120EXCAVATION AND EMBANKMENT

120-1Description

120-1.1General: Excavate and construct embankments as required for the roadway,

ditches, channel changes and borrow material. Use suitable excavated material or authorized borrow to prepare subgrades and foundations. Construct embankments in accordance with Standard Plans, Index 120-001. Compact and dress excavated areas and embankments. Meet the requirements of Section 110 for excavation of material for clearing and grubbing and Section 125 for excavation and backfilling of structures and pipe. Material displaced by th e storm sewer or drainage structure system is not included in the earthwork quantities shown in the Contract Documents . The existing surface may be a combination of the following:

The finished graded surface includes the completed grades of side slopes, unpaved shoulders, and the bo ttom of the base for flexible or rigid pavement.

120-1.2Unidentified Areas of Contamination: When encountering or exposing any

abnormal condition indicating the presence of contaminated materials, cease operations immediately in the vicinity and notify t he Engineer. The presence of tanks or barrels; discolored earth, metal, wood, ground water, etc.; visible fumes; abnormal odors; excessively hot earth; smoke; or other conditions that appear abnormal may indicate the presence of contaminated materials and must be treated with extreme caution. Make every effort to minimize the spread of contamination into uncontaminated areas. Immediately provide for the health and safety of all workers at the job site and make provisions necessary for the health and safet y of the public that may be exposed to any potentially hazardous conditions. Ensure provisions adhere to all applicable laws, rules or regulations covering potentially hazardous conditions and will be in a manner commensurate with the gravity of the conditions. The Engineer will notify the District Contamination Impact Coordinator (DCIC) who will coordinate selecting and tasking the Department’s Contamination Assessment/Remediation Contractor (CAR). Provide access to the potentially contaminated area. Preliminary investigation by the CAR Contractor will determine the course of action necessary for site security and the steps necessary under applicable laws, rules, and regulations for additional assessment and/or remediation work to re solve the contamination issue. The CAR Contractor will delineate the contamination areas, any staging or holding area required; and, in cooperation with the Prime Contractor and Engineer, develop a work plan that will provide the CAR Contractor’s operati ons schedule with projected completion dates for the final resolution of the contamination issue. The CAR Contractor will maintain jurisdiction over activities inside any outlined contaminated areas and any associated staging holding areas. The CAR Contr actor will be responsible for the health and safety of workers within the delineated areas. Provide continuous 177 FY 2023-24 Return to Table of Contents access to these areas for the CAR Contractor and representatives of regulatory or enforcement agencies having jurisdiction. Both Contractors wi ll use the schedule as a basis for planning the completion of both work efforts. The Engineer may grant the Contract Time extensions according to the provisions of 8 -7.3.2. Cooperate with the CAR Contractor to expedite integration of the CAR Contractor’s operations into the construction project. The Prime Contractor is not expected to engage in routine construction activities, such as excavating, grading, or any type of soil manipulation, or any construction processes required if handling of contaminated soil, surface water or ground water is involved. All routine construction activities requiring the handling of contaminated soil, surface water or groundwater will be by the CAR Contractor. Adjustments to quantities or to Contract unit prices will be made according to work additions or reductions on the part of the Prime Contractor in accordance with 4 -3. The Engineer will direct the Prime Contractor when operations may resume in the affected area.

120-2Classifications of Excavation

120-2.1General: The Department may classify excavation specified under this Section

for payment as any of the following: regular excavation, subsoil excavation, lateral ditch excavation, and channel excavation. If the proposal does not show subsoil excavation or lateral d itch excavation as separate items of payment, include such excavation under the item of regular excavation. If the proposal shows lateral ditch excavation as a separate item of payment, but does not show channel excavation as a separate item of payment, include such excavation under the item of lateral ditch excavation. Otherwise, include channel excavation under the item of regular excavation.

120-2.2Regular Excavation: Regular excavation includes roadway excavation and

borrow excavation, as defined be low for each. 120-2.2.1 Roadway Excavation: Roadway excavation consists of the excavation and the utilization or disposal of all materials necessary for the construction of the roadway, ditches, channel changes, etc., except for removal of existing pavem ent as defined in 120-2.2.2 Borrow Excavation: Borrow excavation consists of the excavation and utilization of material from authorized borrow pits, including only material that is suitable for the construction of roadway embankments or of other embankments covered by the Contract. A Cost Savings I nitiative Proposal (CSIP) submittal based on using borrow material from within the project limits will not be considered.

120-2.3Subsoil Excavation: Subsoil excavation consists of the excavation and

disposal of muck, clay, rock, or any other material th at is unsuitable in its original position and that is excavated below the existing surface . For pond and ditches that identify the placement of a blanket material, the existing surface is template as the bottom of the blanket material. Subsoil excavation a lso consists of the excavation of all suitable material within the above limits as necessary to excavate the unsuitable material. Consider the limits of subsoil excavation indicated in the Plans as being particularly variable, in accordance with the field conditions actually encountered . 178 FY 2023-24 Return to Table of Contents The quantity of material required to replace the excavated material and to raise the elevation of the roadway to the bottom of the template will be paid for under embankment or borrow excavation (Truck Measure).

120-2.4Lateral Ditch Excavation: Lateral ditch excavation consists of all excavation of

inlet and outlet ditches to structures and roadway, changes in channels of streams, and ditches parallel to the roadway right -of-way. Dress lateral ditches to the grade and finished graded surface shown in the Plans.

120-2.5Channel Excavation: Channel excavation consists of the excavation and

satisfactory disposal of all materials from within the limits of the channel as shown in the Plans.

120-3Preliminary Soils Investigati ons

When the Plans contain the results of a soil survey, do not assume such data is a guarantee of the depth, extent, or character of material present.

120-4Removal of Unsuitable Materials and Existing Roads

120-4.1Subsoil Excavation: Where muck, roc k, clay, or other material within the limits

of the roadway is unsuitable in its original position, excavate such material to the depths shown in the Plans as the removal limits or as indicated by the Engineer, and backfill with suitable material. Where th e removal of plastic soils is required, meet a construction tolerance, of plus or minus 0.2 foot in depth and plus or minus 6 inches (each side) in width.

