Addendum 5.pdf

AGENCY SOLICITATION NUMBER – ARFQ DEP2700000017

Addendum Number: 5

The Purpose of this addendum is to modify the solicitation identified as (“Agency Solicitation”) to reflect the change(s) identified and described below.

Applicable Addendum Category:

Modify bid opening date and time [ ]

Modify specification of product or service being sought [ X ]

Attachment of vendor questions and responses [ X ]

[ ] Attachment of pre-bid sign-in sheet

[ ] Correction of error

Other [ X ]

Description of Modification to Solicitation:

This Addendum issued to publish and distribute the attached documentation to the vendor community.

1. Publish questions and answers.

2. Publish revised specifications.

3. Update quantity on commodity line 16.

4. Publish revised drawings.

Additional Documentation: Documentation related to this Addendum (if any) has been included herewith as Attachment A and is specifically incorporated herein by reference.

Terms and Conditions:

1. All provision of the Agency Solicitation and other addenda not modified herein shall remain in full force and effect.

2. Vendor should acknowledge receipt of all addenda issued for this Agency Solicitation by completing an Addendum Acknowledgement, a copy of which is included herewith. Failure to acknowledge addenda may result in bid disqualification. The addendum acknowledgement should be submitted with the bid to expedite document processing.

Addendum #5 Buffalo Coal Company

Permit # S-2003-03 C1 EQ Basin Project

The following are questions that were identified at the Pre-Bid Conference (PBC) conducted on-site on September 29, 2026, Questions provided to WVDEP Procurement, Project Clarifications, Project Notes, Project Changes, Technical Specification Changes, and Project Plan Changes. The answers and clarifications provided herein take precedence over verbal answers at the PBC and previously provided specifications and descriptions provided in the Solicitation should there be any conflicts between the two.

Q1. Plan Sheet 8 shows a cut of 13,285 CY, Plan Sheet 02 Summary of Quantities has 30,000

CY and the bid schedule has 35,000 CY; which one is correct?

A.1 13,285 cy is the estimated quantity of soil to be cut for the EQ Basin. Plan Sheet 02 has been revised with the correct number. The bid item EQ Basin on the bid schedule has also been revised.

Q2. What is the engineer’s estimate for the project?

A2. $709,741.

Q3. Do you have specifics on the Pole Building?

A3. See Plan Sheet 11 for details on gravel floor and Technical Specification 13-23 Pole

Building.

Q4. Are As-builts required for this project?

A4. Yes.

Q5. Are AutoCAD drawings available for the bid process?

A5. No, they are made available to the successful bidder.

Q6. Do you anticipate any rock excavation in the pond area? What size rocks will be encountered?

A6. See Revised Technical Specification 14-1 Geological Technical Report which was for the original C1 project. Section was revised to provide section cover sheets. Based on the geotechnical information available, it is not anticipated to encounter bedrock. Any rock that may be too large to incorporate into the fill may be placed outside of the proposed fill area, in a stable manner as approved by the WVDEP Inspector or Project Engineer. If the contractor elects not to reduce the rock to a size acceptable to place in the fill areas. See Technical Specification 6-5 Unclassified Excavation: The geotechnical data does not guarantee the composition of the materials encountered. There will be no additional payment for hard rock excavation.

Q7. Can you use an alternative liner?

A7. An alternative liner shall be considered following Special Provisions 0-13 Engineer

Approved Equal.

Permit # S-2003-03 C1 EQ Basin Project

Q8. Where is the Incidental Limestone to be used?

A8. Anywhere extra stone may be needed but prior approval must be obtained from the

WVDEP Site Inspector or Project Engineer before use.

Q9. Are there any miscellaneous items included in the project, such as wheeled equipment to be purchased for later use on the site by WVDEP?

A9. No.

Q10. What is to be done with excess soil?

A10. Soil that is not used for filling the EQ Basin, for the new road or for covering the gravity line can be placed around the EQ Basin in a stable and uniform manner as approved by the WVDEP Inspector or Project Engineer.

Q11. What is the timeline/start date for this project?

A11. Much of the work to be performed is sensitive to weather and soil conditions. Work such as preliminary surveying and construction of Pole Building, may be performed in weather conditions that are not favorable to earthwork. WVDEP may issue the Notice to Proceed immediately upon issuance of the Contract, however contractor may request a winter shutdown. WVDEP does not anticipate earthwork starting on the EQ Basin until the Spring of 2027.

Q12. Will any site clearing woody material be windrowed?

A12. Yes, that is covered under Site Preparation.

Q13. What does EQ stand for?

A13. Equalization.

Q.14 Can you provide additional information pertaining to the electric actuator needed for the

12” knife gate valve? Page 10, 10-39 of the specifications state “actuator is an electric muti-turn Auma SA series” but will need additional information for the material supplier.

A.14 The actuator is listed under Technical Specification 11-1 in the scope of work.

Q15. In reference to sheet six, will you be adding a spillway or pipe to convey collected water in the smaller collection basin to the larger new EQ basin?

A15. See SHEET 07 R for new Profile C-C’ details which show the spillway from the forebay to the EQ Basin.

Q16. The existing gravel road is five (5), plus miles long. Can "Road Maintenance" be a per ton bid item instead of a lump sum?

A16. See Technical Specifications Section 5-2 Road Maintenance section 1.0 Description for more information. Stone that shall be use for Road Maintenance shall be coved under bid item “Incidental Limestone”. Any stone that is needed for the Road Maintenance shall have been preapproved by either the WVDEP Inspector or Project Engineer.

Permit # S-2003-03 C1 EQ Basin Project

Q17. Details for the "New road construction" shows filter fabric but does not have a pay item.

Where should time/cost for the filter fabric be added?

