ARFQ DEP26-45-OSR Powdermill Processing - Technical Spec's_Powdermill Processing_S-5027-08_U-5017-08 (2).pdf

POWDERMILL PROCESSING, INC.

Permits # S-5027-08/U-5017-08

LAND RECLAMATION

AND

AMD TREATMENT PROJECT

TECHNICAL SPECIFICATIONS

SEPTEMBER 2025

Powdermill Processing, Inc. S-5027-08, U-5017-08 i

TECHNICAL SPECIFICATIONS

TABLE OF CONTENTS

SECTION NO. SECTION TITLE

1-1 MOBILIZATION AND DEMOBILIZATION

3-1 CONSTRUCTION LAYOUT - CAD

4-1 QUALITY CONTROL

5-1 SITE PREPARATION

5-2 ROAD MAINTENANCE

5-3 ACCESS ROADS

5-5 UTLITIES

6-1 REVEGETATION

6-2 SEDIMENT AND EROSION CONTROL

6-5 UNCLASSIFIED EXCAVATION (Incidental)

7-1 LIMESTONE

7-2 NON-CALCEROUS STONE

7-3 INCIDENTAL STONE

7-4 ON-SITE STONE

9-4 GROUT

10-16 HDPE DUAL WALL CORRUGATED PIPE

1-1 (1)

1-1 MOBILIZATION AND DEMOBILIZATION

1.0 DESCRIPTION

This work shall consist of the performance of construction preparatory operations, including the movement of personnel and equipment to the project sites and for the establishment of the Contractor’s offices, buildings and other facilities including the construction of all temporary access roads as necessary to begin work on a substantial phase of the contract. The location of Contractor’s office to be established shall be approved by WVDEP. This Specification shall also include all demobilization activities involving the removal from the sites of all plant, equipment, supplies and personnel after completion of the work including cleanup of all rubbish and waste materials generated during the construction of this project; and restoration of any damage to existing site improvements resulting from the

Contractor’s activities at the site; and installation of the project sign.

1.1 PROJECT SIGN

The work to be performed under this Section consists of providing all labor, material and equipment necessary to install a project sign as shown in the Project Plans.

2.0 EXECUTION

A. Project Sign. The project requires one project sign, with the location of the sign to be designated by the WVDEP.

3.0 METHOD OF CONSTRUCTION

The Contractor shall comply with Special Provisions Section 0-0 Project Information

Sub-Section 6.0 Schedule of Work. The Contractor shall provide adequate supervision, labor, tools, equipment, and materials to prosecute the work energetically and complete the work within the time specified. The Contractor shall demonstrate to the Engineer that sufficient sized and quantity of equipment shall be mobilized to ensure this Project is completed within specified time frames or sooner.

The required Schedule (required in Special Provisions Section 0-0 Project

Information Sub-Section 6.0 Schedule of Work) shall include a list of said properly sized and quantity of equipment, along with projected earth moving and excavation capabilities as well as hauling, and grading rates to complete the tasks herein specified within stated time frames. The Contractor shall have equipment of suitable size and number to execute the required work to completion within the specified time frame. If in the opinion of the Engineer sufficiently sized and quantity of equipment is not being mobilized, the Engineer may request the Contractor shall

1-1 (2) supply properly sized and quantity of Contractor owned or Contractor rented equipment.

The Contractor shall comply with Supplemental Specifications Section 3. Control of

Work regarding safety. The Contractor will be required to comply with all WVDOT rules, regulations, weight limits, and speed limits.

4.0 METHOD OF MEASUREMENT

The method of measurement will be per lump sum.

4.1 BASIS OF PAYMENT

The bid for Mobilization and Demobilization shall be a lump sum. Partial payments will be as follows:

A. One-half of the amount bid will be released to the Contractor with the first estimate payable, not less than 15 days after the start of work at the project site.

B. The final one-half of the amount bid shall be released with the estimate payable after the work is accepted by the WVDEP.

C. Nothing herein shall be construed to limit or preclude partial payments otherwise provided for by the Contract. No deduction will be made nor will any increase be made, in the lump sum mobilization and demobilization item amount regardless of decreases or increases in the final total contract amount or for any other cause.

4.2 PAY ITEM(S)

“Mobilization and Demobilization Permit S-5027-08” per lump sum.

END OF SECTION

3-1 (1)

3-1 CONSTRUCTION LAYOUT

This specification consists of furnishing, placing, and maintaining construction layout stakes necessary for the proper performance of the work under this contract, including borrow areas. Additionally, this specification shall further consist of determining the exact units of measure for payment and consists of checking and making any field adjustment to the plan alignment, grades and elevations as considered necessary by the Engineer. Additionally, this item shall also include the preparation of “As-Built” Plans including the Reclamation Plan and any others specifically requested by the Department of Environmental Protection. The “As-

Built” Plans shall be provided prior to the Final Inspection Meeting.

2.0 MATERIALS

Conventional survey stakes, hubs, batter boards, flagging, templates, straightedges and other devices necessary for laying out all parts of the work. Paper and computer media required for various submittals.

3.0 METHOD OF CONSTRUCTION

A. The Contractor shall be responsible for the proper layout of the work. The

WVDEP will provide the Contractor with survey information regarding the baselines and the existing surface features shown on the Project Plans. The

Contractor shall make all calculations involved and shall furnish and place all layout stakes.

