1 DIMENSION DATA
FOUNDATION SIZE
w1 w2 Tank Shell
Di
d1 Tank Bottom
dgw d2
Ring Beam
b1
d1 d2 b1 Di w1 w2
= = = = = =
0.70 2.00 0.60 11.00 0.35 0.25
m m m m m m
LOADING DATA
Qe Qo Qt Hw He Mw Me1 Me2 IP S g
= = = = = = = = = = =
80.0 1200.0 1100.0 15.0 280.0 110.0 1230.0 1777.0 29.0 6.0
t t t t t tm tm tm t t
= = = = = = = = = =
9.81 m/s2
785 kN (Empty) 11772 kN (Operation) 10791 kN (Test) 148 kN (Wind) 2747 kN (Earthquake) 1080 kNm (Wind) 12067 kNm (E (Earthquake) 17433 kNm (E (Earthquake) 285 kNm (I ( Internal Pressure) 59 kNm (Snow) （g : gravity acceleration）
2 DESIGN DESIGN LOAD LOAD
1) WEIGHT OF STRUCTURAL PROPER Soil (γs) = 19.0 KN/m3 Reinforced concrete (γrc) = 24.0 KN/m3 Ground water (γw) = 10.0 KN/m3 assumed ground water level GL-0.0m GL-0.0m shall shall be consider considered ed on on design design *) 1) DESIGN FORCE CALCULATION Ring Ring Beam Beam Weig Weigtt (Df) (Df) = π/4 [(Di+2 x w1)2-(Di - 2xw2)2] x 2.7 m x γrc = 1355.8 kN 2 Inside Soil Weight (Swi) = π (Di-2 x w2) / x 2.7 m x γs = 4442.1 kN Total, Fw = 5797.9 kN 3 STABILITY CHECK
3.1 ALLOWABLE SOIL BEARING PRESSURE Allowable Soil Bearing(qa) Bearing(qa) = 250.0 KN/m2 For Long Term Allowable Soil Bearing(qa) Bearing(qa) = 720.0 KN/m2 For Short Term 3.2 SOIL BEARING CHECK (LOCAL CHECK FOR RING BEAM) 2
= 107.51 m2 , Area of tank bottom 2 2 2 , Area of ring beam π/4 [(Di+2xw1) -(Di - 2xw2) ] = 20.92 m 4 4 3 646.36 , Section Modulus of Ring Beam π/32 [(Di+2xw1) -(Di - 2xw2) ] = m (Qo-Qe)/At + (Qe + S + Df)/Ar [Me1 + Me2 + Hex(d1 + d2)]/Zr qd + qm qmin = qd - qm 2 2 qd qm qa Remarks qmax (kN/m )qmin (kN/m ) 1.0(D + Qo) 207.3 0.0 207.3 207.3 250.0 qmax
π/4 (Di+2xw1)
3.3 SOIL BEARING CHECK (GLOBAL CHECK) e = M / (Q + Fw) note : Formulas of qmax and qmin are shown in Attachment-1 M (kN-m) e (m) qmax (kN/m2)qmin (kN/m2) qa Remarks 1.0(D + Qo) 0.0 0.00 163.4 163.4 250.0 qmax
Mr > Mo
1.5
1.0(D + Qo) + E 1.0(D + Qe) + W
N = Total Weight Mr = N x (Di+2xw1)/2 N (kN) Mr (kN-m) Mo (kN-m) FOS Remarks 13128 76798 36917 2.10 >1.25, OK! 2141 12524 1480 8.50 >1.25, OK!
3.5 SLIDING CHECK FOS =
Nxμ > H
1.0(D + Qo) + E 1.0(D + Qe) + W
1.5
μ=
N x μ (kN) 6564 1070
H (kN) 2747 148
0.5 FOS Remarks 2.40 >1.25, OK! 7.20 >1.25, OK!
4 REINFORCEMENT DESIGN
1) MAIN REINFORCING BAR MATERIALS f cu Reinforced concrete f y Reinforcing bar f b Anchor bolt γm Partial safety factor 4.1
= 30.0 = 500.0 = 235.0 = 1.15
2
N/mm 2 N/mm 2 N/mm ( BS8110-1 table2.2 Reinforcement )
Check of Links for Anchor Capacity Dab = 36 mm, Diameter of Anchor Bolt Leb = 0.696 m , Embeddment Length of Anchor e = 0.225 m , Edge Distance of Anchor Bolt cc = 0.100 m , concrete cover k = 0.236 m ,Furthest Distance of Effective Link to Anchor Bolt Ld1 = Leb - TAN(35o) x k - cc, Effective Development Length = 0.481 m Drb = 16 mm, Diameter of Links S = 250 mm,Spacing of Links Ld = 0.640 m, Standard Development Length of links in tension Nrb = 4 , Effective Quantity of Links to Resist the Anchor Bolt λ = Ld1/Ld , Effective Length Factor of Reinforcing Bar = 0.75
Tuab = π/4 (Dab)2 x fb / 1000, Tension capacity of Anchor Bolt (kN) 239.2 kN = Turb = π/4 (Drb)2 x Nrb x fy x λ/γm/1000, Tension Capacity of Anchor Reinforcement 262.7 kN = Tuab = 0.91 < 1.0, OK! Turb Shrinkage Reinforcement Check Area of Links per meter > 0.0025xb1x1000mm 1608 1500 > OK! 4.2 Hoop Tension Check Design Forces Di
Ko = h= h
qu1
qu
qu3 qu
Hoop Tension Claculation Load Case : 1.4 (D + Qo) + 1.43E qu1 = 1.4 x Ko x (Qo / At) 76.7 kN/m2 = qu2 = 1.43 x Ko x[(Me1 + Me2) / Zr] 32.6 kN/m2 = qu3 = 1.4 x Ko x γs x h 35.9 kN/m2 = qu4 = 1.4 x Ko x (IP / A T 1.9 kN/m2 = Ring Tension (Tu) Tu = (Di/2) x [h x (qu1 + qu2 + qu4) + 0.50h x qu3] = 1918.0 kN Check for Tension Bar Dtb = 20 mm, Diameter of Tension Bar Ntb = 24 mm, Number of Tension Bar Asreq = Tu / (fy/γm) 4411 mm2 = Amin= 0.0045 x b1 x h 7290 mm2 = Provided As=
7540 mm2 > Asreq and Asmin, OK!
0.5
2.7
, earth coefficient at rest m , height of ring beam
