W912ES24B0001-0003 SPEC SECTION 33 40 00 Replacement - OHB Ring Levee 24Jan24.pdf

OHB43B W912ES24B0001

SECTION TABLE OF CONTENTS

DIVISION 33 - UTILITIES

SECTION 33 40 00

STORMWATER UTILITIES

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 Concrete Pipe

2.1.1.1 Reinforced Culvert and Storm Drain Pipe

2.1.2 Corrugated Steel Pipe

2.2 PIPE JOINTS

2.2.1 Concrete Pipe

2.2.1.1 Rubber Gasket Joints

2.2.1.2 Preformed Flexible Sealant Joints

2.2.2 Corrugated Steel Pipe

2.3 MISCELLANEOUS MATERIALS

2.3.1 Concrete

2.3.2 Mortar

2.3.3 Precast Reinforced Concrete Manholes

2.3.4 Frame and Cover or Gratings

2.3.5 Resilient Connectors

2.3.6 Flared End Sections

2.3.6.1 Metal Flared End Sections

2.3.6.2 Concrete Flared End Sections

2.3.7 Precast Concrete Sections

2.3.8 Grates

PART 3 EXECUTION

3.1 EXCAVATION FOR PIPE CULVERTS, BOX CULVERTS, STORM DRAINS, AND

DRAINAGE STRUCTURES

3.1.1 Trenching

3.1.2 Removal of Unstable Material

3.2 BEDDING AND INITIAL BACKFILL

3.2.1 Concrete Pipe

3.2.1.1 Trenches

3.2.1.2 Fill Sections

3.2.2 Corrugated Steel and Aluminum Pipe

3.3 PLACING PIPE

3.3.1 Concrete Pipe

3.3.2 Corrugated Steel and Aluminum Pipe and Pipe Arch

3.4 JOINTING

SECTION 33 40 00 Page 1

3.4.1 Concrete and Clay Pipe

3.4.1.1 Plastic Sealing Compound Joints for Tongue-and-Grooved

Pipe and Box Culverts

3.4.1.2 Flexible Watertight Joints

3.4.2 Corrugated Steel Pipe

3.4.2.1 Field Joints

3.4.2.2 Flexible Watertight, Gasketed Joints

3.5 DRAINAGE STRUCTURES

3.5.1 Manholes and Inlets

3.6 BACKFILLING

3.6.1 Backfilling Pipe in Trenches

3.6.1.1 Backfilling

3.6.2 Movement of Construction Machinery

3.6.3 Compaction

3.6.3.1 General Requirements

3.6.3.2 Minimum Density

3.6.4 Determination of Density

3.7 FIELD QUALITY CONTROL

3.7.1 Tests

3.7.1.1 Televising

3.7.1.1.1 Televised Report

3.7.1.2 Deflection Testing

3.7.1.2.1 Laser Profiler

3.7.1.2.2 Mandrel

3.7.2 Inspection

3.7.2.1 Post-Installation Inspection

3.7.2.1.1 Concrete Pipe

3.7.2.1.2 Flexible Pipe

3.7.2.1.3 Post-Installation Inspection Report

3.7.3 Repair of Defects

3.7.3.1 Leakage Test

3.7.3.2 Deflection Testing

3.7.3.3 Inspection

3.7.3.3.1 Concrete Pipe

3.7.3.3.2 Flexible Pipe

3.8 PROTECTION

3.9 WARRANTY PERIOD

3.10 ATTACHMENTS

-- End of Section Table of Contents --

SECTION 33 40 00 Page 2

SECTION 33 40 00

STORMWATER UTILITIES

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.

