2−13
202.01.6 Muck Excavation. Muck excavation shall consist of the removal and disposal of
deposits of saturated or unsaturat ed mixtures of soils and organic matter not suitable for foundation material regardless of moisture content. The excavated muck shall be stockpiled at approved locations within the right-of-way and/or legally disposed of. 202.01.7 Channel Excavation Earth. Channel excavation earth shall include all materials other than water or "Channel Excavation Rock," removed from existing, new, or temporary water courses as indicated on the Plans or as directed by the Engineer. 202.01.8 Channel Excavation Rock. Channel excavation rock shall include intact bedrock and boulders 1 cubic yard or more in volume removed from existing, new, or temporary water courses, as indicated on the Plans or as directed by the Engineer. 202.01.9 Channel Excavation Rock - Mechanical. This classification of rock excavation shall be employed in channel construction areas where blasting is prohibited. Rock excavation under this classification shall be removed by employing hydrau lic splitters, air rams, paving breakers, or any other mechanical method approved by the Engineer. 202.01.10 Loam Excavation. Loam excavation shall include loam or topsoil removed between the limits indicated and the depths specified on the Plans or directed by the Engineer. The excavated loam shall be stockpiled at approved locations within the right-of-way. 202.01.11 Unclassified Excavation. Unclassified excavation shall consist of the excavation, stockpiling and/or removal and legal disposal of a composite mixture of various types of materials which the Engineer has determined to be impractical to segregate into separate classifications. 202.01.12 Embankment Construction. Embankment construction shall consist of constructing roadway embankments, including preparation of t he areas upon which they are to be placed; the benching of embankments; the construction of side slopes and toe drainage ditches; the construction of dikes within or outside the right-of-way; the placing and compacting of approved material within roadway areas where unsuitable material has been removed; and the placing and compacting of embankment material in holes, pits and other depressions within the roadway area. Only approved materials shall be used in the construction of embankments and backfills.
202.02 Materials
202.02.1 Common Borrow . Common Borrow shall consist of approved material required for the
construction of embankments or for other portions of the work. Common Borrow shall meet the requirements of Subsection M.01.01 of these Specifications prior to its final placement on the Project. The practice of culling deleterious or out of specification material after placement and/or grading in-place will not be allowed.
202.02.2 Gravel Borrow . Gravel Borrow shall meet the requirements of Subsection M.01.09;
Gradation of Aggregates, Table I, Column I prior to its final placement on the Project. The practice of culling deleterious or out of specification material after placement and/or grading in- place will not be allowed . 2−14 202.03 CONSTRUCTION METHODS.
202.03.1 Excavation-General. The Contractor shall remove all soil, rock, and other material and
utilize or dispose of these materials as required by the Plans and these Specifications. The excavation for the roadway, intersections and ent rances shall be finis hed to reasonably smooth and uniform surfaces. All rock cuts shall be thoroughly cleaned and scaled of all loose fragments. No materials shall be wasted without permission of the Engineer. Excavation operations shall be conducted so that material outside of the limits of slopes will not be disturbed. Prior to beginning excavation operations in any area, all necessary work in that area shall have been performed in accordance with SECTION 201; SITE PREPARATION , and all erosion and pollution controls shall have been installed in accordance wi th the applicable requirements of SECTIONS 206 through 211 of these Specifications. The Contractor shall maintain slopes, crowns, berms, and ditches on all excavations to insure satisfactory drainage at all times to protect the work, and maintain safe working conditions. When the Contractor's excavating operations encounter remains or artifacts of potential historical or archaeological significance, the operations shall be temporarily discontinued. The Contractor will immediately contact the Engineer who will determine the disposition thereof. When directed by the Engineer, the Contractor shall excavate the site in such a manner as to preserve the artifacts encountered and shall remove them for delivery to the custody of the proper State authorities. Such excavation will be considered and paid for as Extra Work in accordance with Subsection 104.05 of these Specifications.
