WALLS
731.01Description
This work shall consist of the design, furnishing materials, and placement of MSE retaining walls in accordance with 105.03.
731.02General Desi gn Requirements
An MSE retaining wall shall consist of a non-structural concrete leveling pad, concrete face panels, precast or cast-in-place concrete coping, ground reinforcement 10 elements mechanically connected to each panel, and accommodations for appurtenances behind, in front of, under, mounted upon, or passing through the wall. Ground reinforcement shall have sufficient strength, frictional resistance, and quantity as required by design. If a drainage system is shown on the plans, the wall design shall accommodate the drainage system.
The MSE retaining wall system shall be selected from the QPL of Retaining Wall Systems. A retaining wall system manufacturer will be considered for inclusion on the QPL by following ITM 806, Procedure J. The quantities shown in the Schedule of Pay Items will be the same for each MSE retaining wall system. The MSE retaining wall 20 panels shall be constructed as shown on the panels’ working drawings, based on the requirements herein.
If the wall manufacturer needs additional information to complete the design, the Contractor shall be responsible for obtaining such information.
All appurtenances behind, in front of, under, mounted upon, or passing through the wall such as drainage structures, utilities, or other appurtenances shown on the plans, shall be accounted for in the design of the wall.
The Contractor shall determine the final leveling-pad layout and step elevations that provide the wall envelope shown on the plans. The Contractor shall use this information to provide a final horizontal plan and vertical elevation profile along the front face of the wall to acco unt for the wall envelope shown on the plans. The final coping or top-of-wall elevations shall be at or above those shown on control line 1 on the plans. The final top-of-leveling-pad elevations shall be at or below those shown on control line 3 on the plans. Leveling-pad steps shall be in 2.5 ft increments. The top of the leveling pad elevation shall be a minimum of 1.0 ft above the ordinary high water mark, OHWM, or the groundwater table elevation, whichever is higher. The leveling pad dimensions shall typically be 12 in. wide and 6 in. thick and as shown on the 40 working drawings.
Where a coping is utilized, the wall face panel shall extend up into the coping as shown on the plans. The top of the face panels may be level or sloped to meet the top 731.01
of the face panel line shown. Cast-in-place concrete will not be an acceptable replacement for panel areas indicated by the wall envelope.
Where walls or wall sections intersect with an included angle of 130° or less, a single vertical corner element separate from the standard panel face shall abut and interact with the opposing panels. The corner element shall have ground reinforcement 50 connected specifically to that panel. All turn-point locations where the wall forms an angle that are shown on the working drawings shall correspond to those shown on the plans unless otherwise approved in writing by the Engineer.
Face panels shall be designed to accommodate a differential settlement of 1 linear unit in 100. Face panels of an area greater than 32 sq ft through 64 sq ft shall be designed to accommodate differential settlement of 1 linear unit in 200. Where shown on the plans, slip joints to accommodate excessive or differential settlement shall be included.
Only one typical face panel shape and ar chitectural finish shall be used per contract.
731.03Design Criteria
The internal, external, and compound stab ility shall be the re sponsibility of the Contractor. The global stability of the wall mass will be the responsibility of the Engineer.
The Contractor shall use the information supplied in the contract documents including but not limited to the plans and the geotechnical report when designing the 70 wall. The design of the wall including the internal, external, and compound stability shall be in accordance with the AASHTO LRFD Bridge Design Specifications and the requirements specified herein.
The splay angle of soil reinforcement m easured from a line pe rpendicular to the wall face, to avoid an obstruction, shall not be more than 15°. The tensile capacity of the splayed reinforcement shall be reduced by the cosine of the splay angle.
The design for internal stability shall include connection st rength design. Each design case shall present maximum tension capacity, soil overburden pressure, and 80 horizontal pressure at each reinforcement level, pullout capacity at each reinforcement level, the length of embedment in the resisting zone, and the total length of reinforcement at each level.
The design for the external stability shall include applied bearing pressure, overturning, sliding, and stability of temporary construction slopes.
The design for the compound stability shall include the slope present on top of and at the toe of the MSE wall.
731.03
The value of the pullout resistance factor, F*, used in design calculations shall be obtained from AASHTO LRFD Bridge Design Specifications figure 11.10.6.3.2-2.
