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BIRCH - Planr--- LMETALS USA PATIO COVER, CARPORT AND COMMERCIAL STRUCTURE ENGINEERING PAGES- - DRAWING SECTION DESCRIPTION 1 PROFESSIONAL ENGINEERING STAMPS ®•-miIALS USH 1 MUSAGN01.DWG GENERAL NOTES LATTICE COVER COMPONENTS AND CONNECTION DETAILS 1 PAGE LAT01.DWG STRUCTURAL CONFIGURATIONS 4 PAGES LAT02.DWG COMPONENTS/CONNECTION DETAILS LAT03.DWG LAT04.DWG LAT05.DWG BUILDING PRODUCTS 2 PAGES LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES 4 PAGES LATTICE 2.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL COVERS USING ALUMINUM AND STEEL HEADERS IN 90 MPH WIND AREAS 4 PAGES LATTICE 3.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL COVERS USING ALUMINUM AND STEEL HEADERS IN HIGH MPH WIND AREAS SOLID COVER COMPONENTS AND CONNECTION DETAILS 1 PAGE MUSA01.DWG STRUCTURAL CONFIGURATIONS 9 PAGES MUSA02.DWG COMPONENTS/CONNECTION DETAILS MUSA03.DWG MUSA04.DWG MUSA05.DWG MUSA06.DWG MUSA07.DWG MUSA08.DWG MUSA09.DWG MUSA10.DWG 6 PAGES 20 PAGES 20 PAGES SOLID COVERS 4.0 PANEL SPANS FOR PATIO, CARPORT AND COMMERCIAL STRUCTURES 5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN 90 MPH WIND AREAS * 6.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN HIGH WIND AREAS June 28, 2010 1 PAGE Ml.DWG 7.0 MISC DETAILS 1 PAGE M2 7.0 POST AND FASTENER REQUIREMENTS FOR ALL STRUCTURES 1 PAGE M3 7.0 CONCRETE FOOTING OPTIONS 1 PAGE M4 7.0 REQUIREMENTS FOR LATTICE STRUCTURES WITH SURFACE MOUNTED POSTS ON CONCRETE SLABS OR FOOTINGS 1 PAGE M5 7.0 FORCES ON EXISTING STRUCTURES 1 PAGE M6 7.0 STRUCTURAL PROPERTIES OF BEAMS, FASCIA, PANELS AND RAFTERS FOR USE BY DESIGN PROFESSIONALS May 30, 2010 ICC ESR 1953 PROFESSIONAL ENGINEERING STAMPS PAGE gf#* $ $ #4 / Ca : E-71121 ; E '06 Profess,24"4 04,1,1,/"JUN 28 2919 AA-8 8 2%,29». (000#Xm//190*sTE#40/711 \69:·· 43:it "' 'PROFESSIONAL 1 S <24. CARL'- ' , p£031136 *' 40' PUTNAM 9-ap"-7 C 1¥.. 18314 ihy f D---* /OWA A 11 CARL o PUTNAM i ----6.- CENS % - E PIiTNAM \ 7EN.INEER \No.RO05437 6.,00,# 121&355•Pr SED F COW ENGINEER D : 45750 <Ci:Iltilt' "'0'gri'33,2 -'.210 1, a.... 1 ·*,colin,8,2*aut<•1 397 */ 10 ir. 70 4,4„,/ONALE PUTNA,--:#JS=:&4,1/ ENGINEEN W E,: 7-·. -p. ,-.,ZIZIX,fir; PRO 'ey©.4..7 i4' OF MttP A "'f" "' C 68139 3 *,;ANAP \ or***th .UTNAM 11214 24857 1 0 0 LE*P, d 311 cfr e1275 2#SSION,t u UEXP 6/30/2011 be·f'MifbE ®* /3 -0'4(QN*VA'- h<1 FC -•5:.FUGAgoM m< 44, 1 1 1 FCARL PUTNAM I E e Tf -- 06245904 ; 3 ---- a e nd- C.Al \*\ f emip.....36' S'0*'-·-ar '1 % 12, / *"4%=/ |gh Ab. 1,es,pe e :1 , e 'V 1 -4.4 2 lit PU7*fAA, 1 1 f 14 SEAL*44¥62£6€orttlt,° d. 00" pUTN4. "4 A»»-Jc,e, /4,41..'.11'.." 7.m,¥14 / 9 MARY;'4, Ao, L 0/4i *i m 1-Wl/:''Z 1.il-l_ or alid -0, * 4&, - a 2 CARLY. \* imili-LE:l'9351 :.LE : :#E142•. STATE OF /6,25 3 di*ifi /*-**1t.,E-12065 PUTNAM * '0,0,111 K elofl 9%22%0 1%0OFNEBRASK < 72580PE 409.4 uy . . „ OREGON A /1--20· 5860906-2204 1 9 t »CARLPUTNAM i 041 M. MITNAM L No· 037762 Iq"te'-- *411 3 UM- PUT E B3442, E -40 PR ESSI AL 4E-5805 O 0,0- 4 42 11&896<MA 'ONALE'' 1953 M EXPIRES 229 1- 1 ,<ssss:SSfk PROJECTION TRIB WIDTH TRIB WIDTH · TRIBUTARY WIDTH - - OVERHANG L EXISTING STRUCTURE PROJECTION - TRIB WIDTH TRIBUTARY WIDTH Genera#Notes - 1. Structural design per 2006 International Building Code basic load combinations described in Section 1605.3.2 and no Increases are permitted for reslsting wind or seismic forces. 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 noncombustlble material or asphalt. 2. Fasteners are to be galvanized or stainless steel. 3. Concrete shall have a compresslve strength, fc, of 2500 psi at 28 days. Minimum slab thickness Is 3.5". No post shall be placed within 2'-60 of a crack and no anchor within 5" of an edge or expansion joint. Posts attached on slab will conform to Details LA35, MU100 or MU102. Minimum footing depth Is the local frost depth. 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, horiz. and uplift wind loads and approval number. 6. Light gauge steel shall be per ASTM A653 unless otherwise specified. Grade will be specifled 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 registered with the Alum. Assoc. for equal or greater guaranteed minimum properties (Ftu, Fty, Fcy and E) Thickness Indicated Is bare metal and negative tolerance Is -5%. 3004 H24 may be subsltuted for 3004 H34. 8. Lag screws shall be placed in holes prebored 70% dlam. For concrete block construction, place masonry anchors as per the installation Instructions. 9. Drainage which otherwise would go over a public sidewalk shall be collected and diverted under sidewalk. 10. Single span attached patio covers may not be enclosed unless additional engineering is provided or by approval of the local building authority. GENERAL NOTES Page 1 of 1 MU 05 11. A foundation and solids investigation is not necessary unless required by 1802.2.1 through 1802.2.6 of the 2006 IBC. Soil is assumed to be Class 5 of Table 1804.2 of the 2006 IBC. Bearing 1500 psfvert., 100 ps#ft. horiz and doubled as per 1804.3.1. These design values do not apply to mud, organic silts, organic days, peat or unprepared fills and may require further soil investigation. A minimum soil bearing pressure of 1000 psf is adequate for all structures except for some units In a 40 psT or 60 psf ground snow load or with footlngs deeper than 60". 12, The roof panels shall have a minimum slope 0.25" per foot . 13. All steel shall be galvanlzed ASTM A-653 G90, A123 G45 or A153 8-3, painted ASTM A755 or use an approved coating complying with 2203.2. Paint inside of all embedded posts from the bottom to 12" above grade. Where aluminum is In contact with disslmilar metals (other than stainless, aluminized or galvanized steel) or absorbent building materials, likely to be continuously or Intermlttently wet, the fayIng surfaces shall be painted or otherwise sperated In accordance with the Aluminum Design Manual Part I-A Section 6.6.1. 