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An-Najah National UniversityFaculty of Engineering

Civil Engineering Department

Supervisor: Dr. Mahmoud Dwaikat

Prepared By:

Maha Sharei Amal Sabbah Jumana Khatib

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Project Description:

Zayed College for Nursing and Optics is located at An-Najah National Universitys

new campus- next to the faculty of medicine.

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E.g. : Ground floor

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Assumptions for Design:

Analysis and design are according to ACI-318-08.

ASCE 7- CODE for live load determination.

UBC 97 code for seismic loads (Using response spectrum)

Load combinations :

Loads are gravity and seismic loads.

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Structural Materials:

Concrete:

Slabs and beams fc` = 25 MPa

Columns and footing fc` = 30 MPa

Steel (Rebar, shrinkage mesh and stirrups):

Yielding strength (Fy) = 420 MPa

Soil Properties:

Allowable bearing capacity of 4 Kg/cm2

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Load Assumptions:

Dead Load:

Slab own weight: 5.54 KN/m2

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Superimposed dead load:

Total superimposed dead load = 4.8 KN/m2

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LiveLoad

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Slab structural system

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3D Model

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Slab modifiers

Modification Factors

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Also, for beams and columns the modifiers are as follows:

Beams:

Torsional constant: 0.35

Moment of inertia about 2 axis: 0.35

Moment of inertia about 3 axis: 0.35

Columns:

Torsional constant: 0.7

Moment of inertia about 2 axis: 0.7

Moment of inertia about 3 axis: 0.7

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Sap Verifications

Compatibility

Compatibility check

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Equilibrium

Total live load manually = 3306.3 KN.

Live load from sap

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Stress strain relationship check

1:2

2 + 3(from sap) should equal

8 (manually)

1:2

2 + 3 =

510:(50)

2-203=77KN.m

8=902.55

8= 73.55KN.m

Since 77KN.m73.55KN.m (e=4.6%)OK.

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Dynamic Analysis (seismic loads)

UBC 97 code

Response spectrum analysis method

Response spectrum: an elastic dynamic analysis utilizing the peak

dynamic response of all modes having a significant contribution to

total structural response.

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Main factors according to UBC 97 code:

Seismic Zone Factor, Z

Nablus city (Zone 2B); Z= 0.2

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I= importance factor, I= 1

R = 4.2 (Dual system Concrete shear walls with OMRF)R = 6.5 (Dual systems concrete shear walls with IMRF)

Soil is rock soil profile type SB

Ca=acceleration seismic coefficient, Ca=0.2

Cv= velocity seismic coefficient, Cv=0.2

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Load patterns:

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Load cases:

Earth quakex

Scale factor=gI

R=1.83 for U1 U2: 1.830.3= 0.55

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Load cases:

Earth quakey

Scale factor=gI

R=1.83 for U2 U1: 1.830.3= 0.55

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Load cases:

Earth quakez

Scale factor=gI

R=1.83 U3: 1.830.15= 0.275

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Load cases:

Modal case

Eigen Vectors analysis needs more than 700modes

Ritz Vectors analysis needs only 21modes to reach 90% participating mass ratios

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Period T Check

T =0.377 seconds as shown:

T= Ct (hn)3/4.. Ct = 0.0488 T= 0.6 seconds

T= 0.45 seconds

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Total base shear V check

Base shear in x & y directions:

Base Reactions

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V max:

Substitute Wd = 133367 KN, Cv = 0.2, Ca= 0.2, I=1, T =0.45 s

For R =6.5 V = 9120 KN< Vmax (10260 KN)

For R =4.2 V = 14113 KN< Vmax (15877 KN)

Vx & Vy values from the previous figure are close to manual calculations.

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Single Footing

q all = 400 KN/m2

It has a dimensions of 2*2 m

Thickness = 450 mm

Shear Checks :Wide Beam Shear Vc Vu 507 KN > 406 KN Ok

Punching Shear Vc0.00141 < 1.373 Ok

Reinforcement

6 16 / m in both directions.

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Combined Footing

q all = 400 KN/m2

It has a dimensions of L = 4m , B = 2.6m .

