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HomeMy WebLinkAbout10179426_1514 E. PORTOLA - Plan (2)Li' Abl fDZ- 9 1 5\ 4 po A. N \ A U 3 A- 2 4--A A-7J Pr p4 62 € >4 16 t-76,9 p A \rio G o LA - A w 4 M m . LA 4 cri t- 3 47 (A Itc (953 2 2 A &- . Ra , 1 'q f -7 CE j 11, 4 I5 19 -p- 71/ I 13 / IN l /6 / 5 F /2»1- APPROVED PLANNING DIVISION .:ASTER 1. D.=2-€LA-_12.94.flq G.P. PLANNER 3.J GAA. ARCHITECTURAL STRUCTURAL ACCEPTED FOR CNSTRUCTION EEPARN#*A[(4& ariE REOUIRED FOR [ILECTRICAL, PLUMBING 4 MECHANICAL PLANS This set of plans and spenifications must be kept on the job at all times andik. i# uN@*ful Ap makeinjb changes oialterations on sdrill; Without-ty/lan p®Maori from the City of Santa Ana. The acceptance of this plan and specifications SHALL NOT be held to permit nor be an approval of the violation of any provisions of ANY City Ordinance or State Law. 4 Accepted By -llc n,ta €11/8 Date Issued r \\6-99/-- -1 TRANSFERRED BY DATE 1 PLANNING INSPECTION REQUIRED:ROUGH FINAL NONE < NAME--(714) RETAIN PLANE FOR FUTURE REVISIONS. SUBJECT TO fTE.EiS CHECKED AND CONDITIONSDELOW: O INTER!02 - · ONLY , O NO EXTE,.t:., ···...1.LTERATIONSMODIFI ATION WRCHITECO ALL MATERL:LS TO MATCH EXISTING f O SCREENING REQU!RED ACCEPTEDO SUBMIT LANDSCAPE PLANS ·30,30!TIONS:SEPARATE PEI Paj-i 0 COU€-r a-in feckf2tit 1 211. 22 al! times and it is,Ar) cuf· cA hou s .e- +r / 40,- alterations on same iCity of Santa Ana. j Tro acceptance of this i bo held to permit nor B provisions of ANY City Accepted By CIT' METALS USA PATIO COVER, CARPC)RT AND COMMERCIAL STRUCTURE ENGINEERING (2009 IBC} PAGES DRAWING SECTION DESCRIPTION 1 MUSAGN01.DWG GENERAL NOTES AND TRIBUTARY WIDTH DIAGPAM 1 GENERAL NOTES AND PROFESSIONAL ENGINEERING STAMPS 11 d son LATTICE COVER COMPONENTS AND CONNECRON DErAILS 1 PAGE LAT01.DWG STRUCTURAL CONFIGURATIONS 4 PAGES LAT02.DWG COMPONENTS/CONNECTION DETAILS LAT03.DWG LAT04.DWG LAT05.DWG 9'29775*ymmeyarip-4%'Ill.' PERMIT TYPE: . 97 *7999(*'23-e; rt'*Aft! 4, '6GFELECTPLBGI 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 11 6 PAGES LATTICE 3.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL COVERS USING ALUMINUM AND STEEL HEADERS !1 SOLID COVER COMPONENTS AND CONNECTION DETAILS - MECH GRADING 1 PERMIT# O 2 OCC. GROI IP4.90 MPH WIND-AEAS-3- COiNSTR.TYPE_.__._..Lr¢ijaw ME'diyJEE #eLLU=LFLOOD ZONE.EL_ 11 PAGES MUSA01.DWG MUSA01 b.DWG MUSA02.DWG MUSA03.DWG MUSA04.DWG MUSA05.DWG MUSA06.DWG MUSA07.DWG MUSA08.DWG MUSA09.DWG MUSA10.DWG STRUCTURAL CONFIGURATIONS 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 FLOOD ZONE CEATE REQ'D YES N MICROFILM 93 NO1RADIANT BARRIER @ RC RESIDENTIAL DEV. FEE SCHOOL DISTRICT YES 10 6 PAGES 28 PAGES 28 PAGES 1 PAGE M 1.DWG 1 PAGE M3 1 PAGE M4 1 PAGE M5 1 PAGE M6 1 PAGE M7 1 PAGE M8 l 4 3 6*19 1 \9Pe•,£'efVIL / / DEC 5 2011 jON 12 2013 -7SOLID COVERS 4.0 PANEL SPANS FOR PATIO, CARPORT AWERFeMMEREMUETE:UCTURES 20)2 COR'even Pfrl'gnaL5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN NORMAC'WIND.AREAS 57,<79 4107 farenn,Fr.)17" e6.0 POST SPACINGS FOR PATIO AND- COMMERCIAL COVERS.,IN:HIGH WIND6*RE*§1..2%00 (h 62(loilj*b¢OCAL PLANS nacifications must be kept on the joi 7.0 MISC DETAILS unlawful to maKe any changes or 7.0 POST AND FASTENER REQUIREMENTS FOR ALL STRUOmWRES. itten permission from the 7.0 CONCRETE FOOTING OPTIONS 7.0 REQUIREMENTS FOR LATTICE STRUCTURES WITH SURFACE MOUNTED POSTS ON CONCRETE SLABS OR FOOTINGSplan ana specifcations SHALL NOT !7.0 FORCES ON EXISTING STRUCTURES + 04 Anomyal nf t.,O 9;0+11'hn Al el' J7.0 STRUCTURAL PROPERTIES OF BEAMS, FASCIA, PANEL@.6]92!1EPya,FOR'USE B f DESIGN PROFESSIONALS 7.0 CONCRETE SLAB REQUIREMENTS FOR CONSTRAINED FOOTINGS December 5, 2011 9 11 1.....I nate ".' 2 17 B 1 '3 A· Alul PROJECTION l TRIB WIDTH'I- TRIP WIDTH - TRIBUTARY WIDTH -- OVERHANG MAR EXISTING ile€ STRUCTURE PROJECTION - TRIB WIDTH -- TRIBUTARY WIDTH -TRIBUTARY I WIDTH i I DIAGRAM . General Notes 1. Structural design perthe 2009 International Buitding Code basic foad combinations descfibed inSection 1605.3.1 and no increases are permitted for resisting wind or seismic forces. Aluminumdesign in accordance with the 2005 edition of the Aluminum Associa€ons's spdcifications andChapter 20 of the 1BC. Patio Covers as defined in IBC Appendix [shall be used only forrecreationai, outdoor living purposes and not ascarports, garages, storage rooms or habitablerooms. Commercial Covers may be used for these purposes. Camorts must have at least two opens sides and have floor surfaces made of approved noncombustible material or asphalt 2. At least one horizontal dimension (projecijon 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 the post load is 750 Ibf or less and the frost depth is zero.Concrete shall be set back a minimum of 4- from edge or expansion joint of a slab. Posts atached on slab will conform to Details LA35, MU100 or MU102. 4. Each application shall show a complete plot plan of the property and buildings. Circle the post spadng, span, etc., in the tables that fitthat particular job-5. Each installation shail bear an idermfying decal giving the name and address of mfgr., live or snow load, design wind speed and exposure and ICC ESR number.6. Lightgauge steetshall be per ASTM A653 unless otherwise specified. Grade will be specifiedunder individual details. Thickness is bape Steel. Negative thickness tolerance is -5%.7. 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 tojerance must comply with ANSI H352. 3004 H24 may be subsituted for 3004 H34.8. Lag screws shall be placed in holes prebored 70% diam. For concrete block construdion, place masonry anchors as per the installation instuctions.9. Drainage which otherwise would go over a public sidewalk shall be conected and diverted under sidewalk.10. Structures may not be endosed unless additional engineering is provided or by approval of the locai building authority.11. Ageotechnical investigation is not necessary unless required by 1803.2 of the 2009 IBC. Sci! Isassumed to be Ciass 5 of Table 1806.2 of the2209:iia©- BeeMng 1500 psfvert., 100 psY/ft hortzand doubled as per 1805.3.4. These design values do not app!541*mwd. organic silis. organicdays, peat or unprepared fil!