221ROCK SLOPE STABILIZATION

221

2-98SECTION 221 – ROCK SLOPE STABILIZATION

221.01DESCRIPTION . This work shall consist of installing and testing various rock slope stabilization

and shotcrete, in accordance with these specifications, the Plans, and as directed by the Engineer. This work may require using industrial rope access methods.

221.02MATERIALS . Materials shall meet the r equirements of the following subsections:

Mortar, Type III ................................ ................................ ................................ ......... 707.0 1(d) Welded Wire Reinforcement ................................ ................................ ..................... 713.03 Slope Stabilization Nails ................................ ................................ ............................ 760.01 Shotcrete ................................ ................................ ................................ .................... 760.02 Slope Drainage ................................ ................................ ................................ ........... 760.03 In addition to the requirements of Subsection 713.03 , the welded wire reinforcement shall be galvanized in accordance with ASTM A767 .

in rock as shown on the Plans.

221.03SUBMITTALS . The Contractor shall submit to the Engineer, in accordance with Subsection

105.0 6, the foll owing information for completing the work.

14 calendar days prior to the beginning of the work. RSS work shall not begin until the submittals have been approved in writing by the Engineer.

qualifications:

221 2-99 a. Three projects in the past 3 years where the Contractor or subcontractor performing the work has successfully i nstalled the specified RSS items on rock slopes of similar height and similar geotechnical conditions to those shown on the Plans. A reference list shall be provided for the company and the on -site superintendent. A brief description of each project with q uantities of relevant rock slope work performed and the owner’s name, and current phone number and email shall be included.

supervising construction of the specified RSS items on r ock slopes of similar height and similar geotechnical conditions to those shown on the Plans. The work experience shall be direct supervisory responsibility for the on -site operation.

accordance with ACI CP -60. The shotcrete nozzleman shall have a minimum of 5 years of demonstrated experience in the installation and application of shotcrete. Nozzlemen shall be certified in either dry -mix or wet -mix shotcrete based on the process to be used for the work. The shotcrete finishers and delivery equipment operators shall have a minimum of 2 years of demonstrated experience.

work plan shall inc lude, if applicable, but not be limited to:

manufacturer’s certifica tes and data sheets.

drillhole diameter, and the method of cuttings removal.

and quality of all aggregates; proportions of mix by weight and water -cement ratio; and manufacturer and brand name of all admixtures.

221 2-100 g. The proposed corrosion protection for RSS materials .

data sheets.

the buttresses during curing, and steel fiber reinforcement.

curing methods, when curing will be applied (including alignment control), surface preparation, delivery and application, rock nails for shotcrete, and finishing methods.

mixes, manufacturer’s color charts showing the full range of colors available, and list of completed colored shotcrete projects if colored shotcrete is required per the Contract .

sheets, manufacturer’s certifications, and the Contractor’s installation methods.

items:

performance and proof testing, and the test load to be used in testing.

frame and the method of distributing test load pressures to the excavation surface or reaction frame, test bar size, and reaction plate dimensioning.

and methods for maintaining the unbonded length.

pressure gauge pair to be used. Calibration records shall inc lude the date tested, device identification number, and the calibration test results and shall be certified for an accuracy of at least 2% of the applied certification loads by a qualified independent testing laboratory within 90 calendar days prior to sub mittal.

221 2-101 (b) Field Reports . The following information shall be submitted to the Engineer daily.

maintained by the Contractor and submitted to the Engineer. The Contractor shall obtain as -built RSS materials locations, identification labels for RSS items and any other information as required by the Agency.

