ENM_FW1_Specs_Vol2_Final_07JUN2022.pdf

Eastern New Mexico Rural Water System

BID DOCUMENTS

Finished Water 1 Pipeline

Volume 2 of 3 Specifications, Division 02 through Division 40

June 2022

EASTERN NEW MEXICO WATER UTILITY AUTHORITY

CURRY COUNTY, NEW MEXICO

BIDDING REQUIREMENTS

AND

CONTRACT DOCUMENTS

for the construction of the

EASTERN NEW MEXICO RURAL WATER SYSTEM

FINISHED WATER ONE PIPELINE

Commodity Codes:

91340 91360

Funding Sources:

New Mexico Water Trust Board Project Fund: WPF-5416 New Mexico Water Trust Board Project Fund: WPF-5667

U.S. Bureau of Reclamation Assistance Agreement: R21AC10443

Request for Proposal No: 22-0615-02

VOLUME 2 of 3

SPECIFICATIONS, DIVISION 02 THROUGH DIVISION 40

BID DOCUMENTS

Albuquerque, New Mexico

June 2022

©JACOBS 2022. All rights reserved.

This document and the ideas and designs incorporated herein, as an instrument of professional service, is the property of JACOBS and is not to be used in whole or part, for any other project without the written authorization of JACOBS.

Project No. D3299313 Copy No.

PW/WBG/199704D SEALS PAGE

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SECTION 00 01 07

SEALS PAGE

PART 1 – PROCUREMENT REQUIREMENTS

PART 2 – CONTRACTING REQUIREMENTS

PART 3 – SPECIFICATIONS

DIVISION 01 – GENERAL REQUIREMENTS

DIVISION 02 – EXISTING CONDITIONS

DIVISION 09 – FINISHES

DIVISION 31 – EARTHWORK

DIVISION 32 – EXTERIOR IMPROVEMENTS

DIVISION 33 – UTILITIES

DIVISION 40 – PROCESS INTEGRATION

James W. Honea, P.E.

SEALS PAGE PW/WBG/199704D

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PART 3 – SPECIFICATIONS

DIVISION 03 – CONCRETE

DIVISION 05 – METALS

Tom E. Paige, P.E.

PART 3 – SPECIFICATIONS

DIVISION 26 – ELECTRICAL

James K. Landman, P.E.

END OF SECTION

PW/WBG/199704D TABLE OF CONTENTS

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TABLE OF CONTENTS

Pages

VOLUME 1

PART 1—PROCUREMENT REQUIREMENTS

Request for Proposals ......................................................................................... 1- 3 Supplement:

Acknowledgement of Receipt Form ........................................................ 1- 1

Volume I – Technical Proposal Offeror’s Qualification....................................... 1- 15 Instructions to Offerors ....................................................................................... 1- 14

Supplements:

New Mexico Department of Workforce Solutions for Prevailing Rates (Type A – Street, Highway, Utility and Light Engineering) .................. 1- 2 Davis Bacon Wage Rates ........................................................................ 1- 5

Volume II – Price Proposal Tabulation Form (Unit Price Basis) .......................... 1- 12 Supplements:

List of Proposed Subcontractors, Specialty Subcontractors, and Suppliers ........................................................................................ 1- 1 Affidavit of Non-Collusion...................................................................... 1- 2 Campaign Contribution Disclosure Form ................................................ 1- 3

Bid Bond ........................................................................................................... 1- 2

PART 2—CONTRACTING REQUIREMENTS

CONTRACTING FORMS

Agreement ........................................................................................................ 1- 8

PROJECT FORMS

Performance Bond Form ..................................................................................... 1- 4 Payment Bond Form ........................................................................................... 1- 4

CONDITIONS OF THE CONTRACT

00 72 00 General Conditions ................................................................ 1- 52 00 73 00 Supplementary Conditions ..................................................... 1- 21

Pages

TABLE OF CONTENTS PW/WBG/199704D

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PART 3—SPECIFICATIONS

DIVISION 01—GENERAL REQUIREMENTS

01 11 00 Summary of Work ................................................................. 1- 1 01 12 00 Surveying .............................................................................. 1- 4

Supplement:

Survey Codes and Data Report .............................................. 1- 1

01 22 13 Unit Price Measurement and Payment.................................... 1- 13 01 24 13 Value Engineering ................................................................. 1- 6 01 31 13 Project Coordination .............................................................. 1- 9 01 31 19 Project Meetings .................................................................... 1- 3 01 32 00 Construction Progress Documentation ................................... 1- 6 01 32 34 Photographic and Video Documentation ................................ 1- 4 01 33 00 Submittal Procedures ............................................................. 1- 9

Supplement:

Transmittal of Contractor’s Submittal .................................... 1- 1

01 41 26 Permits .................................................................................. 1- 4 01 42 13 Abbreviations and Acronyms ................................................. 1- 5 01 43 33 Manufacturers’ Field Services................................................ 1- 3

Supplements:

Manufacturer’s Certificate of Compliance ............................. 1- 1 Manufacturer’s Certificate of Proper Installation.................... 1- 1

01 45 16.13 Contractor Quality Control .................................................... 1- 10 01 45 33 Special Inspection, Observation, and Testing ......................... 1- 5 01 50 00 Temporary Facilities and Controls ......................................... 1- 12

Supplement:

Project Sign ........................................................................... 1- 1

01 55 26 Traffic Control ....................................................................... 1- 15 01 57 22 Temporary Environmental Controls ....................................... 1- 22 01 77 00 Closeout Procedures .............................................................. 1- 4 01 78 23 Operation and Maintenance Data ........................................... 1- 5

Supplement:

Maintenance Summary Form ................................................. 1- 2

01 88 15 Anchorage and Bracing.......................................................... 1- 5 01 91 14 Equipment Testing ................................................................. 1- 4

Supplement:

Facility Performance Demonstration/Certification Form ........ 1- 1

VOLUME 2

DIVISION 02—EXISTING CONDITIONS

02 24 32 Backfill Grouting ................................................................... 1- 11 02 42 00 Restoration and Clean-Up ...................................................... 1- 3

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DIVISION 03—CONCRETE

03 30 10 Structural Reinforced Concrete .............................................. 1- 13

DIVISION 04 (NOT USED)

DIVISION 05—METALS

05 50 00 Metal Fabrications ................................................................. 1- 21 05 53 00 Metal Gratings ....................................................................... 1- 5

DIVISION 06 THROUGH DIVISION 08 (NOT USED)

DIVISION 09—FINISHES

09 81 00 Pipe Tape Coating .................................................................. 1- 12 09 81 12 Pipe Joint Coating .................................................................. 1- 4 09 90 04 Painting ................................................................................. 1- 18

Supplements:

Paint System Data Sheet (PSDS) ............................................ 1- 1 Paint Product Data Sheet (PPDS) ........................................... 1- 1

DIVISION 10 THROUGH DIVISION 25 (NOT USED)

DIVISION 26—ELECTRICAL

26 05 01 Electrical ................................................................................ 1- 25 26 05 33 Fiber Optic Raceway and Boxes............................................. 1- 8 26 42 00 Pipeline Grounding System .................................................... 1- 7 26 42 01 Pipe Bonding and Test Stations .............................................. 1- 18

Supplement:

Joint Bond Continuity Test Schematic.................................... 1- 1

26 42 02 Galvanic Anode Cathodic Protection System ......................... 1- 4 26 42 03 Deep Ground Electrode .......................................................... 1- 6

DIVISION 27 THROUGH DIVISION 30 (NOT USED)

DIVISION 31—EARTHWORK

31 10 00 Site Clearing .......................................................................... 1- 4 31 23 13 Subgrade Preparation ............................................................. 1- 4 31 23 16 Excavation ............................................................................. 1- 6 31 23 19.01 Dewatering ............................................................................ 1- 4 31 23 23.15 Earthwork and Trench Backfill .............................................. 1- 24 31 32 19.16 Geotextile .............................................................................. 1- 10 31 37 00 Riprap .................................................................................... 1- 7

TABLE OF CONTENTS PW/WBG/199704D

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31 41 00 Shoring .................................................................................. 1- 2 31 60 00 Installation of Carrier Pipe in Steel Casing ............................. 1- 6

DIVISION 32—EXTERIOR IMPROVEMENTS

32 31 20 Fences and Gates ................................................................... 1- 17 32 91 13 Soil Preparation ..................................................................... 1- 6 32 92 00 Turf and Grasses .................................................................... 1- 14

DIVISION 33—UTILITIES

33 05 01 Conveyance Piping—General ................................................ 1- 19 Supplement:

Coordinated Flange Submittal Data........................................ 1- 1

33 05 01.01 Welded Steel Pipe and Fittings .............................................. 1- 34 33 05 13 Precast Manholes ................................................................... 1- 5 33 13 00 Disinfection of Water Utility Distribution Facilities ............... 1- 5

DIVISION 34 THROUGH DIVISION 39 (NOT USED)

DIVISION 40—PROCESS INTEGRATION

40 27 02 Valves and Operators ............................................................. 1- 19 40 27 02.27 Steel Casing Pipe ................................................................... 1- 4

DIVISION 41 THROUGH DIVISION 49 (NOT USED)

VOLUME 3

PART 4—DRAWINGS

PW/WBG/199704D BACKFILL GROUTING

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SECTION 02 24 32

BACKFILL GROUTING

PART 1 GENERAL

1.01 WORK INCLUDED

A. The work specified in this section includes requirements for filling the annular space between the outside of carrier pipe installed in casing and the inside of the casing with Low-Density Cellular Concrete (LDCC).

1.02 REFERENCE SPECIFICATIONS, CODES AND STANDARDS

A. American Concrete Institute (ACI):

1. ACI 523.1R, Guide for Cast-in-Place Low-Density Concrete.

2. ACI 523.3R, Guide for Cellular Concretes Above 50 pcf, and for

Aggregate Concretes above 50 pcf with Compressive Strengths Less-than 2500 psi.

B. ASTM International (ASTM):

1. C94, Specification for Ready-Mixed Concrete.

2. C138, Standard Test Method for Unit Weight, Yield, and Air Content

(Gravimetric) of Concrete.

3. C150, Specifications for Portland Cement.

4. C495, Standard Test Method for Compressive Strength of Lightweight

Insulating Concrete.

5. C567, Standard Test Method for Unit Weight of Structural Lightweight

Concrete.

6. C618, Specifications for Fly Ash and Raw or Calcined Natural Pozzolan for Use as a Mineral Admixture in Portland Cement Concrete.

7. C796, Standard Method of Testing Foaming Agents for Use in

Producing Cellular Concrete Using Preformed Foam.

8. C869, Standard Specification for Foaming Agents Used in Making

Preformed Foam for Cellular Concrete.

1.03 SUBMITTALS

A. Informational Submittals:

1. Qualifications: Qualifications of contractor or subcontractor personnel and manufacturer supplying and placing the LDCC.

