TECHNICAL SERVICE CENTER

WRITTEN SPECIFICATIONS SIGNATURE SHEET

Specifications Title: LEAVENWORTH NATIONAL FISH HATCHERY

SURFACE WATER INTAKE FISH SCREENS AND FISH PASSAGE

Project Title: PHASE 2 PIPELINE REHABILITATION (TRENCH ONLY)

Region: COLUMBIA PACIFIC-NORTHWEST

Prepared:

Technical Approval:

Certified:

AMD/MOD

No.

Technical Approval Signature:

Prepared By Signature:

Revised Sections:

Amd. 0002 00 00 50, 03 20 00, 03 30 00, 31 23 11, 33 11 18.

P.E.

MICHAEL VON BUHR BUHR

Date: 2025.12.08 10:37:50 -07'00'

P.E.

Digitally signed by KYLIE PELZER Date: 2025.12.11 14:50:33 -07'00'

P.E.

STACEY

CARLSON

Digitally signed by

STACEY CARLSON

Date: 2026.07.27 15:54:31 -06'00'

GERALD

HORTON

Digitally signed by

GERALD HORTON

Date: 2026.07.27 16:04:23 -06'00'

Leavenworth National Fish Hatchery Surface Water Intake Fish Screens and Fish Passage Project Phase II Pipeline Rehabilitation Columbia Basin Project, WA Amendment No. 0002

Supplies or Services and Prices/Costs – (Revised) B - 1

CONTINUATION OF

SECTION B – SUPPLIES OR SERVICES AND PRICES/COSTS

LEAVENWORTH NATIONAL FISH HATCHERY SURFACE WATER INTAKE FISH

SCREENS AND FISH PASSAGE PROJECT

PHASE II PIPELINE REHABILITATION

COLUMBIA BASIN PROJECT - WASHINGTON

B.1 PRICE SCHEDULES

(a) Offers will be considered for award on the following Price Schedule, but no offer will be considered for award on only a part of the Price Schedules.

(1) Offerors shall complete the full Price Schedule. Offers submitted with an incomplete Price Schedule may be considered nonresponsive and not evaluated for award.

(2) Offers will be evaluated based on the best value to the Government and may not necessarily be the lowest total of the Price Schedule.

(b) Offers are subject to the terms and conditions of this solicitation.

(c) Quantities in the Price Schedule are estimated quantities for comparison of offers only.

Except as provided in the contract, no claim shall be made against the Government for overruns or underruns.

(d) See the contract clause at WBR 1452.232-81, Payment for Mobilization and Preparatory Work, for CLIN 1, in the Price Schedule.

(e) Clauses and Provisions in this solicitation apply to all of the CLINs.

(f) Definitions:

(1) CLIN - Contract Line Item Number.

Columbia Basin Project, WA Amendment No. 0002

Supplies or Services and Prices/Costs – (Revised) B - 2

PRICE SCHEDULE

CLIN Section Supplies or Services Quantity and Unit Unit Price Amount

1 WBR

1452.232

-81

Mobilization and Preparatory Work

For the lump-sum of $

2 01 31 30 Contract Document Management System

For the lump-sum of $

3 02 41 10 Site Demolition For the lump-sum of $

4 02 82 20 Asbestos Inspection For the lump-sum of $

5 02 82 20 Asbestos-Containing Material Abatement 15 sq ft $ $

6 Deleted

7 2 26 05 02 Complete Electrical System

For the lump-sum of $

8 31 03 10 Diversion and Care of Water During Construction

For the lump-sum of $

9 31 11 00 Clearing and Grubbing 1.75 acre $ $

10 31 14 10 Stripping 7,800 sq yd

11 31 23 11 Excavation for Structures

750 cu yd $ $

12 Deleted

13 31 23 11 Compacted Backfill about Structures

710 cu yd $ $

14 Deleted

15 32 12 00 Asphaltic Concrete Replacement

2,900 sq yd

16 32 15 10 Gravel Surfacing 52 cu yd $ $

Columbia Basin Project, WA Amendment No. 0002

Supplies or Services and Prices/Costs – (Revised) B - 3

PRICE SCHEDULE

CLIN Section Supplies or Services Quantity and Unit Unit Price Amount

17 32 92 20 Seeding and Soil Supplements

1.75 acre $ $

18 33 05 30 Control Valve Vault For the lump-sum of $

19 33 05 30 Flowmeter Vault For the lump-sum of $

20 33 09 12 Flowmeter 1 ea $ $

21 33 11 18 HDPE Pressure Pipe 1,768 lin ft

22 35 21 95 Steel Piping For the lump-sum of $

23 35 22 14 Knife Gate Valve 1 ea $ $

24 35 22 14 Valves and Equipment For the lump-sum of $

TOTAL FOR PRICE SCHEDULE $_________________

END OF SECTION

Columbia Basin Project, WA Amendment No. 0002

Concrete Reinforcing – (Revised) 03 20 00 - 1

SECTION 03 20 00

CONCRETE REINFORCING

PART 1 GENERAL

1.01 MEASUREMENT AND PAYMENT

A. Cost:

1. Include the cost of reinforcing steel in the Price Schedule for other items of work.

1.2. Include the cost of reinforcing steel for Control Valve Vault in price offered in the Price Schedule for Control Valve Vault.

2.3. Include the cost of reinforcing steel for Flowmeter Vault in price offered in the

Price Schedule for Flowmeter Vault.

1.02 REFERENCE STANDARDS

A. American Concrete Institute (ACI)

1. ACI 315-18 Details and Detailing of Concrete

Reinforcement (Part of SP-66-04 ACI Detailing Manual)

2. ACI 318-19 Building Code Requirements for Structural Concrete and Commentary (Reapproved 2022)

B. ASTM International (ASTM)

1. ASTM A615/A615M-24 Deformed and Plain Carbon-Steel Bars for

Concrete Reinforcement

2. ASTM A706/A706M-24 Deformed and Plain Low-Alloy Steel Bars for Concrete Reinforcement

3. ASTM A996/A996M-24 Rail-Steel and Axle-Steel Deformed Bars for Concrete Reinforcement

4. ASTM A1064/A1064M-24 Carbon-Steel Wire and Welded Wire

Reinforcement, Plain and Deformed, for Concrete

Columbia Basin Project, WA Amendment No. 0002

Concrete Reinforcing – (Revised) 03 20 00 - 2

1.03 SUBMITTALS

A. Submit the following in accordance with Section 01 33 00 - Submittals.

B. RSN 03 20 00-1, Reinforcement Diagrams and Lists:

1. Bar-placing diagrams, bar lists, and bar-bending diagrams required for reinforcement fabrication and placement for each separate item of work.

