Supervied by : Eng. Ibrahim Mohammad Prepared by : Atheer Daraghmeh Al-Najah National University Engineering Faculty Civil Engineering Department Graduation Project: Complex of Ministries Supervied by : Eng. Ibrahim Mohammad Prepared by : Atheer Daraghmeh Dua’ Al- Habash Heba Shqair Reham Abu Shmais

Chapter One : Introduction Complex of Ministries

Points of Interest Chapter One

Council of Ministries Typical Plan Chapter One Building 3D Model

Ministry of Trade and Economy Typical Plan Building 3D Model Chapter One

Codes: The structures are designed using practice code and specifications that control the design process and variables. The following codes and standards are used in this study: ACI 318-08 : American Concrete Institute provisions for reinforced concrete structural design. UBC-97 : Uniform Building Code provisions for seismic load parameters determination. IBC 2009 : Code which is used here for live load determination ASTM : For material specifications Chapter One

Loads 1) Gravity loads: 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:5KN/m2 Dead load: it is consisting of own weight of the structure and any permanent components. The super imposed dead load is 4 kN/m2 Chapter One

2) Lateral loads: Seismic loads: The structure is located in Ramalla area which is classified as zone 2A 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 Chapter One

Seismic Map of Palestine Chapter One

Load Combinations: The ACI318-08 load combinations are used and they are summarized as follows: U1 = 1.4D U2 = 1.2D + 1.6L U3 = 1.2D + 1.0E + 1.0L U4 = 0.9D + 1.0E   Where: D : is dead load L : is live load E : is earthquake load Chapter One

Dynamic Design : Function Definition Define Response Spectrum Function Load Case Data Chapter One

Materials : Structural materials Non-structural materials Concrete: Concrete strength for columns 0 and footing is B350 ( f’c = 280 Kg\cm2 , 28 MPa ) and for other members is B300( f’c = 240Kg\cm2 , 24MPa ) Modulus of elasticity equals 2.5*105 Kg\cm2 , 2.5*104 MPa Unit weight is 25 kN\m3 Steel: Modulus of elasticity equals 2.04*106 Kg\cm2 , 2.04*105 MPa For steel reinforcement, is 4200 Kg\cm2 , 420 MPa Non-structural materials They are mainly, blocks, plasters, tiles, filling, mortar and masonry Chapter One

Building Structural System : The main structural system of buildings is moment resisting frame which consists columns, drop beams, in addition to that, the shear walls are used at the staircase and for other locations in the building .Thus, the lateral forces can be resisted by the shear walls and the moment resisting frames . The slabs of the floor are two- way solid slabs with beams between columns. A fall ceiling is used at each floor, so the drop beams will not be obstacles against the building function or style. Chapter One

Chapter Two : Design of Slabs

Chapter Two Council of Ministries

Ministry of Trade and Economy

Thickness Determination assuming αm ≥ 2 then Using (9.13 ACI 08 equation) Determine the thickness of slabs Chapter Two

αmfor panels αm for panels 1=10.5 αm for panels 2=10.7 Αmean for all panel : 9.8>2 ok

αmfor panels αm for panels 1=2.7 αm for panels 2=3.3 Αmean for all panel : 3.1>2 ok

Chapter Two Slab Thicknesses

Slab Thickness Chapter Two

Frame Design Building Frames Chapter Two

Building Frame Chapter Two

Take Frame A-A as an example Chapter Two

Frame Moment ( Table 13.6.4.1 ACI) percentage to be used to proportion the moment to the interior negative column strip moment l2/l1 0.5 1 2 (αf1l2/l1) = 0 75 (αf1l2/l1) ≥ 1.0 90 45 Chapter Two

( Table 13.6.4.4 ACI) percentage to be used to proportion the moment to the interior positive column strip moment l2/l1 0.5 1 2 (αf1l2/l1) = 0 60 (αf1l2/l1) ≥ 1.0 90 75 45 : ( Table 13.6.4.2 ACI) percentage to be used to proportion the moment to the exterior negative column strip moment l2/l1 0.5 1 2 (αf1l2/l1) = 0 βt = 0 100 βt ≥ 2.5 75 (αf1l2/l1) ≥ 1.0 90 45 Chapter Two

Percent of interior positive moment of beam is 85% Table (2.4) Span number L2/L1 α L2/L1 % negative and positive moment of column strip % negative and positive moment of middle strip 1 2 5.08 0.45 0.55 0.79 81.3 18.7 3 0.73 1.85 83.1 16.9 4 0.7 1.72 83 17 5 0.8 2.04 81 19 Percent of interior negative moment of column strip by interpolation using = 81.3% Percent of interior positive moment of column strip by interpolation using = 81.3% Percent of interior positive moment of beam is 85% Percent of interior positive moment of slab is 15% Chapter Two

Column Strip and Middle Strip on the Frame Chapter Two

Column Strip Moment Middle Strip Moment Chapter Two

Middle strip reinforcement Table (2.5): Reinforcement for column strip and middle strip Slab Column strip reinforcement Area of steel (mm2) Moment Column strip (KN.m) (×)N.mm Middle strip reinforcement Moment Middle strip (KN.m) Length of Span(m) 10 Ø 12 1131 -7.9 12 Ø 12 1357 -64.3 1.60 +0.33 +2.7 -56.5 -86.6 8.40 +32.8 +49.2 -62.7 16 Ø 12 1810 -96.2 -51.2 -69.3 8.50 +19.3 +26.2 -41 -55.7 -57.03 -77.9 9.0 +36.2 14 Ø 12 +49.3 -68.2 1583 -92.9 -35.5 -55.2 6.23 +11.2 14.12 -17.8 27.12 Design Results Chapter Two

