Lizzi Lecture 2006 Performance of Seismic Retrofits with High - - PowerPoint PPT Presentation
Lizzi Lecture 2006 Performance of Seismic Retrofits with High Capacity Micropiles Jiro Fukui Public Works Research Institute, Japan 1 Topics 1. Introduction (Background of Research) 2. Joint Research A) Model test 1(horizontal loading
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Jiro Fukui Public Works Research Institute, Japan
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1. Introduction (Background of Research) 2. Joint Research
A) Model test 1(horizontal loading tests of group piles) B) Static analysis for group piles (simulation analyses for the horizontal loading tests) C) Model test 2 (shaking table test of group piles)
3. Construction examples in Japan 4. Development in the future 5. Conclusion
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1. Introduction (Background of Research) 2. Joint Research
A) Model test 1(horizontal loading tests of group piles) B) Static analysis for group piles (simulation analyses for the horizontal loading tests) C) Model test 2 (shaking table test of group piles)
3. Construction examples in Japan 4. Development in the future 5. Conclusion
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Slope Stabilization Tunnel leg reinforcement
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Micropiles Concrete Capping Beam
Slope stabilization
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Slope stabilization
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Micropile
Foundation of Observatory Shield Tunnel
Underpinning of existing foundations
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Hyogoken-nanbu EQ, 1995.1.17
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Cracks on the cast-in-place concrete pile
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Fall down of superstructure (Nishinomiya Br.)
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Additional pile method
Additional Pile Existing Pile
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Construction procedure of additional pile method
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Existing girder
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1. Introduction (Background of Research) 2. Joint Research
A) Model test 1(horizontal loading tests of group piles) B) Static analysis for group piles (simulation analyses for the horizontal loading tests) C) Model test 2 (shaking table test of group piles)
3. Construction examples in Japan 4. Development in the future 5. Conclusion
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Purpose : Research Period : 1999-2001
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Utilization of micropile for seismic retrofit of foundation (USA)
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Retrofit method for existing bridge foundation by using micropiles
Execution at narrow Working Area Small Enlargement
Excavation Original Footing Enlarged Footing Original Pile
Micropile
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Content of Joint research
Design and Construction Manual
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Content of Joint research
Design and Construction Manual
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1. Introduction (Background of Research) 2. Joint Research
A) Model test 1(horizontal loading tests of group piles) B) Static analysis for group piles (simulation analyses for the horizontal loading tests) C) Model test 2 (shaking table test of group piles)
3. Construction examples in Japan 4. Development in the future 5. Conclusion
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General form of Micropiles
(a)Example of Deformed Bar Reinforcement (b)Example of Steel Pipe Reinforcement (c)High capacity Micro Pile
max.φ300mm max.φ300mm max.φ300mm Deformed Bar Deformed Bar Steel Pipe Grout Grout Grout
Soft Stratum Steel Casing Pipe Bearing Stratum
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Case Number of Piles Spacing between Existing Piles Center and Micropiles Center （mm） Inclination Angle of Micropiles （°） 1 Single Existing Pile － － 2 Single Micropile － － 3 4 Existing Piles － － 4 4 Existing Piles and 6 Micropiles 200 5 4 Existing Piles and 6 Micropiles 400 6 4 Existing Piles and 6 Micropiles 200 10 7 4 Existing Piles and 6 Micropiles 200 20
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Case 1 Case 2
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Case 3
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Case Number of Piles Spacing between Existing Piles Center and Micropiles Center （mm） Inclination Angle of Micropiles （°） 1 Single Existing Pile － － 2 Single Micropile － － 3 4 Existing Piles － － 4 4 Existing Piles and 6 Micropiles 200 5 4 Existing Piles and 6 Micropiles 400 6 4 Existing Piles and 6 Micropiles 200 10 7 4 Existing Piles and 6 Micropiles 200 20
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Existing Pile Micropile Loading Direction Front Rear
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Case 4 Case 5
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Case 6 Case 7
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Diameter （mm） Thickness （mm） Sectional Area (cm
2)
Moment of Inertia （cm
4）
Existing Pile 114.3 3.5 12.18 187.0 Micropile 34.0 2.3 2.291 2.89
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Footing Steel Bar Jack
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30 60 90 120 150 180 210 20 40 60 80 100
Deflection （mm） Load （kN）
Case1 Case2 Case3 Case4 Case5 Case6 Case7
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10 20
Bending Moment (KN-m) Depth (cm)
Case 3 Front Pile Case 3 Rear Pile Case 4 Front Pile Case 4 Rear Pile
0.5
Case 4 Front Pile Case 4 Rear Pile
Bending Moment (KN-m)
Existing pile Micropile
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20 40 60 80 100 120
Load (kN) Shear Force (ｋN)
Distribution of Shear Force
Front Front Rear Rear Analysis Analysis Micropile Existing Pile
Case 4
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400 300 200 100 0. 0. 5 1. 1. 5 2. 2. 5 D i spl acem ent
Pi l e ( cm ) Horizontal Ground Reaction (KN/
2)
C ase3 ( G . L.