2. Prepare bar-placing diagrams, bar lists, and bar-bending diagrams in accordance with ACI 315 and drawings.

1.04 DELIVERY, STORAGE, AND HANDLING

A. Store reinforcement of different sizes and shapes in separate piles or racks raised above the ground to avoid rusting.

B. Protect from contaminants such as grease, oil, and dirt.

C. Provide for identification after bundles are broken and tags removed.

PART 2 PRODUCTS

2.01 STEEL REINFORCING

A. Reinforcing Bars and Dowels:

1. ASTM A615, Grade 60; ASTM A706, Grade 60; or ASTM A996, Type A, Grade

60.

2. Deformed steel bar.

2.02 ACCESSORIES

A. Chairs, hangers, spacers, and other supports:

1. Material: Concrete, metal or other approved material.

a. Compressive strength of precast concrete blocks: Equal to or greater than surrounding concrete.

2. Exposed portions of supports on concrete surfaces designated to receive F2 or F3 finish:

a. Galvanized, plastic coated, or corrosion-resistant material.

b. Concrete supports not allowed.

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Concrete Reinforcing – (Revised) 03 20 00 - 3

PART 3 EXECUTION

3.01 INSTALLATION

A. Clean reinforcement surfaces of heavy, flaky rust, loose mill scale, dirt; grease, and other foreign substances before placement.

B. Field bending not allowed unless approved by COR.

1. Do not use heat to bend.

C. Do not use torch to cut.

D. Accurately place reinforcement:

1. Place reinforcement as shown on drawing 40-D-60003, unless otherwise shown on reinforcement design drawings.

2. Unless otherwise prescribed, placement dimensions shall be to the centerline of the bars.

3. Place reinforcement with a clear distance of 1 inch, minimum, between reinforcement and anchor bolts, form ties, or other embedded metalwork unless otherwise shown on drawings.

E. Splices:

1. Locate where shown on drawings, unless otherwise approved by COR.

2. Reinforcement may be spliced at additional locations for the convenience of the

Contractor, subject to approval of COR.

F. Do not weld or tack weld reinforcing bars, except at locations shown on the drawings or where approved by COR.

G. Secure reinforcement in place so that it will not be displaced during concrete placement.

H. Do not disturb reinforcement in concrete that has been placed.

I. Tolerances:

1. Maintain concrete cover over reinforcement within 1/2 inch of specified cover where specified cover is greater than 2-1/2 inches.

2. Maintain concrete cover over reinforcement within 1/4 inch of specified cover where specified cover is 2-1/2 inches or less.

3. Maintain spacing of reinforcing bars within 1 inch of required spacing.

Columbia Basin Project, WA Amendment No. 0002

Concrete Reinforcing – (Revised) 03 20 00 - 4

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Columbia Basin Project, WA Amendment No. 0002

Cast-In-Place Concrete – (Revised) 03 30 00 - 1

SECTION 03 30 00

CAST-IN-PLACE CONCRETE

PART 1 GENERAL

1.01 MEASUREMENT AND PAYMENT

A. Cost:

1. Include the cost of cast-in-place concrete in the Price Schedule for other items of work.

2. Include cost of cast-in-place concrete for Equipment Vaults in price offered in the

Price Schedule for Control Valve Vault and Flowmeter Vault.

a. See Section 33 05 30 – Equipment Vaults, paragraph 2.01.

1.02 ACRONYMS

A. NRMCA: National Ready Mixed Concrete Association.

1.03 DEFINITIONS

A. Supplementary Cementitious Materials (SCM): Cementitious materials other than portland cement.

1.04 REFERENCE STANDARDS

A. American Concrete Institute (ACI)

1. ACI 201.2R-23 Guide to Durable Concrete

2. ACI 301-20 Structural Concrete

3. ACI 304R-00(2009) Guide for Measuring, Mixing, Transporting, and Placing Concrete

4. ACI 305.1-14 Hot Weather Concreting

5. ACI 306.1-90(2002) Cold Weather Concreting

6. ACI 318-19 Building Code Requirements for Structural

Concrete (Reapproved 2022)

B. ASTM International (ASTM)

1. ASTM C31/C31M-25b Making and Curing Concrete Test

Specimens in the Field

2. ASTM C33/C33M-24a Concrete Aggregates

Columbia Basin Project, WA Amendment No. 0002

Cast-In-Place Concrete – (Revised) 03 30 00 - 2

3. ASTM C39/C39M-24 Compressive Strength of Cylindrical Concrete Specimens

4. ASTM C42/C42M-20 Obtaining and Testing Drilled Cores and Sawed Beams of Concrete

5. ASTM C94/C94M-25 Ready-Mixed Concrete

6. ASTM C114-24 Chemical Analysis of Hydraulic Cement

7. ASTM C117-23 Materials Finer than 75-µm (No. 200) Sieve in Mineral Aggregates by Washing

8. ASTM C136-19 Sieve Analysis of Fine and Coarse

Aggregates

9. ASTM C138/C138M-24a Density (Unit Weight), Yield, and Air

Content (Gravimetric) of Concrete

10. ASTM C143/C143M-20 Slump of Hydraulic-Cement Concrete

11. ASTM C150/C150M-24 Portland Cement

12. ASTM C157/C157M-24e1 Length Change of Hardened Hydraulic-

Cement Mortar and Concrete

13. ASTM C171-20 Sheet Materials for Curing Concrete

14. ASTM C231/C231M-24 Air Content of Freshly Mixed Concrete by the Pressure Method

15. ASTM C260/C260M-24 Air-Entraining Admixtures for Concrete

16. ASTM C309-19 Liquid Membrane-Forming Compounds for

Curing Concrete

17. ASTM C494/C494M-24 Chemical Admixtures for Concrete

18. ASTM C566-19 Total Evaporable Moisture Content of

Aggregates by Drying

19. ASTM C595/C595M-25 Blended Hydraulic Cements

20. ASTM C618-25a Coal Fly Ash and Raw or Calcined Natural

Pozzolan for Use in Concrete

21. ASTM C920-18(2024) Elastomeric Joint Sealants

22. ASTM C989/C989M-25 Slag Cement for Use in Concrete and

Mortars

23. ASTM C1064/C1064M-23 Temperature of Freshly Mixed Hydraulic-

Cement Concrete

24. ASTM C1240-20 Silica Fume Used in Cementitious Mixtures

25. ASTM C1260-23 Potential Alkali Reactivity of Aggregates

(Mortar-Bar Method)