a.Rock Excavation-General. Should bedrock be encountered above the design finish grade, the Contractor shall immediately notify the Engineer of the change in classification. The Contractor shall then continue soil excavation to expose the bedrock surface and to allow the Engineer to perform the necessary elevation su rvey and take cross-sectional measurements. Prior to removal of overburden, or presplitting and blasting to excavate to the design rock slope face, the Contractor shall locate the presplit line, and the intersection of the crest of the design slope with existing ground surface. Elevations of existing ground surface along this intersection alignment shall be established at one-half station intervals or as directed by the Engineer. The Contractor shall install marker stakes at the directed station intervals, offset as directed by the Engineer. Rock Excavation may be performed by blasting, where not prohibited, or by mechanical methods. However, where blasting is allowed, whatever the method used, bedrock removal shall be classified, measured and paid for as Rock Excavation. The Contractor shall be required to submit a Blasting Plan prior to the performance of any drilling or blasting. The Plan shall include as a mi nimum: full details of drilling and blasting patterns and techniques proposed for controlled and production blasting. The blasting plan is for quality control and record keeping purposes. Review of the blasting plan does not relieve the Contractor of the responsibility to use existing drilling and blasting technology and for obtaining the desired results. The Contractor shall be required to employ a qualified blasting supervisor, with presplitting experience acceptable to the Engineer. This supervi sor shall be available, as required, throughout the duration of presplitting and fragmentation blasting rock excavation. 2−15 Unless otherwise specified, material classified as rock shall be excavated to a minimum depth of 12 inches below subgrade within the limits of the roadbed, and the excavation backfilled with material as designated on the Plans or approved by the Engineer. Rock removal in excess of 12 inches below subgrade will not be paid for, but will be measured by the Engineer to determine excess backfill volume, said volume to be deducted from that backfill measured for payment. All backfilling in excess of the 12-inch depth shall be performed at the expense of the Contractor.
1.Rock Excavation-Presplitting. When required, the Contractor shall presplit the rock along the designated cut face to produce a uniform plane of rupture, so that the resulting face will not be affected by subsequent fragmentation blasti ng and excavation operations, all in accordance with the limits designated or indicated on the Plans. Presplitting shall be used whenever the intended exposed rock slope exceeds 10 feet in vertical height. Rock cuts more than 25 feet in vertical height may be presplit in stages (lifts) at the option of the Contractor, provided, however, that no stage shall be less than 10 feet in depth, and further provided that no payment will be made fo r additional excavation quantities caused by the offsetting of presplitting holes beyond the specified face in the top or successive stages. Presplitting holes in successive stages shall be offset not more than 2 feet inside of the previously presplit stage face. When drilling and blasting behind existing previous ly drilled and blasted rock faces to widen the rock cut, the Contractor shall presplit along t he new design rock face alignment and exercise all due care to prevent overblasting of the new rock face. If after excavating the blasted rock, it is not possible to hold a true and neat face-of-rock, then the Contractor will excavate all loose and unstable, fractured or seamed rock to an agreed stable face of rock behind the neat lines as ordered by the Engineer. The drilled presplitting holes shall follow the required rock slope lines and inclinations. Unless otherwise permitted by the Engineer, presplitting holes shall have a maximum spacing of 3 feet, center-to-center, and a diameter not greater than 3 inches. Presplitting holes shall be extended from the top of solid bedrock surface to 2 feet below the design toe of finished bedrock slope, unless different depths are specified on the Plans. The proper angle of drilling shall be maintained at all times so that all presplit holes lie essentially in the same plane and are parallel to each other. No hole shall deviate more than one half-foot at any place in the plane of the specified slope line, nor in its vertical alignment.
2.Rock Excavation-Fragmentation Blasting . The Contractor shall adjust his blasting operations according to the characteristics and structure of the rock formation to obtain the required slope without fracturing rock beyond the presplit face.
a.Fragmentation blast holes shall be positioned so that: • No portion of any blast hole 3 inches or less in diameter shall be within 4 feet of the designated presplit face. • No portion of any blast hole greater than 3 inches in diameter shall be within 12 feet of the designated presplit face. 2−16
b.The Contractor shall inspect and test each hole for its entire depth to determine the possible presence of any obstruction prior to placing the charge. No loading shall be permitted until the hole is clear of all obstructions for its entire depth. All necessary precautions shall be used in placing the charge to prevent cave-in of material along the sidewall of the hole. All space in each hole not occupied by the explos ive charge shall be filled with 3/8-inch size clean stone chips. No other material or type of stemming will be permitted.
