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Home My WebLink About10180120_1125 N. JACKSON - Plan (2)»0 [17<*., 'SA ./TA 4 -76'-2 ' DJKAJA Al, 72 0£.S> AL ST- 'U' )CA. 92·701 69 - 8 3/ ¥ S (/1 66 & 1 15 o CAL 6,0 J T746rD,1.5 1 12-6 j.o,DCL, -1 A, €:CWC / 0 /0 61 eK™VI A 'gt. S V,+C- 6 0 K.#JA 6 CA 92-8<7 114 - 9 4-9 - 6 800 A,L/0* 4 34182. 1 76- t 8,4'll,llft i.*0 40' 4 1 t to'*18' €nt 190 C AU,-1 15'3 " -:C Or. 02*, F -6y59- 9-1 2- 9 k, i-(A irrg APPRBOD B™-19.,51-D 5.- 0%.-PLANMIN@02*hiCk .l 3 80 1 2 Ele.24 49,0, 1 IGZ€C_+•4 +12- e•MAAST E,=-0=LY"._-9-4.1. ...11?4#p- *-_ZoneLM*%73-L PERMIT TYPE (BLDG,2LECT PLBG PLANNER 4;*«-DATELI*-6-92]r MECH GRADING PERMIT#LOI 80 00 TRAP.SFERRED -BY- DAEL-3-edle-6 OCC. GROUP PLANNINH INSPECTION REQUIRED:ROUGH- FINAL- NONE- CONSTR. TYPE_ 11 N*E-(714)--- h CODE EDITION \ 1 RETAIN KANE FOR FUTURE REVISIONS. FLOOD ZONE.SUEJFC F TO ITEMS CHECKED AND CONDITIONS BELC: FLOOD ZONE CERTIR REQ'D YES NO O INTERIOR TI ONLYO NO EXTERtOR ALTERATIONS/MODIFICATIONS MICROFILM Yti' Mb'Ge--f-/ E. ALL MATERIALS TO MATCH EXISTINGO SCREET<4·26 ,*.„Lw 1. •--a. V -3. p f= .1 1 !114 F DRADIANT BARRIER @ ROOF YES NO O SUBMiT LANDSCAPE PLANS . RESIDENTIAL DEV. FEE YES NO |CONDITIONS: SCHOOL DISTRICT YES NO c F 4 METALS USA PATIO COVER, CARPORT AND COMMERCIAL STRUCTURE ENGINEERING (2009 IBC] PAGES DRAWING SECTION DESCRIPTION 1 MUSAGN01.DWG GENERAL NOTES AND TRIBUTARY WIDTH DIAGRAM 1 GENERAL NOTES AND PROFESSIONAL ENGINEERING STAMPS LATTICE COVER COMPONENTS AND CONNECTION DETAILS 1 PAGE LAT01.DWG STRUCTURAL CONFIGURATIONS 4 PAGES LAT02.DWG COMPONENTS/CONNECTION DETAILS LAT03.DWG LAT04.DWG LAT05.DWG timag=, -4=e,--0-g=--a BUILDING PRODUCTS 2 PAGES LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES 6 PAGES LATTICE 2.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL COVERS USING ALUMINUM AND STEEL HEADERS IN 90 MPH WIND AREAS 6 PAGES LATTICE 3.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL COVERS USING ALUMINUM AND STEEL HEADERS IN HIGH MPH WIND AREAS SOLID COVER COMPONENTS AND CONNECTION DETAILS 11 PAGES MUSA01.DWG STRUCTURAL CONFIGURATIONS MUSA01 b.DWG STRUCTURAL CONFIGURATIONS MUSA02.DWG COMPONENTS/CONNECTION DETAILS MUSA03.DWG COMPONENTS/CONNECTION DETAILS MUSA04.DWG COMPONENTS/CONNECTION DETAILS MUSA05.DWG COMPONENTS/CONNECTION DETAILS MUSA06.DWG COMPONENTS/CONNECTION DETAILS . MUSA07.DWG COMPONENTS/CONNECTION DETAILS MUSA08.DWG COMPONENTS/CONNECTION DETAILS MUSA09.DWG COMPONENTS/CONNECTION DETAILS MUSA10.DWG COMPONENTS/CONNECTION DETAILS 6 PAGES 28 PAGES 28 PAGES SOLID COVERS 4.0 PANEL SPANS FOR PATIO, CARPORT AND COMMERCIAL STRUCTURES 5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN NORMAL WIND AREAS 6.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN HIGH WIND AREAS L \ E¥? 640/ioly / 1 - 0681 9 DEC 5 2011 _3Fi¥30131 PAGE Ml.DWG 7.0 MISC DETAILS 1 PAGE M3 7.0 POST AND FASTENER REQUIREMENTS FOR ALL STRUCTURES 1 PAGE M4 7.0 CONCRETE FOOTING OPTIONS 1 PAGE M5 7.0 REQUIREMENTS FOR LATTICE STRUCTURES WITH SURFACE MOUNTED POSTS ON CONCRETE SLABS OR FOOTINGS V 1 PAGE M6 7.0 FORCES ON EXISTING STRUCTURES 1 PAGE M7 7.0 STRUCTURAL PROPERTIES OF BEAMS, FASCIA, PANELS AND RAFTERS FOR USE BY DESIGN PROFESSIONALS December 5, 2011 1 PAGE M8 7.0 CONCRETE SLAB REQUIREMENTS FOR CONSTRAINED FOOTINGS & e 18[inis 888® 1* 35* 11:ii":it.,tii-ri=917 'i'*-Ill·;...'I..»M-/6.-./ /1.I...7...9nf=· .i.'./.4 I. -4· PROJECTION # TRIB WIDTH·In ' TRIB WIDTH -- TRIBUTARY WIDTH - OVERHANG - EXISTING STRUCTURE 1· PROJECTION 6---- TRIB WIDTH -- TRIBUTARY WIDTH -TRIBUTARY 1 WIDTH i DIAGRAM General Notes i. Structural design per the 2009 International Building Code basic load combinations described inSection 1605.3.1 and no increases are permitted for resisting wind or seismic forces. Aluminumdesign in accordance with the 2005 edition ofthe Aluminum Associations's spdcifications andChapter 20 of the ]BC. Patio Covers as defined in IBC Appendix I shall be used only forrecreational. outdoor living purposes and not as carports, garages, storage rooms or habitat)lerooms. Commercial Covers may be used for these purposes. Carports must have at least twoopens sides and have floor surfaces made of approved noncombustible material or asphalt2. At.least one holizontal dimension (proJection or width)· of cover shall be less than 30%3. Concrete mix: Fc = 2500,3000 or 3500 psi at 28 days in negligible, moderate and severeconditions as shown in Figure 1904.3 of the 2009.]BC. Patio structures may be attached toconcrete slab without footings when #ie post load is 750 Ibf or less and Ule frost depth is zero.Concrete shall be set back a minimum of 4" from edge or expansion Joint of a slab. Posts attached on slab will conform to Details LA35, MU100 or MU102.1. Each application shall show a complete plot plan of the property and buildings. Circle the post spadng, span, etc., in the tables that fit that particular job.i. Each installation shall bear an identifying decal giving the name and address of mfgr., live or snow load, design wind speed and exposure and ICC ESR number.8. Ught gauge steet shall be per ASTM A653 unless otherwise specified. Grade will be specifiedunder individual details. Thickness is bare steel. Negative thickness tolerance is -5%.'. Alternate alum. alloys may be substituted for those specified·provided they are referenced in THEADM 1-05 WITH equal or greater guaranteed minimum properties (Ftu, Fty, Fcy and E).Thickness indicated is bare metal and negative tolerance must comply with ANSI 1-135.2. 3004 H24 may be subsituted for 3004 H34.t. Lag screws shallbe placed in holes prebored 70% diam. For concrete block construction, place masonry anchors as per the installauon instructions.. Drainage which otherwise would go over a public sidewalk shall be coNected and diverted under sidewalk.0. Structures may not be endosed unless additional engineering is provided or by approval of the local building authority.11. A geotechnical invesugation is not necessary unless required by 1803.2 of the 2009 IBC·. Soil isassumed to be Class 5 of Table 1806.2 of the·2809: EC·- Bearing 1500 psT vert., 100 psf/R. horizand doubled as per 1806.3.4. These design values do not appi* famed. organic silts, organicdays, peat or unprepared fills and may require further soil invesligation. The building orcial mayassign a load bearing capacity. Units in a snow load area of 25 psf or less may be built on 1000Psf bearing soil v./0 addillonal engineering. Minimum footing depth is the local frost depth. ICC ESR 1953 (2009 [BC) 12/5/2011 0 Z E 7 e 9 1 4/ 12. The roof panefs shaH have a slope between 0.25' and 1' per foot13. All steel shal! be galvanized ASTM A-653 (390, A123 (345 or Al 53 8-3. painted ASTM A755 or use an approvedcoating complying with [BC section 2203.2. Paint inside of ali embedded posts from the bottom to 12' above grade.Where aluminum is in contact with dissimilar metals (other than stainless, aluminized orgalvanized steel) or absorbentbuilding materials, likely to be continuously or intermittentfy wet the faying surfaces shall be painted or othe;Wiseseperated in accordance with the Aluminum Design Manual Part AA Secdon 6.7.1.14. Wind velocity and Ground Snow/Live load are identifed in ali of the relevant tables. Roof snow loads have beendetermined in accordance with ASCE7-05 Section 7.3. Ct=1.2, i = 1.0, Ce=1.0 (All exposures except B and C when located light among conifers)Ground Snow Load . App}ied Roof Load 10 psf 10 psf LIVE OR GROUND SNOW 20 psf 20 W LIVE OR GROUND SNOW 25 psf 21 psf DESIGN ROOF SNOW LOAD 30 psf 252 pet DESIGN ROOF SNOW LOAD 40 psf 33.6 psf DESIGN ROOF SNOW LOAD 60 psf 50.4 psf DESIGN ROOF SNOW LOAD WIND SPEEDS IN THE 2009 IBC ARE "3 SECOND GUST WIND SPEED.° ALL STRUCTURES DESCRIBED IN THISREPORT ARE DESIGNED USING PRESSURES CALCULATED FROM "3 SECOND GUST WIND SPEEDS:FOR ATTACHED STRUCTURES THE MAXIMUM MEAN ROOF HEIGHT OF THE EXISTINGSTRUCTURE IS 30'. KztWAS ASSUMED AS 1.0 FOR ALL WIND LOADS. SITE LOCATIONS REQUIRING HIGHER A HIGHER Kzt VALUE(ISOLATED HILLS, RIDGES, ESCARPMENTS) Will REQUIRE HIGHER WIND LOADS AS PER ASCE7-05SECTION 6.5.7 AND ARE OUTSIDE THE SCOPE OF THIS REPORT. NOTE: EXPOSURE B: SHALL APPLY WHEN THE GROUND SURFACE ROUGHNESS CATEGORY B (URBAN ANDSUBURBAN AREAS, WOODED AREAS, OR OTHER TERRAIN Wi NUMEROUS CLOSELY SPACEDOBSTRUCTIONS HAVING THE SIZE OF A SINGLE FAMILY DWELUNG OR LARGER) PREVAILS IN THE UPWIND DIRECTION FOR A DISTANCE OF AT LEAST 1500 FT. EXPOSURE C: SHALL APPLY WHEN EXPOSURE B AND D (SMOOTH MUD FLATS, SALT FLATS AND OTHER) DO NOT. SEISMIC LOADING:MAX]MUM Ss = 150% SHOWN IN 2009 IBC FIGURE 1613.5(1) Sl NOT APPLICABLE TO THESE STRUCTURES SITE CLASS = D BASIC SEISMIC FORCE RESISTNG SYSTEMPOSTS EMBEDDED INTO FOOHNGS = ORDINARY STEEL MOMENT FRAME POSTS SURFACE MOUNTED = GENERIC SYSTEM >> R = 1.25 ANALYSIS PROCEDURE =EQUIVALENT LATERAL FORCE PROCEDUREThese roofs are not subject to maintainance workers and have not been evaluated for a 300 IbiMaximum mean roof height of existing stmcture for attached units is 30'.15. The width of single span attached solid cover shlctures must be at least 100% of the projection. 16. Multiple span units are allowed.17. All structures must comply with one of the following:a. All structures with a roof snow load of 30 psf or less may be built in Seismic Design A-D up to the maximum Ss noted in General Note #14.b. Structures With flat roof design snow loads over 30 psfcomplying with IBC Section 00 w.-i =xcepuorun do not require additional seismic analysis.c. Structures not complying with (a) or (b) require additional engineering sessmic analysis.18. All aluminum and steel solid panels are class A fire rated as indicated in IBC Section 1505.2 Exception #2.19. All screws are self drilling (SDS) or sheet metal (SMS) and in conformance with ICC ESR-1976, ESR-2196 orequivalent and use head diametefs equal to #8=4", #10= t,#12=46" and #14=* orsteel washers with similardiameters. Ail bolts are ASTM A307. All wood screws must comply with ANS]/ASME Standard B18.6.1 and AF&PANDS-05 11.1.4. All tag screws must comply with ANSI/ASME 818.2.1 and Al:&PA NDS 11.1.3. All washers are AS™F844 w/ Dimensions complying with ASME 81822.1 Type A. Steel nuts to be ASTM A563. The minimum washerdiameter for bolted connections is 1% AU fasteners wiil have a minimum edge distanc of 2x the fastener diameter.20. Header splice shaH not be located nearer to the end of the structure than the first interior post21. Wood used in connections shali be protected from weather as per IBC Section 14032 andfor 1503, whichever is more stringent.22. Sliding snow is beyond the scope of this report- Drifting snow is covered under Detail M223. Al! muispan tab!es assume equal spans within 20%. Al! specifications must be based on the lonzost actual span. Page 1 of 101 0 q[ 1 i r 4ET 1-l/WIT 946-9000 i.f= Revisions Cal 0 3 I-00 3 f 1--Mmaz 9 = SM==Mi- 4 C16.0 N 3 1-J iD r Cart Putnam,· P.E. 3441 IVYLINK PLACE LYNCHBURG. VA 24503 CARLPUTNAM@COMCAST.t <-' CMP Cherie Gy CMP Date 'll,SAGNol.DWG Scale ,...ZZ' 24 XE I /1 1 6839 1DEC 5 2011 concentrated load. 5 1%4.N J 10 Category (SDC) .)22273)/:Wtmm/,;,3//%:B MEGram '16%.1 1:/444.*71'.=----2/ 8 24. When a sihgle span attached unit ie attached to a wooden deck, the maxhnum dead lead + live/snow 10*ti froni the e5 patio cover ts 750 Ibsand the posispaning·shati not exceed thal spe©med for ataching te a conegete shb. The:2 t.*042*1 4¢01/t .187 Met maximum tonnection uplift load is 1162 Ibs for 90 mph wind speed Exposure G. Connections are fbr maximum patie ' 2 U *rodfheigh:&07 12'abouegrade. Theeds#ng deckstniciaremustbeadequate tosustaintheseadditional foads. The 21§( '00.293,-8 1 %11 &4$ 5119st¢u*rak! adequacy qt the deck to'safely*ustain these addi§cnalloads ¥011 requite apieval by the igacal buitding 3 i'qui#*Rk"up/,F:,3& 11 A i @0#10-01y Graddi#Onal engine*ing. See Delktil Mi: Cwlshu¢{ion-outside d:these parameters ma*quire addiubrial 5 'b·,/09.\2 j <.P-=> #rigine@*09. :0/141 ./I. i. 25.Ili,s.*nliteengineigdng pad<*gewin not ben*iral·tor fr©slbu#ding perm*s. Submhsignfor a buildIng permit must '46·4...,4-'-2& ->...h. 1 - r 1 DIet*1*4.GENERAL NOTES{MURAGNal.51¥GJ -2 4 STRUCTURAL CONFIGURATIONS (LAT01 or MUSAOT) .·07 97>92€g. RAFTER SPAN TABLES (FOR LAT[!.CE STRUCTURES}.:PAWEL SPAN TABLE*· {FOR *8-10 toVERS) 068* ..4¥· *TH (FCA¢PMBINATIONSTRUCTURES>**; WD 1 9/ :*I 245- d. HEADER POST SPACING. FOOmNG- SIZEAND POST TABLE FOR UVEISNOW AND WIND LOADS. 6 2 C \2 / 4#44.POS.1 1%, I * & i 4.ALLAPPROPRATE DETAILS a e$41 ga. 42IlnCtZ:Zt272*22:A :CRUt;feraNrtTELIirt{# Sth)¢ttite-15% R fl % - 4i. 1* 'f.- 1 1 4iesili:Lwa-'**"UxUL. A jitlj,1 404*0(& li: reI *1"m#4420. %1 02.34 ./9 -:r.:/Fu ti '* . 9%> 4 1 ..9;i#oROF OA e> C¥3 4. rul]WAW / 1#5 - 18104 P¥#164. + a.* 215* =92§*t?f *0&' Il BE 703 .........421WmaRAW/lrn#Pmti** eye % 0 775*An"Ji ..%¥%4.5,1459,9*KSM+PA ; 4245*2;1>Nvie jk*EA#8X 29*4249 I J,0-'9RSBA r A+ld-*#.s--,7f4- ./2 f AN· l RZ. lETZ puna ** T/11 Clv f,9ii, / f ..z 1 r Fral-%:.se-,e.vy 4.42*60*4# \U--=20#.L -fi- I< J mr„ re r , f .144 1 - VIEP *51 4 -7*TH 5 CA ..... 4 V.-4.2 - ; » A.29 4 3¥063&2}11?, j '441*F,2% -9- mONDATE#18 4,%..A-,DEC 0 ·5 2011 4,4,#"it•:00•11 464·...4 754Afe CA* M. FUTMA*' E 3 /-2< 0377<52 .4 2 4 2,944»y-%397 ... - -'Fim72-rICC ESR 1953 (2009 IBC11.0/2011 1 22:1128 2-my ALJ . Page 2 of 101 1 N MUSAGN01346 . *I'-#*.X---'· *'*-'r'd·'·-'re€ ir.14- •t,- 1.- .Iwd:#- C 68 4 CN € PCAlf JN 2Z 00** I ..081*. ..1.*Ad ' 20 21-:waki-'44 0 -C, 4 ROLL FORMED OR LAMINATED ROLL FORMED OR LAMINATED SANDWICH PANEL FASCIA, ALUMINUM SANDWICH PANEL I BEAM OR OTHER STRUCTURAL HEADER I BEAM OR OTHER STRUCTURAL HEADER MULMSPAN FREESTANDING UNIT MIN 3.5' CONCRETE SLAB REQUIRED FOR CONSTRAINED FOOTINGS . /- POST /6- 391 a 0-1 V ANDING SINGLE SPAN COVER CIRCULAR FOOTING DETAIL MU108 413/f CUBIC FOOTING nrTATI MI Il nA Revisions L e I:::/B:: il ALL HEADERS MAY 0 ALL PANELS-/ WIDTH MUST BE AT LEAST OVERHANG 25% Elf MAY OVERHANG 100% OF PROJECTION FOR 1/7SINGLE SPAN ATTACHED POST SPACING -,C.,nr -ri irrn STRUCTURES ..---.. --LEDGER BOARD 1110 W ¢0.25' PER 12' "'. MINIMUM SLOPE PROJECTION L -i /- MULTIPLE SPAN J/ HEADERS ARE ALLOWED PATIO COVERS ARE LIMITED TO 12' HEIGHT COMMERCIAL COVERS AND CARPORTS ARE LIMITED TO 15' HEIGHT ..4 d ATTACHED SINGLE SPAN COVER '1 MAY BE MULTISPAN /5/ h co/. ur i nci,% CLEARSPAN 1:. y >7 CUBIC FOOTINGDETAIL MU108 P 4 0 6 681 IVIL h< DEC 52011 JUN 13 rjih Carl Putnam. P£, 3441 IVYLINK PLACE LYNCHBURG, VA 24503 '5:3- CUBIC FOOTING CARLPUTNAM@COMCAST.NET DETAIL MU108 Dmin ey CMP Check Bi EMP SINGLE SPAN 47 SURFACE MOUNT OR - EMBEDDED ATTACHMENT ICC ESR 1953 (2009 IBC) 12/5/2011 FREESTANDING UNIT 12'>73.3/ Page 22 of 101 \ MIN 3.5' CONCRETE F-10 L SLAB REQUIRED S.*e FOR CONSTRAINED FOOTINGS MUSAOla.DWG Page # i' 11.7 v-rv-gwuu PANEL PANEL Revisions BEAM BEAM MULTISPAN FREESTANDING UNK HEADER/POST CONNECTION 0 POSTS ANDING.SINGLE SPAN COVER CIRCULAR FOOTING rI I C DETAIL MU108 posT /f' -hf mmi 2 - CUBIC FOOTING DETAIL MU108 2102 1 DETAILSPANELS, MU05, MU06, MU08, MU11-14. MU21-26, MU33-35, MU39· STRUCTURAL FASCIA: MU07, MU09-10, MU15-20. MU27-32, MU36-38 BEAMS: MU50, MU56-MU65. MU76-78, MU96. MU113, MUI 14, MU120 POSTS: MU49-51, MU89-98, MU100, WALL HANGERS: MU40-48 SPLICES: MU52-55, MU66-76 PANEL/WALE CONNEC-ION CONNECTION DETAILSHEADER/POST, MU99-104, MU110-115 POST/FOOTING OR St_ABi MU100, MU102, MU108-109. MU116 PANEL/WALL: MU105, MU106, MU107 -- POSTS "-- - . ILA7.1.1:. 6. DETAIL MU108 PANEL 0 3 6 19 00 15 * FASCIA 1 CAL JUN 1 1 L HEADER/POS CONNECTJON 1 Putnam, PE, 41 IVYLINK PLACE LYNCHBURG, VA 24503 HEADER/POST - CONNECTION 12-4-CUBIC FOOTING CARLPUTNAMECOMCAST.NET 7 11.-7"DETAIL MU108 CMP 'A Check Et' DoteATTACHED SINGLE SPAN COVER MAY BE MULTISPAN SINGLE SPAN SURFACE MOUNT OR - FREESTANDING UNIT % :. -&....1 EMBEDDED ATTACHMENT -- DEC 52011 MUSA0110.DVG 4 pe # [CC ESR 1953 (2009 1139 12/5/2011 - Page 23 of 101 ...2371.-2 y 3.5'·PANELS AND FASCIA 'w*na1- 0,078 -El *T /-SEE DETAIL MU13 r SEE DETAIL MU13 12' I 12' \j 1 T l 55 1 -SEE TABLE 4.19 -0.062 56 0.062 - 3.5'X12' AMBASSADOR PLUS PANEL 3.5')(12' VEE PANEL 3004H34 ALUMINUM 3004H34 ALUMINUM ASTM A-653 GRADE 40 STEEL SEE DETAIL MU13 *0/i* 12' M_1 17' RF FASCIA /6Ki\ 3004H34 ALUM (t= 0.040, Ce) 3,5'X12° W PANEL 3004H34 ALUMINUM ASTM A-653 GRADE 40 STEEL . e 5.5' EXTRUDED SAMSON GUTTER FASCIA GUTTER FASCIA 6063T6 0,16063T6 -SEE TABLE 419 5.370'SEE TABLE 419 C,005' Mr 1 /999 0t-3.45'-q 0.050')STATE FASCIA 1 3004H34 ALUMINUM k#\ 277 DEC 5 2011 lcD , 0 3 01- 03 Oma ¢32 24 0 3,0' PANELS AND FASCIA r#8 x1/2- SMS e 3' 0/c 12' ASTM SEE DETAIL MU13 l 3, 0.162-CRA | 0. i OLYMPIC FLAT PANEL 8000 PANEL 3004H34 ALUMINUM 3004H34 ALUMINUM A-653 GRADE 40 STEEL ASTM A-653 GRADE 40 STEEL 12 0.325 t\N 12' 30<12" W PANEL 3004H34 ALUMINUM 4 13 205 4 · ON J 1. 01 * UCERS SHEER * 1-SEE DETAIL MU13 IFrtI 1 - - r- 12' © 3')(12' RISER PANEL3105 H14 ALUMINUM SEE TABLE 419 -2 ,<-SEE TABLE 4.19 -1 /27\ -3.25- +0·050 0,078 3 «14 d / 0 0.062 # 5.7 M -0.036 55 b tfi 0.062 Carl Putnam, P.E 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM@COMCASTNET 6.5' RF FASCIA 3004H34 ALUMINUM 5' RF GUTTER FASCIA 3004H34 ALUMINUM 0.070-4- Ve,11- - -3.45'- SAMSON GUTTER FASCIA .7' RF FASCIA 42/STATE FASCIA 6063T6 ALUMINUM 3004H34 ALUM (t=0.040' & 0.050')3004H34 ALUMINUM 17 _1_J () 5,5' AND 5'EXTRUDED GUTTER FASCIA 6063T6 ALUM Diuwn 13,CIP Chec* 8, CMP Date Filenams MUSA02,DWS p. 0 NTS ICC ESR 1953 (2009 IBC) 1215/2011 - Page 24 of 101d HOUSTON, TX 77017 (713) 946-9000 ¢ C 2.5' PANELS - AND FASCIA 2 4. ,4 -M.*SEE DETAn- Mt= SEE BETAIL ,#113 - SEE DETAIL MU13 1 <-12.5' 1 2.200\ 0 0 /1 / 4 n A w G2.5')(6' FLAT PANEL 2,5'><8' FLAT PANEL 3004H34 3004H34 ALUMINUM 24' PATTIPORT 3004H34 OR ASTM A653 GRADE 40 STEEL 24' 1224' SEE DETAIL MI[13--- SEE DETAIL )&03 | | SEE DETAIL 1131 aEr 0 q. 6-\ (* 24° TRI STAR PANEL 3004H34 2.59<24' TRI VEE PANEL 3004H34 ALUMINUM ASTM A-653 GRADE 40 STEEL 2,5'X12' TWIN VEE PANEL 3004H34 ALUMINUM ASTM A-653 GRADE 40 STEEL r-SEE TABLE 4.19 -LJ -SEE TABLE 4.19 ·RUT PREL ·:7 *K·· *'R:-3 Mi m"·*'Pite:.·'·94: ·6544*-S-,>.:-4 95·21/*6·49/:··, -SEE TABLE 4.19 r 1•-4--a050 6 |-325-| 0.036'11 Hy-1 7' RF FASCIA 3004H34 ALUM 6.5" RF FASCIA <t=0.040' & 0.050')3004H34 ALUMINUM r 0.078 C 0.062 5.5'd L 5 1-2.2-4 |-25-4 [-3.3-4 6' RF FASCIA 4.5' EXTRUDED FASCIA 3004H34 ALUMINUM 5° RF FASCIA SAMSON GUTTER r 6061 T6 3004H34 ALUMINUM FASCIA %'Al=EMET - 6063 T6 EXTRUDED FASCIA 6063 T6 T V 1L OF¢tats>9' 08 SMS @3' 0/C-7-SEE DETAIL 1813 \ SEE TABLE- c- 4.19 1-1¥ 2. 1\ A / 12 51 + -- 0.075 6 3 6.1 0#EER m 2'x6° FLAT PANEL(a) 3004H34 ALUM 4'><12' VEE PANEL \j8-»3.7-] DEC 5 2Oll 3004H34 ALUMINUM ASTM A-653 GRADE 40 STEEL 5' MAGNUM GUTTER 6' MAGNUM GUTTER 6' SMOOTH GUTTER - 6063T6 ALUM 6063T6 ALUM 6063T6 ALUM Carl Putnam, P.E. 3441 IVYLINK PLACE 8375'11. LYNCHBURG, VA 24503 08 gis 93, O/C-1 CARLPUTNAM@COMCAST,NET 3*, 35', 4' or 6' ) ,-1.5 PCF FOAM - 1 9,· WESTERN PANELS WrmNAL FAN-j AND FASCIA ALUM BEAM 606376 .MJE4- or· &032. Or FULL LENGTH OF PANEL 3I05H14 ALOmiNLIM ALUMINUM SANDWICH PANEL .AS PER ICC ESR 2229 .USE OF FOAM CORE SANDWICH PANEL WILL REQUIRE THE-USE-OF I 3'X24' PANEL Faanarrte A DESIGN PROFESSIONAL TO COMPLY WITH EXISTING ICC ESR . 3004H34 ALUMINUM MUSA033)WG ' . ASTM A-653. GRADE -40 STEEL Scale NTS page # .. Ll Drawn By CMP Cttect< Ely CMP i [CC ESR 1953 (2009 IBC) 12/5/2011 Page 25 of 101 " ...1 w-'v ./VVV 0.27 0.05 HANGERS Revisiohs CALUM. 6063 T-6) 0.062'-„ -1.625' --0.75'+-4 -1.625'-4 1 1 000 5.040 1I -1 1-0274 U 77 4.100 8187*h U O,050'-1 0.230- MU 40 -0.062 4160 DETAIL MU42 IS ALLOWED UNDER THESE LOAD CONDITIONS LIVE/WIND OPH)PANEL SPAN SNOW EXP B EXP C 10 PSF 130 110 ALL -- 1.705k--1.000 20 PSF 120 105 ALL 25 PSF 120 100 ALL 4' HANGERS 30 PSF 110 95 ALL 6063T6 ALUM 3.0-52' 3,552' -1-0062' 38-32'3.74' REF 2.9 3.74' REF e 424'- 0.062' =&3FF0.5.(509/ 0.050:## E-0.5' -4 1.375' --3" AND 2.5" "G" HANGER >·63 flu 43 '1 33 0 --4-0274 ---- 0.274 3-1/2 "J" RAIL 0.055----- 3.101 0250-1-1 0.976 J 0.062 Ll 9 inn SEE TABLE 7.5 FOR TYPE AND SPACING-AOF FASTENERS RAIL PROFILES -}-0.75' ALUM. ALLOY 6063-T6 .Eme.Eoud m --1.625'-4 t.=&==* 2 PUJ 41 l 1 EU.U.JI -1 1.702 1-I-+ 1.000 3" HANGERS 6063T6 ALUM 4,44=2 panel height y EEBG 7 1.mr 35%20 0.062'2.0 52' -1,062' r 1- 0.5'4.000 - 1-L -] 1.062* An,[ n =r== -3.000- ....rw I1-3,000-1 - - 0.120' \My< Co-HANGER -0.075 -+-0.062 0.075"x3"xy POST 4"*4" POST 0.062'*35<3' 6063T6 ALUM 6063T6 ALUM MAGNUM POST 6063T6 ALUM 3-1/2. "G. RAIL 0 7 RAIL 15 * 6. 9 101. VILCOFCALRO?+ DEC 5 2011 . FASCIA SPLICES INWST BE WITHIN 12' OF A POST \.0/ fEE DETAIL MU55-<*- IL_-- 1 P' SCREW PATTERNS FOR ALL FASCIA SPLICES. ALL FASCIA , lic IMS SPLICES MUST BE WITHIN 1* MIN- 12' OF A POST 5,5' EXTRUDED <3/50 EXTRUDED 5' ROLL FORMED GUTTER SPLICE GUTTER SPLICE GUTTER SPLICE 6063 T6 ALUMINUM 6063 T6 ALUMINUM 3OO4 H34 ALUMINUM 1CC ESR 1953 (2009 IBC) 12/52011 Page 26 of 101 1= MIN 9 0 O 0 000 MU 52 Carl Putnam. P. E 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM@COMCASTNET MUSA04.DWG Scale Poge 0 NTS CMP Check By CMP Date C / 1,4 ¥40-WVUU k 1 Fa125 0 -4-0.062 (U 0 0,080 - - - -0.110 0 0 lfS 9 6 0.080- -r-1.000 0.110 T[ 0.125 - 000'Z r,r---THREE #14 SMS I, 1200 11 r REQUIRED FOR r LATERALLY BRACED SPANS REVERSED SPLICE 100 DETAIL MU74 6' LONG 280' 0/C 0. -<THREE #14 SMS - ,,--REQUIRED FOR/' LATERALLY BRACED - 92#4 REVERSED SPLICE DETAIL MU75 6'LONG 272' 0/C - -0.140 10.000 0170 j -3286-1 1 Lea5I 0.105- - 0.070 --4 - Revisions ·- THREE #14 SMS 5.689 It 1513 e 10,00 4'xy I BEAM 5'xy I BEAM 6061 T6 ALUM 6061 T6 ALUM MU 58 - -THREE #14 SMS -L L_ 1 -aloo 104<5.5' I BEAM 6061 T6 ALUM -4,000 -5.500 SAMSON BEAM 6063T6 7'x4' I BEAM 75<5.5' I BEAM .- 6061 T6 ALUM 6061 T6 ALUM59 MU 60 5.860 P 0,170 ... AA 7' I. BEAM 63/6061 T6 ALUM 5' I BEAM 6061 TG ALUM L 1.000 5,500- 0 z LOZZ Xl -0= l' 5.860 1 5' I BEAM 1.-3,P30-1 ro,180 061 T6 ALUM 1 1 3/80 BOLT P 0100-1 N -, o.ioo 'Yf 3,000-4 1 R PLCA ;f &d £' 40 :5.86' I BEAM -*11- Moo 1 T6 ALUM 5.000 --0.090 -- 0.0841 y I SPLICE0 ·- - 0.140 0,090 7000 0.3201_ 1 -4# 0.100 IL-,13 061 T6 ALUM r-0.600 0.168 J 20=19 -t-0.090 1 r-0,320 4H.090 ¢ 0.600 3/8' BOLT-- 1 1T ---71 8 PLCS F 13 3 , O.040 ·· I -32-_ 0,200 6.040 -1 --0.100 3.137 1 160 __0,150 It[L- =U r 1. MIN -11,28oh "x3' I SPLICE 1' MIN --*1.350 3/9' BOLTS (8 PLCS) 1 14 061 T6 ALUM 3/8' BOLTS -3,5' C SPLICL ®\,PLACEMENT AIR 7' AND· 0 1 10' I BEAMS iO 0 010 0 0 6061T6 L - 3/8' BOLTS <8 PLCS) 1L-® PLACEMENT FOR 3.9 9 ® ® 9 C SPLICEAND 5' I BEAMS ,6061T6 | 0.760 .L J W 1· I 20' FOR 3,50 I BEAM · 1 24' FOR 5' I BEAM36' FOR 7' I BEAMS ' 52' FOR 10' I BEAMS - 1 4 FULL STRENGTH SPLICES 3441 IVYLINK PLACE Cart Putnam, P. E. 3/8' BOLT-<LYNCHBURG, VA 24503 9,560 --0.165 8 PLCS CARLPUTNAM@COMCAST.NE 6.690 --0,120 /mh 10'3 MU 3 65 60 1E 1.500 - *DE CE | 1.040 2 - 0.090 4,110-*1 I.410 47 $ N .L. ... UILDI 20- 0. /fiiA 290 r ' MIN - 6 9 15 JUN 1 V h 0WEER * ill 3/80 BOLT '7' I SPLICE 73 Drawn By CMP 6061 T6 ALUM Check Ey CMP Dots -1 2.250 p_ H F MUSA05.Dv al 7. C SPLICE -1 2,150 I-- Ft-me Paga 6 NTS 6061T6 10' C SPLICE FOR 10° I BEAM c ]CC ESR 1953 (2009 IBC) 12/5/2011 Page 27 of 101 6061T6 MU 73 6. IL MU 75 DEC 5 2011 MU 74 4* RFU; 713) 946-9-_. 0.06[ :gll 1 0.0590 (16 GA) 0.070' a4 GA) 0.105' <12 GA) 8.(00 --0.042-6200 0.024'7£75 0032' -- -0.040°MUST BE ENCLOSED 0,-IN MU76 ORLATERALLY BRACED 5.683 Raisions 0 0 0 0 0 2.3750 0 0 0 0 0 6 0 0 0 0 5.683 0 log 0890---1.560 - L975 0.125 - - ©0 /ia STANDARD - BRACKETd UV FOR CLOVERLEAF POSTS 76 // -2.500-1 1 6063 T6 ALUMINUM HEAVY DUTY BRACKET !-1000-1 -3.000-2'X6 1/2' HEADER . FOR CLOVERLEAF POSTS 0.042'x3'Xe' HEADER/RAFTER 3004 H34 .STEEL C BEAM ASTM Fy = 36 KSI - 3004 H34 -- A653 GRADE 50 ASTM A123 G75MU 78 5.683 0 1 - 1.500 [- 5.683 LU I nnon_ ALUM BRACKET FOR 3' SQUARE POSTS 6063T6 0.250 - 2.78 BRACKETS FOR 1.5' SQ TWIN POSTS 6063 T6 ALUMINUM 0.090- - -2.750 - 0.090 - - DEC 5 2011 r- FOUR HOLES FOR STANDARD BRACKET 0ttLlg2/4. BOLTS FOR 3' SQUARE POSTS -2.308- -2.375-1 ALL BRACKET --606341-6 ALUMINUM -3.344- -2.702- DIMENSIONS f -I .