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PMT16-02052
City of Menifee Permit No.: PMT16-02052 29714 HAUN RD. Type: Residential Addition �ACCELA7. M ENIFEE, CA 92586 MENIFEE Date Issued: 06/29/2016 PERMIT Site Address: 27687 LAKE RIDGE DR, MENIFEE, CA Parcel Number: 333-352-024 92585 Construction Cost: $5,600.00 Existing use: 1 &2 Family Residence Proposed Use: Description of INSTALL 14X34 SOLID ALUMAWOOD 2 FANS,8 LED RECESSED&4 POST LIGHTS Work: Owner Contractor ALDOLFO VELEZ PRO INSTALLATION 27687 LAKE RIDGE DR 43043 CAMINO CARUNA MENIFEE, CA 92585 TEMECULA, CA 92592 Applicant Phone:7142348652 JONATHAN COLONNA License Number.895950 PRO INSTALLATION 43043 CAMINO CARUNA TEMECULA, CA 92592 Fee Description Oft Amount IS) Receptacle,Switch,Outlet&Fixture 14 181.00 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 9.05 $358.70 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 building operations being carried on thereunder when in violation of the Building Code or of any other ordinance of City of Menifee.Except as otherwise stated,a permit for construction under which no work is commenced within six months after issuance,or where the work commenced is suspended or abandoned for six months,shall expire,and fees paid shall be forfeited. AA_BIdg_Pennit 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). Chapter!)(commencing with section 7000)of Division 3 of the Business and o I am exempt from licensure under the Contractors State License Law for Professions Code and my license is in full force and effect. F�-s the following reason: License Class a3 License 1 X'7,r9J By my signature below l acknowledge that,except for my personal residence Expires 4-200 Signature in which l must have resided for at least one year prior to completion of improvements covered by this permit.I cannot legally sell a structure that WORKER'S COMPENSATION DE[ TION have built as an owner-builder R it has not been constructed in its entirety by o 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 workers 7044 of the Business and Professions Code,is available upon request when compensation,Issued by the Director of Industrial Relations as provided for this application is submitted or at the following website: by Section 3700 of the Labor Code,for the performance of work for which wwv,.leAinfo.ca.gov/caIaw.htmL permit is issued. w Policy It Date PROPERTY OWNER OR AUTHORIZED AGENT o I have and will maintain workers compensation Insurance,as required by section 3700 of the Labor Code,for the performance of the work for which o By my signature below I certify to each of the following:I am the property this permit is issued.My workers compensation insurance carrier and policy owner or authorized to act on the property owners behalf.I have read this number are: application and the information I have provided is correct.I agree to comply Carrier / 6&*1 / I with all applicable city and county ordinances and state laws relating to //n, cJ r✓ H T+Tr— building construction.I authorize representatives of this city or county to Policy# Expires enterth ve identified property for inspection purposes. (This section need not to be completed is the permit is for one-hundred Date ? dollars($100)or less OPERTY OWNER OR AUTHORIZED AGENT o I certify that in the performance of the work for which this permit is Issued, 1 shall not employ any persons in any manner so as to become subject to the CITY BUSINESS LICENSE# 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,I shall forthv hZmply with those provisions. � // Will the applicant or future building occupant handle hazardous material or Applicant Date, 79/ mixture containing a hazardous material equal to or greater that the //...""�_ amounts specified on the Hazardous Materials Information Guide? WARNING AILURE TO SECURE WORKER'S COMPENSATION COVERAGE IS oYes 4No UNLA FUL,AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES Will the intended use of the building by the applicant or future building AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS($100,000),IN occupant require a permit for the construction or modification from South ADDITION TO THE COST OF COMPENSATION,DAMAGES AS PROVIDED FOR Coast Air Quality Management District(SCAQMD)7 See permitting checklist IN SECTION 3706 OF THE TABOR CODE,INTEREST,AND ATTORNEYS FEES forguidelines CONSTRUCTION LENDING AGENCY o Yes �JT o 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) o Yes Ito OWNER BUILDER DECLARATIONS I have read the Hazardous Material Information Guide and the SCAQMD permitting checklist.I understand my requirements under the State of 1 hereby affirm under penalty of perjury that I am 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 nextto the applicable item(s)(Section 7031.5 hazardous material reporting. oye � A L y16 Business and Professions Code).Any city or county that requires permit to Date /G construct,alter,improve,demolish or repair any structure,prior to its pERTY OWNER 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 IRRP) License Law(Chapter 9(commencing with Section 7000)of Division 3 of the The EPA Renovation,Repair and Painting(RRP)Rule requires contractors Business and Professions Code)or that he or she is exempt from licensure receiving compensation for most work that disturbs paint in a pre-1978 and the basis for the alleged exemption.Any violation of Section 7031.5 by residence or childcare facility to be RRP-certified firms and comply with an Applicant for a permit subjects the applicant to a civil penalty of not more required practices.This includes rental property owners and property than($500). managers who do the paint-disturbing work themselves or through their ❑1,as owner of the property,or my employee with wages as their sole employees.For more information about EPA's Renovation Program visit: compensation,will do( )all of or( )portion of the work,and the structure is www.epa.eov/lead or contact the National Lead Information Center at not intended or offered for sale.(Section 7044,Business and Professions 1-800-424-LEAD(5323). Code,The Contractors State License Law does not apply to an owner of a ❑An EPA Lead-Safe Certified Renovator will be responsible for this project property who,through employees'or personal effort,builds or improves the property provided that the improvements are not intended or offered for Certified Firm Name: sale.If,however,the building or improvement is sold within one year of Firm Certification No.: completion,the Owner-Builder will have the burden of proving that it was not built or improved for the purpose of sale. o No EPA Lead-Safe Certified Firm is required for this project because: u 1,as owner of the property am exclusively contracting with licensed contractors to construct the project(Section 7044,Business and Professions Code:The Contractor's State License Law does not apply to an owner of a If your project does not comply with EPA RRP rule please fill out the RRP Acknowledgement. r BUILDING & SAFETY PERMIT/PLAN CHECK APPLICATION vlenifee DATE PERMIT/PLAN CHECK NUMBER1 02� TYPE: ❑COMMERCIAL C&ESIDENTIAL ❑MULTI-FAMILY ❑MOBILEHOME ❑POOL/SPA ❑SIGN SUBTYPE: [—]ADDITION []ALTERATION []DEMOLITION []ELECTRICAL ❑MECHANICAL 0" [:]PLUMBING ❑RE-ROOF-NUMBER OF SQUARES DESCRIPTION OF WORK S i� lir+rtttiodG' p2 r� GIJc PGP All PROIECTADDRESS g ASSESSOR'S PARCEL NUMBER 333 -35;L-0ljLOT `11 TRACT 1 ��7 PROPERTY L1y 7T 1!OWE d o( e-le ADDRESS i76% G'e PHONE -/roO- EMAIL APPLICANT NAME GC/GON✓/!i� ADDRESS 0 40 CdIA' PHONE �/y 2,��/�lp,$-Z EMAIL CONTRACTOR'S NAME �. �1`p l/� OWNER BUILDER? OYES[?NO BUSINESS NAME ADDRESS I,-i e C[,f PHONE EMAIL _7 CONTRACTOR'S STATE LIC NUMBER V�� LICENSE CLASSIFICATION VALUATION$ — SO.FT � L SO FT APPLICANT'S SIGNATURE DATE AA Eta. DEPARTMENT DISTRIBUTION 1 CITY OF MENIFEE BUSINESS LICENSE NUMBER BUILDING PLANNING ENGINEERING FIRE GREEN SAP INVOICE 1.0 PAID AMOUNT O AMOUNT 0CASH CHECK# OCREDIT CARD VISA/MC PLAN CHECK FEES PAIDAMOUNT 0CASH 0 CHECK# OCREDITCARD VISA/MC OWNER BUILDER VERIFIED OYES O NO DL NUMBER NOTARIZED LETTER O YES O NO City of Menifee Building& Safety Department 297.14 Houn Rd. Menifee, CA 92586 951-672-6777 www.cityo/meni(ee.us Inspection Request Line 951-246-6213 1 ® �- : / \ \ � ± «z \ � \ \ � � / \ ( % � 2 � ! VA , Cn % z M ; \ - ) 2 }9 , z \ - \ \ ( m 2 G Q } \ k k rn o M ) _ t . m UNITED DURALUME PATIO COVER, CARPORT AND COMMERCIAL STRUCTURE ENGINEERING (2012 IBC) PAGES DRAWING SECTION DESCRIPTION Low Wind Solid Cover Structures City of Menifeet. 1 PROFESSIONAL ENGINEERING STAMPS AND TRIBUTARY WIDTH DIAGRAM Building & Safety Dep 1 GENERAL NOTES JUN 2 9 2016 'Received LEDGER & TRACK IN PECTION REQUIRED SOLID COVER COMPONENTS AND CONNECTION DETAILS DEP N 2 PAGE STRUCTURAL CONFIGURATIONS 9 PAGES COMPONENTS/CONNECTION DETAILS v fl 83 / 3 PAGES SOLID COVERS 4.0 PANEL SI ANS FOR PATIO, CARPORT AND COMMERCIAL STRUCTURE: 12 PAGES &0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN NORMAL WIND AREAS CAIt O 14 DEC 1gg 00113 1 rued to be a'pemut for 2PAGES Misc1.DWG 7.0FANB0 MISC BEAMETAILS iofthefederal,i6teorcity .g 1 PAGE Misc sc3 7.0 FAN BEAM DETAILS droved pbris must be kept on the 1 PAGE Misc3 7.0 POST AND FASTENER REQUIREMENTS FOR ALL STRUCTURES 1 PAGE MisC4 7.0 CONCRETE FOOTING OPTIONS 1 PAGE Misc6 7.0 FORCES ON EXISTING STRUCTURES 1 PAGE Misc7 7.0 STRUCTURAL PROPERTIES OF BEAMS, FASCIA, PANELS AND RAFTERS FOR USE BY DESIGN PROFESSIONALS 1 PAGE MisC8 7.0 CONCRETE SLAB REQUIREMENTS FOR CONSTRAINED FOOTINGS December 11, 2013 ��S$%ON nc O PU c 4e' P qy �P C 8 3P 1. 6 0/20 7 I' F F UFOtL JUN 03 2015 p0 LIC LN PROFESSIONAL ENGINEERING STAMPS PAGE ANR .� `-"T'+yF° :S�P� OF T�x9sll� ��JPPa O f • R ;\ �r G4i2 ENGINEER 02 TRIBUT. WI H DIAGRAM V .7ov �•. / � - ni nOFES510NA - �:, puTPl"-Ai •O �� CARL UT / * o-I v rur1 ; PRO o VPUTN P` S� P. 12131 e s z 9'•., �. 3x m 'O '•. �;, � \ _ CIVIL 721580 � j � Illt/h .\ ` \Il�[.L•• �, rc=c IY.1 I � iii \.•`\�L GF• .. .... ;•`<nei- _ �,�,- >: . mEk/ •• LICENSED `•v� �a` ' ti .. REGON _ � _ =•t=ROFESSiONAL••; —' t f% 1703 c= NG6vE E 062-050023 ; Y` w. PIS EXPIRES 2:.'7 G`e` :9y ;•• ••.�0` 1 O J r p h EXPII'ATION L1ATE: 12r;t/ 4 w`� \• ""AVON4 "of ` 9 PLO vI ! OF AR AN AS 09 F OF THESE DRAWINGS DEFINE "TRIB W IU NP COMMO r ARL \\ �1i1111YifIY7//h/ ICEMSED s_ * TN4M * ` r /i"' STRUCTURES I NGI EER � i 24657 3 r-A, ,:,fj,j :y PROJECTION PR JJECTON NO. 1 3 �j `•. ENS' .-'•` �_ �•V � HEADER #2 WALL HE ' _��( ���' ''//S� ••••• F'�\ � ' rrrYyyy„ WALL HEADER #1 TRIB WIDTH TRIB WIDTH(— TRIB WIDTH ./ / TRIB WITH (—.TRIB WIDTH—'T— //11111 _ OF LOV -L112 u2 L2/2-"'I OVERHANG I- I OVERHANG r L C L 0 C L1 L2 EXISTING Uc n No.3 62 + STRUCTURE % S NAL E GINEER EXISTING - '�i IN ��� S\ONALEp STRUCTURE P PROJECTION a�Engin `�111111/ ��, 1`� / 4� P 1 9 P HEADER TRIB HEADER TRIB _�(� /(•i \ / \ I r / WIDTH #1 —I— WIDTH #2 .`��PP M• • T / /-/ Q�OFESSION oy VPP 1]931 �' GENS�c�.•1 '* .-Lr - `` I) L.\I, .�T �' * P. 300 I e_�i m � �] ] � Q`2�: :F„�� •� ..rile ILT Ix Nx I P 8 L �9F 3Q� , O: CARL IF �# JUN 03 2015 Cl e\\P bV M� '/�/ ,��:� = +`5��` J'.• 22 8 _ : 'n'•.. .r�V.t\.`[ i •:c:-; cnty. Y /II1i1111 ij•. y ' II •. ',4> DEC 182013 OKLA .s . Tf r)F'( ', \ [CC ESR 2676(2012IBC)1 211 1/2 01 3 Page tof 74 ;;, � 1tj1 � ENGINEERS STAMP GENERAL NOTES: S. WOOD USED IN CONNECTIONS SHALL BE PROTECTED FROM WEATHER(EXTERIOR EXPOSURE)AS PER ISC SECTION 1403.2 AND/OR 1503,WHICHEVER IS 1. DESIGNED IN ACCORDANCE WITH THE 2012 INTERNATIONAL BUILDING CODE. MORE APPROPRIATE. 2. ALUMINUM DESIGN IN ACCORDANCE WITH THE 2010 EDITION OF ALUMINUM ASSOCIATION'S SPECIFICATIONS AND CHAPTER 9. ALL STEEL SHALL BE GALVANIZED PER ASTMA-653 G90,A123 G45 ORA153 B3,PAINTED PERASTM A755 OR PROTECTED WITH AN APPROVED COATING 20 OF THE INTERNATIONAL BUILDING CODE. COMPLYING WITH IBC SECTION 22032. 