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PMT16-02384 U9 f of Me90i$ee Permit No.: P A IS-'�23"84 29714 HAUN RD. �!-�CCEUA— MENIFEE, CA 92586 Type: Residential Addition `"'""�"`'"'«"" MENIFEE Date Issued: 0712 512 01 6 p Site Address: 29560 THORNHILL DR, MENIFEE, CA Parcel Plumber: 336-120-020 92586 Construction Cost: $3.100.00 Existing Use: 1 &2 Family Residence Proposed Use: Description of INSTALL 13'x 30'SOLID ALUMAWOOD PATIO COVER WITH 2 FANS Work: Owner Contractor HECTOR GARCIA T F MEADOR CONSTRUCTION 29560 THORNHILL DRIVE PO BOX 713 MENIFEE,CA 92586 WILDOMAR,CA 92595 Applicant Phone:9518376180 REGINA MEADOR License Number.639087 T F MEADOR CONSTRUCTION PO BOX 713 WILDOMAR,CA 92595 Fee Description Qtv Arnountlbl Building Permit Issuance 1 2Z00 GREEN FEE 1 1.00 General Plan Maintenance Fee-Building 1 6.65 "v295.70 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_BIdg Permt_Template.rpt Page 1 of 1 CITY OF MENIFEE LICENSED DECLARATION property who builds or improves thereon,and who contracts for the projects I 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 o I am exempt from licensure under the Contractor's State License Law for Professions Code and my license is in full fort d effect. the following reason: License Class tens .� qO By my signature below I acknowledge that,except for my personal residence Expires Signature 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 I have built as an owner-builder if it has not been constructed in Its entirety by D I hereby affirm under penalty of perjury o 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 by Section 3700 of the Labor Code,for the performance of work for which this application is submitted or at the following website: this permit is issued. www.leginfo.ca.eov/calaw.html. Policy# Date o I have and will maintain worker's compensation Insurance,as required by PROPERTY OWNER OR AUTHORIZED AGENT section 3700 of the Labor Code,for the performance of the work for which o By my signature below I certify to each of the following:I am the property this permit is issued.My workers compensation insurance carrier and policy owner or authorized to act on the property owner's behalf.I have read this number are: application and the information I have provided is correct.I agree to comply Carrier with all applicable city and county ordinances and state laws relating to building construction.I authorize representatives of this city or county to Policy# Expires enter the above identified property for inspection purposes. (This section need not to be completed is the permit is for one-hundred dollars($100)or less Date 1 certify that in the performance of the work for which this permit is issued, PROPERTY OWNER OR AUTHORIZED AGENT 1 s all not employ any persons in any manner so as to become subject to the CITY BUSINESS LICENSE# workers co ;-on laws of California,a d agree that if I should become HAZARDOUS MATERIAL DECLARATION subjeet eworkscf(i4' tho pro sions of5ection 3700 of the Labor Code,I s all fort th r,, 'mp rovisions. n'C^ Will the applicant or future building occupant handle hazardous material or a Applica t Date [.�l mixture containing a hazardous material equal to or greater that the amounVpecified on the Hazardous Materials Information Guide? WARNI :FAI TO SECURE WORKER'S COMPENSATION COVE GE IS o Ves arvo UNLAWFUL, SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS($100,000),IN Will the Intended use of the building by the applicant or future building ADDITION TO THE COST OF COMPENSATION,DAMAGES AS PROVIDED FOR occupant require a permit for the construction or modification from South IN SECTION 3706 OF THE LABOR CODE,INTEREST,AND ATTORNEYS FEES Coast Air Quality Management District(SCAQMD)7 See permitting checklist forgui lines CONSTRUCTION LENDING AGENCY DYes o hereby affirm that under the penalty of perjurythere 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 bpundary of a school?(Section 3097 Civil Code) ❑Yes o OWNER BUILDER DECLARATIONS I have read the Hazardous Material Information Guideand the SCAQMD I hereby affirm under penalty of perjury that I am exempt from the permitting check nderstand my requirements under the 5gte of Contractor's License Law for the reason(s)indicated below by the California He &Sa ty Cade,Se on 2 OS and 25534 concerning checkmark(s)I have placed next to the applicable Item(s)(Section 7031.5 hazardous aterial r o g. Business and Professions Code).Any city or county that requires a permitto ayes u 'f G- construct,alter,improve,demolish or repair any structure,prior to its Date GU issuance,also requires the applicant for the permit to file a signed statement PROPE ER A O ZED AGENT that he or she is licensed pursuant to the provisions of the Contractors State EPA RENOVA REPAIR AND PAINTING RRP License Law(Chapter 9(commencing with Section 7000)of Division 3 of the Business and Professions Code)or that he or she is exempt from licensure The EPA Reno tion,Repair and Painting(RRP)Rule requires contractors and the basis for the alleged exemption.Any violation of Section 7031.5 by receiving compensation for most work that disturbs paint in a pre-1978 an Applicant for a permit subjects the applicant to a civil penalty of not more residence or childcare facility to be RRP-certified firms and comply with than($500). required practices.This includes rental property ownersand property managers who do the paint-disturbing work themselves or through their o I,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.epa.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 Contractor's State License Law does not apply to an owner of a property who,through employees'or personal effort,builds or improves the u An EPA Lead-Safe Certified Renovator will he responsible for this project 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 completion,the Owner-Builder will have the burden of proving that it was Firm Certification No.: not built or improved for the purpose of sale. D No EPA Lead-Safe Certified Firm is required for this project because: ❑I,as owner of the property am exclusively contracting with licensed contractors to construct the project(Section 7044,Business and Professions Code:The Contractor's 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 • 1 APPLICATION Menifee DATE PERMIT/PLAN CHECK NUMBER TYPE: O COMMERCIAL XRESIDENTIAL C MULTI-FAMILY C MOBILE HOME O POOL/SPA SIGN SUBTYPE: ADDITION O ALTERATION C DEMOLITION XELECTRICAL C MECHANICAL NEW OPLUMBING :> RE-ROOF-NUMBER OF SQUARES DESCRIPTION OF WORK Njew X O L 2 C l ((+__ '1 (� PROJECTADDRESS c51pQ dY LI. �r- h L°n.ltY.'e ck, (�� City Of M nifee ASSESSOR'S PARCEL NUMBER '3',Z" - j2t)•0Q0 LOT TRACT u Ing 3 ty Dept. OWNER NAME -(" r 2 5 2016 ADDRESS S �,Yl It 9zS - " ed PHONE � ' �z � 9O EMAIL APPLICANT NAME r� n ADDRESS , Q . �'� J ` 7(I dol r �5[� PHONE %fit EMAIL CONTRACTOR'S NAME j C51CIOf OWNER BUILDER? 0 YES NO BUSINESS NAME -- 2 '�'1M' I 1 ,, ADDRESS OK l J Il(..)ai PHONE - 831 -� t 8o EMAIL +v ahco -com CONTRACTOR'S STATE LIC NUMBER t�,3 / 0 A J LICENSE CLASSIFICATION VALUATION$ J O $Q FT L SQ FT X, APPLICANT'S SIGNATURE �/ DATE OTYSTAFFUSEONLY DEPARTMENT DISTRIBUTION CITY OF MENIFEE BUSINESS LICENSE NUMBER BUILDING PLANNING ENGINEERING FIRE GREEN SMIP INVOICE PAID AMOUNT `,n AMOUNT �,5 '�d O CASH ` CHECK# 1 CREDIT CARD VISA/MC PLAN CHECK FEES PAID AMOUNT ;J CASH i1CHECK# '->-CREDIT CARD VISA/MC OWNER BUILDER VERIFIED O YES O NO DL NUMBER NOTARIZED LETTER 0 YES O NO City of Menifee Building&Safety Department 29714 Houn Rd. Menifee, CA 92586951-572-6777 www.cityofinenifee.us inspection Request Line 951-246-6213 LEDGER & TRACK City of Menifee INSPECTION REQUIRED 2 � Building & Safety Dept. CL JUL 2 5 Zorn O 3)o W A , P U 3y L� LL to 0 S nrv- Direr 5 32-U- 7690 a 560 - V0rA11( Dr Meer-e- CA Cf259q CITY OF MENiFEE BUILDING AND SAFETY DEPARTMENT PLAN APPROVAL REVIEWED BY j� 1Q5)1'0 DATE II nt,t'oe con3trued to he a permit for,Oran approval of,any violation of any provisions of the federal,state or city �� regulations and ordinances. This set of approved plans must he kept on the VO'�t johsite until completion. UNITED DURALUME PATIO COVER,CARPORT AND COMMERCIAL STRUCTURE ENGINEERING (2012 IBCI q City of Menifee PAGES DRAWING SECTION DESCRIPTION Low Wind Soli&kmll;& CR Building & Safety Dept. 1 PROFESSIONAL ENGINEERING STAMPS AND TRIBUTARY WIDTH DIAGRAM INSPECTION REQUIRED JUL 2 5 2016 1 GENERAL NOTES >.. Received U W U LL U- CITY OF MENIFEE SOLID COVER COMPONENTS AND CONNECTION DETAILS BUILDING AND SAFETY DEPARTMENT QROF P�oro 2 PAGE STRUCTURAL CONFIGURATIONS PLAN APPROVAL �5�� 2 9 PAGES COMPONENTS/CONNECTION DETAILS rt $ 3 PAGES SOLID COVERS 4.0 PANEL SPANS FOR PATIO, CARPORT AND COMMERCIAL STRUCTURES * 02015n 12 PAGES 5:0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN NORMAL WIND AREAS REVIEWED BY DA E CIJI �P CALF r � DEC 18 2013 2PAGES Misc1.DWG 7.0MISCDETAILS `Approval OfiblSlplms shall not be construed tOblipll�IitiM,oran IPAGE Misc2.DWG 7-0 FAN BEAM DETAILS approval of,any violation of any provisions of the federal,state or city 1 PAGE Misc3 7.0 POST AND FASTENER REQUIREMENTS FOR ALL STRUCTURES regulations and ordinances. This set of approved plans must be kept on the • 1 PAGE Misc4 7.0 CONCRETE FOOTING OPTIONS jobsite until completion. 