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HomeMy WebLinkAbout10181651_2122 N. SANTA FE - PlanChINER: MAUREEN MOORE 2122 N.SANTAFEST. SA·NTA ANA, CA TEL:-7144254257 APN: 346-1ql-26 PROPOSED (© 1 2'x 1 T METALS BLDe. PROD LATTICE FATIO COVER PER IOD # 1 q 53 (204 562. FT.) (*q'x 1 3 Me -54!A **Pqi# 9'MURA PER 'Bi 4 DIVISION(11 -1 92 [-' . MASTER I.D.23 \4 ' M 816 SP 7ane FH PLANNER CONTRACTOR: FATIO'S BY B¢B 1545 IRVINE C,TR.'DR. STE 200 IRVINE, GA 92618 TEL: 7 142124177 , 15' / -- --L- Z EXISTING 3 2-STORY 6.7.0. M (1,12 9 SQ.FT.){K 'W 1 9 17 48' 13-' , 8:' f Ir DATE 14:' F1 TRANSFERRED BY DATE 3- CAR GARAGE NAME (714) NE 111 N V PLANNING INSPECTION REQUIRED: ROUGH FINAL NO RETAIN PLANS FOR FUTURE REVISIOP.-. SUBJECT TO ITEMS CHECKED AND (MB,REINIONS 4-0 - BELOW: O INTERIOR TI ONLY 6--- O NO ED<TE,41-,3: r €-TERATIONS/MODIFICATIONSO%'-'%22 ju O ALL »3..TERALS. TO Mr.r iCH EXISTING O SCREENING REChBRED [JLCIBGO.*ER*'SE}i_A:46 - N. SANTA FE ST. - -/EJ, HpUSE M/ GARAGE - 1129 562-FT. (2')'PROPOSED COVERS- 321 Sa.FT. TOTAL - 2,250 Sa.FT. LOT- 6,122 562.FT. TOTAL LOT GOV. - 36.5% PLOT PLAN SCALE: 1 "= 20'-O" ThinkPad\Paties By B S B\Moore\Moore.dwg, 6/9/2014 10:56:11 PM, Cute.PDF Writer,: 87- = ORNER: MAUREEN MOORE 2122 N. SANTA F;E ST. SANTA ANA, CA TEL: 7144254257 APN: 396-191-26 PROPOSED CONTRACTOR: PATIOB BY B#B 1545 IRVINE CTR. DR. STE 200 IRVINE, CA 4 2618 TEL: 714292417-7 CD 12'x 1 -1' METALS BLDe. PROP. LATTICE PATIO COVER PER IED #1 955 (20450.FT.) @ 9'x 1 5' METALS BLDG. PROP. LATTICE PATIO COVER PER ICE #1 453 ( 1 1 -7 Sa. FT.) 11' 1 1 1 9-- -------------1 EXISTING 15' 4 \HOUSE ' 1 ,LATTICE TUBES MIPTH L------1 LATTICE TUBES MIPTH11 3 I Ilililili lili lili 11111 Wlili 1,,I 11 111lili66 \7 3. ': go 1:: Mlili lili lili 19 1,11 11 lili ,0£,,1111 11 11,1 ,I 111 111 lili lili 111 . WZ 0 € 111 1111, II 11!111 lili lili 1:1 lili 00 >0 !11, wlili !1I 111 lili .0 0- 111 111111 1 lili h 6 m1]1'lili e 01 -r· 00 \!1I 11 1lili £111 1, II 11 1-4. U,111.1 i„ i,, lili lili 111 111 01 0- A E fiN 111lili,!!111 '!!1 1!! lili lili ... 11 H H lili 0.-m g 0 N W r IIi i,i 111lili lili 1 3 1-02 im O 11 1 1110 <0- ->0-ZA Z: II 1!! 0 0 w wi-'r =; AJ AU d HEADER [3CPNE-1 0 1= . /1 11 1 11 2 li i13 M 111 111 F 3 1:: 5: 0 I !1 € I 11!,1' --1 - O.04. w. .u 11vii. BEAM-11.1.1- "·.al' 1 11= n r·•le,- ' O.H. 1 POSTS O.O.1 0 H. '' 14'-10 "|-1 I UL U . OVERALL CLOVER PROJECTION 31 L 12' O.H. 1 POST© O.0.O.H. 1 5' OVERALL COVER PROJECTION PLAN VIERI SCALE: N.T.S. ThinkPAd\Patio's By B & B\Moore\Mobre 2.dwg, 6/11/2014 6:4423 PM, CutePE F Writer, NORTH t ,-1 ORNER: MAUREEN MOORE 2122 N. SANTA FE ST. SANTA ANA, CA TEL: 714425425-7 APN: 346-1ql -26 CONTRACTOR: PATIO'S BY B 4 B 7545 IRVINE CTR. DR. STE 200 IRVINE, C.A ci 1 8 TEL: 114 292 4177 18' OVERALL COVER PROJECTION 11' LATTICE TUBES MIDTH f 12' LATTIC:E :COVER PROJECTION t 11 lili lili 11 11 -. Le11 11 PROPOSED (j) 1 2'x 1 7' METALS BLI,6. PROD. LATTICE FATIO COVER PER ICE #1953 (204 Sa. FT,) ® 9'x 1 3'METALS BLDe. PROD. LATTICE PATIO COVER PER IC,6 #1 q53 (1 11 Sa. FT.) 1- 11'I 1111 '= I 'O.H. 'POSTS O.6 ,O.H.F O.H.' 1 HOUSE TO POSTS /BEAM O.0. '9 EXISTING HOUSE„ 2-112 9 WI i=%0 U.1 m '1 1 F.6.-1 · · · ....•·.- · ··1 - A :. 'a!4*im:*P 'imw#m@@! EAST ELEVATION NORTH ELEVATION 14' OVERALL COVER PROJECTION 41 6 6 13' LATTICE COVER LATTICE TUBES MIDTHC11 PROJECTION 32 1 1 1 lili liu 1- I : W EXISTING I HOUSE 4* 0 1i @-/ 8' 1' § HOUSE TO POSTS /O.H. W \ BEAM O.6 I\ , 0 4 9@ I -71 UJ m 1 1. 1 3' L O.H. 1 POETS O.0.9 O.H. 1 1 !] 1 1 ./. 4. 1-4- F.6.423*-·=ee SOUTH ELEVATION EAST ELEVATION ELEVATIONS SCALE: N.T.S. ThlnkPad\Patio's:By B & B\Moore\Moore 2 dwg.-6711/2014 6:47:26 PM, CutePDF Writa, METALS BUILDING PRODUCTS PATIO COVER, CARPORT AND COMMERCIAL STRUCTURE ENGINEERING (2012 IBC) PAGES DRAWING SECTION DESCRPTION 1 MUSAGNOIDWG GENERAL NOTES AND TRIBUTARY WIDTH DIAGRAM 1 GENERAL NIOTES AND PROFESSIONAL ENGINEERING STAMPS LATTICE COVER COMPONENTS AND CONNECTION DETAILS 1 PAGE LAT01.DWG STRUCTU;RAL CONFIGURATIONS 4 PAGES .LAT02.DWG COMPONENTS/CONNECTION DETAILS LAT03.DWG LAT04.DWG LAT05.DWG 4 PAGES LATTICE 1.0. RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES 6 PAGES LATTICE 2.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL COVERS USING ALUMINUM AND STEEL HEADERS IN NORMAL WIND AREAS 6 PAGES LATTICE 3.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL COVERS USING ALUMINUM AND STEEL HEADERS IN HIGH MPH WIND AREAS fj-2.95(594..Ait'.Kdrffsfet?4947#39#*4$<44/:Imsy'# SOLID COVER COMPONENTS AND CONNECTION DETALS ERMITTYPE: 11 PAGES MUSA01.D\NG MUSAOlb.DWG MUSA02.DWG MUSA03.DWG MUSA04.DWG MUSA05.DWG , MUSA06.DWG MUSA07.iDWG MUSA08.DWG MUSA09.DWG MUSA10.DWG 6 PAGES 28 PAGES 28 PAGES 51 KUU I UKAL CONFIGUKA I IUNS -==22.-'9£99 1 YLOU STRUCTURAL CONFIGURATIONS MECH GRADING COMPONENTS/CONNECTION DETAILS ERMIT#--_l/Fl & A - -1COMPONENTS/CONNECTION DETAILS DC. GROUECOMPONENTS/CONNECTION DETAILS COMPONENTS/CONNECTION DETAILS ONSTR. TYPE__ COMPONENTS/CONNECTION DETAILS )DE EDITIONCOMPONENTS/CONNECTION DETAILS COMPONENTS/CONNECTION DETAILS .DOD ZONE- COMPONENTS/CONNECTION DETAILS COMPONENTS/CONNECTION DETAILS -- - OOD ZONE CERTIF. REQ'D YES 4.0 PANEL SPANS FOR PATIO, CARPORT AND COMMERCIAL SJR'1RES==-·==·YES 5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS It*INEDF*M#17@il·NO AREAS - 6.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS ItEME#3&18EY@*AS - YES ;HOOL DISTRICT YES NO NO 1 NO NO NO 7 41}*4441 i, i·En--91 ·.1-3-7,·i ·· ·1-0 1 99.0-15lty#3<1 FEB·-242-014 '22€00.8 i 2 PAGES Miscl a, Miscl b /.UMING UE I AILS (==-=--=(==*= ---*=$=* 1 PAGE Misc2 7.0 FAN BEAM DETAILS ., -9..4 1 PAGE Mis¢3 7.0 POST AND FASTENER REQUIREMENTS FOR ALL STRUCTURES 1 PAGE Misc4 7.0 CONCRETE FOOTING OPTIONS 2 PAGES Misc5 7.0 REQUIREMENTS FOR LATTICE STRUCTURES WITH SURFACE MOUNTED POSTS ON CONCRETE SLABS. OR FOOTINGS 1 PAGE Misc6 7.0 FORCES ON EXISTING STRUCTURES 1 PAGE Misc?7.0 STRUCTURAL PROPERTIES OF BEAMS, FASCIA, PANELS AND RAFT;ERS FOR USE BY DESIGN PROFESSIONALS February 24, ;2014- 1 PAGE Mis08 7.0 CONCRETE SLAB REQUIREMENTS FOR CONSTRAINED FOOTINGS 1 1 r 11 - =ZE- 986-1 == E =im=mtmmz:as,sm==z=ze=z=- 12. The roof panels shall have a slope between 0.25" and 1" per foot.13. All steel shall be galvanized ASTM A-653 G90, A123 G45 or Al 53 8-3. painted ASTM A755 or use an approved /-1----7Revisions coating complying with IBC section 2203.2. Paint inside of all embedded posts from the bottom to 12" above grade. Where aluminum is in contact with dissimilar metals (other than stainless, aluminized or galvanized steel) or abserbentbuilding materials, likdly to be continuously er intermittently wet, the faying surfaces shall be painted or other,viseseperated in accordance with the Aluminum Design Manual Section M.7. 4 14. VVind velocity and Ground Snow/Live load are identified in all of the relevant tables. Roof snow loads have been :;y·...99* 4 9·r·- determined in accordance with ASCE7-10 Section 7.3. Ct=1.2, I = 1.0„ Ce=1.0 (All exposures except B and C when · ·E· located tight among conifers) ,W 4· 69 Ground Snow LoadApplied Roof Load -W: .IN 1 1'0 psf 10 psf LIVE OR GROUND SNOW 20 psf 20 psf LIVE OR GROUND SNO\./V 44:':A .*· I.-24 25 psf 21 psf DESIGN ROOF SNOW LOAD ..ti .. 1-t k..·LP·« 30 psf 25.2 psf DESIGN ROOF SNOW LOAD .0 11 1.1.4 1 i 17'fED; 6.d:'02.,5 40 psf 33.6 psf DESIGN ROOF SNOW LOAD 60 psf 50.4 psf DESIGN ROOF SNOW LOAD TRIB WIDTH 1 1 EXISTING STRUCTURE TRIBUTARY 7 PROJECTION TRIB WIDTH - TRIBUTARY WIDTH + OV'ERHANG ·· 1 PROJECTION , - TRIB WIDTH - TRIBUTARY WIDTH - -S WIDTH DIAGRAM General Notes 1.:Structural design per the 2012 International Building Code basic load combinations described iii Section 1605.3.1 and no increases are permitted for resisting wind or seismic forces. Aluminum design in accordance with the 2010 edition of the Aluminum Associations's specifications and Chapter 20 of the IBC. Patio Covers as defined in IBC Appendix I shall be used only for recreational, outdoor living purposes and not as carports, garages, storage rooms or habitable rooms. Commercial Covers may be used for these purposes. Carports must have at least two opens sides and have floor surfaces made of approved noncombustible material or asphalt. 2. At least one horizontal dimension (projection or width) of cover shall be; less than 30'. 3. Concrete mix: Fc = 2500,3000 or 3500 psi at 28 days in negligible, moderate and severe conditions; as shown in Figure 1904.2 of the 2012 IBC. Patio structures may be attached to concrete 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 attached on slab will conform to Details LA35, MU 100 or MU102. 4. Each application shall show a complete plot plan of the property and buildings. Circle the post spacing, span, etc., in the tables that fit that particular job. 5. Each installation shall bear an identifying. decal giving the name and address of mfgr., live or snow load, design wind Speed and exposure and ICC ESR number: 6. Light gauge steel shall be'per ASTM A653 unless otherwise specified. Grade will be specified under individual details. Thickness is bare steel. Negative thickness tolerance is -5%. 7. Alternate alum. alloys may be substituted for those specified provided they are referenced in the 2010 ADM with equal or greater guaranteed minimum properties (Ftu, Fty, Fcy and E) Thickness indicated is bare metal and negative tolerance must comply with ANSI H35.2. 3004 H24 may be subsituted for 3004 834. 