BẢNG TÍNH SÀN GIẢM TẢI CỌC ĐÓNG CẦU DẦM BẢN RỖNG

BẢNG TÍNH SÀN GIẢM TẢI CỌC ĐÓNG CẦU DẦM BẢN RỖNGBẢNG TÍNH SÀN GIẢM TẢI CỌC ĐÓNG CẦU DẦM BẢN RỖNGBẢNG TÍNH SÀN GIẢM TẢI CỌC ĐÓNG CẦU DẦM BẢN RỖNGBẢNG TÍNH SÀN GIẢM TẢI CỌC ĐÓNG CẦU DẦM BẢN RỖNGBẢNG TÍNH SÀN GIẢM TẢI CỌC ĐÓNG CẦU DẦM BẢN RỖNGBẢNG TÍNH SÀN GIẢM TẢI CỌC ĐÓNG CẦU DẦM BẢN RỖNGBẢNG TÍNH SÀN GIẢM TẢI CỌC ĐÓNG CẦU DẦM BẢN RỖNG

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Central Mekong Delta Region Connectivity Project PACKAGE CW1A: NORTHERN APPROACH TO CAO LANH BRIDGE

(KM 0+000 TO KM 3+800)

PILE SLAB CALCULATION

ITEM: PILE SLAB ABUTMENT A1, A2 RACH MIEU BRIDGE OF TAN VIET HOA INTERCHANGE

ITEM: SÀN GI ẢM TẢI MỐ A1, MỐ A2

C ẦU VƯỢT RẠCH MIỄU TRÊN NHÁNH TRÁI NÚT GIAO TÂN VIỆT HÒA

Document No.:

Project Manager

JV of HOANG AN – TUAN LOC – THANG LONG

JV Consultant of CDM SMITH Associates INC.- WSP Finland Limited YOOSHIN Engineering

Corporation

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INDEX

A GENERAL REQUIREMENTS 3

B STRUCTURE 3

C GEOLOGICAL REPORT ADDITIONAL 3

D CALCULATION OF POTENTIALLY BENEFITS UNDER THE LAND 6

1 Technical standard and reference document 6

2 Theory and formula of calculation 6

E Result is show the table at following page 7

1 Conclusion: 8

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LIÊN DANH HOÀNG AN – TUẤN LỘC – THĂNG LONG

PILE SLAB AND PILE 300x300

AT RACH MIEU BRIDGE OF TAN VIET HOA INTERCHANGE

lanes, the width of the road is 3.5m Now add the calculation design Pile Slab A1, A2 This calculation to demonstrate the load-bearing safety structure

moment resistance

longitudinal bridge length of 12.65m, crossing 14.0m, thickness of 0.3m, layout 58 piles 30x30cm Length is 22m, height of pile top is 0.2m, height of pile bottom is

-21.8m

longitudinal bridge length of 12.65m, crossing 14.0m, thickness of 0.3m, layout 58 piles 30x30cm Length is 23m, height of pile top is 0.2m, height of pile bottom is

-22.8m

06/2017 geology is divided into soils described in order from top to bottom as follows::

Layer K: Lean clay, blackish grey, brownish grey, soft; CL

The thickness of layer from 1.9m (TTH-A1) to 3.5m (TTH-A2)

Properties of Soil of layer K:

testing

Layer 1B: Lean clay, blackish grey, soft; CL

The layer is under the layer K The thickness of layer from 3.0m (TTH-A2) to 5.6m

Properties of Soil of layer 1B:

testing

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Layer 1C: Sandy lean clay, blackish grey, brownish grey, firm; s(CL)

The layer is under the layer 1A1 The thickness of layer from 7.0m (TTH-A2) to 9.5m

Properties of Soil of layer 1C:

testing

Layer 1D: Sandy lean clay, blackish grey, brownish grey, stiff; s(CL)

The layer is under the layer 1C The thickness of layer from 2.0m (TTH-A2) to 3.0m

Properties of Soil of layer 1D:

testing

Layer 3B: Silty sand, blackish grey, brownish grey, medium dense; SM

The layer is under the layer 1D The thickness of layer from 4.8m (TTH-A1) to 6.5m

Len TK3B-1: Sandy lean clay, blackish grey, stiff; s(CL)

Properties of Soil of len TK3B-1:

testing

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testing

Layer 4A: Fat clay, greenish grey, firm; CH

The layer is under the layer 3B The thickness of layer from 4.0m (TTH-A2) to 7.3m