ASTM INTERNATIONAL (ASTM)

ASTM A48/A48M (2022) Standard Specification for Gray Iron Castings

ASTM A536 (1984; R 2019; E 2019) Standard Specification for Ductile Iron Castings

ASTM A760/A760M (2015, R 2020) Standard Specification for Corrugated Steel Pipe, Metallic-Coated for Sewers and Drains

ASTM A798/A798M (2022) Standard Practice for Installing Factory-Made Corrugated Steel Pipe for Sewers and Other Applications

ASTM A807/A807M (2019) Standard Practice for Installing Corrugated Steel Structural Plate Pipe for Sewers and Other Applications

ASTM B26/B26M (2018; E 2018) Standard Specification for Aluminum-Alloy Sand Castings

ASTM C923/C923M (2020) Standard Specification for Resilient Connectors Between Reinforced Concrete Manhole Structures, Pipes and Laterals

ASTM D6938 (2023) Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)

ASTM D698 (2021) Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/cu. ft. (600 kN-m/cu. m.))

ASTM D1556/D1556M (2015; E 2016) Standard Test Method for Density and Unit Weight of Soil in Place by Sand-Cone Method

ASTM C76 (2022a) Standard Specification for Reinforced Concrete Culvert, Storm Drain, SECTION 33 40 00 Page 3 b6ecsl22 Highlight and Sewer Pipe

ASTM C231/C231M (2022) Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method

ASTM C270 (2019a; E 2019) Standard Specification for Mortar for Unit Masonry

ASTM C478/C478M (2022) Standard Specification for Circular Precast Reinforced Concrete Manhole Sections

ASTM C443 (2021) Standard Specification for Joints for Concrete Pipe and Manholes, Using Rubber Gaskets

ASTM C990 (2009; R 2019) Standard Specification for Joints for Concrete Pipe, Manholes, and Precast Box Sections Using Preformed Flexible Joint Sealants

ASTM D1056 (2020) Standard Specification for Flexible Cellular Materials - Sponge or Expanded Rubber

ASTM D1751 (2018) Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types)

ASTM D1752 (2023) Standard Specification for Preformed Sponge Rubber, Cork and Recycled PVC Expansion Joint Fillers for Concrete Paving and Structural Construction

ASTM D6938 (2023) Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO M 190 (2022) Standard Specification for Asphalt-Coated Corrugated Metal Culvert Pipe and Pipe Arches

AASHTO M 243 (2022) Standard Specification for Field-Applied Coating of Corrugated Metal Structural Plate for Pipe, Pipe-Arches, and Arches

1.2 SUBMITTALS

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

SECTION 33 40 00 Page 4

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

SD-02 Shop Drawings

Manufacturing's Storage Instructions

Csp Culverts; G

Csp Flared End Sections; G

Joints For Csp; G

Rcp Culverts; G

G Joints For Rcp; G

RCP Flared End Sections; G

SD-03 Product Data

Corrugated Steel Pipe

Placing Pipe

SD-06 Test Reports

Televised Report; G

Elastomer Tests; G

SD-07 Certificates

Compaction

1.3 DELIVERY, STORAGE, AND HANDLING

1.3.1 Delivery and Storage

Inspect materials delivered to site for damage and unload and store materials with minimumal handling. Do not store materials directly on the ground. Keep the inside of pipes and fittings free of dirt and debris.

Before, during, and after installation, protect plastic pipe and fittings from any environment that would result in damage or deterioration to the material. 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

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

SECTION 33 40 00 Page 5

PART 2 PRODUCTS

2.1 PIPE FOR CULVERTS AND STORM DRAINS

Pipe sizes for culverts and storm drains are indicated on the drawings and must conform to the requirements specified..

2.1.1 Concrete Pipe

2.1.1.1 Reinforced Culvert and Storm Drain Pipe

Manufactured in accordance with and conforming to ASTM C76, Class IV.

2.1.2 Corrugated Steel Pipe

ASTM A760/A760M , zinc or aluminum (Type 2) coated pipe of either:

a. Type I pipe with annular or helical 2-2/3 by 1/2 inch corrugations.

b. Type IR pipe with helical 3/4 by 3/4 by 7-1/2 inch corrugations.

