Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
PMT16-02179
City of Menifee Permit No.: PMT16-02179 29714 HAUN RD. Type: Residential Addition �A-CCELA7. MENIFEE, CA 92586 MENIFEE Date Issued: 0711212016 PERMIT Site Address: 28681 EICKHOFF DR, MENIFEE,CA Parcel Number: 372-222-030 92584 Construction Cost: $3,400.00 Existing Use: 1 &2 Family Residence Proposed Use: Description of INSTALL 12'x 28'SOLID ALUMAWOOD PATIO COVER WITH 1 FAN,2 LIGHTS,3 POST LIGHTS Work: Owner Contractor WENDY MARGRAVE 8 8 8 LANDSCAPE CONSTRUCTION INC 28681 EICKHOFF DRIVE 32992 CHADLYN COURT MENIFEE, CA 92584 WILDOMAR, CA 92595 Applicant Phone:9512856545 ALBERTO GALLEGOS License Number:900206 8 8 8 LANDSCAPE CONSTRUCTION INC 32992 CHADLYN COURT WILDOMAR, CA 92595 Fee Description BY Amount f$1 Receptacle, Switch,Outlet&Fixture 6 141.00 Building Permit Issuance 1 27.00 Deck/Patio, non-standard 1 133.00 GREEN FEE 1 1.00 SMIP RESIDENTIAL 1 1.00 General Plan Maintenance Fee-Building 1 6.65 General Plan Maintenance Fee-Electrical 1 7.05 $316.70 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_Bldg_Permit_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 perjurythat 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 force and effect. ^ ! the following reason: License Class Licee'n�/e Np. —I V O - 6 By my signature below l acknowledge that,except for my personal residence Expires ��- ignature T -t ('J-�C, S in which I must have resided for at least one year prior to completion of improvements covered by this permit.I cannot legally sell a structure that I WORKER'S COMPENSATION DECLARATION have built as an owner-builder if it has not been constructed in its entirety by D I 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 wehsite: by Section 3700 of the Labor Code,for the performance of work for which w,w.leeinfo.ca.eov/calaw.html. this permit is issued. ,, Policy g Date D 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 D 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 owners 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 Date dollars($100)or less PROPERTY OWNER OR AUTHORIZED AGENT A certify that in the performance of the work for which this permit is issued, 1 shall not emoloy any persons in any manner so as to become subject to the CITY BUSINESS LICENSE p workers compensation laws of California,and agree that if I should become HAZARDOUS MATERIAL DECLARATION subject to the workers compensation provisions of Section 3700 of the Labor Code,1 shall forthwith co fply with those p ovisions. Will the applicant or future building occupant handle hazardous material or a Applicant C yJDate 3� ( 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 D Yes D No UNLAWFUL,AND SHALLSUBIECTAN EMPLOYERTO CRIMINAL PENALTIES Will the intended use ofthe building bythe applicamor 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 COST OF COMPENSATION,DAMAGES AS PROVIDED FOR Coast Air Quality Management District(SCAQMD)?See permitting checklist IN SECTION 3706 OF THE LABOR CODE,INTEREST,AND ATTORNEYS FEES for guidelines CONSTRUCTION LENDING AGENCY D Yes o No I 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 Code) D Yes ❑No OWNER BUILDER DECLARATIONS I have read the Hazardous Material Information Guide and the SCAQMD permitting checklist.I understand my requirements under the State of I hereby affirm under penalty of perjury that lam exempt from the 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 Rem(s)(Section 7031.5 hazardous material reporting. oyes D No Business and Professions Code).Any city or county that requires a permit to Date construct,alter,improve,demolish or repair any structure,prior to its PROPERTY OWN ER OR AUTHORIZED AGENT 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 IRRPI 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 Iicensure 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 fora permit subjects the applicant to a civil penalty of not more required practices.This includes rental property owners and property than($500). managers who do the paint-disturbing work themselves or through their ❑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.aov/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 D 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. D No EPA Lead-Safe Certified Firm is required for this project because: D 1,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 fi11 out the RAP Acknowledgement. N". i i a 2 119 A..11 1 11 U I • a • a :< d Menifee DATE P i 6 PERMIT/PLAN CHECK NUMBERannu TYPE: O COMMERCIAL 0 RESIDENTIAL O MULTI-FAMILY O MOBILE HOME O POOL/SPA O SIGN SUBTYPE: O ADDITION OALTERATION O DEMOLITION O ELECTRICAL O MECHANICAL O NEW O PLUMBING O RE-ROOF-NUMBER OF SQUARES DESCRIPTION OF WORK 3 4 1 f1 PROJECTADDRESS D%81 CKOO F 0 V-• CitY of Me lifee �--�^ �.•��� 1n9 Sa ty Dept. ASSESSOR'S PARCEL NUMBER 3 1C'}��"IJ:.JLJ LOT TRACT q OWNER NAME/! Il}E C� -% nn JUL 12 016 ADDRESS b k �ICKI�p FF �IL• „>!' PHONE EMAIL t Jj APPLICANTNAME L �w'� ADDRESS ST Kg S w o " ck\• 1. 5 c. PHONE EMAIL CONTRACTOR'S NAME[(�� OWNER BUILDER? OYES . O BUSINESS NAME O099 NOS^^c- )ff C�oUSTRUcTic�% • .wc n. cy q ADDRES aqq l•AADLklss� L t LWM Q CA I Sj . PHONE ��j a'�(cD.- S • EMAIL CONTRACTOR'S STATjrE�'LIIC _NUMBER p LICENSE CLASSIFICATION l VALUATION$ U c SO FT L SO FT �7 APPLICANT'S SIGNATURE �/ •!f/h DATE f �. CITY STAFF USE ONLY DEPARTMENT DISTRIBUTION CITY OF MENIFEE BUSINESS LICENSE NUMBER BUILDING PLANNING ENGINEERING FIRE GREEN SMIP INVOICE ,, ^^ PAID AMOUNT AMOUNT �Y• �� 0CASH 0CHECK# OCREDITCARD VISA/MC PLAN CHECK FEES PAIDAMOUNT OCASH OCHECK# OCREDITCARD VISA/MC OWNER BUILDER VERIFIED OYES O NO DL NUMBER NOTARIZED LETTER O YES O NO City of Menifee Building&Safety Deportment 29714 Houn Rd. Menifee, CA 92586 951-672-6777 www.cityofinenifee.us Inspection Request Line 951-246-6213 sr UNITED DURALUME PATIO COVER;CARPORTAND COMMERCIAL STRUCTURE ENGINEERING(20121BC1. City of Menifee Building & Safety Dept. PAGES DRAWING SECTION DESCRIPTION . Low Wind Solid Cover Structures 1 PROFESSIONAL ENGINEERING STAMPS AND TRIBUTARY WIDTH DIAGRAM JUL 12 2016 �.. 1 GENERAL NOTES a. ' Received O r u rLEDGER & TRACK' LU x ix s z a x INSPECTION REQUIRED ` . tLL II ' M t' cue sar. ; dF 6' Lt v .r r o_ QED �A SOLID COVER COMPONENTS AND CONNECTION DETAILS. z PAGE, .- :.. uRnLcoN7:' -I ,noNs BUILDING AND SAFETY DEPARTMENT 9 PAGES COMPONENTS/CONNECTION DETAILS 1 PLAN APPROVAL fi5 3 PAGES. SOLID COVERS 4.0 PANEL SPANS FOR PATIO, CARPORT AND COMMERCIAL STRUCTURE: 12,PAGES 5:0'POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN NORMAL WIND AF3/IEWED BY JAN cntLk°�� DATE DEcls2o1s 2PAGES Misc1.DWG 7.0MISCDETAILS 'Approval of theseplaushall not be construed to be a perat for,or an 1 PAGE Misc2.DWG 7.0 FAN BEAM AND FASTENER REQUIREMENTS FOR ALL STRUCTURES BEAM DETAILS 1 PAGE Misc3 7.0 POST approval of,anyteolatian of any provisions of the hdld,st7Ee Or city Now1 PAGE Mi8a4. 7.0 CONCRETE FOOTING OPTIONS. regulations and ordinances. This set of approved plans must be kept on the 9 PAGE Misc6 7.0 FORCES OM EXISTING STRUCTURES 1 PAGE Misc7 7.0 STRUCTURAL PROPERTIES.OF BEAMS; FASCIA, PANELS AND RAFTERS FOR USE BY DESIGN PROFESSIONALS T-PAGE Misc8 7.0 CONCRETE SLAB REQUIREMENTS FOR CONSTRAINED FOOTINGS December 11,2013 e's\o y Quo PU R C. 8 3 0/ 7 r � • I sp9� � It+�o��� JUN 03 2015 ,�•* '. O OUT�W`rF0 �,(EOF rF I`\1� ,q�'i NS�,�,'. -.�I PPr t� /'U PROFESSIONAL ENGINEERING STAMPS PAGE Af�Q��NEE :� "`+�,` s��. s �� - , ° aP�FF fi .. C t1RL 4r2 ENGINEER �y TRIBUT Y; WI H DIAGRAMr '° • ' ' , T"� + ' i- JI¢ �. AR. �s. � �OFESSIbNa t0 PIITNA ,� k, .. ... . ••.... Y. G B R i ,. �..\Lt \, POTA' ' U PRO oQ VPUTN Fy rn 12Jay r C EF 4 c� a xP m . CIVIL S ] r L [V .' 9 V6� 9 L' ' �` I�fll„ �"� I•l e�# C7g41�.y�1 iii 71580 ��f bon Lvi� - _CI z., M'cxje LICENSED. REGON v O- •.PROFESSIONAL <yi} i 3 - Q CINE OS& 1 = ■�? A1.t. y 2.00 C4 C ` �n "4Ch1' EXPIRES 2: 'JIO.+J,I I EXPMATION'DATE; 12/31/. .,,amnnn Sf 1 1 F`ti ���a OFF EJI►/ t+�t q P h /f U1 - AR AN 'A5 t �` C c F.pp tO qq� � �' : / Pam. � '•ARL �% THESE DRAWINGS DEFINE "TRIB W Id CpIVIMON' �' �,i£ ICENSED. �;� .- TNAM *� b��`\� //�`//i�,i j 5IOfV L . o i� `��+ tiS ��/� 4 STRUCTURES } n )rr''• 'r,L NGI ' EER ,� i 24657 I Ya PROJECTIO - - ' PROJECTION �. 40.1 3- r ' ENS „' s HEAD • i •. / 'r WALL HEADER Ri HEADER #2 WALL f .Li{�y l ♦ �. / / \ i=i TRIB WIDTH F—TRiB WIDTH �— TRIH WIDTH TRIB WIDTH(— TRIB WIDTH \` ,.� ``\` ///// / rrl lll� r-i� �-- •�'_� OF L01 I OVERHANG L1(2 L L2/2 J 9?512� � ERHANG - 4.--U2 L1 L2 I EXISTING o - G Lk R NoU 6 At STRUCTURE ic LE GIN EXISTING i UTh % p2 IN `� �SS-ONAL EN STRUCTURE - - / ! ENGINEE4\ ��\`� PROJECTION {F• . ////II/IIIIIU\�,` a\EOS�n `��111rrr .`�t r i 1 9 HWIDTH#1 HwmTH 4ze yy.° PUT r�'/` �`��P M T/i�� ��` ,� �/� Q�OF�Ur�,', p O� 1]93] `� GENSFQ. �-•„+r�. SSIQ �' _ � 'S.• +��m1 6 * ! S 3 m p• $7 7 r'Q o FO GAR Fes' m till yL. gT L 4' E * 15 LpGTN JUN 03 2015 >zcAL1F0 WY M � /1/ls Ilk 1'' •'-Jij•., 2 �,^�'. •\',,. Iloh 'it.�: fTF........ ' � DEC 18 2013 QKLA. [CC ESR 2676(2012 IBC) 12/1112013 Pagel of 74 - ENGINEERS STAMP GENERAL NOTES:- " - B.WOOD USED IN CONNECTIONS SHALL BE PROTECTED FROM WEATHER(EXTERIOR EXPOSURE)AS PER IBC SECTION 1403.2 AND IOR 1503,WHICHEVER IS 1. DESIGNEDIN ACCORDANCE WITH THE2012 INTERNATIONAL BUILDING ODE 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 Ggli;A123 G45 0R A153",PAINTED PERASTM A755 OR PROTECTED WITH AN APPROVED COATING 20 OF THE INTERNATIONAL BUILDING CODE _ COMPLYING WITH IBC SECT10N 220312 B. DESIGN LOADINGS"Cl=12,1=1.0,Ce=1.0(ALL EXPOSURES EXCEPT BAND C WHEN LOCATED TIGHT IN AMONG CONIFERS) 10.ALTERNATE ALUMINUM ALLOYS OF EQUAL OR HIGHER STRENGTHS MAY BE USED.3004H2x ALUMINUM MAY BE SUBSTITUTED FOR 3004H3m GROUND SNOW LOAD - DESIGN LOAD - 10 PS 1 O PSF LIVE LOAD ONLY - " 11.STEEL FASTENERS SHALL BE EITHER STAINLESS(300D 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 '- 25PSF 21 PSF . DESIGN ROOF.SNOW LOAD SPCIFED IN THE DETAILS. ALL WOOD SCREWS MUST COMPLYWITH ANSUASME STANDARD 818.6.1 AHD AND AFBPA NDS-1211.1.4.ALL LAG SCREWS . 3D PSF 25.2 PSF DESIGN ROOF SNOW LOAD'. • - ANSUASME 8782.1 AND AFBPA NDS-1211.1.3: ALL STEEL WASHERS TO 6E ASTM F844 W/DIMENSIONS IN ACCORDANCE WITH ASME B18.22.1,TYPE A THE 40 PSF 33.6 PSF, DESIGN ROOF SNOW LOAD MINIMUM WASHER DIAMETER SHALL BE I'FOR BOLTED CONNECTIONS. ALL STEEL NUTS TO BE ASTM Am. SCREWS AND BOLTS SHALL HAVE A MINIMUM 60 PSF_ - 50.4 PSF DESIGN ROOF SNOW LOAD EDGE DISTANCE OF ZX FASTENER DIAMETER ' FOR 0.25172 eSLOPEc 1N2 - 12 EMBEDDED POST SURFACES SHALL BE CLEAN AND FREE FROM OILY SURFACES: .. - _ WIND SPEEDS IN THE 20121BC ARE"ULTIMATE DESIGN WINO 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 RISKCATEGORYIL FORATTACHED SPUCES)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 KztVALUE OSOLATED HILLS,RIDGES,ESCARPMENTS)WILL REQUIRE 14.-ALL SELF DRILLING AND SELF TAPPING SCREWS MUST COMPLYTO ICC-ESR 1730,2196 OR EQUIVALENT AND USE HEADS WI DIAMETERS EQUAL TO HIGHER WIND LOADS AS PERASCE7A0 SECTION26.8AND ARE OUTSIDE THE SCOPE OF THIS REPORT, #8 ",#10 #12=jj"'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 B(URBAN AND SUBOR&RAREAS, 15. STRUCTURES SHALL NOT BE ENCLOSED IN ANY MANNER WITHOUT APPROVAL OF THE CODE OFFICIAL WOODEDAREAS,OR OTHER TERRAIN W/NUMEROUS CLOSELY SPACED OBSTRUCTIONS HAVING THE SIZE OF A SINGLE FAMILY - DWELLING OR LARGER)PREVAILS IN THE UPWIND DIRECTION FORA DISTANCE OFAT LEAST 1500 FT. 16.ALUMINUM SOLID ROOF PANELS ARE CLASS A FIRE RATED AS INDICATED BY THE EXCEPTION IN IBC SECTION 1605.2. 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 MY. ' SEISMIC LOADING 18.WHERE ALUMINUM ALLOY PARTS ARE IN CONTACT WrTH DISSIMILAR METALS(OTHER THAN ALUMINIZED OR GALVANIZED STEEL)ORABSORBE14T MAXIMUM Ss=156%SHOWN IN 2012113C FIGURE 1613.3.1(1) BUILDING MATERIALS,LIKELY TO BE CONTINUOUSLY OR INTERMITTENTLY WET,THE FAYING SURFACES SHALL BE PAINTED OR OTHERWISE SEPARATED IN SS'>150%.ARE NOT REQUIRED AS PER ASCE7-10129.1.3 ACCORDANCE WITH THE ALUMINUM DESIGN MANUAL SECTION M.7. 81 NOTAPPLICABLB TO THESE STRUCTURES - _ SITE CLASS-D 19. WHEN A SINGLE SPAN ATTACHED UNIT IS ATTACHED TO AWOODEN DECK.THE MAXIMUM DEAD LOAD+SNOWAJVE LOAD FROM THE PATIO COVER IS BASIC SEISMIC FORCE RESISTNG SYSTEM - 75D LBS CONCENTRATED LOAD AT EACH POSTAND THE POST SPACING SHALL NOT EXCEED THAT SPECIFIED FOR ATTACHING TO A CONCRETE SLAB:THE POSTS EMBEDDED INTO FOOTINGS=ORDINARY STEEL MOMENT FRAME»R=125 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=1.25 FROM GRADE THE EXISTING DECK STRUCTURE MUST BE ADEQUATE TO SUSTAIN THESE ADDITIONAL LOADS.THE STRUCTURAL ADEQUACY OF THE DECK ANALYSIS PROCEDURE=EQUNALENT LATERAL FORCE PROCEDURE. TO SAFELY SUSTAIN THESE ADDITIONAL LOADS WILL REQUIRE APPROVAL BY LOCAL BUILDING AUTHORITY OR ADDITIONAL ENGINEERING. SEE DETAIL M6. CONSTRUCTION OUTSIDE OF THESE PARAMETERS MAY REQUIRE ADDITIONAL ENGINEERING. THESE ROOFS ARE NDT SUBJECT TO MAINTENANCE WORKERS AND HAVE NOT BEEN EVALUATED FORA CONCENTRATED 300 LBF LOAD. _ 20. All structures must comply with one of the following:. - a. All structures with a roof snow load of 30 psf or less maybe built in Seismic Design Category(SDC)A-D up to the maximum Ss noted in General Note THE BASIS OF THE DESIGN FORCES ARE IN ACCORDANCE WITH THE BASICLOAD COMBINATIONS DESCRIBED IN IBC SECTION 0. - 1605.3.1 AND NO FURTHER INCREASES ARE PERMITTED FOR PATIO COVERS RESISTING WIND OR SEISMIC FORCES. b.. Structures with Rat roof design snow loads over 30 psf complying with IBC Section 1613.1 Exception#i do not require additional seismic analysis. m Structures not complying with(a)or(b)require additional engineering seismic analysts. E[ 4.THIS ENTIRE ENGINEERING PACKAGE IS NOT REQUIRED FOR MOST BUILDING PERMITS. SUBMISSION FORA BUILDING PERMIT - MUSTINCLUD � 21. DRIFfINGSNOWISADDRESSED IN DEfAIC ' a.GENERAL NOTES(2 PAGES) M4:SLIDING SNOW IS BEYOND THE SCOPE OF b.STRUCTURAL CONFIGURATIONS(1 PAGE) THIS REPORT. E$SIO' c.RAFTER SPAN TABLES(FOR LATTICE STRUCTURES),PANEL SPAN TABLES(FOR SOLID COVER STRUCTURES)OR BOTH Q�QF (FOR COMBINATION STRUCTURES) 22 ALL MULTISPAN TABLES AND DETAILS P(1 d.HEADER POST SPACING,FOOTING SIZE AND POST TABLE FOR LIVEISNOWAND WIND LOAD ASSUME EQUALSPANS WITH LONGEST SPAN - e:ALL APPROPRIATE DETAILS TO SHORTEST SPAN RATIO OF12- ALL L OTHER DOCUMENTATION REQUIRED BY LOCAL BUILDING AUTHORITY. - SPECIFICATIONS MUST BE BASED ON LONGEST d 3 n m P - Illy ACTUAL SPAN: 5. CONCRETE MIX: Fc= 500,3000 OR 35DO PSI FOR 28 DAYS IN NEGLIGIBLE,MODERATE,AND SEVERE CONDITIONS AS SHOWN IN - - .6 1 .yp .FIGURE 19042 OF THE 2012 IBC. PATIO STRUCTURES MAY BE ATTACHED TO CONCRETE SLAB WITHOUT FOOTINGS(DETAILS 28, GENERAL NOTES FOR LATTICE STRUCTURES: - Irk C 1.! 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 clvv P ) 3.5 INCHES THICK AND NO CRACKS WITHIN 2'E'OF POSTS. POSTS SHALL BESET BACKA MINIMUM OF 41NCHES FROM EDGE OR 1.41) �� 017 7 EXPANSION JOINT OFA SLAB. 1. SEE GENERAL NOTES#3 FOR LIVE AND GP4� SNOW LOADS. B.S 1500POUNDS PER TINGS HAVE SQUARE FOOT. LATERAL BEARING PRESSURE IS JDD PSFIFT DESIGNED FOR CLASS 5 SOIL FROM TABLE 18062 IAND B DOUBLED PER BC FOUNDATION CIJON 1806.3.4.E 2 SINGLE SPAN LATTICE STRUCTURES THAT DO DEC 18 2013 sT,y� 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 �FCAl-�F REQUIRE FURTHER SOIL INVESTIGATION. THE BUILDING OFFICIAL MAYASSIGNA LOAD BEARING CAPACITY. UNITSINROOF AND MUST COMPLYWITH TABLE LI AND L2 ON SNOW/LIVE LOAD AREA OF 25 PSF OR LESS MAY BE BUILT ON 100D PSF BEARING SOIL W10 ADDITIONAL ENGINEERING:MINIMUM SHEET MISCS. FOOTING DEPTH IS THE LOCAL FROST DEPTH. 7. 20 PSF AND HIGHER LIVE 03 2015E LOAD STRUCTURES MAY BE USED AS COVERS FOR PARKING OF MOTOR VEHICLES. CARPORTS - ' MUST HAVE AT LEAST TWO OPEN SIDES AND HAVE FLOOR SURFACES MADE OF APPROVED NONCOMBUSTIBLE MATERIAL OR ASPHALT- .ICC ESR 2676(2012 IBC)12/11/2013 Page 2 of 74 ' SOLID PATIO TYPES - ATTACHMENT CHANNEL - - ATTACHMENT CHANNEL IF WIDTH IS AT LEAST 100% OF PROJECTION ALUMINUM SEE DETAIL - ALUMINUM - :SEE DETAIL THEN DETAIL AN IS NOT REQUIRED ROOF PANEL WIDTH MUST BE AT LEAST ROOF PANEL DETAIL AO OR AD MAY BE USED SEE SCHEDULE 100% OF PROJECTION SEE SCHEDULE FOR SPANS WIDTH - FOR SPANS - WIDTH - OVERHANG VARIES; SEE SCHEDULE O.H. VARIES, SEE SCHEDULE SEE DETAIL FOR SPLICE—!1 P .SEE DETAIL FOR SPLICE - - Ef SC ACN PROJECTION - EE7 SpAIN PROJECTION 1 1/2'-SO. SCROLL POTS Hf C S D L - 1 1/2' SO. SCROLL POSTS SCHf DH - pH• MAY HE USED WHERE NOT 7p TERNEXCEED SINGLE ATEllPDST pST Sp 25i PERMITTED, 24• - CONCRETE SLAB REQUIRED SEE SCHEDULE FOR CONSTRAINED SEE SCHEDULE DTE NO SPLICE AT HI FOOTINGS - L. POST AND AT END BAYS. SEE SHEET MISCB DTE NO SPLICE AT THIS _ ` tf POST AND AT END FOOTINGS WHERE REQUIRED SEE SCHEDULE FOR CUBED - - SEE SCHEDULE FOR CUBED✓V FOOTING SIZE FOOTING SIZE Al ATTACHED SINGLE SPAN 12' MAXHGT FOR- . 61 ATTACHED MULTISPAN PATIO COVERS �pF.ES$IOhr 15'MAX HEIGHT FOR �o OTHERS - MAX PANEL OVERHANG MAX HEADER - MAX PANEL OVERHANG ALUMINUM IS 25%OF PANEL SPAN OVERHANG - ALUMINUM IS 25%OF PANEL SPAN - ROOF PANEL IS 25%OFROOF PANEL SEE SCHEDULE SPACING POST SEE SCHEDULE * 0 i6 FOR SPANS FOR SPANS - WIDTH WIDTH MAX HEADER OVERHANG I v OPTIONAL O.H. 25%OF POST SPACING - O SpACINIVQ` - D.H. VARIES, SEE SCHEDULE P ppL1�0�-- DEC 18 2013 SEE DETAIL FOR SPLICE SEE DETAIL FOR SPLICE SQSI SpAC PROJECTION _SEEI SpACIN PROJECTION - SQ. POSTS, SIZE VARIES E SCHED ING SQ. POSTS, SIZE VARIES SCHEDULE -II �SgIONAL EN OFp� P U CONCRETE SLAB - CONCRETE SLAB REQUIRED - JIII REQUIRED FOR FOR CONSTRAINED _� OTE NO SPLICEI AT THIS CONSTRAINED OTE NO SPLICE AT THIS - FOOTINGS FOOTINGS POST AND AT END BAYS, SEESHEETMISCS POST AND AT EI� BAYS /301 0 SEE SHEET MISCB SEE SCHEDULE FOR CUBED ✓ yJ - ✓ - - CIVI FOOTING SIZE OFCAI 112'ke'STEE 12W STEEL REBAR OR BOLT'< REBAR or BOLT _ C1 FREESTANDING W/CANTILEVER. OPTION FREESTANDING MULTISPAN JUN032015 ICC ESR 2676(2012 IBC)1 211 1/2 01 3 Page 27 of 74 - - ENGINEERS STAMP SOLID PATIO TYPES PANEL - - DETAIL AR,BC,BE,M5 PANEL DETAIL AR,BC,BE,M5 . HEADER - HEADER DETAILS: . PANEL:E,F,G,H,I SPLICE SPUCE . HEADER J.K;L,M.N,O,P, - POST 0,R,.S.T,U.V,W,AU - - . POST.AE,AH,AK AF,AL, - DETAIL K M,S.U,V,W;AL AJ,AO ' MULTISPAN POST DETAIL K,M,S,A7; AU,AW,AX,AY,AZ -AU,AW,AX,AY,AZ - - . POSTS FOR - FREESTANDINGAND . MULTISPAN UNITS: - - AFAND AK(STEEL ONLY) SPUCE:)4 Y.Z AA DETAILS AN.AO,AD,MB,M7 ^V - DETAILAN,M7 OA2 ATTACHED SINGLE. SPAN IZMAXHGTFOR. 62 ATTACHED MULTISPAN . PATIO COVERS pFESSIO IS MAX HEIGHT FOR �U OTHERS ALUMINUM [J n m PANEL . PANEL 8 . HEADER HEADER . CA�1Fa4, SPLICE SPLICE DEC 18 2013 DETAIL K,M,S,U,V, AT, DETAIL K M,S.U. W,AT, FREESTANDING POST AU.AW,AK AY•AZ FREESTANDINGIMULTISPAN POST AU,AW,AY,AY,AZ , S� L 6 Of DETAIL AN,M7 1/2'kg STEEL DETAIL AN,M7 s21 REBAR or BOLT OFCAL�FOQ C2 FREESTANDING W/CANTILEVER OPTION FREESTANDING MULTISPAN JUN 03 2015 ICC ESH 2676(20121SC)12/11/2013 Page 28 of 74 O3" x 12" "W" PANEL O 2 2' x 24" TRI-PANEL (ALUM.ALLOY 3004-H34 OR EQUAL) (ALUM:ALLOY 3004-H34 OR EQUAL) r—DECORATIVE PANEL(OPTIONAL) - FASTENER&SCHEDULE 0.018'ALUM 3003-H1498 p'LG.S.M.S.@12'O.C. - 0.75' - SE CHART4.9or4.10 0.68" t_ I 2.50' 2.56' D25' -� 0.381 FASTENER&SCHEDULE _ 3.00' SEE CHART 4.9 or4.10 MBSMS@3G0/C ",n" -- -0.75" ALUM.ALLOY ALONG PANEL LENGTH - O 2.25" x 6" FLAT PANEL O 3" x 6" FLAT PANEL (ALUM.ALLOY 3004-H34 OR EQUAL) (ALUM.ALLOY 3004-H34 OR EQUAL) �Q�gFE�f4N 6.000'� t 6.000'� 8 3.71' 7s 75"L—LTI ///''''''FASTENER&SCHEDULE -T 2.2s / SEECHART4.9w4.10375" CHART 4.9 or 4FASTENER& .110LE - CA375 DEC 18 2013 r o.7s I—r 0.75" O3" or 4" OR 6" INSULATED ROOFING PANEL ICC ESR 1599 SS\oNAL ROOF SLOPE SHALL BE 1/4":12"MIN. �O ALUMD111M #14 SMS W/1.5"WASHER SKINS q8 SMS @36"0/C -SEE TABLES 420 OR 4.21 FOR SPACING ALONG HEADER - 6S 3 - P.6 0/ ,17 1. SANDWICH SANDWICH $'TO 6' PANEL PANEL (MALE END) (FEMALE END) FOFCAL� JUN 03 2015 ICC ESR 2676(2012 IBC)1211112013 Page 29 of 74 FN(:INFFRS STAMP a o • o 0 0 3.1' .SQ: STEEL BEAM' DBL-: 2" x.6.5" BEAM 3" x 8" BEAM DEL. 3" z 8"BEAM 3" x.8" BEAM (ASTM A653 GRADE 40) ..