Swimming Pool Design Sheet 2hw26
This document was ed by and they confirmed that they have the permission to share it. If you are author or own the copyright of this book, please report to us by using this report form. Report 2z6p3t
Overview 5o1f4z
& View Swimming Pool Design Sheet as PDF for free.
More details 6z3438
- Words: 4,150
- Pages: 48
A
Design of Vertical Wall at Deeper Depth 1 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 38.0 220.0
2 Design Criteria 2.1 Design Loading a The Dead Load densities and dead load allowances will be adopted in the design of t following structural elements: Density of Reinforced Concrete =
25.0
Density of Unreinforced Concrete =
23.0
Density of Soil =
19.2
Density of Water =
10.0
Submerged Density of Concrete =
10.0
Submerged Density of Soil =
10.0
b Super Imposed Load The following super imposed dead loads shall be taken into : Floor Finishes =
1.5
Services =
1.0
c Live Load The following live loads shall be taken into : Loading Bay =
7.5
d Earth Pressure For the design of earth retaining structural elements, the earth pressure will be det Active Earth Pressure Coefficient, Ka = 0.333333 ive Earth Pressure Coefficient, Kb = 3 Rest Pressure Coefficient, Ko = 0.5 2.2 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 Entraspace Technical Consultant Pvt. Ltd.
Page 1
SLS_01
1 DL 1 LL 1 EP 1 WP 1T
Legend: DL LL EP WP T
Dead Load Live Load Earth Pressure Water Pressure Uniform Temperature
2.3 Materials
All materials shall conform to the applicable standards as stated herein or as specifi a Concrete The following concrete grades and properties shall be used: M30 = All Structural Elements M20 = Blinding/Mass Concrete
Entraspace Technical Consultant Pvt. Ltd.
Page 2
b Reinforcing Steel The following steel grades and properties shall be used: Yield Strength, fy = Modulus of Elasticity, Es =
415
Earth Faces Exposure = Exposed to Weather =
75 50
200
2.4 Concrete Cover
Crack Control For retaining aqueous liquids structures a maximum crack width of 0.20 mm shall b calculated to BS8007. 3 Design of Vertical Wall Maximum Water Depth, D =
3.5052
Water Pressure, Pw =
35.052 Service Moment due to Water Pressure = 1/2*Pw*D*D/3 = 71.77731 Ultimate Moment due to Water Pressure = 107.666 Maximum Wall Height, Hwall =
3.6576 Rest Earth Pressure due to Soil, Psoil = Ko*ϒs*h = 35.11296 Rest Earth Pressure due to Surcharge Psur =
3.75 Service Moment due to Earth Pressure = 1/2*Psoil*Hwall*Hwall/3+Psur* = 103.3742 Ultimate Moment due to Earth Pressure = 155.061
Hydrodynamic Pressure, Ph = 0.726*(cm*Kh*γw*H)*H Rest Earth Pressure due to Soil, Psoil = 1/2*ϒs*h cm = Max. value of pressure co Where, = 0.735*(θ⁰/90⁰) = 0.735 Kh = Fraction of Gravity adopte =
0.1
γw =
10
Therefore, Hydrodynamic Pressure, Ph =
6.55616 Service Moment due to Hydrodynamic Pressure = 0.412*Ph*H = 9.468029 Ultimate Moment due to Hydrodynamic Pressure = 14.202 Total Ultimate Moment due to Water Pressure = 121.868
Entraspace Technical Consultant Pvt. Ltd.
Page 3
Fig: Load Diagram 4 Flexural Capacity of Reinforced Concrete Rectangular Section Structural Design of Swimming Pools
Entraspace Technical Consultant Pvt. Ltd.
Page 4
4.1 Factored Bending Moments (KNm) Mult =
155.061
4.2 Properties of Concrete Section & Steel Diameter of Rebar, D =
16
Compressive Strength of Concrete, fcu =
30
Yield Strength of Steel, fy = 415 Width of Rectangular Section, b = 1000 Width of Rectangular Section, h = 450 Effective Depth to the Tension Reinforcement, d = 392 4.3 Main Renforcement Area of Steel, Ast = 1/2*fck*bd/fy*(1-SQRT(1-4. =
1141.66
Minimum Area of Steel, Ast,min = 0.12% of bD =
900
Area of One Steel Rebar = 201.0619 No. of Rebar Required, n = 6 Spacing of Rebar, s = 166.6667 Therefore, Provide 16mm Dia Rebar @ 150mm c/c Total Provided Area, Ast,pro = 1340.41 4.4 Horizontal Reinforcement Height of Wall, H = 3.6576 According to IS 456:2000, Area of Horizontal Rebar = 0.2% of hH = 3291.84 For one face, Area of Rebar = Diameter of Rebar =
1645.92 12
Area of One Rebar = 113.0973 No. of Rebar, n = 16 Spacing of Rebar, s = 228.6 Therefore, Provide 12mm Dia Rebar @ 150mm c/c 4.5 Check for Depth We have, 2 M = 0.138*fck*b*d
Therefore, d = SQRT(Mult/(0.138*fck*b)) = 193.531 4.6 Check on Crack Width fck =
30
fy =
415
Area of Reinforcement, As = 1340.413 Entraspace Technical Consultant Pvt. Ltd.
Page 5
b= h= d=
1000 450 392
Minimum Cover to Tension Reinforcement, Cmin =
50 125
Maximum Rebar Spacing, S = Diameter of Rebar, db =
16 acr = SQRT((S/2)^2+(Cmin+db/2)
= 77.26576 acr is the distance from the point considered to the surface of the nearest longitudin Applied Service Moment, Ms = 103.3742 Calculation Permissible Compressive Strength of Concrete in Bending = 10 Modulus of Elasticity of Steel, Es = 200 Modular Ratio, α = 9.33 ρ = As/bd = 0.00342 Depth of Neutral Axis, x = (-α.ρ+((α.ρ)2+2.α.ρ)0.5d
Entraspace Technical Consultant Pvt. Ltd.
Page 6
= Z= = Reinforcement Stress, fs =
87.31313 d-x/3 362.8956 Ms/(As*Z)
= 212.5162 Concrete Stress, fc = (fs*As)/(0.5*b*x) =
6.53 Strain at Soffit of Concrete Beam/Slab, ε1 = (fs/Es)*(h-x)/(d-x) = 0.001265 Strain due to Stiffening Effect of Concrete between Cracks, ε2 = b.(h-x)2/(3.Es.As.(d-x)) for c = 0.000537 Average strain for calculation of crack width, εm = ε1- ε2
= 0.000728 Calculated Crack Width, w = 3.acr. εm/(1+2.(acr-Cmin)/(h= 0.146701
Entraspace Technical Consultant Pvt. Ltd.
Page 7
% % ⁰ ⁰
Min Max Min Max Min Max
KN/m2
owances will be adopted in the design of the KN/m3 KN/m3 KN/m3 KN/m3 KN/m3 KN/m3
shall be taken into : KN/m2 KN/m2
KN/m2
al elements, the earth pressure will be determined as follows: (used for Check Stability) (used for Design of Section)
Entraspace Technical Consultant Pvt. Ltd.
Page 8
ble standards as stated herein or as specified in the performance specification.
All Structural Elements Blinding/Mass Concrete
Entraspace Technical Consultant Pvt. Ltd.
Page 9
KN/mm2 KN/mm2 mm mm
a maximum crack width of 0.20 mm shall be adopted; crack width shall be
m KN/m2 1/2*Pw*D*D/3 KNm KNm m KN/m2
1.46304 KN/m2
KN/m2 1/2*Psoil*Hwall*Hwall/3+Psur*Hwall*Hwall/2 KNm KNm 0.726*(cm*Kh*γw*H)*H Max. value of pressure coefficient for a given constant slope 0.735*(θ⁰/90⁰) Fraction of Gravity adopted for horizontal (αh/g) KN/m3 KN 0.412*Ph*H KNm KNm KNm
Entraspace Technical Consultant Pvt. Ltd.
Page 10
Fig: Load Diagram
crete Rectangular Section
Entraspace Technical Consultant Pvt. Ltd.
Page 11
KNm mm N/mm2 N/mm2 mm mm mm 1/2*fck*bd/fy*(1-SQRT(1-4.598*Mult*10^6/fckbd2)) mm2 0.12% of bD mm2
<
1141.662 mm2
OK
mm Nos. mm
2
mm2 m 0.2% of hH mm2 mm2 mm mm2 Nos. mm
0.138*fck*b*d2 SQRT(Mult/(0.138*fck*b)) mm
<
392 mm
OK
N/mm2 N/mm2 mm2 Entraspace Technical Consultant Pvt. Ltd.