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2. Submit a work plan for placing LDCC including sequence of work, type(s) of equipment, location of equipment, placing procedures, (i.e., batching, mixing, and pumping location and procedures), method for protecting conduits from deformation caused by the exothermic reaction from the heat of hydration during curing of the LDCC, pump line arrangement (including moving and breaking), maximum pipe length to be backfilled, method of determining LDCC levels placed or completion of void filling, communications provisions, methods for monitoring mix, testing procedures, and cleanup procedures. Include pumping pressures, pumping rates, volumes to be placed per day, theoretical annulus volume for actual casing ID and carrier pipe OD with adjustments for bells and spacers, injection locations, method of surveying or monitoring carrier pipe for movement during LDCC placement, maximum LDCC age before set initiation, maximum injection pressures, methods and approaches to prevent deformation of carrier pipe and carrier pipe coating during LDCC placement, sequence of placement and staging of backfill lifts and pumping method in the work plan.

3. Submit Shop Drawings of bulkheads, grout pipes, vent pipes, and drain lines.

4. Pre-Placement Test Reports and Certifications: Proposed LDCC mix designs with mix data for the components, mix properties including air content and wet unit weight, and testing results including cured unit weight and compressive strength tests reports from a certified testing laboratory.

5. Daily reports and records of backfill grout placement, including but not limited to:

a. Furnish to the Engineer a delivery ticket with the information stated in Section 16 of ASTM C94 with each batch of concrete before unloading at the Site; except actual scale weights of materials.

b. Submit to the Engineer a printout of the actual scale weights for the loads batched at the end of each working day.

c. Volumes placed and lift (stage) heights achieved.

d. Stationing of LDCC placement.

e. Injection locations and pressures.

f. Unit weight and air content testing results.

g. Time of placement.

h. Internal temperature of the LDCC during the curing period.

i. Internal wall temperature of conduits backfilled with LDCC during the curing period.

j. Designation of cylinder samples prepared that day.

k. Compressive strength tests reports from a certified testing laboratory.

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B. Action Submittals:

1. Product Data:

a. Submit mix designs for each LDCC mix proposed for use. Show the ingredients of the mix design and include:

1) Type, brand, source, and amounts of cement, pozzolans, admixtures, and other additives.

2) Source and amount of water.

3) Combined grading of each mix design.

4) Specific gravity of the materials.

5) Results of required tests.

b. Submit material specifications and instructions for use of any proposed concrete admixtures, including evidence from foam manufacturer that proposed admixtures are compatible with the foaming agent.

c. Air content, unit weight, and compressive strength test results for proposed mix design.

2. Equipment: Submit the following for each type of LDCC proposed:

a. Manufacturer’s specifications and operation instructions for conveyance equipment.

1) Pump specifications.

2) Grout and air-release hose, valve, and port sizes and specifications.

3) Foam generators and ancillary equipment.

1.04 DEFINITIONS

A. Low-Density Cellular Concrete (Foam Grout): A lightweight cementitious material that contains stable air or gas cells uniformly distributed throughout the mixture and with a minimum air percentage of 20 percent.

PART 2 PRODUCTS

2.01 MATERIALS

A. Cement: Portland cement, ASTM C150, Type I or II.

B. Flyash: Not permitted with LDCC mix in contact with galvanic cathodic protection systems. Otherwise, Type F, ASTM C618.

C. Water: Use potable water free from deleterious amounts of alkali, acid, and organic materials which would adversely affect the setting time or strength of the backfill grout.

D. Admixtures: Admixtures may only be used when specifically approved by foaming agent supplier in writing.

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E. Foaming Agent: Comply with ASTM C869 when tested in accordance with

ASTM C796.

1. Manufacturers and Products:

a. Mearl Geofoam Liquid Concentrate; The Mearl Corporation, Roselle Park, NJ.

b. Foam Liquid Concentrate; Cellufoam Concrete Systems.

2.02 MIX DESIGN

A. General: Design LDCC mix in accordance with the requirements of Section 03 30 10, Structural Reinforced Concrete, ACI 523.1R, ACI 523.3R, and the additional requirements herein. Adjust mixes in the field as necessary to meet the requirements of these specifications. The foaming agent material manufacturer’s field services representative shall approve changes to the mix designs.

B. Minimum 28-day Compressive Strength per ASTM C495: 200 psi.

C. Limiting Requirements: Unless otherwise specified, design and control each LDCC mix within the following limits:

1. Wet Density (Unit Weight): Wet density of the foam grout shall be not less than 50 pcf, at the point of placement.

2. Preformed Foam: Generate preformed foam by combining controlled quantities of air, water, and foaming agent under pressure. Retain preformed foam stability until the cement sets to form a self-supporting matrix. The resulting LDCC shall have essentially closed cell and low water absorptive characteristics. The concentration of foam agent shall be in accordance with the foaming agent material manufacturer’s recommendations.

3. Admixtures: The admixture content, batching method, and time of introduction to the mix shall be in accordance with the manufacturer’s recommendations for minimum shrinkage and for compliance with these specifications. Admixtures may be used when specifically approved by foaming agent material manufacturer and in accordance with their recommendations. No calcium chloride or admixture containing chloride from other than impurities from admixture ingredients will be acceptable.

4. Design and test a tentative mix in accordance with ASTM C796 for each consistency intended for use. These results will be compared with field test results to confirm consistent properties are obtained in the field. Test each mix as follows:

a. Two sets of compression test cylinders (3 inches by 6 inches), three cylinders per set, shall be made from each proposed backfill grout mix. One set of three cylinders shall be tested at an age of

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7 days and the other set shall be tested at an age of 28 days. Foam grout specimens shall be made, cured, stored, and tested in conformity with ASTM C495.

b. Determine total air content of each proposed foam grout mix in accordance with ASTM C796.

c. Determine unit weight of each proposed foam grout mix in accordance with ASTM C567.

