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| **DIVISION 200**                                                      |
|                                                                       |
| **EARTHWORK**                                                         |
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## Section 201. --- CLEARING AND GRUBBING

Description

**201.01** This work consists of clearing and grubbing within the
clearing limits designated on the plans.

Material

**201.02** Conform to the following Subsections:

Backfill material 704.03

Tree wound dressing 713.08(g)

Construction Requirements

**201.03 General.** Construct erosion control measures according to
Section 157. Perform work within designated limits. Do not damage
vegetation designated to remain. If vegetation designated to remain is
damaged or destroyed, repair or replace the vegetation in an acceptable
manner. Where possible, preserve all vegetation adjacent to bodies of
water. Treat cuts or scarred surfaces of trees and shrubs with tree
wound dressing.

**201.04 Clearing.** Within the clearing limits, clear trees, brush,
downed timber, and other vegetation as follows:

**(a)** Cut all trees so they fall within the clearing limits.

**(b)** In areas of cut slope rounding, cut stumps flush with or below
the final groundline.

**(c)** In areas outside the excavation, embankment, and slope rounding
limits, cut stumps to within 150 millimeters of the ground.

**(d)** Trim tree branches that extend over the road surface and
shoulders to attain a clear height of 6 meters. If required, remove
other branches to present a balanced appearance. Trim according to
accepted tree surgery practices. Treat wounds with tree wound dressing.

**201.05 Grubbing.** Grub deep enough to remove stumps, roots, buried
logs, moss, turf, or other vegetative debris as follows:

**(a)** Grub all areas to be excavated except for cut slope rounding
areas.

**(b)** Grub all embankment areas. Undisturbed stumps may be left in
place if they protrude less than 150 millimeters above the original
ground and will be covered with more than 1 meter of embankment.

**(c)** Grub pits, channel changes, and ditches only to the depth
necessary for the excavation.

**(d)** Backfill stump holes and other grubbing holes with backfill
material to the level of the surrounding ground according to Subsection
209.10. Compact backfill according to Subsection 209.11.

**201.06 Disposal.** Merchantable timber is the Contractor\'s property.
Dispose of clearing and grubbing debris according to Subsection 203.05.

**201.07 Acceptance.** Clearing and grubbing will be evaluated under
Subsection 106.02.

Material for tree wound dressing will be evaluated under Subsection
106.03.

Backfilling and compacting of stumps and grubbing holes will be
evaluated under Section 209.

Measurement

**201.08** Measure the Section 201 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Do not make deductions from the area computation unless excluded areas
are identified in the contract.

Do not measure clearing and grubbing of borrow or material sources.

Payment

**201.09** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 201 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 202. --- ADDITIONAL CLEARING AND GRUBBING

Description

**202.01** This work consists of clearing and grubbing outside the
clearing limits specified in Section 201. It includes scalloping
clearing lines, clearing vistas, thinning vegetation, special clearing
and grubbing, and the removal of individual trees and stumps.

**202.02 Definitions.**

**(a) Selective clearing.** Clearing where some trees and vegetation is
designated to remain.

**(b) Selective clearing and grubbing.** Clearing and grubbing where
some trees and vegetation is designated to remain.

**(c) Special clearing and grubbing.** Clearing and grubbing where all
trees and vegetation are removed.

**(d) Removal of individual trees or stumps.** Removing individual trees
or stumps outside the clearing limits designated in Section 201 or
outside areas designated in (a) through (c) above.

Construction Requirements

**202.03 General.** Clear and grub according to Section 201 except as
modified herein. Do not push, pull, or fall trees into trees designated
to remain. Remove designated debris by methods that prevent damage to
vegetation not designated to be removed. Dispose of clearing and
grubbing debris according to Subsection 203.05.

**202.04 Selective Clearing.** Clear and dispose of all trees, snags,
brush, downed timber, and other vegetation designated to be removed.

**202.05 Selective Clearing and Grubbing.** Clear, grub, and dispose of
all trees, snags, brush, downed timber, stumps, roots, buried logs,
moss, turf, grass, and other vegetation designated to be removed.

**202.06 Special Clearing and Grubbing.** Clear, grub, and dispose of
all trees, snags, brush, downed timber, stumps, roots, buried logs,
moss, turf, grass, and other vegetation.

**202.07 Removal of Individual Trees or Stumps.** Remove and dispose of
all designated trees or stumps.

**202.08 Acceptance.** Additional clearing and grubbing work will be
evaluated under Subsection 106.02 and Section 201.

Measurement

**202.09** Measure the Section 202 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure removal of individual trees based on the average diameter at the
cutoff. Do not measure trees less than 150 millimeters in diameter at
the cutoff.

Payment

**202.10** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 202 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 203. --- REMOVAL OF STRUCTURES AND OBSTRUCTIONS

Description

**203.01** This work consists of salvaging, removing, and disposing of
buildings, fences, structures, pavements, culverts, utilities, curbs,
sidewalks, and other obstructions.

Material

**203.02** Conform to the following Section and Subsection:

Backfill material 704.03

Concrete 601

Construction Requirements

**203.03 Salvaging Material.** Salvage, with reasonable care, all
material designated to be salvaged. Salvage in readily transportable
sections or pieces. Replace or repair all members, pins, nuts, plates,
and related hardware damaged, lost, or destroyed during the salvage
operation. Wire all loose parts to adjacent members or pack them in
sturdy boxes with the contents clearly marked.

Match mark members of salvaged structures. Furnish one set of drawings
identifying the members and their respective match marks.

Stockpile salvaged material at a designated area on the project.

**203.04 Removing Material.** Saw cut sidewalks, curbs, pavements, and
structures when partial removal is required.

Construct structurally adequate debris shields to contain debris within
the construction limits. Do not permit debris to enter waterways, travel
lanes open to public traffic, or areas designated not to be disturbed.

Raze and remove all buildings, foundations, pavements, sidewalks, curbs,
fences, structures, and other obstructions interfering with the work and
not designated to remain.

Where part of an existing culvert is removed, remove the entire culvert
upstream from the removal. The remaining downstream culvert may be left
in place if no portion of the culvert is within 1 meter of the subgrade,
embankment slope, or new culvert or structure; and the culvert ends are
sealed with concrete.

Remove structures and obstructions in the roadbed to 1 meter below
subgrade elevation. Remove structures and obstructions outside the
roadbed to 0.5 meter below finished ground or to the natural stream
bottom.

Abandon existing manholes, inlets, catch basins, and spring boxes
according to Subsection 604.07.

Except in excavation areas, backfill and compact cavities left by
structure removal with backfill material to the level of the finished
ground. Backfill excavated areas according to Subsection 209.10. Compact
backfill according to Subsection 209.11.

**203.05 Disposing of Material.** Dispose of debris and unsuitable and
excess material as follows:

**(a) Remove from project.** Recycle or dispose of material legally off
the project. Furnish a statement documenting the nature and quantity of
material processed or sold for recycling. Otherwise, furnish a signed
copy of the disposal agreement before disposal begins.

**(b) Burn.** Obtain necessary burning permits. Furnish a copy of the
burning permits before burning begins.

Burn using high intensity burning processes that produce few emissions.
Examples include incinerators, high stacking, or pit and ditch burning
with forced air supplements. Provide a competent watchperson during the
burning operations.

When burning is complete, extinguish the fire so no smoldering debris
remains. Dispose of unburned material according to (a) above.

**(c) Bury.** Bury debris in trenches or pits in approved areas within
the right-of-way. Do not bury debris inside the roadway prism limits,
beneath drainage ditches, or in any areas subject to free-flowing water.

Place debris in alternating layers of 1 meter of debris covered with 0.5
meters of earth material. Distribute stumps, logs, and other large
pieces to form a dense mass and minimize air voids. Cover the top layer
of buried debris with at least 0.5 meter of compacted earth. Grade and
shape the area. Seed and mulch disposal areas on Government property
according to Section 625.

**(d) Hazardous material.** Furnish a copy of all disposal permits.
Dispose of material according to Federal, State, and local regulations.

**203.06 Acceptance.** Removal of structures and obstructions will be
evaluated under Subsection 106.02.

Backfilling and compacting cavities left by structures will be evaluated
under Section 209.

Concrete will be evaluated under Section 601.

Measurement

**203.07** Measure the Section 203 items listed in the bid schedule
according to Subsection 109.02.

Payment

**203.08** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 203 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 204. --- EXCAVATION AND EMBANKMENT

Description

**204.01** This work consists of excavating material and constructing
embankments. This includes furnishing, hauling, stockpiling, placing,
disposing, sloping, shaping, compacting, and finishing earthen and rocky
material.

**204.02 Definitions.**

**(a) Excavation.** Excavation consists of the following:

**(1) Roadway excavation.** All material excavated from within the
right-of-way or easement areas, except subexcavation covered in (2)
below and structure excavation covered in Sections 208 and 209. Roadway
excavation includes all material encountered regardless of its nature or
characteristics.

**(2) Subexcavation.** Material excavated from below subgrade elevation
in cut sections or from below the original groundline in embankment
sections. Subexcavation does not include the work required by
Subsections 204.05, 204.06(b), and 204.06(c).

**(3) Borrow excavation.** Material used for embankment construction
that is obtained from outside the roadway prism. Borrow excavation
includes unclassified borrow, select borrow, and select topping.

**(b) Embankment construction.** Embankment construction consists of
placing and compacting roadway or borrow excavation. This work includes:

**(1)** Preparing foundation for embankment;

**(2)** Constructing roadway embankments;

**(3)** Benching for side-hill embankments;

**(4)** Constructing dikes, ramps, mounds, and berms; and

**(5)** Backfilling subexcavated areas, holes, pits, and other
depressions.

**(c) Conserved topsoil.** Excavated material conserved from the roadway
excavation and embankment foundation areas that is suitable for growth
of grass, cover crops, or native vegetation.

**(d) Waste.** Excess and unsuitable roadway excavation and
subexcavation that cannot be used.

Material

**204.03** Conform to the following Subsections:

Backfill material 704.03

Select borrow 704.07

Select topping 704.08

Topping 704.05

Unclassified borrow 704.06

Water 725.01

Construction Requirements

**204.04 Preparation for Roadway Excavation and Embankment
Construction.** Clear the area of vegetation and obstructions according
to Sections 201 and 203.

**204.05 Conserved Topsoil**. Conserve topsoil from roadway excavation
and embankment foundation areas. Stockpile conserved topsoil in low
windrows immediately beyond the rounding limits of cut and embankment
slopes or in other approved locations. Separate topsoil from other
excavated material.

Place conserved topsoil on completed slopes according to Section 624.

**204.06 Roadway Excavation.** Excavate as follows:

**(a) General.** Do not disturb material and vegetation outside the
construction limits.

Incorporate only suitable material into embankments. Replace any
shortage of suitable material caused by premature disposal of roadway
excavation. Dispose of unsuitable or excess excavation material
according to Subsection 204.14.

At the end of each day\'s operations, shape to drain and compact the
work area to a uniform cross-section. Eliminate all ruts and low spots
that could hold water.

