339Post installation inspection will be included in the contract unit price per linear foot of pipe. Post- Installation Inspection shall include performing visual and video camera inspection(s), preparing and furnishing documentation to include narratives and video media in accordance with the requirements herein and VTM 123. The cost of the remedial measures (including removal and replacement of the pipe, if necessary) and the re-inspection of the remediated pipe necessitated as a result of the Contractor’ s negligence, omission, or fault shall be the contractual and financial responsibility of the Contractor. Payment will be made under: ————————————————————————————— Pay Item Pay Unit————————————————————————————— Pipe (Size and type) Linear foot Structural plate arch (Size) Linear foot Jacked and bored pipe (Size) Linear foot Tunneled pipe (Size) Linear foot Reinstalled pipe Linear foot End section (Standard and size) Each Pipe spillout (Standard) Each Concrete (Class) Cubic yard Reinforcing steel Pound Endwall grate and frame (Standard) Each Precast box culvert (Size) Linear foot Endwall pipe grate (Type) Linear foot Drop inlet (Standard and length) Each Intake box (Standard) Each Structural steel (Type) Pound Manhole (Standard) Linear foot Frame and cover (Standard) Each Reconstructed manhole Each Precast arch (Size) Linear foot Epoxy-coated reinforcing steel Pound Temporary diversion channel lining (Class) Square yard Temporary diversion channel excavation Cubic yard Endwall, Standard EW-12 Each Storm water management drainage structure (Type) Linear foot Temporary sediment riser pipe (Size) Linear foot ————————————————————————————— SECTION 303—EARTHWORK
303.01 Description
This work shall consist of constructing roadway earthwork in accordance with these specifications and in conformity with the specified tolerances for the lines, grades, typical sections, and cross sections shown on the plans or as established by the Engineer. Earthwork shall include regular, borrow, undercut, and minor structure excavations; constructing embankments; disposing of surplus and unsuitable material; 303.01 340shaping; compaction; sloping; dressing; and installing and maintaining temporary erosion and siltation control work while performing these operations.
303.02 Materials
a.Borrow excavation shall consist of approved material required for the construction of the roadway and shall be obtained from approved sources outside the project limits. Borrow excavation shall conform to AASHTO M57 and the requirements herein.
b.Materials for temporary silt fences, geotextile fabric silt barriers, and filter barriers shall conform to Sections 242.02(c) and 245.03(a).
c.Geotextile materials used for embankment stabilization shall conform to Section 245.03(d).
d.Mulches for seeding and erosion control shall conform to Section 244.02(g) and (k).
e.Seed shall conform to Section 244.02(c).
f.Fabric used for Turbidity Curtains shall conform to Section 245.03(k).
303.03 Erosion and Siltation Control and Stormwater Pollution Prevention
The Contractor shall control erosion, siltation, and stormwater pollution through the use of the temporary devices and methods specified herein or as is otherwise necessary. The Engineer reserves the right to require other temporary measures not specifically described herein to correct an erosion, siltation or pollution condition. Erosion, siltation control, and pollution prevention devices and measures shall be maintained in a functional condition at all times. Temporary and permanent erosion and siltation control and pollution prevention measures shall be inspected in accordance with Section 107.16(e). The Contractor shall make a daily review of the location of all erosion, siltation control and pollution prevention measures to en - sure that they are properly located for effectiveness. Where deficiencies exist, corrections shall be made immediately as approved or directed by the Engineer. When erosion and siltation control devices function by using wet storage, sediments shall be removed when the wet storage volume has been reduced by 50 percent. Sediments shall be removed from dewater - ing basins when the excavated volume has been reduced by 50 percent. Sediments shall be removed from all other erosion and siltation control devices when capacity, height, or depth has been reduced by 50 percent. Removed sediment shall be properly disposed of in accordance with Section 106.04. Sediment deposits remaining in place after the device is no longer required shall be removed or dressed to conform to the existing grade, then prepared and seeded in accordance with Section 603. Geotextile fabric that has decomposed or has become ineffective and is still needed shall be replaced. Temporary erosion and sediment control devices except brush silt barriers shall be removed within 30 days after final site stabilization or after the temporary devices are no longer needed as determined by the Engineer.
a.Earth Berms and Slope Drains: The top of earthwork shall be shaped to permit runoff of rainwater. Temporary earth berms shall be constructed and compacted along the top edges of embankments to intercept runoff water. Temporary Berms and temporary dikes are to be stabilized immediately 303.01 341following installation. Temporary slope drains shall be provided to intercept runoff and adequately secured to prevent movement. Slope drains may be flexible or rigid but shall be capable of being readily shortened or extended. A portable flume shall be provided at the entrance to temporary slope drains.
b.Soil Stabilization: The Contractor shall begin soil stabilization as soon as practicable, but no later than the end of the next business day, following the day when the land-disturbing activities on any portion of the Project have permanently or temporarily ceased for an anticipated duration of greater than 14 days. The Contractor shall complete soil stabilization within seven days of reaching final grade or from when land-disturbing activities have permanently or temporarily ceased for an antic - ipated duration of greater than 14 days. Initiation of soil stabilization includes, but is not limited to, prepping the soil for vegetative or non-vegetative stabilization, applying mulch or other non-vege - tative product to exposed soil, and seeding or planting the exposed area. The Contractor can initiate soil stabilization activities on a portion of the area to be stabilized and not on the entire area, so long as the initiation and completion of stabilization activities occurs on the entire disturbed area within the allowable timeframe for soil stabilization. Areas within 100 feet of the limits of ordinary high water or a delineated wetland are excluded from this requirement, but the work shall be continuously prosecuted until completed, and then stabilized immediately upon completion of the work in each impacted area. Soil stabilization includes: temporary and permanent seeding, riprap, aggregate, sod, mulching, and soil stabilization blankets and matting in conjunction with seeding. The applicable type of soil stabilization shall depend upon the location of areas requiring stabilization, time of year, weather conditions, and stage of construction operations. Cut and fill slopes shall be shaped and topsoiled where specified. Seed and mulch shall be applied in accordance with Section 603 as the work progresses in the following sequence:
1.Slopes whose vertical height is 20 feet or greater shall be seeded in three equal increments of height. Slopes whose vertical height is more than 75 feet shall be seeded in 25-foot increments.
2.Slopes whose vertical height is less than 20 but more than 5 feet shall be seeded in two equal increments.