120-4.2Construction over Existing Old Road: Where a new roadway is to be

constructed over an old on e, completely remove the existing flexible and Portland cement concrete pavement for the entire limits of the width and depth in accordance with Section 110 . Compact disturbed material in accordance with Section 120 or 160, whichever material applies. If indicated in the Plans, remove the existing base in accordance with Section 110.

120-5Disposal of Surplus and Unsuitable Material

120-5.1Ownership of Excavated Materials: Dispose of surplus and excavated

materials as shown in the Plans or, if the Plans do not indicate the method of disposal, take ownership of the materials and dispose of them outside the right -of-way.

120-5.2Disposal of Muck on Side Slopes: As an excepti on to the provisions of 120 -5.1,

when approved by the Engineer, in rural undeveloped areas, the Contractor may place muck (A -8 material) on the slopes, or store it alongside the roadway, provided there is a clear distance of at least 6 feet between the roa dway grading limits and the muck, and the Contractor dresses the muck to present a neat appearance. In addition, the Contractor may also dispose of this material by placing it on the slopes in developed areas where, in the opinion of the Engineer, this wil l result in an aesthetically pleasing appearance and will have no detrimental effect on the adjacent developments. Where the Engineer permits the disposal of muck or other unsuitable material inside the right -of-way limits, do not place such material in a manner which will impede the inflow or outfall of any channel or side ditches. The Engineer will determine the limits adjacent to channels within which such materials may be disposed.

120-5.3Disposal of Paving Materials: Unless otherwise noted, take ownership of

paving materials, such as paving brick, asphalt block, concrete slab, sidewalk, curb and gutter, etc., excavated in the removal of existing pavements, and dispose of them outside the right -of- way. If the materials are to remain the property of the Department, place them in neat piles as directed. Existing base materials that are removed may be incorporated in the stabilized portion 179 FY 2023-24 Return to Table of Contents of the subgrade in accordance with Section 160. If the construction sequence willal low, incorporate all existing base material into the project as allowed by the Contract Documents.

120-5.4Disposal Areas: Where the Contract Documents require disposal of excavated

materials outside the right -of-way, and the disposal area is not indicate d in the Contract Documents, furnish the disposal area without additional compensation. Provide areas for disposal of removed paving materials out of sight of the project and at least 300 feet from the nearest roadway right -of-way line of any State maint ained road. If the materials are buried, disregard the 300 foot limitation.

120-6Borrow

120-6.1Materials for Borrow: Do not open borrow pits until the Engineer has approved

their location. Prior to the purchase or use of any borrow pit materials, pro vide the Engineer with a written certification of borrow pit compliance meeting the requirements of Section 337.0262, Florida Statutes. Do not provide borrow materials that are polluted as defined in Chapter 376 of the Florida Statutes (oil of any kind a nd in any form, gasoline, pesticides, ammonia, chlorine, and derivatives thereof, excluding liquefied petroleum gas) in concentrations above any local, State, or Federal standards. Prior to placing any borrow material that is the product of soil incineration, provide the Engineer with a copy of the Certificate of Materials Recycling and Post Burn

Analysis showing that the material is below all allowable pollutant concentrations.

120-6.2Furnishing of Borrow Areas: To obtain the Engineer’s approval to use an off-

site construction activity area that involves excavation such as a borrow pit or local aggregate pit,

request in writing, a review for -cultural resources involvement. Send the request to the Division

of Historical Resources (DHR), Department of State, State Historic Preservation Officer,

Tallahassee, FL. As a minimum, include in the request the Project Identification Number, the

County, a description of the property with Township, Range, Section, etc., the dimensions of the

area to be affected, and a location map. Do not start any work at the off-site construction activity

area prior to receiving clearance from the DHR that no additional research is warranted.

For certain locations, the DHR will require a Cultural Resources Assessment

archaeological services to complete an historical and archaeological survey report. Submit the

report to the DHR and to the Department. The Engineer will determine final approval or

rejection of off-site construction activity areas based on input from the DHR.

Before receiving approval or before use of borrow areas, obtain written clearance

from the Engineer concerning compliance with the Federal Endangered Species Act and other

Wildlife Regulations as specified in 7-1.4 and Section 4(f) of the USDOT Act as specified in

7-1.8.

The Department will adjust Contract Time in accordance with 8-7 for any

suspension of operations required to comply with this Article. The Department will not accept

any monetary claims due to delays or loss of off-site construction activity areas.

Except where the Plans specifically call for the use of a particular borrow or

dredging area, the Contractor may substitute borrow or dredging areas of his own choosing

provided the Engineer determines the materials from such areas meet the Department’s standards

and other requirements for stability for use in the particular sections of the work in which it is to

be placed, and the Contractor absorbs any increase in hauling or other costs. Stake the corners of 180FY 2023-24Return to Table of Contents

the proposed borrow area and provide the necessary equipment along with an operator in order

for the Engineer to investigate the borrow area. The Engineer will determine test locations,

collect samples, and perform tests to investigate the proposed borrow area based on soil strata

and required soil properties. The Engineer will approve use of materials from the proposed area

based on test results and project requirements. Final acceptance of materials will be based on

Point of Use Test as described in 6-1.2.4.

Before using any borrow material from any substitute areas, obtain the Engineer’s

approval, in writing, for the use of the particular areas, and, where applicable, ensure that the

Engineer has surveyed the surface. Upon such written approval by the Engineer, consider the

substitute areas as designated borrow areas.

When furnishing the dredging or borrow areas, supply the Department with

evidence that the necessary permits, rights, or waivers for the use of such areas have been

secured.

Do not excavate any part of a Contractor furnished borrow area which is less than

300 feet from the right-of-way of the project or any State Road until the Engineer has approved a

plan for landscaping and restoring the disturbed area. Perform this landscaping and land

restoration at no expense to the Department, prior to final acceptance of the project. Do not

provide a borrow area closer than 25 feet to the right-of-way of any state road. In Department

furnished borrow pits, do not excavate material within 5 feet of adjacent property lines.

