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Home My WebLink About10180484_2030 W. CHANDLER - PlanClient: Roeae Reeidence 2030 W. Chandler Santa Ana, Ca. 92704 (714) 545- 1 68 1 BITE PLAN 313 2 "= 1' Contractor:Patioe By 88,5 Inc. 7545 Irvine Center Dr. #200 Irvine, Ca. 92618 (714)997-8630 Ca. State Lic. # 331629 - SIDE PROPERTY LINE N r A b MF X 111 1 0, 1 " 1 1 111 e 1 4 1 , SIDE PROPERTY LINE . REAR PROPERTY LINE 1 r,QUIN, r,9.wrcrol , 1-•• 9.- APPRO -ROLL FORMED OR LAMINATED PLANNUC "SANDWICH PANEL ROLL FORMED OR LAMINATED FASCIA, ALUMINUM SANDWICH PANEL I BEAM OR OTHER MASTER I.D. STRUCTURAL HEADER G.P.LE: I BEAM OR OTHER STRUCTURAL HEADER PLANNE MULTISPAN TRANSF 7 FREESTANDING UNIT -- MIN 3.57 CONCRETESLAB REQUIRED FOR CONSTRAINED FOOTINGS F POST g h EES-@Ntitild- SINdLE 4¢*Ilf-COVER CIRCULAR FOOTING 4 DETAIL MU108 Revisions k e WIDTH MUST BE AT LEAST 100% OF PROJECTION FOR SINGLE SPAN ATTACHED STRUCTURES ,...-I... -- CUBIC FOOTING DETAIL MU108 ALL HEADERS MAY OVERHANG 25% OF r POST SPACING-- LEDGER BOARD 1\ALL PANELS r POST / h 3>k wiu{H 0,25' PER 12' MINIMUM SLOPE PROJECTION MULTIPLE SPAN -1 HEADERS ARE ALLOWED PATIO COVERS ARE LIMITED TO 12' HEIGHT COMMERCIAL COVERS AND CARPORTS ARE LIMITED TO 15' HEIGHT MAY OVERHANG K : - v. i J> 25% OF THEIR CLEARSPAN '.--'.*I. '.'.,-- 'i-CUBIC FOOTINGDETAIL MU108 CD 681 9 6-30- 01 AL JUN 13 DEC 5 2011 Carl Putnam, P.E. 3441 IVYLINK PLACE LYNCHBURG, VA 24503 ...1 .11-'LIA-,2,*na,e. e¥ Air¥ vg-:;4:.3 6-CUBIC FOOTING9-13>v DETAIL MU108 d /3 ATTACHED SINGLE SPAN COVER MAY BE MULTISPAN SURFACE MOUNT OR - EMBEDDED ATTACHMENT SINGLE SPAN FREESTANDING UNIT brown By 119- CMP Check Sy CMP Data k Page 22 of 101 MIN 3.5' CONCRETE SLAB REQUIRED FOR CONSTRAINED FOOTINGS F/.....MUSAOla.DWG Scole p., . l/'10) 845-3UUU - 3,5' PANELS AND FASCIA - 1-0 Revisions -ti /-SEE DETAIL MU13 ,-SEE DETAIL MU13 12° I ,/ 12' \j 3.5- 1 3.5' L 55 k -SEE TABLE 4.19 -rO.062 5.6 0.062 - 11 €i. 5.5' EXTRUDED SAMSON GUTTER FASCIA ----Ii ... 3.5'X12' AMBASSADOR PLUS PANEL 3.5')<12' VEE PANEL GUTTER FASCIA3004H34 ALUMINUM 3004H34 ALUMINUM 6063T6 6063T6 ASTM A-653 GRADE 40 STEEL -7' Q>-SEE TABLE 4.19 SEE DETAIL MU13 12' 5.370' -SEE TABLE 4.1907 91 1 -1 3.5'W - 7° RF FASCIA 1 -- -3.45'-{1.- -1 Ir 3004H34 ALUM <t= 0.040, 0,0500) STATE FASCIA ) 3,50)<12" V PANEL 3004H34 ALUMINUM 3004H34 ALUMINUM ASTM A-653 GRADE 40 STEEL cESS]o 0/101 VIL £1 OPCALTFO DEC 5 2011 3,0' PANELS AND FASCIA r#8 x1/2' SMS 2 3' 0/C r /- SEE DETAIL MU13 r SEE DETAIL MU13 12' 12'1- 1-7 1 - 4--O.325 0,16-2-- f 3' 3' F E 0060 12' 0, 1 fiah 42/ 3'X12" W PANEL >v 12' OLYMPIC FLAT PANEL 8000 PANEL 3004H34 ALUMINUM i\3'X12° RISER PANEL 3004H34 ALUMINUM 3004H34 ALUMINUM 3105 H14 ALUMINUM ASTM A-653 GRADE 40 STEEL ASTM A-653 GRADE 40 STEEL .{0 51 SEE TABLE 419- -SEE TABLE 4.19 7 0,078 \\14« / 17-0.050 b 1-0.050 5.20.062 - 0.036 55 1 rs fo 5.0 1¥ 1 Carl Putnam, P.E. 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM@COMCASTNET 01 0.070- - © -3.25- 6:5' RF FASCIA 3004H34 ALUMINUM -25- 5' RF GUTTER FASCIA 3004H34 ALUMINUM MU 17 Ir Brown By » 3.45'-{ CMP 42/STATE SAMSON GUTTER FASCIA 7' RF FASCIA FASCIA 6063T6 ALUMINUM 3004H34 ALUM (t=0.040' & 0.050')3004H34 ALUMINUM * 5.5' AND 5'EXTRUDED GUTTER FASCIA 6063T6 ALUM Check By CMP Dote Fitenarne MUSAO2.DWG Scate POge # NTS P.no 74 nf 101 Revisions HANGERS (ALUM. 6063 T-6) -r--4-1.000 1 0.062'- -- -1.625'--1.625'-0.75' --j 0.274- ' , 1 0.187 - 0.375'0 -0.5,0 3.U4U 1.06 -4 1-0.274 b.577 L 11 1 L n.gra. J ' 0.250 -1 0.055 -- -DETAIL MU42 IS ALLOWED UNDER THESE LOAD LIVE/WIND (MPH)PANEL SPAN SNOW EXP B EXP C 10 PSF 130 110 ALL -1.000 20 PSF 120 105 ALL 25 PSF 120 100 ALL 4" HANGERS 30 PSF 110 95 ALL ·6063T6 ALUM -1 - 0.055 --0.25 3.101 =IL_ 62\--1 1.702 1- 11/t-1.000 3' HANGERS 6063T6 ALUM 4.100 1.705 K- 0.062 4160 3.662 -1|-0.274 3.100 -4000 ----4 - -0.120' r L OUJU - CONDITIONS 3.562' 4.24• -0.062' 0,050 ®1 » 0.5. - 1.375' -- 3-1/2 ."J" RAIL SEE TABLE 7.5 FOR TYPE AND SPACING-7\OF FASTENERS / \/1 444*®] panel height --0.062' 3.0 52' 3.74' REF -312 0.5, J RAIL RAIL PROFILES 0.050' U 13 355* . 3.052' 3.74' REF 2.5- TFO.5. " •r•3" AND 2.5 u" HANGER ALUM. ALLOY 6063-T6 -1.625'-i --0.062'2.0 52' e h O 2 c'.0 SE im gImmid a: 52 ,- O 1 --- .0 < to (3) 1 . 1 i- 03 034 4 03- 1 ,--1 1.062' E -3.000- 3.000- 0.040-' 1 -1.68'-1 0.625' - - 1.50' "C" HANGER -4/2' 'RAIL -0,075 -4|- 0.062 MU ==0-JI UV 49 0.0755<35<3' POST 4"x4' POST 0.062"xyxy 6063T6 ALUM 6063T6 ALUM MAGNUM POST 6063T6 ALUM ' "Ga RAIL 2" liz 'T 10401:0 1 \4%58!:S' DEC 5 2011 \2 1 - Pe 0 mr11 3 ff©FE· /04'. C6 15 * 4 Dll F JU 103 C# R FASCIA SPLICES MIDST BE WITHIN 12' OF A POST -1- 0.0620 EE DETAIL MU55 - -r u.0620 d J r IIN SCREW PATTERNSFOR ALL FASCIA SPLICES.ALL FASCIA *ts SPLICES MUST BE WITHIN MIN- 1- 12' OF A POST 47 4 *1 0 0 12' ?0 [-4' MIt 1 Carl Putnam, P. E. 3441 IVYLINK PLACE LYNCHBURG, VA 24503CARLPOTNAM@COMCAST.NET fih E 0·0500 1' Drawn By CMP Check By CMP3Date FUenams1 4000 0 0L. - 5.5' EXTRUDED 42/5' EXTRUDED 5' ROLL FORMED GUTTER SPLICE GUTTER SPLICE GUTTER SPLICE MUSA04.DWG 6063 T6 ALUMINUM 6063 T6 ALUMINUM 3004 H34 ALUMINUM NTSScole Page # MU 54 t-L- ...•-- .0...... 1..... lair'-Ill. , -- 1--- 5.680 Revisions 0.059' <16 GA) 0.0700 <14 GA) -\C====/0.105' (12 GA) 00 00 J.WOJ 0 0 0 2.I 00.090-----1.560 1750 U U -0 00 00 8.(00 --0.042'6.500 0.024'7.E 75 0.032' - -0.040' MUST BE ENCLOSED ---IN MU76 OR. 1LATERALLY BRACED O L e. 11-693 1.975 0.125 - - ©0 ai --=e- ¥0' 10 /REA STANDARD BRACKET -3.000 -2')<6 1/2* HEADER -2.500-4 1 6063 T6 ALUMINUM - HEAVY DUTY BRACKET f-3.000--1 :::6:'432 FOR CLOVERLEAF POSTS FOR CLOVERLEAF POSTS 0.042'xyXB' HEADER/RAFTER 3004 H34 /i) STEEL C BEAM ASTM Fy = 36 KSI 3004.H34 UB/' A653 GRADE 50 ASTM A123 G75 Sio (09 5.680 · W7te,a =/1MU 77 - 1.500 h r e 0.060 --11101 - 2?© 0.090-1 - -0.250 0.090- ·- BRACKETS FOR 1.5' SQ TWIN POSTS 6063 T6 ALUMINUM MU 81 5.683 ru ALUM BRACKET FOR 3' SQUARE POSTS 6063T6 0.090- - ttap- i W , »r 34.44 3 ,- NU /*) q€*5/ DEC 5 2011 MU 83r-FOUR HOLES FOR STANDARD BRACKET 0.300 7 1 1/4' BOLTS FOR 3' SQUARE POSTS -2.308- -2.375-1 ALL BRACKET - 6063 T6 ALUMINUM -2,702-- 0 DIMENSIONS 1 - in EXCEPT THICKNESS --0.135 - -0.090 r-I -0.0904 ARE APPROXIMATE ;- \--TWO HOLES FOR A - 3/8' BOLTS n.1 rAA 'U. BRACKET 'U' BRACKET 3.5'Xy I BEAM POS¥ BRACKET , FOR CLOVERLEAF POSTS \23/ FOR 3' SQUARE POSTS ALUM 6063-T6 6063 T6 ALUMINUM 6063 T6 ALUMINUM E .028' [--5,875' or 6.875' - 0.0321 1 0.0621 I ALUM HEAVY DUTY BRACKET (6063T6)0.125' ALUM 'H' 0.032' ALUM i FOR 3' AND 4' SQUARE POSTS BRACKET 6063-T6 < N:% -0,040' ALUM B 00.043' STEEL JU 4 MU 85 0 g ei 5.875 MU 88 AW 1 1 3' LOCKSEAM POST fiht.5· SQ TWIN POST miht.5' SQ TWIN POST A-653 GRADE 40 STEEL \29/3004 H34 ALUMINUM \21/6063T6 ALUMINUM 3004 H34 ALUMINUM #14 SMS 2 24' 0/C TYPICAL- 3/16' or-- V 4' SEE MU112r )2*<LA0.095?· --3,000 r-0.0249<39(30 Yarl Putnam. P. E. / SQUARE POST 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM@COMCAST,NET -3=, 4' OR 5' - /2 4' OR 5' ASTM A50043/ GRADE A STEEL POSTSSEE GEN NOTE #13 FOR CORRSOSION PROTECTION 12(-3 Ext=} tacm /onno }Arn ioi€,9011 D.055 3 t--- r t \231'3• 8595' X39 ASTM A500 GRAZE A STEEL POST SEE GEN NOTE #13 FIJi? CORROSION PROTECTION /Noh FLUTED 43/ ALUMINUM POST 6061 T6 SQUARE POSTS ALUM 6063--I-6 t= 0.120' Page 28 of 101 MU 97 3'x3' ALUM POST t= 0.024'3004 0.024')<2'%6,5' ALUM SIDEPLATE H34 h - -4 -=L ' POST WITH *IDEPLATES Drunn By CMP Check By CMP Date Rename MUSA06.DWG Scale Page #NTS r C /1 ·3)· W40-9UUU /l 7/ 1> CONCRETE OR MASONRY ANCHOR 191 11/4' LAG SCRE£ #10 SCREW SEE TABLE - - U -4,19 OR 4,20 STRUCTURAL ;,PANEL /tL./3/ SEE Ill£·TURAL#14 SCREt-%5=2 IY f 2 PANEL-1- 9101 0 - SEE GENERAL NOTE #21 NG1 SEE TABLE 7.5 / FOR FASTENER STUD. CONCRETE - OR MASONRY WALL lf3X -C=, "J- OR "G EXISTING DF WOOD__/ FRAMED WALL -411!Ittlttlttlitommim nim7-7-39.-TYPE ALUM HANGERS4 MIN WALL ¥ 6063 T6 t= 0.060" 3,%732.040. 