163 Lines, grades, and cross-sections of ditches shall be as shown on the plans, unless otherwise established to obtain proper drainage. 500 Ditches and gutters emptying from cuts onto embankment shall be constructed to avoid eroding the embankment. Exploration of underground drainage a nd sinkholes may be required, and payment will be hereinafter provided. Should any underground drain be encountered, the location of which is not shown on the plans, notification shall be made at once. Drainage shall be explored as directed an d, if deemed necessary, taken care of under applicable provisions of these specifications, or as otherwise directed. 510 If existing surface drains, tile drains, se wers, or other undergr ound drains, or parts thereof, are not to be replaced or are not required by the terms of the contract or directed to be changed, whether such drainage facilities are shown on the plans or not, all such drainage facilities or parts thereof shall be protected, preserved, and satisfactorily continued in use without change. If in the prosecution of the work such existing drainage is changed or interrupted, or through negligence such drainage is interrupted or damaged, satisfactory perm anent repairs shall be immediately provided or adequate temporary drainage facilities shall be maintained until permanent repairs are made. If temporary facilities are provided, before the work is accepted, such damage or interrupted drainage facilities shall be restored to the original condition or 520 to an altered state which is at least equal to their original condition. If slopes or ditches which were graded for a grading contract become eroded or scoured during the paving contract work, the scoured or eroded areas shall be reshaped to the original cross-section and reseeded or resodded as shown on the plans, all in accordance with 208 and 621. When so provided by the plans or special provisions, or when ordered, all tile drains, sewers, or other underground drains encountered in the prosecution of the contract shall be repaired, replaced, extend ed, reconstructed, connected, or otherwise 530 changed. Unless otherwise provided in the contract, the cost of replacing, restoring, or connecting an underground drain which is substantially in its original location and incidental to roadway and drainage excavation, structures, or other drains will not be paid for directly, but the cost thereof shall be included in the cost of various pay items. Unless otherwise provided, any necessary drainage change or restoration not shown on the plans and not due to negligence or operations of the Contractor will be paid for at the contract unit price or prices thereof. If there is no such contract unit 540 price or prices, such work shall be done and payment made in accordance with 104.03. 203.14 164 203.15 Excavating Rock If material is encountered during excavation which appears to belong in the classification of rock excavation in accordanc e with 203.03, notification shall be made in writing. Ample time shall be allowed to make such investigation and measurements that are necessary to determ ine the class and volume of the material in question. Exploratory cores shall be taken from the top of the rock to approximately subgrade elevation as directed. The cores shall be cut with standard diamond core bits 550 and series X double tube core barrels to obtain 2 1/8 in. diameter samples. All cores shall be suitably marked and identified to show the location of the core by station, offset from centerline, elevation of top of rock, depth below top of rock, and percent recovery within each core. All cores shall be retained. The cores shall be placed in suitable compartmented wooden boxes in the order in which removed from the boring, with dividers between core runs. The top and bottom of each run shall be appropriately marked. The cores shall be trans ported to a location as directed. The top of rock elevations shall be determined prior to locating the top of soil cut slopes where finished rock slopes are planned to be 1:1 or steeper. 560 Final breakage of rock excavation shall be in accordance with, or closely to, the slope lines as shown on the plans unless different slope lines are fixed, and the Contractor so notified. The final slopes shall be left reasonably smooth and uniform, and all loose and overhanging rock removed. Unless otherwise specified, no rock shall finally project more than 1 ft beyond established slopes. If natural seams intersect an established slope, the excavation may be carried, with permission, along the face of such seams for the distance approved. Rock shall be excavated to the required elevation for the full width of the roadbed 570 as shown on the plans or as directed. Where rock is excavated below the required elevation, the area shall be backfilled to the subgrade elevation with crushed stone, spalls, subbase material, or other approved granular material, which shall be shaped and compacted to the required elevation and cross-section. Exploratory drilling, which shall consist of drilling holes for the purpose of determining the existence of cavities affecting underground drainage and possible sinkholes in cut sections, may be required at locations as directed. Unless otherwise directed, the holes shall be drilled on the centerline of the proposed pavement at approximately 100 ft intervals and shall extend for a depth of 7 ft below the proposed 580 grade and have a minimum diameter of 1 1/2 in. Where cavities are discovered on centerline, additional holes shall be drilled at 25 ft intervals along the edge of the proposed pavement, and unless otherwise directed, extend for a depth of 7 ft below the proposed grade. Where any cavity is discovered or exposed having a minimum cover of less than 5 ft, the cover shall be removed, and the treatment of such areas shall be in acco rdance with details in the plans or as otherwise directed. 203.15 The final surface of rock excavation under the roadbed area shall be left so that 590 drainage between the rock surfaces and any material placed thereon will be substantially complete. Where seams of clay or other soft material 1 ft or less in thickness are encountered in rock excava tion, the volume of such seams will be considered as rock excavation and paid for as such. Unless otherwise specified or directed, rock shall be pre-split by drilling and the use of explosives in such a manner as results in minimum breakage outside neat lines of the typical cross-section and slope stakes as established. Deposits of commercial building stone outside the right-of-way shall not be damaged. Holes for pre-splitting shall be drilled along the established slope stake lines. The holes shall be from 2 to 600 4 in. in diameter and, unless otherwise dir ected, be spaced approximately 3 ft apart. Holes shall be drilled approximately 2 ft below the established grade of the cut, or the predetermined bench elevation, or as directed. The maximum depth of any pre-split lift shall be 30 ft, unless otherwise directed. If more than one lift is required, the first line of drill holes shall be set in such a manner as to allow for a specified offset for each su cceeding lift and an offset of 2 ft from the back of the paved side ditch line. The explosives used and the method of loading depends on the material to be blasted. These explosives may vary from a single strand of detonating cord, for blasting unconsolidated formations, to a solid column of 610 dynamite for massive formations. However, the explosive shall be of a type to accomplish the pre-splitting with a minimum of breakage outside the excavated area. After the charges are placed, the holes sha ll be filled with sand or other suitable granular material. Except as indicated below, all pre-splitting charges shall be detonated simultaneously by the use of instantaneous electric blasting caps or by means of a detonating cord trunkline. The line holes shall be fired before the main excavation is blasted. Pre-splitting shall be kept well in advance of regular blasting operations. Primary blasting holes shall be drilled no less than 6 ft from the pre-split face, unless 620 otherwise directed. If additional charges are required, holes shall be placed at 1/2 the distance of a full depth hole to a depth such that the bottom of the hole clears the pre-split face approximately 2 ft. The pre-split face shall deviate no more than 6 in. from the front line of drill holes or more than 12 in. from the back line of drill holes, except where the character of the rock will unavoidably result in some irregularities. The amount of explosives per shot for instantaneous firing or the amount of explosives per delay for delay firing sha ll not be great enough to damage nearby structures, rock formations, or other property. Where commercial building stone formations are located in the effective vicinity, adequate seismograph readings shall 630 be obtained, with no additional payment, as evidence that blasting operations have not altered existing commercial building stone formations outside the right-of-way limits of the project. 203.15 166 Permission may be granted to use machine methods to establish the finished slopes in those cuts where machine methods are used to remove roadway excavation, provided final machine finished slopes are equal or superior to that which would be obtained by pre-splitting methods. When or where any direct or indirect damage or injury is done to public or private 640 property by or on account of any act, omission, neglect, or misconduct in the execution of the work or in consequence of the non-execution thereof, such property shall be restored, with no additional payment, to a condition similar or equal to that existing before such damage or injury was done by re pairing, rebuilding, or otherwise restoring as directed, or such damage or injury sh all be made good in an acceptable manner. No direct payment will be made for pre-splitting, but the cost thereof shall be included in the pay item of rock excavation or unclassified excavation.
