LPG Storage tank foundation

DESIGN DATA
Tank Data:
Empty weight = 2,571 kgs
Operating weight = 6,791 kgs (80%Volumn)
Test weight = 11,520 kgs
thickness,t = 12.0 mm
Basic daimeter = 1.7 m.
Length of vessel, Lv 17.2 m.
Height from Center of Vessel to Top of Wall Pier, Cb = 1.07 m.
Length of between saddles, Ls = 2.2 m.
Maximum design temperature = 50 oC or 122 oF
Vessel Material = carbon steel
Bolts:
Bolt spacing:
Saddle:
long by 2.72 m.
wide by 0.55 m.
Design Criteria:
Concrete: f'c = 210 ksc
Reinforceing: fy = 2500 ksc
Soil unit weight: g= 8000 ksm
Wind loads:ASCE 7-05
Earthquake loads:ASCE7-05
DETERMINE LOADS
Empty,Operarting,and Test Loads
เผผผื่อนนนน้ำหนนัก piping support 10 %
Total empty load, De = 2,828.10 kgs.
Total operating load, Do = 7,470.10 kgs.
Total test load, Dt = 12,672.00 kgs.
Tranverse Moment from Pipe Eccentricity
 Eccentricity = 1.30 ft
Empty transverse moment per pier, MTe = 167.12 kg-m
Operating transverse moment per pier, MTo = 441.42 kg-m
Test transverse moment per pier, MTt = 748.80 kg-m
Wind Loads:
Vessel wind is applied st the center of the vessel
Cf_round = 0.7 Gf = 0.85
Cf_flat= 1.8 qz = 20.89 psf

qz_long = qz.Gf.Cf_flat = 31.95 psf or 156.02 kg/m2

qz_tran = qz.Gf.Cf_round = 12.43 psf or 60.67 kg/m3
Determine Effective Diameters
OD = ID+(2(t)) = 1.712 m. Or 5.62 ft
ODeff = 1.5xOD = 2.74 m.
Transverse Wind Loads
Atr =Odeff(Lv) = 47.03 m2
Wtran = Atr.qz_tran = 2,853.25 kgs.
Longitudinal Wind Loads
Al = (ODeff).(Cb + ODeff/2) = 6.68 m2
Wlong = Al.qz_long = 1,042.59 kgs.
Vertical Couple Force, Compression/Tension Load:
Wlong_FC = Wlong.Cb/Ls = 507.08 kgs.

SEISMIC LOADS
Site Location
ต.ททน้ำชน้ำช้ ง อ.สวทน้ำงววีระวงศศ์ จ.ออุบลรน้ำชธน้ำนวี
คทน้ำควน้ำมเรท งตอบสนองเชสิงสเปกตรนัมทวีผื่คน้ำบสนันน Ss = 0.08 g
คทน้ำควน้ำมเรท งตอบสนองเชสิงสเปกตรนัมทวีผื่คน้ำบสนันน S1 = 0.083 g
ชนันนดสินประเภท D
สนัมประสสิ ทธสิธ ชนันนดสิน Fa = 1.6 Fv = 2.4
 SDS =(2/3)FaSs = 0.0853
SD1 =(2/3)FVS1 = 0.1328
Fundamental period, T = 0.021153141 sec.
Importance Factor, I = 1.25
Sa = 0.057335 g
R= 2.9
สนัมประสสิ ทธสิธ ผลตอบสนองแรงแผทนดสินไหว, Cs = Sa/(R/I) = 0.02471336 g
Vessel Load:
Empty: Ee =0.30.SDS.I.De = 90.50 kg.
Operating: Eo =0.30.SDS.I.Do = 239.04 kg.
Wall Pier Seismic Loads
weight of wall pier above footing, Wtpierb = (1/2).(Hf-Hm)Lpier.Wpier.gconc
3,000.00 kgs.
Lateral force of wall pier, Ewallpier = Cs.Wtpier= 74.14 kg
Thermal Force:
m= 0.6
Operating load, Po = 3,735.05 kgs. per pier
Ff = m(Po) = 2,241.03 kgs. per pier
Assume pier size is long by 2.5 m.
wide by 0.5 m.
high by 2 m.
Moment of inertia, I = 2,604,166.67 cm4
Modulus of elasticity,Ec = 218,819.79 ksc
Thermal expansion coefficient for carbon steel at 122 F
Thermal growth between e saddles, D = Ce.Ls(Temp-70) = 0.07436 cm
Fd =3DEI/2H3 = 7,945.04 kgs. OK.
Tf := min(Ff, Fd) = 10,304.91 kgs.