The minimum embedment at the front face of the wall shall be in accordance with the AASHTO LRFD Bridge Design Specifications, section 11.10.2.2. However, the minimum embedment depth to the top of the leveling pad shall never be less than 3 ft unless founded on rock. A 4 ft horizontal bench in front of the wall shall be provided for slopes steeper than 4.0H:1.0V.
The embedment and bench material, at th e front face of the wall, shall match the 100 structural backfill material used for the wall and shall be encased in accordance with
203.09. Geotextiles, Type 2B, in accordance with 918.02(a), shall be installed over the
bench material in accordance with 616. 11. The embedment and bench shall be daylighted at the bottom of the slope with uniform riprap placed at a minimum 12 in. depth for erosion control.
An MSE wall shall be designed fo r a service life of 75 years.
The theoretical failure plane within the soil mass shall be analyzed so that the soil-110 stabilizing component extends sufficiently beyond the failure plane to stabilize the material. External loads which affect the internal stability, such as those applied through piling, bridge footings, traffic, crashwall, or slope surcharge, shall be accounted for in the design. The sizes of all structural elements shall be determined such that the design load stresses do not exceed the factored stresses shown in the AASHTO LRFD Bridge Design Specifications.
The material used as backfill in the reinforced backfill zone shall be assumed to have a unit weight of at least 120 lb/cu ft unless lightweight fill has been specified. 7KHijDQJOHIRUWKHLQWHUQDOGHVLJQRIWKHUHLQIRUFHGEDFNILOOVKDOOEH7KHijDQJOH120 of the retained backfill zone shall be 30° for design. For the external design parameters, such as but not limited to, bearing capac ity, sliding, overturning, eccentricity, and global stability, the actual soil strength parameters and the expected settlement of the existing soil under the reinforced backfill zone shall be obtained from the geotechnical report.
The wall limits shall be defined by the wall envelope shown on the plans. For internal stability design purposes, the design height, H D, of wall shall be as follows:
HD, shall be measured from the theoretical top of the leveling pad to the top of the coping or to the gutter line of the traffic barrier. The top of the wall shall be the theoretical top of the face panels only where a coping or barrier is not used.
731.03
wall, H D, shall be measured from the theoretical top of the leveling pad to a point above the top of the wall as calculated from the formula as follows: 140
HD = H + 0.3H tanȕ
1-0.3tanȕ
where: ȕ VXUFKDUJHVORSHDQJOHDVPHDVXUHGIURPWKHWRSRIWKH coping, and H = height of the wall from the theoretical top of the leveling pad to the top of the coping.
D, shall be measured from the theoretical top of the leveling pad to the top 150 of the roadway surface.
The ground reinforcement length shall be the controlling length resulting from the internal or external design. The minimum ground reinforcement length for an MSE wall shall be the greater of 0.7H D or 8 ft, where HD is the design height of the wall.
The ground reinforcement shall be the same length from the bottom to the top of each wall section regardless of the type of ground reinforcement used. Differing ground reinforcement elements shall be marked for ease of construction. This element 160 may be used individually or in a prefabricated grouping.
The ground reinforcement for the MSE volume shall be sized using the lesser of the factored loads for each specific connection and each specific reinforcing element. The connection’s applied factored load and effective pullout length shall be determined in accordance with the AASHTO LRFD Bridge Design Specifications.
For mats, grids, or strip steel, the minimum zinc coating thickness shall be 2 oz/sq ft. Such thickness shall be assumed to be 4 mils for purpose of calculation of reduced structural section. 170
The factored applied bearing pressu res under the stabilized mass for each reinforcement unit’s length shall be shown on the working drawings. It shall not exceed the maximum factored soil bearing resistance shown on the plans. Passive pressure in front of the wall mass shall be assumed to be zero for design purposes.
Traffic load shall be considered as live lo ad surcharge. The load factor of traffic 180 load shall be 1.75 in accordance with AASHTO LRFD Bridge Design Specifications table 3.4.1-1. 731.03
Where traffic barriers are constructed above an MSE wall or reinforced backfill zone, the MSE wall supporting traffic shall include computations showing that the Extreme Event II limit state due to traffic impact has been met.
Loadings for MSE wall design for the Extreme Event II limit state shall be in accordance with the following table: 190
Maximum Nominal Tension Rupture and Pullout Impact Loads Layer Tension Impact Load Pullout Impact Load First Top Layer 2,300 lb/ft 1,300 lb/ft Second Top Layer 600 lb/ft 600 lb/ft
The Extreme Event II design for the top two layers shall be separately prepared and compared with the routine internal stability design.