A17. The cost of filter fabric should be included in the New Road Construction Base Layer bid item.

Q18. Treatment facility gravel pad has a different stone profile than the new road. Is there an area where the treatment facility details will be placed? If so, what items will it be paid under?

A18. The Pole Building Gravel Floor is incidental to the 30 x 40 Pole Building bid item. The stone profile is shown on Sheet 11 “Pole Building Gravel Floor Detail”. The Pole Building location may be field adjusted per the WVDEP Inspector or Project Manager. The Pole Building Gravel Floor final grade will match the existing grade of the gravel lot adjacent to the existing Treatment Facility.

Q19. On sheet 13 of plan set. Liner Notes under Liner Key detail states "In areas noted by the engineer during construction, 1.5" crusher run shall be placed at a depth of 3 inches between the liner and earth" How will this be paid? Should we assume the entire basin receives 3" of stone prior to placement?

A19. On Sheet 13 the Liner Key Profile Detail and accompanying notes are for the typical liner key for channels when applicable. The EQ Basin liner will require the same anchor trench profile and fabric for separation however the crusher run and riprap shown in the detail does not pertain to the EQ Basin liner. It is the contractor’s responsibility, at no additional cost to the WVDEP, to ensure the subgrade is prepared properly according to the specifications prior to placement of the liner. Placement of crusher run is not anticipated under the EQ Basin liner, however if the WVDEP Inspector or Project Engineer requires the addition of commercial stone this will be paid under the incidental stone bid item.

Q20. Per above mentioned detail, it shows 10 oz felt fabric. Is there a layer of felt under the liner?

A20. It is not intended for stabilization fabric to be utilized on this project. It is not intended to use fabric on the EQ Basin. On Sheet 13 the Liner Key Profile Detail and accompanying notes are for the typical liner key for channels when applicable.

Q21. Can the liner system be paid in a SY instead of Lump Sum?

A21. No, all measurements have been given on the size of the EQ Basin.

CLARIFICATIONS, NOTES, AND CHANGES

1. For site visits please contact the WVDEP Procurement at DEPProcurement@wv.gov

2. Removal of duplicate SHEET 09.

3. Technical Specification 13-23 Pole building has been revised as a post frame structure and all language referring to a steel frame structure has been removed.

Permit # S-2003-03 C1 EQ Basin Project

REVISED SPECIFICATIONS

6-5 Updated section 9.0 Method of Payment about bid item that are paid by cubic yard.

11-1R Add bid item to pay item

13-23R Removed language associated with a steel fabricated building

14-1R Add cover sheets.

ADDED SPECIFICATIONS

5-3

8-4

9-1

REVISED BID SHEET

1. Bid Item 16 EQ Basin quantity was changed from 35,000 CY to 15,000 CY. The pricing was updated to reflect this new quantity.

REVISED DRAWINGS

1. SHEET 02R: Updated the quantity for EQ Basin from 30,000 CY to 13,285 CY. Add 5-3 and 8-4 to New Road Construction Base Layer. Add 9-1 to 30 X 40 Pole Building bid item. Add 11-1 to 12 inch Stainless Steel Knifegate Valve with Actuator.

2. SHEET 05 R: Add location of borehole to the plan sheet.

3. SHEET 06R: Change New EQ Basin Sheets number from 08-10 to 07-10. Add elevation numbers to contours on EQ Basin.

4. SHEET 07R: Added New Profile Section C-C’. Add new labels to Profile Section A-A’.

5. SHEET 09R AND 10R: Added legend for cut and fill.

5-3 (1)

5-3 ACCESS ROADS

1.0 DESCRIPTION

The Contractor will be required to construct all-weather access roads. The roads shall be built as shown on the Project Plans.

1.1 MATERIALS

A. Aggregate for the Base Course shall be in accordance with Technical

Specification 7-1 Limestone. Size and gradation will be in accordance with the Project Plans.

B. Stabilization Fabric shall be in accordance with Technical Specification 8-4

Stabilization Fabric.

1.2 QUALITY ASSURANCE

A. Engage a testing laboratory acceptable to the Engineer to perform material evaluation tests and to design concrete mixes.

B. 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.

1.3 METHOD OF CONSTRUCTION

Access Roads shall be constructed as shown on the Project Plans. Fill material and subgrade shall be placed according to Project Plans. When shown on the Project Plans, stabilization fabric shall be placed, and road surfacing stone shall consist of crusher run stone placed to the lines and depths depicted on the Project Plans and meeting the gradation and quality requirements for Technical Specification 7-1 Limestone.

A. The Contractor must maintain records of equipment used to compact the material and submit to WVDEP.

B. A smooth drum, 10-ton combined, compactive effort, vibratory roller shall be utilized for the compaction of all roadway material layers and lifts. The roadway sub-grade material shall be compacted prior to placement of engineering fabric. The base stone layer and any subsequent layers shall be compacted after spreading and grading of each layer. The final top layer of crusher run limestone shall be compacted, and a minimum 3-inch thick layer shall remain AFTER Compaction. A minimum of 3 passes shall be made on each lift or layer.

C. Embankment fill, subgrade and crusher run materials required for the access roadways shall be compacted to at least 95% of the maximum dry density

5-3 (2) and shall be within 3% tolerance above or below the optimum moisture content.

D. Lift Thickness of fill material shall not exceed 1-foot loose lifts. Lift thickness of the subgrade and crusher run material shall not exceed 6-inch compacted lifts.

E. The subgrade of the access roads to be constructed will be in accordance with the Project Plans and shall be prepared, compacted, and approved by the Engineer prior to placement of stone material.