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Cast-In-Place Concrete – (Revised) 03 30 00 - 3

26. ASTM C1293-23ae1 Determination of Length of Change of Concrete Due to Alkali-Silica Reaction

27. ASTM C1567-25 Determining the Potential Alkali-Silica Reactivity of Combination of Cementitious Materials and Aggregate (Accelerated Mortar-Bar Method)

28. ASTM C1602/C1602M-22 Mixing Water Used in the Production of Hydraulic Cement Concrete

29. ASTM D1751-23 Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types)

C. Bureau of Reclamation (USBR)

1. USBR M-47 Standard Specifications for Repair and

Maintenance of Concrete, August 2015 (Part 2 of “Guide to Concrete Repair”

2. USBR Concrete Manual Concrete Manual, Eighth Edition, Revised Reprint, 1981

D. U.S. Army Corps of Engineers (COE)

1. COE CRD-C 662-10 Determining the Potential Alkali-Silica

Reactivity of Combinations of Cementitious Materials, Lithium Nitrate Admixture and Aggregate (Accelerated Mortar-Bar Method)

E. International Concrete Repair Institute (ICRI)

1. ICRI 310.2-13 Selecting and Specifying Concrete Surface

Preparation for Sealers, Coatings, and Polymer Overlays and Concrete Repair

F. Underwriter’s Laboratories Inc. (UL)

1. UL 2079-04 Tests for Fire Resistance of Building Joint

Systems

1.05 SUBMITTALS

A. Submit the following in accordance with Section 01 33 00 - Submittals.

B. RSN 03 30 00-1, Approval Data:

1. Mix Design: For each concrete mix.

Columbia Basin Project, WA Amendment No. 0002

Cast-In-Place Concrete – (Revised) 03 30 00 - 4

a. Mixture proportions.

b. Material sources.

1) Name and manufacturer of each cementitious material.

2) Name of aggregate source(s).

3) Product name and manufacturer of admixtures to be used in mix.

a) The manufacturer shall certify that all admixtures contain no purposefully added chlorides and that the chloride ion content of the admixtures in the quantities proposed is below the limits given by ACI 201.2 (0.01percent by mass of cementitious material). The Government reserves the right to require submission of samples of concrete materials for testing before or during use in concrete.

c. Physical properties:

1) Compressive strength: Test data shall meet the requirements of

ACI 301, paragraph 4.2.3.4.

a) Field test data: Performed within past 24 months.

b) Trial mixtures:

i. Incorporate admixtures that will be used in production mixes into trial mixes.

ii. Results from trial batches made within past 6 months.

iii. Trial mix test results, three, six-inch diameter cylinders each at 7, and 28, and 56 days.

iv. Average compressive strength of trial batch cylinders at specified design age.

d. Resubmit mix design for change in material source or type.

2. Name and manufacturer of curing compounds, and joint filler.

a. Include application instructions for curing compound.

3. Certifications and Test Reports:

a. Sealed by Professional Engineer.

b. Certifications and test reports:

1) Cementitious Materials Certification and Test Reports

a) Less than 3 months old.

2) Aggregate producer for:

a) ASTM C33 physical properties.

Columbia Basin Project, WA Amendment No. 0002

Cast-In-Place Concrete – (Revised) 03 30 00 - 5

b) ASR testing reports for each aggregate source.

c) Less than 12 months old.

3) Mixing water for concrete shall comply with ASTM C1602.

c. Submittal of certifications and test reports shall not relieve Contractor of responsibility for furnishing materials meeting specified requirements.

C. RSN 03 30 00-2, Concrete Placement Drawings:

1. Drawings for individual concrete placements. More than one placement may be shown on a drawing.

a. An individual concrete placement is defined as a portion of concrete work placed in one continuous operation between specified lines or joints.

b. List contract drawing(s) from which details for placement were obtained.

c. Show locations, elevations, dimensions, blockouts, openings, recesses, waterstops, and finishes.

d. Show details of items embedded in or associated with placement except reinforcing steel.

e. Reference related reinforcement drawing(s) associated with placement.

2. Include separate drawing(s) showing placement sequence.

3. Identify proposed changes to joint locations.

D. RSN 03 30 00-3, Concrete Placement Schedule:

1. Complete, detailed concrete placement schedule showing plan for individual placements including placement of reinforcement and embedded items.

2. Detail as necessary to show location, sequence, and date of concrete placements scheduled for each item of concrete work.

3. Show submittal schedule for placement and reinforcement drawings.

E. RSN 03 30 00-4, Certifications:

1. NRMCA Certification of Production Facilities. Current NRMCA certification shall include automatic digital recording of cementitious materials, aggregate, water, and chemical admixtures. Certification shall remain current for the duration of the project.

2. ACI Aggregate Testing Technician certifications.

3. Resume for flatwork foreman with at least 5 years of experience with similar type placements.

4. ACI Concrete Field Testing Technician certifications.

5. ACI Concrete Strength Testing Technician certifications.

Columbia Basin Project, WA Amendment No. 0002

Cast-In-Place Concrete – (Revised) 03 30 00 - 6

F. RSN 03 30 00-5, Pre-placement Inspection Placement Cards:

1. Prior to each placement, submit to COR, a placement card signed by authorized personnel, certifying that formwork, dimensions, reinforcing steel, embedments, RSMC temperature control (if specified) conform to project documents.

G. RSN 03 30 00-6, Test Reports:

1. Aggregate test results as required by Table 03 30 00B - Contractor Batch Plant

Quality Testing within 24 hours of completion of testing.

2. Concrete test reports as required by Table 03 30 00E- Contractor Field Quality

Testing within 24 hours of completion of testing.

