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1 Analysis and Design of a Multi-storey Reinforced Concrete Building United Arab Emirates University College of Engineering Civil and Environmental Engineering Department Graduation Project II Second Semester 2007/2008 Prepared Sultan Saif Saeed Alneyadi 200203903 Sultan Khamis AL-shamsi200101595 Hasher Khamis AL-azizi200106031 Rashed Hamad AL-Neyadi200204018 Abdulrahman Abdulla Jarrah 200210915 Adviser Dr. Usama Ebead

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2 Outline Objectives Summary General Approach Building Types Concrete Structural Elements Slabs Flat Slab Design of Flat Slab Columns Rectangular Columns Design of Rectangular Columns Shear walls Design of Shear Walls Foundations Pile Group Design of Pile Group Economic Impact Enviromental Impact Conclusion

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3 Objectives The Objectives of the Project are:- Carrying out a complete analysis and design of the main structural elements of a multi-storey building including slabs, columns, shear walls and foundations Getting familiar with structural softwares ( SAFE,AutoCAD) Getting real life experience with engineering practices

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4 Summary Our graduation project is a residential building in Abu- Dhabi. This building consists of 12 repeated floors.

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5 General Approach Obtaining an architectural design of a regular residential multi- storey building. Al-Suwaidy residential building in Abu Dhabi. Establishing the structural system for the ground, and repeated floors of the building. The design of column, wind resisting system, and type of foundations will be determined taking into consideration the architectural drawings.

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6 Types of building Buildings are be divided into: Apartment building Apartment buildings are multi-story buildings where three or more residences are contained within one structure. Office building The primary purpose of an office building is to provide a workplace and working environment for administrative workers.

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7 Residential buildings

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8 Office buildings

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9 Concrete Mixtures Concrete is a durable material which is ideal for many jobs. The concrete mix should be workable. It is important that the desired qualities of the hardened concrete are met. Economy is also an important factor.

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10 Structural Elements Any reinforced concrete structure consists of : Slabs Columns Shear walls Foundations

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11 Flat Slab Structural System Flat slab is a concrete slab which is reinforced in two directions Advantages Disadvantages

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12 Types of Flat slab

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13 Defining properties Slab thickness = 23 cm Concrete compressive strength = 30 MPa Modules of elasticity of concrete = 200 GPa Yielding strength of steel = 420 MPa Combination of loads (1.4Dead Load + 1.6 Live Load)

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14 ACI 318-02 ACI 318-02 contains the current code requirements for concrete building design and construction. The design load combinations are the various combinations of the prescribed load cases for which the structure needs to be checked. 1.2 DL + 1.6 LL

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15 Flat Slab Analysis and Design Analyzing of flat slab mainly is done to find 1. Shear forces. 2. Bending moment. 3. Deflected shape. 4. Reactions at supports.

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16 Results and Discussion Deflection

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17 Results and Discussion Reactions at supports must be checked by a simple method.

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18 Flat Slab Reinforcement

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19 Columns It is a vertical structural member supporting axial compressive loads, with or with-out moments. Support vertical loads from the floors and roof and transmit these loads to the foundation.

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20 Types of column Spiral column Rectangular column Tied Columns Over 95% of all columns in building in non-seismic regions are tied columns Spiral Columns Spiral columns are generally circular. It makes the column more ductile.

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21 Steel Reinforcement in Columns The limiting steel ratio ranges between 1 % to 8 %. The concrete strength is between 25 MPa to 45 Mpa. Reinforcing steel strength is between 400 MPa to 500 Mpa.

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22 Design procedure 1. Calculate factored axial load Pu 2. Select reinforcement ratio 3. Concrete strength = 30 MPa, steel yield strength = 420 MPa 4. Calculate gross area 5. Calculate area of column reinforcement, As, and select rebar number and size.

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23 Columns to be designed

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24 Guidelines for Column Reinforcement Long Reinforcement Min. bar diameter Ø12 Min. concrete covers 40 mm Min. 4 bars in case of tied rectangular or circular Maximum distance between bars = 250 mm Short Reinforcement ( Stirrups) Least of: (16)×diameter of long bars least dimension of column (48)×diameter of ties dcdc S A sp

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25 Column Design 8- # of bars =

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26 Reinforcement of Columns

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27 Shear walls A shear wall is a wall that resists lateral wind loads which acts parallel to the plane of the wall.

