Section_35_41_00_Levee_Construction.pdf

SECTION 35 41 00

LEVEE CONSTRUCTION

PART 1 GENERAL

1.1 SCOPE OF WORK

The work covered by this section consists of furnishing all equipment, labor, materials, and incidentals, and performing all operations necessary for the clearing, grubbing, stripping and removal of the areas specified herein or indicated on the drawings, including refilling of holes resulting from grubbing;

excavation of borrow areas and existing levee; and for all other earthwork incidental to the built-up and regrade of the levee as specified and shown on the drawings; including ramps, as may be necessary to complete the levee as specified herein and as shown on the drawings. All work under this section shall comply with the requirements of EM 385-1-1.

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.

ASTM INTERNATIONAL (ASTM)

ASTM D1557 (2012; E 2015) Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3)

ASTM D2216 (2010) Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass

ASTM D2487 (2011) Soils for Engineering Purposes (Unified Soil Classification

System) ASTM D422 (1963; R 2007; E 2014; E 2014) Particle-Size Analysis of Soils

ASTM D4318 (2010; E 2014) Liquid Limit, Plastic Limit, and Plasticity Index of Soils

ASTM D5195 (2014) Density of Soil and Rock In-Place at Depths Below the Surface by Nuclear Methods

ASTM D6938 (2015) Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)

U.S. ARMY CORPS OF ENGINEERS (USACE)

EM 385-1-1 (2014) Safety and Health Requirements Manual

1.3 DEFINITIONS

1.3.1 Clearing

Clearing consists of the removal and satisfactory disposal of all above ground and below ground trees, downed timber, snags, slash, brush, garbage, trash, debris, fencing, and other items occurring in the designated areas to be cleared.

1.3.2 Grubbing

Grubbing consists of the removal and satisfactory disposal of stumps, roots larger than 1-1/2 inches in diameter, and matted roots from the designated grubbing areas. Grubbing also includes filling of holes from the grubbing operation.

1.3.3 Stripping

Stripping consists of the removal and satisfactory disposal of crops, weeds, grass, and other vegetative materials to the ground surface and topsoil to a depth of 6-12 inches.

1.3.4 Embankment

The terms "levee", "embankment" or “dike” as used in these specifications are defined as the earth fill portions of the levee structure or other fills related to the levee structure, including all other fills within the limits of the levee, except those rock and filter materials used for slope protection.

1.3.5 Classification of Soils

Materials used to construct the embankments and for backfills shall be classified in accordance with ASTM D2487 (Unified Soil Classification System). Cohesionless materials include materials classified in ASTM D2487 as GW, GP, SW, and SP. Cohesive materials include materials classified as GC, SC, ML, CL, MH, and CH. Materials classified as GM and SM will be identified as cohesionless only when the fines are nonplastic.

1.3.6 Degree of Compaction

1.3.6.1 Cohesive Material

Degree of compaction is expressed as a percentage of the maximum density obtained by the test procedure presented in ASTM D1557, abbreviated hereinafter as percent laboratory maximum density.

1.3.6.2 Cohesionless Material

Degree of compaction is expressed as a percentage of the relative density in accordance with ASTM D4253 and ASTM D4254.

1.4 SYSTEM DESCRIPTION

1.4.1 Embankment and Backfill Materials

At least 30 days prior to delivery of any material to the site of the work, submit soil classification test results, moisture-density curves, gradation curves, and laboratory results of the required tests of the proposed material to be used. Materials for embankment and backfill construction may be obtained from the borrow pits located in WSMR Main Post. The loose sedimentation obtained from its removal from the arroyo and/or clearing & grubbing operations are not allowed to be reused as embankment or backfill material. Submit to the COR the source(s) intended to provide materials for embankment construction.

1.4.2 Haul Roads

The contractor shall field verify and accept the proposed location of the access/haul road through the arroyo as shown on the drawings prior to bidding project. Construct and maintain arroyo access so as to not flood either upstream areas by restricting stream flows or flood downstream areas by the release of any stored water in the event that the crossing fails for any cause. Do not leave equipment in the arroyo overnight.

The contractor may propose alternate location of haul roads as approved by the COR and within the project boundaries specified by the Environment Dept. The haul road between the borrow site(s) and the levee embankment shall be located within the limits approved by the COR. The limits of the borrow haul road shall be clearly marked in the field using construction fencing or similar methods approved by the COR. Areas on each side of the borrow haul road corridor shall not be disturbed. Haul roads shall be constructed to maintain the intended traffic, be free draining, and be maintained in good condition throughout the contract period. Haul roads constructed during the contract duration shall be removed after work is completed and the impacted area restored to its preconstruction conditions. Scarify or otherwise loosen all access and haul roads other than existing roads to a minimum of 4- inches deep and the surface shall be left in a smooth condition.

