)86£12lS3 001 611010O u0l}0auu03 2p s}Iad Tuauodwo0 SILL ao/r3e £60Z ZO 100 �p T1V0 wnNIwn-iv 4EHb00E .8i0'O < O 99Z6 V0'Puelowoy s 13 n a 0 a d 3 M O H 8 0 I N 31 X 3 ��1 Wf1NIWflltl 93NVciEHirO , 21 , 3 4 a L0 -3Ntld .M. .ZSX.S'E VLA+H8nJZG9Z .XLXWIJGWW M * g OOZI Av 8 3015333M AO NO 0 09Z'L .001 H 'IId13Q (1.O11V 'Wfi1V 91—£909) us �' SNS 4L# — £ 33S VIOSVd VINNOdfiVO `J o h Oj` '30ndS X col O A$` �' 30 MIS HM .6 d0 90 Z dlL E40'6 )SS3�O�a 'DWH 30 301SNI Iii OZ'0 =N � 0 !ROLL '3011dS N3MH ZL'0 .SZ'0 =a d� Ofi0'£ 03WN03 1108 .9£0.0 =i ,Gzi'0 .OL'0 00012 OT'b NO 6'4 3 �IV13a 1�3.95LUS1,OO .90'0 = ,090'0 �3T951 3"1Htl1 33S a3atl3H a3Waaj'1'l0a T99 (AO11V 'LNLTIV ti£H-600£) 3/0 X 0 SA380S IV13W 133HS .WX8# 0001 99941 3011dS N3OM 03W80d110N O OSLO'0 3311dS 30 Wf1NIWLT'ltl VEHti00E .81010 < k MIS HOP NO wnNIwn-ly 9EHb00E .BTO'O = I- 3/0 .9 a SIPS i•L £ -13NVd 1V'Id .9X.2 SWS OW .6 000'9 a lItl13a T49' .i\ �0A1��Oj0�lb H �Itl13Q 3NI1 3ond5 ', 33S 33S .5 ,s' a��' v>\ fs —� 090'I S2S'0� O O 140ZIOEl9 .9's L 05'9 AOTLV i•£H*00£ VI3SV3 03WN03110N Z/L 9 O 3Nna31N30 O O O 6EL89�• 8S6'T E9E'0 ODO'Z S6Z'0 02E'0 00'E 3alS i#3XI3 •S' d'''9 !Id �,'� + EST'021 Szi'021 + OSZ' ,8T 5 OZ ZO Nf1I �v VNOTSS SZTION SLB'0 Z66'0 9E0'O—— 000'Z SZ9'T BUT I bEH 1700£ 19£010 9 I —•sE'0 9EH b00£ ZEO'0—XT00 O t e 0' a•NIWniv X >idvw .ZTX.S'Z 9EHi,006 .8 10*0 = � S1 IV13a tlI0Stl3 iveionais bad HOtllltl NO �3NVd XIS N3dns .9X.9'Z O o0'Z OT'4 NO 6__aa'4pp STIHVl N3d SV WV3H N3QV3H AO d01 Ol HOVlltl OOSLv � SZi'0 00S19 .L£t'L ,S8'8Zl .LCL'L •0D9 •dA1 H �Itl13Q 33S Z9'T I zi Q �Itl13Q 33S .L9L' Q '1IV13a 33S .z L 5S ►{.9 8L yLG L . 55 IL3/0 .9 BSMM OT# y I .491'Z I .LB' + ,L9L' 0'£ OS ZOSG'0 4J— Wd .9LZ'Z9'T .0�• £O6'L-� •0L SL'0 =1 .50301SNI .5zt'=N15!!10 L9S' sz l'=N.9LS .9L8 .36'0 .S6'O .Z,O =N -2.000 WALL HANGER 0.045 2'X2' FAN BEAM 6063T5 ALUM 0.120'x2'x2•X2' #14 SMS 2.000 1.430 NO ORIENTATION SPECIFIED LONG 'L' ANGLE R0.170 6063T5 ALUM 0,060 ONE SCREW 0,048'xL5'x2.5' 6005T5 3.00 SCREW or WALL HANGERf2l 2'x2' FAN BEAM 0.72�1,56—•�0,72 ONE #10 SMS SCREW FAN 0,93 I-^ FAN BEAM FASTEN TO HANGER BEAM ,042'x3'x8' 0.72 HEADER STRUCTURAL 0.28 B PANEL 0.37 1.5' or 2' 0.72 -� � 0.17 t = 0.041 3' X 3' CLOVERLEAF HEADER (A-653 Fy=40 KSI STEEL) FAN BEAM A B CONFORMANCE TO THE APPLICABLE ELECTRICAL Weight of Allowable Fan Beam Spans 0,042'x3•x8' CODE IS OUTSIDE THE fan/lights 0.048"x1.5"x2.5" 2"x2" Fan Beam HEADER SCOPE OF THIS DETAIL 3x3 Steel Beam ==4C�CEILING FAN OR AND MUST BE APPROVED FIXTURE SEPERATELY, 30 Ibs 15'-10" 23' L LIGHT POST �J 022 5 S1ONA1.P .