3. DESIGN LOADINGS:Ct=1.2,I=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 MAYBE SUBSTITUTED FOR 3004H3x. GROUND SNOW LOAD DESIGN LOAD 10 Pal 10 PSF LIVE LOAD ONLY 11.STEEL FASTENERS SHALL BE EITHER STAINLESS(3000 SERIES),GALVANIZED OR DOUBLE CADMIUM PLATED. BOLTS SHALL BE ASTM A307 HOT DIPPED 20 PSF 20 PSF LIVE LOAD ONLY GLAVANIZED,MECHANICALLY GALVANIZED,ZINC ELECTROPLATED,ALUMINIZED OR 300 SERIES STAINLESS STEEL. CONCRETE ANCHOR BOLTS ARE 25 PSF 21 PSF DESIGN ROOF SNOW LOAD SPECIFIED IN THE DETAILS. ALL WOOD SCREWS MUST COMPLY WITH ANSVASME STANDARD 818.8.1 AHD AND AF&PA NDS-1211.1A.ALL LAG SCREWS 30 PSF 252 PSF DESIGN ROOF SNOW LOAD ANSI/ASME BI8.2.I AND AF&PA NDS-1211.1.3. ALL STEEL WASHERS TO BE 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 BEASTM A563. SCREWS AND BOLTS SHALL HAVE A MINIMUM 6D PSF 50.4 PSF DESIGN ROOF SNOW LOAD EDGE DISTANCE OF 2X FASTENER DIAMETER FOR 0.202<SLOPE<1112 12.EMBEDDED POST SURFACES SHALL BE CLEAN AND FREE FROM OILY SURFACES. WIND SPEEDS IN THE 20121BCARE'ULTIMATE DESIGN WIND SPEED.'ALL STRUCTURES DESCRIBED IN THIS REPORT ARE 13.HEADER SPLICES SHALL NOT BE LOCATED NEARER TO THE END OF THE STRUCTURE THAN THE FIRST INTERIOR POST.(EXCEPT FOR FULL STRENGTH DESIGNED USING PRESSURES CALCULATED FROM'ULTIMATE DESIGN WIND SPEEDS'FOR RISK CATEGORY It. FOR ATTACHED SPLICES)FULL STRENGTH SPLICES(DETAILS X,Y.Z AND AA)MAY BE LOCATED ANYWHERE. STRUCTURES THE MAXIMUM MEAN ROOF HEIGHT OF THE EXISTING STRUCTURE IS 30'. Kzt WAS ASSUMED AS 1.0 FORALL WIND LOADS. SITE LOCATIONS REQUIRING HIGHER A HIGHER Kzt VALUE(ISOLATED HILLS,RIDGES,ESCARPMENTS)WILL REQUIRE 14. ALL SELF DRILLING AND SELF TAPPING SCREWS MUST COMPLY TO I06 ESR 1730.2196 OR EQUIVALENT AND USE HEADS W/DIAMETERS EQUAL TO HIGHER WIND LOADS AS PER ASCE7-10 SECTION 26.8 AND ARE OUTSIDE THE SCOPE OF THIS REPORT. #8-',#10=1',#12=JJP AND#14=+j'OR STEEL WASHERS OF SIMILAR DWAMR AND AS PER GENERAL NOTE#11 NOTE EXPOSURE B:SHALL APPLY WHEN THE GROUND SURFACE ROUGHNESS CATEGORY B(URBAN AND SUBURBAN AREAS, 15. STRUCTURES SHALL NOT BE ENCLOSED IN ANY MANNER WITHOUT APPROVAL OF THE CODE OFFICIAL. WOODED AREAS,OR OTHER TERRAIN W/NUMEROUS CLOSELY SPACED OBSTRUCTIONS HAVING THE SIZE OF A SINGLE FAMILY DWELLING OR LARGER)PREVAILS IN THE UPWIND DIRECTION FOR A DISTANCE OF AT LEAST 1500 FT. IB.ALUMINUM SOLID ROOF PANELS ARE CLASS A FIRE RATED AS INDICATED BY THE EXCEPTION IN IBC SECTION 1505.2. EXPOSURE C:SHALL APPLY WHEN EXPOSURE B AND D(SMOOTH MUD FLATS,SALT FIATS,UNBROKEN ICE AND OTHER)DO NOT. 17. AT LEAST ONE HORIZONTAL DIMENSION(PROJECTION OR WIDTH)OF COVER SHALL BE LESS THAN 30'. SEISMIC LOADING 1B.WHERE ALUMINUM ALLOY PARTS ARE IN CONTACT WITH DISSIMILAR METALS(OTHER THAN ALUMINIZED OR GALVANIZED STEEL)OR ABSORBENT MAX"MUM Be=150%SHOWN IN 2012 IBC 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 ASCE7-1012.8.1.3 ACCORDANCE WITH THE ALUMINUM DESIGN MANUAL SECTION M.7. Si NOT APPLICABLE TO THESE STRUCTURES SITE CLASS=D 19. WHEN A SINGLE SPAN ATTACHED UNIT IS ATTACHED TO A WOODEN DECK THE MAXIMUM DEAD LOAD+SNOW/LIVE LOAD FROM THE PATIO COVER IS BASIC SEISMIC FORCE RESISTNG SYSTEM 750 LBS CONCENTRATED LOAD AT EACH POST AND THE POST SPACING SHALL NOT EXCEED THAT SPECIFIED FOR ATTACHING TO A CONCRETE SLAB.THE POSTS EMBEDDED INTO FOOTINGS=ORDINARY STEEL MOMENT FRAME»R=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=125 FROM GRADE THE EXISTING DECK STF UCTURE MUST BE ADEQUATE TO SUSTAIN THESE ADDITIONAL LOADS.THE STRUCTURAL ADEQUACY OF THE DECK ANALYSIS PROCEDURE=EQUIVALENT LATERAL FORCE PROCEDURE TO SAFELY SUSTAIN THESE ADDITIONAL LOADS WILL REQUIRE APPROVAL BY LOCAL BUILDING AUTHORITY OR ADDITIONAL ENGINEERING. SEE DETAIL MS. CONSTRUCTION OUTSIDE OF THESE PARAMETERS MAY REQUIRE ADDITIONAL ENGINEERING. THESE ROOFS ARE NOT SUBJECT TO MAINTENANCE WORKERS AND HAVE NOT BEEN EVALUATED FOR A CONCENTRATED 300 LBF LOAD. 20. All structures must comply with one of the following: a. All structures with a roof snow load of 30 psi 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 BASIC LOAD COMBINATIONS DESCRIBED IN IBC SECTION #3. 1605.3.1 AND NO FURTHER INCREASES ARE PERMITTED FOR PATIO COVERS RESISTING WIND OR SEISMIC FORCES. b. Structures with flat roof design snow loads over 30 psi complying with IBC Section 1613.1 Exception#1 do not require additional seismic analysis. 4.THIS ENTIRE ENGINEERING PACKAGE IS NOT REQUIRED FOR MOST BUILDING PERMITS. SUBMISSION FORA BUILDING PERMIT e. Structures not complying with(a)or(b)require additional engineering seismic analysis. MUST INCLUDE 21. DRIFTING SNOW IS ADDRESSED IN DETAIL a.GENERAL NOTES(2 PAGES) M4. SLIDING SNOW IS BEYOND THE SCOPE OF b.STRUCTURAL CONFIGURATIONS(1 PAGE) THIS REPORT. QFESSIt) c.RAFTER SPAN TABLES(FOR LATTICE STRUCTURES),PANEL SPAN TABLES(FOR SOLID COVER STRUCTURES)OR BOTH QR ry (FOR COMBINATION STRUCTURES) 22. ALL MULTISPAN TABLES AND DETAILS PU d.HEADER POST SPACING,FOOTING SIZE AND POST TABLE FOR LIVE/SNOW ANO WIND LOAD ASSUME EQUAL SPANS WITH A LONGEST SPAN 5� Gt e.ALL APPROPRIATE DETAILS TO SHORTEST SPAN RATIO OF 12. ALL V 2 v- CAI EN f.OTHER DOCUMENTATION REQUIRED BY LOCAL BUILDING AUTHORITY. SPECIFICATIONSIO MUST BE BASED ON LONGEST ZI $ 3 T n A 4 OH 5. CONCRETE MIX., E201 IBC. 0R 3500STRUCTURES S MAYBE ATTACHED MODERATE,AND SLAB WITRE HOUT FOOTINGS CONDITIONS(D SHOWTAILS 2 , GENERAL NOTES FOR LATTICE STRUCTURES: * 15 FIGURE 1904.2 OF THE 2012 IBC. PATIO STRUCTURES MAYBE ATTACHED TO CONCRETE SLAB WfTHOUT FOOTINGS(DETAILS 28, C 1 AD 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 3.5 INCHES THICK AND NO CRACKS WITHIN 2'-6'OF POSTS. POSTS SHALL BE SET BACK A MINIMUM OF 4INCHES FROM EDGE OR 1-41) C) \P EXPANSION JOINT OF A SLAB. 1. SEE GENERAL NOTES#3 FOR LIVE AND 012 7 SNOW LOADS. CALF / 6. FOOTINGS HAVE BEEN DESIGNED FOR CLASS 5 SOIL FROM TABLE 18062 OF 2012 IBC.ALLOWABLE FOUNDATION PRESSURE THAT DO DEC 18 2013 IS 1500 POUNDS PER SQUARE FOOT. LATERAL BEARING PRESSURE IS 100 PSF/FTAND IS DOUBLED PER IBC SECTION 1806.3.4. 2, SINGLE SPAN LATTICE STRUCTURESsT9TFCF1 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 REQUIRE FURTHER SOIL INVESTIGATION. THE BUILDING OFFICIAL MAY ASSIGN A LOAD BEARING CAPACITY. UNITS IN ROOF AND MUST COMPLY WITH TABLE L1 AND L2 ON SNOWM/E LOAD AREA OF 25 PSF OR LESS MAY BE BUILT ON 1000 PSF BEARING SOIL W/O ADDITIONAL ENGINEERING. MINIMUM SHEET MISC5. FOOTING DEPTH IS THE LOCAL FROST DEPTH.7. 20 PSF AND HIGHER W T777�� E LOAD STRUCTURES MAYBE USED AS COVERS FOR PARKING OF MOTOR VEHICLES. CARPORTS )�+i� 03 2015 MUST HAVE AT LEAST TWO OPEN SIDES AND HAVE FLOOR SURFACES MADE OF APPROVED NONCOMBUSTIBLE MATERIAL OR ASPHALT, ICC ESR 2676(2012 IBC)12/11/2013 Page 2 of 74 FNGINFFRS STAMP 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 0. WIDTH OVERHANG VARIES, SEE SCHEDULE D.H. VARIES, SEE SCHEDULE 1 SEE DETAIL FOR SPLICE SEE DETAIL FOR SPLICE) POST Sp PROJECTION 1 1/2' SQ. SCROLL POSE EE SCHfD PROJECTION 1 1/2' SO. SCROLL POSTS EE SCHED lE OH, MAY HE USED AWHERETTACHMENT QH HOT TO fkCffD 24, CONCRETES REQUIRED SINGLE ALTERNATE, OST SpgCIN PERMITTED. SEE SCHEDULE SEE SCHEDULE DTE NO SPLICE AT HI FOR CONSTRAINED L POST AND AT END BAYS. FOOTINGS L �) SEE SHEET MISCB OTE ND SPLICE AT THIS POST AND AT END FOOTINGS WHERE REQUIRED 7 SEE SCHEDULE FOR CUBED SEE SCHEDULE FOR CUBED J FOOTING SIZE FOOTING SIZE Al ATTACHED SINGLE SPAN 12' MAX HGT FOR B1 ATTACHED MULTISPAN PATIO COVERS �yCEESsIpy 15'MAX HEIGHT FOR 6o OTHERS O CZm MAX PANEL OVERHANG MAX HEAD MAX PANEL OVERHANG ALUMINUM IS25%OF PANEL SPAN OVER ALUMINUM IS25%OF PANEL SPAN 8 3 ROOF PANEL IS259 FPOST ROOF PANEL SEE SCHEDULE SPACING SEE SCHEDULE * 15 FOR SPANS FOR SPANS WIDTH O.H. WIDTH 2N5/e OF POST SPAC NGNG I CI) \P OPTIONAL. O.H. VARIES, SEE SCHEDULE ,'CALIFO(i DEC 18 2013 SEE DETAIL FOR SPLICE POST PROJECTION SEE DETAIL FOR SPLICE p - Sp SE ST SpgCIH PROJECTION SQ. POSTS, SIZE VARIES Sff SCHEDVCE SO. POSTS, SIZE VARIES f SCHEDULe III �SSIONALEry OF �� P U CONCRETE SLAB CONCRETE SLAB REQUIRED fI�I Q� GPL P REQUIRED FOR FOR CONSTRAINED _� DTE NO SPLICEI AT THIS 6 1 /IB CONSTRAINED OTE NO SPLICE AT THIS FOOTINGS POST AND ATE HAYS. FOOTINGS POST AND AT END HAYS. SEE SHEET MISCB P. /301 I SEE SHEET MISCB * I* 1.. ! SEE SCHEDULE FOR CUBED —./ -..• ✓. CIVII FOOTING SIZE - CFCgL 1/2W STEE 1/2'x9'STEEL REBAR OR BOLT REBAR or BOLT C1 FREESTANDING W/CANTILEVER OPTION D1 FREESTANDING MULTISPAN JUN032015 ICC ESR 2676(2012 IBC)12/11/2013 Page 27 of 74 ENGINEERS STAMP SOLID PATIO TYPES PANEL DETAIL AR,BC,BE,MS PANEL tK.M. BE,MS HEADER HEADER DETAILS: PANEL'E,F,G.H,I SPLICE HEADER:J,K.L.M,N,O,P, SPLICE POST Q,R,S.T,U,V,W,AU DETAIL K,M,S.U.V.W,AT, POST:AE,AH,AK,AF,AL, AU,AW,AX,AY,AZ AJ,AD MULTISPAN POST POSTS FOR FREESTANDING AND MULTISPAN UNITS: AF AND AK(STEEL ONLY) DETAILS AN,AO,AQ,M6,M7 L y} SPLICE:X,Y,Z,AA DETAIL AN,M7 " ..!.. O ATTACHED SINGLE SPAN 12'MAX HGT FOR 62 ATTACHED MULTISPAN PATIO COVERS 15' MAX HEIGHT FOR oFESSlO OTHERS o PU ALUMINUM ryy T m � n m PANEL PANEL —r '8 3 I HEADER * 0-2016 �• HEADER . � FC�FO��\P SPLICE SPLICE DEC 18 2013 DETAIL K,M,S,U,V, ,AT, FREESTANDING POST AU.AW,AX,AY,AZ FREESTANDING/MULTISPAN POST DETAIL K,M,S,U, W,AT, AU,AW,AX.AY,AZ € C jji I 61 DETAIL AN,M7 112W STEEL DETAIL AN,M7 REBAR or BOLT q FOFCALIFC�� C2 FREESTANDING W/CANTILEVER OPTION D2 FREESTANDING MULTISPAN JUN 03 2015 ICC ESR 2676(2012 IBC)12/11/2013 Page 28 of 74 FNGINFFRS STAMP O3" x 12" "W" PANEL O 2 12" x 24" TRI-PANEL (ALUM.ALLOY 3004-H34 OR EQUAL) (ALUM.ALLOY 3004-H34 OR EQUAL) ECORATIVE PANEL(OPTIONAL) FASTENER&SCHEDULE 0.018'ALUM 3003-H14#8} LG.S.M.S.Q 12'O.C. 0.75' BE CHART4.9or4.10 11„ 0.68" 0.786' 0.1' IIr- 2.50' 2,56" I 0,381 0.25"—i 1 FASTENERBSCHEDULE 0.25'—I 1 3,00• SE 1 7 �4.9 or 4.10 II—� 2,V #8 SMS(oJ 36 O/C 06"J 0.77' I—{-0.75" ALUM.ALLOY ALONG PANEL LENGTH 12.00' 3' 7 O 2.25" x 6" FLAT PANEL O 3" x 6" FLAT PANEL pFESSI0 (ALUM.ALLOY 3004-H34 OR EQUAL) (ALUM.ALLOY 3004-H34 OR EQUAL) s.oso• I 6.000" �5 O cyn .71"� —�.75" - 71'I-7 �.75'I—I o $ n m - T 0.28' 028' T 'T1 0.32' J rFASTENER&SCHEDULE 028J * IO-/2 iS 2,25" / SEECHART4.9or4.10 Cl / r0375• 3.0'1 FASTENERBSCHEDULE J_ I SEECHART4.9or4.10 CAS\F0�r0.375" I—j-0.75. �— DEC 18 2013 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 ALUMINUM #14 SMS W/1.5'WASHER SKINS #8 SMS @36'0/C SEE TABLES 4.20 OR 4.21 n BB 3 FOR SPACING ALONG HEADER F * P.6 0// 17/ I SANDWICH SANDWICH 3•TOs• PANEL PANEL CI C (MALE END_) (FEMALE END) ATFOFCAL\L �. JUN 03 2015 [CC ESR 2676&12 IBC)12/11/2013 Page 29 of 74 ENGINEERS STAMP 3" SQ. STEEL BEAM DBL. 2" x 6.51 BEAM 3" x 8" BEAM DBL. 3" x 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) W/ STL. INSERT 3"SQ. I —( 3. I J �J ---I 1.00" ft I 2•� �2" I I f-3.D" I I-3.0' I �3•� 0.048" T T T T 6.5' 6.5' I B. 6• 0.03 I � D.042• � D.042" I 1 0.042•1 6. DETAIL L (4)#14 SMS (4)#14 SMS PER SIDE PER SIDE POST E OR STRONGER POST FOR STRONGER (DETAIL AE) (DETAIL AJ) DETAIL O PU Fc y O O 6" I-BEAM $ 3 1 m (ALUM.ALLOY 6061-T6) 7" I-BEAM 3 x 8 BEAM 4 I-BEAM (ALUM.ALLOY 6061-T6) cl�tt �\P " (ALUM.ALLOY 6061-T6) CALIFOP STEEL INSERT I-55"—� (ASTM A653 GRADE 50) �45 —1�°70 DEC 18 2013 I—z.a7s•—I ( T0.110.Ir-0.1o° 4.00" 0.060" 6.00' 7.00" .125' QUO GQR FP 7.675" -4-0.060" I 681 r L8075. 59s'—===-iI6 Gau 1I—0.060" 1I 0.80•TYP II 1.00' P 6/3 II(I F0 70' 14 G L:j CIVI012G@u 1 0875 T OFCAL � 11// JI'JUN 03 2015 ICC ESR 2676(2012 IB 12/11/2013 Page 30 of 74 ENGINEERS STAMP O 10" I—BEAM —�Lo2'r (ALUM.ALLOY 6061-T6) °� DBL. STEEL 3" x 8" C BEAM �---- 5.50" ---I 0.042'X3"X8'ALUM O DETAIL 3.0" 5. 4' --1 �-- 0.17" L078- 2.$6' STEEL C I TAIL 0 0.1 Y" O I-315'-11 DETAIL 811 EXTRUDED ALUM FASCIA EIGHT#14 SMS FOR 6063 T6 FOOTINGS UP TO d=45' 101� EIGHT 1/4"BOLTS FOR FOOTINGS UP TO d=42" TWELVE V4"BOLTS FOR FOOTINGS UP TO d=48' FOUR'BOLTS FOR FOOTINGS UP TO d=43' EIGHT 1S'BOLTLTS FOOTINGS UP TO d=51' BTEEI POST 1.00 11 DETA;LS AK FOR FOOTINGS �ppESSin UP TO d=46'OR AF FOR LARGER Q PU 0.17" �m 8 3 CIV� �Q 1.000-�----{ 1.5�� 1.25 I-- CAUFp�t' 0.355—I I--- O T DEC 18 2013 2.25" FASCIA 0.0780 --I 0.625"1.576 �-- INSERT INSERT ---1 r— S S10NAL — 6.375 0.040" 5.563 R0.078 ,l L—0.575 0.75"'I I—L QUO G P 3.000 7 "� C 8 1.825 2" 0.25 1 1 FASCIA .6 /2 7 2.875 3"_..I CIV �a�P —4.510 O ROLL FORMED ALUM FASCIA 3004 H34 F0 Cp-W EXTRUDED FASCIA W/EXTRUDED FULL LENGTH INSERT 6063T6 6063T6 JUN 03 2015 ICC ESR 2676(2012 IBC)12/11/2013 Page 31 of 74 ENGINEERS STAMP DETAILS X, Y, Z AND AA ARE FULL MOMENT SPLICES O 7" x 5.5 I-BEAM SPLICE 6061T6 ® 6" x 4.5 I-BEAM SPLICE 6061T6 38' 318'0 BOLTS .56• 1' 16' ,'1' 16' 1 (&TOTAL) 0 32• 318.0 BOLTS i' 14' 1.1' 14' 1 (a-TOTAL) i .65• 8.7 I .725' I .10' 78' + + + + + t + + O 10" x 5.5 I-BEAM SPLICE 6061T6 40' 112'0 BOLTS .50' 1' 18• 11.1' 18' 1 (&TOTAL) 0 75 9,66' "40' � �pfESS/pN II + + + + OQ PU m 8 3 A m OZ 4" x 2.375 I-BEAM SPLICE 6061T6 * . i l°15 cf � ' 1.60• 19' 114.0 BOLTS CALWO' P 1-1 7.5' ,•,• 7.5' , (&TOTAL> DEC 18 2013 a6• 1. 