C0853_-_Amendment_No._002_-_Specs.pdf

Amendment 0002 Madera Low Flow Valve Specifications No. 20-C0853

Table of Contents

00 01 10 - 1

SECTION C - DESCRIPTION / SPECIFICATIONS

TABLE OF CONTENTS

DIVISION 01 - GENERAL REQUIREMENTS

01 11 00 Summary of Work 01 14 10 Use of Site 01 14 30 Interruption of Service 01 32 10 Construction Program 01 33 00 Submittals 01 33 26 Electrical Drawings and Data 01 35 10 Safety Data Sheets 01 35 20 Safety and Health 01 35 22 First Aid and Communication 01 35 30 Contractor’s Onsite Safety Personnel 01 42 10 Reference Standards 01 46 00 Quality Procedures 01 51 00 Temporary Utilities 01 54 20 Use of Government Crane 01 55 00 Vehicular Access and Parking 01 55 20 Traffic Control 01 56 10 Protection of Existing Installations 01 57 20 Environmental Controls 01 57 30 Water Pollution Control 01 57 60 Protected Species 01 60 00 Product Requirements 01 74 00 Cleaning and Waste Management 01 78 30 Project Record Documents

DIVISION 02 - EXISTING CONDITIONS

02 83 34 Manual Removal of Lead Containing Paint Coated Metal Components

DIVISION 03 - CONCRETE

03 15 15 Elastomeric Bearing Pads 03 20 00 Concrete Reinforcing 03 20 30 Epoxy Grouted Bars 03 30 00 Cast-In-Place Concrete 03 62 20 Nonshrink Grout for Equipment and Metalwork

DIVISION 09 - FINISHES

09 96 20 Coatings

Table of Contents

00 01 10 - 2

DIVISION 25 - INTEGRATION AUTOMATION

25 00 01 Control and Monitoring 25 08 10 Automation System Testing, Acceptance, and Training

DIVISION 26 - ELECTRICAL

26 05 02 Basic Electrical Materials and Methods 26 05 20 Conductors and Cables 26 05 33 Raceways and Boxes 26 60 00 Removal and Reinstallation of Electrical Connections to Valve Motor Operator

DIVISION 31 - EARTHWORK

31 03 20 Canal Backwater Barrier

DIVISION 32 - EXTERIOR IMPROVEMENTS

32 12 22 Asphalt Concrete Pavement

DIVISION 35 - WATERWAY AND MARINE CONSTRUCTION

35 22 23 Removal of Existing Hollow-Jet Valve 35 22 25 Fixed-Cone Valve

DIVISION 51 - INFORMATION AVAILABLE TO OFFERORS

51 00 00 Information Available to Offerors 51 00 10 Report of Laboratory Analysis 51 00 20 Load Rating of Cottonwood Creek Bridge 51 00 30 Electric Room Photographs

DIVISION 52 - DRAWINGS

52 00 00 Drawings

END OF CONTENTS

Cast-In-Place Concrete

03 30 00 - 1

SECTION 03 30 00

CAST-IN-PLACE CONCRETE

PART 1 GENERAL

1.01 MEASUREMENT AND PAYMENT

A. Concrete:

1. Payment: Lump sum price offered in the Price Schedule.

a. Includes cost of labor and materials, including reinforcing bars and cementitious materials.

b. Includes 4 concrete valve storage blocks as shown on the drawings.

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-08 Guide to Durable Concrete

2. ACI 301-10 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 318-11 Building Code Requirements for Structural Concrete