Upon completion of excavation, neatly shape, dress, grass, vegetate, landscape,

and drain all exposed areas including haul roads, as necessary so as not to present an

objectionable appearance.

Meet the requirements of Section 104 when furnishing borrow areas, regardless of

location.

120-6.3Borrow Material for Shoulder Build-up: When indicated in the Plans, furnish

borrow material with a specific minimum bearing value, for building up of existing shoulders.

Blend materials as necessary to achieve this specified minimum bearing value prior to placing

the materials on the shoulders. Take samples of this borrow material at the pit or blended

stockpile. Include all costs of providing a material with the required bearing value in the Contract

unit price for borrow material.

120-6.4Haul Routes for Borrow Pits: Provide and maintain, at no expense to the

Department, all necessary roads for hauling the borrow material. Where borrow area haul roads

or trails are used by others, do not cause such roads or trails to deteriorate in condition.

Arrange for the use of all non-public haul routes crossing the property of any

railroad. Incur any expense for the use of such haul routes. Establish haul routes which will

direct construction vehicles away from developed areas when feasible, and keep noise from

hauling operations to a minimum. Advise the Engineer in writing of all proposed haul routes.

120-6.5Authorization for Use of Borrow: When the item of borrow excavation is

included in the Contract, use borrow only when sufficient quantities of suitable material are not

available from roadway and drainage excavation, to properly construct the embankment,

subgrade, and shoulders, and to complete the backfilling of structures. Do not use borrow

material until so ordered by the Engineer, and then only use material from approved borrow pits.

120-7Materials for Embankment

120-7.1Use of Materials Excavated from the Roadway and Appurtenances: Assume

responsibility for determining the suitability of excavated material for use on the project in 181FY 2023-24Return to Table of Contents

accordance with the applicable Contract Documents. Consider the sequence of work and

maintenance of traffic phasing in the determination of the availability of this material.

120-7.2General Requirements for Embankment Materials: Construct embankments

of acceptable material including reclaimed asphalt pavement (RAP), recycled concrete aggregate

vegetable matter, rubbish, reinforcement bar or other material that does not compact into a

suitable and enduring roadbed. Do not use RAP or RCA in the top 3 feet of slopes and shoulders

that are to be grassed or have other type of vegetation established. Do not use RAP or RCA in

stormwater management facility fill slopes or permitted wetland impact areas.

Remove all waste material designated as undesirable. Use material in

embankment construction in accordance with Plans or as the Engineer directs.

Complete the embankment using maximum particle sizes (in any dimension) as

follows:

dimension) or the compacted thickness of the layer being placed, whichever is less.

Spread all material so that the larger particles are separated from each other to

minimize voids between them during compaction. Compact around these rocks in accordance

with 120-9.2.

When and where approved by the Engineer, the Contractor may place larger rocks

(not to exceed 18 inches in any dimension) outside the 1:2 slope and at least 4 feet or more

below the bottom of the base. Compact around these rocks to a firmness equal to that of the

supporting soil. Construct grassed embankment areas in accordance with 120-9.2.5. Where

constructing embankments adjacent to bridge end bents or abutments, do not place rock larger

than 3-1/2 inches in diameter within 3 feet of the location of any end-bent piling.

120-7.3Materials Used at Pipes, Culverts, etc.: Construct embankments over and

around pipes, culverts, and bridge foundations with selected materials.

120-8Embankment Construction

120-8.1General: Construct embankments in sections of not less than 300 feet in length

or for the full length of the embankment. Do not construct another LOT over an untested LOT

without the Engineer’s approval in writing.

For construction of mainline pavement lanes, turn lanes, ramps, parking lots,

concrete box culverts and retaining wall systems, a LOT is defined as a single lift of finished

embankment not to exceed 500 feet.

For construction of shoulder-only areas, shared use paths, and sidewalks areas, a

LOT is defined as a single lift of finished embankment not to exceed 2000 feet.

Isolated compaction operations will be considered as separate LOTs. For multiple

phase construction, a LOT shall not extend beyond the limits of the phase.

120-8.2Dry Fill Method:

120-8.2.1 General: Construct embankments to meet the compaction requirements

in 120-9 and in accordance with the acceptance program requirements in 120-10.

As far as practicable, distribute traffic over the work during the

construction of embankments so as to cover the maximum area of the surface of each layer.

Construct embankment using the dry fill method whenever normal

dewatering equipment and methods can accomplish the needed dewatering. 182FY 2023-24Return to Table of Contents

120-8.2.1.1 Maximum Compacted Lift Thickness Requirements:

Construct the embankment in successive layers with lifts up to a maximum listed in Table 120-1

below based on the embankment material classification group.

Table 120-1

Group AASHTO Soil Class Maximum Lift

Thickness

Thick Lift Control Test Section

Requirements

A-3 12 inches Not Needed

A-2-4 (No. 200 Sieve ≤ 15%)

A-1

6 inches without

Control Test Section

Maximum of 12 inches per

120-8.2.1.2

A-2-4 (No. 200 Sieve > 15%)

A-2-5, A-2-6, A-2-7,

A-4, A-5, A-6

A-7 (Liquid Limit < 50)

120-8.2.1.2 Thick Lift Requirements: For embankment materials

classified as Group 2 in Table 120-1 above, the option to perform thick lift construction in

successive layers of not more than 12 inches compacted thickness may be used after meeting the

following requirements:

beginning construction of a test section. Demonstrate the possession and control of compacting

equipment sufficient to achieve density required by 120-10.2 for the full depth of a thicker lift.

than 500 feet.

within the test section.

meet the density required by 120-10.2.

soil classification in the Department’s Earthwork Records System (ERS).

after completing a successful test section.

In case of a change in compaction effort or soil classification,

failing QC test or when the QC tests cannot be verified, construct a new test section. The

Contractor may elect to place material in 6 inches compacted thickness at any time. Construct all

layers approximately parallel to the centerline profile of the road.

The Engineer reserves the right to terminate the Contractor’s use of

thick lift construction. Whenever the Engineer determines that the Contractor is not achieving

satisfactory results, revert to the 6 inch compacted lifts.

