155 – ASPHALT SURFACING AND ASPHALT RECYCLING EQUIPMENT
150-17 Place the recycled mixture without segregation usi ng a self-propelled aspha lt paver complying with
subsection 155.4 . If a pick-up machine is used to feed the windrow into the paver hopper, provide one capable of picking up the entire windrow down to the underlying materials. Provide self-propelled vibratory steel and pneumatic rollers to establish the rolling procedure. The vibratory steel roller may also be used as a static steel roller.
b.Lime Slurry. Equip the milling chamber with spray bars to incorporate hydrated lime slurry and water into the RAP. The metering device for the spray bars is calibrated to, and controlled by the continuous weighing system for the RAP. Provide slaking equipment specifically manufactured for th is purpose. Equip transport, tank trucks or trailers with mechanical agitators.
c.Fly Ash. Provide equipment to introduce set retarder and water into the mix independent of one another. 155.10 HOT POUR CRACK SEALANT EQUIPMENT Provide a machine used for pouring cracks, capable of mixing the asphalt and rubber or other specified material in the specified proportions into a homogeneous mi xture at the specified temper atures. Use a double boiler melter with a permanently attached temp erature gauge to continuously verify sealant temperature in the material tank. Do not use units with a solvent flush system for clean out, due to the risk of solvent contamination to the sealant. Use a melter with a heat chamber for hose storage and valve heating, or an air flush system to eliminate the need for a solvent flush clean-up system. Provide material tank mixing with a reversible paddle agitator in a vertical tank configuration. Use units similar to those purchased by KDOT Maintenance under Spec: MS 168, latest version. 155.11 MODIFIED SLURRY SEAL EQUIPMENT
a.Mixing Equipment. Use a self-propelled mixing machine capable of delivering and proportioning the aggregate, mineral filler, water, additives and emulsifi ed asphalt to a revolving multi-blade dual mixer, and discharging the thoroughly mixed product. Provide storage capacity for all components to maintain a supply in the proportioning controls. Operate the machine continuously while loading, to eliminate unnecessary construction joints. Provide individual volume or weight controls for proportioning each material to be added to the mix. Calibrate and properly mark each material control devi ce. Provide controls accessible for ready calibration and placed so the Engineer may determine the am ount of each material used at any time. Equip the mixing machine with a water pressure sy stem and nozzle spray bar to provide a water spray immediately ahead of and outside the spreader box as required. Equip the machine with opposite side driving stations to optimize longitudinal alignment. Equip the machine to allow the mix operator to have full control of the forward and reverse speed during application of the material.
b.Spreading Equipment. Equip the machine with opposite side dr iving stations to optimize longitudinal alignment. Configure the machine to allow the mix operator to have full control of the forward and reverse speed during application of the material. Spread the paving mixture uniformly by means of a mechanical laydown box attached to the mixer and equipped with paddles to agitate and spread the materials th rough the box. Design and operate the paddles so all the fresh mix shall be agitated to prevent the mixture from setting up in the box or causing side buildup and lumps. Flexible seals in the front and rear shall be in contac t with the road to prevent loss of mixture from the box. Equip the box with lateral movement controls. The rear flexible strike-off shall be adjustable. Rut filling equipment requires adjustable steel strike-off plates. De sign and operate the spreader box and rear strike-off so a uniform consistency is achieved to produce a free flow of material to the rear strike-off without causing skips, lumps or tears in the finished surface. When directed by the Engin eer, provide a secondary strike-o ff to improve surface texture. Use a secondary strike-off with the same adjustments as the rear flexible strike-off. Spread the mixture to fill cracks and minor surface irregularities and leav e a uniform application of slurry on the surface. When directed by the Engineer, provide a secondary strike-off to improve surface texture. The secondary strike-off shall have the same adjustments as the rear flexible strike-off. Operate the spreader to prevent the loss of the paving mixture when surfacing super-elevated curves. Keep the box clean and free of build up of asphalt and aggregate. 156 – ROADSIDE IMPR OVEMENT EQUIPMENT
150-18 Section 156
ROADSIDE IMPROVEMENT EQUIPMENT 156.1 SEEDING EQUIPMENT
a.Seeding Drills. Use drills for roadside seeding and fertilizing in good working order so that the rate of seed and fertilizer is applied at the rates shown in th e Contract Documents. Two or more separate seed compartments may be necessary for seeding certain projec ts. Provide seed compartmen ts capable of the accuracy needed to obtain the seeding rates shown for the various grasses, wildflowers and legumes listed in the Contract Documents. Use a drill that can apply commercial grass seed and wildflower seed, or a drill with attachments that would allow the application of fertilizer, grass seeds and w ildflower seeds at the rate and depth specified in the Contract Documents. The drill must be approved by the Engineer. The Engineer will approve the width of the drill on the basis of the area to be seeded. The space of seed -tubes, disks and boots shall be a maximum of 8 inches. Provide drills that accurately control th e depth of seeding and fertilizer placement to a maximum depth of ½ inch. Construct the seed and fertilizer compartm ents with partitions to prevent the mate rial sliding to one side of the drill while operating on steep slopes. If a separate cultipacker is not used, use a seed drill with press wheels.
b.Hydraulic Slurry Seeding, Fertilization and Mulching. Provide machines used for hydraulic seeding operations with continuous agitation of the slurry mixture during seeding operations. Equip with pressure to force seed and mulch material to the right-of-way line of most typical highway sections. The minimum tank capacity is 750 gallons. 156.2 MULCHING EQUIPMENT
a.Mulch Puncher. Use mulch punchers so weight may be added or hydraulic force from the tractor to push the puncher into the ground. Use notched discs with a minimum diameter of 16 inches for punching purposes. Provide discs that are flat or uncupped like notched cou lters commonly used on moldboard plows. Place discs a maximum of 8 inches apart along the axle or shaft. Use shaft or axle sections of disks with a maximum of 8 feet in length. 156.3 OTHER ROADSIDE IMPROVEMENT EQUIPMENT
a.Cultipacker. Use cultipackers constructed so that sections are a maximum of 6 feet in length. Pull a maximum of 3 sections behind a tractor or drill at any time
b.Root “Sprigger”. Acceptable spriggers are constructed so the root planting mechanism is driven by the tractor’s power take-off to maintain a constant planting of roots on steep slope s. The machine shall be capable of planting roots in a continuous unbroken pattern. The Engineer will check the machine on a slab or hard ground with the power take-off running to determine if enough roots are being fed through the machine. 157 – OTHER EQUIPMENT
150-19 Section 157
OTHER EQUIPMENT 157.1 REBAR INSERTION EQUIPMENT
a.Drilling Equipment. Use equipment that complies with the following requirements: Hydraulic driven Capable of operation in a clockwise direction; Truck or trailer mounted; Adjustment in transverse and longitudinal directions; Capable of operating at a pitch of 45º; A power system to raise and lower the bit; and Removal of loose material by drill sh aft vacuum extraction during drilling.
b.Epoxy Pump. Use a pump system that the manufacturer has certified to deliver a proper mixture of specific material properties and a given resin to hardener ratio. The given ratio is supplied by the epoxy manufacturer. The pump may be adaptable for variable mixture ratios. It shall maintain the ratio set for a temperature range of 40 to 120ºF and a pressure range of 20 to 100 pounds per square inch. The pump shall include the separate A and B supply hoses along with their respective back-flow prevention valves.
c.Epoxy Mixer. Provide epoxy mixer with adequate elements to thoroughly mix the resin and hardener components and be capable of operating within the same temperature and pressure ranges as the pump system. Use an easy to clean mixer constructed of semi-transparent materials in order to observe the mixing operation.
d.Injection Nozzle Assembly. Provide an injection nozzle capab le of temporarily locking into the 1 inch diameter hole in the concrete and holding a minimum sustained pressure of 100 pounds per square inch without significant surface leakage. A design for a suitable assembly is available from the Bureau of Construction and Materials. 157.2 UNDERSEALING EQUIPMENT
a.Grout Plant. Provide a grout plant consisting of a positiv e displacement cement injection pump and a high speed colloidal mixing machine. Provide a mixing ma chine that operates between 800 and 2000 RPM, creating a high-shearing action with a subsequent pressure release to make a homogeneous mixture. Provide a pressure measuring gauge in the grout supply hose.
b.Drill. Provide an air compressor and rock drills or other devices capable of drilling the injection holes through the PCCP. 157.3 JOINT AND CRACK SEALING PCCP AND HMA EQUIPMENT
a.Air Compressor. Use an air compressor with a minimum cap acity of 100 cubic feet per minute at 90 psi with a ⅝ inch hose (minimum). Use oil-free compressed air.
b.Applicator. For concrete pavement, use a sealant applicator head that completely fills the joints and cracks. For asphalt pavement, use a sealant applicator head that completely fills the cracks.
c.Heating Pot. Prepare the material in a heating pot (400 gallon minimum capacity) equipped with an agitator that shall provide a proper mixing pattern to keep a consistent percent of fiber and maintain the heat distribution throughout the pot. Use equipmen t recommended by the sealant manufacturer.
d.Heat Lance. Use a heat lance manufactured by SEAL-ALL, L.A. HEAT LANCE, or another brand approved by the Engineer. 201 – CLEARING AND GRUBBING 200-1 SECTION 201 CLEARING AND GRUBBING 201.1 DESCRIPTION Clear and grub the vegetation and debris as specified in the Contract Documents. DO NOT clear and grub areas unless work will actively be performed in the exposed area (or portions of the exposed area) within 7 calendar days on exposed steep slope areas (40% or greater) or within 14 calendar days for all other exposed areas. B I D I T E M U N I T S Clearing and Grubbing Lump Sum 201.2 MATERIALS Backfill stump holes using granular material or loose friable soil from the project. Use material that is free of excess moisture, frozen lumps, roots, sod, rocks greater than 4 inches in di ameter or other deleterious material. The Engineer will accept th e backfill material based on visual inspection. 201.3 CONSTRUCTION REQUIREMENTS Do not damage any vegetation designated to remain. The Engineer will identify any trees, shrubs and other vegetation designated to remain. Remove low ha nging, unsound or unsightly branches on trees and shrubs designated to remain as specified in the Contract Documents. Trim the br anches according to recognized industry practices. Within the construction limits, clear and grub all vege tation not designated to remain. Undisturbed stumps and roots no more than 6 inches above the original ground line or low water level may remain, provided they are a minimum of 3 feet below the finished subgrade or embankment slope and approved by the Engineer. Strip and stockpile the existing topsoil from within the construction limits. To the extent practical, use this material to cap the finished embankment and cut slopes. This work is subsidiary to grading items in the contract. Where practical, do not store equipment or materials (including soil stockpiles) within 50 feet of rivers, streams or other surface waters. Where such storage is necessary, obtain the Engi neer’s written approval and include in the project SWPPP appropriate best management practices for the storage area. Unless requested in writing from the Contractor, and approved in writing by the Engineer, or specified otherwise in the Contract Documents, do not exceed 750,000 square feet of su rface area of erodible earth material per equipment spread at one time. The Engineer will limit the surface area of erodible earth material exposed by clearing and grubbing, excavation, borrow (within right-o f-way) and embankment operations. Limit the exposed erodible earth material according to the capability and progress, and in k eeping with the approved schedule. Areas will not count toward the 750,000 square f eet limit, when the follo wing conditions are met: For areas that will not be disturbed again due to project phasing: Finish grade the completed area; Stabilize and maintain stabilization according to SECTION 902 ; and Do not disturb the area again without a written request from the Contract or and written approval from the Engineer; For areas that will be disturbed again due to project phasing: Rough grade; and Stabilize and maintain stabilization according to SECTION 902 . DO NOT clear and grub areas unless work will actively be performed in the exposed area (or portions of the exposed area) within 7 calendar days on exposed steep slope areas (40% or greater) or within 14 calendar days for all other exposed areas. If areas are cleared and grubbe d and not finish graded, not part of project phasing and no meaningful work toward the completion of the bid item is performed within the exposed area (or portions of the exposed area) for 7 calendar days on exposed steep slope ar eas (40% or greater) or 14 calendar days for all other 201 – CLEARING AND GRUBBING 200-2 exposed areas, stabilize and maintain stabili zation at these exposed areas according to SECTION 902 at no cost to KDOT. Remove and dispose of the cleared vegetation and debr is. If authorized by the Engineer, dispose of the cleared vegetation and debris on the right-of-way. Backfill and compact all stump holes, except in areas of excavation. Backfill the stump holes to the level of the surrounding ground. If the backfill area is within the limits of the new construction, compact the backfill to the type of compaction and within the moisture range designated in the Contract Documents. Provide temporary erosion and pollution control according DIVISION 900 . 201.4 MEASUREMENT AND PAYMENT The Engineer will measure the clearing and grubbing as a lump sum. Stabilization of finished areas w ill be measured and paid for under DIVISION 900 bid items. Exempt areas specified in subsection 201.3 will not be measured for payment. Payment for "Clearing and Grubbing" at the contract unit price is full compensation for the specified work. 202 - REMOVAL OF EXISTING STRUCTURES 200-3 SECTION 202 REMOVAL OF EXISTING STRUCTURES 202.1 DESCRIPTION Remove and dispose of the existing structures as speci fied in the Contract Docume nts. Existing structures include the structures identified in the Contract Documents for removal, and man-made structures not specifically identified in the Contract Documents that are in conflict with the new construction and would normally be encountered upon a careful examination of the work site. Excluded are u tilities and structures for which other provisions are made for removal. Protect any structures designated to remain. Remove, clean and store any ma terials designated for salvage. Remove, clean, store and reconstruct any existing structures as designated in the Contract Documents. Inspect all building structures that are scheduled for removal, and determine if asbestos is present. BID ITEMS UNITS Removal of Existing Structures Lump Sum Removal and Reconstruction of Existing Structures Lump Sum 202.2 MATERIALS
a.Backfill Material. Backfill cavities created by removing existing structures, using granular material or loose friable soil from the project. Use material that is free of excess moisture, frozen lumps, roots, sod, rocks greater than 4 inches in diameter or other deleterious material. The Engineer will accept th e backfill material based on visual inspection.