$ and may require further soil investigation. The auikling official mayassign a load beating capacity. Units in asnow load area of 25 psforless maybabulit on 1000psT bearing soil w/0 additional engineering. Minimum footing depth is the [ocal frost depth. ICC ESR 1953 (2009 iBC) 12/5/2011 12. Thereof panels shall have a s?ope betweeh 0.25" and 1" per foot.13. AH steel shalf be gahmnized ASTM A-653 G90, A123 G45 or A'153 8-3, painted ASTM A755 or use an approvedcoaiing complying with IBC section 22032 Paint inside of al! embedded posts from the bottom to 12" above grade.Where aluminum is in contact with dissimitar metals (other than statless, aluminized or galvanized steel) or absorbentbuilding materials, likely to be continuously or intermittently wet, the faying surfaces shaft be painted or otherwise seperated in accordance with the Aluminum Desfgn Manual Part i-A Section 6.7.1.14. Wind vejocity and Ground Snow/Live load are identified in ail of the relevant tables. Roof snow loads have beendetermjned 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 Applied Roof Load 10 psf 10 psf LIVE OR GROUND SNOW 20 psf--20 psT UVE OR GROUND SNOW 25 psf 21 psf DESIGN ROOF SNOW LOAD 30 pst 25.2 psi DESIGN ROOF SNOW LOAD 40 psi 33.6 psf DESIGN ROOF SNOW LOAD 60 psf 50.4 pil DESIGN ROOF SNOW LOAD WIND SPEEDS IN THE 2009 EC ARE "3 SECOND GUST WIND SPEED.° ALL STRUCTURES DESCRIBED IN THISREPORT ARE DESIGNED USING PRESSURES CALCULATED FROM "3 SECOND GUST MND SPEEDS:FOR ATTACHED STRUCTURES THE MAXIMUM MEAN ROOF HEIGHT OF THE EXISTING STRUCTURE IS 30'. KztWAS ASSUMED AS 1.0 FOR ALL WIND LOADS. SrrE LOCATIONS REQUIRING HIGHER A HIGHER Kzt VALUE OSOLATED HILLS, RIDGES, ESCARPMENTS) WILL REQUIRE HIGHER WIND LOADS AS PER ASCE7-05 SECTION 6.5.7 AND*RE OUTSIDE THE SCOPE OF THIS REPORT. NOTE: EXPOSURE B: SHALL APPLY WHEN THE GROUND SURFACE ROUGHNESS CATEGORY B. (URBAN AND-SUBURBAN AREAS, WOODED AREAS, OR OTHER TERRAIN Wt NUMEROUS CLOSELY SPACEDOBSTRUCTIONS HAVING THE SIZE OF ASINGLE FAMILY DWELLING OR LARGER) PREVAILS iN THE UPWIND DIRECTION FOR A OSTANCE OF AT LEAST 1500 FT. EXPOSURE C: SHAU APPLY WHEN EXPOSURE B AND D (SMOOTH MUD FLATS, SALT FLATS AND OTHER) DO NOT. SEISMIC LOADMGY MARMUM Ss= 150% SHOWN IN 2009 IBC FIGURE 1613.5(1) Sl NOT APPLICABLE TO THESE STRUCTURES SITE CLASS = D BASIC SEISMIC FORCE RESISTNG SYSTEM POSTS EMBEDDED INTO FOOTINGS = ORDINARY STEEL MOMENT FRAME POSTS SURFACE MOUNTED = GENERIC SYSTEM >> R=1.25 .ANALYSIS. PROCEDURE =EQUIVALENT LATERAL FORCE PROCEDURE These roofs are not subject to maintainance workers and have not been evaluated for a 300 Ibl Maximum mean roof height of existing structure for attached units is 30'. 15. The width of single span attached solid cover structures must be at least 100% of the projection. 16. Multiple span units are allowed. 17. All structures must comply with.one of the foliowing:a. AH structures with a roof stow load of 30 ps¥ or less may be bulit 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 pif complying with :BC Sectica do not re*ire additional seismic analysis.c. Structures not comph,ing with (a) oir (b) require additiond engineering seismic anah18. Ail aluminum and steel solid panels ars class A fire rated as indicated in IBC Secuon 1505.2 Excepuu„ ed.19. All screws are self drilling (St)S) or sheet metal (SMS) and in conformance with ICC ESR-1976, ESR-2196 orequivalent and use head diameters equal to #8469,#10=t,#12=0* and #144 orsteel washers with similardiameters. All bolts are ASTM A307. All wood screws must comply with ANSUASME Standard B18.6.1 and AF&PANDS-05 11.1.4. All lagscrews must comply with ANSI/ASME 818.2.1 and AF&PA NDS 11.1.3. All washers are ASTMF:844 wi Dimensions complying with ABME B 18.22.1 Type A. Steel nuts tc be ASTM A563. The minimum washerdiameter for boited connections is 10. All fasteners will have a minimum edge distanc of 2x the fastener diameter. 20. Header splice shail not be located nearer to the end of the structure than the first interior post21. Wood used jn connections shall be protected from weather as per IBC Section 1403.2 andor 1503, whichever is more stringent22 Sading snow is beyond the scope of this report Drimng snow is covered under Detail MZ23, Atl muRispan tables assume equal spans within 20%. Ali specifications must be based on the longest aotua! span. Page 1 of 101 1 i O 1 i 1.-h i XXO!et-lei SPWI1 < 6 2 iaDm 422 1 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM@COMCAST.NET OW 1. | Cick Gy CMP1 -I 2 Figname MUSACE4011*/G i P i S=al 1 page 0 Alr I Pa.*/73ih-10/9 \\ 1\-0% BM Al DEC 5 2014 concentrated load. ( JUN 1% ¥3 Category (SDC) 1613.1 Exception #1 rs-is. r-* Dz.-h•,-- Pr 3 2 -,4mnZrmanaZ!W;Mm3mZx:min«IZ@*¤mi*Z12RizmEm!WI2a22m2mima¢?2¤mnGNMmSEmmmXfm2mmiSEmIEEZmMmSEmE$:¥iEm2223M fg,Ii*/MOKe*im5921/102U2ZZEVBME*MM¢43:k 9 ./#1*.12/„,fil-001&258=%49& 2 4/44..9„ 24. When a single span attached unit is abched to a wooden deck. the maximum dead lead + liVe/snow 10*i fr¢m the ,.,6 -'.4.8,4..1,J e #_r-@*R ,6•9/Urh./Gamit ,09792 e.4/217 e a.*patie cover is 760 las.and the post-spacing shall nof exceed thal specified for attaching tea concrete siah The. 4maximum connectien uplift load is 1162 lbs for 90 mph,Aind speed Exposure G. Connections are for mlxmium Pale £61AL 0 /Mil ¢...se. roof heights el 12 *ave grede. Theexisting deck studfore mustbeadequate to sustain:hese addRional loads. The Ne. 28531-fi.#3 / jO. % 60*80 structunk! allequacy r,jihe deck to- safelysuslain thee- addlional toadswiti require apreval by the. loacal building ."*a#A 4 \ tr-t#-2> % c.»RbeaUDY¢* er *ditional eligineeting. Sae Defail IWi. Consbuction outside ofthese pammeters rme, req,ile·additieriat §42§*d --3&777 4*184609.25. Tlts *Awle anglneming 0%49*Will not l)4 ¤*ire# for mcal bu#ding permits. Subirds®an 1br a buiding permit must 11*9 BT¢!Udel 4 F 434 49 S »9 90'1: i f h?ROFESSIONAL 14 41 1 R. GENERAL NOTES<MUSAGNol.DWS) 4 LIRUCTURAL CONFIGURATIONS#AT01 pr MUS*013 -44 RAFIER. SPAN TABLES (FOR LATTiCE STRUBTURES}. PANEL SPAN TABLE»· (FOR SQUE COVERS) 130¢ BOTH (1°41% COMBINATlf]N STRUCTURES>d. HEAI,ER POST SPACING. FOOTING SIZEAND- FQB.1- TABLE FORLIVESNOW AND WIND LOADS; e, ALLAPPROPRDATE DETAILS-· i ,;*i-ramMEFesIVbEQA lead *,at will.bereasted hylliej#&19 *wo:tuk. . _ 1,/ LI I i-16<tLOCAL BU#.DING AUTHORITY:4 \9,0 top f 61% --«24*Z'AL -4„4:Sff:Hi,*4- .96 , fr /91 yr.- .- N. -%cm, N · , s. 1-* *.f i.7 060144£),d *•,ctew.*1 822.f-\ CARL ED i * 1.2 1 L i 'E.."."..'IN- .. .I. .9.- ......MagNEER:/ 1012 i i .. . - -. 1 2 -74 4 ZE *Pric; -1, 5 Or -1 j#E ir - o x ...isyh K t. V* t.p..'. 1*314 !8104 - yel, *in -2.0-y 5*lu --I,X.i 13 '67 3 „ ir., 4.4 /648 r.*-*wr .- -·-U .,tr f,#f - 941*42 i - 11 .i =€01\ ria ir 97'·dm52dx.%.ix*-qi*Nik:-.