DESIGN ELEMENTS
Size Steel Bearing Plate
 Steel bearing plate dimension:
Width = 50 cm.
Length = 250 cm.
Check bearing stress (test load case) :
P= 6,336.00 kg per pier
Allowable bearing stress. Fp = 0.35f'c(A2/A1)^0.5 < 0.70 f'c
Assume pier section length
area of pier, A2 = 12500 cm2
area of steel bearing plate, A1 = 12,500 cm2
Fp = 0.35f'c= 73.5 ksc
หนทวยแรงตช้น้ำนทวีผื่เกสิดขขนน,fp =P/(NB) = 0.51 kg/cm2 < Fp OK
Fb ของแผทนเหลล็ก =0.75Fy = 1800 kg/cm2
0.95b = 237.5 cm
0.95d 47.5 cm
m=N-0.95d/2 = 1.25 cm.
n=B-0.95bf/2 = 6.25 cm.
t =(3fpn2/Fb)^0.5 = 0.181659021 cm. or 4 mm.
ใชช้แผทนเหลล็กเททน้ำกบนั ควน้ำมหนน้ำ 6 mm.

ALLOWABLE STRESS LOAD COMBINATION

Vertical Loads Horizontal Load
1. Operating V1 =Do_fix 3,735.05 kg H1 = 10,304.91 kg
2.Oper+Wind+Live V2 =Do_fix 3,735.05 kg H2tran = 2,853.25 kg
H2long = 1,042.59 kg
3.Oper+Seismic V3=(1.2+0.14SDS).Do_fix H3=0.7(Eo+Ewallpier)
+Live V3= 4,526.68 kg H2tran = 219.23 kg
H2long = 219.23 kg
4.Empty+Seismic V4=(0.9-0.14SDS).De_fix H4tran = 219.23 kg
V4 = 1,103.71 kg H4long = 219.23 kg
5.Test V5 = 6,336.00 kg
6.Test+Wind V6 = 6,336.00 kg H6 = 0.25Wtran = 713.31
H6 = 0.25Wlong = 260.65

ANCHOR BOLT DESIGN

Shear Force = 10,304.91 kg
Assume Bolt A325 หนทวยแรงเฉผอนทวีผื่ยอมใหช้ = 1470 kg/cm2
Try bolt Dia. 32 mm
Pv = 11,816.45 kg
No. Bolt = 0.87 ตนัว ใชช้ 2 ตนัว
m = 3.23(f'c^0.5)/(2D)= 7.31 kg/cm2 ใชช้ไมทเกสิน 11
Ft =0.60Fy= 1440 kg/cm2
ควน้ำมยน้ำว, L = DFt/4m = 157.51 cm
Anchor Embedment = 12D= 38.40 cm. ใชช้ 40 cm.

WALL PIER DESIGN

concrete covering 5 cm.
Diamer of tie 9 mm.
Diamer of main reinforcement bar 16 mm. A = 2.01 cm2
Effective depth 44.6 cm.
Shear Design
Vmax.= 10,304.91 kg
Shear Capacity Vc = 0.29fc'^0.5(b.d) = 46,857.87 kg > Vmax OK.

Flexural Design
Maximum moment in the wall pier,Mmax =Vmax.(Hf-Hm) = 20,609.82 kg-m
fc' = 210 ksc
fc = 78.750 ksc ใชช้ 79
fy = 3000 ksc
fs = 1500
Es = 2040000
 Ec =15,100·fc'^0.5 = 218,819.79 ksc
n = Es/Ec = 9
k= 0.322
j= 0.893
R= 11.34 ksc

Mc =Rbd =
2
5,639,571.22 kg-m. > Mmax OK.
As 1
= Mmax/fs.jd= 34.51 cm 2
each face
Try 20 DB 16 mm As = 40.19 cm2
Approximate spacing, S =( Lpier-2Cc-db)/(No. ofbar-1) = 12.55 cm

FOOTING DESIGN
Assume thickness of footing,Hm = 0.3 m.
COMB.1 Operating
P1max = 3,735.05 kg
H1 = 10,304.91 kg
Moment at bottom of footing
Mtotal =H1.Hpier= 20,609.82 kg-m
COMB.4 Empty+Seismic
P4max = 1,103.71 kg
H4 = 219.23 kg
Moment at bottom of footing
Mtotal =H4.Hpier= 438.46 kg-m
v= 40 m/s
q = 0.5*ρ*v2= 1 kPa = 20.8854342331

