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PMT16-02331 City of Menifee Permit No.: PMT16-02331 29714 HAUN RD. �A_CCELA_ MENIFEE,CA 92586 Type: Residential Addition MENIFEE Date Issued: 0 712 0/2 01 6 PERMIT Site Address: 27910 BLACKHAWK RD, MENIFEE, CA Parcel Number: 336-480-022 92585 Construction Cost: $21,500.00 Existing Use: 1 &2 Family Residence Proposed Use: Description of INSTALL 448 SO FT ENCLOSED ALUMAWOOD PATIO COVER W/ELECTRICAL 3 OUTLETS,2 FANS, Work: 420 SO FT SOLID ALUMAWOOD COVER W/ELECTRICAL 2 FANS,224 SO FT SOLID ALUMAWOOD PATIO COVER IN FRONT YARD Owner Contractor SEO WON KANG OMEGA BUILDERS 27910 BLACKHAWK RD 28087 SUNWOOD PL MENIFEE,CA 92585 MENIFEE,CA 92584 Applicant Phone:7142635575 SHANE TULLOS License Number:963275 OMEGA BUILDERS 28087 SUNWOOD PL MENIFEE,CA 92584 Fee Description Qtv Amount t$1 Receptacle, Switch, Outlet&Fixture 7 146.00 . Building Permit Issuance 1 27.00 Deck/Patio,non-standard 2 266.00 GREEN FEE 1 1.00 SMIP RESIDENTIAL 1 3.00 General Plan Maintenance Fee-Building 1 13.30 General Plan Maintenance Fee-Electrical 1 7.30 $463.60 The issuance of this permit shall not prevent the building official from thereafter requiring the correction of errors in the plans and specifications or from preventing builiding operations being carried on thereunder when in violation of the Building Code or of any other ordinance of City of Menifee.Except as otherwise stated,a permit for construction under which no work is commenced within six months after issuance,or where the work commenced is suspended or abandoned for six months,shall expire,and fees paid shall be forfeited. AA_Bldg_Permit Template.rpt Page 1 of 1 CITY OF MENIFEE LICENSED DECLARATION property who builds or Improves thereon,and who contracts forthe projects 1 hereby affirm under penalty of perjurythat I am under provisions of with a licensed contractor(s)pursuantto the Contracton State License Law). Chapter9(commencing with section 7000)of Division 3 of the Business and o I am exemptfrom licensure under the Contractors State License Law for Professions Code and my license is in full force and effect. the following reason: License Class C-%� I License No. Cl Lo 3.2'7 S By my signature below I acknowledge that,except for my personal residence Expires 7 31- 1-7 Signature in which I must have resided for at least one year prior to completion of Improvements covered by this permit.I cannot legally sell a structure that I WORKER'S COMPENSATION DECLARATION have built as an owner-builder if it has not been constructed in its entirety by eby affirm under penalty of perjury one of the following declarations:I licensed contractors.I understand that a copy of the applicable law,Section ve and will maintain a certificate of consent of self-insure forworkers 7044 of the Business and Professions Code,is available upon requestwhen compensation,issued by the Director of Industrial Relations as provided for this application is submitted or at the following website: by Section 3700 of the Labor Code,for the performance of work for which www.leeinfo.ca.eov/calaw.html. this permit is issued. Policy# —� Date )$I have and will maintain workers compensation Insurance,as required by PROPERTY OWNER OR AUTHORIZED AGENT section 3700 of the Labor Code,for the performance of the work for which ❑By my signature below I certify to each of the following:I am the property this permit is issued.My 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 S ^s �IN� S �.iti cA with all applicable city and county ordinances and state laws relating to !!11 building construction.I authorize representatives of this city or county to Policy# Expires enter the above identified property for inspection purposes. (This section need not to be completed is the permit is for one-hundred Date dollars($100)or less PROPERTY OWNER OR AUTHORIZED AGENT o I certify that in the performance of the work for which this permit is Issued, 0 2) Z S I shall not emolov 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 w rakers compensation provisions of Section 3700 of the Labor Code,Ishall fo Ivft complly7with�those provisions. �-7 Will the applicant or future building occupant handle hazardous material or Applicant L_ Date I ZO mixture containing a hazardous material equal to or greater that the amounts specified on the Hazardous Materials Information Guide? WARNING:FAILURE TO SECURE WORKER'S COMPENSATION COVERAGE IS o Yes 00 UNLAWFUL,AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES WIII 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)?See permitting checklist IN SECTION 3706 OF THE LABOR CODE,INTEREST,AND ATTORNEYS FEES for guidelines CONSTRUCTION LENDING AGENCY o Yes 066 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) 0 yes Y'"o OWNER BUILDER DECLARATIONS I have read the Hazardous Material Information Guide and the SCAQMD permitting checklist.I understand my requirements under the State of 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 next to the applicable item(s)(Section 7031.5 hazardous material re orting. A.Business and Professions Code).Any city or county that requires a permit to 0 Nij 1 Date construct,alter,improve,demolish or repair any structure,prior to its PROPERTY 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 IRRPI License Law(Chapter 9(commencing with Section 7000)of Division 3 of the The EPA Renovation,Repair and Painting(RRP)Rule requires contractors Business and Professions Code)or that he or she is exempt from 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 ❑I,as owner of the property,or my employee with wages as their sole employees.For more Information about EPA's Renovation Program visit: compensation,will do( )all of or( )portion of the work,and the structure is www.eva.gov/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 0An 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: o I,as owner of the property am exclusively contracting with licensed contractors to construct the project(Section 7044,Business and Professions Code:The Contractors State License Law does not apply to an owner of a If your project does not comply with EPA RRP rule please fill out the RRP Acknowledgement. BUILDING & SAFETY • APPLICATION Menifee DATE - 20 PERMIT/PLAN CHECK NUMBER 1 �OrJ�✓I TYPE: O COMMERCIAL ESIDENTIAL O MULTI-FAMILY O MOBILE HOME O POOL/SPA O SIGN SUBTYPE: O ADDITION O ALTERATION O DEMOLITION O ELECTRICAL O MECHANICAL VIEW O PLUMBING /J0 RE-ROOF-NUMBER OF SQUARES tI DESCRIPTION OF WORK C.(S1iC.('i✓ �I`1 C /0. , r^Q- .2 �l^II -IZO� 1 Zzym PROJECTADDRESS �/ �D [S /a /C��� �`[KGIr� 1ZSgSf ASSESSOR'S PARCEL NUMBER � �-i b O'Vd-� LOT Z� TRACT IRS-Ionc>_1 OWNER NAME S <,- LZ ADDRESS D2j 7 9/U LJ (`1 c ce '/F_' PHONE ` S 72 S—' 2 7�- 7�- EMAIL CJ � APPLICANT NAME G S V � / V((/a- ADDRESS Z 0JU -7 J(/y C-ruo,4 {�,p/ D �/ PHONE �J / 6 79.s y,J / EMAIL CONTRACTOR'S NAME ('� OWNER BUILDER? OYES O NO BUSINESS NAME 1` a, 1Jt/ ADDRESS LQ &Gg7 /PHONE L ����7 a • S� 1 EMAIL 0 �2- l PL.J16 CONTRACTOR'S STATE LIC NUMBER Z Cv ) Z 7 f' LIQENSE CLASSIFICATION _ ,p �/� �ty L VALUATION$ 1, S (,(� , W SQ �./FT / (J 7 ZZy i iQFT /r"v APPLICANT'S SIGNATURE . tUr1 0e, DATE DEPARTMENT DISTRIBUTION '7 CITY OF MENIFEE BUSINESS LICENSE NUMBER BUILDING PLANNING ENGINEERING FIRE GREEN SMIP INVOICE PAIDAMOUNT n AMOUNT CASH OCHECKp O CREDITCARD VISA/MC PLAN CHECK FEES PAIDAMOUNT OCASH OCHECK# OCREDITCARD VISA/MC OWNER BUILDER VERIFIED OYES O NO DL NUMBER NOTARIZED LETTER O YES O NO City of Menifee Building&Safety Department29714 Haun Rd. Menifee, CA 92586 951-672-6777 www.cityofinenifee.us Inspection Request Line 951-246-6213 i V F+ I N w 3 two a N YI I ! pi --0 1 W LA e vT (� N �. � M K c _ , -rimn v �o D m 1 0 o z z = o cnLA r— ��� D v m C, m -n m O �D a �^ s t � 3 IEr m rn 9 3 I� If = m \ f CD T N V i C,.,O�Oorry- , CDPktTllo - aA331 Kpc o T �1 � 1U j?�I Ac K Kqwv- 2 � 1 � e� ��2e Cry 9Z- ;- eT City of Menifee Permit No.: PMT16-02331 29714 HAUN RD. Type: Residential Addition <A_CCEL/_> MENIFEE,CA 92586 MENIFEE Date Issued: 0 712 012 01 6 PERMIT Site Address: 27910 BLACKHAWK RD,MENIFEE,CA Parcel Number: 336480-022 92585 Construction Cost $21,500.00 Existing Use: 1 &2 Family Residence Proposed Use: Description of INSTALL 448 SQ FT ENCLOSED ALUMAWOOD PATIO COVER W/ELECTRICAL 3 OUTLETS,2 FANS, Work: 420 SQ FT SOLID ALUMAWOOD COVER W/ELECTRICAL 2 FANS,224 SQ FT SOLID ALUMAWOOD PATIO COVER IN FRONT YARD "8/17/16 REVISED-ADDED 5'X 42'SOLID PATIO COVER SIDE YARD-BR Cwner Contractor SEO WON KANG OMEGA BUILDERS 27910 BLACKHAWK RD 28087 SUNWOOD PL MENIFEE, CA 92585 MENIFEE, CA 92584 Applicant Phone:7142635575 SHANE TULLOS License Number.963275 OMEGA BUILDERS 28087 SUNWOOD PL MENIFEE,CA 92584 Fee Description City Amount Receptacle, Switch, Outlet&Fixture 7 146.00 Building Permit Issuance 1 27.00 Deck/Patio, non-standard 2 266.00 Deck/Patio, non-standard 1 133.00 GREEN FEE 1 1.00 SMIP RESIDENTIAL 1 3.00 General Plan Maintenance Fee-Building 1 13.30 General Plan Maintenance Fee-Electrical 1 7.30 $596.60 The issuance of this permit shall not prevent the building official from thereafter requiring the correction of errors in the plans and specifications or from preventing builiding operations being carried on thereunder when in violation of the Building Code or of any other ordinance of City of Menifee.Except as otherwise stated,a permit for construction under which no work is commenced within six months after issuance,or where the work commenced is suspended or abandoned for six months,shall expire,and fees paid shall be forfeited. AA_Bldg_Permit_Template.rpt Page 1 of 1 UNITED DURALUME PATIO COVER,CARPORT AND COMMERCIAL STRUCTURE ENGINEERING (2012 IBC) PAGES DRAWING SECTION DESCRIPTION High Wind Solid Covers 1 PROFESSIONAL ENGINEERING STAMPS AND TRIBUTARY WIDTH DIAGRAM 1 GENERAL NOTES LEDGER & TRACK INSPECTION REQUIRED �pFESSID, V SOLID COVER COMPONENTS AND CONNECTION DETAILS 9 PU R 2 PAGE STRUCTURAL CONFIGURATIONS 9 PAGES COMPONENTS/CONNECTION DETAILS 8 3 PAGES SOLID COVERS 4.0 PANEL SPANS FOR PATIO, CARPORT AND COMMERCIAL STRUCTURE * 16 CALF In 12 PAGES 6.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS fNTiIQ�r11�F�& E DEC 18 2013 2 PAGES Misc1.DWG 7.0 MISC DETAILS BUILDING AND SAFETY DEPARTMENT 1PAGE 7.0 FAN BEAM DETILS 1 PAGE MisMisc3 G 7.0 POST AND FASTENER REQUIREMENTS FOR ALL STRUCTL I&AN APPROVAL 1 PAGE Misr4 7.0 CONCRETE FOOTING OPTIONS OR 1 PAGE Misc6 7.0 FORCES ON EXISTING STRUCTURES FFWwEED 1 PAGE Misc7 7.0 STRUCTURAL PROPERTIES OF BEAMS, FASCIA, PANELS AIVCt RAFTERSFOR USE BY D SIGN PROFESSIONALSDATA 1 PAGE Misc8 7.0 CONCRETE SLAB REQUIREMENTS FOR CONSTRAINED FOOTINGS Sg�ONA Ey Quo ('UT *Approval of these plans shall n;`h°construed to b1 e a permit for,or an December 11, 2013 approval of,any violation of any provisions of the fed.ral,state or city 6r313\ regulations and ordinances. This set of approved plans must be kept on the EX201 �0 CAS+ MAY 26 2015 - ,�V' ••�T�1iF� ' y�PZE OF r1it , `+�y4�S�'�NS/N�fi ' IGPPoP Uf�H,9 PROFESSIONAL ENGINEERING STAMPS PAGE ANEE ,3r � ••�. - PCTNH�, ubr ENGINEER �4, TRIBUTARY WI H DIAGRAM �A�L %` ' " ¢� �OFESSION ; _O PUINA .o �. ......A VT..• Lu PROF r°e R� FUTN Fti� �� x 1v31 3 z 9'•. r �3.. ..�.. pc � S �2 = GP 9 � �` :._ CIVIL O AL t1 .-•• + NG '-� ', S+//• VA E-a?� $ �y 4 72580 9� '.f �,'1 ,, uNb, \tZ ,� �d. r •• � k/ '..• v`�,, � .cam � -� CIV � - ►JIE REGON 0 v $ 00 �•FgOFESSiONAL,; - i O 1NAAA i�-;'� �� �.. i=•`t,; av1 y O ( ?O�� °. !.' �� N :d'•.• 9023 ' 1703 - IVClNE \ 062-05 i _ • - ' + �� . 45750 :AZ No EXPIRES 2:=;/ '•,. Gam@ yf••,•, :c0 „dlq :' _ CFO •w EXPIPATION OATE:12 3t1 1 14 '.,, �� ,. ; . „iv , ' j, or- O FOF \�F § ......... PUI AR AN AS A5 q P� l vP'.\S •tt ?% °jARL " PpU/ THESE DRAWINGS DEr 1NE "TRIB W .N COMMON ; ICENSED ._ ,r , TNAM *-. '�����i`� StON L -v�, =off' % L ' STRUCTURES hoFE L NGi EER 24657 raOT MPROJECTION PRIIJECTIDN ) _ N0. 1 3 t ` pi s. ENs x �" H'E-ADER #�2 �JII WALL HE /;' •.l `,�/ ♦//�" ....... �., - ,..,:. i��':.,Y•C+i WALL HEADER #t TR[B WIDTH I TRIH WIDTH TRIB WIDTH _ �1 ��'i 1 \ M►r/ TRIH WIDTH r—TRIB WIDTH�� \ \\\\ /// `i �,. ?'�• .- t OF L J,' I- L1/2 OVERHANGL L212 O VERHAN f—L/2 L1 L2 E TING _ c,. - m C uc ns No. 62 ? •.. S UCTURE — _ ^ R S NAL E GINEER EXISTING - , `7, ''�� Cy IN �� 1\ g10NAL STRUCTURE �_� �� fNGINEfa\ ,\\�` O`\-� PU �Ncn #allm PROJECTION \gnulr r �� 139 1 HEADER TRIH HEADER #2B '��� POT ��� \\\ M /// \` / pFESS/0 WIDTH #t �— G` PQv ,93 ���OAP LENS ,mot' % D L\'r, �r ' \ \\ 017 Pu rU2 FLcl '• /i Si >���\`' y`• 8 '• •'• °�� .+��t` ,: MAY 26 2015 WYM ... DEC IS2013 tltlti1 \ ICC PQ0�97A PJn»Inm 1 9/1 11201 3 Paget of 74 ENGINEERS STAMP GENERAL NOTES: 8.WOOD USED IN CONNECTIONS SHALL BE PROTECTED FROM WEATHER(EXTERIOR EXPOSURE)AS PER ISO SECTION 1403.2 AND TOR 1503,WHICHEVER IS -1. DESIGNED IN ACCORDANCE WITH THE 2012 INTERNATIONAL BUILDING CODE MORE APPROPRIATE. 2. ALUMINUM DESIGN IN ACCORDANCE WITH THE 2010 EDITION OF ALUMINUM ASSOCIATION'S SPECIFICATIONS AND CHAPTER 9.ALL STEEL SHALL BE GALVANIZED PER ASTM A-853 G90,A123 G45 OR A153 B3,PAINTED PERASTM A755 OR PROTECTED WITH AN APPROVED COATING 20 OF THE INTERNATIONAL BUILDING CODE COMPLYING WITH IBC SECTION 22D3.2. 3. DESIGN LOADINGS:Ct=1.2.1=1.0,Ce=1.0(ALL EXPOSURES EXCEPT BAND C WHEN LOCATED TIGHT IN AMONG CONIFERS) 10.ALTERNATE ALUMINUM ALLOYS OF EQUAL OR HIGHER STRENGTHS MAYBE USED. 30041-12xALUMINUM MAYBE SUBSTITUTED FOR 30U41-13x. GROUND SNOW LOAD DESIGN LOAD 11.STEEL FASTENERS SHALL BE EITHER STAINLESS(3000 SERIES),GALVANIZED OR DOUBLE CADMIUM PLATED. BOLTS SHALL BE ASTM A307 HOT DIPPED 10 PS 10 PSF LIVE LOAD ONLY 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 B78.6.1 AHD AND AFBPA NDS-1211.1.4.ALL LAG SCREWS 30 PSF 252 PSF DESIGN ROOF SNOW LOAD ANSVASME B182.1 AND AFBPA NDS-1211.1.3. ALL STEEL WASHERS TO BE ASTM F844 W/DIMENSIONS IN ACCORDANCE WITH ASME 137822.1,TYPED THE 40 PSF 33.6 PSF DESIGN ROOF SNOW LOAD MINIMUM WASHER DIAMETER SHALL BE I'FOR BOLTED CONNECTIONS. ALL STEEL NUTS TO BE ASTM A563. SCREWS AND BOLTS SHALL HAVE A MINIMUM 60 PSF 50A PSF DESIGN ROOF SNOW LOAD EDGE DISTANCE OF 2X FASTENER DIAMETER FOR 025/12<SLOPE<1112 12.EMBEDDED POSTSURFACES SHALL BE CLEAN AND FREE FROM OILY SURFACES. WIND SPEEDS IN THE 2012 ISOARE'ULTIMATE DESIGN WIND SPEED.' ALL STRUCTURES DESCRIBED IN THIS REPORTARE 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 IL FORATTACHED SPLICES)FULL STRENGTH SPLICES(DETAILS X.Y.Z AND AA)MAYBE LOCATED ANYWHERE. STRUCTURES THE MAXIMUM MEAN ROOF HEIGHT OF THE EXISTING STRUCTURE IS SIX. Kzt WAS ASSUMED AS 1.0 FOR ALL WIND 14. ALL SELF DRILLING AND SELF TAPPING SCREWS MUST COMPLY TO ICG ESR 1730,2196 OR EQUIVALENT AND USE HEADS W/DIAMETERS EQUAL TO LOADS. SITE LOCATIONS REQUIRING HIGHER A HIGHER KAVALUE(ISOLATED HILLS,RIDGES,ESCARPMENTS)WILL REQUIRE HIGHER WIND LOADS AS PERASCE7-10 SECTION 26.8 AND ARE OUTSIDE THE SCOPE OF THIS REPORT. #8=',#10=pT",912=j?AND 914=?OR STEEL WASHERS OF SIMILAR DIAMTER AND AS PER GENERAL NOTE#11 NOTE EXPOSURE B:SHALL APPLY WHEN THE GROUND SURFACE ROUGHNESS CATEGORY B(URBAN AND 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 DWEUJNG OR LARGER)PREVAILS IN THE UPWIND DIRECTION FOR A DISTANCE OF AT LEAST 1500 FT. 16.ALUMINUM SOLID ROOF PANELS ARE CLASS A FIRE RATED AS INDICATED BY THE EXCEPTION IN IBC SECTION 15W.2. EXPOSURE C:SHALL APPLY WHEN EXPOSURE B AND D(SMOOTH MUD FLATS,SALT FLATS,UNBROKEN ICE AND OTHER)DO NOT. 17. AT LEAST ONE HORIZONTAL DIMENSION(PROJECTION OR WIDTH)OF COVER SHALL BE LESS THAN W. SEISMIC LOADING 18.WHERE ALUMINUM ALLOY PARTS ARE IN CONTACT WITH DISSIMILAR METALS(OTHER THAN ALUMINIZED OR GALVANIZED STEEL)OR ABSORBENT MAXIMUM Bs=150%SHOWN IN 2012 IBC FIGURE 1613.3.1(1) BUILDING MATERIALS,LIKELY TO BE CONTINUOUSLY OR INTERMITTENTLY WET,THE FRYING SURFACES SHALL BE PAINTED OR OTHERWISE SEPARATED IN Ss>150%ARE NOT REQUIRED AS PER ASCE7-1012.8.1.3 ACCORDANCE WITH THEALUMINUM DESIGN MANUAL SECTION M.7. S1 NOTAPPLICABLE TO THESE STRUCTURES SITE CLASS=D 19. WHEN A SINGLE SPAN ATTACHED UNIT IS ATTACHED TO A WOODEN DECK,THE MAXIMUM DEAD LOAD+SNOWAJVE 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=1.25 MAXIMUM CONNECTION UPLIFT LOAD IS 1366 L13S FOR 115 MPH EXP C WIND SPEED.CONNECTIONS ARE FOR MAXIMUM PATIO ROOF HEIGHTS OF 12 FT POSTS SURFACE MOUNTED=GENE UC SYSTEM»R=125 FROM GRADE.THE EXISITNG DECK STRUCTURE MUST BE ADEQUATL TO SUSTAIN THESE r,DDMONAL 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 Me. 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 LBFLOAD. 20. All structures must comply with one of the following: a All structures with a roof snow load of 30 psf or less maybe built in Seismic Design Category(SDC)A-D up tothe maalmum Ss noted In General THE BASIS OF THE DESIGN FORCES ARE IN ACCORDANCE WITH THE BASIC LOAD COMBINATIONS DESCRIBED IN IBC SECTION 93. 1605.3.1 AND NO FURTHER INCREASES ARE PERMITTED FOR PATIO COVERS RESISTING WIND OR SEISMIC FORCES. It. Structures with flat roof design snow loads over 30 psf complying with ISO Section 1613.1 Exception 01 do not require additional seismic m Structures not complying with(a)or(b)require additional engineering seismic analysis. -*7 4.THIS ENTIRE ENGINEERING PACKAGE IS NOT REQUIRED FOR MOST BUILDING PERMITS. SUBMISSION FOR A BUILDING PERMIT 21 DRIFTING SNOW IS ADDRESSED IN DETAIL MUST INCLUDE: M4. SLIDING SNOW IS BEYOND THE SCOPE OF b.b.GENERAL NOTES(2 PAGES) THIS REPORT. a RAFTER SPAN TABLECONFIGURATIONS (OR LATTICE T)RUCTURES),PANEL SPAN TABLES(FOR SOLID COVER STRUCTURES)OR BOTH Q�DFESSIO�r (FOR COMBINATION STRUCTURES) 22. ALL MIILTSPAN TABLES AND DETAILS �3 , /• �i d.HEADER POST SPACING,FOOTING EQUAL SPANS WITH A LONGEST SPAN NG SIZE AND POST TABLE FOR UVEISNOW AND WIND LOAD 2 J e.ALL APPROPRIATE DETAILS TO SHORTEST SPAN RATED OF 12. ALL U m Q EnrG� N I.OTHER DOCUMENTATION REQUIRED BY LOCAL BUILDING AUTHORITY. SPECIFICATIONS MUST BE BASED ON LONGESTACTUAL SPAN -' $ 5. CONCRETE MIX: 17s2500,300D OR 3500 PSI FOR 28 DAYS IN NEGLIGIBLE,MODERATE,AND SEVERE CONDITIONS AS SHOWN IN 15 * Q G P N F FIGURE 19042 OF THE 2012 IBC. PATIO STRUCTURES MAY BE ATTACHED TO CONCRETE SLAB WITHOUT FOOTINGS(DETAILS 28. GENERAL NOTES FOR LATTICE STRUCTURES: .( AQ AND AO)WHEN THE POST LOAD IS 750 LBF OR LESS AND THE FROST OEPTHE IS ZERO. CONCRETE SHALL BE A MINIMUM OF (PERTAINS TO LATTICE STRUCTURES(DETAILS 3.5 INCHES THICK AND NO CRACKS WITHIN 2-G OF POSTS. POSTS SHALL BE SET BACK A MINIMUM OF 41NCHES FROM EDGE OR 141) O EXPANSION JOINT OFA SLAB. 1. SEE GENERAL NOTES#3 FOR LIVE AND CAUF * EX 7 SNOW LOADS. 6. FOOTINGS HAVE BEEN DESIGNED FOR CLASS 5 SOIL FROM TABLE 18062OF2012IBC.ALLOWABLE FOUNDATION PRESSURE 2. SINGLE SPAN LATTICE STRUCTURES THAT DO DEC 18 2013 sy9 It IS 16M POUNDS PER SQUARE FOOT. LATERAL BEARING PRESSURE IS 100 PSF/FrAND IS DOUBLED PER IBC SECTION 1806.3.4. NOT USE DETAIL 27 MUST USE DETAIL 17 OR 30 Jw THESE DESIGN VALUES DO NOT APPLY TO MUD,ORGANIC SILTS,ORGANIC CLAYS,PEAT OR UNPREPARED FILLS AND MAY AND MUST COMPLY WITH TABLE Ll AND L2 ON 1FQ REQUIRE FURTHER SOIL INVESTIGATION. THE BUILDING OFFICIAL MAY ASSIGN A LOAD BEARING CAPACITY. UNITS IN ROOF SHEET MISC5. SNOWA.NE LOAD AREA OF 25 PSF OR LESS MAYBE BUILT ON 1000 PSF BEARING SOIL W/O ADDITIONAL ENGINEERING. MINIMUM FOOTING DEPTH IS THE LOCAL FROST DEPTH. �. 7. 20 PSF AND HIGHER LIVE LOAD STRUCTURES MAY BE USED AS COVERS FOR PARKING OF MOTOR VEHICLES. CARFORTS MAY 26 2015 MUST HAVE AT LEAST TWO OPEN SIDES AND HAVE FLOOR SURFACES MADE OF APPROVED NONCOMBUSTIBLE MATER AL OR ASPHALT- ICC ESR 2676(2012 IBC)12/11/2013 Page 2 of 74 SOLID PATIO TYPES ATTACHMENT CHANNEL ATTACHMENT CHANNEL IS AT LEAST 100% OF PROJECTION SEE DETAIL ALUMINUM SEE DETAIL THEN DETAIL AN IS NOT REQUIRED IF WIDTH ALUMINUM WIDTH MUST BE AT LEAST ROOF PANEL DETAIL AO OR AQ MAY BE USED ROOF PANEL 100% OF PROJECTION SEE SCHEDULE SEE SCHEDULE FUR SPANS WIDTH FOR SPANS WIDTH O, OVERHANG VARIES, SEE SCHEDULE O.H. VARIES, SEE SCHEDULE SEE DETAIL FOR SPLICE)1 SEE DETAIL FOR SPLICE PpS EE PROJECTION EET SpgCt PROJECTION 1 1/2' SO. SCROLL POS7� SCHED C 1 1/2, SO, SCROLL POSTS- 3 1/2' SLAB ATTACHMENT 4H.N07 Tp ALTERNATE, pSCEE 25Y MAY BE USED WHERE FXCfED 2q� CONCRETE SLAB REQUIRED SINGLE POST T Sl'ACIN PERMITTED. SEE SCHEDULE SEE SCHEDULE DTE NO SPLICE AT HI FOR CONSTRAINED POST AND AT END BAYS. FOOTINGS SEE y SHEET MISCS _ pOTE ANO ND SA TICE AT THIS FOOTINGS WHERE REQUIRED ) SEE SCHEDULE FOR CUBED SEE SCHEDULE FOR CUBED J^. FOOTING SIZE FOOTING SIZE Al ATTACHED SINGLE SPAN 1PATOCOVERSFOR 61 ATTACHED MULTISPAN �OfESS10 15' MAX HEIGHT FOR MAX PANEL OVERHANG MAX HEADER OTHERS MAX PANEL OVERHANG U T ALUMINUM IS 25%OF PANEL SPAN OVERHANG ALUMINUM IS 25%OF PANEL SPAN a ROOF PANEL IS 25%OF POST ROOF PANEL SEE SCHEDULE SPACING SEE SCHEDULE FOR SPANS FOR SPANS WIDTH WIDTH MAX HEADER OVERHANG OH OPTIONALi 25%OF POST SPACING O.H. VARIES, SEE SCHEDULE UFO D 18 201�3 SEE DETAIL FOR SPLICE SEE DETAIL FOR SPLICE PAST SP PROJECTION Sff T SPgCNN PROJECTION SQ. POSTS, SIZE VARIES SEE SCHEDULE SQ. POSTS, SIZE VARIES SCHEDULE III ,�y0 LFNG/ r,T, tiF�P CONCRETE SLAB CONCRETE SLAB REQUIRED IUI Q REQUIRED FOR T THIS FOR CONSTRAINED pTE NO SPLICEI AT THIS / 39 CONSTRAINED POT OST AND SAT IENDCE ABAYS. FOOTINGS POST AND ATE BAYS. FOOTINGS SEE SHEET MISCS 017 SEE SHEET MISCB SEE SCHEDULE FOR CUBED FOOTING SIZE 1 _C lF 125N'STEE 1/25cS'STEEL REBAR OR BOLT REBAR or BOLT C1 FREESTANDING W/CANTILEVER OPTION 01 FREESTANDING MULTISPAN � Y 26 2015 ICC ESR 2676(2012 IBC)12/11/2013 Page 27 of 74 FN(;INFFRS STAMP SOLID PATIO TYPES PANEL DETAIL AR,BC,BE,M5 PANEL DETAIL AR,BC,BE,M5 HEADER JLIC-E DETAILS: PANEL E,F,G.H,I SPLICE HEADER J,K L,M,N,0,P. S POST O.R,S.T.U.V,W,AU \ DETAIL M,S,U,V,W,AT, POST.AE'AM'AK'AF'�' DETAIL M,$AT, AU,AW,AX,AY,AZ AJ.AD MULTISP AU,AW,AX,AY,AZPOSTS FOR FREESTANDING AND MULTISPAN UNITS: AF AND AK(STEEL ONLY) LYJ SPLICE:X,Y,Z,AA DETAILS AN,AD,AO,MS,M7 yDETAIL AN.M7 O ATTACHED SINGLE SPAN 12' MAX HGT FOR C2 ATTACHED MULTISPAN PATIO COVERS 1V MAX HEIGHT FOR oFESSIp OTHERS 2�'�OV FO c ALUMINUM J g PANEL ISMMEL HEADER HEJER C \P CAUF� SPLICE SPLIC 6EC 182013 t DETAIL K,M.S.UV, AT, r FREESTANDING POST AU,AW,AX,AY,AZ FREESTANDINGfMULTISPAN PO DETAIL K M,S,U, W,AT, / AU,AW,AX,AY,AZ 'ONAL -..... c `gip s DETAIL AN.M7 REBAR or BOLT DETAIL AN,M7 S�q� C C LIF C2 FREESTANDING W/CANTILEVER OPTION FREESTANDING MULTISPAN MAY 26 2015 ICC ESR 2676(2012 IBC)12/11/2013 Page 28 of 74 CKIPIKICCDC CTAuo O3" "x 12" "W" PANEL O 2 2 x 24" TRI-PANEL (ALUM.ALLOY 3004-H34 OR EQUAL) (ALUM.ALLOY 3004-H34 OR EQUAL) ECORATIVE PANEL(OPTIONAL) I I FASTENER&SCHEDULE 0.018'ALUM 3003-H74#8 t LG.S.M.S.@ 12'O.C. 0.75'y�--1 SE CHART4.9 or 4.10 ,� 1 1. 0.6V 0.786° I 0.1' I 2,5p• 256' � 0.25' FASTENER&SCHEDULE 025"—I 0.381 3.00' SEE CHART 4.9 or4.10 —1.7'— 24 f T8'� II98 SMS @ 36'O/C .06' .77' 0.75' ALUM.ALLOY ALONG PANEL LENGTH 12.00' 3' © 2.25" x 6" FLAT PANEL O 3" x 6" FLAT PANEL (ALUM.ALLOY 3004-H34 OR EQUAL) (ALUM.ALLOY 3004-H34 OR EQUAL) oQ(iCF Pu 0' 6.00o g`'�G cy 1 6.000' �-- .71' .76" .71 f—7 .75' 1 U IA 10.28' 0.28' 1 IJ0.32_" J 8 n 1 r FASTENER&SCHEDULE T 028� - * 16 225' / SEE CHART 4.9 or4.10 / 3.0 FASTENER&SCHEDULE QC L0 375' SEE CHART 4.5 or 4.10 SAL\Q 0.375' r—r 775" L DEC 8� 13 I—rD.75' I� i 0 3" or 4" OR 6" INSULATED �I ROOFING PANEL ICC ESR 1599 ROOF SLOPE SHALL BE 1/4": 12"MIN. o��sg0ll Gi ALUMWUM #14 SMS W/I S'WASHER ; N SKINS #8 SMS @36"0IC SEE TABLES 420 OR 4.21 Q VP FOR SPACING ALONG HEADER T 9 LSANDWICDHSANDWICH f EXP. 217 3"TO 6' LPANEL �, N (FEMALE END) \ s'j CI I, P !L \ FCAL�F /MAY 26 2015 ICC ESR 2676(2012 IBC)12/11/2013 Page 29 of 74 FNICIAIFFRC CTALAP 0 0 0 0 0 3" SQ. STEEL BEAM DBL. 2" x 6.5" 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•SCL �I �I (— —� �— �2,� �2•� �3.0'� 3•1.00' � 0.048' 6.5' 6.5' T 8.01 0 042' 0.042 0.032 I I I I 0.042' r— T 1 T 1 B' OEfAIL L (4)#14 SMS (4)#14 SMS PER SIDE PER SIDE POST E OR STRONGER POST FOR STRONGER ( (DETAIL AJ) OET TOR DETAIL O R O 1'U Q O 6" I-BEAM J 8 3 m (ALUM.ALLOY 6061-T6) 7" I-BEAM * , 3" x 8" BEAM 4" I-BEAM (ALUM.ALLOY 6061-T6) CI STEEL INSERT (ALUM.ALLOY6061-T6) �45 I 5S� CALW (ASTM A653 GRADE 50) �0.10 —2.375— 4 J0I5 I 1DEC1 18 '��P013 ��010' 0.110 _T 0NAL 4,T PU 6.00 7.00' 4.00' 1C 8 3� 7.875" % 0.06D' r 0.80•TYP .125' P. 012011 0.059•=16 Gau I —0.07D'=14 Gau a1o5•=12cau � s'T �P 1 .15'T ��0 A FOF` o.s7s —2.a7s•—�� MAY 26 201 ICC ESR 2676(2012 IB 12/11/2013 Page 30 of 74 O 10" I-BEAM 4D2 r (ALUM.ALLOY 6061-T6) DBL. STEEL 3" x 8" C BEAM �-- — 5.50" — —I D.D42'X3'XF ALUnEIGHTJ'BOLTS O DETAI 4'0.17STEEL C INSERT DETAIL00.14"DETAIL D YEXTRUDED ALUM FASCIA EIGHT414 SMS FOR 10" 6063 T6 FOOTINGS UP TO d=45'EIGHT 1/4'BOLTS FOR FOOTINGS UP TO d=42' TWELVE 1l4'BOLTS FOR FOOTINGS UP TO d=48" FOURJ'BOLTS FOR FOOTINGS UP TO d=43' FOOTINGS UP TO d=51' STEEL POST 1.001, I - DETAILS AK FOR FOOTINGS0 UP TO d�6'OR AF FOR LARGER QROF Pu o �.1'u 0.17" ��� $ 3 11 m * l cl � .P 1.000�---{ 1.5" 1.25 CAL'FO�� 0.355—I I— V DE 18 204'� O2.25" III / FASCIA 0.0780 I r —{ 1.576 I-- 0.625""---I (— S E"Q INSERT INSERT �pF rU 5.563 6.375 0.040" 6.5" Q � IAA. ,fj 0.085 RO.078-m. I L—0.575 0.75"—I I^1 I _ ;6 1 9`lam 3.000 it EX 6t7 0.25"� 1 i \ FASCIA 0+�, C(V L i"'-2.875—I 1---3"—'1 \ �� FC L1Fb 4.510 O ROLL FORMED ALUM FASCIA 3004 H34 EXTRUDED FASCIA W/EXTRUDED FULL LENGTH INSERT 6063T6 6063T6 MAY 26 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 ® 611 x 4.5 I-BEAM SPLICE 6061T6 38' 31B'0 BOLTS 32'66' 3/8'0 BOLTS 16' i (&TOTAL) ,0' 1-1 14' 1'1' 14' 1 ( ) &TOTAL i w + 80' I .10' 8.7 + t 1 t + t t 1 + + YO 10" x 5.5 I-BEAM SPLICE 6061T6 40' 12.0 BOLTS 18' 1'1' 18' 1 (8-TOTAL) 0 N � 78 + 9.65' .14Ii QgOFES51p„ + + + + _Uy�o� PU ficm Z a n ZO 4" x 2.375 I-BEAM SPLICE 6061T6 p/ s IS' 114.0 BOLTS 1 7.5' r 11. 7.6' 1 (6-TOTAL) DE I 2013 30' I � 3.e + 1 I BEAM SPLICES ARE ON Q �O6 BOTH SIDES OF WEB 2�\ dTq VI P �0 Cp 1F� \ AY 26 2015 ICC ESR 2676(2012 IBC)12/11/2013 Page 32 of 74 © STEEL "T" BRACKET FOR 3" POSTS 3" SQ. ALUM POST AF SQ. STEEL POST ASTM A653 GRADE 33 ALUM.ALLOY 3004-1,134 ASTM A500 GRADE B �5.61— { =i 5/i6' 3.00"SQ. 1.7s O 0.16a'xT'KT O� O 0.25W"4' 1.51 1• O 3.0• 0.375X3 W ;7 O O o.taaScb•x5" 4.0'— 032" oaeexsxs• 3,a• va• atea•xsxa' 1 II Af— I-2.1a• 0.70 "A• 3/B' t.o• o.12s zs• ® 3" SQ. ALUM POST WITH SIDE PLATES ' '41 ALUM "T" BRACKET ALUM.ALLOY 3004-H34 .090" BRACKET FOR 3" POSTS 3•—'� �-3 2"1 ALUM.ALLOY 6063-T5 .032" I #10 S1S 3.00" OR Q�OFESSIO .024" @24"O.C. OPU EA.SIDE 2.40 1.375" 6.5" 3" 8- .75' * 16 LEJ .032" Cl 1\ "0 ANCHOR BOLT CA 5/8"PLASTIC PLUG 1.60" 1.5 DE 8 2013 .090"TYP. 3" SQ. ALUM POST ALUM.ALLOY 3004-1-134® /3" SQ. STEEL POST ASTM A653 SS GRADE 40 „ Al FNG� 0.032„x1.5„x1.5 024"x 2"x2" POST AJ MAG POST —3" SQ. ALUM POST R�Tkq�'NF�P 3.00"SQ. AL ALUM.ALLOY 6063-TS 3004 H34 ALUM 1 \ * EiR 13 / 17 11.0 1 3.00"SQ. 1 srgl C \ p \10 Z14nR .040"ALUM 075" .048"STEEL M. . MAY 2015 ICC ESR 2676(2012 IBC)12/11/2013 Page 33 of 74 FNI;INFFRS STAMP ON DETAIL AM IS NOT ® EMBEDDED STEEL POST 1 SINGLE SPAN ATTACHED ST UOCITUR SI OR ONLY USED in 130 mph Exposure B Areas STEEL POST ORNAMENTAL SCROLL STRAP DETAILS AF OR AK OR ALT.SOLID FILLER POST SQ.OR 2°SD. 9° 1/Y0 x B°ASTM A615 GRADE 60 REBAR O •'e. •,' 0.060°6063T6 IN alum'U*Inacket EIGHT#14 SMS 3° .• i SCREWS EACH e:'• - , : d BRACKETI 2.5'min edge distance 4. .� • ' •. •. 4'CONCRETE SLAB ,, I TZ OR(ICCE'O STAINLESS OR EMBED AND WASHILTI ER BOLT it-=-•�' R(ICC ESR 1917)W!2'EMBED AND 1°0 WASHER OR EQUIVALENT POST ON CONC. SLAB OR FOOTING FOR SINGLE SPAN ATTACHED STRUCTURES ONLY n MAXIMUM I' KU�.POST II FOUR#14 5M5 SCREWS EACH SIDE STD 3°ALUM OR STEEL BRCKT FOR FOOTINGS UP TO SEE DETAILS Al DRAG d=31" �OQp,Of PUIC �. 'IP 4°CONCRETESLAB '�:;.;:•„ "'t:'� OR FOOTING g EDGE DISTANCE * f 3/8.OR}O AINLESS OR GALVANIZED HILTI KWIK BOLT Cl �1$ S'J CIVL ST TZ(ICC ESR 1917)W12°EMBED AND 1'0 WASHER OR CALW CA,1F EQUIVALENT DEC 18 2013 MAY 2015 ICC ESR 2676(2012 IBC)12/11/2013 Page 34 of 74 ROLLFORMED HANGER INSULATED ROOFING PANEL ALUM.ALLOY 3004-H34 HANGER 3"x8" BEAM TO POST CONNECTION ALUM.ALLOY 6063-T5 USING SIDE PLATES (SEE DETAIL AH) 0.5'MIN 2.740" 0.5'MIN 1— W/O .0 /O 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 4.21 5- ww Z SEE TABLE 7.5 FOR Z Q d SEE TABLE 7.5 FOR FASTENER SCHEDUL < a #105M5 a FASTENER SCHEDULE 12°O/C FOR DETAIL E .039' 3 itS L— F- 8'OIC FOR DETAIL F TYP. 0: 0 0 0 (4)-#14 SDS @ EA. SIDE G AND H 6'OIC FOR DETAILS a a LL -I-1.880"-4 SIDEPLATE TO HEADER 05 MIN 1"O/C SPACING (4)OR(5)#14 SDS @ EA SIDE FOR 120 MPH EXP B "ON 0.5'MIN 0.5'MIN 24"O/c approx SLAB" MATCH HEADER REQUIREMENTS USE(5)#14 SDS FOR 120 MPH EXP C, 140 MPH EXP B"ON SLAB" OR d=29" FOOTINGS gCONTROLLOCKCKijk3ll"X 3"ALUM. OR ® STEEL POST PANEL 3" SQ. STEEL BEAMS ® (ASTM A653 GRADE 40) I1 FOUR#14 SMS PER HEADER OFEssIDETAILS U,V AND W 3'SO. T Q� .P(JC.FOUR#14 SMS EACH SIDEMAX FOOTING IS d=30" CI ��P 6 1 ,� CAUk� 1 P.6 1 0 0 1'MIN DEC 18 2013 #14 sms 0 o.oaox3'x3• STEEL HEADER q FC L1hO ALUM POST DETAIL J STEEL POST DETAIL AF OR AK DETAIL Al MAY 26 2015 ICC ESR 2676(2012 IBC)12/11/2013 Page 35 of 74 rnlr_Inlccoc creLAo ® 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#14 SMS FOR FOOTINGS UP TO d =32" SCREW REQUIREMENTS ROOF PANEL '—° In 8. — — — — — — — DETAIL AXIS 0 0 0 0 3 x x .042" HEADER W/STEEL INSERT Q QQ 041. _ _ _ _ _ _ _ _ NOT USED BOLT LAY OUT " Four 1/4'0 BOLTS TOP VIEW 2 Y2 OUR#14 SMS 4 X3"ALUM I BEAM W/1'WASHERS 6'X4"ALUM I BEAM 0 7'x5.5"ALUM 1 BEAM STEEL OR ALUM T-BRACKET I BEAM o 0 (Detail Al or AG) J—Iit 1 min 1.5"MINMIN I I I STEEL BRACKET I I �I DETAIL AG 3"X 3"STEEL POST I I FOUR#14 SMS I I I I max footing she is d=35' SIX#14 SMS STEEL POST,DETAIL AK max footing she Is d=40' ¢OfESS1p 5�4Pt� -p0 c 6 m - O NOTCHED I BEAM TO POST 8 CONNECTION * 16 SEE TABLE 4.9 OR 4.10 FOR cl SCREW REQUIREMENTS` C(�L•\F DECX3 2013 mE I'I FOUR 'BOLTS FOR 112 T DETAIL BA NOT I BEAM FOUR 1/2'BOLTS FOR 10"I BEAM USED s�oNA�FN T'X5.5'ALUM I BEAM of P.. 1Y'X5.5'ALUM I BEAM QQ- �1 Al. mE NOTCH I BEAM FLANGE 6 \ TO CLEAR SQ POST .6 1 i \ I `PTq qVi 1 FCAIF DETAIL AF STEEL SQUARE POST MAY 26 2015 ICC ESR 2676(2012 IBC) 12/11/2013 Page 36 of 74 pL,l�ve]Snow Load RAFTER MAX DISTANCE TO FIRST ROW OF POSTS"L" ij PANEL TO EXISTING EAVE ROOF COVERING IS A MAXIMUM OF 3 PSF ofid Corner Wind SI2E ___-__ _ -EAVE OVERHANGHEAVIER ROOF COVERING SHALL REQUIRE 24"O/C 6" 12" 16" 24" 30"NECTION ADDITIONAL ENGINEERING ANALYSIS 10psf 2%4 264 18'-1" 10'-6" 6-2" 32" 115MPHEXpB 2%6 264' 26-4' 264' 20'-1O" 14'-10"20 GA ASTM A653 GRADE 33 STEEL BRACKET La16ce=120 C 2%8 264 26 4' 25-4' 26-4' 25-4' DF WOOD FASCI FOUR#8 WOOD SCREWS INTO RAFTER AND 10 psf 2%4 26.4'- 15'-10" 9'-2" __ 6-4" _ 2'-9" SEE GENE 2X FASCIA 130 MPH E1p B 2x6 25.4 26-V 26-4' 18'-3" 13'-1"0.019"AL ONE PER RAFTER -------E - -- - --_-- —' -'LafGc�140 C 2%8 26-4' 26-4' 25'-4' 25'-4' 26-4'#14X2'SCREWsDF#20R BETTER 10�'—f_-___. __- 4__ _.