3.87' 1 ' + + � + + �$S10 A �QQ M P BEAM SPLICES ARE ON Q G , BOTH SIDES OF WEB .613 011, T FCAl1Fp��\P JU11T 03 2015 ICC ESR 2676(2012 IBC)12/11/2013 Page 32 of 74 FNCINFFRS STAMP STEEL "T" BRACKET FOR 3" POSTS AE 3" SQ. ALUM POST AF SQ. STEEL POST ASTM A653 GRADE 33 ALUM.ALLOY 3004-1-134 ASTM A500 GRADE B 4- 5.5" =f 5/16' 0.5" 3.00"SQ. I1.75' 0 — 1.5' O 01T11'q "� O 3.0' 25"x3'z6 O375"z3 0.1884x4. 0 0188..5" 5 318' 1/4" D0 2.18'—� L1.D^0.a. A" 3 a' oazs" zs ® 3" SQ. ALUM POST WITH SIDE PLATES AI ALUM "T" BRACKET ALUM.ALLOY 3004-H34 .090" BRACKET FOR 3" POSTS - �3" 2'1 ALUM.ALLOY 6063-T5 .032" 5#10 SMS 3.00" OR �OFESSIp4,q .024" @24"O.C. O PU F- EA.SIDE 2.40 •yam o •y �2 1.375" c m ss" 3„ 8 3 .75' LL .032" "H ANCHOR BOLT OOA 5/8"PLASTIC PLUG 1.60" 41.5 DEC 18 2013 .090"TYP. 3" SQ. ALUM POST ALUM.ALLOY 3004-1-134 3" SQ. STEEL POST ASTM A653 SS r,RADE 40 " " " oe&SX Pu 0 x1.5x1.5 0.032 MAG PO Ey 2"x2" POST AJ POST -3" SQ. ALUM POST ee oP� q 3.00" SQ. AL ALUM.ALLOY 6063-T5 81 9 3004 H34 ALUM 1s, orz' _ �J 3.00" SQ. � 6/30 I57I CNI i I 14"R v FOFCA F g� TYP .040"ALUM `o .075" .048"STEELt. 28" AO JUN 03 2015 [CC ESR 2676(2012 IBC)12/11/2013 Page 33 of 74 ENGINEERS STAMP DETAIL AM IS NOT EMBEDDED STEEL POST 1 1/2" /2" POST TO CONIC SLAB CONNECTION FOR SINGLE SPAN ATTACHED STRUCTURES ONLY USED in 130 mph Exposure B Areas STEEL POST ORNAMENTAL SCROLL STRAP DETAILS AF OR AK OR ALT.SOLID FILLER POST Q.OR 2'SQ. S' 72'0 x 9'ASTM A615 GRADE 60 REBAR O 4 •, 0.060'6063T6 4"' 18' IN alum'U'bracket EIGHT#14 SMS a SCREWS EACH 3'TA tl ' a, BRACKET 2.5'min edge distance s 4"CONCRETE SLAB e i� gy}:_;•i. "S.is i:f. I tl I 3/8"OR 0 STAINLESS OR GALVANIZED HILTIWAS 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 ® 3'SQ.POST ALUM. FOUR#145M5 SCREWS EACH SIDE STO 3"ALUM OR STEEL BRCKT FOR FOOTINGS UP TO d SEE DETAILS Al OR AG =31" Q�OFESS101V S51 1 _aLPU F yQ- Nyy FFP 4'CONCRETE SLAB ray V n'y +........: ' :ri.: OR FOOTING U m C 8 DGE DISTANCE .6(bu120 7 • `JIB{/ 3/8"DR}70 STAINLESS OR GALVANIZED HILTI KWIK BOLT C1""` •��1�P 4'�. 6L'I1. ��P I ESR 1917)W/2'EMBEDAND 1'0 WASHER OR EQUIVALENT CAL�F� ATFOFCAL%FC� DEC 18 2013 TUN 03 2015 ICC ESR 2676(2012 IBC)12/11/2013 Page 34 of 74 ENGINEERS STAMP ROLLFORMED HANGER qS INSULATED ROOFING PANEL ALUM.ALLOY 3004-H34 HANGER A 3"x8" BEAM TO POST CONNECTION ALUM.ALLOY 6063-T5 USING SIDE PLATES (SEE DETAIL AH) 0.5"'MIIN y i— 2.740" 0.5"MIN 3"x8"x.042"ALUM BEAM W/OR W/O STEEL C INSERT 3.200" T=.060 (DETAILS L OR N) OR 4.200" SEE TABLES 4.20 OR 421 5" W W SEE TABLE 7.5 FOR Z ¢ SEETABLE 7.5FOR #10 SMS FASTENER SCHEDUL a a FASTENER SCHEDULE 12"O/C FOR DETAIL E .039" 3 g B"O/C FOR DETAIL F P. K K ly 0 0 (4) #14 SDS @ EA. SIDE 6'O/C FOR DETAILS LL LL i` ---1880"-4 SIDEPLATE TO HEADER G AND H 05' S , 8 MIN 1" O/C SPACING [7 N Cl (4)OR(5)#14 SDS @ EA SIDE FOR 120 MPH EXP B "ON 0.5"MI4 0.5"MIN 24"o/c approx SLAB' MATCH HEADER REQUIREMENTS USE (5)#14 SDS FOR 120 MPH EXP C, 140 MPH EXP B "ON SLAB" OR&29" FOOTINGS CONTROLLOCK 3"X 3"ALUM. OR ® STEEL POST ALUMINUM PANEL 3" SQ. STEEL BEAMS ® (ASTM A653 GRADE 40) SEETABLE 4.9 FOR FOUR#14 SMS PER HEADER ,�pFESStO DETAILS U,V AND W FASTENERS 3"SO. �OQ PU G� CZ SEE DETAIL U n m FOUR 414 SMS EACH SIDE J $ 3 SSIONAL i"MIN—I--I MA%FOOTING ISd=30' * 6-6P-�z615 * O�� P CAUFO� C 81 9 0 o DEC 182013 1•MIN EX .6/ 20� I #14sms O 0.04OWW" STEEL HEADER p - CIVI ALUM POST DETAILJ STEEL POST O DETAIL AF OR AK GALE DETAIL AI JUN 03 2015 ICC ESR 2676(2012 IBC)12/11/2013 Page 35 of 74 ENGINEERS STAMP 1� 3"X8" BEAM W/ STEEL INSERT TO POST USING ALUM. T BRACKET ® I BEAM TO POST CONNECTION FOUR#14 SMS FOR FOOTINGS UP TO d =25" SEE TABLE 4.9 OR 4.10 FOR EIGHT 4 SMS FOR FOOTINGS UP TO d =32" SCREW REQUIREMENTS ROOF PANEL I-0.625in — — — - - - - - - DETAIL AXIS 0 0 0 o 1" 3 x 8"X.042" HEADER W/STEEL INSERT D Q Q Q _ _ NOT USED BOLT LAY OUT 2 Y2" OUR#14 SMS 4 X3'ALUM I BEAM Four 1/4'0 BOLTS TOP VIEW W/1"WASHERS 6"X4"ALUM:BEAM ° 1"min `STEEL OR ALUM T-BRACKET 7"x5.5"ALUM I BEAM I BEAM (Detail Al or AG) IN-- ° ° 1'min 1.5"MIN I I I I STEEL BRACKET 3"X 3"STEEL POST I I DETAIL AG II FOUR#14 SMS I I I I man footing size is d=35" SIX#14 SMS STEEL POST,DETAIL AK max footing sae is d=40' r-- Q�pFESSION PU F m O NOTCHED I BEAM TO POST J 8 3 m _ CONNECTION * JII0--/2 SEE TABLE 4.9 OR 4.10 R CIVA1- ?s SCREW REQUIREMENTS FCALIF DEC 18 2013 FOUR 3/8'BOLTS FOR 7'I BEAM DETAIL BA NOT FOUR 1/2'BOLTS FOR 10'1 BEAM USED FISSIONAL f G 7"X5.5"ALUM I BEAM--,--- O P j 10'X5.5"ALUM I BEAM NE Fn C 81 9 NOTCH I BEAM FLANGE EX .S13 20 y TO CLEAR SQ POST � * � I T CN T— FOFCALIF DETAIL AF STEEL SQUARE POST JUN 03 2015 ICC ESR 2676(2012 IBC)12/11/2013 Page 36 of 74 FNRINFFRS STAAAP Live/Snow Load RAFTER MAX DISTANCE TO FIRST ROW OF POSTS"L" PANEL TO EXISTING EAVE ROOF COVERING IS A MAXIMUM OF 3 PSF Solid Cover Wind SIZE EAVE OVERHANG ij HEAVIER ROOF COVERING SHALL REQUIRE 24"O/C 6" 12" 16" W. 30" ECTION ADDITIONAL ENGINEERING ANALYSIS 10psf 44 2V4' 18.4, 10'-&' 6'-2" S-2" 115 MPH Ecp 8 2X6 25'-4' 26 4' 25'-4' 20'-10" 14'-W' WOOD FASCI 20 GA ASTM A653 GRADE 33 STEEL BRACKET L athce=120 E1p C 2X8 25-4 26 4' 25-4' 26 4' 25-4'FOUR#B WOOD SCREWS INTO RAFTER AND 10 psf 2x4 25'-4' 15-10" 9'-2" 64' 2'-9" 2X FASCIASEE GENE ONE PER RAFTER 130 MPH E>11 B 2X6 25'-4' 25'-4' 25'-4' 16'-3" 2640.01 B'AL Lattice=l4D C 2x8 25'-4' 25-4' 25'-4' 25'-4' 25-4'#14xz°scREw 10 psf 2x4 25-4' 15-1,, 8'-8" 5-2" 2'-B" SEE TABLE 7.5 DF#2 OR BETTER115 MPH FCC 2x6 25'-4' 25-4' 254' 17'-4' lz_,V, FOR SPACING2x8 25'-4' 25-4' 25-4' 25-4' 24'-6" 20GAUGE 10 psf 2x4 251-4' 13'-0" T-6" 4'-4" 2'-3" ASTM A653 130 MPH F�C 2x6 25-V 25-4' 2V-6" 14'-10" 19-8" GRADE33 FACE OF EXIST. ANGLEW/4 WOODSTUDOR 2x6 25'-4' 264' 25'-4' 25'-4' 21'-1" #B SCREWS BEARING WALL 10 psf 2x4 25'-4' 11'-9" 6'-9" 4'-0" 2'-1" LF EXIST.EAVE 140 MPH Exp C 2x6 25'-4' 25'-4' 19'-6" 13'-6" V4, PROJECTION OVERHANG 2x8 264 264 25'4 25-3" 19'-1" SEE PANEL 20 psf 2x4 19-1' 9-2" 5'-3" S-1" 1'-6" 140 MPH Exp C 2x6 18'-1' 18'-1' 15'-3" 1Q'-T' 7'-6" 2x8 18'-1' 18'-1' 10-1' 1T-1' 15-0" Q�OFESSIO, _ PU Live/Snow Load RAFTER MAX DISTANCE TO FIRST ROW OF POSTS"U' I U5`�VP� c LEDGER TO STRUCTURE Solid Cover Wind SIZE EAVE OVERHANG 8 4 U'OIC18.1 6" 12" 24" 30" * 0- 15 CONNECTION 10 psf 2x4 25'-0' 20'-9" 12'-0" 7'-1" 3'-8" II EXISTING 2X6 25'-0' CIN 25'-0' 25'-0' 23'-10" 17'-l" SHEATHING Latfice=130 C 2x8 26-0' 25'-0' 25'-0' 25'-0' 26-9 CA1-�F� 10 psf 2x4 20'-0' 19'-3" l l'-6" T-1" T-8" DEC 18 2013 EXISTING DF WOOD - SEAL TOP COMPLETELY 2x6 20'40' 20'-0' 2W-0' 20%0' 16'-7" FRAMED WALL CONTINUOUS 2'4"DOUGLAS FIR ' - - LEDGER ORPROVIDESIMPSON Latfice=140 EV C 2x6 20'-0' 201-0' 20%0' 20'4 20'4 3. STRONG TIE MSTA36(ICC ESR 2105)' 20 psf 2x4 18'-0' 11'-10" 6-10" 4'-1" 2'-1" SPLICE LOCATION \ONAL COVER W/0.019"PIUMINUM 2x6 16'-�' 16'-�' 16'-0' 13'-9" 9'-10 COVERAT ° ASS / 1/4"LAG SCREW 2x8 18'-0' 18'-0' 18'-d 18'-0' •i TABLE 0' 9'-2" 25 psf 2x4 16,-0, 11'-3" 6'-6" 3'-9" 1'-101, 68 g �� FP RAF 0' RAFTER SPANS 2x6 18'- 18'-0' 18'- 13'-0" c SEE GENERAL NOTE#8 2x8 18'-0' I 16-0' 16'-t)' 18'-9 18'-0' P. 0/ 171 30 psf 2x4 16'-01 9'-21' 5'-1" 2'-9" 0'-0" EXISTING 1'STUCCO 2x6 16'-0' 16'-0' 15'-4" 10'-4" T-z, OR EQUAL 2x8 16'-0' 16'-0' 16'-0' 16'-0' 14'-9" rFOFCAII0 2.25"EMBED INTO WOOD FRAMING WITH MIN SG=0.5 JiTN 03 2015 ICC ESR 2676(2012 IBC)12/11/2013 Page 37 of 74 ENGINEERS STAMP �Sg\ONAL E / SOLID COVERS 4.0 PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURES JUN 03 2015 QQO� TN,y �-FESSIOA, 2.25"x6"Flat Panel(Single Span)Detail G 3"xl2"W Panel(Single Span)Detail E 2.5"x 24"Tri Vee Panel Single Span Detail F 3"x6"Flat Panel(Single Span)Detail H A1 Q 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 `OtlY��ime =S�OV`r" �U �b'y Snow Load Gauge Exposure B Exposure C Snow Load Gauge Exposure B Exposure C Snow Load Gauge Exposure 8 Exposure C Snow Load Gauge Exposure B Exposu C d - m (Pat) (in) 110 115 110 115 ( s m) 110 115 110 115 sf) In 110 115 110 115 (Ps (in) 110 1 115 110 1 e 8 10 0.018 11'-2" 10'-10" 8'-9" 8'-4" 10 0.021 10'$" 8'-2" 6'-11" 6'-8" 10 0.018 6'-10" 6'$" 6'-1" 6'-0" 10 0.018 13'-1" 12'$" 11'-9" -3' LIVE 0.024 13'-9" 13'�4" 12'4" 12'-1" LIVE 0.024 17'-3" 10'-11" 8'-10" 8'$" LIVE 0.024 10'-T' 9'-0" 8'-2" T-10" LIVE 0.024 16'- S-8" 14'-6' rl gm * 15 0.032 15'4" 15'0" 14'3" 14'-0" 0.032 13'-9" 13'S" 12'-0" 12'-1" 0.032 13'-0" 12'-9" 11'-9" 7'-10 0.032 19'0" B'S" '-1 16' 3" 0.038 16'_2" 15'-10" 15'-1" 14'-10" 11 0.'044 1T-0" 1fi'$" 15'-6" 1S_7" 0.038 13'_9" 19•-6" 12'_1U" 12'_T' 0.038 2 -1" 19'-9" 8 9' 18'-6" 50 C) �P 20 0.018 V-6" 8'4" T-10" T-7" 20 0.021 6'S' 6'-2" 5'S" 4'-5" 20 0.018 5'-11" 5'-10" 5•-5" 5'-3" 20 0.018 1 '-rJ" -6" 9- 8'-11" (4 )384-2514 CAI�FC��LIVE 0.024 11'3" 11'-1" 10'$" 10'$" LIVE 0.024 8'4" 8'-1" T-1" 6'$" LIVE 0.024 8'-0" T-11" 7'-5" T-2" LIVE 0.024 1 '-3" 1 ' 1 S" 3" carloumamrGcomcastnet 0.032 13'4" 13'-l" 12'-7" 12'-5" 0.032 11.4" 11'-1" 10'$" 10.-6" 0.032 10'$" 10'-7" 9'$" 9'A" 0.032 15 154" 14'-9" 14'-6" DEC 18 2013 0.038 14'-3" 1"" 13'$" 13'-6" 0.044 14'-2" 13'-11" 1T-F 13'-2" 0.038 12'-1" 11L11" 11'-6" 11'-3" 0.038 17"4" 17'-0" 1V-5" 16'-1" MAXIMUM ALLOWABLE TRIBUTARY WIDTH AND#10 SCREWS 25 0.018 8'$" 8'-2" 77 7'$" 25 0.021 6'-2" 6'-0" 5'-3" 4'3" 25 0,018 51 0" 6-8 5'4" 5'-2" 25 0.018 10'-6" 10'S" 9'-1" 8'-10" FOR PANELIHEADER COMBINATIONS Table 4.9 0.024 1V3 3" it'-1" 10'-6" 9' " 0.024 V-1" T-10" 6'-11" 6'-6" 0.024 T-11" T-9" TJ" T-1" 0.024 13'-0" 13'-0" 12'3" 12'-l" Panel#of#10 screws PER FOOT to attach panel to header 0.032 13'4" 1Y-1" 12'S" 12'-2" 0.032 11'-1" 11'-1" 10'-6" 9'-3" 0.032 1o'-7" 10'-7- 9'-1" 8'-10" 0.032 15'4" 15'4" 14'S" 14'-3" Headers Gauge1 I 2 3 2 3 4 2 3 4 5 0.038 14.3" 14'-D" 13'$" 13'-5" 0.D44 13'-11" 13L11" 13'-2" 12'-11" 0.038 11'-11" 11'-11" 1 T-3" 11'-1" 0.038 17'-0" 1T-0" 16'-1" 15'-10" (in) 115 MPH Exp B 115 MPH Exp C 140 MPH Exp C 30 0.018 T-11" T-10" T-6' 7'-2" 30 0.021 5'-T' 5'-V' 4'-2" 4'-0" 30 0.018 S$" 5'-5" 4'$" 4'-B" 30 0.018 9'-0" 9'-2" 8'$" 8'-5" Oble 2x6.625 0,018 3' 6' 9' 4' 6' MAX 3' 4' MAX MAX 0.024 10'$" 9'$" 9'-2" 8'-11" 0.024 T4" T-1" 6'4" 6'-0" 0.024 T$" T-5" T-0" 6'-10" 0.024 12'-3" 12'-1" 11'$" 11'-6" RF Fascia 0.018 3' 8' MAX 4' MAX MAX 3' MAX MAX MAX 0.032 IT-6, 12'-2" 11'-9" iT-T' 0,032 10'$" 9'$" 9'-2" 8'-11" 0.032 9'4" 9'-3" 8'-9" 8'-6" 0.032 14'S" 14'3" 'IT-10" 13'-T' 3xB 0.018 3' 6' V 4' 6' MAX 3' 4' MAX MAX 0.038 13'$" 13'-5" 13'-D" 12'-9" 0.044 IT-2" 17-11" 12'$" 12'4" 0.038 11'-3" 11'-7" 10'-9" 10'-T' 0.038 18'-1" 15-10" 164. 15'-1" All Others 0.018 3' V 9' 4' 6' MAX 3' 4' MAX MAX 40 0.018 7'3" T-1" 6'-10" &-8" 40 0.021 4'-2" 4'-1" 3'$" T-5" 40 0.018 4'W 4'-8" 4'$" 4'4" 40 0.018 8'-7' 64" T-l" 7'-11" Dble 2x6.625 0.024 4' 8' MAX 6' 9' MAX 4' 6' 8' MAX 0.024 9'-0" 8'-9" 8'S" 8'3" 0.024 6'-2" 5'-10" 5'S" 5'-2" 0.024 V-11" 6'-9" 6'$" 6'4" 0.024 11'-2" 11'-0" 10'-7" 10'-5" RF Fascia 0.024 4' MAX MAX 6' MAX 4' T MAX MAX 0.032 1V3" 11'-1" 10'$" 10'$" 0.032 9'-0" 8'-10" 8'S" 8'4" 0.032 8'-T' W-61 8'-1" T-11" t 0.032 13'3" 13'-1" 12'$" 12'4" 3x8 0.024 4' 8' MAX 6' 9' MAX 4' 6' 8' MAX 0.038 12'S" 12'3" 11'S" 11'-T' 0.044 12'-0" 11'-10" 11'4" 11'-2" 0.038 9'$" 9'-5" V-1" B'-11" 0.038 14'-8" 14'$" 13'-11" 13'-9" All Others 0.024 4' 8' MAX 6' 9' MAX 4' 6' 8' MAX 60 0.018 6'-0" 6'3" 6'-0" 5'-11" 60 0.021 T-3" 3'-2" 2'-11" 2'-10. 