ENMWUA_Texico_Vol2_BidSpecs_Jan2025.pdf

Eastern New Mexico Rural Water System

BID DOCUMENTS

Texico Lateral

Volume 2 of 3 Specifications, Division 02 through Division 49

January 2025

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 TEXICO LATERAL

Commodity Codes:

91340 91360

Funding Sources:

U.S. Bureau of Reclamation Assistance Agreement: R22AC00674

Capital Appropriation Fund: SAP 22-G2320-STB Drinking Water State Revolving Loan Fund: DW- 5860

Contract No.: 25-0126-01

Volume 2 of 3

SPECIFICATIONS, DIVISION 02 THROUGH DIVISION 49

BID DOCUMENTS

Albuquerque, New Mexico

January 2025

©JACOBS 2025. 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. D3299317TP Copy No.

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SECTION 00 01 07

SEALS PAGE

FOR TEXICO LATERAL

SPECIFICATIONS

See Table of Contents for author of each specification section, identified by author’s initials as follows:

AUTHOR’S NAME = INITIALS

JAMES W. HONEA = JWH DEAN R. WENGER = DRW

ANDREA L. VAUGHAN = ALV MORGAN SEARL MACROSTIE = MSM

ROBERT W. MARTIN = RWM SCOTT CROOK = SC

THOMAS E. PAIGE = TEP LIONEL L. WOOD = LLW

James W. Honea, P.E.

SECTION 00 01 07

SEALS PAGE

FOR TEXICO LATERAL

SPECIFICATIONS

SEALS PAGE PW\WBG\199704\D3299317TP

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©COPYRIGHT 2025 JACOBS

Andrea L. Vaughan, P.E.

FOR TEXICO LATERAL

SPECIFICATIONS

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Robert W. Martin, P.E.

FOR TEXICO LATERAL

SPECIFICATIONS

SEALS PAGE PW\WBG\199704\D3299317TP

00 01 07 - 4 JANUARY 2025

Thomas E. Paige, P.E.

FOR TEXICO LATERAL

SPECIFICATIONS

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Dean R. Wenger, P.E.

FOR TEXICO LATERAL

SPECIFICATIONS

SEALS PAGE PW\WBG\199704\D3299317TP

00 01 07 - 6 JANUARY 2025

Morgan Searl MacRostie, P.E.

FOR TEXICO LATERAL

SPECIFICATIONS

PW\WBG\199704\D3299317TP SEALS PAGE

JANUARY 2025 00 01 07 - 7

Scott Crook, P.E.

FOR TEXICO LATERAL

SPECIFICATIONS

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JANUARY 2025

SEALS PAGE

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Lionel L. Wood, P.E.

END OF SECTION

PW\WBG\199704\D3299317TP TABLE OF CONTENTS

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TABLE OF CONTENTS

Person Section Responsible Title Pages

VOLUME 1

PART 1—PROCUREMENT REQUIREMENTS

00 11 13 JWH Invitation to Bid ....................................................................... 1- 3 00 21 13 JWH Instructions to Bidders ............................................................. 1- 11

Supplements:

JWH New Mexico Department of Workforce Solutions for

Prevailing Rates (Type A-Street, Highway, Utility & Light Engineering) ................................................ 1- 2

JWH Davis Bacon Wage Rates ......................................................... 1- 5 00 41 13 JWH Bid Form .................................................................................. 1- 10

Supplements:

JWH List of Proposed Subcontractors, Specialty Subcontractors, and Suppliers ......................................................................... 1- 1 JWH Unit Price Bid Schedule ........................................................... 1- 3 JWH Affidavit of Non-Collusion ...................................................... 1- 1 JWH Campaign Contribution Disclosure Form ................................ 1- 2 JWH Bidder’s Qualification .............................................................. 1- 3 JWH Bidder’s Qualification Form .................................................... 1- 6 JWH DWSRF Bid Requirements ...................................................... 1- 18

00 43 13 JWH Bid Bond .................................................................................. 1- 2

