ITEM 203 ROADWAY EXCAVATION AND EMBANKMENT
203.01
Description
203.02 Material
Definitions
203.03
Restrictions on the Use of Embankment Materials
203.04 General
203.05
Embankment Construction Methods
203.06
Spreading and Compacting
203.07
Compaction and Moisture Requirements
203.08
Earthwork Construction Tolerances
203.09 Method
of Measurement
203.10 Basis of
Payment
203.01 Description. This work consists of
preparing areas upon which embankments are to be placed; excavating for
roadways and channels, including the removal of all material encountered not
being removed under another item; constructing embankments with the excavated
material and material from other approved sources as necessary to complete the
planned embankments; furnishing and incorporating all water required for
compacting embankment; disposing of unsuitable and surplus material and
finishing shoulders, slopes, and ditches.
All
excavation is considered unclassified excavation. If the excavation
contains regulated materials such as garbage, solid waste, and hazardous waste
or material, the Contract Documents will detail the removal for these items.
Use
removed or excavated materials in the Work when the material conforms to the
specifications; if not, then recycle or dispose of the material according to 105.16
and 105.17.
A. Asphalt Concrete. Reclaimed asphalt concrete pavement (RACP) that is blended to meet the requirements in 703.16.
B. Base. Selected material of planned thickness placed
on the subgrade as a foundation for other bases, or asphalt or concrete
pavements. The base is a part of the pavement structure.
C. Borrow. Material obtained from approved sources,
located outside the construction limits that is required for the construction of
the embankment. When borrow is specified or used, use suitable materials
that conform to 203.02.R.
D. Compaction Testing. The Department will perform the compaction
testing of embankment and subgrade according to Supplement
1015.
E. Embankment. A structure consisting of suitable materials
conforming to 203.02.R and constructed in
lifts to a predetermined elevation and cross section.
F. Excavation. The excavation and disposal
of all materials required by the Contract Documents.
G. Maximum Dry Density. The maximum dry density is determined according
to AASHTO T 99, AASHTO T 272, or Supplement
1015. The Department will use this maximum dry density for compaction
acceptance.
H. Natural Granular Materials. Natural granular materials include broken or
crushed rock, gravel, sand, durable siltstone, and durable sandstone that can
be placed in an 8-inch (200 mm) loose lift.
I. Natural Soil. All natural earth materials,
organic or inorganic, resulting from natural processes such as weathering,
decay, and chemical action.
J. Optimum Moisture Content. The water content at which
the maximum dry density is produced in an embankment material. The
optimum moisture content is determined according to AASHTO T 99, AASHTO T 272, or Supplement
1015.
K. Petroleum Contaminated Soil (PCS). Petroleum contaminated soil (PCS) that is
regulated under OAC-1301:7-9-16.
L. Random Material. Mixtures of suitable
materials that can be placed in 8-inch (200 mm) loose lifts.
M. Recycled Portland Cement
Concrete. Recycled portland cement concrete (RPCC) that is blended to meet the requirements in 703.16.
N. Recycled Materials. Fly ash, bottom ash, foundry sand, recycled
glass, tire shreds, or other materials or manufacturing bi-products not
specifically named as suitable materials in 203.02.R.
O. Rock.
Sandstone, siltstone, limestone, dolomite, glacial boulders,
brick, and RPCC too large to be placed in an 8-inch
(200 mm) loose lift.
P. Shale. A fine-grained sedimentary rock formed from the
lithification of clay, silt, or mud. Shale has
a laminated structure, which splits easily (is fissile). For the purpose
of this specification, mudstone and claystone are
also considered to be shale. Shale is classified as durable or nondurable
according to 703.16.D.
Q. Slag Materials. Slag materials include air cooled blast furnace
slag (ACBF), granulated slag (GS),
open hearth (OH) slag, basic oxygen furnace (BOF)
slag, and electric arc furnace (EAF) slag meeting the
requirements in 703.16.
