Am_0001.pdf

Q1. Plan sheet C-002 indicates that access is provided along the centerline of the levee. Can the Contractor build a temporary access road along the protected side of the levee?

R1. Yes, within the current ROW limits shown on the drawings.

Q2. Land based access to the West bank at the 42” S&WB crossing will be shared with the WBV-82 contractor. Who is responsible for maintaining the shared portion of the levee access road?

R2. The shared access shall be maintained by both Contractors throughout the duration of each contract.

Q3. The construction limits for the WBV-82 project extend from edge of Algiers Canal to 52’ from the levee centerline on the protected side. Since the WBV-83 contractor must cross the WBV-82 site to access the 42” sewer line on the West bank, how will access be provided?

R3. Access will be via the existing levee. The contractor will have to coordinate all ingress/egress the contractor for WBV-82 project area & also with the contracting officer.

Q4. We are unable to locate a profile for the new 12” water line in the cross sections for the East Bank.

R4. Profile for the 12" East Bank will be included within the attached amendment.

Q5. We are unable to locate details of the new 12” water lines to be installed. Is the new waterline to be tied into the existing waterline? Are there any valves, manholes, etc?

R5. The new waterline shall be tied into the existing waterline using an 8 to 10 hour window approved by the S&WB. New Valves will be required to perform this tie-in. Manholes are not required.

Q6. Please provide Government estimated quantities for lump sum bid items.

R6. Estimated quantities will be provided via ED Cost Branch. POC is Steven Lowrie and/or Andy Studdard.

Q7. What is required setback for construction equipment for the Government-designed TRS?

R7. There is no required setback for construction equipment. Furthermore, the crane cannot be positioned on the levee crown, but may be placed on the protected or flood side of the levee during driving of piling. Prior to excavation of the TRS/TFP, the crane shall be removed from the proximity of construction free from bearing against the TRS/TFP sheet piling.

Q8. Specification Section 01100-20c Special Work Requirements: This section states that construction operations at the East and West banks are to be performed concurrently. Please clarify the extent of concurrent operations required. Will the Government require that the Contractor provide duplicate equipment at each site? i.e. cranes, pile hammers, TRS, etc.

R8. Yes. Duplicate equipment will be required to perform concurrent operations. Concurrent Operations includes all work as stated within the Description and Magnitude of Work Paragraph located on the 4th Sheet. (i.e. construction of TRS/TFP, clearing and grubbing, embankment placement, etc.).

Q9. Specification Section 01100-11 Vibration Monitoring: This section states that vibration monitoring is required for all pile driving, hauling and placement of any construction materials, movement of heavy equipment, etc.

a. Given that neither site is located in close to proximity to existing structures, is this extent of vibration monitoring required?

R9a. No vibration monitoring is required at the haul routes. It is still required for pile driving activites near the 42" existing sewer force main and 12" waterline.

b. If vibration monitoring is required for all hauling and equipment movement, what are the locations along the haul route are required to be monitored?

R9b. See previous response to comment 9a.

Q10. Are there any limitations to degrading the existing levees adjacent to the TRS for equipment access?

R10. The existing levee shall not be degraded for equipment access. However, the Contractor will be allowed to construct an access ramp from the barge, across the levee to offload and store equipment.

Q11. Are there any limitations to placing heavy equipment on the existing levees adjacent to the TRS?

R11. See previous response to comment 7.

Q12. Plan Sheet G-004, General Notes – Civil, Note 12: What are maintenance requirements for the levee during construction?

R12. Clearing of debris, etc. Note that all damaged areas due to Construction Operations shall be restored to its pre-existing conditions upon completion of the project as per requirements stated in Spec Section 01100 Para. 17.

Q13. Plan Sheet S-103, Jacking Sheetpile. Is the procedure detailed on this sheet a required method or a suggested method? Will the contractor be allowed to propose alternate methods for sheet pile installation at these locations?

R13. For bidding purposes, this is the required method for installation. Upon award of the contract, the Contractor may submit an RFI for review and approval, of alternative methods for installation.

SECTION 00010

Page 00010-3 thru 6. Delete these pages in their entirety and replace with the revised attached pages 00010-3 thru 5.

SECTION 01100

Page 19, paragraph 13, itesm (d) and (e). Delete these items in their entirety and replace with the following:

“(d) After the award of the contract, the Contractor shall designate in writing only one source or one combination of sources from which he/she proposes to furnish stone. If the Contractor proposes to furnish stone from a source not listed above, he/she may designate only a single additional source for stone. Samples for acceptance testing shall be provided as required by Section 35 31 19.00, RIP RAP, of the Technical Specifications. If a source for stone so designated by the Contractor is not accepted for use by the Contracting Officer, the Contractor may not propose other sources but shall furnish the stone from a source listed above at no additional cost to the Government.

(e) Acceptance of a source of stone is not to be construed as acceptance of all material from the source. The right is reserved to reject materials from certain localized areas, zones, strata, or channels, when such materials are unsuitable for stone as determined by the Contracting Officer.

Materials produced from a listed or unlisted source shall meet all requirements of Section 35 31 19.00, RIP RAP of these Technical Specifications.”

Page 24, paragraph 19. Delete the last sentence in its entirety.

SUBMITTAL REGISTER

Add the attached Submittal Register in addition to the current Submittal Register.

SECTION 31 24 00.00 12

Page 155, paragraph 1.5.1, item 11, 4th line from the bottom. Delete the sentence that being on this line in its entirety and replace with the following:

“The survey information that the Contractor uploads to the Safe File Exchange (SAFE) website shall be in the ".EM" format as specified in the USACE document "Engineering Manual File Format Specification Version: EM06" dated September 22, 2008.”

