0157901son Walker A,�Jates Archi tects
4�b Apri1 11, 1980
page 5
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7.4. SLOPE STABILITY
t
Slope, stability study has shown that the site is basically stable;
especially near the creek. The existing slope stability should be �r
maintained with proper vegetation or riprap to prevent erosion. All
the surface water from roof drai.n, side walk, lawn, and baserient should'
be collected into a tight line and connected to the storm drain.
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7.5. SETTLEMENT EVALUATION
Compliance with the specified design parameterswill yield foundations
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elements and tolerable settlements under the combined total design
of live and dead load conditions.
7.6. FLOOC SUPPORT
Slabs supported on a grade are feasible providing certain precautions
1"
• are undertaken.. All organic.material noted on the site beneath the
floor slab area must be removed. This will involve stripping to an
average depth of approximately 0.5 feet, as discussed -in the site
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preparation section in this report. Subsequent to stripping, all
localized disturbed material should be compacted. A free draining
is
granular base with a minimum of six inches in compacted thickness
;.
may then be placed on the compacted subgrade.
7.7. BASEi1ENT WALL PRESSURE_
The foundation walls will be acting as retaining walls below the
ground level. If the walls are designed as rigid structures, the
be considered to bE in an at -rest condition,
outside soil pressure will
which exists where the walls are not flexible. The at -rest
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pressures should be considered to be 70 pounds per cubic foot of
equi.valent fluid pressure, -plus any additional surcharge loads
the
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anticipated within a distance equivalent to the height of wall.
structures, the outside soil
If the walls are designed as flexible st ,
;
q pressure will be considered to be in an active condition, which
b'1' d t develop
i..
exists where the soils against.walls are fully mo i ize o
the internal shear friction angle of the backfill. The active pressure
should be 35 pounds per cubic foot equivalent fluid pressure, plus
any additional surcharge loads anticipated within a distance
equivalent to the height of the wall.
If the back wall drainage -is not anticipated, or if there is a
chance that drainage could fail, then hydrostatic pressures should
also be added to the above pressures.
7.3. BASEi.iEiJT DRAINAGE SYSTEil
A peripheral drainage systeri-is required around the basement wall