3.Slopes whose vertical height is 5 feet or less may be seeded in one operation. Areas that cannot be seeded because of seasonal or adverse weather conditions shall be mulched to provide some protection against erosion to the soil surface. Mulch shall be applied in accordance with Section 603.03(e) and paid for in accordance with Section 603.04. Organic mulch shall be used and the area then seeded as soon as weather or seasonal conditions permit in accordance with Section 603.03. Organic mulches include: straw or hay, hydraulic erosion control products, and rolled erosion controlled products conforming to Section 244.02(g) and (k).
c.Check Dams: The Contractor shall install required check dams at the interval and locations shown on the Plans in accordance with the standard specified. When the Plans do not provide locations or intervals the Contractor shall install check dams below the outfall end of drainage structures and other necessary locations in consultation with the Engineer and in accordance the check dam standard specified. Temporary Check Dams conforming to Standard Drawing EC-16 for temporary erosion control shall conform to Section 244.02(o). Only products on the Department’ s Approved List 83 may be used for temporary check dams. Substitutions for Standard Drawing EC-4 Rock Check Dams, Type I or II are not permitted.303.03 342(d) Baled Straw Silt Barriers: may be substituted for temporary filter barriers with the approval of the Engineer in noncritical areas, such as pavement areas and rock locations where filter barriers cannot be installed in accordance with the plans and specifications, and locations where the Engineer deter - mines that streams and water beds will not be affected.
e.Temporary Silt Fences, Geotextile Fabric Silt Barriers, and Filter Barriers
1.Temporary silt fences: Silt fences will be specified by type and shall be erected at locations shown on the Plans or as determined by the Engineer. Posts shall be driven no less than 24 inches into the ground uniformly installed with an inclination toward the potential silt load area of at least 2 degrees but not more than 20 degrees. Geotextile fabric used for silt fences shall be provided and erected at a height of 24 inches above original ground. The bottom of the fabric shall be entrenched in the ground 12 inches (6 inches vertically and 6 inches horizontally) in a minimum 6-inch by 6-inch trench. Silt fence may also be entrenched using a slicing method with a minimum of 8 inches sliced into the ground. A continuous roll of fabric cut to the length of the silt fence is preferred to avoid the use of joints. When joints are unavoidable, fabric shall be spliced together only at a support post, with a minimum 6-inch overlap, and securely sealed by double folding ends together. Attaching fabric to existing trees will not be permitted.
a.Type A silt fence usage is limited to a fill height of 20 feet or less. Posts shall not be spaced more than 4 feet apart and shall be oak wood with nominal dimensions of 2 inch by 2 inch.
b.Type B silt fence is required for fill heights greater than 20 feet. Post shall not be spaced more than 4 feet apart and shall be steel with a minimum weight of 1.25 pounds per linear foot. Type A and B Silt Fence post shall have a finished height of no less than 6 inches above the fabric. The fabric shall be firmly secured to the post at both the top and vertical midpoint of the fabric. The top of the fabric shall be installed with a 1-inch tuck or reinforced top end section. Type A and B Silt Fence shall be in accordance with the Standard Drawing EC-5.
2.Geotextile fabric silt barriers: Existing fences or brush barriers used along the downhill side of the toe of fills shall have geotextile fabric attached at specified locations as shown on the plans. The bottom of the fabric shall be entrenched in the ground in a minimum 6-inch by 6-inch trench and the top shall be installed with a 1-inch tuck or reinforced top end section. Temporary fabric silt barriers may also be entrenched using a slicing method with a minimum of 8 inches sliced into the ground. Brush barriers shall be installed prior to any major earth-disturbing activity and trimmed sufficiently to prevent tearing or puncturing fabric. Fabric shall be fastened securely to the brush barrier or existing fence. A 6-inch overlap of fabric for vertical and horizontal splicing shall be maintained and tightly sealed.
f.Sediment Traps and Sediment Basins: Once a sediment trap or basin is constructed, the dam and all outfall areas shall be immediately stabilized.
g.Erosion Control Mulch: This work shall consist of furnishing and applying mulch used as slope protection (hydraulic mulch used for seeding or used as a temporary erosion control treatment) on slopes exposed to the elements but not at final grade during the period from December 1 to March 303.03 3431 for periods of up to 30 days prior to final grading or to areas to receive stabilization or paved surfaces within 6 months in accordance with this provision and as directed by the Engineer. Hydraulic mulch used for slope protection during such periods of seasonal or adverse weather shall be applied without seed. Mulch shall be applied to exposed slopes requiring mulch or to areas to be stabilized or paved within 48 hours after performance of grading operations in accordance with Section 603.03(e).
h.Temporary Diversion Dike: This work shall consist of constructing temporary diversion dikes at the locations designated on the plans and in accordance with the plan details and the Specifications, stabilizing dikes with seed and mulch, maintaining, removing when no longer required, and resto - ration of the area. Temporary diversion dikes shall be installed as a first step in land-disturbing activities and shall be functional prior to upslope land disturbance. The dike shall be constructed to prevent failure in accordance with Section 303.04. Seeding and mulch shall be applied to the dike in accordance with Section 603 immediately following its construction. The dikes should be located to minimize damages by construction operations and traffic. The Contractor shall inspect the temporary diversion dikes after every storm and make repairs to the dike, flow channel, outlet, or sediment trapping facility, as necessary. Once every two weeks, whether a storm event has occurred or not, the dikes shall be inspected and repairs made if needed. Damages to the dikes caused by construction traffic or other activity must be repaired before the end of the working day when the damage occurred.
i.Turbidity Curtain: This work shall consist of installing, maintaining, and removing a turbidity curtain, including all necessary cables, weights, and floats in accordance with this provision and in conformity with the lines, grades and details shown on the Plans or established by the Engineer. The curtain shall be provided as a temporary measure to minimize the drift of suspended material during construction of the Project. Type I turbidity curtain shall be used in protected areas that are sheltered from waves; and exposed only to light winds, and to current velocities of less than one foot per second. Type II turbidity curtain shall be used in areas subject to small to moderate current velocities (up to 2 knots or 3.5 feet per second) or moderate wind and wave action. TYPE III turbidity curtain shall be used in areas subject to considerable current (up to 3 knots or 5 feet per second), tidal action, or where the curtain is potentially subject to wind and wave action. In locations with currents greater than 3 knots (5 feet per second) perpendicular to the barrier, or weather conditions that cause a turbidity barrier to be ineffective, a turbidity barrier shall not be used. Floatation shall be flexible, buoyant units contained in a floatation sleeve or collar attached to the curtain. Buoyancy provided by the floatation units shall be sufficient to support the required width of the curtain and maintain a freeboard of at least 3 inches above the water surface level, to a minimum of one foot above the bottom or a maximum ten foot depth at all stages of water levels. Load lines shall be fabricated into the top and bottom of the curtain. The top load line shall consist of woven webbing or vinyl-sheathed steel cable and shall have a minimum break-strength of 9,800 303.03 344pounds. The bottom load line shall consist of a chain incorporated into the bottom hem of the curtain of sufficient weight to serve as ballast to hold the curtain in a vertical position. Additional anchorage shall be provided if necessary to top load lines. The load lines shall have suitable devices, which develop the full breaking strength for connecting to load lines in adjacent sections. The Contractor shall submit Working Drawings to the Engineer for review in accordance with Sec - tion 105. The curtain shall be placed at the locations shown on the Plans and in accordance with the approved Working Drawings. The Contractor shall maintain the turbidity curtain in order to ensure the continuous protection of the waterway. The curtain shall extend the entire depth of the watercourse whenever the watercourse is not subject to tidal action or significant wind or wave action. In tidal or wind-and-wave action situations, the curtain shall never touch the bottom. A minimum 1-foot gap shall be established between the weighted lower end of the skirt and the bottom at the mean low water. Turbidity curtains installed in a navigable waterway shall be marked with lighted buoys that conform to U.S. Coast Guard regulations. When the curtain is no longer required as determined by the Engineer, the curtain and related components shall be removed in such a manner as to minimize turbidity. The curtain and related components shall become the property of the Contractor and shall be removed from the project.
j.Inlet Protection: When sediment retention rolls are used in accordance with the EC-6 standard for Type A or Type B inlet protection they shall conform to Section 244.02(o). Only sediment retention roll products on the Department’ s Approved List 83 may be used for inlet protection Type A or B.