1 PAGE Misc6 7.0 FORCES ON EXISTING STRUCTURES Nift r 1 PAGE Misc7 7.0 STRUCTURAL PROPERTIES OF BEAMS, FASCIA, PANELS AND RAFTERS FOR USE BY DESIGN PROFESSIONALS 1 PAGE Misc8 7.0 CONCRETE SLAB REQUIREMENTS FOR CONSTRAINED FOOTINGS December 11,2013 S\ON 4� �o P U c� C 8 3P .6 0120 7 ST I I,l JUN 03 2015 p0 LICp •UTi{ yFO SCP..F...F TF-r it d'�GPPa PpoF f� 4sj TRIBUT Y WI H DIAGRAM R Tq' / *' �a ENGINEER oy PROFESSIONAL ENGINEERING STAMPS PAGE OEE �- 1 q f ARL UTI % �• �OFESSIONa Q : PUT11: .p k• f ... 11 \t rUT,\ ' O� LPUTN Fp t n�' 2131 D 3 z 9'••• /. ...........3.....L... .. xp. m A • .•• <�.'< � CIVIL AL I C, •.....� G• ' �, —y \5C 72580 r * EXPb-3a 1 N `9 ,.���� ``GF•.� •-..... :0.,4<_�� — " P s um �'., r' CIV A4EY,fc LICENSED REGON O \ . . e.PROFESSIONAL•• ,N; i CP'_ _ AM ♦r,," y�l ` ,j. O - C ?pnn' �p �.`' \ : E (.'. 1703 ?• NGINc' 062-059023 M. PO,\�P' �2•` 45750 a � y ., EXPIRES 2::;/ �2. �/'' ..•�O; .;rT�T 11 ,j FYPll14TION DATE: 12r31! 14 of KE cy OF \: t AR AN AS AQf ••.. .h!T% I -- F 0 :g. ARL ' 9 IJ NPR \ ICENSED �_t{ 1 NAM * \\du111N/d'l/t/ry/i THESE DRAWINGS DEFINE `RIB W ' C� 1M0N \ SIDN L �_��, " ��� ,.�-m- STRUCTURES NCI EER 24657 " PROJECTION ` PROJECTION 1 .ni1 bq ^sIG9 lr. WALL HEADER -IL ,1�/ WALL HEADER #1 ^ q #2� TRIB WI➢TH I— TRIG WIDTH - /l111t1t, i'! TRIG WIDTH (—TRIB WIDTH -•' I$R15-'WIDTH ` tt �!!f/ 1 ' '' �� OF LOVE /i� .� (r ,:••,-. L1/2 L2/2 OVERHANG L— OVERHANG lg9i' L C I U K L1 L2 EXISTING tic n NO.3 62 STRUCTURE %= S NALE GINEER EXISTING '/./ p� IN SS\ONAL EA STRUCTURE �/ �l ENGINEER\ V� �OF��\- PIlF N6• ��//IIIIIIIl11U\� PROJECTION - ' ! HEADER TRIB HEADER TRIB ,oCy\QV n /�C/ ,�\�,t 11! /'' ``�� I•f _ , !� 1 9 WIDTH #1 —I— WIDTH #2 yy L/ `�G?•F\ �' Q�OFESSIONq o pQP1193 GENS**-Q.% '*I slo : .J .' t, : •. i * y �' o v m 87 7 �� FL •.F . .,alc L I tFo \F ' N w: * IaI2015 * D . . 1 ,� _ JUN 03 2015 \ / o WY M etsttt'tY J,).• 2 .� \' 4 „ I 1 CALIF - _ OKLATf••I�F••� DEC 18 2013 Page 1 of 74 " 11 ` ` ENGINEERS STAMP GENERAL NOTES: S. WOOD USED IN CONNECTIONS SHALL BE PROTECTED FROM WEATHER(EXTERIOR EXPOSURE)AS PER IBC SECTION 1403.2 AND/OR 1503.WHICHEVER IS 1. DESIGNED IN ACCORDANCE WITH THE 2012 INTERNATIONAL BUILDING CODE. MORE APPROPRIATE. 2. ALUMINUM DESIGN IN ACCORDANCE WITH THE 2010 EDITION OF ALUMINUM ASSOCIATION'S SPECIFICATIONS AND CHAPTER 9•ALL STEEL SHALL BE GALVANIZED PER ASTM A-653 G90,A123 G45 OR Al53 B-3,PAINTED PER ASTM A755 OR PROTECTED WITH AN APPROVED COATING 20 OF THE INTERNATIONAL BUILDING CODE. COMPLYING WITH IBC SECTION 2203.2. 3. DESIGN LOADINGS:Ct=1.2,1=1.0.Ce=1.0(ALL EXPOSURES EXCEPT B AND C WHEN LOCATED TIGHT IN AMONG CONIFERS) 10.ALTERNATE ALUMINUM ALLOYS OF EQUAL OR HIGHER STRENGTHS MAYBE USED. 3004H2x ALUMINUM MAYBE SUBSTITUTED FOR 3004H3x. GROUND SNOW LOAD DESIGN LOAD 10 PS 10 PSF LIVE LOAD ONLY 11.STEEL FASTENERS SHALL BE EITHER STAINLESS(3000 SERIES),GALVANIZED OR DOUBLE CADMIUM PLATED. BOLTS SHALL BE ASTM A-307 HOT DIPPED 20 PSF 20 PSF LIVE LOAD ONLY GLAVANIZED.MECHANICALLY GALVANIZED,ZINC ELECTROPLATED,ALUMINIZED OR 300 SERIES STAINLESS STEEL CONCRETE ANCHOR BOLTS ARE 25 PSF 21 PSF DESIGN ROOF SNOW LOAD SPECIFIED IN THE DETAILS. ALL WOOD SCREWS MUST COMPLY WITH ANSVASME STANDARD B18.6.1 AHD AND AFBPA NDS-1211.1A.ALL LAGSCREWS 30 PSF 252 PSF DESIGN ROOF SNOW LOAD ANSI/ASME B18.2.1 AND AFBPA NDS-1211.1.3.ALL STEEL WASHERS TO BE ASTM F844 W/DIMENSIONS IN ACCORDANCE WITH ASME B182 40 PSF 33.6 PSF DESIGN ROOF SNOW LOAD MINIMUM WASHER DIAMETER SHALL BE 1'FOR BOLTED 2.1,TYPE A THE CONNECTIONS. ALL STEEL NUTS TO BE ASTM A563. SCREWS AND BOLTS SHALL HAVE A MINIMUM 60 PSF 50.4 PSF DESIGN ROOF SNOW LOAD EDGE DISTANCE OF 2X FASTENER DIAMETER. FOR 0.25/12<SLOPE c 1112 12.EMBEDDED POST SURFACES SHALL BE CLEAN AND FREE FROM OILY SURFACES. WIND SPEEDS IN THE 2012 IBC ARE-ULTIMATE DESIGN WIND SPEED.-ALL STRUCTURES DESCRIBED IN THIS REPORT ARE 13.HEADER SPLICES SHALL NOT BE LOCATED NEARER TO THE END OF THE STRUCTURE THAN THE FIRST INTERIOR POST.(EXCEPT FOR FULL STRENGTH DESIGNED USING PRESSURES CALCULATED FROM-ULTIMATE DESIGN WIND SPEEDS'FOR RISK CATEGORY II. FOR ATTACHED SPLICES)FULL STRENGTH SPLICES(DETAILS X,Y.Z AND AA)MAY BE LOCATED ANYWHERE 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 14. ALL SELF DRILLING AND SELF TAPPING SCREWS MUST COMPLY TO ICC-ESR 1730.2196 OR EQUIVALENT AND USE HEADS W/DIAMETERS EQUAL TO HIGHER WIND LOADS AS PER ASCE7-10 SECTION 26.8 AND ARE OUTSIDE THE SCOPE OF THIS REPORT. #8=',#10='p',#12 AND#14= 'OR STEEL WASHERS OF SIMILAR DIAMTER AND AS PER GENERAL NOTE#11 NOTE:EXPOSURE B:SHALL APPLY WHEN THE GROUND SURFACE ROUGHNESS CATEGORY 8(URBAN AND SUBURBAN AREAS, 15. STRUCTURES SHALL NOT BE ENCLOSED IN ANY MANNER WITH OUT APPROVAL OF THE CODE OFFICIAL WOODED AREAS,OR OTHER TERRAIN W/NUMEROUS CLOSELY SPACED OB8TRUCTIONS HAVING THE SIZE OF SINGLE FAMILY DWELLING OR LARGER)PREVAILS IN THE UPWIND DIRECTION FOR A DISTANCE OF AT LEAST 1500 FT. IS.ALUMINUM SOLID ROOF PANELS ARE CLASS FIRE RATED AS INDICATED BY THE EXCEPTION IN IBC SECTION 15052. _ EXPOSURE C:SHALL APPLY WHEN EXPOSURE B AND D(SMOOTH MUD FLATS,SALT FLATS,UNBROKEN ICE AND OTHER)DO NOT. 17. AT LEAST ONE HORIZONTAL DIMENSION(PROJECTION OR WIDTH)OF COVER SHALL BE LESS THAN 30'. SEIS DING MAXIMIUM 53=15 18.WHERE ALUMINUM ALLOY PARTS ARE IN CONTACT WITH DISSIMILAR METALS(OTHER THAN ALUMINIZED OR GALVANIZED STEEL)OR ABSORBENT MAXIMUM 15=150%SHOWN IN REQUIRED IBC FIGURE EF-1012.8 BUILDING MATERIALS,LIKELY TO BE CONTINUOUSLY OR INTERMITTENTLY WET,THE PAYING SURFACES SHALL BE PAINTED OR OTHERWISE SEPARATED IN Ss>150%ARE NOT REQUIRED AS PER ASCE7-1012.8.1.3 Si NOT APPLICABLE TO THESE STRUCTURES ACCORDANCE WITH THE ALUMINUM DESIGN MANUAL SECTION M.7. SITE CLASS=D BASIC SEISMIC FORCE RESISTNG SYSTEM 19. WHEN A SINGLE SPAN ATTACHED UNIT IS ATTACHED TO AWOODEN DECK.THE MAXIMUM DEAD LOAD+SNOWANE LOAD FROM THE PATIO COVER IS BASIC 750 LBS CONCENTRATED LOAD AT EACH POST AND THE POST SPACING SHALL NOT EXCEED THAT SPECIFIED FOR ATTACHING TO A CONCRETE SLAB.THE POSTS EMBEDDED INTO FOOTINGS=ORDINARY STEEL MOMENT FRAME»R=1.25 MAXIMUM CONNECTION UPLIFT LOAD IS 1366 LBS FOR 115 MPH EXP C WIND SPEED.CONNECTIONS ARE FOR MAXIMUM PATIO ROOF HEIGHTS OF 12 FT POSTS SURFACE MOUNTED=GENERIC SYSTEM»R=125 FROM GRADE THE EXISTING DECK STRUCTURE MUST BE ADEQUATE TO SUSTAIN THESE ADDITIONAI.LOADS.THE STRUCTURAL ADEQUACY OF THE DECI: ANALYSIS PROCEDURE=EQUIVALENT LATERAL FORCE PROCEDURE TO SAFELY SUSTAIN THESE ADDITIONAL LOADS WILL REQUIRE APPROVAL BY LOCAL BUILDING AUTHORITY OR ADDITIONAL ENGINEERING. SEE DETAIL M3. THESE ROOFS ARE NOT SUBJECT TO MAINTENANCE WORKERS AND HAVE NOT BEEN EVALUATED FOR CONCENTRATED 300 CONSTRUCTION OUTSIDE OF THESE PARAMETERS MAY REQUIRE ADDITIONAL ENGINEERING. LBF LOAD. 20. All structures must comply with one of the following: a 93.All structures with roof snow load of 30 psf or less may be built In Seismic Design Category(SDC)A-0 up to the maximum Benoted in General Note THE BASIS OF THE DESIGN FORCES ARE IN ACCORDANCE WITH THE BASIC LOAD COMBINATIONS DESCRIBED IN IBC SECTION 1605.3.1 AND NO FURTHER INCREASES ARE PERMITTED FOR PATIO COVERS RESISTING WIND OR SEISMIC FORCES. b. Structures with flat roof design snow loads over 30 psf complying with IBC Section 1613.1 Exception#1 do not require additional seismic analysis. 4.THIS ENTIRE ENGINEERING PACKAGE IS NOT REQUIRED FOR MOST BUILDING PERMITS. SUBMISSION FORA BUILDING PERMIT c. Structures not complying with(a)or(b)require additional engineering seismic analysis. MUST INCLUDE: 21. DRIFTING SNOW IS ADDRESSED IN DETAIL a.GENERAL NOTES(2 PAGES) M4. SLIDING SNOW IS BEYOND THE SCOPE OF b.STRUCTURAL CONFIGURATIONS(1 PAGE) THIS REPORT. c.RAFTER SPAN TABLES(FOR LATTICE STRUCTURES),PANEL SPAN TABLES(FOR SOLID COVER STRUCTURES)OR BOTH QttiOFESSI / (FOR COMBINATION STRUCTURES) 22. ALL MULTISPAN TABLES AND DETAILS PO _ d.HEADER POST SPACING,FOOTING SIZE AND POST TABLE FOR LIVE/SNOW AND WIND LOAD ASSUME EQUAL SPANS WITH A LONGEST SPAN 5� C a.ALL APPROPRIATE DETAILS TO SHORTEST SPAN RATIO OF 1.2. ALL rU ` SS�C EA f.OTHER DOCUMENTATION REQUIRED BY LOCAL BUILDING AUTHORITY. SPECIFICATIONS MUST BE BASED ON LONGEST V $ 3 n m - PACTUALSP S. CONCRETE OF E201 I3000ORO3500 STRUCTURES 28 DAYS IN NEGLIGIBLE,MODERATE,AND SEVERE CONDITIONS AS SHOWN IN FIGURE 19042 0�THE 2012 IBC. PATIO STRUCTURES MAY BE ATTACHED TO CONCRETE SLAB WITHOUT FOOTINGS(DETAILS 28, GENERAL NOTES FOR LATTICE STRUCTURES: * 1,0 * C 'I AQ AND AO)WHEN THE POST LOAD IS 750 LBF OR LESS AND THE FROST DEPTHE IS ZERO. CONCRETE SHALL BE A MINIMUM OF (PERTAINS TO LATTICE STRUCTURES(DETAILS I EXPANSIO3.5 N THICK AND S CRACKS WITHIN 2'$'OFPOSTS. POSTS SHALL BESET BACKAMINIMUMOF4INCHESFROMEDGEOR 1-41) CCAIIF�- Fa( . 