Page 12
mm mm mm mm mm mm SQRT((S/2)^2+(Cmin+db/2)^2)-db/2
mm red to the surface of the nearest longitudinal bar KNm
N/mm2
as per IS 456:2000 Table 21
KN/mm
2
(-α.ρ+((α.ρ)2+2.α.ρ)0.5d
Entraspace Technical Consultant Pvt. Ltd.
Page 13
mm mm N/mm2 (fs*As)/(0.5*b*x) N/mm2 (fs/Es)*(h-x)/(d-x)
b.(h-x)2/(3.Es.As.(d-x)) for crack width of 0.2mm
3.acr. εm/(1+2.(acr-Cmin)/(h-x)) mm
>
Entraspace Technical Consultant Pvt. Ltd.
0.2 mm
OK
Page 14
B
Design of Vertical Wall at Deeper Depth 1 Geotechnical Design Data Specific Gravity, = Natural Moisture Content of Soil , = Angle of Internal Friction, = Allowable Bearing Capacity of Soil, = Permissible Settlement =
2.63 2.68 8.18 17.50 30.0 38.0 220.0 40.0
Soil Subgrade = 16500.0 2 Design Criteria 2.1 Design Loading a The Dead Load densities and dead load allowances will be adopted in the design of the following structural elements: Density of Reinforced Concrete =
25.0
Density of Unreinforced Concrete =
23.0
Density of Soil =
19.2
Density of Water =
10.0
Submerged Density of Concrete =
10.0
Submerged Density of Soil =
10.0
b Super Imposed Load The following super imposed dead loads shall be taken into : Floor Finishes =
1.5
Services =
1.0
c Live Load The following live loads shall be taken into : Loading Bay =
7.5
d Earth Pressure For the design of earth retaining structural elements, the earth pressure will be deter Active Earth Pressure Coefficient, Ka = 0.333333 ive Earth Pressure Coefficient, Kb = 3 Rest Pressure Coefficient, Ko = 0.5 2.2 Load Combination Ultimate Limit State ULS_01 1.5 DL 1.5 LL 1.5 EP 1.5 WP 1.5 T Entraspace Technical Consultant Pvt. Ltd.
Page 15+4
Serviciability Limit State SLS_01 1 DL 1 LL 1 EP 1 WP 1T Legend: DL Dead Load LL Live Load EP Earth Pressure WP Water Pressure T Uniform Temperature
2.3 Materials All materials shall conform to the applicable standards as stated herein or as specifie a Concrete The following concrete grades and properties shall be used: M30 = All Structural Elements M20 = Blinding/Mass Concrete
Entraspace Technical Consultant Pvt. Ltd.
Page 16+4
b Reinforcing Steel The following steel grades and properties shall be used: Yield Strength, fy = Modulus of Elasticity, Es =
415
Earth Faces Exposure = Exposed to Weather =
75 50
200
2.4 Concrete Cover
Crack Control For retaining aqueous liquids structures a maximum crack width of 0.20 mm shall be calculated to BS8007. 3 Design of Vertical Wall and Base Slab Maximum Water Depth, D =
1.6764
Water Pressure, Pw =
16.764 Service Moment due to Water Pressure = 1/2*Pw*D*D/3 = 7.852026 Ultimate Moment due to Water Pressure = 11.778 Maximum Wall Height, Hwall =
1.8288 Rest Earth Pressure due to Soil, Psoil = 1/2*ϒs*h = 17.55648 Rest Earth Pressure due to Surcharge Psur =
3.75 Service Moment due to Earth Pressure = 1/2*Psoil*Hwall*Hwall/3+Psur*Hw = 16.05726 Ultimate Moment due to Earth Pressure = 24.0859
Hydrodynamic Pressure, Ph = 0.726*(cm*Kh*γw*H)*H Rest Earth Pressure due to Soil, Psoil = 1/2*ϒs*h cm = Maxi. value of pressure coeffi Where, = 0.735*(θ⁰/90⁰) = 0.735 Kh = Fraction of Gravity adopted =
0.1
γw =
10
Therefore, Hydrodynamic Pressure, Ph = 1.499613 Service Moment due to Hydrodynamic Pressure = 0.412*Ph*H = 1.035748 Ultimate Moment due to Hydrodynamic Pressure = 1.55362 Total Ultimate Moment due to Water Pressure = 13.3317
Entraspace Technical Consultant Pvt. Ltd.
Page 17+4
Fig: Load Diagram 4 Flexural Capacity of Reinforced Concrete Rectangular Section Structural Design of Swimming Pools 4.1 Factored Bending Moments (KNm) Mult = 24.0859 4.2 Properties of Concrete Section & Steel Diameter of Rebar, D = 16 Compressive Strength of Concrete, fcu =
30
Yield Strength of Steel, fy = Width of Rectangular Section, b = Width of Rectangular Section, h = Effective Depth to the Tension Reinforcement, d =
415 1000 250 192
Entraspace Technical Consultant Pvt. Ltd.
Page 18+4
4.3 Main Renforcement
Area of Steel, Ast = 1/2*fck*bd/fy*(1-SQRT(1-4.59 =
356.638
Minimum Area of Steel, Ast,min = 0.12% of bD =
600
Area of One Steel Rebar = 201.0619 No. of Rebar Required, n = 3 Spacing of Rebar, s = 333.3333 Therefore, Provide 16mm Dia Rebar @ 150mm c/c Total Provided Area, Ast,pro = 1340.41 4.4 Horizontal Reinforcement Height of Wall, H = 1.8288 According to IS 456:2000, Area of Horizontal Rebar = 0.2% of hH = 914.4 For one face, Area of Rebar = Diameter of Rebar =
457.2 10
Area of One Rebar = 78.53982 No. of Rebar, n = 7 Spacing of Rebar, s = 261.2571 Therefore, Provide 10mm Dia Rebar @ 150mm c/c 4.5 Check for Depth We have, 2 M = 0.138*fck*b*d
Therefore, d = SQRT(Mult/(0.138*fck*b)) = 76.2748 4.6 Check on Crack Width fck =
30
fy =
415
Area of Reinforcement, As = 1340.413 b= 1000 h= 250 d= 192 Minimum Cover to Tension Reinforcement, Cmin = 50 Maximum Rebar Spacing, S = 125 Diameter of Rebar, db = 16
acr = SQRT((S/2)^2+(Cmin+db/2)^ = 77.26576
Entraspace Technical Consultant Pvt. Ltd.
Page 19+4
acr is the distance from the point considered to the surface of the nearest longitudina Applied Service Moment, Ms = 16.05726 Calculation Permissible Compressive Strength of Concrete in Bending = 10 Modulus of Elasticity of Steel, Es = 200 Modular Ratio, α = 9.33 ρ = As/bd = 0.00698 Depth of Neutral Axis, x = = Z= = Reinforcement Stress, fs =
(-α.ρ+((α.ρ)2+2.α.ρ)0.5d 57.92067 d-x/3 172.6931 Ms/(As*Z)
= 69.36778 Concrete Stress, fc = (fs*As)/(0.5*b*x) =
Entraspace Technical Consultant Pvt. Ltd.
3.21
Page 20+4
Strain at Soffit of Concrete Beam/Slab, ε1 = (fs/Es)*(h-x)/(d-x) = 0.000497 Strain due to Stiffening Effect of Concrete between Cracks, ε2 = b.(h-x)2/(3.Es.As.(d-x)) for cra = 0.000342 Average strain for calculation of crack width, εm = ε1- ε2
= 0.000155 Calculated Crack Width, w = 3.acr. εm/(1+2.(acr-Cmin)/(h-x) = 0.027935
Entraspace Technical Consultant Pvt. Ltd.
Page 21+4
% % ⁰ ⁰
Min Max Min Max Min Max
KN/m2 mm KN/m2/m
330000 KN/m2/m
will be adopted in the design of the KN/m3 KN/m3 KN/m3 KN/m3 KN/m3 KN/m3
ken into : KN/m2 KN/m2
KN/m2
s, the earth pressure will be determined as follows: (used for Check Stability) (used for Design of Section)
Entraspace Technical Consultant Pvt. Ltd.
Page 22+4
rds as stated herein or as specified in the performance specification.