c.Blasting for presplitting shall precede fragmentation blasting.
d.Remove the blast rock and expose the presplit face such that the surfaces of slopes in rock cuts are free from all loose stone or shattered edges. All unsuitable material, breakage, and slides, even though located beyond the payment lines, shall be removed as directed.
b.Excavation of Unsuitable Materials. Where unsuitable soils are encountered within the excavated section and above the design finish grade, excavation shall be suspended to allow area measurements and survey of elevations across the ex posed surface. Excavation of unsuitable soils shall then proceed until either a change of excavation classification occurs, or until the excavation reaches a stable base or as otherwise directed by the Engineer. If a change in classification occurs, a second set of surveyed elevations shall be obtained. The Engineer shall determine the required transverse spacing and station intervals of survey points. Where excavation to the designed subgrade elevation results in a subgrade or slopes of unsuitable soil, the Engineer shall require the Contractor to remove the unsuitable materials and backfill and compact to the designed subgrade elevation with approved material. The Contractor shall conduct his operations in such a way that t he Engineer can take the nec essary cross-sectional measurements before the backfill is placed. Material designated as unsuitable shall be legally disposed of at no additional cost to the State. Prior to placing of any subbase, base or pavement courses, all surplus excavated material including stumps, earth, rock, etc., shall be re moved and the shoulders, ditches and slopes graded to approximate final lines.
c.Muck Excavation. If the unsuitable material involved is muck, the excavation will be accomplished without entrapping muck within the backfill. The backfilling of the excavation area shall proceed immediately behind the muck excavation so material that is displaced by the backfill can be removed. The excavation will be backfilled to the ground level or 3 feet above water level, whichever is higher, with rock or other suitable granular material selected from the roadway excavation. If suitable material is not available from the excavation, it will be obtained from other approved sources.
d.Haulage. Compensation for haulage of earthwork materials within the project limits shall not be paid for separately, but shall be deemed to be included in the contract unit prices for the respective items. 202.03.2 Embankment Construction-General. Embankment construction for roadways and 2−17associated ramps, dikes, and berms shall consist of the placement and compaction of suitable earth and rock excavation materials, or borrow material, as required. Construction of embankment may continue during cold weather, however, frozen soils shall be removed and shall not be permitted as fill for embankment. Rocks, broken concrete, or other solid materials shall not be placed in embankment areas where piling, guardrail, electrical poles, conduits, etc., are to be driven or placed.
a.Preparation of Foundation. After cleaning and removal of topsoil where necessary, the Contractor shall notify the Engineer and prepare the embankment foundation as follows:
1.Where embankment will be greater than 4 feet in height above existing ground, the Engineer shall determine whether preparation of the foundation will be necessary.
2.For embankment less than 4 feet in hei ght above existing ground, completely break up the cleared ground surface to a minimum depth of 6 inches by plowing or scarifying. Compact the existing ground surface in accordance with Subsection 202.03.3.
3.Where unsuitable soils occur at existing ground surface, excavate and replace unsuitable soils with excavation or approved borrow material and compact in accordance with the applicable provisions of Subsection 202.03.3.
4.Where embankment is less than 2 feet in height above an existing road surface, scarify or pulverize the existing roadway to a depth of 6 inches below the pavement surface. Reduce all particles to a maximum size of 6 inches and produce a uniform material. Compact the roadway surface in accordance with the applicable provisions of Subsection 202.03.3.
