W9123719B0003_0002.pdf

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

Except as provided herein, all terms and conditions of the document referenced in Item 9A or 10A, as heretofore changed, remains unchanged and in full force and effect.

15A. NAME AND TITLE OF SIGNER (Type or print)

30-105-04EXCEPTION TO SF 30

APPROVED BY OIRM 11-84

STANDARD FORM 30 (Rev. 10-83) Prescribed by GSA

FAR (48 CFR) 53.243

The above referenced solicitation for the Bluestone Dam Cofferdam, Hinton, WV is amended in accordance w ith the follow ing pages. The Bidding Schedule has been replaced in its entirety, and the Davis Bacon Wage Determination has been updated. All other terms and conditions remain unchanged.

Encls

1. BIDDING SCHEDULE

2. Section 31 32 23

3. Draw ings

4. Davis Bacon Wage Determination

1. CONTRACT ID CODE PAGE OF PAGES

1 70

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)

16C. DATE SIGNED

BY 18-Jan-2019

16B. UNITED STATES OF AMERICA15C. DATE SIGNED15B. CONTRACTOR/OFFEROR

(Signature of Contracting Officer)(Signature of person authorized to sign)

8. NAME AND ADDRESS OF CONTRACTOR (No., Street, County, State and Zip Code) X W9123719B0003

X 9B. DATED (SEE ITEM 11)

13-Dec-2018

10B. DATED (SEE ITEM 13)

9A. AMENDMENT OF SOLICITATION NO.

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

X The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offer is extended, X is not extended.

Offer must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended by one of the following methods:

(a) By completing Items 8 and 15, and returning 1 copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

or (c) By separate letter or telegram which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN REJECTION OF YOUR OFFER. If by virtue of this amendment you desire to change an offer already submitted, such change may be made by telegram or letter, provided each telegram or letter makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

12. ACCOUNTING AND APPROPRIATION DATA (If required)

13. THIS ITEM APPLIES ONLY TO MODIFICATIONS OF CONTRACTS/ORDERS.

IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE

CONTRACT ORDER NO. IN ITEM 10A.

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation date, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(B).

C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority)

E. IMPORTANT: Contractor is not, is required to sign this document and return copies to the issuing office.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

10A. MOD. OF CONTRACT/ORDER NO.

2. AMENDMENT/MODIFICATION NO. 5. PROJECT NO.(If applicable)

6. ISSUED BY

3. EFFECTIVE DATE

18-Jan-2019

CODE

USACE, CONTRACTING DIVISION

LEAH MORGAN, 502 8TH STREET

HUNTINGTON WV 25701

W91237 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

SECTION 00 10 00 - SOLICITATION

1. Bid Schedule. Bidding Schedule is deleted in its entirety and a new revised Bidding Schedule is substituted therefore as Enclosure No. 1.

SECTION 00 80 00 - SPECIAL CONTRACT REQUIREMENTS

2. Page 18, Para. 1.25.2. Insert the following at the end of this paragraph:

“If evacuations push the completion date beyond November 30, 2019 the Contractor will need to remove all floating equipment from the basin.

Evacuation days will extend the contract completion date day for day. No payments for delay will be paid from November 30, 2019–May 1, 2020.”

SECTION 01 32 01.00 10 - PROJECT SCHEDULE

3. Page 8, Para. 3.2.3. In the first sentence of the paragraph, delete the words “NTP date” in its entirety and replace with “date of contract award”.

4. Page 8, Para. 3.2.3.1. In the first sentence, delete "on which the NTP was acknowledged" in its entirety and replace with "of contract award". In the second sentence, delete "NTP" in its entirety and replace with "date of contract award". In the third sentence, delete "that the NTP was acknowledged" in its entirety and replaced with "of contract award".

5. Page 8, Para. 3.2.3.2. In the seventh sentence of the paragraph, delete the word “NTP” in its entirety and replace with “date of contract award”.

6. Page 11, Para. 3.4.4.4. In the second line of the paragraph, delete the word “NTP” in its entirety and replace with “date of contract award”.

7. Page 13, Para. 3.5.2.4. In the first line of the paragraph, delete the word “NTP” in its entirety and replace with “date of contract award”.

W9123719B0003

8. Page 13, Para. 3.6.2. In the third line of the paragraph, delete the word "NTP" in its entirety and replace with "date of contract award."

SECTION 01 50 00 - TEMPORARY CONSTRUCTION FACILITIES

9. Page 7, Para. 1.12.3. In the first sentence, delete the word “until” in its entirety.

SECTION 03 31 30 - TREMIE CONCRETE

10. Pages 6 and 7, Para. 3.1.1. Delete this paragraph in its entirety and replace with the following:

“3.1.1 Underwater Rock Foundations

Preparation of underwater rock foundations shall be achieved using a combination of air jetting, water jetting, air lifting and any approved methods capable of removing sediment, debris, and loose, semidetached, overhanging, or unsound rock fragments. Mechanical methods may also be used provided the methods do not excessively remove or damage sound rock foundation material.

Divers utilizing suitable underwater camera equipment appropriate for use in heavy sediment-laden water shall be used to confirm that all sediment, loose material, or otherwise unsound material are removed immediately prior to placement of subsequent concrete.”

11. Page 7. Insert the following new paragraph after Paragraph 3.1.1:

“3.1.2 Underwater Concrete Surfaces

Preparation of underwater concrete surfaces shall be achieved using a combination of air jetting, water jetting, air lifting and any approved methods capable of removing sediment, laitance, or otherwise poor quality concrete from the surfaces of existing or previously placed concrete.

Mechanical methods may also be used where there is

W9123719B0003 no exposed rebar or other embeds, provided the methods do not remove or damage sound concrete.

