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3.8

Earth materials shall not be placed during weather conditions that do not
allow for proper moisture and density control. CONTRACTOR shall not resume
earthwork operations until the moisture content and the density of the
previously placed soil are as specified. During freezing conditions, subgrades
and each lift of fill must be compacted before the water in the subgrade or the
fill can freeze.

Soil that is too wet for proper compaction shall be removed or disced,
harrowed, rototilled, or otherwise dried to proper moisture content for
compaction to the required density.

Soil that is too dry for proper compaction shall receive water uniformly
applied over the surface of the loose layer. Compaction shall not be performed
until the moisture content of the fill material is uniform. Sufficient water shall
be added to allow for compaction to the required density.

The degree of soil compaction shall be based on a maximum dry density as
determined by the ASTM D698. The minimum degree of compaction required,
unless otherwise noted in plans or directed and approved by ENGINEER, shall
be 95 percent. The moisture content, unless otherwise specified or directed by
ENGINEER, shall be between -2 and +2 percent of the optimum moisture
content determined by ASTM D688.

For Screened Till the degree of soil compaction shall be governed by the in-
place hydraulic conductivity, which shall be no greater than 1 x 10-* cm/sec
when tested in accordance with ASTM D5084.

UTILITY TRENCH BACKFILL

A.

CONTRACTOR shall backfill utility trenches as soon as practicable after the
utility placed and tested in accordance with the appropriate section(s) of the
Specifications and has been observed and approved by the CQA Consultant.
CONTRACTOR is responsible for the satisfactory construction of the utility. If
subsequent testing shows defects in materials or workmanship, then the
necessary repairs and replacements shall be made by CONTRACTOR to the
satisfaction of the CQA Consultant at no additional cost to OWNER.

Trench bedding and backfill shall be as specified on the Drawings. Trench
backfill shall be placed simultaneously on either side of the pipe and
compacted in such a manner as to avoid displacement of the utility.
CONTRACTOR shall place and compact the backfill such that stones do not
strike or remain in contact with the utility.

Trench bedding shall be placed to the spring line of the pipe and shaped so that
the pipe is firmly supported across its diameter for its entire length. Particular

File No. 3066.09 Earthwork 02200 - 10 of 14 December 2017

care shall be taken to provide recesses in the bedding or trench bottom, as
required, to relieve each bell of any load.

Placement of trench bedding shall be performed by skilled personnel and shall
precede the laying of pipe by a reasonable distance.

From the top of the bedding to a minimum of 6 inches above the pipe crown,
the trench shall be backfilled with the specified material placed evenly on both
sides of the pipe with care being taken not to raise or otherwise dislodge the
pipe. Backfill to this depth shall be thoroughly compacted with approved
hand-operated devices.

No stone or rock fragment greater than 1 inch shall be placed into the trench
nor shall large masses of backfilling material be dropped into the tamped
layers of backfill until a minimum of 6 inches of backfill has been placed over
the top of the pipe.

Wet backfill shall not be placed in the trench or compacted. CONTRACTOR
shall suspend compacting activities until the backfill materials exhibit a
moisture content sufficient to allow for proper compaction.

3.9 DRAINAGE SAND

A.

B.

The Drainage Sand shall be installed as shown on the Drawings.

No Drainage Sand shall be placed until the CQA Consultant has approved the
installation of the underlying geosynthetics.

Drainage Sand over drainage geocomposite shall only occur under the
observation of the CQA Consultant.

CONTRACTOR shall use extreme care in placing Drainage Sand over the
geosynthetics. The Drainage Sand shall be placed in a manner that will
maintain a minimum thickness of 12 inches of material at all times between
the geosynthetics and the bottom of construction equipment spreading
material. Unless otherwise specified by ENGINEER, all equipment operating on
earthen materials overlying the geosynthetics shall comply with the following.

Allowable Equipment Thickness of Overlying
Ground Pressure (psi) Compacted Soil (ft)
<5 1.0
<10 1.5
<20 2.0
>20 3.0

CONTRACTOR shall control grades using a method which will not damage the
geosynthetics. Grade stakes shall not be used in areas where geosynthetics

File No. 3066.09 Earthwork 02200 - 11 of 14 December 2017

have been placed. Materials that may be used to control grades include, but
are not limited to, sections of cardboard tubes or Styrofoam.

F. CONTRACTOR shall ensure that:
1. The geosynthetics remain intact during the installation of the overlying
soil;
2. No foreign material is mixed into the soil; and
3. No vehicles drive on the uncovered geosynthetics.
3.10 RIPRAP

A. Riprap shall be placed on top of a nonwoven geotextile.

B. Riprap shall be placed to its full thickness in one operation and in such a
manner as to avoid displacing the underlying material or damaging the
geotextile.