Corrugated Steel pipe to be 12 gage and fabricated according to drawing attached drawing 'CORRUGATED STEEL PIPE ARCH CULVERTS AND END SECTIONS"

2.2 PIPE JOINTS

See Part 3 subsection, Individual Pipe Joint Testing, for testing information.

2.2.1 Concrete Pipe

2.2.1.1 Rubber Gasket Joints

Provide rubber gasket joints of a design and physical requirements conforming to ASTM C443.

2.2.1.2 Preformed Flexible Sealant Joints

Provide joints made with preformed flexible joint sealant conforming to

ASTM C990.

2.2.2 Corrugated Steel Pipe

Provide watertight gasket and band joints. Gaskets to be sleeve type gaskets conforming to ASTM D1056, Grade 2C2. Sleeve type gaskets to be one piece construction, closed-cell neoprene, skin on all four sides. Bands to be according to the drawing CORRUGATED STEEL PIPE ARCH CULVERTS AND END SECTIONS attached at the end of this section.

2.3 MISCELLANEOUS MATERIALS

2.3.1 Concrete

Unless otherwise specified, provide concrete and reinforced concrete with a minium compressive strength (fc') of 4,000 psi after a 28 day cure time.

Provide air content by volume of concrete mixture, based on measurements made immediately after discharge from the mixer, of 5 to 7 percent.

Maximum size of coarse aggregate shall not exceed 3/4 inches. Determine air content in accordance with ASTM C231/C231M. Provide a minimum

SECTION 33 40 00 Page 6 concrete covering over steel reinforcing of not less than 1 inch thick for covers and not less than 1-1/2 inches thick for walls and flooring. For concrete deposited directly against the ground, provide a covering thickness of at least 3 inches between steel and ground. Provide expansion-joint filler material conforming to ASTM D1751, or ASTM D1752, or provide be resin-impregnated fiberboard conforming to the physical requirements of ASTM D1752.

2.3.2 Mortar

Mortar is not allowed for pipe joints. Provide mortar for pipe connections to drainage structures conforming to ASTM C270, Type M, except that the maximum placement time will be 1 hour. Provide a sufficient quantity of water in the mixture to produce a stiff workable mortar but in no case may the quantity exceed 5 gallons of water per sack of cement. Use water that is clean and free of harmful acids, alkalis, and organic impurities. Use the mortar within 30 minutes after the ingredients are mixed with water.

2.3.3 Precast Reinforced Concrete Manholes

Provide precast reinforced concrete manholes conforming to ASTM C478/C478M.

Provide joints between precast concrete risers and tops that are made with flexible watertight, rubber-type gaskets meeting the requirements of paragraph PIPE JOINTS. Provide the joint between the top slab and the upper barrel riser with a mastic material meeting the requirements of

ASTM C990.

2.3.4 Frame and Cover or Gratings

Provide frame and cover or gratings made of cast gray iron, ASTM A48/A48M, Class 35B; cast ductile iron, ASTM A536, Grade 65-45-12; or cast aluminum, ASTM B26/B26M, Alloy 356.0-T6. Stamp or cast the word "Storm Sewer" into covers so that it is plainly visible.

2.3.5 Resilient Connectors

Provide flexible, watertight connectors conforming to ASTM C923/C923M for connecting pipe to manholes and inlets.

2.3.6 Flared End Sections

2.3.6.1 Metal Flared End Sections

Provide sections of corrugated Steel Pipe End Sections to be 12 gage and fabricated and installed according to the drawing CORRUGATED STEEL PIPE ARCH CULVERTS AND END SECTIONS attached at the end of this section meeting

ASTM A760/A760M .

2.3.6.2 Concrete Flared End Sections

Provide sections of a standard design fabricated with reinforced concrete.

2.3.7 Precast Concrete Sections

Provide concrete sections made of fiber reinforced concrete or polyester polymer concrete with male/female connections between channel sections.

Provide channels with galvanized steel edge rails.