B. ASTM International (ASTM)

1. ASTM C31/C31M-15 Making and Curing Concrete Test Specimens in the Field

2. ASTM C33/C33M-13 Concrete Aggregates

3. ASTM C39/C39M-15a Compressive Strength of Cylindrical Concrete Specimens

03 30 00 - 2

4. ASTM C42/C42M-13 Obtaining and Testing Drilled Cores and Sawed Beams of Concrete

5. ASTM C94/C94M-15a Ready-Mixed Concrete

6. ASTM C114-15 Chemical Analysis of Hydraulic Cement

7. ASTM C117-13 Materials Finer than 75-µm (No. 200) Sieve in Mineral Aggregates by Washing

8. ASTM C136-14 Sieve Analysis of Fine and Coarse Aggregates

9. ASTM C138/C138M-14 Density (Unit Weight), Yield, and Air Content (Gravimetric) of Concrete

10. ASTM C143/C143M-15 Slump of Hydraulic-Cement Concrete

11. ASTM C150/C150M-15 Portland Cement

12. ASTM C171-07 Sheet Materials for Curing Concrete

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

14. ASTM C260/C260M-10a Air-Entraining Admixtures for Concrete

15. ASTM C295/C295M-12 Petrographic Examination of Aggregates for Concrete

16. ASTM C309-11 Liquid Membrane-Forming Compounds for Curing Concrete

17. ASTM C494/C494M-15a Chemical Admixtures for Concrete

18. ASTM C566-13 Total Evaporable Moisture Content of Aggregate by Drying

19. ASTM C595/C595M-15e1 Blended Hydraulic Cements

20. ASTM C618-15 Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete

21. ASTM C920-14a Elastomeric Joint Sealants

22. ASTM C989/C989M-14 Slag Cement for Use in Concrete and Mortars

23. ASTM C1017/C1017M-13e1 Chemical Admixtures for Use in Producing Flowing Concrete

24. ASTM C1064/C1064M-12 Temperature of Freshly Mixed Hydraulic- Cement Concrete

25. ASTM C1260-14 Potential Alkali Reactivity of Aggregates (Mortar-Bar Method)

03 30 00 - 3

26. ASTM C1293-08b(2015) Determination of Length of Change of Concrete Due to Alkali-Silica Reaction

27. ASTM C1315-11 Liquid Membrane-Forming Compounds Having Special Properties for Curing and Sealing Concrete

28. ASTM C1567-13 Determining the Potential Alkali-Silica Reactivity of Combination of Cementitious Materials and Aggregate (Accelerated Mortar-Bar Method)

29. ASTM C1602/C1602M-12 Mixing Water Used in the Production of Hydraulic Cement Concrete

30. ASTM D1752-04a(2013) Preformed Sponge Rubber Cork and Recycled PVC Expansion Joint Fillers for Concrete Paving and Structural Construction

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

1. COE CRD-C662-10 Determining the Potential Alkali-Silica Reactivity of Combinations of Cementitious Materials, Lithium Nitrate Admixture and Aggregate (Accelerated Mortar-Bar Method)

D. International Concrete Repair Institute (ICRI)

1. ICRI 310.2-13 Guide for Selecting and Specifying Concrete Surface Preparation for Sealers, Coatings, and Polymer Overlays (formerly No. 03732)

E. Bureau of Reclamation (USBR)

1. USBR M-47 Repair of Concrete, August 1996 (Appendix A of “Guide to Concrete Repair” available at http://www.usbr.gov/tsc/techreferences/man ds/mands-pdfs/guide.pdf

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

F. NSF International (NSF)

1. NSF 61-14a Drinking Water System Components - Health Effects

1.05 SUBMITTALS

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

03 30 00 - 4

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

1. Mix Design:

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.

Certify that admixtures:

a) Contain no purposefully added chlorides.

b) Chloride ion limits in accordance with ACI 201.2R.

4) 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:

a) Test data: ACI 301, paragraph 4.2.3.4.

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

c) 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, 3 six-inch diameter cylinders each at 7 and 28 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. Less than 12 months old.

c. Certifications and test reports:

1) Cementitious materials manufacturer.

2) Aggregate producer for:

03 30 00 - 5

a) ASTM C33 physical properties.

b) ASR testing reports for each aggregate source.

3) Mixing water: ASTM C1602.

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

C. RSN 03 30 00-2, Certifications:

1. NRMCA Certification of Production Facilities. NRMCA certification shall include automatic digital recording of cementitious materials, aggregate, water, and chemical admixtures.

2. ACI Aggregate Testing Technician certification(s).

3. ACI Concrete Flatwork Finisher certification(s).

4. ACI Concrete Field Testing Technician certification(s).

5. ACI Concrete Strength Testing Technician certification(s).

D. RSN 03 30 00-3, Cementitious Materials Certification and Test Reports:

1. Less than 3 months old.

2. Certify materials were tested during production or transfer in accordance with specified reference standards.

E. RSN 03 30 00-4, Test Reports:

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

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

1.06 QUALIFICATIONS

A. Ready mix plant: Certified by NRMCA. NRMCA certification shall include automatic digital recording of cementitious materials, aggregate, water, and chemical admixtures.

