Standard Specifications for Road, Bridge, and Municipal Construction 2020 (M 41-10)

Soil Nail Walls

6-15

The Engineer will evaluate the results of each verification test and make a determination
of the suitability of the test and of the Contractor’s proposed production nail design
and installation system. Tests that fail to meet the design criteria will require additional
verification testing or an approved revision to the Contractor’s proposed production nail
design and installation system. If a nail fails in creep, retesting will not be allowed.

A verification tested nail with a 60-minute load hold at 1.50TL is acceptable if:
1. The nail carries the test load with a creep rate that does not exceed 0.08 inch per log

cycle of time and is at a linear or decreasing creep rate.

2. The total movement at the test load exceeds 80 percent of the theoretical elastic

elongation of the non-bonded length.

Furthermore, a pullout failure shall not occur for the verification test anchor at the 2.0TL
maximum load. Pullout failure load is defined as the load at which attempts to increase
the test load result only in continued pullout movement of the test nail without a
sustainable increase in the test load.

6-15.3(8)B

Proof Testing

Proof tests shall be performed on proof test soil nails installed within the pattern of
the production soil nails at the locations shown in the Plans. Proof test soil nails shall
be installed using the same equipment, methods, nail inclination, nail length, and hole
diameter as for adjacent production nails. The Contractor shall maintain the side-wall
stability of the drill hole for the non-grouted portion during the test. The bond length
shall be determined from the Nail Schedule and Test Nail Detail shown in the Plans. Prior
to beginning proof testing, the Contractor shall measure and record the length of the
nonbonded zone for each proof test soil nail.

Proof tests shall be performed by incrementally loading the nail in accordance with the
schedule below. The anchor movement shall be measured and recorded to the nearest
0.001 inch with respect to an independent fixed reference point in the same manner as
for the verification tests at the alignment load and at each increment of load. The load
shall be monitored in accordance with

Section 6-15.3(8)

. The scheduling of hold times

shall be as follows:

1 minute

0.25TL

5 minutes

0.50TL

5 minutes

0.75TL

5 minutes

1.00TL

5 minutes

1.25TL

5 minutes

1.50TL

10 minutes

AL = Nail Alignment Load
TL = Nail Test Load

Page 6-304

Soil Nail Walls

The maximum load in a proof test shall be held for 10 minutes. The load hold period
shall start as soon as the maximum load is applied and the nail movement with respect
to an independent fixed reference shall be measured and recorded at 1, 2, 3, 4, 5, 6, and
10 minutes. The nail movement between 1 and 10 minutes shall not exceed 0.04 inches.
If the nail movement between 1 and 10 minutes exceeds 0.04 inches, the maximum load
shall be held an additional 50 minutes. If the load hold is extended, the nail movement
shall be recorded at 20, 30, 40, 50, and 60 minutes. If a nail fails in creep, retesting will
not be allowed.

A proof tested nail is acceptable if:
1. The nail carries the maximum load with less than 0.04 inches of movement between

1 and 10 minutes, unless the load hold extended to 60 minutes, in which case the
nail would be acceptable if the creep rate does not exceed 0.08 inches per log cycle
of time.

2. The total movement at the maximum load exceeded 80 percent of the theoretical

elastic elongation of the non-bonded length.

The creep rate is not increasing with time during the load hold period.

If a proof test fails, the Engineer may direct the Contractor to replace some or all of the
installed production nails between the failed test and an adjacent proof test nail that has
met the test criteria. The Engineer may also require additional proof testing. All additional
proof tests, and all installation of additional or modified nails, shall be performed at no
additional expense to the Contracting Agency.

6-15.3(9) Concrete Fascia Panels

The Contractor shall construct the concrete fascia panels in accordance with

Section 6-02

and the details in the Plans. The concrete fascia panels shall be cured in accordance with
the

Section 6-02.3(11)

requirements specified for retaining walls. The Contractor shall

provide the specified surface finish as noted, and to the limits shown, in the Plans to the
exterior concrete surface. When noted in the Plans, the Contractor shall apply pigmented
sealer to the limits shown in the Plans.

