203EXCAVATION AND EMBANKMENT

203.01Description

This work shall consist of embankment construction and excavation, hauling, and disposal or compaction of all material not being removed under some other item which is encountered within the limits of the work and also from intersecting entrance approaches beyond the right-of-way limits necessary for the construction of the roadway in accordance with 105.03. All excavation will be classified as hereinafter described.

203.02Common Excavation

Common excavation shall consist of all excavation not included as rock excavation or excavation which is otherwise classified and paid for, including asphalt type pavement. Coal ash encountered within the project limits shall be used in embankments under the same conditions as borrow in accordance with 203.08.2. If coal ash is encountered within the project limits, appropriate measures as described in

203.23.1 shall be used to prevent movement of coal ash from the project

203.03Rock Excavation

Rock excavation shall consist of igneous, metamorphic, and sedimentary rock or 20 other sound mineral matter which cannot be readily excavated by the use of a crawler mounted hydraulic excavator of not less than 40,000 lb gross operating weight equipped with a general purpose excavator bucket of not less than 1 cu yd capacity, in satisfactory running condition and operated in accordance with the manufacturers recommended operating instructions. Rock ex cavation shall also include all boulders and other detached stones each having a volume of 1/2 cu yd or more.

203.04Unclassified Excavation

Unclassified excavation shall consist of the excavation and disposal of all materials of whatever character encountered in the work. 30

203.05Peat Excavation

Peat excavation shall consist of the neces sary excavation and satisfactory disposal of peat, muck, marl, or any other similar unsuitable material in peat deposits, together with any overlaying material, except pavement, which is not used in embankment construction, except as otherwise provided in 203.16.

203.06Waterway Excavation

Waterway excavation shall consist of the necessary excavation and satisfactory disposal of all material resulting from excavation for clearing waterways, making 40 channel changes, or both when such are itemized in the Proposal book, but shall not include class Y excavation, or excavation made for a structure in accordance with 206. If not otherwise specified, waterways shall be cleared for the entire distance within the right-of-way lines.

203.01

203.07Class Y Excavation

Class Y excavation shall consist of material encountered within the limits of waterway excavation which can be classified as rock in accordance with 203.03, or material which consists of conglomerate, concrete, masonry, or any similar material which is not part of an existing structure shown on the plans. Material as defined in 50

will not be considered as class Y excavation

203.08Borrow or Disposal

Borrow shall consist of approved material required for the construction of embankments or for other portions of the work and shall be obtained from accepted locations and sources outside the right-of-way. Borrow material shall be free of substances that will form deleterious deposits, or produce toxic concentrations or combinations that may be harmful to human, animal, plant or aquatic life, or otherwise impair the designated uses of a stream or area. Unless otherwise designated in the contract, arrangements shall be made for obtaining borrow. Borrow, as designated 60 herein, shall not include material excavated beyond the right-of-way limits at intersecting public roads, private and commercial drive approaches and material furnished as B borrow.

Disposal of material, other than regulated material and bridge painting debris, from within the right-of-way shall only be allowed at accepted locations. Disposal of regulated material shall be in accordance w ith 104.06. Disposal of bridge painting debris shall be in accordance with 619.

Proposed borrow and disposal sites shall be accepted by the Engineer prior to the 70 start of any borrow or disposal operations at the site. For each proposed site, an IC- Request for Acceptance of Borrow or Disposal Site form, available on the Department's website, shall be submitted to the Engineer a minimum of 14 days prior to the Contractor’s planned start of operations at the site. All requests for acceptance of a borrow or disposal site shall be in accordance with 203.08(a).

Acceptance of any proposed borrow or disposal site by the Engineer shall not relieve the Contractor of the responsibility to utilize an appropriate site and to comply with all applicable local, State and Federal laws and regulations.

The Contractor shall provide the Engineer a minimum of 14 days notice prior to opening borrow areas in order to obtain original cross-sections, measurements, and borrow material samples prior to borrow area use.

No extension of completion time will be granted due to any delays by the Contractor in securing acceptance of borrow and disposal sites.

Any proposed borrow or disposal site submitted for acceptance shall be presented as, and meet the requirements of one of the following site definitions. 90

203.08

A Solid Waste Site shall be defined as a solid waste facility, in accordance with 329 IAC 10-2-176, with a current IDEM operating number.

A request for acceptance of a Solid Waste Site shall include the following:

An Established Site shall be defined as an established location, other than as defined in 203.08(a)1, proposed for borrow or disposal activity that is disturbed or developed for public, municipal, governmental, commercial, industrial, construction or any other similar or related activity. The Established Site shall be operating under permits required by local, State and Federal laws for the activities proposed by the Contractor.

A request for acceptance of an Established Site shall include the following:

Rights-of-entry shall incl ude rights for access by Department personnel to the site.

disposal areas delineated.

for the delineated borrow or disposal area.

expiration dates for all permits under which the site operates.

archeological field survey, w ith record check, have been performed by qualified profes sionals shall be provided when borrow or disposal activities are identified for areas of the proposed site that remain undeveloped or undisturbed.

Any required wetlands delineation and archeological field surveys, with record check, shall be limited to those 203.08

undeveloped and undisturbed areas identified for borrow or disposal that are greater than 0.1 acres.

A General Site shall be defined as a location, other than as defined in 203.08(a)1 and 203.08(a)2, that has not been distur bed or developed for public, municipal, governmental, commercial, industrial, construction, or other similar or related activity. A General Site shall include private, residential, agricultural fields and pastures, or any other similar or related locations. General Sites shall require additional documentation for acceptance.

A request for acceptance of a Genera l Site shall include the following:

Rights-of-entry shall incl ude rights for access by Department personnel to the site.

right-of-way lines, all demarcated jurisdictional wetlands or 160 isolated wetlands, all demarcated archeological sites, existing and proposed finished contours and proposed finished slope grades.

the site, what equipment will be utilized, how the site will be accessed and any other information relevant to the operation of the site.

for the site.

stormwater features to be incorporated and the sequencing of the measures with respect to the operations plan for the site.

that the site has been insp ected for the presence of both wetlands and isolated wetlands and, if any are present, 180 specifying the area to be demarcated as jurisdictional or isolated wetlands.

203.08

record check, signed by a qualified archeologist including the limits and border of any archeological site discovered.

perform operations at the site.

certification from the property owner, that the proposed site is not currently an active remediation or corrective action site operating under an IDEM or EPA cleanup program, and that there are no environm ental liens, easements, deed restrictions, or environmental restrictive covenants against the proposed site location. If environmental liens, easements, deed restrictions, or environmental restrictive covenants exist for the proposed site location, the Contractor shall provide copies of the restriction and written 200 approval from the regulatory agencies having an interest in, or jurisdiction over the proposed site approving use of the site for the borrow or disposal operations.

When a General Site is identified for borrow or disposal, the Contractor shall obtain all permits required by local, State and Federal laws prior to the start of any operations at the site.

All proposed General Sites shall have an inspection of areas impacted by the borrow or disposal operations conducted by a qualified wetland professional to 210 determine if wetlands are present on the site. An Approved List of Wetland Delineators for INDOT Project Contractors is maintained on the Department's website. The wetlands inspection shall be in accordance with the Federal Manual for Identifying and Delineating Jurisdictional Wetlands. The inspection shall also determine if isolated wetlands as defined by IDEM are present. The Contractor shall demarcate the boundary of all wetlands identified within the proposed borrow or disposal site in a method acceptable to the Engineer.

Proposed General Sites shall have a qualified archeologist perform a field survey, with record check, to determine if any significant archeological sites exist within the 220 proposed site. The Indiana Department of Natural Resources Division of Historic Preservation and Archeology maintains a roster of qualified archeological consultants. If any archeological sites are identified, the archeologist shall establish the limits of the site along with a reasonable border. The Contractor shall demarcate the border of all identified archeological sites within the proposed borrow or disposal site in a method acceptable to the Engineer.

Identified archeological sites shall not be disturbed unless the site is cleared by

203.08

157

established procedures and written authorization to enter the site has been obtained230

from the Department’s Cultural Resources office. Archeological artifacts encountered

during operations shall be addressed in accordance with 107.10.

The Contractor shall install all temporary stormwater management control

measures at accepted borrow and disposal locations designated as Established Sites

and General Sites prior to the start of any earth disturbing activity. The Contractor

shall develop and construct all mitigation measures necessary to fulfill the

requirements of all permits obtained by the Contractor for operation of a borrow and

disposal site.

240

No excavation shall occur or no material shall be disposed of within the

boundaries of the demarcated wetlands and archeological areas unless the operations

are in compliance with all required permits and these specifications.

No extension of completion time will be granted due to any delays by the

Contractor in securing approval of borrow and disposal sites.

Unless written permission is granted, there shall be no excavation in a borrow area

below the elevation of the adjacent properties within 150 ft of the nearest right-of-way

line of an existing highway, county road, or city street; the nearest right-of-way line250

of a proposed highway, county road, or city street; or adjacent property lines. If the

properties adjacent to the borrow area are privately owned, the setback limit of 150 ft

may be lessened if written approval or permission is granted by the owner of the

adjacent property, the excavation is in accordance with local zoning laws and

requirements, and if lessening the limit is in the best interest of the State. Such

minimum distance shall not be closer than 50 ft to an adjacent property line. All

excavated slopes of a borrow area shall not be steeper than 3:1 down to 2 ft below the

groundwater elevation. All excavated slopes 2 ft below the groundwater elevation shall

not be steeper than 2:1.