Properties of Soil of layer 4A:

testing

Len TK4A-1: Lean clay, brownish grey, very stiff; CL

Properties of Soil of len TK4A-1:

testing

Layer 3E: Silty sand, brownish grey, loose - medium dense; SM

The layer is under the layer 4A or TK4A-1 The thickness of layer from 2.4m

Layer 4: Sandy lean clay, blackish grey, brownish grey, stiff; s(CL)

The layer is under the layer 3E The thickness of layer from 2.2m (TTH-A2) to 2.4m

Properties of Soil of layer 4:

testing

Layer 4B: Fat clay, brownish grey, firm; CH

The layer is under the layer 4 The thickness of layer from 4.3m (TTH-A2) to 6.2m

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Properties of Soil of layer 4B:

testing

Layer 4E: Sandy lean clay, yellowish brown, greenish grey, firm - stiff; s(CL)

The layer is under the layer 4B The thickness of layer from 3.2m (TTH-A2) to 3.5m

Properties of Soil of layer 4E:

testing

Layer 7A: Silty sand, yellowish brown, dense; SM

Layer 7B: Silty sand, yellowish brown, yellowish grey, very dense; SM

The layer is under the layer 4E or 7A The thickness of layer from 19.0m (TTH-A1) to

Details see drilled cylinder table attached

Requirements for bearing capacity of piles:

RACH MIEU BRIDGE OF

TAN VIET HOA INTERCHANGE

1 Technical standard and reference document

22TCN 272:05: Standard bridge design, part 10 foundation

2 Theory and formula of calculation

Q = ϕ Q + ϕ Q

Which:

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Qp: Pile tip resistance

Qs: Resistance pile stake

qp

qs

E Result is show the table at following page

Lcoc

(m)

Qtk (Kn)

Qtt (Kn)

(m)

Qtk (Kn)

Qtt (Kn)

Conclude

Mxx KN.m/m

Myy KN.m/m

Mzcoc KN.m

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1. Conclusion:

Pile slab structure ensures load-bearing safety

Prepared by VTCO INVESTMENT COMPANY LTD

Deputy Director

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THUYẾT MINH Page 0

M ỤC LỤC A YÊU C ẦU CHUNG 1

1 M ục đích tính toán thiết kế 1

2 Các n ội dung tính toán 1

B K ẾT CẤU 1

C H Ồ SƠ ĐỊA CHẤT 1

D TÍNH TOÁN S ỨC CHỊU TẢI CỌC THEO ĐẤT NỀN 5

1 Tiêu chu ẩn kỹ thuật và tài liệu tham khảo 5

2 Lý thuy ết và công thức tính toán 6

E K ết quả được trinh bày trong bảng ở trang sau 6

1 K ết luận: 7

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KI ỂM TOÁN SÀN GIẢM TẢI, CỌC SÀN GIẢM TẢI MỐ A1,A2

C ẦU VƯỢT RẠCH MIỄU

T ẠI NHÁNH TRÁI NÚT GIAO TỊNH THỚI

lực

2 Các n ội dung tính toán

– Căn cứ vào hồ sơ khảo sát địa chất của CÔNG TY TNHH ĐẦU TƯ VTCO

THỰC HIỆN 06/2017 địa chất được phân chia thành các lớp đất được mô tả theo thứ

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ở độ sâu 70.0m (TTH-A1), 72.0m (TTH-A2) Giá trị chùy xuyên tiêu chuẩn thay đổi 51 ÷ >100 búa

Lcoc(m) Qtk(Kn) Lcoc(m) Qtk(Kn)

C ẦU VƯỢT RẠCH MIỄU TRÊN NHÁNH

1 Tiêu chu ẩn kỹ thuật và tài liệu tham khảo

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2 Lý thuy ết và công thức tính toán

Lcoc (m)

Qtk (Kn)

Qtt (Kn)

Myy KN.m/m

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Mxcoc KN.m

Mzcoc KN.m

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2

CALCULATION OF BEARING CAPACITY OF DRIVEN

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CW1A -RACH MIEU BRIDGE OF TAN VIET HOA INTERCHANGE

TRANSITION SLAB AT ABUTMENT A1

PILE AXIAL LOAD CALCULATION IN ABUTMENT A1 PILE SLAB

1.Dead load of structures (DC)

Weight of concrete slab shall be considered of uniform distribution to piles

Concrete (rec area) 1,80 0,30 1,80 1 24,30

2.Vertical Earth Pressure (EV)