B. The Contractor shall provide field forces and shall set all additional stakes as needed, such as offset stakes, reference point stakes, slope stakes, grade stakes, stakes for drainage, or other structures, supplementary bench marks, and any other horizontal or vertical controls necessary to secure a correct layout of the work including the re-establishment of the survey and construction baselines (as necessary), as shown on the Project Plans. The

Contractor shall also perform any necessary cross-section surveying of the existing ground surface at the intervals shown within the Project Plans, provide an overlay of the surveyed cross-sections on the cross-sections shown on the Project Plans, and submit the same to the Engineer for comparison prior to initiating earthwork. The original grade line and proposed final grade line shall be included on all sections. Incomplete cross-sections will be returned to the Contractor for necessary additions. Cross-sections, 3-1 (2) which do not encompass all areas of both earthwork excavation (including borrow excavation) and fill placement shall be considered incomplete without exception. The Contractor shall also include the locations of baselines used showing cross section locations on a copy of the reclamation plan when submitting cross sections. Any excavation beyond Plan grade lines will not be considered for payment without prior authorization and approval from the

Engineer.

C. The Contractor shall be responsible for assuring the layout staking work is in conformance to the lines, grades, elevations, dimensions, and locations shown on the Project Plans or as required by the Engineer. The Contractor shall furnish a copy of project survey records for checking by the Engineer and for the WVDEP's permanent file. The Contractor shall provide these records during the progression of the work as completed.

Any inspection or checking of the Contractor's layout by the Engineer and the acceptance of all or any part of the layout shall not relieve the Contractor of responsibility to secure the proper dimensions, grades, and elevations of the several parts of the work.

D. The Contractor shall exercise care in the preservation of stakes and benchmarks, including existing property corner and property line markers, fences, etc. and shall be reset at the Contractor’s expense when any are damaged, lost, displaced or removed. The Contractor shall use competent personnel and suitable equipment for the layout work required and shall be done under the supervision of, or directed by, a West Virginia Registered

Professional Engineer or a West Virginia Registered Professional Surveyor registered in the State of West Virginia.

E. “As-Built” Plans shall be provided to the Engineer at the Final Inspection

Meeting.

a. One (1) Hard (paper) copy of “As-Built” Plans shall be submitted to the

Engineer at this meeting.

b. Provide in electronic format (CD, DVD, flash drive, etc.) “As-Built”

Plans one (1) in PDF format and one (1) in AutoCAD 2011 or newer version. Alternate software formats (i.e. Intellicad, Microstation, etc.)

shall not be accepted.

c. The As-Builts Shall include the following:

1. Show all permanent work in place, and any deviations from original plans.

3-1 (3)

2. The preferred coordinate system and elevation datum need to be specified.

3. Show all horizontal and vertical dimensions (including invert elevations) of all installed components (i.e. pipes, drop inlets, mine seals, drainage channels, splash pads, manholes, etc.), as well as surveyed locations of the installed structures. Any other items deemed necessary (provided in the contract) by the WVDEP shall be included in the As-Builts.

4. Cut-fill sections shall have the area of the section marked by the section for easier calculation.

5. Have the lines on the plans shown in either color or line type to distinguish between our original plan lines, the contractor’s original survey lines and the final grade lines. This will apply for all cross-sections on the project.

6. All waste and borrow areas shall be shown and labeled.

7. Revegetation that is paid for by acreage, shall be per plan view acreage and shall be shown on a separate AutoCAD layer.

The enclosed areas shall not include any graveled surfaces, paved surfaces, roads, ponds, treatment components, all non-vegetated channels, buildings, etc. (including any non-vegetated areas).

8. In AutoCAD, the zero (0) layer shall not be used to draw on other than to insert blocks for future insertion on appropriate layer.

9. As a standard, new baseline and final contours shall be provided with 2 feet minor contours and 10 feet major contours.

Major contours shall have the elevation labeled. Contour Labels shall not break the contour line (see setting in AutoCAD).

10. Any control points shall be shown with coordinates and elevations labeled. If WV DEP provided control points, contractor shall reference elevations and coordinates to them.

If no control points were set, then new points shall be set and utilized.

11. Any seep collectors, underdrains, or other structures inaccessible after covering, shall be surveyed for location, prior to covering.

12. Show total quantities for all items on the project. The format shall be in a tabular form (i.e. Bid Schedule or Summary of Quantities).

13. Changes (deviations) should be on separate “Change” layer, not on the original layers from the original plan.

14. As-Built Drawings shall be developed within the original AutoCAD file if provided by WVDEP.

3-1 (4)

ITEMS TO BE IDENTIFIED AND LABELED

ITEMS AUTOCAD LAYER REQUIRED

☒ Baseline Survey after Clearing & Grubbing, if required YES

☒ Intermediate Surveys, if required YES

☒ Final Survey YES

☒ Revegetation YES

☒ Pipes, Valves, Manholes YES

☒ Mine Seals, Bat Gates YES

☒ Seep Collectors, Clean Outs YES

☒ Drainage Channels & Ditches, Splash Pads, Culverts, Drop Inlets YES

☒ Ponds, Wetlands, Water Treatment Structures YES

☒ Sludge Pumps, Sludge Cells, Geo-Tube Pads, Sludge Valves YES

☒ Buildings, Residential/Commercial Structures, Concrete Pads YES

☒ Pump Vaults, Air Release Valves, Pump Line Connections YES

☒ Fencing around Structures and Property Lines YES

☒ Utilities (i.e. Overhead/Underground Electric, Gas, Water, Sewer) YES

☒ Buried Lines (i.e. Electric, communication, chemical, water, sewer) YES

☒ Gas Vents, Piezometers, Monitoring Wells, Core Drilling YES

☒ Roads, Driveways, Sidewalks YES

☒ Unforeseen Areas (i.e. Slips, Seeps, Subsidence Areas, Boreholes) YES

☐ Other, As Defined: _______________________________________

F. When volumetric determinations are needed for pay items (such as payment per cubic yard (CY)), volume will be calculated based on an initial survey prior to any work being performed verses the final approved configuration of the site. Final quantities will not be determined by a compilation of interim surveys. Interim surveys can be utilized by the contractor to verify estimated quantities for interim pay applications;

however, interim surveys will only be utilized for final pay quantities with prior approval by the Engineer to account for over-excavated or undercut areas (which also require prior approval by the Engineer).

