plaxis-powerpoint presentation
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Geotechnical softwareTRANSCRIPT
Field Tests and Numerical Simulations
BYNAVEEN.B.P
Research Scholar, IISc
Contents Introduction
Analysis for single pile under Vertical Axial Load
Analysis for single pile under Lateral Load
Analysis of Soil nailing
Lateral Movement of Secant pile wall-Real time monitoring at B’Lore Metro.
Comparison of FLAC 3D and PLAXIS 3D
2
Field Tests: Routine Vertical Load Test
Single pile under Vertical Axial Load
Field Vertical pile load test data
• This test is for a large diameter pile (diameter = 1300 mm), (Length = 9.5m)
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Sett
lem
ent (
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Load (kN)
Total Load [kN]
Axi Symmetry geometry model.
The element mesh - 15-node element.
Geometry : 2D: 4m x 14.5m
Pile radius:0.65m ; Length: 9.5m .
5 noded beam-column element. 3 DoF per node.
Ground water table is located at 3.5m.
Stage-wise loading done, upto 3250kN.
Numerical Simulations
Evaluating End Bearing & Skin Friction From Plaxis 2D Curve
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Sett
lem
ent (
mm
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Load (kN)
Total Load [kN]
Skin Friction [kN]
Base Load [kN]
Total Load with Plaxis
Base Load Plaxis
Skin Friction Plaxis
Method Skin friction (kN)
End bearing (kN)
Total Load( kN)
IS code 3674 1646 5320Meyerhoff’s 1940 8840 10780PLAXIS 2D 2183 1067 3250
Soil nailing
Fig: Factor of safety =3.17
4. Flyover (HSR Layout)-Group of piles (4)Dia 1.0 m
2. Metro (M.G Road)-MonopilesDia 1.6 m
1. Metro(Jayanagar)-Group of piles (4)Dia 1.2 m
3.Flyover(Kalyan nagar )-Group of piles (5)Dia 1.2 m
FEW PILE LOAD TESTS WHERE I WAS INVOLVED
1. Metro(Jayanagar)-Group of piles (4)Dia 1.2 m
3.Flyover(Kalyan nagar )-Group of piles (5)Dia 1.2 m
Comparison of Dynamic load test with Numerical
simulation of PLAXIS 2D
STRAIN GAUGE & ACCELEROMETER
HAMMER & CRANE
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ttle
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Load (kN)
Static Load Test
For each blow determine • Capacity at time of testing• Pile integrity• Pile stresses• Hammer performanceLast three items detect or prevent problems For driven piles
Dynamic Pile Monitoring
No Ground water table is located.
Stage-wise loading done, up to 120mT.
Numerical Simulation: Plaxis 2D
Axi Symmetry geometry model.
The element mesh - 15-node element.
Geometry : 2D: 5m x 15m
Pile radius:0.25m ; Length: 15m .
5 noded beam-column element. 3 DoF per node.
Medium
RESULTS OBTAINED WITH DYNAMIC LOAD TESTS
CORRELATE WELL WITH THE RESULTS OF STATIC LOAD TEST
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ttle
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Load (kN)
PLAXIS 2D
Static Load Test
Base load by PLAXIS 2D
Skin friction by PLAXIS 2D
LATERAL LOADED PILE
Deflections Under Lateral Loads
FIELD TESTS: LATERAL LOAD TEST
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DE
FO
RM
AT
ION
(m
m)
LOAD(kN)
FIELD
Deflections Under Lateral Loads
Site 4: HSR LayoutDeflection at 12 mT is 4.12 mm
Plane strain geometry model.
The element mesh - 15-node element.
Geometry : 20m x 25m
Pile Dia :1.0m ; Length: 17m .
5 noded beam-column element. 3 DoF per node.
Mohr Coulomb model used for first analysis of
problem
Stage-wise loading up to 120 kN.
Numerical Modeling: PLAXIS 2D
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(mm
)LOAD(kN)
FIELD
PLAXIS 2D
Comparison Field test and PLAXIS 2D Analysis
Plan (C/s AA which is perpendicular to HAL building alignment
Lateral Movement of Secant pile wall-Real time monitoring at B’Lore Metro
New type of sensors is developed forsimultaneous monitoring andvisualization of safety and riskconditions at construction sites. Thesesensors are designed and built based onthe new monitoring concept called “Onsite visualization”
These sensors are capable of sensingdata and visually outputting themeasurement results simultaneously byusing LED for workers and allconcerned.