-V SS/ r y.:.,::,S;:i.:'a.c.:L:c;:..: •C.;:... :..n ,:.,.1•;Zr:::•:'•.:r>•- rof<.:•. 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DETERMINE ACTUAL TRIBUTARY AREA 24" 30" n/a 54" 31" 36" 51" 44" 39" 36' 120 30" 34" 39" 200 FOR MIDDLE POSTS THIS IS: 25" 31" n/a 61" 35" 3T' 53" 46" 41" 39' 130 31" 35" 40" 217 TRIB WIDTH x POST SPACING 26" 32" n/a 69' 39" 38" 55" 48" 43" 39. 140 32" 36" 41" 233 FOR END POSTS THIS IS: 27" 34" n/a 77" 44" 39" 57" 50" "1. 41" 150 33" 37" 42" 250 (OVERHANG+HALF OF POST SPACING)x TRIB IDT Ju 02 2015 28" 35" n/a 86' 49" 40" 60" 52" 46" 42" 160 33" 37" 43" 267 3.DETERMINE FOOTING SIZE FOR WIND CONDITION 29' 36" n/a n/a 54" 41" N/A M. 48" 44" 170 34" 39' 44" 283 4. FOR LATTICE USE LAST COLUMN FOR TRIB AREA SStONAL y 30" 38" n/a n/a 60" 42" N/A 56, 50" 45" 180 35" 39' 45" 300 OFF � PUT G/OFF 31" 39' n/a n/a 66" 43" N/A 58" 51" 47" 190 35" 40" 45" 317 GpSi P 32" 40" n/a n/a 72" 44" WA 60" 53" 49" 200 36' 40" 46" 333 Amerimax Exterior Home Products n' 42" n/a n/a 79" 45" NIA N/A 55" 50" 210 36" 41" 47" 350 28921 US Hwy 74 C 68139 34" 43" n/a n/a 87" 46' NIA NIA 57" 52" 220 37" 42" 48" 367 Romoland,CA 92585 2017 TABLE 7.8 47" N/A NIA 59" 54" 230 38" 42" 48" 383 48" N/A N/A N/A 55" 240 38" 43" 1 49" 1 400 QRpFFSS16) ST CIVIL 49" N/A N/A N/A 57" TABLE7.10 .y� fU 9jF FCALtFO�� 50" N/A N/A N/A 59" =. .C" i Cy TABLE 7.9 �n Carl Putnam,P. 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Wind Number Wind Exposure B Wind Exposure C cubic feet cubic feet Speed of Posts MAXIMUM TRIBUTARY WIDTH ALLOWED Speed of Posts MAXIMUM TRIBUTARY WIDTH ALLOWED 20% 2301 20% 3404 110 mph 2 or 3 11.5' 9.5' 8' 6.5' S' 7' 5.5' 4' 3' 2' 170 mph 2 or 3 15' 19 13' 11' 9.5' 11.5' 9.5' 7.5' 6' 5' 30% 1534 30% 2269 4 is, IV 13.5 11.5' 9.5' 11.6 9.5' 8' 6.5' 5' 4 15' 15' 15' 15' 15' 15' 15' 13' 11' 9.5 40% 1150 400/6 1702 5 15, 16 16 1& 14.6 15' 13.5' 11.5 10' 8' 5 15' 16 15' 15' 15' 15' 15' 15' 15' 14' 50% 1052 50% 1556 022015 6 15, 15 15, 15 15, 15' 16 16 13' 11.5' 6 15' 15' 15' 16 15' 15' 15' 15' 15' 15' 60% 877 60% 1297 7 16 16 15, 16 16 15' 15' 15' 15' 14.5' 7 15' 16 15 1V 15' 15' 