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Abstract This project is a structural analysis and design of a residential building located in JENIEN City, The building is consisted of 7 floors. The final analysis and design of building is done using a three dimensional (3D) structural model by the structural analysis and design software sap2000.

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3D Picture of the building 3D Picture of the building

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The preliminary dimensions of the structural elements are determined using one dimensional structural analysis for the structural members for gravity loads. Contain analysis and design is used for this purpose. The structural model results are verified by simple calculations and by comparing with the one dimensional analysis. The structural model results are verified by simple calculations and by comparing with the one dimensional analysis.

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Contents CHAPTER ONE: ( Introduction ) * Description of project * Materials * Loads * Design Code

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CHAPTER TWO:( PRELIMINARY DESIGN CHAPTER TWO:( PRELIMINARY DESIGN ) * General * Design of Rib Slab * Design of columns * Design of beams

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CHAPTER THREE: ( Three Dimensional Analysis And Design) * General * Modeling The Building as 3D * Seismic Loads * Analysis and Design of Slabs * Analysis and Design of Beams * Analysis and Design of columns * Analysis and Design of Footings * Analysis and Design of Stair * Analysis and Design of walls

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**CHAPTER ONE: INTRODUCTION This project introduces analysis and design of reinforce concrete residential building. Also this project provides clear design structural drawings for construction. This project is a residential building, which consists of 7 stories above the ground level. The area of each story is about 372. This project is a residential building, which consists of 7 stories above the ground level. The area of each story is about 372 m ². *General:

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* Materials Concrete strength f'c=300Kg/cm ² Modulus of elasticity equals Kg/cm ² Unit weight is 2.5 ton/m3. Fy= 4200 kg/cm2 (420 Mpa) Unit weight (ton/m 3 ) Material 2.5Reinforced concrete 1.2Concrete block 2.6Tiles

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*Loads: -Superimposed dead load=0.27 t/m ² -Live Load= 0.25 t/m ² - Additional dead load=0.1 t/m ²

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*codes and standard: 1- ACI ( AMERICAN CONCRETE INSTITUTE ) 2- UBC-97:( UNIFORM BUILDING CODE )

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**CHAPTER TWO: PRELIMINARY DESIGN -Soil capacity = 2.8 kg/cm ² -Concrete strength f'c=300Kg/cm ² -Steel yield strength, Fy= 4200 kg/cm2 *General:

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*Design of Rib Slab: -Minimum slab thickness is calculated according to ACI provision. ACI

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One end continuous = L / 18.5 = 425/18.5 =23 cm Cantilever = L/8=160/8=20 cm Then we assume thickness of slab (h) rib= 25 cm Cross section in Ribbed slab

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The distribution of ribs in the typical slabs shown in figure

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The ribs in the slab are analyzed using sap2000 program. As an example, the analysis result of rib are illustrated here: Use 2φ12 top and 2φ10 bottom steel moment diagram for rib, ton.m

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*Design of columns In this project rectangular columns are used. And these columns can carry axial load and no moment. -Design of Column : The dimensions of the column 30*35cm, Ag=1050cm ², And we use ρ between (1%- 4%) Pu=149 ton Pn=229 ton As =11 cm ² Use 6 φ16

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*Design of beams After distributed the beam in the plan as shown in figure, we insert to sap2000 and insert each load on it which come from ribs slab or from external or internal wall and then design it.

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-Design of beam (65*25): moment diagram, ton.m Area of steel, cm ² Use 8φ18 top and 5φ18 bottom steel

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**CHAPTER THREE: Three Dimensional Analysis And Design *General: This chapter provides analysis and design of 3D model for the building using sap2000 program. Figure below show 3D Model of it. 3D model

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*Modeling The Building as 3D Structure : **Sections: -shear walls= 20cm -Ribbed slabs are presented as one way solid slabs in y-direction. The thickness is calculated to be equivalent to ribs moment of inertia. Z = (12*17*17*.5*52*8*21)/((12*17)+(52*8)) Z=16.9 cm Ic = (52*8^3)/ 12 +(52*8*4.1^2) + 12*17*8.4^2 Ic= cm^4 52*(Equivalent)^3/ 12 = H=18.74cm

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-beams : Variable in sections, we use concrete covers of 3 cm Moment of inertia about 2 axis = Moment of inertia about 3 axis=0.35 -columns : we use concrete covers of 4 cm Moment of inertia about 2 axis = Moment of inertia about 3 axis=0.7 **Loads: -Own weight : will be calculated by the program. -Live load= 0.25 ton/m2. - Total super imposed dead load =0.37ton/m2

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-seismic loads First we will define the equivalent static As shown in the picture

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we define the cases of the seismic loads Seismic-x, Seismic-y

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*Structural Model Verification: Equilibrium Check: -Live Load: Total Live load = KN Live load from SAP = KN % Error =0.8% < 5% ok

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-Dead loads: Total load= KN Dead load from SAP = KN Error= 1.5% < 5% ok.