PART 2—CONTRACTING REQUIREMENTS

CONTRACTING FORMS

00 52 13 JWH Agreement ................................................................................ 1- 8

PROJECT FORMS

00 61 13.13 JWH Performance Bond Form .......................................................... 1- 4 00 61 13.16 JWH Payment Bond Form ................................................................ 1- 4

CONDITIONS OF THE CONTRACT

00 72 00 JWH Standard General Conditions ................................................... 1- 58 00 73 00 JWH Supplementary Conditions ....................................................... 1- 21

Person Section Responsible Title Pages

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PART 3—SPECIFICATIONS

DIVISION 01—GENERAL REQUIREMENTS

01 11 00 JWH Summary of Work.................................................................... 1- 2 01 12 00 JWH Surveying ................................................................................. 1- 4

Supplement:

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

01 22 13 JWH Unit Price Measurement and Payment ..................................... 1- 15 Supplement:

JWH DWSRF Pay Application Requirements .................................. 1- 4 01 24 13 JWH Value Engineering ................................................................... 1- 6 01 31 13 JWH Project Coordination ................................................................ 1- 10

Supplement:

JWH DWSRF Requirements............................................................. 1- 7

01 31 19 JWH Project Meetings ...................................................................... 1- 3 01 32 00 JWH Construction Progress Documentation .................................... 1- 6 01 32 34 JWH Photographic and Video Documentation ................................. 1- 4 01 33 00 JWH Submittal Procedures ............................................................... 1- 9

Supplements:

JWH Transmittal of Contractor’s Submittal Form............................ 1- 1 JWH Buy America Project Waiver ................................................... 1- 21 JWH Department of the Interior Bureau of Reclamation

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

Supplements:

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

01 45 16.13 JWH Contractor Quality Control ...................................................... 1- 10 Supplement:

Contractor Quality Control Templates ..................................... 1- 6

01 45 33 TEP Special Inspection, Observation, and Testing .......................... 1- 5 01 50 00 JWH Temporary Facilities and Controls........................................... 1- 12

Supplements:

JWH Project Sign .............................................................................. 1- 1 JWH DWSRF Sign ........................................................................... 1- 5

01 55 26 JWH Traffic Control ......................................................................... 1- 14 01 57 22 JWH Temporary Environmental Controls ........................................ 1- 22

Supplement:

JWH DWSRF Environmental Review Requirements....................... 1- 1

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01 77 00 JWH Closeout Procedures................................................................. 1- 4 Supplement:

JWH DWSRF Closeout Requirements ............................................. 1- 1 01 78 23 JWH Operation and Maintenance Data............................................. 1- 5

Supplement:

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

01 88 15 TEP Anchorage and Bracing............................................................ 1- 5 01 91 14 JWH Equipment Testing ................................................................... 1- 3

Supplement:

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

VOLUME 2

DIVISION 02—EXISTING CONDITIONS

02 24 32 RWM Backfill Grouting ..................................................................... 1- 11 02 40 00 RWM Tunneled Crossings .................................................................. 1- 7 02 42 00 ALV Restoration and Clean-Up ........................................................ 1- 3 02 43 00 RWM Auger Boring ........................................................................... 1- 11 02 44 00 RWM Settlement Monitoring ............................................................. 1- 5

DIVISION 03—CONCRETE

03 30 10 TEP Structural Reinforced Concrete ................................................ 1- 13 03 63 00 TEP Concrete Doweling .................................................................. 1- 4

DIVISION 04 (NOT USED)

DIVISION 05—METALS

05 50 00 TEP Metal Fabrications ................................................................... 1- 20 05 53 00 TEP Metal Gratings ......................................................................... 1- 5

DIVISION 06 THROUGH DIVISION 08 (NOT USED)

DIVISION 09—FINISHES

09 90 04 DRW Painting .................................................................................... 1- 19 Supplements:

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

DIVISION 10 THROUGH DIVISION 12 (NOT USED)

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DIVISION 13—SPECIAL CONSTRUCTION

