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 1.2.2.13.3.13.23.33.43.53.64.5.6. Introduction Geotechnical Design DataSite Condition and Recommendation Design Criteria Design Loading Load Combinations Materials Concrete Cover Crack Control Codes and Standards Design of Vertical Wall & Base Slab Check of Early Thermal Cracking Check Soil Bearing Capacity 23333445556111209 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. Structure Name Approximate Length Approximate Width Water Depth 1 Garden Villa Swimming Pool 2 Royal Garden Villa Swimming Pool Type 1 3 Royal Garden Villa Swimming Pool Type 2 4 Swimming Pool Type 1 5 Swimming Pool Type 2 4.25 9.00 4.20 30.00 21.50 3.60 3.00 3.00 15.60 11.00 1.10 1.10 1.10 0.90 / 1.40 1.00 6 Swimming Pool Type 3 7 Cabana Plunge Pool 8 Kid's Pool Length & Width are Varied Length & Width are Varied Length & Width are Varied 0.90 0.90 0.45 9 Ryad Single Story Villa Swimming Pool 10 Ryad Double Story Villa Swimming Pool 4.00 4.60 3.00 2.00 1.10 1.10 09 Aug. 2010 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 shall be assumed 50kN/m2. The foundation designs will be verified against the data and recommendations received from the soil investigations. 3. Design Criteria 3.1 3.1.1 Design Loading 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 Density of Unreinforced Concrete Density of Soil Submerged Density of Concrete Submerged Density of Soil Super Imposed Load 25.0 kN/m323.0 kN/m3 20.0 kN/m310 KN/m310 KN/m3 The following super imposed dead loads shall be taken into account: 3.1.3 Floor Finishes Services Live Load 1.5 KN/m21.0 KN/m2The following live loads shall be taken into account: Loading Bay 7.50 KN/m23.1.4 Sand load shall be additive to live loads when area under consideration is used as a work area. A 0.75 kN/m2load 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) = 1sin / 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) 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 3.2.1 3.2.2 3.3 3.3.1 Load Combinations Ultimate Limit State Ultimate Limit State Combinations ULS_01 1.4DL+1.6LL+1.2EP+1.4WP+1.2T Serviceability Limit State SLS_01 1.0DL+1.0LL+1.0EP+1.0WP+1.0T Legend: DL Carga Muerta LL Viva/ImpuestaEP Presin de TierraWP Presin de Agua T Temperatura Uniforme Materiales Todos los materiales deben estar conforme con los estandares aplicables como los estados aqu o como los especificados por desempeo. Concreto Los siguientes grados de concreto deben ser usados: Grado del Concreto Elemento Estructurales Resistencia Caracteristica fcu Modulos def ElasticidadC40/20 All Structural Elements 40 N/mm2 28 KN/mm23.3.2 C20/20 Reinforcing Steel Blinding / Mass Concrete 20 N/mm2 20 KN/mm2Hot rolled reinforcement to BS 4449: 1997 will be specified with the following properties: Mild Steel Type Designation R Yield Strength 250 N/mm2 Modulus of Elasticity 200 KN/mm209 Aug. 2010 High Yield Deformed Type 2 T 460 N/mm2 200 KN/mm2 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 3.5 Concrete Cover Element Raft Retaining Walls Water Tank Walls Crack Control Exposure Earth Faces Other Faces Earth Faces Exposed to Weather Water Faces Other Faces Min. Cover 75mm 50mm 60mm 40mm 50mm 40mm 3.6 For retaining aqueous liquids structures a maximum crack width of 0.20 mm shall be adopted; crack width shall be calculated to BS8007. 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 = 14.0 kN/m Service Moment due to water pressure Ultimate Moment due to water pressure The maximum wall height = 0.50 * 14 * 1.40 * 1.40 / 3 = 4.57 kN.m = 1.40 * 4.57 = 6.43 kN.m = 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 Service Moment due to earth pressure Ultimate Moment due to earth pressure = 0.50 * 16.0 * 1.60 * 1.60 / 3 + 3.75 * 1.60 * 1.60 / 2 = 6.90 + 4.80 = 11.70 kN.m = 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 ) Notations : M ULT 14 Kn.m M ULT = Factored Bending Moment. 