0/2 47 EXPANSION JOINT OF A SLAB. 1.SEE GENERAL NOTES 93 FOR WE AND SNOW LOADS. 2 OF ISS. 500 POUNDSINGS PER SQUABEEN IGNEDFOOT.FOR LATERAL S 5 BEARING ROM PRESSURE IS 106 PSFIFT AND IS DOUBLED PER IBG SECTION PRESSURE 2. SINGLE SPAN LATTICE STRUCTURES THAT DO DEC 18 2013 69 11� IS 1500 POUNDS PER SQUARE FOOT. LATERAL BEARING PRESSURE IS 100 PSF/FTAND IS DOUBLED PER IBC SECTION 1806.3.4. THESE DESIGN VALUES DO NOTAPPLY TO MUD,ORGANIC SILTS,ORGANIC CLAYS,PEAT OR UNPREPARED FILLS AND MAY NOT USE DETAIL 27 MUST USE DETAIL 17 OR 30 FCFCAL�FC� REQUIRE FURTHER SOIL INVESTIGATION. THE BUILDING OFFICIAL MAY ASSIGN A LOAD BEARING CAPACITY. UNITS IN ROOF AND MUST COMPLY WITH TABLE L1 AND L2 ON SNOW/LIVE LOAD AREA OF 25 PSF OR LESS MAYBE BUILT ON 1000 PSF BEARING SOIL W/O ADDITIONAL ENGINEERING. MINIMUM SHEET MISC5. FOOTING DEPTH IS THE LOCAL FROST DEPTH. 7. 20 PSF AND HIGHER LIVE LOAD STRUCTURES MAY BE USED AS COVERS FOR PARKING OF MOTOR VEHICLES. CARPORTS JUN 03 2015 MUST HAVE AT LEAST TWO OPEN SIDES AND HAVE FLOOR SURFACES MADE OF APPROVED NONCOMBUSTIBLE MATERIAL OR ASPHALT- ICC ESR 2676(2012 IBC)12/11/2013 Page 2 of 74 ru�nu�rrnn nr..... SOLID PATIO TYPES ATTACHMENT CHANNEL ATTACHMENT CHANNEL IF WIDTH IS AT LEAST 100% OF PROJECTION -SEE DETAIL ALUMINUM SEE DETAIL THEN DETAIL AN IS NOT REQUIRED ROOF PANEL WIDTH MUST BE AT LEAST ALUMINUM ROOF PANEL DETAIL AO OR AQ MAY BE USED SCHEDULE SEE SCHEDULE 100% OF PROJECTION SEEFOR SPANS WIDTH FOR SPANS WIDTH O.H OVERHANG VARIES, SEE SCHEDULE O.H. VARIES, SEE SCHEDULE 1 SEE DETAIL FOR SPLICE---"1 PLICE)1 SEE DETAIL FOR SPLICE) POST 1 1/2' SO. SCROLL POSTS Ef SCHED C PROJECTION 1 1/2' SO. SCROLL POSTS EE SCNEDU E PROJECTION OH. O�fJOT ALTERNATES EXCEED MAY BE SLAB ATTACHMENT AWHEREMENT TO EXCEED 2q CONCRETE SLAB REQUIRED SEE GLCHEDULE OST SPA IH PERMITTED. SEE SCHEDULE OTE NO SPLICE AT HI FOR CONSTRAINED 11 POST AND AT END BAYS. FOOTINGS L--(} SEE SHEET MISCS OTE NO SPLICE AT THIS �V `:♦ POST AND AT END FOOTINGS WHERE REQUIRED I' SEE SCHEDULE FOR CUBED SEE SCHEDULE FOR CUBED J FOOTING SIZE FOOTING SIZE Al 1 ATTACHED SINGLE SPAN PATIO COVERS ATTACHED MULTISPAN B1 �oeESSION 15' MAX HEIGHT FOR OTHERS MAX PANEL OVERHANG MAXHEAD R MAX PANEL OVERHANG ALUMINUM IS 25%OF PANEL SPAN OVERHANG ALUMINUM IS 25%OF PANEL SPAN 8 13 A ROOF PANEL IS25%OFPOST ROOF PANEL SEE SCHEDULE SPACING SEE SCHEDULE * 15 FOR SPANS FOR SPANS WIDTH MAX HEADER OVERHANGI 1J/ WIDTH OPTIONAU O,H 25%OF POST SPACING C11c 11F / \P O.H. VARIES, SEE SCHEDULE � A0 DEC 18 2013 SEE DETAIL FDR SPLICE SEE DETAIL FOR SPLICE POST - POST Sp PROJECTION SEE SpgCTN PROJECTION SO. POSTS, SIZE VARIES SEE SCHEDV E SQ. POSTS, SIZE VARIES SCHEDULE III 4�Sg\oNALEjy O 2� PU CONCRETE SLAB • CONCRETE SLAB REQUIRED )IIIII REQUIRED FOR FOR CONSTRAINED OTE NO SPLICEI AT THIS 6 1 - CONSTRAINED OTE NO SPLICE AT THIS FOOTINGS POST AND ATE BAYS. FOOTINGS POST ND AT END HAYS. SEE SHEETMISCB P. 13O/ 0 SEE SHEET MISC8 J 1 # SEE SCHEDULE FOR CUBED ✓ ✓ -• CIVI FOOTING SIZE CF CAL 1/25A'STEE 1/2'A'STEEL REBAR OR BOLT REBAR or BOLT C1 FREESTANDING W/CANTILEVER OPTION D1 FREESTANDING MULTISPAN JUN032015 [CC ESR 2676(2012 IBC)12/11/2013 Page 27 of 74 ENGINEERS STAMP SOLID PATIO TYPES PANEL DETAIL AR,BC,BE,M5 PANEL tAW, BE,MS HEADER HEADER DETAILS: PANEL:E,F,G,H,I SPLICE HEADER:J,K.L,M,N.O,P, SPLICE POST Q,R.S,T.U.V,W.AU DETAIL K,M,S.U,V,W,AT, POST:AE,AH,AK,AF,AL, AU AW AX Ay AZ AJ,AO MULTISPAN POST POSTS FOR FREESTANDING AND MULTISPAN UNITS: AF AND AK(STEEL ONLY) L�y� SPLICE:X,Y,Z,AA DETAILS AN,AO,AQ,M6,M7 DETAIL AN,M7 O ATTACHED SINGLE SPAN 12' MAXHGTFOR B2 ATTACHED MULTISPAN PATIO COVERS 15' MAX HEIGHT FOR pFESslO OTHERS ay��o PU Fc ALUMINUM cu n PANEL PANEL HEADER HEADER — CI �P CAL\Fp�� SPLICE SPLICE DEC 18 2013 rAU, M. rAT, FREESTANDING POST FREESTANDING/MULTISPAN POST DETAIL K,M,S,U, W,AT, AU,AW,AX,AY,AZ S\Q L G/ Qe- c, bq NF�P C 6 1A/2017 * DETAIL AN,M7 12'k9'STEEL DETAIL AN,M7 3'T eIVU- �P REBAR or BOLT q FOF CAL\Fp�� C2 FREESTANDING W/CANTILEVER OPTION D2 FREESTANDING MULTISPAN JUN 03 2015 ICC ESR 2676(2012 IBC)1 211 1/2 01 3 Page 28 of 74 ENGINEERS STAMP O3" x 12" "W" PANEL O 2 2' x 24" TRI-PANEL (ALUM.ALLOY 3004-H34 OR EQUAL) (ALUM.ALLOY 3004-H34 OR EQUAL) ECORATNE PANEL(OPTIONAL) FASTENER&SCHEDULE 0.018'ALUM 3003-1-174#e J'LG.S.M.S.@ 12'O.C. 0.75' BE CHART 4.9 or 4.10 1 1, 0.68, T 0.1' 2.50' 2.56" I 025'---I 1— FASTENER 8 SCHEDULE 0.25'� I— 0.381 I 3.00' SEE CHART 4.9 or 4.10 ,.r� r�B za• � #8 SMS @ 36'O/C J 0.77" I—I-0.75' ALUM.ALLOY ALONG PANEL LENGTH 12.00' 3' O 2.2511 x 6" FLAT PANEL O 3" x 6" FLAT PANEL_ (ALUM.ALLOY 3004-H34 OR EQUAL) (ALUM.ALLOY 3004-H34 OR EQUAL) Qp��colF-EPU oy 6.000' 6.000, o` rJ Cm .7,•I---1 �.75• I .71-H .75•IJ_ n I - Jo.z6_. I T1 0.32. 8 3 I �FASTEN O'28J —F * 9" 15 2,25" / SEE CHART 4.9 or4.10 1 r0375• 3.0• FASTENER&SCHEDULE 0( J_. SEE CHART 4.9 or 4.10 OAL\F��� 0 375" 1—fi 0.75 DEC 18 2013 F---I—0.75" O3" or 4" OR 6" INSULATED ROOFING PANEL ICC ESR 1599 sg\ONAL ROOF SLOPE SHALL BE 1/4": 12"MIN. ALUMINUM #14 SMS W/1.5'WASHER SKINS #8 SMS @36.OIC SEE TABLES 4.20 OR 4.21 _ T FOR SPACING ALONG HEADER 68 3 R I * P.610//QV; SANDWICH SANDWICH 3-TO 6' PANEL PANEL qT CI (MALE END) (FEMALE END) FOFCAU JUN 03 2015 ICC ESR 2676(2012 IBC)12/11/2013 Page 29 of 74 ENGINEERS STAMP o 0 0 0 N 3" S STEEL BEAM DBL. 2" x 6.5" BEAM 3" x 8" BEAM DBL. 3" x 8" BEAM (ASTM A653 GRADE 40) (ALUM.ALLOY 3004-H34 OR EQUAL) (ALUM.ALLOY 3004-H34 OR EQUAL 3" X 8" BEAM (ALUM.ALLOY 3004-H34 OR EQUAL) W/ STL. INSERT 3"SO. --I1.OD' �I J f�2• p—{ � . 0.046• T I T IIIT 6.5° I I D.032 I eion D.D42• j• ZO.D42" 6• D.D42• (4)#14 SMS (4)#14 S DETAIL L PER SIDE PER SIPOST E OR STRONGER T F OR STRONGER (DETAIL AE) (DETAIL AJ) DETAIL 0 Oroe PU F O 7-T6.) 6" I-BEAM 7" I-BEAMg 3 n(ALUM.ALLOY 6061-T6)3" x 8" BEAM (ALUM.ALLOY 6061-T6) c1vSTEELINSERT(ASTM A653 GRADE 50) DEC 18 2013�(—o.1a0.110'6.00" Sg�ONAL 7.00' .125• QQ0 GPF` I F� ze7s —0.060• 6 1 /9 0.060' 0.60"TYP 0.055•=16 Gau T- .125'—II— P6/30 01 ) _0.070'=14Gau I II 1.00• * �� 0.105'=12 Gau D.as• 1 q c)vl / �F �� .151T OFCALIF 2 675' ICC ESR 2676(2012 IB 12/11/2013 Page 30 of 74 Ju1v os 2015 ENGINEERS STAMP -�L0B.r O 10" I-BEAM OA2. (ALUM.ALLOY 6061-T6) -( DBL. STEEL 3" x 8" C BEAM �- - 5.50" ---{ O 0.042'X3'XB'ALUTP T 5. 4' 0.72'1—{ DETAIL0.17" 07B' 2. 6' STEELDETAIL 0 0.14" .15'--IEXTRUDED ALUM FASCIA EIGHT#14 SMS FOR 10" 6063 T6 FOOTINGS UP TO d=45'EIGHT 1/4'BOLTS FOR FOOTINGS UP TO d=42' TWELVE 1/4'BOLTS FOR FOOTINGS UP TO d=46' FOUR}'BOLTS FOR FOOTINGS UP TO d=43' EIGHT}'BOLTSFOOTINGS UP TO d=51' 1.00 Q�ppESSlp DETAILS AK FOR FOOTINGS UP TO d=46'OR AF FOR LARGER PU F 0.17" 83 * •2 15 —{ C 1.000 1.25 CAl.1Fp��\P �---'� 1.5' I 0.355-1 `-- DEC 18 2013 O2.215" FASCIA 0.0780 j] 0.625"—I I— il INSERT ,.g10NAL INSERT 6.375 0.040" 6.5 F .5.563 R0.078 L_ 0.75"--I1pP�I 0.575 C 81 IT 11 1 1.925 1 FASCIA 61J♦1277 J_ 1 t—2.875--1 f 4.510— -� O ROLL FORMED ALUM FASCIA 3004 H34 FO CAUF WI EXTRUDED FULL LENGTH INSERT6063T6 EXTRUDED FASCIA 6063T6 JUN 03 2015 ICC ESR 2676(2012 IBC)12/11/2013 Page 31 of 74 ENGINEERS STAMP DETAILS X, Y, Z AND AA ARE FULL MOMENT SPLICES O 7" x 5.5 I-BEAM SPLICE 6061T6 ® 6" x 4.5 I-BEAM SPLICE 6061T6 38' V8.0 BOLTS .56' 1-1 16' 1.1• 16' 1 (8-TOTAL) 32' 38'0 BOLTS '0• 1' 14' 1.1' 14' , (8-TOTAL) � � N .65. 6.75 .,25• I .10' 5.78' + + t + + + + + YO 10" x 5.5 I-BEAM SPLICE 6061T6 40• 1/2"0 BOLTS .50• 1.118' 1101... 18' 1 (8-TOTAL) 0 i 75 9.66' L 4 �pFES510 + + + + �GP� PU Fc 2 m 83 " ZO 4" x 2.375 I-BEAM SPLICE 6061T6 * �/ 15 c( � ' CA101. p��\P 19• 1/4"0 BOLTS 60 ," 7.5' 1.1' 7.5- (6-TOTAL) DEC 18 2013 30' 3..87• f + I t + I + + gS1p A I BEAM SPLICES ARE ON G 81 BOTH SIDES OF WEB cIV1 �P T FCAol;; JUN 03 2015 ICC ESR 2676(2012 IBC)12/11/2013 Page 32 of 74 ENGINEERS STAMP STEEL "T" BRACKET FOR 3" POSTS ® 3" SQ. ALUM POST AF SQ. STEEL POST ASTM A653 GRADE 33 ALUM.ALLOY 3004-H34 ASTM A500 GRADE B �5.5"� =f o.s" 5/16' 3.00"SQ. o 1.�s O 0.188k3k3" O� 0.25X3X3' 1.5 1' O 3.0' 0. 4X3' Q 0.188'X188"x4X4' O O 4.0' Q32" 0.188'x5k5' 3/8" 1/4" 0.188X6X6' 070 .0" "A• 3/9' 1.0' 0.125" 2.5' ® 3" SQ. ALUM POST WITH SIDE PLATES AI ALUM "T" BRACKET ALUM.ALLOY 3004-H34 .090" BRACKET FOR 3" POSTS �-3'� �3"�2"-j ALUM.ALLOY 6063-T5 .032" I #10 SMS 3.00" OR �OFESSIp�y .024" EA.SIDE 4Z.40° ��OU 'PU �G+i 6.5" 1.375" m 3„ g g � .75" Jrnl-! 