ITEM 513 -PERMANENT GROUND ANCHORS
513.1 Description
This item shall consist of designing, furnishing, installing, testing and
stressing permanent cement-grouted ground anchors in accordance with the
Plans, these Specifications, and the Special Provision.
513.2 Working Drawings
At least 30 days before work is to begin, the Contractor shall submit to
the Engineer for review and approval complete working drawings and design
calculations describing the ground anchor system or systems intended for
use. The submittal shall include the following:
1. A ground anchor schedule giving the following information:
- Ground anchor number
- Ground anchor design load
- Type and size of tendon
- Minimum total anchor length
- Minimum bond length
- Minimum tendon bond length
- Minimum unbonded length
2. A drawing of the ground anchor tendon and the corrosion protection
system, including details for the following:
- Spacers separating elements of tendon a their location
- Centralizers and their location
- Unbonded length corrosion protection system
- Bond length corrosion protection system
- Anchorage and trumpet
- Anchorage corrosion protection system
- Drilled or formed hole size
- Level of each stage of grouting, and
- Transition between the unbonded length and the bond length corrosion protection system.
3. The grout mix design and procedures for placing the grout.
The Engineer shall approve or reject the Contractor's working drawings
within 30 days of receipt of a complete submittal. No work on ground
anchors shall begin until working drawings have been approved in writing by
the Engineer. Such approval shall not relieve the Contractor of any
responsibility under the contract for the successful completion of the
work.
513.3 Material Requirements
513.3.1 Prestressing Steel
Ground Anchor tendons shall consists of single or multiple elements of
prestressing steel, anchorage devices and, if required, couplers. It shall
also conform to any of the following: AASHTO M 203M, AASHTO M 275M, ASTM A
779 AND AASHTO M 203M.
Couplers for tendon sections shall be capable of developing 95 percent of
the minimum specified ultimate tensile strength of the tendon.
513.3.2 Grout
Cement shall be Type I, II or Ill Portland Cement conforming to AASHTO M
85. Cement used for grouting shall be fresh and shall not contain any lumps
or other indications of hydration or "pack set."
Grout shall be capable of reaching a cube strength (AASHTO T 106) of 25 MPa
in 7 days. Grout cubes for testing shall be made from random batches of
grout as directed. Normally, grout strength testing shall not be required
as system performance shall be measured by proof-testing each ground
anchor. Grout cube testing shall be required if admixtures are used or
irregularities occur in ground anchor testing.
Aggregate shall conform to the requirements for fine aggregate described in
Item 405, Structural Concrete.
Admixtures may be used in the grout subject to the approval of the
Engineer. Expansive admixtures may only be added to the grout used for
filling sealed encapsulations, trumpets, and anchorage covers Accelerators
shall not be used.
Water for mixing grout shall be potable, cleaned and free of injurious
quantities of substances known to be harmful to Portland Cement or
prestressing steel.
513.3.3 Centralizers
Centralizers and spacers shall be fabricated from any type of material,
except wood, that is not deleterious to the prestressing steel.
513.3.4 Steel Elements
Bearing plates shall be fabricated from steel conforming to AASHTO M 270
(ASTM A 709) Grade 36 minimum, or be a ductile iron casting conforming to
ASTM A 536.
Trumpets used to provide a transition from the anchorage to the unbonded
length corrosion protection shall be fabricated from a steel pipe or tube
conforming to the requirements of ASTM A 53 for pipe or ASTM A 500 for
tubing. Minimum wall thickness shall be 5mm.
Anchorage covers used to enclose· exposed anchorages shall be fabricated
from steel, steel pipe, steel tube, or ductile cast iron conforming to the
requirements of AASHTO M 270 (ASTM A 709 Grade 36 for steel, ASTM A 53 for
pipe, ASTM A 500 for tubing, and ASTM A 536.for ductile cast iron. Minimum
thickness shall be 2.5mm.
513.3.5 Corrosion Protection Elements
Sheath for the unbonded length of a tendon shall consist of one of the
following:
- Seamless polyethylene (PE) tube having a minimum thickness of 1.5 mm plus or minus 0.25 mm. The polyethylene shall be cell classification 334413 by ASTM D 3350.
- Seamless polypropylene tube having a minimum wall thickness of 1.5 mm plus or minus 0.25 mm. The polypropylene shall be cell classification PP210B55542-11 by ASTM D 4101.