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28 Shear walls Wind results in a pressure on the surface of the building Pressure increases with height Positive Pressure, acts towards the surface of the building Negative Pressure, acts away from the surface of the building (suction)

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29 Wind pressure q = Velocity pressure (Wind speed, height and exposure condition) G = Gust factor that depends on the building stiffness Cp = External pressure coefficient

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30 Gust G Factor & External pressure Cp coefficient for Stiff Structures take G =0.85 Windward Wall, Cp = +0.8 Leeward Wall, Cp = varies between -0.2 & -0.5 Depending on the L/B Ratio L/B = 18.84 m /26.18 m = 0.719 < 1 then, Cp = -0.5

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31 Velocity Pressure V = 160 km/h Kz = To be determined from the equations Kzt = 1 (level terrain adjacent to the building – not on hill) Kd = 0.85 (rectangular building) I = 1 (use group II)

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32 Important factor 32

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33 Velocity Exposure Coefficient ( K z )

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34 Design of the wind force North south direction

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35 Shear wall axial reactions

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36 Calculating Velocity Pressure 145 km/h 0.85 1 1 V (km/hr) 145 α9.5 ZgZg 274.32 K zt 1 KdKd 0.85 I1 G Cp (windward) 0.8 Cp (leeward)-0.5 B (m)26.18 Level Height (z) Tributary Height (h t ) Kzq z (kn/m 2) 12431.751.361.150225 1139.53.51.341.129849 10363.51.311.107994 932.53.51.281.084391 8293.51.251.058688 725.53.51.221.030406 6223.51.180.998873 518.53.51.140.963092 4153.51.090.921495 311.53.51.030.871364 283.50.950.807270 14.540.850.715176

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37 Design of the wind pressure G0.85 Cp (windward)0.8 Cp (leeward)-0.5 B (m)26.18 q b = q z (at the top of the building) Level Height (z) m Tributary Height (ht ) m Kzqz (kn/m2) Design Wind Pressure(KN/m^2)Design Wind Force (KN) wind ward (qz G CP) lee ward (qb G CP) wind ward (qz G CP)(B)(ht ) lee ward (qb G CP)(B)(ht ) Total (floor level) Moment (KN.m) 12431.751.361.1502250.782153-0.48884635.834345-22.39646558.2308102503.924826 1139.53.51.341.1298490.768297-0.48884670.399094-44.792931115.1920254550.084972 10363.51.311.1079940.753436-0.48884669.037332-44.792931113.8302624097.889443 932.53.51.281.0843910.737386-0.48884667.566683-44.792931112.3596143651.687445 8293.51.251.0586880.719908-0.48884665.965161-44.792931110.7580923211.984664 725.53.51.221.0304060.700676-0.48884664.202965-44.792931108.9958962779.395349 6223.51.180.9988730.679233-0.48884662.238149-44.792931107.0310792354.683748 518.53.51.140.9630920.654903-0.48884660.008720-44.792931104.8016501938.830531 4153.51.090.9214950.626617-0.48884657.416871-44.792931102.2098021533.147032 311.53.51.030.8713640.592527-0.48884654.293292-44.79293199.0862221139.491559 283.50.950.8072700.548944-0.48884650.299721-44.79293195.092651760.7412106 14.540.850.7151760.486320-0.48884650.927427-51.191921102.119348459.5370657 sum1229.70745228981.39785

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38 Computing total moment acting toward N-S Direction M = total floor level *height (z)

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39 W-E Direction Computation L= 26.18 B= 18.84 Level Height (z) m Tributary Height (ht ) m Kzqz (kn/m2) Design Wind Pressure(KN/m^2)Design Wind Force (KN) wind ward (qz G CP) lee ward (qb G CP) wind ward (qz G CP)(B)(ht ) lee ward (qb G CP)(B)(ht ) Total (floor level) Moment (KN.m) 12431.751.361.1502250.7821531-0.4888525.7875879-16.117242441.90483041801.907705 1139.53.51.341.1298490.7682974-0.4888550.6615328-32.234484982.89601773274.392699 10363.51.311.1079940.7534359-0.4888549.6815633-32.234484981.91604822948.977735 932.53.51.281.0843910.7373860-0.4888548.6232356-32.234484980.85772052627.875916 8293.51.251.0586880.7199079-0.4888547.4707271-32.234484979.70521202311.451149 725.53.51.221.0304060.7006763-0.4888546.2025923-32.234484978.43707722000.145469 6223.51.180.9988730.6792333-0.4888544.7886449-32.234484977.02312981694.508855 518.53.51.140.9630920.6549025-0.4888543.1842734-32.234484975.41875831395.247028 4153.51.090.9214950.6266165-0.4888541.3190931-32.234484973.55357801103.30367 311.53.51.030.8713640.5925275-0.4888539.0712612-32.234484971.3057461820.0160796 283.50.950.8072700.5489438-0.4888536.1973543-32.234484968.4318392547.4547138 14.540.850.7151760.4863200-0.4888536.6490728-36.839411373.4884841330.6981787 sum884.938441520855.9791983