-2$'-4' 15r_1n 6'_6n 5_•r' •Lr_6n _SEE TABLE 7.5115 MPH E)p C _2%6 25-- 26-4' 25'-0" 1T-4" 12'-4"FOR BPACING - _ — __. _ -- .._2%8 26-4' 26-4' 25'-4' 25-4' 24'-6" 20GA.UGE __. 1�f 2x4 25-4' 13'-0" T-& V4' _2'-3" ASTM A653 130 MPH pp_q__ 2x6.__ 26-4' 26-W 21'-6" 14'-10" 10r_8nGRADEW/ WOOD STUfACE OF D OR 2X8 26-V-- - 26-4' 264 26-W 2V-1" ANGLEEWS #6scREws BEARING WALL _ _ 10 Ps 2x4_ 2§'-4' 11'-9" _ _6'-9° _ 4'-0"_- 2'-1"-- EXlsr.EAVE 140 MPH Exa C_ —2x6 25'-4' 25'-4' _ _19'-6" --- - -- IF PROJECTION OVERHANG 2%8 264 26-4 264 25'-3" 19'-1" SEE PANEL 20 f 2x4_ _ 18'_1' 9'-2" 5'-3" 3'-1" 140MPHE)pC_ _2%6 -- 18-1 _ _ 18'_1' _ _ 15'_3"_ . _lQ'-T'_ _ T-6" �ypFE$SIO �o ?U 1 E Live/Snow Load RAFTER MAX DISTANCE TO FIRST ROW OF POSTS.U. u? c?n LEDGER TO STRUCTURE Solid Cover Wind. _ SIZE_ _EAVE OVERHANG- 8 " 24"O/C 6" 12" 18" 24" 30" CONNECTION 10 psf 2%4 25'-V 20-9" 1z o" 7 r' 3 V' EXISTING __ 2x6 25'-0'_ 25'-0' 25 0' 23-10" 1T 1" SHEATHING Latfice=130 Exp C 2%8 25-0' 25-0' 1 25-V 26-9 25-V CAUFp / __10 psf 2%4 _ 20-V 19 3" _ 11 6" _ 7 1" _ 3 8" EC 18 201 EXISTINGDFWOOD i SEAL TOP COMPLETELY _ 2%6 ZO-O' 2O O' ZO 0' ZD-O' 16'-T' ' 1� FRAMED WALL CONTINUOUS 2 x6'DOUGLAS FIR LEDGER OR PROVIDE SIMPSON Latfice=140 E -0 C 2%8 20 ' 20 0' 20 0' 20-0' 20'-V '�. STRONG TIE MSTA38(ICC ESR 2105) 20 psf 2%4 18-0' 11-1D" 6-10" 4-1" T-1" AT SPLICE LOCATION __-R1 1 ---- .-. — -- -----_-_.- QOF gSQ COVER W1 D.019'ALUMINUM __ _ -— 2%6 1 O' 19-0' 18'-0' 13'-9" 9'-10" 'P�, 1/a"LAG SCREW 2x8 18'-V 18'-0' 1 -6" 1 -9.1 18'-0' Fp 25 psf 2%4__ 18'-0' 11'-3" 6'-6" 3'-9" 1'-10" SEERAF TABLE 7.7 FOR MAX — —"--- - -- 6 39\ RAFTER SPANS 2%6-_ ._-18_0' __18''0'_ __ 18'-0' _---13'_0" 9'_2"_ _ SEE GENERAL NOTE#8 2x8 18'-U 18'-9 18'-O' 18'-0' 18'-0' 7 30 psf _ 2%4 16 0'_ 9 2" 6-1" 2'9" 0-0" - 2K6 16' V 16'-0' 15'-4" 10'4" 7-Z' sTgT VI EXISTING I"STUCCO _. _- OR EQUAL 2%8 16'-0' 16'-0' 16'-0' 16'-0' 14'4' FC l 22F EMBED INTO WOOD FRAMING WITH MIN SG=0.5 MAY 26 2015 ICC ESR 2676(2012 IBC)12/11/2013 Page 37 of 74 FNl:INFFRC CTAMP SOLID COVERS 4.0 PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURES FOR HIGH WINDS R¢OFVIOk U `G/,(� 225"x6"Flat Panel(Single Span)Detail G 3"x1A'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 �^ j Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure United Duralume Snow Load Gauge Exp B Exposure C Snow Load Gauge Exp B Exposure C Snow Load Gauge Exp B Exposure C Snow Load Gauge Exp B Exposure C 350 S.Raymond Ave U 3 (psf) (in) 140 1 120 130 140 (pat) (in) 140 1 120 130 140 (psf) (in) 140 120 130 140 s n 140 120 130 140 Fullerton,CA 10 0.018 8'-1" T-11" T-4" 6'-10" 10 0.021 6'-2" 6'-2" 5'S" 3'-11" 10 0.018 5'-10" 5'-1d' VS" 3'-7" 10 0.018 10'-11" 10'-10" 8'-1" T-6" LIVE 0.024 11'-9" 11 W' 11'-1" 10'3" LIVE 0.024 e'-1" B'-1" T-1" 5-0" LIVE 0.024 7'-7" T-T' 6'-11" 6'-5" LIVE 0.024 1T-10" 13'-10" 13'-0" 12-3" Carl Putnam,P.E. , 0.032 IT-10" IT-10" 13'-1" 12'-7" 0.032 11'-10" 11'-10" 11'-I" I W-B" 0.032 1V-3" 1V-2" 8'4' 7'-9" 0.032 1V-4" 1V-4" 15'-4 14'-9" 34411vylink Place 0.038 14'-T' 14'-7" 14'4" 13'-8" 0.044 14'-9" 14W" 13'-11"1 134S" 0.038 12'-5" 12'-5" 1T-7" 10'-9" 0.038 18'-1" 18'-1" 17'-0' 16'S" Lynchburg,VA 2 503 20 0.018 T-6" 7'S" T-1" 6'9" 20 0.021 4'-2" 4'-1" 9-8" N4' 20 0.018 5-2" 4'-8" V-V 3'-7" 20 0.018 8L10" 8'-8" 8'-1" 7'-6" (434)384.2514 CAL1F 0 CAU LIVE 0.024 9'-3" 9'-4" V-9" B'-5" LIVE 0.024 6'S" V-4" V-10" V-4" LIVE 0.024 T-1" 7'-0" 6'-9" V-5" LIVE 0.024 12'-1" 11'-11" 1V-6" 11'-0" cartputnam@comcastnet 0.032 12'-2" 12'-0" 11W" 11'-1" 0.032 9'-3" 9'-2" V-10" B'-5" 0.032 8'-10" 8'-g" 8'4" 7'-9" 0.032 14'3" 14LI" 13'-7" 13L1" DEC 18 2013 262015 0.038 13'S" 13'-2" 12'-9" 12'-3" 0.044 12'-11" 12'-9" 12'-4" 1 0.038 1 11'-1" 10'-11" 1OLT' 9-0" 0.038 15'-10" 15'-7" 15'-1" 14'-6" MAXIMUM ALLOWABLE TRIBUTARY WIDTH AND410 SCREWS 25 0.018 7'S" T-5" T-0" 6'-8" 25 0.021 4'-1" 4'-1" 3'-B" 3'-3" 25 0.018 4'-8' 4'-8" 4'S" 3'-7" 25 0.018 8'-B" 8-8" 8'-1" 7'S" FOR PANELIHEADER COMBINATIONS Table 4.9 0.024 9'-2" 9'-2" 8'3" 8'-3" 0.024 6'-4" 8'-4" 5'-9" 5'-2" 0.024 7'-0" T-0" 6'-B" 6'-4" 0.024 1V-11" 11'-11" 11-4' 1V-0" Panel#of#10 screws PER FOOT to attach 4anal to header 0.032 12'-0" 12'-0" 11'S" 11'-l" 0.032 9'-2" 9'-2" 8'-8" 8'-4" 0.032 e'-9" V-9" 8'-3" 7'S" 0.032 W-1" W-1" 13'S" 13'-1" Headers aug 1 I 2 1 3 2 I 3 1 4 2 1 3 1 4 1 5 0.038 13'-2" 13'-2" 12'-7" 12'- 0.044 12W' 12'-9" 12'-2" 11 L10" O.038 10'-11" 10'-11" 10'-5" V-11" 0.038 15'-T' 15'-7" 14'-11" 14'S" (in) 115 MPH Exp B 115 MPH Ex C 14D MPH Ex C 30 0.018 T-1" 7'-0" 6'-9" V-6" 30 0.021 V-10" 3LS" 3'S" T-l" 30 0.018 4'-7" 4'S" 4'4" 3'-7" 30 0.018 8'4' 8'-3" V-0" T-6" Dble 2x6.625 0.018 3' 6' 9' 4' V MAX3' 4' MAX MAX 0.024 8'-9" 8'-8" 8'-5" 8'-0" 0.024 5'-10" 5'-9" 5'-4" 4'-D" 0.024 6L9" "" 6'-5" 6'-2" 0.024 1 V-4" 1l-W' 10'-10" 10'-5" RF Fascia 0.018 3' 6' MAX 4' MAX MAX 3' MAX MAX MAX 0.032 1V-5" 11'S" 10'-11" 10'6" 0.032 8'-10" V-8" 8'S" SLV 0.032 8'-5" 8'-3" 8'-0" T-8" 0.032 13'S" 13'-5' 12'-10" IZ4 3x8 0.018 3' 6' 9' 4' V MAX 3' 4' MAX MAX 0.038 12'-7" 12'-7" 12'-1" 1V-7" 0.044 12'-2" 12'-2" 1V-B" 11'-2" 0.038 101S" 101S" 9'-0" 8'-8" 0.038 14'-11" W-11" 14'S" 13'-9" All Others 0.018 3' 6' 9' 4' 6' MAX 3' 4' MAX MAX 40 0.018 6'-T' 6'-7" 6'-W" 6'-1" 40 0.021 T-5" 3'-0" 3'-0" 2'-10" 40 0.018 4'3" 4'-3" V-1" 3'-7" 40 0.018 T-9" 7'-9" TS" 7'-2" Dble 2x6.625 0.024 4' 8' MAX 6' 9' MAX 4' V 8' 0.024 8'-2" 8'-1" T-10" T-7" 0.024 4'S" 4'4" 4'-0" 3'-8" 0.024 6'-3" 6'-2" 5LIV 5'-9" 0.024 10'-5" S '-11" R 9' " 9'-2" BF Fascia 0.024 4' MAX MAX 6' MAX 6'4' MAX 0.032 10'S' 10'-5" 9'-3" 9'-0" 0.032 8'-3" 8'-2" T-10" 7W" 0.032 T-10" T-9" T-5' T3" 0.032 12'-4" 12'-3" IV-11" 11'-6" 3x8 0.024 4' 8' MAX 6' 9' MAX 4' 6' 8' 0.038 11'-7" 11'S" 11'-2" 10'-10" 0.044 1T-2" 1V-1" 10'-9" 10'S" 0.038 V-10" 8'-9" 8'-5" 8'-2" 0.038 13'-9" 13L-P* 13'3" 12'-10" All Others 0.024 4' 8' MAX 6' 9' MAX 4' 6' V MAYA 60 0.018 V-10" V-10" 5'-B" 0'-0" 60 0.021 0'-0" V-0" 0'.0 0'-0" 60 0.018 0'-0" "" 0'-0" 0'-0" 60 0.018 V-11" 6'-11" 6'-8" 0'-0" Dble 2x6,625 0.032 5' 11' MAX 8' 11' MAX 5' 8' 10' MAX 0.024 T-3" 7'3" 7'-0" 0'-0" 0.024 0'-0" 0'-0" 0'-0" 0'-0" 0.024 V-6" 5'-6" 5'-0" 0'4' 0.024 8'-6" B'S" 8'-3" 0'-0" RF Fasr:ia 0.032 5' MAX 8' MAX MAX 5' MAX MAX MAX 0.032 8'-7" e'-7" 8'-4" 0'-0" 0.032 T-0" T-0" 6'-7" 01 V, 0.032 6'-11" 6'-11" 6'S" 0'-D" 0.032 10'-9" 10'-9" 10'-5" 0'-0" 3x8 0.032 5' 11' MAX 8' 11' MAX 5' 8' 10' MAX 0.038 9'S" 1 "" 9'z' 1 0'-0" 0.044 9'-1" 9'-1" 8'-10" 0'-0" 0.038 T-10"i T-10" 1 7'-7" 0'-0" 0.038 11'-11" 1l'-11" 11'-7" 1 1V-5" All Others 0.032 5' 11' MAX 8' 11' 1 MAX 5' V 10' MAX TABLE 4.11 TABLE 4.12 _ TABLE 4.13 TABLE 4.14 Dble 2x6.625 0.038 6' 11' MAXI 8' I 12' IMAX 5' 8' 10' WAR SINGLE SPAN TABLES NOTE:PANELS MAY OVERHANG 26-A OF THEIR CLEAA RSPAN RF Fascia 0.038 6 MAX M 9' MAX MAX 6' M,V(MAX MAX 225"x6"Flat Panel(Multispan)Detail G 3"xl2"W Panel(Multis an)Detail E 2.5"x 24"Tri Vee Panel(MulBs an)Detail F 3"x6"Flat Panel Multis Detail H 3x8 0.038 6' 1T MAX 9' 14' MAX 6' V 12' MAX Ground Panel Wind Speed and Exposure Ground Panel Wlnd Speed and Exposure Ground I Panel I Wind Speed and Exposure Ground Panel Wind Speed and Exposure All Others 0.038 6' 1V MAX 9' 14' MAX 6' 9' 12' MAX Snow Load Gauge Exp S Exposure C Snow Load Gauge Exp B Exposure C I Snow Load Gauge lExp B lExposure C Snow Load Gauge Exp B Exposure C pst) (in) 140 1 120 130 140 (p in 140 1 120 130 140 (pso (in) 140 1 120 13D 140 s (in) 140 120 130 140 'MAX'means the maximum possible tributary width 10 0.018 "" 8'-8" 8'-2" 7'-10" 10 0.021 3'-10" 3'-10" 3'S" 3'-1" 10 0.018 6'-6" 5-6" 6'-0" 5'-9" 10 0.018 9'-T' 9'-7" 9'-0" 9'-10" Minimum number of screws is on per panel LIVE 0.024 11'-1" 11'-1" 10'S" 10'-0" LIVE 0.024 B'-3" 6'-3" 5'-7" 5'3" LIVE 0.024 B'-2" e'-2" T3" T-0" LIVE 0.024 12'-9" 12'-9" 12'-0" 13W' MAXIMUM ALLOWABLE TRIBUTARY WIDTH AND#14 SCREWS 0.032 13'S" 13'3" 12'-10" 12'A" 0.032 9'-9" V-9" 8'-t0" 8'-3" 0.032 10'-0" 10'-0" 9'-5" 9'-1" 0.032 16'4' 16'4" 15'-4" 16'3" FOR PANELIHEADER COMBINATIONS Table4.10 0.038 14'-7" 14'-7" 14'-0" 1"" 0.044 14'3" 14'-3" 13'-1" 12'S" 0.038 11'-3" 11'-3" 10'-7" 10'4' 0.038 W-1" 18'-1" 17'-0" 18'-0" Panel#of#14 screws PER FOOTto attach panel to header 20 0.018 T-7" 7'-5" T-2" V-11" 20 0.021 V-2" T-1" T-10" 2-7" 20 0.018 5'-0" 6.5" V-2" 4'3" 20 0.018 814" 8'-2" 7'-11" 8'S" Headers Gauge 1 2 1 1 1 I 2 1 3 1 2 1 3 1 4 LIVE 0.024 9'-B" V-61 9'-2" 8'-10" LIVE 0.024 4'-0" V-11" 3'-B" 3'-4" LIVE 0.024 7L1" 7'-0" 6'-9" 6'-5" LIVE 0.024 11'-1" 10'-11" 10.7" 11'4" (in) 115 MPH Exp B 115 MPH Ex C 140 MPH Exp C 0.032 11'-11" 11'-9" 1V-4" 10'-11" 0.032 7'-10" 7'-7" T-2" 6L8" 0.032 8'-9" 8'-7" 8'-0" T-11" 0.032 14'3" 14'-1" 13'-7" 14'S" Dble 2x6.625 0.018 6' MAX MAX 4' MAX MAX 3' MAX MAX MAX 0.038 1 IT-5" 13'-2" 12'-9" 12'4" 1 0.044 11'-10" 11'-7" 11'-1" 10'-5" 0.038 9'-10" 9'-8" 9'4" 8'-11" 1 1 0.038 15'-10" 15'7" 15'-1" 16'-1" RF Fascia 0.018 6' MAX MAX 4' MAX MAX 3' MAX MAX MAX 25 0.018 7'-5" T-5" 7'-1" V-11" 25 0.021 3'-1" 3'-1" 2'-9" 2'-I" 25 0.018 5'-5" V-5" 4'-5" 4'-2" 25 0.018 8'-2" 8'-2" 7'-10" 8'-4" 3x8 0.018 6' MAX MAX 4' MAX MAX 3' MAX MAX MAX 0.024 9'-6" 9'-6" 9'-1" V-10" 0.024 V-11" T-11" V-7" T3" 0.024 7'-0" 7'-0" 6'3" V-5" 0.024 10'-11" 10'-11" 10'-5" 11'-I" All Others 0.018 6' MAX MAX 4' MAX MAX 3' MAX MAX MAX 0.032 1 V-9" 1 V-9" 1 V-2" 10'-11" 0.032 7-7" 7'-7" 7-0" 6'3" 0.032 8'-7" 8'-T' 8'-2" T-11" 0.032 14LV 14'-1" 13'-5" 14'3" Dble 2x6.625 0.024 7' MAX MAX 5' 10' MAX 3' 7' MAX MAX 0.038 13'-2" 13'-2" 12'-7" 12'-3" 0.044 11'-7" 11'-7" 10'-10" 10'-6" 0.038 91S" 9'S" 9'-3" 8'-11" 0.038 15'-7" 15'-T' 14'-11" 15'-10" RF Fascia 0.024 MAX MAX MAX 6' MAX MAX 4' MAX MAX MAX 30 0.018 71-1" 7'-1" V-9" 5'-0" 30 0.021 2'-10" 2'S" 2L7" 2'-0" 30 0.018 4'S" 4'-5" 4'-3" 4'-0" 30 0.018 T-19" T-10" T-5" T-11" 3x8 O.D24 8' MAX MAX 6' MAX MAX 4' 8' MAX MAX 0.024 9'-1" 9'-1" V-87 8'4" 0.024 3'-8" V-T' 3'-4" 3'-1" 0.024 6'S" 8'3" 6'4' 6'-1" 0.024 10'-5" 10'-5" 10'-0" 10'-7" All Others 0.024 8' MAX MAX 6' MAX MAX 4' 8' MAX MAX 0.032 11'-2" 11'-2" 10'-9" 10'-4" 0.032 T-0" T-0" V-6" 6'-1" 0.032 V-2" V-2" 7'-10" T-6" 0.032 13'-5" 13'-5" 12'-10" 13'-7" Dble 2x6.625 0.032 7' MAX MAX 5' 10' MAX 3' 7' 10' MAX 0.038 12'-7" 12'-7" 12'-1" 11'-7" 0.044 1OL10" 1OL10" 1OL2" 9'-7" 0.038 9'-3" 9'-3" 8'-10" 81S" 0.038 14'-11" W-11" 14'3" 15'-1" RF Fascia 0.032 8' MAX MAX6' MAX 4' MAX MAX 40 0.018 6'-6" 6'-5" 6'-3" V-1" 40 0.021 2'-2" 2'-1" 1'-11" ILL' 40 0.018 414' 4'-1" V-10" T-9" 40 0.018 7'-2" 7'-1" V-11" 7'-2" 3x8 0.032 1D' MAX MAX7' MAX M 4' 9' MAX MAX 0.024 8'-4" 8'3" 8'-0" T-9" 0.024 T-2" T-1" 2'-11" 2'-9" 0.024 V-1" 6'-0" V-10" 5'3" 0.024 9'-T' 9'S" 9'3" 9'-7" All Others 0.032 11' MAX MAX B' MAX M 5' 10' MAX 0.032 10'4" W02" 9'-11" 9'-7" 0.032 6'-1" 6'-0" 5'-9" 5'S" 0.032 T-6" 7'S" T3" T-O" 0.032 12'-4" 12'-3" 11'-11" 12'-4" Dials 2x6.625 0.038 7' 15' M 5' 10' 3' 7' la 0.038 1V-7" 1T-6" 1V-2" 10'-1 D" 0.044 9'-7" 9'-5" 9'-1" 8'-B" 0.038 8'-0" 8'-5" 6'-2" 7'-11" 0.038 1T-9" 13'-7" 13'-3" 13'-V RF Fascia 0.038 MAX 4' 7' MAX MAX 60 0.018 5'-7" 5'-7" 5'-5" 5'-4" 80 0.021 0'-0" 0'-0" 0'-0" 0'-0" 60 0.018 3'S" 3'S" 3'-4" 0'-0" 60 0.018 6'-2" 6'-2" 6'-0" 6'3" 3x8 0.038 1D' MAX MAX 7' 13' 4' 9' MAX 0.024 7'-P" 7'-2" 7'O" 6'-11" 0.024 0'-0" 0'-D" 0'-0" D'-0" 0.024 5'-2" 5'-2" 4'S" 0'-0" 0.024 8'-3" 8'-3" 8'-0" B'-0" All Others 0.038 13' MAX MAX 9' MAX 6' 12' MAX 0.032 8'-11" 8'-11" 8'-B" 8'S" 0.032 4'3" 4'-3" 4'-0" 0'-0" 0.032 6'S" 6'-6" 6'-4" 6'-2" 0.032 10'-9" 10'-9" 10'S" 1g'-10" 0.038 1D'-1" 10'-1" 9'-10" LE9'-8" 0.044 T-9" T-9" T-5" T-2" 0.038 7'4" 7,-4" 7'-2" T-0" 0.038 11'-11" 11'-11" 11'-7" 12'-1" ICC ESR 2676(2012T18, 1�/ /2013 TABLE 4.16 Page 3jetW 4.17 TABLE 4.18 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(ftJ 10 3" 0.024 14'-10" 14'_3" 13•_9„ 12,_9" 12'A" 11'-11" 11'-6" 11'-1" 12'_9" 12'-6" 12'4" 11'-9" 11'A" 10'-9" 10'-1" 9'-6" Carl Putnam,P.E. 3" 0.032 15'-10" 16-5" 15-1" 14'4" 13'-11" 13'-6" 13'-1" 12'-6" 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'-1" 12'-3" 11'-7" 11'-0" Lynchburg,VA 24603 4" 0.032 19'-2" 18'-8" 18'-3" 17'-3" 16'-8" 16'-1" 15'-5" 14'-10" 17'-3" 17'-0" 16'-B" 15'-9" 15'-2" 14'-3" 13'-5" 12'-7" carlputnam@comcastnet 6" 0.024 20'-8" 20'-1" 19'-7" 18'-6" 17'-7" 16'-9" 15'-10" 15'-0" 18'-0" 18'-0" 17'-7" 16'4" 15'-5" 14'_2" 13'-6" 13'_3" 6" 0.032 22'-9" 22'-5" 22'-0" 21'-3" 20'-6" 19'-9" 19'-0" 18'3" 21'-3" 20'-11" 20'-6" 19'4" 18'-7" 17-6" 16'-6" 15'-6" 20 3" 0.024 11'-11" 11'-9" 11'-6" 11'4" 10'-11" 10'-7" 10'-3" V-10" 11'-4" 11'-1" 10'-9" 10'-5" 10'-0" 9-6" 9'-1" 0'-0" 3" 0.032 13'-6" 13'4" 13'-1" 12'-11" 12'_6" 12'-1" 11'4" 11'-3" 12'_11" 12'-8" 12'_3" 11'-11" 11'-5" 10'-11" 10'4" 0'-0" 4" 0.024 13'-11" 13'_8" 13'-5" 13'-1" 12'-7" 12'-1" 11'-9" 11'4" 13'-1" 12•_10" 12'_3" 11'-11" 11'-6" 11'-O" 10'-6" U-0" 4" 0.032 16'-1" 15'-9" 15'-5" 15'-2" 14'-6" 14'-0" 13W" 13'-0" 15'-2" 14'-10" 14'-3" 13'-10" 13'-3" 12'-7" 12'-0" 9-0" Max Overhang is 25% of span 6" 0.024 16'-9" 16'4" 15'-10" 15'-5" 14W" 14'-0" 13'-10" 13'-V' 15'-5" 16-0" 14'-2" 13'11" 13'-7" 13'-3" 12'-11" 0'-0" Single Spans Only 2 P1 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" 1T_9" 11'-6" 11'-1" 10'-9" 1U-5" 10'-1" 9'-10" 11'-1" 10-11 10-9" 10'-3" 10'-0" 9'-6" 9'-1" 0'-D" � ESS10 68 9 T. 0.032 13'-4" 13'-4" 13'-1" 12'-8" 12'-3" 11'-11" 11'-7" 11'-3" 17-8" 12'-6" 12,-3" 11'-9" 11'-5" 10'-11" 10'-4" O'-O" .9 .PU 4" 0.024 13'-6" 13'-B" 13'-5" 12'-10" 12'_3" 11--11" 11'-7" 11'A" 12'-10" 12'-7" 12'3" 11'-9" 11'-6" 11'-0" 10'-5" 0'-0" =5 C 6'a f3 /2417 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" 6" 0.024 16'4" 16'4" 15'-10" 15'-0" 14'-2" 13'-11" 13'-8" 13'-6" 15'-0" 14'-7" 14'-2" 13'-10" 13'-7" 13'4" 12'-10" 0'-0" $ 6" 1 0.032 1914, 1914" 19'-0" 18'-3" 17'-6" 17'-D" 16'-6" 16'-C" 18'-3" 17'-10" 17'-6" 16'-9" 16'3" 15'-6" 14'-9" 0'-0" 5 TF C p 30 3" 0.024 11'-1" 10'-11"10'-11" 10'-7" 10'-3" 10'-0" 9'-B" 9'-3" 10'-7" 10'-5" 10'-3" 9'-10" 9'-4" 9_0" 0'-0" O'-O" it * 0 F 3" 0.032 12'-8" 12'-6" 12'-6" 12'-1" 11'-9" 11'-5" 11'-1" 10'-6" 12'-1" 11'-11" 11'-9" 11'4" 10'-9" 10'4" V-0" 0'-0" CI 4" 0.024 12'-10" 12'-7" 12'-7" 12'-1" 11'-9" 11'-6" 11'-2" 10'-8" 12'-1" 11'-11" 11'-9" 11'4" 10'-10" 10'-5" 0'-0" 0'-0" . .CAL\F� MAY 26 2015 4" 0.032 14'-10" 14'-6" 14'-6" 14'_0" 13'-7" 13-3" 12'-10" 12'-3' 14'-O" 13'-10" 13'-7" 13'_0" 12'-5" 12'-o" 0'-0" 0'_0" 6" 0.024 16-0" 14'-7" 14'-7" 14'-0" 13'-10" 13'-7" 13'4" 13'-0" 14'-0" 13'-11" 13'-10" 13'-6" 13'-2" 12'-9" O.-D., U-0" DEC 182013 6" 0.032 18'-3" 17'-10" 17'-10" 17'-3" 16'-9" 16'-3" 15'-9" 15'-0" 17'-3" 17'-O" 16'-9" 16'-0" 15'-3" 14'-9" U-0" U-0" Table 4.19 Trib Exposure B Exposure C Trib Exposure B Exposure C Width 110 115 120 130 140 160 170 1 110 115 120 130 140 160 160 170 Width 110 115 120 130 140 160 170 1 110 115 120 130 140 150 160 170 (ft) MAX SCREW SPACINGS FOR 0.024" PANELS (ft) MAX SCREW SPACINGS FOR 0.032" PANELS 3 12 12 12 12 12 11 10 12 12 12 12 10 9 8 7 3 12 12 12 12 12 12 12 12 12 12 12 12 12 10 9 4 12 12 12 12 11 8 7 12 11 10 9 8 7 6 5 4 12 12 12 12 12 11 10 12 12 12 12 10 9 8 7 5 12 12 12 10 9 6 6 10 9 8 7 6 5 5 4 5 12 12 12 12 11 9 8 12 12 11 9 8 7 6 5 6 12 11 10 8 7 5 5 8 8 7 6 5 4 4 3 6 12 12 12 11 10 7 6 11 10 9 8 7 6 5 5 7 10 9 8 7 6 5 '47 7 6 6 5 4 4 3 3 7 12 12 11 10 8 6 5 9 9 8 7 6 5 4 4 8 9 8 7 6 5 4 4 6 6 5 4 4 3 3 3 8 12 11 10 8 7 5 5 8 8 7 6 5 4 4 3 9 8 7 7 6 5 4 3 6 5 5 4 3 3 3 2 9 10 10 9 7 6 5 4 7 7 6 5 4 4 3 3 10 7 6 6 5 4 3 3 5 5 4 4 3 3 2 2 10 9 9 8 7 6 4 4 7 6 6 5 4 4 3 3 11 6 6 5 5 4 3 3 5 4 4 3 3 2 2 2 11 9 B 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 1 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 1 4 4 4 3 3 2 2 2 Table 4.20 Table 4.21 ICC ESR 2676(2012 IBC)12/11/2013 Page 40 of 74 SOLID COVER 6.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS HIGH WIND AREAS 0.NZT TW"Box Beam (Detail L) Double D.04T'X3W'Beam(Detail M) Double O.D32'x2'W.5"Beam(Detail K) 0.042x3'k6"Box Beam (Detail L) Double 0.092k3'k8"Beam(Detail M) Double 0.032"x2'W.5"Beam(Detail K) TABLE 6.1 Attached Freeslandingor Attarh8d Freestanding or Attached Freestandingor TABLE 6.1 Altachetl Freeslantling or Altarhed Freestanding or Attar d Fresuanding or SWdure Mulbspen Units Structure Multispan Units Structure Muldspan Units I Structure IMulfispan Units SLuoure Multispan Units I SWcture Multispan Units GROUND TRIB POST MAX MAx P09TLENGTH MAX MPXFE MNC MMPMTLENGTH GROUND TRIB POBT MAY MW(MST LENGTH MAX MAXPOSTLENGTH MVf MPXP09TLENGTH aNOW WIDT1 9PACING PORT MIN FOOTER 0' I 1N I tY POST MIN FOOTEi 8' POSrMIN FooiFA B' ' 1D' I 12' SNOW IMDTH BPACIN POST MIN OOTFl 8' 10' 12' PoSr MIN omE 8' I ID' I fY POSr MIN W 8' ( 10' ItYLOAD (Fn ONSIAB SPACING POST see CONSTRAINED FOOT SPACI POST SIZE CONSSPACING POST SEE C SWUUNEDF00 LOAD (FT) ONSIAB SPACIN PoSf 511E CONSTRAINED FOOTER SPACIN POST SUE CONSIMANEO FOO PACIN POST SIZE C.Iat.NED FDO(PSF) (FT) (FT) TYPE -d 'd 'd 'd (FT) TYPE 'd 'd (FT) TYPE W •d ' ' POP) (FT) (FT) TYPE 'd 'd -T 'd (FT) TYPE 'd -T V •d (F I) WPEOn) On) OD) OD1 0m 9n) () fN M) 0n) 0n) () On) PD) On) M) ON M) OD) ON fnl M7 120 MPH EXPDSUREC m 140 MPH E SURE B or I"MPH EXPOSURE B or 140 MPH EXPOSURE B 10 3 22-0' 940' B 22 26 20 28 R'$- O 25 28 30 32 9'-9' B 22 25 27 28 25 3 11'4• B'-2• B 20 25 3] 28 12-]- D 23 2] 29 30 8'-Y B 30 M 26 27 LIVE 3.5 19'-5' 8'-11- B 22 25 27 29 134• O 25 28 30 31 8'-W B M 25 26 28 3.5 BS T-5- C 21 24 26 27 11'J' D 24 21 2a 30 T-S 0 21 24 25 27 LOAD 4 1TA. B'3" B 23 25 27 20 IZ4' D 26 27 29 31 0'-]' B Y! 24 26 27 4 B'$• 6'-9- L 21 24 26 27 IT-F D 24 26 28 29 WAT C 21 23 25 M ONLY 4.5 15'-1- TS 0 23 25 26 28 11'-0' D 26 P 29 30 T-0' O 23 24 25 P 4.5 TS SS C 21 24 25 27 SS D 25 26 20 )9 6'4- 0 22 23 24 26 5 1J'4• T-I' C 25 24 26 27 19-11• D 27 27 2d 30 TS 0 23 23 25 26 5 1-9• 5'-10' O R 23 25 26 C-Y D 25 26 27 29 5'-11" C 22 23 24 25 5.5 124- 6-0- L 23 24 26 2) 10'4- D 27 27 28 29 68 L 24 24 25 26 5.5 6S F.S. C 22 23 25 26 F-T D 26 25 27 28 5'S C 23 22 24 25 6 114• 6'4' C 24 24 25 27 9'-10• 0 27 27 20 29 64' C 24 24 24 26 6 5'% 5'-1' L E 23 24 26 8'-Y D M 26 27 26 5'-Y C 22 22 24 25 6.5 10'-5' S-0' O 24 24 25 26 94' D 28 26 28 29 6'-1' O 24 24 24 26 6.5 5'-7 4'-IV 0 R 22 24 25 T-Y 0 25 26 M 28 4'41- C 22 22 23 25 SS V C 24 34 25 26 8'41' D 28 28 28 29 5'-9, 0 24 24 24 25 ] 4'-IV 4'S C 22 22 24 25 T- 5 D 26 26 26 27 4''$' 0 23 23 23 24 7.5 W.I. S'-S C N N N 26 8'-T 0 28 38 20 28 5'S C 26 24 24 25 1.5 4'6 44' C 22 23 23 25 T.I. O 27 27 27 21 4'-5' C 23 33 23 34 8 SS 5'-Y 0 24 24 24 26 8'S D 28 20 20 20 5'S O 25 25 25 25 0 4'$- 4'-1' C 23 23 9 25 S-F D 27 27 27 27 4'$' 0 23 23 20 24 0.6 0'-0- 4'-tl' C 24 24 24 25 T-11' D 29 29 29 20 5'W G 25 25 25 25 8.5 4'W 3'-11' C 23 2J 23 24 6'S D 27 27 v v 4'4" D 23 23 23 24 9 TS 4'41- L 25 25 25 25 ]'d 0 29 29 29 29 4'-10- It 25 35 25 25 9 J'-9- 3'-8- C 23 Z3 23 21 6'-3- D 27 2] 2] 2] 3'-1P D 23 23 23 24 9.5 TS 4'W 0 25 25 25 25 T4• 0 29 29 29 29 C-0' C 25 25 25 25 95 3'-T 3'-T C 23 23 23 31 6'$' D 3] 2> 2] 2] 3'$' D 23 M 23 24 10 68 d4- L 25 25 25 25 ]'-1' 0 29 29 29 29 4'S C 25 25 25 25 13DMPHEXPOSUREC 0r 150 MPH EXPoSUREB 11 a-Y 4'W O 25 25 25 25 JO 30 30 4'-Y L 25 25 25 25 25 J I14' T-0" 6 21 26 27 29 11'-0' D 24 26 30 31 T-9' B 21 25 26 28 12 SS 3'-9' C 25 25 25 25 64' D 30 30 3D 30 P41' D 25 25 25 25 35 W' TS O 22 25 27 28 10'-0' D 25 26 29 31 T-0' 0 22 24 26 27 13 S-Y 3'$' C 25 25 25 25 6'-0' 0 ]0 30 30 30 3'$ D 26 26 26 25 4 B'S 6'4- L 22 25 26 28 Y-11' D 25 27 29 30 6'S C 22 24 25 27 130 MPH EXPOSURE C or IN)MPH EXPOSURE B 4.5 TS 5.IV C 4 24 26 27 9'-Y D 26 21 20 30 5'-11- O 2Z 24 25 27 1D 3 2T1' 9'4P B 22 27 28 30 13'$' C M 29 M 32 7-1' B 22 a 27 29 5 6-9- 5'-F C 22 24 26 27 8'd' D 26 26 20 a S-T 0 23 23 25 26 LIVE 3.5 19-5' 0'd- B 23 26 26 29 12'-V D 26 29 30 32 11 B 23 25 27 28 5.5 6'-Y 5'4 L 23 23 25 27 8'-Y 0 26 38 20 29 5-2- C 23 23 24 26 LOAD 4 1T-0' T-T F 23 M 0 29 W.E. 286 D v38 al, 31 T-0' B 23 25 26 20 5'$- 4'-9• C 23 23 25 26 T$- 0 27 2] 27 29 Y-1P O 23 23 24 25 ONLV 4.5 IV-1- T-1' C 24 25 27 28 W 10'9' 0 27 31 T.I. C 24 24 M 27 8:1 5'-2' 4'S L 33 23 25 26 74' 0 27 27 37 29 4'-T C 33 23 24 25 5 13'4' 6-T L 24 25 28 28 10'-3 D 28 28 29 30 F- O 24 24 26 27 ) V-10" 4.3- 0 23 23 24 26 I TS D 27 27 27 28 V4 L 23 23 24 25 5.6 124' 5-2- C 24 25 26 28 9'-T' D 25 211 29 30 6'S C 24 24 25 27 ].5 4'S 4'-0- C 23 23 24 26 SS D 27 27 27 28 4'-Y 0 23 23 24 25 6 114' 6-9' O 24 24 26 0 F.I. D 28 28 28 30 5'AI1 L 24 24 25 26 8 V 3'-9' L 23 23 24 25 6W D 28 20 20 28 T-11" C 2A 24 24 25 6.5 l0'-5- S'S C 25 25 26 27 8'-0- D 29 29 29 30 5'-T C 25 25 25 26 Be Vo- 3'-T C 23 23 24 25 1-1' D 28 28 20 28 3'-9• D 24 24 24 25 9-0' 5.2• C 25 25 25 27 1-3' D 29 29 29 29 s'-Y C 25 25 25 26 9 3'-9• 3'$' L 23 23 23 25 5'-1�' D 28 28 2B 28 3'-T D 24 24 24 24 7.5 9-1' 4.11' C 25 25 25 26 T-01- O 29 29 29 29 5'-0' C 25 25 25 26 9f 3'-T 3'-J' L N 34 31 25 5'<:' D 28 26 2B 28 3'-5' 0 24 24 24 24 a 8'S 4'S C 25 25 25 26 T-T D 29 29 29 29 4'40' C 25 25 25 26 140 MPH EXPoSUREC 6.5 lsC 4'B C 25 25 25 25 T4' D 30 30 31) 30 4'-T C 25 25 25 25 25 3 11'4• T-S C 22 26 28 30 11'W D 25 29 31 32 T-F C 22 26 27 29 9 TS 4'-]' C 25 25 25 28 1'-1' D 30 30 JO 30 4'-5- L 25 25 25 25 3.3 9'-0' 6d' C 22 26 28 39 10'i' D M 28 30 33 6-8` L 33 25 27 28 9.5 TS 4'-1- 0 25 25 25 26 5-10' D 30 30 ]0 '30 4'J- 0 26 26 26 36 4 8'S S-1' O 23 25 27 29 9'-T D 26 2B 30 31 T-Y C 23 25 26 26 10 6'-V 3'-11- C 25 25 25 25 6'-T D 30 30 JD 30 4'-1' C M M 26 26 4.5 TS V' L 23 25 27 2B 8'-01' D 27 v 29 31 5'-9" C 23 24 26 27 11 F-Y YS L 26 26 26 26 T-Y D 30 30 30 30 T' 0 26 26 26 26 5 S-9' YV C 23 25 26 28 04' 0 27 27 29 30 54' L 23 24 26 27 12 54' 3'-F 0 26 26 26 26 5'-9" D 31 31 31 31 3'S 0 26 26 26 26 55 F-T 4'-IW C 23 34 26 27 T40' 0 28 29 28 30 5'4' O 24 24 25 27 13 5'-T 3'-Y C 26 26 26 26 5'-6' 0 31 31 31 31 3W 0 26 28 26 26 6 SW 4'-T L 24 24 26 27 T-5• 0 28 20 20 30 4'4- O 24 24 25 25 / I it / 140 MPH EXPoSUREC or 150 MPH EXPOSURE 8 6.5 5'-2- 4'-T C 24 24 25 27 T-1• D 28 28 20 29 4'$• 0 24 24 25 26 f0 3 22-0' ' 8'$- B 23 27 29 31 13'4- D 27 31, 32 B 32 33 B' • 23 26 28 30 7 4'-10' 4'-0- C 24 24 25 27 6'W D 28 28 28 29 1'-Y L 24 24 24 26 I LIVE 35 19'-5' T-W B 24 27 29 30 11'-11' D 27 29 31 33 T-11- B 24 26 28 29 7.5 6.6' 3'-10• O 24 24 25 26 6'S D 29 29 29 29 3'-11• D 24 24 24 26 LOAD 4 1T-0' Td' L 24 25 25 30 11'-l' D 28 29 31 32 T-3- O 24 25 27 29 0 4VY T-]' C 24 24 25 26 6'-1- D 29 29 29 29 T-9' D 24 24 24 26 ONLY 45 15'-1' 6'-0' C 24 26 28 29 1174- D 28 28 311 32 6'-T C 24 25 27 28 a5 4'-Y 3'5' L 34 24 24 26 RAW D 29 29 29 29 3--T D 25 25 25 25 it 5 13'-7' 6'-3- C 25 26 27 29 5-9- D 29 29 30 31 6'4' C 25 25 26 28 9 1 3'-V 3'-J' 1 D 1 24 1 24 1 26 1 26 1 Y 0 29 29 29 29 3'-S 0 1 25 25 25 25 ' it 55 124- S'-10' 0 25 25 2] 28 1-2" D 29 29 29 31 5-11• 0 25 25 26 28 120 MPH EXPOSURE O or 140 MPH EXPOSURE B 6 114' S'$' 0 25 25 27 28 8'$- D 29 29 29 31 5'-T 0 25 25 26 27 30 3 9'S ICM C 20 25 26 28 11'4' 0 2Z 27 29 JD apFESS10 T 6.5 W.S. S'-T C 25 25 26 28 0'-T D 30 30 30 30 5'-3- C 26 26 26 27 3.5 B'4' 20 24 26 2] 10'A' O 24 26 20 3p Q}_ ITII (-^>� NAL E46 ] 9'-0' 4'-11' C 38 35 36 27 T-11' D Jrl 30 30 JO 5'S C 26 26 36 27 4 T-1 21 21 25 37 9-11 D N 38 38 ]9 y(�Q Ls 9'-T 4'-0' 0 M 26 36 9 >'-T 0 30 30 30 30 4'-9' C ?6 26 26 27 4.5 S4' 21 23 25 26 9'S D 24 M 2] 29 = O pppIp 6 0'S 4'-S C 26 26 26 27 T-3• 0 30 30 30 30 4'-T C 26 26 26 26 5 5'J- 21 23 25 26 0'F D 25 35 2] 28 m O q 0.5 8'A" 4'-3" O 26 26 26 27 T-0- 0 31 31 31 31 44- O 25 M 26 26 5.5 5'-Y F.I. 21 23 24 M 8'-Y D 25 25 27 20 J 1,U V�J9 9 TS Ib' O 36 M 26 27 6'$' D 31 31 31 31 4'J' C M 26 26 26 6 4'-9• 22 22 24 25 TS D 25 25 26 25 O J 9S T2' P-10' C 26 M 26 26 6'S D 31 31 31 31 6'-0' C 26 26 26 26 6.5 44- 22 22 24 2s T4' D 26 26 261D 6'-B 3'-0 C 25 26 26 26 S-3 0 31 31 31 31 T-10' 0 2] 2] 27 2] ] 4-1 C 22 22 23 25 Td 0 26 2fi M1f a-Y 3'-5' L M M 26 M 5-10' D 31 31 J1 31 3'-T D 21 2] 2i 2] ].5 3'-9" 22 22 23 25 6'd D 25 26 26 2) ! *13 S-Y 3W D 27 27 27 27 5'3' DF 32 32 33 32 3-f• D 2] v 2] 2) .5T' 22 22 23 24 5'-1C 0 6 26 6 26 CCAL�F���\P DEC 18 2013 ca MAY 26 2015 ICC ESR 2676(2012 IBC)1 211 1/2 01 3 Page 63 of 74 SOLID COVER 6.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVEftS HIGH WINO AREA: 0.0`1z 3N8"Box Beam (Detail L) Double I.04Tk3"x9"Beam(Detail M) Double 0.037k7k6.5"Beam(Detail K) O.D4Tk3'kB"Box Beam (Detail L) Double 0.042'k3k8 Beam(Detail M) Double 0.037k2'k6.5"Beam(Detail K) TABLE 6.1 Attached Fst reeanding or Attached Freestanding or AtWCietl me anal or TABLE 6.1 Attadned Freestanding or Attached Freestanding or Attached Fmestanding or Structure Multispan Units Structure Multispan Units Sbutlure Multispan Units I Structure Multispan Units Structure Multispan Units S"dure Multispan Units GROUND TRIB OSr MAX IMVAX POSTLENGTH MAX MAXPOST LENGTH MA% MNI j ..l MA%POSTLENGTH GRO1rND TRIG OST MAx MAXOST LENGTH IV MAX MW(POST LENGTH MAx MIN oomspMA%I I LENGTH LOPD �(F9 ONAM.I. SPFLN POSr FWff CON6TRNNEDI00 6GRLI POST FSISE�CON5IPNNEDI OOr aAIC NG POISL r51TE a VT%AINED F00 LOAD w(FT) ONAS IIPB GPACN POST OSn£ CONSTRNNEO FOOITER sPALI FOIST 6VE CON6TWJNED IOOTE SPACN OST Siff CON6IRPJNEDI00 LOM IS (El) TYPE 'd -d 'd 'd IFD TYPE '4' 'd 'd 'd IF7) TYPE 'd 'd 'd 'd (PSF1 Im (Ff) TYPE 'e -d 'd 'd IFT) VPE "d V 'd 'd (Fn TYPE 'd 'd 'tl' IV 'd on) 9n) 9n1 (in) 0n) Pn) fn) (n7 Pnl 9n) m) M) OnI M1 9n) On) M) (in) Ih) On) 5n) In) 9n) In) 130MPHEXPGSUREC w15DMPHEXPOSUREB 120 MPH 1xPOSUREC w 140 MPH ExPOSURE 8 20 3 11'-10- B'-r B 20 8 27 28 Ira- D 23 27 2B 30 8'-r a 20 24 26 27 30 3 W-V T-3- c 21 25 27 29 t1W D 24 "la 30 31 Ti' 0 21 25 26 a LIVE 3.5 10'3• TS 0 21 24 26 27 11'd- D 24 27 20 30 T-S C 21 24 25 27 3.5 V-T 6'-T c 21 25 M 20 V-Y D 25 27 20 31 6'A' C 21 24 26 27 LOAD 4 B'-11 6-9' C 21 21 28 27 10'S• 0 21 26 28 29 8'-10' L 21 23 25 26 4 T-1 6'A" C 22 24 26 2T 9'-r D 25 27 29 30 6'-i" c E 24 25 27 3 T-11- Ca- c 21 24 25 27 9'9" 0 25 26 2a 2B VWc 22 b 24 26 4.5 5J' S'S C 22 24 26 27 fr�w-r D 25 25 28 30 5'-T L M 23 25 26 ONLY 4 5 T-1- S-to. C 22 b 25 26 9'2- D 25 26 2729 5'111" C 22 b L 25 5 S9" 5'-1' C 22 2425 270'-r O 26 26 28 29 5'S L 22 23 25 36 23 2a 26 5.5 8'-0• 5'S C 12 b 25 26 8'-r D 26 26 27 28 5'S L 22 22 21 25 5.5 VY 4•.9" C 22 b 25 26 T-9' D 2526 27 29 4•-11' c 22 6 5'-11- 5'-1" c 22 2324 25 V' D 26 26 27 2B 5'-r c M 22 21 25 a 1'-9' 1'S' L 22 b 25 26 T-0' D as 26 27 39 4-T C 33 23 24 25 6.5 5'S d'-10- C 22 rL 24 25 T-9- D 26 26 26 28 1'-11- C 22 2223 25 6.5 4-4- 4.7 C 22 23 24 26 6'-11- D 27 2727 28 14- L 23 23 24 25 2J 23 25 T 5'-1 a'B C 12 22 24 25 TS 0 36 26 26 27 4'-0' C 23 b 23 N 7 1'-1. 3'-11 C 2323 24 25 Tr D 2T 27 27 x8 4'-1 0 23 75 4'-V Y4" C 22 22 23 25 T-1' 0 2T 2T 27 9 4'.r C 23 b b 24 7.5 3'9- 3' C b 23 L 15 b'-]' D 2T 2T 27 20 3'-10' 0 b 23 23 25 -1. e 4'9' 4-4- C b 23 23 25 1-1. D 27 P 27 27 4'-r C b 23 23 24 0 T.T 3'-0" 0 23 23 24 b E-0• 0 27 27 27 27 3'43- D Z3 b 23 25 B5 a'-7 J'-i l' C b 23 ZS 24 5S D 27 27 27 27 4'1 C 23 23 23 b OS 34- T4 C b 23 23 35 5'-P D 9 2i 2] 27 3.3 D b 23 b 21 9 3'-11' 3... O 20 b 23 b Ea- 0 2T n a 27 T.M. C b 2] 23 24 140MPH fXPOSUREC er160MPHE SURE9 9.5 5-9- 3'-T C b 2] 23 24 sir D 27 27 27 27 34" D 23 23 23 24 30 L S-tY C 22 M 2B 29tc9. DL22OET-0- b10 3'9• J'-5' C b b 23 24 5-10- D 2T P Z] 27 3'-T D b 23 b 23 Sa' C II 36 P 29 B'-B- OJO316'd• C 22 25 M 20 11 3'-2- 3'-Y C 23 b b 24 -10 D 28 28 2B 28 3'J' D b 2J 23 23 5'd" C M 25 27 a 9'-0- D31 B.