b.Materials to Reconstruct Existing Structures. Provide the specified mate rials that comply with the materials’ divisions ( SECTIONS 1000 – 2500 ). If the existing structure is damaged during the re moval operations, replace any damaged materials with new materials matching the originals. 202.3 CONSTRUCTION REQUIREMENTS
a.Removal of Existing Structures. Raze, remove and dispose of a ll existing man-made structures and debris not designated to remain. If the substructure of an existing structure lies wholly or partly within the limits of a new structure, remove the existing substructure to accommodate the new structure. Remove the existi ng substructure to the natural stream bottom, or 12 inches below the natural ground surface or new finished lines, whichever is lower. Unless the area is excavated during the new constr uction, backfill to the level of the surrounding ground and compact all cavities left by the structure removals. If the backfill area is within the limits of the new construction, compact the backfill to the type of compaction and within the moisture range designated in the Contract Documents. Provide temporary erosion a nd pollution control according to DIVISION 900 .
b.Removal and Reconstruction of Existing Structures. Before removing the existing structures designated for relocation, take sufficient measurements and color photographs of the existing structures so the reconstruction duplicates the original. Provide the Engi neer with copies of the measurements and photographs. Submit for the Engineer’s approval, a written plan for the relocation and reconstruction of the existing structures, before beginning any reloca tion and reconstruction work. Recons truct the structure according to the details in the Contract Document.
c.Existing Bridge Deck. Designate one Prime Contractor employee as the Removal Supervisor. The Removal Supervisor, or their designee, must be on location any time work is performed on removal of the existing structure. 202 - REMOVAL OF EXISTING STRUCTURES 200-4 Before performing any work to remove the deck, schedule a pre-work meeting with the Engineer. Include the Removal Supervisor and key personnel who will be work ing on the removal item. Discuss a detailed procedure of how removal will be accomplished and how da mage to the structure will be avoided. Remove the deck or any portion of the deck without damaging the girders. Clearly mark the location of the existing girder top flanges on top of the existing deck concrete. Mark the entire length of all girders before sawing or removing any concrete. Limit concrete sawing to a maximum depth of 3 inches directly above any girder and within 3 inches of either edge of a girder top flange. Do not use drop-type pavement breakers. Do not use a hoe ram directly above any gi rder or within 1.0 foot of either edge of a girder top flange. Use a jackhammer no heavier than 15 pounds to remove concrete above and within 1. 0 foot of either side of a girder top flange. Also, see SECTION 737 - CONTROLLED DEMOLITION . Damage includes, but is not limited to saw cuts, dents, cracks, distortion or any other damage found by the Engineer. This also includes spalling of prestre ssed concrete beams that would require repair. If the girder is damaged: The Engineer, in coordination with the State Bri dge Office (SBO), will determine if the damages require repair. The Engineer will determine what repairs are required for minor nicks, dents, cuts and spalls not affecting the structure capacity. If any damage requires additional engineering, hire an independent engineer, licensed in Kansas to develop repair plans, provide structural anal ysis and stress calculations (including fatigue calculations), and submit sealed calculations to the SBO for review and approval. The Contractor’s independent engineer shall eval uate the capacity of any damaged members, and submit sealed calculations showing any capacity loss of damaged members. Submit a copy of the repair plan, per SECTION 105 , sealed by a licensed Professional Engineer, to the SBO for approval. After repairs have been completed, the Contractor’s independent engineer shall evaluate the capacity of any repaired members, and submit sealed cal culations showing any capacity loss of repaired members. The ideal situation is to repair any damage so th ere is no structure capacity loss. Structure capacity loss would be a reduction of the controlling load rating capacity for the structure. If there is minor capacity loss, and KDOT deems this loss acceptabl e, KDOT will assess a Contract Deduct. See subsection 203.4 . In this case, the Contractor has the opti on to either accept the deduction or repair to eliminate any capacity loss. The Contractor is responsible for all repairs to the damaged girders as authorized by the Engineer, plus any materials, equipment, labor, delays and traffic from th e damage or repair. If da mage is severe, additional engineering and inspection fees incu rred by KDOT may also be deducted.
d.Salvaged Materials. The salvaged material will remain the property of the State, County or City, as applicable. If not shown in the Contract Documents, the Engineer will designate the storage areas. Remove the material in sections or pieces that can be transported and stored . Dismantle steel and wood bridges designated in the Contract Documents. Match mark the salvaged steel members, unless the Engineer waives this requirement. Unless shown otherwise in the Contract Documents, salvage and clean all existing pipe determined usable by the Engineer. If during the removal and transport to the storage area, the Contractor damages material designated as salvage, the Engineer will deduct 60% of the current quoted price for replacemen t material delivered to the project from payments due the Contractor.
e.Asbestos Removal. Inspect all building structures that are scheduled for removal, and determine if asbestos is present. Sample, test, remove and dispose of asbestos, while complying with all Federal and State regulations, laws, rules and ordinances pertaining to asbe stos removal and waste disposal. File all appropriate notification forms and any required permits with Federal and State authorities, and pay all related fees. Provide the Engineer copies of all notification forms, correspondence, test results, recommendations and other information to document compliance with these requirements. 202 - REMOVAL OF EXISTING STRUCTURES 200-5 202.4 MEASUREMENT AND PAYMENT The Engineer will measure the removal of existing structures and removal and reconstruction of existing structures by the lump sum. The initial inspection of building structures to determine if asbestos is present is subsidiary to these bid items. If the Contract Documents identify asbestos in the removal of building structures, asbestos removal is subsidiary to "Removal of Existing Structures". If asbestos removal is not shown in the Contract Documents, but is required after the initial inspection indicates the presence of materials containing asbestos, the asbestos removal will be paid for as Extra Work, SECTION 104 . Payment for "Removal of Existing Structures" and "Removal and Reconstruction of Existing Structures" at the contract unit price is full comp ensation for the specified work. When existing bridge deck damage is severe, KDOT inspection and engineering fees will be assessed under the bid item "Contract Deduct". If after repairs are made, there is a reduced capacity for the structure, KDOT will assess an additional "Contract Deduct". The Contract Deduct will be calculated by multiplying the percent loss of capacity (calculated after repair) times the total contract price of all bridge bid items (reinforcing steel, struct ural steel, concrete, expansion joints, etc. ) for the structure. 203 - RESETTING EXISTING CULVERTS 200-6 SECTION 203 RESETTING EXISTING CULVERTS 203.1 DESCRIPTION Remove and reset the existing culverts and end s ections as specified in the Contract Documents. BID ITEMS UNITS Resetting End Section Each Resetting Pipe Culvert Linear Foot 203.2 MATERIALS Provide the required materials that comply with SECTIONS 1000 – 2500 . 203.3 CONSTRUCTION REQUIREMENTS Remove the designated structures without damaging. Store and protect the structure from damage, if the structure is not reset immediately. Replace, in kind, any structures or materials damaged or lost. Clean all structures before resetting. Reset the structures at the locati ons shown in the Contract Documents. Excavate for, place and backfill the structures according to SECTION 204 . 203.4 MEASUREMENT AND PAYMENT The Engineer will measure each removal a nd resetting of an existing end section. The Engineer will measure the removal and resetting of an existing pipe culvert by the linear foot of culvert reset. Payment for "Resetting End Section" and "Resetting Pipe Culvert" at the contract unit prices is full compensation for the specified work. If, upon removal, the Engineer determines that the existing culvert or end section is damaged, and the damage is not a result of the Contractor’s actions, the E ngineer will pay for the replacem ent of the culvert or end section as Extra Work, SECTION 104 . 204 - EXCAVATION AND BACKFILL FOR STRUCTURES 200-7 SECTION 204 EXCAVATION AND BACKFILL FOR STRUCTURES 204.1 DESCRIPTION Excavate for the structures as shown in the Contract Documents. Unless specified otherwise, backfill the completed structures to the original ground line. B I D I T E M S U N I T S Class * Excavation Cubic Yard Concrete for Seal Course (S et Price) Cubic Yard Foundation Stabilization Cubic Yard Foundation Stabilization (Set Price) Cubic Yard Granular Backfill Cubic Yard Granular Backfill (Wingwalls) (Set Price) Cubic Yard Granular Backfill (Wingwalls) (Set Price) Cubic Yard Water (Grading) (Set Price) M Gallon *Class of Excavation 204.2 MATERIALS Provide materials that comply with the applicable requirements. Concrete ................................................................................................................. SECTIONS 401 & 402 Aggregates for Concrete Not On Grade ................................................................. DIVISION 1102 Aggregates for Backfill .......................................................................................... DIVISION 1100 Water ..................................................................................................................... DIVISION 2400 Provide sand, or other aggregate that contains suffi cient binder to allow compaction and limit the flow of water through the material, as granular material for culvert bedding. Provide material with enough moisture to allow compaction. The Engineer w ill accept the granular bedding material based on visual inspection of the material placed on the project. 204.3 CONSTRUCTION REQUIREMENTS
a.Classification of Excavation.
1.Class I Excavation and Class II Excavation. Excav ation for bridges is normally classified as Class I and Class II Excavation. Class I and Class II Excavati on is referenced to the Excavation Boundary Plane (a horizontal plane at a given elevation) shown in the Contract Documents. (a) Class I Excavation is the entire volume of whatever nature, except water, found above the Excavation Boundary Plane, within the limits specified.
b.Class II Excavation is the entire volume of whatever nature, including water, found below the Excavation Boundary Plane, within the limits specified.
2.Class III Excavation. Bridge excav ation not classified as Class I or Class II, is classified as Class III Excavation. Excavation for structur es other than bridges is also cl assified as Class III Excavation. Class III Excavation is the entire volume of whatever nature encountered, including water, within the limits specified. The water level for determining quantities is the water level during construction at which pumping or bailing is necessary to continue excavation.
b.Excavation Requirements.
1.General. Allow the Engineer to define the limits of the excavation and cross-section the original ground before beginning the excavation for the structure. 204 - EXCAVATION AND BACKFILL FOR STRUCTURES 200-8 Excavate all foundations to the elevations and dimensions shown in the Contract Documents. If rock of the quality that will not erode is encounter ed in the toe wall excava tion, the Engineer may a llow the toe wall to be keyed into the rock. Follow OSHA safety regulations for sloping the si des of excavations, using shoring and bracing as required. If material encountered below the foundation elevation will not support the structure, remove such material and replace with stable backfill mate rial approved by the Engineer. Save excavated material for structure backfill. Dispose of surplus excavated material and excavated material unsuitable as backfill material. Provide temporary erosion a nd pollution control according to DIVISION 900 . When a bridge is constructed in conjunction with a new roadway alignment or elevation, construct the roadway embankment (a minimum of 300 feet) at the bridge to approximate grade first, then excavate for the abutments. (2) Cofferdams. Use watertight co fferdams if excavating in water, or if the excavation is affected by groundwater. Construct and shore the cofferdams according to OSHA safety regulations. The minimum size of the cofferdams shall be greater than the limits for pay excavation. Extend the cofferdams below the bottom of the footing, or at least to an elevati on as near the bottom of the excavation as foundation conditions will allow. If necessary, dewater the cofferdams. (3) Foundations with Piling. Complete the foundation excavation before driving any piling. After driving all piling, remove the loose and displ aced material in the foundation pit. If necessary, reshape and recompact the bottom of the excavation according to the Contract Documents.
4.Spread Footing Bridge Foundations. From the eleva tion that rock or shale is encountered or from the top elevation of the footing, whichever is lower, excavate the footing as shown in the Contract Documents. No side forming is allowed below the top elevation of rock or shale, or below the top of the footing, whichever is lower. Cut spread footing bridge foundations in rock to within 6 inches of the bottom of footing elevation. Complete the excavation to the required elevation, using hand equipment. Do not use blasting excavation below the top of footing elevation. If the bottom elevation of the spread footing excavation is in shale, minimize the time the shale is exposed to the elements before placing the concrete footing. Pl ace the concrete footing within the time limits designated in the Contract Documents. Contact the Regional Geologist if the sh ale exposure exceeds the maximum time specified. Mitigate the effects of the shale exposure by excavating a minimum of 4 inches below the over-exposed shale to expose sound material. The Contractor has the option (at own expense) to negate the time limits imposed for exposure of the shale by placing a 4-inch (minimum) conc rete seal of Grade 4.0 concrete over the exposed shale before the specified time limits expire. If the Contractor chooses this option, excavate to 4 inches below the plan bottom of footing elevation so the bottom of footing elevation remains at the elevation designated by the Contract Documents. After the excavation is completed, and all loose material is removed from the footing, drill exploratory borings 1½ to 2 inches in diameter and 5 feet deep to verify the quality and soundness of the material below the bottom of the footing. Notify the Engineer before starting the exploratory borings. For footings with an area of less than 12 square yards, drill the boring in the center of the footing. For footings with an area of 12 square yards or gr eater, drill a boring within 3 feet of each corner of the footing. If an exploratory boring encounters unsound material, or if the material at the bottom of the footing does not match the material shown on the geol ogy sheet in the Contract Documents, do not proceed with the construction of the spread footing until the site is reviewed by the Regional Geologist and a recommended course of action made.
c.Foundation Stabilization. When designated in the Contract Documents, the Contractor has the option to construct the foundation stabilization 6 inches thick, according to the details shown, or underrun the item when deemed unnecessary. When conditions require, the Engineer may approve a depth greater than 6 inches.
d.Foundation Stabilization (Set Price). If the Contract Documents do not designate foundation stabilization and a firm foundation is not encountered at the established grade for boxes or pipe culverts, the Engineer may approve the removal of unsound material and installation of su itable foundation stab ilization material. 204 - EXCAVATION AND BACKFILL FOR STRUCTURES 200-9 Before this work is done, the Engin eer will determine the limits of excav ation for the material removal.
e.Concrete Seal Course (Set Price). When designated in the Contract Documents, construct the concrete seal course according to the details shown. When the Contract Documents do not show a concrete seal course, but the bottom of the excavation can not be pumped free of water, the Engineer may approve the placement of a concrete seal course. When approved by the Engineer, construct a 3-inch seal course of commercial grade concrete below the bottom of footing elevation. If the Contract Documents call for founda tion stabilization, and the Engineer determines the conditions require a concrete seal course as specified a bove, underrun the foundation stab ilization. The Engineer will consider alternate methods of sealing out the water. Th e burden of proof regarding an alternat e method of sealing out the water will be on the Contractor. If a concrete seal course is not shown in the Cont ract Documents, or the Engineer does not approve one, the Contractor may still place one at own expense. When the Contract Documents show constructing foundation st abilization, the Contractor has the option to construct a concrete seal course in its place. However, the concrete seal course will be paid for as foundation stabilization at the contract quantity and unit price. If a concrete seal course is constructed, uni formly consolidate the concrete without voids.
f.Backfill for Structures.
