SOILS AND FOUNDATIONS Lesson 09


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1 SOILS AND FOUNDATIONS Lesson 09 Chapter 9 Deep Foundations Testing Theory Experience
2 Lesson Plan g Topic 1 (Section 9.0 to 9.8)  Driven piles  Static capacity g Topic 2 (Section 9.9)  Driven Piles  Construction Monitoring and QA g Topic 3 (Section )  Driven Piles Load Tests g Topic 4 (Section 9.10)  Drilled shafts  Static capacity  Construction
3 Deep Foundations Lesson 09  Topic 1 Driven Piles and Static Capacity Section 9.0 to 9.8
4 Learning Outcomes gat the end of this session, the participant will be able to:  Describe types of driven piles and applications for use  Compute static capacity for driven piles in granular and cohesive soils  Identify 2 of the design steps in pile groups  Discuss negative skin friction
5 Stresses Imposed by Structures gdeep foundations may be used at pier and abutment locations
6 Establishment of need for deep foundations
7 Structural Foundation Topics gshallow Foundations (Spread Footings)  Bearing Capacity  Settlement gdeep Foundations  Load Capacity  Settlement  Negative Skin Friction
8 Situations Where a Deep Foundation is Needed Figure 91 gthe foundation designer must define at what depth suitable soil layers begin in the soil profile
9 Situations Where a Deep Foundation is Needed Figure 91
10 Situations Where a Deep Foundation is Needed Figure 91
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16 Deep Foundation Classification System gfigure 929
17 Design and Construction Geotechnical Terminology gspecific terminology for deep foundations  Static pile capacity  Ultimate pile capacity  Driving capacity  Restrike capacity  Shaft resistance in piles  Side resistance in drilled shafts  Toe resistance for piles  Tip or base resistance for shafts  And more..
18 Structural Terminology gallowable load gdesign load  Equal to or less than allowable load gultimate (Nominal) load gtable for maximum structural design stress and maximum structural driving stress
19 Types of Piling Concrete Steel Pipe Timber Steel H Precast Concrete Composite
20 Typical Pile Information gtable 919 Type of Pile Typical Axial Design Loads Typical Lengths Timber kips ( kn) ft (537 m)* Precast / Prestressed Reinforced Concrete kips ( kn) for reinforced kips ( kn) for prestressed ft (1015m) for reinforced ft (1540m) for prestressed Steel H kips ( kn) ft (540 m) Steel Pipe (without concrete core) Steel Pipe (with concrete core) kips ( kn) ft (540 m) kips ( kn) ft (540 m) * ft (523 m) for Southern Pine; ft (537 m) for Douglas Fir
21 Effect of Subsurface and Hydraulic Conditions on Piles gtable 929 Typical Problem Boulders overlying bearing stratum Loose cohesionless soil Recommendations Use heavy nondisplacement pile with a reinforced tip or manufactured point and include contingent predrilling item in contract. Use tapered pile to develop maximum skin friction. Negative skin friction Deep soft clay Artesian Pressure Scour Coarse Gravel Deposits Use smooth steel pile to minimize drag adhesion, and avoid battered piles. Minimize the magnitude of drag force when possible. Use rough concrete pile to increase adhesion and rate of pore water dissipation. Do not use mandrel driven thinwall shells as generated hydrostatic pressure may cause shell collapse; pile heave common to closedend pipe. Do not use tapered piles unless large part of taper extends well below scour depth. Design permanent pile capacity to mobilize soil resistance below scour depth. Use precast concrete piles where hard driving expected in coarse soils. DO NOT use Hpiles or open end pipes as nondisplacement piles will penetrate at low blow count and cause unnecessary overruns.