--39 *>L-d46mQ'M:,d'4 ,*Nek 1 y/ O. Uk 38 fv Ff¢* U 4»*040, 9 R - 11/2 911 I ..0 3%%* <\ 1 90*AMV 1 4 --4/fikili,e<7 A ·t f . ·• ·U,/ 79 -% I - > 41 % ..64 I m 51 71 A f jr '194, ¥„go- 99 t. LYNCHEN VA I r= o F# Mi i Fj#* 4-' AW E.Q2- f¥*PiM.•--- 42 'L.9- f \ 9 - ...,i , tilgaa#' IND:,6.6,• V DEC 9 5 -2011 »'„•"BUD#%%4 T.VE \JA:40- i 4-jv r..Or#;*riN-#i."ir-. ,##,lttk%#,Page 2 of 101 \ / -6 ' ICC ESR 1953 (2009 IBCL12m_/2Q11 . .* -/*-I....'-.I./....#.....+''I./.*.1...'.'I-I.-..*.I'...-... I...'$+.I' .*-I-/.B-*I.-*-...-...lilli'-....+I'. I'..I)/I'..:I.-.*'I.I-I'l.:I.I.....' 4+ %. .6.1, .--·26,4 1 -· · ··%,·\j FC J N 2 \J Sm= LATTICE TUBES -1 36' MAX SPACING \b- ----je-.ZL<2 -ALUMINUM RAFTER - HEADER ALL RAFTERS MAY OVERHANG Revisions 25% OF THEIR CLEARSPAN . . @ 36' MAX ·-44 kI-C-h.Jm,;)/4 .: POST CLINMECT OVERHANG _,-*S>--C··N: im-1A- '3k &.rt>7%-->-ur . -LI .J DETAIL LA36 7 60 PSF SNITW ..0 £ r o..C 1. . . i . 4-*' f tr -»- ·. 27>. 6-11 -1 3 -' I ..# 4500= 4 .. 0 .0-L-'- .- - . 4 42. 1 4 4=. . 4 --9 ./ -- - .4 1:4 -1.- . 1 - --.- * . T-* 41 - . L..4 1.- - 4. - .L - .ezin=52 0 -4 0 -4 7 A 'U . 6/mmill-4*34-- - - ->.4Nkk<·21 1'• 1* . . . ..I 12* .. 1 L -- T / -1 * a . SNOW LUADS 1- 1- I -/ .0 MIN 3.5" CONCRETE < SLAB REQUIRED FOR CONSTRAINED FOOTINGS -2 4- %0# % LL- FREESTANDING LATTICE COVER »4%42 4-- 0.042"x3'%<8" ALUMINUM BEAM12, 14 OR 16 GA BY 34*8* STEEL C-BEAM DOUBLE 0.040")(2™6.5 ALUMINUM BEAM DOUBLE 0.0421(37*8- ALUMINUM BEAM r- ALL HEADERS MAY cs>CLEARSPAN /OVERHANG 25% OF / POST SPACING 3 g :I .1 /- FREESTANDING MULTISPAN LATTICE COVER COMPONENT. DETAILS LATTICE:LA21 SINGLE SPAN ATTACHED PATIO COVER DOES NOT REQOIRE FOOTINGS ¤ DETAIL LA24, LA25 OR LA26 REQUIRED IF DETAIL LA36 IS NOT USED. - ALL LATTICE STRUCTURES W/ SURFACE -MOUNTED POSTS MUST CHECK TABLES Ll AND L2 ON SHEET M5 4 .... 6. MIN 3.5" CONCRETE SLAB REQUIRED FOR CONSTRAINED FOOTINGS Al-TAPLHIn· I ATTErE r'n\/CD MAYTMI IM RAFTERS: LA04, LA05, LA21<3)<3 ONLY) HEADERS: LA04, LA05, LA06, LA25, LA26 POSTS: LA15, LA17, LA19, LA20, LA22 CONNECTION DETAILS LATTICE/RAFTER LA27 RAFTER/HEADER LA27, LA38, LA39 HEADER/POST LA24, LA25, LA26, LA28 POST/SLAB LA35 POST/FOOTING LA34, LA36 RAFTER/WALL LA30. LA31, LA32. LA33 HEADER/WALL LA40 NONSTRUCTURAL LA37, LA41 1 I 1 3 13 * LICENS ENG//liss hf / 1.19 611,14/i Carl Putnam. P. E. 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM@COMCAST,NET Dran¥n & CMP . 0,/di B, CMP 0.0429398* ALUMINUM BEAM LAT01.DWG12. 14 OR 15 GA BY 3»)<8" STEEL C-BEAM 4-i a a r,u,1 1660 a..i-, i a .,„,6. v.- V 6.-1 a ,lf ".1, .... ,HEIGHT FOR PATIO COVERS IS 12', Dote DOUBLE 0.0405<21(6.5- ALUMINUM BEAM MAXIMUM HEIGHT FOR COMMERCIAL COVERS Filename DOUBLE 0.042')(378- ALUMINUM BEAM· AND CARPORTS IS 15'.DEC 5 2011 ICC ESR 1953 (2009 IBC) 12/5/2011 Page 3 of 101 Page # £.-r-*u r,Lonivn I HOUSTON, TX 77017 (713) 946-9000 8.(00 E#h EW - -0.042-6.50[] -0.059' a6 CIA) 0.070' a4 GA) 0.105' a2 GA) /- MUST BE ENCLOSED IN LA[34 0.024' 6.032' - -0,040' 110.875' 1.975 09&'I 5.683 0 0 0.090 5.603 1 - 100 0 0 23750 0 0 8 0 0 0O 0 . I /0 0 00 0.125-- STANDARD BRACKETFOR CLOVERLEAF POSTS ' -1 ' 6063 T6 ALUMINUM -3.000-2°%6 1/2' HEADER -2.500-4 1 HEAVY DUTY BRACKET 1-3.000-1 - FOR CLOVERLEAF POSTS 0.042'xy)(8' HEADER/RAFTER CLA 3004 H34 /CA STEEL C BEAM ASTM Fy = 36 KSI 3004 H34 'a/86) A653 GRADE 50 ASTM A123 G75 5.683 -2,750-ALUM BRACKET FOR 3' SQUARE POSTS 6063T6 0.090-- 5.680 1 h 0,090- -DEC 5 2011 STANDARD BRACKET -a703 FOR 3' SQUARE POSTS -0.090 R _2.308- -2.375-1 6063 T6 ALUMINUM -3.344- €U 1,5. - |-0.090 · ALL BRACKET 'U' BRACKET 1 1 DIMENSIONS ; - _ -0.125- EXCEPT THICKNESS A - FOR 3' SQUARE POSTS ARE APPROXIMATE co (11 6063 T6 ALUMINUM /EA 'u' BRACKET cs - -0.188' KE./ FOR POSTS IN DETAIL LA15 -1 5£75 CU 6063 T6 ALUMINUM .028= LA 11 r 20.1400 0 0-000'8 -[-2.375-].032' ALUM -225'-.040' ALUM .043' STEEL 1 1 1 1 1.5' - 1--0.060'1-9 or 279 1 -1 -0.062' 1.1- 11 3' LOCKSEAM POST OUTSIDE INSIDE A-653 GRADE 40 STEEL RAFTER/HEADER OUTSIDE AND INSIDE 3004 H34 ALUMINUM 'U' BRACKETS (6063TG ALUM) FOR 2' AND 3' WIDE RAFTERS 5.875' OR 6.875' - ALUMINUM HEAVY DUTY BRACKET FOR 3' AND 4' POSTS 6063T6 -- 0.125' ALUM 'H' BRACKET 6063-T6 2. or k -W. 4- cr V 3' or 5' ASTM A500 GRADE A STEEL POSTS SEE GEN NOTE #13 FOR CORROSION PROTECTION EC ESR 1953 {2009IBC) 12/5/2011 -3' or 4'- 3' CiR 4' ASTM A500 GRADE A STEEL POSTS SEE GEN NOTE #13 FOR CORROSION PRO't E£ l'AEN, 1 3, 1 FLUTED ALUMINUM POST 6061 T6 SQUARE POSTS ALUM 6063-TS t= 0.120 E = 3° or 4' Page 4 of 101 -WIDTH- r 0.0249<3'Xy SQUARE POST #14 SMS @24' 0/C <TYP) SEE LA24 ALUM LOCKSEAM TUBE 0.024'X3'X3' 3004H34 0.024'*29(6.5' 0.032'X3'X3' 3004H34 ALUM SIDEPLATE 0.040'*3'X3' 3004H34 0.018'*2'X2' 3105H14 L==. 0,018'*2'x3' 3105H14 3° POST WITH0,018'Xl.5'Xl.5' 3105H14 SIDEPLATES B - t-H(IT t LA 22 r Revisions L IXQ 4 39 15 * j 20 Carl Putnam, P. E 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM@COMCAST.NET CVP Check By CMP FRencme LAT02.DWG Scale Page # NTS ILOLL * LICEN *AEER 2-I . 1 1-40 MIN:-11 DOUBLE 2„)<6.50 OR DOUBLE 3"XB" < HEADERMAX FOOTING SIZE 14 SM SCREWS (8 PLCS)d=31" 1 1 1 6" MIN 0 1" MIN 1@ @1--1- <, 2" MIN - .t e | 3»x 8= BEAM #14 SM SCREWS #14xl/2" SMS ft .- (8 PLCS)4 EACH SIDE - C LA j FOR DOUBLE 3X8 /4 TYP SPACING \22/ n = 6" ¤ = 24" 0/C FOR DOUBLE 2X6.5" 3-xr sc. posT MAX FOOTING IL DETAILS .h.= U" IS d=28*LA15 (STEEL) r X 6 1/2=LA19, LA20, LA17 SIDE PLATE @ 1 a 0 j 1/4" BOLTS ASTM A307 W/' 0.5"0 OR #14 SMS1 STEEL WASHERS SEE BELOW FOR QTY 3 1 .|-1" MIN LATTICE ·TUBE- DETAIL LA21 3 DOUBLE HEADERS USE BRACKET PER HEADER OUTSIDE BRACKET-b DETAIL LA16 -C#- - #8 SMS W/ &-0 WASHER 0 r LONGER THAN LA1 LUM RAFTER FOUR #8 SMS /7- UNDER 110 MPH '/ FOUR #10 SMS FOR / 130 MPH WINDSPEED (%) --HEADER . SCREWS ARE nCE HEIGHT j AED¥*le T,2> Vam, Vad I 19,- a<¢18 sciews i Speed I t {101. Header 2iai4}5 90 PAPH 0040 Oub»2*6 tf i MAX] 3 ecp C 0.042 0.042*knar . e 1 9 < 17 5 MAX 0.042 [8,11* S:<8 12 ™AXI ; [10 MPH 0.040 Double,2,6 7 1 1* IMAX; EXP C 0,042 0.[142*,3kr .4' 6' IE:10' 0.042 Doeble)*S 8' 3 12 j MAX Y No. 01 #$4 Sc,6,4, 11@MMi 156 #*ar'SheiC MAX; i't ap c 16G mn Dot®fastedc .PAAX; 1 1 130 MPH ' 0.040 Dsable2*6 8' · 12 I MAX' MAX eec 0.042 0.042'knr 4' i e e i toi 0:042 Cbuble 3,65 8' i MAXI MAX r MAX 16G nm r Steel C 14' I *'AX I : iGG·rn&* Dou*Sreet·C MAX i i i -TEEL POST OR #-SEE TABLE FOR NUMBER AND SIZE OF SCREWS. ALUM BOX BEAM (LA04) ALUM POST W/ t=0.120" WITH STEEL INSERT DOUBLE OR SINGLE 3"XB" STEEL C BEAM. BOLT LAYOUT FOR SPUCED AND NON-SPUCE ATTACHMENT SNGLE HEADERS: USE 4 BOLTS/SCREWS FOR FOOTINGS UP TO d=29" 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. DOUBLE HEADERS: i# OF #14 SMS or SDS 2141 618 110 Cubic Footer Size V° lin) 20! 