STRUCTURE:
1 DIMENSION DA TA
FOUNDA TION SIZE
w1 w2 Tank Shell
Di
d1 d2 d3 b1 b2
= = = = =
0.30 2.50 0.40 0.50 1.00
m m m m m
Di w1 w2
= = =
16.00 0.30 0.20
m m m
LOADING DATA
d1
Qe Qo Qt Hw Ring Beam He Mw d3 Me1 Me2 IP b2 S Tank Bottom
dgw d2
b1
g
= = = = = = = = = = =
877 32004 33957 379 1338 3755 10541 13530
9.81
kN (Empty) kN (Operation) kN (Test) kN (W ind) kN (Earthquake) kNm (W (W ind) kNm (Earthquake) kNm (Earthquake) kNm (Internal Pressure) kNm (Snow) （g : gravity acceleration ）
2 DESIGN LOAD
1) WEIGHT OF STRUCTURAL PROPER Soil (γs) = 19.0 KN/m3 Reinforced concrete (γ rc) = 24.0 KN/m3 Ground water (γ w) = 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 2.8m xγrc = Ring Ring Beam Beam Weigt Weigt (Df) (Df) = π/4 [(Di+2 x w1)2-(Di - 2xw2)2] x 2 2 Foot Footing ing Weight Weight (Wf) = π/4 [(Di - 2xw2) -(Di-2xw2 -2xb2) ] x 0.40m xγrc = Soil Above Footing (Sw) = π/4 [(Di - 2xw2)2-(Di-2xw2 -2xb2)2] x 2.40m xγs = 2 γ Inside Soil Weight (Swi) = π (Di-2 x w2 -2xb2) / x 2.8 m x s = Total, Fw =
1699.5 440.3 2091.5 7728.2 ######
kN kN kN kN kN
3 STABILITY CHECK CHECK
3.1 ALLOWABLE SOIL BEARING PRESSURE Allowable Allowable Soil Bearing(qa) Bearing(qa) = 340.0 KN/m2 For Long Term Allowable Allowable Soil Bearing(qa) Bearing(qa) = 340.0 KN/m2 For Short Term 3.2 SOIL BEARING CHECK At = π/4 (Di+2xw1)2 = 216.42 m2 2 2 Ar = π/4 [(Di+2xw1) -(Di - 2xw2 - 2xb2) ] = 71.16 m2 4 4 Zr = π/32 [(Di+2xw1) -(DI-2xw2- 2xb2) ]/(Di+2xw1) = 246.76 m3 qd = (Qo-Qe)/At + (Qe + Df + Wf + Sw)/Ar qm = [ Me2 + Hex(d1 + d2)]/Zr qmax = qd + qm 2 qd qm Load Case qa qmax (kN/m 1.0(D + Qo) 215.6 0.0 215.6 340.0 1.0(D + Qo) + 0.70*E 215.6 49.0 264.6 340.0 0.9*(D + Qo) + 0.7*E 208.4 49.0 257.4 340.0 1.0(D + Qe) + W 75.8 19.5 95.4 340.0 0.90(D + Qe) + W 68.7 19.5 88.2 340.0 1.0(D + Qt) + W 224.6 19.5 88.2 340.0
, Area of tank bottom , Area of ring beam , Section Modulus of Ring Beam with footing
Remarks qmax
3.3 SOIL BEARING CHECK (GLOBAL CHECK) e = M / (Q + Fw) note : Formulas of q max and qmin are shown in Attachment-1 Load Case M (kN-m) e (m) qmax (kN/m2 qmin (kN/m2) qa Remarks 1.0(D + Qo) 0.0 0.00 203.1 203.1 340.0 qmax 1.25 Mo Load Case 1.0(D + Qo) + 0.70*E 0.90(D + Qo) + 0.70*E 1.0(D + Qo) + W 0.90(D + Qe) + W 0.90(D + Qt) + W FOS =
N = Total Weight Mr = N x (Di+2xw1)/2 N (kN) Mr (kN-m) Mo (kN-m) FOS 39567 328409 19472 16.90 33957 281839 19472 14.50 43964 364899 4816 75.80 11553 95887 4816 19.90 45916 381104 4816 79.10
Remarks >1.25, OK! >1.25, OK! >1.25, OK! >1.25, OK! >1.25, OK!
