failing test must be retaken at the same location as the failing test was
taken. If testing indicates material does not meet the contract
requirements, the material represented by the failing test shall not be
placed in the contract work or shall be recompacted or removed. The
quantity of material represented by the failing test shall be determined by
the Contracting Officer up to the quantity represented by the testing
frequency. The Contractor may increase testing frequency in the vicinity
of a failing test in order to reduce removal requirements, as approved by
the Contracting Officer. Such increases in testing frequency shall be at
the Contractor's expense and at no additional cost to the Government.
3.8.4
Testing Schedule
Moisture-Density Relations (ASTM D 698)
One test for each material variation[, not less than [____] tests
total].
In-Place Densities (ASTM D 1556 or ASTM D 2922)
Not less than 1 test for each 0.67 vertical meters per [100]
linear meters 2 vertical feet per [300] linear feet along wall
face.
Sieve Analysis, (ASTM C 136)
(1)
Drainage Aggregate, [1 test for each source].
3.9
REINFORCEMENT TESTING
**************************************************************************
NOTES: Primary reasons for testing geosynthetics
include verification of quality control by the
manufacturer, detecting degradation during shipping
and storage, and verifying the correct product is
supplied.
Verification of quality control by the
manufacturer and detecting degradation during
shipping and storage is not economically justified
for small jobs. Unlike reinforcing steel for
concrete, geosynthetics are difficult to identify in
the field, and even experience personnel can
sometimes mistake the product identity of unlabeled
material. Testing after delivery to verify the
correct product was supplied may be advisable for
critical structures. The strength is usually the
most critical property to verify an acceptable
product is furnished.
For cohesive fill, testing the interaction
coefficient in accordance with GSI GRI GG5 or GSI
GRI GT6 may be justified. The interaction
coefficient effects the length required to develop
stress in the reinforcement, and thus the embedment
length. For granular retained fill, there is very
little difference between products so testing is not
justified. For cohesive soil, the interaction
coefficient is only significant for the upper
courses (usually the top 1 meter (3 feet)). The
test is expensive, and is not normally justified
SECTION 02832
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