203.16 Peat Deposit Treatment 650
If construction is specified at a location where a peat deposit is to be treated, the deposit shall be treated ahead of paving operations to obtain maximum settlement. If settlement has not been obtained when paving operations are at the limits of any peat deposit treatment, a gap in the pavement shall be left as directed. Gaps not constructed as part of the project will become an exception to the contract. Treatment shall be by the following methods: (a) Treatment of Existing Fills If the required alignment is on an existing fill over a peat deposit, treatment may 660 be required by any one or any combination of the following methods: 1. removal of the existing fill with or without the removal of the underlying peat and of the material at the sides of the existing fill;
2.blasting the peat under the fill;
3.loading the existing fill with additional fill material, and, if directed, blasting th e peat underneath; 670
4.leaving the existing fill in place and treating the material at the sides either by removing the peat at the sides and backfilling or by displacement or both;
5.excavating and constructing with lightweight fills. Determination of the method or methods to be used will be made based on conclusions from test holes which may be required to be drilled at designated locations. 680 203.16 167 (b) Treatment by Removal This method consists of completely removing the objectionable material either as peat excavation or by machine operation and backfilling to the full toe-width of the proposed embankment or to such other widths, if so directed depending on the condition and depth of the material to be removed. If water is not present, the space prev iously occupied by the removed material shall be backfilled with common excavation, borrow, or both, and placed in accordance with 203. 690 If water is present, the backfill shall be with material in accordance with 211.02 with the exception that ACBF or GBF shall not be used. Placement of this material shall follow as closely behind the removal of the peat as possible. It shall be carried across the area from one end to the other by end-dumping and finally left at the established grade. This grade shall be such that keeps end-dumping to a minimum, which nominally shall be approximately 2 ft above free water level. That portion between free water level and this established grade shall be thoroughly water soaked to secure maximum compaction. 700 If additional fill is needed to bring the embankment to its final required grade, it may be common excavation or borrow. Further placing of the granular material above the end-dumped material may be authorized. This additional fill shall be placed and compacted in accordance with 203 but shall not be placed for at least 14 days after the end-dumped material is placed and compacted. This period may be shortened or lengthened with written approval, depending on the settlement that has been obtained.
c.Treatment by Displacement When this method is used, the peat at each end of the deposit shall be removed completely by excavation to the full width shown on the plans, or to such other width 710 as may be directed, until a point is reached where the depth of the peat being removed is greater than 10 ft, or to a great er or lesser depth, as directed. If conditions allow, the upper portions of the remaining peat shall be excavated across the remainder of the deposit in the same manner as set out above for the ends. Removal of this upper portion shall begin at one end and proceed to the other end at a sufficient distance ahead of backfilling operations so displacement of the remaining peat will not be retarded. If excavation to the required depth is not maintained for the full width ahead of the backfill or surcharge, additional units shall be used or backfill operations stopped until the two operations are in balance. If conditions allow, 720 draglines shall be operated from mats in front of the advancing excavation. If blasting is required to aid displacement, it shall be completed as extra wo rk in accordance with 104.03. Backfilling shall be in accordance with 203.16(b) for end-dumped material except, when required, a temporary surcharge shall be maintained at the head of the backfilling. The top of the surcharge shall be constructed and maintained to a width 203.16 168 equal to the full shoulder width of the proposed embankment, or as approved or directed. The height of the surcharge shall be the same as the depth of the peat being treated, unless otherwise directed. The origin al ground shall be the reference elevation 730 for measuring peat depths and surcharge heights. The top of the surcharge shall be approximately level and the length on top shall be at least two times the depth of the peat being treated. The surcharge shall be kept built up and pushed forward with a bulldozer or other approved equipment as the displacement progresses. Machine methods shall be used to relieve pressure at the advancing toe and sides of the surcharge. Sufficient hauling units shall be used to maintain the surcharge at the required height, width, and length. The machine operation to augment displacement shall be coordinated with the rate of placing temporary surcharge. After the granular backfill has been completed across the deposit, any remaining 740 fill necessary to bring the embankment up to the required final grade shall be in accordance with 203.16(b) for that por tion above the end-dumped material.
203.17 Cased Test Holes As displacement progresses, cased test holes shall be placed at locations as
directed to determine the extent of peat displacement and for use in conjunction with final measurement. These holes shall extend to the bottom of the deposit. The boring shall be conducted in such a manner that accurate information may be obtained as to the nature of the materials th rough which the test holes ar e placed. If these test holes indicate that full displacemen t has not been obtained, th e remaining peat shall be 750 blasted or additional treatment shall be performed as required. Unless otherwise specified in writing, ca sed test holes shall be placed by hydraulic boring. The external casing shall be a minimum of 2 in. in diameter and of such additional size as to perform the operation satisfactorily. A continuous supply of fresh water shall be jetted through an internal pipe so that the wash water and loosened material is carried to the surface between the jet rod and the external casing. Pumps and other miscellaneous tools and equipment shall be used as required to perform a satisfactory operation.