13 34 20 TEP Precast Concrete Building........................................................ 1- 6

DIVISION 14 THROUGH DIVISION 22 (NOT USED)

DIVISION 23—HEATING, VENTILATING, AND AIR-CONDITIONING (HVAC)

23 81 00 JWH Unitary Air-Conditioning Equipment ...................................... 1- 9 Supplement:

JWH Wall Mount Air Conditioner Data Sheet ................................. 1- 2

DIVISION 24 AND DIVISION 25 (NOT USED)

DIVISION 26—ELECTRICAL

26 05 01 MSM Electrical .................................................................................. 1- 34 26 42 01 DRW Pipe Bonding and Test Stations ............................................... 1- 17

Supplement:

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

26 42 02 DRW Galvanic Anode Cathodic Protection System .......................... 1- 7

DIVISION 27 THROUGH DIVISION 30 (NOT USED)

DIVISION 31—EARTHWORK

31 10 00 ALV Site Clearing............................................................................. 1- 4 31 23 13 ALV Subgrade Preparation ............................................................... 1- 4 31 23 16 ALV Excavation................................................................................ 1- 6 31 23 19.01 ALV Dewatering ............................................................................... 1- 4 31 23 23.15 ALV Earthwork and Trench Backfill ................................................ 1- 24 31 32 19.16 ALV Geotextile ................................................................................. 1- 10 31 37 00 ALV Riprap ....................................................................................... 1- 5 31 41 00 ALV Shoring ..................................................................................... 1- 3 31 60 00 ALV Installation of Carrier Pipe in Steel Casing.............................. 1- 5

DIVISION 32—EXTERIOR IMPROVEMENTS

32 31 20 ALV Fences and Gates...................................................................... 1- 17 32 91 13 ALV Soil Preparation ........................................................................ 1- 6

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DIVISION 33—UTILITIES

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

ALV Coordinated Flange Submittal Data ......................................... 1- 1 33 05 01.02 ALV Ductile Iron Pipe and Fittings .................................................. 1- 12 33 05 01.09 ALV Polyvinyl Chloride (PVC) Pressure Pipe and Fittings ............. 1- 5 33 05 01.10 ALV High-Density Polyethylene (HDPE) Pressure Pipe and Fittings............................................................................ 1- 10 33 05 13 ALV Precast Manholes ..................................................................... 1- 5 33 13 00 ALV Disinfection of Water Utility Distribution Facilities ............... 1- 5

DIVISION 34 THROUGH DIVISION 39 (NOT USED)

DIVISION 40—PROCESS INTEGRATION

40 05 33 SC Pipe Heat Tracing .................................................................... 1- 5 40 27 02 ALV Valves and Operators ............................................................... 1- 17 40 27 02.02 ALV Plunger Valves ......................................................................... 1- 11 40 27 02.03 ALV Electric Motor Actuators.......................................................... 1- 10 40 27 02.27 RWM Steel Casing Pipe ..................................................................... 1- 3 40 42 13 SC Process Piping Insulation ......................................................... 1- 5

Supplement:

SC Service and Insulation Thickness ............................................. 1- 1

40 90 01 LLW Instrumentation and Control for Process Systems ................... 1- 51 Supplement:

LLW Sample Testing Procedures and Functional Test Forms .......... 1- 7

DIVISION 41 THROUGH DIVISION 49 (NOT USED)

VOLUME 3

DRAWINGS

PW\WBG\199704\D3299317TP 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 REFERENCES

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

1. American Concrete Institute (ACI):

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

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

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

2. ASTM International (ASTM):

a. C94, Specification for Ready-Mixed Concrete.

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

Content (Gravimetric) of Concrete.

c. C150, Specifications for Portland Cement.

d. C495, Standard Test Method for Compressive Strength of

Lightweight Insulating Concrete.

e. C567, Standard Test Method for Unit Weight of Structural

Lightweight Concrete.

f. C618, Specifications for Fly Ash and Raw or Calcined Natural

Pozzolan for Use as a Mineral Admixture in Portland Cement Concrete.

g. C796, Standard Method of Testing Foaming Agents for Use in Producing Cellular Concrete Using Preformed Foam.

h. 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.