8. Lag screws shall be placed in holes prebored 70% diam. For concrete block construction, place masonry anchors as per the installation instnictions. 9. Drainage which otherwise would go over a public sidewalk shall be collected and diverted under sidewalk. 10. Structures may notbe:enclosed. unless additional engineering is provided or by approval of the 10cal building authority. 11. A geotechnical investigation is not necessary unless required by 1803.2 of the 2012 IBC. Soil is assumed to be Class 5 of Table 1806.2 of the 2012 IBC. Bearing 1500 psf vert., 100 psf/fl. hot-iz and doubled as per 1806.3.4. These design values do not apply to mud, organic silts, organic clays, peat or unprepared fills and may require further soil investigation. The bui!ding official may assign a load bearing capacity. Units in a snow load area of 25 psf or less may be built on 1000 psf bearing soil w/0 additional engineering. Minimum footing depth is the local frost depth. I©C ESR 1953 (2012 IBC) 2/24/2014 WIND SPEEDS IN THE 2012 IBC ARE "ULTIMATE DESIGN WIND SPEED." ALL STRUCTURES DESCRIBED IN THIS REPORT ARE DESIGNED USING PRESSURES CALCULATED FROM "ULTIMATE DESIGN WIND SPEEDS" FOR RISK CATEGORY 11. FOR ATTACHED STRUCTURES THE MAXIMUM MEAN ROOF HEIGHT OF THE EXISTING, STRUCTURE IS 30'. Kzt WAS ASSUMED AS 1.0 FOR ALL WIND LOADS. SITE LOCATIONS REQUIRING A HIGHER Kzt VALUE (ISOLATED HILLS, RIDGES, ESCARPMENTS) WILL REQUIRE HIGHER WIND LOADS AS PER ASCE7-10 SECTION 26.8 AND ARE OUTSIDE THE SCOPE OF THIS REPORT. NOTE: EXPOSURE B: SHALL APPLY WHEN THE GROUND SURFACE ROUGHNESS CATEGORY B (URBAN AND SUBURBAN AREAS, WOODED AREAS, OR OTHER TERRAIN Wl NUMEROUS CLOSELY SPACEDOBSTRUCTIONS HAVING THE SIZE OF A SINGLE FAMILY DWELLING OR LARGER) PREVAILS IN THE UPWIND DIRECTION FOR A DISTANCE OF AT LEAST 1500 FT. ExpOSURE C: SHALL APPLYWHEN EXPOSURE B AND D (SMOOTH MUD FLATS, SALT FLATS, UNBROKEN ICE AND OTHER) DO'NOT. SEISMIC LOADING: MAXIMUM Ss= 150% SHOWN IN 2012 IBC FIGURE 1613.3.1(1) Ss >150% ARE NOT REQUIRED AS PER ASCE7-10 12.8.1.3 Sl NOT APPLICABLE TO THESE STRUCTURES; SITE CLASS = D BASIC SEISMIC FORCE RESISTNG SYSTEM POSTS EMBEDDED INTO FOOTINGS = ORDINARY STEEL MOMENT FRAME >> R=1.25 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 Ibf concentrated load. Maximum mean roof height of existing structure for attached units is 301 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. Al! structures must comply with one of the following:a. - All structures with a roof snow load of 30 psf of less may be built in Seismic Design Category (SDC) A-D up to the maximum Ss noted in General Note #14.b. Structures with flat roof design snow loads over 30 psf complying with IBC Section 1613.1 Exception #1 do not require additional seismic analysis.c. Structures not complying with (a) or (b) require additional engineering seismic analysis.18. All aluminum and steel solid panels are class A fire rated as indicated in IBC Section 1505.2 Exception #2. 19. All screws are self drilling (SDS) or sheet metal (SMS) and in conformance with ICC ESR-1976., ESR-2196 or 5,I, #10= R'equivalent and use head diameters equal to #8=13 #12=* and #144"or steel washers with: sifnilar diameters. All bolts are ASTM A307. All wood screws must comply with ANSI/ASME Standard B:18.6.1 and AF&PANDS-05 11.1.4. Al[ lag screws must comply with ANSI/ASME B18.2.1 and AF&PA NDS 11.1.3. All washers are ASTM.F844 wl Dimensions complying with ASME 818.22.1 Type A. Steel nuts to be ASTM A563. The minimum washerdiameter for bdlted connections is 111. All fastehers will have a minimum edge distanc of 2x the fastener diameter. 20. Header splice shall not be located nearer to the end of the; structure than the first interior post.21. Wood used ih connections shall be protected from weather'as per IBC Section 1403.2 and/or 1503, wh;ichever is more stringerit,22. Sliding snow is beyond the scope of this report. Drifting snow is covered under Detail M2.23. All multispan tablespasgsaugop1®ual spans whin 20%. All specifications must be based on the longest actual span. Sw -1 m I- £ m 1.10 0 Cumm i 1 1-0 Ja WE%9, i.:SF\..,1-\...k.·PXP,.830=10' -' - ' ' I 3<4*441 k4uy(. ..i:*EdgE,·6\93<P FEB 24 2014 Carl Putnapt, PIE. 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM@COMCAST.NET , Drawn By OMP Chack By CMP Dole FilenameMUSAGNOLDWG Scole rage e -2 .2..2,.IK:K.r: *.22;.G·.,.i.-0.'l··LI 1 ---- 4 : 'I 34-;g - 5 ;1 4 . & 24. When a single span attached unit is attached to a.wooden deck, the maximum dead load + live/snow load from the .6 ..5 'MERS,)7*.5'DU CA**4 .064*C5--=Z<W,#RJ. .c'i 1:P·:'·r :. -1-1 0-rE-i·330,·g patio cover is. 750 lbs·and the post spacing shall not exceed that specified forattaching to a concreteslab. The4 • maximum connection upliftload is 1162 Ibs for 1'15 mph wind speed Exp·esore C. Connections are for maximum patie :20..56*17¤01 =.p-,p, 8-...si/roof heights of 12' abev.e grade, The existing deck structure must be adequate to sustain these additional loads. The i Ze- structurakl adequacy of the deck to safely sustain these additional loads will require aproval by the loacal building I i. ©_U,/''SVAL '-:(56,088194% ¥2.9 . '. \1,0-4··i#LA. i ,-Rfi.216.1:-M- 6·IEL'I-'L"k ·C,-· ·- ·''··:Pr. It·) -'·authority or additional engineering. See Detail Ml. Construction outside of these parameters may fequire additional- a engineering.25. This entire engineening package will riot be required for most !building permits. Submission for a building permit must 19% '4..223- include: a·. GENERAL NOTES (MUSAGNO.1 -DWG)>rj6.1.-......i,.>qi. -.:;.i.,¢0 fi@;:ye;,·Zoft A -20# b. STRUCTURAL CONFIGURATIONS (LAT01 or MUSA01)c. RAFTER SPAN TABLES-(FOR LATTICE STRUCTURES), PANEL SPAN TABLES (FOR SOLID C.OVERS) OR ,-a -: .-.'.1%3 .227 1BOTH (FOR COMBINATION STRUCTURES):/29:i' · 9; 4. ' /2.'i,11 f Y,97,4)01.0 i v;¢.941 . €». /'litt. \1 -d. HEADER POST SPACING, FOOTING SIZE AND POST TABLE FOR LIVE/SNOW AND WIND LOADS. e. ALL APPROPRIATE DETAILS 1.+ : P.U - - f. OTHER. DOCUMENT*fiN REQUIRED BY LOCAL BUILDING AUTHORITY. 26. Sheet MB provid-ds itifahnatio to determine the load that will be resisted by tile existing structure.L r\ --=----30-43*922···iii *,PA, ·,*7,-:f< . 4eg · -:cao=._24. 4* @j/. # PUTNAM.:Ae.GOT:.4., fl,PA0.-0 980·4& 9/, 2401 GAML 'VI ) - <G. 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MUSAGNO:loNG r 05//12. 4 , ,3+5;·£'2XEUiEEILmmb· 0 ALL RAFTERS <d LATTICE TUBES n ALUM:INUM RAFTER MAY OVERHANG 1 r--,Aevisions b.36 #MAX SPACING G 25% OF THEIR ' ' /f€83*3'6552-- -ri-x- n... -x ----- HEADER CLEARSPAN. i M-ii. 0-s POSTsur€25Sk@abA6*je tr*ti,-*04.t,32%A--- H -061*511*Ap:.111%9*****»---- -- )-0ki **11:10&4 -- -- %1 -I-y.12 9- f >34*#KY<27<>L ¥kt. £; 4+- 2, 36' MAX - '·r- POST CONNECTION OVERHANG -36' MAX M i-jift¢-i..iy,iy- 73.ij·id'Li :'1'.j OVERHANG DETAIL LA36 m 24• MAX le- - OVERHANG FOR 24' MAXOVERHANG - 60 PSF SNOW-%1. LOADSFOR 60 PEF ' . 2: ' , · . L--=314·43 41 :r SNOW LOADS 4. A 4 8-7 --1/ / . -- M 1-/ 14 .L d. rC -21 MIN 3.5" .CONCRETE SLAB REQUIRED FOR 4 CONSTRAINED FOOIINGS tI :4 6. 4 74 14 '4 1 41·· 4 0 I 4 1,...2 1 ·4 P -4 257 1 LIJ 4. 2. 4 I 6 4 4 . 4 I 7- 4 Lts L///9 . J< p PREESTANDING LATTICE COVER - rhy/.1 2-*im=I Wa.-Qi=ZL £ ,-57 FREESTANDING MULTISPAN 0 >¤ln 1 2 9- --/ 4 10 0 2 1 0.042"x."x@" ALUMINUM BEAM AIA LATTICE COVER Ggel[: 1 12, 14 OR 16 GA BY 3"X8" STEEL C-BEAM 421/DOUBLE 0.040"X2"X6.5" ALUMINUM BEAM -J DOUBLE 0.042"X3"*8" ALUMINUM BEAM F ALL HEADERS MAY IDIC ! CLEARSPAN OVERHANG 25% oF COMPONENT DETAILS POST SPACING LATTICE, LA21 gli;3:.I&6,#I/*WEEE.3,II---- LATTICE TUBES: 36' MAX SPACING /821 -Ckk:« PE 90 = DETAIL L 953« 1 REQUIREI NOT USE CONCRETE ?UIRED 1-UK CONSTRAINED FOOTINGS 4· 4 LSLAB RE( .4 J 1 4 SINGLE SPAN ATTACHED PATIO COVER DOES NOT REQUIRE FOOTINGS A24, LA25 OR LA26 ) IF DETAIL LA36 IS D - ALL LATTICE STRUCTURES W/ SURFACE MOUNTED POSTS MUST CHECK TABLES Ll AND L2 ON SHEET M5 RAFTERS, LA04, LA05, LA21(3X3 ONLY) HEADERSi LA04, LA05, LA06, POSTS,- LA15, LA17, LATS, LAE CONNECTION DETAILS LATTICE/RAFTER LA27 RAFTER/HEADER LA27, LA.38, LA39 HEADER/POST LA24, LA25, LA26, LA28 POST/SLAB LA35 POST/FOOTING LA34, LA36 RAFTER/WALL LA30, LABi, LA32, LA33 HEADER/WALL LA40 NONSTRUCTURAL LA37, LA41 43:-·?46*FUD,83.9- MEE* 24 2014 Carl Putnam, P. E. 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM@COMCAST.NET Drawn By CMP Ch41< By CMP' LA25, LA26 20, LA22 70.042"x3"x8" ALUMINUM BEAM ATTACHED LATTICE COVER MAXIMUM HEIGHT FOR PATIO COVERS IS 12'i Date 12, 14 OR 16 GA BY 3"X8" STEEL C-BEAM DOUBLE 0.040"X2"X6.5" ALUMINUM BEAM MAXIMUM HEIGHT FOR COMMERCIAL COVERS Flignari*LATOLDWG 1 ScaleDOUBLE 0.042"<378" ALUMINUM BEAM AND CARI:ORTS IS 156 Poge # Page 3 of 1.06. _.. L- •-.- ,-,,ICCESR-'1953 (2012 IBC) 2/24/2014 -- -$£'Ume;¥Vrme*4.e--&=*GA.p„kim«.r,%*42•'6-6r -4,™4,-.%;4*h.=. 4:_.*C,fo.Il'e,-!t·'-i---r'=-*.*'*4K+-#%r=-4.+;I•ti.»,2,=Dj.4-- .42,7.LI4U·4»r.;.;&Ilk·*W..6V·;f»*e,4.;rhfl£*-'2r==+-*-„ r:i, no ·- J.00.J 121 --0.059' (16 GA) -/ 0.070' (14 GA) 0,105' <12 GA) .OMUST BE ENCLOSED o «<- O 2.3750 0--IN LA04 1 0 8.000 ---0,042'6,500 0.024'-7 35'0.032' - - -0,040'0u 0,090.-11-lf-3 5.683 A 1/ 0 0 0 0 /1 7 0 Revisions 0 0 o05.: ./ ,3592*1.204*4 p0hev. 1 41, 2 - -f, - 1 4.01 13 . 