**(b) Rock cuts.** Blast rock according to Section 205. Excavate rock
cuts to 150 millimeters below subgrade within the roadbed limits.
Backfill to subgrade with topping or with other suitable material.
Compact the material according to Subsection 204.11.

**(c) Earth cuts.** Scarify earth cuts to 150 millimeters below subgrade
within the roadbed limits. Compact the scarified material according to
Subsection 204.11.

**204.07 Subexcavation.** Excavate material to the limits designated by
the CO. Take cross-sections according to Section 152. Prevent unsuitable
material from becoming mixed with the backfill. Dispose of unsuitable
material according to Subsection 204.14. Backfill the subexcavation with
topping, or other suitable material. Compact the material according to
Subsection 204.11.

**204.08 Borrow Excavation.** Use all suitable roadway excavation in
embankment construction. Do not use borrow excavation when it results in
excess roadway excavation. Deduct excess borrow excavation from the
appropriate borrow excavation quantity.

Obtain borrow source acceptance according to Subsection 105.02. Develop
and restore borrow sources according to Subsection 105.03. Do not
excavate beyond the established limits. When applicable, shape the
borrow source to permit accurate measurements when excavation is
complete.

**204.09 Preparing Foundation for Embankment Construction.** Prepare
foundation for embankment construction as follows:

**(a) Embankment less than 1 meter high over natural ground.** Remove
topsoil and break up the ground surface to a minimum depth of 150
millimeters by plowing or scarifying. Compact the ground surface
according to Subsection 204.11.

**(b) Embankments over an existing asphalt, concrete, or gravel road
surface.** Scarify gravel roads to a minimum depth of 150 millimeters.
Scarify or pulverize asphalt and concrete roads to 150 millimeters below
the pavement. Reduce all particles to a maximum size of 150 millimeters
and produce a uniform material. Compact the surface according to
Subsection 204.11.

**(c) Embankment across ground not capable of supporting equipment.**
Dump successive loads of embankment material in a uniformly distributed
layer to construct the lower portion of the embankment. Limit the layer
thickness to the minimum depth necessary to support the equipment.

**(d) Embankment on an existing slope steeper than 1:3 (1 unit vertical
to 3 units horizontal).** Cut horizontal benches in the existing slope
to a sufficient width to accommodate placement and compaction operations
and equipment. Bench the slope as the embankment is placed and compacted
in layers. Begin each bench at the intersection of the original ground
and the vertical cut of the previous bench.

**204.10 Embankment Construction.** Incorporate only suitable roadway
excavation material into the embankment. When the supply of suitable
roadway excavation is exhausted, furnish unclassified borrow to complete
the embankment. Construct embankments as follows:

**(a) General.** At the end of each day\'s operations, shape to drain
and compact the embankment surface to a uniform cross-section. Eliminate
all ruts and low spots that could hold water.

During all stages of construction, route and distribute hauling and
leveling equipment over the width and length of each layer of material.

Compact embankment side slopes with a tamping foot roller, by walking
with a dozer, or by over-building the fill and then removing excess
material to the final slope line. For slopes 1:1.75 or steeper, compact
the slopes as embankment construction progresses.

Where placing embankment on one side of abutments, wing walls, piers, or
culvert headwalls, compact the material using methods that prevent
excessive pressure against the structure.

Where placing embankment material on both sides of a concrete wall or
box structure, conduct operations so compacted embankment material is at
the same elevation on both sides of the structure.

Where structural pilings are placed in embankment locations, limit the
maximum particle size to 100 millimeters.

**(b) Embankment within the roadway prism**. Place embankment material
in horizontal layers not exceeding 300 millimeters in compacted
thickness. Incorporate oversize boulders or rock fragments into the
300-millimeter layers by reducing them in size or placing them
individually as required by (c) below. Compact each layer according to
Subsection 204.11 before placing the next layer.

Material composed predominately of boulders or rock fragments too large
for 300‑millimeter layers may be placed in layers up to 600 millimeters
thick. Incorporate oversize boulders or rock fragments into the
600-millimeter layer by reducing them in size or placing them
individually according to (c) below. Place sufficient earth and smaller
rocks to fill the voids. Compact each layer according to Subsection
204.11 before placing the next layer.

**(c) Individual rock fragments and boulders.** Place individual rock
fragments and boulders greater than 600 millimeters in diameter as
follows:

**(1)** Reduce rock to less than 1200 millimeters in the largest
dimension.

**(2)** Distribute rock within the embankment to prevent nesting.

**(3)** Place layers of embankment material around each rock to a depth
not greater than that permitted by (b) above. Fill all the voids between
rocks.

**(4)** Compact each layer according to Subsection 204.11 before placing
the next layer.

**(d) Embankment outside of roadway prism.** Where placing embankment
outside the staked roadway prism, place material in horizontal layers
not exceeding 600 millimeters in compacted thickness. Compact each layer
according to Subsection 204.11.

**204.11 Compaction.** For the purpose of compaction, use AASHTO T 27 to
determine the amount of material retained on a 4.75-millimeter sieve.
Compact as follows:

**(a) More than 80 percent retained on a 4.75-millimeter sieve.** Adjust
the moisture content to a level suitable for compaction. Fill the
interstices around rock with earth or other fine material as practical.
Use compression-type rollers at speeds less than 2 meters per second and
vibratory rollers at speeds less than 1 meter per second. Compact each
layer of material full width with one of the following and until there
is no visible evidence of further consolidation.

**(1)** Four roller passes of a vibratory roller having a minimum
dynamic force of 180 kilonewtons impact per vibration and a
minimum frequency of 16 hertz.

**(2)** Eight roller passes of a 20-metric ton compression-type roller.

**(3)** Eight roller passes of a vibratory roller having a minimum
dynamic force of 130 kilonewtons impact per vibration and a minimum
frequency of 16 hertz.

Increase the compactive effort for layers deeper than 300 millimeters as
follows:

 For each additional 150 millimeters or fraction thereof, increase the
number of roller passes in (1) above by four passes.

 For each additional 150 millimeters or fraction thereof, increase the
number of roller passes in (2) and (3) above, by eight passes.

**(b) 50 to 80 percent retained on a 4.75-millimeter sieve.** Use AASHTO
T 99 to determine the optimum moisture content of the portion of the
material passing a 4.75‑millimeter sieve. Multiply this number by the
percentage of material passing a 4.75‑millimeter sieve, and add 2
percent to determine the optimum moisture content of the material.
Adjust the moisture content of material classified A-1 through A-5 to a
moisture content suitable for compaction. Adjust the moisture content of
material classified A-6 and A-7 to within 2 percent of the optimum
moisture content.

Use compression-type rollers at speeds less than 2 meters per second and
vibratory rollers at speeds less than 1 meter per second. Compact each
layer of material full width according to (a) above.

**(c) Less than 50 percent retained on a 4.75-millimeter sieve.**
Classify the material according to AASHTO M 145. For material classified
A-1 or A-2-4, determine the maximum density according to AASHTO T 180,
method D. For other material classifications, determine the optimum
moisture content and maximum density according to AASHTO T 99, method C.

Adjust the moisture content of material classified A-1 through A-5 to a
moisture content suitable for compaction. Adjust the moisture content of
material classified A‑6 and A-7 to within 2 percent of the optimum
moisture content.

Use compression-type or vibratory rollers. Compact each layer of
material full width to at least 95 percent of the maximum density.
Determine the in-place density and moisture content according to AASHTO
T 310 or other approved test procedures. When required, use AASHTO T 224
to correct for coarse particles.

**204.12 Ditches.** Slope, grade, and shape ditches. Remove all
projecting roots, stumps, rock, or similar matter. Maintain all ditches
in an open condition and free from leaves, sticks, and other debris.

Form furrow ditches by plowing or using other acceptable methods to
produce a continuous furrow. Place all excavated material on the
downhill side so the bottom of the ditch is approximately 0.5 meter
below the crest of the loose material. Clean the ditch using a hand
shovel, ditcher, or other suitable method. Shape to provide drainage
without overflow.

**204.13 Sloping, Shaping, and Finishing.** Complete slopes, ditches,
culverts, riprap, and other underground minor structures before placing
aggregate courses. Slope, shape, and finish as follows:

**(a) Sloping.** Leave all earth slopes with uniform roughened surfaces,
except as described in (b) below, with no noticeable break as viewed
from the road. Except in solid rock, round tops and bottoms of all
slopes including the slopes of drainage ditches. Round material
overlaying solid rock to the extent practical. Scale all rock slopes.

If a slide or slipout occurs on a cut or embankment slope, remove or
replace the material, and repair or restore all damage to the work.
Bench or key the slope to stabilize the slide. Reshape the cut or
embankment slope to an acceptable condition.

**(b) Stepped slopes.** Where required by the contract, construct steps
on slopes of 1.3:1 to 1:2. Construct the steps approximately 0.5 meter
high. Blend the steps into natural ground at the end of the cut. If the
slope contains nonrippable rock outcrops, blend steps into the rock.
Remove loose material found in transitional area. Except for removing
large rocks that may fall, scaling stepped slopes is not required.

**(c) Shaping.** Shape the subgrade to a smooth surface and to the
cross-section required. Shape slopes to gradually transition into slope
adjustments without noticeable breaks. At the ends of cuts and at
intersections of cuts and embankments, adjust slopes in the horizontal
and vertical planes to blend into each other or into the natural ground.

**(d) Finishing.** Remove all material larger than 150 millimeters from
the top 150 millimeters of the roadbed. Remove unsuitable material from
the roadbed, and replace it with suitable material. Finish roadbeds that
are compacted according to Subsection 204.11(b) and (c) to within ±15
millimeters of the staked line and grade. Finish roadbeds that are
compacted according to Subsection 204.11(a) to within ±30 millimeters of
the staked line and grade. Finish ditch cross-sections to within
±3 0millimeters of the staked line and grade. Maintain proper ditch
drainage.

**204.14 Disposal of Unsuitable or Excess Material.** Dispose of
unsuitable or excess material legally off the project.

When there is a pay item for waste, shape and compact the waste material
in its final location. Do not mix clearing or other material not subject
to payment with the waste material.

**204.15 Acceptance.** See Table 204-1 for sampling and testing
requirements.

Material for embankment and conserved topsoil will be evaluated under
Subsections 106.02 and 106.04.

Excavation and embankment construction will be evaluated under
Subsections 106.02 and 106.04.

Clearing and removal of obstructions will be evaluated under Sections
201 and 203.

Placing of conserved topsoil will be evaluated under Section 624.

Measurement

**204.16** Measure the Section 204 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

**(a) Roadway excavation.** Measure roadway excavation in its original
position as follows:

**(1)** Include the following volumes in roadway excavation:

*(a)* Roadway prism excavation;

*(b)* Rock material excavated and removed from below subgrade in cut
sections;

*(c)* Unsuitable material below subgrade and unsuitable material beneath
embankment areas when a pay item for subexcavation is not shown in the
bid schedule;

*(d)* Ditches, except furrow ditches measured under a separate bid item;

*(e)* Conserved topsoil;

*(f)* Borrow material used in the work when a pay item for borrow is not
shown in the bid schedule;

*(g)* Loose scattered rocks removed and placed as required within the
roadway;

*(h)* Conserved material taken from stockpiles and used in Section 204
work except topsoil measured under Section 624; and

*(i)* Slide and slipout material not attributable to the Contractor\'s
method of operation.

