SN 2 Geotechnical Design Data Specific Gravity, = Natural Moisture Content of Soil , = Angle of Internal Friction, = Allowable Bearing Capacity of Soil, =
2.63 2.68 8.18 17.50 30.0 38.0
% % ⁰ ⁰ 2 220.0 KN/m
Min Max Min Max Min Max
3 Design Criteria 3.1 Design Loading a Dead Load The following densities and dead load allowances will be adopted in the design of thestructural elements: 3 Density of Reinforced Concrete = 25.0 KN/m Density of Unreinforced Concrete = Density of Soil =
3 23.0 KN/m 3 19.2 KN/m
Submerged Density of Concrete =
3 10.0 KN/m 3 10.0 KN/m
Submerged Density of Soil =
3 10.0 KN/m
Density of Water =
b Super Imposed Load The following super imposed dead loads shall be taken into account: 2 Floor Finishes = 1.5 KN/m Services =
2 1.0 KN/m
c Live Load The following live loads shall be taken into account: Loading Bay =
2 7.5 KN/m
d Earth Pressure For the design of earth retaining structural elements, the earth pressure will be determined as follows: Active Earth Pressure Coefficient, Ka = 0.33333 (used for Check Stability) Passive Earth Pressure Coefficient, Kb = 3 Rest Pressure Coefficient, Ko = 0.5 (used for Design of Section) 3.2 Load Combination Ultimate Limit State ULS_01 1.5 DL 1.5 LL 1.5 EP 1.5 WP 1.5 T Serviciability Limit State SLS_01 1 DL 1 LL 1 EP 1 WP 1 T Legend: DL Dead Load LL Live Load EP Earth Pressure WP Water Pressure T Uniform Temperature 3.3 Materials All materials shall conform to the applicable standards as stated herein or as specified in the performance specification. a Concrete The following concrete grades and properties shall be used:
b Reinforcing Steel The following steel grades and properties shall be used: Yield Strength, fy = Modulus of Elasticity, Es = 3.4 Concrete Cover
2 415 KN/mm 2 200 KN/mm
Earth Faces Exposure = Exposed to Weather =
75 mm 50 mm
Crack Control For retaining aqueous liquids structures a maximum crack width of 0.20 mm shall be adopted; crack width shall be
4 Design of Vertical Wall and Base Slab Maximum Water Depth, D =
3.5052 m 2 Water Pressure, Pw = 35.052 KN/m Service Moment due to Water Pressure = 1/2*Pw*D*D/3 = 71.7773 KNm Ultimate Moment due to Water Pressure = 107.666 KNm Maximum Wall Height, Hwall = 3.6576 m Rest Earth Pressure due to Soil, Psoil = Ko*ϒs*h
2 2 35.113 KN/m 1.46304 KN/m 2 Rest Earth Pressure due to Surcharge Psur = 3.75 KN/m Service Moment due to Earth Pressure = 1/2*Psoil*Hwall*Hwall/3+Psur*Hwall*Hwall/2 = 103.374 KNm Ultimate Moment due to Earth Pressure = 155.061 KNm
=
Hydrodynamic Pressure, Ph = 0.726*(cm*Kh*γw*H)*H Rest Earth Pressure due to Soil, Psoil = 1/2*ϒs*h Where,
cm = Maximum value of pressure coefficient for a given constant slope = 0.735*(θ⁰/90⁰) = 0.735 Kh = Fraction of Gravity adopted for horizontal (αh/g) = 0.1 3 γw = 10 KN/m
Therefore, Hydrodynamic Pressure, Ph =
6.55616 KN
Service Moment due to Hydrodynamic Pressure = 0.412*Ph*H = 9.46803 KNm Ultimate Moment due to Hydrodynamic Pressure = 14.202 KNm Total Ultimate Moment due to Water Pressure = 121.868 KNm 5 Flexural Capacity of Reinforced Concrete Rectangular Section Structural Design of Swimming Pools 5.1 Factored Bending Moments (KNm) Mult = 155.061 KNm 5.2 Properties of Concrete Section & Steel Diameter of Rebar, D = 16 mm 2 Compressive Strength of Concrete, fcu = 30 N/mm Yield Strength of Steel, fy Width of Rectangular Section, b Width of Rectangular Section, h Effective Depth to the Tension Reinforcement, d 5.3 Main Renforcement Area of Steel, Ast
= = = =
415 1000 450 392
N/mm2 mm mm mm
2 = 1/2*fck*bd/fy*(1-SQRT(1-4.598*Mult*10^6/fckbd ))
2 = 1141.66 mm Minimum Area of Steel, Ast,min = 0.12% of bD
= = =
2 540 mm 2 201.062 mm 6 Nos. 166.667 mm
=
2 1340.41 mm
= Area of One Steel Rebar No. of Rebar Required, n Spacing of Rebar, s Therefore, Provide 16mm Dia Rebar @ 150mm c/c Total Provided Area, Ast,pro 5.4 Horizontal Reinforcement Height of Wall, H =
3.6576 m
According to IS 456:2000, Area of Horizontal Rebar = 0.2% of hH = 3291.84 mm2 For one face, Area of Rebar =
2 1645.92 mm
<
2 1141.662 mm
OK
Diameter of Rebar = Area of One Rebar = No. of Rebar, n = Spacing of Rebar, s = Therefore, Provide 12mm Dia Rebar @ 150mm c/c
12 mm 2 113.097 mm 16 Nos. 228.6 mm
5.5 Check for Depth We have, 2 M = 0.138*fck*b*d
Therefore, d = SQRT(Mult/(0.138*fck*b)) = 193.531 mm <
392 mm
OK
5.6 Check for Deflection
5.7 Check on Crack Width fck = fy = Area of Reinforcement, As = b = h = d = Minimum Cover to Tension Reinforcement, Cmin = Maximum Rebar Spacing, S = Diameter of Rebar, db =
2 30 N/mm 2 415 N/mm
1340.41 1000 450 392 50 125 16
mm2 mm mm mm mm mm mm
acr = SQRT((S/2)^2+(Cmin+db/2)^2)-db/2 = 77.2658 mm acr is the distance from the point considered to the surface of the nearest longitudinal bar Applied Service Moment, Ms =
103.374 KNm
Calculation Permissible Compressive 2
Strength of Concrete in Bending = 10 N/mm as per IS 456:2000 Table 21 2 Modulus of Elasticity of Steel, Es = 200 KN/mm Modular Ratio, α = 9.33 ρ = As/bd = 0.00342 2 0.5 Depth of Neutral Axis, x = (-α.ρ+((α.ρ) +2.α.ρ) d = 87.3131 mm Z = d-x/3 = 362.896 mm Reinforcement Stress, fs = Ms/(As*Z) 2 = 212.516 N/mm Concrete Stress, fc = (fs*As)/(0.5*b*x) 2 = 6.53 N/mm Strain at Soffit of Concrete Beam/Slab, ε1 = (fs/Es)*(h-x)/(d-x) = 0.00126 Strain due to Stiffening Effect of Concrete between Cracks, ε2 = b.(h-x)2/(3.Es.As.(d-x)) for crack width of 0.2mm = 0.00054 Average strain for calculation of crack width, εm = ε1- ε2
= 0.00073 Calculated Crack Width, w = 3.acr. εm/(1+2.(acr-Cmin)/(h-x)) = 0.1467 mm >
0.2 mm
OK