221.04ROCK DOWELS

steel from contact with the ground. Steel bars shall be picked up in such a way as to prevent overstressing. Damage to the steel or galvanized coating as a result of overstressing, abrasion, cuts , nicks, welds, and weld spatter shall be cause for rejection by the Engineer. Grounding of welding leads to the steel will not be allowed. Steel shall be protected from and sufficiently free of dirt, rust, and other deleterious substances prior to install ation. Heavy corrosion or pitting of bars shall be cause for rejection by the Engineer. All exposed parts of the RSS rock dowels, bearing plate, and hemispherical nuts on the surface shall be galvanized. Steel ends, where cut, shall be painted with a cold galvanizing compound following installation. For damaged galvanized bars, the coating shall be repaired in accordance with the manufacturer ’s recommendations.

221 2-102 (b) Testing .

be performed to verify the Contractor’s installation methods, pullout capacity, and design assumptions. The tests shall be performed prior to installation of production dowels at locations within the limits of work specified by the Engineer.

rock dowels will be proof tested.

will be prohibited unless ap proved by the Engineer. The bars used for the pre -production proof tests shall be sacrificial and shall not be incorporated as production.

compressive strength as shown in the Contact Documents. All test data shall be recorded by the Contractor and submitted to the Engineer.

gauge, a load cell, and a reaction frame. A min imum of two dial gauges capable of measuring to 0.001 inch shall be available at the site to measure the movement. The dial gauges shall have a minimum travel sufficient to allow the test to be performed without re - setting the dial gauge. The dial gaugess hall be aligned within 5° of the axes of the bars and shall be supported independent of the jacking set -up and the rock surface. A hydraulic jack, pressure gauge, and pump shall be used to apply and measure the test load. Test set -up shall be as approved b y the Engineer.

The Contractor shall submit calibration reports for the jack and pressure gauge indicating calibration within 90 calendar days prior to use. Te sting will not be allowed until approval of the calibration report by the Engineer.

capable of tensioning dowel bars to 80% of the guaranteed ultimate tensile stren gth of the bars within the rated pressure capacity of the pumping units, unless approved otherwise by the Engineer.

221 2-103 (8) The jack shall be independently supported and centered over the bar so that the bar does not carry the weight of the jack. The stressing equipment shall be placed over the bar in such a manner that the jack, bearing plates, and stressing anchorage are in alignment. The jack shall be positioned at the beginning of the test such that unloading and repositioning of the jack will not be required during the test. The Contractor will be required to provide a reaction bearing pad for each test. The bearing pad shall be constructed to a size and thickness that will prevent failure of the pad or movement of the test jack or bearing plate.

to the rock surface or reaction frame, test bar size, grouted hole diameter and reaction plate dimensioning shall be developed by the Contractor and submitted t o the Engineer for approval. The test bars shall be constructed using the same equipment, methods, and hole diameter as planned for the production. Changes in the drilling or installation method may require additional testing as determined by the Engineer. Additional testing shall be provided at no additional cost to the Agency.

lengths. Prior to testing, only the bonded length of the test bar shall be grouted. The

unbonded length of the test bar shall be at least 3 feet unless approved otherwise by the

Engineer. The bond length shall be determined by the Engineer based on the design pullout

load and the design bond strength indicated in the Plans. The design test load (DTL) shall

not exceed 1.33 times the design load (DL) and shall not exceed 80% of the guaranteed

ultimate tensile strength for the bar.

the schedule shown in Table 221.04A. At each load increment the total movement of the

pulling head shall be recorded to the nearest 0.001 inch with respect to an independent

fixed reference point. Movement readings at the maximum test load (1.33 DL) shall be

taken at 1, 2, 4, 5, 6, and 10 minutes to measure the creep rate. If the total creep movement

between 1 minute and 10 minutes exceeds 0.040 inches, the test load shall be maintained

for an additional 50 minutes. Total movements shall then be recorded at 20, 30, 40, 50, and

60 minutes from the start of the test hold time. The alignment load (AL) shall be the

minimum load required to align the testing apparatus and shall not exceed 0.25 DL. During

load hold periods, the rock dowel load shall not be allowed to deviate from the test pressure

by more than 50 psi. The load shall be returned to the cycle maximum load prior to taking

the movement reading at the cycle interval.