**(2)** Do not include the following in roadway excavation:

*(a)* Overburden and other spoil material from borrow sources;

*(b)* Overbreakage from the backslope in rock excavation;

*(c)* Water or other liquid material;

*(d)* Material used for purposes other than required;

*(e)* Roadbed material scarified in place and not removed;

*(f)* Material excavated when stepping cut slopes;

*(g)* Material excavated when rounding cut slopes;

*(h)* Preparing foundations for embankment construction;

*(i)* Material excavated when benching for embankments;

*(j)* Slide or slipout material attributable to the Contractor\'s method
of operation;

*(k)* Conserved material taken from stockpiles constructed at the option
of the Contractor; and

*(l)* Material excavated outside the established slope limits.

**(3)** When both roadway excavation and embankment construction pay
items are shown in the bid schedule, measure roadway excavation only for
the following:

*(a)* Unsuitable material below subgrade in cuts and unsuitable material
beneath embankment areas when a pay item for subexcavation is not shown
in the bid schedule;

*(b)* Slide and slipout material not attributable to the Contractor's
method of operations; and

*(c)* Drainage ditches, channel changes, and diversion ditches.

**(b) Unclassified borrow, select borrow, and select topping.** When
measuring by the cubic meter, measure in its original position. If
borrow excavation is measured by the cubic meter in place, take initial
cross-sections of the ground surface after stripping overburden. Upon
completion of excavation and after the borrow source waste material is
returned to the source, retake cross-sections before replacing the
overburden.

Do not measure borrow excavation used in place of excess roadway
excavation.

**(c) Embankment construction.** Measure embankment construction in its
final position. Do not make deductions from the embankment construction
quantity for the volume of minor structures.

**(1)** Include the following volumes in embankment construction:

*(a)* Roadway embankments;

*(b)* Material used to backfill subexcavated areas, holes, pits, and
other depressions;

*(c)* Material used to restore obliterated roadbeds to original
contours; and

*(d)* Material used for dikes, ramps, mounds, and berms.

**(2)** Do not include the following in embankment construction:

*(a)* Preparing foundations for embankment construction;

*(b)* Adjustments for subsidence or settlement of the embankment or of
the foundation on which the embankment is placed; and

*(c)* Material used to round fill slopes.

**(d) Rounding cut slopes**. Measure rounding cut slopes horizontally
along the centerline of the roadway.

**(e) Waste.** Measure waste by the cubic meter in its final position.
Take initial cross-sections of the ground surface after stripping over
burden. Upon completion of the waste placement, retake cross-sections
before replacing overburden.

**(f) Slope scaling.** Measure slope scaling by the cubic meter in the
hauling vehicle.

Payment

**204.17** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 204 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

<table>
<colgroup>
<col style="width: 9%" />
<col style="width: 6%" />
<col style="width: 11%" />
<col style="width: 10%" />
<col style="width: 11%" />
<col style="width: 11%" />
<col style="width: 7%" />
<col style="width: 5%" />
<col style="width: 9%" />
<col style="width: 10%" />
<col style="width: 5%" />
</colgroup>
<tbody>
<tr class="odd">
<td rowspan="9"><p>Table 204-1 (continued)</p>
<p>Sampling and Testing Requirements</p></td>
<td><strong>Reporting Time</strong></td>
<td><p>Before using</p>
<p>in work</p></td>
<td>“</td>
<td>Before placing next layer</td>
<td>24 hours</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>Before placing next layer</td>
<td rowspan="9">(1) Minimum of 5 points per proctor.</td>
</tr>
<tr class="even">
<td><p><strong>Split</strong></p>
<p><strong>Sample</strong></p></td>
<td>Yes, when requested</td>
<td>“</td>
<td>—</td>
<td>Yes, when requested</td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>“</td>
</tr>
<tr class="odd">
<td><strong>Point of Sampling</strong></td>
<td><p>Processed</p>
<p>material before incorporating</p>
<p>in work</p></td>
<td>“</td>
<td>In-place</td>
<td><p>Processed</p>
<p>material before incorporating</p>
<p>in work</p></td>
<td>“</td>
<td>“</td>
<td>“</td>
<td>In-place</td>
</tr>
<tr class="even">
<td><p><strong>Sampling</strong></p>
<p><strong>Frequency</strong></p></td>
<td>1 per soil type</td>
<td><p>1 per soil type but not less than 1 per</p>
<p>10,000 m<sup>3</sup></p></td>
<td>1 per 3000 m<sup>2</sup> but not less than 1 per layer</td>
<td>1 per soil type but not less than 1 for each day of production</td>
<td>“</td>
<td>“</td>
<td><p>1 per soil type but not less than 1 per</p>
<p>10,000 m<sup>3</sup></p></td>
<td>1 per 3000 m<sup>2</sup> but not less than 1 per layer</td>
</tr>
<tr class="odd">
<td><strong>Test Methods Specifications</strong></td>
<td>AASHTO M 145</td>
<td><p>AASHTO T 180,</p>
<p>method D<sup>(1)</sup> or T 99, method C<sup>(1)</sup></p></td>
<td><p>AASHTO T 310 or</p>
<p>other approved procedures</p></td>
<td>AASHTO M 145</td>
<td><p>AASHTO T 27</p>
<p>&amp; T 11</p></td>
<td>AASHTO T 89</td>
<td><p>AASHTO T 180,</p>
<p>method D<sup>(1)</sup> or T 99, method C<sup>(1)</sup></p></td>
<td><p>AASHTO T 310 or</p>
<p>other approved procedures</p></td>
</tr>
<tr class="even">
<td><strong>Category</strong></td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
</tr>
<tr class="odd">
<td><strong>Characteristic</strong></td>
<td>Classification</td>
<td><p>Moisture-</p>
<p>density</p></td>
<td>Compaction</td>
<td>Classification</td>
<td>Gradation</td>
<td>Liquid limit</td>
<td><p>Moisture-</p>
<p>density</p></td>
<td>Compaction</td>
</tr>
<tr class="even">
<td><strong>Type of Acceptance (Subsection)</strong></td>
<td colspan="3"><p>Measured and tested</p>
<p>for conformance (106.04)</p></td>
<td colspan="5"><p>Measured and tested</p>
<p>for conformance (106.04)</p></td>
</tr>
<tr class="odd">
<td><p><strong>Material or</strong></p>
<p><strong>Product</strong></p></td>
<td colspan="3">Unclassified borrow (704.06)</td>
<td colspan="5"><p>Select borrow</p>
<p>(704.07)</p></td>
</tr>
</tbody>
</table>

+-------+--------+---------+------------+----------+-------------+----+
| Table | **Rep  | Before  | "          | Before   | Before      | \  |
| 204-1 | orting | using   |            | placing  | placing     | (1 |
| (     | Time** |         |            | next     | next layer  | \) |
| conti |        | in work |            | layer    |             | M  |
| nued) |        |         |            |          |             | in |
|       |        |         |            |          |             | im |
| Sam   |        |         |            |          |             | um |
| pling |        |         |            |          |             | of |
| and   |        |         |            |          |             | 5  |
| Te    |        |         |            |          |             | po |
| sting |        |         |            |          |             | in |
| Re    |        |         |            |          |             | ts |
| quire |        |         |            |          |             | p  |
| ments |        |         |            |          |             | er |
|       |        |         |            |          |             | pr |
|       |        |         |            |          |             | oc |
|       |        |         |            |          |             | to |
|       |        |         |            |          |             | r. |
+-------+--------+---------+------------+----------+-------------+----+
|       | **S    | Yes,    | "          | ---      | ---         |    |
|       | plit** | when    |            |          |             |    |
|       |        | re      |            |          |             |    |
|       | **Sa   | quested |            |          |             |    |
|       | mple** |         |            |          |             |    |
+-------+--------+---------+------------+----------+-------------+----+
|       | *      | Source  | "          | In-place | In-place    |    |
|       | *Point | of      |            |          |             |    |
|       | of     |         |            |          |             |    |
|       | Samp   | m       |            |          |             |    |
|       | ling** | aterial |            |          |             |    |
+-------+--------+---------+------------+----------+-------------+----+
|       | **Samp | 1 per   | 1 per soil | 1 per    | 1 per 2000  |    |
|       | ling** | soil    | type but   | 3000     | m^2^        |    |
|       |        | type    | not        | m^2^ but |             |    |
|       | *      |         |            | not      |             |    |
|       | *Frequ |         | less than  |          |             |    |
|       | ency** |         | 1 per      | less     |             |    |
|       |        |         |            | than 1   |             |    |
|       |        |         | 10,000     | per      |             |    |
|       |        |         | m^3^       | layer    |             |    |
+-------+--------+---------+------------+----------+-------------+----+
|       | **Test | AASHTO  | AASHTO T   | AASHTO T | AASHTO T    |    |
|       | M      | M 145   | 180,       | 310 or   | 310 or      |    |
|       | ethods |         |            |          |             |    |
|       | Spec   |         | method     | other    | other       |    |
|       | ificat |         | D^(1)^ or  | approved | approved    |    |
|       | ions** |         | T 99,      | pr       | procedures  |    |
|       |        |         | method     | ocedures |             |    |
|       |        |         | C^(1)^     |          |             |    |
+-------+--------+---------+------------+----------+-------------+----+
|       | **Cate | ---     | ---        | ---      | ---         |    |
|       | gory** |         |            |          |             |    |
+-------+--------+---------+------------+----------+-------------+----+
|       | **Char | Classif | Moisture-  | Co       | Compaction  |    |
|       | acteri | ication |            | mpaction |             |    |
|       | stic** |         | density    |          |             |    |
+-------+--------+---------+------------+----------+-------------+----+
|       | **Type | M       |            |          | Measured    |    |
|       | of     | easured |            |          | and tested  |    |
|       | Acce   | and     |            |          |             |    |
|       | ptance | tested  |            |          | for         |    |
|       | (S     |         |            |          | conformance |    |
|       | ubsect | for     |            |          | (106.04)    |    |
|       | ion)** | conf    |            |          |             |    |
|       |        | ormance |            |          |             |    |
|       |        | (       |            |          |             |    |
|       |        | 106.04) |            |          |             |    |
+-------+--------+---------+------------+----------+-------------+----+
|       | **Ma   | Earth   |            |          | Top of      |    |
|       | terial | emb     |            |          | subgrade    |    |
|       | or     | ankment |            |          | (204.11)    |    |
|       | Pro    | (       |            |          |             |    |
|       | duct** | 204.11) |            |          |             |    |
+-------+--------+---------+------------+----------+-------------+----+

## Section 205. --- ROCK BLASTING

Description

**205.01** This work consists of fracturing rock and constructing stable
final rock cut faces using controlled blasting and production blasting
techniques.

