ADDENDUM NO. 1 - GD&F Consulting Engineers · AWWA C561, latest edition. ... general construction...

14069/specs3/add1.doc -1- Addendum No. 1

Cobun Creek Dam No. 1 Improvements Cobun Creek Dam No. 2 Construction

Morgantown Utility Board

ADDENDUM NO. 1 A. Bidders are instructed to acknowledge receipt of this Addendum No. 1 in

the location so designated on the "Certification of Receipt of Addenda" (page B-13) of "Bid Envelope No. 1 - Bid Opening Requirements" AND on the "Bid" (page B-17) of "Bid Envelope No. 2 - Bid Proposal." Failure to do so may subject the Bidder to be considered non-responsive by the Owner in accordance with the Contract Documents.

B. SCOPE

1. This Addendum No. 1 shall be part of the Contract Documents and consist of pages ADD1-1 through ADD1-5.

2. The following revisions, interpretations, and/or supplementations

pertaining to the Contract Documents for the Project are addressed by Addendum No. 1.

C. CONTRACT DOCUMENTS 1. Section 00100: ADVERTISEMENT TO BID

a. The bid opening date has been revised to November 16, 2016 at 2:00 PM. All other terms and conditions of the Advertisement to Bids will remain in effect.

b. All requests for interpretations must be received by GD&F

within five (5) working days from the bid opening (Wednesday, November 9, 2016; 2:00 PM EST) and final Addendum will be issued no later than three (3) working days from the opening of bids (Friday, November 11, 2016; 2:00 PM EST).

2. Section 00800: SUPPLEMENTARY CONDITIONS

a. On Page 15, delete in its entirety the "Paragraph 6.06.A. Concerning Subcontractors, Suppliers and Others" of the General Conditions.

3. Section 01 00 00: SUMMARY OF WORK AND GENERAL REQUIRMENTS

a. On Page 5, add the following paragraph after Paragraph 1.1.7:

"1.1.8 This Contract is to be awarded simultaneously with the following work of the Owner:

1. Contract No. 6-2016: Cobun Creek Reservoir No. 2

Raw Waterline Extension

Information concerning this project, including the plans, specifications and Contract Documents, is available from the Owner for inspection. The Contractor shall coordinate all aspects of the project with the contractor for the new waterline extension work, including all work within the designated work area and access roads of Cobun Creek Dam No. 2 Construction and Cobun Creek Dam No. 1 Improvements."




4. Section 31 11 00: CLEARING AND GRUBBING

a. On Page 2, revise paragraph 3.5 GRUBBING to read as follows:

"3.5 GRUBBING

The Owner will clear and remove all trees greater than two (2)-inch diameter within the Limit of Disturbance as shown on the Drawings. Grubbing consists of the removal and disposal of stumps, roots larger than 1 inch in diameter, and matted roots from the designated grubbing areas. Remove material to be grubbed, together with logs and other organic or metallic debris not suitable for foundation purposes, to a depth of not less than 2 feet below subgrade for concrete structures and 1 foot below the ground surface at embankment sites and other designated areas. Fill depressions made by grubbing with suitable material and compact to make the surface conform with the original adjacent surface of the ground. The Contractor is required to perform all grubbing for required borrow areas located within the Limit of Disturbance. Payment for grubbing will be strictly limited to the limits shown on Sheet No. 12 of the Drawings. No separate payment shall be made for grubbing of required borrow areas within the Limit of Disturbance."

b. On Page 3, delete paragraph 3.6 in its entirety (3.6.1 thru

3.6.2) and replace with the following: "3.6 DISPOSAL OF MATERIALS

3.6.1 Chipping 3.6.1.1 All grubbed materials (including tree

stumps and vegetative matter two-inch in diameter or less) shall be disposed of at locations shown on the Drawings or in a manner specified herein. The Contractor is responsible for complying with all local rules and regulations and for payment of related fees for any off-site disposal.

3.6.1.2 Cleared material shall be chipped. The

chipped material may be placed on the Owner's property above the normal pool elevation in a manner approved by and coordinated with the Owner. Burning and burial of grubbed material is prohibited.

3.6.2 Debris

Debris shall include trash of all kinds. Remove all tires, metal objects, household and yard items, farm implements and any other discarded materials within the limits shown on the Drawings and affected areas of the Limit of Disturbance and as directed by the Owner/Engineer, in an approved manner. Burning of debris is prohibited."