120-8.2.1.3 Equipment and Methods: Provide normal dewatering

equipment including, but not limited to, surface pumps, sump pumps and trenching/digging

machinery. Provide normal dewatering methods including, but not limited to, constructing

shallow surface drainage trenches/ditches, using sand blankets, sumps and siphons. 183FY 2023-24Return to Table of Contents

When normal dewatering does not adequately remove the water,

the Engineer may require the embankment material to be placed in the water or on low swampy

ground in accordance with 120-9.2.3.

120-8.2.2 Placing in Unstable Areas: When depositing fill material in water, or

on low swampy ground that will not support the weight of hauling equipment, construct the

embankment by dumping successive loads in a uniformly distributed layer of a thickness not

greater than necessary to support the hauling equipment while placing subsequent layers. Once

sufficient material has been placed so that the hauling equipment can be supported, construct the

remaining portion of the embankment in layers in accordance with the applicable provisions of

120-9.2.2.

120-8.2.3 Placing on Steep Slopes: When constructing an embankment on a

hillside sloping more than 20 degrees from the horizontal, before starting the fill, deeply plow or

cut steps into the surface of the existing slope on which the embankment is to be placed.

120-8.2.4 Placing Outside the Standard Minimum Slope: The standard

minimum slope is defined as the plane described by a one (vertical) to two (horizontal) slope

downward from the roadway shoulder point or the gutter line, in accordance with Standard Plans,

Index 120-001 and 120-002. Where material that is unsuitable for normal embankment

construction is to be used in the embankment outside the standard minimum slope, place such

material in layers of not more than 18 inches in thickness, measured loose. The Contractor may

also place material which is suitable for normal embankment, outside such standard minimum

slope, in 18 inch layers. Maintain a constant thickness for suitable material placed within and

outside the standard minimum slope, unless placing in a separate operation.

120-8.3Hydraulic Method:

120-8.3.1 Method of Placing: When the hydraulic method is used, as far as

practicable, place all dredged material in its final position in the embankment by such method.

Place and compact any dredged material that is reworked, or moved and placed in its final

position by any other method, as specified in 120-9.2. Baffles or any other form of construction

may be used if the slopes of the embankments are not steeper than indicated in the Plans.

Remove all timber used for temporary bulkheads or baffles from the embankment, and fill and

thoroughly compact all voids. When placing fill on submerged land, construct dikes prior to

beginning of dredging, and maintain the dikes throughout the dredging operation.

120-8.3.2 Excess Material: Do not use any excess material placed outside the

prescribed slopes or below the normal high-water table to raise the fill areas. Remove only the

portion of this material required for dressing the slopes.

120-8.3.3 Protection of Openings in Embankment: Maintain openings in the

embankments at the bridge sites. Remove any material which invades these openings or existing

channels without additional compensation to provide the same existing channel depth as before

the construction of the embankment. Do not excavate or dredge any material within 200 feet of

the toe of the proposed embankment.

120-8.4Reclaimed Asphalt Pavement (RAP) Method:

120-8.4.1 General: Use only RAP material stored at facilities with an approved

Florida Department of Environmental Protection Stormwater permit or, transferred directly from

a milling project to the Department project. Certify the source if RAP material is from an

identifiable Department project. Do not use RAP material in the following areas: construction

areas that are below the seasonal high groundwater table elevation; MSE Wall backfill;

underneath MSE Walls or the top 6 inches of embankment. 184FY 2023-24Return to Table of Contents

Prior to placement, submit documentation to the Engineer for his approval,

outlining the proposed location of the RAP material.

120-8.4.2 Soil and RAP Mixture: Place the RAP material at the location and

spread uniformly, using approved methods to obtain a maximum layer thickness of 4 inches. Mix

this 4 inches maximum layer of RAP with a loose soil layer 8 to 10 inches thick. After mixing,

meet all embankment utilization requirements of Standard Plans, Index 120-001 for the location

used. The total RAP and other embankment material shall not exceed 12 inches per lift after

mixing and compaction if the contractor can demonstrate that the density of the mixture can be

achieved. Perform mixing using rotary tillers or other equipment meeting the approval of the

Engineer. The Engineer will determine the order in which to spread the two materials. Mix both

materials to the full depth. Ensure that the finished layer will have the thickness and shape

required by the typical section. Demonstrate the feasibility of this construction method by

successfully completing a 500 foot long test section.

120-8.4.3 Alternate Soil and RAP Layer Construction: Construct soil in 6 to

12 inch compacted lifts and RAP in alternate layers with 6 inch maximum compacted lifts. Use

soil with a minimum LBR value of 40 to prevent failure during compaction of the overlying RAP

layer. Demonstrate the feasibility of this construction method by successfully completing a

500 foot long test section.

120-9Compaction Requirements

120-9.1Moisture Content: Compact the materials at a moisture content such that the

specified density can be attained. If necessary to attain the specified density, add water to the

material, or lower the moisture content by manipulating the material or allowing it to dry, as is

appropriate.

120-9.2Compaction of Embankments:

120-9.2.1 General: Uniformly compact each layer, using equipment that will

achieve the required density, and as compaction operations progress, shape and manipulate each

layer as necessary to ensure uniform density throughout the embankment.

120-9.2.2 Compaction Over Unstable Foundations: Where the embankment

material is deposited in water or on low swampy ground, and in a layer thicker than 12 inches (as

provided in 120-8.2.2), compact the top 6 inches (compacted thickness) of such layer to the

density as specified in 120-10.2.

120-9.2.3 Compaction Where Plastic Material Has Been Removed: Where

unsuitable material is removed and the remaining surface is of the A-4, A-5, A-6, or A-7 Soil

Groups (see AASHTO M 145), as determined by the Engineer, compact the surface of the

excavated area by rolling with a sheepsfoot roller exerting a compression of at least 250 psi on

the tamper feet, for the full width of the roadbed (subgrade and shoulders). Perform rolling

before beginning any backfill, and continue until the roller feet do not penetrate the surface more

than 1 inch. Do not perform such rolling where the remaining surface is below the normal water

table and covered with water. Vary the procedure and equipment required for this operation at

the discretion of the Engineer.

