Application of Post Floor System (RC Slab vs. PT Slab vs ... Convention/5- Yoon... · 2/56 2012 PTI...

2012 PTI Convention

Economic Application of Post‐TensioningIn Korean Residential Building

‐ Alternative Application of Post‐Tensioned Floor System –(RC Slab vs. PT Slab vs. PT Void Slab)

DAELIM Industrial Co., Ltd.

ADAPT Corporation

2012. 5. 8

2/56

2012 PTI Technical Conference& Exhibition

[Part 1] Post-Tension Design Proposal in Korea

1) Residential Buildings in Korea

2) Economic Application of Post‐Tensioning

3) Sustainable Application of Post‐Tensioning

(Post‐Tensioned Void Slab)

1) Post‐Tensioned Void Slab Design Method

2) Alternative Application of Post‐Tensioning

3) Evaluation of Economic Efficiency

4) Evaluation of Structural Performance

Contents

[Part 2] Evaluation of Alternative PT Floor System

By JK Yoon / DAELIM

By Florian Aalami / ADAPT

3/56


[Part 1] Post-Tension Design Proposal in Korea [Part 1] Post-Tension Design Proposal in Korea

Jang Keun Yoon / Manager/ Korean P.E

4/56


1) Residential Buildings in Korea1) Residential Buildings in Korea

5/56

2012 PTI Technical Conference& ExhibitionResidential Buildings in Korea

DAELIM Apartment

• Location : Kimpo, Gyeonggi-do

• Occupancy : Residential Apartment

• Gross Area : 198,456m2

• No of Block : 14 Apartments

• Bldg Story : 20~30F

• Bldg Height : 60~90m

• Lateral Resist : Shear Wall System

• Floor Type : RC Flat Plate

• Architect : Haeahn Architecture

• Construction : DAELIM Co., Ltd

• Const’ Period : Jan 2010 ~ July 2012

Typical Residential Buildings

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Apartment Complex

Chunan Project (11 Block, 2011~2013) Sindang Project (13 Block, 2009~2011)

Dangjin Project (10 Block, 2008~2010) Osan Project (19 Block, 2008~2010)

More than 100 Projects(Daliem, since 1998)

Residential Buildings in Korea

Buchun Project (8 Block, 2009~2011)

7/56


[Past] RC Shear Wall System [Present] RC Column System


1) Flexible → Easy to Renovate

2) Sustainable → Long Life House

3) Eco‐friendly → Reduce CO2 Emission

4) Serviceable → Reduce Noise Transmission

Why Column Type ?

< Prototype Building >

LivingRoom

Room 1

KitchenRoom 2

Toilet

Room 3

RC Wall Dry Wall(Prefabricated)

[Unit Plan] [Unit Plan]

Recent Change of the Structural System

8/56

2012 PTI Technical Conference& ExhibitionResidential Buildings in Korea

Remove Interior Column

[Present] Short Span (5~6m) [Future] Long Span (9~10m)

1) Provide Open Space with Fewer Columns

2) Improve Constructability

3) Save Construction Time

4) Reduce Concrete Volume (Reduce CO2)

Why Long Span Floor ?

210 mm (8 ¼ in) SLAB 210 mm (8 ¼ in) SLAB

THK45 경량기포 콘크리트

THK20 완충재

THK45 시멘트 모르터 / 판넬히팅

온돌형 마루판

210

110

320

THK210 RC S lab / 급배수+전기

< Standard Floor, Korean MLTMA >* MLTMA : Ministry of Land, Transport and Maritime Affairs

Wooden Floor CoverTHK 45mm : Cement Mortar (Heating Coil)THK 45mm : Lightweight Aerated Concrete (Insulation)THK 20mm : Cushioning material (Soundproof)THK 210mm : RC SLAB

Increase of the Floor Span

2.8m 2.8m

9/56


Post‐Tensioning Solution


1) Reduced Floor Height

‐Maintain Typical 2.8m Height

2) Longer Span

‐ 210mm PT Flat Plate → L=9.5m (L/45)

3) Lesser Weight

‐ Reduce CO2 Emission

‐ Improve Seismic Performance

4) Improved Durability

‐ Reduce Crack & Deflection

5) Saving Material & Money

‐ Reduce Concrete and Rebar Quantity

Benefits of Post‐Tensioned Slab

210 mm (8 ¼ in) SLAB

Long Span (9~10m)