1.4.3 Ramps and Crossings

Ramps and crossings shall be constructed at the locations shown on the drawings by placement of a fill specified. Ramps and crossings shall be constructed only by adding material to the levee crown and slopes. Ramps shall have a 15 foot crown width, a grade not to exceed 15 percent, and 1V on 3H side slopes.

1.4.4 Runways

Construction of temporary runways over the levee will not be allowed.

1.4.5 Stockpiling

Any on-site stockpiling of embankment materials shall be in accordance with paragraph Stockpiles.

1.4.6 Slides and Foundation Failures

When sliding occurs in any part of the embankment and backfills prescribed in this section after they have been placed, but prior to final acceptance of all work under the contract, repair the slide as directed by the COR. When the slide is caused through the fault of the contractor or unprotected work during a storm event, the repair shall be made at no additional cost to the Government.

1.4.7 Drainage Requirements

Do not block or restrict the flow in a natural drain, existing culvert, ditch or channel at any time. The contractor is responsible for any damage caused by their operations. Monitor the arroyo flow and provide sufficient free discharge areas so that conditions are not worsened upstream or downstream by possible floods during construction. Diversion ditches, dikes, and grading shall be provided and maintained as necessary during construction. Excavated slopes and backfill surfaces shall be protected to prevent erosion and sloughing.

1.5 SUBMITTALS

Government approval is required for all submittals; submit the following in accordance with the submittal procedures in the scope of work.

Product Data Shoring, Sheeting, and Bracing;

Excavation Borrow Areas;

Plan of Operations;

Embankment and Backfill Materials Nuclear Density

Test Reports

Measurement of Fill Material

1.6 PROJECT SITE CONDITIONS

1.6.1 Protection of Cultural and Natural Resources

All work and operations shall comply with the requirements of from the Environment review.

1.6.2 Protection of Man-Made Facilities and Natural Features

Trees within the clearing area shall be felled in such a manner as to avoid damage to trees left standing and trees outside the clearing area, man-made facilities and natural features, with due regard to the safety of employees and others, and in compliance with EM 385-1-1. Excavation shall follow the same requirements specified above for felling trees and shall be in compliance with EM 385-1-1. Existing utility lines shall be protected from damage during excavation.

1.6.3 Historical, Archeological, and Cultural Resources

Historical, archeological, and cultural resources within the contractor's work limits may exist. If during construction activities, the contractor observes items that may have historical or archeological value, such observations shall be reported immediately to the COR so that appropriate authorities may be notified and a determination made as to their significance and what, if any, special disposition of the finds should be made. Cease all activities that may result in the destruction of these resources and prevent the workers from trespassing on or otherwise damaging such resources.

1.7 SEQUENCING

1.7.1 Clearing and Grubbing

All clearing and grubbing work shall be completed at least 300 feet in advance of embankment construction. If regrowth of vegetation or trees occurs after clearing and grubbing and before placement of embankment, the contractor will be required to clear and grub again prior to embankment construction.

1.7.2 Stripping

After inspection and acceptance of cleared and grubbed areas, stripping may proceed. All stripping work shall be completed not more than 200 feet in advance of embankment construction.

PART 2 PRODUCTS

2.1 TYPES OF FILL MATERIALS

2.1.1 Select Fill

Select fill embankment material shall be obtained from the borrow site provided by the Government or sources provided by the contractor. Record documents and construction history indicate that coarse grained soils is the most common type of material in WSMR Main Post area, including the borrow pits. The contractor shall test as specified in this specification the select fill material and provide its classification in accordance with ASTM D2487.

2.1.2 Impervious Fill

This material shall consist of impervious material classified as lean clay (CL), low plasticity silt

(ML), and borderline clay and silt (CL-ML) in accordance with ASTM D2487. Do not use soils with PI > 30 and impervious fill material shall not be compacted using vibratory rollers.

2.1.3 Pervious Fill

This material shall consist of pervious material classified as well graded sand (SW), poorly graded sand (SP) in accordance with ASTM D2487.

2.1.4 Random Fill

Random fill may consist of select fill, impervious fill, and pervious fill, or a combination of them.

Contractor shall test and submit classification and percentages if using this type of fill.

2.1.5 Rock

Random rock shall not be used as fill material for the levee embankment.

2.1.6 Bedding

Bedding material, placed as a backing layer shall consist of satisfactory pervious fill material.

