technical report k-84-1 *load-transfer for numerical …

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TECHNICAL REPORT K-84-1

£ *LOAD-TRANSFER CRITERIA* 0 FOR NUMERICAL ANALYSIS OF AXIALLY

LOADED PILES IN SANDPART I1: LOAD PILE CAPACITY CURVES

FOR STEEL AND CONCRETE PILES

Reed L. MosherAutomatic Data Processing Center

U. S. Army Engineer Waterways Experiment StationP. 0. Box 631, Vicksburg, Miss. 39180

January 1984 a

Final Report

Approved For Public Release; Distribution Unlimited

DTICEL-."APR 2 I98, ",

JMC FILE COPYPrepared for U. S. Army Engineer Division,

Lower Mississippi ValleyP. 0. Box 80, Vicksburg, Miss. 39180

84 03 30 011// o a.,

- • . " D -"a- 9°• • .. . " •* ' . -' .' " o . " . '.

CONTENTS

PREFACE ............. ................................. . ."1

CHAPTER 1: INTRODUCTION ............ ........................ 3

Development of Curves ........... ....................... 3Procedure for Partially Submerged Piles ....... .............. 4

Use of Load Capacity Curves .......... .................... 7

CHAPTER 2: LOAD CAPACITY CURVES FOR STEEL H-PILES ..... ........... 10

IOHP42 . . ............................ 1112HP53 .............................. 2314HP73 .............................. 35

14HP89 ............ ............................. . 47

CHAPTER 3: LOAD CAPACITY CURVES FOR STEEL PIPE PILES .. .......... . 59

10 Inches ........... ............................. . 60

12 Inches ........... ............................. . 7214 Inches ........... ............................. . 84

16 Inches ............ ............................ . 96

20 Inches ........... ............................. ... 108

CHAPTER 4: LOAD CAPACITY CURVES FOR SQUARE CONCRETE PILES . ....... . 120

10 Inches ........... ............................. ... 12112 Inches ........... ............................. ... 13314 Inches ........... ............................. ... 14516 Inches ........... ............................. ... 15718 Inches ........... ............................. ... 16920 Inches ............ ............................ . 181

CHAPTER 5: LOAD CAPACITr CURVES FOR ROUND CONCRETE PILES .. ........ . 193

10 Inches ............ ............................ . 194

12 Inches ........... ............................. ... 20614 Inches ........... ............................. ... 21816 Inches ........... ............................. ... 230

CHAPTER 6: LOAD CAPACITY CURVES FOR COMPOSITE STEEL, CONCRETE PILES . . 242

10 Inches ........... ............................. ... 24312 Inches ........... ............................. ... 25514 Inches ........... ............................. ... 26716 Inches ........... ............................. ... 279

'. '- - - - .,r,* . T.

LOAD-TRANSFER CRITERIA FOR NUMERICAL ANALYSIS

..54 OF AXIALLY LOADED PILES IN SAND

PART II: LOAD PILE CAPACITY CURVESFOR STEEL AND CONCRETE PILES

CHAPTER 1: INTRODUCTION

'This report presents load capacity curves for the design and analysis

of axially loaded piles. A brief discussion of the contents of this report

and the applicability of the curves follows. In order to make intelligent

use of these curves, the reader should have a thorough knowledge of the cri-

teria used in their development. These criteria are presented in Part I of

this report.

Development of Curves

From the criteria presented in Part I and the computer program PILOAD

for generating load capacity data and PIPLOT for plotting the data, a series

of curves was developed for various pile types and sizes. For each pile, the

total, side, and tip capacities are presented. In addition, for each pile,

thirteen different surcharge loads applied at the surface and four different

internal friction angles were considered. The surcharge loads range from

0 to 3000 psf. They are accounted for by computing an equivalent depth which

in turn is used to compute the maximum tip and side resistance. Values of the

internal friction angles are 30, 33, 35, and 37 degrees.

The pile capacity is definced as the total load corresponding to

0.25 inch of tip movement.

The curves should not be used without careful consideration of the soil

conditions. The curves were developed assuming homogeneous soils and use of

the curves with nonhomogeneous materials may give misleading results. See

Part I for a discussion of the subject.

The curves presented are for steel piles, concrete piles, and concrete-

filled steel pipe piles. The modulus of elasticity used for the steel piles

is 29,000,000 psi and for the concrete piles 4,000,000 psi. For the compos-

ite piles the modulus is computed as follows.