< Post‐Tensioned Slab System >

2.8m

10/56


2) Economic Application of Post‐Tensioning2) Economic Application of Post‐Tensioning

11/56

2012 PTI Technical Conference& ExhibitionEconomic Application of Post-Tensioning

[CASE STUDY] Typical 20F Residential Building

82m2

< Typical Floor of Apartment >

82m2

< RC Column Plan >

* Completed by DAELIM in 2011

Dry Wall(Prefabricated)

Column (Removal by PT Slab)

6m

12/56


6,00

04,

960

7,6804,480

Economic Application of Post-Tensioning

RC SLAB (Thk=210mm)

< MIDAS ADS Model >

Con’c : 57m3 (21MPa) Rebar : 5.25tonf

< Rebar Layout >

Interior Columns : 4EA

[ALT 1] Reinforced Concrete SLAB(Thk = 210mm, Span = 6.0m)

Exterior Columns : 3EA

13/56


7,90

0

6,1304,480 4,600


Remove InteriorColumns (4EA)

RC SLAB (Thk=250mm)

HD13@300(T) HD13@300(T) HD13@300(B)

HD13@300(T) HD13@300(T) HD13@300(B)

HD13@300(T) HD13@300(T) HD13@300(B)

HD13@300(T) HD13@300(T) HD13@300(B)

HD13@300(T) HD16@300(T) HD13@300(B)

HD13@300(T) HD16@300(T) HD13@300(B)

HD13@300(T) HD16@300(T) HD13@300(B)

HD13@300(T) HD13@300(T) HD13@300(B)

HD13@300(T) HD13@300(T) HD13@300(B)

HD13@200(T) HD13@200(B)

HD10@300(T) HD10@300(B)

5- HD13(T.ADD)

HD10@300(T) HD10@300(B)

HD13@300(T) HD13@300(T) HD13@300(B)

HD13@300(T) HD13@300(T) HD13@300(B)

5- HD13(T.ADD)

3- HD16(T&B.ADD)

3- HD16(T&B.ADD) 3- HD16(T&B.ADD)

HD

13@

300(T

)

HD

13@

300(B

) H

D13@

300(T

) H

D13@

300(T

)

HD

13@

300(B

) H

D13@

300(T

)

HD

13@

300(T

)

HD

13@

300(B

) H

D16@

300(T

)

HD

13@

300(T

)

HD

13@

300(B

) H

D16@

300(T

)

HD

13@

300(T

)

HD

13@

300(B

) H

D16@

300(T

) H

D13@

300(T

)

HD

13@

300(B

) H

D16@

300(T

)

HD

13@

300(T

)

HD

13@

300(B

) H

D13@

300(T

) H

D13@

300(T

)

HD

13@

300(B

) H

D13@

300(T

)

HD

13@

300(T

)

HD

13@

300(B

) H

D16@

300(T

) H

D13@

300(T

)

HD

13@

300(B

) H

D16@

300(T

)

HD

13@

300(T

)

HD

13@

300(B

) H

D16@

300(T

) H

D13@

300(T

)

HD

13@

300(B

) H

D16@

300(T

)

HD

13@

300(B

) H

D13@

300(T

) H

D13@

300(T

) H

D13@

200(B

) H

D13@

200(T

)

3-

HD

16(T

&B,A

DD

)

3-

HD

16(T

&B,A

DD

)

< Rebar Layout >< MIDAS ADS Model >

[ALT 2] Reinforced Concrete SLAB(Thk = 250mm, Span = 7.9m)

Con’c : 68m3 (21MPa) Rebar : 6.35tonf

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7,90

0

6,1308,340


Tendon

PT SLAB (Thk=210mm)

Remove ExteriorColumn (2EA)

Remove InteriorColumn (4EA)

< Tendon Layout >< MIDAS ADS Model >

[ALT 3] Post‐Tensioned SLAB(Thk = 210mm, Span = 8.3m)

Con’c : 57m3 (30MPa) Rebar : 2.93tonf Tendon : 0.73tonf

15/56


< Tendon Layout >

< Rebar Layout >δmax=16.0mm < L/480=17.3mm → O.K

Unbonbded Tendon

[ALT 3] Post‐Tensioned SLAB(Thk = 210mm, Span = 8.3m)