For internal stability analysis of MSE walls, each layer of reinforcement is assigned a tributary area, A trib in accordance with FH WA publication No. FHWA- NHI-10-025, Design and Construction of Mechanically Stabilized Earth Walls and Reinforced Soil Slopes Volume II and as follows: 200
Atrib = (wp) (Svt)
where:
w p = the wall system concrete panel width of the precast facing element, and Svt = the vertical tributary spacing of the reinforcement based on the location of the reinforcement above and below the level of the reinforcement under consideration.
For a wall system with steel reinforcemen t, within each tributary area, the factored reinforcement tensile resistance, T r, and the factored pullout resistance, Prr, shall be no less than the maximum factored tension load, Tmax. If the calculated minimum number
of strips is a decimal number, the minimum number required shall be rounded up to210
the next whole number.
731.04Submittals
The Contractor shall submit working drawings in accordance with 105.02. The
Contractor shall submit design calculations in accordance with 105.02 and the
following additional requirements. In case of discrepancy, the requirements listed
below supersede those listed in 105.02. Design calculations shall include each design
case of the MSE wall analyzed. Calculations may be in either longhand or computer-
731.04
833
printout format and shall follow a systematic and logical methodology. A summary
sheet that shows design assumptions and their source, controlling parameters and load220
cases, and other pertinent input and output information shall be included with the
calculations package. Wall construction operations shall not begin until the Contractor
receives written notice that the working drawings are approved.
quantities, and cross-sections necessary to construct the wall. They
shall include, but shall not be limited to, the following:
which shall include the following:230
alignment points with stations and offsets.
construction centerline to the face of the wall at all changes in
horizontal alignment. A plan view and elevation view which
detail the placing position and connection of all ground
reinforcement units in areas where piling, utility, or other240
structures are near the wall.
to the wall alignment, which shall include the following:
vertical break points at least every 50 ft along the face
of the wall.
envelope shown on the plans.
element, all reinforcement in the element, and the location of ground
reinforcement connection devices embedded in the panels.
260
including outletting of internal drainage from the MSE volume.
731.04
834
as piles, catch basins, or utilities.
ground reinforcement.270
materials.
format:
280
MATERIALS
731.05Materials
Materials shall be in accordance with the following:
Admixtures for Concrete ............................................. 912.03
Wall Detail Design Value
Design Life
Reinforcement
Type
Configuration (strip or grid)
Width, in.
E c (Corroded Thickness), in.
Reinforcement Strength (Fy ), ksi
Coverage Ratio (Rc )
Reinforced Fill
Type
Unit Weight, pcf
Friction Angle, degrees
Reinforcement Pullout
Resistance
F*
Į
Retained Fill
Type
Unit Weight, pcf
Friction Angle, degrees
Foundation Soil
Type
Unit Weight, pcf
Friction Angle or cohesion A ,
degrees or lb/sq ft
A Use only one value, whichever is applicable.
731.05
835
Air Cooled Blast Furnace Slag .................................... 901.09
Alignment Pins ............................................................ 910.07(d)
B Borrow ..................................................................... 211.02
Coarse Aggregate, Class A or Higher,290
Size No. 8, No. 91................................................. 904.03
Coarse Aggregate, Class F or Higher,
Size No. 93PG ...................................................... 904.03
Components of MSE Retaining Walls......................... 901.10
Deformed and Smooth Steel WWR............................. 910.01(b)5
Fly Ash ........................................................................ 901.02
Geotextile for Use Under Riprap ................................. 918.02
Ground Reinforcement ................................................ 910.07(b)300
Joint Spacers and Joint Covering................................. 901.10(b)
Portland Cement .......................................................... 901.01(b)
Preformed Expansion Joint Filler ................................ 906.03
Rapid Setting Patch Materials ..................................... 901.07
Reinforcing Bars.......................................................... 910.01
Steel Components of MSE Retaining Walls ................ 910.07
Structure Backfill, Type 3 ........................................... 211.03.1, 904.05
Underdrains for MSE Walls ........................................ 718.03
Water ........................................................................... 913.01310
Concrete for the leveling pad and coping shall be class A. Concrete used in
openings to accommodate appurtenances behind, in front of, under, mounted upon, or
passing through the wall shall be class C.
