W912PL21B0003_Amendment0002_Specs-Final.pdf

(SEE ITEM 13)

Santa Ana Mainstem Prado Dam River Road Dike W912PL21B0003 Riverside County, CA

SF 30 BLOCK 14 CONTINUATION

SUMMARY OF CHANGES

DIVISION 01 – 48 - TECHNICAL SPECIFICATIONS

Section Number Section Title

00 01 10 TABLE OF CONTENTS

00 10 00 CONTRACT LINE ITEM NUMBER (CLIN) SCHEDULE

The following Line item quantities have been updated

CLIN 0017

CLIN 0025

CLIN 0026

CLIN 0027

03 30 57 CONTROLLED LOW-STRENGTH MATERIAL (CLSM)

Paragraph 3.2.1.2 DELETED

33 40 00 STORM DRAINAGE UTILITIES

Multiple areas were changed, see text in BOLD for changes

SF 30 CONTINUATION PAGE 1 OF 1

Santa Ana Mainstem Prado Dam River Road Dike

W912PL21B0003

SF-1442 - SOLICITATION AND AWARD

00 01 05 CERTIFICATION PAGE

00 01 10 Am1 Am2 00 10 00 Am2

00 21 00 INSTRUCTIONS

00 21 13 INSTRUCTIONS TO BIDDERS

00 45 00 REPRESENTATION AND CERTIFICATIONS

00 70 00 CONDITIONS OF THE CONTRACT

00 73 00 SUPPLEMENTARY CONDITIONS

00 73 46 WAGE RATES

01 11 00 01 22 00 01 32 01 01 33 00 01 35 26 01 42 00 01 45 00 01 45 01 01 50 00

01 57 19

01 74 19 CONSTRUCTION AND WASTE MANAGEMENT AND DISPOSAL

01 78 00

03 30 00 03 30 57 Am2

03 36 00 GROUTING STONE PROTECTION

05 50 15

31 00 00

31 05 19 GEOTEXTILES FOR EARTHWORK

31 09 13 Am1 31 11 00

31 23 19 DIVERSION AND CONTROL OF SURFACE WATER

31 63 29 DRILLED CONCRETE PIERS AND SHAFTS

32 11 23 32 12 17 32 31 13

DIVISION 32 - EXTERIOR IMPROVEMENTS

AGGREGATE BASE COURSE

HOT-MIX ASPHALT BITUMINOUS PAVEMENT

CHAIN LINK FENCES AND GATES

CAST-IN-PLACE CONCRETE

CONTROLLED LOW-STRENGTH MATERIAL (CLSM)

DIVISION 05 - METALS

CIVIL WORKS FABRICATIONS

DIVISION 31 - EARTHWORK

SOURCES FOR REFERENCE PUBLICATIONS

QUALITY CONTROL

TEMPORARY CONSTRUCTION FACILITIES AND CONTROLS

CLOSEOUT SUBMITTALS

DIVISION 03 - CONCRETE

TEMPORARY ENVIRONMENTAL CONTROLS (SANTA ANA RIVER BASIN)

RESIDENT MANAGEMENT SYSTEM CONTRACTOR MODE (RMS CM)

TABLE OF CONTENTS

DIVISION 01 - GENERAL REQUIREMENTS

SUMMARY OF WORK

PRICE AND PAYMENT PROCEDURES

PROJECT SCHEDULE

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

CONTRACT LINE ITEM NUMBER (CLIN) SCHEDULE

TABLE OF CONTENTS

SECTION 00 01 10

SUBMITTAL PROCEDURES

GOVERNMENTAL SAFETY REQUIREMENTS

EARTHWORK

GEOTECHNICAL INSTRUMENTATION AND MONITORING

CLEARING AND GRUBBING

19 August 2021

TABLE OF CONTENTS PAGE 1

Amendment 0002

W912PL21B0003

32 92 19 Am1 32 93 00

33 40 00 Am2

35 31 19

Am1

-- End of Project Table of Contents --

DIVISION 35 - STONE PROTECTION

STONE PROTECTION

SEEDING

EXTERIOR PLANTING

STORM DRAINAGE UTILITIES

DIVISION 33 - UTILITIES

APPENDIX A - UTILITY IMPROVEMENTS

19 August 2021

TABLE OF CONTENTS PAGE 2

Amendment 0002

W912PL21B0003

Item Description Quantity Unit Unit Price

Amount

0001 Well Abandonment 1 Job JA $

0002 Control of Surface Water 1 Job JA $

0003 Clear Site and Remove Obstructions 1 Job JA $

0004 Stripping 1,422,169 SF $ $

0005 Sound Wall 980 LF $ $

0006 Secant Pile Wall 1 JOB JA $

0007 Utility Improvements 1 Job JA $

0008 Excavation 70,080 CY $ $

0009 Overexcavation

0009A First 4,000 CY 4,000 CY $ $

0009B Over 4,000 CY 6,000 CY $ $

0010 Embankment Fill 74,190 CY $ $

0011 General Fill 49,046 CY $ $

0012 Filter Drain 823 CY $ $

0013 Monitoring Well 1 Job JA $

CONTRACTOR MUST FURNISH ALL PLANT, LABOR, MATERIAL,

EQUIPMENT, ETC. NECESSARY TO PERFORM ALL WORK IN STRICT

ACCORDANCE WITH THE TERMS AND CONDITIONS SET FORTH IN THE

CONTRACT TO INCLUDE ALL ATTACHMENTS THERETO.