16/56


Swiss Korea MiddleEast Spain Vietnam Hong

Kong Malaysia Singapore USA Thailand

Tendon 11,100 4,550 3,805 5,472 3,300 4,260 3,333 3,499 3,800 2,667

Rebar 1,550 890 800 1,176 850 1,160 1,167 1,229 1,350 1,000

Ratio 7.2 5.1 4.8 4.7 3.9 3,7 2.9 2.8 2.8 2.7

Tendon & Rebar Price Ratio in Many Countries


[unit : USD]

* Price include Material & Labor Costs (per ton)

0

2,000

4,000

6,000

8,000

10,000

12,000 11,100

4,5503,805

5,472

3,300

4,260

3,333 3,499 3,800

2,667

1,550890 800

1,176 850 1,160 1,167 1,229 1,350 1,000

Supp

ly and

Installatio

n Ra

tes (USD

)

Cost of Rebar vs. Tendon

Tendon

Rebar

17/56


Tendon : 3,800 USD → 2.8 Times Rebar : 1,350 USD

Construction Cost Comparison in USA Market

[ALT 1] [ALT 2] [ALT 3]

Structural Member & Material

Slab System

[ALT 1] RC [ALT 2] RC [ALT 3] PT

Slab

Concrete 2282 m3 2717 m3 2282 m3

Form 10800 m2 10800 m2 10800 m2

Rebar 210 tonf 254 tonf 117 tonf

Tendon 29 tonf

Column

Concrete 281 m3 532 m3 433 m3

Form 1921 m2 3382 m2 2787 m2


ExteriorWall

Concrete 1128 m3 1102 m3 1010 m3

Form 11923 m2 11657 m2 10658 m2


InteriorWall

Concrete 313 m3 271 m3 389 m3

Form 4640 m2 4045 m2 5752 m2


< Material Quantity for 20F Building >

(Benchmark)

91,252 78,934 110,454

273,154 268,212273,879

124,165 162,695133,452

517,561

598,895514,835

0

200,000

400,000

600,000

800,000

1,000,000

RC SLAB(Thk=210)

RC SLAB(Thk=250)

PT SLAB(Thk=210)

TOTA

L PR

ICE (Unit : USD

)

Slab

Column

Ext. Wall

Int. Wall

+9.7%

+2.6% ‐6.9%

18/56


82,345 71,348 100,338

242,340 237,673236,245

93,494 128,364 105,288

418,063478,739 481,151

0

200,000

400,000

600,000

800,000

1,000,000

RC SLAB(Thk=210)

RC SLAB(Thk=250)

PT SLAB(Thk=210)

TOTA

L PR

ICE (Unit : USD

)

Slab

Column

Ext. Wall

Int. Wall

Construction Cost Comparison in Korean Market


Tendon : 4,550 USD → 5.1 Times Rebar : 890 USD

< Material Quantity for 20F Building >

Structural Member & Material

Slab System

[ALT 1] RC [ALT 2] RC [ALT 3] PT

Slab

Concrete 2282 m3 2717 m3 2282 m3

Form 10800 m2 10800 m2 10800 m2


Tendon 29 tonf

Column

Concrete 281 m3 532 m3 433 m3

Form 1921 m2 3382 m2 2787 m2


ExteriorWall

Concrete 1128 m3 1102 m3 1010 m3

Form 11923 m2 11657 m2 10658 m2


InteriorWall

Concrete 313 m3 271 m3 389 m3

Form 4640 m2 4045 m2 5752 m2


[ALT 1] [ALT 2] [ALT 3](Benchmark)

+9.6% +10.4%+0.8%

19/56


1) Slight increase in construction cost by Post‐Tensioning in Korean market

can be negligible. (+0.8%)

2) [ALT 3] Post‐Tensioned Slab can be good alternative floor system for

Residential Buildings in Korea.

‐ Provide more open span with longer span 8.3m

‐Maintain the same slab depth 210mm with conventional design [ALT 1]

‐Maintain the same floor height 2.8m with conventional design [ALT 1]

3) In the future, it seems like that increasing demand for Post‐Tensioning can

lower the tendon price, thereby Post‐Tensioning can be more competitive in

Korea.