3.5' MIN SCREW W/..1-4111}111111111'll mitium'11 1 11 1 5>- 2.25" EMBED 4 2.25' min - E-5 I 95 SHEATHING- TABLE 7.7 SPECIFIES DISTANCE TO FIRST f 31«\\ Seal with permanently flexible f-& waterproof sealant CONTINUOUS 2.4. DF LEDGER BOARDr- OR PROVIDE SIMPSON STRONG TIE MSTA36(ICC ESR 2105) AT SPUCE LOCATION COVER W/ 0.01¥ AUUM ATTACH COVER -ll.Ll#-AS PER MU105 LA 1/4" Lag Screw Proof seatantPER TABLE 7.7 Completely seal with permanently flexible & water- 1'' MIN h synthetic Stucco orLother non-structural covering (1" max. thick)Continuous THE ALLOWABLE ZOW OF POSTS fascia bc ALL WOOD WALL ATTACHMENT DETAILS RevisionsMUST CONFORM TO GENERAL NOTE #21 FOR WEATHER PROTECTION ROOF COVERING IS A MAXIMUM OF 3 PSFHEAVIER ROOF COVERING -\SHALL REQUIRE ADDITIONAL \ENGINEERING ANALYSIS ,=:C== 00 Existing 2x wood framing \ :::::/2, min.24' 0,C. 0 D.F, Larch·r- (OH 20 GA ASTM A653 GRADE t 7/** #*ilMMI a. 2 33 STEEL BRACKET SIMPSON STRONG TIE AVef-OR SIMILAR / 2"X 2; /MA 422/LEDGER AND WALL ATTACHMENT ruijh STUCCO ATTACHMENT DETAIL499 WITH LEDGER BOARD ATTACH WALL HANGER- - PER DETAIL MU105--- MIN 3.5' SEE GENERAL NOTE #21 CONCRETE SLAB FOR - CONSTRAINED FOOTINGSSEE SHEET M8 -1 ALUM W/ t = 0.120" OR STEEL POST WITH 12" EMBED- FOR FOOTINGS UP TO d=39» OR 18= EMBED FOR MUr-onNGS UP TO d=48" 107 Nia PO 0{ Oi 0 2X I]F WOOD FAE CIA 1 FOUR #8 WOOD SCREWS INTO RAFTER AND 2X FASCIA ONE PER RAFTER ru r 'L'-»UposT 12' OR 18' EAVE r 1 OVERHANG r ONE 3/8" x 9" STEEL RODS (REBAR #14 SMS OR THREADED) OR SEE TABLE 7,3 BOLTS CENTERED FOR QTY ON POST - 4, - FDETAIL MU871 OR MU80 Live/Snow Load RAFTER MAX DISTANCE TOFIRST ROW OF POSTS Solid Ccher Wind SIZE EAVE OVERHANG gr 0/01 r 12-10" 24 10 W i 24 21'47 1747 9-7 90 MPH Exp B 2xS 21·a 21'-0 214 15-30 2*8 21'-0;21LO 2150 21'47 10 psf·214 21'-0 142 7-7,3-7 90 MPH Exp C 215 21'-9' 21'-O 21'4 16'-0* 1 (108j FREESTANDING -' FOOTING OR ATTACHED POURED 2x8 10 psf 2*4 ONE BOLT DIAM. 110 MPH Exp C 2xS '--1 i STAINLESS STEEL · 2*8 66"0 W/ 2" EFFECTIVE 20 99 2*4 EMBEDMENT HILTI KWIK 100 MPH Exp C 2,<6 cl BOLT TZ (ICC ESR 1917) 2%8 25 psf 2x4 MAX FOOTING SIZE 100 MPHExp C 2,[6 IS d = 34" 2%8 30 psf 2*4 1-k } =d 28 110 MPH Exp C - 2,cS £%580/) SINGLE SPAN ATTACHED FOOTING 40 ps# 2*4 120 MPH Exp C 2*6 DEC 5 2011 2XS 60 psi - 2,4 130 MPH Exp C 2[6 2/61 liliti - 9©P /04 C 8.39 15 C PL JU123 * UCE r (MfN) -1 --*f 77 2147 211 214 21'-0 11'-1.9-19 24 (f€ 212-0 18'-7"12-2 8'-1' 2110 219 21'4 17-6" 9%8° 5-1*'214"ot•Carl Putnam, P. E. 3441 IVYLINK PLACE 15-0 167 10·8°7-1'LYNCHBURG, VA 24503 18-0 18'-0'18'-0'151€-CARLPUTNAM@COMCASTNET 9-9 4'-14 7-r 9-3' 18'47 15€10'-40 5-7 18'-O 184 18'4 14'-10" 7-7,3%8"14'8-0.Druwn By CMP 17-0 12€f 5-1.9%Check Ry 17%(Y 17%0'167 11'-9°CMP 5-9.2'€gur 9-Ca Date 15-0,9%8'.5-17 9-2 is'-0'15-5 12-7 5-7 Fnename 3-10' 17 W.8 02 MUSAOB.DWG 11'-5 5-5" ¥r 1'-4.Scale Poge # NT£ 13'-O 110 127 5·7 ...non 'DI.' 4 9,£=11.4 4 D--- .r, -/Al 0 (/13) ,946-90.00 A-DOUBLE ALUMINUM 3'X8' A OR 2')<6.5' HEADER STEEL OR ALUMINUM POST - NON STRUCTURAL FIBERGLASS OR ALUMINUM POST STRUCTURAL PANEL-- ALUMINUM ORSTEEL POST =,4 FIBERGLASS OR- ALUMINUM POST COLLAR SLAB OR FOOTING1 1 ...„..- ATTACH AS PER ,,t- DETAIL MU113FIBERGLASS DOUBLE ALUM 30)(8' OR OR ALUMINUM 4 2')(65' HI)R POST COLLAR \-3'X3' STEEL_/FIBERGLASS OR ALUMINUM OR ALUM POST 4- POST HEADER ATTACHMENT NON STRUCTURAL/mul FIBERGLASS OR 41§/ ALUMINUM POST FIBERGLASS Revisions OR ALUMINUM -DECORATIVEPOST COVER L 1.5'XI,5' METAL L ANGLE BRACKET /(TYP)IM:::lu:::E 02 -3/8'X3/4' BOLT E- --CONCRETE C.O 0 4 : 4 FIBERGLASS POST SLAB OR FOOTING AlTACHMENT :-'\ ANCHOR =S= .:' 71 -.i NOTES:1. FIBERGLASS/ALUMINUM DECORATIVE POST COVER IS NON-LOAD BEARING2. ATTACHMENT IS TO HOLD VERSUS MINOR LATERAL FORCES 3. USE MULTIPLE BRACKETS AS NEEDED. ofESS/0 DEC 5 2011 SINGLE OR DOUBLE HEADERS 429/ #14 SMS OR SDS W/ SEALING WASHER SEE ICC ESR 2229 AND/OR DETAIL MU34 FOR SPACING FOAM CORE -C=ZI ROOF PANEL GO C-CHANNELW/(3) # 1 S.MIS. TO EACH SIDE #8 S.M.S. n @ 6" 0,C,7 43 -' /-1/8"0 ALUMINUM X pop RIVETS /\ @12' El/C Ii--ill- I..#.-I-- I.---*-i. -Il.--I- -----'-- I---I-i -i--I--I .Eh FOAM CORE HEADER BEAM--- PANEL HEADER ATTACHMENT 412/ lip° SEE TABLE 4.19 OR 4.20 -- STEEL LOCKSEAM DETAIL MU89/ 0.120'Xy)<3' ALUM DETAIL MU960.120'*4')<4' ALUM DETAIL MU50 - 44) #14 SMS PER HEADER -POST SAME AS HEADERS OR STRONGER U If 0 ESS/0 PU 444 >lu933#13 -0 _ _2'>< 6 1/2' BEAM(NON-STRUCTURAL) ROLLFORMED FASCIA (NON- STRUCTURAL)i Cart Putnam P. E. 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM@COMCAST.NET Drown By CMP Check By CMP Date filename MUSAW.dwg #cate NTS Irr EXU2 1041 Or·Ing HROA 19/r/Onll F#ae 32 of 101 .- C / 101 :940-VUUU SOLID COVER 5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN 90 MPH WIND AREA 0.042-2°*8" Box Beam (Detail MU76)Double 0.042xha' Beam (Detail MU113) TABLES 5.1 Attached Freestanding 01 AUached Freestanding m Structure Multispan Units Stfucture Mul#span Units 1 GROUND TRIB POST POST MAX MAX POST LENG™ MAX UAX POST LENGTH | 1A SNOW WIDTH SPACING REOD POST MIN FOOTER 8· 11(7 12' POST LeN FOOTER W 19 12' 1 LOAD (FT) ON SLAB FOR SPACING POST SIZE CONSTRAINED FOOTER SPACING POST SUE CONSTRAINED FOOTE!. IpsS (FT) SLAB (FT) TYPE (FT) TYPE.e on) 17 22 17 21 17 21 17 21 18 20 18 20 18 20 18 19 18 19 18 19 18 19 18 t9 18 18 18 18 18 18 18 18 25 24 24 23 23 23 22 22 22 22 21 21 21 21 21 21 26 26 25 25 25 24 24 24 23 23 25 24 22 22 21 21 21 21 21 M 2 3 W M R,3 W 8 W 23 23 22 22 n 21 21 21 21 20 20 20 20 20 2O 19 25 24 24 24 23 23 23 22 22 22 22 21 21 21 33 86839999 MBM titl 25 25 24 24 23 23 24 24 24 24 24 24 27 26 26 25 24 25 25 25 25 25 25 25 26 26 26 21 25 25 24 24 23 23 23 24 24 8 0 0 21 0 83% RY WN N N 3 ts. 0 N ti W t: W 51 *51 01 bt bt bt bt W &! N W 803&108 27 28 26 27 26 27 25 25 26 25 26 24 26 24 25 24 24 24 24 24 29 28 28 27 27 28 26 28 26 27 26 27 25 27 25 27 25 26 26 26 26 26 26 26 27 28 26 27 26 27 25 27 25 26 25 26 24 26 24 25 24 25 25 25 24 24 24 24 Double 0.040"x296.625- Beam (Detail MU113) Attached Freestanding 01 Structure M.,Itispan Units MAX MAX POST LENGTH GROUND Tl POST MIN FOOTER W | 10 12 SNOW WN SPACING POST SIZE CONSTRAINED FOOTER LOAD {i (Fr) -TYPE (in}(in) 20 24 0.0421*3*8» Box Bea n (Detail MU76) TABLE 5.1 Attached Freestanding of Structure MLdtispan Units PUB POST POST MAX MAX POST LENGTH 3-TH SPACING REQU POST MIN FOOTER J 10' | 12'm ON SLAB FOR SPACING POST SIZE CONSTRAINED FOOTI (Fr) SLAB (FT) TYPE 40 24 2 60 27 28 27 28 26 28 26 27 25 27 25 26 25 26 OVER- 25 26 HANG 25 26 25 26 25 25 25 25 25 25 25 25 25 26 25 26 24 26 25 25 25 24 23 23 23 73 tit! 3 8 3 3 01 0 3 0 k N W bt & 62 084 3 3womow Z (in} 23 24 23 23 23 2'23 21 22 21 22 21 22 20 22 24 24 23 23 23 22 Z1 22 Z1 22 22 2 10 0 9 0 (in) Double 0.0421<328- Beam (Detail,MU 113) Double 0.040'b<226.625' Beam (Detail MU113) Attached Freestanding 01 Attached Freestanding 01 Structure Multispan Units Structure Mumspan Units f MON FOOTER ili12 1 MAX POST LENGTH POST AIN FOOTER 80 19 | 120 SPACING POST SIZE CONSTRAINED FOOTERSPACING POST SIZE CONSTRAINED FOOTER (FT) TYPE (FD TYPE »cr Id' |7| 7 On) _ (in} 1 (in) 1 Cm)(in) On) 00) Ch} 26 27 29 25 27 28 25 2S 24 26 24 26 24 25 23 25 23 25 23 24 23 24 23 23 24 24 24 24 20 25 27 28 21 24 26 27 21 24 25 21 23 25 26 21 23 25 26 21 23 24 26 Z2 22 24 25 22 22 24 25 Z2 22 23 25 90 MPH EXPOSURE B 90 MPH EXPOSURE C or 105 M 14 EXPOSURE t 20 37 11'-109 B 6'41" A 124- C 11·-6- C 3 7-2 B 4·-11" B 17 22 9.-9. D 8'-11-0 21 24 26 27 LIVE 3.5 10%2-8 6-2- A 11'-7- D 10'-5-C 20 23 35 6%2"8 4.-4-B 17 22 8-10- D 5-1* 0 21 24 8 27 LOAD 4 8'-iv 8 5'-6- B 10-8- D 9-8- C 21 23 4 59 8 5-10- 8 17 21 8'-1- D 7-6- D 21 24 25 26 ONLY 4.5 7-11'8 5-2 8 9-·11- D 9'-0" D 21 23 4.5 4*-9- B AS" 8 17 21 7'-6- E 6'-11- 0 22 23 25 26 5 M 8 4'-8- B 9'« D 84" D 2.1 22 5 44-8 3'-2-6 17 21 8-11- E 6-6- D 22 23 24 26 5.5 649-8 4.