203.18 Embankment Construction Embankment construction shall consist of constructing roadway embankments,
including preparation of the areas upon which they are to be placed; the construction of dikes within or outside the right-of-way; the placing and compacting of approved material within roadway areas where unsuita ble 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 embankment backfill. Recycled concrete pavement shall be from past documented Department projects. RAP shall be the product resulting from the cold milling or crushing of an existing HMA pavement. Rocks, broken concrete, RAP, or other solid 770 materials shall not be placed in embankment areas where piling is to be placed or driven. 203.17 169 Recycled concrete pavement shall meet the gradation requirements of B borrow in accordance with 904.06. Construction re quirements shall be in accordance with 203.20(a) or 211.03. Only RAP particles measuring 2 in. or less in all directions shall be incorporated into the top 5 ft of the embankment. RAP particles incorporated anywhere in the embankment shall be 5 in. or less. 780 When two sizes are used for one embankment, materials shall be separated with a layer of geotextile in accordance with 918.02(c), Type 2A. Geotextile used between recycled material lifts shall be included in the cost of the embankment pay item. Recycled concrete pavement and RAP sha ll not be mixed together or with other materials. When two or more approved materials are allowed for one embankment, materials shall be separated with a layer of geotextile in accordance with 918.02(c), Type 2A. Geotextile used between recycled material lifts shall be included in the cost of the embankment pay item. 790 Recycled concrete pavement or RAP shall only be used below the elevation of the pavement underdrains. Compacted lift thickness for RAP shall not be greater than 6 in. within the top 5 ft of the embankment. Where the depth of the embankment exceeds 5 ft, the compacted lift thickness for RAP shall not be greater than 12 in. Recycled concrete pavement and RAP shall not be used within 2 ft of the water table. Recycled concrete pavement shall be constructed in accordance with 203.20. RAP shall be constructed in accordance with 203.23 or 203.24. Proofrolling in accordance with 203.26 shall be performed to cover the entire grade for every 5 ft of fill. 800 A geotextile in accordance with 918.02(c), T ype 2B shall be placed in accordance with 214 prior to the placement of subgrade treat ment Type IC, Type II, or Type IV in accordance with 207 when recycled conc rete pavement or RAP is used for embankment construction. Recycled concrete pavement or RAP shall not be used for embankment construction when subgrade Type I, Type IBC, or Type IBL is specified. Geotextile shall be placed completely covering the top of the embankment. A minimum 24 in. soil encasement shall be constructed concurrently with the recycled concrete pavement or RAP lift. The soil encasement shall be suitable for vegetation growth and shall be constructed in accordance with 203.09. 810
203.19 Embankment Over and Around Structures Fill shall not be placed against any new masonry abutment, wingwall, retaining wall, or culvert, or over any culvert, bridge, or arch until approved. Applicable provisions of 702.23 shall be met.
Filling around culverts, bents, and piers, and fill below the natural ground surface at abutments, wings, and retaining walls shall be deposited on both sides to approximately the same elevatio n at the same time. Piers or bents shall not be displaced 203.19 170 and shall be checked for proper location as the work progresses. Corrective measures 820 shall be made if necessary. Filling at arch structures shall be carried up in horizontal layers, symmetrically from haunch to crown, and simultaneously over and against all piers, abutments, and arch rings. Wedging action of filling material against structures shall be prevented. If directed, back slopes of excavation shall be destroyed by stepping or serrating. The embankments around the end bents shall be constructed to approximate subgrade elevation for a distance of no less than 75 ft. This work shall be done before piling in the end bents are driven, and before the end bent or abutment is constructed. 830 Compaction shall be in accordance with 203.23. After the embankments are completed, the embankments shall be excavated to construct the end bents and berms. Before driving piles, pilot holes to receive the piling shall be predrilled through the embankment in accordance with 701.09(a). After the piles have been driven, the space between the pile and the predrilled hole shall be backfilled with granular material as directed. If the embankment in the area of the end bents is to consist of sand, gravel, or other permeable material in which a predrilled hole would not remain open, the piling shall be driven before the embankment is constructed. No direct payment will be made for excavation of the embankment at the end bents or abutments, or for predrilling, backfilling holes, or excavating fill; those costs shall be included in the 840 cost of other pay items. 203.20 Rock and Shale Embankment Utilization of these materials in embankment construction shall be in accordance with the following.
a.Rock Embankment Where rock is used for embankment, no large stones shall be allowed to nest but shall be distributed over the area to avoid pockets. Voids shall be filled carefully with small stones. The final 2 ft of the embankment just below the subgrade elevation shall 850 be composed of suitable material placed in layers not exceeding 8 in. loose measurement and compacted to the required de nsity. Shale or shale-like materials shall not be incorporated in the upper 2 ft of the embankment. Where the depth of an embankment exceeds 5 ft and is to consist entirely of rock, the rock shall be deposited in lifts not to exceed the top size of the material being placed, but in no event exceeding 4 ft. The rock for any particular lift shall be deposited on and pushed over the end of the lift being constructed by means of bulldozers or other approved equipment. Depositing of rock over the end of any lift from hauling equipment will not be allowed. If the voids of the last lift are not closed sufficiently, 860 they shall be choked with small broken stone or other suitable material and compacted as directed. A geotextile in accordance with 918.02(a), Type 2A shall be placed between the rock and the soil. 203.20 171 Where the depth of embankment is 5 ft or less, or where the material being placed does not consist entirely of rock, the material shall be placed in lif ts not to exceed the top size of the rock being placed but not exceeding 2 ft. Each layer shall be choked thoroughly with broken stone or other suitable material and be compacted to the required density or as directed. A geotextile in accordance with 918.02(a), Type 2A shall be placed between the rock and the soil. 870 Where a rock fill is to be placed over a structure, the structure shall first be covered with 2 to 4 ft of earth or other approved material, and properly compacted before the rock is placed. This covering shall be placed in accordance with 203.19. Shale shall not be incorporated as rock embankment unless written permission is obtained.
b.Shale, Shale and Soft Rock Mixtures, or Soft Rock When these materials are encountered and are to be used for embankment 880 construction, the compaction shall be accomplished with an approved vibratory tamping-foot roller in conjunction with a static tamping-foot roller. The minimum weight for the static tamping-foot roller shall be 30 t. The minimum total compactive effort for the vibratory tamping-foot roller shall be 27.5 t. Total compactive effort is defined as that portion of the static weight acting upon the unsprung compaction drum added to the centrifugal force provided by th at drum. If the manufacturer’s charts do not list the static weight acting on the compaction drum, the roller shall be satisfactorily weighed, the weight shall be added to the centrifugal force, and the roller rated in accordance with the Construction Industry Manufacturers Association, CIMA. Each tamping foot on the static roller shall project from the drum a minimum of 6 in. 890 Each tamping-foot on the vibratory tamping-foot roller shall project from the drum a minimum of 4 in. The surface area of the end of each foot on both tamping-foot rollers shall be no less than 5 1/2 sq in. Shale, shale and soft rock mixtures, or so ft rock shall be placed in 8 in. maximum loose lifts. Strength and moisture control fo r compacted soils shall be in accordance with 203.23 or the density shall be at least 95% of maximum dry density with moisture control in accordance with 203.23. Excavation and blasting procedures shall accommodate the selective placem ent of these materials and avoid intermixing rock. Rock shall be placed in accordance with 203.20(a). 900 Water shall be applied to the shale in the cut to accelerate th e slaking action and again prior to disking and compaction to facilitate the compaction. The water shall be distributed by an approved method which provides uniform application of the required quantity of water. The water shall be unifo rmly incorporated th roughout the entire lift by a multiple gang disk with a minimum disk wheel diameter of 24 in. Unless otherwise approved in writing, each embankment lift shall receive a minimum of three passes with the static roller and a minimum of two passes with the vibratory roller. The material shall be bladed before using the vibratory tamping-foot 910 203.20 172 roller. A pass shall be in accordance with 402.15. The rollers shall not exceed 3 mph during these passes. The number of passes will be adjusted upward if necessary to meet the requirements of 203.23. No additional compensation will be allowed for additional passes as specified herein, the cost of which shall be included in the cost of the pay items. Water required to facilitate the slaking and compaction of the shale or soft rock will be measured in accordance with 203.27(h ) and paid for in accordance with 203.28. No payment will be allowed for any water required for compaction of material furnished as borrow. 920
c.Shale and Thinly Layered Limestone In Dearborn, Decatur, Fayette, Franklin, Jefferson, Ohio, Ripley, Rush, Switzerland, Union, and Wayne Counties specifically, or in other areas where relatively thin layered shale and rock are en countered, their use will be allowed in the construction of embankment, if the following provisions, in addition to those stated in 203.20(b), are observed. 1. The slopes shall be encased with a minimum of 10 ft of relatively impervious, non-shale, non-erodible material. 930
2.The maximum size of limestone in the mixture shall be 6 in. in thickness and 1.5 ft in any other dimension.