221

TABLE 221.04A – PROOF TEST DOWEL LOADING SCHEDULE

Increment Load Movement

Measurement? Notes

1 AL No --

2 0.25 DL Yes --

3 0.50 DL Yes --

4 0.75 DL Yes --

5 1.00 DL Yes --

6 1.25 DL Yes --

7 1.33 DL Yes Test load start

8 Hold Yes Test load at final hold

minute and 10 minute reading or, if exceeded, less than 0.080 inches per log cycle of time

between the 6 minute and 60 minute readings and the rate is linear or decreasing at the end

of the creep test load hold period.

which attempts to increase the test load simply result in continued pullout movement of the

test.

The Contractor shall evaluate the results of each proof test and submit a test results summary to

the Engineer. Installation methods that do not satisfy the testing requirements shall be considered

inadequate. The Contractor shall propose alternative methods and install replacement proof test

dowels at no additional cost to the Agency.

proceed as detailed in the approved work plan. In addition, the following requirements shall be

met:

Subsection 221.04(b) prior to starting installation of production dowels.

221

directed by the Engineer during construction. The Engineer may add, eliminate, or relocate

dowels to accommodate actual field conditions.

prior to the installation of rock dowel. Holes drilled for which installation is considered by

the Engineer to be unacceptable or impractical shall be re-drilled at the Contractor’s

expense.

mixer and passed through a No. 4 (4.75 mm) sieve before being used. Grout may be

pumped or fed by gravity into the tremie pipe or grout tube. Grout containing lumps or that

has been in the grout mixer for more than 30 minutes shall not be used. The Contractor

shall flush the drill hole of all drill cuttings and debris with compressed air prior to grout

installation.

hole with tremie pipe at the toe of the hole. The hole shall be filled with grout while the

tremie pipe is withdrawn at a rate such that the bottom of the tremie pipe remains at or

below the rising grout surface. For installed bar lengths of greater than 7 feet, the

Contractor shall leave hole full of fluid grout for five minutes. If the grout level drops by

less than 1 inch, the Contractor shall insert the bar with centralizers into the hole. If the

grout level drops by more than 1 inch in five minutes, the Contractor shall re-fill the hole

with grout. If the grout level continues to drop for more than 15 minutes, the grout mix

shall be thickened as directed by the Engineer. The bar with centralizers shall be inserted

once the level stabilizes.

installation shall be completely filled with cement grout over the full depth of the hole.

Sufficient grout shall be used such that, at a minimum, a small amount of grout extrudes

from the collar of the hole when the dowel is inserted to ensure that no voids are left around

the bar. The quantity of grout that is required to fill each dowel hole will vary and is highly

dependent on geological conditions.

with hand-packed grout as shown on the Plans, and the face plates and nuts shall be

attached and tightened with a wrench as directed by the Engineer.

221

basis. Any deviations from the approved mix will require additional testing.

will be tested by the Agency. Any grout cubes tested by the Contractor will be considered

quality control. Acceptable grout shall have a minimum compressive strength as detailed

in the Contact.

The compressive strength shall be the average of the 3 cubes tested. Grout consistency as

measured by grout density shall be determined by the Contractor in accordance with

AASHTO T 133, ASTM C188, or API RP-13B-1 at a frequency of at least one test per day,

conducted just prior to the start of dowel grouting. The Baroid mud balance used in

accordance with API RP 13B-1 is an approved device for determining the grout density of

neat cement grout. The measured grout shall have a specific gravity of between 1.9 and

2.0, or as approved in the mix design submittal.

otherwise by the Engineer. Bars shall be centered within 1 inch of the center of the drillhole.

Individual dowels shall be positioned no more than one foot from the design spacing shown on the

Plans. Inclination shall be within ± 5° of that shown on the Plans. RSS items that encounter

unanticipated obstructions during drilling shall be relocated by the Contractor with the approval

of the Engineer. RSS items that do not satisfy the specified tolerances due to the Contractor’s

installation methods shall be replaced to the Engineer’s satisfaction at no additional cost to the

Agency.