1.General. Do not place backfill against an y structure without the Engineer’s approval. Remove all shoring, bracing and cofferdams before backfilling a structure. Use material from the structure excavation or material from the roadway excavation for the backfill of structures. If necessary, adjust the moisture content of the soil by adding water to or aerating the material. Place granular backfill as detailed in the Contract Documents. If the ar ea for granular back fill is excavated beyond the theoretical limits of the gra nular backfill, fill the over-excavation w ith granular backfill material suitable for the conditions, and that meets the Engineer’s a pproval. Do not use hydraulic methods of backfill. After the designated cure period for a concrete structur e expires, wait at least 3 days before subjecting the structure to the pressures of backfilling or to live loads. If adverse curi ng conditions exist, the Engineer may extend this period. Provide for drainage at all weep holes in concrete st ructures. Unless drainage is provided for otherwise in the Contract Documents, pl ace approximately 2 cubic feet of crushed stone or sand gr avel at each weep hole. Place the backfill in horizontal layers evenly on all sides of the struct ure, a maximum of 8 inches thick (loose measurement). If the backfill is placed on only one side of a structure (such as a butments, piers, wingwalls), do not put excessive pressure against the structure. Prevent wedging action against the structure during the backfill. Bench the slopes bounding the excavation. Extend each layer of the backfill to the limits of the excavation or to the original ground line. Continuously level and manipulate the ma terial during the placing a nd compacting of each layer of the backfill. Use a motorgrader where possible. Compact each laye r as specified before placing the next layer. Drain all water from areas before backfilling. If backfill compaction is not required for piers, it is not necessary to drain the water from the pier excavations before backfilling. If it is impossible to drain the water, deposit thin layers of backfill material into the water. When placing backfill material into water, the compaction requirements do not apply until the backfill progresses to the point that all water is absorbed by the backfill material. Unless otherwise shown in the Contract Document s, backfill compaction is not required around piers, except piers adjacent to railroad tracks, roadways or in the toe slopes of embankments. If the Contract Documents provide for "Compaction of Earthwork", compact the back fill according to SECTION 205 . If the Contract Documents do not provide for compaction, compact the backfill according to Type B compaction in SECTION 205 . If the Contract Documents designate a moisture range for the embankmen t adjacent to the structure, use backfill material with uniform moisture cont ent within the specifi ed range according to SECTION 205 . If the Contract Documents do not designate a moisture range, use backfill material with uniform moisture content adequate to produce the specified density. (2) Backfill of Reinforced Concrete Box. If the top of a reinforced concrete box extends above the original ground line, continue the compacted back fill to the top of the re inforced concrete box. Place the backfill 10 feet wide on each side of the culvert for th e full width of the roadway embankment. 204 - EXCAVATION AND BACKFILL FOR STRUCTURES 200-10
3.Granular Backfill (Wingwalls) (Set Price). When designated in the Contract Documents, construct the granular backfill for wingwalls according to the details shown.
4.Granular Backfill (Wingwalls). When designated in the Contract Documents, construct the granular backfill for wingwalls accordi ng to the details shown. 204.4 MEASUREMENT AND PAYMENT
a.Contract Quantities. Provided the project is constructed essentially to the lines and grades shown in the Contract Documents, the quantities shown in the Contract Documents for the various balances will be the quantities for which payment is made. If the Contract Documents have been altered, or if th e Engineer or Contractor que stions the accuracy of the contract quantities at any location, either part y may request the quantities involved be measured.
b.Measured Quantities. The Engineer will measure quantities for the various classes of excavation by cross-sectioning the area. The Engin eer will compute the quantities (volume) by the average end area method. Where it is impractical to measure material by the cr oss-section method, the Engineer will use 3-dimensional measurements. Measurement will not include additional ex cavation required to mitigate the effects of over-exposed shale in foundations. (1) Bridge Excavation. The Engineer will measure the various classes of excavation by the cubic yard. If the Contract Documents show excava tion dimensions, the measured quantity is limited to the volume bounded by vertical planes at the contract dimensions. When excavation dimensions are not shown in the Contract Documents, the quantity measured for payment is the quantity removed, limited to the vol ume bounded by vertical planes 2 feet outside the footings and tie beams. (2) Excavation for Structures Other Than Bridges. If shown as a bid item in the Contract Documents, the Engineer will measure Class III excavation by the cubic yard. If not shown as a bid item in the Contract Documents, Class III excavation for st ructures other than bridges is s ubsidiary to other items of work. If the Contract Documents show excavation dimensions, the measured quantity is limited to the volume bounded by vertical planes at the contract dimensions. When excavation dimensions are not shown in the Contract Documents, the quantity measured for payment is the quantity removed, lim ited to the volume bounded by vertical planes 2 feet outside the footings. Excavation for reinforced concrete box culverts, pipe cu lverts or headwalls for culverts is not measured for payment. Excavation over the culvert n ecessitated by the imperfect trench me thod of backfill is not measured for payment. If rock is not shown in the Contract Documents and is encountered during the excavation for reinforced concrete box culverts, pipe culverts or headwalls for cu lverts, the rock excavation is paid for as Extra Work, SECTION 104 .
3.Concrete for Seal Course (Set Price). The Engineer will measure concrete placed for a seal course (either shown in the Contract Documents or approved by the Engineer) by the cubic yard. The quantity measured for payment is the quantity placed, lim ited to the volume bounded by vertical planes at the limits of the pay excavation for the structure. If the excavation for the structure is subsidiary, the quantity of concrete measured for payment is the quantity placed, limited to the volume bounded by vertical planes 2 f eet outside the footings. If the Contractor elects to use a c oncrete seal course in place of th e foundation stabilization shown in the Contract Documents, the Engineer will measure and pay fo r the concrete seal course as the foundation stabilization at the contract quantity and at the contract unit price. The excavation necessary to place the concrete seal course is not measured for payment.
4.Foundation Stabilization. When designated in the Contract Docu ments and the Contractor opts to construct it, the Engineer will measure the foundation stabilization fo r box and pipe culverts by the cubic yard to the volume bounded by vertical planes at the contract dimensions to a depth of 6 inches, or greater depth approved by the Engineer. If the Contractor deems the foundation stabilizati on unnecessary, the Engineer will underrun the item. The Engineer will not measure excavation n ecessary to place the foundation stabilization.
5.Foundation Stabilization (Set Pri ce). The Engineer will measure the foundation stabilizati on (set price) by the cubic yard. The quantity measured for paymen t is the quantity placed, limited to the volume bounded by vertical planes at the limits of the pa y excavation for the structure. If the ex cavation for the structure is subsidiary, the quantity of foundation stabilization measured for payment is the quan tity placed, limited to the volume bounded by vertical planes 2 feet outside the footings. 204 - EXCAVATION AND BACKFILL FOR STRUCTURES 200-11 The excavation necessary to place th e foundation stabilization (Set Price) is not measured for payment.
6.Granular Backfill, Granular Backfill (Wingwalls) and Granular Backfill (Wingwalls) (Set Price). The Engineer will measure granular backfill by the cubic yard. The Engineer will measure to the neat lines shown in the Contract Documents. The Engineer will not measure fo r payment the excavation required to place the granular backfill or any granular b ackfill material placed beyond the limits s hown in the Contract Documents (over- excavated areas).
7.Water (Grading) (Set Price). The Engineer will measure water used for earthwork compaction by the M gallon, by means of calibrated tanks or water meters. Water used for dust control, water wasted through the Contractor’s negligence, water in excess of the quantity required to obtain the proper moisture content or water used for compaction of earthwork (backfill) around structures classified as bri dges is not measured for payment.
c.Payment. Payment for the various classes of "Excavation", the various grades of "Concrete", "Foundation Stabilization", "Granul ar Backfill" and "Granular Backfill (Wingw alls)" at the contract unit prices is full compensation for the specified work. Payment for "Concrete for Seal Course (Set Pri ce)", "Foundation Stabilization (Set Price)", "Granular Backfill (Wingwalls) (Set Price)" and "Water (Grading) (Set Price)" at the contract set unit prices is full compensation for the specified work. If the Engineer determines it is necessary to lower a footing below the elevation shown in the Contract Documents, the additional excavation is paid as follows: Additional excavation up to and including 2 feet below the contract elevation is paid at the contract unit price. Additional excavation from more than 2 feet up to and including 6 feet below the contract elevation is paid at 1½ times the contract unit price. Additional excavation more than 6 feet below th e contract elevation is paid as Extra Work, SECTION 104. 205 - EXCAVATION AND EMBANKMENT FOR HIGHWAYS 200-12 SECTION 205 EXCAVATION AND EMBANKMENT FOR HIGHWAYS 205.1 DESCRIPTION Excavate, haul, place, remove and dispose of the sp ecified materials. Construct the embankments as specified in the Contract Documents. Compact the earthwork according to the requirements for the type of compaction and moisture range specifi ed in the Contract Documents. B I D I T E M S U N I T S Common Excavation Cubic Yard Common Excavation (Contractor-Furnished) Cubic Yard Rock Excavation Cubic Yard Rock Excavation (Non-Durabl e Shale) Cubic Yard Unclassified Excavati on Cubic Yard Common Excavation (Unstable) Cubic Yard Common Excavation (Unsuitable) Cubic Yard Compaction of Earthwork (Type *) (MR-**) Cubic Yard Embankment Cubic Yard Embankment (Contractor-Furnished) Cubic Yard Eradication of Traveled Way Station Water (Grading) (Set Price) M Gallon *Type of Compaction **Moisture Range 205.2 MATERIALS Provide water for earthwork compaction that complies with DIVISION 2400 . If "Common Excavation (Contractor-Furnished)" is speci fied, provide soil or a mixture of soil and gravel, stone or other acceptable material . Provide material that is similar to th e material shown in the Contract Documents or found in the Report of Soil Survey. Provide material w ith a quality satisfactory for the purpose intended. Do not use material that has sod, roots, stumps and other perishab le and deleterious matter. Provide soil that complies with the requirements shown in the Contract Documents for the material used in the top 18 inches of the embankment. The Engineer will accept the material based on complia nce with these requirements and visual inspection of the material placed on the project. Provide crushed stone for backfill that complies with DIVISION 1100 . 205.3 CLASSIFICATION OF EXCAVATION The geological information shown in the Contract Documents is based on studies made in the field, and represents the best information available to KDOT. The classification of embankment and drainage excavation as "Common Excavation", "Rock Excavation" or "Rock Excava tion (Non-Durable Shale)", which classifications shall include all materials of whatever nature encountered, is shown in the Contract Documents. As the work is performed, the Engineer in conjunction with the Regional Geologist will determine if the classification of embankment and drainage excavation requires adjustment. Th e Engineer has the authority to identify and define the physical characteristics that determine th e classification. The cl assification of materials for excavation is based on the materials in an unfrozen condition.
a.Common Excavation. Common excavation is all excavation not included as rock excavation or excavation otherwise classified. Th e following are included in common excavation: hot mix asphalt or concrete sidewalk, concrete ditch lining, concrete or stone wash checks and hot mix asphalt pavement 6 inches or less in thickness. Depending on the makeup and characteristics of the common excavation, some material may or may not be used for embankment. The Engineer will identify which materials may not be used for embankment. 205 - EXCAVATION AND EMBANKMENT FOR HIGHWAYS 200-13
b.Common Excavation (Contractor-Furnished). Common excavation (Contractor-Furnished) is material provided by the Contractor that complies with the material requirements of this specification. Non-durable shale provided as common excavation (Contractor-Furnished) shall be manipulated (sized) with equipment and water as required for non-durable shale excavation.
c.Rock Excavation. Rock excavation includes firm, rigid and unweathered sedimentary, igneous and metamorphic rock that is naturally in-p lace. Boulders or detached stones w ith a volume of 2 cubic yards or more are classified as rock excavation. Portland cement concrete pavement, portland cement c oncrete base, cement treated base, hot mix asphalt pavement greater than 6 inches in thickness, concrete curb and gutter and any hot mix asphalt placed upon these structures is classified as rock excavation. When common excavation is interl ayered with the rock excavation, and the common excavation makes up 25% or less of the volume, the entire volum e is classified as rock excavation.
d.Rock Excavation (Non-Durable Shale). Rock excavation (Non-Durable Shale) is non-durable rock shale that if used in embankments is required to be manipulated with construction equipment and water added until it is broken down to particle sizes shown in subsection 205.4c .
e.Unclassified Excavation. Unclassified excavation includes all ex cavation, regardless of type, nature or condition of materials encountered. Wh en excavation is unclassified, the Cont ractor assumes full responsibility to estimate the kind and extent of the various materials to be encountered in orde r to accomplish the work. Unclassified excavation include s materials which, if classified, would be included in subsections 205.3a. , b., c. and d.
f.Common Excavation (Unstable). Common excavation (Unstable) is c onsidered to be material in the subgrade or embankment with any of the following characteristics: When the material encountered has a moisture content above the plastic limit of the soil. When the plastic limit of the soil is at or less than the optimum moisture content, the soil is not capable of being compacted at the optimum moisture content. Suitable material with excess moisture caused by the Contractor’s negligent operations is not classified as unstable excavation.