Weight of soil shall be considered of uniform distribution to piles

Rec Slab for 1 Pile

Elev of Center (El1) m 5,025

Height of embankment (H1) m 4,03 2,01

3 Live loads

3.1 Tire contact area (22TCN 272-05 - 3.6.1.2.5)

The length of tire contact area (mm) b1=2,28x10^-3* y *(1+IM/100)xP

IM: dynamic load allowance percent (%) IM=33x(1,0-4,1x10^-4xDe)>0

D E : the minimum depth of earth cover above the structure (mm)

P: Live load for one tire

H:The height og embankment

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3.2 The area of live load distribution through earth fill (22TCN 272-05 - 3.6.1.2.6)

The width of live load distribution for truck or tandem (m) a2 = n x w + a1 + H - 1.1 x 2

The width of live load distribution for lane load (m) a2 = n x w + H - 0.50 x 2

The length of wheel load distribution for truck or tandem(m) b2=b1 + H

The length of wheel load distribution for lane load (m) b2=a2 + H

3.3 Distribution of live load through earth fill (22TCN 272-05 - 3.6.1.2.6)

4 Calculation of pile load

The axial load of pile (Qp) taken as :

Qp = (y1*LL + y2*ys*H + y3*yc*h)*d^2

Where :

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1.CALCULATION OF PILE CAPACITY

Pile type: R.C Pile

a.SOIL INVESTIGATION DATAS

Boring hore No.: TTH-A1 (REPORT ON GEOTECHNICAL INVESTIGATION OF CAO LANH BRIDGE)

Layer names Density Su=Qu/2 Layer Descriptions

KN/m3 kPa

KQ 17,70 10,82 Lean clay - blackish grey soft.(CL)

Lớp 1B 17,80 10,05 Lean clay - blackish grey soft.(CL)

Lớp 1C 17,70 18,46 Sandy lean clay, blackish gray, brownish grey, firm(CL)

Lớp 1D 18,00 18,05 Sandy lean clay, blackish gray, brownish grey, firm(CL)

Lớp 3B 18,50 - Silty sand, brownish grey,Medium dense

Lớp 4A 17,40 - Fat clay, greemish grey, firm

b.GEOMATRIC DATAS OF PILE

h1 Elevation of Pile head 0,200 m

h2 Elevation of underground water level 0,000 m L pile Original L Extension

h3 Elevation of existing ground 2,180 m m m m

h4 Elevation of pile toe -21,800 m 22,00 22,00

-d Width of Pile 0,300 m

c.SIDE RESISTANCE

COHENSIVE SOIL (Reese & Oneill 1988)

q s = α*Su (10.7.3.3.2a 22TCN 272-05)

COHENSIONLESS SOIL (Reese & Wright 1977)

q s = 0.0019*N(ave ) - Length of pile penetrate to stiff clay Db: 13,98 m - Model of ground: Soft clay on stiff clay ( 10.7.3.4.2b-1 22TCN 272-05) - Ratio Db / D (width of pile): 46,60

Layers Elev Depth Soil class SPT value Su =q u /2 α q s ∆zi Q

SUM OF SIDE RESISTANCE OF CONHENSIVE SOIL 19,28 342

SUM OF SIDE RESISTANCE OF CONHENSIONLESS SOIL 2,22 159

21,50 d.TIP BEARING OF COHENSIONLESS SOIL (REESE & WRIGHT 1977)

Nominal resistance of Pile tip shall be taken as:

q P = 0.038*Ncorr*Db/D <= ql 6,40 Mpa

(10.7.4.2a-1 22TCN 272-05)

While:

Ncorr = (0.77*log10(1.92/σ'v))*N 16 (10.7.4.2a-2 22TCN 272-05)

Where:

Ncorr: SPT count near pile toe factored by upper layers σ'v

N: average SPT count near pile toe 20

σ'v: pressure of upper layers 0,170 Mpa

Elev (m) Layer (KN/m3)Density Buoyancy (Mpa)σ'v Notes

Db: depth of penetration in bearing strata 3.480 mm

ql: Limiting tip resistance taken as 0.4 times the value of Ncorr (sand) 6,4

Area of pile toe cross section Ap = 90.000 mm2

φ p - Tip resistance Factor 0,70 (in clay, Skempton 1951) (Table 10.5.5.2 22TCN 272-05) 0,45 (in sand, SPT method, Mayerhof)

Wp: Weight of concrete pile 50 KN

Wa: Weight of water replaced by concrete (lowest level) 20 KN

e.SUMMARY OF PILE AXIAL RESISTANCE

Individual Resistances Qn (KN) φ Qr (KN)

Side Resistance, clay 342 0,7 239

Side Resistance, sand 159 0,45 71

Tip Resistance, clay 0,7

-Tip Resistance, sand 576 0,45 259

Piles group factor 1,00

-25,00 -15,00 -5,00

0 10 20 30

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PILE AXIAL LOAD CALCULATION (SERVICE)