5. Section 31 23 16: EXCAVATION

a. On Page 5, add the following paragraph after the second paragraph of 3.3 DISPOSAL OF WASTE MATERIALS.

"The estimated quantity of waste coal to be excavated, transported and disposed off-site is 1,000 tons. The disposal site is operated by LP Mineral, LLC as a WVDEP-permitted coal preparation plant. The facility is located at the Humphrey Mine No. 7 complex along Route 100 (Lazzelle Union Road) and the Monongahela River near Maidsville, WV. The facility contact is Mr. Gerald Peacock (Phone: 304-288-8537). The Contractor shall make all required arrangements with the facility owner for the delivery and disposal of waste coal including the payment of all tipping fees, if any."

6. Section 33 11 20: REINFORCED CONCRETE PRESSURE PIPE

a. On Page 10, delete paragraph 3.4.7 in its entirety. b. On Page 11, delete paragraph 3.5.2 in its entirety and replace

with the following new paragraph:

"3.5.2 The 66-inch diameter PCCP shall be subjected to a hydrostatic pressure test of 70 psi. In consultation with the PCCP pipe manufacturer's recommendations, the ends of the pipe shall be plugged and braced at each end to prevent movement in accordance with Paragraph 3.6. The ends of the 66-inch PCCP shall be equipped with steel concave end caps with welded-on boss taps suitable for pressure testing purposes. The end caps shall be removed and ends diapered with grout upon completion of the hydrostatic pressure test. The conduit shall be filled with water and pressurized to the required test pressure. The pipe shall be filled in a manner to minimize the formation of air; all air shall be removed prior to pressure testing. The pipe shall show no leakage at the required test pressure for a minimum period of two (2) hours. The pipe joints shall show no leakage. Damp spots developing on the surface of the pipe are not considered as leakage. Any leaks shall be repaired and the conduit shall be tested again as described. The procedure shall be repeated until the conduit is watertight.

The interior and exterior of the 48-inch PCCP from the connection to the intake tower to the 66-inch PCCP shall be visually inspected for watertightness and will not be subjected to a hydrostatic pressure test."

c. On Page 11, delete paragraph 3.5.3 in its entirety.

7. Section 33 12 11: INTAKE STRUCTURE

a. On Page 6, delete paragraph 3.13.3 in its entirety. b. On Page 6, delete the second and third sentences of paragraph

3.13.3 in its entirety.




c. On Page 7, delete paragraph 3.14: Pressure Testing in its entirety.

8. Section 35 22 26: SLUICE GATES

a. Replace in its entirety the current section and replace with the attached Section 35 22 26: Sluice Gates, which is identified as a component of Addendum No. 1.

D. DRAWINGS 1. Sheet No. 12: Proposed Cleaning and Grubbing Plan. Delete all

Drawing references to "Clearing and Grubbing" and replace with "Grubbing"

2. Sheet No. 36: Spillway Slab and Drain Plan and Details

Spillway Slab and Drain Plan - Flip Bucket Enlargement: Revise the 11’-2" dimension at both locations where it appears at the bottom of the spillway to 16’-6" Spillway Slab and Drain Plan - Flip Bucket Enlargement: Revise the 20’-0" dimension at four locations where it appears at the bottom of the spillway to 17’-4"

3. Sheet No. 38: Spillway Wall Sections and Details

Left Spillway Wall Section "A" at the top left corner of the sheet - Revise "0+5.54 (BACK)" to "0+43.76 (BACK)" Left Spillway Wall Section "A" at the bottom center of the sheet - Revise "WALL SECTION A" to "WALL SECTION A1" Left Spillway Wall Section "C" - Revise the 21’-2" dimension below the ogee/wall footing to 18’-0" CLARIFICATION: The Note at the top left of the sheet which states that "All reinforcement is to be epoxy coated" applies to all wall sections, ogee weirs sections, slabs and footings of the spillway.

4. Sheet No. 39 - Spillway Wall Sections and Details

Left Spillway Wall Section "C" - Revise the 21’-2" dimension below the ogee/wall footing to 18’-0" CLARIFICATION: The Note at the top left of the sheet which states that "All reinforcement is to be epoxy coated" applies to all wall sections, slabs, ogee weirs sections and footings of the spillway

5. Contract Drawing Sheet 61 - Intake Tower Access Bridge Superstructure

and Details

Revise Bridge Deck Notes, Note 3: Replace 7-1/2" in with 3-3/4" Add the following note at Bolted Splice Connection Detail - 3: "NOTE: Bridge deck main members shall be detailed on shop drawings and modified during shop fabrication to avoid spatial conflict with bolts and top flange plate. Field cutting is prohibited."