g.Common Excavation (Unsuitable). Common excavation (Unsuitable) is material encountered in the subgrade or embankment that contains a high organic content (such as peat or A-horizon soils). 205.4 CONSTRUCTION REQUIREMENTS
a.General Excavation Requirements. Before beginning the excavation, clear and grub all vegetation according to the Contract Documents. Remove existi ng structures as shown in the Contract Documents. Strip and stockpile the existing topsoil from within the construction limits. To the extent practical use this material to cap the finished embankment and cut slopes. This work is subsidiary to grading items in the contract. Where practical, do not store equipment or materials (including soil stockpiles) within 50 feet of rivers, streams or other surface waters. Where such storage is necessary, obtain the Engi neer’s written approval and include in the project SWPPP appropriate best management practices for the storage area. Unless requested in writing from the Contractor, and approved in writing by the Engineer, or specified otherwise in the Contract Documents, do not exceed 750,000 square feet of su rface area of erodible earth material per equipment spread at one time. The Engineer will limit the surface area of erodible earth material exposed by clearing and grubbing, excavation, borrow (within right-o f-way) and embankment operations. Limit the exposed erodible earth material according to the capability and progress, and in k eeping with the approved schedule. Areas will not count toward the 750,000 square f eet limit, when the follo wing conditions are met: For areas that will not be disturbed again due to project phasing: Finish grade the completed area; Stabilize and maintain stabilization according to SECTION 902 ; and 205 - EXCAVATION AND EMBANKMENT FOR HIGHWAYS 200-14 Do not disturb the area again without a written request from the Contract or and written approval from the Engineer; For areas that will be disturbed again due to project phasing: Rough grade; and Stabilize and maintain stabilization according to SECTION 902 . DO NOT clear and grub areas unless work will actively be performed in the exposed area (or portions of the exposed area) within 7 calendar days on exposed steep slope areas (40% or greater) or within 14 calendar days for all other exposed areas. If areas are cleared and grubbe d and not finish graded, not part of project phasing and no meaningful work toward the completion of the bid item is performed within the exposed area (or portions of the exposed area) for 7 calendar days on exposed steep slope ar eas (40% or greater) or 14 calendar days for all other exposed areas, stabilize and maintain stabili zation at these exposed areas according to SECTION 902 at no cost to KDOT. Before beginning excavation or depositing waste at the Contractor-Furnished site, obtain all permits and clearances required for compliance as shown in SECTION 107 , (which most commonly includes wildlife and archaeological clearances). See SECTION 106 for requirements for use of private property. Before incorporating any material fro m these areas into the pr oject, the Engineer shall require a copy of the KDWP clearance and the KSHS clearance. Before depositing any project waste onto these waste sites, the Engineer shall require a copy of the KDWP clearance, the KSHS clearance, and when required, the KDHE waste disposal permit. If the Contractor’s excavation operations expose potentially historical or archaeological significant sites, discontinue the excavation of such sites until the Engineer determines the disposition of the discovery. The Engineer will contact the ESS to determine the proper course of action, according to SECTION 107 . Obtain the Engineer’s approval before wasting surplus excavation material. Use approved surplus excavated material to widen embankments , flatten slopes, or as directed by the Engineer. If surplus excavation material is wasted on the project, place th e material to provide a neat appearan ce. Do not place waste materials in a manner that is detrimental to the abutting property. If the Contract Documents designate certain materials to be excavated and stockpiled for future use, do not contaminate these materials in the pro cess. Stockpile the materials neatly and compactly at locations approved by the Engineer. Before beginning excavation, allow the Engineer to define the limits and cross-section the borrow areas shown in the Contract Documents. The Contractor shall define the limits and cross-section Contractor-Furnished sites before beginning excavation. Do not remove any mate rial beyond the dimensions and elevations established. When borrow excavation is complete, grade the site uniformly to drain. Comply with any permit requirements. The Engineer may allow the use of borrow pits or waste areas other than those shown in the Contract Documents, provided the change doe s not increase the cost for KDOT. If rock, shale or unsuitable material is encountered in cuts, excavate this material to the cross-section or limits shown in the Contract Documents. Do not overbreak rock excavation below the cross-section shown in the Contract Documents. If overbreakage occurs, backfill the overbreakage with material designated in the Contract Documents. If the designated backfill is material obtaine d through normal excavation, compact the backfill to the density requirements shown in the Contract Documents. If the designated backfill is crushed aggregate or other special aggregate, make sure that there are no layers of earth or shale between the back fill material and the surf ace of the rock. Before backfilling overbreakage areas with crushed stone for backfill or other specified material, shape the rock overbreakage area to drain. Trim all slopes to the lines shown on the cross-sections. When warranted, the Engineer may approve a modified slope in rock or other materi al. Remove rock so that the resulting rock slope has a uniform face. Do not disturb any materials beyond the limits of the excavation. Excavate all side ditches as s hown in the Contract Documents. Provide temporary erosion a nd pollution control according to DIVISION 900 .
b.Presplit Rock Excavation. If designated in the Contract Documents, use a presplitting technique to split the face of the rock along the desi gnated backslope. Presplit along the back slope before blasting the interior portion of the rock cut. 205 - EXCAVATION AND EMBANKMENT FOR HIGHWAYS 200-15 Devise a plan for the diameter, spacing and loading of the presplit holes. Drill the presplit holes the full depth of the rock ledge. Demonstrate to the Engineer with a 100-foot test section that the presplitting plan will produce an acceptable backslope. If the b ackslope of the test section is un acceptable, establish additional test sections until satisfactory results are obtained.
c.Shale Excavation. Shale will be classified as durable or non-durable in the Contract Documents. Durable and non-durable shale is prohibited in the top 18 inches of the embankment, unless specified in the Contract Documents. Durable Shale. Durable shale may be used as any other rock in a fill. Non-Durable Shale. Manipulate non- durable shale with equipment and water until 100% of the material is smaller than 6 inches in all dimensions, and until a minimum of 90% of the material is smaller than 3 inches in all dimensions. The Engineer will verify manipulation requirements with a visual inspection (e.g. have the Contractor scarify a known area to a known depth, calculate theoretical volume scarified, calculate an average volume for th e stones between 3 and 6 inches and if the volume for the stones exceeds 10%, the test fails). Continue manipulati on and retest until the above requirements are met. Compact and adjust the moisture content of this ma terial as specified in th e Contract Documents. The Contractor will determine whether to manipul ate and use the non-durable shale on the project, or waste the non-durable shale and replace it with other suitable material.
d.Common Excavation (Unstable). Excavate unstable material encountered during construction to the limits designated by the Engineer. Allo w the Engineer to measure the area be fore the backfill is placed. Backfill the area where the unstable material was rem oved with suitable material from the project. Aerate the unstable material until the moisture content is acceptable. Use this material in the construction of the project. Remove and dry unstable material caused by the Contractor’s negligen ce to an acceptable moisture content and use in the project.
e.Common Excavation (Unsuitable). If excavation to the finished graded section results in subgrade or slopes of unsuitable material, excavate the unsuitable material to the limits designated by the Engineer. Remove the unsuitable material from the project. Allow the Engineer to measure the area before placing the backfill. Backfill with suitable material from the project.
f.Eradication of Traveled Way. Remove the surfacing, if any, excavate the embankment and fill the ditches. Grade the traveled way to approximately the original ground contour, or as shown in the Contract Documents. Stockpile any materials designated for salvage at the locations shown in the Contract Documents. Do not contaminate the salvaged material. Dispose of exce ss excavation, base materials and surfacing not designated for salvage.
g.Compaction Requirements. Requirements for the various types of compaction are shown in TABLE
205-1 .
205 - EXCAVATION AND EMBANKMENT FOR HIGHWAYS 200-16 TABLE 205-1: SOIL COMPACTION REQUIREMENTS Type Minimum Compacted Soil Density Type AAA 100% of Standard Density Type AA 95% of Standard Density Type A 90% of Standard Density Type B Such that no further consolidation is gained by additional rolling. The Engineer will visually determine accep table Type B compaction based on the following: Acceptable Type B compaction is demons trated if the tamping feet of a tamping (sheepsfoot) roller “walks out” of the soil and rides on top of the lift being compacted. In soil with low plasticity or nonplastic fine-grained materials, the tamping feet may not “walk out” of the material being compacted. With these materials, acceptable Type B compaction is demonstrated if the tamping feet support the weight of the roller (without the drum of the roller contacting the lift being compacted). In sand and gravel, where the use of a tamping roller produces unacceptable results, use other types of rollers (such as a pneumatic- tired) to compact this type of material. With these materials, acceptable Type B compaction is demonstrated if no further consolidation is evident after additional passes of the roller. In small irregular areas where the use of conventional compaction equipment is impracticable, use other equipment and methods to obtain compaction. The Engineer will determine by visual inspection if Type B compaction is obtained. If the Engineer is unable to visually determine that Type B compaction is obtained, the Engineer may conduct density tests on the compacted soil. If tested, the compacted soil density shall be at least 90% of the standard density.
h.Moisture Control Requirements. At the time of compaction, use soil with uniform moisture content within the moisture range designated in the Contract Documents. Adjust the moisture content of the soil by adding water to or aerating the material to bring soil within the required moisture content. If the soil is unstable within the designated moisture range, the DME will adjust the moisture range. Water may be added to the soil in borrow and cut areas (before hauling) or on the embankment (after hauling). Use methods and equipment that will prevent undue loss of moisture. Add only the quantity of water necessary to provide a moisture content within the required moisture range plus a reasonable quantity to compensate for evaporation and other unavoidable losses. Excavation areas may be pre-watered to provide uniform moisture content. Submit sketches of the areas with details of the proposed methods and equipment for the pre-watering for approval by the Engineer. Provide drilling equipment to obtain samples for moisture determination before, during and after the pre-watering. Using the results of the moisture samples, the Contractor and Engineer will jointly determine the quantities of water necessary to bring the soils to optimum moisture. The Engineer will allow sufficient water to bring the full depth and width of the excavation to optimum moisture plus up to 20% for evaporation. In areas to be pre-watered, leave the vegetation in place until the watering is completed. If runoff is observed during the pre-watering, rip the area on the contour to a depth of approximately 2 feet at 4-foot intervals. To permit penetration to the full depth of the excavation (for uniform moisture content) , allow a curing period after the pre-watering is completed. The Contractor and Engineer will use the moisture samples obtained by the Contractor (at locations and depth agreed to by the Cont ractor and Engineer) to determine moisture content and uniformity for the pre-watered areas. Strip the vegetation from the areas after the wate r has penetrated the soils. Requirements for the various moisture ranges are shown in TABLE 205-2 . 205 - EXCAVATION AND EMBANKMENT FOR HIGHWAYS 200-17 TABLE 205-2: SOIL MOISTURE CONTENT REQUIREMENTS Moisture Range Moisture Content
0-5 (MR-0-5) A maximum of 5 percentage points above optimum, nor less than optimum.
3-3 (MR-3-3) A maximum of 3 percentage points above optimum, and a maximum of 3 percentage
points below optimum.
5-5 (MR-5-5) A maximum of 5 percentage points above optimum, and a maximum of 5 percentage
points below optimum. 90 (MR-90) Sufficient to allow the type of compaction specified in the Contract Documents. If Type B compaction is specified, the Engineer will determine by visual inspection if satisfactory moisture control and compaction are obtained.
i.Foundation Treatment. If an embankment is started less than 4 feet below the finished subgrade, remove all vegetation from the surface where the embankment will be placed. Plow, scarif y or break up the cleared surface to a minimum depth of 6 inches (foundation area). Adjust the foundation area to a moisture content within the specified moisture range. Compact the foundation area as specified in the Contract Documents for the embankment. If an embankment is placed over an existing surface (P CCP, HMA, gravel), plow, scarify or break up the full depth of the existing surface regardle ss of the height of the embankment.