-7 8 84- 0 84- D 22 22 5-5 5-11• 8 2'-11- B 17 20 6-6" E ed· E 22 23 24 25 6 5-11-B 40-0- B 8'-3- D 77 0 22 22 6 5-7-B 2-8" B 18 20 6--1, E 5-9· E 22 22 24 , 25 6-5 9-5 8 3'-9" B 7-10- E 7-3- 0 22 22 6.5 34"B 2'-6- B 18 20 5-7 E 5-9 E 23 23 24 25 7 51 8 3-6- B T€ E 6'-11- D 22 22 7 3-1-B 2'-4-8 18 20 549 E 5'-2- E 23 23 23 25 7.5 4-9•8 3-3- B r-1- E 6·-7 0 23 23 75 2%10 B 2-r B 18 19 5'-P E 4'-11 E 23 23 23 25 8 4tr 8 7-1' 8 6'-9- E 64- E 23 23 8 2'-5- 8 2'-1-B 18 19 4·-10- E 4'-8"E 23 23 23 24 8.5 47 8 2'-11- 8 5-6- E 6'-1"E 23 23 85 2-6-B 1711-5 18 19 4'4' E 4-6- E 23 23 23 24 9 3%11-8 2'-9- 8 5-2- E 5'-10" 6 23 23 90 MPH EXPOSURE C or 105 M 'H EXPOSURE B 9.5 39 8 2-8- B 5-11- E 5-8" E 23 23 3 4%10- B 4'-0-B 16 21 8'-4' E 7-87 D 20 24 25 27 10 3%B 2'-6" B 5-9' E 5-5- E 23 23 3.5 457'8 3'-6" 8 16 21 R E 7-0- D 20 23 25 26 11 -2-27 8 20-4- B 5-4- E 5-1- E 24 24 4 3-7 8 30-1-8 16 ' 21 6'-10- E 69 E 20 23 24 26 90 MPH EXPOSURE C or 105 MPH EXPOSURE B 4.5 3'-2"B 2-·10" 8 16 20 Fy F 5'-11- E 21 22 24 25 20 3 11 t10- 8 E-4° B 18 24 11'40* D 10-8" C 22 25 5 2·-11" B 2-7 B 16 20 5-10- F 5-6,E 21 22 24 25 3-5 100-2•8 5-7- 8 19 23 10'-10 C 9-10- C 22 25 5.5 27 8 24'B 16 20 5'-5- F 5'-2 E 21 22 23 25 4 8*-11-8 5-1= B 19 22 9-11" D 9-1-D 23 25 6 2-9 8 27 B 16 19 ;9-1 " F 4'-10"E 21 22 23 24 4.5 1-11"8 4'-7' B 19 22 9%3" D 5-9 0 23 24 6.5 2-r B 2-0" B 16 19 4'-9" F 47 E 21 21 23 24 5 7-1 8 47 B 19 22 8'-e D 7-11 -D 24 24 7 · 2-1-B 1%10- 6 16 19 4'-5- 44- E 22 22 23 24 5.5 6'-5 8 3-11- 8 19 21 8%10 E Te D 24 24 6 5·-11·8 37 8 19 21 7%6- E r-1-0 24 24 TABLE 5.2 TRIBUTARY WID™S FOR SINGLE SPAN ATTACHED STRUCTURES 6-5 54 B 3'-4-8 19 21 79 E S.-r 0 24 24 PROJECTION OF SINGLE SPAN STUCTURES (FT) 7 5'-1-By-2" 8 19 21 6'-10" E 6'-5"E 25 25 6 1 8'5 10' 11'12' 13' 14'15' 16'17 18 19'ze 21' 22- 75 4-9.B 27:'1'B 19 20 6'-6- E 6'-r E 25 25 3 3.5 4 4.5 5 5.5 e 6.5' 7 7.5'2 8.9 9 9.5 10.10.5'11' 8 47 8 7-9- . 8 19 20 5-3- E 5'-10- E 25 25 15 4• 4.9 5 5.9 6 6.5' T 7.5 8' 8.5 9 9.5 10'10.5'11'11.5' 8.5 47 8 2'-8" B 20 20 5-11- E 9-8.E 25 25 n/a ava iVa rda n/3 6.5 7 7.5' 8 8.5 9' 9.5•10'10.8 11' 11.5 12' 9 3'-11'·8 2-6-8 20 20 5'-8- E 545.E 25 25 rda rula rea Wa 0/a * ra Na rJa nia nia 9.5'10 10.5 11'11.5 12 12.5' 9.5 5-9-B 2-5- B 20 20 5-5- E 5-7 E 25 25 na rea n/a aja nia Wa rda nia Wa Na n/a n/a nia Wa nia 12-9 13' 90 MPH EXPOSURE B 25 3 11'-4- B 6'-11- A 17 22 12-8- 3.5 99-8 60-2- 8 17 21 11'-7" 4 8'€B 9-6- 8 17 21 10'-8- 4.5 T€B 5-1- 8 17 21 9-110 5 6-9•8 40-8- B 18 20 9-3- 5.5 E-r B 4'-3- 8 18 20 8'-9. 6 5'-8-8 4'-0- 8 18 20 5-3- 65 E-7 8 3'-9- 8 18 19 7-10» 7 4'-10"8 3'47 8 18 19 Te 7.5 40€'B 5-3- 8 18 19 7-1- 8 4'-3-8 7-1" 8 18 19 6-9 8.5 4·-0 9 2'-11- 8 18 19 66 9 3&9 8 2'-9-B 18 18 6'-2- 9.5 3'-7"B r« 8 18 18 5-11- 10 3'-4"8 24- 8 18 18 5-9- GENERAL INSTRUCTIONS FOR THESE TABLES1. CHOOSE FREESTANDING OR ATTACHED STRUCTURE 2. CHOOSE PROJECTION. WIDTH ANDOVERHANGOF UNIT3. DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURESITE (PATIO UNITS USE 10 PSF MIN, COMMERCIAL UNrFS USE 20PSF MIN)4. CHOOSE A PANEL FROM SEC71ON 4.0 THAT HAS r ADEQUATE CLEARSPAN FOR YOUR NEEDS.5. DETERMINE TR[8UTARY WIDTH FROM TABLE 5.2 OR CALCULATE FROM TRBUTARY DIAGRAMON MUSAGN01 6. CHOOSE A HEADER FROM TABLE 5.1 THAT HAS ADEQUATE POST SPACING. 7. USE THEAPPROPRIATE FOOTERSIZE SHOWN TABLE 5.1. C 11'-5-C 20 24 TABLE 5.3 Post Requirements D 19-5" C 20 23 for Attached Single Span Structures D 9'-8- C 21 23 .Post Description Max POST D 9%0" D 21 23 Hgt CODE Detail D W D 21 22 Twin 0.032Y1.5571.9 Scroll 8' A MU100 D 6.0- O 22 22 Twin 0.062-*1.5*1.5- Scroll 9'B MU100 E 7-7 0 22 22 0.024-x32<3" post w/ Sideplate 12'B MUB € 7-5 D 22 22 Alum 0.032'xyxy Lockseam 12 C MU89 E 6'-11- D 22 22 Alum 0.04043"x3" Lockseam 12'D Mu89 E Ar E 23 23 Alum 0.055-xyxy Fluted 12'E MUSS E 6'-4.E 23 23 . Steel 0.043"x3-xy Lockseam 12'F Mu89 E Ff' E 23 23 Alum 0.1203°*3- Square 10'G Mu96 E 5-10" E 23 23 Alum 0.120'bA-x4" Square 12 H Muso E 50-8' E 23 23 Steel 3/16'*3"xy' 15' I Mu93 E 5'-5" E 23 23 Steel 1/47(32<3 15'J MU93 Steel &16"x43<4' 8. FOR SINGLE SPAN ATTACHED UNR USE THE POST SHOWN Steel 3/16-)<525' TABLE 5.1 AND TABLE 5.3.. UPGRADE THE POST iF THE HEIGHT IS NOT SUFFICIENT.EREESTANONG AND MULT]SPAN UNITS USE TABLE 5.49. FlmS'TEE O/C SPACING OR # OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.5 AND/OR 7.7 10. WN THE APPROPRIATE DETAILS (MUOI-MU120) FOR RATIO SLABS I¥eiLLOW 1-6 FROM ABOVE THENSLAB 7. DETERMINE MEMMUM POST SPACING ON SLAB FROM TABLE 5.18-AS 8. USE THE-SMALLER OFTHEPOSTSPACING ON SLAB ORHEADER POSTSPACING SLAB 9. FOLLOW 9:10 FROM A8O¥ESLAB 10. FORTWO POST STRUCFURESUEETAE;EEM ONSHEET M3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES Page 40 of 101 TABLE 5.4 Post Requirements for Multispanand Freestanding Structures Post Description Max Maximum POST Detail Height FooUng CODE Steel 0.0433"x3' Lockseam 8'd= 21 E MU89 _Aluni 0.120K3'x3" Square 10' d = 22"B MU96 Alum 0.1203-xySquare 8' d =24"C MU96 Aum 0.1202424" Square 10' d =27 E MU50 Alum 0.1207749' Square 8' d =29"E MU50 Steel 3/16"*313'12.d = 28"E MU93 Steel 1/4-xh3-12' d= 30"E MU93 Steel 3/16-*4"%4-15' d=28"G MU93 Steel 3/16-*4'W 12'd = 31"1 MU93 Steel 3/16"xy*5'15' d= 34'H MU93 Steel 3/16-*515'10' d = 38"J MU93 BUILDING PRODUCTS ' 2440 Albrighl Houston, TX 77017 Sto (713) 946-9000 Cari Putnam, P. E.3441 tvylink Place Lynchburg, VA 24503 cariputnam@comcastnet 4 50/ 14>/ DEC 5 2011 15' K MU93 15'L Mu93 =111[IRLS U SH L V #f 47/ 930 6-30-1015 * n. 17*OF EFO 12\2013 SOLID COVER 5.0 POST SPACiNGS FOR PATIO AND COMMERCIAL COVERS IN 90 MPH WIND AREA0.043"x313" Steel Lqc':seam (Detail MU89) 0.120-x: A<3" (MU96)0.120»xa'5<4- (MU50> TABLE 5.9 Attached Freestanding 01 Attached Freestanding 01 Attached Freestanding or Structure Multispan Untts Structure Multispan Units Structure Muftispan Untts GROUND TRIB posr POST MAX MAX POST LENGTH MAX MAX POST LENGTH MAX MAO< POST LENGTH SNOW WIDTH SPACING RECD POST MIN FOOTER 8, | 19 1 17 POST MIN FOOTER 8· 10' 12'POST MIN FOGIER W 14 12' LOAD (FT) ON SLAB FOR SPACING POST SIZE CONSTRAINED FOOTER SPACING POST SIZE CONSTRNNED FOOTER SPACING POST SIZE CONSTRAINED FOOTER (PSE)(Fr) SLAB (FT) TYPE Y .4. 9 1 -4-(FT)TYPE -cr Y | 'd- | -6- 1 (FT) TYPE (in) (m)Ore On) (6,) (in) 1 90 MPH EXPOSURE B 20 3 11'-10-B 5-11 8 18 20 21 - 23 8'-1-1- 8 18 20 21 23 12'-0- C LIVE 3.5 10'-2 8 8-1- 8 19 20 21 22 8'-5- B 19 20 21 22 - 11'2 C LOAD 4 8-11 ST« B 19 19 21 22 8--1" B 20 20 21 22 10'-11- D ONLY 4.5 All-8 E-11" B 19 19 20 22 7-9- C 20 20 21 22 10·-6- D 5 7-r 8 6%5- 8 20 20 20 21 7'-6- C 21 21 21 22 194- E 5.5 6·-9 8 6'-0- C 20 20 20 21 743- C 21 21 21 22 9-17 E 6 5011-8 5*-8- C 20 2Q 20 21 T-1-0 21 21 21 22 9-6- E 6.5 5-8 8 9-5- C 20 20 20 21 67-10- D 22 n n n 9.3- E 7 9-1-8 5-r C 20 20 20 21 6'-8- D 22 22 22 22 9-Y E 7.5 4%8 4%11- C 20 20 20 21 6'-7-D 22 22 22 22 8·-10" E 8 4·-9 8 4'-8- C 21 21 21 21 6--5- E 23 23 23 23 8'-8- F 8.5 4'-2' 8 4'-6- (21 21 21 216'-3- E 23 23 23 23 8-6" F 9 3-11-B 4'-4* C 21 21 21 21 6-2- E 23 23 23 23 8'-4- F 9.5 B 4'-2- C 21 21 21 21 9-1 E 24 24 24 24 87 F 10 30-6-8 4·-0" C 21 21 21 21 5-11- E 24 24 24 24 8'-Cy F 11 ,-r 8 3'« .D 21 21 21 21 50-9- E 24 24 24 24 7-9• . F 90 MPH EXPOSURE C or 105 MPH EXPOSURE B 20 3 11•-109 B El' B 20 21 23 24 87 8 20 22 23 24 11'-7 C 3.5 lot-2-B 7-6- 5 21 21 23 24 8-2" B 21 21 23 24 11'-0" D 4 All-B 6'-11- 8 21 21 22 24 719' C 22 22 23 24 10'-6' D 4.5 7-11-8 6-5- 8 21. 