260

Top soil from the borrow or disposal area shall be stockpiled for use in restoring

the disturbed area. A minimum encasement of 6 in. shall be placed on the 3:1 or flatter

slopes. Final restoration of borrow or waste disposal areas shall include grading,

seeding, or other necessary treatments that will blend the area into the surrounding

landscape. Restored areas within 150 ft of the nearest right-of-way line shall be well

drained. Areas beyond 150 ft shall be drained unless the landowner desires other

treatment of the borrow area. Construction of borrow or disposal areas shall be in

accordance with existing laws, regulations, and ordinances. Under no conditions shall

borrow sites detract from the appearance of the natural topographical features or

increase the potential hazard to a vehicle that has inadvertently left the highway.270

If granulated slag, dunes sand, or other granular material which is not suitable for

the growth of vegetation is used, such material shall not be placed within 1 ft of the

required finished surfaces of shoulders and fill slopes. Additional material required to

complete the embankment, such as sandy loam, sandy clay loam, clay loam, clay, or

203.08

158

other materials suitable for the growth of vegetation and free from clods, debris, and

stones, shall be furnished at the contract price for borrow.

Additional fill material may be secured from within the permanent or temporary

right-of-way in lieu of borrow or B borrow either from vertical or horizontal280

extensions, or both, beyond the lines and elevations of roadway and drainage

excavation as shown on the contract plans when authorized in writing. If additional

material has been obtained without written approval, the material will be classified

either as to source or use, to the best advantage of the Department.

.1 Linear Grading

Linear grading shall consist of:

has been resurfaced, widened, or replaced;290

for the posts;

median barrier.

These types of earthwork will not require benching.

.2 Coal Ash300

Borrow may also consist of coal ash.

Coal ash is defined as either fly ash, bottom ash, or a mixture of both. Fly ash is

further defined as coal ash with 70% or less passing the No. 200 (75 μm) sieve. Bottom

ash is further defined as coal ash with 20% or less passing the No. 200 (75 μm) sieve

and 10% or less retained on the No. 10 (2.0 mm) sieve.

Boron levels in coal ash shall be less than 5 ppm as determined using the Indiana

Neutral Leachate Testing, INLT, methodology.

310

The Contractor shall provide a copy of an IDEM waste classification certification

for Type III or Type IV material prior to use. The IDEM certification shall identify the

size and geographical location of the coal ash stockpile.

A Type A certification in accordance with 916 shall be provided for coal ash. The

results of the following shall be shown on the certification.

159

historical testing results.

Property Test Method

Gradation AASHTO T 88

Atterberg limits AASHTO T 89 and T 90

Standard Proctor AASHTO T 99

Level of boron INLT

All tests shall be performed by a laboratory from the Department’s list of

Qualified Geotechnical Consultants. Tests shall be submitted to the Engineer and to

the Department’s Geotechnical Engineering Division for approval at least five

business days prior to use.

330

If coal ash is obtained from a commercial source, such as a power plant, the

Contractor shall also provide a letter from the source allowing access by Department

personnel for the purpose of inspecting the processes used to produce the coal ash

stockpile and for sampling the stockpile for testing by the Department.

CONSTRUCTION REQUIREMENTS

203.09General Requirements

The excavation and embankments for the roadway, intersections, and entrances

shall be finished to reasonably smooth and uniform surfaces. Excavated materials shall340

not be wasted without permission. Excavation operations shall be conducted so that

material outside the limits of slopes will not be disturbed. Prior to beginning

excavation, grading, or embankment operations in any area, all necessary clearing and

grubbing in that area shall have been performed in accordance with 201.

The Contractor shall stabilize an area if disturbed ground is anticipated to be left

bare and unworked for seven consecutive calendar days or if directed. The stormwater

management control features shall be installed in accordance with 205 or as otherwise

directed. The area of the exposed materials shall be limited by the Contractor’s

capacity to adequately maintain permanent and temporary stormwater management350

control features.

Soils containing organic material greater than 6% by dry weight, or soils with a

maximum dry density of less than 90 pcf shall not be incorporated in the embankment.

Organic content will be determined in accordance with AASHTO T 267, and

maximum dry density will be determined in accordance with AASHTO T 99.

Frozen materials, stumps, roots, all or parts of trees, brush, weeds, sod, or other

perishable materials shall not be incorporated in the embankment. Rocks greater than

3 in. in any dimension shall not be left within 18 in. of the finished subgrade. The360

203.09

160

original ground surface, or the surface of any lift in place shall not be frozen and shall

be free of snow, ice, or mud.

All vegetation, all spongy, yielding, soft, and unstable materials, which are

encountered, shall be removed as shown on the plans or as directed. Removed

materials may only be used in embankment construction if they are constructed in

accordance with 203.23.

After clearing of the embankment area and prior to embankment placement, all

pronounced depressions left in the original ground shall be filled with suitable material370

and compacted in accordance with 203. Proofrolling of the natural ground surface shall

be performed in accordance with 203.26 within all areas where new fill shall be placed.

If the original ground cannot be compacted to the required strength because of

soft or unstable soils, the use of stabilizing materials consisting of coarse aggregate

No. 5 encapsulated in geotextile, in accordance with 214.03(a), or soil drying with a

chemical modifier in accordance with 217 shall be used as directed. The coarse

aggregate materials used for stabilization shall be 1 to 2 ft thick and shall allow the

encapsulated material in the embankment to drain.

380

When free water is encountered, backfilling shall be accomplished using B

borrow, in accordance with 904.06 with the exception that ACBF or GBF shall not be

used. Backfilling using B borrow shall occur to an elevation at least 2 ft above the free

water level. Compaction of the B borrow placed above the free water level shall be

accomplished using heavy vibratory equipment.

The use of hydraulic methods to construct embankments will be allowed only

when authorized in writing. Only B borrow without ACBF or GBF shall be placed

below the free water level. Backfill at structures shall be in accordance with 211.04.

390

The embankment shall be kept drained at all times by keeping the center higher

than the sides and uniformly graded.

Each embankment lift shall extend transversely over the entire area and shall be

kept smooth. When fill materials are deposited in large masses onto the embankment,

the materials shall be spread out in uniform lifts. Rock or shale used for embankment

construction shall be in accordance with 203.20.

When grading operations are performed in non-daylight hours, artificial lighting

shall be provided and maintained, to enable the construction and inspection of the400

operations.

When the embankment soils are granular, silty loam, sandy loam, silts, or when

the plasticity index of the material is less than 8, the embankment shall be encased

with materials consisting of silty clay loam, clay loam, sandy clay loam, or silty clay

of 12 in. minimum depth measured perpendicular to the face of the slope. The

203.09

161

plasticity index for these materials shall be equal to or greater than 8 and the organic

content shall not exceed 6%. The surface of any necessary encasement shall meet the

finished slope limits shown on the plans or as directed.

410

All slopes to be graded and not immediately stabilized with stormwater

management control measures shall be roughened, as described herein, until

stormwater management control measures are placed. The soil slopes shall be

roughened to create a series of ridges and depressions parallel to the contour by making

grooves at least 1 in. deep and not more than 15 in. apart. Slopes shall be stabilized in

accordance with 205. Roughening shall take place each day after work is performed

on the slopes, or as directed to re-establish the roughening.

Sufficient quantities of excavated materials suitable for the growth of vegetation

shall be preserved from within the planned excavation area and used on constructed420

cut, fill, and shoulder slopes to help develop the growth of vegetation. Materials

suitable for vegetative growth shall be at least 6 in. deep or as indicated within the

contract documents and shall be measured perpendicular to the face of the slope.

Unless otherwise provided, no additional compensation will be allowed for this work

except payment will be made for the class of excavation involved for authorized

undercutting of back slopes. Encasement of rock embankment and cut slopes will not

be required unless otherwise directed.

Material suitable for the growth of vegetation shall be in accordance with 914.01

prior to placement. The material placed on backslopes of cut sections shall be placed430

in accordance with 203.21.

If sufficient excavation materials suitable for the growth of vegetation and used

on constructed cut, fill, and shoulder slopes are not available, borrow or other material

suitable for vegetative growth shall be furnished. The sources of all borrow material

shall be in accordance with 203.08 and 914.01. Payment for borrow will be made in

accordance with 203.28. If the contract does not contain a pay item for borrow, a

change order will be executed for payment of borrow. Suitable portions of common

excavation may be preserved or borrow material may be furnished for encasement

provided all suitable excavation is used constructively.440

203.10Disposal of Excavated Material except Waterway and Peat

Excavation

Excavation material shall be used for the construction of embankments, shoulders,

special fill, or other places as may be specified or directed, depending on the nature of

the material. Excavated material that is suitable for embankment construction, that is

not required for maintenance of traffic, shall be placed in the embankment before

placing any borrow material, unless otherwise authorized in writing.

If more material is excavated from within required cut slopelines than is needed450

to construct embankments or special fills, the excess may be used to widen

embankments, flatten fill slopes, or be used otherwise as directed. All excess

203.10

162

excavated material that cannot be used constructively within the project limits shall be

disposed of off the right-of-way in accordance with 203.08.

Excavation obtained from the right-of-way and planned to be used in fills may be

wasted and replaced with borrow with no additional payment only after written

permission is obtained. All required samples of the borrow or the excavation materials

involved shall be furnished with no additional payment.