SECTION 33 40 00 Page 7

2.3.8 Grates

Utilize cast iron trench grates. Attach trench grates to sections as recommended by the manufacturer.

PART 3 EXECUTION

3.1 EXCAVATION FOR PIPE CULVERTS, BOX CULVERTS, STORM DRAINS, AND DRAINAGE

STRUCTURES

Excavate trenches, excavate for appurtenances and backfill for culverts and storm drains, in accordance with the applicable portions of SECTION 31 00 00.00 13 EARTHWORK and the requirements specified below..

3.1.1 Trenching

The width of trenches at any point below the top of the pipe must be not greater than the outside diameter of the pipe plus 48 inches to permit satisfactory jointing and thorough tamping of the bedding material under and around the pipe. Sheeting and bracing, where required, must be placed within the trench width as specified. During excavation, material satisfactory for backfilling must be stockpiled in a neat and orderly manner at a sufficient distance from the banks of the trench to avoid overloading and to prevent slides or caving. Grading must be done as necessary to prevent surface water from flowing into the excavation, and any water accumulating therein must be removed to maintain the stability of the bottom and sides of the excavation. The Contractor must not overexcavate.

3.1.2 Removal of Unstable Material

Where wet or otherwise unstable soil incapable of properly supporting the pipe or box culvert, as determined by the Contracting Officer, is unexpectedly encountered in the bottom of a trench, remove such material to the depth required and replace with select granular material to the proper grade. Compact select granular material as specified in paragraph BACKFILLING. When removal of unstable material is due to the fault or neglect of the Contractor while performing shoring and sheeting, water removal, or other specified requirements, perform such removal and replacement at no additional cost to the Government.

3.2 BEDDING AND INITIAL BACKFILL

Provide a firm bedding foundation of uniform density throughout the entire length of the pipe.

3.2.1 Concrete Pipe

Use select granular material conforming to Section 31 00 00.00 13 EARTHWORK for haunch and bedding material. Compact haunch and outer bedding to at least 95 percent laboratory maximum density and place in layers not exceeding 6 inch loose thickness for compaction by hand-operated compactors and 200 mm 8 inches for other than hand-operated machines. Loosely place middle bedding and do not compact. After the pipe has been properly bedded, place haunch material, at a moisture content that will facilitate compaction, evenly along both sides of the pipe and thoroughly compact each layer with mechanical tampers or rammers to the springline of the pipe. Thoroughly compact the haunch material under the haunches of the pipe. For bell and spigot pipe, form a

SECTION 33 40 00 Page 8 depression in bedding material for bells so entire barrel of pipe is uniformly supported. Minimize the length, depth, and width of bell depressions to that required for properly making the particular type of joint.

3.2.1.1 Trenches

After the pipe has been properly bedded and haunch material placed to the midpoint (springline) of the pipe, backfill and compact the remainder of the trench by spreading and rolling or compacting by mechanical rammers or tampers in layers not exceeding 6 inches. Test for density as necessary to ensure conformance to the compaction requirements specified below.

Leave untreated sheeting in place beneath structures or pavements.

3.2.1.2 Fill Sections

For pipe placed in fill sections, uniformly spread fill material longitudinally on both sides of the pipe in layers not exceeding 6 inches in compacted depth, and compact by rolling parallel with pipe or by mechanical tamping or ramming. Prior to commencing normal filling operations, the crown width of the fill at a height of 12 inches above the top of the pipe must extend a distance of not less than twice the outside pipe diameter on each side of the pipe or 12 feet, whichever is less.

After the backfill has reached at least 12 inches above the top of the pipe, place and thoroughly compact the remainder of the fill in layers not exceeding 8 inches.

3.2.2 Corrugated Steel and Aluminum Pipe

Bedding for corrugated steel pipe and pipe arch must be in accordance with ASTM A798/A798M . It is not required to shape the bedding to the pipe geometry. However, for pipe arches, the Contractor must either shape the bedding to the relatively flat bottom arc or fine grade the foundation to a shallow v-shape. Bedding for corrugated structural plate pipe must meet requirements of ASTM A807/A807M .