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

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

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

03 30 00 - 6

1.07 DELIVERY, STORAGE, AND HANDLING

A. Furnish legible and digitized batch ticket with each batch of concrete in accordance with ASTM C94. Deliver ticket to COR at jobsite during batch delivery.

PART 2 PRODUCTS

2.01 CEMENTITIOUS MATERIALS

A. Portland Cement:

1. ASTM C150, Type II.

a. Meet equivalent alkalies requirements of ASTM C150 - Table 2.

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:

1. ASTM C595, Type HS.

2. Meet equivalent alkalies requirement of ASTM C595, Table 2, Option G. or Table 3.

C. SCM:

1. Pozzolan:

a. ASTM C618, Class F:

1) Except:

a) Sulfur trioxide, maximum: 4.0 percent.

b) Loss on ignition, maximum: 2.5 percent.

2) In addition:

a) Meets Effectiveness in Controlling Alkali-Silica Reaction in Table 3 Supplementary Optional Physical Requirements of ASTM C618.

b) Calcium oxide, maximum: 8.0 percent.

c) Pozzolan “R” factor less than 2.5. Pozzolan with this “R” factor shall not decrease sulfate resistance of concrete.

i. R (C-5)/F

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

03 30 00 - 7

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

2. Slag Cement:

a. ASTM C989, Grade 120.

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 ASR.

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 14 day readings after the zero readings.

c. Expansion is no greater than 0.10 percent: Aggregates are acceptable.

d. Expansion is greater than 0.10 percent:

1) Test aggregates according to ASTM C1567 using components (e.g.

coarse aggregate, fine aggregate, cementitious materials, and ASR inhibiting admixtures) in proportions proposed for mixture design.

a) For mixes using lithium admixtures use test procedure

COE CRD-C 662.

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

03 30 00 - 8 aggregates will not experience deleterious expansion.

2) Use tested materials. Materials may be rejected if they do not match tested materials.

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

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

D. Appropriate for use in accordance with ASTM C295.

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 C1017, Type I or II.

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

C. Specialized Chemical Admixtures:

1. When batch plant has not previously used a specialized chemical admixture, admixture manufacturer shall provide on-site representative to assist with mix design and to trial 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. Alkali Silica Reaction (ASR) Inhibiting Admixture:

a. Lithium Nitrate Admixture for ASR mitigation of reactive aggregates having the following characteristics:

1) Meets NSF 61.

2) Nominal 30 percent aqueous solution of Lithium Nitrate.

a) Density: 10 pounds per gallon or 1.2 kilograms per liter.

b) Approximate chemical constituents (percent by mass):

i. LiNo3 (Lithium Nitrate): 30 plus or minus 0.5.

ii. SO4-2 (Sulfate Ion), maximum: 0.1.

03 30 00 - 9

iii. Cl- (Chloride Ion), maximum: 0.2.

iv. NA+ (Sodium Ion), maximum: 0.1.

v. K+ (Potassium Ion), maximum: 0.1.

b. Coordinate with manufacturer regarding Lithium Nitrate dosage.

c. Do not use Lithium Nitrate Admixture for concrete in continuous or nearly continuous contact with water.

4. Extended Set Control Admixture:

a. Delvo Stabilizer manufactured by BASF Construction Chemicals, Inc., www.basf-admixtures.com; 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. Include admixture on 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 project by qualified concrete technician.

2.05 CURING MATERIALS

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

B. Curing Compound: ASTM C309.

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. White Burlap-polyethylene Sheeting: ASTM C171.

2.06 ACCESSORIES

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

B. Evaporation Control:

1. MasterKure ER 50 manufactured by BASF Construction Chemicals, Inc., www.basf-admixtures.com; or equal having the following essential characteristics:

03 30 00 - 10

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

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 finishing aid.

2.07 MIX

A. The Contractor shall use the mix provided in Table 03 30 00A - Concrete Mixes:

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 30 00A - Concrete Mixes.

2. Specified portland cement plus specified slag cement by percent weight specified in Table 03 30 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 30 00A - Concrete Mixes.

C. Design concrete mixe 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.

03 30 00 - 11

Table 03 30 00A - Concrete Mixes

Mix No

Feature f’c (pound s per square inch)

Max w/c*

NMSA**

Percent

SCM***

A: Class F Pozzolan B: Slag Cement C: Silica Fume

Slump (in)

Air Content

Notes

1 Concrete 4500 at days

0.45 No. 57, or 67

A or B: 20 plus or minus 5

2 to 4 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.

