W912P824B0035 Amend 0003.pdf

W912P824B0035

ED-21-030

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

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)

30-105-04EXCEPTION TO SF 30

APPROVED BY OIRM 11-84

STANDARD FORM 30 (Rev. 10-83) Prescribed by GSA

FAR (48 CFR) 53.243

The subject Solicitation West Jefferson Levee District, Harvey Lock Forebay Floodw all, Jefferson Parish. Louisiana (ED-21-030), has been amended as follow s:

1. To establish a new Bid Opening date, Friday 30 August 2024 at 1:00 PM local time. Bid submission is 10:00 AM local time on Friday, 30 August 2024. All bids received after 10:00 AM local time on Friday, 30 August 2024 w ill be considered late.

2. To provide answ ers to bidders questions pertaining to Amendment 0002 on the attached continuation pages.

3. Incorporate Specifications changes as show n on the attached continuations pages.

1. CONTRACT ID CODE PAGE OF PAGES

1 43

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

16C. DATE SIGNED

BY 21-Aug-2024

16B. UNITED STATES OF AMERICA15C. DATE SIGNED15B. CONTRACTOR/OFFEROR

(Signature of Contracting Officer)(Signature of person authorized to sign)

8. NAME AND ADDRESS OF CONTRACTOR (No., Street , County, State and Zip Code) X W912P824B0035

X 9B. DATED (SEE ITEM 11)

24-Jul-2024

10B. DATED (SEE ITEM 13)

9A. AMENDMENT OF SOLICITATION NO.

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

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

Offer 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 telegram 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 telegram or letter, provided each telegram or letter 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 NO. AS DESCRIBED IN ITEM 14.

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

CONTRACT ORDER NO. IN ITEM 10A.

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, appropriation date, 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.)

10A. MOD. OF CONTRACT/ORDER NO.

2. AMENDMENT/MODIFICATION NO. 5. PROJECT NO.(If applicable)

6. ISSUED BY

3. EFFECTIVE DATE

21-Aug-2024

CODE

USACE, CONTRACTING DIVISION

ATTN: CEMVN-CT, ROOM 172

7400 LEAKE AVE.

NEW ORLEANS LA 70118-3651

W912P8 7. ADMINISTERED BY (If other than item 6)

4. REQUISITION/PURCHASE REQ. NO.

CODE

See Item 6

FACILITY CODECODE

EMAIL:TEL:

SECTION SF 30 BLOCK 14 CONTINUATION PAGE

SUMMARY OF CHANGES

SECTION SF 30 - BLOCK 14 CONTINUATION PAGE

The following have been added by full text:

AM0003

Harvey Lock Forebay Floodwall Sol.

WP912P8-24-B-0035

Bidder Questions & USACE Responses

Q1. Ref. Section 35 42 38.00 12: Payment schedule on page 3 is for 2,000 psi concrete. Please clarify if a similar pay schedule will apply for the 3,000-psi mix specified on this project.

USACE Response: Payment schedule table on page 3 has been revised.

Q2. Ref. Dwg. C-505, Section J3”: The roadway reconstruction shows 8” reinforced concrete pavement with 2” asphalt overlay – How is the concrete pavement measured and paid?

USACE Response: Adding Spec Section 32 13 13.06 PORTLAND CEMENT CONCRETE PAVEMENT and including bid item “Portland Cement Concrete Roadway Pavement (8” Thick)”.

Q3. Ref. Items 0011 and 0012: Quantities appear to be more than double what is needed if only required for shoulder. Please clarify?

USACE Response: Quantity will be updated in revised bid schedule.

Q4. Ref. Dwg. C-103, Profile A4: Base slab bottom elevation of 9.25 appears to be incorrect. Please clarify.

USACE Response: Dwg C-103 has been revised accordingly.

Q5. Ref. Section 01100, Par. 25 Emergency Flood Protection: Please expand on how this requirement will be applied to and what is expected for this specific project.

USACE Response: Refer to river side embankment efforts.

Q6. Ref. Section 01100, Par. 26 Emergency Gap Closure Plan: Please expand on how this requirement will be applied to this specific project. The elevation of “Landside” flood protection is undisturbed between +10 and +35.

USACE Response: Paragraph 26 has been revised to specify closure elevation.

Q7. Ref. Dwg. G-003, “Maintenance of Traffic” Note 12: Is the 30 days consecutive or intermittent?

USACE Response: The 30 days is consecutive.

Q8. Ref. Disposition of Utilities Table on dwg. G-009: How much time has been allotted in the schedule for the relocation of Utility/Light Poles L1 & L2?

USACE Response: The Levee District is working with Entergy, the owner, to relocate the poles and line prior to construction start.

Q9. Ref. Section 01100, Par. 19: Please provide Stage Hydrograph historical monthly river stage readings for the Carrollton gage for the past 10 years. This has been historically part of the contract documents on past projects bid.

USACE Response: See new sheet H-01.

Q10. In SECTION 01100 - GENERAL PROVISIONS, 4. Inspectors Field Office details include a private phone line and answering machine. Are these amenities necessary?

USACE Response: A private phone line and answering machine are not needed and can be removed.

Q11. There is an overhead utility line still in place that would be conflicting with the scope. The drawings show the Owner to relocate. Is there a schedule and/or relocate drawings associated with this work.

USACE Response: The Levee District is working with Entergy, the owner, to relocate the poles and line prior to construction start.

Q12. Item 007: “Clearing & Grubbing” – Drawings do not indicate any scope related to C&G. Please confirm there is no scope related to Item 007 or give further details on scope. Could this be for the laydown yard?

USACE Response: Refer to spec section 31 11 00.00 12, paragraphs 3.2.7 and 3.2.8.

Q13. Item 0011: “Granular Base Course” – “Granular” typically means sand based on our experience. Is there sand required on the project OR is this item to cover the 6” Stone Base?

USACE Response: Refer to spec section 32 12 16.00 12 and drawing C-505.

Q14. Item 0014: “Cold Planning” – From what we see, we are saw cutting the existing and performing a full removal. Where is the milling required?