NEW SECTION 31 32 13 01.12

Add the attached new Section 31 32 13 01.12.

SECTION 31 41 16.00 12

1. Page 164, paragraph 1.5. Add the following publication to the listing as:

“THE SOCIETY FOR PROTECTIVE COATINGS (SSPC)/ NATIONAL

ASSOCIATION OF CORROSION ENGINEERS (NACE)

SSPC-SP 10/NACE No. 2 (2000) Near-White Blast Cleaning”

2. Page 168. Add the following new paragraph after paragraph 2.4.

“2.5 USED STEEL SHEET PILING

Steel for sheet piling shall conform to the requirements of ASTM A 328/A 328M. Sheet piling, including special fabricated sections, shall have the properties equivalent to those listed in paragraph “STEEL SHEET PILING”, at minimum and be of a design such that when in place they will be continuously interlocked throughout their entire length. Any PZ or PZC shape piling is acceptable. However, no more than 3 types of sections are permitted across the entire project and the sheet pile section shall be consistent within the reach. All sheet piling shall be provided with standard pulling holes located approximately 4 inches below the top of the pile, unless otherwise shown or directed. Steel sheet piling shall be hot rolled. The minimum thickness shall be 5/16-inch. Used sheets shall be cleaned to a SSPC-SP 10/NACE No. 2 Near White Finish and then visually inspected for corrosion, damage, warping, bowing, etc. that would affect the installation and operability of the sheet pile wall. Thickness checks shall also be performed on 25% of the sheets randomly selected using ultrasonic methods or by direct measurement using calipers. Measurements shall be done 5-foot from the top and bottom and one at the approximate center. The pilings and measurement locations shall be selected by the Contracting Officer. In addition to the 5/16-inch minimum thickness, an occasional maximum 1/8-inch pitting is permitted provided the net section thickness at the pitting location is a minimum of ¼-inch.”

NEW SECTION 35 31 19

Add the attached new Section 35 31 19.

DRAWINGS

SHEET IDENTIFICATION Nos. C-203, C-204, C-303, C-304, C-305, C-306, C-307, C-308, C- 309, C-310, & S-506. Delete this drawing in its entirety and substitute the attached revised drawing SHEET IDENTIFICATION Nos. C-203, C-204, C-303, C-304, C-305, C-306, C-307, C-308, C-309, C-310, & S-506 therefore.

00010-3 Ed 12-064

SECTION 00010 – BIDDING SCHEDULE

West Bank & Vicinity, Hurricane Protection Project, East & West of Algiers Canal, Orleans Parish, Louisiana, WBV-83 N.O. Sewerage & Water Board (S&WB) 42” Sewer Force Main & 12” Waterline

Item DESCRIPTION Estimated Quantity Unit Unit Price Estimated Amount

0001 Mobilization and Demobilization 1 LS

Temporary Retaining Structures/Temporary Flood Protection

1 LS

0003** Silt Fences 3,000 LF

0004 Truck Wash-Down Racks 1 LS

0005 Clearing and Grubbing 1 LS

0006 Structural Excavation 1 LS

0007 Structural Backfill 1 LS

0008 Construction Dewatering 1 LS

009** Embankment, Compacted Fill 3,614 CY

0010 Sheet Piling, Steel, Type PZ-27 8,910 SF

00011 Steel H-Piling HP 14 X 73 1,756 LF

0012** Seeding and Mulching 3 AC

0013++** Lime Soil Amendment 3 TON

0014++** Sulfur Soil Amendment 1.5 TON

0015** Fertilizer

0015AA** First 180 LBS 180 LBS

0015AB** All Over 180 LBS 150 LBS

0016 Modifications to Existing Utilities

(42" SFM) 1 LS

0017 12" Waterline 1 LS

0018 Concrete Scour Protection 1,740 SY

0019** Rip Rap 8,100 TON

TOTAL: $

**Denotes Change from previous bidding schedule.

00010-4 Ed 12-064

++Items not subject to the requirements of FAR 52.211-18 VARIATION IN ESTIMATED QUANTITY.

Award will be made as a whole to one bidder.

NOTE 1: Bidders shall furnish unit prices for each item listed in the Schedule requiring a unit price. If the bidder fails to insert a unit price in the appropriate blank for required item(s), but does furnish an extended total, or an estimated amount for such item(s), the Government shall deem the unit price to be the quotient obtained by dividing the extended amount for that line item by the quantity. IF A BIDDER OMITS BOTH THE UNIT PRICE AND THE EXTENDED

TOTAL OR ESTIMATED AMOUNT FOR ANY ITEM, ITS BID SHALL BE

DECLARED NON-RESPONSIVE AND THEREFORE INELIGIBLE FOR

AWARD.

NOTE 2: Any bid may be rejected if the Contracting Officer determines in writing that it is unreasonable as to price. Unreasonableness of price includes not only total price of bid, but the price for individual line items as well. Any bid may be rejected if the prices for any line items or sub line items are materially unbalanced (See FAR 14.404-2).

NOTE 3: THE NOTICE TO PROCEED (NTP): The successful bidder is advised that performance and payment bonds shall be submitted in accordance with the time frame in block 12B of SF 1442. The NTP will be issued immediately after verification of acceptable performance and payment bonds. Within seven (7) days after issuance of the NTP, the Contractor shall initiate a meeting to discuss the submittal process with the Area or Resident Engineer or his authorized representative. Physical work cannot start until the Accident Prevention Program, Contractor Quality Control Plan, and other submittals which may be required, have been submitted and approved and all preliminary meetings called for under the contract, have been conducted.

