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HomeMy WebLinkAbout10180912_1302 E. 15TH ST. - PlanCarl Putnam P.E. 3441 Ivylink Place Lynchburg, VA 24503 January 6, 2014 Val Jacklin Metals; Building Products 64·50 Caballero Blvd Buena Park, CA Dear Val: r This letter is in resp0nse to your question about Metals USA's ICC ESR 1953 approved under the 20091BC and how it can be applied to the new 2012 IBC and 2013 CBC. The major change to the 2012 IBC is it uses ultimate design wind speed (The 2012 IRC/2013 CRC) continues to use"3 second Gust" wind speeds). The 2000-2009 IBC LM "3 second gust" wind speeds.- 2012 IBC Table 1609.3.1 shows the conversion betweeri two types. The equation this table is based on is: t \6 s = Vuit x 0.775 For an area that has adopted an ultimate design wind speed this is equivalent to: Vis = 110 mph x 0.775 = 85 mph >> use 85 mph \As = 115 mph x 0.775 = 89 mph >> use 90 mph \As = 120 mph x 0.775= 93 mph >> use 95 mph \As = 130 mph x 0.775 =; 101 mph >> use 100 mph \6 s = 140 mph x 0.775 = 109 mph >> use 110 mph ARCHED 499©Facyl. M This 904 04 pians ae 1 ati times and I iteraeong on sart CiI, of Santa Ana. provisions of ANY Accepted By - I have reviewed the 2012 IBC/2013 CBC and the additiohal reference documents (2010 Aluminum Design Manual, ACI-318-08 etc) and have determined the patio cover, carportand commercial structure designs in the ICC ESR approved under the 20091BC are LBatelssuedZ sufficient to meet the 2012 IBC. Areas using an ultimate design wind speed of 115 mph i should use the 90 mph tables other areas should use the wind speed conversion shown ' above. Residential projects can continue to use the wind speeds as shown on the 2009 ICC ESR. I have submitted an update to the 2012 IBC for ]CC ESR 1953 and since I have had two similar plans approved, l expect approval to happen quickly. If you require further information please contact me at (434) 384-2514 or at carlputnamacomcast. net. Sincerely, Carl Putnam. P.E.I i A 7 1 i 16 C/VI' OFCAU. 0 0 0 JAN 06 2014 , Ca, i Putnam, P. E. ' 6 AV'TEA-Cill *4.-44251 , A \ \ Pu i Ra Mop 251 h.4 76 6 .1- - -73) 5-Ttw .573 8 lt•uOE-, CA 92€67 9 luc 2.45€1 1 7 14 HAgn 4 + Utttbil . 5644#A ·lt£ 381 6-& I .5»- & 724%1- 354....+0,AM A £ CA 4270 C -1-2-3 361=. 63 a - ic -rs- - - Y 14£»«-- 333* 37 24»-re'__Pjad-- - , re .,ER ip) Al"Tar (4£3 7-23! 44,t,#u...el f e l 06, / I.©) 5.1-1:44. ld; 1-66£,4- - A·r»£1(425 71 dog.£ 0£_ <fr-- 6*OF@RAL $ 4) 346 *54« e_ 72 )'EC:R 'CON - .* n . 2, aO,2 3 ytb roi·77 4 2 54.-6 4 P (0,4444 0 7 8<63'77 0*4 -f ZA·=17 L 6-- MA-- 5'/'p·ch:4 ERMITS AR .013518,4 8 - po ·...i, unlawful PLC ,2.,-51©320.- _31 wgout wr17 9,411# 44*-- th-ib-Pn aid - tor be an a jp Re)*Cr 1 -1 >i 1/2 :3% 2% rzon/Jazin NX·'u D,Vil ic 1 9 '9 22357746 ' ZO 5/1. 5 4,5 ·544 A,48,4.66 CITY OF SA C .T- h -tA' L MASTER LE. 10 1 4- 1.1 32-4 1 1 G.P. 67 c ,tne cy 1 02/6/0- tPLANNER ; < DANE 2 -1 -7 -1 4>,67 ' TRANSFERM WAIC 1 24 ; 2 guNKI ]ON F 14 L / /k f 5 or h r'.0 A. ·ii:•-· tr 4:QUir<uu. ''kk.'IROUGH. NA'ME (714) F.:STUM W 1':3 G : 7,>.rin'!C SUBJECT TC C: UL At:D JOi*ITIONS t· i /:A:· El iNTEr 37,2 ANg AVErAf I ' LIP.r.'nONS/MODIFICATIONS C. A:D_, 9 . '. ,·..'EDO 14·.A. (CM EXISTING Il SCnE..Iii·.1 2£:ti:RED O SUBUT LAr!660.APE PLANS CONDITIONS: Poil& GA-ve/L 2 409 /-5- 'ce..'l,2- It P =20 6-€-46, V & · 1- • 204 701 .-* ARCHER:©T'URAL STRUCTURAL ACCEPTED FOR CONISTRUCTiON SMPARATE PERMNS ARE REOURED FORZIL[*©-6°889·Ug Pll,Uit@BING & MIECHARP©AL PLANEf{%68 091 ©f Diane and :pecifications must be kept on the jol4 8118 times and it is unlawful to make any changes oia'aliens on same without wlitten permission from the .ity of Santa Ana. t'he accepiance ot this plan and specifications SHALL NOT)e held to permit nor be an approval of the violation ol anywovisions of ANY City Ordinance or Slate Law. Accepted By Date 199<18d / 112# -0-¥VEERTKINK- 3 j P Ill PERMIT TYPE:BLDG>ELECT PLBG MECH GRADING 1PERMIT#_._..Q.*.2- „ .-. -- Occ. GROUFL---Al------ CONSTR.TYPE____-__-„_._--_ CODE EOrriON-_5601€Uu_ W FLOODZONECERTE (ifiej'D YES /NOr MICRON#1,!99 YES NO f==..'lil=.*I....='ll#-tul#-„ =:7.1,=,Al=.V=at.=P=:'a=:r=21--i. RADiti.·,;:·· C·.19-\73flffEEL.11LE | RESID'134 i f AL DEV. FEE YES 1*CHOOL DISTRICT YESb ( Ngl METALS USA PATIO COVER, CARPORTAND COMMERCIAL STRUCTU'RE ENGINEERiNG (2009 BC] PAGES DRAWING SECTION DESCRIPTION 1 MUSAGN01.;DWG GENERAL NOTES AND TRIBlJTARY WIDTH DIAGR'AM 1 (3:ENERAL NOTES AND PROFESSIONAL ENGINEERING STAMPS 427.277a1_-1, EZI #r,Tmn r46.6-?aa 5 Fil EI n b, r...=-4 14 0 1%1 73TAL- Ge 1 4 PAL,63r E TIES USA® LATTICE COVER COMPONENTS AND CONNECTION DETAILS 1 PAGE LAT01.DWG STRUCTURAL CONFIGURATIONS 4 PAGES LAT02.DWG COMPONENTS/CONNECTION DETAILS LAT03.DWG LAT04.DWG LAT05.D\A/G BUILDINeG P RODUCTSt, hi A RAZIM 4 \) c.1-D e.1 e•5&-A \ 302. EF . \ 5--1/4 5 171-:.- rRUCTURAL 1 S o,..r¥»- 4* A I C.A-42-10 1 A<empeCTION £ 1/4 S-3 5-- €-cijf.<Jk# M U.- 2 PAGES 6 PAGES 6 PAGES 11 PAG'ES MUSA01.DWG MUSAOlb.DWG MUSA02.DWG MUSA03.DWG MUSA04.DWG MUSA05.DWG MUSA06.DWG MUSA07.DWG MUSA08.DWG MUSA09.DWG MUSA10.DWG 6 PAGES 28 PAGES 28 PAGES 1 PAGE Ml.DWG 1 PAGE .M3 1 PAGE M4 1 PAGE M5 1 PAGE ME 1 PAGE M7 1 PAG E M8 LATTICE 1.0 RAFTER SPANS !FOR COMMERCIAL AND PATIO ?LIBUr.CILJ.RE@R w-'ANBCAL PLANSLATTICE 2.0 POST SPACINGS FOR LATTICE P.ATIO AND COMEFi,§!Ale/@M'121*®SING ALUMINUM AND STEEL HEADERS IN 90 MPH WIND AREASg) make £:ny changes or LATTICE 3.0 POST SPACINGS FOR LATTICE PATIO AND COMIal:§251*1#t)91dSIN.G ALU'Mi'INUM AND STEEL HEADERS IN HIGH MPH WIND AREAS specifications SHALL NOT STRUCTURAL CONFIGURATIONS aval of the violation of any STRUCTURAL CONFIGURATIONS COMPONENTS/CONNECTION DETAILS COMPONENTS/CONNECTION DETAILS COMPONENTS/CONNECTION DETAILS COMPONENTS/CONNECTION DETAILS COMPONENTS/CONNECTION DETAILS COMPONENTS/CONNECTION DETAILS --- COMPONENTS/CONNECTION DETAILS COMPONENTS/CONNECTION DETAILS COMPONENTS/CONNECTION DETAILS /1(534 \pri.2'341* /470\+ Lcf*2\ SOLID COVERS 4.0 .PANEL SPANS FOR PATIO, CARPORT AND COMMERCIAL STRUCTURES 444 1C (11 1 9 \1 1 5.0 POST SPA:CINGS FOR PATIO AND COMMERCIAL COVERS IN NORMAL WIND AREAS ,/9 6.0 POST SPACINGS FOR PATIO AND COMMER:CIAL COVERS IN HIGH WIND AREAS LOFCAL993>'' EC 52011 7.0 MISC DETAILS J 7.0 POST AND FASTENE;R REQUIREMENTS FOR ALL STRUCTURES 7.0 CONCRETE FOOTING OPTIONS 7.0 REQUIREMENTS FOR LATTICE STRUCTURES WITH SURFACE MOUNTED POSTS ON CONCRETE SLABS OR FOOTINGS 7.0 FORCES ON EXISTING STRUCTURES 7.0 STRUCTURAL PROPERTIES OF BEAMS, FASCIA, PANELS AND RAFTERS FOR USE BY DESIGN PROFESSIONALS December 5,2011 7.0 CONCRETE SLAB REQUIREMENTS FOR CONSTRAINED FOOTINGS SOLID COVER COMPONENTS AND CONNECTION DETAILS + or State Law. Date____ MTAANA 6 139 6 0- 015 % AL\.r 1\# 2013 m- I.%=.-&-,·mimt,-- u:u=zc:r·:Dgra·yr=.c·· -e . ··e·w=yrn•,i*ee--i...:w·.-.*-*.m... 22:73*Iinll:.r=;0-4 ·-f ENEEZS:2;:··i f 1 4 TRI3 WIDTH 9 1 9 C.·Joi ING STRUCTURE TRIBUTARY 1 Revisions PROJECTION 12 1 he roof par.eis shall nave a slope bervveen i.i,_.-, c.,ti .: t,er loctrio-': 0.:94 1. ·· - 13...4ji steel shall be claivanized ASTM A-·653 GPO,·A-123 Gl.5 or A153 8-3, painted ASTM A755 cr use an aDoroved TRIBUTARY; WID TH' :.TRIB WIDTH - coating complying with IBC sectioil 2203.2, P.·dintinside of aliembedded posts from the bottom to 12"above grade,*'here alurninum is in cor;ted wilh dissimitar meta!s (other than sta!nless, aiuminized or galvanized stee!) or absorbent l 1 building materials, likely to be continuously or incennittently wet, the Toying surfaces shail be paints.d cr other...··iue 11, 'ro'.!A·kr.ewi:Ap: in ':/·mv-1 · a, 4+Y· 4.0 Ah,7*wrir-,-1.1.- 7.kn· '11 1 U V ,_A, U-:1. 40 ..1. ·z,2·10-Ll ..1 w-:.1 .2!n(.4. •ed 4.1.., Aw :.i . m uub•3,11 ,•1<.<f t'.k•· Pal'l 1-,·'·\ b'*Ct.!011 D../ .1. k 14. Wind velocity and Ground Snow)Live load are identified in ali of Lhe rek-vani tables. Roof snow loads he.v3 bsendefem:ined in accordance wilih ASCE7-05 Section 7.3. Ct=-1.2, i = 1.0, Ce=1.0 (All exposures excest B and C when !0cated tight. among conife,·s) Ground Snow Load Applied Roof Load 10 psf io psf ,_, %.•L- ·..ir, UNJURiv wl 4•J ·JV2 7% ir·z .ni·b ),DA: 1· FA c·:Ir., '.1 20 psf 20 psY UVE OR GROUND SNOW i ,..,. ··(' .-/·-Ill" 4 I . AL€:le PROJECTION 30 psf 25.2 psf DESIGN ROOF SNOW LOAD 1 '8':31. Lt'::11 i 025 psf 21 psf DESIGN ROOF SNOW LOAD 1 ,:re './.:.LA ·-1 8 40 psf DESIGN ROOF SNOW LOAr) mrr-MMU er.