All Structural Elements Blinding/Mass Concrete
Entraspace Technical Consultant Pvt. Ltd.
Page 23+4
KN/mm2 KN/mm2 mm mm
m crack width of 0.20 mm shall be adopted; crack width shall be
m KN/m2 1/2*Pw*D*D/3 KNm KNm m KN/m2 KN/m2 1/2*Psoil*Hwall*Hwall/3+Psur*Hwall*Hwall/2 KNm KNm 0.726*(cm*Kh*γw*H)*H Maxi. value of pressure coefficient for a given constant slope 0.735*(θ⁰/90⁰) Fraction of Gravity adopted for horizontal (αh/g) KN/m3 KN 0.412*Ph*H KNm KNm KNm
Entraspace Technical Consultant Pvt. Ltd.
Page 24+4
Fig: Load Diagram
tangular Section
KNm mm N/mm2 N/mm2 mm mm mm
Entraspace Technical Consultant Pvt. Ltd.
Page 25+4
1/2*fck*bd/fy*(1-SQRT(1-4.598*Mult*10^6/fckbd2)) mm2 0.12% of bD mm2
<
356.6379 mm2
NG
mm2 Nos. mm mm2 m 0.2% of hH mm2 mm2 mm mm2 Nos. mm
0.138*fck*b*d2 SQRT(Mult/(0.138*fck*b)) mm
<
192 mm
OK
N/mm2 N/mm2 mm2 mm mm mm mm mm mm SQRT((S/2)^2+(Cmin+db/2)^2)-db/2 mm
Entraspace Technical Consultant Pvt. Ltd.
Page 26+4
surface of the nearest longitudinal bar KNm
N/mm2
as per IS 456:2000 Table 21
KN/mm2
(-α.ρ+((α.ρ)2+2.α.ρ)0.5d mm mm N/mm2 (fs*As)/(0.5*b*x) N/mm2
Entraspace Technical Consultant Pvt. Ltd.
Page 27+4
(fs/Es)*(h-x)/(d-x)
b.(h-x)2/(3.Es.As.(d-x)) for crack width of 0.2mm
3.acr. εm/(1+2.(acr-Cmin)/(h-x)) mm
>
0.2 mm
Entraspace Technical Consultant Pvt. Ltd.
OK
Page 28+4
C
Design of Base Slab at Deeper Depth 1 Geotechnical Design Data Specific Gravity, = Natural Moisture Content of Soil , = Angle of Internal Friction, = Allowable Bearing Capacity of Soil, = Permissible Settlement =
2.63 2.68 8.18 17.50 30.0 38.0 220.0 40.0
Soil Subgrade = 16500.0 2 Design Criteria 2.1 Design Loading a The Dead Load densities and dead load allowances will be adopted in the design of the following structural elements: Density of Reinforced Concrete =
25.0
Density of Unreinforced Concrete =
23.0
Density of Soil =
19.2
Density of Water =
10.0
Submerged Density of Concrete =
10.0
Submerged Density of Soil =
10.0
b Super Imposed Load The following super imposed dead loads shall be taken into : Floor Finishes =
1.5
Services =
1.0
c Live Load The following live loads shall be taken into : Loading Bay =
7.5
d Earth Pressure For the design of earth retaining structural elements, the earth pressure will be deter Active Earth Pressure Coefficient, Ka = 0.333333 ive Earth Pressure Coefficient, Kb = 3 Rest Pressure Coefficient, Ko = 0.5 2.2 Load Combination Ultimate Limit State ULS_01 1.5 DL 1.5 LL 1.5 EP 1.5 WP 1.5 T Entraspace Technical Consultant Pvt. Ltd.
Page 29+8
Serviciability Limit State SLS_01 1 DL 1 LL 1 EP 1 WP 1T Legend: DL Dead Load LL Live Load EP Earth Pressure WP Water Pressure T Uniform Temperature 2.3 Materials
All materials shall conform to the applicable standards as stated herein or as specifie a Concrete The following concrete grades and properties shall be used:
Entraspace Technical Consultant Pvt. Ltd.
Page 30+8
M30 = All Structural Elements M20 = Blinding/Mass Concrete b Reinforcing Steel The following steel grades and properties shall be used: Yield Strength, fy = Modulus of Elasticity, Es =
415
Earth Faces Exposure = Exposed to Weather =
75 50
200
2.4 Concrete Cover
Crack Control For retaining aqueous liquids structures a maximum crack width of 0.20 mm shall be calculated to BS8007. 3 Flexural Capacity of Reinforced Concrete Rectangular Section Structural Design of Swimming Pools 3.1 Factored Bending Moments (KNm) Mult = 155.06 3.2 Properties of Concrete Section & Steel Diameter of Rebar, D = 16 Compressive Strength of Concrete, fcu =
30
Yield Strength of Steel, fy = 415 Width of Rectangular Section, b = 1000 Width of Rectangular Section, h = 400 Effective Depth to the Tension Reinforcement, d = 342 3.3 Main Renforcement Area of Steel, Ast = 1/2*fck*bd/fy*(1-SQRT(1-4.59 =
1327.08
Minimum Area of Steel, Ast,min = 0.2% of bD =
800
Area of One Steel Rebar = 201.0619 No. of Rebar Required, n = 7 Spacing of Rebar, s = 142.8571 Therefore, Provide 16mm Dia Rebar @ 125mm c/c Total Provided Area, Ast,pro = 1608.5 3.4 Check for Depth We have, 2 M = 0.138*fck*b*d
Therefore, d = SQRT(Mult/(0.138*fck*b)) = 193.531 3.5 Check on Crack Width Entraspace Technical Consultant Pvt. Ltd.
Page 31+8
fck =
30
fy =
415
Area of Reinforcement, As = 1608.495 b= 1000 h= 400 d= 342 Minimum Cover to Tension Reinforcement, Cmin = 50 Maximum Rebar Spacing, S = 125 Diameter of Rebar, db = 16
acr = SQRT((S/2)^2+(Cmin+db/2)^
= 77.26576 acr is the distance from the point considered to the surface of the nearest longitudina Applied Service Moment, Ms = 103.3733 Calculation Permissible Compressive Strength of Concrete in Bending = Modulus of Elasticity of Steel, Es = Modular Ratio, α =
Entraspace Technical Consultant Pvt. Ltd.
10 200 9.33
Page 32+8
ρ = As/bd = 0.00470 Depth of Neutral Axis, x = = Z= = Reinforcement Stress, fs =
(-α.ρ+((α.ρ)2+2.α.ρ)0.5d 87.42767 d-x/3 312.8574 Ms/(As*Z)
= 205.4197 Concrete Stress, fc = (fs*As)/(0.5*b*x) =
7.56 Strain at Soffit of Concrete Beam/Slab, ε1 = (fs/Es)*(h-x)/(d-x) = 0.001261 Strain due to Stiffening Effect of Concrete between Cracks, ε2 = b.(h-x)2/(3.Es.As.(d-x)) for cra = 0.000398 Average strain for calculation of crack width, εm = ε1- ε2
= 0.000863 Calculated Crack Width, w = 3.acr. εm/(1+2.(acr-Cmin)/(h-x) = 0.170413 3.6 Check for Soil Bearing Capacity Thickness of Plain Concrete Slab = Thickness of Reinforced Base Slab = The Maximum Water Depth =
75 400 3.5052
Pressure on Soil due to Base Slab and Water = 46.777 Assumming the Vertical Wall Weight shall acting on 1m width of Base Slab Weight of Vertical Wall =
32.004
Total Pressure on the Soil =
78.781
Entraspace Technical Consultant Pvt. Ltd.
Page 33+8
% % ⁰ ⁰
Min Max Min Max Min Max
KN/m2 mm
15000
KN/m2/m
330000 KN/m2/m for 1 and 2 Direction
will be adopted in the design of the KN/m3 KN/m3 KN/m3 KN/m3 KN/m3 KN/m3
ken into : KN/m2 KN/m2
KN/m2
s, the earth pressure will be determined as follows: (used for Check Stability) (used for Design of Section)
Entraspace Technical Consultant Pvt. Ltd.
Page 34+8
rds as stated herein or as specified in the performance specification.
Entraspace Technical Consultant Pvt. Ltd.