NOTE 4: RAPID VENDOR PAYMENT: Web based instructions for the submission of invoices;

http://www.mvn.usace.army.mil/ebs/rapid_vendor_payment.asp http://www.mvn.usace.army.mil/ebs/rapid_vendor_payment.asp�

00010-5 Ed 12-064

EVALUATION OF SUBDIVIDED ITEMS. (EFARS 52.211-5000 - MAR 95).

Item No. 0015 is subdivided into two or more estimated quantities and are to be separately priced. The Government will evaluate each of these items on the basis of total price of its sub-items.

(End of Clause)

VARIATIONS IN ESTIMATED QUANTITIES - SUBDIVIDED ITEMS. (EFARS

52.211-5001 - MAR 95).

The Variations in Estimated Quantities Subdivided Items clause is applicable only in Item No. 0015.

a. Variations from the estimated quantity in the actual work performed under any second or subsequent sub-item or elimination of all work under such a second or subsequent sub-item will not be the basis for an adjustment in contract unit price.

b. Where the actual quantity of work performed for Item No. 0015 is less than 85% of the quantity of the first sub-item listed under such items, the Contractor will be paid at the contract unit price for that sub-item for the actual quantity of work performed and, in addition, an equitable adjustment in contract price shall be made in accordance with the clause FAR 52.211-18, Variation in Estimated Quantity .

c. If the quantity of work performed under Item No. 0015 exceeds 115% or is less than 85% of the total estimated quantity of the sub-items under that item, and/or if the quantity of work performed under the second sub-item or any subsequent sub-item under Item No. NONE exceeds 115% or is less than 85% of the estimated quantity of any such sub-item, and if such variation causes an increase or a decrease in the time required for performance of this contract, the contract completion time will be adjusted in accordance with the clause FAR 52.211-18, Variation in Estimated Quantity.

(End of Clause)

SUBMITTAL FORM,Jan 96 PREVIOUS EDITION IS OBSOLETE PAGE 1 OF 2 PAGES

WBV-83 S&WB 42" Sewer Line & 12" Waterline

31 32 13.01 12 SD-01 Preconstruction Submittals 1.6Experience Profile 1.6Experience and/or Training

Records 1.10Jet Grouting Work Plan 1.11Sample Log 1.8Quality Assurance-Quality

Control Program Plan 1.8Test Means and Methods

SD-02 Shop Drawings 1.8Jet Grouting 3.1.2Jet Grouting

SD-03 Product Data 3.1.3Design Mix

SD-06 Test Reports 2.2.5Metering Equipment 3.3.2As-Built Field Measurement Data

35 31 19 SD-03 Product Data

2.1.2 G DORiprap

Gaging Table Data SD-04 Samples

1.5.1 GStone

SD-06 Test Reports

2.1.1 G DOGradation Test

G DOEvaluation Testing of Stone

SD-07 Certificates

SUBMITTAL REGISTER

CONTRACT NO.

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SUBMITTAL FORM,Jan 96 PREVIOUS EDITION IS OBSOLETE PAGE 2 OF 2 PAGES

WBV-83 S&WB 42" Sewer Line & 12" Waterline

35 31 19 1.5.1Stone

SUBMITTAL REGISTER

CONTRACT NO.

TITLE AND LOCATION CONTRACTOR

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SCHEDULE DATES

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WBV-83_S&WB Sewer Force Main and Waterline Ed 12-064

