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BẢNG TÍNH SÀN GIẢM TẢI LỘ TẺ RẠCH SỎI MẪUBẢNG TÍNH SÀN GIẢM TẢI LỘ TẺ RẠCH SỎI MẪUBẢNG TÍNH SÀN GIẢM TẢI LỘ TẺ RẠCH SỎI MẪUBẢNG TÍNH SÀN GIẢM TẢI LỘ TẺ RẠCH SỎI MẪUBẢNG TÍNH SÀN GIẢM TẢI LỘ TẺ RẠCH SỎI MẪUBẢNG TÍNH SÀN GIẢM TẢI LỘ TẺ RẠCH SỎI MẪUBẢNG TÍNH SÀN GIẢM TẢI LỘ TẺ RẠCH SỎI MẪUBẢNG TÍNH SÀN GIẢM TẢI LỘ TẺ RẠCH SỎI MẪU

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VOLUME 2: SOFT SOIL TREATMENT

2.1: PILE SLAB

August, 2015

LO TE – RACH SOI HIGHWAY CONSTRUCTION PROJECT

CUU LONG CIPM

JOINT VENTURE OF DASAN CONSULTANTS CO., LTD

AND PYUNGHWA ENGINEERING CONSULTANTS LTD.

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The Socialist Republic of Vietnam Ministry of Transport (MOT)

Cuu Long CIPM

PACKAGE CW1: KM02+104.11 – KM26+275.00

DETAILED DESIGN PART III: CALCULATION SHEETS

VOLUME 2: SOFT SOIL TREATMENT

2.1: PILE SLAB

This Document is revised and updated in accordance with the

Decisions no 2809/QĐ-BGTVT dated on 05 August 2015

LO TE – RACH SOI HIGHWAY CONSTRUCTION PROJECT

Contract No.121/CIPM-HD

DASAN Consultants Co., Ltd

Geosong B/D, 5-66, Gumijungang-ro 42-gil, Gumi-si, Gyengsangbuk-do, Korea

Lo Te – Rach Soi Highway Construction Project

(LTRS)

PYUNGHWA Engineering Consultants Ltd

454, Gwanak-daero, Dongan-gu, Anyang-si,

Gyeonggi-do, Korea

Calculation Sheets

August, 2015

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Internal force

Bearing capacity

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BO AO BRIDGE KM2+375 )

22TCN-272-05

DIMENSIONS:

♦ Embankment:

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OUTLINE DRAWINGGENERAL VIEW OF PILE SLAB:

CROSS SECTION

EmbankmentGeotextilePile PHC D=40cm

a

Bs

2a2

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* Design truck or design tandem, Or

* Design lane load

• Distribution load per area of PS:

• For the design truck = 3.45kN/m²

• For the design tandem = 2.34kN/m²

• Distribution load per area of PS: ev1 66.33 kN/m²

P2

Page 3

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INTERNAL FORCE CALCULATION:

• Total stress caused by dead load and live load per 1m² of PS: P=Σpi.ki= 123.0 kN/m²

• Tranvesser distance between piles: Xn= 2.20 m

• Longitudinal distance between piles: Yn= 2.20 m²

TALUS:

CHECK OF PILE CAPACITY

SETTLEMENT CHECK:

• Calculation settlement: Bore hole BA1-VST 48.7 mm

Loads

Page 4

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Joint Venture:

DASAN CONSULTANTS CO., LTD PYUNGHWA ENGINEERING CONSULTANTS LTD

DETAILED DESIGN PRESTRESSING CAPACITY OF PILES

BO AO BRIDGE ABUTMENTA1 (BOREHOLE BA1-VST)

22TCN-272-05 INPUT DATA:

• Pile embedded length: L = 30.0m

• Piles tip elevation E2 = -27.5m

• Parapet thickness: dSPT = 2.0m

• Pile length in soil: Lsoil = 29.6m

• Method constryction (Bore:1, other:- ): C.m Driving

GEOTECHNICAL PARAMETER

• Borehole elevation: E3 = 2.11m

-9 - - -

-10 - - -

-11 - - -

-12 - - -

-Db/D= 40.78 71.0

Bearing capacity :

The factor bearing risistance of pile shall be taken as:

QR = ϕqp▪Qp + ϕqs▪Qs = ϕqp▪qp▪Ap + ϕqs▪qs▪As [10.7.3.2-2, 3 & 4]

