TOCClient : Kuwait Oil CompanyProject : Facility Upgrade and Relocation of Under Ground ProcessJob No :JI-180Doc No :JI-180-000-ECV-CAL-050Subject :BUND WALLS DESIGN AND CONTAINMENTRev No :0CAPACITY CALCULATIONS FOR GC-21Prep. By :Mr DipakCheckd. By :Mr Girish Kurnool4.3 Design of Concrete Bund Wall forMain Crude Oil Tank TK - 1526.SR NOTABLE OF CONTENTSPAGE NO4.3.1Design Data1psi4.3.2Design Philosophy7.5psi1.5754.3.3Design of Wall4.3.4Design of Base SlabAPPENDIX - ITypical Detail of Cantilever Wall

Sec 1.0 & 2.0Client : Kuwait Oil CompanyProject : Facility Upgrade and Relocation of Under Ground ProcessJob No :JI-180Doc No :JI-180-000-ECV-CAL-050Subject :BUND WALLS DESIGN AND CONTAINMENTRev No :0CAPACITY CALCULATIONS FOR GC-21Prep. By :Mr DipakCheckd. By :Mr Girish Kurnool1.0INTRODUCTIONRCC retaining walls are provided around the liquid storaeg tanks wherever necessaryto retain the liquid in the event of any possible oil leakages or tank burst conditions.The various types of retaining walls are cantilever wall, counterfort wall,butress wall etc.The type of RCC retaining wall to be adopted depends on the economy and1psiconstruction feasibility.7.5psi2.0SCOPE OF WORKScope of this document is to furnish design calculation for Cantilever Bund Wall.Refer Appendix -1 for typical details of RC detail of wall.Reference codes, books and documents1 -BS : 8110 - Structural use of concrete.2 -Civil and structural design philosophy JI-180-000-ECV-SPE-001

Wall DesignClient : Kuwait Oil CompanyProject : Facility Upgrade and Relocation of Under Ground ProcessJob No :JI-180Doc No :JI-180-000-ECV-CAL-050Subject :BUND WALLS DESIGN AND CONTAINMENTRev No :0CAPACITY CALCULATIONS FOR GC-21Prep. By :Mr DipakCheckd. By :Mr Girish Kurnool4.3.1 DESIGN DATA :4.3.1.1 Geometrical Data :Height of soil filling ( H2 )=1.6mThickness of base slab ( Wb )=0.4mB1U/s of base slab from GL of out side of bunded area ( H )=2mFFree Board ( F )=0.3mBcH1Total Height of retaining wall ( H1 )=5mU/s of base slab from tank side GL ( D )=2mTop of raft from EGL of tank ( D1)=1.6mHWidth of heel slab ( Bh )=2.7mH2Thickness of wall at bottom, ( B )=0.4mWidth of toe slab ( Bt )=0.5mThickness of wall at top, ( B1 )=0.3mD1Thickness of wall at H2 from raft top(Bc)=0.3652mD4.3.1.2 Soil Data : ( As Per JI-180-000-ECV-SPE-001 )BhBtWbUnit weight of soil,( g )=18kN/m3BCoefficient of soil pressure, ( Ko )=0.5( considered at rest condition as per geotechnical report)Net Allowable Bearing capacity of soil=150KN/m2Angle of internal friction, ( f )=32Coefficient of active earth pre. ( Ka )=( 1-SINf ) / ( 1+SINf ) =0.308Coefficient of passive earth pre. ( KP )=( 1+SINf ) / ( 1-SINf ) =3.253Factor of safety against sliding=1.75Factor of safety against overturning=1.754.3.1.3 Material Data: ( As Per JI-180-000-ECV-SPE-001 )Grade of Concrete ( Fcu )=30N/mm2Yield Strength of reinforcement ( Fy )=414N/mm2Dia of Reinforcement in wall ( dwall )=20mmDia of Reinforcement in base ( dbase )=20mmClear Cover to Reinforcement ( c )=75mmUnit Weight of Concrete ( gc )=24KN/m3Density of retained liquid, ( gw )=8.77KN/m34.3.2 DESIGN PHILOSOPHY :Here, Bund wall has been desinged as a cantilever retaining wall for 1 m length and for that following criticalcases has been consideredCase 1 ) Empty on tank side & soil pressure and wind on other side of retaining wall.In this case cantilever wall has been analyzed for the active earth pressure from one side only,while checking for the stability, wt of earth from both the side has been considered.Case 2 ) Hydrostatic pressure due to stored liquid during spillages or tank burst conditions.In this case cantilever wall has been analyzed for the submerged liquid pressure from tank sideonly passive earth pressure on the other side of retaining wall to the possible extent of 2/3height of overburden soil. While checking for the stability, wt of earth from both the side & wt ofliquid form tank side has been considered.The stability and base pressure check for the retaining wall have been carried out to decide thesize and other details of the assumed retaining wall. The structural calculations are carried out later.4.3.3 DESIGN OF WALL :4.3.3.1 BM Calculation For Case 1 :a )Active earth pressure ( Pa )=g*Ka*H2Qw=8.870KN/m2Shear at base of stem due to active=Pa * H2 / 2earth pressure ( Va )=7.096kNMoment at base of stem due active=Pa * H2 / 2 * H2 / 3earth pressure ( Ma )=3.785kNmb )PaWind pressure ( Qw )=0.76KN/m2( Refer Civil & Structural designphilosophy JI-180-000-ECV-SPE-001)Shear at base of stem due to wind=Qw * (H1-H)pressure ( Vw )=2.28kNMoment at base of stem due to Wind=Qw * (H1-H) * ((H1-H)/2+H2)pressure ( Mw )=7.068kNmc )Passive earth pressure, ( Pp )=g*Kp*D1( Passive pressure for moment=0.00KN/m2calculation has been ignored soShear at base of stem due to passive=Pp * D1 / 2as to be on conservative side )earth pressure ( Vp )=0.000kNMoment at base of stem due to=Pp * D1 / 2 * D1 / 3passive earth pressure ( Mp )=0.000kNmd )Additional Shear ( Vadd )=0kN( Due to Walkway at top )Additional Moment ( Madd )=0.53kNm( Due to Walkway at top )Total shear at base ( V1 )=Va + Vw + Vadd - Vp=9.38kNTotal moment at base ( M1 )=Ma + Mw + Madd - Mp=11.38kNmQw4.3.3.2 BM Calculation For Case 2 :a )Contained Liquid pressure ( Pw )=gw*(H1-Wb-F)=37.711KN/m2Shear at base of stem due to liquid=Pw * (H1-Wb-F)/2pressure ( Vl )=81.079kNMoment at base of stem due to liquid=Pw * (H1-Wb-F)2/6PaPwPppressure ( Ml )=116.213kNmb )Active earth pressure ( Pa )=Ka * (g-gw) * D1=4.549KN/m2Shear at base of stem due to active=Ka*(g-gw)*D12/2earth pressure ( Va )=3.639kNMoment at base of stem due to active=Ka*(g-gw)*D13/6earth pressure ( Ma )=1.941kNmc )Passive earth pressure ( Pp )=g*Kp*H2( Passive pressure for moment=0.000KN/m2calculation has been ignored soShear at base of stem due to passive=Pp * H2 / 2as to be on conservative side )earth pressure ( Vp )=0.000kNMoment at base of stem due to=Pp * H2 / 2 * H2 / 3passive earth pressure ( Mp )=0.000kNmd )Wind pressure ( Qw )=0.76KN/m2Shear at base of stem due to wind=Qw * Fpressure ( Vw )=0.228kNMoment at base of stem due to wind=Qw * F * (F/2 + (H1-F-Wb))pressure ( Mw )=1.0146kNme )Additional Shear ( Vadd )=0.00kN( Due to Walkway at top )Additional Moment ( Madd )=0.53kNm( Due to Walkway at top )Total shear at base ( V2 )=Vl + Va + Vw + Vadd - Vp=84.95kNTotal moment at base ( M2 )=Ml + Ma + Mw + Madd - Mp=119.70kNm4.3.3.3 Rebar Calculation :Design factored bending=1.4 * ( Maximum of M1 & M2 )moment ( Mu )=167.58kNm( Load factor for soil pressure is1.4, as per BS:8110-Part I )Effective depth ( d )=( B * 1000 ) - (dwall/2) - c=315mmNow as per clause 3.4.4.4 of BS 8110 ( Part - I )k=Mu / fcu bd2=167.58x 10630x 1000x 315x 315=0.056 0.25%, Steel is sufficient for crack control4.3.3.4 Distribution Steel :Provide Min Reinforcement As Dist. Steel, As per table 3.25 of BS : 8110 ( Part - I )Distribution steel, Adist=0.13 % of Area of concrete=0.13x 1000x 400/ 100=520mm2Dia of distribution rebar=12mmProvide 12 mm bar at a spacing of200mm c/cArea of steel provided Astprov1=565mm24.3.3.5 Check For Shear :Maximum design shear at face ( Vf )=Maximum Of V1 & V2=84.95kNShear V at face of the support ( Vu1 )=1.4 * Vf( Load factor for soil pressure is=118.92kN1.4, as per BS:8110-Part I )Shear stress at face of support, ( v1 )=Vu1/bd=0.38N/mmMaximum allowed shear stress ( vmax )=4.38N/mm2or 5 N/mm2Max( 0.8fcu , 5 )v1 < vmax, O.K. (Clause 3.7.7.2)100Ast / bd=0.66%From BS 8110, Part 1 Table 3.8, ( vc )=0.51N/mmFor fcu =25 N/mm2Revise value of ( vc )=vc*( fcu /25 )1/3For fcu =30 N/mm2=0.54N/mmSince vc > v1, Hence section is SAFE in shearShear V at d distance from the=1.4 * Vf *( H1-Wb-d)/(H1-Wb)( Appr. )support ( Vu2 )=110.78kN ( Load factor for soil pressure is 1.4)Shear V at 1.5d distance from the=1.4 * Vf *( H1-Wb-1.5d)/(H1-Wb)( Appr. )support ( Vu3 )=106.71kN ( Load factor for soil pressure is 1.4)Actual shear stress at d dist.=Vu2/bd2Here d2 =dfrom support ( v2 )=0.35N/mm( Appr. )Actual shear stress at 1.5d dist.=Vu3/bd3Here d3 =dfrom support ( v3 )=0.34N/mm( Appr. )

Tank Farm area

Check For Crack WidthClient : Kuwait Oil CompanyProject : Facility Upgrade and Relocation of Under Ground ProcessJob No :JI-180Doc No :JI-180-000-ECV-CAL-050Subject :BUND WALLS DESIGN AND CONTAINMENTRev No :0CAPACITY CALCULATIONS FOR GC-21Prep. By :Mr DipakCheckd. By :Mr Girish Kurnool4.3.3.6 Calculation Of Crack WidthMaximum allowable crack width=0.3mm (Per BS 8110-2 : 1985 clause 3.2.4)1 ) Crack width for drying shrinkage / thermal movement :fcu=Characteristic strength of reinforced concrete=30N/mm2fy=Characteristic strength of reinforcing steel as per table 3.1 of BS 8110=414N/mm2( As per design philosophy 0.9fy )Thermal strain er=0.8*Dt*a*R( Refer equation 14 of clause 3.8.4.2 of BS 8110-2)R=0.6( Per Table 3.3 of BS 8110-2)a=Coefficient of thermal expansion of mature concrete=0.000012Table 7.3 of BS 8110 ( Part 2 )DT=Fall in temperatue between hydration peak and ambient=20( per Table 3.2 of BS 8110-2)Thermal strain er=0.0001152Design surface crack width, W1=3*acr*er/(1+2*((acr-cmin)/(h-x)))Where,acr=Dist from point considered to the surface of the nearest long bar=Sqrt( S/22+ (c+f/2)2 ) - (f/2)=113.31mmf=Size of each reinforcing bar=20D=Depth of wall = B=400S=Spacing of reinforcement=150As=Area of steel=2093.3333333333W1=0.03mm