1000mt cap design
DESCRIPTION
tank designTRANSCRIPT
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REYTECH
1000 MT CAP TANK
API 650 Storage Tank April 22, 2015
Rev: 1
1000MT CAP. TANK
DIAGRAM:
Seismic Zone; 4
Zone Coefficient Z = 0.4
Importance Factor I = 1.2
Diameter of Tank D = 38.18
Height of Liquid Content (Design) H = 36.01
Shell Height Hs = 38.54
Design Specific Gravity G = 0.9
Thickness of Bottom PL Under Shell tb = 0.3150
Yeild Strength of Bottom PL Fby = 36,000 PSI
FOUNDATION DESIGN:
Per API 650 (Appendix E)
Tank is unanchored, use equations pertaining to unanchored tanks,
for seismic loading.
DATA GIVEN:
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REYTECH
1000 MT CAP TANK
API 650 Storage Tank April 22, 2015
Rev: 1
Weight of Shell Ws = 60 Kips
Weight of Roof + Live Load = 99.37+25 Wy = 85 Kips
Weight of Product PI()/4(32.8)2 (38.71)(.9)(62.4) Wt = 2,315 Kips
Xs = 19.09 Ft
C1 = 0.60
D/H = 1.06
W1 / W t = 0.4 W1 = 926.1
W2 / W t = 0.52 W2 = 1,204.0
X1 /H = 0.36 X1 = 13.0
X2 /H = 0.56 X2 = 20.2
Per Fig. E-4
K = 0.58
Lateral Force Coefficients: E-3.3
T =K (D 0.5
) =.6 *(94.5 0.5
) = 3.32 Seconds
If Greater Than 4.5 seconds 3.375 (s/T2) = 3.375*1.5/5.83
2 = 0.112 Seconds
Seismic Loads:
M = (Z)(I) { (C1)(Ws)(Xs)+(C1)(Wr)(Ht)+(C1)(W)(X)+(C2)(W2)(X2)}
(0.3)*(1.0)[ 0.6(221)(19.685)+ 0.6(317.8)(48.0)+ 0.6(8232)(16.7)+ 0.149(6924)(26.3)]
0.48 697 2853 7223 2724 6478 Ft-Kips
V = (Z)(I) {(C1)(Ws)+(C1)(Wr)(Ht)+(C1)(W)(X)+(C2)(W2)(X2)}
(0.3)*(1.0)[ 0.6(221)+ 0.6(317.8)+ 0.6(8232)+ 0.149(6924)]
0.48 36 51 440.88 106.9824 305 kips
Resistance to Overturning:( E.4.1) API 650
WL = 7.9tb Fby G H (G18)*(G16)*(G14)/(G13)2
) 2,688 # / ft
1166724 1080
Per Fig. E-3
CALCULATIONS:
Seismic Coefficients:
Per Fig. E-2
FOUNDATION DESIGN:
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REYTECH
1000 MT CAP TANK
API 650 Storage Tank April 22, 2015
Rev: 1
Constant = 7.9
2,688 # / ft Not to exceed 1.25*GHD 1547 # / ft
USE 1547 # / ft
Shell Compression: Per E-5
M = 6478 ft-kips
Wt + WL = 583.8 / (PI()*94.5) + 4.153 26.62 Kips
M / D2 (Wt + WL) (G76)/(G13)
2(6.12)
6478 38804 0.167 < 0.785
b = 1.815+1.273*6478/38.18^2 b = 7.5
Max. Longitudinal Compressive Force 7.5
UnAnchored Longitudinal Compressive Stress
7000 / 6 1167
Allowable Longitudinal Compressive Stress
GHD2/t
21.255 * 10
6 = Fa=10
6 (t) / D = 3.89 Kips
Fc= 10^6ts/2.5D)+7.5sqrt((GH)
3841.463
5.902457
44.26843
Anchorage Not Required
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Max. Overturning Moment Due To Seismic Loads. 6,478 Kips
Compression or Tension Due To Moment: 5.66 kpf
Seismic Base Shear: 0.23 kips
RINGWALL DESIGN:
Use Following Weight Values for Materials
Wt. of Steel 490lb/ft3
Wt. Of Compacted Soil 110 lb/ft3
Wt. Of Concrete Wall 150 lb/ft3
Wt. Of Product in Tank 50 lb/ft3
Horizontal Pressure on Ring Wall:
F=Kah(g*p*H+1/2 soh)+270
0.3*6.0[(50*44.5+0.5*110*6.0)]+270 4,348 kips
Hoop Tension:
1/2FD= 1/2(4348)(32.8) 71 kips
As= 71/16 4.88 in.
USE - 9 # 6 (20mm) Bars Ea. Face
USE - # 4 Bars at 12" on Center
Minimum RingWall Thickness:
T = 2W / g *p*h - 2h ( gc - gso) W = 1100
1.33
(as shown on Plan)
FOUNDATION DESIGN:
Use 32" Thick Concrete Wall
24"
36"
12" Top of Ground Elevation
32"
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25
Concrete Tensile Stress:
fct = c(Es)(As)+T / Ac + n (As)
.0003(29*106)(4.44)+231000/(16*72)+(9*4.44)
269628 903.96 298 psi
.15(3000) 450 psi
OK
Soil Bearing:
Try 5'- 10.8" Footing
Weight. of Wall = 2.62*3.0*.150 1.6 kips
Weight of Footing = 5.9*2*.150 1.770 kips
Weight of Fill = 2.17*4.0*.110 0.72 kips
4.06 kips
Case 1
Load from Shell + Roof + Live Load = 1.1 kips
Weight of Wall +Footing + Fill = 4.06 kips
Bearing Pressure = 3.41/4 0.9 kips
Case 2
Dead + Live Load + Earthquake Load =
P = 3.41 + 4.779 = 8.189 kips
H = 0.310 kips
Moment at Base of Footing = .31(4.0) 1.24 kips
Bearing Pressure Under Footing =
7.719/3.5*1 1.39 kips
2.0+.79 2.79 kips
Allowable Pressure = 3.0*1.33 7.86 (Factor of Safety)
OK
USE -10 # 6 (20mm) Bars in Footing
0.48 696.6 2852.808