BN1ONLB27_SPECS_AMD0004_PCO APPROVED 20260918.pdf

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.

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 copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted;

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.

12. ACCOUNTING AND APPROPRIATION DATA (If required)

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)

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

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

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

15A. NAME AND TITLE OF SIGNER (Type or print) 16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)

15B. CONTRACTOR/OFFEROR

(Signature of person authorized to sign)

15C. DATE SIGNED 16B. UNITED STATES OF AMERICA

(Signature of Contracting Officer)

16C. DATE SIGNED

Previous edition unusable STANDARD FORM 30 (REV. 11/2016) Prescribed by GSA FAR (48 CFR) 53.243

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

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

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

8. NAME AND ADDRESS OF CONTRACTOR (Number, street, county, State and ZIP Code) (X) 9A. AMENDMENT OF SOLICITATION NUMBER

9B. DATED (SEE ITEM 11)

10A. MODIFICATION OF CONTRACT/ORDER NUMBER

10B. DATED (SEE ITEM 13)

CODE FACILITY CODE

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

DESCRIPTION OF AMENDMENTBlock 14 (Description of Amendment/Modification):

This amendment effects changes to the Block 14 (Description of Amendment/Modification):

Solicitation Specifications, Section 31 68 13.00 99 - GROUND ANCHORS, Part 1 GENERAL, Paragraph 1.5.2 Qualifications are changed as detailed in the SUMMARY OF CHANGES.

Solicitation Specifications, Section 31 73 20.00 99 - JET GROUTING, Part 1 GENERAL, Paragraph 1.7.1 Qualifications are changed as detailed in the SUMMARY OF CHANGES.

Solicitation Specifications, Section 00 73 00 - Supplementary Conditions, Paragraph L. - COMMENCEMENT, PROSECUTION, AND COMPLETION OF WORK (APR 1984), the Period of Performance is amended as detailed in the SUMMARY OF CHANGES.

This will allow for work to occur during the 2029 and 2030 In Water Work Window years.

Environmental permits remain unchanged by this amendment. Marine Mammal protections as listed in the specification, and as governed by the IHA, included with the Attachments, remain in effect for the permitted years. No in water work, that is governed by IHA, will be allowed beyond the IHA permit years allowed.

SUMMARY OF CHANGES

CHANGE IN SOLICITATION SPECIFICATIONS:

Solicitation Specifications, Section 31 68 13.00 99 - GROUND ANCHORS, Part 1 GENERAL, Paragraph 1.5.2 Qualifications, delete the paragraph in its entirety and replace with the following full text:

1.5.2 Qualifications

Due to the specialized nature of the ground anchor portion of the work, the ground anchor Contractor must be pre-qualified prior to the performance of ground anchor or ground anchor related work. Contractors must meet the experience criteria listed below. The Contracting Officer will approve or reject the Contractor's qualifications within 15 calendar days after receipt of a complete qualifications submission. Additional time required due to incomplete or unacceptable submittals will not be cause for time extension or impact or delay claims. All costs associated with incomplete or unacceptable submittals must be borne by the Contractor.

Solicitation Specifications, Section 31 73 20.00 99 - JET GROUTING, Part 1 GENERAL, Paragraph 1.7.1 Qualifications, delete the paragraph in its entirety and replace with the following full text:

W9127N26BA0240004

1.7.1 Qualifications

Due to the specialized nature of the jet grouting portion of the work, the Jet Grouting Contractor must be pre-qualified prior to the performance of jet grouting or jet grouting related work.

Contractors must meet the experience criteria listed below. The Contracting Officer will approve or reject the Contractor's qualifications within 15 calendar days after receipt of a complete qualifications submission. Additional time required due to incomplete or unacceptable submittals will not be cause for time extension or impact or delay claims. All costs associated with incomplete or unacceptable submittals must be borne by the Contractor.

Solicitation Specifications, Section 00 73 00 - Supplementary Conditions, Paragraph L -

COMMENCEMENT, PROSECUTION, AND COMPLETION OF WORK ALTERNATE I (APR

1984), delete the paragraph in its entirety and replace with the following full text:

L. COMMENCEMENT, PROSECUTION, AND COMPLETION OF WORK ALTERNATE I (APR

1984)

The Contractor shall be required to (a) commence work under this contract within 10 calendar days after the date the Contractor receives the notice to proceed, (b) prosecute the work diligently, and (c) complete the entire work ready for use not later than 1,295 calendar days after receipt of Notice to Proceed. The time stated for completion shall include final cleanup of the premises.

Section 00 73 00 - Supplementary Conditions

The delivery information for the following CLIN(s) / SLIN(s) / ELIN(s) were modified:

INFORMATION FROM TO

Delivery 930 Calendar Days, From Date of

Notice to Proceed Receipt to completion of performance

1295 Calendar Days, From Date of Notice to Proceed Receipt to completion of performance

INFORMATION FROM TO

Delivery 930 Calendar Days, From Date of Notice to Proceed Receipt to completion of performance