Concrete surfaces on the existing spillway face and apron shall be prepared to a minimum full amplitude of 1/4 inches. Divers utilizing suitable underwater camera equipment appropriate for use in heavy sediment-laden water shall be used to confirm that all sediment, laitance, or otherwise poor quality concrete are removed immediately prior to placement of subsequent concrete.”

SECTION 31 32 23 - FOUNDATION DRILLING AND GROUTING

12. This section is deleted in its entirety and a new revised Section 31 32 23 is substituted therefore as Enclosure No. 2.

SECTION 31 41 16 - METAL SHEET PILING

13. Page 5, Para. 3.1.2.1. Delete the second sentence in its entirety and replace with the following:

“Any disposal material removed from the stilling basin would be disposed of by an approved method as dictated by Contracting Officer.”

14. Page 7, Para. 3.1.3. Delete this paragraph in its entirety and replace with the following:

“Pilings driven to refusal and are extending above the required top elevation in excess of the specified tolerance shall be cut off to the required elevation. Pilings driven below the required top elevation and pilings damaged by driving and cut off to permit further driving shall be extended as required to reach the top elevation by splicing when directed by the Contracting Officer at no additional cost to the Government. The tops of pilings excessively battered during driving shall be trimmed when directed, at no cost to the Government. Piling cut-offs and unused full length piling shall become the property of the

W9123719B0003

Contractor and shall be removed from the project site. Cut holes in pilings for bolts, rods, rebar, drains or utilities in a neat and workmanlike manner, as shown or as directed.

Use a straight edge in cuts made by burning to avoid abrupt nicks. Bolt holes in steel piling shall be drilled or may be burned and reamed by approved methods which will not damage the surrounding metal. Holes other than bolt holes shall be reasonably smooth and the proper size for rods and other items to be inserted. All holes in steel pilings on the wet side of cofferdams shall be made watertight by welding steel plates over the holes after the piling installation is completed.”

DRAWINGS

15 The following drawings are hereby revised to indicate the following changes and are enclosed as Enclosure No. 3:

a. Drawing No. GI001. This drawing was updated to include the 4 information drawings added.

b. Drawing No. B-401. Sequence of work for Spillway Apron Drainage has been clarified and notes were updated.

c. Drawing No. B-402. Boring sequence, notes and legend were updated.

d. Append the following information only drawings for inclusion to the contract documents.

(1) R-18

(2) R-19

(3) R-20

(4) R-21

W9123719B0003

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

SECTION 00 10 00 - SOLICITATION

The following have been modified:

BID SCHEDULE

ITEM

NO.

DESCRIPTION ESTIMATED

QUANTITY

UNIT UNIT

PRICE

ESTIMATED

AMOUNT

Reimbursement of Actual Cost of Performance and Payment Bonds for Bids in Excess of $250,000.00

1 Job Sum (not to exceed) $

2 Mobilization and Demobilization 1 Job Sum $

3 Stilling Basin Evacuation 3 Ea. $ $

4 Stilling Basin Evacuation Delay 30 Day $ $

5 Installing Project Identification and Safety Performance Signs 1 Job Sum $

6 Traffic Control 1 Job Sum $

7 Environmental Protection 1 Job Sum $

Working "As-built" Documents (Price shall not be less than $50,000)