120-9.2.4 Compaction of Grassed Shoulder Areas: For the upper 6 inch layer

of all shoulders which are to be grassed, since no specific density is required, compact only to

the extent needed for planting.

120-9.2.5 Compaction of Grassed Embankment Areas: Do not compact the

outer layers of any embankments where plant growth will be established. Leave this layer in a

loose condition to a minimum depth of 6 inches for the subsequent seeding or planting 185FY 2023-24Return to Table of Contents

operations. Do not place RAP or RAP blended material within the top 12 inches of areas to be

grassed.

120-9.3Compaction for Pipes, Culverts, etc.: Compact the backfill of trenches to the

densities specified for embankment or subgrade, as applicable, and in accordance with the

requirements of 125-9.2.

Thoroughly compact embankments over and around pipes, culverts, and bridges

in a manner which will not place undue stress on the structures, and in accordance with the

requirements of 125-9.2.

120-9.4Compaction of Subgrade: If the Plans do not provide for stabilizing, compact

the subgrade in both cuts and fills, to the density specified in 120-10.2. For cut areas, determine

Standard Proctor Maximum Density in accordance with FM 1-T099 at a frequency of one per

mile or when there is a change in soil type, whichever occurs first. For undisturbed soils, do not

apply density requirements where constructing paved shoulders 5 feet or less in width.

Where trenches for widening strips are not of sufficient width to permit the use of

standard compaction equipment, perform compaction using vibratory rollers, trench rollers, or

other type compaction equipment approved by the Engineer.

Maintain the required density until the base or pavement is placed on the

subgrade.

120-10Acceptance Program

120-10.1General Requirements:

120-10.1.1 Initial Equipment Comparison: Before initial production, perform

an initial nuclear moisture density gauge comparison with the Verification and Independent

Assurance (IA) gauges. When comparing the computed dry density of one nuclear gauge to a

second gauge, three sets of calculations must be performed (IA to QC, IA to Verification, and

QC to Verification). Ensure that the difference between any two computed dry densities does not

exceed 2 lb/ft between gauges from the same manufacturer, and 3 lb/ft between gauges from

different manufacturers. Repair or replace any gauge that does not compare favorably with the

IA gauge.

Perform a comparison analysis between the QC nuclear gauge and the

Verification nuclear gauge any time a nuclear gauge or repaired nuclear gauge is first brought to

the project. Repair and replace any QC gauge that does not compare favorably with the

Verification gauge at any time during the remainder of the project. Calibrate all QC gauges

annually.

120-10.1.2 Initial Production LOT: Before construction of any production LOT,

prepare a 500 foot initial control section consisting of one full LOT. Notify the Engineer in

writing at least 24 hours prior to production of the initial control section. Perform all QC tests

required in 120-10.1.4 with the Engineer present. Do not begin constructing another LOT until

successfully completing the initial production LOT

If the QC test result fails the density requirements of 120-10.2, correct the

areas of non-compliance. The QC and Verification tests will then be repeated.

120-10.1.3 Density over 105%: When a QC computed dry density results in a

value greater than 105% of the applicable Proctor maximum dry density, the Engineer will

perform an Independent Verification (IV) density test within 5 feet. If the IV density results in a

value greater than 105%, the Engineer will investigate the compaction methods, examine the

applicable Standard Proctor Maximum Density and material description. The Engineer may 186FY 2023-24Return to Table of Contents

collect and test an IV Standard Proctor Maximum Density sample for acceptance in accordance

with the criteria of 120-10.2.

120-10.1.4 Quality Control (QC) Tests:

120-10.1.4.1 Standard Proctor Maximum Density Determination:

Determine the QC standard Proctor maximum density and optimum moisture content by

sampling and testing the material in accordance with the specified test method listed in 120-10.2.

120-10.1.4.2 Density Testing Requirements: Ensure compliance to the

requirements of 120-10.2 by Nuclear Density testing in accordance with FM 1-T238. Determine

the in-place moisture content for each density test. Use FM 1-T238, FM 5-507 (Determination of

Moisture Content by Means of a Calcium Carbide Gas Pressure Moisture Tester), or ASTM D-

4643 (Laboratory Determination of Moisture Content of Granular Soils by use of a Microwave

Oven) for moisture determination.

120-10.1.4.3 Soil Classification: Perform soil classification tests on the

sample collected in 120-10.1.4.1, in accordance with AASHTO T88, T89, T90, and FM 1-T267.

Classify soils in accordance with AASHTO M145 in order to determine compliance with

embankment utilization requirements as specified in Standard Plans, Index 120-001.

120-10.1.5 Department Verification: The Engineer will conduct Verification

tests in order to accept all materials and work associated with 120-10.1.4. The Engineer will

verify the QC results if they meet the Verification Comparison Criteria, otherwise the Engineer

will implement Resolution procedures.

The Engineer will select test locations, including Station, Offset, and Lift,

using a random number generator, based on the LOTs under consideration. Each Verification test

evaluates all work represented by the QC testing completed in those LOTs.

In addition to the Verification testing, the Engineer may perform

additional Independent Verification (IV) testing. The Engineer will evaluate and act upon the IV

test results in the same manner as Verification test results.

When the project requires less than four QC tests per material type, the

Engineer reserves the right to accept the materials and work through visual inspection.

120-10.1.6 Reduced Testing Frequency: Obtain the Engineer’s written approval

for the option to reduce density testing frequency to one test every two LOTs if Resolution

testing was not required for 12 consecutive verified LOTs, or if Resolution testing was required,

but the QC test data was upheld and all substantiating tests are recorded in the ERS.

Generate random numbers based on the two LOTs under consideration.

When QC test frequency is reduced to one every two LOTs, obtain the Engineer’s approval to

place more than one LOT over an untested LOT. Assure similar compaction efforts for the

untested LOTs. If the Verification test fails, and QC test data is not upheld by Resolution testing,

the QC testing will revert to the original frequency of one QC test per LOT. Do not apply

reduced testing frequency in construction of shoulder-only areas, shared use paths, sidewalks,

and first and last lift.

