2025-CB-033_Addendum 1.pdf

ADDENDUM NO. 1 Page 1 of 1

April 1, 2026

STATE OF RHODE ISLAND

DEPARTMENT OF ADMINISTRATION

SOLICITATION NO. TCB26006407

RHODE ISLAND DEPARTMENT OF TRANSPORTATION

RHODE ISLAND CONTRACT NO. 2025-CB-033

FEDERAL-AID PROJECT NO. FAP Nos: BHO-015F(001)

BRIDGE GROUP 15F - BARRINGTON BRIDGE NO. 012301

NOTICE TO PROSPECTIVE BIDDERS

ADDENDUM NO. 1 Prospective bidders and all concerned are hereby notified of the following changes in the Plans, Specifications, and Estimate for this contract. These changes shall be incorporated in the Plans, Specifications and Estimate and shall become an integral part of the Contract Documents.

A. Document Attachments

1. Sheet No. 06 has been revised to include information about Debris to be Removed and Disposed.

2. Sheet No. 08 has been revised to show the correct depth of grout bags.

3. Specifications – Delete PDF “2025-CB-033 JS PAGES” attached to the original advertisement submission in its entirety and replace it with “2025-CB-033 JS PAGES_Addendum 1” attached to this addendum No. 1.

Specifications for Item Nos. 601.9901, 800.9901, 808.9901, 821.9901, 837.9901 and 920.9901 have been revised for Method of Measurement. Also, Item Nos.

201.9901 and 833.901 have been added.

B. Item Specs

Units and quantities for Item no. 808.9901, 817.2142, 821.9901, 837.9901 have been revised. Item no. 201.9901 and 833.9901 have been added to the list.

RHODE ISLANDREVISIONS REVISIONS

NO. DATE BY NO. DATE BY

DESIGNED BY:

CHECKED BY:

DATE:

SHEET:

OF:

RHODE ISLAND

CONTRACT NO.

FISCAL

YEAR

SHEET

NO.

TOTAL

SHEETS

REHABILITATION OF

BARRINGTON BRIDGE (NO. 012301)

RHODE ISLANDREVISIONS REVISIONS

NO. DATE BY NO. DATE BY

DESIGNED BY:

CHECKED BY:

DATE:

SHEET:

OF:

RHODE ISLAND

CONTRACT NO.

FISCAL

YEAR

SHEET

NO.

TOTAL

SHEETS

REHABILITATION OF

BARRINGTON BRIDGE (NO. 012301)

W:\ACTIVE PROJECT YEARS\2024\3833OC-2 BRIDGE GROUP 15F – BARRINGTON BRIDGE ROUTE 114 OVER BARRINGTON RIVER\DRAWINGS\CIVIL\SHEET\FINAL PLANS\100% SUBMISSION PLANS\SHEET SET\06 BRIDGE GENERAL NOTES.DWG PER DPM 450.06

BRIDGE GENERAL NOTES

04/01/26

MG

SS

30620262025-CB-033

BRIDGE NOTES

1. ALL CONSTRUCTION INDICATED ON THESE PLANS SHALL BE IN ACCORDANCE WITH:

· THE AUGUST 2025 EDITION OF AND SUPPLEMENTS TO THE RHODE ISLAND

DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE

CONSTRUCTION (RI STANDARD SPECIFICATIONS).

· THE AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO) LRFD BRIDGE CONSTRUCTION SPECIFICATIONS, FOURTH EDITION, INCLUDING

THE LATEST INTERIM REVISIONS.

2. DIMENSIONS, STATIONS ELEVATIONS AND ANGLES OF THE EXISTING STRUCTURE HAVE

BEEN OBTAINED FROM PLANS OF THE ORIGINAL CONSTRUCTION AND LIMITED FIELD

MEASUREMENTS. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS REQUIRED FOR

PROPER PERFORMANCE OF THE WORK. FIELD CONDITIONS MAY EXIST WHICH DEVIATE

FROM THE DIMENSIONS SHOWN ON THESE PLANS. THE CONTRACTOR SHALL BE SOLELY

RESPONSIBLE FOR FABRICATION AND FIT OF HIS HIS WORK.

3. THE BASE OF LEVELS, TO WHICH THE PLAN ELEVATIONS ARE REFERENCED, ARE BASED

ON THE ORIGINAL (2003) RECORD DRAWINGS. NORTH ARROWS ARE NAD83 GRID NORTH.

4. ANY DAMAGE TO EXISTING STATE OR PRIVATE PROPERTY CAUSED BY THE CONTRACTOR'S

OPERATIONS SHALL BE REPAIRED BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE

STATE.

5. THE CONTRACTOR SHALL PLACE ALL EQUIPMENT AND MATERIALS AS FAR AWAY AS

POSSIBLE FROM THE EDGE OF THE TRAVEL LANE SO AS NOT CAUSE A SAFETY HAZARD,

IN ACCORDANCE WITH SECTION 106.05 OF THE R.I.D.O.T. STANDARD SPECIFICATIONS,

LATEST EDITION.

6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING ALL ROADWAY FREE OF

DEBRIS RESULTING FROM THEIR CONSTRUCTION OPERATIONS. ALL DEBRIS SHALL BE

REMOVED TO THE SATISFACTION OF THE ENGINEER AT NO ADDITIONAL COST TO THE

STATE.

7. THE CONTRACTOR SHALL TAKE THE PROPER PRECAUTION TO ENSURE THE STABILITY OF

ALL STRUCTURAL ELEMENTS DURING CONSTRUCTION UNTIL ALL REPAIRS ARE COMPLETE.

NOT TO SCALENOT

NNNN

ITEM CODE

DESIGN DATA

1. DESIGN SPECIFICATIONS

· THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, TENTH EDITION, 2024, INCLUDING

ALL INTERIM REVISIONS TO DATE.

· THE RHODE ISLAND LRFD BRIDGE MANUAL, 2007 EDITION INCLUDING ALL REVISIONS

TO DATE.

· ALL OTHER APPLICABLE DESIGN SPECIFICATIONS ARE REFERENCED IN SECTION 1 OF

THE RHODE ISLAND LRFD BRIDGE DESIGN MANUAL DATED 2007.

· IN CASE OF CONFLICT, THE RHODE ISLAND LRFD BRIDGE MANUAL SHALL GOVERN.