F. The stabilization fabric shall be in accordance with Technical Specification 8-

4 Stabilization Fabric.

2.0 METHOD OF MEASUREMENT

A. The method of measurement for determining quantities for per unit bid item(s) shall include furnishing all materials and doing all the work prescribed in a workmanlike and acceptable manner, including all labor, tools, equipment, supplies, and incidentals & appurtenances necessary to complete the work as shown on the Project Plans.

B. The method of measurement for determining quantities for lump sum bid in a workmanlike and acceptable manner, including all labor, tools,

2.1 BASIS OF PAYMENT

A. Per unit bid item(s) shall be paid per unit bid and shall include the following items, which price and payment shall be full compensation for all materials, labor, equipment, and incidentals necessary to perform the work.

B. Lump sum bid item(s) shall be paid at the lump sum bid and shall include the following items, which price and payment shall be full compensation for all materials, labor, equipment and incidentals necessary to perform the work.

No deduction will be made nor will any increase be made in the lump sum bid amount regardless of decreases or increases in the final total contract amount or for any other cause.

2.2 PAY ITEM(S)

“New Road Construction Base Layer”, per linear foot

“New Road Construction Final Layer”, per linear foot.

END OF SECTION

6-5 (1)

6-5 UNCLASSIFIED EXCAVATION

1.0 GENERAL

This work shall consist of excavating, transporting, stockpiling, placing and compacting refuse, soil, rock or other materials encountered in the grading of the project area and any other indicated incidental work.

2.0 MATERIALS

Fill material shall be considered a mixture of soil or rock or soil and rock commingled with coal refuse encountered during excavation operations. The WVDEP shall consider all excavation “UNCLASSIFIED” regardless of any core boring or test pit data provided. This data (if provided) is not a guarantee of materials encountered throughout the construction area. There will be no additional payments for hard rock excavation (i.e. air hammer, blasting, etc.)

3.0 BORROW AND SPOIL AREAS

A. When required, designated disposal and borrow areas shall be shown on the

Project Plans. Soil cover shall be obtained as detailed in Section 4.0 of this Specification. Soil encountered within the project area is anticipated to produce suitable material for use as backfill and soil cover in the project area.

B. Offsite Borrow/Disposal Area

When during construction there is inadequate space for disposal and/or adequate soil material is not available within the Construction Limits, the Contractor shall be responsible for securing disposal and/or borrow area(s) outside the Construction Limits, at no cost to the WVDEP.

The Contractor shall be responsible to obtain from the property owner(s) of the borrow and disposal areas, all necessary rights of entry, including rights of entry for WVDEP and OSMRE for inspection purposes and by the property owner. The said rights of entry agreement must state that the property owner(s) agree to indemnify and hold harmless the WVDEP from all liability and/or damages resulting from the Contractor’s use of property for which the Contractor was to obtain rights of entry for borrow, disposal, access, soils testing, or other purposes. Said indemnification shall include, but is not limited to, liability and damages resulting from the Contractor’s failure to obtain any or not all the rights of entry; failure to obtain the proper rights of entry; failure to utilize appropriate language in the rights of entry agreements;

or failure to obtain permission and signature of all persons or entities holding a legal interest in the subject property(ies) covered by the rights of entry.

6-5 (2)

The Contractor shall submit to the Regional Engineer offsite borrow/disposal area(s) for approval of use. The Regional Engineer reserves the right to have the borrow material tested for quality and contamination at the Contractor’s expense. In addition, prior to use of the area, the Contractor shall submit a plan detailing cut/fills, access roads, permit, easements, etc. to the Regional Engineer for approval of site. All work performed offsite shall comply with the contract documents, including but not limited to Technical Specification 6-1 Revegetation and Technical Specification 6-2 Sediment and Erosion Control.

Construction performed on offsite barrow and or disposal site shall become part of the Contract and therefore part of the Contract Warranty.

The Contractor shall be held responsible for compliance with all NEPA requirements and shall provide proof of such compliance to the Regional Engineer. The Contractor shall observe the following NEPA compliance schedule relative to selecting and utilizing any off site borrow areas and or any waste disposal areas.

1. No borrow (disposal) site operations will affect a site listed in, eligible or proposed to be listed in the National Register of Historic Places.

2. No borrow (disposal) operations will be located within one-quarter mile of any Federally listed established or prospective component of the National Wild and Scenic River System under 16 USC 1274 and 1276.

3. Borrow (disposal) site operations will not cause a significant encroachment within the base floodplain (CE.O. 11988: Floodplain Management).

4. Borrow (disposal) site operations will not be located in or affect a critical habitat of a Federally listed endangered or threatened species under 16 USC 1531, et. seq.

5. No borrow (disposal) operations will occur in wetland areas which are designated by appropriate agencies.

6. Borrow (disposal) site operations will be consistent with any approved plans governing ambient air quality.

7. Adherence to these mitigation measures does not relieve the Contractor of the obligation or responsibility to obtain any other Federal, State, or local approvals and permits required to use borrow (disposal) areas and conduct such activities.

8. Documentation: Copies of borrow (disposal) site approvals and concurrences will be submitted to the Regional Engineer prior to the commencement of reclamation activities.

9. Site Monitoring: Borrow (disposal) activities will be monitored by the State to ensure compliance with contractual requirements, applicable Federal, State, and local laws, and any permit conditions.

6-5 (3)

4.0 SOIL COVER

A. This work consists of covering all areas reaching final grade with a 1-foot thick layer of suitable soil material capable of supporting vegetation. The soil cover material shall be obtained in conjunction with clearing and grubbing operations, regrading and/or drainage feature and other planned excavations and as directed and approved by the Inspector. Areas reaching final grade in exposed coal or coal refuse shall be undercut a minimum of 12 inches with a minimum of 12 inches of soil material placed over the exposed coal or refuse to the lines and grades shown on the Project Plans.