USACE Response: This bid item has been removed. All removal of road is covered under Section 02 41 00 Demolition.

Q15. Item 0015: “Pavement Markings” - Assumption is to replace back to original condition. Please confirm.

USACE Response: Correct

Q16. Items 0017 thru 0020: “Seeding/Mulching/Fertilizer/Lime/Sulfur” - Plans do not indicate a location for this work. Where is the erosion control scope required?

USACE Response: Items 0017-0020 are for staging area and area close to construction zone where fence will be replaced and as described in specifications.

Q17. Item 0024: “Surfacing” – Please define what this scope entails. Is this aggregate for the laydown area?

USACE Response: This is for access section to staging area.

Q18. For the laydown yard, what scope is required when the project is completed? Replace back to original condition? Could this be where Items 0017-0020 are applicable?

USACE Response: Replace back to original condition. Items 0017-0020 are for staging area and area close to construction zone where fence will be replaced and as described in specifications.

Q19. For the laydown yard, what scope is required when the project is completed? Replace back to original condition? Could this be where Items 0017-0020 are applicable?

USACE Response: Duplicate question, see response to Q18.

Q20. Confirm there are no Stainless-Steel Materials on the project. (C.R.S) USACE

Response: There are no Stainless-Steel Materials on the project.

Q21. Vibration Monitoring: If vibration monitoring thresholds are exceeded, how are incurred cost due to downtime and changes to means & methods remedied?

USACE Response: Contractor’s responsibility to meet and stay within the specifications for all work.

Q22. Traffic Control Phasing: Our understanding is that a one lane closure will be in effect for all construction phases except for the pile driving phase which will have a max 30-day two-lane closure. Is this correct?

USACE Response: Correct

Q23. Traffic Control Phasing: Is it allowable for the contractor to perform pile driving during the one lane closure phase in a way that does not impede traffic. i.e., can pile driving be performed outside of the 30-day two-lane closure phase?

USACE Response: Pile driving cannot be performed outside of the 30-day two-lane closure phase.

Q24. What is the government's estimated NTP date or time frame?

USACE Response: The current notice to proceed date is scheduled for early October 2024.

Q25. Are the Inspectors Field Office and Contractor trailers to be placed in the Staging Area?

USACE Response: Yes

Q26. Paragraph 3(h), Safety Fence, of specification section 01100 requires a 47” safety fence around the limits of work. There is a CLIN for silt fence on the Bidding Schedule for Silt Fence but not for Safety. Please clarify whether the Safety Fence will be measured for payment and which CLIN the Safety Fence should be included under.

USACE Response: Refer to Section 01100, 3. SAFETY PROVISIONS, Paragraph (h)

Q27. Paragraph 25, Emergency Flood Protection Plan, of specification section 01100 limits degraded levee sections to 3,000’ and requires emergency flood protection for the degraded sections. Subparagraph (3) states that no measurement or payment will be made for maintaining materials or equipment required for the emergency flood protection plan, but that all costs for installing, maintaining, and removing the emergency protection plan will be handled under the Changes clause. Please clarify whether the contractor is required to include the cost of emergency flood control materials in its bid price to be stored onsite under this section, or if these costs will be paid under the Changes clause, if they are required.

USACE Response: Payment for all work required for the installation, maintenance, and removal of the required emergency flood protection will be made under the Contract clauses in Section 00700 entitled “CHANGES” (FAR 52.243-4). There is no separate line item for having materials available as per the specification.

Q28. Paragraph 31, Work Restrictions and Traffic Control Plan, of specification section 01100 limits the two-way lane closure for pile driving phase of work to 30 days. Can the 30 days be incremental, i.e. not all at one time?

USACE Response: The 30 days is consecutive. Any changes to the TCP shall be submitted to LaDOTD and the Contracting Officer for approval.

Q29. Paragraph 31, Work Restrictions and Traffic Control Plan, of specification section 01100 limits the two-way lane closure for pile driving phase of work to 30 days. Are the 30 days calendar or workdays?

USACE Response: Workdays.

Q30. Paragraph 31, Work Restrictions and Traffic Control Plan, of specification section 01100 limits the two-way lane closure for pile driving phase of work to 30 days. What is the penalty for running over 30 days?

USACE Response: 30 days is based on LaDOTD restrictions. Any closure beyond 30 days will need LaDOTD approval.

Q31. Paragraphs 1.3.2 and 1.4.2 of specification section 31 23 00.00 12, Excavation, addresses excavated materials that are ordered to be wasted by the government. Is the intent of the contract to reuse the excavated materials as backfill for Embankment under specification 31 24

00.00 12, Embankment?

USACE Response: Material excavated from the toe trench can be used as structural backfill. See sheets C-302 and C-303. Also, see notes in sheet C-505. Excavated material cannot be used for embankment fill.

Q32. Paragraph 2.6.2, Pile Driving Leads, of specification section 31 62 17.00 12, Steel Pipe Piles, requires fixed leads. Given the site limitations for crane access, will swinging leads be acceptable with a pile template?

USACE Response: Swinging Leads will not be allowed.

Q33. Paragraph 2.1 of specification section 31 41 16.00 12, Steel Sheet Piling, indicates a theoretical driving width of 22 inches and a nominal depth of 9 inches for substitute steel sheet piling. Will substitute sheet piling with widths greater than 22 inches and/or depths greater than 9 inches be allowed as long as all other properties of paragraph 2.1 are met?

USACE Response: Properties of steel sheet piling shall meet the requirements in the specifications.

Q34. Paragraph 3.7, Mowing, of specification section 32 92 19.04 12 states that the contractor will be responsible for mowing the turf areas established under the contract. Since turf establishment is typically done at the end of the contract, please clarify for what period of time the mowing requirements are the responsibility of the contractor.

USACE Response: Mowing, as defined in Section 32 92 19.04 12, paragraphs 3.7.1 and 3.7.2 shall be required until final acceptance of the project.

Q35. Reference DWG C-502, Slope Pavement Details. Please clarify that the slope pavement is unreinforced under this contract.

USACE Response: Slope pavement is unreinforced.