120-10.1.7 Payment for Resolution Tests: If the Resolution laboratory results

compare favorably with the QC results, the Department will pay for Resolution testing. No

additional compensation, either monetary or time, will be made for the impacts of any such

testing.

If the Resolution laboratory results do not compare favorably with the QC

results, the costs of the Resolution testing will be deducted from monthly estimates. No

additional time will be granted for the impacts of any such testing. 187FY 2023-24Return to Table of Contents

120-10.2Acceptance Criteria: Obtain a minimum QC density of 100% of the standard

Proctor maximum density as determined by FM 1-T099, Method C, with the following

exceptions: embankment constructed by the hydraulic method as specified in 120-8.3; material

placed outside the standard minimum slope as specified in 120-8.2.4 except when a structure is

supported on existing embankment; and, other areas specifically excluded herein.

120-10.3Additional Requirements:

120-10.3.1 Frequency: Conduct QC sampling and testing at a minimum

frequency listed in Table 120-2 below. The Engineer will perform Verification sampling and

tests at a minimum frequency listed in Table 120-2 below.

Table 120-2

Test Name Quality Control Verification

Verification of

Shoulder-Only Areas,

Shared Use Paths, and

Sidewalks

Standard Proctor

Maximum Density One per soil type One per soil type One per soil type

Density One per LOT

One per four LOTS and

for wet conditions, the

first lift not affected by

water

One per two LOTs

Soil Classification and

Organic Content

One per Standard

Proctor Maximum

Density

One per Standard

Proctor Maximum

Density

One per Standard

Proctor Maximum

Density

120-10.3.2 Test Selection and Reporting: Determine test locations including

stations and offsets, using the random number generator approved by the Engineer. Record data

directly in the ERS. Do not use notepads or worksheets to record data for later transfer to the

ERS. Notify the Engineer upon successful completion of QC testing on each LOT prior to

placing another lift on top.

120-10.4Verification Comparison Criteria and Resolution Procedures:

120-10.4.1 Standard Proctor Maximum Density Determination: The Engineer

will verify the QC results if the results compare within 4.5 lb/ft of the Verification test result.

Otherwise, the Engineer will take one additional sample of material from the soil type in

question. The State Materials Office (SMO) or an AASHTO accredited laboratory designated by

the SMO will perform Resolution testing. The material will be sampled and tested in accordance

with FM 1-T099.

The Engineer will compare the Resolution test results with the QC test

results. If all Resolution test results are within 4.5 lb/ft of the corresponding QC test results, the

Engineer will use the QC test results for material acceptance purposes for each LOT with that

soil type. If the Resolution test result is not within 4.5 lb/ft of the Contractor’s QC test, the

Verification test result will be used for material acceptance purposes.

120-10.4.2 Density Testing: When a Verification or IV density test fails the

acceptance criteria, retest the site within a 5 foot radius and the following actions will be taken:

10.1.1 criteria when compared with the Verification or IV test, the Engineer will accept those

LOTs. 188FY 2023-24Return to Table of Contents

compares favorably with the Verification or IV test, rework and retest the LOT. The Engineer

will re-verify those LOTs.

favorably, complete a new comparison analysis as defined in 120-10.1.1. Once acceptable

comparison is achieved, retest the LOTs. The Engineer will perform new verification testing.

Acceptance testing will not begin on a new LOT until the Contractor has a gauge that meets the

comparison requirements.

Record QC test results in the ERS section of the Department’s database.

120-10.4.3 Soil Classification: The Engineer will verify the QC test results if the

Verification and the QC test results both match the soil utilization symbol listed in Standard

Plans, Index 120-001. Otherwise, the Engineer will test the sample retained for Resolution

testing. The SMO or an AASHTO accredited laboratory designated by the SMO will perform the

Resolution testing. The material will be sampled and tested in accordance with AASHTO T 88,

T 89, and T 90, and classified in accordance with AASHTO M 145.

The Engineer will compare the Resolution test results with the QC test

results. If the Resolution test matches the QC soil utilization symbol, the Engineer will use the

QC soil utilization symbol for material acceptance purposes. If the Resolution test result does not

match the Contractor’s QC soil utilization symbol, the Verification test results will be used for

material acceptance purposes.

120-10.4.4 Organic Content: The Engineer will verify the QC test results if the

Verification test results satisfy the organic content test criteria in Standard Plans, Index 120-001.

Otherwise, the Engineer will test the sample retained for Resolution testing. The SMO or an

AASHTO accredited laboratory designated by the SMO will perform Resolution testing. The

material will be sampled and tested in accordance with FM 1-T 267. If the Resolution test results

satisfy the required criteria, material of that soil type will be verified and accepted. If the

Resolution test results do not meet the required criteria, reject the material and reconstruct with

acceptable material.

120-10.5Disposition of Defective Materials: Assume responsibility for removing and

replacing all defective material, as defined in Section 6.

Alternately, submit an Engineering Analysis Scope in accordance with 6-4 to

determine the disposition of the material.

120-11Maintenance and Protection of Work

While construction is in progress, maintain adequate drainage for the roadbed at all times.

Maintain a shoulder at least 3 feet wide adjacent to all pavement or base construction in order to

provide support for the edges.

Maintain all earthwork construction throughout the life of the Contract, and take all

reasonable precautions to prevent loss of material from the roadway due to the action of wind or

water. Repair, at no expense to the Department except as otherwise provided herein, any slides,

washouts, settlement, subsidence, or other mishap which may occur prior to final acceptance of

the work. Perform maintenance and protection of earthwork construction in accordance with

Section 104.

Maintain all channels excavated as a part of the Contract work against natural shoaling or

other encroachments to the lines and grades, shown in the Plans, until final acceptance of the

project. 189FY 2023-24Return to Table of Contents

120-12Construction

120-12.1Construction Tolerances: Shape the surface of the earthwork to conform to

the lines and grades, and shown in the Plans. In final shaping of the surface of earthwork,

maintain a tolerance of 0.3 foot above or below the finished graded surface with the following

exceptions:

shown in the Plans.

etc.

entire roadbed (shoulder point to shoulder point) to within 0.1 foot above or below the Plan

finished graded surface .

shape the swales and ditch blocks to within 0.1 foot of the finished graded surface shown in the

Plans.