- Heat shrinkable tube consisting of a radiation crosslinked polyolefin tube internally coated with an adhesive sealant. The minimum tube wall thickness before shrinking shall be 0.60mm. The minimum adhesive sealant thickness shall be 0.50mm.
- Corrugated polyvinyl chloride (PVC) tube having a minimum wall thickness of 0.75 mm.
Encapsulation for the tendon bond length shall consist of one of the
following:
- Corrugated high-density polyethylene (HOPE) tube having a minimum wall thickness of 0.75 mm and conforming to AASHTO M 252 requirements.
- Deformed steel tube or pipe having a minimum wall thickness of 0.625 mm.
- Corrugated polyvinyl chloride (PVC) tube having a minimum wall thickness of 0.75 mm.
- Fusion-bonded epoxy conforming to the requirements of AASHTO M 284, except that it shall have a film thickness 0.375 mm.
The type of sheath and encapsulation for the tendons selected shall be
subjected to the approval of the Engineer.
513.3.6 Miscellaneous Elements
Bondbreaker for a tendon shall consist of smooth plastic tube or pipe that
is resistant to aging by ultra-violet light and that is capable of
withstanding abrasion, impact and bending during handling and installation.
Spacers for separation of elements of a multi-element tendon shall permit
the free flow of grout. They shall be fabricated from plastic, steel, or
material which is not detrimental to the prestressing steel. Wood shall not
be used.
Centralizers shall be fabricated from plastic, steel, or material, which is
not detrimental to either the prestressing steel or any element of the
tendon corrosion protection. Woods shall not be used. The centralizer shall
be able to maintain the position of the tendon so that a minimum of 13 mm
of grout cover is obtained on the tendons, or over the encapsulation.
513.4 Construction Requirements
513.4.1 Fabrication
513.4.1.1 General
Tendons for ground anchors may be either shop or field fabricated from
materials conforming to the requirements of Subsection 513.3.1. Tendons
shall be fabricated as shown on the approved working drawings. The tendon
shall be sized to meet the following:
- The design load does not exceed 60% of the minimum guaranteed ultimate tensile strength of the tendon
- The maximum test load does not exceed 80% of the minimum guaranteed ultimate tensile strength of the tendon.
513.4.1.2 Bond Length and Tendon Bond Length
The Contractor shall determine the bond length necessary to develop the
design load indicated on the plans and to satisfy the load test
requirements. The minimum tendon bond length shall be 3 m in rock, 4.5 m in
soil or as shown on the Plans, which shall not be less than 3m.
513.4.1.3 Grout Protected Ground Anchor Tendon
Spacers shall be placed along the tendon bond length of multi-element
tendons to separate each of the individual elements so that the
prestressing strength will bond to the grout. They shall be located at 3 m
maximum centers with the upper one located a maximum of 1.5 m from the top
of the tendon bond length and the lower one located a maximum of 1.5 m from
the bottom of the tendon bond length.
Centralizers shall be placed along the bond length. They shall be located
at 3 m maximum center-to-center spacing with the upper one located a
maximum of 1.5 m from the top of the tendon bond length and the lower one
located 0.30 m from the bottom of the tendon bond length. Use centralizers
that do not impede the free flow of grout up the borehole. Centralizers are
not required on tendons installed utilizing a hollow-stem auger if it is
grouted through the auger and the drill hole is maintained full of a stiff
grout (less than 22.5 cm slump) during extraction of the auger. A
combination centralizer-spacer may be used.
Centralizers are not required on tendons installed utilizing a pressure
injection system in coarse-grained soils using grouting pressures greater
than 1 MPa.
513.4.1.4 Encapsulation Protected Ground Anchor Tendon
Where encapsulation of the tendon is required, the tendon bond length shall
be encapsulated by a grout-filled corrugated plastic or deformed steel
tube, or by a fusion-bonded epoxy coating. The tendon can be grouted inside
the encapsulation prior to inserting the tendon in the drill hole or after
the tendon has been placed in the drill h Punching holes in the
encapsulation and allowing the grout to flow from the encapsulation to the
drill hole, or vice versa, will not be permitted. The tendon shall be
centralized within the encapsulation and the tube sized to provide a
minimum 5mm of grout cover for the prestressing steel. Spacers and
centralizers shall be used to satisfy the same requirements for grout
protected ground anchor tendons. The anchorage device of tendons protected
with fusion-bonded epoxy s be electrically isolated from the structure.
513.4.1.5 Unbonded Length
The unbonded length of the tendon shall be a minimum of 4.5m or as
indicated on the Plans or approved working drawings.