2.2 FINISH SURFACES

2.2.1 Geotextile and coir netting as per scope of work, drawings and specification.

2.2.2 Rock riprap as per scope of work, drawings and specification.

2.2.3 Base material on the levee’s crown as per scope or work and drawings.

PART 3 EXECUTION

3.1 CONSTRUCTION

3.1.1 Lines and Grades

The embankment and backfill shall be constructed to the lines, grades, and cross sections indicated on the drawings. The Government reserves the right to increase or decrease the embankment slopes or to make such other changes in the embankment or backfill sections as may be deemed necessary to produce a safe structure. Changes in quantities resulting from such revisions will not constitute justification for change in contract price. The end slopes and side slopes of partial fill sections shall not be steeper than one vertical on 4 horizontal, unless otherwise shown on the drawing.

3.1.2 Conduct of the Work

Maintain and protect the embankment and backfill in a satisfactory condition at all times until final completion and acceptance of all work under the contract. If, in the opinion of the COR, the hauling equipment causes horizontal shear planes or slicken sides, rutting, quaking, heaving, cracking, or excessive deformation of the embankment or backfill, limit the type, load, or travel speed of the hauling equipment on the embankment or backfill. Any approved embankment or backfill material which is lost in transit or rendered unsuitable after being placed in the embankment or backfill and before final acceptance of the work shall be replaced in a satisfactory manner and at no additional cost to the Government. Excavate and remove from the embankment or backfill any material which is unsatisfactory, dispose of such material, and refill the excavated area as directed.

3.2 CLEARING

Clearing shall be accomplished within the limits of existing ground to receive embankment. Trees, snags, brush, garbage, trash, debris and other items shall be cleared flush with the existing ground surface. Trees and vegetation designated to be left standing or to remain shall be protected from damage from construction operations. Clearing of borrow areas shall be limited to the minimum area required for construction operations.

3.3 GRUBBING

Grubbing shall be accomplished within the limits of existing ground to receive embankment. Grubbing shall be accomplished to a depth of at least 3 feet below the existing ground surface. All holes caused by grubbing operations and removal of pipes and drains shall be filled with satisfactory material as specified. This material shall be placed in 6” inch layers to the elevation of the adjacent ground surface and each layer compacted to a density at least equal to that of the adjoining undisturbed material.

3.4 STRIPPING

The entire area within the limits of existing ground to receive embankment shall be stripped to remove crops, weeds, grass, and other vegetative materials to the ground surface and topsoil to a depth of 8 inches.

3.5 DISPOSITION OF CLEARED, GRUBBED, AND STRIPPED MATERIAL

All materials resulting from clearing and grubbing operations shall be disposed of by removal from the site. In no case shall any material resulting from clearing and grubbing operations be buried or permanently placed within the levee or arroyo. The topsoil material resulting from the stripping operations shall be disposed of separate from the cleared and grubbed materials.

3.6 EXCAVATION

Excavation shall consist of removal of silt, sand and gravel from the arroyo, including removal of objectionable materials and obtaining required fill materials from the borrow areas. Rocks and boulders shall be screened as per drawings. Over excavation shall be backfilled to grade with similar over excavated material or satisfactory material and compacted to a density of at least that of the surrounding material.

3.6.1 Borrow Areas

Submit a written statement to the COR no later than 20 days after receipt of Notice to Proceed indicating the contractor's intention to use the specified Government-furnished borrow area(s), contractor-furnished borrow area(s), or a combination of these borrow areas.

3.6.1.1 Government-Furnished

The extent of excavation in the borrow areas shall be coordinated and approved with the Environment Dept. through the COR. When the material necessary for the construction of the embankment cannot be obtained from adjacent borrow areas, it may be obtained from other Government-furnished borrow areas. Borrow areas shall be drained and kept dry during excavation. Where possible, unsatisfactory materials in borrow areas shall not be removed.

3.6.1.2 Contractor-Furnished

Proposed borrow areas shall be subject to approval by the Engineer. Any borrow sources proposed, accepted and approved by the Engineer shall meet all applicable Federal, State and local requirements. No payment will be made for contractor-furnished borrow areas.

3.7 TOLERANCES

A tolerance of 2 inches above or below the prescribed grade will be allowed in the excavation for arroyos. All embankments and backfills shall be constructed to the grades and cross-sections shown on the drawings. At all points a tolerance of 4 inches above or below the prescribed grade will be permitted in the final dressing, provided that any excess material is so distributed that the crown of the levee drains and that there are no abrupt humps or depressions in any surfaces.