GROUT:

AS SPECIFIED IN JOB SPECIFIC SPECIFICATION 817.9901

TYPE II PORTLAND CEMENT, FINE AGGREGATES, ADMIXTURES, FLY ASH, HIGH REACTIVITY

POZZOLAN; F'C=3000 PSI

DOWEL BARS:

#5 LONGITUDINAL BARS TO BE USED

SCALE: NOT TO SCALE

RHODE ISLAND

DEPARTMENT OF TRANSPORTATION

EXISTING CONDITIONS

1. WORK MUST BE PERFORMED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS INCLUDING

THE SPECIFICATIONS, SPECIAL PROVISIONS, DRAWINGS AND THE ASSOCIATED REFERENCES.

KEEP AT LEAST ONE COPY OF THE CONTRACT DOCUMENTS ON SITE FOR THE DURATION

OF WORK.

CLASS F

MINIMUM CEMENTITIOUS CONTENT, lb/yd³ 400

MAXIMUM CEMENTITIOUS CONTENT, lb/yd³ 700

MAXIMUM W/CM 0.45

ACCEPTANCE CRITERIA

CONSISTENCY RANGE³, ASTM C1611 SPREAD, IN. 2 - 4

AASHTO T23 MINIMUM COMPRESSIVE STRENGTH, PSI 28 DAYS 3000

AIR CONTENT RANGE, AASHTO T152, % 5 - 9

MATERIALS:

TREMIE CONCRETE:

CLASS F IN ACCORDANCE WITH SPECIFICATION SECTION 601.9901, 34" AS SPECIFIED IN JOB

SPECIFIC SPECIFICATION

CONCRETE STRENGTHS:

CONCRETE SHALL COMPLY WITH IN ACCORDANCE WITH SPECIFICATION SECTION 600.

EPOXY GEL INJECTION:

AS SPECIFIED IN JOB SPECIFIC SPECIFICATION 837.9901

EPOXY WITH COMPRESSIVE STRENGTH OF 10,000 PSI, COLOR GRAY

R&D SUMMARY

PIER APPROX. DIMENSIONS

2' DIA. X 6' L DEBRIS

5' L DEBRIS

3' L DEBRIS

20" DIA. ROCK

1.5' DIA. X 2' L DEBRIS

10'L X 3'W X 1'H LADDER AND TIMBER DEBRIS

2'L STEEL H-PILE DEBRIS

30'L STEEL H-PILE DEBRIS

4' DIA. X 4' L STEEL & CONCRETE DEBRIS

5'L STEEL H-PILE DEBRIS

15'L STEEL H-PILE AND RANDOM STEEL DEBRIS

COLLAPSED TREMIE A

4' DIA. STONE AGAINST PIER WITH STEEL DEBRIS

20'L STEEL LADDER AND TIMBER DEBRIS

6'L X 3'H X 1.5'W LADDER AND TIMBER DEBRIS

10" DIA. X 15'L TIMBER PILE

10'L X 3'W X 3'H STONE

4' DIA., BOULDER

5'L STEEL ROAD SIGN

7' DIA., STONES

15'L X 10" DIA. TIMBER PILES

16.5' STEEL H-PILE PROTRUDING FROM TREMIE A

REMOVE AND DISPOSAL OF UNDERWATER DEBRIS TABLE:

11 SSSS04/04/01/26

ADDENDUMADDENDUM 01

122+00 123+00 124+00 125+00 126+00 127+00 128+00

0.00

5.00

15.00

20.00

25.00

-5.00

-10.00

-15.00

-20.00

-25.00

-30.00

10.00

0.00

5.00

15.00

20.00

25.00

-5.00

-10.00

-15.00

-20.00

-25.00

-30.00

10.00

MSL EL. 00

MHW EL. 2.27

MLW EL. -2.23

HTL EL. 4.27

RHODE ISLANDREVISIONS REVISIONS

NO. DATE BY NO. DATE BY

DESIGNED BY:

CHECKED BY:

DATE:

SHEET:

OF:

RHODE ISLAND

CONTRACT NO.

FISCAL

YEAR

SHEET

NO.

TOTAL

SHEETS

REHABILITATION OF

BARRINGTON BRIDGE (NO. 012301)

RHODE ISLANDREVISIONS REVISIONS

NO. DATE BY NO. DATE BY

DESIGNED BY:

CHECKED BY:

DATE:

SHEET:

OF:

RHODE ISLAND

CONTRACT NO.

FISCAL

YEAR

SHEET

NO.

TOTAL

SHEETS

REHABILITATION OF

BARRINGTON BRIDGE (NO. 012301)

W:\ACTIVE PROJECT YEARS\2024\3833OC-2 BRIDGE GROUP 15F – BARRINGTON BRIDGE ROUTE 114 OVER BARRINGTON RIVER\DRAWINGS\CIVIL\SHEET\FINAL PLANS\100% SUBMISSION PLANS\SHEET SET\08 GENERAL BRIDGE PLAN AND ELEVATION.DWG PER DPM 450.06

GENERAL BRIDGE PLAN AND ELEVATION

01/28/26

MG

SS

30820262025-CB-033

BARRINGTON

ASSUMED MUDLINE

HISTORIC MUDLINE = TOP

OF TREMIE A (PER RECORD

DRAWINGS)

PROPOSED GROUT BAGS STCKED

24" ABOVE TOP OF TREMIE A

2' DEEP R-4 RIPRAP

ABOVE MUDLINE

APPROX. LIMITS OF

EXIST. TREMIE B (TYP.)

COUNTY ROAD (ROUTE 114)

C W

E S

T A

B U

TM

E

N T

L

C P

IE

R

L C P

IE

R

L C P

IE

R

L

C E

A S

T A

B U

TM

E

N T

APPROX. C OF BRIDGEL

B A

R R

IN

G

T O

N R

IVER

EXISTING TREMIE REPAIRS

PERFORMED IN 2019

PLAN

SCALE: 1" = 20'

EXISTING 8' WIDE

SHARED USE PATH

EXISTING 8' WIDE

CONCRETE SIDEWALK

ROADWAY

APPROX. LIMITS OF EXIST.

TREMIE A (TYP.)