Ensure that the shoulder lines do not vary horizontally more than 0.3 foot from

the true lines shown in the Plans.

120-12.2Operations Adjacent to Pavement: Carefully dress areas adjacent to

pavement areas to avoid damage to such pavement. Complete grassing of shoulder areas prior to

placing the final wearing course. Do not manipulate any embankment material on a pavement

surface.

When shoulder dressing is underway adjacent to a pavement lane being used to

maintain traffic, exercise extreme care to avoid interference with the safe movement of traffic.

120-13Method of Measurement

120-13.1General: When payment for excavation is on a volumetric basis, the quantity to

be paid for will be the volume, in cubic yards. The material will be measured in its original

position by field survey or by photogrammetric means as designated by the Engineer, unless

otherwise specified under the provisions for individual items.

Where subsoil excavation extends outside the lines shown in the Plans or

authorized by the Engineer including allowable tolerances, and the space is backfilled with

material obtained in additional authorized roadway or borrow excavation, the net fill, plus

shrinkage allowance, will be excluded from the quantity of roadway excavation or borrow

excavation to be paid for, as applicable.

The quantity of all material washed, blown, or placed beyond the limits of the

finished graded surface will be determined by the Engineer and will be excluded from the

quantity of roadway excavation or borrow excavation to be paid for, as applicable.

Subsoil excavation that extends outside the lines shown in the Plans or authorized

by the Engineer including allowable tolerances will be excluded from the quantity to be paid for

as subsoil excavation.

120-13.2Roadway Excavation: The measurement will include only the net volume of

material excavated between the original ground line or finished graded surface of an existing

roadbed, as applicable, and the finished surface of new pavement, except that the measurement

will also include all unavoidable slides which may occur in connection with excavation classified

as roadway excavation. 190FY 2023-24Return to Table of Contents

The pay quantity will be the plan quantity provided that the excavation was

accomplished in substantial compliance with the plan dimensions and subject to the provisions of

9-3.2and 9-3.4. On designated 3-R Projects, regular excavation will be paid for at the Contract

lump sum price provided that the excavation was accomplished in substantial compliance with

the plan dimension.

120-13.3Borrow Excavation: Measurement will be made on a loose volume basis,

measured in trucks or other hauling equipment at the point of dumping on the road. If

measurement is made in vehicles, level the material to facilitate accurate measurement.

Unsuitable material excavated from borrow pits where truck measurement is

provided for and from any borrow pits furnished by the Contractor, will not be included in the

quantity of excavation to be paid for.

120-13.4Lateral Ditch Excavation: The measurement will include only material

excavated within the lines and grades indicated in the Plans or as directed by the Engineer. The

measurement will include the full length shown in the Plans or directed by the Engineer and

acceptably completed. Excavation included for payment under Section 125 will not be included

in this measurement.

The pay quantity will be the plan quantity provided that the excavation was

accomplished in substantial compliance with the plan dimensions and subject to the provisions of

and 9-3.4.

120-13.5Channel Excavation: The measurement will include only material excavated

within the lines and grades indicated in the Plans or in accordance with authorized Plan changes.

The measurement will include the full length shown in the Plans including any authorized

changes thereto.

If shoaling occurs subsequent to excavation of a channel and the Engineer

authorized the shoaled material to remain in place, the volume of any such material remaining

within the limits of channel excavation shown in the Plans will be excluded from the measured

quantity of channel excavation.

120-13.6Subsoil Excavation: The measurement will include only material excavated

within the lines and grades indicated in the Plans (including the tolerance permitted therefore) or

as directed by the Engineer.

When no item for subsoil excavation is shown in the Contract but subsoil

excavation is subsequently determined to be necessary, such unanticipated subsoil excavation

will be paid for as provided in Article 4-4.

120-13.7Embankment: The quantity will be at the plan quantity. Where payment for

embankment is not to be included in the payment for the excavation and is to be paid for on a

cubic yard basis for the item of embankment, the measurement will include material placed

within the limits of the existing surface, to the finished graded surface as shown in the Plans,

Standard Plans Index 120-001, or directed by the Engineer. Where embankment is constructed

over an existing road, the embankment measurement will include only the material actually

placed up to the finished graded surface. If there are authorized changes in plan dimensions or if

errors in plan quantities are detected, plan quantity will be adjusted as provided in 9-3.2.

Any overrun or underrun of plan quantity for subsoil excavation which results in a

corresponding increase or decrease in embankment will be considered as an authorized plan

change for adjustment purposes as defined in 9-3.2.2.

No payment will be made for embankment material used to replace unsuitable

material excavated beyond the lines and grades shown in the Plans or ordered by the Engineer. 191FY 2023-24Return to Table of Contents

In no case will payment be made for material allowed to run out of the

embankment on a flatter slope than indicated on the Plans. The Contractor shall make his own

estimate on the volume of material actually required to obtain the pay section.

120-14Basis of Payment

120-14.1General: Prices and payments for the various work items included in this

Section will be full compensation for all work described herein, including excavating, dredging,

pumping, hauling, placing, and compacting; dressing the surface of the earthwork; maintaining

and protecting the complete earthwork.

The Department will not allow extra compensation for any reworking of

materials. The Department will compensate for the cost of grassing or other permanent erosion

control measures directed by the Engineer as provided in the Contract.

120-14.2Excavation:

120-14.2.1 Items of Payment: When no classification of material is indicated in

the Plans, and bids are taken only on regular excavation, the total quantity of all excavation

specified under this Section will be paid for at the Contract unit price for regular excavation.

When separate classifications of excavation are shown in the proposal, the

quantities of each of the various classes of materials so shown will be paid for at the Contract

unit prices per cubic yard for regular excavation, lateral ditch excavation, subsoil excavation, and

channel excavation, as applicable, and any of such classifications not so shown will be included

under the item of regular excavation (except that if there is a classification for lateral ditch

excavation shown and there is no classification for channel excavation, any channel excavation

will be included under the item of lateral ditch excavation). As an exception on designated

projects, regular excavation will be paid for at the Contract lump sum price.