3.8 SLIDES

In case sliding occurs in any part of the excavations prescribed in this section after they have been excavated, but prior to final acceptance of all work under the contract, repair the slide as directed by the COR. The contractor shall repair the slide at no additional cost to the Government.

3.9 STOCKPILES

Upon completion of construction operations, all remaining stockpiled material shall be removed and disposed of by the disposal methods specified in paragraph DISPOSITION OF EXCAVATED

MATERIALS.

3.10 MAINTENANCE OF WORK

3.10.1 Debris Removal

Maintain all arroyo excavations free from leaves, brush, sticks, trash, and other debris until final acceptance of all work.

3.10.2 Sediment Removal

Prior to final acceptance of all work under this contract, the removal of sediments from arroyo excavations shall be required to restore design grades and section at no additional cost to the Government.

3.11 DISPOSITION OF EXCAVATED MATERIALS

3.11.1 Satisfactory Materials

Satisfactory excavated material shall be incorporated in the appropriate zones of the embankment.

Satisfactory material shall consist of approved material as specified in paragraph PRODUCTS.

When direct placement is not practicable, satisfactory material from the excavation may be stockpiled for subsequent use in parts of the work for which it is specified herein. Satisfactory materials in excess of the quantity necessary to construct backfills and embankments shall be disposed of as specified for unsatisfactory materials.

3.11.2 Unsatisfactory Materials

Unsatisfactory materials shall be as other materials not approved. Unsatisfactory materials from the excavations prescribed in this section shall be permanently disposed of by removal from the site to a contractor-furnished disposal area. The material shall be shaped so that its surface is free from abrupt changes in grade and shall be sloped to drain. Do not dispose of in the arroyo, desert or Main Post.

3.12 PREPARATION OF FOUNDATION, PARTIAL FILL SURFACES AND ABUTMENTS

3.12.1 Earth

After excavation or stripping of the embankment slope the sides of stump holes, test pits, and other similar cavities or depressions shall be broken down so as to flatten out the slopes, and the sides of the cut or hole shall be scarified to provide bond between the foundation material and the fill.

Unless otherwise directed, each depression shall be filled with the same material type that is to be placed immediately above. The fill shall be placed in layers, moistened, and compacted in accordance with the applicable provisions of paragraphs PLACEMENT, MOISTURE CONTROL, and COMPACTION for the specific material type. Materials which cannot be compacted by roller equipment because of inadequate clearances shall be compacted with power tampers in accordance with the paragraph COMPACTION for the specific material type. After filling of depressions and immediately prior to placement of compacted fill in any section of the embankment, the foundation of such section shall be loosened thoroughly by scarifying. After removal of roots or other debris turned up in the process of loosening, the entire surface of the embankment foundation area shall be compacted by complete coverages of the compaction equipment as specified for the appropriate type of fill. Immediately prior to placement of compacted fill on or against the surfaces of any partial fill section, all soft or loose material, all material containing cracks or gullies, and all material that does not conform with the specified zoning of the embankment shall be removed. The remaining surface of the partial fill shall be loosened by scarifying, to a minimum depth of 6 inches, and the moisture content shall be adjusted as specified in paragraph MOISTURE CONTROL for the appropriate type of material. The surface of the partial fill section upon which fill is to be placed shall then be compacted as hereinafter specified for the appropriate type of fill.

3.12.3 Benching

Benching into existing levee embankment and abutments is required in order to place and compact the material in horizontal layers. The vertical face cut into the existing embankment or abutment resulting from the benching operation shall be a minimum of 6 inches in height but shall not exceed 12 inches in height.

3.13 PLACEMENT AND SPREADING

3.13.1 Gradation and Distribution

The gradation and distribution of materials throughout each zone of the levee shall be such that the embankment will be free from lenses, pockets, streaks, and layers of material differing substantially in texture or gradation from surrounding material of the same class. If lenses, pockets, or layers of materials differing substantially in texture or gradation from surrounding material occur in the spread material, the layer shall be mixed by harrowing or any other approved method to blend the materials.

During the placing and spreading process, maintain at all times a force of workers adequate to remove all roots, debris, and oversize stone from all embankment materials. All stones and rock fragments larger than 3 inches in any dimension shall be remove at the source prior to hauling to the fill. No fill shall be placed upon a frozen surface, nor shall snow, ice, or frozen earth be incorporated in the embankment.

3.13.2 Partial Embankment Fills

All partial embankment receiving fills shall be kept thoroughly drained. Placing operations will be such as to avoid mixing of materials from adjacent sections as much as practicable.