15 .032" O %"0 ANCHOR BOLT * CILVN- CAl\F 5/8"PLASTIC PLUG - 1.60" 1.5o DEC 18 2013 .090"TYP. ® 3" SQ. ALUM POST ALUM.ALLOY 3004-H34 3" SQ. STEEL POST ASTM A653 SS GRADE4o 0.032"x1.5"x1.5" %- PU EN F 024"x 2"x2" POST AJ MAG POST -. SQ. ALUM POST Q� APR a �� AL ALUM.ALLOY 6063-T5 3.00 SQ. � 3004 H34 ALUM 1 9 - �I1.00l'f 1s� � 3.00" SQ. � * P 6/30 Clvl 14"R EOFCA F TY 040"ALUM .048"STEEL 075" A .28" Q JUN 03 2015 ICC ESR 2676(2012 IBC)12/11/2013 Page 33 of 74 ENGINEERS STAMP DETAIL AM IS NOT ® EMBEDDED STEEL POST 1 1/2" /2" POST TO CONC SLAB CONNECTION FOR SINGLE SPAN ATTACHED STRUCTURES ONLY USED in 130 mph Exposure B Areas STEEL POST ORNAMENTAL SCROLL STRAP DETAILS AF OR AK OR ALT.SOLID FILLER 12'0 x 9'ASTM A615 GRADE 60 REBAR POSTQ'OR 2'SQ. 6 ', °• , 0.060'6063T6 d" 18 IN alum'U'bracket EIGHT#14 EMS 3' d SCREWS EACH . < a•' BRACKETI I 2.6'min edge distance 4'CONCRETE SLAB . a _.. .. .?1 n..✓,.iv, ^:;is i.;. I ! 3/8'OR 0 STAINLESS OR GALVANIZED HILT]KWIK BOLT TZ(]CC ESR 1917)W/2'EMBED AND 1'0 WASHER OR EQUIVALENT POST ON CONC. SLAB OR FOOTING FOR SINGLE SPAN ATTACHED STRUCTURES ONLY MAXIMUM ® 3'SQ,POST ALUM. FOUR#145MS SCREWS EACH SIDE STD 3'ALUM OR STEEL SRCKT FOR FOOTINGS UP TO SEE DETAILS Al OR AG� d=31' Q�ofESS/0./q 9S PU 4'CONCRETE SLAB OR FOOTING tV m C 8 _. 2Ke'MIN EDGE DISTANCE �, 015 * .6/ I26 7 iI 3/8'OR}'0 STAINLESS OR GALVANIZED HILTI KWIK BOLT •.I TZ([CC ESR 1917)W/2'EMBED AND 1'0 WASHER OR CC s pL1Fp��\P EQUIVALENT �TFOFCALIF DEC 18 2013 ICC ESR 2676(2012 IBC)12/11/2013 JUN 03 2015 Page 34 of 74 ENGINEERS STAMP ROLLFORMED HANGER qS INSULATED ROOFING PANEL 3"x8" BEAM TO POST CONNECTION ALUM.ALLOY 3004-H34 HANGER USING SIDE PLATES (SEE DETAIL AH) ALUM.ALLOY 6063-TS 0.5'MIN 2.740" 0.5'MIN {—� 3"x8"x .042"ALUM BEAM W/OR W/O STEEL C INSERT 3.200" T=.060 (DETAILS L OR N) OR 4.200" SEE TABLES 4.20 OR 421 5. ww z SEE TABLE 7.5 FOR z ¢ a SEE TABLE 7.5 FOR FASTENER < a #10 SMS m FASTENER SCHEDULE 12'OIC FOR DETAIL E .039' g 8'O/C FOR DETAIL TYR 0= (4)-#14 SDS @ EA. SIDE 6'O/C FOR DETAILS 0 Ow G AND H os' --1.880"—� SIDEPLATE TO HEADER 8 ? MIN 1"O/C SPACING M N t") (4)OR(5)#14 SDS @ EA SIDE FOR 120 MPH EXP B"ON 0.5'MIN 0.5'MIN 24"o/c approx SLAB" MATCH HEADER REQUIREMENTS USE (5)#14 SDS FOR 120 MPH EXP C, 140 MPH EXP B "ON SLAB" OR&29" FOOTINGS CONTROL LOCK 3"X 3"ALUM. OR ® STEEL POST ALUMINLIMPANEL 3 SQ. STEEL BEAMS (ASTM A653 GRADE 40) SEE TABLE 4.9 FOR FOUR#14 SMS PER HEADER �yOFESSlO,y DETAILS U,V AND W FASTENERS 3'SQ. PU F �� cm gCE V ,8 3 J OUR 914 SMS EACH SIDE 2015 �g$�ONAL G MAX FOOTING IS d=30' �' 1c �( DCI0AL1F C 81 9 IN DEC 18 2013 0#14s= D.D40'"Xr STEEL HEADER p CIVI ALUM POST DETAILJ STEEL POSTO CDETAIL AF OR AK JUN 03 2015 ICC ESR 2676(2012 IBC)12/11/2013 Page 35 of 74 ENGINEERS STAMP �Sg10NAL F 7 SOLID COVERS 4.0 PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURES JUN 03 2015 Q�OF TN �{n� �ypFESSIO 2.25"x6'Flat Panel Sin le Span Detail G 3"x12"W Panel(Single Span Detail E 2.5"x 24"Tri Vee Panel Sin le S an Detail F 3"x6"Flat Panel JSinqIe Span)Detail H S� pP(J Ground Panel Wind Spead and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Expos `O�1��ime 5�C, Ci Snow Load Gauge Exposure B Exposure C Snow Load Gauge Exposure B Exposure C Snow Load Gauge Exposure S Exposure C Snow Load Gauge Exposure B Exposu C d m s (in) 110 115 110 115 s in 110 115 110 115 sf) in 110 115 110 115 (Pat) in Ito 115 110 1 10 0.018 IV-2"119-10"1 8'-9" 8'-4" 10 0.021 101S" 8'-Z' 1 V-11" 6'S" 10 0.018 6'-10" 6'-8" 6'-1" 6'-0" 10 0.018 13'-1" 12'3" 11'-9" 4, LIVE 0.024 13'-9" 13'4" 12'4" 12'-1" LIVE 0.024 11'-3" 10'-1 t" 8'-10" 8'S" LIVE 0.024 10'-T' 9'-0" 8'-2" T-10" LIVE 0.024 16'- 5'-8" 14'S rl II gm * 15 0.032 15'4" 15'-0" 14'-3" 14'-0" 0.D32 13'-9" IV,5" 12'4" 12'-1" 0.032 13'-0" 12'-9" 11'-9" 11'-6" 0.032 19'0". 8,5" - 0.038 16'-2" 15'-10" IVA" 14'-10" 0.044 IT-O" 16'S" 16S" 15'-1" 0.038 13'-9" 13'-6" 12'-10" 12'-7" 0.038 2 -1" 20 0.018 8'-6" 8'4" 7'-10" T-7" 20 0.021 V-5" 6'-2" 5'-5" 4'-5" 20 0.016 5-11' S-10" 5'-5" 5'-3" 20 0.018 1 '-9" $" 9- 8'-11" (4 �)384-2514 Cki-W LIVE 0.024 11'3" 11'-1" 70'S" 10'S" LIVE 0.024 V4" 8'-1" T-1" 6'S" WE 0.024 V-0" T-11" T-5" T-2" LIVE 0.024 1 '-3" 9 ' " 1 5" 3" carloutnam(rDwmcast.net 0.032 13'4" 13'-1" 12'-7" 12'-5" 0.032 11'4" 11'-1" 10'S" 10'S" 0.032 10'-9" IU-7" ll 9'-0" 0.032 1.9 164" 14'-9" 14'S" DEC 182013 0.038 14'-3" 1414' 13'S" 13'S" 0.044 14'-2" 1T-11" 13'-5" 13'4" 0.038 12'-1" IV-11" 111S" 1113" g.03B IT-4" 1T-0" 18'8' 16'-1" MAXIMUM ALLOWABLE TRIBUTARY WIDTH AND#10 SCREWS 25 0.018 B'S" 8'-2" 7'S" 7'S" 25 0.021 6'-2" 6'-0" T-T- 4'3" 25 0.018 5'-10" V-8" 5'-0" 5'-2" 25 0.018 10'S" 111 9'-1" 8'-10" FOR PANELIHEADER COMBINATIONS Table 4.9 0.024 113" 11'-1" 10'S" 9'-T, 0.024 8'-1" T-10" 6'-11" 6'-6" 0.024 T-11" T-9" T3" T-t" 0.024 IT-O" 13'-0" 12'-3" 12'-1" Panel#of#10 screws PER FOOT to attach panel to header 0.032 IT-4" 13'-1" 12'-5" 12'-2" 0.032 11'-1" 11'-1° 10'S" ll 0.032 10'-7" 10'-7" 9'-1" V-10" 0.032 15'4" 15-4" 14'S" 14'3" Headers Gauge1 I 2 1 3 2 3 4 2 3 I 4 5 0.038 14'-3" 14'-0" 13'S" 13'-5" 0.044 13'-11" 13'-11" 13'-2" 12'-11" 0.038 1V-11" 11'-11" 71'-3" 11'-1" 0.038 1T-0" 1T-0" 16'-1" 15'-10" in 115 MPH Exp B 115 MPH Exp C 140 MPH Exp C 30 0.018 7'-11" T-10" 7'-S' T-2" 30 0.021 5'-T' S'-5" 4'-2" 4'-0" 30 0.018 6-6" V5" 4'4' 4'S" 30 0.018 V4" 9'-2" 8'-8" 8'-S' Dble 2x6.625 0.018 3' 6' 9' 4' 6' MAX 3' 4' MAX MAX 0.024 10'-6" V-8" 9'-2" 6'-11" 0.024 7'4" T-1" 6'4" 6'-0" 0.024 TS" 7'S" T-0" 6'-10" 0.024 12'3" 12'-1" 11'-8" 11'-6" RF Fascia 0.018 3' 6' MAX 4' MAX MAX 3' MAX MAX MAX 0.032 12'-5" 12'-2" 11'-9" 11'-7" 0.032 10'S" 9'S" 9'-2" 8'-11" 0.032 9'4" "" 8'-9" 8'S" 0.032 14'S" 14'-3" 1T-10" 13'-7" 3x8 0.018 3' 6' 9' 4' 6' MAX 3' 4' MAX MAX 0.038 IT-6" 1T-5" IT-O" 12'-9" 0.044 13'-2" 12'-11" 12'-6" 12'4" 0.038 11'-3" 11'-1" 10'-9" 10'-T' 0.038 16'-1" 15'-10" 1514, 15'-1" All Others 0.018 3' 6' 9' 4' 6' MAX 3' 4' MAX MAX 40 0.018 T3" T-1" 6'-10" 6'S" 40 0.021 41-4' V-1" V-8" T-5" 40 0.018 41-4' 4'S" 4'S" 4'4" 40 0.01ti 8'-7" 8'4" B'-1" T-11" Dble 2x6.625 0.024 4' B' MAX 6' 9' MAX 4' 6' S. MAX D.024 V-0" B'-9" 8'-6" 8'-3" 0.024 6'-2" 5'-10" 5'-5" 5'-2" 0.024 6'-11" 6%9" 6'-6" V4" 0.024 1 V-2" 11'-0" 10'-7" 10'S" RF Fascia 0.024 4' MAX MAX 6' MAX MAX 4' 6' MAX MAX 0.032 1V3" 11'-1" 10'-B" 10'S" 0.032 9'-0" 8'-10" 8'S" 8'4" 0.032 8'-T' 8'-5" 8'-1" T-11" 0.032 13'3" 13'-1" 12S" 12'4" 3x8 0.024 4' a. MAX 6' 9' MAX 4' 6' 8' MAX 0.036 12'-5" 12'-3" 11'-9" 11'-T' 0.044 12'-0" 11'-10" 114" 11'-2" 0.038 9'S" 9'9' 9'-1" 8'-111, 0.038 14'S" 14'S" 13'-11" 13'-9" All Others g.024 4' B. MAX 6' 9' MAX 4' 6' 8' MAX 60 0.018 B' 0 6'3" 6'-0" 5'-11" 60 0.021 3'-3" 3'-2" 2'-11" 2'-10" 60 0.018 4'3" 4'-2" 4'-0" 3'-11" 60 0.018 7'-5" T4" 7'-t" 6'-11" Dble 2x6.625 0.032 S 11' MAX 8' 11' MAX 5' B' 10' MAX 0.024 7'-10" 7'-9" T-5" T.4" 0.024 4'3" 4'-1" 3'-9" 3'S" 0.024 T-11" 5'-11" 5'-8" 0.024 9'-2" 9'-1" 8'-9" 8'-7" RF Fascia 0.032 5' MAX MAX 8' MAX MAX 5' MAX MA:{ MAX 0.032 9'3" 9'-2" V-10" 8'S" 0.032 T 10" 7'-9" T5" T-1" 0.032 7'-5" T4" T-1" T-0" 0.032 10'-10" 10'-10" 10'-10" 10'-10" 3x8 0.032 5' 11' MAX 8' 11' MAX 5' 8' 10' MAX 0.038 10'-2" 10'-2" 9'-9" 9'-T' 0.044 9'-10" 9'•9" 9'4" 9'-2" 0.038 ti'-5" 8'4" 8'-0" 7'-10" 0.038 12'-1" 12'-1" 12'-1" 12'-t" All Others 0.032 5' 11' MAX B' 11' MAX S ti' 10' MAX TABLE 4.1 TABLE 4.2 TABLE 4.3 TABLE 4.4 Dble 2x6.625 0.038 6' 11' MAX 8' 12' MAX 5' ffxhi SINGLE SPAN TABLES NOTE:PANELS MAY OVERHANG 25%OF THEIR CLEARSPAN RF Fascla 0.038 6' MAX MAX 9' MAX MAX 6' MAX 2.25"x6"Flat Panel MUltispan Detail G 3"x12"W Panel Multis an)Detail E 2.5'x 24'Tri Vee Panel(MulOs an Detail F 3"x6"Flat Panel Multispan)Detail H 3x8 0.038 6' 13' MAX 9' 14' MAX 6' MAX Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure All Others 0.038 6' IN MAX 9' 14' MAX VMAX 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 (Pat) in 110 115 110 115 (psf) (in) 110 115 110 115 (ps (in 110 115 110 115 (p (in) 110 NS 110 115 'MAX'means the maximum possible tributary width 10 0.018 10'-2" 9'-11" 9'-2" 8'-i t" 10 0.021 8'S" 6.4" 5'S" 5'3.1 10 0.018 T-9" 7 6" 6'-10" 6'S" 10 0.018 11'3" 10'-11" 10'-0" 9'-10" Minimum number of screws is on per panel LIVE 0.024 12'-11" 12'-T' it'-7" 11'4" LIVE 0.024 8'3" 7'-10" 6'-10" 6'-7" LIVE 0.024 9'-7" 9'4" B'-T' 8'-5" LIVE 0.024 14'-11" 14'-5" lV4' 1T-0" MAXIMUM ALLOWABLE TRIBUTARY WIDTH AND#14 SCREWS 0.032 164" 15'-0" 14'3" 14'-0" 0.032 12'4" 11'-9" 10'S" 10'-1" 0.032 11'S" 11'4" 10'4" 10'-3" 0.032 19'4' 18'5" 1T-1" 16-8" FOR PANELIHEADER COMBINATIONS Table4410 0,038 16'-2" 15'-10" 15'-1" 114'-10"10.044 17'-0" 16'-8" 15'-2" 14'S" 0.038 13'-2" 12'-9" 11'-9" 11'-6" 0.038 20'-t" 19'-9" 18'-91, I"', Panel#of#14 screws PER FOOT to attach panel to header 20 0.018 8'4" 8'-Z, T-10" T-9" 20 0.021 4'A" 3'-t0" T-5" T-3" 20 0.018 V-2" 6'-0" 5'-9" 6-8" 20 0.018 9'-2" 9'-0" 8'S" 8'S" Headers Gauge1 2 3 1 I 2 1 3 1 1 2 1 3 1 4 LIVE 0.024 10'-7" 10'-5" 10'-0" 9'-10" LIVE 0.024 