21 22 23 7-6- C 22 22 22 24 10'-1- E 5 7-1-8 6'-0- C 21 21 22 23 7-3- D 23 23 23 24 99 E 5.5 6'-5-8 5-7 C 22 22 22 23 7-0' D 23 23 23 24 E 6 5'-11-B 57 C 22 22 22 23 60-90 D 24 24 24 24 9-2" E 6.5 9-5-8 9-0- C 22 22 22 22 6'-7- D 24 24 24 24 8'-11- F 7 9-10 8 4'-9 C 22 22 22 22 6'-5- E 25 25 25 25 2-8. P 7-5 4'-9- 8 4'-6- C 22 22 22 22 Ear E 25 25 25 25 We F 8 4·-5- 8 4W C 2323 23 23 67 E 25 25 25 25 8'-4· F 8.5 4-2-8 4'-2" D 23 23 23 23 6%0' E 26 26 26 26 8'-7 F 9 3-11"B 4·-0- D 23 23 23 23 5-11· E 26 26 26 26 8'-0" F 9.5 5-9'8 3'-10- D 23 23 23 23 ·' 9-10" E 26 26 -26 26 7-10- p 90 MPH EXPOSURE B 25 3 11'4-B B-10- 8 18 20 21 23 8-11- B 18 20 21 23 12-0- C 3.5 9%8=8 8'-10 8 19 20 21 22 5-5" 8 19 20 21 22 11'-6- D 4 8'-60 S 7'-5 8 19 19 21 22 8'-1 C 20 20 21 22 10-11- D 4.5 7--6- B 8-11" 8 19 19 20 22 7-9- C 20 20 21 22 101" D 0.043*%3-xy Steel Lockseam (Detail MU89) 0.1207(3xy (MU96)0.120-x#xe (MU50) TABLE 5.9 Attached Freestanding ot Attached Freestanding 01 Attached Freestanding 01 Structure Multispan Units Structure Mullispan Units Struchire Mumspan Units ) TRIB POST POST MAX MAX POST LENGTH MAX MAX POST LENGTH MAX MAX POST LENGTH WIDTH SPACING REQU POST MIN FOOTER y 10' 12 POST MIN FOOTER 2 10' | 12 POST IAN FOOTER 8' 10' 12'(FT) ONSLAB FOR SPACING POST SUE CONSTRAINED FOOTEP SPACING POST SIZE CONSTRAINEDFOOTEr·SPACING POST SCZE CONS'Tl,UNED FOOTER (Fr)SLAB (Fr) TYPE 9 7 [ 7 1 7 (FT) TYPE v tr | v I v ·(FT)TYPE .4 tr | V | 7 (irt) On) i (in) i On){bl)(in} 0 Un} i (in)M (h) 1 W I (m) 90 UPH EXPOSURE C or 105 MPH EXPOSURE B 3 T-T 8 6'-9-5 19 21 22 23 77 C 20 21 23 24 10·-4- D 22 23 25 26 3-5 5-TB 6'-1- C 19 20 22 23 na- C 20 21 22 24 9110- E 22 23 25 26 4 94 B 5-7-C 19 20 21 23 7'-0-D 21 21 22 24 9-54 E 23 23 24 26 45 4-9- B S€C 20 20 21 23 6'-8-D 21 21 22 23 9.-0.E N 24 24 26 5 4'-4-8 4'-10" C 20 20 21 22 6-6- 0 22 22 22 23 89 F 24 24 24 25 5-5 3'-11- B 4'-5- C 20 20 21 22 E-YE22222223 8'-2 F 25 25 25 25 6 3'-7 8 4'-3- C 20 20 21 22 6'-1- E 23 23 23 23 E-Z'F 25 25 25 25 6,5 3-4,6 4'-00• D 20 20 20 22 5'-11- E 23 23 23 23 W.0- :26 28 26 26 7 5-1-B NO- D 21 21 21 22 5-9 E 24 24 24 24 7-7 F 26 25 26 26 7.5 2-10- B 9-7 0 21 21 21 21 57 E 24 24 24 24 r-r F 27 27 27 27 8 24- 8 3-5- D 21 21 21 21 5-6 F 24 24 24 24 7-5•F 27 27 2727 8.5 27 B 34' 0 21 21 21 21 54"F 25 25 25 25 7'4'F 27 27 27 27 90 MPH EXPOSURE C or 105 M 'H EXPOSURE ! 3 4'-·10"8 9-9- C 18 20 22 23 7-1.- 0 19 21 22 24 9-60 E 21 23 ' 24 26 3.5 4'-2-8 97 0 18 20 21 23 E-E'E 20 21 22 23 9-11- E 22 23 24 26 4 5-7- 8 4'-9- C 18 19 21 22 E-9 E202022238'..8-FO222425 4-5 5-2- B 4'4" 0 19 19 21 22 6'-2•F 21 21 22 23 8-4'F 23 23 24 25 5 2>110' B 4'-1-0 19 19 20 22 9-11' F 21 21 22 23 8'-0-F 24242425 5.5 2'7 B 3-10- D 19 19 20 22 5-9" F 22 22 22 23 7-9'F 24 24 24 25 6 24- B 2,=7-0 19 19 20 21 57 F 22 22 22 23 7-7 F 25 25 25 25 6.5 2'-2- B 34.D 19 19 20 21 545" F 23 23 23 23 7-40 F 25 25 25 25 7 2'-1"8 3-2- D 19 19 20 21 57 F 23 23 23 23 T -2 F 25 25 25 25 TABLE 5.2 TRIBUTARY W{DTHS FOR SINGLESPANATTACHED STRUCTURES PROJECTION OF SINGLE SPAN STUCTURES (FT) 8 7 5 9· 10·11'12 13 14'15'16'170 18' 15 29 21' 22 2 32 4 4.9 5' 5.5 6'6.5'7 7.5 13 8.5 9 9.5'10'10.5' 11' 3.5 4 45 5 5.5'6' 6.S 7 7.9 8' 8.8 9'9.5' 10' 10.5 11' 11.S nua rda rda n/a nia 6.5 7 7.5 5 85 9 9.5 10·10.S 11•11.5 12 nia Wa n/a rea nia Iva nia rea rda nta 9-5,10'10.5'11·11.5 12.1217 nia .13 rda rwa n/a nia rda nia d Wa Na Wa da nia nia 12.5'13' TABLE 5-3 Post Requirements TABLE 5A Post Requirements for for Attached Sing[e Span Structures Muitispan and Freestanding Structures Post Description Max POST Post Description Max Maximum posT Detail Hgt CODE Detail Height Footing CODE 5 6'-3-B 6-5- B 20 20 20 21 7-6- 5.5 6'-2-8 6'« C 20 20 20 21 74 6 5-8-B 5'€ C 20 20 20 21 7-1- 6.5 5'-2-B S-5" C 20 20 20 21 6'-10- 7 4'-10-B 5-2"C 20 20 20 21 6'-5- 7.5 4'-6-8 4'-11- C 20 20. 20 21 6'-r 8 403- 8 4 C 21 21 21 21 6%9 8.5 4'-0-8 4·« C 21 21 21 21 60-3- 9 3-9-8 44- C 21 21 21 21 6'-2 9.5 3.7 8 47 D 21 21 21 21 6--V 10 34'B 04' D 21 21 21 21 6-11- GENERAL INSTRUCTIONS FOR THESE TABLES1. CHOOSE FREESTANDING OR ATTACHED STRUCTURE 2. CHOOSE PROJECTION, WOTH AND OVERHANG OF UNIT3. DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE SrI-E (PARO UNKS USE 10 PSF MIN, COMMERCIAL UNITS USE ZOPSF MIN)4. CHOOSE A PANEL FROM SECTION 4.0 THAT HAS ADEQUATE CLEARSPAN FOR YOUR NEEDS- 5. DETERMINE TRI8UTARY WIDTH FROM TABLE 5-2 ORCALCULATE FROM TRIBUTARY DIAGRAM ON MUS*£*016. CHOOSE A HEADER FROM TABLE 5.9 7HAT HAS ADEQUATE POST SPAC[NG.7. USE THE APPROPRIATE FOOTER SIZE SHOWN TABLE 5.9 (PSF) (in} 22 23 2S 40 22 23 24 22 23 24 22 23 24 23 23 24 23 23 24 24 24 24 24 24 24 24 24 24 25 25 25 25 25 25 26 26 26 26 26 26 26 26 26 2G 26 B0 26 26 26 26 27 27 17 22 24 25 27 23 24 25 26 24 24 25 26 Z5 25 25 26 25 25 25 26 Z6 26 26 26 26 26 26 OVER- 27 27 27 HANG 17 27 27 (FT) 28 ·28 28 28 28 · 28 28 28 28 29 29 29 29 29 29 22 23 25 22 23 24 22 23 24 22 23 24 23 23 24 23 23 24 24 24 24 24 24 24 24 24 24 25 25 25 25 25 25 26 26 26 26 26 26 26 26 26 26 26 26 b + N h 9 21 56 Wi kii kil U, 5 4*851313C 21 21 21 22 10'-1" E D 21 21 21 22 9-10- E 0 21 21 21 22 90-6. E D 22 22 22 22 9'-3" E 2 D 22 22 22 22 9-1. E E 22 22 22 22 8'-10° F E 23 23 23 23 84" F 1 E 23 23 23 · 23 B'-6" F E 23 23 23 23 80-40 F E 24 24 24 24 8'-2- F E 24 24 24 24 8'-7 F 8. FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN TABLE 5.9 AND TABLE 5.3. UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT.FREESTANDING AND MULTISPAN UNITS USE TABLE 5.49. FIND THE O/C SPACING OR#OFFASTENERS FORATTACHING N 15. USE THE APPROPRIATE DETAILS (MU01-MU120) MR PATIO SLABS FOLLOW 1-6 FROM ABOVE THENEAB 7. DERERM[NE MAXIMUM POST SPACING ON SLAB FROM TABLE 5.9SLAB 8·. USE-5PHESMALLER OFTHE POST SPACING ON SLAB OR HEADEE SLABSK FOi!1111)* D·SFROM ABOVE Twin 0.032301.50*1.5-Scroll 8' Twin 0.062'kl.5'kl.5' Scroll 9' 0.024"x3"x3" Post w/Sideplat€ 12' Alum 0.032x3 xy Lockseam 12' Alum 0.040xh3' Lockseam 12 Alum 0.055*xS'kr Ruled 12' Steel 0.0433931<3' [-ockseam 12' Alum 0.1209<35<3» Squar@ 10' Alukn 0.12024'*4' Square 12' Steel 3/16-%323-15' Steel 1/4b<3'xy 15' Steel 3/16'b<4"x4 15' Steel 3/16%<555'15' A Muloo Steel 0.043"*323" Lockseam 8'd = 21"E MU89 B MU·100 Aium 0.120-*393 Square 10' d =22"B MU96 B MU98 Alum 0.120"xny Square W d = 24=C MU96 C MU89 Alum 0.120%4*x4- Square 10' d =27.E MU50 D MU89 Alum 0.120™4*x4" Square 8' d = 29"E MU50 E MU95 .Steel 3/16'te-*3»12' d =28"E MU93 F MUSS Steel 1/4'D<313 12' d =30°E MU93 G MU96 Steel 3/165(4'44-15' d =28"G MU93 H Mu50 Steel 3/16'Wl-*4"12' d =31"1 MU93 1 ul}93 Steel 3/16"x5-x50 15'd= 34"H MU93 J MU93 Steel 3/163<57*5°1Q' d =38"J MU93 K MU93 L MU93 mETHLS U S A BUILDING PRODUCTS 2440 Albright Houston, TX 77017 (713) 946-9000 Carl Putnam, P. E. 3441 Ivyiink Place Lynchburg, VA 24503cariputnam@comcastne DEC 5 2011 SLAB 10'. FFOR TVUDPOST-STHRWCTWRES USE TABLE 7.1 ON SHEET M3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES f 990?E 0464 C 81 9 . 0- 15 * 1 1L * < F LRO JUN 12 2013 * LICEN*6.·1 9 -/1 VIL OFCAL\FOA ICC ESR 1953 (2009 IBCJ 12/5/2011 Patie 50 of 101 SOUD COVER 5.0 POST SPACiNGS FOR PATIO AND COMMERCIAL COVERS IN 90 MPH WIND AREA DBL 0.043"xy*3- Steel Baarn (Detai MU120)Double 0.120-*3 -xy,(MU120) TABLE 5.10 Attached Freestanding o:Attached Freestanding ot Structure Mullispan Units Structure Multispan Units ]GROUND TRJB POST POST MAX MAX POST LENGTH MAX MAX POST LENGTH 1 SNOW WIDTH SPACING REGD POST MIN FOOTER 8'lei 15 POST MIN FOOTER 8 | 12 15· LOAD (Fn ON SLAB FOR SPACING POST SIZE CONSTRAINED FOOTER SPACING POST SIZE CONSTRAINED FOOTE (PSF)(FT)SLAB (FE) TYPE -d- 11--d. | ./(FT) TYPE V V r | 9 (in)(in}(in) / (in)On) (m) (in) {in) 90 MPH EXPOSURE 8 20 5 1-1 8 10'--1 - E 23 24 27 28 9'-6- D 22 23 26 28 LIVE 5.5 6'-5"B 9-9- E 23 24 26 28 - 9-2- D 23 23 26 28 LOAD 6 5-11" . 8 9-6- E 24 24 26 28 8·-11- E 23 23 26 28 ONLY 6.5 5-5 8 9-3- E 24 24 26 28 8·-8" E 24 24 26 28 7 5-1"8 99' E 24 24 26 28 8-5-E 24 24 26 27 75 4'-9-B 8-10" E 25 25 26 28 E 24. 