201.01 92 200 EARTHWORK ITEM 201 CLEARING AND GRUBBIN G
201.01 Description
201.02 General
201.03 Clearing and Grubbing
201.04 Scalping
201.05 Method of Measurement
201.06 Basis of Payment
201.01 Description. This work consists of clearing, grubbing, scalping,
removing trees and stumps, and removing all vegetation and construction debris from the limits shown on the plans, except such objects that are to remain or are to be removed according to other items of work. Use removed or excavated materials in the work when the material conforms to the specifications; if not then recycle, burn, or dispose of the material according to
105.16 and 105.17.
201.02 General
A.Remove or save all trees, shrubs, and plants as designated on the plans. Preserve all vegetation and objects not designated for removal. Paint cut or scarred surfaces of trees or shrubs selected for retention according to 666.04.
B.In order to retard and prevent the spread of destructive insects, limit the movement of regulated articles according to Ohio Administrative Code 901:5 (http://codes.ohio.gov/oac/901:5). Observe requirements for handling and transporting of regulated articles in quarantined areas as defined by the Ohio Department of Agriculture (www.agri.ohio.gov). Follow all other federal and s tate destructive insect quarantines.
C.Restrictions on when the Contractor may perform the clearing and grubbing work are located in other parts of the Contract Documents.
201.03 Clearing and Grubbing. Clear and grub all trees and stumps marked
for remova l and all surface objects, brush, roots, and other protruding obstructions not designated to remain, except for special treatments listed below:
A.In locations to be seeded, remove stumps at least 6 inches (150 mm) below ground surface.
B.In unseeded are as to be rounded at the top of backslopes, cut the stumps flush with or below the surface of the final slope line.
C.The Contractor may leave undisturbed stumps and roots, and nonperishable solid objects 6 inches (150 mm) above the existing ground surface in the plan embankment construction locations when both of the following conditions are true:
1.The embankment height is greater than 9 feet (3 m) as measured vertically from the existing ground surface to the proposed ground surface, and 201.04 93 2. The slope of the existing ground is 8:1 or flatter.
D.In locations outside of the construction limits of the cut and embankment areas not to be seeded, the Contractor may leave sound stumps 24 inches (0.6 m) above the existing ground surface. Except in areas to be excavated, backfill stump holes and other holes created by removing obstructions with Item 203 embankment material. Place and compact according to Item 203. Remove low hanging, unsound, or unsightly branches on trees or shrubs designated to remain. Trim br anches of trees extending over the roadbed to provide a clear height of 20 feet (6 m) above the roadbed surface. Dispose of debris contaminated with garbage, solid waste, or hazardous waste or material according to other contract items.
201.04 Scalping. Scalping includes removing surface material such as roots,
sod, grass, residue of agricultural crops, sawdust, and decayed vegetable matter. The depth of scalping does not include topsoil or other material below the scalping operation. The Engineer will not require areas to be scalped in the plan embankment construction locations when both of the following conditions are true:
A.The embankment height is greater than 9 feet (3 m) as measured vertically from the existing ground surface to the proposed ground surface, and
B.The slope of the existing ground is 8:1 or flatter. Scalp all other areas where excavation or embankment is required.
201.05 Method of Measurement. The Department will measure by one of the
following methods: If Clearing and Grubbing is specified in the Contract, the Department will not measure the area cleared and grubbed. If Item 201 Tree Removed or Item 201 Stump Removed is specified in the Contract, the Department will measure trees and stumps designated for removal according to the following table. TABLE 201.05 -1 Tree or Stump Diameter Pay Item Designation Over 12 inches to 24 inches 18-inch size Over 24 inches to 36 inches 30-inch size Over 36 inches to 60 inches 48-inch size Over 60 inches 60-inch size Over 0.3 m to 0.6 m 0.5 m size Over 0.6 m to 0.9 m 0.8 m size Over 0.9 m to 1.5 m 1.2 m size Over 1.5 m 1.5 m size 201.06 94 The Department will measure the diameter of trees at a height of 54 inches (1.4
m.above the ground. Trees 12 inches (0.3 m) and less in diameter are classified as brush. The Department will measure stumps by taking the average diameter at the cutoff.
201.06 Basis of Payment. If Item 201 Clearing and Grubbing is specified in the
Contract, the Department will pay for all work described, including backfilling holes, scalping, and removing all trees and stumps, at the lump sum price bid. If Item 201 Tree Removed or Item 201 Stump Removed is specified in the Contract, the Department will consider the remaining work described incidental and will not pay for performing this work directly. The Department will pay for accepted quantities at the contract prices as follows: Item Unit Description 201 Lump Sum Clearing and Grubbing 201 Each Tree Removed, ___ Size 201 Each Stump Removed, ___ Size ITEM 202 REMOVAL OF STRUCTURE S AND OBSTRUCTIONS
202.01 Description
202.02 General Construction Requirements
202.03 Structures Removed
202.04 Pipe Removal
202.05 Pavement, Walks, Curbs, Steps, Gutters, or Traffic Dividers
Removed
202.06 Buildings Demolished
202.07 Septic Tanks and Privy Vaults Removed
202.08 Underground Storage Tanks Removed
202.09 Guardrail and Fence Removed
202.1 0 Manhole, Catch Basin, an d Inlet Removed 202.1 1 Manhole, Catch Basin, and Inlet Abandoned 202.1 2 Method of Measurement 202.1 3 Basis of Payment
202.01 Description. This work consists of removing, entirely or in part, and
disposing of all buildings, fences, guardrails, structures, old pavements, abandoned pipe lines, storage tanks, septic tanks, privy vaults, and other obstructions not designated or permitted to remain, except for utilities and obstructions to be removed and disposed of under other items in the Contract. This work a lso consists of backfilling the resulting trenches, holes, and pits, and salvaging designated materials. When specific pay items for removal of structures and obstructions are not listed in the Contract Documents, perform this work under Item 203.
202.02 General Construction Requirements. Raze, remove, and dispose of all
buildings and foundations, structures, fences, guardrails, old pavements, abandoned 202.03 95 pipe lines, storage tanks, septic tanks, privy vaults, and other obstructions within the Right -of-Way, ex cept for utilities and those items where other provisions have been made for removal. Remove and store, at the specified locations within the Project limits, or reuse all designated salvageable materials. The Department will take ownership of all salvageab le items specified for storage. Reuse all salvageable items specified for reuse on the project. When the Contract Documents do not indicate for storage or for reuse, take ownership of the material. Use removed or excavated materials in the Work when the ma terial conforms to the specifications; if not, then dispose of the material according to 105.16 and 105.17. Do not remove any item in use by traffic until after making arrangements to accommodate traffic. When backfilling is required, backfill the resultin g cavities, voids, or trenches with either Item 203 embankment material or Item 611 Structural Backfill Type 1 or 2. Use Item 611 Structural Backfill when the removed item is under the proposed pavement or paved shoulder and when the site limits the use of compaction equipment larger than an 8 -ton (7 metric tons) roller; otherwise the Contractor may use Item 203 embankment material. Place and compact the embankment or Item 611 Structural Backfill according to 203. For backfilled areas outside the plan const ruction limits, provide a final grade that presents a neat, well -drained appearance that conforms to the final topography and prevents water from draining onto adjacent properties.