1 Job Sum $

9 Final "As-built" Documents (Price shall not be less than $100,000) 1 Job Sum $

10 Deformed Steel Bars 12,261 Lb. $ $

11 Cast-In-Place Concrete 2,436 Cu.Yd $ $

12 Tremie Concrete 3,394 Cu.Yd $ $

13 Fabricated Items 1 Job Sum $

14 Instrumentation 1 Job Sum $

15 Drilling Grout Holes in Rock, Concrete, and Grout 1,400 Ln.Ft $ $

Enclosure No. 1

W9123719B0003

16 Drilling Grout Holes in Reinforced Concrete and Through Bar Anchors 100 Ln.Ft $ $

17 Pressure Testing 10 Hour $ $

18 Spillway Apron Underdrain System Outlet Pipe Cleanout 200 Ln.Ft $ $

19 Permanent Casing 1,550 Ln.Ft $ $

20 Portland Cement in Grout 5,400 Bag $ $

21 Sand in Grout 10,200 Pound $ $

22 Fluidifier in Grout 5,300 Pound $ $

23 Bentonite in Grout 15,200 Pound $ $

24 Admixtures in Grout 2,540 Gallon $ $

25 Placing Grout 360 Hour $ $

26 Reconnections For Additional Downstaging 10 Ea. $ $

27 Government Directed Stand-by Time for Grouting 10 Hour $ $

28 Foundation Drilling and Grouting Final Report 1 Job Sum $

Sheet Piling Installation, PS 27.5 and PS 31 for Cellular Cofferdam Cells

19,929 Ln.Ft $ $

30 In-Place Cellular Fill 9,424 Cu.Yd $ $

31 Drilling Hole in Rock and Concrete, 9" Diameter 98 Ln.Ft $ $

32 Drilling Hole in Rock and Concrete, 13" Diameter 124 Ln.Ft $ $

33 Rock Anchors, 19 Strand 176 Ln.Ft $ $

34 Rock Anchors, 38 Strand 184 Ln.Ft $ $

35 Anchor Tests 4 Ea. $ $

36 Watertightness Testing 12 Ea. $ $

Enclosure No. 1

W9123719B0003

37 Pregrouting Holes 280 Bag $ $

38 Redrilling Pregrouted Holes 222 Ln.Ft $ $

39 Watertightness Testing of Encapsulation 4 Ea. $ $

40 Handrailings 754 Ln.Ft $ $

41 Access Ladders 1 Job Sum $

42 Platform Stairs 1 Job Sum $

43 Jib Crane 1 Job Sum $

Total (Items 1 thru 43) $

Enclosure No. 1

W9123719B0003

BLN15

SECTION TABLE OF CONTENTS

DIVISION 31 - EARTHWORK

SECTION 31 32 23

FOUNDATION DRILLING AND GROUTING

PART 1 GENERAL

1.1 SUMMARY

1.2 REFERENCES

1.3 DEFINITIONS

1.3.1 Zone

1.3.2 Stage

1.3.3 Stop

1.3.4 Lugeon

1.3.5 Modified Lugeon

1.3.6 Apparent Lugeon

1.3.7 Closure

1.3.8 Refusal

1.3.9 Downstage Grouting

1.3.10 Upstage Grouting

1.3.11 Communication

1.3.12 Effective Pressure

1.3.13 Top of Rock

1.3.14 Soil

1.3.15 Drill Setups

1.3.16 Grout Setups

1.3.17 Packer Settings

1.3.18 Instrumented Packer Assembly

1.3.19 Gauge

1.3.20 Intermittent Grouting

1.3.21 Balanced Stable Grout

1.3.22 Holding Pressure

1.3.23 Back Pressure

1.4 SUBMITTALS

1.5 PREPARATORY MEETING

1.6 DELIVERY, STORAGE, AND HANDLING

1.7 GEOTECHNICAL SITE CONDITIONS

1.8 QUALIFICATIONS

1.8.1 Grouting Inspector Qualifications

1.8.2 Automated Grouting Control and Data Collection System Operator

Qualifications

1.8.3 Drill Rig Operator Qualifications

1.8.4 Drilling Inspector Qualifications

1.8.5 Surveyor Qualifications

1.9 SEQUENCE AND SCHEDULING

1.9.1 General

1.9.2 Restrictions

1.10 WASTE MANAGEMENT

PART 2 PRODUCTS

SECTION 31 32 23 Page 1 Enclosure No. 2 Revised 01/15/19

W9123719B0003

2.1 GROUT MATERIALS

2.1.1 Water

2.1.2 Cement

2.1.3 Additives

2.1.3.1 Fluidifier

2.1.3.2 Water Reducer

2.1.3.3 Superplasticizer

2.1.3.4 Viscosity Modifier

2.1.3.5 Anti-Washout Admixture

2.1.3.6 Bentonite

2.1.4 Sand

2.2 PERMANENT CASING

PART 3 EXECUTION

3.1 GENERAL

3.2 EQUIPMENT

3.2.1 General

3.2.2 Spillway Apron Underdrain System Outlet Pipe Cleanout Equipment

3.2.3 Packers

3.2.4 Drilling Equipment

3.2.5 Automated Grouting Control and Data Collection System

3.2.6 Pressure Testing Equipment and Materials

3.2.7 Grouting Equipment

3.3 WASTE MATERIAL CAPTURE, REMOVAL, TREATMENT AND STORAGE SYSTEM

3.4 GROUTING OF THE SPILLWAY APRON UNDERDRAIN SYSTEM

3.4.1 General

3.4.2 Cleanout of the 4-Inch Drain Pipe Outlets

3.4.3 Pressure Testing of the Underdrain System

3.4.4 Grouting of the Underdrain System

3.4.5 Restrictions

3.5 DRILLING AND GROUTING OF GROUT HOLES

3.5.1 General

3.5.2 Installation of Casing for Grout Holes

3.5.3 Grout Hole Drilling Procedures

3.5.4 Pressure Testing Procedures

3.5.5 Grouting Procedures

3.5.6 Sequence of Grouting of Holes

3.5.7 Communication Between Boreholes

3.5.8 Water Pressure Test and Grouting Data Reports

3.5.9 Grouting Progress

3.5.10 Criteria to Perform Additional Downstage Grouting

3.5.11 Completion of Grouting

3.5.12 Grouting Pressures

3.5.12.1 Grout Mixes

3.5.13 Mixing Procedure

3.5.14 Grout Injection

3.5.15 Climatic Factors on Grouting

3.5.16 Backfilling of Holes

3.5.17 Equipment Arrangement and Operation

3.5.18 Protection to Work and Cleanup

3.5.19 Records

3.5.19.1 Paper Records

3.5.19.1.1 Drilling Logs

3.5.19.1.2 Pressure Testing Records

3.5.19.2 Digital Records

3.5.19.2.1 Database of Digital Records

3.5.19.2.2 Scans of Paper Records

3.5.19.2.3 CADD Profiles and Sections

SECTION 31 32 23 Page 2 Enclosure No. 2 Revised 01/15/19

W9123719B0003

3.5.20 Grouting Records

3.5.21 Foundation Drilling and Grouting Final Report

3.5.22 Communications

3.6 MEASUREMENT AND PAYMENT

3.6.1 Drilling Grout Holes in Rock, Concrete, and Grout

3.6.1.1 Measurement

3.6.1.2 Payment

3.6.1.3 Unit of Measure

3.6.2 Drilling Grout Holes in Reinforced Concrete and Through Bar Anchors

3.6.2.1 Measurement

3.6.2.2 Payment

3.6.2.3 Unit of Measure

3.6.3 Pressure Testing

3.6.3.1 Measurement

3.6.3.2 Payment

3.6.3.3 Unit of Measure

3.6.4 Spillway Apron Underdrain System Outlet Pipe Cleanout

3.6.4.1 Measurement

3.6.4.2 Payment

3.6.4.3 Unit of Measure

3.6.5 Permanent Casing

3.6.5.1 Measurement

3.6.5.2 Payment

3.6.5.3 Unit of Measure

3.6.6 Grout Materials

3.6.7 Portland Cement in Grout

3.6.7.1 Measurement

3.6.7.2 Payment

3.6.7.3 Unit of Measure