24 26 27 8 4'-9 8 8'-8- F 25 25 26 28 8-1- E 25 25 25 IT 8 6 4-7 B 89 F 25 25 26 27 7-11- p 25 25 25 27 9 3%11 -8 5-2- F 26 26 26 27 Tr9' F 25 25 25 27 9.5 3'-9"8 80-0- F 26 26 26 27 T€F 26 26 26 27 10 3%6"8 79 F 26 26 26 27 7-6- F 25 26 25 27 10.5 3%4"B 77 F 26 26 26 27 1,4- 9 26 26 26 27 11 3'-2-8 7-8 F 27 27 27 27 7-3" F 26 26 26 27 11.5 3'-1»8 7-3- F 27 27 27 27 7-7 F 27 27 27 27 12 2'-11-8 7-1' F 27 27 27 27 1-10 F 27 27 27 27 13· 2'-r B 6%10- F 27 27 27 27 6'-10- F 27 27 27 27 90 MPH EXPOSURE C or 105 MPH EXPOSURE 8 20 5 7%1-8 9'-T E 25 26 29 31 9-1- E 2525 28 30 5.5 6%5-B 9-5- E 26 26 29 31 840- E 25 25 28 30 6 5'11-8 97 E 26 26 28 30 8'7 E 26 26 28 30 6.5 5'-5-8 8'-11- F 27 27 28 30 8'-4- E 26 26 28 30 7 5'-1 B 8'-8•F 27 27 28 30 8-2- E 27 27 28 30 7.5 4'49-8 8'-6- F 25 28 28 30 7'-11- F 27 27 28 30 Double 0.12044- (6 U120) Attached Freestanding m TABLE 5.10 Structure Muftispan Units MAX MAX POST LENGTH GROUND TRte POST POST POST Lf[N FOOTER 8' | 12 15' SNOW WIDTH SPACING RECT R SPACING POST SIZE CONSTRAINED FOOTER LOAD (FT) ON SLAB FOR (FT) TYPE -cr -d- -d- -6-(PSF)(FT)SLAB Cn)(in}(in) 1 rn) 90 MPH EXPOSURE C 12'-9- E 25 25 27 29 40 5 4'4" B 127 2 25 25 27 29 5-5 3'-11= B 127 F 26 26 - 27 28 6 3-7- B 41·2 F 26 26 27 28 6.5 3-4" B 11'-5- F 26 26 26 28 7 3'-1- B 11'-2- F 27 27 27 28 7.5 2'-·10- 8 10'-11- F 27 27 27 28 8 2-8- 8 10'-8'F 28 2828 28 8-5 2'-6- 8 10'-6- F 26 28 28 28 9 204• 8 10·-4- 6 28 28 28 28 9.5 2-3- B 10'-1" F 29 29 29 29 10 2'-2- B 9-11" F 29 29 29 29 10.5 2-0- B 1-10- F 29 29 29 29 90 MPH EXPOSURE C 94- F 29 29 29 29 60 5 2-11- B 9-6" F 30 30 30 30 5.5 27 B 9'-3- F 30 30 3{ 30 6 2-5- B 6.5 2-2. 8 12'-3- F 27 27 29 ' 31 7 2'-1- B 1111- F 28 28 29 31 7.5 1'-11" B 11-7- F 28 28 29 31 8 129" B 11'-3- F 29 29 29 31 8-5 14" 8 11'4" F 29 29 29 30 9 1'-7 B 10-9" F 30 30 30 30 DBL. 0.0,3'43*3- Steel Beam (Detau MU120) Attached Freestanding 01 Structure Muttispan Units MAX MAX POST LENGTH POST MIN FOOTER 8' | 120 1 15' SPACING POST S[ZE CONSTRAINED FOOTE (FT) TYPE ./ 'd.-4- ] 7 Col)(El)(in) I (h,) or 105 M 'H EUDOSURE B 8-8.F 24 25 28 30 8-5-F 25 25 28 30 g·-1-F 25 25 28 30 Tir F 25 25 28 29 T€F 26 26 27 29 77 F 26 26 27 29 7€F 26 26 27 29 8'-10' F 27 27 27 29 5-7 P 17 27 27 28 5-5- P 27 27 27 28 9 27 27 27 28 6'-1- F 28 28 28 28 or 105 ME'H EXPOSURE B 7-10-F 23 25 28 29 7-6- F 24 24 27 29 77 - F 24 24 27 29 6/11" F 25 25 27 29 6'-8.F 25 25 27 29 6'-5- F 25 25 26 28 6'-2-F 25 25 26 28 6'-0- F 26 26 25 28 5-10- F 26 26 26 28 Double 0.120'xyxy (MU120) Attached Freestanding 01 Structure Multispan Units MAX MAX POST LENGTH POST MIN FOOTER 5 17 15 SPACING POST SIZE CONSTRAINED FOOTER (FT) TYPE V d .d. 1 Y (in) (in) On) 1 (in) 5-r·E 24 25 28 30 7-11- F 24 25 28 29 Te F 26 25 27 29 7 -6.F - 2S 25 27 29 T.7 F 26262729 7-1-F 26262729 T.7 F 24 25 27 29 6 10- F 27 27 27 29 5-8'F 27 27 27 29 - e.r F 27 27 27 28 6'-6- F 28 28 28 28 €-4-F 28 28 28 28 7-5- F 23 24 27 29 72 F 24 24 27 29 74-F 24 24 27 29 Blr F 24 24 27 29 6-8-F 25 25 27 29 E-:r F 25 25 27 28 5-5'F 26 26 26 28 6'-3.F 26 26 26 28 6'-2"F 26 26 26 28 Double 0.120*424 {MU120) Attached Freestanding 01 Structure Multispan Units MAX MAXPOSTLENGTH POST MIN FOOTER E |17 | 15 SPAC]NG POST SIZE CONSTRAINED FOOTER (Fr)TYPE .le -€ M (in) {in}(a) On) 11'4- F 26 26 29 31 10'-8- F 27 27 28 30 lOW F 27 27 28 30 lott' F 28 28 28 30 5-10" F 28 28 28 30 9-7 F 29 29 29 30 9-5- F 29 29 29 30 9'-7 F 30 30 30 30 9'-9' F 30 30 30 30 8'-107· F 30 30 30 30 8--9-F 31 31 31 31 5-7 F .31 31 31 31 10'-1' F 26 26 28 30 9-10- F 26 26 28 30 9'-6-F 27 27 28 30 97 F 27 27 28 29 9'=1.F 27272729 80-10" F 28 28 28 29 5€F 28 28 28 29 8-6' F 29 29 29 29 8'-4- G 29 29 29 29 8 465" 8 8'-2' F 28 28 28 30 -7-9- F 27 27 28 29 104"F 30 30 30 30 OVER-TABLE 5.2 TRIBUTARY WIDTHS FOR SINGLE SPAN ATTACHED STRUCTURES 8.5 4-7 8 8'-0 F 28 28 28 30 7-r F 28 28 28 29 le-S'F 31 31 31 31 HANG PROJECTION OF SfNGLE SPAN STUCTURES (FO 9 30-11.8 7'-9• F 28 28 28 29 7-6- F 28 28 28 29 107-1·' F 31 31 31 31 (FT) 6·r 8'9 10'11·17 13'14'15'16'17 18' 19 29 21' 22' 9.5 3-7 B 76- F 29 29 29 29 74" F 28 28 28 29 9-11-F 31 31 31 31 9 3' 15 4'4.5'5' 5-2 6 65 7 7.9 2 82 9 9.5 10' 10.5 11' 10 3'-6-S 7-4- E 29 29 29 29 -7-y F 29 29 29 29 9'-9- F 32 32 32 32 1' 3.5 4'4.9 5 5.5 6 6.9 7 7.5 8' 8.5'9 95 10 10.5'11'115' / 10.5 2-4-B 7-2 F 29 29 29 29 7-1 - F 29 29 29 29 9-7 5 32 32 32 32 2' nfa iva Wa rda Na 6.S 7 7.5' 8'8.S 9' 9.5 11 10.9 11' 11.5 12 11 3'-20 B 7-0· F 29 29 29 29 7-0'F 29 - 29 29 29 9-5-F 32 32 32 32 3' ala n/a Wa r,a Wa m'a rita Na Iva n/a 9.5 10'10.5 11'11.5 12 12-9 11.5 3'-1-S W-10- F 30 30 30 30 6'-11- F 30 30 30 30 F 33 33 33 33 4' nia rda nia Wa nia nk nia rda rda rv'a n/a nia rva nit na 125 133' 90 MPH EXPOSURE 8 25 5 6'-9-B 10'-1- E 23 24 27 28 90-6- 0 22 23 26 28 12'-9"E 25 25 27 29 TABLE 5.3 Post Requirements TABLE 5.4 Post Requirements for S.5 ir-·r 8 90-9-E 23 24 26 28 97 E 23 23 26 28 12·« F 25 25 27 29 for Attached Single Span Structures Multispan and Freestanding Structures 6 52 8 9--6- E 24 24 26 28 8·-11" E 23 23 26 28 12'4"F 26 26 27 28 Post Descripton Max POST Post Description Max Maximum-POST Detail 6..5 5'-2-8 9-T E 24 24 26 28 898- E 24 24 26 28 11'-8" F 26 26 27 28 Hgt CODE Detail Height Fooung CODE 7 4'-10-8 9-0- E 24 24 26 28 8'-5- 7.5 4'-6.8 8'-10- F 25 25 26 28 8'-3- 8 4LS-8 5-8- S 25 25 26 28 8-1- 8.5 40-7 B 8'-5" F 25 25 26 27 7-11" 9 3-9=B E-r F 26 26 26 27 T-9' 9.5 37 8 5-0 F 26 26 26 27 7-8. 10 304-B 7-9- F 26 26 26 27 74. 10.5 3-7 8 7-1" F 26 26 26 27 7-9 11 7-1 8 -7-7 F 27 27 27 27 Te 11.5 2'-11'8 77 F 27 27 27 27 T.T 12 2-10-8 1-1- F 27 27 27 27 r-1- GENERAL INSTRUCTIONS FOR THESE TABLES 1. CHOOSE FREESTANDING OR ArrACHED STRUCTURE 2. CHOOSE PROJECTION, WIDTH AND OVERHANG OF UNIT 3. DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE SITE (PATIO UNITS USE 10 PSF MIN, COMMERCIAL UNITS USE 20PSF M[N) 4. CHOOSE A PANEL FROM SECTION 4.0 THAT HAS ADEQUATE CLEARSPAN FOR YOUR NEEDS. 5. DETERMINE TRIBUTARY WIDTH FROM TABLE 5.2 OR CALCULAIE FROM TRIBUTARY DIAGRAM ON MUSAGNO1 6. CHOOSEA HEADER FROM TABLE 5.10 THAT HAS ADEQUATE POSTSPACING. 7. USE THE APPROPRIATE FOOTER SIZE SHOWN TABLE 5.10 len ren Ir,CO /9AAn lorn 49,·CAn#4 E 24 24 26 27 11·-5"F 26 26 26 28 Twin 0.03221.521.5• Scral 8' A MU100 E 24 24 26 27 11'-2' F 27 27 27 28 Twin 0.062"*1.5"x[.5" Scroll 9'B Mutoo F 25 25 25 27 10-11"F 27 27 27 28 0.024-*3-xy Post w/ Sideplate 12'B MU98 F 25 25 25 27 10'-8- F 28 28 28 28 Alum 0.03223'td" Lockseam 12'C MU89 F 25 25 25 27 10'-60 F 28 28 28 28 Alum 0.040-](3'ky Lockseam 12'D MU89 F 26 26 28 27 lou- F 28 28 28 28 Alum 0.055'23k3" Fluted 12' E MU95 F 26 26 26 27 10-1" F 29 29 29 29 Steel 0.043*323' Lockseam 12'F MU89 F 26 26 26 27 9'-11-F 29 29 29 29 Alum 0.120™33<3" Square 10.G Mu96 F 26 26 26 27 9'-10" F 29 29 29 29 Alum 0.12024't<4" Square 12'H MU50 F 27 27 27 27 9-8- F 29 29 29 29 Steel 3/16"*313- 15' i MU93 F 27 27 27 27 9-6" F 30 30 30 30 Steel 1/493'xy 15' J Mu93 Steel 3/169(4-x4' 15' K MU93 8. FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN Steel 3/16"*5-xe 15'L MU93 TABLE 5.10 AND TABLE 5.3. UPGRADE THE POST IF THE HEIGHT iS NOT SUFFICIENT. FREESTANDING AND MULTISPAN UNrrS USE TABLE 5.4 9. FIND THE O/C SPACING OR # OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.5 AND/OR 7.7 10. USE THE APPROPRIATE DETAILS (MU01-MU120) FOR PAnO SLABS FOLLOW 1 -6 FROM ABOVE THEN SLAB 7. DETERMINE MAXIMUM POST SPACING ON SLAB FROM TABLE 5.10SLAB 8. USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING SLAB 9. FOLLOW 9-10 FROM ABOVESLAB 10. FORTWO POST STRUCTURES USE TABLE 7.1 ON SHEET M3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES Page 52 of 101 Steel 0.043-x3'43' Lockseam 8' d =21"E MU89 Alum 0.120-x3"xy Square 10' d =22"B MU96 Alum 0.120333° Square 8' d =24'C MU96 Alum 0.120*424" Square 10' d =2r E MU50 Alum 0.120343<4- Square 8' d =29#E MU50 Steel 3/162323 12' d =28'E MU93 Steel 1/4-xyx3-12' d =30"E MU93 Steel 3/1604-15' d =28"G MU93 Steel 3/16<4'bl'12' d =31"1 MU93 Steel 3/16'x5'*9 15' d =34"H MU93 Steel 3/16x5'*5- 10' d = 38"J MU93 =111ETALS USK A IBUILDING PRODUCTs 2440 Albrighl Houston, TX 77017 (713) 946-9000 Carl Putnam, P. E. 3441 Ivylink Place Lynchburg, VA 24503 cariputnam@comcast.nel < DEC 5 2011 '5%66FiltaK OLD COVER 5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN 90 MPH WIND AREA 16 Ga 30'*8- Steel C·Beam (MU78)14 Ga 328'Steele Beam (MU78) TABLE 5.16 Attached Freestanding 01 Attached Freestanding m Structure Mullspan Units Structure Mumspan Units ROUND TRIB POST POST MAX MAX POST LENGTH MAX