460

203.11Disposal of Waterway Excavation

Unless otherwise provided, material resulting from waterway excavation shall be

used, if suitable, in embankment, special fill, approach embankments, or any

combination of these, as specified or directed.

Any portion of waterway excavation material which is unsuitable for the above

uses, any portion which is suitable but is in excess of that required for such uses, or

when locations for such uses are not available, the material shall be disposed of in

accordance with 203.08.

470

203.12Disposal of Peat

All material removed as peat excavation, removed or displaced by machine

operation, or displaced by the advancing backfilling material shall be disposed of in

accordance with 203.08.

203.13Slides

When slides are encountered during construction, or when water is observed

seeping out of the slope or slope sloughing occurs, the Engineer shall be notified. The

Engineer will contact the Department’s Geotechnical Engineering Division. The

Department will provide the remedial measures to address the slope issues. Soil480

disturbed due to a slide shall be treated as directed. Excavation of material resulting

from a slide or sloughing event will be paid for as the class or classes of excavation

encountered.

If the contract involves paving, the omission or delay of paving operations may

be required at the location of a slide. If proper treatment of a slide has been completed

prior to constructing the remaining pavement, the slide section may be paved, and

payment will be at the contract unit price for pavement.

If the treatment of a slide has not been addressed prior to completion of the490

remaining pavement, the slide section shall become an exception to the contract item

for pavement.

203.14Drainage

Ditches shall be interpreted to mean open ditches and channel changes parallel to

and adjacent to the roadbed. Channel changes excavated under the classification of

waterway excavation are not included in this definition.

203.11

163

Lines, grades, and cross-sections of ditches shall be as shown on the plans, unless

otherwise established to obtain proper drainage.500

Ditches and gutters emptying from cuts onto embankment shall be constructed to

avoid eroding the embankment.

Exploration of underground drainage and sinkholes may be required, and payment

will be hereinafter provided. Should any underground drain be encountered, the

location of which is not shown on the plans, notification shall be made at once.

Drainage shall be explored as directed and, if deemed necessary, taken care of under

applicable provisions of these specifications, or as otherwise directed.

510

If existing surface drains, tile drains, sewers, or other underground drains, or parts

thereof, are not to be replaced or are not required by the terms of the contract or

directed to be changed, whether such drainage facilities are shown on the plans or not,

all such drainage facilities or parts thereof shall be protected, preserved, and

satisfactorily continued in use without change. If in the prosecution of the work such

existing drainage is changed or interrupted, or through negligence such drainage is

interrupted or damaged, satisfactory permanent repairs shall be immediately provided

or adequate temporary drainage facilities shall be maintained until permanent repairs

are made. If temporary facilities are provided, before the work is accepted, such

damage or interrupted drainage facilities shall be restored to the original condition or520

to an altered state which is at least equal to their original condition.

If slopes or ditches which were graded for a grading contract become eroded or

scoured during the paving contract work, the scoured or eroded areas shall be reshaped

to the original cross-section and reseeded or resodded as shown on the plans, all in

accordance with 208 and 621.

When so provided by the plans or special provisions, or when ordered, all tile

drains, sewers, or other underground drains encountered in the prosecution of the

contract shall be repaired, replaced, extended, reconstructed, connected, or otherwise530

changed.

Unless otherwise provided in the contract, the cost of replacing, restoring, or

connecting an underground drain which is substantially in its original location and

incidental to roadway and drainage excavation, structures, or other drains will not be

paid for directly, but the cost thereof shall be included in the cost of various pay items.

Unless otherwise provided, any necessary drainage change or restoration not

shown on the plans and not due to negligence or operations of the Contractor will be

paid for at the contract unit price or prices thereof. If there is no such contract unit540

price or prices, such work shall be done and payment made in accordance with 104.03.

203.14

164

203.15Excavating Rock

If material is encountered during excavation which appears to belong in the

classification of rock excavation in accordance with 203.03, notification shall be made

in writing. Ample time shall be allowed to make such investigation and measurements

that are necessary to determine the class and volume of the material in question.

Exploratory cores shall be taken from the top of the rock to approximately

subgrade elevation as directed. The cores shall be cut with standard diamond core bits550

and series X double tube core barrels to obtain 2 1/8 in. diameter samples. All cores

shall be suitably marked and identified to show the location of the core by station,

offset from centerline, elevation of top of rock, depth below top of rock, and percent

recovery within each core. All cores shall be retained. The cores shall be placed in

suitable compartmented wooden boxes in the order in which removed from the boring,

with dividers between core runs. The top and bottom of each run shall be appropriately

marked. The cores shall be transported to a location as directed.

The top of rock elevations shall be determined prior to locating the top of soil cut

slopes where finished rock slopes are planned to be 1:1 or steeper.560

Final breakage of rock excavation shall be in accordance with, or closely to, the

slope lines as shown on the plans unless different slope lines are fixed, and the

Contractor so notified. The final slopes shall be left reasonably smooth and uniform,

and all loose and overhanging rock removed. Unless otherwise specified, no rock shall

finally project more than 1 ft beyond established slopes. If natural seams intersect an

established slope, the excavation may be carried, with permission, along the face of

such seams for the distance approved.

Rock shall be excavated to the required elevation for the full width of the roadbed570

as shown on the plans or as directed. Where rock is excavated below the required

elevation, the area shall be backfilled to the subgrade elevation with crushed stone,

spalls, subbase material, or other approved granular material, which shall be shaped

and compacted to the required elevation and cross-section.

Exploratory drilling, which shall consist of drilling holes for the purpose of

determining the existence of cavities affecting underground drainage and possible

sinkholes in cut sections, may be required at locations as directed. Unless otherwise

directed, the holes shall be drilled on the centerline of the proposed pavement at

approximately 100 ft intervals and shall extend for a depth of 7 ft below the proposed580

grade and have a minimum diameter of 1 1/2 in.

Where cavities are discovered on centerline, additional holes shall be drilled at

25 ft intervals along the edge of the proposed pavement, and unless otherwise directed,

extend for a depth of 7 ft below the proposed grade. Where any cavity is discovered

or exposed having a minimum cover of less than 5 ft, the cover shall be removed, and

the treatment of such areas shall be in accordance with details in the plans or as

otherwise directed.

203.15

165

The final surface of rock excavation under the roadbed area shall be left so that590

drainage between the rock surfaces and any material placed thereon will be

substantially complete. Where seams of clay or other soft material 1 ft or less in

thickness are encountered in rock excavation, the volume of such seams will be

considered as rock excavation and paid for as such.

Unless otherwise specified or directed, rock shall be pre-split by drilling and the

use of explosives in such a manner as results in minimum breakage outside neat lines

of the typical cross-section and slope stakes as established. Deposits of commercial

building stone outside the right-of-way shall not be damaged. Holes for pre-splitting

shall be drilled along the established slope stake lines. The holes shall be from 2 to600

4 in. in diameter and, unless otherwise directed, be spaced approximately 3 ft apart.

Holes shall be drilled approximately 2 ft below the established grade of the cut, or the

predetermined bench elevation, or as directed.

The maximum depth of any pre-split lift shall be 30 ft, unless otherwise directed.

If more than one lift is required, the first line of drill holes shall be set in such a manner

as to allow for a specified offset for each succeeding lift and an offset of 2 ft from the

back of the paved side ditch line. The explosives used and the method of loading

depends on the material to be blasted. These explosives may vary from a single strand

of detonating cord, for blasting unconsolidated formations, to a solid column of610

dynamite for massive formations. However, the explosive shall be of a type to

accomplish the pre-splitting with a minimum of breakage outside the excavated area.

After the charges are placed, the holes shall be filled with sand or other suitable

granular material.

Except as indicated below, all pre-splitting charges shall be detonated

simultaneously by the use of instantaneous electric blasting caps or by means of a

detonating cord trunkline. The line holes shall be fired before the main excavation is

blasted. Pre-splitting shall be kept well in advance of regular blasting operations.

Primary blasting holes shall be drilled no less than 6 ft from the pre-split face, unless620

otherwise directed. If additional charges are required, holes shall be placed at 1/2 the

distance of a full depth hole to a depth such that the bottom of the hole clears the pre-

split face approximately 2 ft. The pre-split face shall deviate no more than 6 in. from

the front line of drill holes or more than 12 in. from the back line of drill holes, except

where the character of the rock will unavoidably result in some irregularities.

The amount of explosives per shot for instantaneous firing or the amount of

explosives per delay for delay firing shall not be great enough to damage nearby

structures, rock formations, or other property. Where commercial building stone

formations are located in the effective vicinity, adequate seismograph readings shall630

be obtained, with no additional payment, as evidence that blasting operations have not

altered existing commercial building stone formations outside the right-of-way limits

of the project.

203.15

166

Permission may be granted to use machine methods to establish the finished

slopes in those cuts where machine methods are used to remove roadway excavation,

provided final machine finished slopes are equal or superior to that which would be

obtained by pre-splitting methods.

When or where any direct or indirect damage or injury is done to public or private640

property by or on account of any act, omission, neglect, or misconduct in the execution

of the work or in consequence of the non-execution thereof, such property shall be

restored, with no additional payment, to a condition similar or equal to that existing

before such damage or injury was done by repairing, rebuilding, or otherwise restoring

as directed, or such damage or injury shall be made good in an acceptable manner.