3.6.8 Sand in Grout

3.6.8.1 Measurement

3.6.8.2 Payment

3.6.8.3 Unit of Measure

3.6.9 Fluidifier in Grout

3.6.9.1 Measurement

3.6.9.2 Payment

3.6.9.3 Unit of Measure

3.6.10 Bentonite in Grout

3.6.10.1 Measurement

3.6.10.2 Payment

3.6.10.3 Unit of Measure

3.6.11 Admixtures in Grout

3.6.11.1 Measurement

3.6.11.2 Payment

3.6.11.3 Unit of Measure

3.6.12 Placing Grout

3.6.12.1 Measurement

3.6.12.2 Payment

3.6.12.3 Unit of Measure

3.6.13 Reconnections For Additional Downstaging

3.6.13.1 Measurement

3.6.13.2 Payment

3.6.13.3 Unit of Measure

3.6.14 Government Directed Stand-by Time for Grouting

3.6.14.1 Measurement

3.6.14.2 Payment

3.6.14.3 Unit of Measure

3.6.15 Foundation Drilling and Grouting Final Report

SECTION 31 32 23 Page 3 Enclosure No. 2 Revised 01/15/19

W9123719B0003

3.6.15.1 Payment

-- End of Section Table of Contents --

SECTION 31 32 23 Page 4 Enclosure No. 2 Revised 01/15/19

W9123719B0003

SECTION 31 32 23

FOUNDATION DRILLING AND GROUTING

PART 1 GENERAL

1.1 SUMMARY

This section covers requirements for drilling and curtain grouting beneath the cofferdam and grouting of a portion of the spillway apron underdrain system. Curtain grouting will be performed along the centerline of the cofferdam to reduce seepage during future excavation in the stilling basin. Grout will also be used to seal the gravel-filled half pipe system that runs along the top of rock surface beneath the apron which connects vertical drains in the foundation to outlets on the downstream side of the baffles to prevent flow beneath the cofferdam and apron from being transmitted from the wet side of the cofferdam to the dry side during dewatering and unwatering. This work will include: flushing the drainage system and outlet pipes with water to clear sediment and gravel; installing packers in the outlet pipes in the vicinity of the cofferdam; grouting the network of piping beneath the apron; embedding casings within the cofferdam during its construction; drilling grout holes in concrete and rock through the casings; pressure testing holes to determine permeability characteristics and the appropriate starting grout mixes; and grouting the foundation. Prior to production grouting, the Contractor is required to develop a suite of balanced-stabilized grout mixes that meet the requirements specified herein. The Contractor is required to provide and operate an automated pressure testing and grouting control system to record, display and control the pressure testing and grouting work. All work shall follow the sequence and procedures submitted by the Contractor and approved by the Contracting Officer. Adherence to the schedule and sequence approved or directed by the Contracting Officer will not be seen as cause for time extension or claims for additional costs beyond those specified herein.

Included in this section is drilling; pressure testing; making grout connections; furnishing, handling, transporting, storing, mixing and injecting the grouting materials; backfilling holes; care and disposal of drill cuttings, waste water and waste grout; cleanup of the areas upon completion of the work and all other such operations as are incidental to the drilling and grouting. Perform Government preconstruction sampling and testing as specified.

1.2 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

AMERICAN PETROLEUM INSTITUTE (API)

API RP 13B-1 (2009; R 2016) Recommended Practice for Field Testing Water-Based Drilling Fluids

SECTION 31 32 23 Page 5 Enclosure No. 2 Revised 01/15/19

W9123719B0003

ASTM INTERNATIONAL (ASTM)

ASTM C109/C109M (2016a) Standard Test Method for Compressive Strength of Hydraulic Cement Mortars (Using 2-in. or (50-mm) Cube Specimens)

ASTM C136/C136M (2014) Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

ASTM C150/C150M (2018) Standard Specification for Portland Cement

ASTM C1602/C1602M (2012) Standard Specification for Mixing Water Used in Production of Hydraulic Cement Concrete

ASTM C191 (2013) Standard Test Method for Time of Setting Hydraulic Cement by Vicat Needle

ASTM C494/C494M (2017) Standard Specification for Chemical Admixtures for Concrete

ASTM C70 (2013) Standard Test Method for Surface Moisture in Fine Aggregate

ASTM C937 (2016) Grout Fluidifier for Preplaced-Aggregate Concrete

ASTM C939/C939M (2016a) Standard Test Method for Flow of Grout for Preplaced-Aggregate Concrete (Flow Cone Method)

ASTM C940 (2016) Standard Test Method for Expansion and Bleeding of Freshly Mixed Grouts for Preplaced-Aggregate Concrete in the Laboratory

ASTM D4380 (2012) Density of Bentonitic Slurries

ASTM D6910/D6910M (2009) Marsh Funnel Viscosity of Clay Construction Slurries

U.S. ARMY CORPS OF ENGINEERS (USACE)

COE CRD-C 661 (2006)Specification for Antiwashout Admixtures for Concrete

1.3 DEFINITIONS

1.3.1 Zone

A zone is a predetermined partial depth of curtain. Each zone is approximately 10 feet along the borehole, equating to approximately a 9.5-foot elevation change in angled borings. The first zone extends 10 feet downward from near the top of the tremie concrete fill at the base of each cell at approximately Elevation 1372 to approximately Elevation 1362.

The second zone extends from the bottom of the first zone to the bottom of the grout curtain at Elevation 1343.

SECTION 31 32 23 Page 6 Enclosure No. 2 Revised 01/15/19

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1.3.2 Stage

A stage is one complete operational cycle of drilling, cleaning, pressure testing, pressure grouting, and grout cleanout within a zone. The actual depth of a stage depends upon geologic conditions encountered in drilling.