(ALUM:ALLOY 3004-H34 OR EQUAL) (ALUM.ALLOY 3004-H34 OR EQUAL) (ALUM.ALLOY 3004-H34 OR EQUAL) W1 STL. INSERT 31 SQ.71 .-1 .1.00' �—: .. �2�� '. I-2'� �3.0• '1 �3.0•--I' f-3.0'--I' ,. �3� 1 0.049• B.S - 6.5' . 6 . fiA" 0.042• I: 0.042' ,. 0.04Y 0.032 I 1 1 1 B" DETAIL L (4)814SMS (4)#14 SMS ' PER SIDE . PER SIDE POST E OR STRONGER POSTFORSTRONGER(DETAILAJ) (DEfAILAE) - - - DEiAILO 6" I-BEAM 7" [-BEAM is (ALUM.ALLOY 6061-T6) 3" x 8" BEAM 4" I-BEAM (ALUM. ALLOY 6061-T6) (ALUM.ALLOY 6061-T6) 55, CALF STEEL INSERT f--4.5"--I I '� (ASTM A653 GRADE 50) 17 o.1D DEC 18 2013. T 0.5 D.11D —r o��ssoNA.� , 25" . D.D6o• 6.00, - zoo' 4.00' 6. 1 7.67s' LJ ��060• 0.80,TYP .125• -If--— P6130 01 0.059'=16 Gau 1.00` 'k CIVI D.10S=12 Gau .�L o OF'AL4 .,5•J JUN 03 2015 ]CC ESR 2676(2012 IBCp 12/11/2013 Page 30 of 74 SO 10" I-BEAM -�L02'�— (ALUM.ALLOY 6061-T6) ' T DBL. STEEL 3" x 8' C BEAM I--- 5,50" ----I 0.042"X3"X6"ALUM DETAIL I rj --r-I 3.D" 5. 4' 0.72'-I—{� f..0.17" 0.67a• 2•�6• - STEEL DETAIL 0 DETAIL o 0.14" 8" EXTRUDED ALUM FASCIA EIGHT#14 SMS FOR FOOTINGS UP TO d=45" 10" 6D63 TG- V 63 V EIGHT 114"BOLTS FOR FOOTINGS UP TO d=42• - - TWELVE V4"BOLTS FOR - - - FOOTINGS UPTOd=46" - FOUR e"BOLTS FOR - FOOTINGS UP TO d=13' - EIGHTt BOLTS FOOTINGS UP TO d=51" - - .STEEL POST 1DO". DETAILS AK FOR FOOTINGS - OFESSIQ UP TO d�6"ORAF FOR LARGER El �. ru 0.17" $ 3 1.25 CINN- a4= 0.355 1.000 -"---{ 1.5" CAL\F0 O DEC 18 2013 2.25" FASCIA 0.0780 --I 1.576 TI-- - 0.625"—� (— INSERT INSERT gIONAL 5.563 6.375 0.040" 6.5" S R0.078 L_0.575 0.75"-I P 3.000 LO.O85 ' - 1.825 '�' C $ - ' 0.25"� 1 FASCIA - /2 7 � 4.510-- I--2.875� r—3 --1 CIV I O W ROLL FORMED ALUM FASCIA 3004 H34 O CALF EXTRUDED FASCIA W EXTRUDED FULL LENGTH INSERT 6063T6 6063T6 JiJN 03 2015 ]CC ESR 2676(2012 IBC)12/11/2013 Page 31 of 74 rKICIAICCPC CTALAP DETAILS X, Y, Z AND AA ARE FULL MOMENT SPLICES )( 7" x 5.5 I-BEAM SPLICE 6061T6 ® 6" x 4.5 I-BEAM SPLICE.6061T6 .. 38. 31WO BOLTS 16• 1'1' tfi' 1 .(&TOTAL) 3Y 3/8.O BOLTS '14' (e-TOTAL) .. - ..65• ' 80` 6.75' .125 10"x 5:5:1-BEAM SPLICE 6061T6 40' .112"0 BOLTS - - - - . LT 1• IV 1.1' IV 1 (&TOTALL) 1 L• Q�pfES516 PU O 4"x 2:375 [-BEAM SPLICE 6061T6 1910 BOLTS 1.. 7.5. 1.1. 7.5. ; (&TOTAL) DEC 182013 3.87' .06• i + BEAM SPLICES ARE ON ' BOTH SIDES OF WEB .moo o / CCAl1F���1P JUN 03 2015 ]CC ESR 2676(2012 IBC)12/11/2013 Paoe 32 of 74 STEEL "T" BRACKET FOR 3" POSTS 3" SQ. ALUM POST AF SQ:STEEL POST ASTM A653 GRADE 33 ALUM,ALLOY 3004-1-134 - - ASTM A500 GRADE 3.00"SQ. _} 5 is 175 0 a 0.188^X3"XY - 0—�— 0 . . 025")a7i3' 1.5' 1' 0 0.3757x3 - —1 0 0.188"z4W5c4• - 014 0" 0 0.188"x5"x5' .. ale• va^ - . A~LZ M 0.188 x6 x6' ojo • 1.0^ 0.125" 2.5" ® 3" SQ. ALUM POST WITH SIDE PLATES '41 ALUM "T" BRACKET I ALUM.ALLOY 3004-H34 - .090" BRACKET FOR 3" POSTS 3• ALUM.ALLOY 6063-T5 "►�' - .032" I - IF #10 sMs 3.00"ORgFEsslo .024" 24"O.C. - J'EA.SIDE 2.40" �wa��.-Pu / 6.5' F - 1.375" 3" $ 3 A .75" .032" 01 \P. 5/8"PLASTIC PLUG o� tt Y,'0 ANCHOR BOLT - CAUFO�� 1.60 1.50 DEC 18 2013 .090"TYR ® 3" SQ. ALUM POST ALUM.ALLOY 3004-H34 3" SQ. STEEL POST ASTM A653 SS GRADE 40 - " „ „ SS\ONALEiy 0.032 x1.5 x1.5 oF� Pu F 024"x2"x2" POST AJ MAG POST -.A ALLOY ALUM POST a� o 3.00 sQ. AL 3004 H34 ALUM ALUM.ALLOY6063-TS $1 9 4 1.5y °� * P Ir TI �J 3.00"SQ. 6/30 1 . CIVIC Typ Ll 040"ALUM OFCA48"STEEL `" 075" A .28" 0 TUN 03 2015 ICC ESR 2676(2012 IBC)12/11/2013 Page 33 of 74 EMBEDDED STEEL POST 1 1/2"/2" POST TO.CONC SLAB.CONNECTION FOR DETAIL AM IS NOT ® SINGLE•SPAN ATTACHED.STRUCTURES ONLY USED in.130 mph Exposure B Areas STEEL POST. - ORNAMENTAL SCROD.STRAP .DETAILS AF OR AK - - ORALLT.SO DNE'REF _ ' ... POSTSO.OR 2-SO. 9• -- irO X 9'ASTM A615 GRADE 60 REBAR _ .. . 'C. '• 0.060'6053TB a" i6." IN alum'U'Sraeket ' • ,, rVa. EIGHT#14SMS SCREWS EACH - - 3• •1 a:.•a• d - - BRACKET 2.5'min edge distance a f 4'CONCRETE SLAB 3/8'OR7E" R1917)LESS OR GALVANIZED HILT]WAS ER BOLT TZ(ICC ESR 1917)W!2'EMBED AND 1'0 WASHER OR EQUIVALENT POST ON CONC. SLAB OR FOOTING FOR SINGLE SPAN ATTACHED STRUCTURES ONLY MAXIMUM SO.POST - ALUM. FOUR#14SMS SCREWS EACH SIDE STD W ALUM OR STEEL BRCKT FOR FOOTINGS UP TO SEE DETAILS Al OR AG d=31•_ {y�0Ni9 . /Nvl 4'CONCRETE SLAB OR FOOTING U $ n rt1 C B .. 214•MIN J 61 @0 EDGE DISTANCE 318"ORi"HSTAINLESS OR GALVANIZED HILT KWIK BOLT L6* TZ(ICC ESR 1917)Wl 2'EMBED AND 1'0 WASHER OR .CALF Opcp�\F� EQUIVALENT DEC 18 2013 JUN 03 2015 ICC ESR 2676(2012 IBC)12111/2013 Page 34 of 74 ® ROLLFORMED HANGER qS INSULATED ROOFING PANEL AwM:Auov3DDa-H34 HANGER q� 3"x8" BEAM TO POST CONNECTION ALUM.ALLOY 6063-T5 USING SIDE PLATES (SEE DETAIL AH) 0.5'MIN - 2.740"—(- os'MIN I 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 420 OR 4.21 -5" - - SEE TABLE 7.5 FOR Z ¢ a - - #10SM5 FASTENERSCHEDUL ¢a a r SEE TABLE 7.5 FOR 12'O/C FOR DETAIL E .039" g FASTENER SCHEDULE S'O/C FOR DETAIL F - TyP, _ ¢ 0: 6'O/C FOR DETAILS - O o o _ N (4)-#14 SDS @ EA. SIDE G AND 05" -I-1.880"--� - SIDEPLATE TO HEADER o.°a `a m m MIN T O/C SPACING (4)OR(5)#14 SDS @ EA SIDE FOR 120 MPH EXP B "ON 0.5'MIN 0.5'MIN 24"Ole approx SLAB" MATCH HEADER REQUIREMENTS USE (5)#14 SDS FOR 120 MPH EXP C, 140 MPH EXP B"ON SLAB" OR d=29" FOOTINGS rAENER - 3"X 3"ALUM. OR STEEL POST ANEL 3 SQ. STEEL BEAMS ® (ASTM A653 GRADE 40) FOUR#14 SMS PER HEADER -�oFESStO DETAILS U,V AND W 3'SO � P(J. y., .. G' - n FOUR#14SMS EACH SIDE L MAX FOOTING ISd=30" * - 1/5 o�,`Sg10PALT fiCAU'r- C 81 9 0 0 1"MI" DEC 18 2013 * Ex .st z0 I 1 #14sms O 0.040"x3"xs" STEEL HEADER p CIVI ALUM POST DETAILJ STEEL POST 0 CALIF DETAIL AF OR AK ;DETAILAI JUN 03 2015 ICC ESP 2676(2012 IBC)12/11/2013 Page 35 of 74 ENGINEERS STAMP Yx8".BEAM W/STEEL:INSERT TO. POST USING ALUM. T BRACKET - 1 BEAM TO POST CONNECTION FOUR#14 SMS FOR FOOTINGS UP TO d =25" SEE TABLE 4.9 OR 4.10 FOR EIGHT#14 SMS FOR FOOTINGS UP TO d=32"' SCREW REQUIREMENTS T "I—Os25 m —- — — — — — — — - .. ROOF PANEL — — - — — — — DETAIL AX IS. 0 0 0 ' 0 1 '" 3 x 8"x.042"HEADER W/STEEL INSERT o 0 0 0 = - - - - NOT USED . - - ... BOLTLAYOUT 21in _ .. Four 114"0 BOLTS TOPVIEW OUR#14SMS S9f4•ALUM axa'ALUM.I BEAMIBEAni wn'wnsNERs t• o 7'x5.5'ALUM I BEAM " STEEL OR ALUM T-BRACKET I SEAM—] o 0 (Detall Al Of AG)_ I r m1n 1.S MIN I - I STEEL BRACKET . TI --BI DETAILAG. . 3"X 3"STEEL POST F I( FOUR#14 SMS I . . inaxlnuting,iae isd=35' STEEL POST,DETAIL AK - SIX#14 SMSmax footing size is d=40' Pl1 agIN r�m O NOTCHED I BEAM TO POST $ 4 m CONNECTION SEE TABLE 4.9 OR4.10 FOR - IICA�1FOQC�� SCREW REQUIREMENTS ' DEC 18 2013 ' FOUR 3I8'BOLTS"FOR TIBEAM DETAIL BA NOT FOUR 11T BOLTS FOR 10'I BEAM USED - O��$$�� T G 7'X5.5'ALUM I BEAM 10•x5.5•ALUM I BEAM C 81 9 1 I EX .Fun 0 NOTCH I BEAM FLANGE I. I TOCLEARSOPOST CIV OFCALIF DETAILAF STEEL SQUARE POST J UN 03 2015 ICC ESR 2676(2012 IBC)12/11/2013 Page 36 of 74 ' kjie?SrQ* Load. RAFTER MAX DISTANCE TO FIRST ROW OF POSTS"L" PANEL TO EXISTING EAVE ROOF COVERING ISA MAX IMUMOF3PSF SDIICIGOVff1d SIZE EAVEgVERHANG G' HEAVIER ROOF COVERING SHALL REQUIRE 20 OIC 6' - It' - 187 CONNECTION ADDITIONAL ENGINEERING ANALYSIS 1O 7j(4 254' W-1' 1O'-0, 115 MPH,.Exp B 2x6 _. 264 25'4 25'=4' 20'-10" 14'-10:' 20 GA ASTM A653 GRADE 33 STEEL BRACKET LathCe=1?A. C 2x8 254 2514 264 25-4.' 254. - 2X DF WOOD FASCI FOUR#8 WOOD SCREWS INTO RAFTER AND id-psf20 _ 25'4' -15=.10 9'-2" .5-4' 2-9'�' - SEE GENERAL NOTE#8 - ONE P R�RAFTER 130 MPH E> B. ZXfi 25`-4 25"-4'. 25'-4 18'-3n 13'-1v _ 0.019'ALUM OR 0.035' - - VINYLCOVER LalbCe-140. C 2x& 95.4 254 26'4' 26.4" 254 #14X2 SCREW 10psf 2) 25 4' 15'-1' 8'-8" 5'-2" 2'-8" SEETABLE7.5 _ DF#20RBETTER _ G 2x8' 254 25i4 2S-0" i7'-4' 12'-4" _ FOR SPACING - - 2X8 25-4' 2&4 25'4' 25 4' 24'-(i' zo caucE 10_Ps€ 31S4 264 13'-0" 7+-6 AR ASTM A653 - - - GRADE 33 ACE OF EXIST. 130 MPf{E¢1 C 2X6 25 4' 26 } 21 6' 14'-1U' 10'_8' HANGER ANGLE W14 WOOD STUD OR - - - - 2X8 264 264 Z514 264 2T-V #8SCREWS BEARING WALL _ 10 of 44 2e4 11'-T 6`_9" EXIST.EAVE 140,MPH.Eg3C 2x6 254 254 19`-6" PROJECTION OVERHANG 2X8 264' 254 254 - 25-3" 19'4" SEE PANEL 26psf 3-1" 1' J 14.0 MPH8_V C 2z6 18'-1' 18 t' 15`-3" 10'-T' T-6iw?v 18'-1' 1B'-1'' 15- - QgOFESSlply9:.. . pU I � E LRrelSnow Load RAFTER MAX DESTANCE TO FIRST ROW OF POSTS"L'' LEDGER TO STRUCTURE $DI(dcoverW1Td SIZE EpyEOVERHANG 8 n CONNECTION 24"o/c 6^ i2^ 1s^ 14" 30" 1b Psf Zx4 25'-0' 20`-9" 12'-0" 7`-1" S'_8" * I0// 15 EXISTING - 2x6 25L- 25'-0' 25'-0' 2TAID 1T-1" CIV6� ����C° SHEATHING Lafte=130 C, 2x8 25-01 254 25'-0' 25'-0'- 25.0' CAl1Fo. . EwsrINGDFwooD SEAL TOP COMPLETELY ig Psf_:,, Yx4 20-0' 0;3"' 1P-6° 7'-1" T-6" DEC 18 2013 2X6. ZO�-O' 20'-O' ZOLO` . -_2O'-O' 16'-7" FRAMED WALL CONTINUOUS 2'z6'DOUGLAS FIR - - _ LEDGER OR PROVIDE SIMPSON Laftf;W40 C 2x& 20'-0' 20'-Y 20'-O' 20'`O' 2.0'-Y STRONG TIE MSTA36 OCC ESR 2105) 20 Sf 2X4 18i0' 11'-iO" &-16" 4`4' Z-1" _ AT SPLICE LOCATION _ ¢ _ -� 1 ry 10NAL COVER W10.019'ALUMINUM _ 21L8 18-0 18-0' - 18'-d' 13'9 9'_1O" va•LAG SCREW 2z8 18'-0' 18`-0` 18"-01 181-0' 18'-D' SEE TABLE 7.7 FOR MAX25 PsF Zx4 1.8'-0' 11"3." T-6" 3'-9" 1' 10" 68 3 RAFTER SPANS 2x8 18'-0' 18-0 18'-0' 1T-O" 9-2" - � SEE GENERAL NOTE#8 _—_ ..__ 2X& 18'-01 18'-O' W-v - 18'-0' i8'-O' P. 01 171 30 psf -9" EXISTING 1'STUCCO 2x& 16'-O' 16'-0' 15`4' 10'-4" T 2" r' OR EQUAL 2x8 1G-O` 15-0' i8"-O 18'_5' 14 9n /F o� FCAU 225•EMBED INTO WOOD FRAMING WITH MIN SG=0.5 - TUN 03 2015 ICC ESR 2676(20121BC)12/11/2013 Page 37 of 74 GNICIAIFFRC CTGAAP TT TTT 31CNAL ."SOLID COVERS4.0 PANELSPANS FORCOMMERCWLAND PATIO STRUCTURES 1�+" O3 LOIS Q� T�y� F� Of IRS, 2.25Yx6"Flat Panel Sfngle Span)Detail G, 3"x12"W Panel Single Span)Detail E " 2:5"x 24"Td.Vee Panel(Single Span)Detail F. 3"x6"Flat Panel(Single Span).Detall.H •Iq 140e -PO - . Ground . Panel Wind Speed and Exposure .Ground. Panel Wind Speed and Exposure Ground' Panel Wind Speed and Exposure Ground ' Panel Wind Speed and Expos a �Gfa�me �{ - Snow Load Gauge Exposure E Exposure C Snow Load Gauge Exposure B , Exposure C. Snow Load Gauge Exposure 8' Exposure C Snow Load Gauge Exposure B Exposu (psf) - . (in) 110 115 110 115 (pit) (in) 110 1'15 110 , 115 (psf)' " (In) 110 11S 110- 115 (Psf). 0 110 115 - 110 1 8 n 10" 0.618 11'-2" 7D'-70" 8'-9" "1 . 10 0.021. 10'-6" 8'-2" 6'-11" 6'-8" 10 , D.018 6'-10° 6'-V 6'-1" 6'-0" 10 0.in) 13'-1" 17.8" 11'•9" 3' LIVE 0.024 '13'-9" 13'-4" 12'-4" 12'-1" LIVE 9.024 11'-3" 70'-N" 8'-'i0" 8'-6." LIVE 0.024 '10'-T' 9'-0"- 8!-2 T-10" LIVE : 0;024 '16'- 5'-8" 14'-6' rl / ' g_m - `iE - •� �. 0.032 15'-4" 16-0" 14'-3" 14'-0" 0.032 13'-9" 13'-S' 17-4" 17-1" 0.032 13'-0" 12'-9" 11`-9" 11'-0" - 0.032. .1B'0' 8'-5" 't . 16'- D.038. 16'-2" 115lml 0 15 1" 114�10-1 0.044, 1T-0" 16'-8" 15'E:' -15-1" 0.038 13'-9" IT-6" 12'-10" 12'-7" 0:038 :2 -1" 19'-9" 8 9 18'-6" In 50 - 20 0.018 ALA` LIVE 0.024 _V.3 1'-I". 10?8' 101-6" LIVE O.D24 . 6W..- 8'-1" T 1" 6'-8" LIVE 0.024 8 0 T-11 T-5" T 2" LIVE 0.024 1 '-3" 1 '6" .1 S" 8 13" cadaumam(cicomcastnet . 0.032. 134' 13'-1" 12'-7" 12'-5 - 0.032 11w, 11'-T' -10'-B" 1oLe � 0.632- 10-9 10'-7" W-31 9'-0 0.032 .1 1w4", 14'9" .14'-6^ - - DEG'18�2013 0.038 14'3" .14'-0" 13'3" 13'-6" . 0.044 '14'-2" 13'-11" 13'-5" 13'-2" 0.038 12'-1" 71'-11" 11.'-6" 11'.3" 0.038.. .7754" 1T-0" 16'-5" -16'-1" MAXIMUM ALLOWABLE TRIBUTARY WIDTH AND#10 SCREWS . . 25 0.018' B'-6" V-2" T3" "T-6" 25 0.021 S-2" 6'-0" 5'-3 4'-3" ,25,. 0.018 5}10" " 5'-6" 'S-0" 5'-2'. .25 0.018 10'-6" 101-6" - 9'-1" WAV' FOR PANEUHEADER COMBINATIONS Table 4.9 0.024 1T3" 11'-1" 10'S" 9.3 '0.024 8'-1" T-10" 6'-11" 61-61, 0.024 T 111 T-9"' T-3" T-1' g.024 13'-0" IV-0" 12'-3" I.Z-1" Panel#of#10 screws PER FOOTto attach panel to header 0.032 13'-4" 13'-1 12'-5" 17-2" - 0.032 11'-1" 11'-1" IV-61, 73" " . '6.032 10'•7" 10''7" 9'-1' B'-10" 0.032 .15-4" 15-4" "14'•6" 14'-0" Headers GaUgE 1 2 3 2 3 4' . 2 3 I 4 5 0.036 14'3" 14'-0" 13'S" 13'S" 0.044 13'-11" 13'-71" 13'-2" 12'-01," 0.036 11-11" 11'-11" 11'.3" I ILL" - '0.038 1T-0" 1T-0" 16'-1" 15'-10" (in)- 115 MPH Exp B 115 MPH Exp C 1140 MPH Exp C 30 0.018 T-01" -T=10" .Tom' . T-2" 30 0.021 .S-7" 5'-5" 4'-Z" 1.'4'-0^ 30 0.0.18, S'-6" Y-F V-9" 4'-8" 30 0.016 9'-4"", 9'-2" 87-V 8'-5' Dble 2x6,6250.018 -3' 6'. 9' 4' 6' MAX .T V. MAXM 0.024 10'-6" 9'3" 9'-2" 8'-11" 0.024- T-4" 7'-1" 6'-4". 6'v. M024 T-6" T-5" T4" 6'40" -. 0.024. .12'-3" .12'-1" 11'-8". 1 i'-6" RF Fascia 0.018 "V 6' MAX 4' MAX MAX V MAX MAX MAX 0.032 12'S" 12'-Z' '11'-9" 1T-7" 0-D32 10'-6" 9'-2" 8'-11" 0.032 "9'-4" 9'-3" 8'-9" 8'-6". 0.032 14'-6" 14l-T IS-10" 13'-7.' 3x8 0.g18 3'. 6' 9' 4' 6' MAX "V 4'-MAX MAX .0.038 13'-6' 13'-5" IT-CC IZ-91 o.644 13'-2" 12'-11" .12'-0 12'4" 0.038, 11'-9r 11'.1" Ur-9" 10'-7" 0.638. 16'-1" 15'-10" •15'-4" 151" : All Others 0.018 T :6' 9l. 4' 6' MAX 3' 4' MAX MAX 40 0:018 T-3' 7-1' 6'-10" 6'S" 40 . " :0.02Y 4'-2" 4'-1" 3'-8 3'-5" .40 0.018 4'-9"- 4'-8" 4'-6" 4'-0" 40 0.016 $'-7" . 8'd" 8'-1" T-11" Oble 2x6.625 0.024 4' 8' MAX 6' 9' MAX 4' 6' 8' MAX 0.024. 9'-0" 8'-9" 8'-6" 8'-3" 0:024 6'-2" St10" .SS" S-2" 6.624, 6'-11" -6'-9" 6'-6" 6'-0" 0.024 _11'-2" 11'-0" 10'-7' 10'-5" RF Fascia 0.024 4' MAX MAX V MAX . V " 6' MAX MAX 0.032 1T3" .11'-1" 10'-8" 10'-6" 6.032 9'-U!k 8'-10". "8'-6" 8'-4" 0.032 8'-7" 8'S" 8'-1" T-11" g.032 13,-3" 13'-1" 17-0' :12'-4" - 3x8 0.024 '4' 8` MAX B' 9' 4' 8' B' MAX 0.036 12'-S' 12'3 11'-9" 11'-7" 0.044 .17-0" 11'10" .1T-4" 11'-2" "0.039 .9'-B"' 9'S" 9'-1. 8'-11" 0:038 "14'-W 14'-6" IS-11." 13'-9" All Others 0.024 4' 8' MAX .6` 9' MAX 4' 8' 8` MAX 60 0.018 6'-4 W-r '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" ¢0 0.018. :T-5" T4' .T-P ALIT' Dbie2x6.625 0.032 5' Ill M 8' 9=1 5' 8' 10' MAX 0.024 T-10" T-9" 'T-5" T-0" 0.024 4'3" 4'-1" 3'-9" 3'-8" 0.024 S11" 5'-11" 5'-8" 5'-7" - 0,024' 9'-2 9'-1" v-9 B'-T' RF Fascia 0.032 .5' MAX MAX B'. 5' MAX MAX 0.032 9'3" 9'-2" V1D" 8'-V 0.032 T-10" T-9" TS .T-1" 0.032 TS" 7'-4" T-0" T-O" - ."0.032- 10'-'10" 10-10" 10'-10" iw-io- 3k8 g.g32 S. 11' 8' MAX 5' V 10' MAX 0.038 10'-2" 10'-2" 9'-9" 9'-7" D.044" 9'r10" . 9-9" 9'-4". 9'-2" 0.038 8'-5" 8`-4" 8'-0" T-10" 0.038 12'-1" I:M" 12'-1" 12'-1" All Ottiers 0.032 5 11' MAX e' MAX 5' 8' '10' MAX TABLE 4.1 TABLe42 TABLE 4.3 'TABLE 4.4 D6Ie 2x6.625 0.038 ' 6' 11' MAX 8' 12' MAX 5' 8' 10' MAX SINGLESPAN"TABLES NOTE:PANELS MAY OVERHANG 25%OF THEIR CLEARSPAN RF Fascia 0.038. S MAX 9' MAX MAX S MAX MAX MAX 225"x6"Flat Panel(MuOls an)Detail G 3"x12"W Panel(Multispan)Detail E 25"x 24"Td Vee Panel(Mull pan)Detail F 3"x6"Flat Panel(Mulflspan)Oetall H 3x8 0.038 S 13' MAX 9! 14' MAX S 9' . 12" MAX Snm Gund Wi Panel Wind Speed and Exposure " Ground Panel nd Speed and Exposure Ground Panel- Wind Speed and Exposure Ground Panel Wind Speed and Exposure All Others 0.038 S 13' MAX. 9' 14' MAX 6' 9' 17 MAX ow Load Gauge Exposure B Exposure C Snow Load Gauge Exposure B Exposure C Snow Load Gauge Exposure B Exposure C Snow Load Gauge..Exposure B Exposure C (psf) to 110- 115 i10 115 (psf). m 110 115- 110 115 (pat) On) 110 1 115 110 115 (p (in) 110 1 115 , 110 115 'MAX`means the maximum possible tributary width 10 0.018 IO'-2" 9'-1 1". 9-2" B'-11" 10 0.021" 6'-8" 6'-4" 5'5" 5'=3" 10 0.018 "T-9" T-6". 6'10 6'-9" 1D 0.018 .11-3'.'-10-17" 10'- 9'-10" Minimum numlier of screws is on per panel LIVE. 0.024 12'-11" 12'-7" 11L7.". 11'-0 LIVE 0.024 8'-3" T-10" V-10" 6'-T' LIVE 0.024 9'-7" 9'-4" 8'-7". 8'-5" LIVE 0.024 14'11!' 14'-S 13'-0" 13'-D" MAXIMUM ALLOWABLE TRIBUTARY WIDTH AND#14 SCREWS 0.032 15'-0" 15'-07 14'-3" 14'0" 0.032 174" 71'-9" IV-5" 10'-1 0.032 11'-8" 1V-4" 10'-6" "10'3" 0.032 19'-0" 1""1 1T-1."I I&-8" FOR PANELIHEADER COMBINATIONS Table4.10 0.038 16'-2" 115'-10" 15LI" 14:-10" 0.044 1T-0" 16'3" 15-2" 14'-8" 0.038 1Y-2" 12'-9" 11'-9" 11'-&' 6.038 20'-1" 19'-9'I IB'-9"1 18'-6" - Papal#of#14 screws PER FOOT to attach panel to header 20 0.018 8'4' 8'-2" T40' T-9" 20 0.021 4'4" 3LIO" V-6" 3"T' 20- 0.018 6'-2" " 6'-0" 6•9 514" 20 0.018 SL2" -9'-V $'-B" . 8'-6" Headers Gaug 1 I. 2 1 3- " 1 1 2 I ,3: 1 1: 2 I 3 I 4 LIVE 0.024 1OLT' 10'-5" .10'-0" 9'-10" LIVE .0.024 5'-10" 5'-7" 83" .4'-1" LIVE OA24 T-10" T-8" 714" 7`-3" LIVE 0.024 12'-2 IV-O" 11'-6" 11'4" n 115 MPH Exp B 115 MPH Up C 140 MPH Exp C . 0.032 1V1" IZ-1W IT-4" 12'-2" 0.D32 . 9'-1" VAT 8'-3" B'-0" 0.032 9'4" 9L6' 9'-1 8'-11" 0,032. 15'-8" 1V-9 14'0 14'-6" Dble2x6.6250.018 6' MAX MAX 4' MAX MAX T MAX MAX MAX 0.036 14'-3" W-0" 13LB" 13'-6" 0.044 13'-6" 13'-1" 12'S" 12'-2" 'OA38 10'-9," 10'-T" 10-2' 1V-0" 0.036 17'-4" 7T-0" 16'3' 16'1 RF Fascia D.O18 6' MAX M ' 4` MAX MAX 3' MAX MAX MAX 25 0.018 8'-2" 8'2" . 7'-9" 7LT' 25 - 0.021 Y-10" 3'-9" T-4- 3'-2" 25 . 0.018, 6'-0" 6'-0" S-W S-6" 25 0.019 9'-0" 9b" 8'-0' 8!-4" 3ir8 0.018 . 6' MAX MAX 4' MAX MAX X MAX MAX MAX' 0.024 IV-5" 10'S." 9'-10' 9'-8" 11.1124 - S+7" 5'-7" V-3" 4'-0" 0.024 7'-8" T-8" . 7'3" T-1" 0.024 12'-0" 17-0" 11'4" 11'1" All Others 0.018 6' MAX MAX 4' MAX .3' MAX MAX MAX 0.032 IZ-10" 12'-10" 12'-2" 11'-11" 0.032 X-10" 8'-10" 8'-0" T-10- 0.D32 9'-S' GL5" V-11" 8'-9" 0.032 .15-4 15'-4" 14'-6" 14'-3" Dble 2x6.625 0.024 " T MAX MAX 5' 10 V T MAX MAX 0.038 14.'-0" 14'-0" 13'S" 13'S" 0.044 13'-1" IVA" 12'-2" it'-10" 0.038 10'-7" -10'-7" 1V-0"- 9'-10" 0.038 1T-0" 7T-0" "16'-1" 1510' RF Fascia 0.024 MAX MAX MAX 6' MAX MAX 4' MAX MAX MAX 30 0.018. T-9" T-7" T-4" T-2" 30 0.021 T-6" V-5" T-1" 2'-1 1" . 30 0.018. 51-31 . V-6 S-4" 5'-2 30- . 0.018 V-6" 8'4" 8'-1" T-11" 3x8 0.024 8' MAX 6' MAX 4' w MAX MAX 0.024 9'-10" 9'-8" W-4- 8'-2" 0.024 4'-6" 4'-4"' T-11" T-9" 0.024 T-3" 7-4" B'40" 6'-9" 0.024 1f4ll 11'-1" 1D'-9" 10'-7" All Others 0.024 V MAX MAX 6' MAX 4' 8' MAX 0.032 12'-2" 11'-11" 1V-T' 11'd" 0.032 8'-0" T-10" T-S." T-2` 0.032' 8'-11" V-9" B'-S 8'-4" 0.032 14'-6" 14'3" 13'40" 13'-7" Dble 2x6.625 0.032 T MAX MAX" 5' 111Y M 3' 7' 10' MAX .0.038 13'-6:' 13'-5" 13'-0" 17-9" 0.044 12}r 11'-1g" 11'-4 11'-1" 0.038, 10'-0" V-10" 9'-6" 9'-4" 0.038 16'-1" 15'-10" 164"- 15'-0" RFFascia 0.032 V MAX MAX 6' MAX MAX 4' MAX MAX 40 0.018 T-0" 6'-11" 6'-T' SS"' 46 0.021 3'-0" 2'-10" Z-8" -2'-2" 40 0.018 4'3" 4'-6" 4'-" 4'-2" 40 0.018 "T-B" T-7" T3" T-2" 3x8 0.032 10' MAX MAX T MAX MAX V V MAX MAX 0.024 8LIlw B'-10" 8'-5" W-4- 0.024 T-10" 04' VS" 3'-3" 0.024 6'-6" 6'S" 6L2" ALL" 0.024 10'3" IVA" 9'-8" V-7" All Others 0.032 11' MAX MAX 8' MAX MAX V IV MAX MAX 0.032 11'-0^ 10'-71" 1D•s" 1D'-0" 0.032 6'-10" 6'-8"- 6'3" 6'-1" 0.032 8'-1" T-11" T-7" T-6" 0.032 IV-3" IVA" .12'S" 17-4" Dble 2x6.625 0.038 _ T 15, MAX S 10' 3' 7' 10' MAX 0.036 1Z-5" 12'3t' 11-9" 11'-7" 0.044 10'-T' 10'-5" 9'-9" 9'-7" 0.038 9'-1" 8'-1 1" V-7" 8'-6" . 0.038 14'-W IV'6" IS-11" 13'-9" RF Fascia 0.038 8' MAX MAX C MAX .W 7: MAX MAX 60 0.018 5'3" S-B" 5'3" 5'-8" 60 0.021 2'-1" .2'-0" 1'-9" 60 0.018 3'-10" 3'-1D" 3LB' 3'-7" 60 0.018 63'. 6'-3" 6'3" 6'3" 3x8 0.g38 10' MAX MAX T 13' 4' 9' MAX MAX j 0-024 T-3" 7'-3" T3" T 3" 0.024 2'-11" 2'-10" 2'B" 2'4" 0.024 V-3" 5'-3" 6-3" V-3" 0.g24 B'-4" B'-0" 8'-0" 8'-0" All Others 0.036 IS MAX MAX 9' MAX MAX 6' IT MAX MAX 0.032 9'-0" 9'-0" 9'-0" 9'-0" 0.032 4'-10" 4L9" 4'S" 4'-0" 0.032 6'-7" 6'-7" 6'-7" 6'-7" 0.032 10'-10" 1g'-10" 10'-10" 10'-10" 0.038 10'-2" 10'-2" 1D'-2- 1.0V'-d2" 0944 T-10" T-1g" T-10" T-10" 0.038' T•S' T-S' T-5" T-5" 0.038 12'-1" 17-1" 12'-1"' 12'-1" ICC ESR 2676(2012 166 112M/2013 TABLE 4.6 pabp SIR.;[MJE 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- ' 13G 140 150.E 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" 13'-9" 12'_9" -12'-4" 11'-11" 11'-6" -11'-1 12'-9" 12 6 12,-4 11'-9" 1V-4" 10'-9" 10'-1" 9'-6" Carl Putnam,P.E. .. - . 3" 0.032 16-10" 15 5' 15'-1" 14'-4" 13'-11 13,-6" 13'-1" 12'-&' -14'4' 14-2' 13'-11" 13'4' 12'-11' 17-3" 11'-7" 1V-11' - 3441 IvylinkPlace - 4" 0.024 17'-6" 16'-11" 16'3" 15'-0" 14-6 13-11" 1T-5" 12,-10" 15'-0" 14'4' 14'-6" 13'-8" 13'-1 12'3 11'.7" 1V-D" Lynchburg,VA 24503 - 4" 0.032 19'-2„ 18'-B" 18'-3" 1T-3" 1V-8" 16'-1" 15'-5".14,_10" 17'3" 17'-0" 16'-8" 151_9" 15'-2" 14'-3" 13,-5" 12'-7" . carlputnam@comcast.net _ - - 6" - 0.024 20'-8" 2VA" 19W" 18'-6" 17,_7" 16'-9" 15'-10" 15'-0" 18'-6" 1B'-0" 17,-T' 16'-4" -15,-5" 14'-2" 13'3" 13'-3" . V. 0.032 . 22'-9" 22'-5" 22'-0" 21'-3". 20'-6" 19,_9" 19'-0" 18'-3" 21'3" 20'-11" 20'-6" 1V-4" 18W" 17'-6" 16'-6" 15'-0" . 20 T. 0.024 1V-11" 11'4' 1V-6" 11'-4" 10'-11" 10'-7" 10'-3" V-10" 1T-4" 11'-1"- 10'-9" 10'-5" 10'-0" 9'-6" - 9'-1" 0'-0" - . 