2.03 EQUIPMENT

A. General:

1. Use equipment for mixing and injecting foam grout, which is designed for underground backfill grouting service. Maintain equipment in good operating condition, capable of satisfactorily mixing, agitating, and forcing LDCC into injection ports at a uniform flow rate under the required constant pressure.

2. Configure backfill grouting equipment so flushing can be accomplished with grout intake valves closed, with water supply valve open, and with grout pump running at full speed.

3. Provide an adequate inventory of spare parts or backup equipment to ensure that operable backfill grouting equipment is available during the work. Maintain sufficient quantities of spare gauge savers, pressure gauges, stop valves, and other wear parts on site.

B. Use a foam generator to produce a predetermined quantity of foam, which shall be injected into the mixer and blended with the cement slurry. The foam generator shall be timer-controlled to repetitively discharge a pre-selected quantity or to discharge continuously at a fixed rate. Test and calibrate foam generating equipment for dilution percentage, density, and volume output.

Two types of foam generating systems, batch and continuous generating, are acceptable.

1. A batch system consisting of a tank in which the foam liquid concentrate and water are first premixed. This dilute solution is then discharged from either a pressurized tank or by means of a mechanical pump through a foam-making nozzle in which this solution is blended with compressed air in fixed proportions.

2. A continuous generating system container, which continuously draws the concentrate directly from its shipping container, automatically blends it with water and compressed air in fixed proportions, and forms the stable micro-bubbled foam.

3. Both types utilize foam refining columns or nozzles calibrated for foam quality and discharge rate. The foam nozzles may be timer-controlled to repetitively discharge any preselected quantities or to discharge continuously at a fixed rate.

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4. Propose distances and volumes and provide batching, mixing and pumping equipment compatible and of sufficient size and capacity to place LDCC.

5. Provide graphical or digital printout records of batch scale readings, accurate to 1 pound, of the dry mix ingredients before delivery to mixer.

C. Specially designed batch mixers may also be used in conjunction with surge hopper equipped pumps. Properly adjust the rates of mixing and pumping and obtain a continuous flow of foam grout at the point of placement.

D. Injection Hoses and Connections:

1. Use hose of proper type and diameter to withstand maximum injection pressures used.

2. At the point of injection, provide suitable valves and calibrated pressure gauges so that the pressure and grout flow at the grout hole may be regulated and monitored. Provide a meter to measure the total volume of LDCC pumped into each port. Provide at or very near the point of injection, a system of valves in the line transporting the grout that will allow easy access for collection of test specimens. Provide an automatic bypass valve set to the maximum pressure specified.

3. Provide injecting hoses and connections with a minimum of 1-1/2 inches and a maximum of 2-1/2 inches in diameter.

4. Provide suitable stop valves at collar of hole for use in maintaining pressure, as required, until LDCC has set.

2.04 QUALITY CONTROL

A. Qualifications:

1. Develop a mix design, and batching, mixing, handling and placing LDCC under similar project conditions; have furnished and placed LDCC on at least three similar projects of the general type and the size specified herein which have been in successful operation; and have a record of experience and quality of work using foam grout that is satisfactory to the Engineer.

2. May alternatively employ a manufacturer’s representative to supervise supplying and placing of LDCC. The manufacturer’s representative shall be capable of complying with the qualifications specified and shall be acceptable to the Engineer. The manufacturer’s representative shall supervise LDCC operations including training the Contractor’s personnel, mixing designs, and placement of LDCC in the steel casing.

3. Personnel Qualifications: Be fully qualified to perform the Work.

Provide a superintendent with previous experience under similar ground and project conditions, or the foam grout supplying and placing shall be under the supervision of the foaming agent supplier’s representative.

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4. Field Services: The foaming agent material manufacturer shall provide engineering field services to review the project and the material application prior to any preparation; to approve the applicator, the material used, the equipment, and the procedure to be used; to approve setup before production of LDCC; and to observe during initial application. The field representative of the material manufacturer shall submit, in writing, approvals of proposed material, equipment, application procedures, applicator, and setup before production.

PART 3 EXECUTION

3.01 GENERAL

A. Install carrier pipe within casing and block to prevent floatation in accordance with the requirements of Section 31 60 00, Installation of Carrier Pipe in Steel Casing.

B. Complete placement of LDCC prior to welding each end of carrier pipe to pipeline and prior to placement of any backfill against either end of the casing in the shafts.

C. Properly place LDCC as specified herein. Make the LDCC using preformed foam process equipment approved by the foaming agent material manufacturer.

D. Utilize methods for completely filling the annular space between carrier pipe and the casing in accordance with submittals that are reviewed and approved by the Engineer. No standing water, soil, and debris will be allowed where LDCC is to be placed.

E. Utilize methods for protecting conduits from deformation in accordance with submittals that are reviewed and approved by the Engineer.

F. Construct bulkheads at the end of each reach of pipe to be backfilled.

1. Seal ends with brick and mortar bulkheads or other appropriate material, as determined by the Contractor, to facilitate the placement of the LDCC backfill as required.

2. Construct bulkheads so the annular space will be completely backfilled.

3. Provide bulkheads that incorporate a minimum l-inch diameter drainpipe in the invert of the steel casing to facilitate drainage of water during LDCC backfilling. Securely cap and plug this pipe once LDCC begins to flow from the drain line.

4. Provide an opening in the crown of the steel casing through the high side bulkhead or via air release piping to allow entrapped air to escape.

Provide vent outlets as required.

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G. Inform the Engineer at least 24 hours in advance of the times and place where placement of LDCC is anticipated.