SECTION TABLE OF CONTENTS

DIVISION 31 - EARTHWORK

SECTION 31 32 13 01.12

JET GROUTING

PART 1 GENERAL

1.1 SCOPE

1.1.1 Definitions

1.2 REFERENCES

1.3 SUBMITTALS

1.4 MEASUREMENT AND PAYMENT

1.5 PERFORMANCE REQUIREMENTS

1.6 EXPERIENCE PROFILE

1.7 QUALITY CONTROL

1.8 GENERAL, JET GROUTING

1.9 Reporting

1.10 JET GROUTING WORK PLAN

1.11 SAMPLE LOG

1.12 DELIVERY, STORAGE, AND HANDLING OF MATERIALS

1.12.1 Storage of Binder

1.13 JOB CONDITIONS

PART 2 PRODUCTS

2.1 MATERIALS

2.1.1 Grout

2.1.2 Cement

2.1.3 Admixtures

2.1.4 Bentonite

2.1.5 Water

2.2 GENERAL EQUIPMENT REQUIREMENTS

2.2.1 Drilling Equipment

2.2.2 Jet Grouting Monitors

2.2.3 Grout Mixing and Injection Equipment

2.2.4 Jet Pumps

2.2.5 Metering Equipment

2.2.6 Spare Parts

PART 3 EXECUTION

3.1 General

3.1.1 Damaged Holes

3.1.2 Jet Grouting

3.1.3 Design Mix

3.1.4 Equipment

3.2 TEST PROGRAM

3.2.1 Test Section Geometrics

3.2.2 Modifications

3.3 INSTALLATION OF JET GROUT COLUMNS/PANELS

3.3.1 Deviations

SECTION 31 32 13.01 12 Page 1

3.3.2 As-Built Field Measurement Data

3.4 ACCEPTANCE CRITERIA

3.4.1 Remedial Measures

3.5 COLLECTION AND DISPOSAL OF WASTE SLURRY RESULTING FROM JET GROUTING

OPERATIONS

3.5.1 Stockpiles

3.5.2 Disposal of Debris and Containment for Grout Spoils

3.6 PREVENTION OF GROUND HEAVE

-- End of Section Table of Contents --

SECTION 31 32 13.01 12 Page 2

SECTION 31 32 13 01.12

JET GROUTING

PART 1 GENERAL

1.1 SCOPE

The work covered by this section includes the Contractor furnishing all labor, equipment, and materials necessary for installing ground water cut-off walls utilizing jet grouting and all associated testing, monitoring, sampling and recording required for installing the jet grouting for required temporary retaining structures/temporary flood protection (TRS/TFP)shown on the drawings as specified herein. The Contractor shall submit for approval to the Contracting Officer a Jet Grouting Plan, including a plan for execution of the work and all supporting data or calculations to support the plan. Locations for the proposed jet grouting colums are shown on the drawings.

1.1.1 Definitions

1. Monitor: A tool designed to convey the elements of the jet grouting process: air, water and/or grout. The monitor has one or more injection points. The cutting action of the erosion jet(s) is enhanced by surrounding it within a concentric collar of compressed air (double and triple fluid systems).

2. Jet Grouting: The process of creating stabilized soil-cement columns in place utilizing a grout mix delivered at high pressure through a special drill bit that has high velocity horizontal jets.

This process produces soil-cement columns by pumping a neat cement grout slurry through horizontal jets which cuts and mixes in-situ with the surrounding soil materials as the drill bit is slowly rotated and withdrawn.

3. Primary Columns: Jet grout columns constructed into soft subgrade soils to provide stability of the new levee.

4. Secondary Columns: Jet grout columns constructed between and overlapping with the primary columns to tie into the adjacent primary columns providing a continuous panel as outlined on the contract drawings.

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 13A (2010) Specification for Drilling-Fluid Materials

SECTION 31 32 13.01 12 Page 3

ASTM INTERNATIONAL (ASTM)

ASTM C 150 (2009) Standard Specification for Portland Cement

ASTM C 494 (2008a) Standard Specification for Chemical Admixtures for Concrete

ASTM C 989 (2009a) Standard Specification for Ground Granulated Blast-Furnace Slag for Use in Concrete and Mortars

ASTM D 1633 (2000; R 2007) Compressive Strength of Molded Soil-Cement Cylinders

ASTM D 2113 (2008) Rock Core Drilling and Sampling of Rock for Site Investigation

ASTM D 2166 (2006) Standard Test Method for Unconfined Compressive Strength of Cohesive Soil

ASTM D 2850 (2007) Standard Test Method for Unconsolidated-Undrained Triaxial Compression Test on Cohesive Soils

ASTM D 4138 (2007a) Standard Practices for Measurement of Dry Film Thickness of Protective Coating Systems by Destructive Cross-Sectioning Means

ASTM D 4380 (1984; R 2006) Standard Test Method for Density of Bentonitic Slurries

ASTM D 5079 (2008) Preserving and Transporting Rock Core Samples

ASTM D 5084 (2003) Measurement of Hydraulic Conductivity of Saturated Porous Materials Using a Flexible Wall Permeameter

1.3 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. Submittals shall be reviewed and stamped by a licensed professional engineer except for survey data which shall be stamped by a licensed professional engineer or registered land surveyor. Engineer should be licensed in the State of Louisiana. The following shall be submitted in accordance with Section

01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Experience Profile

The Contractor shall acquire from the jet grouting installera detailed experience profile showing that he/she is experienced and competent to construct a jet grout columns within low head areas.

SECTION 31 32 13.01 12 Page 4

The jet grouting company shall have at least five years of prior experience performing similar projects.

Experience and/or Training Records

Experience and/or training records of operators of jet grouting equipment and of on-site supervision of the Contractor's operations. The experience shall be specific to the type of grouting method being utilized by the Contractor for this contract.

Jet Grouting Work Plan

Submit a detailed Jet Grouting Work Plan describing the proposed grouting methods and equipment to be used.

Sample Log

Quality Assurance-Quality Control Program Plan

A description of the Quality Assurance-Quality Control Program Plan including:

Example formats of Daily Production Reports meeting the requirements stated herein.

Test Means and Methods

Details of all test means and methods proposed by the Contractor to verify that columns meet the specified compressive strength and permeability requirements.

Written verification that the firm experienced with jet grouting has an established record of at least five years experience in performing similar jet grouting operations. The core drill operator shall have at least two years experience coring jet grout or soil cement mixture. The work will not commenceuntil the Contractor and the operator have been approved.

Written verification that an experienced, full-time supervisor and jet grout drill rig operator, who has been in responsible charge of supervising jet grouting operations for at least two years. The supervisor shall be present at the work site at all times during jet grouting operations.

Written verification of the experience records of jet grouting firm and supervisor. Submit documentation of experience for approval prior to beginning jet grouting. Jet grouting operations shall not begin until the jet grouting firm and supervisor have been approved by the Contracting Officer.

SD-02 Shop Drawings

Jet Grouting

Submit shop drawings including sequence, time schedule of the jet grouting operations. Drawing locations of the jet grouting shall be shown on a drawing not smaller than 1 inch = 10 feet scale to show the details of the layout required to satisfy the geometries required. The drawings shall include the following:

SECTION 31 32 13.01 12 Page 5

1. Plant, equipment, and material descriptions.

2. Arrangement of grout mixing and injection equipment, location of boreholes, and other necessary details.

3. Methods for drilling and supporting boreholes.

4. Sequence of soilcrete installation.

5. Grout mix design, sources of mix materials, and material data demonstrating compliance with the specified mix material described herein.