b.Roadway Embankment-Earth. Roadway embankments may consist of earth excavation, borrow material, or a combination thereof. Unless the Department mandates the sequencing of materials in the embankment, borrow material shall not be placed until all suitable and accessible materials from all structure, trench, and roadway excavations have been placed. If the Contractor places more borrow than is require d and thereby causes a waste of excavation, the amount of such waste will be deducted from the borrow volume as measured. When borrow material is required to construct embankment, the Contractor shall make his own arrangements to procure the borrow material or open a borrow source. The Contractor shall also determine the suitability of the borrow material for use in embankment by appropriate laboratory testing. All roadway earth embankment se ctions shall be constructed in horizontal lifts not exceeding 15 inches (before compaction) and shall be compacted as specified in Subsection 202.03.3 Compaction-General before the next lift is placed. Each lift shall be placed to the full width of the embankment section unless otherwise directed. If the full width of the embankment section cannot be placed at one time, the lifts shall be stepped back at least the length of the lift thickness to allow for benching of the remaining fill. The entire area of each lift shall be uniformly compacted to at least the required minimum density by use of compaction equipm ent consisting of rollers, compactors or a combination thereof. Earth-moving and other equipment not specifically manufactured for compaction purposes shall not be considered as compaction equipment. The moisture content of all roadway embankment materials at the time of compaction shall 2−18 be that suitable for the soil to meet the required density as specified in Subsection 202.03.3 Compaction – General, but in no case shall it exceed 2.5% above the Optimum Moisture Content as determined by AASHTO T180. The following applies even if the moisture content is below the allowable upper limit: As observed by the Engineer , should the compacted lift exhibit instability as evident by pumping or rutting under equipment, insuffi cient moisture as evident by dusting, or excessive moisture or saturation, the Contractor shall make corrections to the lift at no additional cost to the State. As the compaction of each lift progresses, continuous leveling and manipulating will be required to attain uniform density. Water shall be added or removed, if necessary, in order to obtain stability and the required density. Construction equipm ent shall be routed uniformly over the entire surface of each lift. If the natural-in-place moisture of the excavated material makes it impractical to compact the soil, the Contractor shall dry the soil by disking, harrowing, blading or other approved means. If these methods do not produce the specified compaction, the Contractor shall strip and replace the soil. The embankment shall be crowned to shed runoff and constructed such that side slopes are protected from erosion.
c.Roadway Embankment-Rock . Rock fragments or boulders to be used in the con- struction of embankments shall be reduced to segments with the maximum dimension not exceeding 36 inches. The rock fragments and boulders shall be so shaped and proportioned that they can be effectively bedded in the top of the existing ground surface or the preceding embankment layer. The rock fragments and boulder s must be fully embedded in the placement layer which is not to exceed 3 feet in depth. Each rock fill layer shall be compacted using suitable equipment as described in Subsection 202.03.3; Para. a . Individual boulders may be placed in embankmen t. However, boulders shall not be nested, and the Contractor shall use appropriate methods and equipment as required to satisfactorily embed boulders in soil lifts and to compact adjacent fill. Each layer shall be leveled with suitable equipment and the interstices filled with finer fragments and earth. The rock lifts shall not be constructed above an elevation 2 feet below the finished subgrade. The balance of the embankment shall be composed of suitable material compacted as specified herein.
d.Excess Materials. All excess or unsuitable excavated material, including rock and boulders, that cannot be used in embankments may be placed in a satisfactory manner on the side slopes of the nearest fill. In case it is impossible to dispose of all such material in the manner described above, the remainder shall be legally dis posed of by the Contractor at no additional cost to the State.
e.Benching Existing Embankments. When embankment is to be placed and compacted against either an existing embankment or slope steeper than 4-to-1, horizontal benches shall be cut into the existing slopes to a sufficient width to accommodate placing and compaction operations and equipment. The Contractor shall bench the slope as each embankment layer is placed and compacted. Each bench shall begin at the intersection of the original ground and the vertical cut of 2−19the previous bench. Benches may be cut to a maximum height of 3 feet. Embankment layers shall be placed and compacted in accordance with the applicable provisions of Subsection 202.03.3 . There will be no separate payment for providing benches other than under the appropriate excavation classification.
f.Embankment Against Structures. If embankment can be deposited on one side only of abutments, wing walls, piers or culvert headwalls, care shall be taken that the area immediately adjacent to the structure is not compacted to the ext ent that it will cause overturning of or excessive pressure against the structure. When noted on the Plans, the fill adjacent to the abutment of a bridge shall not be placed higher than the bottom of the backwall of the abutment until the superstructure is in place. When embankment is to be placed on both sides of a concrete wall or box type structure, operations shall be so conducted that the embankment is always at approximately the same elevation on both sides of t he structure. In addition to these requirements, refer to Subsection 203.03.5; Backfilling , of these Specifications.