27m ) C ase3 ( G . L.
57m ) C ase3 ( G . L.
87m ) C ase4 ( G . L.
27m ) C ase4 ( G . L.
57m ) C ase4 ( G . L.
87m )
1.5 2.0 1.0 0.5 0.0 1.0 1.5 0.5 0.0
Horizontal ground reaction - Displacement Curve
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1. Introduction (Background of Research) 2. Joint Research
A) Model test 1(horizontal loading tests of group piles) B) Static analysis for group piles (simulation analyses for the horizontal loading tests) C) Model test 2 (shaking table test of group piles)
3. Construction examples in Japan 4. Development in the future 5. Conclusion
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To Study the Design Method of Group Piles with Different Diameter Piles…. → Simulation Analyses for Loading Tests by Ductility Design Method
Ｐ 100 200 300 200 300 200 250 350 200 200 200 200 200 200 200 200 200 200 200 200 200 3,900 500 200 200 200 200 200 200 200 200 200 200 200 200 200 200 200 400 4,400Non-Linear Model ・Ground Properties ・Flexural Rigidity of Piles
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Model of Transverse Resistance of Ground
Upper Limit of Ground Reaction Displacement Ground Reaction
０
pHU tan-1 kHE
(m) (N/m2)
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kHE = akbkkH pHU = apbp pU ak, ap : Correction Factors of a Single Pile bk, bp : Correction Factors of Group Piles To consider the group effects… akbk= 1 ap (Cray Ground) = 1.0 apbp(Sandy Ground) = S/D (≦3) To consider the group effects of trailing piles…
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30 60 90 120 150 180 210 20 40 60 80 100 120 140 160 Di spl acem ent
Foot i ng （ m m ） Load （kN）
C ase3 Test C ase3 Anal ysi s C ase4 Test C ase4 Anal ysi s C ase5 Test C ase5 Anal ysi s C ase6 Test C ase6 Anal ysi s 120 140 100 80 60 20 40 120 100 80 60 20 40 100 80 60 20 40
Load – Displacement Curve
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5 10 B endi ng M om ent （ kN ･m ） Ground Level (cm
Test Resul t
Front Pi l e Test Resul t
Rear Pi l e Anal ysi s Resul t
Front Pi l e Anal ysi s Resul t
Rear Pi l e
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5 10 B endi ng M om ent （ kN ･m ） Ground Level (cm
Test Resul t
Fr
Pi l e Test Resul t
Rear Pi l e Anal ysi s Resul t
Bending Moment of Existing Piles in Case 3 and Case 4 Case 3 Case 4
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5 0. 0. 5 B endi ng M om ent （ kN ･m ） Ground Level (cm
Test Resul t
Fr
Pi l e Test Resul t
Rear Pi l e Anal ysi s Resul t
Fr
Pi l e Anal ysi s Resul t
Rear Pi l e
Bending Moment on Micropiles in Case 4
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D epth； G . L.
57m 300 250 200 150 100 50 0. 0. 5 1. 1. 5 D i spl acem ent
Pi l e （ cm ） Horizontal Ground Reaction （kN/
2）
Test Resul t
Fr
Pi l e Test Resul t
Rear Pi l e M odel Used i n Anal ysi s
Case 4 Horizontal ground reaction - Displacement Curve
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Summaries of horizontal loading tests & analysis
– Micropiles have a large reinforcement for existing foundation. – Spacing between existing pile and micropile has little effect on reinforcement. – Inclination of micropiles increase horizontal resistance of existing foundation.
– Ductility design method for new foundation is available to retrofitting design with some modification.
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1. Introduction (Background of Research) 2. Joint Research
A) Model test 1(horizontal loading tests of group piles) B) Static analysis for group piles (simulation analyses for the horizontal loading tests) C) Model test 2 (shaking table test of group piles)
3. Construction examples in Japan 4. Development in the future 5. Conclusion
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Shear soil container
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Properties of sand
20 40 60 80 100 0.001 0.01 0.1 1 10 100
Grain diameter (mm)
Street mass percentage(%)
Gradation curve of the Hamaoka sand Physical properties
Density of soil particle ρs 2.699 g/cm3 Gravel content 0% Sand content 100.00% Silt content 0.00% Clay content 0.00% Uniformity coefficient 2.31 Curvature coefficient 1.03 Maximum dry density ρd max 1.694 g/cm3 Minimum dry density ρd min 1.396 g/cm3 Grin size distribution
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Outline of the model
150 175 250 φ50 75 30 1000 100 37. 5 37. 5 300 62. 5@ 4=250 50 50 75
37. 5 37. 5
75 37. 5 37. 5 275 75 75 75 25 25 75 75 75 15° φ150
M odel s
exi sti ng pi l es M odel s
rei nf
ci ng pi l es ( m i cr
l es) M odel s
exi sti ng pi l es M odel s
exi sti ng pi l es M odel s
rei nf
ci ng pi l es ( m i cr
l es)
Existing pile Existing pile with micropile (vertical) Existing pile with micropile (inclined)
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The locations of the measuring points
レーザー変位計 1方向加速度計 L1 L2 L3 L4 L5 L6 L7 1000 1000 22 200 200 200 375.5 420 180 L8 L9 杭体ひずみ 64ch A1 A10 A4 A5 A6 A7 A8 A9 A11 A12 A13 A14 A11 A12 A13 A14 A2 A3 A15 800 単位(mm) ひずみゲージ
accelerometer laser displacement meter
Unit:mm
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The maximum acceleration response
20 40 500 1000 1500 Acceleration(gal) D epth(cm ) model 1 model 2 model 3
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The displacements of the existing pile and bridge pier
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2 4 6 8 Displacement(mm) H eight(cm) model 1 model 2 model 3
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foundation reinforced with micropiles are proved free from problems.
existing foundation.