Page 35+8
All Structural Elements Blinding/Mass Concrete
KN/mm2 KN/mm2 mm mm
m crack width of 0.20 mm shall be adopted; crack width shall be
tangular Section
KNm mm N/mm2 N/mm2 mm mm mm 1/2*fck*bd/fy*(1-SQRT(1-4.598*Mult*10^6/fckbd2)) mm2 0.2% of bD mm2
<
1327.075 mm2
OK
mm Nos. mm
2
mm2
0.138*fck*b*d2 SQRT(Mult/(0.138*fck*b)) mm
<
342 mm
Entraspace Technical Consultant Pvt. Ltd.
OK
Page 36+8
N/mm2 N/mm2 mm2 mm mm mm mm mm mm SQRT((S/2)^2+(Cmin+db/2)^2)-db/2
mm surface of the nearest longitudinal bar KNm
N/mm2
as per IS 456:2000 Table 21
KN/mm
2
Entraspace Technical Consultant Pvt. Ltd.
Page 37+8
(-α.ρ+((α.ρ)2+2.α.ρ)0.5d mm mm N/mm2 (fs*As)/(0.5*b*x) N/mm2 (fs/Es)*(h-x)/(d-x)
b.(h-x)2/(3.Es.As.(d-x)) for crack width of 0.2mm
3.acr. εm/(1+2.(acr-Cmin)/(h-x)) mm
>
0.2 mm
OK
mm mm m KN/m2 1m width of Base Slab KN/m2 KN/m2
<
Allowable Bearing Capacity of Soil,
Entraspace Technical Consultant Pvt. Ltd.
Page 38+8
D
Design of Base Slab at Shallower Depth 1 Geotechnical Design Data Specific Gravity, = Natural Moisture Content of Soil , = Angle of Internal Friction, = Allowable Bearing Capacity of Soil, = Permissible Settlement =
2.63 2.68 8.18 17.50 30.0 38.0 220.0 40.0
Soil Subgrade = 16500.0 2 Design Criteria 2.1 Design Loading a The Dead Load densities and dead load allowances will be adopted in the design of the following structural elements: Density of Reinforced Concrete =
25.0
Density of Unreinforced Concrete =
23.0
Density of Soil =
19.2
Density of Water =
10.0
Submerged Density of Concrete =
10.0
Submerged Density of Soil =
10.0
b Super Imposed Load The following super imposed dead loads shall be taken into : Floor Finishes =
1.5
Services =
1.0
c Live Load The following live loads shall be taken into : Loading Bay =
7.5
d Earth Pressure For the design of earth retaining structural elements, the earth pressure will be deter Active Earth Pressure Coefficient, Ka = 0.333333 ive Earth Pressure Coefficient, Kb = 3 Rest Pressure Coefficient, Ko = 0.5 2.2 Load Combination Ultimate Limit State ULS_01 1.5 DL 1.5 LL 1.5 EP 1.5 WP 1.5 T Entraspace Technical Consultant Pvt. Ltd.
Page 39+11
Serviciability Limit State SLS_01 1 DL 1 LL 1 EP 1 WP 1T Legend: DL Dead Load LL Live Load EP Earth Pressure WP Water Pressure T Uniform Temperature
2.3 Materials All materials shall conform to the applicable standards as stated herein or as specifie a Concrete The following concrete grades and properties shall be used: M30 = All Structural Elements M20 = Blinding/Mass Concrete
Entraspace Technical Consultant Pvt. Ltd.
Page 40+11
b Reinforcing Steel The following steel grades and properties shall be used: Yield Strength, fy = Modulus of Elasticity, Es =
415
Earth Faces Exposure = Exposed to Weather =
75 50
200
2.4 Concrete Cover
Crack Control For retaining aqueous liquids structures a maximum crack width of 0.20 mm shall be calculated to BS8007. 3 Flexural Capacity of Reinforced Concrete Rectangular Section Structural Design of Swimming Pools 3.1 Factored Bending Moments (KNm) Mult = 24.0859 3.2 Properties of Concrete Section & Steel Diameter of Rebar, D = 16 Compressive Strength of Concrete, fcu =
30
Yield Strength of Steel, fy = 415 Width of Rectangular Section, b = 1000 Width of Rectangular Section, h = 250 Effective Depth to the Tension Reinforcement, d = 192 3.3 Main Renforcement Area of Steel, Ast = 1/2*fck*bd/fy*(1-SQRT(1-4.59 =
356.638
Minimum Area of Steel, Ast,min = 0.12% of bD =
300
Area of One Steel Rebar = 201.0619 No. of Rebar Required, n = 2 Spacing of Rebar, s = 500 Therefore, Provide 16mm Dia Rebar @ 150mm c/c Total Provided Area, Ast,pro = 1340.41 3.4 Check for Depth We have, 2 M = 0.138*fck*b*d
Therefore, d = SQRT(Mult/(0.138*fck*b)) = 76.2748 3.5 Check on Crack Width
Entraspace Technical Consultant Pvt. Ltd.
fck =
30
fy =
415 Page 41+11
Area of Reinforcement, As = 1340.413 b= 1000 h= 250 d= 192 Minimum Cover to Tension Reinforcement, Cmin = 50 Maximum Rebar Spacing, S = Diameter of Rebar, db =
125
16 acr = SQRT((S/2)^2+(Cmin+db/2)^ = 77.26576 acr is the distance from the point considered to the surface of the nearest longitudina Applied Service Moment, Ms = 16.05726
Entraspace Technical Consultant Pvt. Ltd.
Page 42+11
Calculation Permissible Compressive Strength of Concrete in Bending = 10 Modulus of Elasticity of Steel, Es = 200 Modular Ratio, α = 9.33 ρ = As/bd = 0.00698 Depth of Neutral Axis, x = = Z= = Reinforcement Stress, fs =
(-α.ρ+((α.ρ)2+2.α.ρ)0.5d 57.92067 d-x/3 172.6931 Ms/(As*Z)
= 69.36778 Concrete Stress, fc = (fs*As)/(0.5*b*x)
= 3.21 Strain at Soffit of Concrete Beam/Slab, ε1 = (fs/Es)*(h-x)/(d-x) = 0.000497 Strain due to Stiffening Effect of Concrete between Cracks, ε2 = b.(h-x)2/(3.Es.As.(d-x)) for cra = 0.000342 Average strain for calculation of crack width, εm = ε1- ε2
= 0.000155 Calculated Crack Width, w = 3.acr. εm/(1+2.(acr-Cmin)/(h-x) = 0.027935
Entraspace Technical Consultant Pvt. Ltd.
Page 43+11
% % ⁰ ⁰
Min Max Min Max Min Max
KN/m2 mm
15000
KN/m2/m
330000 KN/m2/m for 1 and 2 Direction
will be adopted in the design of the KN/m3 KN/m3 KN/m3 KN/m3 KN/m3 KN/m3
ken into : KN/m2 KN/m2
KN/m2
s, the earth pressure will be determined as follows: (used for Check Stability) (used for Design of Section)
Entraspace Technical Consultant Pvt. Ltd.
Page 44+11
rds as stated herein or as specified in the performance specification.
All Structural Elements Blinding/Mass Concrete
Entraspace Technical Consultant Pvt. Ltd.
Page 45+11
KN/mm2 KN/mm2 mm mm
m crack width of 0.20 mm shall be adopted; crack width shall be
tangular Section
KNm mm N/mm2 N/mm2 mm mm mm 1/2*fck*bd/fy*(1-SQRT(1-4.598*Mult*10^6/fckbd2)) mm2 0.12% of bD mm2
<
356.6379 mm2
OK
mm2 Nos. mm mm2
0.138*fck*b*d2 SQRT(Mult/(0.138*fck*b)) mm
<
192 mm
OK
N/mm2 N/mm2 Entraspace Technical Consultant Pvt. Ltd.
Page 46+11
mm2 mm mm mm mm mm mm SQRT((S/2)^2+(Cmin+db/2)^2)-db/2
mm surface of the nearest longitudinal bar KNm
Entraspace Technical Consultant Pvt. Ltd.
Page 47+11
N/mm2
as per IS 456:2000 Table 21
KN/mm2
(-α.ρ+((α.ρ)2+2.α.ρ)0.5d mm mm N/mm2 (fs*As)/(0.5*b*x) N/mm2 (fs/Es)*(h-x)/(d-x)
b.(h-x)2/(3.Es.As.(d-x)) for crack width of 0.2mm
3.acr. εm/(1+2.(acr-Cmin)/(h-x)) mm
>
0.2 mm
Entraspace Technical Consultant Pvt. Ltd.
