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 187–206 of 1,248.