A sheath completely filled with corrosion inhibiting grease or gr or a heat
shrinkable tube internally coated with an elastic adhesives shall provide
corrosion protection.
If grease is used to fill the sheath, provisions shall be made to prevent
it from escaping at the ends. The grease shall completely coat the tendon
and fill the interstices between the wire strands.
Continuity of corrosion
protection shall be provided at the transition from the bonded length to
unbonded length of the tendon.
If the sheath provided is not a smooth tube, then a separate bondbreaker
must be provided .to prevent the tendon from bonding to the anchor grout
surrounding the unbonded length.
513.4.1.6 Anchorage and Trumpet
Nonrestressable anchorages may be used unless restressable anchorages are
not designated on the Plans or specified in the Special Provisions.
Bearing plates shall be sized so that the bending stresses in the plate do
not exceed the yield strength of the steel when a load equal to 95% of the
minimum guaranteed ultimate tensile strength of the tendon is applied. The
size of bearing plates shall not be less than that shown on the Plans or on
the approved working drawings.
The trumpet shall be welded to the bearing plate. The trumpet shall have an
inside diameter at least 6mm greater than the diameter of the tendon at the
anchorage. The trumpet shall be long enough to accommodate movements of the
structure during testing and stressing. For strand tendons with
encapsulation over the unbonded length, the trumpet shall be long enough to
enable the tendon to make a transition from the diameter of the tendon in
the unbonded length to the diameter of the tendon at the anchorhead without
damaging the encapsulation.
Trumpet of restressable ground anchors shall be filled with
corrosion-inhibiting grease and shall have a permanent Buna-N synthetic
rubber or an approved equal seal between the trumpet and the unbonded
length corrosion protection.
Trumpet of non-restressable ground anchor shall be filled with grout and
shall have a tightly fitting temporary seal between the trumpet and the
unbonded length corrosion protection.
513.4.1.7 Tendon Storage and Handling
Tendons shall be stored and handled in such a manner as to avoid damage or
corrosion. Damage to tendon's prestressing steel as a result of abrasions,
cuts, nicks, welds, weld splatter corrosion or pitting will be a cause for
rejection by the Engineer. Grounding of welding leads to the prestressing
steel is not permitted. A slight rusting, provided it is not sufficient to
cause pits visible to the unaided eye, shall not be cause for rejection.
Prior to inserting a tendon into the drilled hole, its corrosion protection
elements shall be examined for damage. Any damage found shall be repaired
in a manner approved by the Engineer. Degrease the bond length of tendons
and remove solvent residue before installation.
513.4.2 Installation
The Contractor shall select the drilling method, the grouting procedure and
grouting pressure to be used for the installation of the ground anchor as
necessary to satisfy the load test requirements with prior approval of the
Engineer.
513.4.2.1 Drilling
The drilling method used may be core drilling, rotary drilling, percussion
drilling, auger drilling or driven casing. The method of drilling used
shall prevent loss of ground above the drilled hole that may be detrimental
to the structure or existing structures. Casing for anchor holes, if used,
shall be removed, unless permitted by the Engineer to be left in place. The
location, inclination, and alignment of the drilled hole shall be as shown
on the plans. Inclination and alignment shall be within plus or minus 3
degrees of the planned angle at the bearing plate, and within plus or minus
30cm of the planned location at the ground surface (point of entry).
513.4.2.2 Tendon Insertion
The tendon shall be inserted into the drilled hole to the desired depth
without difficulty. When the tendon cannot be completely inserted it shall
be removed and the drill hole cleaned or redrilled to permit insertion.
Partially inserted tendons shall not be driven or forced into the hole. Do
not' extend ground anchors beyond the right-of-way or easement limits.
513.4.2.3 Grouting
A neat cement grout or sand-cement grout conforming to the requirements of
Subsection 513.3.2 shall be used. Admixtures, if used shall be mixed in
quantities not to exceed the manufacturer’s recommendations.
The grouting equipment shall produce a grout free of lumps and undispersed
cement. A positive displacement grout pump shall be used. The pump shall be
equipped with a pressure gauge to monitor grout pressures. The pressure
gauge shall be capable of measuring pressures of at least 1 MPa or twice
the actual grout pressure to be used, whichever is greater. The grouting
equipment shall be sized to enable the grout to be pumped in one continuous
operation. The mixer shall be capable of continuously agitating the grout
during placement.
