Load Test of Load Test of High Capacity Micropile Micropile High - - PowerPoint PPT Presentation

Load Test of Load Test of High Capacity High Capacity Micropile Micropile in Site in Site

MASAO SAGARA MASAO SAGARA

Load Test of Load Test of NEW NEW-

• High Capacity

High Capacity Micropile Micropile

MASAO SAGARA MASAO SAGARA

Contents Contents

1. 1.Background(Construction Example of HMP) Background(Construction Example of HMP) 2.Purpose 2.Purpose 3.Outline of NEW 3.Outline of NEW-

• HMP

HMP 4.Result of the Pull Out Test with NEW 4.Result of the Pull Out Test with NEW-

• HMP

HMP 5.Conclusion 5.Conclusion

Contents Contents

1. 1.Background(Construction Example of HMP) Background(Construction Example of HMP) 2.Purpose 2.Purpose 3.Outline of NEW 3.Outline of NEW-

• HMP

HMP 4.Result of the pull out Test with NEW 4.Result of the pull out Test with NEW-

• HMP

HMP 5.Conclusion 5.Conclusion

Design & Construction Manual for Seismic Retrofit Design & Construction Manual for Seismic Retrofit Method for the Existing Bridge Foundation Method for the Existing Bridge Foundation

Content Contents s

Design & Construction Manual for Seismic Retrofit Method for the Design & Construction Manual for Seismic Retrofit Method for the Existing Bridge Foundation Existing Bridge Foundation

• Part 1 : General

Part 1 : General

• Part 2 : Design

Part 2 : Design

• Chapter 1 : General

Chapter 1 : General

• Chapter 2 : Material

Chapter 2 : Material

• Chapter 3 : Surveys

Chapter 3 : Surveys

• Chapter 4 : General Instructions

Chapter 4 : General Instructions

• Chapter 5 : General Instructions for Seismic Retrofit

Chapter 5 : General Instructions for Seismic Retrofit

• Chapter 6 : Elastic Design for Ordinary time and Level Earthquak

Chapter 6 : Elastic Design for Ordinary time and Level Earthquake e

• Chapter 7 : Ductility Design for Level

Chapter 7 : Ductility Design for Level Ⅱ Ⅱ Earthquake Earthquake

• Chapter 8 : Detail

Chapter 8 : Detail

• Part 3 : Construction

Part 3 : Construction

• Chapter 1 : General

Chapter 1 : General

• Chapter 2 : Construction Procedures

Chapter 2 : Construction Procedures

• Chapter 3 : Quality Control & Quality Assurance

Chapter 3 : Quality Control & Quality Assurance

L Lecture ecture to engineers to engineers about Design & about Design & Construction Manual Construction Manual

Contents Contents

1. 1.Background Background(Construction Example of HMP) (Construction Example of HMP) 2.Purpose 2.Purpose 3.Outline of NEW 3.Outline of NEW-

• HMP

HMP 4.Result of the pull out Test with NEW 4.Result of the pull out Test with NEW-

• HMP

HMP 5.Conclusion 5.Conclusion

Construction Example Construction Example

Seismic Retrofit of KAMENOKO Bridge Seismic Retrofit of KAMENOKO Bridge

Abutment A2 Abutment A1

Construction Example Construction Example

Seismic Retrofit of KAMENOKO Bridge Seismic Retrofit of KAMENOKO Bridge

• small bridge;

small bridge;

• 14m in length

14m in length

• 6m in width.

6m in width.

• There is a soft soil layer

There is a soft soil layer

• ver 10m in depth.
• ver 10m in depth.
• The influence on the

The influence on the house by the vibration house by the vibration

• f a large
• f a large-
• scale

scale machine was worried. machine was worried.

• HMP with a small

HMP with a small machine was applied. machine was applied.

Abutment A2 Abutment A1

Construction Example Construction Example

Seismic Retrofit of KAMENOKO Bridge Seismic Retrofit of KAMENOKO Bridge

• HMP penetrated

HMP penetrated through the abutment. through the abutment.