g.Embankment Below Prevailing Water Level. Backfilling and compacting excavated muck areas below prevailing water level may be accomplished as directed by the Engineer until the excavated area is backfilled to an initial loose state level not more than 3 feet above the prevailing water level. Embankments to an elevation 3 feet above the free water surface at the time of filling shall be constructed of rock, or a free-draining granular material as approved by the Engineer. Where filling in 12-inch layers is impracticable as may be the case of filling in water, the Engineer may allow embankment to be constructed in one layer to the minimum elevation at which equipment can be operated. Above this elevati on, the embankment shall be constructed as specified in Subsections 202.03.2b and 202.03.3.
h.Drainage Extension Embankment Detail. On projects which call for the extension of existing drainage lines in excavation and embankment ar eas, the Contractor shall maintain the flow of water throughout the construction process. In such cases, the following method of construction shall apply up to a minimum height of 3 feet above the outside diameter of the pipe:
1.Embankment will be constructed to an elevation equal to the invert elevation.
2.Trench excavation will be performed in t he compacted embankment for the placing of pipe bedding. The width of trench excavation will be governed by the dimensions specified in SECTION 205; TRENCH EXCAVATION.
3.A layer of bedding material will be placed against the outside of the pipe, its width governed by the horizontal pay limit s of trench excavation. Outside of these limits common borrow will be placed. Each fill layer will not exceed a thickness of 8 inches, measured after compaction.
4.The bedding material will extend to the height specified under SECTION 701; CULVERTS AND STORM DRAINS.
202.03.3 Compaction-General. Each lift shall be uniformly compacted to the specified density
before the next lift is placed. The specified density shall be obtained by utilizing any approved 2−20 compaction equipment such as: pneumatic tired compaction equipment, or three-wheeled power rollers, or vibratory, sheepsfoot, or tamping rollers, or other approved types of compaction equipment. Dumping and rolling areas shall be kept separate, and no lift shall be covered by another until the compaction requirements of this Subsection have been met. Hauling and leveling equipment shall be routed and distributed over each lift of the fill so as to make best use of that compaction effort.
a.Densities.
1.Maximum dry density and optimum moisture content will be determined by AASHTO T180.
2.Field density of soil in place shall be determined by either AASHTO T191 or a nuclear moisture density gauge conforming to AASHTO T310.
3.The method of correcting for oversize particles in soil compaction test results shall conform to AASHTO T224.
4.The Method Specification for Compaction of Soils as described in Para. d. shall apply if an approved soil does not meet the par ameters set by AASHTO T180.
b.Compaction of Earth Embankment.
1.Subgrade. Where the resulting subgrade surface is the bottom of an excavation (i.e. undisturbed existing ground), the subgrade surface sha ll be compacted as requi red, to not less than 95 percent of maximum dry density. When a nuclear density gauge is used, the in place dry density will be measured by the direct transmission method per AASHTO T 310 to a depth of 12 inches below the exposed surface. As observed by and at the discretion of the Engineer, determinations may be made of instability and excessive or insufficient moisture of the subgrade material and in such cases, the Contractor shall correct the lift at no additional cost to the State.
2.Embankment Sections . Where embankment sections are greater than 3 feet in height above existing ground, the earth in embankment se ctions below a plane of three feet below subgrade shall be compacted to not less than 90 percent of maximum dry density. The remainder of the roadway section up to subgrade shall be compacted to 95 percent of maximum dry density. When a nuclear density gauge is used, the in place dry density will be measured by the direct transmission method per AASHTO T 310 to a depth of 12 inches below the exposed surface or equal to the height of the lift thickness, whichever is smaller. As observed by and at the discretion of the Engineer, determinations may be made of instability and excessive or insufficient moisture of the embankment material and in such cases, the Contractor shall correct the lift at no additional cost to the State.
c.Compaction of Rock Embankment. Rock fill layers shall be sized, placed, and choked as described in Subsection 202.03.2; Para. c.