202.03 Structures Removed. Remove bridges, culverts, and other structures
indicated for removal in the Contract Documents. If within a stream, remove the substructures of existing structures, including piling, down to the proposed stream bottom. For those parts outside the stream, remove substructures to a minimum of 1 foot (0.3 m) below proposed ground surface. Remove, as necessary, those portions of existing structures that lie entirely or partially within the limits for a new structure to accommodate the construction of the proposed structure. Where alteration of an existing st ructure requires removal of portions of the structure, remove those portions with sufficient care as to avoid damage to the remaining portion of the structure. In case of damage to the existing structure, repair or replace the structure at no expense to th e Department. Remove any existing welded form hangers, welded attachments two inches or longer measured parallel to the long axis of the top flange of steel beams or girders, and welded attachments that interfere with the placement of welded shear connecto rs. If removing a bridge or portion of a bridge with an asphalt wearing course, remove the wearing course separately before removing the bridge or portion of the bridge. Backfill the cavity created by the removal item according to 202.02, except when the cavity lies within the limits of subsequent excavation or other work.
202.04 Pipe Removal. Remove and reuse, store, or dispose of pipe, or culvert ,
including headwalls, as specified in the Contract Documents. 202.05 96 If removing an existing concrete waterline pipe that was constructed before 1980, it may be an asbestos pipe. Test the pipe by using a Department prequalified environmental consultant to determine if it is an asbestos pipe. If it is determined that the pipe is asbestos, then a certified asbestos Co ntractor must perform the removal. Dispose of all asbestos pipe at a solid waste facility that is licensed by the Local Health Department and permitted by the OEPA. Seal openings left in walls of manholes or catch basins that are to remain in place . If an adjacent existing pipe is encountered during removal operations and the pipe is inactive or is to be abandoned, plug or seal the remaining ends of the pipe before proceeding with backfilling operations. Perform plu gging by using approved precast stoppers. Perform sealing by using masonry bulkheads. Remove a sufficient section of the pipe to allow the Engineer to determine the quality of the pipe and the possibility of its removal without damage to pipe specified for reuse or storage. If the Engineer determines the pipe is salvageable, carefully remove the remainder of the pipe to avoid breaking or damaging the pipe. Transport and store the removed pipe, as necessary before relaying. Replace sections of pipe lost or d amaged by negligence or by use of improper methods at no additional cost to the Department. Clean all pipe before reusing. Remove salvageable pipe under Item 202 Pipe Removed for Reuse or Storage. If the Engineer determines the pipe is unusable, take owner ship of the pipe, and dispose of or recycle it according to 202.02. Remove unusable pipe under Item 202 Pipe Removed. Before backfilling the trench, excavate the caved material, as necessary. Backfill trenches resulting from the removal of pipe according t o 202.02, except when the trench lies within the limits of subsequent excavation or other work.
202.05 Pavement, Walks, Curbs, Steps, Gutters, or Traffic Dividers
Removed. As designated, remove and dispose of the existing wearing course, concrete base cou rse, concrete pavement, asphalt wearing course on brick or concrete base, concrete walks, concrete steps, concrete gutters, stone or concrete curbs, and concrete traffic dividers. If removing only a portion of an existing pavement, walk, step, gutter, curb , or traffic divider, saw or otherwise cut a neat joint at the removal limit if it does not occur at an existing joint. If Item 202 Pavement Removed is specified in the Contract, remove all asphalt, concrete, or brick from the surface to the bottom of the pavement courses as shown on the plans. If 202 Base Removed is specified in the Contract, remove the specific layer as shown on the plans. If Item 202 Wearing Course Removed is specified in the Contract, remove all asphalt from the surface to the top of th e concrete or brick or remove the specific layer or layers shown on the plans. Backfill the cavity created by the removal item according to 202.02, except when the cavity lies within the limits of subsequent excavation or other work.
202.06 Buildings Demol ished. Do not disturb buildings and appurtenances
designated for demolition until the Engineer provides a Notice of Possession and Approval to Proceed. Immediately after receiving approval, schedule and perform 202.07 97 the demolition under the Engineer’s direction in order to accommodate utility rearrangements and clearance of structures. Whether the building is located partially or totally on temporary or permanent Right -of-Way perform the demolition the same. The Contractor may use buildings located partially on and off the permanent Right -of-Way for storage, office, living quarters, or other purposes. The agreement shall allow such use during the period of the Contract and save the Department harmless from any claims whatsoever by reason of such use. Remove found ations; floors; floor slabs; and basement, pit, well, and cistern walls to a minimum of 1 foot (0.3 m) below the grade of the surrounding area. Completely remove all tanks and clear basements of all materials, debris, appliances, wood or metal partitions, and wood floors so only masonry walls and concrete basement floors remain. Break up and remove all floor slabs under which a pit, well, cistern, or tank exists. Break up basement floors to be left in place, and seal remaining drains with masonry or with pr ecast clay or concrete stoppers. Take ownership of all materials, except those belonging to a public or private utility. Notify the owners of water, electric, or gas meters when the meters are ready for removal. Disconnect all utilities according to local requirements. After completing demolition work and obtaining the Engineer’s approval, immediately backfill the cavity created by the removal item according to 202.02, except when the cavity lies within the limits of subsequent excavation or other work.
202.07 Septic Tanks and Privy Vaults Removed. Empty all septic tanks and
privy vaults. Dispose of the removed contents in a manner that conforms to the requirements of the State and Local Boards of Health or other authorities having jurisdiction. Completely remove and dispose of septic tanks and privy vaults located above the subgrade or finished ground surface. For septic tanks and privy vaults located below the subgrade or finished ground surface, remove tops and walls to a minimum depth of 3 feet (1 m) bel ow subgrade or 1 foot (0.3 m) below finished ground surface. Break up floors and seal remaining drains with masonry or with precast clay or concrete stoppers. Backfill the cavity created by the removal, partial removal, or emptying operation according to 2 02.02, except when the cavity lies within the limits of subsequent excavation or other work.
202.08 Underground Storage Tank Removed. Remove and dispose of
underground storage tanks or regulated underground storage tanks, as designated in the Contract Docu ments, and according to the requirements of the authorities having jurisdiction. If Item 202 Regulated Underground Storage Tank Removed is specified in the Contract, remove the tank according to the Bureau of Underground Storage Tank Regulations of the Div ision of Fire Marshal (BUSTR), Ohio EPA, and all applicable Federal, State, and local regulations. Removal includes obtaining the required permit, disposing of the tank and its contents, testing the excavated material, and preparing the closure report. Provide a Certified Tank Installer to supervise the 202.09 98 removal. Provide an independent non -Contractor employee BUSTR inspector or a State Certified BUSTR inspector to perform the BUSTR required inspections. For tanks containing hazardous substances other than pe troleum, use the Ohio EPA regulations in addition to State Fire Marshal regulations. Completely remove regulated underground storage tank and contents. Take ownership and dispose of tanks according to 202.02 and the above requirements. If because of leakag e from the tank, any contaminated water or soil disposal or remediation is required, perform the necessary work under other items in the Contract or according to 109.05. If Item 202 Underground Storage Tank Removed is specified in the Contract, completely remove and dispose of the tank. Dispose of the removed contents in a manner that conforms to the requirements of the State and local Boards of Health, or other authorities having jurisdiction. Backfill the cavity created by the removal items according to 2 02.02, except when the cavity lies within the limits of subsequent excavation or other work.