• Amount of piles

Amount of piles： ： term ;17.5 term ;17.5ｍ ｍ× ×12 12piles, piles, 16.5 16.5ｍ ｍ× ×14 14piles, Total piles, Total 476m 476m

Abutment A2

Construction Example Construction Example

Seismic Retrofit of KAMENOKO Bridge Seismic Retrofit of KAMENOKO Bridge

Abutment A2 Abutment A1

Construction situation Construction situation

Construction Example Construction Example

Seismic Retrofit of KAMENOKO Bridge Seismic Retrofit of KAMENOKO Bridge

Abutment A2

Construction situation Construction situation (digging) (digging)

Construction Example Construction Example

Seismic Retrofit of KAMENOKO Bridge Seismic Retrofit of KAMENOKO Bridge

Abutment A1

Construction situation Construction situation (digging) (digging)

Construction Example Construction Example

Seismic Retrofit of KAMENOKO Bridge Seismic Retrofit of KAMENOKO Bridge

Abutment A1

Finished construction

Construction Example Construction Example

Seismic Retrofit of KAMENOKO Bridge Seismic Retrofit of KAMENOKO Bridge

Abutment A2

Finished construction

On the other hand On the other hand… …

Recently, the intersection in Recently, the intersection in the city always gets a traffic the city always gets a traffic jam. jam.

It is necessary to overpass the It is necessary to overpass the intersection in Japan intersection in Japan

Recently, the intersection in the city always gets a traffic jam. We need the

• verpass of the

intersection to cancel the traffic jam. When the

• verpass

is constructed without stopping the car in the city, an enough construction place might not be able to be secured. Then, the application of HMP is expected as a new foundation.

Application Application E Example xample to to O Overpass verpass of

• f

HMP HMP

HMP

Application to Abutment Application to Abutment Foundation Foundation

Problem and Measure Problem and Measure

• Problem

Problem

It is important that the overpass can be

constructed cheaply and early.

But HMP is necessary to construct a lot of pile

as a new foundation of the abutment or the pier.

• Measures

Measures

Then, HMP is improved so that the bearing capacity

may increase.

As a result, the total number of the HMP can be

decreased.

Moreover, the construction period can be short and the

cost can be made down.

Contents Contents

1. 1.Background(Construction Example of HMP) Background(Construction Example of HMP) 2.Purpose 2.Purpose 3.Outline of NEW 3.Outline of NEW-

• HMP

HMP 4.Result of the pull out Test with NEW 4.Result of the pull out Test with NEW-

• HMP

HMP 5.Conclusion 5.Conclusion

Purpose Purpose

Bond length of HMP is only bearing layer. We propose HMP of the improvement type by

which the whole area of the pile is bond length to increase the bearing capacity.

This is called NEW-HMP.

We executed the pull out load test of NEW-HMP,

and confirmed the bearing capacity.

I describe result of pull out test.

Contents Contents

1. 1.Background(Construction Example of HMP) Background(Construction Example of HMP) 2.Purpose 2.Purpose 3.Outline of NEW 3.Outline of NEW-

• HMP

HMP 4.Result of the pull out Test with NEW 4.Result of the pull out Test with NEW-

• HMP

HMP 5.Conclusion 5.Conclusion

Improvement of HMP Improvement of HMP

• New

New-

• HMP

HMP

• Diameter is

Diameter is larger than HMP. larger than HMP.

• Bond length of

Bond length of NEW NEW-

• HMP is

HMP is longer than that longer than that

• f HMP.
• f HMP.

G r

• ut

C oupl er f

• r

Def

• rm ed

Bar

Foot i ng Top Pl at e Def

• r

m ed Bar C oupl er f

• r

St eel pi pe D r i l l i ng casi ng

Sof t G r

• und

C ent r al i zer St eel pi pe Top Pl at e D r i l l i ng Bi t Bond Lengt h Bond Lengt h

Bear i ng G r

• und

New Type

Bond length of HMP is only bearing layer. Whole area of the NEW-HMP is Bond length.

HMP NEW-HMP

Construction Process of NEW Construction Process of NEW-

• HMP

HMP

Bear i ng Layer Sof t Layer

② Washing in hole & Remove inner drill bit & rod ③ Insertion of reinforcement 7in. steel pipe(outside diameter178㎜) ⑤ I ni ti al i nj ecti

• n

( Unti l

• ver

f l

• wi

ng) ⑥ Remove temporary casing ⑦ Inject grout under pressure ① Excavation (casing boring) 9-5/8in. Steel Pipes (outside diameter 244.5, inside diameter 220.5㎜)

Bond Length

⑧ Treatment of pile head ④ Insertion of deformed bar gr

• ut

deformed bar

Construction situation Construction situation

Construction situation Construction situation

Construction situation Construction situation

Contents Contents

1. 1.Background(Construction Example of HMP) Background(Construction Example of HMP) 2.Purpose 2.Purpose 3.Outline of NEW 3.Outline of NEW-

• HMP

HMP 4.Result of the pull out Test with NEW 4.Result of the pull out Test with NEW-

• HMP

HMP 5.Conclusion 5.Conclusion

Outline of Test Pile Outline of Test Pile

• The strain

The strain gages are put gages are put

• n the steel
• n the steel

pipe and the pipe and the deformed bar. deformed bar.