14. Wind velocity and Ground Snow/Live load are Identified In all of the relevant tables. Roof loads have been determined In accordance with ASCE7-05 Section 7.3. Ground Snow Load Applied Roof Load 10 psf 10 psf LIVE OR GROUND SNOW 20 psf 20 psf LIVE OR GROUND SNOW 25 psf 21 psf DESIGN ROOF SNOW LOAD 30 psf 25.2 psf DESIGN ROOF SNOW LOAD 40 psf 33.6 ps¥DESIGN ROOF SNOW LOAD 60 psf 50.4 psf DESIGN ROOF SNOW LOAD SEISMIC LOADING MAXIMUM Ss = 150% SHOWN IN 2006 IBC FIGURE 1613.5(1) Sl NOT APPLICABLE TO THESE STRUCTURES SITE CLASS = D BASIC SEISMIC FORCE RESISTNG SYSTEM POSTS EMBEDDED INTO FOOTINGS = INVERTED PENDULUM >> R=2.0 POSTS SURFACE MOUNTED = GENERIC SYSTEM >> R = 1.25 ANALYSIS PROCEDURE = EQUIVALENT LATERAL FORCE PROCEDURE These roofs are not subject to maintalnance workers and have not been evaluated for a 300 Ibf concentrated load. Maximum mean roof height of extlng structure for attached units is 30'. 15. The width of single span attached structures must be at least 75% of the projection. 16. Multiple span units are allowed. 17. All structures must comply with one of the following: a. All structures with a roof snow load of 30 psf or less may be built In Seismic Design Category (SDC) A-F 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 alumlnlm and steel solid panels are class B fire rated as indicated In the exception in IBC Section 1505.3 19. All screws are self drilling (SDS) or sheet metal (SMS) and in conformance with ICC ESR-1730, ESR-1976, ESR-2196 or equivalent. 20. Header splice shall not be located nearer to the end than the first interior post. 21. Bolts shall conform to ASTM A-307. 22. Sliding snow is beyond the scope of this report. Drifting snow is covered under Detail M2. 23. All multispan tables assume equal spans within 20%. All specifications must be based on the longest span. 24. When a single span attached unit is attached to a wooden deck, the maximum dead load + live/snow load from the patio cover is 750 lbs and the post spacing shall not exceed that specified for attaching to a concrete slab. The maximum wind speed is 110 mph Exposure C. The maximum roof height above grade Is 12'. The structural adequacy of thse deck to safely sustain these additional loads will require approval by the local building authority or additional engineering. See Detail Ml. Construction outside ogf these parameters may require additional engineering. 25. This entire engineering package will not be required for most building permits. Submission for a building permit must include: a. GENERAL NOTES (MUSAGN01.DWG) b. STRUCTURAL CONFIGURATIONS (LAT01 or MUSA01) c. RAFTER SPAN TABLES (FOR LATTICE STRUCTURES), PANEL SPAN TABLES (FOR SOLID COVERS) OR BOTH (FOR COMBINATION STRUCTURES) d. HEADER POST SPACING, FOOTING SIZE AND POST TABLE FOR LIVE/SNOW AND WIND LOADS. e. ALL APPROPRIATE DETAILS f. OTHER DOCUMENTATION REQUIRED BY LOCAL BUILDING AUTHORITY. 26. Sheet M5 provides information to determine the load that will be resisted by the existing structure. 5/30/2010 ICC ESR 1953 Revisions L el I--1 0 ID 0 N 0/.O 61 00 125= 1- --1 OL @5§1 022§ - ZODE June 28,2010 Carl Putnam, P.E. 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM@COMCAST.NET *n & CMP Ch,ok & CMP 0- n=LISAGNOt.DWG SOd/po. 0 lili.111 lai Ing /< A-1 d.#39 ' 1, *Sl ROLL FORMED OR LAMINATED SANDWICH PANEL ROLL FORMED OR LAMINATED FASCIA, ALUMINUM SANDWICH PANEL I BEAM OR OTHER STRUCTURAL HEADER I BEAM OR OTHER STRUCTURAL HEADEI MULTISPAN FREESTANDING UNIT MU 3.5' CONCRETE SLAB REQUIRED FOR CONSTRAINED FOOTINGS 030 EESTANDING SINGLE SPAN COVER ·;.+ / L CIRCULAR FOOTING DETAIL MU108 - POST Q -.1. CUBIC FOOTING AFTATI MIMnA Revisions L @ 0 9 lili ll NIallne V.FC, / C' 0//61 ALL HEADERS MAY - ALL PANELS-j f<2591OVERHANG 25% OF MAY OVERHANG TPOST SPACING /C•/,-Ir .urin ;T BE AT LEAST tOJECTION FOR AN ATTACHED WIDTH LEDGER BOARD 0.25' PER 12' MINIMUM SLOPE PROJECTION STRUCTURES MULTIPLE SPAN J HEADERS ARE ALLOWED PATIO COVERS ARE LIMITED TO 12' HEIGHT COMMERCIAL COVERS AND CARPORTS ARE LIMITED TO 18' HEIGHT cu/. ur i nc..1.1, CLEARSPAN .-1 -CUBIC FOOTING DETAIL MU108 139 -2 June 28, 2010 Carl Putnam. P.E. 3441 IVYLINK PLACE 1 V.runill' v. llc=/1 MU 02 14. •V-.I 1Dj 1 3.5' CONCR \- 01 AD OCAI I -CUBIC FOOTING CARLPUTNAMECOMCAST,NET DETAIL MU108 ATTACHED SINGLESPAN COVER l I \:1 ,· %. ( .4.:m'....Av MAYJBE MULT[SPAN Ch.©. 8, SINGLE SPAN ocrt'/ 1 FREESTANDING UNIT A v. .•j -SURFACE MOUNT OR Vh-*...t.ETE EMBEDDED ATTACHMENT 19...9753.:-0 /Lu,w IRED Soate FOR CONSTRAINED SOLID COVER Page 1 of 56 5/30/2010 ICC ESR 1953 X42>FOOTINGS CMP CMP MUSA01.DWG p... L 2,5' PANELS AND FASCIA ,-*-- SE£ IT An. *Un 2.5' A 0' 1 2,54<8' FLAT PANEL 3004H34 21' 1-cr/·SEE DETAIL *13 SEE DETAIL *113L-7-91°°\ 0 0 /7-. 1 0. 2,5'Xe FLAT PANEL 3004H34 ALUMINUM 24' PATTIPORT 3004H34 OR ASTM A653 GRADE 40 STEEL 24'12 / - -/1 -11SEE DETAIL la)13-SEE DETAIL 1«113 SEE DETAIL ) 1- 14/-/9 \42/ . 11.113-1 2.5 © 24' TRI STAR PANEL 3004H34 2,5'X24' TRI VEE PANEL 3004H34 ALUMINUM ASTM A-653 GRADE 40 STEEL 2.5')(12' TWIN VEE PANEL 3004H34 ALUMINUM ASTM A-653 GRADE 40 STEEL 1F1--,- SEE TABLE - / 4.19 OR 4.20 ----1 ' - 6.0 050 1 r SEE TABLE 4.19 OR 4.20 SEE TABLE 1-8-14,19 OR 4.20 \ 11 / r-0.078 1• lt® 130-(gv , -3.25 - 7' RF FASCIA 3004H34 ALUM 6,5' RF FASCIA (t=0.040' & 0,050')3004H34 ALUMINUM 1-0,036•Jf0.062 5.5'5 425-1 ® 1-3.8-1 0.070- 6' RF FASCIA 3004H34 ALUMINUM 5' RF FASCIA SAMSON GUTTER 3004H34 ALUMINUM FASCIA 6063 T6 Nt ® 1-3,4-4 4.5' EXTRUDED FASCIA 6061 T66' ALLMET EXTRUDED FASCIA 6063 T6 IllillI al IA 8 88 SMS -0/C -ta DETAIL *Uk3 2' 1 1 CL 1C 51 SEE TABLE- 1 4.!g T -0075 i 6.1 June 28,2010 2'x6' FLAT PANEL 3004H34 ALUM 4'x12' VEE PANEL 1.- 3.8 -1 |-3,7-]3004H34 ALUMINUM ASTM A-653 GRADE 40 STEEL 5' MAGNUM GUTTER 6' MAGNUM GUTTER 6' SMOOTH GUTTER 6063T6 ALUM 6063T6 ALUM 6063T6 ALUM Carri Putnam, PIE. 3441 IVYLINK PLACE&3775'j Ely LYNCHBURG, VA 24503 :4 08 sMs e 0/r CARLPUTNAM@COMCAST.NET63:1-·:aoso Ched By C41.S PCF FOAM WESTERN PANELS CIPTIE»EAL··FAN---·'·AND FASCIA 0.'n & ALL[Mh BEAM 6063T6 0.024' or 0.032' . FULL LENGTH < PANE17.3105H14 ALUMINUM CMP ACOMINIUM- SANDWICH. PANEL- ASIPEIE ICC-ESR-2229 ocra USEDOFQ£[rAMc.CORE-,SANDWICH PANEL MAY REQUIRE- THE USE OF 3'X24' PANEL M..'."IA: DESIGN-PROFESSIONAL= TO,. COMPLY WITH EXISTING ICC ESR 3004H34 ALUMINUM MUSA03.DWG ASTM A-653 GRADE 40 STEEL Sod. NTS p., 30>35', 4' or-60 \'.,. D.COVER:04988!*560 5/30/2010 ICC ESR 1953 HANGERS Revistons <ALUK 6063 T-6) 1.625' -0.75' - r --0.062 4.