2 8.:-8 imJ0.125 - - 2 880 -1 1 || 0.675*ca /CA ' - 1,975 -40-7/ -2.'500 -4 1 - 3.000 -296 1/2' HEADER 0.042'xS'XB' HEADER/RAFTER KER) 3004 H34 MA STEEL C BEAM ASTM 3004 1-134 49,7 425/ A653 GRADE 50 STANDARD BRACKETFOR CLOVERLEAF POSTS 6063 T6 ALUMINUM 0 %VU»r- -1 12*··:'/4 '11 $ 1 :1.v·'·2 ...4-' ' .A; 1··¥:..:044' .i=D. l /Ch HEAVY DUTY BRACKET |-3.000-| ' "2.Aw.'Cy,.06 )*·43·'le.iM Lj' FOR CLOVERLEAF POSTS Fy = 36 KSI ASTM A123 G75 5683 5,683 ALUM BRACKET FOR 3' SQUARE POSTS 6063T6 0.090-- 0.090- - /CA STANDARD BRACKET -2.703- 419/ FOR 3* SQUARE POSTS In 6063 T6 ALUMINUM -3.344- - -0,090 1 -2,308- |-:2,375-| -- Al A V BRACKET 1&/ FOR 3· SQUARE POSTS 6063 T6 ALUMINUM E '028• 1 0.032' ALUM :1-0.040' ALUM 0043% STEEL 3' LOCKSEAM POST A-653 GRADE .40 STEEL 3004 H34 ALUMINUM 1 Flan -- 3.000 1 1.5 1.5' 1 --0.125 OJ /LA Ulj - --O.090 ALL BRACKET DIMENSIONS EXCEPT THICKNESS ARE APPROXIMATE/CA 'U' BRACKET 4&/ FOR POSTS IN DETAIL LA15 6063 T6.ALUMINUM - 3.13' --3.0'- - 2,25'- |-·6375--2.0,- - -i-0,060'F 1.5• or 2.75•3 -0.021 OUTSIDE INSIDE /CA RAFTER/HEADER OUTSIDE AND INSIDE45/ 'U' BRACKETS (6063T6 ALUM) FOR 2* AND 3' WIDE RAFTERS. UV 00 0 ·- - 0,188" CU 7 1 42»- 5,875' OR 6.875'''- ALUMINUM HiEAVY DUTY BRACKET FOR 3' AND 4* POSTS 6063T6 ",4#Puffi-'/: ir:7:.- e . 5,6 75 1/ .9 8 1.1 1k:..M Il,ill J.81*| »;6813.:,t . 1'; fXX,:01.*14 /Ch 0.125' ALUM 'H' 41/ BRACKET 6063-T6 FEB. 24:Z2O14 0:1875- - -6' ASTM A500 GRADE B STEEL POSTS SEE GEN NOTE It·13 FOR CORROSION PROTECTION> = ]CC ESR 1953 (2012 IBC) 2/24/2014 0.1875 -3' or 4'- y OR 4' ASTM A500 GRADE A STEEL POSTS SEE GEN NOTE #13 FOR CORROSION PROTECTION 0.055 -1 : 3' Fl_UTED 42/ ALUMINUM POST 6061 T6 -B - SQUARE POSTS ALUM 6063-T& t= 0.120 B = 3'or 4' Page 4 of 106 + WIDTH - /4.1 t--HGT /CA ALUM LOCKSEAM TUBE 41/ 0,024'xy)(3' 3004H34 0,032'X3'X3' 3004·H34 0,040'X3'Xy 3004H34 0.018'¥20<20 31051-11.4 0,018'x2'xy 3105H14 0.018'Xl.5'Xl.5' 31051414 #14 SMS @24' 0/Q__ (TYP) SEE LA24 0,024')(2')<6.5'2 :ALUM SIDEPLATE r0024'X3'Xy / SQUARE POST \1 1 2-/1 2-4 3, POST WITH 2« SIDEPLATES Cart Putnam, P. E. 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM@COMCAST.NET Drown By CMP Check By - CMP Date Filename LAT 02.DWG Scale Page 6 NTS Ii'1,1.--1 xt WI -"--- 4 A -1 ilf b / Revisiols € /B =11 a t -Af -#14 SM SCREWS /5-(8 PLCS) DOUBLE 2'X6,5"0 ©7OR DOUBLE 3"X8'74.iM:HEADER MAX FOOTING :SI Bf d=31' >041 NE' 1 1 1 0 K1/1/ 0 121 1 \ 3'x 8' BEAM #14 SM SCREWS <8 PLCS)1 /LA /.f TYP SPACING 43/ =1.N 11 1 a A- -r O 0.032'<3'X3' SQ. POST MAX FOOTING /' IS d=28' 2' X 6 1/2' I I / #14xl/2' SMS-*--FOR DOUBLE 3XE .*,3'.-¥5fT-*:· 5--:F: 44 EACH SIDE /'A #[ /' =6'1-*4: 13-<-':.. 1 ... f. 5.---45 S - FOR DOUBLE 2*6:5' :·01@fillf·i·kliit · P fo.8.LIi-,Bi· N \ #- 91-2\L- DETAIL_S -r.1 -C » 3 LA15 (STEEL)6/);I LA19, LA20, LA/7 5 uD <12. SIDE PLATE i, - #8. SMS 7/ 2'0 WASHER, LATTICE TU.13·E i' LONGE THAN LATTICE DETAIL LA21 *lind SEE TABLES ,,-ALUM+RAFTER Speed 115 mph4' STEEL BOLTS OR #14 SMS Lla-Lld FOR 1SEE BELOW FOR QTY Exp C 'A" AND "B'FOUR #8 GMS =11. 1//MIN DOUBLE UNDER 110 MPH 540 mph Exp C HEADERS USE FOUR #10 SMS FORBRACKET PER .-- 130 MPH WINDSPEEDHEADER . /'Exp C 170 fribl'i /CA 140.mph423)Exp C 170 mph V -P- A OUTSIDE BRACKET· < -HEADER Exp C i DETAIL LA16 T SCREWS ARE HEIGHT Allawhble Trib2Mdth No.- of#*Screws t On)-leader 2345 0.0-0 Double 2w6 11' 15' 0.('42 0.0-12'x:"*8" 6' 91 12' 18 0.042 Dout·!0 318 12 15' 0.0-4.0 Double 2,6 9' 13'15 0.042 0.042'xyxe" 9 7 9' 17 0042 Double 3*8 9' 14' 15 #14 Sclows 0,040 [Double 2*6 6' 12'15* 0.042 0 U42'.3' x8 4· 6 8' 11' 0042 DO·Jble 3.8 8' 13'15' 16Gmin 8' S:ocl.C 15' 16G mi[·, Double Steel C 15' 16(3 rrii,1 8" Steel C 11' 15' 16[3 min Double Steel C 15' -STEEL POST OR \-SEE TAB'LE FOR NUMBER AND SIZE OF SCREWS. -ALUM BOX BEAM (LA04)ALUM POST 9/ t=0.12.0' WITH STEEL INSERT - DOUBLE OR SINGLE 3X8 STEEL C BEAM, BOLT LAYOUT FOR SPLICED AND NON-SPLICED ATTACHMENT FOOTING REQUIREMENTS USE 4 BOLTS/SCREWS FOR FOOTINGS UP TO d=33' USE 6 BOLTS/SCREWS FOR FOOTINGS UP TO d=38' USE 8 BOLTS/SCREWS FOR FOOTINGS UP TO el=42' USE 10 BOLTS/SCREWS FOR FOOTINGS UP TO d=45' USE 12 BOLTS/SCREWS FOR FOOTINGS UP TO d=48' USE 14 BOLTS/SCREWS FOR FOOTINGS UP TO d=50' ALL C BEAMS USING TWICE THE "ON SLAB" SPACING REQUIRE FOUR 1" BOLTS ALL C BEAMS USING THREE TIMES THE "ON SLAB" SPACING REQUIRE SIX r BOLTS ALL C BEAMS USING 'FIVE TIMES THE "ON SLAB" SPACING REQUIRE EIGHT r BOLTS ALUM 1#-OF #lit-SMS}or, SDS 5- 1 * 1 -6 - 1 81 f -10: Cubic :F.64tdr-Siza "d"..(in) 2.1 1 ·26.: 1 39 k ·33 1 ' 35 / 3X8 STEEL C HEADER / INSIDE 3X8 BOX BEAM 1 (DETAIL LA04) STEEL POST OR/'0 P'O:ST W/ t=0.120° 1!r r-#14x3/4" SHEET METAL a\\ OR SELF DRILLING SCREWS *7SEE TABLE FOR QUANTITY DETAIL LA08 OR LA09 EIGHT #14 SMS OR SDS MAX FOOTING SIZE d'=35' ,-3"Xy ALUM :·'44'···· .w,m -* • - RAFTER '»c/DECA(.\42.& 1 FEE¢*, 201-4 *-LATTICE HEADER L#14 SMS Carl PutnoM, P. E. 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM@COMCAST,NET Drawn By CMP Check By CMP Date THIS DETAIL MUST B'E USED WITH SIDEPLATES AS PER LA24 OR WITH AN EMBEDDED FOOTING AS PER LA36 ICC ESR'1,953 (2012 IBC) 2/24/2014 Page 5 of 106 Filenome Scole DC- -· 0/: :p·t.;- LAT03,DWG P.ge # i n 1. MIN fd·A 1- =1 p -EE GENERAL NOTE #21 -Seal with permanently flexible Existin q / (1-- --& waterproof sealant0 ' Ill I %SEE TABLE 7.6ATTACH PER /1 0-- FOR FASTENER CONTINU,OUS 2"*6" DF LEDGER 'OR PROVIDE DETAIL LA33 --21-9< 0,#=t /SPA-CING 2' x *'StucK-'IMPSON STRONG TIE MSTA36 (ICC ESR 2105)T SPLICE LOCATION. COVER W/ 0.019" ALUM / ' / STUD WALL --milinillilllittl!1lill i{iitil \ ATTACH ALUM RAFTERS PER LA33 /[-- n -0.5 MIN ALUM 9 4 3.5"L MIN RAFTER Completely Seal with Ll /4. La g Screw Continuous 2"X fascia board SEE GENERAL NOTE #21, .__---po•-monently flexible &0.019" Al_UM OR 0.035" VINYL _140111-11111111il!111111111'waterproof sealant< (73>-\N / 2.25" PEN -ATTACH' Al-lJM RAFTER°:M#tf-A.- \ AS PER LA33 V. 3 2x Wood framing min. 24" 0.0.-Revisions D.F. Larch.- 20 GA ASTM A653 Gr·!ADE · ,/ 33 STEEI. BRACKET FOUR #8 WOOD SCREWS rINTO RAFTER AND 2X FASCIA, ONE PER RAFTER , 1 SE0000 )000 =1 ynthetic Stucco or ROOF COVERING IS- i ther non-structural covering / -A MAXIMUM OF 3 PSF LEDGER AND 32 1SHEATH:IN (1" rnax thick)/LA»- 2% |IDF WOOD9CIA - HEAVIER ROOF COVERINGWALLSHALL REQUIRE ADDITIONAL !ENGINEERING ANALYSIS * 11 1 / TABLE 7.7 SPECIFIES THE ALLOWABLE 4-.7 I :ATACHMENT / ) 4 01'STANCE TO FIRST ROW OF POSTS EAVE (0"1" bL =-C i DF WOOD 7-POST E O x!·/[Ah STUCCO·- ATTACHMENT DETAIL : OVERHANG 00 D = Vil LEDGER OR STUD U WITH LEDGER BOARD E 2 r- , 030 1Live,'Snow Load RAFTER Ift/IAX DISTANCE TO FIRST ROW OF POSTS "1."g SEE GENERAL NOTE #21 F E > 8 ALU;MINUM RAFTER Solid Cover Wind SIZE EAVE OVERHANG E zzl-(24" 0/C) 6"12"18" 24" 30" 10 psf 20 25'-0'20-9,12'-0"T-1"3'-8"3 449 Lattice=135 ENG,2x6 25'-0'25'-[y 25'-0 23>10' 17-1'coi> 3 10 TABLE 7.6 SPECIFIES TYPE 2x8 25'-0'25'-0'25'-0' 25.-0'25'-0'2 :2 2 r AND. NUMBER OF FASTENERS 10 psi 2<4 25'-0'191-9 11'-6" 7-1"3-8' · 0 6 0 92 FOUR #8 SM SCREWS S·EE TABLE 7.3 Lattice=170 'E)<p C. 2*6 19'-0': 19'-0 17-1"11'-9"' 8'-4' DETAIL LA13 Laoce=140 EN. C Zx6 25'-0':25'00' 25'-0 22'-6' 16'47"2 49 I - or LAOB 1 9-0 2*8 25.0'2540'25'-0'25'40' 25'20' · #14 SM S7 20 psf 2x4 10'-3"3'-4" 1'-80 2*8 19'-0'19'-0';19-0 19'=of 16'-8" 25 psf 2x4 18-0'11'-3•6%4"3'-8"1.-9FOR QTY /LAh 18'-0' Latte=1:70 EN C 2*6 18'-0'18'=0 18'-0'12'-10"g. 1· 2x8 18'-0'18'-0 1819 15-0' ··>flf.E€Fjobtl-ONE BOLT DIAM. (MIN) -1|30 w :2]<4 17'-0 9'-7 541· 2-8'o'-o"1. 1/:....fl ---1=-=-1 . d-th...0--- --fl" :ctralkI.1 FQQ QTFFI 1' MIN·--99 3" POST- 11 [ » ilk Latoce=i tutxp u-UA|NEUTML1DE 1 L ...fr:?.......0.0<012 1. Mi@M %"0 w/ 2" EFFECTIVE11..........3 L .4- ....ffixl EMBEDMENT HILTI 40 W Latilce=170 Exp C ZXP 14-U 19-V ,1 -U , -4 9 -fd .-/ '271«n--( : KWIK BOLT TZ 2,8 14&0'14'-0'14'-0 14'-0'10'-3"481. :Pm·39'1, En.(ICC ESR 1917)60 psf 2*4 9-07 4-0"9-0 04' oLD. #··*.4\·A:4* 8-30*0150* 07 1 1-ALUMINUM BRACKET Lattice-=170 ExpiC 2x6 9'-0 :6'-9" 4'-0" 2-1"1 6 iLiP; . :2'•.'' MAX FOOTING SIZE- d = 34" 2*8 9-0' 940'9.-0,8•-89 59-10' f-DETAIL LA09 OR LA12 1 -- tiAL:31.-1. d ·1 SEE TABLE 7.3 - - /LA j MIN 3.5".REB %420:1.4 COLUMN A FOR #14 SMS ..=1 423/ FOOTING OR 4",flf' SPAN FOOTING CONSTRAINED FOOTINGS r- WITH 12" EMBED FOR FOOTINGS UPCOLUMN B .FOR %" BOLTS<C ATTACHED SINGLE CONCRETE SLAB FOR -7 ALUM W/ t=0,120" OR STEEL POST ! -1 - CONCRETE SLAB /TO d=39" OR 18" EMBED FOR A ,, SEE SHEET MB: / FOOTINGS UP TO d=*48" 2x6 17'-0'17'-0'15'-3" 10'44"7'=1" 2x8 17'-0'17'-0 17'=d 17'201: 14'28" 2*4 14'-0'667"3-4'0,-0. i. 4 1 n. 4 Zl f 1Tft- 12" OR 18" i t Carl Putnam, P. E. 3441 IVYLINK PLACE1LYNCHBURG, VA 24503 CARLPUTNAM@COMCAST.NET TWO STAINLESS * OR GALV'ANIZED r HILTI K'WIK BIJLT TZ ANCHOR (ICC ESR 1917) W/ 2.' ;·: ·y···· ' ': ' : '.0 ONE 3/8" x 9" STEEL EMBEDMENT ([JR EQUIVALENT) AND 3/4'0. WASHER FOR ATTACHMENT TO 4"ROD (REBAR OR · ---- THREADED) OR BOLT Drawn BjCONCRETE SLAB UP TO 170 MPH EXP C WINDS.ATTACHMENT TO FOOTINGS USE TWO ANCHORS FOR FOOTINGS UP TO d = 26« ' d 2- CENTERED ON POST CMP Clieck :By CMP FREESTANDING OR ATTACHED FOOTING Date POST ATTACHMENT DETAIL TO SLAB OR FOOTING SINGLE SPAN ATTACHED UNITS Filenama LAT04.DWG Page 6 of 1.06.ICC ESR 1953 (2012 BC) 2/24/2014 i :sdale b 34612 * f: 7,0 1 7 i Lic ) - 3,--„1004,3-4 --1- - .. . .... . . · - - ·'ft ' 9,1 ·'{-· -, ·· i - ii€ZA :*•4- 1;,Ni.8.1...M,1.141,00$1 a Wk .Wa- K r ' 011' trn,que#* 0=-# .·-p=,v i'•4,5,4,0.'/ 41}1»4v i.;,22,CS..4//WWM0 :. . 4 :*,I'ai' IR IA•>8*#-4.Ii,Uigqg*2-iN ed.6,8. Elm· 7 : 6/ -4/2.ldi;T. .. i S:Eilh E 1,2€ BD i, 42 1 p'<Ai,M#4,1 '*m*·44-le.TIAN,;:Z=IMAw«,4.-'16'4-,4,Irdind'MAW,Imi'·em-N/Mi¥'wNW,i,,wi.99*AL ' i.