①( G L-1. 75m ) ②( G L-3. 25m ) ③( G L-4. 75m ) ④( G L-6. 25m ) ⑤( G L-7. 75m ) ⑥( G L-9. 25m ) ⑦( G L-12. 25m ) ⑧( G L-13. 50m ) ⑨( G L-14. 50m ) Bond Length(Bearing Layer) 5,000 Bond Length (Soft Layer) 10,000 2000 3000 500 178 244. 5 0点( G L+0. 10m ) 150

0 102030405060 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

N value D epth(m )

filling soil (FI) loam (L M ) fine sa nd (FS ) c lay (C L ) fine sand (FS ) silt (M) fine sa nd (FS ) 2.9m 4.0m 6.2m 7.7m 8.8m 10.5m

▽G round

• f

l

• ad

test

Strain Gage

Pull out test situation Pull out test situation

Curve of Load and Displacement Curve of Load and Displacement

10 20 30 40 50 60 500 1000 1500 2000 2500

Displacement(㎜) Load(ｋ Ｎ) Design load ultimate load;1980kN yield load;1800kN New-HMP HMP

The load of NEW-HMP is larger than that of the design and HMP. The Bearing Capacity

• f NEW-HMP was about 40 percent larger

than that of HMP (value of the average).

400 800 1200 1600 2000 2400 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

A xial Force (kN) Depth(m) 180.2(kN) 359.5(kN) 538.9(kN) 726.1(kN) 902.0(kN) 1080.5(kN) 1259.8(kN) 1454.8(kN) 1626.4(kN) 1799.7(kN) 1977.3(kN) 2156.7(kN) (a)A xial force requested from strain of Deformed B ar (b)A xial force requested from strain of Steel Pipe

400 800 1200 1600 2000 2400 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

A xial Force (kN) Depth(m)

0 20 40

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

N value Depth(m)

filling soil (FI) loam (LM) fine sand (FS) clay (CL) fine sand (FS) silt (M) fine sand (FS) 2.9m 4.0m 6.2m 7.7m 8.8m 10.5m

①( GL-1. 75m ) ②( GL-3. 25m ) ③( GL-4. 75m ) ④( GL-6. 25m ) ⑤( GL-7. 75m ) ⑥( GL-9. 25m ) ⑦( GL-12. 25m ) ⑧( GL-13. 50m ) ⑨( GL-14. 50m ) Bond Length(Bearing Layer) 5,000 Bond Length (Soft Layer) 10,000 2000 3000 500 178 244. 5 150

▽Gr

• und
• f

l

• ad

t est

Axial force Axial force – – Depth Depth

The axial force has also decreased. It is understood that the whole area of the pile is bond length.

Maximum Skin Friction Maximum Skin Friction-

• Depth

Depth

0 20 40

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

N value Depth(m)

filling soil (FI) loam (LM) fine sand (FS) clay (CL) fine sand (FS) silt (M) fine sand (FS) 2.9m 4.0m 6.2m 7.7m 8.8m 10.5m 100 200 300 400 500 600 700 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

M aximum Skin Friction(kN/m2) Depth(m) Design Test pile(No.1)

① ( GL-1. 75m ) ② ( GL-3. 25m ) ③ ( GL-4. 75m ) ④ ( GL-6. 25m ) ⑤ ( GL-7. 75m ) ⑥ ( GL-9. 25m ) ⑦ ( GL- 12. 25m ) ⑧ ( GL- 13. 50m ) ⑨ ( GL- 14. 50m ) Bond Length(Bearing Layer) 5,000 Bond Length (Soft Layer) 10,000 2000 3000 500 178 244. 5 150

▽ Gr

• und
• f

l

• a

d t es t

Maximum Skin Friction was also larger than the design.

Contents Contents

1. 1.Background(Construction Example of HMP) Background(Construction Example of HMP) 2.Purpose 2.Purpose 3.Outline of NEW 3.Outline of NEW-

• HMP

HMP 4.Result of the pull out Test with NEW 4.Result of the pull out Test with NEW-

• HMP

HMP 5.Conclusion 5.Conclusion

Conclusion Conclusion

• The Bearing Capacity of NEW

The Bearing Capacity of NEW-

• HMP was about 40

HMP was about 40 percent larger than that of HMP. percent larger than that of HMP.