1295 Calendar Days, From Date of Notice to Proceed Receipt to completion of performance

INFORMATION FROM TO

Delivery 930 Calendar Days, From Date of

Notice to Proceed Receipt to completion of performance

1295 Calendar Days, From Date of Notice to Proceed Receipt to completion of performance

INFORMATION FROM TO

Delivery 930 Calendar Days, From Date of

Notice to Proceed Receipt to completion of performance

1295 Calendar Days, From Date of Notice to Proceed Receipt to completion of performance

INFORMATION FROM TO

Delivery 930 Calendar Days, From Date of

Notice to Proceed Receipt to completion of performance

1295 Calendar Days, From Date of Notice to Proceed Receipt to completion of performance

INFORMATION FROM TO

Delivery 930 Calendar Days, From Date of

Notice to Proceed Receipt to completion of performance

1295 Calendar Days, From Date of Notice to Proceed Receipt to completion of performance

Bonneville Powerhouse I Navigation Lock Bridge Replacement

PROJECT TABLE OF CONTENTS

DIVISION 01 - GENERAL REQUIREMENTS

01 10 00.00 25 CONTRACT ADMINISTRATION DATA

01 10 10.00 25 CONTRACTOR'S OPERATIONS AND REQUIREMENTS

01 11 00.00 25 SUMMARY OF WORK

01 12 00.00 25 SECURITY REQUIREMENTS

01 15 00.01 25 PARTNERING: LEVEL ONE

01 22 00.00 25 MEASUREMENT AND PAYMENT

01 32 01.00 25 PROJECT SCHEDULE

01 33 00 SUBMITTAL PROCEDURES

01 35 26.00 25 GOVERNMENTAL SAFETY REQUIREMENTS

01 35 27.00 25 DIVING

01 42 00 SOURCES FOR REFERENCE PUBLICATIONS

01 45 00.00 25 QUALITY CONTROL

01 45 00.15 25 RESIDENT MANAGEMENT SYSTEM CONTRACTOR MODE (RMS CM)

01 57 19.00 25 TEMPORARY ENVIRONMENTAL CONTROLS

01 74 19.00 25 CONSTRUCTION WASTE MANAGEMENT AND DISPOSAL

01 78 23.00 25 OPERATION AND MAINTENANCE DATA

01 78 39.10 25 AS-BUILT DRAWINGS

DIVISION 02 - EXISTING CONDITIONS

02 41 00.00 99 DEMOLITION AND DECONSTRUCTION

02 81 00.00 99 TRANSPORTATION AND DISPOSAL OF HAZARDOUS MATERIALS

02 82 00.00 25 ASBESTOS REMEDIATION

02 83 00.00 99 LEAD REMEDIATION

DIVISION 03 - CONCRETE

03 30 00.00 99 CAST-IN-PLACE REINFORCED CONCRETE

DIVISION 05 - METALS

05 12 00.00 99 STRUCTURAL BRIDGE STEEL

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 10 00.00 99 STRUCTURAL BRIDGE EXPANSION JOINTS