5'-10" S-T' S3" V-1" LIVE 0.024 T-10" TS" T4" T-3" LIVE 0.024 12'-2" 12'-0" 11'-6" 11'4" (in) 115 MPH Ex 8 115 MPH Exp C 140 MPH Exp C 0.032 13'-1" 12'-10" 12'4" 12'-2" 0.032 9'-1" V-10" B'3" tl'-0" 0.032 9-T 9'5" 9'-1" 8'-11" 0.032 155" IV-W' 14'-9" 14'S" Dble 2x6.625 0.018 6' MAX MAX 4' MAX MAX 3' MAX MAX MAX 0.038 14'-3" 1"" 13'S" 13'S" 0.044 13'S" 13'-1" 12'5" 12'-2" 0.038 10'-9" 10'-7" 10'-2" 101-0111 1 0.038 1 1T4' 1T-0" 16'-5" 16'-1" I RF Fascia 0.018 6' MAX MAX 4' MAX MAX 3' MAX MAX MAX 25 0.018 8'-2" V-2" 7'-9" 7'-T' 25 0.021 T-10" T-9" T4" 3'-2" 25 0.018 6'-0" 6'-0" 5'S" 5'S" 25 0.018 9'-0" 9'-0" 8'-6" 8'4" 3x8 0.018 6' MAX MAX 4' MAX MAX 3' MAX MAX MAX 0.024 10'-5" 10'-5" 9'-10" 9'-8" 0.024 S-7" V-7" 4'-3" 4'-0" 0.024 TS" T-8" 7'-3" T-1" 0.024 12'-0" 12'-0" 1V4" 11'-1" All Others 0.018 6' MAX MAX 4' MAX MAX 3' MAX MAX MAX 0.032 12'-10" 17-10" 12'-2" 11'-11" 0.032 8'-10" 8'-10" 8'-0" T-10" 0.032 9'-5" 9'-5" 8'-11" 8'-9" 0.032 IV-4" 164' 14'S" 14'3" Dble 2x6.625 0.024 T MAX MAX 5' iP MAX T T MAX MAX 0.038 14'-0" 14'-0" 13'S" IT-5" 0.044 1T-1" IT-1" 12'-2" 11'-10" 0.038 10'-7" 10'-7" 10'-0" 9'-10" 0.038 17'-0" 17'-0" 1VA" 16-10" RF Fascia 0.024 MAX MAX MAX 6' MAX MAX 4' MAX MAX MAX 30 0.018 7'-9" T-7" T4" 7'-2" 30 0.021 V-W T-5" 3'-1" 2'-11" 3o 0.018 5'S" 6-6" 54' S'-2" 30 O.D18 8'S" 8'4" 8'-1" T-11" 3xtt 0.024 B' MAX MAX 6' MAX MAX 4' 8' MAX MAX 0.024 9'-10" 9'S" 9'4" 9'-2" 0.024 4'S" 4'4" 3'-11" 3'-9" 0.024 T3" T-1" V-10" 61 0.024 11'4" 11'-1" 10'-9" 10'-T' All Others 0.024 8' MAX MAX 6' MAX MAX 4' 8' MAX MAX 0.032 12'-2" 11'-11" 71'-T' 11'4" 0.032 8'-0" T--10" T-5" T-2' 0.032 T-11" 8'-9" V-s- 8'4' 01032 14'S" 14'-3" IT-10" 13'-7" Dble 2x6.625 0.032 7' MAX MAX 5' 10' MAX 3' 7' 19 MAX 0.038 1T-6" 13'5" 13'-0" 12'-9" 0.044 12'-2" 17'-10" 114" 11'-1" 0.038 10'-0" 9'-10" 91S" 914" 0.038 1 16'-1" 16-10" 164' 15'-1" RF Fascia 0.032 8' MAX MAX 6' MAX MAX 4' MAX MAX MAX 40 0.018 T-0" 6'-11" 8'-T' 6'S" 40 0.021 3'-0" 2'-10" Z-8" 2'-2" 40 0.018 4'S" 4'S" 4'4' 4'-2" 40 0.018 TS" T-7" T-3" T-2" 3x8 0.032 10' MAX MAX T MAX MAX 4' 9' MAX MAX 0.024 V-11" 8'-10" 8'5" 8'4" 0.024 T-10" V-91 V5" T-W 0.024 "" 6'-5" 6'-2" 6'-1" 0.024 10'-3" 10'-1" 9'S" 9'-7" All Others 0.032 11' MAX MAX 8' MAX MAX 5' 19 MAX MAX 0.032 11'-0" 10'-11" 10'S" 10'4" 0.032 6'-10" 6'S" 6'3" 6'-1" O.D32 8'-1" T-11" T-T' TS" 0.032 13'3" 13'-1" 12'S" 124' Dble 2x6.625 0.038 7' 15' MAX 5' 10, MAX 3' T 10' MAX 0.036 12'-5" 12'-3" 1 V-9" 11'-7" O.D44 10W' 10'5" 9'-9" 9'-7" 0.038 9'-1" 8'-11" 8'-7" 8'-6" 0.03B 14'S" 14'-6" 13'-11" 13'-9" RF Fascia 0.038 8' MAX MAX 6' MAX MAX 4' T MAX MAX 60 0.018 5'S° 5'S" S-8" 5'-8" 60 0.021 2'-1" 2'-0" 1'-10" 1'-9" 60 0.018 3'-10" 3'-10" 3'S" 3'-7" 60 O.O1B 6'-3" 6'-3" 8'-3" 6'3" 3x8 0.038 10' MAX MAX T 13' MAX 4' 9' MAX MAX 0.024 7'-3" 7'-3" T3' 7'-3" 0.024 2'-11" 2'-10" 2'S" 2'4" 0.024 64' 5'-3" V3" 5'3" 0.024 8'4" 8'4" 8'4" 8'4" All Others 0,038 13' MAX 9' MAX MAX 6' 12' MAX MAX 0.032 9'-0" 9'-0" 9'-0" 9'-0" 0.032 4'-10" 4'-9" 4'•5" 4'4' 0.032 6'-T' 6'-T' 6'-7" 6'-7" 0,032 10'-10" 10'-10" 10'-10" 10'-10" 0.038 1g'-2" 10'-2" 10'-2�"pg10'-2" 0.044 T-10" T-10" 7'-10" T-10" 0.038 T-5" T-5" T-5" 7'S" 0.038 12'-1" 12'-1" 12'-1" 12'-1" ICC ESR 2676(2012 Iai.l IIII TABLE 4.6 Page 38 affo 4.7 TABLE 4.8 4.0 Foam Core Sandwich Panels(Detail 1) Live/ Foam Panel Wind Speed(mph)and Exposure United Duralume Snow Core Skin Exposure B Exposure C 350 S.Raymond Ave Load Thickness Thickness 110 115 120 130 140 150 160 170 110 115 120 130 140 150 160 170 Fullerton,CA (psf) (in) (in) Allowable Spans(ft) 10 3" 0.024 14'-10" 14•_3" IT-9" 12'-9" 12'-4" 11'-11" 11'-6" 11'-1" 12'-9" 12'-6" 12'4" 1V-9" 11'-4" 10'-9" 10'-1" 9'-6" Carl Putnam,P.E. 3" 0.032 15'-10" 15'-5" 15'-1" 14'-4" IT-11" 13'-6" 13'-1" 12'-8" 14'4" 14'-2" 13'-11" 13'-4" 12'-11" 12'-3" 11'-7" 10'-11' 3441 Ivylink Place 4" 0.024 17'-6" 16-11" 16'-3" 15'-0" 14'-6" 13'-11" 13'-5" 12'-10" 15'-0" 14'-9" 14'-6" 13'-B" 13'-1" 12'-3" 11'-7" 11.-0" Lynchburg,VA 24503 4" 0.032 19'-2" 18'-8" 18'-3" 17'-3" 16'-8" 16'-1" 15'-5" 14'-10" 17'-3" 17'-0" 16'-B" 15'-9" 15'-2" 14'-3" 13'-5" 12'-7" carlputnam@comcast.net 6" 0.024 20'-8" 20'-1" 19'-7" 18'-6" 17'-7" 16'-9" 15'-10" 19-0" 18'-6" 18'-0" 17'-7" 16'-4" 15'-5" 14'_2" 13'-8" 13.4 6" 0.032 22'-9" 22'-5" 22'-0" 21'-3" 20'-6" 19'_9" 19'-0" 18'_3" 21'-3" 20'-11" 20'-6" 19'-4" 18'-7" 17'_6" 16'-6" 15'-6" 20 3" 0.024 11'-11" 11'-9" 11,_6" 1V-4" 10'-11" 10'-7" 10'-3" 9'-10" 11'4' 11'-1" 10'-9" 10'-5" 10'-D" 9'-6" V-1" 0'-0" 3" 0.032 13'-6" 13'-4" 13'-1" 12'-11" 12'-6" 12'-1" 11'-9" 11'-3" 12'-11" 12'-8" 12'-3" 1V-11" 11'-5" 10'-11" 10'-4" 0'-0" 4" 0.024 13'-11" 13'-B" 13'-5" 13'-1" 12'-7" 12'-1" 11'-9" 11'-4" 13'-1" 12-10" 12'4' 11'-11" 11'4" 1V-0" 10'-6" 0'-0" W. 0.032 16'-1" 15'-9" 15'-5" 15'-2" 14'-6" 14'.0" 13'-7" 13'-0" 15'4" 14'-10" 14'-3" 13'-10" 13'-3" 12'-7" 12'-0" 0'-0" Max Overhang is 25%of span 6" 0.024 16'-9" 16'-4" 16-10" 15'-5" 14'-7" 14'-0" 13'-10" 13'-6" 15'-5" 15'-0" 14'-2" IT-11" 13'-7" 13'4" 12'-11" 0'-0" Single Spans Only JUN 03 2015 6" 0.032 19'-9" 191-4" 19'-0" 18'-7" 17'-10" 17'-3" 16'-9" 16-0" 18'-7" 18'-3" 17'-6" 17'-0" 16,_3" 15'-6" 14'-10" 0'-0.. 25 3" 0.024 1V-9" 1V-9" 11'-6" 11'-1" 10'-9" 10'-5" 10'_1" 9'-10" 11'-1" 10'-11" 10'-9" 10'-3" 10'-0" 9,-6" 9'-1" 0'-0" Q�yOfESSION SSXONA G 3" - 0.032 13'-4" 13'-4" 13'-1" 12'-8" 12'-3" 11'-11" 11'-7" 11'-3" 12'-8" 12'-6" 12'-3" 11'-9" 11'-5" 10'-11" 10'-4" 0'-0" Pll W. 0.024 13'-8" 13'-8" 13'_5" 12'-10" 12'-3" 11'-11" 11'-7" 11'-4" 12'-10" 12'-7" 12'-3" 1V-9" 11'-6" 11-4. 10'-5" 0'-0" � 4" 0.032 15'4' 15%9" 15'-5" 14'-10" 14%3" 13'-10" 13'-5" 13'-0" 14'-10" 14'-6" 14'-3" 13'-7" 13'-3" 12'-7" 12'-0" 0'-0" m 6" 0.024 16'-4" 16'-4" 15'-10" 15'-0" 14'-2" 13'-11" 13'•8" 13'-6" 15'-0" 14'-7" 14'-2" 13'-10" 13'-7" 13'-3" 12'-10" 0'-0" 6 9 A 6" 0.032 19'-4" 19'-0" 19'4" 18'-3" 17'-6" 17'-0" 16'-6" 16'-0" 18'-3" 17'-10" 17'4" 16%9" 16'-3" 15'-6" 14'-9" 0'-0" 30 01 30 3" 0.024 11'-1" 10'-11" 10'-11" 10'-7" 10'-3" 1V-0" 9'-B" 9'-3" 10'-7" 10'-5" 10'-3" 9'-10" 9'-4" 9'-0" 0'-0" 0'-0" 3" 0.032 12'-8" 12%6" 12'-6" 12'-1" 11'-9" 1 V-5" 11'-1" 10'-6" 12'-1" 1 V-11' 11'-9" 1 V-3" 10'_9" 10'4" 0'-0" 0'-0" CI 4" 0.024 12'-10" 12'-7" 12'-7" 12'-1" 11'4" 11'-6" 11'-2" 10'-8" 12'-1" 11'-11" 11'-9" 11'4" 10'-10" 10'-5" 0'-0" 0'-0" .CAl1FOQ� r,9 4" 0.032 14'-10" 14'-6" 14'-6" 14'-0" 13'-7" 13'-3" 12--10" 12'-3" 14'-0" 13'-10" 13'-7" 13'-0" 12'-5" 12'-O" 0'-0" 0'-0" rFOFCAI 0� 6" 0.024 16-0" 14'-7" 14'-7" 14'-0" 13'-10" 13'-7" 13'-4" 13'-0" 14'-0" 13'-11" 13'-10" 13'-6" 13'-2" 12'-9" 0'-0" 0'4" DEC 18 2013 6" 0.032 18'-3" 17'-10" 1T-10" 17'-3" 16'-9" 16'-3" 15'-9" 15'-0" 17'_3" 17'.0" 16'-9" 16'-0" 15'-3" 14'-9" 0'-0" 0'-0" - Table 4.19 Trib Exposure B Exposure C Trib Exposure B Exposure C Width 110 115 120 130 140 160 170 1 110 115 120 130 140 150 160 170 Width 110 115 120 130 140 160 170 1 110 115 120 130 140 150 160 170 (ft) MAX SCREW SPACINGS FOR 0.024" PANELS (ft) MAX SCREW SPACINGS FOR 0.032" PANELS 3 12 12 12 12 12 11 10 12 12 12 12 10 9 8 7 3 12 12 12 12 12 12 12 12 12 12 12 12 12 10 9 4 12 12 12 12 11 8 7 12 11 10 9 8 7 6 5 4 12 12 12 12 12 11 10 12 12 12 12 10 9 - 8 7 5 12 12 12 10 9 6 6 10 9 8 7 6 5 5 4 5 12 12 12 12 11 9 8 12 12 11 9 8 7 6 5 6 12 11 10 8 7 5 5 8 8 7 6 5 4 4 3 6 12 12 12 11 10 7 6 11 10 9 8 7 6 5 5 7 10 9 8 7 6 5 4 7 6 6 5 4 4 3 3 7 1 12 12 11 10 8 6 5 9 9 8 7 6 5 4 4 8 9 8 7 6 5 4 4 6 6 5 4 4 3 3 3 8 12 11 10 8 7 5 5 8 8 7 6 5 4 4 3 9 8 7 7 6 5 4 3 6 5 5 4 3 3 3 2 9 10 10 9 7 6 5 4 7 7 6 5 4 4 3 3 10 7 6 6 5 4 3 3 5 5 4 4 3 3 2 2 10 9 9 8 7 6 4 4 7 6 6 5 4 4 3 3 11 6 6 5 5 4 3 3 5 4 4 3 3 2 2 2 11 9 8 7 6 5 4 3 6 6 5 4 4 3 3 2 12 6 5 5 4 4 3 2 4 4 3 3 3 2 2 2 12 8 7 7 6 5 4 3 6 5 5 4 3 3 3 2 13 5 5 5 4 3 2 2 4 3 3 3 2 2 2 2 13 7 7 6 5 4 3 3 5 5 4 4 3 3 2 2 14 5 5 4 4 3 2 2 4 3 3 3 2 2 2 1 14 7 6 6 5 4 3 3 5 4 4 3 3 3 2 2 15 5 4 4 3 3 2 2 3 3 3 2 2 2 2 1 1 15 6 6 5 4 4 3 3 1 4 4 4 3 3 2 2 2 Table 4.20 Table 4.21 ICC ESR 2676(2012 1BC)12/11/2013 Page 40 of 74 SOLID COVER 5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN 115 MPH MND ARFAS 0.042'x3'x6'Box Beam (Oeta fl L) Double 0.042'x3'xB•Beam(Detail M Double D.032WW.5•Beam Detail 0.042'x3'z6'Box Beam (Detail L) Double 0.092x318'Beam Oeta 7 M Double 0.032k2'k6.5'Beam(Detail K) TABLE 5.1 Atachetl Freestanding or Structure Freestanding w Attached Freestanding w TABLE 5.1 Attached Freestanding or Attached Freestanding or AOBchetl Freestanding w Structure Mullis en Units Strucure MulBspan Units Structure Multls nUnits Stricture MulBs nUn'ds Structure Mullispan Units Structure Multls an Units SNOW WIDTH SP�T- Po MIN FODTER MNCPOSTLENG 2' POar MIN JFOwER MA -TLENGTH MpX MAX PoSTLENGm3 GROUND TRIB PORT MA% MAX POSTLENGM MAX MAX POST LENGTH MAx MAX PoST LENGTH I 1P I 1S POST MIN FOO9ER @ I 1P I 1Y 6NXriV WIDTH SPALIN' PoST MIN D e I tP I tY PoST MIN 00 @ I