251 29! 31134 / 3X8 STEEL C HEADER / INSIDE 3X8 BOX BEAM /-3.)(3" ALUM 1"IL< RAFTER r#14*3/4" SHEET METAL /[A \ LATTICE / OR SELF DRILUNG SCREWS HEADER / SEE TABLE FOR QUANTITY U-#14 SMS USE 8 BOLTS/SCREWS FOR FOOTINGS UP TO d=37"USE 12 BOLTS/SCREWS FOR FOOTINGS UP TO d=43" 1 USE 8 BOLTS/SCREWS FOR SNOW/LIVE LOADS UF TO 30 PSF UDETAIL LA08 OR LA09 USE 12 BOLTS/SCREWS FOR SNOW/LIVE LOADS UP TO 40 PSF uEIGHT #14 SMS OR SDS USE 16 BOLTS/SCREWS FOR SNOW LOADS UP TO 60 SliEEL POST OR- PSF ALUM POST W/ t=0.120"MAX FOOTING SIZE d=34" THIS DETAIL MUST BE USED WITH SDEPLATES AS PER LA24 OR WOH AN EMBEDDED FOOTING AS PER LA36 ' -\De,Ax 1 VIL DEC M $!all ICC ESR 1953 (2009 ]BC> 12/5/2011 Page 5 af 101 Revisions 125 8 mitf7 ¥ 00*t Carl Putnam. P. E. 3441 IVYUNK PLACE LYNCHBURG. VA 24503 CARLPUTNAM@COMCAST.NET Ched: By CUP Dale FEencme LAT03.DWG 2 toll 0006-9 CELL) LICSAW GWEER 6" P-1-2" MIN (DETAIL LAOM \03 .-r'.. TACH PER DETAIL LA37 42 49, LEL './.0 P WALL ATACHMF ALUM«- RAFTER 9212=D A ]Un -SEE GENERAL NOTE #21 -Seal with permanently flexible Existing 2x wood framing fr TABLE 7.D.F. Larch.n\ & waterproof sea!ant min. 24" O.C. FOR FASTENER _CONTINUOUS 2")<6" DF LEDGER OR PROVIDE SPACING 2, u r sue-_J MPSON STRONG TIE MSTA36 OCC ESR 2105)20 GAASTMA€53 GRADE r SPUCE LOCATION. COVER W/ 0.019" ALUM 33 STEEL. BRACKETFOUR 20 WOOD SCREWS 1 / STUD WALL 4,4111!mimilt!01111!111,11!ult [TACH ALUM RAFTERS PER LA33 ONTO RAFTER AND 2X \a 1 f-- SG = 0.5 MIN FAki# ONE PERRAFTER /4'0 Lag Screw1 / 3.5 MIN Cont?nucus 2=X fascia board Completely Seal with SEE GENERAL NOTE #21. -1 0.94* VINYL o Mt -pemtahently flexible &0.019» ALUM 02 0.035" \* -c:081 Nk 024· / 1/4" LAG SCREW' jewum#mummim Imm f -waterproof seclant 4 lorN--3>- w/ 2.25" PEN -+25" min- H 1" MIN o0 / _ ATTACH ALUM R 0 AS PER LA33 0 '35pViAer non-structural covering A MA)OMUM OF 3 PSFynthetic Stucco or ROOF COVERING IS HEAVIER ROOF COVERINGSHEATHIN(1* max. thick) -4- 2X DF WOODC LA FASCIA SHALL REQUIRE ADDInONAL ENGINEERING ANALYSIS TABLE 7.7 SPECIFIES THE ALLOWABLE (32 7 Sll A1 Revisions H Y .. V 1 e Rie.•0*b m DISTANCE TO FiRST ROW OF POSTS STUCCO ATTACHMENT DETAIL DF WOOD - WITH LEDGER BOARD --. LEDGER OR STUD .-I EE GENERAL NOTE#21 -LUMINUM RAFTER I *TABLE 7.6 SPECIFIES TYPE AND NUMBER OF-FASTENERS r-DETAIL LA13 -*-4 or LA08#14 SMS-n 41 1FOUR #8 SM SCREWS SEE TABLE 7.3 FOR QTY (331 ONE BOLT DIAM. (MIl STAINLESS STEEL 1' MIN--1--ALUMINUM INSIDE 36"0 w/ 2= EFFECTIVE BRACKET LA16 EMBEDMENT HILTIf 0-Oiflit-<f 2.:. KWIK BOLT TZ(ICC ESR 1917) 191:-h:-265'S. MAX FOOTING SIZE3 POS-1- --- ALUMINUM BRACKET 2.1.. ---Xy-94 2 f.«d = 34"/-DETAIL LA09 OR LA12 317 9% 1 1 '4. ·d 34 F V EL. -EAVE OVERHANG POST Uve:Snow Load RAFT!*EMAXUSTANCEIR.MEEM;lE.POS3.3-" -,m - 24=B 80841 Crwer Whd s:ZE ft EAVE ovIaiRMFG groic)% 6" lopsf 2[4 t 25'-OF 26 1 254 -!e*eQREXP Q_ _.0,2*8 1 25•.. '50 psY 2*4 1 254 88 .1 2547 La:803=110 Exp C 2:8 1 25-0' 20 0 2*4 1 44'-C' 2/6 . 1 14#r. Lattice=130 Exp C 2,18 F 14'Le SW #4 1 154 23,6 £ 154' 22[8' 4 154° 39 # 04 1 12'-10' 2*6 3 12910" 1 -M 1 1610' 1 40 W =4 1 5-7 206 ; 9•-7 2*8 i 90-7 m Pei 23{4 1' 6'-5" 56' 1 6'-5" 2*8 f 5-58 l- / LA A . 92· 22'4 5'-1 24 7-10' 17-10' 19-5 2-17 12-le 12-1# 047 5-71 -r=25, 9-T 4432 4-r kklk:ktkk 7-2 25-03 7.4 232-11' 17-2 25€ 254 , 2547 25'4 - 20'€124r · Te 2347 17427 80 -24 10-4' 5-0' 9-7 1'-10" 14* 11'-11' 14-0 1447 1€-0' €e 319'1'-11' 15*-4"194 1310•f\/ 1, d ·1 SEE TABLE 7.3 MIN 3.5" COLUMN A FOR #14 SMS /5- FOOTING OR 3.5 ATTACHED SINGLE CONCRETE SLAB FOR -1 ALUM W/ t=0.120" OR STEEL POST < 2) SPAN FOOnNG CONSTRAINED FOOTINGS \ ,--WITH 12= EMBED FOR FOOnNGS UP COLUMN B FOR 36" BOLTS< CONCRETE SLAB /TO d=39» OR 18= EMBED FOR SEE SHEET MS / FOOTINGS UP TO d=48» 4 KET\Carl Putnam, F. E 12" OR 18" 1 1 3441 IVYUNK PLACE t LYNCHBURG, VA 24503 CARLPUTNAM@COMCAST.NET TWO * HILTI HIT-HY MAX-SD ADHESIVE ANCHOR (ICC ESR 3013) W/ 2.375"ONE 3/8" x 9" STEEL EMBEDMENT (OR EQUIVALENT) AND 1'0 WASHER FOR ATTACHMENT TO 3.5'ROD (REBAR OR L--=.==1--===C-/ CONCRETE SLAB UP TO 120 MPH EXP C WINDS. THREADED) OR BOLT /6.- 4 1 ATTACHMENT TO FOOTINGS USE TWEI AINEMORS FOR FOOTINGS UP TO d = 26 CENTERED ON POST 1 eMP a Check Ey CMP -ACHED FOO 77 N G :Detc POST ATTACHMENT DETAIL TO SLAB OR FOOTING 1 DE© 52011 i Fitur=nlo LAT04.OWG SINGLE SPAN ATTACHED UNITS ..i /cale Pe k * CALW3*FREESTANDING OR All *p r 19 930 25 * 4 N 0C JUN 2 01. * LICENSE ICC ESR 1953 (2009 1BC) 12/5/2011 Page 6 cf 101 -M,¢•MI--ft#f.,9*-·•1-,%-q,,t,e:/w....t-.7.4,--6r-•h*2·.4·-'·Ar.>C-.n*£..._. ..##*--44-'f.. %44.,·.#-*...a X4•••et• vt•-•»-'·,»Vt·'r'*'.a'-·4 *. I.*-*#/.A-·-i ·e•v,·A '·,··,..64-1-4·.r5ry,-mPI.-"'.&.-7,.NMCU5 4#Maymna:DWmmImm]EmmmEEmmE322mmmIImm&mirna,SU]mlfmtOm:6gmsmaigWNdamblinizzigm*WBZIEVMNMllE£BEdJBm 713 946-9000 -m===-===-=-.-,ir.....xmm....I-I.=.I ·2§#e!m0mmm*2ZGEmmSm3DwamZE&mZLm%2Zm X6.y ALUMINUM OR -FIBERGLASS OR ALUMINUM .UM RAFTER NOTES• STEEL POST 114 DECORATIVE POST COVER (UBLE ALUMINUM 30)(8'1 FIBERGLASS [52 ALUMDIUM POST COVER E NON LOAD BEARING 29(6.5' HEADER 2. ATTACHMENT IS TI] Ha_n COVERING AGAINST FIBERGLASS-1 MINOR LATERAL FORCES- p -Zf STEEL OR ALUMINUM POST 3. USE MiLTIPLE 2ACKETS AS NEEDED. . OR ALUMINUM \ t ]rl-- , POST COLLAR 1.59<1.5' METAL L -*'- NON STRUCTURAL ALUMINUM -ANGLE BRACKET <TYP) OR FIBERGLASS POST SLAB OR 7 -3/89(3/4' BOLT --ALUM.INUM LATTICE-- 37/FOOTING \ <,nonnmnnmnnnonny if -4 CONCRETE ANCHOR 0 0 7-20 0 AL 2<nnint r A, ALUMINUM OR FBERGLASS\ / POST SLAB OR FOOTING ge e or. a·· € 1 ATTACHMENT X6.5' -= - UM RAFTER . . --ATTACH AS PER DETAIL LA25 4/-UMINUM -' - FIBERGLASS IR 39(8' OR ALUMINUM i.*ral 29(6.5' HEADER POST COLLAR 041%>*Ag'*WA€#N 2/& ».....24/fee 1.0.- --3'Xy STEEL OR- ALUMNYUM POST -NON STRUCTURAE' t , .. ALUM OR FIBERGLASS POST COVER POST RESTS ON GROUND STEEL OR ALLMINLN POST SECURED -BY APPROVED METHUD INCLUDING CONCRETE L--__J iEMBEDMENT OR CONCRETE SURFACE ATTACHMENT BY SCREWS OR BOLTS. FIBERGLASS OR ALUMINUM POST LA FBERGLASS POST 41- HEADER ATTACHMENTALUMINUM .0 STUB POST 0.040' MIN - WOOD THICKNESS \1 | FRAMINGSG=0.5-MIN-1 11 \If SEE GENERAL NOTE #21 FER WEATHER PROTECTION 1/4' LAG SCREWS (SIX PLACES) MAY NOT ATTACH HEADER OVER WINDOW OR OTHER WALL OPENING ATTAC» /l CJ Z X 1-1.1 am *J L f 13 0/1 71-MATCH RAFTER SCREWS 1 -- FOUR #8 SMS PER RAFTER 1 = ,-ALUM RAFTER LA /1 38 0 3'XS' ALUM INSIDE -'BRACKET DETAIL LA16 8 HEADERS 3'X8' ALUM . /11EADER \_#14 SELF-DRILLING SCREW (SIX PLACES) RAFTE ne JUD tr UTARYI AREA 1 IC-A' 11 CE ,-ALUM RAFTER t V min 1(68DemIZIZ:= Iii ..tZ:,0 1- - A2.25° MIN UNDERHUNG DOUBLE RAFTERS RAFTER SPACING MAY BE DOUBLED WHEN USING DOUBLE RAFTERS. MAX 0/C SPACING IS 60' 11- 0 l >- FOUR #8 SMS PER RAFTER \ LE-POST SPACING LA \ 40 Cart Putnam, P. E 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAMBCOMCASTNET / ALUMINUM € STUB POST-] t= 0.040' ' , \ -3>- MATCH RAFTER SCREWS - . 