j.Embankment Requirements. Construct the embankment from material classified as Soil, Rock/Soil or Rock, as defined in TABLE 205-3 . TABLE 205-3: EMBANKMENT GRADATION CLASSIFICATION Classification Gradation Criteria Soil ≤ 20% retained on the ¾ inch sieve Rock/Soil > 20%, but < 80% retained on the ¾ inch sieve Rock* ≥80% retained on the ¾ inch sieve *Could include concrete pavement. If frozen soil is encountered in the surface of the original ground or in th e surface of a partially constructed embankment, remove the frozen material or allow the frozen material to thaw before continuing construction of the embankment. Unless shown otherwise in the Contract Documents, if shale (all shale classified as non-durable or common excavation) is used as embankment material, manipulate the shale with equipment and water until it complies with subsection 205.4c . Adjust the moisture content and compact the shale as specified in th e Contract Documents. Construct and backfill culverts and other structur es below the embankment surface before the embankment is constructed. When the embankment is placed agai nst a hillside or an existing embankm ent with slopes steeper than 4:1, bench the existing slope with each lift of the embankm ent. Cut the benches wide enough to accommodate the hauling and compacting equipment. Be gin cutting (horizontally) each new bench at the intersection of the original ground and the vertical side of the previous bench. Use the material excavated from the benches in the embankment. Exercise care placing and compacting the embankment, when placed on only one side of a structure (such as abutments, piers and wingwalls). Do not put excessive pressure against the structure. Place soil embankment material in horizontal lifts a pproximately 8 inches thick (loose measurement). Compact the earthen material as speci fied in the Contract Documents befo re placing the next lift. Compact manipulated (sized) non-durable shale to the compaction requirement in the Contract Documents and adjust the moisture content of the manipulated non-durable shale to MR-5-5. Use compaction equipment as specified in
Division 150 — Provide sufficient motorgraders and tamping rollers to adequately blade and compact the material
delivered to the embankment. Route the construction e quipment uniformly over the en tire surface of each lift. Continuously use a motorgrader to leve l and manipulate the material during the placing and compacting of each lift of the embankment. If the material delivered to the embankment is not properly placed and compacted, suspend delivery of materials to the embankment until the problem is corrected. 205 - EXCAVATION AND EMBANKMENT FOR HIGHWAYS 200-18 Where it is impracticable to use a roller, use a m echanical tamper. Place the embankment material in horizontal lifts not to exceed 8 inches (loose measurement) capable of being co mpacted by the mechanical tampers. Compact the earthen material as specified in the Contract Docume nts before placing the next lift. If the Contract Documents do not specify a compaction requireme nt for the earthwork, place the embankment in uniform lifts not to exceed approximately 8 inches thick (loose measurem ent). Compact the earthen material to the requirements of Type B, MR-90. Place rock/soil embankment material in horizont al lifts approximately 10 inches thick (loose measurement). Compact the embankment by making consecutive passes of a vibratory roller, with a minimum weight of 16 tons, until no further increas e in density is achieved by successive passes. The Engineer shall verify the density by using the nuclear moisture/density gauge. Place rock embankment material in horizontal lifts a pproximately the average size of the larger rocks, a maximum of 2 feet thick (loose measurement). Make no more than 10% of the rock embankment material larger than 7 feet in circumference measur ed in any direction and no more than 10% passing the 1-inch sieve as determined by visual inspection. Th e maximum size of rock placed will be lim ited by the thickness of rock to be placed, as shown on the plans. An embankment made up largely of rock consists of rock in interparticle contact with itself, with no intervening layers of soil. Distribute the large stones uniformly and fill the voids with smaller stones, earth, sand or gravel. Level and manipulate each lift with a motorgrader, bulldozer or similar equipment capable of shifting and shaping the material. Compact each lift by routing cons truction traffic over the lift until no further consolidation under the traffic is visible. When shown in the Contract Documents to construct the top 12 inches with rock excavation, finish the grade with crushed stone for backfill compacted to Type B, MR-90, SECTION 204 . No shale is allowed in the top 12 inches. If the embankment is constructed of rock mixed with enough compactable material to make rolling feasible, and if the Contract Docume nts specify compaction, compact the em bankment to meet Type B compaction requirements (regardless of the type of compaction specified). If possible, use rock embankment material to form the base (full width) of the embankment. If rock and other embankment material are delivered to the embankment at the same time, pl ace the rock in the outer portions of the embankment and the other material in the center of the embankment. Adjust the hauling and compacting operations (for both materials) as necessary to construct the embankment in level lifts. Before rock embankment material is placed on co mpacted embankment construc ted of other material, shape the top of the compacted embankment to slope from centerline to the outside. Do not build undrained pockets of rocks into the embankment. Do not place rocks, broken concrete or other solid materials in em bankment areas where piling will be driven or where culverts will be installed. Do not place rocks larger than 3 inches (in any dimension) in the top 12 inches of the embankment. Where a grass median is constructed, do not place an y rock excavation material or shale in the top 18 inches of the median area. Construc t the top 18 inches of medians with earthen material suitable for growth of vegetation. Dispose of all loose rocks within the right-of-way that will interfere with mechanical mowing. Apply water as needed to control dust on the project.
k.Compaction in Cuts. Plow, scarify or break up the soil 6 inches below the grade line in cut sections. If necessary to obtain compaction, adjust the soil to a moisture content within the specified moisture range. Compact the soil as specified in the Contract Documents. If the depth of compaction in cut sections is greater th an 6 inches, excavate all mate rial to within 6 inches of the lower limit of compaction. Plow , scarify or break up the material le ft in place. If necessary to obtain compaction, adjust the soil to a moisture content within th e specified moisture range. Compact the soil as specified in the Contract Documents. Replace and compact (as embankment) the excavated material until the cut is compacted to the grade line show n in the Contract Documents. 205.5 MEASUREMENT AND PAYMENT
a.Contract Quantities. Provided the project is constructed essentially to the lines and grades shown in the Contract Documents, the quantities shown in the Contract Documents for the various balances will be the quantities for which payment is made. 205 - EXCAVATION AND EMBANKMENT FOR HIGHWAYS 200-19 If the Contract Documents are altered, or if the E ngineer or Contractor ques tions the accuracy of the contract quantities in any balance, eith er party may request the quantities involve d be measured by the cross-section method. Unless errors are noted or the original ground was disturbed before the work started, the cross-sections shown in the Contract Documents will be used as the or iginal field cross-sections. Additional original cross- sections may be interpolated, or dete rmined by other approved methods, at points necessary to accurately determine the quantities. If the Contractor elects to waste the non-durable shale, or fraction thereof, and provide Common Excavation (Contractor-Furnished) in lie u of manipulating the non-durable shal e, payment will be made for "Rock Excavation (Non-Durable Shale)," as though it was not wasted, not "Common Excavation (Contractor-Furnished)" actually used.
b.Measured Quantities. The Engineer will measure excavation and borrow (including rock, shale, unstable and unsuitable) by the cubic yard. The Engineer will measure quantities for the various types of excavation by cross-sectioning the area. The Engineer w ill compute the quantities (volume) by the average end area method. Where it is not possible to measure material by the cross-section method, the Engineer may use 3-dimensional measurements. If the depth of compaction through cut areas is greater than 6 inches, the material excavated to gain access to the lower 6- inch layer will be measured for paym ent. The excavation of unstable and unsuitable material necessary to obtai n compaction in cut sections and in foundations for fill sections will be measured for payment. The Engineer will not measure rock overbreakage (below the depth shown in the Contract Documents) for payment. Excavation required for benching into an existing slope will not be measured for payment. The excavation required to remove unstable material caused by the Contractor’s negligent operations will not be measured for payment. If either the Contractor or Engineer questions th e accuracy of the plan qua ntity for non-durable shale excavation, contact the Regional Geologist for guidance. The Engineer will measure compacti on of earthwork (in place after the ro lling or tamping is complete) by the cubic yard. The Engineer will measure compaction of ear thwork by cross-sectioning the area. The Engineer will compute the quantities (volume) by the av erage end area method. Where it is impr actical to measure material by the cross-section method, the Engineer may use 3-dimensi onal measurements. The Engineer will not measure for payment the compaction of foundation area under a fill or the bottom 6-inch la yer in a cut section. The Engineer will measure water used for earthwo rk compaction and non-durable shale manipulation and compaction by the M Gallon by means of calibrated tanks or water meters. If the Contractor uses non-durable shale for "Comm on Excavation (Contractor-Furnished)", the Engineer will not measure the manipulation water for payment. However, the Engineer will measure the water required to meet moisture requirements for compaction. The Engineer will not measure water used for dus t control, water wasted through the Contractor’s negligence or water in excess of the quantity required to obtain the proper moisture content. If the Contract Documents include the bid items "Embankment" or "Embankment (Contractor-Furnished)", the Engineer will not measure excavation, compaction and water separately for payment. The Engineer will measure the embankment in place by the cubic yard. Th e Engineer will measure quantities for the embankment by cross-sectioning the area. The Engin eer will compute the quantities (volume) by the average end area method. Where it is impractical to measure material by the cross-section method, the Engineer may use 3-dimensional measurements. No payment will be made for quantitie s beyond the limits of the Contract Documents. If the Contract Documents include the bid item "Eradication of Traveled Way", the Engineer will measure this item by the station along the centerline of the traveled way being eradicated. If the Contract Documents do not include the bid item "Eradication of Trav eled Way", excavation required for this activity is measured for payment.
c.Payment.
1.General. Payment for "Common Excavation", "C ommon Excavation (Contractor-Furnished)", "Rock Excavation", "Rock Excavation (Non-Durable Shale)", "U nclassified Excavation", "Compaction of Earthwork", "Embankment", "Embankment (Contractor-Furnished)" and "Eradication of Traveled Way" at the contract unit prices is full compensation for the sp ecified work. Deduct any measured qua ntities placed beyond the limits of the Contract Documents, unless the placemen t was authorized by the Engineer. Payment for "Water (Grading) (Set Price)" at the contract set unit price is full compensation for the specified work. Payment for water used for pre-watering ex cavation areas at 75% of the contract set unit price for 205 - EXCAVATION AND EMBANKMENT FOR HIGHWAYS 200-20 Water (Grading) (Set Price) is full compensation for the specified work. The contr act set unit price will govern regardless of the accepted quantity provided. (2) Common Excavation (Unstable). Payment for "Common Excavation (Unstable)", as provided below, is full compensation for the specified wo rk to remove, manipulate and repl ace material, including any additional material needed to fill the created void. Compaction for backfill of areas removed as Common Excavation (Unstable) will be paid for at the appropriate contract unit prices. Rural Projects (outside incorporated city limits): 1½ times the contract unit price for "Common Excavation", up to a maximum of $6.00 per cubic yard. If the contract unit price for "Common Excavation" is greater than $6.00 per cubic yard, the contract unit price is the maximum paid per cubic yard for this item. If the Contract Documents have the bid item of "Embankment" instead of "Common Excavation" the Engineer will pay for Common Excavation (Unstable) at 1½ times the contract unit price for "Embankment", up to a maximum of $6.00 per cubic yard. Urban Projects (inside incorporated city limits): 1½ times the contract unit price for "Common Excavation", up to a maximum of $10.00 per cubic yard. If the contract unit price for "Common Excavation" is greater than $10.00 per cubic yard, the contract unit price is the maximum paid per cubic yard for this item. If the Contract Documents have the bid item of "Embankment" instead of "Common Excavation," the Engineer will pay for Common Excavation (Unstable) at 1½ times the contract unit price for "Embankment", up to a maximum of $10.00 per cubic yard.
3.Common Excavation (Unsuitable). Payment for the "Common Excavation (Unsuitable)", as provided below, is full compensation for the specified work. Compaction for backfill of areas removed as Common Excavation (Unsuitable) will be paid for at the appropriate contract unit prices. Excavation to replace unsuitable mate rial removed from the project will be paid for at the appropriate contract unit price. Common Excavation (Unsuitable) not designated in the Contract Documents and encountered during construction is paid for at 3 times the contract unit price for "Common Excavation", up to a maximum of $12.00 per cubic yard, which price shall include the disposal of materials. If the contract unit price for "Common Excavation" is greater than $12.00 per cubic yard, the contract unit price will be the maximum paid per cubic yard for this item, which price shall include the disposal of materials. If the Contract Documents have the bid item of "Embankment" instead of "Common Excavation", the Engineer will pay for Common Excavation (Unsuitable) at $12.00 per cubic yard. 206 - SELECT SOIL 200-21 SECTION 206 SELECT SOIL 206.1 DESCRIPTION Place select soil on the finished slopes at the locations shown in the Contract Documents. BID ITEMS UNITS S e l e c t S o i l C u b i c Y a r d Select Soil (Contractor-Furnished) Cubic Yard 206.2 MATERIALS Use the topsoil designated in the Contract Documents for select soil. The topsoil may contain organic matter. If "Select Soil (Contractor-Furnished)" is specified, provide topsoil with a quality suitable for the purpose intended. The topsoil may contain organic matter. The Contractor-Furnished site (for excavation of the topsoil) is subject to the environmental clearance provisions noted in SECTION 107 . The Engineer will accept the select soil based on visual inspection of the material placed. Do not use topsoil containing toxic matter. 206.3 CONSTRUCTION REQUIREMENTS Before excavating the select soil fro m the locations shown in the Contract Documents, remove all weeds, tall grass and other objectionable material from the areas. Unless specified otherwise in the Contract Documents, excavate the select soil to a depth of 6 inches. Stockpile or place the select soil at completed locati ons. Obtain the Engineer’s approval of any stockpile site. Before placing the select soil, finish all embankments as shown in the Contract Documents. Scarify the locations that will receive the select soil. Cover the designated locations with the thickness of select soil as shown in the Contract Documents. After placing the select soil, use harrows or disks to break down clods and lumps. If placing heavy clay-bearing soil (Plastic Index greater than 25) on top of light sandy soil (Plastic Index less than 8), disk to a depth that will uniformly mix the two soils. Manipulate and roll the select soil with placing and spreading equipment to consolidate the material. If necessary, adjust the moisture content of the soil by adding water to or aerating the material. Provide temporary erosion and pollution control according to DIVISION 900 . 206.4 MEASUREMENT AND PAYMENT
a.Contract Quantities. Provided the project is constructed essentially to the lines and grades shown in the Contract Documents, the quantities shown in the Contract Documents for the various balances will be the quantities for which payment is made. If the Contract Documents are altered, or if the Engi neer or the Contractor que stions the accuracy of the contract quantities for select soil in an y balance, either party may request measurement of the quantities involved.
b.Measured Quantities. The Engineer will measure (by cross-sectioning) quantities of select soil by the cubic yard. The Engineer will com pute the quantities (volume) by the av erage end area method. Where it is impractical to measure material by the cross-section method, the Engineer may use 3-dimensional measurements.