221.05ROCK ANCHORS

additional requirement:

221

unloading the test anchor in accordance with the schedule shown in Table 221.05A. The

load shall be decreased to the alignment load (AL, defined as 0.05 DL) after each cycle

maximum, and the movement of each successive alignment load step shall be recorded. At

each load increment, the total movement of the pulling head shall be recorded to the nearest

0.001 inch with respect to an independent fixed reference point. The load shall be held at

each increment just long enough to obtain the movement reading but no longer than 1

minute. Movement readings at the test load of 1.33 DL shall be taken at 1, 2, 4, 5, 6 and 10

minutes to measure creep rate. If the total creep movement between 1 minute and 10

minutes exceeds 0.040 inches the test load shall be maintained for an additional 50 minutes.

Total movements shall then be recorded at 20, 30, 40, 50 and 60 minutes from the start of

the test load hold time.

TABLE 221.05A – PERFORMANCE TEST ANCHOR LOADING SCHEDULE

Cycle Load Increment

Alignment 1 2 3 4 5 6 7

1 AL 0.25 DL -- -- -- -- -- --

2 AL 0.25 DL 0.50 DL -- -- -- -- --

3 AL 0.25 DL 0.50 DL 0.75 DL -- -- -- --

4 AL 0.25 DL 0.50 DL 0.75 DL 1.00 DL -- -- --

5 AL 0.25 DL 0.50 DL 0.75 DL 1.00 DL 1. 25 DL -- --

6 AL 0.25 DL 0.50 DL 0.75 DL 1.00 DL 1.25 DL 1.33 DL --

minute and 10 minute reading or, if exceeded, less than 0.080 inches per log cycle of time

between the 6 minute and 60 minute readings and the rate is linear or decreasing at the end

of the creep test load hold period.

unbonded length (plus jack length) and is less than 100% of the theoretical elongation of

the unbonded length (including the jack length) plus 50% of the bonded length.

221

which attempts to increase the test load simply result in continued pullout movement of the

test.

The Contractor shall evaluate the results of each anchor test and submit a test results summary to

the Engineer. Installation methods that do not satisfy the testing requirements shall be considered

inadequate. The Contractor shall propose alternative methods and install replacement test anchors

at no additional cost to the Agency.

detailed in the approved work plan. In addition, the following requirements shall be met:

directed by the Engineer during construction. The Engineer may add, eliminate, or relocate

anchors to accommodate actual field conditions.

prior to the installation of rock anchor. Holes drilled for which installation is considered

by the Engineer to be unacceptable or impractical shall be re-drilled at the Contractor’s

expense.

mixer and passed through a No. 4 (4.75 mm) sieve before being used. Grout may be

pumped or fed by gravity into the tremie pipe or grout tube. Grout containing lumps or that

has been in the grout mixer for more than 30 minutes shall not be used. The Contractor

shall flush the drill hole of all drill cuttings and debris with compressed air prior to grout

installation.

fabricated anchor inserted into a prepared borehole. Once in place the anchor will be

checked to ensure that there is a level bearing plate surface, and where necessary hand

placed grout will be troweled around the borehole. With a level anchor head surface the

anchor will be tremie grouted to the surface. If an encapsulated anchor is not used, then

two stage grouting will be required.

the bottom of the open hole. The tremie tube may be withdrawn as grouting proceeds,

however, grout shall be maintained over the end of the tremie tube at all times.

221

to resist the 1.33 DL or as directed by the Engineer. For grouting, the anchor bar shall be

inserted in the hole and the grout placed through a tremie tube to fill the borehole. The

Contractor shall observe the grout level for five minutes. If the grout level drops by more

than 1 inch in five minutes, the Contractor shall re-fill the hole with grout to the original

level. The use of a grout sock will be permitted to limit grout loss.

annulus between the anchor and the hole with hand-packed grout, the washer and nut will

be installed and the anchor loaded to 1.10 DL. The nut shall be tightened with a wrench to

lock off the anchor at the 1.10 DL load and the jack shall be removed.

length as directed by the Engineer. Cutting of the bars with torches will not be permitted.

