Soil-Pile Interaction in FB-MultiPier Dr. J. Brian Anderson, P.E. Developed by: Florida Bridge Software Institute
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1 Soil-Pile Interaction in FB-MultiPier Dr. J. Brian Anderson, P.E. Developed by: Florida Bridge Software Institute
2 Session Outline Introduce FB-MultiPier Software Identify and Discuss Soil-Pile Interaction Models Precast & Cast Insitu Axial T-Z & Q-Z Models Torsional T- Models Lateral P-Y Models Nonlinear Pile Structural Models FB-MultiPier Input and Output Example #1 Single Pile
3 FB-MultiPier Nonlinear finite element analysis program capable of analyzing multiple bridge pier structures interconnected by bridge spans. The full structure can be subject to a full array AASHTO load types in a static analysis or time varying load functions in a dynamic analysis.
4 FB-MultiPier Each pier structure is composed of pier columns and cap supported on a pile cap and piles/shafts with nonlinear soil. FB-Multipier couples nonlinear structural finite element analysis with nonlinear static soil models for axial, lateral and torsional soil behavior to provide a robust system of analysis for coupled bridge pier structures and foundation systems.
5 FB-MultiPier FB-MultiPier performs the generation of the finite element model internally given the geometric definition of the structure and foundation system as input graphically by the designer.
6 Coupled Soil-Structure Interaction Live and Dead Loading Ship Impact Scour (Shallow Water) Plumb Piles/Shafts Earthquake Ship Impact Scour (Deep Water) Battered Piles or Shafts
7 Coupled Soil-Structure Interaction Soil
8 Florida Pier
9 FB-MultiPier
10 Florida Bride Software Institute FB-MultiPier and other software for bridge analysis and design developed and supported by BSI Good educational discounts (free)
11 Session Outline Introduce FB-MultiPier Software Identify and Discuss Soil-Pile Interaction Models Precast & Cast Insitu Axial T-Z & Q-Z Models Torsional T- Models Lateral P-Y Models Nonlinear Pile Structural Models FB-MultiPier Input and Output Example #1 Single Pile
12 Session Outline Introduce FB-MultiPier Software Identify and Discuss Soil-Pile Interaction Models Precast & Cast Insitu Axial T-Z & Q-Z Models Torsional T- Models Lateral P-Y Models Nonlinear Pile Structural Models FB-MultiPier Input and Output Example #1 Single Pile
13 Soil-Structure Interaction Vertical Nonlinear Spring Torsional Nonlinear Spring Lateral Nonlinear Spring Nonlinear Tip Spring
14 Driven Piles - Axial Side Model z r r t t o o r t o t (Randolph & Wroth) z s t + D t / D r d r d z s r t s r + D s r / D r d r d r dr s
15 Driven Piles - Axial Side Model r 0 r m z Dr DZ Rearrange: Substitute: Substitute: z D z D r t dz dr G t r dr r G dz o 0 r r m 0 t r o 0 d z d r Substitute: 2 t r Gi 1 t f dr Also: t Also: d z d r Previous G t G r t t o o r t G Gi 1 t f 2
16 Tau 0 (psf) Driven Piles - Axial Side Model t r z G rm r 0 r0 rm r0 t f 0 0 m ln, i r r0 T-Z (Along Pile) t z - Displacement (inches) t f = 1000psf G i = 3 ksi
17 Tip Load (kips) Driven Piles - Axial Tip Model z 4 r 0 P G i T-Z (At Tip) 1-1 P P f 2 (Kraft, Wroth, etc.) Where: P = Mobilized Base Load P f = Failure Tip Load r o = effective pile radius = Poisson ratio of Soil G i = Shear Modulus of Soil z - Displacement (inches) P f = 250 kips G i = 10 ksi = 0.3 r 0 = 12 inches
18 Driven Piles - Axial Properties Ultimate Skin Friction (stress), Tau f, along side of pile (input in layers). Ultimate Tip Resistance (Force), P f, at pile tip. Compressibility of individual soil layers, I.e. Shear Modulus, G i, and Poisson s ratio, n.