It may vary from a fraction to the full depth of the zone, and is marked by the loss or gain of drill water in appreciable amounts.

1.3.3 Stop

A stop is a predetermined depth at which the expanding plug or packer is positioned.

1.3.4 Lugeon

Lugeon value refers to the permeability of the formation. Specifically, a Lugeon unit is defined as a flow of 1 liter of water per minute per meter of borehole length at a pressure of 10 bars.

1.3.5 Modified Lugeon

A modified Lugeon is a permeability value corrected for a pressure lower than the ten bar pressure defined for the Lugeon. Inasmuch as the pressures anticipated for this work are below 10 bars, the Modified Lugeon will be the normal unit of measure, and for convenience will be referred to as a Lugeon.

1.3.6 Apparent Lugeon

Apparent Lugeon refers to the grouting permeability of the formation, using a grout that behaves as a Bingham fluid with a known apparent viscosity.

The evolution of the apparent Lugeon value during grouting shall govern the variation of the grout mix and other injection parameters. The Apparent Lugeon shall be corrected for pressure as appropriate, and may be referred to as a Grouting Lugeon.

1.3.7 Closure

A specific closure criteria will not be used for this project.

1.3.8 Refusal

The initial refusal criteria for this work will be set at 0.5 gallons per minute held for 10 minutes at the maximum pressure specified for the stage being grouted. The Contracting Officer may modify the refusal criteria based on the conditions encountered as the work progresses. The refusal criteria may vary depending on the stage or section that is under consideration.

1.3.9 Downstage Grouting

Downstage grouting is a protocol involving drilling and grouting before proceeding to the next deeper stop within the same borehole, it involves the placement of a grout curtain by repeated drilling and grouting in successive stages in the downward direction in each hole.

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1.3.10 Upstage Grouting

Upstage grouting is a protocol wherein a borehole is drilled to a final depth and grouted in a sequence of upstages beginning at the bottom-most stage and progressing in an upward direction.

1.3.11 Communication

Communication is the passage of water or grout from one hole to another or to any observation point during the course of drilling, water pressure testing, and/or grouting.

1.3.12 Effective Pressure

Effective pressure is the pressure actually exerted by an injected fluid on the formation at the point of measurement. Effective pressure shall be calculated based on pressures in the zone including in situ water pressure, weight of grout or water column, and head losses within the injection system below the gauge, and shall be measured in the ground with the use of an instrumented packer. Head losses within the injection system will vary with the flow rate (dynamic head loss) and should be corrected based on this factor. The effective pressure at the instrumented packer sensor can be determined by subtracting the initial water pressure from the measured total pressure. To obtain the effective pressure at the middle of the stage, the static pressure from the ground water and grout/water between the sensor and the middle of the stage elevation will need to be considered.

1.3.13 Top of Rock

Top of rock is defined as the first encounter of consolidated or weathered bedrock including sandstone, siltstone, limestone, or shale layer as drilling proceeds from the ground surface to the bottom of the grout curtain as determined by a Government Geologist. Boulders are not considered top of rock.

1.3.14 Soil

Soil is defined as all earthen materials, both natural and placed, above top of rock including sands, silts, clays, gravels, boulders and cobbles.

1.3.15 Drill Setups

Drill setups are defined as the procedure to position and align the drill rig on the grout hole for the purpose of drilling.

1.3.16 Grout Setups

Grout setups are defined as the procedure to setup and align the header/cart on the grout hole for the purpose of water pressure testing or grouting.

1.3.17 Packer Settings

Packer settings are defined as the positioning and inflation of a packer for the purpose of injecting grout.

SECTION 31 32 23 Page 8 Enclosure No. 2 Revised 01/15/19

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1.3.18 Instrumented Packer Assembly

An instrumented packer assembly measures total pressures during water pressure testing and grouting either a) between the base of the packer and the bottom of the borehole, b) between the packers of a double-packer assembly, or c) immediately above the packer. The assembly is part of a system that indicates total pressure in real-time by monitor display, and records pressure data for later comparison with the water pressure and grouting pressure versus time. The effective pressure can be determined by subtracting the initial water pressure from the measured total pressure.

The instrumented packer assembly system is to be used in 100 percent of the grout holes requiring pressure grouting and water pressure testing unless otherwise directed by the Contracting Officer.

1.3.19 Gauge

A gauge is an instrument used to measure the grouting pressure at various locations from the plant to the drill hole collar.

1.3.20 Intermittent Grouting

Intermittent grouting is the process whereby the Contracting Officer directs that grouting cease after either 1) a certain volume of grout has been pumped into a stage, or 2) a period of time of pumping grout has been expended. Then one of two options will occur:

Option 1) The Contractor will be directed to cease grouting to allow the grout placed in the stage to harden. The length of time will depend on grout properties and set time. At that point, the Contractor may then re-drill the stage and attempt to re-grout the stage. The Contractor shall plan work so that he can move and grout in other holes while waiting for the grout to set.

Option 2) After ceasing grouting, a period of time will be allowed for the grout placed to reach initial gel, followed by re-setting the packer to the same stage and the Contractor will then attempt to re-grout the stage. The Contractor shall plan work so that he can move and grout in other holes while waiting for the grout to set.

1.3.21 Balanced Stable Grout

A grout mixture that is a homogenous, balanced blend of water and cement combined with selected additives and admixtures to produce a product that experiences minimal to no bleed and maintains a constant rheology (viscosity, cohesion, pressure filtration) during placement.

1.3.22 Holding Pressure

Holding pressure shall be measured and recorded for each stage. When grouting is complete, shut the valve off above the gage and record the rate at which the gage goes back to zero or stops at a lesser pressure than the grouting pressure. If the hole has been completely grouted, the holding pressure will slowly go to zero or will hold at a pressure less than the grouting pressure; if the hole has not been fully grouted, the holding pressure will drop very quickly to zero. If there is no holding pressure, there is a problem that will require investigation by the Contractor.