OK
Page 48+11
Design of Vertical Wall at Deeper Depth 1 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 38.0 220.0
2 Design Criteria 2.1 Design Loading a The Dead Load densities and dead load allowances will be adopted in the design of t following structural elements: Density of Reinforced Concrete =
25.0
Density of Unreinforced Concrete =
23.0
Density of Soil =
19.2
Density of Water =
10.0
Submerged Density of Concrete =
10.0
Submerged Density of Soil =
10.0
b Super Imposed Load The following super imposed dead loads shall be taken into : Floor Finishes =
1.5
Services =
1.0
c Live Load The following live loads shall be taken into : Loading Bay =
7.5
d Earth Pressure For the design of earth retaining structural elements, the earth pressure will be det Active Earth Pressure Coefficient, Ka = 0.333333 ive Earth Pressure Coefficient, Kb = 3 Rest Pressure Coefficient, Ko = 0.5 2.2 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 Entraspace Technical Consultant Pvt. Ltd.
Page 1
SLS_01
1 DL 1 LL 1 EP 1 WP 1T
Legend: DL LL EP WP T
Dead Load Live Load Earth Pressure Water Pressure Uniform Temperature
2.3 Materials
All materials shall conform to the applicable standards as stated herein or as specifi a Concrete The following concrete grades and properties shall be used: M30 = All Structural Elements M20 = Blinding/Mass Concrete
Entraspace Technical Consultant Pvt. Ltd.
Page 2
b Reinforcing Steel The following steel grades and properties shall be used: Yield Strength, fy = Modulus of Elasticity, Es =
415
Earth Faces Exposure = Exposed to Weather =
75 50
200
2.4 Concrete Cover
Crack Control For retaining aqueous liquids structures a maximum crack width of 0.20 mm shall b calculated to BS8007. 3 Design of Vertical Wall Maximum Water Depth, D =
3.5052
Water Pressure, Pw =
35.052 Service Moment due to Water Pressure = 1/2*Pw*D*D/3 = 71.77731 Ultimate Moment due to Water Pressure = 107.666 Maximum Wall Height, Hwall =
3.6576 Rest Earth Pressure due to Soil, Psoil = Ko*ϒs*h = 35.11296 Rest Earth Pressure due to Surcharge Psur =
3.75 Service Moment due to Earth Pressure = 1/2*Psoil*Hwall*Hwall/3+Psur* = 103.3742 Ultimate Moment due to Earth Pressure = 155.061
Hydrodynamic Pressure, Ph = 0.726*(cm*Kh*γw*H)*H Rest Earth Pressure due to Soil, Psoil = 1/2*ϒs*h cm = Max. value of pressure co Where, = 0.735*(θ⁰/90⁰) = 0.735 Kh = Fraction of Gravity adopte =
0.1
γw =
10
Therefore, Hydrodynamic Pressure, Ph =
6.55616 Service Moment due to Hydrodynamic Pressure = 0.412*Ph*H = 9.468029 Ultimate Moment due to Hydrodynamic Pressure = 14.202 Total Ultimate Moment due to Water Pressure = 121.868
Entraspace Technical Consultant Pvt. Ltd.
Page 3
Fig: Load Diagram 4 Flexural Capacity of Reinforced Concrete Rectangular Section Structural Design of Swimming Pools
Entraspace Technical Consultant Pvt. Ltd.
Page 4
4.1 Factored Bending Moments (KNm) Mult =
155.061
4.2 Properties of Concrete Section & Steel Diameter of Rebar, D =
16
Compressive Strength of Concrete, fcu =
30
Yield Strength of Steel, fy = 415 Width of Rectangular Section, b = 1000 Width of Rectangular Section, h = 450 Effective Depth to the Tension Reinforcement, d = 392 4.3 Main Renforcement Area of Steel, Ast = 1/2*fck*bd/fy*(1-SQRT(1-4. =
1141.66
Minimum Area of Steel, Ast,min = 0.12% of bD =
900
Area of One Steel Rebar = 201.0619 No. of Rebar Required, n = 6 Spacing of Rebar, s = 166.6667 Therefore, Provide 16mm Dia Rebar @ 150mm c/c Total Provided Area, Ast,pro = 1340.41 4.4 Horizontal Reinforcement Height of Wall, H = 3.6576 According to IS 456:2000, Area of Horizontal Rebar = 0.2% of hH = 3291.84 For one face, Area of Rebar = Diameter of Rebar =
1645.92 12
Area of One Rebar = 113.0973 No. of Rebar, n = 16 Spacing of Rebar, s = 228.6 Therefore, Provide 12mm Dia Rebar @ 150mm c/c 4.5 Check for Depth We have, 2 M = 0.138*fck*b*d
Therefore, d = SQRT(Mult/(0.138*fck*b)) = 193.531 4.6 Check on Crack Width fck =
30
fy =
415
Area of Reinforcement, As = 1340.413 Entraspace Technical Consultant Pvt. Ltd.
Page 5
b= h= d=
1000 450 392
Minimum Cover to Tension Reinforcement, Cmin =
50 125
Maximum Rebar Spacing, S = Diameter of Rebar, db =
16 acr = SQRT((S/2)^2+(Cmin+db/2)
= 77.26576 acr is the distance from the point considered to the surface of the nearest longitudin Applied Service Moment, Ms = 103.3742 Calculation Permissible Compressive Strength of Concrete in Bending = 10 Modulus of Elasticity of Steel, Es = 200 Modular Ratio, α = 9.33 ρ = As/bd = 0.00342 Depth of Neutral Axis, x = (-α.ρ+((α.ρ)2+2.α.ρ)0.5d
Entraspace Technical Consultant Pvt. Ltd.
Page 6
= Z= = Reinforcement Stress, fs =
87.31313 d-x/3 362.8956 Ms/(As*Z)
= 212.5162 Concrete Stress, fc = (fs*As)/(0.5*b*x) =
6.53 Strain at Soffit of Concrete Beam/Slab, ε1 = (fs/Es)*(h-x)/(d-x) = 0.001265 Strain due to Stiffening Effect of Concrete between Cracks, ε2 = b.(h-x)2/(3.Es.As.(d-x)) for c = 0.000537 Average strain for calculation of crack width, εm = ε1- ε2
= 0.000728 Calculated Crack Width, w = 3.acr. εm/(1+2.(acr-Cmin)/(h= 0.146701
Entraspace Technical Consultant Pvt. Ltd.
Page 7
% % ⁰ ⁰
Min Max Min Max Min Max
KN/m2
owances will be adopted in the design of the KN/m3 KN/m3 KN/m3 KN/m3 KN/m3 KN/m3
shall be taken into : KN/m2 KN/m2
KN/m2
al elements, the earth pressure will be determined as follows: (used for Check Stability) (used for Design of Section)
Entraspace Technical Consultant Pvt. Ltd.
Page 8
ble standards as stated herein or as specified in the performance specification.
All Structural Elements Blinding/Mass Concrete
Entraspace Technical Consultant Pvt. Ltd.
Page 9
KN/mm2 KN/mm2 mm mm
a maximum crack width of 0.20 mm shall be adopted; crack width shall be
m KN/m2 1/2*Pw*D*D/3 KNm KNm m KN/m2
1.46304 KN/m2
KN/m2 1/2*Psoil*Hwall*Hwall/3+Psur*Hwall*Hwall/2 KNm KNm 0.726*(cm*Kh*γw*H)*H Max. value of pressure coefficient for a given constant slope 0.735*(θ⁰/90⁰) Fraction of Gravity adopted for horizontal (αh/g) KN/m3 KN 0.412*Ph*H KNm KNm KNm
Entraspace Technical Consultant Pvt. Ltd.
Page 10
Fig: Load Diagram
crete Rectangular Section
Entraspace Technical Consultant Pvt. Ltd.
Page 11
KNm mm N/mm2 N/mm2 mm mm mm 1/2*fck*bd/fy*(1-SQRT(1-4.598*Mult*10^6/fckbd2)) mm2 0.12% of bD mm2
<
1141.662 mm2
OK
mm Nos. mm
2
mm2 m 0.2% of hH mm2 mm2 mm mm2 Nos. mm
0.138*fck*b*d2 SQRT(Mult/(0.138*fck*b)) mm
<
392 mm
OK
N/mm2 N/mm2 mm2 Entraspace Technical Consultant Pvt. Ltd.