No direct payment will be made for pre-splitting, but the cost thereof shall be

included in the pay item of rock excavation or unclassified excavation.

203.16Peat Deposit Treatment650

If construction is specified at a location where a peat deposit is to be treated, the

deposit shall be treated ahead of paving operations to obtain maximum settlement. If

settlement has not been obtained when paving operations are at the limits of any peat

deposit treatment, a gap in the pavement shall be left as directed. Gaps not constructed

as part of the project will become an exception to the contract.

Treatment shall be by the following methods:

If the required alignment is on an existing fill over a peat deposit, treatment may660

be required by any one or any combination of the following methods:

underlying peat and of the material at the sides of the existing

fill;

directed, blasting the peat underneath;670

sides either by removing the peat at the sides and backfilling or

by displacement or both;

Determination of the method or methods to be used will be made based on

conclusions from test holes which may be required to be drilled at designated

locations.680

203.16

167

This method consists of completely removing the objectionable material either as

peat excavation or by machine operation and backfilling to the full toe-width of the

proposed embankment or to such other widths, if so directed depending on the

condition and depth of the material to be removed.

If water is not present, the space previously occupied by the removed material

shall be backfilled with common excavation, borrow, or both, and placed in

accordance with 203.690

If water is present, the backfill shall be with material in accordance with 211.02

with the exception that ACBF or GBF shall not be used. Placement of this material

shall follow as closely behind the removal of the peat as possible. It shall be carried

across the area from one end to the other by end-dumping and finally left at the

established grade. This grade shall be such that keeps end-dumping to a minimum,

which nominally shall be approximately 2 ft above free water level. That portion

between free water level and this established grade shall be thoroughly water soaked

to secure maximum compaction.

700

If additional fill is needed to bring the embankment to its final required grade, it

may be common excavation or borrow. Further placing of the granular material above

the end-dumped material may be authorized. This additional fill shall be placed and

compacted in accordance with 203 but shall not be placed for at least 14 days after the

end-dumped material is placed and compacted. This period may be shortened or

lengthened with written approval, depending on the settlement that has been obtained.

When this method is used, the peat at each end of the deposit shall be removed

completely by excavation to the full width shown on the plans, or to such other width710

as may be directed, until a point is reached where the depth of the peat being removed

is greater than 10 ft, or to a greater or lesser depth, as directed.

If conditions allow, the upper portions of the remaining peat shall be excavated

across the remainder of the deposit in the same manner as set out above for the ends.

Removal of this upper portion shall begin at one end and proceed to the other end at a

sufficient distance ahead of backfilling operations so displacement of the remaining

peat will not be retarded. If excavation to the required depth is not maintained for the

full width ahead of the backfill or surcharge, additional units shall be used or backfill

operations stopped until the two operations are in balance. If conditions allow,720

draglines shall be operated from mats in front of the advancing excavation. If blasting

is required to aid displacement, it shall be completed as extra work in accordance with

104.03

Backfilling shall be in accordance with 203.16(b) for end-dumped material

except, when required, a temporary surcharge shall be maintained at the head of the

backfilling. The top of the surcharge shall be constructed and maintained to a width

203.16

168

equal to the full shoulder width of the proposed embankment, or as approved or

directed. The height of the surcharge shall be the same as the depth of the peat being

treated, unless otherwise directed. The original ground shall be the reference elevation730

for measuring peat depths and surcharge heights. The top of the surcharge shall be

approximately level and the length on top shall be at least two times the depth of the

peat being treated. The surcharge shall be kept built up and pushed forward with a

bulldozer or other approved equipment as the displacement progresses. Machine

methods shall be used to relieve pressure at the advancing toe and sides of the

surcharge. Sufficient hauling units shall be used to maintain the surcharge at the

required height, width, and length. The machine operation to augment displacement

shall be coordinated with the rate of placing temporary surcharge.

After the granular backfill has been completed across the deposit, any remaining740

fill necessary to bring the embankment up to the required final grade shall be in

accordance with 203.16(b) for that portion above the end-dumped material.

203.17Cased Test Holes

As displacement progresses, cased test holes shall be placed at locations as

directed to determine the extent of peat displacement and for use in conjunction with

final measurement. These holes shall extend to the bottom of the deposit. The boring

shall be conducted in such a manner that accurate information may be obtained as to

the nature of the materials through which the test holes are placed. If these test holes

indicate that full displacement has not been obtained, the remaining peat shall be750

blasted or additional treatment shall be performed as required.

Unless otherwise specified in writing, cased test holes shall be placed by hydraulic

boring. The external casing shall be a minimum of 2 in. in diameter and of such

additional size as to perform the operation satisfactorily. A continuous supply of fresh

water shall be jetted through an internal pipe so that the wash water and loosened

material is carried to the surface between the jet rod and the external casing. Pumps

and other miscellaneous tools and equipment shall be used as required to perform a

satisfactory operation.

760

203.18Embankment Construction

Embankment construction shall consist of constructing roadway embankments,

including preparation of the areas upon which they are to be placed; the construction

of dikes within or outside the right-of-way; the placing and compacting of approved

material within roadway areas where unsuitable material has been removed; and the

placing and compacting of embankment material in holes, pits, and other depressions

within the roadway area. Only approved materials shall be used in the construction of

embankment backfill. Recycled concrete pavement shall be from past documented

Department projects. RAP shall be the product resulting from the cold milling or

crushing of an existing HMA pavement. Rocks, broken concrete, RAP, or other solid770

materials shall not be placed in embankment areas where piling is to be placed or

driven.

203.17

169

Recycled concrete pavement shall meet the gradation requirements of B borrow

in accordance with 904.06. Construction requirements shall be in accordance with

203.20(a) or 211.03

Only RAP particles measuring 2 in. or less in all directions shall be incorporated

into the top 5 ft of the embankment. RAP particles incorporated anywhere in the

embankment shall be 5 in. or less.780

When two sizes are used for one embankment, materials shall be separated with

a layer of geotextile in accordance with 918.02(c), Type 2A. Geotextile used between

recycled material lifts shall be included in the cost of the embankment pay item.

Recycled concrete pavement and RAP shall not be mixed together or with other

materials. When two or more approved materials are allowed for one embankment,

materials shall be separated with a layer of geotextile in accordance with 918.02(c),

Type 2A. Geotextile used between recycled material lifts shall be included in the cost

of the embankment pay item.790

Recycled concrete pavement or RAP shall only be used below the elevation of the

pavement underdrains. Compacted lift thickness for RAP shall not be greater than 6

in. within the top 5 ft of the embankment. Where the depth of the embankment exceeds

5 ft, the compacted lift thickness for RAP shall not be greater than 12 in. Recycled

concrete pavement and RAP shall not be used within 2 ft of the water table.

Recycled concrete pavement shall be constructed in accordance with 203.20. RAP

shall be constructed in accordance with 203.23 or 203.24. Proofrolling in accordance

with 203.26 shall be performed to cover the entire grade for every 5 ft of fill.800

A geotextile in accordance with 918.02(c), Type 2B shall be placed in accordance

with 214 prior to the placement of subgrade treatment Type IC, Type II, or Type IV in

accordance with 207 when recycled concrete pavement or RAP is used for

embankment construction. Recycled concrete pavement or RAP shall not be used for

embankment construction when subgrade Type I, Type IBC, or Type IBL is specified.

Geotextile shall be placed completely covering the top of the embankment. A

minimum 24 in. soil encasement shall be constructed concurrently with the recycled

concrete pavement or RAP lift. The soil encasement shall be suitable for vegetation

growth and shall be constructed in accordance with 203.09.810

203.19Embankment Over and Around Structures

Fill shall not be placed against any new masonry abutment, wingwall, retaining

wall, or culvert, or over any culvert, bridge, or arch until approved. Applicable

provisions of 702.23 shall be met.

Filling around culverts, bents, and piers, and fill below the natural ground surface

at abutments, wings, and retaining walls shall be deposited on both sides to

approximately the same elevation at the same time. Piers or bents shall not be displaced

203.19

170

and shall be checked for proper location as the work progresses. Corrective measures820

shall be made if necessary. Filling at arch structures shall be carried up in horizontal

layers, symmetrically from haunch to crown, and simultaneously over and against all

piers, abutments, and arch rings.

Wedging action of filling material against structures shall be prevented. If

directed, back slopes of excavation shall be destroyed by stepping or serrating.

The embankments around the end bents shall be constructed to approximate

subgrade elevation for a distance of no less than 75 ft. This work shall be done before

piling in the end bents are driven, and before the end bent or abutment is constructed.830

Compaction shall be in accordance with 203.23. After the embankments are

completed, the embankments shall be excavated to construct the end bents and berms.

Before driving piles, pilot holes to receive the piling shall be predrilled through the

embankment in accordance with 701.09(a). After the piles have been driven, the space

between the pile and the predrilled hole shall be backfilled with granular material as

directed. If the embankment in the area of the end bents is to consist of sand, gravel,

or other permeable material in which a predrilled hole would not remain open, the

piling shall be driven before the embankment is constructed. No direct payment will

be made for excavation of the embankment at the end bents or abutments, or for

predrilling, backfilling holes, or excavating fill; those costs shall be included in the840

cost of other pay items.

Rock and Shale Embankment

Utilization of these materials in embankment construction shall be in accordance

with the following.