B. All topsoil encountered during excavation operations shall be stockpiled and used as a general cover of the site at final grade and soil cover for encountered coal, refuse, exposed coal seams, bedrock, and buried materials at final grade elevations.

1. Topsoil for the restoration of temporarily disturbed areas (such as office trailers, parking areas, etc.) shall consist of a 4-inch thick layer of loose, friable, and loamy topsoil.

2. The topsoil shall be free of refuse or any foreign materials and shall contain not less than 5% nor more than 20% organic matter.

3. Topsoil shall be denuded of all burnable materials prior to stripping and shall be free of subsoil.

4. The surface of the topsoil and all other areas to be seeded shall be raked, rolled, and graded smooth with adjoining areas.

5.0 REFUSE

Iron precipitate, coal, or coal refuse, black or dark gray shales, acidic materials, and other on-site potentially toxic materials shall be specially handled to the satisfaction of the Inspector. Coal and coal refuse, black or dark gray shales, acidic material, and other on-site similar materials to be buried in-place shall not be placed in any water course, within 1 foot minimum, vertically of any coal seam, or 4 feet minimum, horizontally of the highwall or designated backfill area. The refuse shall be compacted and placed beneath a cap of 2 feet, if available (minimum of 12 inches), of soil cover (capable of supporting vegetation) and proposed final grades depicted on the Project Plans.

All coal refuse shall be covered with a minimum of 2 feet of the best available non-toxic and non-combustible material that will support vegetation. Based on physical and chemical analysis, alternative thickness of cover material may be permitted.

Liming of open pits is to be carried out at a rate of 40 tons/acre. All potentially toxic material shall be cleaned from the pavement prior to spreading lime uniformly over the exposed pavement. This potentially toxic material shall be placed on a pad prepared in the backfill. The top of the pad shall be a minimum of 4 feet above the

6-5 (4) pavement, located out of any water course and away from the highwall. Lime shall be blended with the toxic material or (lime shall be spread over top of toxic material).

Coal refuse shall be treated in the same manner as the toxic material above. Lime at a rate of 40 tons/1000 tons, unless testing shows other amounts.

Unless otherwise specified, all lime used shall comply with Technical Specification 6-1 Revegetation Subsection 1.1. The use of blends and low-grade agricultural liming materials shall require prior Regional Engineer approval. Lime shall be spread as soon as possible after delivery to site. Lime shall be applied evenly and uniformly distributed over the treated area. Lime shall be thoroughly mixed into the soil material. Lime shall not be stored onsite more than 60 days.

6.0 TREATMENT POND AND STORMWATER STRUCTURE CLEANINGS

A. Metal Precipitant

1. Metal precipitant shall be disposed in an Inspector-approved, non-structural location, covered, and vegetated.

B. Soil Sediment

1. Sediment of acceptable quality can be incorporated into the final soil layer with Inspector approval.

2. Sediment that is not of acceptable quality shall be disposed in an Inspector-approved, non-structural location and vegetated.

7.0 METHOD OF CONSTRUCTION

A. The Contractor shall comply with all Special Provisions.

1. The Contractor shall comply with OSHA Regulation 29CFR1926 Subpart P for excavation of trenches associated with pipe, culvert, subsurface drains, wet mine seal constructions, and similar constructions.

2. The Contractor shall adhere to sequence of construction as outline in the Special Provisions. The Contractor shall not allow water to enter or pool in constructed ditches, pipes, or subsurface drains until all components have been installed and are operational, and the construction has been approved by the Inspector. Work shall proceed downstream to upstream, bringing the site to grade and installing drainage control structures. The Contractor shall comply with Technical Specification Section 6-2 Sediment and Erosion Control.

6-5 (5)

B. Excavation

1. Material excavation shall consist of the required removal of materials from areas shown with the slopes and finish grading of the areas depicted on the Project Plans. Any excavation beyond planned areas will not be paid for unless written authorization is obtained from the Regional Engineer. Slopes shall be trimmed neatly to present a uniform surface, free from hollows, protrusions, and loose or overhanging rocks. The tops of all slopes shall be rounded to form a smooth, uniform transition to existing ground.

2. Generally, the material to construct fills and grades shown on the Project Plans is located directly adjacent to the fill area. In no instance will the Contractor have the need to move material from one balanced area to another balanced area without prior authorization from, and the express written consent, of the Regional Engineer.

3. The reclamation approach described in these construction specifications and shown on the Project Plans is intended to provide a lasting, stable configuration. The Contractor is required to exercise care to avoid conditions which may result in unstable conditions during the construction process. The Contractor shall be responsible for protecting adjacent properties and structures along with completed onsite work from damage. The Contractor must utilize material removal techniques, which are generally considered to be conducive to retaining slope stability. Additionally, disturbed slopes shall be brought to the design profile as soon as practical and shall be protected in accordance with Technical Specification Section 6-1 Revegetation.

4. All vegetation and organic material (except for stumps located in non-structural backfill that are located greater than 5 feet from finished grade) shall be removed from the disposal and fill areas prior to placement of excess spoil or backfill.

C. Material Placement

All excavated materials shall be moved and deposited as shown on the Project Plans and detailed in these specifications. Field adjustments to elevations, lines, and grades may be required to correctly construct this project as shown on the Project Plans. Such adjustments shall be made by the Contractor at no additional costs to the WVDEP. The Regional Engineer reserves the right to increase or decrease any or all the quantities of work or to omit any work, as deemed necessary.

The Contractor shall comply with Technical Specification 6-2 Sediment and Erosion Control Subsection 1.2.E during the project. After prolonged precipitation events, if soil surfaces become too wet and plastic to work properly, the top material shall be removed to expose firm material. Ruts in

6-5 (6) the surface of any layer shall be suitably filled or eliminated by grading before compaction.