14069/specs3/35 22 26.doc -1- Addendum No. 1



ADDENDUM NO. 1

DIVISION 35 - WATERWAY CONSTRUCTION

SECTION 35 22 26

SLUICE GATES

PART 1 GENERAL 1.1 DESCRIPTION OF WORK 1.1.1 Scope

This section covers Stainless Steel Flow Control Sluice Gates and operators.

1.2 GENERAL

The equipment provided under this section shall be fabricated, assembled, erected, and placed in proper operating condition in full conformity with the drawings, specifications, engineering data, instructions and recommendations of the equipment manufacturer.

Gates and operators shall be supplied with all the necessary parts and accessories indicated on the drawings, specified or otherwise required for a complete, properly operating installation, and shall be the latest standard product of a manufacturer regularly engaged in the production of fabricated gates.

Gates supplied under this section shall be Series 20 Stainless Steel Flow Control Sluice Gates as manufactured by H.Fontaine Ltd, or approved equal.

1.3 GOVERNING STANDARDS

All gates and operators shall conform to the applicable requirements of AWWA C561, latest edition.

1.4 SUBMITTALS

The manufacturer shall submit for approval, drawings showing the principal dimensions, general construction and materials used in the gate and lift mechanism.

1.5 REFERENCE SPECIFICATIONS 1.6.1 Section 33 12 11: Intake Structures PART 2 PERFORMANCE 2.1 LEAKAGE

Sluice gates shall be substantially watertight under the design head conditions. Under the design seating head, the leakage shall not exceed 0.05 U.S. gallon per minute per foot seating perimeter. Under the design




unseating head, the leakage for heads of 20 feet or less shall not exceed 0.1 U.S. gallon per minute per foot of perimeter. For unseating heads greater than 20 feet, the allowable leakage shall not exceed the rate per foot of perimeter specified by the following equations: Maximum allowable leakage Gallons per minute per foot of perimeter: = 0.10 + (0.0025 x (unseating head in feet - 20))

2.2 DESIGN HEAD

The Sluice gates shall be designed to withstand the design head shown on the drawings.

2.3 SEAL PERFORMANCE TEST

The gate's sealing system should have been tested through a cycle test in an abrasive environment and should show that the leakage requirements are still obtained after 25,000 cycles with a minimum deterioration.

PART 3 - PRODUCTS 3.1 SLUICE GATES

3.1.1 General Design Gates shall be either selfcontained or non self-contained of the

rising stem, nonrising or telescopic stem configuration as indicated on the drawings.

3.1.2 Wall Thimble The wall thimble shall be stainless steel and supplied by the

gate manufacturer. Material thickness should be according to the manufacturer's recommendations and be of sufficient resistance to handle the operating forces.

3.1.3 Frame The gate frame shall be constructed of structural members or

formed plate welded to form a rigid one-piece frame. The frame shall be of the flange back design suitable for mounting on a concrete wall (CW), concrete wall with extra-wide flange (CWX), round manhole (RM), round manhole with extra-wide flange (RMX), a wall thimble (WT), or a standard flange (SF). The guide slot shall be made of UHMWPE (ultra high molecular weight polyethylene).

The frame configuration shall be of the flush-bottom type and

shall allow the replacement of the top and side seals without removing the gate frame from the concrete or wall thimble.




3.1.4 Slide The slide shall consist of a flat plate reinforced with formed

plates or structural members to limit its deflection to 1/720 of the gate's span under the design head.

3.1.5 Guides and Seals The guides shall be made of UHMWPE (ultra high molecular weight

polyethylene) and shall be of such length as to retain and support at least two thirds (2/3) of the vertical height of the slide in the fully open position.

Side and top seals shall be made of UHMWPE (ultra high molecular

weight polyethylene) of the self adjusting type. A continuous compression cord shall ensure contact between the UHMWPE guide and the gate in all positions. The sealing system shall maintain efficient sealing in any position of the slide and allow the water to flow only in the opened part of the gate.

The bottom seal shall be made of resilient neoprene set into the

bottom member of the frame and shall form a flush-bottom. 3.2 OPERATORS AND STEM

3.2.1 Stem and Couplings The operating stem shall be of stainless steel designed to

transmit in compression at least 2 times the rated output of the operating manual mechanism with a 40 lbs effort on the crank or handwheel.