-T L 22 21 26 27 5'a- L Z! 25 25 26 8'J- Db30 5.4- C b 24 26 27 130 MPH EXPOSURE O w 150 MPH EXPOSUREB30 311'-10' T-10' a21 26 Zi b 11'-10' D 25 20 30 32 T'-10' B 21 25 27 20 VAT c 23 24 25 2T T-10. O28 30 4'-11' L 23 24 25 2LIVE 33 Itl-2 P-1 C 22 25 2T 20 10'-10- D 25 2B 29 ]1 T-r C 22 24 26 27 4'S 0 b 24 26 27 7'4- D283D P9 C 2] b 25 26 LOAD a 8'-11' S4T L 22 25 26 28 10'1' 0 26 27 29 30 6'-r C 22 24 2G 27 Y-Y C 28 24 25 27 5.11• 028 29 44' C 33 23 25 26 ONLY 4.5 T-11' 6-0" C r2 21 28 Z7 B4' D 4 27 2a 30 6'-1- C n 24 25 zT 3'-11- L 23 23 25 ZG b-T o27 29 4'-1' C b 23 24 2B 5 T-1 5'-T 0 23 24 26 27 e'-10- D 26 26 28 as S9• C b 23 25 M ]''-0' L 23 33 25 26 S-3 0b 29 3'-10' C 21 24 24 28 5.5 69' S'-Z C M 24 b 27 0•a- D 27 b 29 54' c 23 23 25 28 6 5'-H- 4'-10- O b 23 25 26 T-10. D 27 27 27 29 Sit c 23 23 24 M OVER. TABLE 63 TROMEMONSBVFARY OF mHS FOR SP.GLESPANATTACHE05TRUCNREa �QFESSIO I 65 5'-r 4'-r 0 23 b 25 26 r8 D 27 27 27 29 c$ C 23 b 24 N HANG PRWECTION OF SINGLE SPAN STUCTUREa(Fr1 7 7-1• 44' 0 23 23 ZI 26 T-1- D 27 27 27 26 4'S C 23 b 24 25 (FT) 6' T 0' a I It- 1r IT 14' 15• IV I IIF I 20 21' 7.6 1-9- 4•-1- C 23 23 24 26 6'-9- D 28 28 28 28 4' " C 24 24 24 25 0' 3' 3.5 4- 15' T 5.5' 1.SE T IS w BE 9' IS 10 1D.V It- 8 Y-5' 3'-11' C 2] b� 3I 25 6'S D 26 28 2B 28 d'-0' L 21 24 24 25 1' 3.5 4' 4.5' V 5.5 6' 6.5' 3 TV w 9.V 9' 9'T IV ID.V 11' 1L5' U m B.5 4'-r 3'2- c M 23 24 z5 ss D 28 38 2a 2B J'-Is- D 24 24 b 25 r Ne Na Na Na Ne SS T 7.i w 8.6 9' 9N 10' 10.5- it- 11S' 1r 9 3'41- 3'S C 34 21 24 25 S-0' D 28 28 28 26 3'-0" D 24 N N N ]' W. Na Na Ne Na V. M Na Ne Na 9S' ID' ID.5' 11' 11.5' tr 12.5' 34• C 21 24 24 25 5'-r D 2B 2B 20 28 T• D 24 24 31 24 1' Na Na W. Ne Na Ne Na Ne Ne Na Ne Na V. Na Nn 125' 13' * 1F 140MPHENPOSUREC w ISO MPH EXPOSURE B J 20 3 n•-19• T-5- c 2x 26 25 3o 1 0 2s 29 31 32 7'-0- c 2z 26 27 29 TABLE 6.3 Post Requirements TABLE 6.4 Post Requirements for CI \P / L20 3s 1D-x- s9• c 22 x6 za 29 104• D 26 b 30 Sz b•9' c n b n 29 for Attached Sin le Sp an Structures Freestanding Structures OrMulBspan Attached$WCtOre6 Q Lone 4 B-11' 6-i- c 23 b 27 29 9•-r D 26 26 30 31 V• c M 25 26 28 Post Description Ma% POST Detail Post Description Maximum Mez POST `. F T- ONLY 4.5 r-11" 5'-0- c 23 b 27 b 8'-1r D 27 27 29 31 S-9- c 23 24 26 Z! Hgt Code Footing Height CGtle DetailAK 5 7'-T' S•a• c 23 25 ss 28 6.4- D 27 27 b 30 54- c 23 24 26 a Twin0.032'kL5'k1.5"Scroll B' A Ao 0.048'k3'k3"Steel Clover d= 23" 8' 9 AK DEC/ 2 II 3 / 5.5 e•-r 4•.10- c 23 24 26 27 7-10- D 28 2B 28 3D 5-0" a 24 24 25 27 Twin 0.024'k2'k2"S=Ii 9' 6 AO 0.048k3'k3"Steel Clover d= 22' 8' C AK s s•-n- 1'-r c za u 26 2T r-5• D 2B za 2e 30 Vs c 24 24 zs 26 0.032"Post w/0.024"Side late t2' C nH 3116'k3"z3"SteelS uare d= 29 14 F AF 1 6 5'-5- 4'.r c 24 b 26 27 T-r D 20 26 2B b a'-s- c 24 24 25 25 0.032"Post w/0.032"Side late 12' D AN 3116'XJ'k3"Steel Square C= 32" B' G AF 6.7 5-1- 4W" c 24 24 25 27 B-0" 0 2B 2a 2B 29 4•.r c 24 24 24 ss Clover D.04D'x3'k3"Alien W' E ax 1/4'k3"x3"Steel Square tl= 32" 12' F AF ¢ ARIA' 25 a•.r 3'no• c 2a z4 25 26 s'-5- D ze 29 x9 29 3'-n- c 24 a 24 26 Ma rumO.W5k3"x3"Post 17 F a 1/4'k3'k3'SteelSquare tl= 34 8' G AF �SYO �El�c� e 4's- 3-T c a 24 ss 26 a-r D z9 ss 2s b r-9- D 2a 21 z4 2s 0.048'k0'k3"Steel Clover 12' G AX 3/B'x3'k3"SteelS Square d= 36 e' K AF QF PUT 2AC es 4'-2" 3'�5' L xa z4 za 26 r.10- o x9 29 b z9 r-r D z5 2s b 25 0.048'k3'k3"Steel CIOver 10, H Ax 3116'k4"x4"Steel Square d= 36" 14' I AF QQ- 9 r-t r T-r c 24 24 24 26 T-V D 29 29 29 ss 3•S D 25 25 25 25 3/16k3'k3"SteelS uare 15' I AF 3/16'k5"z5"Steel S uare tl= 41" 15 L AF 9s 3•.a 3'-r C 24 u 24 25 r-s D 29 29 29 29 T-Y D 25 25 ss 25 1/4'k3'k3"Steel Square 15' J 3116"x6'k6'SteelSquare d= 46" 15, L AF 81;I\9 to ]'-0- r . D 24 24 24 25 5'a- D 7s b 29 2a T-2• 1 D 1 u 1. 25 25 1 25 3/8`k3'k3"Steal Square 15 K GENERAL INSTRUCTlON ES 3/ 5 FOR THESE TABLES Rise'Square 15 L u 012017 1.CHOOSE FREESTANDING OR ATTACHED STRUCTURE S.FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN IN UnIted7.CHOOSE PROJECTION,VAOTH AND OVERHANG OF UNIT TABLE 6.1 AND 6.3 UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT 350S.Raymond e 3. DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE SITE FREESTANDING AND MULTISPAN UN ITS USE TABLE 6.4 3605ton,CA nit Ave (PATIO UNITS USE 10 PSF MIN,COMMERCIAL UNITS 9.FIND THE O/C SPACING OR#OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.5 OR TABLE 7.7 Fullerton,CA LS•T97y, C V�- \ USE 20PSF MIN) 10.USE THE APPROPRIATE DETAILS 'C F .1 1 Carl Pu hank P.E. 4.CHOOSE A PANEL FROM SECTION 4A THAT HAS ADEQUATE CLEARSPAN FOR YOUR NEEDS. FOR PATIO SLABS FOLLOW 1-6 FROM ABOVE THEN 34411rylink Place S.DETERMINE TRIBUTARY WIDTH FROM TABLE 62OR SLAB 7.DETERMINE MAXIMUM POST SPACING ON SLAB FROM Lynchburg,VA 24503 2,V 2O S CALCULATE FROM TRIBUTARY DIAGRAM ON PAGE 1 SLAB 0.USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING carloutnam0Comca d-nel S.CHOOSE A HEADER FROM TABLE 6.1 THAT HAS ADEQUATE SLAB S.FOLLOW 9-10 FROM ABOVE POST SPACING. SLAB 10.FOR TWO POST STRUCTURES USE TABLE 7.1 ON SHEET Miw3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES 7.USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 5.1 ICC ESR 2676(2012 IBC)1 211 112 01 3 Page 54 of 74 SOLID COVER 6.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS HIGH WIND AREA: Roll Form Alum Fascia wl Insert(Detail VV) ErVuded Alum Fascia(Detail U) Extruded Alum Fascia(Detail V) Roll Form Alum Fasca wl Insert(Delail VJI EXVutla Alum Fascia(Detail U EXhuded Alum Fascia(Detail V) TABLE 6.5 AIIacNetl FreeslantlinB or Attached Freestanding or Atlachetl Freeslentling or TABLE 6.5 Attarhad Freestanding or Attachetl Freestanding or Attached FreeslantlinB Or a ct',re Multi pan nut Structure Multispan Units Structure Mullis an Units Structure Multispan Units Structure Mutlispan Units S u ure Multi span Units GROUND TRIG POST MAX M4Y POST LENGTH MAX M POSTLENGTH MA% MA%PoGT LENGTH GRWND TWe POST MV. MAX POST LENGTH NJJ( MP%POSTLENGTH MM MAX MST LENGTH SNOW LNOTN SPACING POJT MIN FWTER 6 10' I 12' POST MIN ENTER 8' I 10' I 1T POST MIN FOOTER 6 I 10' ' 1T SNOW MOTH 6PACIN POST MIN 00 6' I 10' I 1Y POST MIN CO 8' I 10' 11Y POST MIN WT 6 I 1p I 12 LOAD (FT) ONSWB SPACINu POSr 512E CONSTRNNm FCO SPACI POSr yIE LONSTRPINED FOO 6PACING PO6T SRE CON6TRAINED FOOT LOAD (Fi) ON 61AB 6PACIN POST 312E CONSTRAINED FOOTER 6PACW POST 812E LONSrRP1NED F00 SPACIN POST 51]E CONSTRPJNED FOOT (P6F] (Fn (Ft) TYPE 'd 'd 'd 'd (Ff) TYPE -d -d -d -T (FT) TYPE 'd W 'd 'd (PSF] (FT) (F) TYPE -T "d 'd 'd tFT) TYPE 'd -d -C 'd (R) TYPE Y On) MI fnl fnl 007 O.) On) On) (DI) fN fN M) M7 MI 00) On) MI Onl M7 On) On) On) M) M) 120 MPH EXPOSIJ EC or 140 MPH FxPOSUM B or 140 MPH EXPOSURE B or 140 MPH EXPOSURE B 10 3 2Y-0' 16-]' D 26 28 30 31 17-7- C 24 25 2] 28 11'-T L 2] 2s 27 29 25 3 114• 15'-0- D 25 2] 29 30 ipE' C -t2 24 26 27 10'-0- C 22 25 27 23 LIVE 3.5 iF-F 15'-9' D 27 2B 29 31 it'd• 0 24 25 27 28 10'-a- O M 25 27 28 3.5 6-0- 14'-r D 26 27 29 30 W' C 23 24 26 27 9'-3• C 22 25 26 28 LOAD 4 1T-0' 15'-1' D 28 28 29 30 1Pd' C 25 25 26 28 1tl-1• O 24 25 27 28 4 8'S 13'-T D 27 27 28 30 0'-Y D 23 24 25 26 SS C 23 24 26 27 ONLY 4.5 IT-1" I"- D 28 23 28 30 -9'-10' C 25 25 26 T] 9'£ C 25 25 26 28 4.5 T8 12'-0" D 27 27 28 29 W.I. D 23 23 25 26 T-11' O 23 24 25 27 5 134' 1"' D 29 29 29 SO 9'-T C 25 25 25 27 0'-il' 0 25 25 26 27 5 6-9• It-ll. D 28 28 28 M TS D 24 24 24 26 T-F 0 24 24 25 26 5.5 lvi IT-V D 30 30 30 39 B•-T D 26 2fi 26 2fi B'-F C 25 25 26 27 5.5 6-7 11'J' F 28 28 28 29 T4T D 24 24 21 25 T-0- D 24 24 25 26 6 114- 124' D 30 SD SO 30 6-1• D 26 2fi 2fi 25 lr " D 26 26 26 27 6 5'A' 10'4' F 28 20 28 28 6-T D M 24 24 25 6'-]- O ]A 24 24 26 6.5 10'-Y 1T-2' D 3D 30 30 30 TF 0 2fi 26 26 26 T-T D 2fi 26 M 27 6.5 5'-T 10'-T F 29 29 29 29 YS D 24 24 M 25 6-r D 24 24 24 26 ] 9'-0' 11'b- D 31 31 31 31 T4• D 26 2fi 26 26 T-F D M 26 M 26 T 4'-1V W.S. F 29 29 29 29 5'-11' D 24 24 24 25 6'-0" D 24 24 24 25 7.5 W.I. 11%2- F 31 31 31 31 6'-11- D 26 26 26 2fi 6-11' D 2fi 23 26 26 7.5 4W 04' G 29 2B 29 29 5'-T D 25 25 25 25 5'-F D 25 25 25 25 8 8'L` 10'-9- F 31 31 31 31 S$ D 27 27 27 27 6A' D 27 27 27 27 8 4'd" 6-11" G 29 29 29 29 54' D 25 25 25 25 5'8 0 25 25 25 25 8.5 8'-0' 104• F 31 31 31 31 64- D 27 27 27 2] 6-F D 27 27 Y] 27 8.5 4'4• 6-T G 29 T9 29 29 5'-1' D 25 25 25 25 5'-3' D 25 25 25 25 9 TS 10'4- F 32 32 33 32 6-1- D 27 27 27 27 6-T D 21 27 27 2] 9 3'-T B'3" G 30 30 30 30 4'-IW D 25 25 25 25 5'-0' D 25 25 25 25 9.5 T-T 9'-0' F 32 32 32 32 5'-lo- D 2] 2] 2] 2] 5'-11" D 2] 27 21 2] 9.5 3'-T B'-0' G 30 30 JD 30 4'-0' D 25 25 25 25 4'-10' D 25 25 25 25 10 6'-V 94' F 32 32 32 32 5'-0' 0 2T 2] 2] 2] 5'-9' D T] 2] 2] 2] 130MPHFXPOSUREC alOMPHE%POSUREB 11 6-T 0•-10- G 32 32 32 M 5'-3- D 27 27 27 27 Ti D 28 2B 28 28 25 3 114' 14'-T D 26 28 30 32 1P-0' C 23 25 27 25 9'-T C 23 26 P 29 12 5'-0" B4• G 33 33 D 33 4'-11" D 27 27 31 27 F-1" D 28 28 28 23 3.5 9-0" 13'-IV D 27 28 30 31 B'-1• C 24 25 26 28 B'-10- C 23 25 27 20 10 5'-T T-11• G 33 W W D V-7- D 28 28 28 28 4'-9- D 28 28 20 23 4 8'S 13'4- D 28 28 29 31 lr- D 24 24 26 27 e'-T D 24 25 27 28 130MPHEXPOSUREC m 150 MPH EXPOSURE B 4.5 T$ fY-1' O 23 28 29 30 T-0' D 24 24 25 27 T-T D 24 25 26 28 10 3 22'-0- 16'-0' D 27 29 31 32 11'-TO- O 24 2fi 2B 29 11'-0- C 2A P 28 EO 5 6-F 114- F 29 29 29 30 T-1' D 24 24 25 27 RP D 24 24 26 27 LIVE 35 19'-5' 15'4- D 28 2e 30 32 10'-9- C 25 25 27 29 16-2' C 25 2fi 28 29 55 6-T 10'-T F 29 29 29 30 6-Y D 25 25 25 26 6% D 25 25 25 27 LOAD 4 1]'-0- 14'-T D 29 'm 30 31 9'-11" C 25 25 Y] 28 9'-T C 25 26 27 29 6 5'-0' 1V-T F 29 29 29 29 firs D 25 25 25 26 6J' D 25 25 25 27 ONLY 45 IVA' 14'4- D 30 30 30 31 9'-2- C 26 26 26 28 B'-11' C 2' 2fi 27 26 6.5 5'$ 9'-0" F 30 30 30 30 5'-10- D 25 25 25 26 F-11• D 25 25 25 26 5 13'-]' 134' D 30 N, 30 31 6-T D M 26 2fi 27 8'-V C 26 26 2] 28 ] 4'-1 IT S- G 30 30 3D 30 5'-T D 25 25 25 25 V.S. D 25 25 25 26 55 1Y4- 12'-]' D 31 31 31 31 8'-0- D 26 26 26 27 T-11" D 2fi 26 as 26 7.5 LE" 6'-1w G 3D 30 30 30 5'.Y D 25 25 25 25 5'S D 2fi 26 26 26 6 11'4' 12-F D 31 31 31 31 T-T• D 27 27 27 27 T8 D 2fi 36 2fi 29 B 4'3 W' G 30 SO 30 w 5'C D 26 26 26 26 V-T D 26 2fi 26 2fi 65 1P-5 11'-5' F 31 31 31 31 ]'-T D D 27 w 27 T.I. D -P 27 27 27 BS 4'-0" 8'-T G 31 31 31 31 4'$ D 26 2fi 26 M 4'-11' D 2fi W 26 26 T F-0' 10'A1• F 32 32 32 32 6'-9- D 27 27 27 27 6-T 0 27 d 27 27 9 3'-9- ]'-10- G 31 31 31 31 4'-T D 26 2fi 26 26 4'-9- D 26 2fi 26 26 TS 9'-1' 10'3' F 32 32 32 32 6'-5' D P 2> 2] 2] 6S 0 2] P 2i 2] 9.a 3'-T T-T 0 31 31 31 ]1 d'3' D 2fi 2fi 2fi 2fi 4'-T D 28 26 26 2fi a 81S IV-$- F 32 32 32 32 6'3• D 27 27 27 27 6-7 O 27 2] 2? 27 140 MPH EXPOSUREC 85 0•-0" 9'-V F 32 32 32 32 5'-11• D 27 27 2T 2T FV D 28 20 28 28 25 3 11'4• 14'3- D 27 29 31 33 9'S C 24 26 28 29 9'-0" C 24 27 28 " 9 TS 94" F 33 33 33 33 5'-8- D 28 28 29 28 5'S 0 28 28 28 28 3.5 W.B. 13'-F D 28 29 31 32 8'-r D 24 25 27 28 65' 0 24 26 29 29 95 T-T 9'-1. G 33 33 33 33 F-5" D 28 28 2fi 2B F5" D R 28 28 28 4 8'-0" IT-F D 29 29 SO 32 T-11' D 25 25 27 26 T-9• 0 25 26 27 29 is lcS 8'-9" G 33 33 33 S SU• D 28 28 28 28 64' 0 28 a 28 28 4.5 T5" 11'-T F 29 29 30 31 V3 D 25 25 26 29 T . D 25 25 27 38 11 6-T 8'-3" G 33 33 33 33 4'-10' D 2B 28 28 28 5'-0- D 28 28 28 28 5 6A- 10-11' F 3D 30 30 31 6-r D 25 25 36 27 6'A' 0 25 25 27 28 I 12 5'-0• T-ID' G 34 34 34 34 4'S D 29 28 20 20 4'S" D 29 29 29 29 5.5 63- 10'-3- F 30 30 30 30 64• D 26 M M 27 64' D 2fi M 26 28 13 5'-T TS• G M 31 M % 4•4- D 28 20 20 28 4'S D 29 29 29 29 6 5.2" 9'-9- F 30 30 30 30 5'-11• D M M 2fi 27 6-0' D 26 2fi 26 27 140 MPH EXPOSURE C m 160 MPH EXPOSURE B 6.5 5'-T 9'd- G 31 31 31 31 5'-]' D 26 26 M 26 5'-0• D 26 2fi 26 27 10 3 2Y-0- 15'd' D 28 30 32 33 11'3- O 25 27 29 3D I"- C 25 27 29 31 ] 4'-IT 8'-10' G 31 31 31 31 5'4- D 28 26 26 26 5'-6 D 26 26 26 D LIVE 35 19'S- 14'-9' D 29 29 31 33 10'Q- c 26 M 28 30 9'-9• C 25 27 29 30 75 4'£' 8'-F G 31 31 31 31 T.O. D M 26 2fi 26 5'-T D 27 27 27 27 LOAD 4 1T-0- 14'-1- D 3D 30 31 32 B4- L 25 26 27 29 9'-1• C 26 26 28 30 8 4'-3" 8'-1" G 32 32 32 32 4'-9" D 26 26 26 26 4-11' D 27 27 27 27 `I / ONLY 45 15'-1- 13'�5' D 31 31 31 32 8'-r D 27 27 27 29 8'-5" O 26 25 25 29 65 4'-0- T-Ir G 32 32 32 32 4'$ D 27 27 Y] 27 4'-0' D 27 27 27 27 / 5 l3'-0- 12'4- D 31 31 31 32 8'-0- D 27 27 27 28 T'-11' D 27 27 D 29 9 3'�9' T4' G 32 32 32 32 44 0 27 27 27 27 4'C D 27 27 27 27 54 1T4- 11--11' D 32 32 32 M TS D 27 27 27 28 ]'-5- D 27 27 27 29 120 MPH F MSUREC or 140 MPH EXPOSURE B 6 114' 114- F 32 32 32 32 7'-1- 0 27 27 27 26 T-1- D 27 27 27 28 30 3 6E 14W D 25 27 29 30 9'-11- C 22 24 26 27 �yOVESSIn 6.5 1G-5' 10'4Y F 32 32 32 32 6'4- D 20 29 26 28 6'-0' D 28 a0 28 23 3.5 8•-2• 13'-F D 26 27 28 30 B'-11" D YS 24 25 27 Q ] 9'-0- 1P4- F 33 33 33 33 6'4- 0 28 28 28 29 6'-Y 0 28 28 2B 28 4 T.I. 12'-IV D 26 26 2B 29 6-7 D 23 23 25 28 y(`� Q�.�V `•C 20`�1 I IP U1',1' '3�(l^ ]3 94 9-11' F 33 33 33 33 6'-0' D 26 28 28 28 8'-1' D 28 28 28 20 1.5 6i" tY-0' D 2T 2) 26 29 T-T D 23 23 24 26 2 �3 /L Q" �. ` ,YALiJ l,0 e arS 9'S F 33 33 33 33 5'-9• D a 29 28 28 F-10' 0 28 25 28 28 5 YS 11'4' F 27 27 27 29 T-0" D 23 9 24 25 V m 1 /- BS 8'-0- 6-T G 33 33 33 33 5'S D 28 28 28 28 5'-T D 28 28 28 2B 5.5 5'-T 1e-B- F 2] 27 27 28 6-T D 23 23 24 25 J a Ck $1 39 9 TS 8'-10' G N 31 3d 3L S-3' D 28 28 28 28 FS D 29 29 29 29 6 4'-V 16-1' F 26 a 26 28 6-T D 24 24 24 25 1 95 T-T lrS G 34 31 31 % F-1• D 29 29 29 29 5'-Y 0 29 29 29 29 6.5 44' 9'-r F 28 28 20 a 5'A0' D 24 24 24 25 10 6-9- "'a" G 34 31 M 31 4'-10- D 29 29 29 29 6-0- D 29 29 29 29 ] 4'-l' P-T G 28 28 28 28 5'S" D 24 24 24 24 3f 'S * \ IT 6' \ g Q17 11 -T T-Y G 35 35 35 35 4'S D 29 29 29 29 4'd" D 29 29 29 29 ]S 3'-Y 8'-P G 20 28 26 28 5'a- D b 24 24 24 12 5'-0' T4- G 35 35 35 35 4'-2- D 29 29 29 29 4.5• D 29 29 29 29 8 3'S lrS G 19 29 29 29 6R D 24 24 24 13 5'-2' 6-11' G 35 35 35 35 F-11' D 29 29 a 29 44T 0 3D 30 30 30 0.5 J4• 8•-1- G 29 29 a29 4'-9' D 24 21 24 24 Q� 0 C \ 9 3'-T T W G a 29 29 29 r5• D 24 24 24 CAI\F 9jF L DEC 18 2013 Y 26 2015 ICC ESR 2676(2012 IBC)12/11/2013 Page 55 of 74 SOLID COVER 6.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS HIGH WIND AREA: Roll Form Alum Fascia wl lnsei(Detail VJl FxWtletl Alum Fascia Detail U) Edruded Alum FaSCa(Detwi V) Roll Form Alum Fascia w/Insert(Detail W) EZWded Al um Fascia(Delail U) EXirudetl Alum Fascia(Oam V) TABLE 6.6 Attached FreestantlinB or AOaUed Freeslantling or Aoeched Freestanding or TABLE6.5 Altachetl Freaslantling or Atlachetl Frea6lending or Attached Fmestandingor Structure Multispan Units Structure Multispan Units Structure Multispan Units Structure Multispan Units Stni Multispan Units Structure Multispan Units POST LENS OSTLENGT POST GTH MAXPO TH XPOSTLEN MAX OST Tma GLOPDG ON 6lAB 6PgC POSr SUE C STRNNED FOOH SP N POST 512E CONSIRNNm FO 9PAC MAX PoSr 812E CON6YlRNNEOFOH GLOADD T(FTI ON SLAB 6PRCN P06i s¢1CONSImAINED EFOGIER 6PA N POST SI2E CONSIRNNEDFOOTM SPACIN POST SUE WNSTRAN.FOGI sNOW N1DTH SPACING POST IN I.. B' ) tr ) I; POST MIN 10c,SR 8' I 10 I tY POSr MIN FOOmA 8' ) 10' ( 12' SNOW lMD1H SPACIN POST MIN OOT 8' I 10' I 12' POS! MIN o0i B' I 10 { 12' POST MIN OOZE 9' ) 1D' I 12' POST IPSF) IFTI (FTI TYPE 'd •d 'd 'd IFD TYPE -d 'd 'd -d (FT) TYPE tl' 'd 'd 'tl. 1PSF) (Fri PT) TYPE "d Y -e 'd (FT) TYPE Y "d "d 'd (FO TYPE W -d 'd -d MI Tm) M) Oe) ON M) M) On) M) f l Oe7 PP) ON On) O0 ON ON on) On) On) On) OP) 03) M) 1MMPHEXPOSUREC w 140 MPH EXPOSURE B 13D MPH EXPoSUREC or 150 MPH EWOSuREB 20 3 11'-10" 15'-1- 0 25 22 29 30 10'-T C E 25 a28 I(FI- C 22 25 Yr 28 30 3 9'S 14'-2" D 26 28 3D 31 9'-5• C 23 25 27 20 9'-2" C 23 28 27 29 LIVE 3.5 10'R• 14.4' D M 27 29 So 9'-r O 23 14 26 27 94' C 23 25 28 28 3.5 B'-Y 134" G 27 20 29 31 B'-T D 2324 28 22 8'-5' D 23 25 27 28 LOAD 4 8'-11" 131d. D 27 27 20 ]G 0'-10' O 23 24 25 27 9'-r O 23 2A 26 27 4 1-1• 124" D 27 27 29 3D T40• D 23 N 28 Z7 T-r D 23 25 26 20 ONLY 4.5 T-11. tYd" D 27 27 2B 29 B'-T 0 23 23 to 26 0'-r D 23 24 25 27 4.5 "• 11'S F 20 M 24 3D T-Y D 24 24 23 27 1-2' D 24 2A 26 V 5 T-1• tY-0. D 28 M M M T-T O 24 24 24 0 TS D N 24 25 26 5 V IV-10- F 20 28 28 30 6-0• D 24 N 15 26 6A' D 24 24 36 27 55 r-r 114. F 26 29 28 M T-1- D 24 24 24 25 T-1' D 24 24 25 M 5.5 V@ IV-2' F 29 M 29 M 6 D ZI 24 25 M r-3' 0 24 L 25 27 6 5'-11• 1G-9" F 28 28 28 2B 6-0" D 2F 24 24 25 6'd D 24 24 25 28 6 4'W r-0' F 29 29 29 D 5'-1r D 24 24 24 as N-11" 0 25 25 25 26 a5 SS• 1r F 29 M 29 M rS D E4 u 24 25 6'W D 24 24 24 M 6.5 4W r-T G 29 29 M M V D M 25 M 25 5'-T G 25 25 25 26 7 6-1• 9'-10' F M 29 M 29 C-r D 24 24 24 25 Td D M 25 25 25 7 4'-1- V.S. G 29 20 M 29 5'-r D 25 25 25 25 5'4" D M 25 25 M 7.5 4'S 6-r F 2B M 29 M N.S. D 25 25 M 25 5'9" D 25 M 25 25 7.5 3'-9- 8'-5" G 30 30 30 30 1-11• 0 25 25 25 25 5'-1" D 25 M M 26 a 'rN rd G M 29 M 29 5'-r D 25 M M 25 FB G M 25 25 M 0 T4h a.(h G 30 30 SO SO 4'4Y D 25 25 25 M CAT D 25 M 25 M 5.5 4'-2- B'4" G 30 30 30 ]0 5'-Y D 25 25 25 M F' D M 25 25 M a5 3'1- T-r G 30 30 30 30 4'S D 25 25 0 M 4'd" D 25 25 25 25 9 0'-11• 04• 0 30 30 3D SO 4'-11- D M 25 25 25 5'-1" 0 M M 25 M 140 MPH EXPOSURE or 160 MPH E%POSUREB 95 3'-9• 0'-r G 3G 30 30 30 Y-r G 25 25 25 25 4'-11" D M 25 25 25 30 ] rE' 13'B' D 27 M 31 R 9'Y C 24 M 27 29 a'9' C 23 M M ]27 1D 3'S TAD- G SO 3D 30 30 4'E• D M 25 25 M 4'-r D M M 26 M ]5 6'$ 1Y-r D 20 28 30 32 8'-I- D 24 25 27 M 0'-0' D 24 M 27 11 3'-Y Ti• G 30 ]0 M 30 4'-T 0 25 25 M 25 4'-5- D M 26 M M 4 T-1' 11--r O 20 28 30 31 Tb D 24 25 M 28 Td• D 24 M 27 IMMPH EXPOSUREC w 150 MPH E*OSUREB 4.5 6'i" 11'-0' F 39 29 M ]1 5'-10' D M 25 M 27 6'-10" D 25 M 27 M 3 11--10• 14'-r D M 28 3D U 10'-1" C M 25 27 28 T' C 23 M Y7 23 5 5'F 10'-3- F 29 29 29 30 64" D M 25 M 27 61' D 25 M M LIVE 3.5 1P-27 1]'-11• G 27 29 30 31 9•-Y O 24 25 M 28 8'-11- O M M 27 28 5.5 5'-Y 9'd• F 30 30 3o SO 5'-11" D 25 25 M 27 6-0• D 25 M 26 EAU 4 8'-11• 1SP D 28 M 29 31 04• D M 24 M 27 8'-r D Y4 M 27 2B 6 4'-B• 9-T G 30 3D 30 30 soh D 25 25 M M 5-T D M M M ONLY 4S r-11' 174- D M 28 M 30 T-r 0 24 24 M 27 7'F 0 24 M M 20 6,5 44' S'A" G SO 3D Jo 30 F-T D M M 25 M 64" D M M M 5 T-1• 11'-0' F M M 29 30 7'-T D 25 M 25 27 T-T D 25 M M 27 7 4'-1" a'i" G SD 30 30 30 4'-11' 0 M M M M 5'-1' D M M M 5.5 NN IV-tr F M 29 M 30 Vd D 25 25 M 25 6'-9• D 25 25 M 27 6 5'-11" IV.3- F M 29 M M ff ' D M 25 25 26 64' G M M M 27 OVER- TABLE 62 TRIBUTARY 4NDTH9 FOR SINGLE SPAN ATTACHE 3TRUCTuRES 6.5 TS e'-9• F 3D N 30 30 5'-11. G 25 25 25 26 V D M M 25 26 HANS PROJECTION OF SINGLE SPAN STUMRES(FT) Q 7 5'-1• rH' F 30 30 30 So 5'-1" D 25 M M M VB D M M 26 M (FT) 6 T 8• r IT It- 1Y 13' 14' IF 16' IT to, tr 29' 21' 2Y �O QL�U 73 4'-V 3'-11. G 30 30 SO 30 54' D 26 M 26 M 5'-S 0 M 26 M M 0' ]' 3.5' 4' 4S' S' 5.5' 6' eS T 7.5' 0' 8.5' 9 9.5' 1V ID.5' 11' 25 Cj 2 6 4'S" e'-r G 31 31 31 31 5'-1' D 26 M M M 5'4- D M M M 26 1' ]S 4- 4.6 5' 5.6 6' S.5' T TV r as A 9.5' IT SON 11' 113. U 113 13 es fS B'T G 31 31 31 31 4'-f0' D M M M 26 5'-0• D M M 26 M r Na Ne Ne Na Ne 6.6 7• 7.5' 8' 3.5' 9' 95• tr los. W 1IN 1Y p 9 9 3'-11' T-11' G 31 31 ]1 31 db' D M M M M M110• D M M M M 3' Ne Ne Ne Ne Ne Ne Ne Ne Na Na 45' 10' 10.5' 11' 11.F 1Y 125' 9.5 3'-r Td' G 31 31 ]1 31 4'-5" D M M M M 4'-r D M M 26 M 4' Ne NB Ne Ne Ne Na Na M Ne Ne Na W. W. Ne Ne 12.5' 13' IOMPHEXPOSUREC w 160 MPH EXPOSURE B 6.6 M 3 IT-tr 14'd' D 27 M 31 33 B4• C 24 M 28 29 9'i• c 24 27 28 So TABLE 6.3 Post Requirements TABLE 6.4 Post Requirements for f LIVE 35 m's 13'E" D 26 M 31 32 9'-r D 24 25 27 29 B'F c 24 M 28 M for Attached Single SpanSiructuras Freestanding StrucWresorMultispanAtta Chad Structures C1 LOAD 4 B'-11- 12d" D 29 M 30 32 T-11. D 25 25 27 23 r-m- D M M 27 M Post DesrnpUDn Max POST Detail Post Description Maximum Me" POST ONLY 4.5 r-11" 11'd" 0 M M 30 31 T4' D 25 25 M 28 T3 D 25 25 27 28 Hgl Code Footing Height Code Detail# CAS 5 7'-1- n•a- F 30 30 3D 31 6'-10- 0 M 25 M 27 6-10• D M M 27 28 Twin D03Tk1.5"x1.5"Saoll 8' A Ao 0.048'k3'k3"Steel Clover d= 23" B' B AK 5.5 V.S. 1VA- F 30 30 30 30 6'.4" D 25 26 M 27 6a" D M M 26 20 Twin 0.024k7•K2"Scroll 9' B 0 D.D48'k3'k3"Steel Clover d= 22" B' C AK DEC 1. 01 6 5'-11. 9-10. F 31 31 31 31 5'-r D 26 M M 27 6-0- D 25 26 26 27 0.037'Posl w/0.024"Sideplate 12' C AH 3716"x3"x3"SteelS uare d= 29' 14' F AF 65 Vs 94" G 31 31 31 31 6a• D 26 M M 25 s•-9. D 26 26 26 27 0.032"Post w/DD32"Sideplate 12' D AH 3/16'k3"x3"Steel$Square d= 37 B' G AF 7 5'-1" 8'-11" G 31 31 31 31 54- D M 26 M 26 5'-5" D M 26 26 27 Clover 0.04D'x3"x3"Alum 10 E Ax 1/4'k3'k3•'Steel uare d= 32" 12' F AF 7.5 4•-r 9•s G 31 31 31 31 r-1. D M 26 M 26 5'-T D 27 27 27 27 Map...0.076'x3"x3"Post 17 F AJ 1/4'k3'k3"SteelS uare d= 34" B' G AF 1 5 r-5" r-T G 32 32 32 32 4•-t0- D M M M M 4'-11' 0 27 27 27 27 0.04SN3'k3"Steel Clover 17 G Ax 318"x3"x3"Steel uare d= 36' e' K AF y. 6J\O AL€�C/ 35 aa• T-1o" G 32 32 32 U 4'-r D 27 z7 27 27 4'4" D 27 27 27 27 0.048'k3"43"Steel Clover 19 H Ax 3116'k4'k4"SteelS uare d= 36" 14' 1 AF P e 3•-n• r-r G 32 32 32 32 44- D n n n 27 a'-r D n n 27 27 3/15'x3'k3"SteelS uare 15' 1 AF 3I16'k5"x5"SteelS uare d= 41" 15' L 95 3'-9• Ti G 32 S2 32 32 4•-T D 27 27 27 27 4'-5- D 27 27 27 27 114"x3"z3"Steel Square 15' J AF 3/16'k6'k6"Steel Square d= AS' 15' L 10 3'S nr G 32 32 u 32 4'Y D 27 22 27 27 4•d• D 1 27 27 27 27 lwsrjk3 bleel3qunc 15' K AF 7 1 GENERAL INSTRUCTIONS FOR THESE TABLES 3/i6k4Nk Steel Square 15 L I G 8\\�.'3 l I.CHOOSE FREESTANDING ORATTACHED STRUCTURE B.FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN IN J 2 CHOOSE PROJECTION,WIDTH AND OVERHANG OF UNIT TABLE 6.5AND6.3 UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT United Duraluma * v`z017 •* 3. DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE SITE FREESTANDING AND MULTISPAN UNITS USE TABLE 6A 350 S.Raymond Ave \\ (PATIO UNITS USE 10 PSF MIN,COMMERCIAL UNITS 9.FIND THE OIC SPACING OR OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.5 OR TABLE 7.7 Fullerton,CA USE 2OPSF MIN) 10.USE THE APPROPRIATE DETAILS slq 4.CHOOSE A PANEL FROM SECTION 4.0 THAT HAS Cad Putnam,P.E. ADEQUATE CLEARSPAN FOR YOUR NEEDS. FOR PATIO SLABS FOLLOW 1-e FROM ABOVE THEN 3441 Ivylink Platt 0 AL 5.DETERMINE TRIBUTARY WIDTH FROM TABLE 62 OR SLAB 7.DETERMINE MAXIMUM POST SPACING ON SLAB FROM Lynchburg,VA 24603 CALCULATE FROM TRIBUTARY DIAGRAM ON PAGE 1 SLAB B.USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING carloutnamaeomeastnel S.CHOOSE A HEADER FROM TABLE 6.5 THAT HAS ADEQUATE SLAB S.FOLLOW 9-10 FROM ABOVE POST SPACING. SLAB 10.FOR TWO POST STRUCTURES USE TABLE 7.1 ON SHEET Misc3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES MAY 26 2015 7. USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 6.5 ICC ESR 2676(2012 IBC)12/11/2013 Page 56 of 74 SOLID COVER 6.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS HIGH WIND AREAS 4'7(2375"1 Beam (Detail P) C048'k3'k3"Steel Beam(Detail J) Double D.04Bk3"x3"Steel Beam Detail AU 4'D(2.375"I Beam (Detail P) 0.04 Yx3'k3"Steal Beam(Detail J) Double 0.0465,3'k3"Steel Beam Detail AU TABLE 6.6 Attached Freestanding or Atlatltetl Freeslantling or Attached Freeslandng or TABLE 6.6 Attached Freestanding or Agached FreeslandinB or ADeFhetl FreeslarWing or SWcture Multispan Units Structure Muttispan Units SWdure Multi an Units SWdwe Multispan Units SBUcture Mullispan Units Structure Multl9pan Units GROUND TRIB POST MA% MAX MST LENGTH MAx PoST LENGTH MAx MAYPoSTLEHGTH GROUND TRIB POET MA% MAY POSTLENGTH MA)( MAX POST LENGTH MAx MP%MST LENGTH SNOW WIDTH SPACING POST MIN TCOER e' 115 ) 1Y POST MIN FOOIER 1F I II' PoSr MIN FOOTER 8' 110' ' fY SNOW WIDTH SPACING POST MIN m 0' ) 1G I fY POST MIN W 6' ) 15 ) 1T POST MIN 00 e' 11F ) tY LOAD (FT) ON 61AB SPACING POST S� CON6TRNNED F00 SPACING POST SISF I.TJ N6TRNNED FOD SPgLING PoST 612E CONSIRPINED FCO LOAD (F'D ON SLOB SPACIN POGT 612E LONSRiP1NEDFWTER 6PACIN POSr 612E CONSTRNNE❑FDO SPACIN PoGr 512E LON6TRAINO)F00 (PSF) (FT) (FT) TYPE W W 'd '0' (FT) WPE -d -d 'd 'd (M TYPE 'd -d -W -d (P5� (Fn (Fn TYPE 'd 'd •d 'd (Fn TYPE 'd 'd -d V' (Ff) ttPE W '4' -d W C) 0.) ) 0) (1.) nm M1 (in) 0.) C.) Da) f) fN () fN rro Dm rm rm M) o") nm 120 MPH EXPOSUREC or 140 MPH E%POSURE B or 140 MPH EXPOSURE B or 140 MPH EXPOSURE B 10 3 2T1• 0'-11• B 21 23 24 26 10-0- B 22 @ L 25 13W C 24 24 25 27 25 3 114' 04- B 21 22 24 25 F-1. 0 b ri 23 25 11'-11' D ri D 25 20 LIVE 35 19'-5' 8'C B 22 M 24 25 9'41• C M D 24 25 IT-7- C 25 25 S 28 3.5 s'$ TS- C 21 22 23 25 84• C 22 22 23 24 114' D 24 b 24 26 LOAD 4 1T-0- 8'4• B ri ri 24 25 F-2 C 23 21 b 25 1T-1' D 26 26 2D 26 4 8'S F-T C 21 21 23 b Td• C 22 22 23 24 10'-10- D 25 25 25 26 ONLY 4.5 15'-0- 7'-Y C b b 2I 25 e'-F C 24 24 24 25 11'-7• D 26 26 26 26 4.6 TS S- Z' C 21 21 b 24 Td• C 22 ]2 22 24 10'-5• D 25 25 b 25 5 13'-7- T'-Y C b 2J 2J 25 8'-V L 24 24 24 24 11'-2• O 27 b 27 27 5 1-8' 5'-0• C b b b b F-0- L b 23 b N 10'-1' ❑ M 26 26 36 5.5 1Y-4- SW C 23 b 23 24 T-r C 24 24 24 24 10'40• D 26 28 38 28 5.5 6'-2- 5'S C 22 22 22 23 F-3• D 9 23 23 23 98 D 27 27 IS 27 6 114' F-r C 24 24 24 24 T-r C 25 4 1!5 b I"- D 20 20 28 25 6 5'-0• 4'-IT C 22 YS 22 23 5-11. D M 23 b 23 lr ' D 27 27 27 27 6.5 10'-5' 6'-10• C 24 24 24 24 5-10. C 25 25 25 M I"- D 29 29 29 29 6.5 5'-2• 4'-T C 22 22 22 23 5'-r D 23 23 23 ri 9V• D 26 20 26 20 7 S$ FC C b 24 24 24 6'S C 25 25 25 25 1"- D 29 29 29 29 7 4'40• 4'41- C b 22 b 23 54• D 24 b 24 24 Y-0' F 28 28 26 20 7.5 S-1• 5@- C 24 24 24 24 SS C M 25 25 25 9'A• D 30 30 30 3D 7.5 4'W 4'W C 22 22 22 23 5'-1• D 24 24 M 24 5-10. F 29 29 M 29 0 V6 4.11- O 24 24 24 24 541• D M 26 26 26 0'-T D w 30 3D 30 B 4'3 3'-10• C 22 22 b @ 4'-11• D 24 24 24 24 d-T F 29 2B 29 29 8.5 8'-0. 4'd- C 24 24 24 24 5'-r D 26 26 26 26 14• D 30 30 30 30 6.5 4'W J'-T C 22 22 YS 22 4'-0• D 24 24 24 24 0'S• G 29 29 a 29 9 TS P-S C 24 24 24 24 5'W D 26 25 26 M W4- F 31 31 31 31 9 3'-V 3'S C 22 22 22 22 4'E• D 24 24 24 24 0'-r G 31 M 30 30 9.5 T-r 4''T C 24 24 24 24 54• D M 26 26 26 5-0• F 31 31 31 31 9S 3'-r 3b' C 22 22 22 22 44• D IM 24 24 24 8'-0' G 30 30 3D M 10 T5 4'-I- C 24 24 24 24 5'-7 D 25 M 26 26 B'-10. F 31 31 31 31 130MPHEXPOSUREC or ISO MPH EXPoSUREB 11 F-Y T' C 24 24 24 24 4'-IV D 27 27 27 27 0'-T 6 E 32 32 Y2 25 3 114. T-IT C 21 b M 26 8'-T C 22 23 24 26 11'-r D 24 24 25 27 12 Bd• 3'W C 24 24 24 24 4'-T D T7 27 27 27 B'd• G 33 33 3J 33 3.5 CF F-11• C 22 23 24 26 T-W C 23 22 24 25 11'-0• D 25 25 25 27 13 5'-r T' C 25 25 25 25 4'4• D Y7 27 27 27 T-11• G 33 33 33 33 4 C-6• 6'd• C U b 24 b T. C 23 IS 23 b lv D w M 26 26 130MPHEXPOSUREC or 150 MPH EXPOSURE B 45 Tf 5'W C 22 b 23 25 6,-0- C 23 23 23 25 10'-1' O 27 27 27 27 10 3 Idr - 8.4F a 22 23 25 26 10'4- 8 b 23 25 26 12'-0' C 25 25 25 27 5 FA• 5'4• C 22 22 b 24 6,41. C 24 24 24 24 9'-9. D v v 27 27 LIVE 35 1913• 0'-Y B b M 25 25 9,41. C 24 24 24 26 12'-1• C 26 26 26 27 5.5 F-r 4'-ID• C 22 22 23 24 5'-I1. D 24 24 '24 24 9'-5• D 20 26 28 28 LOAD 4 1T-0• T-0• 8 23 23 25 26 8'd' C 24 24 24 % 11'4• D 21 b b 27 6 5'S 4'S C 22 22 22 24 T-r D 24 24 24 24 9'-2• D 28 28 28 26 ONLY 4.5 15'q• lr - O 24 24 24 26 T-11• C 25 25 M 25 11'-1' D 27 27 22 27 65 5'-r 4'-r 0 22 22 b 24 S'3- D 2424 24 24 8'-ll- F M 29 29 29 5 IT-7- 6'4T C 24 24 24 25 TS- C is 25 25 25 m'-9' D 28 28 28 28 7 4'-lW TI C rd 23 23 23 S-F D 24 24 24 24 8'-r P 29 29 29 29 5.5 1Y4• 6'-0• C 24 24 24 25 T-0• C 25 25 25 25 10'4' D 49 29 29 29 7.5 4'S Td C b 23 b 23 4.10• D 25 25 25 25 B'W F 30 30 w 30 6 114. 5'-0' C 24 24 24 25 F-T C M 25 25 25 10'-1' D 29 29 29 29 0 4'-S 3'8 C 23 23 23 23 4'-T D 25 25 25 25 6V 6 30 30 w 30 6.5 1SS 5'd' 0 :4 24 24 24 FS C b 26 26 26 5-10• D 30 w SO 00 8.5 4'W 34' O 23 b IS 23 4.5' D 25 25 25 25 OW G w 30 3D 30 7 9'W 4'-11- C 24 24 M 6'-0' C 26 26 26 26 Tr D 30 30 30 30 B 3'-9• 3'-r 0 23 23 b 2J 4V• D 25 25 25 25 T-ID- G 31 J1 31 31 75 9'd• 4'W C .r 24 24 24 5'-9• D 26 26 26 M 9'i' D 31 31 31 31 9.5 3'-T 3'-0' 0 ri 23 23 2J 4'-1' D 25 25 25 25 7'-T G 31 31 31 31 0 8'S 4.5- C 25 25 25 25 5'S D 26 26 26 M 9'-r 0 31 31 31 31 140 MPH EXPOWREC 6.5 8'-0• 4'-F C 25 25 25 25 5'S D 27 27 27 27 Yd F 32 32 32 32 25 3 114' TB C 22 24 25 27 0'i- C 23 23 25 26 114. D 25 25 26 28 9 T4 4'W C 25 25 25 25 5'-1. ❑ 27 27 27 27 8 d-'-10' F 32 32 ]2 32 35 9' 6'2- O b b 25 26 T-T C 23 b 24 26 10-9. D 26 26 26 20 9S T-r T.10- C 25 25 25 25 4'41- D 27 27 P 27 8'-0' F 32 32 32 32 4 0'S 6'-0. C b 23 24 26 T+ C 24 24 24 26 10W D 27 27 27 27 10 9-9' 3'-0- C 25 25 25 25 4'-V D 27 27 27 27 818 F 33 33 u 33 45 7'� 5'-7 C ri 23 24 25 FS C 24 24 24 25 9-11. D 20 28 20 28 11 F-r 34- C 25 25 25 25 4'S 0 27 27 27 27 F-1. G 33 33 33 33 5 S-9' 5'-0• C 23 23 24 25 6'-0' D 24 24 24 25 9'-T D 28 2B 26 28 12 S.A. 3'-0- C 25 25 25 25 4'.r D 2B 28 28 28 T-9- G 34 $ 3`1 31 6.5 F-r 4'-T C 23 23 2J 25 5d- D 25 25 25 25 9U- D 29 28 b 29 13 1 Y-r I r-11- I C 25 25 1 25 25 T-11- D 28 28 28 1 28 T-5' I G u 34 34 34 j 6 S C-3- 0 23 23 IM 25 54. D 25 25 25 25 F-0- F 30 30 30 30 140MPHIWOSUREC or 160 MPH EXPOSURE B 6.5 S-r 4'-0• O 23 23 23 24 5.1' D 25 25 25 M V.S. F 30 30 30 30 1D 3 W.G. 8'-r B b 24 26 27 9'W C 24 24 26 27 tY-5- C M a b 20 7 4'4T 3'-9- C M 2J 23 24 4'-W D 25 25 25 25 8'-7" G 31 31 31 31 / LIVE 35 19'-5' 7'-10' a all b 26 b 81d0. C 25 25 25 27 11.9. D 27 27 27 20 7.6 4'$ SF 0 23 23 23 24 4'-7- 0 M 26 26 26 84. G J1 J1 31 31 LOAD 4 1T-0• 7S 0 24 24 25 27 d-2- C 25 25 25 M 1T-T D 28 26 20 28 B 4'W 34- C 23 23 23 24 4'-Y 0 26 M 26 26 8'-1- G 31 3f 31 31 ONLY 4.5 15A. 6'd- C 24 w 25 26 1-0• C 25 25 25 26 10-10" D 29 29 29 29 9.5 4'W 3'-r 0 24 24 24 24 4'3 D 26 M 26 28 7'.IV G 32 M 32 R 5 1P-7- T.I. C 25 25 25 26 T1' C 26 26 26 n 10'-5- D 29 29 29 29 9 3'-9" ]'-0' 0 24 24 24 24 4W D 26 26 26 26 T-7- G 32 32 32 32 5.5 1T4' S'-0• C 25 25 25 ri F-0' C M 26 26 26 10-1- D 30 30 30 30 In MPHEXPOSUREC or 140 MPH EXPOSURE 6 114' S'd• C M 25 25 25 6i C M 26 a 26 9'-10. D 31 31 31 31 w 3 9'L• T-10- C 20 22 24 25 8'-7- C 21 w 23 25 pfESSlp 65 M.S. 4-ll O 25 25 25 25 6'-0- D 27 27 27 b 91-T D 31 31 31 31 3.5 B'-2- 6'-11' C 20 b 23 25 T-10 O 21 21 23 24 7 9'4' 4'2- C 25 25 25 b s'-Y D b 27 27 b Yr 0 32 32 32 32 4 T-r 6'a- C 21 21 23 24 Ts C b 2z M 24 !40 -Q�rU `• O I] � Y(5 7.5 F-1. 