The Inspector reserves the right to determine if the hauling equipment causes horizontal shears or slicken-slides, rutting, quaking, heaving, cracking, or excessive deformation where material is placed. If the Inspector observes these conditions, the Contractor shall limit the type, load, or travel speed of the hauling equipment on areas where the material is placed.

During material placement, the Contractor shall remove from the areas of fill, any material the Inspector considers objectionable and shall dispose of such material and refill the area as directed, and at no additional cost to the WVDEP. The Contractor shall select compaction equipment that will produce the specified density. Should fill areas become sealed with a slick surface, the Contractor, at the discretion of the Inspector, may be required to scarify the surface to a depth of 4 inches prior to placement of the next lift.

The Contractor shall insure that backfilling over trenches and other excavation is well compacted prior to seeding. If settlement occurs after seeding and during the term of the Contract, or prior to the end of the Project Warranty, the Contractor shall fill the settled areas with approved topsoil, re-fertilize and reseed the area.

The regrading plan shall be conducted in a manner such that topsoil encountered and stockpiled shall be uniformly spread over the entire final graded area to be vegetated. The topsoil cover shall not be compacted to the specifications stated for fill compaction, but shall be placed in a manner to allow for proper establishment of vegetation. Excess stockpiled soil must be either removed or permanently stabilized within 15 days of completion of the construction

The Contractor shall revegetate all disturbed areas by the method given on the Project Plans while complying with Technical Specification Section 6-1 Revegetation.

Fill materials to be used in any area of fill placement shall be free from trash, debris, frozen soil, organic material or other foreign material. No burning refuse (defined as greater than 140 º F) and/or combustible material shall be placed in fill areas.

1. Structural Backfill

Structural Backfill is soil and/or aggregate used as fill to bring a site to a required elevation grade for additional construction to take place on top of the backfill. Examples of these types of areas are, but not limited to ponds, silos, buildings, roads, parking areas, treatment processes, etc.

6-5 (7)

Compaction shall meet the following:

Description % of Maximum Dry Density

Foundations 98% + 3% Building Slabs 98% + 3% Concrete Tanks 98% + 3% Embankment Fill 95% + 3% Embankment Subgrade 95% + 3% Roadway Subgrade 95% + 3% Roadway Aggregate Base Layer 95% + 3% Roadway Aggregate Top Layer 95% + 3% Culvert Backfill 95% + 3% Foundation Backfill* 95% + 3%

*Backfills against foundations shall be done in manner to prevent horizontal displacement of material adjacent to foundations.

Compaction equipment shall not contact foundations nor be operated in a manner that could cause damage to foundations. Any damage to foundations shall be repaired or replaced at the Contractor’s expense, at the discretion of the Engineer.

a. Soil lifts shall not exceed a compacted height at the specified maximum dry density of 12 inches.

b. Aggregate lifts shall not exceed a compacted height at the specified maximum dry density of 6 inches unless otherwise noted on the Project Plans.

c. Rock size no larger than 9 inch shall be permitted in soil backfill.

d. Embankment fill material that does not contain adequate moisture to be compacted to the requirements specified herein shall receive applications of water necessary for compaction.

Water shall be applied with suitable sprinkling devices and shall be thoroughly incorporated into the material to be compacted. Embankment fill material that contains excess moisture shall be dried prior to compaction. The Contractor shall maintain adequately sized discing equipment onsite for soil conditioning (i.e. adding or reducing moisture).

e. Prior to fill placement, all unsuitable material, as determined by the Inspector, shall be removed. The WVDEP reserves the right to have the Contractor to test soil for suitability.

2. Non-Structural Backfill

6-5 (8)

Non-Structural Backfill is fill that is placed at locations where NO additional construction (surcharge loads) shall take place. Examples of these types of areas are, but not limited to highwall backfill, some spoil areas, etc.

Compaction shall meet the following:

Description % of Maximum Dry Density

Soil Backfill 90% + 3% Embankment Fill for Lawns 90% + 3%

a. All excess spoil shall be transported and placed only on the solid portion of the bench in a controlled manner in horizontal compacted lifts not exceeding 4 feet in thickness. The area shall be backfilled and graded to conform to the lines and grades as indicated on the Project Plans.

b. Boulders may or may not be apparent on the surface of the Project area, but may be encountered during excavation operations. Boulders to be incorporated into the fill shall not be greater than 3 feet in any dimension, segregated, not concentrated in any fill location, and shall be buried at least 12 inches below finished grade.

c. Boulders larger than 3 feet in any dimension shall be either reduced to less than 3 feet in any dimension, or placed at a designed location on the Project site at the discretion of the Inspector.

d. Depositing and compacting fill in layers shall be started at the lowest point in the fill below grade and be advanced in horizontal lifts.

e. For non-structural backfills where the fill point begins less than 5 feet below the finished grade, the Contractor shall, at no expense to the WVDEP, remove all material that is deemed unsuitable by the Inspector.

f. For non-structural backfills where the fill point begins at a depth of 5 or greater below the finished grade, the Contractor shall construct the initial lift with the most durable material available, in a lift thickness deemed appropriate by the Engineer, to provide support for equipment, and to construct subsequent lifts. The Inspector reserves the right to have the Contractor perform proof roll tests of the soil, for suitability.

3. Pipe Backfill

a. The Contractor shall backfill piping with the appropriate material as given by the Project Plans to 12 inches above the top of the pipe.

6-5 (9)

b. Six (6) inch loose lifts shall be placed and compacted to 4 inches, until final finished graded is reached.