SUMMARY

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3) Sustainable Application of Post‐Tensioning3) Sustainable Application of Post‐Tensioning

21/56

2012 PTI Technical Conference& ExhibitionSustainable Application of Post-Tensioning

Void Slab System

* Image by Cobiax

Weight Reduction• Lighter than Solid Slab• Reduce Floor‐to‐Floor Height• Reduce Load Acting On Foundation

Sustainability• Save Building Material (Concrete & Rebar)• Reduce CO2 Emission• Use of Recycled Material (Plastic Ball)

Benefits

Weakness Span Length Limitation (Bubble Deck)

Type SLAB Thk Bubble Span

BD 230 230mm Φ180 5 ‐ 8.1m

BD 280 280mm Φ225 7 ‐ 10.1m

BD 340 340mm Φ270 9 ‐ 12.5m

22/56


Void SlabPost‐Tensioned Slab

Post‐Tensioned Slab + Void Slab

* Image by Bubble Deck

• Slimmer (Long Span)

• 210mm PT Flat Plate → L=9.5m (L/45)

• Lighter (Less Weight)

• 210mm Void Slab → L=6.5m (L/30)

+

Post‐Tensioned Void Slab System

Sustainable Application of Post-Tensioning

23/56


How to model & analyze PT Void Slab ?

< Unit Module >

Equivalent Slab Modeling Method

Parameter Void Slab Equivalent Slab

Concrete Strength f’c f’c

Width b b

Depth h h

Section A Ae

Volume V Ve

Moment of Inertia I Ie

Unit Weight W We = (V/Ve) W

Modulus of Elasticity E Ee = (I/Ie) E

b=210 210

210h=210

Substitute Void Slab with Equivalent Solid Slab

Tendon

< Void Slab > < Equivalent Slab >

Reduced Property

< Void Slab Region >

Concrete Reduction

V / Ve = 77% (‐23%)

Stiffness Reduction

I / Ie = 91% (‐9%)

EllipsoidΦ170 x H110 A , I, V


24/56


Sand bag(3kg)

Accelerometer

[Ref.] Free Vibration Test of Void Slab (Dr. Kyoung‐Kyu Choi, Soongsil Univ, Korea)

< Slab Section with Ellipsoid Ball >

< Isometric Ellipsoid Ball >

EllipsoidΦ170 x H110

h=210


1m Height

< Void Slab Specimen >

25/56


Slab Thick(mm)

Plastic Ball(mm)

ConcreteReduction

DampingRatio

Frequency

210 Ellipsoid, Φ170 H110 ‐23 % 0.8 % 21.6 Hz

< Acceleration‐Time History >

< Natural Frequency by FFT >

* FFT : Fast Fourier Transformation

[Ref.] Free Vibration Test of Void Slab (Dr. Kyoung‐Kyu Choi, Soongsil Univ, Korea)

Accelerometer

21.6 Hz


Sand bag(3kg)

1m Height

26/56


Verification (Test Result vs. Analysis Result)

Free Vibration Test Result : 21.6Hz

Free Vibration Analysis Result : 21.7Hz

(Equivalent Slab Modeling Method)

< Result Comparison >

1

2

Void Slab : We Ee fck Solid Slab : W E fck

Void Slab Solid Slab

Isometric View

Unit Weight (kN/m3) We = 1.85 (77%) W=24

Modulus of Elasticity Ee = 27,099 (91%) E = 29,779

1 2


27/56


[Part 2] Alternative Application of PT Floor System[Part 2] Alternative Application of PT Floor System

Florian Aalami / President / Ph.D.

28/56


1) Post‐Tensioned Void Slab Design Method1) Post‐Tensioned Void Slab Design Method

29/56

2012 PTI Technical Conference& ExhibitionPost-Tensioned Void Slab Design Method

Void Slab System with Plastic Ball

Property Void Slab

Slab Depth 210mm

Plastic Ball Φ170 x H110

Unit Weight We = 0.77 W

Modulus of Elasticity Ee = 0.91 E

Property Void Slab

Slab Depth 210mm

Plastic Ball Φ100



Property Void Slab

Slab Depth 210mm

Plastic Ball Φ100



< Ellipsoid Ball > < Sphere Ball > < Sphere Ball >

1) SLAF System, Korea 2) Cobiax, Switzerland 3) Bubble Deck, Denmark

30/56


Void Slab Modeling

Design Load Input

Tendon Layout

STEP 1

STEP 2

STEP 3

Structural AnalysisSTEP 4

Design Strip ModelingSTEP 5

Allowable Stress CheckSTEP 6

How to Analyze and Design the PT Void Slab ?