Page 12
mm mm mm mm mm mm SQRT((S/2)^2+(Cmin+db/2)^2)-db/2
mm red to the surface of the nearest longitudinal bar KNm
N/mm2
as per IS 456:2000 Table 21
KN/mm
2
(-α.ρ+((α.ρ)2+2.α.ρ)0.5d
Entraspace Technical Consultant Pvt. Ltd.
Page 13
mm mm N/mm2 (fs*As)/(0.5*b*x) N/mm2 (fs/Es)*(h-x)/(d-x)
b.(h-x)2/(3.Es.As.(d-x)) for crack width of 0.2mm
3.acr. εm/(1+2.(acr-Cmin)/(h-x)) mm
>
Entraspace Technical Consultant Pvt. Ltd.
0.2 mm
OK
Page 14
B
Design of Vertical Wall at Deeper Depth 1 Geotechnical Design Data Specific Gravity, = Natural Moisture Content of Soil , = Angle of Internal Friction, = Allowable Bearing Capacity of Soil, = Permissible Settlement =
2.63 2.68 8.18 17.50 30.0 38.0 220.0 40.0
Soil Subgrade = 16500.0 2 Design Criteria 2.1 Design Loading a The Dead Load densities and dead load allowances will be adopted in the design of the following structural elements: Density of Reinforced Concrete =
25.0
Density of Unreinforced Concrete =
23.0
Density of Soil =
19.2
Density of Water =
10.0
Submerged Density of Concrete =
10.0
Submerged Density of Soil =
10.0
b Super Imposed Load The following super imposed dead loads shall be taken into : Floor Finishes =
1.5
Services =
1.0
c Live Load The following live loads shall be taken into : Loading Bay =
7.5
d Earth Pressure For the design of earth retaining structural elements, the earth pressure will be deter Active Earth Pressure Coefficient, Ka = 0.333333 ive Earth Pressure Coefficient, Kb = 3 Rest Pressure Coefficient, Ko = 0.5 2.2 Load Combination Ultimate Limit State ULS_01 1.5 DL 1.5 LL 1.5 EP 1.5 WP 1.5 T Entraspace Technical Consultant Pvt. Ltd.
Page 15+4
Serviciability Limit State SLS_01 1 DL 1 LL 1 EP 1 WP 1T Legend: DL Dead Load LL Live Load EP Earth Pressure WP Water Pressure T Uniform Temperature
2.3 Materials All materials shall conform to the applicable standards as stated herein or as specifie a Concrete The following concrete grades and properties shall be used: M30 = All Structural Elements M20 = Blinding/Mass Concrete
Entraspace Technical Consultant Pvt. Ltd.
Page 16+4
b Reinforcing Steel The following steel grades and properties shall be used: Yield Strength, fy = Modulus of Elasticity, Es =
415
Earth Faces Exposure = Exposed to Weather =
75 50
200
2.4 Concrete Cover
Crack Control For retaining aqueous liquids structures a maximum crack width of 0.20 mm shall be calculated to BS8007. 3 Design of Vertical Wall and Base Slab Maximum Water Depth, D =
1.6764
Water Pressure, Pw =
16.764 Service Moment due to Water Pressure = 1/2*Pw*D*D/3 = 7.852026 Ultimate Moment due to Water Pressure = 11.778 Maximum Wall Height, Hwall =
1.8288 Rest Earth Pressure due to Soil, Psoil = 1/2*ϒs*h = 17.55648 Rest Earth Pressure due to Surcharge Psur =
3.75 Service Moment due to Earth Pressure = 1/2*Psoil*Hwall*Hwall/3+Psur*Hw = 16.05726 Ultimate Moment due to Earth Pressure = 24.0859
Hydrodynamic Pressure, Ph = 0.726*(cm*Kh*γw*H)*H Rest Earth Pressure due to Soil, Psoil = 1/2*ϒs*h cm = Maxi. value of pressure coeffi Where, = 0.735*(θ⁰/90⁰) = 0.735 Kh = Fraction of Gravity adopted =
0.1
γw =
10
Therefore, Hydrodynamic Pressure, Ph = 1.499613 Service Moment due to Hydrodynamic Pressure = 0.412*Ph*H = 1.035748 Ultimate Moment due to Hydrodynamic Pressure = 1.55362 Total Ultimate Moment due to Water Pressure = 13.3317
Entraspace Technical Consultant Pvt. Ltd.
Page 17+4
Fig: Load Diagram 4 Flexural Capacity of Reinforced Concrete Rectangular Section Structural Design of Swimming Pools 4.1 Factored Bending Moments (KNm) Mult = 24.0859 4.2 Properties of Concrete Section & Steel Diameter of Rebar, D = 16 Compressive Strength of Concrete, fcu =
30
Yield Strength of Steel, fy = Width of Rectangular Section, b = Width of Rectangular Section, h = Effective Depth to the Tension Reinforcement, d =
415 1000 250 192
Entraspace Technical Consultant Pvt. Ltd.
Page 18+4
4.3 Main Renforcement
Area of Steel, Ast = 1/2*fck*bd/fy*(1-SQRT(1-4.59 =
356.638
Minimum Area of Steel, Ast,min = 0.12% of bD =
600
Area of One Steel Rebar = 201.0619 No. of Rebar Required, n = 3 Spacing of Rebar, s = 333.3333 Therefore, Provide 16mm Dia Rebar @ 150mm c/c Total Provided Area, Ast,pro = 1340.41 4.4 Horizontal Reinforcement Height of Wall, H = 1.8288 According to IS 456:2000, Area of Horizontal Rebar = 0.2% of hH = 914.4 For one face, Area of Rebar = Diameter of Rebar =
457.2 10
Area of One Rebar = 78.53982 No. of Rebar, n = 7 Spacing of Rebar, s = 261.2571 Therefore, Provide 10mm Dia Rebar @ 150mm c/c 4.5 Check for Depth We have, 2 M = 0.138*fck*b*d
Therefore, d = SQRT(Mult/(0.138*fck*b)) = 76.2748 4.6 Check on Crack Width fck =
30
fy =
415
Area of Reinforcement, As = 1340.413 b= 1000 h= 250 d= 192 Minimum Cover to Tension Reinforcement, Cmin = 50 Maximum Rebar Spacing, S = 125 Diameter of Rebar, db = 16
acr = SQRT((S/2)^2+(Cmin+db/2)^ = 77.26576
Entraspace Technical Consultant Pvt. Ltd.
Page 19+4
acr is the distance from the point considered to the surface of the nearest longitudina Applied Service Moment, Ms = 16.05726 Calculation Permissible Compressive Strength of Concrete in Bending = 10 Modulus of Elasticity of Steel, Es = 200 Modular Ratio, α = 9.33 ρ = As/bd = 0.00698 Depth of Neutral Axis, x = = Z= = Reinforcement Stress, fs =
(-α.ρ+((α.ρ)2+2.α.ρ)0.5d 57.92067 d-x/3 172.6931 Ms/(As*Z)
= 69.36778 Concrete Stress, fc = (fs*As)/(0.5*b*x) =
Entraspace Technical Consultant Pvt. Ltd.
3.21
Page 20+4
Strain at Soffit of Concrete Beam/Slab, ε1 = (fs/Es)*(h-x)/(d-x) = 0.000497 Strain due to Stiffening Effect of Concrete between Cracks, ε2 = b.(h-x)2/(3.Es.As.(d-x)) for cra = 0.000342 Average strain for calculation of crack width, εm = ε1- ε2
= 0.000155 Calculated Crack Width, w = 3.acr. εm/(1+2.(acr-Cmin)/(h-x) = 0.027935
Entraspace Technical Consultant Pvt. Ltd.
Page 21+4
% % ⁰ ⁰
Min Max Min Max Min Max
KN/m2 mm KN/m2/m
330000 KN/m2/m
will be adopted in the design of the KN/m3 KN/m3 KN/m3 KN/m3 KN/m3 KN/m3
ken into : KN/m2 KN/m2
KN/m2
s, the earth pressure will be determined as follows: (used for Check Stability) (used for Design of Section)
Entraspace Technical Consultant Pvt. Ltd.
Page 22+4
rds as stated herein or as specified in the performance specification.
All Structural Elements Blinding/Mass Concrete
Entraspace Technical Consultant Pvt. Ltd.