·\-f TICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES IN LOW WiND AREAS 0.624"x2"x6.53" Rafter (Single Span) i Ground I Rafier 1 Wind Speed and Exposure t Snow Load| SpacindExposure B Exposure C 1 (Psf)(in) 115 110_ 115 120 i-i•-I 10 24"8'-7" : 8'-7"WJ" TaT t LIVE ' 20" 10'-4" 10'-2" 10'-0" 8'22" 16"12'-9" 11'-6" 11'-4" 94" I 12" 14'-11" 13'-5" 13'-2" 10'-11" 20 1 - 24" 4714· 4'-4" 4'-*' 4'-4" 1 LIVE 20" 5'-2" · 5'-2" 5'-2" '5'-2" | 16" : 6'-6" 6'-6" 6'-6" 6'-6" 12" 8'47" 8'-7" 847" ;8'27" 25 24" 4'-r 40 4'-2" 442" 20" _4'-11" 4'-11" 4'-11" 4'-11" 16"6'-2" 6'-2"6'-2"'6'-2,1 12" 8'-3" 8'-3" 8'-3'-'813" r 30 24" ' 3'-5"3'-5" 3'-5" 3'-5" 20"4'-2" 4'-2"4'-2" 4'-2" 16" 5'-2" 5'-2"5'-2"5'-2" 12 6'-10" 6'-10" 6'-10" 6'-10" 40 24' 2-7"2'-7"2'-7"2'-7" 20"3'-1 3'-1"3'-1"3'-1" 16"3'-10" 3'-10" 3'-10" 3'e10" 12" 5'-2" 5'-2"5'-2" 5'-2" M -60 24"1'-9" 1'-9"1'-9" 1'-9" 20"2'» 211 " 2-1"2'-1" 16"2 -7"2€ 2'J 24. 1 12" 3'-5" 3'-5"' 3'-5" 3'-511 TABLE 1.1 SINGLE SPAN TABLES 0.024"x2"x6.5" Rafter (Multispan) Ground Rafter Wind Speed and Exposure Snow Load Spacing Exposure B Exposure C (psf_ (in) 115 130 115 120 10 24"6'-9"6'-9"6'-9" 6'-9" LIVE 20" 7'-9" 7'-9"7'-9"7'-9" 16" 94"91-1"9'-1"9'-1" 12" 11'-0" 11'-0" 11'-0" 10'-11" 20 24" 3'-10" 3'-10" 3'-10" 3'-10" LIVE 20" 4'-6" ' 4'-6" 4'-6" 4'-6" 16" 5'-4" 5'-4"5'-4" 5'-41 12" 6'-9"6'-9"6'-9" 6'-9" 25 24"3'48'3'-8" 3'-8" 3'-8" 20"4'-3" 41-3"4'-3"4'-3" 16" 5'-2"5'-2" 5'-2"5'-2" 12" 6'-611 6'-6" 6'-6" 616" 30 24"3'-1 "31" yd"3'-1" 20" 3'-;8" 3'-8"3'-8" 3'-8" le' 4'-5" 4'-5"4'-5" 4'-5" 12"5'-7' 5'27" 5'-7"9-7" 40 24" 2'-5" 2'25" 2-5" 2-5 20"2'-10" 2410" 2'-10" 2'-10" 16" 3'-5" 3'45"3'-5"; 3'-5" 12" 4'-5" 4'-5"4'-5"4'-5'" 60 24" 1'-711 10-71'1'-7"1'-7" 20"1'-If' 1'-11" 1'-11" 1'-11" 16" 2'-511 2'-5" 2'-5"2'-5" 12" 3'-1"y-1 " 3-1"3'-1" TABLE 1.6 0.032"x2"x6.5" Rafter (Single Span) Ground Rafl.er : Wind Speed and Exposure Snow Load Spacing·Exposure B Exposure C (psf)(in) 115 130 115 120 I 10 -24- 14'-7" -13'-7"13'-5" :11'-3" , LIVE ! 20" 15'-11" 14'-11" 14'43" 12'-4" F 16r 17'-9" 16'-8" 16'-5" 1:3'-10" I 12" 20'-4" 19'-1" 18'-10" 15'-1'1"' 1 20 1 24" 7'-5" 7'-5"7'-5"7'-5" LIVE | 20" 8611" 8'-11" i 8'-11" 8'-11"| 16" 11'-r 11;'-1 " 11'-r 11'-1" 12"147 14'-7": 14'-7" 14'-7" 25.24" Td"701"7'-1"7'-1" 20" . 8'16"8fG" 8,6"8'-6" f6" 10'17" 10'-7" 10'-7" 10'-7" | 1.2'141.0" 14'-0" 14'-0" 14'-0" 30 24"5'-11'0 5'-11" 5'-11" 5'-11" 20"7'-1"7'-1"7'-1"721" 16"8%10" 8'-10" 8'-10" 8'-10" 12" 11'-9" 11'-9" 117 11'-97 40 24"4'-5" 4'-5"4'-5" 445" 20" 59-4"5'-4" 5'-4"5'-4" 16" 6'-8"6'-8"6'-8"6'-8" 12':8'-10" 8'-10" 8010" 8'-10" 1 50 24" 3'-0" 3'-0" 3'-0" 3'-0" 20" 3'-7" 3'-7"3'-7"3'-7" 16" 4'-5" 4'-5"4'-5"4'-5" 12[i 5'-11" 5'-11" 5'-11" 5'-11" -IABLE 1,2 11 . 0.032"*2"x6.5" Rafter (Mlultispan) Ground Rafter Wind Speed and Exposure Snow Load Spacing Exposure B Exposure C (ps¢ (in)115 130 115 120 10 24"10'-2" 10'-2" 10'-2" 10'-2" LIVE I 20"11'-6" 11'-6" 11'-67 11'-6" 16" 13'4" 13'-4" 13'-4" 13'-4" 12" 15'-11" 15'-1.1" 15'-11" 15'-11" 20 24" 6'-1 " 6'=1"6'-1"6'-1" LIVE 20" 7'-0" 7'-0" 7'-0"7'-0" 16" 8'-3" 8'=3"8'-3"8'-3" 12"10'-2" 1042" 10'-2" 10'-2" 25 24"51_10" 5'-10" 5'-10" 5'-10" 20" 6'-9" 6'-9"6'-9"6'-9" 16"8'-0" 8'-0" 8'-0":840" 12" . 9'.10" 9'-10" 9'-10" 9'-10" 30 24" 5'10" 5'-0" 5-0"5'-0" 20" 5'-10" 5'-10" 5'-10" 5'-10" 16"6'-11" 6'=11" 6'-11" 6'-11" 12. 8'-8"848" 8'-8"8'-8" 40 24" 3'-11" 3'-11" 3'-11" 3'-11" 20" 4'-7"4'-7" 4'-7"417" 16" 5'-6"5'-6"5'-6" 5'-6" 12"6'-11" 6'-11" 6'-11" 6'-11" 60 24" 29 2'-9" 2'-9" 2'-9" 20"3'-3" 3'-3"3 '-3"3'-3" le'3'-11" 3'-11" 3'-11" 3'-11" 12" 5'-0"5'-0" 5'-0"5'-0" -TABLE 1.7 0.040"x2"x6.5" Rafter (Single_@pan)0.0425<3"*8" Ral¥ 'Smgle Span) Ground Rafter - Wind Speed and Exposdre Ground Rafter £ Wind Speed and Exposure Snow I.oad Spacing Exposure B Exposure ¢ . Snow Load Spacing Exposure 8 1 Exposure C (psf)P.1- 115 130 115 120 (ps[)(ih) 115 130 115 120 10 24" 18'-0" -17'-8" 17'-5" 14'-9" 1 , 10 36" 1621" 16'"1" 1 15'-11" 13'-5" 1 LIVE ' 20" .19'-8" 18'-11" 18'-9" 16'-2"LIVE 32" 18'-1" 17'-2" 116'-11" 14'-3" 1,6" 21'-11" 20'-3" 20'-1" 18'-0"24" 2160'; 19'-104 19'-6" 16'-5" 12" , 24'-8" 22'-1" 21'-11" 19'-8" | 16" 25'-4" 24'-0" 23'-8" 20'-0" -0--24"-21-E3" 11'-3" 11'-3" il 1,231' 20 36" 8'-2"- 8'-2"' 8'-2" 8'-2" A• A,1 UVE 20"= i 13'-5" 13'-5" 13'-5" 13'-5" LIVE 32'9'-2" 9'-2"9 -£ 3 -Z 16" | 15'-8" 15'-8" 15'-8" 15'-8" 24,1 12'-2" 12'-2" 12'-2" 121-r , 12" 18'-0" 18'-0" 18'-01' 18'-0" i 1'6" 18'-1" 18'-1" 18'-1" 18'-1" 25 ! -24" 10'-8" 10'-8" 10'_8" 10'18" 1 25 36" 7'-10" 7'-10" 1 7'-10" 7%10" 20" 12'-10" 12'-10" 12'-10" 12'-10" .32" 9'-9" 8'-9"81-9"8,-9" 1.6"15'-4" 15'-4" 15'-4" 15'-4" 1 |24" 11'-7" ;11'-P' 11'-7" 111-711 12"17'-7" 17'-7" 17'-7" 17'-7" 16" 17'-3" 17'-3" 17'-3" 1,7'-31 30 I 24" 8'-11" 8'-11" 8'-11" 8'-11" 30 36"6'-6" 6'46"6'-6"6'-6" 20"10'-8" 10'-8" 10'-8" 10'-8"<32"7'-4"7'-4" | 7'-4" 7'-4" 16"13'-4" 13'-4" 13'-4" 13'-4"24" 1 9'-9" 9'-9" 9'-9" 9'-9" 1:2"16'-2" 16'-2" 16'-2" 16'-2"16" 14'-5" 141-5" 14'-5" 1'4'-5" 40 24"6'-9" 6'-9" 6'-9" 6'-9" 40 36"4'-11" 4'-11" 14'-11" 4'-11" 20'1 8'-1"8'-1" . 8'-1"8'-1 "32" 1 5:46"5'-6" 5'-6"5'-6" 16" 10'-0" 10'-0" 10'-0" 10'-0"24" ' 7'14" 7 '-4 1 7'-4"7'-4" 12" 13'-4" 1344" 13'-4" 13'-4"16" 10'-11' 10'-11'110'-11" 10'-11" 60 24" 4'-6" 4'-6" 4'-6" 4'-6" 1 60 36" 363"3'-3"3'-3"3'-3" 20" 565" 5'-5"5'.5"5'-5"32' 3'-8"3'-8" | 3'-8" 348" 16" 6'-9"ea" 6'-9"6'-9"24'4'-11" 4'-11" 4'-11" . 4'-11" 12"8'-11" 8'-11" 8'-11" 8'-11"16" 7'-4"7'-4" 1 7'-4" 7'-4" -rA 3LE 1.3 TA BLE 1.4 NOTE: RAFTERS MAY"OVERHANG 2590 OF THEIRCLEARSPAN 0.040"x2"x6.5" Rafter (Multispan)0.042"x3"x8" Rafter (Mi.Itispan) Greund 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) _ Cir)115 130 115 120 (psf) (in) 115 130 115 120 10 24"13'-8" 13'-8" 13'-8" 13'-8" 10 36" 11'-8" 111-8" 11'-8" 11'-8" LIVE 20"15'44" 15'-4" 15'-4" 15'-4";LIVE 30"12'-8" 12'-8" 12'-8" 12'-8" 16"17'-7" 17'-7" 17'-7" 17'-7"24"15L4" 15'-4" 15'-4" 15'-4" 12"20'-9" 20'19" 20'-9" 19!-8"16"19'-8" 19'-8" 19'-8" 19'-8" 20 24" 8'-5"8'-5" 8'-5" 8'-5"20 36" 6410" 6'-10" 6'-10" 6'-101' | LIVE 20" 9'-8"9'-8"968" 948"LIVE 30"7'26" 7-6" 7-6" 7'-6" 16"11'-4" 11'-4" 11'4" 1114"24,1 9'-5" 9'-5" 9'-5" 9'-5" 1 12"13'48" 13'-8" 13'28" 13'-8"16" 12'-8" 12'-8" 12'-8" 12'-8" 25 1 24" 842"8'-2" 8'-2" 8'-2" 25 36" 6'-7" 6'-7"67 6'-7" 20" 9'-4" 9'-4"9'-4"9'-4"30"743" 7'-3" 7'-3" 16" 10'-11" 10'-11" 10'-11" 10'-11"24" 9'-1 "9'-1!"9'-1"9'-1" 12" 13'-3" 13'-3" 13'-3" 13'-3" 16" 12'12" 12'-2" 12'-2" 12'-2" 30 24"7'-1" 7'-1" 7'-1" 7'-1" 30 36"5'-8" 58" 5'-8"5'-8" 20" 8'-2" 8'-2"862"8'-2"30" 6'-3"67 6'-3"6'-3" 16" 9'-7"9'-7" 9'-7"9'-7"24"P-11" 7'-1'10 7'-11:" 7'-11" 12"11'19" 11"-9" 11'-9" 11'-9"16"10'-9" 10'-97 10'-9" 10'-9" 40 24" 5'-8"5'-8"5'-8" 5,28"40 36" 4'-5" 4'-5" 41-5" 4'-5" 20"@-6" 6'-6" +6'-6"6'-6"30"4'-10" 4'-10" 4'-10" 4'-10" 16" 7'-9"7'-9" 7'-9" 7'-9"24" 6'-3"6'-3"6'-3" 6'-31' 12"93-7" 91-7" 9'27"9'-7"16"8'-8" 8'-8" 8'-8"8'-8" 60 24"4'-0" 4'-0" 4'3" 4'-0" 60 36" 3'-0" 340" 3'-01' 3'-0" 20"4'-8" 4'-8" 4'-8" 4'-8"30"395" 3'-5" 345" 3,45" 16"5'-8" 598" 5'-8"5'-8"24"4'25" 4'-5,1 4'-5"465" 12" 7'-1" 7'-1-" 7'-1" T-111 16" 6'-3"643" 6'-3"6'43" -TABLE 1.8 TABLE 1.9 3"x3" Rafter @6" 0/c (Single and Multispan) Ground Metal WEd Speed and Exposure Snow Load ' Gauge Exposure B 1 Exposure C (psf)(in) 115 130 i 115 120 10 0.024" 12'-5" 12'-5" | 12'-5" 12'-5" 1 LIVE 0.032" 16'-11" 16'-11"16'-11' 16'-11" 0.040" 21'-1" 21'-1" 1 21'-1" 21%1" 20 0.024' 8'-5" 8'-5" 1 8'-5" 8'-5" LIVE 0.032" 11'-9" 11'-9" | 1149" 11'-9" 0.040" 14'-10" 14'-10"114'-10" 14'-10" 25 0.024" 8'-2" 87 1 8'-2" 8'-2" 0.032" 1105" 11'-5" 11'-5" 11'-5" 0.040" 14'-6" 14'-6" 1 14'-6" 14'-6" 30- - 0.024" 7'-4" 7'-4." [77'- 7'7- 0.032" 10'-4" 10'-4" 110'-4" 10'-4" 0,040" 13'-1" 13'-1" I 13'-1" 1341" 40 0.024" 6'-1"6'-1" ' 6'-1 " 6'-1" 0.032" 8'-9"8'-9"8'-9" 8'-9" 0.040" 11'-2" 11'-2" 11'-2" 11'-2" 0.024" 4'-8" 4'-8" j 4'-8" 4'-8" 0.032" 6'-9"6'-9" 6'-9" 6'-9 0.040" 8'-10" 8'-10" ' 8'-10" 8'-10" TABLE 1.5 EXPG-30-20161%/-7:7'· 47- 0 -E=H I'7=-I ,-<.-7>-1-- :U-:. .»E .FEB. 24..2,@i4 Metals Building P.roducts 5005 Veteran's Memorial Hwy Holbrook, NY 11741 (631) 563-4000 Carl Putnam, P. E. 3441 Ivy!ink Place= Lynchburg, VA 24503 cariputnam@comcast.net 1142*I Page 8 of 106- ICC ESR'1953 (2012 IBC) 2/24/2014 , ' 6 ti_' •. i '. . • li , •r . :'.-§" IC!0 " ' 1 B -4 -- -,--*-U U__-12.-,1 t-j= "442 I'' Cul'· i ATTICE COVER 2.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS NORMAL WIND AREA: .. 16 GA 3xs Steel C Beam LAOI 14 GA 3x8 Sleel C Beam LAO{12 GA 3x8 Steel C Beam LAO€ -16 GA 3x8 Steel C Beam LAO{14· GA 3x8 Steel CBeam LAOI 1 12 GA 3x8 Steel C Beam LA.0¢ TABLE 2.5 Itached Single ;Freostanding 01 1Allact.-3,3 Single Froestanding 01 Attached Freestanding 01 TABLE 2.5 Ait:·.ch.ri Single Freestanding 01 Wtached 9,3.,le Freeslariding ol ,Atia.-:1cd Single Freestanding 01 pen St,uctu,0 IMullispan Units Span f:tructilin Multispaft Units Structure Multispan Units spon strugture Multispan Units y Spanstru. :9 IMullispan Units Spac, 3,ructurs Multis[:ari Units - MAX P LENGTH --1- .. 2-MAX POST LEN(3-I H MAX DOROUND TRIB 1 MAX |MAX POST LENGTH |Al.·•0< F·C.iT LENGTH MAX <f GRCUND' TRIB i MAX MAX MAX POST I.ENGTH M.·'O< POST LENGTH { SNOW 0.·'ID'TH | POST POST MIN FOOTER :8' 12' 15' F POST MIP! FOOTER 8' 12' 15'SNOW WIDTH ! POST POST MIN FOOTER 8' 12' if'POST 8' 12 | 15 POST MIN 3 FOOTER 8' 12' 15' 5 1 1,< 1 1:1 | LOAD (FT) | SPACING SPACING, POSTI SiZE CONSTRAINED, FOCTE: SP ONS1RAINED FOOTER SPAGING; POS1 SIZE CONSTRAINED FOOTER ; LOAD (FT) ! SPACING ISPACIN€ POS'i, SIZE CONSTRAINED FOOTERISPACIN €GNSTRAINED FCOI-EK SPA,L. ING POST SIZE GONSTIV··.INED 7601-ER "d" "d" "d (Fl )1 |TYPE 'd· "d" i "d" "d" , (PSF) ,ON SLAB (PSF) ON SLAB (FT) TYPE "d" "d" "d" ' "d"0 1 I I = 1 FI) PPE = L 1 11= [ 2 (Fr) (in) tin) I (in) fih)tin). 