3.13.3 Equipment Traffic

Equipment traffic on any embankment zone shall be routed to distribute the compact effort as much as practicable. Ruts formed in the surface of any layer of spread material will be filled before that material is compacted. If, in the opinion of the COR, the compacted surface of any layer of material is too smooth to bond properly with the succeeding layer, the surface shall be loosened by scarifying or other approved methods before material from the succeeding layer is placed.

3.13.4 Select Fill

Select fill material shall be placed and spread in layers not more than 8 inches in uncompacted thickness, the uncompacted layer thickness shall be reduced to 6 inches. Layers should be started full out to the slope stakes and shall be carried substantially horizontal and parallel to the levee centerline with sufficient crown or slope to provide satisfactory drainage during construction. The materials for fill shall be placed or spread in layers, the first layer not more than 8 inches in thickness and the succeeding layers not more than 8 inches in thickness prior to compaction.

3.13.5 Impervious Fill

The impervious fill material shall be placed and spread in layers not more than 8 inches in uncompacted thickness, the uncompacted layer thickness shall be reduced to 4 inches. Layers should be started full out to the slope stakes and shall be carried substantially horizontal and parallel to the levee centerline with sufficient crown or slope to provide satisfactory drainage during construction. The materials for fill shall be placed or spread in layers, the first layer not more than 8 inches in thickness and the succeeding layers not more than 8 inches in thickness prior to compaction.

3.13.6 Pervious Fill

The pervious fill material shall be placed and spread in layers not more than 8 inches in uncompacted thickness, the uncompacted layer thickness shall be reduced to 6 inches. Layers should be started full out to the slope stakes and shall be carried substantially horizontal and parallel to the levee centerline with sufficient crown or slope to provide satisfactory drainage during construction. The materials for fill shall be placed or spread in layers, the first layer not more than 8 inches in thickness and the succeeding layers not more than 8 inches in thickness prior to compaction.

3.14 MOISTURE CONTROL

3.14.1 General

The materials in each layer of the fill shall contain the amount of moisture necessary to obtain the required compaction. Material that is not within the specified moisture content limits after compaction shall be reworked to obtain the specified moisture content, regardless of density.

3.14.1.1 Insufficient Moisture for Suitable Bond

If the top or contact surfaces of a partial fill section become too dry to permit suitable bond between these surfaces and the additional fill to be placed thereon, loosen the dried materials by scarifying to such depths as may be directed by the COR, shall dampen the loosened material to an acceptable moisture content, and shall compact this layer in accordance with the applicable requirements of paragraph COMPACTION.

3.14.1.2 Excessive Moisture for Suitable Bond

If the top or contact surfaces of a partial fill section become too wet to permit suitable bond between these surfaces and the additional fill to be placed thereon, the wet material shall be scarified and permitted to dry to such depths as may be directed by the COR. The material shall be dried to an acceptable moisture content, and shall be compacted in accordance with the applicable requirements of paragraph COMPACTION.

3.14.1.3 Drying Wet Material

Material that is too wet shall be dried in the borrow area prior to bringing to the levee embankment until the moisture content is reduced to an amount within the specified limits.

3.14.1.4 Increasing Moisture in Dry Material

The moisture content of material that is too dry, will be adjusted on the levee embankment or in the borrow area prior to bringing to the levee embankment. Add water to the fill material and work the moisture into the material until a uniform distribution of moisture within the specified limits is obtained. Water applied on a layer of fill on the levee embankment shall be accurately controlled in amount so that free water will not appear on the surface during or subsequent to rolling. Should too much water be added to any part of the embankment, the rolling on that section of the embankment shall be delayed until the moisture content of the materials is reduced to an amount within the specified limits. If it is impracticable to obtain the specified moisture content by wetting or drying the material on the fill, the contractor may be required to pre-wet or dry back the material at the source of excavation or in the borrow area.

3.14.2 Select Fill

The moisture content after compaction shall be within the limits of percentage points above optimum to percentage point below optimum moisture content as determined by ASTM D698.

3.14.3 Impervious Fill

The moisture content after compaction shall be within the limits of 2 percentage points above optimum to 2 percentage point below optimum moisture content as determined by ASTM D698.

3.14.4 Pervious Fill

Each layer of material shall be placed, worked, and compacted in a saturated condition.

3.15 COMPACTION

The contractor is required to obtain a specified degree of compaction by their own means and method.

3.15.1 Compaction Equipment

Compaction equipment must conform to the following requirements.