8.0 QUALITY CONTROL

Compaction testing shall be conducted in accordance with Technical Specification 4-1 Quality Control.

9.0 METHOD OF PAYMENT

A. All work in the project requiring any form of earthwork shall be considered

“UNCLASSIFIED EXCAVATION”. Unclassified Excavation shall be considered incidental to any and all bid items requiring Unclassified Excavation. With the expectation of bid items paid per cubic yard. Thes bid items shall be paid based on the amount of material cut. The volume of cut shall be calculated by AUTOCAD Surface Comparison, five-foot by five-foot square, between a pre-construction and post-construction topographical survey.

9.1 BASIS OF PAYMENT

labor, equipment and incidentals necessary to perform the work.

materials, labor, equipment and incidentals necessary to perform the work.

No deduction will be made nor will any increase be made in the lump sum bid

9.2 PAY ITEM

“EQ Basin”, per cubic yard.

8-4 (1)

8-4 STABILIZATION FABRIC

1.1 SUMMARY

A. This Section includes the following:

1. Stabilization Fabric.

1.2 RELATED DOCUMENTS

A. Project Plans, Special Provisions, and Technical Specifications apply to work of this Section.

1.3 REFERENCE STANDARDS

A. ASTM International

1. D4355 Standard Test Method for Trapezoid Tearing Strength of Geotextiles

2. D4491 Standard Test Methods for Water Permeability of Geotextiles by Permittivity

3. D4533 Standard Test Method for Trapezoid Tearing Strength of Geotextiles

4. D4632 Standard Test Method for Grab Breaking Load and Elongation of Geotextiles

5. D4751 Standard Test Methods for Determining Apparent Opening Size of a Geotextile

6. D4833 Standard Test Method for Index Puncture Resistance of Geomembranes and Related Products

7. D4873/ D4873M Standard Guide for Identification, Storage, and Handling of Geosynthetic Rolls and Samples

8. D5261 Standard Test Method for Measuring Mass per Unit Area of Geotextiles

1.4 SUBMITTALS

A. General: Submit the following in accordance with Special Provisions Section 0-11 Submittals.

1. Certification:

a. The Contractor shall provide the Engineer a certificate stating the name of the geotextile Manufacturer, product name, style, chemical compositions of filaments or yarns and other pertinent

8-4 (2) information to fully describe the geotextile.

b. The Manufacturer is responsible for establishing and maintaining a quality control program to assure compliance with the requirements of the specification. Documentation describing the quality control program shall be made available upon request.

c. The Manufacturer’s certificate shall state that the furnished geotextile meets the requirements of the specification as evaluated under the Manufacturer’s quality control program.

The certificate shall be attested to by a person having legal authority to bind the Manufacturer.

2. Manufacturing Quality Control (MQC) test results shall be provided upon request.

1.5 DELIVERY, STORAGE, AND HANDLING

A. Geotextile labeling, shipment and storage shall follow ASTM D4873.

B. Product labels shall clearly show the manufacturer or supplier name, style name, and roll number.

C. Each shipping document shall include a notation certifying that the material is in accordance with the Manufacturer’s certificate.

D. Each geotextile roll shall be wrapped with a material that will protect the geotextile from damage due to shipment, water, sunlight, and contaminants.

E. The protective wrapping shall be maintained during periods of shipment and storage. If the wrapping is damaged prior to installation, the outer wrap of geotextile material must be discarded before installation.

F. During storage, geotextile rolls shall be elevated off the ground and adequately covered to protect them from the following: Site construction damage, extended exposure to ultraviolet (UV) radiation, precipitation, chemicals that are strong acids or strong bases, flames, sparks, temperatures in excess of 160 oF and any other environmental condition that might damage the geotextile.

2.0 PRODUCTS

2.1 BASIS OF DESIGN

A. The BASIS OF DESIGN is SKAPS W250 Stabilization Fabric having been deemed to represent the minimum level of quality, performance, and service acceptable for this material. Equal material submittals will be in accordance

8-4 (3) with Special Provisions Section 0-13 Engineer Approved Equal.

Skaps Industries 335 Athena Drive Athens, Georgia 30601

(706) 354-3700 https://skaps.com/

2.2 MATERIAL

A. Stabilization fabric shall be woven geotextile fabric that is used to stabilize any soft areas on any road surface, all level areas, and prepared subgrade prior to placement of surfacing and resurfacing stone surrounding the treatment facility, prior to stone application.

B. Do not place stabilization fabric on slopes or grades exceeding 10%.

C. Stabilization Fabric Specifications:

Property Test Method Values Weight, typical ASTM D5261 5.0 oz./yd.2 Grab tensile ASTM D4632 250 lb.

Grab elongation ASTM D4632 15 % Trapezoid tear ASTM D4533 90 lb.

Puncture resistance ASTM D4833 900 lb.

Permittivity1 ASTM D4491 0.05 sec-1 Water flow1 ASTM D4491 4 gpm/ft2 A.O.S.1 ASTM D4751 40 US Sieve UV resistance ASTM D4355 70/500 %/hr

Note:

1 At time of manufacturing. Handling, storage, and shipping may change these properties.

3.0 EXECUTION

3.1 PREPARATION

A. Clear, grub, and excavate/fill installation site to design grade. Remove topsoil, vegetation, and other unsuitable materials.

B. Soft spots and unsuitable areas shall be identified during site preparation or subsequent proof rolling. These areas shall be excavated and backfilled with select materials and compacted using normal procedures.

8-4 (4)

3.2 INSTALLATION

A. The geotextile shall be laid smooth without wrinkles or folds on the prepared subgrade in the direction of construction traffic.

B. Adjacent geotextiles rolls shall be overlapped a minimum of 2 feet.

C. When sewn seams are required, the seam strength, as measured by ASTM

D4632, shall be equal to or greater than 90% of the specified grab strength.