60 0.018 4'3" 4'-2" 4'-0" 3'-71" 0.018 7'S' T4" T-1" V-11" Dbie 2x6.625 0.032 5' 11' MAX 8' 11' MAX 5' B' 10' hIAX J.024 7'-10" 7'-9" T-5" T.4" 0.024 4'3" 4'-1" T-9" 3'$" 0.024 5'-11" 5'-11" 5'$" 5'-7" 0.024 9'-2" 9'-1" 8'-9" 8'-7" RF Fascia 0.D32 5' MAX MAX 8' MAX MAX S MAX MAX MAX 0.032 9'3" 9'-2" 8'-10" 8'$" 0.032 T-10" T-9" TS" T-1" 0.032 T-5" 7'4" 7'-1" 7'-0" 0.032 10'-10" 10'-10" ilo 10" iD'-10" 3x8 0.032 5' 71' MAX B' 17' MAX 5' 8' 10' MAX 0.038 10'-2" 10'-2" 9'-9" 9'-7" 0.044 9'-10" 9'-9" 9'4" 7-2" 0.038 8'-5" 8'4" 8'-0" T-10" 0.038 12'-1" 12'-1" 12'-1" 12'-1" All Others 0.032 5' 71' 8' 11' MAX 5' 8' 10' MAX TABLE 4.1 TABLE 4.2 TABLE 4.3 TABLE 4.4 Dble 2x6.625 0.038 6' 11' MAX 8' 12' MAX 5' 8' 10' MAX SINGLE SPAN TABLES NOTE:PANELS MAY OVERHANG 25%OF THEIR CLEARSPAN RF Fascia 0.038 6' MAX MAX 9' MAX 8' MAX MAX NAX 2.25 x6'Flat Panel Multispan)Detail G 3"z12"W Panel Muldspan Detail E 2.5'x 24"Tri Vee Panel Multispan)Detail F 3"x6"Flat Panel(MulBspan)Detail H 3x8 0.038 6' 13' MAX 9' 74' MAX 6' 9' 12' MAX Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure All Others 0.038 6' 13' MAX 9' 14' MAX 6' 9' 12' MAX Snow Load Gauge Exposure B Exposure C Snow Load Gauge Exposure B Exposure C Snow Load Gauge Exposure 8 Exposure C Snow Load Gauge Exposure B Exposure C ( s (in) 110 115 110 115 (Pat) (in) 11D 115 110 115 ps in 110 115 110 115 s (in) 110 115 110 115 'MAX'means the maximum possible tributary width 10 0.018 10'-2" 9'-171 9'-2" 8'-11" 10 0.021 6'$" 6'4" 5'-5" 5L3" 10 0.018 T-9" T-6" V-10" 6'-B" 10 0.018 11'4' 10'-11" 10'-0" 9'-10" Minimum number of screws Is on per panel LIVE 0.024 12'-17" 12'-7" 17'-7" 11'4" LIVE 0.024 8'3" T-10" 6'-10" 6'-7" LIVE 0.024 9'-T' 9'4" B'-T' 8'-5" LIVE 0.024 14'-11" 14'S' 13'4" 13'-0" MAXIMUM ALLOWABLE TRIBUTARY WIDTH AND#14 SCREWS 0.032 15'4" 15'-0" 14'-3" 14'-0" 0.032 12'4" 11'-9" 10'-5" 10'-1" 0.032 17'-8" 11'-0" 10'$" 10'-3" D.032 19'-0" 18'-5" 17'-l" 16'$" FOR PANELIHEADER COMBINATIONS Table 4.10 0.038 16'-2" 15'-10" 15'-1" 14'-10" 0.044 1 T-0" 16'$" 15'-2" W-811 0.038 13'-2" 12'-9" 11'-9" 11'$" 0.038 20'-1" 19-9" 18'-9" 18'$" Panel#of#14 screws PER FOOT to attach panel to header 20 0.018 8'4.. B'-2" T-10" T-9" 20 0.021 4'-0" T-10" 3'S" 3'3" 20 0.018 6'-2" 6'-0" 5'-9" 5'$" 20 0.018 9'-2" 9'-0" 8'$" 8'S" Headers Gauge1 I 2 3 1 I 2 I 3 1 I 2 I 3 I 4 LIVE 0.024 10'-7" 10'-5" 1l1'-0" 9 190"- LIVE 0.024 5'-10" 5'-7" 5'-3" 4'-1" LIVE 0.024 T-10" T$" T4" 7'-3" LIVE 0.024 12'-2" 12'-0" 11'$" 11'4" in 115 MPH Exp B 715 MPH Exp C 140 MPH Ex C O.D32 13'-7" 12'-10" 12'4" 12'-2" 0.032 9'-1" 8'-10" 8'-3" 8'-0" 0.032 9'-7" 9'-5" 9'-1" 8'-11" 0.032 15'$" 164" 14'-9" 14'S" Dble 2x6.625 0.018 6' MAX MAX 4' MAX MAX 3' MAX MAX MAX 0.038 14'3" 14'-0" 13'-B" 13'-6" 0.044 13'S" 13'-1" 77-5" 12'-2" 0.038 10'-9" 10'-7" 10'-2" 10'-0" 0.038 17'4" 1T-0" 16'-5" 16'-1" RF Fascia 0.018 6' MAX MAX 4' MAX MAX 3' MAX MAX MAX 25 0.018 8'-2" 8'-2" T-9" T-T' 25 0.021 3'-10" 3'-9" 3'4" 3'-2" 25 0.018 6'-0" 6'-0" 5'-8" 5'$" 25 0.018 9'-0" 9'-0" 8'$" 8'4" 3x8 0.018 6' MAX MAX 4' MAX�4^_X 3' MAX MAX MAX 0.024 10'S" 1D'-5" 9'-10" 9'$" 0.024 5'-T' S-T' 4'3" 4'-0" 0.024 7'$" 7'$" T-3" T-1" 0.024 12'-0" 12'-0" 11'4" 11'-1" All Others 0.018 6' MAX MAX 4' MAX MAX 3' MAX MAX MAX 0.032 12'-1 D" 12'-10" 12'-2" 11'-11" 0.032 8'-10" B'-10" 8'-0" 7'-10" 0.032 9'-5" 9-5" 8'-11" 8'-9" 0.032 15'4" 15'4" 14'S" 14'-3" Dble 2x6.625 0.024 7' MAX MAX 5' 10' MAX 3' T MAX MAX 0.038 14'-0" 14'-0" 13'$" 13'-5" 0.044 13'-l" 13'-1" 12'-2" 11'-10" 0.038 10'-7" 10'-7" 10--0" 9'-10" 0.038 IT-0" 1T-0" IV-1" 15-10" RF Fascia 0.024 MAX MAX MAX 6' MAX MAX 4' MAX MAX MAX 30 0.018 T-9" T-7" 7'4" T-2" 30 0.021 T-6" 3'S" TA- 7-11" 30 0.018 5'$" 5'$" 5'4" 5'-2" 30 0.018 8'$" 8'4" 8'-1" T-11" 3x8 0.024 8' MAX V MAX MAX 4' 8' MAX MAX 0.024 9'-10" 9'-8" 9'4" 9'-2" 0.024 4'-6- 4'4" T-11" T-9" 0.024 7'-3" 7'-11" 6'-10" 6'-9" 0.024 11'A" 11'-1" 10'-9" 10'-T' All Others 0.024 B' MAX MAX 6' MAX MAX 4' B' MAX MAX 0.032 12'-2" 11'-11" 11'-T' 11'4" 0.032 8'-0" T-10" T-5" T-2" 0.032 8'-11" 8'-9" 8'-5" 8'4" 0.032 14'$" 14'3" 13'-10' 13L7" Dble 2x6.625 0.032 T MAX MAX 5' 19 MAX 3' 7' 10' MAX 0.038 13'S" 13'S" 13'-0" 12'-9" 0.044 17-2" 11'-10" 11'4" 11'-1" 0.038 10'-0" 9'-10" 9'-6" 9'4" 0.038 16L1" 15'-10" 15'-0" 15'-1" RF Fascia 0.032 8' MAX MAX 6' MAX MAX 4' MAX MAX MAX 40 0.018 7'-0" V-11" 6'-7" 6'S" 40 0.021 3'-0" 2'-10" 2'$" 2'-2" 40 0.018 1".. 4'$" 4'4" 4'-2" 40 0.018 77 T-7" T3" 7'-2" 3x8 0.032 19 MAX MAX 7' MAX 4' 9' MAX M AX 0.024 8'-11" 8'-10" B'-5" 8'4" 0.024 T-10" 3'$" 3'-S' 3'-3" 0.024 6'S" 6'S" 6'-2" 6'-1" 0.024 10'3" 10'-1" 9'$" 9'-T' All Others 0.032 11' MAX MAX 8' MAX, 5' 10' MAX MAX 0.032 11'-0" 10'-11" 1D'-5" 10'4" 0.032 6'-10" 6'$" 6'3" 6'-1" 0.032 8'-1" T-11" T-7" TS" 0.032 13'3" 13'-1" 12'-6" 12'4" Dble 2x6.625 0.038 7' 15' MAX 5' 10' MAX 3' T 1V MAX 0.038 12'-5" 12'3" 11,41 11'-7" 0.044 10'-T' 70'S" 9'-9" 9'-T' 0.038 9'-1" 8'-11" 8'-T' 8'$" 0.038 14'$" 14'-6" 1TAT' 1T-9" RF Fascia 0.038 8' MAX MAX 6' MAX MAX 4' T MAX MAX 60 0.024 T-8" S$" 5'$" 5'-8" 60 0.021 2'-1" 2'-0" 1'-10" 1'-9" 60 0.018 3'-10" 3'-70" 3'$" 3'-7" 60 0.078 6'-3" 6'-3" 6'3" V-3" 3x8 0.038 10' MAX MAX 7' 13' MAX 4' 9' MAX MAX 0.024 T3" T-3" 7'3" T3" 0.024 2'-11" 2'-10" 2'$" 2'4" 0.024 5'-3" 5'-3" 5'-3" 5'3" 0.024 8'4" 8'4" 8'4" 8'4" All Others 0.038 13, MAX MAX 9' MAX MAX 6' 12' MAX MAX 0.032 9'-0" 9'-0" 9'-0" 9'-0" 0.032 4'-10" 4'-9" 4'S" 4'4" 0.032 6'-T' 6'-7" 8'-T' 6'-T' 0.032 10'-10" 10'-10" 10'-10" 10'-10" 0.038 10'-2" 10'-2" 10'-2" 10'-2" 0.044 T-10" T-10" T-10" T-10" 0.038 TS" I TS" 7'S" 7'-5" 0.038 1 12'-1" 17-1"1 17-1" 17-1" ICC ESR 2676(2012 I WL8hi/2013 TABLE 4.6 Page 38 affk'E 4.7 TABLE 4.8 4.0 Foam Core Sandwich Panels(Detail 1) Live/ Foam Panel Wind Speed(mph)and Exposure United Duralume Snow Core Skin Exposure B Exposure C 350 S.Raymond Ave Load Thickness Thickness 110 115 120 130 140 150 160 170 110 115 120 130 140 150 160 170 Fullerton,CA (psf) (in) (in) Allowable Spans(ft) 10 3" 0.024 14'-10" 14'_3" 1T-9" 12'-9" 12'-4" 1V-11" 1T-6" 11'-1" 12'-9" 12'-6" 12'-4" 11'-9" 11•-4" 10'-9" 10'-l" 9%6" Carl Putnam,P.E. 3" 0.032 15'-10" 15'-5" 15'-l" 14'4" 13'-11" 13'-6" 13'-1" 12'-8" 14'-4" 14'_2" 13'-11" 13•-4" 12-11" 12'-3" 11'-7" 10'-11' 3441 Ivylink Place 4" 0.024 17'-6" 16'-11" 16'-3" 15'-0" 14%6" 13'-11" 13'-5" 12%10" 15'-0" 14'-9" 14'-6" 13'-8" 13'-l" 12'-3" 11'-7" 11'-0" Lynchburg,VA 24503 4" 0.032 19'-2" 18'-8" 18%3" 17'-3" 16'-8" 16'-l" 15'-5" 14'-10" 17'-3' 17'-0" 16'-8" 15'-9" 15'-2" 14'-3" 13'-5" 12'-7" carlputnam@comcast.net 6" 0.024 20'-8" 20'-l" 19'_7" 18'-6" 17'-7" 16'-9" 16-10" 15'-0' 18'-6" 18'-0" 17'_7" 16'-4" 15'-5" 14'_2" 13'-8" 13'-3" 6" 0.032 1 22'-9" 22•_5" 22'-0" 21'_3" 20'-6" 19'-9" 19'-0" 18'-3" 21'_3" 20'-11" 20•4" 19'4" 18'-7' 1T_6" 16'-6" 15'-6" 20 3" 0.024 11%11" 1V-9" 11'-6" 1V-4" 10'-11" 10'-7" IV-3" 9'-10" 11'4" 11`1" 10'-9" 10'-5" 10'-0" 9'-6.. 3" 0.032 13%6" 13'-4" 13'-l" 12'-11" 12'-6" 12'-l" 11•_9" 11'-3" 12'-11" 12'-8" 12'_3" 11'-11" 1T-5" 10'-11" 10'-4" 0'-0" 4" 0.024 13'-11" 13'_8" 13'-5" 13'-1" 12W" 12'-l" 11'-9" 11'4" 13'-1" 12'-10" 12'-3" 11'-11" 1l'-6" 11'-0" 10%6" 0'-0" W. 0.032 16%1" 15'-9" 15'-5" 15'-2" 14'4' 14'-0" 13'-7" 13'-0" 15'-2" 14'-10" 14'-3" 13'-10" 13'-3" 12'-7" 12'4" 0'-0" Max Overhang is 25%of span 6" 0.024 16%9" 16'4" 15'-10" 15'-5" 14'-7" 14'-0" 13'-10" 13'-6" 15'-5" 15'-0" 14'-2" 13--11" 13'-7' 13'-3" 12'-11" 0'-0" Single Spans Only JUN 03 2015 6" 0.032 19'-9" 1g•4" 19'-0" 18'_7" 17'-10" 17'_3" 16'-9" 16'-0" 18'-7" 18'-3" 17'-6" 17'-0" 16'-3" 15'-6" 14'-10" 0'-0., 25 3" 0.024 11'-9" 1l'-9" 11'-6" 11'-1" 10'-9" 10'-5" 10'-l" 9'-10" 11'-l" 10'-11" 10'-9" 10'-3" 10'-0" 9'-6" 9'-1" 0'-0" �OFES810N S\ONA 3" 0.032 13'-4" 13'-4" 13'-1" 12'-8" 12'-3" 11'-11" 11'-7" 11'-3" 12'_8" 12'-6" 12'-3" 11•_9" 11'-5" 10'-11" 10-4. 0'-0" Q .PU F. OQ�S G 4" 0.024 13'-8" 13'-8" 13'-5" 12'-10" 12•_3" 11'-11" 11'-7" 11'4" 12'-10" 12W" 12'-3" 11'4" 11'-6" 1 V-0" 10'-5" 0'-0" 5 p G! 4" 0.032 15'-9" 15'-9" 15'-5" 14'-10" 14'-3" 13'-10" 13'-5" 13'-0" 14'-10" 14'-6" 14'-3" 13'-7" 13'-3" 12'-7" 12'-0" 0'-0' m 6 9 6" 0.024 16'4" 16'4" 15'-10" 15'-0" 14'-2" 1T-11" 13'-8" 13'-6" 15'-0" 14'-7" 14'-2" 13'-10" 1T-7" 13'_3" 12'-10" 0-0 V. 8 3 6" 0.032 19'4" _1 9'-!, 19'-0" 18'-3" 17'-6" 17•_D" 16'-6" 16'-0" 18'-3" 17'-10" 17'-6" 16'-9" 16'-3" 15'-6" 14'-9" 0'-01. / 30 3" 0.024 11'-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" * * * XP. 30/�017 3" 0.032 12%8" 12'-6" 12•_6" 12'-1" 1V-9" 1V-5" 11'-1" 10'-6" 12'-1" 11'-11" 11'-9" 11'4" 10'-9" 10'4" 0'-0" 0'-0" CI j' ��P - 4" 0.024 12'-10" 12%7" 12W" 12'-l" 1V-9" 1V-6" 11'-2" 10'-8" 12--1" 11'-11" 11'-9" 11--4" 10'-10" 10'-5" 0'-0" 0'-0" CAUFO� T,q CUl 4" 0.032 14'-10" 14'_6" 14'-6" 14'-0" 13'-7" 13'_3" 12'-10" 12'_3" 14'-0" 13'-10" 13'-7" 13'-0" 12'-5" 12'-0" 0%0" 0'4" �� TFOFCAI- OCy 6" 0.024 15%0" 14'-7" 14W" 14'4' 13'-10" 13'-7" 13'4" 13'-0" 14'-0" 13'-11" 1T-10" 13'-6" 13'-2" 12'-9" 0'-0" 0'-0" DEC 18 2013 6" 0.032 18'-3" 17'-10"17'-10" 17'_3" 16'-9" 16'-3" 15'-9" 15'-0" 17'_3" 17'-0" 16'-9" 16'-0" 15'-3" 14'-9" 0'-0" 0'-0" Table 4.19 Trib Exposure B Exposure C Trib I Exposure B Exposure C Width 110 115 120 130 140 160 170 1 110 115 120 130 140 150 160 170 Width 110 115 120 130 140 160 170 1 110 115 120 130 140 150 160 170 (ft) MAX SCREW SPACINGS FOR 0.024" PANELS (ft) MAX SCREW SPACINGS FOR 0.032" PANELS 3 12 12 12 12 12 11 10 12 12 12 12 10 9 8 7 3 12 12 12 12 12 12 12 12 12 12 12 12 12 10 9 4 12 12 12 12 11 8 7 12 11 10 9 8 7 6 5 4 12 12 12 12 12 11 10 12 12 12 12 10 9 8 7 5 12 12 12 10 9 6 6 10 9 8 7 6 5 5 4 5 12 12 12 12 11 9 8 12 12 11 9 8 7 6 5 6 12 11 10 8 7 5 5 8 8 7 6 5 4 4 8 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 1 12 12 11 10 8 6 5 9 9 8 7 6 5 4 4 8 9 8 7 6 5 4 4 6 6 5 4 4 3 3 3 8 12 11 10 8 7 5 5 8 8 7 6 5 4 4 3 9 8 7 7 6 5 4 3 6 5 5 4 3 3 3 2 9 10 10 9 7 6 5 4 7 7 6 5 4 4 3 3 10 7 6 6 5 4 3 —3 --9— 5 4 4 3 3 2 2 10 9 9 8 7 6 4 4 7 6 6 5 4 4 3 3 11 6 6 5 5 4 3 3 5 4 4 3 3 2 2 2 11 9 8 7 6 5 4 3 6 6 5 4 4 3 3 2 12 6 5 5 4 4 3 2 4 4 3 3 3 2 2 2 12 8 7 7 6 5 4 3 6 5 5 4 3 - 3 3 2 . 13 5 5 5 4 3 2 2 4 3 3 3 2 2 2 2 13 7 7 6 5 4 3 3 5 5 4 4 3 3 2 2 14 5 5 4 4 3 2 2 4 3 3 3 2 2 2 1 14 7 6 6 5 4 3 3 5 4 4 3 3 3 2 2 15 5 4 4 3 3 2 2 3 3 3 2 2 2 2 1 15 6 6 5 4 4 3 3 4 4 4 3 3 2 2 2 T Table 4.21 Table 4.20 ICC ESR 2676(2012 IBC)12/11/2013 Page 40 of 74 SOLID COVER 5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN 115 MPH WIND AREAS 0.042's3'xe'Boz Beam (Detail L) Double 0.NZW'x6'Beam(OeWII M) Double 0.03272'4.5'Beam(Detail 0.042'x3'x8'Box Beam (Detail L) Double 0.042W'X8'Beam Detail M) Double 0.0325Q'x6.5'Beam Detail .. TABLE 5:1 AOachetl Freestanding or Atachetl Freestanding or AUSChed Freestandingor TABLE SA Attached Freestandingor Attached Freestanding or Attached Freestanding Or SWctura Mulfiepan Units Shuclure Mulfis an Units Structure Mulfis n Units S"Gres Mu' n Units Structure Muldspan Units Structure Multis an Units GROUND TWB PoST MAX MAX POST LENGTH MAX MA%PoST i Gmi MAX MAXI aLENG z GROUND N WIRM SMST POT MIN O 1pLENG1H PoMAXST MIN W MAX P.T.GRI MAX MAXPOSTIBNGTH SNOW WIDTN @PACIN3 POST MIN FOOTER @ I 1@ I 1T PoST MIN F❑❑TER 6 ( 16 1T POST MIN FOOTER @ I I I I 1@ 11T PoG) MIN @ I 1@ I 1Y LOAD (FrI ONSLAB SPAGN PGST 512E CONSrtUINEDFOOTE SPACIN PoSi SQf CONSTRNNEDFOO SPACING MET see CONSTRAINEDFOOYE LOAD (FT) ON SUB SPACIN POST 312E CONSTRAWEO FOOTEA SPACING M. a� LONSRINNED FOOTS SPACING MST SUE CONSTRAINED FGO (PSF) (FT) (Fn TYPE •d •d N on (Fn TYPE Y 'd V 'E- (FT) TYPE W Y Y •d On) (n) gn) () Bn D1I 0-1 On) IPSF) (FT) (Ff) TYPE Y 'd •d L' IFrI TYPE Y Y 'd 'd (FT) TYPE •4' V •d tl' mI m) am m) mI m) 110 MPH EXPOSURES tt5 MPH EXPO.SUPEB 10 3 V9 11'd• B 19 N b n 16'-11• C 22 n , n 11'$ B 19 23 N N 20 3 11'-iC S-1' B 18 2325 20 13'$ L 21 n v 06-1' B 1B 22 24 25 LIVE 3.5 19.r 1S$ B 20 23 25 26 15$ C 22 25 n b 19-r B 20 n N N 3.5 10a• 8'a• a 19 23 N 25 1T$ D 21 b b TB ar a 19 n 23 24 LOAD 4 1T$ 9-11. B 20 23 24 26 14'-r C z 25 N 28 SAW B 20 2223 25 4 8-i t- T-T B 19 22 24 29 11'a- 0 22 24 42) T$ B fa 21 23 21 ONLY 4.5 15-1' 6S B ZO 23 24 25 13'$ C 23 35 M ZT S-T B 20 22 b 21 4.5 T-11 T-1. C 19 22 23 25 15-9• 0 22 21 R5 2] T-1. C 1B 21 22 24 5 13'-r S- B 21 b 24 25 tY-11' D N 24 b Z] @-r a 21 21 23 26 5 T.I. @-r C ZI n b 21 1GS D 23 26 n 26 @a- C 20 0 22 23 5.5 1T-0• @-r B 21 M b 25 lra D N N 26 n 6'-T B 21 21 b N 5.5 S$ 8'-T L 20 21 23 24 @.T D b 23 25 25 6'-3- C 20 21 22 23 6 11'4• T$ C 21 II 23 N 111$ D N N 25 n Ta' C 21 21 U N B S-11• 5$ C N 21 II N U.I. D Td 23 b 26 S- 11• C 20 N 22 23 65 19.5 ]4• G 21 II b 24 11'-2 ❑ b N N N TJ' C N 21 II N 63 S$ S$ L N 21 II b B$ ❑ b b N N 5-T C 20 20 N b 7 @$ T$ c II 22 b 24 19a• D 25 25 25 28 T$ C II 22 22 b 7 1-1• S-r C 20 21 n 23 9$ D N N 24 25 S3 C 21 20 21 23 7.5 9-1• @$ C n a II N iS-r D 25 25 25 2E 8'.7 C II 22 22 23 75 P-V 4'-11' c N 0 22 23 T-11' D N N N 25 5J1• c 20 ZT 21 R2 6 S$ 6J• c II II n b 5-11• D 25 25 25 b @$ C 22 n 22 23 B r' c' C BT 21 21 23T- r D N N 24 25 4'-10' L 21 21 21 b @-r C 22 22 21 23S$ O 28 28 N 28 6-Y L 22 22 22 23 85 P-T 9.6 L 21 21 21 b TJ' 0 20 N N N 4'-T C 21 21 21 b 9 T$ S-1r L II 22 II b 9-r D N N N 20 @-11' C II II 9 II e S-f t- 4'a- C 21 N 21 22 T-1' 0 N N N 25 4'S C 21 T1 31 22 8.5 T-r @9' C 22 22 22 23 5.11• D 2B 26 N 26 S-9' C 22 II 2T 22 B.5 3'.e' 4'-' 11 1 C 21 21 21 II 6-19 D 31 24 N N 4'$ C 31 21 21 II 10 @8 S$ C II II II b 0'd• D 26 26 N N S-r C 2T b 29 b t 15MPHEXPOSUREL rc 130 MPH EXMSUREB 11 6-T 5-1' C 23 23 29 b frT D 26 N 26 26 S.r C 21 b 23 23 at 3 11'.f0• @$ B 21 b 26 28 1T$ D b 2] 29 b 6'$ B 20 24 N 2> 12 S$ 4'41' C N b b 23 T$ D n R] 27 n 4'-11' C b b 23 23 35 1S-T T-r C 21 N II b 11'$ ❑ N b N b T.9' C 21 23 N 26 13 S-r 4'$ c 23 23 b N TJ' D n n n 27 4'-T C 29 2J b 23 4 8-11' T-1' C 21 N 25 2) IS-fr D N N N b T-1' C N 23 25 28 110MPHEXPOSUREC >130MPHEXP03UREB 48 T-1 6'-T C 21 b N N 5 ❑ 24 26 29 6-r C 21 23 N N 10 3 22$ iSJ' a N N nN IS-Y C N 23 II 31 10-3' B 21 N N 27 5 1-1. @-1' C 21 b 25 28 S$ 0 25 N v II 28 8'-r C 21 22 N 25 LIVE 3.5 1S$ 9s B 21 25 N b 14'-0' c N 27 N 30 S$ B 21 N 25 2) 35 @S S$ C 22 N N 26 S-C D 25 25 21 20 SS C 22 II N 25 LOAD 4 tr$ lr • B 22 N 20 27 13'$ C N n N as @$ B II 23 N 26 6 S-11' 5J• C n b N N @$ D 15 N N 2B S$ C 22 N 23 N ONLY 4.6 15'-1• U.I. B 22 24 N T] 1Y- T D 25 N b 29 T-r B II N 25 N 65 5'S 4'1 C 22 22 24 25 8'-1- D .