Controlled blasting uses explosives to form a shear plane in the rock
along a specified backslope. Controlled blasting includes presplitting
and cushion blasting.

Production blasting uses explosives to fracture rock.

Material

**205.02** Conform to the following Subsection:

Explosives and blasting accessories 725.25

Construction Requirements

**205.03 Regulations.** Furnish copies or other proof of all-applicable
permits and licenses. Comply with Federal, State, and local regulations
on the purchase, transportation, storage, and use of explosive material.
Federal regulations include the following:

**(a) Safety and health.** OSHA, 29 CFR Part 1926, Subpart U.

**(b) Storage, security, and accountability.** Bureau of Alcohol,
Tobacco, and Firearms (BATF), 27 CFR Part 181.

**(c) Shipment.** DOT, 49 CFR Parts 171-179, 390-397.

**(d) National Park Service regulations.** For projects in National
Parks, also comply with NPS Director's Order #65, Explosives Use and
Blasting Safety.

**205.04 Blaster-in-Charge.** Designate in writing a blaster-in-charge.
Submit evidence that the blaster-in-charge has a valid State blaster's
license or other license accepted by the State where the project is
located and issued by an equivalent licensing body for the type of
blasting required.

**205.05 Blasting Plans.** Blasting plans are for quality control and
record keeping purposes and are to be signed by the blaster-in-charge.
The review and acceptance of blasting plans does not relieve the
Contractor of the responsibility for using existing drilling and
blasting technology, and for obtaining the required results.

Do not deliver explosives to the project until the general blasting plan
is accepted.

**(a)** **General blasting plan.** Submit a general blasting plan for
acceptance at least 14 days before drilling operations begin. Include,
as a minimum, the following safety and procedural details:

**(1)** Working procedures and safety precautions for storing,
transporting, handling, and detonating explosives.

**(2)** Proposed product selection for both dry and wet holes. Furnish
Manufacturer's Material Safety Data Sheets for all explosives, primers,
initiators, and other blasting devices.

**(3)** Typical plan and section views for both production and
controlled blasting, including maximum length of the shot, burden, hole
spacing, hole inclination, hole depth, hole diameter, subdrill depth,
and powder factor.

**(4)** Proposed initiation and delay methods and delay times.

**(5)** Proposed format for providing all the required information for
the site specific blasting plans.

**(b)** **Site-specific blasting plans.** After the general blasting
plan is accepted, submit site-specific blasting plans for acceptance
before drilling operations begin. Allow up to three days for review of
these plans. Include the following information in the site-specific
blasting plan.

**(1)** Site drawings showing a scaled map of the blast area and
cross-sectional views which indicate beginning and ending stations, free
face location, hole spacing, hole diameter, hole depth, burden, hole
inclination, and subdrill depth. Include on the drawings any significant
joints or bedding planes within the blast zone and incorporate this
geology into the blast design.

**(2)** Where blasting may affect nearby structures or utilities,
provide method of monitoring and controlling blast vibrations according
to Subsection 205.06.

**(3)** Loading pattern diagram showing the location and amount of each
type of explosive to be used in the holes including primer and
initiators and the location, type, and depth of stemming, column
heights, and overall powder factor for each type of loading.

**(4)** Delay and initiation diagram showing delay pattern, sequence,
and delay times.

**205.06 Preblast condition survey and vibration monitoring and
control.** When blasting near buildings, structures, or utilities that
may be subject to damage from ground or airblast vibrations, provide a
blast vibration specialist. Provide a specialist with at least 5
consecutive years experience in vibration monitoring for at least 3
projects. Fourteen days before blasting, submit the name and
qualifications of the blast vibration specialist including the
following:

**(a)** Project names, locations, and services performed.

**(b)** Name and phone number of owner/agency contact who can verify the
experience of the specialist.

Before blasting, arrange for a preblast condition survey of nearby
buildings, structures, or utilities, which could be at risk from
blasting damage. Use a survey method acceptable to the Contractor's
insurance company. Damage resulting from blasting is the Contractor's
responsibility. Make all preblast condition survey records available to
the CO. Notify the CO and occupants of nearby buildings at least 24
hours before blasting.

Control vibrations with properly designed delay sequences and allowable
charge weights per delay when blasting near buildings, structures, or
utilities that may be subject to damage from blast-induced vibrations.
Base allowable charge weights per delay by carrying out trial blasts and
measuring vibration levels. Conduct test blasts with blast plan
modifications that limit ground and airblast vibrations to a level that
will not cause damage to nearby buildings, structures, or utilities as
determined by the blast vibration specialist.

When vibration damage to buildings, structures, or utilities is
possible, monitor each blast with approved seismographs and airblast
monitoring equipment located at acceptable locations. Use seismographs
capable of recording particle velocity for three mutually perpendicular
components of vibration. The blast vibration specialist shall interpret
the seismograph records and airblast records to ensure that the data is
effectively used in the control of the blasting operations.

**205.07 Test Blasting.** Drill, blast, and excavate one or more test
sections as proposed in the blasting plan before full-scale drilling and
blasting. Test blasts may be made away from or at the final slope line.

Space blast holes for the cushion (trim) method of controlled blasting
no more than 1.5 meters apart for the initial test blast. Space blast
holes for the presplitting method of controlled blasting no more than
750 millimeters apart for the initial test blast. Adjust the spacing as
approved. Use the approved spacing in the full-scale blasting or
subsequent test blasts if necessary.

A test blast is unacceptable when it results in fragmentation beyond the
final rock face, fly rock, excessive vibration, air blast, overbreak,
damage to the final rock face, or overhang. When a test blast is
unacceptable, revise the blasting plan and make an additional test
blast.

**205.08 Blasting.**

**(a) General.** Drill and blast according to the blasting plan.

Before drilling, remove overburden soil and loose rock along the top of
the excavation for at least 10 meters beyond the hole drilling limits or
to the end of the cut.

Cap all holes to prevent unwanted backfill. Place a stake next to each
hole with hole number and total depth drilled.

Use the types of explosives and blasting accessories necessary to obtain
the required results. A bottom charge may be larger than the line
charges if no overbreak results.

Free blast holes of obstructions for their entire depth. Place charges
without caving the blast hole walls. Stem the upper portion of all blast
holes with dry sand or other granular material passing the
9.5-millimeter sieve. Do not stem the hole with drill cuttings.

Following a blast, stop work in the entire blast area, and check for
misfires before allowing worker to return to excavate the rock.

Remove or stabilize all cut face rock that is loose, hanging, or
potentially dangerous. Scale by hand or machine methods as approved by
the CO. Leave minor irregularities or surface variations in place if
they do not create a hazard. Drill the next lift only after the cleanup
work and stabilization work is complete.

If blasting operations cause fracturing of the final rock face, repair
or stabilize it in an approved manner at no cost to the Government.
Repair or stabilization may include removal, rock bolting, rock dowels,
or other stabilization techniques.

Halt blasting operations when any of the following occur and perform
additional test blast:

**(1)** Slopes are unstable;

**(2)** Slopes exceed tolerances or overhangs are created;

**(3)** Backslope damage occurs;

**(4)** Safety of the public is jeopardized;

**(5)** Property or natural features are endangered;

**(6)** Fly rock is generated; or

**(7)** Excessive ground or airblast vibrations occur in an area where
damage to buildings, structures, or utilities is possible.

**(b) Drill logs.** Submit drill logs. Include the following:

**(1)** Blast plan map showing designated hole numbers; and

**(2)** Individual hole logs completed and signed by the driller that
show total depth drilled, depths and descriptions of significant
conditions encountered during drilling that may affect loading such as
water or voids, and date drilled.

**(c) Controlled blasting.** When test blasts indicate the need for
controlled blasting, use controlled blasting methods to form the final
rock cut faces when the rock height is more than 3 meters above ditch
grade and the staked slope is 2:1 or steeper.

Controlled blasting includes only those holes drilled on the row
furthest from the free face and that are drilled on the design slope.

Use downhole angle or fan drill blast holes for pioneering the tops of
rock cuts or preparing a working platform for controlled blasting. Use
the blast hole diameter and hole spacing established for controlled
blasting during the test blasts.

Drill controlled blast holes not greater than 100 millimeters in
diameter along the final rock face line. Drill controlled blast holes
within 75 millimeters of the proposed surface location. Drill controlled
blast holes at least 10 meters beyond the production holes to be
detonated or to the end of the cut.

Use drilling equipment with mechanical or electrical-mechanical devices
that accurately control the angle the drill enters the rock. Select a
lift height and conduct drilling operations so the blast hole spacing
and downhole alignment does not vary more than 225 millimeters from the
proposed spacing and alignment. When more than 5 percent of the holes
exceed the variance, reduce the lift height and modify the drilling
operations until the blast holes are within the allowable variance.
Maximum lift height is 15 meters.

A 600-millimeter offset is allowed for a working bench at the bottom of
each lift for drilling the next lower controlled blasting hole pattern.
Adjust the drill inclination angle or the initial drill collar location
so the required ditch cross-section is obtained when the bench is used.

Drilling 500 millimeters below the ditch bottom is allowed for removing
the toe.

Do not use bulk ammonium nitrate and fuel oil for controlled blasting.

Where presplitting, delay the nearest production blast row at least 25
milliseconds after blasting the presplit line. Presplit a minimum of 10
meters ahead of production blasting zone.

Where cushion (trim) blasting, delay the cushion blast row from 25 to 75
milliseconds after blasting the nearest production row.

**(d) Production blasting.** Drill the row of production blast holes
closest to the controlled blast line parallel and no closer than 2
meters to the controlled blast line. Do not drill production blast holes
lower than the bottom of the controlled blast holes.

Detonate production holes on a delay sequence toward a free face.

**205.09 After Blast Reports.** Within 3 days after a blast and before
the next blast, submit an after-blast report that includes the
following:

**(a)** Results of the blast and whether or not blasting objectives were
met. If blasting objectives were not met, submit proposed changes to
future site-specific blasting plans that will produce acceptable results
and proposed repair or stabilization plan for unstable or blast damaged
backslopes.

**(b)** Blasting logs that include the following:

**(1)** All actual dimensions of the shot including blast hole depths,
hole diameter, burden, spacing, subdrilling, stemming, powder loads, and
timing; and

**(2)** A drawing or sketch showing the direction of the face, or faces,
and the physical shot layout.

**(c)** If a seismograph was used, provide the following:

**(1)** Identification of instrument used;

**(2)** Name of qualified observer and interpreter;

**(3)** Distance and direction of recording station from blast area;

**(4)** Type of ground recording station and material on which the
instrument is sitting;

**(5)** Maximum particle velocity in each direction;

**(6)** A dated and signed copy of the seismograph readings; and

**(7)** Post-blast condition survey.

**(d)** Results of airblast monitoring.

**(e)** Results of post blast condition survey.

**205.10 Acceptance.** Material for rock blasting will be evaluated
under Subsections 106.02 and 106.03.

Rock blasting work and services will be evaluated under Subsections
106.02 and 106.04.