1.06 QUALIFICATIONS

A. Ready Mix Plant: Currently certified by NRMCA. NRMCA certification shall include automatic digital recording of cementitious materials, aggregate, water, and chemical admixtures. Certification shall remain current for the duration of the project.

B. ACI Aggregate Testing Technician: Currently certified ACI Aggregate Testing Technician - Level 1.

C. Flatwork foreman with at least 5 years of experience with similar type placements.

D. ACI Concrete Field Testing Technician: Currently certified ACI Concrete Field Testing Technician - Grade I.

E. ACI Strength Testing Technician: Currently certified ACI Strength Testing Technician.

1.07 DELIVERY, STORAGE, AND HANDLING

A. Sponge Rubber Joint Filler Storage:

1. Store in protected area at temperature of 70 degrees F (21 degrees C) or less.

2. Do not expose to direct sun.

1.08 PRE-PLACMENT MEETING

A. At least 14 days before first concrete placement for first placement, meet with COR for pre-placement meeting.

B. Coordinate time and place of meeting with COR at least 14 days before meeting.

C. Contractor attendees shall be at least the following:

1. Contractor onsite supervisor.

2. Concrete forming, placing, and finishing onsite supervisor(s); Contractor or subcontractor(s) employee as applicable.

Columbia Basin Project, WA Amendment No. 0002

Cast-In-Place Concrete – (Revised) 03 30 00 - 7

3. Technical specialist from ready-mix supplier.

4. Concrete pump subcontractor onsite supervisor, if applicable.

5. Testing agency onsite supervisor(s).

PART 2 PRODUCTS

2.01 CEMENTITIOUS MATERIALS

A. Portland Cement:

1. ASTM C150, Type I/II.

a. Meet equivalent alkalies (Na2O + 0.658K2O) of 0.60% maximum.

1) Low-alkali limitation for portland cement may be waived when tests of concrete aggregate source show that low-alkali cement is not required for ASR mitigation. See Concrete Aggregate Materials article (2.03).

b. Meet false-set requirements of ASTM C150 - Table 4.

B. Blended Hydraulic Cement: ASTM C595, Type IP, IS, IT, IL.

1. Shall meet the low reactivity option in ASTM C595 and achieve the requirements listed in Section 2.03.C regarding ASR mitigation.

2. Meet equivalent alkalies (Na2O + 0.658K2O) of 0.60 percent maximum. Meet equivalent alkali’s requirement of ASTM C595, Table 2, Option G or Table 3

C. SCM:

1. Pozzolan:

a. ASTM C618, Class F or N.

1) Except:

a) Sulfur trioxide, maximum: 4.0 percent.

a) Loss on ignition, maximum: 2.5 percent (Class F) or 3.0 percent (Class N).

b)

2) In addition:

a) Calcium oxide, maximum: 8.0 percent.

b) Pozzolan will have an "R" factor less than 2.5. Pozzolan with this "R" factor will not decrease sulfate resistance of concrete.

i. R: (C-5)/F.

Columbia Basin Project, WA Amendment No. 0002

Cast-In-Place Concrete – (Revised) 03 30 00 - 8

ii. C: Calcium oxide content of pozzolan in percent determined in accordance with ASTM C114.

iii. F: Ferric oxide content of pozzolan in percent determined in accordance with ASTM C114.

2. Slag Cement:

a. ASTM C989, Grade 120.

3. Silica Fume:

a. ASTM C1240.

b. Meet optional physical requirements of ASTM C 1240, Table 3.

2.02 WATER

A. ASTM C1602, including optional requirements of Table 2.

2.03 AGGREGATE MATERIALS

A. Fine Aggregate: ASTM C33.

1. Percent Material Passing No. 200 Sieve: Less than 3 percent.

B. Coarse Aggregate: ASTM C33, Class 4S, Size No. specified in Table 03 30 00A - Concrete Mixes.

C. Alkali Silica Reaction (ASR).

1. Test fine and coarse aggregates in accordance with ASTM C1260 for potential deleterious alkali-silica reaction.

a. For ASTM C1260, and other tests when required, continue readings for 28 days after the zero readings.

b. Acceptance criteria specified below are based on 28 day readings after the zero readings.

c. Expansion is no greater than 0.10 percent:

1) Aggregates are acceptable.

d. Expansion is greater than 0.10 percent:

1) Test aggregates according to ASTM C1567 using proposed components (e.g. coarse aggregate, fine aggregate, cementitious materials, and Alkali Silica Reaction (ASR) inhibiting admixtures) in proportions proposed for mixture design.

a) For mixes using lithium admixtures use test procedure COE

CRD-C 662.

Columbia Basin Project, WA Amendment No. 0002

Cast-In-Place Concrete – (Revised) 03 30 00 - 9

b) Expansion of proposed mixture design test specimens, tested in accordance with ASTM C1567 does not exceed

0.10 percent:

i. Aggregates are acceptable.

c) Expansion of proposed mixture design test specimens is greater than 0.10 percent:

i. Aggregates are not acceptable unless adjustments to mixture design can reduce expansion to less than

0.10 percent, or testing by ASTM C1293 indicates aggregates will not experience deleterious expansion.

2. ASTM C1293 test results may be substituted for ASTM C1260 test results:

a. Less than 3 years old.

b. Average ASTM C1293 concrete prism expansion less than 0.04 percent at one year: Aggregates acceptable.

c. Average ASTM C1293 concrete prism expansion greater than 0.04 percent at one year: Aggregates not acceptable.

2.04 ADMIXTURES

A. Air-entraining Admixture: ASTM C260.

B. Chemical Admixtures:

1. Do not use chemical admixtures which contain more than 0.1-percent chloride, by weight.

2. Admixtures shall be compatible with each other.

3. Allowable Chemical Admixtures:

a. ASTM C494, Type A, D, F, G, or S.

b. ASTM C494, Type C and E, provided they do not contain chlorides.

C. Specialized Chemical Admixtures:

1. When the batch plant has not previously used a specialized chemical admixture, the admixture manufacturer shall provide an on-site representative to assist with mix design and to train batch plant personnel in dispensing and mixing operations.