PROPOSED GROUT BAGS STACKED 24" ABOVE

TREMIE A (TYP. PIERS 1 THRU 4)

APPROX. LIMITS OF

R-4 RIPRAP

41.4'± 31.4'±

L

ELEVATION

SCALE: 1" = 20'

C P

IE

R

L C P

IE

R

L C P

IE

R

L

C W

E S

T A

B U

TM

E

N T

L

C P

IE

R

L C P

IE

R

L C P

IE

R

L

C E

A S

T A

B U

TM

E

N T

L

C P

IE

R

L C P

IE

R

L C P

IE

R

L

SCALE:1" = 20'

LODLOLOD

RHODE ISLAND

DEPARTMENT OF TRANSPORTATION

EXISTING BRIDGE DECK

STRIP SEAL JOINTS TO BE

REMOVED AND REPLACED

SPALLED CONCRETE AREAS

TO BE REPAIRED (TYP.)

A P

P R

O X

IM

A

TE

L

IM

IT

S O

F R

IP

R

A P

.0

APPROXIMATE LIMITS OF RIP RAP ±421.9'

56.0'± 61.0'± 64.0'± 64.0'± 64.0'± 61.0'± 56.0'±

APPROXIMATE EXISTING

MUDLINE EL. -15.0±

EXISTING MUDLINE

EL. -15.0±

EXISTING MUDLINE

EL. -16.0±

EXISTING MUDLINE

EL. -18.0±

EXISTING MUDLINE

EL. -15.0±

EXISTING MUDLINE

EL. -16.0±

APPROXIMATE PROPOSED

RIPRAP EL. -16.0±

PROPOSED RIPRAP

EL. -13.0±

PROPOSED RIPRAP

EL. -13.0±

PROPOSED RIPRAP

EL. -16.0±

PROPOSED RIPRAP

EL. -13.0±

PROPOSED RIPRAP

EL. -14.0±

EXISTING MUDLINE

EL. -14.0±

PROPOSED RIPRAP

EL. -14.0±

42.8'46.3'45.5' 41.7'±42.9'

EXISTING GROUT BAGS

(2019 REPAIR)

PROPOSED GROUT BAGS

STCKED 24" ABOVE TOP

OF TREMIE A

PROPOSED GROUT

BAGS STCKED 18"

ABOVE TOP OF

TREMIE A

11 SSSS04/04/01/26

ADDENDUMADDENDUM 01

STATE OF RHODE ISLAND

DEPARTMENT OF TRANSPORTATION

RHODE ISLAND CONTRACT NO. 2025-CB-033

FEDERAL-AID PROJECT NUMBER. BHO-0159(001)

REHABILITATION OF BRIDGE GROUP

15F BARRINGTON BRIDGE NO. 012301

BARRINGTON, RHODE ISLAND

SPECIFICATIONS – JOB SPECIFIC

ADDENDUM 01

APRIL 2026

JS-i

INDEX

SPECIFICATIONS – JOB SPECIFIC

CODE TITLE PAGE

105.9901 QUALITY CONTROL JS-1

106.01.1 BUY AMERICA JOB SPECIFICATION (BABA) JS-4

108.0300 PROSECUTION AND PROGRESS JS-7

108.1000 PROSECUTION AND PROGRESS JS-8

109.0700 PARTIAL PAYMENT OF LUMPSUM JS-9

201.9901 REMOVAL AND DISPOSAL OF UNDERWATER DEBRIS JS-10

601.9901 PORTLAND CEMENT CONCRETE FOR UNDERWATER REPAIRS JS-12

704.9901 RECONSTRUCT CATCH BASIN / VERTICAL WALLS JS-15

800.9901 SCOUR REMEDIATIONS WITH GROUT BAGS JS-16

803.9901 REMOVE AND REPLACE EXISTING DECK STRIP SEAL JOINT

GLANDS JS-19

808.9901 BEARING PEDESTAL GROUT JS-20

817.9901 CEMENTITIOUS GROUT FOR UNDERWATER REPAIRS JS-22

821.9901 PENETRATING SEALER JS-26

833.9901 REPAIR OF GRANITE FAÇADE-PIER CAP RESET JS-28

837.9901 REPAIRS TO CRACK USING EPOXY JS-30

920.9901 PLACED STONE RIPRAP R-4 JS-32

Job Specific

CODE 105.9901

QUALITY CONTROL

a. GENERAL. Establish and maintain effective underwater quality control inspections (QC Inspections) necessary to produce a product which complies with the Contract requirements. Check work as it progresses, but failure to detect any defective work or materials must in no way prevent later rejection if defective work or materials are discovered, nor obligate the Department to accept such work.

Submit no later than 14 days before starting the work, the Contractor’s Quality Control Underwater Inspection (CQC) Plan. Construction shall be permitted to begin only after acceptance of the CQC Plan or acceptance of an interim plan applicable to the particular feature of work to be started. Work outside of the accepted interim plan shall not be permitted to begin until the acceptance of a CQC Plan or another interim plan containing the additional work.

Include, as a minimum, the following:

1. The name, qualifications (in resume format), duties, responsibilities, and authorities of each person assigned a CQC function.

2. A copy of the letter to the Engineer signed by an authorized official of the firm which describes the responsibilities and delegates sufficient authorities to adequately perform the functions of the CQC Manager, including authority to stop work which is not in compliance with the Contract. Letters of direction to all other various quality control representatives outlining duties, authorities, and responsibilities shall be issued by the CQC Manager. Furnish copies of these letters to the Engineer.

3. Procedures for tracking design and construction deficiencies from identification through acceptable corrective action. Establish verification procedures that identified deficiencies have been corrected.

4. Reporting procedures, including proposed reporting formats.

5. A list of the definable features of work. A definable feature of work is a task which is separate and distinct from other tasks, has separate control requirements, and is identified by different trades or disciplines, or it is work by the same trade in a different environment. Although each section of the specifications can generally be considered as a definable feature of work, there are frequently more than one definable feature under a particular section. This list shall be agreed upon during the coordination meeting.

Acceptance of the Contractor's plan is required prior to the start of construction.

Acceptance is conditional and shall be predicated on satisfactory performance during the construction.

The Department reserves the right to require the Contractor to make changes in the Contractor Quality Control (CQC) Plan and operations including removal of personnel, as necessary, to obtain the quality specified.

After acceptance of the CQC Plan, notify the Engineer in writing of any proposed change.

Proposed changes are subject to acceptance by the Contracting Officer.