1 - DETAIL LA36 HEADER AlTACHMENT TO WALL MAX TRIBUTARY AREA 79 SQ. FT FOR 10 PSF 41 SQ FT FOR 20 PSF '39 SQ FT FOR 25 PSF GSLE 33 SQ FT FOR 30 PSF GSL= MAXIMUM LOAD IS 1104 LBF. *GROUND SNOW LOAD Dmn By ; CFP Chock Sy CMP E B 1 Fgentsne 31 LATold,9 1 /[A DOUBLE RAFTERS CHECK POST SPACING FOR 1 Aft# 9<re NTS HEADR IN TABLES ICC ESR 1953 (2009 IBC) 12/5/2011 Page 7 of 101 · - - -'I-"*'*:.*I' '-'·-*-9'$-##*I·'• I- - -'' *Ifl-B**#%•--7h-*)-· '.v-' .. -'w·'-• "---iD'.a-,4U:9%'; f/61[00*smimmagINREWEamadz-7 i . .. - 795*EW=,ra/=0210 0*mr (713) 946-9000 i LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES IN LOWWIND AREAS 0.024"*2%6.5" Rafter (Single Span)0.032"*256.5" Rafter (Single Span) Ground Rafter Wind Speed ald Exposure Ground Rafter Wind Speed and Exposure Snow Load .Spacing Exposure B 'Exposure C Snow Load Spacing Exposure B Exposure C (psf)(in)90 110 90 110 (psf)(in) 90 110 90 110 10 24'10'-2"8'-3.8'-8" 645" -10 24-.13'-11° 13'-0' 13'-6" 10'-8" LIVE 20-11'-40' 94* 9'-90'7-4'LIVE 20"15'-3" 14'-4" 14'-11" 11'-9" 16 12'-8" 10'-8" 11'-2"8'-6=167 16'-11" 16'-1- 1608" 13'-3" 12"14'-6,1 12'-7" 13'-2" 10'-1"17 19'-5 187· 19'-3" 15'-4" 20 24"5'-2' ! 5'-2' 5'-2" 5'-2-20 247 8'-10" 8'-10* 8'-10' 8'-10" LIVE 20 6-2" ' 6'-2= 6'-2" 6'-2" .LIVE 20" 10'-7" 107 10'-7" 10'-7- 160 7'=8"-r€ -re T-W 16"12'-1" 12-1- 12%1" 12'-1- 12"10'-2" 10'-2" 10'-2" 10'-1" i .12"13'-11" 13'-11" 13'-11" 13'-11 25 247 4-11" 4'-11" 4'-11" 40-110 25 24"805" 8'-5.5 80-5"8'-5- 20-5'-10 5'-10" 5-107 5'-10"20" 10'-1" 10'-1= 1001" 10'-1' 16 7'-4"7-4'7-4"16"11'-10" 11'-10" 11'-10" 11'-10" 12- 9'-9"9.-9-9-7 9-9.12"13'-70 13'-7- 15-7" 13'-7" 30 24-4'-1"4'-1"4tl-4'-1 '30 24-7·'-0" 7'-0"7-0"7.-0" 20.4'-11" 4'-11- 4%11" 41-11"20"8'-5" 8'-5"8'-5"8t8, 16-6'-1"6tl" 6'-1"6'-1"16"10'4» 1043" 10'-6" 10'€' 1T 8'-1"8'-1-8'-1"Er-1"12 12'-6- 120-6" · 1246 1246" 40 24" 3'-1"3'-tv 3tl"3'-t"40 24"5'-3"5-3"5-3" 5'-3" 20" 3'-8"3'-8"3'-8" 3'-8"20" 6'14"6'-4" 64"6'-4 16" 47 4'-7"4'-7"40-7" 16"7'-10" r-10' 7-10" 7'-10" 12"60-1"6'-1" 6'-1 "5- 1"12"10'-6 10'-6" 10'-6"- 10'47 60 24"21%60 24-3'-5. 3-6.3'-6"3'-6" W 2'-5" 2'-5 2%5"2'-5"20.4'-3" 4'-3"4'-3"40-3" O.0401-*.5= Rafter (Single Span) Ground Rafter Wind Speed and Exposure Snow Load Spacing Exposlue B 'Exposure C (psf)(in)90 110 90 110 10 24"17-7" ; 17'-3" 177' 14'-4" LIVE 20" 18'-9" 18'-9- 18'-9" 15'-8" 16'20'-2" 20'-1" 20'-2" 17'-6" 12=22-3" 21'-11" 22'3" 19'-6" 20 24'12'-6" 12'-6" 1216" 124" LIVE 20-13'-9" 13'-9" 13'-9" 13'-9" 16=15-3" 15'-3" 15-3= 15-3° 12 17'-7" 17'-T' 177 17'-7" 25 24 12'-3- - 12'-3" 12'-r 12'-3" 27 13'-5" 13'-5" 13'-5 13'-5" 16"14'-11" 14'-11" 14'-11" 14'-11' 12- 17'-2" 17'-2" 17'-20 17'-2" 30 24"10'-7" 10'-T' - 10'-7" 10'-7 20'17-3" 12'-3" 12-3" 12'-3 16"13'-8" 13'-8" 13'-8" 13'-r 12"15'-9" 15'-9- 15'-9" 15'-7 40 24"r-11" 7-110 7'-11" 7-11" 20"9-6" 9,-6"9'-6"9'-6" 16"11'-10" 11'-10" 11'-10" 11'-1 Cr 12"13'-8" 13'-8" 13'-8" 13'-8" 60 24"5-4" 5'-4-5'-4"504" 20"6'-4"6,-4" 6'-4"6'-4" 0.042"xy'x8" Rafter (Single Span) Ground Rafter . Wind Speed and Exposure Snow Load Spacing Exposure B Exposure C (pst) (in) 90 110 90 110 10 36 16'-6" 157 16'-20 127 UVE 32- 17'-5" 167 17'-2' 13'-7" 24'20'-7 19'-2" 19'-11" 15'-10" 16" 24'-2" 23*-5" 24'-2" 19'-4" 20 367 9-8"9'-8" 9'-8"90-8' LIVE 32" 10'-10" 10'40".10'-10" 10'-10" 24"14'-4" 14'-4" 14'-4" 14'-4" 16"1747 17'47 17-5' 1747 25 36"97 9'-3"9'-3" 9'-3' 32'10'-4" 10'-4" 10'-4" 10'-4" 24"13'-9" 13'-9" 13'-9" 13'-9" 16" 17'-0" 17-0" 17'-0" 17'41' 30 36 7'-8" 7'-8"7-8.7'-43' 32"8'-8" 8'-8"8,_8"8'-8" 24=11'-6" 11'€' 11'-60' 11'-6" 16-15'-7" 157 15'-7" 15-7' 40 36"549' 5'-9"5'-gu 5'-9" 32' 64r 5-6'6'€ 6'-6" 24" 8'-8"8t8"808'8'-8" 16"12'-11" 12'-11" 12'-11" 12-11' 60 36"3'-10" 3'-10" 3'-10" 3'-10" 327 44.4'-4"4.-4"44'1 3° Rafter @6-ok (Single and Muttispan) Ground Metal . Wind Speed and Exposure Snow Load Gauge Exposure B Exposure C (psf)Gauge 90 110 90 110 10 0.024" 127 12'-7" 17-7" 12-3"UVE 0.032" 1523= 15'-3" 15'-3" 14'-11'0.040" 16'-5" 16'-5" 16'-5" 16-5" 20 0.024" 80-7" 8'-7" 8'-7"8'-r UVE 0.032' : 11'-11" 11'-11" 11'-11' 11'-11° 0.040" 13'-0" 13'-0" .13'-0" 13'* 25 0.024" 8'25" 8'-5' 8'-5"8'-5" 0.032' 11'-8" 11'-8" 11'-87 11'-8° 0.040- 12'-10" 12'-10' 12'-10" 12'-10' 30 0.024"T€T€T€7-6" 0.032' 10'-6" 10'€ 1046' 1046" 0.040" 12'-0' 12'-0 12'-0" 120-0' 40 0.024'6'-4" 6'-4"6'4"6'-4. 0.032" 9'-0"9'-0.9'-0" 9'-0" 0.04(r 10'-11" 10'-11" 10'-11" 10'-11" 60 0.024" 4'-11" 4'-11" 4'-110 · 4'-11" 0.032" 7'-1" 7'-7 7-1"7'-1" 0.040'9'-1"90=1° 9'-1"90-1„ 16"3'-1"3'-1 " .3'-1"3'-1" 12-401"44" 4'-1"4'-1" TABLE 1.1 )SINGLE SPAN TABLES 0.024°x7*6.9 Rafter (Multispan) Ground Rafter Wind Speed and Exposure Snow Load Spacing Exposure B Exposure C (psf) (in) 90 110 90 110 10 24= 7'-4" · 7'-4"7-47 6-5 LIVE 20'8'-4" 8'-4.8'-4" 7'-4" 16"9'-8» 91.8"g,-8.81-6. 12"11 t-8" 11'-8" 11'-8" 10'-1" 20 24' 4'-4"4'-4"4'-4" 4'-4' LIVE 20 5'-0" 5'-0" 5'-0"5-8, 16" 5-11" 5-11" 5-11° 5'-11'* 12" 7'44"7'-42 7-4"T-4' 25 24"4'-1 4'-1"4ul"4'-1" 20"4'-9" 4'-9"4-g„4'·.9. 16"5'-9" 509" 5-9"5-9. 12"7-1"701" 7-1"7'-1" 30 24"3'-6" 3'-6"3'-6"3'-6" 20"4'-1" 41-1 "4'.1"4'-1" 16"4'-11" 4'.11" 4'-11" 4'-11" 12"6'-2" 6'-2"6-2" 6'-2. 40 24"2'-9" 2-9"2t9"2cg„ 20.3'-3" 3'-3"3'-3" 3-3" 16' '3'-11" E-11" 3'-11" 3'--11" 12"4'-11" 4£11" 4'-11" 4'-11" 60 24"1'-11" 1'-11" 1'-11- 1'-11 20"213" 27 2-20 2-3 16"2'_9" 2'-9 2'-9.2'-9' 12" - 3'-6" 3'-Sn 3'-6.3'-6" TABLE 1.6 ICC ESR 1953 (2009 IBC) 12/5/2011 16- 5'-3 5'-3"5'-3" 5'-3" 127 7-7 7-0" 7'-0"7.-7 TABLE 1-2 l 0.032126.5 Rafter (Mullispan) Ground Rafter Wind Speed and Exposure Snow Load Spacing Exposure B Exposure C (Psf)(in) 90 110 90 110 10 24"10'-10" 10'-10" 10'-10" 10'-8" L[VE 20.12'-2" 12'-2' 12'-2- 117 16.14'-0' 14'-0" 14'-[r 13'-3- 12-167 · 16'-7" 16'-7- 15'-4- 20 24-6-8- 6'-8.6'-8.6'-8" LIVE 20" 7'-8"T€ . T€T-8 16"8'-11" 8'-11" 8'-11" 8'-11" 12"10'-10" 10'-10" 10'-10" 10'-10" 25 24"6'-50 6'-5"6'-5" 645" 20- T-4"T.4"T-42 7'-4. 16" 8'-8"8'-8-8'-8"8'-8- 12"10'-6' 10'-6' 10'-6" 10'-6- 30 24"5%7"5'-7" 5'-7"597" 20"6'.67 6'-5"6'5"6'-5" 16'7'-7=T:r Trr 7-7 12U 91-4- 91-4"9'-4.9'-4. 