3.The minimum number of passes with static roller and the vibratory tamping-foot roller shall be six static and two vibratory. If the material is found to be too intermixed with limestone fragments to enable field density tests as required in this section, this requirement may be waived by 940 written permission. As an alternate to this requirement, proofrolling shall be performed after every four lifts, and the moisture content will be controlled on clayey soils in accordance with 203.23. 203.21 Embankment on Hillsides or Slopes Before an embankment is placed on natural soil slopes or existing fill slopes of 4:1 or flatter, the existing ground surfaces shall be plowed or deeply scarified or, if the nature of the ground indicates greater precautions should be taken for integrating the proposed fill materials with the existing slopes, benches shall be cut into the existing slopes before fill placement is started. All such precautionary work shall be done as 950 directed. No direct payment will be made for plowing or scarifying, the cost thereof shall be included in the various pay items of the contract. Before an embankment is placed on natural soil slopes or existing fill slopes steeper than 4:1, benches a minimum of 10 ft wide, unless otherwise specified, shall be cut into the slopes prior to the placement of embankment fill. If benches are cut, the excavation involved will 203.21 173 be paid for at the contract unit price per cubic yard for the class or classes of excavation encountered.
203.22 Embankment Over Existing Roadbeds If embankment for new pavement is to be placed over an area where a rigid 960
pavement or any pavement havi ng a concrete base is in place, or in other cases when required, the upper surface of which is 1 ft or less below the subgrade elevation of the proposed new pavement, the existing old pave ment, including any concrete base, shall be removed. The method of removal, dis posal, and basis of payment shall be in accordance with 202.05 and 202.14. If embankment for new pavement is to be placed over an area where an existing rigid pavement is in place, the upper surface of which is more than 1 ft but less than 3 ft below the subgrade elevation of the proposed new pavement, or in other cases when required, the existing pavement shall be broke n. Pavement shall be broken so the area 970 of any individual unbroken slab does not exceed 1 sq yd. If embankment for new pavement is to be placed over an area where an asphalt filled brick-type or an asphalt-type surface on a concrete base is in place, and such existing surface is more than 1 ft but less th an 3 ft below the subgrade elevation of the proposed new pavement, or in other cases when required, the brick and cushion material, or the asphalt courses, shall be removed and the concrete base broken. Removal of the surfacing material, breaking the base, disposal of removed material, and basis of payment shall be in accordance with 202.05 and 202.14. 980 If embankment for new pavement is to be placed over an area where a flexible-type pavement is in place, the top of which is at the approximate elevation of, or is 1 ft or less below the required subgrade elevation of the proposed new pavement, the existing pavement shall be loosened to the depth directed, but no less than 1 ft. This loosened material shall be spread uniformly over the full width of the subgrade plus 1 ft on each side and compacted. No direct payment will be made for this loosening, spreading, and compacting, the co st thereof to be included in the various pay items of the contract. If embankment for new pavement is to be placed over an existing macadam, the 990 surface of which is more than 1 ft but less than 3 ft below the subgrade elevation of the proposed new pavement, the existing macadam shall be loosened to a depth sufficient to prevent possible trapping of water above the existing surface. No direct payment will be made for this loosening, the cost thereof to be included in the various pay items of the contract. Where the existing roadbed is too narrow, except as otherwise herein provided, new pavement shall not be placed partly on old and partly on new embankment. If the fill supporting an existing roadbed is 1 ft or more in depth, and is too narrow to carry the entire width of the proposed new pavement, the existing width of roadbed shall be 1000 taken down to include the new roadbed width and rebuilt from the lowest elevation of 203.22 174 the disturbed old roadbed to the required new width. This rebuilding shall be in accordance with these specifications for cons tructing embankment and as directed. For the necessary tearing down of the existing embankment, payment will be made at the contract unit price per cubic yard for the class or classes of excavation encountered. If an embankment is to be widened, due precautions shall be taken to ensure a firm foundation. After all sod and other perishable material has been removed, the existing shoulders shall be plowed down 2 ft out from the existing pavement. This material shall be used for widening. Benches, a minimum of 4 ft wide, shall be cut into 1010 the slope of the old embankment, unless otherwise directed. The materials from plowing down the shoulders and benching the slopes shall be deposited, spread, and compacted as set out herein for embankment, after which any remaining required embankment shall be finished with additional material, deposited and compacted in like manner. No direct payment will be made for benching, plowing, spreading, and compacting, the cost thereof to be included in the various pay items of the contract.
