Am-0001_W9128F-19-B-0022.pdf

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

(a) By completing items 8 and 15, and returning or (c) By separate letter or electronic communication which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN REJECTION OF YOUR OFFER. If by virtue of this amendment you desire to change an offer already submitted, such change may be made by letter or electronic communication, provided each letter or electronic communication makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

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

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT 1. CONTRACT ID CODE

2. AMENDMENT/MODIFICATION NUMBER 3. EFFECTIVE DATE 4. REQUISITION/PURCHASE REQUISITION NUMBER 5. PROJECT NUMBER (If applicable)

7. ADMINISTERED BY (If other than Item 6) CODE

STANDARD FORM 30 (REV. 11/2016)

Prescribed by GSA FAR (48 CFR) 53.243

FACILITY CODE

9A. AMENDMENT OF SOLICITATION NUMBER

9B. DATED (SEE ITEM 11)

10A. MODIFICATION OF CONTRACT/ORDER NUMBER

10B. DATED (SEE ITEM 13)

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

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

12. ACCOUNTING AND APPROPRIATION DATA (If required) copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

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

IT MODIFIES THE CONTRACT/ORDER NUMBER AS DESCRIBED IN ITEM 14.

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

NUMBER IN ITEM 10A.

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

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

D. OTHER (Specify type of modification and authority)

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

15C. DATE SIGNED

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

16C. DATE SIGNED

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

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

PAGE OF PAGES

6. ISSUED BY CODE

8. NAME AND ADDRESS OF CONTRACTOR (Number, street, county, State and ZIP Code) (X)

CODE

15B. CONTRACTOR/OFFEROR

(Signature of person authorized to sign)

16B. UNITED STATES OF AMERICA

(Signature of Contracting Officer)

Previous edition unusable

Amendment No. 0001 W9128F

SANITARY SEWER, WILDERNESS ROAD, PN DPW18-050 (FY19), FORT CARSON, COLORADO

See attached documentation for content of the amendment revisions to solicitation

Date for receipt of bids is 4 SEP 2019 at 1400 hours

Government Point of Contact: Stephanie Harr, Contract Specialist: Stephanie.A.Harr@usace.army.mil

U.S.ARMY CORPS OF ENGINEERS, OMAHA

Rocky Mountain Area Office Attn: CONTRACTING DIVISION (CENWO-CT-M) 5475 Tech Center Drive, Suite 205 Colorado Springs, CO 80919

See Item 6

W9128F-19-B-0022

08/27/2019

08/02/2019

08/27/2019

Am #0001 - 1

Am #0001 - 2 (Continuation SF 30)

27 August 2019 Solicitation No. W9128F 19 B 0022

Date of Issue: 2 AUG 2019 Date of Opening: 4 SEP 2019

SUBJECT: Amendment No. 0001 to Specifications and Drawings for Construction of

SANITARY SEWER, WILDERNESS ROAD, PN DPW18-050.

TO: Prospective Offerors and Others Concerned

1. The specifications and drawings for subject project are hereby modified as follows (revise all specification indices, attachment lists, and drawing indices accordingly).

a. Specifications. (Descriptive Changes.)

(1) Section 33 30 00 Page 9, paragraph 3.2.2.1 “Location”, delete second to last sentence of second subparagraph “Gravity sewer pipe...AWWA C906.” and substitute the following:

“Gravity sewer pipe for trenchless installation shall be polyethylene (PE) rated for pressure applications: AWWA C906 or polyvinyl chloride (PVC): ASTM D3034 or ASTM F949 with bell joint restrainers.”

b. Specifications (New and/or Revised and Reissued). Delete and substitute or add specification pages or sections as noted below. The substituted pages or sections are revised and reissued with this amendment. For convenience, on the revised specification pages, changes have been identified with highlighting, all portions of the revised specification pages apply regardless of whether changes are shown with highlighting.

Pages or Sections Deleted Pages or Sections Substituted or Added 33 05 23 33 05 23

c. Drawings (Reissued). The following drawings are revised with latest revision date as shown on the drawing border, and reissued with this amendment.

(1) Sheet G-002, INDEX

(2) Sheet CU101, UTILITY PLAN, AREA 1

(3) Sheet CU101, UTILITY PLAN, AREA 2

(4) Sheet CU209, SANITARY SEWER PROFILE, STA 80+00 TO STA 90+00

(5) Sheet CU210, SANITARY SEWER PROFILE, STA 90+00 TO STA 94+32

(6) Sheet CU503, CASING PIPE DETAILS

(7) Sheet CU209, CATHODIC PROTECTION DETAILS, SHEET 1

2. This amendment is a part of the bidding papers and its receipt shall be acknowledged. All other conditions and requirements of the specifications and drawings remain unchanged. If the bids have been mailed prior to receiving this amendment, you will notify the office where bids are opened, in the specified manner, immediately of its receipt and of any changes in your bid occasioned

Am #0001 - 3 (Continuation SF 30) thereby.

a. Hand-Carried Bids shall be delivered to the U.S. Army Corps of Engineers, Rocky Mountain Area Office, 5475 Tech Center Drive, Suite 205, Colorado Spring, CO 80919.

b. Mailed Bids shall be addressed as noted in Item 8 on Page 00 10 00-1 of Standard Form 1442.

3. Bids will be received until 2:00 p.m., local time at place of bid opening, 4 SEP 2019.

Attachments:

Specification Pages listed in 1.b., above Drawing listed in 1.c., above

U.S. Army Corps of Engineers, Omaha District 1616 Capitol Avenue Omaha, Nebraska 68102-4901

27 AUG 2019

nep/2160

This page was intentionally left blank for duplex printing.