- TRIB WIDTH - TRIBUTARY WIDTH F-0/1 -If DESIGN ROOF SNOW LOAD 1 W.* ... uu pe#50.4 psf WIDTH V,/IND SPEEDS IN DIAGRAM ' THE 2009 BC ARE:'3 SECOND GUST WIND SPEED," ALL STRUCTURES DESCRIBED iN 7-1-il S 1 44-0;19 REPORT ARE DESIGNED USING PRESSURES CALCULATED FROM -'3 SECOND GUST WIND SPEEDS: FOR i ?22.,ecmy·,2! ATTAC!1ED STRUCTURES THE MAXINIUM MEAN ROOF HEIGHT OF THE EXiSTING STRUCTURE IS 30'. Kzt 3.#:450 i 992282.19.7.-.241 WAS ASSUMED AS 1,0 FOR ALL WIND LOADS. SITE LOCATIONS REQUIRING HIGHER A HIGHER KE VALUE I ...¢'SOLATED HILL..S, R]DGES, ESCARPMENTS) WILL REQUIRE HIGHER WIND LOADS AS PER ASCE?-05 te·€C' 07..:·=·r.:-* SECTION 6.5.7 AND ARE OUTSIDE THE SCOPE OF THIS REPORT. #M !, 1, tl %·37'' i- 0 72'. 7 ja.. 3 4 &/·1· Ud 51 #-€ < 0 52 f General Notes f ,i 1. Struciural design per the 2009 International Building Code basic load combinations described inf Section 1605.3.1 and no increases ard permitted for resistina wind or seismj forces. Aluminumdesign in accordance with the 2005 edition of the Alwminurri Associations's specifications andChapter 20 of the IBC. Patio Covers vs defined in IBC Appendix 1 shall be used only forr recreational, outdoor living purposes and not as carports, garages. storage roonis or- habitablei rooms. Commercial Covers may be w'sed for ihess purposes. Carporis musl have at least twoi opens sides and have Floor surfaces made of approved noncombuslible material or aspnalt.1 2. Alleast one horizontal dimension (projection or width) of cover shall be less than 30'.5 3. Lencrele mix: EC = 2500. 3000 or 3500 psi at 28 days in negijgible, moderate and severecondilions as shown 8-3 Figure 1904·.3 of the 2009. IBC. Pa''do structures may be attached toconcrete slab withoutfcotings when the post load is 750 Ibforless andthefrosidepth is zero. -i Concrete shall be setback a minimum of 4'from edge or expansion joint of a slab. Posts,£ attached on slab will conform l.o Details LA35, MU100 or MU')02.|· 4. Each apphcation shall show a complete plot plan of the property and buildings. Circlethe postr spacing, span, etc., in the tables t.hat fit that particular job. 5. Each installation shall bear an identifying decal giving the name and address of mfgr., live or.1 snow load, design wind speed and exposure and ICC ESR number.1 6. Liaht gauge steel shall be per ASTM A653 unless other,jise specified. Grade will be specifiedt under indjvidual delails. Thickness is bare sleel- Nega·live thickness tolerance fs -556.$ 7. Alternate alurn. alloys may be substituted for those specified provcd®o they are referenced in THEf ADM 1-05 WITH equal or greater guaranteed minimum proporties (Flu, Fty, Fcy and E).t· Thickness indicated is bare nieto! and negative tolerance must comply with ANSI H35.2. 3004 t H24 may be subsituted for 3004 H34. ICC ESR 1963 (2009 16(312/5/2011 NOTE: EXPOSURE B: SHALL APPLY 'WHEN THE GROUND SURFACE ROUGHNESS CATEGORY B (URBAN ANDSUBURBAN AREAS, WOODED AREAS, OR OTHER TERRAIN Wl NUMEROUS CLOSELY SPACEDOBSTRUCT-IONS HAVING THE SIZE OF A SINGLE FAMILY DWELL-ING OR LARGER) PREVAILS IN THE UP-WIND DIRECTION FOR A DISTANCE OF AT LEAST 1500 FL EXPOSURE C: SHALL APPLY WHEN EXPOSURE B,AND O (SMOOTH MUD FLATS, SALT FLATS, UN9E@66*9§2 AND OTHER) DO NOT.(4909- i*'--4-4Al#>. pny€,%*4 SEISMIC LOADiNG.·' MAD<!h:!UM Ss = 150% SHOWN IN 2009 [BC FIGURE 1613.5(1 ) Sl NOT APPLICABLE TO THESE STRUCTURES c 1-rn r LASS = D A--1- BASIC SEISMIC FORCE RESISTNG SYSTEMPOSTS EMBEDDED INTO FOOTiNGS =ORDINARY STEEL MOMENT FRAME A-- + POSTS SURFACE MOUNTED = GENERIC SYSTEM >> R = 1.25 ANALYS IS PROCEDURE = EQUIVALENT LATERAL FORCE PROCEDURE DEC 5 2011 These roofs are not subject to maintainance workers and have not been evabiated fora 300'lbf concentrated load. .Maximum mean root height or existina structure for attached unils is 30'.15. The width of single span attached solid cover structures must be at least 100% ofthe projection. 16. Multiple span units are allowed. 1.7. All structures must comply with cne of the folk,wing:a. Ali stuctures with a roof Snol·V Eoad of 30 psf cr less may be built in Seasmic Design Category SD¢) A-D up to the maximurn Ss noted in Genen.d Note 4-14.b. Structures with ffat roof design snow loads over 30 psf'complying wn,h IBC Sectran 1 613.1 Exception #1 do net require additional seismje an;.lysis.c. Structures not coinplying wath (a) or (b) requte additional enginee,ing seismic analysis.. All aluminum and steel solid panels are class A fire raled as indicated in IBC Section 1505.2 Exception #2.. All screws are self drilling (SDS) or sneet metal (SMS) and in conformance with ICC ESR-1976, ESIR-2196 orequivalent and use head dismetefs equal to #8=&", #10= 3", #12=* and #144' or steel washers with sin·jlardiameters. All bolts are AS™ A307. All wood screws n tust comnly with ANSUASMEStandard 318.6.1 and AF&.PANDS-05 11.1.4. All lag screws must comply with ANSI/ASME B18.2.1 and AF&PA NDS 11.1.3. All washers are ASTMF844 wi Dimensions cpmplying with ASME 813.22.1 T·ype A. Steel nuls to be ASTM A563. The nlinimum washerdjameter for bofted connections is 1 ". AR fasteners vem haye a minimum edge distanc of 2x the fasiener diameter. . Header splice shaU not be located ne 2:rer to t.he end of the structure than tile first inierior post.. Wood used in connections shall be protected from weather As #er IBC Seclion 1403.2 andlor 1503, whichever is inore stringent. Sliding snow is beyond the scope of this report. Drjtting snow is covered under Detail M2. - t..1... 6,9/£4. mi 1, IL:,Uopet: 1 l=wles ct©Sl,rne equal Spanc> W.ifili i zu 70, All speChicationS Im:ist be based on the torinest actual span. Page 1 of 101 8. Lag screws shall be placed in holes prebored 70% diam. For concrete block construction,place 18masonry anchors as per the installation instructions. 199. Drainage which othenvise would go over a public sidewalk shall be cojjecled and diverte·d under sidewalk.10. Slrucluies may not be enclosed unless additional engineering is provided or by approval of the local building authority.11. A geotechnical investigation is nol necessary unless fequired by 1803.2 of the 200= imu. · 0011 isassumed te be Ciass 5 of Table 1206.2 of the·200-3 ES€·.. Bearing 1500 psi vert., 100 psf/irt. horiz „. LU and doubled as per 1806.3.4. These design vaN.jes do not appi:s: 165. i-riwd 0)'ganic sjits, organlc 21clays, peat or unprepared -mis end may require fl.inher scil investigation. 1;11·,9 kitillding of?icial may assign a'load bearing capacity. Units in a snow load area of 25 psf or less may be built on 1000 ,7 -.pafbearing:son Wo addRionai engineering. Minimum rooting capth is the local frost depth,40 I 8%%22.0- & ¥ 6 irt: OF..7 !:-Ah €-BI-E-KIt:<9:6=030 *22.V '/·¢ d n1 6*fk'1'2'42 11 11 32% f:% B.it m /9 »Segul F 2' 4/ :: 'Ak '17#4.,19.\ /1 fs/Gi 1 14% s" Cart Putnam, P.El 344.1 IVYLINK PLACE LYNCHBURG, VA 245030 4i CARLPb 1-NAM@COMCAST.NET ; t·:6·'·Til;'SAGi\'oi,D WG # M 2 324/..92 i2. j WL CMP Choe': Gy CMP DIG Et 1 i e S72.·.-.I:E,·.%4 .:1'82109% &. . -..,rm,-7-=EN=*:=N,35-050**re*zp#F„18*IT,IlmEUm!1*12%186¤BTR'mm"" 96#ki,/02 #- 14.9-lt.4../k30.212$·.7-24. . When a sihgle span attacbed unit is·atiached to a wooden deck, the maximum dead load + live/snow, 10'ad from th¢2.-,2*45 0.:lir#VA,W. i.412. 1 ' s-:-:·I:Flft-:1--tf?:2patio cover is 750 ibs and the post··spacing shall not exceed tha[ specified for attaching to a ®ncrete slab. The.14*Pt I i 1 9- U 'e,maximum connection uplift load is 1162 lbs for 90 mph wind speed Exposure C. Connections are for maximum patio khpi :4 it-g V. % I '' 12+ roof heights of 12 above grade. The- existing deck stalcture must be·adequate to sustain these additional loads. Thestructurakl adequacy of tlie de.ck to safely sustairl hese additional loads will require aproval by the loacal buildingauth-ority or additional en#irleering. See Detail Mli Construction outsidd of these· parameters may require additiena!43,- Vi x 3¥\ /4arigineering.A 125. This. entire engine-ering pa¢kage will not b4 required for mostt building permits. Submission for a b.uilding permit must *QZZf4 \ 40 --a=w.2 2-4==407 induCe:166.. 1 1 0*(55[0*&4 - ...9*ap.P-7 1 a.. GENERAL NOTES ·(MUSAGNO.1.DWG)'fi«#r.