- 8 EXCEPT THICKNESS --0.135 - -0.090 4 -0.090 1m ARE APPROXIMATE - -0.125 3/8' BOLTS (11< TWO HOLES FOR b 00 'U' BRACKET 'U' BRACKET 3.59<3' IBEAM POST BRACKET M 6 - -0,188' FOR CLOVERLEAF POSTS FOR 3' SQUARE POSTS ALUM 6063-T6 6063 T6 ALUMINUM ------7 6063 T6 ALUMINUM MU 84 4 MU 85 4v ru T1 3.000 - E'02e. -5,875' or 6.875' - - 0.0321 0.125' ALUM 'H' 1ALUM HEAVY DUTY BRACKET (6063T6) 0.032' ALUM -0.040' ALUM0.043' STEEL FCIR 3' AND 4' SQUARE POSTS BRACKET 6063-T6 j0.062 -1 1 [23 g MU 89 y LOCKSEAM POST A-653 GRADE 40 STEEL 3004 H34 ALUMINUM 41.5' SQ TWIN POST 93004 H34 ALUMINUM MU 91 L5' SQ TWIN POST 6063T6 ALUMINUM r-0.0249(3'Xy Yarl Putnam, P. E. SQUARE POST 3441 IVYLINK PLACE -- MOO--1 #14 SMS @ 24' LYNCHBURG, VA 24503 3/16' or 0.095?*201 CARLPUTNAM@COMCAST,NET 0/C TYPICAL-- 1/4' SEE MU112 /»-4 Cruwn By 0024'X29(65' Ched m ---1. ALUM SIDEPLATE Date O% 4 OR 5' ASTM A500 &895' Xye al =El=U /GRADE A STEEL POSTS ASTM A500 GRADE A CER FLUTED 3*3' ALUM POST SEE GEN NOTE #13 FOR STEEL POST 423/ ALUMINUM POST SQUARE POSTS t= 0.024'3004 H34 <4 8' POST WITH Fnenarne CORRSOSION PROTECTION SEE GEN NOTE #13 FOR 6061 T6 At-UM 6863-T6 t= 0.1200 -SIDEPLATES - MUSAOGM* Scale Page f - NTS CORROSION PROTECTION - 5,E75 S/0 U C6 9 15 * JU 1 1 * LICENS *ASER D.05: MU -3'. 4' OR 5' - 94 1 t t MU 97 *IL ICC ESR 1953 (2009 IBC) 12/5/2011 Page 28 of 101 (713)· 946-9000 04,tr,- V- 105 85 SEE TABLE 4.20 ,- RF OR EXTRUDED FASCIA SEE TABLE 4.20 Revisions 03 1f ,/ ELEVEN #14 SMS DR Ll 1-·0 47 TWO 0' BOLTS W/ r WASHERS I · 4A MAX WIND LOAD IS E 90 MPH EXP..R-__ ROOF PAN -1 11 ¥ ¥ 1-1 J -0.070 11.' <-| TWO 3/8' BOLTS MAX HEIGHT 8' t 4/ I• STEEL WASHER 7h«Greye ..: -3.062-0--EIGHT' #14 SMS/SDS - EIGHT #8 SMS0.03271.5'45' OR F 3' ALUM <t=0.040'- -0,060'Xl.5'>(15' MINIMUM) OR S= 0\V\\ >-- ALLM TWIN POST I BEAM EIGHT #14 SMS FORct=37* FOOTING - 1.5= -6' OR 9' - SAMSON BEAM (ALUM. 6063-¥6) - 8' HILTI HIT-HY 150 MAX-SI] -N k_ *r- DETAIL MU81(ICC ESR 3013) V 7/ 2,375' EMBEDMENT STEEL POST OR AND 1' 0 WASHERS - HEAVY DUTY BRACKET t=0.120' 6063T6 ALUM OR STEEL ALUMINUM POST EIGHT #8 SM -- --.0625' FASCIA OR 4' I BEAM -21_1 ALUM, ALLOY 6061 T-61 - | I-BEAM WITH BRACKET 10 »*JA€?+46··· '.1.Ov - ./ [VT- W .1 191 L TWO 3/8' BOLTS W/-21 1' STEEL WASHER POST CONNECTIONS AN SCROLL POST DETAILSINGLE SPAN ATTACHED UNITS ONLY SEE TABLE 4.20 OR EIGHT #14 SMS 3' POST --·- EIGHT #8 SMS OR SDS 2' MIN SEVEN F BOLTS FOR 10' I BEAM W/ FULL SPLICES - FIVE F BOLTS FOR 79<5.5' I BEAM W/ FULL SPLICES FOUR 1/2' BOLTS FOR 10' I BEAMS ALL OTHER I BEAMS USE FOUR 3/8'BOLTS SCREWS D-ne -1-0£, 1\ A \ -SEE TABLE -4,19 OR 420ALUMINUM BRACKET DETAIL TOP MU82 OR 'U' BRACKET MU84 .t-t an€%-1- 4 i ur. w-LO -r OR BOTTOM ZONNECTION A A 1 1 DUU r-FOUR 1/4' BOLTS .// 0.050'X5/8' STEEL VASHERS 3.5°*3' I BEAM BRACKETLjtfiA r JJ 0 0 e 68 20 t J 1 013 4-FOUR 3/80 BOLTS <Carl Putnam. P,E. TWO * HILTI HIT-HY 150 MAX-SD (ICC ESR 3013) W/ 2.375* EMBEDMENT 3441 IVYLINK PLACE W/ 1'0 WASHERS FOR FOOTINGS UP TO d = 26' 0,040'xy*3' LOCKSEAM LYNCHBURG, VA 24503 ATTACHMENT TO 3.5' CONCRETE SLAB DETAIL MU89 CUT PORTION OF DEC 5 2011 CARLPUTNAM@COMCAST.NET FOR 10 PSF LIVE LOADS MAX FOOTING SIZE BOTTOM FLANGE TWO ANCHOR UP TO 110 MPH EXP B · OR 100 MPH EXP C d = 328 AT POST FOR 20 PSF LIVE LOADS AND HIGHER Dram By TWO ANCHORS FOR WINDS UP TO UP TO 130 MPH EXP C \ CMP Check B¥ STEEL POST DETAIL MU93 CMP CONNECTION OF 3' POSTS TO FASCIA OR 4' I BEAM AND SLAB/FOOTING Ah ALUM POST DETAIL MU50 SINGLE SPAN ATTACHED UNITS ONLY 499/I-BEAM CONNECTION OR MU96 Filanome MUSA07.DVG Scale Poge # MTS ICC ESR 1953 (2009 IBC) 12/5/2011 Page 29 of 101 C /10 J W40-WUUU *i_J 1/ lilli - SEE GENERAL Ni --34 Ic 101 / 5-L-- > CONCRETE OR> MASONRY ANCHOR71 *3 SEE TABLE 7.571/4' LAG SCREW 00 I f /SPACING / FOR FASTENER - I/15-STUD, CONCRETE #10 3 OR MASONRYWALL --. 4.19 OR 4,20\\STRUCT EXISTING DF WOO] \ PANEL 11 /V i /. FRAIED WAU \ „4 5 / /7-+-TYPE ALUM HANGERS\ M i// -4/ .MIN WALL ¥ 6063 T6 13= 0.060 3.5' MIN V¥-\1 3004 H34 t=0.040" 2I / M /#14 SCREW----*=' 1 ' ' fill / 4 1/4" LAGSCREW W/'<5TRUCTURA,\7- )( ( "' /3>- 2.25" EMBED 42.2 -// All /4 \62 / SHEATHB TABLE 7.7 DISTANCE /NON49/ LEDGER AND WALL ATTACHMENT 49§/ MIN 3.5' CONCRETE SLAB FOR CONSTRAINED FOOTINGSSEE SHEET M8 -1 ALUM W/ t = 0.120= OR STEEL POST W}TH 12 E- FOR FOOPNGS UP TO d=39" OR 18" EMBED FORrAOTINGS UP TO d=48" 01 SCREW / URAL ]TE #21 Seal with permanently flexible & waterproof sealant --- OR PROVIDE S\UPSM STROUG TIE USTA35CONTINUOUS 2-16- DF LEI)GER BOARD OCC ESR 2105} AT SPUCE LOCARON COVER W/ 0.019 ALUM - - ATTACH COVERAS PER MU105 witittittimillim num.'-4 1/4" Lag Screw< # --PER TABLE 7-7Completely 5eal with permanently flexible & water- proof seatont tltill!1111111{211]11 1111111 T 5' min - \c' 4 - - Synthetic Stucco orLother non-structural coveringle-(10 max. thick)Continuous SPECIFIES THE ALLOWABLE TO FIRST ROW OF POSTS fascia bi STUCCO ATTACHMENT DETAIL Wn-H LEDGER BOARD ATTACH WALL H - PER DETAIL SEE GENERAL NOT EMBED . l(114 1' MIl ALL WOOD WALL ATTACHMENT DETAILS Revisions MUST CONFORM TO GENERAL NOTE #21 FOR WEATHER PROTECTION ROOF COVERING IS A MAXIMUM OF 3 PSFHEAVIER ROOF COVERING \SHALL REQUIRE ADDITIONAL \ ® ENGINEERING ANALYSIS 0=-0 Existing 2x wood framing \5:5:2 0 min,24' 0,C. O D.F. Larchn = 01 20 GA ASTM A653 GRADE ==:Ai 33 STEEL BRACKETSIMPSON STRONG TIE A34 --·,*¥*-- r•% : ORS\MURn , \664 6 1 2'X )ard 7 1 --=50#-- o bm=.5 -E C O "13=mum- U ANGER - 0 MU105- E #21 FOUR #8 WOOD SCREWS INTO RAFTER AND 2X FASCIA -< 2X DF WOOD ONE PER RAFTER FAS CIA --I+T- 1 rv A d 4 - 'L' . = EAVEOVERHANG = 12' OR 18' -POST Live/Sn¢N:Load RAFTER[MAX DISTANCETO FIRST ROW OFPOSrS v ONE 3/8" x 9" ScadooverWind SEE j EAVEOVERHANG STEEL RODS (REBAR gr 0,9 7 17 Ur le W #14 SMS roosf 2*4 64 1745 9-7 4.y C# OR THREADED) OR SEE TABLE 7,3 -4' - r-DETAIL MU87 90 MPH Exp 6 2xS tr·G 21'-8 W,0 754 12-Er OR MU80 2*8 21'-0' 21-0 21'47 21'-0,2/4 BOLTS CENTERED FOR QTY- ON POST 10 ps: 2*4 21'4 14',6- 7-r 37 3% 90 MPH Exp C Xx6 21'47 21'-0 217 le-G'1(41 216 21'-9 tr-0 2¥-0 2te 21'49 10 paf 2*4 2114 11'-1° 5-10-2*Ce FREESTANDING FOOTING OR ATTACHED POURED ONE BOLT DIAM. (M 110 MPH Exp C 2%6STAINLESS STEEL ' 2,8 Eig*44r 36"0 W/ 2 EFFECTIVE 20 psI 2*4 I /'-*bl/bAfOk/ EMBEDMENT Hit_TI KWIK 100 MPH Exp C 2*6 2,8409£ t-tl< j\ I BOLT TZ OCC ESR 1917)25 90 2 MAX FOOTING SIZE 100 MPH ExPC 2*6 IS d = 34"2,8 30 psi 2K4 k Y i /*/ 110 MPH EXPO 1 2,6 ibbceivit- L 28 '92§20/SINGLE SPAN ATTACHED FOOTING 120 MPHExp C 2*6 40,51 2%4 DEC 5 2011 2XS 50 Pi 0(4 130 MPH Exp C WIG 2*8 8 C 8.39 t5 JU 1 3 * L/Ce C MU 109 2,-0· 2¥-0 10-70 12% 2-1 M.4 21*-01 2rq 21'4 17€Carl Putnam, P. E. ir-q 9'-8' 54'2.4.3441 IVYLINK PLACE lo-0'184 167 14-80 74°LYNCHBURG, VA 24503 1/r-0-18'-Cr 19·Or 184 15'ty CARLPUTNAM@COMCAST.NET 184 9% 4.1 2%GS 18'-0 18'47 158' 10*5-9» W.0 /5-0 184 1 84 14'40' 4743 Tir W 14 94 .Dswn 89 CMP 17-G 17-0 12-7 5-1* 9.7 Check By 17-0,17.0 174 16-r 1119°CMP 14*54 Z€9.4.91 Date 15-0 1543 9%547 3-7 15-0 1547 15'e 11=r 8.7 FBIneme 9'-10:3-1{7 1'-3"5-G;Trxr MUSA083*/G 174 11'-e 9-/ 2-7 f-f , S..4 NTS Poge # 15-9 15.0 13-9 12-7- Br ICC ESR 1953 (2009 IBC) 12/52011 Page 30 of 101 . 4 / 101 ¤90-UU.UU ALUMINUM 0.042"X3X8#14 SCREWS(10 PLCS)-A - r /1 ALUMINUM U-=-N "H" BRACKET &=-*A- C*- -DETAIL MU83 9-4.0.0 0.040"x3"*3» 3"*3" POST-14 SCREWS POST , 1 MAX FOOTING SIZE -(10 PLCS) d =24" AND90 MPH Exp B SLAB 0.042"X3"X8" ALUMINUM HEADER 1 1 cD #14 SM SCREWS 398" BEAM (16 PLCS) MAX FOOnNG SIZE .1 IS d=29" AND 90 1MPH Exp C SLAB 3"x3" POST i i 1 1-W--1 1 1 i 1 1 >-#14 SM SCREWS 4 -113' 18 PLCS)r 1 1 #14 SM SCREWS 1 1 (8 PLCS)E Il1 14--TYP SPACING= 24" 0/C MAX FOOTING .IS d==31" or 90 mph Exp C SLAB , 2"X6.5" SIDEPLATE Revisions t f 1 K gao Ct= 0 ==0& DOUBLE 2")(6.5" OR DOUBLE 3"*8" HEADER MAX FOOTING SIZE d= 34" - .-SLAB ATTACH MAXIMUM DOUBLE OR SINGLE 3")(8" STEEL C BEAM. BOLT LAYOUT FOR SPUCED AND NON-SPLICE ATTACHMENT 1 -I= C SINGLE HEADERS: J USE 4 BOLTS/SCREWS FOR FOOTNGS UP TO d=29" limit - USE 6 BOLTS/SCREWS FOR. FOOTINGS UP TO d=34"USE 8 BOLTS/SCREWS FOR 60 PSF SNOW LOADS, 6 FOR 40 PSF, 4 FOR ALL OTHERS. PEE.-EEE1/4" BOLTS ASTM A307 OR W/ 0.5"0 STEEL WASHERS OR #14 SMS r SEE TEXT FOR QTY IN @@ @@ 414/V\A. 44>t 1" MIN WIND CONDITION = DOUBLE HEADERS: 90 MPH EXP C USE 8 BOLTS/SCREWS FOR FOOTINGS UP TO d' USE 12 BOLTS/SCREWS FOR FOOTINGS UP TO d=43"USE 8 BOLTS/SCREWS FOR SNOW/LIVE LOADS UP TO 30 PSF #14xl/2" SMS-'4- USE 12 BOLTS/SCREWS FOR SNOW/LIVE LOADS UP TO 40 PSF 4 EACH SIDE 0-ALUM t=0.120" USE 16 BOLTS/SCREWS FOR SNOW LOADS UP TO 60 PSF 0.040" ALUM POST--OR STEEL POST =370 393 j 4 3" POST-/--\331n r MU 1 ©U161 - e ¢b r a. 2 JU 1.20 SEE TABLE 7.3 FOR NUMBER OF FASTENERS-0 /-Detail MU82 or MU84 #14x3/4" SHEET METAL #14 SMS USE COLUMN A '97.1 POST ATTACHMENT DETAIL TO - . OR SELF DRILLING SCREWS 36" BOLTS USE COLUMN B f- SEE TABLE FOR QUANTITY .SLAB OR FOOTING SINGLE SPAN t# OF #14 SMS or SDS <ATTACHED UNITS ONLY < 3Xg STEEL C HEADER /214 I 6( 8110 Cari Putnam, P. E. b Cubic Footer Size Y On) .-3 0 A- ,3441 IvruNK PLACE LYNCHBURG, VA 24503 20 125129 131 f 34 .-a CARLPU™AM@COMCAST.NET C=· 4*4 ,//0,055,0-eK ,-<p- 5%.Pea;kl TWO 8' HILTI HIT-HY 150 MAX-SD (ICC ESR 3013) W/ 2.375' EMBEDMENT Drum, By ALUM W/t=0.120"C=» 44*.1 DETAIL MU80 OR MU82 11\ M W 1.0 WASHERS FOR FOOTINGS UP TO d = 26' CMP - . /4 /i 19 6/149! c-ATTACHMENT TO 3.5' CONCRETE SLAB Ched, Ey OR STEEL POST \ CUPISE EIGHT #14 SMS OR SDS 1 3 44.jAN FOR 10 PSF LIVE· LOADS o. /2\ MAX FOOTING SIZE d=34=8 '5< 4/ TWO ANCHORS UP TO 110 MPH EXP B OR 100 MPH EXP C FHenarne FOR 20 PSF LIVE LOADS AND HIGHER MUSA09.DWG Ult€&30 TWO ANCHORS FOR WINDS UP TO UP TO 130 MPH EXP C 17° ICC ESR 1953 (2009 IBC) 12/5/2011 DEC 52011 Page 31 of 101 . . t040-yUUU ,DOUBLE ALUMINUM 3X8' *7 OR 2')<6.5' HEADER l' + ' STEEL OR ALUMINUM POST- NON STRUCTURAL FIBERGLASS OR ALUMINUM POST STRUCTURAL PANEL-- ALUMINUM OR STEEL POST FIBERGLASS ORn ALUMINUM POST COLLAR. SLAB OR FOOTING7 FIBERGLASS Revisions OR ALUMINUM -DECORATIVE POST COVER 4 1,5'Xl.5' METAL L ANGLE BRACKET (TYP) 3/8'X3/4' BOLT .=2·'4;24'Ke?0 0 lk:\ / M DOUBLE ALUM 3'X8° OR 1 29<6,5' HDR - 147-3')<37 STEEL_/ ANCHOR 44 ·· 2 CONCRETE ra - ATTACH AS PER FIBERGLASS POST SLAB -- DETAIL MU113 OR FOOTING ATTACHMENT FIBERGLASS OR ALUMINUM POST COLLAR FIBERGLASS OR ALUMINUM POST HEADER ATTACHMENT £ 4-19/ NOTES:1. FIBERGLASS/ALUMINUM DECORATIVE POST COVER IS NON-LOAD BEARING 2. ATTACHMENT IS TO HOLD VERSUS MINOR LATERAL FORCES 3. USE MULTIPLE BRACKETS AS NEEDED. DEC 5 2011 SINGLE OR DOUBLE HEADERS 429/ #14 SMS OR SDS W/ SEALING WASHER SEE ICC ESR 2229 AND/OR DETAIL MU34 FOR SPACING C-CHANNELW/(3) : S.M.S. TO EACH 5 #8 S.M.S. M 147 :IDE, \\ r 1/8"0 ALUMINUMX POP RIVETS // @12" 0/C SEE TABLE 4.19 OR 4.20 STEEL LOCKSEAM DETAIL.MU89 0.120'X3'Xy ALUM DETAIL MU96 0.120'*4'X4' ALUM DETAIL MU50 FOAM CORE- ROOF PANEL @ 6" 0,C, n - ----11 <4) #14 SMS PER HEADER --CL- -60 -POST SAME AS HEADERS DR STRONGER CN -JuNIi3*3*13 FOAM CORE-' HEADER BEAM- PANEL HEADER ATTACHMENT \1=»1 E __l IL __ - 4,2,x 6 1/2. BEAM(NON-STRUCTURAL) OLLFORMED FASCIA, (NON- STRUCTURAL)i Cart Putnam. P. E. 3441 IVYLINK PLACE LYNCHBURG,, VA 24503 CARLPUTNAM@COMCAST.NET 0•u•m By CMP Chack By CMP Dote filename MUSA10.dwg Scale NTS poge # ICC ESR 1953 (2009 IBC) 12/5/2011 Fge 32 of 101 . hh.- 0- 3 (/ 14>) W+O-Wuuu =-. SOLID COVERS 4.0: 3£PANEL SPANS FOR COMMERCIAL AND PANO STRUCTUREE 3.50*12- W PaoNS•2|»*Deta and MU08 3.5Kx12" W Panels (Multispan) Detait MU05 and MU08 Ground, 4#hnel Wind Speed and re Ground Panel Wind Speed and ExposureSnosu@G Gauge Expoiure B Exposure C Snow Load Gauge Exposure B 01) . On)85 90 1. 35 90 105 110 120 130 (psf)(in) 85 90 110 85 90 20 25 30 -40 60 L 05 Exp- 10 1 3.5912» Vee Panel (Single Span) Detail MU06 Ground Panel' Wind Speed and Exposure Exposure C Snow Load Gauge Exposure B 105 110 120 130 (psf)On) 85 90 110 85 Exposure C 105 110 120 0.020 7-6" 7'-6"6'-2" 0-2" 215" 2'-2" 1'-10" 1'-6" 10 0.020 6111" 6*-11" 5'-10" 6'-4" 5'-10" * 4'3" 40-0" 3'-5" 3'-2" 10 .0.018 402" 3%9" 1'-10" 203" 2'-0" 10-5" 1'-4"1'-1' E .0.024 12'-5" 1205' d 11'-4" 10'-8" 1-5" 7'-1"6*-5- 5'-5"LIVE 0.024 8'-8- 8'-8" 7-5' 8'-0- T-5" 6'-6" 6'-6- 5-10= 57 LIVE 0.024 87 70-7" 6'-2"6'-9"6'-4" 5'-5 5'-2 2'-8- , 0.032 14'-8" 140 1300" 13'-9" 13'-0" 11'-9- 11'-7" 10'-7' 7'-11"0.032 12'-3" 12'-3" TO'-7- 11'-4 107 9'-5"9'-5" 8'-6" 7-9"0.032 13'-5" 12'-7" 8'-3" 11'-3" 10'-7" 7'-4" 77 6'-5" *. ·: 0.040 16'-8" 4-8" 14'-9* 15'-8- 14'-9" 13'-5- t3'-5" 12'-4" 11'-6" 0.040 15'-9" 15'-9" 13'-8" ·14'18" 13'-8" 12'-3" 12'-3" 11'-1" 10:-2" « 0.040 17'-0" 16'-0" 12'-11' 14'-2- 13'-4" 11'-4" 10'-10" 8'-0 Steel 0.018 #-- 14'-6" 11'-tl 13'-1" 1204" 10'-5" 8'-1 7-4" 6'-9"Steel 0.018 10'-9- 10'-9- 915" 107 9'-5" 8'-4- 8'-4' 7'-7- 6'-11"20 0.018 : 302" 2'-11" 1'-10" 2-37 2'43" 1'-5" 1'47 1'-1" 0- --1 16'-8 16'-8" 14'-6" 15.-8" 14'-10" 12'-9" 12'-1- 11'-1" 8,13" Steel 0.024 13'-7" 13'-7" 12'-0- ? 12'-9" 17-0* 10'-11" 10'-11" 10'-0" 9'-3"LIVE 0.024 8'-0" 77" 67 6'-9" 6'-4" 5-5" 57 2'-8" y=.10'.t 0.020 5'-8" 5.-8" 3'-9" 4'-3' 41-0" 2.-5" 2'-2 E 0.024 10'-5- 10'-5" T-10" 8'-5-8'-5" 6'-11" 6'-6" 0.032 12'-4" 12'-4- 11'-3" 11'-9" 11'-3" 10'-5" 10'-5 0.040 14'-1" 14'-1" 12'-10" 13'-5- 12'-10" 11'-11- 11'-11Steel 0.018 12'-2" 12'-2" 11'-2- 11'-8" 11'-2" 8'-2' 7'-9"Steel 0.024:14'-2" 14'-2" 13'-0= 13'-6" 13'-0" 12'-1" 12'-1' 0.020 51"5'-8" 3'-9" 4'-3" 4'-0 2'-5" 2'-2" 0.024 10'-5" 97 7-10" 8'-5" 7-10" 6'-6"6t2 0.032 12'-4" 11'-9' 11'-3- 11'-3" 11'-3" 10'-5" 9'-0" 0.04014'-1" 13'-5- 12'-10" 12'-10" 12'-10" 11'-11" 11'-6' Steel 0.018 12*-2" 11'-8" 11'-2- 11'-2" 11'-2" 7'-9"T-r Steel 0.024 14'=2" 130-6" 13'-0" 13'-0" 13'-0" 12'-1" 11'-8' 0.020 5-3" 463"3'-7"4'-0" 3 r 2'-5"2'-2" 0.024 9'-0"8'-5 6'-11° 7'-10" 7'-4"60-2" 5-11' 0.032 11'-9" 11'-3" 10'-5- 10'-10" 10'-10" 9'-0" 8'-9" 0.040 13'-5" 12'-10-11'-11" 12'-4" -12'-4" 11'-6- 1112' Steel 0.018 11%8" 11'-2" 8'-2" 10'-8" 10'-8- 7'-4" 60-11' Steel 0.024 13'-6" 13'-0" 12'-17 12*-6" 12'-6" 11'-8" 11'-4' 0.020 4'-0"3'-9-3'-1"3'-51 5-3 2'-5"2L2 0.024 7-4"7'-4"67 6'-6" 6'-2"9-T' 5-4. 0.032 10'-5" 10'-5" 9'-0" 9'-3"90.-on 8'-r - 8'-4" 0.040 :11'-11" 11'-11" 11'-2" 11'-6" 11'-2" 100-7" 10'-T Steel 0.018 8'-8"8'-8" 7'-4'T-g"7'-4" 6'-7 6-4" Steel 0.024 12'-1" 12'-1" 11'-4" 11'-8" 114' 10'-8" 10'-8' 0.020 301" 2'-11- 2'-6" 2'-9"27 0'-0"0'-0. 0.024 5-7 5-7. 4147 4'-9 4'-6"0'-0" 0'-0" 0.032 8'-7"8'-T' 8'-0" 8'-2'8'-0" 7'-8"T-7" 1'-10" 0'-0" 20 . 0.020 5'-5"5-5" 4'-0'0 4'-3" 5'-70 0'-0"LIVE 0.024 6'-11" 6'-11" 6'-2" 6'-e ' 8'-7" 7'-11"0.032 9'-11" 9'-11" 8'-110 9'-5" " 11'-2" 10'-7"0.040.12'-11" 12'-11" 11'-8" 12'-3 6'-7"6'-1 "Steel 0.018 8'-10" 8'-10" 7-11" 81-40 ' 1101" 8'-3 Steel 0.024 1115" 11'-5" 10'-5" 10'-11 1'-10" 0'-0" 25 0.020 5'-5-4'-9"4'-0" 4'-3- 5-7.0.-0-0.024 6'-11" 6'-6" 602" · 6'-2" 87 7'-11 0.032 9'-11" 9'-5" 8'-11" 8'-11' ' 11'-2- 10'-7"0.040 12'-11' 127 11·'-8" 11'-8' 9-T 6-1.Steel 0.018 8'-10" 8'-4" 7-11- T-11' ' 11'-1" 803"Steel 0.024 1105" 10'-11" 10'-50' 10'-5 1'-10" 00-0" 30 0.020 4'-6"4'-3"37 4'-0" 5'-4"0.-0.0.024 6*-6" 6'-2"5-6" 5'-10' 8'-4"7'-10"0.032 9'-5'0 8'-11" 8'-1" : 8'-6" ' 10'-10" 9'-0-0.040 12'-3- 11'-8" 107 11'-1' 6'-4"5'-7"Steel 0.018 8'-4" 7-11" 7-3" T-r ' 11'-0" 8'-3"Steel 0.024 10'-11" 10'-50 9'-7- 10'-0' 0'-0.01-0-40 0.020 3'-10" 3'-10" 3%3"3'-5' 0'-0.0'-0"0.024 5'-6"5-6 4'-5"5-3 7'-10"T-7"0.032 8'-1" 8'-1" 7-5" 7'-9" 9'-0"8'-8.0.040 107 107 9'-10" 10'-2' 5-7"5'-2"Steel 0.018 7'-3 7-3" 67 6'41' 9'-1" 8'-3,1 Steel 0.024 9'-7"9.-7" 9'-0"9'-3" 0'-0" 0'-0" 60 0.020 3'-0"3'-0" 2'-8"2'-9" 0,-01,0.-0"0.024 4'-1"401" 3'-8" 3'-10* 0%0"0'-0.0.032 6'-2"5-2" 6'-20'6'-2" 3f-7"3'-50 3Lo"2'-9"·0.032 13'-5" 127' 87 117 10'-7" 7'-4" · 7'-0" 6'-5" 67 5'-6.5-6" 4'-1 - 3'-10"·0.040 ·15'-2" 15-2" 120-11" 14'-2" 13'-4" 11'-4" 10'-10' 8'-0" 8'-11" 8'-1" 8'01" 7'-5" 6'-10" 25 0.018 2'-11" 2'-11" 1'-10" 27 2'-0"1'-5' 1'-4-1'-1 - ' 11'-8" 10'-7" 107 9'-10" 9'-1"0.024 8'-0-7'-r 6'-2"6'-9" 6'-4" 5'-5- 5'-2" 2'-8" 7'-11" 7-3"7'-3" 6'-8"6'-2.0.032 13'-5" 12'-T' 8'-3"111-3" 10'-r T-4" 1-0" 60-5" " 10'-5" 90-7" 9'-7"960„8'-5"0.040 15'-2" 14'-6" 12'-11' 13'-10" 13'ar 11'-4" 10'-10' 8'-O" 4'.0"3'-5" 3'-3"310-2'-90 30 0.018 2'-9" 2'-7" 1'-10" 2'-3" 210"1'-5"1'-4" 1'-1 6'-2"5'-6" 5-3"4'-1" 3'-10"0.024 7'-7" 7'-0" 5-90 6-7" 6'-2" 5-27 4'-1" 2'-8" ' 8'-11'0 81·1" 7'-9"7-5" 6'-10"0.032 · 13'-0- 12'-5" 8'-3" 11'-3" 10'-7" 7'-4" 7'-0" 61-5" ' lf-8" 10'-7" 10'-2" 9'-10" 9'-1-0.040 14'-6" 13'-10"12'-10' 13'-4" 13'-4" 11'-4" 10'-10" 8'-0" ' 7-11" 7-3" 6'-11 6'-8n 6'-2"40 0.018 2'-5" 2'-3" 1'-10" 2'-1"240"1'-5" 1 1-4"0'-0" ' 10'-5- 9'-7" 90-3" 9'-0" 8050 0.024 67 6%2" 5'-2" 5'-6" 5'-2" 3'-11" 3'-9" 0'-0" 3-10" 3-3"3'-2" 2'-11" 2'-7 0.032 11'-6" 11'-6" 87 11'-2" 10'-7- 7'-21- 7'-0" 6'-5" ' 5t 10" 5t3" 4t3„4'-0"3'-T'0.040 12'-10"12'-10 12'-0" 12'-5' 12'-0" 11'-4" 10'-1 8'-0" 8'40 7'-90 7'-5"7'-2"67 60 0.018 10-10" 1'-9" 1'-6"1'-8.17 0'-0"0'.0"0.-0. ' 11'-f' 10'-2" 9'-10" 9'-5" 8'-10"0.024 4'-6"40-3" 3'-8" 3'-11" 3,-9" 010"0to.0'-0. T-7" 6'-11- 6'-8"6'-5" 5'-11"0.032 9'-5- 90-5" 8'13" 9'-0" 8910"7'_4"Te 0'.0" ' 10'-0" 9%3" 9*-0" 8'-80 87 0.040 10'-6" 10'-6" 10'-6' 10'-6" 10'-6" 9'€ 9'-4" 0'-0" 3'-3" 30-0- 2'-11" 2'-7"0'-0" TABLE 4.3 4'-5-4'-1" 4'-0"3-7-304» 7'-5" 6'-10" 6'-107 6'-50' 6'-0- 3.5"012" Vee Panel (Multispan) Detail. MU06 ' 9'-10" 9'-1 9'-1"8143" 8'-0"Ground Panel V\And Speed and Exposure ' 60-8" 612" 6'-2" 5-9" 5'-5" Snow Load Gauge Exposure B Exposure C 9'-0" .8'-5.8'-5"8'-0» 77 (psf) (in) 85 90 110 85 90 105 110 120 2'-8"9-0.0'-0. 0'-0.0'-0 10 0.018 3'-9" 3'-9" 3'-0- 3'-3" 363" 2'-8" 2'-0" 1'-1" 3.-6"31·411 OLD" 00-0"LIVE 0.024 605"6'4"5'-6" 5-11" 5-6" 4%1" 3'-11" 5-5" 67 5'-10"'-6" 5-2.0.032 9'-1" 9'-1" 7'-11" 8'-5" 7'-11" 7'-0" 7-0" 6'-4" 5' 5 7 7 O 0" p0.040 9'-9"9.-9 9'-2" 9'4 90-2" 8'-10" 8'-8 0'-0"9-0.0.040 8'-3-8'-37 8'-3-8/3.8'-3" 7'-10 '-9 7-0" Steel 0.018 67 67 5-10" 601" 5-10" 5'-4"50-2"0'-0"0'-0.Steel 0.018 57 5-7" 5-7" 57 57 5'-3"'-0" 0'-0" 20 Steel 0.024 9%11" 90-11" 9:-3° 9'4" 97 8'-11" 89 0'-0" 0'-0"Steel 0.024 7-9- 7-9*7'-9„ 70-9"7'-9"725 '-1. 6'-9.UVE TABLE 4.1 TABLt 4.2 25 * BUILDING PRODUCTS/459# \8 ,2440 Albrighltirl I Houston, TX 77017 401v (713) 946-9000 - ./.155-Cart Putnam, P. E. 3441 !vylink PlaceDEC 5 2011 60L¥achburg, VA 24502 caripufna,00.comcast.net ICC ESR 1953 (2009 IBC) 12/5/2011 Page 33 of 101 EBIETIFILS [Sr 9 + 76 4 \-71>. % 68 3 6-30· 1 tv IL '440 0 JUN 203 ie * r 30 » 40 0.040 11'-9" 11'-9" 107 10'-11" 10'-3° 9'-2" 9.-2" 8.-4" 0.018 3'-0" 3'-0" 2'-2" 2-8" 7-80' 1'-107 1'19" 1'-1" 0.024 47 47 3'-11" 4'-1" 4'-1"30-7" 3'-5" 3'-1" 0.032 7-50 7'-5" 6'-8" 7'-04 6'-8" 6'-0" 6'-0" 5-6"0.040 9'-8" 9'-8" 8'-8" 90-2" 8'-8" 7'-11" 7-11" 7'-4" 0.018 3'-0" 3'-0' 2'-2" .2'-8" 2'-3" 1'-10" 1.-8" 1'-10.024 4'-7" 47 5-11" 4'-1- 5-11" 305" 34" 3'-1" 0.032 7'-5" 7'-0" 6'-8"6'-8" 6'-8" 6'-0"5-9" 5'-6 0.040 9'-8" 9'-2" 8%8" 81-8" 8'-8" T-11" 70-7" 7-4- 0.018 2'-10" 2'-8" 2'-0"2'-3" 2'-(r .1'-9"1'-8" 1'-1" 0.024 4'-4" 40-1" 3'-7" 3:11" 30-9" 364" 3'-2"3'-0. 0.032 7'-0" 6'-8" 6'-0" 694" 5-4' 50-9" 5'-6" 5'-4"0.040 9'-2" 8'-8" 7-11" 8'14" 8'-4" 7'17" 7-4- 7'-1" 0.018 - 2'-3" 2'-2'; 1'-9" 1'-11" 1'-10" 1'-7"1 '-5" 0'-0„ 0.024 319"3'-9.' 3'-40'3'-5" 3'-4"30-1 "3'-0" 2'-8" 0.032 60-0"6'-0" 5'-6" 5'-9" 5'-6"4'-7"4'-6" 4L1" 0.040 7-11" 7'-11» 7'-4- 7'-7" 7'-4" 6'-10" 6'-10" 6'-5 0.018 1'-9" 1'-8" 1'-6"1'-7'0 1 '-6"01-0. 0'.0. 0,-0. 0.024 3'-1" 3'-1" 2,-9" 2'-10" 2'-9" 2'-7,1 0.-on OLD" 0.032 4'-7" 47 4'-3" 4'-4" 4'-3" 4'-0" 3'-11" 0'-0 0.040 6'-2"6'-2 67 6'-2" 612" 5'-10" 518" 5'-6" TABLE 4.4 I . . :-6 = 1 .1 '1- R SOLID COVERS 4.0 3"PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURE3-x8» 8000..Flat Panel (Single Span) MU12 2 Ground Panel Wind Speed and Exposure Snow Load Gauge ED<posure B Exposure C 1 (psf)(in} 85 90 110 85 90 105 110 120 130 10 0.020 10--7 10'-9" 7'-2- 7-10» 7'.6' 6*-4" 6'-0" 5'-6- 3'-7- UVE 0.025 13-7" 1209" 8%4" 11'-4- 10'-8- 7-4" 7-0" 6'-5" 5-110.032 167 15'-3- 12'-4- 13'-6- 12'-9- 10'-10' 8'-4- 7-7" 7'-{r Steel 0.018 17'-1" 17-10 14'-1' 157 14'-7" 12'-4" 11'-9' 10*-ir 7-11-Steel 0.024 20'-3" 200-3° 17-3- 19'-1" 17'-11' 15-11* 14'-4° 13-0- 11'-11' 0.020 9'-1- 9-1" 7-2" 7'-10" 7-5 6'-4" 6'-0" 5-6- 37 0.025 11'-5" 11%5" 8'-4" 10'-11" 10'-6- 7'-4" 7-0" 6%5' 8-11 0.032 14'.4'. 14'-4" 1244' 13'-6- 12'-9- 10'-10' 8'-4- 74" 7'4- - Steel 0.018 14'-6" 14'-6"- 13'-39 13'-10' 13'-3- 1214" 119 107 7--11-Steel 0.024 17'-3" 17*-30 15'-10' 16'-6" 15%10° 14'-9- 14.0-4" 15-(r 11'-If 0.020 9'-1- 8%8" 7-2- -7-10- 745" 6'-4-60-0" 5'2.6.3-r 0.025 11'-5- 10'-11' 8'-4' 1047 10'% 7'4" r-0- 6'€ 5-117 0.032 14'-4- 13'-8" 12-4- 13'-7 12'-9- 10'-10' 8'-4- 7-7- 7-0- Steel 0.018 144' 13'-10' 13'-3- 137 13'-3- 12'-4- 11'-9.1 10.-8- 7'-11-Steel 0.024 17-3' 16'€' 15'-10' 15'-10' 15-10- 14'-9- 14'-30 13'-0' 11'-11' 0.020 87"' 8-y 7'-2° 7-10" 7-5" 6%4-6'-0" 5'-6- 5-7 0.025 10'-11" 10'€ 8'-4' 10'-1- 10'-1- 79" 7-0- 61·5- 5-11- 0.032 137 13'-2 12'-2- 12'-8" 12'-8' 10.-10' 8'-4- 7'-r 7-0- Steel 0.018 13'-10- 137 12'-4- 12-10'12'-10"11'-11• 117 10'-8- 7-11-Steel 0.024 16-6" 15'-10' 14'-9" 157 15'-3- 14'-3= 13-11 13&0" 11'-11' 0.020 Te 7-8"7-2"7-5-7-27 G.4.5-0" 5'-6.9.-r 0.025 ' 9'-9- 90-9" 8'-4- 9'-5"90-1 7-4'74- 6'-5- 5-11 - 0.032 12-2- 12'-2- 11'-5- 11'-9" 11'-5" 10'-97 8'-4' 7-7" T-0" Steel 0.018 12-4' 12,4- 11'-7- 11'-11' 11'-7- 10'-11' 10'-11'·10'-5" 7-11"Steel 0.024 14'-9" 14-99 13-10' 147 13'-10' 13'-1" 13'-1" 12-5- 11'-10'0.020 67 6'4" 67 67 · 67 5-0- 5-10" 9-6- 3'-r 0.025 7-11" 7-11- 7'-11 7-11" 7-11" - 714- 7'-0- 6'-5'St-11. 0.032 10'-0' 10'-0- 10'-0* 10'-0" 10'-0- 9'-7° , 8'-4- 7'-7- 7-0= Steel 0.018 10'-2' 10'-2' 10'-2" 10'-2" 10'-2° 9'-9'9-r 94' 7-11'Steel 0.024 12-2" 12'-2- 12'-2" 12'-7 12'-2, 11=7" 11'-5- 11'-2- 107TABLE 4.5 3912' Olympic Panel (Single Span) MU11 Ground Panel Wind Speed and Exposure Snow Load - Gauge Exposure B Exposure C (psl)(in) 85 90 110 85 90 105 110 120 130 10 0.020 T.Er 7'-4" 6-11" 6'-6'6'-2" 5'-3" 3-6" 3'-0"Zir LIVE 0.025- 11'-2" 10'6' 6'-11' 70-T' 7-1- 6'-1" 5-90 5'-4- 3%5- 0.032 13'-3- 12'-6" 8'-2° 11'-1- 10'-5" 7-2" 6'-10- 6'-3" 5'-9" 0.036 14'-e 13'-7 11'-0" 12-V 11'-4" T-10- 7'-5- 6'-10' 5-3' Steel 0.018- 11'-7" 11'-7- 7-11" 10'-11' 8'-3" 7-0" ·6'-8" 6'-1 5-r Steel 0.024- 15'-2- 15'-2- 13'-3- 14'-5' 13'-9 11'-7 11'-0- 8'-1- T-5" 20 0.020 7-6'7-4- 5-11" 6'-6" 6'-2'9-32 3-6' 7.-[r 21-711 LIVE 0-025 9'-6' 9'-6' 0-11° 7'-7- 7'-1" 6'-1- 5-9- 50-4- 3'€' 0.032 11'-11 11'-11' 8'-2- 11'-1- 10'-5' 7-r 6-10" 6'-3" 5-9" 0.036 13'-1" 13'-1" 11'-0" 12'-1' 11'-4" 7-10" r-5- 6'-10- 6%3" Steel 0.018" 9'-5" 94= 7-11- 8'-10" 8'-3- 7-0" 6'-8" 6'-1- 5'7Steel 0.024' 13'-3" 137 17-4" 12'-9" 12'-40 11'-7- 11'-0- 8'-1- 7*-5- 25 0.020 T-e 7'-2- 5'-11" 6'-6- 6'-2" 50-3" 3'-6"3-0"2--r 0.025 9'-6" 9'-0" 6'-11" 7-7" 7'-1- 6'-1' 5-9" 5-4- 5-6- 0.032 11'-11 11'-4" 8'-2- 10'-10" 10'-6- 7-2" 6'-10' 6'-30 5-9" 0.036 15-1 0 12'-6" 110-0- 12'-0= 11'-4- 7-10- 7'-5- 6'-10- 5-3"Steel 0.018" 9-5' 9'-5' 7'-11" 8'-10' 8'-3" 7-0' 6'-8" 6'-1- 5-7-Steel 0.024' 13'-3' 12-9 12'-4" 12'-4" 12,-4" 11'-7» 11'-0" 8'-1- 7-5- 30 0.020 77 6'-10" 5'-11- 6'-6- 6'-2" 59'34/ 14- 2 7. 0.025 9'-0 8'-8 e-11- 77 7'-1- 6'-1-5'-9 5-4.7 3-5. 0.032 11'-4- 10'-10" 8'-20 10'-5- 10'-50 1-2' 6'-10' 6'-3- 5'-9 20 1 LIVE 25 40 1 60 :x8' 8000 Flat Panel (Muttispan) MU12 Ground Panel Wind Speed and Exposwe inow Load Gauge Exposure B Exposure C (psf) (in) 85 90 110 85 90 105 110 120 130 10 0.020 8'-5" 845° 7-4" 70-100 7-4- 67 6*-T' 60-0" 5'-7- LIVE 0.025 99100 9'-10' 8'-8- 9-3" 8'-8" 7'-10" T-10" T-7 6-8"0.032 11'-9- 11'-9" 10'-47 11'-On 10'-6- 9'-5- 9'-2 8'-8- 8'-09Steel 0.01812-11" 12'-110 11'-5* 12-1- 11'e 10'-40 10'-4- 9-6" 8'-107Steel 0.024 15'-8- 15'-8' 14'-0. 14'-9" 14'-0". 