6. Layout and procedures for test program to establish jet grouting parameters, including sampling and testing to determine quality and properties of grout materials.

SD-03 Product Data

Description of method(s) and equipment to be used to penetrate the existing ground conditions and to install the grouting.

Include details and catalog-cut sheets and all ancillary equipment.

Design Mix

At least 2 weeks prior to construction, the Contractor shall submit proportions and properties of his proposed design mix including cement, bentonite, additives, and water proportions;

viscosity, density, unconfined compressive strength, and permeability to the Contracting Officer for review and approval.

Either a new project-specific laboratory design mix program or the results of previous laboratory test programs (as long as the materials are similar to those proposed for construction) are acceptable.

SD-06 Test Reports

Metering Equipment

Calibration test results for metering equipment.

As-Built Field Measurement Data

A log of the installation of each column shall be prepared by the Contractor and submitted to the Contracting Officer within one day of installation. The log shall contain the information listed herein.

1.4 MEASUREMENT AND PAYMENT

No separate measurement and payment will be made for jet grouting, as specified. All costs in connection therewith shall be included in the contract lump sum contract price for "Temporary Retaining Structures/Temporary Flood Protection".

1.5 PERFORMANCE REQUIREMENTS

The Contractor shall install jet grout columns at the locations and configurations in the areas shown on the drawings and specified herein, meeting the acceptance criteria defined in paragraph "Acceptance Criteria".

SECTION 31 32 13.01 12 Page 6

1.6 EXPERIENCE PROFILE

The Contractor shall have an established record of at least five years experience in performing similar jet grouting operations including a successful cut-off wall installation with the same equipment as proposed.

The Contractor shall not commence work until the Contracting Officer has approved the jet grouting company, it's supervisor, and the Jet Grouting Plan. The Contractor shall acquire an experienced full-time supervisor who has been in responsible charge of supervising jet grouting operations for at least two years. The jet grouting supervisor shall be present at the work site at all times during jet grouting operations. The Contractor shall provide detailed information on the training and experience of any jet grout rig operators with less than 5 years experience for approval by the Contracting Officer; but in no case shall any operator have less than 2 years of experience in the installation of deep mixed jet grout cut-off walls. The Contractor shall also provide a site superintendent and/or site engineer with a minimum of 2 years experience in deep mixed jet grout cut-off wall installation. The core drill operator shall have at least two years experience coring jet grout or soil cement mixtures. The Contractor shall provide verification of the experience records of jet grouting and supervisor. The contractor shall submit documentation of experience and/or training records for approval prior to beginning jet grouting.

1.7 QUALITY CONTROL

The Contractor shall establish and maintain quality control to confirm the jet grout columns are installed in accordance with submittals, and achieve the specified performance requirements to ensure compliance with contract specifications and maintain records of his quality control for all construction operations.

1.8 GENERAL, JET GROUTING

The Contractor shall implement a Quality Assurance-Quality Control Program Plan to permit the confirmation that the ground treatment methods performed are applied in accordance with this specification, approved submittals, sampling and testing, and have achieved the specified Acceptance Criteria.

The QC Plan shall also be implemented to generate and maintain records of the quality control measures for construction operations including, but not limited to, the following:

a. Equipment. Type, size, and suitability for the construction of the prescribed work.

b. Materials. Compliance with this specification and approved submittals.

c. Installation.

1) Continuous injection, mixing vertically full depth, with computer monitoring.

2) Geometric Tolerances. Horizontal alignment of the elements shall be within 2 inches of the planned location as measured at the ground surface. The horizontal overlap between primary and secondary elements and the mixing shaft overlap within primary elements for multi-shaft rigs shall be as shown on the plans. The inclination of the columns (vertical alignment) shall be within

1.0 percent of vertical as measured at the ground surface.

SECTION 31 32 13.01 12 Page 7

3) The width of the shear panels shall be within ±1 percent of the shear panel width shown in the plans.

4) Top of shear panels shall be at least the top elevation shown in the plans.

5) Bottom of shear panels shall be no higher than the bottom elevation shown in the plans.

d. Sampling and Contractor Test Means and Methods

1) Tests. Unconfined compression tests and permeability shall be performed for core and wet grab samples. Unconfined compression testing shall be performed in accordance with ASTM D 2166.

Permeability tests shall be performed in accordance with

ASTM D 5084.

2) Coring. Three percent of the total installed elements shall be cored and tested. Additional coring may be done at the discretion of the Contracting Officers' Representative, if significant deficiencies are found based on the planned testing.

The Contracting Officer will select the elements to be cored.

Contractor shall perform core sampling of hardened soil-cement, in accordance with ASTM D 2113. The core shall be obtained for the full depth of the element. The minimum core recovery shall be 80 percent. Core samples intended for strength tests should be prepared in accordance with the "Special Care" requirements of ASTM D 5079, Section 7.5.2, and stored in a moist room or other curing facility. If recovery is lower than required, the Contracting Officer may require additional coring at Contractor's expense. The cores shall be made available for review by the Contracting Officer. Contractor shall determine the core recovery for each core run. For core sampling, the sample diameter shall be at least 3.0 inches or greater and core runs shall be no more than 5 feet. Contractor shall grout each core hole with neat cement grout (water cement ratio 1:1) at the completion of each core hole using tremie methods.