4•-5- C 25 u zs 25 5'-V D 27 n 27 27 9-1• F 3x 32 32 32 45 6•4• 5'45- C 21 21 22 24 6'A- C 22 22 22 24 =y GQJ 8 B'£ 4.2- C 25 25 4 25 5'+3' D 27 27 27 27 8'-11. F 33 33 33 33 5 ". VW 0 21 21 22 23 Fd- D b 22 22 23 85 B'-0- X-11' C M 25 25 b 5'-0- D 27 b 27 27 6'-F F 33 33 w 33 55 S-r 4'-10' C 21 21 22 23 V-11' D ri b 23 M 9 T-0' 3'-T C 25 25 25 25 4'-10• D 28 28 28 20 B'-T G n 33 33 33 6 4'-9• 4'S O 21 21 M 23 Vr D 23 23 2323 D 9.5 1-2- 3'-r C 25 25 25 25 4'4• D 20 28 28 20 8'-S G 34 34 34 34 6.5 44- C 21 21 21 23 5. 0 23 23 23 b - 10 F-B- 3'6- C b 25 25 25 4'W D 28 28 28 20 8'-7 G M 34 31 34 2 4•-1- 3'-11' C 21 21 21 22 5'-0' 0 23 23 23 3 'k t6 * �7 3'11 1-2- -Y C 26 26 26 26 4'-3- D 28 28 28 28 T-9' G 35 35 35 35 75 T-V 3'-0' C 21 21 21 22 4'-1V D 23 23 23 2t * \ 12 5'% 2'-11' C M M 26 26 4'4• D 28 28 28 28 Tf G 35 35 35 35 8 3'8 3'W C 21 21 21 22 4'-r D 23 M 23 23 Cl a\Q' 13 S-r 2 C 26 26 26 26 3'-V D 29 29 29 29 T-r G M w M w 85 34' 34' C 22 b 22 22 4'3 D b 24 24 9 3'S I 3'-r I C M b 22 22 4'4' D 24 1 24 24 � CCU DEC 18 2013 nr Y 26 2015 ICC ESR 2676(2012 IBC) 12/11/2013 Page 57 of 74 SOLID COVER 6.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS HIGH WIND AREA; 4"%2375"I Beam (Detail P) 0.048'k3'k3"Steel Beam(Detail J) Double 0.04Sk3NY Steel Beam Detail AU 4"X2.375"I Beam (Detail P) 0.048•k3'k3"Steel Beam(Detait J) Double 0.045k3'k3"Sleet Beam Detail AU TABLE 6.6 Attached Freestanding or Attached Fleestantling or Attached Freestanding or TABLE 6.6 Attached Freestanding or ARachetl FreestarWing or Attached Freestanding Or Structure Mumepan Units Structure Mullis n Units Structure Multispan Units Structure Multispan Units SWcture Multispan Units Structure Mullis n Units POST POST GTH GftOPoD (F0 ON n SPMPLIN PIN 512E CONSTPAINED FOO SPAC POar 512E COMN6TRNNmFFOOTM SPACING POST sRE LONSTRNNmEF00 GIAPDD (Fn ON SUB SPA N POST 512E CONSIFWNED FOOTER SPNLN POSr I. .IMNZ NEOFPOST GTM SPrAICMIN POST SIM CONSIFAINEDEF00 aNW WIDR1 SPACING FOSr MIN FCOiFA 6 I 1tl I tY PO6f MIN FCo]EN B' I 1D' I l2' PoST MIN FOmFA 0' ' 10' I tY 6NDW N101H 11PAUN POSr MIN oo] 6' I ID' I tY POSr MIN6ttl 14' POST MIN 0' ' ID' I tY (PSF) (FT) (Fr) T'PE 'd •dN "dTYPE 'd 'd 'd 'dTYPE 'd 'd 'd 'd (PSF) (FT) (FT) TYPE 'd 'd 'd ' TYPE 'd 'd 'tl 16f) T/PEM1 -TOn) MI ON On) On) (1 Dn) DN f) On) on) M) O 00 M) O Bn) Onl On) fn) IS) Not 1M MPH EXPOSUREC or 140 MPH EXPOSURES 130 MPM FXPOSUREC w150 MPH EXPOSURES 0 3 111A0' SW a 21 z2 24 25 9'-1" C 21 YL 23 25 11'-11' 0 23 23 25 26 30 3 9'E' T1 0 21 D N 26 ff-T G E 21 24 25 11V' D 24 24 25 27 LIVE 3.5 1V-2' 7'S C 21 M M 25 64• C M 22 23 N 114' D 24 24 24 M 35 6-r US C 21 M 24 M TS" C M 22 24 25 iV-B' D M 25 25 27 LOAD 4 8'-11' 67 • C 21 21 23 24 Td C 22 M A N 111 0 25 25 25 M 4 T.I. 5'-10• C 21 22 23 25 6.10' L ]2 22 23 25 16-3- D M 26 M 26 ONLY 4.5 T-11' 6-r C 21 21 23 24 r-1' c 22 22 M 24 t0'-5' D 25 25 25 25 45 6� 54' C M 22 23 24 14. c 23 0 23 N 9'-10" D 26 26 M 26 5 r-1' SW C 21 21 22 N 6'-0 O M 23 23 N 10-1 D M N 26 26 5 6-0' 4'-11' C 22 M 23 N V-11• D 23 23 23 24 W D 27 27 27 27 5.5 6'8 T-3• C M M M 23 fr ' L M 23 23 M I.S. D 27 1T 27 27 5.5 5''r 4'S c M 22 22 24 5'-r 0 23 M 23 24 9'-r D M 28 28 28 6 5'41' 4'-10' C 21 M 22 23 6-11' 0 23 M M 23 94• D 27 27 27 27 6 4'i' 4'-r C M 22 M 24 T D N 24 24 24 8'41• F M 28 a 20 6.5 5'8 1'-7' C M 22 22 N V-r 0 M 23 M 23 9'J' D M 2S M 28 85 4'4' 3'-11" C 22 22 22 23 5'1• D 24 24 24 24 8'2- F M M 29 29 7 5'-1• !'d' L 22 M 22 23 5'4 0 24 24 24 24 9'S F 28 28 M 26 7 4'-1 11• C 2z 22 22 M 1'-T D 24 24 24 24 T'T G M 29 2a 29 7.5 4'-9' 4'-0' C r1 22 M 23 5'-1. D 24 24 24 24 V-10' F 29 M M 29 7.5 T'V 3'-V C M ]2 22 23 4'S D 24 24 24 N 6'-r G 29 29 29 29 5 {'-5 T40' C M E rl 22 4'41' D 24 24 24 N F-r F 29 29 29 28 0 3'8 TS L 22 22 22 23 44 D 24 24 24 24 T-11 G 30 30 30 30 as 4'-Y 3'-r C 22 ]3 22 22 4'd- D N N 24 24 8'S' G 29 29 M 29 8.5 34' T-1' C 22 23 M M 1'-r D 24 24 24 24 1-1. G 30 30 to 30 B 3'-11' T' 0 4 22 22 22 4•4- D 24 24 24 24 0'-r G 30 3D 30 3D 140 MPH EXPOSURE O w 160 MPH ENPOSUREB 9.5 3'-9' ]'-T C M M M M I4" D 24 N N 24 B'-6 G 30 30 30 30 30 ] YS 6-11' C M M 25 26 T-m' C M M 25 M 10-11' 0 M 25 M 20 10 TS 3'-1• C 22 M 22 M 4'-r 0 25 25 25 M ra. G 30 30 30 30 ]5 6-r W.I. L 22 M 21 M T-1' C M 23 2{ M 10'S- 0 26 M M 27 11 SY 2'40' C II 22 M M 3'-11' D M 25 25 M Td' G 31 31 91 31 4 T-1' S'd L II 22 N M 6'L' C M 23 21 25 B'-11' 0 2T 2] P 2] 4.5 64• 5'iT C E M 24 25 6'-0' 0 24 N 24 M 9'-T D 27 Yl 27 27 130 MPH EXPOSURE c or 10 MPH EXPOSURE B 20 3 11'-10' B'-0' 0 21 23 M M B'-9• C n 23 N 25 11'-0' D 24 24 M 27 5 5W 4'-0' C 22 N tf 25 5'd' 0 2a N N M B'-3' D 20 28 2a 28 LIVE 3.5 10'3' ]'-1- C M 23 24 26 Ir'Y C M 23 24 11'-1' D 25 25 M 27 55 5'-r 4'-3- C 22 22 23 25 54' 0 24 24 24 25 IT11' F M z9 29 29 LOPD 4 8'-11' 6'E• C 22 M 24 M T4 C '13 M 23 25 IV4T D M 26 N 27 6 {'8 3'-11• 0 n 22 23 24 5'-0• D 24 N 24 24 SW F 29 29 29 3B ONLY 45 T-11 5'-t0' C 22 M 23 25 6-10' C 23 M 23 25 10'J' D 27 27 27 27 6.5 4'i 3'-0 C M 23 23 24 4'S D M 25 JO 5 T-1' S4' 0 M M M 24 TS L 24 24 24 24 9'-10' D 27 27 27 27 7 4'-1- 3 C M M 23 2< 4'S D M M M 25 8'-r G 30 30 ]0 3D 5.5 W.I. !'-It- C M M 23 24 6-0- D 21 24 24 24 9'-r D 28 20 M 25 6 V-11' 4'-r 0 23 23 23 24 54' D 24 24 24 N VS D 28 28 26 38 OVER- TABLE 62 TRIBUTARY WIDTHS FOR SHELF SPAN ARACHF➢SRiUCTUREa QFESS(0)r 65 5'S 44' C 2] 23 M 24 5'.1. D 24 24 24 24 9'.0' F M M M M HANG PROJECTION OF SINGLE SPAN STUCTURES(FT) QR 7 5'-1" 4'd O 23 M M 23 F.I. D 25 M 25 M S'AD' F M 29 N 29 (Fq 6 T 8' C IV 11. 12' IT 14' 15' 16 1]' 18' 16 M' 21' 22' .O �U 1 E 7.5 4'B T-ID' e M 23 23 M 4.11- 0 M 25 25 M 6'-T F 30 30 30 30 V T 3.6 4• 4.V F 55' 6 6.5• T 7zs 9' 03• 9' 9S' In, los. 11• 5 G 6n S 4'-5' 3'-T C M 23 M M 4'-0' D M 25 25 M arS G 30 30 M 30 1• B.S. 4' 4.F 6 55' a 64. T 7S' 6' 8.5' a' IS to, 10.5' 11• 115' � ym 85 4'-r 3'-6 O 23 M M 23 4'd" D 25 M M 25 6-r G 31 31 M 31 2' Na N8 Na Na N8 65' T 75' 8' SS' 6 9.5' 10' 105' W 11.5' tY '� ,t TTl B ]'-11' 3'd' c M M 23 23 4'4" D M M 25 M r4l. G 31 31 31 31 3' M W. Na Na No M M W. W. Ne B.6 10' 10.5' t1' 1f.5' tY 125' 11 B.5 3'-1- C an M M M 4'-r D M 25 25 M 7'-P IS 31 Jt 31 31 1' Ne M Ne Ne M Ne we Ne No M W. Na Ne W. Na 12.5' 1T 140MPHWOSMEC 0r160MPHIJIPO50r2E8 20 3 fln' 6 T. c M 24 M 27 64• c M 23 25 M 114• D 25 is 26 M TABLE 6.3 Post Requirements TABLE 6.4 Post Requirements for LIVE 3.5 1r-2' 6.6 c M M 25 M r-r c 23 M 24 M 1D•-9• D M zs M 2a for Attached Single Span Slr,ctures Freestanding Sticlums or Multa Attached Structures Q �P LOAD 4 0'-11' 6'-0' c M 23 24 M T-0' c 24 24 N M 104• 0 27 27 27 27 Pont Description AIM POST Detail Post Description Maximum Max POST / ONLY 4.5 ]'-01' S'-5' L M M 24 25 6d' C 21 24 21 M 9'-11' D M 28 20 28 Hgl Code Footing Height COdC Detail C 1.1F 5 T.I. 5W c M M 24 M 6-0" D 24 N 24 25 6-r D 20 28 M 28 Twin 0.032'k1.5"x15"Scroll B' A 0.040'k3'k3"Steel Cover tl= 23" B' B AK s 6 6'-5' 4'-r c M M M 25 5•s D 25 u 25 M 91s D M 29 M 29 Twin D024'kTx2"Scroll 9' B Ao O,W'kX'AV'Steel Clover d= 22" B' C I AK DE 1 1 31 s 6-n• va c M M M 2s 6w- D 25 25 25 25 9'A' F 30 30 30 30 0.032'Posl w/0.024"Sideplate 12' C AH 3/16"xT'KT'SteelS care d= 25 " 14' F AF as 5•-6 4'4' c M M 2'3 24 6-1" D 25 M 25 M IFV F 30 30 30 3D QD32"Post w/0.032"Sid late 12- D AH 3116"x3"x3"SteelS oars tl= 32' 8' G AF / I 7 5•-t• T-s- c N n M N 4'-m• D 2s M zs xs 6'-r F 31 31 31 31 Clover 0.040k3"xW Alum 10' E ae V4"z3'k3"SteelS uare d= 32" 12' F AF 7s a'-s- sc c M M n x4 4•-r D M M 26 25 SW G 31 31 31 31 Magnum 0.075ATk6"Post 12' F aJ 1/4"x3"x3"SteelS uare d= 34" B' G AF a a'-s' 34• c M 23 23 24 4•a- D 26 26 26 26 6-1. G 31 31 31 31 0.048•k3'k3"Steel Clover 12' G Ax 3/8k3•k3"Steel S uare d= 36" B• K AF 10NAL f es 4•-r 3'-r c 24 24 24 N 4•-3• D M 26 26 M r-to• G 32 32 32 3x 0.04"TNY Steel Clover 10 H AN 3/15k4"x4"SteelS uare tl= 36" 14' 1 AF , NG�y j B 3'-n• lw• c 2a 24 2< N 4'-1' D M M 26 M1 Tr G U 32 32 32 3/16'%,TxW Steel S uare 15' I AF N16'k5'k5'StcBI S uare d= 41' 75' L AF LL 9.5 3•-e- Y-1o' c 24 21 24 N 3•-11• D M M M M Ts G 32 N 32 32 tldk3'k3"Steal Square 15' J AF 31t5k6"x6"Steel Square d= 46' 75' L AF Q��P�I ,I TN9 �FP / 10 3.8 r-B• c 24 N 24 N 3'-9' 0 IS M M 26 rd" G 03 33 33 33 3/Bk3'k3"Steel Square 15' K AF 1 GENERALINST WUTIONSFOR THESE TABLES 3/16k4'k4"Steel Square I' L 1 18 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 6.6 AND 6.3 UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT United Durelume 0'017 3.DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE SITE FREESTANDING AND MULTISPAN UNITS USE TABLE 6.4 360 S.Raymond Ave (PATIO UNITS USE IO PSF MIN,COMMERCIAL UNITS S.FIND THE O/C SPACING OR#OF FASTENERS FOR ATTACHINGTO WALL FROM TABLE 7.5 OR TABLE 7.7 Fullerton,CA USE 2OPSF MIN) 10.USE THE APPROPRIATE DETAILS IP C V1 \P 4.CHOOSE A PANEL FROM SECTION 4.0 THAT HAS Carl Putnam,P.E. T,9 ADEQUATE CLEARSPAN FOR YOUR NEEDS. FOR PA710 SLABS FOLLOW 1-6 FROM ABOVE THEN 34411vylink Place 0 5.DETERMINE TRIBUTARY WIDTH FROM TABLE 6.2 OR SLAB 7.DETERMINE MAXIMUM POST SPACING ON SLAB FROM Lynchburg,VA 24503 CALCULATE FROM TRIBUTARY DIAGRAM ON PAGE 1 SLAB S.USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING Daripumaml®comcast.nal 6.CHOOSE A HEADER FROM TABLE 6.6 THAT HAS ADEQUATE SLAB S.FOLLOW 9-10 FROM ABOVE POST SPACING. SLAB 10.FOR TWO POST STRUCTURES USETABLE 7.1 ON SHEET Misc3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES MAY 26 2015 7.USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 6.6 ICC ESR 2676(2012 IBC)12/11/2013 Page 58 of 74 SOLID COVER 6.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS HIGH WIND AREAS 6'Y4.5"1 Beam Detail Q 7'45'I Beam Detail R 10k55'1 Beam Detail T &M.51 Beam Detail Q 7' 5.6'I Beam Detail R 19X5.5"I Beam Detail T TABLE 6.7 Atladletl Freastanding or Attached Freestanding or Attatllad Freestanding or TABLE 6.7 AttachedFreestading or Attatlretl Freestanding or Attatlletl Freeslantling or Stludure MUItisPan Units Structure Multispan Units Str re Multispan Units SWdure Multispan Units SWcture MultisicanUnits SWclure Multi an Units GROUND TRIG POST MAX MAX PORT LENGTH MA% MA%POSTLENGTH MAC MAY FOIT LENGTH GROUND TPIB POST MPX MPX POST LENGTH MAX MAC POST LENGTH MAX MAX POSTLENGTH SNOW YNOTH 6PACING POST MIN FWTE0. 8' I 17 1 19 POST MIN FOCTFR 6 I IZ I IS Mar MIN feeTEA B' I 12' ' 15' eNOW WIDTH SPACINe POST MIN FOOT 0' I 4' I 15' POSr MINHo� 8' I fY 115 POBr MIN O 8' I 1Z I IF LOAD (FT) ON GLASS GPACIN PO6f 512E CONSTRAINED FOOTS SPACING POSr . CONSMABJEDFOO SPACING POST 51II CONSiFWNE❑FOO LOAD (Fr) ON SLAB SPACIN POST suE CONSrRANED FOOTFA GPACIN POSTCONSTRAINED FOG SPACINGPORT 812E CONSTRAINED FOO (PSF) (FT) (FT) TYPE -d 'd 'd -d (Fr) TYPE 'd 'd 'd V (F1 -PE 'd -d 'd 'd (PSF) (F1J (FT) TYPE 'd -d 'd 'd (FT) TYPE 'd 'd 'd (FT) TYPE 'd -or -or -d MI MI M) f) fn) !1 () (1 rN CN On1 ON f) an) C I () MI M7 Pn) M) sort (in) () 12D MPH EXPOSURE C or 140 MPH IWOSURE B or 140 MPH EXPOSURE S or 140 MPH EXPOSI.REB IS 5 13'-7- 164 ❑ 30 30 32 19'4- G 32 32 % 7qz7.n23'-9- G 35 35 35 25 5 1-1. I . F 29 31 33 1Td- G 31 31 33 35 25'-1' G 35 35 35 36 LIVE 5S 1Y�' 14'-10- O 31 31 33 16-11' G 33 33 31 .G G 35 35 35 53 6-2' iZ-9' G 29 a 29 31 33 1T-1' G 32 33 33 35 34'-]- G 36 36 36 36 LOAD 6 11'4- IV-5' F 31 31 32 18'5- G a4 34 34 2Y-7- G 36 36 30 6 5'S 1Y$- G M M 30 32 16.7' G 33 13 33 35 22-9' G 36 36 36 36 ONLY 6S 1v 5- 14'-1' F 32 32 32 1Tg1- G 34 34 34 =-I- G 37 37 3) 6.5 5'$ 114- G 30 30 30 32 16-7 G 33 33 33 34 21'$- H 37 37 37 37 7 9'S 134- F 32 32 32 1T$' G 35 35 35 21'$' G 38 30 33 7 4'-10' 16$' G 30 30 30 32 15'$- G 34 34 34 34 204' H 37 37 37 37 7.5 T.I. 1T$' G 32 32 32 1TA- G 36 36 36 214- G 38 38 38 7.5 4'S W-1' G 30 30 30 31 14'$- G 34 34 34 34 19'-0' H 37 37 37 37 8 e'S 1Y-1- G 32 32 33 16-0- G 36 30 ]6 20'41' G 39 39 39 8 4'$- 9'-T G 30 30 30 11 14'4- G 34 34 M 34 184' H 37 37 37 37 8.5 8'-0- 11'-7- G 33 33 33 164- G 37 37 37 29d' G 39 39 39 8.5 4'4- 9'-Y G 30 30 30 31 13-4- G M 34 34 34 17$- H 37 37 37 37 9 T`F 1T-1' G 33 33 W 15'-1- G 36 36 36 20'J- G 40 40 40 9 34' 8'-T G 30 30 30 30 1Y$- G 34 34 N 34 16-9- H 38 M 38 3B 95 T-T 1r-7- G M 33 3a 14'-10' G 37 37 37 20'-0' H 41 41 41 9.5 T- T W-VG 30 30 30 30 1YJ' G 39 34 35 35 16q- H 38 30 3B 35 1 6-9- 1C-2' G 33 33 33 144' G 37 37 37 19'-5- H 41 41 41 10 -Y aW B-P G 30311 30 30 11'- G 35 35 35 35 15-5- H 38 1135 38 10.5 6-5' 9'-10' G 3J 33 A 1914-3- G 37 37 ]] 1B'-B' H 41 41 41 10.5 9'5 3'- T- G 31 31 31 31 114. G 35 35 35 35 14'-10' H 38 38 38 38 11 9S 9'S G 33 33 1 13'-9' G 39 ]8 3B 10'-1- H {1 41 11 11 3'-1' T$' G 31 31 31 31 10'-11' G 35 35 35 35 14'-3' M ]0 38 38 38 11.5 6-11' 9'-3- G 33 33 33 13'd' G 39 SB SB 1T'$' H 41 N 11 113 3'-11' ]'-Y G 31 31 31 31 10'-]' G 35 ]5 35 ]5 13'-9' H ]8 38 30 38 12 Td 840- G 33 33 33 IT-11. G 30 as 38 16-11- H 41 41 11 130 MPH EXPOSURE C or 150 MPH IWOSUREB 13 5'Q' 8'-]- G 34 34 M 1Z-2- G 38 18 38 15'-f0- H 42 42 I2 25 5 6'-V 1Y-ID- F 30 30 32 3{ 1T-1' G 33 33 34 36 2Z.V G 36 36 36 37 14 4•-t0' 7-9- G 34 34 34 11'$' G 38 35 38 14'-11- H 42 42 43 5S 6'-T 11'-Il' G ]0 ]0 32 34 16'S G 33 33 34 36 22'-T G 37 37 37 37 15 4'$- 74- 6 34 34 34 IV-IV G 38 38 35 10.Y H 42 42 42 6 5'-0- 111-7 G ]0 30 31 33 16'-I' G 34 34 34 36 21'3" H 37 37 37 37 130 MPH EXPOSURE C or 150 MPH IWOSURE B 05 5'-T 10'$' G 30 30 31 33 15'-3- G 34 34 34 35 20'-1- H 38 38 38 38 10 5 13'-T 14'-9' D 31 31 13 18'-9. G 34 34 35 22'A' G 36 36 36 7 4'-10. Y-11• G 31 31 31 32 14'-F G 35 35 35 35 15'-W H 38 38 30 38 LIVE 53 124- 14'-3- F 32 32 33 18'-2- G 35 35 35 T1'3- G 37 37 37 )3 4'S 4-F G 31 31 31 32 13'$' G 35 a5 35 M 18'-0' H 35 38 38 38 LOAD 6 114' 13'$- F 32 32 32 1T-7- G 35 35 35 21'-7' G 35 38 a8 8 4'+' 8'-11- G 31 11 31 32 Irmo- G 35 35 35 35 l7'-P H 38 30 ]0 38 ONLY 63 to'-r 1Y-10' F 33 33 33 1T-2' G 36 36 a5 21'-2' G 33 30 30 BS 4'-0' 6S G 31 31 31 31 1Y$- G 35 35 35 35 i W-4. H 39 39 a9 39 7 9'-0' 12.2- G 33 33 M 16.9. G a6 36 36 2P-9- G 39 39 39 9 3'-9- 8'-1- G 31 31 31 31 11'-11. G 35 35 35 M 15'-T H 39 39 39 39 ]5 9'-1' 11'-]' G 33 33 33 164' G 37 3] 3] 20'-5' G 40 40 40 9.5 3'-T T-9' G 11 31 31 31 11'4' G JS 36 36 38 11-11- H 39 39 39 39 8 8'S 11'4' G 33 33 33 15'-11' G 37 J] 3i 20'-0' G 40 10 90 10 34' T-S- G 31 31 31 31 11'-0' G 36 36 36 a6 144' H 39 39 39 39 85 8'-0' 10'$' G 33 33 33 15'-2' G 38 38 30 19'-9' G tl U H fOS ]'-3- T-Y G 31 31 31 31 16-]' G 35 30 35 36 13'-9' H 39 39 39 39 9 TS to'-1' G 33 33 r 33 1I'$- G 78 >e 70 19'-3' H 41 II 41 11 3'-1' 6-10• G ]2 32 ]2 32 16-2' G s 36 30 a6 13'd' H 39 39 J9 39 93 ]'-Y 9'$' G 3{ 31 34 14'-0- G Y 3B Y 16.5' H 42 91 42 11.5 Y-11' 6-T G R 32 ]2 TL ff-10' G 35 35 35 36 1Y-9' H 39 39 J9 39 10 6'-9' 9'-3" G 34 34 34 1J$- G 30 38 38 1T$- H 42 42 42 140 MPH EXPOS162EC 10.5 51S 8'-11• G 34 31 a4 13'-0- G 38 3B 38 1T-1- H 42 42 42 25 5 6-r 1TW G 31 31 33 35 W- 9 G 34 34 35 37 21'-lr G 37 a) 37 38 11 6-T a'-T G 31 31 31 17:2 G 30 30 38 16-5- H 42 42 Q 53 6'S 11'S' G 31 31 32 35 16-3' O 35 35 35 37 31'-3' G ]B 30 ]B 30 11.5 6-i1' BU- G N 31 34 tY-2' G 39 39 39 15'-10' H 42 43 42 6 5'$- 10'-9' O 31 31 32 M 15'4' G 35 35 35 37 20'S' X 39 39 39 39 12 5'$' B'-0' G N 34 34 11'-a- G 39 39 39 154' H 42 92 42 6.5 5'-Y 10'-I- G 32 32 32 M 1Cd- G 36 36 36 36 18'-2. H 39 39 39 39 13 Fr TS G 34 34 34 11'-0• G 39 39 ]9 144' H 43 43 43 7 4'-1P 9'8 G 32 32 33 33 13'-IV G 36 35 35 36 1B'-3' H 39 39 39 39 14 4'-10' Y-0' G 34 al 34 10'-6 G 39 39 39 13'W H 43 43 43 )3 4'S FY G 32 32 M 33 13-1. G 36 36 36 36 1T-2- H 40 40 40 40 / 15 4'$- 6-0- G 35 35 35 9'-10' G 39 39 ]9 1T-9' H 43 43 43 8 4'4' 0'F G 32 32 32 33 1Y$- G M 36 M 36 16I' H 40 40 40 40 In MPH ExPCGUREC or 160 MPH EXPOSURE B 8.5 4'! SW G 32 32 32 32 11'-11- G 37 37 37 37 IV-7- H 40 40 40 40 10 5 13'-0- 14-4 F 33 33 34 1"' G 35 35 36 2%'.IV G 37 37 37 9 3'-9- 7'-V G 32 32 32 32 11'-5- G 37 37 37 37 14'-il- H 40 4D 40 40 I LIVE 5.5 1Yi' 13'-9- F Xr at 34 1T-0- G 36 36 36 2"' G 38 38 38 9.5 3'-7• T-S- G 32 32 32 33 10'-11. G 37 37 37 37 14'-3' H 40 AD 40 AD / LOAD 6 114- 13-11- G 33 33 33 1T-2- G 37 37 37 20'-W G 39 39 39 10 3'd" 7'-I- G 32 32 32 32 10'$- G 37 37 37 37 13'$' H 40 40 40 40 ONLY 6.5 10'-5' 1Z-2- G 34 34 34 16-V G 37 37 37 204- G 40 40 40 10.5 T-2- 6-Is' G 33 33 33 33 10-1- G 37 37 37 37 13'-1' H 40 40 40 40 ] 7-0- 11'4- G 34 34 a4 t64' G a8 38 38 19'-11- G 41 41 41 11 1 X-1- 1 6'S G 1 33 1 33 al 33 T.r G 1 37 1 37 37 1 37 1Z-7- H 41 41 41 1 41 ' 7.5 9'-1. 10-11' G 34 34 34 IS'-9- G M 38 38 19'-7- G 41 41 41 120 MPH EXPOSURE C m 140 MPH EXPOSURE 8 ,+•. p B B'$- 10-5. G 34 34 I 34 15'-1' G 39 39 39 IV-3- H 42 42 42 30 5 5'-T 12'-10' G 20 28 31 33 1T-1- G J1 31 33 35 �C) Min^) ) C��1'I , ]`N BS 8'-0- B'-11' G M 34 34 14-5- G 39 39 39 18'-11- H 43 43 43 5.5 5'-T 11-11' G 20 28 30 32 16$- G 32 32 33 35 I 9 ]'S 9'S G 35 35 a5 1T-10- G 39 39 39 IF-2- H 43 43 43 0 4'-r 11.2- G 29 29 30 32 16A 31' G 32 32 32 (4� TV v (Lqi4 "Pu p�L B5 7'-T 9%1 G 35 35 35 13.3- G 39 39 39 ITS- H 43 43 43 6S 4W 10.6 G 29 a 30 31 15-3 G 3333 33 31 � 10 6-Y 8'-A G 35 35 35 12-V G 39 39 39 16.9' H 43 43 43 7 4'-l' 9'-11' G 29 29 29 31 14'$- G 33 33 33 N 2[r tOS 6'-5' B'S' G 35 35 JS 1Y-3- G 90 40 90 16-0- H 43 43 43 75 3'A' p-5' G 29 29 39 31 13'-0' G 33 33 33 33 U g m Q16'$I 9 11 6'-T 8'-1- G 35 35 35 11'-10' G 40 40 40 15$' H 43 43 43 3 3'F 8'-11' G 29 29 29 30 M.'D. G 33 33 33 l3 J � 11.5 6-11' T'$- G 35 35 35 11'S G 40 40 40 1Y-11' H 44 44 44 85 34- e'S G 29 29 M 30 17S G 33 n 33 J 12 5'-0' TS G 35 35 35 11'-1- G 4a 40 40 14'-5- H AM 44 N 9 3'-Y 8'-1' G 29 29 29 30 11'-11' G 33 33 33 3 13 5'-T 7'-0- G 35 35 35 1D-5' G d0 40 q0 13'$' H 4 44 44 9.5 3'-V T-r G 30 30 30 30 11'W G 34 34 34 f 34 14 A.-IV 6-T G M 35 35 9'-10' G 40 4D 40 1Z-9- H 44 M 44 to 2-1P 7'$- G 30 30 3030 11'$- G 34 34 34 34 15 4'S 6$- G I W 38 W 9'-J' G 41 41 41 lY4- H M 1 M U 183 2'S T-2- G 30 30 30 30 1D'-T G 34 N N 34 �` 1 s�' 11 T-T 6-10' G W W 30 3o lD•-2• G ad 34 ]4 CAl1F Of' DEC 18 2013 \ MA 6 2015 ICC ESR 2676(2012 IBC) 12/11/2013 Page 59 of 74 SOLID COVER 6.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS HIGH WIND E 6'k4.5"1 Beam Detail Q V'X5.5"I Beam Detail R 10'k5.5'•1 Beam Detail T 6'k4.5"I Beam Detail Q 7'k5.5"I Beam Detail R 10k5.5"I Beam Detail T TABLE 6.7 AtWdletl Freestanding Or Attached Freeslantling or Attached Freestanding or TABLE 6.7 A9arhed Freestanding or AOachad Freestanding or ANaGtatl Freestanding or Shuclure MU15span Untls Structure Mullispan Units Slnrcture Multispan Units Sm Vtme Mullispan Units SIrvOWre Multispan Units $tiurAura Mullispan Units GROUND TRIB POST MA% MAC PoST LENGTH MAX MAX P03T LENGTH MAX MAX POST LEIJGTH GROUND TRIG POST MA% MAXPOSr LENGTH MAX MA%I LENGTH tAAX MA%POST LENGTH SNOW N401H SPACING POST MIN Poorw e' I IT I T PoS< MIN EooTER 5' I 1T I I5' POST MIN raDTa2 8' I 1Y I 15' SNOW WIOT9 SPACINGPOST IN DOT e' I tY 15' POST MIN COT s' I IY 1 15' POST MIN 0' ( 12 I 15' LOAD IDr ONaIAB BPGarrACIN MIN SUE CONSTPNNED FCO SPACING POST SRE rAN"rrWNED FOO SPACING POST 512E CONSTItNMEDF00 IAAO am ONBIAa GPACIN POST SII£ CON9TRWNED FOOTER SPACI POST 511E CONSTRNNEDFOO 9PACIN POSr see CONSIrWNEDF00 (PSF) (FT) (FT) TYPE 'd 'd Y 'd IFT) TYPE 'd (N 'd 'd (FT) TTPE 'd 'd 'd 'd IPSFt IFT) lF0 TYPE 'd Y 'd V lFT) TYPE 'd 'd •d 'd fFT) TYPE Y Pr) lint Dnt Dm oat t t lint cal cm (in) c 1 on) c) lint nN aN or) c 1 r 1 c 1 r 1 lint lint cal 130 MPH EXPOSURE C or IN MPH EXPOSURE B 120 MPH EXPOSURE C or 140 MPH EXPOSURE 2D 5 T-1' lx' F 29 29 ]1 J3 1T-T G 31 31 W 35 23'-9' G 35 35 35 36 30 5 V_V 1T-1' G 23 29 32 M 16V' G 32 32 JI 36 22'-9' G 38 as 36 3 LNE 65 64' 17.9' F 29 29 31 33 17'-1' G 32 32 33 35 2]'-3' G 35 35 35 36 55 S-T 11'J• G 29 29 31 33 16'-1' G 33 33 M 36 21'J' H S6 36 30 3T LOAD 6 5.11' 12-0' G 29 29 30 32 MY-7- G 33 33 33 35 22'-T' G 36 36 36 as 6 4'-9- 10'8 G 30 30 31 3I 15'3' G 33 W A 35 W.G. H 3i ]2 3i 3T ONLY 65 S-5' 11'4' G 30 30 SD 32 16.2' G 33 33 33 31 214' G 37 37 37 37 6.5 44- 9'-10' a 30 So u 32 144' G 34 N 34 35 18'.1V H 37 37 37 37 7 V'l' +64• G 30 3D 30 32 15'-5' G 34 34 A 31 264• H 37 37 37 37 7 4'-1• r4 G So 30 30 32 IT.5- G 34 34 34 34 +T-r H 37 37 37 37 i.5 1'4' 10'-1' G 30 30 30 31 14'-0' G 31 3434 31 +9'l' H ST ST ST 37 1.5 9'-r e'-10' G 30 SO 30 32 1T-1w G N 34 34 34 16'-1P H 37 37 31 37 a 4'd' 2-T G 30 30 30 31 ICA' G 31 M 34 a 164' H 37 37 37 37 a X-V 84' G 30 S0 SO 31 12-4- G 34 31 34 34 10.0' H 38 30 38 30 85 4'S r-T G 30 30 30 31 134' G N 34 34 31 1TA' H 37 37 37 37 8.5 3W T-11' G 30 30 ]0 31 111d G 34 M 34 31 15'-3- H 38 38 38 38 9 3'-I1' lr f a 30 30 30 30 1Yi' G 34 34 31 34 16-9' H 38 38 30 38 9 3'Y T-T G 30 ]0 30 31 11'Z' G 35 35 35 S5 1P-7' H 30 38 38 33 9.5 3'-9' 8'.S G 30 30 30 30 17.3' G 34 N 34 34 16'-1' H 38 38 38 38 95 3'A' T-3- G 31 31 31 31 ID'2' G 35 35 35 35 13'-11• H 38 38 38 38 10 3'8 8'-0' G ]0 30 JO ]0 11'-tr G 35 ]5 35 35 15'-5' H 38 30 So 38 10 2-Iw 6-11' G 31 31 31 31 lv' G 35 35 35 35 134' H 30 J3 30 36 103 3'W TA' G 31 31 31 31 114' G 35 35 35 35 14-10' H 36 38 30 as 105 2'W V' G 31 31 31 31 TAW G 35 35 35 JS 1T-10' H 30 JB 90 3B +1 3'-2. T.V G 31 31 31 31 1V-11' G 35 35 35 N I'V3' H 30 38 So 35 140 MPH EXPOSUREO or 160 MPH E%PoSURE9 11.5 3'-1' T4' G 31 31 31 31 1P4' G 35 35 35 35 ir-9' H 30 38 38 38 So 5 5'-0' 114' G 30 30 32 35 16.Y aU . 35 3i 2P.T H 37 3i 37 38 I2 Y-11' 6'-11• G 31 31 31 31 10'J' G 35 35 JS 35 13d' H 38 35 38 3B 55 S-Y 10'-T G ]0 30 32 M 15J ]5 37 20'-1' H ]0 38 M 38 13 Y-0' 6-5' G 31 J1 31 31 r-T G 35 35 J5 35 12'-5' H 38 M 38 38 6 4'-r r-1r G 31 31 31 34 144• 35 36 10-10' H 33 38 N 38 65 4'i' 9'-3" G 31 31 31 33 13'A' 35 36 1TA' H 36 38 38 35 130 MPH EXPOSURE C er I%MPHEXPOWREO20 51' 1]'-1' F 30 30 32 34 1T4• G SS 33 34 35 24-0' G 37 31 37 38 7 4'-1• e'BG Jf ]t 31 33 4'-e' ]535 16.r H 3B 38 7BLIVE 55 6-5• 13 G 30 30 32 34 18-0' G 34 34 31 36 23-Y G 37 37 37 37 7.5 3'A' V' G 31 31 31 32 +2'-1' ]5 35 15'-ir H 30 38 38 38 LIVEOAD 6 S-V 11'4' G 31 31 31 SS 164- G 34 L 34 36 2T-9- H 38 38 30 SO 8 T' T.10' G 31 31 31 32 11'JY 3535 IF-0' H 39 39 39 39 ONLY 65 5-S 1P-9' G 31 31 31 33 15'4• G 35 35 35 S6 2PA' H 38 38 3a 38 IS J4' 7'S G 31 31 31 32 11'A' 3636 1CA- H 39 39 39 39 7 5'-1' 1D'-Y G 31 31 31 33 14'S- G 35 35 35 35 19'-5' H 38 38 30 38 9 J-Y T-l' G 31 31 31 31 IVA- 36 35 13'4' H 39 39 39 39 7.5 4-V T-V G 31 31 31 32 14.4- G 35 35 35 35 18'-5' H 36 38 35 as 8 4'-r 6.T G 31 31 31 32 134• G 35 35 35 35 1T-0' H 39 39 30 39 rz TpBLE92TRIBUTARYWIDTMSFORSINGLESPANATTAOHFDSTRUClURE9 �CFESSIOj 8.5 C-T B'.9' G 31 31 31 32 17-9• G 36 3S 36 36 16$ H 39 39 39 39 PROJECTION OF SINGLE SPAN STJCTURES(FT) Q Fu 9 T-11' 84' G 31 M 31 31 +Y-2• G M 3S 36 3fi 16'-11' H 39 39 39 39 S r 0' e' IV 11' 12' IT N' 15' IV IT 1S 19 20' 21' Z1' !4� Q�T V 95 T-r VW G 32 32 32 32 11'-0' G 36 36 36 36 15''r H 39 39 39 39 3' 3.5' w 4.5' V 5.5' 6 6.S T IN e' 8.5' 9' 9S' 1C ms• +r CZ 10 T4' 7'4' G 32 32 32 32 11V' G 36 3s 36 36 14'4' H 39 39 39 393.5' 4' 4.5' V 5.5' 6 6.5' T 7.5' v 8.6 9' 9.S IV 10.5' 1t• 115' 8f/ W ID.5 34' T-0' G 32 ]2 ]2 32 tr-ID' G 36 36 36 36 14'-0' H 39 39 39 39No Na Na Na Ne CV T 7H 8' 3.6 9' 9S' iw 10.5' It- H.5' tYpm11 3'-Y T-0' G R 333232 +0'5' 36 35 36 36 13'-T H 39 ]9 39 39Na Na Na Na Ne Na Na Ne Na Na 8.5' 10' 105' 11' i15' 12' 12.5' O11.5 3'-1- 6.9G J2 32 32 >2 ID'-A G 36 M M % 13'-1' H 40 40 10 10Ne Na Ne Na Ne Ne Na Ne Ne Na Ne Na Na Na Na 125' 13' * - 1 140 MPH CSUREC or 160 MPH EXPOSURE zo 5 T-1' IT4. G 31 3t 33 35 t6'-0• G 3r x 35 n xt•-t D• G 37 37 37 3e TABLE 6.3 Post Requirements TABLE6.4 Poet Requirements for LIVE e5 F-Y lay' G 3t 31 32 35 I64• G 35 35 35 37 2Y.3' G as 36 36 38 for Attached Single S Shvctures Freestanding SWdures Or Multispan Attached SWoWres Cl \P LOAD 6 s.n' to'-s• c a+ 31 >2 H 16s G 35 3s 35 37 2o'-r H 39 39 39 39 Post Description Ma% POST Detail Pon Description Madmum Mml POST ll# C ONLY 6.5 5'.S 10'-1' G 32 32 32 34 14'-7- G 35 as 36 M 1r-Y H 39 39 39 ]9 Hgl Code Footing Haight Code Deta tr 7 6-r 9s G 92 v u 33 t3'-10• G x 3s >s 3e IV-2• H 39 39 39 39 Twin 0.032'k1.5"Xl S'Scroll B' A AD 0.048'k3'k3"Steel Clover d= 23" 8' a AK DEC.5 e-0' 9•-0- G 32 32 32 33 1T.I' G 36 a6 36 36 17.2- H 40 40 40 40 TWin 0.024•k2'k2"Scroll 9' B Ali 0.04Sk3'k3"$reel Clover d= 22" 8' C AK Ll, G( 3 8 4•W 8'-0' G 32 32 32 33 1T4- G as 36 N 3s I64' H 40 40 40 40 Q032"Post w/0.024"Side Iate 12' C AH 3116"x3'k3"Steel$ ware d= 29" 14' F AF 8.5 4'.T 5-1. G ]2 32 32 32 1t'-11• G 37 37 37 37 15w' H 40 40 40 40 0.032"Post w/0.032"Side Tale 12' D AH W16'k3'k3"Steel Square d= 32" 9 a-n• T-r c 3z ]z 32 u u's c 37 37 37 37 u'-Ir H 40 40 40 4o Clover 0.04O'x3'k3"Alum 10, E AR 1/4'xn3"Steel$ uare d= 32" 12' F AF f 9.5 T-r T-r G 32 32 32 32 le-i r G 37 37 37 37 Wr H 40 40 40 40 Ma num 0.075'k3"x3"Post 12' F 1/'vWr x3"Steel$ uare d= 34" e' G AF m Ss r-+- G 3x 32 32 ss +D's G a7 n J7 37 13'-0• H 4D 40 40 4D 0.048x3'k3"Steel Clover 12' G w 3 'x3'k3"Steel Square d= 36' 8' K AF 10.5 34- 6-10• c 33 33 33 33 1Da• G 37 37 37 37 t3'-1. H 40 40 40 40 0.048'k3'k3"Steel Clover 10' H AK 3I16"X4'k4"SIeeISquare d= 36" 14' I AF I+ 3'-2' 64' G 33 33 33 33 rr G 37 37 37 37 1Ya' H 41 a+ 41 41 3/i6'x3'k3"SIeeIS are 15' 1 31i6'k5'k5'•SteeiS Square d= 41- 15 L AF QQ' `` •0�•1 ns a'n• 64• G 33 33 33 33 9'd' G ]7 37 3i 37 u'4- H 11 41 41 41 114'13'k3"Steel Square 15' J 3116'%6'k6'Steel Square d= 46' is L AF 12 2'-11' 6-t' G 3] 33 3] 33 9'-1' G 37 37 37 37 11'-- H 41 41 41 41 31B'k3"%3"$feel Square is, K \1 9 GENERAL INSTRUCTIONS FOR THESE TABLES 3/16'k4'k4"Sleet Square 15' L AF 1.CHOOSE FREESTANDING OR ATTACHED STRUCTURE B.FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN IN P. 0 7 2 CHOOSE PROJECTION,WIDTH AND OVERHANG OF UNIT AND 6.3 UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT United Duralume 3. DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE SITE FREESTANDING AND MULTISPAN UNITS USE TABLE 6.4 360 S.Raymond Ave (PATIO UNITS USE 10 PSF MIN,COMMERCIAL UNITS 9.FIND THE O/C SPACING OR#OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.5 OR TABLE 7.7 Fullerton,CA USE 20PSF MIN) 10.USE THE APPROPRIATE DETAILS Carl Putnam,P.E. 4.CHOOSE A PANEL FROM SECTION 4.0 THAT HAS yn L ADEQUATE CLEARSPAN FOR YOUR NEEDS. FOR PATIO SLABS FOLLOW 1.6 FROM ABOVE THEN 5.DETERMINE TRIBUTARY WIDTH FROM TABLE 62 OR SLAB 7.DETERMINE MAXIMUM POST SPACING ON SLAB FROM Lynchbburg,urg,VA 24503 Place CALCULATE FROM TRIBUTARY DIAGRAM ON PAGE I SLABS.USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING cadoutnam@comcastnel MAY 262015 6.CHOOSE A HEADER FROM TABLE 6.7 THAT HAS ADEQUATE SLAB 9.FOLLOW 9-10 FROM ABOVE POST SPACING. SLAB 10.FOR TWO POST STRUCTURES USE TABLE 7.1 ON SHEET Miac3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES 7.USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 6.7 ICC ESR 2676(2012 IBC)12/11/2013 Page 60 of 74 SOLID COVER 6.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS HIGH WIND AREA; 16 Gauge 3x8 Steel C Detail N 14 Gauge 3X8 Steel C Detail N 12 Gauge 3x8 Steel C Detail N 16 Gauge 3x8 Steel C Detail N 14 Gauge 3x8 Steel C Detail N 12 Gauge 3x8 Steel C Detail N TABLE 6.6 ARa=d Freestanding or Attached Freestanding w Attactred Freestanding or TABLE 6.8 Attached Freestantlino or Atlached Freestanding or Aftac ed Freestanding w SWcture Multi span Units Structure Multispan Units Structure Multispan Units Structure Multispan Units Structure Muttispan Units Structure Multispan Units GROUND TRIB POSr MAC MA%POSTLENGTH MAX IMxPOSTLENGRI MN( FW(P08TLENGTH GROUND TRIG P08T MA% MA%P08T LENGTH MAX MAC PO6T LENGTH MA% MA,tPOSTLENGTH SNOW WDTH SPACING POST MIN FWTFA 8' ( 12' I IS- POSr MIN FOOTEA 8' I 1Y ( 15' POSr MIN IDoner 0' I 12' I 15' SNOW WIDTH aPACIN POST MIN Ow 8' I 1Y I 15' POST MIN pOT 9' I 1Y 15' POST MIN 00 B' I 1Y ( 15' LOAD (FD ON aLAB aPgCIN P09T sIZE CONSIFWNm F00 SPAGIN POST aNE CON3TRNNFD FOD SPACING Po6T SUE CONSrRPJNED F00 LOPD IFf) ON SLAB aPACIN POSr svE rANSTRNNm FOOTER aPACIN POST 512E CONSTRNNED FOO PACT PORT sVE CONGRWNm F00 (PSF) (Ff) IFT) POPE 'd 'd (FIJ TYPE 'd •d 'd 'd CFO TYPE 'd 'd 'd "d (PSF] IFO (FD 1YPE 'd 'd 'd 'd (FT) TYPE •d 'd "d 'd IFD POPE 'd 'd fn) fnl 0n1 a. fnl fnl Inl pn) C 1 f) M) tor) fn) !1 fn) fn) fN tor) In) lou fn) C-) 0.) an) 120 MPH EXPOSURE or 140 MPH EXPOSURE B or 140 MPH EXPOSURE B or 140 MPH O(POSUREB f0 5 '1T-0' 12'-1' 0 28 28 30 14'-11- D 3D 30 32 21'A' G 34 34 34 25 5 ". 9b• D 25 26 29 30 12'-l' F 28 28 30 32 18'-0• G 32 w 32 34 LIVE S5 12'4• it'-0' 0 28 28 30 13'-11" 0 JD 30 31 26-5' G 31 31 31 55 6-2" ". 