+26 N N 27 .11 C II II f 24 5 17-r r-T B 22 N 25 N 11'$ D N N T) 20 T-T B 2R 29 24 26 ) S- SS 1zJ T-1' C 23 23 25 N IV-IV 0 N N 2] 21 T- 1• 4'- C 22 22 23 25 T$ D 26 25 N T] 4'-11' c N n 23 24 T C N 23 24 25 )8 4'.A 418' C II n b N TS D 2E N N n 4'$ c II II 23 24 . 11•J' S$ C N b N N 19J• O N N 2) N S6 c b 23 24 25 8 P$ PJ• C II II 23 N T.I. 0 N N N 9 4'3 C N b b 24 63 99 6J• L 23 23 N 20 9-19 D n 27 n 28 4$ C N 23 b N 9 -11 4'-1' C 22 II 23 N Ir- D n 2] 2) 2) Ya' C 29 b b 24 . 9d @-0' C 23 b 24 N SS D 2) b T] 28 A C 23 23 23 N 9 @-11• $11• C b 23 N N @.T 0 :1 2) 27 27 4'-1' 0 N 19 23 23 ]a 9-1• S$ C 23 23 N 25 1-1• D n n 27 2) F-r C b 23 T3 N 93 9A' 9'$ C b b b N S$ D 11 n n n S-tf- O 23 29 23 b 8 9a' @$ C b b 24 N 8.B• ❑ n n 27 n s-r C N 21 N N 115 MRI FJ093UREB 0.5 @$ 9a• C 24 N N 25 @$ D 28 N N 28 5J• C N N N N 25 3 11'.4• 6.1• a Is b N N 1@$ C 21 N n N S-r 0 18 22 24 25 B 1 T$ I S$ C N 24 24 25 @-r D N N N b 6'a' O N N N 24 3.5 S$ @a• 8 19 N N N 12-5- D N 25 N N @a• B 19 v b N 9.5 T-r 4'-W C N 24 N N T-10' O N N N as 4'-11' C N N 24 N 4 @$ T- T c 1B N 25 11'$ D N N n T$ C 19 21 23 24 to @-B' 4'2' L N N N N )�r D N N N N 4'S C N N N 24 1.5 T$ T-1• C 10 n 22 29 N M 1@4 D II N N 2) 1-1' C 19 21 22 N 11 6-r 4'J• C 24 N N N T-1• 0 N N N 28 4•-S C N N 24 N 5 @.B• @-r C 20 22 N N 10.T D 23 24 N N @$ C N 21 22 23 12 5$ P C 24 24 N 24 sd• 0 29 290 29 1'a' c 25 25 N 25 5.5 1-2- 6 •'-T L 21 21 23 N 9-r D 23 23 25 N lr C 20 21 II 23 13 S-T SA' C 24 .N N N 1 64' D b n b 29 5-11• L 25 1 25 1 25 1 N 6 5$ S- 21 115MPHEXPOSUREB 9 C 21 II NS.I. D b 23 25 26 S C 20 20 21 230.5 5-T S$ c 20 N II N lr @$ D N 24 24 20 S-r-r L N 21 21 23 10 3 II$ 114• B N 24 28 n Z@r C 23 N N b 11'-r B 20 b b 26 . d• SS C 20 21 22 b -11 0 -N N 24 25 S$ C 20 20 21 b LIVE 4 1S$ S-r a N N 25 N 15-r C 23 N T] N 9S B 20 n N 25 ].5 4'$ 4'-11• C 20 20 22 23 r-r D N N N 25 5$ c N N 21 b LOAD 4 1T$ P-T B 21 23 25 N 14'-T C 23 N 2] 28 gF B 20 22 N N 8 4'.3' 4'$ C 20 20 21 b T-T D N N N N 6'- _ 1❑' C 21 21 21 22 ONLY 4.5 13--r1. 2-11 a 21 23 N N 13'$ C N b 27 20 lr1 B 21 II 24 N 9 4'$ 4'$ C 21 21 21 N TJ' D 24 N 24 I5 Y-r C 21 21 21 22 5 1@-r 14' 8 31 23 26 25 fY$ D 24 25 26 N @J• B 21 II b N e S-9' 4•$ C 21 N N 22 T-1' 0 N 24 N 25 4'$ C 1 21 21 21 N 53 12'J' T-1S' B 21 b 24 25 11'-10' D N 25 N 2] T-fS B 21 22 23 N 115MPHE P SUREC or13OMPH EXPOSUREB 6 11b' T-o C n a n 25 11W D N b 26 n T.G. c 22 22 za N 25 3 11W e'J• a N N N N 1z$ D 23 27 29 so or tc pA] a5 101W rt• c II n b as t94' D 25 25 25 n T-r C 22 II II N 3.5 @$ T.r c 21 24 26 27 1T$ D b N N a3 QR ! S\ONAL EN 7 9'$ 6'$ C v II 23 N 1@J• D 2525 25 26 @-0• C II n 22 N 4 T6 @-11. C 21 N N 27 19$ D 24 N N 29 !40 PU �' �ys .3, 7..5 U.I. @$ O a II 2324 S-1r D 2B N 26 26 9$ C 22 II b Z3 4.5T$ @-V G 21 23 25 N 9-11. D 24 N 27 N •Y a S$ 6-1• c 22 II b 24 B'-r D 28 26 26 26 6-r c 2x 22 II n 5 6-T s-1r c 21 N N 26 SJ' D 25 25 b 28 V ,1 t11 Q 8.5 8'$ SAW C 22 II n 24 6-r D N N 26 N S-11' C 23 23 23 23 5.5 6-T S-r C 21 b N N 8'-Is- D b N 2) 26 D 26 n N 23 $1 39 a rS S$ C b T3 b b @-11• Rfi S-9' c b 23 N 0 S$ T' L 22 n N 25 @J• D 25 25 N N 85 T-T SS C 23 b N 23 @-T D N N N 26 s$ C b 23 2323 BS S.r 4'-11• c 22 R2 24 N T-11• D 25 25 26 1� 10 6$ sa' c 23 b 23 N ^lr D n n II n SJ' C N b 23 N ) 4'-10• 1'a' C 22 n b N r-r D N 26 N 2] 11 6'-T 440' c b b 23 b r.Iw D ZF n n n S-0 c b N 23 b 73 4'$ 4•-S c II a N N r-r D N 23 26 n i/jIWJ/ 12 5'$ 4•-r c N 21 N 23 T$ D n " n n C$ c N 2323 236 4'-r 4'-T c 22 II N N S-1r 0 26 26 28 n Cl 13 S.r 4'a• c N b 24 b T--1• D n n a 27 4'.r C N 24 N I N I as 4•s 4'$ c II II b N @$ D zs ze N N AL O� t4� �pIV ��P 8 @$ S-1P L II II 23N @$ I D N N 26 DEC 18 1 E FC \ `� JUN 03 2015 [CC ESR 2676(2012 IBC)12/11/2013 Page 41 of 74 SOLID COVER 5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN 115 MPH WINO AREAS 0.042'x3'x8'Box Beam (Detail L) Double 0.042'x3"x8'Beam(Detail M) Double 1 032"x2k6.5'Beam(Detail K) O.D42"Y3"x6'Box Beam Detail L) Double 0.042"x3"x8"Beam(Detail M Double 0.032'x2'z8.5'Beam(Detail K) TABLE 5.1 Attechatl Freestanding or Attached Freestantling or Allachetl Fre'an Units TABLE 5.1 Attached Freestanding or Altachetl Freestanding or AUachetl FreesNantling or SWCNre MulBspan Units SWCNre Mulgspan Units SWclure MulOspan Units SWcture Mul9sl3an Units BWCNre MUIBspan Units SWcture MulBspan Units GROUND TRIB POST MA% MAx Pce LENGTH MAX MAX PoST LENGTH MU( i PO6T LENGTH GROUND T(11B PE MPX MA%POSTLENGTi MA% MAx POST LENGTH MAX MAx PORT LENGTH SNOW WIDTH SPACING POST MIN FWIFIt @ I 10' I tY POST MIN FCOTER 0' I ttl I 12' PDST MIN FWTE0. I 10' I i2 6NOW WIpTI ePACIN P06r MIN WT' B' I 1P I 12' POST MIN COT @ I 10' 112' POST MIN CO B' I 10' I 12' LOAD (FT) ON 6LPB IS PACIN POST SITc LONSTRPNED F00 SPACIN PoST a¢E CON6TFNNED FOOTE SPACING POST al2E LiWNE0 FO0TE LOAp ID ON 6LAB SPACIN POST 9RE CONSTRANED FOOTER SPACIN POST 6� CONSTRAINED FOO SPACIN POST 8� CONSiFWNED F00TE (PSFl IFr) IPT) TTPE 'E' 'T 'T 'C in TYPE •0• •E •d •U• In TYPE W •U• •E' (PSFl (Fr) In TYPE •G• •E• •d• •4• (PT) TYPE •d- •4• •d• •d• (Fr) TYPE •U• 'T •O• •E• M) Dnl Oe7 M) f) M) MI M 1 BN M) Dnl (1 M) C) M) 0A7 M 1 Dnl M1 M) O f) (In) 115MPHEXPOSUREC or130MPHEXPOSUREB 115 MPH EI.S. EB ID 3 Zr4 10'-1- B 21 26 37 2B id'-tC• C M 20 So 31 t6-0' B 21 25 25 28 30 3 I.S. B'-0' B to 23 2d 35 12'S 0 20 25 26 20 04' B Ili 23 23 24 LIVE 3S 18'S' S-r B 22 25 27 28 IX.S. C 25 v -6 31 P-Y B 4 24 26 27 9.5 @-r r-r 0 fa 22 24 25 11'E' D 21 2a 26 21 T-T B IS 21 23 24 LOAD 4 1T-0" &-S B M 25 26 28 12'A' O M 22 30 30 1-5' B M 24 25 27 4 T-1• 641' C 16 v 23 24 ITS. D 21 M 25 27 T4T L 18 21 22 24 ONLY 4.5 15'-1' T-IT B 22 24 26 27 tt'40- D M v 20 3o T-IT B 22 23 25 20 4.5 6-0' @-S C 19 21 23 24 S-1V D 22 23 25 25 6£ C 18 21 23 23 5 t3'-T TA' C 2124 26 v 11'-S D 26 26 28 29 Ti' C 23 23 25 S 5 SS 5-11• C 19 21 22 M lr ' D 22 23 25 20 &ff C 19 aT v 23 55 ITd 6-11• C 23 24 25 27 1P-r D 27 27 2B 29 6-11• C 23 23 24 26 5.5 S-T S-r C 19 21 22 23 SAW O 22 v M 25 58 C 19 20 22 23 6 11b' V.S. C 23 23 25 M 1P-1• ❑ 27 27 27 29 6'-r C 23 23 24 25 6 4'-1. 1-3• C 19 21 M 23 iv ' O 22 23 M 25 61• C 19 20 21 23 6.5 IV-5- 6-Y C 23 23 25 ZB @-r D 27 27 27 20 I.S. C 24 24 24 25 6.5 4'<- 4'41- C 1B 20 v 23 T-11• D 23 23 24 25 TAT C 20 20 21 v 7 I.S. 6-1V O 24 24 M 26 1-3' D 27 27 27 23 S-H' C 24 24 24 25 7 4.1• V L 19 20 21 23 T-r D 23 23 24 25 4'-V C 'N 20 21 22 7.5 7-1' @-T C M M M 26 SAW D 20 2B 23 2B lv6 C 24 24 M 25 7.5 3'-9- 4'-S C 20 20 21 2z T-r D 23 23 23 25 4'-6' C 20 20 21 M B 66' S-0• L M 24 24 25 @-S 0 M 20 28 M SS C 24 M 24 25 a 3'6• 4'-r C 20 20 21 M 6-11• 0 23 23 23 M 4'4' L 20 20 21 22 8.5 6-0• 6-1' C 24 24 24 25 8'-Y D 28 23 78 20 5'-2' C 24 24 24 M A5 @-0• 4'-0' C 20 20 21 22 6F 0 33 33 2J 24 4'-Y C 20 20 20 22 9 16• C-iw C 24 24 M 25 r-1T D M 28 28 28 11' C 24 24 24 24 115 MPH EXPOSURE C w 130 MPH EXPOSURE 9.5 T-T 4'W C M 24 24 25 T-T D 29 29 m 20 4'-IW C 24 24 24 24 3o 3 T F T-IT B 20 24 26 v 11'-Ir D 2J 27 2B 30 T-.IW B A M 25 2G 10 6-1. 4'd C 24 24 24 25 T4' ❑ 29 29 29 29 4'-r C 25 25 25 as 3.5 6.2 r-1• C 20 24 25 27 IV-10- D 23 26 2B 29 T-S C 20 23 25 26 11 6-Y C'-Y C 25 25 25 75 6-11' D 29 29 29 29 4'-0' C 25 25 25 25 4 T-1' fr$ C 20 23 25 M 10'-1' D 23 26 27 29 6-T C 20 23 M 25 4.5 64• 61• C 21 23 25 26 S-0• 0 24 25 27 28 W.I. C 21 22 M 25 IIDMPHIEXPOSUREB 25 20 9 1f'-10' @-0' B 1B 23 M 35 1J'-iP C 30 35 28 28 @-3' B 18 22 23 M 5 S-B' S-T C 21 23 R4 26 @-10' D M 75 27 2B SA' L 21 22 v 3.5 IV-T B'$ B 18 32 M 25 12'$ D 21 24 25 v lr$ a 1B 21 23 M 5.5 5-T S-Y C 21 22 24 2S S-3' O 24 25 28 2B 5-0• C 21 22 23 75 4 6-11• TAT B 19 v 23 24 11'-10- D 21 24 25 n T-I' B 19 21 22 24 a 4'W C-10' C 21 22 24 25 T-IV 0 25 25 26 27 VAT C 21 21 23 M 4.5 T-IV T3- C 19 21 23 24 11'- ' D 22 23 25 26 13' C 19 21 x2 v 6.5 4'-0' 4'-T O 21 M 23 25 T-V 0 35 25 20 27 4'b' C 3f 21 23 M 5 1-1• 6-B' C 19 21 23 24 fP-S D v 23 25 26 8'-IV O 19 20 22 23 7 CA- 44' c 21 M 23 24 T-1• 0 25 25 R5 2] 4'S' C 22 v 22 24 5.5 65• 5'-0• C 19 21 22 23 9'-IT 0 22 23 M 28 9-5• C 18 20 22 23 6 s-11- s-11• C 19 21 22 " 54' D 23 " 24 25 6-0' C 20 20 21 23 OVER- TABU$$ RIBUTASY WIDTHS FOR SINGLE SPAN ATTACHED SIRUCNRES QfESSIQ 6.5 SS F-r C 20 20 22 23 8'-11• D 23 23 24 25 S-8• C 20 20 M v HANG PROJECTION OF SINGLE SPAN STUCTURESin Q� N T V-i' F< C 21 M 22 23 W D 23 23 24 25 S-S C 20 20 21 23 (FT) V T @ T to' IT 1Y IT W 16 16 1T 18' 19' 2P 21- 2Y O PH �- 7.5 4•-V 5'-1• C A 20 21 23 64• D 23 23 23 0S-T C 20 20 21 v P 9 3.F 4' 4S 6 5.5 6 0.5' T 7.6 S' 0.5' @ 9.S iP 10.5' 11' 47I B 4'S 4'-IT C 2O 20 21 v T-Iw O 23 23 23 24 4'-H" C 20 20 21 R 1- 3.5 4' 4.5• V 5V 6 6.5 T TV B' 8E S 95' tP 1DV IV 11.5 Uy V m 8.5 4'-2- W-T C 20 20 21 72 T-0' D M 24 M M 4'A' C 20 20 20 72 Y Na No Na S.S 6' &V T ZS 6' 8.5' @ 9S 1P 10.6 11' 11.5' 1Y ^ 9 3'-11• 4'S C 20 20 21 23 T3' D 24 24 M M 4'S C 20 A 20 21 S Na Na Na W. Na Na Na @ 8.5' @ 9.5' 1P lOS 11' tt5 IT 125' 9.5 3'-9' 4'-3' C 30 20 21 23 T-0' D 24 24 M 24 4'-0' C 20 20 20 31 4' Na Ne Na Na Na Na Na Ne Ne Na Na t0.6 11' fl.5' 12 125 IT 110 MPX F -I E 11- V u * CI I 15 \P* z❑ 3 tTO EC at 30 MPMIEXPOSUREB 0'a• a 24 z6 n 1@4• D v zT v 30 ea• B M x3 2s 26 TABLE 5.3 Post Requirements TABLE 5.4 Post Requirements for .VII a5 10'-r T-11' B aT 24 v 27 11'-11' D 23 26 2B 39 r-t t• B 2D 23 M 26 for Attached Single Span Structures Freestanding Structures Or MulBspan Attached Structure 4 B'-11• T3• C 23 23 25 26 11•-1• D v 26 27 29 T3' C 2D v zs 25 Post Description Max POST Detail Post Description Maximum Max POST ORS 4.5 r-f1• 61' C 21 23 25 26 10•<- D 24 25 27 26 6-T C 21 v 24 25 Hgt Code Fooling Height Code Detail "CAL\F 5 T.I. fr ' C 21 v 24 25 9.7 D 24 v 26 M 9r C 21 v 23 25 Twin 0.032'x1.5"x1.5"Scroll & A Ao 0.048'x3x3'Steel Clover d= 23" 8' B AK 5s 6'-s- s-1a• C 2f v za 25 6-Y D 2s 25 26 2e 5'-tr c xt 2z v M Twin 0.024'x2'x2'Saoll T B D 0.048'x3"x3'Steel Clover d= 22" 8' C AK B s-5- 5•4• C 21 xt 24 25 T-T D 25 25 26 27 41 C 21 21 v u 0.032'Poslw/0.024'Sideplate 72' C AN 3/18'z3'z3'Steel S uare tl= 29" 8- F AF DEC 18 2013 &5 S3- 6-2- C 21 v 23 25 @3- D 25 25 26 27 63' C 22 zx 23 24 0.032'Post W/0.032"Sideplate 12' D AN 3/16'x3"x3'SteelSquare tl= 32" 8' G AF 7 6-1- 4•-11• C x2 v v 24 r-11• D 25 25 25 27 51• C M x2 M 24 Clover0.040'x3'x3'Alum 10, E Ax 1/4'x3"x3-Steel Square d= 32" 12' F AF T-7' Magnum 0.075"x3'x3'Past 12' F m 1/4-x3'x3'SteelSuare d= 4" 8' G AF 7.5 a-9 4.3 c v u v M D a 2 e a'-s' 4's- C 22 a 23 x4 r-a- 0 26 26 25 26 4'r C v v x2 23 0.048'x3"x3'Steel Clover 12' G AK 3/8'x3'x3'Steel Square d= 36" 8' K AF as 4'-2- 4.3• c z2 22 v 24 r-0' D 25 26 26 25 a•-V C v 20 v 23 0.04Vx3"x3'Steel Clover 10, H 4H 3116'x4"x4-Steel Square d= 36" 14' I AF 9 @-11• 4' ' c v v x2 24 fr @ D 26 26 v 26 4'-2- C 2z v 22 v 3/16'z3'x3'SteelSquare 15' 1 AP 3116-x5'x5'Steel Square d- 41" 15' L AF Q 95 T-T 3'nP C v v v 2S 63' D as 26 26 26 4•4- D v v a2 v 1/4-xTx3'Steel Square 15' J AF 3116'x6'x6'Steel Square d= 46" 15' L AF 10 J'6' 3'F C R 22 22 23 63' D M 26 26 M 3.10' D M 22 22 23 3/8"x3'x3'Steel Square 15' K AF GENERAL INSTRUCTIONS FOR THESETABLEB 3116'xb'x4"Steel Square 15' L AF 8139 1.CHOOSE FREESTANDING OR ATTACHED STRUCTURE 8.