12'-9- 12'a" 11'-9" 4'-00 20 0.020 7'-0" 7'-00 6'-4" 6'-7" 6'-4- 5'-10- 5'-10" 5'-5- 4'-4" LIVE 0.025.87 87 7-6- 7'-10" 7-6" 6'-11- $11" 60-5- 6'-0"0.032 ·9'-10- 9'-10" 9-0" 9'-5- 94- 8'-4" 8*-4' 7-9" 7-4,Stee!0.018 10'-10' 10'-10- 9-11 10'-4- 9--11' 5-2' 9'-2" 8'-6" 8'-6"Steel 0.024 13'A" 13'-4' 12'-2" 17-9" 12'-2' 11'-4" 11'-4" 10'-7- 8'-100.020 7'-0" 67 6-4" 6'-4" 6'-4- 50-10" 5-7- 9-5" 4'-4'0.025 8'-3- 7-10" 7-6" 7-6- 7-6- 6'-11" 6'-8" 6%5" 6'-0-0.032 9-10 9'-e 9'-0' 9'-0" 9'-0" 8'-4" 8'-0" 7'-9" 7'-4"Steel 0.018 10'-10' 10'-4" 9-11" 9-11- 9'-11" 97 8'-10" 8'-60 80-·0"Steel 0.024 13'-4" 12'-9- 12'-2- 12'-2" 12-7 11'-4" 11'-0- 10'-7' 8'-10- 0.020 6-7" 6'-4" 5'-10- 6'-0-6.-0.50-7" 5-5=5'-2" 4'-2 0.025 7-10" 7'-6- 6'-11" 7'-27 7'-2«' 6'-8- 6%5" 6'-3" 5-10" 0.032 9'-5"9'-0" 8'-4' 8'-8" 8'4- 8'-0- 7-9" 7€ 7-1- Steel 0.018 10'-4- 9'-11" 9'-r 91-6" 9'-6- 8'-10" 8'-6- 8'-3" T-9-Steel 0.024 12-9- 12'-2- 11'-4" 11'19" 11'-9' 11'4" 107 90-1' 8'4" 0.020· 5'-10" 5-10" 5-5' 57 5'-5" 4'-7" 40-6" 4-2" 4'-0" 0.025 6'-11- 6'-11" 61.6- 6'-80 6'-5- 6'-0" 6'-0- 5-8" 5'-5"0.032 8'-4- 8-4- T-9' 8'-0- T--9- T-4 74' 6'-11- 6'-7"Steel 0.018 9&2" 9'-2= 8'-6" 8'-10- 8'-e 8'-0" 8'-0' 7'-6- 7'-2-Steel 0.024 11'-4" 11'-4" 10'-7 11'-00 10'-7 90-y 9'-1- 8'-6" 8'-2" 0.020 47 4-7- 4'-3- 4'-4-4'-3. 4'-1- 4'-0 9-0. 00-0. 0.025 5-7- 57 5'-7" 5'-7- 5'-7" 57 4'-10" 00-0" 0'-00 0.032 6'-9"6'-9" 6'-9" 9-9" 69 6'-5 67 60-2" 5'-11Steel 0.018 · 7'-4- 7-4* 7'-47 7-4" 7'-4 7'-0" 60-10" 6'-8" 6'-40'Steel 0.024 9'-3- 9'-3' 848= 8'-10- 8'-8" 8'-4' 8'-2" 0'-0- 0'-0-TABLE 4.6 )BUILDING PRODUCTS 2440 Albright Houston, TX 77017 (713) 546-9000 Call Putnam. P. E. 3441 Ivylink Place Lynchburg, VA 24503 carlputnam@comcastnet DEC 5 2011 25 1 30 60 1 mETQLS lISH® 5*12*W Pariet (*inge Span)MU13 Ground Panel Wind Speed and Exposure Snow Load Gauge Exposure B Exposure C (ps:) Cm}. 85 90 110 85 90 105 110 120 130 10 0.020 8'2 8'-0- 5-3- 67 57" 2'-0" 1'-10- 10-6" 1'-4" LIVE 0.025 10'-10' 10'-10' 8'-4' 10'-2" 9'-7" T.4' 7'·0" 6'-2" 50-3*0.028 120.0" 12'4" 10'-8" 11'-r 10'40 8'-3- 7-11" ' 7'-3- 6%80.032 13'-3" 13'-3' 11'-90 12'-5- 11'-90 10'-8= 10'-8" 8'-3- 7'-8"0.04015'-2» 15-2- 13'-5- 14'-3:'13'-5- 127 127 11'-7 10'-6" 20 0-020 5'-9" 509" 3'-10- 5-3- 4'-2- 2-0' 1'-10" 1'-60 1-0'UVE 0-025 9-1- 9'-1' 8'-4- 8'-8- 8'4" 7'-4' T-0- 6'-2- 5'-30,028 10'-1- 10'-1° 97 94" 9'-3- 81' 7'-11" 77 6'40.032 11'-2- 11'12° 10'-2, 10%8" 10'-2- 9'€ 9>5' 8'-3" 7-890.040· 12'-9" 12'-9" 11.'-8" 12-2" 11'-8" 10'-103 10'-10' 10'-2" 9'-7" 25 0.020 : 5'-9- 5-3" 31-100 4'-2- 3'-10- 250' 1'-10" 1'-€- 0'.090.025 9'-1- 8'-8- 8'-4' 5-4" 8'-4- T-4" T-0" 6'2 5%3*0.028 10'-1- 918- 9'-3" 97 9-3" 8'-3' 7-11' 7-3- 6<·8=0.032 11'2- 10'-8- 10'42" 10'-2 10'-2' 9-6* 9'-1" 8'-3- T-8'0.040 12'-9- 12'-200 11'-8- :11'-8= 11"-8" 10'-10' 10'€ 10'-7 9-7"30 0.020 5'-2 4'-2- 3€" 3'-10' 3-7' 2-0' 1'-10- 1'-60 0'-0-0.025 8'-8= 8'-4" 7-8, 8'-0- 8'-0" 7'-4' 7-0- 6'-2" 5'-3"0.028 9'-8' 9'-3' 8'-7" 8'-11 - 8'-1,1 " 8'-3" 7'-11" 7-3* 6'-8"0.032 10'-8" 10'-2 9-5- 5-9" 9'-9" 9'-1- 80-10' 8'-3 7-8"0.040 12*-2- 11'8" 10'-10' 11'-3" 11'-3- 10'-6, 10'-2- 90-10" 9'-4' 40 0.020 30-7 37 5-1- 3'-3- 3'-1- 2'-0" 1'-10" 0'-0- 0'-00 0.025 7"-8" 77 7-1" 75'7-1" 644° 6'4" 5'-8- 5'-2- 0.028 80-7" 8'-70 8'-0- 8'-7 8'-0- 7'-r 7-7- 7-2" 6'40.032 9'-5- 0-5- 8'-10- 9-1" 1,-10» 8'-4" 8'-4" 7'-11- 7'-r0.040 TO'-10' 10'-10" 10'-7 10'€' 10'-2' 9'-7° 97 9-1" 8'-8" 60 0.020 2-7 7-9' 2-7 2'-4-2-3- 1-0'0.-0"9-0. 0'-0. 0.025 5'-5- 5'-5- 5-5' 5&5" 5'-5" 4'-4° 4-20 00-0- 0'-0-0.028 7-0 7'-0' 7'-0' 7-07 7-·0' 6'-8- 6'-7- 6-5" 5'-11' 0.032 7'-9" 7-9" 1-91 T-Er 7'-9- T-5'74 7-1° 6'-10" 0.040 8'-11- 8'-11- 8'-11- 80-11'* 8'·-11" 8'-6" 8'-4, 8'-2" r-10- TABLE 4.7 3'*120 Olympic Panel (Muttispan) MU11 Ground Par;el Wind Speed and Exposure Snow Load Gauge Exposure B Exposure C (psf) (in> 85 90 110 85 90 105 110 120 130 10 ·0.020 6'-1- 61-1- 4'-6° 5-5' 6'-50 44)" 30-11.' 346" 30-7 LIVE 0.025 7,7 7'-4'* 67 67 67 5'-10- 57 4'-7- 470.032 8*-8° 8'-8- 7-6- 7'-10- 7-10- e-11- 6'-8' 6'-1" 5*-9-:0.036 10'-8- 10'-8" 8'-2" 8'-6" 8'-6' T-r 7'-3" 6-8- 6'-4- Steel 0.018' 7-4'T-4" 6'-5- 6'-9' 6'-9- 6'-0" 5%10' 5-4- 4'-4"Steel 0.024' 11'-00 11'-0" 8'-10' 10'-5- 9'-2" 8'·4° 8'-10' 7'-5" r·.1-20 0.020 4'-11° 443" 49' 4'-4' 4'-20 3'-8' 3'-6" 3'-3- 0'-0"UVE O.025 64" 6'-·3' 57 5'-10" 5'-10' 57 47 47 0'-0"0.032 7-6- 7-6- 60-80 6*-11- W-11"* 6'4 6'-1- 5-8" 5-4-0.036 8'-2- 8'-2" 74" 7-7" T-T' e-10- 5-8- 67 5'-10'Steel 0-018" 645" 6'-5" 5'-10- 6'-0- 6'-0- 5'-6" 54" 4'-5• 0·-0··Steel 0.024" 8'-100 8'-100 8'-1- 8'-4" 8'-4' 7'-8" 7'-5 6'-11° 6'-8- 25 0.020 448* 4'-8"4'-0" 4'-4"4-7 3-8 3-5'3-2" 0'-0 0.025 6'-3" 6*-3" 5-7 5'-10- 5'-7 4'-8, 49 4'-2" 0'-00.032 . 74- 7-6" 67 6'-11" 6'40 6'-1- 5-11- 5'-8° 5'-4" 0.036 8'-2' 8'-2" 1-3" 7-7" 7'-3- 67 616' 8-2- 5'-10Steel 0.0180 6'-5" 6'-5" 5'-10- 8-0' 5'-10 5-4" 5'-2" 4'-4" 0'-0'Steel 0.024' 8'-10' 8'-100' 8'-1'0 8'-4" 8'-1- 79 7-3' 5-11' 6'-8-30 0.020 4'-6- 4'-4 3'-11" 4'-7 3'-11- 3'€ 3%4= 5-1 0'-0"0.025 6'-0- 5-10' 5-3' 57 5-5" 4'-7" 4'-4- 411" 0'-0-0.032 7%2' 8-11" 67 648" 6'-8 5-11' 5-9» 5*-60 0'-0' 3512-WPaner (Muttispan) MU13 ' Ground Panel Wind Speed and E,qposure Snow Load Gauge Exposure B Exposure C (psf)(n) 85 .90 110 85 90 105 110 120 130 10 0.020 5'-4" 5'-4' 3'-6- 4'-0' 3'-9 3'-0' 7-10" 2-6" 21-7UVE 0.025 7'-3" 7-3" 5'-11° 6'-4' 6%4" 5'-4" 4'-3- 3'-10- 3'40.028 8'€ 89 7-0" 7-9 7-5- 6'-3- 6'-0» 5-3" 40-0"0.032 11'-7 11'-7- 8'-4" 10'-9" 8'-10- 7-7 7'-3" 6'-4°' 5'-11"0.040 14'-5- 14'-5' 12'-6" 13'-4".12-6- 11'-2" 11'-2" 87 7'-9- 20 0.020 4'40 309" 3'-0* 34' 3'-2" 7-7- 2'-6- 203- 010" LIVE 0.025 6'-119 5'-11' 4'-5" 5-4" 5-4= 3-11" 3'-10- 35" 0'4" 0.028. 70-0" 7-00 6'-0" 67 6'-3- 5'-6- 5-3" 4'-1- 0'400.032 8'-4" 8'-4" 7%3° 7-7- 7'-70 6'-8" 6'-4' 5'-9" 5'-4'0.040,11'-9' 11'29" 10'-7- 11'-2' 10'-7" 8'-7- 8'-3- 7-6" T-1" 25 0.020 3'-5 3-9' 3-0= 3-4' 3-7 2-7 2-57 2-2 9.4'0.025 5'-11- 5-11" 47-5" 5-4,1 4'-8= 3'-11" 3-Z' 3-4' 00-0-0.028 7-00 7-0" 69 6'-3" 6'-0" 5'-3- 4'-5' 4'-0" 0'-0" 0.032 80-4' 8'-4" 7'-3- 7-7- 7%3- 6'-4' 6'-2- 5'-9" 5-4"0.040.11'-9 11'-2- 10'-7' 10'-7" 107 8'-3° 8'-0" . 7-60 7-1 30 0.020 36' 3-4 2'-10 37 2'-10" 2'-60 2'-4- 2-1- 0,40.025 6'% 5'=r 4'-3- 4'-8" 4'-3" 3-10' 37 3'-3" 0'-000.028 6'-7- 6'-3- 5-6" · 6'-0" 5'-9- 4'-6" 4'-3' 7-11- 0'-0"0.032 7-11" 70-7" 6'-8- 7'-3- 6'-11» 6'-2- 9-11- 5'-6- 0'-0"0.040 11'-7 10'-7 8'-7- 9'-3- '8'-11" 8'-0- 77 7-3" 61-8°40 0.020 3'-2° 340" 2'41 2'2 7-7- 7-3" 2-2- 0'-0" 0'-0"0.025 #-8° 445" 30-10- 4'-1" 3'-11' 3'-5- 3'-4" 0'-0" 0'-0-0.028 5'-9- 5'-9- 4% 5-3° 4'-8" 4'-1- 410' OLO" 0'-0-0.032 6'-11 e-11" 6'-2- 6'-4" 6'-2- 5'-9" 5'-6" 0'-0" 0'-070.040 80-11' 8'-11- 8'-0" 8'-3" . 82 766- .7'-3- 6'-8- 644 60 0020 · 2'-6" 245' 2'-1- 7-3- 2-2" 0'-,0- O'-0- 060" 0.-00.025 1-10' 3'-8" 37 3'-5" 3-4- 0'-0" 0'-0' 0'-0° 0'-0-0.028 40-6° 4'-5" 3'-11- 4'-1" 4'-0' 0'.0- 0'-0" 0'10" 0'-0'0.032 5'-9' 5'-9- 5'-2- 5-4- 5'-2" 0'-0- 0'-0= 0'-0- 070.040 7'-6" 7-67 6'-10" 7-1" 60-10" 60-6' 6'-•r : 0'-00 0'-·On TABLE 4-8 3-*12' Riser Flat Panel (Single Span) MU14 Ground Panel Wirid Speed and Exposure Snow Load Gauge Exposure B Exposure C (psf) (in) 90 110 130 90 100 106 110 120 130 10 0.024 j 6'-7 3'€' ' 3'-0' 5'-2° 3'-3' 3'-1° 3'-0" 7-9" 2'-6-LIVE ·0.030 TX 5-110 56* 5-2" 5'-6" 57 3-6° 3-r 2'-11-20 0.024 60-1- 3-6" 3'-0" 5'-2- 3'-3- 3'-1" 3'-0' 2-9' 2'-6" LlVE 0.030 7-4 5'-11= 3'-6- 6'-2" 5-6' 5-3- 3'-6" 3'2>€:7'TABLE 4.11 /' / 3'*12- Riser Flat Panel (MulUspan) MU14 Ground Panel Wind Speed and Exposure Snow Load Gauge Exposure B (psf) (in) 90 110 130 90 10 0.024 4-r 3-11- 3-8' 4'-6"I 3-110 3-9* 35" 5-5- LIVE 0.030 5'-7- 448° 4'-5' 5'-100 k-4' 40-6" 4-5- 4'-In 20 0.024 3-9 3'-7- 3-5- 4'-0- 4-11- b 3'-70 3'-47 p'-5- 3'-rUVE O.030 4'-6" 4'-3" 4'-1' 4'-1/ 40-8" 4'-3- 4'-2-, 4-1" 3'-106|j TABLE 4.1,# ExQp&tre C 100 /105 110 129 130 0.036 12'-6" 12'-0" 11'-0" 11'-6" 11'-4" T-10" T-5" 6'-10- 6'-5' Steel D.018 9-1" 8'-10" r.-11- 89" 8'-3- 7'-0'6'% 6'-1" 5-7- Steel 0.0240 12-9' 120-4" 11'-T' 11'-11'11'-11' 11'-5' 10'-11- 8'-1 7-5- 40 - 0.020 0-4- 6'-4" 5'-11" 6'-2- 5-11" 50-3"· 3%6" 3'-0- 2-7"0.025 8'-0" 8'-0" 6'-11 ° 7-7" 7-1' 6'-1- 5-9- 5'-4- Efie0.032 10'-1- 10'-1" 8'-2- 5-9' 945° 7-2' 6'-10'° - e-3' i 9-9"0.036 11'-1" 11'-10' 10'-6- 10'-9= 10'·6" 7'-10- 7'·S' |&101 | 6>ySteel 0.018= 8'-4- 8'-4" 7-8" 7-11" 7'-7 7'-0- Str 6.-1- 57Steel 0.024" 11'-r 11'-7" 10'-11' 11'-3" 10'-11' 104- 1015" 801" 7-5" 60 0.020 5-2" 5-2" 5'-2" 5'-2" 5'-2" 4'-4 3-6' 0'-0- 0'-·87 0.025 e-7" 6'-7" 5-7" 67 6'-T' 6'-01' 5-9" 5-4- . 3-5- 0.032 8'-3' 87 8'-2" 87 8'-3' 7-2" 8-10" 5-3' 5-9"0.036 9'-1' 9'-1' 9'-1' 9'-1' 9-1- 7'-10" 7%5" iSM(r j ¢-3'Steel 0.018 74" 74" 6'-11- 7-1" 6'-11" 6'-8- 6'-r · Ole €7-(rSteel 0.024 9-8" 90-8" 9'-2" 90-4- 9'-2" 8'-10" 8'-8" 0,(r | 0'-0- 0.036 7-10' 7-T' 6'-10- 7-3 7tl" 6'-6" 64" 6'-0- 9-T'Steel 0.0180' 60-3 6'-0 5-6" 5'-10" 5-8" 5'-2- 4'-7- 4'-3" 0'-0'Steel 0.024' 87 8'-4" 7-8- 8'-1- 7-10" 7-3" 7-1' 6'-9" 6'-5" 40 0.020 4'-2' 4'-0= 3-6" 3-9"3-8" 3'-3" 3'-2' 0'-0- 0'-0" 0.025 54" 5'-5" 47 4'-10" 4'-8- 4'-3- 4'-2- 0'-0" 0'-0"0.032 66' 6'-8" 5'-11' 6'-1" 5-11" 5'-8" 5'-6" 0'-0" 0'-0"0.036 7'-1" 7-1- 6'-6- 6'-8" 6'-6- 6'-2- 6'-0" 5-r 5'-5-Steel 0.011 5'-8' 5-8" 57 9-4- 5'-2- 44' 44' 0'-0- 0'-0'Steel 0.024 7-10" 7-10' 77 7'-5" 7-3" 6'-11" 6'-7 695' 6'-27· TABLE 4.1060 0.020 3'-6" 3'-5- 3-1" 5-3- 3-2" 0'-0" 0'-0' 0'-00 0'-0' trABLE 4.9 0.025 4'-7- 4'-5" 4'-1" 4'-2' 4'-2' 0'·0" 000" 0'-0" 0'-0"0.032 5-8° 5'-8" 5'-3- 54- 5'-a" 0'-0- 0'4- 0'-0' 0'-0-0.036 6'-20 6'-2= 5-9' 5'-10» 5'-9' 9-6" 5'-5' 0'-00' 0'-0=Stee! 0.018* 4*-9' 4'-8' 4'-3° 4-5" 44° 0'-0' 0'4' 0'-0* 0'-0'Steel 0.024 6'-11" 6'-11" 5% 67 9-6' 67 6'-2' 0'-0" 0.-0. ICC ESR 1953 (2009 IBC) 12/5/2011 Page 34 4101 7 9 5 d> C 3CENS#o ENGINEER SOLID COVERS 4.0: 2.5- PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURE 2.5"x€' Flat Panel (Single Span) MU22 Ground Panel Wind Speed and Ex: osure Snow Load Gauge Exposure B Exposure C (ps© (in) 85 90 110 85 90 105 110 120 130 . 10 0.020 12'-2" 12'-2' 8'-4" 11'-4" 10'-8" 7'4" 7-0" 6'-6" 5-11" LIVE 0.024 .14'-0" 14'-0" 11'-11" 13'-2" 12'-4" 10'-6" 8'-20 7'-5" 6'-10"0.032 1:67 167 14'-8" 15-r 14'-8" 12-10" 17-3- 11'-2- 8'-4-0.040 17'-11"17"-11" 16'-r 17-2- 16'-7" 15'-1 14'€ 13'-2" 12-1"St3el 0.018 16'-10"16'-10" 14:-4- 15'-10°14'-11" 12-7" 11011"10'-11" 8'21' 20 0.020 .94' 9'4"E-4- 8'-87 8'-8" 7-4"7-0" 6'-5= 5-11" tIVE 0.024 11'-10"11'-10'10'-10' 11'-3' 10'-10" 94" 8'-2" T-5" 6'-10"0.032 14'-0° 14'-0" 12'-10" 13'14" 12'-10"110-11"11'-11" 11'-2" 8'-4-0.040 15-10"15-10" 14'-6" 15-1" 14'-6" 13'-6" 13-6" 17-70 11'-11=Shel 0.018 14'-4- 14'-4" 13'-1" 15-8" 13'-1" 12'-7 11'-11'90'-11" 8'-1" 25 0.020 9'-4" 9'-4" 8'-40 8'-8" 8'-4- 7-4" T.0" 6'-5" 5'-11"0.024 11'-10" 11'-3" 10'-10 10'-10"10'-10' 8'-10" 8'-2" T-5" 6'-10"0.032 14'-0" 13'-4" 12'-10'12'-10"12'-10"11'-11" 11'-6" 11'-7 80-40.040 15'-10" 15'-1' 14'-6" 14'-6" 14'-6" 13'-6" 13'-0= 12'-r 11'-11-Steel 0.018 14'-4" 13'-8' 13'-1- 13'-1" 13'-1" 12*-2" 11'110"10'-11" 8'-1" 30 0.020 9'-0.8'-8" 7-10" 8'-4" 8'-1"-r-4' 7'-0"6'50 5'-119 0.024 11'-3" 10'-10" 9'-1° 10'-57 10'-5" 87 8'-2" 7'-50 60-10"0.032 13'-4» 12'-10-11'-11' 12-4" 12-4" 11'-8" 11'-2- 10'-10" 8'-4"0.040 .15'-1" 14'-6' 13'-6" 13'-11"13'-11" 13'-0" 120-7- 1243" 11'-7"Steel 0.018.130-8- 13% 1" 12'-r:12'-80 17-8' 11'-10" 11'-9 10'-11' 841" 40 0.020 8'-1"8'-1"7%5" 7'-8' 70-5"7'-1" 6'-11" 6'-5" 5'-11" 0.024 9'-5" 5-5° 8'-7" 8'-10" 8-7" 8'-2" 8'-0" 7'-5" 6'-10-0.032 11'-11"11'-11" 11'-2" 11'-6" 11'-2" 1016" 10'-6" 8'-11" 8'-4" 0.040 13'-6" 13'€' 12-7" 13'-0" 12'-7" 11'-11"11'-11' 11'-4= 10'-lon Steel 0.018 12'-2" 12'-2" 11'-5' 11'-10' 11'_5" 10'-1010'-10" 9'-3- 8'-1" 60 0.020 711" 7'-1" 6'-8" 6'-9"6'-4" 6'-3"0'-0" 0.024 8'-2" 8-2" 7-8" 7-10" 7'-8" 7-5" 7-3= 0'-0" 0'-0" 0.032 9'-9"9'-9.9'-1" 9'-4"9'-1" 8'.g,•8'-7. 0'-0.0.-Oe 0.040 11'-10 11'-1" 11'-1" 1.1'-1" 11'-1" 10'-7" 10'-4" 0'-0" 0'-0- - Steel 0.018 10'-0- 10'-0" 9'-50 9'-T' 90-5; 9'-0" 8'-10" 0'-0" 0'-0-TARLF 4.19 55™67 Rat Pane!.(Multispan) MU22Ground Panel Wind Speed and Exposure 3now Load Gauge Exposure B Exposure C (psf)(in) 85 90 110 85 90 105 110 120 130 10 0.020 10'-7 10'-2" 9'-0" 966" 9'-0" 8*-1" 8'-1" 7-5- 6'-110LIVE 0.024 11'-9" 11'-90 10'-5" 11'-0" 10%5' 9-5" 9-5" 8'-8" 8'-1"0.032 14'-2" 14'-2" 12'-7- 13'-4" 12'-70 11'-5* 11'-5- 10'16* 9'-10'0.040 16'-7" 16'7 14'-8- 15-7, 14'-8- 13'-4, 13'4" 12-4" 11'-6"Steel·0.018 13'-5 13'-5" 11'-11" 12'-7- 11'-11¤10'-1010'-10» 8'-6- 8'-1"20 0.020 8'€ 8'-6" 7'-9" 8'-1" 7-9" 7.2" 7-2" 6'-8" 60-4' LIVE 0.024 9'-10' 9'-10" 90-0- 9'-5 9'-00 8%40 8'-4" T-10° 7-4"0.032 12'-0" 12'-0" 10'011' 11'.e 10*-11- 10'-2" 10'-2" 9'-6' 9'-0"0.040 14'-0" 14'-0* 12'-10- 13'-4- 12'-10*'11'-11'11'-11 11'-2" 10'-6"Steel 0.018 11'-4' 11'-4" 10'-5' 10'-10" 10'-5" 8'-9"8'-6' 7'-11* 7-7- 25 0.020 8'-6"8'-1" 7-9*7'-9" 7-9"7-2- 6'-11° 6'-8"6'-4" 0.024 9'-10' 9'-5" 9'-0" 9'-0" 9'-0" 8'-49 8'-1" 7-10" 7'-4"0.032 12'-0" 11'-5- 10'-11'10'-11" 10'-11" 10'-20' 9-1·0" 9-6" 9'-0-0.040 14'-0" 13'-4" 12'-10" 12'-10'12'-10"ll'-11" 11'-6- 11'-2- 1047Steel 0.018 11'-4" 10'-10* 10'-5" 1045" 10'-5'0 8'-6" 8'4" 7'-11' T-T'30 0.020 8'-1" 7'-9.1 7'-2' 7%5" 7-5" 6'-11' 60-8' 6'-6" 67 0.024 97 940" 8'-4"8'-8" 8'-8"8'-1° 7-10- T-r 7-2" 0.032 11'-5 10'-11" 10'-2" 10'-6" 1043" 9'-10" 9%6" 9'-3" 8'-9"0.040 13'-4" 12'-10*11'-11 12-4° 12'-4- 11'€ 11'-2" 10'_10" 10'-3"Steel 0.018 10'-10" 10'-5 8*-9" 91-4" 9'-0" 8-49 8'-1" T-9° r-3"40 0.020 7-7 7-20 9-8" 60-11" 64" 6'-4*' 614" 6'-0" 5'-8" 0.024 8'-4" 8'-4" T.10" 8'-1" 7-10- 7'=r 7'-4?'7-0. 6-8" 0.032 10'-2" 10'-2" 9'€ 9'-10" 9'-6"9'-0 0 9.-0. 8'-6g 8'-1" 0.040 11'-1111'-11" 11'-2" ·11'-6 11'-2" 10'€' 10'-6- 10'-0" 9'-6° Steel 0.018 9'4"9'-0" 80-4" 8'-6" 8'-4" T-11" 7'-90 1-3" 6'-11" 60 0.020 5'-10" 5-10" 5-10" 5-10" 5-10- 57 5'-5" 5'-4"0'-0. 0.024 6'-9"54/ 0-9'· 5-7 6-9, 6.-6"6'-4" 6'-3"6'-0. 0.032 8'-4"8-4"8'-4"8'-4" 8'-4° 7'-11" 7'-9"T.T'TK 0.040 9'-9" 9'-9" 90-9" 9'-9" 9'-9" 9'14'0 9'-1 2-11" 8'-7"Steel 0.018 7-11" 7011" 7-5- 7-7" 77 71-1" 6'211" 0'-0" O-0°TABLE 4.14 2.5'*120 Twin Vee Panel (Multispan) MU26and ExposureGround · Panel Wind Speed Snow· Load Gauge Exposure (psf)(in) 85 90 10 0.020 5-2"9-2 UVE 0.027 11'-8" 11'-8" 0.040 14'-10" 14'-10" Steel 0.018 17-1- 12-1" Steel 0.024' 14'-10- 14'-10" 20 0.020 · 7-50 7'15" UVE 0.027 97 97 0.040 12'-8- 12'-8- Steel 0.018= 9'-5 91.3. Steel 0.024" 1246" 1243" 0.020 7-50 7-0. 0.027 97· 9-1" 0.040 12'-8" 1231" Steel 0.018* 5-3- 9'-3" Steel 0.024" 12'-6" 12'-0" 0-020 7-0" 6'-7° 0.027 9'-1"8'-8" 0.040 12-1" 110-6 Steel 0.018" 8'-10 87 Steel 0.024- 12'-0" 11'-6' 0.020 5-0"5-0.' 0.027 7%11" 7-11" 0.040 10'-8" 10'-8" Steel 0.0180 8'-0" 841" Steel 0.024" 19-8' 10'-8° 60 0.020 4'-6". 4'€ 0.027 62" 67 0.040 87 87 Steel 0.018< 6'-11" 6'-110 Steel 0.024* 5-7 8'-9" 30 40 B Exposure C 110 85 90 105 110 120 7-10" 8'-5' 7-10" 7-0"7'-08 6-3 10'-2" 10'-10" 10'-7 90-1' 9'-1"5.5 13'-5- 14'-3" 13'-5" 12'-1" 12'-1" 11'-1 10'-8" 11'-4" 10'08" 87 5-7 74 13'-29 13'-11" 13'-2" 12-0' 12-0" 11'-1 5-7/ · 7-0. 5-7.6'-0" 5-6" 8%8" 9'-1" 8'-8' 7-11" 7-11- 74" 11'-e :12'-1" 11'-6" 10'-8" 10'-8" 9'-11 87 8'-T' 8'-7' 7-9" 747 6-11 11'-6" 12'-0" 11'-6" 10'-8" 10'-8° 8'-9" 6-7 6-7.6?-7° 6-0" 9.g' 5-e 8'-8" · 8'-8"84" 7-11" T-7 7-4" 11'-60 11'-6" 11'-6" 10'-8' 10'-3" 9.-11' E-3* 8'-7"8'-y 7'-6"7-4' 6'-11' 11'-6 11'-6" 11'-6' 10'-8" 9-2'8'-9. 6'-0" 5-3"6'-3" 5-8"5-6. 9-3' 7-11" 8'-3" 87 Trr 7-4" 74 10'-80 11'-1" 11'-1" 10'-3" 9-11" 97 7-90 8-3" 8'-0" 7%4" 7'-1" 60-9' 10'-8" 11'-1" 11'-1" 9'-2" 8'-11" 8'€ 5-6" 57 5'-6" 47 49 4'-0" -r-T T.4" 6'-10" 6'-10" 6'-5' 5-11" 10'-3" 9'-11' 9'-4"9'-4-8'-9" TA"7-e r-40' 5-11" 5-9' 6'-4" 9-2" 9'-5 902' 8'-9- 8-6" 8'-0" 4'-7 4-3'4'-2" 3'-11" 3-90 0'-0" 8-27 6-5 8-3- 5-10" 5'-9'5'-7- 8'-7" . 87 817' 817 7-11' 7-9' 6'-5' 67 6%5"6'-2"·60-1" 0%0" 8%2" 8'-4' 87 7-10" 77 030" TABLE 4.15 130 Metals USA Building Products ' 5-8 2440 Albright T.-r Houston, TX 77017 " 10'-3" (713) 946-9000 7'-14 " E-11" 4-7 6'-10"Carl Putnam, P. E. . 9.-4.3441 Ivylink Place 4 5-7.Lynchburg, VA 24503 8'-4" cariputnam@comcast.net 4-31 6'-10" ' 904. ' 6'-r 8'=,n 4'-0 6'-T' 9'-0" 6'-4* 1 8'-0" 6'-0.DEC 5 2011 8'-4" 2.5f[8" Flat Panel (Single Span) MU21 2.9xr Flat Panel (Mullispan) MU21 2.5"*12' Twin Vee Panel (Single Span) MU26 Ground 1 Panel Wind Speed and Exposure Ground Panel · Wind Speed and Exposure Ground Panel Wind Speed and Exposure Snow Load Gauge Exposure B Exposure C Snow Load Gauge Exposure B Exposure C Snow Load Gauge Exposure B Exposure C (psf) (in) 85 90 110 85 90 105 110 120 130 (psf) On) 85 90 110 85 90 105 110 120 130 (psr) (in) 85 90 110 85 90 105 110 120 10 0.022 8'-10" 8'-1" LIVES 0.028 11'-10"11'-10" 1 0.035 139 137 0.040 15'-3" 157 1 20 0.022 7%8"7'-8" 1 LIVE 0.028 9'-1" 9-1" 1 7-3" 8-10" 5'-10" ' 10'-8" 8'-1" 5-11' ' 12-7- 11'-10" 8'-r 1 13'-11" 13'-1" 11'-2" 7'·-2° 6'-10" 5'-10" ' 8'-5" 8'-10' 6*-11' 5-r 37 14 10 0.022 7-11" 7'-11' E-7- 5-7 5-7 UVE 0.028 9'-5-90-5" T -9'7'-1" 6'-6'0.035 11'-1" 1151" 10-7 7-10' 7'-30 0.040 12-3' 12'-3" Sir 3'-7- 3'-3" . 20 0.022 61"6'-8. 67 - 6'-0" 5'-7-UVE 0.028 7'-11' 7-11" 7-0. 7'-5 7,4)" 8'-4*' 8'-10- 8'-4"T.E 9'-10" 10'-5° 9-10" 8'-1 r 10-10" 11'-6" 100-10- 9'-10- 6'-00' 6'-4' 6'-0" 5-7" 7'-3- 7'-6=T-3"6'-8. 6'-4"5-7 5-4 7-6" 0-11- 8-5" 1 8'-11" 87 7,-7. 9%10" 9-1" 5'7-9-77 4'-27 6'-8" 67 5'-10" 10 · 0.020 89' 8'-5 7-2" .IVE 0.027 12'-1' 12'-1" 10'-8' 0.04014'-10°14'-10" 13-9" Steel 0.018- 13'-1" 13'-1" 11'-8"Steel 0.0240 15'-3" 157 137 20 0.020 7-2" 7-2" 6'-5' 7-5' 7-5 5 7'6-4» 5-9'5-4" 11'4 10'-8" 8'-7" 87 7-6" 6'-11" 14'-3' 13'-9' 12'-10"12'-10"11'-11" 11'-2" 12'-4' 11'4' 10'-7" 107 7'-10" 7-2" 14'-4" 13'-7" 12'-5' 12'-50 11'-5" 10'-8" 67 6'-7" 6'-0" 5-10" 5'2 5'-2" 0.035 117 11'-r 10'-8" 11'-1" 10%8" 8'-7 7.-911 7-1" 60-6".0.035 9'-4" 9'-40 8'-6*' 8'-11" 8'-·6" 7-11" 7-11" 7-4" 6'-11"LIVE 0.027 9'-3' 9'-3" 8-40 8'-T' 8'-T' 7-10 7-r 7-0" 67 0.040 12'-11"12'-1111'-10" 12'-4" 11'-10' 11'-07 10'-7" 7-10" r-3"0.040 10'-3' 10'-3' 945" 9'-10' 9'-5'8:-9"8'-9" 87 T.B"0.040 13'-3"· 13'-3' 12'-5" 12'-10" 12'-5" 11'-6" 11'-6- 10'-10" 9'-0" 25 0.022 7-8"7'-8" 6'-7"7-2" 6'-10 5'-10" 5-7-3'-7" 3-3" 25 0.022 6'-80' 6'-4"6'- 6'-0" 6'-0"5-7"5-4.5-2" 4'-3"Steel 0.018' 11'-1- 11'-1" 9'-1" ·10'-T' 9'-5" 8'-7" 8'-4' 7'-9" 7'-7 0.028 9'-1° 9'-1" 7'-10" 8-5"8'-1" 6'-11" 6'-7 6'-0"5'-7 0.028 7-11" 1-6"T a' T-3*7-3.6'-3" 5'-10"Steel 0.024*12-11"12'-11'11'-11' 12-5" 11'-11"11'-0' 11'-0" 9'-1" 8'-8" 0.035 .117 11'-1- 100-8" 10'-8" 10'-8" 8'-2"T..9"7*-1" 6'-6"0.035 9'4" 8'-11" 8'-6"8'-6" 8'-6" 7-11" 7'-7- 7-4 6'-11"25 0.020 77 7*-7 9-5. 5.-7 6'-6" 5'-10" 54" 9-5" 5-r 0.040 12'-11" 12'-4" 11'-10'11'-10"11'-10 11'-0" 107 7-10" 7-31 0.040 109 9'-100 9-5" 9'-50 9'-5"8'-99 8'-5 2-7 T-8.0.027 97 90-3" 8'-4"8'-7" 8'-4"7-T'7-5 7-0» 5-5 30 0.022 7-5" 77 6'€ 6'-11" 6'-8" 5'-10" 5-7-3'-7"3'-3" 30 · 0.022 6'-4"6'-0.5-7" 50-7 5%9" 5'-4-5'-2"4'-5" 4'-1" O.040 13'-3" 12'-10' 12'-5 12'-5" 12'-5' 11'-6" 11'-2" 10'-10" 9'-0' 0.028 8'-9" 8'-5"7'-8" 80-2" T-11" 6'-11" 6'-r 67 5'-T'0.028 7'-60 7'-3't 6'-8' 6'-11" 6'-11- 6'-5" 6'-3"5-0" 5-8"Steel 0.018' 11'-1" 10'-T' 9'-1" 9-5= 9'-1 8'-4" 8'-1" 7'-9" 7-2" 0.035 11'-1" 10'-8" 9'-O"9-7 9-3"8'-2" 7'-9" 7'-1"6'-6"0.035 8'-11" 8'-6" 7-11" 8'-2- 8'-2" T-7" 7-4" 7-2" 61-90 Stee!0.024 12'-11" 17-5" 11'-11"11'-11"11'.11" 11'-0' 10'-8' 9'-1/" 8'-2' 0.040 12'-4" 11'-10- 11'-0" 11'-4" 11'-4° 10'-T' 9'-3" T-10" 7-y 0.040 9'-10" 9-5" 8'-9' 9'-V'9'-10 81-5"8'-20' 7'-11" 7'-6"30 0.020 6'-10" 6'-7' 6'-0"6'-5" 6'-2" 5'-8"5-6'5-y 0'-0. 40 0.022 6'-8"6'-8" 67 6'-4"6'-2" 51-10" 5'-7"3-7'0.-0.40 0.022 5-7"5t7"5-2"5'-4" 5'·2"4'-6"4'-5' 4-1" 3'-11"0.027 8'-11' E-T' 7-10' 8'-4" 8'-0"T€ 7'-22 5-1(r 5-5 0.028 7-11" 7-11" 7%3"7'-6"7-3" 6'-11" 6'-7" 6'-0"5-7"0.028 6'-r 6'-8" 6%3' 6'-5' 67 5-10" 6-10" 5-7" 5'-3" 0.040 12'-10" 12'25' 11'•6" 11'-1114'-11' 11'-2" 10'-10" 10'-6° 8'-8' 0.035 9'-3'9%3"8'-6" 8'-9"8'-6" 8'-1*7-9" 7'-V €€0.035 7'-11' 7-11" 7-4-7-7"7-4" 6'-11" 6'-11" 6'-7" 6'-3°Steel 0.018' 10'-7' 9'-5- 8'-7" 9'-1" . 8'-10" 8'-1" 7-11" T-r 7-1" 0.040 11'-0" 11'-0" 9'-5 10'-7" 9%5" 90-0" 8'-9" 7'-10" 7-3"0.040 8'-90' 8'-97 8'-2"8*-5" 8'-2'T-8"T-8"7-y 6'-11"Steel 0.024' 17-5" 11'-11" 11'-0» 11'-5" 11'-5" 10'-8" 9'-3" 8'-10" 8'-4' 60 0.022 5-10" 5'-100 505"5-7.5'-5" 5'-3" 0'-0" 0'-0" OLD" 60 0.022 4'-6" 4'-6' 4-2" 4-3' 4-2" 4'-0" 3'-11" 0'-0" 0%0"40 1 0.040 11'-6" 11'-6" 101-10" 11'-2" 10'-10" 90-5" 9-37 8'-8" 8'.4" 0.028 6'-11" 6-11" 0-6"6-7°6-6" 6'-5 : 6!-11'0'-0. 0'-0.0.028 5'-5"5'-5' 5'-5" 5'-5"5-5" 5-2- 4'-9"0'-0/0'-0.Steel 0.024' 11'-0" 11'-0" 9'-6° 10'-8" 9-6'9-1" 8'-10" E-4= 8'-0" 9 630-201 C l 3 20 0.035 8'-1" 8'-1" 7'-T' 7'-9" 7-7" 7'-3" 7'-7 { 010!'- , 0'-On 0.035 6'-5 6'-5" 6'-5" E-5" 6'-5' 6*-1" 6*-0" 5-10' 5'-8" 60 1 0.040 9'-5' 9'-5 8'-10' 9%00" 8'-10= 8'-6- 8'-4" 0'-0" 0'-0" 0.040 9'-0® 9'-0" 8'-5" 8'-7 8'-5" 8'-1" 7-11" 0'-0" 1 0,-8,0.040 T-1" 70-1*7-1"7-1" 7-1" 6'-10' 648"6'-6" 6'-3"Steel 0.024 9'-1"9'-1" 8'-6' 8'-8"8'-6' 8'-7 5-0. 0'-0.0.-0. TABLE 4.16 TABLE 4.17 TABLE 4.18 ICC ESR 1953 (2009 IBC) 12/5/2011 Page 35 of 101 MAXIMUM AUOWABLE TRIB WIDTH FOR PANEL/HEADERISCREW COMBINATIONSPanel Number of#10 Sheet Metal Screws Required per foot thick-at Header/Panei Connection Headers ness23423423434 (in)90 mph Exp B 90 mph Exp C 110 mph Exp C 130 mph Exp C MAXIMUM ALLOWABLE TRIB W[DTH FOR PANEUHEADER/SCREW COMBINATIONS Number of #14 Sheet Metal Screws Required per foot Panel at Header/Panel Connecbon thick- Headers 2 3 23 23 234 ness 90 mph Exp B 90 mph Exp C 110 mph Exp C 130 mph Exp C (in) Al[Beams 0.018 6' MAX MAX 4'6' MAX 3' 4' 5 3,4' MAX All Fascia 0.018 MAX MAX MAX 4' MAX MAX 3' MAX MAX 3' MAX MAX All Beams 0.02 6' MAX MAX 4' 7 90 3' 4' 6' 3' 4' 5All Fascia 0.02 MAX MAX MAX 4' MAX MAX 30 4' 6' 3' 40 5' All,Beams . 0.024 8' - 11'MAX 5'8' MAX 4' 5 7' 40 5' 6' All Fasda 0.024 8' MAX MAX 5 MAX MAX 4' MAX MAX 4'5' MAX All Beams 0.027 8' MAX MAX 6' 9'MAX 4' 6' MAX 4'6' MAX All Fascia 0.027 MAX MAX MAX €MAX MAX 4'MAX MAX MAX MAX MAX Ali Beams 0.032 10' MAX MAX r 11'MAX 5'T MAX 5'7' MAX State Fascia 0.032 9'MAX MAX T MAX MAX 4' MAX MAX 5' MAX MAX 0.040" Fascia 0.032 MAX MAX MAX 7'MAX MAX 5' MAX MAX 5'MAX MAX Steel 24 Ga Fascia 0.032 MAX MAX MAX T MAX MAD< 5'MAX MAX 5 MAX MAX All other Fascia 0.032 MAX MAX MAX T , MAX MAX 5 MAX MAX 5' MAX MAX Alurn 3x8 0.036 MAX MAX MAX 8'MAX MAX MAX MAX MAX MAX MAX MAX All Other Beams 0.036 MAX MAX MAX MAX MAX MAX MAX MAX MAX MAX MAX MAXState Fascia 0.036 MAX MAX MAX MAX MAX MAX MAX MAX MAX MAX IVI/U< MAX 0.040- Fascia 0.036 MAX MAX MAX MAX MAX MAX MAX MAX MAX MAX MAX MAXSteel 24 Ga Fascia 0.036 MAX MAX MAX MAX MAX MAX MAX MAX MAX MAX MAX MAXAll Other Fascia 0.036 MAX MAX MAX MAX MAX MAX MAX MAX MAX MAX MAX MAX Alum 3x8 0.04 11'MAX MAX 8' 12'MAX 5 8' 10' 6' 70 9' All Other Beams 0.04 13' MAX MAX 9'13'MAX € 9' MAX 6'9' MAX State Fascia 0.04 9' MAX MAX 7'MAX MAX 4'T MAX 5' €MAX. 0.040" Fascia 0.04 10'MAX MAX 7'MAX MAX 5'r MAX 5'MAX MAX Steel 24 Ga Fasda . 