• NEW

NEW-

• HMP is a calculation, which can reduce the

HMP is a calculation, which can reduce the number of the pile by about 20% compared with number of the pile by about 20% compared with HMP. HMP.

• The problem of NEW

The problem of NEW-

• HMP is negative friction

HMP is negative friction though it did not become a problem in the design though it did not become a problem in the design in HMP. It is necessary to examine the method of in HMP. It is necessary to examine the method of designing the skin friction in the soft layer. designing the skin friction in the soft layer.

• We want to make the cost down adding the

We want to make the cost down adding the improvement further in the future. improvement further in the future.

THE END THE END

Thank you for your attention!! Thank you for your attention!!

Construction Example Construction Example(2)

(2)

Seismic Retrofit of Seismic Retrofit of KAMEIDO water service station

KAMEIDO water service station

• In the upper part,

In the upper part, there are a baseball there are a baseball ground and tennis ground and tennis courts. courts.

Construction Example Construction Example(2)

(2)

Seismic Retrofit of Seismic Retrofit of KAMEIDO water service station

KAMEIDO water service station

• Built in 1970

Built in 1970

• height ; 7.7m

height ; 7.7m

• Width;

Width; 104m 104m× ×104m 104m

• Volume of

Volume of water kept in water kept in store; store; 60,000m 60,000m3

3

7. 7m

104m 104m

W ATER

ground plan a cross section

• Built in 1970

Built in 1970

• height ; 7.7m

height ; 7.7m

• Width;

Width; 104m 104m× ×104m 104m

• Volume of

Volume of water kept in water kept in store; store; 60,000m 60,000m3

3

104m 104m 7.7m Construction Example Construction Example(2)

(2)

Seismic Retrofit of Seismic Retrofit of KAMEIDO water service station

KAMEIDO water service station

Construction Example Construction Example(2)

(2)

Seismic Retrofit of Seismic Retrofit of KAMEIDO water service station

KAMEIDO water service station

Existing piles 35～48m φ600mm

• The number of existing

The number of existing piles are 1696. piles are 1696.

Construction Example Construction Example(2)

(2)

Seismic Retrofit of Seismic Retrofit of KAMEIDO water service station

KAMEIDO water service station

HMP

Existing piles 35～48m φ600mm 38～48m φ178mm

Construction Example Construction Example(2)

(2)

Seismic Retrofit of Seismic Retrofit of KAMEIDO water service station

KAMEIDO water service station

Height 6.3m

PWRI Collaboration Project PWRI Collaboration Project with Private Companies with Private Companies

• Development of

Development of Rapid Overpass Rapid Overpass Method Method

• The application of

The application of micropiles micropiles is is researched as a new researched as a new foundation. foundation.

Design and construction manual

PWRI Collaboration Project PWRI Collaboration Project with Private Companies with Private Companies

(Development of Rapid Overpass Method) (Development of Rapid Overpass Method)

橋 梁 区 間 高耐力マイクロパイル プレキャスト高欄 ア プ ロ ー チ 区 間 （ 補 強 盛 土 ） 15m 分割型ボックスカルバート 30m ア プ ロ ー チ 区 間 15m

※橋梁区間に充腹式アーチ橋を用いた例 ※

側 面 図 平 面 図

HMP

Curve of Load and Displacement Curve of Load and Displacement

10 20 30 40 50 60 500 1000 1500 2000 2500

Displacement(㎜) Load(ｋ Ｎ ) No.1 No.2 No.3 Design load H M P NEW-H M P

The load of NEW-HMP is larger than that of the design and HMP. The Bearing Capacity

• f NEW-HMP was about 40 percent larger

than that of HMP.

Maximum Skin Friction Maximum Skin Friction-

• Depth

Depth

0 20 40

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

N value Depth(m)

filling soil (FI) loam (LM) fine sand (FS) clay (CL) fine sand (FS) silt (M) fine sand (FS) 2.9m 4.0m 6.2m 7.7m 8.8m 10.5m 100 200 300 400 500 600 700 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

M aximum Skin Friction(kN/m2) 深度(m) Design No.1 No2 No.3

① ( GL-1. 75m ) ② ( GL-3. 25m ) ③ ( GL-4. 75m ) ④ ( GL-6. 25m ) ⑤ ( GL-7. 75m ) ⑥ ( GL-9. 25m ) ⑦ ( GL- 12. 25m ) ⑧ ( GL- 13. 50m ) ⑨ ( GL- 14. 50m ) Bond Length(Bearing Layer) 5,000 Bond Length (Soft Layer) 10,000 2000 3000 500 178 244. 5 150

▽ Gr

• und
• f

l

• a

d t es t