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 Ouralume 6/.3¢/2017 3.DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE SITE FREESTANDING AND MULTISPAN UNITS USE TABLE 5.4 35D S.Raymond Ave (PATIO UNITS USE IO PSF MIN,COMMERCIAL UNITS 9.FIND THE OIC SPACING OR Is OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.5 OR TABLE 7.7 Fullerton,CA / USE 20PSF MIN) 10.USE THE APPROPRIATE DETAILS 4.CHOOSE A PANEL FROM SECTION 4.0 THAT HAS Carl Pvylink laP. eE. T CIV ADEQUATE CLEARSPAN FOR YOUR NEEDS. FOR PATIO SLABS FOLLOW I6 FROM ABOVE THEN 94411vylink Place F kcm-W >, 5.DETERMINE TRIBUTARY WIDTH FROM TABLE 5.2 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 cadpmnam0d, rnceStnel 6.CHOOSE A HEADER FROM TABLE 5.1 THAT HAS ADEQUATE SLAB S.FOLLOW 940 FROM ABOVE POST SPACING. SLAB 10.FOR TWO POST STRUCTURES USE TABLE 7.1 ON SHEET MIsc3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES JUN 03 2015 7.USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 5.1 [CC ESR 2676(2012 IBC)12/11/2013 Page 42 of 74 SOLID COVER 5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN 11S MPH WIND AREAS Double 76 Gauge Sze Steel C Detail S DOUbIa 14 Gauge 3x8 Steel C Detail S Double 12 Gauge 3�Steel C Detail S Double 16 Gauge 3x8 Steel C Detail S Double 14 Gauge 3,8 Steel C Detail S Double 72 Gauge 3x8 Steel C Detail S TABLE 5.9 AOachetl Freestanding or Attached Freestanding or Attached Freeslantling or Attached Freestantlllfg or Attachetl Freeslantling or Attached Freestantlingw Sinfclure Muttkpen Units $WLT1re MuOispan Units SWclure MUIBspan Units Structure MuWs nUnBs S4ucture Mullis an Units $tNClpre MUIBspan Units GROUND TRIG PoST MA( MAX MSTLENGTH MAX MAX PoST LENGTH MAJI MAX POST LENGTX GROUND iRR POST IT . MPX POSTIFNGRI MA% MA%PDST LENGTH MAX MP%PoST LENGTH MIN F�Gan IT SLOAD OOTEF IF I IT Fr) ON SPACNOWILAB SPADN MST POSIr MIN690itE CONSTP .F005 SPACI Posf SOUS CONSTRAINED FOO SPA MG POST IF 90UE LONSIIUINEO FOO 0A0 H(FD ON SLAB S 80£ CONSIPPINED FOOTER SPRCIN PoST ISr 6BE CONSTRAINEDF0IS PACW FOOST IST b0E CONSrRAINEDI t5(PSF) (Fr) (m TYpE •d Y 'd 'd (FN IYPE Y 'd •d YM) MI MI Cn) (� 11PE MI M) MI [m (PSFI (� 'd 'd 'd 'd (Fr7 TYPE 'd Y Y 'd (Fr) TYPE 'd' 'd 'd 'd 110 MPH EXP0.6UREB M7 MI On) M) M) MI M1 MI M1 M M I lls MPx E3wowREB 10 5 tY-T 25'-11• O 90 30 32 2T-r G 3131 32 31'S G 32 32 32 D 5 T-1• W2 G 29 D 31 33 23-fP G 90 30 32 342TJ- G 31 31 32 % E 5.5 1YJ• 25-Y G 31 31 31 LIVE 21r-10' G 31 31 32 W-V G D D 33 fib @S 21'$ G 33 ad 91 D Vr'r G 31 2@$ G 32 32 32 33 LOAD 6 11'J' 24'S a 31 31 31 25-1• a 32 32 32 D'-11. G 33 3339 0 5-11- 21WG 31 91 31 39 2Y.V G 31 31 31 33 25-9' G 33 33 33 33 ONLY as 1@S D'-9' G 32 32 32 25.5 G 32 32 32 W.I. G % % 34BS SS 2@J• G 31 31 31 332f'-15 G M 32 32 33 2@-1' G 99 33 D 33 T @$ TY3' G 93 M 33 24'S G D 33 D 20-5 G 34 % % T 5-1• 1@-T G 31 31 31 32 21'J• G 32 32 32 33 W$ H % % % 34 7.5 C-1• YL$ G D 33 D N'-Y G 33 33 33 2T ]5 4'-V 1B'-10' G 32 32 32 32 W-10' G D 33 99 D 23- T G 35 35 35 11• H % at % % . @S 2T-Y G 33 33 33D'$ G % % % ZT-Y a 35 3535 8 d'S 1@-Y G 32 32 32 32 2P$ G 39 33 D M D'-5- H 35 35 35 35 0.5 W-V 21W G 3434 34 D'S' G % % % 25.T G 38 36 35 SS 4'-Y 1T-r O 32 32 32 32 WV H 36 34 % % 2Y-11' H 35 35 35 35 9 >'$ 21'J' G % 34 % D_T G 35 35 35 2a-1• G 36 3636 9 3-11- 1TS G 33 33 D 99 iC-T H IN % % 34 2Y$ M 36 36 36 38 9S T-Y D'-11' G 34 34 % 2Yi' G 35 35 35 29S G 37 97 37 B.5 3'-T 1@$ G 33 33 39 3y 1@-1' H 34 34 % % =-I- IN as 35 as 38 10 BS D'J' G 35 M 35 22$ G % M 36 2@-Y H 3] 3T 37 10 3$ i@S G 33 33 33 33 18--T H 35 35 M as 21''0 H 37 37 37 3T 105 5S 1@S G 35 a5 D 21'S G 36 M a6 26'-IV H as 38 38 105 Sw 15S c 33 3333 33i@_1• H 35 35 35 35 21W H 37 37 37 37 11 54Y 15-0• a 3535 a5 21W G 35 3B 3fi 24'S H 36 30 3B 11 3'-2' 1@-1' G D 99 3l 33 1T$ H 35 35 35 35 21'-0' H 3] 3T 9] 3] 11.5 Atr 1@-10' a 35 35 35 21'-0' a 3> 3T 3) 24'-1' H 90 3B 36 113 3'-1' 14'A' H % % % % iTS' M 36 38 38 30 D'-9' H D 30 30 % 12 5$ 15J• G M a8 % 2D-0' G 9T 3] 37 [EM� H 38 39 39 tfS MPH EXPOSUREC a1D MPH FYPOSUREB 13 5S 1T-T G 38 36 36 20y H 30 38 33 H 40 4p 0 D 5 T-1• 2f'$ G 33 37 % 36 D'S a 33 33 % 3] D'J- G 35 35 35 36 14 W-10' 15-IV G 36 % 36 10'S H D % as H 40 40 10 5.5 0'S W-IV G 33 D % 30 22'S G % % % % 2SS G a8 ae 30 as 15 4'S 15-2' G T 9T 3] 1@-Y H a9 39 39 H 41 d1 I1 6 5-11' W.I. G % % 34 35 TW G 35 35 a5 38 26 V H 9B 35 % 38 110 MPH EXPOSUREC rcG MPH EXPOw33,RIE 6.5 5S 1@S G % % % D 2111- G 35 a5 35 38 24'-Y H 37 w 37 37 10 5 13'-T %'.1' G D 33 % 29-r G D 33 35 D'S G 35 35 % T W.I. 1@S G 35 M 35 a5 2@-T G 35 36 36 % D'-T H 9B 90 D 30 LIVE 5.5 1YJ' 27'J' G 33 D % 24'-11' G % % % 2@.r G as M a0 75 4'A' 1TA• G M a5 D 35 D-1• H % M M 36 D'S H M M 36 M LOAD 6 11'J' 2YS G % % 34 %'.Y G M 35 35 2TS G % M % a 4'-5 1T-1- G 35 35 % % 1@S H T 37 37 37 2YS H a3 a9 39 39 ONLY 6.5 =5' 2T-1- G 35 35 35 D'-T G % 36 36 27S G an 37 37 BS 4'-Y 1@11 G 36 Y % % 15-r H a] 37 37 37 2Y-r H 39 39 39 % . _$ 21-6' G 35 M 35 D'S G M % 36 W5 G M 30 38 9 3-V IF-V G M M as M i@-T H 38 30 % D 21•S X 40 40 40 40 >a W.I. 21'S G Be M 36 2Y$ G 37 37 37 2@$ G 38 M 38 9.5 3S 15.5 H M 36 % as 1@S H % M M M 21•S H 40 40 40 40 0 @$ Z@S G M % M 2YS G 37 3T 37 25-T G % 99 90 10 3'$ 15$ H % % 36 % 1T-T H % % as % D'.11' H di dt 41 41 a5 8-0• 1@.5 G 3> ]] 37 21'-r G as 33 38 %'S H M M 39 10.5 3J' 14•-T H 37 37 37 37 1T-5 H a9 M M 39 2@-T 1 41 41 41 41 B TA• 1@-T G 37 37 37 21'-Y G 36 as 30 %'S H 40 Q 40 11 3-Y tY-Y H 37 37 37 3! 18'S H n 99 % % 20'.9' I 41 41 91 I1 9.5 T-Y t0'-T G 37 9T 37 2@S G % 39 a9 D-1P H 40 40 40 11.5 3-t- 13'-Y N 3T 3) 3) 9T 15S H 39 39 39 % 1@-11- I 42 42 42 42 10 58' 1@-1' a 36 30 aB w4T G 39 39 39 D'S H 41 41 41 115MPHIMPOSUREB 11 105 @-r iT-T G 36 33 % D'.1' H 39 39 39 D$ H 41 41 41 D 5 CP D'J' G D D 31 D D-10' G 30 30 32 % 21'J• G 31 31 32 N 11 W-Y 1T-1' a % a0 % 19'9' H 40 13 40 2YS H 42 42 42 55 VV 21'A• G % 30 31 33 a5S G 31 31 32 % W-V a 32 32 32 % 36 M 30 1@J' H Q 40 10 ww H 42 42 42 6 5$ 21'$ G 31 31 31 D 2YS G 31 31 31 D 25'-T G % D D D R Sd• 1@J' G M M 39 1B'-11- H 4p 4p qp 2Y$ H 43 4T 43 ed @-T 27 - G 31 91 31 33 21'-1P G 32 32 32 33 D'-1. H 33 33 a3 33 f9 5-Y 15S G 39 % 39 10'-1' H 41 41 61 21'S H 0.t 43 43 7 4'-10' 15-r G 31 31 31 32 21'J• G 32 32 32 33 T4'8' H % % % % 14 4'-10' IV-1@' H 39 39 39 it-S H 41 41 41 W-11- 11 M 44 H 7.5 4'S 1@-1C G 32 32 32 32 W-10' G 39 D D 33 D'-11' H % % % % 15 4'A' 14';3' H 40 10 40 1@S X 42 42 42 D'S I 45 45 45 5 4'S 15-T G 32 32 32 32 20'S H 33 M M a3 2YS H 35 a5 33 35 t15 MPx FXPOSUREB 05 4'S 1T-T G 32 32 32 32 MS H % % % % 2T-11• H 35 35 35 35 10 5 13'-r 2SS G 31 31 32 2T-Y a 31 31 D 31'-TIN D % 33 9 35- 1T$ G 33 93 33 D 10'-r H % % % % 2T$ H 36 a6 36 36 LIVE 5.5 1YJ' %'S G 31 31 32 M.A. G M 32 33 M'-TD M 33 9.5 5-T 1@$ G 33 33 33 33 W.I.1 H N % % % 2T_1• H 98 % % % LOAD 6 11'J• D'-11• G 32 32 32 35-T G 33 D 99 2@- _ 3 % % % 10 3'J' 15S G D a3 D 33 15-T H a5 % D 35 21'$ H 37 37 3] 37 ONLT BS 1@6' D'J G 32 M 32 24'-11 G 33 33 D 25$ 35 D 35 10.5 3'-Y 15'$ N % 33 33 D f@-1' H % 35 35 D 214' X 37 37 37 37 ] Sd' D-T G M 33 33 %'J' G % % % 2T=10` 35 M 35 11 3-1- 15-1' H 33 D 33 D 1T-B' H 35 95 95 35 21•S H 37 37 37 37]5 @-1' 2Y-Y G D D 33 23-Y G % % % 2T-2 % 36 % 1f5MPHEXPOSUREC m130 MPHEXPOSUREB 6 5$ 21W a % % % 23'S G M 35 M 26'-rM M M 25 5 5S 21'S G 92 M % % 2YS G M D % % �y0FE63fC 65 5S 21•<• G % % % 2Y-B' G 35 % 35 W.I. ] 3] 3] 5.5 @-2- D'-T G D 33 % 36 2TS G % % 34 % Q 9 T$ W-10• G 35 35 35 22'J' G % 36 a6 25.TT 37 37 6 S$ 15$ G % 34 % % 21'S G 35 95 35 D (�. Pu cxnNAL E 9.5 T-9. 20d' G 35 35 35 21'-tt' G M % 36 2@-1' M M % afi 5-Y 1@-i5 G % % % a5 25.1P G 35 D 35 % s 10 @.B' 1@$ a M M % 21'-T G 36 % 36 %•S8 36 Y 7 4'-f0• t5-1• G % % % 95 D'J' M 36 % % 30 m Q� liy �LYP 10.5 ff�64T 1@-T G % % M 21'-Y G 3T 9T b %'J' M 39 ].5 0'$ 1TJ• G 35 35 35 35 1@-10' H 3B 36 36 as a e3 n tt @S 15A• G M M M 2P-11M a 3] 3] 3T D-11- 9 a9 39 a 4•S 15A' G D 35 D 33 1@d• H 3T 37 37 37 {J J 6 1 39 11.5 5-11' 15-Y G % % 36 2@-r G 36 D D D'-T9 39 a5 PS 15S a a5 35 35 35 1@d• H 3] 2] 3T 312 5$ 1TS G M M 36 2@S H 39 M M DS0B 3-P 1@S G 36 % 36 % 1@3 N 3] 3T 9Tt3 @-Y 1TS G 3] 9] 3] 15$ H 39 39 39 2TS0 40 40 a5 3-T 15-Y H % a6 36 36 1T$ H 30 9B M as , ,�/ P14 4'-1P 1@-T G 9) 3) 3] 1@-11- H a9 39 39 2Y-1' 1 41 41 10 3J' 14'$ H % M a6 M - 1TS H M 38 M M CIy1YL \Q' •k T�- 15 4'$ W-V G M as M t@S H 40 40 4o 21'-r2 42 42 10.5 3-Y 14'S H 36 36 M M 1@S H M % M as OR 11 3-1' 1r-f0' H 3T 3r 3> a/ 15J' H a9 as 39 tSj. INI'� \P DEC 82 13 qL FAUF JUN 03 2015 ]CC ESR 2676(20121BC)12/11/2013 Page 51 of 74 SOLID COVER 5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN 115 MPH WIND AREAS Double t6 Gauge 3x8 Steel C Detail S Double 14 Gau a 3x8 Steel C Detail B Double 12 Gauge 3a8 Steel C Detail S Double 16 Gauge 3x8 Steel C Detail3 Double 14 Gauge 3x8 Steel C Detail S Double 12 Gauge 3xB Steel C Detail S TABLE 5.9 Attached Freesiantling or Attachetl Freestanding or Attached Freestanding or Attached Freestanding or Attachetl Freestanding orISFACIN AttaGletl Freestanding or Sbudure Mullis an Units SWeture MUltispan Units Structure Mullispan Units SWcture Mullis an Units $WCIUre MultLspan UnitsSWdure Muttispan Units GROUND TRIB PoST MAX MPX POST LENGTH MPX MA%PoST LENGTH MA% MAX POST LENGTH GROUND rRIB MAX MAXPOSTLENGTH MA% MA%PDSTLENGTH NAX POST LENGTH SNOW WIDTH SPACING FOST MIN JFWTEfl B' I t2' I 15' POST MIN FWTER @ I 4' I 15' PoJT MIN FOOTER @ I IT I i5' SNOW WIDTHISPI PACING POST MIN COT 0' I IT ) IT P03T MIN -CO a' I 12' ) 15' MIN OOTE 6 I IT I IF LOAD (FT1 ON SIPB SPACIN pO6T SIZE CONSTRAINED FOO GPACIN POST SIZE CONSTRANED FOOTE SPACING P09T bl2£ CON9TPpMEO FODTE LAAD (Ff) ON SIAO SPACIN POST ses CONSTRAINED FOOTER SPACIN POaT s� CONSTRAINED FOOTE POSr 512E LONSTMINEO FOOTE(PSF) (Flj (Ff) TYPE •E• •E• •tl• •tl• (Fit TTPE •C• •tl• •C• •tl• IFTI TYPE -T •E• •O' 'C (PSF) IFT) (Ff) TWE •C •tl• "E• •8 (F!) TYPE •G• •,1• •E" •d T1•PE •d •G• •E• •L• MI M) On) C 1 On) OH M) On) M1 M 7 M) Ilnl On) C) Onl On) M1 on) MI On) On) M) ON (�) 115 MPH EXPOSURE 8 I IS MPH EXPOSURE O Or 130 MPH EXPOSURES 31 33 10 5 13'-7' 23'-0' G 34 34 35 254• G 34 34 35 2T-T G 36 36 38 30 5 F.S. 21'-3' G 29 29 31 33 2Y-9' G 29 29 31 33 2@-f' G 31 31 LIVE 5.5 124" W-11• G 34 34 34 24'4r G 35 35 35 W.I. G 37 37 37 5.5 5-Y 20'-T' G 29 29 31 33 2Y-0' G 30 30 31 33 25-3• G 32 32 32 33 LOAD 6 11W 27i G 35 35 35 2X-IT G 38 38 39 211- G 37 37 37 8 a'-V 19'$ G 30 30 30 32 21'-S G 31 31 31 33 24'8 H 32 32 32 33 ONLY 6.5 10S 21'S G 38 S6 35 23'-T G 30 a6 35 26-r G 39 38 38 IS 4'4- WAIT G 30 30 S0 32 2@-IW G 31 31 31 33 23'-1P H 33 33 33 33 ] I.S. 21'-r G 35 36 35 22-T G 37 37 37 26.11• G 39 39 39 T 4'-1• IV-Y G 31 31 31 32 204• G 32 32 32 33 23'S H 33 33 33 33 7.5 @-1' 20'$ G 37 37 37 2Y-1" G as 39 3B 254' G 39 39 39 7.5 3'-9• lyd G 31 31 31 31 19-10' H 32 32 32 32 22A' H 34 34 M 34 B 0'S 1@-11' G 37 37 37 21'S G 35 3B 30 2a'-IT H 40 40 40 0 @S 1@8 G 31 31 31 31 19'S H 33 33 33 33 2Y-3- H M 94 M 34 8.5 9'-0' III G 3? 37 37 21--T G 39 M J9 N-4. H 90 40 40 8.5 34' 16S G 31 31 31 31 10'A- H 33 39 33 33 21'-10' H 35 35 35 35 9 TS 18'-8• G S8 38 38 A'-,W G 39 39 n 23'-l0• H at 41 41 9 3'-2- lF.S' G 32 32 32 32 19'-T H 33 33 73 33 21'S" H 35 35 35 35 as T-T 19'-1' G 38 39 38 20'-S G 40 a0 a0 2T-S H 41 41 41 9.5 3'-0' 15-T G 32 32 32 32 lr$ H M M 34 34 21'-0' H 35 39 35 36 10 @-9- 1T-T G 39 30 30 W-1" H 40 40 40 2T-T H 42 42 42 10 2-1P f4'$ H M 32 32 32 1T-3" H 34 34 M 34 2tld' H 35 39 36 38 10.5 6'-V 1r-1• G 39 39 39 19'A' H 41 41 41 2TS H 42 42 42 10.5 2-9• 14'-@ H 32 32 32 32 16-w H 34 34 M 34 MI. I 36 38 36 35 11 6-T 16$ G a 39 39 194' H 41 41 41 2Yi' H 43 43 43 115 MPH EXPOSURE C W 130 MPH EXPOSURE 11.5 5-11" 163- G 39 39 39 16'-10- H 41 41 41 22'-0- H 43 43 43 30 5 SF W-TJG33 32 3a M W-0" n M 36 2@-2• G 3a 34 M 38 t2 I.S. 15-10' D 39 39 39 16S H at 41 41 21'A' H 44 M 41 5.5 5-T ip-T 33 M 35 21'<' % 36 2A'S H 35 35 35 30 13 5-T 15-I H 40 40 40 ITS H 42 42 42 21'-f- H 44 44 44 6 4'-T 1@d- 33 S3 35 WP M 36 23'-9' H 35 38 36 MfiS 4'i• IrAw 93 33 a5 20'-T 35 35 23'-t' H 39 38 35 35 110 MPH EXPOSURE B20 5 T-1' 2rW G 2B 29 31 33 24'-T G 29 29 31 J3 2T-T G N 31 31 33 ] a'-1' 1R1' 34 34 34 t9'd' 35 35 22.8 H 3] 3T5.5 @-Y 21'-11' G 29 29 91 32 23'S G SO J0 31 33 NAT G 31 31 31 33 7.5 3'-9• 1@S N 3a >a 19'-1• 35 36 22'S H 38 30 a030 e 5-+1" 21'A' G b 30 30 32 2T-9 G 3o b 31 33 26-1' G 33 92 32 32 a 3'6• 15'-10' 34 34 31 1B'-S8 36 38 21'-T H 30 >0 9B 38 65 5'-5• 2@-Y G 30 30 30 32 22'-T G 31 31 31 R 2V-Y G 32 32 32 32 85 34' 1@-7 35 35 331T-10' ] 3] 3] 21•-1' H 39 39 39 38 7 5'-1• 2U-V G 31 31 31 32 21'S G 31 31 31 32 24'-10- H 33 33 33 33 9 T-T 14'-V 35 35 35 1TJ' 1 ]7 97 ID'-9' 39 39 39 39 7.5 4'S 19'-T G 31 31 31 31 21'-T G 32 32 32 32 24'-T H 33 33 33 33 0 a'S ta'-T G 31 31 31 31 31YF G 32 92 32 32 23'-9' H 34 34 31 31 OVER. TABLE 53 MSU 7ARY Marrs FOR SINGLE SPAN ATTACHED STRUCTURES QfI OFESS�OnI 8.5 A'-T 1T-11" G 3232 32 32 20'-3' H 33 33 33 33 2Y-3' H 34 34 34 34 HANG PROJECTION OF SINGLE SPAN sTUCTUREa(FT) �O {� PU (C 9 3-11' 1ri' G 32 32 32 32 19-11 H 93 33 33 53 2T-IT H 35 35 35 35 (FT) 6 T 0' @ IF IT 1Y 13 14' 15 IF IT 1@ IT 'XJ' 21- 22 C 9.5 3'-9" 16-10" G 32 M 32 32 163 H 34 34 34 34 27-V H 35 35 35 35 O' @ SIN W 4.6 5 as @ 6.6 T 7.6 @ 8.5' 9' 9.5' IF 10.