3.3 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. Proper facilities must be provided for lowering sections of pipe into trenches. Pipe must not be laid in water, and pipe will 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. Deflection of installed flexible pipe must not exceed the following limits:

TYPE OF PIPE MAXIMUM ALLOWABLE

DEFLECTION (percent)

Corrugated Steel 5

3.3.1 Concrete Pipe

Lay pipe proceeding upgrade with spigot ends of bell-and-spigot pipe and tongue ends of tongue-and-groove pipe pointing in the direction of the flow.

SECTION 33 40 00 Page 9

3.3.2 Corrugated Steel and Aluminum Pipe and Pipe Arch

Lay pipe with the separate sections joined firmly together, with the outside laps of circumferential joints pointing upstream, and with longitudinal laps on the sides. Install part paved pipe so that the centerline of bituminous pavement in the pipe, indicated by suitable markings on the top at each end of the pipe sections, coincides with the specified alignment of pipe. Provide fully paved steel pipe or pipe arch with the sheet thickness of the pipe or pipe arch painted or otherwise indicated on a label applied on the inside of the pipe or pipe arch. Coat any unprotected metal in the joints with bituminous material as specified in AASHTO M 190 or AASHTO M 243. Protect interior coating against damage from insertion or removal of struts or tie wires. Use lifting lugs to facilitate moving pipe without damage to exterior or interior coatings.

Handle pipe or pipe arch and coupling bands during transportation and installation with care to preclude damage to the coating, paving or lining. Repair damaged coatings, pavings and linings in accordance with the manufacturer's recommendations prior to placing backfill. Remove and replace pipe on with coating, paving or lining that has been damaged to such an extent that satisfactory field repairs cannot be made. Accomplish vertical elongation, where indicated, in the factory. Provide suitable markings or properly placed lifting lugs to ensure placement of factory elongated pipe in a vertical plane.

3.4 JOINTING

3.4.1 Concrete and Clay Pipe

3.4.1.1 Plastic Sealing Compound Joints for Tongue-and-Grooved Pipe and Box Culverts

Follow the recommendation of the particular manufacturer in regard to sealing compound special installation requirements. When lubricants, primers, or adhesives are used, only apply on surfaces that are dry and clean. Affix sealing compounds to the pipe or box culvert not more than 3 hours prior to installation of the pipe or box culvert. Protect sealing compounds from the sun, blowing dust, and other deleterious agents at all times. Inspect sealing compounds before installation of the pipe or box culvert, and remove and replace any loose or improperly affixed sealing compound. Align the pipe or box culvert with the previously installed pipe or box culvert, and pull the joint together.

3.4.1.2 Flexible Watertight Joints

Use lubricants, cements, adhesives, and other special installation requirements for gaskets and jointing materials as recommended by the manufacturer. When lubricants, cements, or adhesives are used, only apply on surfaces that are clean and dry. Affix gaskets and jointing materials to the pipe not more than 24 hours prior to the installation of the pipe, and protect from the sun, blowing dust, and other deleterious agents at all times. Inspect gaskets and jointing materials before installing the pipe; remove and replace any loose or improperly affixed gaskets and jointing materials. Align the pipe with the previously installed pipe, and push the joint home. If the gasket becomes visibly dislocated when joining sections of pipe, remove the pipe and remake the joint.

SECTION 33 40 00 Page 10

3.4.2 Corrugated Steel Pipe

3.4.2.1 Field Joints

Provide transverse field joints designed so that the successive connection of pipe sections will form a continuous line free of appreciable irregularities in the flow line. Provide joints meeting the general performance requirements described in ASTM A798/A798M . Suitable transverse field joints which satisfy the requirements for one or more of the joint performance categories can be obtained with the following types of connecting bands furnished with suitable band-end fastening devices:

corrugated bands, bands with projections, flat bands, and bands of special design that engage factory reformed ends of corrugated pipe. Keep the space between the pipe and connecting bands free from dirt and grit so that corrugations fit snugly. While being tightened, tap the connecting band with a soft-head mallet of wood, rubber or plastic, to take up slack and ensure a tight joint. Provide field joints for each type of corrugated metal pipe that maintain pipe alignment during construction and prevent infiltration of fill material during the life of the installations.