Asphalt or cement concrete gutter shall be constructed as shown in the Plans and as
specified in

Section 8-04

6-15.4 Measurement

Prefabricated drainage mat will be measured by the square yard of material furnished
and installed.

Soil nails will be measured per each for each soil nail installed and accepted.

Soil nail verification test and soil nail proof test will be measured per each for each
successfully completed soil nail verification test and soil nail proof test at the locations
specified in the Special Provisions and shown in the Plans.

Soil Nail Walls

6-15

Shotcrete facing and concrete fascia panel will be measured by the square foot surface
area of the completed facing or fascia panel, measured to the neat lines of the facing or
panel as shown in the Plans.

6-15.5 Payment

Payment will be made for each of the following Bid items when they are included in the
Proposal:

“Soil Nail – Epoxy Coated”, per each.
“Soil Nail – Encapsulated”, per each.
All costs in connection with furnishing and installing the soil nails as specified shall
be included in the unit Contract price per each for “Soil Nail - ___”, including all
drilling, grouting, centralizers, bearing plates, welded shear connectors, nuts, and
other Work required for installation of each soil nail.
“Prefabricated Drainage Mat”, per square yard.
“Soil Nail Verification Test and Soil Nail Proof Test”, per each.
All costs in connection with successfully completing soil nail verification tests
and soil nail proof tests as specified shall be included in the unit contract price
per each for “Soil Nail Verification Test and Soil Nail Proof Test”, including removal
of the exposed portion of the test nail and backfilling the drilled hole with grout
or nonstructural filler.
“Concrete Fascia Panel”, per square foot.
All costs in connection with constructing the concrete fascia panels as specified shall
be included in the unit Contract price per square foot for “Concrete Fascia Panel”,
including all steel reinforcing bars, premolded joint filler, polyethylene bond breaker
strip, joint sealant, PVC pipe for weep holes, exterior surface finish, and pigmented
sealer (when specified).
Shotcrete facing will be paid for in accordance with

Section 6-18.5

Unless otherwise specified, all costs in connection with excavation in front of the
back face of the shotcrete facing shall be included in the unit Contract price per
cubic yard for “Roadway Excavation” or “Roadway Excavation Incl. Haul” as specified
in

Section 2-03.5

Page 6-306

Soldier Pile and Soldier Pile Tieback Walls

6-16

Soldier Pile and Soldier Pile Tieback Walls

6-16.1 Description

This Work consists of constructing soldier pile walls and soldier pile tieback walls.

6-16.2 Materials

Materials shall meet the requirements of the following sections:

Controlled Density Fill

2-09.3(1)E

Cement

9-01

Aggregates for Concrete

9-03.1

Gravel Backfill

9-03.12

Premolded Joint Filler

9-04.1(2)

Welded Shear Studs

9-06.15

Steel Reinforcing Bar

9-07.2

Epoxy-Coated Steel Reinforcing Bar

9-07.3

Paints

9-08

Timber Lagging

9-09.2

Preservative Treatment for Timber Lagging

9-09.3(1)

Soldier Piles

9-10.5

Concrete Curing Materials and Admixtures

9-23

Fly Ash

9-23.9

Water

9-25

Prefabricated Drainage Mat

9-33.2(3)

Other materials required shall be as specified in the Special Provisions.

6-16.3

Construction Requirements

6-16.3(1) Quality Assurance

The steel soldier piles shall be placed so that the centerline of the pile at the top is within
1 inch of the Plan location. The steel soldier pile shall be plumb, to within 0.5 percent of
the length based on the total length of the pile.

Welding, repair welding, and welding inspection shall conform to the

Section 6-03.3(25)

requirements for welding, repair welding, and welding inspection for all other steel
fabrication.

6-16.3(2) Submittals

The Contractor shall submit Type 2 Working Drawings consisting of shop plans as
specified in

Section 6-03.3(7)

for all structural steel, including the steel soldier piles,

and shall submit Type 2 Working Drawings consisting of shop plans and other details as
specified in

Section 6-17.3(3)

for permanent ground anchors.