303.04 Procedures
Loose rock 3 inches or larger shall be removed from the surface of cut slopes. When slides occur, the Contractor shall remove and dispose of material as directed by the Engineer. Where required, surface ditches shall be placed at the top of cut slopes or at the foot of fill slopes and at such other points not necessarily confined to the right of way or shown on the plans and shall be of such dimensions and grades as directed by the Engineer. Allaying dust, when specified, shall be performed in accordance with Section 511. Prior to the beginning of grading operations in an area, necessary clearing and grubbing shall be performed in accordance with Section 301.02.
a.Regular Excavation: Existing foundations and slabs located within the construction limits shall be removed and disposed of in a location approved by the Engineer. In lieu of removal, foundations and slabs located 5 feet or more below the proposed subgrade may be broken into pieces not more than 18 inches in any dimension and reoriented to break the shear plane and allow for drainage.303.03 345Cisterns, septic tanks, wells, and other such structures shall be cleared in accordance with Section 516. Balance points shown on the plans are theoretical and may vary because of actual field conditions. When the material to be excavated necessitates the use of explosives, Section 107.11 relating to the use of explosives shall apply. To prevent damage to newly constructed concrete, the Contractor shall schedule blasting operations in the proximity of proposed concrete structures so that work will be completed prior to placement of concrete. Regular excavation shall consist of removing and disposing of material located within the project limits, including widening cuts and shaping slopes necessary for preparing the roadbed; removing root mat; stripping topsoil; cutting ditches, channels, waterways, and entrances; and performing other work incidental thereto. The Engineer may require materials in existing pavement structures to be salvaged for use in traffic maintenance. Undrained areas shall not be left in the surface of the roadway. Grading operations shall be conducted so that material outside construction limits will not be disturbed. Where rock or boulders are encountered, the Contractor shall excavate and backfill in accordance with the plans and the Contract. When the presplitting method of excavation is specified for rock cuts, work shall be performed in a manner to produce a uniform plane of rupture in the rock and so that the resulting backslope face will be unaffected by subsequent blasting and excavation operations within the section. Rock shall be presplit along rock slopes at locations, lines, and inclinations shown on the plans or as determined by field conditions. A test section shall be provided to establish the spacing of drill holes and the proper blasting charge to be used in the presplitting operation. Drill holes shall be spaced not more than 3 feet apart and shall extend to the plan grade or in lifts of not more than 25 feet, whichever is less. If drilled in benches, an offset may accommodate the head of the drill, but no offset shall be more than 12 inches. Presplitting shall extend at least 20 feet ahead of the limits of fragmentation blasting within the section. Where the project has been designed and slopes have been staked on the assumption that solid rock will be encountered, and the Contractor fails to encounter solid rock at the depth indicated, he shall cease excavation in the area and immediately notify the Engineer. If it is necessary to redesign and restake slopes, any additional excavation necessary will be paid for at the contract unit price per cubic yard. Topsoil stockpiled for later use in the work shall be stored within the right of way unless the working area is such that the presence of the material would interfere with orderly prosecution of the work. Stockpile areas outside the right of way shall be located by the Contractor at his expense. Topsoil used in the work shall be removed first from stockpiles located on private property. Surplus topsoil remaining on private property after completion of topsoiling operations shall be moved onto the right of way and stockpiled, shaped, and seeded as directed by the Engineer. Stripping topsoil shall be confined to the area over which grading is to be actively prosecuted within 14 calendar days following the stripping operation. Grading operations shall be confined to the minimum area necessary to accommodate the Contractor’ s equipment and work force engaged in the earth moving work. 303.04 346(b) Borrow Excavation: The Contractor shall make his own arrangements for obtaining borrow and pay all costs involved in accordance with the provisions of Section 106.03. If the Contractor places an excess of borrow and thereby causes a waste of regular excavation, the amount of such waste, unless authorized, will be deducted from the volume of borrow as measured at the source or computed by vehicle count as specified in Section 109.01. When borrow is obtained from sources within the right of way and the excavation is performed simultaneously with regular excavation, borrow excavation will be designated as regular excavation. Material secured by widening cuts beyond slope stakes, when taken from previously excavated slopes, will be designated as borrow excavation. When such a procedure is approved, slopes shall be uniform and no steeper than shown on the plans. Borrow excavation areas shall be bladed and left in a shape to permit accurate measurements after excavation has been completed. CBR values stipulated for borrow excavation shall apply to the uppermost three feet of fill below the top of earthwork, as defined in Section 101. Borrow excavation installed below the top three feet shall consist of suitable fill material, available from regular excavation or borrow excavation, as defined and of a quality consistent with Contract requirements.
c.Undercut Excavation: Undercut excavation shall consist of removing and disposing of unsuitable material located within the construction limits in accordance with Section 303.06(a) 3. Undercut excavation shall be disposed of in accordance with Section 106.04.
d.Minor Structure Excavation: shall consist of removing material necessary to accommodate a structure, such as box or arch culverts, including pipe arches, structural plate arches, structural plate pipe, pipe culverts, and storm drains with a span(s) or opening(s) of 48 inches or greater. Minor structure excavation shall also include dewatering, sheeting, bracing, removing existing structures, and backfilling. Removing existing structures shall also include foundations that might be necessary to clear the site.
e.Removing Unsuitable Material: Where excavation to the finished graded section results in a subgrade or slopes of unsuitable material, such material shall be excavated below the grade shown on the plans or as directed by the Engineer. Areas so excavated shall be backfilled with approved material in accordance with (f) herein. Excavation for structures shall be carried to foundation materials satisfactory to the Engineer re - gardless of the elevation shown on the plans. If foundation material is rock, the Contractor shall expose solid rock and prepare it in horizontal beds for receiving the structure. Loose or disintegrated rock and thin strata shall be removed. Excavated material, if suitable, shall be used for backfilling around the structure or constructing embankments. Material shown on the plans as unsuitable and during construction found to be suitable for use shall first be used in embankments where needed in lieu of borrow. However, the use of this material in lieu of borrow shall not alter the provisions of Section 104.02 regarding underruns. Material shown on the plans as suitable material but found at time of construction to be unsuitable shall be disposed of as unsuitable material.303.04 347Unsuitable material shall be disposed of in accordance with Section 106.04.
f.Backfill for Replacing Undercut Excavation: Backfill shall be composed of regular excavation, borrow, select material, subbase material, or other material as directed by the Engineer. Backfilling operations shall be performed in accordance with (g) herein.