c.Payment. Payment for "Select Soil" and "Select Soil (Cont ractor-Furnished)" at th e contract unit prices is full compensation fo r the specified work. 207 - OVERHAUL 200-22 SECTION 207 OVERHAUL 207.1 DESCRIPTION Overhaul is authorized hauling beyond the free-haul limit. The free-haul limit is the specifi ed distance the excavated material is hauled without additional compensation. Unless otherwise provided in the Contract Documents, the free-haul limit is 2,000 feet. Excavated material that is hauled and deposited acco rding to the Contract Docu ments, regardless of the length of the haul, is eliminated from consideration as overhaul. BID ITEM UNITS Overhaul Cubic Yard/Station 207.2 MATERIALS – None specified. 207.3 CONSTRUCTION REQUIREMENTS Haul the excavated material beyond the free-haul limit to the location authorized by the Engineer. 207.4 MEASUREMENT AND PAYMENT The Engineer will determine the limit of free-haul from a mass diagram by fixing 2 points on the volume curve, one on each side of the neutral grade point. One point is fixed in excavation and the other in embankment (the included quantity of excavation and embankment are in balance); the distance between them is the free-haul distance. All materials within the free-haul limit are e liminated from consideration as overhaul. The overhaul distance is determined by deducting the free-haul distan ce from the distance between th e center of gravity of the remaining mass of excavation and the remaining mass of embankment. The Engineer will compute the overhaul quantity by multiplying the overhaul distance in stations by the number of units of excavation in cubic yards hauled. The Engineer may use an analytical method in lieu of the mass diagram method to determine the overhaul. The Engineer may use vehicle measurement to determine the quantity of material hauled. If required, the Engineer will add the item of "Overhaul" to the contract. The Engineer will pay for the completed and accepted "O verhaul" at the contract set unit price of $0.03 per cubic yard per station. 208 - LINEAR GRADING 200-23 SECTION 208 LINEAR GRADING 208.1 DESCRIPTION Construct the roadway to the approximate uniform section shown in the Contract Documents. BID ITEMS UNITS Linear Grading (*) (**) Station Water (Grading) (Set Price) M Gallon *Type of Compaction, if specified **Moisture Range, if specified 208.2 MATERIALS Use the existing soil. Provide water for earthwork compaction that complies with DIVISION 2400 . 208.3 CONSTRUCTION REQUIREMENTS Before placing an embankment of less than 4 feet on an existing surface, scar ify or plow the existing surface to a depth of 6 inches. Thoroughly disk the non-surfaced area and remove the existing vegetation. Recompact the disked area before placing the embankment. Before placing an embankment on a hillside or an existing embankment slope, scarify, plow or step the existing slope to a depth of 6 inches. Use earthen materials that will produce a dense, well-compacted embankment. Obtain the embankment material from the locations provided in the Contract Documents. If compaction of the earthwork is not specified, construct the embankment in horizontal layers a maximum of 8 inches thick (loose measurement). Place each layer th e full-width of the embankmen t. Blade each layer until it is level and uniform, and compact to Type B, MR-90, SECTION 205 . If compaction of the earthwork is specified, construct the embankment in horizontal layers a maximum of 8 inches thick (loose measurement). Pl ace each layer the full-width of the emba nkment. Blade each layer until it is level and uniform. Compact each layer as specified in the Contract Documents. Construct the embankment to the grade lines, profiles and tolerances shown in the Contract Documents. The Contractor may adjust the gr ade lines within the specified tole rances, except for bridges and other locations when the grade line shall match existing conditions. If required to adjust the grade line, maintain a minimum of 15 inches of earth cover (at the centerline of the project) on top of over-filled structures. After the embankment is constructed, finish bl ade the surface until the emba nkment is consolidated, smooth and free of clods and other unsatisfactory materials. Finish the embankment within centerline grade and shoulder alignment tolerances. Do not construct abrupt changes in grade. Construct the roadway, slopes and ditches to the specified profiles, and construct all ditches to drain properly. Remove and dispose of all surface rocks that would interfere with mechanical mowing. Provide an adequate water supply for compaction, and apply water as needed to control dust on the project. Provide temporary erosion a nd pollution control according to DIVISION 900 . 208.4 MEASUREMENT AND PAYMENT The Engineer will measure linear gr ading by the station, horizontally along the cente rline of the roadway. The Engineer will measure water used for earthwork compaction by M Gallons by means of calibrated tanks or water meters. The Engineer will not measure water used for dust control, water wasted through the Contractor’s negligence or water in excess of the quantity required to obtain the proper moisture content. Payment for "Linear Grading" at the contract un it price is full compensati on for the specified work. Payment for the quantity of "Water (Grading) (Set Price)" at the contract set unit price is full compensation for the specified work. 209 – SPECIAL FILL 200-24 SECTION 209 SPECIAL FILL 209.1 DESCRIPTION Provide and place special fill (foundati on) for the foundation for the MSE sy stem as shown in the Contract Documents. Provide and place special fill (retain ed soil) behind the MSE wall as s hown in the Contract Documents. BID ITEMS UNITS Special Fill (*) Cubic Yard * Foundation or Retained Soil 209.2 MATERIALS
a.General. Provide soil meeting the requirements specified in the Contract Documents. Material will be accepted under this specification with the receipt and approval by the KDOT Geotechnical Unit of laboratory test reports detailing the test results in accordance with the appr opriate ASTM standards as performed by an AMRL certified and KDOT Geotechnical Unit a pproved laboratory. Use soil for the special fill exhibiting a minimum drai ned friction angle and mini mum undrained cohesion, as shown on the plans. Determine the strength properties of the soil in CI Ū single stage triaxial tests with pore pressure measurements (ASTM D 4767) if the soil is defined as fine grained by ASTM D 2487. If the soil is fine-grained, it must be of low plasticity as defined by ASTM D 2487. Use effective consolidation stresses as shown on the plans. Multi-stage tests will not be acceptable. If the soil is a coarse-grained soil as defined by ASTM D 2487, it must be classed as low plasticity. Determine the strength properties of the soil in Consolidated - Drained Direct Shear (ASTM D 3080) testing. These soils similarly must exhibit a minimum drained friction angle as shown on the pl ans. Do not use these soils in areas prone to flooding. Use normal stresses as shown on the plans.
b.Shear Testing. Perform all shear testing on samples co mpacted to Type AA compaction standards (SECTION 205 ) for cohesive soils; or at 75% Relative Density for granular soils at optimum moisture content. 209.3 CONSTRUCTION REQUIREMENTS Compact the fill to Type AA, MR-3-3 ( SECTION 205) unless specified otherwise in the Contract Documents. Do not exceed 8-inch loose, lift thickness. Each lift will have a minimum of 2 density and moisture tests performed. Fill material different from that specifically approved for us e will not be accepted until the testing requirements as set forth in subsection 209.2 are met. 209.40 MEASUREMENT AND PAYMENT The Engineer will measure the special fill by the cubic yard. Payment for "Special Fill" at the contract unit price is full compensation for the specified work. 210 – SALVAGING, STOCKPILING AND PLACING TOPSOIL 200-25 SECTION 210 SALVAGING, STOCKPILING AND PLACING TOPSOIL 210.1 DESCRIPTION Within the construction limits, excavate existing topsoil from cut areas and areas to be covered by embankments. Haul and stockpile the salvaged topsoil to a location approved by the E ngineer. Place the salvaged topsoil on backslopes, foreslopes and ditche s or as directed by the Engineer. Do not place topsoil in areas of rock that are on a 3:1 slope or steeper in rock ditches or other areas listed in the plans. L eave stockpile areas in a neat condition. BID ITEM UNITS S a l v a g e d T o p s o i l S q u a r e Y a r d 210.2 MATERIALS Use the existing topsoil (available natural topsoil) from within the project construction limits. The topsoil may contain organic matter. Do not use topsoil containing toxic matter. 210.3 CONSTRUCTION REQUIREMENTS Before excavating the topsoil from the locations shown in the Contract Documents, remove all trees, shrubs, stumps, and other objectionable material as dir ected by the Engineer, from the areas. Unless specified otherwise in the Contract Documents, salvage the topsoil to a depth of 6 inches. Stockpile topsoil or place topsoil at completed loca tions. Locate stockpiles with in the right-of-way where topsoil will not run off into any waterway due to a rain event and where it will not impair drainage. Obtain the Engineer’s approval of any stockpile site. Finish all excavations and embankments before pl acing the topsoil. Place th e topsoil to the finish elevation. Adjust the cut and fill s ections to accommodate the placement of th e salvaged topsoil such that after placement the cross section will be at th e final grade as shown on the Plans. Note: If a cut section is rock, do not undercut. After placing the topsoil, use harrows or disks to break down clods and lumps. If placing heavy clay-bearing soil (Plastic Index greater than 25) on top of light sandy soil (Plastic Index less than 8), disk to a depth that will uniformly mix the two soils in equal portions. Manipulate and roll the topsoil with placing and spreading equipment to consolidate the material. If necessary, adjust the moisture content of the soil by adding water to or aerating the material. Provide temporary erosion a nd pollution control according to DIVISION 900 . 210.4 MEASUREMENT AND PAYMENT
a.Contract Quantities. Provided the project is constructed essentially to the lines and grades shown in the Contract Documents, the quantities shown in the Contract Documents for the various balances will be the quantities for which payment is made. If the Contract Documents are altered, or if the Engi neer or the Contractor que stions the accuracy of the contract quantities for topsoil in any balance, either party may request m easurement of the quantities involved. The quantity of roadway excavation to be measured for payment will not include excavation made below embankment areas to obtain topsoil or excavation made in undercutting slopes, ditches and shoulders in preparing such areas for topsoil placement. This excavation is subsid iary to salvaged topsoil. Topsoil quantities shall not be deducted from the excavation quantities.
b.Measured Quantities. The Engineer will measure salvaged topsoil excavated by the square yard.
c.Payment. Payment for "Salvaged Topsoil" at the c ontract unit price is full compensation for the specified work. 211 – GEOFOAM LIGHTWEIGHT EMBANKMENT FILL 200-26 SECTION 211 GEOFOAM LIGHTWEIGHT EMBANKMENT FILL 211.1 DESCRIPTION Provide and install the geofoam lightweight expanded polystyrene (EPS) fill at the embankment locations shown in the Contract Documents. BID ITEM UNITS Geofoam-Fill Cubic Yard 211.2 MATERIALS Provide materials that comply with the applicable requirements. Concrete ................................................................................................................ SECTIONS 401 & 402 Aggregates for Concrete Not On Grade ................................................................ SECTIONS 1102 Geofoam Lightweight Embankment Fill ............................................................... DIVISION 1700 211.3 CONSTRUCTION REQUIREMENTS Fabricate the expanded polystyrene in standard sizes that are typically 4-foot wide by 2.5-foot thick by 8 to 16-foot long blocks. Trim the blocks prior to arriving at the job site w ith a uniformly even su rface with a tolerance of ¼ inch in 10 feet. Cut the blocks using a saw unless alternative cutti ng methods have been approved by the Engineer. Provide temporary weighting and guying down of the lightweight material as required until all blocks are built into a homogeneous mass. Construct the geofoam-fill in successive layers of bloc ks with the block’s long ax is alternating by 90° and offsetting blocks by half their widths to prevent the continuation of joints within the polystyrene mass. Connect the polystyrene blocks w ith gripper plates. Place gripper pl ates between horizontal layers of geofoam as required. Do not damage the EPS during construction or storage. Protect the EPS from petroleum based solvents, flame, and other ignition sources. Do not expose the E PS to direct sunlight. Keep the expanded polystyrene covered with a light-colored opaque tarp. 211.4 MEASURMENT AND PAYMENT The geofoam-fill will be measured by the cubic yard. Payment for "Geofoam-Fill" at the contract unit price is full compensation for the specified work. 212 – GEOFOAM LIGHTWEIGHT EMBANKMENT FOR VOID FILL 200-27 SECTION 212 GEOFOAM LIGHTWEIGHT EMBANKMENT FOR VOID FILL 212.1 DESCRIPTION Construct the geofoam lightweight expanded polystyrene (EPS) fill at the locations designated in the Contract Documents. This work is to fill voids in the embankment behind the abutment. BID ITEM UNITS Geofoam-Void Fill Cubic Yard Note: If this bid item is not included in the Contract Document s, this work is subsidiary to other items in the contract. 212.2 MATERIALS Provide geofoam that complies with DIVISION 1700 . 212.3 CONSTRUCTION REQUIREMENT Construct the embankment if required in successive layers of geofoam with the block’s long axis alternating by 90° and offsetting blocks by half their widths to prevent the continuation of joints within the polystyrene mass. Trim the blocks so the surface is uniform and even with a tolerance of ¼ inch in 10 feet. Cut the EPS blocks using a saw unless alternative cutting methods have been approved by the Engineer. Provide temporary weighting and guying down of the geofoam material as required until all blocks are built into a homogeneous mass. Connect the EPS blocks with gri pper plates. Place gripper plates betw een horizontal layers of geofoam as required. Do not damage the EPS during construction or storage. Protect the EPS from petroleum based solvents, flame, and other ignition sources. Do not expose the EPS to direct sunlight. Keep the EPS covered with a light- colored opaque tarp. 212.4 MEASUREMENT AND PAYMENT The Engineer will measure the geofoam-void fill by the cubic yard. Payment for "Geofoam-Void Fill" at the contract unit price is full compensation for the specified work. When the bid item is not included in the Contract Documents, geofoam-void fill w ill not be measured for payment, but will be subsidiary to other bid items in the contract. 213 – PREFABRICATED VERTICAL DRAIN 200-28 SECTION 213 PREFABRICATED VERTICAL DRAIN 213.1 DESCRIPTION Excavate for and place geosynthetics to provide a dr ainage pathway for consolidating embankments and foundation soils as shown in the Contract Documents. BID ITEM UNITS Prefabricated Vertical Dr ain Linear Foot 213.2 MATERIALS Provide prefabricated vertical drain that complies with DIVISION 1700 . 213.3 CONSTRUCTION REQUIREMENTS
a.Qualification of the Prefabri cated Vertical Drain Contractor. At least 1 month before the construction of the prefabricated verti cal drains, provide KDOT’s Bureau of Structures and Geot echnical Services, Geotechnical Unit with evidence of successful installation of prefabricated vertical drains on 3 or more projects under similar conditions using the same installation technique. For the comple ted projects, include the location, description, size, the owner’s name, address and telephone number, and the project engineer’s name. KDOT’s Bureau of Structures and Geotechnical Services, Geotechnical Unit will approve (or deny) the Contractor’s qualifications. No adjustment in contract price will be allowed if the submittal is rejected. Before installing drains, satisfactorily install 3 test prefabricated vertical drains to the maximum anticipated depth shown in the Contract Documents at locations designated by the Engineer.