R. Suitable Materials. All suitable materials are restricted in 203.03. Furnish soil or embankment material
conforming to 703.16, when Item 203 Embankment is specified. Furnish material
that conforms to 703.16.B or 703.16.C when Item 203 Granular
Embankment is specified. Furnish material that conforms to 703.16.C when Item 203 Granular Material
Types A, B, C, D, E or F are specified. Do not use recycled materials
unless specifically allowed by the Supplemental Specifications.
203.03 Restrictions on the Use of Embankment Materials. Suitable
materials are further restricted as follows:
A. Use silt identified as ODOT Group
Classification A-4b and RACP only if placed at least
3 feet (1 m) below the surface of the subgrade.
B. Do not place RPCC
and RACP in any location where it would inhibit the
growth of vegetation.
C. Do not use any suitable material that
cannot be incorporated in an 8-inch (200 mm) lift in the top 2 feet (0.6 m) of
the embankment.
D. Do not use nondurable shale in the top
2 feet (0.6 m) of the embankment that is not completely compacted and
pulverized into a soil with 100 percent of the material passing the No. 4 (4.75
mm) sieve.
E. If using RPCC,
OH slag, EAF slag, BOF
slags, or blends of these materials, place these materials at least 1 foot (0.3
m) below the flow line of the underdrains.
F. Do not use RPCC,
OH slag, EAF slag, BOF
slags, granulated slag, or blends of these materials for underwater
applications.
G. Do not use materials that cannot be
satisfactory placed and compacted to a stable and durable condition.
H. Material excavated in the work that contains
excessive moisture is unsuitable for embankment construction unless
dried. Dry or aerate such material before incorporating in the
work. The Contractor may elect to waste this material, instead of drying
it.
I. If Granular Material Type E in 703.16.C is allowed or specified, use a
geotextile fabric conforming to 712.09,
Type D on the top, bottom, and around the Type E material to prevent piping of
the material into the Type E material.
J. If electing to use PCS, submit
the information stated below in a suitable format at least 10 workdays before
the intended usage.
1.
Have an independent ODOT consultant pre-qualified in remedial design
environmental site assessment review the proposed usage. The consultant
shall provide all documentation used to ensure that the proposed usage obeys
all Ohio EPA regulations. The consultant shall coordinate all EPA required
meetings, documentation, and testing requirements. The consultant shall
randomly monitor the construction to ensure that the environmental requirements
are carried out on the project. The consultant shall report any
discrepancies to the Department and the Contractor. The consultant shall
certify the report or reports to the Department.
2.
Use PCS that conforms to all current environmental policies, rules, and
regulations and the following:
a.
Use PCS material that does not exceed the petroleum constituent concentrations
stated below:
Benzene (B) |
35 parts per million |
Toluene (T) |
109 parts per million |
Ethyl benzene (E) |
32 parts per million |
Total Xylenes (X) |
165 parts per million |
b.
Include test results from BTEX testing by using U.S. EPA test
method SW 846, method 8020, or equivalent method.
c.
Perform the tests on every 100 tons (90 metric tons) of PCS used.
203.04 General. Perform the required clearing and
grubbing before starting the excavation, grading, and embankment operations.
Coordinate
the clearing and grubbing with the installation of sediment and erosion
controls.
Remove
all existing pavement before the embankment construction.
Temporarily
discontinue operations when the excavating operations encounter remains of
prehistoric archaeological sites, historical archaeological sites, or human
remains. The Engineer will contact the Department’s
Office of Environmental Services to determine the disposition
thereof. Preserve the artifacts or other archeological items or human
remains until a determination as to what the disposition and/or removal of such
items is made by the Office of Environmental Services. Such excavation is
considered Extra Work.
If
the Contractor encounters any abnormal material such as, but not limited to,
drums, tanks, or stained earth or any unusual odors during construction
operations, the Contractor shall temporarily discontinue the work in this area,
leave equipment in place, cordon off the area, and notify the Engineer.
The area is considered to contain hazardous waste or material and must be
handled according to The
Construction Inspection Manual of Procedures.
Upon notification by the Engineer to resume work, the Contractor may file for
an extension of time according to 108.06.
A. Drainage and Maintenance of the Work. Maintain a well-drained embankment and
excavation operation. If trenching for narrow widening and in other areas
of the embankment construction, construct ditches of an adequate depth and at
frequent intervals across the berm or embankment to maintain drainage.