1 (int. 1 (ib)(in) (in) On) .(in) 1 i .1 I (Fo 115 MPH EXPOSURE B 115 MP-{ EXPOSURE B 5 4'-10" | 1(64" | F : 19 '22 25 26 13'44" 23 26 27 ' :19'24" H 24 ' 24 -27 28 1 | 10. i 5 13'-7" LIVE 5.5 12'-1- 5.5 1 MAX 'OST , MIN FOOTERR ACIN(lpOST· size CAFT) >TYPE "47 d 'd""d-' 1 1 (FT)(in) (in) (in) (in) { 20'-2' 6 24 25 28 ->< 29'-8" E 25 | 26 29 32*£- 30'.4" F 27 27 ' 24 2 8024 25 28 2 22-3" E 25 26· i 29 -*I- 291-25" F 28 28: 29 < 17'-10" D 24 24 : 27 E' 26 26' 28 >9< 28'-6" F 29 29 1 G'-11" D 25 25 1 27- 84 20'-0" E 26 26' 28 2748" F 29 29 iti'-i" E- 25' 25 | 27 iii·-1" F 26 | 26. 28 15·-4"'E F 29 29' 29 18'-3" F 26 | 26. 27 25'-6" F 30 30 30 24'-7" F | 30 30 1 30 14'-8" I E 25 25 26 17'-6" F : :27 | 27 I 27 14'-1 ' : E 25 25 26 16'-10" F · 27. 27 ! 27 02<: 23'-9" F i 30 30 30 13'-6" E 25 , 25. 26 27. 27 ! 27 ;2€ 22'-11" F 30 30 30 13'-0"E 26. 26 26 15-7' F 27.27.27 2S 22'-2- 0 31 31 31 12'-6"E 26. 26 26 15'1" F 27 27.27 2/4 21-6' G 31.31 12'-1 " E 26 26 26 14'-7,1 :F 27· ' 27 I 27 21 207-11• G 31 31 31 1146" E 26 26 26 14'-1"28 28 28 2044" G 31 31 31 11'21"26 26 26 13'-8"F 28 28 28 19'49" G':31 31 31 10'-7"E 26 26 26 13-30 F ' 28 28 | 28 2€ 19'-3" G: 1 32 9'-10" E 26. 26 | 26 12'-71' , F 28 | 28 28 -2%. 18'11" G | 32 32 32 30 9'-1"E 26 26 26 11:411" F 28 G 32 32 32 1 B'-6.E 26 26 26 11'4" 1- F ..28 28 28 16\97 G 32 32 32 6 11'-4" 6 Gi5 1 6.5 10 -53• 7 7 9'-8 7.5 gul; 7.5 9 9 7-6" 9.5 7-2" 9.5 10 10 6,9" 10.5 61157 10.5 11 6'22" 11 11.5 5'-11" 11.5 27 27 28:28 32 30'-4" F 31 31 32 C 18'-11" ' O 27 27. 30 81< 22'-3" E 29 29. 31 F 31 31 32 17'-10" D 27 E 27. 30 32 32 32 16'-11" D 28 28. 29 < 20'4" E 29 33 33 16'-1" E 28 30 30 30 26·-6" F 33 33 33 1:5'-4"E 14'28•28 28 29 30 30 34 34 14'-1" :E 30 23'-9- 'F 34 34 | .34 13'-6" E 29 29 29 1642" F 30 30 22'-11" F 34 34 13'-or E 29 15'-7'31 22'-2" G 34 34 12'-6"E 29 ' 29 29 1:5'-1" F 31 31 31 ·35 35 35 12'-1"E 29:29 14-7" F 31 20'-11" G 35 40 1:1'-6"29 14'-1" F 31 20'-41" G 35 38 35 29 31 31 35 35 35292929 ' 9010" E 29 29 29 18'-4" G 9'-1" E 29 29 29 11'-11" F 32 32 17'-6"G 16'-9" G 36 36 36 10 649" I 115 MP -1 EXPOSURE B 2Q 5 7%1" 12'-11"E | 21 23 .25 27 15.-7" F 22 24 26 28 22'-2" G 25 25 27 LIVE 5.5 6'25"12'-1" EZQ 22 25 27 14'-7' 1 F 22 23 26 28 20'-11:" G 25 25 27 6 :5'-11"11'21" E 1 21 22 25 26 13'-9'- | F ,22 23 26 28 19'-10" G 25 25 27 MIN FOOTER POS r .UE TYPE 7 21 F 21 F 21 F 21 F 21 21 21 F , 21 F · 21 F 21 F 21 F 21 F 23 F 24 24 F ' 24 24 F 24 24 24 F 24 1 F 24 F 24 F 24 F 24 F 19 F 20 F 20 | F 20 F 1 20 F 20 F 20 20 20 F 20 F 20 F 20 F 20 F 22 1 F 22. 22 E 22 F 22 F + 22 F 22 F 22 F 22 F 22 22 F 22 F 22 4'-4"9'-9"'F 19 21. 24 26 1%26"23 25 27 18'-3"H 24 24 26 28 8·-11" F 19 21 24 25 11'49"22 25 27 1%43"H 24 1 24 ] 26 28 30-8 "F la 21 23 25 11'-1"22 25 26 16'-5"H 24 24 26 21 3,-5"703"F 1.9 20 -25 25 10'-41 22 24 26 H 25 25 25 27 3'-2 7'42"F 19 20 23 24 9'-8"21 24 26 15'-0"H 25 25 25 27 2'-8.6•-0"F 19 19, 22 24 8'-1 "21 23 25 13'.3"El 25 25 25 26 2<0"F 19 19 22 24 : 7.-8"23 25 12'407 25 25' 25 26 2'-5"5'-4"19 19 22 24 I 7-3"23 24 12'-5-26 26. 26 26 1F 2'.3"5'-1"E 19 20 22 24 E-11"21 23 24 12'-0"26 26 26 26 2'-7 | 4'-11·' F 19 20 22, ·24 6'27"21 . 22 :24 11·27"26. 26. 26 1 26 2'-1" . 4'-8" :F 19 20 22 24 21 22 24 11'3"26' 26. 26 26 8 E-6.:8 3-0,F 19 20, 23 24 9'-1 " 21 24 25 1454" 1 H 25 23' 2/ 8.5 8'-0 8.5 1 2'-10" ' 6 4" F 19 20 22: 244 I '8'-6" 21: 23 25 : 13'-10" - Il 25 25 ' 25. 26 ' 12 :5'-8"---95 MP -1 EXPOSURE C or 130 MPH EX JOSURE B 5 4'40 104" F ' 22 1 24 27 29 13'-4" 25: 28 I 30 19-4" H13 I 5'-2'14 5.5 ' 4%4" 9'-9" F 22 23 26 28 12Le' 25 23 26 28 11'-97 246 1 4'.0"8·11"F 22 15 4.6 28 29 18'-3" H 27 29 17:3" H 6.5 | 3'-8"8'-3" F 22 23 25 27 11'-1"24' 1 27 29 1 645" H 115 MP-{EXPOSUPE C or 130 MPH EXPOSURE B 7 3'-5" I 748" F 22 22 25 27 1 0'-4"24 ·27 28 15'-8" H 10 5 13'-7·'22 22i 25 27 9'28"24 1 -26 i 128 15·-0" H 7.5· 3'-27 7'-2" F LIVE 5.5 12-4" 6 11'-4" 8 340" , 6'-9" F 22 22 25 26 9'21" 24 :28 1 28 1444" 'H 6.5 10'-5" 1 8.5 2-10" | 604" F 22 22 24 26 846"24 | 26 , 27 13'„10" H 9 2'48"6'20" F 22 22 ;24 26 8'-1"124 25 27 13'=3" H 7 9'48" 1 95 2.- 1 E-8- 1 22 22 24 26 7'-8"24 , 25 27 -12'-10" i I 7.5 9'-1"10 245" 5'-4=F 22 22 24 26 7'-3"24 25 27 12'-5" 1 8 8'-68 8.5 8'=Or 10.5 2-3 5'-1"F 22 22 24 26 6'-11"' 24 25 -26 12'-0" I 11 2%2" 4'-11" F 22 22 24 26 6'-7"24 | 24 26 +17 1 9 7'-6" 25 24 25 261 i.5 2'-1"4'-8" F 22 22 26 6'4"1143- I 915 72 j 5' 3'-7-" 8'-1" F 18 21 23 25 10'- ·11-22 25 26 1643' H 10.5 645" 11 6'-2" 5.5 3'-3"7'-5" F 18 ·20 23 25 10'10" 22 24 26 15'4" M 6 3'-0"6'-9" F ; 1;8 20 23 24 9'-2" 21 24 25 14'-5" H 11.5 5'-11" 6.5 2'-9" ] 04- F 18 20 22 24 8'-5·' 21 23. 25 13'-9' H 12 5'-8-7 2'-7" ] 54:10" F 18 19 22 24 7-10" 21 23 25 1341" H13 542" ;18 19 22 20 21 25 12'-6" - I 14 4'-10" 7.5 2·-5" 5'-5" F 23 7'4" 15 8 2'23" | 541" F 1·8 19 24 23 6'-11"20 23 &11'-11" I 4'-6" 115 MPH EXPOSURE 8 8.5 201" I 409" F 18 19 21 23 6'Q"20 22 24 11'-5 I 29 9 2'-0" ' 4'.60' F 18 19 !22 23 6'-1"20 22 24 1'1 '-0, 1 29 9.5 1'-11" 4'-3" F 18 19 22 23 5-10" 20 22 24 10'-7" 1 28 .10 1 ·-9'4·-1" F - 18 19 22 24 5'.6"20 22 24 10'43" I 6.5 - 5'-5"10'-3 'E 21 22 24 26 13'-0"F 23 23 25 27 18'-10"G 26 26 26: 28 10.5 1'-8"3'-11" F '182022 '24 5'-3" 20 22 24 9'-11"I 7 54" 996"E 21 21 24 26 127' F 23 23 25 27 18'20" G 26 26 26 28 11 1'-7" 3·-8" F 1 18 26 22 24 :5'40' 20 22. 24 9-7" 1 7.5 4'-9"8'-11"E 21 21 24 25 11'-8"F 23 23. 25 27 17'-3" G 26 26 26 28 115 MPM EXPOSURE C or 130 MPH ErOSURE B 1 8 4'-5" 8'-4'E 21 21 23 25 1112 F 23 23 ' 25 26 16'-7" G 26 26 26 27 40 5 3'17"8'-1" F 20 23 25 27 10'-11" ;24 27 29 27 27 29 31 U 27 29 30 Z7 27 28 30 27: 28 30 Z8 28 28 3Q 2 28 28 29 28 28 28 29 28 28 29 ,8 28 28 29 20 29 29 29 Z9 29 29 29 Z9 29i 29 29 29 29 29 29 29 29 12 23 26 27 23 25 27 23 23 25 27 23 25 26 Z3 23 24- 26 Z3 23 24 26 23 24 26 24 24 24 26 Z4 24 24 25 24 24 24 25 24 24 25 14 24 24 25 M 2444 25 8.5 4'-2"7%10"E 21 21 23 25 10'27" F '23 23 25 26 ·15'-11" 11 26 26 26 27;5.5 7'-5" F 20 22 25 27 10'-0"23 26 28 9.3'11"7'-5"E 21 21 23 25 10'-0- F 23 23 24 26 15'-4" H 27 27 27 27 6 3'10" 61" F j 20 22 25 26 9'-2"23 26 28 95 741"E 91 21 23 74 9.-A,%92 74 26 121'-10" H 97 97 97 97 8K 91-01 F 9n 91 04 2A Ri.Ki 23 26 27 10 3'-6"6'-8"2·1 21 22 24 91-01'F 23 23 24 25 14'-4"H 27 27 27 27 7 5'-10" F 20 21 24 '26 !7'.lou 22' 25 27 7'5 lip 20 21 24 25 7'-4"22 25 27 41-u=L 0.5 3-4'6'-5"E 21 21 22 24 8,-7" F 23 23 24 25 1341" H 27 27 27 27 2'-5" 11 3'-2 6'-1"E : 21 24 22 ,24 8'-3"F 23 23 23 25 13'-6"H 27 27 27 , 27 8 5!-1 'F 20 21 23 25 6'-11"22 25 26 1.5 3'-1" 5'-10" E 21 21 22 24 7'-10" F 23 23. 23 25 13'4" H 27 27 27 27 8.5 2'-111 4'-9!' F 20 20 23 25 22 24 26 61-1"22 26 12 241'5'-7"EI21 21 23 24 F 23 23 23 25 12'-9" H 27 27 27 27 9 2'-0"446- F 20 21 24 25 24 13:2'-8"5'-2"E 21 21 23 25 710" F e 23. 23 23 25 12'-0" H 28 28 28 28 9.5 lt-11'403" F 20 21 24 26 5'-10"22 24 26 14 2'-6"41-9"E 21 21 23 25 6'-6" F ! 23 23 23 1 25 11'-5"H 28: 28 28 28: 1.0 !1'-9" 4'-1 F 20 21 24 26 5'26'22 i 24 26 '·05-1:."%*#(Pare.*>op 15 20-4"4'-6"E 21 21 :24 25 ·6'-1" F 23 23 '24 25 10>1·18 H 28 28 28 28 10.5 1'4"3411- F 20 21 24 26 5'-3"22 · 24 26 11 10-7" 3'48" F ·20.21 24 26 5-0" . . 22. 24 26 ,FEB 24 ZQ-1.4 ICC ESR 1953 (2012 NBC) 2/24/2014 Page 14 of 106 .-.-gl Ur/1.-UL- 1t 4 UT?CE COVER 2.0 POST SPACINGS FOR PATIO AND COMMERCiAL. COVERS NORMAL WIND AREA: ?16 GARB Steel C Beam LAOI }14 GA 3x8 Steel C Beam LAO( '12 GA jxa Steel C Beam LAW 16 GA 3%8 Steel C Beam LAOI 14 GA 3*.8 Steel C Beam LAOE 12 GA 3*3 Steel C Bean LA.0. .-I...1. ;___,Ill-.......=.™2---9-'-Il- Allached Sint,1,4Froeslarding 01 Allached ,Freestanding 01 TABLE 2.5 11:·.aed sir*reestandingot Aireched Sill.11: FI·eestariding el :Attached Singh.Freeslancing 01 lE!£2.51 .Attached singli Freeslariding-01 < 'spar stal:111,0 ,Multispan Units ispaoStructure Mullispan Units Structure IMullispan Units Span Strue.1. IreMuliispan Unils .Ispan Strucmre Multispan Units Spon Shucluic Mullispan Units . MAX POST LENGTH GROUND I TRIB MAX MAX MAX POST LENG1'H MAX MAX POST LE,4GTPE| --M,·'·X MAX POS1 LENGTH MKA MAX MAX POST L MAX MAX POST LENGTH MAX IDTH POST POST MIN F-Ji ERP· 8' 12 POST MIN FOOTER X;' 12· i!3'POST MIN 8' 12' 15' SNOW WDTH POST POST FooTER M' | 12 | 15' 1. POST MIN FOOTER W | 12' | 15' i POST , MIN i FOOTER 8' - 12' i·5' IFT) SPACING SPACING POS-ri s.,75 f.ONKTRAINED FOOTE-fSP/·CINGPOSI SIZE CONSTRAINED,FOOTER SPACING POS sIZE CONS'I'RAINED FOOTER LOAD (FT) SPACING kpACING|POS POST SIZE CONSTRAINED FOOTE: E.1·'ACIAG POST b]ZEr GOND'RAINED FOO-FERRAINED FOO 1. ..·E'·Sor ON SLAB (FT)„111 1 Ild,1 R (FT) . |TYPE "d" .·d" | ·d- | 'cr (FT ) r.' q ·d' 'd" 1 "411 1 "d" (PSP) 'CN SLAB (FT; TYP n·PE '·cr "dr "dr C"'_CT T) --TYPE ·d" "d | "cl" 1 7 2!LL (In) |.„- . _ 88) 1 (ih) lin) | tin) --(in)®)-J vq 1 64). 1 J 1 FT) .. 1 (in) _(in)3 :(ing .....EL on) or)(in) 1 (in) 115 f·.1PHEXPOSURE C or 130 MPH EXPOSURE B 115 Mi*{ EXPOSURE R k©Jim) - b SNOW W 4 1.OAD > lf'SE) El·IGT} 1 | 15' 1 [FOOTER TYPE; (in) & (in) 4 SIZE jCONS11 On)(in) 1 12'-11" - E -- 23 ; 371-38-- io 159" 'F 25 26 29'122112" G 28 28 - 30 - 32. 60 12'-1 - E ' 23 21 27 :29 14%7" F 25. 25 28 50 20'-11.- G 28 28 29 31 11'-1"E 23 24 27 29 13'29" F 25 25 28 30 19'402 G 28 28 29 31 10'43"E 23 24 27 : 28 13'-0" 8 25. 25 28 So 181-10" G: :29 29 29 31 1E23232628: 12'40 F 25. 25 27' 29: 1'8·20" G 29 29 29 30 8.-11• E 23 23 26 28 :1128" F 26. 26 27 . 29 17'13" G 29 · 291 29 30 83'-4" E 23 23 26. 