3-1 (5)

4.0 MEASUREMENT AND PAYMENT

Measurement and payment for furnishing, setting, maintaining, and resetting stakes when necessary, and for furnishing all engineering personnel, equipment, materials, and all incidentals thereto, shall be by the lump sum bid for "Construction Layout".

The lump sum payment also shall include the cost for providing the Engineer pre-and post- construction ground line cross-sections for all disturbed or regraded areas including borrow areas and “As-Built” Plans as described herein. Said lump sum bid shall not exceed 1.00% of the "TOTAL AMOUNT BID" for the project. No deduction will be made, nor will any increase be made, in the lump sum

"Construction Layout" item amount regardless of decreases or increases in the final total contract amount or for any other cause.

The bid for Construction Layout shall be a lump sum. Partial payments will be as follows:

A. One-half of the amount bid will be released to the Contractor with the estimate payable after all necessary construction layout is completed.

B. The final one-half of the amount bid shall be released with the estimate payable after the As-Built Plans are accepted by the WVDEP.

C. Nothing herein shall be construed to limit or preclude partial payments otherwise provided for by the Contract. No deduction will be made, nor will any increase be made, in the lump sum construction layout item amount regardless of decreases or increases in the final total contract amount or for any other cause.

4.2 PAY ITEM(S)

"Construction Layout Permit S-5027-08", per lump sum.

END SECTION

4-1(1)

4-1 QUALITY CONTROL

1.0 GENERAL

1.1 DESCRIPTION

This work shall consist of testing for verification that the materials supplied, and the work performed are in accordance with the Project Plans and Technical Specifications.

1.2 RELATED SECTIONS

A. Special Provisions Section 0-11 Submittals.

B. Special Provisions Section 0-1 Schedule of Values.

C. Technical Specifications Section 5-3 Access Roads.

D. Technical Specifications Section 6-5 Unclassified Excavation.

E. Technical Specification Section 8-1 Polyethylene Geomembrane Liner F. Technical Specifications Section 9-1 Cast In Place.

G. Technical Specifications Section 9-4 Grout.

H. Technical Specifications Section 9-5 Manholes.

I. Technical Specifications Section 10-13 Ductile Iron Pipe and Fittings.

J. Technical Specifications Section 10-14 Sanitary Sewer and Water Pipe.

K. Technical Specifications Section 10-15 HDPE Pipe and Fittings.

1.3 STANDARDS

All testing standards referenced in this document refer to the most recent version of the testing standard at the time of the writing of this Specification. If a more recent testing procedure has been approved, that procedure shall be required. A previous version of a testing standard may be used with PRIOR approval by the Engineer.

1.4 CERTIFICATION

A. The Contractor shall use an independent certified third-party testing firm for all Quality Control required on the project with the exception listed in Sub- Section 1.4.B of this Specification. The Contractor shall provide to the Regional Engineer at the Preconstruction meeting, a list of all testing firms including the firm’s certification(s) for test(s) conducted during the project.

B. In reference to Sub-Section 2.7 of this Specification, Installers that are certified to test HPDE liner installation may be permitted to test self-installed HDPE liner with prior approval from the Regional Engineer. All testing shall be conducted in the presence of the Inspector.

4-1(2)

2.0 TESTING

2.1 GEOTECHNICAL

A. GENERAL

The following subsection provides geotechnical quality control testing required for earthwork performed on the project.

B. NUCLEAR DENSITY TESTING

1. Description:

a. Nuclear Density testing will be the primary method for determining compaction of Structural Backfill.

b. Nuclear Density testing shall be by performed by third party firm and shall provide certification for the operation of the

Nuclear Density Gauge.

c. Nuclear Density shall be performed in the presence of a

WVDEP representative.

d. The Nuclear Density Gauge shall have the ability to measure density to a depth of twelve (12) inches

e. There may be situations where testing by Nuclear Density

Gauge is not feasible. In these situations, with the Engineer’s approval, proof rolling may be performed.

2. Nuclear Density Testing Methods

a. Proctor

i. Prior to any movement of material, material to be used for fill before placement shall undergo testing for moisture content & density of the material in accordance with the provisions of ASTM

D698(Standard Proctor).

ii. Perform the Nuclear Density testing in accordance with the ASTM D6938 and at frequencies as given by this

Specification.

b. Roller Pass

i. The Roller Pass Method shall be in accordance with

West Virginia Department of Transportation

MP700.00.24.

ii. Perform the Nuclear Density testing in accordance with the ASTM D6938 and at frequencies as given by this

Specification.

4-1(3)

C. PROOF ROLLING

1. Description.

a. Proof Rolling shall be performed on Non-Structural Backfill and Structural Backfill where Nuclear Density Testing is not applicable. Proof Rolling shall be performed in the presence of a WVDEP representative.

2. Equipment

a. Specified Equipment. The Contractor shall use the largest

GVWR tandem axle dump truck or articulating truck on the project site, loaded to the maximum capacity. The truck shall have a MINIMUM GVWR of 25 US TONS. In the event the Contractor does not have a truck onsite complying with the previously stated criteria, the Contractor shall be responsible for supplying such a truck for proof rolling.

3. Preparation

a. Soil. No loose material shall be allowed on top of sub grade.

Sub grade shall be packed and smooth on top with no ruts, depressions, or cracks in the surface.

b. Aggregate. Aggregate shall be properly set and compacted at optimum moisture content.

4. Method

a. Adjust tire inflation pressures within ninety percent (90%) of the Manufacturer’s recommended tire pressure.

b. The entire area of backfill shall be tested.

c. Operate rollers at a speed between 1 and 5 miles per hour.

d. Note all areas of deflection.

D. FREQUENCY

1. Structural Backfill. One Test per Lift or One Test per 500 cubic yards

2. Non-Structural Backfill. One Test per Lift

E. EVALUATION

1. Passed compaction tests.

a. Nuclear Density Tests results shall meet or exceed compaction requirements as given by Technical Specification 6-5 Unclassified Excavation.