=:=u Uwj-019*-94\ 1 /2£13961%0 c--»45antih' 11:/4b·, STRUCTURAL CONFIGURATIONS (LATOi oy MUS.A01)d Cht·#: 02-NS:.1.94 ·HZ /5 044¢6*h>c. RAFTER SPAN TABLES (FOR LATTICE STRUCTURES), PANEL SPAN TABLES (fOR *110 COVERS) 01*· ./ V ,jrpf f 7 GARLFl*1#4 6BOTH (FOR COMBINATION STRUCTURES) /PR-OF¤.516#84 1., 111 b ' N P/F\ 72.43x- _431 U.CENSED \ \11 -:*Ilt-, <4< ENGINEER Aff ll\d. HEADER POST SPACING, FOOTING SiZE AND POSI TABLE FOR LIVESNOW AND WIND LOADS. ,·NO 11359'6 +-*J{ 11'A L.11%274) '· 9 2 . -- an I e. ALL APPROPRIATE DETAILSf. OTHER DOCUMENTATION REQU.IRED. 0< LOCAL BU-DING AUTHORITY.J°. A1.%92. /3<425. Sheet Me provides informatior, to determine:he load that will. be resisted bythe-existing btrocture.. . tat ..2.-: I.*.,S- 4 -... --CE*£4, -, 1 1 '16.!Fe/(3#4®0-./.*A %11&10*9 isfe.4 ..e#Et 2 ,- :441.£08#4 ,/:9 -.-89»4.99 -/4447- * 0%40ineSEE=- "a..... 2, daut , 4,5/IJ&./...·t·. 1.. ,04,d·...3 I« ra= Ri·;24, / €A, 124:r>_ · 9 M. .M·r£ r.re,/1 A/,5 -2448*k- :I ky·:f · ·,op.°*'1.447 46 4.:4 '' 1#f'/ p**4 Yal x€k«b i k- ·e/Z.Wat CARL /1 -% P*KE,41493-F#39*ft &.2 , CARL '-- M. r 94'*.*9-84€·.)04., 1'4« AARL ..;ae-,9 1%i' CARL m m91 I A.· 62 0 _ c\F.0 .,7 - A···/· RESWORM- 1 52 1 ici? -. 7-62 Al·S-E: 2: i :R. t 5 1 4.4 € 184-; . - jh ... e·. 0 258 ' 240.Sy472-1 p ;:·-64<* t¢ PIUTLY,-'0· /'An.& 371f-1. 1,gqWEVKA< E 944 1)2-1 i')19 \Al€,AUNL. u 27':'8:*'.tt.,I·k.YE: 14 144 7 ·5>4/f Ggwj.Qi·2·45@60 -A<I,·i'ANS Ft· Elt lifffri Nolisoth*L.+ 10 EAijt .1. 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V 7- \ j·ti ·h>L / D-/1 \ *45:526/*4 .'7'.9 *792 »- 64: 1 44#20E. 1&94.Ust DEct 0 5 .2#11 -£,1,#i 24 fi ..0 r vi . 6 -4 1 - K·gil \ .o. 285314t:69/t /Y:·€1 5 ras. 9r %%at1 PRb lE < 116.2-0580£4...30}NA r f i¢'1400 bAC 494. AM 1· 6-8 *A 31111 '44··./ONAL « 1/Or: R.2,7.-1 k FEKMRATiOF 'bft 4(94 Ri 414,2 1 NIFY>...4191 1/ft # ,d,AL.ji NO Ae) 9, U 1 14;11 C ·68* *P= 6-3612015 F* 1/ 'i':t.fieao.0 4-, tf GARL3: PUTNA 1 i· E.3891·5 ;i'- LN'MCHS 01 j1.41 civlb*\27 / /V 02·. . WA 5'trist'#'/EEZT.;4. Wc,ar HCC EFR 1953 (2009 [Bet·*0211 1 =EXF#FES 2/2W 7 , ; N*%21&3P,r +Pett:&• C Page 2 of 101 MUSAGN013)'WIGN*014 t-, .p . - 4- 14 i,-.4=,11.=7"=ildka·y .1.1=;.22==an.2=2=,a1'..?2*4•4Aidia-2,Q29 ....'Ull...'.-1--.....*=U::PU 14. - i 44* '· M.:.Il # ROLL FORMED OR LAMINATED ROLL FORMED OR LAMINATED SANDWICH PANEL FASCIA, ALUMINUM SANDWICH PANEL I BEAM OR OTHER STRUCTURAL HEADER-1 MULTISPAN 2,--- MIMI 3.5' CONCRETEn CONSTRAINED FOOTINGS 92,SLAB REQUIRED FOR \ POST g-- -1 - CIRCULAR FOOTING DETAIL MU108 1 Revisions N /-I BEAM OR OTHER : / STRUCTURAL HEADER i 1 42: ™:t%*3252?FREESTANDING UNIT EG224-·w Y f i FREESTANDING SINGLE SPAN COVER 1 f€\ EmEZZE223 ;. 6.4 A *10*2 0 F Et.21.2 124 I X. 9 7%&€41836 Ad 2 2- a - .- SOS & 0 MW . 77 ek.yed#'tr - CUBIC FOOTING DETAIL MU108 - POST /\/ | WIDTH MUST BE AT LEAST - 6 0/'/4 ALL HEADERS MAY j ALL PANELS-11 -rOVERHANG 25% OF MAY OVERHANG w -/.. 4 100% OF- PROJECTION FOR \. }- SINGLE SPAN ATTACHED POST SPACING 25% OF THEIR , 2 STRUCTURES --LEDGER BOARD \./Tn T;-1 CLEARSPAN 4*;*i 025' PER 12' N. MINIMUM SLOPE i PROJECTION f.ah 3 -CUBIC FOOTINGDETAIL MU108 A f - MULTIPLE SPAN j HEADERS ARE ALLOWED PATIO COVERS ARE LIMITED TO 12' HEIGHT COMMERCIAL COVERS AND CARPORTS ARE LIMITED TO: 15' HEIGHT CFSSION • .,VIL OFCALWO'JUN /122Q1 3 DEC 5 2011 Carl Putnam, PIE, 3441 IVYLINK PLACE LYNCHTURG, VA 21503 \@9/ ATTACHED SINGLE SPAN COVER MAY BE MULTISPAN SURFACE MOUNT OR- EMBEDDED ATTACHMENT ICQESR 1953 (2009 IBC) 12/5/2011 q I f< 1«...% -CUBIC FOOTING DETAIL MU108 ..,1 4 d SINGLE SPAN /;ht -1FREESTANDING UNIT 4,+42.-/5 MIN 3.5' CONCRETE L SLAB REQUIRED FOR CONST'RAINED Page 22 of 101 94«FOOTINGS CARLPUTNAM@COMCAST.NET Fitancrinc MUSAOA.DWG Sccfe Page G L Drewn By CMP Check By, CMP Date ...'..../.--# ...:Il--I-/IIN.4.-7....%/I-·.•.h;-1.-%..;*.I./..I#le...-1-1.):...9/. 41/.S-I-...+=*+1-'.-I.&2-I'.-.Il-*e.=-*.1.--I...,4,4-6Il..b:... c...#I.+Il·...<*JI.e--,.-™=¥,e-0/t//.4,/„,I:/.w,»./*-4.1-Ilt,Il'....;..' ./... -- %h'44,·,·d•./9*##*Ir.£4A'%4W,49-*41.G'.*-#-.$*.*4;4.4-I-*WW44nImul•1• .·• ·..,-'-• . 'I-··'•.·. - I.·.I·. •I . ·S'• .PI.#..-•....-•---- - --'1 I 2.5' PANELS - AND FASCIA Revisions 1- -SEE DETAIL MU13 -SEE DETAIL Ml)13 · 24' r 11 -1 2.5. 2,50 1 \ 2.200 SEE DETAIL M013--1 1 Nly 2.5'Xe FLAT PANEL 2.5'x8" FLAT PANEL 3004H34 30D4H34 ALUMINUM 24' PATTIPORT 3004H34 OR ASTM A653 GRADE 40 STEE 24' -1SEE DETAIL MU13 - ,-SEE DETAIL MU13 V 4,o f /11 2.5-lia\ 260 L SEE DETAIL MUB71 -7 1 1.Ze=...Id*. E a #In .01%22* #Peme :24:, M f 2 25 :e<-.Trciff, 1 .; ew:GE#ik· © 24' TRI STAR PANEL 30041-134 2.59<24' TRI VEE PANEL 2.5')(12' TWIN VEE PANEL,}52- ...1537197' 859. 11, 3004H34 ALUMINUM 3004H34 ALUMINUM ASTM A-653 GRADE 40 STEEL ASTM A-653 GRADE 40 STEEL ----73- fi i 7• 1-13• - *,1***d.<-tl rSEE TABLE 4,19 *=2=9 1 FO.078-SEE TABLE 4.1,9 --4 =1--Rmlf PANEL L02[=.0.1- SEE TABLE - -3-fd - \ 14.19 P=2=221. i 0.050 A 43.25,-4 0,0 1 47 6.5' RF FASCIA 3004H,34 ALUMINUM -*-0.036' 1-2:5#-4 7' RF FASCIA 3004H34 ALUM <t=0,040' & 0.050*) r C f 0.062 5.6' 0,070-:- 42/ 42.54,() -3.8-_-3,4- 6" RF FASCIA 3004H34 ALUMINUM 5' R'F FASCIA SAMSON GUTTER 4,5' EXTRUDED FARCIA 6061 T6 3004H34 ALUMINUM FASCIA 6' ALLMET 6063 T6 EXTRUDED FASCIA 6063 T6 <ESSION . U 62f3,9 #,0/ \\ /yih 3.3-4 48· SMS 83' 0/C 7-SEE DETAIL MUD / \ SEE TABLE - 1-er-l LUn 1 4,19 \17*0'075 2' 1\ A / 1 2 5. 21<6° FLAT PANEL3004H34: ALUM -DEC 5 2011 --1.5 PCF FOAM 4- 51 -0.07 fiah 09 104, 47 6 r215 4.01 F 1 Jul 3*, 3.5'. 4' or o p yv-- -T 45<12' VEE PANEL -- 3004H34 ALUMINUM ASTM A-653 GRADE 40 STEEL 5' MAGNUM GUTTER 6' MAGNUM GUTTER 6' SMOOTH GUTTER ,K PLACE 6063T6 ALUM 6063T6 ALUM 6063T6 ALUM Carl Putnam. P.E. LYNCHBURG, VA 24503 08 EMS 03' 0/C71 CARLPUTNAM@COMCAST,NET 1 1.1.1 ¥ /2\ WESTERN PANELS OPTIONAL FAN- AND FASCIA ALUM BEAM 606316 #L@82'44 Or· 2,9.32* FULL LENGTH OF PANEL :*05H14 ALLID'fINbll* ALUMINUM SANDWICH PANEL AS. PER ICC ESR 2229USE OF FOAM CORE SANDWICH PANEL WILL REQUIRE THE USE OF iA DESIGN PROFESSIONAL TO COMPLY WITH EXISTING ICC ESR ICC ESR 19'53 (2009 180) 12/5/2011 Page 25 of 101 t Drawn Ey1 1 //2 l L.1 CMP / TRON CMP 3'X24' PANEL Filename 3004H34 ALUMINUM MUSA03.D' ASTM A-653 GRADE 40 STEEL 2.-2-9495 9 (/ 1 J) 940-9UUU 1 -%1;Wargemnlamjrf·=*-mi=tilliT£SalliTS+Ir "31,•„,44-3, .,6,44*6'.Am'$:0140*"RN, *r- 44 MA":944-•'4-'40-p'"W+b-i.';:di""c.„:;17•g,L.4 • 44,v-'-.1.4.44•i %14-' 94•1.4¥'-<47:;.I+I-,4:""4,•#" =P rf.I·0=1"4*'4+4 10'4*N: 0.274---Z 1 0.055 - :1 \ \digj -I-1.000 1 0.062'-1- 2- 11 106-11,577 1 *r -0,187'- \-0375'0 1- 0,25 \-0.5,0 5.040 --0.274 0 -41-0- 0·062 4.CEO HANGERS Revisions CALUM. 6063 T-6> -,1.625'-·- 0.-75' +-4 1 1 11 1 - *1 - ·11 0,050'-J 1.0.52' ANGER t '4 -T6 - -0,062:' 3.052'3.74' REF I 254 ' 4.100 DETAIL MU42 IS ALLOWED UNDER THESE LOAD CONDITIONS 3,552'374' REF. : * 4.241 LIVE/WIND <MPH)PANEL SPAN --0.062' 52.4/31 49 SNE =1 )W EXP B EXP C PSF 130 110 ALL 11 K PSF 120 105 ALL PSF 120 100 ALL PSF 110 95 ALL MU 43 3.-1/2 " 7 RA!1- 10 0.51-11.705 H -1,000 20 254' HANGERS 30 UN606376 ALUM - 3" AND 2.5" "G-' 1-R --k-0.274 14-1,000 0.055 --.0.2501-1 3.101 0.9763- 0.062l - 3.662 - -0.274' 3.100 RAIL PROFILES ALUM. ALLOY 5063 SEE TABLE 7.5 FOR TYPE AND SPACING-OF FASTENERS f--1-°·75,1 1!70.050'-1.,625' - fil-- 1.702 -- ·il 1-1.000 3' HANGERS .Aa#.3 3.562' --0.062' 6063T6 ALUM <*0**] panel height =12292/ 1151%80/,1." 2.062'*22" -1 1.062' k--4 1.062' 1- - 3.000- P--4,000 - - -0.120' 1 1 1 ' L-. I.· 1 1.--3.000- \ dA / 0.040 J I -1.68•-]-1:50' " "2" P A -1.5 "C" HANGER ,149 1 1-1 /50' 1 1 riKA P .,. -0,062 C6 015 -10,6257 1" CDAII \dZ/' 4 1 //11/.\.18 6-W 0.0755<3'xy POST 4'x4" PEST 0.062"xyx3"N30'26%44 6063T6 ALUM 6063TG ALUM MAGNUM POST £144 44A1 )1 »p>**4 - 6063Te ALUM A¥\ \/ J /*1 1 13 9\ DEC 5 2011 FASCIA SPLICES PUST BE WITHIN 12' OF A POST r t 11 >-SEE DETAIL MU55 IU T- 0.0620 _40620 IIl -10U 1--21 tL F /Vtlh 12' MU 0.0500 C MIfl r MIN - 6000 0 0 P MIN SCREW PATTERNS FOR ALL FAECIA SPLICES.ALL FASCIAs SPLICES MUST BE WITHIN12' OF A POST fk £ 1 1 Carl Putnam, P. E. 3441 1VYLINK PLACE LYNCHBURG, VA 2450j CARLPUTNAM@COMCAST.NET Drawn By EMP /MUT () 5.5. EXTRUDED K8/5' EXTRUDED 49 GUTTER SPLICE GUTTER SPLICE 6063 T6 ALUMINUM 6063 T6 ALUMINUM O 0L... 3 ' 5' ROLL FORMED GUTTER SPLICE 3D04 H34 ALUMINUM thook By CMP % Dote Filename MUSA04.DWG s- NTs Paga # ICC ESR 1953 (2009 ]BO) 12/5/2011 Page 26 of 101 e -#-***##*.&44***-4,•0w-*,a,M4.1-i·'Awl-'**I=,$-#---4¥#*.*:-- W=-M,-*-4*'%#-4&*'1Wr,·98'It14'.'-'Le•,·V#*--·----.-.4*#w - -00775 iih 491 HOUSTON, TX 77017 (713). 946-9000 1&11 -- -5.683 0.059. 06 GA) 0.070' <14 GA) 0.105' (12 GA) -'.4 -5.683 • Revisions 8.