(60 0.055-1 -0.452' 1- 4.too L 4' HANGERS 6063T6 ALUM 0.055-| 3.101 0.050'-# 3.552'3.74' RE -0062' 0.050 J I U0.060·-/Nz:51 r 3.100 a -. 3.0 62• DETAIL MU42 IS ALLOWED UNDER THESE LOAD CONDITIONS -0.062' 3.052'3.74* REF C. J 424' 6 LIVE WIND PANEL SPAN - U 10 PSF 120 MPH EXP C ALL |- 20 PSF 120 MPH EXP C ALL 20 30 PSF 110 MPH EXP B ALL 30 PSF 100 MPH EXP C ALL 9 1 3 W30 PSF 110 MPH EXP C 13.5' 40 PSF 110 MPH EXP C 12'3" AND 2.5" "G" HANGER O 2 60 PSF 110 MPH EXP C 9'3-1/2" "J" RAIL ':0.:I O *to RAIL PROFILES ALUM. ALLOY 6063-T6 -1 a: g [-2 g SEE;TABIIJ;51EOR:* ==O-:g:Z TYPED ANIF: SPACING?k OF-FASTENERS / \ 1.-1-1 Z982 MU 43 3" "J" RAIL MU 41 f J k 20:050' 394772E"G»- RAILY 1111111- <'3.5 62' 2.0 62'lili D = 1,O62tr:- 1.062' - 0.625'-2 3° HANGERS 6-7 -1. 1. 6063T6 ALUM =01 panel height -4.000 - -3.000 --3.000- /MON· - - 0.075 0,0755<35<3' POST 4°x4" POST 0,062°x3'x3° 6063T6 ALUM 6063T6 ALUM MAGNUM POST 6063T6 ALUM FASCIA SPLICES MUST BE WITHIN 12' OF A POST fJ 500 SPLICES.1 ALL FASCIA SPLICES iMUST=BE*WITHIA t' M 12'OF:«A-POST-= 0 0 FORMED GUTTER SPLICE GUTTER SPLICE -GUTTER SPLICE 6063 T6 ALUMINUM 6063 T6 ALUMINUM 3004 H34 ALUMINUM SOLID COVER Page 4 of 56 5/30/2010 ICC ESR 1953 0.0401 7 . C HANGER MU 49 MU 50 - -0.120' MU 51 12' 1' 9 4?0 IIN- 0 0 0 0 2" "J" RAI L Pur 139 % MU 52 iRitz> June 28,2010 Carl Putnam, P. E. 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM@COMCAST.NET 0-r, 8 CMP Check B, CMP FU-1... MUSA04.DWG Scal, NTS p., -1-0.0620 F 0,0620 3-SEE DETAIL X ro.0 5.5' EXTRUDED 42/5' EXTRUDED (541 5' ROLL 'It . 8£00 -3 MU 76 Ealu rt 1 5.683 5.683 Revisions -- -0.059' (16 GA) -0.070' <14 GA) MUST BE ENCLOSED /,/--IN Mu76 - -4042'6.5-00 0.024'7275 0.032' -0.040' || 0,773 - 0951 1-@ 0 0 0 2.3750 00 /0 0 0 08 •7 :00 1m .- 01 0.00_1- - -7-n | | 0.125- - 3.000.- 0,042:k35*8"HEADER/RAFTER 3004•H341 . - -975. 2')(6.122=HEADER 3004,H34 STANDARD BRACKET FOR CLOVERLEAF POSTS 6063 T6 ALUMINUM ©0 -2.500-4 1 STEEL C BEAM ASTM A653 GRADE 50 HEAVY DUTY BRACKET -3.000-| FOR CLOVERLEAF POSTS Fy = 36 KSI ASTM A123 G75 5,683 - U. -] 1.500 - -2. i ..... 1 1---1C.000 ALUM BRACKET FOR' 3: -SQUARE 0 POSTS 6063T6 F. 1.-1-Il0.0601- 11 E 0.090J 0.250 BRACKETS FOR 1.5' SQ TWIN POSTS 6063 T6 ALUMINUM 0.090- - FOUR HOLES FOR STANDARD BRACKET 1/4' BOLTS FOR 3' SQUARE POSTS 1-2.308 2,375 -ALL BRACKET ,-6063 T6 ALUMINUM -3.344 - -2.702-DIMENSIONS -- - -0.090 ARE APPROXIMATEO -M90 -- EXCEPT THICKNESS 035TWO HOLES FOR 3-3/8' BOLTS 'U' BRACKET'U' BRACKET 3.5')(3' IBEAM POS? BRACKETFOR CLOVERLEAF POSTSFOR 3' SQUARE POSTS ALUM 6063-T66063 T6 ALUMINUM6063 T6 ALUMINUM MU 83 ling MU 84 MU 85 - -0.1 6 -11=0,188' 5.E 75 -3.000- ALUM .HEAVY -DUTY BRACKET' <606370.028' . FOR:3.ANDZ. 4'.SQUARE·.POSIS-• 0.062 - 1.500 - 1,5' SQ TWIN POST 3004 H34 ALUMINUM MU 91 1.5' SQ TWIN POST 6063T6 ALUMINUM f USE WITH MU88 0.125 $ .pur 130711 -0.032' ALUM 0.125' ALUM 'H' BRACKET 6063-T6 June 28, 20100.040' ALUM , 0.043' STEEL 3' LOCKSEAM POST A-653 GRADE 40 STEEL 3004 H34 ALUMINUM - 3.000 - 0095' 0.055 J r t r 0.0249(398' Carl PutnaM, P. E. . SQUARE POST 3441 IVYLINK PLACE LYNCHBURG, VA 24S03 c• CARLPUTNAMBCOMCAST.NET 3/16' or_ 5/16' 2 24- H.:14" S.M.S O/C TYPICAL, 1 -t-- 4 0-n, 8- t 0.0249(2')(6.5--/Check 83, ALUM, SIDEPLATE --3' OR 4'- CMP CMP MU 93 3' OR 4' ASTM A500 GRADE A STEEL POSTS SEE GEN NOTE #13 FOR CORRSOSION PROTECTION SOLID COVER Page 6 of 56 0.095' X3'0 ASTM A500 GRADE A STEEL POST SEE GEN NOTE #13 FOR CORROSION PROTECTION FLUTED ALUMINUM POST 6061 T6 MU7 25/ SQUARE POSTS ALUM 6063-T6 t= 0,120 5/30/2010 ICC ESR 1953 393'.IACUMTPOST t=·40244 -3004 -'H34 .POST .WITH .IDEPLATES MUSA06.DWG Socli NTS pc" 1 ] A 0 / 1 OIl /SEE TABLECONCRETE OR 5 1 11 5 7.5 FOR MASONRY ANCHOR.*:,61 It / FASTENER 1/4' LAG SCRFW 8/ < 1 / SPACING#10 WOOD 1 /STUD, CONCRETE 4'- OR MASONRY SEE TABLE -.· PC WALL4,19 OR 4,20 -STRINEURAL ,\J 15 ·c·,·r oR·e /7-7-TYPE ALUM HANGERS - MIN WALL 7 6063 TS t= 0.060" 3004 H34 t=0.040" #lois 1/4" LAG1 SCREW b. 429 LEDGER AND WALLL ATTACHMENT FRUCTURAA PANEL 1 Seal with permanently flexible E& waterproof sealant 2"*6" Ledger Board / r- (optional if LAG SCREWS / / w/ 1"0 WASHERS are used - to attach hanging rail) 2' x 4' Stud--' 1/4" Lag Screw 3,5 Completely seal with permanently Existing woocl framing flexible & water-2' thick, 24' 0,C,proof sealant D,F, Larch,-THREE 5/16'X5' _„//\____,2\ Synthetic Stucco or LAG SCREWS-Lother non-structural coveringSHEATHING- (1" max. thick) Continuous 2'TABLE 7.7 SPECIFIES THE ALLOWABLE DISTANCE TO FIRST ROW OF POSTS fascla board - \ CAD) STUCCO AlTACHMENT DETAIL \ \--,0:0 ATTACH WALL HANGER405/ WITH LEDGER BOARD PER DETAIL MU10- 1MY-, or, 1 ' MIN 1111, 4 3.25' MIn -lilli' 1' MIN Revisions . 1. 0 1- C..0 ID 0 C..O H ICI & .. 0* 1111111 dialing M€ ALUM W/ t = 0.120" OR STEEL POST WITH 12" EMBED FOR FOOTINGS UP TO d=39" OR 18" EMBED FOR FOOnNGS UP TO d=48" -2.5' MIN t. 1 1 f. ..4 '?;id 12' OR 18' I .: 09.... 2· ONE 3/8" x 9" ·i·>'.4.''l 1, STEEL RODS (REBAR ·· ·· ·- OR THREADED) OR BOLTS CENTERED ON POST FREESTANDING OR ATTACHED POURED FOOTING 9304 •L• -POST '4 CAVE' OVERHANG | Live/Snow Load RAFTER MAX DISTANCE TO FIRST ROW OF POSTS -L Solid Co,e, Wind SIZE EAVE OVERHANG (24" 0/C) 6" 12-1r 24" + 30' 10 PSI 2*4 21.0 20.V 17·G'T'5/r 90 MPH E*p B 2x6 21·-0 21·-0 21·g 21'-0 17.2 2x8 21·-0 21·-0 214 21+4 21'.0 10 ps#2*4 214 19-r 114-77 3./ GO MPH Exp C 216 21·-0 21·.0 21·4 21'4 15-7 218 21'.0 21·4 21··cr 21'4 21·.0 20 Pu h4 144 10-4-3-1-1.1. 105MPH Exp B 2/6 14'-Or 14·-0-14'4 11'-11 8-7 2*0 14'.0-14--0-14'.0-14*1410- 25 pt 2x4 15'.4-11'.4-5€3%-1.·11- 105MPH ExpC 2*6 1 S.4-15 -4-154 13%0-9.3- 2*8 15.4-1 S·4-15'.4-15'-4 15.4- 10„2*4 12·10-g.5 S·.1-'Z<0-0- 110 MPH E•p C 2*6 17-10 -17-10-17·107 10·S 7-3- 2%8 12·10»12·10-17-10'17·17 17-17 40 PSI 2*4 97·5.7 3'·5-0.0.5€ 12OMPH Exp C 2*6 9.7 g-r 9-7 T.2-44 2x8 g.7 9.7 9.7 g 7 9.7' 60 ps:2*4 6.5 04 0,0.9-7 130 MPH Eip C 2*6 55·5-9 4'·1-7-T 2*8 6·5·«-5 5.5 E.S. lilli 3/8' BOLTS SEE TABLE 7.3 COLUMN J FOR NUMBER ONE BOLT DIAM. (M 1 01 r-DETAIL MU87 OR MU80-4.-1 STAINLESS STEEL 36"0 W/ 2" EMBEDMENT HILTI KWIK BOLT TZ (ICC ESR 1917) MAX FOOTING SIZE IS d = 34" June 28, 2010 Carl Putnam, P. E. 