The grout shall be injected from the lowest point of the drill hole. The
grout may be placed either before or after insertion of the tendon. The
grout - may be pumped through grout tubes, casing, hollowstem augers or
drill rods. The quantity of the grout and the grout pressures for each
ground anchor shall be recorded. The grout pressures and grout takes shall
be controlled to prevent excessive heaving of the ground or fracturing of
rock formations.
Except as indicated below, the grout above the top of the bond length may
be placed at the same time as the bond length grout, but it shall not be
placed under pressure. The grout at the top of the drill hole shall stop
150mm from the back of the structure or from the bottom of the trumpet,
whichever is lowest.
If the ground anchor is installed in a fine-grained soil using a drilled
hole larger than 150mm in diameter, then the grout above the top of the
bond length shall be placed after the ground anchor has been load tested.
The entire drill hole may be grouted at one time if it can be demonstrated
that the ground anchor system does not derive a significant portion of its
load resistance from the soil above the bond length portion of the ground
anchor.
If grout protected tendons are used for ground anchors anchored in rock,
then pressure-grouting techniques shall be utilized. Pressure grouting
requires that the drill hole be sealed and that the grout be injected until
a 0.35 MPa grout pressure can be maintained on the grout within the bond
length for a period of 5 minutes.
Upon completion of grouting, the grout tube may remain in the drill hole
provided it is filled with grout.
After grouting, the tendon shall not be loaded for a minimum of 3 days.
513.4.2.4 Trumpet and Anchorage
The corrosion protection surrounding the unbonded length of the tendon
shall extend into the trumpet a minimum of 150mm beyond the bottom seal of
the trumpet or 300mm into the trumpet if no trumpet seal is provided.
The corrosion protection surrounding the unbonded length of the tendon
shall not contact the bearing plate of the anchorhead during load testing
and stressing.
The bearing plate and anchorhead shall be placed perpendicular to the axis
of the tendon.
The trumpet shall be completely filled with corrosion inhibiting grease or
grout. The grease may be placed any time· during construction. The grout
shall be placed after the ground anchor has been load tested. The
Contractor shall demonstrate that the procedures selected for placement of
either grease or grout will produce a completely filled trumpet.
Anchorages not encased in concrete shall be covered with a corrosion
inhibiting grease-filled or grout-filled steel enclosure.
513.4.3 Testing and Stressing
The Contractor shall test each ground anchor using a maximum test load not
to exceed 80% of the minimum ultimate tensile strength of the tendon. No
load greater than 10% of the design load may be applied to the ground
anchor prior to load testing. The test load shall be simultaneously applied
to the entire tendon.
513.4.3.1 Testing Equipment
A dial gauge or vernier scale capable of measuring displacements to 0.025mm
shal.1 be used to measure ground anchor movement. It shall have adequate,
travel so total ground anchor movement can be measured without resetting
the device.
A hydraulic jack and pump shall be used to apply the test load. The jack
and a calibrated pressure gauge shall be used to measure the applied load.
The pressure gauge shall be graduated in 1 MPa increments or less. When the
theoretical elastic elongation of the total anchor length at the maximum
test load exceeds the ram travel of the jack, the procedure for recycling
the jack ram shall be included in working drawings. Each increment of test
load shall be applied as rapidly as possible.
A calibrated reference pressure gauge shall be available at the site. The
reference gauge shall be calibrated with the test jack and pressure gauge.
An electrical resistance load cell and readout shall be provided when
performing a creep test.
The stressing equipment shall be placed over the ground anchor tendon in
such a manner that the jack, bearing plates, load cells stressing anchorage
are axially aligned with the tendon and the tendon is centered within the
equipment.
513.4.3.2 Performance Test
Five percent of the ground anchors or a minimum of three ground anchors,
whichever is greater shall be performance tested in accordance with the
following procedures. The Engineer shall select the ground anchors to be
performance tested. The remaining anchors shall be tested in accordance
with the proof test procedures.
The performance test shall be made by incrementally loading and unloading
the ground anchor in accordance with the following schedule unless a
different maximum test load and schedule are indicated on the Plans. The
load shall be raised from one increment to another immediately after
recording the ground anchor'· movement. The ground anchor · movement shall
be measured and recorded to the nearest 0.025mm with respect to an
independent fixed reference point at the alignment load and at each
increment of load. The load shall be monitored with a pressure gauge. The
reference pressure gauge shall be placed in series with the pressure gauge
during each performance test. If the load determined by the reference
pressure gauge and the load determined by the pressure gauge differ by more
than 10%, the jack, pressure gauge and reference pressure gauge shall be
recalibrated. At load increments other than the maximum test load, the load
shall be held just long enough to obtain the movement reading.