(00 --0.042.6.500 0.024'7£75 0.032' - -0.otc"MUST BE ENGLOSED ,/--IN MU76 ORLATERALLY BRACED 0 0 0 0 O :l 3 0 2:3750 0 0 0 0 0 0 n 0 0.090---0 l 0.125- - r©j O -000,8- - 1,560 ,- b - 1.975 - -3.000-2'XG 1/2' HEADER 0.042#x3'X8' HEADER/RAFTER (Mul 3004 1434 3004 H34 49 U 0.773 @ -2.500 -1 1 Gh STEEL C BEAM ASTM 49/ A653 GRADE 50 5,683 STANDARD BRAC'KET Bu iFOR CLOVERLEAF POSTS 1 11 6063 T6 ALUMINUM HEAVY DUTY BRACKET --3.000 --5.tize:rk; 9 =%% FOR CLOVERLEAF POSTS EEC,rb:/ 4 -4912 A Fy = 36 KSI ASTM A123 G75 6-2<4412 MO h. - 1- 1%- 1#-2-0 1,01' g X 9€1 - 1.500 - 0.060 -4- T1-1-11 oIl O,090-1 01 ('RA BRACKETS FOR 1,5' SQ TWIN 6063 T6 ALUMINUM -2,702-En - -0:090 2 ra, 93' BRACKET \,21/ FOR 3' SQUARE POSTS 6063 T6 ALUMINUM 0281 50 POSTS -2.308 - -2.375-< - p-0.090 riA 'U' BRACKET42/ FOR CLOVERLEAF POSTS 6063 1'6 ALUMINUM R *p ALUM BRACKETFOR 3' SQUARE POSTS 6063T6 0.090- - r FOUR HOLES FOR 0,300,-1 /1/4' BOLT& ALL BRACKETDIMENSIONS IEXCEPT THICKNESS - -0.135 ARE APPROXIMATE -TWO 'HOLES FOR 3/8' BOLTS 3.5'Xy I BEAM POST BRACKET ALUM 6063-T6 / 19 6feg--.2.750 - RO.1'400 0 i 0 3 --3.000 5,683 DEC 5 2011 0.090 -- /*\ STANDARD BRACKET42/ FOR 3- SQUARE POSTS 6063 76 ALUMINUM,i-3,344- lf> - 6 CD 0 - -0.188+5275 \8'71(U _-7-1- ii 1b- 5.875' er 6.875'--4 , - ft-- C 87-8551£P"t· 2'.PI=.77.IN epp=z& fle: [b=*Lisa l =p C23 L, r 6'1* Mc.,wee'll· ==, I*ve:fi ·44 C 11.U f..1:·p·.EN /?r R.J>0' ·' L ti; k.# 1. L 0.032 ,032' ALUM 840' ALUM 1 ,043' STEEL 0.062-1- 1.500 -- 0091 - ALUM HEAVY DUTY BRACkET <6063T6)/mh 0.125* ALUM ' FOR 3' AND 4' SQUARE POSTS §/ BRACKET 6063-TG \N/' ./7 \ 1 JUN-i3 39 Fy r 0/56/ 3* LOCKSEAM POST A-653 GRADE 40 STEEL 3004 H34 ALUMINUM 3/16* or- - 1/4' 1 )1.5' SQ TWIN POST C MU V.5' SQ TWIN POST /3004 H34 ALUMINUM (91/6063T6 ALUMINUM fih [-31000 -]#14 SMS 2 24' f O.095*1 L 1 O/C TYPICAL- e SEE MU112 f f 1 0,0552 i 1 \1 1 ro.024'Xy·*3•Corl Putnam, P. E, SQUARE POST 34·41 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAMECOMCAST.NET -3: 4' OR 5'- MO , a &995' X3-0 ASTM' A508 GRABE A STEEL POST SEE GEN NOTE #13 FOR -CORROSION PROTECTION ' 1 3'0.024'XE)<6.5'- i 1 - ALUM SIDEPLATE :FLUTED l€·I 3'x3· ALUM POST / ALUMINUM POST 491 SQUARE POSTS t= 0,024' 3004 H34 6061 T6 ALUM 6063-T& t= 0.120- 1-:- 42 /1 1 5 k f LN==1 Ahy POST WITH l.28/SIDEPLATES , Drown By CMP 1 Check By 9· CMP Dote Filename MUSA06.DVG ICC ESR 1953 (2009 BC) 12/5/2011 Page 28 of lab 1 Stole NTS 0101 **-I.%*W•-#i»„4.r•. 4#»4·mA-- .'* -•I# -·0.125 H' -SMR/ElrE1230NZERAZEZim2E2%72,·B,a;, \j - SEE GENERAL k_4 l,/101 //·> CONCRETE OR+11/ I 1 /_.- -MASONRY ANCHOR / lilli 5 SEE TABL-E 7.5/ 1/4' LAG SCRE\£_,d-J1-2 FOR FASTENER/ SPACING /A 1/1/STUD, CONCRETE 1110 SCREW,4 1 114 #:-OR MASONRY WALL --V SEE TABLE -* -T- STRUCTURAL 1 EXISTING DF WIn 4.19 OR 4.20 1 FRAMED WAI PANEL %-7.'J" OR"G" / TYPE ALUM HANGERS 04 k MIN WALL 7 1 1 \6063 Te 1= 0.060" \ 5 A /6 1/4 / 3004 H34 t=0-040"3.5' MIA #14 SOREW \ " LAG SEE TABLE 7.5-4 u"aPI-1*. SCREW 4(/ =7'51/.1 1 f>- 2.25" EMBED -1 2 <LETRUCTURA PANEI /SHEATHI TABLE 7,7 DISTANCE /NEA 49§,499/ LEDGER AND WALL ATTACHMENT MIN 3,5' CONCRETE SLAB FOR CONSTRAINED FOOTINGSSEE SHEET M87 ALUM W/ t = 0.120" OR STEEL POST WITH 12" FOR FOOTINGS UP TO d=39" OR 18" EMBED FOF -re-1--- -1 FOOTINGS UP TO d=48" f *...,g.-:·i ,_·-- i.·•..···. .w·-:··6... ·>-»*6.e.*r,·via,irar,A€4·/il=i,#=,*=2w>0.•.,%*411f1·*-*- ETE #21 Seal with permanently flexible / & waterproof sealant\ CONTINUOUS 2"x6- DF LEDGER BOARD1 /- OR PROVIDE SIMPSON STRONG TIE MSTA36/ (ICC ESR 2105) A7 SAUCE LCCATION COVER -ATTACH COVER / W/ 0.019" ALUM 111 i 1/AS'PER MU105 L :Mittitil.11!tilmll'littill 11. 1/4.Lag. Screw PER TABLE 7.71Lfrwl th - crmanentlyConple-tely seat Flexible & water- proof sealant 25' min F. r Synthetic Stucco orLother non-structural covering (1" mok. thick)COntinuous SPECIFIES THE ALLOWABLE : TO FIRST ROW OF POSTS fafda b STUCCO ATTACHMENT DETAIL WITH ]_EDGER BOARD AJITACH WALL k - PER DETAIL SEE GENERAL NOn EMBED1 /ADA MIN ALL WOOD WALL ATTACHMENT DETAILS MUST CONFORM TO GENERAL NOTE #21 FOR WEATHER PROTECTION ROOF COVERING IS: A MAXIMUM Elf 3 PSFHEAVIER ROOF' COVERING 3 SHALL REQUIRE ADDITIONAL \ ENGINEERING ANALY·SIS Existhig 2:x wood framing \ mi n.24" 0,0. D,F, Larch-,- 20 GA ASTM A653 GRADE' 4433 STEEL '8RACKET SIMPSON STRONG TjEA34. [- OP, S\MUR 1-£00:01 2i.2*X Darci 7 'Ak 06 ANGER -0.861 MU105--/AL 1E #21 FOUR #8 WOOD SCREWS INTO IU\FIER AND 2X FASCIA 2X DF WOOD ONE PER RAFTER FAZ CIA 0 0 B,-4-.-.¥.&*a./.--I#-*-Im-,#w.-i-- Revisions e a 4 en eig.61/4 4 - 5 warl Arg ·'N4624150)10 K JA ¤'-2 fla IX OR el- Q .*¢2*j Zmas f.1 LLh 76%?@ZE_ #org & El M & 1 i RT**ik 12' OR 18' ONE 3/8" x 9' STEEL RODS (REBAR OR THREADED) OR BOLTS CENTERED d ON POST ('ih FREESTANDING OR ATTACHED POURED 42§/FOOTING ? -\-POST r-DETAIL MU87- 4#- OR MUBD i b STAINLESS STEEL 96"0 W'/ 2" EFFECTIVE EMBEDMENT HILTI KWIK - BC)LT TZ (ICC ESR 1917) MAX FOOTING SIZE Ill i #\ # r .OVERHANG EAVE Live/Snow Load RAFTE IMAX DJSTANCE TO FIRST ROW OF POSTS "L" Solid Cour Wind i SiZE :EAVE.OVERHANG 1 (24" O/c) . 6- . 6 12- 10"24" 30" 90 MPI·p B I 2x6 21'47 21'.0, m·a- 19'-3" 1291 2x4 21'·0'17'-6'r *a'0-9" 1 -2*8 21'-0- ' 21'-0 ' 21*21'·0'21'4 10 04 . 1 2,4 · 21'4 14'-6" ·7-7" 5.7 01,811 90 MPH Exp C i 2*5 2147 21'-0'21'-0 - 187-- -369 ---1-- mIT-- ----TE67---- icE-----....3TW.- --'.Em- -'- am 10 par 1 2x4 21'-0' 11tl'.'9.10" .2-1"oe 110&1PHExpe 1 21tS -2105---- 21'-0 13'-7 1 2.3,8'-1 • . 2xll 219 2110' 21'4'214' 17'-6·' 20 Ps!i 2*4 18'-0'9%30 514"24 C-4. 100 MPH Exp C I 276 18'-0'1847 16'-2' 10'-8' 7'-1'- 0228- - 1847·18'-0'18'·0'18'-0' 154" 25 0 0 23[4 18'-0' §*-8:4'-10" Z-r 8:.3· 100 MPHExp C 7 2KG 1.5''784' 15'-9' 10-4" 5-V #14 SMS SEE TABLE 7.3 FOR QTY- ONE BOLT DIAM, :<MN) - A 52 8'39* r 0 2015ALC-6/y JU 1.2 3 Carl Putnam, P, E. 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLFUTNAM@COMCAST.NET IS d = 34"2xB 18'-0 15-0 18'·o·18'-0 182-10' 1 4% 44)?9 / 3 1 - 30 pif 2x4 17'0 7.7 -34'1.4.C'-0/ 110 MPH Exp C 24 17'-0 17-0 ' 12-9' 801' 57 -· 2,[8 17'-9 17·9 17'a';16'-7,1 11'-9' :AL!0/4 SINGLE SPAN ATTACHED FOOTING 40 psf 24 149 S.93'Z€ 0.4 r,1 -1 . 120 MPH Exp C 2(6 15'-0' 19-0' 9'-8' 5110' 3-2" DEC 52011 21<8 15-1 . 15'-0'19-0 12-7* 8'-7 60 W .2*4 9-10'9-17 ra' 0>€r *r 13£>MPAExp C . 216 13'-0,11'-Er 64.3-7, 1'01· 2*8 · 145-0' ly-0' 13'-0' · 127 0-7 1 Drown 4 CMP Check By CMP Date FIlename: MUSA08.DWG Scale pdge# NTS ICC ESR 1953 (2009 ]BC) 12/5/2011 Page 30 of 101 ¥ ir -% *..Z2/.*.*Ill>Z0*-6.·..pi·.2'·ae·-42/.:4·'--'I i 1...I-- fy==-1 - i i F f ALUMINU!M 0.042"X3*8 #14 SCREWS (10 PLCS)JA, /\ »DETAIL MU83 3"x3" P.OST -·--LA 14 SCREWS MAX -FOOTING SIZE (10 PLCS) d =24-" AND 90 MPH Exp B SLAB 3 DOUBLE 2"X6.5" OR DOUBLE 3"XB" HEADER -1---71Cz-- { MAX FOOTING SIZE i d=34"|- -SLAB ATTACH MAXIMUM (1107 t th 0.042"X3"XS" ALUMINUM HEADER. ALUMINUM ne...#14 SM SC "H" BRACKET 41.MAX FOOTIi Oce=.IS d=29" A 0 6 PLCS)MPH Exp C 0.040"x3"*3"tvPOST , 1 1/4" BOLTS ASTM A307 OR W/' 0.5"0 STEEL WASHERS OR #14 SMS ,- SEE r TEXT FOR QTY /l 5" MIN @@ ! /Gih 411/ LI 11 Revisions 1 (A d-0:·' 3>=*14 .SM SCREWSI /494 (8 PLCS) CD t--,0 -4 [Di j #14 SM SCREWS REWS 3"x8" BEAM |1 ;1 .-/.1 1 (8 PLCS)Zil;Fm /·Pr,i AG SIZE 1 -F ly--TYP SPACING i filig*,3/6 6 "#.P4 L:. 4ND 9,0 .6,1-1 0r'.4 - 24" 0/C 1 ¢, -ey... SLAB cb p-- -r dj 'MAX FOOTING IS3"x3" POST I d=31" or T.WESEE.E, d n. 5- /1 0de&**fl r- 1 ,i r 90 mph Exp C S:LAB ; ' /Mui 1 1 41 0 2 419 ' '€1t 0 l i r- 1 ,- 1 i' 11 ,' 1 2"X6.5" -1.4 ';IXC 1 1 \ 6 11 1 SIDEPLATE 1 ="*igi moo 0)11-'.M.:ejbcr··All -3 - D e DOUBLE OR SINGLE 3"X8" STEEL C BEAM. BOLT LAYOUT FOR .P.2:4 4- O r0,211.L 4 -eVI S SPLICED AND NON-SPLICE ATTACHMENT *4:1.aiwiliBLI= 14, SINGLE HEADERS: iMFEFFEl-1 USE 4 BOLTS/SCREWS FOR FOOTINGS UP TO d=29 *M15#2gA...* 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. j t J 1 WIND CONDITION = 90 MPH EXP C 1- #11·xl/2" SMS-,0 4 EACH SID'E 41.37 0.040" ALUM POST 1 11tl #14x3/4" SHEET METALOR SELF DRILLING SCREWS F-SEE TABLE FOR QUANTITY '# OF #14 SMS or SDS 3XE STEEL C HEADER f 2Ed'6585- 1 Cubic Footer Size "d" (in) 1" MI-N DOUBLE HEADERS:USE 8 BOLTS/SCREWS FOR FOOTINGS UP TO d=37"USE 12 BOLl S/SCREWS FOR FOOTINGS UP TO d=43"USE 8 BOLTS/SCREWS FOR SNOW/LIVE LOADS. UP TO 30 PSFUSE 12 BOLTS,/SCREWS FOR SNOW/LIVE LOADS UP TO 40 PSFUSE 16 BOLTS/SCREWS FOR SNOW LOADS UP TO 60 PSF 'LALUM 2=0.120" OR·STEEL POST 3" POST-- --Q'%7- AM U \119 SEE TABLE 7.3 FOR NUMBER OF FASTENERS-.h.k /-Detail MU82 or MU84 #14 SMS USE COLUMN A96" BOLTS USE COLUMN B X«l POST ATTACHMENT DETAIL TO-N-*11 SLAB OR FOOTING SINGLE SPAN*c ATTACHED UNITS ONLY 'ofE,St ,>· JU 1.20 10 14 ./ 20 1 25 }29 1 31 1 1 1 A Cort Pulocm, P. E. 3441 IVYLINK PLACE LYNCHOURG, VA 24503 CARLPUTNAM@COMCASTNE[ A'LUM W/t=0.120" i OR STEEL POST ' 40:d /00% 41-9>/ t-DETAIL MUSO OR MU82 -USE EIGHT #14 SUS OR SDS MAX FOOTING SIZE d=34' & *9.