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Cc ch tiu c l c bn ca t

TT Tn lpLoi t hiu dy Cao c

'1'=Ct, '2'=St lp Mt lp (Degree)

1 1a 2 clay 5.5 0.27 0.07 5.1 1.76

2 2a 2 clay 6 -5.23 0.36 9.87 23 2b 2 clay 29 -11.23 0.66 10.53 2.02

4 3a 1 sand 6 -40.23 0.1 16.95 1.865 4a 2 clay 6 -46.23 1.02 11.93 2.026 5a 1 sand 19.95 -52.23 0.07 25.47 1.86

7 1 -72.18

8 -72.189 -72.1810 -72.18

11 -72.1812 -72.18

13 -72.1814 -72.18

15 -72.1816 -72.1817 -72.18

18 -72.18

19 -72.1820 -72.18

tn

(kG/cm2) (g/cm3)

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- Cao nh l khoan = 0.270 m

Cao su SPT(m) (m) (ba)-1.730 2 0

-3.730 4 1-5.730 6 7-7.730 8 12-9.730 10 15

-11.730 12 19-13.730 14 17-15.730 16 21-17.730 18 18-19.730 20 20-21.730 22 23-23.730 24 21-25.730 26 23

-27.730 28 26-29.730 30 29-31.730 32 30-33.730 34 25-35.730 36 28-37.730 38 25-39.730 40 28-41.730 42 32-43.730 44 34-45.730 46 38-47.730 48 28-49.730 50 28

-51.730 52 28-53.730 54 31-55.730 56 34-57.730 58 38-59.730 60 35-61.730 62 40-63.730 64 56-65.730 66 50-67.730 68 51-69.730 70 58-71.730 72 65-71.730

-71.730-71.730-71.730-71.730

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1. initial data- Bore hole name: 196- Bore hole coordinates: x = y =

- Bore hole top: = 0.27 m - Water level: = -1.50 m- Bottom foundation level: = -1.50 m - Tip pile level: = -51.50 m

- Couring depth: = - m

- Pile width or diameter: D = 1.50 m - Pile width or diameter at tip: = 1.50 m- Pile length: L = 50.00 m = - m- Pile C-S Perimeter: P = 4.71 m - Dis from center to center pile: = 4.50 m

= 1.77 - Efficiency factor: #VALUE!

= 35.00 Mpa - Resistance factor in table 10.5.5.3- Unit weight of concrete: = 24.53 Resistance factor Clay Sand

Shaft 0.65 0.65- Noncontributing Tip 0.55 0.55

+ Top = 1.50m+ Bottom = 1.50 m Case: 1 "1": Strength ; "2": Event

2. Calculator- The factored bearing resistance of pi

Where:

Resistance factor for tip resistance specifiedResistance factor for shaft resistance specifiedPile tip resistancePile shaft resistance

a. Shaft resistance.

* Shaft resistance in Cohesive soil:

d Depth of layerMean undrained shear strength

* Shaft resistance in cohesionless soil:

- Reese and Wright (1977)

"1': top-pile Eleva- Depth Soil Soil Thick- EffectiveEffectiveCohesi- ngle of SPT undrainFactor Factor Value Valution name Type ness density Stress on soil n-frictio N shear

"2': bot-pile c Su (m) (m) (kPa) (deg) (ba) (kPa) (kPa) (kN)

0.27 TRUE

1 -1.50 1.8 1a clay 1.77 7.41 6.55 6.50 5.10 ###-1.73 2.0 1a clay 0.23 7.41 13.96 6.50 5.10 ### ### ### - ###-3.00 3.3 1a clay 1.27 7.41 19.52 6.50 5.10 ### ### ### - ### ##-3.73 4.0 1a clay 0.73 7.41 26.92 6.50 5.10 ### ### ### - ### ##-5.23 5.5 1a clay 1.50 7.41 35.18 6.50 5.10 ### ### ### - ### ##-5.73 6.0 2a clay 0.50 9.81 43.19 35.90 9.87 ### ### ### - ### ##

-7.73 8.0 2a clay 2.00 9.81 55.45 35.90 9.87 ### ### ### - ### ##-9.73 10.0 2a clay 2.00 9.81 75.07 35.90 9.87 ### ### ### - ### ##

-11.23 11.5 2a clay 1.50 9.81 92.24 35.90 9.87 ### ### ### - ### ##-11.73 12.0 2b clay 0.50 10.03 102.10 65.80 10.53 ### ### ### - ### ##

-13.73 14.0 2b clay 2.00 10.03 114.63 65.80 10.53 ### ### ### - ### ##-15.73 16.0 2b clay 2.00 10.03 134.69 65.80 10.53 ### ### ### - ### ##-17.73 18.0 2b clay 2.00 10.03 154.74 65.80 10.53 ### ### ### - ### ##

- Pile C-S Area: Ap m2

- Pile concrete strength: f'ckN/m3

qs

qp

QR =qpQp +qsQs

- qp

:

- qs:- Qp- Qs

Qs

= (qsPd)