< Void Slab >

[6 STEP] Post‐Tensioned Void Slab Design

Tendon

31/56


[CASE 1] Ellipsoid Ball (Φ170 x H110)

< Isometric View > < Equivalent Slab Representation >

%77VV

e

%62AA

e

%91II

e

3e

3e

mm401,025,3599,523VV

mm000,549,3210130130V

2e

2e

mm897,25103,16AA

mm000,42210200A

3e

33e

mm761,418,95739,908,4II

mm500,327,10012/210130I

Ae , Ie, VeA , I, V

< Ellipsoid Ball >

Calculate Volume Change

Calculate Stiffness Change

Calculate Section Change

32/56


MPa005,26MPa577,2891.0

)8f500,8(EII

E

m/kgf848,1m/kgf400,277.0

WVV

W

3ck

ee

33

ee

Reduced Weight :

Reduced Stiffness :

< Ellipsoid Ball >

[CASE 1] Ellipsoid Ball (Φ170 x H110)

33/56


[CASE 2] Sphere Ball (Φ100)

< Isometric View > < Equivalent Slab Representation >

< Sphere Ball >

Ae , Ie, VeA , I, V

Calculate Volume Change%85

VV

e

Calculate Stiffness Change

Calculate Section Change%71

AA

e

%95II

e

3e

3e

mm406,496,6594,903,1VV

mm000,400,8210200200V

2e

2e

mm446,19854,7AA

mm300,27210130A

3e

33e

mm116,508,140884,841,13II

mm000,350,15412/210200I

34/56


< Sphere Ball > MPa148,27MPa577,2895.0

)8f500,8(EII

E

m/kgf040,2m/kgf400,285.0

WVV

W

3ck

ee

33

ee

Reduced Weight :

Reduced Stiffness :

[CASE 2] Sphere Ball (Φ100)

35/56


THK45 경량기포 콘크리트

THK20 완충재

THK45 시멘트 모르터 / 판넬히팅

온돌형 마루판

210

110

320

THK210 RC S lab / 급배수+전기

< Floor Section >

Wooden Floor CoverTHK 45mm : Cement Mortar / Panel HeatingTHK 45mm : Lightweight Aerated ConcreteTHK 20mm : Cushioning material (Sound Insulation)THK 210mm : Equivalent SLAB

Room Load Material THK Floor Load

Room,Kitchen

SDL

Partition Wall ‐ 1.5 kN/m2

Mortar 45mm 0.945 kN/m2

ALC* 45mm 0.293 kN/m2

Sound Proof 20mm 0.04 kN/m2

SW* Equivalent Slab 210mm

LL 2.0 kN/m2

Toilet

SDLPartition Wall ‐ 1.5 kN/m2



LL 2.0 kN/m2

Balcony

SDL Mortar 110mm 2.31 kN/m2


LL 3.0 kN/m2

ELEV.Hall

SDLTerrazzo Finish 25mm 0.675 kN/m2



LL 3.0 kN/m2

< Design Load for Residential Building in Korea >

* SW (Self Weight) is automatically calculated by software

36/56


Tendon < Tendon Layout >

< Void Slab >

< Banded Tendon for Column Strip >

37/56


< FEM Analysis >Tendon

< Void Slab >

δmax=10.3mm < L/480

< Long‐term Deflection >

38/56


Tendon

< Void Slab >

Design Strip 1

< Moment Diagram ‐ Design Strip 1 >

39/56


Tendon

< Void Slab > ‐0.72

1.81

< Average Prestress only ‐ Design Strip 1 >

< Bottom Stress ‐ Design Strip 1 >

MPa53.2

72.081.1f Z/M

MPa72.0f A/P

40/56


Tendon

< Void Slab >

< Design Strip 1 >

Geometry of Solid Section Modeled in ADAPTWidth (mm) 4,650 Depth (mm) 210 Asolid (mm2) 976,500 Isolid (mm4) 3,588,637,500