" ~ p - .' ' , ' , - S .- .'.." .,.'. ' "..-.. gwNA . . 5N 2i% V 'q\ :' ".'" -=. . . . .' -'-'

EA +EA

E =corn A +A

E = modulus of elasticity of steels

A = area of steelS

E = modulus of elasticity of concretec

A - area of concretec

Procedure for Partially Submerged Piles

The curves presented herein are for completely submerged piles. To

utilize the curves for partially submerged piles the following precedure is

suggested: V

a. Determine the pile length, surcharge load, and other parameter asif the piles were completed submerged.

b. Determine the depth of the unsubmerged soil.

c. Find the difference between the total unit weight and submerged

unit weight, and multiply this value by the depth of the unsub-merged soil. ;%

d. Take half of value obtained in c and consider it as an additional

surcharge load to be added to the previously determined surcharge

e. Determine the pile capacity using this modified surcharge loadvalue.

Lowering the water table in the vicinity of a pile causes an increase in

the effective stress in the surrounding soil mass which in turn increases the

pile capacity. The change in effective stress starts at the ground surface

and increases proportionally with depth until the water table is reached. At

that point, the effective stress remains constant with increasing depth, Fig-

ure 1. The load-transfer criteria used in developing the curves presented in

this part account for this increased effective stress by an adjustment to the

relative depth as if a surcharge load was present. The relative depth is used

to determine the maximum side and tip resistances of a pile. An example of

this approach is presented in Appendix E, Part I. To approximate this effect

with the pile curves, half of the total increase in weight of soil from low-

ering the water table is applied as a surcharge load, Figure 2. A compari-

son of this procedure was conducted for two different pile types and several

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different ground water levels are presented in Table 1. The comparison re-

veals that the procedure outlined above provides a reasonable estimate of the

effects of partially submerged piles.

Use of Load Capacity Curves

To use the curves, first determine the pile type and length along with

the expected surcharge load and internal friction angle. With these values

select the appropriate graph and locate the pile length on the vertical axis.

Project a line horizontally until it intersects the curve having the appro-

priate surcharge load. Next draw a vertical line to the horizontal axis and

read the pile capacity. An example follows.

'.9. - . . . . . . . . . . . . . . . . - .. . - . - .. - . - . . .. - .

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EXAMPLE PROBLEM

Given a 20-in. steel pipe pile embedded 35 ft in a sand. = 350,

surcharge load = 750 psf.

Determine the side load capacity.

Enter the appropriate graph at a length of 35 ft. Project a horizontal

line to curve number 4 which corresponds to a surcharge load of 750 psf.

Project this point vertically to the horizontal axis.

The side load capacity = 85 tons.

SIDE LOAD (TONS)

'4...... _____

NO. LOAD. PSF4 S

12 2750

13 3000

Sldo CepSC tjj F..r A 20-is Stee| Pip. Pile.5.ibmerged CondtIORe. 1"4-0s. Tip flovemem*.. PI3S Dug.. C*0.

-.- S-

CHAPTER 2: LOAD CAPACITY CURVES FOR STEEL H PILES

Total pile, side, and pit capacity curves for steel H piles are pre-

sented as follows:

Curves f or Shown in Figure

10HP42 3-14

12HP53 15-26

14HP 73 27-38

14HP89 39-50

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CHAPTER 3: LOAD CAPACITY CURVES FOR STEEL PIPE PILES

Total pile, side, and pit capacity curves for steel pipe piles are pre-

sented as follows:

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10 Inches 51-62

12 Inches 63-74

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CHAPTER 4. LOAD CAPACITY CURVES FOR SQUARE CONCRETE PILES

Total pile, side, and pit capacity curves for square concrete piles are

presented as follows:

10 Inches 111-122

.412 Inches 123-134

14 Inches 135-146

16 Inches 147-158 4

18 Inches 159-170

20 Inches 171-182

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CHAPTER 5: LOAD CAPACITY CURVES FOR ROUND CONCRETE PILES

Total pile, side, and pit capacity curves for round concrete piles are

presented as follows:

10 Inches 183-194

12 Inches 195-206

14 Inches 207-218

16 Inches 219-230

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CHAPTER 6: LOAD CAPACITY CURVES FOR

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Total pile, side, and pit capacity curves for composite steel, concrete

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10 Inches 231-242

12 Inches 243-254

14 Inches 255-266

16 Inches 267-278

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