AN-NAJAH NATIONAL UNIVERSITY

ENGINEERING COLLEGECivil Engineering Department

Graduation project

"AFORI Residential Building Structural Design And Analysis"

Prepared ByAli Mazen Mahroom

Amjad Nidal Al-Kharof

Instructor Ibrahim Mohammad

Abstract Abstract

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 Rafidia in Nablus city, The building is Rafidia in Nablus city, The building is

consisted of 10 floors.consisted of 10 floors.

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 dimensional of the The preliminary dimensional of the structural elements are determined using structural elements are determined using one dimensional structural analysis for the one dimensional structural analysis for the structural members for gravity loads. impel structural members for gravity loads. impel

analysis and design is used for this purposeanalysis and design is used for this purpose..

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..

Contents

CHAPTER ONE: (CHAPTER ONE: (IntroductionIntroduction))

1.11.1 GeneralGeneral

1.21.2 Description of projectDescription of project

1.31.3 Philosophy of analysis and designPhilosophy of analysis and design

1.41.4 MaterialsMaterials

1.51.5 LoadsLoads

1.61.6 foundations systemfoundations system

1.7 code and standard

1.8 building structural systems

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

2.12.1 GeneralGeneral

2.22.2 Design of Rib SlabDesign of Rib Slab

2.32.3 Design of columnsDesign of columns

2.32.3 Design of beamsDesign of beams

CHAPTER THREE: CHAPTER THREE: ((Three Dimensional Analysis And Three Dimensional Analysis And Design)Design)

3.1 General

3.2 Modeling The Building as 3D

3.3 Structural Model Verification

3.4 Analysis and Design of Slabs

3.5 Analysis and Design of Beams

3.6 Analysis and Design of columns

3.7 Analysis and Design of Footings

3.8 Analysis and Design of Stair

3.9 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 project of AFORI building in This project is a residential project of AFORI building in NABLUSE city in RAFDIA street, which consists of 10 stories. NABLUSE city in RAFDIA street, which consists of 10 stories. Each store consists of 2 apartments of approximately equal Each store consists of 2 apartments of approximately equal areaarea ..

StoreArea (m²)

parking687

1st to 5th 640

6th to 8th627

roof578

*General:

**Philosophy of analysis and designPhilosophy of analysis and design::

The modeling is modeling as a three dimensional The modeling is modeling as a three dimensional (3D) structure. The preliminary section properties are (3D) structure. The preliminary section properties are defend and estimated by preliminarily analysis of the defend and estimated by preliminarily analysis of the structural elements using one dimensional (1D) structural elements using one dimensional (1D) structural analysisstructural analysis..

The computer program Sap2000 was the main tool in The computer program Sap2000 was the main tool in analysis and design of the different structural members. analysis and design of the different structural members. Manual calculation are used to verify the computer resultsManual calculation are used to verify the computer results..

In the 3D structural model, the beams columns are In the 3D structural model, the beams columns are represented by frame elements (lines) and the slabs and represented by frame elements (lines) and the slabs and walls by area elementswalls by area elements

**MaterialsMaterials

Concrete strength f'c=240Kg/cm² (24 Mpa)

Modulus of elasticity equals 2.30*10ˆ6 ton/m².

Unit weight is 2.5 ton/m3.

Fy= 4200 kg/cm2 (420 Mpa)

MaterialUnit weight

(ton/m3)

Reinforced concrete 2.5

Bricks1.2

Gravel Fill under tiles1.8

Masonry2.7

Tiles2.5

Mortar2.3

plastering2.3

*Loads:

-Superimposed dead load=0.4 t/m²

-Live Load= 0.25 t/m²

-Earthquake load:

Depend on Seismic zone (z)=2A and soil properties (SB)

Then, Ca=0.25, Cv=0.25

*codes and standard:

1 -ACI 318-08 (AMERICAN CONCRETE INSTITUTE)

2 -UBC-97:(UNIFORM BUILDING CODE)

3-IBC 2009:(INTERNATIONAL BUILDING CODE)

4 -ASTM 2009: (Standards as Referenced in the 2009 International Building Code)

**CHAPTER TWO: PRELIMINARY DESIGN

-Soil capacity = 5.5 kg/cm²

-Concrete strength f'c=240Kg/cm² (24 Mpa)

-Steel yield strength, Fy= 4200 kg/cm2 (420 Mpa)

*General:

-Load cases:

Dead Load=0.0 (we calculate self weight manual)

Live Load =0.0

Soil load = 0.0

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

ACI 318-08

Simply supported=L /16 =450/16 =28 cm

One end continuous = L / 18.5 = 550/18.5 =29.7 cm

Both ends continuous = L /21= 620/21 = 29.5 cm

Cantilever = L/8=120/8=15 cm

Then we assume thickness of slab (h) rib= 30 cm

Cross section in Ribbed slab

The distribution of ribs in the typical slabs shown in figure

The ribs in the slab are analyzed and design using sap2000 program. As an example, the analysis result and design of rib 5 are illustrated here: Use 2φ12 top and bottom steel

moment diagram for rib 5, ton.m

Area of steel for rib 5, cm²

*Design of columns

In this project rectangular and square columns are used. And these columns can carry axial load and no moment .