Anchor ends, where cut, shall be painted with a cold galvanizing compound following

installation.

basis. Any deviations from the approved mix will require additional testing.

221.06SHEAR KEYS

detailed in the approved work plan and meet the requirements of Subsection 221.04(d)(2) through

Subsection 221.04(d)(6). In addition, the following requirements shall be met:

shall be completely covered by Type III mortar, forming a buttress according to the

dimensions shown on the Plans.

basis. Any deviations from the approved mix will require additional testing.

221

approved otherwise by the Engineer. The bars shall be centered within 1 inch of the center of the

drillhole. Individual shear keys shall be positioned no more than one foot from the design spacing

shown on the Plans. Bar inclination shall be within ± 3° of that shown on the Plans. Bars that

encounter unanticipated obstructions during drilling shall be relocated by the Contractor with the

approval of the Engineer. Bars that do not satisfy the specified tolerances due to the Contractor’s

installation methods shall be replaced to the Engineer’s satisfaction at no additional cost to the

Agency.

221.07ROCK DRAINS. Rock drains shall be installed as specified in the Plans and shall proceed as

detailed in the approved work plan. In addition, the following requirements shall be met:

approval of the Engineer.

be replaced to the Engineer’s satisfaction at no additional cost to the Agency.

221.08ROCK NAILS

on the Plans shall proceed as detailed in the approved work plan and meet the requirements of

Subsection 221.04(d)(2) through Subsection 221.04(d)(6).

221

221.09SHOTCRETE. If a shotcrete is specified on the Plans, the installation procedures shall be as

follows:

contamination, segregation, corrosion, or damage.

permanent wall drainage as specified on the Plans.

inches wide and shall be secured to the excavation face with the geotextile side against the

ground as specified in the Plans. Drain strips shall be made continuous by using the shingle

method of splicing with a 12 inch minimum overlap such that the flow of water is not

impeded, or through use of splices supplied by the manufacturer.

or as directed by the Engineer during construction. Unless specified in the Plans, drill holes

shall be no larger than 3 inches in diameter, and the pipe shall extend 1 inch to 3 inches

beyond the final slope face. The PVC pipe shall be installed before applying the shotcrete.

of the weep pipe shall both be sealed to prevent shotcrete intrusion. Damage of the

geocomposite drain strip which, in the opinion of the Engineer, may cause interruption in

flow shall require installation of additional weep pipes above the damaged section.

any rock anchors, rock dowels, or rock nails for shotcrete are installed within the limits of

the shotcrete, prior to shotcreting.

placement operations and from all receiving surfaces by methods acceptable to the

Engineer. The removal shall be accomplished in such a manner as not to loosen, crack, or

shatter the surfaces to receive the shotcrete. Any surface material that, in the opinion of the

Engineer, is so loosened or damaged shall be removed to sufficient depth to provide a base

that is suitable to receive the shotcrete. Material that loosens as the shotcrete is applied

shall be removed. Shotcrete shall not be placed on frozen surfaces.

221

with the aggregate, unless approved otherwise by the Engineer. Dry-mix shotcrete shall be

placed within 45 minutes of mixing.

velocity for all parts of the work and simultaneous operations of the blow pipe for cleaning

away rebound shall be maintained at all times. The equipment shall be capable of delivering

the premixed material accurately, uniformly, and continuously through the delivery hose.

accumulation of rebound on uncovered surfaces. Thickness, methods of support, air

pressure, and rate of placement of shotcrete shall be controlled to prevent sagging or

sloughing of freshly applied shotcrete. Where shotcrete is used to fill the bird’s beak, the

nozzle shall be positioned into the mouth of the drill hole to completely fill the void.

Rebound shall not be worked back into the placement nor shall the rebound be salvaged.

