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Graduation Project title: DESIGN OF FACULITY OF ENGINEERING AND

Graduation Project title: DESIGN OF FACULITY OF ENGINEERING AND INFORMATION TECHNOLOGY IN ARAB AMERICAN UNIVERSITY-JENIN. Main topics. Chapter one: Introduction General Materials Loads Codes and standards Building structural system. Main topics. Chapter two: Preliminary Design

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Graduation Project title: DESIGN OF FACULITY OF ENGINEERING AND

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  1. Graduation Project title: DESIGN OF FACULITY OF ENGINEERING AND INFORMATION TECHNOLOGY IN ARAB AMERICAN UNIVERSITY-JENIN

  2. Main topics • Chapter one: Introduction • General • Materials • Loads • Codes and standards • Building structural system

  3. Main topics • Chapter two: Preliminary Design • Slab systems and design • Beam design • Column design

  4. Main topics • Chapter Three: Three Dimensional Structural Analysis and Design • General • Property/Stiffness Modification Factors • Structural Model Verification • Design of Slabs • Design of Beams • Design of Columns • Design of Footings • Design of stair and shear wall

  5. Chapter One Introduction • General: This is a graduation project that introduces analysis and design of reinforced concrete structure. This structure is the building of faculty of Engineering and Information Technology in the Arab American University in Jenin. The building was analyzed and designed using the primary principles of structure by using the most modern analysis of structures, three dimensional structural analyses and design. The building is composed of two blocks, block 1 consists of four floors with an area of 685.75 m2 and block 2 consists of four floors with an area of 667.5 m2.

  6. Chapter One Introduction The ground floor includes chambers, lectures halls and academics offices. The first floor includes cafeteria, chambers, lectures halls and academics offices. The second floor includes lectures halls, manual drawing rooms, networks lab, communications lab, computers lab, engineering workshop and services center. And the third floor includes library and reading halls. The elevation for each floor is equal to 3.85 m, and the total height of building is equal 17.2 m.

  7. Chapter One Introduction

  8. Chapter One Introduction • Materials: Structural elements: • Concrete The cylindrical compressive strength of concrete at 28 days, fc` is 240 kg/cm2 which is equivalent to fcu of 300kg/m2 cube test. • Steel The yield strength of the used reinforcing bars fy is 4200kg/cm2. There are non structural materials that are used in the structure which are: • Blocks. • Masonry stone. • Tiles. • Filling under tiles.

  9. Chapter One Introduction • Loads: There are two main types of loads: • Gravity loads: Live load: It comes from the people, machines and any movable objects in the buildings. The amount of live load depends on the type of the structure. In this project the live load is: 0.3 ton/m2 (class room). 0.5 ton/ m2 (corridors and stairs) 0.6 ton/ m2 (library). 0.2ton/m 2 (roof). 2.5ton/m2 (stair roof) Dead load: it is consisting of own weight of the structure and any permanent components. The super imposed dead load is 0.5 ton/m2. Snow loads: this project constructed in Jenin that no snow in this area, so snow load will be neglected

  10. Chapter One Introduction • Lateral load Seismic loads: The structure is located in Jenin area which is classified as zone 2B according to Palestine seismic zones. The UBC97 code seismic parameters are as follows: • The seismic zone factor, Z= 0.2. • The soil is very dense soil and soft rock, so the soil type is Sc. • The importance factor, I= 1.0 . • The ductility factor, R= 5.6. • The seismic coefficient, Ca=0.24. • The seismic coefficient, Cv=0.32.

  11. Chapter One Introduction • Codes and Standards: The structure is designed using practice codes and specifications that control the design process and variables. The following codes and standards are used in this study: • ACI 318-05: American concrete institute provisions for reinforced concrete structure design. • UBC-97: code which is used here for seismic load parameters determination. • IBC 2009: Code which is used here for line load determination. • ASTM: For material specifications.

  12. Chapter One Introduction • Building Structural System: The slabs structural system is formed of one way and two way ribbed slabs with hidden interior beams and drop perimeter beams. The beams are supported by separate columns which are the main vertical structural elements. The building structural system is formed of perimeter and stair case shear walls which is the main lateral forces resisting structural system, in addition to the building frames of beams and columns.

  13. Chapter Two Preliminary Design

  14. Chapter Two Preliminary Design • Slab Systems and Design: • Two way ribbed slab: The deflection is the most important factor that controls the slab thickness, Minimum thickness of two way ribbed slab typically ranged from (L/21-L/25). hmin= L/24 = 930/24 = 38.75 cm, use 40cm

  15. Chapter Two Preliminary Design • Dead load: Slab own weight= 0.8 ton/m2 Masonry Wall own weight= 1.77 ton/m Super imposed load=0.5 ton/m2 The moment in ribs are distributed in two directions. The value of moment in each direction depends on the loads, panel aspect ratio, panel continuity, and beam-slab relative stiffness. • In this chapter one panel was designed, panel dimension 9.2mX7m so the load distribution : L short/L long=7/9.2=0.76 The short direction takes 0.75 of load and the long take 0.25.

