Structural Design of Swimming Pools
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Structural Design of Swimming Pool...
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DEVELOPMENT OF BEACH HOTEL & RESORT, PLOT NO. (SB-06) SAADIYAT ISLAND, ABU DHABI, UNITED ARAB EMIRATES Structural Design of Swimming Pools
DEVELOPMENT OF BEACH HOTEL & RESORT, PLOT NO. (SB-06) SAADIYAT ISLAND, ABU DHABI, UNITED ARAB EMIRATES STRUCTURAL DESIGN OF SWIMMING POOLS
Section
Page
1.
Introduction
2
2.
Geotechnical Design Data
3
2.1
Site Condition and Recommendation
3
3.
Design Criteria
3
3.1 3.2 3.3 3.4 3.5 3.6
Design Loading Load Combinations Materials Concrete Cover Crack Control Codes and Standards
3 4 4 5 5 5
4.
Design of Vertical Wall & Base Slab
6
5.
Check of Early Thermal Cracking
11
6.
Check Soil Bearing Capacity
12
09 Aug. 2010
Page 1 of 12
DEVELOPMENT OF BEACH HOTEL & RESORT, PLOT NO. (SB-06) SAADIYAT ISLAND, ABU DHABI, UNITED ARAB EMIRATES Structural Design of Swimming Pools
1.
Introduction This design calculation shall cover the structural design of the swimming pools structures for BEACH HOTEL & RESORT, PLOT (SB-06), SAADIYAT ISLAND. This design calculation shall cover the following swimming pools: No.
09 Aug. 2010
Structure Name
Approximate Length
Approximate Width
Water Depth
1
Garden Villa Swimming Pool
4.25
3.60
1.10
2
Royal Garden Villa Swimming Pool Type 1
9.00
3.00
1.10
3
Royal Garden Villa Swimming Pool Type 2
4.20
3.00
1.10
4
Swimming Pool Type 1
30.00
15.60
0.90 / 1.40
5
Swimming Pool Type 2
21.50
11.00
1.00
6
Swimming Pool Type 3
Length & Width are Varied
0.90
7
Cabana Plunge Pool
Length & Width are Varied
0.90
8
Kid's Pool
Length & Width are Varied
0.45
9
Ryad Single Story Villa Swimming Pool
4.00
3.00
1.10
10
Ryad Double Story Villa Swimming Pool
4.60
2.00
1.10
Page 2 of 12
DEVELOPMENT OF BEACH HOTEL & RESORT, PLOT NO. (SB-06) SAADIYAT ISLAND, ABU DHABI, UNITED ARAB EMIRATES Structural Design of Swimming Pools
2.
Geotechnical Design Data
2.1
Site Condition and Recommendation Since there is no available information about the site condition, the soil bearing capacity 2 shall be assumed 50kN/m . The foundation designs will be verified against the data and recommendations received from the soil investigations.
3.
Design Criteria
3.1
Design Loading
3.1.1
Dead Load The following densities and dead load allowances will be adopted in the design of the structural elements:
3.1.2
Density of Reinforced Concrete
25.0 kN/m
3
Density of Unreinforced Concrete
23.0 kN/m
3
Density of Soil
20.0 kN/m
3
Submerged Density of Concrete
10 KN/m
3
Submerged Density of Soil
10 KN/m
3
Super Imposed Load The following super imposed dead loads shall be taken into account:
3.1.3
•
Floor Finishes
1.5 KN/m
2
•
Services
1.0 KN/m
2
Live Load The following live loads shall be taken into account:
3.1.4
7.50 KN/m
2
•
Loading Bay
•
Sand load shall be additive to live loads when area under consideration is used as 2 a work area. A 0.75 kN/m load shall be used in design of slabs.
Earth Pressure For the design of earth retaining structural elements, the earth pressure will be determined as follows: Ka (active earth pressure) = 1–sin ¢ / 1+sin ¢ = 0.33
(used for check of stability)
Kp (passive earth pressure) = 1+sin ¢ / 1-sin ¢ = 3.0 Ko (at rest pressure) = 1-sin ¢ = 0.50
(used for design of section) º
Where ¢ is angle of internal friction, and it is equal to 30 .