tP I 12 PoST MIN [00n 81P tY LOAD (FT) Ot4SIAB SPpCIN POST eDE CONSTRAINEDF SPAL PoST SOE LON5IRNNEDF SPACING POSTG9ECONSTRNNED FOO LOAD (Fn wI STAB BPACIN PoST SIiE LONSIRAINEO FOOTEA 9PpgN PoST s� LON50UINEOF POST PoSTe� CON9TRNNED F00 (PSF) (Ff) (FT) TYPE •d 'd •d •d (Fr) TYPE •6' 'd •d N (F� TYPE V 'd tl• •d (PSF) (FT) IPT1 TYPE '6• Y W 'd (FT) TYPE 'd Y •d •d (FT) TYPE 'd Y Y 'd 1f0M11PH EXPOSURES M) 1M M1 M) MI Ml M) M) MI MI M) M) M) C) M) MI On) on) M) (h) m M) MI I (W) 115 MPH EXPoSURE B 10 3 VS 11'S B 19 N 25 n 18-11• L 22 y LIVE 3.5 18S IOW B 1) 29 11'S B 19 23 N 26 20 b 26 1rS C b 25 21, b 1@-r B y b b 3 11'-f0' S-1' B 18 y 15 20 13'S C 21 25v 01-1' B iB 22 2425 y 23 26 LOAD 4 lrS @-it' B 20 y 2q y 14'- 85 lP-Y 8S B 19 b 24 25 irS D 21 25 y 28 @S B 19 b 1324 ]' L b y n 28 8.1r B 20 22 23 25 4 8-11. T-r B 19 22 24 25 11•S D 22 M 28 2] TS B 19 21 23 24 CNLY 4.5 15-1. S-r B 20 M 24 25 13'S c 23 25 26 n @-Y B M 22 29 24 0.5 T-11• r-1. L 19 21 b y 10"1, D M 24 25 27 1 C 19 21 22 21 5 18-r 8S B 21 b M b 12-11• 0 M M N 2) B'-T B 21 21 M ZA 5 T-1• 8'-r C 0 y 23 24 18-Y D 23 2A M 2B 8'd- L .'V 2t 23 23 5.5 1T4• @-2 B 21 b b b 123 D N N M 2] 8-Y B 21 21 b 24 5.5 @S @-T c M 21 23 24 @-r D b 23 25 28 @S C b y 22 b 6 114- TS c 21 22 23 M 11'S D 24 24 b 27 rS C 21 M b M B 5-11• r-B' C M 21 22 N 8-1• D M 23 25 20 5-11' c 21 M 22 23 67 1PS r3• C 4 y b 24 1" 0 b 25 y b T4• C 21 21 b y 63 eS TW C 20 21 22 y 8S D b 23 M 26 S-r C M M 31 b ] TS TS C b b b 26 iPS D TS y b 26 TS c y 22 n b 7 VA. 5'-r C 20 21 22 23 6'S D 24 24 24 25 SS- C 20 M y 23 7.5 8-1' eS C 22 b 22 24 1PS D 25 25 25 25 8S C y 22 b y 73 4•S W-11• c as M 22 b T-11• D 24 24 24 25 SS C b 51 21 22 6 @S ri' C b y b b 8-11' 0 y y y y eS C 21 22 y 23 B PS 4'S C M 4 2, b T-r 0 24 24 N 25 CAW C 21 21 y 22 B.6 @-0' @-1' C 22 TZ S1 23 8d• O 18 26 2g 28 eS c 22 y 22 23 8.5 4'•2 4'S C y 21 21 M ri D N 24 u 25 4'-r c 21 21 y b 9 TS SAW c n b 22 23 T-T D 26 N b 26 r-f t' L 22 22 y 22 4 9'-11' 4'S C y 21 y 22 T-1' D ZI 14 24 y 4'S C 21 y y 22 9.5 T-Y rS C y y y b 8-11- D 25 2B 20 26 9A• C 22 b 11 22 9.5 3'S 4'-f• L 21 2f 21 22 8-10' 0 24 2I 24 14 4.3' L 21 2f 21 y 10 eS FV C 21 y M b 8S D w b b 26 5-T L b y b b 115MPH E0'OSUREC a130 MPH EXPOSUI2E6 11 8-r 1-1. C b 23 23 23 8-r D 26 25 26 M S-Y L y y y 22 b 3 11'-10' @S B an 25 M y IZ.V D 23 y b s0 0'S B M 24 25 2r 12 S-B• 4-V c y b b y TS D 27 27 n 21 9'-11• C y 23 y y 93 IMT T-T c 21 24 w v 1I.,V D M w 2B 33 T-r C 21 M 25 b 13 S-2• 4'S L y b y y T4' 0 27 27 n w 4•-T C b b y b 4 8-11- T-1• C 21 N 25 2] 10-1T D 24 y 28 y T-1' C 21 y y 28 110 MPH ewgsiREL a B MPN EXPOSURE ♦5 T-11' 8-r C 21 M 25 20 1P-1- 0 b 26 v 29 V-r c 21 23 w 26 10 9 2TS 1P4• 6 N y ST y 15-T C 24 b 2, 31 1PS B 21 24 28 n 5 T-1' 8-1' C 21 13 y Z8 8S D 25 25 27 y @-Y C 21 b 24 25 LIVE ss 18S 9'S B 21 25 26 b 14'S c 24 27 b 30 9S B 21 24 25 T 45 88 54r G M 23 24 n PS D 25 b 27 2B 5'S c 22 b N 25LOAD 4 17S 8;• B 22 M M 27 IwV C 027 M 30 8S B b b y b 0 5-11. F< C 22 M 26 25 0'S 0 25 y 18 y SS C 22 b y a5 ONLY 4.5 16-1• 8-1• B 22 24 25 vlr3 D 25 b 28 29 @-1• B n M 25 25 -63 rS 5-1• c M b 2A 25 8-1• D M 26 26 27 S-Y L 22 22 b 24 S 15-r T-T B 22 24 y 20 t1'S O 28 28 2) 1B T-T B y b 24 M ] r-1' 4'S c M n y 25 rS D M 28 2g Tr 4'-11' C 22 y b 2d 5.5 124• T-1' C b 23 M b IV-1P D M 25 n M T-T L b 23 24 25 P.W C b 23 23 24 C 2> 4 SB TS D TS 4'-T 4'S C 22 22 23 25 26 wA' 2221 23 24 4 1111W ed• C M 23 25 2 D b 16 27 b @S C b b M b B PS 44' c M 22 23 M 1-1• D 28 w 20 v5 18S 8d' C b 23 M 36 YAW-1P 0 Zr n ?7 b 8S C b y b b BS 4•-Y W.I. C b 22 23 24 a-ir D 2) 2r Tr Tr 4'J' C n M y 24 T TS eS C b y N y 8S 0 n n n b r-1' C y b y 25 6 8-11• 3'-11' C 23 n 23 N 8-r D :] Z/ 2) 2) 4'-1' 0 b b y y ]3 8-1• SS C b 23 N 25 1-1• D 2] w r Tr a-IV C b 23 23 ZA B5 TV T-0 C y 13 b 21 8<' D ;] Z) . 2] 9'-11' 0 y y y 19 8 8'S SS C 23 23 Y4 25 8-6• D y 27 27 w S-r c N N 24 24 115 MPH E%PoSUREB 8.5 6'S SS C N M N y eS 0 M y b 28 54' C M N N M y 3 11'4' W.I. B 1B y 25 N 13'S c 21 y n y @4• B 18 b N 25 8-1• D b b w b S-Y c 24 M 24 T4 35 @S B'-Y B 19 b 2p 25 1Y4• D 21 25 25 b @S B 19 22 b 24 9.5 T-2 4'-tP C 24 24 24 24 T.,; 0 y y y 28 4'-11' C 24 2/ 24 b 4 8'S r-r C 19 22 24 25 11'S 0 M M M w TS c 19 21 23 M 10 VS 1S c M 24 24 M T-r D 28 M 28 M Pg C M 24 M 24 43 TS T-1• C 19 y y 25 tOS D 22 24 25 2T T-1' L 19 21 22 24 11 @S 4.4• C N M N N T-1• D 28 28 2B y 0'S C M 24 20 M 5 rS a-r C b b b 24 24 12 18-Y D b ZA 25 28 eS C 20 2/ y 23 S-r c 4'S 24 24 M 8S D 29 29 y C D 252S 2553 @-T 8-Y c M 21 b w yr 0 23 23 y 28 @S c 20 21 22 23 13 S-1' 3'9' C 14 .24 2A Zd 8<- 0 29 2929 4 y 8-11-11' C 25 25 25 b B SS S-r G M 21 22 N 8-1' 0 23 2325 2B 5'-11' c 20 2p 22 23115MYHEi4 MREB 6.5 S-r SS C b 21 b 23 eS D y b 24 2B r-r C 20 M 21 b 10 9 12S 11';• B b N 28 27 1rS C b 26 N 29 11'-T B y 23 25 M 7 d'-10- S-T c M 21 22 23 @S 0 34 24 24 25 SJ' L 20 A y y LIVE 3.5 1T-r 1P4' B M 24 25 26 HPr c 23 M 27 29 10'S B 20 23 N b 73 4.4 4'-11' C y A 22 b T-11' D 24 24 14 25 S-r C M w 2f 22 LOAD d 1rS e11 B 21 b b M 18-T c 23 25 n M A B A b 14 25 8 4•S 4'S L M b 21 y T-r D 24 24 N 25 4'-10- c 21 2f 21 y ONLY 4.5 1r-1.r rw B 21 23 24 25 tr3 C 10 25 2r to @-1P B 21 22 24 y 85 4'S 4'S C 21 21 21 b r-Y D 24 24 N 25 d'-r C 21 21 21 22 5 1r-T 8i' B 21 9 M 25 tYS D N 25 26 28 B4• 8 21 n b 14 1 B 1 r-T 1 4•S 1 C 1 21 1 21 1 21 1 22 T-1- I 0 1 24 1 24 24 25 4'-5• C 1 21 1 21 1 21 1 22 5.5 124• T-IV 3 21 22 M 25 11110• D 25 25 b 27 T-1r B 21 M 23 24 f1SMPHE1 SUREC u130MPHFXPOSURES 6 11W T-s c u u M 25 11W D b 25 26 2r Ta- c M M M 14 0 3 11W B4- B 20 b 28 M 1TS D b 27 29 30 �OFEjSfpAr•7 1P5• T-1• c b b 23 b 1PS D 25 25 25 n r-r c u u u 24 33 rd- r-r c 20 24 M v 1rs D b 26 2e s0 Q 'H yg\ONAL fr�r . 8S eS L 22 y b M fP4• D b y b b CS c b b 22 M 4 8E- 9-11 C 21 24 25 n Z D z4 b 2B 29 ].5 @-1. @d' C b 12 13 24 @-11. D 26 M M 25 W-W c u u 22 23 as rV 6'-5• c 21 b ss 26 7.11. 0 N 25 27 b .2� V ,✓� C� O` Eli- N 5 VS S-1' c u y 23 24 @-r D 26 w 26 18 8-2- C M 12 22 y 5 8-r S-11. C 21 y 25 28 Ti D 25 25 2] b 26 ,1 FytS e� P 8.5 eS 5.10- c 22 M 22 N T-Y 0 26 86 r 2B 26 r-11• C b 23 M 23 5.5 S- C 21 23 N 28 8-1r D b 25 n 26 9 TS 9S C y y b b r-11• D M b N 25 rS C y 25 23 M B SS 5�1• C 22 S2 N 25 ei• D 25 b M 28 9.5 T-Y rS c b 23 23 b r-T D b N b 26 rS C b b y 23 6.5 r--r 4'-,1- c b 22 M b r-11 0 25 25 M * 2 15 t0 @S SS C b b b b e4• D v n 2r n s-0• c b b 23 23 7 4'LIV VS C 22 y b 25 T-r U 2B b 26 n. (P 6f3�20 11 r-r V' C b M y b r-tr D 21 W 27 n rS c 23 29 b y T3 4•S 4'S c M b M 24 rS D N w 26 2T t2 5% 4'r C y 23 b y T-S O T n n n 4•-0• c y u y y e 4•s RT c zz u 23 N r-1r D 26 w N n CI \P 19 s-T 4'3' C n y b y T.I. D Tr n n 27 4'.r c M 24 N 24 83 4•a 4•-0• c zz u y 14 sa D 26 Zs 26 25 Al pR tPA C14 \P 9 3'S 22 22 y 26 VS D M 26 26 DEC 18 1 JUN 03 2015 ICC ESR 2676(2012 IBC) 12/11/2013 Page 41 of 74 SOLID COVER 5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN 115 MPH WIND AREAS 0.042'x3'z6'Box Beam (Detail L) Double 0.042k3k8•Beam(Oetil M Double 0.03rx2'x6.5'Beam Detail K) 0.042'x3'x8"Bon Beam Detail L Double 0.042 x3'x8'Beam(Detail M Double 0.032'x2'x6.5'Beam(Dotal TABLE 5.1 Attached Freestanding or Attached Freesanding or Attached Freestanding or TABLE 5.1 Attached Freesanding or Atru Freesfanding or Attached Freestntling or Structure Frewrds an Units SWdure Mullis an UnBe Slmt111rB Multls an Units SWCbIre Multispan Un'ds Structure MulOs an Units Structure MUWspan Units GRWNO TRIG FOST MA% MAY PoSTLFNGTH MAY MAXPOSi LENGTH MAX MAX POST LENGTH GROUND TRIB POST AIAX MAX P05TLEXGTH MAX MAX POST LENGTH MAx MA%PoS<LENGTH SNOW WIDTH 6PACING POST MIN FDDiFa @ I ttl I 1T POST MIN FOPTER @ I tP I 1T POST MIN FOO,ea @ I 1P I tt SNOW WIDTH SPACIN POST MIN o @ ( 1P I tY PoST MIN r I iP 11T POST MW @ I .. I 1T LOAD IFTI s=G SPACIN PoSf 5PE CONSTRAINED FOO SPACI MST sea CONSTRMNEOW SPAGND Poan 92E CONSTRANED FOO LOAD IFr) )N SIA95PACIN POST SME CONSTRANED FOOTER SPAGN POST 6Qf CONSTRAINED FOO SPACIN POST sPE CONSTRAINED FOOTS TYPE •a' 'a• -c -a• ry5Fl lF0 (� TwE Tm) M) Ml MI TrPE M) MI Tn) TYPE M) MI v (PSFl lFn (FT) TYPE Y •B ', ', (FT) TYPE '4' '4• '4' 'C (Fr) 0n) M) 9n7 'T M) M) M) M) 9n) M) MI C 1 115MPHECPOSUREC >im MPHEXPoSUREe Oid 115 MPH E%POSUREB f0 9 22A• tp-1• B 2f m 2] 29 ta'-1P C 24 28 30 31 IV47 B 21 25 IS 28 30 3 PS @i' B 10 a 24 m tYA' D N 25 28 m @A' B 16 a a 2d LIVE }5 1rS 9-T B a a a a 1P-0• C a a a 31 9a' B a 1A 26 2] 3.5 @-r T.r B 18 a 24 23 ,1'a- O 21 24 28 Z] T-T B to 21 m 24 LOAD 4 111 S-S 9 a 25 26 1B lxd D 25 a 29 30 B'a• B a z4 23 2T d 'M11' S-11' L 1B a 23 Zd 1Pa' D 21 2d m Zr 18 21 22 24 ONLY 4.5 ,RT T-iT B 22 a ffi a 11'-10' D m 2T 28 30 T-10' B a 29 2s m d.5 @A' @S" C ,9 21 23 24 9-11• 0 a 23 25 26 V6 L is 21 22 a 5 13'-r Td' C a 23 26 a tt'-Y 0 29 26 m 29 Td C a 23 a 26 5 Sa' F-r C 19 21 a 24 -I D z2 23 M 26 @T'T4' C 19 20 a 223 3 5.5 1TA' S-11. C a 24 25 27 10-T D V 27 2a m @-11 C a a 24 m 5.fi S-Y S-r C 19 21 a m @-t0• O a a 2A 28 TW L 19 m a M e 11L' @-0' C a a ffi m IV-1. 