0 25 25 28 30 11'-1" F 28 28 30 32 16-11- G 32 32 32 33 LOAD 6 114• 16-2' D 28 2a 29 13'-1' 0 30 m 31 1CS' G 31 3a M 6 S-0• ]'-r D 25 25 23 2B 10-T F 28 28 29 31 16L" G 32 32 32 33 ONLY 6.5 1G5- `r ' 0 28 2B 29 1Y-5" D 30 30 31 165" G 35 35 35 65 T-T T.D. D 25 25 27 29 9.5• F 28 28 29 31 1V-Y G 33 33 33 33 Y 9'S e'd D 23 28 23 11'-9- 0 31 31 31 1T4' G 35 35 35 7 4'-10' 6S D 25 25 27 29 B'-9" F 28 28 28 3) W'T G 33 33 33 30 7.5 9'-1" 9'-Y D 28 28 28 11'-0' D 31 31 31 16'-10" G 35 35 35 7.5 4'B 6'-0' D 25 25 28 28 6-1. F 28 28 23 30 13'd0' G 33 33 33 33 8 8'S TA• D 23 28 2e 1"- F 31 31 31 16-2" G 36 16 36 B 4'- " SS 0 25 25 36 2e T-0" F 28 28 28 30 IT-3- G 33 33 33 33 8.6 a'-W 7-g 0 28 28 28 SW F 31 31 31 15'S G w 36 36 8.5 4'-0' 54' D 25 25 M 28 T+3' F 28 28 23 29 12'd G 31 N 31 31 9 T'S 6S 0 28 28 2e 9'-Y F 31 31 31 14'-11- G 36 36 36 9 3'-9" 5'-l' 0 25 25 26 27 6'-10' F 28 28 28 29 1T- G 31 34 N N 9.5 T-Y FS D 28 28 28 0'S F 31 31 31 14'-S G 36 36 w 9.5 3'-T 4'-9' D 25 25 25 27 6S F 20 28 28 29 WAS' G M N 31 34 10 6'-Y C$ D 28 28 28 B'3 F 31 31 31 13'-11" G 37 37 3] 10 34- 4'S D 25 25 25 27 6-2" F 28 25 26 28 11W G 34 31 31 31 10.5 8'-5" 5'-1D' D a 28 28 P-10• F 31 31 31 13'S G 37 37 37 10.5 3'-2- 44- D 25 25 25 2] 5'-10- F 28 28 28 28 11'4' G M M N 34 11 6'-Y 5'-r 0 28 28 28 T3 F 31 31 31 13'-V G 37 37 3] 11 3'-l" 4'-Y D 25 M 35 27 S-T F 2B 2e 28 28 10'-T G 31 ]4 31 31 11.5 5'-I1' S4' D 28 20 28 T-Y F 31 31 31 1Y-0' G J] 3] ll 11.5 3'-01' D 25 25 25 38 Si" F 2B 2B 28 28 1D'J' G 35 35 35 35 12 5'-0' S'-1" D 23 28 28 6-11' F 31 31 31 124" G 37 37 37 13DMPHF OSUREC or150MPHE(POSUREB 13 5'-2 4'-0' D 28 20 28 64' F 31 31 31 11'W G 38 36 38 25 5 I.T 8'3' D 26 26 29 31 11'-1' D 28 28 31 3J Ir-W G A 33 33 35 11 1'-10' 4'-1' O 28 2B 2e 5'-11" F 31 31 31 11'-1' G 3B 3B ]B SS 6-2" 7'S" 0 25 26 29 31 lw-Y D 20 28 30 32 16U' G 3] 33 33 N IS 4'S A.A. D 28 28 2e 5'3' F 31 31 31 10'6' G 38 3B 38 6 S-0' 6'-11" 0 26 26 28 30 Wi D 20 28 30 32 W-V G 33 33 3J 11 IWMPHI%POSUREC oriSOMPHWOMMS 65 5'-2" 64" 0 25 26 28 30 8'-T F 28 20 29 31 144- G 34 34 31 31 10 5 13'-r IWA- 0 28 28 31 13'W D 30 30 32 20'-1- G 35 35 15 ] 4'-IT F-11" D 25 26 27 L9 1"T F 28 26 29 31 13'-T G 34 34 R 31 LIVE SS 12'-4• 9'-9' 0 23 28 JD 12'A' D 31 31 n 10'-11' G 35 35 35 ]5 4'S 5'S D 26 26 27 M TS F 29 29 29 31 IT-W G 31 M 31 34 LOAD 6 114' S.-W 0 28 28 30 1Y-0' D 31 31 J2 1T-I1" G 35 35 35 a 4- " 5'-Y 0 28 M 27 29 TT F 29 29 29 30 lrf G 35 35 35 35 ONLY 65 10'-S ff' D it 28 28 29 11-2 0 31 31 31 1T-1' G 35 36 36 8.5 4'-0' 4'-IP D 25 36 26 28 ( r F 29 29 29 w 41'-11' G 35 35 35 35 ] 9'£ r8 D 28 28 29 10'-5' 0 31 31 31 W-3" G 36 36 as 9 3'-T 4'-T D 26 26 26 28 L'-Y F 29 29 29 w 11'S G 35 35 35 35 7.5 9'-r T-Y D 28 28 28 9'-9" D 31 31 31 15'S• G 36 36 36 95 3'-r 44• 0 28 26 25 28 5'-1Y F 29 29 29 29 11'A" G 35 35 35 35 8 B'F' 6'4 D 28 2a 28 9'-1- D 31 31 31 W-11" G 37 37 37 10 3W 4'-r D 26 M 26 28 5'-r F 29 29 29 2B W4- G 35 35 35 35 85 S.-T 64' D 2E 28 28 0'-7" D 31 31 31 144' G 37 37 37 10.5 3'-Y 3'"r D 36 26 26 27 54" F 29 29 29 29 10U' G 35 35 M 35 9 7'8 6"T D a 25 28 6'-1• D 31 31 31 13.9- G 37 37 37 11 3'-1' ]'S• D 26 26 26 R 5'd' i F 29 Z) 29 29 9'A 1. G J6 36 35 36 9.5 T-Y S' 0 2E 2e 2a T'-0• D 31 31 31 IT3" G 37 07 37 It's Y-01' 3'-r D 26 Z6 M 27 4'-lW F 29 29 29 29 Dd G a6 M a6 >6 t0 6'-S 5'-S D 28 28 20 14" 0 31 11 31 1Y-0IT G 38 38 38 140MPHE)(POSUREC 10.5 V5 S'-Y D 28 28 28 T-0" D 31 31 31 1z5• G 38 38 38 25 5 6'-9- r-IT D 2] 2] 30 32 to'S F 29 29 32 31 I64• G U 31 34 36 11 6'-Y 4'-I1" D 28 28 28 6A' 0 31 ]1 31 1Y-0' D 38 39 38 55 6'-Y T-1' D 27 27 29 W 9'-T F 29 29 31 w I5'-6 G N 31 34 35 11.5 5-It- I'-0' D 28 20 20 64" 0 31 J1 31 lt'-0' G 38 38 38 6 V.S. 6S D 27 27 29 31 6'-9" F 29 29 31 33 14'- ' G 35 35 35 35 12 5'-0' 4'8 D 2a 2B 28 6-1' D 31 31 31 tl4' G 38 SB 38 65 5'-2- 6'V D 27 27 29 31 8'4' F 29 29 30 32 13'-V G 35 35 35 35 13 5'-Y 4'-Y D 28 2B 28 5'A' 0 31 31 31 1P-0" G 39 J9 39 ] 4'-IT 5'-r D 27 27 28 30 T.G. F 29 29 30 32 13'-1" G 35 35 35 35 14 4'-10' 3'40' D 28 2B 2e 5V" 0 31 31 31 16-2- G 39 39 39 7.6 4'S 5'-3• D 27 27 28 30 T-0• F 29 29 29 31 IYS G 36 36 35 36 IS 4'S 3'd' D 20 2B 20 4'-11' D ]1 31 31 9'd• G 39 39 39 8 4'3• {'-11. D 27 27 27 29 6-T F 29 29 29 31 11'A1' G 36 35 36 36 140 MPH E(POSUREC or 160 LIM EXPOSURE B 8.5 4'-0" 4'-r D 27 27 27 29 6 F 29 b 29 31 11'-5' G 36 36 36 36 10 5 13'-7' 10'4' D 29 29 32 13'-0' 0 31 31 33 19'-2' G M 36 $ 9 T-9" 44" D 27 27 27 29 5'-10" F 29 29 29 30 11'4- G 36 36 35 36 1 LIVE 5.5 1Y4' 9'-V D 29 29 31 IY-1" D 32 32 33 16.1- G w 36 36 95 3'-T' 4W D 27 27 27 29 5'-T F 29 29 29 30 10'd' G w 36 36 36 LOAD 6 1114' 94" 0 29 29 30 II'3• F 32 32 Y1 1r-1" G 37 37 37 10 J4" 3'-11' D 27 27 27 28 5V" F 29 29 29 30 10'-3" G 37 37 37 31 ONLY 6.5 10'-5' T-9- D 29 29 30 ID'-5" F 32 32 32 W-3" G 37 37 37 10.5 3'-2- 3'-9" 0 27 27 27 28 5'-0" F 29 29 29 30 91-00- G 37 37 37 37 ] 9'41" 1-2- 0 29 29 29 9'-0 F 32 32 32 1SE' G 37 37 37 11 T-1• 3'-7 0 27 27 27 23 4-10" F 29 29 29 29 1 9'S G 3] 3] 3] 37 1 7.5 9'-1" 6-0" D 29 29 29 9'.W F 32 32 32 14'-10" G 38 38 38 120 MPH E(POSURE O or 140 MPH EXPOSURE B 1 0 S'S 6-r D 29 29 29 B'E' F 32 3232 14'-2- G 30 38 38 30 5 Sb" 6'-3" 0 24 25 28 3D 11'-1" F 27 27 30 32 �OfRs!10 2 (S FA, 85 8'4' 9N1' D 29 29 29 B'-D" F 32 32 32 13'-7' G 38 36 30 5.5 5'-7 ]'S D 24 25 20 29 10'-2" F 27 27 29 31 9 ]'C 5'-r 0 29 29 29 ]'S F 32 32 32 1J'-l' G 39 35 JB 6 4'-Y W-11 D 24 24 27 29 9'4 F 27 27 29 31 95 T2" Sd D 29 29 29 T-Y F 32 32 32 t2'-7• G 39 39 39 6.5 44" tr " D 24 24 27 20 V-7" F 27 27 28 30 10 6'-9- S'-0' D 29 29 29 6-9" F 32 32 32 174• G 39 39 30 ] 4'A- S'-11' D 24 M 26 28 W-W F 27 27 28 30 U m /� yy pp 10.5 6'3" I'S' 0 29 29 29 64i' F 32 32 32 11'A' G 39 39 39 7.5 3'-r 5'C D 24 24 26 28 T-5' F 2] 2] 2] 29 J a n L4 }39 11 6'-2" 4'-r D 29 29 29 6-2' F 32 32 32 tt'-5' G 39 39 39 8 3'S 5'-Y D 24 24 26 28 TS F 27 27 27 29 11.5 S-1P 4W D 29 29 29 5'-11" F 32 32 32 1T-V G 39 39 39 8.5 3'd- 4'40- D 24 24 25 27 6-r F 2] 27 v 2B 12 5'-0- 4'-Y 0 29 29 29 5'A' F TL 32 32 10'-9" G 40 4D 40 9 3'-7 4'-T D 24 24 25 27 6T F 27 27 27 8 �' 16 * �• \\\i4 d 13 SS' 3-10' D 29 29 29 5.3' F 32 R 32 10'-2- G 40 40 !0 95 3'-0" 4W D 24 24 25 27 5-11" F 9 27 2] 29 14 4'-10- 3'-T D 29 29 29 4'-f0' F 32 32 32 6-T G 40 40 40 ID Y90' A'-Y 0 N 2{ 25 2] 5'-r F 27 27 27 28 (lid `\II' pq I '1 \Q• 15 PS 34' D 29 29 29 4'W F 32 n 32 6S G 40 40 4D 105 SS J51- 0 24 24 24 26 5'A• F 27 27 27 28L 11 Y-r ]'-9' 0 24 24 24 26 5'-1' F 27 27 27 C�'1F DEC 18 2013 MAY 26 2015 ICC ESR 2676(2012 IBC)12/11/2013 Page 61 of 74 SOLID COVER 6.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS HIGH WIND AREA! 16 Gauge 3x8 Steel C Detail N 14 Gauge 3x8 Steel C Detail N 12 Gauge& Steel C Detail N 16 Gauge axe Steel C Detail N 14 Gauge 3xB Steel C Detail N 12 Gau a axe Steel C Detail N TABLE 6.8 Attache Freestanding or Attached Freestanding or Atlatltetl Freestanding a TABLE 6.8 Attached Freestanding or Attached Freestanding Or Attached Freestanding or Structure Multispan Units $INWre Mullis an Units Slnlaure Multispan Units Structure Multispan Units Structure Mullis an Units Seuclure Multispan Units Car OTH I RIB MM POU POST OST GROpDD (Fn ONer SPACIN POST 513E CON51RNNm FOOH SPRC POST snE CONSTRAINEDF GTH 6PtA1CING POST 512E CON51R]UNED�FCOTE GROAUDND IFT) ON SSIFB SPACN POST bVE CONSTRAINED FOOTER 6PXCN POST 517E CONSTRAINED 00 BPACIN POST 512E CONSIRAINEDFFOO SNOW MADTH bPpCING POST MIN FODRA 8' I tY I 15' POST MIN FOOTEa B' I tY I 15 PO6T MIN FOOTER B' I f2' I 15' 5NOW IMDTH SPACIN P05T MIN Co B' I 1T I 15' POST MIN OOT 8' I lY 115 PO6T MIN Om 8' I 1Y I 15' IMF) (Fr) (Fn TYPE 'd •d 'd "4' (F0 TYPE 'd 'd 'd "d (FT) TYPE 'd 'd 'd 'd IP5F) (m (FT) TYPE 'd 'd 'd 'd lFp TYPE 'd 'd 'd 'd (FT) TYPE 'd 'd Gnl Co.) Gn) Pn) Gnl Gn) l^1 fn) On) G^1 0.) (10 (1 On) G^1 G^1 Dn) MI GN fn) Gnl G^) On) f^) 120 MPH EXPOSURE C or 140 MPH EXPOSURE B 130 MPH EXPOSURE C or 150 MPH ExPOSUREB 20 5 T-P F.V D 25 M 29 3D lY-1' O 28 a 30 m IB'4- G 32 32 32 34 30 5 Sd T-T D 25 26 29 31 101-3- F 2B m 31 33 16'-1' G 32 ]2 J2 m LIVE 55 aS fir • D 25 25 28 30 11'-1" 0 20 28 30 32 iv-11- G m 32 32 33 5S S-T 6-H- O 25 25 a 30 S4• F 25 20 30 m 15'-P G 32 J2 m m LOAD 6 5-11• T-r D 25 25 28 2S 10'-2- D 2B 20 29 31 16-0' G w 32 32 33 6 4'-r 64" D 25 25 20 30 B'-1. F 20 23 29 31 14W G 33 33 33 N ONLY 65 S-S 7'-0' D 25 25 27 zit 9'-S D 20 28 29 31 IV4. G 33 33 3J 33 6.5 /4- 5'-,a- D 25 25 21 29 TAI. F 28 28 29 31 lx' G 33 33 33 33 7 5'W SS D 25 25 27 29 e'-9' D 23 2B 28 S0 14'S G 33 33 ]] 33 7 4'-l' V.S. D 25 25 27 29 Ti' F 29 28 29 31 tY-10. G b 33 33 33 7.6 4'S 6-1. D 25 25 26 20 8'-T D 2B a 28 SO 131.1w G 33 33 33 33 7.5 T-V 5'-1" 0 25 25 2] 29 SAW F 28 28 20 JO IZ41- G 34 34 m m 8 CS SS D 25 25 26 26 T-V 0 Zs 28 2d 30 13'J- G m 33 33 33 B 3'S 4'-r 0 25 25 28 28 6'S F 29 20 23 30 II'-T G 34 m m m 3.5 4'3' S-0• D a 25 M 28 T-3" D 28 n 20 29 IZA. G 34 m m ]4 BS 3'' " 4'S 0 25 25 m 28 K-1- F 28 28 a 29 11'-Y G 34 34 34 m 9 3'-11- 5'-1• D 25 25 26 27 6-10- D 28 a 28 29 17-3" G N m N 34 0 3'-r /'+l" 0 25 25 26 28 5'-9- F 20 29 a 29 10-10" G N m N m 95 3'-V 4'-V D a 25 25 27 6S 0 a 20 28 a 11'-V G m S4 34 3t 95 3'W C' D 35 25 25 27 5'd" F 28 28 28 29 tG-S- G 34 m 34 34 10 3'S 4--V D 25 25 25 21 6'-T D 20 28 28 28 114- G m 34 m m 10 T-10' 3'-ir D 25 25 25 27 v-r F 20 28 28 29 IV`V G 35 35 35 35 10.5 Si- 4W 0 25 25 25 21 5'-10- D 26 28 28 28 11'-0• G 34 34 >r 31 10.5 TS 3'-r D M 25 25 27 V-1v F 28 28 28 20 9'S G 35 35 35 33 1t 3'-T 4'-2" D 25 m 25 27 5-r D 20 2B 2B 20 10'-7- G 34 34 m 34 140 MPH F CSUREC n IN MIN EXPOSURES 11.5 3'-I" 3'-11' D 25 25 25 26 S.A. D m 20 20 20 10'-0- G 35 35 35 35 w 5 5'S TS 0 16 2a 29 31 9'S 0 2B 20 31 3J 15-3' G 3] 3J 33 35 12 2'-11- J'-Y D 25 25 25 26 5'-i" 0 28 26 28 26 10'4" G 35 35 35 35 55 S-r 6S 0 26 2B a 31 S.-V 0 20 28 31 33 144" G m St 34 35 13 2'-0" J'S D 25 25 25 26 /'-9" D 20 26 28 28 8'-5' G 35 35 35 ]5 6 4'-V SAW 0 26 26 28 30 T-11" E 20 23 30 w 13S G 34 34 m 35 130MPHEXPOSUREC or 150 MPH EXFGSUREB 6.5 44' S-5' D 26 M 28 30 T-0' F 2B 20 JO 32 4'-10' G L N N 7< 20 5 7'-I' 8'S D 26 26 29 31 11'-5- F a 9E29n 3R04- G . G 33 33 33 35 7 44- 5'S D m m 20 3D B-9' F 20 26 29 31 IZ4' G 34 34 N 3/ LIVE Ss S-5" T-V D 21 26 29 31 10'S' F a 293 " G 33 33 m 35 7.5 3'9 /'-C D M 26 27 29 64- F 28 28 2B 31 11.7- G 35 35 25 35 LOAD 6 5'-11' T.I. O 26 m 20 3D F-T F a a26 G m m M N 8 TS 4'-V O 25 26 27 29 5'A1. F 28 28 28 JO 11'-0• G 35 35 $5 35 ONLY 6 S-11 sr D 26 Z6 2B JO 8'-10' F 2B 2927- G M 34 M m 85 34- 4'-T D 26 m 27 a T-T F a 20 n m le-V G 35 35 S5 35 7 6-1" 6-1" D 26 M 28 29 8'4- F 29 a1P G m m 34 34 0 3'-Y 3'-11' D 26 2G 26 28 SV' F 28 2d 20 30 10'S G Be 35 35 35 7S 6-V T.V D a 25 17 29 T-V F 29 291il. G 35 35 35 35 _ B 4'-5- Si- D 20 2B 27 a T-T F 29 29D - G 35 35 35 35 OVEf4- TABLE62 TRIBUTAWIMUTHS FOR 9NOLESPAN AITACHFD STRUCTURES �QFESSIOJr 8.5 4'-Y SS D 28 2a 27 m 6-P F 29 aDT G 35 35 35 35 HANG PROJECTION OF SINGLE SPAN 6NCTURES(FT) Q pI1 9 T-11- 4'-r D m 20 M 29 C-5" F 29 2930 • G m 35 m 35 (Fq 6' T 3' S 10' 11' 1Y 13' 14' 15' 16 IT 1B' 19' 20' 21' 2T �O QS:IOU PS 3'-9. 4'S D a M 26 28 6'-1• F 29 209 G 35 M 35 35 0' 3' 3.5- 4- 45' S BE 6' 65 7' ]5' e' BE 9' BE IV 10.5' 11' -,�y GQ•l_ Cy 4 3'S 4'S D a m 26 20 E9' F 29 E29IV G % 36 w 36 1' 3.6 4' 4.5' 5' S.: 6 BE T 75' B• 5.6 9' 95' 16 10.5- 13 11 10.5 34" 4'-1" D 26 26 26 23 5'S F 29 L29 - G M 36 M 36 2' Ne No Ne Ne Na 6S 7' 7H B' B5 S' 9.5' 10, VS. II. 11.5' IY13't3'-11" D M 26 M 27 1" F 29 2929 - G S6 36 M ]B 3' Na Ne Na Ne Na Ne Ne Na Ne Ne BE IG ION 11' R.5' 1Y Q.5•15 ''-1' 27 5'-V F D 29290' G 36 M N 38 /' Ne Ne Ne W. Na W. No Ne W. Na W. No Na Na Ma 125' 1]' * 1 # 140 MPH EXPOSURE C or 160 MPH iD(POSuRE B t 20 5 T-I- T-m- D 27 27 w 32 10'4- D a 2s m a/ 164- G m m H Be TABLE 6.3 Post Requirements TABLE6A Post Requirements for y I LIVE 5.5 6.V 7'-1• D 27 27 29 31 9'-r D 29 zs 31 33 I6s' G m m m 35 for Attached Single Spa.Structures Freestanding Structures or Multispan Attached Structures LOAD 6 541- 61S D 27 27 29 31 6-A o a 29 M 33 14'E' G 35 35 35 35 Post Description M.I POST Detail I Post Descriplion Maximum Max POST AL`E.Q ONLY 6.5 V-5• 6'-0" D 2] 27 29 31 T-1" E 29 a 30 m IT-9- G 35 m 35 35 Hgl Code Fooling Height Cale Detail# 7 5'-1• 5•-r D n 27 28 30 Ts F 29 m 3D 32 13-1" G 35 35 35 35 Twin 0.032'k1.5'k1.5"Scroll 9' A 1A0 I 0.048'k3'k3"Steel Clever I d= 2W 8' B AK pp �f 7.Y /'-V 5'S 0 27 27 M 30 T-0- F 29 a 29 31 12'E" G J6 36 35 3B Twin 0.024'k2"x2"Scroll 9' B AO 0.04e'k3'kWSteel Clover 8 2 q d= 22" 8' C AK DE � 13 3 4'-s 4'-11- D 27 27 27 29 s-r F 29 29 29 31 11'41. G 36 36 36 Be 0.032"Posies/0.024"Sid late 12' C AH 3A6'k3'k3"SteelSquare d= 29" 14' F AF III 8.5 4•-T 4'.r D 27 27 27 29 6a F m 29 a9 31 11W G w 36 35 38 D.032"Post w/0A32"Sideplate 12' D AN 3/16'k3"x3"SleelS uare d= 32" 9' G AF 9 3.11- 4'4" D 27 27 27 29 6-10- F 29 29 29 30 11w' G m Be m m Clover 0.040k3'k3"Alum 10, E pX 11W'x3"x3"SleelSquare d= 32" 12' F AF S1�1N,L EN 95 3'W -11 D 27 27 27 29 S-r F 2B u 29 30 Ia'-r G 36 36 3B 35 Magnum UD1 Steel 3'Post 12' F AI 1/4'k3"x3"Steel Square d= 34" B. G AF tD 3'-0" T-n• D n n n ze 6-0- F ss zB 29 SD I6-T G n m n m 0.048"x3'k3"Steal Clover 12' G AK 3/e'k3'k3"Steel Square tl= 36" 8' K AF •^5 34" 3'-9" D 27 27 27 28 5'-0' F a 29 29 30 9'-10' G 37 37 37 37 D.048"x3'k3"Steal Clover 10, R AK 3116"x4"W"Steel Square d= 36" 14' 1 AF u 3'-T 3'-r 0 z7 27 2T 29 a-to- F 29 29 a 29 W-V G 37 37 37 37 3/16'k3'k3"SleelS Square 15' I F 3116"x5"x5"SleelS uare d= 41" 15' L AF 1 1 as T-1• 3's- D n n n to 4'-r F 2s 29 zit 29 6S G 37 w m 37 t/4'k3'k3"Steel Square 15' J AF ROM ME d= 46" 16 L AF I 6 9 12 2'-01- 3'S O 27 z] 27 28 4'S F 29 29 a 29 9-11 G ]] ]] 37 37 ffiI3 t3"Steel cquare 15' GENERAL INSTRUCTIONS FOR THESE TABLES 3/16"x4'k4"SteelSquare IV L AF 2017 1.CHOOSE FREESTANDING OR ATTACHED STRUCTURE S.FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN IN 2.CHOOSE PROJECTION,MOTH AND OVERHANG OF UNIT AND 6.3 UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT United Duralume 3.DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE SITE FREESTANDING AND MULTISPAN UNITS USE TABLE 6.4 350 S.Raymond Ave (PATIO UNITS USE 10 PSF MIN,COMMERCIAL UNITS 9.FIND THE OIC SPACING OR#OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.5 OR TABLE 7.7 Fullerton,CA 4P279_ IV1) USE 20PSF MIN) 10.USE THE APPROPRIATE DETAILS 4.CHOOSE A PANEL FROM SECTION 4.0 THAT HAS Carl Plrtnam,P.E. ADEQUATE CLEARSPAN FOR YOUR NEEDS. FOR PATIO SLABS FOLLOW 143 FROM ABOVE THEN 34411vylink Place 5.DETERMINE TRIBUTARY WIDTH FROM TABLE 62OR SLAB 7.DETERMINE MAXIMUM POST SPACING ON SLAB FROM Lynchburg,VA 24603 MAY 26 2015 CALCULATE FROM TRIBUTARY DIAGRAM ON PAGE 1 SLAB 8.USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING carloutnarrl®comeastnal 6.CHOOSE A HEADER FROM TABLE 6.8 THAT HAS ADEQUATE SLAB 9.FOLLOW 9-10 FROM ABOVE POST SPACING. SLAB 10.FOR TWO POST STRUCTURES USE TABLE 7.1 ON SHEET MIsc3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES T. USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 6.8 ICC ESR 2676(2012 IBC)12/11/2013 Page 62 of 74 SOLID COVER 6.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS HIGH VdND AREA: Double 16 Gauge 3x8 Steel C Detail S Double 14 Gauge 3x8 Steel C Detail S Double 12 Gauge 3x8 Steel C Detail S Double 16 Gau a 3x8 Steel C Detail S Double 14 Gauge axe Steel C Detail S Double 12 Gauge 3x8 Steel C Detail S TABLE 6.9 ARatl1e0 Freestanding orkmamed Freestanding or Attarhad Freestanding or TABLE 5.5 AOatlled Freesta'Hang or AOaUxetl Fleestantling or Attachetl Freestanding or SfMultispanUnit Multis an Units Structure Multispan Unite SWdure MultisPan Units SWdure Mullispan Units $I crure MuRispan Units 'GROOW W1DTH SPAC NPOSTG POST MIN FODTER BIBPX)C TLEN65H ER BG5T I G9 POST MIN FOOTER B POSTLI 15' NOW W901H SPCiN POST MIN Oo MB XPI SZLiGT15' POST MIN bOi BAXiGG2 'G16 POST MIN O MBP.XIOSTLi G15H LGAO (FT) ON SUIB 6PACIN PoS) SIIf CON6RiNNEO FOO E CONSTRAINED FOOT SPACING PoSi 51)E LONSIFWNEO FCDTE LOPD (FT) ON 6lAB SPgCIN PO6T 31)E CONGTWJNEDFOOTEA asALIN POar SZE CONSTRAINED F00 SPACIN Po3] 51]E CONS]WJNEDFOO(P6F) (FT) (FT) TYPE 'tl' 'd 'd 'd 'd -d 'd (FTJ TYPE 'd 'd 'd -d (PSF) (FTf (FT) TYPE 'd -d 'E' 'd (FT) TYPE -d 'd 'd 'd (FT) TYPE 'd 'd 'd 'd 1 (1 u o DAD - Dm Oro nm (i 1 r 1 DAD rv11 om rm r Ml (in) Gal M) Or) fN OR) 04) 120 MPH EXPoSUREC or 140 MPH EXPOSURE B Or 14D MPH EYJOSURE 9 w 140 MPH EXPOWREB 10 5 13'-]' 234' G 34 34 35 24'-11' G 35 35 % 2B'-]' G 3] 3] 3) 25 5 fi'-- 9 211. G 3T 33 34 S6 22$- G % 34 35 3] 25'-B' G % % 36 37 LIVE 6 1Y4' 22'-T G 35 35 % 24'-2' G 36 % 36 -10 G 38 38 % 5.5 6'-Y 29'J• G 34 34 34 36 21'-9• G 35 35 35 37 24'-tl' H % % 36 36 LOAD 6 11'4' 21'-11' G 36 % % 23'A' G 37 S) 37 36i-f0 G ]B SB IS 6 5'41 I9'4' G 34 34 31 3$ 21'-Y G 35 35 35 36 34U' H 37 37 ]] ]] ONLY 65 10'-5- 21'4' G % 36 36 2Y-1Y G 37 37 37 W6 G 39 39 39 6.5 5'4. 1B'E' G 35 35 35 35 20.7• G SS 36 36 36 23'-7' H '36 38 38 38 ] 9'$• 20-10- G 37 37 37 ZY.I' G % 38 38 25'E• G /0 40 40 ) 4'-10' 1]'-9- G 35 35 35 35 20'-V H 37 37 37 37 23'4' H 38 38 38 38 74 7-1- m.-2- G % 30 IS 21'9' G 39 39 39 24'41' H 40 40 40 ]S 4'S 1T--1 G 36 35 % 36 19'-0- H 37 37 37 37 YY6' H 39 38 39 39 B 8'S f9'-5' G IB 30 % 214' G 39 39 39 N'$' H 41 4 At a 4'3• 16'S' G % % % 36 194' N % 38 ]B JB 22'4' H 39 39 39 39 8.5 8'-0- 10'-10- G 38 38 38 20'-10' G 40 /0 4D 23'-11' H 41 41 41 85 4'W 15'- 10- G 36 % % 36 ISW H 38 38 38 38 21'-T H 40 40 40 48 TS 18'2- G 39 39 39 2P$' G 40 40 40ZPi' H 42 42 42 9 3'-9• 154• H 35 3636 36 IT-11. H 3B 38 38 38 21'3' H 41 H 41 41 9..5 T-Y 1T-0' G 19 39 39 20'-1' H 41 41 41 {1 -1- H 42 42 42 9.8 3'-T 14'AO' H 37 37 37 37 1T5- H 39 39 39 39 20'A I1' I 11 41 tl 10 SS 1T-2- G 39 39 38 19'-9' H 41 41 /1 2Y$' H 43 43 43 10 34• 14'- 5 H 37 37 37 37 16'-11- H 39 39 39 39 2P5 1 42 42 42 42 10.5 6'$' 16$' G 39 39 J9 194' H 41 U 41. L4" N 43 dl 43 1D5 ]'-Y 14'-0' H 3) 3] 3) 3] 16'8 H 39 ]9 39 39 20'-1' I /3 12 42 42 11 6'-Y IT-V G 40 40 dD 1B'-10- H 42 42 42 H 44 M H H 3'-' t3'- 1 T H3] P ]] ]] 16'-P H 40 4040 /0 19-9- Q 4242 4211.5 5-I1- 15-IT G 40 40 /0 16'-5' H 4242 42 H 44 M 44 11S 2'-11' 13'J- H 383838 15'$ H4040 40 40 1B'S I 4343 43 43 12 5'S 15-5. G 40 40 {II 16-0- H 42 42 42 H 45 45 45 1 SO MPH EXPOSURE G w 150 MPH EXPOSURES 13 5'-T 14-V H 41 41 41 1Td- H 43 43 43 I 46 46 46 25 5 6'- 9' 204' G 35 35 35 % 21'-9' G 36 36 36 38 24'-11- G 3] 3] 3] 38 14 4'-10' 14'-1' H 4] 41 /1 16-)' H 43 43 4] 46 46 46 55 6'- T 19J' G 35 % 05 37 214• G % % 36 3B 24'-Y H % 38 38 38 15 0'S IJ$' H 41 41 41 iS-0' H M M H I 47 47 O e 5'$- 164• G % % % 37 20'S G ]] 37 ]] 38 23'4V H 39 39 39 39 1%MFHIX SUREC Or ISO MPH EXPOSURES 6.5 5.4. S-1Ir-7. G % 36 39 36 19'-0P H 38 38 38 38 MAT -4" H 39 39 39 39 10 5 13'-]' 224 G 33 36 36 23'-10' G 37 37 37 214' G 38 ]B 38 ] 6'-0' 16 1 10• G 36 % % 36 19'-5• H 38 38 38 38 2Y4• H 40 40 40 40 LIVE SS tYd' 21'$' G li 37 ]] 33'-2' G ]] 37 37 W.B. G 39 39 39 ]S 4'S 16'-2' G 37 ]] 37 37 18'-9' H 39 39 39 39 21'-9' H H 41 41 N LOAD 6 11'-4- 21'-0' G 37 37 37 2Y$' G 38 % 38 25'-9' G 4D 40 40 a 4'S 15'-- ] G 37 ]] 37 ]] 18'-2' H 39 39 39 ]B 214' H 41 41 41 41 ONLY 6.5 10'-5• 204- G 38 38 38 2t'-W 0 39 39 39 2s'4' G 41 41 41 BS 4'-0• 15'-0' H 37 37 37 37 1T-T H 40 40 4D 40 :-0'd t' H 42 42 42 42 ] 9'$• 1B'-7' G 3B 38 3B 214- G /0 40 40 24'$' H 41 41 41 9 T.S. 14'4- H 38 38 38 3B 1T-P H 40 40 40 40 MAI I /2 43 42 {2 7.5 9'-1- 1B'-10- G 39 39 ]9 2P-10- G 40 4D 40 M.-Ii. H 42 42 42 9.5 3'-T 14'-1' H 33 35 38 3B 16'-T H 40 /0 40 10 20'-2' 1 43 43 43 43 8 B'W I"- G 39 39 39 20'-5- G 41 41 41 23W H 43 43 43 10 Tit` 13'-7- H 3B as 3B 38 1G-1- H 41 41 41 41 19'-9- 1 43 43 43 43 8.5 B'-0- 1T-7- G 39 39 39 20'4- H 41 41 41 22'-11' H 43 43 43 1On 3'-Y 13'J' H 39 39 39 3B 15'$' H 41 41 41 41 19'S I 44 44 H 44 9 7'W 17'-0• G 40 4D 10 19'-]' Y 42 42 42 MW H M 4! r H 11 3'-1` 12-00' H 39 39 39 39 15'-]' N 41 H 41 {1 M M H H 9.5 T4• 16'S G 40 4D 40 I7-1. Y. 42 42 42 =-T H 44 M M 11.5 Y-11' 1YAV H 39 39 39 39 14- 11' H 41 41 41 I1 13'-11' 15 45 45 15 10 6'-9' 16-0' G 10 40 40 IB'q' H 42 42 Q 21'-9- H 65 45 45 140 MPH EXPOSURE 10.5 6$• 16$• G 41 41 41 18'-P H 43 43 43 214• H 45 45 45 25 5 6-Y 19'S G % % 37 39 21-W G 37 37 37 40 24'S H 39 39 SO 39 11 S-T 15'-1- G 41 41 41 iT4. H 43 43 43 21'4• H 48 46 AS 5.6 6'-Y 18'-0- G 37 37 37 38 21Yd G 38 38 38 39 23'$• H 40 4D 40 40 11.5 T-11- 14'-9- H 41 /f 41 174' H 43 43 43 20'-9- H /6 4: 46 B T.A. 1T0 G 37 37 37 38 20'-V H 39 39 39 39 23'-0- H 40 40 40 40 12 5'S WA. H 41 41 41 164P H H 44 44 20'S I 47 47 47 6.5 Y-T 1T-0- G 38 % 38 36 19'-T H 39 39 39 39 2Y-5• H 41 41 41 41 13 5'-Y 1T.S. H 42 42 42 168- H 44 M M f9'-11' 1 47 47 47 ] 4'-IT IGJ' G 38 38 3B 38 I6'-01- H 40 40 4d 40 21'- 10' H 42 43 43 43 14 4'-10' 13'-1' H R R rz 15'$' H 45 IS 45 19'-5' 1 48 IB 48 7S 4'S 15'-B' H 38 JB JB 38 18'-]• H 40 40 <fl 40 214' H 43 13 43 /3 15 4'$' 12'$' H 43 43 43 14'-IV H 45 /5 45 19'4- 1 49 49 49 6 4'$- W.I. Al 39 39 39 39 1T-T H 41 41 41 41 20'-11• H 43 43 43 /3 140 MPH EXPOWIZEC w160 MPH EXPOSURE 8.5 4'-0" W-6- H 39 39 39 39 17'q' H 41 41 41 41 21TE- 1 44 44 44 44 10 5 13'-0- 21'-9- G 37 37 37 23'4- G 38 38 30 26'$' G 40 40 40 9 3'.T 14'-0' H 39 39 39 39 16{' H 42 42 42 42 20'-1- 1 M 44 M 44 LIVE On 124• 2119• G 38 35 38 2T£- G 39 39 39 25'-10- G 41 41 41 9.5 3'-T IT-7- H 40 40 40 4D 16-V H 42 42 42 42 19.9' 1 45 45 45 45 LOAD 6 11'.4. 2P5' G 39 39 39 21-11- G 40 40 4D 259' G 42 42 42 1D 34• 13'-2- H 40 40 4D 40 15'-7' H 42 42 42 42 19'-5- 1 /S 45 45 45 ONLY 6.5 IT-5- 19'-7' G 39 39 39 214' G 41 41 41 24.5- H 42 42 42 10.5 3'-Y 12'-9- H 40 40 40 40 15.2- H 42 42 42 42 19'-V 46 46 46 46 ) 9'-0' 18'$• G 40 40 40 20'-10- G 41 41 41 23'-1P H 43 43 43 11 3'-1- 12'-S H 40 40 /0 40 14'40- H 43 4343 43 W-10- I 45 46 46 46 I 7.5 W.I. 1B'-V G 40 40 40 20'4' H 42 /2 42 23'<- H 44 M 44 120MPHIWOWREO Or 140 MPH SURE9 0 B'F 1T-5- G 41 41 41 19'-11- H 42 42 42 22'-IV H 44 44 44 30 5 V.S. 204' G 33 33 34 36 21-A' G 34 34 35 37 �CpEp5S10 L NA1p 8.5 8'-0' 16'-10- G 41 41 41 19'fi' H 43 43 43 M4. H 45 45 45 5.5 TR 1Y3- G 33 33 34 36 21'd- G 34 34 N 35 Q TV n q$ Cfi/�Ti 9 T$ 16-3' G 41 41 41 18'-11` H 43 43 /3 21'-11- H 46 /6 4 6 4'W 184" G 34 34 34 35 21TS G 35 35 35 SO ♦- T 9.5 T-Y 15`-V G /2 42 42 184. H 44 44 44 21'3- H 45 45 46 6.5 44- 1]'-) G 34 34 34 35 19'-11' H 36 % 36 % �PUT�,,J_`t�cF 10 V-Y 154' H 42 42 42 1T-11' H H 44 44 21-3 H 47 47 47 ) 4'-1• 16-00- G 35 35 35 35 19-5 H % % 36 36 10.5 Vd 14'-IT H 42 42 42 1T.5- H H M 44 2p-1V H 47 47 41 7.5 T-V 16'-Y G 35 35 35 35 IB'-V H 37 37 37 37 ��•�� H b'-Y 14'3` M 42 42 42 1T-0- H 45 d5 /5 30'{' 48 40 4B 8 ]'S 15'-T H .$ 35 35 35 19'-Y H ;] 37 37 37 J L{ 1 11.5 5'-11' 14'-V H 43 43 43 16J- H 45 45 45 20'-2' 1 4a 48 M 8.5 Ti' 15'-0' H 35 35 35 35 IT-T H 37 37 3] 3) 12 5'£ 13'A• H 43 43 4] 16-2' H 45 45 45 19'-it' I {9 49 49 9 3'-Y 14- H 38 % 36 36 1T-1- H 38 30 38 'k 16 * 017 13 5'S 13'-1- H 43 43 43 IV.6- H 0 4fi 4S 19'-5' 1 49 49 49 9S 3'-0 14'-1• H 36 36 36 36 16'-T H 38 38 38 38 f 14 4-10. 123- H 44 44 M 14'-11- H 46 K 46 18'-1P I 50 50 50 t0 2'-11V 13'-T H 36 % % 36 16-V H 38 % 30 30 C 15 1 4'S 11'41'1 H 4t 44 µ 144- H 47 47 47 1"- 1 51 51 51 10.5 2'2' 13'3• H 35 % % 36 15'd H 39 39 39 J9 C fY-IV H 37 37 37 37 15'J' H 39 39 39 CALW DEC 18 2013 or ni Foy MAY 26 2015 ICC ESR 2676(2012 IBC)12/11/2013 Page 63 of 74 SOLID COVER 6.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS HIGH WIND AREA: Double 16 Gauge 3x8 Sleet C Detail5 Double 14 Gauge 3x8 Steel C Detail S Double 12 Gauge 3xS Steel C Detail S Double 16 Gauge 3x8 Steel C Detail S Double 14 Gauge 3x8 Steel C Detail S Double 12 COUPS 3 B Steel C Detail S TABLE 6.9 Attarhetl Fleeslarlding or Attached Freestanding or Attached Freestanding or TABLE 6.9 Attached Freestanding or Attached Freestanding or Attached Freestanding or St Ed -reaMultispan Units Structure Freest an Units Structure Multispan Units Slmcture Multispan Units Structure Muftepan Units Structure Multispan Units ST GTH I T I MAXPOSTU GTH MAX POST GTH POST GROUND FT) ON 9tAB SPACN POBr BME CONSTRAINED F00 SPBA�CIx Po51' sliE CONS]RPJNEOFFOTM SPACING POSr sli[ LONSRUINEDEFOOTE GLOA00 (FT) ON SLPB SPNC POSr 8� CONSrRNNEDEFOOTER 9PeA N POST Size CONBTRNNEO FOOTM SPMACCIIN POSr SUE CONSTRMNEDFF00 6NON W10TH SPACING POST MIN FOOTEx B' I 12' I 15' POSr MIN rOpTElt 8' I 12 I IN POST MIN FOOTER B' I 12 I 15' SNOW TR IMOTH SPACIM POST MIN O 0' I fY I 16 POTT MIN 00 0' I 12' ' 1S POBr MIN 00 8' I 1Y I 15' (PSF) OFT) (FTI TYPE 'd 'd 'd 'd (FT) TYPE 'd "d 'd 'd (FT) TYPE 'd 'd "d 'd (PSF) OFn (F7 TYPE -d 'd 'd 'd /m TYPE 'd -d 'd 'd FT) TYPE 'd 'd •d "d O O On) (1 M) M1 O M) OD) M) SD) fN Or) ODl On) ON On) fD) Ml 0D1 M) Pal an) MI IMMPHEXPOSUREL or 140 MPH EXPUSUREB 1311 MPH EXP0.511REL or 150 MPH EXPOSUREB 2D 5 T-l' 21'-0- G M 33 34 36 22'% G 34 N 35 37 2W.S. G 36 35 36 37 30 5 5'-0- 19'S' G 3r M 35 3] 2t'-2- G 35 3s 36 38 2a'-3' H 3] ]] 3] ]8 LIVE 5S 6-5- 20U- G M M 34 36 21'-V G 35 M 35 37 24'-tV G M 35 36 36 5.55'3' 183- G 35 35 M 37 2VS' G M M M 38 2T6 H M 36 M 38 LOAD 6 S-il' 1S4. G 34 3434 M 21.3' G M % 35 M ZV4' H 37 37 37 37 8 4'-T 1Tfi" G M 35 35 36 IV-11- H 37 37 37 37 =Aw H 30 38 M 38 ONLY 6.5 S% 10'S- G 35 M 35 35 2GJ- G M M 36 36 23'-T H M 38 M 38 6S 44" 16-9' G 36 M 36 33 19' - H 37 37 37 37 2Y-Y H 39 39 39 39 7 S-1• IT-9- G M 35 M M 25.1' H 37 37 37 3] 23'4" H 38 M 3B 38 7 4'-1- IT.V G M M M M 181% H M 311 M M 21'% H 411 40 40 40 7.5 4'-T 1T-1' G M M M M 19'-7" H 37 37 37 37 =-V H 39 M 39 39 7.5 3'-T 15'$ G M M M M 10'4- H M M M 30 21'S H 40 40 40 40 8 4'% 16`4- G M M 30 M 19'-1. H M M 30 38 2Y-0- H 39 39 M 39 6 3'-S 14'AW H 37 37 37 37 1T-4• H M 39 30 39 W.V H 41 41 41 41 aS 4'-2" 16-IT G M M 36 M IV.6- H 30 M M 30 21'-7' H 40 4D 40 40 85 X4 IC4. H 37 37 37 37 16-10- H 39 M 39 39 204' I 41 41 N 41 9 T-11' 154" G M M M 36 1T-11. H M M M 38 21'-2' H 41 41 41 41 9 3'-'I 13'-9" H 37 37 37 37 16J H 39 Be 39 39 111 I 42 42 42 42 9.5 3'% 14'40- H 37 37 37 37 IT-5. H M 39 39 M 20'-T H 41 41 41 41 93 3'V 134. H 37 37 37 37 16.10- H 4D 40 40 40 18'-T 1 42 42 42 42 10 PS 14'-Y H 37 37 37 37 16-1V H M 39 39 39 20'-5" 1 42 42 42 42 10 V-IT 12'-11- H 39 M 38 M lv4 H 40 40 40 40 1SJ" I 43 43 43 43 10.5 34- 14'-0' H 37 37 37 37 163' H 39 39 M 39 26-1- 42 42 42 42 IDS 2-0" 12'% H M 38 M 38 15'% H 40 40 40 40 1a'-11- 1 43 1 43 43 43 11 3'-Y 13'4- H 37 37 3T 37 164• H 40 40 40 40 IS'-W I 42 42 42 42 140 MPH EXPOSURE C at 169 MPH EXPOSURE 11.5 3'-1" i3V- H M 30 M M 15'A" H 40 4D 40 40 IVA- 1 43 43 43 43 3o 5 5'd" 10'-T G 35 35 M M 2B-T G 37 37 37 ]9 23'-T H 38 38 38 39 13 2-11- 15-11' H M M M 36 154' H 40 4D 40 40 19'-3" 1 43 43 43 43 5.5 5'S IT-T G M M M 30 19-11. H 37 37 37 ]8 2Y-to- H 39 39 39 39 13 Y$ 12'-3- H M M M 30 14'4' H 41 41 41 41 18'A 1 H M H 44 6 4'% 16-9- G M M M 37 194- H 3B M 38 I9 22'-Y H 40 40 40 4D 130 MPH EXPOSURE0 or 150 MPH EXPOSURE 6.5 44" 16-0- G 37 J7 37 37 18'd" H 39 39 39 39 21'4' H H tl 41 41 20 5 ]'-P 20'4' G M 35 M ]B 2Y-0' G M M M 38 M@" G 37 37 37 30 7 ♦'-1" 154- G 37 37 31 3] 17'-11' H 39 39 M 39 21-1' H H 41 41 41 LIVE 55 7-1W. 19'-]' G M 35 M 3] 314" G M M M 38 24'-s" H 3B 39 38 30 75 3'-9- 14'-0' H 3B M 36 M 1YJ- H 40 4D 40 4l1 20'-]- H 42 42 42 42 LOAD 8 5'-11" 1B'-V G M M M A 2T-0- G 3i ]1 3] M 2Y-V H 39 39 M 39 B Y% 14'-l' H 3B M M M 16'-0- H 40 40 40 40 20'-3' 1 43 43 43 43 ONLY 6.5 5'% IT-10' G M N M 37 21-2" H 38 M 38 M "-.1- H 40 40 10 40 aS S-0" IT-T H 38 30 M M W.I. H 40 40 40 40 19-6 1 43 I3 43 43 7 5'-1- 1T-1- G 37 37 37 37 19'4- H M M 38 3B 22'b- H ,a 40 40 40 9 3'-T 13'm2' H M M M M 15'-T H 41 41 41 41 19'% 1 H H H 44 7.5 4'-T 16-5- G 37 37 37 37 19'4. H 39 39 39 39 22'1- H •1 41 41 41 ES510 r a 4'-5• 15'-1T G 37 37 37 37 18'S' H 39 39 M 39 21'4- H 41 41 41 41 OVER- TABLE 62 TRIBUTARY WIDTHS FOR SINGLE SPAN ATTACHED STRUCTURES Q�OF 8.5 V• 15V' H M 38 M 38 1TAV H 40 40 40 40 21'-1" H 42 42 42 42 HANG PROJECDONOFSINGLESPANSTUCTURES(Fn l {3U 9 T-11- 14.9" H 38 38 30 M 1TA' H 40 40 4D 40 20'-T 1 43 43 43 43 (FI) S T 8' 9• IV It- IV IV 14- IF IF 1T 16 19' 2T 21' ]1y 93 3'% 144- H M 3B M M 16-10' H 40 40 40 40 26.4' 1 43 43 43 4J T 3' 35• 4- 45' V IS 6 6.T T IN B' as 9' s5' 10' 105' V10 3'% 13•-1T H M 39 39 39 16i' H 41 41 41 :1 2T-0' 1 41 N N 44 1• a5' Y 4S S' SS' 6 6.5' T TS 6' 8.5' 9' ST 10' ta.5' it-10.5 34' V.4. H 39 M 39 39 15'-01" H 41 41 41 1 19'"S' 141 N M 44 2 Ne Na NB NA Ne SN T TS' 1. 85' S 95' IV 10S' 11. 115'11 S3' 13'-1• H 39393B 1'"1" H 41 4141 411B4' I H M K M ]' Ne Ne Na Na Ne Ne Ne Na Na Ne Sy iT 10.5- 11' 11.5' 12'11.5 T-1- 12-9' H39 39 M 3B 1H 42 42 42 42 1B'-1- 1 45 45 45 45 4' Ne Na 1 Ne Na Ne Ne Na Ne Ne M Ne Na Na Na 12S' 140 MPH EXPOSURE C or 10 MPH EXPOSURES 20 5 T-1- 19'4- G M M 37 39 21'i' a 37 37 37 4D 24•4- H 39 39 39 M TABLE 6.3 Post Requirements TABLE 6.4 Post Requirements for LIVE 5.5 6-5- I"' G 37 3T 37 38 20'4- G 38 M 39 3B 23'-0- H 40 40 40 40 for Attached Single S en Structures Freestanding Structures or Muhispat Attached Stmetures C( LOAD 6 T-11" 1T9" G 37 37 37 33 20'-1- H 39 M 39 M M.-V H 40 40 40 4DPost Deseription Max POST Detail Post Description Maximum Max POS ONLY 6.5 5'-T 1T-0- G 38 35 35 38 IT-T H 39 39 39 39 R'-5' H 41 41 41 41 Hgt Code Footing Hai hl Code Detall# 7 5'-1' I6-0" G 38 M 38 M 16-11- H 40 4D 40 4D 21'-l0- H 42 42 42 42 Twin 0.03Tk1.5'k1.5"Scroll B' A Ao 0.048'k3'k3"Steel Clover d= 23" 8' B AK / 7.5 4'-9- 15'd- G 36 M M M 40 1B'-Y H 40 40 4C 214 k2 ' H 43 43 43 43 TWI00.024' 'k2"Scroll 9' B AO 0.048'x3'k3"Steel Clover d= 22" B C AK DEC 1 21 3 a e-5- 15'a" H 39 39 39 39 1T-7- H 41 41 41 41 20-11" H 43 43 43 43 0.032"Post IN/0.024"Sid tat 12' C AH 3/16k3'k3"Steel s .are tl= 29' 14' F AF BS 4'.T 14'-0" H 39 39 M 39 17'-1• H 41 41 41 41 20'-0" 1 u u 44 u DD32"POst wi DOM"Sideplate 12' D AN 3/16'kT'XT-Steel Square d= 32" 8' G AF /•� 9 3-11. 14'4- H 39 39 39 39 ITS. H 42 42 42 42 20'-V I u a u as Clover 0.049'x3'k3'Alum 10' E AX 1/4"XTW"Steel ware d= 32' 12' F AF I 14 F 9s 3'-T 13q- H 40 40 40 40 16'-l' H 42 42 42 42 19•-T 1 45 45 45 45 Magnum 0.075k3'k3'Post 12' F AI 1/4'X 'x3"Steel Square d= 39" 8 G AF- T 10 s 13'-2- H 40 40 40 40 IT-7- H 42 42 42 42 19'-5" 1 45 45 45 45 0.049k3k3'Steel Clover 12' G m 3/8'k3'k3"5teelS uare d= 36" 8' K AF Q. ,I P 10.5 3'4. 