Rebound that does not fall clear of the working area shall be removed. The nozzle shall be

held at a distance and at an angle approximately perpendicular to the working face so that

the rebound will be minimal and compaction will be maximized. The nozzle shall be

rotated steadily in a small circular pattern.

shotcrete layer is 6 inches or greater. The gunning method shall consist of building up a

thick layer of shotcrete from the bottom of the lift and maintaining the top surface at

approximately a 45° slope.

production shotcrete.

reinforcing elements after they are covered will be considered indication of insufficient

cover of reinforcement or poor application and probable void. In this case, the work shall

be immediately suspended, and the work carefully inspected by the Engineer. The

Contractor shall implement and complete corrective measures prior to resuming the

shotcrete operations.

221

orientation perpendicular to the surface, adjusting the water content of the shotcrete mix,

or other means acceptable to the Engineer. All overspray and rebound shall be removed

from the surface.

All shotcrete that lacks uniformity, exhibits segregation, sagging, honeycombing, or

lamination, or contains any voids or sand pockets shall be removed and replaced with fresh

shotcrete by the Contractor to the satisfaction of the Engineer.

meet the requirements, the Contractor shall immediately modify procedures, equipment, or

systems, as necessary, and as approved by the Engineer, to produce shotcrete meeting

specifications. All substandard shotcrete already placed shall be repaired by the Contractor,

to the satisfaction of the Engineer, at no additional cost to the Agency. Such repairs may

include removal and replacement of all affected materials.

ensure full shotcrete bearing behind the plate. However, the retention nut shall only be hand

tightened such that full bearing is achieved without excessively squeezing fresh shotcrete

out from under the plate.

the proper shotcrete cover is provided as shown on the Plans. In addition, the plate, washer,

and nut shall be pulled up flush together by wiring to the reinforcement or other means

necessary to ensure adequate contact between these parts.

sooner than 24 hours after the removal of low temperature protection.

221

ambient temperature exceeds 80°F, the Contractor shall plan the work such that curing can

commence immediately after finishing. The curing shall be completed using water,

membrane, or film curing methods in accordance with the following requirements:

complete surface coverage with minimum runoff.

shotcrete or other finishing materials are to be bonded unless the surface is

sandblasted in a manner acceptable to the Engineer. Membrane curing compounds

shall be spray applied as quickly as practical after initial shotcrete set, at a coverage

of not less than 40 square feet per gallon.

will be covered later with additional shotcrete. The sheeting shall completely cover

all surfaces, and have edges overlapped for proper sealing and anchorages.

below 40°F or above 95°F, or during rainfall events.

temperature is below 40°F or when the shotcrete is likely to be subjected to freezing

temperatures before reaching a minimum strength of 750 psi. Cold weather protection shall

be maintained until the strength of the shotcrete is greater than 750 psi. Cold weather

protection shall include heating under tents, blankets, or other means acceptable to the

Engineer.

80°F. The air in contact with shotcrete surfaces shall be maintained at temperatures above

32°F for a minimum of 7 days.

the opinion of the Engineer the quality of the application is not acceptable. Newly placed

shotcrete exposed to rain that washes out cement or otherwise makes the shotcrete

unacceptable to the Engineer shall be removed and replaced. The Contractor shall provide

adequately secured polyethylene sheeting or equivalent when adverse exposure to weather

is anticipated.

221

panels. Test panels shall meet the following requirements:

work.

of the Engineer.

One pre-production test panel shall be unreinforced, at least 6 inches thick, and used for

absorption and compressive strength testing. One pre-production test panel shall be the

maximum shotcrete thickness shown on the Plans and shall include the anticipated

reinforcing congestion.

panel shall be required for each 50 cubic yards placed, but no fewer than one production

test panel daily for each nozzle operator. One production test panel shall be required

whenever the nozzle equipment is changed. At least one production test panel shall be

unreinforced, at least 6 inches thick, and used for absorption and compressive strength

testing. Once per job, the Engineer may require an additional production test panel to test

for encapsulation.

presence of the Engineer.