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super imposed Dead load: total S.D = 9870 KN From Sap = KN super imposed Dead load: total S.D = 9870 KN From Sap = KN Error= 2% < 5% ok

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*Analysis and Design of Slabs : -check shear :

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-Flexure Analysis and Design:

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Rib no. Max M(+ve) Max M(-ve) As (+ve)As (-ve) Bottom steel Top steel Stirrup Ø8 (spacing) Ф10 30 cm Ф10 30 cm Ф102Ф1230 cm Ф102Ф1230cm Ф102Ф12 30cm

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*Analysis and Design of Beams: Analysis and design output was taken from SAP2000. Beam 1.2 (70*30) Out Side Of Building Main steelstirrups (2leg 1ö 10mm) total A/sSpacing(cm) span1 botto m 3ö16 span top3ö Span2 botto m 3ö16 span top3ö Span3 botto m 3ö16 span top3ö

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*Analysis and Design of columns : Analysis and design output was taken from SAP2000. Design the worst column (has the max. axial load = 212 Ton) Assume column dimension: 30cm *60cm Pd=φλ*0.85(300(Ag-As)+ 4200*As) = 0.65 *0.8 *0.85 (300(0.99*30*60)-(4200*0.01*30*60)) =275.6 ton > 212 ok As = 0.01 *30*60 = 18cm 2 → Use 8φ18 mm

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*Analysis and Design of Footings : -Single Footings Footing (F4) : Pu= 212 t, Ps = 166 t Footing Area (A) = Ps./B.C.= 166/28 = 5.9 m² Footing dimensions : 2*3m Ultimate pressure (qu) = 212 /6 = 35.3 t/m² Wide beam shear : ФVc=39.4 ton, Vu = 35.3 ton Check Punching shear : ФVc=248.6 ton,Vu=185.7 ton ФVc > Vu ok Flexural design: Mu = qu*L²/2= 25.4ton.m/m As=16 cm²/m Use 8Ф16/m bottom steel in both directions

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Footing No. Footing dimensions Longitudinal Reinforcement Length (m) Width (m) Depth (m) Area of steel (cm 2 ) # of bars in each direction Ф16/m Ф16/m Ф16/m Ф16/m Ф16/m Ф20/m

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-Wall Footings Same steps of single footing Footing Wall No. Footing wall dimensionsVertical steel Horizontal steel Width (m)height (m)# of bars Ф14/m 6Ф16/m Ф16/m5Ф16/m Ф16/m5Ф16/m Ф16/m Ф16/m5Ф16/m

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- Elevator Footings Pu= 905 t, Ps = 710 t Footing Area (A) = Ps./B.C.= 25.4m² Footing dimensions : 5*5.5=27.5m² Ultimate pressure (qu) = 905 /27.5 = 32.3 t/m2 Wide beam shear 1: (simply supported) ФVc=33 ton, Vu = 29.4 ton ФVc > Vu ok Wide beam shear 2: (cantilever) ФVc=33 ton, Vu = 17.2 ton ФVc > Vu ok.

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Flexural design: Flexural design: M1: M1: Max negative moment from sap= 21.4 t.m Max negative moment from sap= 21.4 t.m Mn =23.7 Mn =23.7 As= 15cm² As= 15cm² Use 8φ16 Use 8φ16 Max. positive moment = 8 t.m Max. positive moment = 8 t.m Mn= 9 t.m Mn= 9 t.m As=8 cm² As=8 cm² Use 5φ16 Use 5φ16

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*Analysis and Design of Stair : - going of the stair is 30cm as standards - Flights and landings thickness will be taken as simply supported solid slab: height of landing=ln/20=270/20=13.5 cm. 15 cm thickness is suitable. Rise of stair= 16cm, -Design of the stair from sap M11: Maximum ( –ve )and (+ve )moments = 0.52Ton.m/m =0.0009< As =0.003 *100 *12 = 3.7 /m → use 3φ14 top and bottom steel is required Maximum ( – ve)and (+ve)moments = 0.52Ton.m/m

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Maximum (–ve) and (+ve) moment is 1.8 Ton.m/m. Maximum (–ve) and (+ve) moment is 1.8 Ton.m/m. =0.003<< =0.003<< As =0.003 *100 *12 = 3.7 /m → use 3φ14 top and As =0.003 *100 *12 = 3.7 /m → use 3φ14 top and bottom steel is required bottom steel is required Maximum ( – ve) and (+ve) moment is 1.8 Ton.m/m.

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Design of shear walls Design of shear walls Shear Wall No. Shear wall dimensionsVertical steel Horizontal steel Width (m) length (m)# of bars Ф14/m Ф14/m Ф14/m Ф14/m Ф14/m Ф14/m Ф14/m

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Thank you

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