The Contractor shall supply all materials listed in 901.10, 910.07, and tie strips,
bearing pads, and all necessary incidentals through a manufacturer listed on the QPL
of Retaining Wall Systems.
Structure backfill Type 3 in accordance with 211 shall be used in the MSE wall
reinforced backfill zone and the horizontal bench in front of the wall. Structure backfill
nominal size aggregates No. 4 and No. 30 shall not be used.
Structure backfill in the retained backfill zone shall be Type 3 or B borrow as
shown on the plans.
330
If the Contractor elects to use a different size aggregate in the retained backfill
zone from that used in the reinforced backfill zone, geotextiles Type 2B in accordance
731.05
836
with 918.02(a) shall be installed at the interface between the reinforced and retained
backfill zones.
If the Contractor elects to use the same size coarse aggregate in both the reinforced
and retained backfill zones, geotextiles Type 2B in accordance with 918.02(a) shall be
installed along the interface between the retained backfill zone and the adjacent soil.
In addition, geotextiles Type 2B in accordance with 918.02(a) shall be installed at all340
interfaces of coarse aggregate and finer soils when used in the foundation.
CONSTRUCTION REQUIREMENTS
731.06General Requirements
The wall manufacturer’s representative shall provide technical instruction,
guidance in pre-construction activities including the pre-construction conference, and
on-site technical assistance to the Contractor during construction.
731.07Foundation Preparation350
Prior to wall construction, the foundation for the structure shall be graded for a
width equal to or exceeding the length of the ground reinforcement or as shown on the
plans. The foundation, if not in rock, shall then be compacted in accordance with 203.
After the foundation has been compacted, the resulting grade of the foundation shall
be 1 in. per foot sloped from the back of the leveling pad downward toward the back
of the reinforced zone. The portion of the foundation beneath the leveling pad shall
not be sloped. The foundation shall be proofrolled in accordance with 203.26. If
unsuitable foundation material is encountered, it shall be removed and replaced with
B borrow in accordance with 211.02 and compacted in accordance with 211.04.
360
After proofrolling has been completed and all unsuitable foundation material has
been removed and replaced, compaction of the portion of the foundation beneath the
reinforced backfill zone will be verified by dynamic cone penetrometer, DCP, testing
in accordance with ITM 509.
One DCP measurement for every 500 sq ft within the reinforced backfill zone and
five DCP measurements per end bent will be performed.
A DCP measurement is defined as the number of blows per 6 in. increment for a
total penetration of 30 in., based on five sets of DCP readings at each location. A370
minimum of five blows of the DCP for each 6 in. increment is considered acceptable.
Unsuitable areas shall be removed, replaced, and compacted in accordance with
203 and 211. DCP verification of compaction beneath the reinforced backfill zone will
not be required if the foundation is in an embankment section that is constructed in
accordance with 203.
731.06
837
An unreinforced concrete leveling pad shall be provided at each foundation level
as shown on the plans. The leveling pad shall be cured in accordance with 702.22 for
a minimum of 12 h before placement of concrete face panels.380
731.08Retaining Wall Excavation
The Contractor shall notify the Engineer a minimum of 7 calendar days or other
time as mutually agreed upon before beginning the excavation so that measurements
can be taken of the undisturbed ground.
Prior to starting excavation operations at the wall site, the area shall be cleared
and grubbed to the excavation with the limits shown on the plans and in accordance
with 201.03. All timber, stumps, or debris shall be disposed of in accordance with
201.03. Excavation shall include the construction and subsequent removal of all390
necessary bracing, shoring, sheeting, and cribbing. Excavation shall also include all
pumping, bailing, and draining.
The excavation shall be shored or braced in accordance with State and local safety
requirements. Excavation and related work shall be performed such that no portion of
the wall is endangered by subsequent operations.
Where excavation for the wall requires shoring, sheeting, or bracing, the method
shall be shown on the working drawings. Excavation operations shall not begin until
the Contractor receives notice that the working drawings are approved.400
After the excavation for the wall has been performed, the Contractor shall notify
the Engineer. The material beneath the leveling pad shall be compacted in accordance
with 203. Concrete for the leveling pad shall not be placed until the Engineer has
approved the depth of the excavation and the foundation material. The leveling pad
shall be in accordance with 731.07.