  16. Chapter Two Preliminary Design • Ribbed in the Short direction: Wu = (2.04)(0.75) =1.53 ton/m2 = 0.842ton/rib. Mn-ve = 4.58 ton.m. Rn = 22.32 𝜌 =5.64 x10-3 >𝜌min As=3.13 cm2. Use 2 Ф14. Mn +ve = 3.28 ton.m. Rn= 4.36 𝜌 =5.21x10-4. As=1cm2 Asmin= 1.733 cm2. Use 2 Ф12

  17. Chapter Two Preliminary Design • Ribs in long direction: Wu = (2.04)(0.25) = 0.51 ton/m2 = 0.28 ton/rib. Mn = 2.67 ton.m. Rn = 12.99 𝜌 = 3.210-3 < 𝜌min As = 1.85 cm2. Use 2 Ф12. Mn = 1.9 ton.m. Rn= 2.82 𝜌 = (6.67)(10-4) As= (0.667)(10-3)(55)(37) =1.36 cm2. As-min = (3.3)(10-3)(15)(35) =1.85 cm2 > As =1.36 cm2 → use As-min = 1.85 cm2. Use 2 Ф12.

  18. Chapter Two Preliminary Design • One way ribbed slab: • Own weight = (0.4)(1)(0.32)(1.2) +(0.15)(1)(0.32)(2.5) + (1)(0.55)(0.08)(2.5) = 0.385 ton/m2 = 0.7 ton/rib

  19. Chapter Two Preliminary Design • Beam design: Generally, concrete beams have a rectangular cross section since it is easy to be constructed in the field All beams must be able to resist shear, bending moments, and torsional stresses

  20. Chapter Two Preliminary Design • Beam4: Beam width = 80 cm, and depth = 40 cm.

  21. Chapter Two Preliminary Design

  22. Chapter Two Preliminary Design

  23. Chapter Two Preliminary Design • Beam4: Design for flexure: • Negative moment: Mu-ve = 33.88 ton.m. Mn = 37.64 ton.m. 𝜌 = 0.0102 > 𝜌min As = 28.6 cm2. Use 8 Ф22 • Positive moment: Mu+ve = 42.86 ton.m. Mn = 47.62 ton.m. 𝜌 = 0.0134 > 𝜌min As = 37.6 cm2. Use 10 Ф 22

  24. Chapter Two Preliminary Design • Beam4: • Design for Shear: Vu = 30.05 ton. Ф Vc = 17.24 ton Vu > Ф Vc shear reinforcement required for Av/S = 0.067 S=Av/(Av/S) =1.57/0.067 = 23.43 cm < max = d/2 = 26.5 Use 1Ф10/20 cm For Av/S = 0.120 S =1.57/0.120 = 13.1 cm < max Use 1Ф10/13 cm

  25. Chapter Two Preliminary Design • Column Design: Columns are structural elements used primarily to support axial compressive loads, that coming from slabs or beams above. Practically columns are subjected not to axial loads but also to moment from direct loading or end rotation.

  26. Chapter Two Preliminary Design • Column 26: Pu = (57.64)(4) = 230.56 ton.(57.64: reaction from SAP2000) Assume dimension (40cmX60cm) r = (0.3)(0.6) = 0.18 Kl/r=(1)(3.65)/0.18 = 20.28 ≤ 34. So its short column. Assume ρ = ρmin = 1% Ag = (0.4)(0.6) = 0.24m2. Ф Pn = 304.46 ton ≥ 230.56 ton. →so the column is safe to carry axial load.

  27. Chapter Two Preliminary Design • Column 26: • Check for buckling: Ф Pcr = [(0.7)(π2)(20)(105)(0.4)(0.6)(0.43)/(12)]/((1)(3.65))2 Ф Pcr =1327 ton ≥ 230.56 ton. → ok As = (0.01)(60)(40) = 24cm2. use 12 Ф 16, Figure 2.12 • Shear reinforcement: ties spacing < 30cm <(16)(1.6)=25.6cm <(48)(1)=48cm Use 2 Ф/25cm.

  28. Chapter Three Three Dimensional Structural Analysis and Design • General: • This chapter includes 3D model for the first and second block in the project. The sections for slabs, beams, and columns are defined. • Structural analysis comprises of set of physical and mathematical laws required to study and predict the behavior of structures under a given set of actions. The structural analysis of the model is aimed to determine the external reactions at the supports and the internal forces like bending moments, shear forces, and normal forces for the different members. Theses internal member forces are used to design the cross section of three elements.