221

test panel for compressive strength and absorption testing.

test panel in accordance with ASTM C1140 and with a minimum of 1 inch between

cores. Cores shall be conditioned accordance with AASHTO T 24.

diameter ratio of one. An alternate core size may be requested but shall be no less

than 3 inches in diameter. When the length of the core is less than twice the

diameter, the correction factors given in ASTM C42 shall be applied to obtain the

compressive strength of individual cores.

Section Central Laboratory for testing no more than 24 hours after being taken.

enough to not be damaged by coring.

pre-production test panel.

on the same criteria.

compressive strength. Three cores shall be tested at 7-days for absorption in accordance

with ASTM C642. Shotcrete will be accepted based on the 7-day or 28-days strength of

cores taken from the panels. The shotcrete strengths may be accepted if the average 7 day

compressive strength of each set of three cores extracted from test panels or wall face is

equal to or exceeds 85%, with no individual core less than 75%, of the specified 28 day

compressive strength in accordance with ACI 506.2.

reinforcement in accordance with ACI 506.2 equal to core grade 2 or better.

221

If a shotcrete section represented by any test panel core is deficient in any of the criteria specified,

the Contractor shall propose an alternative repair at no additional cost to the Agency. Repairs may

include, but are not limited to, the application of additional shotcrete to the deficient area or

removal and replacement of the deficient section.

221.10METHOD OF MEASUREMENT. The quantity of Rock Slope Stabilization Dowel to be

measured for payment will be the number of linear feet of rock dowels installed in the complete and

accepted work, as determined by the Engineer, and as shown as the pay limits on the Plans.

The quantity of Rock Slope Stabilization Dowel Testing to be measured for payment will be the number

of tests completed and accepted, as determined by the Engineer.

The quantity of Rock Slope Stabilization Anchor to be measured for payment will be the number of linear

feet of rock anchors installed in the complete and accepted work, as determined by the Engineer.

The quantity of Rock Slope Stabilization Anchor Testing to be measured for payment will be the number

of tests completed and accepted, as determined by the Engineer.

The quantity of Rock Slope Stabilization Shear Keys to be measured for payment will be the number of

linear feet of shear keys installed in the complete and accepted work, as determined by the Engineer.

The quantity of Rock Slope Stabilization Drain to be measured for payment will be the number of linear

feet of rock drains installed in the complete and accepted work, as determined by the Engineer.

The quantity of Rock Slope Stabilization Nail for Shotcrete to be measured for payment will be the number

of linear feet of rock nail installed in the complete and accepted work, as determined by the Engineer.

The quantity of Rock Slope Stabilization Shotcrete to be measured for payment will be the number of

cubic yards installed in the complete and accepted work, as determined by the Engineer. Test Panels will

not be measured for payment.

219.11BASIS OF PAYMENT. The accepted quantity of Rock Slope Stabilization Dowel will be paid

for at the Contract unit price per linear foot. Payment will be full compensation for furnishing, drilling,

installing, and grouting the rock dowels and for furnishing all labor, tools, equipment, and incidentals to

complete the work.

221

The accepted quantity of Rock Slope Stabilization Dowel Testing will be paid for at the Contract unit

price per each price. Payment will be full compensation for performance testing, obtaining acceptable

results for all tests, and for furnishing all labor, tools, equipment, and incidentals necessary to complete

the work.

The accepted quantity of Rock Slope Stabilization Anchor will be paid for at the Contract unit price per

linear foot. Payment will be full compensation for furnishing, drilling, installing, and grouting the rock

anchors and for furnishing all labor, tools, equipment, and incidentals to complete the work.

The accepted quantity of Rock Slope Stabilization Anchor Testing will be paid for at the Contract unit

price per each price. Payment will be full compensation for performance testing, obtaining acceptable

results for all tests, and for furnishing all labor, tools, equipment, and incidentals necessary to complete

the work.