The stem shall have a slenderness ratio (L/r) less than 200. The

threaded portion of the stem shall have machined cut threads of the Acme type.

Where a hydraulic, pneumatic or electric operator is used, the

stem design force shall not be less than 1.25 times the output thrust of the hydraulic or pneumatic cylinder with a pressure equal to the maximum working pressure of the supply, or 1.25 times the output thrust of the electric motor in the stalled condition.

3.2.1.1 For stems in more than one piece and with a diameter

of 1¾ inches and larger, the different sections shall be joined together by solid bronze couplings. Stems with a diameter smaller than 1¾ inches shall be pinned to an extension tube.

The couplings shall be grooved and keyed and shall be

of greater strength than the stem. 3.2.1.2 Gates having a width greater than two times their

height shall be provided with two lifting mechanisms connected by a tandem shaft.




3.2.2 Stem Guides

Stem guides shall be fabricated from type 316L stainless steel. The guide shall be equipped with an UHMWPE bushing. Guides shall be adjustable and spaced in accordance with the manufacturer's recommendation. The L/r ratio shall not be greater than 200.

3.2.3 Stem Cover Rising stem gates shall be provided with a clear polycarbonate

stem cover. The stem cover shall have a cap and condensation vents and a clear mylar position indicating tape. The tape shall be field applied to the stem cover after the gate has been installed and positioned.

3.2.4 Lifting Mechanism Manual operators of the types shown on the drawings shall be

provided by the gate manufacturer. All bearings and gears shall be totally enclosed in a weather

tight housing. The pinion shaft of crankoperated mechanisms shall be constructed of stainless steel and supported by roller or needle bearings.

Each manual operator shall be designed to operate the gate under

the maximum specified seating and unseating heads by using a maximum effort of 40 lbs on the crank or handwheel, and shall be able to withstand, without damage, an effort of 80 lbs.

The crank shall be removable and fitted with a corrosion-resistant

rotating handle. The maximum crank radius shall be 15 inches and the maximum handwheel diameter shall be 24 inches.

3.2.5 Yoke Self-contained gates shall be provided with a yoke made of

structural members or formed plates. The maximum deflection of the yoke shall be 1/360 of the gate's span.

PART 4 - MATERIALS

Part Material Frame, yoke, stem guides, slide, stem extension

Stainless steel ASTM A-240 Type 304L or 316L

Side seals, stem guide liner

Ultra high molecular weight polyethylene (UHMWPE) ASTM D-4020

Compression cord Nitrile ASTM D-2000 M6BG 708, A14, B14, E014, E034

Bottom seal Neoprene ASTM D-2000 Grade 2 BC-510

Threaded stem Stainless steel ASTM A-276 Type 303 MX or 316

Fasteners ASTM F593 and F594 GR1 for type 304 and GR2 for type 316




Part Material Pedestal, handwheel, crank Tenzaloy aluminum Gasket (between frame and wall) EPDM ASTM 1056 Stem cover Polycarbonate

ASTM D-3935 Lift nut, couplings Manganese bronze

ASTM B584 UNS-C86500

PART 5 - EXECUTION 5.1 INSTALLATION

Gates and appurtenances shall be handled and installed in accordance with the manufacturer's recommendations.

5.2 INSPECTION AND TESTS

Perform the work in such a manner that when complete, it constitutes a complete, operational gate system. Perform installations shown on the plans. After completing the installation, subject the slide gate system to functional tests in the presence of the Owner/Engineer. Cycle each gate to confirm that they operate without binding, scraping, or distorting. The effort to open and close manual operators shall be measured, and shall not exceed the maximum operating effort specified. Electric motor actuators shall function smoothly and without interruption. Repeat the test as many times as necessary to secure a properly tested working unit. The Contractor shall be responsible for the coordination of the tests of each slide gate and valve with operators, in the presence of the manufacturer's factory service representative and Owner. Any leakage in excess of the allowable specified shall be corrected and the equipment retested until found satisfactory.

After the above described tests are complete and before acceptance of the work under this item, furnish the Owner/Engineer certificates from the respective manufacturers, guaranteeing the equipment against defects in material and workmanship for a period of one year starting from the date of the acceptance. Furnish the Owner/Engineer certified statements from the manufacturers or their authorized representatives that the installation has been thoroughly inspected by them and that it is in accordance with the Engineer’s design.