09 Aug. 2010
Page 3 of 12
DEVELOPMENT OF BEACH HOTEL & RESORT, PLOT NO. (SB-06) SAADIYAT ISLAND, ABU DHABI, UNITED ARAB EMIRATES Structural Design of Swimming Pools
3.2
Load Combinations
3.2.1
Ultimate Limit State Ultimate Limit State Combinations ULS_01
3.2.2
1.4
DL
+
1.6
LL
+
1.2
EP
+
1.4
WP
+
1.2
T
1.0
LL
+
1.0
EP
+
1.0
WP
+
1.0
T
Serviceability Limit State SLS_01
1.0
DL
+
Legend:
3.3
DL
Dead Load
LL
Live/Imposed
EP
Earth Pressure
WP
Water Pressure
T
Uniform Temperature
Materials All materials shall conform to the applicable standards as stated herein or as specified in the performance specification.
3.3.1
Concrete The following concrete grades and properties shall be used: Concrete Grade
Structural Element
Characteristic
Modulus of Elasticity
Strength fcu
3.3.2
C40/20
All Structural Elements
40 N/mm
2
28 KN/mm
2
C20/20
Blinding / Mass Concrete
20 N/mm
2
20 KN/mm
2
Reinforcing Steel Hot rolled reinforcement to BS 4449: 1997 will be specified with the following properties: Type
09 Aug. 2010
Designation
Yield Strength
Modulus of Elasticity
Mild Steel
R
250 N/mm
2
200 KN/mm
2
High Yield Deformed Type 2
T
460 N/mm
2
200 KN/mm
2
Page 4 of 12
DEVELOPMENT OF BEACH HOTEL & RESORT, PLOT NO. (SB-06) SAADIYAT ISLAND, ABU DHABI, UNITED ARAB EMIRATES Structural Design of Swimming Pools
3.4
Concrete Cover Element Raft
Retaining Walls
Water Tank Walls
3.5
Exposure
Min. Cover
Earth Faces
75mm
Other Faces
50mm
Earth Faces
60mm
Exposed to Weather
40mm
Water Faces
50mm
Other Faces
40mm
Crack Control For retaining aqueous liquids structures a maximum crack width of 0.20 mm shall be adopted; crack width shall be calculated to BS8007.
3.6
Codes and Standards BS 8007
Design of Concrete Structures for Retaining Aqueous Liquids
BS 8110
Structural Use of Concrete
BD 28
Early Thermal Cracking in Concrete
09 Aug. 2010
Page 5 of 12
DEVELOPMENT OF BEACH HOTEL & RESORT, PLOT NO. (SB-06) SAADIYAT ISLAND, ABU DHABI, UNITED ARAB EMIRATES Structural Design of Swimming Pools
4.
Design of Vertical Wall & Base Slab The maximum water depth
= 1.40 m.
The water pressure
= 10 * 1.40
Service Moment due to water pressure
= 0.50 * 14 * 1.40 * 1.40 / 3
= 14.0 kN/m’
= 4.57 kN.m Ultimate Moment due to water pressure
= 1.40 * 4.57 = 6.43 kN.m
The maximum wall height
= 1.60 m.
The at rest earth pressure due to soil
= 0.50 * 20 * 1.60
= 16.0 kN/m’
The at rest earth pressure due to surcharge
= 0.50 * 7.50
= 3.75 kN/m’
Service Moment due to earth pressure
= 0.50 * 16.0 * 1.60 * 1.60 / 3 + 3.75 * 1.60 * 1.60 / 2
Service Moment due to earth pressure
= 6.90 + 4.80 = 11.70 kN.m
Ultimate Moment due to earth pressure
= 1.20 * 11.70 = 14.00 kN.m
Ground water table is lower the base slab so NO bending moment on the base slab due to the water weight.
09 Aug. 2010
Page 6 of 12
DEVELOPMENT OF BEACH HOTEL & RESORT, PLOT NO. (SB-06) SAADIYAT ISLAND, ABU DHABI, UNITED ARAB EMIRATES Structural Design of Swimming Pools
Flexural Capacity of Reinforced Concrete Rectangular Section According to BS8110 Structural Design of Swimming Pools Part Title :- Design of Vertical Wall 1. Factored Bending Moments ( Kn,m ) 14
M ULT
Notations :
Kn.m
M ULT = Factored Bending Moment.