202.09 Guardrail and Fence Removed. Carefully dismantle and store existing
guardrail (including anchor assemblies and terminal assemblies, and any attached posts, signs, and delineators) and fence when designated for reuse or storage by the Department. Dispose of wood posts and other materials not considered salvageable according to 202.02. When fence is designated for replacement, do not remove the existing fence u ntil the replacement material is on site. Begin the new installation within 7 workdays of beginning the removal process. When guardrail is designated to be replaced and traffic is being maintained in the adjacent lane, do not leave hazards unprotected exce pt for the actual time required to remove the existing guardrail and install the proposed guardrail in a continuous operation. Do not remove the guardrail until the replacement material is on the site and ready for installation. The Engineer will suspend w ork for failure to comply with this requirement. Backfill the cavity created by the removal item according to 202.02, except when the cavity lies within the limits of subsequent excavation or other work. 202.1 0 Manhole, Catch Basin, and Inlet Removed. Remove existing drainage structures of the types designated for removal. Take ownership of castings unless otherwise noted on the plans. Backfill the cavity created by the removal item according to 202.02, except when the cavity lies within the limits of s ubsequent excavation or other work. 202.1 1 Manhole, Catch Basin, and Inlet Abandoned. Remove existing drainage structures of the types designated to be abandoned to a minimum of 1 foot (0.3 m) below the finished subgrade or ground surface. Do not damage pi pes that are to remain. Take ownership of castings unless otherwise noted on the plans. Connect existing pipes with new pipe through the structures. Seal the existing inlet and outlet pipes with precast vitrified or concrete stoppers or with masonry of a type and thickness to fill the inlet or outlet pipe. 202.12 99 After connecting or sealing the existing pipes and removing the walls to the required depth, backfill the remaining cavities according to 202.02. If using connecting pipes, carefully hand tamp backfill un der and around the pipe according to 202.02. 202.1 2 Method of Measurement. If the Contract specifies that removal of structures and obstructions is on a lump sum basis, the work will include all structures or obstructions encountered at locations or within areas designated in the Contract Documents. However, the Department will measure asphalt wearing course removal on a bridge separate from the lump sum item for structure removal. If the Contract specifies that removal of specific items is on a unit basis, the Department will measure the quantity of each item by the unit stipulated in the Contract. If removal of steps is measured by the foot (meter), the Department will measure the number of feet (meters) along the front edge of each tread. If the steps have an integral wall, the Department will include the thickness of the integral wall with the tread width measurement. 202.1 3 Basis of Payment. Payment is full compensation for all work involved in the removal and storage, reuse, or disposal of structures an d obstructions, including excavation and backfill incidental to their removal, removing the contents of the underground storage and septic tanks and the custody, preservation, storage on the Right -of-Way, and disposal as provided in this specification. For pipe removed and reused or stored, the Department will pay for the accepted work under Item 202 Pipe Removed for Reuse or Storage. For unusable pipe removed, the Department will pay for the accepted work under Item 202 Pipe Removed. If the Contract Docume nts do not include a pay item for Item 202 Asbestos Pipe Removed, then the Department will pay for removal and disposal of asbestos pipe according to 109.05. When removed pavement is replaced with embankment material, the Department will pay for the embank ment material under the applicable 203 or 204 pay item. When pipe is removed from beneath existing pavement, the Department will pay for pavement removal under the applicable pay item for pavement removal or excavation, and the Department will pay for new pavement under the applicable pavement pay item. Include all of the costs and work associated with compliance of the rules or regulations under Item 202 Regulated Underground Storage Tank Removed. If the underground storage tank is not regulated, the work does not include obtaining inspection services, permits, testing excavated material, or closure reporting and the payment will be under Item 202 Underground Storage Tank Removed. The Department will pay for accepted quantities at the contract prices as fol lows: Item Unit Description 202 Lump Sum Structure Removed 202 Lump Sum, or Portions of Structure Cubic Yard or Pound Removed 202.13 100 (Cubic Meter or Kilogram) 202 Foot (Meter) Pipe Removed for Reuse or Storage 202 Foot (Meter) Pipe Removed 202 Foot (Meter) Asbestos Pipe Removed 202 Square Yard Pavement Removed (Square Meter) 202 Square Yard Wearing Course Removed (Square Meter) 202 Square Yard Base Removed (Square Meter) 202 Square Foot Walk Removed (Square Meter) 202 Lump Sum, or Steps Remo ved Foot (Meter) 202 Foot (Meter) Curb Removed 202 Foot (Meter) Curb and Gutter Removed 202 Foot or Gutter Removed Square Yard (Meter or Square Meter) 202 Foot (Meter) Curb Removed for Storage 202 Each Precast Traffic Divider Removed for Reuse or Storage 202 Lump Sum Building Demolished 202 Each Underground Storage Tank Removed 202 Each Regulated Underground Storage Tank Removed 202 Each Septic Tank Removed 202 Each Privy Vault Removed 202 Foot (Meter) Guard rail Removed 202 Foot (Meter) Guardrail Removed for Reuse or Storage 202 Foot (Meter) Fence Removed for Reuse or Storage 202 Each Manhole Removed 202 Each Manhole Abandoned 202 Each Catch Basin or Inlet Removed 202 Each Catch Basin or Inlet Abandoned ITEM 203 ROADWAY EXCAVATION A ND EMBANKMENT
203.01 Description
203.02 Material Definitions
203.03 Restrictions on the Use of Embankment Materials 203.01
101 203.04 General
203.05 Embankment Construction Methods
203.06 Spreading and Compacting
203.07 Compaction and Moisture Requirements
203.08 Earthwork Construction Tolerances
203.09 Method of Measurement
203.10 Basis of Payment
203.01 Description. This work consists of preparing areas upon which
embankments are to be placed; excavat ing for roadways and channels, including the removal of all material encountered not being removed under another item; constructing embankments with the excavated material and material from other approved sources as necessary to complete the planned embank ments; furnishing and incorporating all water required for compacting embankment; disposing of unsuitable and surplus material and finishing shoulders, slopes, and ditches. All excavation is considered unclassified excavation. If the excavation contains regulated materials such as garbage, solid waste, and hazardous waste or material, the Contract Documents will detail the removal for these items. Use removed or excavated materials in the Work when the material conforms to the specifications; if not, then r ecycle or dispose of the material according to 105.16 and 105.17.
203.02 Material Definitions.
A.Asphalt Concrete. Recycled asphalt pavement (RAP) that is blended to meet the requirements in 703.16.
B.Base. Selected material of planned thickness placed o n the subgrade as a foundation for other bases, or asphalt or concrete pavements. The base is a part of the pavement structure.