C. The larger stones shall be well distributed such that there are no large
accumulations of either the larger or smaller sizes of stone.

D. Adense riprap section, in which all sizes of material are placed in their proper
proportions, should be produced. Hand-placing or rearranging of individual
stones by mechanical equipment may be required to secure the results
specified.

E. Unless otherwise authorized by ENGINEER, riprap shall be placed in
conjunction with the dressing and preparation of the drainage channels.
CONTRACTOR shall not delay placement of riprap.

F. The edge of riprap areas shall be blended into existing slope contours.

3.11 PERFORATIONS

A.

Perforations in the compacted soil that must be filled shall include, but not be
limited to:

1. nuclear density test probe locations; and

2. test probes.

Perforations in the compacted soil shall be backfilled with similar soil and
compacted. The filled perforation shall be completed to the satisfaction of
ENGINEER.

File No. 3066.09 Earthwork 02200 - 12 of 14 December 2017

3.12 DEFECTIVE AREAS

A.

If a defective area is discovered in the compacted soil, then the CQA Consultant
will notify CONTRACTOR who shall proceed to determine the extent and
nature of the defect. If the defect is indicated by an unsatisfactory test result,
then CONTRACTOR will determine the extent of the defective area by
additional tests, observations, a review of records, or other means that
CONTRACTOR deems appropriate. If the defect is related to adverse site
conditions, such as overly wet soils or surface desiccation, then CONTRACTOR
will define the limits and nature of the defect.

After the extent and nature of a defect has been determined, CONTRACTOR
shall correct the deficiency to the satisfaction of the CQA Consultant. The cost
of corrective actions shall be borne by CONTRACTOR.

Additional testing will be performed, CONTRACTOR to verify that the defect
has been corrected. This additional testing will be performed before any
additional work is allowed in the area of deficiency.

3.13 FIELD QUALITY ASSURANCE

A.

The CQA Consultant will monitor the placement and compaction of earth
materials.

The CQA Consultant will perform quality testing as outlined in the CQA Plan.

The CQA Consultant shall select locations to observe construction and perform
moisture content, gradation, and compaction tests. Where tests indicate that
the soil tested does not conform to the specified compaction requirements,
CONTRACTOR shall remove and recompact the material to the specified
density at no additional cost to OWNER.

Samples of the in-place Screened Till shall be obtained for laboratory hydraulic
conductivity testing. Sampling shall be performed using thin-walled tube
samplers in accordance with ASTM D1587. Laboratory testing for hydraulic
conductivity shall be accordance with ASTM D5084 and shall be performed at a
normal stress of 89 lb/in.2.

The presence of the OWNER, ENGINEER, or the CQA Consultant does not
include supervision or direction of the Work by CONTRACTOR, his employees,
or agents. Neither the presence of OWNER, ENGINEER, or the CQA Consultant,
nor any observations and testing performed by them shall excuse
CONTRACTOR from defects discovered in the Work.

File No. 3066.09 Earthwork 02200 - 13 of 14 December 2017

F. Soil materials not meeting the Specification requirements shall not be used in
the Work.

3.14 GRADING TOLERANCE

A. Disturbed areas shall be graded so that water sheds and no ponding of surface
water runoff.

B. Finished grades shall be within % inch of the required elevations in areas
where the geomembrane will be placed.

C. Finished grades shall be within 1 inch of the required elevations in areas
beyond that addressed in Paragraph 3.14.B.

[END OF SECTION 02200]

P:\3000s\3066,09\Source Files\Type II App\Specifications\ Division 2 Specifications\02200 Earthwork.docx

File No. 3066.09 Earthwork 02200 - 14 of 14 December 2017

SECTION 02510

NONWOVEN GEOTEXTILE

PART 1 - GENERAL

1.1 SCOPE OF WORK

A.

CONTRACTOR shall provide all labor, materials, tools, and equipment and
perform all operations necessary to furnish, deploy, and install Nonwoven
Geotextile in the areas indicated on the Drawings or as required by ENGINEER
or OWNER.

1.2 QUALITY ASSURANCE

A.

B.

Experience

1. CONTRACTOR shall be trained and experienced in field handling, storing,
deploying, installing, and protecting geotextiles.

2. CONTRACTOR shall demonstrate at least four years of experience in
sewing Nonwoven Geotextile and shall have completed at least four
projects that required Nonwoven Geotextile sewing. Alternatively,
CONTRACTOR shall engage an experienced Subcontractor or
manufacturer’s agent who shall meet the experience requirements.

Submittals

1. CONTRACTOR shall submit to ENGINEER certification that the Nonwoven
Geotextile and thread meet the required specifications, and a description
of the proposed sewn seam types at least 15 days prior to delivery of
materials to the site.

2. CONTRACTOR shall submit the qualifications of the person(s) who will be
sewing Nonwoven Geotextile prior to performing the related Work.