The accepted quantity of Rock Slope Stabilization Shear Keys will be paid for at the Contract unit price

per linear foot. Payment will be full compensation for furnishing, drilling, installing, formwork, and

grouting the shear keys and for furnishing all labor, tools, equipment, and incidentals to complete the

work.

The accepted quantity of Rock Slope Stabilization Drain will be paid for at the Contract unit price per

linear foot. Payment will be full compensation for furnishing, drilling and installing the rock anchors and

for furnishing all labor, tools, equipment, and incidentals to complete the work.

The accepted quantity of Rock Slope Stabilization Nail for Shotcrete will be paid for at the Contract unit

price per linear foot. Payment will be full compensation for furnishing, drilling, installing, and grouting

the rock nail, and for furnishing all labor, tools, equipment, and incidentals necessary to complete the

work.

The accepted quantity of Rock Slope Stabilization Shotcrete will be paid for at the Contract unit price per

cubic yard. Payment will be full compensation for furnishing and installing the specified materials for a

complete in place shotcrete in accordance with the Contract, including all required submittal and for

furnishing all labor, tools, equipment, and incidentals necessary to complete the work. Test panels will be

considered incidental to Rock Slope Stabilization Shotcrete.

Payment for preparing and making required submittals will not be made separately, but will be considered

incidental to the work under this section.

221

Payment will be made under:

Pay Item Pay Unit

00 Rock Slope Stabilization Dowel ...............................................................Linear Foot

221.1500 Rock Slope Stabilization Dowel Testing ..................................................Each

221.2000 Rock Slope Stabilization Anchor ..............................................................Linear Foot

221.2500 Rock Slope Stabilization Anchor Testing .................................................Each

221.3000 Rock Slope Stabilization Shear Key .........................................................Linear Foot

221.4000 Rock Slope Stabilization Drain .................................................................Linear Foot

221.5000 Rock Slope Stabilization Nail ...................................................................Linear Foot

221.6000 Rock Slope Stabilization Shotcrete ...........................................................Cubic Yard

225

2-120SECTION 225 – CONCRETE RETAINING WALL

225.01DESCRIPTION . This work shall consist of designing, detailing, fabricating, furnishing, and

erecting a precast or cast -in-place concrete retaining wall at the locations specified and in conformance with the lines and grades shown on the Plans or as directed by the Eng ineer.

225.02MATERIALS . Materials shall meet the requirements of the following subsections:

Granular Backfill for Structures ................................ ................................ ................. 704.08 Drainage Aggregate ................................ ................................ ................................ ...704.16 Bar Reinforcement ................................ ................................ ................................ .....713.01 Mechanical Splices for Bar Reinforcement ................................ ............................... 713.02 Welded Wire Reinforcement ................................ ................................ ..................... 713.0 3 Precast Concrete Retaining Wall Systems ................................ ................................ .760.0 5 Concrete shall meet the requirements of Section 501 for Performance -Based Concrete, Class PCS, unless otherwise specified in the Contract. Reinforcing steel shall meet the requirements for Level I I corrosion resistance unless otherwise specified in the Plans.

225.03DESIGN REQUIREMENTS . The wall shall be designed and constructed in accordance with the

AASHTO LRFD Bridge Design Specifications , the Plans, the design criteria, and the geotec hnical information specified in the Contract. Precast and cast -in-place concrete retaining walls shall employ concrete facing. All wall components shall have a minimum design life of 100 years.

225.04GENERAL REQUIREMENTS . Unless noted otherwise herein, cast-in-place concrete retaining

walls shall meet the requirements of Section 501 and Section 507 as applicable. Precast concrete retaining walls shall meet the requirements of Section 540 and Section 649 as applicable. When the pay item Retaining Wall , Concrete is included in the Contract, the Contractor may choose to use either a precast or cast -in-place concrete retaining wall at their discretion. The wall shall meet the requirements for the applicable type as noted above.