15' 15' 15' 15' 70% 751 70% 1112 �Sgl NAL l;N 115 mph 2 or 3 10.5' 8.5' 7' 5.5' 4.5' 6' 4.5' 3.5' 2.5' 1.5' 115 mph 2 or 3 15' 14' 11.5 10' 8.5' 10' 8.5' 6.5' 5.5' 4' 80% 767 80% 1135 O� P PUTH9 4 15, 14' 12' 10, 8.5' 10.5' 8.5' 7' 5.5' 4.5' 4 15, 16 16 15' 14.5 16' 14' 12' 10' 8.5' 90% 682 90% 1009 5 16 19 15' 14.6 12.5' 14.5 12.5' 10.5 85' 7' 5 15' 15' 15' 15' 15' 15' 15' 15' 14.6 12.5 100% 614 100% 908 r\ 6 15 15 15, 15' 15' 16 16 13.5' 11.5 10' 6 15, 15, 15, 15, 16 15, 16 16 16 15, 110% 608 110% 900 ('+6 13 7 16 15' 15' 15' 15' 15' 16 15' 15' 13' 7 15 15, 16 is, is 16 16 16 1V 15, 120% 558 120% 825 FXP 130 mph 2 or 3 7.5' 6' 4.5' 3.5' 2.5' 4' 3' 2' 1' 0' 130 mph 2 or 3 12.5' 10, 8.6 7' 5.5' 7.5' 6' 4.5' 3.5' 2.5' 130% 566 130% 838 * �,• 4 12.5' 10.5' 8.V 7' 5.5' 7.5' 6' 4.5' 3.5' 2.5' 4 15' 15' 14.5' 12.6 10.5 12.5' 10.5 8.6 T 5.5' 140% 526 140% 778 5 15, 15' 12.5' 10.6 9' 11' 9' 7.5' 6' 4.5' 5 15' 15' 15' 15' 15' 15' 14.5' 12.6 10.6 9' 150% 491 150% 726 CIVIL P 6 is, 16 15' 14.6 12.6 14.6 12' 10' 8.5 7' 5 15, 15, 15, 15' 16 16' 16 15' 14' 12' CA 7 16 16 15, 15' 15' 15' 15' 12.6 11' 9' 7 15' 15' 15' 16 15' 15' 1& 16 15' 15' Directions for using Seismic Table 1-2a,1-2b,1-2c or Ltd*"-' 140 mph 2 or 3 6' 4.5' 3.5' 2.5' 1.5' 3' 2' 1' 0.5' 0' 140 mph 2 or 3 10' 8.5' T 5.5' 4' 6 4.5' 3.5' 2.5' 1.5' 1. Determine Tributary width 4 10.5' 8.5' 7' 5.5' 4.5' 6' 4.5' 3.5' 2.5' 1.5' 4 15' 14' 12' 10' 8.5' 10.5 8.5' 7' 5.5' 4.5' 2. Determine width or structure Q Of$U 5 15' 12.5' 10.6 8.5' 7' 9' 7.5' 6' 4.5' 3.5' 5 15' 15' 1V 14.5' 12.5' 14.5' 12' 10.5' 8.5' 7' 3. Determine height of structure 6 15' 15' 14' 12' 10, 12' 10' 8' 6.5' 5.5' 6 15' 15' 15' 15' 15' 15' 15' 13.5' 11.5' 10' 4. Determine number of posts structure has ��G ^ C- 7 15, 15' 15 15, 13' 15' 12.5' 10.5' 9' 7.5' 7 15, 15, 15' 16 15 15' 15' 15' 15' 13' 5. Determine Ss for your area(contac $; 150 mph 2 or 3 5' 3.5' 2.5' 1.5' V 2.5' 1.5' 0.6 0' 0' 150 mph 2 or 3 8.5' 7' 5.5' V 3' V 3.5 2.5' 1.6 0.5' your local building department)"" 4 8.5' 7' 5.5' 4.5' 3.5' 5' 3.5' 2.5' 1.5' 1' 4 14' 12' 10' 8.5' 7' 8.5' 7' 5.5' 4.6 3' 6. Choose Table L2a-d based on the header 41 1 5 12.5 10.6 8.5' 7' 5.5' 7.5' 6' 4.5' 3.5' 2.5' 5 15' 16' 14.5 12.5 10.5' 12.5' 10.5' 8.5' 7' 5.6 7. Determine the maximum size allowed on the art 2 and and divide by#4"" 7 15' 15' 14.5' 12.6 