3) The Contracting Officer shall select 10 core samples from each coring location for strength testing. The test specimens shall have a length to diameter ratio of 2. Unconfined compression tests shall be performed on each core sample at approximately 28 days after column installation.

4) Wet Grab Samples. No less than two samples per 100 feet of installed column or panel.

e. Specific Gravity

The specific gravity of the grout shall be determined during the validation program for double-checking grout proportions.

Contractor shall check the specific gravity of the grout at least twice per shift per rig using the methods outlined in ASTM D 4380.

The specific gravity measurements shall be indicated on the Daily Quality Control (QC) Report.

f. Other Contractor Proposed Testing

SECTION 31 32 13.01 12 Page 8

The Contractor may propose other types of tests, or exploration to evaluate quality of the completed elements. Such tests may include down-hole video inspection, sonic testing, Menard Pressure-meter tests, or others. All other contractor proposed testing shall be subject to approval of the Contracting Officer.

1.9 Reporting

The original and two copies of QC testing records, as well as the records of corrective action taken, shall be furnished the Contracting Officer's Representative daily. Format of report shall be as specified in Section

01 45 04.00 10 CONTRACTOR QUALITY CONTROL.

1.10 JET GROUTING WORK PLAN

Submit a detailed Jet Grouting Work Plan describing the proposed grouting methods and equipment to be used. At a minimum the Jet Grouting Work Plan shall include:

a. Jet grouting procedures for supporting the interceptor, fills and for groundwater control at the shift excavations.

b. Provisions to prevent discharge of slurry grout outside of the rights-of-way limits, including potential hydrofracture or inadvertant returns and provisions to contain any discharge and mitigate future grout losses, should it occur.

c. Description of grout plant and equipment.

d. Arrangement of grout mixing, recording, and injection equipment, layout of grout columns, and other details to illustrate the plan for setting up each site to be treated.

e. Schedule and sequence for competing jet grouting test columns and production jet grouting work.

f. Layout and designation of jet grout columns for shaft excavations.

g. Layout and designations of jet grout columns.

h. Grout mix design, sources of mix materials, and admixtures.

Grout mix design shall include target range for unit weight, marsh viscosity, and bleed, that will produce desired grout strength.

Provide 7 and 28 day design compressive strengths for neat cement grout mix. Submit MSDS sheets for admixtures that may be used.

i. Quality control procedures including record keeping, field testing, sampling, and laboratory testing of completed columns.

j. Grout mix proportions, design, sources of mix materials, and material data, including a daily record of batch quantities and cement dosages and a daily record of spoil handling quantities and weight of spoil disposal. The Contractor shall submit calculations demonstrating a maximum insitu diluted water to cement ratio to be accomplished by the mix design and jetting parameters, and a plan to demonstrate insitu water to cement effectiveness by material balance or other means.

SECTION 31 32 13.01 12 Page 9

k. Layout and procedures for test program to establish jet grouting parameters, including sampling and testing to determine quality and properties of grout materials.

1.11 SAMPLE LOG

Sample logs shall include:

a. Project name.

b. Machine number.

c. Type of grouting tool.

d. Date and time of the jet grouting installation .

e. Plant, equipment and material descriptions.

f. Arrangement of grout mixing and injection equipment, location of boreholes, and other necessary details.

g. Methods for drilling and supporting boreholes.

h. Sequence of grouting installation.

i. Grout mix proportions.

j. Grout hole geometry (size, length and location).

k. Time and date of beginning and completion of each grout column.

l. Erosion jet pressures used to construct each grout element.

m. Grout rates and takes for each grout column.

n. Rates of rotation and withdrawal of jet grout monitor for each grout element.

o. Other pertinent observations, such as: grout escapes, ground heave, or other unusual behavior.

p. A description of obstructions or other interruptions of binder injections during installation.

1.12 DELIVERY, STORAGE, AND HANDLING OF MATERIALS

Deliver all materials in undamaged, unopened containers bearing manufacturer's original label. The Contractor shall store, measure, handle, transport, and store bulk cement in accordance with the manufacturer's recommendations. Cement shall be stored to prevent damage by moisture.

Material which has become caked due to moisture absorption shall not be used. Cement containing lumps or foreign matter of a nature and in amounts that may be deleterious to the injection operations shall not be used.

1.12.1 Storage of Binder

Binder shall be stored and delivered to the mixing points in closed pressure tanks suitable to be used as pressure vessels, for all pressures required including those used to load and unload the materials.

SECTION 31 32 13.01 12 Page 10

1.13 JOB CONDITIONS

The Contractor shall familiarize himself with job site geotechnical and hydrological conditions and recognize that amongst others, the silts and clays have variable and often high moisture contents, and variable and often high organic contents. Boring logs are included in the plans.

Throughout execution of the work, the Contractor shall take all precautions and measures necessary to safely move and position equipment, support equipment and personnel around the site. It is anticipated that jet grouting may be preformed simultaneously with other activities associated with this contract. Prior to the jet grouting, the Contractor's site preparation work will have produced a suitable working surface for the equipment. The Contractor shall provide equipment, materials, cribbing timber mats or other support structures necessary to provide a stable-working surface for the jet grouting. Granular fill may not be used without prior acceptance of the Contracting Officer. The Contractor shall evaluate and analyze the jet grouting based on the Contractor's proposed construction sequence and methods. The Contractor shall perform all jet grouting work with qualified personnel under the continuous supervision of the jet grouting supervisor approved by the Contracting Officer.