3.15.1.1 Tamping Rollers

3.15.1.1.1 Towed

Tamping rollers shall consist of a heavy duty double drum unit, with a drum diameter not less than 60 inches, and an individual drum length of 60 inches. The drums shall be capable of being ballasted with water or a combination of sand and water. Each drum shall have staggered feet uniformly spaced over the cylindrical surface such as to provide approximately three tamping feet for each 2 square feet of drum surface. The tamping feet shall be 7 to 9 inches in clear projection from the cylindrical surface of the roller and shall have a face area of not less than 5 square inches nor more than 7 square inches. The roller shall be equipped with cleaning fingers, so designed and attached as to prevent the accumulation of material between the tamping feet, and these cleaning fingers shall be maintained at their full length throughout the periods of use of the roller. The weight of the roller shall not be less than 3500 psf of linear drum length weighted, and shall not be more than 2000 psf of drum length empty. The two drums comprising one roller unit shall be yoked such that they will oscillate when traversing uneven surfaces. If tamping rollers are used in tandem, not more than two rollers in tandem will be permitted and in such case, one trip of the tandem rollers over any surface will be considered as two passes. When tamping rollers are used in tandem, the tamper foot spacing shall be offset so that the circumferential rows on the rear drums are in line with the mid-point of the circumferential rows on the forward drums.

3.15.1.1.2 Self-Propelled

Self-propelled rollers exceeding the empty weight requirement may be used provided that by the substitution of tamping feet, having a face area not exceeding 14 square inches, the nominal foot pressure on the tamping feet of the self-propelled roller can be adjusted to approximate the nominal foot pressure of the towed roller for the particular working condition required for the towed rollers. The tamping feet shall be 7 to 9 inches in clear projection from the cylindrical surface of the roller. For self-propelled rollers, in which steering is accomplished through use of rubber-tired wheels, the tire pressure shall not exceed 40 psi. Self-propelled rollers shall be operated at a speed not to exceed 3.5 miles per hour. Beware of shearing or laminations of the compacted fill by the use of self-propelled rollers.

3.15.1.2 Vibratory Rollers

Vibratory rollers may be either towed or self-propelled and shall have an unsprung drum weight that is a minimum of 60 percent of the rollers' static weight. Towed rollers shall have at least 90 percent of their weight transmitted to the ground through the compaction drum when the roller is standing in a level position hitched to the towing vehicle. The level of amplitude and vibration frequency during compaction will be maintained uniform throughout the embankment zone within which it is operating. Rollers shall be operated at speeds not to exceed 1.5 mph.

3.15.1.3 Rubber-tired Rollers

Rubber-tired rollers shall have a minimum of four wheels equipped with pneumatic tires. The tires shall be of such size and ply as to be capable of being operated at tire pressures between 80 and 100 psi at a 25,000 pound wheel load. The roller wheels shall be located abreast and so designed that each wheel will carry approximately equal load in traversing uneven ground.

The spacing of the wheels shall be such that the distance between the nearest edges of adjacent tires will not be greater than 50 percent of the rated tire width of a single tire at the operating pressure for a 25,000 pound wheel load.

3.15.1.4 Hand Operated Compactors

Compaction of material, in areas where it is impracticable to use a roller or tractor compaction shall be performed by the use of approved hand operated power compactors.

3.15.1.4.1 Power Tampers

Power tampers must be hand operated equipment capable of compacting material in confined areas. The compactors shall be either an internal combustion or pneumatic activated tamper.

Tampers shall have sufficient weight and striking power to produce the specified compaction.

3.15.1.4.2 Vibratory Plate Compactor

Vibratory compactors operated by hand in confined areas shall utilize the oscillating cam principal and shall deliver an impact of not less than 2000 lb at a rate of approximately 2000 impulses per minute.

3.15.1.5 Crawler-type Tractors

Crawler-type tractors used for spreading or compaction shall weigh not less than 20,000 pounds, shall exert a unit tread pressure of not less than 6 psi, and shall be operated at a speed not to exceed 3.5 miles per hour.

3.15.1.6 Sprinkling Equipment

Sprinkling equipment shall consist of tank trucks, pressure distributors or other equipment designed to apply water uniformly and in controlled quantities to variable width of surface.

3.15.1.7 Miscellaneous Equipment

Scarifiers, disks, spring-tooth or spike-tooth harrows, spreaders, and other equipment shall be suitable for use in embankment construction. Equipment used for blending fill material shall be capable of penetrating the full loose lift thickness of the specific material type.