Quantity of piles: 58 Piles

Load Length Height Width Quantity DC

Concrete (rec area) 12,65 0,30 14,00 1 1.328,25

Total of DC 1.328,25

DC for 1 pile 58 22,90

Unit Start Sec End Sec Average Unit weight of soil KN/m3 18,90

Rec slab

Width of road (B) m 6,50 6,50

Width of slap (Bs) m 14,00 14,00

Elev of Center (El1) m 5,025 4,670

Elev of Edge (El2) m 4,960 4,605

Elev of Slap (El0) m 1,000 1,000

Area 2 (A2) m2 22,67 20,01

Cross section area m2 48,62 43,65 46,14

Length m 12,65

Volume of soil on rec slab m3 583,61

Weight of Soil (all) KN 11.030,19

EV for 1 pile KN 190,18

Live load (HL-93, 2 lanes)

Maximum effect of live load to 1 pile: 10,68 KN

TRANSITION SLAB AT ABUTMENT A1 619,26

Area of slab for 1 pile: 3,24 m2

3 Distribution of live load through earth fill (22TCN 272-05 - 3.6.1.2.6)

Multiple presence of live Load 0,65

Design lane load 9,3 kN/m

3,70 3,80 3,90 4,00 4,10 4,20 4,30 2,10 2,02 1,94 1,87 1,81 1,74 1,68 1,61 1,55 1,49 1,44 1,38 1,34 1,29 1,47 1,46 1,44 1,42 1,41 1,39 1,37 3,57 3,48 3,38 3,30 3,21 3,13 3,06 LOAD COMBINATION (SERVICE)

AXIAL FORCE (KN) Load Q η γ η x γ x Q

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LOAD COMBINATION (SERVICE)

AXIAL FORCE FOR PILE GROUP TO EVALUATE THE SETLEMENT (KN)

1.CALCULATION OF SETTLEMENT DUE TO DOWNDRAG LOAD

(Equivalent Footing Analogy - 22TCN 272-05, 10.7.2.1)

The settlement of pile group in cohensionless soil shall be taken as:

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PILE AXIAL LOAD CALCULATION IN ABUTMENT A2 PILE SLAB

Concrete (rec area) 1,80 0,30 1,80 1 24,30

Rec Slab for 1 Pile

Elev of Center (El1) m 5,025

Height of embankment (H1) m 4,03 2,01

3 Live loads

3.1 Tire contact area (22TCN 272-05 - 3.6.1.2.5)

The length of tire contact area (mm) b1=2,28x10^-3* y *(1+IM/100)xP

IM: dynamic load allowance percent (%) IM=33x(1,0-4,1x10^-4xDe)>0

D E : the minimum depth of earth cover above the structure (mm)

P: Live load for one tire

H:The height og embankment

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3.2 The area of live load distribution through earth fill (22TCN 272-05 - 3.6.1.2.6)

The width of live load distribution for truck or tandem (m) a2 = n x w + a1 + H - 1.1 x 2

The width of live load distribution for lane load (m) a2 = n x w + H - 0.50 x 2

The length of wheel load distribution for truck or tandem(m) b2=b1 + H

The length of wheel load distribution for lane load (m) b2=a2 + H

3.3 Distribution of live load through earth fill (22TCN 272-05 - 3.6.1.2.6)

4 Calculation of pile load

The axial load of pile (Qp) taken as :

Qp = (y1*LL + y2*ys*H + y3*yc*h)*d^2

Where :

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1.CALCULATION OF PILE CAPACITY

Pile type: R.C Pile

a.SOIL INVESTIGATION DATAS

Boring hore No.: TTH-A2 (REPORT ON GEOTECHNICAL INVESTIGATION OF CAO LANH BRIDGE)

Layer names Density Su=Qu/2 Layer Descriptions

KN/m3 kPa

KQ 17,70 10,82 Lean clay - blackish grey soft.(CL)

Lớp 1B 17,80 10,05 Lean clay - blackish grey soft.(CL)

Lớp 1C 17,70 18,46 Sandy lean clay, blackish gray, brownish grey, firm(CL)

Lớp 1D 18,00 18,05 Sandy lean clay, blackish gray, brownish grey, firm(CL)