203.23 Embankment other than Rock, with Strength or Density Control
The compaction will be determined by dynamic cone penetrometer, DCP, testing in accordance with ITM 509 and the moistu re content in accordance with ITM 506. 1020 Soil classification will be performed in ac cordance with the ITM 512 and the following DCP blow counts will be used for compaction control: 203.23 175 Textural Classification Maximum Dry Density (pcf) Optimum Moisture Content Range (%) Acceptable Minimum DCP value for 6 in. for 95% compaction Acceptable Minimum DCP value for 12 in. for 95% compaction Acceptable Minimum DCP value for 6 or 12 in. for 100% compaction CLAY SOILS Clay < 105 19 - 24 6 * Clay 105 - 110 16 - 18 7 * Clay 111 - 114 14 - 15 8 * SILTY SOILS Silty 115 - 116 13 - 14 9 * Silty 117 - 120 11 * SANDY SOILS Sandy 121 - 125 8 - 12 12 * Sandy > 125 15 * GRANULAR SOILS - STRUCTURE BACKFI LL and A-1, A-2, A-3 SOILS No. 30 6 9 No. 4 7 10 1/2 in. 11 14 1 in. 16 19 * Test section re quired in accordance with ITM 513. Unless otherwise specified, all material directed to be compacted in accordance with 203.23 shall meet the acceptable minimum DCP value for 95% compaction. Subgrade shall meet the acceptable minimum DCP value for 100% compaction when required. As an alternate, all embankments shall be compacted to at least 95% of their 1030 maximum dry density and all subgrade shall be compacted to at least 100% of their maximum dry density. In situ density will be determined in accordance with AASHTO T 191 and the moisture content as specified. For clay, silty, and sandy soils compacted to 100% of their maximum dry density, a test section is required in accor dance with ITM 513 for DCP testing. Clay soils shall be constructed and tested with DCP in 6 in. lifts, whereas silty, sandy, and granular soils shall be constructed in 6 in. lifts and tested with DCP for 12 in. 1040 The moisture compaction range for all soil types shall be as follows: 203.23 176 Soil Type Moisture Compaction Range Clay (< 105 lb/cu ft) -2 to +2% of optimum moisture content Clay (105 - 114 lb/cu ft) -2 to +1% of optimum moisture content Silty and Sandy (> 114 lb/cu ft) -3 % to optimum moisture content Granular 5 to 8% DCP testing will be performed in accordance with the Frequency Manual at random locations determined in accordance with ITM 802. Moisture testing will be performed in accordance with the Frequency Manual. If the embankment material is too wet or too dry, either the material shall be 1050 aerated to remove excess moisture or wate red and disked to increase the moisture content, until in either case the moisture content is within the specified range. Sufficient moisture tests will be made to ensure that this range is maintained throughout the embankment. The embankment material shall be placed in uniform level layers, left properly shaped as set out above, and compacted with approved compacting equipment. Compacting equipment shall include at least one 3-wheel roller or other approved compacting equipment capable of providing a smooth and even surface on the embankment as directed. 1060 Each lift shall be disked or treated by some other mechanical means which shall ensure the breaking up of any existing lumps and clods. The loose depth of each lift shall be su ch that the required compaction can be obtained, but in no case shall it exceed 8 in . Where a tamping roller is used, the loose depth of lift shall not exceed the length of th e tamper feet. The surface area of the end of each foot of the tamping roller shall be no less than 5 1/2 sq in.
203.23.1 Coal Ash Embankment 1070
When used as borrow, coal ash shall be placed in the em bankment, compacted, and encased upon delivery to the project unless stockpiled at an approved location and in an approved manner. The Contractor shall include appropriate measures to prevent the movement of coal ash from the embankment area. These measures include, but are not limited to controlling stormwater runoff and fugitive dust. The top of coal ash embankments shall be temporarily encased if embankment construction will be delayed for more than seven days or if weather conditions warrant encasement. Control measures shall be amended into the SWQCP in accordance with 205. 1080 Coal ash shall not be mixed with other embankment materials within a given lift of the embankment. 203.23.1 Coal ash shall not be placed in any of the following locations:
1.Below existing ground.
2.Within a 100 ft horizontal distance of a stream, river, lake, reservoir, wetland, karst feature or any protected 1090 environmental area.
3.Within a 150 ft horizontal distance of a well, spring, pond or other ground source of water.
4.MSE wall backfill.
5.As encasement material.
6.Within the limits of subgrade treatment. 1100
7.Directly in contact with any permanent metallic construction materials. The loose depth of each lift of coal ash shall not exceed 8 in. Compaction of each lift shall begin at the outer edge and progress towards the center of the embankment using a maximum 10 t roller. The moisture content shall be controlled within -2 and +2 percentage points of the optimum moisture content determined in accordance with AASHTO T 99. 1110 Compaction will be determined by DCP testing in accordance with ITM 509. The DCP criteria for compaction acceptance will be as follows: 1. A minimum blow count of 7 for a 6 in. compacted lift for fly ash.
2.A minimum blow count of 16 for a 12 in. compacted depth of bottom ash consisting of two compacted 6 in. lifts. The Contractor shall coordinate with the Department’s Geotechnical Engineering 1120 Division to determine the minimum blow count for a mixture of fly ash and bottom ash. Lateral underdrains shall be installed at the bottom of coal ash embankments. Lateral underdrains shall be trenched into the embankment after it has reached an elevation at least 2 ft above existing ground . The bottom of the trench shall be at the top of existing ground with adjustment made for slope of the drain. The trench shall be located within 2 ft of the toe of slope. Th e trench shall be back filled with the coal ash material used for the embankment, mechanically compact ed to meet the 203.23.1 178 compaction requirements herein. Lateral underd rains shall be 6 in. diameter Type 4 1130 pipe in accordance with 715.02(d) and shall be enclosed in geotextile for underdrains in accordance with 918.02. Lateral underdrains shall be spaced a maximum of 100 ft longitudinally along the centerline of the embankment, shall outlet into the roadside ditch on each side of the embankment, shal l extend a minimum of 8 ft horizontally into the embankment, and shall be sloped at a minimum of 0.2%. Underdrain outlet protector s in accordance with 718.06 sh all be installed at the outlet end of each lateral underdrain. Coal ash shall be encased on all sides with cohesive soil. The cohesive soil shall 1140 be a silty loam, sandy clay, silty clay, sandy clay loam, clay, or a silty clay loam in accordance with 903.02. All cohesive soils sh all have a minimum clay content of 10%. Encasement shall be as follows: Total Finished Embankment Height Encasement (measured horizontally) Less than 10 ft 2 ft 10 ft to 20 ft 3 ft Greater than 20 ft 4 ft Encasement material shall be placed and compacted concurrently with the coal ash lifts. The top of the coal ash embankment shall be encased with a minimum of 1 ft of 1150 cohesive soil beneath the bottom of subgrade. 203.24 Method of Making Strength, Stiffness and Density Tests The strength of chemically modified or compacted soils will be determined by DCP in accordance wi th ITM 509. The stiffness of chemically modified soils or aggregates will be determined by the LWD in accordance with ITM 508. The density of soils and aggregates, as a percent of compaction, will be based on 1160 the maximum dry densities unless otherwise specified or directed. DCP field compaction tests will be performed in accordance with 203.23. LWD and density field compaction tests will be performed in accordance with this section. The required compaction shall be obtaine d before additional material is placed.
a.Laboratory The DCP criteria will be established on representative soils by performing ASTM D1140, AASHTO T 88, AASHTO T 89, AASHTO T 90, and AASHTO T 99 using 203.24 179 Method A for soils and Method C for granular materials. 1170 The optimum moisture content, maximum dry density, and gradation of aggregates will be determined by pe rforming AASHTO T 99 Method C, AASHTO T 11, and AASHTO T 27 on representative samples of the aggregates. (b) Field The soil strength of compacted soils or compacted chemically modified soils will be determined by DCP in acco rdance with ITM 509 and the stiffness of chemically modified soils or aggregates will be determined by LWD in accordance with ITM 508. The moisture content will be determined in accordan ce with ITM 506 or AASHTO T 1180 255. As an alternative, in situ field density may be determined in accordance with AASHTO T 191, except as listed below. The maximum dry density of the soil will be determined by ITM 512. 1. If AASHTO T 191 is used, the sand used for the test shall be silica sand in accordance with the gradation as follows: Passing the No. 20 (850 μm) sieve - 98 to 100% 1190 Passing the No. 40 (425 μm) sieve - 0 to 35% Passing the No. 70 (212 μm) sieve - 0 to 2% Sand such as Wedron Silica Sand No. 4075 or Ottawa 2.8 Blasting Sand has been found to be acceptable.