2. Properties of Concrete section & Steel
fcu
40
N/mm2
fcu = Compressive strength of concrete (Cube).
fy
420
N/mm2
fy = Yield strength of non-prestressing steel.
b
1000
mm
b = Width of rectangular section.
h
360
mm
h = Overall depth of section.
d
290
mm
d = The effective depth to the tension reinforcement.
1142
mm2
As = Total area of non-prestressing steel.
As (T16-175)
3. Steps of Design
09 Aug. 2010
z
276
mm
z = The lever arm
Mult
As provided is OK
As provided
>
As min.
As provided is OK
Page 7 of 12
DEVELOPMENT OF BEACH HOTEL & RESORT, PLOT NO. (SB-06) SAADIYAT ISLAND, ABU DHABI, UNITED ARAB EMIRATES Structural Design of Swimming Pools
Calculation of Crack Width According to BS 8110 ( Considering Stiffening Effect of The Concrete in Tension Zone ) Structural Design of Swimming Pools Part Title :- Design of Vertical Wall 1. Service Bending Moment ( Kn.m )
Notations :
M DL
6.90
Kn.m
M DL = Service bending moment due to dead load.
M LL
4.80
Kn.m
M LL = Service bending moment due to live load.
40
N/mm2
Fcu = Characteristic concrete cube strength.
210000
N/mm2
Es = Modulus of elasticity of steel.
2. Properties of Materials Fcu Es
0.20
mm
b
1000
mm
b = Width of section.
h
360
mm
d
290
mm
h = Overall depth of section. d = Effective depth to tension reinforcement.
1142
mm2
As = Area of tension reinforcement.
Allowable Crack Width
3. Properties of Section
As
φ
16
mm
φ = Bar diameter.
s
175
mm
s = Spacing between steel bars.
50
mm
Cnom = Clear Nominal cover.
N/mm2
Ec = Modulus of elasticity of concrete.
Cnom
4. Calculations of crack width Ec
34000
n
12.35
dc
77.44
n = Es / (0.50*Ec) mm
dc = depth of concrete in compression.
7.922E+08
mm4
Inv = Moment of inertia of cracked section.
M
11.70
Kn.m
M = Total service bending moment.
σs
38.78
N/mm2
σs = Stress in tensile reinforcement.
εs ε1
1.85E-04
Inv
εs = Strain in tensile reinforcement. ε1 = Strain in concrete at tensile zone
2.45E-04
neg. concrete effect in tension.
εm
εm = Strain in tensile reinforcement at tensile zone
0.00E+00
Taking Stiffening of concrete in tension.
acr
96.98
mm
acr = distance from the crack point considered to the surface of nearest longitudinal bar.
Crack width = ( 3 * acr * εc ) / (1 + 2 * ( acr-Cnom ) / ( h-dc )) =
09 Aug. 2010
0.000 mm Safe of crack width
Page 8 of 12
DEVELOPMENT OF BEACH HOTEL & RESORT, PLOT NO. (SB-06) SAADIYAT ISLAND, ABU DHABI, UNITED ARAB EMIRATES Structural Design of Swimming Pools
Flexural Capacity of Reinforced Concrete Rectangular Section According to BS 8110 Structural Design of Swimming Pools Part Title :- Design of Base Slab 1. Factored Bending Moments ( Kn,m ) 14
M ULT
Notations :
Kn.m
M ULT = Factored Bending Moment.
2. Properties of Concrete section & Steel
fcu
40
N/mm2
fcu = Compressive strength of concrete (Cube).
fy
420
N/mm2
fy = Yield strength of non-prestressing steel.
b
1000
mm
b = Width of rectangular section.
h
250
mm
h = Overall depth of section.
d
170
mm
d = The effective depth to the tension reinforcement.
As (T12-175)
645
mm2
As = Total area of non-prestressing steel.
162
mm
z = The lever arm
Mult
As provided is OK
As provided
>
As min.