Sanitary Sewer, Wilderness Road FCEE

SECTION TABLE OF CONTENTS

DIVISION 33 - UTILITIES

SECTION 33 05 23

TRENCHLESS UTILITY INSTALLATION

08/15

PART 1 GENERAL

1.1 REFERENCES

1.2 DEFINITIONS

1.2.1 Microtunneling

1.3 SUBMITTALS

1.4 PRE-CONSTRUCTION

1.5 QUALITY CONTROL

1.5.1 STATEMENT OF CONTRACTOR QUALIFICATIONS

1.5.2 RECORDS

1.5.2.1 DAILY WORK LOG

1.6 DELIVERY, STORAGE, AND HANDLING

1.6.1 Handling

1.7 SAFETY

1.7.1 General

1.7.2 Equipment

1.7.3 Sheeting, Shoring and Dewatering

1.7.4 Tunnel Bore

1.8 QUALITY ASSURANCE

1.8.1 Boring and Jacking Plan

1.8.1.1 Operational Layout

1.8.1.1.1 Layout Plan

1.8.1.1.2 Pedestrian Access Around Site

1.8.1.2 Method and Procedures

PART 2 PRODUCTS

2.1 SYSTEM DESCRIPTION

2.1.1 Design Requirements

2.1.1.1 Excavations

2.1.1.1.1 Highway Crossing Criteria

2.1.1.2 Design Calculations of Pipe Casing

2.2 EQUIPMENT

2.2.1 Boring and Jacking System

2.2.2 Pipe Jacking Equipment

2.3 MATERIALS

2.3.1 Pipe Casing

2.3.1.1 Steel Pipe

2.3.1.1.1 Pipe

2.3.1.1.2 Joints

2.3.1.1.3 Roundness

2.3.1.1.4 Circumference

2.3.1.1.5 Straightness

2.3.1.1.6 Pipe Ends

2.3.2 Grout

2.3.3 CONCRETE

SECTION 33 05 23 Page 1Am #0001

2.3.4 Lubricating Fluid (Bentonite or Polymer)

2.3.5 SOIL MATERIALS

2.4 Incidental Materials

2.4.1 Casing Insulators/Bore Spacers

2.4.2 End Closures/Bulkheads

PART 3 EXECUTION

3.1 PREPARATION

3.1.1 Access Shaft and Pit Construction Plan

3.1.1.1 Design Requirements

3.2 CONSTRUCTION

3.2.1 Access Shafts

3.2.1.1 Construction Requirements

3.3 INSTALLATION

3.3.1 Installation of Tracer Wire

3.3.2 Connections to Existing Lines

3.3.3 Advancing the Pipe

3.3.3.1 Installation Requirements

3.3.4 Carrier Pipe Installation

3.3.4.1 Cleaning

3.3.4.2 Carrier Pipe

3.3.4.3 Casing Insulators/Spacers

3.3.4.4 End Closures/Bulkheads and Grouting of Casing Pipe

3.3.5 Ventilation

3.3.6 Lighting

3.3.7 Spoil Transportation

3.4 TOLERANCES

3.4.1 Tolerances

3.5 FIELD QUALITY CONTROL

3.5.1 Instrumentation/Survey

3.5.1.1 Mandatory Requirements

3.5.1.2 Supplemental Requirements

3.5.2 Field Tests

3.5.2.1 Pipe Casing

3.5.2.1.1 Testing Requirements for Gravity Mains

3.5.2.1.2 Non-Standard Pipe Lengths

3.5.2.1.3 Elevations

3.6 CLEANUP AND FINAL CLOSEOUT

3.6.1 Site Cleanup

3.6.2 Drilling Fluid

3.6.3 Record Drawings and Daily Work Logs

3.7 DISPOSITION OF MATERIAL

-- End of Section Table of Contents --

SECTION 33 05 23 Page 2Am #0001

SECTION 33 05 23

TRENCHLESS UTILITY INSTALLATION

08/15

PART 1 GENERAL

Provide utility installation using boring and jacking techniques at locations indicated. The Contractor is responsible for all work related to the provision of utilities installed, including assessing surface, subsurface, and environmental (seasonal) conditions.

1.1 REFERENCES

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

AMERICAN PETROLEUM INSTITUTE (API)

API Spec 13A (2010; Errata 1 2014; Errata 2-3 2015) Specification for Drilling-Fluid Materials

API Spec 5L (2018; 46th Ed; ERTA 2018) Line Pipe

AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE)

ASCE 36-15 (2015) Standard Design and Construction Guidelines for Microtunneling

AMERICAN WATER WORKS ASSOCIATION (AWWA)

AWWA C203 (2008) Coal-Tar Protective Coatings and Linings for Steel Water Pipelines - Enamel and Tape - Hot-Applied

AMERICAN WELDING SOCIETY (AWS)

AWS D1.1/D1.1M (2015; Errata 1 2015; Errata 2 2016) Structural Welding Code - Steel

AWS D1.5M/D1.5 (2015) Bridge Welding Code

ASTM INTERNATIONAL (ASTM)

ASTM A139/A139M (2016) Standard Specification for Electric-Fusion (ARC)-Welded Steel Pipe (NPS 4 and over)

ASTM C1091 (2003a; R 2013) Standard Test Method for Hydrostatic Infiltration Testing of Vitrified Clay Pipe Lines

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

ASTM C33/C33M (2018) Standard Specification for Concrete

SECTION 33 05 23 Page 3Am #0001

Aggregates

U.S. ARMY CORPS OF ENGINEERS (USACE)

EM 385-1-1 (2014) Safety and Health Requirements Manual

1.2 DEFINITIONS

As used herein, the terms "shaft" and "pit" are synonymous.

1.2.1 Microtunneling

Unless otherwise specified or indicated, see ASCE 36-15 for definitions.