The Contractor shall submit Type 1 Working Drawings consisting of the permanent
ground anchor grout mix design and the procedures for placing the grout to the Engineer
for approval.

Soldier Pile and Soldier Pile Tieback Walls

6-16

The Contractor shall submit Type 2E Working Drawings consisting of forming plans for
the concrete fascia panels, as specified in Sections

6-02.3(16)

and

6-02.3(17)

1. Where the lateral pressure from concrete placement, as specified in

Section

6-02.3(17)J

, is less than or equal to the design earth pressure, the Contractor may tie

forms directly to the soldier piles.

2. Where the lateral pressure from concrete placement, as specified in

Section

6-02.3(17)J

, is greater than the design earth pressure, the Contractor shall follow

one of the following procedures:
a. Tie the forms to strongbacks behind the lagging, or use some other system that

confines the pressure from concrete placement between the lagging and the
form panels, in addition to the ties to the soldier piles.

b. Reduce the rate of placing concrete to reduce the pressure from concrete

placement to less than or equal to the design earth pressure in addition to the
ties to the soldier piles.

c. Follow a procedure with a combination of a. and b.

3. The Contractor shall design the forms for an appropriate rate of placing concrete so

that no cold joints occur, considering the wall thickness and height, and volume of
concrete to be placed.

The Contractor shall submit Type 2 Working Drawings consisting of a shaft installation
plan. In preparing the submittal, the Contractor shall reference the available subsurface
data provided in the Contract test hole boring logs and the geotechnical report(s)
prepared for this project. This plan shall provide at least the following information:
1. An overall construction operation sequence and the sequence of shaft construction.
2. List, description, and capacities of proposed equipment including but not limited to

cranes, drills, augers, bailing buckets, final cleaning equipment, and drilling units. The
narrative shall describe why the equipment was selected, and describe equipment
suitability to the anticipated site and subsurface conditions. The narrative shall
include a project history of the drilling equipment demonstrating the successful use
of the equipment on shafts of equal or greater size in similar soil/rock conditions.

3. Details of shaft excavation methods including proposed drilling methods, methods

for cleanout of the shafts, disposal plan for excavated material and drilling slurry
(if applicable), and a review of method suitability to the anticipated site and
subsurface conditions.

4. Details of the method(s) to be used to ensure shaft stability (i.e., prevention of

caving, bottom heave, etc. using temporary casing, slurry, or other means) during
excavation and concrete placement. This shall include a review of method suitability
to the anticipated site and subsurface conditions. If temporary casings are proposed,
casing dimensions and detailed procedures for casing installation and removal shall
be provided. If slurry is proposed, detailed procedures for mixing, using, maintaining,
and disposing of the slurry shall be provided. A detailed mix design, and a discussion
of its suitability to the anticipated subsurface conditions shall also be provided for
the proposed slurry.

Page 6-308

Soldier Pile and Soldier Pile Tieback Walls

5. Details of soldier pile placement including internal support bracing and centralization

methods.

6. Details of concrete placement including proposed operational procedures for

pumping and/or tremie methods.

7. Details of the device used to prevent unauthorized entry into a shaft excavation.
8. The method to be used to form the horizontal construction joint at the top elevation

specified for concrete Class 4000P in the shaft.

6-16.3(3) Shaft Excavation

Shafts shall be excavated to the required depth as shown in the Plans. The minimum
diameter of the shaft shall be as shown in the Plans. The excavation shall be completed
in a continuous operation using equipment capable of excavating through the type of
material expected to be encountered.

The Contractor may use temporary telescoping casing to construct the shafts.

If the shaft excavation is stopped the shaft shall be secured by installation of a safety
cover. It shall be the Contractor’s responsibility to ensure the safety of the shaft and
surrounding soil and the stability of the sidewalls. A temporary casing, slurry, or other
methods specified in the shaft installation plan shall be used if necessary to ensure such
safety and stability.

Where caving in conditions are encountered, no further excavation will be allowed until
the Contractor has implemented the method to prevent ground caving as submitted in
accordance with item 4 of the Shaft Installation Plan.