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. Submit design mixes for each type and strength of concrete substantiated by either laboratory trial batch or field performance methods as specified in ACI 301. For 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 pounds per square inch (psi).

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: 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.

03 30 00 - 12

C. Cold Weather: When air temperature has fallen to or is expected to fall below 40 degrees Fahrenheit, 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 concrete mixture temperature of not less than 50 degrees Fahrenheit.

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.

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 Fahrenheit (10 to 32 degrees Celsius).

2.10 CONTRACTOR QUALITY TESTING

1. Contractor shall perform sampling, testing, and reporting as required in Table 03 30 00B - Batch Plant Testing Personnel conducting tests: Qualified as ACI Aggregate Testing Technician, Level 1; or equal.

B. Perform tests at least as often as 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 passing test to COR within 24 hours. Submit reports of test results as specified.

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.

03 30 00 - 13

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.

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)

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.

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 air-water jet and dry to 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.

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

03 30 00 - 14

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 the COR.

C. Place concrete in presence of COR.

D. Placing concrete shall be performed under direct supervision of a Craftsman certified as ACI Concrete Flatwork Finisher.

1. A minimum of one certified ACI Concrete Flatwork Finisher is required at each placing operation.

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

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

G. Adding water to concrete batch at 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 mixer drum at mixing speed.

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

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

1. After air entraining admixture is added, concrete shall be mixed for minimum of 30 revolutions of 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 batch ticket to nearest ounce.

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

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

03 30 00 - 15

K. 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.

L. 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.

M. 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 shall be performed under direct supervision of Craftsman certified as ACI Concrete Flatwork Finisher.

1. A minimum of one certified ACI Concrete Flatwork Finisher is required at each finishing operation.

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 or shown on drawings for a particular surface, finish concrete as specified for similar work.

F. Formed Surfaces:

1. Finish class is designated by symbols F4.

2. Finish F4:

a. Applies to formed surfaces with accurate alignment and evenness of surface requirements to eliminate destructive effects of water as specified in Table 03 30 00F - Formed Surfaces.

G. Unformed Surfaces:

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

03 30 00 - 16

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.

4. Finish U1 (Screeded Finish):

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 surface that is free of screed marks and is uniform in texture.

e. Use as second stage of finish U3. Floating shall bring small amount of mortar without excess water to 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 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. Slope interior surfaces for drainage where shown on drawings or as directed by COR. Slope surfaces exposed to weather for drainage as directed by COR.

8. 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 directed by the COR.

9. 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 directed by the COR.

03 30 00 - 17

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 COR.

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.

C. Edges:

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

2. Exposed edges of slabs and top edges of curbs: Tool to radius of 1/4-inch.

D. 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.

03 30 00 - 18

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.

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 dimension shall govern.

E. Structural Deviations:

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

2. Variation is distance between actual position of structure or 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.

03 30 00 - 19

Table 03 30 00_ - Deviations from Specified Lines, Grades, And Dimensions

A. STRUCTURES

1. Footings:

(a) Variation of length and width dimensions from those specified

(b) Misplacement or eccentricity:

(c) Reduction in thickness from that specified

-1/2-inch +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

2. Variation in cross-sectional dimensions of columns, piers, slabs, walls, beams, and similar parts of structure(s) in 3. above from those specified

-1/4-inch +1/2-inch

03 30 00 - 20

Table 03 30 00_ - Deviations from Specified Lines, Grades, And Dimensions

4. Variation from level or specified grades for slabs;

beams; horizontal grooves; railing offsets; and diaphragms:

(a) Exposed construction:

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

Less than 10 feet 10 feet or more

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

10 to 20 feet, inclusive More than 20 feet

(b) Buried construction:

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

Less than 10 feet 10 feet or more

(2) 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 3/8-inch plus or minus 1/2-

3/8-inch 1/2-inch plus or minus 3/4-plus or minus 1-

3/4-inch 1-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.

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

03 30 00 - 21 perpendicular to surface is greater than maximum dimension of irregularity in plane of surface.

b. Abrupt surface irregularities include 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

T5 1/32-inch 1/120-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 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 manner which will result in 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.

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:

03 30 00 - 22

1. Determine compliance of 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 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 specification, determine roughness slope for comparison to gradual tolerance specification.