Geometry of Equivalent Void Section used to Check StressesRadius 1 of Void (mm) 30 Radius 2 of Void (mm) 55 Height of Void (mm) 110 # of Voids in section 17 A of Each Void (mm2) 16,103 Avoid (mm2) 702,744 I of Each Void (mm4) 13,841,884 Ivoid 3,353,325,471

Conversion ParametersAvoid/Asoid (A/Ae) 0.72Ivoid/Isoid (I/Ie) 0.93

41/56


Tendon

< Void Slab >

< Ellipsoid Ball >

%72AA

e

%93II

e

Allowable Stress Check

07.193.0/1I/I39.172.0/1A/A,Where

e

e

MPa46.2f5.09.0StressAllowable ck

MPa71.1)72.081.1(07.1)72.0(39.1

K.OMPa46.2MPa71.1

StressAllowablefII

fAA

Z/Me

A/Pe

(PT Void Slab → 90% of 2 way PT Slab)

42/56


2) Alternative Application of Post‐Tensioning2) Alternative Application of Post‐Tensioning

43/56

2012 PTI Technical Conference& ExhibitionAlternative Application of Post-Tensioning

17인승 ELEV.

(비상용,장애인겸용)

안방

거실

주방/식당

드레스룸

욕실- 2

발코니- 2

욕실- 1

발코니- 3

안방

거실

주방/식당

드레스룸

욕실- 2

발코니- 2

욕실- 1

발코니- 3

17인승 ELEV.

(비상용,장애인겸용)

AD/PD AD/PD

안방

거실

안방

거실

[CASE STUDY] Tower Type Residential Building

< Typical Floor Plan >

Max. Span 9m

44/56


[ALT 1] Reinforced Concrete Slab (250mm)

< Typical Floor ‐ Rebar Layout >

DESIGN CODE‐ KBC 2009 (Ref. ACI 318‐05) MATERIAL ‐ Con’c : fck = 21MPa‐ Rebar : fy = 400MPa Cover to Rebar‐ Rebar : 20mm Mesh Reinforcement‐ Top D10@200‐ Bot D13@250 Add Rebar‐ Top & Bot D13

Added RebarA D13x2000B D13x3000C D13x4000D D13x5000

45/56


[ALT 2] Post‐Tensioned Slab (210mm)

DESIGN CODE‐ KBC 2009 (Ref. ACI 318‐05) MATERIAL ‐ Con’c : fck = 30MPa‐ Rebar : fy = 400MPa‐ Tendon : fpu = 1,860MPa Cover to Rebar/Tendon‐ Rebar : 20mm‐ Tendon : 27mm Prestressing Tendon‐ Unbonded Mono‐Strand Tendon‐ Φ12.7mm (99mm2)

< Typical Floor ‐ Tendon Layout >

46/56




Added RebarA D13x2000B D13x3000C D16x3000D D16x4000E D16x5000

[ALT 2] Post‐Tensioned Slab (210mm)

47/56


< Typical Floor ‐ Tendon Layout >


[ALT 3] Post‐Tensioned Void Slab (210mm)

48/56


[ALT 3] Post‐Tensioned Void Slab (210mm)



Added RebarA D13x2000B D13x3000C D16x3000D D16x4000E D16x5000

49/56


3) Evaluation of Economic Efficiency 3) Evaluation of Economic Efficiency

50/56


Slab Characteristic Slab System

[ALT 1] RC Slab [ALT 2] PT Slab [ALT 3] PT Void SlabGeometry

Slab Thickness (mm) 250 210 210 Slab Area (m2) 648.41 648.41 648.41 Concrete Volume (m3) 162.10 136.17 124.41

(CO2 Reduction ‐16%) (CO2 Reduction ‐23%)Material Quantity* Reinforcement (kgf) 11,727 2,911 7,975 PT Strand (kgf) ‐ 1,770 1,130 Economics (Unit Price) Concrete (21MPa) $ 47.6 $7,722 ‐ ‐ Concrete (30MPa) $ 54.8 ‐ $7,464 $6,820 Void Ball $ 12.7 ‐ ‐ $3,097 Form $ 10.8 $7,015 $7,015 $7,015 Rebar $ 1,350 $15,832 $3,929 $10,766 Tendon $ 3,800 $6,726 $4,294

Total Price (Korean Won) $30,569 $25,134 $31,992 Ratio 100% 82.2% 105%Decrease ‐17.8% +5%