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1.3.23 Back Pressure

Back pressure is measured to determine if jacking or fracturing occurred during grouting. To measure back pressure, shut off the valves above and below the gage, drain the gage with the bleeder valve to zero and close the bleeder valve, then open the bottom valve from the hole. If there is any measurable pressure, then the grout is returning to the surface of the hole and jacking (if in the rock), or fracturing (if in soil), may have occurred. Back pressure shall be measured and recorded for each stage.

1.4 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. The Government will have a minimum of 30 calendar days to review any submittal unless otherwise noted. Submit the following in accordance with Section 01 33 00 SUBMITTAL

PROCEDURES:

SD-01 Preconstruction Submittals

Automated Grouting Control and Data Collection System; G|DSPC

The Contractor shall submit a detailed description, name, manufacturer's name, specifications, sample outputs, and sample Excel compatible data files generated by the Automated Grouting Control and Data Collection System to be used during water pressure testing and grouting not less than 30 calendar days prior to the commencement of drilling. All software products used to control or process data from the automated grouting system(s) shall be named and specifications provided. Any proprietary software required for gathering, processing or viewing the automated data shall also be named and specifications provided.

Data for commonly used software such as Microsoft Office, Adobe Acrobat, etc., shall not be required. The submittal shall include a paragraph describing any mathematical operations and formulae contained within the software that is related to output files such as the method for calculating the effective pressure. The system shall be installed and tested prior to commencement of pressure testing or grouting.

Spillway Apron Underdrain System Grouting Work Plan; G|DSPC

The Contractor shall prepare a plan for all work associated with grouting of the underdrain system that shall include, but is not limited to: detailed descriptions of the proposed activities associated with pressure washing or otherwise cleaning the 4" drain pipes in the baffles, pressure testing of the underdrain system, sealing of drain pipes, and grouting of the underdrain system in the vicinity of the cofferdam, and the sequence, schedule and procedures for all associated work.

Drilling and Grouting Work Plan; G|DSPC

Not less than 60 calendar days prior to the commencement of drilling grout holes, the Contractor shall submit a Drilling and Grouting Work Plan that shall include, but is not limited to:

detailed descriptions of the proposed activities associated with

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W9123719B0003 setting of casing, drilling, pressure testing, and grouting;

backfilling; layout of the work area; assigned personnel and their roles; and the overall sequence and schedule of work including key milestones.

Also included in the Drilling and Grouting Work Plan shall be general guidelines and procedures for grout mixing, identifying and isolating zones of grout take and procedures to be followed in the event of communication in grout holes, thickening and thinning mixes, the means of providing thicker or thinner mixes expeditiously to the grout hole, the procedures used to minimize wasted grout, and testing procedures.

The Work Plan shall also include detailed procedures of how the Contractor will install casing within the cofferdam at the proper locations and orientations and how the correct alignment will be maintained and verified as granular fill and concrete are placed within the cofferdam. The method the Contractor will use to verify that the grout holes which will be drilled through casings to the specified tolerance will not result in damage to the cofferdam sheet piling (interception of the sheet piling during drilling) will also be covered in the Work Plan. The Contractor will also describe the method that will be used to set up the drill rig to align with the azimuth and batter of each grout hole and how that that alignment will be maintained and verified, as well as any special procedures required during drilling to ensure that the specified drill tolerance is met.

Drilling, Pressure Testing and Grouting Records; G|DSPC

The Contractor shall submit examples of field logs and final gINT logs for grout hole borings, and water pressure testing and grouting records as well as grouting records with mix changes produced by the Automated Grouting Control and Data Collection System and the Instrumented Packer Assembly System not less than 30 calendar days prior to the commencement of drilling grout holes.

SD-03 Product Data

Permits, Certifications, and Licenses

The Contractor shall submit copies of all required permits, certifications and licenses required by Federal, State, and local law for the execution of this work.

Drilling, Pressure Testing and Grouting Equipment; G|DSPC

A list, details and data on the drilling, pressure testing, grouting equipment and materials shall be submitted for conformance with the requirements of Paragraph EQUIPMENT not less than 60 calendar days prior to the commencement of drilling.

Equipment details shall include but not be limited to instrumented packers, gages, transducers, pumps, mixers, hoses, drills, drill bit size and type, stabilizers, packers, pressure washing equipment, and any equipment that will impact the quality of the work, calibration methods for gages, flow meters, and head loss plots at various pressures and flow rates for the grouting system, and any additional equipment details requested by the Contracting Officer. This submittal shall also include detailed plans and

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W9123719B0003 specifications of the grout plant and all associated equipment, as well as the layout proposed for batching, mixing, and placing grout. The storage location, testing location, storage method, and quantity of each material required in the mix designs for short term or indefinite grouting situations shall be included.

Waste Material Capture, Removal, Treatment and Storage System; G|CM

Details of the Contractor's system that will be used to capture and treat all drilling effluent and waste associated with drilling and grouting shall be submitted not less than 30 calendar days prior to the need for the system to be operational. The Contractor shall submit a detailed description of the system, equipment, hoses, capacity, and methods to capture, control and convey the waste water, grout, cuttings and any other effluent associated with drilling and grouting work to a Contractor furnished facility.

SD-06 Test Reports

Drilling Logs; G|DSPC

The Contractor shall submit a copy of field logs and photographs prepared by the geologist of core samples for each grout hole.

Field logs shall be provided within one day of the completion of drilling of a grout hole. Photographs shall be compiled and submitted on a weekly basis. At a minimum, the naming nomenclature for these files shall include project stationing/offset, hole series and type of record (i.e.

drilling). Final logs prepared using gINT will be submitted on a monthly basis for review and approval.