19 Driven Piles - Axial Properties From Insitu Data: Using SPT N Values run SPT97, DRIVEN, UNIPILE, etc. to Obtain: Tau f, and P f Using Electric Cone Data run PL-AID, LPC, FHWA etc. to Obtain: Tau f, and P f Determine G or E from SPT correlations, i.e. Mayne, O Neill, etc.
20 Florida: SPT 97 Concrete Piles Skin Friction, t f (TSF) Plastic Clay: t f = 2N(110-N)/4006 Sand, Silt Clay Mix: t f = 2N(110-N)/4583 Clean Sand: t f = 0.019N Soft Limestone t f = 0.01N Ultimate Tip, P f /Area(tsf) Plastic Clay: q = 0.7 N Sand, Silt Clay Mix: q = 1.6 N Clean Sand: q = 3.2 N Soft Limestone q = 3.6 N
21 API Side Friction Model - Sand t f = K p 0 tan d where k = dimensionless coefficient of lateral earth pressure (ratio of horizontal to vertical normal effective stress(for unplugged K=0.8 and for plugged K=1.0) p 0 = effective overburden pressure in stress units δ = friction angle between the soil and pile wall, which is defined as d = f 5 o
22 API Side Friction Model - Sand
23 API Side Friction Model - Clay t f = a c u where c u = undrained shear strength a = a dimensionless factor, which is defined as a = for 1.0 a = for > 1.0 = c u /p 0
24 API Side Friction Model - Clay
25 API Tip Model - Sand q = p 0 N q where p 0 = effective overburden pressure in stress units N q = e πtan(f ) tan 2 (45 + f /2) Q p = qa Where Qp is the total end bearing capacity A is the cross sectional area
26 API Tip Model Sand
27 API Tip Model - Clay q = 9c u where c u = undrained shear strength Q p = qa where Qp is the total end bearing capacity A is the cross sectional area
28 API Tip Model Clay
29 Cast Insitu Axial Side and Tip Models For soil (sands and clays) Follow FHWA Drilled Shaft Manual For Sands and Clays to Obtain Tau f and P f ( and c u ) Shape of T-Z cuve is given by FHWA s Trend Lines. User has Option of inputting custom T-z / Q-z curves
30 Cast Insitu - Sand (FHWA): L/2 s v = L/2 L D L/2) > >0.25 Qs = p D L s v Q t = 0.6 N SPT p D 2 / 4 N SPT < 75
31 Cast Insitu - Clay (FHWA): L D Qs = 0.55 Cu p D (L-5 -D) Q t = 6 [1+0.2(L/D) ] Cu (p D 2 / 4)
32 Mobilized Stress / Ultimate Stress Cast Insitu trend line for Sand Side Friction End Bearing Settlement / Diameter (%)
33 Mobilized Stress / Ultimate Stress Cast Insitu trend line for Clay End Bearing Side Friction Settlement / Diameter (%)
34 Session Outline Identify and Discuss Soil-Pile Interaction Models Precast & Cast Insitu Axial T-Z & Q-Z Models Torsional T- Models Lateral P-Y Models Nonlinear Pile Structural Models FB-MultiPier Input and Output Example #1 Single Pile
35 Torsional Model (Pile/Shaft) Hyperbolic Model G and Tau f Custom T-
36 Torsional Model (Pile/Shaft) T (F-L) (dt/d)=1/a G i T ult =1/b Tult = tf Asurf r T ult = 2p r 2 D L t ult tult = Ultimate Axial Skin Friction (stress) T = / a + b (rad)
37 Session Outline Introduce FB-MultiPier Software Identify and Discuss Soil-Pile Interaction Models Precast & Cast Insitu Axial T-Z & Q-Z Models Torsional T- Models Lateral P-Y Models Nonlinear Pile Structural Models FB-MultiPier Input and Output Example #1 Single Pile
38 Lateral Soil-Structure Interaction Y Active State Passive State