H. Do not place any backfill around the ends of the steel casing until backfill grouting has been completed in accordance with the specifications.

3.02 BATCHING AND MIXING

A. General: Conform to the requirements of accepted submittals and the foaming agent manufacturer’s recommendations.

B. Mixing:

1. Mechanically mix LDCC to produce a uniform distribution of the materials with a suitable consistency and the specified limiting requirements. Avoid excessive mixing in order to reduce the possibility of changes in unit weight and consistency.

2. In batch mixing operations, follow the manufacturer’s recommendations concerning the order of charging the mixer with the various ingredients.

Monitor the as-cast unit weight at the point of placement. Allowance should be made for any additional mixing that may result from the method of placement, such as mechanical or pneumatic pumping, and for any unit weight changes that may result from these methods.

3. Make provisions for continuous mixing operations for reasonably uniform and continuous rate of addition of mix components at appropriate positions in the mixing machine, and in the correct ratio, to assure uniformity and the specified limiting requirements at the point of placement.

4. Alternative methods for batching and mixing LDCC will be considered by and must be acceptable to the Engineer.

3.03 PLACING LOW-DENSITY CELLULAR CONCRETE

A. General Requirements: Completely fill void space outside of the carrier pipe with LDCC. Provide air release piping in the crown of the casing to allow displaced air and air lost from LDCC to escape and be replaced with LDCC.

Place LDCC in accordance with approved submittals.

B. Accomplish backfilling of the annular space between the pipe and the casing by placing LDCC in one or more stages (lifts). Monolithic placements (one stage) may be acceptable, demonstrate that placement techniques will not induce movement of the pipe, pipe overstressing, pipe and/or pipe coating overheating, or excessive deformation. Place the LDCC through grout pipes installed within the annular space between the carrier pipe and casing. Install multiple grout pipes to provide redundancy.

C. Install gauge saver or diaphragm seal to protect pressure gauges from grout contamination.

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D. Locate pressure gauges of appropriate range for monitoring the backfill grout injection pressures in the line transporting the LDCC at the point of injection.

Maintain injection pressure low enough to prevent pipe movement and do not exceed 15 psi at the point of injection unless a request for higher injection pressure has been submitted and approved by the Engineer.

E. Place backfill grout through approved grout port locations.

F. Provide positive venting to ensure complete grouting around the carrier pipe, particularly in the invert and crown.

G. Begin grouting at the low end of the steel casing and proceed to the high end so as to cause any water remaining in the invert to move ahead of, and not mix with or become trapped by, the backfill grout.

H. Provide means to allow water and thinned or contaminated grout at the leading edge of the lift to escape.

I. A witness port shall be placed at the top of the high end bulkhead. The grout return through the port shall constitute as the termination criteria.

J. Measure and record volume of LDCC injected and compare with the anticipated volume per foot of pipe backfilled.

K. Provide a means of direct communication between the injection point and the pump operator.

3.04 FIELD QUALITY CONTROL

A. General: Perform field control tests, including unit weight (wet density), air content tests, and compression tests, and submit the results submitted to the Engineer.

1. The frequency specified herein for each field control test is approximate. A greater or lesser number of tests may be made, as required by the Engineer.

2. Collect test specimens near the connection where the LDCC is being injected.

3. Assist the Engineer in obtaining additional test cylinders. Supply materials necessary for fabricating the test cylinders.

4. Provide at or very near the point of injection, a system of valves in the line transporting the LDCC, which will allow easy access for collection of test specimens without disconnecting the line from the outlet. Submit the valve arrangement to the Engineer for review at least 15 days prior to commencing LDCC backfilling operations.

B. Unit Weight: Make unit weight (wet density) tests from the first batch mixed each day, after a change in mix design, every 30 minutes during pumping, and

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from each batch of LDCC from which compression test cylinders are made.

Determine unit weight in accordance with ASTM C567. Unit weight at the point of placement shall be within plus or minus 5 percent of the unit weight established for the mix design being placed. Adjust mix as required to obtain the specified wet density.

C. Air Content: Make an air content test from the first batch mixed each day, and from each batch of LDCC from which concrete compression test cylinders are made. Air content at the point of placement will be the difference between the wet density at the point of placement less the wet density at the point immediately before the addition of preformed foam. Determine air content in accordance with ASTM C138 except that vibration or rodding of the sample is not allowed.

D. Compression Tests: Make one set of four test cylinders (3 inches by 6 inches) for each shift when LDCC is placed. Make one additional set from each additional 200 cubic yards, or major fraction thereof, placed in any one shift.

Test two cylinders from each set at an age of 28 days.

1. Compressive strength of LDCC will be considered satisfactory if both of the following requirements are met:

a. Average of three consecutive compressive strength tests equal or exceed the specified unconfined compressive strength.

b. No individual compressive strength test (average of two cylinders) is below the specified unconfined compressive strength by more than 20 percent.

2. A strength test shall be the average of two compressive strengths of two cylinders made from the same concrete sample and tested at 28 days.

3. Make test cylinders in the field, cure and store in the laboratory, and test in accordance with ASTM C495.

4. Mark or tag each set of compression test cylinders with the date and time of day the cylinders were made, the location in the work where the LDCC represented by the cylinder was placed, batch number, unit weight (wet density), and the air content.

E. Temperature Monitoring: Measure and record daily internal temperature of LDCC and internal conduit wall during the curing period.

3.05 PROTECTION AND CLEAN UP

A. Utilize methods for protecting conduits from deformation in accordance with submittals that are reviewed and approved by the Engineer.

