Final Presentation CEM2 6

5/26/2018 Final Presentation CEM2 6

1/50

DESIGN OF A MODERN HIGH-RISE BUILDING

IN ABU-DHABI

United Arab Emirates University

Faculty of Engineering

Department of Civil and Environmental Engineering

Graduation Project II

Fall 2010

Thursday 13 January 2010

Student Name ID Number

Abdulrahman Abdulla Alili 200409918

Mohammed Amer Al-Ameri 200416269

Wadah Abdulla Ahmed 200540613

Amr Ezzat Abdel-Havez 200540677

Advisor : Dr. Aman Mwafy

Examination Committee:

Dr. Hany Maximos (Faculty)

Dr. Amr Sweedan (Dept.)

Dr. Bilal El-Ariss (Dept.)


2/50

Objectives

The Graduation Project is divided into two main phases, namelyGPI and GPII. The three-dimensional (3D) analytical modeling of

the 60-story building, load calculations and verifications of the

analytical model were performed in GPI. Tasks and results of this

phase are briefly presented in this report.

The second phase of the project focus on designing different

structural members of the high-rise building such as floor slabs,

beams, columns, shear walls and foundations using latest analysis

software and modern design codes.


3/50

Original Building


4/50

Building After Modifications


5/50

Design process

Requirements SpecificationsConseptual

Design

EmbodimentDesign

(SimulationModel)

DetailedDesign

Specification:Building should be design according to:

ACI 318-05 Code.

IBC 2009/ASCE 7-05 for calculating the wind loads.

Structural Analysis programs:

CSI ETABSCSI SAFE

PROKON

Requirement:

Plan area: 1750.2 m2

Total number of stories: 60

Typical Story height: 3.5 m

Use of the building: residential building

Used materials: normal and high strength

material and reinforcing steel


6/50

Summary of GPI

Geometric and Load Modeling

Structural elements modeling (beams, slabs etc..)

Load modeling

Hand Calculations

Actions and deformations

Preliminary Cost Estimate


7/50

Summary of GPI

0

5000

10000

15000

20000

25000

30000

EarthquakeLoadWind LoadE-W

Hand Calculation ETABS Results

0

200000

400000

600000

800000

1000000

1200000

Dead Load

Live Load

Hand ETABS Results


8/50

GPII Tasks

Verified three dimensional analytical model of a typical 60-story building,

representing the modern tall buildings in the UAE.

Design different structural elements, including the complete design of suitable

floor slab systems, such as solid slabs and flat slabs, at different story levels of

the high-rise building using the SAFE and PROKON programs.

Optimized design of shear walls using the latest version of the ETABS program

with different load combinations and different cross section sizes and

reinforcement ratios to arrive at the most cost-effective design.

Design of columns and different types of beams.

Design of stairs and the piles foundation system.

Final Cost Estimates.


9/50

Design of slab systems

Flat Slab

Hollow Block Slab Solid Slab

Diaphragms and slabs can be defined as a structural system that resist, collect and

distribute the lateral forces, either earthquake or wind, in the horizontal planes of a structure

then transmit them to the vertical bearing elements (shear walls, frames) then to the

foundation and the ground.

In GPII we have designed three types of slab systems

1- Flat Slab

2- Hollow Block Slab

3- Solid Slab


10/50

Design of Hollow Block slabs

Design as a T-

Section


11/50

Hollow Block slabs

Different alternatives of the slab dimensions are considered.We started with a depth equals to 250 mm, which led to a deflection that

exceeds the

maximum allowed value.

To overcome this issue, we increased the depth of the slab to 350 mm by having

two

layers of blocks each has 150 mm height, which produced safe deflection

Increasing the width of ribs

Increasing the depth & number of blocks

Increasing of the reinforcement


12/50


13/50

Solid Slabs

Wu=1.2WD+ 1.6WL== 16.98 kN/m2

Mu= 13.262 kN.m/m

Rn=[Mu/ ( = 2.62 = 0.0065

As= bd=487.5 mm2 use 7 bars #10


14/50

Flat slabsExporting three slabs:

The following three slabs are exported from ETABS to SAFE:

Ground story slab.

17th story slab.

37th story slab.

Two critical load combinations are selected to extract results from SAFE,

1.4 SDL+1.4 O.W+ L.L+ 1.4 EQX) a

1.4 SDL+1.4 O.W+ L.L+ 1.4 EQY).

The design process of flat slabs is started by

determining the most optimum thickness of the slab.

The optimum thickness can be determined by

selecting the slab thickness and verifying the

deflection


15/50

Slab Optimum thicknessL < L/360

L + add < L/360add = * D

= / 1+ 50

` = As`/ bd

Safe Unsafe

Increase the ts

and check

Ground story slab thickness equals to 200mm:

L/360 = 22.2 mm

L/240 = 33.33 mm

d = 20025 = 175 mm

` = As`/bd = 0.003686

= / 1+ 50 ` = 1.6887

where = 2

L < L/360 5.22 < 22.22O.K

D = 13.5 + 13 = 26.5

add =

* D

= 44.71

L+ add < L/36049.93 > 33.33

unsafe, we have to increase the thickness.