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM@COMCAST.NET Drown Ey CMP Check Ely CMP - d - SINGLE SPAN ATTACHED FOOTING FU,/Ill MUSA08.DWG Scale NTS pOg. 0 SOLID COVER Page 8 of 56 5/30/2010 ICC ESR 1953 2, Revisions /- +ALUMINUM. 0.042:X3XS +i--«··-r0.042"X3"X8" '' ALUMINUM HEADER - b-#14 SM SCREWS . 1 1 1 #14 SCREWS 1/5 ' (8 PLCS)1 1--=1/1(10-PLCS) ALUMINUM D--#14 SM SCREWS 3'*8" BEAM J 0 #14 SM SCREWS 1 1-2 1 (8 PLCS) "H" BRACKET 6..(16 PLCS) . 1 1 - -TYP SPACING [--10 I h *- MAX FOOTING SIZE = 24" 0/C 0- /IS d=28" AND 90 L k,=5:1 MAX FOOnNG IS C.. 0 -DETAIL MU83 8.- MPH Exp C SLAB 3"*3" POST ! , ,d=29" or ID 419/ 3:x3"=POST - 0 -MAX FOOTING SIZE -- -d =24' AND- - 90-MPH·-Exp, B. SLAB- 90 mph Exp C SLAB 0.040"x3"*3"1 1 14 SCREWS POST 1 ,1 / 1 , (1OFPECS>. n DOUBLE OR SINGLE 3"X8" STEEL C BEAM SPLICED AND NON-SPLICE ATTACHMENT 1/4" BOLTS ASTM A307 2"X6.5" SIDEPLATE . BOLTLAYOUT FOR -- 1 DOUBLE 2"X6.5" OR DOUBLE 3"X8" HEADER MAX FOOTING SIZE d=34" SLAB ATTACH MAXIMUM WIND CONDITION = 120 MPH EXP C #14*1 /2" SMS-· 4 EACH SIDE 0.040" ALUM POST- 1 /4 ** =33" =38" = 42" lingW/ 0.5"0 STEEL WASHERS SEE TEXT FOR QTY i\1[Il "MIN 5" MIN @@ @@ -ALUM t=0.120" OR STEEL POST SINGLE HEADERS: USE 4 BOLTS FOR FOOTINGS UP TO d USE 6 BOLTS FOR FOOTINGS UP TO d USE 8 BOLTS FOR FOOTINGS UP TO d USE 6 BOLTS FOR 60 PSF SNOW LOADS, 4 FOR ALL OTHERS DOUBLE HEADERS: USE 4 BOLTS FOR FOOTINGS UP TO d=42" USE 6 BOLTS FOR FOOT1NGS UP TO d=48" USE 8 BOLTS FOR FOOTINGS UP TO d=53" USE 4 BOLTS FOR 10 PSF SNOW/LIVE LOADS USE 6 BOLTS FOR 30 PSF SNOW LOADS USE 8 BOLTS FOR 60 PSF SNOW LOADS 3" POST 3X8 STEEL C HEADER SEE TABLE=7.3 FOR. NUMBER OF FASTENERS- #14x3/4" SHEET METAL -914:SMSIUSECOLUMN A OR SELF DRILLING SCREWS 36'. BOETS*'USE-.COLMN .B SEE TABLE FOR QUANTITY# OF #14 SMS or SOS 1 I4|6I8I 10- J Cubic Footer Size "d" (in) 20 1 251 29 1 31 1 34 Detail"MU8'2=·or·MU84 ROSTIATIACHMENT<DEFAI/To f SLAB"OR FOOTING SINGLE SPAN 'ATTACHED UNITS ONLY June 28, 2010 Carl Putnam, P. E. 3441 IrfUNK PLACE LYNCHBURG, VA 24503 CARLPU™AMOCOMCAST.NET 1 1 O.1 1 UDETAIL MU80 OR MU82 ALUM W/t=0.120'L C-i OR STEEL POST -3/8" BOLTS. USE TABLE 7.3 COLUMN J TO DETERMINE NUMBER OF BOLTS OR USE EIGHT #14 SMS OR SDS MAX FOOTING SIZE d=34" SOLID COVER Page 9 of 56 0' HILTI KWIK BOLT HIT-HY 150 MAX (ICC EESR€2262) 7/ 225" EMBEDMENT 0,0,7, ay TWOZANCHORS:EOR.EOOTINGS Z UP-TO :·dI = '31"CMP ATTACHMENT. TO.3.5: CONCRETE SLAB Chick By CMP FOR- 10 PSF-EIVEFCOAIDS.- -oct TWOSANCHORS-UP TOUTO MPH- EXP»j#YOR-100 MPH EXP C Flencm' FOR"20.-PSF LIVE .EOADS 'AND· HIGHER MUSA09.DWG TWO-ANCHORS-EOR- WINDS-UP TO. UP. T02130™PH EXP C Seall/R,9. # •,7 5/30/2010 ICC ESR 1953. A 4 50110©0%€R@.4.0 3" PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURE: yA 8000 Flat Panel (Single Span) MUl;3"x8' 8000 Flat Panel (Multispan) MUl;3-x12· W Panel (Single Span) MU13 3-x12- W Panel (Multispan) MU13 G.0-4 WiliI/' Wind Speed and Ex.,osure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exiosure Exposure B Snow Load Gauge Exposure B Exposure C Snow Load Gauge Exposure B Snow Load GaugE Exposure B Exposure CExposure C Exposure C (psf) ' (IN, '085 90 110 85 90 105 110 120 130 (psf) (in) 85 90 110. 85 90 105 110 120 130 (psi) (in) 85 90 110 85 90 105 110 120 130 (pst) (in) 85 90 110 85 90 105 110 120 130 10 - 0.020 7'-3- 6'-10" 5'-7" 6'-1" 509"3'-5" 3'-3 3'-0" 2'-9" 10 0.020 8'-9" 8'-4"609" 7'-5" 60-11" 5011" 5·-7"4'-3" 3'-11" 10 0.020 10'-11' 8'-0"5'-3" 6'4"548" 2'-0" 1'-10'0 1'-6" 1'-4" 10 0.020 902" 8'-7"6'-5· 7%4"6'-9" 5'4 3'-9" 3-2 2'-8" LNE 0.025 11'-4- 10'-8" 7-0" 70-8 7'-3" 6 2- 5'-10- 5'-4-3'-6" LIVE 0.025 10'-11' 10'-7" 8'-7- 9'-5" 80-10" 7'-6"7-2" 6'4" 6'-0-LIVE 0.025 137 12'-9" 10'4" 11'-4" 10'-8" 7'-5" 7'-1" 6'-2" 5'-3"LIVE 0.025 11'-11'11'-11" 9'-4· 10'-5" 9'-8 8'-0" 7'-6" 8'-8- 5'-11 (032- 14'4-13'-10' 11'-2" 12'-3" 11·-6" 7'-11" 7'-70 6'-11" 6'4 0.032 13'-11' 13'-10' 11'-1" 12'-3· 11'-6" 9'-9"903" 8'-6"7'.9•0.028 15'-1 14-3 11'-7 12'4 11-11 8-3 7'-11· 7'-3 608"0.028 13'-7" 13'-7" 10'-9" 12'-0" 1102" 9'-4" 8'-10" 7011- 7'-2" 'Steel 0.018 18'-11' 17'-8" 14'-1" 15'-7 14'-7" 12'-4" 11'-9- 10'-8" 7'-11 Steel 0.018 16'-9- 16'-9" 14'-1" 15'-7" 14'-7" 12'4" 11'-9" 10'-8" 90-10 0.032 17'-3" 16'-2" 13'-2" 14'-9 13'-7" 11'-7" 11'-0- 8'-2 7'-7"0.032 15'-8" 15'-8· 12'-8" 13'-11'- 13'-1" 11'-0" 10'-5" 9'-5- 8'-7" S60:0.024 23'-6- 21'-11' 17'-3" 19'-2" 17'-11' 15'-1" 14'-4" 13'-0" 11'-11'Steel 0.024 19'-11' 19'-11' 17'-3- 19'-2" 17'-11' 15'-1" 14'=4" 13'-0" 3'-11·0.040 19'-0" 18'-3" 15'-6" 17'-0" 16'-0" 13'-8" 13'-0" 11'-10' 10'-11'0.040 19'-0" 18'-3" 15'-6" 17'-0" 16'40" 13'-8" 13'-0" 11'-10' 10'-11' 20- 1 0.020 7'-3- 6'-10" 5'-7"6'-1"509" 3'-5" 303'340" 209" 20 0.020 67 602"6'-2" 6'-2"6'-2" 5'-11" 5'-7-4'-3" 3'-11" 20 0.020 7'-2" 7'-2"5'-3" 6'-4"5'-8"2'4" 1'-10" 10-6' 1'4" 20 0.020 5'-10" 5'-10" 5'-10" 5'-10" 5010" 5'-4-3'-9" 3'-2"2'-8" LIVE 0.025 10'-3- 10'-3" 7'-0"N" 7'-3" 60-2" 5'-10' 54'3'-6- LIVE 0.025 7'-10" 7'-100' 7'-10" 7'-10" T-10" 7'-6"7'-2" 6'-6"6'-0- LIVE 0.025 10'-7" 10'-7" 10'-4" 10'-7" 10'-7" 7'-5"7'-1" 6'-2- 5'-3"LIVE 0.025 7'-10" 7'-10" 7'-10· 7·-10" 7'-10" 7'-10" 7'-6" 6'-8 5'-11 0.032 127 12'4" 11'-2" 12'-3" 11'-6" 7'-11" 707" 6'-11" 6'-4"0.032 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 9'-9 9'-3" 8'-6" 7'-9"0.028 11'-8" 11'-8" 11'-7" 11'-8" 11 '-8" 803" 7'-11 " 7'-3"6'-8"0.028 9'0" 9'-0-9'-0" 9'-00'9'-0" 9'-0" 8'-10" 7'-111" 7-2" Steel 0.018 16'-1- 16'-1" 14'-1" 15'-70 14'-7" 12'-4" 11'-9" 10'-8" 7'-11"Steel 0.018 1201" 12'-1" 12'-1" 12'-1" 12'-1" 12'-1" 1109" 10'-8" 9'-10 0.032 12'-7" 12'-7" 12'-7" 12'-7" 12'-7" 11·-7" 11'-0" 8'-2"707'0.032 10'-7" 10'-7" 10'-7" 10'-7" 10'-70 10'-7" 10'-5" 9'-5"8'-7" Steel 0.024 19'-1- 19'-1" 17'-3" 19.-1" 17'-11" 15'-1" 14'-4" 13'-0" 11'-11'Steel 0.024 14'-9" 14'-9" 14'-9· 14'-9· 14'-9'· 14'-9- 14'4" 13'-0" 11'-11 0.040 14'-4" 14'-4" 14'-4" 14'-4" 14'-4· 13-8" 13'-0- 11'-10'10'-11 0.040 13'-6" 13'-6" 13'-8" 13'-6" 13'-6- 13'-6" 13'-0" 11'-10' 10'-11 25 0.020 7'-3" 6'-10" 5'-7"601'509" 30-5" 3'-3"3'-0" 209" 25 0.020 5'-10" 5'-10" 503"506' 5'-3" 4'-0" 3'-11" 3'-r 3'-4" 25 0.020 6'-5"6'-5" 5'-3"50-9- 503" 2'-0" 1'-10" 1'-6"0'-0" 25 0.020 4'-4" 4'-0"3'-0" 3'-4"3'-2" 2'-6"2'-4" 20-0"0.0. 