An inspection of work under this item will occur at the end of a 12-month performance period beginning after the work has suitably passed the required tests. The inspection will be conducted on a walk-through basis by the Owner’s/Engineer’s representatives in the presence of the Contractor or appointed representative of the Contractor. The Contractor shall correct any defects due to quality of workmanship or materials, and any work not in accordance with the plans and submittal, at no expense to the Owner at any time within the 12-month performance period.

-- End of Section --

14069/specs3/PreBidMtgQuestionAnswer.doc -1-

MANDATORY PRE-BID CONFERENCE

MORGANTOWN UTILITY BOARD COBUN CREEK DAM NO. 2 CONSTRUCTION COBUN CREEK DAM NO. 1 IMPROVEMENTS

BIDDER QUESTIONS AND RESPONSES

1. Will a separate payment item be provided in the Bid for construction access work to

Cobun Creek Dam No. 1? Response: Upon further consideration, no additional payment item will be provided.

2. Is there a specific radius for the extent of the required Pre-Blast Survey?

Response: The minimum radius is one-half (1/2) mile from the blast area. Reference Specification Section 31 23 16, Paragraph 3.1; Pre-Blast Survey and Blasting Plan.

3. Who pays for the difference in rip rap quantity if the amount on site is short of the

amount required? Response: Sufficient quantities of riprap may be obtained from the spillway excavation and, if required, at the left abutment area upstream of the dam. Reference Specification Section 31 27 00, Paragraph 2.1.

The Contractor is entirely responsible for the processing of riprap according to the specific quality and gradation requirements of Section 31 37 00. Riprap for initial erosion and sedimentation (E&S) control measures can be obtained from surficial deposits in the proposed reservoir area or from approved, off-site sources at the discretion of the Contractor.

4. Is the Contractor responsible for the testing and classification of riprap for channel lining

and slope protection? Response: The Contractor is responsible for furnishing riprap according to the quality and gradation requirements of Specification Section 31 37 00.

5. Is City of Morgantown licensure required for Contractors?

Response: Cobun Creek Dam No. 1 is located in the City of Morgantown. For this work, the Contractor is required to possess a valid and current Contractor’s License issued by the City of Morgantown. The Contractor may also be subject to certain City taxes including the Business and Occupation Tax. Contact the City for additional information. Reference Section 00250, Instruction to Bidders, Paragraph 21.6 – Taxes and Section 00800: Supplementary Conditions, SC-6.10.F and SC-6.10.G.


6. The geotechnical report states that impervious materials in the proposed borrow area meets the requirements in the specification. What is required to process this material prior to placement? Response: The Contractor is responsible for the excavation and processing of all required embankment materials according to the requirements of the Contract Documents and Drawings. Reference Section 31 23 16: Excavation; Section 35 73 13: Earth Embankment Dams; among others.

7. Will a less restrictive “differing site conditions” clause be considered for the project?

Response: No changes will be made to Section 00800, SC-4.03.D – Differing Subsurface or Physical Conditions.

8. Will the Owner consider revising the requirements for retainage?

Response: For purposes of the Bid, no changes will be made to the withholding of contract retainage as specified in the Contract Documents.

9. Are CADD files of the Drawings available?

Response: CADD files of the Drawings are available upon receipt of a signed Engineer Waiver Form. Contact the Engineer’s Project Manager, Robert Lechner ([email protected]) for more information.

10. Will bid opening date be extended?

Response: An extension of the bid opening date is under consideration by the Owner. A revised bid opening date, if any, will be provided in an Addendum.

11. Since the Owner has advised that it will perform clearing and removal of all trees above

2-inch diameter, will the Bid form be amended to show grubbing work (including stump removal and processing) only? Response: Section 31 11 00: Clearing and Grubbing will be revised by Addendum to reflect the Owner’s tree clearing and removal work. Modifications to the Bid form to reflect this change may be considered and included in a future Addendum.

12. Should Contractors assume that rutting and wet areas will remain after tree removal?

Response: The Owner’s tree clearing and removal contractor will provide the necessary E&S controls and rough grading of disturbed areas upon completion. However, the Owner makes no representations as to future soil moisture conditions within the Limit of Disturbance area.

13. When does the Owner anticipate awarding the contract within the one-hundred and

eighty (180) days bid acceptance period? Response: Owner understands that time is of the essence. It will award the contract when project permits are issued. Extensions beyond the bid acceptance period will require the written approval of the prospective Contractor. Bid securities will be returned expeditiously to Bidders with non-competitive bids as determined by the Owner.