3.15.2 Compaction of Select Fill

After a layer of material has been dumped and spread, it shall be harrowed to break up and blend the fill materials and to obtain uniform moisture distribution. Harrowing shall be performed to the full depth of the layer. When the moisture content and the condition of the layer are satisfactory, the lift shall be compacted to a minimum of 95 percent of the maximum dry density in accordance with ASTM D698. In areas which are not accessible by roller, the fill shall be placed in layers not more than 4 inches in uncompacted depth and compacted with an approved hand operated compactor to a density equal to that obtained in other areas which are accessible to rollers.

Dumping, spreading, sprinkling, and compacting may be performed at the same time at different points along a section when there is sufficient area to permit these operations to proceed simultaneously.

3.15.3 Compaction of Impervious Fill

After a layer of material has been dumped and spread, it shall be harrowed to break up and blend the fill materials and to obtain uniform moisture distribution. Harrowing shall be performed to the full depth of the layer. When the moisture content and the condition of the layer are satisfactory, the lift shall be compacted to a minimum of 95 percent of the maximum dry density in accordance with ASTM D698. In areas which are not accessible by roller, the fill shall be placed in layers not more than 4 inches in uncompacted depth and compacted with an approved hand operated compactor to a density equal to that obtained in other areas which are accessible to rollers.

Dumping, spreading, sprinkling, and compacting may be performed at the same time at different points along a section when there is sufficient area to permit these operations to proceed simultaneously.

3.15.4 Compaction of Pervious Fill

After a layer of material has been dumped and spread it shall be harrowed as required to break up and blend the fill materials and to obtain uniform moisture distribution. Harrowing shall be to the full depth of the layer. When the moisture content and the condition of the layer are satisfactory, the lift shall be compacted to a 80 percent relative density in accordance with ASTM D4253 and ASTM D4254. In areas which are not accessible by roller, the fill shall be placed in layers not more than 4 inches in uncompacted depth and compacted with an approved hand operated compactor to a density equal to that obtained in other areas which are accessible to rollers. Dumping, spreading, sprinkling, and compacting may be performed at the same time at different points along a section when there is sufficient area to permit these operations to proceed simultaneously.

3.16 FIELD QUALITY CONTROL

3.16.1 Clearing, Grubbing, and Stripping

Establish and maintain quality control for clearing, grubbing, and stripping operations to assure compliance with contract requirements, and maintain records of the quality control for all construction operations including but not limited to the items indicated below.

3.16.2 Excavation

Establish and maintain quality control for excavation operations to assure compliance with contract requirements, and maintain records of the contractor's quality control for all construction operations including but not limited to the following:

3.16.3 Embankment

3.16.3.1 General

As a part of the Contractor Quality Control (CQC) system required, establish and maintain field quality control for embankment and backfill operations to assure compliance with contract requirements and maintain detailed records of field quality control for all operations. Type, size, number of units and suitability of the earthwork equipment used for construction of the prescribed work. Methods of preparing the foundations in advance of embankment and backfill construction and methods for providing drainage of the foundation and partially completed fills.

3.16.3.2 Materials Testing

Perform sufficient testing to insure that the fill is being constructed as specified. The testing program specified below shall be considered the minimum acceptable frequency of testing.

This does not relieve the contractor from the responsibility of performing additional testing, if required to ensure compliance with these specifications.

3.16.3.2.1 Soil Classification Tests

Soil classification tests shall be performed in accordance with ASTM D2487. One initial classification test shall be required for each different classification of material to be utilized as embankment fill or backfill. As prescribed in ASTM D2487, grain size analyses in accordance with ASTM D422 and Atterberg limits in accordance with ASTM D4318 shall be performed on each different classification. Submit additional tests for every 100 cubic yards of embankment or backfill material. Soil classification tests shall be performed on existing material as required to determine the acceptability of the in-situ soils. Additional tests will be required if noticeable changes in the material occur.

3.16.3.2.2 Cohesive Material Testing

a. Moisture Density Relationships

The moisture-density relations for each different classification of cohesive material utilized shall be determined in accordance with ASTM D698. Prior to placing any fill material containing cohesive material, a minimum of five-point compaction test shall be performed on representative samples of the material to be used as fill. During fill placement a minimum of one additional moisture-density test shall be performed for every 100 cubic yard placed.

Additional tests will be required each time a new material is encountered. The moisture-density curves will be compiled to form a family of curves which will be utilized to estimate optimum properties (maximum dry density and optimum moisture content) to be used with field density test.

b. Water (Moisture) Content Tests

Determination of water content shall be performed in accordance with ASTM D2216. ASTM D4643 may be used when rapid moisture content results are needed. All rapid results obtained by ASTM D4643 shall be confirmed by a test on a duplicate sample performed in accordance with ASTM D2216. In the event of disagreement between the results, ASTM D2216 shall govern. One water content test will be performed for each 100 cubic yards of material placed.

