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 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. 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 1.7 code and standard 1.8 building structural systems

6. CHAPTER TWO:( PRELIMINARY DESIGN 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 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. 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. Area (m²)Store 687parking 6401 st to 5 th 6276 th to 8th 578roof *General:

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/cm ² (24 Mpa) Modulus of elasticity equals 2.30*10 ˆ 6 ton/m ². Unit weight is 2.5 ton/m3. Fy= 4200 kg/cm2 (420 Mpa) Unit weight (ton/m 3 ) Material 2.5Reinforced concrete 1.2Bricks 1.8Gravel Fill under tiles 2.7Masonry 2.5Tiles 2.3Mortar 2.3plastering

11. *Loads: -Superimposed dead load=0.4 t/m ² -Live Load= 0.25 t/m ² -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 -Soil capacity = 5.5 kg/cm ² -Concrete strength f'c=240Kg/cm ² (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

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, cm ²

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 cm ², 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

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 diagram for B5, ton.m Area of steel for B5, cm ²

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 below show 3D Model of it. 3D model

23. *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

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 1Figure 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 : will be calculated by the program. -Live load= 0.25 ton/m2. -super imposed dead load =0.4ton/m2

26. -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

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. Stirrup Ø8 (spacing) Top steel Bottom steel As -veAs +veMax M-ve Max M+ve Rib no. 30 cm2Ф142Ф12 2.51.284.71.8 1 30 cm2Ф12 1.11.282.30.75 2 30 cm2Ф12 1.41.282.71.25 3 12.5 cm2Ф142Ф12 2.61.284.9.5 4 30 cm2Ф12 1.171.281.80.95 5 30 cm2Ф12 1.41.282.71.23 6 30 cm2Ф12 1.51.282.91.17 7 30 cm2Ф12 1.171.282.21.2 8 30 cm2Ф12 1.171.2820.95 9 12.5 cm2Ф142Ф12 2.11.284.11.3 10 12.5 cm2Ф12 1.51.2831.34 11 30 cm2Ф142Ф12 2.181.284.12.1 12 30 cm2Ф12 1.791.283.42.65 13

34. Slab reinforcements slab (typical floor)

35. *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 cm ² Beam 5, Torsion cm ²

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

37. C6C5C4C3C2C1Columns Floor 90*7090*40 90*50 Dimension (cm) 6351.47279.1681.145Reinforcemen t (cm ² ) ground 20Ф2018Ф2020Ф2222Ф2222Ф1820Ф18Bars 90*7090*40 90*50 Dimension (cm) 6339.550.6455.758.345Reinforcemen t (cm ² ) 1 st 20Ф2018Ф1820Ф1822Ф1820Ф2020Ф18bars 90*7090*40 90*50 Dimension (cm) 6336 45 Reinforcemen t (cm ² ) 2nd -Roof 20Ф2018Ф1620Ф1622Ф1620Ф1620Ф18bars

38. Typical longitudinal section for column Column Cross section

39. *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 ton Check Punching shear : ФVc=514.1 ton,Vu=412.4 ton ФVc > Vu ok Flexural design: Mu = qu*L²/2= 64.8* (1.1)2/2 = 39.2 ton.m/m As=14.5 cm²/mUse 8Ф16/m bottom steel in both directions

40. Longitudinal ReinforcementFooting dimensions Footing No. # of bars in each direction Area of steel (cm 2 ) Depth (m)Width (m) Length (m) 4Ф14/m11.340.401.21.61 4Ф16/m7.70.51.622 7Ф16/m10.980.62.22.63 8Ф16/m10.980.7 2.73.14 8Ф16/m7.59133.45 7Ф20/m22.141103.43.66

41. -Wall Footings Same steps of single footing Shrinkage steel in long direction Reinforcement in short direction Footing dimensions Wall Footing No. Spacing (cm) # of bars Area of steel (cm 2 /m) # of bars Area of steel (cm 2 ) Length (m) e (m) Depth (m) Width (m) 206Ф147.9 5Ф14/m6.4-0.110.41.11 157Ф1410.08 5Ф14/m7.2-0.430.41.42 2010Ф1414.4 5Ф14/m7.48-0.423 2010Ф1414.4 3Ф14/m4.57-0.424 2010Ф1414.4 6Ф18/m13.34-0.725 2015Ф1423 6Ф14/m8.85.5-0.83.26

42. - 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 L ² /16 = 75*(1.6 ² )/16 = 12 ton.m Mx2=My2= qu L ² /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 tonФVc > Vu ok Flexural design: As=14.5 cm²/mUse 8Ф18/m bottom steel in both directions. Elevator Footings

43. *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/m ² Vn=Wu*L/2= 3.65 ton,Vc=12.3 ton Mu=Wu*L ² /8=3.9 ton.m -Design of landing: Wu=1.2 DL+1.6 LL = 1.61 ton/m ² ФVc > Vu ok Use 5Ф14/m top and bottom steel Vn=Wu*L/2= 7.2 ton,Vc=9.8 tonФVc > Vu ok Mu=Wu*L ² /8=5.35*2.7 ² /8= 4.8 ton.m Use 8Ф14/m top and bottom steel

44. cross section of stair with steel steel in stair

45. *Analysis and Design of walls -Basement Wall Soil load= 4.65 ton/m ² 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

46. Horizontal steel was calculated as following: ФVc=95.4 ton,Vu from sap=39.1 tonФVc > Vu ok As=14.5 cm²/mUse 5Ф14/m Horizontal steel Vertical steel Shear wall dimensions Shear Wall No. # of bars length (m) Width (m) 5Ф14/m 6.90.251 5Ф14/m 6.30.252 5Ф14/m 2.60.253 5Ф14/m 5.50.254 5Ф14/m 2.20.255

47. Thank you