3 :0.032 13'-6" 13'4' 13'_1" 12'-11" 12'-6" 12'-1" 11'-9" 1T3" 12'-11 12'-B 12'-3" 1T-11 1V-5" 10'-11" 10'4 0'-0" _ 4" 0.024 13'-11" 13'-8" 13'-5" 13--1" 12,-7" 12'-1" 11,-9". 1V-4" 13'-1" 12'-1 V 12 3' 11'-11" 11 6 .11 0' 10'-6" 0'-0" 4" -0.032 16'4" 15'-9" 15'-5" 15'-2" 14'-6" 14'4' 13'-7" 13'-0" 15'-2" 14 10 143" 13'-10" 13 3 12 7" 12 0" 0'-0" Max Overhang is 25"/"of span - 03 2015 - 6„ 0.024 16'-9" 16'-4" 15'-10' 15'-5" 14W" 14'4' 13,40" 13'-6" 15'-5" 15-0' -14'-2" 13'-11" 13-7' 13'-3" 12 11 0'-0" Single Spans Only - J� 6" 0.032 19'-9" 19-4 19'-0" 18'-7" 1T-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" 11.9 11-6" 1V-1" 10'-9" 10'-51, 10'-1" 9'-10" 11'-1" 10'-11" 1V-9" 10 3 10'-0" 9'-6" 9'-1" 0'-0" RpFE6S10hr-.3" 0.032 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" 1V-5" 10'-11" 10'4" 0'-0" Oe PU V - 0.024 1T-B" 13-B' 13'-5" 12'-10" 123 11-1.1" 11'-7" 11'-4" 12'-10" 12'-7" 12 3" 11'-9" 11'-6" 1V-0" 10'-5" 0'-0" 2 QQ- P� - 4" 0.032 15'-9" 10-9" 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 1V-4" 16'-4" 1V-10" 15'-0" 14'-2" 13'-11" 13'-B" 13'-6" 15'-0" 14'_T' 14,-2" 13'-10" 13'-7" 13'_3" 12'-10" 0'-0" 9 6" 0.032 19'-4" 19-4 19'-0" 18'-3" 17'-6" 17'-0" 16-6'. 16'-0 183" 1T 10 17'-6" 16'-9" 16 3 1¢-6" 14'4' 01-0" * 0- 16 *; R. 301f,01'� - - 30 3 0.024 1V-1" 10 11 10-11" 10'-7" 10'-3" 10'-0" 9 8 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 11'-5" 11-1" t0'6 12 1" 11 11 11-9" 11'-3" 10-9" 10'4" 0'-0"- 0'-0" CIVM- 4 0.024 12'-10" 12 7 12-7" 12'-1" 11-4- 11 6" 1V-2" 10'-B" 12'-1" 11 11 .11-9" 11'4" 10'-10" 10'-5" 0'-0" 0'-0" .CAL!F. T9 - 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" 131-0" 12'-5" 12'-0" 0'-0" 0'-0" - TFOFCAL 6" 0.024 1V-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'-0" DEC 18 2013 6" 0.032- 18'-3" 17-10"1T-10" 17,3" 16'_9" 16,3" 15.9" 15'-0" 1T_3" 1T-0" 16_9" 16'-0". 15'-3" 14,4" 0'-0" 0'-0" Table 4.19 Trib - Exposure B Exposure C - Trib Exposure B Exposure C Width 110 115 . 120 -130 140 160 170 110 115 120 130 140 150 160 170 Width 110 115 120 130 -140 160 170 170 115 120 130 140 150 160 170 (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 B - 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 1- 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 a 7 - 6 4 4 7 6. 6 5 4 4 3 3 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 . 332 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 15 6 6 5 4 4 -3 3 4 4 4 3 3 2 2 2 Table 4.20 Table 4.21 [CC ESR 2676(2012 IBC)12/11/2013 Page 40 of 74 SOLID COVER 5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COWERS IN 113 MPN WINO AREA-- - - 0.092'x3kB•Box Beam (Data] L Double 0.042-x3'XW Beam(Detail M) Double 0.032k2k6.5'Beam(Dela'I K). 0.092'x3kB"Box Beam (Detail L) Doub18 0.042'xSk6"Beam(beta l M) Double D.G32k2'x6.5"Beam(Detail K • TABLES.1 "' AOtached Freestanding or ad Freestantlingw Attached.. Freestanding or TABLE 5.7 . Affiched Freestandmgor Atached Freesanding or Affichetl' Freestanding or . SWctura Muttispan Units Stricture Muldspen Units"' Sbuclure' Mulispan Units SWCBBe MUIC�span Units' . SDuchu. Multispan Units Sbuctunl: Mullispan Urft SNOW I%Vq!M SPWG .Mn MIN FooTERH POSTIENGM MM FDDTDt MA%POSTIFNGRI MAxOSTLQ1L1lGTH GROIINp Tow %h1c RIG POSE MAX MA%POSTLENGM MAX IMCPOSTLP2X3Di onLOAD (P) ONStAB SPACI POST S E nmNEOi SPACI Post GSM CONnRuNfJo SP WG POST amCO@NMRAINEOFDOT LNOAO (FT) ON 61mw AB 6P-.. POST SPE OONSOWNEO i OIEN AdN POIV $T Ir Pon Mi.H�E. CONSIRFWSo FJIV O I2' POST' POSTroor E CONSr .FOOTS(PSF) (Fr), (FT] TYPE -4- 'S•' d' 'IrT) TYPE •V W V', N' (Fr)' .TYPE Y Y 'B V' (PSF) V'n' IF1). TYPE Y y '' Y (Ff) TYPE "4" - -C lFO TYPES 'd@H )' 'M) f 1 6e) M) 'M1' M) f)` () ' M) pn) M) ia0' on) f 1 Cn) M .M) 110MPH E3IPOSUREB. NS MPH EX.-Ir 10 3: a$ 1t'$ is ' t9 a �,35 -v' 1@-fT C . - M. 28 27. m 11'$ 9 19 23 '2d 26 20 3 11'-14 4-1' B 18 Z9 ]5 3B 1Y$ C 21, 2f 9 ]S 4-1' B 10 a 24' 25 WE 35 14S 1B$ B. 20 23. 25 M 15$ c a. M. v 28 10-r 9 is ''a 24 M' 35 1B-Y 04Y- B 19 M. N M 12$ 0 .a "M M M @S B 19 LOAD 4 1T$ 6-11• B 21 23 24 a. 1477 C a 2S a a 4-10' B 20` a M M 4' B•-11• TT 'a t9 a. " a' 25 11w D' a v . 26 2T T.$ B 19 21 21 2{ ONLY 43' 15--1" S-2" B M a K' :25' tY$ C M M a 27 Y-r. B" M a M a 45 T-11-- T-l' C 19 Y1. 23'. a' 1@$ D 22, N 25 27 T-1- C 19 21' a- 24 5 19'-r V-r B m m M 05 1X11' D m 24' M v B-r B 21 21 D 24 5 Al"' B-r O ..MI 22 a. M .1@S 0 23 24 25 25 @$ D M 21 2E 23 - 54 12A' 3-2 6 21 a 25 25 "1" � D 24 24 M "v 9v-r B - 21 ' N 23 24 55 @$' @S C M. .�21 a N � @-r D a : a - M a V-0r �'C 30 21' a a 8 11W T$ C 11', a M 01 11'41• D 24 N' m v ' re" G' 21 v a .24 8 5--11' S$ C. M 21 a 24 @-A 0 a a 25. M 5-1V C 20 20. - 65' 1P$ r4' C N a' a N 11VT -0 'M M M 26 . Ti C 21 21 22 2.1 _ 65 S$ S$ C M M a` a - V- D M M 24 "M S-r c '20 2b 21 a' 7' 4$ T$' C 22 a M 24 1@$ LD M M. M. 28 T$ C a a "a a' T '9-1- RS' C . 20' "21- a a frT D M 24 24 Xt SJ• C M M .21 M 7.5 4-1• @S C 22 22 M. .24 t43 O M M M M B-8,` C '22 •a. a M ]S P-Y 4'-11- C M - M 22 M' T-11". D M N. 24 a Yd C' M M 21 22 ' B @$ fr ' C a a a M: 9'-11• D a M a 26 @S C. a a a 23 8 4'r V C M 20- 21 a ' T-T 0 a M 24 M 4'-1r C 21 - N : 21 22 85 @$ B-rCa> a a' a LWO D- M M. M M' @-2' C a M Tlimi a Bb 4v2• 9'-@ C' 212t v a T4 D 24 N M a .Ivr C 31 21 2t. a9 T$ S-1P C a a. '23 M D a M M M 5-11' C a a - 9 3-11" 4'S' C21 21 31 ' " 0 24 24 24 23 P$ C 21. M 219.5 T-r S2' C M , a a M D M" M M _M V-0 C' 22 22 9S YA' 4-1• G 21 21' 21 22 B-1P DM24aas42110 B-V S-S "C tY M a' 'a p M M' M ffi Sr.. C .-M. a. 115MPHEXPQSUa1sC.. a130MPHEXPOSUBEB 11 @2• S-1" c M M -.a M. D M M M: M 5.2' C M M. M3 11v17 B$ B M M M. - a 12$ 0 M v .M ]0 .@$ B M a, M v12 6f 4•- . G a- m 23 a 0 v v' v v 4'-11' C a a .3S tM-2' T$' C 21 24 M v 11'$` D 24 v a M .Tv9: C 21 23 M M• M a � 0 - v 'v v" v 4'-r C- a a �.4 @-it' T-r C� YI 24 M v 1@-0O' D .24 � 26 2D M' T-1' C .0 '.21 �M' �a 1tOMPHEWDSUREc r41MMPHE%P0911REB . . 4S T-11' @-r:. ..C, M 2. a M IV-1- D 24 M 27 .M @-r C 2t M 24' M 10 3 a$ 1@4• B" N . M 'v a' ir- 'C 24 a 79 31 1@$ B a 24 a v 5 T-1' @-1" C v a M M 4S O a' M v M VS C 21 a N a LNE. 3S 1B-S S-S B '31 M 25 a ' 14'$ C a v ]9 30 SS Is 21 a 20 v 5.5 B$ 8$ " p' M M M, M LOAD 4 lr$ B$ B 22. a M ', v 13$' C . 0 v 28 M @d" B a M 25 25 6 5'-11" S3' G a �22 24' M B$ D M M 25 28 SS' C 22 a a M ONLY AS 16-1" rt1•' B a 24 M' v, lr- 0 M, M M 4 @-r B a M M M 85 S$ 'S-1' C'- a 22 N M .@-1• D M a a v FS C a a M a 5 13-r T-r B a 24 - M a :11W D 20 a .a M ]•-]' B 22' M m 26 T 3-t" '4'-B` C M a 2! M r$ D 26 M 28 v 4'-11' G 55 1Z4' .T--1" " c a M M 2B 1B--t0• 0 a M v M rS C. M M 24 "25 ..7.5 P-r f.-e' G a a 23 .'M T$ D a 26 M. 27 4'$. G a. m M N 6 114' @A' 0' M M a 22 1@i' D M- "M v M B$ C a M - a' M 8 P$ V4 C a a M 24 T-1" 0 M 25 25 v 43' C 23 M a' 24 05 1@-S VW C a a 24 M Y--1P 0 v v v a 65" C a m M a 85 "P-r r4- 'O 22 a' M N �@-10' D v a v v 4'S' C M M M N' T 4$ B$ C M 23 N M 4$, D v V. v M 6-1. C a m 2Y a B 9v11' 3-71' C a 'a -"a' N @-r D a a v Y! '4-1' D M a- a M' ]5 4-1 @$, C -a a 31 M @-1' D a v v v S-iP C 29 a a N BS 9'$. T-8' C Y.1 a M N @i-. D v a ar s 3'-11' O M a a M 8 8'S S$ c a. M = N M '3-0' D v v' v v Si' C N, a N 24 115MPHE%PWUREB ' TJ C 24 24 24 as Y$ D- a M 28 a Si' C N N N N M e 114• 1-1" B 1B a 25 a 13$ C N 25 v 28 9v1" B 1B m N M 9 Ti' @4r C N N N M 11' D 28" "M 28 a T T C a: a 2W N. 3S 4$ 'BS' B 19 23 .24 M 12.3• D 21 25 M a T$ B 19 a' 23 N _ 9S T-2 4'-1P C N .N 24 N T-1o' 0 a M "a a' :4'1W c N 21 N N I @$ T-r C' 19 a N M 11'$ U a N M v T$ C- 19 - 21 M 24 10 B$ 4'$ 0_ N N N N rT D a a N a' f$ C 24 a a 2f 45 TS T-1' 'C 19 a a M' 1D$• D a N M 2T r-1- C 19 21 a N 11 @S 44' C 34 a N' N T-r 0 a a a a 4•-5" C N N a 24 5 @-T 6•-r C M a a 24 1@d' D M a M 28 6'$ C M 21 22 a 12 S$ Vb C N N N N fr 5 D a .M 29- M ArY G M 25 25 :.M 55 B-r 6'-r C M N 29 N S-r 0 M 25 -M M Ba- C M 21 a. a 13 sr- T• G 24 .N a N Vi D 29 a M E Y-11� O M M M M 6 T2 S$ c M a a m 5-1^ O m a M a 5-11' C M M a a 115MPHEXPOSURES 85 S-2 S$ C M 21 a a 8'F D M 23 24 "a S-r C M M M 23 10 3 2Y-B' 114' B M N' 26 v 1@$ C ,a 28 a M 1Tt B M. M 25 25- - T. 4'-1Y S-r. C M 11 a M Y$ D N 24 a a S$ C M M a 23 LIVE 35 1S-S 1BA' B- M N M M ISS C M M v M 10$ B 'M a N M TS PS 4•-11- C M M 22 a T-11- 0 24 N N M S$ C M' M 21 a- WAD 4 1r$ 4-r 5 21 a M. 20 14'-r' C a M v a 4$ B M 22 a 25 B 4'J' 4•-0' O M" 20 21 M .T-r D N 24 N M 4•-10- C 21 21 21 v ONLY CS 15--V 8-11' B 21 M N M 13'S• C N- a v a 8-10' B 21 a a 25 BS P$ P$' C 21 21 21 a T-4' D 'N N a a qr C a 3] 21 a 5. 1Y-r ar4 B 21 a N M lrS D N M M 25 Bi" B v a a N 9 T$ 4'2• C 2t a M. a T-1' 0 24 24 N 23 4'S C N 21 21 "a. .. 55 t24' T-iv B 21 v 24. 25' 11-14 -D - M M a v T-tr B 21 a a N. Ilsmm XPOSUREc v1311WHMOSUREB e' t1W T-S c a a 23 M 1f4• D 25 . M N v 7W C - a m M' a M 3 114• 04' 9 M' M 25 M 12$.85 10$ 1-1" c a - a 29 M 1" D M v; M v T-r G a a a N 35 B$ T-r. C M N . M v .1r$ D M 26 a . 30 T 4$ @$ C a a- a N 1Dd' D M M M 26 B$ c a v a N 4 S$ 8'11' c -N N M. v 14a• 0 N 26 23 M T5 S-1' VS C M. a M 24 @-11- D M M M 26 B$ "' C a 22 a M 4.5 T$ @$ c 21 a M 26 4-11' 0 N M v M. B B$ 1-1. C a a m 24 sr r - D 28 M M M @-T C a a a a 6 @A' 5`41• C 21 a M' 25 B4' D M. M v a 36 ar ' FAV C a a : a 24 S-2' D M a M M S-1r C M a m M SS Bx S-r . C N M 24 28 @-10' D M M v a 8 - 8139" 9 T$ aw C 23 a M a 8-11' D a a 2B M SA' C M M1. a a 6 S$ S$ C a a a M CJ' D M M 26 a as rS S$ C a a a a @-r D 26 a N 28 T' C a M M a as Td C-11' C � a a a M T11', D. M M 26 •" ' to @$ 6J- C M 23 a 23 C;" D v v v v Si• C M a 23 a T 4•-1P {•$ C a a ]5 a T-r o a M M 2r f, 1' 613 20 11 @-r P-1V C M a a a 7v1V D v v v v T-0 C a " M a' M ]S 4'$ 4'S C a M M 24 TB° 0 a M M v �A A+ J \� '✓Ir ,I '>E 12 S$ {'-r C' M M a m T-S D v v v v 4'S C M M M a B 4W C- C a a M N B-1P 0 M 25 M v t1YY00Y1'1-- 13 Sd 4'S C 1 a a M as T-1- D v v v v 4'S G a a 24 24 BS 4'$ {'$ C a a M 24 @$ D M a a 2fi v} Q Lp Cv)� `\Q' 9 3'-ff T•t0' C a a a 24 B$" D M "a M DEC.18 1 JUN 03 2015 ICC ESR 2676(2012 IBC)12111/2013 Page 41 of 74 SOLID COVER S.D POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN 115 MPH WIND AREAS - - 0.042•XJ'x8'Box Beam(Detail U Double 0.042'x3'XV Beam(Detail M). Double g.032'k2•xG.5'Beam Detail K) 0.042'x3'XB'BDx Beam Detail L) Double 0.042°a3"x6'Beam(Detail M) - Double 0.037X hed, Beam(I Ing K) + TABLE 5.1 - AHaox B - Freestanding or Attach Freestanding or A6aChad Freestanding or TABLE 5.1 ARachetl Freestanding or Attached Freestanding or Attached. Free;tan Units or SWdura MulOspati Units Structure MulfspaAUnfls Structure. Multispan Units SWcNre Muidspan Units - SWGura Multispan Units Structure MultisOan Units GROUND oTN SPACINr3 P0.5T MIN FODlE0. �MAx POST iGTH ir POST T;-E-. 7 @ ' 1D' IH L I G Y POST MIN_ FCOTER @ i 1PL I GSNOW WIDITN 9'ACI 'PoBT MIN- Pi pr it P MW O �0 I�PCSTLENG1Y Mar MIN O ' 1 ff ILENGTH LOAD 1F71 ON SLAB SPACIN POST SqE LONSTRNNED FO SPACW CONSTRAMFD FOD SPACING POST 6115 CON5IRAPIEO FOOTE LOPD IFT) ON bIAB SPACW POST SIZE Wt15TMWE➢FOOTER SPACW PoSf 6� CONSTRMNFD FOO SPACIN POST snE CONSTRNNED FO TYPE 'E• W •T 'C (PSF) IFO (FT) TYPE 'C V '@ Y lFT) TYPE 'C '4' •4' 'T 1� TYPE 'd• on) 'd '? IMF) _ (Ft). (FT) TYPE •a• •e W •a (FT1 Y •c V (F7) Pn) C) Ori) M) M)f) MI -M) MI M) - M) Ib) - II) C I M) M) C) Cnl; ODI M) _ NSNPHEXPoSUREC w 130 MPH EXPOSURE S t15 MPH EXPDSUREB 10 3. 2YS 1e-1' B 21- 26 2T 28 t4'-1D' C a 28 30 31 10'-0- B 21 25 28 xa JO '3 eS @-4' B 18 RD 24 25 tY£ D 20 25 26 28 6'J' B -1B YJ a N LIVE J.5 t@-S 4S B a 25 a to 13'a' C 25 a R9 31 @-Y B 22 N A 27 35 0T T-r B 19 a 24 25 �tt'S D 21 N 2B 2T T-r B 10 21 2J xd LOAD 4 lr-0" B'S 0 a a a 28 12'S D 25 a a 30 @-r B a 24 25 27 4 T-1• @-11• C 18 a "23 24 VA I. D z1 N 25 2r TS C 1B 21 a 24 ONLY 4.5 15-1• T-1P 0 21 24 26 27 11'-+P D N 27 a 30' r-IV B a a 25 26 45 @a' @S C 19 21 23 N 8'-11' - D 22 a N24 28 @S C 18 21 a 2T 5 +3'-r -TA• C 2+ 24 26 2T 11'-Y D 25- 26 a a T<' C 23 23 25 ze 5 SS 5`41' O 19 21 Y1- 24_ @-d• D a 2328 @-V C 19 20 a 2] 5.5 tY<• 6-11• C 23 N RS 2T 10-r O 37 9 20 a @-11• C 23 2l N 2fi 55 SS S-r C 19 21 22. 23 B'-IV D a 2325 5-0' C 19 20 22 9 . 11'-4' @a• C 23 a 25 a :W.I.r D 2T 2T a a V-r-11 C 23 33 N 25 6- 4'-V la3 C 19' R1 'a 25 ff ' D a 23 35 SA' C 19 20 21 23 . as 10'S @-Y C 23 23 25 26 �ff-r D 27 T 27 - a 6'S C 24 24 � A 25 6.5 4W 4'-11- C� 19 a a a r-rT-11 D a a. -a SS C N 20 21 a 7 V-V FAT C A 24 24 A TZ D 27 a a a 5-11- - C 24 24 24' 25 T 4'-t' W-V G 1B 2D 21 n T-r D 23 2325 4'-Y C 20 2➢ 21 a 75 T.I. S-r C N 34 24 2G @-1D' D 29 29 N a Sa• C. A 24 24 25 7.5 YA• 4'S C 20 20 21 M T-3- D a 23 - z5 4'S C 2D 20 21 Y1 a 6'6' Sa' C 26 2d 2I a @-r D N RB N 2B S-S . C A 2t' 24 25 B TS 4'-Y C 2D 20 21 a @-11' D 2l 238.5 @T S-1• C N 24 24 25 B'-Y 0 A RB 2a 28- SS C A 24 N 24 05 3'�•' 4'-0- C 20 2D 21 22 @F 0 39 2324 4'-2' C. 20 30 20 a 9 Tfi 0'-tp' C N 24 24 25 T-1C D 2B a a 2@ s-0 C A 24 A A 115 MPN EXPOSUf1EC w 1.MPH EXPDSUREB BS T-Y 4'-B' C 2d N N 25 Ar D 29 S. a R9_ 4'-10' G N td A 21 30 J 9'S- T-tP B A 2d R6 a 11'-1R D 23 27 23 30 T-10' B 20 R3 25 25 10 @-9' 4'a' C A A 24 25 Ti' D R 29 29 29 4'-T C 2@ 25 23 -25 35 @-Z' T-1^ C 20 24 25 Z1 t0'-1P 0 23 26 N - 29 T-Y C -2@. 23 25 26 11 lrY 4'-Y - C 25 25 a a @-11- D -N 29 -as - a 44^ C 25 25 25 25. . 4 T.I. @a•- C 20 23 25 26 to-1' D L1 2b Y/ 29 @.7'. C 20 23 Rd 25 . 110MPHE7 OSUREB - 45 - V4- VS C 21 23 25 a 9W 0 N x5 27 a @-1' C 21 a 24 25 a 3 11'-10' r<' B 16 Z3' A 23 15-1C C 20 25 26 _2@ @a' 0 19 a T! A 5 r-B- r-r C 21 23 21 26 @-10• D A 25 2r 28 SS C N Tt 23 25 a5 t0'-Y @E' B 1B - 22 -24 25 1YS D 21 N 28 2T B'S B 18 21 a N S5 S-Y S-Y C 21 22 N RS @-3' D 24 25 28 28 S-d• C N 23 23 23 4 @-1P rAw B 19 21 a 24 11'-ID' D 21 N A 2T T-10' B t8 21 a A 6 W-W 4'-1P C 21 a N 25 T-10' 0 25 - a 26 P "rS G 21 21 a N 4.5 T-f1' TS G 19 21 a 24 11'-P D a a A 26 T3 C 19 21 a 23 6S PA^ 4'-r C 21 a 23 a TS D a a 2b 27 4'A' C R1 21 a 26 5 r-1• @S C 19 21 a 24 lv6 D - a a a a GAW C 19 20 a a 7 P1^ C-0 c 21 a a 25 55 6'S @a• C 19 21 22 a ff-1P' D a a N 26 Sa' C 18 a a - a - fi 5-11' S-11' C 19 21 a a VW as 21 a N 2S @S C 20 20 21 ZJ OVER- TABlE 53 TNBUTMY WIDTHS FDR 9WGLE SPAN ATFAGHED SIRUCNREB 'QFESS/ON - a5 5S S-r C A 20 a a @-11' 0 a 23 24 25 S-9' C 20 M 21 22 HANG PROJECDON OF"N""AN GTUOTGRES IFT) _ ] 9-1' Si' C 2L- ID a a @S 0 A a 24 _ 23 r-S C 20 20 21 a (F� @ T @ 9 +@ 11' R 13' 14' t4- 1@ 1T 1B' 15 2P - a' 2Y _PU 75 4'-9' S-1' C 20 M 21 -23 a'-P D 23 a a a S-Y C a 2D 21 a _0 v 3S 4' 45 S SS a fly T T.r @ B.S ff 95' to 10.5 tt' a 4'S 4'-1P 0 20 2D 21 a TAW D a a a a �4'-11• � C 23 2D 21 a 1' 3S Y 4S S 5S r as T ZS '@ BS _ S AS' 1@ +O.S 11' H.r BS 4'-Y 4'-r C Z0 IG 2f a TS D td 24 24 24 4'4 G 20 20 20 M 2 Na Na Na 5.6 S GJV T TS @ as r 90 1D 1D5 11' 11.r lY ^ 9 Y-11° P-S C 1D 2D' 2f D- 24 24 N '24 4'S C 2D 20_ Ll N' 3' Na Na Na No Na Na Na @ as 7 95 IV 10.5 11' fl.5 tY t2S � _ I1 95 T-5' 4'S C a a 2t D 34 24 A A 4'>' C 20 20 20 21 C Na IVi Ne Na Ne Na Na Na Ile Na - Na 103 tt' 11.5 t2 f25 f3' 15 110 MPH PXPoSUREC w130MPHEXPOSURE B 20 3 11'-10• @a• a a 24 25 a 1@.m D a a a 30 @a• a 20 a a 26 TABLE 5.9 Post Requirements TABLE SA Posturesor reins for 3.6 1D'-Y T-11' a 20 24 ss a t1•-n' D a N 23, a r-n• B 20 a 24 2@ for AtinnJurd Single Span Structures Freestanding Structures or MUlBspan Allach¢d Structures Q. . B•-11^ Ta• L 20 a 25 a +1'-t' D a a a 2s Ta- - e 20 a A ss Post Description Max POST Delzil Past D¢satp5on Maximum Max POST C1V gCt' 44. rat^ @A• c 21 a a 26' tpi' D A a 'r_ a @s' C 2t a A zs Hirt Code Footing Height Code Debit 5 Ta• sa• a zt a z4 a ffa• G A a 2B an V< C 21 a a 25 Twin 0.032SA.5�11.5'j1d B. I 0.040Se3'x3"Steel Clam d= 23" B' B AK 55 @-s frt C 2f a 24 ss es D' 2s ss 2a m 5-11- e N a a 21 lWln 0.024•x2"x2'Bao ' 0.048•x3°x3'Steel Clover d=' 22' 6' -C AK 6 S-1t• Sa• C 21 a A a @a• D ss x5 26 a r-r c z1 zt a A 0.032°Postw/0.024'6 - 3176'x3SCi'61ee12 ed= 29' 14' F AF . DEC 182013 fis 5-5- Vx c 21 a a 25 @-r o 25' 25 26 a 5•a• G a a a A 0.032"Pon"/0.032'S3/16Y3Xi Steel S Gare d= 32" 6' - G AF7 S-t• 4'-11• c a a a 26 rn1- D R5 a ss xT ra- C a a a 24 Clove10.040X4"z3"Al , Sled S uare d= 32" t2' F AF 75 4'a• a'2' c a a a N r-r D N 26 26 Y6 P-V C a a a 24 M num 0.07Sx3•x3- ' 7/47d'x3'Steel S uare d= 34" B' G AF e 4's ca• c a a a 24 ra D a a'- a 24 4-r C a a a a 0.046•x3'x3"Sla ICo2' 3/67di'z3'Steel S uare d= 36" S'. K AFB5 S-tt• 4w• c a a a N @a• D a a a a e- L a aa - L7653'3a"Sseel Steel Cu5' 3116'x5'x Steel Square d= 41' 15' L AF OSS85 3'-9' 3'-tm c 'a a a tt @s o a a 26 a 4'a- D a a a a 7/4•A3k3'SleetSqua5' ' L10 @s @a• c a a a' a @a' D z6 a a A @1P D. a a a 2t 3/B'SOXI'Steel Squa55' 1.CHOOSE FREESTANDING ORATTACHED STRUCTURE S.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 Raymond /2017 3506 3.DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE SITE - FREESTANDING AND MULTISPAN UNITS USE TABLE 5.4 on,CA nd Ave i e 6- I •k (PATIO UNITS USE 10 PSF MIN,COMMERCIAL UNITS 9.FIND THE O/C SPACING OR 11 OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.5 OR TABLE 7.7 Fullerton,CA r1j, USE20PSFMIN) 10.USE THE APPROPRIATE DETAILS Cad Putnam,P. 4.CHOOSE A PANEL FROM SECTION 4.0 THAT HAS la e ADEQUATE CLEARSPAN FOR YOUR NEEDS. FOR PATIO SLABS FOLLOW 1-6FROM ABOVE THEE link Place _ F CAV*�EL S.DETERMINE TRIBUTARY WIDTH FROM TABLE 52 OR SLAB 7.DETERMINE MAXIMUM POST SPACING ON SLAB FROM TABLE 5.1 Lynchburg,VA 24503 CALCULATE FROM TRIBUTARY DIAGRAM ON PAGE I SLABS.USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING cadpubmennocomcaslnel S.CHOOSE A HEADER FROM TABLE 5.1 THAT HAS ADEQUATE SLAB 9.FOLLOW 940 FROM ABOVE �TT.� POST SPACING- SLAB 10.FOR TWO POST STRUCTURES USETABLE 7.1 ON SHEET MisO FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES J Ll N 03 2015 7.USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 5.1 ICC ESR 2676(2012 IBC)12111'/2013 Page 42 of 74 SOLID COVER 5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN 115 MPH WINO ARFA:. - Roll Form Alum Fascia w/Insert(Detail W). Efdrutlatl Alum Fastla Detail U) Extruded Alum Fascia(DelaO V) - - RD0 Form Alum Fascia w/Insert(Detail W) Exbudetl Alum Fascia(Detail U) Fawtled Alum Fascia(Detail TABLES! -ADached Freestandingor Attached Freestanding or ADatlled Freestanding or.. TABLE 5.5 'Ailached Freestanding or Attached Freestandinga :-AtlaWetl Freestantling or ' SWdure' MUNspan UniLs' . SWctpf9- Multtspen Units SWctme. Mull'Gpan Units StrucBlm Multispan Units StmcWie Multispan Units Structure Muhispan Units " GROUND 1RIB POST MAX MIJ MUIX 1GIH MAX - MA%PoSTLENGTH MA% MAXPo9T LENGTH GROUND TRIG FOsr MAX MAXPoST LQIGTH "M8X MU(POSTIMNGIH MAC MA%Fp5ilFNGTH SNOW WIDTH SPAONG PoST MIN FOOTFIt. T-''IV I;1T .POST MIN FODTpt 6 ' IV. I f2 POST MIN FCOIER V I tV ' 12 SNOW \•AOIII FACING POST MIN 6 I 1V'', 1Y POST MIN M W. I 1P. ' 1T POST MW 6. ( 10 '' 1T LOAD (FT) MINAS SPAC POST 5�, CONSTRAMEO SPAO POST � CONSTRAIN®FOOT $PACING PoSi aw CONsmAINEOF LOAD (Fn ONsvls sFAcvJ POST 5- LONSIAAINED FOOTER SPAC POST 66E 00N5TRNINEDF00 AOIN POST 512E CONSOWNEDF . . (PsF) (F'p IFT) TYPE 'd 'd' •6 'd III TYPE -d . -e 'C. 'tl• (F7, TYPE Y w Y 1. .. -e On) 'd Nd ( WSFl (Fn .(FT) TYPE 'C -E'. 'd' 'r IFTI TYPE Y- Y W . '4•. � TYPE Y `V 'd' -d tm MPH E3spauREe ) fn) fW C) Dd fn) Nd O "(d) (M3 in lint fn) (n) C) THY f 1 M) Cn) f) 115 MPH EXPOSURE& f0 3 YYd' 18W C .S N 2!' ,a 14W B a a. N 'a 13'S B 'a a a a N . '9 .it'-10' 16'-0" 0 a 25 25 2D 11'-10" C' 2D 29 N 23 11'C' _C' ZII a N 2fi LIVE 9.5 llr0 ITS. O. 23 a. N a lw- C. 21 -a. 2fi 25 .lTS 'B N a n N 3S VV 15S D a N'. 20 a 1VS C N a 24 N lP-2' C' _.a a 24 N TOAD 4, 1TS 16-V D N a N 9 12'S C a Y2 24 2S 11W C. '21 a 24 25 4' 0.11- 1P-T D 2{, 24 2fi a. '911' C 21 a 23 N Y-T' C 21 a N N ' ONLY' <.5 15-1' i6LT' o ss 25 26 2) i 11T C 'a M. N' 25 11W O "2Y 22 N. 25' �43 R11• 14'S D 24 'N. 25 D 9S C N 21 2S N 'C-Ii'- O � 2t' a n. �.23 1T--T' D 25 25 a a tt-I- C a a- a N IVS C a a 24 N '5 T-1' Aw3 D 25 is ss n 6-T D 21 21 23 N CS G 21 a M 24 a3 lrLV 15-1• D 25 a 2fi a t0$ C z3 23 2d" 24 /DS. O 22 a a 25. 65 6-6' 1Y-r O n W 25 W lr ' D a a a' a T-11• 0 2t 21 23 24 S. IIW 1V' D. N N. 25 N 741- C" -23 a a N S-T O a a' 23' 24 6 T- - N• 12'S 0 25- 25 a a T-T D � T2. 