D. On curves, the geotextile may be folded or cut to conform to the curves. The fold or overlap shall be in the direction of construction and held in place by pins, staples, or piles of fill or rock.

E. Prior to covering, the geotextile shall be inspected by Inspector to ensure that it has not been damaged during installation.

F. Damaged areas, as identified by the Engineer, shall be repaired immediately by covering the damaged area with a geotextile patch that extends an amount equal to the required overlap beyond the damaged area.

G. The subbase shall be placed by end dumping onto the geotextile, or over previously placed subbase aggregate such that at least the minimum specified lift thickness shall always be between the construction equipment tires or tracks and the geotextile.

H. Pre-tensioning Geotextile:

1. Proof roll with heavily loaded, rubber-tired vehicle. Wheel load of truck shall be equivalent to maximum expected for site. Vehicle to make at least 4 passes over first lift in each area of site.

2. Once design aggregate has been placed, use roadway prior to paving to prestress geotextile-aggregate system in key areas.

I. If required, staple or pin geotextile at overlaps to maintain position during construction activities. Use 10 – 12 inch long nails placed at minimum 50 feet on center for parallel rolls and 5 feet on center for roll ends.

J. Do not place overlaps along anticipated primary wheel path locations. Place overlaps at end of rolls in direction of aggregate placement with previous roll on top.

K. When geotextile intersects an existing pavement area, extend geotextile to edge of old system. For widening or intersecting existing roads where geotextiles have been used, anchor geotextile at roadway edge.

8-4 (5)

L. Compact first lift of base aggregate with a tracking dozer and then compact with smooth-drum vibratory roller to obtain minimum compacted density.

M. Compaction of permeable bases shall meet specified requirements.

N. Perform construction parallel to road alignment.

O. Fill ruts formed during construction to maintain adequate cover over geotextile. Do not blade ruts down.

P. Place remaining base aggregate in lifts not exceeding 10 inches in loose thickness and compact to specified density.

3.3 PROTECTION

A. Atmospheric exposure of the geotextile to the elements following laydown shall be limited to 14 days to prevent damage.

B. Equipment may operate on roadway without aggregate for geotextile installation under permeable bases if subgrade is of sufficient strength.

1. For extremely soft soils, use lightweight construction vehicles for access on first lift.

2. Limit construction vehicles in size and weight to limit rutting in initial lift to 3 inches.

3. If rut depths exceed 3 inches, decrease construction vehicle size or weight, or increase lift thickness.

C. Turning not permitted on first lift of base aggregate. Construct turnouts at roadway edge to facilitate construction.

4.0 METHOD OF MEASUREMENT

in a workmanlike and acceptable manner, including all labor, tools, in a workmanlike and acceptable manner, including all labor, tools, 8-4 (6)

4.1 BASIS OF PAYMENT

materials, labor, equipment and incidentals necessary to perform the work.

No deduction will be made nor will any increase be made in the lump sum bid

4.2 PAY ITEM(S)

“New ‘Road Construction Base Layer” per linear foot.

9-1 (1)

9-1 CAST IN PLACE

1.1 SCOPE OF WORK

. This Section specifies cast-in place concrete, including formwork, reinforcing, mix design, placement procedures, and finishes.

1.2 APPLICABLE DOCUMENTS

A. American Association of State Highway and Transportation Officials

(AASHTO)

1. M 182, Standard Specification for Burlap Cloth Made from Jute or Kenaf and Cotton Mats

B. American Concrete Institute (ACI)

1. PRC-304, Recommended Practice for Measuring, Mixing, Transporting and Placing Concrete.

2. PRC-309-05, Guide for Consolidation of Concrete.

3. PRC-347-14, Recommended Practice for Concrete Formwork.

4. SPEC-305.1-14, Specification for Hot Weather Concreting.

5. SPEC-306.1-90, Standard Specification for Cold Weather Concreting.

C. Army Corps of Engineers (COE)

1. CRD-C48-73, Standard Test Method For Water Permeability Of Concrete.

C. ASTM International (ASTM)

1. A615, Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement

2. A775, Standard Specification for Epoxy-Coated Steel Reinforcing Bars

3. A1064, Standard Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete

4. C33/C33M, Standard Specification for Concrete Aggregates

5. C94, Standard Specification for Ready-Mixed Concrete

6. C150/C150M, Standard Specification for Portland Cement

7. C171, Standard Specification for Sheet Materials for Curing Concrete

8. C260, Standard Specification for Air-Entraining Admixtures for

9-1 (2)

Concrete

9. C309, Standard Specification for Liquid Membrane-Forming

Compounds for Curing Concrete

10. C330, Standard Specification for Lightweight Aggregates for Structural

Concrete

11. C494, Standard Specification for Chemical Admixtures for Concrete

12. C618, Standard Specification for Coal Fly Ash and Raw or Calcined

Natural Pozzolan for Use in Concrete

13. C881/C881M, Standard Specification for Epoxy-Resin-Base Bonding

Systems for Concrete

14. E154, Standard Test Methods for Water Vapor Retarders Used in

Contact with Earth Under Concrete Slabs, on Walls, or as Ground Cover

D. Concrete Reinforcing Steel Institute (CRSI)

1. Manual of Standard Practice

2. Placing Reinforcing Bars

E. National Institute of Standards and Technology (NIST)

1. Voluntary Product Standard PS 1, Structural Plywood

F. Portland Cement Association (PCA)

1. Design and Control of Concrete Mixtures

G. Society for Protective Coatings (SSPC)

1. SSPC Paint 16, Coal Tar Epoxy Polyamide (Black or Dark Red) Coating

1.3 SUBMITTALS

A. General: Submit the following in accordance with Special Provisions Section

0-11 Submittals.