g.Backfilling Openings Made for Structures: Backfill shall be suitable material removed for the structure, although the Engineer may require that backfill material be obtained from a source within the construction limits entirely apart from the structure, or other approved material. The opening to be backfilled shall be dewatered prior to backfilling. Backfill shall not be placed against or over cast-in-place box culverts or other structures until the top concrete slab section(s) has been in place 14 days, exclusive of days on which the average high-low ambient temperature is below 40 degrees F in the shade or until the concrete control cylinder(s) has attained a compressive strength equal to 93 percent of the 28-day minimum design compressive strength. Backfill shall be compacted in horizontal layers not more than 6 inches in thickness, loose measure - ment, and as specified in (h) herein. Backfill shall be placed in horizontal layers such that there will be a horizontal berm of compacted undisturbed material behind the structure for a distance at least equal to the remaining height of the structure or wall to be backfilled. Backfill shall be placed in a manner to deter impoundment of water and facilitate existing drainage. Backfill around piers in ar - eas not included in the roadway prism shall be constructed in uniformly compacted layers; however, density requirements will not be enforced. Box culverts shall not be opened to construction equipment traffic until concrete has attained 100 percent of the 28-day design minimum compressive strength and has a backfill cover of at least 4.0 feet. The minimum height of backfill cover required to protect pipe culverts from construction equipment shall be in accordance with Standard Drawing PC-1 for the type and size specified. Where only one side of abutments, wingwalls, piers, or culvert headwalls can be backfilled, care shall be taken that the area immediately adjacent to the structure is not compacted to the extent that it will cause overturning or excessive pressure against the structure. When both sides of a concrete wall or box structure are to be backfilled, operations shall be conducted so that the backfill is always at approximately the same elevation on both sides of the structure. Openings subject to flooding shall be backfilled as soon as practicable or as directed by the Engineer.
h.Embankments: Work shall consist of constructing roadway embankments; placing and compacting approved material within roadway areas where unsuitable material has been removed; and placing and compacting approved material in holes, pits, utility trenches, basements, and other depressions within the roadway area. Embankment shall be constructed with approved material and placed so as to be uniformly com - pacted throughout. Embankment shall be placed adjacent to structures in the same manner as for backfill as described in (g) herein. Embankment shall not contain muck, frozen material, roots, sod, or other deleterious material. Embankment shall not be placed on frozen ground or areas covered with ice or snow. Unsuitable material used in widening embankments and flattening embankment slopes shall be placed in uniform layers not more than 18 inches in thickness before compaction. Each layer of material placed shall be compacted to the extent necessary to produce stable and reasonably even slopes.303.04 348Wherever rock excavation is available on the project, an 8 to 15-inch layer of such materials shall be dump spread over the lower region of embankments in the immediate vicinity of stream crossings and used to cover ditches, channels, and other drainage ways leading away from cuts and fills. How - ever, drainage ways shall be prepared to receive the rock excavation to the extent necessary to avoid reducing their cross section. If rock excavation is not available on the project, rip-rap, jute mesh or soil retention mats shall be used as the covering material and shall be installed in accordance with Section 606.03(b). Limits of the area to be covered will be as noted on the plans or as directed by the Engineer. Wherever sufficient right of way exists, surplus materials shall be used to widen embankments and flatten slopes as directed by the Engineer. Rock excavation may be placed on slopes by uniform end dumping of the material from along the top of the embankment or as directed by the Engineer. Slopes that are covered with rock excavation shall not receive topsoil or seed. When geotextile drainage fabric is required under rock fills, preparation shall be as specified in Section 245. The Contractor shall schedule excavation and embankment work in a manner that will minimize the quantity of unsuitable material for which more than one handling is required prior to final place - ment. Therefore, the provisions for additional payment for each rehandling of material specified in Section 303.06(a) will not apply to placing unsuitable material for widening embankments and flattening embankment slopes. The surface area directly beneath the pavement and shoulders on which embankments of less than 5 feet in depth are to be constructed shall be denuded of vegetation. These areas shall be scarified and compacted to a depth of 6 inches to the same degree as the material to be placed thereon. Areas that contain material unsuitable as foundations for embankments shall be undercut and back - filled in accordance with (e) and (f) herein. Embankments to be placed over saturated areas that will not support the weight of hauling equip - ment may be constructed by end dumping successive loads in a uniformly distributed layer of a thickness capable of supporting the hauling equipment while subsequent layers are placed. The nose, or leading edge, of the embankment shall be maintained in a wedge shape to facilitate mud displacement in a manner that will prevent its entrapment in the embankment. The front slope of the embankment shall be maintained steeper than 2:1. The use of compacting equipment will not be required on the original course. However, the remainder of the embankment shall be constructed in layers and compacted in accordance with these specifications. When geotextile for embankment stabilization is required, it shall be placed as shown on the plans. Geotextile shall be spliced by sewing double-stitched seams with stitching spaced 1/4 inch to 1/2 inch apart or as shown on the plans. Once geotextile for embankment stabilization is placed, the initial lift of material to be placed atop shall be free draining and shall be end dumped onto the geotextile and spread to the thickness as shown on the plans. Free-draining material shall be any material of which 15 percent or less passes the No. 200 sieve. If the geotextile becomes punctured or torn, the Contractor shall repair the area with geotextile lapped at least 3 feet all around the damaged area.303.04 349When embankment is to be placed and compacted on an existing unpaved road, the existing surface shall be scarified to such degree as will permit an ample bond between old and new material. Hydraulic cement concrete and asphalt concrete pavement structures within the proposed roadway prism shall be demolished in accordance with Section 508.02(a). Existing slopes shall be continuously benched where embankments are constructed one-half width at a time; against slopes of existing embankments or hillsides; or across existing embankments, hillsides, and depressions at a skew angle of 30 degrees or more or the existing slopes are steeper than 4:1. For slopes steeper than 4:1 but not steeper than 1-1/2:1, the bench shall be at least 6 feet in width. For slopes steeper than 1-1/2:1 but less than 1/2:1, the bench shall be at least 4 feet in width. Benching shall consist of a series of horizontal cuts beginning at the intersection with the original ground and continuing at each vertical intersection of the previous cut. Material removed during benching operations shall be placed and compacted as embankment material. When excavated material consists predominantly of soil, embankment shall be placed in successive uniform layers not more than 8 inches in thickness before compaction over the entire roadbed area. Each layer shall be compacted within a tolerance of ±20 percent of optimum moisture content to a density of at least 95 percent of the theoretical maximum density as defined in Section 101.02. Material having a moisture content above optimum by more than 30 percent shall not be placed on a previously placed layer for drying unless it is shown that the layer will not become saturated by downward migration of moisture in the material. Field density determinations will be performed in accordance with AASHTO T310 and VTM- 10, modified to include material sizes used in the laboratory determination of density, with a portable nuclear field density testing device or by other approved methods. When a nuclear device is used, density determinations for embankment material will be related to the density of the same material tested in accordance with VTM-1 or VTM-12 and a control strip will not be required. As the compaction of each layer progresses, continuous leveling and manipulating shall be per - formed to ensure uniform density. Prior to placement of subsequent layers, construction equipment shall be routed uniformly over the entire surface of each layer or the layer shall be scarified to its full depth in the area where the equipment is routed. When the excavated material consists predominantly of rock fragments of such size that the material cannot be placed in layers of the thickness prescribed without crushing, pulverizing, or further breaking down the pieces resulting from excavation methods, such material may be placed in the embankment in layers that are not thicker than the approximate average size of the larger rocks. Rock not more than 4 feet in its greatest dimension may be placed in an embankment to within 10 feet of the subgrade. The remainder of the embankment to within 2 feet of the subgrade shall not contain rock more than 2 feet in its greatest dimension. Each layer shall be constructed so that rock voids are filled with rock spalls, rock fines, and earth. Rock shall be placed, manipulated, and compacted in uniform layers; however, density requirements may be waived. Rock, rock spalls, rock fines, and earth shall be distributed throughout each embankment layer and manipulated as specified herein so that the voids are filled. Rock shall not be end dumped over the edges of the layer being constructed but shall be deposited on the layer and moved ahead so as to advance the layer with a mixture of rock, rock spalls, rock fines, and earth. The 2 feet of the embankment immediately below the subgrade shall be composed of material that can be placed in layers of not more than 8 inches before compaction and compacted as specified herein for embankments. Rock more than 3 inches in its greatest dimension shall not be placed within 12 inches of the subgrade in any embankment.303.04 350Rock, broken concrete, or other solid materials shall not be placed in embankment areas where piling is to be placed or driven. The best material shall be reserved for finishing and dressing the surface of embankments. Work necessary to ensure the reservation of such material shall be the responsibility of the Contractor. Section 303.06(a) will not apply to subsequent handling of capping material. CBR values, stipulated for Embankment, shall apply to the uppermost three feet of fill below the top of earthwork, as defined in Section 101.02. Embankment, installed below the top three feet, shall consist of suitable fill material available from regular excavation; borrow excavation, or embank - ment as defined, and be of a quality consistent with Contract requirements. Crushed glass shall be limited within the boundaries of the embankment as follows. Crushed glass shall be a minimum of two feet inside the side slope and contain a minimum of two feet of soil em - bankment cap. For those areas where crushed glass is to be incorporated into the embankment, glass may constitute up to approximately ninety (90) percent by weight of that portion of the embank - ment, except where 100 percent crushed glass is used for drainage purposes (including blankets). Crushed glass shall be blended with soil and/or soil like materials as follows:
1.The embankment shall be constructed by placing alternate four-inch layers of waste glass and soil and mixing and blending by scarification or other approved methods during compaction. The thickness of uncompacted layers of soil/glass shall be a maximum of 8 inches (loose); or
2.Pugmilled in predetermined ratios to a visually consistent blend and placed in lifts of a maximum of 8 inches (loose); or
3.As directed by the Engineer. Compaction of the soil/glass embankment shall be to the satisfaction of the Engineer and shall be accomplished with a vibratory compactor or other approved methods. Moisture and density require - ments for the soil/glass embankments shall be the same as other conventional soil embankment in accordance with Section 303. Normal compaction procedures and requirements are to be used for compaction of the soil embank - ment “cap” above the crushed glass/soil blends.