@ 10 3'S 1@d• G M 32 32 32 19t^- H 34 34 3` 34 27-0" H 38 36 35 38 T 3.6 a• 4N 6 5.9 6 0.5 T ].S @ 8.5' 6 9.5' IB 10.5 11' 11.5 U (, m 10.5 @d' t5-11" G 32 32 32 32 18'� H 9d M S4 M 21'S H 36 30 36 38 2 Ne Nz We 5.5' 6 6.6 T ].5' 8' 8.5' @ 9.5' 10' 10.6 11' tIS 12' J p q I' 11 S_2 15'S G S3 33 33 33 13'-1' H 34 34 34 34 214' H 36 36 36 35 0• Na Na Nz Na Na Na Na 6' 0.5' @ B.5' 1@ 10.@ 11' 11.5 12' 12.5 L1 J tI.S 3'-1' 1@-1' H 33 33 31 33 ttd' H 35 W 35 35 21'Ar H 37 9] 37 37 4' Ne Na Na Na Na Na Na Na Na Na Na 10S 11' HS 12 12@ 13' * 15 110 MPH EXPOSURE C m13OMPHEXPOSUREB 20 5 T-I" A'-@ G 32 32 33 35 23'-0" G 32 32 M 36 2F-8- G 34 36 31 95 TABLE 5.3 Post Requirements TABLE5.4 Post Requirements for Q)V \P 5.5 6S' 21'-1• G 32 32 33 35 275" G 33 33 M 36 26-IV G 35 35 35 35 for Attached Single Span Structures Freestanding Structures Or MUIOs an Attached Siructurea 6 5-11• ms G 33 33 3J 35 2r-1r G sa 3a Sa 3s u'n• G 35 35 35 35 Post Description Max POST Detail Post Description Maximum Max POST CAl1FO� 8.5 5-5' 19'-T G 33 33 33 94 21'4' G 34 % 34 35 24'-6 H 36 36 78 36 H t Code Footing Haight Cotle D¢tail# 234' H 37 37 37 37 TMH0.024x v 5-1• 15'-T G a, 3a 34 34 20'-1w G 35 35 35 35 23'aT H 37 37 3] 37 Tvrin 0.032'x7.5"z1.5'Scroll 8' A Ao 0.048'x3'x3'Steel Clove! d= 23" B' 8 AK 7.5 aa• l0•-t" G M 34 3434 20'>' H 35 35 35 95 '2"x2'Scroll 9' B AO 0.048-x3'x3'Steel Clover d= 22" 8' C AN DEC 18 2013 e a•s tr-s G 34 34 36 M IT-11' H 36 36 35 36 2T9P H 38 38 38 30 0.032'Post w/0.024-Sideplate 12' C AH 3116'x3x3"SteelSquare c- 29" 14- F AF es a•-2• 16-10- G 35 35 35 35 19'-e H 35 36 36 M 2T> H 38 39 38 35 0.032"Post w/0.032-Sideplate 12' D AH 3/16'x3'x3'SteelSquare d= 32" 8' G AF 9 2-n- 16a" G 3s 35 35 3s W-11• H 37 37 37 37 21'-11- H 39 39 39 39 Clover 0.040'z3"x3'Alum 10' E AX 1/4"xY7 SteelSquare d= 32" 12' F AF as 3-s- 15-@ G as 35 as 3s 1n4- H m 37 37 37 21 n 39 39 39 39 Ma num 0.075'z3'%3'Post 12' F Al 1/4'k3'x3'SleelS Square tl= 34.. B' G AF +o @a• 15•-0' H 36 36 36 36 17'-11• H 37 37 37 37 21'-2- H 40 40 40 40 0.048'x3"x3'SIeelxr. 12' G arc W8"x3'x3'StedSquare d= 36" 8' K AF ,S\ONALET1/ 1os 3•<" Ia'-1a n 3e 36 36 36 1rs H 3B 3e 3e 30 2v-1o• I ao w an w 0.048'x3"z3'Steal Clover 10' H ac 3A 6"%4'x4"Steels uare tl= 36" 14' I AF tI 3'-2' Ia•s H 36 36 3s 36 Ira' H 36 39 3a 3e 2a-6• aB 4o a0 40 3/16'x3'X'3"Steel S uare 15' I AF 3/16k5'k5'SleelS uare tl= 41" 15' L AF �yOF RL P ns @a• W.I.v H 36 3fi 3s 36 Ili'-T H Se 30 39 3a 2G-T 41 a1 41 n 1/4'z3'x3"Steel Square 75' J AF 3/16'xfi'x6'Sleel Square d= 46" 15, L AF Q OP P 12 2-11' 13'-T H 3B 38 30 % 16S H 30 38 38 38 19'-1P 41 41 41 at 318'%3"%3"Steel Square 75' GE NERALINSTRUCTIONS FOR THESE TABLES 3/16'z4'x4"Steel Square 15' L AP 8 39 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 5.9 AND 5.3 UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT United Ourelume FX b/ U/ 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 OIC SPACING OR#OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.6 OR TABLE 7.7 Fullerton,CA (/ USE 20PSF MIN) 10.USE THE APPROPRIATE DETAILS Ci vl%- \P 4.CHOOSE A PANEL FROM SECTION 4.0 THAT HAS Cad Putnam, 1� T"Q7y" ADEQUATE CLEARSPAN FOR YOUR NEEDS. FOR PATIO SLABS FOLLOW IE FROM ABOVE THEN 3ddl lvylink Place S. DETERMINE TRIBUTARY WIDTH FROM TABLE 5.2 OR SLAB 7.DETERMINE MAXIMUM POST SPACING ON SLAB FROM TABLE 5.9 Lynchburg,VA 24503 CALCULATE FROM TRIBUTARY DIAGRAM ON PAGE I SLABS.USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING eaHpulnamllieumeaatnel 6.CHOOSE A HEADER FROM TABLE 5.9 THAT HAS ADEQUATE SLAB 9.FOLLOW 9.10 FROM ABOVE POST SPACING. SLAB 10.FOR TWO POST STRUCTURES USETABLE 7.1 ON SHEET Mis¢3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES TUN 03 2015 7. USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 6.9 1 ICC ESR 2676(2012 IBC)1 2/1 112 01 3 Page 52 of 74 ALUMINUM RAFTERS OR SOLID PANELS 2'X6.25' ALUMINUM DOUBLE HEADERS NOTES. ATTACHMENT TO WOODEN DECK FOR SINGLE SPAN ATTACHED 3'XB' ALUMINUM DOUBLE HEADER 1. FIBERGLASS POSTS ARE NON-LOAD BEARING. PATIO COVERS ONLY. SEE GENERAL NOTE #19 2. ATTACHMENT TO HOLD COVERING AGAINST MINOR 3' z 3' METAL POST POST SPACING IS RESTRICTED TO THE 'ON LATERAL FORCES. SLAB' SPACING SHOWN IN HEADER TABLES IN 3. USE MULTIPLE BRACKETS AS NEEDED, SECTIONS 2.0-6.0. 4. FIBERGLASS POSTS MAY BE USED FOR ANY STRUCTURE. DOUG FIR ETAIL Al OR zz T11111111�11 UTILTIY SOLID COVERS MUST USE THESE RESTRICTIONS FOR 10 PSF SNOW/LIVE LOAD GRADE 0 Tjy 0 WASHER,LAB MAXIMUM WIN➢SPEED IS I TEEL OR0.032'X2'X6.5' DR BTR EACH SIDE OF CDLNW' 140 MPH EXP 3 120 MPH E%P C I ALUMINUMALUM HEADERS OR OOA42'X3'Xe' ALUM HEADERS 374' MAXIMMF13R 20 PSF OR WIN➢SPEEDA SER SNOW/LIVE LOA➢ 140 MPH EXP C IIC HOLE PLUGS GHT N14 SMS DOUITLUMBERIWADEADERFLOOR .xnsT � FOR LATTICE COVERS ALL SNOW AND LNE LOADS1' MIN N14%3/4' MAXIMUM WIND SPEED IS 150 MPH EXP C I I ��=%� FIBERGLASS I I TEK SCREW ATTACHED STRUCTURE POST O BEARING POST I I TO DECK FLOOR JOIST 3/e•x �.• BOLT FIBERGLASS11 L5'X1.5' STEEL L 1r POST COLLAR ANGLE BRACKET (TYP) THESE DETAILS ARE I APPLICABLE TO SOLID OR FIBERGLASS I I STEEL OR ALUMINUM LOAD HEARING POST DECORATIVE M2 I i LOAD BEARING POST LATTICE COVERS SEE DETAILS FOR POST/ POST COVE CONCRETE ATTACHMENT FIBERGLASS DECORATIVE POST COVER FIBERGLASS SIDE MOUNT BRACKET POST C13LLARI ALTERNATIVE EAVE ATTACHMENT SEE GENERAL NOTE #9 FOR I'j o.lee'x2'X2- ASTM \ 1.5'XL5' STEEL L �(— © CORROSION PROTECTION T� STEEA653L GRADE 33 ANGLE BRACKET (TYP) 1 gap,, 13B51EO' rj F-11^O.188' STEEL BRACKET re p F°R IXISTING EAVE II SLAB OR 3/6'%3/4' BOLT i$ik OM=N OF WOOD 2' OFESSIp FOOTING 1s L7s•v¢c �CONCRETE ANCHOR FRAMING STRUCTU 'VP FU Gt�$� zxe tBnctB SUMD(DF) PANEL2, BEE cw(xn More p A e.: GER ts.ts•.�n..ALUM STEEL BRACKET OR ROUNT t4sss•BCREMB SEE CROSS SECTIO L1µW 1" SPACING �14x1. \ \` BETWEEN SCREWS SCREWS ` d 1 2* CAL\7s 2"X OF LEDGER BOARDxx�aG 1' MIN GAP Lrve BETWEEN Load Wind Speed MAX"VFOR TOP OR SIDE MOUNT STRUCTURES COMPLYING WITH TOACKET LEDGER AND and Exposure 16"01C 24"olc 1G"o/c M"Olc JUN 03 2015 THIS DETAIL DO NOT REQUIRE ROOF FOR 11IG mph Exp B EXISTING ROOF DRAINAGE 10 _115mphExpS 2n10.. 1s4- 27.4- 18'4- ��gS10NALF / ADDITIONAL DRIFTING SNOW CONSIDERATIONS ROOF SNOW LOAD 130 mph Fxp B 1e'2• 12'4' 27'4- ie•a- QQO GQ' GROUND SNOW MAXIMUM EAVE OVERHANG AND 'L' MUST 140 mph Exp B 1W.10- 10'4- 2W4' 17'4• $1 9 LOAD (PSF) 'h' (IN) ALSO COMPLY WITH DETAIL BC 110 mph Exp C z0'4• 13'-10- 2r4• 1"- 10 9 In 115 mph Exp C Ir-11 12'a- 27'A- 18'4• NOT ALLOWED IN SNOW LOA➢ AREAS P 6130 0 IS 14 MAX WIND LOAD IS 110 MPH EXP C 130 mph Exp C 15'2- 10'-1- 25's Ir-t0- * ;I 20 17 111 1 1 140 mph ExD C Is-2• 814• 2z'a- 14'-7- i 20 14A mph Exp 5 184- B'4" w-6- B'4- q CIVI 30 20 S / \P 115 mph EXP C 14'3 c'a• 14.4- 914" OFCAL F ICC ESR 2676(20121BC)12/11/2013 PATI❑ COVER _ _ 130 mph Exp C 1414- 12" 14'4• 9'4. Page 65 of 74 140 mph Exp C 13.2- B'4- 14.4• r4• ____ _ Solid Covers Lattice Covers Cnl r_InirGac c-rA14D TWO 3/6' ASTM A307 ASTM A500 GRADE B STEEL BOLTS C❑NTINU❑US WELD T12.001, ASTM A36 STEEL PLATE SEE TABLE F❑R SIZE 6 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 (Ibf*ft) d (in) A(in) tl(in) B(in) t2(in) (in) 1.00 752 22 8 0.375 2.5 0.188 0.125 1254 25 8 0.5 2.5 0.188 0.125 B A 1973 28 8 0.625 2.5 0.188 0.188 2600 30 17 0.5 2.5 0.25 0.188 t 3365 32 14 0.625 2.5 0.375 0.25 Base Plate and Stub Post Specifications 0 A ► 2"0 GALVANIZED HILTI KWIK BOLT TZ (ICC M7 I ESR 1917) W/ 2" OF EMBEDMENT QpOFESSICN �O PU F =y G cm - WELDED MOMENT RESISTING STEEL BASE PLATE Mlsclh-2012 ALTERNATIVE TO POST EMBEDMENT IN CONCRETE F❑❑TING * o-zo%s 201 THE WELDED POST BRACKET MUST BE VERIFIED TO COMPLY WITH T °J NA�Foe T os NA REQUIREMENTS IN DETAIL M7 OF THESE PLANS AND FABRICATED IN DEC 182013 P IF rroG'�FF ACCORDANCE W/ IBC SECTI❑N 1704.2.5.2 BY AN APPROVED FABRICAT❑R TO THE SATISFACTI❑N OF THE CODE ❑FFICIALC cs ) 3 xp.sl olz TFOFCA\ ICC ESR 2676(2012 IBC)12/11/2013 Page 66 of 74 ENGINEERS STAMP WALL HANGER �3,000� LONG 'L' x2'X E T LONG 'L' ANGLE 6063T5 ALUM B 2,000 /� 0,060 ONE #14X2' H SCREW WALL HANGER FAN BEAM 2'X8' FAN BEAM 6063T5 ALUM ONE #10 SMS SCREW FAN BEAM FASTEN TO HANGER FAN BEAM 0.042'x3'x8' HEADER 3'714 --{ 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 0.042HEADER fan/lights 2"x3" Fan Beam Misc2-2012 CEILING FAN OR 30 Ibs 20' LIGHT FIXTURE L Q�,oFEssloyq TUN 03 2015 POST =y�OGQf� PU Fc SS10 Al P 8 3 Ng2��c� J * 20 % 6l� 1201� CALIF- ; ..:....:. / slgTFaFCAUFo�``'\P ICC ESR 2676(2012 IBC)12/11/2013 Page 67 of 74 DEC 182013 7.0 POST AND FASTENER REQUIREMENTS FOR COMMERCIAL AND PATIO STRUCTURE Table7.3:Required Number of Fasteners for Shearing Loads Table 7.4:Required Number of Fasteners for Tension Loads Spacing between bolls and screws Aluminum Material Gage(in) Steel Gage(in) Aluminum Gage(in) shall be 2.5 times the shank 0.024 0.024 0.032 0.038 0.040 0.040 0.060 0.060 0.048 0.048 0.036 0.06 0.060 0.090 0.100 diameter Allowable Width A B C D E F G H 1 J K L M N O The edge distance of bolts and for Attached Two Footer Dasgn #14 3/8'B 31W B #14 #14 3/V B #14 318'B #14 3/8'B 3/8'B #14 3/8'B 3/8"B #14 Design Footer 1 screws shall be 3 dome the Trib Post Structures on Slab Size Uplift SMS BOLT BOLT SMS SMS BOLT SMS BOLT SMS BOLT BOLT SMS BOLT BOLT SMS Uplift Size shank diameter Width(it) Lt.or Ground Snow Load It(in) (Ibs) 128 590 7e8 an 210 s84 310 1384 sea Ives am In 855 Im 212 (Ibs) d(in) Connections shall be arranged so that the 70 psf 20 par 12 100 1 t 1 1 1 1 1 1 1 1 1 1 1 1 1 100 12 2 center of resistance of the connection shall 3 42'-10" 22'-7- 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 3.5 361-8" IV-4" 14 159 2 1 t 1 1 t 1 1 1 1 1 2 1 I 1 159 14 0f the load. 4 32'-V 161-11" 15 195 2 1 1 1 1 1 1 1 1 1 1 2 1 1 1 195 15 3 4.5 28'6" 15'-t" 16 237 2 1 1 2 2 1 1 1 1 1 1 2 1 1 2 237 16 A �ACHMEN ISTOR LATTICE COVERS 5 256" 13'-T 17 284 3 1 1 2 2 1 1 1 1 1 1 3 1 1 2 264 17 GRNDkR of 5.5 233" 1Yi' 18 338 3 1 1 2 2 1 2 1 1 1 1 3 1 1 2 338 10 SNOWews' ALUMINUM RAFTER SPACING . 21'-5" tI'a' 19 397 4 1 1 2 2 1 2 1 1 1 1 4 1 1 2 397 19 LOADer 12" AX 16" 24" 30' 36' 6.5 19'-9" 10'-S" 20psf Smbll 20 463 4 1 1 3 3 1 2 1 1 1 1 4 1 1 3 463 20 PSFther 7 18'�" Na 21 536 5 1 1 3 3 1 2 1 1 t 1 5 t 1 3 536 21 10 2 25' 25' 21' 16' 11' 7.5 17'-1" Na 22 616 5 2 1 4 3 1 2 1 2 1 2 5 1 1 3 616 22 LIVE3 25' 25' 21' 18• 16, a 117-0' Na 23 704 6 2 1 4 4 1 3 1 2 1 2 6 1 1 4 704 23 20 2 18' 18' 1Y 9' 8' 8.5 16-1" Na 10 ps Slab 115B 722 6 2 1 4 4 1 3 1 2 1 2 6 1 t 4 722 Slab LIVE3 18' 18' 12' 9' 8• 9 14'-3" Na 2 800 2 2 4 4 1 1 2 1 2 7 1 1 4 800 244 18' 1B' 1Y 9' 8' Table 7.1 Ions Slab115C 886 7 2 2 5 5 1 3 1 2 I 2 7 2 1 5 885 Slab 252 1B' 1T 12' 9' 8' 25 904 e 2 2 5 5 1 3 1 2 1 2 7 2 1 5 904 253 18' 1T 12' 9' a- Table 1017 8 2 2 6 5 2 4 1 2 1 2 8 2 1 5 1017 26 4 IV IT 12' 9' B' MAX 27 1139 9 2 2 6 6 2 4 1 2 1 3 9 2 1 6 1139 27 30 2 i6' 14' 10' T T POST POST DESCRIPTIONS POST 28 1270 Na 3 2 7 7 2 5 t 3 1 3 Na 2 1 6 1270 28 3 16' 14' 10, T T CODE DETAIL HGHT 29 1411 Na 3 2 8 7 2 5 2 3 t 3 Na 2 2 7 1411 29 4 16, 14' 10, T T A Twin 0.032'x1.5'x7.5'Scroll AO 8 30 1563 Na 3 2 8 8 2 6 2 3 1 3 Na 2 2 8 1563 30 'Screws are#14 screws w/1.5"embedment into G-().5 solid wood(Douglas Fir) B Twin 0.024x2-x2'Scroll AO 9 31 1724 Na 3 3 9 9 2 6 2 3 1 4 Na 2 2 9 1724 31 C 0.03YPost.10.024-Sidspuates AH/21 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 0.032-Pa:t w10.03T Sideplales AH/21 12 33 2080 Na 4 3 Na Na 3 7 2 4 2 4 Na 3 2 Na 2080 33 ALLOW.'