SECTION 00010 - SOLICITATION CONTRACT FORM

The required response date/time has changed from 23-Aug-2024 10:00 AM to 30-Aug-2024 10:00 AM.

SECTION 00010

Delete the Bidding Schedule in its entirety and substitute the attached revised Bidding Schedule;

therefore.

SECTION 01100

Page 25, paragraph 26. Delete this paragraph in its entirety and substitute the following therefore:

“26. EMERGENCY GAP CLOSURE PLAN

During the times of an extreme high river period or hurricane event, the Contractor may be directed to close gaps in the existing flood protection caused by his/her construction operations. The Contractor shall submit a separate Emergency Gap Closure Plan for hurricane events and high river events to the Contracting Officer, or his/her representative, for review and approval prior to removal of any of the existing flood protection.

a. Hurricane Plan. In the event of an impending hurricane or tropical storm, the Contractor shall complete a closure of all breaches in the flood protection up to EL 18.6 feet within 48 hours after being directed to do so by the Contracting Officer. At no time shall the Contractor open the existing levee or floodwall during imminent conditions where water could possibly be allowed to flow from the flood side of the flood protection to the protected side.

(1) The Contractor shall maintain materials and equipment on site, or near-by, from June 1 to November 30 to provide immediate closure of all areas as directed by the Contracting Officer. The Contractor shall note the type of equipment and materials on site and all details of his/her emergency procedures and sequence for providing closure. Closure during emergency situations shall require the Contractor to immediately repair, construct and/or replace all areas for complete closure and flood protection.

(2) The Contractor shall remove all temporary closures, and repair or replace any permanent construction damaged by its installation at the direction of the Contracting Officer. No separate measurement or payment will be made for maintaining materials, labor or equipment as required herein, or for any other cost associated with maintaining readiness to perform a closure for work required by the emergency gap closure plan. Payment for all work required for the installation, maintenance, and removal of the required emergency closures during impending high water or storm tidal surges, and repair of permanent construction damaged by installation of the emergency gap closure will be made under the Contract clause in Section 00700 entitled “CHANGES (FAR 52.243-4).”

b. High River Plan. In the event of high river elevations forecast to exceed EL 17.0 feet at the Carrollton Gage, the Contractor shall complete a closure of all breaches in the flood protection up to EL 18.6 feet within 72 hours after being directed to do so by the Contracting Officer. At no time shall the Contractor open the existing levee or floodwall during imminent conditions where water could possibly be allowed to flow from the flood side of the flood protection to the protected side.

(1) The Contractor shall maintain materials and equipment on site, or near-by, to provide closure of all areas as directed by the Contracting Officer. The Contractor shall note the type of equipment and materials on site and all details of his/her emergency procedures and sequence for providing closure. Closure during emergency situations shall require the Contractor to immediately repair, construct and/or replace all areas for complete closure and flood protection.

(2) The Contractor shall remove all temporary closures, and repair or replace any permanent construction damaged by its installation at the direction of the Contracting Officer. No separate measurement or payment will be made for maintaining materials, labor or equipment as required herein, or for any other cost associated with maintaining readiness to perform a closure for work required by the Emergency Gap Closure Plan. Payment for all work required for the installation, maintenance, and removal of the required emergency closures during impending high water or storm tidal surges, and repair of permanent construction damaged by installation of the emergency gap closure will be made under the Contract clause in Section 00700 entitled “CHANGES (FAR 52.243-4)”.”

SECTION 31 62 17.00 12

Page 16, paragraph 2.6.2. Delete this paragraph in its entirety and substitute the following therefore:

“2.6.2 Pile Driving Leads

Support and guide hammers with fixed extended leads or fixed underhung leads. For driving battered piles, support and guide impact hammers with three-axis, fixed-extended leads capable of 1H and 2-1/2V before and after batter and 1H on 6V side batter, with 30-degree rotation each side of an axis running along the center line of rotation of the crane through the center line of the leads. Provide intermediate supports for the pile in the leads to reduce the unbraced length of the pile during driving and pulling.”

SECTION 32 12 16.00 12

1. Page 3, paragraph 1.1. Delete this paragraph in its entirety and substitute the following therefore:

“1.1 SCOPE

The work covered by this section consists of furnishing all plant, labor, materials, testing, and equipment required for constructing asphaltic pavement; as specified herein and as shown on the drawings.”

2. Page 3, paragraph 1.2.5. Delete this paragraph in its entirety:

3. Page 9, paragraph 3.8. Delete this paragraph and its subparagraphs in their entirety.

New SECTION 32 13 13.06

Add the attached new Section 32 13 13.06 to this contract.

SECTION 32 15 00.01 12

1. Pages 2 and 3, paragraphs 1.1, 1.2, and 1.3. Delete these paragraphs in their entirety and substitute the following therefore:

“1.1 SCOPE

The work covered by this section consists of furnishing all plant, labor, and materials; and performing all work necessary to construct and maintain surfacing for the access road; all as specified herein and as shown on the drawings.

1.2 MEASUREMENT

Surfacing required for access road, including their maintenance with the limitations specified in paragraph "MAINTENANCE" shall be measured by the cubic yard satisfactorily placed.

Measurement will be made by the cubic yard in approved vehicles at the site of the work.

Allowance will not be made for wastage or shrinkage during transportation from car or other point of loading. Approved vehicles for this purpose may be of any type acceptable to the Contracting Officer. The body shall be that of any shape that the actual delivered contents may be readily and accurately determined and will remain constant. Unless all approved vehicles for the work are of uniform capacity, each vehicle must bear a plainly legible identification mark indicating its approved capacity. The Government may reject all loads hauled in non-approved vehicles. Upon delivery of each load at the jobsite and prior to the Contractor's measurement of each load, the Contractor shall "level-off" each load within the approved vehicles so that an accurate measurement of each load can be made. After leveling off the load, the Contractor's Quality Control personnel shall measure each load at the site of work. The Government will inspect each load, check its yardage and witness the Contractor's measurement of each load. In lieu of vehicle delivery outlined above, the Contractor may use weights and a conversion factor to determine the cubic yard quantity of each vehicle. If this method is used the following procedures will be followed:

1.3 PAYMENT

Payment for the surfacing material required for the access road, including their maintenance with the limitations specified in paragraph "MAINTENANCE" will be made at the contract unit price per cubic yard for "Surfacing". Price and payment shall constitute full compensation for subgrade preparation; furnishing all plant, labor, equipment, and materials;

placing, spreading, compacting, and maintenance as shown on the drawings and specified herein.”