C.Borrow. Material obtained from approved sources, located outside the construction limits that is required for the constructio n of the embankment. When borrow is specified or used, use suitable materials that conform to 203.02.R.
D.Compaction Testing. The Department will perform the compaction testing of embankment and subgrade according to Supplement 1015.
E.Embankment. A structure consisting of suitable materials conforming to
203.02 R and constructed in lifts to a predetermined elevation and cross section.
F.Excavation. The excavation and disposal of all materials required by the Contract Documents.
G.Maximum Dry Densit y. The maximum dry density is determined according to AASHTO T 99, AASHTO T 272, or Supplement 1015. The Department will use this maximum dry density for compaction acceptance.
H.Natural Granular Materials. Natural granular materials include broken or crushed rock, gravel, sand, durable siltstone, and durable sandstone that can be placed in an 8 -inch (200 mm) loose lift. 203.03 102 I. Natural Soil. All natural earth materials, organic or inorganic, resulting from natural processes such as weathering, decay, and chemi cal action.
J.Optimum Moisture Content. The water content at which the maximum dry density is produced in an embankment material. The optimum moisture content is determined according to AASHTO T 99, AASHTO T 272, or Supplement 1015.
K.Petroleum Contamina ted Soil (PCS). Petroleum contaminated soil (PCS) that is regulated under OAC -1301:7 -9-16.
L.Random Material. Mixtures of suitable materials that can be placed in 8 -inch (200 mm) loose lifts.
M.Recycled Portland Cement Concrete. Recycled Portland cement concrete (RPCC) that is blended to meet the requirements in 703.16.
N.Recycled Materials. Fly ash, bottom ash, foundry sand, recycled glass, tire shreds, or other materials or manufacturing byproducts not specifically named as suitable material s in 203.02.R.
O.Rock. Sandstone, siltstone, limestone, dolomite, glacial boulders, brick, and RPCC too large to be placed in an 8 -inch (200 mm) loose lift.
P.Shale. A fine -grained sedimentary rock formed from the lithification of clay, silt, or mud. Shale has a laminated structure, which splits easily (is fissile). For the purpose of this specification, mudstone and claystone are also considered to be shale. Shale is classified as durable or nondurable according to 703.16.D.
Q.Slag Materials. Slag materials include air cooled blast furnace slag (ACBF S), granulated slag (GS), open hearth (OH) slag, basic oxygen furnace (BOF) slag, and electric arc furnace (EAF) slag meeting the requirements in 703.16.
R.Suitable Materials . All suitable materials are restricted in 203.03. Furnish soil or embankment material conforming to 703.16, when Item 203 Embankment is specified. Furnish material that conforms to 703.16.B or 703.16.C when Item 203 Granular Embankment is specified. Furnish material that conforms to 703.16.C when Item 203 Granular Material Types A, B, C, D, E or F are specified. Do not use recycled materials unless specifically allowed by the Supplemental Specifications.
203.03 Restrictions on the Use of Embankment Materials . Suitable materials
are further restricted as follows:
A.Use silt identified as ODOT Group Classification A -4b and RAP only if placed at least 3 feet (1 m) below the surface of the subgrade.
B.Do not place RPCC and RAP in any location where it would inhibit the growth of vegetation.
C.Do not use any suitable material that cannot be incorporated in an 8 -inch (200 mm) lift in the top 2 feet (0.6 m) of the embankment.
D.Do not use nondurable shale in the top 2 feet (0.6 m) of the embankment that is not completely compacted and pulverized into a soil with 100 percent of the material passing the No. 4 (4.75 mm) sieve. 203.04 103 E. If using RPCC, OH slag, EAF slag, BOF slags, or blends of these materials, place these materials at least 1 foot (0.3 m) below the flow line of the underdrain s.
F.Do not use RPCC, OH slag, EAF slag, BOF slags, granulated slag, or blends of these materials for underwater applications.
G.Do not use materials that cannot be satisfactory placed and compacted to a stable and durable condition.
H.Material excavate d in the work that contains excessive moisture is unsuitable for embankment construction unless dried. Dry or aerate such material before incorporating in the work. The Contractor may elect to waste this material, instead of drying it.
I.If Granular Mater ial Type E in 703.16.C is allowed or specified, use a geotextile fabric conforming to 712.09, Type D on the top, bottom, and around the Type E material to prevent piping of the material into the Type E material.
J.If electing to use PCS, submit the inform ation stated below in a suitable format at least 10 workdays before the intended usage.
1.Have an ODOT prequalified consultant , in environmental site assessment and remediation, review the proposed usage. The consultant shall randomly monitor the con struction to ensure that the environmental requirements are carried out on the project. The consultant shall report any discrepancies to the Department and the Contractor. The consultant shall certify the report or reports to the Department.
2.Use PCS tha t conforms to all current environmental policies, rules, and regulations under OAC 1301: 7 -9-16. Perform sampling and testing on every 100 tons (90 metric tons) of PCS used.
203.04 General. Perform the required clearing and grubbing before starting the
excavation, grading, and embankment operations. Coordinate the clearing and grubbing with the installation of sediment and erosion controls. Remove all existing pavement before the embankment construction. Temporar ily discontinue operations when the excavating operations encounter remains of prehistoric archaeological sites, historical archaeological sites, or human remains. The Engineer will contact the Department’s Office of Environmental Services to determine the disposition thereof. Preserve the artifacts or other archeological items or human remains until a determination as to what the disposition and/or removal of such items is made by the Office of Environmental Services. Such excavation is considered Extra Wo rk. If the Contractor encounters any abnormal material such as, but not limited to, drums, tanks, or stained earth or any unusual odors during construction operations, the Contractor shall temporarily discontinue the work in this area, leave equipment in place, cordon off the area, and notify the Engineer. The area is considered to contain hazardous waste or material and must be handled according to the 203.04 104 Construction Administration Manual of Procedures , Item 202 Removal of Structures and Obstructions, Section - Regulated Waste Requirements, Regulated Wastes Found During Construction . Upon notification by the Engineer to resume work, the Contractor may file for an extension of time according to 108.06.
A.Drainage and Maintenanc e of the Work . Maintain a well -drained embankment and excavation operation. If trenching for narrow widening and in other areas of the embankment construction, construct ditches of an adequate depth and at frequent intervals across the berm or embankment t o maintain drainage. Deepen side ditches when necessary to ensure thorough embankment or subgrade drainage. Construct the embankment with sufficient cross -slope to drain in case of rain. If precipitation saturates the embankment construction, stay off the embankment construction until the embankment dries or stabilizes. Expedite the construction by removing the saturated embankment or dry the embankment by scarifying, plowing, disking, and recompacting the embankment. Throughout the embankment construction operation and at the end of each day’s operation, shape to drain, compact, and recompact the work area to a uniform cross section. Eliminate all ruts and low spots that could hold water. If using embankment construction or cut areas to haul on, continuousl y move the hauling equipment around on the area to take advantage of the compactive effort. Continually re -grade and compact the haul roads and maintain the construction according to 105.13 and 105.14. Plug and cover the upstream ends of all pipe lines enc ountered during earthwork operations.