B. Product data for proprietary materials and items, including reinforcement and forming accessories, admixtures, patching compounds, waterstops, joint systems, curing compounds, and others, as requested by Engineer.

C. Samples of materials as requested by Engineer, including names, sources, and descriptions, as follows:

1. Normal weight aggregates.

9-1 (3)

2. Waterstops.

3. Vapor retarder.

D. Laboratory test reports for concrete materials and mix design test.

E. 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. Provide certification from admixture manufacturers that chloride content complies with Specification requirements.

1.5 QUALITY ASSURANCE AND QUALITY CONTROL

A. Refer to Technical Specification 4-1 Quality Control.

2.0 PRODUCTS

2.1 FORM MATERIALS

A. Forms for Exposed Finish Concrete: Plywood, metal, metal-framed plywood faced, or other acceptable panel-type materials, to provide continuous, straight, and smooth exposed surfaces. Furnish in largest practicable sizes to minimize number of joints and to conform to joint system shown on Project Plans.

1. Use plywood complying with NIST PS 1 "B-B (Concrete Form)

Plywood," Class I, Exterior Grade or better, mill-oiled and edge-sealed, with each piece bearing legible inspection trademark.

2. Forms for Unexposed Finish Concrete: Plywood, metal, or other acceptable material.

3. Forms for Cylindrical Columns and Supports: Metal, fiberglass-reinforced plastic, or paper or fiber tubes. Provide paper or fiber tubes of laminated plies with water-resistant adhesive and wax-impregnated exterior for weather and moisture protection.

Provide units with sufficient wall thickness to resist wet concrete loads without deformation.

4. Form Coatings: Provide commercial formulation form-coating compounds with a maximum VOC of 350 mg/L that will not bond with, stain, or adversely affect concrete surfaces and will not impair subsequent treatments of concrete surfaces.

B. Form Ties: Factory-fabricated, adjustable-length, removable or snap-off metal form ties, designed to prevent form deflection and to prevent spalling concrete upon removal. Provide units that will leave no metal closer than

9-1 (4)

1-1/2 inches to exposed surface.

1. Provide ties that, when removed, will leave holes not larger than 1 inch in diameter in concrete surface.

2.2 REINFORCING MATERIALS

A. Reinforcing Bars: ASTM A615, Grade 60, deformed.

B. Epoxy-Coated Reinforcing Bars: ASTM A775.

C. Welded Wire Fabric: ASTM A1064, welded steel wire fabric.

D. Supports for Reinforcement: Bolsters, chairs, spacers, and other devices for spacing, supporting, and fastening reinforcing bars and welded wire fabric in place. Use wire-bar-type supports complying with CRSI specifications.

1. For slabs-on-grade, use supports with sand plates or horizontal runners where base material will not support chair legs.

2. For exposed-to-view concrete surfaces, where legs of supports are in contact with forms, provide supports with legs that are plastic protected (CRSI, Class 1) or stainless steel protected (CRSI, Class 2).

2.3 CONCRETE MATERIALS

A. Portland Cement: ASTM C150/C150M, Type I and Type III.

1. Use one (1) brand of cement throughout project unless otherwise acceptable to Engineer.

B. Fly Ash: ASTM C618, Type C or Type F, not to exceed 20% cement content by weight.

C. Normal Weight Aggregates: ASTM C33/C33M. Provide aggregates from a single source for exposed concrete.

1. For exterior exposed surfaces, do not use fine or coarse aggregates containing spalling-causing deleterious substances.

D. Lightweight Aggregates: ASTM C330.

E. Water: Drinkable (potable).

F. Admixtures, General: Provide admixtures for concrete that contain not more than 0.1% chloride ions.

9-1 (5)

G. Air-Entraining Admixture: ASTM C260, certified by Manufacturer to be compatible with other required admixtures.

1. Available Products: Subject to compliance with requirements, products that may be incorporated in the work include, but are not limited to, the following:

a. Daravair, Chryso North America

b. MasterAir VR 10 or MasterAir AE 200, Master Builders

Solutions

c. Sika AEA or Sika Air series, Sika Corp.

d. Or Engineer Approved Equal.

H. Water-Reducing Admixture: ASTM C494, Type A.

1. Available Products: Subject to compliance with requirements, products that may be incorporated in the work include, but are not limited to, the following:

a. Zyla series, Chryso North America

b. Eucon WR 75, Euclid Chemical Co.

c. MasterPozzolith series, Master Builders Solutions

d. Sika Plastocrete series, Sika Corp.

e. Or Engineer Approved Equal.

I. High-Range Water-Reducing Admixture (Super Plasticizer): ASTM C494, Type F or Type G.

1. Available Products: Subject to compliance with requirements, products that may be incorporated in the work include, but are not limited to, the following:

a. Eucon 37, Euclid Chemical Co.

b. MasterRheobuild 1000, Master Builders Solutions

c. Super P, Matrix Construction Products

d. Sikament series, Sika Corp.

J. Water-Reducing, Accelerating Admixture: ASTM C494, Type E.

limited to, the following:

a. Accelguard 80, Euclid Chemical Co.

b. Daraset, Chryso North America

c. MasterSet FP 20, Master Builders Solutions

d. SikaSet series, Sika Corp.

9-1 (6)

K. Water-Reducing, Retarding Admixture: ASTM C494, Type D.

limited to, the following:

a. Eucon Retarder 75, Euclid Chemical Co.

b. MasterPozzolith series or MasterSet R series, Master Builders

Solutions

c. Sika Plastiment series, Sika Corporation.

L. Concrete Waterproofing Admixture:

1. The product shall permanently seal…