22 a. a TS D a zz a' �a ss 1VS - l4'd• 0 a a a 2) TS' C a a a N S-r " C a 23 a 24' 65 SS 11'-V F 26 a M. N TY D 22 a a a T-V 0 a 23' a �24- T TS' 13'-11' p a a 27 9 FEW 0 a a' _23 23 T-T C' '23 a' a N T 5-1' IWAV F 25 25 N 28 BS D. a a a 23 Cd• 0 TS S-1' lw4 0 Y) v 2) a 6-r 0 N N N N" .8'S. D' 23 a -23 24 73' ' 'rW 1PS F 26 2fi '25. N 6S D 42 22 a a 6C. D a a a 23 8 SS 12'-10' 0 95 a N 28 SS. D 24 N N N 8'-V .0 N N N N, a 4W 1D-V F N 2fi N N e'-T D a a 22 a lr ' 0 a a a' - a 8.5 VW 12W 0 N a a N T-Ir D a N N N TS D -N 'N_ N N a5 4'S VS F a a. a a S-11' D a a a a SW 0 23 23 a. a 9 TS lrW P AS a N a T-T p 2fi N. - N N TS' D N N a 2Y 8. 5-11' 9J' F a 9' 2)' 21' 'SS 0 a 'a a a S-Y D a. a a a 9.5 Td' 11-T F N a. a. a TS p N N 24 N TJ• D 24 N N N 9.5 Y-9' S-1' Is 2T Vr a Z2 SS 0 a a' a a 59' D a a' a a 1O GW" 11'S F a a a a TW' D. N N N N TW .D N ' N' '24 N 115 MPH E%POSUPEC� a 130 MPH 53VOSURE B" 11' 6-2' 10'S F 29. a a a 6•T 0 2fi a a N 6-T D a N N' a a 3 11'- 1V IW4V * D 25 V. N 30 IB'.-IV C �a' N N a l0J' C 2S N '.2B N 12 Se' 17-1' F a, '28 " a s 6.2+ 0 a N' N a 6a• D' 25 '25 a N 33 IS-T 14N' .P 'a a a 30 Y-1l' 'G' a N` N -2T S-T. G a N a 27 '1s S-T T--T F 30 N 30' . N 9-tr D a 2$ a " a - 5-11• .O 25 ss 25 N 4 S-11- 19L11' D 2fi' a 28 a 1-1• C a 23 N a '.T-11' C 0. N 25 4 1f0 MPH FXPOSIIREC a 1N MPH EXPOSURE B' 45 T-11' IT- ' D' T) 2T a 29 6S D 23 a N 25. .6S D ' a N 23. a 10 3' Wd 1Td• ' C ss 9 a N 1Y--1- C a .N a 28 lY3' B a' a 27 N ,'S T-1" lrS D 2T D a a T-1r D a a N a TS D a a' a N LIVE 33 1TS I" D. a' a 23 3D' 1TJ' C 23 N '25 a j14' � C a N � 28 a S5 6S' it'd' F a 2) 2) N TJ' D 1A' 24 21 ]S TJ" 0 a a 24 a LOAD / 1TW tTS D N a a N 11'W C- N N .a 2) - lwS C a a 2fi' a 0 5-11• 1t'-1- F 20 N a' 28 5-11- D. 24 N 24.' a 8'-11' D N - N N. a ONLY 43 111 15-1' D 2) D a N 1S-T O N. N N 24 10W O N . 24 - a 'a 65 'SS. ID- T F a a a a TS D N N N ss 6-T D N N N a 5 1Y-T N'-T D 25 a a' N . 8'-1r C 24 'N a 2fi War C IN ".N N 28 7T' T-t• 1D-1' F a. N 28 29 SS D 24 N N N 6'd' 0 N N 24 25 . SS 12V•� W.I. 0 N a N� a Td' C. a a �N N TW C' N N . a 38 � TS {'S Sd' F a- �'a -a N .S-it• 0 N N N N 5'-11' O N 34 24 a a IIW 1Y-r D a a 29 a TS ,'0 N a a _a B-T C' 25 25 N .26 a V6 S�4' G a a N 29 S-T D N N N N Sd' 0 'a N N N 63 tV3 13W 0 a a a a WJ D a In N N B'-T D a a a N 8.5 4-T SS G 29 a 29 a sw D N N 24 N SS O a" a 25 25 T Sd' 1TS D a a 29 a' T-1t• D N n a 25 T-10' D 25 a 25 N 9 '. 5-11' Sd' G a 29 25 a 's,., D N N a N' SS 0' TS 4-i• . .11'-11' D 90 "30 30 90' TS D a N N a TS D. a a a a' .9.5 SS SJ' -G a' a a a N Z. a a 6-1' D N a a N e 6S '11W F 30 ' 30 a 30 T-r 0 N N a '. a TS D a 2fi N 2fi 115MPHEWMUREB a3 6W 11'-T F W 30 30 30 S-11- D 2fi N a a 6'-1l' 0 N 20 25 N - a 3 11'W 1S-t1" D a a. 25 a 11'W C N a N 25 IV-IV C 19 23 N N 9 VS. 1V-r F a W 30 36 SS 0 a a a N SS 0 28 2S N 'a 93 Sd• 11-1' D' a N N 2) t6d' C N' a N -a 10-1' C a a 24 a $5 1VJ' F 31 31 91 31 6J' 0 28 N N' a 6S D N -2fi .a a 4 6S 1PS D N N 2fi 2T IFV C 21 a a N 916• C N a N N 1D 6S tV•1' F 31 31 31 31 6'-2• D N a X 2fi 6Z• D T6 a" N a 43 T-r 19-11' D N N. N 2T 5-I' C 21 21 a N s'-1r C 21 a- a N If 6-2' TS F 31 31 31 31 T3 D a N N a 6--W D a Z1 2) a 5 6.r 1SS D 25' 2fi a 27 firs 0 21 21 a N 8'a D 21 a a N 12 SS VW G 32 32 32 32 SJ' 0 a a 2) a SS D N a 27 a 65 6- lYS 0 25 ss 23 26 T-11• D 21 21 a a T-1V O N 2t '23 'N 13 S-Y:- 6S G a a a a' T-r D n n a a ' sa+ D a 27 a- a 6 6'-e" 11-1r D a N N N TS D a a a a �'TW D T4 a 23' N 1t5MFHF 11REB 69 6-T 111- F 28 a. N 26 T.I. D a a a a TS D a a a N 10 3 2YS 19'-T C a 26 Z) N lw- a 21 a a N 19'-1. B' a N 25 _27 ) 4'-1r 1V-1V F 25 25 20 N 6'd' D a' " a a a firs D a a a N LIVE 3S lTS- 11Nr 0 24 a 2T 'a 1TS C a a a ''28 lY-I' 0' 21' 23 a a 23 4W 10W F a 26 N N 6J' D a M a a firs D a 22 a 23 LOAD 4 1TW 16S D N ss a a 1TJ' C a a 24 a 11W C a' a a N. 0 PS 1VW F N 26 26 a W.I. D a a a a. 6s D a a a 23 ONLY 4A vs-v, IV-IV D a a a a 11'S C a 29 N N 1" C �a a N' R0 33 4'd' V-T F 28 26 N N S-1V D a a a a 5-11- D a a- a a - 5 13-T' ITV D' a a N a 1Vd" C a a' N N 1w. C a a N .a 9 YS TS G V. 27 a a 6-T D a a a a S-r D .a 23 a a SS 1r.V 14'-r 0 N N a 2) W.I. C a n. a a Sd• C a a N , a 115MPH EXPOSUREO a130MPHEJD13MIEB 6 IIW 14'4 D 2) a a 2) TS C a N 23 N Sd' C a -a .N 3 ss 3 IIW -IS.T D N ?) a 30 1VS C a N 26 V. �nFES'Sf0/lI 510 G.S. lwS WV -0 v TT 27 2) 5--1' C 24 N N- N 6-1r G N N N' N 35 VS 1P5 D a 9 a 30 6-W C a N 23. n T TW 13'S D a N 23 a 6-1. D N N N N B'S C N 24 N _a 4 6$ lYd• D 20 a a N 6-fr C" a 23 a 25 yKJ }u _ �j 4p` p •r(O� 1.5 B-1• t214' D 2a 29' 29 a lr • 0 -24 N N a a'-1. D M N 2fi N 45 TS 17-11' D T N a a 0'S 0 a a N 28 a B'S 17S D a 25 a a T-1P D 24 N a N Td• D N N N N - 5 firs 11 D 9 V. �9 29 _ TS D a a 24 a 65 - 6W i2S D a a a .N T-T D N N N N TS D 24 N a N 53 6'-T 11W, F 9 27 2)' a T-T D a a 24 25 �: $ 3 l 6 139 9 Td' 11'-T D 29 .N a 29 TS D a a a 25 'TS D a 25 N 25 6 SS 1V-11- F a a 20 a 6'-V 0, 24' N N 25 83 T-T 11'S F a' a a N' TW 0 a a 75 N T4T 0 a. a 25 25 S5 5-r 1VJ- F a a 'a a' lr ' 0 N a N 2 1D fr • 1V-11' F •a a a N 6S D ss ss N a 6S D a ss a 25 T 4'-1r 5-11' F a a 20 N 64 D N 24 24 4, * ) 11 6d• 1Vd' F a a a a lr • p a a a a 6J' 0 a a a ss 7.5 PS TS F a a N a S-r D N 24 _ N a !f 12 6S TS F 30 30 N 30 6-11• D N a' a 25 6-0' D 25 25 a N 8 4'S T-P D a a 39 a 5S 0 N 24 24 N Cf 19 S-T Sd' G 30 3D N a 6-T D a 'a N N SS D 26 26- N 28 65 WV lr9 G a a 23 a F3 D 24 24 z4 24 s 9 YW firs' G a N a N sW. D u N .zs CAt.. FCAl1F0 DEC 18 JUN 03 2015 ICC ESR 2676(2012 IBC)12/11/2013 Page 43 of 74 - SOLID COVER 5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN 115 MPH WIND AREAS. - - ROII FOtm Alum Fascia w/inewl(Detail W) Extruded Alum Fascia Detail U Fxhutletl Alum Fastla(Detail V) Roil Form Alum Fascia wl treed(Detail W) ENruded AIDm Fascia(Detail U) -- FxWded Alum Fascia(Detail V7 TABLE 5.5 Atlachetl Freestanding or Attached' FrBaslanding ar Atached Freesgntling Or TABLE Ss - Attaciled Freestanding Or Altaplletl FCeesfantling Dr - Attached. Freestanding ar SWOlura ' Multispan Units SWdure Multispan Units Structure Multispan Units SGLidure Multispan Units SWdure MulOspan UnitsStiucNre Multisvan Units GRWND,TIU9 PoST. MA% MAX POSTLEWG+H MAX MAX POSTIENGTH MAx- MP%PoSTLFNGTH GROUND TRIG POST MST MAXPOST LENGRI MAx - MA%POSi LENGTH MA% - x1A%POST LEIJGT+1 SNOW WIDTH SPACING PoST MIN 1"i S I tS ( 1Y POST MIN FOOIER S 110 I tY, POST MIN FODTER r I 1C I tY SNDN WIDRI SPACIN POST MIN S I tr.�. tY POST MIN' OT r I tB I.12' POST MIN S ( 1S I 1Y LOAD (FT) W STAB SPAC Po8T N!E CONSTRAINED SPACW POST BqE CONSiMINEO FOOTE SPACING POST SQE. CONSI.1 1 )FO LOAD IFTI ON SLAB SPACIN POST SO£ LONSrRP1NED FOOTER SPACIN POSr SGE CONSTMINEO FO 6PACIN POST SRE CONSTRAINED FOO IPZF) IFT) (Frl :TYPE Y '3• '4' 'd D� TYPE •S N Y 'a' lFn TYPE •d- -e' IP$FI IF71 -.(FTI TYPE '3' -'T '8 'U' (� TYPE . (RI TYPE '3' 'd' - 'S .S 0T) CmT MI f) M) f) f) lial f 7 vat Cn) C -Cn) 1 IrI (1 8a) f) vnl' @0 C) (m) 115 MPH FYPDSUREL -W 130 MPH D5CSUREB - - 115 MPH p505UREB - 10 ] II'-0• tT-P D 25 2B 29 31 +r-1P C 23 25 27 28 1Y-0• B 21 25 xT - 29 ]0 3 rs 1Ss D 22 2s 26 28 f0'-10' C /9 22 24 25 1Da' C 19 23 26- 25 WE &5 1rS 16'S D ffi 27 2B II 1Y-P C L ffi 26 ffi 11'-1' C ffi ffi 27 ID 35 5-2 141S D 23 24 26 2T ff-10• C M. 22 23 30 rS C 20 22 24 25 LOAD 4 1T-0• 1SS D 27 II v ffi ii-d C za z4 25 27 1aS C' 24 25 28 28 4 T-1' 1S-f0• O 23 24 ffi 2T Ad C 30. 21 ffi 24 W. C ffi 22 23 M ONLY 4.5 1SA' ta'-1r - 0 . 28 ffi 28 90 1rS C ffi ffi 25 21 9'-1P C 24 24 26. ZF 4.5 64• 13'S D. 24 x1 ffi 27 - Bi• 0 M 24 S-Y D 20 II II 2A 5 13'-r 144• 0 2B ffi 28 :'M 91 C ffi 25- w M SW C 25 25 26 2r. 5 ra• tY-3• 0 24 24 25 TB T9• D 23 TS 0 21 21 23 24 5.5 tY3' f3'-11• D 29 29 29 29 r-0" C 25 23 25 26 B'i• C 25 23 25 ZT 55 r-r - f1•-T D 24 20 25 28' T-3• D Z1 T-T .0 21 21 22 24 6 11'<• 1SS D 29 29 29 28 a'S D -25 ffi 25 26 11 D 25 25 25 n '8 4'-r 11'S F 25 " 25 25 26 r-t0• D 2 W 6'-+0• D 21 21 22 23 6.5 lv3 12s D 30 30 30 30, B'aT D 26 ffi 26 26 T-11• D 25 23 25 26 -6.5 44• two F 25 25 25 23 r-Y D 1 D B'S D 21 21 2x 2] T r-r tY-1• 0 30 90 30 30 Ta- D 26 26 26 2G T-T D 26 25 2B .26 7 4'-1• +G-0' F 25 TS •25 - 25 . S-1• 0 1. 22 S-Y D 21 3t 22 23 7.5 9-1• 11'-T• F 30 90 W M Ta- D 26 26 26 26 Ta, D 26 26 26 25 TS Sa' 9'-T F 25 -25, 23 25 5'-10• D 1 22 S-tt' D 32 22 II 23 B SS tT-Y F 91 . 31 91 ]1 T-0• D z6 26 26 26 r-11` D 26 26 26 28 - 0 9'S rS G 28. 28 28 28 SS D 2 22 r-B• 022 23 6.5 SS 11'-r F 31 - 31 31 31 S-0• 0 26 28 38. 26 r-0• 0T6 26 26 28 B.5 34° r-10• Gb26 28 . 26 SS D 2 22 rS D 22 22 22 22 9 ' TS ivS F M 31 31 31 S-5° 0 26 20 26 2d 6-S 0 2T Zr 2T Zr 115MPH F%PDSUREC ri30MPHWDSUF,E 9.5 T-r tr-Y F 91 31 31 31 S-2': D 9 2T 27 2T. S-T 0 n a 2T Zr 90 ] r-0 tn'-0• D 24 27 28 30 10-P - C 21 24 25 2r 9S- C 21 24 28 2T 10 rS rS F 32 "32 -31 32 5-11° D 2T 9 tr 27 S-0` D 2T ZI 9 2T a.5 S-Y 1r-11• D- TS 26 ffi 29 ff-r C II' 23 25 26 8-11' C II 24 25 T) 11 S-Y. r-Y G 33 32 32 92 Sa` D II 2r 3T - 9 5'S 0 2T 27 2l n 4 T4• t3'-1• O 28 26 23 29 fr • C Y1 23_ - 2A 26 SS D 22 24 25 26 a5 64` lw'r D 28 26 27 29 r5 D 22 23 2a 25 T-0` 0 22 T3 25 26 1191APHEXPOWREB - 2➢ 3 11'-fP 104• 0 22 2A 26 2T 1YT C 51 21 24 25 11'S C 19 -" 2A 25 5 5s' 11'-6• F x6 26 2T 28 T6 0 23 - 23 T4 z5 T-Y D 23 YJ 24 25 93 10'-r 15-Y D 22 24 28 22 1+'-t• C 20 Y2 23 2a 1S-Y C 2D 22 24 25_ SS 5-r 1lwt F 2r ZI 27 28 Sit D 23 2.T 23 25 6'a' D 23 YJ 24 25 a 6'-11• 14'l' D 23 24 23 Zr 10'S C 20 21 23 x6 9'Y C 20 22 rd 23 B 4'-T Era• F 2T Zr ZT 28 Si• D 23 33 23 25 SA• D 23 23 24 25 0.5 .T-11• 1I'-r D 2a 2l 25 26 rS C zf 21 II 24 4-r c 2D 22 23 TA 65 4'i• 5-V F 27 Zr 9 Zr -5-11• D 23 23 23 24 6d D 23 29 24 z5 5 T-1• 13'8 D 24 24 25 25 SS D 21 21 II 23 8'-T O 2f 21 23 24 T 4'-t• 44• 'G. Ta TB 2B 2B 5-T 0 29 23 29 24 S-9' D 23 -33 53 SS 12'-11• D 24 24 - 25 26 SS D 21 21 II ffi 1-1• D 21 21 .II x4 QESSIp e S-11• t2S D 25 25 25 29_ T-r D 21 21 -Z! Y4 Ts 0 21 Zi M23 OVER. TABLE PANPTFPCHE06TRUCTUREb 53 TRI813rA0.Y WI0iHS FORSWGLE S SS S-S' 11'-r F 25 25 ffi - 25 TS D 21 21 21 23 r< D 21 21 22 23 _HANG PROIEUIONOFSINGLESPANSNLNRE81Fr) II 23 (FTl 0 25 25 25 Tit D T tt'-Y 25 23 22 23 22 -0' 22 23 tY 13' 14' t5 tS 1T T S-1' F 1S 14 21Y 21' 2Y �^ TS a'S tOS F ffi 26 2626 rS 0 II II II II SS D II II u 23 D S. 3S n' 4.5 S S.S r fly T T.a B' fl5 4 BS 1r 10S 11' 8 n'S fro• F 26 26 25 ffi fr • D II - II II 22 r-a^ D II II II ffi 1' 3S 4' 45 S 55' 6 65 T TS Sr -B.S 9' 9S t0 10.r 11' t1S U �t- TA B.5 n'-r r-14 F 26 ffi Zfi 28 S-t°' 0 22 II R2 II SR• D Yt 22 22 22 Y Na Na Na Ss S - as T 7S S &S 5 9S +S Ins 11' its tY J II '9 3-11• 9-T F 2b 2B Z6 26 5-10• D 23 22 23 22 r-11 D 22 23 II 2x S Na Na Na _ Na Na Na Na S BS r B.S - n tIV 1f' t1.5 2 tIT 1 95 _1, rS G n ffi at 28 -I D II II E II S-0• D ?2 II II 22 4' Na -Na Na Na Na Na Na Na Na Na Na t0.5 11' t13 tY 125 t3' -HOMPNEXPOSUREC w133MPHEXPOSUREO ��J j / 20 3 11-IW 15s D 24 26- 28 M 11'r c - 21 a as a 1o•.c L 2f 24 2s n TABLE 5.3 Post Requirements TABLE S.d Port Require litspa r �7II•L for Attached Single an Structures Freestanding or Mu maxim m Attached MOSTs CfV01- uctur &5 1D-Y f1'-r' D 25 26 28 29 1S-Y C 22 ffi 25 26 ra• C 22 24 25 2T 9 P Q' 4 11T 14•-1• D 25 26 n 23 9•>' c a v' u x6 r-r c -22 23 ss 26 Post Description Max POST Detail Posl OesOripOon Maximum Max POST CAL��O. 4S T41• 1S-s D 29 26 27 ]9 B'-T 0 23 23 ZI 25 6's L 22 23 ss 26 Hgt Co Foolhlg Height Code Detail ' 5 T-1• 1Ys D 2e 26 27 2B fro D 23 23 N 25 T-n• D 23 29 24 26 - Twin 0.032•a1.5'x1.S Scroll e' A. 0.048'x3'x3'Steel Clwer d= 23" B' B AK 55 ss 11-1r p a zT zr za Ts D z9 23 23 23 r-s D 23 z3 24 - 25 TWin0.024"x2'x-1S.0 Sr B o 0.048W`x3'SteelCIMM' tl= 22' B' C AK DEC 18,2013 6 V41` 11.4• F Zr ZT U 28 T-1• D W 23 23 24 T-1- D ffi b N ffi 0.032"POSI W/0.024 Side late 17 C 31165f3'x3'SI891 S U6R d= 29" 14' F AF - 6.5 ra• IV-iW F 27 v v 27 ss D Y3 23 0 24 11 D 23 23 24 25 0.032'POS[w/0.032'SMe late 17 D AN 3/i6'X3-"Xr Ste e15 Uwe d= 32" 8' G AF T r-Y t0'<• F 26 2e 26 2a 61 D 24 2a 24 u s5 D 24 24 24 25 Cbver 0.040'x3SGi'Alum IVIK Hm 1/4'z3'x3'Steal 5 Uwe d= 3T 12' F AF 7.5 4•s 9-11- F xe 29 xe 28 sa• D 24 24 24 24 6-1' o 24 z4 N 24 Ma num 0.0755c4'x3'Post 17 1/4'x3'Y3'SteH vote d= 34' 8' G AF e n's - ss F za ze ffi ffi rs D z4. 24 24 Ia r-Iw D z4 24 2a 24 0.048Y+W Steel Clwor 12' AK 3/85t3'x3'Steel 5 are d= 36" 8' K AF Se�\ON{U_ C e5 - 4'a• - rs G 2e, ffi ze ffi ss o zs xa to z4 5-T D z4 24 24 24 0.048X3-x3'Steel Clwer 70' 3I16'x4'xd'Steel Square d= 36 14' I AF 9 7-11.' r-1s G ffi- 29 a II sa• D 34 z4. z• N SS D 24 24 ZI 24 3/16-x W"51wrS are' 15' 3/16"k5'x5'Steelb uare tl= 10 15' L AF 95 ss ss D ffi ffi a ffi S-1• D a za za u S.Y D 24 24 ffi 24 1/4 x3'x3•Sted Square 15` 3/16'k6"xfi'SIePJ$gUare tl= 46' 15' L AFt0 SS ra• G2929E29 0'-10' D 24 24 31 24 S-0' D 25. 75 25 25 3/B'It3 4'Steel Square 15' - pr3GENE661EMSTKUU 11UN5 FOR THESE TABLES 3/16'x4'x4'Steel Square 15' - - V J 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 5.5 AND 5.3 UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT 350S.ted DOralund - - EX . 7 3.DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE SITE FREESTANDING AND MULTISPAN UNITS USE TABLE SA - 3505.Raymond Ave. 'k (PATIO UNITS USE 10 PSF MIN,COMMERCIAL UNITS 9.FIND THE O/C SPACING OR#OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.5 ORTABLE 7.T - Fullerton,CA USE20PSFMIN) 4-USE THE APPROPRIATE DETAILS 4.CHOOSE A PANEL FROM SECTION 4.0 THAT HAS - Cad Putnam,laP. a Tq ADEQUATE CLEARSPAN FOR YOUR NEEDS. FOR PATIO SLABS FOLLOW 1.6 FROM ABOVE THEN - 3441 hburg, A 2 S.DETERMINE TRIBUTARY WIDTH FROM TABLE 5.2 OR SLAB T.DETERMINE MAXIMUM POST SPACING ON SLAB FROM TABLE 5.5 Lynchburg,VA 7icat - CALCULATE FROM TRIBUTARY DIAGRAM ON PAGE I SLAB 8.USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING radpufn5in(r3e0mra5Lnei S.CHOOSE A HEADER FROM TABLE 5.5 THAT HASADEQUATE - SLAB9.FOLLOW 9.10 FROM ABOVE POST SPACING. SLAB 10.FOR TWO POST STRUCTURES USE TABLE 7.1 ON SHEET Mise3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES 7.USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 5.5 JUN 03 2015 ICC ESR 2676(20121BC)1?J11/2013 Page 44 of 74 •'SOLID COVER 5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS Y9115 MPH WIND AREAS'. - - • - - 4-X 6f .1 Beam (Detail P). 0.04B4W St.[Beam(Oetal J) •Double 0.048'x3'x3'Steel Beam Data AU 4'X2A75-I Seam (Detail P)-: 0.048'x3'z3'Sleel Beam(Delall J) Double 0.048Wx3' test Beam Detail AU . • .TABLE.5.6." ABarlled- Freestandin9w ADached Freestandng 6r ABaehad Freestandingor - TABLE 5.6 . AiteChad. Freestanding or - ABached Freestanding or' AtIaUlad Freestanding or 51n1cWre MulOspan Unlls Stnidure MulOs an Units:' Stritqurs, Multispan Units" Structure MUIBspan Unils Shvcture MulNspan(mils.: "SfiucWre MulOspan Units GROUND TRIG POST MIS MA%POST LENGTH: MAX MP%PDSTIFNGDi . MAX': MA%Poarr1ENGTH. GRDCND TRIG POST MA% MA%POST LENGM MN( _MA%POSTLENOTH 'MAX MAX POSr LENGDI' _ stom mm SPACING PoST, MIN Foo- 8'. ( 1P I'tt PoST MW FOOTa @ I' tP I, tt p05T' �MM FODTER @� iP' I'12 SNOW WIDTH SPACING Po9r LIW 8' I. 1P.I. 1S PDST MIN DO @ ( ttl I tt' POST MM e' L 19 I 12' LOAD' (FT) ON SLAB SPACIN PDST SIZE. CONS'ifWN®FOO $PALM POST em CONSTRAINE9 SPACING POSr S2E CONS11eu ED FOOTLOAD (Ff) ON SLAB SPAQN POST SDE 0014R WEC FOOTER WACIN POST am cONSrRm 9PpCW PoSr 'S� CONSITWNED Fee (FU (FH TYPE v V•.. v '•d• "(Ff) TYPE v. w '@ v (FT). TYPE %- '-4' v v . fe) (PSF) IFH IET) TYPE 'tl• 'S •d. •C (FT) T9'PE •?. v v v (F'I)., TYPE v ,v v v 110 MPX EXPOSORE9"' �) M1 p�) ) �) M) 61) fDl 1.) M) (m) (m (n) W On) rS n) 01) . 115MPHEO'DSums 1D ' 3' 2Y-e• 1s$ 'A 18 21 a 29 11'% B .19 20 a M 16'-T B 21. 21 23 x 20 9. 11-1Y PS' B 18' 21 a 23 1P-1' .8 19 N' 21 23' 1Y$ C 2D 21 a x LOAD LIVE 34 15'S P-10' B 19 20 a a 11N' B 20 2O 21 23 14'S C' a, 22 24 35 1PS @$. q 19 20 22 23 -AT 0 18 . 20 21 a 12N' D 21 21 a a ' 1r$ 9S B ffi 20- a' a 1P-0' B 21' 21 21 a IT.r... C Z! a a' 21 4' 8'-11. T$. C 19. 20 x 22 @S C x 20 21 22 /1'$ '.O a a a a ONLY 4S IV-1- P-Y B 20 BT 21 23 ITS C 21 21' 21 'a 1Y-11' O 21 '29 Y1 a 45 T-11' T 5 13--r W--11• B 21 M 21 23' @S' c 21 21. M- a tYS C 23 M 2N1 a S. .T-.' r - c 1B 20 21� M. T-11- C 20 20 21 ,a .1111- O a U. a' a SS 1Y3' -@i' C 31 M 31 a 9-1' C a ' a a a 12-1'. t 65 C 19 19 21 22. r-T. .O 20 20 0 -a IQ`W 0 2.1 22' 23 23 1 D 24- a M a 55 6'S s% c 2D a M n r% C - 21 21. 21 a. IDi• c M. a M a 6. 11W T-17 C 21 21; 21 a S-r C' a a a a 114° P x 24 36. x 8 S-it' S-r C 20 20 ID 21� 6-r 0 21 21 21 x 1P-1- D x 24 x x: 65 iwS r$ c '21 21 M 1Y' @-Y' C a. 'a' a a 11s D as a :a M 6S V$ Sa• c 20 20. a 21 6. C 21 'M 21 21. P-1D• O' 24 24 24, .x 6'-11- C" a a' a 'a' T-16! C r a a a a 11N• D a a 25 25 T 5-1. 4•- -1l c a ffi ffi 21 @$ 0 '21. M" 2t M 9-T D ffi ffi M 26 TS 6-1• 6-T C T% "C 23 a. a' a 19•tff ..D 26 n, 'a 'M TS- V-V P$ C ffi .1 20 21 W'$ 0 21 21 21 V. P>' O : a -a 25 25 e . 3S @A• C a - a 22 a TS c ' a M a - a 1P-8' D 26• 'ffi 26 25 .4 4'$ 4'S C 20 20 a. 21 S-r' O a. . a a a @-T D" a 35 25 25 85' @$ s$ C a a' a 72 B-It^ C M -M' M a. . 1D-S D 29,- a 25 4 a6' e:r e 'C :20 20. 20 20 SS D. a. a' a a P% F M 26 25 a - B 'TS S% C a' a a' a 6$ C a a' a a 1Ds 0� a a a M 9 9'-11' 1'-0' c 20 21 2p 20 S-1' D 22" 'a. a a @-1P F 2B 38 26 26 9S RY SS� C a a 22 M @% P 2] a a a .1tls o v 22 a "a 9.6 3=ff 9'- 10' C ffi ffi" -a. 20 4'-1T 0 22a' a a k% F 28 x 26 a .10. e'% S-3 c a," a a' a .6a• . .0 ..a a. M :M P-10" 0 a a '2T a 115MPHENPQSOREc v 130 MPH F PMIJREB .. . 11 P-Y {'-1C C" 22 a a a S-11• D 24' 24 x x. 9-r 0 21 a 28 a 20 3 11'-IV @-Y B 20 : a x a -@S C :21 a a x I" �C 23 23 .M �a 12 Se• V' c a" a' a a sv' D ' M a :-M M PS F a 28 2B a 35 1P-2• TAT C M a, ffi 2s @%' c a 21 a x '11'-r D x 24�. 24' a 13 s-2' 64 C a' a' a a 95' 0. x U, x x P$ .F' 29 a 29 29 i. e'•11• - T-1' C 21 21 a x @% C a a a - 2A .1111 D 24 x' M 25 1tOMPH D905UREc' ar13n MPHWOSURE9 44 ' T-11- @$ C 2t' 21 a x .TS C 'a a a a. tP$ D '25 a, a a - 10 a 2Y%' PA• a 2D. a a 25 IV-IV B 21 a a ' a 13% C a a x - 25- S T-1" 9-11•. c 21 in a a C-11` C, a- a. a 25 1" D a a 35 a WE 35 18•S .0-11' B a a a M. tPi' B �.a a' 21 M "1Y-0,• C' 24 24 U. 2559 fr • S% C' 21 21 a a 6$ C a M M M 1P$ '.D a a� 26 26 LDAD 4 tT% @-e' B a a M a 9'S C. 22 22 23 a tY-S C' x 24 24 25 B S-t1- RY. C 21 21 a '23 "@S 0 -'a a a a 6$. 0 a 27 va ONLY 4.6 15--1- @S' B a a a a W.V C - a a M" 24 .11N1• D - Its ?5 a 2565 SS Y-lr C a a a M 6-10• D M' a' a a .P$' D a 2r a a 5 IT-r. T% c a a M x 6S c M M 23 a' 11'$ D 18 26 ffi 26 T S-1' V% C 'at a :.a .a S-r. D M 29' a- M 9S F a M L a SS 1Yi' n1' C - M M a x @% C M M 23 M '11'-2' D. ffi .28 a M T! d'.T P%' C a a 32 M 5-4• D. +'a M a. M '.P% F M a a a. M M a r-r c 24 24 M a ttl-1V D a v a a B PS P% c a a- 22 a ,'S-t' 0 24 , x 24 M 8-10• F - 29 28 M M 6b' 1P$ k% C M M M M TS c 24 M a M 1tl-r D v M x a aS W 3'- a Y c a a 'r-11' D 24 x x x @% F 2 29 M M 9% 4-11• C a M M M 6-1ff c M a M 4 194 D 23 28 M B ' -1v S C a aT5 S-r C M a a M 6-r C x x x x 16-1• 0 25 a x M - caa S M 9d 3$ -r 2{a 9'L• W' c 23 M M -23 9J• C a 25 M w S-Ur c 28. 28 25' a' 115MPHEXPOSUREB . 85 94p S% C M 23 21 M' @-i' C a a a' M @% D 29 M 29 M' a 3 tt'� 93 9' 18 M a M W-1' C 18 a 21 29 Ir'V C a 21 a B - T$ 4'-1P C' a a M a 5-10• D a1. 25 25 tSa Lo M a M a 35 S-r gS B 19 a . a a P% C t9; a a a 1T-t• 0 21 M a M 95 T-Y: 4'-r C a' a a M S% 0 a -a M a 3(1 30 .3D 9p 4 kS T% . C 1B 20 21 a @$ .C. a M. 2f a 11•A' D" .a a a. a15 6$ 4'Lr C a M 23 a' SS0 a a M ffi 30 : 30 -30 se 4,5 r$ T$ c. 18 a. a M T--1.1 -c M . . ZD 21 a 11-4- 0 a a11 @-Y V% c 24 a x a S-1. D M M 25 a 31 31 31 915 6- 9' k$ C 19 19 M a T$ c 21 ffi ffi a .105 D M M 23 a 12 S-8• 56, c a M 24- 24 4P-r D a M. ]8, ffi 32 M 31 31 6a 6-T s% c M- a a a T'% c 21 .M M 21 .1P-1. D M M M 2419 S-2 .3$ c. a x a_ a• @-r D 2B a ffi� �ffi 32. 92 a- 32 a S% S-r c ffi a 30 � M 6'-r c 21 21 a 21 1P-1' O x IN x 115MFH6J0-OSUREB a5 S.r 8% C: a a ffi 21 6% D .21 21 21 21 9-1r D a 24 M a - 10 3 22-r Itl A. 18 In a x 11'% B a 21 a M 14'$ B 21. a a N. T 4•-1ff 4r1 C a a a 31 5.7 D 2,1 21 M 21 P-r D a 25 a M LIVE as '$19 trr - e 20 M a 21 1U'-11' B 20 299•M M: 1Y- . c a s a x -IS 4•$ 4'% c a' a M 31 59' D 21 21 a a SA' 0 an a' a LOAD 1T% P% B ffi 21 a 2310'$ B M -21 22 M 13S c a M M M 8 4•J' Y% C 20 ffi ffi 21 S$ D .a a a a P-Y F a a 25 M ONLY 4.6• 1P-1- 11-11' S 21 21 a M 9N1' C a a a a . 