d.Method Specification for Compaction of Soils . This specification is to be used when an approved soil does not meet the parameters set by AASHTO T180. 2−211. A test strip shall be prepared of adequate size (approximately 100 SY) and at the appropriate lift thickness for the section.
a.The test strip shall be uniformly compacted with two (2) passes of adequately sized piece of compaction equipment such as a vibratory steel drum roller or a plate compactor with a minimum centrifugal force rating of 5,000 lbs. The number of roller passes is the number of times the area was rolled with the compaction equipment. e.g. forward and backward is two (2) passes.
b.The in-place field density of the test strip will be determined by the Engineer using either AASHTO T191 or a nuclear moisture density gauge conforming to AASHTO T310 in accordance with Subsection 202.03.3, Para a . If high gravel content impedes the use of direct transmission, then the backscatter mode will be used. In the backscatter mode, two tests performed in opposite directions over the same test spot will be averaged and recorded as a single test. Water shall be added to the area before proceeding if the moisture content is below 3%. Care shall be taken to avoid saturating the area.
c.Compaction shall continue on the test strip with 1 or 2 additional passes of the compaction equipment. The test area will be re-tested in the same manner as in paragraph b. for moisture and density relations and the results will be compared to the first test. This procedure will continue until t he results of three (3) consecutive density tests are within 1% of each other.
d.The total number of roller passes required to satisfy the previous step will be established as the minimum number of roller passes required for the roller pattern. Thereafter for production, additional density testing will not be required, unless the material and/or equipment have changed as described in e. below.
e.A new test strip is required for: (i.) each source of material (ii) each specific compaction equipment used (iii) whenever the material appears to have changed (iv) whenever the moisture content appears to have changed
2.Upon establishing the approved equipment and roller pattern for production, a visual inspection of each compacted lift will be performed by the Engineer and subsequent lifts shall be placed only upon approval by the Engineer. 202.04 METHOD OF MEASUREMENT .
202.04.1 Excavation-General. The types of excavation specifi ed in this Section will be measured
on a volume basis as computed from the area in its original position. The volume will be determined by differencing the area to be excavated from its original position before excavation is begun to the design subgrade after excavation is completed. Differencing will be accomplished by 2−22 taking cross sections at intervals stated herein by standard field survey techniques. Two sets of cross sections will be taken over the area to be exca vated; one set of the area in its original position and a final set after completion of excavation. (Intermediate sets of cross sections may be authorized for progress payment purposes). Should the final set of cross sections indicate unauthorized excavation below the design subgrade, the excess excavation shall not be m easured for payment. However, the excess excavation shall be replaced by available suitabl e excavation or borrow material, all provided, placed and compacted at no cost to the State. The final set of cross sections may include an amount for overbreakage or slides, as subsequently defined, which in the judgment of t he Engineer were not caused by any carelessness on the part of the Contractor. The cross sections will then be plotted and the volume determined by either the average end-area method or such other equivalent method acceptable to the Engineer.
a.Earth Excavation. Earth excavation shall be measured by the cubic yard as calculated by differencing the area excavated from its origi nal position before earth excavation is begun to its position when:
1.There has occurred a change in classification of excavation; or
2.The design subgrade elevation has been reached; or
3.The approved limits of excavation of unsuitable soils below design subgrade elevation or behind design side slopes are reached; or
4.The approved limits of excavation of unsuitable soils under shallow embankment have been reached. Area differencing shall be conducted by taking cross sections as described above in this Subsection 202.04.1.
b.Presplit Bedrock. Presplitting of bedrock shall be measured by the number of square yards of area of presplit rock face along the alignment at the inclination designated on the Plans. This area shall be measured and calculated as follows: At one-half station locations, the distance from the top of the presplit face to the toe of the presplit face, including toe drain, shall be measured using a steel tape held taut and against the top and toe of slope. One-half station areas shall be calculated by multiplying the average of adjacent one-half station measurements by a one-half stati on horizontal distance. The total measurement for presplitting will be calculated by summing the one-half station areas.