1.3. MATERIALS STORAGE AND HANDLING

A.

CONTRACTOR shall be responsible for the handling, storage, and care of
Nonwoven Geotextile from the time of delivery to the site until final acceptance
of the completed Work by OWNER. CONTRACTOR shall be liable for all
damages to the materials during such time.

PART 2 - PRODUCTS

2.1 GENERAL

A.

The Nonwoven Geotextile provided shall meet or exceed the property values
specified herein. Nonwoven Geotextile shall be comprised of polymeric yarns
of fibers or weld or drawn strands oriented into a stable network that will
retain its structure during handling, placement, and long-term service.

File No. 3066.09 Geotextile 02510 - 1 of 2 December 2017

Nonwoven Geotextile shall be capable of withstanding direct exposure to the
sunlight for 30 days with no measurable deterioration.

The Nonwoven Geotextile fabrics shall be non-biodegradable. CONTRACTOR
shall follow the manufacturer’s recommendations regarding handling and

installation of such materials.

2.2 GEOTEXTILES

A. Nonwoven Geotextile shall be installed as indicated in the Drawings.

B. Nonwoven Geotextile shall be manufactured pf polypropylene or polyester
material exhibiting the following Minimum Average Roll Values (MARV).

MARV
Property Test Method 10 oz/yd2 16 oz/yd2

Mass per Unit Area (0z/yd?) ASTM D 5261 10 16
Grab Tensile Strength (lbs) ASTM D 4632 250 380
Trapezoidal Tear Strength (psi) | ASTM D 4533 100 140

Apparent Opening Size(mm) | ASTM D 4751 <0.21 <0.21
Puncture Resistance (Ibs) ASTM D 4833 140 230
Water Flow Rate (gpm/ft2) ASTM D 4491 70 45

PART 3 ~- EXECUTION

3.1 INSTALLATION

A.

Nonwoven Geotextile shall be installed in accordance with the manufacturer's
recommendations, as shown on the Drawings and specified herein.

Where the use of adjacent sheets of a Nonwoven Geotextile are required and
are not to be sewn, a minimum overlap of 18 inches shall be maintained.

Sheets of Nonwoven Geotextile used in drainage swales, or areas subject to
concentrated stormwater flow, shall be shingled such that the upslope
Nonwoven Geotextile overlies the adjacent downgradient sheet.

All holes and tears in the Nonwoven Geotextile shall be noted and repaired as

specified by ENGINEER.

[END OF SECTION 02510]

P:\3000s\3066.09\Source Files\Type II App\Specifications\ Division 2 Specifications\02510 Geotextiles.docx

File No. 3066.09

Geotextile 02510 - 2 of 2 December 2017

SECTION 02520

DRAINAGE GEOCOMPOSITE

PART 1 - GENERAL

1.1

1.2

1.3

1.4

SCOPE OF WORK

A.

CONTRACTOR shall provide all labor, materials, tools, and equipment and
perform all operations necessary to furnish, deploy, and install Drainage
Geocomposite in the areas indicated on the Drawings or as required by
ENGINEER or OWNER.

QUALITY ASSURANCE

A.

CONTRACTOR shall be trained and experienced in field handling, storing,
deploying, and installing Drainage Geocomposite. Alternatively, CONTRACTOR
shall engage an experienced Subcontractor who shall meet the experience
requirements.

CONTRACTOR shall submit to ENGINEER certification that the material meets
the required Specifications at least 15 days prior to delivery of materials to the
site.

Drainage geocomposite shall be sampled and tested in accordance with the
approved Construction Quality Assurance (CQA) plan.

MATERIAL STORAGE AND HANDLING

A. CONTRACTOR shall be responsible for the handling, storage, and care of the
Drainage Geocomposite from the time of delivery to the site until final
acceptance of the completed work by the CQA Consultant, ENGINEER, and
OWNER. CONTRACTOR shall be liable for all damages to the materials during
such time.

SUBMITTALS

A. CONTRACTOR shall submit manufacturer’s data indicating conformance with
these Specifications.

B. Drawings showing geocomposite sheet layout, location of seams, direction of
overlap, and sewn seams.

C. Description of proposed method of deployment, sewing equipment, sewing

methods, and provisions for holding geocomposite temporarily in place until
permanently secured.

File No. 3066.09 Drainage Geocomposite 02520 - 1 of 5 December 2017

maintain and complete work in accordance with the requirements of the contract or determination
of the City of Nashua. Professional Engineer is responsible for requesting clarification or
interpretation and is solely liable for any cost or expense arising from its failure to do so.

TERMINATION OF CONTRACT

A. TERMINATION, ABANDONMENT, OR SUSPENSION AT WILL. The City of Nashua, in its sole
discretion, shall have the right to terminate, abandon, or suspend all or part of the project and
contract at will. If the City of Nashua chooses to terminate, abandon, or suspend all or part of the
project, it shall provide Professional Engineer 10 day’s written notice of its intent to do so.