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40 Design of Shear Wall East west direction North south direction

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41 Interaction Diagram

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42 Shear Wall Reinforcement

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43 Foundations Foundations are structural components used to support columns and transfer loads to the underlying Soil. Foundations Isolated Combined Strap wall Raft Shallow footing footing footing footing footing CaissonsPiles Deep

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44 Pile foundation Our building is rested on a weak soil formation which cant resist the loads coming from our proposed building, so we have to choose pile foundation. Pile cap Piles Weak soil Bearing stratum

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45 Pile foundation Piles are structural members that are made of steel, concrete or timber.

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46 Function of piles As with other types of foundation, the purpose of a pile foundation is: To transmit a foundation load to a solid ground To resist vertical, lateral and uplift load Piles can be Timber Concrete Steel Composite

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47 Concrete piles General facts Usual length: 10m-20m Usual load: 300kN-3000kN Advantages Corrosion resistance Can be easily combined with a concrete superstructure Disadvantages Difficult to achieve proper cutoff Difficult to transport

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48 Pile foundation Piles can be divided in to two major categories: 1. End Bearing Piles If the soil-boring records presence of bedrock at the site within a reasonable depth, piles can be extended to the rock surface 2. Friction Piles When no layer of rock is present depth at a site, point bearing piles become very long and uneconomical. In this type of subsoil, piles are driven through the softer material to specified depths.

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49 Pile Cap Reinforcement Pile caps carrying very heavy point loads tend to produce high tensile stresses at the pile cap. Reinforcement is thus designed to provide: Resistance to tensile bending forces in the bottom of the cap Resistance to vertical shear

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50 Design of the pile cap bearing capacity of one pile: Rs = α Cu As.L Length of pile penetration L = 18 meters Adhesion factor of soil (clay) α = 0.8 Untrained shear strength Cu =50 Diameter = 0.9 m For piles with diameter 0.9 m Rs = 2035.75 KN

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51 First type This section shows how pile caps are designed to carry only vertical load, and the equation used to determine the resistance of cap is Where P is the strength of the pile cap per one pile Q is the total force acting on the pile cap n is the number of piles used to support the pile cap

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52 Columns layout & Reactions ( Vertical Load ) ColumnReactionTotal Reaction kN 1129.63 1555.56 2246.85 2962.2 8382.66 4591.92 10393.38 4720.56 21458.35 5500.2 23400.85 4810.2 24627.74 7532.88 25384.14 4609.68 30158.3 1899.6 32355.26 4263.12

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53 Design of pile cap (Vertical Load only) Pile Cap 2 Reaction = 4610.4 kN Pile diameter = 0.9 m Capacity for one pile = 0.8 * 50 * 18 * π * 0.9 = 2035.75 KN Need 3 piles Length between piles = (2*0.3) + (3*0.9) + (2*0.9)*2 =6.9 m Width = 1.5 meters Actual forces on each pile = = 1536.8 kN

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54 Second type This section shows how pile caps are designed to carry vertical load and lateral loads ( Bending Moment), and the equation used to determine the resistance of cap is

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55 Shear walls layout & reactions wallM (KN.m)N (KN) W114072.1212285.6 W2366.0483596.76 W3366.0483026.88 W45719.53605.04 W530.652954128 W6301.61431899.6 W1010141.232.80882 W112402.5232.80882 W1320978.46700.246 W143297.66700.246 W152040262.4706 W165470.2262.4706 W177262.767903.641 W188571.487086.706

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56 Design of pile cap (Vertical Load & moment) Shear wall # (1): M = 14072.11561 Q = 12285.6 Assume 8 piles

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57 Economical impact Reinforced concrete is proven to be a very economical solution in the UAE. the most affordable solution for multistory building such as the one we are making the analysis and design for.

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58 Environmental impact Although the cement production is environmentally challenging, the final product of a reinforced concrete building is environmentally friendly.

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59 Gantt Chart

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60 Conclusion We have applied our gained knowledge during our graduation project We are able to use structural software ( SAFE ) We have practiced real life engineering practices This GP enables us to go into the market with an excellent background regarding design of RC At this point, we would like to thank all instructors, engineers, and Al Ain Consultant Office for their grateful effort.

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