10.5' 12.5' 10.6 8.5' 75 1 6' 7 15' 15' 15' 15' 15' 15' 15' 14.5' 12.5' 10.5' 9. If#8 its lower#t 7t than#7the structure is OK for s is CCALIEO��\P 170 mph 2 or 3 3.5' 2' 1.5' 0.5' 0' 1.5' 0.5' 0' 0' 0' 170 mph 2 or 3 6' 4.5' 3.5' 2.5' 1.5' 3' 2' 1' 0.5' 0' 10. If your Ss is over 150%use 150% OCT 02 2013 4 6' 5' 3.5' 2.5' 1.5' 3.5' 2' 1.5' 0.5' 0' 4 10.5' 8.5' 7' 5.5' 4.6 6' 5' 3.5' 2,5' 1.5' 5 9' 7.5' 6' 4.5' 3.5' 5.5' 4' 3' 2' 1' 5 15' 12.6 10.5' 8.5' 7.6 9 7.5' 6' 4.5' 3.5' 6 12' 10' 8.5' 7' 5.5' TV 5.5' 4.5' 3.5' 2.5' 6 1V 16 14' 12' 10' 12' 19 8' 6.5' 6.5' "no check needed for Patio Covers attached to slab under these conditions 7 15' 12.5 10.5' 9' 7.5' 9' 7.6 6' 4.5' 3.5' 7 15' 15' 15' 15' 13' 15' 12.5' 10.5' 9' 7.5' "no check needed for Patio Covers that are 10'tall attached to slab under these conditior """no check needed for Patio Covers that are 8'tall attached to slab underthese conditions Moment Frame A:Detail L26.4 screws,A=5",B=7",sldeplates=0.024" Tables L1 and L2 need to be checked for surface """"Ss is the Maximum Considered Earthquake Ground Motion(0.2 sec) Moment Frame A:Detail L12,4 screws,A=2",B=5",DBL HEADER mount concrete attachment mapped on Figure 1613.3.1(1)in the 20121BC Moment Frame 8:Detail L26,4 screws,A=5",B=7",sideplates=0.032" Alternatively,divide by these numbers Moment Frame B:Detail L26,6 screws,A=5",B=T',sideplates=0.024" Amerlmax Exterior Home Products For 2 post Structures divide by 3 Moment Frame C:Detail L26,8 screws,A=5",B=7",sideplates=0.024" 28921 US Hwy 74 For 3 post Structures divide by 3 Moment Frame C:Detail L12,4 screws,A=2",B=7",DBL HEADER Romoland,CA 92585 For post Structures divide by 4.5 Moment Frame C:Detail L12.6 screws,A=2".B=5",DBL HEADER For 5 post Structures divide by 6 Moment Frame C:Detail 1-8,4 BOLTS,A=2",B=7",SINGLE STEEL C Carl Putnam,P.E. For all others add 1.5 to number of posts Moment Frame D:Detail L8,4 BOLTS,A=2", B=5",DBL STEEL C 3441 Ivylink Place ""'"" Not for use in areas with flat roof snow loads exceeds 30 psf. 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Z/d L'OL £'ZL 911. 