40 24"4'-5'4'-5" 4'-5'4'-5" 20*502" 5'-7 5'-2" 50-2" 16'6'-1"6tl'6'-1"6'-1 12--r -r ¥-7 7'-7"7'-7 60 24"3tl-3'-1"3'-1" 3'-1" 20 34$" 3'-8'3'-8" 3'-8" 16'4'-5" 4'-5" 4'-5 4'-5' 12°5'-7"5'-7' TABLE 1.7 16" 7-11" 7-11= 7-11" 7-11"24"5'-9' 5>9"5'-9"509' 12"10-7" 10'-7' 10'-7" 10'-7"16" 858"838" 8'-8" 8'-8' TABLE 1.3 . TABLE 1.4 NOTE: RAFTERS MAY OVERHANG 25% OF THEIR CLEARSPAN 0.040'b¢"x6.5' Rafter (Multispan)0.042"*3"€ Rafter (Multispan) Ground Rafter Wind Speed and Exposure Ground Rafter - Wind Speed and Exposure Snow Load Spacing Exposure B Exposure C Snow Load Spacing Exposure B Exposure C (psf) (in) 90 , 110 90 110 :(psf)(in) 90 110 90 110 10 24" 14>5" 14'-5" 14'-5" 14'-4"10 36" 12'-6" 1266' - 12'-6" 12'-6" UVE 20" 16'-1" 16'-1" 16'-1" 15'-8"LIVE 30" 13'-6" 13'-6" : 13'-6° 13'-6" 16"18'-4" 18'4' 18'-4" 17'€'24"16'-2" 16'-2" 16'-2" 15'-10" 12"21'-6' 21'6' 21'-6" 19'-6"16"207 20'-7" 207 19'-4" 20 24"9'-2" 97 9'-20:9'-2" - 20 36"l' Ir 7'-7" 7-r 77 LIVE 20" 10'ar 10'-4' 10'4" 104"LIVE 30"8'-4" 8'-4"8 '-4"8'-4" 16"12:-0 12'-0" 12'-0" 12'-0" .24'10'-3" · 10'-3" 10'-3' 10'-3" 12"14'-5' 14'-6" 14'-5" 14'-5"160 13'-6" 13'-6" 13'-6" 13'-6" 25 24 8'-10" 8'-10" 8'-10" 8'-10' : 25 36»T-4" 704" 71.22 7'-4" 20' 10'-0" 10*-0" 10'-0" 10'-0"30" 8'-0,1 8,-0„8'-00 8'-0" 16»11'-8" 11'-8" 11'-8" 11'-8"24 9'-11" 9'-11" 9'-11" 9'-11" 12'14-0° * 14'-0" 14'-0" 14'-0"16=13'-1" 13L1" 13'-1" 13'-14 30 24*T-gn 7-9„7'-9"709' 30 36= 6'-4'6'-47' 6'-4"60-·4" 20'8010" 8'-10" 8'-10" 8'-10"30*6'-11" 6'-11" 6'-11" 6'-11" 16°10'-4" 10'-4" 10'-4" 10'-4"24' 8'-8"8'-8.8'-8"8'-8. 12¤12'-6" 1246" 12'-6" 12L6"16=11'-7' 117 117 117 40 24"6'-3"6'-3" 613" 6113" 40 36 5-0"5LO" 5'-0"5'-0" 20-T.27 1'-27 r-z' r-r .30- 5-6" 5'-6-5'-6"5'-6" 16»8'-5' 8'-5"8%5"8'-5"24'6'-11' 6'-11" 6'-11" 0-11" 12"10'-4" 10'-4" 1.0'-4" 10'-4"16'945" 9'-5"9'-5"9,-5. 60 24" 4-6"44#'4'€' 4'-6" 60 36 3'-6"3'4-3'-6"3'-6" 20"503" 5'-3'5'-3"5'-3" 2 30" 3'-11" 3'-11" 3'-11" 3'-11* 16"5-3'6'3" 6Ly 6'-3"24"5'4„ 5'-O.5'-0"5'-0" 12=7.-9"7'-9"7Eg' 7-9'1 16 6'-11" 6'41" 6'-11" e-11" - TABLE 1.8 TABLE 1.9 page 8 of 101 El.5 ESS/ 1 30- 5 JUN 2.13 * LIC#V GtEER * f · i Z BUILDING PRODUCTS 2440 Albright Houston, TX 77017 (713) 946-9000 Carl Putnam, P. E. 3441 Ivylink Place Lynchburg, VA 24503 car! putnam@comcastnet DEC 5 2011 ' era:tk 1 t l 6¥4161 I. LATTECE 2.0 POST SPAONGS FOR LATTICE PATIO AND COMMERCIAL COVERS USING STEEL HEADERS IN 90 MPH WIND AREA: 0.042xy*8" Box Beam (Detail LA04 Double 0.042=*3-*8- (Detail LA25 Doubte 0.040'x2'5<6.5- (Detaa LA25 0.042-2'x8- Box Beam (DetaH LA04 .Double 0.042"x37<8" (Detail LA25 Double 0.040196.5' (Detail LA25 TABLE 2.1 Attached Freestanding a Attached ]Freestanding 01 Attached Feestanding 0,TABLE 2.1 Attached Freestanding ot .Attached Freestandingot Atiached Freestahding o: Stucture Mullispan Units Structum IMultispan Units Structure Multispan Units .--Ill Stfucture Muitispan Units Structure Multispan Units Stucture Multispan Units MAX POST LENGTH MAX MAX POSE-LENG™ i GROUND TRIB MAX POST MAX MAX POST LENGTH MA*MAX POST LENGTH MAX UAX POST LENGTH .GROUND TRIB MAX POST MAX -4 FOOTER W,pri Tl:' 1SNOW WIDTH POST REOD POST POST MIN FOOMER 8' 1 1F | 17 . POST MIN FOOTER W 19 | 12' [ SNOW WIDTH POST RELY[ POST MIN FOOTER 8' 10 12'Posr MIN FOCmER N | 10 | 12·POST MIN FOOTER 8' | 1 1 12 LOAD : (FT) SPACING FOR SPACING POST SUE CONSTRAINED FOOTERSPACING POST SIZE CONSI-RAIME) •OOTER SPACINGPOST SEE CONSTRAINED FOOTER LOAD (FT) SPACING FOR SPACING POST SUE CONSTRAINED FOOTER SPAC;NG POST SIZE CONSTRAJNEDSOOTER SPACLNG POST SIZE CONSTRAINED FOOTER (PSF) i ONSLAB SLAB j (Fr) TYPE TYPE . fin) 1 FD On) On) 1 (m) (in}TYPE 'ONSLAB SLAB (FT) TYPE (Ff] TYPE ¥-d- (FT) TYPE (Fr)90 MPH e<POSUR_: B 90 MPH EXPOSURE B 10 3 2-4-B 13»-6- A 30 ZV-107 8 31 33 18'-2 B 20 28 30 3 W B 7-10- B fy-1- D 17.27 28 29 11'2 D 1-ME 35 19'-5-8 12-4- A 29 15<7 B 21 29 31 32 17-r B 20 28 29 31 3.5 5-17 8 : 74 B 12'-0- E 18 . 26 28 29-10'-8" . D 4 17-7 8 114- A 28 15-0- 8 - 21 29 30 32 16'-0- B 20 27 29 30 4 e#8 5-5' B 11'-1"E 18. 26 27 28 . 104- : D 45 19-1'8 - 10'-7- A 28 1641- 8 n 28 1 31 19-1- 8 21 27 28 30 45 54'8 - 51-10' B 10'-3- E 18 25 27 28 94-E 18 24 5 tB'-7-B 9-11* A 28 16'-0- C 22 28 30 31 149 B 21 27 26 29 .5 - 41-10- B 5-6- B 90-8-E 192526 27 Er £18 24 5-5 12'-4- · 8 9-4- B 27 152- C n 28 29 30 17-6- B 22 26 28- 29 5,5 44-B 5-0' C 24 9'-1 " E 19 25 25 27 04 E 18 23 6 4'-0-B 4'-8- C 23 827• E 19 24 25 27 7-10 E 19 23 6 11·=r 8 6·-9· B 27 148 C 23 27 29 30 12>11- C 22 26 U · 79 23 8.1-E 19 24 25 26 7-€E 19 23 6-5 10'-5- 8 84' B 26 13-10- C 23 27 29 30 12-4• C 22 26 27 28 6.S 8 44- C 7 9-r 8 7-11· 8 26 15-3- C 23 27 · 28 29 11--11- C 22 25 27 28 7 3-5-E 4-4 C 22 7-9- E 19 24 25 26 T-r E 19 23 7.5 9-r B 7-7- B 26 17-7 D 23 27 28 29 1145' C 23 2S 8 18 7.5 3-r B . 5-9- i C 22 7-4-F 19 23 25 26 6'-10-E 19 22 26 127 D 24 26. 28 29 11·-0- C 23 25 26 28 8 5-Or BS-€*C 22 7'-0-F 20232425 E-7 E 19 22 A X :2 :25 11-10- D 24 26. 27 29 10'-8-C 23 25 25 27 8.5 2.10-B 5-4- C 22 6'-9"F 20 23 24 25 6'-4- E 19 22 9 7-60 8 6'-5· 8 25 11·44 D 24 26 - 27 28 104- C 23 25 26 27 9 2-8-B . 5-2- C 22 0-6- F 20 23 24 25 . E-1-F 19 22 9.5 25 11·-1' D 24 26 27 28 10%0- D 23 24 26 27 9-5 7.4-B ¥C C 23 5-3-F 20 22 24 25 · 5-10-F 20 22 T€B 6'-5- B 25 193 D 24.25 27 28 1-9*024242&27 90 MPH EXPOSURE C or 105 MPH EXPOSUREI· 10 6'-9-B e.z· e 3 02 B 7-10• B 17 26 27 28 13-1 D 20 29 31 32 11'-9-D 19 25 11 6'7 8 5-9- 8 24 10« 0 25 25 27 28 9'-7 D 24. 24 25 28 30 12 5-8- B 5-5- 8 24 9-2 D 25 25 26 278'-9-0 24 24 25 26 3-5 5-10-B · 7.0- 8 17 25 26 27 12-0°E 20 28 30 31 19-9- D 20 25 13 9-2-8 . 5-1- 8 24 .9-1- E 25252627 E-4-D 24242526 4 6*-0- 8 6'2 8 17 24 26 27 11·-1' E 21 28 29 31 10·-0- Dr 20 24 4.5 5-4-8 5'-10• 8 18 24 25 26 10<3- E 21 27 29 30 94- E 20 24 10 90:,HEX=:rEC e Or:Zr EBUEB 29 31 32 20-4 8 23 32 34 35 13-1- B 5 4·-10-B 52 B 18 24 25 26 9'4' E 21 27 28 30 8'-8-E 21 24 22 30 32 34 LIVE 3.5 19'-5-8 12--4-A 21 29 30 31 15-9- 8 24 323335167-823303133 56 4'A-85-7 016 23 24 25 9-1" E 22 27 28 29 Wir E 21 23 4 17'47 B 11'-4- A 30 31 17-6- B 24 31 33 34 15-TB 23 29. 31 32 6 410"B 4'-9-C 18 23 24 25 57 E 22 26 28 29 T-10-E 21 23 21 28 55 9-8/8 4'-1-C 18 22 24 25 8·-1 - E 22 26 27 28 - 7-e E 21 23 4.5 15-1°8 19-7- A 21 28 29 30 16-5- B 25 31 32 34 14·-8-B 24 29. 31 32 5 13-7-B 9-11- A 22 27 29 30 15-6- C 25 30 32 33 13-10' 8 24 29 30 31 7 9-9 B 4'-0-C 18 2 23 24 769 E 22 26 27 28 7-r E 22 23 5.5 12'-4-89·-4-822272829 14'-9- C 25 So 31 33 13-7 B 25 28 30 31 7-5 =5-13 8 5-9-C 18 222324 7-4-F 22 25 2728 6'-le E n-n 6 11%47 8 2-7 8 22 26 28 . 29 . 