Before start of construction, and prior to acceptance by the Engineer of the CQC Plan, meet with the Engineer and discuss the Contractor's quality control system. Submit the CQC Plan a minimum of 5 calendar days prior to the Coordination Meeting. During the meeting, a mutual understanding of the system details must be developed, including the forms for recording the CQC operations, control activities, and administration of the system. Minutes of the meeting shall be prepared by the Engineer, signed by both the Contractor and the Engineer and shall become a part of the contract file. There can be occasions when subsequent conferences shall be called by either party to reconfirm mutual understandings or address deficiencies in the CQC system or procedures which can require corrective action by the Contractor.

CQC personnel cannot be employed by a supplier or subcontractor on this project and must have a minimum of 5 years of quality control experience.

The QC Inspection Dive Team shall be qualified and retained by the contractor and approved by the Engineer as having the competence necessary to inspect all facets of the underwater construction. The QC Inspection Dive Team must be an independent third party hired directly by Contractor.

The CQC Manager shall:

a) Develop Contractor's internal plan for scheduling inspections

b) Propose forms or templates to be used to document inspections.

c) Indicate procedures for tracking nonconforming work and verification that corrective work is complete.

d) Indicate how Contractor, QC Inspection Dive Team and Engineer shall participate in regularly scheduled QC meetings.

e) Provide detail on how the QC Inspections are to be carried out for each item so that the expectations are clear for the Contractor and the QC Inspection Dive Team performing the work.

f) Maintain a 3- ring binder for the CQC Underwater Inspections reports. This file must be in a conspicuous place to allow review by the Engineer.

g) Submit a copy of the QC Inspection reports to the Engineer.

Discrepancies that are observed during QC Inspections must be reported to the CQC Manager for correction. If discrepancies are not corrected before the special inspector leaves the site the observed discrepancies must be documented in the daily report.

Submit each QC Inspections report until all work requiring QC Inspections is complete. A report is required for each QC Inspection, and must include the following:

a) A brief summary of the work performed during the reporting time frame.

b) Changes and/or discrepancies with the drawings and specifications that were observed during the reporting period.

c) Discrepancies which were resolved or corrected, and the means and methods used.

d) A list of nonconforming items requiring resolution.

At the completion of the project submit a comprehensive final report of CQC Underwater Inspections that documents the inspections completed for the project and corrections of all discrepancies noted in the reports. Corrections shall be completed to the satisfaction of the Engineer at no additional cost to the State. The comprehensive final report must be signed and dated by the CQC Manager.

METHOD OF MEASUREMENT: This item will not be measured for payment.

BASIS OF PAYMENT: No separate payment will be made for Item Code 105.9901 “QUALITY CONTROL”. Quality control requirements shall be considered incidental to the work and there will be no separate pay item for this requirement

CODE 106.01.1

BUY AMERICA JOB SPECIFICATION (BABA)

INTRODUCTION: While existing Buy America requirements previously applied to iron, steel, and certain manufactured goods, the Infrastructure Investment and Jobs Act (IIJA) expands requirements to include all manufactured products and construction materials in construction contracts that include Federal Aid funding in the construction phase. Additional information available in 23 CFR 635.410 Buy America and it’s Q&A at FHWA's Buy America Q and A for Federal-aid Program - Buy America

- Contract Administration - Construction - Federal Highway Administration (dot.gov) [fhwa.dot.gov]

PURPOSE: Provide materials from domestic sources when products are permanently incorporated into the work.

Ensure all manufacturing processes, including applications of coatings, occur in the United States. A coating includes all processes required to apply the coating to a product to protect or enhance the value of the product. The requirements of this JS are not applicable to equipment, tools, and temporary items, including materials left in place at the Contractor’s convenience.

CERTIFICATIONS: All certifications are submitted by the prime Contractor. When submitting certifications for materials that are subject to the requirements of this specification, the certification shall be on Form provided by the Department.

DETERMINATION OF MATERIAL CATEGORY:

Foreign or Uncertified Products.

Buy America does not apply to minimal use of steel/iron materials provided that the total cost of all foreign source items used in the contract, as delivered to the project site, is less than $2500 or one-tenth-of-one percent of the total contract amount, whichever is greater.

The total value is that shown to be the cost of the steel and iron products as delivered to the project site. Contractor to keep a log of foreign source items to ensure that the minimal use threshold is not exceeded during the life of the contract

Manufactured Products

Provide manufactured products produced in the United States.

A manufactured product is acceptable under this provision if:

The manufactured product was manufactured in the United States; and The cost of the components of the manufactured product that are mined, produced, or manufactured in the United States is greater than 55 percent of the total cost of all components of the manufactured product.

Construction Materials

The category of construction materials excludes cement and cementitious materials, aggregates such as stone, sand, or gravel, or aggregate binding agents or additives.

Construction materials are materials that consist primarily of:

Non-ferrous metals.

plastic and polymer-based products (including polyvinylchloride, composite building materials, and polymers used in fiber optic cables);

glass (including optic glass);

lumber; or drywall.

WAIVERS: The Contractor may submit a waiver request to the department using RIDOT procedures and form provided in the PMP document management folder. The form must reflect a detailed justification for the use of goods, products, or materials mined, produced, or manufactured outside the United States and including copies of all documentation verifying the unavailability of the material or product.

The Department will submit approved waiver requests to FHWA for review. The Contractor shall investigate and respond to any public comments made to the FHWA Office of Program Administration, indicating that a domestic supplier cannot provide the material for which a waiver has been requested. Final approval of the Buy America Waiver request will be made by the Administrator, Federal Highway Administration. The waiver will be effective the date following publication in the Federal Register.

CONTRACTOR FULLY UNDERSTANDS THERE IS NO GUARANTEE A WAIVER

REQUEST WILL BE APPROVED. ANY CONTRACT DELAYS CAUSED BY THIS

WAIVER PROCESS WILL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR.

The contractor shall be responsible for all cost associated with any of the construction materials that are permanently incorporated into the project that does not meet the requirements of this Special Provision without prior written approval from the Department, up to and including removal and replacement.

The Contractor may submit a waiver request to the department during construction:

1. Determine which type of the three waivers applies.

• Public Interest Waiver: applying the domestic content procurement preference would be inconsistent with the public interest. A waiver in the public interest may be appropriate where the approving federal agency determines that other important policy goals cannot be achieved consistent with the IIJA requirements, and the proposed waiver would not meet the requirements for a nonavailability or unreasonable cost waiver.

