AbstractAbstract This project is a structural analysis and This project is a structural analysis and design of a residential building located in design of a residential building located in JENIEN City, The building is consisted of 7 JENIEN City, The building is consisted of 7

floorsfloors..

The final analysis and design of building is The final analysis and design of building is done using a three dimensional (3D) done using a three dimensional (3D) structural model by the structural analysis structural model by the structural analysis

and design software sap2000and design software sap2000..

3D Picture of the building3D Picture of the building

The preliminary dimensions of the structural The preliminary dimensions of the structural elements are determined using one elements are determined using one dimensional structural analysis for the dimensional structural analysis for the structural members for gravity loads. structural members for gravity loads. Contain analysis and design is used for this Contain analysis and design is used for this

purposepurpose.. The structural model results are verified by The structural model results are verified by

simple calculations and by comparing with simple calculations and by comparing with the one dimensional analysisthe one dimensional analysis..

ContentsCHAPTER ONE: (CHAPTER ONE: (IntroductionIntroduction))

* *Description of projectDescription of project

* *MaterialsMaterials

* *LoadsLoads

* *Design CodeDesign Code

CHAPTER TWO:(CHAPTER TWO:(PRELIMINARY PRELIMINARY DESIGNDESIGN )

* *GeneralGeneral

* *Design of Rib SlabDesign of Rib Slab

* *Design of columnsDesign of columns

* *Design of beamsDesign of beams

CHAPTER THREE: CHAPTER THREE: ((Three Dimensional Analysis And Three Dimensional Analysis And Design)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 ONECHAPTER ONE::INTRODUCTIONINTRODUCTION

This project introduces analysis and design of reinforce This project introduces analysis and design of reinforce concrete residential building. Also this project provides concrete residential building. Also this project provides clear design structural drawings for constructionclear design structural drawings for construction..

This project is a residential building , which consists of 7 This project is a residential building , which consists of 7 stories above the ground level . The area of each story is stories above the ground level . The area of each story is about 372 about 372 m²..

*General:

**MaterialsMaterials Concrete strength f'c=300Kg/cm²

Modulus of elasticity equals 261534 Kg/cm²

Unit weight is 2.5 ton/m3.

Fy= 4200 kg/cm2 (420 Mpa)MaterialUnit weight

(ton/m3)Reinforced concrete 2.5

Concrete block1.2

Tiles2.6

*Loads:

-Superimposed dead load=0.27 t/m²

-Live Load= 0.25 t/m²

-Additional dead load=0.1 t/m²

*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/cm²

-Concrete strength f'c=300Kg/cm²

-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 cm

Then 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 2φ12 top and 2φ10 bottom steel

moment 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=1050cm² ,And we use ρ between (1%- 4%)

Pu=149 ton

Pn=229 ton

As =11 cm²

Use 6 φ16

*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 , cm²

Use 8φ18 top and 5φ18 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 KN

Dead load from SAP =32216.6 KN

Error= 1.5% < 5% ok.

super imposed Dead load:super imposed Dead load:

total S.D = 9870 KNtotal S.D = 9870 KN

From Sap = 9622.7 KNFrom 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 steel

Top steel

Stirrup Ø8 (spacing)

10.461.040.91.22Ф102Ф1030 cm

20.531.0660.91.32Ф102Ф1030 cm

30.571.30.91.62Ф102Ф1230 cm

40.521.10.91.32Ф102Ф1230cm

50.571.30.91.62Ф102Ф1230cm

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

Beam 1.2 (70*30) Out Side Of BuildingMain steelstirrups (2leg 1ö 10mm)

total A/sSpacing(cm)

span1bottom

3ö16span 1

0.001

10 top3ö160.048

Span2bottom

3ö16span 2

0.001

10 top3ö160.051

Span3bottom

3ö16span 3

0.002

10 top3ö160.001

*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=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 = 18cm2 → Use 8φ18 mm

*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/m²Wide beam shear:

ФVc=39.4 ton , Vu = 35.3 tonCheck Punching shear :

ФVc=248.6 ton , Vu=185.7 ton

ФVc > Vu ok

ФVc > Vu okFlexural design: Mu = qu*L²/2= 25.4ton.m/m

As=16 cm²/m Use 8Ф16/m bottom steel in both directions

Footing No.

Footing dimensionsLongitudinal Reinforcement

Length

(m)Width

(m)Depth (m)Area of steel (cm2)

# of bars in each

direction1320.5168Ф16/m221.60.57.74Ф16/m32.62.20.610.987Ф16/m43.1 2.70.710.988Ф16/m53.4317.598Ф16/m63.63.411022.147Ф20/m

-Wall Footings

Same steps of single footing

Footing

Wall No.

Footing wall dimensionsVertical steelHorizontal steel

Width (m)height (m)# of bars# of bars

11.600.405Ф14/m 6Ф16/m

21.400.356Ф16/m 5Ф16/m

31.400.356Ф16/m 5Ф16/m

41.300.354Ф16/m 4Ф16/m

51.400.356Ф16/m 5Ф16/m

-Elevator FootingsPu= 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

.

*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 <0.0018 

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

==0.0030.003 << <<0.00180.0018

As =0.003 *100 *12 = 3.7 /m →As =0.003 *100 *12 = 3.7 /m →use 3φ14 top anduse 3φ14 top and bottom steel is requiredbottom steel is required

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

Design of shear wallsDesign of shear walls

Shear

Wall No.

Shear wall dimensionsVertical steelHorizontal steel

Width (m)length (m)# of bars# of bars

10.224.54Ф14/m 4Ф14/m

20.211.64Ф14/m 4Ф14/m

30.224Ф14/m 4Ф14/m

40.234Ф14/m 4Ф14/m

50.24.94Ф14/m 4Ф14/m

60.216.74Ф14/m 4Ф14/m

50.212.94Ф14/m 4Ф14/m

Thank you