0.04 MAX MAX MAX 9' MAX MAX 6'MAX MA* MAX MAX MAX All Other Fascia 0.04 MAX MAX MAX 8' MAX MAX 5'MAX MAX 6' MAX MAX Alum 32 0.05 MAX MAX MAX 8'MAX MAX 5 8' MAX 6 T MAX AIt Other Beams 0.05 MAX MAX MAX MAX MAX MAX T MAX MAX 8' MAX MAX State Fascia 0.05 MAX MAX MAX r MAX. MAX K MAX MAX 5'MAX MAX 0.040: Fascia 0.05 MAX MAX MAX MAX MAX MAX 5'MAX MAX 5'MAX MAX Steel 24 Ga Fascia 0.05 MAX MAX MAX MAX MAX MAX MAX MAX MAX MAX MAX MAXAll Other Fascia 0.05 MAX MAX MAX MAX MAX MAX 50 MAX MAX MAX MAX MAX All panel thicknesses are for aluminum Table 4.19 All Steel Panels use 0.050" thickkness .MAX' means maximum possible tributary widlhDouble 2"x6.5' require the specified number of screws per header Other double headers only require the given numberIf panel thickness is not listed then use next smallest gauge.This table specifies screws per foot of panel, 6" panels would use half the number per panel, 24° panels would use double per panel All Beams MAX MAX MAX MAX 5 All Fascia MAX M AX MAX MAX MA All Beams MAX MAX MAX MAX 6' Ail Fascia MAX MAX MAX MAX MA All Beams. MAX MAX MAX MAX MA All Fascia MAX MAX MAX MAX MA All Beams MAX MAX MAX MAX MA All Fascia MAX MAX MAX MAX MA All Beams MAX MAX 12' MAX 8' State Fascia MAX MAX MAX MAX MA 0.040" Fascia MAX MAX MAX MAX MA Steel 24 Ga Fascia MAX MAX MAX MAX MAAll other Fascia MAX MAX MAX MAX MA Aium 3x8 MAX MAX MAX MAX MA Alt Other Beams MAX MAX MAX MAX MA State Fascia MAX MAX MAX MAX MA 0.040" Fascia MAX MAX MAX MAX MA Steel 24 Ga Fascia MAX MAX MAX MAX MA All Other Fascia MAX MAX MAX MAX MA Alum 3x8 MAX MAX 12'MAX 8' All Other· Beams MAX MAX MAX MAX MA State Fascia MAX MAJ< MAX MAX T 0.040" Fascia MAX MAX MAX MAX 8' Steel 24 Ga Fascia MAX MAX MAX MAX MA: A]1 Other Fascia MAX MAX MAX MAX MA; Alum 3x8 MAX MAX MAX MAX 8' All Other Beams MAX MAX MAX MAX NIX State Fascia MAX MAX MAX MAX MA 0.040" Fascia MAX MAX MAX MAX MA] Steel 24 Ga Fascia MAX MAX MAX MAX MA All Other Fascia MAX MAX MAX MAX MA: Metals USA Building Products 2440 Albright Houston, TX 77017 /Vur \: (713) 946-9000 /-0 1 •v,W DEC 5 2011 9 19 / 44' MAX MAX 0.018 C MAX MAX MAX 0.018 4' MAX MAX 0.020 . ivt-X MAX MAX 0.020 5' MAX MAX 0.024 5' MAX MAX 0.024 6' MAX MAX 0.027 T MAX MAX MAX 0.027 6'MAX MAX 0.032 5' MAX MAX 0.032 $ MAX M/U MAX ' 0.032 : MAX MAX MAX 0.032 IVIAA MAX MAX 0.032 , MAX MAX*MAX 0.036 ' MAX MAX MAX 0.036 : MAX MAX MAX 0.036 MAX MAX MAX 0.036 MAX MAX 0.036 MAX MAX MAX 0.036 6'8' MAX 0.040 9' MAX MAX 0.040 5' MAX MAX 0.040 5' MAX MAX 0.040 MAX MAX MAX 0.040 6' MAX MAX 0.040 60 8' MAX 0.050 MAX MAX MAX 0.050 5' MAX MAX 0.050 5' MAX MAX 0.050 MAX MAX MAX 0.050 MAX MAX MAX 0.050 Table 4-20 Carl Putnam, P. E. 3441 Ivylink PlaceLynchburg, VA 24503 cariputnam@gcomcast e SS/ON 089 5 #TEOF AL J 12 2.13 ICC ESR 1953 (2009 IBC) 12/512011 Page 38 ef 161 €tlo SOLID COVER 5.0POST SPACINGS FOR PATIO AND COMMERCIAL COVERS »490 MPH WIND AREA 0.042=x32<8' Box Beam (Detail MU76)Double 0.042'x31- Beam (Detail MU113) TABLE 5.1 Attached Freestanding 0,Attached Freestanding ct Structure Mullispan Units Structure M•tispan Units GROUND TRIB POST POST MAX MAX POST LENGTH | A.AX MAX POST LENGTH SNOW WIDTH SPACING REOD POST MIN :FoarER 8, | 10 | 17 POST UIN FOOTER 8 | 10 | 17LOAD (FT) ONSLAB FOR SPACING POST sizE CONSTRAINEDFOOTER SPACING POST SUE CONSTRAINED FOOTE (PSF)(FT) SLAB {FT) TYPE Nr Y 'cr -d. 1 (FT) TYPE V .d. 1.cr 1 V (in) or) (in)Cm) 1 (03 B) On) , Cm) 85 MPH 8(POSURE 8 10 3 22-8»8 9·-7- A 18 23 24 26 167 B 22 26 27 29 LIVE 15 197-5-B e-r A 18 2 24 25 14'-11- C 22 25 27 28 LOAD · 4 17-0- B ' 7-10-A 19 22 23 26 15-11• C 22 · 25 26 28 ONLY 4.5 15-1- 8 7-2- A 19 n 23 24 13'-0- C 23 24 26 27 5 15-r B. 6·-8" 8 19 21 23 24 12'-3' D 23 24 26 27 5.5 1204.5 6'-27 8 19 21 22 23 11'-7' D 24 24 25 27 6 11'-4' 8 5'-8- B 19 21 22 23 1511- D 24 24 25 26 6.5 10'-5- B 5-5- 8 19 20 22 23 10'-5'D 24 24 : 25 26 7 9-8·8 5-1*B 19 20 21 23 10'-0-D 24 24 25 26 7.5 9'-1.8 4'-10• B 20 20 21 22 9·.7 D 24 24 24 26 8 8'-6- 8 417 B 20202122-2-025252525 85 847 B 4,4- 8 20 20 21 22 B-10- D 25 25 25 25 9 7-6-B 4'-2- B 20 20 21 22 8'e E . 25 25 25 25 95 7-7 8 49 8 20 20 20 22 87 E 25 25 25 25 10 e.9 8 3'-10" B 20 20. 20 21 7=11- E 25 25 25 25 11 67 B 3'-6'6 20 202021 T-6-E 26 26 26 26 12 4*%B 3'-3- 8 20 20 20 21 TRI E 26 26 26 26 13 5-2 By-0- B 20 20 20 21 6'-7- E 2626 26 26 90 UPH EXPOSURE B 10 3 22'2 8 9'-0- A 18 23 25 26 15'-6- B 22 26 2B 29 LIVE 3.5 19-9 B 8-1- A 19 23 24. 25 14'-3- C 23 26 27 29 LOAD 4 17--0-B 7-4- A 19 22 24 25 13·-2- C 23 25 27 28 ONLY 4.5 1 9-1-8 60-8- A 19 22 23 25 12'-r C 23 25 26 28 5 137 8 6'-2- 8 19 21 23 24 11'-7-D 24252627 5.5 tzur 8 5-9- 8 19 21 23 24 .10'-ila D 24 24 26 27 6 11·4•B 5%4- B 20 21 22 24 10-4- D 24 24 25 . 27 6.5 101%6 5'-0- 8 20 21 22 23 9'.10' 0 25 25 25 27 7 9-8.8 4'-1 8 20 20 U 23 9-5. 0 25 25 25 25 - - 75 9'-1 •8 4-6- B 20 2022 23 9-<r D 25 25 25 -26 8 8%6-B 4'-3" B 20. 20 21. 23 8'-r D 25 25 25 26 8.5 8'-Cr 8 4'-0"B 20 20 21 Et 84' D 25 25 25 26 9 7%B · 5-10» B 20 20 21 22 8'-00 E 26 26 26 26 9.5 7%2 w 8 5-8- B 20 20 21 22 7-8- E 26 26 26 26 10 6»-r B 5-6- B 20 20 21. 22 7-9 2 26 26 26. 26 11 027 B ye 8 20 20 20 22 6%11-E 28 26 26 26 12 5'-8-8 3'-0" 8 20 20 20 21 8-6- E 26 26 26 26 18 57 8 2-9- 8 20 20 20 21 6'-2· E 26 26 26 26 90 MPH EXPOSURE C or- 105 MA+EXPE)SURE B 10 3 2274· 8 8'-0- A 20 25 26 28 142 C 24 28 30 31 LIVE 3.5 190-5*8 7-2- A 20 24 26 27 13-0 C 25 27. 29 31 LOAD 4 17'*8 6'4' 8 20 24 25 27 12'4* D 25 27 29 30 ONLY 4-5 led- B 5%11" B 21. 23 25 26 11-22 D 25 27 28 30 5 13'-7-8 54 8 21 23 24 26 19-6• D 26 26 28 28 5.5 12-4.8 5'-1' B 21 22 24 25 9'-11-D 26 26 27 29 6 1114.8 4'-9,B 21 22 24 259'2 0 26 26 27 29 6.5 1047 B 4'-5-B 21 22 23 25 8'-11- D 27, 27 27 28 7 9'€8 4-2 B 21 22 23 24 E€ E 27 27 27 28 7.5 921•8 3-11" B 21 21 23 24 8'-1.E 27272728 8 84.B 3'-T B 21 21 23 24 7-9 E 27 27 27 28 8.5 54-B 3-6» B 21 21 22 24 na- E 28 28 28 28 ST-5-B 5-4- 8 21 21 22 24 7-2- E 28 28 28 28 9-5 7'-r 8 5-2" B 22 22 22 23 6'-11-E 28282828 10 64'B 3-0- B 2222 22 236'4r E 28 28 28 28 11 6-2-B 2-9-8 22·22 22 23 6%2' E 28 28 28 28 12 5%B 27 B 22 22 22 23 540- E 28 28 28 28 13 57 B 7-5- 8 22222225'-6-829292929 Double 0.040'kn£.625'Beam (Detail MU113) Attached Freestanding 01 Structure Multispm Units UAK MAX POST LENGTH POST UN FOOnER 8' 1 10 1 12 L SPACING POST SIZE CONSTRAINED FOOTER (FT) TYPE 7 (in) 14'-6- B 21 13·-4- B 21 12%8' B 22 11•-8"C 22 11'-0- C 22 19-9 C 23 90-11- C 23 D 9-1- 1 24 2-9- D 24 8'-5- 0 24 84"D 24 7-10- D 24 7-7 D 24 7'-4- D 2S 6'-11- D 25 E 25 EZ E 25 13'.10- 8 21 129- B 22 11·-10" C 22 1101. C 23 10'-5- C 23 9-1 V C 23 C 24 9-7 D 24 8'7 0 24 5-1..0 24 7-11'D 24 7-8- 0 25 7-9 D 25 7-2- D 25 6--11- D 25 8% 0 25 0-2- E 26 9-10 E 26 124- 0 23 11·4-C 24 10-10 C 24 10'-2- C 25 9-7- D ' 25 9'-7 D 25 E-7 D 26 82' 0 26 7-10-D 26 74- 0 26 T.2 0 27 5-110 0 27 e-fr £27 6'€E 27 E 27 9-17 E 28 5-6" E 28 57 E 28 On) i Cm) I On) 26 25 25 25 25 24 24 24 23 24 24 24 24 24 24 24 26 25 30 25 25 25 26 26 25 25 25 24 24 24 25 24 25 24 25 24 25 25 25 30 25 25 25 25 25 25 26 26 28 28 27 26 26 26 40 26 27 26 27 26 27 - 27 27 27 27 27 27 27 27 27 28 20 28 28 28 28 D:Dibt&*5?EWWWBOOD?t:32:!31@W.:Vyw 131&101*27 2:btuMbtWWWN Muy:&1% Vt: M 0-042'39328» Box Beam (Detail MU76) TABLE 5.1 Attached Freestanding 01 Structure Mumspan Units 1 TRLS POS r POST MAX MAX POST LENGTH WIDTH SPACING REOD POE MIN FOOTER 8' 10 | 12(FT) ON SLAB FOR SPACING POST SLZE COMSTRAINED FOOTEF (FD SLAB (FT} TYPE 90 MPH EXPOSGE C or105 IrHE»*)SURE B 3 114- B 6'.1•A 18 23 25 26 15 9-8' B 5-5' B 18'23 3 26 4 Ze B 4'-1(r B 19 22 24 25 45 - 74- 8 4%9 B 19 22 23 25 5 6'-9-. B 4%(r 8 19 21 23 24 5.5 6·-2- 8 3%8- B 19 21 23 24 5 5-2"By-5- 8 19 21 22 24 6.5 5-2-B 2-1 8 19 21 22 23 7 440- B ye B 19 20 2 23 75 4*2-10- 8 19 20 22 23 8 432 B Mr · 8 19 20 21 23 85 4'-0· Bye 8 19 20 21 23 9 34 8 2-9 8 19 20 21 22 9.5 30-7 8 B 19 19 21 S 90 MPH e<POSUJ:E B 3 9-6-B WAY B 16 22 23 24 15 8-2'B 5-r B 17 21 22 24 4 7'-1-8 . 5-1- 8 17 21 22 23 45 e-w 8 4'7 8 17 20 22 23 5 5-8- 8 4-2- B 17 20 21 23 55 5-2 8 3-11' B 17 20 21 22 6 4-9- B 5-7 B 17 19 21 22 6-5 4'-4-6 3-4-B 17 19 20 22 7 4'-V B 5-7 B 17 19 20 21 7-5 8 2-11- 8 17 19 20 21 8 5-6-B 2-9'B 17 18 20 21 1 8.5 7-4' B 7-8 B 17 18 20 21 9 5-2 8 74' B 17 18 19 21 9.5 3'-T B Te 8 17. 18. 19 21 90 MPH EXPOSURE C or 105 Ual EXPOSURE D 3 9-6.8 548-B 18 23 24 26 3.5 Mr B 9-0-B ' 18 22 24 25 4 7-1-8 4'-6-B 18222325 4.5 5-4-8 4-1"2 18 n 23 24 5 5-8=8 34'B 18212324 5.5 57 B 3-5-8 18 21 22 24 6 47 B 3'-r B 18 21 M 23 65 4-4*8 2-11- B 18 20 22 23 7 401'8 2-9- 8 19 20 22 23 7.5 8 2'-7-B 19 20 21 23 8 5-6-8 2'« 8 19 20 21 22 8.5 N.8 7-4-8 19 19 21 22 9 3'7 8 27 81919 21 22 90 MPH' EXPOSUSE B S 8 9-5- 8 16 21 22 24 35 Be B 0-14 8 16 20 22 23 4 98 B 41.4-B16202ln 45 4%9"8 5-11- B 16 20 21 22 5 4'-4-B 3%7- 8 16 19 21 22 55 3'-11-B 37 8 16 19 2022 6 3'-r B 3'47 B 16 19 20 21 &5 3'-4-B 7-1 B 16 18 20 21 7 3-1' B 7-8' B 16 18 20 21 7.5 2-10' B 2'-6" B 16 18 19 21 8 2-8- 5 74-8 18 18 19 21 85 2-6- B 7-2- 8 16 18 19 20 9 214'8 24- B 16 18 19 20 rly.I¥ Double 3.042938- Beam (Detail MU113) Double 0.0401*25(6.e'25- Beam (Detail MU113) Attached Freestanding 01 Attached Freestandng 01 Structure Mulaspen Units Structure Multispan Units MAX POST LENGTH MAX WAX POST LENGTH POST MlN Foonip 8' | 10' 12' POST MIN FOOTER W | 10 17SPAWNG POST $122 CONSTRAINED FOOT-StSPACIN< POST SUE CONSTRNNEDFOOTER (FD TYPE (Fn TYPE 11-e O . 10'-5- C 109 D 9'-6' - C 9-8- D 85-9' D 8&11- D 8-7 0 84- D 74- D 7-9 E 72' D r=r E 6'-to' D 7-0• E 6-6- D 5-7 E <-r E 6-3- E 5-11- E 6·-0- E 5'-2 E 5-9- E ' 5'€ E 5%6- E 5-3- E 52- : E ET E 11'-10- O 109" C 19 23 25 26 10-10- D NO" C 20 23 24 26 9'-11' D 21. 24 25 27 9-1· D 20 23 24 25 9-3- 0 2123 25 26 8'5» D 21. 22 24 25 5-C 0 22 23 24 26 7-11• D 21 22 23 25 8%1' 2 22 23 24 25 re 0 21 22 23 24 7-80 E 22 22 24 25 7-1·O 21 21 23 24 7-3- E 22 22 24 25 64' E 22 22 23 2. 6'-10· E n n 23 25 6'-W E 22 22 22 24 e€E 22 22 23 24 A- E 22 22 22 23 6·S E 23 23 23 24 8-10» E 22 22 22 23 9-11* 2 23 23 28 24 5'-8 E 22 22 22 23 5%623232324 WE2222223 9-6- E. 23 23 23 24 5-7 E 23 23 23 23 19-10- D 22 26 28 29 9%10' C 21 25 27 28 9.10-0222627299#D m 24 26 27 9'-1- 0 23 25 27 28 8'-4- D 22 24 26 27 ¢-5-D 23252728 7-9- D 23 24 25 27 7-10= E 23 25 26 28 7-3- 0 23 23. 25 26 7-4.E 24 24 26 27 5-10" D 2323 25 26 6'-11" E 24 24 25 27 5-9 D 23 23 24 26 6-6.E 24 24 25 27 Al. E 24 24 24 25 FT E 24 24 25 26 5-'to» E 24 24 24 25 9-1'E 24 24 25 26 5-60 E 24 24 24 8 9--r"E 24 24 24 28 5-4-E 24 24 24 25 94·' E 25 25 25 26 5-1' E 24 24 24 25 5-1.E 25 25 25 4'-10- E 24 24 24 24 19-7- D 19 24 97 0 20 24 3 i -=liliffLS 111 8'-10- 0 20 23E-7 E 20 23 24 25 BUILDING PRODACVS 7-7- E 21 22 24 T-1" E 21 22 24 6'-8"E 21 22 23 24 5-3- E 21 22 2% 24 f / 1 57-11- E 21 21 5'-8- E 21 21 5-4- E 22 22 5-1- E 22 22 4·-11- E 22 22 (in) (k» 1 (in) i (tn) i 27 28 26 28 26 27 25 27 25 27 25 26 24 26 25 26 25 25 25 25 25 25 25 25 25 25 25 25 25 25 26 28 24 26 2752 8 25 27 25 26 24 26 24 26 24 25 24 25 24 25 24 24 24 24 24 24 25 25 25 25 25 25 25 25 e VIL*CAU 600* DEC 5 011 888!83 ICC ESR 1953 (2009 ]BC) 12/5/2011 Page 39 of 101 SOLID COVER 5.0 POST SPACINGS FORPATIOAND COMMERCIAL COVERS IN- 90 MPH WIND AREA 0.0427330 Box Beam (Detail MU76)Double 0.042"*378" Beam (Detail MU113) TABLE 5.1 Attached Freestanding 0,Allached Freestanding 01 Structure Multispan Units Structure Multispan Units EGROUND TRIB POST POST MAJ<:AAX POST LENGTH WO<UAX POST LENGTH F, SNOW W[OT-H SPACING RECO POST MIN FOOTER E 10' 12 posT ual Rnfal= E | 10 12 (FT) ONSLAB FOR SPACING PO5r SCZE CONSTRA,NED FOOTER SPACING POST UZE CONSTRAINED FOOM(FT> SLAB' (FT) TYPE 'TYPE Double 0-040-€*6.625' Beam (Detal MU113) Attached Freestanding 01 SDucture Ntispan Units MAX .MAX POSr LENGTH GROUND POST MIN FOOTER E | 10 | 12 SNOW 4 SPACING POST SUE CONSTRAINEDFOOrER LOAD (PSF) 20 WVE LOAI ONLA 20 25 ¥ On)(in) (in) 17 22 17 21 17 21 17 21 18 20 18 20 18 20 18 19 18 19 18 19 18 19 18 19 18 18 18 18 20 18 18 20 18 18 19 ARMAR+5*&228 2 V 25 24 124 11'-7 (Al 28 11'€ 27 10-5 27 941 27 &* W N ¥ 00) C•') 1 20 24 40 24 60 28 28 28 24 %! t! 8: 0 01 W W ge Si oN U M M 01 Mautlp: W.Dtbtbt@'UN blubtatb!&:DIUMN# 25 25 24 24 0.042**30*87 Box Bea n· (Detail MU76) TABLE 5.1 Atiached Freestanding or Structure Multispan Units TRE POST POST MAX UAX POST LENGTH WI[mi SPACING REQD POST MiN FOOTER 8 | 10' 12'(Fr> ON StAB FOR SPACNG POST SIZE CONSTRAINED FOOTEE (FT> SLAB (FI) TYPE Y 1 -d» (in) 1 (h} 24 25 23 25 23 24 22 24 22 23 22 23 21 23 21 23 21 22 21 22 21 22 20 22 23 22- 22 22 M WARAARRAA Gn) 01} Double 0.042*3518- Beam (Detail MU113) Double 0.040'kn6.€25- Beam (Detail MUI 13} Attached Freestandbg 01 Aitached Freestanding oi Structure Muspan Units Structure Multispan Unds UAX MAX POST LINGT111 MAX MAX POST LENGTH POST MN FOGral * | 10· | 12' POST UN FOOTER W 10 | 12'SPACING POST SIZE CONSTRAINED FOOTERSPACTNF POST SIZE CON5rRAINED FOOTER (FT) TYPE TYPE I «n) (in) 29 8-11 25 27 28 25 26 28 74 24 26 27 6'-11 24 28 27 e.*r 24 25 27 23 25 26 23 25 26 23 24 26 5-7 23 24 25 40-11' 23 24 25 24 24 25 25 27 Z8 7-8- 24 26 27 24 25 27 6'-5' 23 25 26 5-11- 23 25 28 5€ 23 24 2S 9-2 22 24 25 4-10. 22 24 25 4-7 22 23 25 4'-4- R;WRI NY &2 N W tti @mtitit: W Mt:ki N90 NIPH·EXPOSURE B 90 MPH E<POSURE C 0,105 M°M EXPOSURE I 3.,11 '110-8 6-11- A 'C 21 25 C 3 77 8 4-11- B 17 22 94- . D D 21242627 15 W.2 867-2*A 'D 2125 C 20 23 35 69- B 4'-4-8 17 22 8'-10* - D 0 21 24 26 27 4 8'-11-B 9-6- B 24 10'-8- 0 - 21 24 C 21 23 4 5-6- 8 30-10-5 17 21 8-1- D D 21 24 25 26 4.5 7-11 23 9-11- D 22 24 D 21 23 45 4*4- B 5-6- B 17 21 7'€ E ' 0 22 23 25 26 B ff B 5 7-1'B <-e B 23 9-3- 0 22 - 23 25 26 +6" D 21 22 24 5 44 8 341 8 17 21 6--11- E D 22 23 24 26 5.5 6'€-8. 4'-7 B 23 Wa» D 22 23 25 26 -0- 0 22 m 23 5.5 5-11- 8 7-11'B 17 20 6'-69 E E 22 . 23. 24 25 6 5-11»B 40-0- B n tzy D 23 23 24 26 7-7- 0 22 22 23 6 5-7- 8 2'-8-B 18 20 6'-1' E E 22 22 24 25 6.5 9-5-B y.2 B 22 7-10' E 23 23 24 25 T-3- 0 22 22 23 6.5 7-r B Z-e B 18 20 5% E E 23 23 24 25 7 5.10'B 5-6- B 22 7-2 E 23 23 24 25 €-11-D n = 23 7 9-1-8 7-4- 8 18 20 ST E E 23 23 23. 25 7.5 E-Er 8 3*-7 8 22 7-1- 8 23 23 24. 25 Ar D 23 23 23 7.5 7-10- 8 7-7 8 18 19 9-1- - E E 23 23 23 25 8 41- 6 3-1- B .21 E-9- E 23 23. 23 25 6'-* E 23 23 23 8 7-8- 8 2-1'B 18 19 4'-10» E E 23 23 23 24 8.5 4'-2-B 2-11- 8 21 ee E 23 23 23 24 6'-1- E 23 23 23 8.5 2'6- B 1·-11• 8 18 19 4% E E 23 n 23 24 9 3'-11 8 Zur B 21 6%2- E 23 23 23 24 9-lor E 23 23 23 90 MPH EXPOSURE C or'105 APH EXPOSCRE D 9-5 8 7-8- B 21 9-11" E 24 24 24 24 St E 23 23 23 3 4-10- . B 41r B 16 21 84' E D 20 24 25 27 10 S€'8 2-6- B 21 · 5-9-E 24 24 24 24 5-T E 23 23 23 3.5 40-2-8 30-6- B 16 21 7-6- E D 20 23 25 26 11·3 -7 8 2'-4- B 21 5-4- E 24 24 24 24 5-1 "E 24 24 24 .4 3-7 8 3.1.8 16 · 21 6--10- E E 20 23 24 26 90 MPH EXPOSURE- C or 105 M ) EXPOSURE B 4.5 3-T 8 2'-10- 8 16 20 e.¥ E 2 21 22 24 25 3 11'-10-· B 6** 8 18 24 25 26 11'-10* D 23 27 29 30 . 10'4- C 2 .2527 5 2'-110 B 2-7 B 16 20 5'-10- F E 21 22 24 25 3.5 10-2 8 5-7- 8 19 23 24 26 10·_10' 0 23 26 28 29 9-10- C n 25 27 5-5 2-7 8 74 B . 16 20 94- F E 21 22 23 25 4 W-le 8 5-1- - 8 19 22 24 25 9'-11' D 24 26 28 29 9-10 0 23 25 26 6 ZE 8 2-2- B 16 19 9-1- F E 21 22 n 24 45 T-110 8 47 8 19 22 24 25 9-3" D 24 25 27 29 re D 23 24 26 6.5 2-2- 6 20-0"8 16 19 47 F E 21 21 23 24 5 7-1'B 4'-2-8 19 22 23 25 81- D 24 25 27 28 7'-11- 0 24 24 25 7 ·7-1-8 1%10' B 16 19 0.5- F E 22 n 2324 5.5 67 B 3-11- B 19. 21 23 24 8%1- E 24 25 26 28 N" D 24 24 25 6 5%11-B 3'-r B 19 · 21 23 24 7-8- E 25 26 26 27 7-1-D 24 24 25 . TABLEU TRmUTARY WI)™S FORS1NGLE SPAN ATTACHED SlRUCTURES 65 5'-5-B 3'-4' 8 19 21 22 24 7-3- E 25 25 26 27 6'7 0 24 24 25 PROJECTION OF Se,GLE SPAN STUCTURES (m 7 9-1-8 3-2" 8 19 21 2 23 6%10' E 25 25 25 27 5-9 E 252525 ers'10' 11' 12'13' 14 15 16'17 18:19•27 21' 22 75 82'-fl'819202223 60-6- E 25 2S 25. 27 €-10 5 25 25 25 31 19 4 4.5 5.5'6- 6.9 7 7.5'8.9 9'9.5 100 10.5 11' 8. 4'4 B 2-9- 8 19 2022236'«2252525 26 5-10" E 25 25 25 39 4 45 5 5.5 5 6.5 7 7.9 8.9 9 98'10'105 11'113 8.5 4'-2 8 2'-8" 8 20 20 21 23 9-11- E 26 26 26 26 5-80 E 25 25 25 rea rea nta n# Es 6.5 T 72 E 8.5 5 92 10 102 11'11S 12 9 5-11-8 2-6 8 20 20 21 23 5'4 5 26 26 26 26 5%5" E 25 25 25 rva IVa nia flt/a n/h,Va 113 40 n./a ria 9-5 10.10.5 11'11.9 12 12.5 9.5 B Ze B 20 20 21 22 5-€ E 26 26 25 26 51 E 25 25 25 nia nia rh rl/a rva Na Wa Wa nh Wa nia rda nta 12.5 13 90 MPH EXPOSURE B 3 11•-C B 6'-11' A 17 22 23 25 12-8- C 21 25 27 28 11'-5- C 20 24 25 TABLE 53 Post·Requirements TABLE 5A Post Requirements for 3.5 97- 8 6'-2- B 17 21 23 24 11'7 0 21 25 26 27 e ( 20 23 25 for Attached Single Span Structures Multispan and Freestanding Structures 4 836'8 5-6- B 17 21 22 24 104- D 21 24 26 27 ,-8- C 21 23 24 .Post Description Max POST Post Description Max Maximum poST Detail 4.5 -re B 501'B 17 21. 22 23 9-11" D 22 24 25 27 9'4 0 21 23 24 Hgt CODE Detail Height Footmg CODE 5 E-¥8 44* B 18 20 m 23 94. 55 5-2 6 4'-3-B 18 20 21 23 80-9. 6 5Mr B <-4 8 18 20 21 22 813' 65 E-T 8 5-7 8 18 19 21 22 7,_lo· 7. 4%10•8 3'-6- 8 18 19 21 22 74 7.5 4'-6-B 5-3- 8 18 19 20 22 7-1- 8 47 B 7-1•B 18 19 20 21 9-7 85 407 8 2-11- 8 18 19 20 21 6'-6- 9 3'2 8 2'-9- 8 18 18 20 21 6'-2- 9.5 T.T 8 208- B 18 18 20 21 6-11- 10 74 8 2-6' B 18 18 20 21 5-9- GENERAL INSTRUCTIONS FOR THESE TABLES1. CHOOSE FREESTANDiNG ORATTACHED STRUGTURE Z CHOOSE PROJECTION. WIDTH ANDOVERHANGOF UNLT3. DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURESITE (PATIO UNITS USE 10 PSF MIN, COMMERCIAL UNITS USE 20PSF MIN)4. CHOOSE A PANEL FROM SECnON 4.0 THAT HAS Anini ]ATA r: I.Al,QDAM =110 V,11 In Al=.Ant D 2 23 25 26 5·-Er D 21 22 24 D 22 23 25 26 8-0' D 22 22 23 E 23 23 24 26 7-7 . D 22 22 23 E 23 23 24 25 7-3- D 22 22 23 E 23 23 24 25 6'-11" D 22 22 23 E 23 23 24 25 6-r E 23 23 23 E 23 23 23 25 60-4- E 23 29 23 6 23 23 23 24 E-1- E 23 23 23 E 23 23 23 24 5'-10' E 23 23 23 E 24 24 24 24 9-8'E 23 23 23 E 24 24 24 24 9-5- E 23 23 23 8. FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWNTABLE 5.1 AND TABLE 5.3. UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT.EREESTANDING AND MULTISPAN UNITS USE TABLE 5.49. FINiall,E 0/C SPACING OR#OF FASTENERS FOR ATTACHINC10. WESE THE APPROPRIATE DETAILS (MU01-MU120) 140 0.032'xl.591.5• Scroo Twin 0.062*1.531.5- Scroll 0.02493*3- Post w/ Sideplate Alum 0.032'*353» Lockseam Alum 0.040'b<3-*3' Lockseam Alum 0-055-*Ad' Fluted -Steel 0.043*3"*3" Lockseam Akim 0.120'*35(3- Square Alum 0.1204'*4- Square Steel 3/16™3-*3' Steel 1/4*33' Steel 3/16"x42(4' Steel 3/1695"x5' A Mu100 Steel 0.043-*3'Q Lockseam 8'd= 21- E B Muloo Alum' 0.120'*3'xy Square 10' d = 22- B B Mugs Alum 0.120'ky-Squam W d = 24' 0 C MU89 AIum 0.120'*494'Square 10' d = 27' E D MU89 Aktm O.120"x4'W Square 8' d = 29" E E Mugs Steel 3/1650"xy 12 d = 28" E F Mu89 .Steel lM-xyxy ,17 d= . 30- E G MOM Steel 3#16*64*15'd - 28" G H MUSo Steel 3/16'knd'12'd = 31 1 1 MU93 Steel 3/16*535'15 d=H J MU93 Steel 3/16'*595'10' d =38" J s usr BUILDING PRODUCTS 2440 Albrighl Houston. TX 77017 ARJ89 MU96 MU96 MU50 MU50 MU93 MU93 MU93 MU93 MU93 MU93 1 52 442 1 630-2 5 * i 1 013 DEC 5 2011 K MU93 L Mu93 5. 02!ERMINE TRIBUTARY WIDTH FROM TABLE 52 OR CALCULATE FROM TRIBUTARY DIAGRAM ON MUSAGN01 6. CHOOSEA HEADER FROM TABLE 5.1 THAT HAS ADEQUAIE POST SPACING. 7. USE THE APPROPRIATE FOOTER SIZE SHOWN TABLE 5.1. FOR RATIO SLABSIR21LLOW 1-6 FROM ABOVE THENSUB 7. DETERMINE MmiMUM POST SPACING ON SLAB FROM TABLE 5.1898. USETEESMALIEROFTEEPOSTSPACING ON SLAB ORHEADER POST SPACING SUB 9. FOLLOW 9-10 FROM ABOWESl.AB 10. FORTWO POST STRUCFUREJUSETAKETIONSMEET U3 FORSLAB REQUIREMENTS INSTEADOF THESE TABLES (713} 946-9000 Cart Putnam, P. E 3441 tvy:ink Place Lynchburg, VA 24503 cariputnarn@comcasinel ICC ESR 1953 (2009 IBC) 12/5/2011 Page 40 of 101 SOLID COVER 5.0 POST SPACINGS:FOR PAHOAim COMMERCIAL COVERSM 90 M PH WIND AREA0.043,3™r Steel Lociseam (Detail MU89) ' 0.12073-*3 {MU96)0.1201(4"x'r (MU50) TABLE 5.9 Atlached Freestanding 01 Attached Freestanding ot Attached Freestanding 01 Structure Multispan Units Stucture Muttispen Units Soldure Mumspan Units GROUND TRIB POST POST MAX .ximi LMT I MAX POST LENGTH MAX MAXPOST LENGTH ; SNOW Wl[)TH SPACING REQD POST MIN FOOTER POST MIN FOOTER 8' | 100 | e POST Al,N FOOnER · 8' 10' | 12' LOAD (FT) ONSLAB FOR SPACING POST S[ZE CONSTRUNEDFOOTER SPACING POST SIZE CONSTRAINED FOOTER SPACING POST SIZE CONSTRAINED FOOTER (PSF)(FT) SLAB (Fr) TYPE |(Fr) TYPE | TYPE (in) En) 1 On) 23 23 22 22 22 22 21 On) 19 20 19 20 20 20 (PSF) (in) 25 25 25 24 Z4 24 24 27 30 28 28 25 25 25 25 24 24 23 23 23 23 23 26 26 27 27 28 28 0.04393-xy Steel Lockseam (Detail MU89). 0.120'*3'ky' (MU96)0.120'Wx4' (MU50) TABLE 5-9 Attached Freestanding 01 Attached Freestanding oi Allached Freestanding 01 Structure Mutlispan Units Structure Multispan Units Structure Ml¢6span Units 0 TRIB POST POST MAX MAX POST LENGTH MAX MAX POST LENGTH | MAX MAX POST LENGTH WIDTH SPACING REQD POST MIN FOOTER e | 10 | 12' POST . 6- FOOTER / | 10 | 17| POST MN FOOTER g | 10 | 12(FT) ONSLAB FOR SPACING POST SIZE CONSTRAINEDFOOTEF SPAaNG POST SIZE CONSTRAINEDFOOTELSPACING POST SIZE CONST-RAIPED FOOTER (Fr) SLAB (FT) TYPE |V (Fl)TYPE (Fr) TYPE | (in) (in) (in) .e {In) On) 1 On) 1 (m) 20 21 23 24 21 21 23 24 •d• SEMPHEXPOSUREB - SOMPHEXPOSUTEC or 105 MFII EXPOSURE n 10 3 22-8- - B 11'-1* S 19 20 22 10< A 23 14'-1" B 21 22 3' 11'-4-B E-0-· B 20 21 23 24 54 B 1104- C 22 24 25 27 UvE 3-5 19-2 5 107 B 20 20 21 5-11- B 22 134' 8 21 22 35 -B 7.-y 8 20 . 21 22 24 2-7 8 105 0 . 23 23. ·25 26 .OAD -4 17'-0-8 9%9" B 20 21 4-6- 8 22 12'-9- C 22 22 4 8-6,8 6'-80·8 21 21 22 23 T< 6 22 22 23 24 10-# 0 24 24 25 26 )NLY 4.5 15-1•8 9-1- B 20 20 21 9-1- 8 20 20 21 22 127 C 22 22 4.5 Te 8 67 8 21 21 22 23 7-4- C 22 22 22 ' 24 - 9-11-E 24242526 5 15-7-B E-e' 8 21 21 21 8'-9- 8 21 21 21 22 11'-10' C 23 23 5 6-9- B 5-9-C 21 . 21 22 23 7-1-0 23 . 23-23 24·9-7- E 25 25 25 26 5.5 12'4-B 1-1- B 21 21 21 8-6- 8 21 21 21 22 11'* 0 23 23 5.5 9-Z B · 5-6-C 21 21 21 23 6-10" D 23 23 23 24 9« E 26 26 26 26 6 11'21·8 7-7- B 21 21 21 8-22 22 222 11'2 0 24 24 6 5-8-B 5-1' C 22 22 22 22 5.r 0 24 24 24 ' 24 90-0- E 26 26 26 26 6.5 10-9 8 7-3' B 21 21 21 21 8-1- C 22222 22 10'-10' D 24 24 6.5 9-2"8 4'-10' C 22 22 22 22 0 24 24 24 24 8'-9 F 27 27 27 U 7 99 B · ¢-11' 8 21 21 21 21 7-10' C 22 72 22 22 107 0 25 25 7 +10-8 4'-r C 22 22 22 22 5-r E 24 24 i 24 24 8%F 27 27 27 27 7.5 9-1.6%7- 8 22 2222 22 74- C 23 23 23 23 104- E 25 25 7.5 4'-6- B ¢4- C 22 22 n 22 €-r E 25 25 25 25 WA- 9 27 D 27 27 8 E-6 8 6·-4" c 22 2 n n 7-6- C 23 23 2323 10%1 - E 26 26 8 4¢8 4-2- C 22 22 22 22 5-1' E 25 25 25 25 8-2-F 28 28 28 28 8.5 E-0.8. 6'-1- C 222222 22 7+- D 2323 23 23 9'-11' E 26 26 8.5 4.-0.5 4•-0"22 22 22 22 5-11- E 25 25 25 25 E-Of F 23 28 28 28 9 72 B 5%10* C 22 22 22 2 7-3- D 24 24 24 24 5 4 E 26 26 9 3'-8- 5 3'-10- D 23 23 23 23 5-10- E 26 26 26 26 7-10- F 29 29 29 29 95 7-2-8 5-8- C n n 22 -n 7-1-0 24 24 24 24 9'7 E 26 26 9-5 30-7 8 1-r D 23 23 23 23 5-7 E 2526 26 267-8" F 29 29 29 29 10 6'-9»8 5·47 C 22 n 22 22 7-0 D 24 24 24 24 gte E 27 27 90 MPH EXPOSU: :E B 11 67 B 5-1- C 23 23 23 23 ¢-9- 0 25 25 25 25 9·-1-F 27 27 3 94'8 813-8 18 20 21 21 #-7-818202122117020222325 1254- 8 4'-10· C 2323 23 23 6'-P E 25 25 25 25 8'-le F 28 28 35 87 B 7-6- 6 18 19 21 22 8'20 8 19 20 21 22 11'4- D 2122 23 24 13 50-7 8 4'-r' C 23 23 23 23 69 E 26 26 26 26 5-7- F 28 28 4 7-1- B 6:11- 8 19 19 20 22 7.7 C 19 19 21 22 10'-6- D 21 21 23 24 90 MPH EXPOSURE B 45 6-4' B 6'-5 C 19 19 20 21:Te C 20 20 21 22 100-1» E 22 22. 23 24 10 3 22•2 B 10'-9" B 20 21 2 23 10-1- A 19 20 22 23 13'70 B 21 23 5 54- B 54 C 19 19 20 21 Ira D 20 20 21 m 9-9- E 22 22 . 22 24 LIVE 3-5 1 9%5•B 10'-7 B 20 20 22 23 97 8 20 20 22 23 17-11- 8 22 22 55 542 8 5-r ( 19 19 20 21 7-0- D 21 21 21 9%5* E 23 23 23 24 .OAD •17-0•8 97 8 20 20 21 23 5-2" B 20 20 21 23 124' C 23 23 6 4-7 8 9-3" C 19 19 19 21 D 21 21 21 22 97 E 23.23 23 23 )NLY 4.5 1 9-1-8 E-r 8 21 21 21 22 517 8 21 21 21 22 1141-C 23 23 6.5 44 8 5-0-C 20 20 20 21 6'-7· D 22 22 22 22 8'-11"F 24 24 24 24 5 13-r 8 8-1" 8 21 21 21 22 8:-6- 8 21 21 21 22 11·-6"D 24 24 7 4-10 8 449°C 20 20 20 20 $-PE222222228-8-F242424.24 5-5 12'-4-B 7-7 B 21 21 21 22 87 B 22 22 22 22 11'-1' D 24 24 24 24 73 5-7 8 416- C 20 20 20 20 6'4" E 22 22 22 22 ee F 25 25 25 25 6 114• B 7-2' B 2 22 22 22 8'-0' C 22 22 22 22 10-10- D 25 25 25 25 8 3'-6-8 4·4- C 20 20 20 20 1-Z E 23 23 23 23 · 1-4-F ' 25 25 25 25 6.5 10'-5-Be-10• 8 22 22 22 22 7-9' C 23 23 23 23 11-5- D 25 25 25 25 8.5 34- 8 49- D 20 20 20 20 6-(r E 23 23 23 23 8'-2- F 25 25 25 25 7 9%B ¢-6' B 22 22 22 22 7%7' C 23 23 23 23 19-3-E 25 25 25 25 9 3-7 8 4-0- D 20 20 20 20 5-11* E 23 23 23 8-7 F 26 26. 26 25 75 9'.1.B Ga B n 22 22 22 7-5- C 23 23 23 23 10-07 E 26 26 26 26 . 9.5 · 3'-0-B ' 3-10-' D 20 20 20 20 5-10' E 23 23 23 - 23 7-10- F . 26 26 26 26 8 8'-8- B Wa C 22 22 22 22 7-3" D 24 24 24 24 9'-le E . 