• Nonavailability Waiver: for types of iron, steel, manufactured products, or construction materials that are not produced in the United States in sufficient and reasonably available quantities or of a satisfactory quality.

• Unreasonable cost waiver: the inclusion of iron, steel, manufactured products, or construction materials produced in the United States will increase the cost of the overall project by more than 25 percent. Provide documentation that no domestic alternatives are available within this cost parameter. Document in the waiver a comparison of the cost of the domestic product to the cost of the foreign product or a comparison of the overall cost of the project with domestic products to the overall cost of the project with foreign-origin products.

2. Contractor shall prepare waiver documentation including waiver form provided by RIDOT; located in the PMP portal and submit to the Department’s Project Manager with a cc: to the Construction Manager (RE)

3. RIDOT/Project Manager to Submit waiver to Federal Highway Division.

4. Federal Highway Division submits the waiver to the Made in America Office. All waivers have to be submitted by Federal agencies to the Made in America Office. Project specific waivers require a minimum of 15 calendar day public comment period. General applicability waivers are subject to a minimum 30 calendar day public comment period.

Federal agencies are responsible for performing due diligence and approving or rejecting waivers.

CODE 108.03

PROSECUTION AND PROGRESS

In accordance with Section 108.03, PROSECUTION AND PROGRESS, Para. a., General Requirements, 1 Project Schedule Program, the Schedule Level for this contract is Schedule Level B.

CODE 108.1000

PROSECUTION AND PROGRESS

In accordance with Subsection 108.08, Failure to Complete on Time, the following defines the Substantial Completion Date and associated monetary fines/charges:

Substantial Completion: The following liquidated damages for not completing the contract work according to Section 101.89 by January 6th, 2028 is $2350.00 per calendar day.

This substantial completion date was determined based on an assumed six-day workweek.

CODE 109.07

PARTIAL PAYMENT OF LUMPSUM

The Contractor shall submit a breakdown of the cost of Lump Sum items to enable the Engineer to make partial payments as the Work is performed. The breakdown shall detail both standard and job specific Specification codes associated with the Lump Sum item and estimated quantities for the Department’s use for materials testing and compliance. Lump sum item breakdowns shall be submitted on Department approved forms within 70 days of the Apparent Low Bidder letter so that it can be incorporated into the Step 6 Baseline Schedule – Bid Item Loaded submission. The Engineer reserves the right to reject the Contractor’s Lump Sum item breakdown if the breakdown does not fairly represent the Work to be performed and the materials included. The Engineer may make progress payments based on quantities and/or prices determined by the Engineer

CODE 201.9901

REMOVAL AND DISPOSAL OF UNDERWATER DEBRIS

DESCRIPTION: This work shall consist of locating, removing, handling, and properly disposing of underwater debris from within the project limits, in accordance with the Contract Plans and as directed by the Engineer.

Underwater debris may include, but is not limited to, timber, concrete, steel, riprap, abandoned utilities, and miscellaneous obstructions.

MATERIALS: No materials are specified for this work. All equipment used shall be suitable for underwater operations and approved by the Engineer.

CONSTRUCTION METHODS:

a.) Complete an underwater survey of each pier to verify tremie A elevations, limits, void volumes and void locations. Survey may be completed by acoustic imaging or by hand. If by hand, take measurements from the face of Tremie B to the face of tremie A at 5 foot intervals along tremie B and at locations with significant variations between the intervals. The measurements should accurately locate tremie A in plan with respect to tremie B. Use the information to compute the existing volume of tremie A. Accepted volumes from either method will be used as the benchmark for estimating material usage and computing the pay quantities.

b.) The Contractor shall provide all necessary inspections, access, labor and equipment, including barges, boats, temporary platforms, diving systems, etc. All diving operations shall comply with applicable OSHA regulations and USACE/EM standards. Proper safety procedures shall be implemented for divers, equipment operators, and marine traffic.

c.) Debris shall be carefully removed to avoid damage to existing structures, utilities, or environmentally sensitive areas. Removal methods may include diver-assisted lifting, crane and clamshell operations, and hydraulic or mechanical cutting tools. Large debris shall be cut into manageable sections if required. All loose and partially embedded debris shall be removed to the extent practicable, as determined by the Engineer.

d.) The Contractor shall minimize turbidity and disturbance to the waterway. Any hazardous materials encountered shall be handled and disposed of in accordance with all applicable local, state, and federal regulations.

e.) All removed debris shall be transported and disposed of off-site at an approved facility. Disposal shall comply with all applicable environmental regulations. No debris shall be disposed of within the waterway or project site.

f.) The Contractor shall provide pre-removal and post-removal underwater video documentation, along with logs identifying debris type, estimated quantity, and disposal location. All documentation shall be submitted to the Engineer for review and acceptance.

BASIS OF PAYMENT: “201.9901 REMOVAL AND DISPOSAL OF UNDERWATER DEBRIS” will be paid as Lumpsum. The price shall include full compensation for furnishing all labor, tools, equipment, and incidentals; providing diving operations and access provisions; removing, handling, cutting, and lifting debris; transporting and legally disposing of materials; and implementing all required environmental protection measures.

CODE 601.9901

PORTLAND CEMENT CONCRETE FOR UNDERWATER REPAIRS

DESCRIPTION: The work under this item includes furnishing and placing concrete suitable for underwater tremie placement in a marine environment without segregation within the proposed limits as shown on the contract drawings.

MATERIALS: Materials must conform to the Standard Specifications and sourced from suppliers list on the Department’s Approved Material List, unless otherwise specified approved.

Concrete: Shall comply with the applicable subsections of Section 600 and 800 for Class A (SCC) concrete, with the additional specifications:

All concrete material components shall conform to the requirements of SECTION 601, PORTLAND CEMENT CONCRETE of these Specifications with the following additional provisions.

Chemical Admixture for SCC: SCC admixture shall be a viscosity modifying admixture and shall conform to the requirements of Subsection 601.02.2, ASTM C494 Type A and be on the RIDOT Approved Materials List or approved by the Engineer.

Concrete shall consist of a mixture of Portland cement, fine aggregate and water, so proportioned and mixed as to provide a pumpable concrete. Pozzolan, grout fluidifier or pumping aid may be used at the option of the Contractor.