Where rock is used for embankment, no large stones shall be allowed to nest but

shall be distributed over the area to avoid pockets. Voids shall be filled carefully with

small stones. The final 2 ft of the embankment just below the subgrade elevation shall850

be composed of suitable material placed in layers not exceeding 8 in. loose

measurement and compacted to the required density. Shale or shale-like materials shall

not be incorporated in the upper 2 ft of the embankment.

Where the depth of an embankment exceeds 5 ft and is to consist entirely of rock,

the rock shall be deposited in lifts not to exceed the top size of the material being

placed, but in no event exceeding 4 ft. The rock for any particular lift shall be deposited

on and pushed over the end of the lift being constructed by means of bulldozers or

other approved equipment. Depositing of rock over the end of any lift from hauling

equipment will not be allowed. If the voids of the last lift are not closed sufficiently,860

they shall be choked with small broken stone or other suitable material and compacted

as directed. A geotextile in accordance with 918.02(a), Type 2A shall be placed

between the rock and the soil.

203.20

171

Where the depth of embankment is 5 ft or less, or where the material being placed

does not consist entirely of rock, the material shall be placed in lifts not to exceed the

top size of the rock being placed but not exceeding 2 ft. Each layer shall be choked

thoroughly with broken stone or other suitable material and be compacted to the

required density or as directed. A geotextile in accordance with 918.02(a), Type 2A

shall be placed between the rock and the soil.870

Where a rock fill is to be placed over a structure, the structure shall first be covered

with 2 to 4 ft of earth or other approved material, and properly compacted before the

rock is placed. This covering shall be placed in accordance with 203.19.

Shale shall not be incorporated as rock embankment unless written permission is

obtained.

When these materials are encountered and are to be used for embankment880

construction, the compaction shall be accomplished with an approved vibratory

tamping-foot roller in conjunction with a static tamping-foot roller. The minimum

weight for the static tamping-foot roller shall be 30 t. The minimum total compactive

effort for the vibratory tamping-foot roller shall be 27.5 t. Total compactive effort is

defined as that portion of the static weight acting upon the unsprung compaction drum

added to the centrifugal force provided by that drum. If the manufacturer’s charts do

not list the static weight acting on the compaction drum, the roller shall be

satisfactorily weighed, the weight shall be added to the centrifugal force, and the roller

rated in accordance with the Construction Industry Manufacturers Association, CIMA.

Each tamping foot on the static roller shall project from the drum a minimum of 6 in.890

Each tamping-foot on the vibratory tamping-foot roller shall project from the drum a

minimum of 4 in. The surface area of the end of each foot on both tamping-foot rollers

shall be no less than 5 1/2 sq in.

Shale, shale and soft rock mixtures, or soft rock shall be placed in 8 in. maximum

loose lifts. Strength and moisture control for compacted soils shall be in accordance

with 203.23 or the density shall be at least 95% of maximum dry density with moisture

control in accordance with 203.23. Excavation and blasting procedures shall

accommodate the selective placement of these materials and avoid intermixing rock.

Rock shall be placed in accordance with 203.20(a).900

Water shall be applied to the shale in the cut to accelerate the slaking action and

again prior to disking and compaction to facilitate the compaction. The water shall be

distributed by an approved method which provides uniform application of the required

quantity of water. The water shall be uniformly incorporated throughout the entire lift

by a multiple gang disk with a minimum disk wheel diameter of 24 in.

Unless otherwise approved in writing, each embankment lift shall receive a

minimum of three passes with the static roller and a minimum of two passes with the

vibratory roller. The material shall be bladed before using the vibratory tamping-foot910

203.20

172

roller. A pass shall be in accordance with 402.15. The rollers shall not exceed 3 mph

during these passes. The number of passes will be adjusted upward if necessary to

meet the requirements of 203.23. No additional compensation will be allowed for

additional passes as specified herein, the cost of which shall be included in the cost of

the pay items.

Water required to facilitate the slaking and compaction of the shale or soft rock

will be measured in accordance with 203.27(h) and paid for in accordance with 203.28.

No payment will be allowed for any water required for compaction of material

furnished as borrow.920

In Dearborn, Decatur, Fayette, Franklin, Jefferson, Ohio, Ripley, Rush,

Switzerland, Union, and Wayne Counties specifically, or in other areas where

relatively thin layered shale and rock are encountered, their use will be allowed in the

construction of embankment, if the following provisions, in addition to those stated in

(b), are observed

relatively impervious, non-shale, non-erodible material.930

thickness and 1.5 ft in any other dimension.

vibratory tamping-foot roller shall be six static and two

vibratory.

If the material is found to be too intermixed with limestone fragments to enable

field density tests as required in this section, this requirement may be waived by940

written permission. As an alternate to this requirement, proofrolling shall be performed

after every four lifts, and the moisture content will be controlled on clayey soils in

accordance with 203.23.

203.21Embankment on Hillsides or Slopes

Before an embankment is placed on natural soil slopes or existing fill slopes of

4:1 or flatter, the existing ground surfaces shall be plowed or deeply scarified or, if the

nature of the ground indicates greater precautions should be taken for integrating the

proposed fill materials with the existing slopes, benches shall be cut into the existing

slopes before fill placement is started. All such precautionary work shall be done as950

directed. No direct payment will be made for plowing or scarifying, the cost thereof

shall be included in the various pay items of the contract. Before an embankment is

placed on natural soil slopes or existing fill slopes steeper than 4:1, benches a

minimum of 10 ft wide, unless otherwise specified, shall be cut into the slopes prior

to the placement of embankment fill. If benches are cut, the excavation involved will

203.21

173

be paid for at the contract unit price per cubic yard for the class or classes of excavation

encountered.

203.22Embankment Over Existing Roadbeds

If embankment for new pavement is to be placed over an area where a rigid960

pavement or any pavement having a concrete base is in place, or in other cases when

required, the upper surface of which is 1 ft or less below the subgrade elevation of the

proposed new pavement, the existing old pavement, including any concrete base, shall

be removed. The method of removal, disposal, and basis of payment shall be in

accordance with 202.05 and 202.14.

If embankment for new pavement is to be placed over an area where an existing

rigid pavement is in place, the upper surface of which is more than 1 ft but less than 3

ft below the subgrade elevation of the proposed new pavement, or in other cases when

required, the existing pavement shall be broken. Pavement shall be broken so the area970

of any individual unbroken slab does not exceed 1 sq yd.

If embankment for new pavement is to be placed over an area where an asphalt

filled brick-type or an asphalt-type surface on a concrete base is in place, and such

existing surface is more than 1 ft but less than 3 ft below the subgrade elevation of the

proposed new pavement, or in other cases when required, the brick and cushion

material, or the asphalt courses, shall be removed and the concrete base broken.

Removal of the surfacing material, breaking the base, disposal of removed material,

and basis of payment shall be in accordance with 202.05 and 202.14.

980

If embankment for new pavement is to be placed over an area where a

flexible-type pavement is in place, the top of which is at the approximate elevation of,

or is 1 ft or less below the required subgrade elevation of the proposed new pavement,

the existing pavement shall be loosened to the depth directed, but no less than 1 ft.

This loosened material shall be spread uniformly over the full width of the subgrade

plus 1 ft on each side and compacted. No direct payment will be made for this

loosening, spreading, and compacting, the cost thereof to be included in the various

pay items of the contract.

If embankment for new pavement is to be placed over an existing macadam, the990

surface of which is more than 1 ft but less than 3 ft below the subgrade elevation of

the proposed new pavement, the existing macadam shall be loosened to a depth

sufficient to prevent possible trapping of water above the existing surface. No direct

payment will be made for this loosening, the cost thereof to be included in the various

pay items of the contract.

Where the existing roadbed is too narrow, except as otherwise herein provided,

new pavement shall not be placed partly on old and partly on new embankment. If the

fill supporting an existing roadbed is 1 ft or more in depth, and is too narrow to carry

the entire width of the proposed new pavement, the existing width of roadbed shall be1000

taken down to include the new roadbed width and rebuilt from the lowest elevation of

203.22

174

the disturbed old roadbed to the required new width. This rebuilding shall be in

accordance with these specifications for constructing embankment and as directed. For

the necessary tearing down of the existing embankment, payment will be made at the

contract unit price per cubic yard for the class or classes of excavation encountered.

If an embankment is to be widened, due precautions shall be taken to ensure a

firm foundation. After all sod and other perishable material has been removed, the

existing shoulders shall be plowed down 2 ft out from the existing pavement. This

material shall be used for widening. Benches, a minimum of 4 ft wide, shall be cut into1010

the slope of the old embankment, unless otherwise directed. The materials from

plowing down the shoulders and benching the slopes shall be deposited, spread, and

compacted as set out herein for embankment, after which any remaining required

embankment shall be finished with additional material, deposited and compacted in

like manner. No direct payment will be made for benching, plowing, spreading, and

compacting, the cost thereof to be included in the various pay items of the contract.

