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AN-NAJAH NATIONAL UNIVERSITY ENGINEERING COLLEGE Civil Engineering Department Graduation project " AFORI Residentia

AN-NAJAH NATIONAL UNIVERSITY ENGINEERING COLLEGE Civil Engineering Department Graduation project " AFORI Residential Building Structural Design And Analysis" Prepared By Ali Mazen Mahroom Amjad Nidal Al-Kharof Instructor Ibrahim Mohammad. Abstract .

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AN-NAJAH NATIONAL UNIVERSITY ENGINEERING COLLEGE Civil Engineering Department Graduation project " AFORI Residentia

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  1. AN-NAJAH NATIONAL UNIVERSITY ENGINEERING COLLEGE Civil Engineering Department Graduation project " AFORI Residential Building Structural Design And Analysis" Prepared By Ali Mazen Mahroom Amjad Nidal Al-Kharof Instructor Ibrahim Mohammad

  2. Abstract This project is a structural analysis and design of a residential building located in Rafidia in Nablus city, The building is consisted of 10 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.

  3. 3D Picture of the building

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

  5. Contents CHAPTER ONE: (Introduction) 1.1 General 1.2 Description of project 1.3 Philosophy of analysis and design 1.4 Materials 1.5 Loads 1.6 foundations system 1.7code and standard 1.8 building structural systems

  6. CHAPTER TWO:(PRELIMINARY DESIGN ) 2.1 General 2.2 Design of Rib Slab 2.3 Design of columns 2.3 Design of beams

  7. CHAPTER THREE: (Three Dimensional Analysis And 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

  8. **CHAPTER ONE: INTRODUCTION *General: 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 project of AFORI building in NABLUSE city in RAFDIA street, which consists of 10 stories. Each store consists of 2 apartments of approximately equal area.

  9. *Philosophy of analysis and design: The modeling is modeling as a three dimensional (3D) structure. The preliminary section properties are defend and estimated by preliminarily analysis of the structural elements using one dimensional (1D) structural analysis. The computer program Sap2000 was the main tool in analysis and design of the different structural members. Manual calculation are used to verify the computer results. In the 3D structural model, the beams columns are represented by frame elements (lines) and the slabs and walls by area elements

  10. *Materials 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)

  11. *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

  12. *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)

  13. **CHAPTER TWO: PRELIMINARY DESIGN *General: -Soil capacity = 5.5 kg/cm² -Concrete strength f'c=240Kg/cm² (24 Mpa) -Steel yield strength, Fy= 4200 kg/cm2 (420 Mpa) -Load cases: Dead Load=0.0 (we calculate self weight manual) Live Load =0.0 Soil load = 0.0

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

  15. 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

  16. The distribution of ribs in the typical slabs shown in figure

  17. 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

  18. *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 Pd>pu ok 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

  19. *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.

  20. 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 diagramfor B5, ton.m Area of steel for B5, cm²

  21. Use 8φ16 top and bottom steel Cross section A-A in beam 5

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

  23. *Modeling The Building as 3D Structure : **Sections: -Basement walls= 30cm, 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. -4 4 m I for T section =5.76*10 -4 4 0.55*(H equivalent)3/12=5.76*10 m → H equivalent = 23.26 cm

  24. 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

  25. -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 : willbe calculated by the program. -Live load= 0.25 ton/m2. -super imposed dead load =0.4ton/m2

  26. -Lateral loads on basement walls ɣ=2 ton/m² h=3.1m, Ø=15 Soil pressure =ɣ*h *(1-sinØ)=2*3.1*(1-sin15)=4.65 ton/m² soil pressure

  27. -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

  28. we define the cases of the seismic loads Seismic-x, Seismic-y, Seismic-y by using scale factors U1, U2 & U3 Scale factor = g=9.81 ground acceleration I=importance factor=1 for residential building R=structural system coefficient =6.5 for masonry exterior walls and special moment resisting =4.5 for masonry exterior walls and shear walls Scale factor = =1.962

  29. *Structural Model Verification: Equilibrium Check: -Live Load: Total Live load =1599.1 ton Live load from SAP =1619 ton % Error =1% < 5% ok

  30. -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.

  31. *Analysis and Design of Slabs : -check shear : Shear force contour (typical floor)

  32. -Flexure Analysis and Design: Bending moment contour (typical floor)

  33. Slab reinforcements slab (typical floor)

  34. *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

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

  36. Typical longitudinal section for column Column Cross section

  37. *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 : Vu = 23.9 ton ФVc > Vu ok ФVc=44.8 ton, Check Punching shear : ФVc > Vu ok ФVc=514.1 ton, Vu=412.4 ton 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

  38. -Wall Footings Same steps of single footing

  39. -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 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 Elevator Footings Flexural design: Using approximation Mx1=My1= qu L²/16 = 75*(1.6²)/16 = 12 ton.m Mx2=My2= qu L²/2 =49.5 ton.m As=14.5 cm²/m Use 8Ф18/m bottom steel in both directions.

  40. *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 ФVc > Vu ok Mu=Wu*L²/8=3.9 ton.m Use 5Ф14/m top and bottom steel -Design of landing: Wu=1.2 DL+1.6 LL = 1.61 ton/m² Vn=Wu*L/2= 7.2 ton, Vc=9.8 ton ФVc > Vu ok Use 8Ф14/m top and bottom steel Mu=Wu*L²/8=5.35*2.7²/8= 4.8 ton.m

  41. cross section of stair with steel steel in stair

  42. *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 Walls The 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

  43. Horizontal steel was calculated as following: ФVc=95.4 ton, Vu from sap=39.1 ton ФVc > Vu ok As=14.5 cm²/m Use 5Ф14/m

  44. Thank you

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