HomeMy WebLinkAboutSHED CONFIGURATION & DIMENSION De..6Porn sfnn9ma KII SJ
T Noft" Matn-Din' el.,., NALL ROOF RDCF2 N?
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Low Gable Modeb 5 M7
DESIGN CRITERIA: A 5 4 5425 76.75 45.675 67 22.25 65 NIA WA 2 1 =11 2 1 C2x1 U W '-A
A 8 5 7125 73425 64.25 67 32 65 IUA WA 2 7 C2X1 2 1 C2XI O W G tD
THE DESIGN SHOWN ON THESE DRAWINGS WITH A a a 94.75 73.825 -96 67 43.5 85 WA WA 2 2 C2xl 1 2 C2XI N Z Y p R
STRENGTHENING KITS MEET THE REQUIREMENTS A 8 a 94.75 73625 90 67 43.5 85 WA WA 2 c2xl 1 2 Mi Q Z m O
OF THE FLORIDA BUILDING CODE 2020(7th EDITION). A to 6 118.25 76.625 m 67 ss.s 65 WA .4 2 2 uxt 1 2 C2XI Ad W vf U
A 10 7 118.25 766M 7a25 87 55.5 65 WA NIA 2 2 C4X1 2 2 C2X1 V, W Q
A to a 116.25 80.875 110 71.2s ass 6925 WA WA 2 7 c4xl 2 2 C2XI V)Z 3 p�
GRAVITY LOADS: A 10 9 118.2S 76625 102.25 67 555 65 IUA WA 3 2 GXt 2 2 C2x1 Z J
A 10 10 /1a.m 7a e25 /11.75 67 555 85 N. ILA 2 - C4X1 2 1 2 CC" � LL
DEAD LOAD:AS CALCULATED PER MEMBER A 10 12 11825 60.675 140 71.25 $5.5 69.25 WA WA 2 2 Mt 2 2 uXt
LIVE LOAD:20 PSF Hi9N Gable Models 0
10 6 110.25 55.125 90 87 5s.5 6s WA IU'A 2 2 GXt 1 2 C4x1 U CXjJ
A 10 1D 118.25 85.125 111.75 67 $5.5 85 N'A WA 2 2 C4Xt 2 2 04x1 5i1 3 6 aFa
A 10 11 11825 85.125 128.625 67 s5.5 65 WA WA 2 2 007 2 2 04X1 M 14
A 10 12 118_25 65.125 140.5 67 55.5 65 N.!A WA 2 2 C41XI 2 2 04X1 A'S
. 10 14 1te.25 85.125 157.S 67 55.5 e5 WA NiA 2 C4Xt 2 2 Wi
a
-1te25 de 625 10225 11.25E433.5
80 .a25 1e.5 2 2 ..11 1 _ C4x1 1 2 CI%1 :a4 aD 11825 66825 90 7125 m 23625 163 2 2 CUI1 C2X1 1 2 C2X1WIND LOADS: 2 11815 80" 140.5 71.25 60 25825 le's 2 2 C2X7 1 2 C4X7 2 2 C4x10 11825 86.625 157.5 7125 80 23.625 18.5 3 2 C3%t 1 C4x1 2 2 aX1
ULTIMATE DESIGN WIND SPEED: 160 MPH(FIGURE 1609.3(4)) Low GAb�e Moeeu 0 H
RISK CATEGORY:I EXPOSURE C 5A a 5 7125 77.87S 542s 71250.25 IUA NIA E4-S3 2 c2x+ 1 C2XI • Z 03 Q;
ENCLOSURE CATEGORY: ENCLOSED $A a 6 9475 77675 66 T12569.25 wA NIA e4.s1 2 C2x1 _ 1 Cut5A 10 6 118.25 80875 6e 7125a925 IUA W'A E4-$3 2 C2X1 2 2 C2X1SEISMIC LOADS: 5A 10 2 tt8.15 80.65 140.5 712s89.25 WA WA E"s 2 c2Xt 3 2 C X1 7a/fjmolk e,,`A►
see .15.S 1=0.1, ds-0.16.Sd 1=0.16 Gemlaea ModNa
IUSE GROUP:1;SEISMIC IMPORTANCE FACTOR:1.0;SITE CLASS:D ea o 6 nab 9sa7s 9a 71.25 55.5 6e2s 23.625 Ie.S E4 53 z C2XI 1 2 CCU 1 cul
SEISMIC DESIGN CATERGORY:A s2l +D 9 11a.2s 95.675 102.25 71.2s 555 69.25 23.626 la.s E4 U _ ctxt t 2 c2xt 1 2 c2xi
BEARING WALL SYSTEM-LIGHT FRAMED WALLS W/STEEL SHEET PANELS;R-6.5 se l0 14 ne.2s 95 M 1 1575 1 7125 1 55 s 1 69.25 1 23625 1 183 1 E455 II C2XI I 1 1 2 1 04x1 1 2 12.1 C4X1
Cs=0.02;DESIGN BASE SHEAR:0.10 KIPS 'T1ree elodNa Wall bom 1A and wtmom ewe aeon.