2. Page 6, paragraph 3.3. Delete this paragraph in its entirety and substitute the following therefore:

“3.3 THICKNESS

Material shall be placed in one lift at the thickness specified. Measurement of thickness for surfacing shall be taken prior to compaction. Total thickness for surfacing shall be as follows:

Item Required Thickness, inches (loose measure) access roads 4

3. Page 7, paragraph 3.5. Delete this paragraph in its entirety and substitute the following therefore:

“3.5 MAINTENANCE

The access road area shall be maintained by addition of crushed stone and shall be compacted to provide a usable and drivable road under all weather conditions. No additional payment will be made for this maintenance.”

SECTION 35 42 38.00 12

Page 3, paragraph 1.3, table entitled PAYMENT SCHEDULE. PAYMENT. Delete this tale in its entirety and substitute the following therefore:

“PAYMENT SCHEDULE 1

Compressive Strength (psi)

(28* - day)

Percent of Contract Unit Price

3000 and above 100 2750 to 2999 95 2600 to 2749 80 2200 to 2599 50

Below 2200 Remove ** (0 percent)”

DRAWINGS

1. SHEET IDENTIFICATION Nos. G-002 and C-103. Delete these drawing in their entirety and substitute the attached revised drawings SHEET IDENTIFICATION Nos. G-002 and C-103, therefore.

2. Add the attached new drawing SHEET IDENTIFICATION No. H-001.

00010-3 Ed 21-030

SECTION 00010 – BIDDING SCHEDULE

West Jefferson Levee District Harvey Lock Forebay Floodwall

Jefferson Parish, Louisiana

Item DESCRIPTION Estimated Quantity Unit Unit Price Estimated Amount

0001 Mobilization and Demobilization 1 JOB

0002 Video and Photographic Documentation 1 JOB

0003 Traffic Control and Coordination 1 JOB

0004 Silt Fence 300 LF

0005 Demolition 1 JOB

0006 Reinforced Concrete Floodwall 269 LF

0007 Clearing and Grubbing 1 JOB

0008 Piling Steel Sheet, Z-Section 10,125 SF

0009 Steel Pipe Piles 8,283 LF

0010 Tension Connectors 90 EA

0011* Granular Base Course 63 CY

0012* Asphalt Concrete – Binder Course 52 TON

0013 Asphalt Concrete – Wearing Course 750 SY

0014* Portland Cement Concrete Roadway Pavement (8” Thick) 360 SY

0015 Pavement Markings 1 JOB

0016 Chain Link Fencing 250 LF

0017 Seeding and Mulching 0.5 AC

0018++ Lime Soil Amendment 0.5 TON

0019++ Sulfur Soil Amendment 0.25 TON

0020 Fertilizer

0020AA First 25 LBS 25 LBS

0020AB All Over 25 LBS 25 LBS

0021 Concrete Slope Pavement 1,020 SY

00010-4 Ed 21-030

0022 Guardrail 1 JOB

0023 Embankment, Compacted Fill 553 CY

0024 Surfacing 15 CY

TOTAL: $

++Items not subject to the requirements of FAR 52.211-18 VARIATION IN ESTIMATED QUANTITY.

**The unit "JOB" as used in this Bidding Schedule is synonymous with the term "Lump Sum" used elsewhere within these plans and specifications.

Award will be made as a whole to one bidder.

NOTE 1: Bidders shall furnish unit prices for each item listed in the Schedule requiring a unit price. If the bidder fails to insert a unit price in the appropriate blank for required item(s), but does furnish an extended total, or an estimated amount for such item(s), the Government shall deem the unit price to be the quotient obtained by dividing the extended amount for that line item by the quantity. IF A BIDDER OMITS BOTH THE UNIT PRICE AND THE EXTENDED

TOTAL OR ESTIMATED AMOUNT FOR ANY ITEM, ITS BID SHALL BE

DECLARED NON-RESPONSIVE AND THEREFORE INELIGIBLE FOR

AWARD.

NOTE 2: Any bid may be rejected if the Contracting Officer determines in writing that it is unreasonable as to price. Unreasonableness of price includes not only total price of bid, but the price for individual line items as well. Any bid may be rejected if the prices for any line items or sub line items are materially unbalanced (See FAR 14.404-2, Rejection of Individual Bids).

NOTE 3: THE NOTICE TO PROCEED (NTP): The successful bidder is advised that performance and payment bonds shall be submitted in accordance with the time frame in block 12B of SF 1442. The NTP will be issued immediately after verification of acceptable performance and payment bonds. Within seven (7) days after issuance of the NTP, the Contractor shall initiate a meeting to discuss the submittal process with the Area or Resident Engineer or his authorized representative. Physical work cannot start until the Accident Prevention Plan, Contractor Quality Control Plan, and other submittals which may be required, have been submitted and approved and all preliminary meetings called for under the contract, have been conducted.

NOTE 4: RAPID VENDOR PAYMENT: Web based instructions for the submission of invoices;

http://www.mvn.usace.army.mil/BusinessWithUs/Contracting/RapidVendorPayment.aspx http://www.mvn.usace.army.mil/BusinessWithUs/Contracting/RapidVendorPayment.aspx

00010-5 Ed 21-030

EVALUATION OF SUBLINE ITEMS (Dec 2019 - AFARS 5152.211-9000).

Item No. 0020 is subdivided into two or more estimated quantities and are to be separately priced. The Government will evaluate each of these items on the basis of total price of its subline items.

(End of Clause)

VARIATIONS IN ESTIMATED QUANTITIES - SUBLINE ITEMS (Dec 2019) - AFARS 5152.211-9001).