MAX POST LENGTH SNOW WIDTH SPACING REQD POST MIN FOOTER 8' | 12 | 15 POST MIN FOOTER W 12 15' LOAD (FT)ON SLAB FOR SPACING POST SIZE CONSTRAINED FOOTER SPACING POST SIZE CONSTRAINED FOOTE {PSF)Fr)SLAS (FT} TYPE -ct Y' -d- V (Fr) TYPE -6· 1 | 7 | W On) Un} / (kl} 1 00) I (in)([n) fin). (in) 90 MPH EXPOSURE B 12 Ga 3''x8= Steele Beam (MU78) Attached Freestanding 01 Structure Mullispan Units MAX WJ< POST LENGTH POST MIN FOOTER 8' | 17 |15' B SPACING POST SEE CONSTRAINED FOOTER (FED TYPE Y -8 |7| 7 (A) On) (in) (irl} 16 Ga 305(8 Steel C Eham (MU78) TABLE 5.16 Attached Feestanding ot Structure Multispan Units 0 TRIB POST POST MAJ<MAX POST LENGTH WIDTH SPACING REQI) POST MIN FOOTER K 12' 15 (FT) ON SLAB FOR SPACING POST SIZE CONSTRNNED FOOTEF Fn SLAB (FT) TYPE .d· (in) on)(in) 1 On) 90 MPH EXPOSURE C or 105 M 'H EXPOSURE B 14 Ga 3,<8" Steel C Beam (MU78) Attached Freestand?hg 01 Structure Mumspan Units MAX MAX POST LENGTH POST MIN FOOTER / 12' | 15 SPACING POST SIZE CONSTRAINED FOOTE (Fr) TYPE -d--4- | 7 | ,cr On) Cn) 1 {in) ] {in) 12 Ga 39<8" Steel C Beam (MU78) Attached Freestanding 01 Structure Multispan Units MAX MAX POST LENGTH POST MJN FOOTER 8' | 12 15' t SPAC#NO POST SIZE CONSTRAINED FOOTER (FT)TYPE 7 9 9 "r(in) (m) Cn) 1 (in) 20 5 7'-1"8 9'-6- D 22 24 26 28 12'€ E 24 25 28 29 18'-10" F 28 28 30 32 40 5 4%4•B 6-5- D 22 24 27 28 8-10" F 24 25 28 30 14'-4- F 29 29 31 33 LIVE 5.5 69 B 5-10" D 22 23 26 28 11-3- E 24 24 27 29 177 F 28 28 30 32 55 3-11 8 510- 0 22 23 26 28 8'-1-F 24 25 2B 30 13-6- F 29 29 31 33 LOAD 6 5'-11 B 8'-3"D 23 23 26 27 10-7 E 24 24 27 29 le-10- F 29 29 30 32 6. 9-7-B 5-4'D 22 23 -25 27 T€ F 24 24 27 29 12-9' F 29 29 31 32 ONLY 6.5 5'-5-B 7-7- D 23 23 25 27 10--0- E 25 25 27 28 16-0' F 29 29 29 31 6.5 34- 8 4-11- D 22 22 25 27·640" F 24 24 27 29 12'-1- F 30 30 30 32 7 5-1•8 1-1- D 23 23 25 26 1-5- E 25 25 26 28 15'-3- F 29 29 29 31 7 3-1 -8 4-7- 0 22 22 25 27 60-5-F 24 24 26 28 11'€ F 30 30 30 32 7-5 4.-9-8 67 0 23 23 24 26 9-0' F 25 25 26 28 147 F 29 29 29 31 7.5 2%10* B 44- D 22 22 25 26 6eon F 25 25 26 28 11'-0° F 30 30 30 31 8 4,-S-8 6-2- D 23 23 24 26 8·-7 F 25 25 26 27 14-0- F 30 30 30 30 8 74.B 4-¢ D 22 22 24 26 9-1-F 25 25 26 28 10'-6- F 30 30 30 31 8.5 4·-2 B 5-10" D 23 23 24 26 aLl- F 25 25 25 27 13.-9 F 30 30 30 30 a5 Z€6 3'-9- 0 22 22 24 26 S€ F 25 25 26 27 19-1- F 30 30 30 31 9 3-11"B 54" 0 23 23 24 26 74 F 25 25 25 27 12'-11- F 30 30 30 30 9 24-B 37 D 22 22 24 26 5'47 F 25 25 25 27 94" F 31 31 31 31 9.5 3'-9,8 5-y D 23 23 23 25 7-3- F 25 25 25 27 12'2 F 30 30 30 30 9.5 28 By-5» D 22 22 24 25 4'-9-F 25 25 25 27 9'4· F 31 31 31 31 10 3'-6 B 5-00 0 23 23 23 25 6111-F 25 25 25 26 17-1- F 30 30 30 30 10 7-2-8 3'-3- D 22 22 23 25 4'-6-F 25 25 25 IT 9'-0- F 31 31 31 31 10.5 314'8 4'-9- D 23 23 23 25 /-70 F 25 25 25. 26 117 F 30 30 30 30 10.5 Ze 8 3'-1- D 22 22 23 25 47 F 25 25 25 26 80-8- F 31 31 31 31 11 3'-2-8 4'-6- D 23 23 23 24 67 F 25 25 25 26 11'-4' F 31 31 31 31 90 MPH EXPOSURE C or 105 M'H EXPOSURE 1 11.5 3'-1' 8 4'4" D 23 23 23 24 600- F 25 25 25 26 11 F 31 31 31 31 60 5 2-11- B 5-1-E 20 22 25 27 Ta F 23242729 129 F 27 27 30 32 12 2·-11=8 4-2- D 23 23 23 24 59 F 25 25 25 25 10-8- F 31 31 31 31 55 29-8 4vr E 20 2 25 27 5-5 F 23 24 26 28 11'€27 27 30 32 13 20-3-B 3-17 D 23 23 23 24 5'-4-F 25 25 25 25 1051- F 31 31 31 31 6 2%5-B 4'-3-E 20 22 25 26 5'-10" F 23 23 26 23 10'-10-F 28 28 29 31 90 MPH EXPOSURE C or 105 NPH EXPOSURE B 6.5 7-2" 8 3'*11- E 20 21 24 26 5'-6" F 23 23 26 27 10'-3» F 28 28 29 31 20 5 7-1'B 87 D 24 25 28 30 11'-1-E 26 27 30 32 17-6- F 31 31 33 35 7 2-1-8 307 E 20 21 24 26 5-0- F 23 23 25 27 9-W F 28 28 29 31 5.5 6'-5-8 8'-0- E 24 25 28 30 104" E 27 27 29 31 16'-e F 31 31 32 34 75 1'-11' B :3-C E 20 21 24 25 - 4'-8-F . 23 23 25 27 92 F 28 28 29 30 6 5%11"B 74" E 24 24 27 29 9.9 F 27 27 29 31 157 F 31 31 32 34 8 1·-9.8 3-2 E 20 21 23 25 47 F 23232527 8%10- F 29 29 29 30 6.5 5-5- 8 6-10* E 24 24 27 29 9'-2 F 27 27 28 30 14'-10- F 32 32 32 34 8.5 1·-8-8 3-0- 8 20 20 23 25 47 F 23 23 24 26 8'-6- F 29 29 29 30 7 8-1"B 6'=r E 24 24 26 28 8--8- F 27 27 28 30 14'-2" F 32 32 32 33 9 1'-7-B 2-10" E 20 20 23 25 5-11- F 23 23 24 26 5-2-G 29 29 29 30 7.5 4'-9 B 5-11" E 24 24 26 28 8'-r F 27 27 28 30 13'-r F 32 32 32 8 4'-y 8 5-6-E 24 24. 26 28 74- F 27 27 27 29 13-0- F 32 32 32 33 OVER-TABLE 5.2 TRIBUTARY WIDTHS FOR SINGLE SPAN ATTACHED STRUCTURES 8.5 07 B 5-3" E 24 24 25 27 Ta" F 27 27 27 29 12'-6" F 33 33 33 33 HANG PROJECTION OF SNGLE SPAN STUCTURES (FT) 9 3'-11- B 4'-11" E 24 24 25 27 510" F 27 27 27 29 124' F 33 ·33 33. 33 (FT) 6'7' 8'1 19 11'12'ly 14 15' 10 ir 18'190 20·21' 22· 9.5 3-9-8 4'-8- E 24 24 25 27 6--6- F 27 27 27 28 11'-7 F 33 33 33 33 0 3' 32 4' 42 9 55 :6.50 7 7.9 8' 8.5 9 9.9 10•10.8 11· 10 3'-6-B 4'-5- E 24 24 25 27 8-2- F U 27 IT 28 11'-2 F 33 33 33 33 1' 3.S 4' 4.5'5 5.5' 6'6.5 7 7.5 8' 8.9 9 9.5 10'10.8 11'11.S 10.5 8 4'-3- E 24 24 25 26 5'-10" F 27 27 27 28 10-10- F 33 33 33 33 7 rda Wa rda rda Na 63'T 7.5 8'8.5 5 9.5 10 10.S 11'11.5'12' 11 3'-2-8 8-0- E 24 24 24 26 5-70 F 27 27 27 28 104" F 34 34 34 34 3 Na Na Iva rla rda na n/a Na nia rta 9.5 10'10.5'11'11-5'12 1217 11.5 3-1-8 3'-10-E 24 24 24 26 9-4- F 27 27 27 27 10-2" F 34 34 34 34 4' rda n/a nra rda rJa rda nia Wa nia Wa rda nfa n nia na 12-5 13' 90 MPH EXPOSURE 8 25 5 6'-9-8 9'-6' D 22 24 26 28 12-0" 5-5 543 B 8'-10- D 22 23 26 28 11'-3" 6 5-8-8 8'-3" E 23 23 26 27 10'-7- 65 E-:r B T-r E 23 23 25 27 107 7 4'-10-8 7%1' E 23 23 25 26 9-5- 7.5 44"8 5-7- E 23 23 24 26 9'4- 8 4'-3-B E-Z E 23 23 24 26 8-7 8.5 4·-0-B 5-10" E 23 23 24 26 2-1' 9 3-9-8 5-6- E 23 23 24 25 7-8- 9-5 3-7-8 5'-3- E 23 23 23 25 7-3- 10 3'4"B 5'-0" E 23 23 23 25 64 1- 10.5 5%5 4'-9- E 23 23 23 25 67 11 3%1'8 4'-6- E 23 23 23 24 53- 11.5 2'-11-B 4'-4- E 23 23 23 24 6'-0- 12 2'-10-8 4'-2- E 23 23 23 24 5LS" GENERAL INSTRUCTIONS FOR THESE TABLES 1. CHOOSE FREESTANDING OR ATTACHED STRUCTURE 2. CHOOSE PROJECTION, W[DTH AND OVERHANG OF UNIT3. DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE SITE (PATIO UNrrS USE 10 PSF MIN. COMMERCIAL UNITS USE 20PSF MIN) 4. CHOOSE A PANEL FROM SECTION4.0 THAT HAS ADEQUATE CLEARSPAN FOR YOUR NEEDS. 5. DETERMINE TRIBUTARY WIDTH FROM TABLE 5.2 ORCALCULATE FROM TRBUTARY DIAGRAM ON MUSAGN01 6. CHOOSE A HEADER FROM TABLE 5.16 THAT HAS ADEQUATE POST SPACING. 7. USE THE APPROPRIATE FOOTER SIZE SHOWN TABLE 5.1& Irr ceD 10=0 /9nno lor•\ 19,=pon, 4 E 24 25 28 29 18'-10- F 28 28 30 32 TABLE 5.3 Post Requirements E 24 24 27 29 17-9" F 28 28 30 32 for Attached Single Span Structures E 24 24 27 29 16'-10- F 29 29 30 32 Post Description Max POST F 25 25 27 28 16'-Or F 29 29 29 31 Hgt CODE Detail F 25 25 26 28 19-3" F 29 29 29 31 Twin 0.03221.51.5· Scroll 8' A MU100 F 25 25 26 28 147 - F 29 29 29 31 Twin 0.062-xl.5**1.5' Scroll 9' 8 MU100 F 25 25 26 27 147 F 30 30 30 30 0.024'x3*3' Post wi Sideplate 12'B MU98 F 25 25 25 27 13'-5- F 30 30. 