i.Settlement Plates and Surcharge: The Contractor shall expedite construction of embankment to provide the maximum time possible for settlement prior to completing grading operations.
1.Settlement plates: The base of settlement plates shall be firmly seated into original ground for the full depth of the steel fins. The base shall be leveled. The Engineer shall be provided time to obtain the elevation of the seated base and the top elevation of the pipe extensions prior to placement of embankment material. Pipe extensions shall not be more than 4 feet in length and shall be vertically installed as the embankment is constructed such that the top of the pipe is not covered. As each extension is added, the Engineer shall be provided time to obtain the top elevation of the existing pipe and the top elevation of the new pipe extension. Pipe exten - sions shall be properly flagged at all times. Care shall be taken while placing and compacting embankment material around pipe extensions. Settlement plates shall be maintained until no longer required, as determined by the Engineer. Upon completion of the normal embankment 303.04 351plus 2 feet of the specified surcharge, the Contractor shall immediately commence placing the remaining surcharge to the limits shown on the plans or as directed by the Engineer. The remaining surcharge shall be placed in lifts of not more than 1 foot in depth and compacted uniformly with construction hauling and spreading equipment. Each lift shall be completed over the entire surcharge area before the next lift is begun. If a settlement plate is damaged, the Contractor shall notify the Engineer immediately and promptly repair it under the observation of the Engineer to the nearest undamaged pipe. Excavation, backfill, compaction, and repair of settlement plates shall be at the Contractor’ s expense. The Engineer shall be provided time to obtain the top elevation of the undamaged connection and the top elevation of each subsequent pipe extension. Settlement plates shall remain in place until settlement has been completed as indicated by elevation readings taken by the Engineer at approximately 2-week intervals. Evaluation of the readings by the Engineer will be the final and sole governing factor for releasing embankments for grading operations. Upon written release by the Engineer, extensions of settlement plate pipe shall be removed to at least 2 feet below the subgrade, the pipe filled with lean grout, and the area backfilled and compacted. Other types of settlement gauges (e.g. Manometer Settle - ment Gauge) may be used as approved by the Engineer.
2.Surcharge: When authorized by the Engineer, surcharge shall be removed to the subgrade and embankment slopes graded to the typical section. Removed surcharge shall be placed in roadway embankments not previously brought to grade or shall be disposed of in accordance with Section 106.04 or as directed by the Engineer.
j.Hydraulic Embankment shall consist of dredging and pumping materials approved by the Engineer from designated areas, placing the material in embankments, and dressing and completing the embankment. Material shall be nonplastic and of such grading that not more than 7 percent will pass the No. 200 sieve. Unless otherwise shown on the plans, material for the embankment shall not be obtained from sources closer than 300 feet from the toe of the slope of the embankment. The Engineer may reject materials considered to be unsatisfactory for use in the embankment, and such materials shall be stripped at the Contractor’ s expense before the embankment is built. Muck and unsuitable material shall be removed to the line, grade, and section shown on the plans. Unsatisfactory material brought to the top of the embankment shall be removed by the Contractor at the Contractor’ s expense, and satisfactory material shall be substituted. In placing material in the embankment, the Contractor shall begin at the centerline and deposit ma - terial in either or both directions toward the toe of slopes. Discharge shall always be in the direction of and parallel with the centerline. The maximum distance from the bottom of the discharge pipe to the surface on which material is being deposited shall be 5 feet unless otherwise directed by the Engineer. Material shall be deposited in a manner that will maintain a higher elevation at the cen - ter of the roadway than on either side. The Contractor will not be permitted to construct retaining levees along the roadway of such dimensions as to cause damage to the foundation of the roadway. The Contractor shall conduct operations so that the completed embankment conforms to the cross section shown on the plans except that the Engineer will permit the Contractor to flatten side slopes. However, if material is deposited on private property, the Contractor shall obtain permission in writing from the affected property owner(s), a copy of which shall be furnished to the Engineer. No payment will be made for material beyond the limits of the net pay section.303.04 352The embankment shall be placed so as to achieve a minimum relative density of 80 percent of the theoretical maximum density when tested in accordance with (h) herein. If the method of placing the embankment fails to produce the required density, the Contractor shall use approved methods to obtain the specified density. The Contractor shall take all necessary precautions to prevent placing material in streams. The Contractor shall be responsible for all damage to or caused by the hydraulic embankment. The Contractor shall provide sufficient material to maintain the embankment in accordance with the typical cross section as shown on the plans or as directed by the Engineer until final acceptance. The Contractor’ s plan for support of suction or discharge pipes shall be submitted to and approved by the Engineer. Traffic shall be protected by the display of warning devices both day and night. If dredging operations damage an existing traveled highway, the Contractor shall cease operations and repair damage to the highway.
k.Surplus Material: shall not be wasted or sold by the Contractor unless authorized in writing by the Engineer. When authorization has been given for surplus material to be wasted, it shall be disposed of in accordance with Section 106.04. Material shown on the plans as surplus material will not be considered for overhaul payment.
1.Disposal of surplus material within the right of way where the haul distance is 2,000 feet or less: Surplus material shall be used or disposed of where directed within a haul distance of 2,000 feet of its origin. Usage in this manner will not be considered a change in the character of the work.