This variation in estimated quantities clause is applicable only to item No. 0020

(a) Variation from the estimated quantity in the actual work performed under any second or subsequent subline item or elimination of all work under such a second or subsequent subline item will not be the basis for an adjustment in contract unit price.

(b) Where the actual quantity of work performed for item No. 0020 is less than 85% of the quantity of the first subline item listed under such item, the contractor will be paid at the contract unit price for that subline item for the actual quantity of work performed and, in addition, an equitable adjustment shall be made in accordance with the clause at Federal Acquisition Regulation (FAR) 52.211-18, VARIATION IN ESTIMATED QUANTITY.

(c) If the actual quantity of work performed under item No. 0020 exceeds 115% or is less than 85% of the total estimated quantity of the subline item under that item and/or if the quantity of the work performed under the second subline item or any subsequent subline item under item Nos. NONE exceeds 115% or is less than 85% of the estimated quantity of any such subline item, and if such variation causes an increase or a decrease in the time required for performance of this contract the contract completion time will be adjusted in accordance with the clause FAR 52.211-18, VARIATION IN ESTIMATED QUANTITY.

(End of Clause)

Am_0002_Harvey Lock Floodwall Ed 21-030

SECTION TABLE OF CONTENTS

DIVISION 32 - EXTERIOR IMPROVEMENTS

SECTION 32 13 13.06

PORTLAND CEMENT CONCRETE PAVEMENT

PART 1 GENERAL

1.1 MEASUREMENT AND PAYMENT

1.2 REFERENCES

1.3 SUBMITTALS

1.4 QUALITY CONTROL

1.4.1 NRMCA Certificate of Conformance

1.4.2 Qualifications

1.4.2.1 Laboratory Accreditation

1.4.2.2 Field Technicians

1.4.3 Batch Tickets

1.5 DELIVERY, STORAGE, AND HANDLING

1.6 ACCEPTANCE

1.6.1 Tolerances

1.6.2 Test Section

PART 2 PRODUCTS

2.1 MATERIALS

2.1.1 Cementitious Materials

2.1.1.1 Portland Cement

2.1.1.2 Blended Cement

2.1.1.3 Fly Ash and Pozzolan

2.1.1.4 Ultra Fine Fly Ash and Ultra Fine Pozzolan

2.1.1.5 Silica Fume

2.1.1.6 Slag

2.1.1.7 Supplementary Cementitious Materials (SCM) Content

2.1.2 Water

2.1.3 Aggregate

2.1.3.1 Durability

2.1.3.2 Alkali Reactivity Test

2.1.3.3 Fine Aggregates

2.1.3.4 Coarse Aggregates

2.1.4 Chemical Admixtures

2.1.4.1 Water Reducing Admixtures

2.1.4.2 Air Entraining Admixture

2.1.4.3 High Range Water Reducing Admixture

2.1.5 Reinforcement

2.1.5.1 Dowel Bars

2.1.5.2 Tie Bars

2.1.5.3 Reinforcement

2.1.6 Curing Materials

2.1.6.1 White-Burlap-Polyethylene Sheet

2.1.6.2 Liquid Membrane-Forming Compound

2.1.6.3 Liquid Chemical Sealer-Hardener Compound

2.1.7 Joint Fillers and Sealants

SECTION 32 13 13.06 Page 1

2.1.8 Biodegradable Form Release Agent

2.1.9 Epoxy Resin

2.1.10 Joint Materials

2.1.10.1 Expansion Joint Materials

2.1.10.2 Slip Joint Material

2.2 MIX DESIGN

2.2.1 Specified Concrete Properties

2.2.1.1 Compressive Strength

2.2.1.2 Air Entrainment

2.2.1.3 Slump

2.2.1.4 Water/Cementitious Materials Ratio

2.2.2 Mix Design Report

2.2.3 Mix Verification

2.3 EQUIPMENT

2.3.1 Batching and Mixing

2.3.2 Transporting Equipment

2.3.3 Delivery Equipment

2.3.4 Paver-Finisher

2.3.4.1 Paver-Finisher with Fixed Forms

2.3.4.2 Work Bridge

2.3.5 Texturing Equipment

2.3.5.1 Fabric Drag

2.3.6 Curing Equipment

2.3.7 Sawing Equipment

2.3.8 Straightedge

PART 3 EXECUTION

3.1 PREPARATION FOR PAVING

3.1.1 Weather Limitations

3.1.1.1 Inclement Weather

3.1.1.2 Hot Weather

3.1.1.3 Prevention of Plastic Shrinkage Cracking

3.1.1.4 Cold Weather

3.1.2 Conditioning of Underlying Material

3.1.3 Forms

3.1.4 Reinforcement

3.1.4.1 Dowel Bars

3.1.4.2 Tie Bars

3.1.4.3 Setting Slab Reinforcement

3.2 MEASURING, MIXING, CONVEYING, AND PLACING CONCRETE

3.2.1 Measuring

3.2.2 Mixing

3.2.3 Conveying

3.2.4 Placing

3.3 PAVING

3.3.1 Paving Plan

3.3.2 Required Results

3.3.3 Operation

3.3.4 Consolidation

3.3.5 Fixed Form Paving

3.4 JOINTS

3.4.1 Contraction Joints

3.4.2 Construction Joints - Fixed Form Paving

3.4.3 Dowels Installed In Hardened Concrete

3.5 FINISHING CONCRETE

3.5.1 Machine Finishing

3.5.1.1 Equipment Operation

3.5.1.2 Joint Finish

SECTION 32 13 13.06 Page 2

3.5.1.3 Hand Finishing

3.5.2 Texturing

3.5.2.1 Burlap Drag Finish

3.5.2.2 Brooming

3.5.3 Edging

3.6 CURING AND PROTECTION

3.6.1 Moist Curing

3.6.2 White-Burlap-Polyethylene Sheet

3.6.3 Liquid Membrane-Forming Compound Curing

3.6.4 Protection of Treated Surfaces

3.7 FIELD QUALITY CONTROL

3.7.1 Sampling

3.7.2 Consistency Tests

3.7.3 Flexural Strength Tests

3.7.4 Air Content Tests

3.7.5 Surface Testing

3.7.5.1 Straightedge Testing Method

3.7.5.2 Profilograph Testing Method

3.7.5.3 "Bumps" (Must Grind Areas)