2.If particles larger than those that can pass through a No. 4 (4.75 mm) sieve for soil and a 3/4 in . (19 mm) sieve for granular material are encountered, correcti ons shall be made so that the density obtained is for the minus No. 4 (4.75 mm) or 3/4 in. (19 1200 mm) only. After the densities are determined, the percent compaction will be computed by the following formula: Percent Compaction = In Place Density, pcf Maximum Density, pcf x 100
3.Other approved types of field density tests may be used for control purposes after density values corresponding to those obtained by either of the methods set out above have been established.
4.All references to soils in these methods of tests shall be interpreted to mean either or both soil and granular materials. 203.24 180 Acceptance testing of chemically modifi ed soils and coarse aggregates will be determined by LWD testing in accordance with ITM 508. The allowable deflection will be determined from a test section or will be specified. Test sections shall be constructed in accordance with ITM 514 in the presence of a representative of the Geotechnical Engineering Division for other materials not included in the Tables to determine the maximum allowable deflection. The compaction procedures shall be in accordance with 203.23, 215, 301, 302, and 303. Proofrolling of compacted aggregate 1220 shall be performed in accordance with 203.26. The allowable average deflection a nd maximum deflection for chemically modified soils and aggregate over chemically modified and untreated soils shall be in accordance with the following: Table 1. Allowable Average Deflection and Maximum Deflection for Chemically Modified Soils and Aggregate over Chemically Modified Soils Material Type Allowable Average Deflection (mm) Maximum Deflection at a Single Test Location (mm) Lime Modified Soil 0.35 Cement Modified Soil 0.31 Aggregate over Lime Modified Soil 0.35 Aggregate over Cement Modified Soil 0.31 Table 2. Aggregate over Untreated Soils: Where Proofrolling Can Be Performed Material Thickness Allowable Average Deflection (mm) Maximum Deflection at a Single Test Location (mm) 6 in. Thick Coarse Aggregate No. 53 0.57* 12 in. Thick Coarse Aggregate No. 53 0.40** 18 in. Thick Coarse Aggregate No. 53 0.35** * When deflection exceeds this value, the area shall be recompacted or undercut as directed. The failed area will be delineated prior to excavation. Deflection will be measured based on the top 6 in. thick coarse aggregate No. 53 material placed for undercut. ** The Contractor shall recom pact the coarse a ggregate No. 53 in accordance with 301.06. 203.24 181 Table 3. Aggregate over Untreated Soils: Where Proofrolling Cannot be Performed Material Thickness Allowable Average Deflection (mm) Maximum Deflection at a Single Test Location (mm) 6 in. Thick Coarse Aggregate No. 53 0.65* 12 in. Thick Coarse Aggregate No. 53 0.52** 18 in. Thick Coarse Aggregate No. 53 0.49** * When deflection exceeds this value, the area shall be recompacted or undercut as directed. The failed area will be delineated prior to excavation. Deflection will be measured based on the top 6 in. thick coarse aggregate No. 53 material placed for undercut. ** The Contractor shall recompact the coarse aggregate No. 53 in accordance with 301.06. Note: The Engineer will perform the moisture test on in-situ soils prior to placement of coarse aggregate. If the result of the moisture te st is > 13%, the Engineer will contact the Department’s Geotechnical En gineerin g Division. Acceptance of the compaction of chemically modified soils or aggregate will be determined by averaging three LWD tests obtained at a random station determined in accordance with ITM 802, for each 1,400 cu yds of chemically modified soil or for 1240 each 800 t of compacted aggregate. Where th e construction area is 8 ft wide or more, the location of the three tests will be at 2 ft from each edge of the construction area and at 1/2 of the width of the construction area. Where the construction area is less than 8 ft wide, the location of the three LWD tests will be spaced at 1/2 of the width of the construction area and spaced 5 ft apart in the longitudinal di rection. The average deflection shall be equal to or less than the maximum deflection allowed in the tables above or determined by the test section.
203.25 Embankment Without Stiffness Control
When aggregate is used for embankment construction and it is not possible to 1250 perform stiffness testing in accordance with ITM 508 or strength testing in accordance with ITM 509, such material shall be comp acted with several passes of crawler-tread equipment or with approved vibratory equipment, or both. The equipment weight shall be at least 10 t. The materials shall be placed in lifts not to exceed 9 in. loose measurements, or as directed by the Engin eer. Each lift shall be compacted with a minimum of five passes. The tread areas shall overlap enough on each trip so that the entire embankment is compacted uniformly. When the embankment reaches 24 in. below the proposed subgrade elevation, proofrolling shall be performed in accordance with 203.26. Proofrolling shall also be performe d at every 5 ft of fi ll placed. Any defect shall be corrected as directed. Upon acceptance, a layer of geotextile in accordance 1260 with 918.02(a) Type 2B, shall be placed and the remaining embankment shall be constructed with No. 53 aggregate in accordance with 301. 203.25 182 At locations inaccessible to the above compacting equipment, the required compaction shall be obtained with approved mechanical tamps or vibrators, in which case the depth of lifts, loose measurement, shall not exceed 4 in.
203.26 Proofrolling When proofrolling is specified, the work shall be performed with an on-highway
dump truck with a minimum tire pressure of 90 psi. 1270 Proofrolling for original ground or embankment construction shall be performed using a dump truck weighing at least 15 t. Proofrolling for subgrade preparation shall be performed using a dump truck weighing at least 33 t. All proofrolled surfaces shall be covered completely with a single pass. Operating speed of the proofrolling truck shall not exceed 2 mph. Deflections or rutting in excess of 1/2 in. shall require remediation of the surface as directed. Deflection or rutting in excess of 3 in. shall require corrective remediation measures and the Department’s Geotechnical Engineering Division will be contacted. 1280 Proofrolling shall be performed after remediation measures on embankment or subgrade prior to the placement of additiona l material. There shall be one or two complete coverages as directed. Roller marks, irregularities, or failures shall be corrected.