Measurement

**205.11** Measure the Section 205 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure controlled blasting by the square meter of face shot as shown in
the blasting plan. Measure controlled blast hole by the meter based on
the actual length of drilling as recorded in the blasting log. Do not
measure vertical holes or horizontal holes.

Do not measure production blasting.

Payment

**205.12** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 205 pay item listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 206. --- Reserved

## Section 207. --- EARTHWORK GEOTEXTILES

Description

**207.01** This work consists of furnishing and placing a geotextile as
a permeable separator, stabilizer, or permanent erosion control measure.

Geotextile types are designated as shown in Subsection 714.01.

Material

**207.02** Conform to the following Subsection:

Geotextile 714.01

Construction Requirements

**207.03 General.** Where placing a geotextile on native ground, cut the
trees and shrubs flush with the ground surface. Do not remove the
topsoil and vegetation mat. Remove all sharp objects and large rocks.
Fill depressions or holes with suitable material to provide a firm
foundation.

Replace or repair all geotextile that is torn, punctured, or muddy.
Remove the damaged area and place a patch of the same type of geotextile
overlapping 1 meter beyond the damaged area.

**207.04 Separation and Stabilization Applications.** Where placing a
geotextile on a subgrade, prepare the subgrade according to Subsections
204.13(c) and (d).

Place the geotextile smooth and free of tension, stress, or wrinkles.
Fold or cut the geotextile to conform to curves. Overlap in the
direction of construction. Overlap the geotextile a minimum of 0.5 meter
at the ends and sides of adjoining sheets, or sew the geotextile joints
according to the manufacturer\'s recommendations. Do not place
longitudinal overlaps below anticipated wheel loads. Hold the geotextile
in place with pins, staples, or piles of cover material.

End dump the cover material onto the geotextile from the edge of the
geo-textile or from previously placed cover material. Do not operate
equipment directly on the geotextile. Spread the end-dumped pile of
cover material maintaining a minimum lift thickness of 300 millimeters.
Compact the cover material with rubber-tired or nonvibratory smooth drum
rollers. Avoid sudden stops, starts, or turns of the construction
equipment. Fill all ruts from construction equipment with additional
cover material. Do not regrade ruts with placement equipment.

Place subsequent lifts of cover material in the same manner. Vibratory
compactors may be used for compacting subsequent lifts. If foundation
failures occur, repair the damaged areas and revert to the use of
nonvibratory compaction equipment.

**207.05 Permanent Erosion Control Applications.** Place and anchor the
geotextile on an approved smooth-graded surface. For slope or wave
protection, place the long dimension of the geotextile down the slope.
For stream bank protection, place the long dimension of the geotextile
parallel to the centerline of the channel.

Overlap the geotextile a minimum of 300 millimeters at the ends and
sides of adjoining sheets or sew the geotextile joints according to the
manufacturer\'s recommendations. Overlap the uphill or upstream sheet
over the downhill or downstream sheet. Offset end joints of adjacent
sheets a minimum of 1.5 meters. Pins may be used to hold the geotextile
sheets in place. Space pins along the overlaps at approximately 1-meter
centers.

Place aggregate, slope protection, or riprap on the geotextile starting
at the toe of the slope and proceed upward. Place riprap onto the
geotextile from a height of less than 300 millimeters. Place slope
protection rock or aggregate backfill onto the geotextile from a height
less than 1 meter. In underwater applications, place the geotextile and
cover material in the same day.

**207.06 Acceptance.** Material for earthwork geotextile will be
evaluated under Subsections 106.02, 106.03, and 714.01.

Earthwork geotextile installation will be evaluated under Subsections
106.02 and 106.04.

Measurement

**207.07** Measure the Section 207 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Payment

**207.08** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 207 pay item listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 208. --- STRUCTURE EXCAVATION AND BACKFILL FOR SELECTED MAJOR STRUCTURES

Description

**208.01** This work consists of excavating material for the
construction of selected structures. The work includes preserving
channels, shoring and bracing, constructing cofferdams, sealing
foundations, dewatering, excavating, preparing foundations, backfilling,
and subsequent removal of safety features and cofferdams.

Material

**208.02** Conform to the following Sections and Subsections:

Concrete 552

Foundation fill 704.01

Grout 725.22(e)

Seal concrete 552

Structural backfill 704.04

Construction Requirements

**208.03 Preparation for Structure Excavation.** Clear the area of
vegetation and obstructions according to Sections 201 and 203.

**208.04** **General.** Excavate trenches or foundation pits to a width
and length that allows room for work. When excavation is complete,
request approval as to the character and suitability of the foundation
material. The foundation shall provide a firm foundation of uniform
density throughout its length and width.

Where necessary to blast rock, blast according to Section 205.

Follow OSHA safety regulations (29 CFR, Part 1926, Subpart P,
Excavation) for sloping the sides of excavations, using shoring and
bracing, and for using other safety features. When sides of excavations
are sloped for safety considerations, provide one copy of the design
that demonstrates conformity with OSHA regulations. Where support
systems, shield systems, or other protective systems are to be used,
design the shoring according to Section 562 and submit working drawings
and construction details according to Subsection 104.03.

Remove safety features when no longer necessary. Remove shoring and
bracing to at least 0.5 meter below the surface of the finished ground.

Saw cut existing pavements or concrete structures adjacent to the area
to be excavated that are designated to remain.

Conserve suitable material for structural backfill from excavated
material. Do not deposit excavated material in or near a waterway. Do
not stockpile excavated material or allow equipment closer than 0.6
meter from the edge of the excavation.

Dispose of unsuitable or excess material according to Subsection 204.14.
If approved, suitable material may be used in embankment construction.

Remove all water as necessary to perform work.

**208.05 Channel Preservation.** Perform work in or next to a running
waterway as follows:

**(a)** Excavate inside cofferdams, sheeting, or other separations such
as dikes or sandbags;

**(b)** Do not disturb the natural bed of the waterway adjacent to the
work; and

**(c)** Backfill the excavation with structural backfill to original
groundline.

**208.06 Cofferdams.** Use cofferdams when excavating under water or
when the excavation is affected by groundwater.

Submit working drawings showing proposed methods and construction
details of cofferdams according to Subsection 104.03 and Section 562.
Cofferdams shall:

**(a)** Extend below the bottom of the footing;

**(b)** Be braced to withstand pressure without buckling and secured in
place to prevent tipping or movement;

**(c)** Be as watertight as practicable;

**(d)** Provide sufficient clearance for the placement of forms and the
inspection of their exteriors;

**(e)** Provide for dewatering;

**(f)** Protect fresh concrete against damage from sudden rises in water
elevation; and

**(g)** Prevent damage to the foundation by erosion.

When no longer required, remove all cofferdam material down to the
natural bed of the waterway. Remove cofferdam material outside the
waterway to a minimum of 0.5 meter below the surface of the finished
ground.

**208.07 Foundation Seal.** Where a foundation area cannot be pumped
reasonably free of water, provide a foundation seal of seal concrete.
Design seal concrete according to Subsection 552.03.

Furnish and place seal concrete according to Section 552. While placing
a foundation seal, maintain the water level inside the cofferdam at the
same level as the water outside the cofferdam. Where a foundation seal
is placed in tidal water, vent or port the cofferdam at low water level.

Do not dewater a concrete-sealed cofferdam until the concrete strength
is sufficient to withstand the hydrostatic pressure.

**208.08 Dewatering.** While placing concrete, locate and operate the
pumps outside the foundation form. If pumping is permitted from the
interior of any foundation enclosure, pump in a manner to avoid removal
or disturbance of concrete material.

**208.09 Foundation Preparation.** Prepare footing foundations as
follows:

**(a) Footings placed on bedrock.** Cut the bottom of the excavation to
the specified elevation: level, stepped, or serrated. Clean the
foundation surface of loose or disintegrated material. Clean and grout
all seams and crevices.

**(b) Footings placed on an excavated surface other than bedrock.** Do
not disturb the bottom of the foundation excavation. Remove material to
foundation grade, and compact the foundation immediately before concrete
is placed.

**(c) Footings keyed into undisturbed material.** Excavate the
foundation to the limits of the footing, and compact the foundation.
Where material does not stand vertically, fill all space between the
limits of the footing and the remaining undisturbed material with
concrete. If the excavation is below the top of the footing, fill only
to the top of the excavation. Concrete placed against steel sheet piles
in cofferdams is considered as being against undisturbed material.

**(d) Unstable material below footing elevation.** Excavate unstable
material below foundation grade, and replace it with foundation fill.
Place foundation fill material in horizontal layers that, when
compacted, do not exceed 150 millimeters in depth. Compact each layer
according to Subsection 208.11.

**(e) Foundations using piles.** Excavate to the foundation elevation
and drive the piles. Remove all loose and displaced material, and
reshape the bottom of the excavation to the foundation elevation. Smooth
and compact the bed to receive the footing.

**208.10 Backfill.** Backfill with structural backfill material.

Place backfill in horizontal layers that do not exceed 150 millimeters
in compacted thickness. Compact each layer according to Subsection
208.11.

Bring structural backfill up evenly on all sides of the structure as
appropriate. Extend each layer to the limits of the excavation or to
natural ground.

Do not place structural backfill against concrete less than 7-days-old
or until 80 percent of the design strength is achieved.

**208.11 Compacting.** Determine optimum moisture content and maximum
density according to AASHTO T 99, method C. Adjust the moisture content
of the backfill material to a moisture content suitable for compaction.

Compact material placed in all layers to at least 95 percent of the
maximum density. Determine the inplace density and moisture content
according to AASHTO T 310 or other approved test procedures.

**208.12 Acceptance.** See Table 208-1 for sampling and testing
requirements.

Material for structural backfill and foundation fill will be evaluated
under Subsections 106.02 and 106.04.

Structure excavation and backfill work will be evaluated under
Subsections 106.02 and 106.04.

Shoring, bracing, and cofferdams will be evaluated under Subsections
106.02 and 106.04.

Clearing and removal of obstructions will be evaluated under Sections
201 and 203.

Seal concrete will be evaluated under Section 552.

Measurement

**208.13** Measure the Section 208 items listed in the bid schedule
according to Subsection 109.02 and the following.

Measure structural excavation by the cubic meter in its original
position. Do not include the following volumes in structure excavation:

**(a)** Material excavated outside vertical planes located 450
millimeters outside and parallel to the limits of the footings or
foundations;

**(b)** Any material included within the staked limits of the
excavation, such as contiguous channel changes and ditches, for which
measurement is covered under other sections;

**(c)** Water or other liquid material;

**(d)** Material excavated before measurements of the original ground;
or

**(e)** Material rehandled, except when the contract specifically
requires excavation after embankment placement.

Measure foundation fill and structural backfill by the cubic meter in
place for the volume placed inside vertical planes located 450
millimeters outside and parallel to the limits of the footings or
foundations.

Measure seal concrete under Section 552.

