HomeMy WebLinkAboutSHED CONFIGURATION & DIMENSIONS Deeermem S.vglly xe (�
T N-" M.d-Dfmgp wb' NALL ROOF ROOF. N Z
N I o W RH D EH ON DH UN GN NW a GIRT NR . PUR1.44 NR 8 PURLIN
DESIGN CRITERIA: Lo vAGW4 6 4 5426 7675 45.675 67 2225 65 NIA WA 2 1 1 C2x1 2 1 C2A1 Sw
A 6 5 7125 73625 54.25 67 32 65 WA WA 2 1 C2xl 2 1 c2xl O w In0 GP
THE DESIGN SHOWN ON THESE DRAWINGS WITH A a 6 94.75 73A25 e6 67 431 65 WA WA 2 2 c2xl 1 2 C2XI Lo N Z
STRENGTHENING KITS MEET THE REQUIREMENTS A 6 6 94.75 73.625 90 67 43.5 es WA IHA 2 2 c2X1 1 2 CJl1 Q Z Q
OF THE FLORIDA BUILDING CODE 2020(7th EDITION). A 10 6 11825 76.e25 66 67 551 65 WA WA 2 2 C4x1 1 2 cut w vi Ly
A 10 7 11a.25 76.625 76,25 67 55.5 6s WA NIA 2 2 C4%1 2 2 C2X1 01�a�.11 V Q
A 10 a 118,25 60A75 90 7125 55.5 69,25 WA WA 2 2 C4Xt 2 2 C2X1 N Z 3 O O
GRAVITY LOADS: w
A 10 9 11a.25 76A75 102.25 67 555 65 WA N/A 3 2 G01 2 2 C2X7 Z J O Q
A 10 10 t la 2S 75 6-5 111.75 6' 555 65 NIA WA 2 2 C4%1 2 2 C4x1 =)ZLL
DEAD LOAD:AS CALCULATED PER MEMBER A 10 1 12 11625 60.67s 140 71.25 55.5 69.25 WA WA 2 2 C4X1 2 2 C01 1n:�^
LIVE LOAD:20 PSF H19.GAo1e Moaeo-, O
A 10 6 118.25 65.125 90 67 55.5 as WA IUA 2 2 CO 1 2 C4X1 U CyiJ
A 10 to 118.25 SSA25 111.75 67 $5.5 65 NIA WA 2 2 C4X1 2 2 C4X1 6 4
A 10 11 118.25 85.125 126.625 67 s5.5 65 WA 11:A 2 COT 1 2 04Xt 40 8811
A 10 12 119.2s 65.125 140.5 67 55.5 65 WAWA 2 C4X1 2 2 CAM ..��YSS�'$••
10 14 116.25 85.121 157.5 87 53.5 85 WA NIA 2 2 04X1 2 2 C4x1 ,�"�t^e•• .�
Gambr.6 Mall• .� %
a f0 9 11825 84.625 102 25.25 71. SS.S e0 23.625 18.5 2 2 C4XI 1 2 04X1 t 2 C411Cw
4(7 y
8 10 a 1+e.25 e682S Sc 7125 SS.S 60 23.62s +eA 2 2 c4xl 1 2 L2%t 1 C211 •40 O ••�`.
WIND LOADS: 5 to 12 1t" 86625 140.5 7155 Sa.5 6o 23M 1e.5 2 2 C2x1 1 2 c4x1 2 C4.1
5 10 14 IIe.25 86625 157.5 71.25 65.5 60 23625 18.5 3 2 C2X7 1 2 C4X7 2 2 C4X1 ':W * H
ULTIMATE DESIGN WIND SPEED: 160 MPH(FIGURE 1609.3(4)) L..GAkMod.D ;U O Ia.
RISK CATEGORY:I EXPOSURE C SA 6 1 5 7125 77,8T5 54.25 71 25 32 $9.25 WA WA E433 2 c2xl 2 1 C2xt �'•�Z ec;
ENCLOSURE CATEGORY: ENCLOSED 5A e e 9475 77.875 as 71.25 43.5 69.2S wA WA EL0 2 ux1 1 CIA7N2C4Xl
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SA 10 6 118,25 8087S so 7125 55.6 4925 WA WA E4-53 2 C2X1 2 2 C291
SEISMIC LOADS: SA 10 1182S 0067S go 71.2S Ws 49.25 NIA NIA 54 10 L t1625 90.M 140.5 71.2s ss.5 69.26 WA WA E 95 2 c2xl 3 2 C4X1al6p6eeaa6 •,,`,,
s 1 dS=0.16, dt=0.16 1•w1ar69Modei.
OSE GROUP:1;SEISMIC IMPORTANCE FACTOR:1.0;SITE CLASS:D 56 10 a 118 s 95875 so 7125 sss 692s 23A2a i6s Ea 3 2 C2X1 1 2 cu+
j SEISMIC DESIGN CATERGORY:A 58 10 9 112 2 95 e75 10225 71.2s $s.s 69.25 23.825 tas E4-59 c2X1 1 2 cut
BEARING WALL SYSTEM-LIGHT FRAMED WALLS W/STEEL SHEET PANELS;R-6.5 se to +4 11e2s 95 e75 1575 7125 555 6925 23825 18s E"5 ezxl 1 2 C4x1
Cs=0.02;DESIGN BASE SHEAR:0.10 KIPS •TII..e m.del.e.1.1 oom.�m 4.d wnno.l c«.aoor.. - f ,
ANALYSIS METHOD:EQUIVALENT LATERAL FORCE PROCEDURE "E"DESIGNATES END WALL V
'S"DESIGNATES SIDE WALL _I
MATERIAL SPECIFICATIONS: J
PANELS: ASTM A625-76,Fy=50 KSI Q
CHANNELS& w a
OTHER MEMBERS: ASTM A527-80,Fy-55 KSI ij N
BOLTS&SCREWS:ASTM A1018,Fy-30 KSI xolc 1n9s emn c.�3 sto71P 4aons _ �
ANCHOR BOLTS: ASTM A307,Fy=33KS1 17R a 9.ms M6 oAve.Ll 9.9s-6aor IF•t43 ro u4c uaFc =
REINFORCING STEEL: ASTM A615.40,GRADE 40 W9 6007 x 4aF1n ro Roc6 slnac (n _I a^p
WIRE MESH: ASTM A-185 4,i
CONCRETE: 2,5011 PSI COMPRESSIVE STRENGTH Q 28 DAYS = w
W I:i
ASSUMED ALLOWABLE SOIL BEARING PRESSURE: 1,000 PSF a A DEPTH OF V-0- O � M Z
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WALL OR ROOF PANLES ROOF BEAMS
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WALL OR ROOF BRACE O ROOF 556" 0.226" w N Co
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1'x4"x0.023" OR PANEL RETURN m v v v a -ao
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3/8"0X10' LONG ANCHOR BOLTS* 24' O.C. Of
O SIDE AND BACK WALLS, 12" MAX O.C. O FRONT WALL. Q
EMBEDMENT DEPTH 7". FRONT WALL PANEL DOOR
ALTERNATE ANCHOR: HILTI KWIK BOLT TZ 3/8"04" LG CONCRETE ANCHOR W/ #8 SMS C3/4x1 EA. RIB JAMB
2 1/2" EMBEDMENT O 8'O.C.
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ALTERNATE: #3 BARS * 18"O.C. EA. WAY DOOR
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