Nos. Instruments
2 Inclinometer for ground movement
4 Tilt meter for HLA Building
2 Tilt meter for scan pile wall
3 Strain gauge for strut
3 Load-cell for ground anchor
2 Tile-meter for BSNL Building
Typical arrangement of OSV devices at Bangalore Metro
TYPICAL ARRANGEMENT OF DIFFERENT SENSORS
Field measurement of Deformation
-2.0
-1.0
0.0
1.0
2.0
9/9/11 12:00 AM 9/10/11 12:00 AM 9/11/11 12:00 AM 9/12/11 12:00 AM 9/13/11 12:00 AM 9/14/11 12:00 AM 9/15/11 12:00 AM 9/16/11 12:00 AM 9/17/11 12:00 AM
Deformation (mm)
0.00 m
Geometry model
Plane strain geometry model.
The element mesh - 15-node element.
Geometry : 30m x 20m
Pile diameter:0.8m ; Length: 12.6m .
5 noded beam-column element. 3 DoF
per node.
8m depth of excavation(stage wise)
Struct 1 is installed at 1.85m.
Struct 2 is installed at 3.5m
Numerical Simulation: PLAXIS 2D
Young’s Modulus E= 5000+2500z kN/m2 (z is depth in meters below datum).
Total depth of soil layers (8m depth) is divided in 0.5m interval and then E varied
for each of the 0.5m.
Results from PLAXIS 2D
Sl no. DetailsPLAXIS
ANALYSIS1. Bending Moment (kN.m/m) 464.162. Shear Force (kN/m) 304.39
About 0.48mm lateral deformation has been obtained from the numerical simulation at the ground level.
These values can be used to decide the triggering value for the onsite
visualization scheme.
Load –dispalcement curve of the secant pile wallcorresponding to 8m depth of excavation
The load-deflection response of a single concrete pile foundation is calculated for loading in lateral directions.
Comparison of FLAC 3D and PLAXIS 3D
Axi symmetry geometry model.
The element mesh - 15-node element.
Geometry : X = 8m, Y= 8m, Z= -8m
Pile Dia :0.6m ; Length: 5m .
5 noded beam-column element. 3 DoF
per node.
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Dis
pla
cem
en
t(m
m)
Load (kN)
Lateral forces versus lateral displacement at the pile top
PLAXIS 3D
FLAC 3D
WORK EXPERIENCEDesign of Piles for "Yashodhara Health Care" Building in Bangalore.
Ground Improvement by Stone columns in elevated road project electronic city in Bangalore.
Associated with the Design of Rock anchoring for the shoring piles in Prestige Khodey towers at Bangalore.
Design of Piles for Library building in Mysore.
Static pile load Test for Toyota in Bidadi.
Laterally Loaded Pile Testing for Flyover in HSR Layout in Bangalore.
Designing and construction of Tower Foundation for Karnataka Golf Course in Bangalore.
Dynamic Pile Load test for Metro work in Bangalore.
Pile Integrity Testing for Metro work in Bangalore.
List of PublicationsNational Conferences:
1) B.P.Naveen, T.G.Sitharam, S.Vishruth. “Behaviour of Large Diameter Lateral Loaded Piles in Residual Soils:
Field Tests and Simulations”, Indian Geotechnical Conference (IGC), (15-17 December 2011) Kochi, India Vol.
2: 835-839.
2) Naveen.B.P., Sitaram nayak., Pujar.K.L. "Designing and construction of piles under various field conditions " in
IGC-2010,Geotrendz(December 16-18),pp.1035-1038.
3) Naveen.B.P, Anil kumar sharma, Sivapullaiah.P.V., Sitharam. T.G., " Waste materials in Geon environmental
applications", National conference on recent advance in ground improvement techniques(February 24-25,2011).
CBRI, Roorkee,pp.155-164.
International Conferences:
1) Naveen.B.P, Sitharam.T.G, Vishruth.S “Numerical Simulation of Laterally Loaded Piles", International
Conference on Ground Improvement and Ground control (30 October – 2November
2012), Wollongong, Australia ( Full length paper submitted ).
2) T.G.Sitharam. B.P. Naveen, C.R.Parathasarthy “Numerical simulation of pile load test”, 9th International
Conference on Testing and Design Methods for Deep Foundations, (18-20 September,2012) Kanazawa, Japan
(Full length paper submitted ).
Journal :
Naveen.B.P., Sivapullaiah.P.V.,Sitharam.T.G., " Disposal options for solid waste of Bangalore city based on its
characteristics", Manuscript ID no IJEWM-19605,International Journal of Environment & Waste Management