DIVISION 09 - FINISHES

09 90 00.00 99 PAINTS AND COATINGS

DIVISION 10 - SPECIALTIES

10 10 00.00 99 SEISMIC ISOLATION BRIDGE BEARINGS

10 14 53.00 99 TRAFFIC SIGNAGE

DIVISION 26 - ELECTRICAL

26 05 19.00 99 INSULATED WIRE AND CABLE

26 56 00.00 99 EXTERIOR LIGHTING

DIVISION 31 - EARTHWORK

31 00 00.00 99 EARTHWORK

31 05 19.13 99 GEOTEXTILES FOR EARTHWORK

PROJECT TABLE OF CONTENTS Page 1

AMD #0004

31 11 00.00 99 CLEARING AND GRUBBING

31 52 00.00 25 COFFERDAMS

31 63 29.00 99 DRILLED CONCRETE PIERS AND SHAFTS

31 66 10.00 99 ROCK FOUNDATION PREPARATION

31 68 13.00 99 GROUND ANCHORS

31 73 20.00 99 JET GROUTING

DIVISION 32 - EXTERIOR IMPROVEMENTS

32 01 19.61 99 SEALING OF JOINTS IN RIGID PAVEMENT

32 05 33.00 99 LANDSCAPE ESTABLISHMENT

32 11 20.00 99 BASE COURSE FOR RIGID AND SUBBASE FOR FLEXIBLE PAVING

32 12 16.16 99 ROAD-MIX ASPHALT PAVING

32 13 13.06 99 PORTLAND CEMENT CONCRETE PAVEMENT FOR ROADS AND SITE

FACILITIES

32 16 19.00 99 CONCRETE CURBS, GUTTERS AND SIDEWALKS

32 17 23.00 99 PAVEMENT MARKINGS

32 31 13.00 99 CHAIN LINK FENCES AND GATES

32 84 24.00 99 IRRIGATION SPRINKLER SYSTEMS

32 92 19.00 99 SEEDING

32 93 00.00 99 EXTERIOR PLANTS

DIVISION 33 - UTILITIES

33 11 00.00 99 WATER UTILITY DISTRIBUTION PIPING

33 40 00.00 99 STORMWATER UTILITIES

33 46 16.00 99 SUBDRAINAGE PIPING

33 71 02.00 99 UNDERGROUND ELECTRICAL DISTRIBUTION

DIVISION 34 - TRANSPORTATION

34 71 13.16 99 VEHICLE CRASH BARRIERS

-- End of Project Table of Contents --

PROJECT TABLE OF CONTENTS Page 2

SECTION TABLE OF CONTENTS

DIVISION 31 - EARTHWORK

SECTION 31 68 13.00 99

GROUND ANCHORS

PART 1 GENERAL

1.1 SYSTEM DESCRIPTION

1.1.1 Scope of Work

1.2 REFERENCES

1.3 DEFINITIONS

1.3.1 Admixture

1.3.2 Alignment Load (AL)

1.3.3 Anchor

1.3.4 Anchor Grout

1.3.5 Anchor Head

1.3.6 Anchor Nut

1.3.7 Anchorage

1.3.8 Anchorage Cover

1.3.9 Apparent Free Tendon Length

1.3.10 Bearing Plate

1.3.11 Bond Length

1.3.12 Bond Breaker

1.3.13 Centralizer

1.3.14 Coarse-Grained Soils

1.3.15 Cohesive Soils

1.3.16 Consolidation Grout

1.3.17 Construction Quality Assurance (CQA) Inspector

1.3.18 Contract Drawings

1.3.19 Corrosion Inhibiting Compound

1.3.20 Creep Movement

1.3.21 Creep Test

1.3.22 Factored Design Load (FDL)

1.3.23 Elastic Movement

1.3.24 Encapsulation

1.3.25 Fine Grained Soils

1.3.26 Free Stressing (Unbonded) Length

1.3.27 Fully Bonded Anchor

1.3.28 Lift-Off

1.3.29 Lock-Off Load

1.3.30 Non-Cohesive Soils

1.3.31 Performance Test

1.3.32 Primary Grout

1.3.33 Proof Test

1.3.34 Pulling Head

1.3.35 Relaxation

1.3.36 Residual Movement

1.3.37 Restressable Anchor Head

1.3.38 Rock

1.3.39 Safety Factor

1.3.40 Sheath

SECTION 31 68 13.00 99 Page 1

1.3.41 Shop Drawings

1.3.42 Spacer

1.3.43 Stressing Anchorage

1.3.44 Subcontractor

1.3.45 Supplier

1.3.46 Tendon

1.3.47 Test Load (TL)

1.3.48 Unbonded Anchor

1.3.49 Working Load

1.4 SUBMITTALS

1.5 QUALITY ASSURANCE

1.5.1 Construction Quality Assurance

1.5.2 Qualifications

1.5.2.1 Project Experience

1.5.2.2 Personnel Experience

1.5.2.3 Ground Anchor Contractor Qualifications

1.5.3 Certificates of Compliance

1.5.4 Mill Test Reports

1.5.5 Calibration Data

1.6 WORKING DRAWINGS

1.6.1 Ground Anchor Schedule

1.6.2 Ground Anchor Details

1.7 PROJECT CLOSEOUT

1.8 SITE CONDITIONS

PART 2 PRODUCTS

2.1 ADMIXTURES

2.2 ANCHORAGE DEVICES

2.2.1 Bearing Plate

2.2.2 Anchorage Covers

2.3 BONDBREAKER

2.4 CEMENT GROUT

2.5 CENTRALIZERS

2.6 CORROSION INHIBITING COMPOUND

2.7 GROUT TUBES

2.8 HEAT SHRINKABLE SLEEVES

2.9 PRESTRESSING STEEL

2.10 SHEATH

2.11 SPACERS

2.12 TENDON BOND LENGTH ENCAPSULATIONS

2.13 WATER

PART 3 EXECUTION

3.1 PERFORMANCE CRITERIA

3.2 CORROSION PROTECTION

3.2.1 Anchorage Protection

3.2.2 Unbonded Length Protection

3.3 UNBONDED LENGTH/BOND LENGTH TRANSITION

3.4 TENDON BOND LENGTH PROTECTION FOR GROUT PROTECTED TENDONS (CLASS

II)

3.5 TENDON BOND LENGTH PROTECTION FOR ENCAPSULATED TENDONS (CLASS I)

3.6 EPOXY (CLASS I)

3.7 TENDON STORAGE AND HANDLING

3.8 ANCHOR FABRICATION

3.9 DRILLING

3.10 TENDON INSERTION

3.11 GROUTING

SECTION 31 68 13.00 99 Page 2

3.12 ANCHORAGE INSTALLATION

3.13 STRESSING, LOAD TESTING, AND ACCEPTANCE

3.13.1 Stressing Equipment

3.13.2 Testing Equipment

3.13.3 Load Testing Setup

3.13.4 Performance Tests

3.13.5 Proof Tests

3.13.6 Ground Anchor Acceptance Criteria

3.13.7 Procedures for Anchors Failing Acceptance Criteria

3.13.8 Anchor Lock-Off

3.13.9 Anchor Lift-Off Test

-- End of Section Table of Contents --

SECTION 31 68 13.00 99 Page 3

SECTION 31 68 13.00 99

GROUND ANCHORS

PART 1 GENERAL

1.1 SYSTEM DESCRIPTION

1.1.1 Scope of Work

a. Furnish all labor, materials, tools, supervision, transportation, installation equipment, and incidentals necessary to complete the work specified herein and shown on the Contract drawings. The work must include but not be limited to mobilization, surveying, drilling, inserting, grouting, stressing, load testing, and lock-off of ground anchors at the appropriate locations.

b. Unless otherwise directed, the Contractor must select the ground anchor type, drilling method, grouting method, grouting pressures, and, subject to the minimum values in the contract documents, determine the bond length, free-stressing (unbonded) length, and anchor diameter. The Contractor must be responsible for installing ground anchors that will develop the load-carrying capacity indicated on the Contract Drawings in accordance with the testing subsection of this Specification.

c. The anchor tendon must be protected from corrosion as shown on the Contract drawings and in accordance with the requirements of this Specification.

1.2 REFERENCES

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

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO M 252 (2009; R 2017) Standard Specification for Corrugated Polyethylene Drainage Pipe

ASTM INTERNATIONAL (ASTM)

ASTM A53/A53M (2024) Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless

ASTM A192/A192M (2002; R 2012) Standard Specification for Seamless Carbon Steel Boiler Tubes for High-Pressure Service

ASTM A500/A500M (2023) Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes

SECTION 31 68 13.00 99 Page 4

ASTM A709/A709M (2021) Standard Specification for Structural Steel for Bridges

ASTM A775/A775M (2022) Standard Specification for Epoxy-Coated Steel Reinforcing Bars

ASTM C109/C109M (2023) Standard Test Method for Compressive Strength of Hydraulic Cement Mortars (Using 2-in. or (50-mm) Cube Specimens)

ASTM D1248 (2016) Standard Specification for Polyethylene Plastics Extrusion Materials for Wire and Cable

ASTM D1784 (2020) Standard Specification for Rigid Poly(Vinyl Chloride) (PVC) Compounds and Chlorinated Poly(Vinyl Chloride) (CPVC) Compounds

ASTM D4101 (2017) Standard Classification System and Basis for Specification for Polypropylene Injection and Extrusion Materials

POST-TENSIONING INSTITUTE (PTI)

PTI DC35.1 (2014) Recommendations for Prestressed Rock and Soil Anchors

1.3 DEFINITIONS

The following definitions are in addition to those given in PTI DC35.1 , Section 2.0:

1.3.1 Admixture

Substance added to the grout to either control bleed or shrinkage, improve flowability, reduce water content, or retard setting time.

1.3.2 Alignment Load (AL)

A nominal minimal load applied to an anchor during testing to keep the testing equipment correctly positioned.