Embankment other than Rock, with Strength or Density Control

The compaction will be determined by dynamic cone penetrometer, DCP, testing

in accordance with ITM 509 and the moisture content in accordance with ITM 506.1020

Soil classification will be performed in accordance with the ITM 512 and the following

DCP blow counts will be used for compaction control:

203.23

175

Textural

Classification

Maximum

Dry

Density

(pcf)

Optimum

Moisture

Content

Range (%)

Acceptable

Minimum

DCP value

for 6 in.

for 95%

compaction

Acceptable

Minimum

DCP value

for 12 in.

for 95%

compaction

Acceptable

Minimum

DCP value for

6 or 12 in.

for 100%

compaction

CLAY SOILS

Clay < 105 19 - 24 6 *

Clay 105 - 110 16 - 18 7 *

Clay 111 - 114 14 - 15 8 *

SILTY SOILS

Silty 115 - 116 13 - 14 9 *

Silty 117 - 120 11 *

SANDY SOILS

Sandy 121 - 125 8 - 12 12 *

Sandy > 125 15 *

GRANULAR SOILS - STRUCTURE BACKFILL and A-1, A-2, A-3 SOILS

No. 30 6 9

No. 4 7 10

1/2 in. 11 14

1 in. 16 19

* Test section required in accordance with ITM 513.

Unless otherwise specified, all material directed to be compacted in accordance

with 203.23 shall meet the acceptable minimum DCP value for 95% compaction.

Subgrade shall meet the acceptable minimum DCP value for 100% compaction when

required.

As an alternate, all embankments shall be compacted to at least 95% of their1030

maximum dry density and all subgrade shall be compacted to at least 100% of their

maximum dry density. In situ density will be determined in accordance with AASHTO

T 191 and the moisture content as specified.

For clay, silty, and sandy soils compacted to 100% of their maximum dry density,

a test section is required in accordance with ITM 513 for DCP testing.

Clay soils shall be constructed and tested with DCP in 6 in. lifts, whereas silty,

sandy, and granular soils shall be constructed in 6 in. lifts and tested with DCP for 12

in.1040

The moisture compaction range for all soil types shall be as follows:

203.23

176

Soil Type Moisture Compaction Range

Clay (< 105 lb/cu ft) -2 to +2% of optimum moisture content

Clay (105 - 114 lb/cu ft) -2 to +1% of optimum moisture content

Silty and Sandy (> 114 lb/cu ft) -3% to optimum moisture content

Granular 5 to 8%

DCP testing will be performed in accordance with the Frequency Manual at

random locations determined in accordance with ITM 802.

Moisture testing will be performed in accordance with the Frequency Manual.

If the embankment material is too wet or too dry, either the material shall be1050

aerated to remove excess moisture or watered and disked to increase the moisture

content, until in either case the moisture content is within the specified range.

Sufficient moisture tests will be made to ensure that this range is maintained

throughout the embankment.

The embankment material shall be placed in uniform level layers, left properly

shaped as set out above, and compacted with approved compacting equipment.

Compacting equipment shall include at least one 3-wheel roller or other approved

compacting equipment capable of providing a smooth and even surface on the

embankment as directed.1060

Each lift shall be disked or treated by some other mechanical means which shall

ensure the breaking up of any existing lumps and clods.

The loose depth of each lift shall be such that the required compaction can be

obtained, but in no case shall it exceed 8 in. Where a tamping roller is used, the loose

depth of lift shall not exceed the length of the tamper feet. The surface area of the end

of each foot of the tamping roller shall be no less than 5 1/2 sq in.

.1 Coal Ash Embankment1070

When used as borrow, coal ash shall be placed in the embankment, compacted,

and encased upon delivery to the project unless stockpiled at an approved location and

in an approved manner.

The Contractor shall include appropriate measures to prevent the movement of

coal ash from the embankment area. These measures include, but are not limited to

controlling stormwater runoff and fugitive dust. The top of coal ash embankments

shall be temporarily encased if embankment construction will be delayed for more

than seven days or if weather conditions warrant encasement. Control measures shall

be amended into the SWQCP in accordance with 205.1080

Coal ash shall not be mixed with other embankment materials within a given lift

of the embankment.

177

Coal ash shall not be placed in any of the following locations:

lake, reservoir, wetland, karst feature or any protected1090

environmental area.

pond or other ground source of water.

construction materials.

The loose depth of each lift of coal ash shall not exceed 8 in. Compaction of each

lift shall begin at the outer edge and progress towards the center of the embankment

using a maximum 10 t roller.

The moisture content shall be controlled within -2 and +2 percentage points of the

optimum moisture content determined in accordance with AASHTO T 99.1110

Compaction will be determined by DCP testing in accordance with ITM 509. The DCP

criteria for compaction acceptance will be as follows:

fly ash.

of bottom ash consisting of two compacted 6 in. lifts.

The Contractor shall coordinate with the Department’s Geotechnical Engineering1120

Division to determine the minimum blow count for a mixture of fly ash and bottom

ash.

Lateral underdrains shall be installed at the bottom of coal ash embankments.

Lateral underdrains shall be trenched into the embankment after it has reached an

elevation at least 2 ft above existing ground. The bottom of the trench shall be at the

top of existing ground with adjustment made for slope of the drain. The trench shall

be located within 2 ft of the toe of slope. The trench shall be backfilled with the coal

ash material used for the embankment, mechanically compacted to meet the

178

compaction requirements herein. Lateral underdrains shall be 6 in. diameter Type 41130

pipe in accordance with 715.02(d) and shall be enclosed in geotextile for underdrains

in accordance with 918.02. Lateral underdrains shall be spaced a maximum of 100 ft

longitudinally along the centerline of the embankment, shall outlet into the roadside

ditch on each side of the embankment, shall extend a minimum of 8 ft horizontally

into the embankment, and shall be sloped at a minimum of 0.2%.

Underdrain outlet protectors in accordance with 718.06 shall be installed at the

outlet end of each lateral underdrain.

Coal ash shall be encased on all sides with cohesive soil. The cohesive soil shall1140

be a silty loam, sandy clay, silty clay, sandy clay loam, clay, or a silty clay loam in

accordance with 903.02. All cohesive soils shall have a minimum clay content of 10%.

Encasement shall be as follows:

Total Finished

Embankment Height

Encasement

(measured horizontally)

Less than 10 ft 2 ft

10 ft to 20 ft 3 ft

Greater than 20 ft 4 ft

Encasement material shall be placed and compacted concurrently with the coal

ash lifts.

The top of the coal ash embankment shall be encased with a minimum of 1 ft of1150

cohesive soil beneath the bottom of subgrade.

203.24Method of Making Strength, Stiffness and Density Tests

The strength of chemically modified or compacted soils will be determined by

DCP in accordance with ITM 509.

The stiffness of chemically modified soils or aggregates will be determined by the

LWD in accordance with ITM 508.

The density of soils and aggregates, as a percent of compaction, will be based on1160

the maximum dry densities unless otherwise specified or directed.

DCP field compaction tests will be performed in accordance with 203.23. LWD

and density field compaction tests will be performed in accordance with this section.

The required compaction shall be obtained before additional material is placed.

The DCP criteria will be established on representative soils by performing ASTM

D1140, AASHTO T 88, AASHTO T 89, AASHTO T 90, and AASHTO T 99 using

203.24

179

Method A for soils and Method C for granular materials.1170

The optimum moisture content, maximum dry density, and gradation of

aggregates will be determined by performing AASHTO T 99 Method C, AASHTO T

11, and AASHTO T 27 on representative samples of the aggregates.

The soil strength of compacted soils or compacted chemically modified soils will

be determined by DCP in accordance with ITM 509 and the stiffness of chemically

modified soils or aggregates will be determined by LWD in accordance with ITM 508.

The moisture content will be determined in accordance with ITM 506 or AASHTO T1180

255.

As an alternative, in situ field density may be determined in accordance with

AASHTO T 191, except as listed below. The maximum dry density of the soil will be

determined by ITM 512.

silica sand in accordance with the gradation as follows:

Passing the No. 20 (850 μm) sieve - 98 to 100%1190

Passing the No. 40 (425 μm) sieve - 0 to 35%

Passing the No. 70 (212 μm) sieve - 0 to 2%

Sand such as Wedron Silica Sand No. 4075 or Ottawa 2.8

Blasting Sand has been found to be acceptable.

mm) sieve for soil and a 3/4 in. (19 mm) sieve for granular

material are encountered, corrections shall be made so that the

density obtained is for the minus No. 4 (4.75 mm) or 3/4 in. (191200

mm) only. After the densities are determined, the percent

compaction will be computed by the following formula:

Percent Compaction = In Place Density, pcf

Maximum Density, pcf x 100

control purposes after density values corresponding to those

obtained by either of the methods set out above have been

established.

1210

interpreted to mean either or both soil and granular materials.

203.24

180

Acceptance testing of chemically modified soils and coarse aggregates will be

determined by LWD testing in accordance with ITM 508. The allowable deflection

will be determined from a test section or will be specified. Test sections shall be

constructed in accordance with ITM 514 in the presence of a representative of the

Geotechnical Engineering Division for other materials not included in the Tables to

determine the maximum allowable deflection. The compaction procedures shall be in

accordance with 203.23, 215, 301, 302, and 303. Proofrolling of compacted aggregate1220

shall be performed in accordance with 203.26.

