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201000 CLEARING AND GRUBBING LS

DE · 2025 Standard SpecificationsBook pages 113–122View official source ↗

EXCAVATION AND EMBA NKMENT SECTION 202 103 SECTION 202 — EXCAVATION AND EMBANKMENT

202.1Description.

This work consists of excavation and embankment work.

202.2Materials.

A.Borrow Section 209 and Section 1001

B.Concrete Section 1022

C.Flowable Fill Section 208 and Section 1047 .1

202.3Construction.

202.3.1 General.

A.This work consists of:

1.removing and finally disposing of all materials taken from within the limits of construction;

2.removing and finally disposing of Bituminous and PCC Pavement;

3.grading and compacting of embankments, roadways, and shoulders;

4.providing a uniform and smooth finish to excavation and embankment surfaces;

5.constructing, shaping, and sloping ditches, embankments, and cut slopes;

6.constructing and maintaining temporary edge berms, interceptor berms, and embankment

slopes associated with erosion control methods in accordance with Division 900;

7.undercutting;

8.salvaging and stockpiling topsoil for re -use;

9.salvaging and stockpiling suitable borrow materials for re -use;

10.backfilling areas from which unsuitable materials have been removed; and

11.removing and disposing of all material not otherwise provided for, so that the project is

completed in a neat and workmanlike manner.

B.This work does not consist of the removing and finally disposing of materials specified to be

removed and disposed under other pay items. 202.3.2 Preparing for Earthwork Operations and Maintaining the Site during Earthwork Operations.

A.Clear, grub, and remove topsoil in accordance with Section 201 before beginning excavating,

grading, and embankment work.

B.Perform survey layout in accordance with Section 105.10 before performing excavation and

embankment work.

C.The engineer will cross section the existing ground after clearing and grubbing is complete but

before earth moving operations begin.

D.Haul roads.

EXCAVATION AND EMBA NKMENT SECTION 202 104 1. Construct haul roads as necessary to perform the excavation and embankment work.

2.Obtain approval before constructing haul roads outside of the LOC.

3.Maintain haul roads for the duration of the project.

4.Remove haul roads before project completion and restore the areas to existing conditions.

5.The Department will not allow construction of haul roads through wetland areas unless the

contractor obtains the approval of the U.S. Army Corps of Engineers or both, as applicable.

F.Dust control.

Control dust by using water during earth -moving operations.

G.Grade to Drain.

1.Maintain the subgrade in such condition that it drains.

2.Provide and maintain temporary ditches from the subgrade to side ditches at intervals necessary

to provide subgrade drainage.

3.Provide and maintain all facilities necessary for the complete drainage of the construction area.

4.Provide sediment and erosion control measures for all water drained or pumped from the

subgrade in accordance with the contract.

H.Stability.

1.Replace embankment that, in the engineer’s judgment, is damaged or displaced due to the

following:

a.Carelessness or negligence of the Contractor;

b.rain events;

c.shrinkage of embankment material; or

d.other reasons not attributable to movement of the natural ground under the embankment.

2.Compact lifts in embankment areas, other than rock, in accordance with Section 202.3.8.D.

3.The Department will perform compaction and moisture tests once the contractor tests the

stability of the lift in accordance with Section 202.3.8.F. 202.3.3 Excavation.

A.Excavate material in accordance with the contract or as directed by the engineer .

B.The engineer will not pay for materials excavated beyond the established limits.

C.All material meeting the requirements of Section 1001 is suitable material. All other material is

unsuitable material.

D.Obtain the engineer's approval before removing material from the site.

E.Use suitable excavated material to construct embankments, shoulders, and slopes or as directed

by the engineer.

1.Excess excavated suitable materials become the property of the contractor; remove such

materials from the project as specified in Section 106.8. EXCAVATION AND EMBA NKMENT SECTION 202 105 2. Do not import borrow material without the approval of the engineer until all suitable excavated material has been used.