No more than 2 inches of loose or disturbed material, for soldier piles with permanent
ground anchors, nor more than 12 inches of loose or disturbed material, for soldier piles
without permanent ground anchors, shall be present at the bottom of the shaft just prior
to beginning concrete placement.

The excavated shaft shall be inspected and receive acceptance by the Engineer prior to
proceeding with construction.

When obstructions are encountered, the Contractor shall notify the Engineer promptly.
An obstruction is defined as a specific object (including, but not limited to, boulders,
logs, and man made objects) encountered during the shaft excavation operation that
prevents or hinders the advance of the shaft excavation. When efforts to advance past
the obstruction to the design shaft tip elevation result in the rate of advance of the
shaft drilling equipment being significantly reduced relative to the rate of advance for
the rest of the shaft excavation, then the Contractor shall remove the obstruction under
the provisions of

Section 6-16.5

. The method of removal of such obstructions, and the

continuation of excavation shall be as proposed by the Contractor and approved by
the Engineer.

Soldier Pile and Soldier Pile Tieback Walls

6-16

Excavation of shafts shall not commence until a minimum of 12 hours after the shaft
backfill for the adjacent shafts has been placed.

The temporary casings for the shafts shall be removed. A minimum 5-foot head of
concrete shall be maintained to balance the soil and water pressure at the bottom of the
casing. The casing shall be smooth.

6-16.3(4) Installing Soldier Piles

Soldier piles, if spliced, shall conform to all requirements of

Section 6-05.3(6)

The prefabricated steel soldier piles shall be lowered into the drilled shafts and secured in
position. Concrete cover over the soldier pile shall be 3 inches minimum, except that the
cover over the soldier pile flange plate reinforcing at permanent ground anchor locations
shall be 1½ inches minimum.

The steel soldier piles and attachments shall be shop painted after fabrication to the limits
shown in the Plans with one coat of inorganic zinc primer. Application of the one coat of
primer shall be in accordance with

Section 6-07

. The welded shear studs may be attached

before or after painting. Paint damaged by welding shear studs in place does not require
repair.

6-16.3(5) Backfilling Shaft

The excavated shaft shall be backfilled with either controlled density fill (CDF), or
pumpable lean concrete, as shown in the Plans and subject to the following requirements:
1.  Dry shaft excavations shall be backfilled with CDF.
2.  Wet shaft excavations shall be backfilled with pumpable lean concrete.
3.  Pumpable lean concrete shall be a Contractor designed mix providing a minimum

28-day compressive strength of 100 psi. Acceptance of pumpable lean concrete will
conform to the acceptance requirements specified in

Section 2-09.3(1)

for CDF.

4. A wet shaft is defined as a shaft where water is entering the excavation and remains

present to a depth of 6 inches or more.

5. When the Plans or test hole boring logs identify the presence of a water table at

or above the elevation of the bottom of soldier pile shaft, the excavation shall be
considered as wet, except as otherwise noted. Such a shaft may be considered a dry
shaft provided the Contractor furnishes and installs casing that is sufficiently sealed
into competent soils such that water cannot enter the excavation.

Placement of the shaft backfill shall commence immediately after completing the shaft
excavation and receiving the Engineer’s approval of the excavation. CDF or pumpable lean
concrete shall be placed in one continuous operation to the top of the shaft. Vibration of
shaft backfill is not required.

If water is not present, the shaft backfill shall be deposited by a method that prevents
segregation of aggregates. The shaft backfill shall be placed such that the free-fall is
vertical down the shaft without hitting the sides of the soldier pile or the excavated

Page 6-310

Soldier Pile and Soldier Pile Tieback Walls

shaft. The Contractor’s method for depositing the shaft backfill shall have approval of the
Engineer prior to the placement of the shaft backfill.

If water is present, the shaft backfill shall be deposited in accordance with

Section

6-02.3(6)B

6-16.3(6) Designing and Installing Lagging and Installing Permanent Ground Anchors

Lagging for soldier pile walls shall conform to one of the following two categories:
1. Temporary lagging is defined as lagging that is in service as a structural member for

a maximum of 36 months before a permanent load-carrying fascia is in place, except
for the following exception: Lagging for soldier pile walls in site soils conforming
to an excluded soil type as defined under

Section 6-16.3(6)A

will be classified as

permanent lagging conforming to

Section 6-16.3(6)C

, in which case this requirement

will be specified in the Plans along with design details for such lagging.