1.3.3 Anchor

A system, used to transfer tensile loads to the ground (soil or rock), which includes the prestressing steel, anchorage, corrosion protection, sheathings, spacers, centralizers, and grout.

1.3.4 Anchor Grout

See Primary Grout.

1.3.5 Anchor Head

A system, used to transfer tensile loads to the ground (soil or rock), which includes the prestressing steel, anchorage, corrosion protection, SECTION 31 68 13.00 99 Page 5 sheathings, spacers, centralizers, and grout.

1.3.6 Anchor Nut

The threaded device that transfers the prestressing force in a bar to a bearing plate.

1.3.7 Anchorage

The combined system of anchor head, bearing plate, trumpet, and corrosion protection that is capable of transmitting the prestressing force from the prestressing steel to the surface of the ground or the supported structure.

1.3.8 Anchorage Cover

A cover to protect the anchorage from corrosion and physical damage.

1.3.9 Apparent Free Tendon Length

The length of tendon which is apparently not bonded to the surrounding grout or ground, as calculated from the elastic load extension data during testing.

1.3.10 Bearing Plate

A steel plate under the anchor head that distributes the prestressing force to the anchored structure.

1.3.11 Bond Length

The length of the tendon that is bonded to the primary grout and capable of transmitting the applied tensile load to the surrounding soil or rock.

1.3.12 Bond Breaker

A sleeve placed over the anchor tendon in the free stressing length to ensure unobstructed elongation of the tendon during stressing.

1.3.13 Centralizer

A device to support and position the tendon in the drill hole so that a minimum grout cover is provided.

1.3.14 Coarse-Grained Soils

Soils with more than 50 percent, by weight of material larger than the No.

200 sieve size.

1.3.15 Cohesive Soils

Soils that exhibit plasticity. Atterberg limits are commonly used to determine plasticity and better define a soil as cohesive or non-cohesive.

1.3.16 Consolidation Grout

Portland cement grout that is injected into the hole prior to inserting the tendon to either reduce the permeability of the rock surrounding the hole or improve the ground conditions.

SECTION 31 68 13.00 99 Page 6

1.3.17 Construction Quality Assurance (CQA) Inspector

The person or firm responsible for construction quality assurance (CQA) testing, monitoring, and other duties related to assuring the quality of construction and adherence to the Contract drawings and specifications.

1.3.18 Contract Drawings

The approved plans, profiles, typical cross sections, working drawings, and supplemental drawings which show the location, dimensions, and details of the work to be done.

1.3.19 Corrosion Inhibiting Compound

Material used to protect against corrosion and lubricate the prestressing steel.

1.3.20 Creep Movement

The movement that occurs during the creep test of an anchor under a constant load.

1.3.21 Creep Test

A test to determine the movement of the ground anchor at a constant load.

1.3.22 Factored Design Load (FDL)

Anticipated final maximum factored load in the anchor after allowance for time- dependent losses or gains. The factored design load includes appropriate load factors to ensure that the overall structure has adequate capacity for its intended use.

1.3.23 Elastic Movement

The recoverable movement measured during an anchor test.

1.3.24 Encapsulation

A corrugated or deformed tube protecting the prestressing steel against corrosion in the tendon bond length.

1.3.25 Fine Grained Soils

Soils with at least 50 percent, by weight of material smaller than the No.

200 sieve size.

1.3.26 Free Stressing (Unbonded) Length

The designed length of the tendon that is not bonded to the surrounding ground or grout during stressing.

1.3.27 Fully Bonded Anchor

Anchor in which the free stressing length without bondbreaker is grouted after stressing and so bonded to the surrounding structure or ground.

SECTION 31 68 13.00 99 Page 7

1.3.28 Lift-Off

The load (lift-off load) in the tendon which can be checked at any specified time with the use of a hydraulic jack, by lifting the anchor head off the bearing plate.

1.3.29 Lock-Off Load

The prestressing force in an anchor immediately after transferring the load from the jack to the stressing anchorage.

1.3.30 Non-Cohesive Soils

Material that is generally nonplastic.

1.3.31 Performance Test

Incremental cyclic test loading of a prestressed anchor in which the total movement of the anchor is recorded at each increment.

1.3.32 Primary Grout

Portland cement grout that is injected into the anchor hole prior to or after the installation of the anchor tendon to provide for the force transfer to the surrounding ground along the bond length of the tendon.

Primary grout is also known as anchor grout.

1.3.33 Proof Test

Incremental loading of a prestressed anchor recording the total movement of the anchor at each increment.

1.3.34 Pulling Head

Temporary anchoring device behind the hydraulic jack during stressing.

1.3.35 Relaxation

The decrease of stress or load with time while the tendon is held under constant strain.

1.3.36 Residual Movement

The non-elastic (i.e., non-recoverable) movement of an anchor measured during load testing.

1.3.37 Restressable Anchor Head

An anchor head that permits the anchor load, throughout the life of the structure, to be measured by lift-off checking and adjusted by shimming, unshimming or thread- turning.

1.3.38 Rock

Solid homogeneous interlocking crystalline material with firmly cemented, laminated, or foliated masses or conglomerate deposits. Basalt, as referred to in these documents, is a fine-grained intrusive, igneous rock with columnar jointing such as basalt and diabase.

SECTION 31 68 13.00 99 Page 8

1.3.39 Safety Factor

The ratio of the ultimate capacity to the working load used for the design of any component or interface.

1.3.40 Sheath

A smooth or corrugated pipe or tube protecting the prestressing steel in the free stressing length against corrosion.

1.3.41 Shop Drawings

All drawings, diagrams, illustrations, schedules, performance charts, brochures, and other data which are prepared for or by the Contractor or any subcontractor, manufacturer, supplier, or distributor and which illustrate the equipment, material, or any other matter relating to the work.

1.3.42 Spacer

A device to separate elements of a multiple-element tendon to ensure full bond development of each prestressing steel element.

1.3.43 Stressing Anchorage

See Anchorage.