F.Dispose of unsuitable excavated material in accordance with Section 106.8.

1.The engineer may direct the contractor to embank unsuitable material.

2.Dispose of hazardous material found during excavation in accordance with Section 107.

G.Clean, clear of obstructions, and leave in a neat and trimmed condition:

1.All existing ditches and waterways and

2.all new or existing pipes, culverts, and drainage structures not designated for removal.

H.Stripping and Stockpiling Topsoil.

1.Remove topsoil from all cut sections and from fill sections where embankment heights are less

than 5 feet measured vertically from the bottom of fill to subgrade.

2.Stockpile topsoil meeting the requirements of Section 908 that the contractor cannot

immediately place. Stockpile in accordance with Section 908.3 .A.

3.Stockpile sufficient topsoil to satisfy the topsoiling requirements of the contract.

4.Place remaining topsoil at the outer portions of embankment as shown in the contract.

5.Excess topsoil remains the property of the Department unless the Department grants the

ownership of the excess topsoil to the contractor.

6.Load excess topsoil that is the property of the Department onto Department vehicles for

removal.

I.If the Department grants the contractor ownership of the excess topsoil, remove in accordance

with Section 106.8.

J.Stockpile suitable excavated material , meeting the requirements of Section 1001 .

1.Stockpile material meeting borrow requirements that the contractor cannot immediately place

in fill areas for later use. Stockpile in accordance with Section 908.3.

2.Manage stockpiled material, including mixing soils, or drying them, to meet the needs of the

project.

3.Keep stockpiles generated from fill areas separate from stockpiles generated from cut areas.

4.Load, haul, place, and compact stockpiled material in fill areas or for the formation of

embankments, shoulders, and slopes.

5.Place or stockpile excess materials generated from other pay items suitable for embankment

purposes. This includes material generated from bituminous pavement removal, incidental removal, and any other construction materials suitable for use as fill mate rial.

6.Separately place or stockpile excess material generated by others, including other contractors or

utility companies and utility contractors performing work within the limits of construction.

K.When stockpiling material outside of the LOC, do so in accordance with the contract and provide

an approved Erosion & Sediment Control plan.

L.Temporary stockpile stabilization material in accordance with Section 908.3.

EXCAVATION AND EMBA NKMENT SECTION 202 106 202.3.4 Obstructions Encountered during Excavation.

A.Remove and dispose of pipes, underdrains, drainage inlets, and conduits encountered within the

limits of the excavation unless otherwise noted in the contract.

B.Remove and dispose of all obstructions not covered under Section 201 , Section 207, or Section

211 that are located below existing ground and within the excavation limits in accordance with

C.Backfill voids created by removing obstructions , unless otherwise directed, use Borrow Type F

material meeting the requirements of Section 1001, in accordance with Section 201.3.4.

D.Remove sections of pipes that are partially within the excavation limits under this section.

E.Unless otherwise designated to remain, either remove and dispose of existing pipes or submit

requests to the engineer to abandon pipes in place. If the engineer approves abandoning the pipes in place, fill pipes with flowable fill and plug both ends wit h Class C concrete.

F.Salvage removed pipe if requested by the engineer. Salvaged pipe will remain the Department’s

property. Store salvaged pipe on or adjacent to the project for transport by the Department. 202.3.5 Preparation of Subgrade.

A.Maintain the subgrade in such condition that it drains. Provide and maintain temporary ditches

from the subgrade to side ditches at intervals necessary to provide subgrade drainage. Provide and maintain all facilities necessary for the complete drainage of the construction area. Provide sediment and erosion control measures for all water drained or pumped from the subgrade in accordance with the contract.

B.Scarify the top 6 inches of subgrade and adjust moisture content to achieve the specified density

and stability. Scarify, dry, reshape, and re -compact material if construction equipment on embankments causes movement, rutting, or displacement of the mat erial, and test for density and moisture requirements. Do not allow vehicles to travel in a single track and form ruts in the subgrade.

