Design of a Modern High Rise Building in Abu-Dhabi (United Arab Emirates University ) Graduation Project II Fall 2010

8/13/2019 Design of a Modern High Rise Building in Abu-Dhabi (United Arab Emirates University ) Graduation Project II Fall 2010

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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.)


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ObjectivesThe Graduation Project is divided into two main phases, namelyGPI and GPII. The three-dimensional (3D) analytical modeling ofthe 60-story building, load calculations and verifications of theanalytical 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 differentstructural members of the high-rise building such as floor slabs,

beams, columns, shear walls and foundations using latest analysissoftware and modern design codes.


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Original Building


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Building After Modifications


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Summary of GPI

Geometric and Load Modeling

Structural elements modeling (beams, slabs etc..)

Load modeling

Hand Calculations

Actions and deformations

Preliminary Cost Estimate


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Summary of GPI

0

5000

10000

15000

20000

25000

30000

EarthquakeLoadWind Load E-W

Hand Calculation ETABS Results

0

200000

400000

600000

800000

1000000

1200000

Dead Load

Live Load

Hand ETABS Results


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GPII TasksVerified 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.


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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


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Design of Hollow Block slabs

Design as a T-Section


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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


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Solid Slabs

Wu=1.2W D+ 1.6W L == 16.98 kN/m 2

Mu = 13.262 kN.m/m

Rn=[Mu/ ( = 2.62 = 0.0065

As= bd= 487.5 mm 2 use 7 bars #10


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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 byselecting the slab thickness and verifying thedeflection


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Slab Optimum thicknessL < L/360

L + add < L/360add = * D

= / 1+ 50 ` = As`/ bd

Safe Unsafe

Increase the t s

and check

Ground story slab thickness equals to 200mm:

L/360 = 22.2 mm

L/240 = 33.33 mm

d = 200 25 = 175 mm

` = As`/ bd = 0.003686

= / 1+ 50 ` = 1.6887

where = 2

L < L/360 5.22 < 22.22 O.K

D = 13.5 + 13 = 26.5

add =

* D

= 44.71

L+ add < L/360 49.93 > 33.33

unsafe, we have to increase the thickness .


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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, asshown in Figures


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Design of flat slabsExample :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/widthS1x 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 6 16

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

S1x 240.9 2410 1188.2 1221.8 6 16

S2y 150.1 1457.64 1188.2 269.44 4 12

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


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Strip No. -M/width As = bd Amesh

As -

Amesh Additional Reinf.

S1x 240.9 2410 1188.2 1221.8 6 16

S2y 150.1 1457.64 1188.2 269.44 4 12S3y 49.2 463.46 1188.2 ---- ----


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Check of Punching Shear

12

')2(

fc

b

d o

s bod

3

' fc bod

6

')

21(

fcc

bodVc1 =

Vc2 =

Vc3 =

Vu = V

c + V

s

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


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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

C o s t

i n M i l l i o n s

A E D

- 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.


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Stairs

Wu = 16.08kN/m 2 Wu X 0.3 load of each stair = 16.08 X 0.3 = 4.824 kN/m(M max)= (W u x L 2)/2= (4.824 x 1.45 2) /2 = 5.07 kN .m.STEP 1 : Determine steel ratio ( )

R n = [Mu/ (= (5.07*10 6)/ (0.9*300*(195) 2) = 0.49 = ( 1- ) = 0.00117min = 0.003521

STEP 2: Determine A s

As= bd = 0.003521*300*195= 206 mm 2

[ use 3 bars#10 ]Stairs

Design of stairs using hand calculations


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Stairs

Reinforcement details of stairs

3#10 /step

3#10 /step

Reinforcement distribution


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Beams Design of hidden beam Design of edge beam Design of connecting beam

B1

Connecting beams


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Beams

Bending moment diagram of the hidden beam

Beam deflection

Design of hidden beam using Prokon


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Beams Slab Load:Dead load from slab = 48.03 kN/mLive load from slab = 8.5 kN/m

Beam own weight

h b= 620 mmO.W Beam = b w h b c = ((0.25 0.24) + (0.81 0.38)) (25) = 9.195 kN/m)

Wall own weight

O.W wall = b w hw = 0.25 2.88 10 = 7.2 (KN/m)Effective Length

bw + 6 t= 0.25+ (6 0.38)=2.53 Effective width (b E)= Smaller of bw + L / 12 = 0.25 +(6.7/12)=0.81m

bw + b0= 0.25+ 4= 4.25 m

Then, Effective length (b E)= 0.81 m = 810 mm

Edge beam cross section

Design of edge beam using hand calculations


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Beams

Long-term deflection

Moment x-x

Design of edge beam using Prokon


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Reinforcement distribution

Beams Reinforcement distribution


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Beams

Input data in prokon

Design of connecting beams using ETABs & Prokon


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BeamsLevel Beams No. Flange Width Bending Moment Shear Force

groundstory 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

17 th storylevels

B2_1 750mm M=763.82 KN.m V= 620.4 (KN)Reinforcement 5 T 25 4 T 8@ 150 mm



36 th storylevels




Data outcome form Prokon & ETABS

Design of connecting beams using ETABs & Prokon


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Shear Walls Design shear walls using ETABs

Selected shear walls


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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


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Shear Walls

The D/C ratio indicates the demand over capacity: D/C Ratio less than 1 section is safe in flexure D/C Ratio greater than 1 Section is unsafe

General reinforcing Pier Section


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Shear Walls

As(min) = (0.25/100) Ag Optimization

Level Wall Reinforcement

Layout (1,2 and3)

P3S mm167@12#6P2SS mm167@12#6P1SS mm167@12#6P4S mm167@12#6P5 mm167@12#6

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


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Columns

If columns un-safe:

Check safety of columns

Increase columnsdimension

Increase concretestrength


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Design of FoundationUsing Safe program 709 piles have been distributed

among the raft area.


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Foundation Results

Point loads representation due to applied loads.


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Foundation Results

Deformed shape.


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


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Foundation Reinforcement

Reinforcement detailing for the raft foundation


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Cost Estimate

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

Floor slabFlat slab (cost) =thickness net area cost of one m3 number of stories


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Stairs

Stairs (cost) = Area Stairs thickness Factor (1.2) number of stories cost of onem3

= [(3 m 7 m) 0.23 m 1.2 60 stories 2500 (Dhs/ m3)] 2= 1,738,800 AED

Cost Estimate

ExcavationExcavations (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 Foundation

Raft foundation(cost)= Area Raft Thickness Cost of one m3= (1750.2) m2 3.2 m 2200 (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

170,969,819AED


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Cost Estimate

010203040506070

C o s

t i n

M i l l i o n

( A E D )

Final cost estimate of structural system


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Project Management


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Outcomes and Deliverable

Verified three dimensional analytical model for a typical60-story building, representing the modern tall buildings inDubai and Abu Dhabi.

Design different structural elements and establish fulldesign of suitable floor slab systems, such as solid slabs andflat slabs, at different story levels of the high-rise buildingusing SAFE and PROKON programs.

Design of columns and different types of beams such asconventional.


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Conclusion

The analytical model and modern design provisionshave 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.

Design of a Modern High Rise Building in Abu-Dhabi (United Arab Emirates University ) Graduation Project II Fall 2010

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