MRT01_มาตรฐานการรับน้ำหนักของเสาเข็ม มยผ. 1252-1551 - 51 (2)

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Dynamic Load Test Seismic Test

. 1252-51 . 1551-51 ISBN 978-974-16-5832-9

1 .. 2551 200

1. Dynamic Load Test (. 1252-51) 1. 1 2. 1 2.1 1 2.2 4 3. 5 3.1 5 3.2 (Transducer) 6 3.3 7 3.4 7 4. 9 4.1 9 4.2 10 4.3 13 4.4 14 4.5 14 5. 15 5.1 15 5.2 15 5.3 16 6. 19 7. 20 . 22 . 24 . 25 34 37

2. Seismic Test (. 1551-51) 1. 39 1.1 39 1.2 39 1.3 39 2. 40 2.1 40 2.2 40 3. 40 3.1 41 3.2 41 3.3 42 3.4 43 4. 45 4.1 45 4.2 45 4.3 45 5. 46 5.1 46 5.2 46 5.3 46 6. 48 . 49 . 50 . 53 . 56

. 1252-51: Dynamic Load Test 1

. 1252-51 Dynamic Load Test

1. (1)

(2) 1 (3) 2 (4)

2. 2.1

Dynamic Load Test (Redrive) (Restrike) 3 (Net Settlement, Pile Set)

1

2 3 7 21

2 . 1252-51: Dynamic Load Test

(Cut-off Frequency) 3 (Elastic Wave Velocity) (Particle Velocity) (Blow Count) 300 (30 ) (Low Pass Filter) (Drop Hammer) (Striker Plate) (Modulus of Elasticity) (Dynamic Modulus of Elasticity) (Dynamic Load) 200 207 (2,039,432 2,110,812 )


2dE c= (1)

(DC Accelerometer) (AC Accelerometer) ( ) (Section Force) (Pile Helmet) (Hammer Cushion) (Pile Cushion) 100 1,000 2,000 (Impact Event) (Apparatus for Applying Impact Force) (Pile Hammer)


(Impedance)

dE AZ cAc

= = (2) 2.2

A c

dE drivingE ( )E t t

F

( )F t t g 9.806 h J L cn in sR

eS allowQ

FS pS ( )v t t

(Integration)


W Z

3. 2 1,500

4 (1) (2)

(3) (4)

3.1 3.1.1 3.1.2

1 3.1.3

1 1.5 8.5 2


3.2 (Transducer) (Strain Gauge) (Accelerometer) 1 3 3.2.1

3.2.1.1 (1) (Linear Amplitude Response)

(2) 2,000

3.2.1.2

dF E A= (3) 3.2.1.3 (Force Transducer or Load Cell)

3.2.2 3.2.2.1 (Integrate)

(Linear Amplitude Response) 1,000 1,000 g 2,000 2,000 g

1 1.20 4


3.2.2.2 (1) 30,000

(Time Constant) 1 (2) 2,500

1,500

3.3 (Shielded Cable)

3.4 3 3.4.1 (Signal Conditioner)

3.4.1.1

3.4.1.2

3.4.1.3 (Zero Drift) (Offset)


(1)

(2)

(3) 1,500

3.4.2 (Data Logger) 10,000 1

3.4.3 3.4.3.1

3.4.3.2 5 160

1 4,000 5,000 / 0.5


30

4. 5 4.1 1 4.1.1

4.1.2 2

4.1.3 3

1 () () () () ()

2

3 3


4.1.4 () ()

4.1.5 () () () ()

1. 10. 2. 11. 3. 12. 4. 13. 5. 6. 7. 8. 9.

14. 15. / 16. 17.

4.2 1.5 1 6


1 1

2 2

64 12 .

38

12

.76

2

.

1.

5D

150

76

.

(D)

6 .

1 1

2 2

1.

5W

(W)

(L) = 38 .

64 12 .

38

12

.76

2

.15

0

76

. 6 .

1

( 4.2)

2

( 4.2)


1.

5W

38

12

.76

2

.

150

76

.

38

12

.76

2

.

1.5

D

150

76

.

3

I ( 4.2)

4

( 4.2)


1 1

2 2

64 12 .

(D)

5 .

= 38 .

1 2

1 2

(W)

64 12 .

= 8 .