Thickness = 800 mm

Shear Checks :Wide Beam Shear Vc Vu1170 KN > 419 Ok.

Punching Shear Vc Vu4416.8 KN> 419 KN OK.

Check for deflectionSAP < Max.0.0096 < 0.01m OK.

Check maximum stress= 363.75 KN < q allOK

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Combined Footing

Longitudinal ReinforcementAs = 2056 mm < As min= 6240 mm

Use As min 13 25

Transverse reinforcement

As = 4004mm13 20

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Wall Footing

q all = 400 KN/m

It has a dimensions of B = 2m

Thickness = 550 mm

ReinforcementLongitudinal ReinforcementAs min = 990 mm

2/m7 14 /m

Transverse reinforcement As = 1034 mm2/m6 16 / m

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Design of columns

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SwayNon sway Check

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The check is done for both x and y direction for first and last floors

Columns Shear and Vertical loads

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SwayNon sway Check

By applying Q index equationin x , Q index = 0.0021

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Slenderness Check

In project1, columns were assumed short. 3D model is used to recheck that assumption.

Alignment chart for non-sway frames

Lu = 3.7 m

K conservatively assumed 1

R= 0.3 h =0.30.4= 0.12

KLu

r=13.7

0.12= 30.83 34- 12

M1

M2 40

M1, M2 for all columns make double curvature

-ve M1M2

Short columns

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Columns Design

Columns Design Summary

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Design Of Beams

All beams in the building are drop and multi-span beams.

For the preliminary design , loads are calculated using tributary

area method and 1-D structural model for each beam is analyzed

and designed using SAP2000.

Final output was taken from 3-D model.

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Preliminary dimensions of Beams

Depth of beams was found according to ACI-318-08 (Deflectionlimitation) .

For beam 1 it has rectangular section with

Depth = 70 cm

Width = 40 cm

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Design of Beams Using Sap2000

Dimensions of beams

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Steel reinforcement

Minimum steel reinforcement

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Steel reinforcement

Main steel reinforcement

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Steel reinforcement

Shear reinforcement

Concerning shear reinforcement of beams, it is recommended to unify shearreinforcement spaces for each beam near the supports due to not high shear forces

in the region. In the middle we can reduce the spacing for practical and economical

purposes.

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Steel reinforcement

Torsion reinforcement

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Design of Transverse Beams

It has a dimensions of 30*30 cm

It has area of steel minimum :

As min= p min*b*h = 0.0033*300*300 =297 mm2Use 3 12

D i f l b

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Design of slabs

The structural system of Zayed College is one way ribbed

slab(31 cm ) with drop beams.

The ribs in the slab are analyzed using sap 2000

program..

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Ribs distribution in the first floor

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Analysis and design of rib2

Check for shear

Shear force contours

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The maximum shear force at distance d/2 from face of support

=48KN*.57 = 27.3 KN.

Vc =29.2 KN

Vu =27.3 KN

Vc=29.2>Vu=27.3 no need for shear reinforcement , but use

18/20 cm for bar fixation .

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Analysis and Design for flexure

M22 contours diagram

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Reinforcement details for rib2

S i D i

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Stairway Design

Stair dimensions

Going = 30 cm

Riser = 16.5 cm

Slab thickness = 20 cm

St i D i

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Stairway Design Stair Loading

Dead load = 14.1 KN/m

Live Load = 7.9 KN/m

Check for deflection

Deflection limitation:-

- L L/360Ok

- LT L/480Ok

St i D i

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Stairway Design

Check for shearVc > VuOk

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Stairway Design

Design for flexure

St i D i

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Stairway Design

Area of steel from sap

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Design for stair beam

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Design for stair beam

Main steel reinforcement

Minimum steel reinforcement

As min= 264 mm2Use 2 14

Design for stair beam

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Design for stair beam

Design of beam for shear

Shear wall design

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Shear wall design

Bending m11 modifier: 0.25, m22 modifier: 0.25 ,m12 modifier: 0.25

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Since Pu

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(= 0.0025)

As min= 0.00251000300= 750mm2

Use 510/m& 510/m in both horizontal and vertical

directions

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