When an internal drainage system is shown on the plans, the drain pipe shall be 6
in. underdrain pipe in accordance with 715.02(d). The remainder of the internal
drainage system shall be in accordance with 718, longitudinal underdrains. Video410
inspection will not be required.
731.09Wall Erection
Concrete face panels shall be handled by means of a lifting device set into the
upper edge of each panel. Panels shall be placed in successive horizontal lifts in the
sequence shown on the plans as backfill placement proceeds. As backfill material is
placed behind the panels, the panels shall be maintained in vertical position by means
of temporary wooden wedges placed in the joint at the junction of the two adjacent
panels on the external side of the wall. External bracing will be required for the initial
lift.420
731.09
838
Panels shall be stored on blocking to minimize contact with the ground or being
covered by standing water. Panels placed in contact with the ground or covered by
standing water shall have face discoloration removed by means of a chemical wash.
Plumb, vertical tolerances, and horizontal alignment tolerances shall not exceed
3/4 in. as measured with a 10 ft straightedge. The maximum allowable offset in panel
joints shall be 3/4 in. For a wall of over 10 ft height, the overall plumb from top to
bottom of the wall shall not exceed 0.05 in./ft of wall height.
430
For aesthetic considerations and to make differential settlement unnoticeable, the
panels shall be erected such that the horizontal site line is discontinuous at every other
panel. This shall be accomplished by starting erection with the lower panel level of
each wall by alternating full-height and half-height panels. Panels above the lowest
level shall be of a uniform size, except as required to top out the wall, to be in
accordance with the plan elevations.
The Contractor shall perform the necessary work to verify that the foundation is
at the correct elevation, that the wall is constructed to the correct alignment, and that
the work is in accordance with the specified tolerances. The checking of alignments440
and tolerances shall include verifying that the plumb of the face panels is in accordance
with 731.10 over the entire height of the wall. Alignment shall be checked at each
layer of panels after the backfill behind the panels has been compacted, and the results
shall be recorded.
The connections of the ground reinforcement to the panels shall be in two
elevations for full height panels. The connections shall not be more than 30 in.
vertically apart. To prevent out-of-plane rotation, full height face panels shall be
connected to the ground reinforcement on at least three different points in two different
planes. However, a preapproved system utilizing a horizontal stabilizing leg to prevent450
rotation shall require only ground reinforcement attachments in one plane. Partial size
panels shall have three different connection points, but only one plane shall be attached
to the ground reinforcement. Panels located at the top of the wall shall not be attached
to the coping or traffic barrier.
Ground reinforcement shall be placed normal to the face of the wall, unless
otherwise shown on the plans or as directed. Prior to placement of the ground
reinforcement, backfill shall be compacted in accordance with 731.11.
731.10Joint Spacers and Joint Covering for Wall Panels460
Horizontal and vertical joint spacers shall be provided between adjacent face
panels to prevent concrete-to-concrete contact and chipping if differential settlement
occurs. Panels without an uninterrupted vertical joint shall have a minimum joint
thickness of 3/4 in. Joint covering shall be provided and attached to the rear face of
the panels. Geotextiles used to cover the joint behind the MSE wall facing panels shall
be in accordance with 918.02(a), Type 2B.
731.10
839
731.11Backfill Placement
Backfill placement shall follow erection of each course of panels and ground
reinforcement. All sheeting and bracing shall be removed as the backfilling progresses.470
Backfill shall be placed to avoid damage or disturbance to the wall materials or
misalignment of the concrete face panels. All material for backfill shall be subject to
approval and shall be free from lumps, wood, or other undesirable material. Wall
materials that become damaged or disturbed during backfill placement shall be
removed and replaced or corrected as directed. All misalignment or distortion of the
concrete face panels due to placement of backfill outside the limits described herein
shall be corrected as directed.
B borrow shall be compacted in accordance with 203.23 or 203.24. For structure
backfill Type 3, compaction shall consist of five passes with a vibratory roller and one480
pass with the same roller in static mode. Compaction equipment shall be in accordance
with 409.03(d). All displacement or rutting of the aggregate shall be repaired prior to
placing subsequent material.
The maximum loose lift thickness shall not exceed 9 in. However, lifts within 3
ft of the wall shall not exceed 5 in. in loose thickness. This lift thickness shall be
decreased, if necessary, to obtain the specified density.