-911?»Aa TWO # HI:LTI HIT=HY 150 MAX-SD (ICC ESR 3013) W/ 2.375'; EMBEDMENT -47 W/ 1'0 W,ASHERS FOR FOOTINGS UP TO d = 26' CMP ATTACHMENT TO 3.5' COiNCRETE SLAB Check By CMP FOR 10 PSF LIVE L:OADS Date TWO ANCHORS UP TO 110 MPH EXP B OR 100 MPH EXP C FOR 20 PSF LIVE LOADS AND HIGHER acrefne MWSA09.DWG TWO ANCHORS FOR WINDS UP TO UP TO; 130 MPH EXP C - ;Scale Pago # ad i i. ICC ESR 1953 (2009 8¢) 12/5/2011 DEC 5 2011 Page 31 of 101 - .Em22 SOLID COVER 5.0 POST SPACXNGS FOR PATIOAND COMMERCLAL COVERS IN 90 MPH WIND AREA 0.0112'*3"1:8" Box Beam (Detail MU76)IC·ouble 0.042-".<8- Beam (Detail MU113) I Double 0.040'x:r'xE.625' Beam (Detail MU1131 Fleestanding 0, Attached Freastanding 01 TA.E: w,20< . < MVPOSTLENGTH MAX i'1AX rOS'I' LENGTH MAX MAX POST LENGTH GROUND TRIB POSStrlit·lure :IP.·lultispan '1Jr,ils Structure :Muflispan Units Siruclure ]Mukes[ m j Un'its Allached Fieertaiding 0, 72 GRouND i ·IRits 1 peer SNOW *DTH Si'.AGING IEEO•D A¥.}l ER 0' 10' 12' 1 P')Sl- MIN inOTER 8' 10' 1>.' £ i POST FOOTER 8' 10' 12·SNOW W:DTH SPACil LOAD (Fl i ON SLAF;FOR |COTIGTRAINED I OOTEP,SPACIN,·1| POST SIZE CONS·1'FLAINEi) I-OCTIEI-: SPACING POST SIZE CONSTRAINED,IOOTE'y LOAD 1 (FT} 01! SL (PS'91 (FT)SLAB PIE . ;da l -fi· U "4•'I-Y'PE 'd' „d. TYPE i' "d- d- 1, -d" ,(psfJ; l<r:T)11 81 K. (0) ]1 (17) 19 On) (in) El rn! 1 (ffi)(in) | 0-n,1 # r ._ #(in). iii)1 ®1 Z I 8% MPH EXPOSIJRE S Lo UPI·1 Expot # MIN 2•..·ID•• 712- 6·-2·· f 5%1' 4'-10" ' 4·17- 4·'4" 4'-2" 3'10" 3·26'• ' i 3·.0" I I 9'40" 1 DA'. 6.2-E 5-4" E " E 4'-9'E 4.8"E E 4'-0" E 3%10" £ E 3'-3 E 3·-0 E e 0.042"x3".:9' Box Beam (Detail MU76) IDouble 0.042'xy'18' 48 LE 5.T ----·--AAched Freestandin.' 01 I Altached Structuie r.lumspan Units Structure 1.24 272-moid t>Xicjf-Li'WTH Il,ZAB. FOR ]SPAGING| POST SFE |CONSTM·.]NEr; FOOTE'l»ACIN POSI SIZE, r MtN.limoTEFSLAG (FID < TYPE ·d·' "d- i ·d'· < 'd'· U (FT:) TYPE : Y1. 1 (in> .. (in). {i:,1 (in): # Cin) UltE C c.r 105 L•·I-i·{EXPOSiff<Eit It--J Beam (Detail Mt)113) Double 0.04092'*6.625" Beam (Delail MU 113) Freestandii}fi 01 Atlac.hed Fi·eeslanding cr bMultispan Units_Suucture Mulliaeon Uii.ilsMe: POST LENGTH 1 8.7. POST L liNG TH6' 10' 12' POS-1 MIN FOOTER 8' i 10· 1 12·CONSTrNED FOOTER SPACING POST :SIZE CONSTRAINED FCO.EfV 1 7 3 -d· t'FT) 11 ¥PE "d". V | "d- | "1· UU-t A 18 9/25 26 18 23 26 10-8- D 25B 19 22. 74 25· ' 94 6 23420B1922258'41" 0 24 B 19 21 23 24 8·-4- 5 D B B 19 21 23 24 B 395'B 19 24 22 24 19; 21 22i 23:B- 3--0-' 61. 18. 20 - 6--T-- E 25 8 ' 2-10" B ·19 20. 22. 23 0 6·-20 E 25 |B B 19 20 6·-0-E 0 24"19 20 E 25 | 2-57 B 19 20. 21 22 50-4" E 25 8 2·€·B 19 19. 21 22 E 3 3.5 9'.b·· 4 4-5 55 4 2 4'-fO- 8 8.5 , 4·-0·· 9 6 31-91, 95 3-7 1101 B A 18 23 24 26 16"8 26 27 29 4 14·-6" B . '21 24 . 26 27 25 LIVE 3.5 22 24:25 C 22 25 27 = 28 ( 17'-4- B 2t 34 25 . 27 LOAD IB 19 22 23 25 22' 23 25 ' 26 ONLY 4.5 24 11·-0'·22 2S 24 25 5.5 . 1244" 24 25 9 19, 21 22 23 16* · 0. ·24 24. 25 ; 28 ! s'-1 6·' C :23 23 2423 25 24 24 24 24 B 9€24 25 D 24 24 . 24 24 8.5 :B 8 20 9 7'-5·3 20 20 i 21 22 8'26· E 25 i 25 25 25 7'-10" D 24 24 I 24. 24 1 925 B 3. 20 :20 20 22 8'-2" E 25 ' 25 , 25 [ 25 i 747·' D 24 24 | 24 24 10 69 B 3. 20 20 20 211 7-11" E 25 ' 25 25 25 7'-4" D 25 25 25 25 11 6·-r B 3 20 20 20 21 7·-5"- I E 26.26 26 26 4 8-1.1- D: I 25 25. ! 25 25 36 12 S 3 :20 20 20 21, 9-0'· 1 E 28 26 26 26 1 6.26·· E 25 25 J 25 25 I 13 542 B 20. 20 20 21 6·-7- - E it; 26 - 26 _ 26 6·-2_ - E- 25. 25 <25 25 (in) (in) 191) (i,1 27 25 - 1-36- -10·.5" :¢ 22 # 25 ' 27 28 26 282. 29 9%6'0 , C 22. 25 26 28 26 27· a9 [ 847 0 23. 24 | 26 27 27. 28 7-8= 5 23 , 24. 26. 27 25 27.28 89" I D 23. 24 26 27 2525. 26.28 | 70" 8 24 mt | 25. 2624 ' 28 27 1 6'410": D 24. 24 25 2§ 26 '27 '6'-9· D · 24. 24 24 26 25. 25 27 1 6-2' : E 24. 24 24 26 25 25 20 I 5-11·' E 24 24 | 24 25 26 25 ·25 26 1 5-8" E 25 , 25 1 25 25 25 25' 26 |- 4-57 :E .25. 25 | 25 25 25 25 26 | 5·-3·· 8 25. 25 25. 2525 . 25 . 26 | 2-0• E 25. 25 ; 25 | 25 90 MPH EXPOSURE H 3 9'V 4 7%1'· 4-5 18 .23 25 26 15'-6· ' 8 | 22 26 ' 281 29 13'·10" 8 21 25. 26 28 |5 19 23 24 25 G 23 26 27 29 1229.1 . 8 22 24. 26 27 5.5 19 22 24. 25 13·22' 23 25 27 28 I c I 22 24 25 27 19 22 23. 25 12441··C 23 25 26 2 11•-1"C 23 24 25 6.5 19 21 23. 24 ' 11•-r 6 i*4 .25 -26 27 = 10'-5" C 23 23 25 26 7 19 21 23i 24 10'-11'· D 24 24. 26. 27 . 9.-11" C '23 23 . 24 263 j 7.5 20 21 22 24 10'-4'· D : 24 24 25 27 : 9-5" C 24 24 24 25 8 22 23 2-40" i D 25 25 2527 ' 9'-0!' D 24 24 24 25 85 20 20·22. 40 9·-5" '1 0 25 25 25 26 · 8·-7" i D 24.24 : 24 25 9 20 < 20 22 23 9-0" 19 25 25 25 26 1 843·' . D 24 24 24 25 9.5 50 MPH EXPOSURE B <614, ONLY 4.5 . 16·-1" B 22·-3" B # 5.2 1.IVE 6 19·-5" 8 0 LOAU 17'-0- 8 4 | 4 9 5 | 137 8 3 4·-1 5.5 12'4" 8 16 J 11·-1" r B ; 6.5c 10'-5 7 9-5 7.5 9·-1" (8 8'-6" 8:5: 8'-0 9 7-6" 915' . 7,-2" 10 6'-J" 11 6'-2·' 12 1 5,4 13 5'-2" Ii - 89- T- 3, i "16 ' 22 23: '- 24 1 11'-10'· D' ' 20 . 25 26 28 1 I 10•-8·· C '19· Q 23 1 25, 268 0-7" | B: 17 21 '22· 24 1:0'-10' D '21. 24 26 £7 9·2107 C :20 23' 24 · 26 B 5'=14 B 17 21 22 23 961- ' 0, - 21 24 20 23 24 | 25 B 4·-7 ' 1 B 17 20 22 29,9'13" 21 : 23 25 20 8'·2· . D: 21. 22 24 5 25 4'-2-B 17 20: 21 23 21 22 23 25 24 7461'22 21 1B 20 6'-1·'h 22 23 5-10"18 20 , 21 5·-Ill·' E 23. 23 23 24 54·87 ' E 22. 22 22. 2322 18 '19 21 '5·-8" E 23 1 23 23 24 5'-5" E 22. 22 2 2518 19 21 9-6" E 23' L 23.. 24 24 5'3" E -21. 23. 23 23B i 2 3 'i 8 2·-8",8 17 8, 3 j An .B 29 B 17 8 i: 1,7;3'-0" i B '2'-50' B 8 9 20 : 20 21 23 · 848· I 0 25 25 25 26 7·211" D 24 24 24 25 90 MPH EXPOSURE e 0,105 MI ?H·Expt)SunED B & 20 i 20 21 22 , 8'4" , D 25 25 25 24 : 7-8·' D 25 25: 25 25 30 · 3 9'-6" J B -5'-87 - B ·18 B ; 20 20 21 22 ! 8'-0"E 26; 26 26. 26 7-W 0 25 25 25 25 3.5 84.2" 8 5'-0"B :18 B 20 20 21 | 22 6 748' E 26 26 -26 26 , 71-2 D 25 25 25 25 |4 74 8 4-6. B 18 B L 20 ! 20 . 2,1 . 22 · '7-5·· ·E·26 26. 26 26 i 8·-11- D 25 25 25 25 4.5 6·-47 8 4·-1" B 18 B , :20 20. 20 22 :6%11·E 26 26 26 26 0-6'D 25 25 25 ' 25 5 57 8 37 8 18 B ,20 , 20 20 21 6'€E 26 26 '26 | 26 6'-2.- E 26 26 ' 26 1 28 5.5 542··B 3-5"8 18 B ; 20 20 1 20 21 5-2' E 26 26. ' 26 26 5·-10.E · b 1 28 25 . 26 .6 4'-9'8 32 B 18 90 MPH EXPOSURE C 5, 105 MPH EXPI )SURE B 6.5 494·· 10 3 22·-9 B 8'4" A UVE 3.5 19'·S'B 7-2" A LOAD 4 17·-0 ·B e.(5· B ONLY 4.5, - w.·4 B 5-11" , B 5 13'-r 8 6%5" B 13 124"8 5·41• I B 6 11'44·8 4Ug. B 6.5 109 8 4-5' B 7 *8" B K.2, 6 7.5 9-1"B 3-11" B 8 8 3-8 8.5 840"B 3'4' -9 7'-6" 8 344' 9.5 7,-2"B <3-2" 10 6•6" B 3··0" 11 0-27 B 2%9 12 5'·8=B 2-75 13 5·-2 9 8 7-3" 23 24 22 :23 :25 9 22 23 24 : 8 21 23 24 7 21 22 24 7 B 241" B 2'-7'·B 19. 20 21 23 9 215"B lEi 20 21 ; 22 5' 24' 0 19 19 21 22 5 19.. 19 21 22 20 25 26 28 1 141-2. C. -7 26, , 28 1...36 31 - 12'-8" | B: '23 1- 26 28 ' 29 7 4'-1" 20 24 26 22 13-0" C 25 . :27 | 29 31 :11*4" | C 24 26 28. 29 7.5 3'-9 8 20 24 25 27 124* D 25 27|29 :30 10-10·' |C 24 25 27. 29 & 3>E 8 21 23 25 26, 11·3• |D 25 |27|28 30 10'-2•' |C·25 26 27 |28 :85 3·-4" S 21 23 · 24 26 [ 10'-6" D 26 26 1 28 29',967- 0:252528.28 9 3'-2' B 21 22 24 25 9411" D 26 26 1 27' 29 94)" 1 10 1 25!25 26 ' 27 90 MPH EXPOSURE,B 21 22 f24 25 9•-5" 0 26 26: | 27 29 8'-7" D 26 26 26 27 40 3 7·12" B 21 . 22. 23 25 8·-11·· D 27 27 . 27 28 1 8'-7 ] O 26 26 . 26 9 27 3.5 6'-2·· BI 21 22 , 23 - 24 0-6'E 27 27 27 28 ' 7-10"' 0 26 26 26 27 4 9.5" B 21 21 23 24 8'-1-E 27 27 27 28 7-6·· 15 28 26 :26 26: 4,5 4•-9" B 1=. 44" 5-11" B 16 21 22 24- || B 16 20 22 23 1 -D ZQ 24 25 B, 16 - ,20 1 21 23 f 8%10" ' b 20 23 25 26 26 02 L Li li 1.u} UdFIr 8 16 ' 20 ' 21 22 |I 8-2" 5 20 23. 24 25 IBUILDING PRO tbt) 816 1 120 £4 t 2: t At 2/20 6'< 1 U .'2 / 1 Zt 27 0 424··t5 y-77· ' B 16 19 21 22 & 7'-7 E 21 22 24. 25 21 21 22 24 ! 7·-5- E ' 28 28 28 28 6'-11" D 27 27 27. 27 5.5, : Selle 6 - 3·-3- h B 16 19 | 20 22 | 7-1·' E 21 22 24 :25 21 21 22 24 E 28·28 28 18 6%8" i E 27 27 27 27 6:9- B ' 3'·0·' ( 8 1:6 19 :20 23 ] 614·' 5 21 22 23 24 ,/E? 8. 22 22. 22 23 8-11· E ' 28 28 2 28 545" | E 27 27 27. 27 ! 6.5 3·-4" , 0 1. 2:210, ' B 16 18, 20 21 1 ·6+ E 21. 