.BLE DISTANCE TO FIRST ROW OF POSTS E Clover 0.040Sr3x3'Mum AK124 10 34 2275 Na 4 3 Na Na 3 a 2 4 2 5 Na 3 2 Na 2275 34 is-Nc 24'Nc F Magnum 0.075x3'x3'Post Al/23 12 35 2481 Na 5 4 Na Na 3 9 2 5 2 5 Na 3 2 Na 24B1 35 Ground Snow G 0.04Vx3x3"Steel Clover AK124 12' 36 2700 Na 5 4 Na Na 3 9 2 5 2 5 Na 4 3 Na 2700 36 Load(psi) 2 Lag 3 Lags 3 Lags 4 Lags Fxp B Exp C H 0.048'x3'x3'Steel Clover AK124 70 37 2931 Na 5 4 Na Ne 3 Na 3 5 2 6 Na 4 3 Na 2931 37 Uve 10 13'6' 20'.2' 13'6' i8' 115 mph NIA 1 3/i6'x3'x3'Steel Square AF/19 15 38 3175 Na 6 5 Na Na 4 No 3 6 2 6 Na 4 3 Na 3175 38 Live 10 13' 19'-6' 13' 1T�' 140 mph 115 mph J 1/4'x3'x3-Steel Square AF/19 15 39 3433 Na 6 5 Na Na 4 Na 3 6 2 7 Na 4 3 Na 3433 39 Live 10 10•-9' 16•-1' 10'-9' 14•4' 130 mph K 3/8x3'x3'Steel Square AF/19 15 40 3704 Na 7 5 Na Na 4 Na 3 7 3 7 Na 5 3 Na 3704 40 Uve 10 V 3- 13'-10' 913' 1Y-4' 140 mph L 3/16'x4'x4'Steel Square I AF119 15 41 3988 Na 7 6 Na Na 5 lure 3 7 3 8 Na 5 4 Na 3988 41 Live 20 T-1- in". T-I" 9.5- 140 mph Table7.2 42 4288 Ne 8 6 Na Na 5 Na 4 8 3 8 Na 5 4 Na 4288 42 25 T-8' 17'-7' T6' 10'-3' i40mph Cl 4601 Na 8 6 Na Na 5 Na 4 a 3 9 Na 6 4 Na 4601 43 30 V6- 91-9" F-6" V-B" 146 mph 44 4930 Na 9 7 Na Na 6 Na 4 9 3 9 Na 6 4 Na 4930 44 Lag=1/4'Lag Screw with 2.25'penetration into G=0.5 wood(Douglas Fir) 45 5273 Na 9 7 Na Na 6 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 6 Na 5 Na 4 We Na 7 5 Na 5633 46 47 6008 Na Na 8 Na Na 7 Na 5 Na 4 Na Na 7 5 Na 6008 47 48 6400 Na Na 9 Na Na 7 No 5 Na 4 Na Na 8 5 Na 6400 48 United Duralume 49 6808 Na Na 9 No Na 7 Na 5 Na 4 Na Na 8 6 Na 6808 49 350 S.Raymond Ave J>;7�r 03 2015 50 7234 No Na n/a Na Na Na 8 Na 6 5 Na Na 9 6 Na 7234 50 Fullerton,CA Fastener Terminology #14 SMS=#14 sheet metal or SDS screw,t/2'minimum length TABLE 7.5:WALL ATTACHMENTS FOR SOLID COVER STRUCTURES Carl Putnam,P.E. Sg10NALE 3/8'8=318"Diameter Bolt AND AND AND T-- AND 34411vyink Place OSr� P Viy Sae General Notes for specifics on fasteners I Number Maximum vane] pan Lynchburg,VA 24503 QQ- G FP Cearspan on is art is the distance mike wall to Vie rst mwo columns. WIND SPEED SNOW SPACING SPACING of STUD@Is-O/C SPACING (434)384-2514 2 Hit#Kwik Boll TZ 3/8'diameter and 2'embed and l'dia steel washer.[CC ESR 1917 or other (MPH)AND LOAD CONCRETE MASONRY astene #14X2' 1/4'LAG Carl utnam comcast.net C68 3 A anchor w/400#allowable shear and 200#allowable tensile vs live,snow,wind and seismic loads. EXPOSURE (PSF) ANCHORS ANCHORS SCREW B SCREWS �QFESSIO 11 11 3 Masonry anchors must have an allowable shear value of 400#and 200#tensile for live,snow,wind 130 C 10 12" 12' 1 12' 17 Q P.6/ OI 17i or seismic bads or be specified by a design professional. LIVE 2 23' 23' 140 C 20 12" 12" 1 8' 9' 4#14 screws must have 1.5'of penetratlon into solo wood. 2r' O 2 ' • LIVE 2 IT 18• (rI m CI IL 5 1/4'Lag screws must have 21/4'of penetration Into studs and 0.5'washers U rtt These lag screws musbnusl be installed as per AFPaA NDS Section 11.1.3. Sea General Note 25 12" 12" 1 8' 81 O a /1 TFOF 2 IT IT V J #0 for washer specifications. 6 10 and 20 pal are live or snow loads.25.30 psf are snow loads. 30 1 IT 12^ z 1s 1S. * /01¢ 7 For ANC3 and ANC4 wood framing imust be SG=0.5 or denser(Douglas Fir-Larch) 2 13. 14• CAI WOO fiD 12 ICC ESR 2676(2012 IBC) Page 68 D 74 3 13• a' 12/11/2013 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 115 mph 140 mph Trib Existing Residence c DIAMETER OF 18" 24" 30" 36" Area Exp B Exp C I Exp C Area °w z ? g CIRCULAR [d(m) Required Side of Square Footing (sq ft) Required"d"of Footing(in) (sq ft) a_ FOOTINGS(IN) 20" 21" 18" 16" 15" 15 15" 17" 19" 25 a Z N z 12" 18" 24" 36" 21" 23" 20" 181, 16" 20 17" 19" 21" 33 Panel Spa 1/2 OF PANEL SPAN rj o 00 22" 24" 21" 19" 17" 25 18" 20" 23" 42 o O Z o DEPTH OF 23" 26" 23" 20" 18" 30 19" 21" 24" 50 I I C.) �' z CIRCULAR 24" 28" 24" 21" 20" 35 20" 22" 26" 58 Comer Trib Area I Tr b Area for I 1/2 OF PANEL SPAN FOOTINGS(IN) 25" 29" 26" 23" 21" 40 21" 23" 27" 67 1 Middle Post 14" 17" 24" 14" 14" 14" 26" 31" 27" 24" 22" 45 22" 24" 28" 75 1 15" 18" 30" 15" 15" 15" 27" 33" 29" 26" 23" 50 22" 25" 29" 83 El 16" 19" 36" 16" 16" 16" 28" 35" 30" 27" 25" 55 23" 26" 30 92 1 1 Post Spacing Panel 17" 21" 43" 19" 17" 17" 29" 37" 32" 29" 26" 60 24" 27" 31" 100 1 verhang 18" 22" 52" 23" 18" 18" 30" 39" 34" 30" 27" 65 24" 28" 32" 108 Figure 1 19" 23" 61" 27" 19" 19" 31" 41" 35" 32" 29" 70 25" 28" 32" 117 Determine Trib Area from Figure 1 20" 24" n/a 31" 20" 20" 32" 43" 37" 33" 30" 80 26" 30" 34" 133 21" 26" We 36" 21" 21 33" 45" 39" 35" 32" 90 27" 31" 35" 150 INSTRUCTIONS TO USE TABLE 7.10 22" 27" n/a 42" 24" 22' 34" 47" 40" 36" 33" 100 28" 32" 36" 167 1.TABLE IS FOR SINGLE£iPAN ATTACHED UNITS ONLY 23" 28" n/a 48" 27" 23" 35" 49" 42" 38" 35" 110 29" 33" 38" 183 2. DETERMINE ACTUAL TRIBUTARY AREA 24" 30" n/a 54" 31" 24" 36" 51" 44" 39" 36" 120 30" 34" 39" 200 FOR MIDDLE POSTS THIS IS: 25" 31" n/a n/a 35" 25" 37" 53" 46" 41" 38" 130 31" 35" 40" 217 TRIB WIDTH x POST SPACING 26" 32" n/a n/a 39" 26' 38" 55" 48" 43" 39" 140 32" 36" 41" 233 FOR END POSTS THIS IS: 27" 34" n/a n/a 44" 27" 39" 57" 50" 44" 41" 150 32" 36" 42" 250 (OVERHANG+HALF OF POST SPACING)x TRIB WIDTH 28" 35" n/a n/a 49" 28" 40" 60" 52" 46" 42" 160 33" 37" 43" 267 3.DETERMINE FOOTING SIZE FOR WIND CONDITION 29" 36" n/a n/a 54" 29" 41" N/A 54" 48" 44" 170 34" 38" 43" 283 4. FOR LATTICE USE LAST COLUMN FOR TRIB AREA 30" 38" n/a n/a 60" 30" 42" N/A 56" 50" 45" 180 34" 39" 44" 300 31" 39" n/a n/a n/a 31" 43" N/A 58" 51" 47" 190 35" 39" 45" 317 32" 40" n/a n/a n/a 32" "1, N/A 60" 53" 49" 200 36" 40" 46" 333 United Duralume 33" 42" n/a n/a n/a 35" 45" N/A N/A 55" 50" 210 36" 41" 47" 350 350 S.Raymond Ave 34" 43" n/a n/a n/a 39" 46" N/A N/A 57" 52" 220 37" 41" 47" 367 Fullerton,CA 35" 44" n/a n/a n/a 42" 47" N/A N/A 59" 54" 230 37" 42" 48" 383 36" 46" n/a n/a n/a 46" 48" N/A N/A N/A 55.11 240 1 38" 1 43" 49" 400 1 Carl Putnam, P. E. 37" 47" n/a n/a n/a 50" 49" N/A N/A N/A 57" TABLE 7.10 3441 Ivylink Place 38" 48" n/a n/a n/a 54" 50" N/A N/A N/A 59" Lynchburg,VA 24503 JUN 03 2015 39" 50" n/a n/a n/a 58" TABLE 7.9 40" 51" n/a n/a n/a n/a pFE 41" 53" n/a n/a n/a n/a oQ� O,yq P�f o��Sg10N U id�4 42" 54" n/a n/a We We 43" 55" n/a n/a n/a n/a 44" 1 57" 1 n/a n/a n/a n/a =, $ 3 /I m 6 1 TABLE 7.8 * 0-201501/ Misc4-2012 CI i P CIVI CAL1Fa� OF CAL O DEC 18 2013 ICC ESR 2676(2012 IBC)12/11/2013 Page 69 of 74 Y Kz 0.7 0.98 height factor,Exposure Band C �OFESS/0 X Kd 0.85 Wind Directionality factor y�L�pographic factorQ PUOF�SSION U GAF Z I 1 Importance Factor Existing Residence G 0.85 Gust Factor C 391 Cnet 1.2 Net Pressure Coefricen Dead 1 psf EXP 61 120t P12 Design Design CI �� t 't Panel Span(P 0.6-W Down Load Up Load CAL1FOft - T N V Wind C&C (Psf) (Psf) �TFO C 1FC� ------------------------- ---- Speed(mph) Exposure h(Pat) s W+ DEC 18 201 110 B 18.4 11.3 12.3 10.7 P12 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 Overhang(0) 140 B 29.9 18.3 19.3 17.7 150 B 34.3 21.0 22.0 20.4 Figure 1 160 B 39.0 23.9 24.9 23.3 170 B 44.0 26.9 27.9 26.3 Patio Cover Length(L) 110 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 Snow/Live Load,S. See General Note 3. 120 C 30.7 18.8 19.8 182 2 Dead Load=1 psf 130 C 36.0 22.1 23.1 21.5 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 12 150 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 34.4 328 170 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 Sno 3 Mulitply W+or W-by half of Panel Span Wind Load Live Loads(psf) Loads(psf) Wall Load=W P 12 S eed m h Ex osure s 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 26.2 5 Maximum Shear Load in X direction is 547 Ibf(170 mph Exposure C,16.1'Raker 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 resistinn 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 15.8 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 40.1 TABLE 2 Combination Loads based on Equation 16-11 110 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 Mulitply C by half of Panel Span 120 C 18.8 22.6 30.1 30.8 34.0 Wall Load=C P l2 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(20121BC)12/11/2013 Page 72 of 74 United Durelume Structural Properties of Beams,Fascia,Panels and Rafters for Use by Design Professionals ASSUMES FULL LATERAL BRACING Max Allowable Max Allowable Structural Element I(in A4)bottom Moment(top in Moment(bottom Max ESSI I(in A4)top In in compression in compression Allowable Ftu or Fu Fly or Fy Fry Q�OF 0 SS\0 N Rafters compression compression (Ibf•ft) (lbrit) Shear(Ibf) Material E(ksl) (ksi) (ksi) (ksi) �00.a1.-PU 0.024"x2'x6.5"Aluminum Rafter Detail 6 2.176 same 293 273 169 3004H34 10100 32 25 22 S2 g gg _ 0.032"x2"x6.5"Aluminum Rafter Detail 6 2.929 same 552 494 406 3004H $34 10100 32 25 22 J 0.040"x2"4.5"Aluminum Rafter Detail 6 3.693 same 851 786 800 3004H34 10100 32 25 22 0.042"458"Aluminum Rafter Detail 7 7.907 same 1164 1038 747 30041-134 10100 32 25 22 * 15 * L6 /2017 Aluminum Panels 0.021'x3"x12"W Panel Detail E 0.445 same 228 365 979 3004H34 10100 32 25 22 CALt CALW 0.024"x3'x12"W Panel Detail E 0.509 same 262 432 1119 3004H34 10100 32 25 22 DEC 18 0.032"x3"x12"W Panel Detail E 0.679 same 398 620 1492 WD41-134 10100 32 25 22 0.044"x3"x12"W Panel Detail E 0.933 same 629 929 2052 3004H34 10100 32 25 22 JUN 03 2015 0.018'W.25"x6"Flat Panel Detail G 0.192 same 129 . 111 680 3004H34 10100 32 25 22 0.024"x2.25"x6"Flat Panel Detail G 0.256 same 198 179 907 3004H34 10100 32 25 22 0.032'x2.25"x5"Flat Panel Detail G 0.342 same 280 273 1209 3004H34 10100 32 25 22 0.038"IQ.25"x6"Flat Panel Detail G 0.406 same 341 355 1436 3004H34 10100 32 25 22 0.018"x2.5"44'Panel Detail F 0.463 same 144 209 357 3004H34 10100 32 25 22 0.024"x2.5"x24'Panel Detail F 0.618 same 255 371 847 3004H34 10100 32 25 22 0.032"#.5"x24"Panel Detail F 0.824 same 454 660 2008 30041-134 10100 32 25 22 0.038'x2.5"x24"Panel Detail F 0.978 same 640 930 3362 30041-134 10100 32 25 22 0.018"x3"x6'Flat Panel Detail H 0.373 same 179 135 916 3004H34 10100 32 25 22 0.024"x3"x6"Flat Panel Detail H 0.497 same 274 238 1222 30041-134 10100 32 25 22 0.032"x3"x6"Flat Panel Detail H 0.663 same 386 397 1629 3004H34 10100 32 25 22 0.038"IGi"x6"Flat Panel Detail H 0.787 same 478 514 1935 30041-134 10100 32 25 22 same Aluminum Headers 0.042"x3"x8"Aluminum Header Detail U12 7.907 same 1164 1038 747 30041-134 10100 32 25 22 Double 0.042"4"x8"Aluminum Header Detail W13 15.814 same 2328 2076 1494 30041-134 10100 32 25 22 Double 0.032x2'x6.5"Aluminum Header Detail K/11 5.858 same 1104 988 812 3004H34 10100 32 25 22 4W.375"Ibeam Detail P 1.712 same 1618 1618 2195 6061T6 10100 22 16 16 6'x4.5"I beam Detail Q 11.29 same 7121 7121 5857 60(1 10100 22 16 16 7"x5.5'I been 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 Steel C Beam Detail N/14 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 N/14 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 Detail S/16 19.90 19.90 12610 12610 7924 ASTM A653 Grade 50 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"xYx3"Lockseam Header Detail J/10 0.90 0.90 1203 1203 9175 ASTM A653 Grade 40 29000 55 40 Double 0.048'x3x3"Lockseam Detail J/10 1.81 1.81 2406 2406 18350 ASTM A653 Grade 40 29000 55 40 Misc7-2012 ICC ESR 2676(2012 IBC)12/11/2013 Page 73 of 74 �pfESS1 Q 0,yf �Sg\ONA4 ,v �o PU F Q�oFG q RF - 6 3 " C 81 * 0- 15 * * .61 0� CI (/. CIVIL C q Al-1fC� CALM DEC 18 2013 JUN 03 2015 04 0 N O Z LO O N It CO 00 O CM (O O CM 1— r (O r CO N 00 LO N 0) 1� C0 d Ct d LO CO 00 O CM C) 00 N r r r r r N N N COCO C'M '9 � LO LC) (0 (0 1' 00 00 0) O r N M d L() CO QO O O (A .... r r r r r r r r r N N IL U) W CO) W W CL Z d LO CO 00 r LO 0) O f` It Q W Y k) M LO I` O co C0 O 00 N 00 CO 0) LO N 0) f� LO O r N CO � LO N 00 0) r CM "t (O W W V N r r r N N N CO M M d 't LO LO (0 1� 1' 00 O r r r r r r r r r N N N N LL = ~ Q W ~Q m 00 Q Q - ti O M CO O d7 d O CO ) O 00 O LO p N M Lo CO t- M O N d' (0 00 O N E J C r N N N CO CO M 't LO LO (0 1` 1` 00 O r r r r r r r r N N N N N M co M � � W � W � ~ LU W W V CO r CO r 1� r O 00 00 00 O N LO 0) d' O 00 CO C0 (� O CO 00 d' N N M C0 r P� 1C) r N M � (0 00 O r CO LO 1� O N Lf) 00 r � f� r d Ch CY Z IN M CM d' d' LO (0 ti 00 0) r r r r r r r N N N N CO M M CO 'I d � LO LO W 0 "� > CD LO V Q LLI 0 cm N LUN = o aaQ Z F R E v E Y Q 0 Z _ _ >, H Z N N N N N N N N N N co co co co M co LO m co M M d' 't d rlqt � It d' Ln C U) d � t CE O M L L C) (M J ICC ESR 2676(2012 IBC) 12/11/2013 Page 74 of 74