1. In some cases, Technical Specification 14-1

Geotechnical Report, may have more stringent requirements. The Geotechnical Report requirements shall then govern.

b. Proofing Rolling Tests shall meet the following criteria to be considered a passed compaction test.

4-1(4)

1. Aggregate shall not have any deflection in the surface.

2. Soil deflection/compression shall be less than one (1) inch.

2. Failed compaction tests.

a. Areas failing compaction testing shall be repaired at the

Contractor’s expense.

b. Repairs shall be made in accordance with Project Plans, Technical Specifications, and Engineer’s approval.

c. Failing areas shall be retested after repair and recompaction.

d. Repeat (b) and (c) until a passed test is achieved for the area.

e. If material continues to fail, then target values will need to be reestablished either by a one-point proctor or a laboratory proctor.

F. DOCUMENTATION

1. Each Nuclear Density and Proof Rolling test shall be documented on a standardized report form and submitted to the WVDEP’s representative daily.

2. One report shall be submitted for each lift, which will include all passed and failed tests.

3. The following information shall be documented in the report:

a. Date.

b. Time.

c. Weather conditions.

d. Inspector.

e. Contractor’s Representative.

f. Individual(s) conducting the test.

g. Description of Area(s) Nuclear Gauge Tested or Proof Rolled.

h. Nuclear Density or Proof Rolling Results.

2.2 PIPE

A. GENERAL

Prior to acceptance by the Engineer all piping shall undergo testing by one or more of the following appropriate methods.

B. PRESSURIZED PIPE

The Contractor shall furnish all labor, materials, and equipment required to hydrostatically test pressure pipe(s) in accordance with the requirements of this Specification Sub-Section. The Contractor shall have approval from the Engineer the equipment is adequate including the calibrated pump suction tank, pressure pump, and pressure gauge. The Contractor shall

4-1(5) conduct a successful pretest of the water line prior to scheduling the official test.

1. PNEUMATIC (COMPRESSED AIR) LEAKAGE TESTING OF

PRESSURE PIPING IS STRICTLY PROHIBITED FOR SAFETY

REASONS.

2. All new pressurize pipe installations and reclaimed installations, shall be subjected to a hydrostatic pressure test. When the new pipe requires connection to an existing p i p e for filling the new p i p e , the connection between the existing and new pipe shall be broken and the new pipe plugged prior to commencing the test, unless prior approval is received from the Engineer.

a. With prior Engineer approval, a valve may be installed between the two sections to isolate the new section for testing.

3. Hydrostatic pressure testing of all waterlines, including reclaimed water lines, shall be conducted with potable water only, unless prior approval is received from the Engineer.

4. Hydrostatic pressure testing shall be conducted upon completion of backfill and installation of thrust restraints.

5. Hydrostatic testing may be conducted against existing valves upon written acceptance of the Engineer. However, the Contractor shall understand that such acceptance shall in no way relieve the Contractor of responsibility for damage to lines, valves, or appurtenances caused by the test. Furthermore, the WVDEP assumes no risk, liability, or obligation of any kind regarding the condition of existing facilities nor any connection the contractor may make to said facilities. Any damage to new or existing pipe resulting from the hydrostatic testing shall be repaired at the Contractor's sole cost.

6. All sections of newly installed pipe shall be inspected to ensure that all entrapped air has been completely expelled from the pipe, valves, and hydrants. If permanent air release outlets are not located at all high points, the Contractor shall install additional air release ports as may be necessary or as directed by the Engineer.

7. These components shall be considered incidental to the construction and testing of the waterline. For concrete cylinder pipe, the contractor shall specify and require the pipe supplier to include an appropriate number of outlets for the removal of trapped air. The location of the outlets shall be shown on the shop drawings. The cost of these outlets shall be considered incidental to the cost of the pipe and testing.

8. The test pump may be either hand or motor driven. The test pump shall be connected to the pipe under test only through a tap into the main. Any other method of connection shall have prior approval from the Engineer.

4-1(6)

9. Hydrostatic testing shall be conducted only after all new work has been installed. Sect ions may be tested with prior approval from the WVDEP. Hydrostatic testing shall be conducted only in the presence of the Engineer or the WVDEP’s Engineer appointed representative. The Contractor shall give the WVDEP’s Engineer two (2) work days of advanced notice prior to performing hydrostatic testing. The hydrostatic test pressures specified herein shall be maintained for a period of two (2) hours.

10. Unless otherwise noted in the Special Provisions, Technical Specifications, on the Project Plans or as directed by the Engineer, test pressures shall conform with the following table:

MINIMUM HYDROSTATIC TEST PRESSURE REQUIREMENTS

Line Section Working PSI Testing PSI

N/A N/A N/A

a. The test pressure shall not vary by more than ± 5 psi during the duration of the test.

b. Leakage shall be defined as the quantity of water that must be supplied into the newly installed pipe, or any valved section thereof, to maintain pressure within five (5) psi of the specified test pressure after the pipe has been filled with water and all air expelled. Leakage shall not be measured by a drop-in pressure in a test section over time.

c. No pipe installation shall be accepted if the leakage exceeds that determined by the following formula for ductile iron pipe:

Where: L = SD√P

133,200

L= Maximum allowable leakage in gallons per hour S= Total length of pipe tested in feet D= Nominal diameter of pipe in inches P= Average test pressure during the leakage test in pounds per square inch from the gauge.

d. No pipe installation shall be accepted if the leakage exceeds that determined by the following formula for PVC pipe:

Where: L = ND√P

133,200

L= Maximum allowable leakage in gallons per hour N= Total number of joints in length of pipe tested

4-1(7)

D= Nominal diameter of pipe in inches P= Average test pressure during the leakage test in pounds per square inch from the gauge.