b.Construction of Prefab ricated Vertical Drain. Survey, number and stake the drains within 6 inches of the locations indicated in the Contract Docu ments, or as directed by the Engineer. Install drains from the working surface to the depth show n in the Contract Documents, or as specified by the Engineer. Do not vary the installed drains from the vertical by more than 1 inch per 4 feet. Provide a suitable means of determining the quantity of prefabricated vertical drain material used, and the depth of the drain. Splice or connect the drain material in a workmanlike manner for continuity of drain material. Leave a 4 to 8- inch length of drain material protruding above the natural ground surface at each drain location. Cut the drain material neatly at its upper end. If obstructions are encountered below the working surface that cannot be pene trated using normal and accepted procedures, complete the drain from the elevation of the obstruction to the working surface and notify the Engineer. At the direction of the Engineer, install a new drain within 2 feet from the obstructed drain. The injection of limited amounts of water will be allowed to facilitate the anchor ing of drains. Make a maximum of 2 attempts to install the replacement prefabricated ver tical drain as directed by the Engineer. If the drain still cannot be installed to the design tip elevation, abandon the drain location. 213.4 MEASUREMENT AND PAYMENT The Engineer will measure prefabricated vertical drains by the linear foot. The Engineer will pay for "Prefabricated Vertical Drain" at the contract unit price which is full compensation for the specified work. Satisfactory test drain installations will be paid for at th e contract unit price per foot for "Prefabricated Vertical Drain". The Contractor will be paid for all obstructed drains properly completed at the contract unit price. 214 –MECHANICALLY STABILIZED EARTH FILL 200-29 SECTION 214 MECHANICALLY STABILIZED EARTH FILL 214.1 DESCRIPTION Provide and install the complete mechanically stabilized earth (MSE) fill system as specified in the Contract Documents. This includes at a minimum: excavation, grad ing, and compaction of the MSE Fill foundation, general and local dewatering as required fo r proper execution of the work, erection of welded wire facing elements, placement of soil reinforcing, and placement and compac tion of select backfill material within the reinforced soil volume. BID ITEM UNITS MSE Fill Cubic Yard 214.2 MATERIALS
a.General. Provide the complete MSE fill system (engineering design, geogrid, welded wire facing, and all necessary accessories) from an approved manufacturer in accordance with the accepta ble alternates for each particular MSE fill as listed in the Contract Documents. The Bureau of Construction and Materials will maintain a list of approved systems in the Retaining Wall Systems prequalified list. Products will remain on the pre qualified list as long as field performance is satisfactory.
b.Welded Wire Fabric. Use welded wire fabric complying with SECTION 1603 and the approved shop drawings. Galvanize the welded wire fabric in conformance with the requirements of ASTM A123.
c.Backfill. Provide aggregates for backfill that meet the requirements of MSE wall backfill, SECTION 1107 .
d.Soil Reinforcing.
1.Soil Reinforcing Geogrid. Use soil reinforcing geogrid of oriented, drawn, long chain high density polyethylene or polypropylene containing stabilizers and inhibitors added to the base plastic for resistance to ultraviolet and heat degradation. Use the geogrid material as designated in the approved wall system. The designated soil reinforcing geogrid will be accepte d on the basis of a Type A Certification.
2.Soil Reinforcing Geosynthetic. Use soil reinforcing of woven, high tenacity polyester yarns coated with polyvinyl chloride to maintain the integrity of th e geosynthetic during handling and placement and to protect it during construction. Use the geosynthetic material as designated in the approved wall system. The designated soil reinforcing geosynthetic will be accepted on the basis of a Type A Certification.
e.Attachment Devices.
1.Connectors. Use clevis connect ors and connector rods fabricated of cold drawn steel wire complying with ASTM A82 and welded in accord ance with ASTM A185 and galvanized in accordance with ASTM A153, or approved equal. (2) Tie Bar. Use tie bars fabricated of cold drawn steel wire complying with ASTM A82 and galvanized in accordance with ASTM A153. (3) Connection Pins. Use connection pins fabricated of cold drawn steel wire complying with ASTM A82 and galvanized in accord ance with ASTM A153.
4.Devices will be accepted on the basis of receipt and approval of a Type A Certification and visual inspection.
f.Facing Geotextile . Use a minimum Class 2 nonwoven geotextile that complies with DIVISION 1700 . 214 –MECHANICALLY STABILIZED EARTH FILL 200-30 214.3 CONSTRUCTION REQUIREMENTS
a.MSE Fill Exc avation. Remove all materials encountered without regard to classification. Coordinate excavation for the wall with the underdrain construction so that drainage pipe s will be constructed as specified. Maintain stable sides at all excavations by providing reasonable cut back slopes or shoring, where necessary.
b.Foundation Preparation. Grade the foundation for the retained earth volume, for a width equal to or exceeding the length of the geogrid plus 6 inches, or to the limits shown in the Contract Documents. Prior to MSE fill construction, compact the f oundations to Type AA, MR 3-3 according to SECTION 205 . Remove and replace any foundation soils found to be unstable or unsatisfactory.
c.MSE Fill E rection. Check the plumbness and tolerances of each facing row prior to erection of the next facing row. Should any row be out of tolerance, remove the fill and reset the secti on to the proper tolerance. Vertical and horizontal alignment of the MSE fill face sh all not vary by more than 2 inches when measured along a 10-foot straightedge, or as shown in the plans and sp ecifications. The overall vertical tolerance (plumbness) of the MSE Fill shall not exceed 1 inch per 10 feet of wall height. Negative (outward leaning) batter is not acceptable. The offset limit between consecutive rows of facing shall not exceed 1 inch from planned offset. Place connectors within 1/2 inch from the dimensions shown on the Contract Do cuments or approved shop drawings.
d.Backfill Placement. Closely follow the erection of each lift of facing with backfill. At each reinforcing level, roughly level backfill before placing and or attachi ng the reinforcement. Place reinforcing as shown in the Contract Documents normal to the face of the MSE f ill. For geosynthetic reinforcing, the end of the geogrid sheet will terminate with a transverse element at the retained soil limit to prevent curling of the sheet and aid in construction. Tightly draw the reinforcing against the connections at the connectors and stake the end of the geogrid sheet at the retained soil limit before backfilling is allowed, and maintain tautness during backfilling operations. Place backfill in maximum loose lift thickness of 10 inches or less as may be necessary to obtain the specified density. Compact the entire retained earth volume to 95% of maximum laboratory dry density at a moisture requirement of MR 3-3, SECTION 205 . For backfills containing more than 30% retained on the ¾-inch sieve, use a method of compaction consisting of at least 4 passes of a roller. Accomplish compaction without disturbance or displacement of reinforcing and facing. Begin compaction from the area nearest the MSE fill face to the back of the reinforcing, except for a strip 3 feet wide adjacent to the backside of the facing. Compact this 3-foot strip with light mechanical tampers after compaction of the remainder of the layer. Soil density tests will not be required within this 3-foot area. At the end of each day’s operations, shape the last leve l of backfill to permit runoff of rainwater away from the wall face. Remove and replace any wall materials that become damaged during backfill placement at the Contractor’s expense. 214.4 MEASUREMENT AND PAYMENT The Engineer will measure MSE Fill by the cubic yard. The Engineer will use the neat lines shown in the Contract Documents to compute the quantities. Payment for "MSE Fill" at the contract unit price is full compensation for the specified work. 215 –GRANULAR DRAINAGE BLANKET 200-31 SECTION 215 GRANULAR DRAINAGE BLANKET 215.1 DESCRIPTION Excavate for, and place aggregate to provide a dr ainage pathway for consolidating embankments and foundation soil as detailed in the Contract Documents. B I D I T E M U N I T S Granular Drainage Blanket (*) Square Yard *Thickness 215.2 MATERIALS Provide aggregate for granular drainage blanket that complies with SECTION 1114 . 215.3 CONSTRUCTION REQUIREMENTS After clearing and grubbing, and any required foundation treatment of the embankment, bring the embankment to grade at the botto m of the granular drainage blanket. Place the granular material to prevent excessive debris from being introduced into the drai nage blanket. Place the drainage bla nket in 24-inch (maximum) lifts. Extend the drainage blanket under the embankment footprint behind the abutment to the end slope face and across the width of the embankment or as shown in the Contract Documents for drainage. Compact the drainage blanket by routing construction equipment across the drainage blanket until no further consolidation is evident. The nominal thickness of the drainage blanket at each location is specified in the Contract Documents. 215.4 MEASUREMENT AND PAYMENT The Engineer will measure granular drainage blanket by the square yard. Payment for the various thicknesses of "Granular Drai nage Blanket" at the contract unit price is full compensation for the specified work. 301 - SUBGRADE MODIFICATION
300-1 Section 301
SUBGRADE MODIFICATION 301.1 DESCRIPTION Modify the subgrade using the materials and methods shown in the Contract Documents. When the Contract Documents specify, realign the s houlders and clean and reshape the ditches. B I D I T E M S U N I T S Manipulation for Aggregate Subgrade Modification (*)(**) Square Yard Manipulation for In-Place Material Subgrade Modification (**) Square Yard Aggregate for Subgrade Modification (*) Cubic Yard C a l c i u m C h l o r i d e T o n C e m e n t T o n F l y A s h T o n Water (Subgrade Modification) (Set Price) M Gallon * Type, typically Rock, Silt or Millings **Calcium Chloride, Cement or Fly Ash 301.2 MATERIALS Provide materials that comply w ith the applicable requirements. Aggregate for Subgra de Modifi cation… ................................................................ DIVISION 1100 Emulsified Asphalt (SS- 1H or CSS-1H) ............................................................... DIVISION 1200 Medium Cure Cutback Asphalt (MC- 250) ............................................................ DIVISION 1200 Calcium Chloride .................................................................................................. DIVISION 1700 Portland Cement / Blende d Hydraulic Cement ..................................................... DIVISION 2000 Fly As h .................................................................................................................. DIVISION 2000 Water for Subgrade Modification .......................................................................... DIVISION 2400 Admixtures / Retarders .......................................................................................... DIVISION 1400 Provide silt for subgrade modification that complies with TABLE 301-1 . TABLE 301-1: SILT FOR SUBGRADE MODIFICATION % Retained - Square Mesh Sieve P.I. (maximum) No. 4 No. 200
0-5 0-50 12
In-place material may be existing rock surfacing or milled pavement. When pavement millings are provided, the maximum size shall be 1½ inches. 301.3 CONSTRUCTION REQUIREMENTS
a.Aggregate Subgrade Modification.
1.General. Perform subgrade modification to the depth shown in the Contract Documents. Spread, mix and compact the materials as specified in the Contract Documents. Do not perform subgrade modification on frozen subgrade. Do not incorporate calcium ch loride, cement or fly ash if air temper atures are expected below 32ºF during the first 24 hours after compaction.
2.Subgrade preparation. Scarify the existing roadbed to the depth and width shown in the Contract Documents to provide the binder material. When the Cont ract Documents specify, provide binder material from the shoulder slopes, ditche s and back slopes.
3.Aggregate. Pulverize and mi x the specified binder material and aggregate for subgrade modification until no more than 5% of the material is retained on a 2-inch sieve. 301 - SUBGRADE MODIFICATION
300-2 If silt is the specified aggregate, a maximum of 20% by weight, minus No. 200 sieve material, is allowed in
the combined mixture.
4.Calcium Chloride, Cement or Fly Ash (additive) Modified Subgrade. Before incorporating the additive in the subgrade, blade the roadway to allow uniform distribution of the additive. On projects having more than 20,000 square yards of manipulation, use equipment with a recycling or mixing drum and with an automatic water proportioning system to incorporate the additive and water into the subgrade to the specified depth. This system may be pressurized or mechanical in nature, utilizing vane or augers feeding cement or fly ash through a funnel or hood at a controlled rate. On projects having less than 20,000 square yards of manipulation, and in irregular areas, submit a plan to the Engineer for approval that includes equipment and procedures that address subgrade preparation and application process to spread the cement or fly ash at the specified rate. On projects having more than 20,000 square yards of manipulation, and consisting of multi-phased construction, contact the District Office for approval to waive the use of the controlled application system. Consideration will be based on the Contractor’s proposed alternate method of applying the cement or fly ash, the square yards of manipulation in each phase, and th e size of individual areas within each phase. The Engineer will conduct laboratory tests on site ma terials and the specified additive content to establish the optimum moisture content. Distribute the additive in a manner that minimizes loss of the material. Do not apply the additive if conditions are such that the material is lost due to the wi nd or rain. Do not use an additive that was not properly handled and stored in weatherproof containers. When sp ecified, apply a uniform covera ge of a retarder to the additive, immediately following the spreading of the additive. If the moisture content of the pulverized subgrade will accommodate additional mois ture, the retarder may be diluted with water to obtain a uniform application. Mix the subgrade, additive and water. Continue mixing until a homogeneous, friable mixture that complies with TABLE 301-2 is obtained. TABLE 301-2: CALCIUM CH LORIDE, CEMENT OR FLY ASH MODIFIED SUBGRADE % Retained - Square Mesh Sieves 1 ½-inch ½-inch 0 50, maximum Complete the mixing within 30 minutes of adding the water to the additive and the subgrade. The uniform moisture content of the mixture immediately before being compacted shall be within ±3% of the optimum moisture content. If the moisture content of the mixture exceeds the opti mum moisture content, add additional cement or fly ash to lower the moisture content. Distribute the mixture as needed to maintain the optimum moisture content during the compaction operations. (5) Compaction. Use a vibratory roller having a minimum operating weight of 12 tons, with a minimum centrifugal force of 24 tons for the initial compaction of the mixture. Use a rubber-tired or smooth-wheeled roller to complete the compaction of the surface. Compact the modi fied subgrade to a minimu m of 95% of the combined materials dry density, as determined in Part V. The co mpacted subgrade shall have uniform density and remain stable under construction traffic. Complete the compacti on operations within 2 hours of incorporating the additive into the subgrade. If any of these requirements are not satisfied, reprocess, recompact and refinish the deficient areas.
6.Trimming. After compacting the modified subgrade, trim the surface to the speci fied lines and grades. On projects having more than 20,000 square yards of manipulation, use automatic grade controlled equipment to trim the compacted modified subgrade. In irregular areas, trim the subgrade by wetting, blading and rolling. Compact the trimmed surface of the modified subg rade with a smooth-wheel or a pneumat ic-tire roller. If necessary during the final rolling, lightly scarify and blade the surface to eliminate equipment imprints.
a.Option 1 for Cement or Fly Ash Treated Subgrade. Afte r compaction is complete, trim and recompact the subgrade within 2 ½ hours of the time the wate r and cementing agent is added to the subgrade. Compact the trimmed surface of the treated subgrade with a smooth-wheel or a pneumatic-tire roller. Lightly scarify and blade the surface to eliminate equipment imprints while performing final rolling. 301 - SUBGRADE MODIFICATION
300-3 (b) Option 2 for Cement or Fly Ash Treated Subgrade. After compaction is complete, trim the treated
subgrade after 2 ½ hours of the time the water and cementing agent is added to the subgrade. Compact the trimmed surface of the treated subgrade with a smoot h-wheel or a pneumatic-tire roller. Remove loose trimmed material from any low spots and fill with the next course of material at the Contractor’s expense. Clean and dress the shoulders and shoulder slopes. Remove all excess material and debris.