1.3 SUBMITTALS

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

submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Statement of Contractor Qualifications; G-RO

SD-03 Product Data

Pipe casing ; G-RO

Lubricating Fluid for pipe exterior; G-RO

Submit manufacturer's standard drawings or catalog cuts, except submit both drawings and cuts for push-on and rubber-gasketed bell-and-spigot joints. Include information concerning gaskets with submittal for joints and couplings.

SD-05 Design Data

Design calculations for pipe casing; G-RO

Access Shaft Construction Plan; G-RO

SD-06 Test Reports

Monitoring Survey; G-RO

SD-08 Manufacturer's Instructions

Installation procedures for pipe casing; G-RO

Safety Data Sheets; G-RO

SD-11 Closeout Submittals

Record Drawings; G-RO

Daily Work Logs of installation operations, including records of

SECTION 33 05 23 Page 4Am #0001 the volume of materials removed, daily progress and grout volumes used, and as-built drawings of location and alignment of pipeline;

G-RO

1.4 PRE-CONSTRUCTION

No later than 45 days prior to commencement of the work, submit the following to the Contracting Officer for review and approval:

Boring and Jacking PlanAccess Shaft Construction Plan

Statement of Contractor Qualifications

Submit a complete list of all drilling fluids, additives, and mixtures to be used along with Safety Data Sheets.

1.5 QUALITY CONTROL

1.5.1 STATEMENT OF CONTRACTOR QUALIFICATIONS

Contractors are required to have proven and successful experience in boring and jacking. The experience is the successful completion of similar projects to the tolerances indicated for the size of pipe and quantities shown on the plans, in the anticipated soil conditions indicated in the geotechnical report included in the contract documents. Submit a description of at least three such projects which include, at a minimum, a listing of the location(s), date of projects, owner with contact information, pipe type, size installed, length of installation, type, and manufacturer of equipment used, and other information relevant to the successful completion of the project.

1.5.2 RECORDS

1.5.2.1 DAILY WORK LOG

Maintain a work log of construction events and observations. Include the following information for each days work:

a. Hours worked.

b. Location of boring machine face or shield by station and progress made in advancing pipe.

c. Completed field forms, such as steering control logs, for checking line and grade of boring operation, showing achieved alignment relative to design alignment.

d. Maximum pipe jacking pressures per drive.

e. Ground water control operations and piezometric levels.

f. Descriptions of soil conditions encountered.

g. Any unusual conditions or events, including observed ground movement.

h. Reasons for operational shutdown in event drive is halted.

SECTION 33 05 23 Page 5Am #0001

1.6 DELIVERY, STORAGE, AND HANDLING

Inspect materials delivered to site for damage. Unload and store with minimum handling. Store materials on site in enclosures or under protective covering. Store jointing materials and rubber gaskets under cover out of direct sunlight. Do not store materials directly on the ground. Keep inside of pipes free of dirt and debris.

1.6.1 Handling

Handle pipe in a manner to ensure delivery to the excavation site in sound undamaged condition. Avoid damage to coatings and linings on pipe; make repairs if coatings or linings are damaged. Carry, do not drag pipe to the excavation site. Store jointing materials and rubber gaskets that are not to be installed immediately, under cover out of direct sunlight. Handle steel pipe with coal-tar epoxy coating in accordance with the provisions for handling coal-tar enamel coated pipe in AWWA C203. Handling coal-tar epoxy coated steel is not permitted below 40 degrees F.

1.7 SAFETY

1.7.1 General

Provide procedures for safe conduct of the work in accordance with EM 385-1-1. When and where installations temporarily disrupt pedestrian use of sidewalk areas for periods exceeding two consecutive work days, provide an alternate route that meets current ABA Accessibility Standard for Department of Defense Facilities.

1.7.2 Equipment

Utilize equipment that employs a common grounding system to prevent electrical shock in the event of underground electrical cable strike.

Ensure the grounding system connects all pieces of interconnecting machinery; the drill, mud mixing system, drill power unit, drill rod trailer, operators booth, worker grounding mats, and any other interconnected equipment to a common ground. Utilize equipment having an "electrical strike" audible and visual warning system that notifies the system operators of an electrical strike.

1.7.3 Sheeting, Shoring and Dewatering

Provide sheeting, shoring and dewatering as specified herein.

1.7.4 Tunnel Bore

Unprotected mining of the tunnel bore is not permitted. Fully support the tunnel face and bore at all times.

1.8 QUALITY ASSURANCE

1.8.1 Boring and Jacking Plan

Provide a plan prepared, signed and sealed by a licensed Professional Engineer and include the following:

SECTION 33 05 23 Page 6Am #0001

1.8.1.1 Operational Layout

1.8.1.1.1 Layout Plan

Provide a plan location of the operation, discussing relationship of equipment, the method of construction and details for the following:

a. Access pits configurations and details, including equipment layout.

b. Location of intermediate jacking stations, if required.

c. Casing pipe with connection details.

1.8.1.1.2 Pedestrian Access Around Site

When and where installations disrupt pedestrian use of sidewalk areas for periods exceeding two consecutive days, provide an alternate route that meets current ADA requirements.