5

( 4.2)

6

( 4.2)

4.3

4.3.1

4.3.2 1 2


4.4 4.4.1

4.4.2 2 3 1 (1) (2) (3) 2

4.5 4.5.1

4.5.2

1 2


7

) )

) )

7 ( ) ( ) ( 4.5)

5. 5.1

(1) (2)

5.2

-100

-500

50

100

150200

250

300

0 20 40 60 80 100

T ime(ms )

Signal

P eaks match

50

0

50

100

150

200

250

300

0 20 40 60 80 100

Sign

al

Time(ms)

Symmetricalsignals

-100

-500

50

100

150200

250

300

0 20 40 60 80 100

T ime(ms )

Signal

Noise

-50

0

50

100

150

200

250

300

0 20 40 60 80 100

Time(ms)

Sign

al

Peaks do not match

Drift


5.3 5.3.1

1. 2. 3. 4.

5. 6. 7.

5.3.2 (1)

1.1 1.2 1.3

(2) 2.1

2.1.1 2.1.2

2.1.3

2.1.3.1 ( )

2.1.3.2 ( )

2.1.3.3

2.1.4 ()


2.1.5 () 2.1.6 () 2.1.7 () 2.1.8

2.2

2.2.1 (Cut-off Level) 1

2.2.2 2

2.2.3

(3) 3.1

3.1.1 3.1.2

3.2 3.2.1

3.2.2 () 3.2.3 3.2.4

1 . 106-2533 2 . 106-2533


3.2.5 (4)

4.1 4.2 4.3 4.4 4.5

(5)

5.1

5.2 (Damping Factor) 1

(Quake) (Resistance Distribution)

5.3 5.3.1

5.3.2

5.3.3 (Driving Stress) 5.3.4 (Integrity of Pile)

(6) (7)

1


6. 6.1

6.2

6.3

6.4 (Pile Setup) (Relaxation)

6.5 (1)

1 (Correlation) 2


7. 7.1 American Society for Testing and Materials, ASTM (1994). Annual Book of Standards,

ASTM D1143 Standard test method for piles under static axial compressive load. 7.2 American Society for Testing and Materials, ASTM (2000). Annual Book of Standards, ASTM

D4945 Standard test method for high-strain dynamic testing of piles. 7.3 Goble, G.G. and Rausche, F. (1970). Pile Load Test by Impact Driving. Highway Research Record,

Highway Research Board, No. 333, Washington, DC. 7.4 Goble, G.G., Likins, G.E. and Rausche, F. (1975). Bearing Capacity of Piles from Dynamic

Meaurements. Final Report, Department of Civil Engineering, Case Western Reserve University, Cleveland, Ohio.

7.5 Goble, G.G. and Rausche, F. (1976). Wave Equation Analysis of Pile Driving WEAP Program, U.S. Department of Transportation, Federal Highway Administration, Office of Research and Development, Washington, D.C., Volumes I-IV.

7.6 Goble, G.G. and Rausche, F. (1986). Wave Equation Analysis of Pile Driving WEAP86 Program, U.S. Department of Transportation, Federal Highway Administration, Implementation Division, McLean, Volumes I-IV.

7.7 Hannigan, P.J., Goble, G.G., Thendean, G., Likins, G.E. and Rausche, F. 1996. Design and construction of driven pile foundations. Workshop manual, Publication No. FHWA-HI-97-014.

7.8 Hirsch, T.J., Carr, L. and Lowery, L.L. (1976) Pile Driving Analysis. TTI Program. U.S. Department of Transportation, Federal Highway Administration, Office of Research and Development, Washington, D.C., Volumes I-IV.

7.9 Japanese geotechnical society, JGS (2002). Method for Dynamic Load Test of Single Piles, JGS 1816-2002.

7.10 Profound B.V., P.O. Box 469 2740 AL Waddinxveen, The Netherlands. 7.11 Pile dynamics, Inc. 4535 Renaissance Parkway Cleveland Ohio 44128 USA. 7.12 Rausche, F., Moses, F. and G.G. Goble 1972. Soil Resistance Predictions form Pile Dynamics.