Deepen side ditches when necessary to ensure thorough embankment or subgrade
drainage.
Construct the
embankment with sufficient cross-slope to drain in case of rain.
If precipitation
saturates the embankment construction, stay off the embankment construction
until the embankment dries or stabilizes. Expedite the construction by
removing the saturated embankment or dry the embankment by scarifying, plowing,
disking, and recompacting
the embankment.
Throughout the
embankment construction operation and at the end of each day’s operation, shape
to drain, compact, and recompact the work area to a
uniform cross section. Eliminate all ruts and low spots that could hold
water.
If using embankment
construction or cut areas to haul on, continuously move the hauling equipment
around on the area to take advantage of the compactive effort.
Continually re-grade and compact the haul roads and maintain the construction
according to 105.13 and 105.14.
Plug and cover the
upstream ends of all pipe lines encountered during earthwork operations.
B. Rock or Shale Blasting Operations. Conform to Item 208 when
blasting.
C. Slides and Breakages. Remove all slides and breakages beyond the
limits of the planned finished work when caused by improper excavation methods.
D. Shoulders, Slopes, and Ditches. When specified, place the topsoil in areas to
be seeded or sodded according to Item 659. Build shoulders to the lines
shown on the plans and to the tolerances specified in 203.08.
Reshape shoulders, slopes, and ditches that have been damaged by erosion during
construction.
Keep new and existing
pavement, and the paved area of the berm clear of earth stockpiles or other
berm materials.
E. Pavement Widening Construction. Locate sound pavement edges, and cut and trim
pavement to a neat line. Repair and restore damage caused by the
equipment or methods. Include the cost of cutting, trimming, and disposal
under Item 203 Excavation.
F. Borrow. Unless otherwise designated in the Contract,
make arrangements for obtaining borrow and pay all costs involved. If
borrow is specified, use all suitable excavated material in the work prior to
using the borrow material.
Place borrow used as
embankment according to all the requirements for constructing embankment.
Blade and leave all
borrow areas in such shape as to allow accurate measurements after the
excavation has been completed.
Notify the Engineer
sufficiently in advance of opening any borrow areas so that cross section
elevations and measurements of the ground surface after stripping may be taken.
Construct borrow
areas that conform to 105.16; clean up
the borrow areas according to 104.04.
G. Staged Construction and Waiting Periods. If specified in the Contract Documents, control
the rate of fill accordingly. Adhere to the rate of fill and to the
waiting periods during the work.
203.05 Embankment Construction Methods.
Embankment construction includes preparing areas upon which embankments are to
be placed; placing and compacting approved material within roadway areas where
unsuitable material has been removed; and placing and compacting approved
material in holes, pits, and other depressions within the roadway.
If
scalping is required, scarify, plow, disk, and compact the existing embankment
foundation. Compact the top 8 inches (200 mm) of the foundation to
95 percent of the maximum dry density or to a maximum test section dry density
according to Supplement
1015. If the foundation cannot be compacted, the Department will
design replacement material or the Engineer may increase the lift thickness of
the next layer of embankment.
The
Engineer may increase the lift thickness of the next embankment layer to bridge
the soft or wet foundation areas that will not support the weight of the trucks
or hauling equipment. Dump successive loads of rock, durable shale, or
granular material in a uniform lift. Do not exceed the thickness required
to support the equipment placing the material. Manipulate, blade,
distribute, level, and doze the material in place until the area is stabilized
and material is above the normal water elevation. Once the bridging has
been accomplished, construct the remaining lifts according to 203.06.
If
the existing slope is steeper than 8:1, bench into the existing slope as
follows:
A. Scalp the existing slope according to
Item 201.
B. Cut horizontal benches in the existing
slope to a sufficient width to blend the new embankment with the existing
embankment and to accommodate the placement, and compaction operations and
equipment.
C. Bench the slope as the embankment is
placed, and compact into layers.
D. Begin each bench at the intersection
of the existing slope and the vertical cut of the previous bench. Recompact the cut materials along
with the new embankment.