30 30 Alum 0.0323[32(3- Lockseam 12'C MU89 F 25 25 25 27 12'-11- F 30 30 30 30 Alum 0.04033"*3- Lockseam 12 D MU89 F 25 25 25 27 17%F .30 30 30 30 Alum 0.055"xyx3' Fluted 12'E MU95 F 25 25 25 26 12-1" F 30 30 30 30 Steel 0.0437(30'13" Lockseam 12'F MU89 F 25 25 25 26 11'-8" F 30 30 30 30 Alum 0.1200'*3'*3" Square 10'G MU96 F 25 25 25 26 11·4"F 31 31 31 31 Alum 0.1200*49 Square 12'H MU50 F 25 25 25 26 11•-0- F 31 31 3-1 31 Steet 3/16",(33 15' - 1 Mu93 F 25 25 25 25 10-8- F 31 31 31 31 Steel 1/4"xyx 3'15'J MU93 Steel 3/169424"15'K MU93 8. FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN Steel 3/16-x5"xe 15'L MU93 TABLE 5.16 AND TABLE 5.3. UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT. i FREESTANDING AND MULTISPAN UNITS USE TABLE 5.49. FIND THE O/C SPACING OR # OF FASTENERS FORATTACHING TO WALL FROM TABLE 7.5 AND/OR 7.7 10. USE THE APPROPRIATE DETAILS (MU01-MU120) FOR PAT-!0 SLABS FOLLOW 1-6 FROM ABOVE THEN SLAB 7. DETERMINE MAXIMUM POST SPACINGON SLAB FROM TABLE 5.16SLAB 8. USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING SLAB 9. FOLLOW 9-10 FROM ABOVESLAB 10. FORTWO POST STRUCTURES USE TABLE 7.1 ON SHEET M3 FORSLAB REQUIREMENTS [NSTEAD OF THESE TABLES Page 64 of 101 TABLE 5.4 Post Requirements for Munispan and Freestanding Structures Post Description Max Maximum POST Detail Height Footing CODE Steel 0.043-x3"*3- Lockseam 8' d = 21 E MU89 Alum 0.120'ta"*3- Square 10' d = 22"B MU96 Alum 0.120-xy*3- Square 8' d =24 C MU96 Aium 0.120'x,rx4' Square 10'd = 27'E MU50 Alum 0.120"x4- Square W d = 29 E MU50 Steel 3/16-xyxy 12' d =28"E MU93 Steel 114"xyxy 12' d = 30"E MU93 Steel 3/1634'94'15' d =28"G MU93 Steel 3/16"x4-x4-12 d=31-1 MU93 Steel 3/16"*595"15' d = 34-H MU93 Steel 3/16*5"x5 10'd = 38"J MU.93 mETHI- ./.b -A BUILDING PF 2440 Albright Houston, TX 77017 (713) 946-9000 Carl Putnam, P. E. 34411vylink Place Lynchburg, VA 24503 cariputnarn@comcast.net I S U SH TODUCTS i > ./4/#f:,1/ {{-1 U C®139 Ill / /*A 4 \9PACeivIL / /\ DEC 5 2011 C..i \8 ATTACHMENT PATIO Ill TO WOODEN DECK FOR SINGLE SPAN ATTACHED COVERS ONLY.SEE GENERAL NOTE #24 3' x 3' METAL POST %-EXISTING ROOF Revisions04 -roof snow load DETAILS LA09 OR MU82 POST SPACING RESTRICTING SLAB SPACING SHOWN IN SECTIONS 2.0. 31 5.0 AND 60 THESE RESTRICTIONS APPLY: h 1 v 007 1- V Vi'VVV v 1 TWO-3/8' x 5' LONG 3 0 LAG SCREW w/ 1'0 ON1 0 ,/-EACH SIDE OF COLUMN. 1 SOLID COVERS FOR 10 PSF LIVE/SNOW LOAD MAXIMUM WIND SPEED IS 110 MPH EXP B I00 MPH EXP C e PATIO COVER c _DOUGLAS FIR LUMBER FLOOR JOIST OR HEADER FOR 20 PSF AND GREATER SNOW/LIVE LOADS MAXIMUM WINDSPEED IS 110 MPH EXP C FOR LATTICE COVERS MAXIMUM WIND SPEED IS liD MPH EXPOSURE C FOR ALL CASES STRUCTURES COMPLYING WITH THIS DETAIL DO NOT REQUIRE ADDITIONAL DRIFTING SNOW CONSIDERATIONS GROUND SNOW MAXIMUM -----;a CD M cC LOAD (PSF)'h' (IN)8-2 £2 2 z-c ATTACHED STRUCTURE POST 20 17 1-1 f .-392 TO DECK FLOOR JOIST 25 18 30 20 * -358£ N I L SIDE MOUNT BRACKET 40 25r SEE GENERAL NOTE #13 FOR 50 30/ CORROSION PROTECTION 60 33 EXISTING EAVE WOOD FRAMING l SEE GENERAL NOTE #21 FOR WEATHER PROTECnON / -*| 1- 1.5'/,45.<: / - ---/ 13/16" ASTM A653 GRADE 33 STEEL SEE GEN NOTE #13 FOR CORROSION 1 PROTECTION 1,5, 3- O,125#4 ./hy // j BRACKET IS LEi' WIDE b' /< -- ALUM STRUCTURAL 2X8 LEDGER BOARD (DF) 0.125" (Fy=33ksi) S.<9/\49/9 Y ALUM F SEE GENERAL NOTE #21 PANEL OR ALUM STEEL BRACKET- PANEL OR n\ MANGER 7 2" SPACING #14x3.€/ -D / <RAFTER 11:5" screws RAFTER 14-x3.50 SCREW BEBNEEN SCREWS SCREWS TOP MOUNT /X -40 LEDGER BOARD - LSEE TABLE 7.5- / L Live . j; FOR FASTENER TYPE AND /1' MIN GAP BETWEEN Load Wind Speed MAX 9.-FOR TOP OR SIDE MOUNT SPACING -ROOF AND LEI)GER ' -TO PERMIT- DRAINAGE 5,r (ps# and Exposure 16" ok i 24"ok 16" ok [24"ok: TOP MOUNT BRACKET 10 85 mph Exp B I 21'-4" 1 140-3" 21'-8" 1 14'-r 90 mph Exp 8 19'-3" 2 12'-10"214" f 14'15"THESE DETAILS ARE APPLICABLE ALTERNATIVE EAVE ATTACHMENT 105 mph Exp B 14'-4" 1 9'-7"21'-8" 4 14*-5" EAVE OVERHANG AND 'L'MUST ALSO i110 mph Exp B 13'-2- 1 8·-9- · 21'-8- 1 14.-5- TO SOLID OR LATTICE COVERS Carl Putnam, R E. COMPLY WITH DETAIL MU107 OR LA32 85 mph Exp C 15'-8- 1 10'-4-21'-8" i 14'-5" 3441 IVYLINK PLACE LYNCHBURG, VA 24503 90 mph Exp C 14'-1" S'-4"210-8" i 1405"CARLPUTNAM@COMCAST.NET NOT ALLOWED IN SNOW LOAD AREAS 105 mph. Exp c 104" i T.4-174" ! 11'-7" 110 mph Exp C 9:.79 1 6'·4" 164" [ 10'-8" MAX WIND LOAD IS 110 MPH EXP C 20 110 mph Exp B 11'-43' i ne'11%4" 5 7'-6- 90 mph Exp C 11'-4" 1 7'-50' 110-4" i 74„ 105 mph Exp C 10'-6- i r.0-11'-4" £ 7'-6" 110 mph Exp C 9'-r' I 6'4"11'4" 7-•6- 1 Solid Covers Lattice Covers ailne 0 SS. 90/lof# 1 1 cP 0 13 201 DEC 5 2011 R N 12 0 3 ICC ESR 1953 (2009 IBC) 12/5/2011 Page 95 of 101 Drawn By CMP Check By CMP Dote Filename Ml.DWG Scale NTS (' 1 21 Jitu-¤UUU 1 7.0 CONCRETE FOOTING OPTIONS EQUIVALENT FOOTINGS FOR FREESTAND AND ATTACHED DIAMETER OF CIRCULAR z€ RE FOOTINGS (IN) C' f 0 12" 18" 24" 36" 052 COZ HC ZF 80 2 DEPTH OF CIRCULAR O - o FOOTINGS (IN) Z 14"17 24"14"14"14" 15"18"30"15"15"15" 16"19"36"16"16"16" 17"21"43"19"1 T'1T' 18"22" 52"23"18"18" 19"23"61"27"19"19" 20"24"n/a 31"20"20" 21"26 Wa 36"21"21" 22"27"nia 42"24"22 23"28"Wa 48" 27"23" 24"30"rda 54"31"24" 25"31"nia 61"35"25" 26"32"nia 69"39"26" 27"34" nia 77"44"27" 28" 35"nia 86" 49"28" 29"36" rda nia 54"29" CONVERSION TO SQUARE TOP FOOTING For Single Span Attached Footings Only Footing Depth 18"24"30"36" d (in) Required Side of Square Footing 20"21"18"16"15" 21"23"20"18"16" 99„24"21"19"17" 23"26"23n 20"18" 24"28"24"21"20" 25"29"26"23"21" 26"31"27"24"22" 2T'33"29"26"23" 28"35"30"27 25" 29'37"32"29"26" 30"39"34"30"27" 31"41"35"32"29': 32"43"37"33"30" 33"45"39"35"32" 34"47"40"36"33" 35"49-42n 38"35" 36"51"44.39"36" 37"53"46"41"38" 38"55"48"43"39" 39"57'50.44"41" 40"60"52"46"42" 41"NA 54"48"44" SITE SPECIFIC FOOTING TABLE for SINGLE SPAN Attached Structures Wind Condition Lattice Trib 90 mph 90 mph 110 mph TribAreaExp B Exp C , Exp C Area (sq ft) Required "d" of Footing (in) (sq ft) 15 15"1 T'20" 25 20 17 19"21" 33 25 -18"20"23"42 30 19"21"25" 50 35 20"23"26" 58 40 21"24"27" 67 45 14.25"28" 75LL 50 23"25"29" 83 55 23"26"30" 92 60 24"27"31"100 65 25"28"32"108 70 25"28"33"117 80 26"30"34"133 90 27"31"35"150 100 28"32"37"167 110 29"33"38"183 120 30"34"39"200 130 31"35"40"217 140 32"36n 41"233 150 33"37"42"250 160 33"37"43"267 170 O,11¥38"44"283 ifili....././.555555555/ / Eisang Residence A .1 1 Panel Span 1/2 OF PANEL SPAN Comer Trib Area I Trib Area for | 1/2 OF PANEL SPAN | Middle Post 1 1 64 0 :k 01 1 Post Spacing Panel 1 1 .Overhang I . Figure 1 Determine Trib Area from Figure 1 INSTRUCTIONS TO USE TABLE 7.10 1. TABLE IS FOR SINGLE SPAN ATTACHED UNITS ONLY 2. DETERMINE ACTUAL TRIBUTARY AREA FOR MIDDLE POSTS THIS IS: TRIB WIDTH x POST SPACING FOR END POSTS THIS IS: (OVERHANG+ HALF OF POST SPACING) x TRIB WIDTH 3. DETERMINE FOOTING SIZE FOR WIND CONDITION 4. FOR LATTICE USE LAST COLUMN FOR TRIB AREA " 38"nia rda 60"30"42"N/A 56"50"45"180 35"39"45"300 " 39"rda rda 66"31"43"N/A 58"51"47"190 35"40"45"317 AA"" 40"rda nla 72"32"N/A 60"53"49-200 36"40"46"333 " 42"n/a n/a 79"35"45'N/A N/A 55"50"210 36"41"47"350 43" Wa rda 87" 39" 46" N/A NA 57" 52" 220 37" 42" 48" 367 " 44 nia rda 95"42"47"NIA NA 59"54"230 38"42 48"383 BUILDING PRODUCTS 46"n/a n/a 103"46"48.14/A N/A N/A 55"240 38"43"49 400 2440 Albright " 47"rda n/a 112"50"49"N/A N/A N/A 57"TABLE 7.10 Houston, TX 7701 48"Wa n/a rda 54"50"NA N/A NA 59"(713) 946-9000 " 50 rda n/a n/a 58"TABLE 7.9 6%*set " 51" n/a rda rda 63"Carl Putnam, P. E.-*C\.Rl " 53"nia n/a rda 68" 3441 [vylink Place 1 39 173 " 54"nia rda n/a 73" Lynchburg, VA 24503 *15 )* " 55" rda rda n/3 78" \\'.Ae=-21,n 57"n/a rda rda 84" TABLE 7.8 #'./&-DEC 5 2011 /-40:i<&,fl ' UNNitk 2043 1 9 M4-2009 V ICC ESR 1953 (2009 IBC) 12/5/2011 Page 97 of 101 0 =mETIHILs .si® 93) S 0 \9»,t,eflvIL 8 C \X 1 Existing Residence a P/2 Panel Span (P) ¥ A Pil 7 =,'6'0/V- Header Figure 1 Patio Cover Length (L) Determine Snow Loads on Existing Structure 1 Determine Raof Snow/Live Load, S. See General Note 14. 2 Dead Load = 1 psf 3 Add Dead and Live/Snow Loads, muIitply by half of Panel Span Wall Load = (D + S) P /2 4 Result is wall load in pounds per Hnear foot. 