26 26 26 26 SOMPHEXPOSUREC or 105 M'H EXPOSURE I · 8.5 8'W B 5-9' C 22 22 22 22 7-1-0 24 24 24 24 E 27 27 27 27 30 3 9-6.8 7-6- 8 20 21 23 24 8·r B 20 2123 24 11'-0- O 22 24 25 26 9 7%8 9-2 C 23 23 23 23 7-0- D 24 24 24 24 9-5- E 27 27 27 27 3-5 Er 6 6'-1, 8 20 21 22 23 T.9 C 2121232419-5-023232526 9-5 T-2- · B 5-4- C 23 23 23 23 6'-10- 0 25 25 25 25 93- E 27 27 27 27 4 7-1.-B 6'-3-6 20 20 22 25 7-8 C 21 21 W 24 9'11"E 24 24 25 26 10 67 8 5-7 C 23 23 23 23 67 0 25 25 25 25 9'-1- E 28 28 28 28 45 e<B 5'-te C 20 20 22 23 r-1-02222222AY-7-E 24 24 24 26 11 6'-2-8 4-10' C 23 23 23 23 E-6-6 26 26 26 26 8'-10- F 28 28 28 28 5 5-8- 8 5€C 21 21 21 23 D 22 22 24 97 E 25 25 25 26 12 5-8-B 44' C 23 23 23 23 6'-4- E 26 26 26 26 8'-74 F 29 29 29 29 5.5 8 5'-1.C 21 21 21 22 6-8- O 23 23 23 23 8-11' E 25 25 25 25 13 9-2-6 47 C 23 23 23 23 6--2- E 26 26 26 26 8'-4- F 29 29 29 29 6 44-8 4-9- C 21 21 21 22 67 D 23 23 23 23 84-F 26 26 26 28 90 MPH EXPOSURE C or 105 MPH EXBJSURE 8 68 4-4'8 4-6 C 21 21 21 22 6'-3" E 24 24 24 24 8'-6-F 26 28 26 26 10 3 227 8 14-0- 8 21 22 24 25 9-7 8 21 22 24 25 12-10- B 23 24 26 27 7 4'-1-B 443'C 21 21 . 21 22 UVE 3.5.19-5 8 9'-1' B 22 22 23 25 9'-1 8 22 22 23 25 17-3- C 24 24 26 27 75 9.9,B 41· C 22 22 22 22 .OAD 4 1T-0-8 N B 22 0 23 24 8'-8- 8 22 22 2324 11'-8" C 2525 25 27 8 3'-/ 5 3'-11' D 22 22 22 22 )NLY 4.5 15'-1-B 7-10' 8 23 23 23 24 5-4- 8 2323232411'2026262627 8.5 3•=r B 3'-8-D·n 22 222 5 18'-7 8 740 8 23 23 23 24 8'-r C 24 24 24 24 14-10' D 26 26 26 26 9 2-2 B 5-7•D n 22 n 22 5.5 12'-4'B 6'-10" B 23 23 23 24 7-9- C 24 24 24 24 14-5- D 27 27 27 27 90 D-H EXPOSURE B 6 11'-4-B 6'-6- C 23 23 23 23 7-7 (25 25 25 25 10·-2- E 27 27 27 27 40 3 7'-r 8 7-40 B 17 19 21 22 6.5 10'-5.8 6-2» C 24 24 24 24 7-4- 0 25 25 26 25 5-11• E 28 28 28 28 3.5 e-TB 5-e B 18 19 20 21 E 24 24 24 24 Tl 27 27 27 E 25 25 25 25 8'-1-F 27 27 . 27 27 7-10-E 25 25 25 25 7-110 27 27 27 E 25 25 25 25 7%9·F 28 28 28 28 9-7-E 26 26*26 26 Trr 28 28 Z8 C 18 20 21 22 Tr C 18 19 21 0 19 19 21 7 9-8-8 5-10' C 24 24 24 24 7-r D 25 25 25 25 9'-8- E 28 28 28 28 4 5-9 B 6'-1-C 18 19 20 21 7.5 9-1.8 5-7- C 24 24 24 24 7'€ 0 26 26 26 26 9-e E 29 29 29 29 46 4·-9- 8 9-7 0 18 18 20 21 70-0" 0 19 19 20 22 BUILDING PROPUOU 8 84"8 5-4·C 24 24 24 2* ¢-10 D 26 26 26 26 9'-3- E 29 29 29 29 5 4'-4-8 57 C 1818 1921 649" D 20 20 20 22 8.5 8'-0.8 5-2- C 24 24 24 / 24 5-7 0 27 27 27 27 9-7 E 29 29 29 29 5.5 5-11» B 4'-11-C 18 18 19 21 6'-6- D 20 20 20 21 ¢ia2 /1/ 7'-6·B 4'-11- C 24 24 24 2,1 $7 i E 27 27 27 27 841- F 30 30 30 30 6 5-7-8 4'-7 C 19 19 19 20 57 6 21 21 9.5 Tie 8 49 ( 25 25 25 25 . 53-6- / E 27 27 27 27 U F 30 30 30 30 6-5 5-4- B 44' C 19 19 19 20 E-2-E 21 21 10 6-9" 8 4'-7 C 25 25 2 25 ,ES E 28 3&1 28 28 E-7- F 30 30 30 30 7 5-1- B 4-2 0 19 19 19 20 5-7 E 21 21 31 31 7-5 2'-10-B 5-11- D 19 19 19 20 57-11' E 22 22 32 32 8 2-8" 8 2-9- 0 19 19 19 20 5'-e- E 22 22 32'P 8.5 2'€' 8 3-7- D 19 19 19 20 5-87 F 22 22 9 1-4- s 3-6- 0 19 19 19 20 5-6-F 23 23 11 6-r B D 25 25 25 EX E 28 28 28 28 5-At"31 31 12 B 4'-1•D 25 25 25 25 E 8 1 29 29 29 F 32 32 13 5-27 8 5-10 D 25 25| 25 25 8-la; E 23 ' 29 29 0 2& 7-11- F 32 32 ICC ESR 1953 (2009 IBC) 12/5/2011 Page 49 of 101 VIL OFCAL 139 DEC 5.01 VIL40 AL*04. UN 12 2013 SOUD COVER 5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN 90: MPH WIND AREA'0.043-*3'k3- Steel Loctseam (Detail MU89) 0.120'ja'x3' (MU96)0.1209"xr (M050) TABLE 5.9 Attached Freestandjng ot Attached Freestanding o:Attached Freestanding 01 Stn,cline Mutffspan Units Structure Multispan Units Structure Mumspan units GROUND TFUB POST POST MAX MAX POST LENGTH MAX MAX POST LEN¢nt MAX MAX POST LENGTH F. SNOW WIDTH SPACING REOD POST MIN FOOTER W | 10' 12' | POST MiN FOOTER e | 10' | 12 POST MIN FOOTER E [ 19 | 12'(FT) ON SLAB FOR SPACING POST SIZE CONSTRAINEDFOOTER SPACING FOST SIZE CONSTRA!NEDFOOER SPACING POST sizE CONSTRAINED FOOTBR (FT>SLAB (FT) TYPE (Fll TYPE Cfr) TYPE: 0 90 MPH EXPOSURE B 20 3 11'-10- . B 8'-17 8 10 20 21 · 23 8-11• B 18 20 21 23 12-0- C LIV 35 10-2»8 8-1- 8 19 20 21 n 8-9 5 19 20. 21 22 · 11•-5- C LOAD 4 9-11•B T·« B 19 19 21 22 8-1- B 20 20 21 22 17-17 D ONLY 45 7-11-8 5-11" 8 19 19 20 22 7-5- C 20 20 21 m 10-6* D 5 7-1'8 64- 6 20 20 20 21 r-r C 21 21 21 22 10'-1- E 5.5 ¢-9 8 6'-0- C 20 20 20 21 7-3- C 21 21 21 22 9-10- E 9-11- 8 5-8- C 20 20 20 21 7-1. D 21 21 21 22 9-6- E 6-5 8 5.5- C 20 20 20 21 6'-10- D 22 22. 22 22 9-3- E 7 9-1-B 5-2' C 20. 20 20 21 82 0 22 22 22 22. 9-1- £2424 7.5 4-7 B 4-11- C 20 20 20 21 6'-7- D 22 22 22 22 t-10- E 25 25 8 4·47 6 4'-8- C 21 21 21 21 6%6· , E 23 23 23 23 eX F 25 25 8.5 4'-2 B f-6-C 21 21 21 21 6'-3- E 23 23 23 23 5-5· E 26 26 9 3'-11-B 4'-4- C 21 21 21 21 52 E 23 23 23 23 8'A-F 26 26 9.5 3'-8-B 4'-2- C 21 21 21 21 6--1-E 24 24 24 24 8'-2- F 26 28 10 74-8 4'-0-C 21 21 21 21 5-11-E 24 24 24 24 8-0- F 26 26 11 9-2 8 3'-9- . D 21 21 21 21 54- E 24 24 24 24 7¥ F 27 . 90 MPH e<POSURE C or 105 TH EXPUSURE B 20 3 11'-10- 0 5-4 8 20 21 23 24 87 6 20 22 23 24 11·-7 C 0 24 15 10-2-B 7-6- B 21 21 23. 24 E-7 8 21 21 23 24 11'-0' D 23 24 4 8211- B 6'-ft- 8 21 21 22 24 72 C 22 22 23 24 10'-e D 24 24 45 7-11- 8 6%5- 8 21 21 22 23 7-6- C 22 22 22 24 10·-1- E 25 25 : 5 7-1-B 647 C 21 21 n 23 7.-r D 23 23 25 24 9'4'· E 25 25 5.5 5-5-8 5-r C n 22 n 23 7-7 0 23 23 23 24 9-5- E 26 26 6 5%11·B 5-3- C 22 22 22 23 0 24 24 24 24 9'-2' E 26 26 6-5 9-V 8 5-0- C 22 22 22 22 6·7 0 24 24 24 24 8'41- F 27 27 7 5'-1'8 4'« C 22 22 22 22 W E 25 25 25 25 E 27 27 75 4'lr 8 4-6- C 22 22 22 22 e-r E 26 25 25 25 re F 28 28 8 4'8 B 0-4- C 23 23 23 23 67 E 25 25 25 25 5-4- F 28 28 8.5. 4'-r 8 40-2• D 23 23 23 23 6-0= E 26 26 26 26 E-2-F 28 28 ·: 9 .3-11•B 4-0- D 23 23 23 23 5-11- E 26 26 29 26 8'-0, F 29 29 95 3'.9.B 5-10- D 23 23 23 23 5-10' E 26 26 -26 26 7-10- F 29 29 90 MPH EXPOSURE B 25 3 114-B /-10; 8 18 20 .21 23 8*-11- B 18 20 21 23 12'-r C 20 22 23 25 &5 9-8•B E-1' 81920 21 22 8'2 B 19 20 21 n 11'-6·0 21 22 23 24 4 8'-6'B re 8 19 19 21 22 5-1- C 20 20 21 22 10'-11" D 22 22 23 24 4.5 r.8•B 5'-11- B 19 19 20 22 7-9- C 20 20 21 22 10'-6- D 22 22 23 24 (In) . On) ! (in)Cm)on) 0.04nyxy Steel Lockseam (Detail MU89) 0.12033-xy (MU96)0.120'W'*4 (MU50) TABLE 5.9 Attached Fmestanding 0, Attached Freestanding 01 Attached Freestan<ling 03 Structure Matispan Units .Structure Mt,dtispan Units Structure Multispan Units GROUND TRIB Posi- POST MAX MAX POST LENGTH MAX MAX POST LENGTH UAX MAX POST LENGTH SNOW WlaTH SPACING REOD · POST MIN FOOTER Z | 10' 12' POST MIN FOOTER E 10 12 POST D,N FoOTER 8· | 19 | 12·LOAD (FT) ONSLAS FOR SPACNG POST S[ZE CONSTRAINEDFOOTEF SPACING POST. SIZE CONSTR•INE FOOTErSPACING POST SIZE CONSTRAINED FOOTER Cfr) SLAB (Fl) TYPE (FT) TYPE (m -r,pti .d. i en) 906!PH EXPOSU E C or 105 14 41 EXPOSURE B 3 77 8 6'-9-B 19 21 22 23 7-80 ( 20 21 23 24 19-4- 0 26 3.5 607 B 6'-1- C 19 20 22·23 77 ( 20 21 22 24. 940- E 28 4 5,2 B 5-7-' . C .19. 20 21 23 7*D 21 21 22 24 9.5- E 26 4.5 4-9- 8 5-r C 20 20 21 29 64-0 21 21 22 29 94' E 26 5 4'-4-8 4'-10" C 20 20 21 22 D 22 22 22 23 89 F 25 5-5 3'-11- B :re c 20 : 20 21 22 67822222223F 25 6 37 8 4'-3-C 20 · 20 21 22 E-V E23 23 23 23 /-2- F 25 6.5 94'B *-0'D 20 20 20 22 5-11- E 23 23 23 23 84- F 26 7 5-10 8 330-D 21 21 21 22 54 E 24 24 24 24 7-9- F 26 7.5 2-10' B 37 0 21 21 21 21 5-8- E 24 24 24 24 7-r F 27 8 2-8" B S-5- 0 21 21 21 21 5·€"F 24 24 24 24 7* F 8.5 B 3-44 0 21 21 21 21 54. F 25 25 25 25 74 F 27 90 MPH EXPOSURE C or 105 MPH ED<Pr )SURE t 3 4'-10- B 9-8- C 18 20 22 23 7=1' D 19 21 22 24 9-6- E : 25 35 4-2- 8 9-2 ( 18 20 21 23 64»6 2021 22 23 9-1- E 26 4 37 6 47 c 18 19 21 22 6< E 20 20 22 23 E-8- F 25 45 X.2- . B 4·4- D 19 19 21 22 ¢-t F 21 21 22 23 3-4 Et 25 5 7-11- B 4'-1-D 10 19 20 22 5-11- F 21 21 22 23 8-0· P 25 5.5 -2-1 B 3'-10-D 19 19 20 22 2-9- F 2 0 22 23 7-Y F 25 6 7-9 8 3'-7* D 19 10 20 21 9-7 F n n n n T-7· F 25 5.5 2'-r 8 34' 0 19 19 20 21 5-5' F 23 23 23 23 7-41- F : 25 7 2-1"B 2-2-D 19 19 20 21 54 .F 23 23 23 23 7-7 F 9 25 TABLE 5.2 TRIBUTARYWIDTHS FOR SENGLE SPAN ATTACHED SlRUCTURES PROJECTION OF SINGLE SPAN SIUCTZ.RES (FT) eT E g 10· 11'12 i 14' 15 9 17 18'19'20 21' 27 *154'459656'627 7.5 88 9 15' 10'10.5'11' 1944-9 9 3.956.5 7 lS 8' 8.5 9 95 10 105 11'11.5 nha rda rui nta nja 6.5 7 72 V 8.9 9 9.5 17 los 11'11.5 17 nia 'IVa rda nha rda n/a Wa. Wa Wa 9.5'10•10.5 11'115 12 122 nla nia n/a nra r·Va rda n/a Mi nta tvb (Va rub rVa ruh ,·da 12-9 13' TABLE 5.3 Post Requirements TABUE 5A Post Requirements for for Attached Singe Span Structures Multispan and Freestanding Structures Post Descr©lion Max POST Post Description Max Maximum POST Detail Hgt CODE :Detail Height Footing CODE (PSF) ral Cm) 25 40 24 24 24 24 24 24 24 26 60 26 27 25 27 25 26 25 26 25 26 Z5 26 26 26 W @81 81 7'S S t!3 titl W W 4 21 Dt W w DI D: %: 152158: 10 VQ' Df b *- N he W W N W &1 11 51 y 0 11 2 81 Ang 6. (A) OrG 1 M (Al •d•v I 'r 1 -c.(in> fin} 1 (h) 23 23 23 24 24 25 25 28 26 26 26 27 27 27 27 27 ZF 23 24 23 24 22 24 23 24 24 25 25 25 14 EZZ* RN Di 8[ G E W 3 Itt 13 3 5 e-9.8 6-9 8 20 20 20 21 7-6" 55 E-t B 6'-0- C 20 20 20 21 77 6 9-8- B 64» C 20 20 20 21 7-1- 6.5 9-2-8 5'-5- C 20 20 20 21 5-10" 7 4'-10-B 9-2- C 20 20 20 21 6'40 7.5 .4-6- B 4'-11- C 20 20 20 21 5-r 8 49 8 4-8- C 21 21 21 21 E-5- 8.5 4'-e 8 4'-6- C 21 21 21 21 6%3- 9 S.,9-B *-4' C 21 21 21 21 e.r 9.5 3-r 8 4'-2- 0 21 21 21 21 1-1' 10 34-8 4-0= D 21 21 21 21 5-11" GENERAL INSTRUCnONS FOR THESE TABLES 1. CHOOSE FREESTANDING ORATTACHED STRUCTURE 2 CHOOSE PROJECTION, WIDTH AND OVERHANG OF UNIT 3. DETERM]AE WINDAND LIVE ORSNOWLOAD OFSTRUCTURE S]TE (PAT1O UNHS USE 10 PSF MIN, COMMERCIAL UNITS USE 20PSF MIN)4. CHOOSE A PANEL FROM SECT]ON 4.0 THAT HAS ADEQUATE CLEARSPAN FOR YOUR NEEDS. 5. DETERMINE TRIBUTARY WIDTH FROMTABLEUOR CALCULATE FROM TRIBUTARY DIAGRAM ON MUSM*01 .,- 6. CHOOSE A HEADER FROM TABLE 5.9 THAT HAS ADEQUATE POST SPACING. 7. USE THE APPROPRIATE FOOTER SEE SHOWN TABLE 5.9 ICC ESR 1953 (2009 IBC) 12/5/2011 C 21 21 21 22 1001' E 23 23 23 24 -Avil 0-032'*1-5•Al.5'Saudi 8' A Mu·100 D 21 21 21 22 9-10" E 23 23 23 24 Twin 0.06nl.5'*1.5'.Scroll 9'B Muloo D 21 21 21 22 E 24 24 24 24 0.024'49*3-Post w/SideplabE 12'B Ml,198 DkUn22 E 24 24 24 24 -Alum 0.032'krxy Lockseam 17 C MU89 D 22 22 U 22 5-1· E 24 24 24 24 Alum 0.040%3303" Lockseam · 12 D MU89 E 22222222£-loq F 25252525 Aium 0.0550£3"*3" Fluted 12'E MU95 E 23 23 23 23 84- F 25 25 25 25 Steel 0.04323'*3' Lockseam 12'F MU89' E 23 23 23 · 23 8'4' F 26 26 26 26 Alum 0.120'*3'*3' Square 10'G Mu96 E 23 23 23 23 8-4* 9 26 26 26 26 Alurn 0.120*4'*4" Square 12' H Mum E 24 24 24 24 8*-2• F 26 28 26 26 Steel 3/161(323 15' I MU93 E 24 24 24 24 8--0" F 26 26 26 28 Steel 1/4*33<3 15'J MU93 Steel 3/16 x424-15 K MU93 8. FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN Steel 3/16"*9*5 15'L Mugs TABLE 5.9 AND TABLE 5.3. UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT.FREESTAND]NG AND MULTJSPAN UNITS USE TABLE 5.49. F]ND THE O/C SPACING OR # OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.5 ANDIOR 7.7 10. USE THE APPROPRIATE DETAILS (MU01-MU120) FOR PATIO SLABS FOLLOW 1-6 FROM ABOVE THENEAB 7. DENERMINE MAXIMUM POST SPACING ON SLAB FROM TABLE 5.9SLAB 0. USENiHESMALLEROF THE POST SPACING ON SLAB ORHEADER POSTSPACING SI.ABi R)!liLOW/5-teFROM ABOVESLAB 10'. IRDRIVUDPOSTSIRWC™RES USE TABLE 7.1 ON SHEET 0&3 FOR SLAB REQUIREMENTS IN5rEAD OFTHESE TABLES Page 50 of 101 Steel 0.043-x3-xy Lockseam 8' d =21"E MU89 Alum 0.1203[*3'Square 10' d =2 B MU96 Alum 0.120*3-*30 Square 8' d = 24-C MU96 Alum 0.120*4'714° Square 10' d = 27-E MU50 Alum 0.120-x4'*4- Square 8' d = 29°E MU50 Steel 3/16%513*12' d = 28"E MU93 Steel 1/423'*3'12' d = 30"E MU93 Steel 3/16944-15' d =28'G MU93 Steel 3/169(44-12 d=31"1 MU93 Steel 3/16251,5*15 d = 34"H MU93 Steel 3/161<5'*5'10' d = 38-J MU93 =111ETI BUILDING P 2440 Albrighl Houston, TX 77017 (713) 946-9000 Carl Putnam, P. E. 3441 Ivylink Place Lynchburg, VA 24503 cariputnam@comcast.nel LS U SH RODUCTS 79*US,vt/Jea iff92&\ 4¢0447/ 1 v/1- DEC 5 2011 JUI<i136013 SOLID COVER 5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN 90 MPH MND AREA DBL 0.043'ky'xy Steel Paam (Detaa MU120)Double 0.120-xny (MU120) TABLE 5.10 Attached Freestanding o,Attached Reestandire m Structure Multispan Units Studure Multispan l.hits GROUND TRIB POST POST MAX MAXPOST LENGTH MAX MAX POST LENGTH ,A SNOW WIDI)-1 SPACING REQD POSr MIN FOOTER 8' | 12 19 POST MIN FOOTER 8' | 17 | 15 Double 0.1209434 (U120) Attached Freestanding 01 Structue Multispan Units MAX MAX POST LBVGTH POST 11[N FOOTER E | 2 |19 DBL 0.023"83,3- Steel Beam (Detal MU120) TABLE 5.10 Attached Freestanding 01 Sbucture Muitispan Units D TRIM . POST POST MAX MAX POST LENGTH WIDTH SPACING REQU POST MIN FOOTER W | 12 | 19 _Dodle 0.12093'*3- (MU,20) Attached Freestanding ot Structte MUUspan Unjls MAX MAX POST LENGTH POST RON FOO™i W | 17 | 15 Double 0.120»Px,r MU120) Attached Freestaming 01 Structure Minispan Units MAX POST LENGTH POST WN Prong? 0 | 17 | 19 LOAD (FT) ONSLAB FOR SPACING POST SIZE CONS™AINEDFOOTER SPACING POST. SIZE CONSTRAINEDFOOTE! SPACING POST SIZE CONSTRAINEDFOOTER LOAD (FT) ONSIAE FOR SPACING POST SIZE CONSTRAmEDFOOTEP SPACING POST SIZE CONSTRAINEDFOOTERSPACING POST SIZE CONSTRAINEDFOOTER (PSF)(FT) SLAB (FT) TYPE Y .d„ 1 om TYPE TYPE .e (FT) SLAB (Fr) TYPE (FT) TYPE 1 1 1 Fr} TYPE (PSF) .e •d• 25 25 25 26 2B 10 5 UVE 5.5 1.6*D- 6 ONLY 6.5 7 7.5 B 45 9 9-5 10 101 11 11.: 12 13 14 15 - 11'-1- C 22 24 26 1441" 0 25.25 25 C 23 23 26 14'-6.E 25 25 27 D Z3 23 26 14M-E 26 26 27 10-r D 24 26·26 7-11 'D 24 24 26 13'-4'27 27 D 25 25 26 27 D 25 25 26 F:28 28 E 25 25 25 126·28 g.1-E 26 26 26 124-28 28 %-11 -E 26 26 26 12'-1-F 29 29 E 26 26 26 11'-10'29 8'-8-E 26 26 2B 11'-8"F 29 29 E 27 27 27 11'-6-F 30 30 g.5'E 27 27 27 11'-4-F 30 30 E-¥E 27 27 27 11'-2'F 30 30 8,-1-20 28 28 100-10• F 31 31 31 30 7'-10-28 Z8 28 10'-7 31 31 7%29 29 19-4-32 32 31 85 MPH EXPOSURE B 90 MPH EXPOSURE C or 105 14'H 19(P¢ )SURE B 13'-7-B 11'-10-C 23 24. 27 5 6%9' B 9'-6-E 25 26 29 31 8>11" E 30 17-1- F 27 27 29 12-4-8 11'-6• D 23 24 27 556'-7 8 9-3- E 26 26 29 30 5-8- E 30 11%8' F 28 28 29 31 11'-4-8 11'-1- D 24 24 26 6 M B 5-0- E 26 26 28 30 B·S E 11'-4· F 28 28 29 31 10-9»8 19-10*D 24 24 26 65 5'-7 8 28- F 27 27 28 30 S-Z E 30 11'-0' F 29 29 29 31 9-8.8 14-7- D 25 25 26 7 4'-IM B 8'-6- F 21 27 28 30 84* E 30 18-9- F 29 29 29 U %1-8 194» E 25 25 26 7.5 416-B 5-3-F 27 27 28 30 7-10- F 27 27 28 29 10-6- F 30 30 30 8 E-6-8 1/-1 E 25 25 26 8 4'3-6 8'-0-F 28 28 28 30 7% F 27 27 27 29 19-4- F 30 30 30 30 8'-0"8 9-11- E 26 26 26 85 4'-0- B 7%F 28 28 28 29 7-6- F 28 28 · 28 29 10-1- F 30 30 30 30 T€B 97 E 26 26 26 9 7-7 B re F 28 28 28 29 7-43 F 28 28 28 29 9-11- F 31. 31 31 31 7-T 8 9-6- E 26 26 26 9-5 3-7» B T.4• p 28 28 28 29 7-T F 28 28 28 29 Ir F 31 31 31 31 6,-9-8 9%5' E 27 27. 27 10 5-4-B 7-7 F 29 29 29 29 7-1- F 28 29 29299-7-F 32323232 67 B 97 E 27 27 27 10.5 3-r 8 7-0- F 29 29 29. 29 7-(r F 29 29 29 29 9« P 32. 32 32 32 5-2 B 9'-1-F 27 27 27 11 S.1-8 5-10- F 29 29 29 29 6'-10· F 29 29 29 29 9-3' F 32323132 50-11-B E-11* F 28 28 28 11.5 7-11- 8 6'2 F 29 29 29 29 te F 29 29 29 29 1-1' F 33 33 33: 33 5-8'B E-lIT F 28 28 28 90 MPH EXPOSURE B 5'-Z-5 8'-2 + F 28 28 28 5 57 B 94- E 22 24 26 28 9-1- E 22 23 26 28 17-3- F 24 24 27 29 4-W B N- F 29.29 29 55 Wk B 9-6-E 23 23 26 28 6'-10' E 22 23 26 28 11'-11-F 25 25 27 28 4.5 B 7-11- F 292929 64785-2-623232628 E-7-E 2323 26 27 11'-7- F 25 25 - 27 28 90 MPH EXPOSURE B 6-5 4'-4"0 8%11- F 24 24 26 28 5-4» . E 23 .23 26 27 11·-3- F 26 26 26 28 10 5 12-7-B 11*C 24 7 4'-1'8 8'40 F 24 24 26 28 82 E 24 24 25 27 110-0-F 26 26 26 28 IVE 55 12-4-8 11'-r D 24 7.5 5-T 8 84- F 24 24 26 27 7-11- F 24 24 25 27 W-9" F 26 26 26 28 )AD 6 11'4" B 10-9- D 25 8 34'B E-2- F 25 25 26 27 Te F 24242527 10-6- F 27 27 27 28 NLY 6-5 10'-6"6 10-6- D 25 85 34" B . 8'-0 F 25 25 25 27 77 F 25.25 25 · 27 10ty F 27 21 2 28 7 9€8 101 E 25 9 3-7 8 7-8' F 252525277'-eF 2525 25 27 10'-r F 28 28 28 28 75 9'-1"8 10•-0» E 26 95 341- B re F 25 25 25 27 TA F - 25 25 25 27 9-11- F 28 28 28 28 8 8-6" 8 9% E 26 10 2-10- 8 7-4- F 26 26 26 27 7%F 2626 26 27 9-2 +28 28 28 28 8.5 89 8 97 E 27 105 2%6- B Te ¥26 26 26 27 7-1- F 26 26 26 26 9-7- F 29 29 29 29 9 7-¢B 9-5- E 27 11 7-7- B 7-7 * 25 26 26 26 70-0'• F 26 26 26 26 . 1-9 F 29 29 29 29 9.5 7-r 8 53- E 27 115 B 6'-17 F 26 26 26 25 ¢-11- F 26 26 26 26 9-3- F 29 29 29 29 10 6-7 8 9-1- E 28 90 -H EXPOSURE C or 105•PHEXP{SUREL 105 6-5-88%11' E 28 5 8-8- 8 97 6 25 252830 EX E 24· 25 28 30 11'-8- F 27 27 29 31 11 6-7 8 *17 28 5.5 1.7 B W-11-E 25 25 28 · 30 84- E 25 25 28 30 11'-3" F 0272931 11.5 5'-11-8 8-8- F 28 6 47 B 8%13"F 26 26 28 30 5-7 E 25 25 28 30 11'-0- F 28 28 29 30 12 5'4-8 84- F 29 6-5 4'-4- · B 8*.5- F 26 26 28 30 7-11"F 26 26 28 29 11-8' F 28 28 28 30 13 9%8 87 F 29 7 47 B 8'-27 F 27 27 28 30 T€F 26 26 27 29 10'-5- F 29 29 29 30 14 4'-10-8 7-10- F 29 7.5 3'-9.8 7-10' F 27 27 28 29 . 7-7-F 26 26 27 29 107 F 29 29 29 30 15 ¢-6-8 r.r F 30 8 34 8 7-7- F 27 27 27 29 7%3.F 27 27 27. 29 9-11- F 30 30 30 30 90 MPH EXPOSURE C or 105 ACH EXa ?SURE B 8.5 7-4-B 7-5 F 27 27 27 29 Ta-F 27 27 27 29 9'-7 F 30 30 30 30 25 27 19%C 23 24 27 ) 14-6'E 26 26 24 27 10'47 C 24 24 E 26 26 25 27 10'-1.D 24 24 E 27 25 27 25. 27 26 27 26 26 27 27 27 27 27 E 27 27 11-8-F 29 28 E 5 27 27 4 1116.F 30 28 E 27 27 F 30 30 30 28 8'-3-E 28 28 F 30 80 28 E 28 28 31 29 F 28 28 31 29 31 S1 29 29 32 32 29 TI 29 29 29 2:/IT: 1043.F 32 30 7%5-30 F 33 33 11 16 .& 4 R M M R $ & R 2 8 8 8 D! 01 A 5 13-7•8 10-10- D 26 26 29 9 3'-2- B r-r F 28 28 28 29 7-1' F 28 28 28 29 5-7 F 30 30 30 30 5.5 124'B 104- D 27 27 29 9-5 3-0.4 B T.0- F 28 28 28 29 70 5 28 28 28 29 N" F 31 31 31 31 6 11'-4-8 10'-2- E 27 27 29 10 2510.8 6'-100 F 28 28 28 29 e.-17 F 28 28 28 29 F 31 31 31 31 6.5 10'-50 B 5-11- E 28 28 29 10.5 20-8-B 6'-8* F 28 28 28 29 5'-9- F 29 29 292901"F 32323232 7 9-8-8 9'-8- E 26 28 29 11 7-7-8 6'-6- F Ze 29 29 29 E-8' 9 29 29 29 20 8-11• F 3232'3232 7-5 9.14 8 9-5- E 29 29 29 90 MPH EXPOSUNE B 8 8%6'0 B M- E 29 29 29 5 4-4'8 9'-1· E 22 23 26 28 Re E 8 23 26 27 1 8.5 5-0/8 9-1- E 29 29 29 5.5 5-11-8 8'-10- F 22 23 26 28 W E 22 ' 23 26 27 9 7-6- 8 8-11' F 30 30 30 6 30-7 8 57 F 23. 23 26 27 254- F 22 23 25 27 . 911[TFILS [1 S®1 9.5 r-r 8 8'-7 F 30 30 30 6.5 3.4-B W F 23 23 26 27 7tg.F 25 23 25 27 BUILDING I 10 6te•8 8-7 F 30 30 30 7 3-1 8 84" F 23 23 25 27 7-7- F 23 23 25 27 1a5 85 B E-4- F 31 31 31 11 6-7 B 8'-r F 31 31 31 11.5 5-110 B E-7 F 31 31 31 12 5-8"B 7-10- F 31 31 31 18 57 8 ne F 32 32 32 14 4'-10-8 7-3- F 15 4-6 B 7-0- F D 26 26 13'-8-E 28 28 9-10•D 26 E 29 29 9-7 D 12-10*E 29 29 E 27 27 30 30 9*-1-E 28 28 17-3"30 30 8'-10-E 28 28 31 31 E 28 28 28 117 F 31 31 40 E 29 32 W-4-E 29 32 F 29 33 33 F 30 30 10'-10-F 33 7-11•30 30 30 107'33 33 F 30 30 30 1£ 10'-6-F 34 34 33 31 31 F 34 r:r 31 31 31 0 19-2-F 34 74.F 32 F 85 35 Te F 32 F 35 35 33 F 38 36 RgggREE aping mxzxnng 7.5 2'-10-24 24 25 ·27 F 23 23 25 27 8 2'-8- 8 7.8 F 24 24 25 24 24 25 8.5 B 24 24 25 27 7-1"F 24 24 25 9 F 24 24 25 26 F 24 24 25 3 i 9.5 B 25 25 25 26 S-10·F 25 10 8 6'-8-F 25 25 25 26 F 25 25 25 10.5 B F 26 25 25 26 25 25 25 26 1 11 1'-11-B E-4-F 25 25 25 26 9€26 25 25 I8139 DEC 5 11 1*\V-\VFt jALIN 12 2013 {CC ESR 1953 (2009 IBC) 12/5/2011 Page 51 of 101 SOLID COVER 5.0 POST SPACINGS FOR PATIO AAE) COMMERCIAL COVERS IN 90 MPH WIND AREADBL- 0.043,0-XT Steel Elam (Detail MU120) Double 0.1203<3-x3».(MU120) TABLE 5.10 Anached Freestanding m 'Attached Freestandktg ot SDUctlge Multispan Units Sbucture Multispan Units i GROUND TRIB POST POST MAX MAX POST LENGTH MAX MAX POST LENGTH SNOW WIDTH SPACING RECD POST MN fOOTER 8 | 12 | 15 POST ARN FOOTER E | 12 | 15 LOAD (Fl) ' ON SLAB FOR SPACING POST SIZE CONSTRAINED FOOTER SPACING POST SIZE CONSTIWNED FOOTE] FT) SLAB (FT) TYPE ·(r Id- 1 -d. | Id.(FT) TYPE «cr 9 | 9 | V {in) R) 1 (in) i (In)fin) (in) (in) (in) 90 MPH EXPOSURE B 5 7-1 5 19-1- E 23 24 27 28 9-6- D 2223.2628 5.5 6-9 8 9-9- E 23 24 26 28 . 9-2 D 23 23 26 28 6 : 5-11- . 8 7-6- E 24 24 26. 28 - 8'-11-E 23 23 · 26 28 ' 155 5%8 1-3- E 24 24 26 · 28 84* 8 24 24 26 28 7 5-1-8 94- E 21 24 26 28 8'-5- E 24 24 26 27 75 4'-9•B 510- E 25 25. 26 28 E-3- E 24 24 26 27 8 4,-e 8 87 F 25 25 26 28 8*-1' E 25 25 25 27 8.5 4-9 B E-5- F 25 25 26 27 7-11- F 25 25 25 27 9 3-11-B 87 F 26 26 26 27 7-9' F 25 25 25 27 9-5 54 8 87 F 26 26 26 27 7%8- F 26 26 26 27 10 3-%B T.9- F 26 26 26 27 e· 5 26 26 28 27 10.5 3·4"B 77 F 26 26 26 27 7-2 F 26 26 26 27 11 3'-2.8 7€" F 27 27 27 27 7'-r F 26 26 26 27 11.5 5-10 8 T-y F 27 27 27 27 r-r F 27 27 27 27 12 2-11 8 7-1- F 27 27 27 27 7--1· F 27 27 27 27 13··ze 8 5-10' F 27 27 27 27 E-10- p 27 27 27 27 90 MPH EXPOS{nE C or 105 U nt EXPOSURE B 5 7-1-8 9% E 25 0 26 29 31 9'-1' E 25 25 28 30 5.5 E-W B 9-5= E 26 26 29 31 8·-10- E 25 25 28 30 6 9-11-8 9-2-E 26 26 28 30 8'-7 E 26 26 28 30 65 5'-5-B E-11- F 27 27 28 30 8'-4- E 23 26 28 30 7 54-B e€ F 27 27 28 30 5-Z' E 27 27 25 30 75 42 8 2-6- F 28 28 28 30 7-11• F 27 27 28 30 8 4%5-B E-2» F 28 28 28 30 T.Er ¥27 27 28 29 8.5 4 47 B 8'-0- F 28 28 28 30 77 F 28 28 28 29 9 5-11-8 77 F 28 28 28 29 7% 5 28 28 28 29 9.5 8 r€ F 29 29 29 29 Tf F 28 28 28 29 10 31-6-8 74- F 29 29 29 29 7-3- F 29 29 29 b 10.5 5-4-8 7-2- F 29 29 29 29 M= F 29 29 29 29 11 9-2"8 7-0- F 29 29 29 29 7% F 29 - 29 29 29 11.5 3·-1·8 6%10- F 30 30 30 30 6·-11· F 30· 30 30 30 90 MPH EXPOSURE B g (pss 20 LIVE LOAC ONU 20 25 1 Double 0.120'>(474- (A U120) 6 Attached Freestanding o; Structure Mumspan Units UAX MUPOSI- LENGTH GROUND TRE F POST -4 FOOTER 80 12 | 15' SNOW WIOTH SP SPACING POST SLZE CONSTRAINEDFOOTER LOAD (FT) 01 (Fr) TYPE Y V | 'd' | -6-(PSF) On} 1 (in) 1 on) 90 MPH EX 127 E 25 25 ' 27 29 40 5 1264- F 25 25 27 29 5.5 2 12*F 26252728 6 11'% F 26 26. 27 28 6.5 : 11'4• F 26 26 26 28 7 11'€ F 27 27 27 28 7.5 2 19-11' F 27 27 27 25 8 1 10'-8- F 28 28 28 28 8-5 13% F 2&28 28 28 9 : 1 1% F 28 28 28 28 9.5 3 10'-1- F 29 29 29 29 10 : 9-11- F 29 29 29 29 10.5 : 9-10-F 29 29 29 29 90 MPH EXI 9€ F 29 29 29 29 60 5 2 9.e F 30 30 30 SO 5-5 6 945- F 30 30 30 30 6 6-5 ; 12-3' F 27 27 29 31 7 4 11·-11- F 28 28 29. 31 7.5 : 1 11·-7 F 28 28 29 31 8 1 117 F 29 29 29 31 8.5 1 11·-0" F 29 29 29 30 9 1 10-5 F 30 30 30 30 10-6- F 30 30 30 30 OVER- 104- F 31 31 31 31 HANG 10-1- F Sf 31 31 31 (Fr) 6· 9-11- F St 31 31 31 9 9 i 9'-9- F 32 M 32 M 1' 32 9-7- F E U 32 32 7 Wa I 94 F 2 32 32 2 3' Wa 1 F 33 33 33 33 4 6 DE,L O.Oa'h323- Steel Beam (Detail MU12O) TABLE 5.10 Atiached Freestanding ot Structure Multispan Units OST POST MAX MAX POST LENGTH AGING REQD POST MIN FOGrEER C 12 15' 1 SLAS FOR SPAaNG POST SiZE CONSTRNNED FOOTE; IFT) SLAB Cfr) TYPE -cr .d. 1 -cr V en) Cm) 1 On) 1 Cm) POSUREC or 105 Arm.EXPOSURE b 8 8'-8- F 24 25 28 30 MT- 8 8'-5' F 25 25 28 30 1-7- 8 B'-1- F 25 25 28 30 r# B ¥25 25 28 29 M- B 74- F 26 26 27 29 '-10- B 77 F 26 26 27 29 7-8- B 7-0-F 26 26 27 29 8 6-1[r F 27 27 27 29 B h-7-27272728 KG- 8 6'-5'27 27 27 28 r.2' B 6'-3-P 27 T 27 28 B 5-1- F 28 28 28 28 POSUaE C or 105 APH EXPOSURE B 211- B 7-10" F 23 25 28. 29 '-7 8 7-2 F 24.24 27 29 '4 B 7-2- ·F 24 24 27 29 B 811' 9 25 25 27 29 B 5-8- F 25 25 27 29 -11- El 54*F 25 25 26 28 '.9.8 67-2- F 25 25 26 28 •48"8 ¢40" F 26 26 26 28 Na-B 5-1(r F 26 26 28 28 TABLE 5.2 TRIBUTARY W,THS FORSINGLE SPAN PROJEC11ON OF SINGLE SPAN STUCTU r 81 % 10' 11'12'15 14' 15-4 4.9 9 5S 5 6.5 7 49 9 52 5 68 7 7.9 IM ' na Wa nA, 6.5 7 7-9 8 Wa nA,rda n/a fda Ka rda rita Va n,6 nia Wa a nh rda n/3 Double 1.120'kyxy NU120)Double 0.120%41*4- Attached Freestanding 01 Attached Stucture Mullispan Units Structure MAX MAX POST LENGTH MAX POST N %018 8' 12 | 15 POST MIN FOOTER SPACING POST SIZE CONSTRAIFED FOOTERSPACING POST SIZE (FT)TYPE -cf V j Y -d»(FT) TYPE · On) On) On) {in} E-T E 24 25 28 30 ' 11'-7 F · 26 7-11- F 24 25 28 29 .1018. F 27 7.e·F 2525 27 29 10'A- F 27 7*F - 25 25 27 29 19-1- F 28 r.y F 26 26 27 29 9-10» F 28 7-1-F 26 26 27 29 9-7- F 29 7"-a'F 26. 26 27. 