2.Disposal of surplus material within the right of way where the haul distance is more than 2,000 feet: The Engineer may require the Contractor to use surplus material instead of furnish - ing borrow, or as otherwise directed, where the haul distance from the origin of the material is more than 2,000 feet. Disposal of surplus material at locations requiring a haul of more than 2,000 feet will be considered a change in the character of work unless otherwise noted on the plans. When material is declared surplus during construction and must be transported more than 2,000 feet from its origin, the Department will pay the Contractor $0.03 per station per cubic yard for overhaul. The quantity of surplus excavation will be determined by vehicle measurement in accordance with the provisions of Section 109.01 or from cross-section measurements by the average end area method. The haul distance will be measured along a line parallel with the centerline of the roadway from the center of the excavated area to the center of the placement area. Overhaul will be the product of the quantity of surplus material in cubic yards and the haul distance in excess of 2,000 feet in 100-foot stations.
l.No Plan (N) or Minimum Plan (M) Project Earthwork: The Contractor shall perform all construction or reconstruction activities in accordance with the applicable requirements of the Specifications with the exception of the following:
1.All disturbed slopes shall be uniformly grooved or rough graded as directed by the Engineer.
2.The roadbed shall be shaped and worked until it is smooth and free from large clods or other material unfit for use in the roadbed. Sharp breaks in the roadbed shall be eliminated and the 303.04 353final grade shall be compacted. The maximum gradient on all connections with intersecting roads, streets and entrances shall not exceed 10 percent, unless otherwise noted on plans or directed by the Engineer. Ditchlines shall be graded to facilitate drainage and to prevent the impoundment of water.
3.Excess material from slides, ditches and channels, slopes or drainage easements, and unsuitable material cut from below grade, which cannot be used to flatten fill slopes within the right of way or easements, shall be disposed of by the Contractor in accordance with Section 106.04.
4.The construction or clean out of ditches or channels extending beyond the roadway right of way, the removal and disposal of slide material, and the removal and disposal of unsuitable material required to be removed from below subgrade will be classified as extra excavation.
303.05 Tolerances
a.Finished grade of subgrade shall conform to Section 305.03(c).
b.Slopes shall be graded in the following manner:
1.Earth excavation slopes
a.Slopes steeper than 2:1 shall be grooved in accordance with the standard drawings and shall not deviate from the theoretical plane surface by more than 0.5 foot.
b.Slopes steeper than 3:1 up to and including 2:1 shall be rough graded in a manner to provide horizontal ridges and grooves having no more than 0.5 foot deviation from the theoretical line of the typical cross section as accomplished by the normal operation of heavy grading equipment.
c.Slopes 3:1 or flatter shall be uniformly finished and shall not deviate from the theoretical plane surface by more than 0.5 foot.
2.Earth embankment slopes
a.Slopes steeper than 3:1 shall not deviate from the theoretical plane slope by more than 0.5 foot and shall be rough graded in a manner to provide horizontal ridges and grooves not more than 0.5 foot from the theoretical line of the typical cross section as accom - plished by the normal operation of heavy grading equipment.
b.Slopes 3:1 and flatter shall be uniformly finished and shall not deviate from the theoretical plane surface by more than 0.5 foot.
3.Rock slopes shall not deviate from a plane surface by more than 2.0 feet and shall not deviate from their theoretical location by more than 2.0 feet measured along any line perpendicular to the theoretical slope line. Finished excavation and embankment slopes shall not deviate from their theoretical location by more than 0.5 foot measured along any line perpendicular to the theoretical slope line.303.05 354303.06—Measurement and Payment
a.Excavation: Excavation will be measured in cubic yards and will be paid for at the contract unit price per cubic yard unless otherwise specified. Excavation requiring more than one handling prior to final placement will be paid for at the contract unit price for regular excavation for each handling approved by the Engineer unless there is a pay item for the second handling, in which case work will be paid for at the contract price for such handling. Quantities of regular or borrow excavation used to backfill pipe, pipe culverts, and box culverts will not be deducted from quantities due the Contractor for payment.
1.Regular excavation: When payment is specified on a cubic yard basis, regular excavation will be measured in its original position by cross-sectioning the excavation area. This measure - ment will include overbreakage or slides not attributable to the carelessness of the Contractor and authorized excavation of rock, muck, root mat, or other unsuitable material except material included in undercut excavation. V olumes will be computed from cross-section measurements by the average end area method. When it is impractical to measure material by the cross-section method, other acceptable meth - ods involving three-dimensional measurements may be used. Excavation for benching slopes to accommodate roadway embankments as specified in Section 303.04(h) will not be measured for separate payment. The cost thereof shall be included in the price for the related excavation or embankment item. Excavation of existing roadways required to incorporate old roadway into new roadway or re - move salvageable materials for use in traffic maintenance, other than those covered in Section 508, will be measured as regular excavation. When “presplitting rock cuts” is shown on the plans, the work shall be considered incidental to the cost of excavation and will not be measured for separate payment. In cut sections, excavation of topsoil and root mat and material down to a point 1 foot below the elevation of the top of earthwork or to the depth specified on the plans will be measured as regular excavation. When areas of unsuitable material are shown on the plans, excavation down to a point 1 foot below the elevation of such material shown on the plans will be measured as regular excavation. In fill sections, excavation of topsoil and root mat and material down to an elevation of 1 foot below the bottom of topsoil and root mat will be measured as regular excavation. When areas of unsuitable material are shown on the plans, excavation down to a point 1 foot below the elevation of such material shown on the plans will be measured as regular excavation. If slide material approved for measurement cannot be measured accurately, or if the removal of slide material will require different equipment than that being used in the regular excavation operations, payment therefor may be made on a force account basis when authorized by the Engineer. Excavation of surface ditches specified on the plans or otherwise required by the Engineer will be paid for as regular excavation except that when required after the slopes have been completed 303.06 355and the work cannot be performed with mechanical equipment, the excavation will be paid for as undercut excavation.
2.Borrow excavation will be measured in its original position by cross-sectioning the area excavated. The number of cubic yards will be computed from cross-section measurements by the average end area method. When it is impractical to measure the borrow excavation, vehicular measurement in accordance with Section 109.01 may be used. Borrow excavation with a stipulated CBR value shall be measured and paid for at the contract unit price as borrow excavation with the CBR value as specified. Borrow excavation without a stipulated CBR value shall be measured and paid for at the contact unit price as borrow excavation.
3.Undercut excavation: Measurement will be made by cross-sectioning the undercut area. The number of cubic yards will be computed by the average end area method. When it is imprac - tical to measure material by the cross-section method because of erratic location of isolated deposits, acceptable methods involving three-dimensional measurements may be used. When unsuitable material must be removed from an area of the project where undercut is not shown on the plans, unsuitable material removed after reaching the depth specified in (a) 1. herein, or 1 foot below original ground in fill sections where topsoil and root mat are not re - quired to be removed, will be measured as undercut excavation. Excavation of rock or unsuitable material below the elevation of the bottom of the lower theo - retical slab or culvert thickness or below the excavation limits shown on the plans or standard drawings for normal earth foundations, whichever is the greater depth, of minor structures having a span(s) or opening(s) of less than 48 inches will be measured for payment as undercut excavation. Such excavation for structures having a span(s) or opening(s) of 48 inches or great - er will be measured as minor structure excavation in accordance with (a) 4. herein. Undercut excavation will be paid for at the contract unit price per cubic yard. This price shall include removal and disposal. When not a pay item, undercut excavation will be paid for at twice the unit price per cubic yard for regular excavation.