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 Maximum Shear Load in X direction is 536 ibf (130 mph Exposure C, 11' Panel Span) Max load in Y direction (towards house) is 75 pif (130 mph Exp C, 10" I beam) Max load in Y direction due to force couple resisting lateral is 146 pif (130 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 Combination Loads based on Equation 16-13 1 Determine Combination Load, C. See Table 2 3 Mulitply C by half of Panel Span Wail Load =CP/2 4 Result is wall load in pounds per linear foot. ICC Ea 1953 (2009 [BC) 12/5/2011 LS US 8Kz 0.7 0.98 height factor, Exposure B and C Kzt 1 Topographic factor . Kd 0.85 Wind Directionality factor I , 1 Importance Factor G 0.85 Gust Factor BUILDING PRODUCTS 2440 AlbrightCnet1.2 Net Pressure Coefficent Dead 1 psT Houston, TX 77017 [ -Design Design (713) 946-9000 Down Load Up Load Wind C&C (pst)(psf)Carl Putnam, P. E. Speed (mph) Exposure qh (psf)(psf)W+VIA 3441 Ivylink Place 85 B 11.0 11.2 12.2 10.6 Lynchburg, VA 24503 90 B 12.3 12.6 13.6 12.0 (434) 384-2514 100 B 15.2 15.5 16.5 14.9 carlputnam@comcast.net 105 B 16.8 17.1 18.1 16.5 110 B 18.4 18.8 19.8 18.2 120 B 21.9 22.4 23.4 2f.8 130 8 25.7 26.3 27.3 25.7 85 C 15.4 15.7 16.7 15.1 90 C 17.3 17.6 18.6 17.0 100 C 21.3 21.8 22.8 21.2 105 C 23.5 24.0 25.0 23.4 110 C 25.8 26.3 27.3 25.7 120 C 30.7 31.3 32.3 30.7 TABLE 1 DEC 5 2011 130 C 36.0 36.8 37.8 36.2 Maximum Loads:Live, Snow, Wind or Combination (75°4Snow + 75%Wind +Dead Loads) Wind Wind Load Live Loads (psf)Ground Snow Loads (psf) Speed (mph) Exposure (psf) 10 20 25 30 40 60 Roof Live/Snow + Dead Loads 11.0 21.0 22 26.2 34.6 51.4 85 8 11.2 j 16.9 24.4 25.2 28.3 34.6 47.2 90 B 12.6 '17.9 25.4 26.2 29.3 35.6 48.2 < h\\ < 100 B 15.5 20.2 27.7 28.4 31.6 37.9 50.5 105 B 17.1 21.3 28.8 29.6 32.7 39.0 51.6 110 B 18.8 22.6 30.1 30.8 34.0 40.3 52.9 120 B 22.4 25.3 32.8 33.5 36.7 43.0 55.6 130 B 26.3 28.2 35.7 36.4 39.6 45.9 58.5 85 C 15.7 20.3 27.8 28.5 31.7 38.0 50.6 90 C 17.6 21.7 29.2 30.0 33.1 39.4 52.0 100 C 21.8 24.8 32.3 33.1 36.2 42.5 55.1 105 C 24.0 26.5 34.0 34.7 37.9 44.2 56.8 110 C 26.3 28.2 35.7 36.5 39.6 45.9 58.5 TABLE 2 M6-2009 120 C 31.3 32.3 39.5 40.2 43.4 49.7 62.3 130 C 36.8 37.8 43.6 44.3 47.5 53.8 66.4 Page 99 of 101 mlilli OFCAL€>'' 9?0.. 4 e., PU 724 C6.39 .6 15 JUN 1 013 * LICEN Y 741 CONSTRAINED REQUIRED SLAB AREA PER POST FOOTING SIZE (SQUARE FEET) d (IN)CONCRETE SLAB THICKNESS (IN) 3.5"5.5"7.25" 9.25" 20 10 · 21 12 22 14 23 16 24 18 25 20 : 26 23 27 26 28 30 29 33 30 37 31 41 32 46 33 51 34 56 35 62 36 68 37 75 38 82 , 39 89 ' 26 17 13 31 20 15 36 23 17 41 26 20 47 30 23 54 34 26 61 39 30 70 44 34 78 50 38 88 56 42 98 63 48 110 70 53 122 78 59 135 86 65 149 95 72 164 104 79 180 115 87 198 126 95 216 137 104 236 150 114 40 257 163 124 97 41 279 178 135 106 42 303 193 146 114 1 43 328 208 158 124 4 44 354 225 171 134 45 382 243 185 145 46 412 262 199 156 47 443 282 214 168 48 476 303 230 180 49 511 325 247 193 50 547 348 264 207 ¢77, 9- t' 6 . BUILDING PRODUCTS 2440 Albright Houston, TX 77017 (713) 946-9000 L 1,02 9 Carl Putnam, P. E. 3441 Ivylink Place Lynchburg, VA 24503 M8-2009 l ICC ESR 1953 (2009 IBC) 12/5/2011 Page 101 of 101 -49 ,. 1. Foam Core Sandwich Panels w/ Fan Beams (Detail MU34) Spans for Single Span Attached Structures Patio Cover Applications Only 3" Panel w# Fan Beam (MU34)3.5" Panel w/ Fan Beam (MU34) Ground Panel Skin Wind Speed (mph) and Exposure Ground Panel Skin Wind Speed (mph) and Exposure Snow Load Thickness C90 C100 C105 C110 C120 Snow Load Thickness C90 C100 C105 C 110 C120 (psf) (in) Allowable Spans (ft)(psf) (in) Allowable Spans (ft) Live 10 0.024 14'13'12.5'12'10'Live 10 0.024 15.5'14'13.5'13'12' 0.032 15.5'14'13.5'13'12'0.032 17.5'16'15.5'15'13.5' Snow 10 0.024 13'12'11.5'11'9.5'Snow 10 0.024 14.5'13'12.5'12'11.5' 0.032 14.5' 13.5'13'12.5' 11.5'0.032 16'15'14.5'14'13' 4" Panel w/ Fan Beam (MU34) Ground Panel Skin Wind Speed (mph) and Exposure Snow Load Thickness C90 C100 C105 C110 C120 (psf) (in) Allowable Spans (ft) Live 10 0.024 16'14.5'13.5'13'12' 0.032 18.5'17'16.5'15.5'14.5' Snow 10 0.024 14.5'13.5'12.5'12'11.5' 0.032 17.5'16'15.5'14.5'13.5' 6" Panel w/ Fan Beam (MU34) Ground Panel Skin Wind Speed (mph) and Exposure Snow Load Thickness C90 C100 C105 C110 C120 (psf) (in) Allowable Spans (ft) Live 10 0.024 22'20.5' 19.5' 18.5'17' 0.032 22'19.5' 18.5'18'16.5' Snow 10 0.024 21'19'18.5' 17.5' 16.5' 0.032 20'18'17.5'17'15.5' 20 0.024 11.5'11'10'9.5'8.5' 20 0.024 13'12.5'12'11.5'10.5' 20 0.024 13.5'12.5'12'11.5'10.5' 20 0.024 18'17.5'17'16.5'15.5' 0.032 12.5' 12.5'12'12'11'0.032 14.5'14'13.5'13.5' 12.5'0.032 15.5'15'14'14'13'0.032 18.5'17'16.5'16'14.5' 25 0.024 11.5'11'10'9.5' 8' 25 0.024 13'12'11.5'11.5'10' 25 0.024 13'12'12'11.5'10.5' 25 0.024 18'17.5'17'16.5'15.5' 0.032 12.5' 12.5'12'11.5'11'0.032 14'14'13.5'13.5' 12.5'0.032 15'14.5'14'13.5'13'0.032 18'17'16'15.5' 14.5' 30 0.024 10.5'10.5'9.5' 9' 8' 30 0.024 12'12'11.5'11'9.5' 30 0.024 12.5'12'11.5'11'10.5' 30 0.024 16'16'16'16'15' 0.032 11.5'11.5'11.5'11.5'11'0.032 13'13'13'13'12.5'0.032 14'14'14'13.5'12.5'0.032 17'16.5'16'15.5' 14.5' 40 0.024 9' 8.5'8.5' 8' 7' 40 0.024 10.5'10.5'10.5'10' 9' 40 0.024 11'11'10.5'10.5'10' 40 0.024 14'14'14'14'14' 0.032 10'10'10'10'10'0.032 11.5'11.5'11.5'11.5' 11.5'0.032 12'12'12'12'12'0.032 15'15'14.5' 14.5'14' 60 0.024 6' 60 6' 6' 0'60 0.024 7' 7' 7'7' 7' 60 0.024 8.5'8.5'8.5'8.5' 8' 60 0.024 11.5'11.5' 11.5' 11.5'11.5' 0.032 8' 8' 8'8' 8'0.032 9' 9' 9'9' 9'0.032 10'10,10'10'10'0.032 12.5'12.5' 12.5' 12.5'12' Table 10 Table 11 Table 12 Table 13 Trib Original Allowable Post spacing for 10 psf Roof Loads Trib Original Allowable Post spacing for 20 psf and Greater Roof Uniform Loads Width 6' 7' 8'9' 10'11'.12'13'14'15'16'17'+Width 6' 7' 8' 9' 10'11'12'13'14'15'16'17'+ (ft) Allowable Post Spacing w/ Fan (ft)Allowable Post Spacing w/ Fan 4 2'-5"3'-8" 4'-10" 6'-0"7'-0" 8'-1 "9'-1 5 3'-5"4'-6" 5'-7"6'-8" 7'-8"8'-9"91-5 6 4'-0 5'-0" 6'-1" 7'-1"8'-1" 9'-2"10'-: 7 4'-4"5'-4 6'-4" 7'-5"8'-5" 90-5"104 8 4'-6"5'-7" 6'-7" 7'-7" 8'-7" 9'-8"104 9 4'-9"5'-9" 6'-9" 7'-9" 8'-9" 9'-9"104 10 4'-10"5'-10" 6'-11" 7'-11" 8'-11" 9'-11"10'-1 11 5'-0"6'-0" 7'-0" 8'-0" 9'-0" 10'-0"11'4 12 5'-1"6'-1" 7'-1"8'-1 " 9'-1 " 10'-1 "11'- 13 5'-2"6'-2" 7'-2"8'-2" 9'-2" 10'-2"11 '-: 14 5'-2"6'-2" 7'-3" 8'-3" 9'-3" 10'-3"11 '-: 15 5L3"6'-3" 7'-3" 8'-3" 91-3" 10'-3"11'-: 16 5'-4"6'-4" 7'-4" 8'-4" 9'-4" 10'-4"11'U " 10'-2"11'-2" 12'-2" 13'-3" 84% 10'-9"11'-9" 12'-10"13'-10" 87% 2" 11 1-2"12'-2" 13'-2" 14'-2" 90% 5" 11'-5"12'-5" 13'-5" 14'-6" 91% 8" 11'-8"12'-8" 13'-8" 14'-8" 92% 9" 11'-10"12'-10"13'-10"14'-10" 93% 1" 11 '-11"12'-11"13'-11"14'-11" 94% 0" 12'-0"13'-0" 14'-0" 15'-0" 95% 1" 12'-1"13'-1" 14'-1" 15'-1" 95% 2" 12'-2"13'-2" 14'-2" 15'-2" 95% 3" 12'-3"13'-3" 14'-3" 15'-3" 96% 3" 12'-3"13'-3" 14'-3" 15'-3" 96% 4" 12'-4"13'4" 14'-4" 15'-4" 96% Table 14 4 4'-6"5'-7"6'-7"7'-7"8'-7" 9'-8" 5 4'-10"5'-10" 6'-11" 7'-11" 8'-11" 9'-11" 6 501"6'-1"7'-1"8'-1 " 9'-1 " 10'-1 " 7 5'-2"6'-2"7'-3"8'-3" 9'-3" 10'-3" 8 5'-4"6'-4 7'-4" 8'-4" 9'-4" 10'-4" 9 5'-4"6'-5"7'-5"8'-5" 9'-5" 10'-5" 10 5L5"6'-5" 7'-5" 8'-5" 9'-5" 10'-5" 11 5'-6"6'-6"7'-6"8'-6" 9'-6" 10'-6" 12 5'-6"6'-6"7'-6" 8'-6" 91-6" 10'-6" 13 5'-7"6'-7"7'-7" 8'-7" 9'-7" 10'-7" 14 5'-7"6'-7"7'-7"8'-7" 9'-7" 10'-7" 15 5'-7"6'-7"7'-7" 8'-7" 9'-7" 10'-7" 10'-8"11'-8"12'-8" 13'-8" 14'-8" 92% 10'-11"11'-11" 12'-11"13'-11"14'-11" 94% 11'-1"12'-1"13'-1" 14'-1" 15'-1" 95% 11'-3"12'-3"13'-3" 14'-3" 15'-3" 96% 11'-4"12'-4"13'-4" 14'-4" 15'-4" 96% 11'-5"12'-5"13'-5" 14'-5" 15'-5" 97% 11'-5"12'-5"13'-5" 14'-5" 15'-5" 97% 11'-6"12'-6"13'-6" 14'-6" 15'-6" 97% 11'-6"12'-6"13'-6" 14'-6" 15'-6" 98% 11'-7"12'-7"13'-7" 14'-7" 15'-7" 98% 11'-7"12'-7"13'-7" 14'-7" 15'-7" 98% 11'-7"12'-7"13'-7" 14'-7" 15'-7" 98% Table 15 Metals USA Building Products Carl Putnam, P. E. 2440 Albright 3441 Ivylink Place Houston, TX 77017 Lynchburg, VA 24503 (713) 946-9000 carlputnam@comcast.net Notes 1. These tables are for use with ICC ESR 1953 Detail MU34 or other approved plans 2. These panels DO have an embedded fan beam. 3. Panels are as specified in ICC ESR 2229 4. Panels are approved under CA HCD FBH-17 and FBH-18 5. COMPLIANCE WITH ELECTRICAL CODE IS OUTSIDE THE SCOPE OF THESE PLANS. 6. Maximum fan weight is 30 lbs. 7. Fan Installation is outside scope of these plans. 2 Attach to header as per Table 9. SANDWICH PANEL W/ EMBEDDED FAN BEAM HEADER FAN THESE TABLES MAY ONLY BE USED POST WITH SINGLE SPAN ATTACHED STRUCTURES (/ , Q SIONAL 3 61 6 3 15 U #NEER Metals USA Sandwich Panel Spans 6/25/2013 C/JUN 25 2013 Page 2 of 2 4 i 4 l i 0 bo Ul Z £}Ols emmie. 0 1*1 a CI O mo oc Ill - 4 C yjI J k /5 J §*SQO0 003: e € W O 2 ar DC (4 1 .... 7 0CODE EDZ . / /7 //1 h02). 4 (4 A Li 3 Sowt