1) Measure roughness length and determine roughness slope by dividing roughness height or depth by roughness length (see Figure 1).

2) When roughness slope is greater than slope specified by gradual tolerance specification, surface roughness is unacceptable.

3) When roughness slope is less than gradual slope specified and gradual roughness does not cause structure to exceed allowable structural deviations, surface roughness is acceptable.

03 30 00 - 23

03 30 00 - 24

J. Measuring Surface Roughness:

1. Examples below illustrate how to make necessary surface measurements for typical roughness.

2. Case 1 - Roughness Protruding above Surface:

a. Measure roughness protruding above surface with straightedge that is at least 20 times longer than roughness height being measured.

b. Position straightedge with one end resting on top of roughness, as shown in Figure 2 (case 1).

c. Determine roughness height by measuring maximum gap that occurs normal to straight edge.

d. Note position on the straightedge from which normal distance is measured.

e. To determine roughness length, measure distance along straightedge from point where the height was measured to point of contact between straightedge and top of roughness.

f. Roughness slope is defined as ratio of roughness height to roughness length.

g. As roughness is seldom symmetric, moving position of straightedge about roughness may be necessary to locate point where maximum height and slope exists.

3. Case 2 - Roughness Extending below the Surface:

a. A roughness occurring as an indentation to surface is measured by placing straightedge across indentation, as shown in Figure 2 (case 2).

b. Measure maximum gap between straightedge and surface and note location of measurement on straightedge.

c. From point of depth measurement, measure along straightedge in both directions to point of contact with surface.

d. Use shortest length measured as roughness length.

e. Divide roughness depth by roughness length to determine roughness slope.

03 30 00 - 25

03 30 00 - 26

K. Prevention of Repeated Failure to Meet Tolerances:

1. When concrete placements result in hardened concrete which does not meet specified tolerances, submit to COR an outline of preventive actions such as modifications to forms, modified procedure for setting screeds, and different finishing techniques to be implemented to avoid repeated failures. Submit when requested by COR.

2. Government reserves the right to delay concrete placements until preventive actions which have been approved by COR are implemented.

3.06 CURING

A. Water Curing:

1. Keep concrete surface wet for 14 days, minimum, from time concrete has attained sufficient set to prevent detrimental effects to surface.

2. Cure Methods:

a. Water-saturated material.

b. System of perforated pipes, mechanical sprinklers, or porous hose.

c. Other methods which will keep surfaces wet.

d. Subject to approval by COR.

B. Curing with Curing Compound:

1. Apply to concrete surface to provide water-retaining film. Reapply as necessary to maintain continuous, water-retaining film on surface for 28 days.

2. Thoroughly mix compound and spray apply in one coat to provide continuous, uniform film over surface.

3. Do not exceed coverage rate recommended by curing compound manufacturer.

Decrease coverage rate on rough surfaces as necessary to obtain required continuous film.

4. Ensure ample coverage on edges, corners, and rough surfaces.

5. Use spray equipment recommended by curing compound manufacturer.

C. Sheet Material Curing:

1. Includes curing with polyethylene film.

2. Thoroughly moisten concrete surface by lightly spraying with water as soon as concrete has hardened sufficiently to prevent damage.

3. Completely cover concrete surface with sheet material to provide airtight, water-retaining film over entire surface.

4. Lap edges of sheet material to seal adjacent sheets.

5. Place tightly against concrete surface at extreme edge of curing area.

03 30 00 - 27

6. Secure sheet material to withstand wind and prevent circulation of air inside sheet material.

7. Keep surface covered for 14 days, minimum.

3.07 CONTRACTOR FIELD QUALITY TESTING

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

- Field Testing.

1. Independent testing agency shall meet requirements specified in Section 01 46 20

- Testing Agency Services.

2. Personnel conducting plastic concrete field tests: Qualified as ACI Concrete Field Testing Technician, Grade 1; or equal.

3. Personnel conducting concrete specimen tests: Qualified as ACI Concrete Strength Testing Technician; or equal.

B. Perform tests at least as often as frequencies specified in Table 03 30 00E - Field Testing.

C. Notify COR immediately of test results showing failure of materials to meet specifications. Notify COR within 2 hours of test results showing materials meet specifications. Submit reports of test results as specified.

