120EXCAVATION AND EMBANKMENT

120-1 Description.

120-1.1 General: 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 Plan s, 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:

120-1.2 Unidentified 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 condit ions. 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 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.

120-2 Classifications of Excavation.

120-2.1 General: 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.

120-2.2 Regular 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 Section 110.

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.

120-2.3 Subsoil 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 . 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).

120-2.4 Lateral 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.

120-2.5 Channel 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.

120-3 Preliminary 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.

120-4 Removal of Unsuitable Materials and Existing Roads.

120-4.1 Subsoil 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.

120-4.2 Construction 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.

120-5 Disposal of Surplus and Unsuitable Material.

120-5.1 Ownership 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.

120-5.2 Disposal 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.

120-5.3 Disposal 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 FY 2023-24 Return to Table of Contents of the subgrade in accordance with Section 160. If the construction sequence will al low, incorporate all existing base material into the project as allowed by the Contract Documents.

120-5.4 Disposal 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.

120-6 Borrow.

120-6.1 Materials 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 incinera tion, 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.

120-6.2 Furnishing 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 St ate, 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 (CRA) Survey before approval can be granted. When this is required, secure professional 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 o r 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 FY 2023-24 Return 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 u se 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.

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

borrow material with a specific minimum bearing value, for buildi ng 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.

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

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

120-6.5 Authorization 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 th e backfilling of structures. Do not use borrow material until so ordered by the Engineer, and then only use material from approved borrow pits.

120-7 Materials for Embankment.

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

responsibility for determining the suitability of excavated material for use on the project in FY 2023-24 Return 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 th is material.

120-7.2 General Requirements for Embankment Materials: Construct embankments

of acceptable material including reclaimed asphalt pavement (RAP), recycled concrete aggregate (RCA) and Portland cement concrete rubble, but containing no muck, stu mps, roots, brush, 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 veget ation 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 Engi neer directs. Complete the embankment using maximum particle sizes (in any dimension) as follows:

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

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

120-8 Embankment Construction.

120-8.1 General: 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 pa vement 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 are as, 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.

120-8.2 Dry 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 o f 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. FY 2023-24 Return to Table of Contents

120-8.2 1.1 Maximum Compacted Lift Thick ness 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 1 A-3 12 inches Not Needed A-2-4 (No. 200 Sieve ≤ 15%) 2 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 us ed after meeting the following requirements:

120-8.2 1.3 Equipment and Methods: Provide normal dewatering

equipment including, but not limited to, surface pumps, sump pumps a nd trenching/digging machinery. Provide normal dewatering methods including, but not limited to, constructing shallow surface drainage trenches/ditches, using sand blankets, sumps and siphons. FY 2023-24 Return 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.

120-8.3 Hydraulic 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 m oved 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 bul kheads 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 exc avate or dredge any material within 200 feet of the toe of the proposed embankment.

120-8.4 Reclaimed Asphalt Pavement (RAP) Method:

120-8.4 1 General: Use only RAP material stored at facilities with an approved

Florida Department of Environmental Prote ction 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 be low the seasonal high groundwater table elevation; MSE Wall backfill; underneath MSE Walls or the top 6 inches of embankment. FY 2023-24 Return 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. Aft er 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 th at 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. En sure 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 Constr uction: 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 successful ly completing a 500 foot long test section.

120-9 Compaction Requirements.

120-9.1 Moisture 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 th e material, or lower the moisture content by manipulating the material or allowing it to dry, as is appropriate.

120-9.2 Compaction 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 2 50 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 re maining 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 growt h will be established. Leave this layer in a loose condition to a minimum depth of 6 inches for the subsequent seeding or planting FY 2023-24 Return to Table of Contents operations. Do not place RAP or RAP blended material within the top 12 inches of areas to be grassed.

120-9.3 Compaction 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.

120-9.4 Compaction 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 require ments 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.

120-10 Acceptance Program.

120-10.1 General Requirements:

120-10.1 1 Initial Equipment Comparison: Before initial produ ction, 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 (I A to QC, IA to Verification, and QC to Verification). Ensure that the difference between any two computed dry densities does not exceed 2 lb/ft3 between gauges from the same manufacturer, and 3 lb/ft3 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 FY 2023-24 Return 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 moistu re 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 F M 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 i n 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 St ation, 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 p erform 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 reser ves 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 Reso lution 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 Resol ution 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. FY 2023-24 Return to Table of Contents

120-10.2 Acceptance 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 mi nimum slope as specified in 120 -8.2.4 except when a structure is supported on existing embankment; and, other areas specifically excluded herein.

120-10.3 Additional 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 t op.

120-10.4 Verification 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/ft3 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/ft3 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/ft3 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:

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 Con tractor’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 test ed 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 .

120-10.5 Disposition 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.

120-11 Maintenance 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 constructio n 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 expens e 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. FY 2023-24 Return to Table of Contents

120-12 Construction.

120-12.1 Construction 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 follo wing exceptions:

120-12.2 Operations 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 embankme nt 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.

120-13 Method of Measurement.

120-13.1 Gener al: 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, unle ss 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 b y 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 toleran ces will be excluded from the quantity to be paid for as subsoil excavation.

120-13.2 Roadway 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 inclu de all unavoidable slides which may occur in connection with excavation classified as roadway excavation. FY 2023-24 Return 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 subj ect to the provisions of

9-3.2 and 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.

120-13.3 Borrow Excav ation: 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 exc avated 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.

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

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

9-3.2 and 9-3.4.

120-13.5 Channel 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 author ized 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.

120-13.6 Subsoil 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.

120-13.7 Embankment: 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 lim its 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 a ctually 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 unsuitab le material excavated beyond the lines and grades shown in the Plans or ordered by the Engineer. FY 2023-24 Return 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 h is own estimate on the volume of material actually required to obtain the pay section.

120-14 Basis of Payment.

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

Section will be full compensation for all work described here in, 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.

120-14.2 Excavation:

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 pr oposal, 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 inclu ded 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 De pth 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 w ork 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 exc avation 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 suitabl e borrow material, and also the costs incurred in complying with the provisions of 120 -6.3. FY 2023-24 Return 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 Contract or, 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 uni t price for the pay quantity of these materials, measured as provided in 120 -14.

120-14.3 Embankment:

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 emb ankment, 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 spe cifically 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.

120-14.4 Payment Items: Payment will be m ade 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. FY 2023-24 Return to Table of Contents SECTION 121 FLOWABLE FILL

121-1 Description.

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.

121-2 Materials.

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

121-3 Mix 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: FY 2023-24 Return to Table of Contents