Performance Test Schedule
Load Load
(Start) (Continuation)
AL AL
0.25DL 0.25DL
AL 0.50DL
0.25DL 0.75DL
0.50DL 1.00DL
AL 1.20DL
0.25DL AL
0.50DL 0.25DL
0.75DL 0.50DL
AL 0.75DL
0.25DL 1.00DL
0.50DL 1.20DL
0.75DL 1.33DL
0.100DL (maximum test load)
Reduce to lock-off load
Where: AL = Alignment load
DL = Design load for ground anchor
= Graph required
The maximum test load in a performance test shall be held for 10 minutes.
The jack shall be repumped as necessary in order to maintain a constant
load. The load-hold period shall start as soon as the maximum test load is
applied and the ground anchor movement shall be measured and recorded at 1,
2, 3, 4, 5, 6 and 10 minutes. If the ground anchor movement between 1
minute and 10 minutes exceeds 1 mm, the maximum shall be recorded at 15,
20, 25, 30, 45 and 60 minutes.
A graph shall be constructed showing a plot of ground anchor movement
versus load for each load increment marked with an asterisk (*) in the
performance test schedule and a plot of residual ground anchor movement of
the tendon at each alignment load versus the highest previously applied
load. Graph format shall be approved by the Engineer prior to use.
513.4.3.3 Proof Test
The proof test shall be performed by incrementally loading the ground
anchor in accordance with the following schedule unless a different maximum
test load and schedule are indicated on the Plans. The load shall be raised
from one increment to another immediately after recording the ground anchor
movement. The ground anchor movement shall be measured and recorded to the
nearest 0.025mm with respect to an independent fixed reference point at the
alignment load and at each increment of load. The load shall be monitored
with a pressure gauge. At load increments other than the maximum test load
the load shall be held just long enough to obtain the movement reading.
Proof Test Schedule
Load Load(Start) (CONTINUATION)
AL
0.25DL 1.20DL
0.50DL 1.33DL (max test load)
0.75DL Reduce to lock-off load
1.00DL
Where: AL = Alignment load
DL = Design load for ground anchor
The maximum test load in a proof test shall be held for 10 minutes. The
jack shall be repumped as necessary in order to maintain a constant load.
The load-hold period shall start as soon as the maximum test load is
applied and the ground anchor movement shall be measured and recorded at 1,
2, 3, 4, 5, 6 and 10 minutes. If the ground anchor movement between 1
minute and 10 minutes exceeds 1 mm, the maximum test load shall be held for
an additional 50 minutes. If the load hold is extended, the ground anchor
movement shall be recorded at 15, 20, 30, 45 and 60 minutes. A graph shall
be constructed showing a plot of ground anchor movement versus load for
each load increment in the proof test. Graph format shall be approved by
the Engineer prior to use.
513.4.3.4 Creep Test
Creep tests shall be performed if required by the Plans or Special
Provisions. The Engineer shall select the ground anchors to be creep
tested.
The creep test· shall be made by incrementally loading and unloading the
ground anchor in accordance with .the performance test schedule used. At
the end of each loading cycle, the load shall be held constant for the
observation period indicated in the creep test schedule below unless a
different maximum test load is indicated on the Plans. The times for
reading and recording the ground anchor movement during each observation
period shall be 1, 2, 3, 4, 5, 6, 10, 15, 20, 25, 30, 45, 60, 75, 90, 100,
120, 150, 180, 210, 240, 270 and 300 minutes as appropriate. Each load-hold
period shall start as soon as the test load is applied. In a creep test the
pressure gauge and reference pressure gauge will be used to measure the
applied load, and the load cell will be used to monitor small changes of
load during a constant load-hold period. The jack shall be repumped as
necessary in order to maintain a constant load.
Creep Test Schedule
Load Observation Period (Minutes)AL
0.25DL 10
0.50DL 30
0.75DL 30
1.00DL 45
1.20DL 60
1.33DL 300
Where: AL = Alignment load
DL = Design load for ground anchor
A graph shall be constructed showing a plot of the ground anchor movement
and the residual movement measured in a creep test as described for the
performance test. Also, a graph shall be constructed showing a plot of the
ground anchor creep movement for each load-hold as a function of the
logarithm of time. Graph formats shall be approved by the Engineer prior to
use.