4.Minor structure excavation: Excavation of material above the elevation of the bottom of the lower theoretical slab or culvert thickness, or above the excavation limits shown on the plans for earth foundations, whichever is the greater depth, for culverts having a maximum span or opening of less than 48 inches will not be measured for payment. Excavation of material for culverts having a span(s) or opening(s) of 48 inches or greater and excavation for minor structures not covered elsewhere in these specifications will be measured in cubic yards of minor structure excavation and will be paid for at the contract unit price per cubic yard. The quantity allowed for payment will be the actual volume of material removed as bounded by the bottom of the lower theoretical slab or culvert thickness, or lower excavation limits shown on the plans for earth foundations, whichever is the greater depth; the original ground or regular excavation pay line, whichever is the lower elevation; and vertical planes 18 inches outside the neat lines of the structure (excluding wingwalls and other appurtenances) or bound by vertical planes coincident with the applicable bedding excavation limits shown on the plans. Payment for excavation for wingwalls and other appurtenances to structures will be based on the ratio of the plan area of the wingwalls or appurtenances to the plan area of the 303.06 356barrel. Once the ratio has been determined, the pay quantity for minor structure excavation will be increased accordingly. If embankment is placed prior to installation of a minor structure, excavation of the embank - ment area will not be measured for payment unless the Contract requires placement of the embankment prior to the installation of the minor structure. The volume of the interiors of culverts, drop inlets, and other existing minor structures that must be removed will not be deducted from the overall quantity of minor structure excavation allowed for payment. The price of minor structure excavation shall include the cost of backfill above the horizontal planes of the neatlines of the Class I or Class II backfill areas to original ground. Class I and Class II backfill shall be measured and paid for in accordance with Section 302.04. The price of minor structure excavation shall also include the cost of removing and disposing of existing drainage structures when required.
5.Earthwork: When a pay item, earthwork will be paid for at the contract lump sum price, wherein no measurement will be made. This price shall include regular excavation, minor structure excavation, and grading.
b.Embankments:
1.If embankment is not a pay item, the cost of embankment construction will be considered incidental to other items of excavation.
2.If embankment is a pay item and regular excavation is to be paid for on a plan quantity basis, the quantity of embankment for which payment will be made will not be measured separately but will be computed in accordance with the following:
a.The regular excavation plan quantity will be adjusted in accordance with (c) Plan Quantities herein.
b.The quantity of unsuitable material will be measured and subtracted from the adjusted regular excavation quantity determined in 2.a. herein. Quantities of unsuitable material removed from fill areas or below the subgrade in cut areas will be determined by using plan dimensions and may be adjusted for deviations based on actual measurement. Actual dimensions will be used to determine the quantity of any other unsuitable material.
c.The total quantity shown on the plans will be adjusted for quantities not anticipated on the plans, such as changes in grade or undercut determined to be necessary during construction.
d.The quantity of suitable material determined in 2.b. herein will be subtracted from the adjusted total fill quantity determined in 2.c. herein. The resultant quantity will be the embankment quantity for which payment will be made. The Contractor shall be responsible for determining the effect of the shrinkage or swell factor of the material, and no adjustment will be made in pay quantities for this factor.303.06 357Hydraulic embankment will be paid for as embankment.
3.If embankment is a pay item and regular excavation is to be paid for on the basis of mea- sured quantities, the quantity of embankment will be measured in cubic yards computed by the average end area method from the dimensions of the embankment cross section. Cross sections of the area to be covered by the embankment will be taken after the denuding or removal of unsuitable material and before any material is placed thereon. These cross sections shall extend laterally from the centerline to the toes of slopes as indicated on the typical cross section. The elevations as determined by these sections will be considered the original ground line. The pay quantity to be measured will be the volume of material included in the section above the original ground and below the upper limits of the typical cross section. When regular excavation is a pay item, the embankment area to be cross-sectioned will exclude that portion of the fill constructed from regular excavation. Material outside the limits of typical cross sections as shown on the plans will not be measured or paid for.
4.Extra embankment required for subsurface consolidation will be determined by the use of settlement plates. The total settlement recorded at each settlement plate will be allowed across 75 percent of the lateral width of each section. V olumes will be computed using the average end area method. Embankment quantities will be adjusted as specified herein to include extra embankment for subsurface consolidation. Settlement plates will be measured and paid for in units of each, complete-in-place. This price shall include furnishing, installing, maintaining, and removing when no longer required. Surcharge placement and removal will be measured in cubic yards as determined by the plan quantity and will be paid for at the contract unit price per cubic yard. This price shall include furnishing, placing, and removing surcharge material and disposing of surplus and unsuitable materials.
5.If geotextile drainage fabric is a pay item, measurement and payment will be in accordance with Section 504.
6.Geotextile for embankment stabilization will be measured in square yards, complete-in- place. Overlaps and seams will not be measured for separate payment. The accepted quantity of geotextile will be paid for at the contract unit price per square yard. This price shall include furnishing, placing and lapping or seaming of material. Embankment with a stipulated CBR value shall be measured and paid for as embankment with the CBR value as specified. Embankment without a stipulated CBR value shall be measured and paid for as embankment.
c.Plan Quantities: The quantity of regular excavation for which payment will be made when plan quantities are specified will be that specified in the Contract. However, borrow excavation; excava - tion for entrances; unsuitable material below the top of earthwork; undercut excavation; slide exca - vation; rock excavation that changes the slopes or causes undercut; and side, inlet, and outlet ditches not covered by plan cross sections will be measured in their original position by cross sections and computed in cubic yards by the average end area method.303.06 358Where there are authorized deviations from the lines, grades, or cross sections, measurements will be made and the volume computed in cubic yards by the average end area method for these deviations. The plan quantity will then be adjusted to include these quantities for payment. When unauthorized deviations occur, allowances will not be made for overruns. However, if the deviation decreases the quantities specified in the Contract, only the actual yardage excavated will be allowed.
d.Backfill: Furnishing and placing backfill material, including backfill for undercut, will be included in the price for excavation and will not be measured for separate payment unless specific material is a pay item for backfill or unless suitable material is not available within the construction limits. When a specific material is a pay item, the unit of measure of the material will be in accordance with the unit specified in the Contract. When suitable backfill is not available within the construction limits, the material furnished and placed by the Contractor will be paid for in accordance with Section 109.05.
e.Erosion Control Items:
1.Limiting the scope of construction operations, shaping the top of earthwork, and constructing temporary earth berms and brush silt barriers for temporary erosion and siltation control will not be measured for payment but shall be included in the price for other appropriate pay items.
2.Erosion control riprap will be measured and paid for in accordance with Section 414.04.
3.Temporary protective covering will be measured and paid for in accordance with Section 606.04.
4.Check dams (Rock Check and Temporary) will be measured in units of each and will be paid for at the contract unit price per each. This price shall include furnishing, excavating, constructing, maintaining and removing the check dams if, or when, no longer required.