-Design of Column C2:

The dimensions of the column 80*30 cm, Ag=2400 cm² ,And we use ρ between (1%- 4%)

Pu=203.4 ton

Pd=Φ Pn=304.6 ton

The stirrups must minimum of the following: -48 ds (diameter of stirrups)

-16 db (diameter of bar)-Least dimension of the section

Then we use 30 cm Φ10/30cm

Pd>pu ok

*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 .

Ultimate dead load for exterior wall=2.9 ton/m

Ultimate dead load for 10 cm wall=0.92 ton/m

Ultimate dead load for 20 cm wall =1.44 ton/m

-Design of beam B5 (60*50):

moment diagram for B5, ton.m

Area of steel for B5, cm²

Use 8φ16 top and bottom steel

Cross section A-A in beam 5

**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:

-Basement walls= 30 cm, and the modifier m11=m22=m12= 0.35

-shear walls= 25cm, and the modifier m11=m22=m12= 0.35

-Ribbed slabs are presented as one way solid slabs in y-direction and one way solid slabs in x-direction. The thickness is calculated to be equivalent to ribs moment of inertia .

I for T section =5.76*10

0.55*(H equivalent)3/12=5.76*10

→ H equivalent = 23.26 cm

m

-4 4

m -4 4

The modifier for slab in y-direction was calculated and shown in the figure 1 And the modifier for slab in x-direction was calculated and shown in the figure 2

Figure 1 Figure 2

-beams: Variable in sections, we use concrete covers of 5 cm Moment of inertia about 2 axis = Moment of inertia about 3 axis=0.35

-columns :Variable in sections, 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.

-super imposed dead load =0.4ton/m2

-Lateral loads on basement walls

Soil pressure =ɣ*h *(1-sinØ)=2*3.1*(1-sin15)=4.65 ton/m²

ɣ=2 ton/m² h=3.1m, Ø=15

soil pressure

-seismic loads

First we will define the function of response spectrum

Use Ca=0.25, Cv=0.25 and function damping ratio =0.05

Response Spectrum UBC 97 Function Definition

we define the cases of the seismic loads Seismic-x, Seismic-y, Seismic-y by using scale factors U1, U2 & U3

Scale factor =R

gI

g=9.81 ground accelerationI=importance factor=1 for residential buildingR=structural system coefficient

= 6.5 for masonry exterior walls and special moment resisting= 4.5 for masonry exterior walls and shear walls

Scale factor =4.5

1*9.81=1.962

*Structural Model Verification:

Equilibrium Check:

-Live Load:

Total Live load =1599.1 ton

Live load from SAP =1619 ton

% Error =1% < 5% ok

-Dead loads:

Total load= Slab load+ Super imposed load+ Beams load + Column loads+ Shear wall load+ Basement wall

=14529.1 ton

Dead load from SAP =13998.4 ton.

Error= 4.7% < 5% ok.

*Analysis and Design of Slabs:

-check shear:

Shear force contour (typical floor)

-Flexure Analysis and Design:

Bending moment contour (typical floor)

Rib no.Max M+ve

Max M-ve

As +veAs -veBottom steel

Top steel

Stirrup Ø8 (spacing)

11.84.71.282.5

2Ф122Ф1430 cm

20.752.31.281.1

2Ф122Ф1230 cm

31.252.71.281.4

2Ф122Ф1230 cm

4.54.91.282.6

2Ф122Ф1412.5 cm

50.951.81.281.17

2Ф122Ф1230 cm

61.232.71.281.4

2Ф122Ф1230 cm

71.172.91.281.5

2Ф122Ф1230 cm

81.22.21.281.17

2Ф122Ф1230 cm

90.9521.281.17

2Ф122Ф1230 cm

101.34.11.282.1

2Ф122Ф1412.5 cm

111.3431.281.5

2Ф122Ф1212.5 cm

122.14.11.282.18

2Ф122Ф1430 cm

132.653.41.281.79

2Ф122Ф1230 cm

Slab reinforcements slab (typical floor)

*Analysis and Design of Beams:Analysis and design output was taken from SAP2000. Verification for minimum steel was used as explained in chapter2

Beam 5, Area of steel cm²

Beam 5, shear cm²

Beam 5, Torsion cm²

*Analysis and Design of columns:

Analysis and design output was taken from SAP2000. Verification for minimum steel was used as explained in chapter2

Columns

Floor

C1C2C3C4C5C6

Dimension(cm)

90*5090*5090*5090*4090*4090*70

groundReinforcement(cm²)