2. Permanent lagging is defined as all lagging not conforming to the definition of

temporary lagging as specified in category 1, above.

6-16.3(6)A

Soil Classification

For the purposes of designing lagging for soldier pile walls, soils shall be categorized in the
classifications defined below.

Soil Type 1

The following shall be considered Type 1 soils:
1. Cohesive fine-grained soils either CL or CH of medium consistency with

γH/Su < 5.

2. Cohesive fine-grained soils either CL or CH that are stiff to very stiff and

nonfissured.

3. Fine-grained soils either ML or SM-ML that are above the water table.
4. Coarse-grained soils either GW, GP, GM, GC, SW, SP, or SM that are medium

dense to dense.

Soil Type 2

The following shall be considered Type 2 soils:
1. Cohesive fine-grained soils either CL or CH that are heavily overconsolidated

and fissured.

2. Fine-grained ML soils or coarse-grained SM-ML soils that are below the water

table.

3. Coarse-grained SC soil that is medium dense to dense and is below the water

table.

4. Coarse-grained soils either SW, SP, or SM that are loose.

Soldier Pile and Soldier Pile Tieback Walls

6-16

Soil Type 3

The following shall be considered Type 3 soils:

1. Cohesive fine-grained soils either CL or CH that are soft with γH/Su > 5.

2. Fine-grained slightly plastic ML soil that is below the water table.
3. Coarse-grained SC soil that is loose and below the water table.

Exclusions

Regardless of whether site soils conform to one of the soil types defined above, site soils
under the following conditions are excluded from the Type 1, Type 2, and Type 3 soil
classifications:
1. Disturbed soils such as those in landslides or known unstable areas.
2. Layered soils dipping into the excavation steeper than 4H:1V.

Lagging for soldier pile walls located in site soils excluded from the Type 1, Type 2, and
Type 3 soil classifications shall be designed in accordance with the latest AASHTO LRFD
Bridge Design Specifications with current interim specifications. Use of the table in

Section

6-16.3(6)B

for timber lagging in these situations will not be allowed.

6-16.3(6)B

Temporary Lagging

The Contractor shall design temporary lagging for all soldier pile walls. The temporary
lagging design shall be based on the following:
1. The AASHTO LRFD Bridge Design Specifications, latest edition with current interim

specifications, except that timber members used for temporary lagging may be
selected based on the table below.

2. The soil type as specified in the Plans or as determined from the geotechnical report

prepared for the project.

3. The soil pressure diagram, either as shown in the Plans or as included in the

geotechnical report prepared for the project, including the surcharge for temporary
construction load when shown in the Plans.

The Contractor shall submit Type 2E Working Drawings consisting of the soldier pile wall
lagging design details and supporting design calculations. The submittal shall include, at a
minimum, the following:
1. Description of the material used for the lagging, including identification of applicable

material specifications.

2. Installation method and sequence.
3. If the lagging material is to be removed during or after installation of the permanent

fascia, a description of how the lagging is removed without disturbing or damaging
the fascia, soldier piles, and retained soil, and a description of how, and with what
material, the void left by the removal of lagging is to be filled.

Page 6-312

Soldier Pile and Soldier Pile Tieback Walls

4. For all cases, except with timber for temporary lagging, a description with

appropriate details of how subsurface drainage is to be accommodated, either
in accordance with

Section 6-16.3(7)

for timber lagging,

Section 6-15.3(7)

for

shotcrete facing, or other means appropriate for the geotechnical site conditions and
acceptable to the Engineer for other lagging materials. Lagging materials and lagging
installation methods that cause the buildup of, and prevent the relief of, pore water
pressure will not be allowed. Free-draining materials are defined as those materials
that exhibit a greater permeability than the material being retained.

Temporary lagging may be untreated timber conforming to the

Section 9-09.2

requirements specified under Structures for timber lagging or another material selected
by the Contractor.