12-7 c M a M "5 13-r @-T B 21 21 a M 6a x Its 4% 4Y C. a a a a V. D E P-0 F a a a a aaaa •Y 2x B 3-ff N-w C 1 ''D 22 a @-IW F I 25: 1 25 1 a 1 a SS 174' S% C 21 21 21 M @$ c a a a' -a 1111ff 0 x: a a a 115MPHETPOSUREc w13()WHEXPOSUREB B 11w 'T% c a a a a ew• c a a a. a 11=r D a • a . M 25 25' q 11w @-r B a a M. a @s c. M a- M tPS T% c . x QFESSIAj(�� cam$\ONAL RA,65 a a a a T11' c M M' 23 2.5, tr:l D a a 25 a as 9% ra' C a M M M @$ c M 21 M 24. T. P% @2• C a. a a a r-r C D 21 M 23 nail D 26 W ffi M 4 lr - 6--11. C 21 21 -a 24 r-1C c . 22 M a a TS 1-1. 64• 0 a a M a TV' c .a 23 M. 23 ID% o- 26 a: 26 26- 4S r% •to c . 21 21 a 26 T•T .C" a a a a �5 (� •r C� .Q G '9 8 @$ 6% C a a a a ,T'V c M a M M, 1P-S D a 27 a 2T 5' 6'% SAW C 21 21 a M k-T c a a a. M 85 @% S$ C a M M . a 6$ c M M b a iP-Y D a a a x SS VS S$ C 21 21 a M 6-S G a 22 a a V 11 R1 139 SS C 9 rS 22 a $a a 6' c a a N M -1Ps D a a 27 a 6 S% S% C- 21 21 21 M 8.4Y' D M M M A II 9.5 rY S$ c a a a a -BS c a a x a 9-1r D 28 28 28 M - 65 S% Pd• c 21 21 M M S% D w M M 23 .6 0i2017 10 6•% 5s c a a a a . s$ 0 26 M 24 24 5'% D' 25 2B 28 28 T 4•-1P 4,V c M a 21 a Ss O a a M * P-� TS 1�' 11 s-Y 4•-r c M 23 M M s% D a 24 x x W4 D a M M M Ts 4'8 4•a C a a a a S% D a M a 23 III,Nf/- ! T 12. 64- -@d' c M a M M sw 0 24 24 a M Y.I. F 29 M 29 M B. W TAI- c a a 22 a Ss D M M M M cl 13 52' 4'% C M M M a S-1' D ffi M S a @-tP F 30 3D 311 a as 4'-0 3% c M M a a 4'-Im D a M a 24 9 3-s• rs c a a a a a•-r D 24 x' x DEC 18 1 TUN 03 2015 ICC ESR 2676(2012 18C)1211112013 Page 45 of 74 - SOLID COVER 5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN 115 MPH WIND AREAS ' - - 4")(2375'I Beam (Detail P) Y 8'x3'Y3'Sled Bea Debit J) Double 0.048'x3'X3'Steel BBam DebB AU - 4°X2.375'I Beam (Detail P) 0.048Sr3'x3'Sted Beam Deb9 J) - Double 0.048YJk3'Sleel Beam Oetall AU. TABLE 5.6 AllaUed' Freesanding 9n. . ABached Freestanding or AOached. FreesbntlIn or TABLE 5.6 SwL1ure multi-pan UAttached 9b 59ildure Mu10'spanor A ed to �Units or SNtdure. MultLspan Units S.. Mullis Dan Units. Structure Mullispen Units - SWcbra Mulfispan UnOB - MAx p..TLENGTH MAx 'POSTLENGRI hNz MAx Po�tENGi11 GROUND TRIG POST MPX - - MA%PoST LENGTH. MAx MAX POSTLENGTH M1UX - - MAX PoSi IENGTH GROUND TRIG -POST MAX SNOW WIp1H SPACING POST MW FOOrER @ ('-ttl-� tY -FgST MIN FOt11E9 6' I t@. I tY POST MIN rCO1ER @ I IV I t2 SNOW WIDTH WACIN .POST MW @ I t0 ( 1Y POST -MIN 9 - S I ttl I t2 POST MIN S @ ( ttl L tY LOAD (Fn ONSVU1 SPACW PoST 5DE CONSTRAWEDF SPALMG POST s� CONSiMMEDF SPACING POST 51)E' CONSTRMNED FO LOAD (FT) ON STAB SPALIN POST 513E CONS PAINA PoOrER SP W TMP 9� COaSrRAW� _. S lm POSE 8� COtlSTRP1NE0 PO OM TYPE -W W •a• 'C (FT) f) C 1 f) f) M) f) C 1 C 7 M1 f 1 Ant f 7 (Par) lF7 lFn TTPE Y 'd 'S Y (Frl TYPE 'd '4' '4' 'd. IvsFl (FT) (Ftf' f) f) M1 C) - f) C) 0]7 0n) ON tef m) Aa) 115MPHExPOSUREO m130MPHEXPOSUREB tt5 MPM EXPOSUREa 10 3 II'S 9-1' B 21 22 2d 25 t6S B YG x2- 24 25 13'S E 23 2l 25 25 3D 3 9S. 9'-r B' 18 20 32 29 9-3' E to 30� 31 32 12-t• C � 20 �21 22 23 LIVE . 3.5 19S 9'-S B 21 22 2d 25 .tP-Y' B Z3 T3 23 25 IY-10' C 24 M 24 28 as S-Y TS E 1B 20 21 22 @S. E 19 t9 -21 R .tt'i' D 31 21 22 23 6 T-T 5-11' - C t0 19 21 22 T-ttl' O 19 19 21. 22 11'-0' 0 21 21 22 23 LOAD 4 1TS a'-S a 22 22 b 2s 98 E 23 23 23 -L 12J• C 25 25 IS' 26 d.5 6J'. 6J' c 19 19 20 22' TJ C 18 19 -TO 21 1P.T D 22 32 x2 23 - ONLY 4.5 15'-1• a'-S B 23 23. 23 25 6Y E 23 23 23 24 11'A' 0 26 26 26 26 ' 5 13'-T TS C. 9 Z3 b -24 @J' C 20 24 ZI 26 1tb• D' 26 26 28 28 56-0' S'-10' C 19 19 20 21 @S C 20 - 20 20 21 16-T 11 23 - 23 23 23 5.5 fYJ• 6-1P L Y1 T3 -23 24 T-Y - C 2d 2A 24 24 lv' D 27 2]' 2T 2i' 55 S-2 4 C 19 19 20 21 fr S C 20 2O 20 21 4-10" D 23 T3 23 23 5. II-W S-V C - 23 23 23 24 T�• C 24 24 24 2l 1@S 0 2] 2T 2) 27 6 4'-S Sb' C 19 - 19 20 21 -6-T C 20 2D 20 N 9-T D 24 24 2d 224 4 . 6.5 lvS 6-0•- C 23 23 Z3 23 .TT L 24 24 24 24 1tlS D 1a Ze 28 2a 65 '4'J• 4'-0• - C t9 19 2➢ 21 S-V D- 20 21. 21 21 9J• ❑ 24 24 24 a 7 6-1• N' O 19 19 19 21 RS D 21 21 21 21 -11" F 24 24 24 2{ 7 9S 5'S C 23 23 23 21 SS E 25 25 25 25 IVrF.". ❑ 2a 29 2S 29 ]5 Y-T 4'-r C 19 1B - 1B 20 SS D 21 21 21 21 SJ1• F 25 25 25 25 ].5 9'-1' SJ• -0 23 23 23 23 6S C 25 23 23 25 9-1P D 29 25 29 29 6 YS 5-11• C 19 19 19 20 S-0' 0 2I S1 21 21 Sd• F 2s ss 35 25 S SJ• S-1- E 24 24 24 24 6-1' C 25 25 25 25 @-0• D 29 m 29 39 9.5 SS 4'-1P O 24 24 24 24 5-11• D 8 25 2S 25 95' D 30 30 30 39 SS T' YJ• C 19 tB 19 M 4'-tD' 0 21 21' 21 21 S-6• F '25 25 29 25 9 TS 4'-T C ?4 L 24 26 FS D 25 25 25 25 9i' D 30 3D 30 9D 1t5 MPN EXPOSURE C. at3D MAH E%POSU0.EB - 9S T-Y 4'-S C 20 3{ 24 24 SS D 28 28 29 26 S-2 F 30 30 39 30 30 9- 9B 1 C - 2a T2 9 25 B'-9' C 20 21 29 Zd 11'-9- ❑ 22 23 24 25 10 6'-T PS C 24 24 x{ 24 sJ• D 2B 26 26 28 9S F 31 31 ]t 31 35 S-r T-1• C 20 21 23 24 B'S C 21 21 22 2d 11'-t' D 33 23 N F 1t 6Q• 4w1 C 24 24 24 W s-0• D a 26 26 29 6-91 F 31 31 31 31 4 T.I. S-S O aI 21 32 24 TJ• O 21 21 - 22 23 117 • D 24 24 24 25 - 4s SJ• 6-17 C 211 21 rl 23 vir C 21 21 22 23 t6J• D 25 25 25 25 1f0 MPH EXPOSURE B' - SS SJ• L 2t 2t 22 23 6d- C 22 22 22 23 9-15 D 25 IS - 23 25 29 3 tttlr 9-S B to 29 22 23 _16J• B 18 20 21 22 t2-tY C 20 21 22 23 5 35 lv- SS B 1B - 20 21 2x 9J• 0 19 19 21 22 -12J• C 21 21 n 23 -56 S-2• 4'-11• C 21 21 A 23 F-R C 22 22 2x 9 9T ❑ 26 26 26 26 6 4'-T d'-T C -21 21 31 23 S-B' C 22 22 22 23 ar • D Se 28 26 26 . T-11• C 19 ZO 21 2 @d' C 19 19 20 Y1 11'J' 0 -21 21 M 23 6.5 4,J• 4,J• C 21 21 21 22 SS D 22 22 22 22 9d F Zr 3] 37 2r 45 T-11" TS C 19 19 21 22 @-t• C 20 20 20 21 11'-Y D Z! '22 22 21 7 4,-1• N-0 C 21 21 21 22 S-1- D 23 23 23 23 S'-iW F 27 27 Zl 2] 5 T-1- 6•S 0 19 19 20 21 T-r -C 2D 20 20 21 f0-1tl D T2 22 22 22 - 55 V-V ss c 19 19 20 21 .Tx C 2D a1 zo 21 lvc D 21 23 23 21 e�tpFESSIp/t]q e 3-11• 5-IT c 19 19 20 21 V6 C 20 20 20 21 lvJ ❑ 23 23 23 23 OVEN• TABLE 53 TWBVTPRY WIOTHs FOR SINGLE SPAN ATTACKED SiRURURES C T(� rT]] IS Ss SS c - 19 19 2921 6S c 21 21 21 21 9-11- D 24 24 N 24 HANG - PROJECTION OF SINGLE9PAN SNGTUREs(Fi) / ] ] S-P Rt' C t9 19 1B 21 6Q' C 21 - 21 21 21 9S D 24 Zd 2r 2d IFr) 6 T @ 4 10' It- IT IT 14' 1S 16' 1T t5 19' 20' 21' 11 ]3 4'J• 4'-tY L 3D 20 2D 2D 5-11' D 21 St 21 21 9S 0 21 2� 24 N 9 Y 3S El 4.S S 55 S 6.5 T TS @ B5 9 9S, to law It- 1t' 9 "V 4'-r C 20 20 20 20 S-0• D 21 21 21 21 TS 0 2S 25 25 25 1' a5 4' 45 S SS 6 GS T 7.6 S 6.5 @ 9.5 ttl 105' 11' 11.5 U 8 /1 m BS 4'S M• C 20 20 2D Za SS 0 21 St 21 21 W.I. F m 25 2S 25' 2 Na Na Na SS 6 6S T 7S S as 9 BS IV low H• Its 1T 9 Y11• 4'd C 29 ID SO ID SJ D 21 21 21 21 9-It- - F 25 25 25 25 v Ne Na Na Na N+ Na Ne S ES 9 9S tS t0.5 11' 11.5 12 t3S e 6 3'9' 3-1P R 29 20 20 A SJ• D 21 21 31 21 @-9• F 26 28 26 24 4' Na Na Na - Na Ne Ne Na Na Na Ne Ne 10.6 tt' 11.4 12' t3S 1@ 110MPHEXPOSUREC m1301APHEXPOSURE14 TABLE 5A Poet Requlremsitsfor 20 3 11'-1S @S B 20 a 23 25 9'S C 20 21 23 24 lr� C. 2S n 24 25 TAB tt 5.hed SI Requirements for Attached Single Span Structures Freesbnding Structures or MulUspan Albehed SWdures - \_ 25 1@-2' SS c ID 21 23 24 @-t0• c zt xf 22 24 ❑ 23 23 24 u Meximum Max POST 4 5-11• TJ• C 20 21 22 a @-r C 21 21 22 23 ' D x4 24 24 2s Post DesPiptlOn Max POST Oelail Post Deacripti0n GA�-,SO 4.5 T-11" V V C 21 21 22 23 I.T. C 22 22 Y2 23 D 24 24 24 25 ' Hgl Cade FOGBOg Height Code Detail 5 T-r s-1• c 21 v z3 u T-1' a 2z az 2z x3 O u ss a5 u Twin 0.032"xt.5YLSScmll B' A Ao 0.048"x3'x3'6teel Clww d= 23' B' B AK ss '6-0• s-0• c zt zt m a 6J•. c M 22 a 23 • D 0 2s 25 25 Twin 0.024'x2S2'Smll 9' B' O 0.048'x3Y3'Steel Clover tl= 29" B C AK DEC 18 201.3 6 s-fl• SJ• C 21 21, 21 n sJ• c 22 zx E a D 25 25 26 26 00327ost w/0.024'Side late 17- C 3/18Y/XJ'Sled S uwe d= 29" 8- F AF 65 ss 4•-fl• c m 2t z1 a2 @a• O x3 23 23 23 D a9 as 2e a9 OA327ast w/0.032'Sideplal 12' D AH 3/16Y3'z3'Stel Square d= 32' B' G AF 7 s-t• 4•s D 21 21 21 2z s-7 D 23 23 23 23. . D 2T 2] n 27 Clover 0.040'x3'x3'Alum 7V E 1/4'k3-x3'.SteelSure d= 3,V 8' F AF O�S\OK 75 4'-9• 4'S C 21 21 21 n sS O y 23 M ss F 27 27 27 x1 Ma nem 0.075't3h Past 12' F 1/4'x3'%3'Steel Square d= 34° 8' G AF a 4•s a••-r c 21 21 21 n Ss U 23 0 23 23 ' F 28 -.M 28 26 OA48'x3'IL1'Sled Cover IT G Ax 3/8Y3Sr3'SIee15 uare d= 36' B' K AF S .(3 as 4•.r s-t1• c 2f 2f xt a sa• D 23 23 z3 22 ' -F 2e xe 2e 2e 0.04B74i'x3'3led Clover 70' H AK 3/1 iiZ4'xb'S1eeIS Uara 74' l AF B a-tt Ts C 22 zz 2x a d'-1P D -zT 23 23 23 •' G. 2e. 2d 29 2e 3/76'k3k3"Slee15 uare 75 I AF 3/16'x5'xS Slae15 arB d= 41' 75' L AF q� 9s T3 a•-r c II 22 22 u V• D H 24 24 24' G 29 79 29 29 1/4'XTx3'SICBI Square 75' J AF 3/16'k8°z6'Sleel Square IS L AF 81 9 10 3'S YS C I 2x 22 YL 4'S 0 24 24 24 24 G Z9 - S9 29 3/B'X3'XJ'Sleel BDDalB IS K GENERALINSTRUCTONS FORTHESE TABLES < 18'kb'x4'SIeelS uare - 75 L AF _ 1.CHOOSE FREESTANDING OR ATTACHED STRUCTURE 8.FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN IN (117 2.CHOOSE PROJECTION,WIDTH AND OVERHANG OF UNIT TABLE SA AND 5.3 UPGRADETHE POST IFTN 350 S E HEIGHT IS NOT SUFFICIENT United Raymo �[ 3.DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE SITE FREESTANDING AND MULTISPAN UNITS USE TABLE SARaymond n, A n CA Ave (PATIO UNITS USE IO PSF MIN,COMMERCIAL UNITS 9.FIND THE O/C SPACING OR#OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.5ORTABLE 7.7 Fullerton,CA _ S1Tq ItVI �Q. USE 20PSF MIN) 10.USE THE APPROPRIATE DETAILS Cad Putnam,P.E. A CHOOSE A PANEL FROM SECTION 4.0 THAT HAS 3441 Ivylink Place Q r AL�F ADEQUATE CLEARSPAN FOR YOUR NEEDS. FOR PATIO SLABS FOLLOW 16 FROM ABOVE THEA Lynchburg,VA 24503. 5.DETERMINE TRIBUTARY WIDTH FROM TABLE 52 OR SLAB 7.DETERMINE MAXIMUM POST SPACING ON SLAB FROM TABLE 5.6 daul sl net CALCULATE FROM TRIBUTARY DIAGRAM ON PAGE I SLAB 8.USETHE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING S.CHOOSE A HEADER FROM TABLE 5.6 THAT HAS ADEQUATE SLAB 9.FOLLOW 9.10 FROM ABOVE POST SPACING. SLAB 10.FORTWO POST STRUCTURES USETA13LE 7.1 ON SHEET N0sc3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES JUN 03 2015 7.USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 5.6 ICC ESR 2676(2012 IBC)12/11/2013 Page 46 of 74 .' SOLIDOOVERS.O POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN 115 MPH WIND AREAS - t 6'k4.5'I Seam Detail Q TxS.S I Beam Detail R 10'k5S•1 Beam Detail T fiS14.5'I Beam Detal Q 7k5.5•I Beam Detail R 1D'X5.5'1 Bsam Deta11 T .. TABLE 5.7 - Atlaehetl' FrePstanding Dr Atlachetl� Freestantlingw •AD3chetl: Freestandng 0f TABLE 5,7 Attached FrePslandNg-Dr III FreestanGulg a: Atlached Freestanding or Suudure MWgs as Unil3 SDuclum'. Muttispan Unib 'Structure MWBspan UnBs - Structure MulltVan Units MulBspan Unl6 SWcfure Mulhspan Units GRWND TRIG POST MAX MAXPOSTLBVGTH MAX MAXPOSTL@IG1H 'MAX MAX PDSTLETIGTI GROUND TRIG POST MAX MAX POSE LENGTH MPMN(POST LENGDIMA%PDSTIENGTH. . SNOW N1UT11 BPAEING POSt MIN FWfFR 8" I',1r. I'tS POST MW F003e1' @ I ,tr I 15,. POST MIN F013TER @' I 12 I' 15' SNON' WIDTH SPACW PoST MIN @ I1Y 11S .PaB I 1Y'I.IS POST MW d @ ' 1Y I 15 LOAD. 1FU ON BLAB BPAGN PDu^T MIE CDRS(RAINED SPACIN P03f SIlE CONSTRNNEDF SPACWG PoSr ..sGE CONSIPA59E0 LOAD (F7 CNSIAB SPACW Po6i SGE CONSTRAINED FDOTFR SPACONSTMINED FO SPACIN PoSi saE CONSIFNINEp IPSF7 (FT) (FT) TYPE 'C Y •T V (FT1 TYPE V 'T Y L• MI MI (4' (n) ,1FT1_ TYPE 'd Y 'd• Y "(PSF) IFf) Z TYPE ..Y 'd' 'T . 'T o- TYPE ,'S Y 'S (tT) TYPE 'C M• .-T1.-T tIDLPH EcwoSUREB f 1 gn} fnl' f 1 Cnl f) hd aII (n) Cnl [np M) ft+} (a) a6 fn) d6 MI M) - . 11SMPHFXP1S 9.: 10 5 ' 13-T' 1T-1' D - 28 29 .29 '21lW O 2B 25 ,3D iiI r9 30 W 31, 20 5' T-1 1SS D 28 M b' W 1@$ 'G 23 b W 32 W$ G 31 "31 '31 W. LIVE -53 1TA' 1S-T D n 9 28 '2Y-l' F 29' b. 30 W.T 9 31 31 31 SS 65• 14'J•. F 25 W b JO '1@-r G 23 28 30' 32 25-Ir .G 33 32 32 33' - LOAD 6 11'M" 16.1� D 2f ST 23 21fy F N b ]p 2S-t• "G 32 32 32 ONLY 83 11 �]S$ D W W. b 6 5-11' '13'C F 25 IN b w 1T-T; O 29' b 30' 31 25-1' G 32 32 32 33 19-11• G' W 30 W ..W W SS' tY-IT F' 77 2] 28. W ir$ a- b b W '31 :W • G 33 W ] 841' 19-3' . 'D" 2D.. TB 28 .t@S G� _3D W 31 "25-1' G:' 39. 9J. 33. T 5'-t• 1T-T' O Z! 2] 2T .'T8 16'S G W 30 W 31' 25-1• a 'W 33 33 93 73 @-1' .1iV-r F_ 29 M M t5$ G '31 31 31 �'M=r G 34 % M TS W.V 11-T G V. 2T 27 b 165. G W. W. W 31 2TS G W W' W W @ @S 14'-T- F b - 29, b t@-T G 91 ]1 31 24Lr G % % '%' 8 4'-S 11'S G 2] 2T .2] W 15-t1.' G .31 31 31 91 21'4' H % %. % M 9 8S 144^ F b b 29 1@$ G 32 32 32 2YS G 35' a5 a5 B5 4-r 18$ G 27 N. 2T :25 19S G 31 31 31 31'' W-1- H % % % " 9 TS 1T$ F b 29 b 15-10' G 31 91 31 - 'M.' G W W: a5 6 Y-11- .10'-t'� G 9 27 2] 23. "14W a 31 91 31' 31 '1S-T� H % % % %' 93 TS tYS F b b b iSS G aa W W '25--1' a 36 W 36 93 Y-9' 9'-e' O ZI zr n , aB 14'4' G W 31 31. 31 1SS H 10 5$ 1Y$ G W W 30 t@-3•' G W W W '2T$ G W W W _ 10 3'S @-V G 28 28 28 2B 1Y$ G 31 31 31 31 1T$ H % 31 % -36 IDS SS 12i^ G M W W Ulm G W 33 W :iorS G W "36' M '1G3 YA' 11t11• G W1 W 30 1S$ G - W - W "W 2YS G 37 37. '3) 11 T-2' @11' G W M W W :;W:S G 91 31 31 31 .1T-1' .H % % % % 113 W-11' 11'-T G' W So W G - 25- 23 25 23 fY-T 6 31 31 31 31 1@S1.X %" 1SS G W W W muly H' 3> T 113 Y.I.' S-Y G 2B 2B 2B I .W 1YS. O 32 32 31 92 15-1P X 31 35 39 35 1Y Sd• 11'S G W W 30 15$ G - M %. M 21'$ H 3T - 97 37 115MPHEXPO.9II alWA9•XEXP09UREB' - 13' S-2'. 18$ G .W W W '14'•7 G 34 % M 28-1' H. W' 38 W W. 5 T-P 14LT' F 28 . 21 31 W I" G' 31 31 W'- 35 24W G % M % 36 14 @-1T 9'-11' G 91 31. 31 14 G 95 35: 35 1@-11• H 38' M J6 53 8'S tYS G_ 29 W 91 32 1TS G 31 31. 32 % 2Y$ -G 35 35 35 35 15 4'S 8-5' G 31 u31 91 13'$ G 95- 35 35' 15'S H % M 35 6 'S-11• .1T-T G 29 29 'W' 32. ir4 G a2 32' 32 % W-r G % 35 M M 1]OMPH E!13'r EC Ora MPH FXPoSUn - -6,5 W-5 .11'-11• G b 29 W 32 1@S G W - W 'W M 2DC H W W 'W 95 10 5 1T-T 15-1T 0 b b 31 28S F 91 31' W %''-11' a W W W. 7 S-1^ 11'31' G n 29 29 31 1@-1' G W' W M U. 21W .,H W. W 36 'W- L AD 6.5 f2i' 1ST' D 'b b at - 19-T G R W 'W '•M•S G M % 3, 7..5 6S•- 18$ G b b' W 31 1SS G W W W 31 W8 H 37 37. 37 '3] LOAD 6 11W 18-11' D at W. % .18$ G 32 M 32: 2YS G , W 35 35 B fS 19'-T G W 30 W 31 MlV G %' % %' % .III H. 3> 3T 3T 37 ONLY BS 1SJ" 141T F W. W W t@S G W' W W- =.T G M 35 35 SS 4=r @$ 6 W 30 W W 14'S G M M M M 1SS H 37 37 37 37 ] @41' 14'S F % "31 31 1@$ 0 W W W '22S '.6. 36 ".36 36 9 3-11' S-T- G W 30 30 W .1YS a' % M % % 1T$ H T 3/ a1 3f T3 @--1. 1Y-T F 91 91 31 1T-7 a M M 34 WW G 37 37 37 .93 VS SAW G W W W W 12-11' G .'% M M % 16-11- H 3] 97 3r T - - 8. @S 12-11• - F 31 31 31 1T$ G % .M 34 21L11' G - w 37 .37 10' W-W @S G W W W W 1YS- a M 31' n % t@S H 3T 37 3] 37 53 8$ 1Y-4^ G 31 31 M is'-t1• G 2$ W' W. 21'-T G 38 35 W 103 TA' Vr G W W W' W 1Y0 G % M M % 1S$ H 3i 9) n n B TS '11NT a 3F M at 1@-T G .% % % 21'-T G W M W 11. @-2 T-1C G W W W' W 11'S' a 36 % % '% 15-1• H e6 W 98 39 93 T-Y' .1PS a W 32 W 1Sd" a 35 W M 2@,--11• G 39 39 39 /13. T-1• T-T 6 W W" W W .H'S a W 35 W 35 14'S H W W % 35 10 @$ 18-11' G 32 33 92 16-1' G w W W .W.T G 39 39 39 1t5 MPH E)GOSIl11EB f03 SS'. tS-T G - W 32 32 14-10' G W W W 2p-1' - H 39 39 W W 5 SA' 14'9' F 26 26 W W IW.W G 26 25 3D 92 WV G 31 31 31 W - 11 S-2, 18S - G W 92- 32 tP-T G 35 W - 36 18'S H 40 {0 40 53 6'S 1C$' F W 26 25 3D 1@R: G W W W' 32 W-1P G 32 J2 32 33 113 9-11' 8-10' a a2 at 32 14'-Y G W W 36' 18'S H 4 40 40 ..9 S$ 1T$ F W 26 20 9Y 1T-T G 29 LB W W W1' G 32 W W W' a S$ 9'S G 32 32 W '13-1D' G 36 W 36 1@S X 0 M 40 63 S-Y 1T-18 G 27 V W 30 1TS G 23 b. W 31 %4• a W W - W 33 13 SS B'-11^ '0 W 32 93 13'A' G 3] 3T 1. 40 M 40 T P-IT 12-r G 27 27 2] W IVT G 30 W W 31 -2Y-1' G 33 33 W W 14 6'-1T SS G W W 33 1T$ G 37 a] 3] 16-1• H 40 40 40 73 4'i' 11'-T G 27 27 v '29. 1@A' G W : 34 W 31 2T$' H W - W 33 W 15 4'S T-11 G' W W W 11'S G aT 3T 3] '1RY H 41 4t 41 'S 4'4' 11'$ G 21 2] 27 b 15-I1' G 31 31 31 31 21'S H M M- M % 115MPHEXPOWFIEB 35 4'S 10'-9 G 2T 27 u W 15S G 31 31 31 31 W-1- H % U. % % t0 5 1T-T 168 0 9. 9 29 214' F b' W 31. M$ G M 31 31 9 3'8 18-1. G P 2] 2] W 14'S G W 31 31' 31 18-T H % M % %" LNE 53 1T1' -'1@d^ 0 2T ,Z7 29 '28.8' F b : �29 91 W 1 G 32 '32 32 93 3'-T 8$ G 27 27 2] Is "W.T G 31 31 31' 31 A" H 9/ % % M LDAD 8 t14• tS$ O W W W ZT-1. F W W % 2SS G. W 33 33 t0 Tw -r`W G TS W 28 W 1TS G 31 31 : 91 31 1T-0' H, % M M 34: . ONLY 7 1@S 1Si^ D b. b b : 1S-T G 31. 31 31 W-11• a W W 33 10.5 TS @- ] 8$ %-11^ D b 29 b 1Y$ G 31 31, 31 M'- r G W 28 W b 13'S 0 31 31 31 31 11-1' H % M M M S G ]4 M % 11 T-T @-T 3 W W 25 W 1T-T O 31 91 31 31 15S H % M M % >3" -8-t• %=T F 29 �29 29 1C-T G 33 .92 a2 Mb" G M % M tiSMPX F%POSUREO vt30 MPX EXPOSUREa " 5 @S W4 F W W W 1@$ G 32 W. 32 23'S ' G 35 W .1 W' S. @S 14'$. F . b 23 31 33 MIT G 31 31 W W 'gFESSIO - ! Sg�oNAL E 83 @$ 1Y-1T F W .W W 17-1P O 92: 32 92 29'S a 93 W 95 .55 @-r 1Y-1. G W W W ffi lr3 G 31 31 W M 9 TS 1T•ft• F W W W 161T G - 32 32. W W-IT G W W 38 6 S$ lvS G 29 b- W W 1@S G- W ar W % 1,0 ��Ct`'1`u �1' 4�• rY ((` 9.5 T-T 12$ 6 W W W 16-2' G 39 . W 33 2TS G 35 % W S5 S-T 11'-T G b 29 W 31 11 G 32� 32 32 U. 10 @$ lzl ' G W W W 15-11• G 3J 39 W 2TS G ' 3T 37 W T C'-1T 18-11' G. M , 2B '29 -'31 15i' G W W W 34 m 81 39 103 6S 1T-fT G W 9U W 15S G W .W W .21=1P G� 9) W 3T 7.5 {'$ 1OS G 29 29 W 31 '1Sd G 33 W W 39 - 11 SS 11'S G 31 31 31 16 5r G M % M 21-T X W 39 1.3a 8 4'-3' 8-lT G M 29 29 W 14'i' G. M W W W J . 113 5-11^ t1'-P a M 91 91 15S G M 3434 21'-1' H 38 W %. 83 P4-. 8-T G W W W W fYd G M W W W k/ 12 5.8' tO4' G 31 31 31 15$ 0 M M M 2@S H 38 W W B T$ Sit G W 3D 30 W 1Y-1' a - M % % 13 S-r 18-i^ a M 31 31 14'T a W W W '"1@-T H W 38 W 93 : T-T @-T G W W W W 12-T G % M 34 9t 2 14 4'-1T' 8$ G 31 31 M 13-10' a W W M 1@S H W W W 10, Ti- 8'-Y 6 W 30 W 30 - 1Y-1' a M % M M J\QI {s�• C L t5 4•S 8$ G 31 31 1 31 13'd^ G W W` 35 1TS X 39 39 W IDS V-r rll. G W 30 30 W 11'S G M M M M " 11 T-t• r$ G. W W W W IrT G 96 M % A�)t Ic DEC 8 JUN 03 2015 ICC ESR 2676(2012 IBC)12/11/2013 Page 47 of 74 SOLID COVER 5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN 115 MPH WINDAREAS - - 6'x45'I Beam DetaB Q' - 7Y5.5'I Beam Detail R. - 10Y5.5'I Beam Det.0 T 6'x4.5•I Beam Demo O'. 7.6.6.1 Beam Da1a0 R 10'x5.5'1 Beam DOW T .TABLE 6.T'. Attached. Freestanding or Attachetl Freestanding or - ' Attached Freestanding or TABLE S.T' Aflachetl.Freestanding or Attached Freesiandingor Attached Freeslantlingor SWdure Meemetai1Uniis SlNcture' Mullis nUnits' SBucWre- MulUspan Units Sbudure Multlspan Units - 55BCWre MulUspan units SI7ucWre Mull'Bpan Un'ds GROUND TRIG PoST MAX MA%POST lEN6TH MA% MA%POST LENGTH MA% MAx POST LENGTN GROUND TRIG POST MAx MPJ(POSTLENGrH NA%_ MA%I ITLENGTH MAX POSTLENGTH SNOW WIDTH SPACNG POST MIN FODrER S I tY I 1SPDST .MIN FOO7FA. @'"I 1T I. 1S ,POST" MIN FOOTFII -S ( 12' 15 SNOW WID1H SPACIN 'POST MIN ODI 8' I iY I '15 POST .MIN W S I tz ' 15 POST MIN p T. ( 12' I 1S LOAD (FT) ONSLAB SPACIN POST Bass CONSIRAINEDMCn SPACIN PORT S@E CONWRANEDF SPACING POST SasE CONSTRAWEDFO LOAD (FT) DNS SPACIN POST SUE CON6TMINEO FOOTER SPALB PoST SITS CONSTMINED FOO SPACIN POST sOf CONSRL>INED FOOTE (PSF) IFI) IFO TYPE '4` •4' Y 'd (F'I) TYFE '4' .•tl" -e '4' (�N, ttPE •le -e 4 'C IPSF) IFN ( I) 'TYPE -e -W -U' '0' (FT) TYPE •cr 'P 'S '4' (Fr) TYPE •4' 'C 'C 'P' - fn) Bn) f) f) MI (n) f) fn) M) f l f) M) 6n1 (m) (1 (W f) C 1 (7 f) M) r.1 MI f) 115 MPH EIPDSURE C a13OMPHEXPOSUREB -' 115 MPH EItPOSUREB 10 5 1S-P- t5-T D .I a 29 32 IT-10- F 32 32 3T 2t'A' G 34 34 -34. ]0 5 S% 14'-0' F 25 S 2B 30 1T-tP G 2T 2T 90 -32 2SP G 31 31 31 33 LIVE SS 1L1' 15'-1' D 30 30 31 19'-T G 32 32 33 22-3• G 35 . 35 35 53 5-T' 1T-1• F 25 25 28 3O 1Td' G' 28 26 30 91 24'-T G 31 31 ]1 33 _ LOAD 6 11'4• 14'% F 30 b 31 18'% G 33 33 33 23r2 O 35 35 35 8 4'-w 12'% G 28 26 27 29 16'-9' G 2B 28 - 29 31 2Z4 G 32 32 32 32 ONLY fi5 1@S 14'S' F 31 31 31 1B'-T G u 34 m =-T G 36 39 36, fi5- 4'-0` 11'-T• G 28 2R 2T 29 lvi G 29 29 29 31. 2Y-0' G 32 32 33 32 T SS IT-v F 31 31 31 1T-9' O 34 3l m 22'-3' O- 37 37 37 T P-1' 1@-11' G 26 28 ZT 29 15'-9- G 29 29 29 31 2CFAT H 32 32 32 32 7S 9'-1• 13'-l' F 32 32 32" 1TA` G 35 35 SS 21'-10' G 3T 37 - 37 TS S-9' 10'S G 28 26 2T 2B 19-0' - G 29 23. 