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An-Najah National University Faculty of EngineeringCivil Engineering DepartmentGraduation ProjectSubmitted To:- En. Imad Al-Qasem.Prepared By: - Omar Mohammed. Nabeeh Isleem. Nadeem Al-Jallad.
OverviewMecca Mall.
Under Construction.
Twelve Story and Roof.
Total Area is 6500 m2 .
ACI 318-08 .
LRFD 2005 .
f 'c = 28 Mpa for columns and footing.
f 'c = 24 Mpa for slabs.
Fy = 420 Mpa.
Bearing Capacity Of Soil = 2.5kg/cm2.StoryNumberOwn weight(kN/m2)Super imposed(kN/m2)Live load office (kN/m2)Live load storage(kN/m2)Live load corridors(kN/m2)Roof6.80102-86.84.12.50416.84.1405GF6.84.145.255B16.8
4.105.250Load factors (Combination)Wu = 1.4DL
Wu = 1.2DL + 1.6LL
Wu = 0.9DL + EL
Wu = 1.2DL + LL + EL
Slabs Thickness
From Architectural plans the cantilever = 3m .
h min = 3000/8 = 375 mm . Take the thickness equal to 40cm .
Reinforcing Direction
Cross Section in RibCross Section in Slab
Cross Section in WallCheck Slabs for ShearShrinkage SteelAs = 0.0018*b*d
As = 0.0018*1000*60 = 141mm2
Use 3 8 /m
Distribution of Beams
Columns Design
Tied Columns will be used.
Dimensions are selected by architect.
Area of steel is minimum.
According to Buckling Check the columns are short.
Group NumberDimension (m)Load (Kn)Column in the Group11.65*0.455365C1, C4, C7, C19, C20,C2521.0*1.06663C2,C5,C21,C2430.5*0.53188C3,C6,C16,C13,C22,C2340.9*0.97288C851.5*0.454832C9,C1063.0*0.458377C11,C12, C1570.6*0.32458C14,C1782.3*0.458386C1890.8*0.3567C26100.7*0.3435C27G1G2G3G4G5Ultimate load kN54006700320073004900Dimensions m1.65*0.451.0*1.00.5*0.50.9*0.91.5*0.45Reinforcement30183220141626202818Stirrups mm1010101010Spacing cm2020202020G6G7G8G9G10Ultimate load kN840025008400600500Dimensions m3.0*0.450.6*0.32.3*0.450.8*0.30.7*0.3Reinforcement54181016421812161216Stirrups mm1010101010Spacing cm2020202020Three Dimensional Modeling1.Compatibility.
2.Equilibrium .
3.Stress Strain relationship .
Compatibility.Equilibrium Check
ErrorSapHand2.6 %.21667.3 kN22244.5 kNLive4.3%21459.7 kN22429.46 kNSuper3.9 %257724.53 247644.89DeadNote: all Equilibrium Load check's are OKStress Strain relationship .
Figure (5.14): Bending moment diagram for beam10(1D) kN.m.
Figure (5.15): Left Bending moment diagram for beam10(3D) kN.m.
Figure (5.16): Right Bending moment diagram for beam10(3D) kN.m
Figure (5.17):Middle Bending moment diagram for beam10(3D) kN.m
Mu+ from 3D = (48.2+ 65.3)/2 + 24.5 = 81.3 kN.m
Error = (81.3 76.7 ) / 81.3 = 5.0%
Note: all Stress-Strain Relationship check's OK
Footing Design
460 (560*0.5) = 280 m2
Mat Foundation should be used in the Project.
Check Punching Shear:*Vu=Pu=8400 kN.
*When d equal 1.2
*Vc=9392 kN>8400 kN OK Check for Deflection
= 10mm.is the maximum deflection.
Figure (6.1): Deflection Shape value for footing under surface load(m)
Dynamic Analysis
Earthquake analysis procedure :
Model/Ritz Vectors Analysis.Equivalent Lateral Load.Response Spectrum.Linear Time History.
Response Spectrum had been used to design and analysis .
Figure(7.1): Periods and frequencies for modes.T = 1.72 second.
Figure(7.2): Modal Participating Mass Ratios.Story NumberDisplacement xDisplacement yDisplacement zB200.6B1.01.24.43GF.1.5.61.02212.0541.13.0861.24.181.35.1101.36.1121.357.113.71.358.0715.41.329.0516.81.3Roof.617.82Displacement in all stories from first mode.Story NumberDisplacement XDisplacement YDisplacement ZB2003.3B1.5.73GF3.11.63.116.575.5212.915.47.4320.225.18427.735.18.2534.844.68.3641.153.28.2747.460.88852.667.37.8956.8672.47.3Roof57.9965.44.7Displacement in(mm) in all stories from Response Spectrum Method hitting X direction:Response Spectrum Method Procedure
Ca CvIR
Ca = 0.28 and Cv = 0.4 according to UBC code .
I = 1 and R = 3
Thank you for your Attention Thank you for your Attention Thank you for your Attention