Timber for temporary lagging shall conform to the minimum actual thickness specified in
the table below for the soil type, exposed wall height, and lagging clear span as shown in
the Plans.

Notwithstanding the requirements of

Section 1-06.1

, steel materials used by the

Contractor as temporary lagging may be salvaged steel provided that the use of such
salvaged steel materials shall be subject to visual inspection and acceptance by the
Engineer. For salvaged steel materials where the grade of steel cannot be positively
identified, the design stresses for the steel shall conform to the

Section 6-02.3(17)B

requirements for salvaged steel, regardless of whether rivets are present or not.

Minimum Actual Thickness of Timber Used as Temporary Lagging

Soil Type

Exposed Wall

Height (feet)

25 and

under

Over 25

to 60

25 and

under

Over 25

to 60

15 and

under

Over 15

to 25

Over 25

Clear Span of

Lagging (feet)

Minimum Actual Thickness of Rough Cut Timber Lagging (inches)

See

Note

See

Note

See

Note

See

Note

See

Note

See

Note

See

Note

Soil Type as defined in

Section 6-16.3(6)A

For exposed wall heights exceeding the limits in the table above, or where minimum rough cut lagging

thickness is not provided, the Contractor shall design the lagging in accordance with the latest AASHTO LRFD
Bridge Design Specifications with current interim specifications.

Table modified from FHWA document “Lateral Support Systems and Underpinning” (Report No. FHWA-

RD-75-130).

Soldier Pile and Soldier Pile Tieback Walls

6-16

6-16.3(6)C

Permanent Lagging

Permanent lagging, including timber, shall be as shown in the Plans. The use of the table
in

Section 6-16.3(6)B

for the design of timber lagging for permanent lagging will not

be allowed.

6-16.3(6)D

Installing Lagging and Permanent Ground Anchors

The excavation and removal of CDF and pumpable lean concrete for the lagging
installation shall proceed in advance of the lagging and shall not begin until the CDF
and pumpable lean concrete are of sufficient strength that the material remains in
place during excavation and lagging installation. If the CDF or pumpable lean concrete
separates from the soldier pile, or caves or spalls from around the soldier pile, the
Contractor shall discontinue excavation and lagging installation operations until the CDF
and pumpable lean concrete is completely set. The bottom of the excavation in front of
the wall shall be level. Excavation shall conform to

Section 2-03

For walls without permanent ground anchors, the bottom of excavation shall not be more
than 3 feet below the bottom level of the lagging already installed, but in no case shall
the depth of excavation beneath the bottom level of installed lagging be such to cause
instability of the excavated face. For walls with permanent ground anchors, the bottom
of excavation shall be not more than 3 feet below the permanent ground anchor level
until all permanent ground anchors at that level are installed and stressed, but in no case
shall the depth of excavation beneath the permanent ground anchor level be such to
cause instability of the excavated face. Any caving that occurs during excavation shall be
backfilled with free-draining material.

Installing, stressing, and testing the permanent ground anchors shall be in accordance
with

Section 6-17

and the construction sequence specified in the Plans.

The lagging shall be installed from the top of the soldier pile proceeding downward. The
lagging shall make direct contact with the soil. When and where lagging is not in full
contact with the soil being retained, either the lagging shall be wedged back to create
contact or the void shall be filled with a free-draining material.

When utilizing lagging in fill situations, the backfill layers shall be placed in accordance
with

Section 2-03.3(14)

except that all layers shall be compacted to 90 percent of

maximum density.

6-16.3(7) Prefabricated Drainage Mat

For walls with concrete fascia panels, a 4-foot-wide strip of prefabricated drainage mat
shall be installed full height of the concrete fascia panel, centered between soldier pile
flanges, unless otherwise shown in the Plans.

The prefabricated drainage mat shall be attached to the lagging in accordance with
the manufacturer’s recommendations. The fabric side shall face the lagging. Splicing
of the prefabricated drainage mat shall be in accordance with the manufacturer’s
recommendations.

