Evaluation of The Structural Design of Nursing and Optical Faculty- An Najah National University

Prepared by:Khawla SalamehNoor BarbourRema Alawneh

Supervisor:Dr. Riyad AwadDesign of OFFICE OF EXCHANGEPalestinian Post \ Jericho

1OutlinesProject objective.Project description.Preliminary Design of slabs, beams & columns.Three dimensional structural analysis and design.Seismic loads analysis.

2Project ObjectiveTo design the building of Office of Exchange \ Palestinian Post in Jericho using the primary principles of structures by using one dimensional analysis and three dimensional structural analysis and then design it for seismic loads analysis.

3Plan of Ground Floor

Project DescriptionThe building is used for commercial purposes.The building consists of one floor with an area of 349.7 mThe floor assumed to be two blocks, block 1is used for Customer Services and block 2 for offices.The elevation of the floor is 7.05 m in block 1 and 4.45 m in block 2.

MaterialsReinforced concrete: Concrete compressive strength fc = 24 MPa for slabs, beams and columns.Concrete compressive strength fc = 28 MPa for footings.Modulus of elasticity Ec = 23 GPa

Steel: Yield stress in steel bars and stirrups = 420 MPa

Design CodesACI 318-08: American concrete institute provisions for reinforced concrete structure design.

UBC-97: Universal Building Code used for seismic loads calculations. IBC 2009:International Building Code used for live load determination.The following codes and standards are used in this study:

7Preliminary Design of slabs

One way Solid slab: (Block 1)

Thickness = 20 cm

Dead load = 5 KN/mLive load = 0.5 KN/mSuperimposed dead load = 2 KN/m

I will begin with the type of slabs that we used in block 1 , that is one way solid slab thickness of the slab is determined based on the longest span and it 20cmSince the slabs are inclined , they are not accessible , so live load isDead load is calculated using the thickness of the slab, and it..Superimposed dead load is assumed to be 2 KN/m2 , we took into consideration the weight of solar pools In it.9Solid slab reinforcement distribution

Using the principles of simple beam , we determine the reinforcement in the solid slab10One way ribbed slab:(Block 2)

Thickness = 30 cm

Dead load = 5.1 KN/mLive load = 2.5 KN/mSuperimposed dead load = 4.1 KN/m

Superimposed dead load details:

Super imposed load = Wtiles + Wmortar + Wsand + Wplaster +0.104 (partition)

= (0.03)(27) + (0.03)(23) + (0.1)(20) + (0.02)(23) + 0.104 = 4.1 KN/mRibbed slab reinforcement distribution

Preliminary Design of beams

Beam distribution in block 1

B1B2Beams in block 1

Moment diagram for frame 2

Reinforcement distribution for B1 & B2:

B1B2Beams details in block 1

Beams of block 2:

We consider the main beams as simple beams , and the secondary beams as continuous beams , and here we have a girder 20

Beams details in block 2

Preliminary Design of columns

Columns distribution:

Column 1

Column 2Columns details:

Three Dimensional Structural Analysis and Design

Material Property for concrete

Shell DataRibbed slab definition

Modification Factors

A1= (0.060.52) + (0.120.24) =0.06 m2A2= (0.060.52) = 0.0312 m2A3= (0.2240.52) = 0.1165 m2

I1= (0.520.063/12) + (0.060.52) (0.08162) + (0.120.243/12) + (0.120.24) (0.06842) =4.87 e-4 m4I2 = (0.520.063/12) = 9.36 e-4 m4I3 = (0.520.2243/12) = 4.87e-4 m4

Modifiers equationswhe

Modifiers for ribbed slab

Membrane f11modifier =(A2/A3) = 0.27Membrane f22 modifier = (A1/A3)=0.515Membrane f12 modifier = (A2/A3) = 0.27Bending m11 modifier = 0.25( I2/ I3) = 0.004805Bending m22 modifier = 0.25( I1/ I3) = 0.25Bending m12 modifier = 0.25( I2/ I3) =0.004805Shear v13 modifier = (A2/A3)= 0.27Shear v23 modifier = (A1/A3)= 0.515Mass m modifier = (M 1 way rib / M solid) = 0.91Weight w modifier = (9.81M 1 way rib/ 9.81M solid)= 0.91ModifiersOne way solid slabsolid slab section data