1.3.44 Subcontractor

The Subcontractor is a person or firm who has a direct or indirect Contract relationship with the Contractor to perform any of the work.

1.3.45 Supplier

Any person or firm who supplies materials or equipment for the work, including fabricated to a special design, and may also be a Subcontractor.

1.3.46 Tendon

The complete anchor assembly (excluding grout) consisting of prestressing steel, corrosion protection, sheathings, and coating when required, as well as spacers and centralizers.

1.3.47 Test Load (TL)

The maximum load to which the anchor is subjected during testing.

1.3.48 Unbonded Anchor

Anchor in which the free stressing length remains permanently unbonded.

1.3.49 Working Load

Equivalent term for Design Load.

1.4 SUBMITTALS

Government approval is required for submittals with a "G" classification.

Submittals not having a "G" classification are for information only. When

SECTION 31 68 13.00 99 Page 9 used, a code following the "G" classification 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

Contractor's Qualifications ; G

SD-02 Shop Drawings

Working Drawings ; G

SD-03 Product Data

Calibration Data ; G

SD-06 Test Reports

Mill Test Reports ; G

SD-07 Certificates

Certificates Of Compliance ; G

SD-11 Closeout Submittals

Grouting Records ; G

Ground Anchor Test Results ; G

As-Built Drawings ; G

1.5 QUALITY ASSURANCE

1.5.1 Construction Quality Assurance

The Construction Quality Assurance (CQA) Inspector will monitor all aspects of anchored wall construction. The CQA Inspector will perform material conformance testing as required. The Contractor must be aware of the activities required by the CQA Inspector and must account for these activities in the construction schedule. Correct all deficiencies and nonconformities identified by the CQA Inspector at no additional cost to the Owner.

1.5.2 Qualifications

Due to the specialized nature of the ground anchor portion of the work, the ground anchor Contractor must be pre-qualified before bidding on this work. Contractors must meet the experience criteria listed below. The Engineer will approve or reject the Contractor's qualifications within 15 calendar days after receipt of a complete qualifications submission.

Additional time required due to incomplete or unacceptable submittals will not be cause for time extension or impact or delay claims. All costs associated with incomplete or unacceptable submittals must be borne by the Contractor. Due to the specialized nature of the ground anchor portion of the work, the ground anchor Contractor must be pre-qualified prior to the performance of ground anchor or ground anchor related work. Contractors must meet the experience criteria listed below. The Contracting Officer will approve or reject the Contractor's qualifications within 15 calendar

SECTION 31 68 13.00 99 Page 10 days after receipt of a complete qualifications submission. Additional time required due to incomplete or unacceptable submittals will not be cause for time extension or impact or delay claims. All costs associated with incomplete or unacceptable submittals must be borne by the Contractor.

1.5.2.1 Project Experience

The ground anchor Contractor performing the work described in this Specification must have installed permanent ground anchors for a minimum of three years.

1.5.2.2 Personnel Experience

Assign an engineer to supervise the work with at least three years of experience in the design and construction of permanent anchored structures.The Contractor may not use consultants or manufacturer's representatives in order to meet the requirements of this section. Drill operators and on-site supervisors must have a minimum of one year experience installing permanent ground anchors with the Contractor's organization.

1.5.2.3 Ground Anchor Contractor Qualifications

The following must be submitted to the Owner's Representative by the ground anchor Contractor four weeks prior to the start of the work:

a. A list containing at least five projects completed within the last five years. For each project, include with this submittal, at a minimum:

(1) name of client contact, address, and telephone number;

(2) location of project;

(3) Contract value; and

(4) scheduled completion date and actual completion date for the project.

b. Resumes of the Contractor's staff. Only those individuals designated as meeting the qualification requirements must be used for the project. The Contractor cannot substitute for any of these individuals without written approval of the Owner or Owner's Engineer (Engineer).

1.5.3 Certificates of Compliance

Certificates of Compliance for the following materials, if used. The certificate must state that the material or assemblies to be provided will fully comply with the requirements of the contract.

a. Prestressing steel, strand or bar

b. Portland cement

c. Prestressing hardware

d. Bearing plates

SECTION 31 68 13.00 99 Page 11

e. Corrosion protection system

1.5.4 Mill Test Reports

Mill test reports for the prestressing steel and bearing plate steel.

1.5.5 Calibration Data

Calibration data for each test jack, load cell, primary pressure gauge and reference pressure gauge to be used.

1.6 WORKING DRAWINGS

Prepare and submit to the Engineer for review and approval Working Drawings and a design submission describing the ground anchor system or systems intended for use. The Working Drawings and design submission must be submitted 30 working days prior to the commencement of the ground anchor work. The Working Drawings and design submission must include the following:

1.6.1 Ground Anchor Schedule

A ground anchor schedule including the following:

a. Ground anchor number

b. Ground anchor design load

c. Type and size of tendon

d. Minimum total anchor length

e. Minimum bond length

f. Minimum tendon bond length

g. Minimum unbonded length

1.6.2 Ground Anchor Details

Ground anchor tendon and the corrosion protection system including the following:

a. Ground anchor number

b. Ground anchor design load

c. Type and size of tendon

d. Minimum total anchor length

e. Minimum bond length

f. Minimum tendon bond length

g. Minimum unbonded length

SECTION 31 68 13.00 99 Page 12

1.7 PROJECT CLOSEOUT

Submit to the Engineer within 20 calendar days after completion of the ground anchor work a report containing the following:

a. Prestressing steel manufacturer's mill test reports for the tendons incorporated in the installation.

b. Grouting records indicating the cement type, quantity injected, and the grout pressures.

c. Ground anchor test results and graphs.

d. As-built drawings showing the location and orientation of each ground anchor, anchor capacity, tendon type, total anchor length, bond length, unbonded length, and tendon bond length as installed.