2. Do not use specialized chemical admixtures which contain more than 0.1-percent chloride, by weight.

3. Extended Set Control Admixture:

Columbia Basin Project, WA Amendment No. 0002

Cast-In-Place Concrete – (Revised) 03 30 00 - 10

a. MasterSet Delvo hydration controlling admixture manufactured by Master Builders Solutions. https://www.master-builders-solutions.com/en; or equal, with the following essential characteristics:

1) Meets ASTM C494, Type B.

2) Retards setting.

3) Does not reduce concrete strength.

b. Use within manufacturer’s time limits.

c. Dispense admixture in presence of COR. Include admixture on the batch ticket.

d. Admixture quantity required to stabilize concrete shall be pre-determined using jobsite materials. Initial concrete setting time shall be monitored and adjusted during the project by a qualified concrete technician.

2.05 CURING MATERIALS

A. Water: ASTM C1602, including optional requirements of Table 2.

B. Curing Compound: ASTM C309, Type 1 or 1-D, Class B:

1. Capable of meeting moisture retention at manufacturer’s application rate.

2. Meet Federal, state, and local regulations for VOCs.

C. Sheet Materials:

1. Polyethylene Film: ASTM C171, clear.

2.06 ACCESSORIES

A. Sponge rubber joint filler:

1. ASTM D1752, Type I, except:

a. Test specimen compression load: 50 to 150 lb/in2.

2. Joint filler adhesive: Nonbituminous adhesive recommended by filler manufacturer.

B. Elastomeric Sealant: ASTM C920, polyurethane, Use M, Grade NS, Class 25.

C. Evaporation Control:

1. MasterKure® ER 50 manufactured by Master Builders Solutions.

https://www.master-builders-solutions.com/en; or equal having the following essential characteristics:

a. Monomolecular film forming compound applied to exposed concrete slab surfaces for temporary protection from rapid moisture loss.

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Cast-In-Place Concrete – (Revised) 03 30 00 - 11

b. For application after finishing and prior to applying curing compound.

c. For use when the evaporation rate is high.

2. Do not use as a finishing aid.

2.07 MIX

A. Design and adjust concrete mix.

1. The Government reserves the right to adjust mix proportions when need for adjustment is indicated by results of materials testing.

a. When required, adjustment of mix proportions by the Government will be in accordance with USBR Concrete Manual.

B. Cementitious Materials Options:

1. Specified portland cement plus specified pozzolan by percent weight specified in

Table 03 030 00A - Concrete Mixes.

2. Specified portland cement plus specified slag cement by percent weight specified in Table 03 03 00A - Concrete Mixes.

3. Blended Hydraulic: ASTM C595 provided, specified portland cement with percent of specified pozzolan or specified slag cement specified in Table 03 03 00A - Concrete Mixes.

C. Design concrete mixes in accordance with Table 03 30 00A - Concrete Mixes. General concrete mix shall be used for concrete unless otherwise specified.

1. Net water-cementitious materials ratio (w/c) is maximum, by weight.

Cementitious material weight is cement plus SCM.

2. Slump at Point of Placement: In accordance with ASTM C143.,

3. Air Entrainment: Percent air by volume of concrete as discharged at point of placement, in accordance with ASTM C231.

Table 03 30 00A - Concrete Mixes

Mix No Feature f’c (pounds per square inch)

Max w/c* NMSA**

Percent

SCM***

A: Class F Pozzolan

B: Slag Cement C: Silica Fume

Slump or

Slump flow

Air Content Notes

1 Structural Concrete not otherwise specified

4500 at 28 days

0.45 No. 57 or

A: 20 plus or minus 5

B: 30 plus or minus 10

2 to 4 4.5 to 7.5 1, 2

Columbia Basin Project, WA Amendment No. 0002

Cast-In-Place Concrete – (Revised) 03 30 00 - 12

Table 03 30 00A - Concrete Mixes

Mix No Feature f’c (pounds per square inch)

Max w/c* NMSA**

Percent

SCM***

A: Class F Pozzolan

B: Slag Cement C: Silica Fume

Slump or

Slump flow

Air Content Notes

2 High Slump Structural Concrete

4500 at 28 days

0.45 No. 57 or

A: 20 plus or minus 5

B: 30 plus or minus 10

4 to 7 4.5 to 7.5 1, 2

*Maximum water/cementitious materials ratio.

**Nominal Maximum Size Aggregate.

*** SCM as percent of total cementitious material, by weight. Applies only when ASTM C150 cement is utilized. If ASTM C595 cement is utilized, the requirements listed in Section 2.03.C regarding ASR mitigation shall be met.

NOTES:

1 Ternary blended cementitious materials which meet the specifications may be submitted for approval.

2 Concrete with ASTM C1017, Type I or II plasticizing admixtures, ASTM C494 Type F high-range water-reducing admixtures, or Type G high-range water-reducing and retarding admixtures:

i. Admixture shall be incorporated into trial batch or historical data.

ii. Use slump appropriate for placing conditions.

D. Prepare design mixes for each type and strength of concrete by either laboratory trial batch or field performance methods as specified in ACI 301. For the trial batch method, mix shall be proportioned and stamped by a professional engineer.

E. Concrete Trial Mixes:

1. Average Compressive Strength of Trial Batch Cylinders at Design Age: Design strength plus 1,200 lbs/in2 for concrete between 3,000 and 5,000 psi, 1.10F’C plus 700 psi for concrete with specified design strength greater than 5,000 psi or field data meeting the over design requirements of ACI 318.

2. Admixtures to be used in mix shall be incorporated into mix design submitted for approval.

3. Air Content: Within 1-percent of top of specified range.

4. Slump: Within 1 inch of top of specified range.

2.08 BATCHING, MIXING, AND TRANSPORTING

A. Batch plant shall be currently NRMCA certified with automatic digital recording of cementitious materials, aggregate, water, and chemical admixtures.

B. Manufacture and deliver in accordance with ASTM C94 and ACI C304R.

1. Prepare batch ticket in accordance with ASTM C94 for every batch of concrete.

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C. Cold Weather: When air temperature has fallen to or is expected to fall below 40 degrees F, prepare ingredients and mix in accordance with ACI 306.1.

1. Do not use frozen materials or materials containing ice or snow.

2. Uniformly heat water and aggregates before mixing to obtain a concrete mixture temperature of not less than 50 degrees.