ModifiersFor columnsFor Beams

Compatibility Check

Check equilibriumDescriptionBlock 1Block 2Slabs960645.66Columns206.85112.5BeamsT-section = 375 Rec. = 500388.665Total2041.851146.825Total dead load =3188.675 KN

Total live load= 427.925 KN

Total Superimposed load = 965.18 KNDead load results:Dead, live and superimposed results from SAP

Error % in dead load = 4.4 % < 5% OK

Error % in live load = 3 % < 5% OK

Error % in superimposed = 2.25% < 5% OKSlabs Design

Bending moment for block1 in y-direction

Solid slab reinforcement distribution

Using the principles of simple beam , we determine the reinforcement in the solid slab38Solid slab reinforcement distribution

Bending moment for block2 in y-direction

Ribbed slab reinforcement distribution

Ribbed slab reinforcement distribution

Beams DesignBeams layout in block 1

Reinforcement for all beams in block 1Beams of Block 1FrameBeamstationArea of steel due to moment and torsionDimension of beam (cm)MomentShearArea of steel(mm) +veArea of steel(cm) -veAv/s (mm/mm)# of barsBottomAs minAs provided# of barsTopAs minAs provided# of bars11Left238544.5544.5316482544.5544.53160210/153060Middle215544.5544.5316118544.5544.53160210/15Right184544.5544.5316370544.5544.53160210/1521Left227544.5544.5316459544.5544.53160210/153060Middle153544.5544.5316153544.5544.53160210/15Right241544.5544.5316241544.5544.53160210/152Outside stem = 0.7Outside flange = 1.0Flange thickness = 0.2Stem thickness = 0.4Left695217821787201080871.210804200.333210/30Middle85321782178720348871.2871.23200210/30Right49821782178720853871.2871.23200.333210/3031Left343544.5544.5316540544.5544.53160.05210/153060Middle187544.5544.5316187544.5544.53160.016210/25Right263544.5544.5316263544.5544.53160210/152Outside stem = 0.7Outside flange = 1.0Flange thickness = 0.2Stem thickness = 0.4Left60821782178720940871.29403200.333210/30Middle71621782178720304871.2871.23200210/30Right45421782178720853871.2871.23200.333210/30Checking deflection requirements for serviceability in block 1:Deflection typeDeflection value(mm) Dead3.8 Live0.19 Sustain load0.097The critical beam was taken to check in block 1 (Beam 1 in Frame 2) and the results were as follows:

Longitudinal section in Beam 1Sections in Beam 1Longitudinal section in Beam 2Sections in Beam 2

Beams layout in block 2

Beams of Block2BeamDimension of beam (cm)stationArea of steel due to moment and torsionspanMomentShearArea of steel(mm) +veArea of steel(mm) -veAv/s (mm/mm)# of barsBottomAs minAs provided# of barsTopAs minAs provided# of bars140X30Left1093303302162203303302160.101210/151Middle181330330216633303302160.188210/15Right1263303302162543303302160.188210/15240X30Left1043303302162103303302160.186210/102Middle146330330216543303302160210/20Right1093303302162203303302160210/10340X30Left1033303302162083303302160210/153Middle124330330216523303302160210/20Right1043303302162093303302160210/15440X30Left1383303302162793303302160210/154Middle182330330216693303302160210/25Right1273303302162573303302160.186210/15540X30Left1843303302163603303602160.19210/155Middle238330330216923303302160.102210/20Right933303302161883303302160.005210/15Reinforcement for all beams in block 2Checking deflection requirements for serviceability in block 2:The critical beam in block 2 is beam 2 and it was taken to check.The results were as follows:Deflection typeBeam

(mm) Dead6.83 Live2.56 Sustain load1.28Cross section in beam 1

Columns DesignColumns are designed to carry one floor at block 1 and three floors at block 2.