Payment

**208.14** The accepted quantities measured as provided in Subsection
109.02 and above, will be paid at the contract price per unit of
measurement for the Section 208 pay items listed in the bid schedule.
Payment will be full compensation for the work prescribed in this
Section. See Subsection 109.05.

Payment for structure excavation, shoring and bracing, and cofferdams
will be full compensation for excavation to a depth of 2 meters below
the lowest elevation shown on the plans for each foundation structure.
When the excavation exceeds 2 meters, either the Contractor or the CO
may request an equitable price adjustment for the depth in excess of 2
meters.

<table>
<colgroup>
<col style="width: 9%" />
<col style="width: 9%" />
<col style="width: 8%" />
<col style="width: 8%" />
<col style="width: 8%" />
<col style="width: 12%" />
<col style="width: 8%" />
<col style="width: 6%" />
<col style="width: 9%" />
<col style="width: 12%" />
<col style="width: 6%" />
</colgroup>
<tbody>
<tr class="odd">
<td rowspan="9"><p>Table 208-1</p>
<p>Sampling and Testing Requirements</p></td>
<td><strong>Reporting Time</strong></td>
<td><p>Before using</p>
<p>in work</p></td>
<td>“</td>
<td>“</td>
<td>Before placing next layer</td>
<td><p>Before using</p>
<p>in work</p></td>
<td>“</td>
<td>“</td>
<td>Before placing next layer</td>
<td rowspan="9">(1) Minimum of 5 points per proctor.</td>
</tr>
<tr class="even">
<td><p><strong>Split</strong></p>
<p><strong>Sample</strong></p></td>
<td>Yes, when requested</td>
<td>“</td>
<td>“</td>
<td>—</td>
<td>Yes, when requested</td>
<td>“</td>
<td>“</td>
<td>—</td>
</tr>
<tr class="odd">
<td><strong>Point of Sampling</strong></td>
<td><p>Source of</p>
<p>material</p></td>
<td>“</td>
<td>“</td>
<td>In-place</td>
<td><p>Source of</p>
<p>material</p></td>
<td>“</td>
<td>“</td>
<td>In-place</td>
</tr>
<tr class="even">
<td><p><strong>Sampling</strong></p>
<p><strong>Frequency</strong></p></td>
<td>1 per soil type</td>
<td>“</td>
<td>“</td>
<td>1 per 250 m<sup>3</sup></td>
<td>1 per soil type</td>
<td>“</td>
<td>“</td>
<td>2 per lift</td>
</tr>
<tr class="odd">
<td><strong>Test Methods Specifications</strong></td>
<td>AASHTO M 145</td>
<td><p>AASHTO T 27</p>
<p>&amp; T 11</p></td>
<td><p>AASHTO T 99,</p>
<p>method C<sup>(1)</sup></p></td>
<td><p>AASHTO T 310 or</p>
<p>other approved procedures</p></td>
<td><p>AASHTO T 27</p>
<p>&amp; T 11</p></td>
<td>AASHTO T 89</td>
<td><p>AASHTO T 99,</p>
<p>method C<sup>(1)</sup></p></td>
<td><p>AASHTO T 310 or</p>
<p>other approved procedures</p></td>
</tr>
<tr class="even">
<td><strong>Category</strong></td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
<td>—</td>
</tr>
<tr class="odd">
<td><strong>Characteristic</strong></td>
<td>Classification</td>
<td>Gradation</td>
<td><p>Moisture-</p>
<p>density</p></td>
<td>Compaction</td>
<td>Gradation</td>
<td>Liquid limit</td>
<td><p>Moisture-</p>
<p>density</p></td>
<td>Compaction</td>
</tr>
<tr class="even">
<td><strong>Type of Acceptance (Subsection)</strong></td>
<td colspan="4"><p>Measured and tested</p>
<p>for conformance (106.04)</p></td>
<td colspan="4"><p>Measured and tested</p>
<p>for conformance (106.04)</p></td>
</tr>
<tr class="odd">
<td><p><strong>Material or</strong></p>
<p><strong>Product</strong></p></td>
<td colspan="4"><p>Foundation fill</p>
<p>(704.01)</p></td>
<td colspan="4">Structural backfill (704.04)</td>
</tr>
</tbody>
</table>

## Section 209. --- STRUCTURE EXCAVATION AND BACKFILL

Description

**209.01** This work consists of excavating material for the
construction of all structures except those specifically designated
under Section 208. The work includes preserving channels, shoring and
bracing, sealing foundations, dewatering, excavating, preparing
foundations, bedding, and backfilling.

Material

**209.02** Conform to the following Sections and Subsections:

Backfill material 704.03

Bedding material 704.02

Concrete 601

Foundation fill 704.01

Lean concrete backfill 614

Seal concrete 552

Unclassified borrow 704.06

Construction Requirements

**209.03 Preparation for Structure Excavation.** Clear the area of
vegetation and obstructions according to Sections 201 and 203.

**209.04** **General.** Excavate trenches or foundation pits according
to Subsection 208.04. Excavate to foundation grade without unduly
disturbing the trench or foundation surface. Foundation grade is the
elevation at the bottom of any bedding for installing the structure.
Compact the foundation.

**209.05 Channel Preservation.** Preserve channels according to
Subsection 208.05 except excavate inside separations such as dikes or
sandbags.

**209.06 Foundation Seal.** Where necessary for a foundation seal,
construct a foundation seal according to Subsection 208.07.

**209.07 Dewatering.** Where necessary to dewater, dewater according to
Subsection 208.08.

**209.08 Foundation Preparation.** Excavate any unsuitable material
present at foundation grade, and replace it with foundation fill. Place
and compact the foundation fill material according to Subsection
208.09(d).

Where a footing is required to be keyed into undisturbed material,
prepare foundation and construct footing according to Subsection
208.09(c).

**209.09 Bedding.** Place bedding as follows:

**(a) For box culverts and structures other than pipe culverts.**
Construct bedding when required by the contract. Place and shape bedding
material in compacted layers not exceeding 150 millimeters in depth.
Compact each layer according to Subsection 209.11.

**(b) For pipe culverts.** Level the foundation. Place un-compacted
bedding material over the foundation in a layer of uniform thickness.
For pipe with diameters of 300 to 1350 millimeters, the bedding
thickness is 100 millimeters. For pipe diameters larger than 1350
millimeters, the bedding thickness is 150 millimeters. For belled
joints, recess the bedding to receive the joints. Place the culvert on
un-compacted bedding layer. Backfill according to Subsection 209.10(b).

**209.10 Backfill.** Backfill as follows:

**(a) General.** Place backfill in horizontal layers that, when
compacted, do not exceed 150 millimeters in depth. Compact each layer
according to Subsection 209.11.

Bring backfill up evenly on all sides of the structure, and extend each
layer to the limits of the excavation or to natural ground.

Do not place backfill against concrete less than 7-days-old or until 80
percent of the design strength is achieved.

**(b) Pipe culverts.** Place and compact material in evenly balanced
layers on each side of each pipe culvert. Backfill according to one of
the following:

**(1) Pipe culverts with compacted backfill.** Place and compact
backfill material to a height of 300 millimeters above the top of the
pipe. Complete the backfilling of the trench with suitable roadway
excavation or unclassified borrow.

Place the material in layers that, when compacted, do not exceed
150 millimeters in thickness. Compact each layer according to Subsection
209.11.

**(2) Pipe culverts with lean concrete backfill.** Place and stake pipe
to prevent floating and movement. Backfill using lean concrete according
to Section 614.

**(c) Arch culverts with headwalls.** Backfill according to one of the
following:

**(1) Before headwalls are in place.** Place and compact the first
backfill material midway between the ends of the arch. Place and compact
backfill material in layers on both sides of the arch to form as narrow
a ramp as possible. Build the ramp evenly on both sides until reaching
the top of the arch. Place the remainder of the backfill material from
the top of the ramp working both ways to the ends. Compact the backfill
material evenly in layers on both sides of the arch.

**(2) After headwalls are in place.** Place and compact the first
backfill material adjacent to one headwall. Place and compact backfill
material evenly in layers on both sides of the arch adjacent to the
headwall until reaching the top of the arch. Place remainder of the
backfill material from the top of the arch working toward the other
headwall. Compact the backfill material evenly in layers on both sides
of the arch.

**(d) Patching existing pavement areas.** Construct the top 375
millimeters with 300 millimeters of crushed aggregate according to
Section 301 and 75 millimeters of asphalt concrete according to Section
404 or 417.

**209.11 Compacting.** Determine optimum moisture content and maximum
density according to AASHTO T 99, method C. Adjust the moisture content
of the backfill material to a moisture content suitable for compaction.

Compact material placed in all layers to at least 95 percent of the
maximum density. Determine the inplace density and moisture content
according to AASHTO T 310 or other approved test procedures.

Do not apply density requirements as measured by AASHTO T 310 to
material that is incapable of being tested or compacted to maximum
values determined by AASHTO T 99. For these materials, fill the voids
around the rock in each layer with earth or other fine material. Compact
each layer, full width, until there is no visible evidence of further
consolidation.

**209.12 Acceptance.** See Table 209-1 for sampling and testing
requirements.

Material for backfill, bedding, and foundation fill will be evaluated
under Subsections 106.02 and 106.04, except concrete for bedding or
backfill will be evaluated according to Section 601.

Structural excavation and backfill work will be evaluated under
Subsections 106.02 and 106.04.

Shoring, bracing, and cofferdams will be evaluated under Subsections
106.02 and 106.04.

Clearing and removal of obstructions will be evaluated under Sections
201 and 203.

Seal concrete will be evaluated under Section 552.

Measurement and Payment

**209.13** See Subsection 109.05.

Do not measure structure excavation and backfill for payment.

Measure foundation fill under Section 208.

Measure seal concrete under Section 552.