D. Hot Weather: When precautions are necessary, prepare ingredients and mix in accordance with ACI 305.1.

1. Cool ingredients before mixing to maintain specified maximum concrete temperature at time of placement.

2. Mixing water may be chilled or chopped ice may be used to control temperature, provided water equivalent of ice is calculated to total amount of mixing water.

Ice replacing batch water shall be melted prior to discharge.

3. Using liquid nitrogen to cool concrete is Contractor’s option with approval from

COR.

E. Prevent appreciable segregation of ingredients.

F. Place concrete within 90 minutes from introduction of cement to water or aggregates.

1. For placing times exceeding 90 minutes, extended set control admixtures may be used when approved by COR.

2.09 CONCRETE TEMPERATURE

A. Concrete Temperature at Placing:

1. 50 to 90 degrees F (10 to 32 degrees C).

2.10 CONTRACTOR QUALITY TESTING

A. Contractor shall perform sampling, testing, and reporting as required in Table 03 30 00B

- Batch Plant Testing.

1. Personnel conducting tests under this section: Qualified as ACI Aggregate

Testing Technician, Level 1; or equal.

B. Perform tests at least as often as the frequencies specified in Table 03 30 00B - Batch Plant Testing.

C. Notify COR immediately of test results showing failure of materials to meet specifications. Provide test results to COR within 24 hours. Submit reports of test results as specified.

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2.11 GOVERNMENT CONTRACT QUALITY ASSURANCE - SOURCE

A. In addition to specified Contractor Quality Testing, the Government may also perform the tests listed in Table 03 30 00B - Batch Plant Testing.

2.12 BATCH PLANT TESTING

Table 03 30 00B - Batch Plant Testing

TESTS OF TEST

STANDARD

STANDARD TITLE REQUIREMENT TESTING FREQUENCY

Aggregate Gradation

ASTM C136 Sieve Analysis of Fine and Coarse Aggregates

Fine and Coarse Aggregate meets sizing requirements per

ASTM C33.

At beginning of placing each mix.

At change in mix design.

At least every 100 yd3 of placing a mix.

Aggregate Fines content

ASTM C117 Materials Finer than 75-μm (No. 200) Sieve in Mineral Aggregates by Washing

Fine aggregate meet specified allowable fines content (material passing No. 200 sieve)

At beginning of placing each mix.

At change in mix design.

At least every 100 yd3 of placing a mix.

Aggregate moisture content

ASTM C566 Total Evaporable Moisture Content of Aggregate by Drying

Verify that moisture meter at batch plant is accurate with the material batched.

At beginning of placing each mix.

At change in mix design.

At least every 100 yd3 of placing a mix.

PART 3 EXECUTION

3.01 PREPARATION

A. Remove standing water, mud, and debris from foundation surfaces to be covered by concrete.

B. Prepare rock surfaces free from oil, objectionable coatings, and loose, semidetached, and unsound fragments. Immediately before placement of concrete, wash rock surfaces with an air-water jet and dry to a uniform surface-dry condition.

C. Prepare earth foundations free from frost or ice.

D. Thoroughly moisten surfaces of absorptive foundations to be covered with concrete so that moisture will not be drawn from fresh concrete. Keep subgrade moisture uniform without puddles or dry areas.

E. Clean, roughen, and surface dry surfaces of construction joints to be covered with fresh concrete.

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1. Remove laitance, loose or defective concrete, coatings, sand, curing compound, and other foreign material.

2. Sandblast, steel shotblast, or high-pressure water jet surfaces, or use other method approved by COR to create a surface equivalent to or larger than CSP 5 in accordance with ICRI 310.2.

3. Wash surface thoroughly, and surface dry immediately before placement of adjoining concrete.

3.02 PLACING

A. Notify COR at least 24 hours before placing concrete.

B. Do not place concrete without approval of COR.

C. Place concrete in presence of COR.

D. Place concrete under the direct supervision of a qualified flatwork foreman.

E. Allow at least 7 days between adjacent placements, or as approved by COR.

F. Furnish legible and digitized batch ticket with each batch of concrete in accordance with ASTM C94. Ticket shall include additions made to the load after batching (water, air adjustment, admixtures). Deliver ticket to COR at jobsite during batch delivery.

G. Do not use aluminum pipes and chutes for placing or pumping concrete.

H. Adding water to concrete batch at the site will be allowed only once and only when approved by the COR.

1. Additional water shall be added before concrete is discharged.

2. Do not exceed specified water to cement ratio.

3. After water is added, concrete shall be mixed for at least 30 revolutions of the mixer drum at mixing speed.

4. Record added water on the batch ticket to nearest gallon.

I. Adding air entraining admixtures to concrete batch at the site will be allowed only once when approved by the COR.

1. After air entraining admixture is added, concrete shall be mixed for a minimum of

30 revolutions of the mixer drum at mixing speed.

2. Take slump and air content after air-entraining admixture addition and additional revolutions.

3. Record added air entraining admixture on the batch ticket to nearest ounce.

J. Do not use concrete which has become so stiff that concrete cannot be properly placed.

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K. Place formed concrete in continuous, approximately horizontal layers. Do not exceed 20 inches in depth of layers.

L. Vibrate concrete until concrete has been consolidated to maximum practical density, is free from pockets of coarse aggregate, and closes snugly against surfaces of forms and embedded materials. Do not use vibrators to move concrete within forms.

M. Hot Weather:

1. Place concrete in accordance with ACI 305.1.

2. Protect reinforcing steel so that steel temperature does not exceed ambient air temperature immediately before placing concrete.

3. Fog spray forms, reinforcing steel, and subgrade just before placing concrete.

Keep subgrade moisture uniform without puddles or dry areas.

N. Cold Weather:

1. Place concrete in accordance with ACI 306.1.

2. Do not place concrete on frozen subgrade or subgrade containing frozen materials.

3.03 FINISHING

A. Notify COR before finishing concrete.

B. Finish concrete in presence of Government inspector unless inspection is waived in each specific case.

C. Finishing for the placements shall be performed under the direct supervision of a qualified flatwork foreman.

D. Finish surfaces as specified in Table 03 30 00F- Formed Surfaces and Table 03 30 00G- Unformed Surfaces.

E. Where finishes are not specified for a particular surface, finish concrete as specified for similar work.

F. Formed Surfaces:

1. Finish class is designated by symbols F1, F2, and F3.

2. Finish F1:

a. Applies to formed surfaces to be covered by fill material, grout, or concrete, and construction joint surfaces as specified in Table 03 30 00F - Formed Surfaces.

b. Protect form tie rod ends on surfaces in contact with fill material from moisture where they will be below the water table or waterline.