3.08 GOVERNMENT CONTRACT QUALITY ASSURANCE - FIELD

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

3.09 FIELD TESTING

Table 03 30 00E- Field Testing

TESTS OF TEST

STANDARD

STANDARD TITLE TESTING FREQUENCY

Fresh Concrete Properties -tests performed at site

ASTM C143

Slump of Hydraulic- Cement Concrete

1 set of tests per load for first two loads.

When tested concrete meets specifications, 1 set of tests each day of placement for each mixture for first 50 or less cubic yards, and 1 set of tests for each additional 100 cubic yards of concrete. Minimum of 1 set of tests per hour during placements.

When concrete does not meet specifications, test each load until 2 consecutive loads meet specifications, then resume testing frequency specified above.

ASTM C231 Air Content of Freshly Mixed Concrete by the Pressure Method (alternative to ASTM C138 gravimetric method)

ASTM C1064 Temperature of Freshly Mixed Hydraulic-Cement Concrete

03 30 00 - 28

Table 03 30 00E- Field Testing

TESTS OF TEST

STANDARD

STANDARD TITLE TESTING FREQUENCY

ASTM C138 Density (Unit Weight), Yield, and Air Content (Gravimetric) of Concrete

Compressive Strength, ASTM C31

ASTM C39

Making and Curing Concrete Test Specimens in the Field

Compressive Strength of Cylindrical Concrete Specimens

1 set of samples (6-inch by 12-inch) for each day of placement for each mixture for the first 50 or less cubic yards, and 1 set of samples for each additional 100 cubic yards of concrete.

A minimum of 5 samples for strength testing shall be made each time strength samples are collected.

2 additional field cured test cylinders during placement in adverse (hot or cold) weather.

Cure these samples on jobsite under same conditions as concrete the cylinders represent for minimum of 7 days, then transfer to testing laboratory until testing at strength design days.

Test 2 cylinders each at 7 days age and 2 cylinders at strength design age. Maintain last cylinder for testing in event that the strength design age test results fall below the required strength.

Concrete Cores ASTM C42 Obtaining and Testing Drilled Cores and Sawed Beams of Concrete

At discretion of the Government when cylinder strengths fail to meet minimum requirements.

The Contractor shall obtain core specimens in accordance with ASTM C42 at locations directed by COR, at no additional cost to the Government. The Contractor shall repair the core holes in accordance with USBR M-47 as directed by COR

A. Acceptance Criteria:

1. Cylinder Compressive Strength:

a. In accordance with ASTM C94, except as follows:

1) 90 Percent of test cylinders exceed specified compressive strength at design age.

2) Average compressive strength of six consecutive test cylinders exceeds specified compressive strength at design age.

03 30 00 - 29

3) No individual strength test falls below specified compressive strength by more than 500 pounds per square inch.

2. Drilled Concrete Cores:

a. Concrete in placement represented by core tests will be considered structurally adequate when average compressive strength of three cores is equal to at least 85 percent of specified compressive strength and no single core has a compressive strength of less than 75 percent of specified compressive strength.

3.10 PROTECTION

A. Protect concrete from damage until final acceptance by Government.

1. Do not load, remove forms or shoring, or backfill against concrete until concrete has gained sufficient strength to safely support its weight and imposed loads.

2. Protect fresh concrete against erosion from rain, hail, sleet, or snow;

contamination from foreign materials; and damage from foot traffic until the concrete has hardened.

3. Protect concrete from heavy foot traffic and other construction activities by covering with plywood or other suitable material. Remove and dispose of temporary covering when no longer required.

B. Protect concrete when freezing temperatures are imminent:

1. Maintain concrete at a temperature of 50 degrees Fahrenheit (10 degrees Celsius) or greater for 72 hours, minimum, after placement. Vent heater and prevent concrete from drying where artificial heat is employed.

2. Protect concrete from freezing during water curing. After discontinuance of water curing, maintain at a temperature of 50 degrees Fahrenheit (10 degrees Celsius) or greater for next 72 hours.

3. Discontinue protection against cold weather such that the drop in temperature of the concrete will be gradual and will not exceed 5 degrees Fahrenheit per hour and 40 degrees Fahrenheit in 24 hours.