The allowable average deflection and maximum deflection for chemically

modified soils and aggregate over chemically modified and untreated soils shall be in

accordance with the following:

Table 1. Allowable Average Deflection and Maximum Deflection for Chemically

Modified Soils and Aggregate over Chemically Modified Soils

Material Type Allowable Average

Deflection (mm)

Maximum Deflection

at a Single Test

Location (mm)

Lime Modified Soil ” 0.35

Cement Modified Soil ” 0.31

Aggregate over Lime Modified Soil ” 0.35

Aggregate over Cement Modified Soil ” 0.31

1230

Table 2. Aggregate over Untreated Soils:

Where Proofrolling Can Be Performed

Material Thickness Allowable Average

Deflection (mm)

Maximum Deflection

at a Single Test

Location (mm)

6 in. Thick Coarse Aggregate No. 53 ” 0.57*

12 in. Thick Coarse Aggregate No. 53 ” 0.40**

18 in. Thick Coarse Aggregate No. 53 ” 0.35**

* When deflection exceeds this value, the area shall be recompacted or undercut as

directed. The failed area will be delineated prior to excavation. Deflection will be

measured based on the top 6 in. thick coarse aggregate No. 53 material placed for

undercut.

** The Contractor shall recompact the coarse aggregate No. 53 in accordance with 301.06.

203.24

181

Table 3. Aggregate over Untreated Soils:

Where Proofrolling Cannot be Performed

Material Thickness Allowable Average

Deflection (mm)

Maximum Deflection

at a Single Test

Location (mm)

6 in. Thick Coarse Aggregate No. 53 ” 0.65*

12 in. Thick Coarse Aggregate No. 53 ” 0.52**

18 in. Thick Coarse Aggregate No. 53 ” 0.49**

* When deflection exceeds this value, the area shall be recompacted or undercut as

directed. The failed area will be delineated prior to excavation. Deflection will be

measured based on the top 6 in. thick coarse aggregate No. 53 material placed for

undercut.

** The Contractor shall recompact the coarse aggregate No. 53 in accordance with 301.06.

Note:

The Engineer will perform the moisture test on in-situ soils prior to placement of coarse

aggregate. If the result of the moisture test is > 13%, the Engineer will contact the

Department’s Geotechnical Engineering Division.

Acceptance of the compaction of chemically modified soils or aggregate will be

determined by averaging three LWD tests obtained at a random station determined in

accordance with ITM 802, for each 1,400 cu yds of chemically modified soil or for1240

each 800 t of compacted aggregate. Where the construction area is 8 ft wide or more,

the location of the three tests will be at 2 ft from each edge of the construction area

and at 1/2 of the width of the construction area. Where the construction area is less

than 8 ft wide, the location of the three LWD tests will be spaced at 1/2 of the width

of the construction area and spaced 5 ft apart in the longitudinal direction. The average

deflection shall be equal to or less than the maximum deflection allowed in the tables

above or determined by the test section.

203.25Embankment Without Stiffness Control

When aggregate is used for embankment construction and it is not possible to1250

perform stiffness testing in accordance with ITM 508 or strength testing in accordance

with ITM 509, such material shall be compacted with several passes of crawler-tread

equipment or with approved vibratory equipment, or both. The equipment weight shall

be at least 10 t. The materials shall be placed in lifts not to exceed 9 in. loose

measurements, or as directed by the Engineer. Each lift shall be compacted with a

minimum of five passes. The tread areas shall overlap enough on each trip so that the

entire embankment is compacted uniformly. When the embankment reaches 24 in.

below the proposed subgrade elevation, proofrolling shall be performed in accordance

with 203.26. Proofrolling shall also be performed at every 5 ft of fill placed. Any defect

shall be corrected as directed. Upon acceptance, a layer of geotextile in accordance1260

with 918.02(a) Type 2B, shall be placed and the remaining embankment shall be

constructed with No. 53 aggregate in accordance with 301.

203.25

182

At locations inaccessible to the above compacting equipment, the required

compaction shall be obtained with approved mechanical tamps or vibrators, in which

case the depth of lifts, loose measurement, shall not exceed 4 in.

203.26Proofrolling

When proofrolling is specified, the work shall be performed with an on-highway

dump truck with a minimum tire pressure of 90 psi.1270

Proofrolling for original ground or embankment construction shall be performed

using a dump truck weighing at least 15 t. Proofrolling for subgrade preparation shall

be performed using a dump truck weighing at least 33 t. All proofrolled surfaces shall

be covered completely with a single pass. Operating speed of the proofrolling truck

shall not exceed 2 mph.

Deflections or rutting in excess of 1/2 in. shall require remediation of the surface

as directed. Deflection or rutting in excess of 3 in. shall require corrective remediation

measures and the Department’s Geotechnical Engineering Division will be contacted.1280

Proofrolling shall be performed after remediation measures on embankment or

subgrade prior to the placement of additional material. There shall be one or two

complete coverages as directed. Roller marks, irregularities, or failures shall be

corrected.

203.27Method of Measurement

The quantities of excavation for which payment will be made will be those shown

in the Schedule of Pay Items for the pay items, provided the project is constructed to1290

the lines and grades shown on the plans.

Unless otherwise specified, the project limits will be considered as one balance.

If earthwork balances are shown on the plans, they are for information only.

When the plans have been altered or when disagreement exists as to the accuracy

of the plan quantities in any balance, or the contract quantity, either party shall have

the right to request and cause the quantities involved to be measured in accordance

with measured quantities. When the quantities are measured for payment, the original

plan cross-sections plotted on the plans shall be used as original field cross-sections.1300

Additional original cross-sections may be interpolated at points where necessary to

determine the quantities more accurately. If the Contractor has acceptable engineered

data that indicates an excavation quantity that is in error by more than 2%, then

additional measurements will be performed on the areas in question and payment will

be made for actual quantities.

When payment is specified on a volume basis, all accepted excavation and borrow

will be measured in its original position by cross-sectioning the area excavated, which

203.26

183

measurements will include over-breakage or slides in common excavation and1310

unclassified excavation, not attributable to carelessness, and authorized excavation of

rock, shale, peat, or other unsuitable material. Volumes will be computed from cross-

section measurements by the average end area method.

Measurement for payment will not include material excavated beyond authorized

cross-sections. Where material is excavated beyond authorized cross-sections and

wasted without authority, the material so wasted will be measured and deducted from

the excavation quantities. Unless otherwise authorized, the amount of waste to be

deducted, when common excavation, rock excavation, unclassified excavation,

borrow, or other excavation has been wasted along embankments or elsewhere without1320

authority shall be that portion of the embankment or fill which is outside a 1/4 to 1

slope in excess of that shown on the plans, and all portions outside a line from the

shoulder point to a point 4 ft, measured horizontally, outside the theoretical toe of the

slope. In determining waste, no tolerance in widths of shoulders will be allowed unless

additional widths are authorized in writing before shoulders are finally constructed.

Measurements will be made for unsuitable materials actually excavated and

removed to obtain proper compaction in cut sections and in foundations for fill

sections.

1330

Where it is impracticable to measure material by the cross-section method due to

the erratic location of isolated deposits, acceptable methods involving three-

dimensional measurements may be used to measure the material in its original

position.

The cubic yards of peat excavated will be determined by cross-sections, as

described above, with the final cross-sections taken after complete excavation and

before placing granular backfill, if peat is removed by excavation. When removal by

displacement is necessary, final cross-sections will be derived from cased test holes

through the completed granular treatment in accordance with 203.17. Such test holes1340

shall be located at intervals which clearly define the bottom of the treatment between

lateral limits. Pay quantities of peat excavation will be limited to the volume of peat

lying between vertical lines as shown on the plans for lateral limits.

Cased test holes and exploratory drilling will be measured by the linear foot; B

borrow by the cubic yard, in accordance with 211.09. However, measurement to neat

lines will not apply unless specifically designated. Breaking pavement will be

measured by the square yard in place before breaking.

Linear grading will be measured by the linear foot. Measurement will be made

once along each survey centerline for all linear grading completed on the line.

Deductions will be made for bridges. Classes of excavation, except for required

borrow, involved in linear grading will not be measured.

203.27

184

A pay item for excavation may be specified to be measured and paid for on a

weight basis. When a weight basis is specified, the material will be weighed in

accordance with 109.01(b).

1360

When specified, embankments constructed will be measured in accordance with

the terms set forth.

When embankment is specified as a separate pay item, the volume as constructed

will be measured in place in accordance with 203.27(b). However, no measurement

will be made for excavation or borrow, except as noted herein. The volume shall be

computed in cubic yards from the dimensions of the embankment cross-sections and

to the depth below completed grade to which this method of construction applies. No

shrinkage factor shall be used in computing the embankment volume. Measurements1370

will be made for unsuitable materials actually excavated and removed to obtain proper

compaction in cut sections and in foundations of fill sections in accordance with

(b). B borrow from off the right-of-way placed within embankment areas will

be measured in accordance with 211.09.

Borrow will be measured by the cubic yard. Except as otherwise provided herein,

borrow will be cross-sectioned in its original position before excavation is started,

again after it is completed, and the volume computed by the average end area method.

No material shall be excavated as borrow until unsuitable material, vegetation, and1380

other perishable matter have been removed and cross-sections taken over the cleared

area. None of this removed unacceptable material shall be moved back into the pit

before final sections are taken.

If borrow is obtained from a source where it is impracticable to measure the

material in its original position, such material will be measured after being placed in

embankment with no allowance made for a compaction factor. The borrow may be

measured in truck beds in accordance with 211.09 for contracts having a proposal

quantity less than 500 cu yds. If such source is contemplated, approval shall be

obtained in writing before this part of the work is started. For quantities less than1390

5,000 cu yds, the material may be weighed in accordance with 109.01(b) and

converted from pounds shown on the weigh tickets to cubic yards using a factor of

3,000 lb/cu yd.

