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An-Najah National UniversityFaculty of EngineeringCivil Engineering Department

Graduation Project ThesisStructural Static Analysis and Design, Soil-Structure Interaction& 3D Dynamic Analysis for Al-Baydar HousingPrepared by:Sami ShuqqoOmar Abu MansorMahmod Al-SayehSupervisor:Eng.Imad Al-Qasem

1Site Plan

Project DescriptionTwo out of three residential buildings will be designed.Ground floor and five other stories for each building.The building Area equal to 1414 m2

The elevations of each building difference according to the topography conditions.Story clear height is equal to 2.75 m

MaterialsReinforced concrete: =25 KN/m3 Beams and slabs fc = 24 MPa (B-250) Columns and Footings fc = 32 Mpa (B-300)

Plain concrete: =23 KN/m3Tiles: =27 KN/m3Sand: =18 KN/m3Reinforced Steel: fy =420 MPa

Static DesignIntroductionUltimate method for Design was used, According to ACI-318-08 Provisions.So, used design combination will be 1.2DL+1.6LL

Slabs DesignLoading system selectionOne-way Ribbed slab was used.The depth of slab selected according minimum depths of ACI-08

Loads and details of slabUltimate Loads on Slab= 14.3 KN/m2Ultimate Loads on Rib= 7.5 KN/m

Slab ReinforcementSlab depth used equal to 25 cm

Beams DesignMain Beams: carried slab weight, partitions (if exist), masonry wall (if exist) in addition to their own weight.Secondary Beams: carried partitions, masonry wall in addition to their own weight.

Beams Designhmin =/21=470/21=22.3 cm hmin =/18.5=420/18.5=22.7 cm Use 25 cm for hidden beams hmin =/18.5=580/18.5=31.4 cmUse 50 cm for drop beamshmin =/16=425/16=26.5 cmUse 25 cm for simply supportedBuilding A

Building B

Flexural DesignBeam (5), in part 1 of building AFor negative moment:Mu=62.66 KN.m =

= 0.0049 > (min= =0.0033) okAs= b d = 0.0049800210 = 823 mm2

Flexural DesignFor positive moment:Mu=30 KN.m = = 0.0023 < (min= 0.0033)Asmin= min b d = 0.0033800210 = 554 mm2As= b d = 0.0023800210 = 386 mm2 < Asmin

Design for ShearVu= 88 KN at center of supportVn= = = 117.33 KNVc= Vc= 137 KN

Design for ShearcontIf Vs Smax

Use 110/100mm

Bars DistributionAccording to ACI-318 provisions in chapter (10) the maximum spacing should not be exceed the following value:Smax= 15 2.5 Cc Smax= 15( ) 2.5 (4/2.54) = 11 inches = 28 cm

Smin = [B (No.bars Dbar )- 2]/ (No.bars 1)

SAP2000 ModelingThe laws of structures, that guarantee the reliability of mathematical models, will be checked. 1-Compatibility 2-Equilibrium 3-Stress-Strain relationship

CompatibilityIts ok from models

Equilibrium for ADL for 6 stories from SAP2000 = 59307.7 KNDL for 6 stories(hand calculations) = 58911 KN

%Error in DL = (59307.7 - 58911) / 58911 = 0.67% Ok

Equilibrium for A cont.LL for one story = 503.25 x2.5x6 = 7548.75 KNLL for 6 stories from SAP2000 = 7548.685 KN

%Error in LL = (7548.75 -7548.686)/ 7548.75 = 0 % Ok

Equilibrium for BDL for 6 stories(hand calculations) = 44311.87 KN DL for 6 stories from SAP2000 = 44036.894 KN

%Error DL = (44311.87 - 44036.894)/ 44311.87 = 0.62 % OK

Equilibrium for B cont.LL for 6 stories from SAP2000 = 5702.334 KN LL for 6 stories = 380 x2.5x6 = 5700 KN

%Error = (5702.336-5700)/ 5700 = 0.04 % OK

Stress-Strain RelationshipCheck for slab..rib 1..A Building

%Error = [7.13-(15.4990.5)]/7.13 = 8.6%

Stress-Strain Relationship cont.Check for slab..rib 6..B Building

%Error = [9.05-(18.920.5)]/9.05 = 4.5%

Stress-Strain Relationship cont.Check for beam Beam no.8 in Building A

Check for beamcontmodifiers for the external columns for the internal column

Check for beamcontfor the beam 3D analysis Results after modification

ColumnsColumns Classification according to their loads:

-Group : (100 ton 150 ton)-Group : (150 ton 200 ton)-Group : (200 ton 250 ton)

Loads VerificationT.A was taken and for Col.#38

Tributary area= 3.925 X 4.29 = 16.83 m2Ultimate SID+LL = [[(1.2 X 4) + (1.6 X 2.5)] x 3.925 X 4.29] x6 = 88.86 tonSlab Own weight = 0.18 X 16.83 X 25x6 = 45.48 ton Beams weight = 28.8 tonLoads on beams = 36.78 tonColumn own weight = (0.6 X 0.35 X 25 X 19.5) = 10.2 ton Total load = [(45.48 + 28.8 + 36.78 + 10.2) X 1.2 + 88.86] = 234 tonload on column number (38) from SAP2000 = 234 ton% Error = 0.0%

Interaction Diagram-Manually

Interaction Diagram-SAP2000

Final Dimensions Ag Pn= Pd = (0.85 f'c (Ag As) + fy As)

Column groupDimension of column (cm)Reinforcement of columnTiesNo. of columnsAB150 X 306 18110 / 25 cm2130255 X 308 18210 / 25 cm239360 X 358 18210 / 25 cm4-FootingsBearing Capacity for soil: 3.0 Kg/cm2Single, Combined and wall footing were designed

Single FootingsFooting IDDimensions (length width depth)Reinforcement in long directionReinforcement in short directionF12.252.150.4118/250 mm118/250 mmF22.352.10.45118/200 mm118/200 mmF32.752.50.5118/200 mm118/200 mmF41.91.70.4118/300 mm118/300 mmCombined FootingsFooting IDDimensions(length width depth)Horizontal ReinforcementTraverse Reinforcement+ Ve- VeLeftRightF52.82.60.4520/1000mm520/1000mm625425F63.751.80.4525/1000mm525/1000mm525520F72.52.450.35320/1000mm320/1000mm525525F832.650.4325/1000mm325/1000mm825825F92.652.40.35325/1000mm325/1000mm525525F103.61.650.35525/1000mm525/1000mm520425F112.652.70.4325/1000mm325/1000mm525725F123.71.450.4625/1000mm625/1000mm320320F132.72.50.4325/1000mm325/1000mm525425F142.81.90.3720/1000mm420/1000mm520520F152.82.20.35720/1000mm420/1000mm620525F162.252.350.40420/1000mm420/1000mm520520F173.82.150.45525/1000mm525/1000mm620620Wall Footings

Soil-Structure InteractionSoil-Structure Interaction (SSI) defined as the process in which the response of the soil influences the motion of the structure and the motion of the structure influences the response of the soil.SSI-models

SSI-models

Why SSI is important ?behavior of a structure is highly influenced not only by the response of the superstructure, but also by the response of the foundation and the ground as wellResultsSlab Results:the design of slab stay the same.Beams Results:the difference in results is significant(re-designed).Columns Results:the differences in columns made significant changes in loads , almost columns still in the same group except one column in Building A3D Dynamic AnalysisPeriod for the structureTime History AnalysisAnalysis Under periodic loads Analysis Using UBC-1997

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