Pressure Testing and Grouting Records; G|DSPC

The Contractor shall submit records within one day of the completion of the pressure testing or grouting of a given hole. At a minimum, the naming nomenclature for these files shall include project stationing/offset, hole series and type of record (i.e.

grouting or pressure testing).

System Calibration Reports; G|CM

The Contractor shall submit calibration reports for the Automated Grouting Control and Data Collection System, grouting equipment, and all related equipment starting not less than 30 calendar days prior to the commencement of using the equipment and every month afterwards. The reports shall cite the order of accuracy and frequency of calibration. Reports shall include photos of the instruments on the equipment and copies of the raw numeric data collected in Microsoft Excel spreadsheet, manufacturer's specifications and certificate, instrument ranges, distributor's calibration instructions, and plots generated.

Grout Mixes; G|CM

Details including all components, proportions, mixing procedures and sequence of additives and admixtures of proposed grout mixes shall be submitted after grouting materials have been approved.

The Government shall have 30 calendar days to review mix design

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W9123719B0003 for approval before initiation of grouting may commence. Test results for viscosity, specific gravity, set times (initial and final), strength (at 3, 7, 14, and 28 calendar days), bleed, shrinkage, and other testing as required in Paragraph GROUT MIXES shall also be submitted, including the testing standard used for each test.

Material Test Reports; G|CM

A detailed list of the cement, admixtures, and sand shall be submitted and approved in advance of grout mix design and shall include the source, manufacturers' descriptive literature, compliance certificates with associated standards, and Material Safety Data Sheets (MSDS) of all components of grouts used in the work. Material test reports showing that the various grouting materials meet the quality and soundness requirements specified shall be submitted 90 calendar days prior to submittal of the grout mixes. The reports shall include mill tests for cement and aggregate quality testing.

Testing for Water Used in Grouting; G|CM

Contractor shall submit test results prior to starting grout work and quarterly demonstrating the water source has no deleterious effect on the grout quality. These tests shall be in accordance with ASTM C1602/C1602M for non-potable water only.

Grout Tests; G|CM

The Contractor shall submit results of daily, weekly, and monthly Contractor Quality Control grout tests. The Contractor shall submit, on a weekly basis, all quality control grout tests-cumulative through the entire job. All results shall be submitted in both native and pdf formats. A weekly summary report shall be submitted in an electronic format.

Cofferdam Curtain Grouting Grout Hole Data; G|DSPC

The Contractor shall furnish a table for each hole containing all pertinent data for grout holes and grouting. This data will include: grout hole identification, hole size, hole type (primary/secondary), station and offset, northing and easting, top of hole elevation, top of rock elevation, top of rock depth, hole depth, design depth/elevation of top and bottom of stage, as-built depth/elevation of top and bottom of stage, date drilled, pressure test take (gpm), pressure testing and grouting pressure (psi), grouting date, bags of cement, batter, azimuth, stage number, and any additional pertinent information.

SD-07 Certificates

Automated Grouting Control and Data Collection System Operator Qualifications; G|DSPC

The Contractor shall submit the name and qualifications of the operator of the Automated Grouting Control and Data Collection System no more than 30 calendar days prior to commencement of drilling activities. Changes in personnel will require additional submittals for approval of these key personnel.

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Grouting Inspector Qualifications; G|GS

The Contractor shall submit the name and qualifications of the Professional Geologist(s) that will perform inspection of all grouting activities not less than 30 calendar days prior to commencement of drilling activities. Changes in personnel will require additional submittals for approval of these key personnel.

Drill Rig Operator Qualifications; G|GS

The Contractor shall submit the name and qualifications of the Driller(s) not less than 30 calendar days prior to commencement of drilling activities. Changes in personnel will require additional submittals for approval of these key personnel.

Drilling Inspector Qualifications; G|GS

The Contractor shall submit the name and qualifications of the Professional Geologist(s) that will perform inspection and oversee all drilling activities not less than 30 calendar days prior to commencement of drilling activities. Changes in personnel will require additional submittals for approval of these key personnel.

Surveyor Qualifications; G|CM

The Contractor shall submit the name and qualifications of the surveyor that will locate and orient casings and drill rigs, and survey the as-built locations of grout holes. Changes in personnel will require additional submittals for approval of these key personnel.

SD-11 Closeout Submittals

Foundation Drilling and Grouting Final Report; G|GS

Within one month of completion of the drilling and grouting program, the Contractor shall submit a final report as specified in Paragraph FOUNDATION DRILLING AND GROUTING FINAL REPORT. A draft of this report will be submitted when approximately 50 percent of drilling and grouting work is complete.

1.5 PREPARATORY MEETING

Prior to commencing each stage of work the Contractor, including all field personnel and designers to be involved in the work, shall meet with representatives of the Contracting Officer to review the plans and specifications, work plans, and submittals related to the underdrain system grouting, setting of casing, drilling, pressure testing and grouting. Work may commence upon approval of all submittals and after the Preparatory Meeting.

1.6 DELIVERY, STORAGE, AND HANDLING

All materials shall be adequately protected from inclement weather, including rain, snow and freezing conditions. Suitable enclosures, to prevent the degradation of the various materials prior to use, will be required. A sufficient quantity of cement, water and ancillary grout mix components shall be stored at or near the site of the work to ensure that

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W9123719B0003 grouting operations will not be delayed by shortage of materials.

1.7 GEOTECHNICAL SITE CONDITIONS

A foundation investigation has been made at the site by the Government.