39 Near Field: Lateral (Piles/Shafts) y X s r s r r P r P P Y=0 F L 2p sr r d 0 P u P Y=5 F L 2p sr r d 0 Sand & Soft Clay P = 0 P Stiff Clay P r Y
40 P-y Curves - Reese s Sand Pu is a function of f,, and b P x = x 4 x = x 3 x = x 2 p u u k p k m y m p m m y u x = x 1 Y is a function of b (pile diameter) k s x y k b/60 3b/80 y x = 0
41 Matlock s Soft Clay Pu is a function of C u,, and b 1.0 P P U 0.5 p p 0.5 y y u 50 1 / 3 Y is a function of y 50 ( 50 ) y y 50
42 Soil Resistance, p (lb/in.) Reese s Stiff Clay Below Water Pc is a function of C,, k s and b STATIC y 0 5 P 0. 5P c ( ). y 50 y A sy Poffset p c ( ). A y s P c E ss p y 50 c Y is a function of E si = k s x y 50 ( 50 ) 0 As y 50 y 50 6A s y 50 Deflection, y (in.) 18A s y 50
43 O Neill s Integrated Clay Pu is a function of c, and b F s is a function of 100 Y c is a function of b and 50
44 Soil Properties for Standard Curves Sand: Angle of internal friction, f Total unit weight, Modulus of Subgrade Reaction, k Clay or Rock: Undrained Strength, Cu Total Unit Weight, Strain at 50% of Failure Stress, 50 Optional: k, and 100
45 Soil Information Help Menu EPRI (Kulhawy & Mayne)
46 P-y Curves from Insitu Tests Cone Pressuremeter Marchetti Dilatometer
47 Insitu PMT & DMT Testing
48 Cone Pressuremeter
49 Cone Pressuremeter (Robertson, Briaud, etc.)
50 Marchetti Dilatometer
51 P (kn/mm) PMT P-y Curves - Auburn Pressuremeter P-y Curves Auburn, Alabama m 2 m 3 m 4 m 6 m 8 m 10 m y (mm)
52 P(kN/m) DMT P-y Curves - Auburn Dilatometer P-y Curves Auburn, Alabama m 2.1 m 3 m 4.2 m 6.3 m 7.2 m y (mm)
53 Lateral Load (kn) Auburn Predictions 1000 Actual and Predicted Lateral Top of Shaft Deflections Auburn, Alabama Lateral Deflection (mm) PMT DMT CPT Shaft 1 Shaft 2 Shaft 3 Shaft 6
54 P (kn/mm) PMT P-y Curves Pascagoula P-y Curves for PMT1 Pascagoula, Mississippi y (mm)
55 y (kn/mm) DMT P-y Curves Pascagoula P-Y Curves from DMT 1 Pascagoula, Mississippi p (mm)
56 Load (kn) Pascagoula Predictions DMT PMT Actual Deflection (mm)
57 Instrumentation & Measurements Strain gages Measure strain Calculate bending moment, M = ε(ei/c), if EI of section known high tech Slope inclinometer Measures slope Relatively low tech
58 Theoretical Pile Behavior P M Y(z) Y (z) M(z) M (z) P(z) Pile Deflection Slope Moment Shear Soil Reaction
59 Strain Gages Bending Moment
60 Depth (m) Bending Moment versus Depth Bending Moment (kn*m) Lateral Load in Kilonewtons
61 Bending Moment vs. Depth P M Y(z) Y (z) M(z) M (z) P(z) Pile Deflection Slope Moment Shear Soil Reaction
62 Two Integrals to Deflection P M Y(z) Y (z) M(z) M (z) P(z) Pile Deflection Slope Moment Shear Soil Reaction
63 Two Derivatives to Load M P Y(z) Y (z) M(z) z M (z) z P(z) Pile Deflection Slope Moment Shear Soil Reaction
64 EI (kn-m 2 ) Non-linear Concrete Model 1.0E+06 Test Pile T1 8.0E E E E E E E E E E E-02 Curvature, f (1/m)
65 p (kn/m) P-y Curves from Strain Gages D. to G.S. (m) Displacement, y (mm)
66 Slope Inclinometer Slope
67 Depth (m) Deflection versus Depth -2 Horizontal Displacement (m) Lateral Load in Kilonewtons
68 Slope Inclinometer Slope vs. Depth P M Y(z) Y (z) M(z) M (z) P(z) Pile Deflection Slope Moment Shear Soil Reaction
69 One Integral to Deflection P M Y(z) Y (z) M(z) M (z) P(z) Pile Deflection Slope Moment Shear Soil Reaction