7.Curing and Protection. Protect the finished subgrade against drying for 7 days after completion, or until the subgrade is covered with base or surfacing if covered before 7 days. Protect the finished subgrade from drying by spraying with water to maintain a continuous moist condition. The Contractor may apply an asphalt prime coat instead of keeping the finished surface moist with water du ring the curing period. If th is option is chosen, apply SS- 1H, CSS-1H or MC-250 at the rate of 0.22 gallons per square yard to achieve a minimum of 0.13 gallons per square yard residue. Multiple light applications may be necessary to obtain the specified rate of applicatio n without runoff.
b.In-Place Material Sub grade Modification. Pulverize or process the in-pl ace material as specified in the Contract Documents. Construct the subgrade modified w ith in-place materials according to subsection 301.3a. , using the specified in-place materi al for the aggregate.
c.Construction Traffic. Avoid placing construction loads or operating equipment until the treated subgrade has cured and can withstand the loads without damaging the subgrade. If the subgrade deforms under the construction loads and cannot return back to its original condition, or if it deflects more than 1 inch, allow the subgrade additional curing time before operating equipment on the subgrade. Repair any damaged subgrade.
d.Succeeding Course. Cover the finished treated subgrade w ith the specified lift of HMA or aggregate base before it is subjected to freezing. If the finished treated subgrade is not covered with a lift of HMA or aggregate base and is subjected to freezing, the Engineer will determine when the subgrade needs to be reworked. KDOT will not pay for the replacement a nd refinishing of the treated subgrade if the material loses the required stability, density or finish before the next course is placed. 301.4 MEASUREMENT AND PAYMENT The Engineer will measure aggregate for subgrade m odification and silt for subgrade modification by the cubic yard by vehicle measurement at th e place of unloading. If weight is conv erted to cubic yards for payment, the moisture in the aggregate is not measured for payment. The Engineer will measure water used for modified subgrade by the M Gallon using calibrated tanks or water meters. The Engineer will measure water used for subgrade preparation and mi xing, compacting and curing the modified subgrade. The Engineer will not measure water used for dust control, water wasted through the Contractor’s negligence or water in excess of the quantity required for mixing and compacting the modified subgrade. If the Contractor opts to use asphalt material to cure the modified subgrade, the Engineer will not measure the asphalt material for payment. The Engineer will measure calcium chloride, cement and fly ash by the ton. The Engineer will not measure additional cement or fly ash added to the mixture to reduce moisture content. The Engineer will measure the various types of subgrade manipulation by the square yard. Payment for "Manipulation for Ag gregate Subgrade Modification", "M anipulation for In-Place Material Subgrade Modification", "Aggregate for Subgrade Modifica tion", "Calcium Chloride", "Cement" and "Fly Ash" at the contract unit prices and "Water (S ubgrade Modification) (Set Price)" at the contract set unit price is full compensation for the specified work. 302 – LIME TREATED SUBGRADE
300-4 Section 302
LIME TREATED SUBGRADE 302.1 DESCRIPTION Mix soil, lime and water either in-p lace or off-site in a borrow area. Us e the mixed materials to construct a uniform lime treated subgrade as shown in the Contract Documents. B I D I T E M S U N I T S L i m e T o n Manipulation (Lime Treated Subgrade) Square Yard Water (Lime Treated Subgrade) (Set Price) M Gallon 302.2 MATERIALS Provide materials that comply w ith the applicable requirements. Emulsified Asphalt (S S-1 or CSS-1) ..................................................................... DIVISION 1200 Medium Cure Cutback Asphalt (MC- 250) ............................................................ DIVISION 1200 Liquid Membrane Form ing Compounds ............................................................... DIVISION 1400 Lime ...................................................................................................................... DIVISION 2000 Water for Lime Tr eated Subgrade ......................................................................... DIVISION 2400 302.3 CONSTRUCTION REQUIREMENTS
a.Preparation and Maintenance of the Subgrade or Off-Site Borrow Area. Before the application of the lime treatment, use automatic grade controlled equipment to trim the surface of the subgrade or borrow area to the specified lines and grades. In irregular areas, trim the subgrade or borrow area by wetting, blading and rolling. Trim borrow areas to the profile established by the Contractor. Uniformly compact the trimmed subgrade or borrow area. Maintain the subgrade or borrow area as prepared. Provide proper drainage at all times. Correct defects that develop in the subgrade or borrow area.
b.Application of Lime. When the lime is not applied through a mixing chamber to the prepared in-place subgrade or off-site borrow area, scarify the prepared area to a minimum depth of 4 inches and a maximum depth of approximately 1 inch less than the specified depth of lime treatment. The specified dept h of lime treatment for in- place areas is designated in the Contract Documents. The Contractor shall determine th e depth of lime treatment for off-site areas. The application rate of lime is based on the weight of soil being treated and is shown in the Contract Documents. If the application rate is not shown in the Contract Documents, assume a rate of 5% of the weight of soil. Perform the scarification with positive depth contro l equipment. Do not use a plow or disc for the scarification. The Engineer may a pprove the use of a positive depth controlled motor grader scarifier on a performance basis. When pebble quicklime is used, slake it at the jo bsite to manufacture hydrated lime slurry, according to
Division 2000 — and the following.
Determine the amount of water needed to make slurry from dry quick lime using the following: W W = ((A+B)/P S)-W QL Where: A = (Quicklime Delivered) * (% purity in decimal form) * 1.32 = W QL * P CaO * 1.32 B = (Quicklime Delivered) * (% inert material) * 1.0 = W QL * P I A + B = Total Hydrated Lime Produced (Pay Quantity) WW = Weight of Water Required for Slurry of Given Percent Solids, tons WQL = Quicklime Weight, tons PCaO = Percent of CaO in the Quicklime, purity (as a decimal) PI = Percent of Inert Material in the Quicklime (as a decimal) 302 – LIME TREATED SUBGRADE
300-5 PS = Percent Solids in the Lime Slurry (as a decimal)
Gallons of Water = W W * 2000/8.34 Use a percent solids between 20 and 40%. Determine the concentration strength of the hydrated lime slurry and rate of application to obtain the percent of lime specified in the Contract Documents and advise the Engineer accordingly. See TABLE 302-1 . Apply hydrated lime to th e scarified areas as slurry. Use equipm ent that can apply lime slurry through a system of spray bars and nozzles. Regulate the amount of lime slurry from each nozzle and the speed of the delivery vehicle so that the specified amount of lime is placed on th e soil. The concentration of th e hydrated lime slurry shall allow the application of the correct qu antity of lime without adding an undu e quantity of excess moisture to the mixture. The application and mixing of the hydrated lime slurry shall result in a uniform lime concentration. Test the concentration of the lime suspension at th e minimum rate of 1 per day or 1 per mixed batch, whichever is greater; use TABLE 302-1 and a volume measuring device and scale. Use KT-62, Percent Solids of Lime to determine water requirements fo r slaking for a percent solids. During slaking, check the density of the solution periodically to determine the time required for complete slaking. The minimum amount of time for slaking is 20 minutes. Apply the hydrated lime slurry the same day it is produced. Continuously agitate the hydrated lime after the batch is made. If the liming operation is interrupted, continue agitating the hydrated lime in storage. If the interruption will be lengthy, the Contr actor has the option to cease mixing. In either case, prior to resuming liming operations, the Contractor shall re-test the concentration and adjust the rate of application accordingly. The Engineer will verify the results. Check the lime application, such as pH testing. Other methods, may be used if approved by the Engineer.
c.Adding Water. Add water, as necessary, to facilitate mixing of the hydrated lime slurry and soil. During the initial mixing operation, add water to obtain a minimum moisture content of 8% above the optimum moisture content of the raw soil being treated. The Engineer will measure the moisture content (KT-11) immediately after the mixing is completed, and before sealing or compacting.
d.Preliminary Mixing. Mix the lime, soil and water to the dimensions specified in the Contract Documents. For off-site borrow areas, the Contractor shall determine the depth and width. For projects containing more than 20,000 square yards of manipulation, positively control the depth of mixing to maintain the specified depth ± ½ inch. Use equipment with positive depth control that can maintain cutting or mixing heads in a fixed position relative to the wheels or tracks of the machine carrying the head. Perform a minimum of 2 passes with the mixer traveling in the primary direction. Continue mixing until 95% of the mixture passes the 2-inch sieve as determined by the Engineer (KT-42). While mixing, do not disturb the roadway or borrow area beyond the specified limits of the lime treatment.
e.Aging. Seal the mixture to prevent moisture loss by lightly rolling with a pneumatic-tired roller. Blade the surface to shed water.
1.Material Mixed In-Place. Maintain the mixture in the sealed condition for a minimum of 24 hours prior to commencing final mixing.
2.Material Mixed in a Borrow Area. Maintain the mixture in the sealed condition a minimum of 24 hours or until the mixture is ready to be used. In both (1) and (2) above keep the surface moist by spraying with water. If the final mixing is not performed within 14 days of the preliminary mixing, add 1% lime by weight of raw soil, in the final mixing operation. If the Contractor knows the final mixing will not be performed within 14 days, the Contractor may reduce the rate of lime applied in the initial application by 1%, and add the 1% in the final mixing.
f.Final Mixing. After the initial mixing and aging (24 hours) is completed, re-mix the mixture to the specified depth (± ½ inch) and width, until 95% of the mixture passes the 1½-inch sieve and 40% passes the No. 4 sieve as determined by the Engineer (KT-42). Periodic mixing over an interval of time is allowed to facilitate the breakdown in particle size. Bring the mixture to the moisture content required for compaction with a minimum of 3% above optimum of the proctor density of the lime treated soil. While mixing, do not disturb the roadway or borrow area beyond the specified limits of the lime treatment. 302 – LIME TREATED SUBGRADE
300-6 g. Compaction of the Mixture. When the material is mixed in-place, compact the material after
completing the required final mixing. When the material is mixed off-site, excavate and haul th e material to the project site. Place the material on the prepared and trimmed surface, and compact the material. Compact the mixture to Type B compaction, MR-3-3 moisture control, SECTION 205 . Blade the mixture to eliminate surface irregularities during the compaction operations. Maintain th e moisture content to a minimum of 3% above optimum of the proctor density of the lime treated soil.
h.Finishing and Curing the Lime Treated Subgrade. After the mixture is compacted, use automatic grade controlled equipment to trim the lime treated subgrade to the specified lines and grades. In irregular areas, trim the lime treated subgrade by wetting, blading and rolling. Compact the trimmed surface with a smooth-wheel or a pneumatic-tire roller. After the compacted mixture is finished, cure the lime treated subgrade for 7 days, by keeping the finished surface moist with water. Do not allow vehicles or equipm ent (other than watering equi pment) on the finished lime treated subgrade during the curing period. At the Contractor’s option, apply an asphalt prime co at instead of keeping the finished surface moist with water. If asphalt prime coat is used, apply SS-1, CSS-1 or MC-250 at the rate of 0.22 gallons per square yard to achieve a minimum of 0.13 gallons per square yard residue. The use of a liquid membrane forming compound is also an acceptable curing medium. Mu ltiple light applications may be necessa ry to obtain the specified rate of application without run-off. When a base course or subbase is to be constructed upon the lime treated subgrade, the Engineer may reduce the curing period to when the lime treated subgrade gains sufficient strength to support the construction and hauling equipment. Repair any damage to the lime treated subgrade due to construction of the base course or subbase.
i.Seasonal Limitations. Do not perform lime treatment operations if the ambient air temperature is below 40°F, or the soil is frozen. (1) Projects with Rigid Pavement. Cover the finished lime treated subgrade with base or pavement before it is subjected to freezing. If the lime treated subgrade is not covered by base or pa vement and is subjected to freezing, re-compact the lime treated subgrade before placing any pavement . The Engineer will determine the extent of the re-compaction.
2.Projects with Flexible Pavement. Cover the finish ed lime treated subgrade with the specified lift of HMA or aggregate base before it is subjected to freezing. If lime treated subgrade is no t covered with a lift of HMA or aggregate base and is subjected to freezing, add additio nal lime and re-compact the lime treated subgrade before placing any pavement. The Engineer will determine (by laboratory or field tests) the additional quantity of lime to add, if any, and the extent of the re-compaction. 302.4 MEASUREMENT AND PAYMENT The Engineer will measure lime by the ton. If bagged lime is used, the Engineer will use the net weight marked on the bag by the manufacturer for the measurement. If certified railroad car or certified truck quantities are used, the Engineer will use the net weight of the lime for the measurement. Using the relationship for Pure Quicklim e (CaO) x 1.32 = Hydrated Lime (Ca(OH) 2), determine the basis of pay for jobsite slaked hydrated lime (A+B) according to subsection 302.3b. using the certified lime purity for each load. Calculate the pay quantity for carbide lime as follows: Pay Quantity = (Weight of material delivered) (% solids) The percent moisture will not be credited toward water for pay. The Engineer will measure the manipulation of the lime treated subgrade by the square yard. Material placed beyond the neat lines indicated in the Contract Documents is not measured for payment without approval by the Engineer. The Engineer will measure water used for lime treated subgrade by the M Gallon using calibrated tanks or water meters. The Engineer will measure water used for subgrade preparation, mixing subgrade and lime, compacting and curing the lime treated subgrade. The Engi neer will not measure water used for slaking the lime,
Source: Kansas Standard Specifications for State Road and Bridge Construction, 2015 Edition. Pages 113–152 of 978.