3.7.5.4 Diamond Grinding

3.7.6 Plan Grade Testing and Conformance

3.7.7 Edge Slump

3.7.8 Test for Pavement Thickness

3.7.9 Reinforcement

3.7.10 Dowels

-- End of Section Table of Contents --

SECTION 32 13 13.06 Page 3

SECTION 32 13 13.06

PORTLAND CEMENT CONCRETE PAVEMENT

PART 1 GENERAL

1.1 MEASUREMENT AND PAYMENT

Portland cement concrete pavement will be measured for payment by the square yard, as determined by the actual square yard measurement from back of curb to back of curb. Concrete will be measured in place in the completed and accepted pavement only within the neat line dimensions shown in the plan and cross section. No deductions will be made for rounded edges or the space occupied by embedded items or voids Payment will be made at the contract price per square yard for "Portland Cement Concrete Roadway Pavement (8" Thick). Payment will constitute full compensation for furnishing all plant, labor, materials and equipment for placement of the portland cement concrete pavements; including forming, dowels, joint floor stirps, sealant, curing materials; and other incidental work; as specified herein and as shown on the drawing.

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 CONCRETE INSTITUTE (ACI)

ACI 211.1 (1991; R 2009) Standard Practice for Selecting Proportions for Normal, Heavyweight and Mass Concrete

ACI 305R (2010) Guide to Hot Weather Concreting

ACI 306R (2016) Guide to Cold Weather Concreting

ASTM INTERNATIONAL (ASTM)

ASTM A184 (2019) Standard Specification for Welded Deformed Steel Bar Mats for Concrete Reinforcement

ASTM A615 (2020) Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement

ASTM A966 (2015; R 2020) Standard Test Method for Magnetic Particle Examination of Steel Forgings Using Alternating Current

ASTM C31 (2021) Standard Test Practice for Making and Curing Concrete Test Specimens in the Field

ASTM C33 (2018) Standard Specification for Concrete

SECTION 32 13 13.06 Page 4

Aggregates

ASTM C42 (2020) Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete

ASTM C78 (2018) Standard Test Method for Flexural Strength of Concrete (Using Simple Beam with Third-Point Loading)

ASTM C88 (2018) Standard Test Method for Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate

ASTM C94 (2021b) Standard Specification for Ready-Mixed Concrete

ASTM C143 (2020) Standard Test Method for Slump of Hydraulic-Cement Concrete

ASTM C150 (2021) Standard Specification for Portland Cement

ASTM C171 (2020) Standard Specification for Sheet Materials for Curing Concrete

ASTM C172 (2017) Standard Practice for Sampling Freshly Mixed Concrete

ASTM C231 (2017a) Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method

ASTM C260 (2016) Standard Specification for Air-Entraining Admixtures for Concrete

ASTM C309 (2011) Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete

ASTM C494 (2019) Standard Specification for Chemical Admixtures for Concrete

ASTM C595 (2021) Standard Specification for Blended Hydraulic Cements

ASTM C618 (2019) Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete

ASTM C881 (2020a) Standard Specification for Epoxy-Resin-Base Bonding Systems for Concrete

ASTM C989 (2018a) Standard Specification for Slag Cement for Use in Concrete and Mortars

ASTM C1017 (2013; E 2015) Standard Specification for Chemical Admixtures for Use in Producing

SECTION 32 13 13.06 Page 5

Flowing Concrete

ASTM C1077 (2017) Standard Practice for Agencies Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Testing Agency Evaluation

ASTM C1240 (2020) Standard Specification for Silica Fume Used in Cementitious Mixtures

ASTM C1260 (2021) Standard Test Method for Potential Alkali Reactivity of Aggregates (Mortar-Bar Method)

ASTM C1542 (2019) Standard Test Method for Measuring Length of Concrete Cores

ASTM C1567 (2021) Standard Test Method for Potential Alkali-Silica Reactivity of Combinations of Cementitious Materials and Aggregate (Accelerated Mortar-Bar Method)

ASTM C1602 (2018) Standard Specification for Mixing Water Used in Production of Hydraulic Cement Concrete

ASTM D1751 (2004; E 2013; R 2013) Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types)

ASTM D2995 (1999; R 2009) Determining Application Rate of Bituminous Distributors

ASTM E1274 (2018) Standard Test Method for Measuring Pavement Roughness Using a Profilograph

NATIONAL READY MIXED CONCRETE ASSOCIATION (NRMCA)

NRMCA QC 3 (2015) Quality Control Manual: Section 3, Plant Certifications Checklist:

Certification of Ready Mixed Concrete Production Facilities

1.3 SUBMITTALS

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

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

Submit the following in accordance with Section 01 33 00 SUBMITTAL

PROCEDURES:

SD-03 Product Data

Curing Materials

Reinforcement

Epoxy Resin

SECTION 32 13 13.06 Page 6

Cementitious Materials; G

Dowel Bars

Expansion Joint Filler

SD-04 Samples

Test Section; G

SD-05 Design Data

Mix Design Report; G

SD-06 Test Reports

Concrete Slump Tests

Concrete Uniformity

Flexural Strength

Air Content

SD-07 Certificates

Batch Tickets

NRMCA Certificate Of Conformance

SD-08 Manufacturer's Instructions

Diamond Grinding Plan

1.4 QUALITY CONTROL

1.4.1 NRMCA Certificate of Conformance

Provide a batching and mixing plant consisting of a stationary-type central mix plant, including permanent installations and portable or relocatable plants installed on stable foundations. Provide a plant designed and operated to produce concrete within the specified tolerances, with a minimum capacity of 250 cubic yards per hour. Submit NRMCA Certificate of Conformance that conforms to the requirements of NRMCA QC 3 including provisions addressing:

1. Material Storage and Handling

2. Batching Equipment

3. Central Mixer

4. Ticketing System

5. Delivery System

SECTION 32 13 13.06 Page 7

1.4.2 Qualifications

1.4.2.1 Laboratory Accreditation

Perform sampling and testing using an approved commercial testing laboratory or on-site facilities that are accredited in accordance with ASTM C1077. Do not start work requiring testing until the facilities have been inspected and approved. The Government will inspect all laboratories requiring validation for equipment and test procedures prior to the start of any concreting operations for conformance to ASTM C1077. Schedule and provide payment for laboratory inspections. Additional payment or a time extension due to failure to acquire the required laboratory validation is not allowed. Maintain this certification for the duration of the project.