3.5 SLIDING CHECK Nxμ > 1.25 H Load Case 1.0(D + Qo) + 0.70*E 0.90(D + Qo) + 0.70*E 1.0(D + Qo) + W 0.90(D + Qe) + W 0.90(D + Qt) + W FOS =
N x μ (kN) 19784 16978 21982 5776 22958
μ= H (kN) 937 937 379 379 379
0.5 FOS 21.10 18.10 58.00 15.20 60.60
Remarks >1.25, OK! >1.25, OK! >1.25, OK! >1.25, OK! >1.25, OK!
4 REINFORCEMENT DESIGN
1) MAIN REINFORCING BAR MATERIALS f cu Reinforced concrete f y Reinforcing bar f b Anchor bolt Factor for Anchor Bolt φab Factor for Reinforceme φar 4.1
= 28.0 = 390.0 = 413.0 = 0.75 = 0.75
2
N/mm 2 N/mm 2 N/mm
Check of Links for Anchor Capacity 30 Dab = mm, Diameter of Anchor Bolt 2 Ase = 636 mm , Diameter of Anchor Bolt Leb = 0.740 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(35 o) x k - cc, Effective Development Length
= 0.525 Drb = 16 250 S= Ld = 0.570 Nrb = 4 λ = Ld1/Ld = 0.92
m mm, Diameter of Links mm,Spacing of Links m, Standard Development Length of links in tension , Effective Quantity of Links to Resist the Anchor Bolt , Effective Length Factor of Reinforcing Bar
Tuab = φab*'π/4 (Dab)2 x fb / 1000, Tension capacity of Anchor Bolt (kN) = 218.93 kN Turb = φar'π/4 (Drb)2 x Nrb x fy x λ/γm/1000, Tension Capacity of Anchor Reinforcement = 288.83 kN Tuab = 0.76 < 1.0, OK! Turb Shrinkage Reinforcement Check Area of Links per meter > 0.0025xb1x1000mm 1608 1250 > OK! 4.2 Hoop Tension Check Design Forces Di quma
Ka = h=
0.33
2.8
, active pressure coefficient m , height of ring beam
h
qu1
qu3
Hoop Tension Claculation Load Case : 1.4 (D + Qo) + 1.0E
1.4 (D + Qo) + 1.0E
e = 1.43*(M e1 + Me2) / 1.4*(Q + Fw) Mu = 1.43*(Me1 + Me2) note : Formulas of q umax are shown in Attachment-1 Mu (kN-m) qumax (kN/m2) e (m) 24071.4 0.39 348.6
qu1 = Ka x qumax 115.1 kN/m2 = qu3 = 1.6 x Ka x γs x h + 1.6 X γw x h 29.3 kN/m2 = Ring Tension (Tu) Tu = (Di/2) x [h x qu1 + 0.50h x qu3] = 2906.0 kN Check for Tension Bar Dtb = 25 mm, Diameter of Tension Bar Ntb = 30 mm, Number of Tension Bar Asreq = Tu / (0.90*fy) 8279 mm2 = Amin= 0.005 x b1 x h 7000 mm2 = Provided As=
14726 mm2 > Asreq and Asmin, OK!
4.3
Footing Design Forces Load Case : 1.4 (D + Qo) + 1.0E Wu = 1.4 x qmax(local) - [1.4 x (Qo - Qe)/ At] = 169.1 kN/m / meter strip Mu = Wu x b22/2 Mu = 84.6 kN-m / meter strip Vu = Wu x b2 169.1 kN / meter strip = For Footing Design Strength Design, refer to next page