4-9• H aD aD 40 eD u'-x• n ax 42 42 42 I9'4• I 46 46 4e 46 D.04Bk3'k3"Steel Clover 10' X Ax 3/i6'k4"x4"S1ee15 uare d= 36" 14' 1 AF 42e V ` .f1 t1 3•-I I2•-6 H 40 4D 40 40 to' H 43 43 43 43 ta•-1T 1 46 M 46 46 W16-x3"X3"S1eetSquare IS 1 AF 3/i6'XS'k5"Ree15 uare d= 41" 15' L AF I i ' H U 41 41 41 14.5- H 43 43 43 43 1a'b" 17 4] 47 47 1/4'k3'k3'Steel Square t5' J AF 3/16"%6'k6"S1e6 5q.are d= 46" 15' L AF 'I ' /P 8� 12 241- 1t•-9• H a1 41 al 41 14'-t• H 43 43 43 43 IB'a• 1 47 47 47 47 3/8'k3"x3"Steel Square t5' K AF l! O 1 GENERAL INSTRUCTIONS FOR THESE TABLES 3116'x4'k4"Steel Square 15' L AF A7 01 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 AND 6.3 UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT United Duralume 3. DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE SITE FREESTANDING AND MULTISPAN UNITS USE TABLE 6.4 350 S.Raymond Ave (PATIO UNITS USE 10 PSF MIN,COMMERCIAL UNITS 9.FIND THE O/C SPACING OR#OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.5 OR TABLE 7.7 Fullerton,CA C USE 2OPSF MIN) 10.USE THE APPROPRIATE DETAILS f Lit 4.CHOOSE A PANEL FROM SECTION 4.0 THAT HAS Cad Putnam,P.E ADEQUATE CLEARSPAN FOR YOUR NEEDS. FOR PATIO SLABS FOLLOW"FROM ABOVE THEN 3441 Ivl'llnk Mace S. DETERMINE TRIBUTARY WIDTH FROM TABLE 6.2 OR SLAB 7.DETERMINE MAXIMUM POST SPACING ON SLAB FROM Lynchburg,VA 24503 U CALCULATE FROM TRIBUTARY DIAGRAM ON PAGE 1 SLAB 8.USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING Cadoutnamilitcomcasbnet MAY 26 2015 6.CHOOSE A HEADER FROM TABLE 6.9 THAT HAS ADEQUATE SLAB 9.FOLLOW 940 FROM ABOVE POST SPACING. SLAB 10.FOR TWO POST STRUCTURES USE TABLE 7.1 ON SHEET MlsC3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES 7. USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 6.9 ICC ESR 2676(2012 IBC)12/11/2013 Page 64 of 74 ALUMINUM RAFTERS OR SOLID PANELS 2'X625' ALUMINUM DOUBLE HEADERS ATTACHMENT TO WOODEN DECK FOR SINGLE SPAN ATTACHED 3'XB' ALUMINUM DOUBLE HEADER NOTESi PATIO COVERS ONLY. SEE GENERAL NOTE #19 L FIBERGLASS POSTS ARE NON-LOAD BEARING. 2. ATTACHMENT TO HOLD COVERING AGAINST MINOR 3' x 3' IETAL PtIST 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 A<L Al OR 22 H UTILTIY FOR 10 PSFRS MUST SNOW/LIVEELOADSE RESTRICTIONS GRADE TWO-3/8'x S' LAG SOE+r MAXIMUM WINDSPEED IS I O /1Y WASHER SHE ON 140 MPH EXP B I TEEL DR ♦ �J &032'X2'X6,5' OR BTR O � �-LM 120 MPH EXP C I ALUMINUM POST I ALUM HEADERS OR I I OA42'X3'XB' FOR 20 PSF OR GREATER SNW/LIVE LOAD I I I ALUM HEADERS �3/4�' MAXIMUM WINDSPEED IS I I I PLASTIC HOLE PLUGS &3/9'X S FIR LUH®ER 140 MPH EXP C I I I I Ii I n� 4� OR FOR LATTICE COVERS HEADEI I I I /I I 1' MIN ® MAXIMUM WIND FED ALL SNOW AND LIVE LOADS 5 MPH EXP C ,I / /4' FIBERGLASS CREWMEIN LOAD ATTACHED STRUCTURE POST M ' HEARING POST �, I TO DECK FLOOR JOIST I Ml Q I BOLTFIBERGLASS IITEEL L THESE DETAILS ARE /1 POST COLLAR I I ANGLE BRACKET (TYP) APPLICABLE TO SOLID OR J FIBERGLASS I I STEEL OR ALUMINUM LATTICE COVERS LOAD BEARING POST DECORATIVE M2 I I LOAD BEARING POST SEE DETAILS FOR POST/ POST COVER CONCRETE ATTACHMENT FIBERGLASS DECORATIVE POST COVER FIBERGLAss SIDE MOUNT BRACKET �2' 0,18B'x2'X2' ASTM POST COLLAR ALTEF'NATIVE EAVE ATTACHMENT SEE GENERAL NOTE #9 FOR A653 GRADE 33 CORROSION PROTECTION STEEL BRACKET ANGLE' STEEL L O/fa•Arn ATe sreo. ®5 0.188' ANGLE BRACKET (TYP) SEE 4FH NOTE y FUR EXISTING SAVE SLAB OR 3/8'X3/4' BOLT 8' cXafoaoN PaoHECBpNi OF WOOD 2' Q�ypFESSIO FOOTING eRAct¢i s LTY vaEFRAMING O PV F CONCRETE ANCHOR STRUCTU G \/8'� PANEL ` are unoFD eawa(OF) =o RExaaR Ro E w 8 3 • •y.� 41' 14xiS'.c�m •-•" '.. y a ',• ...a- ALUM PANEL BRACKET L * 16 a _ OR RAFTER TOP NlRW 14 SECTIO ` / B SPACING SC4x1. " \/ Cl L 2* W� SCREWS SCREWS CCC �� /' CAL1FC�t, EE FTAmE� OF LEDGER BOARD 1 rrPE aHm X IG-2012 TPACDIG V MIN GAP 1 H , BETWEEN Speed MAX"L"FOR TOP OR SIDE MOUNT STRUCTURES COMPLYING WITH TOP MOUNT BRACKET LEDGER ANDx ofwre 16 olc 24"o/c 16"olc 24"olc �\ 14 G/ THIS DETAIL DO NOT REQUIRE EXISTING ROOF ROOF FOR ph Exp B u to'• fa•T xT's fea- LIPNADDITIONAL DRIFTING SNOW DRAINAGE h __ _ _ _�EXp B_ 22 to^ fsa 2T•4 ts14• CONSIDERATIDNS ROOF SNOW LOAD 1_30 mph Exp B _ fro' fra• zr4 - 13141 6S 39 EAVE OVERHANG AND 'L' MUST 140 mph Exp B is it _ m a 2r.4 tT a• GROUND SNOW MAXIMUM ALSO COMPLY WITH DETAIL BC __ 110mph ExpC 2r4• is fo zra 164• l2 77 LOAD (PSF) 'h' (IN) 115 Ph EXp C fc r -- fee z_ra 19.4. 10 9 h 130 mph Exp C_ fsa• 10-4 _ _ 2s'a fe-fo.. NOT ALLOWED IN SNOW LOA➢ AREAS 15 14 MAX WIND LOAD IS 110 MPH EXP C - 20 17 1 1 1 140 m h ExD C taa•- - 8,4^ n'a 1417• 9 O 25 18 M4 20 140 mph Exp B u4•_ _ ra_ IW4 ea• 30 20 115 mph Exp C_ 144• W4 u'a rs MCC ESR 2676 2012 16C iZ11/2013 PATI❑ COVER Pa a 65 of 74 _130 mph Exp C U 4' _ r. _ 4 a'•r- MAY 26 2015 9 140 mph Ex C to-r 84- 14'4 914" TWO 3/8' ASTM A307 ASTM A500 GRADE B STEEL BOLTS C❑NTINU❑US WELD 12,00" ASTM A36 STEEL PLATE SEE TABLE FOR SIZE 6� Fxx= 60 ksi t1 Allowed on Moment Max Constrained Plate Plate Stub Stub Minimum O O Capacity Footing Size Size Thickness Past Size Post Size Weld Size (Ibf*ft) d (in) A(in) t1(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 0.189 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� _i 3365 32 14 0.62.625 2.5 0.3.375 0.25 .25 Base Plate and Stub Post Specifications 0 01 �"0 GALVANIZED HILTI KWIK BOLT TZ (ICC M7 ESR 1917) W/ 2" OF EMBEDMENT �Affss/o PU � � c r WELDED MOMENT RESISTING STEEL BASE PLATE J $ a m L \ Mlsclb-2012 ALTERNATIVE TO POST EMBEDMENT IN CONCRETE F❑❑TING * C ,6 \P oFs$1 � THE WELDED POST BRACKET MUST BE VERIFIED TO COMPLY WITH T cnuF�¢`� REQUIREMENTS IN DETAIL M7 OF THESE PLANS AND FABRICATED IN DEC 182013 \ 3 ACCORDANCE W/ IBC SECTI❑N 1704.2.5.2 BY AN APPROVED FABRICAT❑R TO * ° THE SATISFACTI❑N OF THE CODE ❑FFICIAL \ sTq CJt� �P CAI \ MAY 26 2015 ICC ESR 2676(2012 IBC)12/11/2013 Page 66 of 74 FAIfhIAIFFRC CTAAAP WALL HANGER �3,000� 0.120'x2'x2'X E LONG 'L' ANGLE 6063T5 ALUM B 2,000 /� 0,060 ONE #14X2' H SCREW WALL HANGER FAN BEAM 2'X3' FAN BEAM 6063T5 ALUM ONE #SO SMS SCREW FAN BEAM FAN FASTEN TO HANGER BEAM 0,042'x3'x8' HEADER STRUCTURAL �3•� B PANEL 2- 4j CONFORMANCE TO THE APFLICABLE ELECTRICAL CODE IS ❑UTSIDE THE SCOPE OF THIS DETAIL AND MUST BE APPROVED AN BEAM A SEPERATELY, F �B 0.042'x3'x8' Weight of Miso2-�..0121 HEADER fan/lights 2"x3" Fan Beam CEILING FAN OR 30 ibs 20� L LIGHT FIXTURE Q�p4�S \,1 �C, Q�pFESS/C % POST �O F, \ 8 39\ 2 G C2 7 \ CA 1 0 CAUF� DEC 18 2013 MAY 26 2015 ICC ESR 2676(2012 IBC)1 211 1/2 01 3 Page 67 of 74 7.0 POST AND FASTENER REQUIREMENTS FOR COMMERCIAL AND PATIO STRUCTURE Table7.3:Required Number of Fasteners for Sheen Loatls Table 7.4:Required Number of Fasteners for Tension Loads Spacing between bolts 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 0.050 0.048 D.048 0.W6 0.06 0.050 0.090 0.100 diameter Allowable Width A B C D E F G H I J K L M N O The edge distance of bolts and for Attached Two Foote, Design #14 319-B 3r s B #14 #14 3113"B #14 3S'B #14 3/9'B 3/8"B #14 W B 3r8"B #14 Design Footer 1 screws shall be 3 times the Tdb Post Structures;on Slab Sae Uplift SMS BOLT BOLT SMS SMS BOLT SMS BOLT SMS BOLT BOLT SMS BOLT BOLT SMS Uplift S. shark diameter Width(HI Live or Ground Snow Load d(in) (lbs) In 590 783 200 210 e54 310 Is" 504 17K 554 132 ass 12e4 212 (Mal If(in) Connections shall be arranged so that the 10 psf 20 psf 12 10D 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1W 12 2 center of resistance of the connection shall 3 42'-10' 22'W" 13 127 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 127 13 coincide with the resullarrt line of action 3.5 W-9. 1914, 14 159 2 1 1 1 1 1 1 1 1 1 1 2 1 1 1 159 14 of the load. 4 32'-1" 16'-11" 15 195 2 1 1 1 1 1 1 1 1 1 1 2 1 1 1 195 15 3 4.5 28'6' 16-1" 16 237 2 1 1 2 2 1 1 1 1 1 1 2 1 1 2 237 16 AQHMEN rS FOR LATTICE COVERS 5 25'-V 1316' 17 284 3 1 1 2 2 1 1 1 1 1 1 3 1 1 2 284 17 GRIND Vdnd #ol 5.5 23'4" 1z-0' 18 338 3 1 1 2 2 1 2 1 1 1 1 3 1 1 2 338 18 SNOW Speed Screws' ALUMINUM RAFTER SPACING 6 21'-5" 11'3' 19 397 4 1 1 2 2 1 2 1 1 1 1 4 1 1 2 397 19 LOAD and per 12' 76' 24" 30' 36' 6.5 19'-9" 10'S' 20 Par slab 115 20 463 4 1 1 3 3 1 2 1 1 1 1 4 1 1 3 463 20 PSF Ex sure Rafter f AI 7 18'-0' Na 21 536 5 1 1 3 3 1 2 1 1 1 1 5 1 1 3 536 21 1D 140 Exp B 2 25' 26 21' 18' 16' 7.5 IT-l' Na 22 616 5 2 1 4 3 1 2 1 2 1 2 5 1 1 3 616 22 LIVE 115 Ex, 3 25' 25' 21' 1ty 16' 8 1", Na 23 704 6 2 1 4 4 1 3 1 2 1 2 6 1 1 4 704 23 20 140 Exp C 2 18, 16, 1z S. 81 8.6 15'-1' Na fops Slab115B 722 6 2 1 4 4 1 3 1 2 1 2 6 1 1 4 722 Slab LIVE 3 18, 18, 1z 91 B. 9 14'-3' Na 24 800 7 2 2 4 4 1 3 1 2 1 2 7 1 1 4 00 24 4 19 19 1z S. 81 Table 7.1 10p SIab115C 886 7 2 2 5 5 1 3 1 2 1 2 7 2 1 6 886 Slab 25 2 18, IT 12' 9' 8' 25 904 8 2 2 5 5 i 3 1 2 1 2 7 2 7 5 904 25 3 1B 7T 17 9 B. 26 1017 8 2 2 6 5 2 4 1 2 1 2 8 2 1 5 1D17 26 4 18• 17' 12' 9' 8' MAX 27 1139 9 2 2 6 6 2 4 1 2 1 3 9 2 1 6 1139 27 30 2 16' 14' 10' 7' 7' POST POST DESCRIPTIONS POST 28 1270 Ne 3 2 7 7 2 5 1 3 1 3 Na 2 1 6 1270 28 3 16' 14' 10 7' 7' CODE DETAIL HGHT 29 1411 Na 3 2 8 7 2 5 2 3 1 3 Na 2 2 7 1411 29 4 i6' 14' 10' T 7' A Twin 0.03zk1Sk1.5"Scroll AO 8 30 1563 Na 3 2 B 8 2 6 2 3 1 3 Na 2 2 8 1563 30 'Screws are#14 screws w/1.6'embedment into G=D.S solid wood(Douglas Fir) B Twin o.024'k2"xz'Scroll AO 9 31 1724 Na 3 3 9 9 2 6 2 3 1 4 Na 2 2 9 1724 31 C 0.032'Past col 0.W4'Sideplaka AH/21 12 32 1896 hire 4 3 Na nm 2 7 2 4 2 4 Na 3 2 9 INS 32 TABLE 7.7 STUCCO ATTACHMENT TO WALL D 0.03TPost w/0.032'Sideplate. AH/21 12 33 20W Na 4 3 Na Va 3 7 2 4 2 4 Na 3 2 Na 2080 33 ALLOWABLE DISTANCE TO FIRST ROW OF POSTS E Clover 0.040k3•5c3"Alum AK/24 10 34 2275 Na 4 3 Na Na 3 8 2 4 2 c Na 3 2 Na 2275 34 16,o/c 29'o/c F Magnum 0.075k3"x3"Post AJ123 12 35 2481 Na 5 4 Na Na 3 9 2 5 2 5 Na 3 2 Na 2481 35 Ground Snow G 0.048"IIVk 'Steel Clover AK/24 17 36 2700 Na 5 4 Na run 3 9 2 5 2 5 Na 4 3 Na 2700 36 Load(ps5 2 Lag 3 Legs 3 Lags 4 Lags Exp B Exp C li 0.048'1r3•k3"Steel Clover AK/24 10 37 2931 n/a 5 4 Na N:I 3 Na 3 5 2 6 Na 4 3 Na 201 37 Live 10 13'-6' 20-2" 166' 19 115 in W 1 W16k3N3•'Steel Square AF119 15 38 3176 Na 6 5 Na Ne 4 Na 3 6 2 6 Na 4 3 Na 3175 38 Live 10 1.3 196• Is 1T4" 140mph mph J 1/4N3'k3•'Steel Square AF/19 15 39 34M Na 6 5 Na Na 4 Na 3 6 2 7 Ne 4 3 Na 3433 39 LNe 10 10-9' 16-11• 10-9' 14'4" 130 mph K 3/T!x3"x3'Steel Square AF/19 15 40 37N Na 7 5 Na Na 4 Na 3 7 3 7 Na 5 3 Na 3704 40 Live 10 9'-3 13'-1(Y' 9S" IZ4' 140 mph L 3/19k4•k4"Steel Square AF/19 15 41 3988 Na 7 6 Ne Ne 5 Na 3 7 3 8 Na 5 4 Na 3988 41 Live 20 7'-1" 10-7" 7'-1" 9-5" 140 mph, Table 7.2 42 4288 Na 8 6 We Na 5 Na 4 8 3 8 Na 5 4 nto 4288 42 25 T6" 17•-T' TA" 10- 140 In 43 4601 Na 8 6 Na No 5 Na 4 8 3 9 Na 6 4 n/a 4601 43 30 6'6" 9-9 66' 96' 140 an 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 woodJO'pLglas Fir) / 45 5273 Na 9 7 Na Ne 6 Na 4 9 3 Na Na 7 5 Na $273 45 Lattice Structures always use 115 mph Exposure B for the d tndition 46 5633 Na Na 8 Na Na 6 We 5 Na 4 Na Na 7 5 Na S633 46 /yvn I 47 6008 Na No a Na Na 7 Na 5 Na 4 n/a Na 7 5 Na 6008 47 48 6400 Na hire 9 Na n/a 7 Na 5 Na 4 Na Na B 5 Na 6400 46 United Duralume 49 6808 Na Na 9 Na Na 7 No 5 Na 4 n/a n/a B 6 Na 6808 49 350 S.Raymond Ave 1` 5o 7234 Na No Na n/a Na 8 Na 6 Na 5 n/a Na 9 6 Ne 7234 50 Fullerton,CANA Fastener Terminology Q�O�'Ry\UTiyc��P #14 SMS=#14 sheet metal or SOS screw,l@"minimum length TABLE 7.5:WALL ATTACHM ENTS FOR SOLID COVER STRUCTURES Carl Putnam,P.E. 3/8"B=3J9'Diameter Soft AND ANC2 ANC3 ANC4 34411vylink Place See General Notes for specifics onfasteners LIVEF UIQ DIGNumber Maximum Parml SpanO Lynchburg,VA 24503 1 Clesurspar on this than is ma distance frorn me wall to the film row 0 coumns. WIND SPEED SNOW SPACING SPACING of MID @16.O/C SPACING (434)384-2514 2 Hilti Kwik Boll TZ 318"diameter and 2"embed and l"dia steal washer.[CC ESR 1917 or other (MPH)AND LOAD CONCRETE MASONRY asteners #14 X2" 1/4•'LAG cart utnam comea5tnet 9/P anchor w/400#allowable shear and 200#allowable tensie vs live,snow,wind and seismic loads. EXPOSURE PSF) ANCHORS ANCHORS SCREWS SCREWS �y0FES310 3 Masonry anchors must have an allowable shear value of 4009 and 200#tensile for Ire,snow,wind 130 C 10 1z' 12" 1 17 1z or seismic loads or be specified by a design professional. LIVE 2 2T 23' �O QL'PU 4#14 screws must have 1.5"of penetration into solid wood. 740 C zo 72" 1z' 1 B' 9 .=GJ G C2 'E Cp 5 i/4"Lag screws must have 21/4"of penetration into studs and 0.5"washers LIVE 2 17 18 U m These lag screws mustmust be installed as perAFP3A NOS Section 11.1.3. Sea General Note 25 12' 12" 1 8• 9 ., 8 MAY 26 2015 #11 for washer specifications. 2 17' 17'30 12' 12' 1 T B. 6 10 and 20 Pat are live or snow loads,25-30 psf are snm loatls. * it ]1 For ANC3 and AN104 wood framing imust be SG=0.5 or denaer(Dougles Fir-Larch) 2 15' 16' / 40 12" 12 1 6' 7' Cl -A1(- 2 IT 14' 60 IT 12- 2 9' 9 ICC ESR 2676(2012 IBC)12/11/2013 Page 68 74 3 13, t4' 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 o DIAMETER OF 18" 24" 30" 36" Area Exp B Exp C Exp C Area w z Z ? CIRCULAR d(in) Required Side of Square Footing (sq ft) Required I'd"of Footing(in) (sq ft) ? c FOOTINGS(IN) 20" 21" 18" 16" 15" 15 15" 17" 19" 25 4 Z N = 12" 18" 24" 36" 21" 23" 20" 18" 16" 20 17" 191, 21" 33 Panel Spa 1/2 OF PANEL SPAN (a 0 0 F- 22" 24" 21" 19" 17" 25 18" 20" 23" 42 ------------------------ ---- Z p 0 DEPTH OF 23" 26" 23" 20" 18" 30 19" 21" 24" 50 I I U. o a CIRCULAR 24" 28" 24" 21" 20" 35 20" 22" 26" 58 Corner Trib Area I Trib Area for I 1/2 OF PANEL SPAN Z FOOTINGS(IN) 25" 29" 26" 23" 21" 40 21" 23" 27" 67 Middle Post 14" 17" 24" 14" 14" 14" 26" 31" 27" 24" 22" 45 22" 24" 28" 75 15" 18" 30" 15" 15" 15" 27" 33" 29" 26" 23" 50 22" 25" 29' 83 16' 19" 36" 16" 16" 16" 28" 35" 30" 27" 25" 55 23" 26" 30" 92 Post Spacing Panel 17" 21" 43" 19" 17" 17" 29" 37" 32" 29" 26" 60 24" 27" 31' 100 verhang 18" 22" 52" 23" 18" 18" 30" 39" 34" 30" 27" 65 24" 28" 32" 108 FigureI 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" n/a 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 SPAN 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" "1. 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" 44" 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 11 34" 43" n/a n/a n/a 39" 46" N/A N/A 57" 52" 220 37" 41" 47" 367 Fullerton,CA I' % 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 551, 1 240 1 38" 1 43" 1 49" 1 400 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 'S{0.,, 39" 50" n/a n/a n/a 58" TABLE 7.9 oF,PRE ,0 �FR 40" 51" n/a n/a n/a n/a Q�-VESS10 Q� 1 41" 53" n/a n/a n/a n/a .PU \ \ 42" 54" n/a n/a n/a n/a 2 43" 55" n/a n/a n/a n/a nm+ 8 30/2 44" 57" n/a n/a n/a n/a 'J $ �` isc4.2012 TABLE 7.8 C CA1IF0 DEC 18 2013 MAY 26 2015 ICC ESR 2676(2012 IBC)12111/2013 Page 69 of 74 Y KKZ zt 017 Topographic f0.98 ado�actor,Exposure Band C QSOFESStp Kd 0.85 Wind Directionality, onay factoi �U X Z 1 1 Importance Factor m - Existing Residence #If G 0.85 Gust Factor - 8 Cnet 1.2 Net Pressure Coeffceni _ Dead 1 psf * 1 P/2 Design Design Panel Span(P 0.6'W Down Load Up Load •CA`\Fp2 Wind C&C (pat) (psf) ------------------------- ---- Seed mph Ex osure h( s s W+ W- DEC 18 201 / 110 B 18.4 11.3 12.3 10.7 P/2 115 B 20.1 12.3 13.3 11.7 _ 120 B 21.9 13.4 14.4 12.8 Header 130 B 25.7 15.8 16.8 15.2 �S \bN Overhang(0) 140 B 29.9 18.3 19.3 17.7 O i PU 150 B 34.3 21.0 22.0 20.4 Qe Figure 1 160 B 39.0 23.9 24.9 23.3 81 9 170 B 44.0 26.9 27.9 26.3 Patio Cover Length(L) 110 C 25.8 15.8 16.8 15.2 012 17 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 18.2 2 Dead Load=1 psf 130 C 36.0 22.1 23.1 21.5 S'T,q IV L �� �0 3 Add Dead and L the/Snow Loads,multtply by half of Panel Span 140 C 41.8 25.6 26.6 25.0 TABLE 1 A \ Wall Loac=(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 32.8 MAY 2 015 170 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 Multiply 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 Loadso 21 Onl 11.0 21.0 22.0 26.2 5 Maximum Shear Load in X direction is 547 Ibf(170 mph Exposure C,16.1'Rafter Span) 110 8 11.3 17.0 24.5 25.2 28.4 Max load in Y direction(towards house)is 68 pit (170 mph Exp C,8"beam) 115 B 12.3 17.7 25.2 26.0 29.1 Max load in Y direction due to force couple resisting lateral is 138 plf 120 B 13.4 18.6 26.1 26.8 30.0 (140 mph Exp C,Projection=Width=16.5') 130 B 15.8 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 Multiply C by half of Panel Span 120 C 18.8 22.6 30.1 30.8 34.0 Wall Load=C P 12 130 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 Mlsc6-2012 170 C 37.7 36.8 44.3 45.0 48.2 ICC ESR 2676(2012 IBC) 12/11/2013 Page 72 of 74 United Duralume Structural Properties of Beams,Fascia,Panels and Rafters for Use by Design Professionals ASSUMES FULL LATERAL BRACING Max Allowable Max Allowable Structural Element I(inA4)bottom Moment(top in Moment(bottom Max - OFESSfp I(in-4)top in pin compression in compression Sh Allowable(Ibf) Material E ksi Ftu or Fu Fly or Fy Fey �Q �0 compression compression ( ) (ksf) (ksi) (ksQ Rafters Uy u m 0.024a2"4.5"Aluminum Rafter Detail 6 2.176 same 293 273 169 3004H34 10100 32 25 22 8 3 0.032'W")6.5"Aluminum Rafter Detail 6 2.929 same 552 494 406 3004H34 10100 32 25 22 0.040"x2"x6.5"Aluminum Rafter Detail 6 3.693 same 851 786 800 30041-134 10100 32 25 22 1 0.042"x3"xB"Aluminum Rafter Detail 7 7.907 same 1164 1038 747 3004H34 10100 32 25 22 I / Aluminum Panels ClAL1FpR��R 0.021"x3"x12"W Panel Detail E 0.445 same 228 365 979 3004H34 10100 32 25 22 / 0.024"x3"xl2"W Panel Detail E 0.509 same - 262 432 1119 30041-134 10100 32 25 22 DEC 1 2 / 0.032"x3"x12"W Panel Detail E 0.679 same 398 620 1492 30041-134 10100 32 25 22 0.044"x3"xl2"W Panel Detail E 0.933 same 629 929 2052 3004H34 10100 32 25 22 0.018"X2.25"x6"Flat Panel Detail G 0.192 Same 129 111 680 3004H34 10100 32 25 22 0.024'72.25"x6"Flat Panel Detail G 0.256 same 198 179 907 30041-134 10100 32 25 22 0.032"x2.25"x6"Flat Panel Detail G 0.342 same 280 273 1209 3004H34 10100 32 25 22 F pl' / 0.038"x2.25"x6"Flat Panel Detail G 0.406 same 341 355 1436 3004H34 10100 32 25 22 0.018"x2.5"x24"Panel Detail F 0.463 same 144 209 357 30041-134 10100 32 25 22 6 1 0.024"x2.5"x24"Panel Detail F 0.618 same 255 371 847 30041-134 10100 32 25 22 0.032"x2.5"x24"Panel Detail F 0.824 same 454 660 2008 3004H34 10100 32 25 22 17 0.038"x2.5"x24"Panel Detail F 0.978 same 640 930 3362 3004H34 10100 32 25 22 R 0.018"xYx6"Flat Panel Detail H 0.373 same 179 135 916 3004H34 10100 32 25 22 \ Sj9r.0 IV1 0.024"x3"W'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 30041-134 10100 32 25 22 0.038"x3"x6"Flat Panel Detail H 0.787 same 478 514 1935 3004H34 10100 32 25 22 same Y 26 2015 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"x3"x8"Aluminum Header Detail W13 15.814 same 2328 2076 1494 3004H34 10100 32 25 22 Double 0.032"x2"x6.5"Aluminum Header Detail K/11 5.858 same 1104 988 812 3004H34 10100 32 25 22 4"x2.375"I beam 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 6061T6 10100 22 16 16 7"x5.5"I beam Detail R 23.25 same 12762 12762 8861 6061T6 10100 38 35 35 10"x5.5"I beam Detail T 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 W74 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"x3"x3"Lockseam Header Detail J/10 0.90 0.90 1203 1203 9175 ASTM A653 Grade 40 29000 55 40 Double 0.048"x3"x3"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 Q�ofEssf 1 f �o Pu F of 8 3 m C 8 * 16 * �1 F.J(p 613 01 CALIF I slgTF FCA 1fOP P DEC 18 2013 MAY 6 2015 O ^ _ N fn Z W O N d' 0 O O M W O M f� W (D N W M N D) O Ii' dqqjm In O 00 O M I� 00 N N N N M M M Nr � 0 0 (D W I� M 00 0 0 � N M q LO O M O O C) 0 r c- N N d c W ILU Z _ Q W M Ln I,- O ce) (0 O d• 00 N 00 M O Ln N O - Lo d d' L() (0 00 u) O d O f� d N r N N N M CM cM d' Nt Ln 1-0 (D � ti 00 0) 0 N M d LO I� 00 d7 M qq (0 W W c•- r c- N N N N LL = ~ Q W ~ Q Q J f� O M (D O D) O O coO O O L[7 Iq Lc) 0 f� O M 00 M 00 0 m N N M Lr7 00 J � 4) 0 N M M 0 ti M (D N g W M 0 N T N (� W 6 � N N N M M M d' U) LO W f� I'- M D) c- c- N N N N N CO M M W ~ a, W (0 f` cr O M 00 00 O N LO a) It 00 O O ti 0') CO 00 d' N N CM (D I� V CD � N M g W M O M 0 fti O N LO M q f1 14' W O M N M M d' It (0 00 f� f� 0) � � � � � � � N N N N M M M M � q It LO LO G U Q W V N LU N c n- a Q Z y L E U E Y Z O N m d' Ln 0 f� 00 O O r N M d' 0 (D I� 00 O O � N m � 0 O ti O O C) 7 � C C � ? N N N N N N N N N N co M M M co M co co co co KtCY d d [Y It LO to zoo 00 ICC ESR 2676(2012 IBC)1211112013 Page 74 of 74 ov _ � �/ / - - 0 * \ § \ & § / L - + , 2 L 2 m $ > 2 - ® § § / \ 2 ! } E & w } § § / � \ Q / � \ e u � z ¥ « § (L (f) \ 2 Of oU �\ 0 W w }}\� / \ woo m 0 / > +; !# 7 $ - $ < R I m x 0 w w 2 $kk , , w§ . . . � \ i 2 ; . &e , � ' ` q m 0 > 7776 !& , � ; )0 ui \ I E / d +ale 2 R L » < c a. o D I + w ƒ / m I \ �. / % \ \ . . . 2 / § / \ \ � 2 w < w < Dx CD 11D 20 0 \ 2@B@ ) 2 - ¥ q — 2@B2 �)� B)�k { S 1 NID 4 n2 w @ ± Rm@RIo §/07 ` f k w w w E a \ 4 rED DURALUME PATIO COVER,CARPORT AND COMMERCIAL STRUCTURE ENGINEERING(20121BC) PAGES DRAWING SECTION DESCRIPTION High Wind Solid Covers 1 PROFESSIONAL ENGINEERING STAMPS AND TRIBUTARY WIDTH DIAGRAM 1 GENERAL NOTES LEDGER & TRACK 6. . ,,. INSPECTION REQUIRED EN FEE-..,. �- SAF IrD ., E , �OFESSIp - rr SOLID COVER COMPONENTS AND CONNECTION DETAILS PLAN APPROVAL PU s _ 2y G� C V 2 PAGE STRUCTURAL CONFIGURATIONS m 9 PAGES COMPONENTS/CONNECTION DETAILS g. 3 REVIEWED BYw * 15 3 PAGES SOLID COVERS 4.0 PANEL SPANS FOR PATIO, CARF:iRT AND COMMERCIAL STP ' DATE CcauF��``��e 'Approval of these plans shall not be construed to be a permit for,or an 12 PAGES 6.0 POST SPACINGS FOR PATIO AND COMMERCIAL=ERS�,F�9K1N4oAE oany previ;;ons of the federal,state or city DEC 18 2013 2 PAGES Miscl.DWG 7.0 MISC DETAILS re;; Iations and ordinances. i his set of approved plans must be kept on the 1 PAGE Misc2.DWG 7.0 FAN BEAM DETAILS jobsite until completion. 1 PAGE Misc3 7.0 POST AND FASTENER REQUIREMENTS FOR ALL STRUCTURES 1 PAGE MiscA 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 S N Eyp December 11,2013 6 13\ EX 6/3 201 \ lF0 CA 1 MAY 26 2015 p0 LICfy _�..���� �. �UTi�•.FO �,�p'(k......rF,l-q 1l1 - Op,P F F PROFESSIONAL ENGINEERING Pu STAMPS PAGE AN ��NEE _., 'as 5 :s l _ .. : yEu Roc ss `' �iC• T,9T �h .� i C°q L Wr ENGINEER 'O TRIBUTARY WI H DIAGRAM JW / +: - Pl TNn 4 �OfESSIO/y 6 O PUTNA ,o . 't� ARL UT.• . .. % _ YV HB-oR I) PROF p.:vsl Pu 3 Z 9 :,• J. ..1........ .. p S, y�° � TNy�y x o m o 3 . ..�... r : :, .. A ;•'�_� N 1 ��` � �•4 �o i ��5 F'�:, (h .'7� >. CIVIL 11 C . ^;.... 'f � \ iC 68 9 �'.Y n nn, .`H Y\ d „•:;;::;.,5:.-II41AL ... 7 580 EXPtr30 I �.�``Q� :C •,. R..... r 00Ar ' " +r P n ba : CIV MEkJc LICENSED - =" O REGON ~ �+ O r PROFESSIONAL Et; u r M. 45750 O ` 1054371 EXPIRES 2::'t/ - ••r .t G�`� 9��: •'� ST ' . G2 0', ; ExPll'ATION OATE:12r31/ 4 � ,. OF Siv N9 `\.• .• , P��S— 1' A R AN A S ; ``Q4� ••ti G� �'- "��: y;;c�- N Ei'- •f t I �J� ARL S n�YYYYJdVI/;.. THESE DRAWINGS DEFINE "TR COM {LENSED .. # TNAM *-....:\ut�� �!�7 �F �_ N. STRUCTURES rnoEE ' J `'L ` NGI S ER ION L 24657 PROJECTION PROJECTIDN ' PE / _ No.7 1 �� E,lS •� lam, -•'' HEADER #2 WALL HEA➢ER 1.-. i�� . �Z' i' �� '�� //�',S� ....... �� /'{.:.: ' - ✓CJti' v :: WALL HEADER #1 TRIB WIDTH (— TRIB WIDTH iI - - h �Ta .I Ifl4 TRID WIDTH I—TRIB WIDTH �� TRIB WI➢TH \ MY :h L1/2L212 OVERHANG I— OVERHANG L , n 'tee L _ C I U µ C L1 L2 EXISTING _ ��. -,- �p Uc ns No.3 662 z \\ STRUCTURE NAI GINF.fR EXISTING.,. Pam, C, IN �• \�StONALEN STRUCTURE d �� q fNGINEER� \� Pu �yc�` PROJECTMN IIi \t �Engin ++nul/ It / HEADER TRIB HEADER TRIB o0a r� ��•+ VIDTH #1 �— WIDTH #2 5� V pUT !` `� Pf\ �` I/' �� ; _ ...... �r I Q OFESSfO o VPP 1g3 .� G GENS�b'•.,• f � . •: •• l3 017 � P �u c� uz--{ 1 � + '.,�,�.'r' SSIO � •:�• � �r: �• �*sr c)� ��P R 87 ] CI 0`P WY M\ // - +` �� �J: 22 8 , ^:• �x .1� L .: o MAY 26 2015 cnuFpe• /I l l S I t++ �3�., .� ,1' t l�;�'.�G-, DEC 18 2013 {i ii +� •_________ ,,,,,,,,•,,,,, ,,,,,,„,,,, Page ENGINEERS STAMP GENERAL NOTES: e. WOOD USED IN CONNECTIONS SHALL BE PROTECTED FROM WEATHER(EXTERIOR EXPOSURE)ASPER ISO SECTION 1403.2 AND/OR 1503,WHICHEVER IS 1. DESIGNED IN ACCORDANCE WITH THE 2012 INTERNATIONAL BUILDING CODE. MORE APPROPRIATE. 2. ALUMINUM DESIGN IN ACCORDANCE WITH THE 2010 EDITION OF ALUMINUM ASSOCIATION'S SPECIFICATIONS AND CHAPTER 9.ALL STEEL SHALL BE GALVANIZED PER ASTM A-653 G90,A123 G45 OR A153 B3,PAINTED PER ASTM A755 OR PROTECTED WITH AN APPROVED COATING 20 OF THE INTERNATIONAL BUILDING CODE. COMPLYING WITH IBC SECTION 2203.2. 3. DESIGN LOADINGS:Ct=12.1=1.0,Cc=1.0(ALL EXPOSURES EXCEPT B AND C WHEN LOCATED TIGHT IN AMONG CONIFERS) 10.ALTERNATE ALUMINUM ALLOYS OF EQUAL OR HIGHER STRENGTHS MAYBE USED. 3004H2XALUMINUM MAYBE SUBSTITUTED FOR 3004H3x. GROUND SNOW LOAD DESIGN LOAD 11.STEEL FASTENERS SHALL BE EITHER STAINLESS(3000 SERIES),GALVANIZED OR DOUBLE CADMIUM PLATED. BOLTS SHALL BE ASTM A307 HOT DIPPED 10 PS 10 PSF LIVE LOAD ONLY GLAVANIZED,MECHANICALLY GALVANIZED,ZINC ELECTROPLATED,ALUMINIZED OR 300 SERIES STAINLESS STEEL. CONCRETE ANCHOR BOLTS ARE 20 PSF 20 PSF LIVE LOAD ONLY SPECIFIED IN THE DETAILS. ALL WOOD SCREWS MUST COMPLY WITH ANS#ASME STANDARD 618.6.1 AHD AND AFBPA NDS-12 11.1.4.ALL LAG SCREWS 25 PSF 21 PSF DESIGN ROOF SNOW LOAD ANSVASME B182.1 AND AF&PA NDS-1211.1.3. ALL STEEL WASHERS TO BE ASTM F344 W/DIMENSIONS IN ACCORDANCE WITH ASME B18.221,TYPE A. THE 30 PSF 252 PSF DESIGN ROOF SNOW LOAD 5 MINIMUM WASHER DIAMETER SHALL BE I'FOR BOLTED CONNECTIONS. ALL STEEL NUTS TO BE ASTM A563. SCREWS AND BOLTS SHALL HAVE A MINIMUM 60 PSF 40 PSF 0. PSF DESIGN ROOF SNOW LOAD 4.4 PSF DESIGN ROOF SNOW LOAD EDGE DISTANCE OF 2X FASTENER DIAMETER FOR 025/12<SLOPE<1112 12 EMBEDDED POST SURFACES SHALL BE CLEAN AND FREE FROM OILY SURFACES. WIND SPEEDS IN THE 2012 IBC ARE'ULTIMATE DESIGN WIND SPEED.' ALL STRUCTURES DESCRIBED IN THIS REPORT ARE 13.HEADER SPLICES SHALL NOT BE LOCATED NEARER TO THE END OF THE STRUCTURE THAN THE FIRST INTERIOR POST,(EXCEPT FOR FALL STRENGTH DESIGNED USING PRESSURES CALCULATED FROM'ULTIMATE DESIGN WIND SPEEDS'FOR RISK CATEGORY II. FORATTACHED SPLICES)FULL STRENGTH SPLICES(DETAILS X.Y,Z AND AA)MAY BE LOCATED ANYWHERE. STRUCTURES THE MAXIMUM MEAN ROOF HEIGHTOFTHE EXISTING STRUCTURE IS W. Kzt WAS ASSUMED AS 1.0 FORALL WIND 14. ALL SELF DRILLING AND SELF TAPPING SCREWS MUST COMPLY TO ICC-ESR 1730,2195 OR EQUIVALENT AND USE HEADS W/DIAMETERS EQUAL TO LOADS. SITE LOCATIONS REQUIRING HIGHER A HIGHER Kzt VALUE(ISOLATED HILLS,RIDGES,ESCARPMENTS)WILL REQUIRE HIGHER WIND LOADS AS PER ASCE7-10 SECTION 26.8 AND ARE OUTSIDE THE SCOPE OF THIS REPORT. #8-,V,#10=j}",#12= "AND#14=}'OR STEEL WASHERS OF SIMILAR DIAMTER AND AS PER GENERAL NOTE#11 NOTE:EXPOSURE B:SHALL APPLY WHEN THE GROUND SURFACE ROUGHNESS CATEGORY B(URBAN AND SUBURBAN AREAS, 16. 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. 16.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 FLATS,UNBROKEN ICE AND OTHER)DO NOT. 17. AT LEAST ONE HORIZONTAL DIMENSION(PROJECTION OR WIDTH)OF COVER SHALL BE LESS THAN 30'. SEISMIC LOADING 18.WHERE ALUMINUM ALLOY PARTS ARE IN CONTACT WITH DISSIMILAR METALS(OTHER THAN ALUMINIZED OR GALVANIZED STEEL)OR ABSORBENT MAXIMUM Be=150%SHOWN IN 2012 IGO FIGURE 1613.3.1(1) BUILDING MATERIALS,LIKELY TO BE CONTINUOUSLY OR INTERMITTENTLY WET,THE FAYING SURFACES SHALL BE PAINTED OR OTHERWISE SEPARATED IN Be>150%ARE NOT REQUIRED AS PER ASCE7-1012.8.1.3 ACCORDANCE WITH THE ALUMINUM DESIGN MANUAL SECTION M.7. Sl 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+SNOWILIVE LOAD FROM THE PATIO COVER IS BASIC SEISMIC FORCE RESISTNG SYSTEM 750 LBS CONCENTRATED LOAD AT EACH POSTAND THE POST SPACING SHALL NOT EXCEED THAT SPECIFIED FOR ATTACHING TO A CONCRETE SLAB.THE POSTS EMBEDDED INTO FOOTINGS=ORDINARY STEEL MOMENT FRAME»R=1.25 MAXIMUM CONNECTION UPLIFT LOAD IS 1366 LES FOR 115 MPH E XP C W ND SPEED.CONNECTIONS ARE FOR MAXIMUM PATIO ROOF HEIGHTS OF 12 FT POSTS SURFACE MOUNTED=GENERIC SYSTEM»R-125 FROM GRADE.THE EX- STING DECK STRUCTURE 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 MB. 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 SWctures 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(SOC)A43 up to the maximum Ss noted in General N THE BASIS OF THE DESIGN FORCES ARE IN ACCORDANCE WITH THE BASIC LOAD COMBINATIONS DESCRIBED IN IBC SECTION M. 1605.3.1 AND NO FURTHER INCREASES ARE PERMITTED FOR PATIO COVERS RESISTING WIND OR SEISMIC FORCES. It, Structures with flat oof design snow loads over 30 pef complying with IBC Section 1613.1 Exception#1 do not require addMonal seismic age c. Structures not complying with(a)or(b)require additional engineering seismic analysis. `7 4.THIS ENTIRE ENGINEERING PACKAGE IS NOT REQUIRED FOR MOST BUILDING PERMITS. SUBMISSION FORA BUILDING PERMIT 21 DRIFTING SNOW IS ADDRESSED IN DETAIL MUST INCLUDE:a.GENERAL NOTES(2 PAGES) M4 THI.S REPORT.SLIDING SNOW IS BEYOND THE SCOPE OF / b.STRUCTURAL CONFIGURATIONS(1 PAGE) - �OFESSjO I c.RAFTER SPAN TABLES(FOR LATTICE STRUCTURES),PANEL SPAN TABLES(FOR SOLID COVER STRUCTURES)OR BOTH Q (FOR COMBINATION STRUCTURES) 22. ALL MULTISPAN TABLES AND DETAILS �O 'PU d.HEADER POST SPACING,FOOTING SIZE AND POST TABLE FOR LIVEISNOW AND WIND LOAD ASSUME EQUAL SPANS WITH A LONGEST SPAN a.ALL APPROPRIATE DETAILS TO SHORTEST SPAN RATIO OF 12. ALL 2 r E U I.OTHER DOCUMENTATION REQUIRED BY LOCAL BUILDING AUTHORITY. SPECIFICATIONS MUST BE BASED ON LONGEST fnACTUAL SPAN ,-' 8 P A,- F� 5. CONCRETE MIX: Fr 2500,3000 OR 3500 PSI FOR 28 DAYS IN NEGLIGIBLE,MODERATE,AND SEVERE CONDITIONS AS SHOWN IN * 8 * FIGURE 19042 OF THE 2012 IBC. PATIO STRUCTURES MAY BE ATTACHED TO CONCRETE SLAB WITHOUT FOOTINGS(DETAILS 28. GENERAL NOTES FOR LATTICE STRUCTURES: ,( AO AND AO)WHEN THE POST LOAD IS 750 LBF OR LESS AND THE FROST DEPTHE I$ZERO. CONCRETE SHALL BE A MINIMUM OF (PERTAINS TO LATTICE STRUCTURES(DETAILS - 3.5 INCHES THICK AND NO CRACKS WITHIN 2'$'OF POSTS. POSTS SHALL BESET BACK A MINIMUM OF 4 INCHES FROM EDGE OR 141) E 1�A W EXPANSION JOINT OF A SLAB. 1. SEE GENERAL NOTES#3 FOR LIVE AND 7 �. SNOW LOADS. 