Line

Input Parameters

Format Statement

6

NEGATIVE UPWARD

Load-displacement behavior for zero soil movement in upward direction for IJ points

7

Same as item 5

8

STRUC LOAD(LB)

Load applied on top of shaft, pounds

SOILP(PSF)

Pressure applied on top of adjacent soil, psf

ACTIVE DEPTH

Depth of soil beneath ground surface subject to soil heave, ft

9

BELL RESTRAINT

Restraining resistance of bell, pounds

10

FIRST ESTIMATE

Initial calculations of pullout resistance prior to iterations for structural loads less than zero,

pounds

11

LOAD-DISPLACE

Load-shaft movement distribution for given structural load

12

EFFECTS OF ADJ

Effects of soil movement considered in load-displacement behavior

13

INITIAL BASE

Initial calculation of force at bottom of shaft prior to iterations

14

DISPLACEMENT

Displacement at bottom of shaft after 100 iterations, inches

FORCE=

Force at bottom of shaft, pounds after 100 iterations, pounds

15

ITERATIONS

Total number of iterations to converge to solution

16

DEPTH(FT)

Depth, feet

LOAD(LB)

Load at given depth, pounds

SHAFT MVMT(IN.)

Shaft displacement, inches

SOIL MVMT(IN.)

Soil movement, inches

(Sheet 3 of 3)

(2) Load-transfer models. The Seed and Reese

is approximately 1.8 relative to total pile capacity. The

skin friction and Reese and Wright base load-transfer

program does not add the vertical plunging failure liens

models were selected (K = 2). Two points for the

to the curves in Figure C-3a, which leaves the calculated

elastic modulus of the shaft concrete were input into the

displacement load relationships nearly linear.

program.

(b) The distribution of load with depth (Figure C-

(3) Results. The results are plotted in Figure C-3

3b) is representative of downdrag indicated in Figure 3-

for a downward applied load of 150 kips. Results of the

21. The load on the shaft base is nearly 300 kips or

computation placed in file LTROUT.TXT are illustrated

double the applied load at the ground surface.

in Table C-7.

(c) The shaft will settle approximately 1 inch, while

(a) Total and base ultimate bearing capacity (Fig-

the soil settles about 2 inches at the ground surface (Fig-

ure C-3a) is about 550 and 880 kips, respectively. Base

ure C-3c). The soil is heaving near the ground surface,

and

total capacity is about 200 and 500 kips,

which counters the settlement from downdrag. Maximum

respectively, if settlement is limited to 0.5 inch. The *FS*

settlement is about 3.5 inches at 10 feet of depth.

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