If
constructing embankment on only one side of abutments, wing walls, piers, or
culvert headwalls, construct the embankment so that the area immediately
adjacent to the structure is not compacted in a manner that causes overturning
of or excessive pressure against the structure. If constructing
embankment on both sides of a concrete wall, pipe, or box type structure,
construct the embankment so that the elevation on both sides of the structure
is always approximately the same.
203.06 Spreading and Compacting. Do not construct
frozen embankment material or place embankment material on frozen ground.
Spread
all embankment material, except for rock in 203.06.C.
and RPCC in 203.06.D, in successive horizontal loose lifts,
not to exceed 8 inches (200 mm) in thickness. Compact all embankment
material lifts, except for Type D granular material, Type E granular material,
rock and durable shale, to the specified density and moisture controls in 203.07.
When
a minimum effective weight requirement is specified in 203.06 or 203.07,
the Contractor may use a vibratory roller which meets the requirement using a
combination of weight and equivalent centrifugal force from vibration. In
all cases, submit documentation from the manufacturer that shows the roller
meets the minimum effective weight requirements.
The
Engineer may reduce the minimum number of passes if additional passes are
detrimental to compaction or stability.
A. Soil and Granular Embankment. For soil or granular material, when a test
section is used, use a minimum compactive effort of eight passes with a steel
wheel roller having a minimum effective weight of 10 tons (9 metric tons).
Compact
Type D and Type E granular material using at least ten passes of a smooth drum
vibratory roller having a minimum effective weight of 10 tons (9 metric tons). Add water to Type D granular material as needed
or directed by the Engineer.
B. Shale. The Engineer will test shale for durability
according to 703.16.D, to determine if
compaction testing is required. For nondurable shale, when a test section
is used, use a minimum compactive effort of ten passes with a footed drum
roller having a minimum effective weight of 15 tons (14 metric tons) or with
rollers meeting the requirements of 703.16.D.
Use water to aid in
breaking down large particles and to bring the shale to at least 2 percent
above optimum moisture content.
Compact
durable shale, as defined in 703.16.D,
with a minimum compactive effort of ten passes of a footed drum roller having a
minimum effective weight of 15 tons (14 metric tons) or with rollers meeting
the requirements of 703.16.D. When durable shale is mixed
with fine material, use fine material that is at least 2 percent above optimum
moisture content. No density testing will be required. If
shale mixtures contain large particles of shale, break down the particles
during placement until the voids are filled.
Place
and compact shale and rock mixtures using the same procedure as for shale. Reduce rock size in a shale-rock mixture to
less than or equal to 8 inches (200 mm), or separate rock greater than 8 inches
(200 mm) from the mixture and use as rock fill. Use the construction
methods for rock when the shale-rock mixture contains less than 15 percent
shale.
C. Rock. Reduce the rock until it is small enough to be
incorporated into the following horizontal lift thickness: Place rock in
a maximum loose lift thickness 6 inches larger than the largest diameter of the
rock pieces or 3 feet (1 m), which ever results in the smaller lift
thickness. When placing rock fill within a length of six times the height
of the fill at an abutment, place rock fill in loose lifts not to exceed 18
inches (0.5 m). [For example, if the fill height is 20 feet (6 m), then
the rock fill within 120 feet (36 m) of the abutment is placed in less than
18-inch (0.5 m) loose lifts.]
Do not dump the rock,
but distribute and place the full width of the lift by blading or dozing to
ensure proper placement. Evenly distribute the larger rocks, and reduce
the voids, pockets, and bridging to ensure minimum deformation.
Incorporate smaller rock pieces in the upper portions of each rock lift to fill
the voids during this manipulation.
When placing embankment
material other than rock on top of the rock lift, level and smooth the rock
surface using suitable leveling equipment and evenly distribute the smaller
rock, rock spalls, or finer rock fragments.
Roll all rock lift
surfaces with eight passes of a vibratory footed drum roller having a minimum
effective weight of 10 tons (9 metric tons).
When constructing
rock and other embankment materials at approximately the same time, perform the
following:
1.
Use the rock at the base of the embankment.