203.27 Method of Measurement
a.Contract Quantity The quantities of excavation for which payment will be made will be those shown in the Schedule of Pay Items for the pay items, provided the project is constructed to 1290 the lines and grades shown on the plans. Unless otherwise specified, the project limits will be considered as one balance. If earthwork balances are shown on the plans, they are for information only. When the plans have been altered or when disagreement exists as to the accuracy of the plan quantities in any balance, or the contract quantity, either party shall have the right to request and cause the quantiti es involved to be measured in accordance with measured quantities. When the quantities are measured for payment, the original plan cross-sections plotted on the plans shall be used as original field cross-sections. 1300 Additional original cross-sections may be interpolated at points where necessary to determine the quantities more accurately. If the Contractor has acceptable engineered data that indicates an excavation quantity that is in error by more than 2%, then additional measurements will be performed on the areas in question and payment will be made for actual quantities.
b.Measured Quantities When payment is specified on a volume basis, all accepted excavation and borrow will be measured in its original position by cross-sectioning the area excavated, which 203.26 183 measurements will include over-breakage or slides in common excavation and 1310 unclassified excavation, not attributable to carelessness, and authorized excavation of rock, shale, peat, or other unsuitable material. Volumes will be computed from cross- section measurements by the average end area method. Measurement for payment will not include material excavated beyond authorized cross-sections. Where material is excavat ed beyond authorized cross-sections and wasted without authority, the material so wasted will be measured and deducted from the excavation quantities. Unless otherwise authorized, the amount of waste to be deducted, when common excavation, rock excavation, unclassified excavation, borrow, or other excavation has been wasted along embankments or elsewhere without 1320 authority shall be that portion of the embankment or fill which is outside a 1/4 to 1 slope in excess of that shown on the plans, and all portions outside a line from the shoulder point to a point 4 ft, measured horizontally, outside the theoretical toe of the slope. In determining waste, no tolerance in widths of shoulders will be allowed unless additional widths are authorized in writing before shoulders are finally constructed. Measurements will be made for unsuitable materials actually excavated and removed to obtain proper compaction in cut sections and in foundations for fill sections. Where it is impracticable to measure material by the cross-section method due to the erratic location of isolated depos its, acceptable methods involving three- dimensional measurements may be used to measure the material in its original position. The cubic yards of peat excavated will be determined by cross-sections, as described above, with the final cross-sections taken after complete excavation and before placing granular backfill, if peat is removed by excavation. When removal by displacement is necessary, final cross-sections will be derived from cased test holes through the completed granular treatment in accordance with 203.17. Such test holes 1340 shall be located at intervals which clearly define the bottom of the treatment between lateral limits. Pay quantities of peat excavation will be limited to the volume of peat lying between vertical lines as shown on the plans for lateral limits. Cased test holes and exploratory drilling will be measured by the linear foot; B borrow by the cubic yard, in accordance with 211.09. However, measurement to neat lines will not apply unless specifically designated. Breaking pavement will be measured by the square yard in place before breaking. (c) Measurement on a Linear Basis 1350 Linear grading will be measured by the linear foot. Measurement will be made once along each survey centerline for all linear grading comp leted on the line. Deductions will be made for bridges. Classes of excavation, except for required borrow, involved in linear grading will not be measured. 203.27 184 (d) Measurement of Excavation Items on a Weight Basis A pay item for excavation may be specified to be measured and paid for on a weight basis. When a weight basis is specified, the material will be weighed in accordance with 109.01(b). 1360
e.Measurement of Embankments When specified, embankments constructed will be measured in accordance with the terms set forth. When embankment is specified as a separa te pay item, the volume as constructed will be measured in place in accordance with 203.27(b). However, no measurement will be made for excavation or borrow, except as noted herein. The volume shall be computed in cubic yards from the dimensions of the embankment cross-sections and to the depth below completed grade to which this method of construction applies. No shrinkage factor shall be used in computing the embankment volume. Measurements 1370 will be made for unsuitable materials actually excavated and removed to obtain proper compaction in cut sections and in foundations of fill sections in accordance with 203.27(b). B borrow from off the right-of-w ay placed within embankment areas will be measured in accordance with 211.09.
f.Measurement of Borrow Borrow will be measured by the cubic yard. Except as otherwise provided herein, borrow will be cross-sectioned in its original position before excavation is started, again after it is completed, and the volume computed by the average end area method. No material shall be excavated as borrow until unsuitable material, vegetation, and 1380 other perishable matter have been removed and cross-sections taken over the cleared area. None of this removed unacceptable mate rial shall be moved back into the pit before final sections are taken. If borrow is obtained from a source where it is impracticable to measure the material in its original position, such material will be measured after being placed in embankment with no allowance made for a compaction factor. The borrow may be measured in truck beds in accordance with 211.09 for contracts having a proposal quantity less than 500 cu yds. If such source is contemplated, approval shall be obtained in writing before this part of the work is started. For quantities less than 1390 5,000 cu yds, the material may be weighed in accordance with 109.01(b) and converted from pounds shown on the weigh tickets to cubic yards using a factor of 3,000 lb/cu yd. If borrow is specified outside the limits of B borrow and if the requirements of the work do not otherwise prohibit, material in accordance with these specifications for B borrow, may be furnished and placed at the contract unit price for borrow, in which case measurement will be in accordance with 211.09. M easurement of borrow in accordance with 211.09 will be limited to nominal quantities outside the limits of structure backfill. The quantity of borrow measured for payment will not exceed the 1400 theoretical quantity of B borrow furnished. 203.27
g.Measurement of Embankment Foundation Soils Treatment Mechanical treatment of embankment foundation soils will be measured by the square yard. Chemical treatment of embankment foundation soils will be measured in accordance with 217. (h) Measurement of Wa ter for Shale, Shale and Soft Rock Mixtures, or Soft Rock When payment for water for shale is speci fied in the contract , the water for shale 1410 used will be measured by the 1,000 gal. by means of calibrated tanks or distributors, or by means of accurate water meters. When water for shale is not specified as a pay item in the contract, the water for shale that is used will not be measured directly. Such measurement will be included in that required for other pay items.
i.Lump Sum If the pay unit for a pay item for excavation is lump sum, no measurement will be made. (j) Measurement of Exploratory Cores 1420 Exploratory cores will be measured by the linear foot of rock core.
k.Measurement of Coal Ash If coal ash is used as borrow, it will be measured in accordance with 203.27(f). If coal ash is encountered during ex cavation, it will be measured as common excavation in accordance with 203.27.