The material shall be capable of being placed or cured underwater without dilution, segregation or washout.

Class1

A

Minimum Cementitious Content, lb/yd3

Maximum Cementitious Content, lb/yd3

Maximum w/cm

0.45

Acceptance Criteria Consistency Range3, ASTM C1611 Spread, in.

2 - 4

AASHTO T23 Minimum Compressive Strength, psi 28 days

Air Content Range, AASHTO T152, %

5 - 9

CONSTRUCTION METHODS: Provide underwater video equipment to afford the Engineer a clear visual inspection of the work at the end of each workday or completed phase of work.

Gravity tremie pipes shall have a minimum internal diameter of 6 inches, however closed tremie systems (pump lines) may be smaller. Tremie pipes shall be steel. Segmental pipes shall be connected by a fully watertight structural connection. The hopper must have a sufficient volume to allow for a continuous concrete supply to the tremie, and the pipes will be smooth clean and straight so that the frictional resistance to the concrete flow is minimized.

Tremie spacing shall not exceed 7 feet unless there is justification for increased spacing, which must be approved by the Engineer. Position tremie pipes as symmetrically as possible to avoid uneven rises in concrete level, i.e. central for a single tremie pipe and approximately 1/4 of distance between construction joints from each construction joint if two tremie pipes are used.

Pay special attention to the initiation of the concrete placement to ensure the first load of concrete is separated from the water.

If a dry initial placement method is used, provide a steel or plywood plate with a sealing ring placed on the bottom of the tremie pipe to keep water out of the pipe during lowering to the bottom of the channel.

The concrete can be discharged into the dry tremie pipe and be lifted four to eight inches to allow the concrete to flow.

If a wet initial placement method is used, provide a suitable plug including but not limited to vermiculite granules (possibly bundled in a sack), inflatable rubber balls, sponges and foam balls. The plug will prevent the initial charge of concrete from mixing with the water and segregating. Lower the tremie pipe to the channel bottom and then raise a short distance no greater than the diameter of the tremie pipe to initiate concrete flow and allow the plug to exit from the base of the tremie.

Concrete shall flow freely from the tremie without surging (rapid raising and lowering of the tremie), which indicates loss of workability. This can affect the concrete flow pattern and may risk mixing water and contaminated material located on top of the concrete, leading to debris entrapment. With proper mix composition and minimizing embedment, tremie surging should not be necessary.

Ensure continuous pumping operations until the final elevation is reached and measure the depth to the concrete at tremie positions after each load of concrete has been placed.

Prepare daily, records of all concrete operations. These records shall include: day, date, duration of operations, weather, void identification, sequence of construction, rate of pumping, and concrete volumes.

SUBMITTALS FOR EACH PIER:

1. Submit at least 45 days prior to starting the work verification that equipment meets these Submit an underwater video at least 30 days before the start of the work to the Engineer for review. The video shall have clear images showing the diver’s visual inspection. At a minimum, a full HD in a standard video format and codec (MPEG‐2, MP4, etc.) stored in a flash drive shall be used.

2. specifications to the satisfaction of the Engineer.

3. Submit at least 45 days prior to starting the work in writing to the Engineer a mix design showing the mix proportions, and results of two test breaks (AASHTO C109), performed by an independent, accredited, RIDOT approved testing lab.

4. Submit at least 45 days prior to starting the construction plan providing sequence of construction and detailed information including method, materials and equipment.

5. Submit an underwater video of the completed repairs to the Engineer for review. The video shall have clear images showing the diver’s visual inspection. At a minimum, a full HD in a standard video format and codec (MPEG‐2, MP4, etc.) stored in a flash drive shall be used.

6. It is understood that the methods used to determine the volume of tremie A are estimates and that the exact final material usage will vary. Justify material quantities used that differ from the preliminary estimate by 15% to the satisfaction of the engineer.

7. Submit daily records as directed by the Engineer.

8. A final report documenting the complete repairs with any images, sketches, as-builts, etc. should be submitted upon completion.

METHOD OF MEASUREMENT: PORTLAND CEMENT CONCRETE FOR UNDERWATER

REPAIRS will be measured by the number of cubic feet complete in place, based on the contractor’s approved underwater survey.

BASIS OF PAYMENT: The accepted quantity of "PORTLAND CEMENT CONCRETE FOR UNDERWATER REPAIRS" will be paid for at the contract unit price per cubic foot as listed in the Proposal. The price so stated constitutes full and complete compensation for all labor, materials, equipment, surface preparation, and all incidentals required to finish the work, complete and accepted by the Engineer.

No separate payment will be made for the Contractor’s underwater survey.

CODE 704.9901

RECONSTRUCT CATCH BASIN / VERTICAL WALLS

DESCRIPTION: The work under this item includes reconstructing existing catch basins, including removal and reconstruction of deteriorated or damaged vertical walls, at the locations, dimensions, and elevations shown on the Contract Drawings and/or as directed by the Engineer.

CONSTRUCTION METHODS:

The Contractor shall carefully excavate around the existing catch basin as required to perform the work.

Existing deteriorated concrete or masonry walls shall be demolished and disposed of off-site in accordance with applicable regulations. Vertical walls shall be reconstructed using cast-in-place concrete or concrete masonry units, as specified on the Plans, and constructed true to line, grade, and plumb.

Connections to existing drainage pipes shall be made watertight. Existing frames, grates, or covers shall be reset or replaced as shown on the Contract Drawings. All work shall be performed in a manner that protects adjacent structures, utilities, and pavements. Excavated areas shall be backfilled and compacted, and all disturbed surfaces shall be restored to match existing conditions.

Submittals:

1. Submit at least 45 days prior to starting the work a reconstruction procedure to the Engineer for review and approval prior to the start of work.

2. The submittal shall include, but not necessarily be limited to, a description of construction methods, materials to be used, sequence of work, and traffic control measures, if applicable.

3. No work shall commence until the submittal is approved by the Engineer. Submit manufacturer’s certification of grout shelf life and batch information.

METHOD OF MEASUREMENT: RECONSTRUCT CATCH BASIN / VERTICAL WALLS will be measured by vertical LF, in accordance with the Plans and/or as directed by the Engineer.