29 31 19'% H 32 92 32 32 8 S% tz% G 32 92 32 1rN G 35 35 35 21'S G 38 as 38 - a 3'-S 5-tS G 26 25- 26 2B lvJ G 30 3D 30 -SO 1@-1S H 32 32 32 32 BS @% tt'•11' G 32 32 92 1@% G 35 a6 3B 21'-1• G 39 39 39 83 34• 9'-S G 25 26 26 28 13V G 30 30 30 30- IT4T H 33 33 33 33 9 TS 11ii G 32 32 SZ 15i' G 35 95 35 2A'% G J9 39 39 9- 3'-2' 94• G a 26 26 27 13'-1'. O 30 as SO SO Mr H 33 33 33 m 93 T-T- 11'-P G 32 m 32 15-i' G 3fi - 36 36 2lYS 0 b 40 40 - - 9.5 3'-0` 9-T' G 28 28 28 2T iT-T G 30 30- 30 30 t6% H 33 33 33 33 fG SS 1P-T' G ]2 32 33 14'-m' G 36 38 38 20-1` H' 40 40 40 10 2-1D• BU' G YT 2T 2T 2T -11 G 30 31 30 3O tS•10' H 33 39 31 39 10.5 SS 10'-T G - -32 R 32 14'-T G 3T 3T 3T t@S H 40 10 40 loe Y% T-11' G 2T V ZT D 11'% D 3D 90 30 30 15J` H 33 ]3. 33 33 11 - S-Y 9-iS G 33 33 33 14'-3• G 37 3T 37 19-9• H 40 b 40 115MPHE%PDSURE C m130MP14 X 0*UREB - 11.5 S-11- 9% G 31 3t 33 il'-9' G 3T 3T 3T 15-1' H 41 4t 41 30- 5 S-B'. 13'-1' G 2B Td 30 32. iTS' G 30 30 33 34 Zc4 O 34 34 34 35 12 SS 4-T G -33 33 33 13'<' G 3T 37 3T tT-S H 41 41 41 55 S-Y izd G 28 a SO 32 flr' G 31 31 32 34 23'-Y O 34 S4 34 a5 13 SS @-T G 93 31 39 tY-T' G 31 31 3T t@-S H 41. N dt .6 1'-9' 11'S G 28 28 30 31 1TN G 31 31 32 34 21'-S H 35 3R 35' ]5 - H.5 4'<• 15-V G 22 2B Z9 31 lvS G 3z 32 32 34 2@-S H 35' 35 35 - 35 - tIDMPHE):PoSUREB 20 5 TOO4. U'-11' D 25 28 2B' 30 19'-0' G n 2i 9D 31 -2r!0' G 3D 3O 31 93 1 C-1- t@Z• G 28 2B 29 31 A'S G m 32 32 33 19'S• H 35 35- 35 35 fi5. @-S 14'S F 25 25 2B >D 1@-S G 2i ZT ?9 31 26'-T G 31 31 -31 3Z 7.5 3'-V 9% G - 29 TB 29 30 14'-0' G 32 92 - ]2 33 1@-S N 35 3S 35 35 - 6 S-11• 14'% F 26 0 m 29 1T-10' G 25 2B 29 - 31 25'S G 32 32 32 32 B S% 9-2- G 29 2B 29 30 13'd' 6 32 32 32 32 1T% H 36 36 35 36 _ 5.5 S% 13'S F .S6. 26 27 29 ITS G 29 - 29 29 31 T4'% G 32 32 32 32 83 Yi' @41' G 29 23 29 30 17% G 33 33 a3 33 ITT H 36 36 36 as 7 F.I. 12-T' G 28 26 a 29 11'-P G-. 29 29 29 31 2318 G 32 32 32 32 9 3'-T @�4' G 29 29. 29 29 12.T G 33 33 33 3] 15-11• H 36. 36 36 - 36 7.5 d'-A 11'-11• G 26 26 27 26 1S-T' G 29 29 m 3D 2Y-T G 33 33 m 33 s N-T 11- ' G 2T - 27 2T 28 ITS G b 3D So 30 21'-T' H 33 33 33 33 OVER- TABLE53TBBUTgRY WImHS FOR SNGLE 6PAN ATTAOHE05tRUONRES �'OFEpSSION BS 4'% tS-ID' G 2T 27 27 2s 1S-0' G 30 30 30 as 9r% H 3J 33 33 33 HANG - PROJECTION OF SINGLE BPAN SNCTURES IFN -9- 3-0P ITS G 2A 2) 2T ?e 14'% G SO 30 90 SO 49% H 33- 33 a 33 IFf) @ T a 9 1@ it- - 1Y 12 14'. 15 1S jr tB' 19 2T 2t' 2T y� 9.5, 3% 9-1 t' G 21 21 Z7 27 t4'S G 30 30 b b 19% N 3l 73 33 39 S 9 3S 4' 4S S 55 S BS T 7.6 S sS 9 9.4 1@ b5 11' _ CJ 2, IN 10 5S 9'-7- G 2T 37 27 YT 13'-11• G - 31 31 31 31 18'% H 33 33 33 33 1' 3.5 4' 4S S 55 S 65 T 7.T @ BS' 4 95 1T 1lIS it' iIT IIN DS 3'd• @-z G 2T 27 U U 13'-5' G ]1 31 3} 31 iT-T H 34 34 _m 34 z Na Na W. 5S @ 65 T 7S B' B.S 9' 9S 1T IDS 11' 1IT r O, O 11' 2-Y SAW G Z7 . 2I 27 27 1Y-11• G 31 31 a1 31 1S-tY H 36 M 34 34 7 We Na Ne We We We We T BS 9 9S 10 lav 11' ti5 1T 124 U V 11.5 S-1•" B'-T G Z7 27 Y7 27 IT G 91 31 31 81 1Si H 31 11 34 N 4' M W. Na Na Na Na Na Na N4 - Na Na 4D9 it' 11S 1T 12.9 IS * •6' 1/5 11DMPHE%POSUREC m120 MPH ESPOSUREB " 20 s T4 lw' F 25 20 3D 32 16'4• G 30 30 32. 34 2W-11• G 33 33 33 3s TABLE 5.3 Post Requirements TABLE Post Requirements Tor ) fi5 s-s 13'% F ze ze 3G R 1T% G 3t 31 3x u '24's a 3a 3t x 35 for Attached Single Sp an Structures Freesh_2SWeNr¢s of Muldspan AltachBd Structures C 6 641' 1Y-n• G a 2B 3D 32 1T-T G - 31 31 32 33 2-Y% G 3s 35 35 35 P-1 De wptim Max POST Da�O Pori DestlipUon Maxvnum Mex PO H¢I9h1 Code CA`}k0 6.5 SS 17-T - G 29 29 29 31 1@% G 32 32 32 " a-1' G 35 35 '35 35 Hot Code Fooling d Detell 7 S.I. 1118 G 29 29 29 31 '1@A• G 33 32 32 33 21111• H 36 36 35 36 TW 00.032`R7.55(1$'Scroll B' A JAD OZ48•x3•x3'Steel Cl¢Ver d= 23• B' B AK 7.5 I'S 17-11• G m 29 29 3D 1SS G 33 3] 33 33 W-10• H 35 36 36 36 Twin 0.024'x272'Scmll- 5 B 0.04aS35t3'SleeICIOVBr d=22' B' - G AK DEC 18 2013 B 4.5' ITS G Za 29 29 SO 15-11 G 33 33 S3 33 15-10' H 3636 36 36 0.032'PoSt W10.07A'Side Iat IT C AN 3116"r. *xr steelSquare d= 29" w F AF BS 4'-T 9-11• G 29 29 29 3U 11S G 33 33 33 33 tB'-11• H 36 35 35 36 F032-POSIW/0.032'Side Tale 72' D AN 3/16Y3Y'Steel Sq Hare tl= 32" 2 G AF 9 3-11• 9'E' G 29 29 29 m IYAT G 33 3a 33 33 16'-2• H a8 as 36 36 Clover 004M,3YJ Am 10, E AH 7/4•x3'x3'Btee1S uare F 32" B, a AF F AF ONAL29 0 33 33 33 EhT 90 z% 9% G 29 29 as 7s 1z% G ar' 93 v ] 1T% x n are - 3T ar 9l 0.04aX1SLR'Steel Cloverst 12' G AK 31SWi Steel uare d= 36' a' K- AF O�(F'SS� IDS 2% S% G 30 3D 3D 30 IT-T G 34 34 N 34 t611` H 37 37 ]r 37 0.040'x3'k3•Steel Clover 10' H AN 3I165u1S[4'Sleel uare d= 36' 14' -I AF QQ- PR ,P t1 3S @-r G 30 30 as 3D n'-to• G ar 3r sr 3r tT%- H ar a7 ar 37 3/16SW'r3'SIee15 uare 15' 1 AF- 3/1CY5'z5'Steels are d='41" iS' L AF 11S 34' T% 6 30 3D 30 30 tt'S G 91 91 34 91 14'-i i' H 97 aT 37 37 1/4'x3 -S1ee16quaR 75' J AF 3/16'x6'k6'Steel Square d= 46" - 15 L AF { ^ 12 .Z-11' T8 G 30 3D 30 30 11'-1• G 34 m 34 34 14'S. H 37 37 37 31 3/85L1'x3'Steel Square 75' K 1 J GENERAL INSTRUCTIONS FOR THESE TABLES 3/16"x4'k4'Steel Square 76' L _ 30 1.CHOOSE FREESTANDING OR ATTACHED STRUCTURE S.FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN IN 2.CHOOSE PROJECTION,WIDTH AND OVERHANG OF UNIT TABLE 6.7 AND 5.3 UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT United Ourelume. 3.DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE SITE FREESTANDING AND MULTISPAN UNITS USE TABLE SA 360 S.Raymond Ave _ (PATIO UNITS USE 70 PSF MIN,COMMERCIAL UNITS 9.FIND THE O/C SPACING ORB OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.5 OR TABLE 7.7 Fullerton,CA USE 2OPSF MIN) - Ia.USE THE APPROPRIATE DETAILS - - E. 4:CHOOSE A PANEL FROM SECTION 4.0 THAT HAS - - Carl Putnam,laP. e ADEQUATE CLEARSPAN FOR YOUR NEEDS. FOR PATIO SLABS FOLLOW 146 FROM ABOVE THEB Lynch urg,Place S.DETERMINE THiBUTARYWIDTHFROMTABLE520R SLAB T.DETERMINE MA)OMUM POST SPACING ON SLAB FROM TABLE 57 Lyneh6urg,VA 24503 CALCULATE FROM TRIBUTARY DIAGRAM ON PAGE I SLAB S.USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING earipuhlam®ramcastnel T��TT'-1N��� S.CHOOSEA HEADER FROM TABLE 5.7 THAT HAS ADEQUATE SLA89.FOLLOW 9-10 FROM ABOVE J N 03 2015 POST SPACING. SLAB 70.FOR TWO POST STRUCTURES USETABLE 7A ON SHEET Mica FOR SLAB REQUIREMENTS INSTEAD OF THESETABLES 7.USETHEAPPROPRIATE FOOTER SEE SHOWN IN TABLE 6.7 ICC ESR 2676(201218C)12/11/2013 Page 48 of 74 SOLID COVER 5.0 POST SPACINGS FOR PATIO AND COMMERCUU.COVERS IN 115 MPH WIND AREAF ` 18 Gauge Aft Steel C aa1NFme tnn ,. 14 Gauge exe Steel C Detail . jo, 12 Gauge 35d Steel C Detail N 16 Gauge US Steel C Detall N 14 Gauge axe Steel C Detail N. 12 Gauge U8 Steel C Detail N. TABLE 5.9 Attached: Frees(enDln9 or Atlachad fFmeSN1a.n.d,Unj ABachad Freestaqng Attachetl Freeslxnding OT Aeachetl FreeslantlNg or .Attached. FreestanrMg or - SWcture`. Mu1tL5'pan Units Structure. p Structure MuN(sp SWclure. MUltispan Units SWCure MUItLapan UnOs SW'cune Multispan Units GRDgNO TRIG -PoS ,MAx :.A1PX'POSTLENGDr MAx FOST MN( MN(P GROUND TRIB POST MA%' MPXP06T LENG01 MAx MPD(POST iGM MAx' MAXPOSrlEHG3H . SNOW WIDTH WACDIG POSE MIN POOrpt @ f.'IT ':1S POST M01 FDOIaI. Ir POST MIN FCOrpi: @ SNOW WIDTH 1'� PAOW 'POST MIN !n I ]2 'IF POSr MIN R I 1Y 15 ,FOGY MN @ 12 19 LOAD ,(FN GNSLAa SPAC POST 'SG£ OIX96rRNINm PoO SPACW POST s0E MMEO_ SPAC}NG PoSf Sef CONSIT . LOAD (FT) ON8l4B SPACIN PDST S� CONSIII FOOTER SPACIN POST Sffi CONS N� PAOW POST GOE CONSIPAPIEGF (PSFI. IFG ffG' IVPE Y.. .N -T W (FTl TYPE W v 1YPE Y Y (PSF) (fN ff0 TYPE V Y. 'B, •tl• fFrl TYPE •C -Y '@ ..0 (Ff) TYPE V •tll Y' J.'tl' . M) (nS MY ) 'M1• Cnl fN M1 110MPHEXPOSURE B' f1s MPH EJPOSUREa %. 5 .1Y-T 11 . O' a' a . a. 1@$. 0 v .a" 29 W5 F 30 .30 %' a 5 T-1' }Od' D 23 24 a 28 '_12$ D 25 25 % % 2C-1' D. TB 29 29 3v . LIVE 53 12'A' lr4 0 25 a .2B- ..17•T D a' a a 24'S G %' % a 5.5 W.V. " a 23 21 -% T]. mr D 25. 'N m 20 1@-tt' B 29 29 29 31 . LOAD a Ilw . 1Y$ D' a a. W 1w$ D -v v a a41 G 31. '31 31 6' 4-11. " D Y! a 28 a. '12-0', D 25 25 2F 29. 1T-11- 0 29' 29 29 31 ONLY as_ ':10--r. 12-T D a 26 v W4. 0' .v a 28 •2ir G .31 .31 31 8.9 9-9 '@d• 0 T3' 23 . 25 2T 11'-T D ss 25. - a 23 `trt• D w 29 'w % 2 � 9$ 11'$ D �-_ 26. 26� 9 .14'-T - 0 20 18 28 �21 J' .G . 91' 31 31 �1 F.I. �TS O. 23 2] 25 a - tRS'. D � ZS-' 25 a % 1fib• G % % 30 3D TS 1.1• .1w--1/' 0. %- a .28 19'-10•. D 29 28 2a - &41 0 32 '32 32. TS q'-r TS D 29 23 25 26 _9d D TS 23 28 28 't9-0 O % 30 .30 '.30. 'B 8'$ .iw$ D 25': 25 26 13'J• 0 a M. 28' .19'-T. 0 -32' 92 32' 6 R-V 9A' 0 23 A' N 26 7-1- D 25 35 2B IS 4 11- G 30 % -30' W. 9 26 X 28 a' a - a lv- - G 32 R 32 85' 4'-2' wi' D' a s Zd 26 @-r' ..D' s ss 25 a' 141: G 9Y' % 30 %. . P-r 9S 0 26' - a 26 '�11'-r D is, a a 16'$r G. 32 22 aT 9 Y-11• @-0' 0 23. '23 24' 24 g1• D M 25 0 a �tT$ 0 W 30 % % 10 T-2•. @$ D 26 23. 36 11'$ F .a 2d a 1T-T G u 92 32 a3 @-r 9$ D a 29 N'� 35 T$ D 25 M % v '1:vV G 31' -31 31 31 - ID g-9• -I D a a 28'.. +1"", F a a' a. ITJ• 'G a % 33 � 10 YS S-r D� a � a� a� 25� .rr p 'ss a m a Ir--10• G 3L 31 31 31 103 @d• T-IV O 28 --28 26 10-t F a 28- 2a 16'S 'a % a 93 10.5 34• StY 0 23 %' a a T$� 0. a a a 26 .125 G 31 31 81 31 11 g4• - TS D' Z6 a N' tw-2 F a a 28 tB$ 0 --a %_ 39 11 - wS .P-t1' D a' a' a a 6'$ 'D' 26 a' a a 31 31 31 31 .. .. 115 g-11" -11. U %. '28 %. gS F a' a' a t9S G 33 33 33 12 .•9$ @-N• 0' 'a a TB' _ 11S @-P • 4'$ D % a a N 9.1• D a ffi a a 11 R' 0 91 3h 31 N . 94 F 28 25' a .t5-1 G a % .% 115MPNEPOSUREC., vt%MMEXPOSUREB" 13 SS w4• D. 26 26 a .w-r- F a' a 'a G % % .34, 23 5 .T-1' s$ 0 ' a a - a % 12b'. D 'v v 30. 4 1T9 G 31 31 >2 % . 14 6'-1P 5-11' D 2B a 26 @$ F a a' •a" 13'-T G % % %' S5 @S a'$. 6 a TS a % 11'-t0' 'F a 22 % 32 1T$ G 31 31 31 % t5 <''-6• S$ 0 a 26 % r-6-' F a; a a 13'S G .:% % % e.. . 9-11' @-Y 0 a a W. .a 1@-tR F a. 28 29 3.1 1@d' G 32 32 32 U. tfO MPH EJPOSUREC m1%MPH EO'QRIIRE B' 6S 3S TS O a a v a .10-1' F ?3, a 29 31 15'-11' "G '92 33 .92 92 10 5 12-T 13.2' D• 2T- a: .% '.15'-1P " D. 29:' "% 2T tt' G 32 92 92 r 9-I- @-11- ..D. a % v 28 lr ". F a 21 a % 19S 0 32 32 32 92 LIVE 55 124• t2-1• O v v a ..IV-a' D a' a 31 .21'$ G- 33 %' a TS' 6-9` @-r D. a a a- 2a. a'-A F a %. a . % IC-V 'G % 33 33 a - LOAD 6 it'i 1r-l' D v zT 29 :14$ 0 29 a %. W.V G ONLY 65 iwS lvJ 0 . .9 v 28 .lr$ _ 0 a. a. a 8 i'S Rt' D 25 a 26 25 6S I" G a % a 85 PS 9$ D a 0 a 2r' .T-C F a a a a 1YJ• G 33 33 �'33 % T @-0'. T$ D v v 21 - .ir-r 0 29 a a 1gS G %- % % 9 3-11' 9,-S 0 a x ss a. rs F a a 28 a 1Y-0' G %' 33. % % TS S-1•. @- D Z( v v '1T-tt' D' % 30 a "1T-1V. G % % % 95 g-BS 9-1• D a a a w @-tt• F. a' a' N a 1S4• G % M. 33 W ' 8 sS wI .D v a: v. tT-r D % 30 % lr+ ' G % N % 10 .VS 4-tw. 0 a 25 a v T-T F, a a a a ,11'-1P G 58 % % % a @$ T-1P D' a 'v Zr 1w_T p 30 % a 1@S G. N % 34 1D5 Y-4• 4'-T 0 a a a v @J• F a a a 28 11b' G 34 34 % % 8 TS TS. D 'v v v 1wS D 30 % w 19-tP G % 35 35 '1t 'Y-r '4'S D a. a a' 1b @-0" F a a a a ..11'? G % 34 9S T-2': T-0' ,D v ,27 v' gS 0 90 % '% 'tgd• G % a 35 11.5 ,3-1' 4'$ 0. a a a 28 5'$ F a a 2a a '1w$ G % %' 31 N 10 w-s 'wS "0 v. v. U. g$ 0. % % '30 I4Lfw O ffi ffi % 115 MPH E)POSUREB 1G5 wS Td D v v 23 @-T U 30 % 30 114• G % 35 % a 5 w-r tw$ 0 - a N v - a Ig$ D 25, a a % W.I. G a a 29 .31 11 w-2'. w-1' .D v a 'v' YJ' D % '% %' 1Y-11• 0 % 35 a 55 @-Y g$ D 23 a a a. 1Y5 D a a a 29 1@-11• 0 *a a a 31 115 5-11• 9-r D v 'v, v ]L1T D 30 -%. 30 t3'S G 36 as % 6 Y'V 9S 0 a a a v IT'V F a a 27 a 1T-11• G 'a a a 91 IZ S-0' IF a. v tT v� TS. D _30 % 30 13=1, G % ffi a 63 9-T 9S D a a a v 11'4 F .a a v a la1 G a a a 30 5-2- D v a v ,T$ D - a % % 11S G % 36 36 r 4'-10' T$ 0 a a a v 1P-5- F a a a 28 1@$ 0" 3030 % 30 14 - 14 f-v '4-0' - D v Zl ..v •wS 0 % % % TS 4$ T$ D a a a 26 9A' F a a 28 a 1S-0• G % - 3D a 3D 15 fJ` 4'S D v v 'v' w$ D W a0' 30 11'S G v v v a 6-r w$ D a a 24 26 9'-t• F a a 2B a 14'- - 116MPHEPOSURES' - 11' G % 30 30 %' 85 4$ 94 D a a 24. 26 ff-r .F a, -'a ss v 14A' 0 % 30 %- " % 10 5 13'-T -14.6' O a a a' 1T-r D v. v 1� 2 " G a % 31 9' YS 9S O a a 24 a 1-1• F a a a v I" 0� % 30 30 a LNE 5S t2'-Y 1YS. 0 a 2a 28 19$ U a v =r G 31 31 .31 95 Y-r @$ D a a 24 a' TA' F a a a v 19'$ G 31 31 31. 31 LOAD 6 11- • I2IT D a w a 14-T 0 a a LV G 31 31 31 t0 Si' 9S 0 a v a a ri F ss ss a a Ir-1P G 3t 31 31 31 ONLY 6.5 lvS tf'-tt• 0 a 26 'a 14'1V 0 a a 1'S G w 32 32 IDS Y-T S-T D a a a a TA' F 2S a a % 12S G 31 31 31 31 T 3$ .11'-1. 0 26 - a v' 14'-0' D 24 M -V 0 32 v '92 It Y-}• d'-11'. 0 a a a a 9$ F' a a a % 12S G ]1 31 31 31' T5 g-1' 1wi' O a a s ITi D' 2B a " G 32 32 32 IIBMPMWDWMC . g1%MPHFJPOSURES 8 @$ 9•P 0 25 a a 1" D a a -IT G 32 32 32 ss 6 gA' s-4• U u a a 30 1zI• 'o v v %.' 3z bFESSIQ/�a5 ir� s$ D a a a W1 0 a 2S w-T G a 33 33 53 @-r lrT D ss a 26. 30 ITS F v v % _% Q� ,I • a0NAL 9 TS 9$ D- 26 a 26 11'$ F a a TS G ffi a 33 6 5$ T1w D a' a a a -Iw$ F v v a 31 fU '� !�o G� B.s TS @$ 0 a M % 1r-r F a a -1r % 39 93 6a Sr r- , 0 a 2S a a 9$ F a. a a t0 w-9 T-10• D % a a iw.6• F a a wi' G a % 33 T 0'-tw 6$ D a a a- -a g$ F 9 v a10.5 9$• TS D a- 26 a . 1w$ F a a S-1w G a a 33 TS 4$ 6'J'. D a .a- a a @S F v v a8. 8189 Il 9.r T-1• p a ffi a9'-T F a a Rr %. a 4'$ @-1w D a a a Ta T-11• F v ZT a a a 26 4-Y F a a '-11- G % N % 63 4.0' 5S D 25 a 'a a TS' F v v v 12 S$ 9$ U. 25 a a wi• F a a 4'S G % % % 9 Y-r '@S D a a a 2T . rC F v a v13 9-2• 9d D a a" 20 w-1• F- a a 3'9 0 % % % 93 Y-T d'-11' 0 a a a v. wS F v v v D a a 26 - T$ - F a a T1' G % 35 % 10 ". 4$ 0 a a a. 2% VA F a v va 0 26 a 26 TS F a a 2S G %' - % 35 103 Y-2' 4S 0 a a a a w�0' F v v a �F Sir Q, t1 Y-1' 4$ D 25 a u a 9$ F v v v DEC 8 Z FICAUF JUN 03 M15 ICC ESR 2676(20121BC)12/11/2013 Page 49 of 74 - SOLID COVER 5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN 115 MPH WIND AREA:' - - . . 16 Gauge 3xB steel C Oelall N 14 Gauge 3xB Steel C Detail N 12 Gauge 3x8 Steel C Detail N - i6 Gauge 3x8 Steel C Datal N 74 Gauge 3x8 Steel C Deted N 12 Gauge 3x8 Steel C Debit N TABLE 5.8 ADacDetl Freestanding or Attached Freestanping or Attached Freestanding or Attached Freestanding orJ(� TYPERIJ AttachedFreestanding or Attached Freesbnd'mg o) SWdule MulRspan Units Structure Mullispan Units SWcNre MuNspah Units - Structure Mul4span Units StrMulBspan Units Structure Mull'apan Units GROUND TRIB _ POBi MUI NA%POSTIFNGTH M4% MAYPOSTLENGTH MPX - Ma P()n GM GROUND Me POST MAx MU(POaTLENGTH MFx POST LENGTH MA% M4x POST LENGTH _ SNOW WIDTH SPACING "POET MIN '" a' ) R' I.19 POGT MIN FW7FA r I. 12 '' 1S POST MW fOOrER r- ' t2 I 1r SNOVr WIDTH 6PACIN PoST MIN r I t2 I 1S' MW6 )_ 1T '' 1S POST MR1ddT LOAD (FTI ON61Ar SPAC POST aaF LONSTRP1NEO F00 - SPACIN P0.aT 60E' CONSRUINED F00 SPACING POST 6PE. GONSIRNNEDFO LOPD (� ON SIPB 6PACIN POST 612E LONSDUWFD FODTER POSTCONSTRPINEOFOO GPACW Po6TrANSTRAINEOFO(PSF) IFT) (Fri TYPE 'd Y 'd' '4' (Fr) TYPE le -V' V' (FTI TYPE '4' 'C '4' 'C (P6F1 (FT) IFT TYPE '4' .'6 Y '4• '4' 'd '4- on ttPE .•n) •h) •ttIn) M) C 1 C)' Dn) M1 C 1 f) M) MI Cn) On) M) pN 115MPHENPOSUREC wlwwli EXPOSumis - - 115 MPH E%PDSUREB - 10 5 : IT-r -lv- D 27 n 30 i5i• 0 29 29 31 22'-0' G 33 33 33 30. 5 - 5-0' VA D 23 b TB a 12'�' D- 24 25 2B 29 fir-5' G 2T 2T 29 31 LIVE SS 124• 11'S D n n 30 14'S 0 b 29 31 21'-r a 33 n 33 5.5 S-Y 8'-r D M 23 - 25 27 11'-S D 24 24 2) 29 lrA G 26 29 2a 30 LOAD 6 11'A• 1P-T 0 2T 2T 29 13'S D 30 30 31 tr-if' G 34 M 34 6 4'A' T-1P 0. M 22 b' 27 l0'S' 0 M M 2T 3B 164' G 20 20 2B 30 ONLY 63 1PS - r-r 0 27 n 29 12-V 0 3D 3s 3D 1Y-tt• G -33 M 34 65 a'i•- T-r D 22 22 35 26 S-A D 24 2d '26 .28 -lvd 0 26 28 2B 30 7 ra• 6-1• D Z) 2T 28 12-1- 0, 3D 30, 36 18-1- G 34 N M 7 4'-1• 6-B' D 32 22 24 25 F- 0 24 N 26 21 IV-1P G 29 29 29 29 73 S-1' rT D b Zr 28 '11'S 0 3D 30 90 lrJ G. 35 35 .1 7b 3'3 S-r D 22 ZZ V1 26 6'-r 0 24 N 25 v 14'-Y G 29 29 29 29 8 rS r-0• D b n n 'tr-r, 0 30 w 30 16'-T G 35 35 35 5 rS SAW 0 22 22 . 24 M T-f1• D 24 24 a --2T iTS G 29 29 b 29 B.5 r-0' TS D 27 n n 10'-2'. 0 30' .N 90 16'.0' G a5. 35 35 9.5 3'd• S-r D n 22 23 25 T-S D 24 N 25 28 13'�G' G 29 29 a 29 9 TS 1-1• 0 27 n 27 r-T' 0 30 3D 30 15'S G M �as 35 9 3'-r SS' D ZT 22 23 25 r-0 0 N N 25 26 iz-6 G a 29 29 29 a5 TS 6'-T 0 b Zr 27 1-1' 0 30 b b 14'-10- G 36 36 36 95 T' d'-11' D - a 22 b' Z5 6-9'. D 24 N 24 28 12-0' G 30 30 30 30 10 T9 6-r D 27 27 TT 9'S 0 30 3D 3J 14W G 38 38 35 .1U 2'-10' V' D 22 22 23 N V4 D N N N 26 .11'-T G. 30 30 a0 30 I" 63• 6-1' D 27 n 27 T-0• 0 30 30 W- -tY-11- G 36 38 39 103' TA` 4'S' D 22 22 23 N 6b' D 26 24 24' 25 11'S' G M 30 30 30 1t 6S S-iP D n n 27 'r-IT 0 30 30 30 ix' G 36 98 36 115MPHEYPOSUREC orlwwHEXPOSUREB 115 5-11' S-T 0 ZT T 9 TS D 30 90 30 13'-1' G 36 38 38 30 5 5-B' 6S D a2427 9D 11'S' F 26 26 30 - ]f 1M• 0 30 30 31 39 12 S-0• Sd• 0 Z) ZT 21 T-Y D -00 30 70 izi - G 37 a7 37- S5 SS T-r D T Z9 tP-s' D 26 W 28 31 IV' G 31- 31 31 39 . 13 S-3' '4'-it' 0 T) 2T 2] 6-0' E 30- M 90- tS0' G 9T a1- 31 8 - d'-9' T-1" D 1 29 6-T D 26 28 N 30 15S G 31 91 31 32 110 MPH EXPOSUREB 65 44• 6-T D 6 mVAT D 20 28 28 30 G 31 ]131 92 20 5 r-rit-r 0 23 N 26 2B id'-1' 0 N 25 2B 29 20'-T G 28 28 29 31 7 4'd•- 6-1•, 0 2B rS D - N 25 ZB 291Y-11' G3131J1 J2SS 6S 1P-T D 23 at a 27 1T-r D 25 25 n 29 19S G Z8 28 TJ 30 7.5 3'S SS D� 6 nTS D - 26 2B n 29 1]'S' G 32326 5-11• 9< 0 b. b 25 27 lvi D 25 25 27 29 1r-S G a 28 28 aD 8 3'S F< D 27T-Y D a 26 2T 29 1T-0' G9232326.5 SS r-T 0 23 23 25 27 1T2' 0 M 25 2T 28 1T3' G 29 29 29 - 3D a's 3'J' F- 0 5 2) T-9' D a 26 2T 2B fY-Y G" 32 9Z 32 32 0 25 25 26 28 16-a• G '29 29 29 29 9 YS P-Y 0 5 27 6-r D 28 26 26� 29 G 32 92' 33 33 7.5 d8 TS D a a 24 N W.I. D - 25 b N 27 -IT41' a 29 29. 29 29 a 4'-S T-0' 0 23 b 24 26 SS 0 25 25 25 Z7 15-r - G 29 29 29 29 OVER- TABLE SITNBUTARYWIpTHS FOR 6INGLE 6PAN ATTAPHE05TRUCNRES .e�QFESSfON,q Is 4'-T r-T D 23 b 24 25 8'-11• D 25 25 as 27'- W-V G b. 29 29 29 HANG - - PROJEGIION OF 6INGLE SPAN MMRE6(FT). 9 T.1- B•S 0 23 b 23 25 -r-r F 25 - 25 - 25 Z6 1a'S G 30 3o 30 30 tFG r T 8' r 1V IV 1T Is- LI• - 10 16 iT IF 1r air 21- 22 �r'AwT' AS Y-A rAt' 0 29 b M 25 V4 F 25 b N 29- 13'W G. 30 30" 30 30 P Y 3.5. 4' 4S s 5S v 6S T 7.r a 6.5' r 93' 1P 10.5 it' 2� �{` - :✓� 10 rfi'SS D 23 23 2325 T-T F 25 IS 25 019'-Y G - 30 30 3D 30 I. 3S 4' 4S S IF -a a& T 7.5 IF .as 7 as 1P 11T 11' Its V �1 t03 3d• Si' D 23 b b 24 TS' F b 25 25 N 1YS G 30 33 34 30 Y Na Na Na 5S 6 6.5 - T 7S v - eS r as 1P Iov It- 11.5 12 J p a] II If T-Y 54' 0 b b Z3 24 B-it' F -25 25 25 26' tYA' G JD 30 3D 3D 3 Na Na Na Ne Na Na Na r B.S r- 9S 1P f0.5 tt' tt5- 12 t2S U U 113 Y-0• d'-i1• D 2] 23 23 24 6'-T F ZS 25 23 Z5 tYC' a JO 90 30 3D 4' Na Na Na ' Ne Na Na Na Na Ne Na Na t0.4 11' 11.5 1T 125 13' 110WH6%POSUREC r13D MPH EJIPOSUHEB - - * ' 20 5 T-1- IVV D N as 28 30 13'W 0 27 ZT 30 32 1r-Y G 30 30 31, 33, TABLE 5.3 Post Requirements TABLE 5.4 Pon Fi.quirementsfor 5.5 V8 r-1• 0 24 ss 27 29 12-1• D 27 27 b 31 IF-1. a 31 M 31 33. - for Attached Single Span Structures Freestanding Sfrucfures or Multispan Attached Stmehrea 6 r-n• r.4• D N xd n 2s19d• F n n b ]t 1Ta• G 31 N 31 3x- Post Descdption Max POST Detail Pori Descripilon - Maximum Max POST CA����� 63 SS T-9• 0 24 24_ 27 28 lvS F 27 27 N 30 1r3 G 31 31 31 32 Hgl Code Footing H¢ ht Code Debi 7 s-1• Tr 0 25 25 N Za r-0• F 27 a b so iv-r G 32 32 33 32 Twin 0.032'x7.57t1.5'Scroll B' A AO 0 M'x3'x3'Steel Clover d= 2r B' B AK 7.5 a•-9- 6S 0 N 25 25 29 ra' F 27 n 27 29 14''.I W G '32 32 32 32 twin D.D24,Q'x2•Scroll 9' B 0.04B'x3"x3'Steel CIOv d= 2r 6• C AK DEC 182013 B a•-Y ra• D 25 25 25 a 6•-0• F 27 n n 29 lv G 32 N 32. 