Page 23+4
KN/mm2 KN/mm2 mm mm
m crack width of 0.20 mm shall be adopted; crack width shall be
m KN/m2 1/2*Pw*D*D/3 KNm KNm m KN/m2 KN/m2 1/2*Psoil*Hwall*Hwall/3+Psur*Hwall*Hwall/2 KNm KNm 0.726*(cm*Kh*γw*H)*H Maxi. value of pressure coefficient for a given constant slope 0.735*(θ⁰/90⁰) Fraction of Gravity adopted for horizontal (αh/g) KN/m3 KN 0.412*Ph*H KNm KNm KNm
Entraspace Technical Consultant Pvt. Ltd.
Page 24+4
Fig: Load Diagram
tangular Section
KNm mm N/mm2 N/mm2 mm mm mm
Entraspace Technical Consultant Pvt. Ltd.
Page 25+4
1/2*fck*bd/fy*(1-SQRT(1-4.598*Mult*10^6/fckbd2)) mm2 0.12% of bD mm2
<
356.6379 mm2
NG
mm2 Nos. mm mm2 m 0.2% of hH mm2 mm2 mm mm2 Nos. mm
0.138*fck*b*d2 SQRT(Mult/(0.138*fck*b)) mm
<
192 mm
OK
N/mm2 N/mm2 mm2 mm mm mm mm mm mm SQRT((S/2)^2+(Cmin+db/2)^2)-db/2 mm
Entraspace Technical Consultant Pvt. Ltd.
Page 26+4
surface of the nearest longitudinal bar KNm
N/mm2
as per IS 456:2000 Table 21
KN/mm2
(-α.ρ+((α.ρ)2+2.α.ρ)0.5d mm mm N/mm2 (fs*As)/(0.5*b*x) N/mm2
Entraspace Technical Consultant Pvt. Ltd.
Page 27+4
(fs/Es)*(h-x)/(d-x)
b.(h-x)2/(3.Es.As.(d-x)) for crack width of 0.2mm
3.acr. εm/(1+2.(acr-Cmin)/(h-x)) mm
>
0.2 mm
Entraspace Technical Consultant Pvt. Ltd.
OK
Page 28+4
C
Design of Base Slab at Deeper Depth 1 Geotechnical Design Data Specific Gravity, = Natural Moisture Content of Soil , = Angle of Internal Friction, = Allowable Bearing Capacity of Soil, = Permissible Settlement =
2.63 2.68 8.18 17.50 30.0 38.0 220.0 40.0
Soil Subgrade = 16500.0 2 Design Criteria 2.1 Design Loading a The Dead Load densities and dead load allowances will be adopted in the design of the following structural elements: Density of Reinforced Concrete =
25.0
Density of Unreinforced Concrete =
23.0
Density of Soil =
19.2
Density of Water =
10.0
Submerged Density of Concrete =
10.0
Submerged Density of Soil =
10.0
b Super Imposed Load The following super imposed dead loads shall be taken into : Floor Finishes =
1.5
Services =
1.0
c Live Load The following live loads shall be taken into : Loading Bay =
7.5
d Earth Pressure For the design of earth retaining structural elements, the earth pressure will be deter Active Earth Pressure Coefficient, Ka = 0.333333 ive Earth Pressure Coefficient, Kb = 3 Rest Pressure Coefficient, Ko = 0.5 2.2 Load Combination Ultimate Limit State ULS_01 1.5 DL 1.5 LL 1.5 EP 1.5 WP 1.5 T Entraspace Technical Consultant Pvt. Ltd.
Page 29+8
Serviciability Limit State SLS_01 1 DL 1 LL 1 EP 1 WP 1T Legend: DL Dead Load LL Live Load EP Earth Pressure WP Water Pressure T Uniform Temperature 2.3 Materials
All materials shall conform to the applicable standards as stated herein or as specifie a Concrete The following concrete grades and properties shall be used:
Entraspace Technical Consultant Pvt. Ltd.
Page 30+8
M30 = All Structural Elements M20 = Blinding/Mass Concrete b Reinforcing Steel The following steel grades and properties shall be used: Yield Strength, fy = Modulus of Elasticity, Es =
415
Earth Faces Exposure = Exposed to Weather =
75 50
200
2.4 Concrete Cover
Crack Control For retaining aqueous liquids structures a maximum crack width of 0.20 mm shall be calculated to BS8007. 3 Flexural Capacity of Reinforced Concrete Rectangular Section Structural Design of Swimming Pools 3.1 Factored Bending Moments (KNm) Mult = 155.06 3.2 Properties of Concrete Section & Steel Diameter of Rebar, D = 16 Compressive Strength of Concrete, fcu =
30
Yield Strength of Steel, fy = 415 Width of Rectangular Section, b = 1000 Width of Rectangular Section, h = 400 Effective Depth to the Tension Reinforcement, d = 342 3.3 Main Renforcement Area of Steel, Ast = 1/2*fck*bd/fy*(1-SQRT(1-4.59 =
1327.08
Minimum Area of Steel, Ast,min = 0.2% of bD =
800
Area of One Steel Rebar = 201.0619 No. of Rebar Required, n = 7 Spacing of Rebar, s = 142.8571 Therefore, Provide 16mm Dia Rebar @ 125mm c/c Total Provided Area, Ast,pro = 1608.5 3.4 Check for Depth We have, 2 M = 0.138*fck*b*d
Therefore, d = SQRT(Mult/(0.138*fck*b)) = 193.531 3.5 Check on Crack Width Entraspace Technical Consultant Pvt. Ltd.
Page 31+8
fck =
30
fy =
415
Area of Reinforcement, As = 1608.495 b= 1000 h= 400 d= 342 Minimum Cover to Tension Reinforcement, Cmin = 50 Maximum Rebar Spacing, S = 125 Diameter of Rebar, db = 16
acr = SQRT((S/2)^2+(Cmin+db/2)^
= 77.26576 acr is the distance from the point considered to the surface of the nearest longitudina Applied Service Moment, Ms = 103.3733 Calculation Permissible Compressive Strength of Concrete in Bending = Modulus of Elasticity of Steel, Es = Modular Ratio, α =
Entraspace Technical Consultant Pvt. Ltd.
10 200 9.33
Page 32+8
ρ = As/bd = 0.00470 Depth of Neutral Axis, x = = Z= = Reinforcement Stress, fs =
(-α.ρ+((α.ρ)2+2.α.ρ)0.5d 87.42767 d-x/3 312.8574 Ms/(As*Z)
= 205.4197 Concrete Stress, fc = (fs*As)/(0.5*b*x) =
7.56 Strain at Soffit of Concrete Beam/Slab, ε1 = (fs/Es)*(h-x)/(d-x) = 0.001261 Strain due to Stiffening Effect of Concrete between Cracks, ε2 = b.(h-x)2/(3.Es.As.(d-x)) for cra = 0.000398 Average strain for calculation of crack width, εm = ε1- ε2
= 0.000863 Calculated Crack Width, w = 3.acr. εm/(1+2.(acr-Cmin)/(h-x) = 0.170413 3.6 Check for Soil Bearing Capacity Thickness of Plain Concrete Slab = Thickness of Reinforced Base Slab = The Maximum Water Depth =
75 400 3.5052
Pressure on Soil due to Base Slab and Water = 46.777 Assumming the Vertical Wall Weight shall acting on 1m width of Base Slab Weight of Vertical Wall =
32.004
Total Pressure on the Soil =
78.781
Entraspace Technical Consultant Pvt. Ltd.
Page 33+8
% % ⁰ ⁰
Min Max Min Max Min Max
KN/m2 mm
15000
KN/m2/m
330000 KN/m2/m for 1 and 2 Direction
will be adopted in the design of the KN/m3 KN/m3 KN/m3 KN/m3 KN/m3 KN/m3
ken into : KN/m2 KN/m2
KN/m2
s, the earth pressure will be determined as follows: (used for Check Stability) (used for Design of Section)
Entraspace Technical Consultant Pvt. Ltd.
Page 34+8
rds as stated herein or as specified in the performance specification.
Entraspace Technical Consultant Pvt. Ltd.
Page 35+8
All Structural Elements Blinding/Mass Concrete
KN/mm2 KN/mm2 mm mm
m crack width of 0.20 mm shall be adopted; crack width shall be
tangular Section
KNm mm N/mm2 N/mm2 mm mm mm 1/2*fck*bd/fy*(1-SQRT(1-4.598*Mult*10^6/fckbd2)) mm2 0.2% of bD mm2
<
1327.075 mm2
OK
mm Nos. mm
2
mm2
0.138*fck*b*d2 SQRT(Mult/(0.138*fck*b)) mm
<
342 mm
Entraspace Technical Consultant Pvt. Ltd.