0 2T a Z] 29 @-T C a a b 25 B a'-9• Sa' C 19 21 a 23 B'-4- D a a M a Si• C 19 20 21 a fly ,PS SS C a a ffi RB r-T D a a a ffi @a• O 24 Zd 2a 0 63 @A' d'-11' C to m a a T-11' 0 a a 24 a 5-0' C a M 21 a ] ra• 54V c N a 26 " srT 0 a a a 26 S-11. C M M 2a m 7 4'-l' 4'd C 19 20 21 a T-T D a 23 2d m W' C m m 21 a 7.5 9.1' S-T C 24 24 24 ffi HAT D 28 m m m Sa' C 2, 24 A/ ffi 7.5 T-r 4'S L m a 21 a Ta' D a a ffi a a'a' C m ffi 21 a a @HT 5-l• L 21 2d N m @S D ffi ffi 28 28 5S C 24 a M ffi 6 T-T 4'-T C 20 20 a a @-tt' 0 a a a 2d a'1• L m 30 21 a fly @HT S-1' C 24 24 L a @-T 0 m 2a m ffi SS C 2a L 24 ?< 6.5 Ti' d'-0' C 20 29 21 a V� D 23 a 23 26 d'-2' O m m 20 a On 9 THi' d'-1T C 24 24 M m r-1T D 2a 2B ffi 28 SS C 2t a 2d ?< 115 MPH FXPoSUREC m130 MPH E%POSUREB B.5 T-Y 4'd' C M 24 2a ffi T-T 0 A a S m 4'-IT C 34 24 24 Z4 m fl T-tT B m 34 m a 11'-1T 0 a a m 90 T-1T 0 m m a m t0 S4T 4'4T C 24 L b a T1' 0 m m m a 4'-r C 2S 25 a a T-t' C A 24 a a tP-1T 0 a 28 a a Ta' C m a 25 28 ti Sa' e'-2' C m ffi ffi a 5-11 D a m a a d't' C 25 ffi ffi m @S C a a ffi m ,P-1 0 a a 2T a @-T C ffi a 26 a @4T C 21 a ffi N ". D a a 3T 28 @-1' L 21 a 24 25 110 MPX E%PoSUREB ffi 9 11'-1T Pd' B 18 ffi 2A a 13'-te' C m a m 2B 9.3' B 1B a 23 2A S-T C 21 a 24 a @-1T 0 ]A a a 25 Sa' L a a a 9.S 1P-2' Sa' B 1B a B1 a lY% 0 21 Zd 20 a ra' B 1a 2t 23 24 25 S-Y C a a 24 ffi 5a' D Ta 25 ffi m 5d' C 21 a a 25 d S-1t' T-1P B 19 a a 24 11'-10' 0 21 24 25 2i T-1T B ,9 21 a 24 4'-,T C a a 2d m T-tT D 25 m m ST S-0' C a 260.5 T-11' Td' L 1B 21 a 24 tt'd D a 23 a m T-r C 19 21 a a a'-r C 21 a a a T-S O m m 2] 23 245 r4. S-T C 19 21 23 m IV-S D a a 25 m @-10' C 19 20 a a 4'-W C 21 a a 2a T-1' 0 m 25 m T] a N as V8 @4' C 19 a a 223 9-1T D a 23 14 0 VS C 19 20 a m TABLE 53 TR19UTARY WIDTHS POR9INDLE SPANATLALHEO a13RUCNRE6 fi 5-11' 4-11' C is 21 a a 9d' D ffi ffi 2i ffi @HY C m m 21 ffi OVER, PROTECTION OF SINGLE SPAN SNCTURESOFT) Q�QFEpt] fi5 VS 5-T C 20 m a 23 B'-1,• D a a 24 a 58 C TO m 21 a HANG Pu T 4-1• SJ' C m m a a @a' D a ffi 24 25 5a' C 20 a 21 a OFT) @ T @ 9 tP tt' tY Is 14' 15 lr 1T 1@ 1r m' 2,' 22! Q 7.5 a'-0' S-1' C m m 21 a 1-1• D a 23 a 25 S3' C M 20 21 a 11 3' J.S 4' d.S S SS S a.S T iIr 6' BV . B.S 0 tOS 11' 2 a W a''-lw C a a 21 a r-IT. D a a a M P-11' C 20 20 21 a T We a' We 5' SIT @ fly' T LS' @ Ir r 9.S ,P tOS 11' 1iS V 8.5 4'-2' 6'-T C m m 21 a T-0' O 24 24 24 21 0•S C m 20 m 22 Y Na Ne Na W. @ B.S T 1S S B.S 9 9S 0 105 t 11.5 1Y V ,^1 [RLYr 8 5-11' d'a' L m m 21 a Ta' 0 a 26 26 24 4'A' C a 20 m 21 T No Ne We Ne Na We We @ 8.5' 9 BS ,P 10.5 11' 119 tY 12S J $ II 9.5 3'-11 4'a' L a m 21 a TT D 24 2A 24 24 V`F C m 20 M 21 4' No W. Na Na Ne Nv We we Ne Na Na 10.5 IT NS 1T ,zS IT 11OMPHFXPOSUHEO .130MPHEXPOSURE21 TABLESA Post R ulremBnt for * 1T 20 3 1,'-,0' @a' B a 24 26 a 1Ya' D a a 2e 30 @a. B p 23 m 2g TABLE 5.3 Post Requirement 3.5 ,P-r r-tat• a a 24 25 zT lr' D 23 z6 2a a T41• a zo a zd xe for Altchad Single3 en Structures Freestanding SLTuetures or MulUspa"Attached Structures C.I 4 @-,r Ta• c a a ss ze t1•-1• D a m a a Ta• c 20 23 2a 25 post Description Man POGT Detail Past Oesaip0on Maximum Max POS O 4:5 T-,T sa• L 2, a ss m lv< D a a 2T a Ts C 21 a 24 25 Hg[ Cotla FLoting Height Code O9ti1 CAL\F . r-,' @a' c 21 23 24 m 9s' o a ss m a sw' C xt a a ss Twln 0.032•xl.8'X1.5'Screll B A Ao 0.04BkY)W Steel Clover d= 23' 8' B AK 5.5 @-s S-1T C 31 a 24 ffi r-2 D a a a a s-11- C zt a a 24 'IYvin O.O7A'x2'x2'Scroll 9' B 0.048'z3k3'Steal Clover d= 22" S. C AK e s-,1' sa C 21 a 24 25 @a' D ss 2s 26 a S-r C a 21 23 24 o032•Postw/U.024'Side 12 C 3/16Xik3'SteelS uare tl= 29" 74' F AF DEC 18 2013 as sa' s-Y C 21 a a a e'a- D 25 a 26 a sa• c a a a 2a 0.032'Post w/0.032-Side la 72' D Sfifi"z3'z3'Steel uere d= 32' 8' G AF i 5-t• d•-11• C a a a u T-fl• 0 25 ss ffi a sa• C a a a x4 w 040•x3'x3'Alurn 10' E AR 1/4'X3k3'Steel Uare d= 32' 12' F AF ].5 d'-r 4'C c a a a L nr D m 2e m ffi 4•A C a a a a 0.075"z3'x3'Post 12' F N 1/4k3'z3'Steel S uere d= 34" 8' G AF a 4's da• C a a ffi 26 Ta' 0 26 m ffi m d'-T C a a a a 'z3'Steel Cover 12' G AK 9/IS©k3'Steel S are d= 36" 6' K AF fly as s'a' c a a a zd T-0- D m m ffi ffi a4' C a a a a 'n3'Steel Clover iP H AK 3/18kak4'Steal _are d= 36' 14' I AFeV- 4`T c a a a L sa' D m 28 m m 4•-r c a a a a 3'Steel S uere 15' 1 3/16k5kS Steel S uere d= 41" 15' L AF Os P-9' 3•-tT c a a a a @a• D ffi 26 ze m au 0 a a a a 'Steel S uere 15' J Wil6'X6 4.Steel Square tl= 46" 75' L AFN,D as Ta• c a a a a ra' o m m m as T, D 22 22 a a 'Steel Square 75' K GENERAL INSTRUCTIONS FORTHESETb'StelS uere 1S L AF 8A39 1.CHOOSE FREESTANDING OR ATTACHED STRUCTURE B.FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN IN 2.CHOOSE PROJECTION,WIDTH AND OVERHANG OF UNIT TABLE 5.1 AND 5.3 UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT United Duralume .6(d'/2017 3.DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE SITE FREESTANDING AND MULTISPAN UNITS USE TABLE 5.4 350 S.Raymond Ave (PATIO UNITS USE 10 PSF MIN,COMMERCIAL UNITS B.FIND THE O/C SPACING OR#OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.5 OR TABLE 7.7 Fullerton,CA _ USE20PSFMIN) 10.USE THE APPROPRIATE DETAILS Cad Putnam,P.E. sT QIV 4.CHOOSE A PANEL FROM SECTION 4.0 THAT HAS 3441 Ivylink Place CAL\FQ� ADEQUATE CLFARSPAN FOR YOUR NEEDS. FOR PATIO SLABS FOLLOW 1-6 FROM ABOVE THEN Lynchburg,VA 24W3 5.DETERMINE TRIBUTARY WIDTH FROM TABLE 6.2 OR SLAB T.DETERMINE MAXIMUM POST SPACING ON SLAB FROM TABLE 5.1 Lync_tnrg,VA 2r53 CALCULATE FROM TRIBUTARY DIAGRAM ON PAGE 1 SLAB S.USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING rTT�T S.CHOOSE A HEADER FROM TABLE 5.1 THAT HAS ADEQUATE SLAB S.FOLLOW 9.10 FROM ABOVE TL/y�L �3 ZOls POST SPACING. SLAB 10.FORTINO POST STRUCTURES USETABLE 7.1 ON SHEET MlsC3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES 1 1.USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 5.1 ICC ESR 2676(2012 IBC)12 11/2013 Page 42 of 74 ALUMINUM RAFTERS OR SOLID PANELS 2'XG.25' ALUMINUM DOUBLE HEADERS NOTES: ATTACHMENT TO WOODEN DECK FOR SINGLE SPAN ATTACHED 3'XB' ALUMINUM DOUBLE HEADER 1. FIBERGLASS POSTS ARE NON-LOAD BEARING. PATIO COVERS ONLY. SEE GENERAL NOTE #19 2. ATTACHMENT TO HOLD COVERING AGAINST MINOR 3'x 3' METAL POST POST SPACING IS RESTRICTED TO THE 'ON LATERAL FORCES. SLAB' SPACING SHOWN IN HEADER TABLES IN 3. USE MULTIPLE BRACKETS AS NEEDED, SECTIONS 2.0-6.0. 4. FIBERGLASS POSTS MAY BE USED FOR ANY STRUCTURE, DOUG FIR AlL Al OR UTILTIY SOLID COVERS MUST USE THESE RESTRICTIONS FOR 10 PSFWI SNOW/LIVE LOAD I 1 GRADE C TVj-a/VASHEERR. ME ON 140 MAXIMUM MPH XIPDBPEE➢ IS r TEEL DR D.032'X2'X6S' DR BTR EACH COLOMN. 120 MPH EXP C LUMNUM POST ALUM HEADERS ORD,042'X3'XB' FOR 20 PSF OR GREATER SNOW/LIVE LOAD ALUM HEADERS 3 '4• MAXIMUM WINDSPEED IS 140 MPH EXP C PLASTIC HOLE PLUGS GHT 914 SMS8 FOi LUMBERHEADER T FOR LATTICE COVERS 1' MIN ALL SNOW AND LIVE LOA➢S FIBERGLASS I I TEK SCREV MAXIMUM VINO SPEED IS 150 MPH EXP C NON LOAD I I ATTACHED STRUCTURE POST I I I I BEARING PDsr TO DECK FLOOR JOIST I Ml �a—fir I 3/e•x 9;' aDLT FIBERGLASS 1.5'XS.5' STEEL L 1r THESE DETAILS ARE POST COLLAR J ANGLE BRACKET (TYP) APPLICABLE TO SOLID OR LOAD HEARING POST DECORATIVE FIBERGLASS I I STEEL OR ALUMINUM LATTICE COVERS M2 I i SEE DETAILS FOR POST/ POST COVER LOAD BEARING POST I CONCRETE ATTACHMENT FIBERGLASS DECORATIVE POST COVER FIBERGLASS SIDE MOUNT BRACKET POST CDLLAR D.1BB'X2'xz' ASTMI ALTERNATIVE EAVE ATTACHMENT SEE GENERAL NOTE #9 FOR A653 GRADE 33 \ I ANGLELS'XI5' STEEL L Q CORROSION PROTECTION STEEL BRACKET ANGLE BRACKET (TYP) SEE Gm t p m 5 EXISTING EAVE 0.1BB' FOOTINGSLAB OR 3/B'X3/4' BOLT B' eRAu�'fN P�MS L V� DF WOOD 2'r QFyOFE5SI0N CONCRETE ANCHOR FRAMING �Q .PU (C- L STRUCTU G G3 d • ..i. _ ,',' \/B" zxe 1Encm eaw0 0 PANEL v T M3 . ` 4 ` sa m+o NWE ja0 fl m 83 "e." ...J. . " Q,. 4.'"• HWGER 1{x1.a'smw •a : � �.."e., ALUM PANEL STEEL BRACKET 0.2015 e OR RAFTER TOP MOUNT 1*ems• SEE CROSS SECTIO L * I / ''"4. FpNMIG 1" SPACING #14x1. \/ CI �P y, 1i0M BETWEEN SCREWS SCREWS C g �yC� L z CAL1F0 SEE TABLE 75 2"X DF LEDGER BOARD Fme FasresR - - __. ACB�IG 1' MIN GAP LNe 1n-20➢ BETWEEN Load Wind Speed MAX"L'FOR TOP OR SIDE MOUNT JUl�l�3 2�15 STRUCTURES COMPLYING WITH TOP MOUNT BRACKET LEDGER AND s and Exposure 16"olc 24"o/e 16"o/c 24"O/c THIS DETAIL DO NOT REQUIRE ROOF FDR 110 CONSIDERATIONSADDITIONAL RI TING SNOW EXISTING ROOF DRAINAGE 10. 115 mph Exp S 2z-tr 1s4' 27-4" 1e•4• SR N��/ p_ XP 11 ROOF SNOW LOAD 130 mph Exp B 1a'-2• u•-z• u'4• 19.4• GROUND SNOW MAXIMUM EAVE OVERHANG AND 'L' MUST 140 mph Exp B W-10" 10-4' 2c<• IT-7- LOAD (PSF) 'h' (IN) ALSO COMPLY WITH DETAIL BC 110 mph Exp C 70'-9• 13.40• 2r4' 18.4- 81 9 10 9 h 115 mph Exp C 19'-1• 12'4• 27.4' 19.4' P 6/30 01 NOT ALLOWED IN SNOW LOAD AREAS 20 14 MAX WIN➢ LOAD IS 110 MPH EXP C 13P mph Exp C IT-2' 10'-1• 29'3• iv-10. 