- Method

qs

= Su

Adhesion factor applied to Su

Su

Su = 0.0625N (tsf) = 0.0625*95.76052N (kpa)

qs= 0.0028N (Mpa) with N

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Date: Specification:

6/4/2011 10:57 22TCN-272-05Design: Check:N.V.H

CONSTRUCTION OF RACH GIA BYPASS PROJECT

VANH DAI BRIDGE (KM 01+210)shop drawing

Pier p4 - bearing capacity of bored pile

-23.73 24.0 2b clay 2.00 10.03 214.89 65.80 10.53 ### ### ### - ### ##-25.73 26.0 2b clay 2.00 10.03 234.94 65.80 10.53 ### ### ### - ### ##-27.73 28.0 2b clay 2.00 10.03 255.00 65.80 10.53 ### ### ### - ### ##-29.73 30.0 2b clay 2.00 10.03 275.05 65.80 10.53 ### ### ### - ### ##

-31.73 32.0 2b clay 2.00 10.03 295.10 65.80 10.53 ### ### ### - ### ##-33.73 34.0 2b clay 2.00 10.03 315.15 65.80 10.53 ### ### ### - ### ##

-35.73 36.0 2b clay 2.00 10.03 335.20 65.80 10.53 ### ### ### - ### ##-37.73 38.0 2b clay 2.00 10.03 355.25 65.80 10.53 ### ### ### - ### ##-39.73 40.0 2b clay 2.00 10.03 375.31 65.80 10.53 ### ### ### - ### ##-40.23 40.5 2b clay 0.50 10.03 387.84 65.80 10.53 ### ### ### - ### ##-41.73 42.0 3a sand 1.50 8.44 396.67 9.63 16.95 ### - - 0.25 ### ##-43.73 44.0 3a sand 2.00 8.44 411.44 9.63 16.95 ### - - 0.25 ### ##

-45.73 46.0 3a sand 2.00 8.44 428.31 9.63 16.95 ### - - 0.25 ### ##-46.23 46.5 3a sand 0.50 8.44 438.86 9.63 16.95 ### - - 0.25 ### ##

-47.73 48.0 4a clay 1.50 10.01 448.47 102.30 11.93 ### ### ### - ### ##-50.00 50.3 4a clay 2.27 10.01 467.33 102.30 11.93 ### ### ### - ### ##

2 -51.50 51.8 4a clay 1.50 10.01 486.19 102.30 11.93 ### ### ### - ###

-52.23 52.5 4a clay 0.73 10.01 497.35 102.30 11.93 ### ### ### - ###Shaft resistance ##

b. Tip resistance.

* Tip resistance in Cohesive soi:

(Mpa)

D = 1.50 (m) Pile width or diameter

Z = 51.77 (m) Depth below ground

Ta c: = 9.00#MACRO? (kPa)* Shaft resistance in cohesionless soil:

- Reese and Wright (1977)(Mpa) Vi N 60(Mpa) Vi N > 60

Ta c:= - (kPa)

* Soil type at tip pile: clay### kN

3. ALLOWABLE PILE CAPACITY

- Soil bearing capacity #MACRO? kN

- Pile structural capacity = 31543.55 kN- Resistanece factor for the group capacity #MACRO? kN

4. Check- Used Pile force find-out from foundation calculation result (detail design)

- Axial Force max = 4562.40 kN- Self weight of pile = 1625.77 kN

N = 6188.17 kN- Check #MACRO?

Qp

= qpA

p

- Method qp = Nc Su 4.0

Nc = 6[1+0.2(Z/D)] 9

Nc

qp

qP= 0.064 N

qP= 3.8

qp

- Tip resistance: Qp

QR

= Qp

+ Qs

QT 0.750.850.8f' cAb.QR

NmaxNw

.QR > N= Nmax + Nw

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Depth 70 qu (kPa) Su=qu/2Table 3-5

0.89 3.82 1.14 0.75 0.80 1.00 ### ### ###1.89 2.62 1.14 0.75 0.80 1.00 ### ### ###2.64 2.22 1.14 0.75 0.80 1.00 ### ### ###3.64 1.89 1.14 0.75 0.80 1.00 ### ### ###4.75 1.65 1.14 0.85 0.80 1.00 ### ### ###5.75 1.49 1.14 0.85 0.80 1.00 ### ### ###

7 1.31 1.14 0.95 0.80 1.00 ### ### ###9 1.13 1.14 0.95 0.80 1.00 ### ### ###

10.75 1.02 1.14 1.00 0.80 1.00 ### ### ###11.75 0.97 1.14 1.00 0.80 1.00 ### ### ###

13 0.91 1.14 1.00 0.80 1.00 ### ### ###15 0.84 1.14 1.00 0.80 1.00 ### ### ###

17 0.79 1.14 1.00 0.80 1.00 ### ### ###19 0.74 1.14 1.00 0.80 1.00 ### ### ###21 0.70 1.14 1.00 0.80 1.00 ### ### ###23 0.67 1.14 1.00 0.80 1.00 ### ### ###25 0.64 1.14 1.00 0.80 1.00 ### ### ###27 0.61 1.14 1.00 0.80 1.00 ### ### ###29 0.59 1.14 1.00 0.80 1.00 ### ### ###31 0.57 1.14 1.00 0.80 1.00 ### ### ###33 0.55 1.14 1.00 0.80 1.00 ### ### ###35 0.53 1.14 1.00 0.80 1.00 ### ### ###37 0.52 1.14 1.00 0.80 1.00 ### ### ###39 0.51 1.14 1.00 0.80 1.00 ### ### ###