14'-O- C 26 23 31 32 l2-7-B 25282931 8 3-07 B 32 C 18 21 22 23 710•F 23 25 26 28 6'7- E 22 22 6.5 104 Be-4- 822 26 29 .13'-2 C " 26 29 31 92 17-0-C 25 28 29 30 6.5 2-10*8 3'4 C 18 22 23 24 6'2 F 23 25 26 27 64- E 22 22 7 9-8•B 7-11- B 12-1 W C 26 29 30 32 11'-r C 25 27 29 30 9 2-8.8 3·.2-C 18 22 23 24 616-F 23 25 3 27 6-1- F 22 22 22 26 27 28 -- 75 9fl 8 7-7 823 25 27 28 12-* C 27 29 30 31 11'-1- . C 26 27 29 30 95 2-W 63'-0-C 18222324 6.·2 F 23 24 26 27 5-10- F 22 22 8 8'-6-s T€82325 27 28 11·-11- D 27 20 10 31 19-9- C 26 27 1 28 30 90 MPH EXPOSURE 8 85 8'-0-B 6-11- B 23 25 213 27 11'-r O 28 30 31 10'-40 C 26 3 5·-1"8 6-5-B 14 23 24 25 11'-1" E 16 26 27 28 10'-1 - D 16 24 27 28 29 40 9 7.6.86-8-B 23252627 11'-1- D 27 28 29 31 10·.7 C 26 . 26 28 29 3-5 5'-r B S.ff 8 14 22 23 24 10-1- E ·17 25 - 27 28 9-2- E 16 24 95 7-2-8 6'€ 8 23 24 26 27 10'-9'D 27 28 29 30 9'-9 CZ?27 28 29 4 44- B 5-7 C 14 22 23 24 9'4. E 17 25 2 27 E-6- E 17 24 10 0-9 6 67 B 23 24 26 27 10'-5- D 23 28 29 30 9-5-0 27 27 28 29 4.5 4,4 8 47 C 14 21 2 23 8'-7 E · 17 24 26 27 7-11- E 17 23 11 6'-2-8 59- 8 23 24 26 26 9--le D 28 28 28 30 8'-11- D 27 5 307-B 44'C 14 21 22 23 8'-0-E 18 24 25 26 Ts E 17 23 24 25 27 27 28 12 5'-t 8 57 8 24 242526 028 28 28 29 8'-6"0 27 27 27 28 55 3-5 8 3-11- C 14 20 21 22 7-€F 18 23 25 26 Tgr E 17222425 13 5-2-B 591-8 24 24 26 26 /-10» D 29 29 29 29 8'-1- D 28 28 28 28 6 34-8 3-7 0 14 20 21 22 7'-1 -F 18 23 24 25 67 E 17 22 23 24 63 2·-9-8 5-3-C 14 19 20 21 6'-8"F 18 23 24 25 E-3- E 18 22 . 23 24 90 MPH EXFOSURE B 20 3 11'dor B 9-1-8 - 15 25 26 27 14-10" C 18 28 29 30 13'-3-B 17 26 28 29 7 2.7- 8 610 C 14 19 20 21 64-F 18232425 8-7 F 18 22 23 24 19 20 21 6-V F 18 22 23 25 5-8' F 18 21 23 24 UVE 35 10'-2.8 8'-2- B 16 24 25 26 13-P C 19 27 28 30 ' 12'-2-d 18 26 27 28 7.5 2'-5- B 2-10- C 14 4 8'-11'eT..6-B 16 23 25 28 12-7 D 19 26 23 29 11'-49 C 18 25 27 28 8 2-3-8 7-8-C 14 20 21 22 5V F 1822 23 24 9-5.F 18 21 22 23 45 7·-11•8 6·-11- B 16 23 24 25 11'-9' 0 26 27 83 2-1 B 2'-6-C 14 20 21 22 54-F 18 22 23 24 5-3- F 18. 21 22 23 19 26 27 29 10'-7-C 19 25 54 F 18 . 21 22 23 5 7-1-B 6'-5-8 16 23 24 25 1 r-0" D 28 10--0'D 19 24 26 27 9 2'-0-8 2%4' C 14 20 214 22 5-3-F 19 22 23 24 19 2&2 5-5 645"8 5-11- 8 16 22 23 24 10'€ 0 20 25 27 28 9-5-D 19 24 25 27 90]H EXPOSURE- C or 105 MPH EXI-OSURE B 6 50-11-8 5-7-8 17 22 23 24 9--10' D 20 25 26 28 %-0- D 19 24 25 26 40 3 6'-1- B 6'-5 B 16 24 26 27 11'-1- E 19 28 29 31 6.5 98 B 5-3- 8 17 22 23 24 9€D . 20 25 26 27 8'-r D 20 24 25 26 •3.5 57 B 9-9" 8 16 24 25 26 10-1· E 17 27 29 30 7 5'-1-B 5'-0'B 17 21 22 23 8'-11- E 20 24 - 26 27 8·2 9 20 23 25 26 4 4'-6- B 5-2- C 16 23 25 26 E 17 27 28 29 7.5 44 8 4.-8- 8 17 23 57-E 20 24 25 27 T-10'O 20 23 24 25 43 4%00 8 4'.9"C 16 23 24 21 22 8 4'2 8 44-B 17 21 22 23 8-2• E 21 24 25 26 7-7- 0 20 23 24 25 5 3·47-8 47 ( 16 22 23 85 4'.2*B 4'.2-B 17 20 22 22 1-10-E 21 24 25 26.r-y E 2023 24 25 ' 5.5 8 5-11- C 16 22 23 9 3'-11• B 5'-11- 8. 17 20 21 21 7-1-E 21 23 25 26 7-0-E 20 23 24 25 6 7-0-By-7- ( 16 21 22 95 5-9 B 2-9.B 17 21 22 23 73 26 60-9- ' E 21 22 24 25 63 2%8 3-3- C 16 21 22 E 21 23 25 21 22 10 3-6-B 1-60 8 17 21 22 237'-0-E 2123 24. 25 1-7- E . 21 22 23 24 1 71-7 8 3-1- C :' 16 21 22 11 3-2•8 5-2 8 17 27 22 23 E-Z E 21 23 24 25 5-23 E 21 22 23 24 75 ZE B 2-10" C 16 12 2'-11'B 2%11- 8 17 22 23 24 e<r E 21 22. 24 25 9-10- E 21 22 23 24 8 27 8 2-8- C 16 21 . 22 13 2-8-8 2-8- 8 17 22 23 24 5-10- E 22 22 23 24 5-6.E 21 22 23 24 8-5 B 2-6• C 16 22 23 9 2'-0"8 2'-4- C 16 22 23 Fn Un) 18 i8 15 19 19 2G 19 26 t9 26 24 25 24 25 23 25 23 25 23 23 22 22 22 22 ARMR 2%:3&!OB;&18WWG onfin) 20 30 Fm) . on) 1 (PSF) 31 3D .e 15 24 15 23 15 23 15 22 15 22 16 21 16 21 16 21 16 20 16 20 16 20 16 20 16 20 16 21 tj?%*A RANRIN ANNNil .e 26 25 25 24 24 on) . On} i 17 17 I 1S 28 27 27 26 24 25 25 24 24 24 24 28 26 25 25 26 25 24 24 24 24 27 26 26 25 2: 81 .@:61 W tj ti blitie¥0101 bt WWM. BtItiNY WUMMWMN gntan ]CC ESR 1953 (2009 IBC) 1282011 Page 10 of 101 8'-7- E 17 26 28 29 BUILD.*19-,PRODWPTS 8'-0'E 18 26 27 18 25 7-1.F 18 25 26 F 18 25 26 F 18 24 26 tv 6$01®14 V F 18 24 25 F 18 25 26*/ 5€18 24 25 * /7,4187 RUTSM# F 19 23 25 26\ ·1 :4/ \ C 68139 DEC 5 211 \\4\ . - tk j JUN 122013 8 ATTACHMENT TO WOODEN DECK FOR SINGLE SPAN ATTACHED PATIO COVERS ONLY.SEE GENERAL NOTE #24 - EXISTING ROOF N.3' x 3- METAL POST -4/-roof DETAILS LA09 OR MU82 POST SPACING RESTRICTING SLAB SPACING SHOWN IN SECTIONS 20, 10,. 5.0 AND 68 THESE RESTRICTEBJS APPLF """ v v TWO:-3/80 x y LONG >--LAG SCREW w/ 1-0 ON EfACH-QEE Elf COLUMN. h Si]LID COVERS FOR· 10 PSF- UVE/SNOW LIAD MAXIMUM WIND SPEED IS 110 MPH EXP B100 MPH EXP C - PATIO COVER 3' MIN HEADE DOUGLAS FIR LUMBER FLOOR JOIST OR FOR 20 PSF AND GREATER SNOW/LIVE LOADS MAUMUM WINDSPEED ISh».«EXP C FOR LATICt- MAXIMUM WIND 11(3 MPH EXPOW LL CASES i :21 k SPMUCTURES COMPLYING WITH TE / DO NOT REQUIRE ADDITIONAL ] SNOW CONSIDERATIONS ATTACHED STRUCTURE POST TO DECK FLOOR JOIST ,14 14.MOUNT BRACKET -1 GENERAL NOTE #13 FOR-+ tOSION PROTECTION EXISTING EAVE W{DOD RAMING SEE GENERAL NOTE #21 - FOR WEATHER PROTECnON SIOR GROUND SNOW MA LOAD (PSF) "h 20 25 30 40 50 60 3/16' ASTM A653 GRADE 33 STEEL - - SEE GEN NOTE #13 FOR· CORROSON PROTECTION BRACKET IS LEi' WIDEtursa2X8 LEDGER BOARD (DJ:) ALUM n F SEE GENERAL NOTE #21 ,125* sctiewsPANEL OR }UNGER 7 RAFTER \TOP MOUNT 14*3.5= /t -=#,*iol L L / tflon 45 -17 ...U.125' , / 15# -,0,3/ O.10" (Fy=33ksi) ' STEE- it#1413.5« 1 2 < BEBNEEN SCREWS SCREWS / -© LEDGEER BOARD f' 1 1/ /%-- // # 1 3 h - ALUM STRUCTURAL PANEL OR ALUM RAFTER SEE TABLE 7.5 / FOR FASTENER-·-' / L-SP'- TYPE AND /1>*iN W BETWEEN % SPACING tyR[Ky AND LEDGER ' TO PERMIT URAINAUE -4.1\1 T.95/MMONT BRACKET ALTERNATIVE EAVE ATTACHMENT EAVE OVERHANG AND V MUST ALSO COMPLY WITH DETAIL MU107 OR LA32 NOT ALLOWED IN SNOW LOAD AREAS MAX WIND LOAD IS 110 MPH EXP C ICC ESR 1953 (2009 IBC) 12/5/2011 t.ive 0,*Iii : Load Q Winc[Speed 1MAX'VFORTOPORSIDE MOUNT {ps¥) 1 and Exposure 16' 0/c 24"0/c 116«ok 2r'otc 10 1 85 mph EXP-8-1 21%4" 14'-3. 21.-lr' 14'4. 90 mph Ext) B 19'-3- 12'-10" 1 21'4" 14'-6" L105 mph Exp B 1 14'4- 9-7- 1 21'4"14'-5- ' 1 110 inph Eap B 1 13'.2- . 81- 1 21'4-14'-5- 1 85 mph Exp C -1 154"10'-4" 21'-8" 14'4" 8 90,mph Exp C 1 14'-1- , 94' i 214" 3 14'-5- 1 105 mph Exp C 1 104" r.(r 1 174" 11'-7* 1 110 mph EXP C I' 9,-7° f.4" 164" 10'4" 20 | 110 hiph Exp B 1 11'4- r-6- 1 11'4" r-6" i 90 mph Exp C f 11'-4·¥ r-6- 1 11*-4" 7'-6" 1 105 mph Expy; 1 10'4-7-0" 1 11'-4"7.-6. _„._11151!!PREEC-1 _8'.·r· A.' | 11'40 T.,' i '4Solid Covers ilattice Coversi = Page 95 of 101 THESE DETAILS ARE APPLICABLE TO SOUD OR LATTICE COVERS %>-7.