29 9-5- F 29 €-10,FITI?27299-2,F 30 e.g·F 27 27 27 29 9-7 E 30 9-7 ¥ 27 27 27 28 8'-107, F 30 re F 28 28 28 25 67 F 31 04- 9 28 28 28 288'-7°F.31 7-6- F 23 24 27 29 19-1• F 26 F 24242729 9-10' F 26 7-1-F 24 24 27 29 9€ F 27 6-100 F 24 24 27 29 9-5 F 77 6-8-F 25 25 27 29 94*F 27 ¢-r F 25 25 27 28 8-10' F 28 Ee F 26 26 26 28 8-8' F 28 € 3-F 26 26 26 28 E-6' F 29 8-2" F 26 26 26 28 8&-4- G 29 ATTACIED STRUCTURES RES (FT) 15' 160 17 18' 19 2 21' 22 75 8 25 6' 9-5 10'10.5'11' 00 8.5 9 95 10'10.9 11'119 85 9' 95 10 105 11'112 12 Wa 9.5' 17 TO.5 11'11.S 17 12.5 03 rda n/a rda n/3 Wa 12.9 13 MU120) Freestanding 01 Multispan Units MAX POST LENGTH 8 | 17 [ 15 CONSTRAINED FOOTER 26 29 31 27 28 30 27 . 28 30 28 28 30 28. 28 30 29· 29 30 29 29 30 30 30 30 30 30 30 30 30 30 31 31 91 31 31 31 26 28 30 26 28 30 27 28 30 27 28 29 27 27 29 28 28 29 28 28 29 29 29 29 29 29 29 -e On) On) 1 (n) 1 (in> 5 Er-4-8 10'-1" E 23 24 27 28 9'-6-D 22 23 26 28 12-9 E 25 25 27 29 TABLE 5.3 Post Requhuments TABLE 6.4 Post Requiements for S.5 €7-2-8 9'-9' E 23 24 26 28 97 E 23 23 26 28 129- F 25 25 27 29 for Attached Single Span Structures Multispan and Freestm,ding Struchlms 6 5'-8"B 9-6- E 24 24 26 28 8011" E 23 23 26 28 174" F 26 25 27 28 Post Description Max POST Post Description Max Maximum POST Detail 65 5-2-8 9-3' E 24 24 26 28 8'« E 24 24 26 28 11'-8" F 26 26 27 28 Hgt CODE Detail Height Footing CODE 7 4-10'B 94* E 24 24 26 28 7.5 4'-6 8 8'-10-F 25 25 26 : 28 8 4·-r 8 8-8- F 25 25 26 28 8.5 4'-00 8 8'-e F 25 25 26 27 9 309=B 8%2- F 26 26 26 27 9.5 307-8 E-0- F 26 26 26 27 10 30-4- B 7.5- F 26 26 28 27 10.5 2-7 B r-r F 26 26 26 27 11 34-8 74- F 27 27 27 27 11.5 2'-11"8 7%3• F 27 27 27 27 12 2-10-B 7-1- F 27 27 27 27 GENERAL INSTRUCTIONS FOR THESE TABLES CHOOSE FREESTANDING OR ATTACHED STRUCTURE 5-9 E 24 24 26 27 11%50 F 26 26 26 28 81 E 24 24 26 27 11'-2 F 27 27 27 28 8,-10 f 25 25 25 27 10-11' F 27-27 27 28 7-11- F 25 25 25 27 100-8- F 28 28 28 28 7-9-F 25 25 25 27 10'-6" F 28 28 28 28 74' F 26 26 26 27 17« F 28 28 28 28 7% F 26 25 26 27 10•-1' F 29 29 29 29 7-5' F 26 26 26 27 941" F 29 29 29 29 7-3- P 26 26 26 27 9-100 F 29 29 29 29 77 F 27 27 27 27 9-8- F 29 29 29 29 T-1- F 27 27 27 27 9€ F 30 30 30 30 8. FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN Twin 0.032'>,1.5'*1.5- Scrcil 8' A Twin 0.06291.5'bd.5- Scroll 9' B 0.024-*3=*3" Post w/Sideplate 12 8 Alum 0.03223'*3" Lockseam 12 C Alum 0.040-xyk3' Lockseam 12' D Alum 0.055'335£3' Fluted 12 E Steel 0.043-xy*3- Lockseam 12' F Nom 0.120232,3- Squate 10* G Alum 0.120'*45<4- Square 12' H Steel 3/103'*3'15' I Steel 1/4"xyxy 15' J Steel 3/1644"x4•15' Sleel 3/160*5"x5'15' Steel 0-043"xne° Lockseam 8' d = 21" E Alurn 0.120-xyxy Square 10' d = 27' B Aturn 0.120'*31<3' Square 8' d- 24' C Alum 0.120'1474-Square 10' d=2r E Alum 0.120'x4'5<4-Square 8' d =29' E Steel 3/16'*310'12' d =28' E Sleal 114*37,¢3"12' d = 30' , E Stee! 3/10474-15' d = 28" G Steel 3/16=xat'12'd = 31" 1 Steel 3/16"x5'xfy 15' d Steel 3/16*595-10' d 2. CHOOSE PROJECTION, WIDTH AND OVERHANG OF UNIT 3. DETERMINE WIND AND LIVE ORSNOW LOAD OF STRUCTURE SITE {PATIO UNITS USE 10 PSF MIN, COMMERCIAL UNITS USE 20PSF MIN) 4. CHOOSE A PANEL FROM SECTION 4.0 THAT HAS ADEQUATE CLEARSPAN FOR YOUR NEEDS. 6. DETERMINE TRIBUTARY WIDTH FROM TABLE 5.2 OR CALCULATE FROM TRIBUTARY DIAGRAM ON MUSAGNO1 6. CHOOSEA HEADER FROM TABLE 5.10 THAT HAS ADEQUATE POST SPACING. 7. USE THE APPROPRIATE FOOTER SIZE SHOWN TABLE 5.10 ICC ESR 1953 (2009 IBC) 12/5/2011 K MU93 L MU93 =mini s il 11TABLE 5.10 ANDTABLE 5.3. UPGRADETHE POST IF THE HEIGHT IS NOTSUFFICIENT. FREE5rANDING AND MULTISPAN UNrrS USE TABLE 5.49. FIND THE 0/C SPACING OR#OFFASTENERS FORATTAC}11NGTO WALL FROMTABLE 7.5 AND/OR 7.7 10. USE THE APPROPRIATE DETAILS (MU01-MU120) FOR PATIO SLABS FOLLOW 1-6 FROM ABOVE THENSLAB 7. DETERMINE MAXIMUM POSTSPACING ON SLAB FROM TABLE 5.10SLAB 8. USE THE SMAUER OF THE PO5r SPACING ON SLAB OR HEADER POST SPACING SLAB 9. FOLLOW 9-10 FROM ABOVESLAB 10. FORTWO POSTSTRUCTURES USE TABLE 7.1 ON SHEET M3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES Page 52 of 101 = 34-H MU93 = 38"J MU93 BUILDING PRODUCT& 2440 Albright Houston, TX 77017 (713) 946-9000 Cad Pinnans P. E 3441 Ivylink PlaceLynchburg, VA 24503 1.1 - 93cariputnam@comcast.net A' \ SOLID COVER £0 POST SPACINGS FOR PAnO AND COMMERCIAL COVERS IN MMPH WIND AREA 16 Ga 3-*8' Steel C Beam (MU78)14 Ga 37*8- Steel C Beam {MU78) TABLE 5.16 Attached Fraestanding 01 Attached Freestanding or Str·ucture Ulltispan Units Structure Muluspan Units l GROUND TRIB POST POST MAX MAX POST LENGTH MAX MAX POST LENGTH SNOW WIDTH SPAC[NG REQD POST KN FOOTER 8' 12 15'POST MIN FOOTER 8' | 12 | 15 LOAD (Fr) ON SLAB FOR SPACING POST SZE CONSTRAINED FOOTER SPACING POST SIZE CONSTRAINED FOOTI (PSF)(FT) SLAB (FT) TYPE (FT) TYPE '0' 4 | 9 | V{in) ' Ch} 1 (in) 1 On) 85 MPH eCPOSURE B 10 ! 5 ·13'-r LIVE 5.5 124". LOAD - 6 11'-4- ONLY 6.5 10-5" 7 9€ 7.5 9'-1- 8 8»€ 8.5 9 7-6- 9.5 T-2- 10 67 105 9.9 11 67 11.5 5-11- 12 5-K 13 5'-2- 14 4910- 15 4,6- 90 MPH EXPOSURE B 10 5 13'-r B 174"D 24 25 28 LIVE 5.5 174-8 11'-6- D 24 25 27 LOAD 6 11'-4.2 10-10- D 25 25 27 ONLY 6.5 10'-5.8 10'-3- D 25 25 27 7 94=8 9-8' D 25 25 26 75 94-B 9-2- 0 25 25 26 8 8'-6-8 88 D 25 25 26 8.5 E-0.B 8*-4- D 25 25 26 9 7-6•8 7-10" 0 25 25 25 9.5 7%2-5 7-8 D 25 25 25 10 67 8 7-1' D 25 25 25 10.5 6--6-B &90 D 25 25 25 11 5-r B Ar D 25 25 25 11.5:8-111- B 5-2- D 25 25 25 12 9%8 5-11" 0 25 25 25 13 57 8 5-5- D 25 25 25 14 4-10"8 5'10 D 25 25 25 15 446'8 4-e : 0 25 25 25 90 UPH EXPOSURE C or 105 M 4-1 EXPOSURE B 10 5 13-7 B 11'-7 D 26 UVE 5.5 12-4-B 100-3- D 26 LOAD 6 11-4-B 9-8' D 27 ONLY 6.5 14-5-B 9-1- D 27 7 9*8 8-re 27 7.5 9%1-B E-1- E 27 8 56-B T-T E 27 85 8.0/B . 7-1-E 27 9 74-8 6% E 27 9.5 ny·8 8-4-E 27 10 ex B W-1- E 27 10.5 6'-5-B 5-8- E 27 11 6'-2»8 5-6. E 27 11.5 5'-11-B 5-3- E 27 12 B 5-1·E 27 13 5-2 B 4-8"E 27 14 4'-IOM B 4-4- E 27 15 ! 4'-6'8 44· E 27 12 Ga 33<8' Steel C Beam (MU78) Attached Freestanding 01 Structure Multispan Units WAX MAX POST LENGTH POST D.™4 FOOTER £ | 12 | 15' 1 SPACING POST SeE CONSTRAINED FOOTER FI) TYPE -8 .4 1 D 24 25 27 E 26 26 29 ><2 234· P 2/29 31 25 B 12-4-D 24 24 27 15'<r E 26 26 F 30 31 B 11'-7.0 24 24 27 E 26 26 F 30 30 31 B 1511-0 24 24 26 28 21'-0-F 30 30 B 10'-40 D 25 25 B 9-le D 25 25 2G 12'-5- E 27 27 27 ;2€ 19-3- F 31 31 B 9-4-D 25 i - 11'-10 E 27 ,>€, le-6-31 edi·E 25 27 ;2€ 17110 8'-r E 25 27 32 B E 25 32 E 25 27 27 27 2 16'-2-32 B E 25 32 B 7-1 E 25 32 E 25 25. E 25 25 25 F 28 28 28 14'« F 33 re E 25 25 25 28 F 33 wir E 25 25 25 28 F 33 E-t E 25 25 25 TZ F 28 28 28 _,2_- 17-5- F 34 a PIPIPIDIP' R R 22*Ey,919191$1919 ARRMm m N M m 15-4.E 26 26 29 22'-11 -30 149• 9 28 26. 29 >< 27-0- F 30 30 13'-r E 27 27 28 < 20'-11-F 31 31 12'-10-E 27 31 12-7 E Zl F 31 S1 11'-r E 27 27 18'-3.F 32 32 11'-1"E 27 F 32 32 E 28 28 28 ,024 - 16411-32 32 10-2 E 28 28 F 32. 32 31 9-'10-E 28 28 33 33 F 28 33 F 28 28 28 )€ 147 F 33 33 30 F 28 28 28 2G F 33 33 ee F 28 28 F 33 33 5-7 28 28 19-7•33 33 7-P F 28 28 F 34 28 28 28 C>C 34 34 5-r F 28 F 34 RPI P!$1:1 2 R :12 2 Z 1% 16 Ga 3'*8- Steel C Beam (UU78) TABLE 5.16 Attached Freestanding or Structure Multispan Units ) TRCE; POST POST W,X MAX POST LENGTH WIDTH SPACING REQD POST MIN FOOTER 8' 12 15(FT) ON SLAB FOR SPACING POST SIZE CONSTRAINED FOOTG (FT) SLAB (FT) TYPE 90 MPH EXPOSUUE C or !05 M-'H ExmSURE L 5 5-9' B D 24 25 5-5 6'-2- B 7-r D 24 24 6 548* B -0 24 24 6.5 5·7 8 8-8- D 24. 24 7 4'-10' 8 eq D 24 24 7.5 4'-6-B 9-7 0 24 24 8 4'<r B S.y D 24 24 8.5 4'-7 B 4111- 0 24 24 93'-9'844-024 24 9.5 57 8 4-5- D 24 24 10 3'-4- 8 4'-7 D 24 24 10.5 '3-2 B 4'-0-D 24 24 11 2-1"B S-10-D 24 24 11.5 2411- 8 2-8•D 24 24 90 MPH EXPOSURE B 5 5-% 8 59- . O 22 23 5.5 512- 8 8'-0»E 22 23 64'2 8 7-4- E 22 22 6.5 8 6%10' E 22 22 7 4-1-8 ¢-4-E 22 22 7.5 3%B 5-11- 8 22 22 24 26 8 y-·6-B 5€E 22222425 8.5 34- B 5-r E 22 2223 25 9 3-2-8 4-11• E 22 2 23 25 9.5 3-07 B 4-8- E 22 22 23 25 10 201(r B 4'-5'E 22 22 23 24 105 2-r B E 22 22 23 24 11 27 B 4-4 E 22 22 22 24 11.5 7-8 8 7-10- E .22 22. 22 24 90 MPH EXPOSURE C or 105 1,PH EXPESURE I. 5 5'2 B 7-7- D 23 24 27 29 5.5 5'-2-B 6·-11* D 23 24 27 29 6 4'.9-B 6'-4' D 23 24 26 28 6.5 4·-4'B 9-10* D 23 23. 26 28 7 4·-1• B 5-5- D 23 23 26 28 7.5 5-9' B 9-1- D 23 23 25 27 8 3-6' B 4-9-023232527 8.5 3'-4-8 4-6- D 23 23 25 27 9 37 B 4'-3'D 23 23 25 26 9.5 3'-0" B 4'« D 23 23 24 26 10 2·-10•B 3'-10- D 23 23 24 26 10.5 2'-8- B 3-8 0 23 23 24 26 11 2'-1-B 3'€' 0 23 23 24 26 90 MPH EXPOSUME B 5 4'-4-B . 7'-3 E 20 n 25 Z7 5.5 3'-11 -B 6'-r E 20 22 24 26 6 3'-7 B 6'-1-E 20 21 24 26 6.5 5-4"8 5-7 E 20 21 24 25 7 3'-1- 8 5'-2-E 20 7.5 2-10-8 4'-10- E 20 8 . 7-8-B 4'-7' E 20 8.5 ZE 8 4-y E 20 9 27< 8 4,-1. E 20 95 re 6 3,-10' E 20 10 27 B 3-8- E 20 10.5 8 ye E 20 11 1-11'8 34- 8 20 3(1 29 29 28 26 28 26 28 26 27 25 27 25 27 25 27 25 26 24 26 24 26 24 26 28 27 26 26 WN:Sy N D: b: 01 01 26 E 28 28 31 21'-2" 26 29 12-11-E 29 29 31 33 27 E 29 29 30 19'-0"F 33 27 28 25 11'6- E 29 29 30 1#-1'F 34 E 29 29 30 17'-3-F 34 27 F 29 29 29 16'-7-34 27 30 30 30 1541"35 40 30 30 30 19-3 F 35 27 30 30 30 14'-9"35 27 27 29 F 30 30 30 14'-3"P 35 27 P 30 30 30 1 3-0'36 27 27 25 8-0-30 30 30 13&4-36 27 T.8*30 30 30 17-llu 36 27 74-30 30 30 17-r F 36 27 30 30 30 12<r F 36 27 30 30 30 11'-r F 27 30 30 30 11'-0-37 27 F 30 30 30 10-6-37 9888*188 88 8 88 7% M *M 0§881**R·:69**18%88*MA 14 Ga 39/ Steel C Beam (Mt,7-8) Attached Freestanding m Structure Muitispan Units MAX .MAX POST LENGTH POST MIN FOOTER- 9 | 12' | 19 SPACING POST SIZE CONSTRAINED FOOTi {FT) TYPE -d-V | •d· fin) (in) (in) 1 (in) 10-8- E 26 26 29 31 19-0-E 26 26 29 31 94- E 26 26 29 30 BAG- F U 9 28 .30 EA-P . 27 27 28 30 7Jr F 27272829 7-1 F 27 27 27 29 5-10=F 27 27. 27 29 e-e ¥27 27 27 28 e-2»F 27 27 27 28 5-10-F 27 27 27 28 5-7 F 27272728 5.r F 27 27 27 27 67 F 17 27 27 27 11'-10 E 23 24 27 29 10'-4'E 24242729 94 F 24 24 26 28 9-2-24 24 26 28 5* F ZA 24 25 a 5-23 F 24 24 26 27 Te F 24 24 25 27 74-F 24 24 25 27 6'-10" F 24 24 25 26 6,6-F 24242426 9-2-F 24 24 24 26 9-10-F 24 24 24 26 5'-7- P 24 24. 24 25 9-4- F 24 24 24 25 10-0. E 25 26 29 31 9'4· F 26 26 29 30 8-3. P 26 26 28 30 E-27 5 26 26 28 30 T-7 F 26 26 27 29 7-1' F 26 26 27 29 5-7 P 26 26 27 29 6-7 ¥ 26 26 26 28 5-11- F 26 26 26 28 5-r F 26 26 26 28 9-4-F 26262627 9-1- F 26 26 26 27 4-10- F 28 26 28 27 9€ F 24 26 28 9-0- F 23 23 26 28 54· F 23 23 26 27 74" F 23 23 25 27 12 Ga 2%8' Steel C Beam (MU78) Attached Freestanding 01 Structure Multispan Units MAX POST LENGTH| MIN FOOIEF, E | 12 | 15' RSPACING POST SLZE CONSTRAINED FOOTER <FT) TYPE 170• F 30 30 32 35 le·0· F 31 31 32 34 16-2 F 31 31 32 34 144 F 31 31 31 33 13'-8*F 32 32 32 '33 13-1- F 32. 32 32 33 177 F 32 32 n 32 12'-1• F 32 32 32 11'-7- F 32 32 32 11'-2- F 33 33 33 33 10'-10- F 33 33 33 33 10%07 F 33 33 33 33 10-1- P 33 33 33 33 9-10- F 33 33 33 33 17-6- F 27 27 30 32 16+ F 28 28 30 31 15'-8- F 28 28 29 31 1+10· F 28 28 29. 31 14'-r F 28. 28 29 30 13-7 F 29 29 29 30 13'-0" F 29 29 29 30 12'-6- F 29 29 29 30 17-0'F 29 29 29 29 11'-7 F 29 29 29 29 11'-27 F 30 30 30 30 10'-10- F 30 30 30 30 le€ F 30 30 30 30 10f<r F 30 30 30 30 16'-V F 30 30 32 34 15'-7 F 30 30 32. 34 14Ly F 30 30 31 33 13-6- F 31 31 31 33 17-e F 31 31 31 33 12%3- F 31 31 31 32 11·% F 31 31 31 32 114- F 32 32 32 32 14-10-F 32323232 10-6- F 32 32 32 32 11-1" F 32 32 32 32 9-90 F 32 32 32 32 F 32 32 92 32 BUILDING PRODUC; On) (11) 1 In) 1 On) 9il[HILS U SI ICC ESR 1953 (2009 IBC) 12/5/2011 Page 63 of 101 23 25 23 23 25 23 25 23 23 25 26 23 24 6'-4-F 23 23 24 26 23 24 6'-0-23 23 24 22 24 F 23 22 24 94-23 23 23 24 23 22 24 8-1-23 23 23 22 23 4-10.F 23 23 23 25 L*\ 22 23 47 F 23 23 2325ijvl AFf7 1 -m 11 -4 \ AC 6B139 *JN\@ 2013 W &1&!M WS.ZE SOLID COVER 5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN 90 MPH WIND AREA 16 Ga 398' Steel C·Beam (MU78)14 Ga 320' Steel C Beam (MU78> TABLE 5.16<Attached Freestanding 01 Attached Freestanding 01 Structue Multispan Units Structure Multispan Units GROUND TRIB posT POST MAX MAX POST LENGTH MAX MAX POST LENGTH SNOW WIDTH SPACING REQU POST MIN FOOTER 80 12 ! 15' POST MIN FOOTER 8' | 12' 15 LOAD (FT} ON SLAB FOR SPACING POST SIZE CONSTRAZIED FOOTER SPACING POST SIZE CONSTRAINED FOOTE (PSF)Cfr)SLAB (FT} TYFE -5 , |7 | V | (FT> TYPE (m} 1 01> 1 C•* 1 90 MPH EXPOSURE B 20 5 7-1- 8 9-6- 0 22 24 26.28 12'-7 E LIVE 5-5 60-5- 8 8-10- D 22 23 26 28 11'-3- E 1-6*D 6 : 5-11 8 8%3* 0 23 23 26 27 10-7- E 24 24 27 29 ONLY 6-5 9-5 8 r-7- 0 23 23 25 27 10'4' E 25 25 27 28 7 5-1*8 7-1• 0 23 23 25 26 9% E 25 25 26 28 75 4-7 8 57 D 23 23 24 26 9'-0» F 25 25 26 28 8 4'4 B 6-2- D 23 23 24 26 E-1- F 25 25 26 27 8.5 47 B 5-10- D 23 23 24 26 8'-1- F 25 25 25 27 3'1 r B 5-6- D 23 23 24 25 T-8- F 25 25 25 27 9.5 7-9"85-3- D 23 23 23 25 TZ F 25 25 25 27 10 3'-6-B 5% D 23 23 23 25 €-11- F 25 25 25 26 10-5 ¥-4.8 4-8- D 23 23 23 25 9-7-25 25 25. 26 11 3-7 8 4'-6* D 23 23 23 24 6'-3- F· 25 25 25 26 11-5 5-1.8 44- D 23 23 23 24 6'41- F 25 25 25 26 12 2-11-8 4-2- 0 23 23 23 24 92 F 25 25 25 25 13 24-8 3-10' 0 23 23 23 24 5-4- F 25 25,25 25 90 UPH EXPOSURE C or 105 M 'H EXPOSURE B 20 5 7'-1,8 849- D 24 23 28 30 11-1- E 26 27 30 32 5.5 6'-5 : B 84- E 24 25 28. 30 10-4- E 27 27 29 31 6 5-11•8 7-4• E 24 24 27 29 9-9- F 27 27 29 31 6.5 5-2 8 6'-10' E 24 24 27 29 9-2- F 27 27 28 30 7 84'B 6'-4-E 24 24 26 28 /4- F 27 27 28 30 7.5 4-7 8 9-17 E 24 24 26 28 87 F 27 27 28 30 8 4.4.8 5'-6- E 24 24 26 28 74- 5 27 27 27 29 85 4-7 BE-3- E 24 24 25 27 P<r F 27 27 27. 29 9 3-11-8 4'-11-E 24 24 25 27 6-10• F 27 27 27 29 9.5 3'-9-8 448- E 24 24 25 27 616" F 27 27 27 28 10 3'-6-8 4-5, E 24 24 25 27 9-2- F 27 27 27 28 10.5 34'B 4-3· E 24 24 25 26 5'-17 F 27 27 27 28 11 3'-7 B 4-0- E 24 24 24 26 9-7 F 27 27 27 28 11.5 3'-1-By-17 2 24 24 24 26 5'-4- F 27 27 27 27 90 MPH EXPOSURE B 25 5 649-8 9% D 22 24 26. 28 12* E 24 25 28 29 5.5 E-2 B 7-10- D 22 23 26 28 119 E 24 24 27 29 6 548.8-7 E 23 23 26 27 '10-7 E 24 24 27 29 6.5 5-2 B T-r E 23 23 25 27 19-00 F 25 25 27 28 (In) (rn) i (in) 1 (m). 24 28 24 24 27 12 Ga 3-<8- Steet C Beam (1*178) Attached Reestanding 01 Structure Mumspan Units MAX WX POST LENGTH POST limt FUOTER E 12' | 15' SPACING POST SeE CONSTRAINED FOOTER (FT) TYPE Y 7 4 |V| {in) · (in> /)1 On) 1 18'-10" F 25 28 30 32 17·2 F 28 28 30 32 16'-10- F 29 29 30 32 158 F 29. 29 29 31 15-3- F 29 29 29 31 14-1- F 29 29 29 31 14'-0- F 30 30 30 30 iN* F 30 30 30 30 12'-11- F 30 30 30 30 122 F 30 30 30 30 12'-1- F 30 30 30 30 11'-8- F 30 30 30 30 11'=r F 31 31 31 31 11'-e F 31 31 31 31 107 F 31 31 31 31 1051• F 31 31 31 31 17-e F 31 31 33 35 10-6. F 31 31 32 34 154' F 37 31 32 34 14'-10- F 32 r 32 34 1442" F 32 m 32 33 1307 F 32 32 2 33 13-0' F 32 32 32 33 12'-a F 33 33 33 33 12·-2 F 33 · 33 33 33 11•-7 F 33 33 33 33 112 F 33 33 33 33 10·-10- F 33 33 33 33 10-6- F 34 34 34 34 14-2 F 34 34 54 34 18-10- F 28 28 30 32 174- F 28 28 30 32 16'-10- F 29 29 30 32 16'-0• F 29 29 29 31 16 Ga 3'0 Steel C Beam{MU78) TABLE 5.16 Allached Freestanding m Stucture Multispan Units GROUND TRIB - POST POST MAX MAX POST LENGTH SNOW WIDTH SPACING RED POST UN FOOTER W 17 | 15LOAD (FT) ON St-AB FOR SPAC[NG POST SEZE CONSTRANED FOOTE (PSF)(FT) SLAB (Fr) TYPE -d .0.1 Y 90 MPH EXPOSURE C or 105 M 'H EXPOSURE b 40 5 4-4»B EV 0 22 24 27 28 5,5 3&110 8 9-10- D 22 23 26 28 6 5-7 8 54" D 22 23 26 27 6.5 3-4-8 4'41" D 22 22 25 27 7 3-1-8 4-7- 0 22 n 25,27 7-5 7-14 El 4'4" 5 22 22 25 26 8 24' B 4 D 22 22 24 28 8.5 7-6- 8 2-7 D 22 2 24 26 9 2-4-By-7- 0 22 22 24 26 9.5 2-3- B ye O 22 22 24 25 10 2'-2-8 1-3-0 22 22 23 25 10.5 Ze 8 7-1- D 22 22 23 25 90 MPH EXPOSURE C or' 105 APH EXPJSURE B 60 5 2>11-8 9-1.E 20 22 25 21 15 7-r B 4,7 E 20 22 25 27 6 2-5- 8 47 6 20 22 25 26 6.5 2-2' 8 3tll- E 20 21 24 26 7 7-1- 8 3·-7 E 20 21 24 26 7.5 10-11 8 7-4- E 20 21 24 25 6 1'-9. B 7-2-E 20 21 23 25 8.5 1%8" B ST E 20 20 23 25 9 1'-7 . B 2-10- E 20 20 23 25 OVER-TABLE 52 TRIBUTARYWIn'HS FOR SINGLE SPAN HANG PROJECTION OF SINGLE SPAN STUCTU im e 7 8'9 11 11'12'13' 14' 0· S 15 4 4.5 9 55 6' 6.5' T 1' 35' €4.5 5 52 e 6.9 7 lE 2 n#a Wa nia rda fda 6-5'7 7.9 8 3' n/a Wa Na ,/9 Wa nta Wa Na nib 4' rda nfa nia rda rda nk Wa rita nh TABLE 53 Post Requirements for Attached Single Span Structures Post Description Max POST Hgt CODE Detail 14 Ga 3«,<8» Steel C Beam (MU78)12 Ga ! Attached Freestandihg oi i Structure Multispan Units MAX MAX POST LENBTH MAX POST · .N FOOTER W | 17 | 19 POST ; SPACING POST SIZE CONSTIWNED FOOTSSPACIN (FT) ·TYPE 7-11- |VIV (FT) 01} On) 1 Ort) 1 en) W-10» F 24 25 28 30 - 14-4- 8*.1- F 24 25 28 30 13-6- Te F 24242729 17% 6--17 : F 24 24 27 29 12-1- 6'.5-F 24 24. 26 28 11'-6- 6'-0-F 25 25 26 28 111*0„ 5-r P 25 25 26 28 -10-8- 5-3- F 25 25 26 27 19-1- 5'47 F 25 25 25 27 F 25252527 9-C 4Ur F 25 25 25 27 9* 4-r F 25 25 25 25 We 7-7 F 23 24 27 29 12-0 5-2 8 23 24 26 28 11'-6- 5'-10• F 23 23 26 28 111(T 9-5- F 23 23 26 27 10'-y 5* F 23 .23 25 27 9-9 4%8-F 23232527 9-3. 4-9 P 23 23 25 27 8-17 4*-7 F 23 23 . 24 26 3-11- F 23 23 24 26 8'-2- ATTACHED SIRUCTURES RES {Fr) 19 16' 17 18*19' 20·21• 12 80 82 9 9.5 10' 10.8 8 as 9 92 10'10.9 11' 85 7 9.5'10 10.S 1V 11.5 r. 9.5 10·102 11'115 12 Wa n,4 Ivan/a Wa n/h 1217 TABLE 5.4 Post Requirements for Multispan and Freestanding Structures Post Desc®lion Max Maximum Height Footing 2-*8" Steel C Beam (MU78) Attached Freestandmg 01 Stru*re hvt«span Units MAX POST LENGTHMIN FOOTER B | 17 1 15 6 POST SIZE CONSTRAINED FOOTER TYPE Nr -d•9 1 Id• «n) 01)(W 1 (in} F 29 29 31 33 F 29 29 31 33 F 292931 32 F 30303032 F 30 30 30 32 F 30 30 30 31 F 30 30 30 31 F 30 30 30 31 F 31313131 FBI 31 31 31 F31312131 F 31 31 31 31 P 27 27 30 32 F 27 27 30. 32 F 28282931 F 28 28 29 31 F 28 28 29 31 F 28' 28 29 30 - F 29 29 29 30 F 29 29 29 30 G 29292930 22 11' 11.5' 12· 123 13' POST Detail CODE 7 4'-10* B r-1- E 23 23. 25 25 9-5. 75 4%B 6-7- E 23 23 24 26 50- 8 4'-3-B 67 2 23 23 24 26 8-7- 8.5 4-0-B 5-10• E 23 23 24 26 9 3-7 B 5-6- E 23 : 23 24 25 74· 9-5 3'-7-B 9-3- E 23 23 . 23 25 7.¥ 10 3'4=8 5'Z E 23 23 23 25 6·-11' 10-5 9-7 B 4-7 E 23 23 23 25 E-7 11 3-1' 8 4-e E 23 23 23 24 59 11-5 2-11"8 44 E 23 23 23 24 6'€- 12 20-14 8 4-2- E 23 23 23 24 57 GENERAL INSTRUCTIONS FOR THESE TABLES 1. CHOOSE FREESTANDING OR ATTACHED STRUCTURE 2. CHOOSE PROJECTION, WIDTH AND OVERHANG OF UNIT3. DETERMINE WIND AND LIVE OR SNOW LOAD OF STROCTURE SITE (PATIO UNITS USE 10 PSF MIN, COMMERCIAL UNITS USE 20PSF MIN) 4. CHOOSE A PANEL FROM SECTION 4.0 THAT HAS ADEQUATE CLEARSPAN FOR ¥OUR NEEDS. 5. DETERMINE TRIBUTARY WIDTH FROM TABLE 5.2 OR CALCULATE FROM TRIBUTARY DIAGRAM ON MUSAGN01 6. CHOOSE A HEADER FROM TABLE 5.16 THAT HAS ADEQUATE POST SPACING. 7. USE THE APPROPRIATE FOOTER SIZE SHOWN TABLE 5.16 ICC ESR 1953 (2009 ]BC) 12/5/2011 F 25 25 26 28 15% F 29. 29 29 31 Twin 083291-5-0.5- Scrou 8' A )100 F 25 25 26. 28 14'-7- · F 29 29 29 31 .Twin 0.062,1.5-*1.5" Scroll g'B Muloo F 25 25 26 27 14tcr F 30 30 30 30 0.024323 Post w/Sideplat€ 12 B 98 F 25 25 25 27 13-5' F 30 30 30 30 Alum 0.0321*3'xy Lockseam 12 C MU89 F 25 25 25 27 12·-11- ' F 30 30 30 30 Alum O.040'k35(3 Lockseam 12 D Mip,9 F 25252527 17-V F .30 30 30 30 Alum 0.055'2*3' Fluted 12 E MU95 F - 25 25 25 26 1 2-1' F 30 30 30 30 Steel 0.04321323- l.ockseam 12'F Mu89 F 25 25 25 26 11*-8- F 30 30 30 30 Alurn 0.120'k3xy Square 10* G MI)96 F 25 25 25 26 11'-4- F 31 31 31 31 Alum 0.120-*45(4' Square 12 H Mum F 25 25 25 26 11'-0- F 31 31 31 31 Steel 316'b<3"*3'15' I Mu93 F 25 25 25 25 11-8- F 31 31 31 31 Steel 1/4'*35<5 15'J ul.193 Steel 3/165<41(4' 8. FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN Steel 3/165(5-x5' TABLE 5.16 AND TABLE 5.3. UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT.FREESTANDING AND MULTISPAN UNrrS USE TABLE 5.49. FIND THE O/C SPACING OR # OF FASTENERS. FOR ATTACHING TO WALL FROM TABLE 7.5 AND/OR 7.7 10. USE THE APPROPRIATE DETAILS (MU01-MU120) FOR PATIO SLABS FOUOW 1 -6 FROM ABOVE THENSLAB 7. DETERMINE MAXIMUM POST SPACING ON SLAB FROM TABLE 5.16SLAB 8. USE THE SMALLER OF THE POST SPAaNG ON SLAB OR HEADER POST SPACING SLAB 9. FOLLOW 9-10 FROM ABOVESLAB 10. FORTWO POST STRUCTURES USE TABLE 7.1 ON SHEET M3 FOR SU\BREQUIREMENTS INSTEAD OF THESE TABLES Page 64 of" 101 Steel 0.[>43-133- Lockseam 8' d = 21 -E MUM Alum 0.120'%3-,d' Square . 10' d = 22" B MUE Alum 0.120-xy*3" Square 8' d =24"C MU96 Alum 0.12094™4' Square 10' d =2T'E MU50 Alum 0.12024™4- Square 8' d = 29'E MU50 Steel 3/1613'50-12' d = 28- E MU93 Steel 1/4")8-xr 12' d = 30"E MU93 Steel 3/165,4-xe 15' d= 28' G VU.193 Sbee! 3/16'x4"14-12 d Steel W16'15"xy 15' d Steel 3/1636-xe 10' d -- BUILDING PRODUCTS 2440 Albright Houston. TX 77017 (713) 946-9000 Carl Putnam, P. E 3441 Ivylink Place Lynchburg, VA 24503 cartputnam@comcastnel DEC 5 2011 31 1 ' MU93 W H M 093 ut tag 15' K MU93 15' L Mu93 lilE I]LS USK IL SEX PUTA' 4 C 139 2015 * J 2.13 ,-=/,u .......: SOUD COVER 5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN 90 MPH WIND AREADouble 16 Ga 5*8- Steel C Beam (MU114) Double 14 Ga 3'*8- St :el C Beam (MU114) Double ' TABLE 5.17 :Attached Freestanding M Attached Freestanding 01 Structure Muitispan Units Structure Muitispan Units 1 F GROUND TR38 POST POST MAX MAX POST LENGTH MAX MAX POST Le,GTH | MAX SNOW WIDTH SPACING REQ'D POST DAN FOOTER W 12 | 15' POST WN FOOTER 8' | 12 | 19 | POST LOAD (FT) ON SLAB FOR SPACIG POST SiZE CONSTRAINED FOOTER SPACING POST SIZE CONSTRAINED FOOTER SPACING (PSF)(FT) SLAB (FT) TYPE Y (FT) 1YPEE 85 MPH EXPOSURE BtO' 5 13-1 8 25-1- F 29 29 32 LIVE 5-5 17-4- B 247 F 30 30 31 LOAD 6 11'-4- B 23-7 F 31 31 31 ONLY 6.5 19-5-B 23'-0» F 31 31 31 7 9-Ir 822'-5-Fm3232 75 9.1-8 21'-11- F 32. 32 32 8 5%B 21'4- F 33 33 33 8.5 W-0.8 2147 F 33 33 33 9 74'8 27-7- F 34 934 9.5 T.2 8 294- F 34 11 34 10 6'-7 B 19'-11- F 34 34 34 10.5 5'-9 8 19-7- F 35 35 35 11 60-2-8 103" F 35 35 35 115 5'-11•8 18411• F 35 35. 35 12 ST 8 18'-6- F 36 36 36 13 5-2-B 179 G 36 36 36 14 4'-10'BlT-1- G 37 37 37 15 4-6-B 16'-6- G 37 37 37 90 MPH EXPOSURE B 10 5 13-r B 247 F 30 30 32 LIVE 55 129•B 23'-6.F 31 31 32 LOAD 6 11'-4-B 220-1, F 32 32 32 ONLY 6.5 10'-5-B 27-3-F 323232 7 9-r B 21'-8- F 33 33 33 75 9-1•B 212· F 33 33 33 8 8-6-8 29-9- F 34 34 34 85 E-7 8 20-49 F 34 .34 34 9 7-6.8 1 9-11" F 35 35 35 95 7-7 8 197 F 35 35 35 10 60-9»B 19-3' F 35 35 35 10.5 6-8 B 18%11" F 36 36 36 11 6*8 15-6' F 36 36 36 115 50-11-8 15-1" F 36 36 36 12 5-6-B. 1 7-8" G 37 37 37 13 9-2-B 1747 G 37 37 37 14 4·-10·B 16'-4- G 38 38 38 15 4€B 15-9- G 38 38 38 90 MPH EXPOSURE C or 105 APH EXP•)SURE B 10 5 13'-T 8 230% F ' 33 33 35 LIVE 5.5 124 B 22-3- F 34 34 35 LOAD 6 11'-4-B 21'-7 F 35 35 35 ONLY 6.5 102 8 21'-0- F 36 36 36 7 9%8 8 20-7 F 36 36 36 7.5 9'-1'8 20-1- F 37 37 37 8 8'-6-B lg·.8- F 37 37 37 8.5 8'-0-B 19-3- F 38 38 38 9 76'B 18'-10- F 38 38 38 9.5 7-2 8 184- G 39 39 39 10 60-9-B 17-11- G 39. 39 39 10.5 6'-5-8 17-5* G 39 39 39 11 6 2 8 17-7 G 39 39 39 11.5 5-11 B 11-8- G 40 40 40 12 5'47 B 16WG 40 4640 13 5'-2-B 154- G 41 41 41 14 4'-10»8 19-0- G 41 41 41 15 4-6'B 14'-6- H 41 41 41 2 Ga 3-*8- St€ el C Beam (MU114) Attached Fieestanding 01 Structure #tuspan Units MAX PO5r LENGTH GROUND MN FOOTER 5 | 17 | 15 SNOW POST' SIZE CONSTRAINED FOOTER LOAD Girl) C•}Col) {PSF) M (in). 1 ore 1 (in) Double 16 Ga'39- S eel C Beam (MU114) Double 14 Ga n89· Steet C Beam (MU114 Double 12 Ga 398' Steel C Beam (MUI 141 TABLE 5.17 Attached Freestanding 01 Attached Freestanding 01 Attached Freestanding of Structure Multispan Units Structure MuiOspan Units Structure Mulispan Units TR]B POST POST MAX MAX POST LENGTH MAX MAX POST LENGTH MAX |MAX POST LENGTH WIDTH SPACING REQi) POST MIN FOOTEB W |12 | 15 POU MIN FOOTS 8 | 12 | 15 POST 6414 X018, 8 | 12 | 15(FT) ONSLAB FOR SPACING·POST SIZE CONSTRAINEDFOOTEF -SPACING POST SIZE CONSTFWNED FOOTERSPACING POST SIZE CONSTRAINED FOOTER (Fr)SLAB (Fr) TYPE v ] -d- (ET) TYPE (Fl)TYPE c.) 1 m) 90 MPH EXPOSU £ C or 105 APH EXPOSURE I S Ele 0 253- F 32 32 34 36 . 