SECTION 00 10 00

SOLICITATION CONTRACT LINE ITEM (CLIN) SCHEDULE

Bidding Schedule

19 August 2021 1 Amendment 0002

W912PL21B0003

Item Description Quantity Unit Unit Price

Amount

0014 Riprap 5,051 TON $ $

0015 Bedding 3,578 TON $ $

0016 Aggregate Base Course 3,233 TON $ $

0017 Hot Mix Bituminous Pavement 1,140 TON $ $

0018 Concrete Swale 775 LF $ $

0019 Concrete Ramp 1 Job JA $

0020 Chain Link Fence and Gate 1 Job JA $

0021 Settlement Monuments 11 EA $ $

0022 Settlement Bases 2 EA $ $

0023 Culvert 1 JOB JA $

0024 Geotechnical Instrumentation 1 Job JA $

0025 Landscape Planting and Hydroseeding 72 AC $ $

0026 Temporary Irrigation 72 AC $ $

0027 Landscape Establishment 72 AC $ $

0028 Borrow Area Closure 1 Job JA $

$TOTAL ESTIMATED AMOUNT:

(Line Items 0001 through 0028)

19 August 2021 2 Amendment 0002

SECTION TABLE OF CONTENTS

DIVISION 03 - CONCRETE

SECTION 03 30 57

CONTROLLED LOW-STRENGTH MATERIAL (CLSM)

03/18

PART 1 GENERAL

1.1 SUMMARY

1.2 REFERENCES

1.3 SUBMITTALS

PART 2 PRODUCTS

2.1 SYSTEM DESCRIPTION

2.1.1 Controlled Low-Strength Material Mixture Proportions

2.1.2 CLSM Initial Test Requirements

2.2 MATERIALS

2.2.1 Cementitious Materials

2.2.1.1 Portland Cement

2.2.1.2 Pozzolan

2.2.2 Aggregates

2.2.3 Admixtures

2.2.3.1 Air-Entraining Admixture

2.2.4 Water

2.3 READY-MIX CONCRETE

2.4 ACCESSORIES

PART 3 EXECUTION

3.1 PREPARATION

3.1.1 Production of CLSM

3.1.1.1 Ready-Mixed Concrete

3.1.1.2 CLSM Made by Volumetric Batching and Continuous Mixing

3.1.1.3 Batching and Mixing Equipment

3.2 CONVEYING AND PLACING CLSM

3.2.1 CLSM Placed in Trenches

3.2.1.1 Initial Backfill - Controlled Low-Strength Material

3.2.1.2 DELETED

3.2.2 Cold-Weather Requirements

3.2.3 Hot-Weather Requirements

3.3 TESTING AND INSPECTING

3.3.1 Field Testing Technicians

3.3.2 Preparations for Placing

3.3.3 Sampling and Testing

3.3.4 Action Required

3.3.4.1 Air Content

3.3.4.2 Slump

3.3.4.3 Compressive Strength

-- End of Section Table of Contents --

SECTION 03 30 57 Page 1 19 August 2021 Amendment 0002

SECTION 03 30 57

CONTROLLED LOW-STRENGTH MATERIAL (CLSM)

03/18

PART 1 GENERAL

1.1 SUMMARY

Perform all work in accordance with ACI 318 .

1.2 REFERENCES

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

AMERICAN CONCRETE INSTITUTE (ACI)

ACI 301 (2016) Specifications for Structural Concrete

ACI 305R (2010) Guide to Hot Weather Concreting

ACI 306R (2016) Guide to Cold Weather Concreting

ACI 318 (2014; Errata 1-2 2014; Errata 3-5 2015;

Errata 6 2016; Errata 7-9 2017) Building Code Requirements for Structural Concrete (ACI 318-14) and Commentary (ACI 318R-14)

ASTM INTERNATIONAL (ASTM)

ASTM C1019 (2019) Standard Test Method for Sampling and Testing Grout

ASTM C1064/C1064M (2017) Standard Test Method for Temperature of Freshly Mixed Hydraulic-Cement Concrete

ASTM C143/C143M (2020) Standard Test Method for Slump of Hydraulic-Cement Concrete

ASTM C150/C150M (2020) Standard Specification for Portland Cement

ASTM C1602/C1602M (2018) Standard Specification for Mixing Water Used in Production of Hydraulic Cement Concrete

ASTM C231/C231M (2017a) Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method

ASTM C260/C260M (2010a; R 2016) Standard Specification for Air-Entraining Admixtures for Concrete

SECTION 03 30 57 Page 2

ASTM C33/C33M (2018) Standard Specification for Concrete Aggregates

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

ASTM C685/C685M (2014) Concrete Made by Volumetric Batching and Continuous Mixing