PART 2 PRODUCTS

2.1 MATERIALS

2.1.1 Grout

Grout shall be a mixture of Portland cement, water and bentonite or other non-toxic, biodegradable admixtures if required. The grout shall be mixed in a grout plant that combines dry cement and water in predetermined proportions. Grout mixes shall have a consistency that is fluid and pumpable. Grout mixes shall be proportioned to provide the required strength and mixing consistency. The grout mix utilized shall have a maximum water/cement ratio of 1:1 by weight.

2.1.2 Cement

ASTM C 150 Portland Type I or Type I-II and/or ASTM C 989 Ground Granular Blast Furnace Slag Grade 120 or a mixture of both.

2.1.3 Admixtures

Cement admixtures will not be allowed, without prior submittal showing effect and acceptance of the Contracting Officer. Common water treatment additives may be used to correct water quality or enhance bentonite hydration and mixing. These additives may include soda ash, lime, or alum.

Admixtures of softening agents, dispersants, retarders, or plugging or bridging agents may be added to the water or the slurry to permit efficient use of bentonite and proper workability of the cement bentonite slurry.

Retarders, thinners, and accelerators may be used under the direct supervision of the Contractor to correct specific problems. Peptizing or bulking agents will not be permitted for mixing with slurry. When admixtures are used to improve pumpability, to control set time, and to prevent segregation and bleeding, admixtures shall be non-toxic and biodegradable and conform to ASTM C 494.

SECTION 31 32 13.01 12 Page 11

2.1.4 Bentonite

Premium grade, ultrafine, sodium cation based montmorillonite powder (Wyoming type bentonite) that meets or exceeds the requirements of API 13A.

Grout mix shall not contain more than 2 percent bentonite, by dry weight of cement or as approved by the Contracting Officer.

2.1.5 Water

Fresh and potable water shall be used.

2.2 GENERAL EQUIPMENT REQUIREMENTS

All equipment used for drilling boreholes; lowering, raising and rotating jet monitors, mixing grout, supplying pressurized grout and air-water to jet monitors, and jet monitors used to perform the deep mixing shall have proven performance records for use in jet grouting work. Spare parts and equipment shall be available on site to maintain jet grouting equipment in satisfactory operation condition at all times during execution of the jet grouting work.

2.2.1 Drilling Equipment

Use drilling equipment of a type and capacity suitable for drilling required hole sizes and depths, and lowering, raising, and rotating jet grout monitors to the depths and at the rates required to perform the cut-off wall installation for the full range of subsurface conditions described in the geotechnical boring logs, shown on the Contract Drawings and as specified herein.

2.2.2 Jet Grouting Monitors

Use jet grouting monitors as described in herein having capacity suitable for producing grout elements in the work site soil types identified in the Geotechnical Reports, and of the size and depth shown on the Contract Drawings and as specified herein.

2.2.3 Grout Mixing and Injection Equipment

Use high-speed colloidal shear grout mixer, grout agitator, automatic electronic control unit, and holding tanks, water tanks, air compressors, and pumps of sufficient capacity to ensure adequate supply of grout, air, and water at required pressure to the jet grouting monitors during a full work shift to produce grout columns of the quality and dimensions necessary.

2.2.4 Jet Pumps

Pumps shall be high-pressure pumps capable of delivering the grout at the flow rates and pressures required.

2.2.5 Metering Equipment

Provide automatic recording equipment with a meter to determine the volume of grout injected. The meter shall be calibrated within the past two months in liters to the nearest liter. The grout injection rate recorded by flow meter shall be verified daily by counting the strokes of the piston pump in a fixed period of time and recorded on grout logs.

SECTION 31 32 13.01 12 Page 12

2.2.6 Spare Parts

Spare parts and/or equipment shall be available on site to maintain the jet grouting equipment in satisfactorily operating conditions at all time during execution of the grouting work.

PART 3 EXECUTION

3.1 General

3.1.1 Damaged Holes

Any jet grout holes lost or damaged as the result of mechanical failure of equipment, inadequacy of grout, air, or water supplies, or improper drilling or injection procedures shall be backfilled with cement grout and replaced by additional jet grout holes that ensure a complete encapsulation of the damaged hole and re-establish a continuous cut-off at no additional cost to the Government.

3.1.2 Jet Grouting

Jet grout injection and jet monitor rotation and extraction rates shall be sufficient to produce grout columns/panels meeting the diameter, depth, overlap, and material property requirements specified herein. The required mixing tool rotational speeds and penetration/withdrawal rates for the various soil layers encountered shall be determined during the test section and be used during the balance of the work. If during a column section, these parameters are varied more than 15 percent from those determined during the test section, a replacement of the variant column section shall be installed, at no cost to the Government. Based upon conditions encountered during production, the Contractor may request that the established mixing parameters be modified during the production column installation, subject to approval of the Contracting Officer.

3.1.3 Design Mix

Proportion and inject jet grout mix so that the grout column produced meets the Acceptance Criteria Outline in paragraph "Acceptance Criteria".

3.1.4 Equipment

Equipment for mixing, holding, and pumping grout shall be in a secure location and shall be operated to minimize spillage of material. No material will be allowed to enter drainage areas.

3.2 TEST PROGRAM

The Contractor shall construct a test section of the jet-grouted elements in a location near the proposed jet grouting area and approved by the Contracting Officer to evaluate the Contractor's proposed methods and the grout mix's ability to produce grout columns meeting the depth, size, overlapping and material property requirements shown and specified herein, prior to starting jet grouting production work at the site. Execute test program in accordance with the procedures submitted herein and approved by the Contracting Officer.