*'·-1.-•„Wl.*-1 1¢fC--rr..1.....<. 4•r'/1-'1-:,41.W-.- ,Il&W. C-*4 -r:*4/*.A Revisions. snow-tpera V V lIS DETAIL ]RIFTING XIMUM ' (IN) 17 18 LALJ ZeD 20 25 30 33 0 201 . * DEC 5 20fk 6440 N 12 0 3 Carl PutnaM, P. E. 3441 IVYLINK PLACE \ LYNCHBURG, VA 24503 CARLPUTNAM@COMCASTNET Drsn 89 CMP Check BY CMP FBO= MLDWG Scde NTS 2 L OU Xl 9t6 (£ LZ) e 7.0 POST AND FASTENER REQUIREMENTS FOR COMMERCIAL AND PAllo STRUCTURESTableT.31 Requked Number of Fasteners forShearing Loads Aluminum Matefial 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 Allowable Width ABCDEFGHIJ for Attached TE Footer Design #14 3/8-8 348-8 #14 #14 3/8- B #14 3/8- B #14 3/80 B Trib Post Structures on Slab Size Uptift SMS BOLT BOLT SMS SMS BOLT SMS BOLT SMS BOLT Width {ft) Live or Ground Snow Load d On){lbs) 189 424 566. 283 315 708 462 1384 507 1522 10 paf 20 psf 12 100 1 1 1 1 1 1 1 1 1 1 3 4290-227 13 127 1111111111 3.5 W-8'19'-4- 14 159 1111111111 4 32-1-16'-119 15 195 2 1 11111111 45 28'-5.15L1- 16 237 2 1 1 1 1 1 1 1 1 1 5 254"134"17 284 2 1 1 2 1 1 1 1 1 1 55 25-4-124' · 18 338 2 1 1 2 2 1 Tabte 74: Required Number of Fasteners for Tension Loads Aluminum Gage (in) 0.04 0.06 0.060 0.090 0.100 KLMNO 3/8- B #14 3/8° B 3/8" B #14 De*n Footer BOLT SMS BOLT 4 SMS Uplift Size 406 128 481 255 (lbs) d (in) 1 1 1 111 1 2 1, 1 2 4-1 . I 1 2 1 3 MmmETHLS UST DT 1 100 12 1 127 t3 1 159 14 1 195 15 1 237 16 2 284 2 338 2 397 2 463 3 536 3 116 BUILDING 1 Spacing between bolts and screws shall be 2.5 bmesthe shank diameter 2 The edge distance of bolts and screws shat! be 3 dmes the shank diameter 3 Connedoris.shall be arranged so that the center of resistance of the connection shail coincide with the resuitant fine of aclion of#le load- PRODUCTS 2440 Albright Houston, TX 77017 (713) 946-9000 Cad Putnam, P. E. 3441 Ivyiink Place Lynchbum, VA 24503 carloutnarn@comcastnet 1 1 1 1 1 1 1 1 1 1 2 1 1 1 2 4 1 j, 1 2 1 2 1 2 2 1 2 1 2 2 1. 2 1 2 *? 2 1 1 2 -6 2 1 2 1 2 7 6 21'€117 19 397 3 1 1 2 2 1 65 19'-9,19-50 20 ps¥ Stabsoc 20 463 3 2 1 2 2 1 TABLE 7.6: WALL ATTACHMENTS FOR LATTICE COVERS 7 18=.n/a 21 536 321221 GRNO Wind #01 75 17tl-rda 22 616 422321 SNOW Speed Screws*ALUMINUM RAFTER SPACING 8 16to"rda 23 704 4 2 2 3 3 1 LOAD and per 17 | 16" | 24' | 30" | 360 8-5 15-1" . nA,10 psi Slab 908 722 4 2 2 3 3 2 (PSF> Exposure Rafter MAXIMUM ALUMINUM MFTER SPAN 9 14'-3-Wei 24 800 5 2 2 3 3 2 4 800 110 mph 2 24'24'24'19' 16' Table 7.1 10 0 SlabBOC 886 5 3 2 4 3 2 2 1 2 1 Exp C 3 24'24: 24' 19'16' 25 904 5324322121 : 2 24' 19' 15 10' 8' 26 1017 6 3 2 4 4 2 3 1 3 1 3 24'19'13'10' 8' MAX 27 1139 7 3 3 5 4 2 3 1 3 V 4 · 24' 1-9.' 13 10' 8' POST POST DESCRIPTIONS POST 28127073355 231 2 24'18'12 10' 8 TYPE,DETAIL HGHT 29 1411 8 4 3 5 3 24'18'12'10' 8' 3015639436 4 24' -18'12'10' 8' -124 10 tj Slab LIVE 25 20 1 27 25 31 30 8 4 TOT7 13 9 5 1139 f .15270 Wa 4 31 9 17240896 f 9 3085 5K4 e 4 5 7 51413 5 2 4 2 3 1 5 3 4 2 4 2 6 3 4 2.4 2 7 5 2 4 2 7 3 5 2 5 2 8 4 5 2 5 2'f 8 6 2 5 2 9 6 2 6 2 Ma 7 3 6 2 7 3 7 3 Wa 8 3 7 3 9 3 8 01 01 01 01 , 41 Twin 0.032'k-1.5'td -5" Scroll MU100, MU90 8 31 1724 rda 5 4 7 2 20'15'10' 8' 7 Twin 0.0629el.5515' Scroll MU100, MU91 9 32 1896 Wa 5 4 7 /12 3 20'150 10' 8' r 0-024'2ky Post W Sideplates MU98 12 33 2080 n/2 548 ,- 33 4 20' 15'10' 8' T Alum 0.0327*yx:3- Lockseam MU89 12 34 2275 43. 6 5 9 34 40 2 15'12' 8' 6' 5 Alum 0.0402<hy Lockseam MU89 12 35 2481 48 6 5 9 35 3 - 19 12' 8' 6' 5' Alum 0.055D<hy Fluted MU95 12 36 2700 nia 7 5 rua 36 · 4 19 17 8' 6' 5 Steel 0.043"*3W Lockseam MU89 12 37 2931 rda 7 6 rda r 37 '60+2 10' 8' 5' 4' 3' Alum 0.120'*3=xy Square MU96 10 38 3175 rda 8 6 War 138 3 10* 8' 5' 4' 4' Alum 0.120"x4'tut- Square MU50 12 39 3433 Wa 9 7 Wa r -2,5, Ula n b ™r N *66' 39 -Screws are #14 screws W 1.5' embedment into G=0.5 solid wood (Douglas Fr) Steel 3/16't<3"*3"MU93 15 40 3704 rea 9 7 rda r n 704 40 Steel 1/4'23=3(3°MU93 15 41 3988 Wa n,% 8 Wa rla 6 93 8 3 rd |'3988 41 8 6 /Wa u wall 4 idd na a a nia 0/a rda nia nA n/a rda nia "4288 Steel 3/1624™4"MU93 15 42 4288 rda Na 8 rda n/a 7484 9 3 Steel 3/16-*5"){5'MU93 15 43 4601 nia n/a 9 n/a Wa 7 Wa 4 48 4 4 Table 7.2 44 4930 rda rda 9 nia rda 7 n/8 4 rda 4 45 5273 nia n/a n/a rVa nk 8 6 4 rda 4 46 5633 nk nla nia n/a nia 8 Wa 5 'rda 4 47 6008 Na Wa Illa rda rt/a 9 1118 5 rda 4 48 6400 nh rda nia rda n/a n/a Wa 5 rda 5 49 6808 rda rda nia Wa Wa n/an/a5*85 50 7234 n/a 71& n/a nk nla rda Na 6 n/a 5 nt* '4830 -- 44 rth'>-*73 45 nfa J 543 46 n/al 6008 47 TABLE 7.7 STUCCO ATTACHMENT TO WALL ALLOWABLE DISTANCE TO FIRST ROW OF POSTS 16" otc 24° o/C Ground Snow Load (psf) ' 2 Lag 3 Lags 3 Lags 4 Lags Exp B Exp· C 13'-6-207 15-6-18'90 mph NA 11'16'-6.11'14'-6"110 mph 90 mph 10'14'-10*10'13'-r 100 mph Live 10 Live 10 DIP '7234 50 Live 10 Fastener Terminology 4 1 Live 10 #14 GMS = #14 sheet metal or SDS screw. 1/2- minimum length TABLE 7.5: WALL ATTACHNENTS FOR SOLID COVER STRUCTUREAA Live 20 3/8° B = 38' Diameter Bolt ANC 1 ANC2 ANC 3 -4 #A}K See General Notes forspecifics on fasteners LIVE/ PANEL oic 0/C NUMAER.OFFASTEAIERS WIND SPEE[ SNOW SPAN SPACING - -SPACING @ 16- O/C.@PAC! 1 Clearspart on this chart is the distailce from the wall to the first row of columns.(MPH) AND LOAD {FT) CONCRETE - MASONRY %02-42 60 2 Hilti Kwik BoN TZ OCC ESR 1917) 3/8° diameter and 2'0 effective embed and 1" diameter steel .EXPOSURE {PSF)ANCHORS ANCHORS S S.GRE1% =1/4' Lag washer orotheranchorwi 400# allowable shear and 200# allowable tensile vs Ove, snow, wind and 90 B 10 .9'16"16"Lattice Structu seismic loads. LIVE e £ 2/JI-2 3 Masonryanchors must have an allowable shearvatue of 400# and 200#tensile for live, snow, wind 90 C 10 T le 16-1 or seismic loads cr be specified by a design professional!. 105 B UVE 15' 8- 8" ZF 2 41/4' Lag screws must have 21/4' of penetraNon into studs and 0.5" washers 105 C 20 9' 16'. 16' g 2 These lag screws must be installed as per AFPGA NDS Section 11.1.3. See General Note 110 B UVE 14 8" 8" 3 #19 for washer specifications. 110 C 25 9' 8" 8' 1 8 2 5 10 and 20 psfare live orsnow loads, 25- 60 psT are snow loads 14' 8" 84 3 6 For ANC3 and ANC4 wood framing must be SG=0.5 or denser (Douglas Fir- Larch)30 8' 8° 8'-7. 74- 5-K 1'-10' 364, 13'-1'W.e ig-7-T-1 ' 11'-r r-8: T.E'4-10 5 34 110 mph 110 mph 110 mA 110 mt h 110 mih 110 mgil 25 10'-5 30 6-7. Lag 13' 40 13'8°W 74 3 w with 225' periet,aon into (3=0.5wood (Douglas Fir 7\ 11 / 60 9' 8" 4 3 BV13-2009 --==.--DEC 52011 ICC ESR 1953 (2009 IBC) 12/5/2011 Page 96 of 101