120-14.2.2 Basic Work Included in Payments: Prices and payments will be full

compensation for all work described under this Section, except for any excavation, or

embankment which is specified to be included for payment under other items. Such prices and

payments will include hauling; any reworking that may be necessary to accomplish final disposal

as shown in the Plans; the dressing of shoulders, ditches and slopes; removal of trash, vegetation,

etc., from the previously graded roadway where no item for clearing and grubbing is shown in

the Plans; and compacting as required.

120-14.2.3 Additional Depth of Subsoil Excavation: Where subsoil excavation

is made to a depth of 0 to 5 feet below the depth shown in the Plans, such excavation will be paid

for at the unit price bid.

Where subsoil excavation is made to a depth greater than 5 feet, and up to

15 feet, deeper than the depth shown in the Plans, such excavation will be paid for at the unit

price bid plus 25% of such unit price. Additional extra depth, more than 15 feet below such plan

depth, will be considered as a change in the character of the work and will be paid for as

unforeseeable work.

Where no subsoil excavation is shown in a particular location on the

original Plans, payment for extra depth of subsoil will begin 5 feet below the lowest elevation on

the finished graded surface.

120-14.2.4 Borrow Excavation: When the item of borrow excavation is included

in the Contract, price and payment will also include the cost of furnishing the borrow areas and

any necessary clearing and grubbing thereof, the removal of unsuitable material that it is

necessary to excavate in order to obtain suitable borrow material, and also the costs incurred in

complying with the provisions of 120-6.3. 192FY 2023-24Return to Table of Contents

120-14.2.5 Materials Excluded from Payment for the Excavation: No payment

for excavation will be made for any excavation covered for payment under the item of

embankment.

No payment will be made for the excavation of any materials which is

used for purposes other than those shown in the Plans or designated by the Engineer. No

payment will be made for materials excavated outside the lines and grades given by the

Engineer, unless specifically authorized by the Engineer. As an exception, in operations of

roadway excavation, all slides and falls of insecure masses of material beyond the regular slopes

that are not due to lack of precaution on the part of the Contractor, will be paid for at the

Contract unit price for the material involved. The removal of slides and falls of material

classified as lateral ditch excavation or as subsoil excavation will not be paid for separately, but

will be included in the Contract unit price for the pay quantity of these materials, measured as

provided in 120-14.

120-14.3Embankment:

120-14.3.1 General: Price and payment will be full compensation for all work

specified in this Section, including all material for constructing the embankment, all excavating,

dredging, pumping, placing and compacting of material for constructing the embankment

complete, dressing of the surface of the roadway, maintenance and protection of the completed

earthwork, and the removal of rubbish, vegetation, etc., from the roadway where no clearing and

grubbing of the area is specified in the Plans. Also, such price and payment, in each case, will

specifically include all costs of any roadway, lateral ditch, or channel excavation, unless such

excavation is specifically shown to be paid for separately, regardless of whether the materials are

utilized in the embankment.

120-14.3.2 Excluded Material: No payment will be made for the removal of

muck or overburden from the dredging or borrow areas. No payment will be made for

embankment material used to replace muck or other unsuitable material excavated beyond the

lines and grades shown in the Plans or ordered by the Engineer.

120-14.3.3 Clearing and Grubbing: No payment will be made for any clearing

and grubbing of the borrow or dredging areas. Where no clearing and grubbing of such areas is

specified in the Plans, the cost of any necessary clearing and grubbing will be included in the

Contract unit or lump sum price for Embankment.

120-14.3.4 Cost of Permits, Rights, and Waivers: Where the Contractor

provides borrow or dredging areas of his own choosing, the cost of securing the necessary

permits, rights or waivers will be included in the Contract price for embankment.

120-14.4Payment Items: Payment will be made under:

Item No. 120- 1- Regular Excavation - per cubic yard.

Item No. 120- 2- Borrow Excavation - per cubic yard.

Item No. 120- 3- Lateral Ditch Excavation - per cubic yard.

Item No. 120- 4- Subsoil Excavation - per cubic yard.

Item No. 120- 5- Channel Excavation - per cubic yard.

Item No. 120- 6- Embankment - per cubic yard.

Item No. 120- 71- Regular Excavation (3-R Projects) - lump sum. 193FY 2023-24Return to Table of Contents FLOWABLE FILL

121-1Description

Furnish and place flowable fill as an alternative to compacted soil as approved by the Engineer. Applications for conventional flowable fill include beddings ; encasements ; closures for tanks and pipes; and general backfill for trenches, embankments and walls. Applications for cellular concrete flowable fill include beddings ; encasements ; closures for tanks and pipes; and general backfill for embankments and walls.

121-2Materials

Meet the following requirements: Fine Aggregate(1) ................................ ................. Section 902 Portland Cement ................................ .................. Section 921 Water ................................ ................................ ...Section 923 Admixtures(2)................................ ....................... Section 924 Ground Tire Rubber (GTR)(3) ............................. Section 919 Supplementary Cementitious Materials ..............Section 929 Preformed Foam ................................ ................ ASTM C869

more than 15% passing a No. 200 sieve may be used.

entraining admixtures and shall be added at jobsite and mixed in accordance with the manufacturer’s recommendation. GTR may reduce the amount of h igh air generators or foaming agents used.

121-3Mix Design

Conventional flowable fill is a mixture of portland cement, fly ash, fine aggregate, admixture and water. Flowable fill contains a low cemen titious content for reduced strength development. Cellular concrete flowable fill is a low density concrete made with cement, water and preformed foam to form a hardened closed cell foam material. Cellular concrete flowable fill may also contain fine aggre gate, supplementary cementitious materials and admixtures. Submit mix designs to the Engineer for approval. T able 121-1 below has suggested mix guides for excavatable, non -excavatable and cellular concrete flowable fill:

194 FY 2023-24 Return to Table of Contents