0.025 904 908" 7'40"7'-8" 703" 6'-2" 5'-10" 5'-4"3'-6-0.025 7'4" 7'-4" 6'4"7'-0" 6'-8" 6'-1" 5'-10" 5'-6" 4'-4"0.025 10'-0= 10'-0" 9'-1 9'-6• 9'-1"7'-5" 7'-1-6'-2" 5'-3 0.025 6'-9"6'-4" 40-6" 5'-8" 5'-4" 3'-10" 3'-7"3'-2" 0'-0" 0.032 12'-00 12'-0" 10'-11' 11'-5" 10'-11" 7'-11" 77 6'-11" 6'-4"0.032 9'-5" 905" 807" 9'-0" 8'-7" 7'-10" 7'7 7'-1" 6'-8"0.028 11'-0" 11'4" 10'-0" 10'-8- 10'-00' 8'-3" 7'-11• 7'-3 6'48"0.028 7010" 7'-50 6'-0" 6-7 603" 5'-3"4'-3" 3'-9"0'-0" Steel 0.018 15'-3" 15'-3" 13'-10' 14'-6- 13'-10" 124" 11'-9" 10'-8" 7'-11'Steel 0.018 11'-5" 11'-5" 10'-4" 10'-10' 10'-4" 9'-6"9-2" 8'4 800"0.032 11'-11' 11'-11' 10'-10' 11'-4" 10'-10' 9011" 9'-7"8'-2" 7'-7"0.032 9'-3"8'-9" 702" 7'-10" 7'-6"6'-4" 6'-1 51-8" 0'-0" Steel 0.024 18'-1" 18'-1" 16'-8" 17'-3" 16'-8" 15'-1" 14'-4" 13'-0" 11'-11'Steel 0.024 14'4- 14'-0" 12'-9" 13'-4- 12'-9" 11'-9" 11'-4" 10'-7" 8'-6"0.040 13'-7" 13'-70 12'-4" 12'-11' 12-4 11'4" 10'-11'= 10'-3" 9'-8 0.040 12'-8" 12'-8" 11'-3" 11'-11" 11'-3" 8'-4" 8'-1" 7'-4-6'-9" 30 g.:j: 25.:1,-1' ;1: %.: :.:, :'5. :'" ig: 30 0.020 503" 503"4'-5"50-y 5'-3" 490" 3'-10" 3'-6"303" 30 0.020 503" 5'-3- 3010" 5'-3"5'-3" 2'-0" 1'-10" 1'-6' 0'-0" 30 0.020 4'-0" 3'-9" 2·-11 3'-2 3'-0" 2'-5- 2'-3" 1'-11" 0'-0- 0.025 6'4 6'-8" 6'-4" 6'-8- 6'-8" 5'-10" 5'-8"5'-6" 4'-3"0.025 9'-1" 9'-1"8'-8 9'-1'9'-1"7'-5" 7'-1- 6'-2"5'-3"0.025 6'-4" 6'4 4'-3" 5'-8"4'-6" 3'-8"3'-5" 301'0'-0" 0.032 10'-11' 10'-11" 10'-5" 10'-11' 10'-11' 7'-11" 7'-7" 6'-11" 6'-4"0.032 8'-7" 8'-7"802" 807"807" 707" 7'-4"7'-1" 6'4 0.028 10'-0" 10'-0" 9'-7" 10'-0" 10'4" 8'-3" 7'-11" 7'-3" 6'-8"0.028 7'-5" 7'-0" 6'-0 6'-T'6'-0" 503" 401" 3'-8"0'-0•' Steel 0.018 13'-10' 13'-10' 13'-3" 13'-10' 13'-10' 12'-4" 11'-9- 10'-8" 7'-11"Steel 0.018 10'-4" 10'-4" 9'-11" 10'-4" 10'-4" 9'-2- 8'-10" 8'4"7-9-0.032 10'-10' 10'-10" 10'-4" 10'-10" 10'-10' 907"903" 802"7'-7"0.032 8'-9" 8'-3"7'-2" 7'-10" 7'-2" 6'-4" 5'-10" 5'-4 0'-0. Steel 0.024 16'-6" 16'-6" 15'-10' 16'-6" 16'-6" 14'-9" 14'-3" 13'-0" 11'-11'Steel 0.024 12'-9" 1209" 12'-2" 12'-9" 1209" 11'-4" 11'-0" 10'-7" 8'-4-0.040 12'-4" 12'-4" 11'-10' 12'-4" 12'-4" 10'-11" 10'-7" 10'-3" 995"0.040 11'-3" 11'4 10'-8" 11'-3" 11'-30 8'-4" 7'-10" 7'-2" 6'-7 40 1 0.020 6'-4"6'-4" 5'-7"6'-1"5'-9" 3'-5"3'-3" 3'-0" 2'-9- 40 0.020 4'-7- 40-7"4'-2- 4'-5- 4'-4- 3'-10" 3'4"305" 3'-3" 40 0.020 4'-2" 492"3'-5" 3'-10" 3'-7 2%0" 1'-10" 00-0" 04' 40 0.020 3'-7 3'-7" 2-9" 3'-0" 2'-11" 2'-4-2'-2" 0'-0 0'-0. 0.025 7'-10" 7'-10- 7-0"7-8- 7'-3" 6'-2" 5'-10" 5'4"3'-6-0.025 5'-10 5'-10" 5'-10" 5'-10" 5'-10" 5'-8"5'-6" 4'-5"4'-1 "0.025 801" 8'-1"8'-1" 8'-10 8'-1"7'-5- 7-1" 6'-2"5'-3"0.025 5'-4"5'-4" 4-1 4'-6" 4'-3"30-7" 34"0'-0" 0'-0" 0.032 9'-8"9'-8" 9'-8"9'-8* 9'-8" 7'-11" 7'-7" 6'-11" 6'4 0.032 7'-7" 7'-7"7'-7-7'-7" 7'-7" 7'-4"7'-1" 8'-8"604"0.028 8'-10- 8'-10" 8'-10" 8'-10" 8'-10" 8'-3" 7'-11· 7'-3" 6'-8"0.028 67 6'-3 5'4" 600"5'-9" 4'-3"4'-0" 0'-0"0.0. Steet 0.018 12'-4" 12'-4" 12'-4" 12'-4" 12'-4" 11'-11' 11'-7" 10'-8" 7'-11"Steel 0.018 902" 9'-2"9-2" 9'-2" 9'-2" 8'-10" 8'-6"8'-0" 7'-6-0.032 97 97 9'-7" 9'-7"9'-7" 9'-3 9'-0" 8'-2"7'-7"0.032 7'4"7'-6" 607" 7'-2" 6'-10" 5'-10" 5'-8" 0'-0" 0'-0" Steel 0.024 14'-9" 14'-9" 14'-9" 14'-9" 14'-9" 14'-3" 13'-10' 13'-0" 11'-11'Steel 0.024 11'-4" 11'-4" 11'4" 11'-4" 11'4" 11'-0- 10'-7" 8'-8"8'-2"0.040 10'-11'10'-11'10'-11'10'-11'10'-11' 10'-7" 10'-3" 9'-8" 8'-2·0.040 909"9'-90 8'-8"904" 9'-0" 7'-10" 7'-7" 8'-110 6'-5" 60 1 0.020 5'-2- 50-2" 5'-2"5'-2" 5'-2"3'-5" 3'-30 3'-0" 0'-0" 60 0.020 3'-8" 3'-8"3'-8" 3'-8"3'-8" 3'-8"3'-6" 3'-3 0'.0.60 0.020 2'-9" 2'-9"2'-9"2'-9" 2'-9" 2'-0" 1'-10" 0'-0- 0'-0 60 0.020 2'-8- 2'-8"2'-5- 2'-6"2'-6"2'-1 = 1'-11" 0'-0 0•-0• 0.025 6'-5" 6'-5"6'-5" 6'-5"6'-5" 602" 5'-10- 5'-4-3'-6"0.025 4'-9· 4'-9"4'.9"4'-9" 4'-9"4'-6" 4'-6 4'-3" 0'-0"0.025 505" 5'-5"505" 5'-50 5'-5" 5'-5"5'-5" 5'-2"0'-0"0.025 4'-0"4'-0" 3'-8- 3'-10" 3'-10" 3'-3"3'-1" 0'-0"0.0. 0.032 7'-11- 7'-11• 70-11" 7'-11' 7'-11" 7'-11" 7'-7" 6'-11" <'0.032 6'-2" 6'-2"8'-2" 6'-2'6'-2" 6'-2"6'-2 6'-0" 5'-10 0.028 7'-3" 7'-3"7'-3" 7'-3'7'-3" 7'-3"7'-3" 7'-1"6'-8"0.028 4'-8"4'-80 4'-5"4'-6" 4'-6- 3'-10" 3'-8"0'-0. 010' Steel 0.018 10'-20 10'-2" 10'-2" 10'-2" 10'-2" 10'-2" 10'-2" 9'-11"Steel 0.018 7'4" 7'4"7'-4.74" 7'-4 74 7'4" 7'-2"7'-0"0.032 7'-10" 7'-10" 70-10" 7'-10" 7'-10" 7'-10" 7'-10" 7'-8"7'-6"0.032 5'-8"598"5'-8" 5'-8" 5'-8'5'-4" 5'-4" 0'-0"0,-0 Steel 0.024 12'-20 12'-2" 12'-2" 12'-2" 12'-2" 1202" 12'-2" 11'-10' 11'-7'Steel 0.024 9'-3" 90-3"9'-3" 90-3" 993" 8'-10" 8010" 8'-4"01-0.0.040 9'-0" 9'-0"9'-0" 9'-0"9'-0" 940 9'-0" 9'-0"9'-0"0.040 7'-7"7'-7- 7-7 7·-7" 7·-7·7'-2" 7'-2"6'-7- 0'-0" TABLE 4.5 TABLE 4.6 TABLE 4.7 TABLE 4.8 3 x12 Olympic Panel pingle Span) MU11 3*x12' Olympic Panel (Mullispan) MU11 Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure 3912' Riser Flat Panel (Single Span) MUl, Snow Load Gauge Exposure B Exposure C Snow Load Gauge Exposure B Exposure C Ground Panel Wind Speed and Ex.losure (psf) (in) 85 90 110 85 90 105 110 120 130 (09 (In) 85 90 110 85 90 105 110 120 130 Snow Load Gaug€Exposure 8 Exposure C 10 0.020 5'-7 5'-3" 3'-0"3'-4"3'-1" 2'-8" 20-6-204" 222" 10 0.020 60-10" 6'-5-4'-3" 5'-8' 9-4"3'-9" 3'-7'3'-4" 3'-0"(ps') (in) 90 110 130 90 100 105 110 120 130 LIVE 0.025 7'-1' 6'-8" 5'-5" 5'-11' 5'-7" 3'-4' 3'-2" 2'-11" 2'-8-LIVE 0.025 87 8'-2" 607" 7'-3· 6010" 5'-9" 5'-6" 4'-2" 3010" 10 0.024 5'-5"3'-1- 2'-7" 302" 2'-10- 209"207" 2'-5"2'-2" 0.032 11'-4" 10'-7" 8'-11" 707" 7'-2" 6'-1" 5'-10" 5'4"3,6.0.032 10'-11' 10'-r' 80-6"90-5" 8'-10" 7'-6"702" 6'-6" 60-0"LIVE 0.030 6'-9" 5'-6"3'-3" 5'-8"37 3'-5" 3'-3" 3'-0"7-9, 0.036 12'-9" 12'-0" 7'-10" 10'-7" 8'-1" 6'-10" 607"6'-0" 5'4 0.036 12'-3" 11'-11' 907" 10'-7" 9'-11" 8'-5" 8'-1" 7'4" 6'-9"20 0.024 5'-5" 30-1" 2'-7" 3'-2" 2'-10·0 2'-9* 2'-7" 2'-5* 2 2 Sbel 0.024 17-10' 16%8" 13-3" 14'-8" 13-9" 11-7" 11'-0 8'4 7'-5 Steel 0.024 15'-9- 15'-9" 1303" 14'-8" 13'-9" 11'-7" 11'-0" 10'-0" 9'-3" -LIVE 0.030 6'-9" 5'-6-3'-3" 5'-8"3'-7- 3'-5"3'-3"3'-0" 2'-9" 20 0.020 5'-7" 5'-3" 3'-0"3'-4" 3-1 2'-8" 2'-6"2'-4" 292" 20 0.020 4'-10" 4'-10" 403" 4'-10" 4010" 3'-9" 307"3'4" 3'-0"TABLE 4.11 LIVE 0.025 7'-1- 608" 5'-5" 5'-11" 5'-7" 3'-4" 3'-2- 7-11" 2'-8-LIVE 0.025 6'-1" 601" 601"6'-1" 6'-1"509" 5'-6" 4'-2" 3'-10" 0.032 10'-10' 10'-7" 6'-11" 7'-r 7'-2" 6'-1" 