BASIS OF PAYMENT: The accepted quantity of "RECONSTRUCT CATCH BASIN / VERTICAL WALLS" will be paid for at the contract unit price per location as listed in the Proposal. The price so stated constitutes full and complete compensation for all labor, materials, equipment, surface preparation, and all incidentals required to finish the work, complete and accepted by the Engineer.

CODE 800.9901

SCOUR REMEDIATION WITH GROUT BAGS

DESCRIPTION. This work consists of furnishing and placing geotextile fabric, grout bags, grout pipes and Portland cement grout fill around areas of substructures with proposed tremie concrete repairs as shown on the Plans and/or as directed by the Engineer.

MATERIALS: All the materials shall be capable of underwater placement in a marine environment and conform to the following requirements:

a.) Grout – Grout shall be a pumpable, fine aggregate Portland Cement based material with a minimum strength 28-day compressive strength of 3,500 psi. It should be specially formulated for underwater placement with anti-washout admixtures.

Prior to the start of work, the Contractor shall submit in writing to the Engineer for review and approval, a mix design and results of testing performed by an independent testing lab that the grout meets these requirements.

b.) Fabric Bags – Fabric bags shall be made of high strength water permeable fabric of nylon or cordura. Each bag shall be provided with a self-closing inlet valve to accommodate insertion of the concrete hose. A minimum of two valves shall be provided for bags more than 20 feet long.

Seams shall be folded and double stitched.

c.) Geotextile – The geotextile filter fabric beneath the grout bags shall exhibit the following properties in both the machine and cross-machine directions.

Properties Test Method Value

NON-WOVEN

Grab Strength ASTM D 4632 200 lbs

Puncture Strength ASTM D 6241 80 lbs

Permittivity ASTM D 4491 0.20 sec-1

Apparent Opening Size, max ASTM D 4751 0.30 mm

Trapezoid Tear Strength ASTM D 4533 80 lbs

WOVEN

Grab Strength ASTM D 4632 250 lbs

Puncture Strength ASTM D 6241 90 lbs

Permittivity ASTM D 4491 0.20 sec-1

Apparent Opening Size, max ASTM D 4751 0.30 mm

Trapezoid Tear Strength ASTM D 4533 90 lbs a.) Preparation: Areas specified for grout bag installation shall be cleared of any debris, loose rocks or boulders and sharp objects. Dewatering the installation area is not required; Grout bags and grout fill shall be placed under standing water or low flow conditions. Unless allowed by the Engineer, grout fill and grout bags shall be placed in accordance with the requirements of manufacturer.

b.) Installation: The Contractor shall submit fabric grout bag material specifications to the Engineer for review and approval at least 45 days prior to starting the work. The Contractor shall follow the manufacturer's recommendations for the specific fabric grout bag material approved. If material specifications and installation requirements differ between the manufacturer and the Contract Documents, they shall be brought to the attention of the Engineer for review and approval prior to installation.

After preparation of the repair area and prior to placement of the grout bags, geotextile filter fabric shall be installed over the designated repair area to the limits shown on the plans or as directed by the Engineer. The grout bags shall be hand-placed over the geotextile filter fabric in the locations and orientation shown on the plans. Place one grout bag at a time and pump-fill with concrete grout prior to placement of the next bag. The bags shall be positioned and filled so that they abut tightly to each other. The top bag layer and end closures shall be placed tightly against the existing substructure in order to contain the grout fill. Joints between bags in successive tiers shall be staggered and rows shall be anchored together with galvanized reinforcing dowel bars. Dowel bars shall be pushed through the filled bags and shall be spaced no more than 3 feet on-center.

Grout injection ports shall be installed facing upward. The grout pump shall be capable of delivering grout at a rate of 10 gal/min. The Contractor shall conduct filling operations such that no concrete is released into the river. Care shall be taken not to exceed the bag's bursting strength when filling with grout. Broken bags shall be immediately removed and replaced.

1. Submit at least 45 days prior to starting the work verification that equipment meets these specifications to the satisfaction of the Engineer.

2. Submit at least 45 days prior to starting the work in writing to the Engineer a mix design showing the mix proportions, and results of two test breaks (AASHTO C109), performed by an independent, accredited, RIDOT and Engineer approved testing lab.

3. Submit at least 45 days prior to starting the construction plan providing sequence of construction and detailed information including method, materials and equipment.

4. Submit daily records as directed by the Engineer.

5. A final report documenting the complete repairs with any images, sketches, as-builts, etc. should be submitted upon completion.

METHOD OF MEASUREMENT: “800.9901 SCOUR REMEDIATION WITH GROUT BAGS”

will be measured in-place for payment per “Cubic Yard” of grout placed into the grout bags installed and accepted in accordance with the Plans and / or as directed by the Engineer.

BASIS OF PAYMENT: “800.9901 SCOUR REMEDIATION WITH GROUT BAGS” will be paid for at the contract unit bid price per “Cubic Yard” as listed in the Proposal. The price so stated shall constitute full and complete compensation for all labor, materials, tools and equipment, and all incidentals required to finish the work as described in this special provision and elsewhere in the Contract Documents, complete and accepted by the Engineer.

CODE 803.9901

REMOVE AND DISPOSE EXISTING DECK JOINTS

DESCRIPTION: This work shall consist of the removal and disposal of the existing strip seal deck joints at both abutments as shown on the Contract Drawings, these Specifications, Section 803 of the RI Standard Specifications and as directed by the Engineer.

CONSTRUCTION METHODS: Limits and sequence of removal shall be in accordance with the Contract Drawings. All work shall be done in a cautious and professional manner. Care shall be taken to prevent damage to vehicles, utilities and adjacent bridge components. If any damage does ensue due to the Contractor’s or his Subcontractor’s operations it shall be repaired to the satisfaction of the Engineer at the expense of the Contractor.

Traffic on the bridge must be maintained during removal operations at all times.

The Contractor shall also install temporary deck underside and side protective shielding in accordance with Section 803.050 of the RI Standard Specifications except that no separate payment will be made for this item. The costs for this item shall be included in the items for removing and disposing the existing deck joints.

The Contractor shall ensure that no debris or any other foreign material falls into the river below the bridge. Should any debris inadvertently fall into the river the debris shall be removed immediately to the satisfaction of the Engineer.

The contractor shall submit to the Engineer, in writing, this proposed method of removal. Removal operations shall not begin until his method has been approved by the Engineer. This submission shall include, but not be limited to, the following:

The equipment and method he proposes to use, in detail.