1.8 SITE CONDITIONS

A foundation investigation has been conducted at the site by the Government and is summarized in Geotechnical Data Report: Bonneville BN1 Old NL Bridge Geotechnical Explorations (Attachment A15). Prepared by Shannon and Wilson, dated January 2021. Data from the investigation is presented in the foundation data sheet drawings. While foundation information is representative of subsurface conditions at respective locations, local variations in the characteristics of the subsurface materials may be anticipated. Local variations which may be encountered include, but are not limited to, classification and thickness of rock strata, fractures, and other discontinuities in the rock structure, and variation in the soil classifications. Such variations will not be considered differing materially within the purview of the contract clauses, paragraph differing site conditions. The Contractor is responsible for verifying the location of all utilities that may be affected by construction or the installation of the anchors.

PART 2 PRODUCTS

a. The Contractor must not deliver materials to the site until the Engineer has approved the submittals outlined in Paragraph SUBMITTALS.

b. The designated storage location or locations must be protected by the Contractor from theft, vandalism, passage of vehicles, and other potential sources of damage to materials delivered to the site.

c. Protect the materials from the elements by appropriate means.

Prestressing steel strands and bars must be stored and handled in accordance with the manufacturer's recommendations and in such a manner that no damage to the component parts occurs. All steel components must be protected from the elements at all times. Cement and additives for grout must be stored under cover and protected against moisture.

2.1 ADMIXTURES

Admixtures which control bleed, improve flowability, reduce water content, and retard set may be used in the grout subject to the approval of the Engineer. Admixtures, if used, must be compatible with the prestressing steels and mixed in accordance with the manufacturer's recommendations.

Expansive admixtures may only be added to the grout used for filling

SECTION 31 68 13.00 99 Page 13 sealed encapsulations, trumpets, and anchorage covers. Accelerators must not be permitted.

2.2 ANCHORAGE DEVICES

Stressing anchorages must be a combination of either a steel bearing plate with wedge plate and wedges, or a steel bearing plate with a threaded anchor nut. The steel bearing and wedge plate may also be combined into a single element. Anchorage devices must be capable of developing 95 percent of the specified minimum ultimate tensile strength (SMTS) of the prestressing steel tendon. The anchorage devices must conform to the static strength requirements of Section 3.1.6 (1) and Section 3.1.8 (1) and (2) of the PTI "Guide Specification for Post-Tensioning Materials."

2.2.1 Bearing Plate

The bearing plate must be fabricated from steel conforming to ASTM A709/A709M Grade 50 or 50W specifications.

2.2.2 Anchorage Covers

Anchorage covers must be fabricated from steel or plastic with a minimum thickness of 0.1 inch . The joint between the cover and the bearing plate must be watertight.

2.3 BONDBREAKER

The bondbreaker must be fabricated from a smooth plastic tube or pipe having the following properties:

a. resistant to chemical attack from aggressive environments, grout, or corrosion inhibiting compound;

b. resistant to aging by ultra-violet light;

c. fabricated from material nondetrimental to the tendon;

d. capable of withstanding abrasion, impact, and bending during handling and installation;

e. enable the tendon to elongate during testing and stressing; and

f. allow the tendon to remain unbonded after lock-off.

2.4 CEMENT GROUT

Type I, II, III, or V Portland cement conforming to AASHTO M85 must be used for grout. The grout must be a pumpable neat mixture of cement and water and must be stable (bleed less than 2 percent), fluid, and provide a minimum 28 day compressive strength of at least 4,000 psi measured in accordance with ASTM C109/C109M at time of stressing.

2.5 CENTRALIZERS

a. Centralizers must be fabricated from plastic, steel or material which is nondetrimental to the prestressing steel. Wood must not be used. The centralizer must be able to support the tendon in the drill hole and position the tendon so a minimum of 0.5 inch of grout cover is provided and must permit grout to freely flow around the tendon and

SECTION 31 68 13.00 99 Page 14 up the drill hole.

b. Centralizers are not required on pressure injected anchors installed in coarse grained soils when the grouting pressure exceeds 150 psi , nor on hollow stem-augered anchors when they are grouted through the auger with grout having a slump of 9 inches or less.

2.6 CORROSION INHIBITING COMPOUND

The corrosion inhibiting compound placed in either the free length or the trumpet area must be an organic compound (i.e., grease or wax) with appropriate polar moisture displacing, corrosion inhibiting additives and self-healing properties. The compound must permanently stay viscous and be chemically stable and nonreactive with the prestressing steel, the sheathing material, and the anchor grout.

2.7 GROUT TUBES

Grout tubes must have an adequate inside diameter to enable the grout to be pumped to the bottom of the drill hole. Grout tubes must be strong enough to withstand a minimum grouting pressure of 150 psi . Postgrout tubes must be strong enough to withstand postgrouting pressures.

2.8 HEAT SHRINKABLE SLEEVES

Heat shrinkable sleeves must be fabricated from a radiation crosslinked polyolefin tube internally coated with an adhesive sealant. Prior to shrinking, the tube must have a nominal wall thickness of 0.6 mm. The adhesive sealant inside the heat shrinkable tube must have a nominal thickness of 0.5 mm.

2.9 PRESTRESSING STEEL

Ground anchor tendons must consist of epoxy coated reinforcing steel bars conforming to ASTM A775/A775M and be fabricated from single elements.

2.10 SHEATH

A sheath must be used as part of the corrosion protection system for the unbonded length portion of the tendon. The sheath must be fabricated from one of the following:

a. A polyethylene tube pulled or pushed over the prestressing steel.

The polyethylene must be Type II, III or IV as defined by ASTM D1248 (or approved equal). The tubing must have a minimum wall thickness of

1.5 mm.

b. A hot-melt extruded polypropylene tube. The polypropylene must be cell classification B55542-11 as defined by ASTM D4101 (or approved equal). The tubing must have a minimum wall thickness of 1.5 mm.

c. A hot-melt extruded polyethylene tube. The polyethylene must be high density Type III as defined by ASTM D1248 (or approved equal).