4581.179.167251.463

Bars20Ф1822Ф1822Ф2220Ф2218Ф2020Ф20

Dimension(cm)

90*5090*5090*5090*4090*4090*70

1st Reinforcement(cm²)

4558.355.750.6439.563

bars20Ф1820Ф2022Ф1820Ф1818Ф1820Ф20

Dimension(cm)

90*5090*5090*5090*4090*4090*70

2nd -RoofReinforcement(cm²)

454545363663

bars20Ф1820Ф1622Ф1620Ф1618Ф1620Ф20

Typical longitudinal section for columnColumn Cross section

*Analysis and Design of Footings :-Single Footings

Footing (F4):

Pu= 542.46 t, Ps = 450 t

Footing Area (A) = Ps./B.C.= 450/55 = 8.1 m² Footing dimensions : 2.7*3.1m

Ultimate pressure (qu) = 542.46 /8.37 = 64.8 t/m²

Wide beam shear:

ФVc=44.8 ton , Vu = 23.9 tonCheck Punching shear :

ФVc=514.1 ton , Vu=412.4 ton

ФVc > Vu ok

ФVc > Vu ok

Flexural design: Mu = qu*L²/2= 64.8* (1.1)2/2 = 39.2 ton.m/m

As=14.5 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

direction

11.61.20.4011.344Ф14/m

221.60.57.74Ф16/m

32.62.20.610.987Ф16/m

43.1 2.70.710.988Ф16/m

53.4317.598Ф16/m

63.63.411022.147Ф20/m

-Wall Footings

Same steps of single footing

Wall Footing

No.

Footing dimensionsReinforcement in

short direction

Shrinkage steel in long direction

Width (m)

Depth (m)

e(m)

Length(m)

Area of steel (cm2)

# of bars

Area of steel

(cm2/m)

# of bars

Spacing(cm)

11.10.40.11-6.45Ф14/m 7.96Ф1420

21.40.40.43-7.25Ф14/m10.087Ф1415

320.4-87.45Ф14/m14.410Ф1420

420.4-74.53Ф14/m14.410Ф1420

520.7-413.36Ф18/m14.410Ф1420

63.20.8-5.58.86Ф14/m2315Ф1420

-Elevator Footings

Pu= 1030.1 t, Ps = 1453.8 t

Footing Area (A) = Ps./B.C.= 1030/55 = 18.7 m²

Footing dimensions : 4.4*4.4=19.36

Ultimate pressure (qu) = 1453.8 /19.36 = 75 t/m2

Using approximation Mx1=My1= qu L²/16 = 75*(1.6²)/16 = 12 ton.m Mx2=My2= qu L²/2 =49.5 ton.m

Wide beam shear 1: (simply supported) ФVc=41.7 ton , Vu = 34.5 ton ФVc > Vu ok

Wide beam shear 2: (cantilever) ФVc=41.7 ton , Vu = 35.25 ton ФVc > Vu ok

Flexural design:

As=14.5 cm²/m Use 8Ф18/m bottom steel in both directions.

Elevator Footings

*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 .height of flights=ln/24 = 430/20=17.9 cm ,

18 cm thickness is suitable

-Design of the flight: Wu=1.2 DL+1.6 LL = 1.7ton/m² Vn=Wu*L/2= 3.65 ton,Vc=12.3 ton Mu=Wu*L²/8=3.9 ton.m

- Design of landing :Wu=1.2 DL+1.6 LL = 1.61 ton/m²

ФVc > Vu okUse 5Ф14/m top and bottom steel

Vn=Wu*L/2= 7.2 ton, Vc=9.8 ton ФVc > Vu okMu=Wu*L²/8=5.35*2.7²/8= 4.8 ton.m Use 8Ф14/m top and bottom steel

cross section of stair with steel

steel in stair

*Analysis and Design of walls-Basement Wall

Soil load= 4.65 ton/m²

Flexure Design:

Max -ve moment =qu*L²/15=4.17 ton.m/m Max +ve moment =qu*L²/33.6=1.8 ton.m/m

Use 3Ф12/m horizontal steel

Use 4Ф16/m in vertical direction .

-shear WallsThe shear wall is modeled as 1D and is subjected to force taken from the 3D model of sap2000 :

Vertical steel found for all shear wall equal 5Ф14/m

Horizontal steel was calculated as following :

ФVc=95.4 ton , Vu from sap=39.1 tonФVc > Vu ok

As=14.5 cm²/m Use 5Ф14/m

ShearWall No.

Shear wall dimensions

Vertical steel

Horizontal steel

Width (m)

length (m)

# of bars# of bars

10.256.95Ф14/m 5Ф14/m

20.256.35Ф14/m5Ф14/m

30.252.65Ф14/m5Ф14/m

40.255.55Ф14/m5Ф14/m

50.252.25Ф14/m5Ф14/m

Thank you