1.4.2.2 Field Technicians

Provide field technicians meeting one of the following criteria:

a. Have at least one National Ready Mixed Concrete Association (NRMCA) certified concrete craftsman and at least one American Concrete Institute (ACI) Flatwork Finisher Certified craftsman on site, overseeing each placement crew during all concrete placement.

b. Have no less than three NRMCA certified concrete installers and at least two American Concrete Institute (ACI) Flatwork Finisher Certified installers on site working as members of each placement crew during all concrete placement.

1.4.3 Batch Tickets

Submit batch tickets for each load of ready-mixed concrete in accordance with ASTM C94.

1.5 DELIVERY, STORAGE, AND HANDLING

Deliver concrete paving in accordance with ASTM C94.

1.6 ACCEPTANCE

1.6.1 Tolerances

Acceptance of Portland cement concrete pavement is based on compliance with the tolerances presented in Table 1. Remove and replace concrete pavement represented by the failing tests or submit repair plan for approval.

Table 1

Measurement Tolerance

PLASTIC CONCRETE

Slump plus 0, minus 1.5 inches

Air Content plus/minus 1.5 percent

Flexural Strength

No individual specimen less than 100 psi below specified strength.

HARDENED CONCRETE

SECTION 32 13 13.06 Page 8

Table 1

Grade plus/minus 0.05 feet from plan

Smoothness No abrupt change exceeding 1/8 inch

Straightedge Not more than 1/8 in for roads.

Not more than 1/4 in for open storage areas.

Profilograph Not more than 9 inches/mile

Thickness minus 3/4 inch for pavement equal to/greater than 8 inches thick

Edge Slump 85 percent less than 1/4 inch and 100 percent less than 3/8 inch.

1.6.2 Test Section

Construct a minimum 400 square feet test section to demonstrate typical joints, surface finish, texture, color, thickness, and standard of workmanship using the mixture proportions, materials, and equipment as proposed for the project. Test in accordance with requirements in FIELD

QUALITY CONTROL.

When a test section does not meet one or more of the tolerances in Table 1, remove and reconstruct the test section. If the test section is acceptable, it may be incorporated into the project.

PART 2 PRODUCTS

2.1 MATERIALS

2.1.1 Cementitious Materials

Provide cementitious materials in concrete mix with 20 to 50 percent non-portland cement pozzolanic materials or slag by weight.

2.1.1.1 Portland Cement

Conforming to ASTM C150, Type I or II.

2.1.1.2 Blended Cement

Provide blended cement conforming to ASTM C595, Type IP, IS, or IL including the optional requirement for mortar expansion. Provide pozzolan added to the Type IP blend consisting of ASTM C618 Class F or Class N and that is interground with the cement clinker. Include in written statement from the manufacturer that the amount of pozzolan in the finished cement does not vary more than plus or minus 5 mass percent of the finished cement from lot to lot or within a lot. The percentage and type of mineral admixture used in the blend are not allowed to change from that submitted for the aggregate evaluation and mixture proportioning. The requirements of paragraph Supplementary Cementitious Materials (SCM) Content do not apply to the SCM content of blended cement.

2.1.1.3 Fly Ash and Pozzolan

Conforming to ASTM C618, Type F, or N, with a loss on ignition not

SECTION 32 13 13.06 Page 9 exceeding 6 percent. Include test results in accordance with ASTM C618.

2.1.1.4 Ultra Fine Fly Ash and Ultra Fine Pozzolan

Ultra Fine Fly Ash (UFFA) and Ultra Fine Pozzolan (UFP) conforming to ASTM C618, Class F or N, and the following additional requirements:

a. The strength activity index at 28 days of age at least 95 percent of the control specimens.

b. The average particle size not exceeding 6 microns.

c. Loss on ignition not exceeding 6 percent.

2.1.1.5 Silica Fume

Provide silica fume that conforms to ASTM C1240, including the optional limits on reactivity with cement alkalis. Provide silica fume as a dry, densified material or as a slurry. Provide the services of a manufacturer's technical representative, experienced in mixing, proportioning, placement procedures, and curing of concrete containing silica fume, at no expense to the Government. This representative is required to be present on the project prior to and during at least the first 4 days of concrete production and placement using silica fume.

2.1.1.6 Slag

Conforming to ASTM C989, Slag Cement (formerly Ground Granulated Blast Furnace Slag) Grade 100 or 120. Include test results in accordance with

ASTM C989.

2.1.1.7 Supplementary Cementitious Materials (SCM) Content

Include one of the SCMs listed in Table 2 within the range specified therein, whether or not the aggregates are found to be reactive in accordance with the paragraph "Alkali Reactivity Test".

TABLE 2

SUPPLEMENTARY CEMENTITIOUS MATERIALS CONTENT

Supplementary Cementitious Material Minimum Content (percent)

Maximum Content (percent)

Class N Pozzolan and Class F Fly Ash

SiO2 + Al2O3 + Fe2O3 greater than 70 percent

25 35

SiO2 + A12O3 + Fe2O3 greater than 80 percent

20 35

SiO2 + A12O3 + Fe2O3 greater than 90 percent

15 35

UFFA and UFP 7 16

GGBF Slag 40 50

SECTION 32 13 13.06 Page 10

2.1.2 Water

Water conforming to ASTM C1602.

2.1.3 Aggregate

2.1.3.1 Durability

Evaluate and test all fine and coarse aggregates to be used in all concrete for durability in accordance with ASTM C88. Provide fine and coarse aggregates with a maximum of 18 percent loss when subjected to 5 cycles using Magnesium Sulfate or a maximum of 12 percent loss when subjected to 5 cycles of Sodium Sulfate.