5. FOOTINGS HAVE BEEN DESIGNED FOR CLASS 5 SOIL FROM TABLE 18062 OF 2012 ISO.ALLOWABLE FOUNDATION PRESSURE 2 SINGLE SPAN LATTICE STRUCTURES THAT DO DEC 18 2013 IL IS 1600 POUNDS PER SQUARE FOOT. LATERAL BEARING PRESSURE IS 100 PSF/FI-AND IS DOUBLED PER IBC SECTION 1S06.3.4. 2. S USE DETAIL 27 MUST USE DETAIL 17 OR 30 THESE DESIGN VALUES DO NOT APPLY TO MUD,ORGANIC SILTS,ORGANIC CLAYS,PEAT OR UNPREPARED FILLS AND MAY AND MUST COMPLY WITH TABLE L1 AND L2 ON REQUIRE FURTHER SOIL INVESTIGATION. THE BUILDING OFFICIAL MAY ASSIGN A LOAD BEARING CAPACITY. UNITS IN ROOF SHEET STCO SNOW/LNE LOAD AREA OF 25 PSF OR LESS MAY BE BUILT ON 1000 PSF BEARING SOIL W/O ADDITIONAL ENGINEERING. MINIMUM FOOTING DEPTH IS THE LOCAL FROST DEPTH. T. 20 PSF AND HIGHER LIVE LOAD STRUCTURES MAY BE USED AS COVERS FOR PARKING OF MOTOR VEHICLES. CARPORTS MAY 26 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 SOLID PATIO TYPES ATTACHMENT CHANNEL ATTACHMENT CHANNEL IS AT LEAST 10OX OF PROJECTION SEE DETAIL ALUMINUM SEE DETAIL THEN DETAIL AN IS NOT REQUIRED IF WIDTH ALUMINUM WIDTH MUST BE AT LEAST ROOF PANEL DETAIL AO OR AQ MAY BE USED ROOF PANEL 100% OF PROJECTION SEE SCHEDULE SEE SCHEDULE FOR SPANS WIDTH FOR SPANS WIDTH D. OVERHANG VARIES, SEE SCHEDULE D.H. VARIES, SEE SCHEDULE SEE DETAIL FOR SPLICE SEE DETAIL FOR SPLICE . pees p PROJECTION 1 1/2' S0, SCROLL POST_ fE eCHED ` PROJECTION 1 1/2' SQ. SCROLL POSTS- 3 1/2' SLAB ATTACHMENT OH Te ALTERNATE: eSTffD 25i NOT MAY BE USED WHERE EXCEED SINGLE POST Sp PERMITTED. 24' CDNCREFOR CONSTRAINED ACIry SEE SCHEDULE FOR CONSTRAINED SEE SCHEDULE 7I OST NO SPLICE AT S. FOOTINGS POST AND AT END BAYS. SEE SHEET MISCSCE -Y T POST AND SAT IENDAT THIS FOOTINGS SEE SCHEDULE FOR CUBED SEE SCHEDULE FOR CUBED J . FOOTING SIZE FOOTING SIZE 12'MAXHGTFOR B1 ATTACHED MULTISPAN Al ATTACHED SINGLE SPAN PATIO COVERS �pFES510 15' MAX HEIGHT FOR �a MAX PANEL OVERHANG MAX HEADER OTHERS MAX PANEL 7VERHANGy ALUMINUM IS 25%OF PANEL SPAd OVERHANG ALUMINUM 1 IS 25%OF PIIIEL SPAN _ ROOF PANEL IS 25%OF POST ROOF PANEL SEE SCHEDULE - SPACING SEE SCHEDULE FOR SPANS FOR SPANS WIDTH WIDTH MAX HEADER OVERHANG I O H OPTIONALi 25%OF POST SPACING O.H. VARIES, SEE SCHEDULE UFCR' /J D 182013 SEE DETAIL FOR SPLICE SEE DETAIL FOR SPLICE) p T I pees Sp PROJECTION S f f SpyCIN PROJECTION SQ. POSTS, SIZE VARIES SEf eCHEL(I�E SD. POSTS, SIZE VARIES SCHFDeLE III I OVAL�G/ UTyq CONCRETE SLAB CONCRETE SLAB REQUIRED )III Q FO REQUIRED FOR FOR CONSTRAINED THIS nNGS _� OTE NO SPLICEI AT THIS 6 39 CONSTRAINED POST AND SAT IENDABAYS. SEE SHEET MISCS POST AND AT Etp BAYS. FOOTINGS 017 SEE SHEET MISCB `. ix SEE SCHEDULE FOR CUBED SSA I \P FOOTING SIZE C F 12W STEE 12W STEEL REBAR OR BOLT REBAR or BOLT \ C1 FREESTANDING W/CANTILEVER OPTION D1 FREESTANDING MULTISPAN Y 26 2015 ICC ESR 2676(2012 IBC)12/11/2013 Page 27 of 74 ENGINEERS STAMP SOLID PATIO TYPES PANEL DETAIL AR,BC,BE,M5 PANEL DETAIL AR,BC,BE,M5 HEADER JPOST DETAILS: PANEL:E,F,G,H.I SPLICE HEADER J,K.L,M.N.0,P, S POST 0.R,S,T.U,V,W,AU POST:AE,AH,AK,AF,Al- \ DETAIL K.M,S,U.V.W,AT, A.J.AD MULTISP DETAIL K,M,S,AT, AU,AW,AX,AY,AZ AU,AW,AX,AY,AZ POSTS FOR FREESTANDING AND MULTISPAN UNITS: AF AND AK(STEEL ONLY) L yJ SPLICE:X Y,Z,AA DETAILS AN,AO,AD,MB,M7 DETAIL AN,M7 . O ATTACHED SINGLE SPAN 12' MAX HGT FOR B2 lAq f1ED M A dam, PATIG COVERS 15'MAX HEIGHT FOR OF Pu OTHERS y��v �� ALUMINUM Zm PANEL PANEL 83 HEADER HEADER C CAL1F� SPLICE SPLICE DEC 18 2013 DETAIL K,M.S,UV, AT, K,M.S.U,IL W.AT, AU,A FREESTANDING POST AU,AW,AX,AV,AZ DETAIL AX,AY,AZ FREESTANDINGIMULTISPAN POST I I/' 11 r2 i _ \\C 81 9 r.. T b�e DETAIL AN,M7 1l2}g•STEEL DETAIL AN,M7 REBAR or BOLT 9jF0 C L1F C2 FREESTANDING W/CANTILEVER OPTION FREESTANDING MULTISPAN MAY 26 2015 ICC ESR 2676(2012 IBC)12/11/2013 Page 28 of 74 .. ^'^^ ^T.•,^ i i O3" x 12" "W" PANEL O 2 z' x 24" TRI-PANEL (ALUM.ALLOY 3004-H34 OR EQUAL) (ALUM.ALLOY 3004-H34 OR EQUAL) r—DECORATIVE PANEL(OPTIONAL) I I FASTENER&SCHEDULE 0.018'ALUM 3003-H14#8 Sp'LG.S.M.S.0 12.O.C. 0.75"-r—r BE CHART 4.9 or 4.10 1 1. 0.68• 0.78fi' ------------- 0.1' I 250' 256' I 0.25• FASTENER&SCHEDULE 02S--I 0.381 3.00' (II SEE CHART 4.9 or 4.10 I �� 24' a. 11 #a EMS Q 36'O/C .ow -rr 0.75' ALUM.ALLOY ALONG PANEL LENGTH 1z.00• 3' © 2.25" x 6" FLAT PANEL Fi 3" x 6" FLAT PANEL (ALUM.ALLOY 3004-H34 OR EQUAL) (ALUM.ALLOY 3004-H34 OR EQUAL) oQp��or1Fu f01/ I 6.000" I —6.000' .71'I--I .75• I .7r r-1 .75' I U n m 1 Tosa' 1T1 IJ0.3_2• �' 8 FASTENER&SCHEDULE 1 028 2.25' SEE CHART 4.9 or 4.10 0.37W 3.0' FASTENER&SCHEDULE Cl SEE CHART 4.9 or4.10 CAL1F 0 375' DEC H-0.75" 1- 18 3 1 O3" or 4" OR 6" INSULATED �i ! ROOFING PANEL ICC ESR 1599 1 ;` ROOF SLOPE SHALL BE 1/4': 12"MIN. Es `N Gib' ALUMINUM #14 SMS W/1.S'WASHER SKINS #8 SMS@36'OIC SEE TABLES 420 OR 4.21 Q VP FOR SPACING ALONG HEADER C SANDWICH SANDWICH � EXP. 1217 3•TO6" PANEL PANEL 1, (MALE END) (FEMALE END) CI 1, P IL \ 9t7FCAL,F \ MAY 26 20115 ICC ESR 2676(2012 IBC)12/11/2013 Page 29 of 74 CAI/.IAIC-COC CTA\IO 0 0 0 0 0 3" SQ. STEEL BEAM DBL. 2" x 6.5" 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 J �j I-2'—I �2,� f-3.0" I �3.0' I �3•� 0.048" 6.5' 6.5' T T T 1 8.0' 0.042' j 0.042• 1 —0.03 � 1 0.042' a' DETAIL L (4)#14 SMS (4)#14 SMS PER SIDE PER SIDE POST F OR STRONGER POST E OR STRONGER (DETAIL AJ) (DETAIL AE) DETAIL 0 �p Pu s O O 6" I-BEAM 8 3 (ALUM.ALLOY 6061-T6) 7" I-BEAM * t 4" I-BEAM (ALUM.ALLOY 6061-T6) Cl d�Q STEEL INSERT (ALUM. ALLOY 6061-T6) 45 r6i65 5" - DEC CpL\F013 (ASTM A653 GRADE 50) I I lil --2.375--•� J— --((-'-0.10' 0.110" —{- e,�10NAL 0.060' 6.00' 7.00" 1zs' �o P\ PU7yF�P 4.00" ¢( C 83 7.875" —I�o.OSO• ' 0.060' — r0.80,TYP zs -1f— 02017 0.059=16 Gau I 1.00' \ —0.070'=14 Gau o. 7as0 MAY 26 201 ICC ESR 2676(2012 IB 12/11/2013 Page 30 of 74 O 10" I-BEAM 1A2 r (ALUM.ALLOY 6061-T6) —0'�( DBL. STEEL 3" x 8" C BEAM �---- 5.50" --� 0.0427(3xa'ALUM O DETAIL 3.0" 4' 0,72'1—{ --1 r- 0.17" o7e' 2 6' STEEL DETAIL 0 0.1 A'1 DETAIL O Y 8" EXTRUDED ALUM FASCIA EIGHT#14 SMS FOR 1011 6063 T6 FOOTINGS UP TO d=45' EIGHT IW BOLTS FOR FOOTINGS UP TO d=42' TWELVE 1/4'BOLTS FOR FOOTINGS UP TO d=48' FOUR?BOLTS FOR FOOTINGS UPTO d=13' EIGHT G'BOLTS FOOTINGS UP TO d=51' STEEL POST 1.001, DETAILS AK FOR FOOTINGS UP TO dmd6'OR AF FOR LARGER O tiOFU 0. 0.17" 0 8 A m J I * 1 1.5" 1.25 �^ C 0.355 CAUFC���� 1.000�---I I O V DE 182 2.25" / FASCIA 0.0780 —i 1.576 I— 5"— `S Fiy INSERT INSERT 0.625"� r O��S � U 5.563 6.375 0.040" _6.5" 0.085 RO.078 L 0.575 0.75"--I I-� 1 \ 1C 6 1 9 \ 3.000 7 _T "� EX .6 17 1.825 2^ 0.25 I 1 � 1 FASCIA ---2.875� `--4.510 O ROLL FORMED ALUM FASCIA 3004 H34 \, EXTRUDED FASCIA W/EXTRUDED FULL LENGTH INSERT 6063T6 6063T6 MAY 26 2015 ICC ESR 2676(2012 IBC)1 2/1 11201 3 Page 31 of 74 CAICINCCRC CTAAAP 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 1-1 16• 1.1' 16' 1 (8-TOTAL) 32' 318.0 BOLTS $ '0• 1• 14• 1'1' 14• 1 (8-TOTAL) i s ' 6.75' I .7� .,B• + + + + OY 10" x 5.5 I-BEAM SPLICE 6061T6 40° 12'0 BOLTS .50' ,' 18• P P 18' 1 (8-TOTAL) 0 N � 75 - , t 9.68' .146' Q�y0FE5510 fu US�V� cm 8 n ZO 4" x 2.375 I-BEAM SPLICE 6061T6 0) 1S• 114.0 BOLTS,. 7.5' ,•,• 7.5• 1 (8-TOTAL) DEd. 1$ 2013 / II30' 3.8T .OF I 5\ FN BEAM SPLICES ARE ON °.6 BOTH SIDES OF WEB * a1 S' VI P gyp,I AY 26 2015 ]CC ESR 2676(2012 IBC) 12/11/2013 Page 32 of 74 i STEEL "T" BRACKET FOR 3" POSTS I 3" SQ. ALUM POST SQ. STEEL POST ASTM A653 GRADE 33 ALUM,ALLOY 3004-H34 ASTM A500 GRADE B 15.5' =t 5/i6' I 0.5' 3,00"SQ. I1.7s 0.188X3x3' OO 0257C8X3' 1.5' 11 O 3.0' 0.188'A5 8 T 0 0.188"WW 032" 0.1885c5'x5' 4.0' 0.188k6'A' 3/e' 1/4' t-2.1V 0.70 "A" 318- t.o• o.tzs 2.5' ® 3" SQ. ALUM POST WITH SIDE PLATES ' '�'� ALUM "T" BRACKET ALUM.ALLOY 3004-1-134 .090" BRACKET FOR 3" POSTS r3 2°—j ALUM.ALLOY 6063-T5 .032" II II #10 SMS 3.00" OR Q�OFESSIQ r .024" @24"O.C. PU " EA.SIDE 2.40 1.375" .75" 032" 0 0 ANCHOR BOLT CI 5/8"PLASTIC PLUG 1.60" CA / 14.5D DE 82013 � .090"TYP. `1 ® 3" SQ. ALUM POST ALUM.ALLOY 3004-H34 �. �,�+Q AL 3" SQ. STEEL POST ASTM A653 SS GRADE 40 0.032"x1.5"x1.5" �a�s U �. 024"x 2"x2" POST AJ MAG POST-3" SQ. ALUM POST Q oP� 3.00"SQ. AL O 3004 H34 ALUM ALUM.ALLOY 6063-T5 ' 1 9. 3.00" SQ. u F 10 NP .040"ALUM .075" .048"STEEL •28" Ell MAY 2015 ICC ESR 2676(2012 IBC)1 211 1/2 01 3 Page 33 of 74 runty rrno or�un DETAIL AM IS NOT ® EMBEDDED STEEL POST 1CONNECTION R SINGLE PAN ATTACHED STRUCTURES ONLY USED in 130 mph Exposure B Areas STEEL POST ORNAMENTALSCROLL STRAP DETAILS AF OR AK OR ALT.SOLID FILLER POST O.OR 2'SQ. 9, 12'O x 9'ASTM A615 GRADE 60 REBAR L O ..'e. 0.D60'6063T6 4" 18-MIN alum'U'b..ket yI. EIGHT#14 SMS 3. ! ' ♦ SCREWS EACH d BRACKET 2S min edge distance 4'CONCRETE SLAB • , 3/B'OR 'H STAINLESS OR GALVANIZED HILTI WASH WI O SOLT R TZ(I CC ESR 1917)W/2'EMBED AND 1'0 WASHER OR EQUIVALENT POST ON CONC. SLAB OR FOOTING FOR SINGLE SPAN ATTACHED STRUCTURES ONLY MAXIMUM 3'SQ.POST ® ALUM. FOUR m14 SMS SCREWS EACH SIDE I ' STD 3'ALUM OR STEEL BRCKT FOR 1 FOOTINGS UP TO �FESSIQ �,S�O,NA�EtiG� SEE DETAILS Al OR AG 4FL .PU Q�p'GPR �P 4'CONCRETESLAS 4$y V :'e;�' - OR FOOTING U m 6 g A 7 EO MIOISTANCE 318'OR&STAINLESS OR GALVANIZED HILTI KWIK BOLT Q) \ I sT,q� CIV1- TZ(ICC ESR 19M W/2'EMBED AND V H WASHER OR CAME \ CA 1F EQUIVALENT DEC 18 2013 MAY 2015 ICC ESR 2676(2012 IBC)12/11/2013 Page 34 of 74 i ROLLFORMED HANGER INSULATED ROOFING PANEL O ALUM.ALLOY 3004-1-134 HANGER A 3"x8" BEAM TO POST CONNECTION ALUM.ALLOY 6063-T5 USING SIDE PLATES (SEE DETAIL AH) 0.5'MIN 2.740" 0.5°MIN � 3"x8"x.042"ALUM BEAM W/OR W/O STEEL C INSERT 3.200" T=.060 (DETAILS L OR N) OR 4.200" SEE TABLES 420 OR 4.21 5" w w SEE TABLE 7.5 FOR z 6 ¢a SEE TABLE 7.5 FOR FASTENER SCHEDUL ¢ a #tO SMS a � FASTENER SCHEDULE 12"OIC FOR DETAIL E .039" r g 6"O/C FOR DETAIL F TV. 6'O/C FOR DETAILS o o 0, (4)-#14 SDS @ EA. SIDE GANDH o5" -I-1.680"—{ SIDEPLATE TO HEADER M v S � m MIN 1" O/C SPACING (4)OR(5)#14 SDS @ EA SIDE FOR 120 MPH EXP B "ON 0.5"MIN 0.5'MIN 24"O/c approx SLAB" MATCH HEADER REQUIREMENTS USE (5)#14 SDS FOR 120 MPH EXP C, 140 MPH EXP B"ON SLAB" OR&29" FOOTINGS t4.9FOR K 3"X 3"ALUM. OR ® 3" SQ. STEEL BEAMS STEEL POST PANEL ® (ASTM A653 GRADE 40) - r" 7 FOUR#14 SMS PER HEADER OpESsfDETAILS U,V AND W 3'SO. �Q .Pu SEE DETAIL o; 3 fl m SS 0, E Gi FOUR#143MSEACH SIDE O 1'MIN�--I MAX FOOTNG ISd=30" 'Nq' eC` CI a�P 6 1 "Y CAIVF� / R 6 12 1 0 0 1'MIN DEC 18 2013 1 d'p CI Il\ �P #14sms 0 0.040x3x3" STEEL HEADER OFC U O ALUM POST DETAIL J PDETAILAFORAK L POST \ DETAIL AI MAY 26 2015 ICC ESR 2676(2012 IBC)12/11/2013 Page 35 of 74 — ^" nT•„n ® 3"xB" 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#14 SMS FOR FOOTINGS UP TO d=32" SCREW REQUIREMENTS ROOF PANEL —B.625 in — — — — — — — — — DETAIL AX IS 0 0 0 0 3 x 8"x.042"HEADER W/STEEL INSERT Q aQ Q — — — — — — - - NOT USED W q� BOLT LAY OUT 21/2" 4"X3"ALUM I BEA *WASHERSS TOP VIEW OUR#14 SMS 6 X4'ALUM I BEA 1•m n7�c5.SALUM I BEA �`�STEELORALUMT-BRACKET IBEAM 00 1•min (Detail AI or AG) STEEL BRACKET DETAILAG 3"X 3"STEEL POST R#14SMS ooling size is d=35' 14 SMS STEEL POST,DETAIL AKmax tooting sae is d=40' 'ZWESS10 �O PU C, �$ ® NOTCHED I BEAM TO POST J 8 m CONNECTION * '� CI P SEE TABLE 4.9 OR 4.10 FOR SCREW REQUIREME� CALIF DE9 1112013 _FOUR 310'BOLTS FORT DETAIL BA NOT I BEAM 1 FOUR 1/2'BOLTS FOR 10'I BEAM USED 7"X5.5'ALUM I BEAM pF S O P L C'/NF / 10"X5.5"ALUM I BEAM ME NOTCH I BEAM FLANGE 6 TO CLEAR SO POST i I I srq c(VI FCALF DETAIL AF STEEL SQUARE POST MAY 26 2015 ICC ESR 2676(2012 IBC)1 2/1 112 01 3 Page 36 of 74 LivelSnow Load RAFTER MAX DISTANCE TO FIRST ROW OF POSTS"L" PANEL TO EXISTING EAVE ROOF COVERING IS A MAXIMUM OF 3 PSF Solid Crner_Wind SIZE EAVE OVERHMG HEAVIER ROOF COVERING SHALL REQUIRE Z4"OTC 6" 1Z" 18" M. 30" CONNECTION ADDITIONAL ENGINEERING ANALYSIS 10 psf 2x4 264 18'-1' 10'-6" 6-2"_ 3 2"__ 115 MPH Exp B_ ac6 ___25'-4' 26-4'- 25'-4' 2V-10" 14'-10" -- _ - 20GAASTMA653 GRADE 33 STEEL BRACKET Lat6Ce=120 C 2x6 25'-4' 25'-4' 25'-4' 2$'-4' 25'li' 2X DF WOOD FASC FOUR t18 WOOD SCREWS INTO RAFTER AND 10 psf __ 2X4 26 4' 15'-10" 9 22-_ 5'-4" _ Z'-9" _ SEE GENERAL NOTE#6 ° 2X FASCIA 130 MPH Ex(J B 2x-6 _ _26 4 26-4' 26 4' 18-3" 13'-1" 0.019'ALUM OR 0.035' ONE PER RAFTER _. - -___ -..___.. VINYL COVER Lalbce=140 C 2x8 26 4' 264 25 4' 25'<1' 264 #14X2'SCREW DF#2 OR BETTER 10 p 5-._ - 2x4_ _ -_2 -4'_ _ 15'-1" 81-8" _ 6-Z, -_2'-B" - SEETABLE7.5 115 MPH E...�_C 2x6 _ _ 264 4'_ 26 _23-0" 1TA" 12'-4" FORSPACING _. ---_.. _ .- 2x8 25-4' 25'-4' 25'-4' 25'-4' 24'-6" ° 20 GAUGE __ 10 psf--__ 2x4 - 25'4 13'-0" T-6" 4'4" _ ..Z-.3" ASTM A653 130 MPH EI C 2x6 _ 26 4' 2T 4' 21'-6"__ 14'-10" 10'-8 GRADE 33 ACE OF EXIST. HANGER ANGLE W/4 WOOD STUD OR ---2x8 25'-4' 23-4'-_ 25'-4' 23�' 21'-1" #BSCREWS BEARING WALL 10 psf _2x4.._ 25'4 - 11'-9" 6-9° _ ..-_4'4'_-. 2'-1° Exlsr.EAVE 140 MPH Exp C —2x6 25'-4' 26 4' 19'-6" 13'-6"_ 9 8"--- - - — — ON OVERHANG US 25 PROJECTI '-4' 2T 4 25'4 25'-3" 19-1" SEE PANEL 20 f 2x4__ 18'-1' 9'-2" _ 5-3 ___ 34' V-6" --16W- _T-6" �yOFESS/p , �o PU Live/Snow Load RAFTER MAX DMANCE TO FIRST ROW OF POSTS"1:' em Soli LEDGER TO STRUCTURE d Cover Wind SIZE SAVE OVERHANG__ __ _- 8 24"01101 6" 12" 181. 24" 30" CONNECTION low 2x4 _.25'-D'_. 2-9-9" 12,_D" EXISTING _,2x6 25'-0' 25'-V 25'-V 2Y-10" 1T-1" SHEATHING Lattice=130 E C 2x8 25'-0' 25'-0' 26-Y 26-0' 26-9 CALtF / --�o psf 2x4 20'-0' 19-4' 11'-6" T-1" 3'-8" EC 18 2013 EXISTING OF WOOD SEAL TOP COMPLETELY 2x6 2D'_p' 20'-0' 20-0' 20'4 16'-T' I / FRAMED WALL CONTINUOUS 2516'DOUGLAS FIR -- - - -- - - --- - - ""-- ---- - --�� -- -- --- - - 1 LEDGER OR PROVIDE SIMPSON Lattice=140 C 2X8 20'-0' 20'-0' 2D'-D' 2D'-D' 20'-D' '�. STRONG TIE MSTA36(ICC ESR 2105) 20 psf 2X4 18'-0' 1 V-19" 6'-10" 4'-1" T-1" AT SPLICE LOCATION --- --- COVER W/0.019•ALUMINUM ____ _. _,___, _2x6 18'-0' 18'-0' 18'-0' 13'-9" 9'-101, o °'S PJ'T 1/a"LAGSCREW 2X8 18 0' 18 0 18 0 18 0 18 0' 25 psf _ 2x4 _ _18 0' 11 3" 6 6 3 9' SEE TABLE 7.7 FOR MAX - — --- -'----- _---- _-- 6 RAFTERSPANS 2x6 18 0' 18 D 18 D 13 D 9 2" SEE GENERAL NOTE#6 2x8 18'-V 18'-0' 18'-0' 18'-0' 18'-0' 0 7 3D ..Sf - — 2x4 16-0'_ 9 2" S-1" 2 9„ 0 0" _ 2x6 16'-0' 16-0' 4-4" 10 4" T 2" EXISTING 1"STUCCO _.r—_. _ 2%8 _._ _. 16' 0' -- 16'-0' 16'-0' 16, 0;_. - 14'-9" FC l OR EQUAL 225'EMBED INTO WOOD FRAMING WITH MIN SG=0.5 MAY 26 2015 ICC ESR 2676(2012 IBC)12/11/2013 Page 37 of 74 rKinlnircoc crAuo RpfESsfD 0 fN�i SOLID COVERS 4.0 PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURES FOR HIGH WINDS Q U 'YF% 2.'25"x6"Flat Panel(Single Span)Detail G 3"x12'W Panel(Single Span)Detail E 2.5"x 24"Tri Vee Panel(Single S an)Detail F 3"x6"Flat Panel(Single Spa Detail H S�V ?U ¢f Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure United Duralume Snow Load Gauge Exp B Exposure C Snow Load Gauge Exp B Exposure C Snow Load Gauge Exp B Exposure C Snow Load Gauge Exp B Exposure C 350 S.Raymond Ave g n 3 s in 140 120 130 140 (pso (in) 140 120 130 140 s m 140 120 130 140 s 0n 140 120 130 140 Fullerton,CA g ' 10 0.018 8'1" 7'Al" 7'-4" 6'-10" 10 0.021 6'-2" 6'-2" 5'S" V-11" 10 0.018 5'-10" 5'-10" V-5" T-7" 10 0.018 10'-11" 10'-10" 8'-1" T-e )� 1 LIVE 0.024 1V-9" 11'-9" 11'-1" 10'-8" LIVE 0.024 8'-1" V-1" T-1" 6'-4" LIVE 0.024 T-7" TS" 6'-11" V-5" LIVE 0.024 13'-10" 13'-10' 13'-0" 12'-3" Carl Putnam,P.E. 0.032 13'-10" IT-10" 13'-1" 12'-7" 0.032 11'-10" 11'-10" 11'-1" 10'-8" 0.032 11'-3" 11'-2" 8'4" T-9" 0.032 16'-4" 16'4" 15'4" 14'-9" 34411vyllnk Place 0.038 14'-7" 14'-7' 14'-0" 13'-B" 0.044 14'-9" 14'-9" 13'-11" 13'-5" 0.038 12'S" 12'S" 1V-7" 10'-9" 0.038 18'-1" 18'-1" 17'-0" 16'-5" Lynchburg,VA 2 03 20 0.018 T-0" T-5" T-1" 6'-9" 20 0.021 4'-2" 4'-1" 3'-8" T4" 20 0.018 6.2" 4'-8" 4-6" 3'-7" 20 0.018 V-10" V-8" 8'-t" T-6" (434)384-2514 CAt74 u CAI.1 LIVE 0.024 9'-3" 9'-2" 8'-9" 8'-5" LIVE 0.024 6'-6" 6'4" V-19" 54" LIVE 0.024 T-l" T-0" 6'-9" V-5" LIVE 0.024 12'-1" 1V-11" IVS" 1V-0" cariputnam@jcomcastnat 0.032 12'-2" 12'-0" 11'-7" 11'-1" 0.032 9'-3" 9'-2" 8'-10" 8'S" 0.032 8'-10" 8'-9" V4" T-9" 0.032 14'-3" 14'-1" 13'-T' 13'-1" DEC 182013 262015 0.038 1 13'-5" 13'-2" 12'-9" 12'-3" 0.044 12'-11" 12'-9" 12'4" 11'-10" 0.038 11'-1" 10'-11" 10'-7" 9'0" 1 1 0.038 15'-10" 15'-7" 15'-1" 14'S" MAXIMUM ALLOWABLE TRIBUTARY WDTH AND#10 SCREWS 25 0.018 TS" 7'-5" 7'-0" 6'S" 25 0.021 4'-1" 4'-l" 3'-8" 3'-3" 25 0.018 4'-8" 4'-8" V-6" 3'-7" 25 0.018 8'-8" 8'S" 8'-1" 7'-6" FOR PANEIJHEADER COMBINATIONS Table 4.9 0.024 9'-2" 9'-2" e'-8" 8'3" 0.024 6'4" 6'4" 5'-9" S-2" 0.024 T-0" T-0" 6'-B" 6'-4" 0.024 11'-11" 11'-11" 11:-4 11'_0 Panel#of#10 screws PER FOOT to attach anel to header 0.032 12'-0" 12'-0" 11-6" 11'-1" 0.032 9'-2" 9'-2" 8'-8" 8'4" 0.032 8'-9" e'-9" 8'3" T-9" 0.032 14'-1" 14'-1" 13'S" 13'-1" Headers Gauge 1 I 2 1 3 2 I 3 I 4 2 � 3 1 4 1 5 0.038 13'-2" 13'-2" 12'-7" 12'-3" 0.044 12'-9" 12'-9" 12'-2" 11'-10" 0.038 10'-11" 10'-11" 10-5" V-11" 0.038 15'-7" 15'-7" 14'-11" 14'S" in 115 MPH Ex B 115 MPH Exp C 140 MPH Exp C 30 0.018 T-1" T-0" 6'-9" 6'-6" 30 0.021 3'-10" T-9" V-5" V-1" 30 0.018 4'-T' 4'-6" 4'4" 3'-7" 30 0.018 8'4" 8'3" 8'-0" 7'-6" Dble 2x6.625 0.018 3' 6' 9' 4' 6' 3' 4' MAX 0.024 8'-9" 8'-8" V-5" 81-0" 0.024 S-10" 5'-9" 5'4" 4'-0" 0.024 6'-g" 6'-B" 6'-5" V-2" 0.024 1 V4" 11'4" 10'-10" 10'-5" RF Fascia 0.018 3' 6' MAX 4' MAX 3' MAX MAX M 0.032 111S" 111S" 10'-11" 10'-6" 0.032 8'-10" 8'S" 8'-5" 8'-1" 0.032 8'S" 8'3" 8'-0" 7S" 0.032 13'S" 13'-5" 12'-10" 12'4" 3x8 0.018 3' 6' 9' 4' 6' MAX 3' 4' MAX 0.038 12'-7" 12'-7" 12'-1" 11'-7" 0.044 12'-2" 12'-2" 1l'-8" IV-2" 0.038 10'-5" 110'-5" 9'-0" 8'S" 0.038 14'-11" 14'-11" 14'3" 13'-9" All Others 0.018 3' 6' 9' 4' 6' MAX T 4' MAX 40 0.018 6'-7" 6'-T' 6'4" 6'-l" 40 0.021 3'-5" 3'4" 3'-0" 2'-10" 40 0.018 4'3" 4'3" 4'-1" 3'-7" 40 0.018 7'-9" 7'S" T-5" T-2" Dble 2x6.625 0.024 4' 8' MAX 6' 9' MAX 4' 6' 8' MAX 0.024 8'-2" 8'-1" T-10" T-7" 0.024 4'S" 4-4!' 4'-0" 3'-e" 0.024 B'-3" 6'-Z' 5'-11" 5'-9" 0.024 10'-5" 9'-6" 9'-2" 8'-11" RF Fascia 0.024 4' MAX MAX 6' MAX MAX 4' 6' MAX MAX 0.032 10'S" 10'-5" V-3" 9'-0" 0.032 8'-3" 8'-2" 7'-10" T-7" 0.032 7'-10" 7'-9" TS" 7'3" 0.032 12'' 1 12'-3" 11'-11" 11'S" 3x8 0.024 4' 8' MAX 6' 9' MAX 4' 6' 8' MAX 0.038 11'-7" 111S" 1V-2" 10'-10" 0.044 11'- 11'-1" 10'-9" 10'-5" 0.038 V-10" 8'-9" 8'S" V-2" 0.038 'IT-9" 13'-7" 13'3" 12'-10" All Others 0.024 4' e' MAX 6' 9' MAX 4' 6' 8' MAX 60 0.018 5'-10" 5'-10" 5'S" 0'-0" 60 0.021 0'-0" 0'-D" 0'-0" 0'-0" 60 0.018 0'-0" 0'-0" 0'-0" 0'-0" 60 0.018 V-11" V-11" 6'-8" 0'-0" Dble 2x6.625 0.032 5' 11' MAX 8' 11' MAX 5' 6' 10' MAX 0.024 7'-3" 7'3" 7'-0" 0'-0" 0.024 0'-0" 0'-D" 0'-0" 0'-0" 0.024 5'S" 5'S" 5'4" 0'-0" 0.1 8'S" 8'S" 8'3" 0'-0" RF Fascia 0.032 5' MAX MAX 8' MAX MAX 5' MAX MAX MAX 0.032 8'-7" 8'-7" 8'-4" 0'-0" 0.032 7'-0" 7'-0" 6'-7' 0'-D" 0.032 6'-11" 6'-11" 6'S" 0'-0" 0.032 10'-8" 10'-9" 10'S" 0'-0" 3x8 0.032 5' 11' MAX 8' 11' MAX 5' 8' 10' MAX 0.038 9'S" 9'S" 0.044 9'-1" 9'-1" 8'-10" 0'-0" 0.038 T-10" T-10" 7'-T' 0'-0" 0.038 11'-11" 11'-11" 1V-7" 11'-5" All Others 0.032 5' 11' MAX 8' 11' MAX 5' 8' 10' MAX TABLE 4.11 TABLE 4.12 TABLE 4.13 TABLE 4.14 Dble 2x6.625 0.038 6' 1 V MAX 8' 12' MAX 5' 8' 10' MAI SINGLE SPAN TABL c5 NOTE:PA NELS MAY OVERHANG 25%OF THEIR CLEARSPAN RF Fascia 0.038 6' MAX MAX 9' MAX MAX 8' MAX MAX 2.25"x6"Flat Panel Mullis an Detail G 3'SA2"W Panel Multispan)Detail E 2.5"x 24"Tri Vee Panel Mullis an Detail F 3'W'Flat Panel Multispan Detail H 3x6 0.03E 6' 13' MAX 9' 14' 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 Exp B Exposure C Snow Load Gauge Exp B Exposure C Snow Load Gauge Exp B Exposure C Snow Load Gauge Exp B I Exposure C (ps (in) 140 120 130 140 ( s in 140 1 120 130 140 (psf) in 140 120 130 140 ( s (n) 140 1 120 130 140 'MAX'means the maximum possible tributary width 10 0.018 8'-8" 8'-B" 8'-2" T-10" 10 0.021 T-10" 3'-10" 3'-5" 3'-1" 10 0.018 6'-6" 6'-6" 6'.V' 5'-9" 10 0.018 9'-7" 9'-7" 9'-0" 9'-10" Minimum number of screws is on per panel LIVE 0.024 11'-1" 11'-1" 10'-5" 10'-0" LIVE 0.024 6'-3" 6'-3" 5'-T' S'-3" LIVE 0.024 8'-2" 8'-2" 7'-8" 7'4" LIVE 0.024 12'-9" 12'-9" 12'-D" 13'-0" MAXIMUM ALLOWABLE TRIBUTARY WIDTH AND#14 SCREWS 0.032 13'3" 13'S" 12'-10" 12'4" 0.032 9'-9" 9'-9" 8'-10" 8'3" 0.032 10'.0" 10'-0" 9'S" 9'-1" 0.032 16'4" 16'4" 15'4" 16'-8" FOR PANELIHEADER COMBINATIONS Table 4.10 0.038 14'-7" 14'-7" 14'-0" 13'-8" 0.044 14'-3" 14'-3" 13'-1" 12'-5" 0.038 11'-3" 113" 10'-7" 10'-2" 0.038 18'-1" 18'-1" 1T-0" 181S" Panel#of#14 screws PER FOOTto attach panel to header 20 0.018 7'-7" 7'-5" T-2" 6'-11" 20 0.021 3'-2" T-1" 2'-10" 2'-7" 20 0.018 5'S" 5'-5" V-2" 4-3" 20 0.018 8'4" 8'-2" T-11" 8'S" Headers Gauge 1 2 I 1 I 2 I 3 1 I 2 3 I 4 LIVE 0.024 9'-8" 9'S" 9'-2" 8'-10" LIVE 0.024 4'-0" V-11" T-8" 3'4" LIVE 0.024 7'-1" T-0" 6'-9" 6'-5" LIVE 0.024 11'-1" 10'-11" 10'-7' 11'4' (in) 116 MPH Exp B 115 MPH Exp C 140 MPH Exp C 0.032 11'-11" 11'-9" 11'4" 10'-11" 0.032 T-10" T-7" T-2" V-B" 0.032 8'-9" 8'-7" V4" T-11" 0.032 14'-3" 14'-l" 13'-T' 14'-0" Dble 2x6.625 0.018 6' MAX MAX N MAX MAX V MAX MAX MAX 0.038 13'-5" 13'-2" 12'-9" 12'-3" 0.044 11'-10" 11'-7" 11'-l" 10'-5" 0.038 9'-10" 9'-8" 9'4" V-11" 0.038 15-10" 15'-7" 15'-l" IVA" RF Fascia 0.018 6' MAX MAX N MAX MAX V MAX MAX MAX 25 0.01B 7'-5" 7'-5" 7'-1" V-11" 25 0.021 V-1" 2'-9" 2'-1" 25 0.018 5'-5" 5'-5" 4'S" 4'-2" 25 0.018 8'-2" 8'-2" 7'-10" 8-4" 3x8 0.018 6' MAX MAX 4' MAX MAX 3' MAX MAX MAX 0.024 9-6" 9'-V' 9'-1" 8'-10" 0.024 3'-11" V-11" 3'-7" V-3" 0.024 T-0" T-0" 6'-8" 6'-5" 0.024 10'-11" 10'-11" 10-5" 11'-1" All Others 0 O 6' MAX MAX 4' MAX V MAX MAX MAX 0.032 11'-9" 11.9" 11'-2" 10'-11" 0.032 T-7" T-7" T-0" V-8" 0.032 V-T' 8'-7" 8'-2" 7'-11" 0.032 141-4' 14'-1" 13'S" 14'-T ObIs 2x6.625 0.024 7' MAX MAX 5' 10' MAX 3' 7' MAX MAX 0.038 13'-2" 13'-2" 12-7" 12'-T 0.044 1V-7" 11'-7" 10'-10" 10'-5" 0.038 9'-8" 9'-B" 9-3" V-11" 0.038 1F-T' 15'-7" 14'-11" 16-10" RF Fascia 0.024 MAX MAX MAX 6' MAX 4' MAX MAX MAX 30 0.018 T-1" T-1" 6'-9" 6-6" 30 - 0.021 2'-10" 2'-9" 2'-T' Y-0" 30 0.018 4'S" 4'S" 4-3" 4'-0" 30 0.018 TAW T-10" T-5" T-11" 3x6 0.024 8' MAX 6' MAXMAX 4' 8' MAX MAX 0.024 9'-1" 9'-1" "" 8'4" 0.024 3'-8" 3'-7" 3'4" 3'-1" 0.024 V-8" "" 6'4" 6'-l" 0.024 10'S" 10'-5" 10'-0" 10'-7" All Others 0.024 V MAX MAX 6' MAX 4' 8' MAX MAX 0.032 11'-2" 11'-2" 10'-9" 10'4" 0X32 T-0" T-0" 6'S" 6'-1" 0.032 V-2" 8'-2" T-10" 7'S" 0.032 13'-5" 13'-5" 12'-10" 13'-7" Dble 2x6.625 0.032 7' MAX MAX 5' 10' M 3' 7' 10' MAX 0.035 12'-7" IT 12'-1" 11'-7" 0.044 10'-10" 10'-10' 10'-2" 9'-7" 0.038 9'-3" 9'-3" V-10" 8'S" 0.038 141-11" 14'-11" 14'3" 15'-1" RF Fascia 0.032 8' MAX 6' MAX 4' MAX MAX 40 0.018 6'S" V_5" 6'3" 6'-1" 40 D.021 2'-2" 2'-1" 1'-11" 1'-9" 40 0.018 4'-2" 4'-1" V-10" V-9" 40 0.018 T-P" T-l" V-11" 7'7' 3x8 0.032 10' MAX T MAX 4' 9' MAX MAX 0.024 8'4" 8'3" 8'-0" 7'-9" 0.024 T-2" 3'-1" 2'-11" 2'-9" 0.024 6'-l" 6'-0" V-10" 5'-e" 0.024 9'-T' V-5" 9'-3" V-7" All Others 0.032 11' MAX 8' MAX 5' 10' MAX MAX 0.032 1U4" 10'-2" 9'-11" 9'-7" 0.032 6'-1" 6'-0" 5'-9" 51S" 0.032 TS" 7'-5" 7'-3" T-V 0.032 12'4" 12'3" 11'-11" 12'4" Dble 2x6.625 0.038 7' 15' S' 1D' 3' T to, MAX 0.038 11'-7" 11'S" 11'-2" 10'-10" 0.044 9'-7" V-5" 9'-1" 8'S" 0.038 8'-0" 8'-5" 8'-2" T-11" 0.038 13'-9" 13'-7" '13'3" 13'-9" RF Fascia 0.038 8' MAX MAX 6' MAX 4' 7' MAX 60 0.018 5'-7" 5'-T' S'-5" 5'4" 60 0.021 0'-0" 0'-0" 0'-0" 0'-0" 60 O.OtB 3'S" 3'S" 3'4" 0'-0" 60 0.078 6'-2" 6'-2" 8'-0" 8'-3" 3x8 0.038 10' MAX MAX 7' 13' MAX 4' 9' MAX 0.024 T-2" 7'-2" 7'-0" 6'-11" 0.024 0'-0" 0'-0" 0'-0" 0'-0" 0.024 5'-2" 5'-2" 4'-8" 0'-0" 0.024 8'-3" B'-3" 8'-0" 8'-0" All Others 0.038 13' MAX 9' MAX 6' 12' MAX 0.032 8'-11" 8'-11" 8'-8" 8'S" 0.032 4'3" 4'3" 4'-0" 0'4" 0.032 6'S" 6'S" 6'4" 6'-2" 0.032 10'-9" 10'-9" 10'S" 10'-10" 0.038 10'-1" 10'-1" 9'-10" 9'-8" 0.044 T-9" 7'-9" 7'-5" 7'-2" 0.038 7'-4" 7-4- T-2" T-0" 0.038 11'_11" 11'_11" 11'-7" 1 12'-1" [CC ESR 2676(2012 T9NM/2013 TABLE 4.16 page 39T1 4.17 TABLE 4.18 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 110 116 120 130 140 150 160 170 110 116 120 130 140 150 160 170 Fullerton,CA (psf) (in) (in) Allowable Spans(k� 10 3" 0.024 14'-10" 14'-3" 13'_8" 12'_9" 12'-4" 11'-11" 11'-6" 11'-1" 12'-9" 12'-6" 12'-4" 11'-9" 11'4" 10'-9" 10'-1" y'-6" Carl Putnam,P.E. 3" 0.032 16-10" 15'-5" 15'-1" 14'-4" 13'-11" 13'-6" 13'_1" 12,-B" 14'4" 14'-2" 13'-11" 13'-4" 17-11" 12'_3" 11'-7" 10'-11' 3"1 Ivylink Place W. 0.024 17'4' 16-11" 16-3" 15'-0" 14'-6" 13'-11" 13'-5" 12'-10" 15'-0" 14'-9" 14'4" 13'-B" 13'-1" 12'-3" 11'-7" 11'-0'. Lynchburg,VA 24503 4" 0.032 19'-2" 18'-B" 18'-3" 17'-3" 16'-8" 16'-1" 15'-5" 14'-10' 17'-3" 17'-0" 16'-8" 15'-9" 15'-2" 14'4" 13'-5" 12'-7" carlputnam@comcastnet 6" 0.024 20'-B" 20'-1" 19'-7" 18'-6" 17'_7" 16'-9" 15'-10" 16-0" 18,-6" 18'-0" 17'.7" 16'4" 15'5" 14'_2" 13'_B" 13.4, 6" 0.032 22'-9" 2T5" 22'-0" 21'-3" 20'-6" 19'-9" 19'-0" 18'-3" 21'-3" 20'-11" 20,-6" 19'4" 18'-7" 17-6" 16'S" 15'-6" 20 3" 0.024 11'-11" 11'.9" 11'-6" 11,-4" 10'-11" 10'-7" 10'-3" 9'-10" 1T4" 11'-1" 10'-9" 10'-5" 10'-0" 9'-6" 9'4" 0'-0.. 3" 0.032 13'-6" 13'4" 13'-1" 12'-11" 12,-6" 12'-1" 11'-9" 11'4" 12'-11" 12'-8" 12'-3" 11'-11" 11'-5" 10'.11" 10'4" 0'-0" W. 0.024 IT-11" 13'-8" 13'-5" 13'-1" 12'-7" 12'-1" 11'4" 11'4" 13'-1" 12'-10" 12'-3" 11'-11" 11'-6" 11'-0" 10'4" 0'-0" W. 0.032 16-1" 16-9" 15'-5" 15'-2" 14'-6" 14'4" 13'-7" 13'4" 15'-2" 14'-10" 14'-3" 13'-10" 13'-3" 12'-7" 12'-0" 0'-0" Max Overhang is 25%of span �y 6" 0.024 16'-9" 164" 15--10" 15'-5" 14'-7" 14'-0" 13'-10" 13'-6" 15'-5" 16-0" 14'-2" 13'-11" 13'-7" 13'-3" 12'-11" 0'-0" Single Spans Only P T 7NF. 6" 0.032 19'-9" 1914" 1 g'-0" 18'-7" 17'-10' 17'-3" 16'4" 16'-0" 18'-7" 18'-3" 17'-6" 17'-0" 16'-3" 15'-6" 14'-10" 0'-0" Q FP 25 3" 0.024 11'-9" 11'-9" 11'4" 11'-1" 10'-9" 10'-5" 10'-1" 9'-10" 11'-1" 10'-11" 10'-9" 10'-3" 10'-0" 9,-6" 9'-1" 0'-0" Q�OFESSIO 68 9 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" U-0'. L� .PU R 4" 0.024 13'-8" 13'-B" 13'-5" 1 T-10" 12'_3" 11'-11" 11'-7" 11'4" 12'-10" 12'-7" 12'_3" 11'-9" 1 V-6" 11'4" 10'-5" 0'4' 5 V �'� 6. 17 4" 0.032 15'-9" 15'-9" 16-5" 14'-10" 14'-3" 13'-10" 13'-5" 13'-0" 14'-10" 14'-6" 14'_3" 13'-7" 13'_3" 12'_7" 12-4- 0'-0" 6" 0.024 16'-4" 16'4" 16-10" 15'-0" 14'_2" 13'-11" 13'_8" 13'-6" 15'-0" 14'-7" 14'_2" 13'-10" 13'_7" 13'-3" 12'-10" 0'-0" 6" 0.032 19'-4" 19'4" 19-0" 18'-3" 1T5" 1-'-0" 16'-6" 16'-0" 18'-3" 1T-10" 17-6" 16'-9" 16'-3" 15'-6" 14'-9" 0'-0" 16 * TFp C FO, 30 3" 0.024 11'-1" 10'-11"10'-11" 10'-7" 10'-3" 10'-()" 9'-B" 9'-3" 10'.7" 10'-5" 10'-3" 9'-19' 9'-4" 9'-0" U-0" 0'-0" 3" 0.032 12'-8" 12'-6" 12'-6" 12'-1" 11'-9" 11'-5" 11'-1" 10'-6" 12'-1" 11'-11" 11'_9' 11'4" 10'4" 10'4" 0'-0" 0'-0" CI r � 4" 0.024 12'-10" 12'-7" 12'-7" 12'-1" 11'-9" 11'-6" 11'-2" 10'-8" 12'-1" 11'-11" 11'-9" 11--4" 10'-10" 10'-5" 0'-0" 0'-0" CAL1F� MAY 26 2015 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" 17-0" 0'-0" 0'-0" 6" 0.024 15'-0" 14'-7" 14'-7" 14'-0" 13'-10" 13'-7" 13'4" 13'-0" 14'-0" 13'-11" 13'-10" 13'-6" 13'-2" 12'-9" U-0" 0'-0" DEC 182013 6" 0.032 1 18'-3" 17'-10"17'-10" 17'-3" 16-9" 16'-3" 15'-g" 15'-0" 17'-3" 17'-0" 16'-9" 16'-0" 16-3" 14'-9" 0'-0" 0'-0" Table 4.19 Trib Exposure B Exposure C Trib Exposure B Exposure C Width 110 115 120 130 140 160 170 110 115 120 130 140 150 160 170 Width 110 115 120 130 140 160 170 1 110 115 120 130 140 150 160 170 (ft) MAX SCREW SPACINGS FOR 0.024" PANELS (ft) MAX SCREW SPACINGS FOR 0.032" PANELS 3 12 12 12 12 12 11 10 12 12 12 12 10 9 8 7 3 12 12 12 12 12 12 12 12 12 12 12 12 12 10 9 4 12 12 12 12 11 8 7 12 11 10 9 8 7 6 5 4 12 12 12 12 12 11 10 12 12 12 12 10 9 8 7 5 12 12 12 10 9 6 6 10 9 8 7 6 5 5 4 5 12 12 12 12 11 9 8 12 12 11 9 8 7 6 5 6 12 11 10 8 7 5 5 8 8 7 6 5 4 4 3 6 12 12 12 11 10 7 6 11 10 9 8 7 6 5 5 7 10 9 8 7 6 5 4 7 6 6 5 4 4 3 3 7 12 12 11 10 8 6 5 9 9 8 7 6 5 4 4 8 9 8 7 6 5 4 4 6 6 5 4 4 3 3 3 8 12 11 10 8 7 5 5 8 8 7 6 5 4 4 3 9 8 7 7 6 5 4 3 6 5 5 4 3 3 3 2 9 10 10 9 7 6 5 4 7 7 6 5 4 4 3 3 10 7 6 6 5 4 3 3 5 5 4 4 3 3 2 2 10 9 9 8 7 6 4 4 7 6 6 5 4 4 3 3 11 6 6 5 5 4 3 3 5 4 4 3 3 2 2 2 11 9 8 7 6 5 4 3 6 6 5 4 4 3 3 2 12 6 5 5 4 4 3 2 4 4 3 3 3 2 2 2 12 8 7 7 6 5 4 3 6 5 5 4 3 3 3 2 13 5 5 5 4 3 2 2 4 3 3 3 2 2 2 2 13 7 7 6 5 4 3 3 5 5 4 4 3 3 2 2 14 5 5 4 4 3 2 2 4 3 3 3 2 2 2 1 14 7 6 6 5 4 3 3 5 4 4 3 3 3 2 2 15 5 4 4 3 3 2 2 3 3 3 2 2 2 2 1 15 1 6 6 5 4 4 3 3 1 4 4 4 3 3 2 2 2 Table 4.20 Table 4.21 ]CC ESR 2676(2012 IBC)12/11/2013 Page 40 of 74 SOLID COVER 6.