5'-10" 5'-4"3'-5"0.032 7'-10" 7'-10" 7'-10" 7'-10" 7'-10" 7'-6" 7'-2" 6'-6" 6'-0" 3-x·12" Riser Flat Panel (Multispan) MUl, 0.036 11'-9" 11'-9" 7'-10" 10'-7- 8'-1" 6'-10" 6'-7-6'-0" 5'-6-0.036 8'-10" 8'-10" 8'-10" 8'-10" 8'-10" 8'-5" 8'-1"7'-4" 6'-9"Ground Panel Wind Speed and Ex •osure St el 0.024 16'-0" 16'40" 13'-3" 14'-8" 13'-9" 11'-7" 11'-0" 8'-1"7'-5"Staci 0.024 11'-7" 11'-7" 11'-7" 11'-7' 11'-7" 11'-7" 11'-O· 10'-0" 9'-3"Snow Load Gauge Exposure B Exposure C 25 0.020 507"503" 30-0"3' 3'-1"2'-8" 2'-e 204" 202" 25 0.020 3'-11* 3'-90 3'-1"3'-40 3'-2 20-9" 2'-7 2'-5" - 0'-0"(pst) On) 90 110 130 90 100 105 110 120 130 0.025 7-1- 6'-8" 5'-5" 5'-11' 5'-7" 3'4"37 2'-11" 208-0.025 5'-6" 5'-2" 4'-0"4'-4" 4'-2" 3'-8"3'4" 3'-2" 0'-0" 10 0.024 505"4'-1" 3'-9" 5'-11" 57 4'-1" 3'-11" 3'-9"3'-5" 0.032 10'-2- 10'-2" 6'-11" 7'-7"7'-2" 6'-1 " 5'-10" 5'-4" 3'-5"0.032 790" 6'-8"5-9" 6-2" 5'-11" 5-3" 4'-6· 4'-2" 00 LIVE 0.030 609" 67 5'-8- 7'-5"7'-0" 6'-3"5'-11" 508' 5-2" 0.036 11'-1" 11'-1" 7'-10" 10'-7 8'-1" 6'-10" 6'-7"6'-0" 5'4 0.036 7'-11" 7'-6" 605" 6'-11" 6'-8" 5'-10" 509"5'-4" 0'-0" 20 0.024 5'-5" 4'-1" 3'-9* 50-11" 5'-7' 4'-1- 3011" 3'-9" 3'-5" St el 0.024 15'-2" 1502" 13'-3" 14'-5" 13'-9" 11'-7" 11'-0" 801" 7'-5"Steel 0.024 11'-0" 11'-0" 8'-7" 10'-5" 8'-10" 7'-10" 7'-8" 7'-1'8'-8" LIVE 0.030 6'-9" 6'-2"5'-8" 7'-5"7'-0" 6'-3" 5'-11" 5'-8' 5'-2" 30 0.020 5'-7" - 5'-30' 3'-0" - 3'-4" 3'-1" 2'-8" 2'-6- 2'-4" 2'-2"30 0.020 3'-9" 3'-7" 3'-0 - 30-2" 3'-1" 2'-8 2'-7- 2'-4" 0'-0"TABLE 4.12 0.025 701"6'-8" 5'-5" 5'-11" 5'-7" 3'4" 3'-2" 2'-11" 2'-8"0.025 5'-2" 4'-7" 3011" 4'-2'4'-0" 3'-7" 3'-5"3'-2" 0'-0" 0.032 9'-3- 9'-3" 6'-11" 7'-7"7'-2" 6'-1" 5'-10" 504"3'-5"0.032 6'-8"6'-5" 5'-9" 6'-2"5'-9" 5'-3"4'-5" 4'-1"0'-0" 0.038 10'-1" 10'-1" 7'-10" 10'-1' 8'-1" 6'-10' 6'-7"6'-0" 5'-6 0.036 7-8" 7'-2" 6'-5" 6'-11" 6'-5" 5'-10" 5'-7"5'-2" 0'-0" St iel 0.024 13'-10' 13'-10' 13'-3" 13'-101 13'-9" 11'-7" 11'-0" 891"7'-5'Stee I 0.024 10'-0- 9'-7-80-7" 9'-2" 8'-7" 7'-10" 705" 6011" 8'-6" 40 0.020 5'-4" 5'-3" 300" 3'-4" 3'-1" 2'-8" 2'-6" 2'-4" 202"IB lIli-DING PRODUCTS 40 0.020 305" 3'-5· 2'-11•' 3'-1' 3·-0•' 2'-7'•2'-6" 0'4 0.0. 0.025 67 6'-7" 5'-5" 5'-11" 507" 3'-4- 3'-2" 2'-11" 2'-8"2440 Albrighl 0.025 4'-5" 4'-5" 3'-10" 4'-0- 3'-11" 3%6" 3'-4-0'-0" 0,-0,·bl¥52:ue•.. 0.032 8'-3- 8%3" 60-11" 7'-7"7'-2" 6'-1" 5'-10" 5-4" 3'-5"Houston, TX 77017 0.032 5'-11" 5'-11" 5'-4" 5'-9• 5'-7 4'-6" 4'-4"0'-0" 0.0.A-ikE- Pul>NA 0.036 9'-0" 9'-0" 7%10" 9'-0" 8'-1" 6'-10" 607"6'-0" 5'-6"(713) 940·9000 0.036 6'-8" 6'-8"6'-1" 60-5-6'-3" 5'-7"5'-5" 0-0 0'-0" -I'l,al·i i JAD' St ,el 0.024 12'-4- 12'-4" 12'-4" 12'-4· 12'-4" 11'-7" 11'-0- 8'-1"7'-5 Sted 0.024 8'-10" 8'-10" 811" 8'-7" 8'-4"7'-5" 7'-3" 6'-9"6'-5"il,\ 60 0.020 4'-50' 4'-5" 3'-0" 3'-4" 3'-1' 2'-8" 206" 2'-4" 00-0" 60 0.020 2'-10" 2'-10" 24" 209" 2'-9" 215" 2'-4" 090" 000"All(568/39 I Al 0.025 5'-5- 5'-5"5'-5" 5'-5-5'-5" 3'-4"392" 2-11" 248"Carl Putnam, P. E.0.025 3'-9- 3'-9" 3'-7" 3'-8"3'-8" 3'-3"302" 0'-0"0'-0. , 1*1- bsc,41 1 1 0.032 6'-9" 6'-9"6'-9" 6'-9" 6'-9" 6'-1" 5'-10" 5'-4" 3'-5'3441 Ivyllnk Place 0.032 4'-10" 4'-10" 4'-7"4%8· 4'-8"4'-3" 4'-1-0'-0 0'-0 0.038 7'-4' 7'-4"7'-4- 7'-4- 7'-4" 6'-10" 6'-7-6'-0" 5'-6"Lynchburg, VA 24503 0.036 5'-50 5'-5" 5'-5"5'-5" 5'-5" 5-2"5-2" 0'-0" 0'-0"t\'\M Steel 0.024 107 10'-2" 10'-2" 10'-2" 1002" 1002'0 9'-8"801" 0'-0" TABLE 4.9 cariputnam@comcast.net Sted 0.024 703" 703"7'-3" 7'-3· 7'-3" 6'-11"6'-11" 6'-6"9-0" TABLE 4.10 June 28, 2010 SOLID COVER Page 12 of 56 5/30/2010 ICC ESR 1953. 4- 2 b j V 3433 G \D I rt.h lol 91 1 Coz_ PROJECT: PATIO COVER OWNER: HIEN PHAM ADDRESS: 3633 BIRCH ST. APPROVE[) SANTA ANA CA.PLANNING DIVISION MASTER I.D. 28 14-0-111047- G.p. Le-7709 Zone g.1TEL. 714-348-896+C /1 3 D/TE-M2./19 q-NOZ 000-18 NOilla3 3000 OCC. G PERMIT#-3dkL-bilSNOO ECH GRADING ELECT PLBG TRANSFERRED BY Dt TE PLANNING !NSPECT!ON REQU!RED. ROUGH FINAL NONE NAME (714) - RETAIN PLANE FOR FUTURE RE\.13IONS. SUBJECT TO ITEMS CHECKED Ai.18 CONDITIONS BELOW: O INTERIOR T}ONLY O NO DEVEREOR ALTERAT;MODIFICATiONS C ALL 7.L'.TZ.:,-t,tLC TC M..··, ,-i.,£·i u<ISTIN{ O SCREENING REQUIRED O SUBMIT LANDSCAPE PLANS CONDITIONS: 43. ./01 'k 2444 ' : ...., . K A 71:u Om, 0 00 0 1010.01 MiCACkILMr{-UUU NE (-E-RTIF.-EQ'D U PATIO DEPOT PROJECT NAME HIEN PHAM TEL 714-348-8967 ADDRESS: 3633 BIRCH ST. SANTA ANA CA. DESCRIPTION: PATIO COVER, WHITE COLOR, 4" THICK, 14' X 48' 6", 2 SKYLIGHTS, 4 RECESS LIGHTS, 1 FAN. 2 SWITCHES, 90 : U 3 fi f t361 4 0 . i•% 1 il *3 It J 1 & 7.3 PATIO DEPOT PROJECT NAME HIEN PHAM TEL 714-348-8967 ADDRESS: 3633 BIRCH ST. SANTA ANA CA. DESCRIPTION: PATIO COVER, WHITE COLOR 4" THICK, 14' X 48' 6", 2 SKYLIGHTS, 4 RECESS LIGHTS, 1 FAN. 2 SWITCHES, 0 , 01 -11. 4 1 U f 'J m.Mm 0 i.CrP D L 7)0 44 r PATIO DEPOT PROJECT NAME HIEN PHAM TEL 714-348-8967 ADDRESS: 3633 BIRCH ST. SANTA ANA CA DESCRIPTION: PATIO ROOM, WHITE COLOR, 4" WALL WITH VINYL WINDOWS, PATIO COVER EXTENDED. BIRCH ST 631 ota -PROPERTY DRIVEWAY -1-1-1-1-1-1-1 LU- GARAGE -a. O /- -t-rT-T-T- - % f#-0 ENTRY 91' lili EXISTING HOUSE 5/.- 11 lilli 11 lilli lilli FAM. ROOM KITCHEN 111'111 -11'11 05 NEW PATIO COVER £561*s /0/ 14' V PROPERTY LINE face, /1, 44-<7.7 63' PATIO DEPOT PROJECT NAME HIEN PHAM TEL 714-348-8967 ADDRESS: 3633 BIRCH ST. SANTA ANA CA. DESCRIPTION: PATIO COVER, WHITE COLOR, 4" THICK, 14' X 48' 6", 2 SKYLIGHTS, 4 RECESS LIGHTS, 1 FAN. 2 SWITCHES, 0 11 lili 1 1 1 1 1 1 1 lili 1 lili 1 1 1 1 1 1 1 1 1 1 1 lilli 1111111 1,1, HOUSE 11 II11,1,1111I11. 11 1 1 1 1 1 1 ' 1 1 1 1 ! 1 1 1 1 1 1 1 1 1 1 1 111111 $ 1 0 3" INSULATED COVER V A 99" W =3[3 -¥-40=.V- 48' 6" 6"6. 