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

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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:

a. Submit the following for each type of LDCC proposed:

1) Manufacturer’s specifications and operation instructions for conveyance equipment.

a) Pump specifications.

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

c) 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.

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:

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

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

b. 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.

c. 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.

d. 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:

1) 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 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.

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

3) 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 onsite.

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.

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

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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 tunnel conditions; have furnished and placed LDCC on at least three tunnels 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 tunnel conditions, or the foam grout supplying and placing shall be under the supervision of the foaming agent supplier’s representative.

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

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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 completing the connection to 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 non-metallic 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 1-inch diameter drainpipe in the invert of the tunnel 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 air release piping above the crown of the steel casing through the high side bulkhead to allow entrapped air to escape. Securely cap and plug this pipe once LDCC begins to flow from the air release piping.

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

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

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

K. A witness port shall be placed at the top of the high end of the bulkhead.

Grout return through the port shall constitute the termination criteria.

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.

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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 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.

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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.

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\199704\D3299317TP TUNNELED CROSSINGS

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SECTION 02 40 00

TUNNELED CROSSINGS

PART 1 GENERAL

1.01 WORK INCLUDED

A. This section includes requirements for the tunneled installation of casing pipe.

Base bids and select equipment based on the soil and groundwater conditions defined in this section. In no case will any geotechnical data or reports take precedence over soil and groundwater conditions defined for the tunneled crossings and associated shafts and risers in this section.

1.02 SUBMITTALS

A. Informational Submittals:

1. Abandonment-Recovery Contingency Plan: Prepare an Abandonment Contingency Plan to handle the possibility that a tunneled crossing cannot be completed. Submit the Abandonment Contingency Plan in writing to the Engineer 2 weeks prior to commencement of tunnel operations. Follow and manage provisions of the approved Plan.

1.03 DEFINITIONS

A. Auger Boring: As defined in Section 02 43 00, Auger Boring.

B. Radial Overcut: Radial overcut is defined as the difference between the maximum diameter created by the cutting teeth, cutting shoe, or overcut band on the machine or auger (whichever is greater) and the outer diameter of the casing, divided by two.

C. Riser Pipe: Segment of the pipeline that transitions from the trenchless crossing to the shallow open cut portion of the pipeline.

1.04 DESIGN CRITERIA

A. Employ methods and equipment that will control surface settlement and heave above the tunnel to prevent damage to existing utilities, facilities, and improvements. Limit ground movements (settlement/heave) to values that do not cause damage or distress to surface features, utilities, or improvements. In no case will settlements exceed the shutdown values provided in Section 02 44 00, Settlement Monitoring. Repair, damage to existing features, improvements, or utilities to the satisfaction of the Engineer.

B. Initial tunnel support will be provided by a jacked steel casing.

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C. The allowable tunneling methods for each crossing are Auger boring in accordance with Section 02 43 00, Auger Boring.

D. If desired, propose other tunneling means and methods in accordance with the General Conditions. Proposed alternative tunneling methods shall install the specified steel casing and meet the intent of the allowable tunneling methods.

Demonstrate that the proposed alternate tunneling method is technically feasible and will result in settlement less than the shutdown values presented in Section 02 44 00, Settlement Monitoring. Submit three examples of crossings of similar lengths and in similar subsurface conditions where the proposed alternate was successfully completed. The alternative tunneling method description must be signed and sealed by a professional engineer registered in the State of New Mexico who attests to the suitability of the method and the degree to which it meets the above-described intent of the allowable tunneling methods.

E. The maximum radial overcut is 3/4 inch. The maximum allowable radial overcut value has been selected to minimize potential settlements of the ground and subsurface facilities.

F. The use of water under pressure water jetting or puddling will not be permitted to facilitate boring, pushing, or jacking operations.