C.Prior to placing subsequent lifts of material, proof roll the subgrade in the presence of and as

directed by the engineer in accordance with Section 202.3.6.

D.The engineer will determine the maximum density for subgrade and embankment material in

accordance with AASHTO T99 Method C Modified and in -place field density in accordance with AASHTO T310. Compact the subgrade to 95 percent or more of the maximum den sity.

E.Ensure the finished subgrade surface is uniform and smooth and conforms to prescribed

elevations before constructing the base or surface course. Limit the maximum variation from the subgrade elevation to the prescribed elevation to plus or minus 1/2 -inch.

F.In cut sections, shape and compact the subgrade before placing subbase, base, or surfacing

material. Remove boulders, large rocks, muck, vegetation, or other foreign materials from the subgrade unless directed by the engineer. Fill depressions that deve lop during rolling with suitable material and continue to roll the subgrade until no depressions develop.

G.Before placement of base material in fill sections, complete the subgrade and adjacent shoulder

or slope rounding earthwork to finished grade elevation to form a box to retain the base material. Do not place base material in a section where a box is not complete unless specifically approved by the engineer. EXCAVATION AND EMBA NKMENT SECTION 202 107 202.3.6 Proof Rolling.

A.Perform proof rolling as directed by the engineer with a fully loaded, 10 -wheel dump truck or

other equipment approved by the engineer.

B.The contractor may place a lift of earth or other material after the engineer accepts the proof roll.

C.The Department will not take compaction tests until the lift is deemed stable by the engineer. No

soft, yielding, or spongy areas will be deemed stable.

D.Run the equipment longitudinally until the unrolled area between tire strips is less than 18 -inches.

E.Scarify, disc, aerate, or add moisture and recompact the subgrade to the extent necessary to

achieve stability when proof rolling shows the subgrade is unstable. 202.3.7 Undercut Excavation.

A.Preparation

1.When encountering unstable subgrade or foundation conditions, perform all normal

construction preparation procedures to correct the unstable situation before undercutting. Normal construction preparation procedures include:

a.The addition of moisture to obtain the maximum density in accordance with AASHTO T99.

Compact the subgrade to 95 percent or more of the maximum density.

b.Discing to aerate or mix the material to obtain the maximum density in accordance with

AASHTO T99 and AASHTO T310 . Compact the subgrade to 95 percent or more of the maximum density.

c.Using properly sized equipment in such a way that the equipment does not cause rutting of

the subgrade or foundations.

d.Cutting channels, ditches, and grading to prevent excessive surface water from entering the

subgrade or foundation materials

2.After performing normal construction preparation procedures, allow sufficient time to elapse to

accurately judge the success of these procedures.

3.The contractor has the option of replacing the subgrade or foundation material as a means of

correcting instability.

4.The engineer will interpret the terms “normal,” “sufficient,” and “reasonable.”

5.If the above procedures do not stabilize the subgrade, the engineer may direct the contractor to

perform undercut excavation.

B.Undercut Excavation.

1.Undercut excavation consists of excavation below the limits provided by the contract for the

purpose of correcting unstable subgrades and embankment foundations.

2.The correction of instability, as directed but not remedied by normal construction procedures

nor by improved environmental conditions, both given reasonable time to establish their effect, shall qualify for measurement as undercut excavation.

3.When the engineer determines that undercutting is required, the engineer will direct the

contractor to remove the material from within defined areas and depths. The engineer may EXCAVATION AND EMBA NKMENT SECTION 202 108 direct additional undercutting below the original defined depth. Dispose of excavated material in accordance with Section 106.8 unless otherwise directed by the engineer.

4.Use equipment that is capable of removing and replacing the material within the limits

established by the engineer. Do not use equipment that will displace the underlying or adjacent material.