Provide bands of the type, size, and sheet thickness indicated. Provide angles or lugs and bolts of the size indicated. Provide bands and angles or lugs and bolts as specified in the applicable standards or specifications for the pipe.

3.4.2.2 Flexible Watertight, Gasketed Joints

Use lubricants or cements and other special installation requirements as recommended by the gasket manufacturer. Where sleeve type gaskets are used, place the gasket over one end of a section of pipe for half the width of the gasket. Then double over the other half over the end of the same pipe. When the adjoining section of pipe is in place, roll the doubled-over half of the gasket over the adjoining section. Correct any unevenness in overlap so that the gasket covers the end of pipe sections equally. Center connecting bands over adjoining sections of pipe, and place rods or bolts in position and tighten nuts. Band Tightening:

Tighten the band evenly, keep even tension on the rods or bolts, and the gasket; properly seat the gasket in the corrugations. Keep watertight joints uncovered for a period of time designated by the Contracting Officer. Before covering joints, measure the tightness of the nuts with a torque wrench. If the nut has tended to loosen its grip on the bolts or rods, retighten the nut with a torque wrench and keep uncovered until a tight, permanent joint is assured.

3.5 DRAINAGE STRUCTURES

3.5.1 Manholes and Inlets

Construct manholes of precast reinforced concrete. Construct inlets of precast reinforced concrete. Provide manholes and inlets complete with frames and covers or gratings; and with steps composed of grade 60 steel with copolymer propylene plastic coating and meeting the requirements of ASTM C478/C478M, ASTM D-4102, ASTM A-616, and AASHTO M-199. Make pipe connections to concrete manholes and inlets with flexible, watertight connectors.

SECTION 33 40 00 Page 11

3.6 BACKFILLING

3.6.1 Backfilling Pipe in Trenches

3.6.1.1 Backfilling

After the pipe has been properly bedded, select granular fill, at a moisture content that will facilitate compaction, must be placed along both sides of pipe in layers not exceeding 6 inches in compacted depth. The backfill must be brought up evenly on both sides of pipe for the full length of pipe. The fill must be thoroughly compacted under the haunches of the pipe. Each layer must be thoroughly compacted with mechanical tampers or rammers. This method of filling and compacting must continue until the fill has reached an elevation of at least 12 inches above the top of the pipe. The remainder of the trench must be backfilled and compacted by spreading and rolling or compacted by mechanical rammers or tampers in layers not exceeding 9 inches. Tests for density must be made as necessary to ensure conformance to the compaction requirements specified below. At a minimum, test density of select granular fill every 100 linear feet for each foot of fill placed.

Impervious fill shall be tested according to the testing schedule presented in section 31 00 00.00 13 EARTHWORK. Where it is necessary, in the opinion of the Contracting Officer, that sheeting or portions of bracing used be left in place, the contract will be adjusted accordingly.

Untreated sheeting must not be left in place beneath structures or pavements.

3.6.2 Movement of Construction Machinery

When compacting by rolling or operating heavy equipment parallel with the pipe, displacement of or injury to the pipe must be avoided. Movement of construction machinery over a culvert or storm drain at any stage of construction will be at the Contractor's risk. Any damaged pipe must be repaired or replaced.

3.6.3 Compaction

3.6.3.1 General Requirements

Cohesionless materials include gravels, gravel-sand mixtures, sands, and gravelly sands. Cohesive materials include clayey and silty gravels, gravel-silt mixtures, clayey and silty sands, sand-clay mixtures, clays, silts, and very fine sands. When results of compaction tests for moisture-density relations are recorded on graphs, cohesionless soils will show straight lines or reverse-shaped moisture-density curves, and cohesive soils will show normal moisture-density curves.