  29. Chapter Three Three Dimensional Structural Analysis and Design Property/Stiffness Modification Factors

  30. Chapter Three Three Dimensional Structural Analysis and Design One way slab system(y-direction): Membrane f11modifier=(A2/A3)= 0.044/0.22 = 0.2 Membrane f22 modifier =(A1/A3)= 0.092/0.22 = 0.418 Membrane f12 modifier = (A2/A3)= 0.044/0.22 = 0.2 Bending m11 modifier = 0.25*( I2/ I3) = 0.25*(2.3467e-5/2.933e-3) = 0.002 Bending m22 modifier = 0.25*( I1/ I3) = 0.25*(2.3467e-5/2.933e-3) = 0.139 Bending m12 modifier = 0.25*( I2/ I3) = 0.25*(2.3467e-5/2.933e-3) = 0.002 Shear v13 modifier = (A2/A3)= 0.044/0.22 = 0.2 Shear v23 modifier = (A1/A3)= 0.092/0.22 = 0.4 18 Mass m modifier = (M 1 way rib / M solid) = (0.7/1)= 0.7 Weight w modifier = (9.81*M 1 way rib/ 9.81*M solid)= (0.7/1)= 0.7

  31. Chapter Three Three Dimensional Structural Analysis and Design Check equilibrium: Block one: The total building dead load = 6920.94ton The total building live load= 1235.132ton From SAP2000: total dead load= 6781.38ton Total live load= 1230.26ton Error % in dead load=2.02 %< 5% ok. Error % in live load= 0.40 %< 5% ok.

  32. Chapter Three Three Dimensional Structural Analysis and Design Check equilibrium: Block Two: The total building dead load = 7789.2ton The total building live load= 1374.6 ton From SAP2000: total dead load= 7612.3ton Total live load= 1372.73ton Error % in dead load=2.27 %< 5% ok. Error % in live load= 0.17 %< 5% ok.

  33. Chapter Three Three Dimensional Structural Analysis and Design Compatibility check:

  34. Chapter Three Three Dimensional Structural Analysis and Design Compatibility check:

  35. Chapter Three Three Dimensional Structural Analysis and Design

  36. Chapter Three Three Dimensional Structural Analysis and Design

  37. Chapter Three Three Dimensional Structural Analysis and Design

  38. Chapter Three Three Dimensional Structural Analysis and Design Footing: Footings are defined as the substructure whose function is to transmit safely the concentrated column or wall reactions to the soil stratum. footings which used in this project can be classified into the following types: 1) Isolated footing: they have rectangular, square, or circular shape. This type of footing is used for small loads, and/or large soil allowable bearing capacity. 2) Combined footing: it is used to connect two columns if columns are very close to each other, or to connect edge column with interior column to have uniform pressure footing. 3) Wall footing: it is a continuous footing along the length of the wall.

  39. Chapter Three Three Dimensional Structural Analysis and Design

  40. Chapter Three Three Dimensional Structural Analysis and Design

  41. Chapter Three Three Dimensional Structural Analysis and Design Design Of Shear Walls: Shear walls are vertical elements of the horizontal force resisting system Shear walls should be located on each level of the structure, to form an effective box structure, equal length shear walls are preferred to be placed symmetrically on all exterior walls of the building. Shear walls must provide the necessary lateral strength to resist horizontal earthquake forces. When shear walls are strong enough, they will transfer these horizontal forces to the next element in the load path below them.

  42. Chapter Three Three Dimensional Structural Analysis and Design Shear wall (SW 6): Vertical reinforcement: Pu = 300 ton, Mu = 1150 ton.m ρmin = 0.0012 , h = 8.1 m , b = 0.2 m. Asmin = 19.44 cm2 Asmin for each face = 19.44/2 = 9.72 cm2 Use 1 Ф12 / 25 cm. Horizontal reinforcement: ρmin = 0.002 , h = 8.1 m , b = 0.2 m. As min = 32.4 cm2 As min for each face = 32.4/2 = 16.2 cm2 Use 1 Ф12 / 25 cm. As result, for all shear walls: Vertical reinforcement: Use 1 Ф12 / 25 cm. Horizontal reinforcement: Use 1 Ф12 / 25 cm

  43. Chapter Three Three Dimensional Structural Analysis and Design Design Of Stairs: In this section stairs was designed, started by estimating the dead load and live load for this stairs, then performed and analyzed as simply model by SAP2000 program and took the deflection, shear and moment on it. Thickness of slab: One end continuous t =L/24 t = 4.7/24 = 0.196 m, use 20 cm thickness

  44. Chapter Three Three Dimensional Structural Analysis and Design

  45. Chapter Three Three Dimensional Structural Analysis and Design Section A-A reinforcement

  46. Thanks for listening

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