1.8.1.2 Method and Procedures

Provide an outline of the methods and procedures, including drawings, schedule of operations, specifications, and manufacturer's catalog data for products in lieu of specifications, methods of operation for boring and jacking operations, and specifically the following:

a. Jacking Equipment and Methods: Provide drawings of the jacking frame, jacking head, reaction blocks, jacking installation, pipe guides, procedures for lubricating exterior of pipe during jacking (if applicable), maximum force that jacking equipment can deliver.

b. Boring Equipment and Methods: Provide a discussion of the methods of operation, design and specifications for boring operation, steerage control, line and grade control methods, proposed procedures for removing or clearing obstructions, and a description of proposed methods for ground stabilization and minimizing overexcavation and loss of ground. Submit safety data sheets for fluids, grout, or chemical products.

c. Casing Annulus and Interior Space Grouting: Identify casing insulators/spacers/centralizers/tiedowns (type, number, spacing and installation instructions,) grout materials and method of placement, description of equipment used and grout pressure employed.

d. Survey Alignment Control: Identify method and equipment to install pipe within specified tolerances.

e. Ground Stabilization: Discuss dewatering and grouting, identification of measures and methods used to stabilize face at heading (if necessary), narrative of equipment, procedure and grout mix, and identification of subcontractor who will perform any required stabilization grouting.

f. Excavation Support System Plan: Provide a plan and discussion of methods to be employed, including design drawings and calculations, sealed and signed by a licensed Professional Engineer.

g. Monitoring/Survey Plan: Develop and provide a discussion of the monitoring/survey plan to be employed to protect structures and

SECTION 33 05 23 Page 7Am #0001 utilities from settlement and/or heave, including the following.

Incorporate into the plan any supplemental requirements specified in Part 3, paragraph entitled "Field Quality Control".

(1) Structures Assessment: Provide a discussion of structures and utilities to be protected, and measures to be employed for preconstruction and postconstruction assessment of critical structures, namely those located within the zone of active excavation from proposed pipe centerline. Include photographs or video of existing damage to structures in the vicinity of sewer alignment in assessment reports.

(2) Instrumentation Monitoring Plan: Describe of instrumentation design, layout of instrumentation points, equipment installation details, manufacturer's catalog literature, and monitoring report forms.

(3) Surface Settlement Monitoring Plan: Identify on a plan the location of settlement monitoring points, reference benchmarks, survey frequency and procedures, and reporting formats.

h. Contingency Plan: Provide a plan and discuss protection of pavements, adjacent structures, and utilities affected by adverse movements detected by instrumentation. As a minimum, include the following:

(1) Names, telephone numbers, and locations of persons responsible for implementation of contingency plans.

(2) Materials and equipment required to implement contingency plans.

Identify the location of all required materials and equipment.

(3) Step-by-step procedure for performing work involved in implementation of the contingency plans.

(4) Clear identification of the objectives of the contingency plans and methods to measure plan success.

PART 2 PRODUCTS

2.1 SYSTEM DESCRIPTION

The work includes providing labor, materials, and specialized equipment for the installation of utility pipelines utilizing the boring and jacking methods of installation.

2.1.1 Design Requirements

2.1.1.1 Excavations

Design excavations, including access shaft walls, considering loadings from reaction blocks, traffic loads and any surcharge loads.

2.1.1.1.1 Highway Crossing Criteria

For loadings under highways use HS20 vehicle loading distribution in accordance with AASHTO.

SECTION 33 05 23 Page 8Am #0001

2.1.1.2 Design Calculations of Pipe Casing

Submit design calculations for pipe casing demonstrating that the equipment used in installing the pipe will not distort or otherwise damage the pipe.

Provide calculations of maximum allowable jacking force to be used based on pipe materials to be used. The calculations are to be sealed by a licensed Professional Engineer using soil properties derived from subsurface investigations performed along the utility route.

2.2 EQUIPMENT

2.2.1 Boring and Jacking System

Utilize a continuously monitored boring and jacking system matched to the expected subsurface conditions, a hydraulic jacking system to jack the pipeline, an auger to remove boring spoils, a guidance system to provide installation accuracy within the indicated tolerances, excavation equipment, material handling equipment, a dewatering system, and sheeting/shoring required to provide the work indicated.

2.2.2 Pipe Jacking Equipment

Provide main jacking equipment with a capacity greater than the anticipated jacking load. Provide intermediate jacking stations when the total anticipated jacking force needed to complete the installation may exceed the capacity of the main jacks or the designed maximum jacking force for the pipe. The jacking system is to supply a uniform distribution of jacking forces on the end of the pipe by use of thruster rings and cushioning material.

2.3 MATERIALS

2.3.1 Pipe Casing

Provide straight wall pipe casing of type and diameter indicated of steel pipe.

2.3.1.1 Steel Pipe

2.3.1.1.1 Pipe

Provide steel pipe in conformance with ASTM A139/A139M, Grade B with a minimum yield strength of 35,000 psi . Weld steel pipe seamless, square cut with even lengths that complies with Articles 4.2, 4.3, and 4.4 of the API Spec 5L. [*Am-1] Pipe shall have a minimum inside diameter of 16 inches and a minimum wall thickness of 0.219 inches. [**Am-1]

2.3.1.1.2 Joints

Utilize casing pipe having beveled ends with a single V-groove for field welding. Butt weld joints using a full-penetration weld on the outside circumference of the pipe prior to jacking. The welds are to conform to the latest AWS Welding Code by a certified welder. Unless otherwise specified, inspect and test welds using a non-destructive testing method consisting of magnetic particle examination (MT), in compliance with the AWS code. Visually inspect in compliance with AWS D1.1/D1.1M visual inspection criteria by a certified welder and by the QC manager welds on casing pipe that is sacrificial (fully grouted internally).

Non-destructive testing is not required on welds on casing pipe that is

SECTION 33 05 23 Page 9Am #0001

[*Am-1] Pipe shall have a minimum inside diameter of 16 inches and a minimum wall thickness of 0.219 inches. [**Am-1] sacrificial.

Grouting Plugs: On large pipe, (24-inch diameter or greater), provide pipe with 2-inch diameter tapped holes with threaded plugs for exterior grouting.

2.3.1.1.3 Roundness

The maximum difference between the major and minor outside diameters cannot exceed one percent of the specified nominal outside diameter or 0.25 inch, whichever is less.