c.Rock Excavation and Rock Excavation - Mechanical. When rock surface occurs above the design grade of bottom of excavation, the Contractor shall immediately notify the Engineer so that determinations of the initial surface elevation and area of rock exposure can be made for preparation of cross sections for meas urement for payment. Cross sections for rock excavation measurement shall be prepared at maximum spacing of one-half stations (50 feet). At 2−23the completion of rock excavation and clearing of loose fragments, a second set of elevations shall be determined for the excavated and cleared rock surface. The volume of rock excavation and rock excava tion-mechanical to be measured for payment shall be calculated from the difference between the cross-sectional surface elevations, using the average end-area method or such other equivalent method acceptable to the Engineer. Volume calculated for payment shall include overbreakage of up to 12 inches below the design bottom of excavation in rock as described in Subsection 202.03.1; Para. a. Should the cross sections indicate bottom overbreakage and excavation in excess of the 12-inch allowance, the Contractor shall not be paid for rock excavation in excess of the overbreakage allowance. However, he shall provide, place, and compact fill and/or borrow required to replace the excess overbreakage at no cost to the State. Except for presplit areas, measurement for payment for rock excavation or rock excavation- mechanical shall include an allow ance for overbreakage along rock side slopes to an amount not to exceed, in any half-station of 50 feet, 10 percent of the actual quantity of rock excavation measured and calculated for that half-station. Rock side slope overbreakage in excess of the allowance will not be included for payment and shall be removed by the Contractor at no cost to the State. This Subsection 202.04.1; Para. c also applies to Channel Rock Excavation and Channel Rock Excavation-Mechanical. Rock Excavation in presplit areas shall be measured to the presplit face or design limits, whichever is less. Overbreakage from blasti ng will not be measured for payment but shall be removed as directed at no additional cost to the State. 202.04.2 Embankments. When the Contract specifically pr ovides for payment for embankments, or when embankments are constructed with materi al obtained from sources other than excavation, embankment will be measured by the number of c ubic yards of material actually placed and compacted within the limits of the design embankment section. The in-place volume will be calculated by differencing cross sections taken along the original ground from those taken along the top of the completed embankment. The two sets of cross sections will then be plotted and the volume determined by either the average end-area method or such other equivalent method approved by the Engineer. All boulders and detached stones which have a volu me in excess of 1 cubic yard and which the Contractor desires to incorporate into embankment construction must first be broken up into fragments whose respective volumes are 1 cubic yard or less. There will be no additional payment for breaking up such boulders and stones. When the Contract does not specifically pr ovide for payment for embankment, or when embankments are constructed with material obt ained solely from excavation, the work of embankment construction will not be measured or paid for separately, but will be considered incidental to the various classifications of excavation. However, when embankment is constructed from excavation material and there is required borrow material to complete the embankment, this borrow material shall be measured for payment. 2−24 Appurtenances, structures, pipes and drainage structures less than 50 cubic yards in volume shall not be deducted from embankment volumes for measurement of embankment or measurement of borrow for embankment. 202.04.3 Measurement of Borrow. Common Borrow, Gravel Borrow, or other borrow approved for use to replace unsuitable materials removed by excavation, or to construct embankment, shall be measured by the cubic yard as in-place and compacted. This volume shall be determined by area differencing using cross sections as described in Subsection 202.04.1; Excavation-General.