e. Hydrostatic testing of HPDE pipe shall be in accordance with Plastic Pipe Institute PPI Technical Report TR-31.

i. Pressure Testing Outside The Trench

a) If specified by the Engineer, pressure testing may be conducted prior to pipe installation.

b) After the pipe has been joined, fill the pipe with water, carefully bleed off any trapped air. Subject the pipe to a hydrostatic test pressure that is one and a half (1.5) times the system design pressure for a maximum of three (3) hours. During this time, add water periodically to maintain the test pressure;

this compensates for the initial stretching of the pipe. The line pressure tightness is determined by visual observation; therefore, measuring the make-up water is not necessary. Examine every fused joint; any leakage must be repaired and then retested.

c) The Contractor shall be responsible to ensure that appropriate safety precautions are observed during hydrostatic testing above ground.

ii. Testing In The Trench

a) Fill the pipeline with water after the pipe has been laid; bleed off any trapped air. Subject the lowest element in the system to a test pressure that is one and a half (1.5) times the design pressure and check for any leakage. When, in the opinion of the Engineer, local conditions require that the trenches be backfilled immediately after the pipe has been laid, apply the pressure test after been used.

Typical minimum concrete curing times are thirty-six (36) hours for early strengths and seven (7) days for normal strengths.

b) The test procedures consist of two steps; the initial expansion and the test phase. When test pressure is applied to a water filled pipe, the pipe expands.

During the initial expansion of the pipe under test, sufficient make-up water must be added to the system at hourly intervals for three (3) hours to maintain the test pressure. After about four (4) hours, initial expansion should be complete, and the actual test can start.

4-1(8)

c) When the test is to begin, the pipe is full of water and is subjected to a constant test pressure of one and a half (1.5) times the system design pressure.

The test phase should not exceed three (3) hours, after which time any water deficiency must be replaced and measured. Add and measure the amount of make-up water required to return to the test pressure and compare this to the maximum allowance in the table below.

d) An alternate leakage test consists of maintaining the test pressure (described above) over a period of 4 hours and then dropping the pressure by ten

(10) psi (0.69 MPa). If the pressure then remains within 5% of the target value for one (1) hour, this indicates there is no leakage in the system.

e) Under no circumstances shall the total time under test exceed eight (8) hours at one and a half (1.5) times the system pressure rating. If the test is not complete within this time limit (due to leakage, equipment failure, etc.), the test section shall be permitted to “relax” for eight (8) hours prior to the next test sequence.

11. The Contractor shall be responsible all costs associated with repair(s), replacement(s), and subsequent Pressure Testing until the pipe is compliant with these Technical Specifications.

1 HOUR 2 HOUR 3 HOUR 1 HOUR 2 HOUR 3 HOUR

2" 0.08 0.12 0.15 20" 2.80 5.50 8.00

3" 0.10 0.15 0.25 22" 3.50 7.00 10.50

4" 0.13 0.25 0.40 24" 4.50 8.90 13.30 5" 0.21 0.41 0.63 28" 5.50 11.10 16.80

6" 0.30 0.60 0.90 30" 6.20 12.60 19.10

8" 0.50 1.00 1.50 32" 7.00 14.30 21.50

10" 0.75 1.30 2.10 36" 9.00 18.00 27.00

12" 1.10 2.30 3.40 42" 12.00 24.00 36.00

14" 1.40 2.80 4.20 48" 15.00 27.00 43.00 16" 1.70 3.30 5.00 54" 18.00 30.00 50.00

18" 2.20 4.30 6.50 ----- ----- ----- -----

NOMINAL

PIPE SIZE

GALS/100 FT OF PIPE NOMINAL

PIPE SIZE

GALS/100 FT OF PIPE

ALLOWANCE FOR EXPANSION UNDER TEST PRESSURE

4-1(9)

C. GRAVITY COLLECTION PIPE TESTING (PVC & HDPE)

Once the gravity collection piping has been installed, the Contractor shall camera and record the gravity collection piping in the presence of a WVDEP representative. The Contractor shall provide to the WVDEP a CD/DVD of the gravity collection piping. If deflections are apparent in the piping, at the Engineer’s discretion, the Contractor may be required to perform a mandrel test on the piping. The Contractor is responsible for and shall, when present, make necessary repairs and remove debris and/or other material that is in the piping. At the conclusions of the repairs or debris removal, the Contractor shall once again camera the gravity collection piping in the presence of a WVDEP representative to insure all items of concern have been properly addressed.

The Contractor shall test all gravity collection piping after installation as follows:

1. The Contractor shall give the WVDEP’s Engineer two (2) work days of advanced notice prior to performing test.

2. Perform Air Test with low air pressure after completion of backfill.

a. Before placing testing apparatus, inspect pipes, cleanout, and/or manholes for discernible water leaks. If leaks are found, the Contractor shall repair the leak prior to the Air Test.

b. Contractor may perform preliminary tests without the presence of the Engineer for informational purposes.

However, the WVDEP must be present during the actual Air Test.

c. The Contractor shall provide to the Engineer a list of material, equipment, and labor required to perform the Air Test.

3. Test pipes from manhole to manhole, manhole to cleanout, cleanout to cleanout, cleanout to terminus and/or from manhole to terminus.

4. Contractor may before Air Testing, soak interior with clean water.

The water must be removed before Air Testing begins.

5. Conduct Air Test as Follows:

a. Place test plugs at each manhole, cleanout, or terminus and securely brace.

b. Determine depth of groundwater level above inverts immediately before Air Testing.

c. Contractor will increase gage pressures accordingly but total pressure including increased amount of groundwater backpressure at springline of pipe shall not exceed 5.5 psi.

d. Add air slowly to test section until internal air pressure, on gage, stabilizes at 4 psi or at increased pressure determined for correction of groundwater backpressure.

e. Do not allow personnel in manholes while Air Test is being performed or when test section is under air pressure.