22 Pile Shape Effects gtable 939 Shape Characteristics Pile Types Placement Effects Displacement Nondisplacement Tapered Steel Pipe (Closed end), Precast Concrete Steel H, Steel Pipe (Open end) Timber, Monotube, Tapertube, Thinwall shell Increase lateral ground stress Densify cohesionless soils, remolds and weakens cohesive soils temporarily Setup time may be 6 months in clays for pile groups Minimal disturbance to soil Not suited for friction piles in coarse granular soils. Piles often have low driving resistances in these deposits making field capacity verification difficult thereby often resulting in excessive pile lengths. Increased densification of soils with less disturbance, high capacity for short length in granular soils
23 Other issues gnoise and vibrations during installation gremote areas may restrict driving equipment size glocal availability of certain materials gwaterborne operations may dictate some handling limitations (e.g., shorter pile sections) gsteep terrain may make use of certain pile equipment costly or impossible
24 Cost Evaluation of Alternate Deep Foundation Types goften several deep foundation types meet project requirements gfinal choice must be made on cost analysis gin cost analysis include ALL costs related to a given pile type  Uncertainties in execution, time delays, cost of load testing, cost of pile caps, noise and vibrations, etc
25 Cost Evaluation of Alternate Pile Types gthree major categories of cost for driven piles  Pile support cost  Pile cap support cost  Construction control method support cost gfor most piles, the pile cost is usually linear with depth based on unit price  May not be true for very long concrete or long, large section steel piles Special handling, splicing, etc.
26 Cost Evaluation of Alternate Pile Types gexpress costs in terms of $/ton capacity for each alternative as discussed in Chapter 8 gfor cost savings recommendations, see Table 949
27 Computation of Pile Capacity gultimate pile capacity, Q u gshaft resistance, R s gtoe resistance, R t g Q u =R s +R t
28 Computation of Pile Capacity g Shaft resistance, R s =f s A s f s is unit shaft resistance A s is shaft surface area g Toe resistance, R t =q t A t q t is unit toe resistance A t is pile toe area g Q u = R s +R t = f s A s + q t A t
29 Allowable Geotechnical Pile Load gthe allowable geotechnical pile load, Q a is defined as follows in terms of Q u and factor of safety, FS Q a = Q u Factor of Safety
30 Factor of Safety gfs depends on the following:  Level of confidence in input parameters  Variability of soil and rock  Method of static analysis  Proposed pile installation method  Level of construction monitoring gthe FS used in static analysis should be based upon the construction control method specified
31 Factor of Safety (Table 95) 9 Construction Control Method Factor of Safety Static load test (ASTM D1143) with wave equation analysis 2.00 Dynamic testing (ASTM D4945) with wave equation analysis 2.25 Indicator piles with wave equation analysis 2.50 Wave equation analysis 2.75 Gates dynamic formula 3.50
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34 FS as a function of Soil Resistance Q u = R s1 + R s2 + R s3 + R t Assume static load test For design Q a = (R s3 + R t ) / (FS=2) Q a = (Q u R s1 R s2 ) / (FS=2) For plans and specs Q u = R s1 + R s2 +(Q a )(FS=2)
35 Soil Driving Resistance (SRD) In SRD, FS is not used SRD = R s1 + R s2 + R s3 + R t Soil Setup and Relaxation are considered in SRD Assume soft clay layer has sensitivity of 2 SRD = R s1 + R s2 /2 + R s3 + R t SRD should also include resistance to penetrate hard or dense layers
36 Example 919 gcompute ultimate capacity and driving capacity Pile Sand Soft Clay Gravel R s1 = 20 tons R s2 = 20 tons Sensitivity = 4 R s3 = 60 tons R t = 40 tons
37 Design of Single Piles gcohesionless Soils gcohesive Soils grocks
38 Broms Caquot Thurman Meyerhof Burland Static Pile Capacity Static Pile Capacity Vijayvergiya & Focht Hansen Kerisel Kishida Tomlinson Berezantsev et al Nottingham & Schmertmann Nordlund Vesic SeymourJones
39 Single Piles in Cohesionless Soils
40 Nordlund s Method Figure 95 Q u = d=d d=0 K δ C F p d sin ( δ + ω) cos ω C d Δ d + α t N q A t p t
41 Nordlund Method For a pile of uniform cross section (ω=0) and embedded length D, driven in soil layers of the same effective unit weight and friction angle, the Nordlund equation becomes: Q u = (K δ C F p d sinδ C d D) + (α t N q A t p ) t R S R T
42 Nordlund Shaft Resistance R s = K δ C F p d sin δ C d D K δ C F p d δ = friction angle between pile and soil Figure 9.9 C d = coefficient of lateral earth pressure Figures = correction factor for K δ when δ φ Figure 9.11 = effective overburden pressure at center of layer = pile perimeter D = embedded pile length
43 Nordlund Toe Resistance Lesser of R t = α t N q p t A t R t = q L A t α t = dimensionless factor Figure 9.12a N q = bearing capacity factor Figure 9.12b A t p t q L = pile toe area = effective overburden pressure at pile toe 3 ksf = limiting unit toe resistance Figure 9.17
44 Arching at Pile Tip Ground Surface B Arching Action D f Zone of Shear & Volume Decrease p O = αγd f γd f
45 Nordlund Method Q u = R S + R T and Q a = Q U / FS FS based on construction control method as in Table 95
46 Nordlund Method Procedure Steps 1 through 6 are for computing shaft resistance and steps 7 through 9 are for computing the pile toe resistance STEP 1 Delineate the soil profile into layers and determine the φ angle for each layer a. Construct p o diagram using procedure described in Chapter 2. b. Correct SPT field N values for overburden pressure using Figure 323 from Chapter 3 and obtain corrected N1 60 values. Delineate soil profile into layers based on corrected N1 60 values. c. Determine φ angle for each layer from laboratory tests or insitu data. d. In the absence of laboratory or insitu test data, determine the average corrected N1 60 value, N', for each soil layer and estimate φ angle from Table 83 in Chapter 8.