2.
Use rock in the outer portions of the embankment.
3.
Use the larger rocks on the outside side slopes.
4.
Use the other embankment material in the inner portion of the fill.
5.
Keep the top of the other embankment materials higher than the rock.
6.
Construct the other embankment materials to a sufficient width to allow the
specified compaction.
7.
When rock is placed on top of other embankment material, construct the other
embankment material at a center-to-side slope grade of approximately 4 percent.
D. Random Materials. Reduce the random material until it is small
enough to incorporate into an 8-inch (200 mm) lift, except for RPCC in 203.06.D.1 through
203.06.D.4.
When using a
uniformly graded mixture, use material with a moisture
content less than 2 percent below optimum to obtain compaction. When
large pieces are incorporated in the lifts, use fine material with a moisture content less than 2 percent below optimum to
obtain compaction.
Compact natural soil
and natural granular material blends with RACP or RPCC to the same requirements as a granular embankment in 203.06.
When using RPCC slabs or
large RPCC pieces in the embankment construction,
conform to the following:
1.
Use natural soil or natural granular material that is less than 2 percent below
optimum moisture content in the blend. Reduce the slabs or pieces to less
than 3 ´ 3 feet (1 ´ 1 m) in size and place the blend in a maximum loose lift
thickness of 12 inches (300 mm).
2.
Manipulate, level, and distribute the mixture by blading or dozing to fill the
voids and pockets, and reduce bridging.
3.
Compact the natural soil or natural granular embankment to the compaction and
moisture requirements in 203.07.
4.
When the RPCC slabs or large RPCC
pieces consists of more than 50 percent of the embankment lift, place the
blended material in maximum loose lifts of 18 inches (0.5 m). Do not
place one slab directly on the other. Compact, manipulate, level, and
distribute as stated in 203.06.D.1 through 203.06.D.3.
E. Areas Inaccessible to Rollers. For areas inaccessible to rollers, such
as adjacent to culverts, retaining walls, or other structures, construct the
embankment in 6-inch (150 mm) horizontal loose lifts.
203.07 Compaction and Moisture Requirements. Construct
all embankments, except rock and durable shale, using moisture and density
controls. Unless otherwise specified in the Contract Documents, the
Engineer will perform all compaction tests according to Supplement
1015.
A. Moisture Controls. Sprinkle enough water on embankment material
that contains too little moisture to wet it to a moisture content needed to
meet the density requirements. Apply the water using tank trucks equipped
with suitable sprinkling devices. Thoroughly incorporate the water into
the material by using discs, plows, or other approved equipment. Continue
to water and to manipulate until the required moisture is uniformly distributed
throughout the lift.
Before or during
compaction, allow the embankment material that contains excess moisture to dry
to a moisture content needed to meet the density requirements. Continue
drying until the required moisture is uniform throughout the lift.
However, for material that displays pronounced elasticity or deformation under
the action of loaded rubber tire construction equipment or other equipment,
reduce the moisture content to secure stability. Expedite and manipulate
the embankment material by drying the wet embankment material by using plows or
discs; by adding dry material, lime, or cement; or by other methods.
Do not mix shale in
the lifts to reduce the moisture content of the embankment material.
B. Compaction Requirements. Compact all embankment materials, except for
rock and durable shale, in horizontal lifts to a dry density greater than the
percentage of maximum dry density in Table 203.07-1,
or to 98 percent of the maximum dry density determined by the test section
methods specified in Supplement
1015.
Table
203.07-1 EMBANKMENT COMPACTION REQUIREMENTS
Maximum Dry Density [lb/ft³
(kg/m³)] |
Minimum Compaction Requirements in Percent of Maximum Dry Density |
90 to 104.9 (1440 to 1680) |
102 |
105 to 119.9 (1681 to 1920) |
100 |
120 and more (1921 and more) |
98 |
If needed for
compaction acceptance, construct a test section using the following:
1.
Use at least the same number of passes and compactive effort used to construct
the test section to construct the production embankment areas.
2.
Construct a new test section when the material, supporting foundation, or
embankment changes.
3.
Reduce the moisture content if the material becomes unstable.