4-1(10)

f. If leakage is indicated at test plugs, relieve pressure before eliminating leak.

g. When air pressure is stabilized, disconnect hose and compressor and allow pressure to decrease to three and a half (3.5) psi, plus correction for groundwater backpressure.

h. Record time period for pressure to drop one half (0.5) psi, from three and half (3.5) to three (3.0) psi plus groundwater correction.

i. Pipes failing to maintain holding times in Air Test Tables herein will not be accepted.

j. If test section fails test, retest as specified herein and make repairs or replace.

k. The Contractor shall be responsible all costs associated with repair(s), replacement(s), and subsequent Air Testing until the pipe is compliant with these Technical Specifications.

6. Final Gravity Collection Line Testing.

a. Test after entire pipeline is installed, backfilled, and dewatering discontinued for five (5) days, but before introducing flow, observe pipeline for infiltration. If any infiltration is present, perform an infiltration test.

4 6 8 10 12 15 16 18 20 21 24 27

25 2:00 3:00 4:00 4:30 5:30 7:00 7:30 8:30 9:30 10:00 11:30 14:30

50 - - - - - - - - - - - -

75 - - - - - - - - - - - -

100 - - - - - - - - 9:30 10:00 11:30 14:30

125 - - - - - - - 8:30 10:00 11:00 14:30 18:00 150 - - - - - 7:00 7:30 9:30 12:00 13:00 18:00 21:30

175 - - - - - 8:00 9:00 11:00 14:00 15:30 20:00 25:00

200 - - - - 5:30 9:00 10:00 13:00 16:00 17:30 23:00 29:00

225 - - - 4:30 6:30 10:00 11:30 14:30 18:00 19:30 25:30 32:30

250 - - - 5:00 7:00 11:00 12:30 16:00 20:00 22:00 28:30 36:00

275 - - - 5:30 8:00 12:30 14:00 17:30 22:00 24:00 31:30 39:40

300 - - - 6:00 8:30 13:30 15:00 19:00 24:00 26:00 34:00 43:30

325 - - - 6:30 9:30 14:30 16:30 21:00 25:30 28:30 37:00 47:00

350 - - 4:30 7:00 10:00 15:30 17:30 22:30 27:30 30:30 40:00 50:30

375 - - 5:00 7:30 10:30 16:30 19:00 24:00 29:30 32:30 42:30 54:00 400 2:00 3:00 5:00 8:00 11:30 18:00 20:30 25:30 31:30 35:00 45:30 57:30

L E

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T H

O F

P

IP

E B

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IN

G T

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D

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E E

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PIPE DIAMETER IN INCHES

AIR TEST TABLE

MINIMUM HOLDING TIME IN MINUTES:SECONDS REQUIRED

FOR PRESSURE DROP FROM 3.5* TO 3.0* PSIG

*Test pressures shall be increased by amount of groundwater backpressure at springline of pipe but shall not exceed 5.5 PSIG.

4-1(11)

b. Set up weir, measuring device, stopwatch, and other required materials to perform test.

c. Measure amount of pipeline water infiltration at lower end by means of weir installed in pipeline or by other method to measure water approved by Engineer.

d. Maximum allowable leakage per day (MALPD): 50 gpd per inch diameter per mile of sewer pipe. (linear feet of pipe/5280 times pipe diameter in inches times 50 = MALPD)

e. If infiltration exceeds MALPD, make repair(s) or replace.

f. The Contractor shall be responsible all costs associated with repair(s), replacement(s), and subsequent Infiltration Testing until the pipe is compliant with these Technical Specifications.

D. DEFLECTION TESTING OF COLLECTION PIPE (PVC)

1. At the discretion of the Engineer, the Contractor may be required to perform a Pipe Mandrel Deflection Test on PVC pipe fifteen (15) inches in diameter and smaller.

a. Perform pipe mandrel deflection test after completion of backfill.

b. The Contractor shall give the WVDEP’s Engineer two (2) work days of advanced notice prior to performing hydrostatic testing.

c. Contractor may perform preliminary tests without the presence of the Engineer for informational purposes.

However, the WVDEP must be present during the actual Deflection Test.

d. The Contractor shall provide to the Engineer a list of material, equipment, and labor required to perform the Deflection Test.

2. Pipe Mandrel Deflection Test

a. Thoroughly clean pipe test section prior to test.

b. Push or pull mandrel through pipeline.

c. Failure of mandrel to pass a point or section in pipe indicates pipe barrel deflection of five (5) percent or greater.

d. If a pipe section fails test, the Contractor shall excavate and re-bed or replace failed section and backfill.

e. Retest section as specified herein.

f. The Contractor shall be responsible all costs associated with excavation, re-bedding, replacement, and subsequent Deflection Testing until the pipe is compliant with these Technical Specifications.

4-1(12)

2.3 MANHOLE OR WET WELL WATER TIGHTNESS

The WVDEP shall not accept a Manhole or Wet well prior to the Water Tightness Acceptance Test being performed on the structure and documentation of a passed test has been submitted to the WVDEP.

The Contractor shall give the WVDEP’s Engineer two (2) work days of advanced notice prior to performing hydrostatic testing.

Contractor may perform preliminary tests without the presence of the WVDEP Engineer for informational purposes. However, the WVDEP must be present during the actual Water Tightness Acceptance Test.

The Contractor shall provide to the Engineer a list of material, equipment, and labor required to perform the Water Tightness Acceptance Test.

A. WATER EXFILTRATION TESTING

1. Before the " Water Tightness Acceptance Test " is performed, the manhole shall be thoroughly cleaned, and all openings sealed to the complete satisfaction of the Engineer. All pipe openings in the base and the walls shall be plugged with plugs properly designed to provide a watertight seal.