40.25 0.50 1.14 1.00 0.80 1.00 ### ### ###41.25 0.49 1.14 1.00 0.80 1.00 ### - -

43 0.48 1.14 1.00 0.80 1.00 ### - -45 0.47 1.14 1.00 0.80 1.00 ### - -

46.25 0.47 1.14 1.00 0.80 1.00 ### - -47.25 0.46 1.14 1.00 0.80 1.00 ### ### ###49.14 0.45 1.14 1.00 0.80 1.00 ### ### ###51.02 0.44 1.14 1.00 0.80 1.00 ### ### ###52.14 0.44 1.14 1.00 0.80 1.00 ### ### ###53.25 0.43 1.14 1.00 0.80 1.00 ### - -

55 0.43 1.14 1.00 0.80 1.00 ### - -57 0.42 1.14 1.00 0.80 1.00 ### - -

59 0.42 1.14 1.00 0.80 1.00 ### - -61 0.41 1.14 1.00 0.80 1.00 ### - -63 0.40 1.14 1.00 0.80 1.00 ### - -65 0.40 1.14 1.00 0.80 1.00 ### - -67 0.39 1.14 1.00 0.80 1.00 ### - -69 0.39 1.14 1.00 0.80 1.00 ### - -71 0.38 1.14 1.00 0.80 1.00 ### - -

72.23 0.38 1.14 1.00 0.80 1.00 ### - -

Calculation of N70 from N - spt field investigation, following formula (3-3) page 158, FOUbook of E.Bowles to define Su=qu/2 for cohensive soils

CN 1 2 3 4

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0.27 0.38 - 0.75 0.80 1.00 ### - -0.27 0.38 - 0.75 0.80 1.00 ### - -0.27 0.38 - 0.75 0.80 1.00 ### - -0.27 0.38 - 0.75 0.80 1.00 ### - -0.27 0.38 - 0.75 0.80 1.00 ### - -0.27 0.38 - 0.75 0.80 1.00 ### - -

0.27 0.38 - 0.75 0.80 1.00 ### - -0.27 0.38 - 0.75 0.80 1.00 ### - -

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For. 3-5

------------

------------

------------

--------

DATION

Internalfrictionangle

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------

--

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Table 10.8.3.3.1-1 - Value of anfa for determination of shaft resistance in cohensive soilTo Interpolate 0

Su (MPa) Su (MPa) 0.90 eat as Rock 0.5 0.380.5 0.350.6 0.350.6 0.330.7 0.330.7 0.320.8 0.32

0.8 0.310.9 0.310.9 0

Table 3-5, Foundation book

N70 0 1 2 3 4 5 6 7 8qu 0 10 20 25 37 50 50 67 83

Cd Array

0.27-5.23

-11.23

-40.23

-46.23

-52.23

-72.18

-72.18

-72.18

-72.18

-72.18

-72.18

-72.18-72.18

-72.18

-72.18

-72.18

-72.18

-72.18

-72.18

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-1.73

-3.73

-5.73

-7.73

-9.73

-11.73

-13.73-15.73

-17.73

-19.73

-21.73

-23.73

-25.73

-27.73

-29.73

-31.73

-33.73

-35.73

-37.73-39.73

-41.73

-43.73

-45.73

-47.73

-49.73

-51.73

-53.73

-55.73

-57.73

-59.73

-61.73-63.73

-65.73

-67.73

-69.73

-71.73

-71.73

-71.73

-71.73

-71.73

-1.5

-3

Cao su SPT

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(m) (m) (ba)

-1.73 0-3.73 1-5.73 7-7.73 12

-9.73 15-11.73 19-13.73 17-15.73 21-17.73 18-19.73 20-21.73 23-23.73 21-25.73 23-27.73 26-29.73 29-31.73 30

-33.73 25-35.73 28-37.73 25-39.73 28-41.73 32-43.73 34-45.73 38-47.73 28-49.73 28-51.73 28-53.73 31-55.73 34

-57.73 38-59.73 35-61.73 40-63.73 56-65.73 50-67.73 51-69.73 58-71.73 65-71.73 65-71.73 65-71.73 65-71.73 65

-71.73 65

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(Reese and O'Neill 1988) Interpolate group factort ri 1 t dnh 12.5D = 3.75 0.65 2.5D = 3.75 0.65

6D = 9.00 1.00 4D = 6.00 1.00

9 10 11 12 13 14 15 16 17 18100 100 117 133 150 167 183 200 200 215

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19 20 21 22 23 24 25 26 27 28231 246 262 277 292 308 323 338 354 369

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29 30385 400

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