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1) Recess tie rod ends and fill recess with dry pack or other material approved by COR.

c. Cut off flush with formed surface form tie rod ends on surfaces in contact with concrete or fill material and above maximum water table or waterline elevation.

3. Finish F2:

a. Applies to exposed formed surfaces not permanently concealed by fill material, grout, or concrete, and not required to receive finish F3, and to contraction joint surfaces and expansion joint surfaces as specified in Table 03 30 00F- Formed Surfaces.

1) Recess tie rod ends and fill recess with dry pack or other material approved by COR.

4. Finish F3:

a. Applies to formed surfaces with special appearance requirements, such as surfaces exposed to view, as specified in Table 03 30 00F - Formed Surfaces.

b. After required patching and correction of imperfections has been completed, sack rub surface as follows:

1) Thoroughly wet surface and sack rub while surface is still damp.

2) Use mortar consisting of 1 part cement; 2 parts, by volume, of sand passing a No. 16 screen; and enough water so that mortar has consistency of thick cream. Blend standard cement with white cement as necessary to obtain a color which will match surrounding concrete surface.

3) Thoroughly rub mortar over area with clean burlap or a sponge rubber float to fill pits, bugholes, and other defects.

4) While mortar in pits is still plastic, rub surface with a dry mix of above proportions and material to remove excess plastic material and place enough dry material in the pits to stiffen and solidify mortar so that filling will be flush with surface. Remove material remaining on surface except material within pits.

5) Continue curing surface as specified.

G. Unformed Surfaces:

1. Do not use dry portland cement or additional water during finishing.

2. Do not use "jitterbugs" or other tools to force coarse aggregate away from surface.

3. Finish class is designated by symbols U1, U2, U3, or broom finish.

4. Finish U1 (Screeded Finish):

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a. Applies to unformed surfaces to be covered by fill material, grout, or concrete as specified in Table 03 30 00G - Unformed Surfaces.

b. Use as first stage of finish U2 and U3.

c. After concrete is placed and consolidated, strike off and level concrete to produce even uniform surface.

5. Finish U2 (Floated Finish):

a. Applies to unformed surfaces not permanently concealed by fill material, grout, or concrete, and not required to receive finish U3, as specified in Table 03 30 00G - Unformed Surfaces.

b. Begin floating as soon as screeded surface has sufficiently stiffened and bleed water sheen has disappeared.

c. Use hand- or power-driven equipment.

d. Finish surface with minimum floating necessary to produce a surface that is free of screed marks and is uniform in texture.

e. Use as second stage of finish U3. Floating shall bring a small amount of mortar without excess water to the surface, so as to permit effective troweling.

6. Finish U3 (troweled finish):

a. Applies to unformed surfaces where appearance and porosity is considered by Government to be of special importance as specified in Table 03 30 00G - Unformed Surfaces.

b. Begin steel troweling after bleed water has disappeared and floated surface has sufficiently hardened to prevent an excess of fine material from being drawn to surface.

c. Trowel with firm pressure to flatten sandy texture of floated surface.

d. Trowel to a dense uniform surface free from blemishes and trowel marks.

Do not excessively trowel surface.

7. Broomed Finish:

a. Apply light broom finish in direction with slope immediately after concrete receives U2 finish.

b. Edge transverse joints before brooming.

c. Produce a scored surface by brooming with a fiber-bristle brush in a direction transverse to that of the traffic with adjacent strokes slightly overlapping.

d. Finished surface shall have a uniform appearance and shall be free of abrupt corrugation exceeding 1/8 inch in depth.

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e. Brooming shall eliminate the flat surface left by the surface face of the edger.

8. Slope interior surfaces for drainage where shown on drawings or as determined by COR. Slope surfaces exposed to the weather for drainage as determined by COR.

9. Slope narrow surfaces, such as tops of walls and curbs, approximately 3/8 inch-per foot of width, unless use of other slopes or level surface is indicated on drawings or is determined by COR.

a. Slope broader surfaces; such as walks, platform, and decks; approximately

1/4 inch-per foot unless use of other slopes or level surfaces is indicated on drawings or is determined by COR.

3.04 JOINTS AND EDGES

A. Construction Joints (CJ):

1. Construction joints are joints which are purposely placed in concrete to facilitate construction, reduce initial shrinkage stresses and cracks, allow time for installation of embedded metalwork, or allow for subsequent placing of other concrete.

2. Bond is required at construction joints regardless of whether or not reinforcement is continuous across joint.

3. Locate construction joints where shown on drawings. Relocation, addition, or elimination of construction joints will be subject to approval by the Engineer of Record.

4. Clean, roughen, and surface dry surfaces of construction joints to be covered with fresh concrete. See Preparation article.

5. Do not use a mortar layer on construction joints.

B. Contraction Joints (Cr.J):

1. Contraction joints are joints placed in concrete to provide for volumetric shrinkage of a monolithic unit or movement between monolithic units.

2. Construct contraction joints so no bond exists between concrete surfaces forming the joint.

a. Construct contraction joints by placing concrete on one side of joint and allowing it to set before concrete is placed on other side of joint.

b. Coat surface of concrete first placed at contraction joint with curing compound that prevents bond before placing concrete on other side of joint.

3. Except as provided for dowels, reinforcement is not continuous across a contraction joint.

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C. Control joints (Ct.J):

1. Control joints are joints placed in concrete to provide for control of initial shrinkage stresses and cracks of monolithic units.

2. Construct control joints so no bond exists between concrete surfaces forming the joint.

a. Construct control joints by placing concrete on one side of joint and allowing it to set before concrete is placed on other side of joint.

b. Coat surface of concrete first placed at control joint with curing compound that prevents bond before placing concrete on other side of joint.

c. Reinforcement is continuous across tooled or saw cut control joints.

D. Expansion Joints (EJ):

1. Expansion joints as shown on drawings:

a. Form joint in concrete.

b. Fill joint with neoprene sponge rubber joint filler.

c. Butt sections of filler with tight-fitting butt joints.