2.1.3.2 Alkali Reactivity Test

Evaluate and test fine and coarse aggregates to be used in all concrete for alkali-aggregate reactivity. Test all size groups and sources proposed for use.

a. Evaluate the fine and coarse aggregates separately, using ASTM C1260.

Reject individual aggregates with test results that indicate an expansion of greater than 0.08 percent after 28 days of immersion in 1N NaOH solution, or perform additional testing as follows: utilize the proposed low alkali portland cement, blended cement, or SCM in combination with each individual aggregate. Test in accordance with ASTM C1567. Determine the quantity that meets all the requirements of these specifications and that lowers the expansion equal to or less than 0.08 percent after 28 days of immersion in a 1N NaOH solution.

Base the mixture proportioning on the highest percentage of SCM required to mitigate ASR-reactivity.

b. If any of the above options does not lower the expansion to less than

0.08 percent after 28 days of immersion in a 1N NaOH solution, reject the aggregate(s) and submit new aggregate sources for retesting.

Submit the results of testing for evaluation and acceptance.

2.1.3.3 Fine Aggregates

Conforming to the quality and gradation of ASTM C33.

2.1.3.4 Coarse Aggregates

Coarse aggregate consisting of crushed or uncrushed gravel, crushed stone, or a combination thereof. Provide aggregates, as delivered to the mixers, consisting of clean, hard, uncoated particles. Wash coarse aggregate sufficient to remove dust and other coatings. Provide fine aggregate consisting of natural sand, manufactured sand, or a combination of the two, and composed of clean, hard, durable particles. Provide both coarse and fine aggregates meeting the requirements of ASTM C33.

a. Gradation: Provide coarse aggregate with a nominal maximum size of 1 inch. Grade and provide the individual aggregates in two or more size groups meeting the individual grading requirements of ASTM C33, Size No. 4 (1.5 to 0.75 inch) and Size No. 67 (0.75 inch to No. 4).

b. Quality: Conforming to ASTM C33, Class 4M.

SECTION 32 13 13.06 Page 11

2.1.4 Chemical Admixtures

2.1.4.1 Water Reducing Admixtures

Provide admixture conforming to ASTM C494: Type A, water reducing; Type B, retarding; Type C, accelerating; Type D, water-reducing and retarding; and Type E, water-reducing and accelerating admixture. Do not use calcium chloride admixtures. ASTM C494 Type S specific performance admixtures and ASTM C1017 flowable admixtures are not allowed.

2.1.4.2 Air Entraining Admixture

Conforming to ASTM C260: Air-entraining.

2.1.4.3 High Range Water Reducing Admixture

Provide a high-range water-reducing admixture that meets the requirements of ASTM C494, Type F or G, that is free from chlorides, alkalis, and is of the synthesized, sulfonated complex polymer type. Add the HRWRA to the concrete as a single component at the batch plant. Add the admixture to the concrete mixture only when its use is approved or directed, and only when it has been used in mixture proportioning studies to arrive at approved mixture proportions. Submit certified copies of the independent laboratory test results required for compliance with ASTM C494.

2.1.5 Reinforcement

2.1.5.1 Dowel Bars

Dowel bars conforming to ASTM A615, Grade 60 for plain billet-steel bars of the size and length indicated. Remove all burrs and projections from the bars.

2.1.5.2 Tie Bars

Billet or axle steel deformed bars conforming to ASTM A615 or ASTM A966 Grade 40.

2.1.5.3 Reinforcement

Deformed steel bar mats conforming to ASTM A184. Bar reinforcement conforming to ASTM A615, Grade 60.

2.1.6 Curing Materials

Provide curing materials consisting of:

2.1.6.1 White-Burlap-Polyethylene Sheet

Conforming to ASTM C171, 0.004 inch thick white opaque polyethylene bonded to 10 oz/linear yard (40 inch) wide burlap.

2.1.6.2 Liquid Membrane-Forming Compound

Conforming to ASTM C309, white pigmented, Type 2, Class B, free of paraffin or petroleum.

SECTION 32 13 13.06 Page 12

2.1.6.3 Liquid Chemical Sealer-Hardener Compound

Compound consisting of magnesium fluosilicate which when mixed with water seals and hardens the surface of the concrete. Do not use on exterior slabs exposed to freezing conditions.

2.1.7 Joint Fillers and Sealants

Joint fillers and sealants shall conform to City of New Orleans Standard Drawing RW2 or RW3 as applicable (See SHEET ID Nos. SP-118 and SP-119 for these Standard Drawings).

2.1.8 Biodegradable Form Release Agent

Provide form release agent that is colorless and biodegradable. Provide product that does not bond with, stain, or adversely affect concrete surfaces and does not impair subsequent treatments of concrete surfaces.

Provide form release agent with a minimum of 87 percent biobased material and does not contain diesel fuel, petroleum-based lubricating oils, waxes, or kerosene.

2.1.9 Epoxy Resin

Provide epoxy-resin materials that consist of two-component materials conforming to the requirements of ASTM C881, Class as appropriate for each application temperature to be encountered, except that in addition, the materials meet the following requirements:

a. Type IV, Grade 3, for use for embedding dowels and anchor bolts.

b. Type III, Grade as approved, for use as patching materials for complete filling of spalls and other voids and for use in preparing epoxy resin mortar.

c. Type IV, Grade 1, for use for injecting cracks.

d. Type V, Grade as approved, for bonding freshly mixed portland cement concrete or mortar or freshly mixed epoxy resin concrete or mortar to hardened concrete.

2.1.10 Joint Materials

2.1.10.1 Expansion Joint Materials

Provide preformed expansion joint filler material conforming to ASTM D1751.

Provide expansion joint filler that is 3/4 inch thick, unless otherwise indicated, and provided in a single full depth piece.

2.1.10.2 Slip Joint Material

Provide slip joint material that is 1/4 inch thick expansion joint filler, unless otherwise indicated, conforming to paragraph EXPANSION JOINT

MATERI…