Evaluation of Economic Efficiency

Construction Cost Comparison in USA Market Tendon : 3,800 USD → 2.8 Times Rebar : 1,350 USD

* Material Quantity Calculated for One Typical Floor

51/56


Slab Characteristic Slab System

[ALT 1] RC Slab [ALT 2] PT Slab [ALT 3] PT Void SlabGeometry

Slab Thickness (mm) 250 210 210 Slab Area (m2) 648.41 648.41 648.41 Concrete Volume (m3) 162.10 136.17 124.41

(CO2 Reduction ‐16%) (CO2 Reduction ‐23%)Material Quantity* Reinforcement (kgf) 11,727 2,911 7,975 PT Strand (kgf) ‐ 1,770 1,130 Economics (Unit Price) Concrete (21MPa) $ 47.6 $7,722 ‐ ‐ Concrete (30MPa) $ 54.8 ‐ $7,464 $6,820 Plastic Ball $ 12.7 ‐ ‐ $3,097 Form $ 10.8 $7,015 $7,015 $7,015 Rebar $ 890 $10,437 $2,590 $7,098 Tendon $ 4,550 $8,054 $5,142

Total Price (Korean Won) $25,174 $25,123 $29,171 Ratio 100% 99.8% 116%

‐0.2% +16%

Evaluation of Economic Efficiency

Construction Cost Comparison in Korean Market Tendon : 4,550 USD → 5.1 Times Rebar : 890 USD

* Material Quantity Calculated for One Typical Floor

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4) Evaluation of Structural Performance 4) Evaluation of Structural Performance

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2012 PTI Technical Conference& ExhibitionEvaluation of Structural Performance

< ALT 1 ‐ RC Slab > < ALT 2 ‐ PT Slab > < ALT 3 – PT Void Slab >

ADAPT Vibration Analysis Result Slab System

[ALT 1] RC Slab [ALT 2] PT Slab [ALT 3] PT Void SlabUncracked Vibration Vibration Mode 1 (Hz) 9.76 8.63 9.19 Vibration Mode 2 (Hz) 10.56 9.35 9.24 Vibration Mode 3 (Hz) 10.79 9.54 9.54Cracked Vibration Vibration Mode 1 (Hz) 9.26 8.61 9.16 Vibration Mode 2 (Hz) 9.80 9.26 9.21 Vibration Mode 3 (Hz) 9.82 9.44 9.51

Determine Natural Frequency (Hz)

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< DLF for First Harmonic of Walking Force >

Dynamic Loa

d Factor (D

LF)

Frequency Hz

0 1.0 2.0 3.00

0.2

0.4

0.6

0.8

1.0

N371N70053.0)PersonofWeight(DLFP0

Occupancy Damping Factor

Bare concrete floor 0.02

Furnished, low partition 0.03

Furnished, full height partition 0.05

Shopping malls 0.02

1) Exciting Force of Vibration (Po)

2) Damping Factor (β)

Calculate Peak Acceleration (ap/g)

03.0

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Calculate Peak Acceleration (ap/g)

4) Acceleration caused by Walking Person (ap/g)

fn(hz) P0(N) β W(kN) ap/g

[ALT 1] RC Slab 9.26 371 0.03 315 0.15

[ALT 2] PT Slab 8.61 371 0.03 275 0.22

[ALT 3] PT Void Slab 9.16 371 0.03 254 0.20

WeP

ga )f35.0(

opn

3) Weight of Vibrating Floor Panel (W)

)m/kN5.1m/kN24DepthSlab()m6m8(

)PartitionSelfweight()PanelofDimension(W23

< Floor Plan for Vibration Evaluation >

8m

6m

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Evaluate Floor Vibration

< Threshold of Human Sensitivity to Vertical Vibration ‐ ATC >

[ALT 1] RC Slab

[ALT 2] PT Slab

[ALT 3] PT Void Slab

< First Mode of Floor Vibration >

0.15

0.22 0.20

0.1

0.5

1 2 4 8 16

Peak

Acceleration (%

gravity)

Frequency (Hz)

OperatingRooms

Office,Residential,Assembly Hall

Application of Post Floor System (RC Slab vs. PT Slab vs ... Convention/5- Yoon... · 2/56 2012 PTI...

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