203.08 Earthwork Construction Tolerances. Finish
the completed excavation and embankment to the cross sections shown on the
plans. Check the excavation and embankment work with templates, slope
boards, electronic methods, or other methods specified in Item 623. The Engineer will allow occasional
deviations in the work within the following tolerances:
A. When topsoil is
specified, use the following:
1.
In fill areas, construct the embankment to the bottom of the topsoil depth.
2.
In cut areas, excavate additional depth to allow for the topsoil.
3.
For cuts or fills, the cross sections show the finished grade, which is the top
of the topsoil.
B.
For the backslopes (cut slopes), from the back of the
ditch to the existing ground, and for the foreslopes
(fill slopes), from the edge of the graded shoulder to the bottom of the ditch,
do not allow deviations greater than 1 foot (0.3 m) as measured in the
horizontal plane.
C.
Do not construct shoulders and ditches less than the horizontal measurement
from the centerline or to a higher elevation than shown on the plans.
However, the cross section may vary below the plan grades by less than
1/2 inch (15 mm) at the pavement edge and by less than 2 inches (50
mm) elsewhere.
D.
Construct or fine grade the subgrade to within 1/2 inch (15 mm) of the
plan elevation at any location. Construct or fine grade the subgrade to
within 1/2 inch (15 mm) of the plan grade as measured with a 10-foot (3 m)
straightedge applied to the surface parallel to the centerline of the pavement.
E.
For all rock or shale cut slopes that do not require control blasting
techniques, rake excavate, hoe, ram, or mechanically shape these slopes to
obtain a neat and smooth appearance.
203.09 Method of Measurement. The Department
will measure Excavation by the number of cubic yards (cubic meters) of material
in the original position, acceptably excavated, using the average end area
method.
The
Department will measure Embankment; Rock; Granular Embankment; and Granular
Material, Type ___ by the number of cubic yards (cubic meters) of material in
the final position, acceptably placed, using the average end area method.
Measurement
will include overbreakage or slides not attributable
to carelessness of the Contractor, embankment settlement caused by soft
embankment foundation, unsuitable materials excavated and removed to obtain
proper stability in cut sections and in foundation areas for fill sections.
The
Department may use three-dimensional measurements where it is impractical to
measure material by the cross section method due to the erratic location of
isolated deposits.
The
Department will not measure excavation or embankment outside plan limits.
The
Department will measure Borrow by the cubic yard (cubic meter) or ton (metric
ton) as specified in the Contract Documents.
The
Contract Documents will specify borrow only when the measurement of the
material in its final location by volume is impractical. For example,
this would apply when the borrow material is to be placed in locations that are
under water or in locations with extremely soft foundations. In addition,
the Department may specify borrow when additional material is needed and when
Item 209 is specified. In this case, the Department
will pay for borrow under 209 Borrow.
The
Department will measure the volume of borrow material in a natural formation
either by the average end area method or by weight.
Where
measurement is by the average end area, the Department will take cross sections
after the surface has been cleared and scalped and again after the borrow area
excavation has been completed. The cross sections determine the volume
for payment.
Where
the total weight is measured and converted to volume, the Department will
determine material density in pounds per cubic yard (kilograms per cubic
meters) in its original position by a series of representative field
measurements made after clearing and scalping have been performed, and as the
excavation exposes the borrow material. Weigh the acceptable material,
minus excess moisture, excavated from the borrow area for incorporation into
the embankment, and furnish the Department with load slips. The
Department will determine the cubic yards (cubic meters) for payment by
dividing the total weight of the borrow material by the average weight per
cubic yard (cubic meter) of the undisturbed material. If the moistures of
the in-place borrow site density test material is not within 2 percent of the
accepted delivered material, the Department will calculate volume based on the
dry densities and weights.