The tubing must have a minimum wall thickness of 1.5 mm.

d. Steel tubing conforming to ASTM A500/A500M . The tubing must have a minimum wall thickness of 5 mm.

e. Steel pipe conforming to ASTM A53/A53M. The pipe must have a

SECTION 31 68 13.00 99 Page 15 minimum wall thickness of 5 mm.

f. Plastic pipe or tube of PVC conforming to ASTM D1784 Class 13464-B. The pipe or tube must be Schedule 40 at a minimum.

g. A corrugated tube conforming to the requirement of the tendon bond length encapsulation.

2.11 SPACERS

Spacers must be used to separate elements of a multi-element tendon and must permit grout to freely flow around the tendon and up the drill hole.

Spacers must be fabricated from plastic, steel or material which is nondetrimental to the prestressing steel. Wood must not be used. A combination centralizer-spacer may be used.

2.12 TENDON BOND LENGTH ENCAPSULATIONS

When the Contract drawings require the tendon bond length to be encapsulated to provide additional corrosion protection, the encapsulation must be fabricated from one of the following:

a. High density corrugated polyethylene tubing conforming to the requirements of AASHTO M 252 and having a minimum wall thickness of

1.5 mm except pregrouted tendons which may have a minimum wall thickness of 1.0 mm.

b. Deformed steel tubing or pipes conforming to ASTM A192/A192M or ASTM A500/A500M with a minimum wall thickness of 5 mm.

c. Corrugated, polyvinyl chloride tubes manufactured from rigid PVC compounds conforming to ASTM D1784, Class 13464-B.

d. Fusion-bonded epoxy conforming to the requirements of

ASTM A775/A775M .

2.13 WATER

Water for mixing grout must be potable, clean, and free of injurious quantities of substances known to be harmful to Portland cement or prestressing steel.

PART 3 EXECUTION

3.1 PERFORMANCE CRITERIA

a. The tendon must be sized so the design load does not exceed 60 percent of the specified minimum tensile strength (SMTS) of the prestressing steel. The lock-off load for the tendon must be chosen based on anticipated time or activity dependent load changes, but must not exceed 70 percent of the SMTS of the prestressing steel. The prestressing steel must be sized so the maximum test load does not exceed 80 percent of the SMTS of the prestressing steel.

b. The Contractor must be responsible for determining the bond length necessary to develop the design load indicated on the Contract Drawings or the approved Working Drawings. The minimum bond length must be 15 feet for strand tendons in rock and 10 feet for bar tendons in rock. The minimum bond length must 15 feet for strand and bar

SECTION 31 68 13.00 99 Page 16 tendons in soil. The minimum tendon bond length must be 10 feet .

c. The free stressing length (unbonded length) for rock and soil anchors must not be less than 10 feet for bar tendons and 10 feet for strand tendons.

3.2 CORROSION PROTECTION

Corrosion protection requirements must be determined by the Owner and must be shown on the Contract drawings. The corrosion protection systems must be designed and constructed to provide reliable ground anchors for temporary and permanent structures.

3.2.1 Anchorage Protection

All stressing anchorages permanently exposed to the atmosphere must be grout-filled cover, except, for restressable anchorages, a corrosion inhibiting compound must be used. Stressing anchorages encased in concrete at least 2 inches thick do not require a cover.

3.2.2 Unbonded Length Protection

a. Corrosion protection of the unbonded length must be provided by a combination of sheaths, sheath filled with a corrosion inhibiting compound or grout, or a heat shrinkable tube internally coated with a mastic compound, depending on the tendon class. The corrosion inhibiting compound must completely coat the tendon elements and fill the void between them and the sheath. Provisions must be made to retain the compound within the sheath.

b. The corrosion protective sheath surrounding the unbonded length must not come into contact with the stressing anchorage during testing. Any excessive protection length must be trimmed off.

c. For pregrouted encapsulations and all Class I tendons, a separate bondbreaker or common sheath must be provided for supplemental corrosion protection or to prevent the tendon from bonding to the grout surrounding the unbonded length.

3.3 UNBONDED LENGTH/BOND LENGTH TRANSITION

The transition between the corrosion protection for the bonded and unbonded lengths must be designed and fabricated to ensure continuous protection from corrosive attack.

3.4 TENDON BOND LENGTH PROTECTION FOR GROUT PROTECTED TENDONS (CLASS II)

Cement grout can be used to protect the tendon bond length in non-aggressive ground when the installation methods ensure that the grout will remain fully around the tendon. The grout must overlap the sheathing of the unbonded length by at least 1 inch . Centralizers or grouting techniques must ensure a minimum of 0.5 inch of grout cover over the tendon bond length.

3.5 TENDON BOND LENGTH PROTECTION FOR ENCAPSULATED TENDONS (CLASS I)

A grout-filled, corrugated plastic encapsulation or a grout-filled, deformed steel tube must be used. The prestressing steel can be grouted inside the encapsulation prior to inserting the tendon into the drill hole

SECTION 31 68 13.00 99 Page 17 or after the tendon has been placed. Centralizers or grouting techniques must ensure a minimum of 0.5 inch of grout cover over the encapsulation.

3.6 EPOXY (CLASS I)

Fusion-bonded epoxy may be used to provide a layer of protection for the steel tendon in addition to the cement grout.