3.6.3.2 Minimum Density

Backfill over and around the pipe and backfill around and adjacent to drainage structures must be compacted at the approved moisture content to the following applicable minimum density, which will be determined as specified below.

Under all areas, the density must not be less than 95 percent of maximum density.

SECTION 33 40 00 Page 12 b6ecsl22 Highlight b6ecsl22 Highlight

3.6.4 Determination of Density

Testing will be the responsibility of the Contractor and performed at no additional cost to the Government. Testing must be performed by an approved commercial testing laboratory or by the Contractor subject to approval. Tests must be performed in sufficient number to ensure that specified density is being obtained. Laboratory tests for moisture-density relations must be made in accordance with ASTM D698. Field density tests must be determined in accordance with ASTM D1556/D1556M or ASTM D6938.

When ASTM D6938 is used, the calibration curves must be checked and adjusted, if necessary, using the sand cone method as described in paragraph Calibration of the referenced publications. ASTM D6938 results in a wet unit weight of soil and ASTM D6938 must be used to determine the moisture content of the soil. The calibration curves furnished with the moisture gauges must be checked along with density calibration checks as described in ASTM D6938. Test results must be furnished to the Contracting Officer. The calibration checks of both the density and moisture gauges must be made at the beginning of a job on each different type of material encountered and at intervals as directed. Submit field density test results in accordance with Section 31 00 00 .00 13 EARTHWORK.

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.

3.7.1.1 Televising

Notify the Contracting Officer 7 days prior to televising, such that the appropriate Government Representatives may be on site to witness televising.

Televise all culverts using closed-circuit television equipment, no sooner than 30 days after completion of the dam embankment including the aggregate surface. The televising must produce a clear picture of the entire periphery of the culvert interior along its entire length, including audio or text based commentary. Separate digital recordings must be made for each culvert.

Provide external monitors for viewing by the Contractor and the Government Representative during the televising.

The camera must be mounted on a remote controlled rover that moves at a uniform speed no greater than 30 feet per minute. No part of the rover or other equipment will obstruct the camera's view or interfere with proper documentation of the pipe's condition.

The camera must be able to pan and tilt to a 90 degree angle with the axis of the culvert and rotate radically 360 degrees so that the camera is able to televise any point within the culvert interior.

The camera must be equipped with a calibrated distance meter accurate to

0.1 foot that provides a digital readout on the video monitor, record distance traveled along the pipe. This distance must be digitally stamped into the video.

Lighting for the camera must illuminate the entire periphery of the sewer

SECTION 33 40 00 Page 13 b6ecsl22 Highlight b6ecsl22 Highlight for a distance of at least 10 ft ahead of the camera. Lighting must be designed to avoid over-lighting the culvert and obscuring culvert wall condition.

The video image must be clear, focused, and relatively free from roll static or other image distortion qualities that would prevent the reviewer from evaluating the condition of the pipe.

Center the camera in the pipe both vertically and horizontally.

Each joint must be televised along its entire interior circumference

If the Contractor or the Government Representative observes a defect, the Contractor must use the pan-and-tilt function or zoom to fully record the extent of the defect. Each defect must be accompanied by pictures and an audio or written description.

Do not perform televising during weather conditions such as fog that would create a poor recording. If sunlight entering the outlet interferes with inspection at culvert ends, the Contractor must attach a heavy tarp to the outlet to block sunlight.

Any areas of the pipe that have open joints or have been crushed, cracked, or any other defects from construction must be repaired and re-televised at no additional cost to the Government.

3.7.1.1.1 Televised Report

After completing all culvert inspections, provide a final report in .pdf format of all findings, including defects and culvert attributes. This report must include the following files: files of digital video; screen captures of defects in .jpeg format; and an EXCEL (.xlsx) database file summarizing all observed defects, locations, and video frame reference number.