22 23 8 122 22 22: ·23 . ·6•-8" E 28 28 28 28 E 23 27 27 27 B 2·.8"B 16 la ; 20 21 94,11" E 21 21 23 B 22· 22 22 . 23 I 6·42" I E 28 28 28 1 28 5'110· 6 28 28 28 28 7.5 20-lou I B 2'·6'·B 24 f / [062\114144_16. 18 19 21 6'48" E 21 21 22. 24 1 1 1 \ 7\ & 4 22.. 22 1 23 S-lou 'E 28 28 28 ' 28 5·-6" ' E 28 -22 i i 1 - ; 8, 1 248" , ,e . 24• 8 16 · 15 19 :21: I i 5-4" E 22: :22 22 24 1,1 *[* 64/\1014 j , B 22 22 22 22 E 29 29 29 29 . 5-2"E 28 28 8.5 2-6" 8 24" 8 16 18 19 20 561" E 22 229 244" 8 2'4- B 46 16 119 20 · 4'-11" E 22. 22_ 22 , 23 x eq.,4. /\,cu"1 ' le DEC 5 2011 * LU #N *2013 ICC ESR 1953 (2009 IBC) 12/5/2011 Page 39 of'101 Ao· -5. 22 26 - :28 29 9'-10" 6 21 · 25 27 28 -10- D 22 26 '27 29 ' 9'-0" D 22 24 25 27 1 D 23 26 27 28 8'4" 0 22 24 26 27 5"D 23 25 27 28 7-9- 0 23 24 25 27 10" 5 23 25 25 28 - 7·-3" D 23 23 25 26 E 24 24 26 27 6'-10" , 0 23 23 25 -11" :E 24 24 25 27 :6'-5" ! :D ! 23 23 24 26 E 24 24 25 27 IE 124 24,24 25 2 24. 24 25 26 5·-10" 4 24 24 :24 25 10" E 24 24 25 26 5'46" E 24 26 24 25 E 24 24 24 26. 5'-4" ·E 24 24 24 25 E 25 1 ·25 ! 25· 26 521' , E 24 24' , 24 | 251E 25. 25 25 25 ' 4'40" E 24 24 24 | 24 - 1097" D 19 24 26 SOL.ID COVER 5.0 POST SPAC;NGS FOR PATJO AND COMMERCIAL COVERS IN 90 MPH WIND AREA0-042"#3'48" Box Beam (Detail MU76)1 Double 0.042"xy'*8' Beam (Dulall MU11 3) Dot.bio 0240:92 *6-625' Beain (Detail MU;13)0·012'*3'x8' Box Beairt (Deiaij MU76} # 100ubm 0,0,<223"*8'; Beam (Detail, All)'113) Doubt& 0.040-x2036.625" Beam (D€vail MU113) TABLE 5.1h Allautted IFreestanding w _ Attached TABLES.1;Ailached lk-reeslanding 01 1 Attached Freeslanding oi XEU;21'Preestanding oi Freestard-Ing 1 - Attached-fteestar'ding 01 Slructure iMulliapan Unite SIn£ture M,!Itispan Units 'Slructure [Mullispan Unils Struct.i.:,0 Il#Atpa,1 Units Struclii re 1.ititfist,an Units Skucure 'Mull.span lk,its GiCOUN[i f TRIO POST POST MA): 1 MAXPL·S.·LENGTH i i MAX POST LENG I H MAX MAXPOST I.ENG·11·1 61:6-fiND TRiB POST POSI-|% MAX MAXPOST LENGTH MAX:U.AX POST 1.Efa:THGNOW WIi]-11-1· SEMCING :,EQ'[g POSI' MIN 1Fdo-FER 25· 10· 12' POSr MIN BFOOTERA 8· 10· 12· it, POST MiN FOGIER S' 10' i 12' 2 :SND'W iVA[}114 SPACIN{4 REG·Di poST MIN 01FER 8' i ICI' 12' #I 'y»r M •·"' LoTE a· 9 -10· F 12' posT ,1 m 1 12 1 LO/·iD 1 (FT) ON SLAB , FOR ?,SPACING. FCST SIZE SIZE CONSTRAINED FCOTER-SPACIN{4:ONSTRaiNED FCO·I·ER CONS'TRASNED FOG·1·ER SPACINGN POST S12E CONS! RAINiED FOOTER SPACING POST S[ZE CONSTRA;i·VED FC<)TER LOAD (}-1-3 ON bLAE# FOR ;SPAC]NG r'OST k SCZE CON,1 RAINED r-00·113 1(Pt; 5 (1) SLAM'j JFT) , TYPE " ··.r C} 1 2- 1, (FT) T)·PE g -d- *d» ;, V· -0- (FT> =TYPE 'd" d· -ir '0 (ps'=)[Fi) 9 SLAB (Fr) -rYPE f -d• ir | ·d• | 9· | (.1-T)"d" [-'i 'dr , ,Gq): Gn) H (ir,) 4 2:CiA) :U {in) On) 8 0,0.1 (ill) 1 Cm)i (in) fln> MAX SPACINGr'Csr ! "d• . POST SIZIE 1 1-fPEB V 90 MPH EXPOSURE D 90:MPH EXPOSURE C er 105·MPH EXP•)St;RE B 8 6·-11" ' A i 17 ' '5 - 23 2-8 L ·12* d 1 21 25 .27 1 28 11'25" C 20 , 24 25 2624 | 11'.7-' f D | 21 25 -26 27 10·45·• ' G 20 23 25 -26 40 i LOAD- 4 17 . 24 1 ONLY ; 4.5 8 5-1' B : 17 21 . 22 23 9-11" ' 1 22 24 25. 27 :940' D 21 5 23 24 25 77-1" I ;6 iS·-11' 8 4'-07 8. 18 20 21 22 J ' 8·2 D 23.23 24 ' 26 7'47' 3 D 22 22 , 23 246.5 5'-5 1 8 349,1 11 1.18.19 ' 27£ 22 7-10- i E .23 23 2-4 25 7-3.·' D 22 1 22 23 2454" 8 8'26- B 18 0 10. 21 22 7-2 · E 23 · 23 24. 25 E-11·1 D 22 22 23 24 , I 7.5 4'-90 B 18 ·192022· 7-1'· 'E·23232425 57-D 25 23 23 24 8 41-5" B 3·-1·1 1 8; 18. 19 ! 20 -21 6·-9* E 23 23? 23 25 6'•4" E 23 23 22; 24 i' 8.5 4'-2·2,11·•B 18 , 19. 20 21 6,16" ; E -23l 23, 23 24. 6%1·' E 23. 23 ' 23. 23 9 3Lil Bi 2'-9*B 18 z 12. E. 20 21 23 : 23 23. 24 5'-10" E 23 i 23 23 ,23 9.5 : 3-9' B · 2,-8• B i 18, i 18' b 20 21: 1 '5'-11·' i :E 24 | 24, .24 24 :5'-89 E 23 23 23 23 60 10 8 2·-fi" 8. 18 ! 18 20 2-1 5·-9'· ' 2 24 24 24 24 E 23 23 23.23 3 1 7,4 3.5 1 F2 4 5.5- 4.5 4'29"Ar 4.4 5.5 ' 3dl- 6 6,5 3'-4 "B 3'1- 7.5 2-10» B 8 , 2'-8" , B:i 8.5 BI m m m·mamm 4'·4" 3'··10'· 3-6 3'-2? 241• 2-8• 2'26'· 2-4. 2·-2· 2.1" 1 011" | B . 17 22 24 | 25 17 22. 23 25 | 8'-10· 17 21 23 | 24 17 Z1 22. 24 1 7'-6 17 21 22 21 18 18 19. 21. 22 4·46" 19 20 22 44" 0,1./como> 27 29 8%11' D T 21 24. 26 27 gD 22- f -4 28l 801• 0- 21 24- .,26 27 1 D 22. 25 26 28 7-6 D 21. 24 25 26 | E 22 24 :26 27 | :G'-11»U 22 :23 M £ 23 '24 :26 6,48" 17 22. 23 24: 26 E 23 24 25 .27 N 8·2·1·22 23 25 E E 25' : 26 23 :23 E E 25 E 23 25 E #23 23 24 25 4'.8"E 23 23 Z3 24 24'24 251' 466' 8 1 23 1 - 23 -23. 24 90MPHEkPOSURED or 105 MPH EXPOSURE 6 3 2 4'-10·' | H 4'.e 11 · 3 5 15 U 4'·2" M B 3·-6·· 7 6 74" I B 18 '18: 19 21 · 5·4" i E 34. 24 24 24 , 24 5•.1•·E 24 24 24 24 4 CS•.-7-S B iS . 27 29 30 10'4' C 22. 25 27 28 23. 26 2'-11"B 28:29 9'-10·'22 25 27 ' 28 5.5 2-7 B 24 26 - 28 29 9-1" ) D 23 25 26 28 B 24 25 27 29 845·' D 23 24 26 27 65 2,+- B 24 25 27 28 7'-11·· 0 24 # < 25 27 7 8 21 25: 26 28' 1 1 7·46·· . 0 24 24: 25 28 25 25 26 27 7'-1 -, ED 24 24 25 26 OVER· 25 26 27 ' 6·-9" 0 24 24 | 25 26 HANG 25 25 25 27 6'-S" 2 25 . 25 25 26 (Fr) 25 25 25 27 . | 691" i E 25, 25 25 26 0'3'3.3·4· 25 25 25 26 5-10" : E 25 25 ' 25 25 1•3.5 4'4.5 26 20 26 26 | :5'-8• E. 25 - 25 25 25 | 2 Wa :11/8 :rd: 26' 26 26: 26 :5'-5" E 25 25 :25 25 3•Illa n/a /9 2&26 26 26 i 5-9·:E 25 25 25 25 4·ala nia 99·MPI 1 EXFOSUIER· C or 105 M 'H EXJ'OSU:EE B 2'.·10" 20 11'-·:0"18 24 | 25 26 11*to. :0 1 3.5 10'·2· 8 B 19 23 1 M 26 10'-10" 0 4 ! E-1 1- 8 5'-1" 8. 19 22 ' 24 25 9'·417 D 4.5 j 7-11'· | B 447- 8 19 ' 22 .24 25 *-3- b5 | 7-1' | B 4•42* 8 19 22.23 25 89 D 5.5 69 8 7-11" 3 19 21 | 23 24 8'-1" E 6 5·-11" B 3'-7'• 8 19 21 1 23 24 748- E 65 8 3-4"B 19' 21 , 22 24 T-2' 7 3.2" 1 B 19 21 23 23 6'-10"E 7:5 43-95 B 2·-1'1'· I B 20 22 23 E 8 4·:5·8 :2'-9 B 19 20 22 23 E 85 4'-2··2.-8··B 20 20 21 23 541- E 9 3'-11 8 2'=67 1 B 20 20 21 23 5,8.E 9.5 0-9" :B , 2'-5- | B < 20 20 21 22 2'-7 2·-4 24" 2'20" 1410 TABL E 5.2 TFUE UTARy WIDTHS FOR SINGLE SPAN ATTACHED STRUCTURES PROJECTION OF SINGLE SPAN STUCTURES (FT) 10· 11' 12· 13 14' 15' 16' Tr 12 4.5· 5 5.51 6· 6.8 7 7.5·8, 8.9 9, 5 5.5'6· 6,5'7 7.9 8· 45 9' 9.5 Txfa n/a 6.5'7· 7.5' 8'8.5 9.9 9 nia ·Wards 144 rf/a mi 9.9 10· 10.6 nta Wa nia Na Wa nda nja Wa nja Na 27 28 7:8" 0 20. 24. 25 27'f f - 11- j = -1 l- =E l f26 27 P 7·4· D 20.23.25 26 25 27 i 8'-5" E 20 23: 24.26 25 24 25 24. 26 57 25 22: 25 24 24 25 23 23 21 21 24 4'-4"E 22 22 23 24 let 20· 21· 22·10.5' 11' 10' 105 lil'11.5' 10.5' 1¥ 11.57 · 12 11' 11.5' 12 12.5' Wa lia 12.5·13' 90 MPI-· EXPOSURE- B 25 1 3 11'-4' ' a 6'-11" A 17; 22 237 i25 12-8' [ 3.5 9.-6.8 6·-2- 8 17 21 23 24 ' 11·-7 4 1 4.-6"B 5'-6"B 17 . 21 22 24 10'-8'· 45 7·-6'B 5··1" 8 17 21 22 23 9•-17 5 6'« 8 4'48· B; 18 20. 22 23 9'<r 515 ;i 6,-24 8 49 B 18 20 5 21 23 849" 6 1 5'-8 E' i 4'.0' B 18·20 21 . 22 5-3" 6.5 5•-29 B 3·-8 8 18 19 21 22 7-10" 7 | 4'-10" B 3'4' B 18 19[ 21 22· 7-5 75 1 4*8 3·-3·· 8 18 19 20 22 7'21" 8 4'-3"B 3-1" B 18 19 20 21 6'-9" 8.5 44 8 2·-11·'8 18 19 20 21 6·€· 9 | 34- 8 < 2'-9- 8 18 | 18 . 20 '21 6'-2- 9.5 3-7- 8 2'-8-8 18 18 20 21 94'1" 10 3'4 8 2·-8' 8 18 18 20 21 5-9 GENERAL INSTRUCTIONS FOR THESE TABLES 1. CHOOSE FREESTANDING OR ATFACHED STRUCTURE 2. CHOOSE PROJECTION, WIDTH AND OVERHANG OF UNIT 3. DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCIURESITE (PATIO UNITS USE 10 PSF MIN. COMMERCIAL UNITS USE 20PSF: MIN) 4. CHOOSE A PANEL FROM SECTION 4.0 THAT HAS r ADEQUATE CLEARSPAN FOR YOUR NEEDS.5. 0[AERMINE TRBUTARY WIDTH FROM TABLE 52 OR CALCULATE FROM -1-RIBUEAR DtAGRAM ON MUSAGN01 6. CHOOSE A HEADER FROM TABLE 5.1 THAT HAS ADEQUATE POST SPACING. 7. USE THEAPPROPRLATE FOOTER WZE SHOWN TABLE 5'.1 ICC ESR 1953 (2009 IBC) 12/5/2011 C 21 26 27 28 if-7 C : 20. 24 25 -1 26 .TABLE 5.3 Post Requirerients 0 21 25 l 26 . 27 10·-5" G: · 20 ' 23 25 1 26 ,for Attached Single Span Structures D 21 24. 26 27 9%8" C 21 23 24 i E 1 Post Desciiption Max POSTI 6 22 24 25. 27 940" D # 21 23 2A1 | 25 Hgt CODE] Delail D 22 23 , 25 26 8.66 0 :21 1 22 24 i 25 T·.vin. 0.012",1.5•xl.··3· Scioll 8' A IMuioo D 22 53 25 26: .1 8'-0- b 22 22 23- 25 11-win 0 062"y.1.5"xi.5' Scroll 9'B 1 MU·100 E 23 | 23 24 26 7,7· D . 22 ! 22. 23 24 0.024"x:r'xy' Post w/ Sideplale 12' B f MIJ93 E 23 23 24 25 · 73' D . 22 ,1 22 23 24 Alurrio.·032">0'·K)"Lockseam 12' C j MU89, iE: 23 : 23 24 25 61-11·· D : 22 22 23 24 Alurn 0.040"%3"x 3" Lockseam 12' D i Mu89, E- 23. 23 24 25 67 E | 23 23 23 24 Alurn 0.055"xMAT' Fluted 12 E 0,10 E 23 23 23 :25 6:4" E ' 23 23' 23 24 Steel 0.045'xhy Lockseani 12'F I MU80 E 23 23 23. 