88" V 14' -- 0 = FAN/LIGHT ---1 1--1 1--- ---1 1--- ---1 1--- 1--- ---1 ---1 ---1 ---1 RECESS LIGHTS $=SWITCHE HOUSE WALL NOTE ' SKYLIGHT NOTE: CALL DUNCAN ONLY FOR QUESTIONS ABOUT THIS ORDER TEL. 951-660-0008 1 Ir 102' TO TOP OF ROOF 13' wh, ICC EVALUATION2 SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report - ESR-1953P* Reissued May.11201*5 This report is subject to renewal June 1, 2014. -.icc=es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 10 00 00--SPECIALTIES Section: 10 73 00-Protective Covers REPORT HOLDER: MEIALS BUILDING PRODUCTS/ -LATIUM USA TRADING, INC. 5005 VETERANS MEMORIAL HIGHWAY HOLBROOK, NEW YORK 11741 (714) 522-7852 metalsbe.com EVALUATION SUBJECT: PAT[O COVERS, CARPORTS AND COMMERCIAL ROOF f SIRUCTURES 1.0 EVALUATION SCOPE Compliance with the following codes: i • 2012,2009 and 2006'international Bu#ding Code' (IBC) :• 2012,: 2009-andi2006 international. Residential Code® - (IRC) Property evaluated: Structural 2.0 USES The Metals Building Products freestanding and attached patio covers described in this report are used as patio covers complying with Appendix I of the IBC and Appendix H of the IRC. Freestanding and attached carports and commercial structures are used as covers where permitted by the applicable chapters and sections of the IBC, induding IBC Section 406. 3.0 DESCRIPTION 3.1 General: The freestanding and attached patio covers, carports and commercial structures must be constructed as indicated in this report and in accordance with the plans accompanying this report. The walls must be unenclosed on three sides for attached patio covers, and on four sides for freestanding patio covers, carports and commercial structures. 3.2 Materials: 3.2.1 Aluminum: The aluminum members are roll-formed and extruded shapes of various alloys and tempers, complying with Chapter 20 of the IBC and as specified in the plans accompanying this report. 3.2.2 Steel: The steel members are various grades of galvanized steel complying with ASTM A653, and have a minimum galvanized coating designation as specified in the plans accompanying this report. 3.3 Foam Core Sandwich Panels: The Metals USA Building Products laminated foam roof sandwich panels used as components of patio covers only must be designed and installed in accordance with ESR-2229. 3.4 Fasteners: Fasteners used in the installation of the structures must be as specified in the plans accompanying this report. 4.0 DESIGN AND INSTALLATION The design and installation of the patio covers, carports and commercial structures described in this report must be in accordance with this report and with the accompanying plans, dated February 24, 2014 (for the 2012 IBC/IRC), December 5, 2011 (for the 2009 IBC/IRC), and May 30, 2010 (for the 2006 IBC/IRC), as referenced in Tables 1,2 and 3, respectively. 5.0 CONDITIONS OF USE The Metals Building Products, freestanding and attached patio covers, carports, and commercial structures described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 Construction of patio covers, carports and commercial structures must comply with this report and the plans accompanying this report dated February 24, 2014 (for the 2012 IBC/IRC), December 5, 2011 (for the 2009 IBC/IRC), or May 30, 2010 for the 2006 IBC/IRC), as referenced in Tables 1, 2 and 3, respectively. Where there is a conflict between this report and the plans, this report governs. 5.2 Patio covers are limited to use as structures regulated under Appendix I of the IBC and Appendix H of the IRC. 5.3 Carports and commercial structures are limited to use as structures regulated by the applicable chapters and sections of the IBC, including IBC Section 406. 5.4 Any unit built in an area with a flat roof snow load greater than 30 psf in Seismic Design Category A, B, C, D, DO, Dl, 02, E, or F, and not complying with Exception 1 of IBC Section 1613.1, is outside the scope of this report. *Revised March 2014 ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any jinding or other matter in this report, or as to any product covered by the report. Copyright © 2014 Page 1 of 3 . ESR-1953P I Most Wide/yAccepted and Tmsted 5.5 Patio covers, carports and commercial structures installed in geographical areas cited in Section 26.8.1 of ASCE 7-10 for the 2012 IBC/IRC (Section 6.5.7.1 of ASCE 7-05 for the 2009 and 2006 IBC/IRC) are outside the scope of this report. 5.6 Effects of sliding snow described in Section 7.9 of ASCE 7 (-10 for the 2012 IBC/IRC, -05 for the 2009 and 2006 IBC/IRC) are outside the scope of this report. 5.7 The minimum live load for patio covers must be 10 psf (47.88 Pa). The minimum live load for carports and commercial structures must be 20 psf (95.76 Pa). 5.8 For attached patio cover structures, the mean roof height of the structure to which the patio cover is attached must not exceed 30 feet (9.1 m). 5.9 For attached units, the loads that are to be resisted by the structures to which the patios, carports and commercial structures are attached, as applicable, are provided in the accompanying plans. The adequacy of the structures that support the additional Page 2 of 4 loading from the attached units must be justified, by a registered design professional, when required by the jurisdiction where the project is located, and the justification is subject to the approval of the code official. 5.10 Plans, details and specifications concerning proper installation of the patio cover, that are applicable to the specific building under consideration, must be part of the construction documents submitted to the building official for approval. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Patio Covers (AC340), dated June 2012 (editorially revised August 2013). 7.0 IDENTIFICATION Each structure bears a permanent decal or identifying tag stating allowable roof live/snow load, design wind speed and exposure, name of manufacturer, and the ICC-ES evaluation report number (ESR-1953P). TABLE 1-METALS BUILDING PRODUCTS: ENGINEERING PLANS (Dated February 24, 2014) FOR PATIO COVERS, CARPORTS, AND COMMERCIAL STRUCTURES (For the 2012 IBC/IRC) DRAWING PAGES 1 MUSAGN01.DWG 1 MUSAGNOlb.DWG 1 LAT01.DWG 1 SECTION DESCRIPTION Table of Contents General Notes and Tributary Width Diagram General Notes and Professional Engineering Stamps Lattice Cover Components and Connection Details Structural Configurations LAT02.DWG LAT03.DWG LAT04.DWG LAT05.DWG 4 Components and Connection Details 4 8 4 MUSAOla.DWG 1 MUSAOlb.DWG 1 Lattice 1.0 Rafter Spans for Commercial and Patio Structures Lattice 2.0 Post Spacings for Lattice Patio and Commercial Covers Using Aluminum and Steel Headers in Normal Wind Areas Lattice 3.0 Post Spacings for Lattice Patio and Commercial Covers Using Aluminum and Steel Headers in High MPH Wind Areas Solid Cover Components