Page 6-314

Soldier Pile and Soldier Pile Tieback Walls

The Contractor shall ensure the hydraulic connection of the prefabricated drainage mat to
the previously installed material so that the vertical flow of water is not impeded.

The Contractor shall tape all joints in the prefabricated drainage mat to prevent concrete
intrusion during concrete fascia panel construction.

6-16.3(8) Concrete Fascia Panel

The Contractor shall construct the concrete fascia panels as shown in the Plans, and in
accordance with the forming plan. The concrete fascia panels shall be cured in accordance
with the

Section 6-02.3(11)

requirements specified for retaining walls.

The Contractor shall provide the specified surface finish as noted, and to the limits
shown, in the Plans to the exterior concrete surface. When noted in the Plans, the
Contractor shall apply pigmented sealer to the limits shown in the Plans.

Asphalt or cement concrete gutter shall be constructed as shown in the Plans.

6-16.4 Measurement

Soldier pile shaft construction will be measured by the linear foot of shaft excavated
below the top of ground line for the shaft, defined as the highest existing ground point
within the shaft diameter.

Furnishing soldier pile will be measured by the linear foot of pile assembly specified
in the Proposal, including adjustments to the Plan quantity made in accordance with

Section 1-04.4

Lagging will be measured by the square foot area of lagging installed. The quantity will
be computed based on the vertical dimension from the highest lagging elevation to
the lowest lagging elevation between each pair of adjacent soldier piles as the height
dimension and the center-to-center spacing of the soldier piles as the length dimension.

Prefabricated drainage mat will be measured by the square yard of material furnished
and installed.

Concrete fascia panel will be measured by the square foot surface area of the completed
fascia panel, measured to the neat lines of the panel as shown in the Plans.

6-16.5 Payment

Payment will be made for each of the following Bid items when they are included in the
Proposal:

“Shaft - ___ Diameter”, per linear foot.
All costs in connection with constructing soldier pile shafts shall be included in
the unit Contract price per linear foot for “Shaft - ___ Diameter”, including shaft
excavation, temporary casing if used, CDF, lean concrete, concrete Class 4000P, and
installing the soldier pile assembly.
“Furnishing Soldier Pile - ___”, per linear foot.

Soldier Pile and Soldier Pile Tieback Walls

6-16

All costs in connection with furnishing soldier pile assemblies shall be included in
the unit Contract price per linear foot for “Furnishing Soldier Pile - ___”, including
fabricating and painting the pile assemblies, and field splicing and field trimming the
soldier piles. Payment will be made based on the quantity specified in the Proposal
unless changes are made to this quantity in accordance with

Section 1-04.4

, in which

case the quantity specified in the Proposal will be adjusted by the amount of the
change and will be paid for in accordance with

Section 1-04.4

“Lagging”, per square foot.
All costs in connection with furnishing and installing lagging shall be included in
the unit contract price per square foot for “Lagging”, including design of temporary
lagging and filling voids behind the lagging with a free-draining material as approved
by the Engineer.
“Prefabricated Drainage Mat”, per square yard.
“Concrete Fascia Panel”, per square foot.
All costs in connection with constructing the concrete fascia panels as specified shall
be included in the unit Contract price per square foot for “Concrete Fascia Panel”,
including all steel reinforcing bars, premolded joint filler, polyethylene bond breaker
strip, joint sealant, PVC pipe for weep holes, exterior surface finish, and pigmented
sealer (when specified).
Unless otherwise specified, all costs in connection with non-shaft excavation,
including all excavation required for placement of timber lagging, shall be included
in the unit Contract price per cubic yard for “Roadway Excavation” or “Roadway
Excavation Incl. Haul” as specified in

Section 2-03.5

“Removing Soldier Pile Shaft Obstructions”, estimated.
Payment for removing obstructions, as defined in

Section 6-16.3(3)

, will be made

for the changes in shaft construction methods necessary to remove the obstruction.
The Contractor and the Engineer shall evaluate the effort made and reach agreement
on the equipment and employees utilized, and the number of hours involved
for each. Once these cost items and their duration have been agreed upon, the
payment amount will be determined using the rate and markup methods specified in