ASTM C94/C94M (2020) Standard Specification for Ready-Mixed Concrete

ASTM D75/D75M (2019) Standard Practice for Sampling Aggregates

ASTM D4832 (2010) Preparation and Testing of Controlled Low Strength Material (CLSM) Test Cylinders

ASTM D5971/D5971M (2016) Standard Practice for Sampling Freshly Mixed Controlled Low-Strength Material

ASTM D6024 (2015) Standard Test Method for Ball Drop on Controlled Low Strength Material (CLSM) to Determine Suitability for Load Application

ASTM D6103 (2004) Standard Test Method for Flow Consistency of Controlled Low Strength Material (CLSM)

1.3 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-03 Product Data

Air-Entraining Admixture Batching and Mixing Equipment Conveying and Placing CLSM

SD-05 Design Data

CLSM Mix Design ; G, DO

SD-06 Test Reports

Aggregates Slump ; G Air Content Water Compressive Strength Testing ; G

SECTION 03 30 57 Page 3

SD-07 Certificates

Cementitious Materials Aggregates Delivery Tickets Pozzolan

PART 2 PRODUCTS

2.1 SYSTEM DESCRIPTION

CLSM must be a fluid workable mixture of fine aggregate, fly ash, cement, and water.

The Government retains the option to sample and test aggregates and CLSM to determine compliance with the specifications. Provide facilities and labor as may be necessary to assist the Government in procurement of representative test samples. Obtain samples of aggregates at the point of batching in accordance with ASTM D75/D75M. Sample CLSM in accordance with ASTM D5971/D5971M . Determine slump and air content in accordance with ASTM C143/C143M and ASTM C231/C231M, respectively, when cylinders are molded. Prepare, cure, transport, and test specimens in accordance with ASTM D4832. Take samples for strength tests not less than once each shift in which CLSM is produced. Provide a minimum of five specimens from each sample; two to be tested at 28 days for acceptance, two will be tested at 7 days for information and one held in reserve.

2.1.1 Controlled Low-Strength Material Mixture Proportions

Submit a CLSM Mix Design for approval at least 10 days prior to placing CLSM. The ready mixed concrete supplier and CLSM must meet the requirements of ASTM C94/C94M. Proportion the CLSM on the basis of field experience and/or laboratory trial mixtures to produce a cohesive and non-segregating mixture meeting the specified properties. Comply with the following CLSM mixture proportions presented in Table 1:

Table 1. CLSM Proportions (SSD).

Cement, lb/cuyd 50-100

Fly Ash, lb/cuyd 200-300

Water, gal/cuyd 40-70

Fine Aggregate, lb/cuyd 2300-3000

Air content, percent by volume 4-6

CLSM mixture proportions are the responsibility of the Contractor.

Mixture proportions must include the dry weights of cementitious material(s); the nominal maximum size of the aggregate; the specific gravities, absorptions, and saturated surface-dry weights of fine aggregates; the quantities, types, and names of admixtures; and quantity of water per cubic yard of CLSM. Provide materials included in the mixture proportions of the same type and from the same source as will be

SECTION 03 30 57 Page 4 used on the project.

2.1.2 CLSM Initial Test Requirements

Submit target flow consistency and compressive strength with the mix proportions. Comply with the following CLSM initial test requirements presented in Table 2. Strength testing acceptance results are the average strengths of two specimens tested at 28 days.

Table 2. CLSM Initial Test Requirements.

Test Standard Acceptance Criteria

Flow Consistency ASTM D6103 8 inches, minimum

28-day Compressive Strength ASTM D4832 150 psi, maximum

2.2 MATERIALS

Submit manufacturer's literature from suppliers which demonstrates compliance with applicable specifications for the specified materials.

2.2.1 Cementitious Materials

Submit Manufacturer's certificates of compliance, accompanied by mill test reports, attesting that the materials meet the requirements of the specifications in accordance with the Special Clause "CERTIFICATES OF COMPLIANCE". Provide cementitious materials that conform to the appropriate specifications listed:

2.2.1.1 Portland Cement

ASTM C150/C150M, Type V, low alkali with tri-calcium aluminates (C3A) content less than 10 percent and a maximum cement-alkali content of 0.60 percent Na2Oe (sodium oxide) equivalent.

2.2.1.2 Pozzolan

Provide pozzolan that conforms to ASTM C618, Class F, including requirements of Tables 1A and 2A.

2.2.2 Aggregates

For fine aggregates meet the quality and grading requirements of ASTM C33/C33M. Submit certificates of compliance and test reports for aggregates showing the material(s) meets the quality and grading requirements of the specifications under which it is furnished.

2.2.3 Admixtures

Provide admixtures, when required or approved, in compliance with the appropriate specification listed. Retest chemical admixtures that have been in storage at the project site, for longer than 6 months or that have been subjected to freezing, at the expense of the Contractor at the request of the Contracting Officer and will be rejected if test results are not satisfactory.