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14. How does the Owner’s tree clearing and removal work impact contract award or Notice to Proceed? Response: The tree clearing and removal work will not affect the timing of contract award. If awarded, a Notice-to-Proceed will be issued by the Owner as soon as practicable upon completion of the tree clearing and removal work.

15. What are the requirements for maintaining/improving local roadways which are used

during construction? Response: Upon further inquiry with the WVDOT, road maintenance and repair will be required by the Contractor. Specific details will be provided in a future Addendum including the provision of payment item(s) in the Bid form.

16. Is the Contractor required to provide a Road Bond and if required, what is the amount?

Response: Upon further inquiry, no Road Bond is required by WVDOT. 17. Note 1 on Sheet No. 6 states that the Contractor is to “provide 1 ½”min. thickness after

compaction WVDOH hot mix asphalt wearing course overlay to the limits shown on plan and profile sheets.” Where are the limits shown on the Drawings? Response: Reference Sheet No. 87 of the Drawings for pavement overlay (Sta. 1+00.00 to Sta. 1+78.00; with the limits shown on the profile sheets).

18. Will an additional payment item in the Bid form be considered for excavation and

placement of the borrow areas? Response: No modifications to the Bid form will be made for any work related to the borrow areas. All borrow area-related work shall be included as a subsidiary cost for various earth dam embankment materials per Section 01 20 00.

19. When does commencement of the 180-day dam embankment placement period begin?

Response: Upon approval of the prepared dam foundation by the Owner, Engineer and WVDEP Division of Dam Safety, the placement period will begin on the first day of earth fill placement on the approved dam foundation by the Contractor.

20. Does the work associated with the temporary cofferdam apply to the “embankment

place period?” Response: No, the cofferdam installation is a separate construction operation.

21. Define the “lowest, responsible and qualified bidder” relative to bid award.

Response: It has the meaning intended by the Contract Documents. The award of the Contract will be based on factors set forth in Section 00200: Instructions to Bidders, including Paragraph 17.0 – Award of Contract and Section 00250: Contractor’s Qualifications. For the Bid award, the Owner will consider factors such as Bid price, experience and qualifications. A “Best Value”-type scoring system will NOT be used.


22. Is there enough clay on site for the planned work? Response: Sufficient quantities of various embankment materials are available from borrow areas within the Limit of Disturbance as shown on the Drawings. Reference the project Geotechnical Report for logs and photos of previous test pits. Test borings are available for inspection at the office of the Owner. The Bidder may perform exploratory excavations per Article 4 of Section 00200: Instructions to Bidders.

23. What is the required drawdown rate for Cobun Creek Dam No. 1? Response: The Owner will lower the reservoir to the levels indicated on the Drawings. As noted in the Appendix, reservoir drawdown levels are limited to one (1) foot per day). However, the outlet capacity of the dam is limited and the Owner cannot control reservoir levels in high stream flow conditions. The Contractor should consider these risk factors and schedule the spillway work during seasonal low flow conditions.

24. Will borrow areas will also be cleared of trees by MUB?

Response: The Owner will clear and remove all trees within the Limit of Disturbance which will include proposed borrow areas.

25. Does this modify the quantity for clearing and grubbing of borrow areas?

Response: All trees within the Limit of Disturbance will be cleared and removed by the Owner which would encompass potential borrow areas. The Contractor will be required to perform grubbing (including stump removal and disposal) for that portion of the Limit of Disturbance required for borrow areas. As such, no separate payment will be made for grubbing of borrow areas. Payment of grubbing is strictly limited to the grubbing boundary delineated on Sheet No. 12 of the Drawings (reservoir, dam site and access roads). Tree clearing and removal will be addressed in an Addendum.

26. Is on-site disposal of stumps acceptable?

Response: Stump disposal will be modified by Addendum (Section 31 11 00 Clearing and Grubbing, Paragraph 3.6 - Disposal of Materials)

27. How much of each tree will be left upon the conclusion of MUB’s tree removal? Response: Trees will be removed to within one (1) foot of the ground surface. Tree clearing and removal will be addressed in an Addendum (Section 31 11 00).

28. Clarify requirement for excess topsoil to the Owner.

Response: Upon further consideration, the entire Limit of Disturbance is available for stockpiling of topsoil and the Contractor shall utilize these areas within the context of its material storage and handling plan. The matter of excess topsoil removal by the Owner will be addressed in a future Addendum.