As provided is OK
Page 9 of 12
DEVELOPMENT OF BEACH HOTEL & RESORT, PLOT NO. (SB-06) SAADIYAT ISLAND, ABU DHABI, UNITED ARAB EMIRATES Structural Design of Swimming Pools
Calculation of Crack Width According to BS 8110 ( Considering Stiffening Effect of The Concrete in Tension Zone ) Structural Design of Swimming Pools Part Title :- Design of Base Slab 1. Service Bending Moment ( Kn.m )
Notations :
M DL
6.90
Kn.m
M DL = Service bending moment due to dead load.
M LL
4.80
Kn.m
M LL = Service bending moment due to live load.
40
N/mm2
Fcu = Characteristic concrete cube strength.
210000
N/mm2
Es = Modulus of elasticity of steel.
2. Properties of Materials Fcu Es
0.20
mm
b
1000
mm
b = Width of section.
h
250
mm
d
170
mm
h = Overall depth of section. d = Effective depth to tension reinforcement.
As
645
mm2
As = Area of tension reinforcement.
φ
12
mm
φ = Bar diameter.
s
175
mm
s = Spacing between steel bars.
50
mm
Cnom = Clear Nominal cover.
N/mm2
Ec = Modulus of elasticity of concrete.
Allowable Crack Width
3. Properties of Section
Cnom
4. Calculations of crack width Ec
34000
n
12.35
dc
44.69
n = Es / (0.50*Ec) mm
dc = depth of concrete in compression.
1.549E+08
mm4
Inv = Moment of inertia of cracked section.
M
11.70
Kn.m
M = Total service bending moment.
σs
116.95
N/mm2
σs = Stress in tensile reinforcement.
εs ε1
5.57E-04
Inv
εs = Strain in tensile reinforcement. ε1 = Strain in concrete at tensile zone
9.12E-04
neg. concrete effect in tension.
εm
εm = Strain in tensile reinforcement at tensile zone
4.21E-04
Taking Stiffening of concrete in tension.
acr
97.89
mm
acr = distance from the crack point considered to the surface of nearest longitudinal bar.
Crack width = ( 3 * acr * εc ) / (1 + 2 * ( acr-Cnom ) / ( h-dc )) =
09 Aug. 2010
0.084 mm Safe of crack width
Page 10 of 12
DEVELOPMENT OF BEACH HOTEL & RESORT, PLOT NO. (SB-06) SAADIYAT ISLAND, ABU DHABI, UNITED ARAB EMIRATES Structural Design of Swimming Pools
5.
Check of Early Thermal Cracking Early thermal cracking shall be checked according to BD28. As = ( fct / fb ) * Ac * φ * [R (εsh + εth) - 0.5 * εult ] / ( 2 * w )
clause 5.3
fct / fb = 0.67
clause 5.4.
Ac
= 250 * 1000 = 250000 mm2.
Gross area of section.
φ
= 12 mm
bar size.
R
= 0.50
Restraint Factor
εult
= 0.0002
clause 5.3
εsh
= 0.0001
clause 5.6
εth
= 0.80 * α * (T1 + T2)
clause 5.7
εth
= 0.80 * 0.000012 * (30 + 20) = 0.00048
w
= 0.20
allowable crack width
As required = 0.67 * 250000 * 12 * [ 0.50 * (0.0001 + 0.00048) - 0.5 * 0.0002 ] / ( 2 * 0.20 ) As required = 955 mm2. As provided = T12-175 at Top & Bottom Surface = 2 * 113 / 0.175 As provided = 1290 mm2 > As required
09 Aug. 2010
OK
Page 11 of 12
DEVELOPMENT OF BEACH HOTEL & RESORT, PLOT NO. (SB-06) SAADIYAT ISLAND, ABU DHABI, UNITED ARAB EMIRATES Structural Design of Swimming Pools
6.
Check Soil Bearing Capacity Thickness of Plain concrete Slab
= 0.10 m.
Thickness of Reinforced Base Slab
= 0.25 m.
The maximum water depth
= 1.40 m.
Pressure on soil due to base slab and water
= 0.075 * 23 + 0.25 * 25 + 1.40 * 10 = 21.975 kN/m2.
Assuming the vertical wall weight shall acting on 1.00m width of base slab. Weight of vertical wall
= 0.36 * 1.60 * 25
= 14.40 kN/m’
Total pressure on the soil
= 21.98 + 14.40
= 36.38 kN/m2. = 0.36 kg/cm2.
09 Aug. 2010
Page 12 of 12
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