27 1'1&2"f67 G 29 29,29 30 7'-10' E 23- 23 25 27 10'47" ' F 26 26 27 | 29 15'=11" :H 30 | 30 36 30 7'-5- E 23 28 , 25' ' ,27 1040" ' F 26' 5 26 26 28, · 15'-4" hi 30. 30 '30 30 7'-1" E 23 23 25'27 94" F 26' 26; 26 28 14'-10" Id 30 30 | 30 30 E 23: 23 ] 25 26 9'-0" F 26 26 26 28 14'-4": il-[ 30 30 30 30 6'_5"E 23 23 24 26 8'17" F 26. 26 26 27 13'-11" H 30 30 · 30 30 6'-11 E 2 i 23 24: 26 F 28 26 26; :27 13·26" H 31 31'31' :31 7'-5" F 17 20 23 25 - 2'-7" I · 20 22 F 16 19 6'-9" F :17 . 28 , 23 , 24 Bl'-W 21 21 24. 26 16 19 6'-2 F 17 22 | 24 , 11'-1 '21 21 24 25. 16 18 548" F 17 I 19.22 24 10'-67 14 1 21 21 23 25 16 18 F ' 17 19 . 22. 23 9411:" I 1 21 21 23 25 F 16 18 4'-11" F ' 17 19 i -21 23 '946" il 21. 21 23 25 16 19 448"F 19 , 21 6 23 9-1" | 1 21 ' 21'· ,23 25 F 16 19 4'44" 'F | 17; 19' 21 23 8'48" 1 1 22 ·22 28 :24 F 16 49 4·-1" F 17 19 |22 | 23 28'-4" | I 22. 22 23 24 16 19 F ! 17 19 | 22 23 7'-11" 1 22 I '22 .22 2416193'-8"17 19 22 24 797"22 22 22 124 F 16 20 F 17 20 22. 24 7'i21'22 22 22 24 20 5 791" I 5 2'-r 566 L.IyE 5.5 645 1 5.5 ' 2'-2 50 4 2>0"42-7 6 5'-11" 615 5'-5" 6.5: 1'-10"' 1 4'-3 7 1'-9" 31-11 7 5'21" 7.5 1'-7"34 7.5 '429 8 . 1'46'3'-5 8 4'-5" 8.5 1 1-5"3'-3 ;815 4'-2" 9 i 31-11'11 9 1'247 3'-0 9.5 10 399„ 9.5 17 2211 3!26" 10 1'=2"2'-9 10.5. 3'-49 10.5 1'-2" , 2'27 L__1] i 22 23 21 23 21 23 21 23 | 21 22 21 23 21 23 21 23 22 23 22 22 24 22.24 11 3'27 115 MP-l EXPOSURE G or 13( MPH EX DOSURE B 11.5 ' 3'-1"5'-10"El 23 12 2'-11" 5'-7"E 23 13 2,8 5'-7" 23: 115 MP -I EXPOSURE B 25 5 5-9" 12'-6"F | 20 5.5 5-2"11'-6 F]20 6 4'-9"10'-7 6.5 4·-5"9'-10" F 7 4'-1"9'.1" F 21 21 7.5 ·3'-10" ; 8'-6"F | 21 23 25 26 76·10" F 26. 26 26 27 1'3'-1" H | 31 34 31 31 60 5 2'-5"8:6" F 17 21 24 26 7'-5"F 19 22 25 27 12-7 23 24 ' 26 28 23 25 27 1=26 26 26 27 12'-9" H 31 31 31 5.5 ' 70-2" 540" F 1 17 21 . 23 25 i 6'-9" F 19 22 25 26 11'=9"23 21 26 28 23 | 25 27 7'-0" F 26 26 26 27 12':0" i H 31 34 31 31 6 447' F · 17 20 23 25 F 19 21 24 26 11'-1"23 23 26 28 6.5 1'-10" 4.-3- F 17 i 20 23' 25 58"19 21 24 26 10'46"24 24 26. 27 23. 25 27 15'-1" F 22 24 26 28 21'-6" O 24 24 27 29 7 1'-9'3>11" F 17. 20 23 24 5,14" F ' 19 21 24 25 9411 24 24 25 27 22 2* 27 14:'-1" F 22 23 26 28 20'-4"H 25 25 27 29 7.5 1'-7"3 '-8"F 17 20 23 25·4'-11 F 19 20 23 25 9'-6"24 24 25· 27 22' 24 26 13'-3" F 22 23 26 27 19'23" H | 25 25 27 1 28 |?8 1'-0"3'-5" F 17 20 23 25 4'-8 F ' 19 20. 23 25 94"24 24. 25 27 21 24 26 12-7" F 23 25 27 1844" H 25 25 26 · 28 8.5 3?-3,· F 17 20 23 25 4'-4"F 19 20 23 25 8'-8"24 24. 25 27 21 24 25 11'-11" F 22 22 25 27 '17'-6" H 26 26 26 28 9 1•-4" '3'40"' F 17 21 24 25 4'-1" F 19 21 24 25'8'-4"24 24. 25 26 21 23 25 11'-4"F 23 23 25 27 16'-9 H 26 26 26 27 i 8: 3'-7" iS'-0" F | 21 21 23 25 10'-9·'F 23 '23 25: 26 1621" :H | 26 26 26 27 1 OVER-TABLE 2.2 TRIBUTARY WIDTHS FOR SINGLE SPAN ATTACHED/STRUCTURES Carl Putnam, P. E. 8.5, 3'44" | 7'-6" F 21 21 23 25 10'-2" F :23 23 24 : 26 15'26" 1 ' 26 26 26 27 HANG PROJECTION OF SINGLE SPAN STUCTURES (FT)3441 Ivylink Place 9 3'=2" 7'-1"F 11 21 -23 24 9'-7 F 23 23 24 26 14'-11" H 26 26 26 27 (FT) . 8' 91 10' 11' 12'13' 14'154 16 17' 18' 19' 20' 21'Lynchburg, VA 24503 9.5 3'-0 6'-9 F 21 21 23 24 941," F 23 23 24 25 14'-5·'H 26 26 26 27 0' i 4' 425'53 5.5 6 6:5' 7' 7.5'8' 8.5' 9'9.5 10' 10.55 cariputnam@comcast.net 10 2%10" 6'-5-F 21 21 22 24: 8%8'F 23 23 24 25 13>11" H 27 27 27 27 1' 4.5' E 5.5 6' 65 T 7.5 81 10.5 2'28"6'-1" i F 21 21 22 24 8'-3"F 23 23 23 25 154" H 27 27 27 27 2' 5' '5.5' 6' 6.5'T 7.5' 8'8.5 11 2-7"5'-10" : F 21 21 22 24 7610" F 23 25 23' 25 13'-1"H 27 27 27 27 3' n/a r/a rda n/a 7.5' 8' 82 9 11.5 2'-6" 5'-7"F 21 2' 22 24 7'-6" F 23 23. 23 25 121-8"1 27 27 27 27 4' rila Wa Wa rda Wa Wa Na Wa 5' Wa nia A/a 11/3 0/a ' r/a irija rda 115 MR 4 EXPOSUF E C or 130 MPH EXPOSURE B -..- 25 5. 8-9-12'=61' F 23 25 28 29 15'-1"F 24 26 29 31 2196"G 27 27 30. 31 I - 55 5'-2" 11'-6"F 23 24 27 29 14'-1" F 25 25 28 30 20'-4.1 H 28 28 29 31 TABLE 2.3 Post Requifements 6 4'-9" 10'-7"F 23 24 27 29 137· i F 25 25.28 30 19'-3"H 28 28 29 31 for Attached Single Span Structures 6.5: 4'=5"9%10" F 23 23 26' 28 12'-7" I f 25 25 , 28 29 18'-4"14 28 28 29 30 Poet Description Max POST:DetI 7 4'-1"9'-1" F 23 23 26 28 11;'-11" F 25 25 27 19 17'-6"H 29 29 29 So Hgt Code, # 75 3'-10" 8'-6" F 23 23 26; 27 11'-4"F 25 25 27 29 161-9,1 H 29 29 29 30 | 0.024"xy'*3" Post w/ Sideplat, 12' C | LA22 8 , * 23 25 27 104 F 26 26 27 29 16'« H 29 29: 29 I 30 'Alum 0 032"x3'x3" Lockseam 11'D LA15 5,7- 1 8.5 394" 23 25 27 1042'1 F 26 26 26 28 15'-6"H 29 29.29 29 |Alum 0.040"xy'<3" Lockseam 11' E LA15 9 3'-r 7'-1" F 23 23. 25 27 97" F 26 26 26 28 1441" H 30 30 30. 30 Alt.im 0.055"xh3" Fluted 10' F LA19 9.5 340" 60-9" F 23 23 25 26 9·4"F 26i 26 26 28 14'-5"1,1 1 430 80 ®Aluni 0.075"xyxS" Square 10' G MU49 10 21-10" 6'-57 F 23 23 24 26 8'-8"F 26 26 26 27 13'-11" H 30 30 30. 30 Steel 0.043"x3"x3" Lockseam 112" H LAI 5 10.5 2-8 1,1-1"F + 23 23 24 26 8'-3"F 26 26 26 27 13'-6"H '30 30 30. 30 Alum 0.120"x3"'%3" Square 1'0' 1 1-A20 1 1 2'-7'F 23 23 24 26 7'-10" F 26 26 26 27 13'-1"H 36 30 30 30 Steel 0.043"x3"x3" Lockseath 10' J LA15 5%10" 11.5 2'26" 5'-7"F 23 23 25 26 7-6"F 26 26 26 27 12'-8" I 30 30 30 ' 30 Alum 0.120"x4"x4" Square 12' K LA20 12 254"5'-4.F 23 23 25 27 7'-2"F 26 26 26 27 12'4"I 31 31 31 31 3/16"x3"x3" Steel Squan 14': L LA17 GENERAL INSTRUCTIONS FOR THESE TABLES 1. CHOOSE FREESTANDING OR ATTACHED STRUCTURE 8. FORSNGLE SPAN ATTACHED UNIT USE THE POST SHOWN IN 2. CHOOSE PROJECTION, WIDTH AND OVERHANG OF UNIT TABLE 2.5 AND 2.3 UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT· 3. DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE SITE FREESTANDING AND MULTISPAN UNITS USE TABLE 2.4 (PATIO UNITS USE 10 PSF MIN, COMMERCIAL UNITS.9, FIND THE O/C SPACING OR# OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.6 USE 20 PSF MIN)10. USE THE APPROPRIATE DETAILS. DETAILS MAY REQUIRE POET TO UPGRADED. 4. CHOOSE A RAFTER FROM SECTION 1.0 THAT HAS 11. ALL LATTICE NOT USING DETAIL LA36 MUST COMPLY WITH TABLES Ll AND L2 ON SHEET MISC5 ADEQUATE CLEARSPAN FOR YOUR NEEDS.FOR PATIO SLABS FOLLOW 1 -6 FROM ABOVE THEN 5. DETERMINE TRIBUTARY WIDTH FROM TABLE 2.2 OR SLAB 7. DETERMINE MAXIMUM POST SPACING ON SLAB FROM TABLE,2,5 CALClJLATE FROM TRIBUTARY DIAGRAMONPAGE 1 SLAB 8. USE TI-IE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING 6. CHOOSE A HEADER FROM TABLE 2.5 THAT HAS ADEQUATE SLAB 9. FOLLOW 9-11 FROM ABOVE POST SPACING.SLAB 10. FOR TWO POST STRUCTURES 'USE TABLE 7.1 ON SHEET MISC:3 FOR SLAB' REQUIREMENTS INSTEAD OF THESE TABLES 7. USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 2'.5 Page 15 of. 106_ - .ICC ESR 1953 (2012 IBC) 2/24/2014 1 - *, '' " 1¢let 8.5'9.5 10' 10:5' 11' 9' 9.5' 10' 10.5' 11' 11.5 9,5 10' 10.5 11' 11.6 12' 10· 10.5 11' 11'.5' 12' 12.5' rli iva n/a lim· 12.5" 18' TABLE 2.4 Post Requirements for Freestanding Structures or Multispan Attached'StructureE Post Description Miximum Max POST Footir g Height eDdIe Detail # Steel 0.043"x3"x3" Locksearn d= 20" 8'C LA15 Steel 0.043"x3"xy Lockseam d= 22"8' B LA15 Alum 0.120"x3"x." Square d= 25"8' D LA20 Alum 0.120"xyx3" Square d= 27" 8'B LA20 Alum 0.120'b<4"x4" Square d= 28"8' E LA20 3/16"x3":3" Steel Square d= 29"13'F LA17 Alum 0.120"x4"x4" Square d= 32"10'E LA20 3/16"x3"x3" Steel Square d= 32"10' G LAW 3/16"x4"x4" Steel Square d= 35" 14' 1 LA17 3/16"x4"x4" Steel Squart d= 38"10'J LA17 3/16"x5"x5" Steel Square d= 42" 14' K LA17 3/16'96"x6" Steel Square d= 47"15' L LA17 Metals Building Products5005 Veteran's Memorial Hwy -» Holbrook, NY 11741 (631) 563-4000 <3\<·494.i·77.6-Up-,201.,lh>th''f EM¢34014 b ·: 1,.·3··· /41 - - I .:,1:*2·,.U'....-i-- -•·09.;t'll' H , -7.0 POST AND FASTENER REQUIREMENTS FOR COMMERCIAL AND PATIO STRUCTURE Table 7.3: Required Number of Fasteners for Shearing Loads Table 7.4: Requifed Number of Fasteners for Tension Loads Allo,wable Width for Attached Two : ; Tri b Post Structures on Slab ' Width (ft) Live or Ground Snow Load 5i10 pef 20 psT 3- 42'416' -124-7!'L..... 3.5 36'-8"19'-4" 4 :32'-1" ·10'-11"t : 4,5 28'-6"151" ; 1 5 25!48"13.-6" 5.5 2354"124" f 6 21%5"11'-30 - 5 6.5 19'-9"10'-5"20 pof Slab 1 1 5Ct 7 1844"rda B 7.5 17'-f'nia · 8 1640"n/a 8.5 15'-1"rita 10 psf Slab:11581 9 14'-3"ri/a %Table 7.1 : 10 psf Slab 115( . MAX < POST POST DESCRIPTIONS POST, 1 CODE DETAIL HGHT; it K '- TWIA 0032'kl.5'91.5"Scroll-"-MD¥00 8 B Twin 0.062"xl.5"xl.5" Scroll MU 100 9' 1 Aluminum Malerial Gage (inj Steel Gage (En : 0.024 0.024 0.032 0.036 0.040 0.040 0.060 0060 0.043 0.043 1 :A B C D E F G Hi 1FafF-*1*83% #14 3/8" B: 3/8" B #14 #.14 378" B #14 3/8" B 1 #14 3/8" B Size Uplift f SMS BOLT BOLT SMS SMS BOLT SMS BOLT ; SMS BOLT I d (in)(lbs): 128 590 788: 192 21-0 708 *84 f 507 1522 1 12 90 t11'111 1 1 lil 1 i 1'3 114 |1:1 1 1 1 1 1 1 1 1 1 14 143 121 1 1 1 1 11;1 1 & 15 176 1 .2 1 1 1 1 1 1 1 1 1 1 16 2:13 121 1 2 2 1 11!1 1 ( 17 256 j 2 112 211 11 1 j 18 304 ; 3 1122111%111 19 357 i 3 1 1 2212 121 11 20 463 i -4 1 133 12 1 K-1 1 K 21 482 ; 4 1 13 :3 '1 2 1 1 1 1 1 22 555 5 1 1 3 3 1 2 :1 2 1 1 23 634 1 5 2 1 4413 lf2 11 24 80 1 7 1 2 5 4 2 3 1 32 1 1 25 844 47 2 2 5423 112 1 5 26 915 822 5 5 2 3 1'.12 1 I 27.'1'139 2 9 .2 2 6 -,6 2 4113·13 28 1143 6 9 2 2 6 6 2 4 113 1 % 1 29 1270 5 Wa 3 2 7 7 2 5 18 1? 30 1406 < rda 328725 2;3 1' 31 1552 5 rda 3 2 9 8 3 6 24 2l 32 1707 n/a 3 3 9 9 ?6 24 2+ 33 1872 i n/8 4 3 h/a 9, 3 7 2 j 4 2 1 34 2047 - nita 4 3 n/a :n/a: 3 7 2;5 2 i 35 2233 i nia 4 3 nia ' n/a 4 8 2 1 5 2 i2 5 2136 2430 1 n/a 5 4 n/a n/a 4 8 1 2 Aluminum Gage (in) , 1 Spacing between bolts'and screws :hall be 2.5 times the shaftk diainter. 