Logs of core borings are attached to Section 00 01 15 BORING LOGS. It is worth noting that the Stoney Gap Sandstone forms the bed of the New River at the site and ranges from 52 to 100 feet thick below the present level of the stream. This sandstone is a very hard, gray, dense, well-cemented siliceous quartzitic sandstone (classified as sandstone on earlier logs and re-classified as orthoquartzite in later reports and logs) with occasional thin interbeds and lenses of black shale. Although the rock type should be considered very hard, it should also be noted that several of the borings denote zones of broken rock which could require special attention for drilling and grouting operations. The Contractor is advised that interconnected holes could occur on this project. While the foundation information is representative of subsurface conditions at the respective locations, local variations in the characteristics of the subsurface materials may be anticipated. Local variations which may be encountered include, but are not limited to, classification and thickness of rock strata, hardness of rock, fractures, and other discontinuities in the rock structure, hydrostatic head, and variation in the soil classifications.

Such variations will not be considered as differing materially within the purview of the Section 00 70 00 CONTRACT CLAUSES, Paragraph FAR 52.236-2 DIFFERING SITE CONDITIONS. Additional foundation data are available for inspection as specified in the Section 00 70 00 CONTRACT CLAUSES, Paragraph FAR 52.236-4 PHYSICAL DATA. Contractors are encouraged to review all existing information. In order to arrange for inspection of the additional materials and subsurface explorations samples that have not been consumed by testing, contact Contracting Division at the Huntington District Office. Subsurface exploration samples and various geotechnical documents including foundation reports for monoliths adjacent to the cofferdam and final reports of original construction will be made available for viewing at the Huntington District geotechnical warehouse located in Huntington, West Virginia. Conditions discussed in the information provided should be taken into account when planning drilling and grouting operations..

The Spillway Apron Underdrain System is made up of four rows of 3-inch drain holes on 10-foot 10-inch centers drilled 20 feet deep and filled with ¾-inch crushed stone and gravel. Spacing between rows varies as shown on the drawings but averages about 13 feet in the spillway apron. Each row of drains is covered with an 18-inch diameter semi-circular concrete pipe which is connected to the adjacent row using the same 18-inch semi-circular pipe oriented upstream to downstream. The grid system of drains and 18-inch semi-circular pipe in the spillway apron is drained to the stilling basin by a 4-inch pipe angled approximately 60 to 80 degrees (varies with depth of foundation) through the downstream face of the first row of baffles.

1.8 QUALIFICATIONS

1.8.1 Grouting Inspector Qualifications

The grouting inspector will be a geologist or geotechnical engineer with at least five years' experience on at least three projects of similar scope and size. The grouting inspector shall be a registered Professional Geologist or registered professional Engineer with a four (4) year degree from an accredited university. . This individual shall be responsible for the preparation of separate plots and reports for each boring, water

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W9123719B0003 pressure test and grout stage., and shall have no other duties while grouting work is being performed.

The presence of a Government representative or the keeping of separate grouting records by the Contracting Officer shall not relieve the Contractor of the responsibility for the work specified in this specification.

1.8.2 Automated Grouting Control and Data Collection System Operator Qualifications

The Automated Grouting Control and Data Collection System Operator shall be a registered Professional Geologist or a registered Professional Engineer with a four (4) year degree from an accredited university. The operator(s) shall have a minimum of one year experience operating the equipment and three years of foundation grouting experience. The Automated Grouting Control and Data Collection System cannot be used for data collection until the operator(s) have been approved by the Contracting Officer.

1.8.3 Drill Rig Operator Qualifications

The driller shall have at least seven years of recent drilling experience in construction of grout curtains in bedrock with at least five projects of similar scope and size.

1.8.4 Drilling Inspector Qualifications

The drilling inspector shall be a registered Professional Geologist with a four year degree from an accredited university. At a minimum, the drilling inspector shall have three years of experience in drilling through bedrock. Drilling cannot commence until the drilling inspector(s) have been approved by the Contracting Officer. This individual shall be responsible for the preparation of drilling logs and core photographs and any other products related to drilling, and shall not have any other duties while drilling work is being performed.

The presence of a Government representative or the keeping of separate drilling records by the Contracting Officer shall not relieve the Contractor of the responsibility for the work specified in this specification.

1.8.5 Surveyor Qualifications

Surveyor qualifications will include four years of experience in similar work on at least three different projects. All work shall be completed to the following positional accuracy requirements of 0.10' horizontal, 0.10' vertical and 0d 30' angular at the 95 percent confidence level.

1.9 SEQUENCE AND SCHEDULING

1.9.1 General

The order in which the drilling and grouting work is to be accomplished shall be as outlined in the Drilling and Grouting Work Plan as approved by the Contracting Officer. No variations from this plan shall be made without the approval of the Contracting Officer.

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1.9.2 Restrictions

Grout shall be allowed to harden for a minimum of 16 hours before continuation of drilling to the next deeper stage or zone in that same hole.

Grout hole drilling in rock, anchor hole drilling in rock, water pressure testing, and grouting shall not be performed simultaneously on holes within 50 feet of each other. Drilling, pressure testing, or watertightness testing may not be conducted within 50 feet of a newly grouted hole until the grout has been allowed to harden for at least 16 hours.

1.10 WASTE MANAGEMENT

The Contractor shall comply with Section 01 57 20.00 10 ENVIRONMENTAL PROTECTION for containment, treatment and disposal of waste materials.

PART 2 PRODUCTS

2.1 GROUT MATERIALS

Sampling and testing of grout and grout materials will be in accordance with this section and Paragraph GROUT MIXES. A sufficient quantity of grout materials shall be stored at or near the site of the work to ensure that grouting operations will not be delayed by shortage of materials.

Balanced, stabilized Portland cement-based grouts shall be used. The grouts shall be composed of water and cement, pozzolans, admixtures, antiwashout additive and sand, where appropriate and fillers in varying proportions.

Six grout mixes shall be proposed (including 4 base mixes, 1 mix with an…