SECTION 03 30 57 Page 5

2.2.3.1 Air-Entraining Admixture

Provide air-entraining admixture that meets the requirements of

ASTM C260/C260M.

2.2.4 Water

Mixing and curing water in compliance with the requirements of ASTM C1602/C1602M ; potable, and free of injurious amounts of oil, acid, salt, or alkali. Submit test report showing water complies with

ASTM C1602/C1602M .

2.3 READY-MIX CONCRETE

Provide ready-mix concrete with mix design data conforming to ACI 301 Part

2. Submit delivery tickets in accordance with ASTM C94/C94M for each ready-mix concrete delivery, include the following additional information:

a. Type and brand cement

b. Cement content in 94-pound bags per cubic yard of CLSM

c. Maximum size of aggregate

d. Amount and brand name of admixture

e. Total water content expressed by water cementitious material ratio

2.4 ACCESSORIES

PART 3 EXECUTION

3.1 PREPARATION

Remove standing or flowing water, loose particles, debris, and foreign matter. Satisfactorily compact earth foundations. Placement cannot begin until the entire preparation has been accepted by the Government.

3.1.1 Production of CLSM

3.1.1.1 Ready-Mixed Concrete

Provide ready-mixed concrete conforming to ASTM C94/C94M except as otherwise specified.

3.1.1.2 CLSM Made by Volumetric Batching and Continuous Mixing

Conform to ASTM C685/C685M.

3.1.1.3 Batching and Mixing Equipment

The option of using an on-site batching and mixing facility is available.

The facility must provide sufficient batching and mixing equipment capacity to prevent cold joints. Submit the method of measuring materials, batching operation, and mixer for review, and manufacturer's data for batching and mixing equipment demonstrating compliance with the applicable specifications.

SECTION 03 30 57 Page 6

3.2 CONVEYING AND PLACING CLSM

Convey and place CLSM in accordance with ACI 301 , Section 5.3.2.2 to 5.3.2.4.

3.2.1 CLSM Placed in Trenches

3.2.1.1 Initial Backfill - Controlled Low-Strength Material

Use Controlled low-strength material (CLSM) to backfill pipe and conduits.

Initial backfill must consist of a controlled low-strength material (CLSM). Place initial backfill material at least 6 inches under the utility pipe or conduit and to a height of at least one foot above the utility pipe or conduit. Prior to proceeding with final backfill, the controlled low-strength material must achieve an indentation diameter of less than 3.0 inches, when tested under ASTM D6024.

3.2.1.2 DELETED

3.2.2 Cold-Weather Requirements

Place CLSM in cold weather in accordance with ACI 306R

3.2.3 Hot-Weather Requirements

Place CLSM in hot weather in accordance with ACI 305R

3.3 TESTING AND INSPECTING

Report the results of all tests and inspections conducted at the project site informally at the end of each shift. Submit written reports weekly.

Deliver within three days after the end of each weekly reporting period.

See Section 01 45 00 QUALITY CONTROL.

3.3.1 Field Testing Technicians

The individuals who sample and test CLSM must have demonstrated a knowledge and ability to perform the necessary test procedures equivalent to the ACI minimum guidelines for certification of Concrete Field Testing Technicians, Grade I.

3.3.2 Preparations for Placing

Inspect foundation or construction joints, forms, and embedded items in sufficient time prior to each CLSM placement to certify that it is ready to receive CLSM.

3.3.3 Sampling and Testing

a. Obtain samples and test CLSM for quality control during placement.

Sample fresh CLSM for testing in accordance with ASTM D4832. Make six test cylinders. Do not remove specimens from the molds until 4 to 8 hours prior to testing, in accordance with ASTM D4832.

b. Test CLSM for compressive strength at 7 and 28 days for each design mix and for once every shift. Test two cylinders at 7 days; two cylinders at 28 days; and hold two cylinders in reserve. Conform test specimens and compressive strength testing to ASTM D4832.

SECTION 03 30 57 Page 7

c. Test slump at the site of discharge for each design mix in accordance with ASTM C143/C143M. Check slump once during each shift that CLSM is produced.

d. Test air content for air-entrained CLSM in accordance with ASTM C231/C231M. Check air content at least once during each shift that CLSM is placed.

e. Determine temperature of CLSM at time of placement in accordance with ASTM C1064/C1064M . Check CLSM temperature at least once during each shift that CLSM is placed.

f. CLSM backfill must be tested in accordance with ASTM C1019. Compacted soil backfill must be tested for moisture-density relationships.

3.3.4 Action Required

3.3.4.1 Air Content

Whenever an air content test result is outside the specification limits, adjust the dosage of the air-entrainment admixture prior to delivery of

CLSM.

3.3.4.2 Slump

Whenever a slump test result is outside the specification limits, adjust the batch weights of water and fine aggregate prior to delivery of CLSM.

Make the adjustments so that the water-cementitious material ratio does not exceed that specified in the submitted CLSM mixture proportion and the required CLSM strength is still met.

3.3.4.3 Compressive Strength

Replace CLSM backfill if its strength exceeds construction criteria or re-compact soil backfill not meeting design criteria.