0.036 0.06 0.060 0.090 0.100 i 2 The edge distence of bells and screws shall be 3 times the shank diamete j K LMN O 8 3 Corinections shall be an·anged so that the center of registance ollhe ccm,ection shall coincide with the msultant line of actien of the load1 3/8" B #14 3/8" B 318":8 -#14 EFZ=f 2 F BOLT SMS BOLT BOLT SMS £ LIplift Size YABTE-f' -8-99*LCA-i' TEPIB.i-Em-3¥uE CAT I -ILE Co\·ER.5 i 123 132 192 269 212 C.lbs) d KiM) ;GRND1 -Wind. f #of 1 1- ALUMINUM RAFTER SPACING i i.1 1 1 1 li90 12 SNON peed Sci·e·us' 1 1 1 1 1 11 114 1'3 1 LOAD, and per i 127 1 16" I 24"32" 1 36" 1 ;2 2 1 1 1' t 143 14 t (PSF) i Exposurel Rafter 1 Mk;IMEJUCUA-iRUd-RAI- i111·< SPAN -1 5-- =r- =7=1 26' 26' 24' 181 16'4 2 2 1 1 1 I 1%6 15 10 k 140 E 2 1 2 213 1£ } 1 LIVE .115 E, 3 1 26' 26' 26': 26' 24' i2 f 3 2 2 1 21256 17 1 1-- 20 Fi'/0 Expel i- E---18' - --15 - 12' 3 3 2 2 2{304 18 J i LIVE 160 E>:p 4 3 1 108' 18' 18' 14'12' 5 2 2 :2 i 357 19 it 1 |'4 18' 18' 18' 18' 16' t 1 4 4 3 2- - 3 4 463 20 1 425; 2 ' 18' 13' - 14'3 18' 18' 18' 15' 13' i:4 4 3 2 3 1482 18' 18' 15 4, 3 3 1 IRM 22 £ b &:4 1 18 ;18' 18' 1 0 '17"17|! "1·ji .- . ...0 7 - 17' 17' 17' 13' 11' 11 7 % 17' 17' 17 17'15' % 3 7 -1 15' "13'-57 ... .1 8'9 15'15' 13' % n/a 15 1F - 15' 13'11' t 8' 5 4' y e 1 :Wa |12' 17 8' 6' 5' |i Wa . - £4 ,941 4.....,1., q n/a n/8 9 6 8 1:1552 31 2 *sorews are 59 strews wi 1 &" embe dmeAUnio G-=6.6 Elid wood-R)8uglas Mir n/8 9 7 9 17.07 32 1 f n/a Wa Wa 7 9 1 1872 33 F -NCE -2.7 510000 Afl»1101ENT TO WALL- . n/a Aja Wa 8 Wa | 2047 34 1 ALLOWABLE DISTANCE TO FIRST ROW OF POSTS 11/4 Fla nia 9 A/a 2233. 35ii · - -- - ---"---= -1-6'Y Otc---5- - " 244-6/c n/a n/O nfa n/a n/a t :2430 36 Ground Snow ·1! . 1- 4113 <P 57 5 3 4. i 800 24 1 3 7 5 4 45 814 25 ?4 5 4 5 t 945 26 i 40 t "" 2 9.6 5 6 11139 27 £ 2 3 9 6 5 6 i '1143 28 1 i 4 1/a 7 5 6 | 1270 29 : ' 60 8 6 7 ? 1406! 30 1 C 0:024')<3"xy Post u'/ S]deplates MU 112 12' D Alum 0.032"x3"x3" Lockseam MU89 11' E Aluin 0.040"x3")<3" Locksean- MU89 111' F Alum 0.055"x3"x3" Fluted MU95 1;0' G Alum 0.075".3"xy Square MU49 10' H Steel 0.043"*3"x.3" Lock:ean· MU89 12' 1 Alum 0.120"xyxy Square MU96 10' J Steel 0.043'b<3'x3- Locksearr MU89 10' K Alum 0.120"x4"*4" Square MU50 12' L 3/16'*3"x3" Steel Square :MU93 14' Table 7.2 f i 37 26381 1/8 5 4 Ala n/a: 4 9 2 38 2858 r rda 5 4 Wa. Wa 5 rda 3/ 39 3090 E. n/a 6 4 n/a nia 5 Fla 3 40 3333 8 nia 6 5 n/a n/a 5 n/a 3 41 3590 0/3 7 5 n/a: n/a 6 n/a 3 42 3859 1 Wa 7 5 n/a n/a 6 n/a 3 43 41¢f:| n/a 8 6 :n/&n/a 6 n/a 3 44 4437 1 n/a 8 6 rda n/a 7 0/a 4 45 4746 1 n/a 9 7 0/d n/a 7 n/a 4 46 5070 ! rda :9 7 Ala n/a 8 n/a: 4 47 54071 0/a Wa 7 n/a n/@ 8 Na 4 48 5760 , n/a n/a 8 n/a n/a 9 Wa 5 49 6128 ; Wa Ala 8 n/a n/a 9 n/a 5 t 11 6 2 6 2 7 3 7 3 8 3 8 3 9 3 9 3 n/a: 4 n/a 4 Ala 4 n/a 4 n/a 5 i n/a nla ft/@a n/a n/a h/a n/a n/A 11/h n/a n/a rdht.n/a n/a n/a n/a n/a Illa m/a n/a r/a Wa r/a Wa Wa r/a n/a n/a n/a n/a ma ·rn/a Wa h/a Wa nha 0/0 n/a n/a n/a n/a nha nila n/a n/a n/a n/a n/a :Wa O/a n/a n/a n/a n/a A/a rf/a nk Wh n/a n/a n/a n/a Wa Na Wa 1 2638 2858 1 3090 1 3333 £ 3590 1 3859 5 4141 1 4437 ( 4746 ! 5070 ! 5407 5760 J 6128 37 38 39 40 41 42 43 44 45 46 47 48 49 i 1 & i 50 6510 1 n/a: Wa 9 r/4 1]la rda n/a 5 1 n/a :5 1 Wa n/a h/a nla nia i 6510 5.0 Fastener Terminology#14 SMS = #14 sheet metal or SDS screw, 1/27 minimum length E TABLE 7.5: WALL ATTACHMENTS FOR SOLID COVER SIRUCTURES 3/8" B = 3/8" Diameter Boll ; ANC 1 ANC 2 ANC 3 ANC 4 See General Notes for specifies on fasteners I i LIVE/ 2 0/C 0/C :'PANEL NUMBER OF FASTENERS PER i WIND SPEE[f SNOW SPACING i SPACING SPAN STUD @ 16" 0/C SPACING 1 Clearspan on this chart is [he distance from the wall to the first row of columns.1 (MPH) AND ; LOAD CONCRETE j MASONRY (FT)#14 X 2"1/4" LAG 2 Hilti Kwik Bolt TZ 3/8" dialnelerand 2" embed and 1"dia steel washer: ICC ESR 1917 or othe EXPOSURE .(PSI:) i ANCHORS i ANCHORS SCREWS SCREWS anchor */ 300# allowable shear and 200# allowable tensile vs live, snow, wind and seismic loads.2 140-B 1 10 1 12";--- 10". „- -1„.-12' 1 """ 1 3 Masonry anchors must,have an allowable shearvalue of 300# and 200# tensile.for live, snow, wind 11'5 C LIVE 1 i 24' 2 2 or'seismic loads or be specified by a design professional. ;140 B 1 20 i 9"7"1 13' 2 2 4 #14 screws must have 1.5" of penet, ation Ifdo solid wood.S 140 ·C ;LIVE I I r 2 20' 3 3 5 la" Lag screws must have 2 1/4" of ponetraticn into stwls and 0.5" washers . I 25 } 9"7" i 13' 2 2 These lag screws must be installed as per AFP&A NDS Section 11.1.3. See General Note ; 2 i ; 711 1 20' 3 3 #19 for washer specifications. i 30 ] 9" 7" } 17 2 2 6 10 and 20 psf are live orsnow loads, 25- 60 psfare snow loads, 3 1 j 18' 3 3 7 For ANC.3 and ANC4 wood framing imusl be SG.0.5 or denser (Doudias.Fir- Larch i 1 40 1 9"7.1 14' 3 3 2 7" , 9' 3 360 8" ICC ESR 1953 {2012 IBC) 2/24/2014 Page 100 of.106 ._- , .4- 2.:1-7 4 1-r.· 70,2 •F 1 £- Load (psf) ; 2: Lag 3 Lags 2 3 Lags 4 Lags Exp B Exp C Live 1,0 13'-6" 20'-2" < 13'-68 - 18' · 130 mph N/A Live 10 1'3' 1946' t 13' i 17'-4" 140 mph 115 mph Live 1'0 E 10'-9" 16'-1 q j 1,049" : 14'24" 130 mph Live 10 · 9'-3" I 13'401' 943" 121-4" 140 mph Live 20 7'-1 " 10'-7" 1 7'-1 " .9'-5" '140 mph 25 748" '11'-7" [ 7'28" i 10'-3"140 mph 30 ' 646" · 969" 1 6'26" 8'-8"140 mph 40 4'-10" i 7'-5" i 4'-10" - 6'-7" ·140 mph 60 3'-4"5' i 31-4" 4'-5"·140 mph Lag; = 1/4" Lag Screvi With 2.25" penetrat on into G=0.5 wood ([ ouglas Fit) Lattice Structures always use 115 mph Exposure B for the wind condition i Metals'Bullaing Products 5005 Veteran's Memorial Hwy Holbrook, NY 11741 3 (631) 563-4000 3 Cari Putnam, P. E. 3441 ivylink Place t Lynchburg, VA 24502 t (434) 384-2514 cariputnam@comcast.nel i . 1 223%*dr , =-137:17<1945#:kegj--11- 1+f<*r-HEW·' '.f.,444*91«7 -·ft-·*-xh·94.-'U:.Wy,v LIi· .9.«/*e 'C VI -3*'9.E·CAt\5.,=. jFEB 24 2014 Misc:3-2012 · - ...2 -1-7/lg 1, Kz 0.7 Kzt 1 Kd 0.85 1 G O.858/0 Existing Cnet 1..2 11 Panel Span (P) .' 'll==I. .='ll.-Il:..=-.-Il.=='=/==..g'//a=*I.'==/='/.2/ ./==I.'I=.I.'.=.Ill/=.=I='l=/I /=Il.J. V»'V:VV»'v™/Vi/Va4V'»'VIv «VVV Header Patio Cover Length (L) Metals Building Prcducts 5005 Veteran's Memorjal Hwy Holbrook, NY 11741 (63'i) 563-4000 Carl Putnam, P. E. 3441 Ivylink Place Lynchburg, VA 24·503 (434) 384-2514 cariputnam@comcastmet Dead 1 1 Wind I'Speed (mph) Exposure 110 B 115 B 120 B 9 130 B 140 B 110 C 115 C 120 0 130 C 0.98 height factor, Exposure B and C Topographic factor Wind Directionality factor Importance Factor Gust Factor Net Pressure Coefficent Psf Desig;n Design t Down Load Up Load i C&C (psf)(psf) i qh (psf) (psf)W+W- i 4,™nW·I'*'- "I. I·-.I'J.*#.''&'-'¥/'U4.#..-IWI.--*Il-Im'4../*-Mw.iuw 'I---*'.INeA.-v.- I 18.4 11.3 12.3 10.7 1 20.1 12.3 13.3 11.7 1 21.9 1,3.4 14.4 1°2.8 i 25.7 105.8 16:8 15.2 i 29.9 18.3 193 1*7:7 1 25.8 15.8 16.8 15.2 28.2 17.3 18.3 16.7 30.7 18.8 19.8 18.2 36.0 22.1 23.1 21.5 i ¥ LCD I Determine Snow Loads on Existing Structufe 1 140 C 41.8 25:6 26:6 25.0 TABLE 11 Determine Roof Snow/Live Load, S. See General Note 3. 2 Dead Load = 1 psf 3 Add Dead and Live/Snow Loads, mulitply by half of Panel Span Wall Load = (D + S) P /2 , Combination Loads:-Snow + Wind +Dead Loads Wind 4 Result is wall load in pound& per linear foot. i 1 Wind Load 1 Live Loads (pst) FEB Ground Snow Loads (psf) i Determine Wind Loads on Existing Structure 1 Determine Wind 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 Wall Load =WP/2 4 Result is wall load in pounds per linear foot. 5 IViaximum Shear Load in X direction is 296 ibf (140 mph Exposure C, 17' Panel Span) Max load in Y direction (towards house) is 52 pif (140 mph Exp C, 10" I beam) Max load in Y direction due to force couple resisting lateral is 102 plf (140 mph Exp C, Projection = Width) Determine Seismic Loads on Existing Structure (Excludes Roof Snow Load over 30 psf} 1 Vertical Loads and Horizontal Loads = maximum of 1 psf i t i Speed (mph) Exposure (psn Roof Live /Snow Loads + Dead 110. B 11:3 115 B 12.3 120 B 13.4 1;30 B 15.8 140 B 18.3 110 C 15.8 115 Ci 17.3 120 C 18.8 130 C 22.1 140 ' C 25.6 TABLE 2 % $ i 10 20 25 30 40 60 11 21 22 26.2 34.6 51.4 1 17.0 24.5 25.2 28.4 34.7 47.3 2 17.7 25.2 26.0 29.1 35.4 48.0 i 18.6 26.1 26.8 30.0 36.3 48.9 . 20.3 27.8 28.6 31.7 38.0 50.6 22.2 29.7 30.5 33.6 39.9 52.5 1 20.3 27.8 28.6 31.7 38.0 50.6 21.4 28.9 29.7 32.8 39.1 51.7 i 22.6 30.1 30.8 34.0 40.3 52.9 25.0 32.5 33.3 36.4 42.7 55..3 5 27.7 35.2 35.9 39.1 45.4 58.0 | Combination Loads based on Equation 16-11 1 Determine Combination Load, C. See Table 2 3 Mulitply C by half of Panel Span Wall Load =CP/2 4 Result is wail load in pounds per linear foot. Misc6-2012 ICC ESR 1953 (201;2 IBC> 2/24/20.14 - Page 104 of,1.[16- 1 - . ... ....... 3 Y b ·-:43©iN ·:--ejvfFigure 1 Eal··.ts 13:A :itructural Properties of;Beams, Fascia, Panels and Rafters for Use by Design Professionals 1-SsuMEs FULL LATERAL BRACING Max Allo.valle Max Allowablo 1 (inA4) bottom Moment (top in Moment (bottom Max Structural Element 1 (in'4) top in in compression in coinpression :Allowable F.tu orfu Fty or Fy' Fcy compression compression (1 brft)(Inbrft)Shear (Ibf)Material E (ksi)(ksi)(ksi)*si) Rafters 0.02··"x2'15.5" Alumi,·ium Raftor LA05 29176 same 293 273 169 3004H34 10100 32 25 22 0.032'·..2 xe F' Alumi.ium Reiter LA05 2.929 same:552 494 406 3004H34 10100( 32 25 22 0.040"xrxo. i" A.lunlinur„ Rafte LA05 3:693 same 851 786 800 3004H34 101007 32 45 22 0.042··93'\9" Alcrilr.lm R.After LA04 7907 same:1164 1038 747 3004H34 10100 32 25 22 C.