29. Is there a local permit or license required to perform electrical work? Response: No electrical license of permit is required; however all electrical work will be performed according to the Contract Documents and Drawings and local electrical inspection agency requirements

30. Can excess material from Cobun Creek Dam No. 2 be used at Dam Cobun Creek Dam No.

1, and vice versa? Response: The provision for earth embankment materials at either dam is the Contractor’s responsibility. As such, the Owner has no objections to the source of the materials provided said materials meet the quality and gradation requirements for earth embankment fill set forth in Section 35 73 13: Earth Embankment Dams.

14069/corresp/PreBidMtgSignInSheet.doc -1-

MORGANTOWN UTILITY BOARD COBUN CREEK DAM NO. 2 CONSTRUCTION COBUN CREEK DAM NO. 1 IMPROVEMENTS

MANDATORY PRE-BID MEETING OCTOBER 18, 2016; 10:00 AM

ATTENDANCE

Organization Address Contact Phone No. E-mail Fax CME Engineering 2001 Main Street, Suite 403

Wheeling, WV 26003 Bruce Maxwell 304-830-0111 [email protected] 304-905-6126

Michels Corp. 817 West Main Street Brownsville, WI 53006

Victor Howard 920-539-8148 [email protected]

C.J. Merlo, Inc. 234 Merlo Road Mineral Point, PA 15942

Dave Stover 814-322-1545 [email protected] 814-322-1549

C.J. Merlo, Inc. 234 Merlo Road Mineral Point, PA 15942

John Wallet 814-322-1545 [email protected] 814-322-1549

Mele & Mele & Sons, Inc. One Mele Place Braddock, PA 15401

Anthony Mele Larry E. Green

412-351-1234 [email protected] 412-351-1278

Mountaineer Infrastructure 2376 Laneville Road Dryfork, WV 26263

Mat Evans 304-866-4953 [email protected] 304-866-4329

ASI Constructors, Inc. 1850 East Platteville Blvd. Pueblo West, CO 81007

John Murray 719-240-0312 [email protected] 719-647-2890

J.F. Allen Company P.O. Box 2049 Buckhannon, WV 26201

Ed Phares 304-460-7425 [email protected] 304-472-8850

A.L.L. Construction, Inc. P.O. Box 232 Mt. Storm, WV 26739

Steve Szabo 304-693-7131 [email protected] 304-693-2199

Hayward Baker, Inc. 1875 Mayfield Rd. Odenton, MD 21113

Ken Ivanetich 410-551-1980 [email protected]

Alex E. Paris Contracting 1595 Smith Township State Rd. Atlasburg, PA 15004

Howdy Dunmire 724-705-4395 [email protected]

Beitzel Corporation 333 Corporate Drive Grantsville, MD 21536

Kaelob Norris 304-830-3102 [email protected]

Coastal Drilling East 130 Meadow Ridge Road Mt. Morris, PA 15349

Anthony Miller 304-685-0415 [email protected]

Heeter Geotechnical Const. 130 Meadow Ridge Road Mt. Morris, PA 15349

Martin Parente 304-291-0175 [email protected]


Organization Address Contact Phone No. E-mail Fax Geobuild LLC 730 Holiday Drive Suite 400

Pittsburgh, PA 15220 Matt Morris 412-719-0139 [email protected]

Nicholson Construction 12 McClane Street Cuddy, PA 15031

Mark Rothbauer 412-221-4500 [email protected]

Laurel Aggregates 250 Lakewood Center Morgantown, WV 26508

Jim Yondurg 304-288-5118 [email protected]

Swank Construction 632 Hunt Valley Circle New Kensington, PA 15068

Matt Kurth 724-323-7147 [email protected]

Phillips & Jordan, Inc. 10201 Parkside Dr. Suite 300 Knoxville, TN 37922

Kyle Buchanan 865-202-5286 [email protected]

Phillips & Jordan, Inc. 10201 Parkside Dr. Suite 300 Knoxville, TN 37922

Heath Stone 865-603-1449 [email protected]

Sauls Seismic 580 Justice Avenue Logan, WV 25601

Bobby Cook 304-552-8338 [email protected]

Alex E. Paris Contracting Co. 1595 Smith Twp. State Rd. Atlasburg, PA 15004

Todd Bogar 724-947-2235 [email protected] 724-947-3820

Cove Run Contracting, LLC P.O. Box 104 Moatsville, WV 26405

Chris Wolfe 304-622-8550 [email protected] 304-622-7026

Brayman Construction Corp. 1000 John Roebling Way Saxonburg, PA 16056

Chad Kandow 724-524-0305 [email protected] 724-443-8733

Bear Contracting, LLC P.O. Box 1196 Bridgeport, WV 26330

Alan Shreve 304-326-0160 [email protected]