5.Upon acceptance of the undercut excavation, unless otherwise directed, use Borrow Type C in

accordance with Section 1001 to backfill and compact the area in accordance with this section. Conduct undercut operations in a manner that allows the engineer time to take necessary measurements before placing backfill. The Department will not allow p lacement of backfill material in water unless approved by the engineer.

6.Rework areas that remain unstable after backfilling in accordance with this section. When

rework becomes necessary, salvage and reuse as much of the previously placed backfill as possible. Correct unstable subgrade or embankment foundation that exists.

C.Performance Requirements.

Ensure that the correction of an unstable condition results in a firm, unyielding foundation. 202.3.8 Embankment Construction.

A.General.

1.Embankment construction includes preparing areas for embankment placement and placing,

and compacting material that meets the requirements of Section 1001.

2.Use all suitable excavated material to construct embankments prior to importing borrow.

3.Obtain approval from the engineer to use imported borrow instead of material excavated on -

site.

B.Equipment.

1.Provide sufficient equipment to grade, level, and compact after depositing embankment

material. Cease placement of embankment material when the pace of grading and compacting the material cannot keep pace with the excavation or placement of the material .

2.Use approved rollers, compactors, or other suitable compaction equipment. Ensure all

equipment is configured and operated to meet the requirements specified.

C.Preparation of Embankment Areas.

1.When placing embankment on hillsides or against existing embankment with slopes steeper

than 6:1, build benches. Backfill the benched area continuously in loose lifts no deeper than 8 inches. Begin all horizontal cuts at the intersection of the ground l ine and the vertical side of the previous bench. Step existing slopes to keep the embankment from wedging against structures. Compact excavation from benching only with the new embankment material.

2.Where the height of the embankment at the subgrade level is 5 -feet or less, remove all organic

matter from the existing ground surface. Scarify the cleared surface to a minimum depth of 6 - inches. Compact the subgrade material to the specified embankment density in accordance with AASHTO T99 and AASHTO T310 . Compact the subgrade to 95 percent or more of the maximum density. Where the height of the embankment is greater than 5 -feet, disc all organic matter thoroughly before constructing embankment. EXCAVATION AND EMBA NKMENT SECTION 202 109 3. Scarify existing roadways containing granular material within 3 -feet of the subgrade 6 -inches deep. Compact to the specified embankment density in accordance with AASHTO T99 and AASHTO T310 . Compact the subgrade to 95 percent or more of the maximum density.

D.Existing Roadways.

1.Treat existing roadway surfaces lying less than 5 -feet below the final grade as follows:

a.For existing compacted unpaved road surfaces lying within 3 -feet of the final grade, or within

the pavement structure if the subgrade is more than 3 -feet from the final grade, scarify 6 - inches deep and recompact unless otherwise required by the contract.

b.For existing bituminous surface treated and paved road surfaces lying within 5 -feet of the final

grade or within the pavement structure, if the subgrade is less than or equal to 5 -feet from the final grade, remove the underlying surfaces and base materials, scarify to a depth of 6 - inches, and compact.

2.Existing roadway surfaces lying more than 5 -feet below the final grade may remain in place

except for bituminous material 12 -inches and less above the zone of frequent soil saturation.

3.Treat roadway surfaces to remain in place as follows:

a.Break bituminous material into pieces with a maximum surface area of 1 square foot and

compact.

b.Break up and compact PCC into pieces with a maximum surface area of 1 square yard with a

pavement breaker or other approved equipment. The Department may restrict use of certain heavy equipment in heavy residential areas.

E.Placement of Embankment Material.

1.Place material in level lifts of loose material, no greater than 8 -inches deep. Deposit and spread

lifts parallel to the centerline and extending the full width of the embankment. If required, disc each lift to ensure uniform distribution of moisture and embankment materials. Compact each lift in accordance with the following before placing the next lift:

a.Moisten or dry and thoroughly mix to the proper moisture content before compaction if the

soil moisture content is not within 2 percent of optimum.

b.Do not use frozen embankment material or place embankment material on frozen ground. Do

not place rocks, broken concrete, and other solid materials in embankment areas designated for placing or driving piles.

c.Do not classify materials as unsuitable for embankment based on moisture content.