Where:

qp unit tip resistance of pile qs unit shaft resistance of pile

Ap Pile cross-sectional area As surface area of pile shaft

φqp resistance factor for pile tip bearing resistance φqs

• Cohesive Soil: φqp= 0.56 • Cohesive Soil: φqs= 0.56 [Table 10.5.5-3 22TCN 272-05]

• Cohesionless Soil: φ = 0.36 • Cohesionless Soil: φ = 0.36 [10.5.5.2.4-1 AASHTO 2007]

resistance factor for pile shaft bearing resistance

PROJECT

STAGE

CONTENT

BRIDGE

STATION

STANDARD

1.11

2.50

-27.50

D0.4m

@=2.2m

PRESTRESSING CAPACITY OF PILES

Soft layer

Firm layer

2.11

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SKIN FRICTION CAPACITY

Unit shaft resistance:

(NTB: average (uncorrected) SPT -blow count along the pile shaft (blows/300mm)

• Cohesive Soil: q s = α•S u (MPa) - ( Method α) (10.7.3.3.2a-1)

(Su: average undrained shear strength)

( α: cohension factor appliped to Su)With: α=0.5(σvtb/Su)0.45

σv=γhi

Skin frition capacity: Qs = P•∑(qs•li)•φqs

Qs = 608.9 kN

η•φqs •Q s = 578.4 kN where (η= 0.95 for Sand; 0.95 for Clay)

PILE TIP BEARING CAPACITY

Unit tip resistance of pile

• Cohesive Soil: q P = 9•S u (MPa) Su = 75kPa [10.7.3.4.2]

• Cohesionless Soil: q p =0.038N corr D b /D≤0.4N corr (MPa) [10.7.3.3.3]

Ncorr=0.77log10(1.92/σ'v)N

Pile tip resistance: ϕqp▪Q p =ϕqp▪q p▪A p

• Soil type under pile tip: Clay

qP = 675.0kPa

φqp•Qp = 47.5kN where (η= 0.95 for Sand; 0.95 for Clay)

a=6.0D →η=1.00

Bearing risistance of piles:

• Without Group Capacity Factor:

Check for axial load

Allowable pushing force of pile:

• Internal axial force max: Pmax = 595.4 kN

• Weight of 1 pile: Wp=L.Ab*(γp-10) = 33.7kN

• Weight of Soil: Ws=σ'vtb.Ab = 28.6kN

• Bearing capacity: QR=QR-Wp+Ws = 618.4 kN

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SKIN FRICTION CAPACITY: Qs = P• ∑ (qs•li)• φ qs => η • φqs•Qs Driving

( η = where 0.95 for Sand; 0.95 for Clay)

(According to geological data at bode hole: BA1-VST)

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No. Depth li Layer Type σ 'vtb NSPT α Su qs Qs η • φqs•Qs

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SETTLEMENT CALCULATION

BO AO BRIDGE

I INPUT DATA:

• Pile embedded length: L = 30.00 m

• Pile top elevations: E1 = 2.50m

• Pile cap dimension:

- Length Ls = 20.00 m

- Width Ws = 28.94 m

• Internal axial force max: Q g = 21758kN

• Borehole depth: L_H = 71.0m

• Soft soil bottom elevation: E3 = -11.19 m

• Effective depth taken as 2Db/3 (mm): 2D p /3 = 10.9m

• Effective elevation: E4 = -22.1 m

• Depth of embedment of piles in layer that provides support:D p = 16.3m

• Pile tip elevation: E2 = -27.5 m

• Equivalent foundation dimension:

- Length L g = 19.00 m

- Width B g = 27.94 m

- Areas A = 530.9 m²

II SETTLEMENT CALCULATION

Theo TCN 272-05 và tham khảo tài liệu phần 11.23 Độ lún cố kết của nhóm cọc

• COHESIVE SOIL:

Formular:

Calculate the increased in effective stress caussed at middle of each soil layer bay the load Qg

(11.128) Độ lún cố kết của nhóm cọc Calculate the Consolidation settlement of each layer caussed the increased stress

No z (m) Layer Thickness

6 - - - -

7 - - - -

8 - - - -

9 - - - -

10 - - - -

ΣSc= 48.7mm • COHESIONLESS SOIL: Formular: Using SPT Using CPT

where

Soft layer

=-22.1

=-11.19

=2.50

=-27.5

Db 3

Firm layer

• Type Pile

=2.11

=21758

Lg

Bg

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• Net foundation pressure applied at 2Db/3 q = 0.013 Mpa