20-3* F 32 32 34. 36 24'-1" F 34 34 35 37 55-e.r B W-7- F 333334 36 19*-7 F 3333943623-4-G 35353537 6 -5-8-B 19'-0- F 33 33 33 35 15% F 33 33 33 35 22'4- G 35 35 35 37 65 8 18'-6- F 34 34 34 35 1847 F 34 54 34 35 ' 22-1- G 36 36 36 37 9-2- 7 4'-10*8 17'-10' F 34 34 34 35 17-10- F 34 34 34 35 21'-6' G 37 37 37 37 75 4·€0 17-2 G 35353535172-G 3535353521'-0'H 57 37 37 37 84'-3-816'€G 3535353516'-8:'G 35 35 35 35 29-7 H 38 38 38 38 85 9-0-B 16'-2- G 36 36 36 36 16'-2' G 36 36 36 36 20'-2- H 38 2 38 38 9 7-7 8 19-8' G 36 36 36 36-15* G 36 36 36 36 199 H 39 39 39 39 9.5 3-7 9 19-y G 36 36 36 36 157 G 36 36 36 36 11-5- H 39 39 39 39 10 344-B 14·-107 G 36 36 36 36 14-10- G 36 36 36 36 19-1· H 40 40 40 40 10.5 9.2-B 14'-5- G 37 57 37 37 14'17 G 37 37 37 37 18>0' H 40 40 40 40 11 3'-1-B 14'-1· G 37 37 37 37 14'-1- G 37 37 57 37 184- H 41 41 41 41 11.5 2'-11•B 13'-9-· H 37 37 37 37 13-T ' H 37. 37 37 37 18'40 H 41 41 41 41 90 Unl BPOSUME B 5 54-B 26-r F 29 29 31 33 20-7- F 292931 33 24'€ F 30 30 32 34 55 5.7 8 19-11' F 29 29 31 33 19-11-F 292931332359'6313132.34 6 447 B 19*-5- F 30 30 31 33 18-5- F 30 30. 31 33 25-1- G 32 32. 32 34 6.5 44•B IE-1 F 30 30 31 32 18'-10»F 30 30 31 . 32 22'-5- G 32 32 32 34 7 4'-1•8 18·-4- F 31 31 31 32 15-4-F 31 31 31 32 21'-11- G 33333334 7.5 8 17-8- G 31 31 31 32 17-r ' G 31 31 31 32 21-5- H 3333 33 33 8 3'-e' 8 17'-1- G 32 32 32 32 17-1- G 32 32 32 32 2+11- H 34 34 34 34 8.5 8 16'-7- G 32323232·16-763232 32 3229-6 H 34343434 3-4-3227-2'H 35353535 9 37 8 16•-1•G 32323232 1511- G 32 32 32 9.5 3-7 8 152 : G 32 32 32 32 le-r G 3232 32 32 H 36 35 35 35 10 7-10=8 .15-3· G 35 33 33 33 15-3- G 33 333 33 33 19'-5' H 36 36 36 36 10.5 7-6- . B 10-10' G 33 33 331+10-G 3333 3333 19'-r H 36. 36 36 35 11 7-7-8 1 1¢-6" G 33 33 33 33 14-6- G 33 33 33 33 18'-10- H 36 36 36 36 11.5.2-5 6 1 FTH . 33 33 33 33 14'-r H 33 -33 33 33 18'-r H 3737379 90 MPH EXPOSUME C or 105 APH EXPOSURE I · 5 5-e 8 19·-7- F 32 32 34 36 19'-7- F 32 32 34 36 23-3-G 34. 34 . 35 37 55 5-7 8 18911- F 32 32 33 35 15-11 F 32 32 33 35 12-7 G 34 34 35 37 6 4-9 B 18'4" F 3333 33 35 18'-4- F 33 33 38 35 21'-11- G 35 35 35 37 &5 4-4.B 1 1-7- G 3339 33 35 17-7 G 3333 33 35214- G 36 36 36 36 7 4'-1-8 16'-11- G 34 34 34 35 1,11- G 34 34 34 35 20·-10- H 36 36 S636 75 8 16'-4- G 34 34 34 34 18-4- G 34 34 3434 20-4' H 37 37 37 37 8 3€B 16-10- G 35 35 35 35 15%10- G 35 35 35 35 11-11- H 37 37 37 37 8.5 B 15·-4- G 35 35 35 35 154- G 35 35 35 35 17-6- H 38 38 38 38 5-4- 9 5-2.B 14'-11' G 35 35 35 35 14-11- G 35 36 35 35 19'2" H 38 38 38 38 9.5 B 14'% G 36 36 36 36 14'-6-G 36 3636 36 18'-Er H 39 39 39 39 10 2'-10"B 14'-1- G 36 36 36 36 14-1- G 36 36 ·36 36 18'-6- H 39 39 39 39 10.5 z-8.8 13·8- H 36 36 36 36 1 3-7 H 36 36 36 36 187 H 40 40 40 40 11 7-r B 13'15-· H 38 36 36 36 13-5- H 86 36 36 36 · 17'-11" H j 40 40 40 40 90 MPH EXPOSURE B 5 4'ur 8 19-7 F 28 28 31 33 19<r F 28 28 - SIt 33 5.5 5'-11-Blt-8-F 29293032 18'-8- F 29 2930 32 6 3-7 8 17-11- G 29 29 30 32 17-11- G 29 29 SO 32 mETRILS U 6-5 3'-P 8 17-2- G 30 30 30.32 17-2- G 30 30 30 32 *JUILDING PRODU 7 3.1- B 167 G 30 30 30. 31 167 G 30 30 30 31 75 2-17 B 16'-0- G 30 30 30 31 16'-0" G 30 30 30 31 8 2'-8-8 154- G 31 31 31 31 152 G 31 31 31 31 8-5 246"8 159 G 31 31 31 31 19-0- G 31 9 T.4"8 14'-e G 31 31 31 31 14'-C G 31 9-5 2'-8-B 14'-1-H 31 31 31 31 14'-1- H 31 , ./1 21 4914 1 1 DEC 2011 V (61) F 29 29 32 27-10-31 31 33 25 F 30 20 31 211-F 32 32 33 31 31 31 28'-1"iF 33 33 33 31 31 31 274*F 33 33 33 32 292 F 34 34 34 32 26'-1-34 34 34 33 25-6-35 35 35 29-0' F 3S 3S 35 24·-6- . F 36 36 34 24'-1'G 36 36 1 9-11- G 36 36 G 37 31 22'-11-G 37 19'<r 52 1841-35 35 35 U.r G 38 38 G 38 38 18-e 30 17-9-G 36 36 36 21'-r H 39 8 174.G 37 21·-2-H 39 39 G 37 37 37 H 40 40 24-3-F 30 F 32 F 31 31 33 22-10- F 32 32 32 ,;D 27-2- F 33 F 32 32 F 21'4 F 33 21'-3»F 33 34 F 34 34 24'-2- 19'-11•P 35 190-7-F 35 F 35 35 35 <3 22-11' G 30 18'-11- F 36 36 36 22-7-G 10'-6-F 36 G lt-1-36 36 36 lIC 21'-11-G 17-8-G 37 37 G 17-0'G 37 57 H 16'-4-G H 15-9-G 38 H 910103 K :81$1% *A AM* 01%:#:9 ST 14%11% P; R N ** 9; 0 18 0, 0, R R ¥ 648 01=01=19 9 U F 33 33 35 27-Z F 35 22-7 F 34 35 25e 36 21'-7 F 35 35 35 25.7 F 37 21'-0-F 36 36 36 25'4 F 38 20'-6.F·38 36 36 24'-5.F 38 20'-1-37 37 37 23'-10* G 40 19'-8-F 37 37 25-4•G 19'<r 38 38 38 22'-11-G 40 18'-10"38 38 38 G 40 39 39 18'-4"G 39 39 39 22'-1-G 4/ 17-11-G 39 39 21'-8-G 41 17-9 G 39 39 39 21'-4"H 42 17'-0-G 39 39 39 H 42 42 16'-8"G 40 40 40 H 43 43 164 G 40 40 40 20-6.H 43 15'-8-G 41 41 41 11-10 H 44 44 15'-0-G 41 41 41 H 45 45 14'4-H 41 41 41 18'-11•H 45 45 0101 4 41*g P,S ?gQ!88 M 805 01*9955 99 99 NWW 31 31 31 31 31 31 31 S1 31 litte.., S 10 B 15-9-H 32 32 32 32 H 32 32 32 32 0-5 7-0-B 13'-5 H 32 32 32 13'-5-H 32 32 32 11 1-11-B 15-1-H.32 32 32 32 13'-1 -H 32 32 32 32 1\ /#ao 1 C 38119 ICC ESR 1953 (2009 IBC) 12/5/2011 Page 65 of 101 /JU 520-13 CED \ r PAN R ATTACHMENT TO WOODEN DECK FOR SINGLE SPAN ATTACHED PATIO COVERS ONLY.SEE GENERAL NOTE #24 00 - EXISTING ROOF Revisions AlTACHED TO DECK 3' x 3' METAL POST - DETAILS LA09 OR MU82 TWO-3/8' x 5' LONG - LAG SCREW w/ 1'0 ON EACH SUE U COLUMN. DOUGLAS FIR LUMBER JOIST OR HEADER STRUCTURE POST FLOOR JOIST POST SPACING RESTR]CTING SLAB SPACING SHOWN IN SECTIONS 2.0, 31.5,0 AND 6.0 THESE RESTRICTIONS API'LY: SOLID COVERS FUR 10 PSF LIVE/SNOW LOAD MAXIMUM WIND SPEED IS 110 MPH EXP B 100 MPH EXP C F-OR 20 PSF AND GREATER SNOW/LIVE LOADS MAXIMUM WINDSPEED E 110 MPH EXP C FOR LATTICE COVERS MAXIMUM WIND SPEED IS 110 MPH EXPOSURE C FOR ALL CASES SIDE MOUNT BRACKET r SEE GENERAL NOTE #13 FOR CORROSION PROTECTION roof snow load VUVV V V 'fw V " V eLPATIO COVER .1- --,2 1 STRUCTURES COMPLYING WITH THIS DETAIL DO NOT REQUIRE ADDITIONAL DRIFTING SNOW CONSIDERATIONS , GROUND SNOW MAXIMUM ' LOAD (PSF)'h' (IN)m 20 17 L • 25 18 30 20 -1 40 25 50 30 60 33 h 42244 7¢07·.22.-9.1+ EXISTING EAVE WOOD FRAMING SEE GENERAL NOTE #21 FOR WEATHER PROTECTION mi 3/16" AS™ A653 GRADE 33 SFEEL --./.- SEE GEN NOTE #13 FOR· CORROSION PROTECTION e -11] BRACKET IS 15' WIDE LG:5\-0,125 1.50 -- ALUM STRUCTURAL 2)(8 LEDGER BOARD (DO 0.125 (Fy=33ksi)PANEL OR ALUM ALUM F SEE GENERAL NOTE #21 STEEL BRACKET- EL OR 7 HANGER 2" SPACING #14),3.5Ly'/ 2 L RAFTER <1.5" sclews AFTER 14*3.5' SCREWS BETWEEN SCREWS SCREWS 13TOP MOUNT 7 k 40*10 LEDGER BOARD 0- SEE TA*£ 7.5- Live i I . 1 FOR FASTENER TYPE AND /1' 1€IN GAP BETWEEN 4 Load Wind Speed MAX "L" FOR TOP OR SIDE MOUAIT SPACING -ROU- AND ZEDGER 'TO PERMIT DRAINAGE 1.r {ps:) and Exposure . 16" 0/c 24"otc 16" otc 2400/c TOP MOUNT BRACKET 10 85 mph Exp B . 204" 14'4»21'-8. 14'4" 90 mph Exp B 19'4"12'-10- 21'4" 14'-5"THESE DETAILS ARE APPLICABLE ALTERNATIVE EAVE ATTACHMENT 105 mph Exp B 1404"9'.7.'21'-8"14=5" EAVE OVERHANG AND 'L' MUST ALS0 110 mph Exp B 13'-2"8,·9'.21'-8. 14'-5. TO SOUD OR LATTICE COVERS Carl Putnam. P. E. COMPLY WITH DETAIL MU107 OR LA32 85 mph Exp C 15'-8-10'-4"214" 144" 3441 IVYLINK PLACE LYNCHBURG. VA 24503 90 mph Exp C 14'-1"..4-21'-8" 144" CARLPUTNAM@COMCASTNET NOT ALLOWED IN SNOW LOAD AREAS 105 mph Exp C 104" r.0-17'-60'11'-7" 110 mph Exp C 9 -7"16»-0" 10'-8-MAX WIND LOAD IS 110 MPH EXP C . Dro•, *20 110 niph Exp B 11'4"T.4"11%4"r-6" CMP 90 mph Exp C 11'-4"7'47' 11*-4- 7%8" aheck M CMP 105 mph Exp C 10'-6-7'-0" 11'-4-7'06'*Dote 110 mph Exp C 9·.r°6,-4"11'4"7%Filemama 1 TSolid Covers Lattice Covers Ml.DWG 21/,9 / f ('96#4&44 1 DEC 5 2011 Sk:ale page # NTS ICC ESR 1953 (2009 IBC) 1215/2011 Page 95 of 101 7.0 POST AND FASTENER REQUIREMENTS FOR COMMERCIAL AND PAT}0 5[BUCTURES Table 7.4:·Required Number of Fasteners for Tension Loads Ah.rminum Gage fin) 0.04 0.06 0.060 0.090 0.100 KLMNO 3/8" B #14 3/8- B 3/8' B #14 Design Footer BOLT SMS BOLT BOLT SMS . Uplm Size 406 128 481 721 255 Obs) d (in) 1 1 1 1 1 100 12 1 1 1 1 1 127 13 1 2 1 1 1 159 14 1 2 1 1 1 195 15 1 2 1 1 1 237 16 1 3 1 1 2 284 17 1311 2 338 18 1411 2 397 19 mIFITILS UST Allowable Width for Attached Two Trib Post Structures on Slab Width (ft) Live or Ground Snow Load 10 ps¥20 W 3 42'-lot zz'cri 3.5 36.-80 19*4- 4 32L1-16'-11- 4.5 2W-ir 15-1" 5 25%8=13'-6 5.5 23-4.12-4' 6 21'-5"11'-3" Tablen Required Number cf Fasteners for Shearing Loads Alumburn Material Gage (tn)Steel Gage (in) 0.024 0.024 0.032 0.036 0.040 0.040 0.060 0.060 · 0.041 0.041 ABCDEFGHIJ Footer Design #14 318- B 3/8- B #14 #14 318" B #14 3/8- B #14 32" B Size Uplift SMS BOLT BOLT SMS SMS BOLT SMS BOLT SMS BOLT d (in)(lbs)189 424 566 283 315 708 462 1384 St 1522 12 100 1 1 1 1 1 1 1 1 1 1 13 127 1 1 1 1 1 1 1 1 1 1 14 159 1111111111 15 195 2 1 1 1 1 1 1 1 1 1 16 2372111111111 17 284 2 1 1 2 1 1 1· 1 11 18 338 2 1 1 2 2 1 1 1 1 1 19 397 3 1 1 2 2 1 1 1 1 1 BUILDING 1 Spacing between bolts and screws shall be 2.5 times the shank diameter. 2 The edge distance of bolts and screws shall be 3 times the shank diameter 3 Connedions shall beananged so lhatthe center of resistance of the connection shall coincide with the resultant title of action ofthe load. PRODUCTS 2440 Albright Houston, TX 77017 (713) 946-9000 Carl Putnam, P. E 3441 Ivylink Place Lynchburg, VA 24503 carlputnam(acomcastnet 6.5 19'-9 104°20 osf Slab 90(; 20 463 32122121112411 2 463 20 TABLE 7.61 WALL ATTACH,lENTS FORLATTICE COVERS 7 18'-4"Wa 21 536 3212212121 2521 3 536 21 GRNO Wind #Of 75 17'-1"Wa 22 616 4 2 2 3 2 1 2 1 2 1 2 5 2 1 3 616 22 SNOW Speed Screws*ALUMINUM RAFTER SPACING 8 16'-0"Wa 23 7044223312121 26213704 23 .LOAD and per 12" | 16-| 24" | 30- | 36 8.5 15'-1"Na 10 psf SlabgOB 722 4 2 2 3 3 2 2 1 2 1 2 ·6 2 2 3 722 Slab (PSF) Exposure Rafter MAXIMUM ALUMINUM EWTER SPAN 9 14'-r Wa 24 800 5223322121 27224 800 24 10 .110 mph 2 24'24'24' 1-9' 16* Table 7.1 10 ps, Slab BDC 886 5 3 2 4 322 1 2 1 3 7 2 2 4 886 Slab LIVE Exp C 3 24' 24' . 24' 19'16' 25 9045324322121 38224904 25 20 224' 19' 13'10' 8' 26 1017 6 3 2 4 4 2 3 1 3 1 3 8 3 2 4 1017 26 LIVE 3 24'19 13'10' 80 MAX 27 1139 7 3 3 5 4 2 3 1 3 1 3 9 3 2 5 1139 27 4 24' w 13 10 8' POST POST DESCRIPTIONS POEr 2812707335523131 4 48 3 2 5 : 1270 28 25 2 24'18'12'10' E TYPE DETAIL HGHT 29 1411 8 4 3 5 5 2 4 2 3 1 4 rda 3261411 29 3 24'18'12 10' 8' 3D15S39436534242 4 n/a 4371563 30 4 24'18'12 10' E Twin 0.032'*1.5'*1.5- Scroll MU100, MU90 8 31 1724 Wa 547634242 5 Wa 4371724 31 30 2 20' 15'10' 8' T Twin 0.062'xl.591.5' Scmll MU100, MU91 9 321896 Wa547735242 5 n/a 4 3 8 1296 32 3 20'15'10' 2 7' 0.024°*3'2 Post wd Sideplates MU98 12 33 2080 Wa 548735252 6 Wa 5392060 33 4 20'15'10' 8' T Alurn 0.032'xy*3- Lockseam MU89 12 34 2275 43 6 5 9 8 4 5 2 5 2 6 n/a 5 4 9 · 2275 34 40 2 15'12' 8' 6' 5 Alum 0.040"xyxy Lockseam MU89 12 35 2481 nia 6 5 9 8 4 5 2 5 2 7 Wa 6 4 Wa 2481 35 3 - 15 12 8' 6' 5' Alum 0.0553'43" Fluted MU95 12 36 2700 Wa 7 5 n/a 9 4 6 2 6 2 7 Wa 6 4 .nia · 2700 36 4 15 12' 8' 6' 5' Steel 0.043"*33" Lockseam MU89 12 37 2931 rea 7 6 Wa rda 5 7362 8 na 7 5 nta 2931 37 60 2 16' E 5 43 3 Alum 0.120©*3"xy Square MU96 10 38 3175 na 86 unk 57373 8 rda 7 5 Na 3175 38 3 10' 8' 5 4' 4' Alum 0.120"x45<4- Square MU50 12 39 3433 rda 9 7 Wa Wa 58373 9 n/a 8 5 rda 3433 39 *Screws are #14 screws W 1 -5' embedment into G=0.5 solid wood (Douglas Fir) Steel 3/16"*3°*30 MU93 15 40 3704 nia 9 7 n/an/a 6 9 383 Wa 48 8 6 rda 3704 40 Steel 1/4"x3'23"MU93 15 41 3988 Wa Wa 8 Wa Na 69383 Wa rda 9 6 n/a 3988 41 Steel 3/16"x424'MU93 15 42 4288 Na n/a 8 Wa rda 7 n/a493 Wa rda 9 6 rda · 4288 42 Steel 3/16™55(5'MU93 15 43 4601 rda rda 9 Wa rita 7 Wa 4 n/a 4 rda rda rda 7 4 4801 43 TABLE 7.7 STUCCOATTACHMENT TO WALL. Table 72 44 4930 n/a n/a 9 n/a nta 7 rda 4 nia 4 nla rda nia 7 Wa 4930 44 ALLOWABLE DISTANCE TO FIRST ROW OF POSTS 45 5273 . Na n/a nia nia nia B Wa 4 n/a 4 nifa Wa rda 8 Wa 5273 45 16- 0/c 24- otc 46 5633 da n/a n/a rda Wa 8 rda 5 rda 4 nta lila n/a 8 43 5633 46 Ground Snow 47 6008 Wa n/a rda Wan/a 9 rda 5 rda 4 rda rda Wa 9 rda .6008 47 .Load (psf) 2 Lag 3 Lags 3 Lags 4 Lags Exp B Exp C 48 6400 rda Wa n/a n/a n/a n/ada 5 nia 5 Wa Wa nfa 9 Wa 6400 48 'Live 10 13'-6-20'-2. 1 3-e 18'90 mph WA 49 6808 rda Wa rda Wa rda n/a 6 5 nk 5 Wa ala Wa Wa rda 6808 49 'Live 10 11'16'-60 11'14'-6.110 mph 90 mph 50 7234 n/a Wa n/a n/a Wa rda Wa 6 Wa 5 nia n/a rda rda Wa 7234 50 .Live 10 10 14'-10-10'13'-4,100 mph Fastener Terminology #14 SMS = #14 sheet metal or SOS screw, 1/2- minimum length C TABLE 7.5: WALL ATTACHMENTS FOR SOUD COVER STRUCTURES 3/8° B = 3/8' Diameter Bolt ANC 1 ANC 2 ANC 3 -ANC 4 See General Notes for specifics on fasteners LIVEI PANEL O/C O/C B NUMBER OF FASTENERS PER WIND SPEE[ SNOW. SPAN SPACING SPACING 0 1 STUD@ leo/C SPACING 1 Clearspan on this chart is the distahee from the wall to the f rst row of columns.(MPH) AND LOAD (FT) CONCRETE MASONRY #14 X r 1/4 LAG 2 Him Kwik Bolt TZ' (ICC ESR 1917) 3/r diameter and r effedive embed and V diameter steel EXPOSURE : (PSED ANCHORS ANCHORS A SCREWS-SCREWS washeror other anchor w/ 400# allowable shear and 200# allowable tensle vs live, snow, wind and 90 B 10 9' 160 16= 1 seismic loads. UVE 18' 8' 8" 2 3 Masonry anchors must have an allowable shear value of 400# and 200# tensile for live, snow, wind 90 0 10 7 16° 16. ' 1or seismic loads or be specified by a design professional. 105 B LIVE 15 8- 8- 2 4 1/40 Ug screws must have 2 1/T of penetration into studs and 0.5° washers 105 C 20 9 16"16" 2 These lag screws must be installed as per AFP&A NDS Section 11.1.3. See General Note 110 B LIVE 14' 8£' 8" 3 3 #19 forwasher specifications. 110 C 25 9' 8"2 5 10 and 20 psf are live or snow loads, 25- 60 pef are snow bads 14' 8° 3 6 For ANC3 and ANC4 wood framing must be SG=0.5 or demer (Douglas Fir- Larch) 30 8' 8" 8" 2 2 Live 10 E-T 13'-1.5-8.11'-1"110 mph Live 20 7-1'10'-7-7-1' 9'-5°110 mph 25 7-r 11'7 7-8:10'-3- -1 10 m4, 30 6'-6 9'-9- 6'-6.W -8"110 mth 40 4'-10'7-5» 4'-10- 67 110 nifh 60 3'-4.5 54' 49 110 m,Lag = 1/4" Lag Screw with 2.25" perietation into G=0.5 wood (Douglas Fir 13' 8"li 3 3 40 13 8'8"14 3 60 9'8" 8- & 4 3 MS-2009 [CC ESR 1953 (2009 IBC) 12/5/2011 Page 96 of 101 yoUOU gy 114-1 1-Apvou'g U IW, ulg ,Villu vw,4.UW- I ' rfAr- *\ EM'. 5,60 / ' A X UN * 20'13DEC 5 2011 7.0 CONCRETE FOOTING OPTIONS EQUIVALENT FOOTINGS FOR FREESTAND AND ATTACHED 1 DIAMETER OF 0 0 CIRCULARlUZ £2 FOOTINGS (IN) * g Mg 120' 18" 24" 36" 8 9 2 2 DEPTH OF CIRCULAR O- O ,FOOTINGS (IN) Z 14"17"24 14"14'°14" 15"18"30"15 15"15" 16"19" 36"16"16"16" 17"21"43"19"1T'1r 18" 22 52"23"18"18" 19" 23"61"2r 19"19 20"24"n/a 31 20"20" 21"26"n/a 35"21"21" 22" 27"rda 47 24"22" 23"28" Wa 48"27 23" 24" 30" nia 54"31"24" 25 31"nia 61"35"25' 26" 32"r¥a 69"39 26 27" 34"nia 77"44" 27" 28" 35"Wa 86"49 28" 29" 36" Wa nla 54"29" CONVERSION TO SQUARE TOP FOOHNG For Single Span Attached Footings Only Footing Depth 18-24"30"36" d (in) Required Side of Square Footing 20"21 18"16"15" 21*23"20"18 16" 22.24"21" 19" 17" 23"26"23 20"18" 24"28"24"21"20" 25"29 26"23.21" 26"31"27.24-22" 27'33"29 26.23" 28"35.30='It.25" 29"37 32 29 26" 30"39" 34 30"27" 31"41"35.32"29" 32'43"37 33"30" 33"45"35"32" 34"4-r 40"36"33" 35"49"42"38"35" 36"51"A A.3W 36" 3T'53.46"41"38" 38"55" 48.43"39" 39"57"50.44"41" 40"60"52"46"42" 41"N/A 54"45'44" SITE SPECIFIC FOOTFNG TABLE for SINGLE SPAN Attached Structures Wind Condition Lattice Trib 90 mph 90 mph 110 mph Trib 0,8,000 Fck,®9>a«mnce /#### #///# Area Exp B Exp C Exp C Ana 000/0/0080080#8&008 (sq ft) Requin#d 'd" of Footing (in) (sq m 15 15'17"20" 25 20 17"19"21" 33 Panel Span 1/2 OF PANEL SPAN 25 · 18" 20" 23"42 · ¤ --*.0,.-----1 ..=. - -I.... 30 19"21"25" 50 • a 35 20" 23"26" 58 Comer Trib Area | ,:r | 1/2 OF PANEL SPAN 40 21"24"27" 67 1 i 45 22"25"28" 75 1 1 50 230'25"29" 83 - *ic -11 9 55 23"26"30" 92 1 Post Spacing 60 24"27"31"100 1 1W M 65 25"28"32"108 Figure 1 70 25"28"33"117 Determine Trib Area from Figure 1 80 25"30 34 133 90 27°31"35"150 INSTRUCTIONS TO USE TABLE 7.10 100 28 32'3T'167 1. TABLE B FOR SINGLE SPAN ATTACHED UNITS ONLY 110 29"33"38"183 2. DETERMINE ACTUAL TRIBUTARY AREA 120 30"34"39"200 FOR MIDDLE POSTS THIS IS: 130 31"35"40"217 TRIB WIDTH x POST SPACING 140 32"36 41"233 FOR END POSTS THIS IS: 150 33"37"42"250 (OVERHANG+ HALF OF POST SPACING) x TRIB WIDTH 160 33"37"43"267 3. DETERMINE FOOTING SIZE FOR WIND COND#TION 170 34"38"44" 283 4. FOR LATTICE USE LAST COLUMN FOR TRIB AREA Aa I Panel t,Ovemang 30" 38"nia n/a 60"30"42"N/A 56"50"45"180 35"39"45"300 31"39"nja Wa Se 31"43"N/A 58"51" 47 32" 40"nia rda 72"32'44"N/A 60"53"49 33" 42"n/a rda 79"35"45"N/A NA 55'50 14- 43' nla rda 87" 39 46.NA N/A 57"52 35" 44"nia Wa 95" 426 4T'N/A N/A 59"54 16" 46"nia rda 103" 46"48"N/A WA N/A 55"240 38.43"49 400 2440 Albright ;7" 47"Wa rda 112"50.49"N/A NA N/A 57"TABLE 7.10 Houston, TX 77017 18" 48" Wa nia n/a 54'50"N/A N/A NA 59"(713) 946-9000 19" 50.nia rVa Wa 58"TABLE 7.9 lo" 51" Wa rda n/a 63"Carl Putnam, P. E. ·1" 53" Wa n/a rda 68" 3441 ivylink Place 2" 54" Wa rda n/a 73" Lynchburg, VA 24503 3" 55"Wa nia Wa 78" 4" 57"Wa rda n/a 84" TABLE 7.8 190 35"40"45"317 200 40"46"333 210 41 47" 350 -m-FIRLS US K 220 3-r 42 48"357 230 38"42 48 383 UILDiNG PRODUCTS C 39 * EXP.15 * DEC 5 2011 OF 0 U 1.20 M+2009 h?ivern ICC ESR 1953 (2009 IE© 1215£2011 Page 97 of 101 7.0 Requirements for Surface Mounted Posts on Concrete Slabs or Footings for Sigle Span Attached Lattice Structures REQUIRED NUMBER OF POSTS FOR SINGLE SPAN LATTICE UNITS WITH SURFACE MOUNTED POSTS ON CONCRETE SLABS OR FOOTINGS Table Lla: Use this table for the following headers Table Llb: Use this table for the following headers 3x8 Alum Header Double 3x8 Alum Header Double 2*6.5 Alum Heade:Double Steel C Beam Single Steel C Beam Seismic Size Requirements Table L2a Table L2b 3,[8 Alum Header Double 3*8 Alum Header Double 2x6.5 Alum Heade,Double Stee] C Beam Single Steel C Beam Post Height (ft)Post Height (ft) Size Size 1 Required 8'9' 10'11'9' 10' 11' 12';Required 8'9' 10' 11' 12' 1 8'9' 10'11'12' Ss Allowed Ss Allowed Wind Nurnber Wind Exposure B Wind E*posure C Wind Number Wind Exposure B Wind Exposure C (cubic feet)(cubic feet] Speed of Posts MAXIMUM TRIBUTARYWID™ ALLOWED Speed of Posts MAXIMUM TRBUTARY WIDTH ALLOWED. -<20%1949 20% 2996 85 mph 2 er 3 1 9' 7' 6'5 4' 6'5' 4'3' 2'85 mph 2 or 3 14' 12' 10' 9'8' 10' 9'7 6' 5 30%1299 30% 1997 4 14' 12' 10' 9 8' 10' 8'7-6-5 4 15 15'150 15 13'15'14'12'10' 9'40%975 40% 1498. 5 ; 15' 15' 14'12 11'14'12'10' 9 7 5.15 15' 15 15'15 15'15 15 15 13'50%891 *50%1370 6 15'15'15 15'14'15 15'13'12'10'6 15 15'15 15'15 15 15 15 15'15' . ·60%743 "60%1141 7 15'15'15 15'15' 15' 15'15'14'13'7 15 15'15 15'15 15*15 15 15'15'70%636 70%978 90 mph 2 or 3 9' T 6'5 40 5 4 3' 3' 20 90 mph 2 or 3 14'12'10'9' 8' 9' T 6' 5' 4'80%650 80%999 4 14 12'10' 9' F 9' 1 6' 5 4' 4 15'15 15 15'13'14'12'10'9' 8'90%578 -*90%888 * 5 15 15'14'12' 11' 12'10' 9'8' 5 5 15'15 15 15 15'15'15'15 13'11'100%520 100%799 6 15 15'150 15'14'15'13'12'10' 9 6 15' 15' 15 15'15' - 15'15' 15' 15' 15' :110%515 110%792 7 19 15'15'15 15' - 15'15'14'13'11'7 15 15'15 15'15 15 15 15 15'15' 120%473 120%726 95 mph 2 or 3 8' 6' 5'4'3' 5' 4'3' 2' 1'95 mph 2 or 3 15 11' 9' 8' T 8' 7' 5' 4' 4'130%480 130%737 4 12'10' 9'8' 6' 8'6' 5 4' 3' 4 150 15'15 13'11'13'11' 90 8' r 140%446 140%685 ** 5 15'14'13'11' 9'11' g'8' ¢ 5' 5 15'15'15'15'15'15 15'13'11'10'150%416 150%639 *** 6 15'15'15 14'13' 14'12'10' 9' 8' 6 15'15 15'15'15' 15' 15'15 15'13' 121 81 7 15'15'15'15'15'15' 15' 13'11'10'7 15 15'15 15'15'15'15'15'15'15 Directions for using Seismic Table Ua or L2b"***' 100 mph 2 or 3 7'5' 4'4' 3' 4' 3' 2' - 2'1' 100 mph 2 or 3 11' 9 8'T 6'T 6'5'4' 3'1. Determine Tributery width 4 11' 9'8'T 6'T 60 4'4' y 4 15'15'13'11'10'11' 9'8' r 6'2. Determine width of structure 5 15 13'11'10' 8'10' 8'7' 6' 5' 5 15'15'15'15 140 15'13'11'10' 9'· 3. Determine height. of structure 6 15'15'14'13'11'12'10' 9'8' 7'6 15'15 15' 15 15 15'15 15'13'1 40 4. Determine number of posts *ucture has 7 15'15'15 15 14'15 13'11'10' 8'7 15'15'15'15' 15 15 15 15'15'14' ·5. Determine Ss foryour area (contact 105 mph 2 or 3 6' 5' 4'5 2' 30 3'2' 1'10 105 mph 2 or 3 . 10'8' T 6' 5 6 5 4'3 2'your local building department)**** 4 10' 8'7' 6 5 6'5' 4'31 7 4 15 14 12'10' 9'10' 8'r 6'5' 6. Choose Table L2a or L2b based orl the header \ 5 13'11'10' E T 8' 7' 6'5' 4'5 15' 15' 15'14'13'14'12'10' 9' 8' 7. Determine the maximum size allowed on the chart 6 15 15'13'11'10'11' 9'8' T 6'6 15 15'15'15 15 15'15 13'12 10'8. Multiply #1, #2 and #3 and divide by #4- 7 15 15'15'14'12'14'12'10' 90 7 7 15 15 15'15 15 15 15 15'14'13'9. If #8 is lower than #7 the structure is OK for seismic DEC 5 2011 110 mph· 2 or 3 5' 4' 3'3' 2'3 20 1' 1' 0' 110 mph 2 or 3 9' r 6'5 4'5' 4'3' 3' 20 1 4 9' 7'6' 5'4' 5 4' 3'3' 2'4 14'12'10' 9'8' 9' 8' 6' 5 4' 5 12'10' 9' T 6' 8' 6'5' 4' 3' 5 15'15'15'13'11'13'11' 9' 8' T 6 15'13'12'10' 9' 10' 8'7' 6'9 6 15'15 15'15 15' 15'14' 12' 10' 9'*no check needed for Patio Covers attached to slab under these conditions 7 15'15' 14' 12'11' - 12'10'9' 8' 6'7 15'15 15' 15 15 15 15 15 13'11'-no check needed for Patio Covers that are 10' tall attached to slab under these cor is 120 mph 2 or 3 4' 3'2' 2' 1'2 2'1' 0'0' 120 mph 2 or 3 7 6'5' 4'3' 4' 3' 3 2'1' -*no check needed for Patio Covers that are 8' tall attached to slab under these coryntiorB 4 T 6' 5' 4'3' 4'3' 2'2' 1'4 12'10' 8'7' 6' 7 6' 50 40 3' -Ss is the Maximum Considered Earthquake Ground Motion (0.2 sec) 5 10' 8'7' 6'5' 60 5 4'3' 2'5 15' 14' 12'10' 9'10'9' T 6' 5' mapped on Figures 1613.5(1),1613.5(3) in the 2009 IBC 6 13'11' 9' 8' T 8'7' 6'5 4'6 15 15 15 14'12'13'11'10'8' 7' *"** Alternatively, divide by these numbers 7 15' 13' 12'10' 9 10' 8'7' 6' 5'7 15' 15 15' 15'15 15'14'12'10' 9'For 2 post Structures divide by 3 130 mph 2 or 3 3' 2' 2'1' 1'2' 1'00 0'0' 130 mph 2 or 3 6'5 4' 3' 2' 5 3' 2' 1' 1' For 3 post Structures divide by 3 4 6' 5 4' 3'2' 3'2' 2'1' 1'4 10' 8' 7 6'56'5 4' 3' 2'For 4 post Structures divide by 4.5 5 8' 7 6' 5' 4 5' 4 3'2' 2'5 13'12'10'8' 7 8: 7 6' 5 4'For 5 post Structures divide by 6 6 11'9' 8' 6' 5' 70 5 4'4' 3'6 15' 15 13' 11' 10' 11' 9 8' T €For all others add 1.5 to number of posts 1 \ 1[2'lli 7 13' 11' 10' 8'7 8'T 6' 5 4' 7 15' 15' 15' 14 12' 14' 12 10' 9' T .„***Not for use in areas with flat roof snow loads exceeds 3¥ psf: \&* 1 i?61 40 UT¢¥1% MEFIETH_S SH®L Tables Ll and LZ need to be checked for surfac, mount concrete attachmenl M5-09 j BUILDING PRODUCTS 2440 Albrighl Houston, TX 77017 (713) 946-998£ ESR 1953 (2009 mc) 1215/2011 Carl Putnam, P. E. 3441 Ivylink Place Lynchburg, VA 24502 Page 98 of 101 IBILD ING PRODUCTS A ..- AEL-2 L. P/2 P12 0.98 height factor, Exposure Band C Topographic factor Wind Directionality factor Importance Factor Gust Factor Net Pressure Coefficeht 08£*u Amngm 8 Dead 1 psf Houston, TX 77017 =-J Design Design (713) 946-9000 Panel Span (P) Down Load Up Load Carl Putnam, P. E.Wind85 8 <L<Red mph) Exposure h .3441 Ivy!ink Place 11.0 11.2 12.2 10.6 Lynchburn, VA 24503 90 B 12.3 12.6 13.6 12.0 (434) 384-2514 100 B 15.2 15.5 16.5 14.9 cariputnam@comcast. net lei 2¥DOC< Header XXXXXXXXXXXXXXX0 105 16.8 17.1 18.1 16.5B B 18.4 18.8 19.8 B 21.9 22.4 23.4 21.81 8.2 B 25.7 26.3 27.3 25.7 Figure 1 C 15.4 15.7 16.7 15.1 Patio Cover Length (L)C 17.3 17.6 18.6 17.0 F 110 120 130 85 90 Determine Snow Loads on Existing Structure 1 Determine Raof Snow/Live Load, S. See General Note 14. 2 Dead Load = 1 psf 3 Add Dead and Live/Snow Loads, mulitply by half of Panel Span Wall Load = (D + S) P /2 4 Result is wall load in pounds per linear foot 9 1 100 C 21.3 21.8 22.8 21. 105 C 23-5 24.0 25.0 23.4 110 C 25.8 26.3 27.3 25.7 . 120 C 30.7 31.3 32.3 30.7 TABLE 1 DEC 5 2011 130 C· 36.0 36.8 37.8 36.2 MMaximum Loads:Live, Snow, Wind or Combination (75°*Snow + 75%Wind +Dead Loads) Determine Wind Loads on Existing Structure 1 Determine Wind Load, W* or W-. See Table 1 2 Dead Load included in Down and Up Boads 3 Mulitply W+ or W- by half of Panel Span Wall Load =WP/2 4 Result is wall load in pounds per linear foot. 5 Maximum Shear Load in X direction is 536 Ibf (130 mph Exposure C, 11' Panel Span) Max load in Y direction (towards house) is 75 pif (130 mph Exp C, 10" 1 beam) Max load in Y direction due to force coup[e resisting lateral is 146 pif (130 mph Exp C, Pmjection = Width) Wind| Wind Load 1 Speed (mph) Exposure (psf) NRoof Live/Snow + Dead Loads 11. 