5-2.2.2.2.1 ** Weight**. In computing the weight of this block, assume its plan

dimensions to extend beyond the outer rows of piles by a distance of one-half the

typical pile spacing.

5-2.2.2.2.2 ** Depth**. For the depth of block, assume the block bottom is above the pile

tips by a distance of one-half the typical pile spacing. Where spacings are different in

each direction, use the larger of the spacings.

5-3

5-3.1

seawater and 1002 kg/m3 (62.5 lb/ft3) for fresh water.

5-3.2

water levels, as follows:

5-3.2.1

(15 degrees) earth wedge mobilized.

5-3.2.2

block and friction mobilized. Refer to section. 5-2 for dead loads and section 5-4 for

earth pressure.

5-3.2.3

downward load on foundation soil or piles.

5-4

5-4.1

pressure will vary considerably according to pressure and weight conditions inside the

dock. Resultant earth pressures will be different when a dock is full of water, when a

dock is dry but contains a vessel, and when a dock is empty. See DM-7.02

5-4.2

rotation of the wall with respect to the floor is negligible. Do not use surcharge for

computing pressure on drydock walls except where railroad rails on ballast are near the

wall.

5-4.3

there is structural continuity at the juncture between sidewalls and floor because, with

the dock empty, sidewalls of full hydrostatic docks have a tendency to rotate outward

against the backfill. The amount of passive resistance shall be determined by assuming

a uniform increase in resistance to occur throughout the sidewall height, starting from

zero value at the top to an ascertained maximum bottom value. The rate of increase is

based on the condition that the total internal work of the bending stresses throughout

the dock cross section has a minimum value.

5-2

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