1.05 PERMITS

A. Obtain and comply with permits as required and as applicable from entities that are crossed by tunneled crossings.

PART 2 PRODUCTS (NOT USED)

PART 3 EXECUTION

3.01 GENERAL REQUIREMENTS

A. Soil conditions anticipated to be encountered during construction of the shafts, tunnels, and associated riser pipes are presented in Table 1 and Table 2. Base bids and develop schedules from these tables, which defines the subsurface conditions.

B. The soils are classified according to the Unified Soil Classification System (USCS) in accordance with ASTM D2487, including fines content and particle size, and the relative density or consistency is based on the correlations presented in Table 3. In addition, for fine-grained soils (clays and silts) the unconfined compressive strength is defined according to the consistency presented in Table 3.

C. Soil behavior is classified according to the system presented in Table 4.

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3.02 GEOTECHNICAL CONDITIONS

A. The primary purpose of the defined subsurface conditions presented herein is to establish a contractual understanding of the geotechnical conditions anticipated to be encountered during construction of the tunneled portions of the Project in order to provide a basis for bidding and to assist in resolution of disputes that may arise over subsurface conditions during tunneling.

Secondarily, the definitions:

1. Present the geotechnical and construction conditions that formed the basis of tunnel design.

2. Provide information to assist the Contractor in evaluating requirements for excavating and supporting the ground.

3. Provide guidance to the Engineer in administering the Contract.

B. The defined subsurface conditions contained herein provide the basis for identifying geotechnical and geologic conditions that qualify as “Differing Subsurface or Physical Conditions,” as defined in the General Conditions. The defined subsurface conditions contained within this specification, are not necessarily geotechnical fact. The defined conditions were developed using judgment to interpolate between borings and extrapolate beyond the boring logs and laboratory test data. The judgment applied in the interpolations and extrapolations reflects the view of the Owner and Engineer. Bidders will use the defined conditions in defining the subsurface conditions and the surface conditions which can be observed during a Site visit as the basis for bids. The Project design was based on assumed construction methods and levels of workmanship. The behavior of the geologic materials present in the surface and subsurface excavations will be influenced by the Contractor’s selected equipment, means, and methods.

C. The results of the Project geotechnical investigation applicable to the crossings are available by request to the Owner. If there are disagreements or ambiguities between the defined conditions presented in this specification and the geotechnical data, this specification takes precedence.

D. Bidders should have a geotechnical engineer or engineering geologist licensed in the State of New Mexico review and explain the information to assure a complete understanding of the reported information as a basis for submitting a bid.

E. Where unstable soil conditions exist, boring or tunneling operations shall be conducted in such a manner as not to be detrimental to the surface being crossed.

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3.03 RISK ALLOCATION

A. Risks associated with subsurface conditions consistent with, or less adverse than, the defined conditions are allocated to the Contractor. The risk of higher construction costs associated with subsurface conditions more adverse than the conditions presented herein are accepted by the Owner. The definition of the subsurface conditions in the Contract is not a warranty that the defined conditions will be encountered. The defined conditions are the contractual standard that the Owner and the Contractor will agree to use when interpreting the differing subsurface conditions or physical conditions clause, contained in the General Conditions.

B. In the event that Contractor believes more adverse conditions have been encountered, Owner will negotiate with the Contractor for additional compensation if Owner determines the following four conditions exist:

1. Notify Owner of the differing conditions in writing in accordance with the General Conditions.

2. The actual subsurface conditions encountered are materially more adverse than the defined conditions.

3. Documentation that the subsurface conditions are more adverse than those defined and that the conditions materially and significantly increased the cost and/or time required to complete the Work.

4. Diligent efforts were made to complete the Work described in the Contract Documents, including any changes to methods, equipment, labor, and materials made necessary by the more adverse conditions.

C. If the foregoing conditions are satisfactorily met, additional compensation will be negotiated in accordance with the General Conditions.