513.4.3.5 Ground Anchor Load Test Acceptance Criteria
A performance-tested or proof-tested ground anchor with a 10- minute load
hold is acceptable if the:
- Ground anchor resists the maximum test load with less than 1 mm of movement between 1 and 10 minutes; and
- Total movement at the maximum test load exceeds 80o/o of the theoretical elastic elongation ·of the unbonded length.
- Total movement at the maximum test load may not exceed the theoretical elastic elongation of the unbonded length plus 50% of the theoretical elastic elongation of the bonded length [Criterion (3) applies only for a performance-tested ground anchor in competent rock.]
A performance-tested or proof-tested ground anchor with a 60- minute load
hold is acceptable if the:
- Ground anchor resists the maximum test load with a creep rate that does not exceed 2 mm in the last log cycle of time
- Total movement at the maximum test load exceeds 80% of the theoretical elastic elongation of the unbonded length.
- Total movement at the maximum test load may not exceed the theoretical elastic elongation of the unbonded length plus 50% of the theoretical elastic elongation of the bonded length. [Criterion (3) applies only for a performance-tested ground anchor in competent rock.]
A creep-tested ground anchor is acceptable if the:
- Ground anchor carries the maximum test load with a creep rate that does not exceed 2 mm in the last log cycle of time
- Total movement at the maximum test load exceeds 80% of the theoretical elastic elongation of the unbonded length.
- Total movement at the maximum test load may not exceed the theoretical elastic elongation of the unbonded length plus 50% of theoretical elastic elongation of the bonded length. [Criterion (3) applies only for a performance-tested ground anchor · competent rock.]
If the total movement of the ground anchor at the maximum test load does
not exceed 80°/o of the theoretical elastic elongation of the unbonded
length, the ground anchor shall be replaced at the Contractor's expense.
A ground anchor which has a creep rate greater than 2 mm per log cycle of
time can be incorporated into the structure at a design load equal to
one-half of its failure load. The failure load is the load resisted by the
ground anchor after the load has been allowed to stabilize for 10 minutes.
When a ground anchor fails, the Contractor shall modify the design and/or
the installation procedures. These modifications may include, but are not
limited to, installing a replacement ground anchor, reducing the design
load by increasing the number of ground anchors, modifying the installation
methods, increasing the bond length or changing the ground anchor type. Any
modification which requires changes to the structure shall be approved by
the Engineer. Any modifications of design or construction procedures shall
be without additional cost to the Department and without extension of
contract time.
Retesting of a ground anchor will not be permitted, except that regrouted
ground anchors may be retested.
Complete record of the load testing data during the conduct of Performance
Test, Proof Test and Creep Test must be duly signed by the Contractor and
his Engineer and submitted to the Engineer for evaluation prior to
recommendation for payment. However if in the evaluation, a discrepancy in
the computation revealed which may affect the ground anchoring,
rectification of the anchorage shall be done at Contractor's own expense.
513.4.3.6 Lock Off
Upon successful completion of the load testing, the ground anchor load
shall be reduced to the lock-off load indicated on the Plans and
transferred to the anchorage device. The ground 1; anchor may be completely
unloaded prior to lock-off. After transferring the load and prior to
removing the jack, a lift-off load reading shall be made. The liftoff load
shall be within 10% of the specified lock-off load. If the load is not
within 10% of the specified lock-off load, the anchorage shall be reset and
another lift-off load reading shall be made. This process shall be repeated
until the desired lock-off load is obtained.
513.5 Method of Measurement
Ground anchors will be measured and paid for by the sum of the bonded and
unbonded length of anchor bars installed and accepted as shown on the Plans
or ordered by the Engineer. No change in the number of ground anchors to be
paid for will be made because of the use by the Contractor of an
alternative number of ground anchors.
513.6 Basis of Payment
The accepted quantity, measured as prescribed in, Section 513.5, shall be
paid for at the contract unit price paid for Permanent Ground Anchors,
which price and payment shall be full compensation for furnishing all
labors, materials, tools, equipment and incidentals and for doing all the
work involved in installing the ground anchors (including testing),
complete in place, as shown on the plans and as specified in these
Specifications and the Special Provisions, and as directed by the Engineer.
Payment will be made under:
Pay Item Number
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Description
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Unit of Measurement
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513
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Permanent Ground Anchor
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Linear Meter
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