Compaction within 3 ft of the back face of the concrete face panels shall be
achieved by means of a minimum of five passes with a lightweight mechanical tamper,490
roller, or an alternative vibratory system.
At the end of each day's operation, the last level of backfill shall be sloped away
from the wall units. Surface runoff from adjacent areas shall not enter the wall
construction site.
Subsurface drainage for the pavement section shall be underdrains for MSE walls
and shall be as shown on the plans.
Cutting or altering of ground reinforcement in the field shall not be performed500
unless one of the alternatives in Article 11.10.10.4 of the AASHTO LRFD Bridge
Design Specifications is followed and a compensating adjustment is made in the wall
design. All adjustments shall be shown on revised working drawings, signed by, and
shall bear the seal of a professional engineer, and submitted to the Engineer for
approval. Cutting shall be considered only if adequate additional ground reinforcement
is provided to produce the required strength shown in the approved calculations. If the
ground reinforcement is shortened in the field, the cut ends shall be covered with a
galvanized paint or coal tar to prevent corrosion of the metal.
731.12Method of Measurement510
The measurement of concrete face panels and wall erection will be based on the
square foot of area contained within the neat line limits of the wall envelope shown on
the plans and not that of the wall system supplier.
731.12
840
Concrete leveling pad will be measured by the linear foot. Common excavation
will be measured by the cubic yard in accordance with 203.27(a) to the neat lines
shown on the plans. Structure backfill and B borrow will be measured in accordance
with 211.09. Unsuitable foundation materials, if found, will be measured in
accordance with 211.09. Geotextile used in conjunction with MSE wall construction
will not be measured for payment. Underdrains for MSE walls and components of the520
internal drainage system will be measured in accordance with 718.09. If unsuitable
foundation material is encountered in the portion of the foundation beneath the
leveling pad in a section constructed on original ground or in a cut section, the removal,
replacement, and compaction of the new material will be measured in accordance with
203 and 211.
Precast or cast-in-place concrete coping will not be measured.
731.13Basis of Payment
The accepted quantities of concrete face panels will be paid for at the contract unit530
price per square foot. Wall erection will be paid for at the contract unit price per square
foot. Concrete leveling pad, complete and in place, will be paid for at the contract unit
price per linear foot for leveling pad. Common excavation will be paid for in
accordance with 203.28. Structure backfill and B borrow will be paid for in accordance
with 211.10, except that structure backfill used in the retained backfill zone will be
paid for as B borrow. Unsuitable foundation materials, if found, will be paid for in
accordance with 211.10. Underdrains for MSE walls and components of an internal
drainage system will be paid for in accordance with 718.10.
Payment will be made under:540
Pay Item Pay Unit Symbol
Face Panels, Concrete ................................................................ SFT
Leveling Pad, Concrete ............................................................. LFT
Wall Erection ............................................................................. SFT
The cost of designing the wall system, services including the testing laboratory,
certified testing personnel, and the testing and inspection of the concrete panels shall
be included in the cost of face panels, concrete.550
The cost of all wall materials including concrete face panels, ground
reinforcement, tie strips, fasteners, joint materials, joint covering, precast or cast-in-
place concrete coping, repair or replacement of face panels damaged or removed due
to backfill placement, and incidentals shall be included in the cost of face panels,
concrete.
731.13
841
The cost of all labor and materials required to prepare the wall foundation, place
the ground reinforcement, and erect the concrete face panels shall be included in the
cost of wall erection.560
If unsuitable foundation material is encountered in the portion of the foundation
beneath the reinforced backfill zone in a section constructed on original ground or in
a cut section, the cost of removal, replacement, and compaction of new material will
be paid for in accordance with 203 and 211.
If unsuitable foundation material is encountered in the portion of the foundation
beneath the reinforced backfill zone that is constructed on an embankment section that
is constructed under the same contract, the cost of removal, replacement, and
compaction of new material will not be considered for payment.570
The cost for geotextile used in MSE wall construction shall be included in the cost
of the pay items in this section.
The cost of refilling and refinishing of the core holes from verification coring shall
be included in the cost of face panels, concrete.
The cost of performing the laboratory tests by a qualified geotechnical consultant
for structure backfill or ACBF slag shall be included in the cost of the pay items in
this section.580
The cost of cutting, altering, or recoating the ground reinforcement at the site shall
be included in the cost of wall erection.
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