ANALYSIS METHOD:EQUIVALENT LATERAL FORCE PROCEDURE "E"DESIGNATES END WALL U
'S"DESIGNATES SIDE WALL .J
MATERIAL SPECIFICATIONS: J
PANELS: ASTM A625-76,Fy=50 KSI 0
CHANNELS 8
OTHER MEMBERS: ASTM A527-80,Fy-55 KSI L11
BOLTS 3 SCREWS: ASTM A1018,Fy=30 KSI le m mo 11Faulo 1mm s m send WWI&
ANCHOR BOLTS: ASTM A307,Fy=33KSI 11n a sms W mom mis-9WF a7elQ 10 FAIT
REINFORCING STEEL: ASTM A615-40,GRADE 40 .0 acdF 2 aPRn m ao66 21)P3 V! =A
WIRE MESH: ASTM A-185
CONCRETE: 2,500 PSI COMPRESSIVE STRENGTH @ 28 DAYS Z ;&
ASSUMED ALLOWABLE SOIL BEARING PRESSURE: 1,000 PSF Q A DEPTH OF V-0" O 11'
SHED CONFIGURATIONS AND DIMENSIONS
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RECEIVED a< 2/8/2021
SEP 2 9 1-C''l
ST. Lucie County, Permitting
FILE COPY
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TYPICAL GABLE SHED FRONT ELEVATION TYPICAL GAMBREL SHED FRONT ELEVATION TYPICAL SIDEWALL ELEVATION >'•� Z 14;
TYPE "A" TYPE "9" TYPES "A" & "B"
DOOR NOTE:
DOOR IS PART OF EXTERIOR
-- -------1t r---------- BUILDING CLADDING AND IS
�I I� CONSTRUCTED OF THE SAME
J I MATERIALS AS THE WALLS. U
E I 7 I 3 DOOR IS FRAMED WITH CHANNEL J
TO SUPPORT CLADDING —�
�L--_— MATERIAL.
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TYPICAL FOUNDATION PLAN TYPICAL FLOOR PLAN EQUAL SPACES
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lY ® SECTION THRU FRONT WALL 8 SECTION THRU BACK WALL ®SECTION THRU SIDE WALL REINFORCEMENT AT SIDING MODELS
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010 MACHINE SCREW WITH NUT #8 SCREWS WALL PANEL N
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9 19/32" TYP. ? • ROOF PANEL NUT
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1 1/4" 8" REF #10 SCREWS FRAME z Y o
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^ �^ WALL PANEL z
CUT INSIDE FLANGE 7/8"x7/8` Z j
28 3/4" AT CORNER x.017" ANGLE / i
E3 8 0 ANCHOR BOLT
TYPICAL WALL & ROOF PANEL (SEE FOUNDATION ����L rrrr.rr
sninunsurn r..ci nsKx"ess.oaoaa SPACER PLAN AND SECTION ,
FOR REQUIREMENTS) �.`�t�•.•'"••• ••.!�i .1
0.473' SECTION SECTION ® HILTS 3/8" KBALTRNATE CTZR
0.717" WALL. CHANNEL CORNER CONNECTION
82" N ® 9 •W in -0 F
� 0 1.03" 4.563" �j.A =
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1.306'23.503" .625"TYPICAL SIDING PANEL BEAM SUPPORT C3/4x1 CHANNE#10 MACHINE SCREW WITH NUT aowTYPICAL ROOF B acaraa.onira•mr
WALL OR ROOF PANLES -77
ROOF BEAMS I J
#10x1/2"SMS I• 1"
08"O.C.
L1x1x0.028" 619' cl
2.193"
WALL OR ROOF BRACE 0 ROOF n 556" 0.226" w N
CHANNELS J BEAMS ONLY W/ #10 BOLT VERTICAL = W C4
J MACH. SCREWS dt NUTS ANGLE TO GABLE a v n N J
1"x4"x0.023" OR PANEL RETURN rn v v v v > a -m
1"x2"xO.023" a h N
SECTION SECTION O o
DOOR TRACK TYPICAL FLOOR FRAME STANDARD CHANNELS �y
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3/8.OX10' LONG ANCHOR BOLTSO 24" O.C.
0 SIDE AND BACK WALLS, 12" MAX O.C. 0 FRONT WALL. Q
EMBEDMENT DEPTH - 7". FRONT WALL PANEL DOOR
ALTERNATE ANCHOR: HILTI KWIK BOLT TZ 3/8'Ox5" LG CONCRETE ANCHOR W/ #8 SMS C3/4x1 EA. RIB JAMB
2 1/2` EMBEDMENT 0 8"O.C.
GABLE END PANEL
FlNISHED GRADE
y!e °' DOOR TRACKWALL
o•c 2/&2021
c z 6x6-10/10 WELDED WIRE MESH PANEL DOOR \
ALTERNATE: #3 BARS 0 18"O.C. EA. WAY `-DOOR
C3/4xi EA. RIB W/ #8 SMS C3/4x1 0 8' O.C.
#4 BARS CONTINUOUS 0 8" O.C. (FRONT
WALL ONLY) ATTACH C3/4x1 W/ #8 SMS 0 8" O.C.
po t� SECTIONSECTION� SECTION e �J
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