-- End of Section --

SECTION 03 30 57 Page 8

SECTION TABLE OF CONTENTS

DIVISION 33 - UTILITIES

SECTION 33 40 00

STORM DRAINAGE UTILITIES

02/10

PART 1 GENERAL

1.1 REFERENCES

1.2 SUBMITTALS

1.3 DELIVERY, STORAGE, AND HANDLING

1.3.1 Delivery and Storage

1.3.2 Handling

PART 2 PRODUCTS

2.1 PIPE FOR CULVERTS AND STORM DRAINS

2.1.1 Reinforced Concrete Pipe

2.1.2 Reinforced Concrete Pressure Pipe, Steel Cylinder Type and

Fittings

2.2 MISCELLANEOUS MATERIALS

2.2.1 Concrete

2.2.2 Mortar

2.2.3 Joints

2.2.3.1 Flexible Watertight Joints

2.2.4 Flap Gates

2.2.4.1 Wall Thimble

2.2.5 Manhole

PART 3 EXECUTION

3.1 INSTALLATION OF PIPE CULVERTS, STORM DRAINS, AND DRAINAGE

STRUCTURES

3.1.1 Trenching

3.1.2 Removal of Unstable Material

3.2 CONCRETE CRADLE

3.3 BEDDING FOR REINFORCED CONCRETE PIPE

3.4 PLACING PIPE

3.4.1 Reinforced Concrete Pipe

3.4.2 Reinforced Concrete Pressure Pipe, Steel Cylinder Type

3.5 JOINTING

3.5.1 Reinforced Concrete Pipe

3.5.1.1 Cement-Morter Bell-and-Spigot Joint

3.5.1.2 Flexible Watertight, Gasketed Joints

3.5.2 Reinforced Concrete Pressure Pipe, Steel Cylinder Type

3.5.2.1 Steel Joint Rings and Solid O-Ring Gasket

3.6 BACKFILLING

3.6.1 Compaction

3.7 FIELD QUALITY CONTROL

3.7.1 Tests

3.7.1.1 Hydrostatic Test On Watertight Joints

3.7.1.1.1 Reinforced Concrete Pressure Pipe, Steel Cylinder Type

SECTION 33 40 00 Page 1

3.7.2 Inspection

3.7.2.1 Post-Installation Inspection

-- End of Section Table of Contents --

SECTION 33 40 00 Page 2

SECTION 33 40 00

STORM DRAINAGE UTILITIES

02/10

PART 1 GENERAL

1.1 REFERENCES

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

AMERICAN WATER WORKS ASSOCIATION (AWWA)

AWWA C300 (2016) Reinforced Concrete Pressure Pipe, Steel-Cylinder Type

AWWA M9 (2008; Errata 2013) Manual: Concrete Pressure Pipe

ASTM INTERNATIONAL (ASTM)

ASTM A123/A123M (2017) Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products

ASTM A126 (2004; R 2019) Standard Specification for Gray Iron Castings for Valves, Flanges, and Pipe Fittings

ASTM A36/A36M (2014) Standard Specification for Carbon Structural Steel

ASTM A536 (1984; R 2014) Standard Specification for Ductile Iron Castings

ASTM C270 (2014a) Standard Specification for Mortar for Unit Masonry

ASTM C443 (2020) Standard Specification for Joints for Concrete Pipe and Manholes, Using Rubber Gaskets

ASTM C655 (2014) Reinforced Concrete D-Load Culvert, Storm Drain, and Sewer Pipe

ASTM C76 (2015) Standard Specification for Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe

ASTM C990 (2009; R 2014) Standard Specification for Joints for Concrete Pipe, Manholes and Precast Box Sections Using Preformed Flexible Joint Sealants

SECTION 33 40 00 Page 3

1.2 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for information only or as otherwise designated. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Office symbols are as follows:

EDG: Engineering Division, Geotechnical Branch EDD: Engineering Division, Design Branch

Submit the following in accordance with Section 01 33 00 SUBMITTAL

PROCEDURES:

SD-02 Shop Drawings

Reinforced Concrete Pressure Pipe, Steel Cylinder Type and Fittings ;

G, EDD

Pipe Joints

Gaskets

SD-03 Product Data

Placing Pipe

Mortar Mix Design ; G, EDG

Reinforced Concrete Pressure Pipe, Steel Cylinder Type and Fittings

Flap Gates

Reinforced Concrete Pipe

SD-05 Design Data

Design Calculations For Reinforced Concrete Pressure Pipe, Steel Cylinder Type and Fittings

Design Calculations For Flap Gates

SD-06 Test Reports

Flexible Watertight Joints

Hydrostatic Test On Watertight Joints

Test Reports

Pr essur e Test i ng; G, EDD

1.3 DELIVERY, STORAGE, AND HANDLING

1.3.1 Delivery and Storage

All pipe sections and special fittings must be marked by the manufacturer with the manufacturer's name or trademark, the date of manufacture, the nominal size, design head, design external load, and the structure site

SECTION 33 40 00 Page 4 for which it was designed and manufactured.