E. Edges:

1. Permanently exposed concrete, except slabs and top edges of curbs: Chamfer edges with a 45 degree bevel 3/4- by 3/4 inch; unless otherwise shown on drawings.

2. Exposed Edges of Slabs and Top Edges of Curbs: Tool to a radius of 1/4 inch unless shown otherwise on drawings.

F. Preformed joints consisting of plastic or metal strips not allowed.

3.05 STRUCTURAL DEVIATIONS AND SURFACE TOLERANCES

A. Structural deviations are defined as allowable variations from specified lines, grades, and dimensions.

B. Surface tolerances are defined as maximum allowable magnitude of surface irregularities.

C. Specified structural deviations and surface tolerances are consistent with modern construction practice and governed by effects that permissible variations may have upon a structure. COR reserves the right to diminish specified structural deviations and surface tolerances where such variations impair structural action, operational function, or architectural appearance of a structure or portion of structure.

D. Construct concrete within stated variations even though more than one may be specified.

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1. Specified variation for one element of a structure will not apply when it will permit another element of same structure to exceed its allowable variation.

2. Where variations are not specified or shown on drawings for a particular structure, variations shall be those specified for similar work. As an exception to clause at FAR 52.236-21, Specifications and Drawings for Construction, specific tolerances shown on drawings in connection with any dimension shall govern.

E. Structural Deviations:

1. Check variations from specified lines, grades, and dimensions in hardened concrete to determine that structures are within specified tolerances in Table 03 30 00C - Deviations from Specified Lines, Grades, and Dimensions.

2. Variation is distance between actual position of structure or any element of structure and specified position in plan for structure or particular element.

a. Plus or minus variations, shown as +/-, indicate a permitted actual position up or down and in or out from specified position in plan.

b. Variations not designated as (+) or (-) indicate maximum deviation permitted between designated successive points on completed element of construction.

3. Specified position in plan is defined as lines, grades, and dimensions described in these specifications, shown on drawings, or prescribed by COR.

Table 03 30 00C- Deviations From Specified Lines, Grades, and Dimensions

A. STRUCTURES

1. Footings:

(a) Variation in length and width dimensions from those specified.

(b) Horizontal misplacement or eccentricity:

(c) Reduction in thickness from that specified

Minus 1/2 inch Plus 2 inches

2 percent of footing width in direction of misplacement, but not more than 2 inches

5 percent of specified thickness, not to exceed 1 inch

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Table 03 30 00C- Deviations From Specified Lines, Grades, and Dimensions

2. Variation from plumb or specified batter for lines and surfaces of walls:

(a) When overall height of line or surface is:

Less than 10 feet

10 feet or more

(b) For any two successive intermediate points on the line or surface separated by:

10 to 20 feet, inclusive More than 20 feet plus or minus 1/4 inch plus or minus 3/8 inch

1/4 inch 3/8 inch

3. Variation from level or specified grades for slabs:

(a) When overall length of line or surface is:

Less than 10 feet

10 to 20 feet, inclusive

More than 20 feet

(b) For any two successive intermediate points on the line or surface separated by:

10 to 20 feet, inclusive More than 20 feet plus or minus 1/4 inch plus or minus 3/8 inch plus or minus 3/4 inch

1/4 inch 3/8 inch

4. Variation in cross-sectional dimensions from those specified and in thicknesses of slabs and walls from those specified.

Minus 1/4 inch Plus 1/2 inch

5. Variation from specified elevation for top of concrete for Foundations, slabs, stairs, walkways and walls.

plus or minus 1/2 inch

F. Surface Irregularities:

1. Bulges, depressions, and offsets are defined as surface irregularities or roughness.

2. Surface irregularities are classified as "abrupt" or "gradual" and allowable tolerances are specified in Table 03 30 00D - Surface Tolerances.

a. A surface tolerance is designated by a capital "T" followed by a number 1 through 5.

b. Surface tolerance designations are separate from surface finishes and structural deviations.

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3. Abrupt Surface Irregularities:

a. Abrupt surface irregularities are defined as offsets such as those caused by misplaced or loose forms in which maximum dimension of irregularity perpendicular to surface is greater than maximum dimension of irregularity in plane of surface.

b. Abrupt surface irregularities include all incidences of isolated surface irregularities which exceed specified gradual irregularities.

4. Gradual Surface Irregularities:

a. Gradual surface irregularities are defined as bulges and depressions resulting in gradual changes on surface.

b. Gradual surface irregularities are further defined as isolated undulations on surface. Maximum dimension of undulation perpendicular to surface is small relative to maximum dimension of undulation in plane of surface.

5. Check magnitude of surface irregularities of formwork and finished surfaces to ensure that surfaces are within specified tolerances.

G. Surface Tolerances:

Table 03 30 00D - Surface Tolerances Concrete surface Maximum allowable surface irregularity tolerance Abrupt Gradual

T1 1 inch 1/4 inch/inch T2 1/2 inch 1/8 inch/inch T3 1/4 inch 1/16 inch/inch T4 1/8 inch 1/32 inch/inch

H. Repair of hardened concrete not within specified tolerances.

1. Repair hardened concrete which is not within specified tolerances to bring it within those tolerances.

2. Perform repair after consultation with a Government inspector regarding method of repair. Notify COR as to time when repair will be performed.

3. Repair concrete which will be exposed to view in a manner which will result in a concrete surface with uniform appearance.

a. When grinding surfaces exposed to view, limit depth of grinding such that no aggregate particles are exposed more than 1/16 inch in cross section at finished surface.

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b. Where grinding has caused or will cause exposure of aggregate particles greater than 1/16 inch in cross section at finished surface, repair concrete by excavating and replacing concrete.

I. Field Verification of Surface Tolerances:

1. Determine compliance of a surface with specified surface tolerances.

2. Evaluate surface roughness.

a. Measure roughness height or depth and check for compliance with values specified in Table 03 30 00D - Surface Tolerances and Table 03 30 00C - Deviations from Specified Lines, Grades, and Dimensions.

b. When measured height or depth of roughness is less than value in abrupt tolerance specification and height or depth of roughness does not cause structure to exceed any applicable value specified in Table 03 30 00C - Deviations from Specified Lines, Grades, and Dimensions, surface roughness is acceptable.

c. When roughness height or depth exceeds abrupt tolerance…