2.Place rock, bituminous material, or PCC obtained from the excavation for embankments in lifts

equal to the average dimension of the material being placed. The maximum allowable dimension is 36 -inches. Cut and dispose of exposed rebar. Distribute spalls and finer fragments to level and smooth each lift. Place rock, bituminous material, or PCC on the lift being constructed and push into place. Construct rock, bituminous material, or PCC lifts no c loser than 24-inches below finished subgrade.

3.Proof roll lifts of soil, aggregate, or soil mixtures in accordance with Section 202.3.6. Correct

instability discovered during the proof roll. After corrective measures, proof roll again to verify lift stability. EXCAVATION AND EMBA NKMENT SECTION 202 110 4. At the end of each working day of embankment placement, construct edge berms, interceptor berms, and embankment slopes as needed in the event of rain before work commences the following day. Extend temporary slope drains to connect to edge and intercept or berms.

F.Embankment Adjacent to Structures.

1.Compact embankment in accordance with Section 207.

2.In addition:

a.Do not place embankment materials in areas where piles are to be placed that contain rock,

aggregate, broken concrete, or other material that would be retained on a 2 1/2 -inch sieve and

b.Place at least 24 -inches of compacted embankment over structures before placing rock,

bituminous material, or PCC obtained from the excavation. 202.3.9 Compaction Procedures.

A.Start compaction or rolling at the edges and progress toward the center of the embankment.

Continue compaction until each lift is thoroughly and uniformly compacted to the full width of the embankment and to 95 percent or more of the maximum density of the same soils as determined by AASHTO T99 Method C Modified and AASHTO T310.

1.The Department will consider the ordinary use of trucks, carryalls, scrapers, tractors, or other

construction equipment for compaction as long as the traffic of hauling equipment is evenly distributed over the fill.

2.Build all areas of sharp depressions, trench backfills, and around culverts, bridges, and walls,

inaccessible to the specified methods of compaction, in continuous uniform horizontal lifts of no greater than 8 -inches loose measurement. Compact to the specified density before placing the next lift.

3.Compact properly broken rock, bituminous material, or PCC with a minimum of 6 -passes of an

approved roller. 202.3.10 Rock Excavation.

A.The Department will consider all material the contractor cannot excavate without blasting or using

rippers, and all boulders and detached stones with a volume of 1/2 cubic yard or greater, as rock excavation. The classification "Rock Excavation" shall n ot apply to soft disintegrated rock, bituminous pavements, gravel, broken stone, or concrete pavements and structures. These and other materials are classified as normal excavation and are included under Section 202.3.3. Drain pockets left in the surface o f the rocks before backfilling. Embank excavated rock in accordance with Section 202.3.8 or dispose in accordance with Section 106.8.

B.Roadway.

1.Excavate material classified as rock to a depth between 6 and 12 -inches below subgrade.

2.Place in accordance with Section 202.3.8.E to subgrade.

3.Compact in accordance with Section 202.3.9 to subgrade.

EXCAVATION AND EMBA NKMENT SECTION 202 111 C. Blasting.

1.The Department will call a blasting conference at least 14 -days before blasting. Before this

conference, submit blasting methods, a schedule, and the proposed protection for ensuring safety during blasting operations.

2.Assume responsibility for all damage due either directly or indirectly from the blasting

operations. The Department will not allow excessive blasting or "over shooting." Remove and replace with approved backfill material all material outside the limits shown on the contract that is shattered or loosened by blasting.

3.When drilling and blasting, take precautions to preserve the rock in the finished slope in a

natural undamaged condition with surfaces remaining reasonably straight and clean. If the blasting operation does not result in the slope conditions called for in the contract, modify operations until blasting does produce the required slope conditions.