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS HIGH WIND AREAS 0.042'X3'M"Box Beam (Detail L Double 0.042'VI"x8"Beam(Detail M) Double 0.032"x2'W.5"Beam(Detail K) 0.NZT TW Box Beam (Detail L) Double 0.04Z50W'Beam(Detail M) Double 0.032-x2"x6.S Beam(Detail K) TABLE 6.1 Altached Freestanding or Attached Freestanding or Attachetl Freestanding or TABLE 6.1 Attached Freestanding or Atlachetl Freestanding or AllaGled Freestanding or Structure Multispan Units Structure Multispan Units Slrudure Multispan Units Structure Multispan Units Structure Multispan Units Structure Multispan Units GROUND SHOW WDTH SPACING POPo MIN FOOTER 78AY PO1,LF1 12 POST MIN FOOren MAX88f XI IV or MAX PORT MIN 1P...1 e�'xP050'LI Iz G6NOW IMDTHSPACNu POST MIN 00 e'XP�IV 11Y PoGf MIN p0 �N(POS pLENGIz POST MIN NBPXPo'T6LENGTH1I I I I 1 F 1 LOAD (Fl) ON 6lAB 9PACIMAxN POBi sliE CONSTRAINED F00 SPACIN PORT 912E CONSTRANEO FOOTS SPACING PORT SIZE CONSTRAINED FOD LOPD (FT) ONSIPB 6PACIN POST 92F CON6TRNNEO FOOTER 6PACIN POST 511E LONSTRWNEO F00 6PACIN POS! SI3E CON6T(WNED FOD OPSF) (FT) (FT) TYPE 'd •d W 'd OFT) WPE -T -C -C 'd OFT) TYPE -d 'd 'd 'd (PSF) OFT) (Fi) WPE 'B' -T -T 'C OM TYPE 'd •4- 'd 'd (FT) TYPE 'd •d •d -d f) On) OIA On) On) On) art On) (in) On) On) On) On7 On) On) On) f) ON On) 0n) O^) M) c- M) 120 MPH EXPOSURE C m 140 MPH EXPOSURE B or 140 MPH EXPOSURE S or 14D MPH EYPOSUREB 10 3 2Y4' 9'-ID' B M M 20 M 14'S' C 25 28 SO 32 9'-r B 2225 27 20 25 3 114- B'-T B 20 25 21 28 IZ4. D 23 2T 29 30 8-2- B 20 24 M 2T LIVE 3.5 19'-5- 8'-11' 0 M M 22 M 134- O 25 28 30 31 8'-11' B 23 25 M 29 3.5 Bit TS C 21 24 26 22 1PJ- 0 24 2T M 30 T-Y C 21 24 25 -P LOAD 4 IT-(]. W B M 25 27 20 1Y4• D M 27 29 31 8'J' B 23 24 M 27 4 arC 1". C 21 N M Zr 1P5- D 24 26 20 29 S-10- C 21 0 25 26 ONLY 4.5 15'4' T-0' C 23 M 26 M 11'-7' D M P M 30 Tit C M 24 M 27 4.5 TS' 64' C 21 24 25 27 r-r D M M 28 29 6-0' C 1122 M 24 M 5 13'-7- T-1• C 23 24 M 27 IC-11' D 27 27 M 30 7'Y C M M M M 5 1-9- 5'-10- C 22 23 25 M 9'S D M M 27 29 5'-11- C M 23 24 M 5.5 12'4- 6-0- C M 24 M 27 104• D 27 27 29 29 6'-T C 24 24 25 26 5.5 V-r 5'S- C 22 23 25 M O%r D M M 27 25 5'S C 22 M 24 25 6 114• 6-0- C 24 M M 27 B'-10• D 27 27 2B M 64- C 24 24 24 26 6 5'A' V.1- C 22 M M M 9'-Y D M M 27 28 51-Y C M 22 24 25 6.5 10'S' 6-0' C 24 24 M M ri• D 26 28 28 29 6'-1' C 24 24 24 M 6.5 SS 4'AW C 22 M N M r8 0 M M M M 4'-11' C 22 22 23 M 7 9'd' 51-0- C 24 24 M M 8'-11' D 20 28 M M 5'9- C 24 24 24 M 7 4'-IT 4'S C 22 22 N 25 T-5• D M M M 27 4'% C 23 23 23 24 75 9'-1- 5'-S C 24 24 24 M 8'-T D 20 28 M 28 5'S 0 24 N 24 M 7.5 41B 44• C 22 M 23 M T-1- D 27 27 27 27 4'S' C 23 23 M 24 a 0'S- 5'-2- O 24 24 24 M C-0' D 26 28 20 M s'J• C M M M M 0 4'J' 4'-1• C M 23 23 25 6A• D 27 27 27 27 4'J' C M M 23 N 83 8'-0- 4'-11• O N N 24 M T-11• D 29 29 M M 5'-0' C M M M M SS 1+ 3'-11• C 23 23 M N e'S' D 27 27 27 27 4'1' D M 23 M N 9 TS- 4'-0- C 25 M M M TF D M M M 29 4'-10- C 25 M 25 M B 3'-r 3'S' C M 23 23 24 6J- 0 T7 27 27 27 3'-10' D 23 M M 24 9.5 rY 4'4T C M M M M T-4- D a M M 29 4'-0• C 25 25 M So 9.5 3'-T 3'-T C M M M 24 6-r D 27 27 27 27 3'-0' D 2] 23 M 24 10 F4 44- C 25 M M M T-1• D 29 M M 29 4'E' C 25 25 25 M 130 MPH IWOSUREC er WMPHEXPOSUREB 11 6'S 4'-0' O 25 M 25 M S-0- D 30 30 30 30 4'-Y C M 25 M 25 25 3 1111- Tit• B 21 ffi 27 M 11'd D 24 20 30 31 T-9' B 21 25 26 28 12 5'-0• 3'-9' C 25 M M 35 64- D 30 30 30 30 3'-11- 0 25 25 M 25 3.6 14' T-0• C M 25 27 20 10'-0- D M M M 31 T-0' C M 24 M 27 13 S-Y 3'S' C 25 M M M 6S 0 30 30 30 30 3'-0• D M M 28 28 4 9'i- 11- C 12 25 M 20 9'-11- D M 27 a 30 6'd- C M 24 25 27 130 MPH IDGIMEC or 150 MPH EXPOSURE S 4.5 TS• 5'-10• C 22 24 M 27 914' D M 21 25 30 5'-11• 0 M N 25 27 10 3 2Y-0• 9N• B 22 27 28 30 155- C M 29 31 32 9'-0' B M M 27 M 5 6-9- 5'-5• C M 24 M 27 B'J• D M M 26 29 F-r C 23 M 25 M LIVE 3.5 1B6' BU' B 23 M M 29 IYE• 0 26 M So 33 8'J• B M 25 27 M 5.5 8'-2- S-0- O 23 M 25 27 8@ D M M M M 5'-T C 23 23 N 26 LOAD 4 Ira- T-r B 23 ffi n M 11.4T D 27 28 M 31 7'-0• 6 23 25 M 28 6 5'4- 1-9' c M M 25 M TJ' D 27 27 21 29 4'-11' c M M N M ONLY 4.5 W.I. T-1- O 24 M 27 28 16-9• 0 27 28 M 31 T-1- C 24 N M 27 6.5 5'-2- T C 23 23 M M Tom- D Yr 27 27 M 4'-r C 23 M 24 25 5 13'-7' 6-r C 24 M M 20 10'-2. D 28 M M 3D 6-0• C 24 24 23 27 7 4'-10• t5- C 23 23 24 M T-0' D 27 27 27 2B 44• C 23 13 24 25 5.5 1Y4• 6-S 0 24 M 26 29 9'-7- 0 28 28 M 30 6'-Y C 24 24 2i 27 7.5 4-S 4'4' C 23 23 24 M 6-0' D 27 27 27 20 4'-r C 23 M 24 25 6 114- S'-r C 24 24 M 27 9-4. 0 28 28 20 30 5'-11' O 24 24 25 26 a 4-4- 3'-9- C M M 24 M 64- D M 28 28 20 3'-11- C 24 24 N 25 6.5 10'S' S'-r C M M M 27 B'-0- 0 M M M 30 5'-r C 25 M 25 26 8.5 4'-0• 3'-r C 23 ZJ 24 M 6"" D M M M 29 3'-9' D 24 24 24 25 7 9-8. 5'-r C 25 M 25 27 6'J- 0 29 29 M 29 5'J• C M 25 25 !6 9 T-V 3'S' C 23 M 23 M 5'-10• D M 28 :8 26 3'-r D 24 24 24 24 7.5 9'-1- 4'11' C 25 M M M T-11- 0 29 29 M 29 S-0' C M M 25 0.5 3'-r TG' C 24 24 24 M 54' D M 28 28 26 3'S- D 24 24 24 24 8 0'8 1-0- 0 25 M M M T-T 0 29 29 M 29 4'-10- c M M 25 M 140 MPH EXPOSURE 8.5 9'-0- 1S C M M M M Tom- 0 30 30 30 30 4'-r C M 25 25 M M 3 114- TS C 22 26 20 30 114- D M M 31 32 T.I. C M 26 27 M 9 r6 4'-r C M M M M T-1- D 30 30 30 30 4'-5• C M M 25 25 3.5 9'-0• S-0• C 22 26 20 M 104' D M 28 30 32 6'-9• C 23 M 27 28 9.5 r- 4W C 25 M 25 M FAU' 0 30 30 30 '3D 4'-3- O M M 26 M 4 OW I.,. C 23 M 27 M 9'-r D M M 30 31 6'3• C 23 M 26 20 10 6-1. 3'-11• O 15 M M M 6-T 0 30 30 30 3D 4'-1• C M M 26 M 45 Tit^ 5'-0- C 23 25 27 M 5-11- D 27 27 29 31 5'9- C 23 24 M 27 11 6-Y 3'-0• C M M M M 6-7 0 30 30 30 3D ]'-A C 26 M 26 M 5 6-9• 5'4• C 23 25 26 28 0'J• D 27 37 29 30 5'i' C 23 24 M 27 12 6-0- 3'-S 0 M M M M 5-9- 0 31 31 31 31 V' D M M 26 M 5.5 6.2. VAT C 23 24 M 27 TAT D M 28 28 30 S' O 24 2425 27 1J 5'1' 3'-Y C M M 26 M SS' 0 31 31 31 31 34' D M M 26 M 6 5'1- 4.7- C 24 24 M 27 T-S D 28 28 20 30 4'd O 24 24 M M 14DMPHEXPOSUREC or 160 MPH EXPOSURE B 6.5 5'-r 4'4- C 24 24 25 27 T-1' 0 28 20 28 29 4'8 0 N 24 25 26 10 3 2Y1• 8'd- B 23 27 M 31 13'-0' D 27 30 32 M 8'-0- B M 26 20 30 7 4'-Ir ". C 24 24 25 27 Sit D 29 28 20 M 4'-T C 24 24 N M LIVE 3.5 19'S. T-11- B 24 27 M 30 11'-11- 0 27 29 31 33 T-11• B 24 26 M M L5 4'-6- 3'10- C 24 24 25 M VS 0 29 29 29 29 3'-H' D N 24 24 M LOAD 4 17,-0' TJ' C 24 M 28 SO 1Ta• D 25 M 31 32 T-T C 14 25 27 29 8 4'-Y T-T C 24 24 25 M 6-1• 0 29 29 29 29 3'-V D 24 24 24 26 ONLY 4.5 15'-1• 94- C 24 M 29 M 16I- D 2B 28 30 32 6'-Y C M 25 27 29 8.5 4'-0' 3'-S C 24 24 24 M F-10- D M 29 29 29 3'-r D 25 25 25 25 5 13'-7• 6'-3- C 25 M 27 M 9'-T D 29 29 30 31 64- C M 25 M 28 9 T.S. 3'-r D 24 24 24 M 5'd- D 1 M 29 29 29 1 3'-5• 0 1 25 25 25 1 25 1 5.5 124• 5'-10' O 25 M 27 28 9-2' D 29 29 29 31 5111' C M 25 26 28 120 MPH EXPOSURE C or 140 MPH EXPOSURE B Y' 6 11'4• W.E. 0 u M 27 M 0'F D M M M 31 5'-r C M M 26 27 30 3 9'4- r-0- C 20 M 26 M 11'4• D M 27 29 30 OppFESSIQ �oNAL 1' 6.5 ID'S' 5'-r C 25 M 26 28 6-3• D 30 30 30 30 5 M'-Y C 26 26 27 3.5 8.2• 1-0' C M M 27 24 10 `\ 7Y'-0- D 24 26 28 3D y�0[AP� p,' `.0 � �`J`�1, AL G1�^ 7 rd 4'-11' C M M 26 27 T-11• D 30 30 30 30 SW 0 M M 26 27 4 T-1- 64- C 21 N 25 27 r-11• D N 26 28 M 7.5 9'd 4'd C M M 26 27 T-r D 30 30 30 30 4'-9- C M M 26 27 4.5 Si' S'-10" C 21 23 25 M 9'-7 D 24 M 27 29 2. V 2 G CCP 8 8'-C 4'-5- C M M M 27 T-0' D 30 M 30 30 4'-T C 26 M 26 26 5 5'd 5'S- C 21 23 25 M B'd' D 25 M 27 M U 0.5 8'4T 4'-3- C M M M 27 T-0- D 31 31 31 31 44• 0 M 26 26 M 5.5 5'-Y 5'-1- O 21 M 24 M 8'3• D M 25 37 28 J O 139 e TS' 4'-0- C M 26 26 27 S-0- D 31 31 31 31 4'-2' C M M M 26 6 4.9- 4'9- c 22 M 24 M T-0• D 25 M M 28 U 0.5 TS 3'-10- C M M 25 M 6'S- D 31 31 31 31 4'-0' C M M M M 6.5 44- 1B C M M 24 M rd- D MN M 1 F l 10 69- 3'4• C M M 26 M GJ' D 31 31 31 31 J'-10• D 27 0 27 27 7 4'-1- 4'J• C M M M 25 ri D 26 M M 27 * :D 11 V- J'-5• C M M M 26 5.10- 0 31 31 31 31 3'-T 0 27 27 27 27 74 3'-9• 41-0• C 22 22 M 25 S'd 0 M 26 M 27 1 13 5'Y 3'-0 D 27 2] 27 ]] 5'Y F U 32 M 32 9'1- D 27 27 27 27 a5 3'd- 3'-T C M M M 2 6-1- D ffi 6 M M QQA`\FpQ�\P 4P Q( \, \V 9 3'-r 3'S' c M M M 24 5'10' 0 26 26 M 1� 1 �FQ CA 1FCEL DEC 18 2013 MAY 26 2015 ICC ESR 2676(2012 IBC)12/11/2013 Page 53 of 74 SOLID COVER 6.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS HIGH WIND AREA1 D.042k3'k8"Box Beam (Detail L) I Double 0.042'k3'SrS"Beam(Detail M) Double 0.037k2'k6.5"Beam(Detail KI 0.042'k3'k 'Box Beam (Detail Q Double 0.042'kFNT Beam(Detail M) Double OA32)2'5,6.5"Beam(Detail K) TABLE 6.1 Attached Freestanding or Attached Freestanding or Attached Freestanding or TABLE BA Attached Freestanding or Attached Freestanding or Attached Freestanding or Structure Mullispan Units Structure Mullispan Units Structure Mullis n Units Stnrcule Multispan Units Structure Multispan Units Structure Multispan Units LENGTH MIN oVras R UN I POV GLOM Fit ONSILAB SPACING POISr FB012E CONSTRNN FOOT BPACN POSr FSI TG CGMNfi]RAINEOI CO SPA NG POU MINFSIIE C SIFWNEG F00 GLOAD OPNOGGLAe SPACING RCN POST[1.tp`Z'. 12 'IOOTFR SPACIT Posrr SM COBNSITINN FW2 SP Poor LENGTH ACN MPOST a. CONSTRPIN.FCOIPStT (FT) lF0 TYPE 'd 'd 'd 'd (Fn TYPE 'd 'd 'd 'd (FTI TYPE 'd 'd 'd 'd (PSF) (m lFn TYPE 'd 'd 'd 'd IFn TYPE 'd 'd 'd 'd IFO TYPE 'd 'd •d' •d BBn) OD1 P^7 1 Bn) 0^1 fn) f 7 O O 9^) Pn) An) Bnl 6^1 Pnl (1 Bnl On) (n) fN lml 120MPHEXPOSUREC 4r US MPH E150SUNE B 130MPHEXPOSUREG or 150 MPH EXPOSUREB 20 3 11'-10• B'-r B 2D 25 27 28 12.3' D 23 27 29 30 8'-Y a 20 24 26 27 3D 3 9'S rd" C 21 25 27 29 11'-1- D 24 28 30 31 T4" L 21 25 25 as LIVE 35 10'-z- T-F L 21 N 26 27 11'4' D 24 27 20 30 T-5" C 21 24 25 27 3.5 8'-T 6'-r C 21 25 26 28 1P-T O 25 27 28 31 6'A- C 21 b 26 N LOAD 4 8'-11- 6'-9- C 21 24 2b 27 IVW D 24 26 211 29 6'd0- C 21 M 25 25 4 T-1" w4T C 22 24 M 27 9'S" D 25 z] 29 3D S-1" C 22 N 25 27 ONLY 4.5 T-11- dr. C 21 L 25 27 V3 D 25 M 28 20 fr • C II 23 24 26 4.5 6'4- V C M 24 M 21 8•-S' D 25 26 28 3D V-T C 22 M 25 M 5 T-1" 5-10- L II 23 25 26 TS D 25 M 27 29 5'-11' G II 23 24 25 5 5'L" S.A. C II 24 25 27 9•-T D M 26 28 M 5'4- C M M 25 26 5.5 6'S- 5'-S C 22 23 25 26 S-r D 25 26 r 29 F C 22 M N 25 5.5 VT 4'-F C 22 23 25 26 T-r D 26 26 27 29 4'-11- C M 23 24 25 6 5'-11' S'-1- C 22 25 24 26 B'-2 D 26 25 2r 28 F3 C M M M 25 6 d'-A 4'4" C M 25 26 r3 D 25 26 27 28 4'-7' C 23 23 24 25 65 5'-5- 4'-10• C 1S 22 N 25 T-V D 26 28 26 28 4'-11- C YL 22 23 25 6.5 44- 4'-T C 22 23 24 M 5-11- O 27 27 27 2B 4'W C M 23 24 25 7 V-1- 4'S C E II 24 M TS" D 26 4 20 27 4'd C 23 M 23 24 7 4'-l' 3'-11' C 23 23 24 25 S-r D 27 2T 27 28 4'-1" C 23 23 23 25 7.5 4'-S 44" C M II M 25 T-1" D II 27 27 27 4'S" C M M 23 24 75 3'A- T-9- C '23 23 24 25 Si' D 27 27 27 28 TAT D 23 23 23 25 a 4'S• 4--l' L M M M M 1-9' D 27 27 27 27 41L- C M 23 23 24 9 3'S' 3'S L 23 23 24 25 S-0• D 27 27 27 2] 3•L' 0 23 23 23 25 85 4'-2" 3'-11- C Zi 23 23 24 6C D 27 27 V 27 4'-0' L 23 23 23 24 9.5 34 34' O' 23 23 23 25 R9- O 27 27 27 27 T' D 23 23 23 24 9 3'-it' 3'4r C M M 23 24 FS D 27 27 P 27 3'-ID' C 2] M 23 M 140 MPH EXPOGU0.EL or 160 MPH FJfPOSURE9 9.5 T.S. 3'-r C 2] II 23 24 Bur D 27 27 2] 27 3'S" 1 M M 23 24 3D 3 VL" 6'-It' C II M 29 M 10'L' 0 M 29 >D ]21 T-0' 25 2]10 3'S 3'-S L 23 M 23 M 5'-f0' D 2] 2i 2] 2] P-T D 23 2J 23 23 3.5 9'-Y Sa' C II M 2> M 9'-9' D M 29 3054- G II25 26 28 11 ]'-T 3'-2" C M 23 23 N 5'-5' D z8 28 M 28 3'S D M 23 23 23 4 T-1" Sje' C 22 25 27 M 9'-0- D M 3a z95'-V C II M M 27 130MPHF]IPG60REL o1150 MPH ElfP08UREB53'3' C 22 M 26 2B B4' D M D M54' C 2J 2{ 26 2] M 3 WAIT T-10" B 21 M 2] 29 it'-1V D M 28 30 32 T-10' B 21 M 2T 2B E5'L• 4%lT G 23 N 26 2] T-10- D 2] 3] 294-11' C 23 24 25 2] LIVE 35 1V-T T-1. 0 22 25 27 M WAIT D 25 M z9 31 T-Y C M 24 M 2] 5.5•, 5'Q' 4'S C M 24 26 2] T-4' D 2] Z] M4-r C 23 2J M MLOAD 4 8'-11' 6'L' C 22 M M 28 ID'4" 0 M 27 M 30 6'-r 0 22 24 26 27 6 ¢9' 4'-T C 23 24 M 27 5-11' D 27 P 28 4•Y L M M 25 MONLY 45 T-11- b'-0' O 22 N M 2] 94" D M 27 M 30 6•-1- C 22 24 25 27 6.5 4' 3'-11" G 23 23 M 26 S-T 0 zT 2] Z] 4'-1' C 23 D M M5 T4' T-r 0 23 V1 M 27 B'-10' D M 25 M 30 T• C 23 M i 25 26 ] {'-- W-S 0 23 M M M 63 D M 28 2B 3'-15 C 2{ N 24 M 5.5 SS' V-T C 23 24 M 27 e'-T D 27 Zr M 29 S.A. C M M ' M 29 6 5'-11- 4-10' C 23 23 M M T-10• O 27 27 27 29 5'-0- C 23 M N M OVER- TABLE 6i TRIBUTARY W10TNa FOR SINGLE SPAN ATTACNFL STRUCTURES �OFESSIp/ 6.5 5'-5- e'-r C 23 M M 26 T3' D 27 27 27 29 4'L' C 23 23 2t M PROIECIION OF SINGLE SPAN STICTURE9(FT) Q . 7 F.I. 44' L 23 M N 26 T-1' D 27 27 2T 28 4'S C M 23 24 25 6' T 8' B' 1V 11' 12 13' 14• 15' 16' iT IS' 1S 2V 21' II rU ].` a'-9• 4'-1" C 2] M b M 6-9- O 28 M 2B M 4'-0" C z4 24 M 25 0' P 3. 4' 4.5' S' S.5 6' 8.5 T 7.W F 0.5' 9' 9S' 10' 105' 11' B 4'B 3'-11- C M 23� 24 25 6'L• D 26 28 28 28 4'L' C 24 M M 25 1' 3.5 4' 4.5' 5.5• 6' 6.5• T 7N S' S.S. 9• 9.5' 1V 10.5• 11' 11.5' V rut 05 4'-2' ]'-0' C M a 24 M SS" D 26 2B 28 28 5-10- D 24 21 24 2 Ne Na Na Ne Na 5.S' T ]5' a' 8S' 8' sv 10' 10.5' 11' 115' 1Y J Frt 9 3'-11' 3'8 C 24 24 24 25 1 O 29 28 28 28 3'-0" D 2a 24 24 24 3' Ne W. Na Nd Na Ne Na Ne No Na 94, 10' 10.5' 11' 11.5' IT 125' BS 3'-9" 3'4' L 24 24 M M S-r D 28 28 2a 28 T' D M 24 M 24 4' Na M N4 Ne Ne Ne Ne Ne Ne Na Ne We Ne W. 125' Ir 140 MPH EXPOSURE C a 160 MPH EXPOSURE B * ' 20 3 11'-10- TS- C 22 M 29 30 114' D 25 29 31 R T-5- L 22 M 7 28 TABLE 6.3 Post Requirements TABLESA Post Requirements for LIVE 3.6 1v-2- sa C M M 2e 211 10'4' D M za 30 32 5-1' L M M 27 29 for Attached Single Span Structures Freestanding Structures or Mullis an Attached Structures C1 LOAD 4 8'-11- 6'-Y C 23 M 27 29 9'-r D 26 28 30 31 6'x c m 25 r M 28 Post Description Max I POST Detail Post Description Maximum Max POST C ONLY as T-n• sL- c M ss n M e•-n' D n zr M m sL- c M 24! M 27 Hgl Coda Fooling Hei hI Code Detail 5 T-i' Va D 23 ss M M B.A. D 27 27 M 30 54- L M 24 M 27 TWIn O.032k1.V'0S'Suoll S' A Ao OP4R'k3'k3"Steel Clover do 23' 6 B AK 5.5 6'-5' 4'-10' C 23 24 M 27 7'-10- D 28 23 26 30 T C 24 24 25 27 Twin 0.024'k2'SQ"6=11 9 1 B AO 0.048NT50'Steel Clover d= 22' 6' C AN DEC/I 2 13 ! 6 5'-11" 4-7- C 24 24 M 27 Ta' D 28 26 28 30 4'L" C 24 24 25 M 0.032"Post wl 0,024"Side late 17 C AN 3116"x3'k3"Steel Square d= 29" 14' F AF / 65 5'-F 4-3- D 24 24 25 67 T-t" D 26 26 M 29 4'-5- L 24 24 25 26 DMZ'Post w/0.032"Sid late 12' D AH 3I16'k3'k3"SteelSquare d= 32' e G AF 7 s•-1- a•m C 24 24 25 27 6L' D M 28 M 29 4'a' C 24 24 24 M Clover 0.049k3"x3"Alum IV E AN 1X4KVx3"Steal Square d= 32" 12' F AF 7.5 4'-9" a'-m• c 24 24 25 M 6's D u 29 29 29 3'-11" C 24 24 24 M Magnum 0.W5'x3"x3"Past 12' F Az 114k3"a3"Steel Square d= 34" B. G AF O��c��y�0 �I E Gt�yx� a 4'-F 3'-T c 24 2a M 26 S-1' D 29 29 M 20 T-r D 24 24 24 26 0.048'X3'k3"Steel Clover 12' G AN 3/8'x3"x3"Steels Square tl= 36" 8' K AF `1 `1 PU''A/� `•q 0.5 4'-r T-5- C 24 24 24 M s'n0' D 2s z9 M zs 3-+- D E5 ss M 25 DM'kT5iv'Steel Cover 10' H Zx 3116'k4'k4"Steel Square cm 36" 14' I AF ` Y l`J/ e 3•nr 3•a- C M 2a u M sr D M 2s 26 M 3•.'." D ss M ss ss 31IV'x3'k3"Steels uare 15' I At W16'kVX5"Steels uare d= 41- 15' L AF /f 1.5 s-9' 3•z' C 24 24 M M 5'-V D 29 M 29 M 3's' D 25 M ss 25 1/4'k3"z3"Steels uare 15' J 3/16'k6"x5'Slee Square d= 46" 15 L AF 81111I3 9 10 3'S' 3'-0' D 24 M 24 25 5'S' D M 29 M 29 T-T D M 25 M 2s 3/8'k3'X3"SIeB Square 15' K AF GENERAL INSTRUCTIONS FOR THESE TABLES W76"x4k4"Steel Square 15 L 1.CHOOSE FREESTANDING OR ATTACHED STRUCTURE B.FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN IN 0 t 17 2 CHOOSE PROJECTION,WIDTH AND OVERHANG OF UNIT TABLE 6.1 AND 6.3 UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT United Duralume 3.DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE SITE FREESTANDING AND MULTISPAN UNITS USE TABLE 6.4 350 S.Raymond Ave (PATIO UNITS USE 10 PSF MIN,COMMERCIAL UNITS 9.FIND THE O/C SPACING OR R OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.5 OR TABLE 7.7 Fullerton,CA sT9 �`11�. USE 20PSF MIN) to.USE THE APPROPRIATE DETAILS 4.CHOOSE A PANEL FROM SECTION L0 THAT HAS Cad Putnam,P.E. F plF ADEQUATE CLEARSPAN FOR YOUR NEEDS. FOR PATIO SLABS FOLLOW 14 FROM ABOVE THEN 3"11vyiink Place S. DETERMINE TRIBUTARY WIDTH FROM TABLE 62 OR SLAB 7.DETERMINE MAXIMUM POST SPACING ON SLAB FROM Lynchburg,VA 24503 CALCULATE FROM TRIBUTARY DIAGRAM ON PAGE 1 SLAB S.USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING cadoulnamfileomcast net 2620 S S.CHOOSE A HEADER FROM TABLE 6.1 THAT HAS ADEQUATE SLAB 9.FOLLOW 9-10 FROM ABOVE POST SPACING. SLAB 10.FOR TWO POST STRUCTURES USE TABLE 7.1 ON SHEET Mis4l FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES 7. USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 6.1 ICC ESR 2676(2012 IBC)1 2/1 11201 3 Page 54 of 74 WALL HANGER �3A00 -{ 0,120'x2'x2'X2' LONG 'L' ANGLE 6063T5 ALUM 2,000 B 0,060 ONE #14X2' I/H\I SCREW WALL HANGER FAN BEAM 2'X3' FAN BEAM 6063T5 ALUM ONE #10 SMS SCREW FAN BEAM FASTEN TO HANGER FAN BEAM 0,042'x3'x8' HEADER iij3, STRUCTURAL � B PANEL 2 CONFORMANCE TO THE APPLICABLE ELECTRICAL CODE IS ❑UTSIDE THE SCOPE OF THIS DETAIL AND MUST BE APPROVED AN BEAM A SEPERATELY, �B Weight of 0,042HEADEsR fan/lights 2"x3" Fan Beam Misc2 01 CEILING FAN OR 30 Ibs 20' L L LIGHT FIXTURE oFs`�p T yGi4� Q�pFESSin 11 9 POST 2oV BU G� 1 9 g 8 ^ m J cl '`•" - CALIFC DEC 18 2013 MAY 26 2015 ICC ESR 2676(2012 IBC)12/11/2013 Page 67 of 74 7.0 POST AND FASTENER REQUIREMENTS FOR COMMERCIAL AND PATIO STRUCTURE Table7.3:Required Number of Fasteners for Shearing Loads Table 7.4:Required Number of Fasteners for Tension Loads Spacing between bolts and screws Aluminum Material Gage(in) Steel Gage(in) Aluminum Gage(in) shall be 2.5 times the shank 0,024 0,024 0,032 D.038 0.040 0.040 0.050 0.060 0,048 0.048 0.036 0.05 0.060 0.090 0.100 diameter AlloxablelMtlth A B C D E 1- G H I J K L M N O The edge distance of bolts and for Attached Two I'Wer Design #14 3/9'B 3fe'B 914 #14 318"B #14 3I8"B #14 318"B 3/8"B #14 3/8"B 318"B #14 Design Footer 1 screws shall ba 3 times the Tdb Post Structures on Slab Site Uplift SMS BOLT BOLT SMS SMS BOLT SMS BOLT SMS BOLT BOLT SMS BOLT BOLT SMS Uplift Size shank diameter Width(RI Live or Ground Snow Load d(in) (Ibs) 1m 590 lee zoo 210 Sea 310 13" se4 1762 su 132 ass Im 212 (Ibs) d(in) Connections shall be an-arhgetl so that Me 10 par 20 list 12 100 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 100 12 2 center of resistance of the connection shall 3 42'-10' -7- 13 127 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 127 13 mindd.wiM the hesullant line d action 3.5 36'43" 19'4" 14 159 2 1 1 1 1 1 1 1 1 1 1 2 1 1 1 169 14 of the load. 4 32'-l' 16'-11" 15 195 2 1 1 1 1 1 1 1 1 1 1 2 1 1 1 195 15 3 4.6 28'£" 16-1" 16 237 2 1 1 2 2 1 1 1 1 1 1 2 1 1 2 237 16 IABLE/.6: AI]ACHMENTS 5 25'-W 1T-6m 17 284 3 1 1 2 2 1 1 1 1 1 1 3 1 1 2 284 17 GRND Wind #Of 5.6 23'4" IZ4" 18 338 3 1 1 2 2 1 2 1 1 1 1 3 1 1 2 338 18 SNOW Speed Screws' ALUMINUM RAFTER SPACING 6 21'-5" 111J' 19 397 4 1 1 2 2 1 2 1 1 1 1 4 1 1 2 397 19 LOAD and per 12' i6' 36' 6.6 19'-9" 10'S" 20 psf Slab 115 20 463 4 1 1 3 3 1 2 1 1 1 1 4 1 1 3 463 20 PS Ex osum Ratter 24' 30' 1 7 164" Na 21 536 5 1 1 3 3 1 2 1 1 1 1 5 1 1 3 535 21 10 140 Exp B 2 25' 25' 21' 18' 16' 7.5 17'-1" Na 22 616 5 2 1 4 3 1 2 1 2 1 2 5 1 1 3 616 22 LIVE 115 ExpC 3 25' 25' 21' 18' 16, 6 16'-0" Na 23 704 6 2 1 4 4 1 3 1 2 1 2 6 1 1 4 704 23 20 149 Eli,C 2 18, 18' 12' 9' B' 8.5 15'-1" Na IDpal Slab11519 722 6 2 1 4 4 1 3 1 2 1 2 6 1 1 4 722 Slab LIVE 3 18' 18, 12' 9 8' 9 14'-3" Na 24 500 7 2 2 4 4 1 3 1 2 1 7 1 1 4 800 24 4 18' 18 17 9' 8' Table 7.1 10psl Slab116C BW 7 2 2 5 6 1 3 1 2 1 2 7 2 1 6 886 Slab 25 2 18' 17' 12' 9' 8' 25 904 8 2 2 5 5 1 3 1 2 7 2 7 2 1 5 9D4 25 3 16 17' 12 9 8' 26 1017 8 2 2 6 5 2 4 1 2 1 2 8 2 1 5 1017 26 4 18, 17' 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 16' 14' ID' T T POST POST DESCRIPTIONS POST 28 1270 Na 3 2 7 7 2 5 1 3 1 3 Na 2 1 6 1270 28 3 16, 14' 10 7' 7' CODE DETAIL FIGHT 29 1411 Na 3 2 8 7 2 5 2 3 1 3 Na 2 2 ] 1411 29 4 16' 14' 70 ]' 7' A Twin 0.032k1.6M.5"Scroll AO 8 30 1563 Na 3 2 8 8 2 6 2 3 1 3 Na 2 2 8 1563 30 'Sums are#14 screws w/1.5'embedment into G=0.5 sold wood(Douglas Fir) B Twin 0.02452'k2"Scroll AO 9 31 1724 Na 3 3 9 9 2 6 2 3 1 4 Na 2 2 9 1724 31 C 0.032'Po9 wl 0.02P Sidepleles AH/21 12 32 1096 Na 4 3 Na We 2 7 2 4 2 4 we 3 2 9 1896 32 TABLE 7.7 STUCCO ATTACHMENT TO WALL D oo0 ast vd 0.032•Sideplstes AH/21 12 33 2060 Na .1 3 Na Na 3 7 2 4 2 4 Ne 3 2 Na 2080 33 ALLOWABLE DISTANCE TO FIRST ROW OF POSTS E Clover 0.0407t3NT'Alum AK124 10 34 2275 Na 4 3 Na Na 3 8 2 4 2 5 Na 3 2 Na 2275 34 IT o/c 24"o/D F Magnum 0.075! 3&kA "Post AJ/23 12 35 24B1 Na 5 4 Na Na 3 9 2 5 2 5 Na 3 2 Na 2481 35 Ground Snow G 0.046k3NT Steel Clover AK24 12' 36 2700 Na 5 4 Na Na 3 9 2 5 2 5 Ne 4 3 Na 2700 W Load(pat) 2 Lag 3 L395 3 Lags 1 4 Lags Exp B Exp C H 0.04Bk3N3"Steel Clover AKJ24 10 37 2931 Na 5 4 Na Na 3 Na 3 5 2 6 Na 4 3 Na 2931 37 Live 10 13'6" 2D-2' 13'47' 16 115 mph W I 3/16'k3"x3"Steel Square AF/19 15 38 3175 Na 6 5 Na Na 4 Na 3 6 2 6 We 4 3 Na 3175 38 LNe 10 13' 1ty 13' lr4" 140 mph mph J 1/4k3"x3"Steel Square AF/19 15 39 U33 Na 6 5 we Na 4 Na 3 6 2 7 Na 4 3 Na 3433 39 Live 10 1tl-5" 16-t" 10-9' 14'4" 130 mph K 3IBk3"x3"Steel Square AF119 15 40 3704 Ne 7 5 Na Na 4 Na 3 7 3 7 Na 5 3 Na 3704 40 LNe 10 9 ! . 13'-10' 9-3" 12'4" 140 mph L 311GWN4"Steel Square AF119 15 41 396E We 7 6 Na No 5 Na 3 7 3 8 Na 5 4 Na 3988 41 Live 20 7'-1" 10-T' 7'-1" 9'S" 140 mph, Table 7.2 42 4288 Na 8 6 Na Na 5 Na 4 8 3 8 Na 5 4 Na 4288 42 25 T43" 11'-T' T-0" 103�� 140 m 43 4601 Na 8 6 Na Na 5 Na 4 a 3 9 Na 6 4 Na 4601 43 30 61-6" 9-9 £' 6' " B48' 14U mon 44 4930 Na 9 7 Na Na 6 Na 4 9 3 9 Na 6 4 Na 4930 44 Lag=1A"Lag Screw with 2.25"penetration into G=0.5 wood( 'trillion Fir) / 45 5273 n/a 9 7 Na Na 6 Na 4 9 3 Na Na 7 5 Nay a 5273 45 Lattice Strum ass always use 115 mph Exposure B for the wmd trillion 46 5633 Na Na B Na Na 6 Na 5 Na 4 Na Na 7 5 Na 5633 46 47 6008 Na Na B Na Na 7 Na 5 Na 4 Na Na 7 5 Na 600B 47 48 6400 Na Na 9 Na Na 7 Na 5 Na 4 we Na 8 5 Na 6400 48 United Duralume 49 6808 Na n/a 9 No Na 7 Na 5 Na 4 Na Na 8 6 Na 6805 49 350 S.Raymond Ave 50 7234 Na Na No We Na 8 Na 6 Na 5 Na Na 9 6 We 7234 50 Fullerton,CA Fastener Terminology Q���` R�,\Urjt #14 SMS=#14 sheet metal or SDB suew,.12"minimum length TABLE].S:WALL ATTACHMENTS FOR SOLID COVER STRUCTURES Carl Putnam,P.E. 3/8"B=318"Diameter Bolt ANC1 ANC ANC ANC 3441 lvylink Place See General Notes for specifics onfasteners LIVE/ O/C 01CNumber Maximum Panel Span(it) Lynchburg VA 24503 `\ %139 1 ClearspEn onthis ManIsTodistance from the wall to the feet row&coum a WIND SPEED SNOW SPACING SPACING of STUD @16"O/C SPACING (434)384-2514 2 Kill Kwik Boll TZ 318"diameter and 2"embed and V dia steel vaslm,ICC ESR 1917 or other (MPH)AND LOAD CONCRETE MASONRY -astenm #14 X2" 114"LU carlourtnam0commst.net anchorw/400#allowable shear and 200#allowable tensile vs live,snov,wind and seismic bads. EXPOSURE (PSF) ANCHORS ANCHORS SCREWS SCREWS OpESS10 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 12' Fl or seismic loads or be specified by a design professional. LIVE 2 23' 23' �O 'PU 4#14 screws must have 1.5"of penetration into sold woDd. 140 C 20 1z• 12' 1 a' 90 G d'm CAr.FO 5 V4"Lag screws must have 2IW'of penetration into studs and 0.5"washers LIVE 2 17' 19' These lag same mustmusl be installed as per AFPBA NOS Section 11.1.3. See General Note 25 12" 12' 1 8' S. #11 for washer specncations. 2 17- 1r J $ MAY 26 2015 6 10 and 20 list are live or snow loads,25-W Pat are arm loads. 30 12" 12" 1 7' a' 7 1 For ANC3 and ANC4 woad framing imusl be SG=0.5 or denser(Douglas Fir.Larch) I 1 1 2 15' 16 40 1 12" 12" 1 s' 7' 2 13' 14' 60 12" 12" 2 9' S. ICC ESR 2676(2012 IBC)1211112013 Page 68 A 74 1 3 1 13, 14' nFC 1 R 9(113 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 116 mph 115 mph 140 mph Trib Existing Residence C DIAMETER OF 18" 24" 301. 36" Area Exp B Exp C I Exp C Area z¢ _ CIRCULAR Lin) Required Side of Square Footing (sq ft) Required I'd"of Footing(in) (sq ft) Z c C S FOOTINGS(IN) 20" 21" 18" 16" 15" 15 15" 17" 19" 25 12" 18" 24" 36" 21" 23" 20" 18" 16" 20 17" 19" 21" 33 Panel Spa 1/2 OF PANEL SPAN f z 22" 24" 21" 19" 17" 25 18" 20" 23" 42 ------------------------ ----� z O 0 °o DEPTH OF 23" 26" 23" 20" 18" 30 19" 21" 24" 50 I I Q °- i LL CIRCULAR 24" 28" 24" 21" 20" 35 20" 22" 26" 58 Corner Trib Area I Trib Area for I 1/2 OF PANEL SPAN FOOTINGS(IN) 25" 29" 26" 23" 21" 40 21" 23" 27" 67 1 Middle Post 1 14" 17" 24" 14" 1W' 14" 26" 31" 27" 24" 22" 45 22" 24" 28" 75 1 1 15" 18" 30" 15" 15" 15" 27" 33" 29" 26" 23" 50 22" 25" 29" 83 16" 19" 36' 16" 16" 16" 28" 35" 30" 27" 25" 55 23" 26" 30" 92 1 1 Post S 13 pacing 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" n/a 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" 43" 36" 33" 100 28" 32" 36" 167 1.TABLE IS FOR SINGLE SPAN 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" U.. 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" MI. 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" "1, 300 31" 40" n/a n/a n/a 31" 43"".1 N/A 58" 51" 47" 200 35" 39" 45" 317 32" 40" n/a n/a n/a 32" 44" 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" 240 38" 43" 1 49" 1 400 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 Y 38" 48" n/a n/a n/a 54" 50" N/A N/A N/A 59" Lynchburg,VA 24503 39" 50" n/a n/a n/a 58" TABLE 7.9 Oh "R� PUT 40" 51" n/a n/a n/a n/a Q�yOFESS 81 9 IO 41" 53" n/a n/a n/a n/a �aL \F\ 42" 54" n/a n/a n/a n/a Uy0 VP*- - G'm 43" 55" n/a n/a n/a n/a - isc4-2012 TABLE 7.15 * 15 #. Sp Cl C ��P 9�OFC \FO CALIF DEC 18 2013 MAY 26 2015 [CC ESR 2676(2012 IBC)12/11/2013 Page 69 of 74 Y KZ 0.7 0.98 height factor,Exposure B and C �pcsssb Kzt 1 Topographic factor QQ -PU X Kd 0.85 Wind Directionality factor iZ1 1 Importance Factor O m Existing Residence G 0.85 Gust Factor .-�., 8 A m Cnet 1.2 Net Pressure Coefficenl Dead 1 psf * 15 P/2 Design Design C, a`P. Panel Span(P 0.6'W Down Load Up Load -CAL1POti Wind C&C (psf) (psf) S eed m h) Ex osure h s ( s W+ W- DEC 18 201 110 B 18.4 11.3 12.3 10.7 P/2 115 B 20.1 12.3 13.3 11.7 120 B 21.9 13.4 14.4 12.8 Header 130 B 25.7 15.8 16.8 15.2 1bNAL Overhang(0) 140 B 29.9 18.3 19.3 17.7 O PU 150 B 34.3 21.0 22.0 20.4 Q� Figure 1 160 B 39.0 23.9 24.9 23.3 81 9 Patio Cover Length(L) 170 B 44.0 26.9 27.9 26.3 110 C 25.8 15.8 16.8 15.2 /217 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 18.2 2 Dead Load=1 psf 130 C 36.0 22.1 23.1 21.5 `rTq lY 3 P dd Dead and Live/Snow Loads,multiply by half of Panel Span 140 C 41.8 25.6 26.6 25.0 TABLE 1 O A t Wall Load=(D+S)P 12 150 C 48.0 29.4 30.4 28.8 4 Result is wail load in pounds per linear foot 160 C 54.6 33.4 34.4 32.8 MAY 2 015 170 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 Speed(mph) Exposure (psf) 10 20 25 30 4 Result is wall load in pounds per linear foot Roof Live or Snow Loads Only 11.0 21.0 22.0 26.2 5 Maximum Shear Load in X direction is 547 Ibf(170 mph Exposure C,16.1'Rafter Span) 110 B 11.3 17.0 24.5 25.2 28.4 Max load in Y direction(towards house)is 68 plf (170 mph Exp C,8"beam) 115 B 12.3 17.7 25.2 26.0 29.1 Max load in Y direction due to force couple resisting lateral is 138 pif 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 12 130 C 22.1 26.0 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 ICC ESR 2676(2012 IBC)12/11/2013 Page 72 of 74 United Duralume Structural Properties of Beams,Fascia,Panels and Rafters for Use by Design Professionals ASSUMES FULL LATERAL BRACING Max Allowable Max Allowable Structural Element A I(W4)bottom Moment(top in Moment(bottom Max �FESS10�r compression compression 4)top in in compression in co((bpDrn'sion Shear(bif) Material E(ksq Ft(ksQ Flyks')Fy (ksn e PU / Rafters �y m m 0.024"x2"x6.5"Aluminum Rafter Detail 2.176 same 293 273 169 30041-134 10100 32 25 22 � $ 3 0.032"x2"x6.5"Aluminum Rafter Detail 6 2.929 same 552 494 406 3004H34 10100 32 25 22 O.D4D"x22")G.5"Aluminum Rafter Detail 6 3.693 same 851 786 800 30G4H34 10100 32 25 22 * *, 0.D42"x3"x8"Aluminum Rafter Detail 7 7.907 same 1164 1038 747 3004H34 10100 32 25 22 C 3 Aluminum Panels CA�tF 0.021"x3"x12"W Panel Detail E 0.445 same 228 365 979 3004H34 10100 32 25 22 0.024"x3"x12"W Panel Detail E 0.509 same 262 432 1119 30041-134 10100 32 25 22 DEC 1 2 / 0.032"x3"x12"W Panel Detail E 0.679 same 398 620 1492 30041-134 10100 32 25 22 0.D44"x3"x12"W Panel Detail E 0.933 same 629 929 2052 30D4H34 10100 32 25 22 0.018"x225"x6"Flat Panel Detail G 0.192 same 129 111 680 30041-134 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"x6"Fiat Panel Detail G 0.342 same 280 273 1209 30041-134 10100 32 25 22 �tr� P' 0.0385Q.25"x6"Fiat Panel Detail G 0.406 same 341 355 1436 30D4H34 10100 32 25 22 y 6 , 0.018"x2.5'724"Panel Detail F 0.463 same 144 209 357 30D4H34 10100 32 25 22 n 6 1 V 0.024'x2.5"x24"Panel Detail F 0.618 same 255 371 847 30D4H34 10100 32 25 22 17 0.032"x2.5'724"Panel Detail F 0.824 same 454 660 2008 3oD4H34 10100 32 25 22 * ,�. 0.038W.5'724"Panel Detail F 0.978 same 640 930 3362 30041-134 10100 32 25 22 ` \ IVI 0.018"4"A"Flat Panel Detail H 0.373 same 179 135 916 3004H34 10100 32 25 22 \ 9 0 0.024"x3'7c6"Flat Panel Detail H 0.497 same 274 238 1222 30041-134 10100 32 25 22 0.032"4"x6"Flat Panel Detail H 0.663 same 386 397 1629 3004H34 10100 32 25 22 0.038°14x6"Flat Panel Detail H 0.787 same 478 514 1935 3004H34 10100 32 25 22 y 26 2015 same Aluminum Headers 0.042"x3"x8"Aluminum Header Detail L/12 7.907 same 1164 1038 747 3004H34 10100 32 25 22 Double 0.042"x3"x8"Aluminum Header Detail W13 15.814 same 2328 2076 1494 30041-134 10100 32 25 22 Double 0.032"x2"x6.5"Aluminum Header Detail K/11 5.858 same 1104 988 812 30041-134 10100 32 25 22 4"x2.375"1 beam Detail P 1.712 same 1618 1618 2195 6061T6 10100 22 16 16 6"x4.5"I beam Detail 0 11.29 same 7121 7121 5857 6081TS 10100 22 16 16 7"x5.5"I beam Detail R 23.25 same 12762 12762 8861 6061T6 10100 38 35 35 10"x5.5"I beam Detail T 67.72 same 24816 24816 11308 6061T6 10100 38 35 35 Steel Headers 16 Gauge Steel C Beam Detail W 14 8.17 8.17 5176 5176 2355 ASTM A653 Grade 50 29000 65 50 14 Gauge Steel C Beam Detail W14 9.95 9.95 6305 6305 3962 ASTM A653 Grade 50 29000 65 50 12 Gauge Sted C Beam Detail W 14 14.98 14.98 9491 9491 115D4 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 So Double 12 Gauge Steel C Beam Detail 8/16 29.96 29.96 18982 18982 23008 ASTM A653 Grade 50 29Do0 65 50 0.048"x04"Lockseam Header Detail J/10 0.90 0.90 1203 1203 9175 ASTM A653 Grade 40 29000 55 40 Double 0.048"x3"x3"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 �yOfESS10 c�\QMAI/f C. 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