32 0.032'Pasi W/0.024'Side late tY C 31767c3'x3'SIeeIS uare d= 29 74 F AF - - 83 ea- 5-11• 0 25 25 25 n lrY F -a -n n 29 IT-r G 32 92 32 M T032"Poslw/0.03Z'Sid la 12' D 3/7653'x3'Slael care t- 32' 8' G AF - 9 T'-Br S-T D ss ss 25 27 TS F n n 27 N IT-1' -G 33 33 33 3t Clover 0.040"x3'SCY Alum- 10' E Ax tl4'x3Y3'SIeeIS are d= 32' I F AF 9s TA' sa• D as ss 25 a r.Y F n n n -xa 1Y-T G 33 33 33 33 Ma num 0.0751Gi'x3'Post 12' F 7/4Sr7"x3'Steel S uare tl= 34" W G AF SS�Q�'�•FN 10 3.8 s-0' D 35 ss S N fit• F n n n xe 12-T a b 31- 33 99 0.04Bk373'Steel Clover - 12' G Ax 3/8'X3"x3'Steel S uare- d= 36" B' K AF 105 Tv 4.3• D 25 25 as n 6-0• F v n n n 11•ar G 33 33 a 33 0A4BSt3W Steel Clover 10• H ar 3/ifi'x4'x4'Steel Square d= 36" 14' 1 AF O �L P N 11 ss a•-T D 2s ss N z6 ss -P n n n xl - n•-s• G 33 33 33 3T 3N 6Sc7'z3'SleelB uare 75 1 AF 3/16'xSxS'SIadS uare 0= 47" 15' L AF 113 T.I. 4'd• D 2s b 25 z6 5•-tt• F .n n n n 1t•-1• G 33 W. - ]3 33 1/4Yi"x3'Bleel Square 75 J AF 3/16k6'x6'Sleel Square d= 48 15. L AF _ 12 T-11- .sx D 25 25' as n -r-r F n n n n 1O-r G- N 3i 34 N 3/BSO'X3'ataelsquare 10 K AF 8139 GENERAL.INSTRUGIlON5 FOR THESE TABLES - 3116'X4'X4'SteN Square IV L AF 1.CHOOSE FREESTANDING OR ATTACHED STRUCTURE Via.FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN IN - .6 /PU17 2 CHOOSE PROJECTION,WIDTH AND OVERHANG OF UNIT -TABLE 5.8 AND 53 UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT United Duralume 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 IO PEP MIN,COMMERCIAL UNITS 9.FIND THE O/C SPACING OR OF FASTENERS FOR ATTACHING To WALL FROM TABLE 7.5 OR TABLE 7.7 - Fullerton,CA USE 20PSF MIN) 10.USE THE APPROPRIATE DETAILS - P.E 4. CHOOSE A PANEL FROM SECTION 4.0 THAT HAS Carl Putnam, F ADEQUATE CLEARSPAN FOR YOUR NEEDS. FOR PATIO SLABS FOLLOW 1.6 FROM ABOVE THEh 3"1 Wink Place S. DETERMINE TRIBUTARY WIDTH FROM TABLE 5.2OR SLAB 7.DETERMINE MAXIMUM POST SPACING ON SLAB FROM TABLE 5.8 Lynchburg,VA 24503 CALCULATE FROM TRIBUTARY DIAGRAM ON PAGE i SLABS.USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING cadpumam(dlcomeastnel - 6.CHOOSE A HEADER FROM TABLE S.B THAT HAS ADEQUATE SLAB9.FOLLOW 9.10 FROM ABOVE POST SPACING. SLAB 10.FOR TWO POST STRUCTURES USETABLE 7.1 ON SHEET Misc3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES J v N 03 2015 7. USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 5.8 ]CC ESR 2676(20121BC)12/11/2013 .Page 50 of 74 •".SOLID.COVER SO POST SPACINGS FOR PATIO AND COMM COVERS IN 775 MPH WIND AREAS - - Double 76 Gauge 3xB Steel C Detail S Double 14 Gauge3XB Steel C Detail S' Double 12 Gauge 3x8 Steel C DelaO S. - Double i6 Gauge3x8 Steel C Oetall 5. Double 74 Gauge3x8 Steel C OetaB S Double 12 Gauge 3xS Steel C Detail S, TABLE 5.9 " Att?chatl . Freesia ng or Altachetl Freeslantlin9w Ad3ehed Freestanding or Attarhetl Freestandingw Atlacbed Freestanding or A11atl1a Fmwtanding or SBGCIYre.' Mulffspan Units StrucWre Multis an units Structure MulSspan Units S9ucWre. M.asPan Units Structure, Mul�span Units SWclur9 Multispon Units GROUND .TWB POST. .MAX MAX POST LENGTH MrVf - MAXPOST LENGTH MAX - MAX POBTLENGTH Ga0UN0 TRIB POET MAX MAX pOSTLENGIH MAX. MA1t POSTIENGTH MAX MAXPOST LB9GIH SNOW' WWTB SPACING Pon MR. ' @'I; 12; I YS, PGs[ MIN rOQ1EH Y I 1T '.iS 'PosT MIN PDOTER @I12 L,1S SNOW WIDTH WP IN PDST MIN @ I 1T I. 1S POST .MIN - @ I 12 11S 'POST MIN V I 1S I 1S LOAD (Fn ONSLAS SPACW PonIFOCTER - Ste. GONSTRNNEp _ SPACIN POST SaE CON6TRgINEp'F SPACNG P06T SGE. CONSTWJNEO FO LOAn ON SLAB SPACM POST SIZE GON.^.TRAINEO FOQIER 6PACIN POST a� CIXJ6TRAMEO FOGT ACI PORT 9nE CON6TRNN®FOO WSF) (FT) (Fn- TPE 'tl• V Y •9` .(fTJ. TYPE Y Y '@ •8' 1F11' TYPE 'T •C. •C' •Q1PSH1 lFT) 9T), TYPE 'd' 'd' N Y IFT/, TYPE 'd ''0' Y 'C (FT) TPE Y •4• -ILL @ •4• f) on)' an). ' nj _ On) fo) fnl M1 M) M) On7 On) Oi) fiH C) @+) fn) F M): MI ) C-) L M) . tin MPH FWOSURES - 115MPHEXPOSUREB 10 S 1TT 2541' O: % "B 32 ZTS G 91 81 R 31'A' a 22' 32 32 2p 5. T-1• 22{ G 29 29 A B =.IF G B %' .32 % 27` " y G 31 ,31' 32 . 35 WE as 124' TS-r G 31 31 .31 %310' G "�.31 31 3Z ' 3@S G .% . 33 % 53 @. LOAD a' 11W M'S G 31 -31 31 26L•' S 2110• 0. 38 B 31 W 2Y-2 O 31 31 32 % 25-r G B 32 32- S1 1 G 32 B 92. 2Y-11" G B B B 6 5-11. N4f G 31 31 31. B .2216" G. 31 3t '91 3] 2S-@ G. 33 % % B ONLY 65 1D-S asd G' B. 32 _ 32 250 G 92 ' B 32 'W.1' G 31 34 M 63 @S Z@J• G ]1' 31 ]t % N'-tV G E B B 39 IS-P G 39 .% % 33. .0 at B B N18' G % % B 2YS G 33 % % T SW IVr G 81 31 31 32 "W G B 32 32 33 '2,vLV H N 34. . at U. 1.5 @-1' WWI. G. B: 33 % 3PS' O B B 93 2T-9' G B % B T3 4=8' 18'-1S G1 32 92 32 B t@.1@ G % B 33 93 2Y-f1' X N % N N 6 CS .21W G B B 34 2SS G '94 N 34 2T2 a % 35 % 6. 4S" 1@-2 G B B 32 as B'A+ 21,'4' G 34 N 34. B>S G N %' 94' 2FT G 36 35 36 as. - P' 1T- T G 'B 32 B 32 2@d H 31 .31 31 34 YL-11' N' JS B 3S % 9 TS 214• G' 3• 34 N Tt.S -G % 35 95' 2@-1' 'G %' 96 38 9 Y-11' 1T-0' G B B B B 1@-T' H .34 34 B B 22'i' H, 35 56 %- B. 9S T-Y 2@-11• G % % M 22i' G B. % 35' 37 9] AS Y-@ 16'S - G 33 W, 93 33' t@-1' X 34 N N 34 22-I- ..H,' 36 36 36 an - 10 SA• 2@-4' G 35 % an 22P G 36 36 % 2S-r H 3T T 37 18 Y-S 1@-0' G 33 % B 33 "1B'-T' H % B 35' % _-21'-r H 3) 37 3T '9) 163 @S 1@9T G. % B 35 21'S G 35 B 36 24•-1C X B 38 as: 1G3 Yi' -155 G 3i B B B 19,'-1' H 35 B % B 21' ' H 91 .3r ]> 37 t1 5-r 18'-r G. 36 % % 21'-4' G B % % N'S 'N B B 3B f1 3P .tS-1' G % 33 M 33 :1T@ H % % _ 35 % 21'S N' 3> T 3T 3T t13 S-H' 1@-0P G' 3$ B % ,21'S' G 3) B 9) 24'-t' 'H 3a B 3a 11S Y-P' IRS H 3l B .36 B 1TV' H %. 36. 3B % 2@S H 3a B 38 3a' 12' TF 1B4• G 36, % an 204T "G 9) A A 23'-Y H 39- B B 115MPHFXPOSURE0 - at%MPHEWOSORES - 13' S-2'• IT--r G as .351. B '2@S. H1. V. B .38 am H 40. 40 40 20 5 T-1. N'S G- % %" N '30 23'S G %. % % -3)' 28-4: G B 35 35 36 .14' 4'-1P t4-1S G % 36 36 18'S H %:. B B 2TS H 40 40 40 SS @S 20-15 G' B B >r 36 Wz 0 ""N 3C '34 B 2YS Sr % % 35 38 16 d'S 1@S 'G. 3T 9 3T 1@S - H - B 39 39 22S H. d1 . 91 41'. 6 S-11' 20-1" G N' 34 N % 2T-9• G B 35 B 36 NNO' H % 36 36 38 110 MPH EXPOSIIREC aY1%MPH EXPOSURE B, - 65• SS 1@-r G B 34 B % 2P-1' G % B' % as N'-Y H 'V 3T' S> YT 10 5 tY-T N.I. G' m B 31 2S-S' G B 33 % 2@S G % B• 35, T S-I- 1@S G . 35 B % % %'-T G % B 35 % 2Y-Y H 90 J9 3a 38 LIVE SS lr4 ,23, • G to B N NL11' a 34 % 34 2@-T G % 38 %- )S 4'-8". :1Td G. % % 35 B 26'-1" H 36 36 B ' % 9'-0' H 3B -3a. B 3B LOAD 6 It'4• 22$ '-G N 30 % N'-r G 35 36. % a'S G '36 38 36, 8- 44^. .1T-1' G B B 35 35' 19'd• H 37 37 B 3T 22S -H 39 39 39 -39 ONLY '83 . low =w G % - % 35 2Y-T G 38- '36 96 2TS G aT ST 3)' as 4-2' 1@S G' 39 % 38. '% 1@-t' N Sr 3T 37 37 1T-I- .H % 39 39 99 T @S- 21'W G .35 35 35 23'S G' % 38 36 2Ci' a B .33 B 9 3-11. 15-11• G % B 35 38 t@-T H % 3B' 35 34 21'S H 4O 40 40 40 IS. 5-1'' N'-0' G % 36 B 2YS G .3) 3) 37 :'25S G % B B 9.5 Y-9" 15S H 38 B U. % 1B'S H B' "30 'B B 2t'3• H .40 40 40 40 2@S G 38 - 36 36 2zS G 3) 37 3T 25-r G B % 39 .10 YS 1SS H % % 36 35 tT-r. H % 38 B % 2ll'-tt' H .41 dt 41 41 83 @-0' 191d' a T 37 B' 21'-T G B % 39 2PS 'X 39 B 39 t03 Yi' 14=T. H 9i 3i 91 37 IVA' H- % 39 39 B 2@-T 1 N 41 41 41' 9 TS 'Ierr G v A. .9) 21'-T a % 38 B N'3 H 40 40 40 11 Y-S 14S H 3T 37 37 37 IFS X B 39, 39 % '2@-r 1 .4 41 41. 41 AS T-r IF G 9) T B 21r ' G. 39 39 B 23'-1S H 40 40 40 t15 Y-1' 1YA' H Y! 9T' 3) 3) tS5' N % 39 'B 39 1S-tt' 1 42 42 42 42. 10 5-9' 1Y--1• G 38 B B 2@8 G 39 39' B 2YS H 41 ' 41 41 115MPH EXPOSURES 105 @d` 1RT G' 39' 'B 39 2Y-1• H B % B 29'-0' H di 41 41 25 5 SA' 22`• G % 29 31 % 'AbP - G w B B % N4" a 31 31 to .34 tt S-r 1T-1" a as % as t9'S H .a 40 40 T2S H 42 42 42. 51 @-r 21.41' 6 % % 31 B 23'2' .G 31' 91 >2 N 2@S a 32 32 B B 113 S-1t' llr S G 39 B 34 /5J' H i0 40 0 Si• X 42 42 42 6 TS 21'S G 31 91 31 w '22%• G 91 31 31 33 2S1' G 33 33 33 33 12 541• 11 - G % B 39 1@-11• N 40 d0 dG 2YS H 43 a 43 63 Y-r 21W ' G 31 31 31 %. 21'-1P G 82 32 32 37 W.I. H 33 % '31 a3 13 5'-2• 15S G' B % 39 1@-1' H 41 41 41 N=S H 43 Al 43 T 4'-1W 10.T G 31 31 31 B 214• G 92 32 B 33 N'S H N N 34 34 141 W-10' IV-1P H 39 % B 1T-S H 41 41 41 2@-11' H 44 M 41 >b 4'S 1@-1S G 92 32 32 32 ar-1R G 33 w % 33. IT-1P H % 9a N % 15 V• 14'¢• H 40 40 40 '16-r X 42 42 42 2SS I 45 45 45 ! 4'S _t@-T a a2 32 32 22 W8 H B 33 B % 2YS H % B 35 B - 115MPHFJfPO6UREB .1'hT G B. B .B 32 =-o• H % 34 N % 2Y-It- X. % 35 B'. B 19 5 13=T 25-e G 31 31 B 2RY - G 31 31 B 31S G %' 33 %' 9 FT 1TS G B B- 33 '% 18'-T H 34 % 34 34 22S H %. %, 315 36 LIVE SS 12<' 2A'S. G 31 .91 32 WS G 32. B B' B'S o w 33 B, BS 3'-T t6S a B % B % 1S-T H 34 34 34 N TI-1` H 36 % 36 % LOAD a 11V• 2Y-11' G 32 32 32 25'-T G B %. B 2@S G % 34 34 f0 Yi` 1@S G B - B 39 % 1B->' H % B % B 21'S M 31 37 37 37' ONLY 83 10'-S 29V' G B B B N'-11' a B % 33 %'S G ]5 % B t0.5 Y-r 1SS H 33 % 93 % '1@-1' H % 'B 214' H T' 3) 3T 3T ) SS ZYS G 99 B B .N'S a 34 % 34 -IT-1P 'G 35 % B 11 Y-1" 15-1' H B 33 % to 1T-0' H B B B B 21'.0' H 37 37 3i 37 TS @-1' W2 G B B % '29'-S G 36 34 m A4 G % B % 1t5 MPH FJO'OSURE C. vIWMPHFXPOSumS - 8 @i• 21'S G % N % 2Y'-r G B 35 % 2@.T G % B. 36 25 s Fw N'S G 32 B u 36 2zd G Al B J4 36 R�F.ES$IO T 8S @S 21'4• G 34 34 34 22S G 35 % B 2@-1' G B 37 3> S.S @-r - 2P-T G B. B % % 2TS' G 34 N N % Q,,X p r�r.1A1 9 TB 2LY•tP a % B B 22A' G % 38 % 2S-T G 3T 3T 3) 6 5•S t@S G 34 34 34 % N'S G �-35. % % B AS T.T 20'S G % % B 21'-tt' G % 36. % W.I. H 96 35 B a5 S-r 'IV-1B' a 36 % 34 35 2@-17 G a5. % % % � l�C,'s p� I,�{` T,1� ��✓ 10 @S Iaw G 35 % % N'-T G % % % N'- ' X % Be 38 ) 4'40, 1@-1• G 34 34 34 B 2@i' H 36 36 % 36 10S VS 1S-r G 35 36 % 21'' ' G B 3) 37 z1W H 39 % % 13 V4 1TA• G a5 a5 35 % 15--IV N 36 B % 36. J ' 11 @-r 1@S G 36 36 . 36 M-1R G 3T ,3i M 2Y-11` H B a9 39 8 " IFr G .B % % % 1" H .N 3T sr B g - ) 6 1 39 Its 5-It- t@-2• G . 36 36 36 N'-T G B % B 2d-T H 99 39 39 69 4'S 15-r G % % % % 1SA' H N 37 B Q- T5 12 5-0' 1TS G B -36 36 2@3• H B B 38 23-r H 40 40 40 9. YS 1SS G 35 IS % 35, IV; H w 3) T * 3 13 S-r lrS G 3T V -91 , 19'S H 39 3939 22'-e• H 40 40 09.5 Y-T 1S-S H 36 as 3536 1T3' H 35 15 4'-6" 1T-r G B B 38 t@S H 40 40 40 -T H 42 @ 42 103 3'd 14'3' N B % % B 11 H % B 3B B 11 Y-1' IT-10- H 37 w 37 YT 15Y H 99 DEC 82 13AL1F. JUN 03 2015 ICC ESR 2676(2012 IBC)12/11/2013 - Page 51 of 74 SOLIDCOVER5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN 115 MPH WIND AREAS - Double 76 Gauge 3xB Steal C Detail3 Double t4 Gauge3x6 Steel C Detail S Double 12 OF 3X8 Steel C Detail S - Double 16 Gauge 3X8 Steel C Detail S Double 14 Gauge 3x8 Steel C Detail S - Ooubla 12 Gauge 3x6 Steel C Detail S TABLE 5.9 -Attached Freestanding or 'Attached Freestanding or Atlart ed Freeslantling or Attached Freestanding a Attached Freestanding or - ACarha Freestanding or Structure. MulBspan Units SWdure Multi9pan Unit Structure Multipart Units SWctbre Mulgspan Units Sbublure MulBspan Units SWCNr¢ MulBspan Units .. 1"Rou"Ol I POST MPX4X POSIGTl1 MAX MAX POSTIENGTH MPX MA%POST LENGTI GROUNO TRIG POST MAX MAXPOSTLENGTH POST LENGTH MM - MA1(POST LENGTH SNOW WSPACING POST MM FDDTFA r ' tY I 1S POST MIN FOOTFR' 9• I tY-I 15. POST MW FOO16R r I" IT I 1S SNOW MOTH 6PACW POST MIN 6 I tY I 1S POST MIN v I'1T 11S- .POST MIN 5. I tY I t5LOAD ON SLAB SPACW POST SIZE CONSTPAWEO FOO SPACIN POST Sala CONSTRAINED FOO SPACING POST See CONSTPAWEDFOO LOAD (FT) ON STAB SPACW POST Sue CONSTRAINED FOOTER SPACI POSTtat) aIE CCNSTRNNEO PACIN POST 612E dON3TRMNm FOD (PSF) (FT) [FT) TYPE 'e 'ir V -V (F) TYPE -e 'S '4' -1 (Fln TYPE 'd 'C '4' •C (PSF) (Fi) (FT) TYPE SI' 'C 'tl' . '4' '(FT) TYPE 'A 'C 'C Y lFT7 TYPE '0' -1 I f) O f) (n) f) (Inl M) C'n) 0.) C) an). C) 6n7 (I f) C 1 On) M) (7 ii 7 M7 0y M1 115MPHEWOSUREC m 130 MPH EXPOSURE B- - 115MPHEXPOSURE13 - 10 5 13'-T b'-0- O 31 34 35. 25d' 0 31 M 35 29'-0' G 35 % 36 305 S-e' 21•S G - 29 29 31 39 SYR G 29 29 31 33 .25-1• G 31' 31 31 33 LIVE 55 1Yi' 2Y-it• G N N 34 24'8 -G 35 % 35 N-1• G 37 3I" 37 5S Fr W-T 0 a a 31 % V_tT G So % 31 53 W-T G 32 32 32 33 LOAD 6- 114• =T G 35 - 35 35 23'-iP G 36 36 .% 2T�' G 32 3r 37 6 6'A' - 1SA' G 30 3o % 32 21W G 31 31 31 39 N'C H 32 32 S2 33 ONLY 65 10'-r 21'-r G 36 36 38 23•-T G 36 36 35 2S-T G as 38 39 6.5 Pi' IV-IV G S0 30 30 32 W-IT G 31 31 31 33 23'-tY H 3] 33 3T 33 7- 441' 21'-T G 36 36 36. W-T G 37 37 37 2911• G - 39 39 39 7 W-1- 15-1• G 91 31 31 32 =U G. 32 32 32 % 23'3' H 33 %- 33 33 7.5 1-1• 2V-r G 37 SIT 3T '2Y-1• G 38 39 31 W5 G- 39 39 39 IS 3'-9- lr1 G 31 31 31 31 tY-iP H ]2 32 32 32 2Y8 H N 34' 31 34 0 a'£• 1Y-1P G 37 37 37 -21'S G - a 35 3S 21'-lV -.H. 40 40 40 0 Y6 16-r G 31 31 31 $1 15S H 33 33 ..33 33. =3 H 34 34 M 31 a5 T'V III G 37 37 31 21'Q' G 39 39 39 MW H 40 41) 40 95 3'd 16'-2'- G 31 31 31 31_ 10'A' N W 33 33 33 21'-IV H M 35 _ 35 35 9 TE' 15'-0• G - 36. 35 38 2V-1r G 39 39 39 2T-ir H 41 41 41 9- 3'-T 1S-0' .0 32 32 32 32 40'3• X 3T 33 33 39 21'S H 35 35 % 35 9.5 T-Y. 13-1• G 38 38 38 W.5' G 40 40 40 23'-S - H 41 41 41 9.5T4T t5-2 G 32 32 .32 3T tT-0' H 34 54 31 31 21'-r H 35 38 35 38 10 6'-V - 1T-T G 38 36 38 2V-P H 40 40 40 v`W H 42 42 42 10 Y-10- Iw-V H -32 -32 32 82 1T-3- H 34 U. 31 SI 21rd H 36 36 % 36 105 SS 1T-1• G 39 39 39 tS-r H 41 41 41 22S H 42 42 42 ID4 2b" t4'-A H 32 32 32 32 16-9- X I 31 I S, 1 34 1 3It 11 20W I I as % 35 311 11 a-Y I 16-r G 39 39 39 1ST' H 41 41 41 22A' H 4J 13 43 115MPH EXPOSUREC ar130MPHEXPDSUREB - 11.5 5-11• 16-3• G 39 39 39 18'-1V H M 41 41 =-V H 43 13 43 90 5 SA' 20'-T G 32 ]2 34 36 2T-q' G 33 33 31 36 G 34 34 34 36 12 7d 15-1V O 39 39 39 111'r H 41 41 41 21'"V H M N 44 SS 5'-Y 1S-T G % 33 33 % 214' G 33 93 94 35 24'-S H 35 35 35 36 13 SS 15-1" H 40 a 40 1T2' H 42 a 4 21'-1' H 64 44 44 B 4'd' 10'2' G 39 33 % 35 WV G 34 34 34 % T3'-9' H JB' 96 M 36 - t10MPHFXPOSVREB 6.5 44' iT-1V G 33 % S] 35 20'S G_ 35 35- 35 35 2Y-1• H 36 % 36 36 - 20 5 T-1- 2Zr G 29 29 .31 - % 2Y-r G 9 29 31 33. 2Rr G. 31 31 . 31 33 7. 4'-1• 1T-P G M 31 M a4 vw% H 35 35 % 35 2ZV H 37 37 37 3T Sh 0S 21'-t1- - G 29 29 31 M 233' G N SO 31 33 26'-1V G 31 31 31- 31 i.5 38 15S G SI 34 M 3D 17-1' H 36 36 36 % 22-0- X 38 30 38 38 6 5'-11• 214- G 30 % 30 32 2Yd' G a0 30 31 33 26'-1' G 32 32 82 33 B 3L' 1R1V G 31 30 M 34 iv-r H 36 36 36 36 31'-T H 38 35 95 3B' a5 T4P tV-r G 30 30 30 32 22T G 31 31 31 32 W-V G M 32 32 32 fly 3J' 15S H 35 35 35 % 1T-iV H 3T 3T' 3T 3r 21'-1• H -% 39 39 39 -'7 1-1' W-W G 31 31 31 32 21.4T G 31 31 31 - 32 24'-1V H 33 33 33 33 9 -Y-Y W'd' H 35 35 a5 % 1TJ' H .37 37 37 9> 2V-r 99 39 39 39 75 4'-r 19'-S G 31 31 31 31 21'S G 32 32 32 32 21 H 33 33 33 33 a 4'S tr-T G 31 31 31 31 zed G a2 32 32 32 -23A• H 34 34 34 31 O VER. TABLE53TRIBUTARYWIDTHSFORSWGLE 6PAN ATTACHE03TRUCTURES .��OFESS[OAI�: as 4'3• 1T-11' G 32- 32 32 32 WV X A 33 a3 33 ZP' H 31 34, 31 31 PROJECTION OF SINGLE SPAN GNCTUPE3(FT) -P(� ,W - 9 3-11' lrX G 32 32 a - 32 15-11• H M % 33 33 2TAV H % 35 35 % r T S S tV It- tY 13' 11' 15' 16 1T te' t9' 2V 21' ZZ �Q G1fly S-r 1r-1V G 32 E 22 32 15-0• H al 34 M 31 =4P H 35 a5 35 % T IT 4' 4.5 S S.S r fiS T 7.5 9' B.S 9' 9S 1D los 110 38 lvi G 32 32 M 32 flr • H 34 34 34 31 2Y4 H 30 36 36 a6 3S 'r 4S 5 5S S S' T _7S 9 fl5 V 9S 1V IDS it' 115•G 33 32 32 to 1r-r H S0 % % 31 21'-0' H 35 36 36 35 Na Na Na SS v 6.S T 7S 9' 9.5' S 9S 1V Ios 11' Its tY J O13-2' 15-V G 393333 % H3131 54 31 214' N 363636NaNaNaNaNaNaNarBS 5_ 9.6 IV 1q5 11LI5 3-1• 15-1• H 99 93 93. % tTd Ha535 % as -0' 31 3l 3> 37 Na Na ,le Na Ne Na M Na Na Na Na tOS it' 11S R 125 13' 110MPHEXPOSUREC .1%MPHEXPOSUREB * 15 20 5 TA'. 21'-V G 32 32 S3 35 23S G M - 3z 34 % W5 G 31 34 34 % TABLE 5.3 Post Requirements TABLESA Post Requirements for 55 rs 21.-1. G u 32 33 at 2YS G 33 33 34 35 27-10- G % 35 35 % for AMachetl Single Sp an Structures Freestanding Strv[turesor MulBspan Attached Stru.bums VVV110WWti 6 s-1t- N'-S G 33 33 93 % 21•-H• G St 34 34 35 25-1- G 35 35 35 % Post Desuiplion Man POST Detail F9t DescHpgon Maximum Max POST L+A�,�O� 65 SS Ill G 33 33 33 34 214" G 34 St 9l % N'-r H 36 a6 36 36 Hgt Code -- Fooling Heigh Code Detail# - 7 5-1 16-9, G M, a4 31 34 w4v G % % 35 as 23'-1 V X 37 37 37 n TWm 0.032'x7.5x1.5'Scroll B' A tAO OA4S'x3XP Steel Clw¢r d= 23" F a AK 75 4'd' 1r-1' G 34 x 31 al 2r�' X ss 3s 35 33 la's', H sr 37 9) n TWin0.024'#'x2'Suoll 9' B ' 0.048SG/7Ci"Steel Clover - d= 22' S' C AK DEC 18 2013 9 4'S ITS G M x 3a % t5•H' H % 96 36 % a'nD' H % 38 3B % 0.032'Post w1 U.024'Side let 12' C 3/i6k3'k3'SteelS uare d= 29" - 14' F AF IS a'-T 1S-tr G ]s ]5 35 35 19s M ae 36 36 as 2aI' H as 3a JB as DA32"Post W/OD3TSlde lal 12' D 3/76ww"Steels uare d AF = 32"' 8' G 9 T-11' 1rS G 35 35 3535 1r-it• X 37 3737 37 21'-1P H 59 39 39 39 Clover 0 O40'X3"XrMum lo, E AK 1/4'x35r3'Steel Square d= 32" 72' F AF 9.5 3'-V 15A• G 35 % 35 35 la4• H m 37 37 37 21'-0• H 39 39 39 39 - Ma num 0.075"X3'xY Post 12' F 1/4-A3'x3'SteelS are - tl= 34' B G AF 10 Y'v 1N' H 35 as % % /T-11' H 37 37 S7 37 21'a H 4D 40 4B m 0.04373"x3-mew Clover - 12' G 31B"X37a3"steel Square d= 36' 8' K- AF lSg�ONAIE/y f05 TY 14•-tr H 35 35 % 36 1TS H 38 '9B 3a 38 2D-10• I 40 40 b 40' 0.04BSGi7LT Steel Clover 10' H w 3/i6-x4-X4-Steel U care d= 35" 14' 1 AF 1% N 11 TT. 'lvs H % 36 % 36 ITff H 30 3a a0 30 2r-0' I 40 d0 40 10 3/1673'x3'Steel S uaze- 15 1 AF 3/I6"x5'x5'Steel S uare = 41" 15' L AF �O �� P VIA 3-1' W.I. H % % M 36 15-T N % 36 % % 2mT 1 41 41 41 N 1/4'k3k3"STeel3quare 15 J AF 3/16`(6W Steel Square d= 46" 1S L AF Q CjQ- ✓J 'p 12 7-11' 13'A H 36 % 38 % W-r H % 311 % a 15-11' I 1 41 1 41 1 41 1 41 3/BY3Y3'Sl¢H S9UBB 15, K At, o �^ -GENERAL INSTRUCTIONS FOR THESE TABLES 3/18k45r4'Steel Square 16 L AFV J .1.CHOOSE FREESTANDING OR ATTACHED STRUCTURE 6.FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN IN 2 CHOOSE PROJECTION,WIDTH AND OVERHANG OF UNIT TABLE 5.9 AND 5.3 UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT United Duralume DIZ 3.DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE SITE FREESTANDING AND MULTISPAN UNITS USE TABLE 5.4 350&Raymond Ave (PATIO UNITS USE 10 PSF MIN,COMMERCIAL UNITS 9,FIND THE O/C SPACING OR#OF FASTENERS FOR ATTACHING TO WAIL FROM TABLE 7-5 OR TABLE 7.7 Fullerton,CA USE20PSFMIN) 10.USE THE APPROPRIATE DETAILS 4.CHOOSE A PANEL FROM SECTION 4.0 THAT HAS - - Cad Putnam,P.E qTF ADEQUATE CLEARSPAN FORYOUR NEEDS. FOR PATIO SLABS FOLLOW 1-6 FROM ABOVE THEN 3441 Wink Place S.DETERMINE TRIBUTARY WIDTH FROM TABLE 52 OR SLAB 7.DETERMINE MAXIMUM POST SPACING ON SLAB FROM TABLE 5.9 Lynchburg,VA 24503 CALCULATE FROM TRIBUTARY DIAGRAM ON PAGE I SLABS.USETHE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING radoutnam6comcastnel 6.CHOOSEA HEADER FROM TABLE 5.9 THAT HAS ADEQUATE SLAB 9.FOLLOW 9-10 FROM ABOVE POST SPACING. SLAB 10.FOR TWO POST STRUCTURES USE TABLE 7.1 ON SHEET Misa FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES TUN 03 2015 7.USE THEAPPROPRIATE FOOTER SIZE SHOWN IN TABLE 5.9 - J ICC ESR 2676(2012 IBC)12/11/2013 Page 52 of 74 . ALUMINUM RAFTERS OR SOLID PANELS 2'X6.25' ALUMINUM DOUBLEHEADERS - - - ATTACHMENT TO WOODEN.DECK FOR SINGLE SPAN ATTACHED 3'XD' ALUMINUM DDUBI.E HEADER �TE6' PATIO COVERS ONLY.. SEE GENERAL NOTE #19 L FIBERGLASS POSTS ARE NON-LOAD BEARING. 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 2Ar6.0f 4. FIBERGLASS POSTS MAY BE USED FOR ANY STRUCTURE. DOUG FIRDETAIL Al OR 22 SOLID-LOVERS MUST USE THESE RESTRICTIONS UTILTIY - - - FOR 10 PSF SNOW/LIVE LOAD GRADE TWO-a/a'x 51 LAG ssREv MAXIMUM WNDSPEED IS I - 0 /I'0 WARN ONE UN 140 MPH EXP-B I TEEL OT— PLAST 0032'X2•X6S( OR BTR 0 mcN sm Or CDLLM& 120 MPH EXP C I .ALUMINUMALUM HEADERS OR _ - ' 1 0042'X3XB' FOR 2D PSF OR GREATER SNOW/LINE LOAD ALUM HEADfMIN 3/4' _ MAXIMUM MPHWIN SPEED ISIC HOLE PLUGS S14 SMS ttitXos• T FORLATTICE COVERS 1' MAXIMUM W ND SALL SNOW AND EED IS. 0 MPH IXP C. #14X3/a• M FIBERGLASS I I TEK SCREW ATTACHED STRUCTURE POST ' . BEARINGA LOAD 1 I TO DECK FLOOR JOIST, _ r / /e•X -' BOLT 4 T FIBERGLASS) I L5'XL5• STEEL L THESE DETAILS ARE 0I POST COLLAR J ANGLE BRACKET (TYP) APPLICABLE TO. SOLID OR FIBERGLASS; STEEL OR ALUMINUM LATTICE COVERS DECORATIVE • I LOAD BEARING POST SEE DET➢AILS➢S-FOORRGPOST/ POST COVER M CONCRETE ATTACHMENT1 I FIBERGLASS DECORATIVE .. _ POST COVERFIB _ SIDE MOUNT BRACKET POSST C�GLLAR I _I ALTERNATIVE EAVE ATTACHMENT SEE. GENERAL NOTE #9.FOR 2•. A653 GRADE 33� I LS'XIS' STEEL L CORROSION PROTECTION r'W 1BB, STEEL BRACKET ANGLE BRACKET CTYP) 3/1C ASTM Asa SIFfl. ©S IE Nm i. s m E fs TOB EXISTING.FAVESLA . EDRN090N Pa0I6TON _ 2• pFS10., FOOTING OR 3/B'X3/4' BOLT B' DFRAMIP WO0 PU FOOTING .HRFC IS LTS WIDE . rnNcaETE ANCHOR STRUCTU `� V. PANELn mm - •a• �.•. ue Iax:In Bo (OF) M3 4 sD mum NmE p •.:a-..•. .: 14s15'sum •a : •4•.. ALUM PANEL xlNcsR - STEEL BRACKET` L * 1 Th • • . • `•,'°.", uas scxsws SEE CROSS SECTIO . OR fTAFTE i[]P MOUNT • • 11a1a 1" SPACING #14x1.5" �yc . .• L 2* 41 BETWEEN SCREWS SCREWS ` CALIFC�� ..•• - s¢c TAttl.E zs 2"X OF LEDGER BOARD tTm tYPc Atm LNe .. 