Design Requirements:

No. of columnSection(cmcm)rebar percentageAS(mm2)# of barsTiesC145451%20251016110/10cmC245451.49%20661116110/10cmC345451%20251016110/10cmC445451.12%23431216110/10cmC545451%20251016110/10cmC645451%20251016110/10cmC745451%20251016110/10cmC845451%20251016110/10cmC945451%20251016110/10cmC1045451%20251016110/10cmReinforcement for all columns in block 1Section in column 1

Reinforcement for all columns in block 2Section in column 2No. of columnSection(cmcm)rebar percentageAS (mm2)# of barsTiesC1125501%1250616110/10cmC1225501.02%1274616110/10cmC1325501.23%1537816110/10cmC1425501.12%1250616110/10cmC1525501%1250616110/10cmC1625501%1250616110/10cmC1725501%1250616110/10cmC1825502.69%3369825110/10cm

Footings DesignDesign requirementsThe selected footings in this project are pile footings since the project is located in Jericho, where the soil is very poor.

Piles is designed to carry one floor at block 1 and three floors at block 2.

Based on the soil type in Jericho , the following assumptions are used: = 21 = 17 KN/mC = 12

Design requirementsSelection of pile length & diameter

Results of Bearing capacity at different lengths and diametersDesign Chart for selecting pilesDiameter(m)Length(m)No. of pilesQ allowablePuGroup No.0.64149040010.86190070020.76270012503Piles Groups and design

Piles grouping and characteristics: Piles groups design:Design of the pile cap

Cap reinforcementCap depth(m)Cap Dimensions( m m)Group Number3200.60.9 0.9Group 1 4200.61.1 1.1Group 26201.21 3.1Group 3Group 3Group 1

Vertical section in Pile 1 / column 1Horizontal section in Pile 1 / column 1Seismic Load analysisThe structure is located in Jericho area which is classified as zone 3 according to Palestine seismic zones, in Palestine seismic zones map

The UBC97 code seismic parameters are as follows:

The seismic zone factor, Z= 0.3 (Table16-I)The soil is stiff soil profile, so the soil type is SD.(Table16-j)The importance factor, I= 1.0 (Table16-k).The ductility factor, R= 5.6 (Table16-n).The seismic coefficient, Ca=0.36 (Table16-Q).The seismic coefficient, Cv=0.54 (Table16-R)

Define response spectrum function

Define load cases

Define load case data

Design of Slabs for seismic load

Bending resistance: (Block.1)Mu-ve = 12.5 KN.mAs =360 mmUse 3 14/mMu+ve = 13.6 KN.mAs =360 mmUse 3 14/mDesign of Slabs for seismic loadBending resistance: (Block.2)Mu-ve = 30.5 KN.mAs =369 mmUse 2 16Mu+ve = 16.5 KN.mAs = 64.8 mmUse 2 10

Design of Beams for seismic loadBlock 2 : (Beam2)Mu-ve = 187.25 KN.mAs = 2088.3 mmUse 1116

Mu+ve = 117.1 KN.mAs = 1266 mmUse 716Shear diagramUse 1 10/10 cm

Design of Beams for seismic loadBlock 1 : (Frame2/Beam1)Mu-ve = 72.5 KN.mAs = 554.4 mmUse 416

Mu+ve = 26 KN.mAs = 554.4 mmUse 316

Shear diagramUse 1 10/25 cm

We are gladto hearyour comments& questionsabout thepresentation

Khawla NoorRemaBeams in Block 1

StirrupsTop SteelBottom SteelDepth (cm)Width (cm)Beam Name

1 10/25cm.4 204 206030Beam 1 (Frame 1)

1 10/25cm5 203 206030Beam 1 (Frame 2)

1 10/25cm.4 207 20Outside stem = 0.7Outside flange = 1.0Flange thickness = 0.2Stem thickness = 0.4Beam 2 (Frame 2)

1 10/20 cm3 123 123030Beam 3

Beams in Block 2

StirrupsTop SteelBottom SteelDepth (cm)Width (cm)Beam Name

1 10/10 cm.5 1210 163060Beam 1

1 10/10 cm.4 168 203090Beam 2

1 10/10 cm.4 124 123040Beam 3

1 10/10 cm.3 164 163060Beam 4

1 10/10 cm.4 124 203040Beam 5

1 10/20 cm.3 123 123030Beam 6

1 10/20 cm.3 124 163030Beam 7