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3.04 DEFINED SUBSURFACE CONDITIONS

Table 1 Defined Subsurface Conditions –

Texico Lateral Cased Crossing of SH 523

Depth (ft) Elevation (ft) USCS Soil Type Consistency or

Relative Density

South Shaft

0-26.5 4188.5 – 4162.0 Sandy Lean CLAY (CL) with Trace Caliche

Very Stiff to Hard

North Shaft

0-3.5 4195.2 – 4191.7 Clayey SAND (SC) Medium Dense

3.5-14.5 4191.7 – 4180.7 Lean CLAY with Sand (CL) and Trace Caliche Medium Stiff to Hard

Tunnel:

The tunnel will be completed in very stiff Sandy Lean Clay (CL). The materials are Lightly to Moderately Cemented having a strength of 3,000 psf to 4,000 psf.

These materials classify as firm to slow raveling ground.

No groundwater is anticipated at this crossing.

Table 2 Defined Subsurface Conditions –

Texico Lateral Cased Crossing of SH 108

Depth (ft) Elevation (ft) USCS Soil Type Consistency or

Relative Density

East Shaft

0-36 4142.7 – 4106.7 Sandy Lean CLAY (CL) with Trace Caliche

Stiff to Hard

West Shaft

0-7 4141.6 – 4134.6 Sandy Lean CLAY (CL) with Trace Caliche

Stiff to Hard

7-11 4134.6 – 4130.6 Clayey SAND (SC) Medium Dense

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Table 2 Defined Subsurface Conditions –

Texico Lateral Cased Crossing of SH 108

Depth (ft) Elevation (ft) USCS Soil Type Consistency or

Relative Density

11-36.5 4130.6 – 4105.1 Sandy Lean CLAY (CL) with Trace Caliche

Medium Stiff to Very Stiff

Tunnel:

The tunnel will be completed in stiff to hard Sandy Lean Clay (CL) and medium dense Clayey Sand (SC). The materials are Lightly to Highly Cemented having a strength of 2,000 psf to 5,000 psf. These materials classify as firm to slow raveling ground.

No groundwater is anticipated at this crossing.

Table 3 Summary of Consistency or Relative Density

Soil Type Description

Corrected SPT Blow Count

(blows/ft)

Unconfined Compressive

Strength (tons/ft2)

Cohesive (silts, clays, limestone, and shale)

Very Soft 0-2 <0.25

Soft 3-4 0.25-0.50

Firm 5-8 0.50-1.00

Stiff 9-15 1.00-2.00

Very Stiff 16-30 2.00-4.00

Hard >30 4.00-100.00

Noncohesive (sands and gravels)

Very Loose 0-4 Not Applicable

Loose 5-10

Medium Dense 11-30

Dense 31-50

Very Dense >50

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Table 4 General Ground Behavior and Tunnelman’s Ground Classification

Classification General Ground Behavior When Exposed in Tunnel

Firm Heading can be advanced without initial support.

Raveling Chunks or flakes of material begin to drop out of the arch or walls sometime after the ground has been exposed. “Fast raveling” begins within a few minutes; otherwise, the ground is “slow raveling.”

Cohesive Running

Material with sufficient cohesion to stand for a brief period of raveling before it breaks down and runs.

Running Granular materials without cohesion are unstable at a slope greater than the angle of repose (+/- 30° to 35°). When exposed at steeper slopes, they run like granulated sugar or dune sand until the slope flattens to the angle of repose.

Cohesive Flowing Material with sufficient cohesion to stand for a brief period of raveling before it breaks down and flows as a mixture of soil and water.

Flowing A mixture of soil and water flows into the tunnel like a viscous fluid. The material can enter the tunnel from the invert as well as from the face, crown, and walls, and can flow for great distances as it accumulates in the tunnel.

Source: Modified after Heuer, 1974.

PW\WBG\199704\D3299317TP RESTORATION AND CLEAN-UP

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SECTION 02 42 00

RESTORATION AND CLEAN-UP

PART 1 GENERAL

1.01 WORK INCLUDED

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 the 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 the 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…