5.Temporary silt fence type A or B will be measured in linear feet from edge of the fabric to edge of fabric, complete-in-place, excluding laps, and will be paid for at the Contract linear foot price. Decomposed or ineffective geotextile fabric replaced after 6 months from the installation date will be measured in linear feet of temporary silt fence type A or B and paid for at 1/2 the contract unit price for temporary silt fence. Decomposed geotextile fabric required to be replaced prior to 6 months after installation will not be measured for payment. This price shall include furnishing, installing and maintaining the silt fence, including fabric and posts; removing and disposing of these materials, and dressing and stabilizing the area.
6.Geotextile fabric attached to brush barriers or existing fence or used for another function specified on the plans will be measured in square yards, complete-in-place, excluding laps, and will be paid for at the contract unit price per square yard. This price shall include trimming the brush barrier; furnishing, installing, maintaining, and removing the fabric; and dressing and stabilizing the area. The brush barrier will not be measured for separate payment. The cost thereof shall be included in the price for clearing and grubbing. 303.06 359 7. Silt cleanout, when approved or directed by the Engineer, will be measured as siltation control excavation in cubic yards of vehicular measurement in accordance with Section 109.01 for the full volume of the vehicle. Silt removal and sediment cleanout will be paid for at the contract unit price per cubic yard of siltation control excavation. Payment shall be full compensation for removal of silt and sediment approved or directed by the Engineer and for transportation and disposal of the material. If approved or directed by the Engineer, the installation of additional temporary silt fence and temporary filter barrier in lieu of silt cleanout will be measured in linear feet as specified in (e)
5.and (e) 7. herein.
8.Seeding materials will be measured and paid for in accordance with Section 603.
9.Temporary erosion and siltation measures required to correct conditions created because of the Contractor’s negligence, carelessness, or failure to install permanent controls in accordance with the plans and sequence for performance of such work will not be measured for payment.
10.Slope drains will be measured in units of each, per location regardless of size or length and will be paid for at the contract unit price per each. Raising slope drains and addition of pipe lengths will not be measured as a new location. This price shall include furnishing, installing, maintaining, and removing the drain and end section or portable flume.
11.Sediment traps and basins will be measured in cubic yards of sediment basin excavation and will be paid for at the contract unit price per cubic yard. This price shall include excavation, maintenance, and backfill or removing to original ground when no longer needed.
12.Storm water management basin excavation will be measured in cubic yards and will be paid for at the contract unit price per cubic yard. The price shall include excavation, maintenance, and shaping of basin.
13.Temporary sediment basin excavation will be measured in cubic yards and will be paid for at the contract unit price per cubic yard. The price shall include excavation, maintenance and when no longer required the removal of dam, pipe, riser pipe, trash rack, backfill and site restoration. This item will not be paid on sites where the Contractor is using sediment filter bags to remove sediment from run-off water.
14.Inlet protection:
a.Inlet Protection Type A will be measured in units of each and will be paid for at the contract unit price per each location shown or specified. The price shall include furnish - ing and installing temporary filter barrier including posts and top rails, coarse aggregate and, if required, sediment forebay. This price shall also include maintenance and removal until no longer required. Inlet Protection Type A will be paid for only one time during the duration of the project.
b.Inlet Protection Type B will be measured in units of each and will be paid for at the contract unit price per each location shown or specified. The price shall include furnishing and installing hardware mesh cloth, concrete blocks, wooden studs, coarse aggregate, and maintenance and removal until no longer required. Inlet Protection Type B will be paid for only one time during the duration of the project.303.06 360 15. Dewatering basin will be measured and paid for at the contract unit price per each. This price shall include furnishing, installing, maintaining, and when no longer required, removing the dewatering basin; backfill; and site restoration.
16.Erosion control mulch will be paid for per square yard or acre. This includes all materials and equipment necessary for the application.
17.Temporary diversion dike will be measured in linear feet, complete-in-place, and will be paid for at the contract unit price per linear foot. This price shall be full compensation for installing the diversion dike, stabilizing with seed and mulch, maintaining, removing when no longer required, and restoration of the area.
18.Turbidity curtain will be measured in linear feet from edge of the curtain along the support cable. Turbidity curtain will be paid for at the contract unit price per linear foot for the type specified. This price shall include design details, furnishing, installing, maintaining, and removal of all materials necessary to complete the work.
f.No Plan (N) or Minimum Plan (M) Project Earthwork: Measurement and payment for No Plan (N) or Minimum Plan project items of work will be in ac - cordance with the applicable requirements of the Specifications with the exception of the following:
1.Grading will be paid for at the contract lump sum price wherein no measurement will be made by the Engineer. This price shall be full compensation for mobilization when not specified as a separate bid item; the cost of clearing and grubbing; all regular excavation; construction of embankments, grading of unpaved shoulders and ditches and channels; allaying of dust when not specified as a separate bid item; removing and disposing of excess or unsuitable material above grade; and for removing and disposing of existing minor structures and roadway surface materials.
2.Extra excavation, when specified as a bid item, will be measured in cubic yards in accordance with Section 109.01 and will be paid for at the contract unit price per cubic yard. This price shall include performing the required excavation and disposing of material in accordance with Section 106.04 or as directed by the Engineer. When not specified as a contract bid item, extra excavation will be paid for as specified in the Contract. Payment will be made under: ——————————————————————————————— Pay Item Pay Unit——————————————————————————————— Regular excavation Cubic yard Borrow excavation Cubic yard Borrow excavation (CBR [value]) Cubic yard Sediment basin excavation Cubic yard Siltation control excavation Cubic yard Undercut excavation Cubic yard Minor structure excavation (Item) Cubic yard Earthwork Lump sum Embankment Cubic yard Embankment (CBR [value]) Cubic yard Settlement plate Each303.06 361——————————————————————————————— Pay Item Pay Unit——————————————————————————————— Surcharge placement and removal Cubic yard Geotextile (Embankment stabilization) Square yard Check dam(Type) (Temporary (Size) rock or straw) Each Temporary silt fence (Type) Linear foot Geotextile fabric Square yard Temporary filter barrier Linear foot Slope drain Each Storm water management basin excavation Cubic yard Temporary sediment basin excavation Cubic yard Inlet protection Type A Each Inlet protection Type B Each Dewatering basin Each Erosion control mulch Square yard or acre Temporary diversion dike Linear foot Turbidity Curtain (Type) Linear Foot Grading Lump Sum Extra Excavation Cubic Y ard——————————————————————————————— SECTION 304—CONSTRUCTING DENSITY CONTROL STRIPS
304.01 Description
This work shall consist of constructing control strips in accordance with these Specifications for the purpose of determining density requirements.
304.02 Materials
Materials shall conform to the requirements for the material to be used in the course. Material used in each control strip shall be furnished from the same source and shall be of the same type as the material used in the test sections whose density requirements are established by the control strip.
304.03 Equipment
Equipment shall be approved by the Engineer prior to use. The type and weight of compaction equipment shall be such that a uniform density is obtained throughout the depth of the layer of material being com - pacted. Control strips shall be compacted using equipment of the same type and weight to be used on the remainder of the course.
304.04 Procedures
The subgrade or pavement structure course upon which a control strip is constructed shall be approved by the Engineer prior to construction of the control strip. One control strip shall be constructed at the beginning of work on each roadway and shoulder course and each lift of each course. An additional control strip shall be constructed when a change is made in 304.04
Source: Virginia Road and Bridge Specifications, 2020 Edition. Pages 367–388 of 1,065.