4.Presplit rock when specified. Plan diameter, spacing, and loading of presplitting holes to

produce a neat break ensuring that subsequent blasting and excavation do not affect the backslope face. Drill presplitting holes to the full depth of the ledge.

5.Demonstrate to the engineer with a 100 -foot test section that diameter, spacing, and loading

will produce an acceptable backslope. If the engineer finds the backslope acceptable, continue presplitting. Establish test sections until the engineer finds th e results satisfactory.

6.Drill blast hole depth to the lesser of plan grade, or lifts of not more than 25 -feet.

7.If drilling in benches, the Department will allow an offset not to exceed 18 -inches to

accommodate the head of the drill. Extend pre -splitting at least 20 -feet ahead of the limits of fragmentation blasting, unless otherwise directed. If the pre -splitting is unsatisfactory, make adjustments in the spacing, diameter, and loading of the pre -split holes using another 100 -foot test section.

8.Schedule rock excavation operations within 100 -feet of bridges or other large structures for

completion before beginning structure work.

9.As the excavation for each lift progresses, remove all loose and unstable material, breakage, and

slices, even if located beyond the payment lines indicated in the contract.

202.4Method of Measurement.

202.4.1 Excavation and Embankment.

A.The Department will measure the excavation and embankment quantity by the cubic yard of

excavated material.

B.The Department may compute the volume by any of the following methods:

1.The method of average end areas measured by cross -sections taken by the Department at

regular intervals and at breaks in grade.

2.Comparison of electronic surveyed surfaces.

3.Other means as determined by the engineer.

C.The Department will measure all excavation in its original position, except topsoil.

EXCAVATION AND EMBA NKMENT SECTION 202 112 D. The Department will measure topsoil in its original position or in a stockpile after excavation, at the discretion of the engineer.

E.The contractor may remove and stockpile topsoil from fill areas separately for the Department to

measure by cross -sectioning or the Department may measure topsoil quantity by cross -sectioning the area of removal before and after the contractor strips th e topsoil.

F.The Department will not measure excess excavation generated by the contractor from other items

that are stockpiled for use at a later date. The Department will measure excess excavation generated by others by the cubic yard in the stockpile.

G.When the contract indicates Item 202000 as a fixed quantity, the Department will measure and

pay for this work in accordance with Section 109.7.

H.The Department will not measure embankments.

I.The Department will not measure material used to fill and plug existing pipes that the engineer

has approved to be abandoned in place.

J.The Department will not measure removal of pipe and underdrain, including removal below and

outside the limits of excavation, regardless of depth. 202.4.2 Undercut Excavation.

A.The Department will measure the quantity of undercut excavation in cubic yards of all excavated

material computed by the average end area method.

B.The Department will not measure replacement of subgrade or foundation material, when chosen

by the contractor instead of following the construction preparation procedures described in Section 202.3.7, as undercut excavation.

C.The Department will measure undercut areas that the contractor re -excavated as directed by the

engineer that were not re -excavated due to the contractor’s methods of operation. 202.4.3 Rock Excavation.

A.The Department will measure the quantity of rock excavation for roadway in cubic yards.

B.The Department will measure the volume of rock excavation to the limits of excavation required

by the contract or as adjusted by the engineer based on exposing the rock to perform cross - sections or topographical surveys before and after excavation.

C.The Department will not measure rock excavated from depths in excess of 12 -inches below the

subgrade. The Department will measure material used for backfilling the excavated areas under its appropriate section, within the limits established by the section.

202.5Basis of Payment.

202.5.1 Excavation and Embankment.

A.The Department will pay the quantity of:

1.Excavation not included under other sections in accordance with Section 202.

2.Excavation at the contract unit price per cubic yard. Price and payment will constitute full

compensation for:

Source: Delaware Standard Specifications for Road and Bridge Construction, 2025 Edition. Pages 113–122 of 779.

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201 — CLEARING AND GRUBBING

202.3 7, as undercut excavation