3.11 REPAIR

A. Repair concrete in accordance with USBR M-47.

B. Use repair or replacement method directed by COR.

03 30 00 - 30

3.12 FINISH, SURFACE TOLERANCES, AND CURING SCHEDULES

Table 03 30 00F - Formed Surfaces

Surface Finish Maximum Allowable Tolerances

Acceptable Curing Methods

Surfaces exposed prominently to view or where appearance is important

F3 T5 ASTM C1315 Class A Clear curing compounds, water-emulsified resin-base if outdoors

Table 03 30 00G - Unformed Surfaces

Surface Finish Maximum Allowable Tolerances

Acceptable Curing Methods

Outdoor equipment slabs and foundations

U2 T3 White ASTM C309 Class A or B curing compound, Polyethylene film or White Burlap-polyethylene sheet

END OF SECTION

Removal of Existing Hollow-Jet Valve

35 22 23 - 1

SECTION 35 22 23

REMOVAL OF EXISTING HOLLOW-JET VALVE

PART 1 GENERAL

1.01 MEASUREMENT AND PAYMENT

A. Removal of Existing Hollow-Jet Valve:

1. Payment: Lump sum price offered in the Price Schedule.

a. Includes cost of disposal of removed materials.

b. Includes cost of placement of existing hollow-jet valve in storage.

1.02 PROJECT CONDITIONS

A. Existing hollow-jet valve is a 96-inch-diameter valve.

B. Access for removing hollow-jet valve is through a 21-foot by 20-foot 10-inch grated hatch in the control deck above the valve.

C. Coordinate use of government crane in accordance with Section 01 54 20 - Use of Government Crane.

D. Use of government crane shall require valve disassembly and numerous picks.

E. Existing valve coatings contain hazardous materials. Test data taken from the coating is available in Section 51 00 10 – Report of Laboratory Analysis. Equipment and coatings shall be handled in accordance with Section 02 83 34 – Manual Removal of Lead Containing Paint Coated Metal Components.

1.03 SUBMITTALS

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

B. RSN 35 22 23-1, Valve and Adapter Removal Plan:

1. Contractor shall develop and submit for approval a Valve and Adapter Removal Plan.

a. Plan shall be approved prior to disassembly of the valve, adapter, or other appurtenances.

b. Plan shall include all details for the disassembly of the adapter, valve, appurtenances, and other items to be removed or relocated.

1) Include sizes, weights, locations, and calculations for each part of the plan.

35 22 23 - 2

2) Include details on the use of a crane or other lifting device to move the disassembled components from the valve vault to the access road.

3) Calculations shall be signed and stamped by a currently licensed and registered Professional Engineer in the State of California.

C. RSN 35 22 23-2, Transportation and Storage Plan:

1. Contractor shall develop and submit for approval a Transportation and Storage Plan.

a. Plan shall be approved prior to disassembly of the valve, adapter, or other appurtenances.

b. Plan shall include all details for the temporary storage, loading, transportation, unloading, and permanent storage of the valve and adapter at the location shown on the drawings, as approved by the COR.

1) Include sizes, weights, locations, and calculations for each part of the plan.

c. Include details on the use of a crane or other lifting device to load/lift the components onto the transport vehicle, and to unload/lift the components off the transport vehicle.

d. Include all details on the planned transport vehicle, including calculations showing that it can safely travel over the bridge on the access road.

1) Submit calculations for the transport vehicle and load that confirm it can safely cross the bridge on the access road.

2) See Section 51 00 20 – Load Rating of Cottonwood Creek Bridge.

e. Include a Traffic Control Plan.

1) Shall be in accordance with Section 01 55 20 – Traffic Control, and meet all requirements of that Section.

2) Include requirements for timing and access to Government property.

3) Include details on any flagging, signaling, or other temporary traffic control measures.

f. Calculations shall be signed and stamped by a currently licensed and registered Professional Engineer in the State of California.

35 22 23 - 3

PART 2 PRODUCTS

2.01 CONCRETE

A. Concrete in blocks used for storage shall be in accordance with Section 03 30 00 – Cast-in-Place Concrete, and reinforcement shall be in accordance with Section 03 20 00 – Concrete Reinforcement.

B. Elastomeric Bearing Pads shall be in accordance with Section 03 15 15 – Elastomeric Bearing Pads.

PART 3 EXECUTION

3.01 REMOVAL

A. Remove existing hollow-jet valve and appurtenant equipment at the site as shown on the drawings and as directed by the COR. Coating on existing steel may contain hazardous materials. See Section 02 83 34 – Manual Removal of Lead Containing Paint Coated Metal Components.

B. Temporarily remove backwater bulkhead, floor grating and appurtenant parts…