Check Shear V13 Max V23 Max

Beams of Ministry of Trade and Economy h=900/18.5=486mm=500mm Try beam 500mm width and 600mm depth Effective depth d = 550 mm Chapter Two

Beam Moment No. of Reinforcing Bars Chapter Two

Check Beam Shear Tributary Area for Shear in beam Chapter Two

Determine spacing between stirrups Chapter Two

Chapter Two Table (2. 10) Spacing(mm) Av Vs KN V c Vu (max) Beam number 250 4 Ø 10 -23.92 168.4 144.48 1 -48.55 119.85 2 -2.2 166.4 3 Table(2. 11) Spacing(mm) Av Vs KN V c Vu (max) Beam number Frame 250 4 Ø 10 247.93 168.4 416.33 1 -.2 168.28 2 150 345.67 814.07 311.3 479.7 3 345.76 4 5 Chapter Two

Design of Column Column Layout Chapter Two

Column Layout Chapter Two

Tributary Area of Column C9 Pu= (28.7*18+151.2*1.2) (9) = 6282.4KN Chapter Two

: Three Dimensional Structural Analysis and Design Chapter Three : Three Dimensional Structural Analysis and Design Chapter Three

Council of Ministries SAP Layout Chapter Three

Ministry of Trade and Economy SAP Layout Chapter Three

Material Definition Chapter Three

Define section Slab1=23cm Slab2=20cm Slab3=15cm Beams=50*60 Column(1)=55*80 Column(2)=65*100 Column(3)=35*40 Chapter Three

Slab=22cm Beams=50*60 Columns=80*80

Slab Modification Factors Chapter Three

Design of Column Chapter Three

Columns Modification Factors Chapter Three Reinforcement Column Data

Walls Walls modification Factors Chapter Three

Mat Foundation Modification Factors Chapter Three

SAP Model SAP Model for Council of Ministries Chapter Three

SAP Model SAP Model for Trade and Economy Ministry Chapter Three

Define load pattern Loads pattern: LL, DL, SID LL=5KN/M2 DL=OWN WEIGHT SID: super imposed On slab =4KN/m2 External beams=23KN/m Internal beams=12.05KN/m Walls:2.6KN/m2 Chapter Three

analysis:3D-MODAL 1.Check Equilibrium Table (3.1) Dimensions of the elements element Section (mm) Column C1 400X600 C2 500X800 C3 600X1100 Beam B1 B2 500X600 B3 600X600 Shear Wall W1 Thick=300 W2 Thick=400 Slab S15 Thick=150 S20 Thick=200 S23 Thick=230 Identification of Structural Elements Table(3.3)For super imposed dead load (SID) Total load=308.83KN Glass Total load=42042.1KN Masonry Total load=5102.58KN Stone Summation of SID=36000 KN Chapter Three

Base reaction Chapter Three

Ministry of trade and economy: Comparing results:- Identification of Structural Elements Chapter Three

Compatibility Check: 3D Model By SAP2000 Chapter Three

Check Stress Strain Relationships: Plan showing Frame 2 Chapter Three

The width of the frame is 6000 mm So the load is equal to =108KN The span moment will be =Wu L2/8 =1460.2 KN.m From SAP, and according to figure (3.6) the average moment equal to 1773 KN.m Stress strain relation is ok Building Base Shear and Natural Period: And by calculation using the simplify relationship it’s found to be: Period=0.1*(No. of story) =0.1*9= 0.9 Roughly, the result is ok.

Modal Mass Participation Ratio (MMPR) Check MMP Ratio MMP Period

MMP Ratio MMP Period

Slab Design M11 max. Envelop Moment M11 min. Envelop Moment

Slab Design M22 max. Envelop Moment M22 min. Envelop Moment

Slab Design M11 max. Envelop Moment M11 min. Envelop Moment

Slab Design M22 max. Envelop Moment M22 max. Envelop Moment

Slab Design Frame Design Column Strip Moment

Slab Design No. of Reinforcement Bars Middle Strip Moment No. of Reinforcement Bars

Slab Design Column and Middle Strips on Frame in Y-Direction Column Strip Moment

Slab Design No. of Reinforcement Bars Middle Strip Moment No. of Reinforcement Bars

Design of Beams: Beam Reinforcing

Design of columns Frame Taken By SAP

Design of columns Column Reinforcing Columns Summary(council of ministry) Column ID Section mm Floors Bar Tie No. Size C1,C1’ 400x600 2B-4F 12 16 2 10 C2,C2’ C3,C3’ 25 C4,C4’ 2B-4 F 14 20 3 C5,C5’ C6,C6’ 500x800 18 C7,C7’ 400X600 2B-6F C8,C8’ 500X800 2B 1B-6F C9,C9’ All Floors C10,C10’ 800X500 C11,C11’ 1100X600 28 4 C12,C12’ 24 C13,C13’ C14,C14’ 26 C15 Column Reinforcing

Design of columns Column Reinforcing columns Summary(trade and economy of ministries) Column ID Section mm Floors Bar Tie No. Size C1, C1’ 700X700 3B 24 20 3 10 2B-6F 18 C2, C2’ C3, C3’ 850X850 32 25 C4, C4’ 900X900 C5, C5’ 3B, 2B 1B-6F C6, C6’ 2B C7, C7’ ALL FLOORS 16 C8, C8’ C9, C9’ C10, C10’ C11, C11’ Column Reinforcing

Design of walls Section Cut in Wall Column Model

Design of walls Reaction at Pin Support Wall Represented as Column

Design of staries 3D Stair Model Stair Geometry

Design of foundation Section Cut in Wall Section Cut in Wall

Section Cut in Wall Section Cut in Wall

Section Cut in Wall Section Cut in Wall