2.3.1.1.4 Circumference

Ensure that the outside circumference is within plus one percent of the nominal circumference or within plus 0.50 inches, whichever is less.

2.3.1.1.5 Straightness

The maximum allowable straightness deviation in any 10 foot length cannot exceed 1/8 inch. For lengths over 10 feet, the maximum allowable deviation of the entire pipe length is computed by the following formula, but not to exceed 3/8 inch in any length exceeding 30 foot length: Maximum Allowable Deviation in inches equals (1/8) times (total length in feet) divided by 10.

2.3.1.1.6 Pipe Ends

Ensure that the end of the pipe is perpendicular to the longitudinal axis of the pipe and within 1/16 inch per foot of diameter, with a maximum allowable deviation of 1/4 inch measured with a square and straightedge across the end of the pipe.

2.3.2 Grout

Provide cement grout for pressure grouting to fill the voids around the casing [*Am-1] <text deleted> {**Am-1] composed of Portland cement conforming to ASTM C150/C150M, Type II, and sand meeting requirements of ASTM C33/C33Mfor fine aggregate, sufficiently fluid to inject through the casing and fill voids, with prompt setting to control grout flow. Utilize a grout with a minimum compressive strength of 100 psi attained within 24 hours. Admixtures are to be free of chlorides, corrosive or other material detrimental to the materials the grout contacts.

2.3.3 CONCRETE

Provide 3000 psi concrete in accordance with Section 03 30 00.00 10

CAST-IN-PLACE CONCRETE.

2.3.4 Lubricating Fluid (Bentonite or Polymer)

Provide material for lubricating the exterior of pipe. Provide bentonite machine requirements of API Spec 13A and having the capacity of mixing with water to form a stable and homogeneous suspension.

2.3.5 SOIL MATERIALS

Provide soil materials in accordance with the requirements specified in Section 31 00 00 EARTHWORK.

SECTION 33 05 23 Page 10Am #0001

[*Am-1] <text deleted> {**Am-1]

2.4 Incidental Materials

2.4.1 Casing Insulators/Bore Spacers

Provide carbon steel with polyvinyl chloride coating or stainless steel casing insulators/bore spacers 8 inches in length for pipe 12 inches and less in diameter, and 12 inches in length for pipe 14 inches and greater in diameter, having a 2 inch minimum runner width. [*Am-1] <text deleted> {**Am-1]

2.4.2 End Closures/Bulkheads

[*Am-1] <text deleted>{**Am-1] Provide Permanent End Closures:

prefabricated end seals.

PART 3 EXECUTION

3.1 PREPARATION

3.1.1 Access Shaft and Pit Construction Plan

No later than 45 days prior to start of construction submit an Access Shaft Construction Plan. Include in the plan a discussion of the method of construction of access shafts used for boring and jacking. Address the excavation methods, dewatering system, sheeting/shoring and bracing systems proposed for use, and any ground stabilization to be employed for the shaft work area or thrust block. Acceptable construction methods include the use of interlocked steel sheetpiling or precast circular concrete segments lowered in place during excavation.

3.1.1.1 Design Requirements

a. Construct shafts of a size commensurate with safe working practices .

Coordinate shaft locations with the Contracting Officer. The Contractor may propose to relocate shafts to better suit the capabilities of the equipment/methods proposed, but may not alter either the indicated pipeline alignment or structures associated with the installed pipeline, nor result in additional claims for compensation.

b. To the extent possible, keep shaft locations clear of pavements in order to minimize disruption to the flow of traffic. Locate support equipment, spoil piles, and materials to minimize disruption to traffic.

c. Support all excavations and prevent movement of the soil, pavement, utilities or structures outside of the excavation. Furnish, place, and maintain sheeting, bracing, and lining required to support the sides of all shafts and to provide adequate protection of the work, personnel, and the general public. Provide a concrete floor in the jacking access shaft. Design loads on the sides of the jacking and receiving pit walls are dependent on the construction method and flexibility of the wall systems.

d. Consider the loading from boring or pipe jacking when preparing the design of the jacking and receiving pit supports as well as special provisions and reinforcement around the breakout location. Design the base of the pits to withstand uplift forces from the full design head of water, unless approved dewatering or other ground modification methods are employed.

SECTION 33 05 23 Page 11Am #0001

[*Am-1] <text deleted> {**Am-1]

[*Am-1] <text deleted>{**Am-1]

e. Construct a thrust block to transfer jacking loads into the soil.

Ensure that the backstop and the proposed pipe alignment are square to each other and are designed to withstand the maximum jacking pressure to be used with a factor of safety of at least 2.5. Also, design the thrust block to minimize excessive deflections in such a manner as to avoid disturbance of adjacent structures or utilities or excessive ground movement. Begin jacking operations only after concrete thrust block or treated soil has attained the required strength.

f. If tremie concrete sealing slabs are placed within the earth support system to prevent groundwater inflow when access shafts are dewatered, furnish and install sealing slabs of sufficient thickness to provide a minimum factor of safety of 1.2 against hydrostatic uplift in order to prevent bottom blowout when the excavation is completely dewatered.

3.2 CONSTRUCTION

3.2.1 Access Shafts

3.2.1.1 Construction Requirements

a. Provide ground stabilization in the work area and the thrust block as required to accomplish the work.

b. Construct a jacking access shaft to accommodate the installation of pipe casings, equipment and piping jacking device. Install thrust blocks(s) as required and consolidate the ground (grout) where the casings exit the shaft. Provide a dry jacking work area having a stable concrete floor that drains to a recessed sump pump to handle nuisance inflow. Groundwater inflows into the jacking shaft are not to exceed 5 gallons/minute; soil inflows are not to exceed a total volume of 2 cubic feet.

c. Construct a receiver shaft to accommodate the installation of pipe casings and the equipment used in the work. Consolidate the ground (grout) where the casings enter the shaft.

d. Furnish, install, and maintain equipment to keep the jacking shaft free of excess water. Provide surface protection during the period of construction to ensure that surface runoff does not enter shafts.