• width or smallest dimension of pile group X = 19,000 mm

• Influence factor of the effective group embedment (DIM) I = 0.93

• Effective depth taken as 2Db/3 (mm) D' = 10,873 mm

• Depth of embedment of piles in layer that provides support Db = 16,310 mm

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Joint Venture:

DASAN CONSULTANTS CO., LTD PYUNGHWA ENGINEERING CONSULTANTS LTD

DETAILED DESIGN PRESTRESSING CAPACITY OF PILES

BO AO BRIDGE ABUTMENTA2 (BOREHOLE BA2)

GEOTECHNICAL PARAMETER

-7 - - -

-8 - - -

-9 - - -

-10 - - -

-11 - - -

-12 - - -

-Db/D= 41.50 60.0

Where:

PROJECT

STAGE

CONTENT

BRIDGE

STATION

STANDARD

0.97

2.00

-29.00

D0.4m

@=2.2m

PRESTRESSING CAPACITY OF PILES

Soft layer

Firm layer

2.37

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σv=γhi

Qs = 635.3 kN

qP = 675.0kPa

a=6.0D →η=1.00

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(According to geological data at bode hole: BA2)

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SETTLEMENT CALCULATION

BO AO BRIDGE

I INPUT DATA:

• Pile embedded length: L = 31.00 m

- Length Ls = 20.00 m

- Width Ws = 28.94 m

• Internal axial force max: Q g = 21758kN

• Borehole depth: L_H = 60.0m

• Effective depth taken as 2Db/3 (mm): 2D p /3 = 11.3m

- Length L g = 19.00 m

- Width B g = 27.94 m

- Areas A = 530.9 m²

Formular:

(11.128) Độ lún cố kết của nhóm cọc Calculate the Consolidation settlement of each layer caussed the increased stress

No z (m) Layer Thickness

4 - - - -

5 - - - -

6 - - - -

7 - - - -

8 - - - -

9 - - - -

10 - - - -

ΣSc= 43.7mm • COHESIONLESS SOIL: Formular: Using SPT Using CPT

where

Soft layer

=-23.3

=-12.03

=2.00

=-29.0

Db 3

Firm layer

• Type Pile

=2.37

=21758

Lg

Bg

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DOC DINH BRIDGE KM5+431 )

22TCN-272-05

DIMENSIONS:

♦ Embankment:

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CROSS SECTION

a

Bs

2a2

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* Design lane load

P2

Page 3

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TALUS:

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DOC DINH BRIDGE ABUTMENTA1 (BOREHOLE DD-FS)

Where:

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σv=γhi

Qs = 288.2 kN

Ncorr=0.77log10(1.92/σ'v)N = 22 N = 27

• Soil type under pile tip: Sand

qP = 8,944.0kPa

a=6.0D →η=1.00

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(According to geological data at bode hole: DD-FS)

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SETTLEMENT CALCULATION DOC DINH BRIDGE

• Effective depth taken as 2Db/3 (mm): 2D p /3 = 3.6 m

• Depth of embedment of piles in layer that provides support:D p = 5.4 m

- Length L g = 24.00 m

- Width B g = 27.90 m

- Areas A = 669.6 m²

Formular:

(11.128) Độ lún cố kết của nhóm cọcCalculate the Consolidation settlement of each layer caussed the increased stress

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DOC DINH BRIDGE ABUTMENTA2 (BOREHOLE DD1-VST)

Where:

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σv=γhi

Qs = 385.6 kN

Ncorr=0.77log10(1.92/σ'v)N = 13 N = 18

• Soil type under pile tip: Sand

qP = 5,364.0kPa

a=6.0D →η=1.00

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(According to geological data at bode hole: DD1-VST)

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SETTLEMENT CALCULATION DOC DINH BRIDGE

• Effective depth taken as 2Db/3 (mm): 2D p /3 = 6.7 m

- Length L g = 24.00 m

- Width B g = 27.90 m

- Areas A = 669.6 m²

Formular:

(11.128) Độ lún cố kết của nhóm cọcCalculate the Consolidation settlement of each layer caussed the increased stress

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SUA DUA BRIDGE KM8+477 )

22TCN-272-05

DIMENSIONS:

♦ Embankment:

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CROSS SECTION

a

Bs

2a2

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* Design lane load

P2

Page 3

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TALUS:

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SUA DUA BRIDGE ABUTMENTA1 (BOREHOLE SD-FS)

Where:

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σv=γhi

Qs = 628.0 kN

qP = 468.0kPa

a=6.0D →η=1.00

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