Journal of Soil Mechanics and Foundations Division, ASCE, 1972, Vol. 98, SM 9. 7.13 Rausche, F. and G.G. Goble 1979. Determination of Pile Damage by Top Measurements. Behavior of

Deep Foundation, ASTM STP 670. ASTM, 1979, pp. 500-506. 7.14 Rausche, F., G.G. Goble & G. Likins 1985. Dynamic determination of pile capacity. Journal of

Geotechnical Engineering, ASCE, 1985, 111(3): 367-383.


7.15 Smith, E.A.L. (1960) "Pile-driving analysis by wave equation." Journal of soil mechanics and foundation division, ASCE, Vol. 86, SM4.

7.16 Test consult Ltd, Ruby House, 40A Hardwick Grange, Woolston, Warrington, WA1 4RF, Cheshire UK.

7.17 . 106-2533


. 1.

1 .. 1958 2 (CASE Method) 34 .. 1976 5

50

2.

1 Hannigan, P.J., Goble, G.G., Thendean, G., Likins, G.E. and Rausche, F. 1996. Design and construction of driven pile foundations. Workshop manual, Publication No. FHWA-HI-97-014.

2 Case Institute of Technology Case Western Reserve University 3 Ohio department of transportation 4 Federal highway administration 5 7.3, 7.4 7.12


( )

3.

4. ()

5.

6.


. 1.

2.

( ) ( )2 22

2 2

, ,u x t u x tc

t x = (.1)

c u x t


. (Damping Force) (Inertia Force) (Wave Equation Phenomenon) 1. (Energy Approach)

)5.0( pesdriving SSRE += (.1) -1


-1

( 1.) 1.1 (Driving Formula)

(Permanent Displacement of Pile or Pile Set) (Elastic Shortening) (Strain Energy) (Penetration Work) (.2)

driving i cE n n Wh= (.2) (.1) (.2)

sallow

RQFS

= (.3)


sR sR 1

.1.2 Enthru Enthru Enthru ( drivingE ) (.2) Enthru Enthru

0

( ) ( ) ( )t

E t F v d = (.4) Enthru Enthru Enthru 10 85

.2 (Stress Wave Theory Approach)

1 100 100


(Analytical Methods) (Numerical Methods) (Closed Form Solution) (Characteristic Method) -2 TNO1

1 Netherlands organization for applied scientific research (Nederlandse organisatie voor toegepast natuurwetenschappelijk onderzoek)


()

() TNO

Ssta

Tsta

SstaSstaSsta

SstaSstaSstaSsta

Ssta

(Sdyn + Tdyn) + Tsta

Sdyn + Ssta

Tdyn + Tsta

: Ssta = Static Skin Resistance, Tsta = Static Toe Resistance,

Sdyn = Dynamic Skin Resistance, Tdyn = Dynamic Toe Resistance -2

( .2)

-3 [7.15] TTI[7.8] WEAP[7.4,7.6] GRLWEAP[7.11] TNOWAVE[7.10] CAPWAP[7.11] SIMBAT[7.16]


) )

-3 ( .2)

2.1 (CASE Method)

-2 (.5) 1t (.5) 1

1 1 1 1

1

1 ( ) ( 2 ) ( ) ( 2 )2

2 ( )

sR T D

L LT F t F t Z v t v tc c

TD J v tZ

= = + + + + + =

(.5)

1 1t 1t (.5)


.2.2 (Wave Equation Method) 2 (Algorithm) ( WEAP) ( TNOWAVE)

.2.3 (Signal Matching Method)

CAPWAP (Signal Matching Procedure) (Iterative method) -4


F = vZ

F = EA

F

Match

Not Match

K3 R3

K4 R4

K5 R5

K6 R6

K7 R7

K8 R8

R9

K1

K2

R10

RamCap BlockPile Cap

Cushion Block

Side Frictional Resistance

Point resistance

Pile

& 1st Pile segment

-4

( .2.3)


Rausche[7.13]

2 21 1

Z AZ A

= (.1)

-1

Rausche [7.13]


-1 >100%

80% 100% 60% 80% 60%

11

= + (.2)

( )2 iF R= (.3)

iF R -2


F = vZ

F = EAF i

R

-2

. 1551-51: Seismic Test 39

. 1551-51 Seismic Test

1. 1.1

1.2 () () ()

1.3 1.3.1

1.3.2 1

1.3.3

1.3.4 2

1

10

2 30

40 . 1551-51: Seismic Test

1.3.5 ()

2. 2.1

(Impedance)

dE AZ cAc

= = (1) (Pulse Echo Method, PEM) (Transient Response Method, TRM)

2.2 Ed c L Z A g 9.806

3.