7 Sn-2012 sPAcwa 1' MIN GAP " BETWEENLoad Wind Sjleed: MAX"LED FflR iOp OR SI'0E MOUNT .JjJN 03 201$ STRUCTURES COMPLYING WITH TOP MOUNT BRACKET LEDGER AND _ and En osure :-!W o!c 24"o!e 16"o/c Wmfd THIS DETAIL DO NOT REQUIREjh EXISTING ROOF - ROOF FOR t0_' i16 mph Exp B z4-,o^ ir-r zr41• u��^ gs\ONAL f ADDITIONAL' DRIFTING SNOW _ DRAINAGE _ 115inphB ?s'-,a;_ sup' __zf•a__ . ta•a" pF� / CONSIDERATIONS —'— - QQ' VQR F�1 ROOF SNOW LOAD 13G rnph Ezp B. ?sg' 44i . zr-e• _ 1a•-a• GROUND SNOW MAXIMUM EAVE OVERHANG AND 'L' MUST 14_6mptiM1FxpB. ±sdtl^ �n•7•' " 26'4• 17W' 81 9 LOAD (PSF) 'h' (IN) ALSO COMPLY WITH DETAIL BC 11D'Tgph Eiip C 2C-a^ ,3_1B"- 27•-a• law 10 9 114inp6 Exp G 19•-i'.- 1ze• zra' 1e+s- P f>!3D 0 15 14 NOT ALLOWED IN SNOW LOAD AREAS _ 13p mph p. C 15'-Z• to-1• 2S3" 18•-00" •k 20 17 MAX WIND LIAR'IS 110 MPH IXP C 140 rn h Exp C' 13•-2^ Ire.• 22a• 14•-'r 25 is mph 13•-z•__ a•e _1ua'aa-• sas'a--Be-• .. IVAI -0FC20 C ia•�- r30 PATI❑ COVER 130ExC 14••6 s•-- LF �P pICC ESR 2676(201218C)72/11/2013 Page 65 of 74 -40 ich Exo 6 TWO 3/8 ASTM A307 ASTM A.500 GRADE B STEEL BOLTS CONTINUOUS WELD T ASTM A36 STEEL PLATE SEE TABLE FOR SIZE 6�j8� 12,00 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 „ (lbPft) d(in) A(in) tl(in) B (in) t2 (in) (in) 1100 752 22 8 0.375 2.5 0.188 0.125 1254 25 8 0.5 2.5 0.188 0.125 B /� 1973 28 8 0.625 2.5 0.188 0.188 f 1 3365 30 17 .62 2.5 .3 5 0.188 3365 32 14 0.625 2.5 0.375 0.25 l Base Plate and Stub Post Specifications O 0-1 A ►� 2"0 GALVANIZED HILTI KWIK BOLT TZ (ICC M7 ESR 1917) W/ 2" OF EMBEDMENT Q aFEss/o� ; Pu �c WELDED MOMENT RESISTING STEEL BASE PLATE * $ 21 Mlsclb-2012 ALTERNATIVE TO POST EMBEDMENT IN CONCRETE F❑❑TING Iuxo3aols THE WELDED POST BRACKET MUST BE VERIFIED TO COMPLY WITH T NA REQUIREMENTS .IN DETAIL M7 OF THESE PLANS AND FABRICATED IN DEC 182013 P P rNFF ACCORDANCE W/ IBC SECTI❑N 1704.2.5.2 BY AN APPROVED FABRICA.T❑R TO C6 3 THE SATISFACTI❑N OF THE CODE ❑FFICIAL �, o 0 . ClC �P OF,CAUFO�� ICC ESR 2676(2012IBC)12/11/2013 Page 66 of 74 WALL HANGER... �.3.000� 0,120'x2'x2'X2' LONG 'L' ANGLE . 6063T5 ALUM 2.000 0,060 ONE #14X2' SCREW FAN BEAM WALL HANGER 2'X3' FAN BEAM 6063T5 ALUM ONE'#10 SM$ SCREW FAN BEAM FAN FASTEN TO HANGER BEAM 0.042'x3'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 i Misc2-2012 o,o4?HEADER f0/1.10 s_ 2.V" Fa.n Beam CEILING. FAN OR 3Q �bS- 2p!.' L LIGHT FIXTURE • JLJN 03 2015 POST -PU 8 n f5: 4, C 8 3 II GA1-\FO DEC 18 2013 OFCAUF��� ICC ESR 2676(20121BC)12/11/2013 Page 67 of 74 - 7.0 POSTAND FASTENER REQUIREMENTS FOR COMMERCIAL AND PATIO STRUCTURE Table7.3:Required Number of Fasteners for Shearing Loads Table 7A Required Number of Fasteners for Tension Loads Spacing between bolls and screws - Alummum Material Gage(in) Steel Gage(in) Aluminum Gage(in) shall be 25 times the shank - - 0.024 0.024 0.032 0.038-0.040 0.040. 0.060 D.060 0.048 -0.048 0,036 0.08 0.060 0.09D 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 Footer Design #14 XW B 3/B'B #14 #14 3/B•B' #14 3/r B #14 3/9'B 3/8"S #14' 3/8'B 3/a"B 04 Design Footer 7 screws shall be 3 three the - - Trib Post Structures on Slab - Sae Uplift SMS BOLT BOLT SMS S14S BOLT SMS BOLT SMS BOLT BOLT SMS BOLT BOLT SMS Uplift Size, shankdiameter Width(ft) Live or Ground Snow Lead d(in) (Ibs) Iv use tar 2ao 21D mr 310 Isar sM 17M 554 in ass 1xM - 212 (lbs) If(in) Connections shall be arranged so that the - to Psf 20- psf 12 100 1 1 t 1 1 t 1 -t i - 1 1 1 1 1 1 100 12 2 center of resistance of the connection shall _ 3• 42'-10*' 2T-r 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'-r 19'-0" 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" 1G-11' 15. - 195 2 1 1 1 1 7 - t 1 1. 1 1 2 1 1 1 195 15 - 3 4.5 28'-6" 15-1" 16 237 2 1 1 2. 2 1 1 1 1 1 1 2 1 1 2 237 18 TAB t.E 7.6:WALL ATTACHMENTS FOR LATTICE COVERS 5 -25'-r - 13'-6" 17 284 3 1 1 - 2 2 1 1 -1 1 1 1 3 1 1 2 284 17 GRND -N In #of - 5.5 23'-4' 12'-0' 18 338 3 1 1 2 2 1 2 - 1 1 1 1 3 1 1 2 338 18 SNOW Speed Screws' ALUMINUM RAFTER SPACING 6 2T-S IV-3' t8 397 4 1 1 2 2 1 2 t 1 1 7 4 1 1 2 397 19 LOAD and per 14' 76' 24' 30` 36" 6.5 19'-9" - iC-S' Npsi slab 115 20 463 4 1 1 3 3 1 2 1 1 1 1 4 1 1 3 F463200 (P$F) Exposure Rafter M UM NUM FT SPAN7 78'-0" Na 21 536 5 1 1 3 3 1 2 1 - 7 7 t - 5 i 1 3. 1 10 140 ExpB 2 2S 25' 21' 18' i67.5 1T-T Na' 22 616 5 2 1 4 3 1 2 1 2 1 ' 2 5 1 1 - 3 2 LIVE 115 Exc,C 3 2S 25' 2T 13' 76' 8 16'-0' Na 23 704 6 2 1 4 4 1 3 1 2 1 2 6 7 7 4 3 20 140 Exp C 2 18' 78'8.5 - 15-1' Na 1Ops SIab115B 722 6 2 1 4 4 1 3 1 2 - 1 - 2 6 1. 7 - d lab DVE - 3 is,is, is,IT 12' 9' 8'9 -14'-r Na - -24 800 7 2 2 4 1 3 1 2 -7 7 1 1 4 44 18' 18' 1Table 7.11 70 ps Slab 115C 886 1 2 2 5 5 1 3 1 2 1 2 7 2 1 5 lab 25 2 18' iT 72' 9' 825 904 B 2 2 5 5 1 3 1 2 1 2 7 2 1 5 25' 3 78' 1T 12' 9' 8'26 1017 8 2 2 6 5 2 4 1 2 1 2 - 8 2 1 5 26 4 - IT iT 12' 9'MAX 27 1139 9 2 2 6 6 2 4 1 2 1 3 9 2 1- 6 27 30 2 76' t4' 10' TPOST POST DESCRIPTIONS POST - 28 1270 Na 3 2 7 7 2 5 1 3 1 3 Na 2 t 8 28 3 16' 14' i(y T.CODE DETAIL HGHT 29 1411 Na 3 2 8 -7 2 - 5 2 3 1. 3 Ne 2 2 7 29 4 IT 14' 1tl T T A Twmo.o325A.sxi-TscmD AO - 8 30 1563 Na 3 2 8 B 2 6' 2 3 1 3 Na 2 2 8 1563 30- "Screws are#14 screws w/LS'embedment into G=D.5 solid wood(Douglas FIr) B Twin 0.ow)2-A2,Scroil AO 9 31 1724 Na 3 3 9 9 2 - 6 - 2 3 1 4 Na 2 2 9 1724. 31 - C ataYPostw/0.024-Sideplales AH121 12" 32 1896 Na 4 3 Na Na 2 7 2 4 2 4 Na 3 2 9 1896. 32 TABLE 7.7 STUCCO ATTACHMENT TO WALL D 0.03YPost W 0.032-Sideplahm AF1121" 12 33 2080 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 Clover0.0401c3W"Alum AK/24 10 34 2275 Na 4 3 Na Na 3 8 2 4 2 5 we 3 2 - Na 2275 34 16*c/o 26"o1e F Magnum 0.07SWx3-Post AJ123 12 35 2481 Na 5 4 Na Na- 3 9 - 2 5 2 5 Na 3 2 Na 2481 35 Ground Snow " G 0.048'.3•x3'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(ps0 2 Lag 3 Lags 1 3 Lags 4 Lags Exp B ExP C H 0.048'x3h3'Steel Clover AK124 10 37 2931 Na 5 4 Na Na 3 Na 3 5 2 fi Na 4 3 Ne 2931 37 Live 10 . 73'b' 20'-2' t3'-6" IT 115 mph WA I 3J16"x W Steel Square AF/19 15 38 3175 Na 6 5 Na Na 4 Na 3 6 2 .6 Na 4 3 We 3175 38 Uwe 10 13' 19'-6' 13' 1T-0' 140 mph 115 mph J 1/4'x3•4'Steel Square AF/1g 15 39 3433 Na 6 5 Na Na -4 We 3 6 2 7 Na 4 3 Na 3433 39 Live 10 10'-9' 16'-1' 10'-9' 14'4' %mph K 3r8'k3W Steel Square AF/19 15. - 40 3704 Na 7 5 Na Na 4 We 3 7 3 7 Na 5 3 Na 3704 40 Live 10 9'-3' IT-10- 9'J' 12'-4' 140 mph L 3/i6'x4'x4'Steel Square I AF119 1 15 41 3988 Na 7 6 Na Na - 5 Na 3 7 3 8 Na 5 4 Na 3985 41 Live 20 T-i" 10'-7' 7'-1' 9'S• 140 mph Table72 42 4288 Na 8 6 Na Na 5 Na 4 8 3 8 Na 5 4 Na 4288 42 25 T-8" 11'-7- T.S. 10'-3" 740Mph 43 4601 Na 8 6 Na Na 5 Na - 4 8 3 9 Na 6 4 Na 401 43 30 61-W 9-9- 6'-6' 8'-B' I 740 mph 44 4930 Na 9 7 Na Na 6- Na 4 9 3 9 Na 6 4 Na 4930 44 Lag'=V4'Lag Screw vihth 2.25'pene6ation iota G-0.5 wood(D.ouglas Fr) 45 5273 Na 9 7 We Na 6 Na 4 9 3 Na Na 7 5 Na 5273 45 Lattice Structures always use 115 mph Exposure B for the wind condition 46 5633 Na Na 8 Na Na B Na 5 Na 4 We Na 7 5 Na 5633 46 47 6005 We Na 8 Na Na 7 We 5 Na 4 Na Na 7 5 Na 6008 47 48 64DD Na Na 9 we Na 7 Na 5 Na 4 Na We 8 5 Na 6400 48 United Duralume' 49 S808 Na We 9 Na We 7 Na 5 . Na 4 Na Na 8 6 Na 8808 49 350 S.Raymond Ave 77-N 03 2015 5a 7234 We Na Na We Na 8 Na -8 Na 5 Na Na 9 6 Na 7234 - 50 Fullerton,CA' 11������ Fastener Terminology - #14 SMS=#14sheetmelal or SDS anew,1/2'minimum length TABLE 7.5:WALL ATTACHMENTS FOR SOLID COVER STRUCTURES Carl Putnam,P.E. Sg\ONALF are•B=3/8•Diameter Bah - AND ANC2 ANC ANC 3441 hrylink Place See General Notes for specifics onfasteners LIVE1 O/CNUM axhmum Panel Spin Lynchburg,VA 24503 1 Clearspan on this chart is the distance if=the wall to Me first now of columns. WIND SPEED SNOW SPACING SPACING of STUD aQ16•D/CSPACING (434)'334.2514, 2 HiMKwik Boft TZ 3/8'dameter and 2-embed and I-diasleal washer.]CC ESR 1917 or other (MPH)AND LOAD CONCRETE MASONRY easteruen. #14X2' 1/4'LAG earl utnam eomeast.net C68 3 anchor w/400#allomble shear and 20IM allowable tenslle vs live,snow,wind and seismic loads. EXPOSURE (PSF) ANCHORS ANCHORS SCREWS SCREWS 3 Masonry anchors must have an allowable shear value of400#and 2000 leaule for live,snow,wind 130C 10 12" 12" 1 12' 17 Q V .8 0/ 17 - orseismicloadsorbespecifiedbyadesignprofessional. LIVE 2 23' 2T . 41��w� "PO * I 4#14 screws must have 7.S of penetration into solid wood - 740 C 20 12" 72' 7 8' 9' T- , 5114'Lag screws must have 21/4'of penetration Into shuis and 0.5'washers WE 2 iT IT These lag screws mustmust ba installed as per AFPBA NOS Section 11.1.3. See General Note 25 12" 12• 1 8' V �_ 8 m �FOF `\ 7T #11fcrwasher specifications. 2 17' �" 6 10 and 20 psf are Me or snow bads,25.30 psf are snow loads. 30 12- 12• 1 T T -k 0- 7 For ANC3 and ANC4 wood framing imusl be SG�.5 or denser(Douglas Fir.Lanch) 2 15 16' f 40 12' 12• t c T CI �yP . 2 13' 14' CA 1 ICC ESR 2676(20121BC)12/11/2013 6' Page 68 0 74 12° 3 13' 74' DEC 18 2013 Misc3-2012 7..0 CONCRETE FOOTING OPTIONS - CONVERSION TO SQUARE TOP FOOTING SITE SPECIFIC FOOTING TABLE" For Single Span Attached for SINGLE SPAN Attached Structures EQUIVALENT FOOTINGS FOR.- ." " ., Footings Only;; Wind Condition Lattice FREESTAND AND ATTACHED': Footing Depth. ' . Trib" 115 mph' 116mpfi 140 mph- Trib Existing Residence • . o. DIAMETER OF ' ' _ �' 18" 24" : 30" 36"' -Area Ezp B Ezp C Exp C Area.. _ LU Z_. CIRCULARRequired Side of Square Footing sq ft) . Required."W of Footing (sq it)?, .� FOOTINGS(IN)- 20" 21". 18" 1W 15, 15 ' 15" 17 19" 25 4n. z z 12". 18" 24" - 36" 21" 23" - 20" 18 16" 20 17" "1g .21' "33. � � Panel Spa 1/2 OF PANEL SPAN y p 22" 24" 21" 19' 17" 25- 18" 20 23 42 O. z LL' DEPTH OF • .23" 26" 23" 20` 18"' 30' 19"' 21' 24' 50.' -- :--- —1- — —————————— I -----{1r a u o CIRCULAR , 247 : ' 28" : ZV 21" 20" 35 20" 2Z" 26 58" Comer Trib Area. l Trib Area for I 1/2 OF PANEL SPAN FOOTI14GS(IN): 25". 29" 26" 23 211: 40 '21" .23" 27" 67'` Middle Post 14" .17" 24" 14'." :14" 14" 26" 31" 27 24" • 22 45 2Z' 24" 28"'. 75 wj 1 - 15" 18" 30" 15" 15" 15" 27" 33" 29"' 26" 23" 50: 22" ' 25" 29" r7. 16" 19" 36" 16" 16" " 16" 28' 35" 3V 27" 25" 55. . 2W 26" 30" 92 . Post Spacing: " " Panel 17" 21" 43" 19'" 17' 17" 29". 37" 32" 29 26" 60 24" 2T'. 31" 100 ( .. . : j: ' ' vediang '18" 22" 52" 23" 18" 18" 30" " 39 34" - 30" 27" 65. 24" - 28" ,' 32" 108 Figure I 19"" 2W 61" 27" 19" 19" 31" . 41" 35" .32" 29" 70. 25" 28" 32" 117 Determine,Trib Area from Figure " 20 24" Na 31" 20" . 20" 32" 43." - 37" " - 33" 30". 80 26" -30" 34' 133 21" 26" Na 36" 21" 21" 33" 45" 39" 35' 32" 90 , `:2Z" 31" 35' 150 INSTRUCTIONS TO USE TABLE 7:10. 22" 27" Na 42" 24" 22" 3,r 4T' 40" 3W .33" 100 28". 32" .36 167 1.TABLE IS FOR SINGLE SPAN ATTACHED.UNITS ONLY 2W 28" 'Na 48" 27 23" 35" "49" 42" 38" 35" "110. 29" 33 38" 183. 2. DETERMINE ACTUAL TRIBUTARY AREA W' 30" n/a 54" 31" 24" 36" 51" 44" 39" 36" 120 30" 34" 39"" 200 FOR MIDDLE POSTS THIS IS: ." 25" 31" Na n/a 35" 25" : 37" 53" 46." 41" 38 130" . 31" 35" 40" 217 TRIB WIDTH x POST SPACING " 26" .32" Na We 39" 26", 38" 55" 48" 43" 39" 140 3Z' 36" 41" ' " ' 233 FOR END POSTS THIS IS: , 27'' 34" n/a Na 44" 27" 39" 57" 50" 44" 4V 150 32" 36" 42" 250 (OVERHANG+HALF OF POST SPACING)x TRIB WIDTH 28" 35" Na n/a. 49". 28" 40" 60" 52" 46" 4211, 160 33" 37" 43" 261 3.DETERMINE FOOTING SIZE FOR WIND CONDITION" 29" 36" Na Na 54" 29" 41" . NIA . 54"- 48" 1w, •170- M! 38 4W 283 - 4. FOR LATTICE USE LAST COLUMN FOR TRIB AREA 30" 38. Na Na 60" 30" 42" NIA 56" 50" 45" 180' 34" 39" 44" 300 31" 39" rife Na n/a 31" 43" ' N/A 58 51" 47" 190 35" 39" 45" 317 32" 40" n/a n/a Na 32" 44" N/A 60" 53" 49" .200 36" 4W 46" 333 United Duraluine 33" 42" n/a Na Na 35" 45" N/A N/A. 55" 50" .210 36" 41", 47" 350 350 S.Raymond Ave 34" 43" Na Na Na 39'. 46" N/A N/A 57" 52'r 220 37" 41" 47" 367 Fullerton,CA 35" 44" nfa We Na, 40 4T' NIA N/A 5g" 54" 230 37" 42" 48" 383 36 46" Na Na Na 46" 48" N/A N/A N/A ,.. 55" 240 . 38" 43" 49" 400 Carl.Putnam,,P.E. . . 37" 47" Na n/a Na 50" 49" WA N/A N/A "57" TABLE 7.10 3441 Ivylink Place - 38" 48" Na Na n1a' 54" 50 WA N/A N/A 59" Lynchburg,VA 24503 JUN 03 2015 39" 50" Na Na Na " 58" - - TABLE 7.9 - 10NAL 41" 53" Na n/a Na n/a 42" 54" n/a Na Na Na 43" 55 Na Na We ' Na � A m 6 1 44" 57" Na Na N a Na ' a ' TABLE7.8 Misc4-2012 01 OF 0AL DEC 18 2013 ]CC ESR 2676(2012 I13C)1211112013 Page 69 of 74 - Y -- - KZ 0.7 D 98.- height factor,Exposure B and C - �OEESSIpN _ S�ONA . Kzt - 1 Topographic factor ypPU pF�s U X - Kd- 0.85 Wind DirectionalityTaC101 q FP Z - 1 1 Importance.Factor R 6 - Existing Residence - - G 0.85 Gust Factor C 3 - =� $ 3 Cnet 1.2 Net Pressure Coef Oer - - Dead - 1 psf- * 16 '* - IXP 61 1209 P/2 Design Design 01AJ Y Panel Span(P _ 0.6-W Down Load Up Load CA1.\k0� Wind C&C (Psf) (Ps .0 _________________________ - _---_ - Speed mph) Exposure qh psf) (Ps W+ w- DEC-18 201 110 B 18.4 11.3 12.3 10.7 - P/2 - - 115 B 20.1 12.3 13.3 11.7 - JUN 03 2015 120. B 21.9 13.4 -14.4 12.8 Header - - 130 B 25.7 15.8 16.8 - 15.2 Overh!�ng(o) 140 B 29.9 18.3 '19.3 17.7 150- B 34.3 21.0 22.0 20.4 - .. . Figure 1 _F - - _ 160 B 39.0 23.9 24.9 23.3 - Patio Cover Length(L) - - " 170 B 44.0 26.9 27.9. 26.3 . Ila C 25.8 15.8 16.8 15.2 Determine Snow Loads on Existing Structure - - 115 C 28.2 17.3 . 18.3 - 16.7 1 Determine Roof SnowlLive Load,S. See General Note 3. 120 C _ 30.7 - 18.8 19.8 - .18.2 2 Dead Load=1 psf 130 C 36.0 22.1 23.1 21.6 3 Add Dead and Live/Snow Loads,mulitply by half of Panel Span 140 C 41.8 25.6 26.6 25.0 TABLE 1 Wall Load=(D+S)P/2 - 150 - C 48.0 29.4 30.4 28.8 4 Result is wall load in pounds per linear foot - 160 C 54.6 33.4 34.4 .32.8 170 C 61.6 37.7 38.7 37.1 Determine Wind Loads on Existing Structure 1 Determine Wind Load,W+or W-. See Table 1 - Combination Loads:(Roof Live or Snow +Wind+Dead Loads 2 Dead Load included In Down and Up loads Wind - Ground Sn oA 3 Multiply W+or W-by half of Panel Span Wind Load Live Loads(psf) Loads(psf) Wall Load=W P/2 - - Speed(mph) Exposure (psf) 10 20 25 30 4 Result is wall load in pounds per linear foot. -- Roof Live or Snow Loads Only 11.0 21.0 22.0 25.2 5 Maximum Shear Load in X direction is 547 Ibf(17D mph Exposure C,16.1'Rafter Span) 110 B 11.3 17.0 24.5 25.2 28.4 Max load in Y direction(towards house)is 68 plf (170 mph Exp C,8"beam) 115 B 12.3. 17.7 25.2 26.0 29.1 Max load in Y direction due to force couple resisting lateral is 138 plf 120 B 13.4 18.6 26.1 26.8 30.0 (140 mph Exp C,Projection=Width=16.5') - 130 B 15.B 20.3 27.8 28.6 31.7 140 B 18.3- 22.2 29.7 30.5 33.6 Determine Seismic Loads on Existing Structure(Excludes Roof Snow Load over 30 psf) 150 B 21.0 24.2 31.7 32.5 - 35.6 1 Vertical Loads and Horizontal Loads=maximum of 1 psf 160 B 23.9 26.4 33.9 34.6 37.8 _ 170 B 26.9 28.7 36.2 37.0 40A TABLE 2 Combination Loads based on Equation 1641 - 110 C 15.8 20.3 27.8 28.6 31.7 1 Determine Combination Load,C. See Table 2 - - 115 C 17.3 21.4 28.9 29.7 32.8 3 Multiply C by half of Panel Span 120 C 18.8 22.6 30.1 30.8 34.0 Wall Load=C P/2 130 C 22.1 25.0 32.5 33.3 36.4 4 Result is wall load in pounds per linear foot. - 140 C 25.6 27.7 35.2 35.9 39.1 150 C 29.4 30.5 38.0 38.8 41.9 160 C 33.4 33.6 41.1 41.8 45.0 - Misc6-2012 170 C 37.7 36.8 44.3 45.0 48.2- [CC ESR 2676(2012 IBC)12/11/2013 Page 72 of 74 . . United Duralume Structural Properties of Beams,Fascia,Panels and Rafters for Use by Design Professionals - - • - - ASSUMES FULL LATERAL BRACING Max Allowable Max Allowable Structural Element I(M44)bottom Moment(top.in Moment(bottom Max - I(in"4)top in in compression in compression Allowable Ftu or Fu Fty or Fy Fcy $OEEfC) �SS10 EN compression compression (Ibf ft) , " (Ibf`ft) Shear(lbf) Material E(ksi)- (ksi) (ksi). (ks) Rafters 0.024"x2"x6.5"Aluminum Rafter Detail 6 2.176 same 293 273 - 169 ' 3004H34: -10100 32 25 22 $ ,n ra 0.032"4"x6.5".Aluminum Rafter Detail 6. 2.929" same 552 494 406, 30D41-134 - 10100 32- 25 -22 0.040"W'50.5"Aluminum Rafter Detail 6 3.698 - same 8.51 786 - " 800 3004H34 10100. 32 25.` 22 .. * 15 12017 0.042N.3"xB"Aluminum Rafter Detail 7 7.907. . same 1164 . - 1038. '747 30D4H34 10100 32 25 22. CIV �� S gl Aluminum PanelskCA��F�� 0.021"x3 X12"W Panel Detail E' 0.445 same. - 228. 365 979 - 3004H34 •. .10100' 32 25 22' 0.024-A-5,12"W.Panel Detail E 0.509 same 262- ° 432 . 1119 30041-134 10100. 32 25 22 . DEC 18 0.032'5d)d2"W Panel Detail E 0.679 - same 396 620 1492.. . - 30041-134. 10100 .32 - 25': 22 O3 ZOl$.r7w� 0.0"-xi"x12"W Panel Detail E' .0.933 same' 629" 929 2652: - 30041-/34 1016 T 0 32 25 22 �. U - 0.018 x2.25"x5"Flat Panel Detail G 0.192 same 129 111 680 30041-134 10100 32 25 22 0.024"i2,25"x6"Flat Panel Detail G 0.256 same 198 179 907 3004H34 10100 L 32 - -25' 22 . 0.03257225W Flat Panel Detail G 0.342 same 2B0: 273 .1209 3004H34 .10160 32 25 22 0.038"x225"x6"Flat Panel Detail G 0.406' same 341 355 '1436 30041-134 10100. 32 25 . 22 0.018'x2.5"x24"Panel Detail F 0.463'- same 144 269' 357 3064}134 16100 82 25 22 0.024"x2.5"x24"Panel Detail F 0.618 - same 255 371 847 30041434 10100 32 25 22 - 0.032'S¢.5"Q4'Panel Detail F 0.824 same 45,f 660 2008. 3004H34 10100 32 25 22 - 0.03690-5"44"Panel Detail F 0.978. same 64D 930.' 3362 3004H34 10100 32 25 22 0.0187Gi"x6"Flat Panel Detail H - 0.373 same 176 135 916 30041-134 10100 32 25 22 0.024"X3"x6"Flat Panel Detail H 0.497 same - 274 238 1222 3004H34 10100 32 25 22 - 0.032'SCiW Flat Panel Detail H 0.663 same 386 397 1629 30041-134 10100 32. 25 22 0.0387Gi"W Flat Panel Detail H - 0.787 same 478 514 1935 30041-134 10100 32 25 22 same _ Ahiruinum.Headers 0.042"x3"x8"Aluminum Header Detail U12 7.907 same 1164- 1038 747 30041-134 10100'. 32 25 22 Double 0.042'WW Aluminum Header Detail W13 .. - 15.814 same 2328 2076 - 1494 30041-134 .10100 32' 25, 22 Double 0.032"x2"x6.5'Aluminum Header Detail K/11 5.858 same 1104 988 612 3004H34 10100 32 25 22 4'S2.375"1 beam Detail 1.712 same 1618 1618 2195 . 6061T6 10100 22 16 16 - - 6"x4.5"I beam Detail Q 11.20 same 7121 - 7121 5857 6961T6 16100 22 16 16 7"x5.5"I beam Detail R - 23.25 same 12762 12762" - 8861: 6061T6 10100 38 35 35 10"x5.5"I beam Detail _ 67.72 same 24816' 24816 11308 6061T6. 10100 38 35 35 ' Steel Headers 16 Gauge Steal C Beam Detail N114 - 8.17. 8.17' 5176 5176 2355 ASTM A653 Grade 50 29000 65 50 14 Gauge Steel C Beam Detail N/14 9.95 9.95 6305 6305 3962 ASTM A653 Grade 50 29000 65 50 12 Gauge Steel C Beam Detail N114 - 14.98 14.98 9491 9491 11504 ASTM A653 Grade 50 29000 65 50 Double 16 Gauge Steel C Beam Detail S/16 16.34 16.34 10352 10352 4710 ASTM A653 Grade 50 29000 65 - 50 Double 14 Gauge Steel C Beam Details/16 19.90 19.90 12616 12610 7924 ASTM A653 Grade 59 29000 65 50 Double 12 Gauge Steel C Beam Detail S/16 29.96 29.96 18982 18982 23008 ASTM A653 Grade 50 29000 65 50 0.048"x3")O Lockseam Header Detail J/10 0.90 0.90 1203 1203 9175 ASTM A653 Grade 40 29000 55 40 Double 0.048"x3a'Lockseam Detail J/10 1.81 1.81 2406 2406 18350 ASTM A653 Grade 40' 29000 55 40 Misc7-2012 [CC ESR 2676(2012 IBC)12/11/2013 Page 73 of 74 - A Q�pF�U0�1� sQ%u y r C 81 * 01- 15 .* * 613 0 i CI q CIVIC CA�1F�P DEC 18 2013 TUN 03 2015 r O N F— O Z w O N tt (0 M O M CD O M l" r M CD N M M N M I` C9 d d m Lt CO 00 O M CD 00 N c- c- � t- N N N M M M d d LO LO C0 CD ti C0 00 O O r. N M d CD a0 O O C� a r- r r r r - N 0 a Un CD W. � w Q W Y M m ti O m CO O 't M N 00 M m LO N m f1 t!) d' d Ln co M r M O d O I` (D M M M "t �t M LO .(0 t` 1• M O O ~- N M ct. Ln I� M CA cq M d' 04 I11 W r N N N N LL = . Q LIJ ~ m Q J in f-- O co C0 O d' O d O co M O M O m p LO N M LO CCOO f� M O N d' CND ONO O N t U) CY W L6 �- N N N M CO C'M d' Ln L17 CO I` ti L70 d) r T T r T c—. N N N N N CO CO M W � F LU w V iA C4 r C0 � ti dt O 00 00 Cn O N LO 0) d' O M (0 O � M M CO 't N N M (0 r 1-- It . Z N M M L1) CO ti CO O N M "' CD oo O CO LO f` O N LO OD 't (� M r c- N N N N C) C'M ('M CO d d p U CD W uN w N = o a a. j Z F 6 E v E Y 0 Z O N co d LO (0 ti 00 O O � N M � LO CO 1� CO O O � N M 't LO C0 ti CO O O 3 M C A L M M m m M m m M M M It d' �t d � t I d -d' "It d' LO W G ` : >+ = ma Z O O � M U LL V MJ ICC ESR 2676(2012IBC)1011/2013 Page 74 of 74 •uoiaaldLum I!lun al!s0 ay!uo 04 aq Pw weld panadde 10 ias s141 'saaueupo pue suolie!nEai Ado A am#go"a*10 suo!slnad hue}o uoRWAw`,a leA01dde ueJo' iRelpmmuoaag IOU llegssM� - 31VO _ 3 19 1N3W12ltld34 kl3d'd ON MOD' i a ( C� ¢ pania30a s�oa. Z.t inr co 69)IUSIN to 410 _ �. i co i 6 5 I � 03uino3ld N01103d5N1NN �10tik�1 'S 8390370IT i