If all or part of the project is suspended for more than 90 days, the suspension shall be treated as a
termination at will of all or part of the project and contract.

Upon receipt of notice of termination, abandonment, or suspension at will, Professional Engineer
shall:

t. Immediately discontinue work on the date and to the extent specified in the notice.

2. Place no further orders or subcontracts for materials, services, or facilities, other than as
may be necessary or required for completion of such portion of work under the contract
that is not terminated.

3. Immediately make every reasonable effort to obtain cancellation upon terms satisfactory
to the City of Nashua of all orders or subcontracts to the extent they relate to the
performance of work terminated, abandoned, or suspended under the notice, assign to
the City of Nashua any orders or subcontracts specified in the notice, and revoke
agreements specified in the notice.

4. Not resume work after the effective date of a notice of suspension until receipt of a
written notice from the City of Nashua to resume performance.

In the event of a termination, abandonment, or suspension at will, Professional Engineer shall
receive all amounts due and not previously paid to Professional Engineer for work satisfactorily
completed in accordance with the contract prior to the date of the notice and compensation for work
thereafter completed as specified in the notice. No amount shall be allowed or paid for anticipated
profit on unperformed services or other unperformed work.

B. TERMINATION FOR CAUSE This agreement may be terminated by the City of Nashua on 10
calendar day’s written notice to Professional Engineer in the event of a failure by Professional
Engineer to adhere to any or all the terms and conditions of the contract or for failure to
satisfactorily, in the sole opinion of the City of Nashua, to complete or make sufficient progress on
the work in a timely and professional manner. Professional Engineer shall be given an opportunity
for consultation with the City of Nashua prior to the effective date of the termination. Professtonal
Engineer may terminate the contract on 10 calendar days written notice if, through no fault of
Professional Engineer, the City of Nashua fails to pay Professional Engineer for 45 days after the
date of approval by the City of Nashua of any Application for Payment.

Upon receipt of notice of termination for cause, Professional Engineer shall:

|. Immediately discontinue work on the date and to the extent specified in the notice.

2. Provide the City of Nashua with a list of all unperformed services.

3. Place no further orders or sub-contracts for materials, services, or facilities, other than as
may be necessary or required for completion of such portion of work under the contract
that is not terminated.

4. Immediately make every reasonable effort to obtain cancellation upon terms satisfactory
to the City of Nashua of all orders or sub contracts to the extent they relate to the

GC 4 of 11

PART 2 - PRODUCTS
2.1 GENERAL

A. The Drainage Geocomposite shall meet the performance requirements of this
section. CONTRACTOR may select from either a geonet geocomposite or a
multi-liner geocomposite.

2.2 MULTI-LINEAR DRAINAGE GEOCOMPOSITE

A. Material Description

1. Multi-Linear Drainage Geocomposite shall consist of two geotextile layers
comprised of short synthetic staple fibers of 100% polypropylene or
polyester needle-punched together with perforated corrugated
polypropylene pipes (mini-pipes) regularly spaced inside.

2. The perforated polypropylene pipes shall function as the primary fluid
conveyance. The pipes shall be corrugated with two perforations per
corrugation at 180° and alternating at 90°.

B. Multi-Liner Drainage Geocomposite Properties
1. The components of the Multi-Linear Drainage Geocomposite specified
shall meet or exceed the values provided in the table below.

MANUFACTURING QUALITY CONTROL TEST REQUIREMENTS

CHARACTERISTIC | STANDARD — | UNIT | | MARV
Mini-pipe Properties
Outside diameter ASTM D2122 mm (in) 25 (1.0)
Stiffness at 5% deflection ASTM D2412 kPa (psi) 3000 (435)
Geotextile Properties (each component)
Mass Per Unit Area ASTM D5261 g/m? (oz/yd?) 270 (8)
Grab Tensile Strength ASTM D4632 N (lb) 979 (220)
Trapezoidal Tear Strength ASTM D4533 N (lb) 400 (90)
Puncture CBR ASTM D6241 N (lb) 2670 (600)
AOS@ ASTM D4751 mm (US sieve) | <0.18 (80)
Permittivity ASTM D4491 sec! 21.26
Geocomposite Properties
Transmissivity (2) | ASTMD4716 | m2/sec | 1.0x10°3

Notes:

(1) Maximum Average Value.

(2) Measured at a minimum seating time of 100 hours, with a test section including Drainage Sand
above the Drainage Geocomposite and textured 60-mil textured HDPE below, using a gradient
of 0.1 under a compressive stress of 12,000 psf for 100 hours.

File No. 3066.09 Drainage Geocomposite 02520 - 2 of 5 December 2017