70 Three Derivatives to Load M P Y(z) Y (z) z M(z) z M (z) z P(z) Pile Deflection Slope Moment Shear Soil Reaction
71 p (kn/m) P-y Curves from Slope Inclinometer D. to GS (m) Displacement, y (mm)
72 p (kn/m) Comparison of P-y Curves SG inc PMT/DMT SPT Displacement, y (mm)
73 Load (kn) Prediction of Pile Top Deflection W. line FLPIER-sg FLPIER-inc Top Displacement (mm)
74 P-y Curves Available in FB-Pier Standard Sand O Neill Reese, Cox, & Koop Clay O Neill Matlock Soft Clay Below Water Table Reese Stiff Clay Below Water Table Reese & Welch Stiff Clay Above Water Table
75 P-y Curves Available in FB-Pier User Defined Pressuremeter Dilatometer Instrumentation Strain Gages Slope Inclinometer
76 Session Outline Introduce FB-MultiPier Software Identify and Discuss Soil-Pile Interaction Models Precast & Cast Insitu Axial T-Z & Q-Z Models Torsional T- Models Lateral P-Y Models Nonlinear Pile Structural Models FB-MultiPier Input and Output Example #1 Single Pile
77 Pile Element Model h 2 M h 1 3 M h 2 X Z Y Universal Joint M (Top View) Rigid center-blocks 2 4 M Spring X (Side View) Rigid end Block
78 Curvature-Strain-Stress-Moment N 1 N 2 a) Strain due to z-axis bending b) Strain due to y-axis bending c) Strain due to axial thrust F F i y x z da i, i e) Stress-strain relationship, df i d) Combined strains
79 Stress-Strain Curves for Concrete & Steel
80 Strains -> Stress -> Moments df i =s i *da i M x df* y Integration_Points y x z da i df i d) Combined strains
81 Stiffness of Cross-Section: Flexure, Axial M y x da i z M x df* Integration_Points y df i d) Combined strains
82 Failure Ratio Calculation P Actual Length Failure Ratio = Surface Length M x P actual M xo M yo M y
83 Pile Material Properties
84 References: Robertson, P. K., Campanella, R. G., Brown, P. T., Grof, I., and Hughes, J. M., "Design of Axially and Laterally Loaded Piles Using In Situ Tests: A Case History, Canadian Geotechnical Journal, Vol. 22, No. 4, pp , Robertson, P. K., Davies, M. P., and Campanella, R. G., "Design of Laterally Loaded Driven Piles Using the Flat Dilatometer," Geotechnical Testing Journal, GTJODJ, Vol. 12, No. 1, pp , March Reese, L. C., Cox, W. R. and Koop, F. D (1974). "Analysis of Laterally Loaded Piles in Sand," Paper No. OTC 2080, Proceedings, Fifth Annual Offshore Technology Conference, Houston, Texas, (GESA Report No. D-75-9). Hoit, M.I, McVay, M., Hays, C., Andrade, P. (1996). Nonlinear Pile Foundation Analysis Using Florida Pier." Journal of Bridge Engineering. ASCE. Vol. 1, No. 4, pp Randolph, M. and Wroth, C., 1978, Analysis of Deformation of Vertically Loaded Piles, ASCE Journal of Geotechnical Engineering, Vol. 104, No. 12, pp Matlock, H., and Reese, L., 1960, Generalized Solutions for Laterally Loaded Piles, ASCE, Journal of Soil Mechanics and Foundations Division, Vol. 86, No. SM5, pp
85 Session Outline Identify and Discuss Soil-Pile Interaction Models Precast & Cast Insitu Axial T-Z & Q-Z Models Torsional T- Models Lateral P-Y Models Nonlinear Pile Structural Models FB-MultiPier Input and Output Example #1 Single Pile
How To Model A Shallow Foundation
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