Section 1-09.6

. For the purpose of providing a common proposal for all bidders, the

Contracting Agency has entered an amount for the item “Removing Soldier Pile Shaft
Obstructions” in the bid proposal to become a part of the total bid by the Contractor.
If the shaft construction equipment is idled as a result of the obstruction removal
work and cannot be reasonably reassigned within the project, then standby payment
for the idled equipment will be added to the payment calculations. If labor is idled as
a result of the obstruction removal work and cannot be reasonably reassigned within
the project, then all labor costs resulting from Contractor labor agreements and
established Contractor policies will be added to the payment calculations.

Permanent Ground Anchors

6-17

Permanent Ground Anchors

6-17.1 Description

This Work consists of constructing permanent ground anchors.

6-17.2 Materials

Materials required, including materials for permanent ground anchors, shall be as
specified in the Special Provisions.

6-17.3

Construction Requirements

The Contractor shall select the ground anchor type and the installation method, and
determine the bond length and anchor diameter. The Contractor shall install ground
anchors that will develop the load indicated in the Plans and verified by tests specified in
Sections

6-17.3(1) Definitions

Anchor Devices: The anchor head wedges or nuts that grip the prestressing steel.

Bearing Plate: The steel plate that evenly distributes the ground anchor force to the
Structure.

Bond Length: The length of the ground anchor that is bonded to the ground and transmits
the tensile force to the soil or rock.

Ground Anchor: A system, referred to as a tieback or as an anchor, used to transfer tensile
loads to soil or rock. A ground anchor includes all prestressing steel, anchorage devices,
grout, coatings, sheathings, and couplers if used.

Maintaining Consistency of Load: Maintaining the test load within 5 percent of the
specified value.

Minimum Guaranteed Ultimate Tensile Strength (MUTS): The minimum guaranteed
breaking load of the prestressing steel as defined by the specified standard.

Tendon Bond Length: The length of the tendon that is bonded to the anchor grout.

Tendon Unbonded Length: The length of the tendon that is not bonded to the anchor
grout.

Total Anchor Length: The unbonded length plus the tendon bond length.

Page 6-318

Permanent Ground Anchors

6-17.3(2) Contractor Experience Requirements

The Contractor or Subcontractor performing this Work shall have installed permanent
ground anchors for a minimum of 3 years. Prior to the beginning of construction, the
Contractor shall submit a list containing at least five projects on which the Contractor has
installed permanent ground anchors. A brief description of each project and a reference
shall be included for each project listed. As a minimum, the reference shall include an
individual’s name and current phone number.

The Contractor shall assign an engineer to supervise the Work with at least 3 years of
experience in the design and construction of permanently anchored Structures. The
Contractor shall not use consultants or manufacturer’s representatives in order to meet
the requirements of this Section. Drill operators and on-site supervisors shall have a
minimum of 1 year experience installing permanent ground anchors.

Contractors or Subcontractors that are specifically prequalified in Class 36 Work will be
considered to have met the above experience requirements.

The Contractor shall allow up to 15 calendar days for the Engineer’s review of the
qualifications and staff as noted above. Work shall not be started on any anchored wall
system nor materials ordered until approval of the Contractor’s qualifications are given.

6-17.3(3) Submittals

The Contractor shall submit Type 2E Working Drawings consisting of details and
structural design calculations for the ground anchor system or systems intended for use.

The Contractor shall submit a Type 1 Working Drawing consisting of a detailed
description of the construction procedure proposed for use.

The Contractor shall submit a Type 2 Working Drawing consisting of ground anchor
schedule giving:
1.  Ground anchor number
2.  Ground anchor factored design load
3.  Type and size of tendon
4.  Minimum total bond length
5.  Minimum anchor length
6.  Minimum tendon bond length
7.  Minimum unbonded length

The Contractor shall submit a Type 2 Working Drawing detailing the ground anchor
tendon and the corrosion protection system. Include details of the following:
1. Spacers and their location
2. Centralizers and their location

Standard Specifications for Road, Bridge, and Municipal Construction 2020 (M 41-10) - page 70