B. Take necessary precautions to protect and preserve the carrier pipe from damage.

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C. Minimize spills and clean up immediately. Repair damage to the pipe caused by or occurring during the backfilling operations by a method approved by the Engineer.

PW/WBG/199704D RESTORATION AND CLEAN-UP

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SECTION 02 42 00

RESTORATION AND CLEAN-UP

PART 1 GENERAL

1.01 SCOPE OF WORK

A. This section specifies site restoration and clean-up, which consists of construction and debris removal, site finishing, road clean-up during construction, and air pollution control.

1.02 EXISTING CONDITIONS

A. Existing site conditions shall be as determined in Section 01 31 13, Project Coordination, and Section 31 10 00, Site Clearing.

1.03 ROADWAY RESTORATION AND MAINTENANCE

A. Restore, maintain, and meet other requirements affecting roadways as shown on Drawings and specified herein.

1.04 SUBMITTALS

A. Informational Submittals: Submit signed and sealed certification from a Professional Land Surveyor indicating final grading is in compliance with the requirements of the Section.

PART 2 PRODUCTS (NOT USED)

PART 3 EXECUTION

3.01 SITE RESTORATION AND CLEAN-UP

A. Keep the construction areas clean and orderly during Work. On completion of the Work, repair damage caused by equipment. Leave the Project Site free of debris or excess material.

B. Remove excess excavated materials from the Site and leave these surfaces in a condition equivalent to their original condition.

C. Reopen existing drainage ditches and culverts and restore the grade and natural drainage as soon as possible after disturbance. Restore culverts broken or damaged to their original condition and location.

D. Restore existing stock dams to their original grade, unless shown otherwise on Drawings.

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E. Restore existing irrigation channels, utilities, and appurtenances to their original grade and condition or as required by Engineer. Restore culverts or other irrigation structures broken or damaged to their original condition and location.

F. Restore existing signs, markers, and mailboxes to their original condition and location as soon as possible after disturbance. Provide temporary until permanent replacements are made.

G. Restore fences and gates in accordance with Section 32 31 20, Fences and Gates, as applicable.

H. Upon completion of the pipeline installation, regrade, rake, and drag disturbed areas, leaving them free from rocks, gravel, clay or any other foreign material and in suitable condition for revegetation in accordance with Section 32 91 13, Soil Preparation, and Section 32 92 00, Turf and Grasses.

Restore finished surface free-draining and free from holes, ruts, rough spots, or other surface features detrimental to the road shoulder and borrow ditch areas.

I. Areas disturbed during construction are required to be restored to preconstruction grades and condition without any new enclosed depressions, unless otherwise shown.

J. Restore topsoil disturbed during construction to preconstruction conditions in accordance with Section 32 91 13, Soil Preparation.

K. Remove temporary structures, rubbish, and waste materials upon completion of the Work.

L. Air Pollution Control:

1. Minimize air pollution from construction operations.

2. Burning of waste materials, rubbish, or other debris will not be permitted on or adjacent to site.

3. Use Best Available Control Technology on construction equipment, including a timing retardation.

M. Road Restoration:

1. Restore roadways as shown on Drawings.

2. Restore roads and driveways so that:

a. Surfaces are finished to match existing surfaces.

b. Sealed roadways are finished to match existing seal (asphalt, spray seal, etc.).

c. Unsealed roadways match existing surface.

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d. Concrete roadways/driveways match existing surface. Reconstruct portions of slab damaged or rendered unstable by undermining.

N. Do not damage bridges, structures, and facilities not designated for removal.

Any such damage will be mitigated by the Contractor and not at the expense of the Owner. Mitigation measures shall be done to the satisfaction of the Engineer and affected governing jurisdiction(s).

3.02 ROAD CLEAN-UP DURING CONSTRUCTION

A. Clean spilled dirt, gravel, or other foreign material in public rights-of-way caused by the construction operations at the conclusion of each day’s operation.

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SECTION 03 30 10

STRUCTURAL REINFORCED CONCRETE

PART 1 GENERAL

1.01 GENERAL

A. Vaults may be cast-in-place in accordance with this section, or pre-cast in accordance with Section 33 05 13, Precast Manholes.

B. The requirements of this specification shall apply to concrete used for cast-in-place concrete structures and other concrete construction, unless noted otherwise.

1.02 REFERENCES

A. The following is a list of standards which may be referenced in this section:

1. American Concrete Institute (ACI):

a. 301, Specifications for Structural Concrete.

b. 305R, Hot Weather Concreting.

c. 306.1, Standard Specification for Cold Weather Concreting.

d. 318, Building Code Requirements for Structural Concrete and

Commentary.

e. 347, Guide to Formwork for Concrete.

f. SP-66, Detailing Manual.

2. ASTM International (ASTM):

a. A615/A615M, Standard Specification for Deformed and Plain

Carbon-Steel Bars for Concrete Reinforcement.

b. C31/C31M, Standard Practice for Making and Curing Concrete

Test Specimens in the Field.

c. C33, Standard Specification for Concrete Aggregates.

d. C39/C39M, Standard Test Method for Compressive Strength of

Cylindrical Concrete Specimens.

e. C94/C94M, Standard Specification for Ready-Mixed Concrete.

f. C150, Standard Specification for Portland Cement.

g. C231, Standard Test Method for Air Content of Freshly Mixed

Concrete by the Pressure Method.

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

Concrete.

i. C311, Standard Test Methods for Sampling and Testing Fly Ash or Natural Pozzolans for Use as a Mineral Admixture in Portland-Cement Concrete

j. C494/C494M, Standard Specification for Chemical Admixtures for Concrete.

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3. Concrete Reinforcing Steel Institute (CRSI):

a. Manual of Standard Practice.

b. Recommended Practice for Placing Reinforcing Bars.