24 6'-1" E 23 23 23 23 |Alum 0.120'x3'k3" Square 10'G ! Mt.196 i E | 23 23 23 24 5-10· El 23 23 23 23 Alurn 0.12094";<4" Square 12' H Muso | E 1 24 24 24 24 528'E 1 23 [ 23 23 23 Steel 3/16"*8"%3" 15' MUS:i E | 24 24 , 24 24 E ; 23 23 23 23.<.Steel 1/4'-x.3"*5 15' J i.iU'3 Steel 3/16"x494"1 15' ,K j MU93} 8. FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN |Stoyl 3/165(5175'15' 4 - < Mue T TABLE 6.1 AND TABLE 5.3. UPGRADETHE POST F THE HEIGHT IS NOT SUFFICIENT.FREESTANDING AND MULTIRFAN UNITS USE TABLE 5.49. Fl]249'7?NE 0/C SPACING OR#OF FASTENERS FORATTACHING TO WALL'FROM TABLE 7.5 AND/OR 7.7 10. WmETHE APPROPRIATE DETAiLS (MU01-MU 120) FOR RATO SLABS: MULCW 1 -6 FROM ABOVE THENSLAB 7. DETERMINE MKLMUM POST SPACING ON SLAB FROM TABLE 5-151-AB 8. USETHESMAL[.]ER OFTHEPOST SPACING ON SLAB OR HEADER PQST SPACING SLAB 9. FOLLOW 9-j[ 0 FROM ABENESLAB 10. FORTRO POST STRUG URER* USETAErEEW.:ROMS,HEET M3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES Page 40 of 101 iTABLE 5.4 Post Requirements for Multispan and Freestanding Structures Post Desctiplicn Max Maximum PosT Detail i Height Footing: CODE Stee[ 0 043'k30>:3" Lockseam 8' d= 21" ' E 1 MU89.j Alliin 0.120"€3"*3" Square 10' d= 22' 8 1 MU96 Alurn 0.120' x3"x3- Square 8' d =24" C 1 MU06 |Alurn 0 120'*4'44· Square 10' d =27'E |MU50 Alurn 0.120"y4"x." Square 8' d = 29"E |MU50 |Ste•:13.·'18'b,3"x'.9. .12' d =28"E |MU93 Isteel iM·'xi'xy 12' d = 30" E MU93 (Sleei 3.6'94"Al' 15' d =28" G'l MU93 1Steel 3.-'16"x4'>4" |12' d = 31•1 MU93 |Steel 3/'16-'x5'*5 15' d = Steel 36·ir"x5'15'·10' d = 38"J . MU93i341 H MU93 -*io#/2=_,L BU'LD NG PRODUCTS 2440 AlbrightHouston, TX 77017 <,<GERN €j' (713) 946-9000 Car! Putnam. P. E. 3441 ]vylink Plac€ Lynchburg, V.A 24503 l ,1 /-3- -:rcartputrlam@comcast. nel r x x 1 \%042%24441. DEC 52011 \/ 31 9 1.J 3 k t 8 1/ 21.2324 8-4, E 20? 25: B 16 :24 22· j 24 || 7'-6- E 21; 24B :16: 21 22 23 : ,6·-10" E 21 24 B 16 20. 22 23 6·-3-F 21 2319. 21 22 9-1" F 22_B 16 20 i 21 23 & 5'-10" F 21 23 B 16 20 21 | 22 B 168 16 19 21 | 22 | 4·4- F 22. 22 16 1.9 _30-1 22 U :116- F 22 22 7.0 POSTAND FASTENER REQUIREMENTS FOR COMMERCIAL AND PATEO STRUCTURESTable?.1 Required N,inibar of Fasleners forShearing Loads Nurninum Materiai Gage (in)Steel Gage ·(in) 0.;024 0.024 0.032 0.036 0.040 0.040 0.060 0.060 ' 0.041 0.041 H i '1 J Table 7.4:· Required NumbeK of Fastenersfor Tension Loads Aluminum Gage (in) 0.04 0,06 . 0.060 0.090 0.102 KLMNO Alldwable Width, for Attached Two Trib.Post Siructurns on Slab Width (ft) Live or Ground Snow Load 10 ps¥ 20 w 42'-10" 3.5 36'28"19'-4" 4 32'-1 16£111! 4.5 ' 28'-6"15'-1 " 5 25'-8"13'-6. 5.5 23'-4"12'·4" ABCDEFG -==Ill;./.......=.=....=., Footeli Design ; #14 3/8":B 318" B #14 #14 3/8" B #1 'Size Uplift SUE; BOLT BOLT SMS GMS BOLT SM d {in)(bs) : 189 424 566 '243 315 708 462 12 100 , 1 1 1 1 1 1 1 13 127 11111 1 1 14 159.1 1 1 1 1 1 1 15 195 2 4 d 1111 16 237 · 2 1 1 1 1 1 '1 11 21 2 1 1 2 1 1 1 18 338 2: 1 122 1 1 BUILDING 1 3/8" B 1 #14 3/8" B ' 3/8" B #14 Wa":B 3/8"13 #14 Design Footer :1 Spacing between bolts.·:.nd screws S BOL-l' SMS BOLT BOLT SMS BOLT BOLT SMS Wplift Size' :shall be 2.5 times thQ shant 5 1384 · ;507 1522 406: 128 481 721 255 : ; (lbs) d (in)diameter 1 1 1 ·1 1 1 1 1100 42 2 The edge distance of bolts and f < 1 1 .1 1 1 1 1 · 127 13 3 screws shall to 3 Uniesthe 1 '' 1 1 1 1 1159 14 siiank diameter 1'1 1 Il 2 1 1 1 ' 195 15 i 3 Connecliolisshall be arraliged so that the 1:1 1 :1 2 1 1 1 237 16 center of resistance 01 lie connection shall 1 1 i 1 311 2 . 28·1 17' coincide wHh the resultant line oi aclon 1:1 1 3 1 1 2 338 1·8 ort.e loadi PRODUCTS 2440 Albright Houston, TX 77017 (713) 946-9000 Carl Putnam, P. E. 3441 ivylink Place Lynchburg, VA 24503 carlputnam@comcast.net L 19 397 3 1 122 1'1111 4112 397 19 El'-5"1133-4 1 1 2. 463 20 TABLE 7.6: WALi.. ATTACHMENTS FOR LAT TICE COVERS 6.5 1949"10=5"20 ps/Slab 90£ 20 463 i 3 2 12212 1.1 1/ :2 17;18'-4" n/a , 21 536 - 3 21221 2 1 : 2 1: 2 6 2 f :3 V . 536, 21 1 . GRND' Wind - #·of i 1:7'-1"aja ·22 616 1 4 2 2 3212 1'211 .2 5 2 1 3 i 616 22 ':SNOW Speed i Screws'At-UMINUM RAFFER SPACING n/8 6 2 2 3 " 722 Slab i (PSF) · EXpOSU.2 Rafter MAXIMUM ACUMiNUM RAFTER SPAN-23 704 . 4 223 3 1 2 1.,2 1 el 2 2 1 3 704 23 · . LOAD · and · per 1:2" 10" | 24' | 30" .| 36" 8.5 15'-1"fnha.10 pst Slab 90B 722 j4 2 2 3 3 2 2 1·21:'2 '9' r,/d 24 800 : 5 2 2 3 3 2 2 112 i, 272 2 4 800 10 -110 mph . 2 24':24' 24' 19' 16' Table 7.1 10 psf Slab'908 885 i 5 324322121. 3 7-2 2 4 886 Slab- ·I LIVE i Exp C : ;3 i 24 24% 24' 19'16' 25 904 -- 5' 3 2 4. 3 2 2 1 5' 2 '1 i 3 8 2 2 4: 904 25 i 120-' ; 2 i '241 19' . 13' 10' : 24 1017 : ;6 3244 2 3 113,1 i 3 8 3 2 4 , 1017 26 'LiVE ,3 1 24'19' 13' 10' 8' MAX ,27 1139 - 7 3 3 5 4 2 3 1: 3 4 3 2 5 . 1139 ..4 ) 24 19' 13' 10' 8' POST POST DESCRIPTIONS POST 28 1270 7 3 355 2 3 1'3 1! 4 Ii/a 3 2 '5 12270 28 .25 2 24' 18'12' 10' 8' 18' 12' 10' 8' TYPE DETAIL HGHT 29 1411: 8 435 5 2 4 2 3 1[ 4 Wa 3 2 61411 29 . 3- 1 24' 30 1563 9 4 3 6 5 3. 4 224 2 2 :4 ;Wa 4 3 7- 1563 30 i 4 ' 24 18' 12' 1 (I 8' Tv,in 0.03221.5-xl.5" Scroll MUI 00, MU90 8 31 17.24 Wa 5 4 76 3 4 2 4 2 t i '5 n/a 4 3 7. :1724 31 : P 30 2 4 20'15' 10' 8' 7 Twin 0.00:r'>:1.5'91.5' Scroll MU100, MU91 9 32 1896.Wa 5 4 7 7 3 5 2 24 2 .5 n/a 438 1896' 32 3 20' 15' 10' 5 7' 0.024"xy'x:Y' Po:I wi Sidcplales MU98 12 · 33 2080; i Wa 5 487352·52'=6 0/a 5 3 9 1 2080 33 - 1 _; '4 1 20' 15' 10' 8' T i Alum 0.03:2xry.3· Loctseam MU89 12 . 34 2275 i Wa 6 5 98452:52 :6 n/8 5 4 9 i 225 34 1 40 2 15' 12' 8' 6' 5' Alum 0.040"D,3-xy Lockseam MU89 12 1 35 2481 - n/a 6 5 9. 8 4 625 2!17 rda·6 4 n/a - 2481 35 ! - i 31 - ! 15' 12' 8' 6' 5' Alum 0.056%<3'%3" Fluled MU95 12 36 2700 Wa 7 5 Na 9 4 6 2 ' 6 2 7 1/8 6 4 .11/a 2700 36 i 4 15' 12' 9 6' # Steel 0.0431<3'xt" Lockseam MU89 12 - 37 2931 - r/a 7 6 0/a nlai 5 7 3 6 2 8 nia 7 5 Wa 12931 60 2 - 10' 8' 5 4 3' Alum 0.120"xy'xl" Square MU96 10 5 138 3175 : n/a 8 6 :n/a n/8 57373:84 ria 7 5 Wa : 3175 38 3 10' 8' 5' 4 41 i Akirn 0. ·120'x4"x4- Square MU50 12 .39 3433 . In/a 9 7 nia nia' 583-73, 9 48 8 5 n/a i 3433 39 *S'crews are #14 screwswl 1.5" embedment into Geo.5 solid wood (Douglas'Fir) Steel 3/16"*3"x3"M 093 15 i 40 3704 , Wa 9 7: :n/a n/a 6 g Si8 3i :Wa Wa 8 6 n/a : 3704 40 Steel 1 /4"x3"x:"MU93 15 .41 3988''i Wa n/a 8 n/a n/a 6 9 3, 8 8 i i n/a n/21 9 6 n/a: ' 3988 41 ' Steel 3/16')(4":<4'MU93 15, : 42 4288 : n/a n/a 8 4/a nla· 7 , rila 2 lSteel 3/16"x*5'1 MU93 15',43 4601 q n/a nia 9 n/a ria 7 nia Z Table 7.2 - : 44 4930 1 nia n/a 9 inla rda 7 n/a 4 45 5273 i Wa n/a Wa Wa n/a 8 n/a I 46 5633 :n/a n/ai n/a,n/a n/a 8 nia E 47 :6008 Mia; n/a nla Wa rt/a 9 Nat 48 6400 nia n/a :Na inia rita rva rda i 49 '6808 . nla n/a nia nia n/a nia; n/a f i 50 7234 1 r/a nla' nia 0/a n/a n/a fl/a :€ Fastene,·Terminologyv #14 SMS = #14 sket metdi of-SDS screw, 1/2" minimum length 3/8" B = 3/8' Diameter Bolt See General Noles for specifics on fasteners !Lk WIND SPEEE.SNH 1 Clearspan on this chart in the distance from the wall to the first row of columns. ,(MPH) AND ; LO, 1 2 1 tilti Kwik 8011 TZ' (IC.C ESR 1917) 3/8" diameter and 2" eflclive embed and 1" diameter steel EXPOSURE : (PE viasher or other anchor w/ 400# allowable shear and 200# allowable tensile vs live, snow, wind and --VE- - 0 LI\ seismic loads. 3: Masonry anchors most have an allowable shear value of 400# and 200#tensile for live, snow, wind i 900 :m or seismic loads or be 5ped·fied by a design professional.1 165 B. i LA 41/4" I.ag screws musl have 21/4' of penetration into studs and 0.5" washers ,105 C These lag screws musibe installed as per AFP&·A NDS Section 11.1.3. See General Note ,110 B LA #19 for washor specifications.9 110 C i :2 5 10 and 20 psfaie live or snow loads. 25- 60 psfare snowloads. 8 For ANC3 and ANCA wood framing must be SG=0.5 or denser (Douglas Fir- Larch) $10 31 ,Wa nla 9 8 nla .. 4288 42 4 6 Ala nia nla 7 n/a 4601 43 1 i :Wa 4 1 '11/a h/a n/a 7 nia N ,4930 44 Irda 4 2 Wa Wa nia 8 - nia 5273' 45 nja nla inla rda 8 nia ..5631 46 i : nia:4 : i n/a rda nia 9 rda . 