B.Rock or Shale Blasting Operations. Conform to Item 208 when blasting.
C.Slides and Breakages. Remove all slides and breakages beyond the limits of the planned finished work when caused by improper excavation method s.
D.Shoulders, Slopes, and Ditches. When specified, place the topsoil in areas to be seeded or sodded according to Item 659. Build shoulders to the lines shown on the plans and to the tolerances specified in 203.08. Reshape shoulders, slopes, and ditches that have been damaged by erosion during construction. Keep new and existing pavement, and the paved area of the berm clear of earth stockpiles or other berm materials.
E.Pavement Widening Construction. Locate sound pavement edges, and cut and trim pavem ent to a neat line. Repair and restore damage caused by the equipment or methods. Include the cost of cutting, trimming, and disposal under Item 203 Excavation.
F.Borrow. Unless otherwise designated in the Contract, make arrangements for obtaining borrow and pay all costs involved. If borrow is specified, use all suitable excavated material in the work prior to using the borrow material. Place borrow used as embankment according to all the requirements for constructing embankment. 203.05 105 Blade and leave all borro w areas in such shape as to allow accurate measurements after the excavation has been completed. Notify the Engineer sufficiently in advance of opening any borrow areas so that cross section elevations and measurements of the ground surface after stripping may be taken. Construct borrow areas that conform to 105.16; clean up the borrow areas according to 104.04.
G.Staged Construction and Waiting Periods. If specified in the Contract Documents, control the rate of fill accordingly. Adhere to the rate of fil l and to the waiting periods during the work.
203.05 Embankment Construction Methods. Embankment construction
includes preparing areas upon which embankments are to be placed; placing and compacting approved material within roadway areas where unsuitable m aterial has been removed; and placing and compacting approved material in holes, pits, and other depressions within the roadway. If scalping is required, scarify, plow, disk, and compact the existing embankment foundation. Compact the top 8 inches (200 mm) of the foundation to 95 percent of the maximum dry density or to a maximum test section dry density according to Supplement 1015. If the foundation cannot be compacted, the Department will design replacement material or the Engineer may increase the lift thickness of the next layer of embankment. The Engineer may increase the lift thickness of the next embankment layer to bridge the soft or wet foundation areas that will not support the weight of the trucks or hauling equipment. Dump successive loads of ro ck, durable shale, or granular material in a uniform lift. Do not exceed the thickness required to support the equipment placing the material. Manipulate, blade, distribute, level, and doze the material in place until the area is stabilized and material is above the normal water elevation. Once the bridging has been accomplished, construct the remaining lifts according to 203.06. If the existing slope is steeper than 8:1, bench into the existing slope as follows:
A.Scalp the existing slope according to Ite m 201.
B.Cut horizontal benches in the existing slope to a sufficient width to blend the new embankment with the existing embankment and to accommodate the placement, and compaction operations and equipment.
C.Bench the slope as the embankment is placed, and compact into layers.
D.Begin each bench at the intersection of the existing slope and the vertical cut of the previous bench. Recompact the cut materials along with the new embankment. If constructing embankment on only one side of abutments, wing wa lls, piers, or culvert headwalls, construct the embankment so that the area immediately adjacent to the structure is not compacted in a manner that causes overturning of or excessive pressure against the structure. If constructing embankment on both sides of a concrete wall, pipe, or box type structure, construct the embankment so that the elevation on both sides of the structure is always approximately the same. 203.06 106 203.06 Spreading and Compacting. Do not construct frozen embankment material or place embankmen t material on frozen ground. Spread all embankment material, except for rock in 203.06.C. and RPCC in
203.06 D, in successive horizontal loose lifts, not to exceed 8 inches (200 mm) in
thickness. Compact all embankment material lifts, except for Type D gra nular material, Type E granular material, rock and durable shale, to the specified density and moisture controls in 203.07. When a minimum effective weight requirement is specified in 203.06 or 203.07, the Contractor may use a vibratory roller which meets the requirement using a combination of weight and equivalent centrifugal force from vibration. In all cases, submit documentation from the manufacturer that shows the roller meets the minimum effective weight requirements. The Engineer may reduce the minimum number of passes if additional passes are detrimental to compaction or stability.
A.Soil and Granular Embankment. For soil or granular material, when a test section is used, use a minimum compactive effort of eight passes with a steel drum roller having a minimum effective weight of 10 tons (9 metric tons). Compact Type D and Type E granular material using at least ten passes of a smooth drum vibratory roller having a minimum effective weight of 10 tons (9 metric tons). Add water to Type D granular material as needed or directed by the Engineer.
B.Shale. The Engineer will test shale for durability according to 703.16.D, to determine if compaction testing is required. For nondurable shale, when a test section is used, use a minimum compactive effort of ten passes with a footed drum roller having a minimum effective weight of 15 tons (14 metric tons) or with rollers meeting the requirements of 703.16.D. Use water to aid in breaking down large particles and to bring the shale to at least 2 percent abov e optimum moisture content. Compact durable shale, as defined in 703.16.D, with a minimum compactive effort of ten passes of a footed drum roller having a minimum effective weight of 15 tons (14 metric tons) or with rollers meeting the requirements of 703. 16.D. When durable shale is mixed with fine material, use fine material that is at least 2 percent above optimum moisture content. No density testing will be required. If shale mixtures contain large particles of shale, break down the particles during plac ement until the voids are filled. Place and compact shale and rock mixtures using the same procedure as for shale. Reduce rock size in a shale -rock mixture to less than or equal to 8 inches (200 mm), or separate rock greater than 8 inches (200 mm) from the mixture and use as rock fill. Use the construction methods for rock when the shale -rock mixture contains less than 15 percent shale.
C.Rock. Reduce the rock until it is small enough to be incorporated into the following horizontal lift thickness: Place r ock in a maximum loose lift thickness 6 inches larger than the largest diameter of the rock pieces or 3 feet (1 m), which ever 203.06 107 results in the smaller lift thickness. When placing rock fill within a length of six times the height of the fill at an abutment, place rock fill in loose lifts not to exceed 18 inches (0.5 m). [For example, if the fill height is 20 feet (6 m), then the rock fill within 120 feet (36 m) of the abutment is placed in less than 18 -inch (0.5 m) loose lifts.] Do not dump the rock, but dis tribute and place the full width of the lift by blading or dozing to ensure proper placement. Evenly distribute the larger rocks, and reduce the voids, pockets, and bridging to ensure minimum deformation. Incorporate smaller rock pieces in the upper portio ns of each rock lift to fill the voids during this manipulation. When placing embankment material other than rock on top of the rock lift, level and smooth the rock surface using suitable leveling equipment and evenly distribute the smaller rock, rock spal ls, or finer rock fragments. Roll all rock lift surfaces with eight passes of a vibratory footed drum roller having a minimum effective weight of 10 tons (9 metric tons). When constructing rock and other embankment materials at approximately the same time, perform the following:
1.Use the rock at the base of the embankment.
2.Use rock in the outer portions of the embankment.
3.Use the larger rocks on the outside side slopes.