If borrow is specified outside the limits of B borrow and if the requirements of the

work do not otherwise prohibit, material in accordance with these specifications for B

borrow, may be furnished and placed at the contract unit price for borrow, in which

case measurement will be in accordance with 211.09. Measurement of borrow in

accordance with 211.09 will be limited to nominal quantities outside the limits of

structure backfill. The quantity of borrow measured for payment will not exceed the1400

theoretical quantity of B borrow furnished.

203.27

185

Mechanical treatment of embankment foundation soils will be measured by the

square yard. Chemical treatment of embankment foundation soils will be measured in

accordance with 217.

Soft Rock

When payment for water for shale is specified in the contract, the water for shale1410

used will be measured by the 1,000 gal. by means of calibrated tanks or distributors,

or by means of accurate water meters. When water for shale is not specified as a pay

item in the contract, the water for shale that is used will not be measured directly. Such

measurement will be included in that required for other pay items.

If the pay unit for a pay item for excavation is lump sum, no measurement will be

made.

Exploratory cores will be measured by the linear foot of rock core.

If coal ash is used as borrow, it will be measured in accordance with 203.27(f).

If coal ash is encountered during excavation, it will be measured as common

excavation in accordance with 203.27.

203.28Basis of Payment

The accepted quantities of excavation and embankment will be paid for at the1430

contract price per unit of measurement for each of the pay items listed below which is

included in the Schedule of Pay Items. Common excavation and unclassified

excavation will be paid for on the unit basis of contract quantities in accordance with

(a), without any quantity limit, unless otherwise shown in the Schedule of Pay

Items. Combined quantities of borrow, common and unclassified excavation not

exceeding 15,000 cu yds will be paid for on the basis of contract quantities in

accordance with 203.27(a) with no adjustment to plan shrinkage factor. Except as

noted above, borrow, as well as all other excavation, will be paid for on the basis of

measured quantities in accordance with 203.27(b), unless otherwise shown in the

Schedule of Pay Items. Linear grading will be paid for at the contract unit price per1440

linear foot.

If the class of excavation is linear grading, additional borrow and the excavation

of and disposal of unsuitable material not included as pay items will be paid for as

follows:

203.28

186

If the total quantity exceeds 5,000 cu yds at a given location, it will be paid for at

$8.00 per cu yd. If the total quantity exceeds 1,000 cu yds, but does not exceed 5,000

cu yds at a given location, it will be paid for at $12.00 per cu yd. If the total quantity

does not exceed 1,000 cu yds at a given location, it will be paid for at $15.00 per cu1450

yd.

Linear grading includes only such grading within the construction limits. All

grading the Contractor is directed to perform outside the construction limits, except

for the Contractor’s convenience, will be paid for in accordance with 104.03 or 109.03

unless such grading is shown on the plans or in the Contract Information book.

Existing concrete building foundations, concrete walls, concrete columns, or

concrete steps not visible and not shown on the plans within the limits of the planned

excavation will be paid for at 10 times the contract unit price per cubic yard for1460

common or unclassified excavation, whichever is set out as a pay item. Unless a waste

area is established within the contract limits, the minimum pay for this work will be

$80.00 per cu yd.

Excavation and disposal of unsuitable material will be paid for at the contract unit

price for the class of excavation involved. If no such pay item is included in the

contract and embankment is included as a pay item, the excavation and disposal will

be paid for at the contract unit price for embankment, unless otherwise directed.

If there is no pay item for rock excavation and such is encountered, it will be paid1470

for at $125.00 per cu yd for quantities less than or equal to 100 cu yds. For quantities

greater than 100 cu yds pay will be determined in accordance with 104.03.

If there is no pay item for common excavation and if such is encountered, it will

be paid for at the contract unit price per cubic yard for borrow.

If the contract includes a pay item for waterway excavation, and if class Y

excavation is encountered and there is no pay item for such, the class Y excavation

will be paid for at 10 times the contract unit price per cubic yard for waterway

excavation, or $100.00 per cu yd, whichever is greater.1480

If the contract does not include a pay item for waterway excavation and such is

encountered, pay will be determined in accordance with 104.03.

If excavation is necessary to investigate or to seal sinkholes, or to explore

underground drainage, the accepted quantity involved at each location will be paid for

as follows. The first 10 cu yds or fraction thereof will be paid for at 10 times the

contract unit price for the class of excavation encountered. The next 40 cu yds or

fraction thereof will be paid for at seven times the contract unit price for the class of

excavation involved. Additional quantities will be paid for at three times the contract1490

unit price per cubic yard for the class of excavation involved.

203.28

187

Material overlying the peat deposits which is excavated and used in embankment

will be considered as common excavation and will be paid for as such. Excavation for

standard side ditches or other side ditches which are constructed through peat areas at

locations shown on the plans, or where directed, will be paid for at the contract unit

price per cubic yard for common excavation.

Mechanical treatment of embankment foundation soils will be paid for by the

square yard as embankment foundation soils treatment.1500

Cased test holes and exploratory drilling will be paid for at the contract unit price

per linear foot.

If there is no pay item for borrow, the costs of identifying the borrow areas, the

archeological investigation, all required permits, and the opening and closing of the

borrow area will be included in a change order developed in accordance with 109.05

and paid for as borrow area.

If the contract documents do not identify excess excavation or require removal of1510

any items from the site, the cost of identifying a disposal area, archeological

investigation, all required permits, and the opening and closing of the disposal area

will be included in a change order developed in accordance with 109.05 and paid for

as disposal area.

If a type of excavation for which no pay item exists is required and the new type

of excavation requires the Contractor to use equipment not otherwise being used on

the contract, all cost involved in determining the type of equipment necessary to

complete the work and making this equipment available for the project will be

included in a change order developed in accordance with 109.05 and paid for as1520

additional mobilization and demobilization.

If a type of excavation for which no pay item exists is required and the new type

of excavation requires additional traffic control not shown on the plans or results in

traffic control being required for an additional period of time, all cost involved in

providing the additional traffic control will be included in a change order developed

in accordance with 109.05 and paid for as additional maintaining of traffic.

Coal ash used as borrow will be paid for at the contract unit price for borrow.

1530

Excavation of coal ash will be paid for at the contract unit price for common

excavation.

Payment will be made under:

Pay Item Pay Unit Symbol

Borrow ....................................................................................... CYS

203.28

188

Breaking Pavement.................................................................... SYS

Cased Test Holes ....................................................................... LFT1540

Embankment Foundation Soils Treatment ................................ SYS

Embankment.............................................................................. CYS

Excavation, Common ................................................................ CYS

Excavation, Peat ........................................................................ CYS

Excavation, Rock....................................................................... CYS

Excavation, Unclassified ........................................................... CYS

Excavation, Waterway............................................................... CYS

Excavation, Y ............................................................................ CYS

Exploratory Cores...................................................................... LFT

Exploratory Drilling .................................................................. LFT1550

Linear Grading .......................................................................... LFT

Water for Shale .......................................................................... kGAL.

If embankment is specified as a pay item, borrow and common excavation, unless

otherwise specified, will not be paid for directly. The costs thereof shall be included

in the cost of embankment. Such price shall be full compensation for preparation of

the natural ground on which the embankment is to be placed and excavating, hauling,

placing, spreading, and compaction of materials in accordance with 203.23. The costs

of labor, equipment, tools, and necessary incidentals shall be included in the cost of

embankment. The cubic yards of suitable material used in the embankment excavated1560

from the right-of-way and paid for under a specific pay item will not be deducted from

the embankment quantities. The quantity of material to be paid for as B borrow and

placed within the embankment area as specified will be deducted from the quantity of

embankment.

The costs of excavating, backfilling, disposal of surplus material, labor,

equipment, tools, and necessary incidentals necessary shall be included in the cost of

excavation required to seal sinkholes or explore underground damage.

The costs of all excavated or displaced peat, regardless of depth, peat disposal,1570

temporary surcharge, machine operation, and machine availability shall be included in

the cost of peat excavation. However, the Department may provide temporary right-

of-way for peat disposal when so specified.

Cost for providing additional lighting for grading operations shall be included in

the cost of other pay items in this section.

No payment will be made for the construction or restoration of borrow or disposal

sites.

1580

No payment will be made for the inspection of disposal and borrow areas for

wetland identification, obtaining of permits, the development and construction of all

mitigation measures, or the fulfillment of permit requirements.

203.28

189

The cost of boring the holes, casings and fittings, labor, equipment, tools, and all

necessary incidentals shall be included in the cost of cased test holes or exploratory

drilling.

The cost of reshaping scoured or eroded areas shall be included in the cost of other

pay items.1590

The cost of surface roughening shall be included in the cost of other pay items.

The cost of identification of borrow areas, archeological investigations, and

changes to construction operations caused by the identification of an archeological site

shall be included in the cost of borrow, unless otherwise agreed to in writing.

The cost of all classes of excavation, except required borrow, within the limits of

linear grading shall be included in the cost of linear grading.

1600

The cost of geotextiles shall be included in the cost of other pay items.

The costs for the use of coal ash in embankment construction, including, but not

limited to testing of the material, encasement, additional erosion and sediment control

measures, lateral underdrains and all incidentals shall be included in the cost of other

pay items in this section.