2. Properties of Concrete section & Steel fcu40 N/mm2 fcu = Compressive strength of concrete (Cube). fy b h d 420 N/mm2 1000 mm 360 mm 290 mm fy = Yield strength of non-prestressing steel. b = Width of rectangular section. h = Overall depth of section. d = The effective depth to the tension reinforcement. As (T16-175) 1142 mm2 3. Steps of Design As = Total area of non-prestressing steel. z Mu1 Mu2 Mu capacity As min. 276 mm 115 Kn.m 505 Kn.m 115 Kn.m 540 mm2 z = The lever arm Mult As provided is OK 09 Aug. 2010 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 DLM LL2. Properties of Materials Fcu Es Allowable Crack Width 3. Properties of Section 6.90 Kn.m M DL = Service bending moment due to dead load.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. 0.20 mm b h d 1000 mm 360 mm 290 mm b = Width of section. h = Overall depth of section. d = Effective depth to tension reinforcement. As 1142 mm2 As = Area of tension reinforcement. s Cnom 4. Calculations of crack width 16 mm 175 mm 50 mm = Bar diameter.s = Spacing between steel bars. Cnom = Clear Nominal cover. Ec 34000 N/mm2 Ec = Modulus of elasticity of concrete. n dc 12.35 77.44 mm n = Es / (0.50*Ec) dc = depth of concrete in compression. Inv M s 7.922E+08 mm4 Inv = Moment of inertia of cracked section. 11.70 Kn.m M = Total service bending moment. 38.78 N/mm2 s = Stress in tensile reinforcement.s1macr 1.85E-04 2.45E-04 0.00E+00 96.98 mm s = Strain in tensile reinforcement.1 = Strain in concrete at tensile zone neg. concrete effect in tension. m = Strain in tensile reinforcement at tensile zone Taking Stiffening of concrete in tension. acr = distance from the crack point considered to the surface of nearest longitudinal bar. 09 Aug. 2010 Crack width = ( 3 * acr * c ) / (1 + 2 * ( acr-Cnom ) / ( h-dc )) = 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 ) Notations : M ULT 14 Kn.m M ULT = Factored Bending Moment. 2. Properties of Concrete section & Steel fcu40 N/mm2 fcu = Compressive strength of concrete (Cube). fy b h d As (T12-175) 420 N/mm2 1000 mm 250 mm 170 mm 645 mm2 fy = Yield strength of non-prestressing steel. b = Width of rectangular section. h = Overall depth of section. d = The effective depth to the tension reinforcement. As = Total area of non-prestressing steel. 3. Steps of Design z 162 mm z = The lever arm Mult As provided is OK 09 Aug. 2010 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 DLM LL2. Properties of Materials Fcu Es Allowable Crack Width 3. Properties of Section 6.90 Kn.m M DL = Service bending moment due to dead load.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. 0.20 mm b h d 1000 mm 250 mm 170 mm b = Width of section. h = Overall depth of section. d = Effective depth to tension reinforcement. As 645 mm2 As = Area of tension reinforcement. s Cnom 4. Calculations of crack width 12 mm 175 mm 50 mm = Bar diameter.s = Spacing between steel bars. Cnom = Clear Nominal cover. Ec 34000 N/mm2 Ec = Modulus of elasticity of concrete. n dc 12.35 44.69 mm n = Es / (0.50*Ec) dc = depth of concrete in compression. Inv M s 1.549E+08 mm4 Inv = Moment of inertia of cracked section. 11.70 Kn.m M = Total service bending moment. 116.95 N/mm2 s = Stress in tensile reinforcement.s1macr 5.57E-04 9.12E-04 4.21E-04 97.89 mm s = Strain in tensile reinforcement.1 = Strain in concrete at tensile zone neg. concrete effect in tension. m = Strain in tensile reinforcement at tensile zone Taking Stiffening of concrete in tension. acr = distance from the crack point considered to the surface of nearest longitudinal bar. 09 Aug. 2010 Crack width = ( 3 * acr * c ) / (1 + 2 * ( acr-Cnom ) / ( h-dc )) = 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 * * [R (sh + th) - 0.5 * ult ] / ( 2 * w ) clause 5.3 fct / fb = 0.67 clause 5.4. Ac= 250 * 1000 = 250000 mm2. Gross area of section. = 12 mm bar size. R = 0.50 Restraint Factor ult = 0.0002 clause 5.3 sh = 0.0001 clause 5.6 th = 0.80 * * (T1 + T2) clause 5.7 th = 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 requiredOK 09 Aug. 2010 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 Total pressure on the soil 09 Aug. 2010 = 0.36 * 1.60 * 25 = 21.98 + 14.40 = 14.40 kN/m = 36.38 kN/m2. = 0.36 kg/cm2. Page 12 of 12