4.Use the other embankment material in the inner portion of the fill.
5.Keep t he top of the other embankment materials higher than the rock.
6.Construct the other embankment materials to a sufficient width to allow the specified compaction.
7.When rock is placed on top of other embankment material, construct the other embankment m aterial at a center -to-side slope grade of approximately 4 percent.
D.Random Materials. Reduce the random material until it is small enough to incorporate into an 8 -inch (200 mm) lift, except for RPCC in 203.06.D.1 through
203.06 D.4.
When using a uniform ly graded mixture, use material with a moisture content less than 2 percent below optimum to obtain compaction. When large pieces are incorporated in the lifts, use fine material with a moisture content less than 2 percent below optimum to obtain compactio n. Compact natural soil and natural granular material blends with RAP or RPCC to the same requirements as a granular embankment in 203.06. When using RPCC slabs or large RPCC pieces in the embankment construction, conform to the following:
1.Use natural s oil or natural granular material that is less than 2 percent below optimum moisture content in the blend. Reduce the slabs or pieces to less than 203.07 108 3 3 feet (1 1 m) in size and place the blend in a maximum loose lift thickness of 12 inches (300 mm).
2.Manipulate, level, and distribute the mixture by blading or dozing to fill the voids and pockets, and reduce bridging.
3.Compact the natural soil or natural granular embankment to the compaction and moisture requirements in 203.07.
4.When the RPCC slabs or large RPCC pieces consists of more than 50 percent of the embankment lift, place the blended material in maximum loose lifts of 18 inches (0.5 m). Do not place one slab directly on the other. Compact, manipulate, level, and distribute as stated in 203.0 6.D.1 through 203.06.D.3.
E.Areas Inaccessible to Rollers. For areas inaccessible to rollers, such as adjacent to culverts, retaining walls, or other structures, construct the embankment in 6-inch (150 mm) horizontal loose lifts.
203.07 Compaction and Moi sture Requirements. Construct all embankments,
except rock and durable shale, using moisture and density controls. Unless otherwise specified in the Contract Documents, the Engineer will perform all compaction tests according to Supplement 1015.
A.Moistur e Controls. Sprinkle enough water on embankment material that contains too little moisture to wet it to a moisture content needed to meet the density requirements. Apply the water using tank trucks equipped with suitable sprinkling devices. Thoroughly inco rporate the water into the material by using discs, plows, or other approved equipment. Continue to water and to manipulate until the required moisture is uniformly distributed throughout the lift. Before or during compaction, allow the embankment material that contains excess moisture to dry to a moisture content needed to meet the density requirements. Continue drying until the required moisture is uniform throughout the lift. However, for material that displays pronounced elasticity or deformation under the action of loaded rubber tire construction equipment or other equipment, reduce the moisture content to secure stability. Expedite and manipulate the embankment material by drying the wet embankment material by using plows or discs; by adding dry materi al, lime, lime kiln dust, or cement; or by other methods. Do not mix shale in the lifts to reduce the moisture content of the embankment material.
B.Compaction Requirements. Compact all embankment materials, except for rock and durable shale, in horizonta l lifts to a dry density greater than the percentage of maximum dry density in Table 203.07 -1, or to 98 percent of the maximum dry density determined by the test section methods specified in Supplement 1015. 203.08 109 TABLE 203.07 -1 EMBANKMENT COMPACTIO N REQUIREMENT S Maximum Dry Density [lb/ft³ (kg/m³)] Minimum Compaction Requirements in Percent of Maximum Dry Density 90 to 104.9 (1440 to 1680) 102 105 to 119.9 (1681 to 1920) 100 120 and more (1921 and more) 98 If needed for compaction acceptance, construct a test section using the following:
1.Use at least the same number of passes and compactive effort used to construct the test section to construct the production embankment areas.
2.Construct a new test section when the material, supporting foundation, or embankment changes.
3.Reduce the moisture content if the material becomes unstable.
203.08 Earthwork Construction Tolerances. Finish the completed excavation
and embankment to the cross sections shown on the plans. Check the excavation and embankment work with templates, slope boards, electronic methods, or other methods specified in Item 623. The Engineer will allow occasional deviations in the work within the following tolerances:
A.When topsoil is specified, use the following:
1.In fill areas, constru ct the embankment to the bottom of the topsoil depth.
2.In cut areas, excavate additional depth to allow for the topsoil.
3.For cuts or fills, the cross sections show the finished grade, which is the top of the topsoil.
B.For the backslopes (cut slopes), from the back of the ditch to the existing ground, and for the foreslopes (fill slopes), from the edge of the graded shoulder to the bottom of the ditch, do not allow deviations greater than 1 foot (0.3 m) as measured in the horizontal plane.
C.Do not construct shoulders and ditches less than the horizontal measurement from the centerline or to a higher elevation than shown on the plans. However, the cross section may vary below the plan grades by less than 1/2 inch (15 mm) at the pavement edge an d by less than 2 inches (50 mm) elsewhere.
D.Construct or fine grade the subgrade to within 1/2 inch (15 mm) of the plan elevation at any location. Construct or fine grade the subgrade to within 1/2 inch (15 mm) of the plan grade as measured with a 10 -foot (3 m) straightedge applied to the surface parallel to the centerline of the pavement.
E.For all rock or shale cut slopes that do not require control blasting techniques, rake excavate, hoe ram, or mechanically shape these slopes to obtain a neat and smooth appearance. 203.09 110 203.09 Method of Measurement. The Department will measure Excavation by the number of cubic yards (cubic meters) of material in the original position, acceptably excavated, using the average end area method. The Department will measure Emb ankment; Rock; Granular Embankment; and Granular Material, Type ___ by the number of cubic yards (cubic meters) of material in the final position, acceptably placed, using the average end area method. Measurement will include overbreakage or slides not att ributable to carelessness of the Contractor, embankment settlement caused by soft embankment foundation, unsuitable materials excavated and removed to obtain proper stability in cut sections and in foundation areas for fill sections. The Department may use three -dimensional measurements where it is impractical to measure material by the cross section method due to the erratic location of isolated deposits. The Department will not measure excavation or embankment outside plan limits. The Department will meas ure Borrow by the cubic yard (cubic meter) or ton (metric ton) as specified in the Contract Documents. The Contract Documents will specify borrow only when the measurement of the material in its final location by volume is impractical. For example, this wo uld apply when the borrow material is to be placed in locations that are under water or in locations with extremely soft foundations. In addition, the Department may specify borrow when additional material is needed and when Item 209 is specified. In this case, the Department will pay for borrow under 209 Borrow. The Department will measure the volume of borrow material in a natural formation either by the average end area method or by weight. Where measurement is by the average end area, the Department wil l take cross sections after the surface has been cleared and scalped and again after the borrow area excavation has been completed. The cross sections determine the volume for payment. Where the total weight is measured and converted to volume, the Departm ent will determine material density in pounds per cubic yard (kilograms per cubic meters) in its original position by a series of representative field measurements made after clearing and scalping have been performed, and as the excavation exposes the borrow material. Weigh the acceptable material, minus excess moisture, excavated from the borrow area for incorporation into the embankment, and furnish the Department with load slips. The Department will determine the cubic yards (cubic meters) for payment by dividing the total weight of the borrow material by the average weight per cubic yard (cubic meter) of the undisturbed material. If the moistures of the in -place borrow site density test material is not within 2 percent of the accepted delivered material, the Department will calculate volume based on the dry densities and weights. The Department will calculate the volume of borrow from sources other than natural in -place formations, such as processed slag, sand, stone or gravel, and quarry material as foll ows: Determine the material in -place compacted density in pounds 203.10 111 per cubic yard (kilograms per cubic meter). The volume paid will be the total weight of the material furnished, minus excess moisture, divided by 95 percent of the average embankment density. If the moisture content of the accepted in -place density test material is not within 2 percent of the delivered material, the Department will calculate volume based on the dry densities and weights. Where measurements show that completed embankment exists outside the plan cross sections or outside the allowable tolerances, the Department will multiply the quantity outside plan lines by a shrinkage factor to determine the quantity deducted from the measured borrow quantity. The shrinkage factor is determine d by dividing the volume or weight of the material excavated or used as borrow by the volume or weight of the material compacted in place. When the measurement is by weight, the Department will accept the material based on the freight bills and weight and volume evidence according to 109.