47 Nordlund Method Procedure STEP 2 Determine δ, the friction angle between the pile and soil based on the displaced soil volume, V, and the soil friction angle, φ. a. Compute volume of soil displaced per unit length of pile, V. b. Enter Figure 96 with V and determine δ/φ ratio for pile type. c. Calculate δ from δ/φ ratio.
48 Nordlund Method Procedure STEP 3 Determine the coefficient of lateral earth pressure K δ for each soil friction angle, φ. a. Determine K δ for each φ angle based on displaced volume V, and pile taper angle, ω, using appropriate procedure in steps 3b, 3c, 3d, or 3e. b. If displaced volume is 0.1, 1.0, 10 ft 3 /ft and the friction angle is 25, 30, 35, or 40, use Figures 97 to c. If displaced volume is given but φ angle is not. Linear interpolation is required to determine K δ for φ angle.
49 K δ versus ω φ = 25 Figure 97
50 Nordlund Method Procedure STEP 3 Determine the coefficient of lateral earth pressure K δ for each soil friction angle, φ. d. If displaced volume is not given but φ angle is given, log linear interpolation is required to determine K δ for displaced volume V. e. If neither the displaced volume or φ angle are given, first use linear interpolation to determine K δ for φ angle and then use log linear interpolation to determine K δ for the displaced volume, V. See Table 96 for K δ as function of φ angle and displaced volume V
51 φ Table 96(a) 9 Design Table for Evaluating K δ for Piles when ω = 0 0 and V = 0.10 to 1.00 ft 3 /ft Displaced Volume V, ft 3 /ft
52 Nordlund Method Procedure STEP 4 Determine the correction factor C F to be applied to K δ if δ φ. Use Figure 911 to determine the correction factor for each K δ. Enter figure with φ angle and δ/φ ratio to determine C F.
53 Correction Factor for K δ when δ φ Figure 911
54 Nordlund Method Procedure STEP 5 Compute the average effective overburden pressure at the midpoint of each soil layer. STEP 6 Compute the shaft resistance in each soil layer. Sum the shaft from each layer to obtain the ultimate shaft resistance, R S. R s = K δ C F p d sin δ C d D
55 Nordlund Method Procedure STEP 7 Determine the α t coefficient and the bearing capacity factor, N' q, from the φ angle near the pile toe. a. Enter Figure 912(a) with φ angle near pile toe to determine α t coefficient based on pile length to diameter ratio. b. Enter Figure 912(b) with φ angle near pile toe to determine, N' q. c. If φ angle is estimated from SPT data, compute the average corrected SPT N1 60 value over the zone from the pile toe to 3 diameters below the pile toe. Use this average corrected SPT N1 60 value to estimate φ angle near pile toe from Table 83.
56 Nordlund Method Procedure STEP 8 Compute the effective overburden pressure at the pile toe. NOTE: The limiting value of p t is 3 ksf (150 kpa) STEP 9 Compute the ultimate toe resistance, R t. Use lesser of: R t = α t N q p t A t Figure 912a and 912b R t = q L A t Figure 913
57 α t Coefficient versus φ 1 α t D/b = 20 D/b = 30 D/b = 45 Figure 912a φ (degrees)
58 Figure 916b
59 Limiting Unit Toe Resistance Figure 913
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