16/50

Design of flat slabs

Strip # Direction Strip width (m) Strip type

S1 x X direction 1 Column strip

S2 y Y direction 4 Middle strip

S3 y Y direction 4 Middle strip

Three strips are defined for each slab, two middle strips and one columnstrip, as shown below.

The defined strips are used to calculate the maximum bending moment, as

shown in Figures


17/50

Design of flat slabs Example :Ground story

After extracting the maximum positive and negative moment, each is divided by the stripwidth to get the bending moment per unit length and calculate the correspondingreinforcement

Strip No. +M -M +M/width -M/width

S1x 123.3 240.9 123.3 240.9

S2y 229.13 600.3 57.28 150.1

S3y 298.78 196.9 74.695 49.2

Strip No. +M/width As = bd Mesh top & bot.

S1x 123.3 0.00457 1188.2 616

Strip No. -M/width As = bd Amesh As - Amesh Additional Reinf.

S1x 240.9 2410 1188.2 1221.8 616

S2y 150.1 1457.64 1188.2 269.44 412

S3y 49.2 463.46 1188.2 ---- ----


18/50

Strip No. -M/width As = bd Amesh

As -

Amesh Additional Reinf.

S1x 240.9 2410 1188.2 1221.8 616

S2y 150.1 1457.64 1188.2 269.44 412

S3y 49.2 463.46 1188.2 ---- ----


19/50

Check of Punching Shear

12

')2(

fc

b

d

o

s

bod

3

'fc bod

6

')

21(

fc

c bodVc1 =

Vc2 =

Vc3 =

Vu

= Vc

+ Vs

Element Vc (KN) f Vc (KN) Vu (KN) fVu (KN) Decision

Col-1 595.9 446 161.88 242.82 Safe

Col-2 1115.94 836.96 275.08 357.6 Safe

Col-3 2147.66 1610.745 151.8 197.34 Safe


20/50

Best Alternative

FlatSlabs

HollowBlockSlabs

DecisionBased

on

Efficiency/

Construction

Cost

0.00

10.00

20.00

30.00

40.00

50.00

60.00

Floor slabs cost Hollow block slab

CostinMillions

AED

- The choice of the slab system for the 60-

stor building is based on the cost and

performance

- The hollow block slab system is more

expensive than flat slabs. Moreover, flat

slabs are much easier in construction, and

therefore the flat slabs are selected.


21/50

Stairs

Wu= 16.08kN/m

2

WuX 0.3 load of each stair = 16.08 X 0.3 = 4.824 kN/m

(M max)=(Wux L2)/2= (4.824 x 1.452) /2 = 5.07 kN.m

.

STEP 1: Determine steel ratio ()

Rn= [Mu/ (= (5.07*106)/ (0.9*300*(195)2) = 0.49

= (1- ) = 0.00117

min= 0.003521

STEP 2: Determine As

As= bd = 0.003521*300*195= 206 mm2

[use 3 bars#10]

Stairs

Design of stairs using hand calculations


22/50

Stairs

Reinforcement details of stairs

3#10 /step

3#10 /step

Reinforcement distribution


23/50

BeamsDesign of hidden beam

Design of edge beam

Design of connecting beamB1

Connecting beams


24/50

Beams

(M max) = (Wux L2)/8 =168.44 (KN.m)

STEP 1: Determine steel ratio ()

Rn= = = 0.975

= (1- ) = 0.002361

min= 0.003521 from Eqn. 13

max= 0.0216 from

Then min max use min

STEP 2: Determine As

d= Beam heightcover = 450 -50= 400 mm

As= b d = 0.003521 1200 400= 1690.1 mm2

From Ref [11] , Table B.4 use 9 bars # 16

From Ref [11], Table B.5One layer

Beam cross section

Design of hidden beam using hand calculations

B


25/50

Beams

Bending moment diagram of the hidden beam

Beam deflection

Design of hidden beam using Prokon


26/50

Beams

Slab Load:

Dead load from slab = 48.03 kN/m

Live load from slab = 8.5 kN/m

Beam own weight

hb= 620 mmO.W Beam= bwhb c= ((0.250.24) + (0.81 0.38)) (25) = 9.195 kN/m)

Wall own weight

O.W wall= bwhw= 0.25 2.88 10 = 7.2 (KN/m)

Effective Length

bw+ 6t= 0.25+ (60.38)=2.53

Effective width (bE)= Smaller of bw+L / 12=0.25 +(6.7/12)=0.81m

bw+ b0= 0.25+ 4= 4.25 m

Then, Effective length (bE)= 0.81 m = 810 mm

Edge beam cross section

Design of edge beam using hand calculations


27/50

Beams

Long-term deflection

Moment x-x

Design of edge beam using Prokon


28/50

Reinforcement distribution

BeamsReinforcement distribution


29/50

Beams

Check if its coupling or conventional beams:

Design of connecting beams

Lengthdivided by

height

Greaterthan 2

From ACIcode

Conventionalbeams

[3/1]= 3 greater than 2 .ok


30/50

Beams

Input data in prokon

Design of connecting beams using ETABs &Prokon


31/50

Beams

Level Beams No. Flange Width Bending Moment Shear Force

ground

story levels

B1_1 750mmM=1270.42 KN.m V=865.2 (KN)

Reinforcement 8 T 25 4 T 8@ 120 mm

B1_2 625mm M=1660.9 KN.m V= 1047.6 (KN)

Reinforcement10 T 25 4 T 10 @ 150 mm

B1_3 625mm

M=1537.34 KN.m V= 1072.71 (KN)Reinforcement 9 T 25 4 T 10@ 120 mm

17thstory

levels

B2_1 750mm M=763.82 KN.m V= 620.4 (KN)


B2_2 625mm M=895.1 KN.m V= 716.71 (KN)


B2_3 625mm M=767.92 KN.m V= 619.9 (KN)


36thstory

levels

B3_1 750mm M=760.1 KN.m V= 630.37 (KN)


B3_2 625mm M=820.9 KN.m V= 637.1 (KN)


B3_3 625mm M=679.5 KN.m V= 564.4 (KN)


Data outcome form Prokon & ETABS

Design of connecting beams using ETABs &Prokon


32/50

Shear Walls

Design shear walls using ETABs

Selected shear walls


33/50

Shear Walls

o Define pier section.

o Pier section data.

o Section designer.

o Assign pier section.

o Assign general Reinforcing pier section.o Start design of section.

Design process


34/50

Shear Walls

The D/C ratio indicates the demand over capacity:

D/C Ratio less than 1section is safe in flexure

D/C Ratio greater than 1Section is unsafe

General reinforcing Pier Section


35/50

Shear Walls

As(min)= (0.25/100) Ag

Optimization

Level Wall Reinforcement

Layout (1,2 and3)

P3S mm167@12#6

P2SS mm167@12#6

P1SS mm167@12#6

P4S mm167@12#6

P5 mm167@12#6

P6 mm200@12#5P7 mm167@16#6
mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:5mailto:5mailto:5mailto:5mailto:5mailto:5mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:5mailto:5mailto:5mailto:5mailto:5mailto:5mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6mailto:6


36/50

Columns

Columns name Col(1-20) Col(2-20) Col(2-40)

No. of columns 8 4 4

Columns dimension (1000x300) (1500x400) (1500x300)

Design columns using ETABs


37/50

Columns

Columns reinforcement detail


38/50

Columns

If columns un-safe:

Check safety of columns

Increase columnsdimension

Increase concretestrength


39/50

Design of Foundation

Using Safe program 709 piles have been distributedamong the raft area.


40/50

Foundation Results

Point loads representation due to applied loads.


41/50

Foundation Results

Deformed shape.


42/50

Foundation Results

Strip # 1 in X-direction Strip # 2 in Y-direction Strip # 3 in Y-direction


43/50

Foundation Reinforcement

Reinforcement detailing for the raft foundation


44/50

BeamsBeams (cost) = width length depth number of stories cost of one m3

ColumnsColumns (cost) = width length height number of stories cost of one m3

Cost Estimate


45/50

Cost Estimate

Shear WallsShear walls (cost) = thickness length height number of stories cost of one m3

Floor slab

Flat slab (cost) =thickness net area cost of one m3number of stories


46/50

Stairs

Stairs (cost) = Area Stairs thickness Factor (1.2)number of stories cost of one

m3

= [(3 m 7 m)0.23 m1.260 stories 2500 (Dhs/ m3)]2= 1,738,800 AED

Cost Estimate

Excavation

Excavations (cost) = Depth Area Raft cost of one m3= 11 m 1750.2 m2 50 (Dhs/m3) = 962,610 AED

Plain ConcreteConcrete Plan(cost)= Area Raft Thickness Cost of one m3

= (1750.2) m2 0.4 m 700 (Dhs/ m3)= 490,056 AED

Raft FoundationRaft foundation(cost)= Area Raft Thickness Cost of one m3

= (1750.2) m2 3.2 m2200 (Dhs/m3) = 12,321,408AED

Pile Foundation

Piles foundation (cost)= Number of piles length of pile Cost of one meter= 709 piles 25 m 2800 (Dhs/m) = 49,630,000 AED

Foundations

170,969,819

AED


47/50

Cost Estimate

0

10

20

30

40

50

60

70

CostinMillion(AED)

Final cost estimate of structural system


48/50

Project Management

O d li bl


49/50

Outcomes and Deliverable

Verified three dimensional analytical model for a typical

60-story building, representing the modern tall buildings in

Dubai and Abu Dhabi.

Design different structural elements and establish full

design of suitable floor slab systems, such as solid slabs and

flat slabs, at different story levels of the high-rise building

using SAFE and PROKON programs.

Design of columns and different types of beams such as

conventional.


50/50

Conclusion

The analytical model and modern design provisions

have been employed in the second phase of the project

(GPII) to fully design different structural members of the

60-story high-rise building.

Work in a group and write technical reports.

Documents

Final Presentation CEM2 6