6008 47 i i n/a 5 1 : n/a Wa nia 9. nia ; 6400 48 5 i nia 5 -I ; n/a n/a nla n/a rk ' 6868 49 5 : n/a 5 ; i n/a nia _ n/a L n/A n/a 7234.50 TABLE 7.5: WALL ATTACHMENTS FOR SOLID COVER STRUC-TURES ANC 1 ANC 2 ANC 3 ANC 4 'El ' PANEL'0/C O/C 'NUMBER OF FASTENERS PER )VIi- SPAN : SPACING z SPACING :S-FijI) @ 16" O/C SPACING AD ¢FT) : CONCRETE MASONRY *4 P 2 1/.4 L,\4., BF) :ANCHORS ANCHORS' t SCREVE SCREWS -13 : 9' -16" i 16" 1 /E - 18' 8"8- 2 2 9 . T : 16.1 -16".1 1 /E 15'8. -8" 2 2 0 T 16" i 16"·2 2 LE 14' ; 8" _E 3 3 5 1 9' -8. ' :2 2 14' : 8 8" 3 3 ' TABLE 7.7 STUCCO ATTACHMENT TO WALL ALLOWABLE DISTANCE TO FIRST ROW OF POST3 -16Bm-------;i---r=2iot Ground Snow F 1.ead (psl) 2 Lag. ' 3 Lags 31ILags: 4 Lag# - EKO"B Exp .C Uve 10 13'-6"' 20'-21' 13'16" ' 18' 90 mph N/A i Live 10 11' ,16'-6" ! 11'14'-6" 110*h 90 mph 1 Live 10 10' ' 14%10" 510'1394"100 mph ilive 10 8'27" 13'-1' 8'.8" 11'-7 110 mph 40 4'-10"7'-5" · 4'-10"6'-7" 5' 324" 1'-5"60 3'=2 Lag = 114" Lag Screw with 2.25" perietraion inlo G=0.5 wood (Doll#las'FirLattice Stuctures always use 90 mE,h Exposure B for tile wind caftdition -L Isgul»N,1 /590,1/1 A A PUDD\' 1 I [C 6-41149 3 23 1 011139 11 1 14\1 \ R *36,-2015 /.\ Ett 6/F®19 \I. \\ /fj. 1 Live 20 7'-1 10'-7' , 7'-1· 9'-9 110 mph 25 7'-8" 11'-7" D 7-8" 10'-3-110 Ill¢ 30 6LS"6'-6"8.-81' 1 I 110 mlih 110 rrih 110 miki SO 91%11 30 1 8' : 8,8.2 2 8"3 3 9 , i.IN i# 2@13 <Zivt.4 I 40 1 13' ; 8- _8" : 4 a j \#ORC,K?5 MS-2009 601 9 8.8. 5 4 3 DEC 52011 ICC ESR 1953 (2009 BC) 12/5/2011 Page.96 of 101 7% 1 912 Pn Kz , 0.7 0.98 height factor, Exposure B and C Kzt 1 Topographic factor Kd 0.85 Wind Directionality factOF 2 1 1 Importance FactoF G OES Gust Factor Cnet 1.2 Net Pressure Coefficent Dead 1.psf iDesign Design j Panel Span <P)Down Load Up Loaa 1 9 Wind Caa (psf).(Psf) 1 A=---======-=---===-=--=-----7 4222*Lfmph)Emes.!Ef....skjafl-_.....leL_ __yl___.„28fu_t 85 8 11.0 11.2 12.2 10.6 j 1:2.6 1.3.690 3 12.3 12.0 1 100 B 15.2 15.5 16.5 14.9 105 0 16.8 17.1 18;.1 16.5 8 18.4 18.8 19.8 18.2 B 21.9 22.4 23.4 21.8 B 25.7 26.3 27.3 2.57 Patio Cover Length (L)1 85 C 15.4 15.7 16.7 15.1 90 C 17.3 17.6 18.6 17.0 0,1,2%pir:3EEO Crom=5Emmu m:2=z=53 2440 Albright Houston, l'X 77017 (713) 946-9000 Ca¢i Putnam, P. E. 3441 Bytink Place Lynchburg, VA 24503 (434> 384-2514 carinutnam@comcast.net i 110 v li 120 Furel 130 Determine Snow Loads on Existing Structure 1 Determine Rae,f Sn6wj'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. i ; 100 C 21.3 21.8 22.8 21.2 i 105 C 23.5 24.0 25.0 23-4 110 C 25.8 26.3 273 257 2 120 C 30.7 31.3 32.3 30.7 1 TABLE 1 DEC 5 2011 130 0 36.0 36.8 37:8 36.2 1 A iMaximutn Loads:Live, Snow, Wind or Combination (75%Snow + 75%Wind +Dead Loads) Determine Wind Loads on Existing Structure 1 Determine Wine! Load, W+ or W-- See Table 1 2 Dead Load included in Down and Up loads 3 Mulitply W+ or W- by half of Panel Span Wail 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" u bearh) Max load in Y direction due to force couple resisting lateral is 146 pif (130 mph Exp C, Projection = Width) Wind 8 Wind Load |Live Loads (psf) ISpeed (mph) Exposure (psf) t 10 20 5 Roof LivelSnow + Dead Loads Ill.0 21.0 85 8 11.2 116.9 24.4 90 B .12.6 1 17.9 25.4 100 8 15.5 1 20.2 277 105 8 17.1 i 21.3 28.8 110 8 18.8 { 22.6 30.1 120 8 22.4 1 25.3 32.8 Ground Snow Loads (psf) 25 30 40 60 22 26.2 146 51.4 25.2 28.3 34.6 47.2 26.2 29.3 35.6 48.2 28.4 31.6 37.9 50.5 29.6 32.7 39.0 51.8 30.8 34.0 40.3 52.9 33.5 36..7 43.0 55.6 130 8 26.3 Determine Seismic Loads on Existing Structure (Excludes Roof Snow Load over 30 ps{) !85 C 15.7 1 Vertical Loads and Horizontal Loads = maximum of 1 psf I 90 6 17.6 i 100 C 21.8 28.2 _35.7 36.4 39..6 45.9 58.5 20.3 27.8 -28.5 31.7 ' 3%.0 50.6 21.7 29.2 30.0 33.1 39.4 52-0 24.8 32.3 33.1 36.2 42.5 55.1 2 C 6.39 XP. 6- i ,015 Clv i JUN 1.t2013 Combination Loads based on Equation 16-13 1 Determine Combination Load, C. See Table 2 3 Mulitply C by half of Panel Span Wall Load =CP/2 4 Result is wai! load in pounds per linear foot. i 105 C 24.0 ! 26.5 34.0 34,7 37.9 44.2 56.8 j i 110 C 26.3 i 28.2 35.7 36.5 39.6 45.9 58.5 1 TABLE 2 M6-2009 39.5 40.2 43.4 49.7 623 1120 C 31.3 6 32.3 t 130 C 36-8 1 37.8 43-6 44.3 47.5 53.8 66.4 E ICC ESR 1953 (2009 IBC) 12/5/2011 Page 99 of101 U 4.0 Foam Core Sandwich Panels (Detail MU34) Spans - Ratio Cover Applications Only 3' Panel ¢ Ground Panel Skin N VVind Speed (mph) and exposure , 1!Snow Load! Thickne-ss,1 890 090 Cl 0O C 105 C 120 (in) I Allowable Spans (ft)4 (Psf)8 Live 10 0024 d 15.5' 14.5· 13' 12.5' 11.5' 0.032 1 17' 16' 14.5'14' 12.5' 511 ' Snow 10 0.024 | 14' 13.5' 12.5' 12' 11'0.032 15.5' 14.5' 13.5' 13.5' 17 -11==. 20 0.024 12' 12' 11.5'- 11.5 10.5' 0.032 ,13.5' 13.5' 13' 12.9 11.5' 25 ,0.024 12' 12'11.5' 11:.5' :10.5' 0.032 13' 13' 13' 12.5' 11.5' 30 L 373073-Tpanei32FfQ Snow Load Thickness: 25 0.024 0.032 30 0.024 0.032 1-'LIDITFT-3321 1 0.032 0.032 20 6324 0.032 33247.57.5'7.5'7.57.5' L.=22-122115'121.M'LUU I 3.5" Panel ' Wind Speed imph) and Exposi.ire I F'Efound 890 C90 C100 C 105 6120 S now L -AilowabinEE--11 (ps'f) 14.5'14' I 12.5' i r-Con o 19.5' 1°8' | 16..E 16' | 14' 1 - 16'1-5'r - 14'19 mil 19! || n C ..a-„ A i i r 13.5'13.5'13'12.5'11.5 15'15'14.5' 14'13' 13.5'13.5'13'12.5' 11.5 14.5' 14.5'1.4.5' 14' 13' 12.5' 12.5' 12.5' 12.5' -113 13.5' 13.5' 13.5' 13.5' 12.5 ' 11"11'11'11' 12'12'12 12' 1 40 1 0.032 12 4"Panel --Panel Skin 1 Wind Speed (mph) and Exposure H Thickness B90 090 C 100 C105 C120| |E 1 (in) -Allowable Spahs (ft) 15.511 13.5 0.032 21' 19' 17.5'17' J 15' rr--A--no,1 Il 17'16' 1 15' 14.5' 13' 17.5'| 16.5' 1 16' I 14.5 14.5' I 14.5' I 14' 13.5' 12.5 16' 16' | 15.5' 15' 14' 14.5'13..5 9787*-512.5'12.5 Zm. =Lal=a=1 10.J W. VL-t 1:, 25 -T-6.024-1-4 1- 1 0..032-L15.5 401 E---1 0.024 11.5' 11.5' 11.5' 1 0.032 12.5' 12.5' 12.:€_L 0.024EIIIZE_0.032 1,0.'5' 10.51 10:.5.' 10.5' I.=121,1 L====, 6" Panel Ground |Panel S16#\.Ahnd Speed (mpl-i) and Exposure i ;now Load|Th:icknessl 890 (30 C 100 C105 C120 -0024rly-F22' 21"T7673-7.5,7 0,02422'i'-1-19.5' 18.'5' 16.5' 2LLEU_.22.1-l19.5,1 2'1' | 21' 120.5'LZLL18.51 I 1,9'19' I 19'ly 18' 14' 1 14' 1 14' 1 14' 14' | 16.5' | 16.5'| 16.5' 1'6.2£ | 13.5' | 13.5' | 13.5' | 13.5' I 13.5' Live 10 20 25 Table 4.21 Commercial Cover or Carport Applications 3" Panel Ground Panel Skin fWAd Speed (mph) and Exposure I r Snow Load Thickness 1 B90 090 C100 CELE.1201 [(pst (in) 1-Alimable;EERs (ft) 1 6' 1 6' B E Table 4.23, "Panel Wind Speed (mph) a'md Exposure M B90 C90 C100 C105 C120 Allowable Spans (ft) 1 i 1-2032 1 0.024 1 6.024 0.024 0.032ELJ ETi0ZIF1-333411'11'11'TTEETIF=1 10' 1_1-¢_I 1'01 1 101 1 9.Ll 400.0247.5"7.5'7.57.7.5' 0.024 0.032 ' 1-Ii*-ZOI- O.024 6334TTE.5'16.5'riETTEET-9.5' 13'13'-13'13'-117-1 12.12.12,TTT311331 12'-12'12'TETE?1 LaLLL-113_1L1.1&1111£1 ' (psfj, 1 7EES==20= 20 25 30 40 [72'12'12'"12'17 60 0.024 6'6'6' 0.032 6.5' 6.5' 6.5 Table 4.22 smm2m2™mE=m 3.5" Panel 4 GroundpaneiSkinWind--cipeed(mph)373-EFFE;;1 1-Eroundpanel'TENT Snow Loadl Thickness 1 890 (90 (100 0105 0120 Snow Load· Thickness (psf) 1 (in) r==Aiiowabie Spans(ft)-- I =12'12''12'11' 13.5'| 13.5'| 13.5' | 135"12' 11.5' 11.5' 11' 10.8' 10'12.5'| 12.5'| 12.5' I 12'11:' -11-0.032 0.032_j 9.:5' | 9.5' 1-9.51 L.EllL 0.024 7'7' - -TE74.23 3,3.A.22:,r:--EmEZ21075;Cla/lig"£232/1/123"0&£/8/'5/1011//Mn 6"-,anel:_.-__- - Ground Panel Skin, Wind Speed imph) and Exposure Snow LoadThickness 890 _221.2100-2105 C 120Allowable Spans (ft)- h'83'105'-16.ETTET34' 161167--921-37 13' |17.5'|17.5'[17.5' I 17' I 15' 15.5'TEZT14.5' 14'- 12.5' 17' 1 17' I 17 116.5' 1 15' 14'1:4'-14'13.5' I 12.5' | 15.5'|15.5'|15.9'|15.5'| 15' 40 1 60 1 rE'9.5'9.5'79.543 9.5' 0.032 | 7.5" | 7.5' | 7.5.4 11024 1 | 0.032 0.024 0.032 Metals USA Building Products 2440 Albright Houston, TX 77017 (713) 946-9000 6-5'6.5' Table 4.25 Carl Putnam, P. E. 3441 [vylink Place Lynchburg, VA 24503 carlputnam@comcast.net 12' _12'12'_1211111 | '10:'5' | 10.5' | 10.5'11015'Llgi.5' 7577.5'7.5'75'r7.5' 1=2212;£1.L.....-.L.,.221.J___ -_ - U Table 4.26 Table 4.27 Required Fastening of Foam Core Panels to Headers Trib Wind Speed (mph) and Exposure Width,90 C 110 8110 C 120 C 130 C (ft) 0/C Spacing of #14 SM screws .=L-===-211.L1LL112ULL11' T:able 42 Notes 1. These tables are for use with liCC ESR 1 953 Detail MU34 or otherapbroved plans 2. These panels do NOT have an embedded fan beam. 3. Panels areas speciifed in ICC ESR 2229 4. Attach to header as per Table 4.29. 12" 12' 12" 11" 9" 1 12" i 11"9"8"6" 12" 10" 8" 7" 6" 10 11 6" 12 8"4" 7"6"4" 14 7"51 4° 17 5"4"3" 4 */9 d 114 \< * Elp 1 -305.15 IZEEKE] ,\ME /JUN 15 1313 Metals USA Sandwjch Panel Spans 6/25/2013 f 12Page 1 1 C ------ f i r \7 /17 301 C 3 04--4-1 C- of fof 1