90 8 12.6 100 B 15.5 105 B 17.1 110 B 18.8 120 B 22.4 Live Loads (psf) 10 20 25 11.0 I 21.0 22 16.9 24.4 25.2 17.9 25.4 26.2 20.2 27.7 28.4 21.3 28.8 29.6 22.6 30.1 30-8 25.3 32.8 33.5 Ground Snow Loads (psf) 30 40 60 26.2 34.6 51.4 28.3 34.6 47.2 29.3 35.6 48.2 31.6 37.9 50.5 32.7 39.0 51.6 34.0 40.3 52.9 36.7 43.0 55.6 130 8 26.3 28.2 35.7 36.4 39.6 45.9 58.5 Determine Seismic Loads on Existing Structure (Excludes Roof Snow Load over 30 psf) 85 C 15.7 1 20.3 27.8 28.5 31.7 38.0 50.6 1 Vertical Loads and Horizontal Loads= maximum ofi psf 90 C 17.6 21.7 29.2 30.0 33.1 39.4 52.0 100 C 21.8 24.8 32-3 33.1 36.2 42.5 55.1 /JUN1901 3 \J 1 Determine Combination Load, C. See Table 2 ' 105 C 24.0 26.5 34.0 34.7 37.9 44.2 56.8Combination Loads based on Equation 16-13 110 C 26.3 28.2 35.7 36.5 39.6 45.9 58.5 TABLE 2 M6-2009 3 Mulitply C by half of Panel Span 120 C 31.3 32.3 39.5 40.2 43.4 49.7 62.31 Wall Load =CP/2 130 C 36.8 37:8 43.6 44.3 47.5 53.8 66.4 4 Result is wall load in pounds per linear foot ICC ESR 1953 (2009 IE;C) 12/512011 Page 99 of 101 -7 Y Kz 0.7 Kzt 1 Kd 0.85 X 1 Existing Residence /G 0.85 Cnet 1.2 Metate USA Structural Propertlos of Beams, Pascla, Panste and Raftom for Use by Design Professlonals Structural Element ASSUMES FULL LATERAL BRAMNG lfor doflo¢{lon I for donoctlon Max Allotable Max Allowable I (In'4) bottom caloa 11104} top 00!06 ([n 44]Moment (top In Moment (bottom Mall I (In•4 top In In In bottom In comprosolon In compresalon Allowabto Ftuor Fu Ftkorly Fay comprosolon compression compres 9101 compression (tbrft}(Ibrn).Shoar·(IW)Matertal E {kd)(1(81)(1011 (181} Rafters 0.024'*2'k6.5" Aluminum Rafter LAOS 2.176 same 0.032'IQ"x6.5" Aluminum Raner LA05 2.929 Bame 0.040"*2'k605-Aluminum RafterLA05 3.693 same 0.042*%378' Aluminum'Rafter LA04 7.907 Bame 0.0203'ky Aluminum Rafter LA21 0.446 Game 0.032'kS"*3• Alunitnum RaRer LA21 0.693 sam e 0.040")0"xy Aluminum Rafter LA21 0.742 same Aluminum Panels 0.029'*3.5712" W Panel MUOS MU08 0.574 same 0.02470.5"x12" W Panel MUOS MU08 0.088 same O.032-x3.5•x·12" W Panel MU05 MUOB 0,918 same 0.040'ba.57¢12" W Panel MU05 MUO8 1 148 same 0.020'%0.5'*12"Vee Panel MUOB 0.507 80 me 0.024'bo.5112' Vee Panel MU00 0.675 same 0.0321.6-*12'Vee Panel MU05 0.901 eame 0.0402(3.6™12"Ves Panel MUOB 1.128 Borne 0.0200'W Fla! Panel MU12 0.572 same 0.025'*31>8"Flat Panel MU12 0.716 same 0.032WW Flat Panel MU1·2 0.916 same 0.020585,12"WPanel MU13 0.432 Same 0.02513"*12" W Panel MU13 0.639 same 0.028™3112" W Panel MU13 0.604 Sam'/ 0.032'b05(12" W Panel MU 13 0.891 Same 0.040'1241 W Panel MU13 0.883 eame 0.020"xWk·12" Flet Panel MUI 1 0.664 sarne 0.025713'x12- Flut Panel MU11 0.829 8 arTie 0.032'*3*12" Flat Panel Mull 1.062 eame 0.036*Xlr Flat Panel MU11 1.194 same 0.02052.50*8' Flat Panel MU22 0.304 senne 0.024"*2.8'xe° Plat Pan* MU22 0.365 same 0.032",2.5'96" Rat Panel MU22 0.486 same 0.04{Y'x2.Sker Flat Panel MU22 0808 Bame 0.020-,2.5°,(12" Panel MU28 0.34 same 0.02722.6,<12" Penel MU28 0,469 came 0.040'Y205"x12°Panel MU28 0.879 same 0.02255(8" Flat Panel MU21 0.354 earle 0,028"*2.5'5(8" Flat Panel MU21 0.45 same 0.035».698" Flat Panel MU21 0,583 sanne 0.040'te-698" Flat Panel MU21 0.643 same 0.018'a.5,al" Panel MU26 0.43 saInt 0,024'b,2.6'*24" PFAul MU26 0.673 same 0.03292.614' Panel MU26 0.764 earns 0.040972.5'WA' Panel MU25 0.955 eams 0.020515194" Panel MU24 0604 Game 0.025"%2.65(24" Panel MU24 0.63 same 0.032.5™24" Panel MU24 0.808 earns 0.020"*2'%<24 Pattlport 0.483 same 0.0259¢924" Pattlport 0.604 same 0.032"ex24- Patttport 0.773 oumo 0.04022'4' Pattlport 0.868 same 0.050'12'*24' Palliport 1108 same 0.0200216" Flat Panel MU33 0.164 same 0,0241<216" Flat Panel MUD 0.185 same 0.032"*255' Aot Panel MU33 0.248 Game 0.040",20" Flat Panel MU33 0.808 eame 0.020"x4217 Voe Panel MU35 0.828 88rne 0.024'W"*12' Vee Panel MU35 1.032 Barrie 0,032'Wxlr Ves Panel MU36 1.321 eame 0.04ex4912'0 Vee Panel MU38 1.852 same 0.0200"*24' Panel MU39 0.761 same 0.025'73,24" Panel MU39 0,952 eame 0.032"xy,Q4" Panel MU39 1218 owne 0.04010"(24" Panel MU39 1.523 same Steel Panels 0.018'*3.5162 W Panel MUOS MU08 0.5041 0.323 0.024"x3.5·klr W Panel MU05 MU08 0.8857 0.4713 0.018•kne" Flat Panel MU12 0.4334 0.2619 0.024'5¢31' Flat Panel Mui=2 0.0263 0.3807 0.018°>¢3'bet2" Ffat Panel MU11 OAW 0.283 0.0242817' Flut Panal MU11 0.7211 0.3838 0.018%15'9 Flat Panel MU22 0,2533 0.1627 0.0181.512" Panel MUZe 0.2891 0.2337 0.024'b169(12" Panel MU28 0.3734 0.3539 0.0157,54*24" Panel MU24 0.329 0,3384 0.018™2.5724" Panel MU24 0.4088 0.4167 0.01622'°x24' PattlpoM 0.4198 0.3426 0.024"*2•*24' Poluport 0.5773 0,4827 0,0300'x2'524" Pattlport 0.7222 0.8502 0.018'»'%12- Voe Panel MU35 0.8802 0.8854 0.024'k4'%(12"Vee Panel MU35 0.9416 0.799 0.018"1314" Panel MU39 0.6268 0.5836 Aluminum Headers , 0.042'9198" Alumlnum Header MU70 LOW same Dovble 0.042'29 Aliminim Header 15.014 same bourne. 0.040'14'ke.WAluminum Header 7.386 same Samson Beam MU99 ·4.68 same 0.120'50'xY' Square Header.1.91 same 0,1209ee*4• Squate Header 4.88 game Double 0,120*330' Square Hoadef MU120 3.82 same Double 0.1200'*4'W' Square Header MU120 9.38 sume 4,50" 1 beam MU56 3.433 same 6°xy I beam MU57 8.1 same 7'W I beam MU58 13.857 Game 3.550° I beam MU85 2.4 same 594.11' I beam MU81 7.958 same 7'*5.86° I beam MU83 21.526 Game 745.5 1 hearn MUSS 20.089 same 795,6" I beom MU59 (MI Spooss)40.84 Borne 68.7 Bame10"*5.5" I boam MU80 1¢*5.5" I beam MU60 (full spRces)113 same 10'*5.86• I beam MU82 77.1 seme Aluminum.Fascia 4.5" Extruded Fascle MU32 1.65 same 9 RF Fasola MU18 ' 1.899 .me 6.5" R :Fascla MU 15 3.32 same 6' Extruded Fascia MU31 4.198 eams 7" RF Fasola (t=0.040") MU09 4.394 sams r RF FREda (t=0.050") MU09 6.403 Gams 5" Extruded Fasda MU20 2.23 same 6.8" Extrided Fascia MU20 2.809 Borne e RF Fasda MU29 2.231 same Somgon Gutter Fasda MU08 3.89 same / Magnum Gutter MU38 3.49 same 60' Mognum Gutter MU37 5.43 eame 6" Smooth Gutter MU38 5.15 same Steel Headers 12 Gauge Steel C Beam [A08 14.139 14,139 14 Gauge Steel C Beam.LAOS 9.3876 9.9876 10 Gauge Steel C Beam LAOB 7.6523 7.6523 Doubla 12 Gauge Steel C Beam LAZO 28.278 28278 Double 14 Gauge Steel C Beam LA28 18,7762 18,7752 Dowbta 14 Gauge Steel C Beam lA26 15.3048 15.3046 0.04358'30' Locks@am·Header MU89 0,8099 0.8099 Double 0.043'ky"xS" Header MU120 1.8198 1.6198 1.718 1.683 277 273 135 30O4M34 10100 32 25 22 2.798 2.652 .505 484 324 3004H34 10100 32 26 22 3.693 3.693 808 786 840 3004M34 10100 32 25 22 7.807 7.907 1061 1038 608 3004H34 10100 32 26 22 0.446 0.328 124 122 339 3004H34 10100 32 25 22 0.683 0.498 221 218 702 3004}434 10100 82 25 22 0.742 0.742 336 328 1313 3004H34 10100 82 25 22 0.581 0.57 286 170 108 3004H34 10100 32 26 22 0.684 0.689 351 245 187 3004H34 10100 32 25 22 0.918 0.918 491 435 444 3004H34 10100 32 25' 22 1.148 1.148·843 879 866 3004H54 10100 32 28 22 0.507 0.45,1 204 74 68 3004H34 10100 32 25 22 0.675 0.675 368 132 157 3904H34 10100 32 2S 22 0,901 0.901 698 239 371 3004H34 10100 32 25 22 1.128 1.126 745·377 725 3004424 10100 32 25 22 0.671 0.572 177 119 179 3004H34 10100 32 28 22 0.716 0.716 284 160 350 -3004H34 10100 32 25 22 0.916 0.916 449 226 732 3004H34 10100 32 23 22 3004H34 10100 32 25 22 0.431 0.432 161 183 92 0.634 0.539 265 243 181 3004H34 10100 32 26. 22 0.804 0.604 .330 307 254 5004 H34 10100 32 25 22 0.691 0.691 401 405 379 3004H34 10100 32 28 22 0.863 oMa 630 677 740 3004H34 10100 32 25 23 0.656 0.0 161 124 179 3004H34 10100 32 25 22 0.828 0.803 291 165 349 3004H34 10100 32 28 22 1.062 1.062 459 229 729 30D4H34 10100 92 26 22 1.184 1.194 559 270 988 3004H34 10100 32 25 22 0.304 0.29 169 12I 324 3004H34 10100 32 25 22 0.365 0.354 227 162 548 3004H34 10100 32 25 22 0,488 0.486 321 238 904 3004H34 10100 32 25 22 0.608 0.608 414 327 1442 3004H54 10100 32 25 22 0.34 0.34 197 245 948 300AH34 10100 32 26 22 0A59 0.459 332 357 1248 3004H34 10100 32 25 22 0.679 0.679 602 571 2573 3004 H34 10100 32 25 22 0.354 0.334 163 101 279 3004H34 10100 32 20 22 0.48 0.46 218 141 532 3004H34 10100 32 25 22 0.563 0.583 286 195 920 3004H34 10100 ·32 26 22 0.643 0.643 395 238 1176 30C4H34 10100 32 . 25 22 0,425 0.379 239 234 176 3004H34 10100 22 28 22 0.573 0.527 403 374 417 3004H34 10100 32 25 22 0.764 0.718 605 552 989 3004H34 10100 32 28 22 0.055 0.913 837 758 1931 3004H34 10100 32 25 22 0.504 0 504 233 175 273 3004HM 10100 32 29 22 0.63 0.83 364 274 533 3004H34 10100 32 26 22 0.806 0.806 ·598 449 1117 3004H34 10100 32 36 22 0A83 0.483 366 223 033 3004H34 10100 32 26 22 0.604 0.604 489 348 1783 30041434 10100 32 26 22 0.773 0.773 670 550 3035 3004H34 10100 32 25 22 0.966 0.866 878 793 4454 3004H34 10100 32 25 22 1208 1.208 1112 1111 6081 3004H34 10100 32 25 22 0,154 0.13 221 212 451 3004H34 10100 0.183 0.165 304 261 624 30041·{34 10100 0.243 0246 453 385 945 3004H34 10100 0804 0,308 591 477 1182 3004H34 10100 0.826 0.748 263 108 93 3004H34 10100 1.032 O.884 407 170 181 3004H34 10100 1.321 1.315 674 282 379 3004H34 10100 : 1.652 1.652 934 448 741 3004H34 10100 0.761 0.753 278 247 288 3004H34 10100 0.952 0.952 439 389 519 3004H34 10100 1.218 1.218 721 639 1088 3004H34 10100 1623 1.523 1080 ·958 2126 3004H34 10100 rda rita 490 314 253 ASTM A653 Grade 40 29000 1 nia n/a ·668 458 603 AS™ A063 Grade 40 29000 n/a n/a 470 254 333 ASTM A653 Grade 40 29000 n/e n/a 878 413 782 ASTM A653 Grade 40 290CD nia nfa 405 214 268 AS™ A653 Grade 40 29000 rda rda 704 374 792 ASTM A653 Grade 40 29000 Wa Iva 344 221 634 ASTM A653 Grade 40 29000 nia Wa 405 352 820 AS™ A653 Grad,40 20000 rife nia 582 .533 1476 ASTM A653 Grade 40 29000 rva rda 618 530 476 ABTMA653 Grade 40 29000 Iva n/a 841 656 825 ASTM A653 Grade 40 29000 Wil rda 618 605 1831 ASTM A053 Grade 40 28000 rda rda 850 726 4283 AS™ A653 grade 40 29000 rda n/a 1084 958 6808 ASTM A653 Grode 40 28000 nla rue 640 632 218 ASTM A653 Grade 40 28000 rda nia 885 761 518 ASTM AG63 Grade 40 29000 rda ria 785 741 634 ASTMA683 Grade 40 2B000 7.907 7.907 1081 1038 609 3004H34 10100 16.B14 15.014 2122 2076 1218 3004H34 10100 7,388 7.388 1616 1872 1280 3004H24 10100 4.68 4.68 2130 1682 5226 6063T6 10100 1,91 1.91 1778 1778 17051 6083T6 10100 4.88 4.68 3004 3004 22452 6063T6 10100 3.82 3.82 3556 3556 34102 6063T6 10100 9.36 9.36 6008 6008 44904 606376 10100 3,433 3.433 3014 3014 3828 6063Td 10100 6.1 6.1 4219 4219 4313 6061 TS 10100 88 35 35 13.857 13,867 6495 6495 4981 8081 Te 10100 38 35 35 2.4 2.4 2377 2316 8300 808178 10100 38 SO 35 7.956 7958 5281 6358 4190 606176 10100 38 36 35 21.525 21.525 0954 10024 3962 8081T6 10100 38 36 35 20.069 20.068 9702 9702 6607 8081TS 10100 38 35 35 40.84 40.84 21234 21234 31705 66.7 88.7 22040 22046 13372 0081TB 10100 38 35 35 113 11S 37875 37875 54071 77.1 77.1 24893 24286 10283 8081 TS 10100 38 35 38 1.65 1,85 707 708 3701 1.899 1.899 828 724 1620 3004H34 10100 32 25 22 3.31 3.82 841 937 1261 3004H34 10100 32 25 22 4,198 4,198 1652 1525 0312 8083TS 10100 30 25 25 4,394 4.394 1224 74@ 3463 3004H34 10100 32 26 22 5.493 6.493 1803 1153 4801 300AH34 10100 32 25 22 223 2.23 885 938 2092 6063Te 10100 50 25 25 2.808 2.809 1098 1074 2286 0063T6 10100 30 25 25 2231 3004H34 10100 32 26 22 2.21 25 3.69 3.68 1%34 1445 4238 60831-6 10100 30 25 3A9 3.49 -1435 1435 6432 6083T6 10100 30 25 26 5.43 5.43 1780 1854 8085 6083T6 10100 30 25 6.15 6.15 1033 1881 7395 8063T6 10100 30 26 48 48 9104 9104 23009 ASTM A563 Grade 50 28000 48 rda 6044 6044 8035 ASTM A853 Grade 50 20000 rda Iva 4927 4927 4783 ASTM 8853 Grade 50 29000 n/a rda 18208 18208 48018 ASTM AB53.Grade 49 28000 m Wa 12088 12088 16070 AS™ ABGOrade 60 28000 n/0 48 0854 G854 9588 ASTM A653 Gracie 50 29000 ria rda 1078 1078 7363 ASTM A653 Grade 40 28000 6 Wa 2156 2156 14726 ASTM A653 Grade 40 28000 32 25 22 32 25 22 32 25 22 32 25 22 32 25 22 32 23 22 52 25 22 32 26 22 32 26 32 ·25 32 25 32·25 55 40 55 40 56 40 5S 40 55 40 55 40 5S 40 5 40 G5 40 * LICGN 55 0 0. 55 0 55 4 0 65 40 55 68 400 9 & u &55 40 65 40 25 22 25 22 25 2. 25 25 2S 25 2 26 Zi:Ism *ROFESS/OV0e #pUT 8888Zg SRI Rl 1' 50 50 50 50 50 50 N r,17;20 DEC! M 6 ICC ESR 1953 (2009 IBC) 12/5/2011 Fage 100 of 101 CONSTRAINED REQUIRED SLAB AREA PER POST FOOTING SIZE (SQUARE FEET) d (IN)CONCRETE SLAB THICKNESS «N) 3.5 5.5"7.25"9.25" 20 26 17 13 10 21 31 20 15 12 22 36 23 17 14 23 41 26 20 16 24 47 30 23 18 25 54 34 26 20 26 61 39 30 23 27 70 44 34 26 28 78 50 38 30 29 88 56 42 33 30 98 63 48 37 31 110 70 53 41 32 122 78 59 46 33 135 86 65 51 34 149 95 72 56 35 164 104 79 62 36 180 115 87 68 37 198 126 95 75 38 216 137 104 82 39 236 150 114 89 40 257 163 124 97 41 279 178 135 106 42 303 193 146 114 43 328 208 158 124 44 354 225 171 134 45 382 243 185 145 46 412 262 199 156 47 443 282 214 168 48 476 303 230 180 49 511 325 247 193 50 547 348 264 207 BUILDING PRODUCTS 2440 Albright Houston, TX 77017 Fti14*1411 m Carl Putnam, P. E. 1*11044-1 Ivylin.A rlage Lynchburg, VA 24503 M8-2005 4.0 Foam Core Sandwich Panels (Detail MU34) Spans Patio Cover Applications Only 3" Panel Ground Panel Skin Wind Speed (mph) and Exposure Ground Snow Load Thickness B90 C90 C100 C105 C120 -Snow Load (psf) (in> Allowable Spans (ft)(psf) Live 10 0.024 15.5' 14.5'13'12.5' 11.5'Live 10 0.032 17'16'14.5'14' 12.5' Snow 10 0.024 14'13.5' 12.5'12'11'Snow 10 0.032 15.5' 14.5' 13.5' 13.5'12' 20 0.024 12'12'11.5' 11.5' 10.5'20 0.032 13.5' 13.5'13'12.5' 11.5' 25 0.024 12' 12' 11.5' 11.5' 10.5' 25 0.032 13'13'13'12.5' 11.5' 30 0.024 11'11'11'11'10' 30 0.032 12'12'12'12' 11.5' 40 0.024 9,5'9.5' 9.5'9.5'9.5' 40 0.032 10.5' 10.50 10.5' 10.5' 10.5' 60 0.024 7.5'7.5'7.5'7.5'7.5' 60 0.032 8.5'8.5'8.5'8.5'8.5' Table 4.21 3.5" Panel panel Skin Wind Speed (mph) and Exposure Ground Thickhess B90 C90 C100 C105 C120 Snow Load (in) Allowable Spans (ft)(psf) 0.024 17'16'14.5' 14'12.5'Live 10 0.032 19.5' 18'16.5' 16' 14' 0.024 16'15'14'13.5'12'Snow 10 0.032 17.5' 16.5' 15.50 15' 13.5' 0.024 13.5' 13.5'13'12.5' 11.5' 20 0.032 15' 15'14.5' 14'13' 0.024 13.5' 13.5'13'12.5' 11.5' 25 0.032 14.5' 14.5' 14.5' 14' 13' 0.024 12.5' 12.5' 12.5' 12.5' 11.5' 30 0.032 13.5' 13.5' 13.5' 13.5' 12.5' 0.024 11'11'11'11t 11' 40 0.032 12' 12' 12'12'12' 0.024 9' 9' 9'9' 9' 60 0.032 9.5'9.5'9.5'9.5' 9.5' Tab e 4.22 4" Panel Panel Skin Wind Speed (mph) and Exposure Thickness B90 C90 C100 C105 C120 (in) Allowable Spans (ft) 0.024 18.5' 17' 16'15.5'13.5' 0.032 21' 19' 17.5'17'15' 0.024 17'16'15'14.5'13' 0.032 19'17.5' 16.5'16'14.5' 0.024 14.5'14.5'14'13.5'12.5' 0.032 16'16'15.5' 15'14' 0.024 14'14'14'13.5'12.5' 0.032 15.5'15.5'15.5' 15' 14' 0.024 13'13'13'13'12.5' 0.032 14.5' 14.5' 14.5' 14.5' 13.5' 0.024 11.5'11.5'11.5'11.5'11.5' 0.032 12.5'12.5'12.5'12.5'12.5' 0.024 9.5'9.5'9.5'9.5'9.5' 0.032 10.5'10.5'10.5.'10.5'10.5' Table 4.23 6" Panel Ground Panel Skin Wind Speed (mph) and Exposure Snow Load Thickness 890 (90 (100 C105 C120 (psf) (in) Allowable Spans (ft) Live 10 0.024 22'22'21'20'17.5' 0.032 22'22'22' 22'20' Snow 10 0.024 22' 21'19.5' 18.5' 16.5' 0.032 22'22' 22' 21'19.5' 20 0.024 18' 18'18'17.5' 15.5' 0.032 21' 21'20.5'20'18.5' 25 0.024 18'18'18'17.5' 15.5' 0.032 21'21'20.5'20'18.5' 30 0.024 16'16' 16'16'15.5' 0.032 19' 19'19'19' 18' 40 0.024 14' 14'14'14'14' 0.032 16.5' 16.5' 16.5' 16.5' 16.5' 60 0.024 11.5' 11.5' 11.5' 11.5' 11.5' 0.032 13.5' 13.5' 13.5' 13.5' 13.5' Table 4.24 Commercial Cover or Carport Applications 3" Panel 3.5" Panel Ground Panel Skin - Wind Speed (mph) and Exposure Ground Panel Skin Wind Speed (mph) and Exposure Snow Load Thickness B90 C90 C100 C105 C120 Snow Load Thickness B90 C90 C100 C105 C120 (psf) (in) AllowE ble Spans (ft)(ps') (in) Allowable Spans (ft) Live 20 0.024 11'11'11'10.5'9.5'Live 20 0.024 12'12'12' ··42'11' 0.032 12'12'12'12'10.5'0.032 13.5' 13.5' 13.5' 13.5'12' 20 - 0.032 10'10'10'9.5'8.5'20 0.024 11.5' 11.5' 11' 10.5' 10' 0.032 11'11'11'10.5'9.5'0.032 12.5' 12.5' 12.5'12'11' 25 0.024 9.5'9.5'9.5' 9.5'8.5' 25 0.024 11'11'11'10.5'10' 0.032 10.5' 10.5' 10.5' 10.5' 9.5'0.032 12'12' 12' 12' 11' 30 0.024 9' 9' 9'9' 8.5' 30 0.024 10.5' 10.5' 10.5' 10.5'9.5' 0.032 10'10'10'10'9.5'0.032 11' 11'11'11'10.5' 40 0.024 7.5' 7.5'7.5' 7.5'7.5'40 0.024 9' 9' 9' 9' 9' 0.032 8.5'8.5' 8.5'8.5'8.5'0.032 9,5'9.5'9.5,9.5'9.5, 60 0.024 6' 6'6' 6' 6' 60 0.024 7' 7' 7'7' 7' 0.032 6.5'6.5'6.5' 6.5'6.5'0.032 7.5' 7.5' 7.5' 7.5' 7.5' Table 4.25 Table 4.26 Metals USA Building Products Carl Putnam, P. E. 2440 Albright 3441 Ivylink Place Houston, TX 77017 Lynchburg, VA 24503 (713) 946-9000 carlputnam@comcast.net 6" Panel40' Panel Ground Panel Skin Wind Speed (mph) and Exposure Ground Panel Skin Wind Speed (mph) and Exposure Snow Load Thickness B90 C90 C100 C105 C120 Snow Load Thickness B90 C90 C100 C105 C120 (psf) (in) Allowable Spans (ft)(psf) (in) Allowable Spans (ft) Live 20 0.024 13'13'13'13'11.5'Live 20 0.024 16.5' 16.5' 16.5' 16.5'14' 0.032 14.5'14.5'14.5'14.5'13' 0.032 19.5' 19.5' 19.5'19'17' 20 0.024 12'12'12'11.5'10.5' 20 0.024 16'16'14.5'14'13' 0.032 13.5'13.5'.13'13'11.5'0.032 17.5' 17.5' 17.5'17'15' 25 0.024 12'12'12'11.5' 10.5' 25 0.024 15.5' 15.5' 14.5'14' 12.5' 0.032 13'13' 13'12.5'11.5'0.032 17' 17' 17'16.5'15' 30 0.024 11'11'11'11'10.5' 30 0.024 14'14'14'13.5' 12.5' 0.032 12'12'12'12'11.5'0.032 15.5' 15.5' 15.5' 15.5'15' 40 0.024 9.5'9.5'9.5'9.5'9.5' 40 0.024 12'12' 12'12'12' 0.032 10.5' 10.5' 10.5' 10.5' 10.5'0.032 13.5' 13.5' 13.5' 13.5' 13.5' 60 0.024 7.5'7.5'7.5'7.5'7.5' 60 0.024 9.5' 9.5'9.5'9.5' 9.5' 0.032 8' 8' 8' 0.032 11'11' 11' ·11' 1.1'8' 8' Table 4.27 Table 4.28 Required Fastening of Foam Core Panels to Headers Trib Wind Speed (mph) and Exposure /Width 90C|11OB|110C|120C|130 C (ft) 0/C Spacing of #14 SM screws 4 12"12"12"12"11" 5 12"12"12"11" 9" Notes 1. These tables are for use with ICC ESR 1953 Detail MU34 or other approved plans 6 12"12"11" 9" 7" 2. These panels do NOT have an embedded fan beam. 7 12"11" 9"8" 6" 3. Panels are as speciifed in ICC ESR 2229 8 12"10" 8"7" 6" 4. Attach to header as per Table 4.29. 9 11" 9"7" 6" 50' 10 10" 8"6" 5" 4' 0 11 9" 7" 6"5" 4" 12 8" 7" 5" 4" 4" 13 7" 6" 5" 4"3" TABLE 4.29 1 14 7" 6" 5" 4" 30' 17 6" 5" 4" 3" 3" tr 'Fo sAO CPUT C 813 * EXP 30- 15 * (52 Cl1760 JUN 25 2013 UCENS Page 1 of 2 Metals USA Sandwich Panel Spans 6/25/2013 ...4 U Foam Core Sandwich Panels w/ Fan Beams (Detail MU34) Spans for Single Span Attached Structures Patio Cover Applications Only 3" Panel w/ Fan Beam (MU34)3.5" Panel w/ Fan Beam (MU34)4" Panel w/ Fan Beam (MU34) Ground Panel Skin Wind Speed (mph) and Exposure Ground Panel Skin Wind Speed (mph> and Exposure Ground Panel Skin Wind Speed (mph) and Exposure Snow Load Thickness C90 C100 C105 C110 C120 Snow Load Thickness C90 C100 C105 C110 C120 Snow Load Thickness C90 C100 C105 C110 C120 (psf) (in) Allowable Spans (ft)(psf) (in) Allowable Spans (ft)(psf) (in) Allowable Spans (ft) Live 10 0.024 14'13.5' 13' 12'Live 10 0.024 16'14.5'13.5'13'12' 13'12.5' 0.032 15.5'15.5'15'13.5'0.032 18.5'17'16.5'15.5'14.5' 14'13.5' Snow 10 12.5'12'11.5'Snow 10 0.024 14.5'13.5'12.5'12'11.5' 0.024 13'12' - 11.5' 0.032 14.5' 13.5'13'12.5' 11.5'0.032 16'15'14.5'14' 13'0.032 17.5'16'15.5' 14.5' 13.5' 12' 10'Live 10 0.024 15.5' 14' 13' 12'0.032 17.5' 16' 11' 9.5'Snow 10 0.024 14.5' 13' 6" Panel w/ Fan Beam (MU34) Ground Panel Skin. Wind Speed (mph) and Exposure Snow Load Thickness C90 C100 C105 C110 C120 (psf) (in) Allowable Spans (ft) Live 10 0.024 22'20.5' 19.5' 18.5'17' 0.032 22' 19.5' 18.5'18'16.5' Snow 10 0.024 21'19'18.5' 17.5' 16.50 0.032 20'18'17.5'17'15.5' 20 0.024 11.5'11'10'9.5' 8.5' 20 0.024 13' 12.5'12'11.5' 10.5' 20 0.024 13.5'12.5'12'11.5' 10.5' 20 0.024 18'17.5'17'16.5' 15.5' 0.032 12.5' 12.5'12'12' 110 0.032 14.5'14'13.5' 13.5' 12.5'0.032 15.5'15'14'14'13'0.032 18.5'17'16.5'16'14.5' 25 0.024 11.5'11'10'9.5' 8' 25 0.024 13'12'11.5' 11.5'10' 25 0.024 13'12'12'11.5'10.5' 25 0.024 18'17.5'17'16.5' 15.5' 0.032 12.5' 12.5'12'11.5'11'0.032 14' 14'13.5' 13.5' 12.5'0.032 15'14.5'14'13.5'13'0.032 18'17'16'15.5' 14.5' 30 0.024 10.5' 10.5'9.5' 9' 8' 30 0.024 12' 12' 11.5'11'9.5' 30 0.024 12.5'12'11.5'11'10.5' 30 0.024 16'16'16'16' 15' 0.032 11.5' 11.5' 11.5' 11.5'11'0.032 13'13'13'13'12.5'0.032 14'14'14'13.5'12.5'0.032 17 16.5'16'15.5' 14.5' 40 0.024 9' 8.5'8.5' 8' 7' 40 0.024 10.5' 10.5' 10.5'10' 9' 40 0.024 11'11'10.5'10.5'10' 40 0.024 14'14'14'14' 14' 0.032 10'10'10'10' 10'0.032 11.5' 11.5' 11.5' 11.5' 11.5'0.032 12'12'12'12'12'0.032 15'15'14.5' 14.5'14' 60 0.024 6' 6'6' 6' 0' 60 0.024 7' 7' 7'7' 7' 60 0.024 8.5'8.5'8.5'8.5' 8' 60 0.024 11.5' 11.50 11.5' 11.5' 11.5' 0.032 0.032 9' 9' 9'9' 9'0.032 10'10'10'10'10'0.032 12.5' 12.5' 12.5' 12.5' 12' 8' 8' 8'8' 8' Table 10 Table 11 Table 12 Table 13 Trib Original Allowable Post spacing for 10 psT Roof Loads Trib Original Allowable Post spacing for 20 psf and Greater Roof Uniform Loads Width 6' 7' 8'9' 10'11'12'13'14'15'16'17'+Width 6' 7' 8' 9' 10'11'12'13'14'15'16'17'+ (ft) Allowable Post Spacing w/ Fan (ft) Allowable Post Spacing w/ Fan 4 2'-5"3'-8" 4'-10" 6'-0" 71-0" 8'-1"9'-1 5 3'-5"4'-6" 5'-7" 6'-8" 71-8" 8'-9"91-9 6 4'-0" 5'-0" 61-1" 7'-1" 8'-1" 902"10'-: 7 4'-4"5'-4" 61-4" 7'-5" 805" 905"10'4 8 4'-6"5'-7" 6'-7" 7'-7" 8'-7" 9'-8"10'4 9 4'-9"5'-9" 6Lg" 7'-9" 8'-9" 9'-9„10'4 10 4'-10"50-10" 6'-11" 7'-11" 8'-11" 9'-11"10'-1 11 5'-0"6'-0" 7'-0" 800" 9'-0" 10'-00'11'-1 12 50-1"6'-1" 7'-1" 8'-1" 9'-1" 10'-1"11'- 13 5'-2"6'-2"7'-2" 802" 9'-2" 10'-2"11'-: 14 5'-2"62" 7'-3" 8,-3" 9'-3" 1003"11'4 15 5'-3"6'-3" 7'-3" 8'-3" 9'-3" 10'-3"11 '- 16 5'4"6'-4" 7'-4" 8'-4" 9'-40' 10'_4"11 6 " 10'-2"11'-2" 12'-2" 13'-3" 84% 10'-9"11'-9" 12'-10"13'-10" 87% 2" 11'-2"12'-2" 13'-2" 14'-2" 90% 5" 11'-5"12'-5" 13'-5" 14'-6" 91% B" 11'-8"12'-8" 13'-8" 14'-8" 92% 3" 11'-10"12'-10"13'-10"14'-10" 93% 1" 11'-11"12'-11"13'-11"14'-11" 94% 12'-0"13'-0" 14'-0" 15'-0" 95% 1'* 12'-1"13'-1" 14'-1" 15'-1" 95% 2" 12'-2"13'-2" 14'-2" 15'-2" 95% 3" 12'-3"13'-3" 14'-3" 15'-3" 96% 3" 12'-3"13'-3" 14'-3" 15'-3" 96% $" 12'-4"13'-4" 14'-4" 15'-4" 96% Table 14 4 4'-60'5'-7"6'-7"7'-7"8'-7"9'-8" 5 4'-10"5'-10" 6'-11 " 7'-11 " 8'-11" 9'-11" 6 501"6'-1 " 7'-1 "8'-1" 91-1" 10'-1" 7 5'-2"6'-2"7'-3" 8'-3"9,-3" 10'-3" 8 5'-4"6'-4" 7'-4" 8'-4"9'-4" 10'-4" 9 5'-4"6'-5"7'-5"8'-5" 91-5" 10'-5" 10 5'-5"6'-5"7'-5" 81-5" 9'-5" 10'-5" 11 606" 7'-6"80-6" 9'-6" 10'-6" 12 5'-6"6'-6"7'43" 8'-6.9'-6" 10'-60' 13 5'-7"6'-7"7'-7"8'-7"9'-7" 10'-7" 14 5'-7"6'-7"7'-7"8'-7" 9'-7" 10'--7" 15 5'-7"6'-7" 7'-7" 8'-7" 9'-7" 10'-7" 10'-8"11'-8 12'-8" 13'-8" 14'-8" 92% 10'-11"11'-11" 12'-11"13'-11"14'-11" 94% 11'-1"12'-1"13'-1" 14'-1" 15'-1" 95% 11'-3"12'-3"13'-3" 14'-3" 15'-3" 96% 11'-4"12'-4"13'-4" 1·4'-4" 15'-4" 96% 11'-5"12'-5"13'-5" 14'-5" 15'-5" 97% 11'-5"12'-5"13'-5" 14'-5" 15'-5" 97% 111-6"12'-6"13'-6" 14'-6" 15'-6" 97% 11'-6"12'-6"13'-6" 14'-6" 15'-6" 98% 11'-7"12'-7"13'-7" 14'-7" 15'-7" 98% 11'-7"12'-7 13'-7" 14'-7" 15'-7" 98% 11'-7"12'-7"13'-7" 14'-7" 15'-7" 98% Table 15 Metals USA Building Products 2440 Albright Houston, TX 77017 (713) 946-9000 Carl Putnam, P. E. 3441 Ivylink Place | Lynchburg, VA 24503 carlputnam@comcastnet SANDWICH PANEL W/ EMBEDDED FAN BEAM HEADER Notes 1. These tables are for use with ICC ESR 1953 Detail MU34 or other approved plans 2. These panels DO have an embedded fan beam. 3. Panels are as specified in ICC ESR 2229 4. Panels are approved under CA HCD FBH-17 and FBH-18 5. COMPLIANCEWITH ELECTRICAL CODE IS OUTSIDE THE SCOPE OF THESE PLANS. 6. Maximum fan weight is 30 lbs. 7. Fan Installation is outside scope of these plans. 8. Attach to header as per Table 9. FAN THESE TABLES MAY ONLY BE USED POST WITH SINGLE SPAN ATTACHEDSTRUCTURES 0 F SIONAL 3 61 15E Page 2 of2 Metals USA Sandwich Panel Spans 6/25/2013 \ f .4 - ll- 13-13 1 2 15-- Af JA- 0/0 F lol fola_-6 1 L