203.10 Basis of Payment. If the Contract does not include 201 Clearing and
Grubbing or an estimated quantity for 201 Tree Removed or 201 Stump Removed, or an estimated quantity for the pay items under Item 202, the Depart ment will not pay for this work directly but will considered it incidental to pay items under Item 203. The Department will not pay for additional wasting cost of material excavated in the work that was wasted instead of being dried as detailed in 203.03.H . If the Contractor elects to use PCS, the Department will not pay for additional work necessary to comply with the requirements specified in 203.03.J. If during excavation the Contractor encounters remains of prehistoric archaeological sites, historical a rchaeological sites, or human remains, the Department will pay for such excavation according to 109.05. If during excavation the Contractor encounters hazardous material or waste, the Department will pay according to 109.05. If necessary during the constru ction in 203.03.H, 203.04.A, or 203.07.A, the Department will not pay for removing the saturated embankment or drying the embankment. If caused by improper excavation methods, the Department will not pay for removing slides and breakages beyond the limits of the planned finished work. The Department will pay for the removal of slides and breakages beyond the limits of the planned finished work according to 109.05, when there is no Contractor fault or neglect. If caused by the lack of implementing erosion co ntrols, the Department will not pay for reshaping shoulders, slopes, and ditches damaged by erosion during construction. If caused by the Contractor’s equipment or methods, the Department will not pay for repairing or restoring damaged areas designated for salvage. When topsoil is specified, the Department will not make deductions or additions from the earthwork quantities for the topsoil. 203.10 112 The Department will not adjust earthwork quantities when the volume between two consecutive cross -sections differs by less than 5 percent from the plan quantity, unless the difference between the actual quantity and plan quantity is greater than 1000 cubic yards (1000 m³) for all pay items measured by the cubic yard (cubic meter) under Item 203, combined. For quantity dif ferences greater than 5 percent or greater than 1000 cubic yards (1000 m³), submit supporting documentation to the Engineer. However, the Department will adjust earthwork quantities for changes less than 5 percent or 1000 cubic yards (1000 m³) when the cha nge results from the following: undercutting, foundation settlement, changes to grades or slopes, and removing slides. For quantities measured for payment, the Department will use the plan cross sections, corrected for errors, as the original field cross s ections. Additional cross sections may be interpolated from the plans at points necessary to more accurately determine quantities. The Department will pay according to 109.05 for changes or extra work that increases the haul distance more than 1/2 mile (1 km) to the work detailed in the Contract Documents. The Department will pay for additional quantities that increase the haul distance 1/2 mile (1 km) or less at the unit bid price. When specified, the payment for borrow includes all work to complete the embankment construction to the cross sections shown on the plans. The Department will not make additional payment for the embankment construction of the borrow material. When borrow is not specified, all work is included in the excavation or embankment pay i tems. The Department will pay for accepted quantities at the contract prices as follows: Item Unit Description 203 Cubic Yard Excavation (Cubic Meter) 203 Cubic Yard Embankment (Cubic Meter) 203 Cubic Yard or Ton Granular Embankment (Cubic Meter or Metric Ton) 203 Cubic Yard or Ton Granular Material, Type ___ (Cubic Meter or Metric Ton) 203 Cubic Yard or Ton Borrow (Cubic Meter or Metric Ton) 203 Cubic Yard or Ton Rock (Cubic Meter or Metric Ton) 204.01 113 ITEM 204 SUBGRADE C OMPACTION AND PROO F ROLLING
204.01 Description
204.02 Materials
204.03 Compaction of the Subgrade
204.04 Unstable Subgrade
204.05 Rock, Shale, or Coal Subgrade
204.06 Proof Rolling
204.07 Spreading and Placing of Materials
204.08 Method of Measurement
204.09 Basis of Paymen t
204.01 Description. This work consists of preparing suitable subgrade material
by drying, compacting, proof rolling, and grading. This work also consists of removing unsuitable subgrade material and constructing new embankment to the limits shown on the plans. The contract documents provide the anticipated amount of excavation for unsuitable subgrade material which includes unsuitable soil, rock, shale, and coal in the subgrade, and for unstable subgrade material. Use removed or excavated materials in the Work when the mate rial conforms to the specifications; if not, then recycle or dispose of the material according to 105.16 and 105.17.
204.02 Materials. Furnish suitable material conforming to 203.02.R, 203.03,
and 703.16, except use soils in the top 12 inches (300 mm) of the subgrade that have a maximum dry density of at least 100 pounds per cubic foot (1600 kg/m³). Furnish material that conforms to 703.16.B or 703.16.C when Granular Embankment is specified. Furnish material that conforms to 703.16.C when Granular Materia l, Type ___ is specified, except do not use RPCC, EAF slag, or BOF slag. Do not use Granular Material Type D, E, or F in the location where underdrains are to be constructed. Furnish geotextile fabric that conforms to 712.09, Type D . Furnish geogrid that conforms to 712.15.
204.03 Compaction of the Subgrade. Compact subgrade materials that have a
maximum dry density of 100 to 105 pounds per cubic foot (1600 to 1680 kg/m³) to not less than 102 percent of maximum dry density. Compact all other subgrade materials to not less than 100 percent of maximum dry density. Determine the maximum dry density using AASHTO T 99, AASHTO T 272, or test section method described in Supplement 1015, according to the Engineer. Unless otherwise specified in the Contract Docu ments, the Engineer will perform all compaction tests according to Supplement 1015. The Department may check for compaction before or after the fine grading operation. If needed for compaction acceptance, use the test section method as follows:
A.Use a m inimum of eight passes with a steel drum roller having a minimum effective weight of 10 tons (9 metric tons). 204.04 114 B. Use 98 percent of the test section maximum dry density for acceptance of the production subgrade compaction.
C.Use at least the same number of passes and compactive effort used to construct the test section for the production subgrade compaction.
D.Construct a new test section when the subgrade material, supporting foundation or embankment material changes.