202.05 BASIS OF PAYMENT. 202.05.1 Excavation. The accepted quantities of "Earth Excavation,” "Rock Excavation,” "Rock
Excavation - Mechanical,” "Muck Excavation,” "Channel Excavation - Earth,” "Channel Excavation - Rock,” " Channel Excavation - Rock Mechanical,” "Loam Excavation,” and "Unclassified Excavation" will be paid for at their respective contract unit prices per cubic yard as listed in the Proposal. The prices so-stated constitute full and complete compensation for all labor, materials, and equipment, including excavation within the prescribed limits of the work, formation of embankments, grading, compaction, disposal of surplus materials, preparation of subgrade and shoulders, and all incidentals required to finish the work, complete and accepted by the Engineer. 202.05.2 Presplitting Bedrock. The accepted quantity of "Prespli tting Bedrock" will be paid for at the contract unit price per square yard as listed in the Proposal. The price so-stated constitutes full and complete compensation for all labor, materials, and equipment and all incidentals required to finish the work, complete and accepted by the Engineer. 202.05.3 Borrow. If specifically called for in the Contract for embankment construction, or if approved for replacement of unsuitable soils in excavation or under shallow embankment, "Common Borrow" and/or "Gravel Borrow" will be paid fo r at their respective contract unit prices per cubic yard as listed in the Proposal. The prices so-stated constitute full and complete compensation for all fees, leases, permits, and equipment, labor, and operating costs associated with procuring, clearing, working, and restoring a borrow pit; all labor, materials, and equipment, hauling, formation of embankments, grading, compacti on, disposal of surplus materials, preparation of subgrade and shoulders; and all incidentals required to finish the work, complete and accepted by the Engineer. SECTION 203 STRUCTURE EXCAVATION AND BACKFILL
203.01 DESCRIPTION. This work consists of the removal and disposal of all material of whatever
nature necessary for the construction of all structures and incidental foundations not included elsewhere in these Specifications. The work includes preserving channels, shoring and bracing, constructing cofferdams, sealing foundations, dewatering, excavating, preparing foundations, backfilling, and subsequent removal of safety features and cofferdams. Finally, this work shall include all necessary on-site or borrow backfill, as hereinafter specified. 2−25The material to be excavated is that which is included within the pay lines indicated on the Plans and as hereinafter defined, and which is not otherwise classified in either SECTION 202; EARTHWORK AND EMBANKMENT or SECTION 205; TRENCH EXCAVATION . Structure Excavation and Backfill will be subdivided into the following six classifications:
203.01.1 Structure Excavation; Earth . Structure excavation; earth shall include all excavation
not classified as rock, rock-mechanical, masonry, or unclassified excavation. 203.01.2 Structure Excavation; Rock . Structure excavation; rock shall include the removal of bedrock or boulders and detached bedrock fragments over 1 cubic yard in volume when encountered within the limits of Structure Excava tion. Boulder and rock fragments less than 1 cubic yard volume are considered Structure Excavation; Earth. 203.01.3 Structure Excavation; Rock - Mechanical. This classification of structure excavation - rock shall be employed in areas where blasting is prohibited. Rock excavated under this classification shall be removed by employing hydrau lic splitters, air rams, paving breakers, or any other mechanical methods approved by the Engineer. 203.01.4 Structure Excavation; Masonry . Masonry excavation shall include the removal of all concrete or stone masonry built either with or without mortar (includes incidental structures in excess of 1 cubic yard) wherever they are encount ered within the limits of Structure Excavation, provided that such masonry has not been included under any applicable provision of SECTION 201; SITE PREPARATION , of these Specifications.
203.01.5 Unclassified Structure Excavation . Unclassified structure excavation shall include the
removal and disposal of that composite mixture of various types of materials for which the Engineer determines it is impractical to classify into separate classifications for payment, and which is encountered within the designated pay lines. 203.01.6 Crushed Stone Fill Under Structures . This work shall consist of providing one or more courses of crushed stone fill and filter fabric under structures’ footings on prepared subgrade surfaces in reasonably close conformity with the lines, grades, thickness and typical cross sections indicated on the Plans.
203.02 MATERIALS. Backfill materials as specified in the Contract Documents shall conform to the
applicable requirements of SECTION M.01; BORROW AND AGGREGATES , of these Specifications. All backfill materials shall conform to all applicable specification requirements prior to its final placement on the project. The practice of culling deleterious or out of specification material after placement and/or grading in-place will not be allowed.
203.02.1 Crushed Stone Fill Under Structures . Crushed stone shall conform to the gradation
requirements of Subsection M.01.09, Table I, Column II of these Specifications. Filter fabric shall be one of those materials included on the Department’s Approved Materials List. 203.02.2 Cofferdams . The requirements for structural materials for cofferdams such as tremie concrete, steel sheet piling, and steel bracing will be provided in the Special Provisions of the Contract.
Source: Rhode Island Standard Specifications (Bluebook), 2024 Edition. Pages 123–135 of 826.