·52.;'xyx.3" Aluminum .Rai'!er LA21 0.432 same 130 124 380 3004H34 ¥0100 32 25 22 0.(,32'93"x?" Al•.·ir,i:·din aorier LA21 0.576 same 236;223 905 3004H34 10100 32' 25 22 0.040'43"13'·Alur,·,inuin Raft:; LA21 0.723 saine 389 343 1506 3004H34 10100 32 25 22 Aluminum Panels 0.020'6."*12' V·/ Panel, MU05 MU 08 0574 same.324 311 440 .3004H34 10100 32 25 22 0.02·,"*3.5' x12" W Panel :·AU05 MU08 0 689 same 417 399 ·528 3Q04H34 10100 32 25 22 0.032"x3.5"*12" Vv Par.ol MUOE MU08 0918 same 6·17 667 704 M.04H34 10100 32 25 22 0.040'73 5·'x·,2" W Panel MU05 MU08 1.148 same 833;725 725 3004H34 10100: 32 25 22 0.020"*3.5')<12" Vee hr·.el X.1U06 D.507 :same 193 72 !681 3004H34 10100 32,- 25 i22 0024'*3.5'·>:12-'*·'00 Pand >.·iU06 -0.675 same 371 129 908 3004}34 10100 32 25 22 0.032"'*3.5'x 12- Ve. Panel MU06 0.901 sarne 614,232 12,11 3004H34 10100 32 25 22 0.040"x).5"x12" Vee Panel MU06 1.126 >same 873 3§6 1514 3Q04H34 10100 32 25 22 0 020·'xE' x8" Flat Fane! MU12 0.572 same: 182 122 393 3004H34 10100:32 25 22. 0.025-'xy'£ Flal Panel MU12:0.716>same 333 189·492 3004H34 10100 32 25 22 0.032'xyxer Flat Panel MU12 0.916· same 496 261 629 3004H34 10·100 32 25 22 3004034 10100; 32 25 22 0.02,7'xy.·2" W Panel MU13 0.432 same-190 238; 761 0.025"x 'W Pancl I.'il;13 0.539 same 287 366 952 3004H34 101.09 32 25 221,0 0.026'e z 12· W Panel MU 13 0.604 same 348 433 1066 3004H34 10100 32 25: 22 0.032')3·'x12"WPaneIMU13 0.691 same:422 528 1218 3604H34 101'00 32 25 22 0.040'*3'xi 2" W Panel Will 13 :0.863 same 557 730 1523 300*H34 10100 32 25_ 22 0.020+45'x12" Flt Panel MUI 1 :0.664 same 185 150 393 :30041134 10100 32 25 22 0 025'13·.<12- Flat P,nel.1Ull 0.829 same:338 197 492 300AH34 10100: 32 25 22 0.032'x3'x,2 Flot'rinelt.'.Ull 1.062 same 504 270 '629 3004H34 101® 32 25 22 0.03€'43'xlz· Flat Panel MU11 1.194 same 603 315 708 30041434 10900; 32 25 22 0.020",2.'46" Flat Panel MU22 0.304 :same 196 138 770 3004H34 10100 32 25 22 0.024"x2 5·'6" Flat Par·.el MU22 0.365 same :254 186 924:3004H34 10100 32 25 22 0.032'*2.5'·16'Fl.!Par,01 MlJ22 0.486 same :398 285 1232 3004H34 10100 32 25 22 0.040-*2.57,0' Flat Par.01 MU22 0.608 same 532 404 1540 3004H34 10100 32 25 22 0 020'x2.5"112'- Parol MU26 0.34 same 216 281 556 3004H34 10160 32 25 22 0027'*2.5-,12'Pane! Ml.26 0.459 same 40# At# 12-3004H34 10100 32 25 22 0.040"2.5'x12" Panel MU26 0.679 same 677 688 2689 3004H34 10100 32 25: 22 0.022"k2.5Px8" Flai Panel MU21 0.354 same 178 ;20 491 3004h134 10100 32 25 22 0.028"*2.5"18·' Flal Panel MU21 0:45 same 235 165 644 3004H34 10100' 32 i25 42 0.035'9,2.5",5" Flat Panel MU21 0.563 same 312 223 805 ®Q4H34 10100 32 '25 22 0.040'D<2.5'·xe" Flat Pa iel MU11 0.643 :same 383 270 920 334 10100: 32 25 22 0.018"x2.5"*24- Parcel MU25 0.43 same 305 25% 353 3004H34 10100:'32 25 22 0.024' x2.5",2·1" Panel MU25 0573 same 443 375 838 3004H34 10100 32 25 22 0032·'x2.5"x24'· Pai.el MU25 0764 same 656 553 1985 3004H34 19100 32 25 22 0.040"x2.5"x24" Pa, icl MU25 0.955 same 900 757 3876 3004H34 10300,32 25 22 0.020",2.inG' Panel MU24 0.504 same 366 33 508 3004Hj4 161@ 32 ,25 22 0.025"72.5"x/.4" Parrl MU24 0.83 same 536 439 993 3004H34 10100 32 25 22 0.032'"x2.5.24" Par.:,1 21124 0 806 same 741 604 2082 ®04H34 10100· 32 25 22 0.020"u"x24" Pattiport '0.483 *me 360 643 1221 3004H34 10100 32 25 22 0.025"*2"*24• Pattiport :0:604 Rams 529 842 2370 3004H34 10100 32· ·25; '22 0.032"x2"x24" Pattiport 0.773.}same 731 1111 3961 3004M34 10100 02 4 2; 0:040"x2"x24" Pattiport 0.966 same 953 1389 :5571 3004H34 10104 32 25 22 0050"*2'424' Pattin.o:1.208'same 1206 1736 7282 3004834 10100 hi 25 22 0.0.1('A"xe' Flat Panel MU33 0.154 same 128 265 525 3064H34 10100+ 32 :25: 22 0 024"*2'76" Fla! Panel MU33 0185 same. 16¤ 337 630 300#I:134 10100' 32 25 22 0.032'·12".,6" Flat Pand MU33 0.246 same 232 503 840 3004H34 10109 ;32 25 22 0-C-40' x2"*6" Flat Panel MW33 0.308 same:294 674 1050 3004H34 10100, 32= 25 22 0.022'x/-"x12" Vae Pant MU35 0.826 same 268 105 846 3004H34 10100 32 25 22 0.024-.4-Ar Voe Panel MU35 1.032 same 485 165,1058 306*H34 1010 32 25 22 0.032"4.'x12' Vee Panul Mt)35 1.321 same 770 274 1354 300>}H34 10100 32 ,25 22 0.040··,-4'.32- von Frr21 ;AU3.1.652 same 1109: 432 1693 3004+134 10100 32 25 22 0 020"x3"x.24' Panel Mt)39 0.761 same 304 247 458 3004H34 0.025 xy·%24" Panel MU39 0.952 same¥479 389 894 ?0O4H34 0.032",3"%24" Panel M-J39 1.218 :same 787 639 1'874 3004H34 D.040"xy*24" Parel MU39 1.523 same 1177 956 3661 i004H34 Steel Panels 0.013'"%3.5'12"'W Par.al MU05 MU08 0504 0.323 490 314 263 ASTM 4653 Grade 40 0 024".3.5"x12" W Panel MU05.MU08 0.686 0.86 666 458 603 ASYM A653 Gfa de 40 1010¢ 32 25 22 10100 32 25 22 10100 .32 25 22 101® 32 25 22 129000 55 40 29000 55 40 0 015"x3"xi" Flar Panel MU12 0.4334 0.2619 470.284 333 A5'1'M A653 Grade 40 29000 55 40 0 024"x3"48·' Fla: Panel M012 0.6253 ;0:3807 678 413 7,92 ASyl.i At.53 ay€e 40 29000 55 40 0.018'*3"x12" Flat Panol MU11 0.497 0.263 405 214 266 ASTM A.653 Grade 40 29000 55 40 0.024"x)"i 2·''Flat Palvei MU11 0.7211 43836 704 374 792 ASTM A653 Grade 40 29000 55 :40. 0.018 x2 5"*6" Flat Panel MU22 0:2533 0.1627 344 221 534 :ASIM A653 :Grade;40 29000 55: 40 0.618",2.5' 12" Panel MU26 0.2691 Q,2337 405 352 620 ASTM A653 Grade 40 29000 55 40 0.024",2.5 x 12" Fare! MU26 0.3734 0,3539 562 533 1476 ;ASTM Af&3 Grade 60 290® 55 40 0.015"x2.5424" Paiw·1 MU24 0.329 0.3364 518 530 ;476 ASTM 4653 Grade 40 29000 55 40 0.018' 125-124" Pace·I MU24 0.4068 0.4167 641 656 825 A.3TM A653 G,ade 40 290Q0 55 40 0 01 8"fl",24" Pal!iport 0.4198 0.426 618 505 1831 AST11.,653 Grnde 40 29000 55- 40 C 024".2. :24" Pattiood 0.5773 0.4927 850 726 4285 ASTM Ar:53 G:adp 40 29,(.1 55 40 0.030"&.2"Al-4" Pattiporl 0.7222 0.6502 1064 958 6668 ASTM. A653 Grade * 290Co 55 40 0.018'·x4"A12" Vee Panel M035 06802 0.5654 640 532 218 ASTM 6653 G 263 40 29000 55 40 0.024"x4"riZ Vee Panel MU35 0.9416 0.799 885 751 :518 A3TM A653 G:ade 40 29000 55i 40 0.018·'*3 '*24'· Panel IAU,·3 0.6268 0.5836 795 741 634 ASTME*653,Grade 40: 29000 55 40 Aluminum Headers 0 042".3",8·' Al.im num Heade, MU76 7.907 same 1164 1038 747 3b04H34 10100 32 25 22 Double 0.042'xyx·8" Aluminum Header 15.814 same 2328 2076 1494 3004H34 10100: 32 25: 82 Do·ible 0.040·'xi"xS.5' Aluminum Header 7386 same 1702 1572 1600 3004H34 1010Q: 32 25; 22 Saingon Beara MU99 4.68 same 2170 2254 5223 6063T6 101 po 30 25 25 0.120"'15'*3" Sc:ue,·D Header 1.91 ,same:1792 1792 5794 6063T6 10100 :30 25 25 0. 20' x·'.,·:" Squ,re Header 4.68 same 3029 3029 7894 6063T6 1 0100 30 25 Double 0.120·'x3'1.3" Squai{·· Header MU120 3.82 same:3584 3584 11588 80637,6 :16100 :30: :25 25 [Ocuble 0.120".4··44·' Sque:c· He,x:'cr 5.·IU120 9,36 ,same 8058 6058 15788 6063T6 10100 30 25 25 4"x3" I te:·.in MUS6 3.433 same 3317 3317 3366 6063T6 10100 30 i25 25 5-'xy' I beam MU57 6.1 same 4624 4624 3785 6061T6 10100 38 35 ,35 7".411 I bram MU58 18.35 same 10390 9927-7131 6061I6 10100 08 35 35 i 3.513" I biam MU65 2.4 :same 2829 3065 3227 6061T6 10100 38 :35 35 5"x/..11 ' I hearn MU64 7.956 sal·ne M 85 6264 4566 606*Te 101® 38 35 7"x580' I beam MU63 21.525 sama 11125 10729 4257 6061T6 10100 38 35 35 7'·15.5' I beam MU59 20.33 same 10527 10527 7259 6061T6 10100 38: 35 35 7"%5.5'- 1 li.,am MU59 (full splices)42.82 same 24439 24439 2803 10·,5.5" I I:oam MU60 66.7 same 24816 24416 11308 :6061T6 lb100 38 35 35 10"x5 5" I beam AIU30 (,·ull splic:es)142.3 same 58245 58245 72557 10'·.6.86" I hearn k.1U62 77.1 same 27477 29190:11142 6061T6 10100 38 35 35 Aluminum Fascia 4.5" Ex:'ided Fascia I·.IU32 1.65i sat 5" RF Fas:.iR MU16 1.899 sar 6.5 ' R.FF05.ia MU15 3.32 sar 6" Extil ,led Fascia MU31 4.198 sar T' RF Fay.sia (t=0.0&0·') 1·.IU09 4.394 8 7" RF Fakcia (1=0.037· ) 1·.11&,9 5.493 sal 5' Extrudcd Fassia MU20 2.23 ser 55'Extruled ,•fACIR'·All'20 2.809 sai 6· RF F:,sda MU29 2.231 Sai SdinSS•, G:Iner FabCia 1.11.'08 3'91 sal 5'· Me.gr.uni Gutter MU26 3:49 sai 6- 11--1.7 Glter 1.1.137 5.43 Sai 6" Smoc'h Gu'ter UU 38 5.15 sa Steel Headers 12 Gi.uge Steel C 9·,am LA06 13.278 sa 14 Gauge Steal C Boam !.606 9.041 sa 16 Galtle Steel C Basin LAO,7:462 sa Doub!¢.· 12 Gr,/·ge Sloel C Boui;i LAEC 26.556 sa Doubl. 1 · Gaug j Ste il C Beam LAZ.6 18082 Dou-01(, 14 Gau90 Steel C Boam LA26 14.92* sa 0.043·'.3"x·3" Lockr.vin Hc:,ider 1.1U89 0:8099 sa Double 0.043",3"x3" Hed·r MU120 1.6198 '38 re: 797 950 1966 ne· 754 853 985,3004034 10100 32 25 22 ne '1018 1116 1750 ®04H3*10100 32 25, '22 na: 1653 1982 2509 -6063T6 10100 30 25 25 ne 1114 94§1469 3004H34 10100 32 25 22 ne 1522 1439 2041 3004H34 101001 32 25 22 ne 1030 1195 2136 ·§063TS,10100 30 25 25 ne 1030 1195 2136 6Q63-TB 101061 30 25 25 ne 646 792 106.1 3004H34 10100 32 25 22 ne 1336 1791 6284 :6063T6 10100 30 25 *5 ne 1893 1791 6508 606316,10100 30 25 25 re 2251 2321 '7820 6062T6 10100 30 25 25 TIe·1633 2102 5440 60631-6'16100 30 25 25 ·.,50'Ji ....8.'91\I..t me 8549 ,8549 11504 ASTM A059 Grade 50 29000 65 50 /-1· /32\1 me 5821 5821 4029: ASi'i·,·1 A053 !3i adz· 50 29000 65 :59 Col me 4805 4805 2394 ASTM ,··6E3 G=ade 50 29000 65· £50 i 95 ' 5 me 17098 17098 230.08 ASTM A.-3 Gia·de 29 29060 65 50 i *111, me 11642 13642 <8058 ASTM 26:3 G,·ada 50 29000' 65· 50 A :3/. rrie 9610 9610 4788 AST'il AS=3 Grede 50 29000 2 ® 4 2.1 .1 -7 6/1 me 1078 1078 Z363 ASTI·I A6·33 Grado /,3 29000 55. 40 me 2156 2156 14726 ASIM A653 Grade 40 29900 55 40 Misc7.2012 4- 96% d f ICC ESR 1953 (2012 [BC) 2/24/2014 Page 1050f WL . .,.. 1 'Pr:·52 ;HO'. 2/24/75 i. 7 -T-· 1 \j L- 1 33-- 1 9 2331 21_/4 1«4 1t©[PItE--0