2. At the time of commencement of the " Water Tightness Acceptance Test ", the manhole shall be filled with water to a point level with the top of the frame, and this water level shall be maintained for a period of four (4) hours during which period an accurate record of the amount of water to be added by reason of leakage (exfiltration) will be kept. The amount of exfiltration so determined from the initial observation when converted into gallons per day, must be within the limit stated in Sub-Section 2.3.A.3 of this Specification.

a. Water other than potable water used for testing shall have prior approval from the Engineer.

3. The manhole or wet well being tested shall be considered

"Acceptable" when the total rate of exfiltration does not exceed a rate of 0.038 gallons per inch of diameter per vertical foot per day.

Example: Leakage from a 4' diameter manhole, 6' deep, shall not exceed:

0.038 gal. x 48" x 6' = 10.9 gal. per day

For four (4) hour test, allowable leakage would be:

10.9 gal/day x 4 hr/(24 hr/day) = 1.8 gal. (for 4 hours)

4-1(13)

4. At the completion of the testing period, the Engineer must sign and date chart with time testing began and stopped.

B. ALTERNATE TESTING METHODS

The Contractor may submit to the Engineer an alternate method of testing for the manholes and wetwells. The Contractor shall not conduct an alternate testing method without prior approval by the Engineer

2.4 ROADS

A. All new road construction and road rehabilitation shall be in accordance with the Project Plans, Project Plan Details, and Technical Specifications.

B. All road work shall meet compaction and proof rolling requirements as given by Technical Specification Section 6-5 Unclassified Excavation.

C. All road work shall be inspected for compliance with Project Plan Details.

1. Intervals. Every one hundred (100) linear feet. At the Engineer’s discretion the inspection interval may be reduced.

2. The width and depth of each aggregate layer shall be measured by the Contractor in the presence of the Inspector to ensure compliance with Project Plan Details.

a. The depth shall be measured by the Contractor physically hand digging a hole in the road at location(s) as designated by the Inspector. After measurement is complete, the Contractor shall fill the hole with the removed aggregate and compact.

b. The Contractor shall measure the width of road at location(s) as designated by the Inspector. The Contractor shall use a tape measure that fully extends beyond the width of the road.

3. Evaluation

a. Aggregate depth at no location shall not be less than two (2) inches of the design depth and the average of depth measurements shall be ninety percent (90%) or greater of the design depth.

b. Aggregate width at no location shall not be less than six (6) inches of the design width and the average of width measurements shall be ninety eight percent (98%) or greater of the design width.

c. Areas failing shall be repaired at the Contractor’s expense.

1. Repairs shall be made in accordance with Project

Plans, Technical Specifications, and Inspector’s approval.

d. All areas requiring repair must be done so in the presence of the Inspector. After the repair is complete, no additional

4-1(14) testing will be required for invoice approval for the section of work.

4. Documentation.

a. The Road Testing shall be documented on a standardized report form and submitted to the Inspector daily.

b. One report shall be submitted for each section test, which will include all passed and failed tests.

c. The following information shall be documented:

1. Date.

2. Time.

3. Weather conditions.

4. Inspector.

5. Contractor’s Representative.

6. Description of Area(s) Tested.

7. Road Test Results.

2.5 PAINTING

A. The Technical Specifications may provide within the Specification, details on how a specified item(s) shall be painted, including but not limited to surface preparation, type of primer, type of paint, application conditions, thickness of primer and paint, etc.

B. The Contractor shall be responsible as part of the submittal package on any item(s) that includes painting details in the Technical Specification, to provide to the WVDEP the Manufacturer’s painting process, and the Manufacturer’s Quality Control procedure to insure painting meets or exceeds the given Technical Specification.

C. The Contractor shall provide surface preparation certification from the

Manufacturer by providing blast profile data of the surface comparator and/or Testex Film.

The Manufacturer shall also include with the surface preparation certification, documentation of the following environmental conditions during the blasting process.

1. Temperature

2. Relative Humidity

3. Dew Point

4. Wet Bulb Temperature

D. The Contractor shall provide a paint report to include but not limited to the following:

1. Provide documentation of the following environmental conditions during the painting process.

a. Temperature

4-1(15)

b. Relative Humidity

c. Dew Point

d. Wet Bulb Temperature

2. Provide Certified Inspection of paint thickness by a NACE CIP Level

2 Certified Inspector.

a. Provide the name of and a copy of the Inspector’s NACE CIP Level 2 certification.

2.6 CONCRETE

A. Prior to any cast-in-place concrete being used on the project, the Contractor shall provide to the Engineer:

1. Laboratory test reports for concrete materials.

2. Concrete mix design(s).

3. Materials certificates in lieu of materials laboratory test reports when permitted by Engineer. Materials certificates shall be signed by Manufacturer and Contractor, certifying that each material item complies with or exceeds specified requirements.

4. Provide certification from admixture Manufacturer(s) that chloride content complies with Specification requirements.

B. The Contractor shall engage a Concrete Testing Laboratory that complies with the requirements of Sub-Section 1.4.A of this Specification.

C. Materials and installed work may require testing and retesting at any time during progress of work. Tests, including retesting of rejected materials for installed work, shall be done at Contractor's expense.

1. Nondestructive Testing: Impact hammer, sonoscope, or other nondestructive device may be permitted but shall not be used as the sole basis for acceptance or rejection.

2. Additional Tests: The testing service will make additional tests of in-place concrete when test results indicate specified concrete strengths and other characteristics have not been attained in the structure, as directed by Engineer. Testing service may conduct tests to determine adequacy of concrete by cored cylinders complying with ASTM C 42, or by other methods as directed. Contractor shall pay for such tests when unacceptable concrete is verified.

D. Fresh Concrete Testing Methods and Frequency

ASTM C 172, except modified for slump to comply with ASTM C 94.

4-1(16)

1. Slump: ASTM C 143; one (1) test at point of discharge for each day's pour of each type of concrete; additional tests when concrete consistency seems to have changed.