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Design & Construction Manual for Seismic Retrofit Method for the Existing Bridge Foundation
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Contents of Design & Construction Manual for Seismic Retrofit Method for the Existing Bridge Foundation
– Chapter 1 : General – Chapter 2 : Material – Chapter 3 : Surveys – Chapter 4 : General Instructions – Chapter 5 : General Instructions for Seismic Retrofit – Chapter 6 : Elastic Design for Ordinary time and Level Earthquake – Chapter 7 : Ductility Design for Level Ⅱ Earthquake – Chapter 8 : Detail
– Chapter 1 : General – Chapter 2 : Construction Procedures – Chapter 3 : Quality Control & Quality Assurance
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Lecture on the Design & Construction Manual
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1. Introduction (Background of Research) 2. Joint Research
A) Model test 1(horizontal loading tests of group piles) B) Static analysis for group piles (simulation analyses for the horizontal loading tests) C) Model test 2 (shaking table test of group piles)
3. Construction examples in Japan 4. Development in the future 5. Conclusion
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500 1000 1500 2000 2500 3000 3500 1999 2000 2001 2002 2003 2004 Length (m)
Others Reinforcement of Slope New Foundation Seismic Retrofit for
Seismic Retrofit for the Existing Bridge Foundation
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P1 P2 P3 P4 P5 P6 P7 P8
Name of Bridge : RYUSENJI Viaduct Construction period : Oct., 2001 - Mar., 2003 Number of micropiles : 95 piles (L=12.8 - 14.3m) Total length of micropiles : 2418ｍ
Construction Example 1 (Highway Bridge)
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HMP Bridge Pier Enlarged footing
PC pile（D600) HMP（D178)
10 L=5000
Construction Example 1 (Highway Bridge)
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Construction Example 1 (Highway Bridge)
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Construction Example 1 (Highway Bridge)
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Construction Example 2 (Electric Pylon)
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Construction Example 2 (Electric Pylon)
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鉄塔脚部 高耐力マイクロパイル 既存基礎 増設基礎 補強ビーム 既存 H 鋼繋ぎ梁
High Capacity Micropile Existing pile Tower leg Enlarged footing Tie beam Reinforcement beam
Construction Example 2 (Electric Pylon)
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Construction Example 2 (Electric Pylon)
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Construction Example 3 (Water service plant)
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Name of plant : Kameido Water service plant height : 7.7m Width : 104m x 104m Volume : 60,000m3
7. 7m
104m 104m
Construction Example 3 (Water service plant)
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Existing piles L=35 - 48m D600mm
Construction Example 3 (Water service plant)
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HMP
D178mm Construction Example 3 (Water service plant)
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Height 6.3m
Construction Example 3 (Water service plant)
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Head Cap Construction Example 3 (Water service plant) Grouting
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1. Introduction (Background of Research) 2. Joint Research
A) Model test 1(horizontal loading tests of group piles) B) Static analysis for group piles (simulation analyses for the horizontal loading tests) C) Model test 2 (shaking table test of group piles)
3. Construction examples in Japan 4. Development in the future 5. Conclusion
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Caisson Type Pile Micropile
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Effect when HMP is applied to new foundation
115 615 Amount of digging(m3) Φ0.17m@12m @49 pieces Φ7m@16m @1 piece Total incidental facilities machine labor materials 90%(-10%) 100% 4%(-8%) 12% 22%(+16%) 6% 21%(-22%) 43% 43%(+4%) 39% Micropile Caisson Type Pile
Structure
Economy
7m 16m 12m
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– Diameters are larger than standard HMP. – Total length is a bond length.
G rout
C oupl er f
Def
m ed Bar
Footi ng Top Pl at e D ef
Bar C oupl er f
St eel pi pe Dri l l i ng casi ng
Sof t G r
C entr al i zer Steel pi pe Top Pl at e Dri l l i ng Bi t Bond Length Bond Lengt h
Bear i ng G r
Standard New Type
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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
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Application of NEW-HMP for Overpass
NEW-HMP
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1. Introduction (Background of Research) 2. Joint Research
A) Model test 1(horizontal loading tests of group piles) B) Static analysis for group piles (simulation analyses for the horizontal loading tests) C) Model test 2 (shaking table test of group piles)
3. Construction examples in Japan 4. Development in the future 5. Conclusion
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Award of excellent new civil engineering technology (2005.7.20)
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