+-------+------+-----------+------+---------+-------+----------+----+
| Table | **R  | Before    | "    | Before  | B     | Before   | \  |
| 209-1 | epor | using     |      | placing | efore | placing  | (1 |
|       | ting |           |      |         | using |          | \) |
| Sam   | Ti   | in work   |      | next    |       | next     | M  |
| pling | me** |           |      | layer   | in    | layer    | in |
| and   |      |           |      |         | work  |          | im |
| Te    |      |           |      |         |       |          | um |
| sting |      |           |      |         |       |          | of |
| Re    |      |           |      |         |       |          | 5  |
| quire |      |           |      |         |       |          | po |
| ments |      |           |      |         |       |          | in |
|       |      |           |      |         |       |          | ts |
|       |      |           |      |         |       |          | p  |
|       |      |           |      |         |       |          | er |
|       |      |           |      |         |       |          | pr |
|       |      |           |      |         |       |          | oc |
|       |      |           |      |         |       |          | to |
|       |      |           |      |         |       |          | r. |
+-------+------+-----------+------+---------+-------+----------+----+
|       | *    | Yes       | "    | ---     | Yes   | ---      |    |
|       | *Spl |           |      |         |       |          |    |
|       | it** |           |      |         |       |          |    |
|       |      |           |      |         |       |          |    |
|       | **   |           |      |         |       |          |    |
|       | Samp |           |      |         |       |          |    |
|       | le** |           |      |         |       |          |    |
+-------+------+-----------+------+---------+-------+----------+----+
|       | **P  | Source of | "    | I       | S     | In-place |    |
|       | oint |           |      | n-place | ource |          |    |
|       | of   | material  |      |         | of    |          |    |
|       | Sa   |           |      |         |       |          |    |
|       | mpli |           |      |         | mat   |          |    |
|       | ng** |           |      |         | erial |          |    |
+-------+------+-----------+------+---------+-------+----------+----+
|       | **Sa | 1 per     | "    | 2 per   | 1 per | 2 per    |    |
|       | mpli | soil type |      | lift    | soil  | lift     |    |
|       | ng** |           |      |         | type  |          |    |
|       |      |           |      |         |       |          |    |
|       | *    |           |      |         |       |          |    |
|       | *Fre |           |      |         |       |          |    |
|       | quen |           |      |         |       |          |    |
|       | cy** |           |      |         |       |          |    |
+-------+------+-----------+------+---------+-------+----------+----+
|       | **   | AASHTO T  | AA   | AASHTO  | A     | AASHTO T |    |
|       | Test | 27        | SHTO | T 310   | ASHTO | 310 or   |    |
|       | Met  |           | T    | or      | T 99, |          |    |
|       | hods | & T 11    | 99,  |         |       | other    |    |
|       | Spec |           |      | other   | m     | approved |    |
|       | ific |           | me   | a       | ethod | pr       |    |
|       | atio |           | thod | pproved | C     | ocedures |    |
|       | ns** |           | C^   | pro     | ^(1)^ |          |    |
|       |      |           | (1)^ | cedures |       |          |    |
+-------+------+-----------+------+---------+-------+----------+----+
|       | **Ca | ---       | ---  | ---     | ---   | ---      |    |
|       | tego |           |      |         |       |          |    |
|       | ry** |           |      |         |       |          |    |
+-------+------+-----------+------+---------+-------+----------+----+
|       | **   | Gradation | M    | Com     | Mois  | Co       |    |
|       | Char |           | oist | paction | ture- | mpaction |    |
|       | acte |           | ure- |         |       |          |    |
|       | rist |           |      |         | de    |          |    |
|       | ic** |           | den  |         | nsity |          |    |
|       |      |           | sity |         |       |          |    |
+-------+------+-----------+------+---------+-------+----------+----+
|       | **   | Measured  |      |         | Mea   |          |    |
|       | Type | and       |      |         | sured |          |    |
|       | of   | tested    |      |         | and   |          |    |
|       | Ac   |           |      |         | t     |          |    |
|       | cept | for       |      |         | ested |          |    |
|       | ance | co        |      |         |       |          |    |
|       | (S   | nformance |      |         | for   |          |    |
|       | ubse |           |      |         | c     |          |    |
|       | ctio | (106.04)  |      |         | onfor |          |    |
|       | n)** |           |      |         | mance |          |    |
|       |      |           |      |         |       |          |    |
|       |      |           |      |         | (10   |          |    |
|       |      |           |      |         | 6.04) |          |    |
+-------+------+-----------+------+---------+-------+----------+----+
|       | **   | Backfill  |      |         | Be    |          |    |
|       | Mate | material  |      |         | dding |          |    |
|       | rial | (704.03)  |      |         | mat   |          |    |
|       | or   |           |      |         | erial |          |    |
|       | P    |           |      |         |       |          |    |
|       | rodu |           |      |         | (70   |          |    |
|       | ct** |           |      |         | 4.02) |          |    |
+-------+------+-----------+------+---------+-------+----------+----+

+--------+-------+---------+--------+---------+-------+---------+----+
| Table  | *     | Before  | Before | Before  | "     | Before  | \  |
| 209-1  | *Repo | using   | p      | using   |       | placing | (1 |
| (cont  | rting |         | lacing |         |       | next    | \) |
| inued) | T     | in work | next   | in work |       | layer   | M  |
|        | ime** |         | layer  |         |       |         | in |
| Sa     |       |         |        |         |       |         | im |
| mpling |       |         |        |         |       |         | um |
| and    |       |         |        |         |       |         | of |
| T      |       |         |        |         |       |         | 5  |
| esting |       |         |        |         |       |         | po |
| Requir |       |         |        |         |       |         | in |
| ements |       |         |        |         |       |         | ts |
|        |       |         |        |         |       |         | p  |
|        |       |         |        |         |       |         | er |
|        |       |         |        |         |       |         | pr |
|        |       |         |        |         |       |         | oc |
|        |       |         |        |         |       |         | to |
|        |       |         |        |         |       |         | r. |
+--------+-------+---------+--------+---------+-------+---------+----+
|        | **Sp  | Yes     | ---    | Yes     | "     | ---     |    |
|        | lit** |         |        |         |       |         |    |
|        |       |         |        |         |       |         |    |
|        | **Sam |         |        |         |       |         |    |
|        | ple** |         |        |         |       |         |    |
+--------+-------+---------+--------+---------+-------+---------+----+
|        | **    | Source  | In     | Source  | "     | I       |    |
|        | Point | of      | -place | of      |       | n-place |    |
|        | of    |         |        |         |       |         |    |
|        | Sampl | m       |        | m       |       |         |    |
|        | ing** | aterial |        | aterial |       |         |    |
+--------+-------+---------+--------+---------+-------+---------+----+
|        | **    | 1 per   | 2 per  | 1 per   | "     | 2 per   |    |
|        | Sampl | soil    | lift   | soil    |       | lift    |    |
|        | ing** | type    |        | type    |       |         |    |
|        |       |         |        |         |       |         |    |
|        | **F   |         |        |         |       |         |    |
|        | reque |         |        |         |       |         |    |
|        | ncy** |         |        |         |       |         |    |
+--------+-------+---------+--------+---------+-------+---------+----+
|        | *     | AASHTO  | AASHTO | AASHTO  | A     | AASHTO  |    |
|        | *Test | T 99,   | T 310  | T 99,   | ASHTO | T 310   |    |
|        | Me    |         | or     |         | M 145 | or      |    |
|        | thods | method  |        | method  |       |         |    |
|        | S     | C^(1)^  | other  | C^(1)^  |       | other   |    |
|        | pecif |         | ap     |         |       | a       |    |
|        | icati |         | proved |         |       | pproved |    |
|        | ons** |         | proc   |         |       | pro     |    |
|        |       |         | edures |         |       | cedures |    |
+--------+-------+---------+--------+---------+-------+---------+----+
|        | **    | ---     | ---    | ---     | ---   | ---     |    |
|        | Categ |         |        |         |       |         |    |
|        | ory** |         |        |         |       |         |    |
+--------+-------+---------+--------+---------+-------+---------+----+
|        | **C   | Mo      | Comp   | Mo      | Clas  | Com     |    |
|        | harac | isture- | action | isture- | sific | paction |    |
|        | teris |         | (2     |         | ation |         |    |
|        | tic** | density | 04.11) | density |       |         |    |
+--------+-------+---------+--------+---------+-------+---------+----+
|        | *     | M       |        | M       |       |         |    |
|        | *Type | easured |        | easured |       |         |    |
|        | of    | and     |        | and     |       |         |    |
|        | Accep | tested  |        | tested  |       |         |    |
|        | tance |         |        |         |       |         |    |
|        | (Sub  | for     |        | for     |       |         |    |
|        | secti | conf    |        | conf    |       |         |    |
|        | on)** | ormance |        | ormance |       |         |    |
|        |       | (       |        | (       |       |         |    |
|        |       | 106.04) |        | 106.04) |       |         |    |
+--------+-------+---------+--------+---------+-------+---------+----+
|        | **Mat | Fou     |        | Uncla   |       |         |    |
|        | erial | ndation |        | ssified |       |         |    |
|        | or    | fill    |        |         |       |         |    |
|        | Prod  | (       |        | borrow  |       |         |    |
|        | uct** | 704.01) |        |         |       |         |    |
|        |       |         |        | (       |       |         |    |
|        |       |         |        | 704.06) |       |         |    |
+--------+-------+---------+--------+---------+-------+---------+----+

## Section 210. --- Reserved

## Section 211. --- ROADWAY OBLITERATION

Description

**211.01** This work consists of obliterating or closing roadways and
other areas outside the roadway prism.

Roadway obliteration methods are designated as follows:

**(a) Method 1.** Obliterate the roadway by restoring to approximate
original ground contours. Keep excavated material within the original
construction limits. Finish slopes to provide gradual transitions in
slope adjustments without noticeable breaks.

**(b) Method 2.** Close roads by filling ditches and outsloping the
roadbed to drain. Remove and slope embankment material at localized
drainages to restore the natural drainage patterns. Eliminate all ruts
and low spots that could hold water.

Construction Requirements

**211.02** Conform to the following when obliterating or closing
roadways:

**(a) Rigid material.**

**(1) Nonasphalt material.** Break concrete pavements, curbs, gutters,
sidewalks, and other nonasphalt rigid material into pieces with maximum
dimension of 300 millimeters when burying according to Subsection
203.05(c). As an alternative to breaking and burying, remove the rigid
material from the project and dispose of it according to Subsection
203.05(a).

**(2) Asphalt material.** Dispose of asphalt material in a manner
consistent with State and local regulations. Asphalt material may be
considered hazardous waste. Furnish copies of the disposal permits.
Where no regulations exist, dispose of the material as described in (1)
above.

**(b) Nonrigid Material.**

**(1) Nonasphalt material.** Scarify or rip the gravel, crushed stone,
or other nonrigid surface, base, and subbase material. Mix the scarified
or ripped material with the underlying soil. Bury the mixture under at
least 300 millimeters of soil.

**(2) Asphalt contaminated material.** Dispose of asphalt contaminated
material according to Subsection 211.02(a)(2).

**211.03 Waterbars and Barriers.** Construct barriers to prevent vehicle
access and waterbars as shown in the plans.

**211.04 Acceptance.** Roadway obliteration will be evaluated under
Subsection 106.02.

Measurement

**211.05** Measure the Section 211 items listed in the bid schedule
according to Subsection 109.02.

Payment

**211.06** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 211 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 212. --- LINEAR GRADING

Description

**212.01** This work consists of constructing roadbeds within the
specified alignment and grade tolerances.

Construction Requirements

**212.02 Roadway Preparation.** Clear the area of vegetation and
obstructions according to Sections 201 and 203.

**212.03 Roadway Excavation and Embankment.** Construct the roadbeds
according to the applicable requirements of Section 204 except as
modified herein.

Adjust the moisture content of embankment material to a moisture content
suitable for compaction. Place embankment material in 300-millimeter
layers and compact each layer according to Subsection 204.11(a). Where
compacting with rollers is not practical, use approved mechanical or
vibratory compaction equipment.

Construct approach connections to all existing roads, parking areas, and
trails. Construct all new approaches.