2. Air Content: ASTM C 173, volumetric method for lightweight or normal weight concrete; ASTM C 231 pressure method for normal weight concrete; one (1) for each day's pour of each type of air-entrained concrete.

3. Concrete Temperature: Test hourly when air temperature is 40ºF (4ºC) and below, when 80ºF (27ºC) and above, and each time a set of compression test specimens is made.

4. Compression Test Specimen: ASTM C 31; one (1) set of four (4) standard cylinders for each compressive strength test, unless otherwise directed. Mold and store cylinders for laboratory-cured test specimens except when field-cure test specimens are required.

5. Compressive Strength Tests: ASTM C 39; one (1) set for each day's pour, plus additional sets for each 50 cu. yds. more than the first 25

cu. yds. of each concrete class placed in any one day; one (1) specimen tested at seven (7) days, two (2) specimens tested at 28 days, and one (1) specimen retained in reserve for later testing if required.

6. When frequency of testing will provide fewer than five (5) strength tests for a given class of concrete, conduct testing from at least five

(5) randomly selected batches or from each batch if fewer than five

(5) are used.

7. When strength of field-cured cylinders is less than 85 percent (85%) of companion laboratory-cured cylinders, evaluate current operations and provide corrective procedures for protecting and curing the in-place concrete.

8. Strength level of concrete will be considered satisfactory if averages of sets of three (3) consecutive strength test results equal or exceed specified compressive strength, and no individual strength test result falls below specified compressive strength by more than 500 psi.

E. Grout

1. Compression Test Specimen: ASTM C 31; one (1) set of four (4) standard cylinders for each compressive strength test, unless otherwise directed. Mold and store cylinders for laboratory-cured test specimens except when field-cure test specimens are required.

2. Compressive Strength Tests: ASTM C 39; one (1) set for each day's pour, plus additional sets for each 50 cu. yds. more than the first 25

cu. yds. of each concrete class placed in any one day; one (1) specimen tested at seven (7) days, two (2) specimens tested at 28 days, and one (1) specimen retained in reserve for later testing if required.

3. When frequency of testing will provide fewer than five (5) strength

4-1(17) tests for a given class of concrete, conduct testing from at least five

(5) randomly selected batches or from each batch if fewer than five

(5) are used.

4. When strength of field-cured cylinders is less than 85 percent (85%) of companion laboratory-cured cylinders, evaluate current operations and provide corrective procedures for protecting and curing the in-place concrete.

5. Strength level of concrete will be considered satisfactory if averages of sets of three (3) consecutive strength test results equal or exceed specified compressive strength, and no individual strength test result falls below specified compressive strength by more than 500 psi.

F. Test Results

1. The report shall be made in writing to the Regional Engineer, Ready-Mix Producer, and Contractor within 24 hours after tests.

2. Reports of compressive strength tests shall contain

a. The project identification name and number

b. Date of concrete placement

c. Dame of concrete testing service

d. Concrete type and class

e. Location of concrete batch in structure

f. Design compressive strength at 28 days

g. Concrete mix proportions and materials,

h. Compressive breaking strength,

i. Type of break for both 7-day tests and 28-day tests.

2.7 HDPE LINER

MANUFACTURER’S QUALITY CONTROL & QUALITY ASSURANCE

TESTING

A. SAMPLING

Full width samples shall be taken as retains from the end of each roll to the Manufacturer’s laboratory.

B. TESTING

The geomembrane quality control testing shall meet the following frequency requirements:

Property Test Method Testing Frequency (min.)

Thickness (smooth sheet) ASTM D 5199 per roll

(textured sheet) ASTM D 5994

4-1(18)

Asperity Height (textured sheet only) GRI GM12 every second roll

Alternate the measurement side for double-sided textured sheet.

Sheet Density ASTM D 1505/D 792 200,000 lb (90,000 kg)

Tensile Properties ASTM D 6693 20,000 lb (9,000 kg)

1. Yield Strength (HDPE only)

2. Break Strength

3. Yield Elongation (HDPE only)

4. Break Elongation

2% Modulus (LLDPE only) ASTM D 5323 per each formulation

Tear Resistance ASTM D 1004 45,000 lb (20,000 kg)

Puncture Resistance ASTM D 4833 45,000 lb (20,000 kg)

Axi-Symetric Break Strain (LLDPE only)ASTM D 5617 per each formulation

Stress Crack Resistance (HDPE only)ASTM D 5397 (App.) per GRI GM10

Carbon Black Content ASTM D 1603 20,000 lb (9,000 kg)

Carbon Black Dispersion ASTM D 5596 45,000 lb (20,000 kg)

Oxidative Induction Time (OIT)

Standard OIT ASTM D 3895 200,000 lb (90,000 kg)

4-1(19)

Oven Aging at 85°C ASTM D 5721

High Pressure OIT ASTM D 5885 per each formulation

UV Resistance GRI GM11

High Pressure OIT ASTM D 5885 per each formulation

C. WELDING ROD

A sample of welding rod shall be tested at the frequency of once per twenty-five (25) rolls of welding rod. The following tests shall be performed on the sample:

1. Diameter ASTM D 5199

2. Density ASTM D 1505

3. Melt Index ASTM D 1238

4. Carbon Black Content ASTM D 1603

D. REPORTING

Results from the testing shall be reviewed by the quality control manager.

Material that does not meet specifications shall be identified and placed on hold. The test data shall then be transferred to the product data file for roll certification.

E. TEST SEAMS

Field test seams shall be conducted on the liner to verify that seaming conditions are satisfactory. Test seams shall be conducted at the beginning of each seaming period and at least once every four (4) hours, for each seaming apparatus and personnel used that day.

All test seams shall be made in contact with the subgrade. Welding rod used for extrusion welding shall have the same properties as the resin used to manufacture the geomembrane.