Materials delivered to site must be inspected for damage, unloaded, and stored with a minimum of handling. Materials must not be stored directly on the ground. The inside of pipes and fittings must be kept free of dirt and debris. Keep a copy of the manufacturer's instructions available at the construction site at all times and follow these instructions unless directed otherwise by the Contracting Officer.

1.3.2 Handling

Materials must be handled in a manner that ensures delivery to the trench in sound, undamaged condition. Pipe must be carried to the trench, not dragged.

PART 2 PRODUCTS

2.1 PIPE FOR CULVERTS AND STORM DRAINS

Pipe for culverts and storm drains must be of the sizes indicated and must conform to the requirements specified. Where materials are standard stock products of manufacturers, full descriptive data must be submitted, including catalog cuts and specifications.

2.1.1 Reinforced Concrete Pipe

Manufactured in accordance with and conforming to ASTM C76 or ASTM C655 as specified.

2.1.2 Reinforced Concrete Pressure Pipe, Steel Cylinder Type and Fittings

Concrete pressure pipe must conform to the requirements of AWWA C300. The steel cylinder must be 16 ga as a minimum and the reinforced pipe must be designed in accordance with AWWA M9. Pipe must be designed for the following minimum conditions:

a. Internal Working Pressure: 5 psi

b. Surge Pressure: 0 psi

c. Field Test Pressure: 6 psi

d. Final Earth Cover: 10 feet

e. Minimal Earth Cover During Construction: See 31 00 00 EARTHWORK

f. External Live Load: HS-20 AASHTO Highway Load with Live Load Impact

Factor determined based on the depth of cover

g. Saturated Unit Weight of Soil: 125 pounds per cubic feet

h. Moist Unit Weight of Soil: 120 pounds per cubic feet

i. Pool/Water Surface indicated on plans

Submit design calculations for reinforced concrete pressure pipe, steel cylinder type and fittings , include layout of pipe and pipe length.

Addt i onal l y submi t t he pi pe manuf act ur er ' s cer t i f i ed st at ement of cur r ent typical t est r epor t s on st eel and st eel wi r e r ei nf or ci ng and compr essi on t est of t he concr et e used i n t he manuf act ur e of t he pi pe.

2.2 MISCELLANEOUS MATERIALS

2.2.1 Concrete

Unless otherwise specified, concrete and reinforced concrete must conform

SECTION 33 40 00 Page 5 to the requirements under SECTION 03 30 00 CAST-IN-PLACE CONCRETE.

2.2.2 Mortar

Mortar for pipe joints, connections to other drainage structures, and brick or block construction must conform to ASTM C270, Type M, except that the maximum placement time must be 1 hour. The quantity of water in the mixture must be sufficient to produce a stiff workable mortar but in no case must exceed 1 gallon of water per sack of cement. Water must be clean and free of harmful acids, alkalis, and organic impurities. The mortar must be used within 30 minutes after the ingredients are mixed with water. The inside of the joint must be wiped clean and finished smooth.

The mortar head on the outside must be protected from air and sun with a proper covering until satisfactorily cured. Submit mortar mix design .

2.2.3 Joints

2.2.3.1 Fl exi bl e Wat er t i ght Joi nt s

a. Materials: Flexible watertight joints must be made with plastic or rubber-type gaskets for concrete pipe. The design of joints and the physical requirements for preformed flexible joint sealants must conform to ASTM C990, and rubber-type gaskets must conform to ASTM C443.

Gaskets must have not more than one factory-fabricated splice, except that two factory-fabricated splices of the rubber-type gasket are permitted if the nominal diameter of the pipe being gasketed exceeds 54 inches .

b. Test Requirements: Watertight joints must be tested and must meet test requirements of paragraph HYDROSTATIC TEST ON WATERTIGHT JOINTS.

Alternate types of watertight joint may be furnished, if specifically approved.

c. Submit drawings and descriptions of the pipe joints as may be necessary to show that the joint conform to the specified requirements.

d. Submit certified copies of test reports demonstrating conformance to applicable pipe specifications, before pipe is installed.

2.2.4 Flap Gates

Circular flap gates must be of the size indicated and constructed to withstand a minimum 25 foot seating head. All cast iron must be painted with manufacturer's standard shopcoat paint (or special paint). Structural steel hinge links must be galvanized. All bronze and stainless steel parts do not require further finish. Frame and Cover must be Cast Iron per ASTM A126, Class B. Seating surfaces for frame and cover must be machined iron, Bronze seats impacted into dovetail grooves on frame and cover, Bronze seats impacted into dovetail grooves within frame with neoprene seat bonded into dovetail groove in cover to cushion cover on closing OR Bronze seats impacted into dovetail grooves in cover with neoprene seat bonded into grove in frame. All machined seats must have a minimum 63 microinch finish. Pivot Lug must be Ductile Iron per ASTM A536, Gr. 65-45-12. Hinge Link must be Structural Steel per ASTM A36/A36M, galvanized per ASTM A123/A123M . Bronze Bushings and Washers must be Commercial Bronze and all Assembly Hardware and Hinge Pins must be Type 18-8 stainless steel (Type 304). Gates must have fully adjustable linkage. Each gate must be rigidly secured in place with seating faces inclined from the vertical by approximately 2.5 degrees.