Adhere to the dewatering plan and do not affect surrounding soils or structures beyond the tolerances stated in paragraph entitled "Tolerances."

e. Provide security fence around all access shaft areas and provide shaft cover(s) when the shaft area is not in use.

f. Pit Backfill and Compaction: Upon completion of the pipe jacking and all tests or inspections are complete remove all equipment, debris, and unacceptable materials from the pits and commence backfilling operation. Complete backfilling, compaction, and pavement repairs in accordance with Section 31 00 00 EARTHWORK.

3.3 INSTALLATION

3.3.1 Installation of Tracer Wire

Install a continuous length of tracer wire for the full length of each run

SECTION 33 05 23 Page 12Am #0001 of nonmetallic pipe in accordance with the American Public Works Association Uniform Color Code. Attach wire to top of pipe in such a manner that will not be displaced during construction operations.

3.3.2 Connections to Existing Lines

Schedule connections to existing lines with the Contracting Officer to cause a minimum interruption of service on the existing line.

3.3.3 Advancing the Pipe

Jack each pipe casing section forward as the excavation progresses in such a way to provide complete and adequate, ground support at all times.

Utilize a bentonite slurry applied to the external surface of the pipe to reduce skin friction. Provide a jacking frame for developing a uniform distribution of jacking forces around the periphery of the pipe. Place a plywood spacer on the outer shoulder of the pipe casing joint. Design and construct the thrust reaction backstop to withstand the jacking forces.

Continuously maintain a square alignment between the backstop and pipe casing and support the maximum obtainable jacking pressure with a safety factor at least 2.0. Continuously monitor the jacking pressure and rate of cutter head advancement. Exercise special care when setting the pipe guard rails in the jacking pit to ensure correctness of the alignment, grade and stability.

3.3.3.1 Installation Requirements

a. Utilize boring equipment capable of fully supporting the face of the tunnel.

b. Maintain face pressure exerted at the heading by the MTBM as required to prevent loss of ground, groundwater inflows, and settlement or heave of the ground surface by balancing soils and groundwater pressures present.

c. Dewatering for groundwater control is allowed at the jacking and receiving pits only.

d. Do not jack pipe casing until the concrete thrust block and tremie seal (if selected), and grouted soil zone in jacking and receiving shafts have attained the required strength.

e. Jack the pipe into place without causing damage to the coatings, joints or completed pipe section.

f. After completion of the jacking operation between jacking and receiving shafts, displace the lubricate material from between the pipe casing exterior and the surrounding ground with a cement grout. Control pressure and the amount of grout to avoid pipe damage and displacement of the pipe and soil beyond the tolerances specified in paragraph "Tolerances." Grout within 48 hours after pipe installation has been completed to prevent any surface settlement due to movement of soil material into the void space or loosened zone around the pipe casing.

g. Replace pipe casings damaged during installation.

h. Ensure that the welds of steel pipe attain the full strength of the pipe and are watertight before jacking of the pipe section. Ensure that the inner face of the internal weld seam is flush with the pipe to

SECTION 33 05 23 Page 13Am #0001 facilitate the installation of the carrier pipe in the pipe casing.

i. Perform all welding in accordance with requirements for shielded metal arc welding of AWS D1.5M/D1.5 for bridges and AWS D1.1/D1.1M for buildings and other structures.

j. Provide a pipeline that has a consistent diameter across assembled joints.

k. Once the tunneling process has begun, continue with that process uninterrupted until the pipe reaches the receiving shaft. Continue to push any damaged pipe until that damaged pipe section is pushed into the receiving shaft and is removed. Notify the Contracting Officer immediately if any pipe is known to be or believed to be damaged.

3.3.4 Carrier Pipe Installation

3.3.4.1 Cleaning

Clean the inside of the casing of all foreign matter by using a pipe cleaning plug.

3.3.4.2 Carrier Pipe

Inspect with the Contracting Officer, prior to backfilling trenches, the transition of carrier pipe within the casing to non-cased trenching.

3.3.4.3 Casing Insulators/Spacers

Install casing insulators/spacers in accordance with approved submittals and the drawings. On center spacing is not to exceed 4 feet.

3.3.4.4 End Closures/Bulkheads and Grouting of Casing Pipe

a. Closures: Seal ends of casing with prefabricated end seals.

b. [*Am-1] Grouting of the annular space between the casing and carrier pipe is not required for this project. [**Am-1]

3.3.5 Ventilation

Provide adequate ventilation for all tunnels and shafts, following confined space entry procedures. Include such factors as the volume required to furnish fresh air in the shafts, and the volume to remove dust that may be caused by the cutting of the face and other operations which may impact the laser guidance system. In the design of the ventilation system, the minimum amount of fresh air to be supplied is 350 CFM. Routinely test the air in areas accessed by workers in accordance with the most current OSHA methods and standards. The current OSHA allowable gas concentrations or those presented below, whichever are more stringent, shall be met:

Carbon Monoxide <0.005 percent

Methane <0.25 percent

Hydrogen Sulfide <0.001 percent

SECTION 33 05 23 Page 14Am #0001

[*Am-1] Grouting of the annular space between the casing and carrier pipe is not required for this project. [**Am-1]

Oxygen >20.0 percent

3.3.6 Lighting

Provide adequate lighting for the nature of the activity being conducted by workers. Separate and insulate with ground fault interrupters power and lighting circuits. Comply with requirements with regards to shatter resistance and illumination requirements.