3.7 TENDON STORAGE AND HANDLING

a. Tendons must be handled and stored in such a manner as to avoid damage or corrosion. Damage to the prestressing steel, the corrosion protection, or the epoxy coating as a result of abrasions, cuts, nicks, welds and weld splatter will be cause for rejection by the Engineer. The prestressing steel must be protected if welding is to be performed in the vicinity. Grounding of welding leads to the prestressing steel is forbidden. Prestressing steel must be protected from dirt, rust, or deleterious substances. A light coating of rust on the steel is acceptable. If heavy corrosion or pitting is noted, the Engineer must reject the affected tendons.

b. Use care in handling and storing the tendons at the site. Prior to inserting a tendon in the drill hole, the Contractor and the CQA Inspector must examine the tendon for damage to the encapsulation and the sheathing. If, in the opinion of the CQA Inspector, the encapsulation is damaged, repair the encapsulation in accordance with the tendon supplier's recommendations. If, in the opinion of the CQA Inspector, the smooth sheathing has been damaged, repair it with ultra high molecular weight polyethylene tape. The tape should be spiral wound around the tendon to completely seal the damaged area. The pitch of the spiral must ensure a double thickness at all points

c. Banding for fabricated tendons must be padded to avoid damage to the tendon corrosion protection. Upon delivery, the fabricated anchors or the prestressing steel for fabrication of the tendons on site and all hardware must be stored and handled in such a manner to avoid mechanical damage, corrosion, and contamination with dirt or deleterious substances. Lifting of the pre-grouted tendons must not cause excessive bending, which can debond the prestressing steel from the surrounding grout. Prestressing steel must not be exposed to excessive heat (i.e., more than 230 degrees C).

3.8 ANCHOR FABRICATION

Anchors must be either shop or field fabricated from materials conforming to Part 2 of this specification and as shown in the approved Working Drawings. Prestressing steel must be cut with an abrasive saw or, with the approval of the prestressing steel supplier, an oxyacetylene torch.

All of the tendon bond length, especially for strand, must be free of dirt, manufacturers' lubricants, corrosion-inhibitive coatings, or other deleterious substances that may significantly affect the grout-to-tendon bond or the service life of the tendon. Pregrouting of encapsulated tendons must be done on an inclined, rigid frame or bed by injecting the grout from the low end of the tendon.

3.9 DRILLING

a. Drilling methods must be left to the discretion of the Contractor, whenever possible. The Contractor must be responsible for using a

SECTION 31 68 13.00 99 Page 18 drilling method to establish a stable hole of adequate dimensions, within the tolerances specified. Drilling methods may involve, amongst others, rock coring, rotary, percussion, rotary/percussive or auger drilling; or percussive or vibratory driven casing.

b. Holes for anchors must be drilled at the locations and to the length, inclination and diameter shown on the Contract Drawings or the approved Working Drawings. The drill bit or casing crown must not be more than 0.1 inch smaller than the specified hole diameter. At the ground surface the drill hole must be located within 6 inches of the location shown on the Contract Drawings or the approved Working Drawings. The drill hole must be located so the longitudinal axis of the drill hole and the longitudinal axis of the tendon are parallel.

In particular, the ground anchor hole must not be drilled in a location that requires the tendon to be bent in order to enable the bearing plate to be connected to the supported structure. At the point of entry the ground anchor must be installed within plus/minus 3 degrees of vertical.

3.10 TENDON INSERTION

a. Tendons must be placed in accordance with the Contract Drawings and details and the recommendations of the tendon manufacturer or specialist anchor contractor. The tendon must be inserted into the drill hole to the desired depth without difficulty. When the tendon cannot be completely inserted, the Contractor must remove the tendon from the drill hole and clean or redrill the hole to permit insertion. Partially inserted tendons must not be driven or forced into the hole.

b. Each anchor tendon must be inspected by field personnel during installation into the drill hole or casing. Damage to the corrosion protection system must be repaired, or the tendon replaced if not repairable. Loose spacers or centralizers must be reconnected to prevent shifting during insertion. Damaged fusion-bonded epoxy coatings must be repaired in accordance with the manufacturer's recommendations. If the patch is not allowed to cure prior to inserting the tendon in the drill hole, the patched area must be protected by tape or other suitable means.

c. The rate of placement of the tendon into the hole must be controlled such that the sheathing, coating, and grout tubes are not damaged during installation of the tendon. Anchor tendons must not be subjected to sharp bends. The bottom end of the tendon may be fitted with a cap or bullnose to aid its insertion into the hole, casing, or sheathing.

3.11 GROUTING

a. Use a neat cement grout or a sand-cement grout. The cement must not contain lumps or other indications of hydration. Admixtures, if used, must be mixed in accordance with the manufacturer's recommendations. The grouting equipment must produce a grout free of lumps and undispersed cement. A positive displacement grout pump must be used. The pump must be equipped with a pressure gauge to monitor grout pressures. The pressure gauge must be capable of measuring pressures of at least 150 psi or twice the actual grout pressures used by the Contractor, whichever is greater. The grouting equipment must be sized to enable the grout to be pumped in one continuous

SECTION 31 68 13.00 99 Page 19 operation. The mixer should be capable of continuously agitating the grout. The grout must be injected from the lowest point of the drill hole. The grout may be pumped through grout tubes, casing, hollow-stem-augers, or drill rods. The grout can be placed before or after insertion of the tendon. The quantity of the grout and the grout pressures must be recorded. The grout pressures and grout takes must be controlled to prevent excessive heave or fracturing.

b. After the tendon is installed, the drill hole may be filled in one continuous grouting operation except that pressure grouting must not be used in the free length zone. If grout protected tendons are used for ground anchors anchored in rock, then pressure grouting techniques must be utilized. Pressure grouting requires that the drill hole be sealed and that the grout be injected until a minimum 50 psi grout pressure (measured at the top of the drill hole) can be maintained on the grout for at least five minutes. The grout tube may remain in the hole on completion of grouting if the tube is filled with grout.

After grouting, the tendon must not be loaded for a minimum of three days.

3.12 ANCHORAGE INSTALLATION

The anchor bearing plate and the anchor head or nut must be installed perpendicular to the tendon, within plus/minus three degrees and centered on the bearing plate, without bending or kinking of the prestressing steel elements. Wedge holes and wedges must be free of rust, grout, and dirt.

The stressing tail must be cleaned and protected from damage until final testing and lock-off. After the anchor has been accepted by the Engineer, the stress tail must be cut to its final length according to the tendon manufacturer's recommendations. The corrosion protection surrounding the unbonded length of the tendon must not contact the bearing plate or the anchor head during testing and stressing. If the protection is too long, the Contractor must trim the corrosion protection to prevent contact.

3.13 STRESSING, LOAD TESTING, AND ACCEPTANCE

Each…