203.28 Basis of Payment
The accepted quantities of excavation and embankment will be paid for at the 1430 contract price per unit of measurement for each of the pay items listed below which is included in the Schedule of Pay Items. Common excavation and unclassified excavation will be paid for on the unit basis of contract quantities in accordance with 203.27(a), without any quantity limit, unless otherwise shown in the Schedule of Pay Items. Combined quantities of borrow, common and unclassified excavation not exceeding 15,000 cu yds will be paid for on the basis of contract quantities in accordance with 203.27(a) with no adjustme nt to plan shrinkage factor. Except as noted above, borrow, as well as all other excavation, will be paid for on the basis of measured quantities in accordance with 203.27(b), unless otherwise shown in the Schedule of Pay Items. Linear grading will be paid for at the contract unit price per 1440 linear foot. If the class of excavation is linear grading, additional borrow and the excavation of and disposal of unsuitable material not included as pay items will be paid for as follows: 203.28 186 If the total quantity exceeds 5,000 cu yds at a given location, it will be paid for at $8.00 per cu yd. If the total quantity exceeds 1,000 cu yds, but does not exceed 5,000 cu yds at a given location, it will be paid fo r at $12.00 per cu yd. If the total quantity does not exceed 1,000 cu yds at a given locati on, it will be paid for at $15.00 per cu 1450 yd. Linear grading includes only such grading within the construction limits. All grading the Contractor is directed to perform outside the construction limits, except for the Contractor’s convenience, will be paid for in accordance with 104.03 or 109.03 unless such grading is shown on the plans or in the Contract Information book. Existing concrete building foundations, c oncrete walls, concrete columns, or concrete steps not visible and not shown on the plans within the limits of the planned excavation will be paid for at 10 times the contract unit price per cubic yard for 1460 common or unclassified excavation, whichever is set out as a pay item. Unless a waste area is established within the contract limits, the minimum pay for this work will be $80.00 per cu yd. Excavation and disposal of unsuitable material will be paid for at the contract unit price for the class of excavation involved. If no such pay item is included in the contract and embankment is included as a pay item, the excavation and disposal will be paid for at the contract unit price for embankment, unless otherwise directed. If there is no pay item for rock excavation and such is encountered, it will be paid 1470 for at $125.00 per cu yd for quantities less than or equal to 100 cu yds. For quantities greater than 100 cu yds pay will be determined in accordance with 104.03. If there is no pay item for common excav ation and if such is encountered, it will be paid for at the contract unit price per cubic yard for borrow. If the contract includes a pay item fo r waterway excavation, and if class Y excavation is encountered and there is no pay item for such, the class Y excavation will be paid for at 10 times the contract unit price per cubic yard for waterway excavation, or $100.00 per cu yd, whichever is greater. 1480 If the contract does not include a pay item for waterway excavation and such is encountered, pay will be determined in accordance with 104.03. If excavation is necessary to investigate or to seal sinkholes, or to explore underground drainage, the accep ted quantity involved at each location will be paid for as follows. The first 10 cu yds or fraction thereof will be paid for at 10 times the contract unit price for the class of excavation encountered. The next 40 cu yds or fraction thereof will be paid for at seven times the contract unit price for the class of excavation involved. Additional quantities will be paid for at three times the contract 1490 unit price per cubic yard for the class of excavation involved. 203.28 187 Material overlying the peat deposits which is excavated and used in embankment will be considered as common excavation and will be paid for as such. Excavation for standard side ditches or other side ditches which are constructed through peat areas at locations shown on the plans, or where directed, will be paid for at the contract unit price per cubic yard for common excavation. Mechanical treatment of embankment foundation soils will be paid for by the square yard as embankment foundation soils treatment. 1500 Cased test holes and exploratory drilling will be paid for at the contract unit price per linear foot. If there is no pay item for borrow, the costs of identifying the borrow areas, the archeological investigation, all required permits, and the opening and closing of the borrow area will be included in a change or der developed in accordance with 109.05 and paid for as borrow area. If the contract documents do not identify excess excavation or require removal of 1510 any items from the site, the cost of identifying a disposal area, archeological investigation, all required permits, and the opening and closing of the disposal area will be included in a change order devel oped in accordance with 109.05 and paid for as disposal area. If a type of excavation for which no pay item exists is required and the new type of excavation requires the Contractor to use equipment not otherwise being used on the contract, all cost involved in determining the type of equipment necessary to complete the work and making this equipment available for the project will be included in a change order developed in accordance with 109.05 and paid for as 1520 additional mobilization and demobilization. If a type of excavation for which no pay item exists is required and the new type of excavation requires additional traffic control not shown on the plans or results in traffic control being required for an additional period of time, all cost involved in providing the additional traffic control will be included in a change order developed in accordance with 109.05 and paid for as additional maintaining of traffic. Coal ash used as borrow will be paid for at the contract unit price for borrow. Excavation of coal ash will be paid for at the contract unit price for common excavation. Payment will be made under: Pay Item Pay Unit Symbol Borrow ....................................................................................... CYS 203.28 188 Breaking Pavement .................................................................... SYS Cased Test Holes ....................................................................... LFT 1540 Embankment Foundation Soils Treatment ................................ SYS Embankment .............................................................................. CYS Excavation, Common ................................................................ CYS Excavation, Peat ........................................................................ CYS Excavation, Rock ....................................................................... CYS Excavation, Unclassified ........................................................... CYS Excavation, Waterway ............................................................... CYS Excavation, Y ............................................................................ CYS Exploratory Cores ...................................................................... LFT Exploratory Drilling .................................................................. LFT 1550 Linear Grading .......................................................................... LFT Water for Shale .......................................................................... kGAL. If embankment is specified as a pay item, borrow and common excavation, unless otherwise specified, will not be paid for directly. The costs thereof shall be included in the cost of embankment. Such price shall be full compensation for preparation of the natural ground on which the embankment is to be placed and excavating, hauling, placing, spreading, and compaction of mate rials in accordance with 203.23. The costs of labor, equipment, tools, and necessary incidentals shall be included in the cost of embankment. The cubic yards of suitable material used in the embankment excavated 1560 from the right-of-way and paid for under a specific pay item will not be deducted from the embankment quantities. The quantity of material to be paid for as B borrow and placed within the embankment area as specified will be deducted from the quantity of embankment. The costs of excavating, backfilling, disposal of surplus material, labor, equipment, tools, and necessary incidentals necessary shall be included in the cost of excavation required to seal sinkholes or explore underground damage. The costs of all excavated or displaced p eat, regardless of de pth, peat disposal, 1570 temporary surcharge, machine operation, and machine availability shall be included in the cost of peat excavation. However, the Department may provide temporary right-of-way for peat dispos al when so specified. Cost for providing additional lighting for grading operations shall be included in the cost of other pay items in this section. No payment will be made for the construction or restoration of borrow or disposal sites. 1580 No payment will be made for the inspection of disposal and borrow areas for wetland identification, obtaining of permits, the development and construction of all mitigation measures, or the fulfillment of permit requirements. 203.28 189 The cost of boring the holes, casings and fittings, labor, equipment, tools, and all necessary incidentals shall be included in th e cost of cased test holes or exploratory drilling. The cost of reshaping scoured or eroded ar eas shall be included in the cost of other pay items. 1590 The cost of surface roughening shall be included in the cost of other pay items. The cost of identification of borrow areas, archeological investigations, and changes to construction operations caused by the identification of an archeological site shall be included in the cost of borrow, unless otherwise agreed to in writing. The cost of all classes of excavation, ex cept required borrow, within the limits of linear grading shall be included in the cost of linear grading. The cost of geotextiles shall be included in the cost of other pay items. The costs for the use of coal ash in embankment construction, including, but not limited to testing of the material, encasement, additional erosion and sediment control measures, lateral underdrains and all incidentals shall be included in the cost of other pay items in this section.
Source: Indiana Standard Specifications, 2024 Edition. Pages 178–206 of 1,248.