J.F. Allen Company P.O. Box 2049 Buckhannon, WV 26201

Tyler Beaty 304-614-2986 [email protected]

Beaver Excavating P.O. Box 6059 Canton, OH 44706

Brian Rawling 330-478-2151 [email protected] 330-478-4166

Phillips & Jordan 10201 Parkside Drive Knoxville, TN 37922

Robert Allen 865-313-0986 [email protected]


Carter Miller 865-455-6753 [email protected]


Gerry Arvidso 865-392-3000 [email protected]

Fay Company P.O. Box 100 Pittsburgh, PA 15238

Bill Vodde 724-265-4600 [email protected]


Organization Address Contact Phone No. E-mail Fax Triton Construction, Inc. P.O. Box 908

Nitro, WV 25143 John Rose 304-590-2449 [email protected] 304-755-1404

Senex Explosives, Inc. 710 Millers Run Road Cuddy, PA 15031

Raj Singhar 412-760-1928 [email protected]

Anderson Excavating, LLC 343 Williams Road Morgantown, WV 26501

Richard Davis 304-983-2296 [email protected]

Beaver Excavating Company 2000 Beaver Place Ave. SW Canton, OH 44706

Dwayne Lewis 330-324-4313 [email protected]

CTL Engineering, Inc. 1091 Chaplin Road Morgantown, WV 26501-2296

Joe Stanley 304-292-1135 [email protected]

Larson Design Group Morgantown, WV 26508 Rob Matejczyk 304-212-1627 [email protected] Beaver Excavating Company 2000 Beaver Place Ave. SW

Canton, OH 44706 Joe Leopold 330-458-9004 [email protected]

Terrafirm Construction Co. 250 North Hartford Ave. Columbus, OH 43222

Mark Hutchins 614-314-3609 [email protected]

Mosites Construction 4839 Campbells Run Road Pittsburgh, PA 15205

Rob Means/ Pete Bianco

412-923-2255 [email protected] [email protected]

Land Clearing Specialists, Inc. 111 Kelso Road McDonald, PA 15057

Eric Vaccarello 412-287-6304 [email protected]

Williams Scotsman, Inc. 455 Moon Clinton Road Moon Township, PA 15108

Gloria Westgate 410-946-7569 [email protected]

Foster Supply 6736 Buckannon Pike Mount Claire, WV 26408

Dion Wamsley 304-203-2351

Beaver Excavating Company 6518 Mall Road Morgantown, WV 26501

Mike Miller 330-488-7185 [email protected] 330-478-4166

Baker Corporation 601 Steel Street Aliquippa, PA 15001

Jeremy Bryan 724-332-3020 [email protected]

Coastal Drilling East, LLC 130 Meadow Ridge Road Mt. Morris, PA 15349

Matt Beerbower 304-767-3888 [email protected]

Thalle Construction Company 900 NC-86 Hillsborough, NC 27278

Brad Kohn 919-880-1568 [email protected]

Mountaineer Contractors, Inc. 15237 South Preston Highway Kingwood, WV 26537

Chris Robertson 304-329-2129 [email protected] 304-329-2206

Geo-Solutions, Inc. 1250 5th Avenue New Kensington, PA 15068

Josh Bonetto 724-335-7273 [email protected] 724-733-7271


Organization Address Contact Phone No. E-mail Fax Morgantown Utility Board 278 Greenbag Road

Morgantown, WV 26505 Scott Wright 304-292-8443 [email protected] 304-292-1526

Morgantown Utility Board 278 Greenbag Road Morgantown, WV 26505

Jeremiah Johnson

304-292-8443 [email protected] 304-292-1526


Cory Jones 304-292-8443 [email protected] 304-292-1526


James Fetty, P.E. 304-292-8443 [email protected] 304-292-1526


Chris Linger 304-292-8443 [email protected] 304-292-1526

Gwin, Dobson & Foreman, Inc. 3121 Fairway Drive Altoona, PA 16601

Mark Glenn, P.E. 814-943-5214 [email protected] 814-943-8494


Andy Arnold, P.E. 814-943-5214 [email protected] 814-943-8494


Robert Lechner 814-943-5214 [email protected] 814-943-8494

Date post:	09-Aug-2021
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