The location where he intends to stockpile during removal.

The location where he intends to dispose of the removed materials.

A registered Professional Engineer, licensed in the state of Rhode Islan, will be required to stamp the contractor’s removal shop drawing plans and procedures. Approval of the removal plans, procedures, etc. shall in no way relieve the Contractor of sole liability for damages resulting from the removal and disposal operations.

METHOD OF MEASUREMENT:

“Remove and Dispose Existing Deck Joints” shall be measured in-place for payment per “Linear foot” of existing deck joint removed in accordance with the Plans and / or as directed by the Engineer.

BASIS OF PAYMENT:

“Remove and Dispose Existing Deck Joints” will be paid for at the contract unit bid price per “Linear Foot” as listed in the Proposal. The price so stated shall constitute full and complete compensation for all labor, materials, tools and equipment, and all incidentals required to finish the work as described in this special provision and elsewhere in the Contract Documents, complete and accepted by the Engineer.

CODE 808.9901

BEARING PEDESTAL GROUT

DESCRIPTION: The work under this item includes furnishing and placing non-shrink, high-strength grout via pressure grouting to fill voids between the top of concrete pier caps and the bottom of bridge bearings, as shown on the contract drawings and as directed by the Engineer. The purpose of the grouting is to ensure full and uniform bearing contact and structural load transfer.

MATERIALS: Grout shall be a prepackaged, non-shrink, high-strength cementitious grout specifically formulated for structural bearing applications, such as Master Flow 928, Sika Grout 328, or approved equal.

Grout shall meet the following requirements:

All materials used (grout, water, additives) must conform to RIDOT Standard Specifications and be from the Department’s Approved Materials List.

All concrete material components shall conform to the requirements of SECTION 808, CAST-IN-PLACE

STRUCTURE CONCRETE MASONRY of these Specifications with the following additional provisions.

All grout contact surface must be cleaned thoroughly to remove any dust, oil, debris or laitance present around the bearing. All the required surfaces shall be saturated with water for at least 4 hours prior to grouting process. All the standing water must be removed before the start of grouting process.

A leak-tight form shall be provided around the perimeter of the bearing pedestal to contain the grout under pressure. Proper vents and ports shall be provided for controlled pressure injections and air release.

Grout shall be prepared in accordance with the manufacturer’s recommendations. Grouts shall be injected by pressure grouting method to ensure complete void filling and to eliminate air pockets that may be produced during the process. Continuous flow shall be maintained during grouting and pressure shall be continuously monitored to avoid overloading of forms. Grout shall flow into the gap and fill the gaps without segregation or bleeding.

Property Requirement

Compressive Strength (ASTM C109) 5,000 psi minimum 28 days

Flow (ASTM C939) 10–30 seconds

Expansion (ASTM C827) Positive expansion only

Bleeding 0%

Shrinkage Non-shrink per ASTM C1090

Working Time ≥ 30 minutes

Pumpability Suitable for pressure grouting

Curing should begin immediately after the initial set using wet burlap or curing compound conforming to

ASTM C309. Curing shall be continued for a minimum of 7 days after the process of pressure grouting.

Prepare daily records of all concrete operations. These records include day, date, duration of operations, weather, void identification, sequence of construction, rate of pumping, and concrete volumes.

Submittals:

1. Submit at least 45 days prior to starting the work verification that equipment meets these specifications to the satisfaction of the Engineer.

2. Submit at least 45 days prior to starting the work in writing to the Engineer a mix design showing the mix proportions, and results of two tests showing compliance with required properties, performed by an independent, accredited, RIDOT approved testing lab.

3. Submit at least 45 days prior to starting the construction plan providing a sequence of construction and detailed information including method, materials and equipment.

4. Submit manufacturer’s certification of grout shelf life and batch information.

5. Submit daily records as directed by the Engineer.

6. A final report documenting the complete repairs with any images, sketches, as-builts, etc. should

METHOD OF MEASUREMENT: PORTLAND CEMENT CONCRETE FOR UNDERWATER

REPAIRS will be measured by the Cubic yard of Grout required to be filled, based on the contractor’s approved underwater survey.

BASIS OF PAYMENT: The accepted quantity of "BEARING PEDESTAL GROUT" will be paid for at the contract “CY” as listed in the Proposal. The price so stated constitutes full and complete compensation for all labor, materials, equipment, surface preparation, and all incidentals required to finish the work, complete and accepted by the Engineer.

CODE 817.9901

CEMENTIOUS GROUT FOR UNDERWATER REPAIRS

DESCRIPTION: The work under this item includes furnishing grout suitable for pumping underwater without segregation for repairs to the deteriorations on the existing tremie as detailed on the contract drawings. This section describes the equipment, materials, and procedures to perform grouting work;

grouting mixes, pressures, pumping rates, and sequencing to be included in the Construction Plan.

Work under this item shall conform to the provisions of Section 817 of the Standard Specifications, amended 2025 with all supplements, unless noted otherwise within this job specific specification.

MATERIALS: Materials must conform to the Standard Specifications and sourced from suppliers list on the Department’s Approved Material List, unless otherwise specified approved.

Grout: Shall comply with the relevant subsections of Section 601 and Section M of the Standard Specifications:

Portland Cement: Type II in accordance with M.02.01.1.

Fine Aggregate: In accordance with M.02.02, gradation and volume shall develop a grout consistency that enables continuous pumping for placement underwater without segregation.

Admixtures: In accordance with M.02.05 and M.02.06.

Water: In accordance with M.02.07

Grout shall consist of a mixture of Portland cement, fine aggregate and water, so proportioned and mixed as to provide a pumpable grout. Pozzolan, grout fluidifier or pumping aid may be used at the option of the Contractor. The hardened concrete grout shall exhibit a minimum compressive strength of 3,000 psi at 28 days in accordance with ACI 214.

The material shall be capable of being placed or cured underwater without dilution, segregation or washout.

CONSTRUCTION METHODS: Provide underwater video equipment to afford the Engineer a clear visual inspection of the work at the end of each workday or completed phase of work.

Perform all grouting work under the direct field supervision of a qualified grouting specialist or grouting foreman whose qualifications have been provided to the State. The foreman or specialist shall supervise the performance of the work in compliance with these specifications.