4. National Institute of Standards and Technology (NIST): Handbook 44, Specifications, Tolerances, and Other Technical Requirements for Weighing and Measuring Devices.

5. National Ready Mixed Concrete Association (NRMCA).

1.03 DESIGN REQUIREMENTS

A. Design formwork in accordance with ACI 347 and ACI 301 to provide specified concrete finishes.

B. When high range water reducer (superplasticizer) is used in concrete mix, design forms for full hydrostatic pressure per ACI 347.

C. Make joints in forms watertight.

D. Limit panel deflection to 1/240th of each component span to achieve tolerances specified.

1.04 SUBMITTALS

A. Action Submittals:

1. Reinforcing steel prepared in accordance with CRSI Manual of Standard Practice and ACI SP-66 Detailing Manual:

a. Bending Lists.

b. Placing Drawings.

2. Product Data: Admixtures, premolded joint filler, bonding agent, form release agent, curing compound, nonshrink grout, and patching materials.

3. Design Data: Complete data on the concrete mix design, including aggregate gradations and admixtures, in accordance with ASTM C94.

4. Detailed plan for cold weather curing and protection of concrete placed and cured in weather below 40 degrees F.

5. Detailed plan for hot weather placements including curing and protection for concrete placed in ambient temperatures over 80 degrees F.

B. Informational Submittals:

1. Manufacturer’s application instructions for curing compound.

2. Ready-mix delivery tickets for each truck in accordance with

ASTM C94/C94M.

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3. Manufacturer’s Certificate of Compliance:

a. Portland cement.

b. Admixtures.

c. Fly ash (if used).

d. Aggregates.

e. Bonding agent.

f. Patching materials.

4. Test Reports: Cylinder compressive test results for field cylinders.

1.05 QUALITY ASSURANCE

A. Concrete: Unless otherwise specified, meet the requirements of ACI 301 and

ACI 318.

B. Hot Weather Concreting: Conform to ACI 305R.

C. Cold Weather Concreting: Conform to ACI 306.1.

D. Batch Plant: Currently certified by the National Ready Mixed Concrete Association.

1.06 DELIVERY, STORAGE, AND HANDLING

A. Unload, store, and handle bars in accordance with CRSI publication “Placing Reinforcing Bars.”

PART 2 PRODUCTS

2.01 FORMWORK

A. Form Materials:

1. For exposed areas, use hard plastic finished plywood overlaid waterproof particle board, or steel in “new and undamaged” condition, of sufficient strength and surface smoothness to produce specified finish.

2. For unexposed areas, use new shiplap or plywood.

3. Earth cuts may be used for forming footings.

B. Form Release Agent: Release agent shall not bond with, stain, or adversely affect concrete surfaces, and shall not impair subsequent treatment of concrete surfaces when applied to forms. A ready-to-use water based material formulated to reduce or eliminate surface imperfections, containing no mineral oil or organic solvents. Environmentally safe, meeting local, state, and federal regulations and can be used in potable water facilities.

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C. Beveled Edge Corner Strips: Nonabsorbent material, compatible with form surface, fully sealed on all sides prohibiting loss of paste or water between the two surfaces.

D. Form Ties:

1. Material: Steel.

2. Spreader Inserts:

a. Conical or spherical type.

b. Design to maintain positive contact with forming material.

c. Furnish units that will leave no metal closer than 1.5 inches to concrete surface when forms, inserts, and tie ends are removed.

3. Wire ties not permitted.

2.02 CONCRETE

A. Ready-Mixed Concrete: Mix and deliver concrete in accordance with ASTM C94/C94M, Option C.

B. Materials: Unless otherwise specified, in accordance with ACI 301.

1. Cementitious Materials:

a. Portland Cement: ASTM C150, Type II.

2. Aggregates: Furnish from one source.

a. Natural Aggregates:

1) Free from deleterious coatings and substances in accordance with ASTM C33, except as modified herein.

2) Free of materials and aggregate types causing popouts, discoloration, staining, or other defects on surface of concrete.

b. Coarse Aggregate:

1) Natural gravels, combination of gravels and crushed gravels, crushed stone, or combination of these materials containing no more than 15 percent flat or elongated particles (long dimension more than five times the short dimension).

2) Limit deleterious substances in accordance with ASTM C33, Table 3 for exposed concrete.

c. Fine Aggregates:

1) Clean, sharp, natural sand.

2) Materials Passing 200 Sieve: 4 percent maximum.

3) Limit deleterious substances in accordance with

ASTM C33, Table 1 with material finer than 200 sieve limited to 3 percent, coal and lignite limited to 0.5 percent.

d. Mixing Water and Ice: In accordance with ASTM C1602/C1602M, clean and potable, maximum content of chloride ions shall be 500 ppm.

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e. Admixtures: Furnish from one manufacturer.

1) Characteristics: Compatible with each other and free of chlorides or other corrosive chemicals.

2) Air-Entraining: ASTM C260.

3) Water-Reducing: ASTM C494/C494M, Type A or Type D.

4) Superplasticizers: ASTM C494/C494M, Type F or Type G.

5) Fly Ash: ASTM C618, Class F.

C. Mix Design:

1. Select and proportion ingredients using trial batches; sample, cure and test concrete mix through approved independent testing laboratory in accordance with ACI 301.

2. Minimum allowable 28-day compressive strength when cured and tested in accordance with ASTM C31/C31M and ASTM C39/C39M:

a. Typical: 4,000 psi.

b. Precast Concrete: 4,000 psi.

c. Concrete Fill: 2,500 psi.