17'9L a OLL -M +M s s 4b ainso x3 y w paa s (;sd) (;sd) 080 PUM ;auzseowoo weu;n lM pool dn Peol umoa d)uedS laved V49Z-V9£(17£V) u6lsaa u6lsaa Z/d cwvZ VA16jng40uAl ;sd L Peaa 90eld MUIIAAI LVV£ 11100p;ao0 amssaJd;eN Z'L ;au0 •3-d`weu;nd IJeO Loped;snE) 99'0 0 eoueplsell ul;slx3 loped eoueWo wl L I Z 989m V3'Puelowoa jope;41nollown Pum 98'o PN X M A AH en 6Z68Z jo;0e3 oIqdPjr3Odc.L L IZA s;onpad auloH Mua;x3 xewuawtl 0 Pue g ainsodx3 'jope;)4 Ia4 96'0 L'0 rI A Amerimax Structural Properties of Beams,Fascia,Panels and Rafters for Use by Design Professionals ASSUMES FULL LATERAL BRACING Max Allowable Max Allowable Moment(top In Moment(bottom Max Structural Element I(in"4)top in I(InA4)bottom compression In compression Allowable Flu or Fu Fly or Fy Fey compression In compresslon (Ibf'fl) (Ibf ft) Shear(Ibf) Material E(ks1) (ksl) (ksi) (ks1) Rafters 0.024'x2"x6.625"Aluminum Rafter 2.283 same 298 278 166 30041-134 10100 32 25 22 0.032"x2"x6.625"Aluminum Rafter 3.072 same 563 504 398 30041-134 10100 32 25 22 0.W'4"4.625"Aluminum Rafter 3.873 same 866 801 784 30041-134 10100 32 25 22 0.042"x3"x8"Aluminum Rafter 7.907 some 1164 1038 747 30041-134 10100 32 25 22 0.024"x3"x3"Aluminum Rafter 0.445 same 130 124 380 31051-125 10100 23 19 17 0.040"x3"x3"Aluminum Rafter 0.754 same 389 343 1506 31051-125 10100 23 19 17 Solid Panels I\ 0.018"x2.5"x6"Aluminum Panel 0.265 same 138 109 779 30041-136 10100 35 28 25 022 15 0.024"x2.5'W'Aluminum Panel 0.353 same 253 169 927 30041-134 10100 32 25 22 0.032"4.5"W'Aluminum Panel 0.471 same 385 253 1236 3004H34 10100 32 25 22 55\O 0.036"x2.5"x6"Aluminum Panel 0.53 same 439 301 1391 3004H34 10100 32 25 22 NAL f � � L PUT 7'ysC1F 0.018"x3.5"x12"Aluminum Panel 0.545 same 316 352 450 30041-136 10100 35 28 25 O 0.024"x3.5"x12"Aluminum Panel 0.727 same 409 473 536 30041-134 10100 32 25 22 9 0.032"x3.5'Sr12"Aluminum Panel 0.969 same 568 692 715 30D4H34 10100 32 25 22 0.036'W.6"02"Aluminum Panel 1.09 same 652 808 804 30041-134 10100 32 25 22 EXP.6/3012017 0.018"x2.5"xl2"Aluminum Panel 0.25 same 184 141 246 30041-136 10100 35 28 25 0.024"x2.5"xl2"Aluminum Panel 0.334 same 315 241 584 3004H36 10100 35 28 25 d' CIVI4 0.032"x2.5"x12"Aluminum Panel 0.445 same 484 371 1384 30041-136 10100 35 28 25 0.036"x2.5"x12"Aluminum Panel 0.601 same 511 392 1970 30041-134 10100 32 25 22 0.01KK2"x6"Aluminum Panel 0.154 same 133 150 528 3004H36 10100 35 28 25 0.024'W'W"Aluminum Panel 0.205 same 196 207 629 30041-134 10100 32 25 22 Q�pF�SS10- 0.032"x2"x6"Aluminum Panel 0.273 same 294 318 838 3004H34 10100 32 25 22 -PU 0.036"x2"x6"Aluminum Panel 