2.7.1
Concrete, Clay, PVC and PE Pipe
A hydrostatic test shall be made on the watertight joint types as proposed.
Only one sample joint of each type needs testing; however, if the sample
joint fails because of faulty design or workmanship, an additional sample
joint may be tested. During the test period, gaskets or other jointing
material shall be protected from extreme temperatures which might adversely
affect the performance of such materials. Performance requirements for
joints in reinforced and nonreinforced concrete pipe shall conform to
AASHTO M 198 or ASTM C 443M ASTM C 443. Test requirements for joints in
clay pipe shall conform to ASTM C 425. Test requirements for joints in PVC
and PE plastic pipe shall conform to ASTM D 3212.
2.7.2
Corrugated Steel and Aluminum Pipe
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NOTE: The pipe length tested for hydrostatic test
on joints must not exceed the "Allowable span in
feet for CSP Flowing Full," TABLE 4.5, of American
Iron and Steel Institute Publication "Handbook of
Steel Drainage and Highway Construction Products".
The joint is in the center of the sample tested, the
supports should be at 21 percent of the sample
length from the ends of the sample to develop 15
percent moment when filled with water.
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A hydrostatic test shall be made on the watertight joint system or coupling
band type proposed. The moment strength required of the joint is expressed
as 15 percent of the calculated moment capacity of the pipe on a transverse
section remote from the joint by the AASHTO HB-17 (Division II, Section
26). The pipe shall be supported for the hydrostatic test with the joint
located at the point which develops 15 percent of the moment capacity of
the pipe based on the allowable span in meters feet for the pipe flowing
full or 54,233 Newton meters (40,000 foot-pounds), 40,000 foot-pounds,
whichever is less. Performance requirements shall be met at an internal
hydrostatic pressure of 69 kPa (10 psi) 10 psi for a 10 minute period for
both annular corrugated metal pipe and helical corrugated metal pipe with
factory reformed ends.
2.8
EROSION CONTROL RIPRAP
Provide nonerodible rock not exceeding 375 mm 15 inches in its greatest
dimension and choked with sufficient small rocks to provide a dense mass
with a minimum thickness of [200 mm] [8 inches] [as indicated].
PART 3
EXECUTION
3.1
EXCAVATION FOR PIPE CULVERTS, STORM DRAINS, AND DRAINAGE STRUCTURES
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NOTE: Reference should be made to other sections of
the project specifications, as applicable, or
pertinent requirements may be included in this
section.
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Excavation of trenches, and for appurtenances and backfilling for culverts
and storm drains, shall be in accordance with the applicable portions of
SECTION 02630
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