These test will be in addition to the water content tests performed in conjunction with in-place density tests.] Backfill and fills not meeting the required specifications for water content shall be retested after corrective measures have been applied.

c. In-place Density Testing for Cohesive Materials

The in-place density of the cohesive materials shall be determined in accordance with ASTM D1556/D1556M. At least one in-place density test shall be performed on every 30 cubic yards of completed fill with the horizontal locations randomly staggered in the fill. At each field density test location, soil samples shall be obtained and one two-point compaction test, one moisture content, one grain size analysis, and one Atterberg limits test, shall be performed on the sample. The results of the two-point compaction test and the moisture content test will be utilized to obtain the optimum properties to compare to the results of the in-place density test.

For use with the family of curves to determine the optimum properties of the material a two-point compaction tests shall be performed in conjunction with each in-place density. A portion of the soil from the in-place field density test and soil obtained immediately adjacent to the field density test location shall be used for a two-point compaction test. The minus 3/4-inch portion of the soil shall be subjected to compact effort using a 6-inch compaction mold in accordance with the procedures presented in ASTM D698 or ASTM D1557. Fill not meeting the required specifications for in-place density shall be retested after additional compaction has been completed. When nuclear method is used for in-place density testing according to ASTM D6938, the first test and every tenth test thereafter for each material type shall include a sand cone correlation test in accordance with ASTM D1556/D1556M. The sand cone test shall be performed adjacent to the location of the nuclear test, shall include a nominal 6 inch diameter sand cone, and shall include a minimum wet soil weight of 6 pounds extracted from the hole.

Nuclear density testing equipment shall not be used during rain. The density correlations shall be submitted with test results. Each transmittal including density test data shall include a summary of all density correlations for the job neatly prepared on a summary sheet including at a minimum:

1) Meter serial number and operators initials.

2) Standard count for each test.

3) Material type.

4) Probe depth.

5) Moisture content by each test method and the deviation.

6) Wet density by each test method and the deviation.

3.16.3.2.3 Cohesionless Material Testing

a. Compaction Tests

Run not less than one relative density test for every 100 cubic yards of cohesionless fill in accordance with ASTM D4253 and ASTM D4254.

b. In-Place Density Tests

The in-place density of the cohesionless materials shall be determined in accordance with ASTM 1556/D1556M. Run not less than one field in-place density test on each lift of material or every 30 cubic yards of completed embankment fill or backfill whichever is less. Horizontal locations shall be randomly staggered in the fill. When nuclear method is used for in-place density testing according to ASTM D6938, the first test and every tenth test thereafter for each material type shall include a sand cone correlation test in accordance with ASTM D1556/D1556M. The sand cone test shall be performed adjacent to the location of the nuclear test, and shall include a nominal 6 inch diameter sand cone, and shall include a minimum wet soil weight of 6 pounds extracted from the hole. The density correlations shall be submitted with test results. Each transmittal including density test data shall include a summary of all density correlations for the job neatly prepared on a summary sheet including at a minimum:

1) Meter serial number and operators initials.

2) Standard count for each test.

3) Material type.

4) Probe depth.

5) Moisture content by each test method and the deviation.

6) Wet density by each test method and the deviation.

c. Water (Moisture) Content Tests

Determination of water content shall be performed in accordance with ASTM D2216. ASTM D4643 may be used when rapid moisture content results are needed. All rapid results obtained by ASTM D4643 shall be confirmed by a test on a duplicate sample performed in accordance with ASTM D2216. In the event of disagreement between the results, ASTM D2216 shall govern. One water content test will be performed for each 100 cubic yards of material placed or each lift of material whichever is less. These test will be in addition to the water content tests performed in conjunction with in-place density tests. Backfill and fills not meeting the required specifications for water content shall be retested after corrective measures have been applied.

d. Additional Testing

The COR may request additional tests if there is reason to doubt the adequacy of the compaction, or materials change or if the COR determines that the contractor's testing is inadequate or the contractor is concentrating backfill and fill operations in a relatively small area.

3.16.3.3 Materials

Suitability of materials for use in embankment and backfill.

3.16.3.4 Fill Placement

Layout, maintaining existing drainage, moisture control, thickness of layers, removal of oversized material, spreading and compaction for embankment and backfill.

3.16.3.5 Grade and Cross Section

Surveys to verify that the dimensions, slopes, lines and grades conform to those specified.

3.16.3.6 Reporting

On a daily basis, furnish the inspection records and all material testing results, the quantity of fill placed, as well as the records of corrective action taken.

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