OK
Page 36+8
N/mm2 N/mm2 mm2 mm mm mm mm mm mm SQRT((S/2)^2+(Cmin+db/2)^2)-db/2
mm surface of the nearest longitudinal bar KNm
N/mm2
as per IS 456:2000 Table 21
KN/mm
2
Entraspace Technical Consultant Pvt. Ltd.
Page 37+8
(-α.ρ+((α.ρ)2+2.α.ρ)0.5d mm mm N/mm2 (fs*As)/(0.5*b*x) N/mm2 (fs/Es)*(h-x)/(d-x)
b.(h-x)2/(3.Es.As.(d-x)) for crack width of 0.2mm
3.acr. εm/(1+2.(acr-Cmin)/(h-x)) mm
>
0.2 mm
OK
mm mm m KN/m2 1m width of Base Slab KN/m2 KN/m2
<
Allowable Bearing Capacity of Soil,
Entraspace Technical Consultant Pvt. Ltd.
Page 38+8
D
Design of Base Slab at Shallower Depth 1 Geotechnical Design Data Specific Gravity, = Natural Moisture Content of Soil , = Angle of Internal Friction, = Allowable Bearing Capacity of Soil, = Permissible Settlement =
2.63 2.68 8.18 17.50 30.0 38.0 220.0 40.0
Soil Subgrade = 16500.0 2 Design Criteria 2.1 Design Loading a The Dead Load densities and dead load allowances will be adopted in the design of the following structural elements: Density of Reinforced Concrete =
25.0
Density of Unreinforced Concrete =
23.0
Density of Soil =
19.2
Density of Water =
10.0
Submerged Density of Concrete =
10.0
Submerged Density of Soil =
10.0
b Super Imposed Load The following super imposed dead loads shall be taken into : Floor Finishes =
1.5
Services =
1.0
c Live Load The following live loads shall be taken into : Loading Bay =
7.5
d Earth Pressure For the design of earth retaining structural elements, the earth pressure will be deter Active Earth Pressure Coefficient, Ka = 0.333333 ive Earth Pressure Coefficient, Kb = 3 Rest Pressure Coefficient, Ko = 0.5 2.2 Load Combination Ultimate Limit State ULS_01 1.5 DL 1.5 LL 1.5 EP 1.5 WP 1.5 T Entraspace Technical Consultant Pvt. Ltd.
Page 39+11
Serviciability Limit State SLS_01 1 DL 1 LL 1 EP 1 WP 1T Legend: DL Dead Load LL Live Load EP Earth Pressure WP Water Pressure T Uniform Temperature
2.3 Materials All materials shall conform to the applicable standards as stated herein or as specifie a Concrete The following concrete grades and properties shall be used: M30 = All Structural Elements M20 = Blinding/Mass Concrete
Entraspace Technical Consultant Pvt. Ltd.
Page 40+11
b Reinforcing Steel The following steel grades and properties shall be used: Yield Strength, fy = Modulus of Elasticity, Es =
415
Earth Faces Exposure = Exposed to Weather =
75 50
200
2.4 Concrete Cover
Crack Control For retaining aqueous liquids structures a maximum crack width of 0.20 mm shall be calculated to BS8007. 3 Flexural Capacity of Reinforced Concrete Rectangular Section Structural Design of Swimming Pools 3.1 Factored Bending Moments (KNm) Mult = 24.0859 3.2 Properties of Concrete Section & Steel Diameter of Rebar, D = 16 Compressive Strength of Concrete, fcu =
30
Yield Strength of Steel, fy = 415 Width of Rectangular Section, b = 1000 Width of Rectangular Section, h = 250 Effective Depth to the Tension Reinforcement, d = 192 3.3 Main Renforcement Area of Steel, Ast = 1/2*fck*bd/fy*(1-SQRT(1-4.59 =
356.638
Minimum Area of Steel, Ast,min = 0.12% of bD =
300
Area of One Steel Rebar = 201.0619 No. of Rebar Required, n = 2 Spacing of Rebar, s = 500 Therefore, Provide 16mm Dia Rebar @ 150mm c/c Total Provided Area, Ast,pro = 1340.41 3.4 Check for Depth We have, 2 M = 0.138*fck*b*d
Therefore, d = SQRT(Mult/(0.138*fck*b)) = 76.2748 3.5 Check on Crack Width
Entraspace Technical Consultant Pvt. Ltd.
fck =
30
fy =
415 Page 41+11
Area of Reinforcement, As = 1340.413 b= 1000 h= 250 d= 192 Minimum Cover to Tension Reinforcement, Cmin = 50 Maximum Rebar Spacing, S = Diameter of Rebar, db =
125
16 acr = SQRT((S/2)^2+(Cmin+db/2)^ = 77.26576 acr is the distance from the point considered to the surface of the nearest longitudina Applied Service Moment, Ms = 16.05726
Entraspace Technical Consultant Pvt. Ltd.
Page 42+11
Calculation Permissible Compressive Strength of Concrete in Bending = 10 Modulus of Elasticity of Steel, Es = 200 Modular Ratio, α = 9.33 ρ = As/bd = 0.00698 Depth of Neutral Axis, x = = Z= = Reinforcement Stress, fs =
(-α.ρ+((α.ρ)2+2.α.ρ)0.5d 57.92067 d-x/3 172.6931 Ms/(As*Z)
= 69.36778 Concrete Stress, fc = (fs*As)/(0.5*b*x)
= 3.21 Strain at Soffit of Concrete Beam/Slab, ε1 = (fs/Es)*(h-x)/(d-x) = 0.000497 Strain due to Stiffening Effect of Concrete between Cracks, ε2 = b.(h-x)2/(3.Es.As.(d-x)) for cra = 0.000342 Average strain for calculation of crack width, εm = ε1- ε2
= 0.000155 Calculated Crack Width, w = 3.acr. εm/(1+2.(acr-Cmin)/(h-x) = 0.027935
Entraspace Technical Consultant Pvt. Ltd.
Page 43+11
% % ⁰ ⁰
Min Max Min Max Min Max
KN/m2 mm
15000
KN/m2/m
330000 KN/m2/m for 1 and 2 Direction
will be adopted in the design of the KN/m3 KN/m3 KN/m3 KN/m3 KN/m3 KN/m3
ken into : KN/m2 KN/m2
KN/m2
s, the earth pressure will be determined as follows: (used for Check Stability) (used for Design of Section)
Entraspace Technical Consultant Pvt. Ltd.
Page 44+11
rds as stated herein or as specified in the performance specification.
All Structural Elements Blinding/Mass Concrete
Entraspace Technical Consultant Pvt. Ltd.
Page 45+11
KN/mm2 KN/mm2 mm mm
m crack width of 0.20 mm shall be adopted; crack width shall be
tangular Section
KNm mm N/mm2 N/mm2 mm mm mm 1/2*fck*bd/fy*(1-SQRT(1-4.598*Mult*10^6/fckbd2)) mm2 0.12% of bD mm2
<
356.6379 mm2
OK
mm2 Nos. mm mm2
0.138*fck*b*d2 SQRT(Mult/(0.138*fck*b)) mm
<
192 mm
OK
N/mm2 N/mm2 Entraspace Technical Consultant Pvt. Ltd.
Page 46+11
mm2 mm mm mm mm mm mm SQRT((S/2)^2+(Cmin+db/2)^2)-db/2
mm surface of the nearest longitudinal bar KNm
Entraspace Technical Consultant Pvt. Ltd.
Page 47+11
N/mm2
as per IS 456:2000 Table 21
KN/mm2
(-α.ρ+((α.ρ)2+2.α.ρ)0.5d mm mm N/mm2 (fs*As)/(0.5*b*x) N/mm2 (fs/Es)*(h-x)/(d-x)
b.(h-x)2/(3.Es.As.(d-x)) for crack width of 0.2mm
3.acr. εm/(1+2.(acr-Cmin)/(h-x)) mm
>
0.2 mm
Entraspace Technical Consultant Pvt. Ltd.
OK
Page 48+11
Related Documents c2h70
Swimming Pool Design Sheet 2hw26
December 2019 69
Swimming Pool Design Guide g2c1o
August 2021 0
Swimming Pool Design- Presentation 4j4453
December 2021 0
Swimming Pool Design Standards 3e4v57
November 2019 84
Sydney's Swimming Pool Day 3l4o4u
September 2021 0