3.2.1 Test Section Geometrics

A. Conduct a test program to evaluate the proposed grouting methods

SECTION 31 32 13.01 12 Page 13 and the ability of the proposed grout mix to produce grout columns meeting the depth, diameter, overlap, and material property requirements shown on the Drawings and specified herein.

B. The Contractor shall select one representative location as a test section for the test program and this location shall be approved by the Engineer prior to starting the test program.

C. The test program shall be designed to verify the following items:

1. The range of column diameters and column strengths which can be achieved.

2. The column overlap and continuity between columns which can be achieved.

3. Maximum pressures that can be used before ground surface heave occurs.

D. The test section shall consist of 1 to 2 grout columns installed as specified for the production jet grouting work.

E. Execute the test program in accordance with the approved submittals. Mixing is to be controlled by shaft rotational speed, drilling speed, and grout injection rate. The Contractor shall expose columns from the test section for physical inspection. Measure the column diameter and compare with the design diameter.

F. After the jet grout columns have set up sufficiently, obtain a continuous core sample from one of the primary columns. Inspect the core and check for segregation. Select three samples from the core column and perform compression tests in accordance with ASTM D 1633 or ASTM D 2850 and permeabilty tests in accordance with ASTM D 5084, as appropriate.

G. Subject to the results of the test program, the Contracting Officer may require modifications in the jet grout column production to achieve satisfactory results.

3.2.2 Modifications

Subject to the results of the test program, the Contracting Officer may require modifications in the jet grout production to achieve satisfactory results. Depending on the extent of modifications necessary, the Contractor may be required to repeat the construction of a test section.

3.3 INSTALLATION OF JET GROUT COLUMNS/PANELS

The Contractor shall use the same equipment, materials, and procedures as those determined in the test program to give satisfactory results to perform production jet grouting for construction of the levee stability panels. The jet grout elements by installed by constructing a single line of overlapping grout columns/panels as shown with minimum diameters of 36 inches. Minimum overlap shall be at least 9 inches. Jet grouted columns shall be surveyed and checked by the Contractor before the start of drilling. At the completion of jet grouting operations, thoroughly clean site and dispose of waste slurry resulting from jet grouting operations. A minimum mixing time of five minutes and a maximum holding time of two hours will be enforced for the grout batching. The grout hold time shall be

SECTION 31 32 13.01 12 Page 14 calculated from the beginning of the initial mixing.

3.3.1 Deviations

The installation of each column/panel shall be continuous. Deviations from plan locations at the ground surface shall not exceed 2 inches. Deviation from vertical at the ground surface shall not exceed 1 percent. Each column shall be designated uniquely.

3.3.2 As-Built Field Measurement Data

Within 30 days after completing all field activities, submit a final report detailing mix proportions, testing data, daily logs, and all quality control records as specified herein.

The results of at least one laboratory test shall be submitted demonstrating that the cement-bentonite installed provides a minimum unconfined compressive strength of 500 psi.

Jet Grouting Performance Records

Submit daily during the execution of the test and production jet grouting programs the following information:

1. Grout hole geometry (column/panel size, length and location).

2. Time and date of beginning and completion of each grout column.

3. Grout mix data, including mix proportions, batch quantities and spoil disposal quantities. Batch quantities shall be cross checked daily with theoretical cement dosages from pump data.

4. Erosion jet pressures used to construct each grout element.

5. Grout rates and takes for each grout column. The amount of fluid returns shall be recorded on daily reports for each 5-foot grout column interval.

6. Rates of rotation and withdrawal of jet grout monitor for each grout element.

7. Test samples taken from Soilcrete produced in test program and during production.

8. Other pertinent observations, such as: grout escapes, ground heave, or other unusual behavior. If loss of fluids, hydrofracture or inadvertant returns are observed in the borehole, via controls or anywhere on site, the Contractig Officer shall be notified immediately and corrective measures implemented under close observation.

3.4 ACCEPTANCE CRITERIA

The jet grout columns will individually be considered acceptable when the columns satisfy the criteria below. Columns not satisfying these criteria shall be replaced at no extra cost to the Government, by the Contractor, using appropriate methods. If a test fails, the Contractor may test the same column in another quadrant at the Contractor's expense.

SECTION 31 32 13.01 12 Page 15

(a) Unconfined compressive strength of cores: 500 psi at 28 days. A maximum of 10 percent of the tested specimens can fall below 500 psi per tested column. If tests on adjacent cores fail at the same elevation, both cores are considered non-compliant.

(b) The columns have been installed to the predetermined design elevation shown on the drawings or to the satisfaction of the Contracting Officer's representative. The minimum top elevation of the column shall be the design elevation.

(c) The recorded length of the column has been verified as correct by the Contracting Officer's Representative.

(d) The geometric tolerances have been verified in accordance with paragraph QUALITY CONTROL. Horizontal alignment of the columns shall be within 2 inches of the planned location. The vertical inclination of columns shall be no greater than 1.0 percent. Horizontal overlap shall be at least 9 inches of a single column measured at the ground surface.

(e) The strength and uniformity have been confirmed to be in compliance with paragraph QUALITY CONTROL and the Unconfined compressive strength is 500 psi at 28 days.

(f) The injection of binder does not fall below 10 percent of the target rate as specified in paragraph MONITORING.

(g) The recovery percentage of cores taken for strength verification purposes was greater than 80 percent.

(h) No 5-foot segment of column may contain more than 20 percent of its volume comprised of unimproved soil, and any individual or aggregation of lumps of unimproved soil must be no larger than 12 inches in greatest dimension.