SECTION 33 40 00 Page 6

Installation of gates must be as recommended by the gate manufacturer.

Fasteners of the size and type recommended by the gate manufacturer must be utilized in assembly of gate and to secure the gates to the wall thimble embedded in the headwall. The gates must be so constructed as to prevent locking in any partially open position.

Submit lists of materials, and records which identify the disposition of approved material and fabricated items in the work. Include list of projects in which flap gates being provided have been successfully used.

Detail drawings indicating material thickness, type, grade, class, dimensions and construction details. Include in the drawings catalog cuts, erection details, manufacturer's descriptive data and installation instructions, and templates. Include design calculations for flap gates .

2.2.4.1 Wall Thimble

Wall thimbles must be made of cast-iron and must be furnished by the gate manufacture. The wall thimble must provide a rigid mounting, designed to prevent warping of the gate frame during installation. The cross section of the thimble must have the shape of the letter "F" except where the shape of the letter "E" is shown on the drawings. The front, or mounting flange, must be machined to match the gate frame and drilled and tapped to accurately receive the gate attachment studs. The gate must be attached to the wall thimble with bolts or studs recommended by the gate manufacturer.

Gaskets or mastic to be installed between the thimble and the gate frame conform to the recommendations of the gate manufacturer and must be furnished with the wall thimble.

2.2.5 Manhole

Construct Manhole in accordance with APWA standard plans and specifications as indicated.

PART 3 EXECUTION

3.1 INSTALLATION OF PIPE CULVERTS, STORM DRAINS, AND DRAINAGE STRUCTURES

Excavation of trenches, and for appurtenances and backfilling for culverts and storm drains, must be in accordance with the drawings and applicable portions of Section 31 00 00 EARTHWORK and the requirements specified below.

3.1.1 Trenching

See Section 31 00 00 EARTHWORK for trenching requirements.

3.1.2 Removal of Unstable Material

See Section 31 00 00 EARTHWORK for removal of unsatisfactory soils requirements.

3.2 CONCRETE CRADLE

Between the reservoir side (outlet) and the landside (inlet), RCCP is to be set in a concrete cradle. The concrete cradle should consist of two concrete placements to bring the top of the cradle to the pipe's spring line on either side. Vibration is required to ensure the tightest portion of the haunch is filled. Provide a shallow trough in the center to help maintain the pipe's alignment. The concrete for the cradle must adhere to

SECTION 33 40 00 Page 7 the requirements of Section 03 30 00 CAST-IN-PLACE CONCRETE, with a compressive strength f'c of 3000 psi at 28 days.

3.3 BEDDI NG FOR REI NFORCED CONCRETE PI PE

When no bedding class is specified or detailed on the drawings, concrete pipe must be bedded in granular material minimum 4 inch in depth in trenches with soil foundation. Depth of granular bedding in trenches with rock foundation must be 1/2 inch in depth per foot of depth of fill, minimum depth of bedding must be 8 inch up to maximum depth of 24 inches .

The middle third of the granular bedding must be loosely placed. Bell holes and depressions for joints must be removed and formed so entire barrel of pipe is uniformly supported. The bell hole and depressions for the joints must be not more than the length, depth, and width required for properly making the particular type of joint.

3.4 PLACING PIPE

Each pipe must be thoroughly examined before being laid; defective or damaged pipe must not be used. Pipelines must be laid to the grades and alignment indicated. Construct curved alignment using deflected joints.

Proper facilities must be provided for lowering sections of pipe into trenches. Lifting lugs in vertically elongated metal pipe must be placed in the same vertical plane as the major axis of the pipe. Pipe must not be laid in water, and pipe must not be laid when trench conditions or weather are unsuitable for such work. Diversion of drainage or dewatering of trenches during construction must be provided as necessary. The pipe, with fittings, must be installed at the location indicated.

3.4.1 Reinforced Concrete Pipe

Laying must proceed upgrade with spigot ends of bell-and-spigot pipe and tongue ends of tounge-and-grove pipe pointing in the direction of the flow.

3.4.2 Reinforced Concrete Pressure Pipe, Steel Cylinder Type

Blocking or wedging between bells and spigots is not permitted. Lay bell-and-spigot pipe with the bell end pointing in the direction of laying.

The manufacturer's reference lines, designating the top of the pipe, must be within 5 degrees of a vertical plane through the longitudinal axis of the pipe, during placement. Damage to or misalignment of the pipe must be prevented in all backfilling operations.

3.5 JOINTING

3.5.1 Rei nf or ced Concr et e Pi pe

3.5.1.1 Cement - Mor t er Bel l - and- Spi got Joi nt

The first pipe must be bedded to the established grade line, with the bell end placed upstream. The interior surface of the bell must be thoroughly cleaned with a wet brush and the lower portion of the bell filled with mortar as required to bring inner surfaces of abutting pipes flush and even. The spigot end of each subsequent pipe must be cleaned with a we brush and uniformly matched into a bell so that sections are closely fitted. After each section is laid, the reminder of the joint must be filled with mortar, and bead must be formed around the outside of joint with sufficient additional mortar. If mortar is not sufficiently stiff to

SECTION 33 40 00 Page 8 prevent appreciable slump before setting, the outside of the joint must be wrapped or bandaged with cheesecloth to hold mortar in place.