3.3.7 Spoil Transportation

Match the excavation rate with rate of spoil removal. Utilize a system capable of balancing groundwater pressures and adjustment to maintain face stability for the particular soil conditions of the project.

3.4 TOLERANCES

3.4.1 Tolerances

Maximum allowable lateral deviation is 5 inches; maximum allowable vertical deviation is 12 inches in the position of every completed 300 foot section of jacked pipe casings. Water must be free draining between any two points at the pipe invert. Reverse grades are not permitted.

3.5 FIELD QUALITY CONTROL

Employ the monitoring/survey plan. Maintain daily records in accordance with the paragraph titled RECORDS.

3.5.1 Instrumentation/Survey

3.5.1.1 Mandatory Requirements

Include the following, as a minimum, to supplement Contractor Quality Control measures employed to monitor ground surface heave or settlement in the monitoring/survey plan.

a. Monitor ground movements associated with the project using established survey points and make changes in the construction methods that control ground movements and prevent damage or detrimental movement to the work and adjacent structures and pavements.

b. Record in the daily work log a summary of monitoring survey results.

Clearly identify work not meeting specified requirements, out-of-tolerance results, and impacts on new or existing work from settlement or heave.

c. Install instrumentation and perform monitoring to determine ground settlement surrounding each jacking and receiving pit.

d. Prior to any excavation activities, perform a pre-construction survey of the areas in and surrounding excavations and along the proposed utility alignment to identify any structures, facilities, underground or above ground utilities to be protected within a radius of five times either the depth of any excavation or the depth of trenchless excavation.

SECTION 33 05 23 Page 15Am #0001

3.5.1.2 Supplemental Requirements

a. Prior to the start of advancing the pipe or any dewatering operation, install surface settlement markers along the trenchless excavation centerline using the following guidelines:

(1) Locate surface settlement markers in a grid, spaced 10 feet by 10 feet extending not less than 30 feet on either side of the trenchless excavation centerline. Use wooden hubs in unpaved areas with the hubs driven flush with the surface and a tack driven in the top for level rod placement. Use temporary paint or other approved materials in pavement areas. Minimize the size of temporary markings to the greatest extent practical. Remove all markers and markings prior to completion of work.

b. Prior to the start of advancing the pipe or dewatering operations, survey all monitoring points a minimum of three times to establish baseline readings. Perform all surveys to an accuracy of 0.01 foot.

Survey daily feet of casing pipe advancement. In addition, if settlement exceeds Limit Level 2 survey all monitoring points within 20 feet of the heading hourly when the heading is approaching or passing beneath the monitoring points.

c. Evaluate all monitoring survey data immediately to determine corrective or mitigation action should be taken using the following evaluation criteria:

TYPE OF MONITORING

POINT

LIMIT LEVEL 1 LIMIT LEVEL 2

Surface - Unpaved +/- 1/4 inch +/- 3/4 inch

Surface - Paved +/- 1/4 inch +/- 1/2 inch

d. If the survey readings indicate settlement or heave is greater than Limit Level 1 in the above table, provide notification to the Contracting Officer immediately and increase the monitoring frequency of the instruments as directed. Proceed with advancing the pipe after providing mitigating measures to limit additional movements.

e. If the survey readings indicate settlement or heave is greater than Limit Level 2 in the above table, cease work and provide notification to the Contracting Officer immediately and implement the Contingency Plan.

f. Perform all repairs and/or rebuilding of the pavement or adjacent structures to their condition existing prior to settlement/lifting.

g. Continue to monitor by the survey at two week intervals for a period of six weeks after tunneling. When the survey identifies that heave or settlement has occurred that is greater than Limit Level 2 values, make repairs to new or existing work that is affected. Discontinue topographic surveys when settlement is no longer detected.

SECTION 33 05 23 Page 16Am #0001

3.5.2 Field Tests

Perform field tests, and provide labor, equipment, and incidentals required for testing. Submit test results, identifying any results that do not meet specified requirements, to the Contracting Officer within four days of test completion. Provide corrective action and retest pipe not meeting specified requirements. Provide corrective action as recommended by the pipe manufacturer and subject to approval by the Contracting Officer.

3.5.2.1 Pipe Casing

Inspect and verify that pipe material meets the dimensional tolerances specified prior to use. Record each days inspection results in the daily work log.

3.5.2.1.1 Testing Requirements for Gravity Mains

Perform low pressure air test of all gravity mains (structure to structure) in accordance with ASTM C1091 Standard Test method for Hydrostatic Infiltration testing of Vitrified Clay Pipe Lines.

3.5.2.1.2 Non-Standard Pipe Lengths

Cut non-standard joint lengths from full length pipe having satisfactorily passed the hydrostatic test.

3.5.2.1.3 Elevations

Prior to removal of MTBM equipment, sheeting, and backfilling of access shafts, collect invert information on pipeline installed. Confirm that the elevations meet stated tolerances.

3.6 CLEANUP AND FINAL CLOSEOUT

3.6.1 Site Cleanup

Immediately clean "blow holes" or "breakouts" of drilling fluid to the surface and fill depressions with satisfactory fill material. Dispose of all drilling fluids, soils, and separated materials in compliance with Federal, State, and local environmental regulations.

3.6.2 Drilling Fluid

Immediately upon completion of work of this section, remove all rubbish and debris from the job site. Remove all construction equipment and materials leaving the entire area involved in a neat condition equal to existing conditions prior to construction, unless indicated otherwise.

3.6.3 Record Drawings and Daily Work Logs

Submit an electronic copy and three hard copies of the record drawings to the Contracting Officer within five days after completing the work.

Include in the record drawings a plan, profile, and all information recorded during the progress of the work. Clearly tie the record drawings

SECTION 33 05 23 Page 17Am #0001 to the project's survey control. Maintain and submit upon completion final Daily Work Logs of installation operations, signed by the superintendent.