ODeff := if(OD < 3ft , 2×OD, if(OD < 4.5ft , 1.8×OD, if(OD <6.5ft , 1.7×OD, if(OD< 8.5ft , 1.6×OD, 1.5×OD))))

หน้ำคทน้ำ Fa,Fv
Ss คทน้ำนอช้ ย Ss คทน้ำทวีผื่ตอช้ งกน้ำร Ssคทน้ำมน้ำก
0.75 0.08 1
Fa 1.2 1.468 1.1
คนน้ำนวณกน้ำรเคลผผื่อนตนัวของถนัง
y= (Wol3)/(3EIm) Wo = 7,470.10 kgs
l= 100 cm.
E= 218,819.79 ksc
I= 2,604,166.67 cm4
y= 0.0043696816 cm
T =0.32(y^0.5)
Hpier = Hf-Hm = 2 m. ระยะจน้ำกดช้น้ำนบน wall ถขง ดช้น้ำนบนของ footimng

a. No slide plate (steel support on concrete) 0.60

b. Steel slide plate 0.40
c. Low-friction slide plate assemblies 0.05 to 0.20

122 F
0.000078 in/ft/F
7.217847769 Ls(ft)

D= 0.0293 inches = 0.07436 cm

upper element width = (saddle wid

lower width = upper element widt
)^0.5 < 0.70 f'c
width
kg
kg
D< 8.5ft , 1.6×OD, 1.5×OD))))
upper element width = (saddle width)+1 inch = 0.575 m.
lower width = upper element width -2D-1 inch = 0.40128
Ammonia (NH3) Storage tank foundation
DESIGN DATA
Vessel Data:
Empty weight = 98 kips
Operating weight = 335 kips
Test weight = 394 kips
Basic daimeter = 12 ft
Length of between saddles, L = 22 ft
Maximum design temperature = 500 F
Vessel Material = carbon steel
Bolts:
Bolt spacing:
Saddle:
Design Criteria:
Concrete: f'c = 4000 psi
Reinforceing: fy = 60000 psi
Soil unit weight: g= 100 pci
Allowable net soil bearing:Sbnet = 3.8 ksf
Wnd loads:ASCE 7-05
Earthquake loads:ASCE7-05
DETERMINE LOADS
Empty,Operarting,and Test Loads
เผผผื่อนนนน้ำหนนัก piping support 10 %
Total empty load, De = 107.8 kips
Total operating load, Do = 368.5 kips
Total test load, Dt = 433.4 kips
Tranverse Moment from Pipe Eccentricity
Eccentricity = 7.5 ft
Empty transverse moment per pier, MTe = 36.75 ft-k
Operating transverse moment per pier, MTo = 125.625 ft-k
Test transverse moment per pier, MTt = 147.75 ft-k
Wind Loads:
Vessel wind is applied st the center of the vessel

Transverse wind: Hw = 13.44 kips

Longitudinal wind: Hw = 2.85 kips

Thermal Force:
m= 0.1
Operating load, Po = 184.25 kips per pier
Ff = m(Po) = 18.425 kips per pier
Assume pier is long by 12 ft 2 inches
wide by 0 ft 14 inches
high by 0 ft 81 inches
Moment of inertia, I = 33,385.33 inches4
Modulus of elasticity,Ec = 3,605.00 ksi
Thermal expansion coefficient for carbon steel at 500 F e = 0.0362
Thermal growth between e saddles, D = ε L = 0.7964 inches
T =3DEI/2H3 = 270.54 kips OK.
DESIGN ELEMENTS
Size Steel Bearing Plate
Steel bearing plate dimension:
Width = 2.5
Length = (saddle length)+2.5 cm. =
Check bearing stress (test load case) :
P= 216.7 kips per pier
Allowable bearing stress. Fp = 0.35f'c(A2/A1)^0.5 < 0.70 f'c
Assume pier section length width
area of pier, A2 = 0
area of steelbearing plate, A1 = 0
Fp =
a. No slide plate (steel support on concrete) 0.60
b. Steel slide plate 0.40
c. Low-friction slide plate assemblies 0.05 to 0.20

upper element width = (saddle width)+1 inch =

lower width = upper element width -2D-1 inch =
คทน้ำจน้ำกตรน้ำง
0.42 inches/100ft
แปลงเปล็ น
0.035 cm./m.