3. Minimum Cementitious Content: 540 pounds per cubic yard (not applicable to concrete fill).

4. 0.45 maximum water/cementitious material content ratio.

5. Coarse Aggregate Size: ASTM C33, No. 57.

6. Slump Range: 3 inches to 5 inches for concrete without superplasticizers; 4-1/2 inches to 8 inches for concrete with superplasticizers.

7. Air Content:

a. Test in accordance with ASTM C231.

b. 6 percent plus or minus 1.5 percent, unless noted otherwise.

8. Water Reducers: Use in all concrete.

9. High Range Water Reducers (Superplasticizers): Use at Contractor’s option.

10. Fly Ash: Use at Contractor’s option. Maximum 25 percent, minimum

15 percent of total weight of fly ash plus cement.

11. Truck Mixers: For every truck, test slump of samples taken per 12.5.1 of

ASTM C94/C94M. Where specified slump is more than 4 inches, and if slump tests differ by more than 2 inches, discontinue use of truck mixer unless causing condition is corrected and satisfactory performance is verified by additional slump tests.

12. Mixing: Minimum 70 and maximum 270 revolutions of mixing drum.

Nonagitating equipment is not allowed.

2.03 REINFORCING STEEL

A. Deformed Billet-Steel Reinforcing Bars: ASTM A615/A615M, Grade 60.

Welding of reinforcing bars is not permitted.

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B. Fabrication: Follow CRSI Manual of Standard Practice.

C. Bend bars cold.

2.04 ANCILLARY MATERIALS

A. Premolded Joint Filler:

1. Bituminous Type: ASTM D994 or ASTM D1751.

2. Sponge Rubber: Neoprene, closed-cell, expanded; ASTM D1056, Type 2C5, with compression deflection, 25 percent deflection (limits), 119 kPa to 168 kPa (17 psi to 24 psi) minimum.

B. Tie Wire:

1. Black, soft-annealed 16-gauge wire.

2. Nylon-, epoxy-, or plastic-coated wire.

C. Bar Supports and Spacers:

1. Use precast concrete bar supports and side form spacers, unless noted otherwise. Do not use other types of supports or spacers.

2. Design bar supports to have sufficient strength and stiffness to carry loads without failure, displacement, or significant deformation. Space bar supports so minimum concrete cover is maintained for reinforcing between supports.

D. Nonshrink Grout:

1. Nonmetallic, nongas-liberating.

2. Prepackaged natural aggregate grout requiring only the addition of water.

3. Aggregate shall show no segregation or settlement at fluid consistency at specified times or temperatures.

4. Minimum strength of fluid grout, 3,500 psi at 1 day, 4,500 psi at 3 days, and 7,500 psi at 28 days.

5. Manufacturers and Products:

a. BASF Building Systems, Inc., Shakopee, MN; Master Flow 928.

b. Five Star Products Inc., Fairfield, CT; Five Star Fluid Grout 100.

c. Euclid Chemical Co., Cleveland, OH; Hi Flow Grout.

d. Dayton Superior Corp., Kansas City, KS; Sure Grip High

Performance Grout.

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E. Curing Compound: Water-based, high solids content nonyellowing curing compound meeting requirements of ASTM C1315 Type I, Class A.

2.05 PATCHING MATERIAL (NONSTRUCTURAL)

A. Polymer-modified, cementitious based, chloride resistant, flowable, gray in color, working time of 20 minutes minimum. Provide bonding agent as recommended by manufacturer.

B. Manufacturers and Products:

1. BASF Building Systems, Shakopee, MN; MBT P&R Emaco R300 CI and R320 CI.

2. Sika Corp., Lyndhurst, NJ; SikaTop 123 Plus.

2.06 SOURCE QUALITY CONTROL

A. Cement: Test for total chloride content.

B. Fly Ash: Test in accordance with ASTM C311.

C. Batch Plant Inspection: Provide access to Engineer to inspect batch plants, cement mills, and supply facilities of suppliers, manufacturers, and Subcontractors, providing products included in these Specifications.

PART 3 EXECUTION

3.01 FORMWORK

A. Construction:

1. Construct forms and provide smooth-form finish in accordance with ACI 301 and ACI 347.

2. Form 3/4-inch bevels at concrete edges, unless otherwise shown.

3. Make joints tight to prevent escape of mortar and to avoid formation of fins.

4. Brace as required to prevent distortion during concrete placement.

5. On exposed surfaces locate form ties in uniform pattern or as shown.

6. Construct so ties remain embedded in the wall with no metal within

1 inch of concrete surface when forms, inserts, and tie ends are removed.

B. Form Removal:

1. Nonsupporting forms (walls and similar parts of Work) may be removed after cumulatively curing at not less than 50 degrees F for 24 hours from time of concrete placement if:

a. Concrete is sufficiently hard so as not to sustain damage by form removal operations.

b. Curing and protection operations are maintained.

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2. Remove forms with care to prevent scarring and damaging the surface.

3. Prior to form removal, provide thermal protection for concrete being placed under the requirements of cold weather concreting.

3.02 PLACING REINFORCING STEEL

A. Unless otherwise specified, place reinforcing steel in accordance with CRSI Recommended Practice for Placing Reinforcing Bars.

B. Splices and Laps:

1. Top Bars: Horizontal bars placed such that 12 inches of fresh concrete is cast below in single placement.

2. Horizontal wall bars are considered top bars.

3. Lap splice reinforcing per Drawings, unless noted otherwise.

4. Tie splices with 18-gauge annealed wire as specified in CRSI Standard.

3.03 PLACING CONCRETE

A. Place concrete in accordance with ACI 301.

B. Prior to…