Lớp TK3B 18,50 10,18 Lean clay - blackish grey

Lớp 3B 17,40 - Sandy lean clay, blackish gray

Lớp 4A 18,60 15,78 Sandy lean clay, blackish gray

Lớp TK4A 19,30 61,45 Lean clay - blackish grey

Lớp 3E 18,50 - Silty sand, brownish grey

b.GEOMATRIC DATAS OF PILE

h2 Elevation of underground water level 0,000 m L pile Original L Extension

h4 Elevation of pile toe -22,800 m 23,00 23,00

c.SIDE RESISTANCE

COHENSIVE SOIL (Reese & Oneill 1988)

qs = α*Su (10.7.3.3.2a 22TCN 272-05)

COHENSIONLESS SOIL (Reese & Wright 1977)

q s = 0.0019*N(ave ) - Length of pile penetrate to stiff clay Db: 17,19 m - Model of ground: Soft clay on stiff clay ( 10.7.3.4.2b-1 22TCN 272-05) - Ratio Db / D (width of pile): 57,30

Layers Elev Depth Soil class SPT value Su =q u /2 α q s ∆zi Q

SUM OF SIDE RESISTANCE OF CONHENSIVE SOIL 19,79 294

SUM OF SIDE RESISTANCE OF CONHENSIONLESS SOIL 3,21 166

d.TIP BEARING OF COHENSIONLESS SOIL (REESE & WRIGHT 1977)

Nominal resistance of Pile tip shall be taken as:

Ncorr: SPT count near pile toe factored by upper layers σ'v

N: average SPT count near pile toe 12

σ'v: pressure of upper layers 0,187 Mpa

Elev (m) Layer (KN/m3)Density Buoyancy (Mpa)σ'v Notes

Db: depth of penetration in bearing strata 3.500 mm

ql: Limiting tip resistance taken as 0.4 times the value of Ncorr (sand) 3,6

Area of pile toe cross section Ap = 90.000 mm2

φ p - Tip resistance Factor 0,70 (in clay, Skempton 1951)

(Table 10.5.5.2 22TCN 272-05) 0,45 (in sand, SPT method, Mayerhof)

Wp: Weight of concrete pile 52 KN

Wa: Weight of water replaced by concrete (lowest level) 21 KN

e.SUMMARY OF PILE AXIAL RESISTANCE

Individual Resistances Qn (KN) φ Qr (KN)

Side Resistance, clay 294 0,7 206

Side Resistance, sand 166 0,45 75

Tip Resistance, clay - 0,7

-Tip Resistance, sand 324 0,45 146

-25,00 -15,00 -5,00

0 10 20 30

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PILE AXIAL LOAD CALCULATION (SERVICE)

Quantity of piles: 58 Piles

Load Length Height Width Quantity DC

Concrete (rec area) 12,65 0,30 14,00 1 1.328,25

Total of DC 1.328,25

DC for 1 pile 58 22,90

Unit Start Sec End Sec Average Unit weight of soil KN/m3 18,90

Rec slab

Width of road (B) m 6,50 6,50

Width of slap (Bs) m 14,00 14,00

Elev of Center (El1) m 5,025 4,670

Elev of Edge (El2) m 4,960 4,605

Elev of Slap (El0) m 1,000 1,000

Area 2 (A2) m2 22,67 20,01

Cross section area m2 48,62 43,65 46,14

Length m 12,65

Volume of soil on rec slab m3 583,61

Weight of Soil (all) KN 11.030,19

EV for 1 pile KN 190,18

Live load (HL-93, 2 lanes)

Maximum effect of live load to 1 pile: 10,68 KN

TRANSITION SLAB AT ABUTMENT A1 619,26

Area of slab for 1 pile: 3,24 m2

3 Distribution of live load through earth fill (22TCN 272-05 - 3.6.1.2.6)

Multiple presence of live Load 0,65

Design lane load 9,3 kN/m

3,70 3,80 3,90 4,00 4,10 4,20 4,30 2,10 2,02 1,94 1,87 1,81 1,74 1,68 1,61 1,55 1,49 1,44 1,38 1,34 1,29 1,47 1,46 1,44 1,42 1,41 1,39 1,37 3,57 3,48 3,38 3,30 3,21 3,13 3,06 LOAD COMBINATION (SERVICE)

AXIAL FORCE (KN) Load Q η γ η x γ x Q

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LOAD COMBINATION (SERVICE)

AXIAL FORCE FOR PILE GROUP TO EVALUATE THE SETLEMENT (KN)

1.CALCULATION OF SETTLEMENT DUE TO DOWNDRAG LOAD

(Equivalent Footing Analogy - 22TCN 272-05, 10.7.2.1)

The settlement of pile group in cohensionless soil shall be taken as:

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3

CALCULATION OF SLAB

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Pile Slab Moment XX Direction

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