1

( 3) 5 1,500 4

1. 2.

3. 4.

3.1 1

3.2 3.2.1

3.2.1.1


5

3.2.1.2 (Linear Amplitude Response) 50 g (1) 30,000

(Time Constant) 0.5 (2)

5,000 3.2.2

3.2.2.1

3.2.2.2 5 1

3.3 (Shielded Cable)

1


3.4 3.4.1 3

3.4.1.1 3.2.1

1 3.4.1.2 (High Pass) (Low Pass)

(Band Pass) 15,000 3.4.1.3

2

3.4.2 (Signal Conditioner) 3.4.2.1

3.4.2.2

3.4.2.3 (Zero Drift) (Offset)

1

2


3.4.2.4

3.4.2.5 (Integrate)

3.4.2.6 15,000

3.4.3 (Data Logger) 12 30,000 0.01

3.4.4 3.4.4.1

3.4.4.1 2 30


30

4. 4 4.1 4.1.1

1

4.1.2 75 7

4.2 2 500 3

4.3 4.3.1

300

4.3.2 3

1

2 (Couplant)


5. 5.1

5.2

5.3 5.3.1

1. 5. 2. 6. 3. 7. 4.

5.3.2 (1)

1.1 1.2 ()

(2) 2.1

2.1.1 2.1.2 2.1.3

()


2.1.4 () 2.1.5 () 2.1.6 () 2.1.7

2.2

2.2.1

2.2.2

2.2.3

(3) 3.1

3.1.1 3.1.2

3.2 3.2.1

3.2.2 3.2.3 3.2.4

3.2.5


(4) 4.1 4.2 4.3

(5) 5.1

5.2

5.3

(6)

(7) 6. 6.1 American Society for Testing and Materials (2000). Annual Book of Standards, ASTM D5882

Standard test method for low strain integrity testing of piles. 6.2 Standard Association of Australia (1995). Australian Standards, AS2159 Piling Design and

Installation. 6.3 Goble, G.G., Rausche, F. and Likins, Jr. G.E., (1980). The Analysis of Pile Driving A state-of-the-

art, Intl. Seminar on the Application of Stress-Wave Theory on Piles, Stockholm, 1980 6.4 Institution of Civil Engineers, (1996). Specification for Piling and Embedded Retaining Walls,

Thomas Telford, London 6.5 Rausche, F. and Goble, G.G. (1979). Determination of Pile Damage by Top Measurements, Behavior

of Deep Foundation, ASTM STP 670, Raymond Ludgre, Ed., American Society for Testing and Materials, 1979, pp. 500 506

6.6 Turner, M. J., (1997). Integrity Testing in Piling Practice, Construction Industry Research and Information Association (CIRIA Report no. 144), London


1.

2.

( ) ( )2 222 2, ,u x t u x tct x =

c u x t


. (Pulse Echo Method, PEM) (Transient Response Method, TRM) .1

L c cL2 -2 cL2

) ) ) 1.

( 1)

) ) /L c ) 2 /L c


-2

( 1) 2.

cL2 -4

-3

( 2)

) ) ) ) )


-4 ( 2)

3. (Reflectogram)

3.1

(Acoustic Interpretation)

3.2 ( )

3.3


. 1. ()

(In Phase) (Out of Phase) -1

()

()

1 ( 1)


2. () 2

()

() 2

( 2.)


.3 () -3

()

()

3 ( 3.)

2

2


. Seismic Test 1

1 ( )

7000

3500

200200

3500

100

100

500

:

:


1 () ( )

350

0

200200

3500 50

50

500

3500

3500

:

:


1 () ( )

200200

200

100

:

:


1 () ( )

200200

400

400

:

:


1 () ( )

7000

200200

400

400

:

:

Dynamic Load Test

Seismic Test 1. 2. 3. 9 () . 4. 9 () . 5. 8 . 6. 8 () . 7. 8 () . 8. 8 . 9. 8 . 10. 8 . 11. 8 () . 12. 7 . 13. 8 () .

Dynamic Load Test Seismic Test

: . .

: . . . .

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MRT01_มาตรฐานการรับน้ำหนักของเสาเข็ม มยผ. 1252-1551 - 51 (2)