3.5.1.2 Fl exi bl e Wat er t i ght , Gasket ed Joi nt s

Installation must be as recommended by the gasket manufacturer for use of lubricants and cements and other special installation requirements. The gasket must be placed over one end of a section of pipe for half the width of the gasket. The other half must be doubled over the end of the same pipe. When the adjoining section of pipe in place, the doubled-over unevenness in overlap must be corrected so that the gasket covers the end of pipe sections equally. Connecting bands must be centered over adjoining sections of pipe, and rods or bolts placed in position and nuts tightened.

The band must be tightened evenly, even tension being kept on the rods or bolts, and the gasket; the gasket must seat properly in the corrugations.

Watertight joints must remain uncovered for a period of time designated, and before being covered, tightness of the nuts must be measured with a torque wrench. If the nut has tended to loosen its grip on the bolts or rods, the nut must be retightened with a torque wrench and remain uncovered until a tight, permanent joint is assured.

3.5.2 Reinforced Concrete Pressure Pipe, Steel Cylinder Type

3.5.2.1 St eel Joi nt Ri ngs and Sol i d O- Ri ng Gasket

Pipe and fittings must be in accordance with laying and joining requirements specified in AWWA M9. Make joints with the gaskets specified for concrete pipe joints, using a lubricant recommended by the manufacturer.

Pipe joints must be deep and extra deep with steel joint rings and solid O-ring gaskets. Steel joint rings can be readily attached to the steel cylinder. Prior to backfilling, wrap joints with a joint wrapper and fill with grout as recommended by the manufacturer. For pipe large enough to accommodate a worker, cover the interior joint space with a stiff mixture of Portland cement and smooth finish with a hand trowel.

To the extent possible, follow the manufacturer's laying schedule, which will indicate the use and location of joint gaps, spacers, beveled joints, short pipe lengths, fabricated specials, and beveled adapters. Unless a lesser amount is recommended by the manufacturer, the maximum allowable offset in a joint is 5 degrees.

Submit complete shop drawings and installation details for the gaskets including any fabrication.

3.6 BACKFILLING

3.6.1 Compaction

See Section 31 00 00 EARTHWORK for compaction requirements.

3.7 FIELD QUALITY CONTROL

3.7.1 Tests

Testing is the responsibility of the Contractor. Perform all testing and retesting at no additional cost to the Government.

SECTION 33 40 00 Page 9

Addi t i onal y, submi t pr essur e t est i ng i n accor dance wi t h i ndust r y st andar ds t o i dent i f y pot ent i al l eakage as appr opr i at e. Cor r ect v i s i bl e l eaks encount er ed r egar dl ess of l eakage t est r esul t s.

3.7.1.1 Hydr ost at i c Test On Wat er t i ght Joi nt s

Rubber gaskets must comply with the oil resistant gasket requirements of ASTM C443. Certified copies of test results must be submitted before gaskets or jointing materials are installed.

3.7.1.1.1 Reinforced Concrete Pressure Pipe, Steel Cylinder Type

A hydrostatic test must be made on the watertight joint types as proposed and recommended by the pipe manufacturer. Only one sample joint of each type needs testing; however, if the sample joint fails because of faulty design or workmanship, an additional sample joint may be tested. During the test period, gaskets or other jointing material must be protected from extreme temperatures which might adversely affect the performance of such materials. Performance requirements for joints in reinforced concrete pressure pipe must conform to AWWA M9.

3.7.2 Inspection

3.7.2.1 Post-Installation Inspection

Check each reinforced concrete pressure pipe installation for joint separations, soil migration through the joint, cracks greater than 0.01 inches , settlement and alignment.

a. Contractor must video inspect reinforced concrete pressure pipe, steel cylinder type.

b. Replace pipes having cracks greater than 0.1 inches in width or deflection greater than 5 percent deflection. An engineer must evaluate all pipes with cracks greater than 0.01 inches but less than

0.10 inches to determine if any remediation or repair is required.

RCP with crack width less than 0.10 inches and located in a non-corrosive environment (pH 5.5) are generally acceptable. Repair or replace any pipe with crack exhibiting displacement across the crack, exhibiting bulges, creases, tears, spalls, or delamination.

c. Reports: The deflection results and final post installation inspection report must include: a copy of all video taken, pipe location identification, equipment used for inspection, inspector name, deviation from design, grade, deviation from line, deflection and deformation of flexible pipe systems, inspector notes, condition of joints, condition of pipe wall (e.g. distress, cracking, wall damage dents, bulges, creases, tears, holes, etc.).

-- End of Section --

SECTION 33 40 00 Page 10

2.2.4 Water

2.2.5 Manhole