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.

3D Picture of the building

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.

ContentsCHAPTER ONE: (Introduction)

* Description of project

* Materials

* Loads

* Design Code

CHAPTER TWO:(PRELIMINARY DESIGN )

* General

* Design of Rib Slab

* Design of columns

* Design of beams

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

**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 m.

*General:

*Materials Concrete strength f'c=300Kg/cm

Modulus of elasticity equals 261534 Kg/cm

Unit weight is 2.5 ton/m3.

Fy= 4200 kg/cm2 (420 Mpa)

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

*codes and standard: 1- ACI 318-08 (AMERICAN CONCRETE INSTITUTE) 2- UBC-97:(UNIFORM BUILDING CODE)

**CHAPTER TWO: PRELIMINARY DESIGN

-Soil capacity = 2.8 kg/cm

-Concrete strength f'c=300Kg/cm

-Steel yield strength, Fy= 4200 kg/cm2*General:

*Design of Rib Slab: -Minimum slab thickness is calculated according to ACI 318-08 provision. ACI 318-08

One end continuous = L / 18.5 = 425/18.5 =23 cm

Cantilever = L/8=160/8=20 cmThen we assume thickness of slab (h) rib= 25 cm Cross section in Ribbed slab

The distribution of ribs in the typical slabs shown in figure

The ribs in the slab are analyzed using sap2000 program. As an example, the analysis result of rib are illustrated here: Use 212 top and 210 bottom steelmoment diagram for rib, ton.m

*Design of columnsIn 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, And we use between (1%- 4%)Pu=149 ton Pn=229 ton

As =11 cm

Use 6 16

*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.

-Design of beam (65*25):moment diagram, ton.m Area of steel , cm

Use 818 top and 518 bottom steel

**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

*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 cmIc = (52*8^3)/ 12 +(52*8*4.1^2) + 12*17*8.4^2Ic= 28.518.9 cm^452*(Equivalent)^3/ 12 =28518.9H=18.74cm

-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

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

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

*Structural Model Verification: Equilibrium Check:-Live Load:Total Live load =6833.8 KN Live load from SAP =6785 .2 KN% Error =0.8% < 5% ok

-Dead loads:Total load=31791.2 KNDead load from SAP =32216.6 KNError= 1.5% < 5% ok.

super imposed Dead load:

total S.D = 9870 KN

From Sap = 9622.7 KN

Error= 2% < 5% ok

*Analysis and Design of Slabs :-check shear :

-Flexure Analysis and Design:

Rib no.Max M(+ve)Max M(-ve)As (+ve)As (-ve)Bottom steelTop steelStirrup 8 (spacing)10.461.040.91.221021030 cm20.531.0660.91.321021030 cm30.571.30.91.621021230 cm40.521.10.91.321021230cm50.571.30.91.621021230cm

*Analysis and Design of Beams:Analysis and design output was taken from SAP2000.

Beam 1.2 (70*30) Out Side Of BuildingMain steelstirrups (2leg 1 10mm)total A/sSpacing(cm)span1bottom316span 10.00110top3160.048Span2bottom316span 20.00110top3160.051Span3bottom316span 30.00210top3160.001

*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=*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 = 18cm2 Use 818 mm

*Analysis and Design of Footings :-Single FootingsFooting (F4) : Pu= 212 t, Ps = 166 t Footing Area (A) = Ps./B.C.= 166/28 = 5.9 m Footing dimensions : 2*3m Ultimate pressure (qu) = 212 /6 = 35.3 t/mWide beam shear :Vc=39.4 ton, Vu = 35.3 tonCheck Punching shear : Vc=248.6 ton, Vu=185.7 ton Vc > Vu okVc > Vu okFlexural design: Mu = qu*L/2= 25.4ton.m/m As=16 cm/mUse 816/m bottom steel in both directions

Footing No.Footing dimensionsLongitudinal ReinforcementLength(m)Width (m)Depth (m)Area of steel (cm2)# of bars in each direction1320.516816/m221.60.57.7416/m32.62.20.610.98716/m43.1 2.70.710.98816/m53.4317.59816/m63.63.411022.14720/m

-Wall FootingsSame steps of single footing

Footing Wall No.Footing wall dimensionsVertical steelHorizontal steelWidth (m)height (m)# of bars# of bars11.600.40514/m 616/m21.400.35616/m 516/m31.400.35616/m 516/m41.300.35416/m 416/m51.400.35616/m 516/m

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

*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< 0.0018As =0.003 *100 *12 = 3.7 /m use 314 top and bottom steel is required

Maximum ( ve)and (+ve)moments = 0.52Ton .m/m Maximum ( ve)and (+ve)moments = 0.52Ton .m/m Maximum ( ve)and (+ve)moments = 0.52Ton .m/m

Maximum (ve) and (+ve) moment is 1.8 Ton.m/m.

=0.003

Design of shear walls

ShearWall No.Shear wall dimensionsVertical steelHorizontal steelWidth (m)length (m)# of bars# of bars10.224.5414/m 414/m20.211.6414/m 414/m30.22414/m 414/m40.23414/m 414/m50.24.9414/m 414/m60.216.7414/m 414/m50.212.9414/m 414/m

Thank you

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