**212.04 Grading Tolerance.** Do not encroach on stream channels, impact
wetlands, or extend beyond right-of-way or easement limits. Do not make
alignment or profile grade adjustments that adversely affect drainage.
Construct the roadbed within the following grading tolerances:

**(a) Alignment (centerline).** Alignment may be shifted a maximum of 3
meters left or right of the planned centerline. Curve radii may be
reduced by up to 50 percent. Do not construct curves with radii less
than 30 meters. Compound curves are permitted.

**(b) Profile grade.** Profile grade may be shifted a maximum of 1.5
meters up or down from the plan elevation provided the new grade tangent
does not vary more than 2 percent from the plan grade tangent. Connect
revised forward and back grade tangents with a uniform vertical curve
consistent with the design.

**212.05 Acceptance.** Linear grading will be evaluated under
Subsections 106.02 and 106.04.

Clearing and removal of obstructions will be evaluated under Sections
201 and 203.

Measurement

**212.06** Measure the Section 212 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Do not measure changes in the clearing and grubbing quantity caused by
alignment adjustments under Subsection 212.04.

Payment

**212.07** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 212 pay item listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

## Section 213. --- SUBGRADE STABILIZATION

Description

**213.01** This work consists of processing and incorporating lime,
lime/fly ash, or hydraulic cement into the upper layer of a subgrade.

Material

**213.02** Conform to the following Subsections:

Blotter 703.13

Chemical admixtures (retarder) 711.03

Emulsified asphalt 702.03

Fly ash 725.04

Hydraulic cement 701.01

Lime 725.03

Water 725.01

Construction Requirements

**213.03 Proportioning.** Submit a subgrade stabilization mix design 30
days before production. Provide minimum compressive strengths in Table
213-1.

Table 213-1

Subgrade Stabilization Strengths

+--------------------+------------------+-----------------------------+
| **Stabilization**  | **Test**         | **Minimum**                 |
|                    |                  |                             |
| **Mixture**        | **Procedure**    | **Compressive Strength**    |
+--------------------+------------------+-----------------------------+
| Lime/Soil          | ASTM D 5102      | 0.70 MPa ^(1)^              |
+--------------------+------------------+-----------------------------+
| Lime/Fly ash/Soil  | ASTM C 593       | 2.75 MPa ^(2)^              |
+--------------------+------------------+-----------------------------+
| Cement/Soil        | ASTM D 1633      | 2.75 MPa ^(2)^              |
+--------------------+------------------+-----------------------------+

> \(1\) 28-day cure.
>
> \(2\) 7-day cure followed by vacuum saturation.

Include the following with the mix design, as applicable:

**(a)** Source of each component material;

**(b)** Results of the applicable tests;

**(c)** 90-kilogram sample of the subgrade soil;

**(d)** 25-kilogram sample of the fly ash;

**(e)** 10-kilogram sample of the lime;

**(f)** 10-kilogram sample of the cement; and

**(g)** 2-kilogram sample of the retarder or other admixtures proposed.

Begin production only after the mix design is approved. Furnish a new
mix design if there is a change in a material source.

**213.04 General.** Store chemical additives and admixtures in closed,
weatherproof containers. Prepare the subgrade according to Section 303.
Scarify and pulverize the subgrade to a depth of 150 millimeters. Size
and shape the subgrade material to a windrow or blanket that is suitable
for mixing. Determine the optimum moisture content and maximum density
according to AASHTO T 99, method C.

**213.05 Application.** Apply additives when the subgrade material is at
least 3 percent below optimum moisture content and at least 4 ºC. Do not
apply when excessive additive is lost to washing or blowing or when the
air temperature is expected to fall below 4 ºC within 48 hours.

Apply additives at the required rates by one of the following methods:

**(a) Dry method.** Uniformly apply the additives by an approved
spreader. A motor grader is not an approved spreader. Apply water using
approved methods to obtain the proper moisture content for mixing and
compaction.

**(b) Slurry method.** Mix additives with water and apply as a thin
water suspension or slurry using either trucks with approved
distributors or rotary mixers. Equip the distributor truck or rotary
mixer tank with an agitator to keep the additives suspended in water.
Make successive passes over the material to obtain the moisture and
additive content for mixing and compacting.

**213.06 Mixing.** Keep all traffic, except mixing equipment, off the
spread material. Mix the material to obtain a homogeneous friable
mixture.

**(a) Lime and lime/fly ash mixtures.** Add water and thoroughly mix to
adjust the moisture content of the mixture to the optimum moisture
content plus necessary hydration moisture. Hydration moisture is 1½
percent for each percent of additive in the mixture. Complete the mixing
within 6 hours of additive application. Cure the mixture for 2 to 4 days
by keeping it moist.

After curing, remix the mixture until 95 percent of all the mixture,
except rock, passes a 45-millimeter sieve and at least 50 percent of the
mixture passes a 4.75-millimeter sieve when tested according to AASHTO T
27, in a nondried condition. Retarders may be added.

**(b) Cement mixtures.** Add water and thoroughly mix to adjust the
moisture content of the mixture to 2 percent above the optimum moisture
content. Complete the mixing within 2 hours of cement application.

Adjust the moisture content of the mixture to within 2 percent of the
optimum moisture content.

**213.07 Compacting and Finishing.** Immediately after mixing, spread
and compact the mixture to at least 95 percent of the maximum density.
Determine the inplace density and moisture content according to AASHTO T
310 or other approved test procedures. If the time between compacting
adjacent partial widths exceeds 30 minutes, or when tying into the
previous work, provide a construction joint according to Subsection
302.07. Finish the subgrade so it is smooth and suitable for placing a
subsequent course.

**213.08 Curing.** Do not allow traffic on the stabilized subgrade. Keep
the subgrade continuously moist until the next course is placed. Apply
water under pressure through a spray bar equipped with nozzles, which
produce a fine, uniform spray. Place the next course within 7 days after
compacting and finishing the subgrade.

Placement of the next course may be deferred up to 21 days by sealing
the surface with rapid setting emulsified asphalt. Keep the surface
continuously moist for at least 7 days after compacting and finishing.
After the 7 days, apply undiluted CRS-2 or RS-2 emulsified asphalt at a
rate of 1.1 liters per square meter according to Section 409. Provide a
continuous film over the surface. If the surface is opened to public
traffic, furnish and apply blotter according to Section 411.

If the subgrade looses stability, density, or finish before placement of
the next course, reprocess or recompact the subgrade as necessary to
restore the strength of the damaged material to that specified in the
mix design. Reapply the emulsified asphalt seal where the continuous
film is damaged.

**213.09 Acceptance.** See Table 213-2 for sampling and testing
requirements.

Material for blotter, chemical admixtures (retarder), fly ash, lime,
hydraulic cement, and water will be evaluated under Subsections 106.02
and 106.03.

Emulsified asphalt will be evaluated under Subsections 106.03 and
702.09.

Subgrade stabilization work will be evaluated under Subsections 106.02
and 106.04.

Reconditioning of subgrade will be evaluated under Section 303.

Emulsified asphalt seal will be evaluated under Section 409.

Measurement

**213.10** Measure the Section 213 items listed in the bid schedule
according to Subsection 109.02 and the following as applicable.

Measure the width horizontally to include the top of subgrade width and
allowable curve widening. Measure length horizontally along the
centerline of the roadway.

Measure emulsified asphalt under Section 409.

Measure blotter under Section 411.

Payment

**213.11** The accepted quantities will be paid at the contract price
per unit of measurement for the Section 213 pay items listed in the bid
schedule. Payment will be full compensation for the work prescribed in
this Section. See Subsection 109.05.

+--------+--------+--------+--------+------------+----------+-----+
| Table  | **Rep  | Before | "      | Before     | Before   | \(  |
| 213-2  | orting | using  |        | placing    | p        | 1\) |
|        | Time** |        |        |            | roducing | Min |
| Sa     |        | in     |        | next layer |          | ium |
| mpling |        | work   |        |            |          | of  |
| and    |        |        |        |            |          | 5   |
| T      |        |        |        |            |          | poi |
| esting |        |        |        |            |          | nts |
| Requir |        |        |        |            |          | per |
| ements |        |        |        |            |          | pr  |
|        |        |        |        |            |          | oct |
|        |        |        |        |            |          | or. |
+--------+--------+--------+--------+------------+----------+-----+
|        | **S    | Yes    | "      | ---        | "        |     |
|        | plit** |        |        |            |          |     |
|        |        |        |        |            |          |     |
|        | **Sa   |        |        |            |          |     |
|        | mple** |        |        |            |          |     |
+--------+--------+--------+--------+------------+----------+-----+
|        | *      | Pro    | "      | In-place   | After    |     |
|        | *Point | cessed |        |            | propo    |     |
|        | of     |        |        |            | rtioning |     |
|        | Samp   | ma     |        |            |          |     |
|        | ling** | terial |        |            |          |     |
+--------+--------+--------+--------+------------+----------+-----+
|        | **Samp | 1 per  | "      | 1 per 2000 | 1 per    |     |
|        | ling** | 5000   |        | m^2^, but  | mix      |     |
|        |        | m^2^   |        |            | design   |     |
|        | *      |        |        | not less   |          |     |
|        | *Frequ |        |        | than       |          |     |
|        | ency** |        |        |            |          |     |
|        |        |        |        | 1 per      |          |     |
|        |        |        |        | layer      |          |     |
+--------+--------+--------+--------+------------+----------+-----+
|        | **Test | AASHTO | AASHTO | AASHTO T   | ASTM D   |     |
|        | M      | T 27   | T 99,  | 310 or     | 5102, C  |     |
|        | ethods |        |        |            | 593,     |     |
|        | Spec   | & T 11 | method | other      |          |     |
|        | ificat |        | C^(1)^ | approved   | & D 1633 |     |
|        | ions** |        |        | procedures |          |     |
+--------+--------+--------+--------+------------+----------+-----+
|        | **Cate | ---    | ---    | ---        | ---      |     |
|        | gory** |        |        |            |          |     |
+--------+--------+--------+--------+------------+----------+-----+
|        | **Char | Gra    | Moi    | Compaction | Strength |     |
|        | acteri | dation | sture- |            |          |     |
|        | stic** |        |        |            |          |     |
|        |        |        | d      |            |          |     |
|        |        |        | ensity |            |          |     |
+--------+--------+--------+--------+------------+----------+-----+
|        | **Type | Me     |        |            |          |     |
|        | of     | asured |        |            |          |     |
|        | Acce   | and    |        |            |          |     |
|        | ptance | tested |        |            |          |     |
|        | (S     |        |        |            |          |     |
|        | ubsect | for    |        |            |          |     |
|        | ion)** | confo  |        |            |          |     |
|        |        | rmance |        |            |          |     |
|        |        |        |        |            |          |     |
|        |        | (1     |        |            |          |     |
|        |        | 06.04) |        |            |          |     |
+--------+--------+--------+--------+------------+----------+-----+
|        | **Ma   | Remix  |        |            |          |     |
|        | terial | ma     |        |            |          |     |
|        | or     | terial |        |            |          |     |
|        | Pro    |        |        |            |          |     |
|        | duct** |        |        |            |          |     |
+--------+--------+--------+--------+------------+----------+-----+