0.307 same 333 382 943 30041-134 10100 32 25 - 22 Aluminum Headers = 8 0.042"x3"x8"Aluminum Header 7.907 same 1164 1038 747 30041-134 10100 32 25 22 Double 0.042'W"x8"Aluminum Headei 15.814 same 2328 2076 1494 30041-134 10100 32 25 22 * r Double 0.040"x2"x6.625"Aluminum Header 7.746 same 1732 1602 1568 30D4H34 10100 32 25 22 CAL\F� Aluminum Fascia California Extruded Fascia 3.09 same 1160 1536 5478 6063T6 10100 30 25 25 OCT 02 2013 Classic Extruded Fascia 6.03 same 3089 3842 13837 6061T6 10100 38 35 35 5.5"Extruded Fascia 3AB same 1564 1538 3414 610M 10100 38 35 35 Alaskan Fascia 3.95 same 2349 1905 4963 6105T5 10100 38 35 35 4"x3"(beam 3.617 same 2445 2580 2106 6063T6 10100 30 25 25 7"x4"abeam 13.857 same 6718 6718 4244 6105T5 10100 38 35 35 Steel Headers 0.041"x3"x3"Steel Cloverlea 0.77 same 1028 1028 6694 ASTM A653 Grade 40 29000 55 40 Double 0.041"x3"x3"Steel Cloverlea 1.54 same 2056 2056 19388 ASTM A653 Grade 40 29000 55 40 12 Gauge Steel C Beam 13.28 same 8549 8549 11504 ASTM A653 Grade 50 29000 65 50 16 Gauge Steel C Beam 7.46 same 4805 4805 2394 ASTM A653 Grade 50 29000 65 50 Double 12 Gauge Steel C Bearr 26.56 same 17098 17098 23008 ASTM A653 Grade 50 29000 65 50 Misc7-2012 Double 16 Gauge Steel C Bear 14.92 same 9610 9610 4788 ASTM A653 Grade 50 29000 65 50 ICC ESR1398(2012 IBC)9/29/2013 Page 65 of 65 Sg;O Sg GOBd CLOZ/6Z/6(001 MZ)86UHS3 001 4n � ccooD -n0 j 3 K)) � O 3 T O s O co Z Q r �. � O (Cyst 0454 P -A .P � � � P � 4www W W w W w W W NNNNNNNNNN � Z x O (O 00 � Q -4 0) Cn � W N O CO 00 -1 0) Cn W A N O O 00 -1 O CA -N W N -� O Z 0 N z CD N � � 0 nmX W cn C Cn Cn 4 4 -N W W w W N N N N � -� � � � � � O M V -4 W Cn -N 41, W W N W O (n .P -444k WM " 0 -4MW " O WO .A W Ns Z Q O �I 3 4 ' O W N N .A W W W -1 O M W O A CO W N O Cb W W s p ' w O 0 C o Wz z0100 (D m 55 -o m \aa(�va,r a m w y ♦G'�^ .WP N O ONO M 4 N O W -I M M W N -� O O M W C) O Crlm o .P w W W N N N -� B C D mcnwNNW0wwwwo -4rn (n � �' 000wrno � co �+ ornwo � in > D e y a) m Co D et y = -n ;a CIISS3�0 W W -4 -4M01 Cn P N jt 4 W W W NN N � � -� M > � -4 O 4 w COn W M CWn � .p OP Cn -4 WN Cn O W WNOD P O O W O -I Cn W ( z -13 3 m m N CO) C! � (1V0 W W OD —1 0) 00 Cn Cn J� -P W W W N N N 3 N CO) N N OCO00d7 (n A W N Ov (ONCAONO " 0) -� -4 W O W W OOoO � NO (nZ CD �lG0000OCl -P, 4 � O _ .� cn N LOZf W dX3 E4 �� Ind �37v 0 SIN Z Nflf