and Connection Details Structural Configurations Structural Configurations (with References to Construction Details) MUSA02.DWG MUSA03.DWG MUSA04.DWG MUSA05.DWG MUSA06.DWG 9 MUSA07.DWG MUSA08.DWG MUSA09.DWG MUSA10.DWG Components and Connection Details 6 Solid Covers 4.0 Panel Spans for Patio, Carport and Commercial Structures 28 Solid Covers 5.0 Post Spacings for Patio and Commercial Covers in 115 MPH Wind Areas 28 Solid Covers 6.0 Post Spadngs for Patio and Commercial Covers in High MPH Wind Areas Miscla and Misclb 2 7.0 Miscellaneous Details Misc2 1 7.0 Fan Beam Details Misc3 1 7.0 Post and Fastener Requirements for all Structures Mis 1 7.0 Concrete Footing Options Misc5 2 Misc6 1 Misc7 1 7.0 Requirements for Single Span Attached Lattice Structures with Surface Mounted Posts on Concrete Slabs or Footings 7.0 Forces on Existing Structures 7.0 Structural Properties of Beams, Fascia, Panels and Rafters For use by Design Professionals Misc8 1 7.0 Concrete Slab Requirements for Constrained Footings ESR-195313 1 Most Widely Accepted and Trusted Page 3 of 4 TABLE 2-METALS BUILDING PRODUCTS: ENGINEERING PLANS (Dated December 5, 2011) FOR PATIO COVERS, CARPORTS, AND COMMERCIAL STRUCTURES (For the 2009 IBC/IRC) DRAWING PAGES 1 MUSAGN01.DWG 1 MUSAGNOlb.DWG 1 LAT01.DWG 1 SECTION DESCRIPTION Table of Contents General Notes and Tributary Width Diagram General Notes and Professional Engineering Stamps Lattice Cover Components and Connection Details Structural Configurations LAT02.DWG LAT03.DWG LAT04.DWG LAT05.DWG 4 Components and Connection Details 2 6 6 MUSAOla.DWG 1 MUSAOlb.DWG 1 Lattice 1.0 Rafter Spans for Commercial and Patio Structures Lattice 2.0 Post Spacings for Lattice Patio and Commercial Covers Using Aluminum and Steel Headers in 90 MPH Wind Areas Lattice 3.0 Post Spacings for Lattice Patio and Commercial Covers Using Aluminum and Steel Headers in High MPH Wind Areas Solid Cover Components and Connection Details Structural Configurations Structural Configurations (with References to Construction Details) MUSA02.DWG MUSA03.DWG MUSA04.DWG MUSA05.DWG MUSA06.DWG 9 MUSA07.DWG MUSA08.DWG MUSA09.DWG MUSA10.DWG Components and Connection Details 6 Solid Covers 4.0 Panel Spans for Patio, Carport and Commercial Structures 28 5.0 Post Spacings for Patio and Commercial Covers in 90 MPH Wind Areas 28 6.0 Post Spacings for Patio and Commercial Covers in High MPH Wind Areas Ml.DWG 1 7.0 Miscellaneous Details M3 1 7.0 Post and Fastener Requirements for All Structures M4 1 7.0 Concrete Footing Options M5 1 M6 1 M7 1 M8 1 7.0 Requirements for Lattice Structures with Surface Mounted Posts on Concrete Slabs or Footing 7.0 Loads on Existing Building Supporting Attached Patio Cover Structure 7.0 Structural Properties of Beams, Fascia, Panels and Rafters for Use by Design Professionals 7.0 Concrete Slab Requirements for Constrained Footings ESR-1953P I Most Widely Accepted and Trusted Page 4 of 4 TABLE 3-METALS BUILDING PRODUCTS: ENGINEERING PLANS (Dated May 30, 2010) FOR PATIO COVERS, CARPORTS, AND COMMERCIAL STRUCTURES (For the 2006 IBC/IRC) DRAWING PAGES 1 1 MUSAGN01.DWG 1 LAT01.DWG 1 SECTION DESCRIPTION Table of Contents Professional Engineering Stamps General Notes and Tributary Width Diagrams Lattice Cover Components and Connection Details Structural Configurations LAT02.DWG LAT03.DWG LAT04.DWG LAT05.DWG 4 ' Components and Connection Details 2 4 4 MUSA01.DWG 1 Lattice 1.0 Rafter Spans for Commercial and Patio Structures Lattice 2.0 Post Spacings for Lattice Patio and Commercial Covers Using Aluminum and Steel Headers in 90 MPH Wind Areas Lattice 3.0 Post Spacings for Lattice Patio and Commercial Covers Using Aluminum and Steel Headers in High MPH Wind Areas Solid Cover Components and Connection Details Structural Configurations MUSA02.DWG MUSA03.DWG MUSA04.DWG MUSA05.DWG MUSA06.DWG 9 MUSA07.DWG MUSA08.DWG MUSA09.DWG MUSA10.DWG Components and Connection Details 6 Solid Covers 4.0 Panel Spans for Patio and Commercial Structures 20 Post Spacings for Patio and Commercial Covers in 90 MPH Wind Areas 20 Post Spacings for Patio and Commercial Covers in High MPH Wind Areas Ml.DWG 1 7.0 Miscellaneous Details M2 1 7.0 Post and Fastener Requirements for All Structures M3 1 7.0 Concrete Footing Options M4 1 M5 1 M6 1 7.0 Requirements for Lattice Structures with Surface Mounted Posts on Concrete Slabs or Footing 7.0 Loads on Existing Building Supporting Attached Patio Cover Structure 7.0 Structural Properties of Beams, Fascia, Panels and Rafters for Use by Design Professionals Carl Putnam P.E. 3441 Ivylink Place . Lynchburg, VA 24503 . Carl_Putnam,_12.E. January 9, 2014 Wayne Housely Metals Building Products 4601 E Cheyenne Ave Las Vegas, NV Dear Wayne: This letter is in response to your question about Metals USA'slICC ESR 1953 approved under the 2009 IBC and how it can be applied to the new 2012 IBC... Thi major change to the.2012 IBC is it uses ultimate.design wind-speed=01-he 2012-IRC continues to-use."3 second Gust" wind speeds). The 2000-2009 IBC used 33 second.gust'V windspeeds.. The 2012.IBC Table 1609.3.1 shows.the conversion between the two types. The equation this table is based on is: \6 s = Vuit x 0.775 For an area that has adopted these ultimate design wind speeds the equivalent in the 2009 re'rt is: V3 S = 115 mph x 0.775 = 89 mph >> use 90 mph \As = 120 mph x 0.775 = 93 mph >> use 95 mph \As = 130 mph x 0.775 = 101 mph >> use 100 mph V3 S = 140 mph x 0.775 = 109 mph >> use 110 mph I have reviewed the·2012 IBC and,the additional reference documents (2010 Aluminum t Design Manual, ACI-318-08 etc) and have determined the patio cover, carport and commercial structure designs in the ICC ESR approved under the 20091BC are sufficient to meet the 2012 IBC. Residential projects can continue to use the wind speeds as shown on the 2009 ICC ESR. I I have submitted 2012 IBC version of ICC ESR.1953 to.ICOES.and they are currently reviewing them. I have received approval on very similar plans already so I expect these to be approved quickly. If you require further information please contact me at (434) 384-2514 or at carlputnam@comcast.net. Sincerely, 1WN'tPpp. 2/3/2,0 Carl Putnam, P.E. Wknoc*#341 ..... JAN 09 2014