3.7 DISPOSITION OF MATERIAL

. Remove from Government property surplus or other soil material not required or suitable for fill or backfilling.

Store or legally dispose of excavated material and fluids used in the boring process and shaft construction away from the construction site and in compliance with all permits and applicable Federal, State, and local regulations.

-- End of Section --

SECTION 33 05 23 Page 18Am #0001

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TELECOMMUNICATIONS

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EQUIPMENT

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ARCHITECTURAL

STRUCTURAL

LANDSCAPE

CIVIL

GEOTECHNICAL

SURVEY / MAPPING

HAZARDOUS MATERIALS

GENERAL

INDEX LEGEND:

SHEET TYPE DESIGNATOR

3. SHEET TYPE DESIGNATORS:

3D REPRESENTATIONS

USER DEFINED

USER DEFINED

SCHEDULES & DIAGRAMS

DETAILS

LARGE-SCALE VIEWS

SECTIONS

ELEVATIONS

PLANS

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SEE PROFILE ON SHEET CU210

8" SANITARY SEWERE 3192948

N 1316588

INV. OUT (8" EAST) = 6210.36

INV. IN (SOUTH, LOWER) = 6210.61

INV. IN (SOUTH, UPPER) = 6215.00 (APPROX.)

RIM = 6220.53

SAN. SEWER MANHOLE #29

STA 94 + 01

BUILDING 9500 SEWER INVERT: ASSUMED 6215.00

GROUND SURFACE ELEVATION: APPROX. 6220.50

WILDERNESS ROAD. SEE NOTES BELOW.

TRENCHLESS INSTALLATION BENEATH

CU209 AND CU210

SEE PROFILE ON SHEETS

SANITARY SEWER

E 3193263

N 1316461

INV. OUT (8" OR 10" SOUTH) = 6198.25

INV. IN (8" WEST) = 6198.50

RIM = 6207.73

SAN. SEWER MANHOLE #28

STA 90 + 62

E 3193189

N 1316276

INV. OUT (8" EAST) = 6192.11

INV. IN (8" OR 10" NORTH) = 6192.36

RIM = 6209.74

SAN. SEWER MANHOLE #27

STA 88 + 62

ANODE(S) AND TEST STATION

CATHODIC PROTECTION

ANODE(S) AND TEST STATION

CATHODIC PROTECTION

INSTALLATION ALTERNATIVE

CASING PIPE FOR PVC PIPE

TO APPROXIMATELY 30% BY VOLUME.

TO 12' DEEP (AND BELOW). COBBLE CONTENT OF EXISTING SOILS IN THE PROJECT AREA RANGES UP

COBBLES ARE EXPECTED TO BE ENCOUNTERED IN EXCAVATION AT DEPTHS NEAR THE SURFACE5.

AND FLUSH TO FINAL GRADE. SEE SHEET CU501 AND SPECIFICATION FOR FURTHER REQUIREMENTS.

TO VEHICLE TRAFFIC. TRACER WIRE TEST STATIONS SHALL BE INSTALLED ADJACENT TO THE MANHOLE

MANHOLE COVERS SHALL BE RAISED TO 12" ABOVE FINAL GRADE IN AREAS NOT SUBJECT 4.

IN AREAS SUBJECT TO VEHICLE TRAFFIC (I.E. ROADS, PARKING AREAS, ETC.)

MANHOLE COVERS AND TRACER WIRE TEST STATIONS SHALL BE ADJUSTED TO FINAL GRADE3.

UTILITIES EXPOSED DURING CONSTRUCTION.

THE CONTRACTOR SHALL PROVIDE TEMPORARY SHORING AND SUPPORT FOR EXISTING3.

IS ENCOUNTERED, OR THE SEWER LINE CANNOT BE CONSTRUCTED AS INTENDED.

CONDITIONS AND NOTIFY THE CONTRACTING OFFICER'S REPRESENTATIVE IF AN UNKNOWN UTILITY

UTILITIES WERE LOCATED BY SURFACE INDICATION ONLY. CONTRACTOR SHALL FIELD VERIFY2.

AND PADS. REMOVE AND RESET ALL SIGNAGE AND POSTS.

AREAS. RECONSTRUCT CROSSED SWALES TO ORIGINAL GRADES. REPLACE CONCRETE SIDEWALKS

AND RESET FENCES, GUARDRAILS AND CONCRETE BLOCKS. REPLACE GRAVEL ROADS AND PARKING

REMOVED OR DAMAGED BY CONSTRUCTION ACTIVITIES TO THE PRE-EXISTING CONDITIONS. REMOVE

RESTORE ALL OPEN TRENCHES TO EXISTING CONDITIONS. CONSTRUCT ANY IMPROVEMENTS1.

NOTES:

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IT

A R

Y S

E W

E R

W

IL

D E

R N

E S

S R

O A

D

F O

R T C

A R

S O

N

C O

L O

R A

D O

O M

A H

A D

IS

T R

IC

T

L L

IE

N

F -1

-0

W F -1

-B -0

NEW SANITARY SEWER SYSTEM IS ACCEPTED BY THE GOVERNMENT.

WITH THE COR. THE CONTRACTOR SHALL REMOVE THE LATRINE AND HANDWASHING STATION ONCE THE

STATION AT BUILDING 9500 WHILE SANITARY SERVICE IS INTERRUPTED. COORDINATE THE LOCATION

THE CONTRACTOR SHALL FURNISH AND MAINTAIN ONE (1) PORTABLE LATRINE AND ONE (1) HANDWASHING

NOTE:

C. CATHODIC PROTECTION: NONE REQUIRED.

B. CASING PIPE: NONE REQUIRED.

A. PIPE: 10" DIAMETER HDPE, DR11…