20 17 140 mph Exp C 13'-2' W " 22.4• 11'-7• 1 25 IB M4 20 140 mph Exp B 14,4• _9'-r 14'4• 9.-r ,9 CIVI�. 30 20 116 mph Exp C 1e4• - 9-a 14'4• 914• OFCAL F ICC ESR 2676(20121BC)12/11/2013 PATI❑ COVER _ 130 mph Exp C 14'4• 9'4" 14W 9.4" Page 65 of 74 140 mph Exp C 1314, SW 14.4• 1.4- SoFKiCovers Lattice Covers FNGINFFRS STAMP TWO 3/6' ASTM A307 ASTM A500 GRADE B STEEL BOLTS C❑NTINU❑US WELD T12 ASTM A36 STEEL PLATE 7 SEE TABLE F❑R SIZE6 Fxx= 60 ksi — t1 Allowed on Moment Max Constrained Plate Plate Stub Stub Minimum 0 0 Capacity Footing Size Size Thickness Post Size Post Size Weld Size 1.00 I (Ibf*ft) d(in) A 8 ti 0.375 B(in) t2 (in) (in) III 752 22 8 0.37 2.5 0.188 0.125 1254 25 8 0.5 2.5 0.188 0.125 B A 1973 28 8 0.625 2.5 0.1.88 0.188 T 3365 30 17 .62 2.5 .3 5 0 .258 t� T1 3365 32 14 0.625 2.5 0.375 0.25 Base Plate and Stub Post Specifications 0 0-1 f A I z"0 GALVANIZED HILTI KWIK BOLT TZ (ICC M7 ESR 1917) W/ 2" OF EMBEDMENT Q�of SS10N m=y�OVP� PU WELDED MOMENT RESISTING STEEL BASE PLATE * .0-2015n m Mlsclb-2012 ALTERNATIVE TO POST EMBEDMENT IN CONCRETE F❑❑TING CJV ��� JUN03201s THE WELDED POST BRACKET MUST BE VERIFIED TO COMPLY WITH T C A REQUIREMENTS IN DETAIL M7 OF THESE PLANS AND FABRICATED IN DEC 182013 P Pry�'�FF ACCORDANCE W/ IBC SECTI❑N 1704.2,52 BY AN APPROVED FABRICAT❑R TO C 6 314 THE SATISFACTI❑N OF THE CODE ❑FFICIAL I Exp.s/ 6i2 4 V 3'p CI IL [CC ESR 2676(2012 IBC)12/11/2013 Page 66 of 74 CrFOFCAfi� ENGINEERS STAMP WALL HANGER �3.000� 0N20'x2'x2'X E T LONG 'L' ANGLE 6063T5 ALUM B 2,0� /� 0,060 ONE #14X2' H SCREW WALL HANGER FAN BEAM 2'X3' FAN BEAM 6063T5 ALUM ONE #10 SMS SCREW FANI FAN BEAM FASTEN TO HANGER BEAM 0.0ADER x8' HEADER �3'- STRUCTURAL B PANEL 2' CONFORMANCE TO THE APPLICABLE ELECTRICAL CODE IS ❑UTSIDE THE SCOPE OF THIS DETAIL AND MUST BE APPROVED FAN BEAM A SEPERATELY, �B Weight of o.o42HEADaR- fan/lights 2'x3" Fan Beam Misc2-2012 CEILING FAN OR 30 Ibs 20' LIGHT FIXTURE L Q�pFEssloN TUN 03 2015 POST =yFOGQ� PU Fc SS10 Al m J I .. , ..: :...:,. .....- .... cl I 15� E 6 1210.... * ACAuk DEC 18 2013 gT ICC ESR 2676(2012 IBC)12/11/2013 Page 67 of 74 `�OFCALIFO� 7.0 POST AND FASTENER REQUIREMENTS FOR COMMERCIAL AND PATIO STRUCTURE Table7.3:Required Number of Fasteners for Shearing Loads Table 7.4:Required Number of Fasteners for Tension Loads Spacing between bolts and screws Aluminum Material Gage Clio) Steel Gage(M) Aluminum Gage(in) shall be 2.5 times the shank 0.024 0.024 0.032 0.038 0.040 0.040 0.060 0.060 0.048 0.048 0.036 0.06 0.060 0.090 0.100 diameter Allowable Width A B C D E F G H I J K L M N O The edge distance of bolts and for Attached Two Fouler Oesgn #14 3/B'B 318'B #14 #14 318'B #14 3/8'B #14 3/8'B 316"B #14 3/8'B 31W B #14 esign Footer 1 screws shall be 3 times the Trib Post Structures on Slab Sae Uplift SMS BOLT BOLT SMS SMS BOLT SMS BOLT SMS BOLT BOLT SMS BOLT BOLT SMS Uplift Size shank diameter Width(a) Live or Ground Snow Load d(in) (Ibs) in see 78e 200 210 SIM 310 int set 17M 554 1a2 e65 12M 212 (Ibs) If(in) Connections shall be arranged so Mal the 10 psf 20 psf 12 100 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 100 12 2 center of resistance of the connection shall 3 4T-10" 2%-T 13 127 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 127 13 coincide with the resultant line of action 3.5 36-8" 1914" 14 159 2 1 1 1 1 1 1 1 1 1 1 2 1 1 1 159 14 of the load. 4 32'-1" 16'-11" 15 195 2 1 1 1 1 1 1 1 1 1 1 2 1 1 1 195 15 3 4.5 28'-6" 16-1" 16 237 2 1 1 2 2 1 1 1 1 1 1 2 1 1 2 237 16ATTACHMENTS 5 2S-8" 13'.T 17 284 3 1 1 2 2 1 1 1 1 1 1 3 1 1 2 284 17 RND Wind #of 5.5 23'-0" 12d' 18 338 3 1 1 2 2 1 2 1 1 1 1 3 1 1 2 338 18 SNOW Speed Strews" ALUMINUM RAFTER SPACING 6 2R5" 11•-3' 19 397 4 1 1 2 2 1 2 1 1 1 1 4 1 1 2 397 19 LOAD and per 12" 16" 24" 30" 36" 6.5 19'-9" 10'-5' 20psr5lab115 20 463 4 1 1 3 3 1 2 1 1 1 1 4 1 1 3 463 20 PSF Ex sure Rafter 7 18'3" Na 21 536 5 1 1 3 3 1 2 1F NUM I cm c,rMIM 1 5 1 1 3 53fi 27 10 115 Exp B 2 25, 2S 21' 18' i6' 7.5 1T-I" Na 22 616 5 2 1 4 3 1 2 1 2 5 1 1 3 616 22 LIVE 115 Exp 3 25' 2S 21' 18' i6' 8 16'-0" Na 23 704 6 2 1 4 4 1 3 1 2 6 1 1 4 704 23 20 140 Exp C 2 18' 18 I E 9' 8' 8.5 151-1" rue tops Slab115B 722 6 2 1 4 4 1 3 12-1 2 6 1 1 4 722 Slab LIVE 3 18' 18' 12• 9' 8' 9 14'3" No 24 800 2 2 4 4 1 3 1 2 7 1 1 4 800 24 4 18' 16' 12' 9' 8' Table 7.1 10Ps Slabl'ISC B86 7 2 2 5 5 1 3 1 2 7 2 1 5 886 Slab 25 2 1B' 17' 12' 9' 8' 25 904 8 2 2 5 5 1 3 t 2 7 2 1 5 904 25 3 18' 1T 12' 9' 8' 26 1017 8 2 2 6 5 2 4 1 2 B 2 1 5 1017 26 4 18' 1T 12' 9' 8' MAX 27 1139 9 2 2 6 6 2 4 1 3 9 2 1 6 1139 27 30 2 16' 14' 10, T T POST POST DESCRIPTIONS POST 2B 1270 Na 3 2 7 7 2 5 1 3 We 2 1 6 1270 28 3 16' 14' 10, T T CODE DETAIL HGHT 29 1411 Na 3 2 8 7 2 5 2 3 Na 2 2 7 1411 29 4 16' 14' 70' T T A Twin 0.D32'xl.5'x7.S Scroll AO 8 30 1563 Na 3 2 8 8 2 6 2 3 1 3 Na 2 2 8 1563 30 'Screws are#14 screws w/1.5'embedment into G=0.5 solid wood(Douglas Fr) B Twin 0.024x2'b Scroll AO 9 31 1724 Na 3 3 9 9 2 6 2 3 1 4 n/a 2 2 9 1724 31 C 0.032'Pastw/0.024-Sideplates AH/21 12 32 1896 We 4 3 Na Na 2 7 2 4 2 4 Na 3 2 9 1896 32 TABLE 7.7 STUCCO ATTACHMENT TO WALL D 0.03.Post w/0.03T Sitleplates AH121 12 33 20BO Na 4 3 Na Na 3 7 2 4 2 4 Na 3 2 Na 2080 33 ALLOWABLE DISTANCE TO FIRST ROW OF POSTS E Clover 0.040'x3x3'Alum AK/24 10 34 2275 Na 4 3 Na Na 3 8 2 4 2 5 Na 3 2 Na 2275 34 16,Nc F Magnum 0.075'x3'x3"Post AJ/23 12 35 2481 Na 5 4 Na Na 3 9 2 5 2 5 Na 3 2 Na 2481 35 Ground Snow G 0.043x3x3'Steel Clover AK/24 12' 36 2700 Na 5 4 Na Na 3 9 2 5 2 5 Na 4 3 Na 2700 36 Load(psf) 2 Lag 1 3 Lags IF Lags 4 Lags Exp B Exp C H 0.048'x3"s3 Steel Clover AK/24 10 37 2931 No 5 4 Na Na 3 Na 3 5 2 6 Na 4 3 Na 2931 37 live 10 13'�6' 2V-2" 13'b' 18' 115 mph NIA I 3116'x3S.3"Steel Square AF/19 15 38 3175 Na 6 5 Na Na 4 Na 3 6 2 6 Na 4 3 Na 3175 38 Live 10 13' 19'-6- 13, 1T-4' 140 mph 115 mph J 1/4'x3x3"Steel Square AF/19 15 39 3433 Na 6 5 Na Na 4 Na 3 6 2 7 Na 4 3 Na 34M 39 Live 10 10'-9' 16'-1' 10'-9' 14'3" 130 mph K 3/BW'x3'Steel Square AF/19 15 40 3704 Na 7 5 rule Na 4 Na 3 7 3 7 Na 5 3 No 3704 40 Live 10 7+3' 13'-10' 9'-3- 12'-4" 14D mph L 3/16'x4"x4'Steel Square AF/19 1 15 41 39BB Na 7 6 Na Na 5 Na 3 7 3 8 Na 5 4 Na 3988 41 Live 20 T-1' 10'-7' T-1' 9'-5' 140 mph Table 7.2 42 42B8 Na 8 6 Na Na 5 Na 4 8 3 8 Na 5 4 Na 4288 42 25 T-8' 11'-7' T-8' 10'-3' 140 m h 43 4601 Na B 6 Na Na 5 Na 4 8 3 9 Na 6 4 Na 4601 43 30 6'-6' S-9' 6'-0' 8'-B' 140 m h 44 4930 Na 9 7 Na Na 6 Na 4 9 3 9 No 6 4 Na 4930 44 Lag=1/4'Lag Screw with 2.25-penetration into G=0.5 wood(Douglas Fir) 45 5273 Na 9 7 Na Na 6 live 4 9 3 Na rim 7 5 Na 5273 45 Lattice Structures always use 115 mph Exposure B for the wind condition 46 5633 Na Na 8 Na Na 6 Na 5 No 4 Na Na 7 5 Na 5633 46 47 6008 Na Na 8 Na Na 7 Na 5 Na 4 Na Na 7 5 Na 6008 47 48 6400 Na Na 9 Na Na 7 Na 5 Na 4 Na n/a B 5 We 6400 48 United Duralume 49 6808 Na Na 9 Na Na 7 Na 5 Na 4 Na Na 8 6 Na 6108 49 350 S.Raymond AVe 7UN U3 2015 50 7234 Na Na Na Na Na B Na 6 Na 5 Na Na- 9 6 Na 7234 5o Fullerton,CA 1 Fastener Terminology #14 SMS=#14 sheet metal or SDS anew,12'minimum length TABLE 7.5:WALL ATTACHMENTS FOR SOLID COVER STRUCTURES Carl Putnam,P.E. S��nNALE 31B'B=318'Diemeler Boll MCI ANC2 ANC ANC 34411Vylink Place See General Notes for specifics on fasteners Number aximum Panelpan Lynchburg,VA 24503 Qtt�G L P 4 N FP leampan on this charts Me istance from the wall to a ist rowo columns WIND SPEED SNOW SPACING SPACING of STUD@16'O/C SPACING (434)3urnam 4 ,,'I 2 Hild Kwik Boll TZ 3/8'dlemeter and 2"embed and f the steel washer.ICC ESR 1917 or other (MPH)AND LOAD CONCRETE MASONRY astene #14X2' 1/4'LAG earl utnamacomrast.net C6$'13 /I anchorw/400#allowable shear and 200#allowable tensile vs live,snow. And and seismic leads. EXPOSURE PSF) ANCHORS ANCHORS SCREWS SCREWS ofESSip ✓/,I,'f(I// /I 3 Masonry anchors must have an allowable shear value of40D#and 200#tensile for live,snow,wind 130C 10 12' 12" 1 12' 12' PillP.6 0/ 17i QR /✓ or seismic loads or be spedfied by a design professional. LIVE 2 23' 23' F * 1 4#14 screws must have 1.5'of penetration into wild wood. 140 C 20 12" 12" 1 8' 9' S V , 5 1/4'Lag screws must have 2114'of penetration into studs and 0.5'washers LIVE 2 1T 18' R1 _ CI IL These lag screws musbnust be installed as per AFPBA NDS Section 11.1.3. See General Note 25 12" 12" 1 8. B .7 .15 3A "' rFOF L1 #11 for wdsherspecifications. 2 17• 17' 1 6 10 and 20 psf are live or snow loads.2S 30 psf are snow loads. 30 12" 12" 1 T 81 �, 0- U15 7 For ANC3 and ANC4 wood framing imust be SG=0.5 or denser(Douglas Fir.Larch) 2 1; 16• 40 IT IT 1 6• T CI 1 �P 2 31 14' CAUFC�� 60 12' 12" 2 9' 9• ICC ESR 2676(20121BC)12/11/2013 Page 68 0 74 3 13. 14' DEC 18 2013 Misc3.2012