3.7.1.2 Deflection Testing

Conduct deflection test no sooner than 30 days after completion of final backfill and compaction testing. Clean or flush all lines prior to testing. Perform a deflection test on entire length of installed flexible pipeline upon completion of work adjacent to and over the pipeline, including backfilling, placement of fill, grading, paving, placement of concrete, and any other superimposed loads. Deflection of pipe in the installed pipeline under external loads must not exceed the limits shown in the table below as percent of the average inside diameter of pipe. Use a laser profiler or mandrel to determine if allowable deflection has been exceeded.

TYPE OF PIPE MAXIMUM ALLOWABLE DEFLECTION (percent)

Corrugated Steel and Aluminum 5

Ductile Iron Culvert 3

Plastic (PVC, HDPE, and PP) 3

SECTION 33 40 00 Page 14

3.7.1.2.1 Laser Profiler

Inspect pipe interior with laser profiling equipment.

3.7.1.2.2 Mandrel

Pass the mandrel through each run of pipe by pulling it by hand. If deflection readings in excess of the allowable deflection of average inside diameter of pipe are obtained, stop and begin test from the opposite direction. The mandrel must meet the pipe manufacturer's recommendations and the following requirements. Provide a mandrel that is rigid, nonadjustable, has a minimum of 9 fins, pulling rings at each end, and is engraved with the nominal pipe size and mandrel outside diameter.

The mandrel must be 5 percent less that the ceritified-actual pipe diameter for plastic pipe, 5 percent less than the certified-actual pipe diameter for corrugated steel and aluminum, 3 percent less than the certified-actual pipe diameter for ductile iron culvert pipe. The Government will verify the outside diameter (OD) of the Contractor provided mandrell through the use of Contractor provided proving rings.

3.7.2 Inspection

3.7.2.1 Post-Installation Inspection

3.7.2.1.1 Concrete Pipe

An engineer must evaluate all pipes with cracks with a width greater than

0.25 mm 0.01 inches, but less than 0.10 inches to determine if any remediation or repair is required.

3.7.2.1.2 Flexible Pipe

Check each flexible pipe (PE, PVC, PP, corrugated steel and aluminum) for rips, tears, joint separations, soil migration throught the joint, cracks, localized buckling, bulges, settlement and alignment.

3.7.2.1.3 Post-Installation Inspection Report

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, inspector notes, condition of joints, condition of pipe wall (e.g.

distress, cracking, wall damage dents, bulges, creases, tears, holes, etc.).

3.7.3 Repair of Defects

3.7.3.1 Leakage Test

When leakage exceeds the maximum amount specified, correct source of excess leakage by replacing damaged pipe and gaskets and retest.

3.7.3.2 Deflection Testing

When deflection readings are in excess of the allowable deflection of average inside diamater of pipe are obtained, remove pipe which has excessive deflection and replace with new pipe. Retest 30 days after completing backfill, leakage testing and compaction testing.

SECTION 33 40 00 Page 15

3.7.3.3 Inspection

Replace pipe or repair defects indicated in the Post-Installation Inspection Report.

3.7.3.3.1 Concrete Pipe

Replace pipes having cracks with a width greater than 0.1 inches.

3.7.3.3.2 Flexible Pipe

Replace pipes having cracks or splits.

3.8 PROTECTION

Protect storm drainage piping and adjacent areas from superimposed and external loads during construction.

3.9 WARRANTY PERIOD

Pipe segments found to have defects during the warranty period must be replaced with new pipe and retested.

3.10 ATTACHMENTS

1. CORRUGATED STEEL PIPE ARCH CULVERTS AND END SECTIONS

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SECTION 33 40 00 Page 16

2.1.2 Corrugated Steel Pipe

2.2.2 Corrugated Steel Pipe

3.2.2 Corrugated Steel and Aluminum Pipe

3.6.4 Determination of Density