The
Department will calculate the volume of borrow from sources other than natural
in-place formations, such as processed slag, sand, stone or gravel, and quarry
material as follows: Determine the material in-place compacted density in
pounds per cubic yard (kilograms per cubic meter). The volume paid will
be the total weight of the material furnished, minus excess moisture, divided
by 95 percent of the average embankment density. If the moisture content
of the accepted in-place density test material is not within 2 percent of the
delivered material, the Department will calculate volume based on the dry
densities and weights. Where measurements show that completed embankment
exists outside the plan cross sections or outside the allowable tolerances, the
Department will multiply the quantity outside plan lines by a shrinkage factor
to determine the quantity deducted from the measured borrow quantity. The
shrinkage factor is determined by dividing the volume or weight of the material
excavated or used as borrow by the volume or weight of the material compacted
in place.
When
the measurement is by weight, the Department will accept the material based on
the freight bills and weight and volume evidence according to 109.
203.10 Basis of Payment. If the
Contract does not include 201 Clearing and
Grubbing or an estimated quantity for 201 Tree
Removed or 201 Stump Removed, or an estimated
quantity for the pay items under Item 202, the
Department will not pay for this work directly but will considered it
incidental to pay items under Item 203.
The
Department will not pay for additional wasting cost of material excavated in
the work that was wasted instead of being dried as detailed in 203.03.H.
If
the Contractor elects to use PCS, the Department will not pay for additional
work necessary to comply with the requirements specified in 203.03.J.
If
during excavation the Contractor encounters remains of prehistoric
archaeological sites, historical archaeological sites, or human remains, the
Department will pay for such excavation according to 109.05.
If
during excavation the Contractor encounters hazardous material or waste, the
Department will pay according to 109.05.
If
necessary during the construction in 203.03.H,
203.04.A, or 203.07.A,
the Department will not pay for removing the saturated embankment or drying the
embankment.
If
caused by improper excavation methods, the Department will not pay for removing
slides and breakages beyond the limits of the planned finished work. The
Department will pay for the removal of slides and breakages beyond the limits
of the planned finished work according to 109.05,
when there is no Contractor fault or neglect.
If
caused by the lack of implementing erosion controls, the Department will not
pay for reshaping shoulders, slopes, and ditches damaged by erosion during
construction.
If
caused by the Contractor’s equipment or methods, the Department will not pay
for repairing or restoring damaged areas designated for salvage.
When
topsoil is specified, the Department will not make deductions or additions from
the earthwork quantities for the topsoil.
The
Department will not adjust earthwork quantities when the volume between two
consecutive cross-sections differs by less than 5 percent from the plan
quantity, unless the difference between the actual quantity and plan quantity
is greater than 1000 cubic yards (1000 m³) for all pay items measured by the
cubic yard (cubic meter) under Item 203, combined. For
quantity differences greater than 5 percent or greater than 1000 cubic yards
(1000 m³), submit supporting documentation to the Engineer. However, the
Department will adjust earthwork quantities for changes less than 5 percent or
1000 cubic yards (1000 m³) when the change results from the following:
undercutting, foundation settlement, changes to grades or slopes, and removing
slides. For quantities measured for payment, the Department will use the plan
cross sections, corrected for errors, as the original field cross
sections. Additional cross sections may be interpolated from the plans at
points necessary to more accurately determine quantities.
The
Department will pay according to 109.05
for changes or extra work that increases the haul distance more than 1/2 mile
(1 km) to the work detailed in the Contract Documents. The Department
will pay for additional quantities that increase the haul distance 1/2 mile (1
km) or less at the unit bid price.
When
specified, the payment for borrow includes all work to complete the embankment
construction to the cross sections shown on the plans. The Department
will not make additional payment for the embankment construction of the borrow
material. When borrow is not specified, all work is included in the
excavation or embankment pay items.
The
Department will pay for accepted quantities at the contract prices as follows:
Item
Unit
Description
203
Cubic Yard
Excavation
(Cubic Meter)
203
Cubic
Yard
Embankment
(Cubic Meter)
203
Cubic Yard or Ton
Granular Embankment
(Cubic Meter or
Metric Ton)
203
Cubic Yard or Ton
Granular Material, Type ___
(Cubic Meter or
Metric Ton)
203
Cubic Yard or Ton Borrow
(Cubic Meter
or Metric Ton)
203
Cubic Yard or Ton Rock
(Cubic Meter
or Metric Ton)