E.Reduce the moisture content if the material becomes unstable. The Engineer may reduce the minimum number of passes if the passes are detrimental to compaction. Use the moisture controls specified in 203.07.A. Compact the subgrade under pavements to a depth of 12 inches (300 mm) below the subgrade surface and 18 inches (450 mm) beyond the edge of the surface of the pavement, paved shoulders, or paved medians. Compact all subgrades under paved driveways, paved mailbox turnouts, curbs and gutters to a depth of 12 inches (300 mm) below the su bgrade surface. Maintain and drain the subgrade according to 203.04.A.
204.04 Unstable Subgrade. If satisfactory subgrade stability cannot be
obtained by moisture control and compaction according to 204.03, the Engineer will direct the Contractor to remov e the unstable material and to construct the replacement material to the finished grade within the tolerances specified in 203.08. Conduct the removal and replacement operations to allow the Engineer to measure the cross -sections before placing the replace ment material. Remove the unstable subgrade material to the depth determined by the Engineer or specified in the Contract Documents. Replace with suitable material according to 204.07.
204.05 Rock, Shale, or Coal Subgrade. If an aggregate base is not a p art of
the pavement design, excavate the subgrade 2 feet (0.6 m) below the final subgrade elevation where rock, shale, or coal is encountered. If an aggregate base is part of the pavement design, reduce the above 2 -foot (0.6 m) excavation depth by the thickness of the aggregate base or bases. Maintain a total excavation depth of 2 feet (0.6 m) below the bottom of the asphalt or concrete pavement. Excavate for a width of 1 foot (0.3 m) beyond the shoulders. Replace with suitable material according to 204. 07.
204.06 Proof Rolling. Test the stability and uniformity of the subgrade
compaction by proof rolling.
A.Use a proof roller conforming to the following:
1.Four heavy pneumatic tire wheels mounted on a rigid steel frame.
2.Wheels evenly spaced in one line across the width of the roller.
3.Wheels arranged so that all wheels carry approximately equal loads when operated over an uneven surface. 204.06 115 4. A maximum center -to-center spacing between adjacent wheels not exceeding 32 inches (0.8 m).
5.A body for ba llast loading capable of varying the gross load from 25 to 50 tons (23 to 45 metric tons).
6.Tires capable of operating at inflation pressures ranging from 90 to 120 pounds per square inch (620 to 830 kPa). Provide a tire pressure gage for measurement be fore use.
7.Tires filled with liquid from 90 to 95 percent by volume. Provide ballast that consist of blocks of known weight, sand bags with a weight of 100 pounds (45 kg), bags of other material of known weight, or other suitable material such that the t otal ballast weight is readily determinable at all times. Provide sufficient ballast to load equipment to a maximum gross weight of 50 tons (45 metric tons). Furnish the Engineer information verifying that the weights and tire pressures can be met.
B.After compacting the subgrade according to 204.03 and before placing overlying course, proof roll designated subgrade areas. If proof rolling is performed after the underdrains are installed, do not use the proof roller within 1 1/2 feet (450 mm) of the unde rdrains. Ensure that the subgrade moisture content at the time of proof rolling is within 2 percent of the moisture used for acceptance in 204.03. Adjust the load and tire inflation pressure as directed by the Engineer or according to the following:
1.For soils classified as A -3, A-4, A-6, or A -7-6, use a 35 -ton (32 metric tons) roller with a tire pressure of 120 pounds per square inch (820 kPa).
2.For granular soils, and soil, rock, and granular mixtures, use a 50 -ton (46 metric tons) roller with a tire pressure of 120 pounds per square inch (830 kPa).
3.When proof rolling areas where unsuitable or unstable subgrade materials have already been excavated and replaced with granular material, use the weight and tire pressure appropriate for the original sub grade material type. Measure the tire pressure in the presence of the Engineer. Operate equipment at a speed between 2 1/2 and 5 miles per hour (4 and 8 km/hr). Adjust the speed to allow the Engineer to measure the deflections, ruts, or elasticity. Make only one trip of the proof roller over any area. Offset trips to completely cover the subgrade area. Where proof rolling indicates areas of unstable subgrade, the Engineer will investigate for the source of the problem. The Contractor is responsible fo r all problems found in the materials constructed under the Contract Documents. Correct all deficiencies found. Correct the subgrade to a uniform and satisfactory stability as directed by the Engineer. After proof rolling, check the subgrade for conforma nce to the plans, and correct all surface irregularities. Shape the subgrade within the tolerances specified in 203.08. 204.07 116 204.07 Spreading and Placing of Materials . Place materials, conforming to 204.02, in 8 -inch (200 mm) loose lifts. The Engineer may in crease the lift thickness depending on the stability of the bottom of the excavation. The Engineer may increase the lift thickness up to 24 inches (600 mm) to obtain stability at the top of the lift. Doze, track, or manipulate the material to maximize th e density and stability. Once stability is achieved, compact according to 204.03.
A.Geotextile. When specified, place geotextile fabric at the bottom of the under cut or at locations designated in the Contract Documents. Place the geotextile fabric s mooth and free of tension or wrinkles. Fold or cut the geotextile fabric to conform to curves. Overlap a minimum of 18 inches (450 mm) at the ends and sides. Hold the geotextile fabric in place with pins or staples. End dump the suitable material on the geotextile fabric. Do not operate the equipment directly on the geotextile fabric. Unless stated otherwise, spread the end dumped material and maintain a minimum lift thickness of 12 inches (300 mm). When granular material Type E is specified or allowed , use a geotextile fabric on the top, bottom and around the Type E granular material to prevent piping of material into the Type E granular material. The Engineer may use granular material Type E when excess water is at the bottom of the under cut.
B.Geogrid. When specified, place geogrid at the bottom of the undercut or at locations designated in the Contract Documents. The geogrid may be attached to the underlying geotextile fabric when both materials are placed at the bottom of the excavation . Roll out the geogrid longitudinally along the roadway, in line with the placement of the granular fill. Do not drag the geogrid across the subgrade. Place the geogrid smooth and free of wrinkles. Hold the geogrid in place with pins, staples, sandbags or pil es of granular material to prevent movement during granular fill placement. . Cut the geogrid to conform to curves. Folding over the excess portion of the geogrid into the fill may be used as an alternative to cutting, if acceptable to the Engineer. Maintain the vertical position of the geogrid at the specified depth. Overlap geogrid a minimum of 2.0 feet (0.6 m) at the ends and sides. Overlap geogrid 3.0 feet (0.9 m) in all directions if foot traffic causes movement of the subgrade. Place the begi nning of each new roll beneath the previous roll to prevent the advancing fill from lifting the geogrid. Stagger end overlaps at least 10 feet (3.0
m.from other end overlaps in adjacent rolls or consecutive layers. Place the granular material as specified in the Contract Documents. Cover the geogrid with material within three calendar days after placement. Place, spread, and compact the granular material in a manner that prevents the development of wrinkles or movement of the geogrid. Keep the geogrid taut during the placement of the initial lift. End dump granular material on the geogrid. Do not operate construction equipment directly on the geogrid. Place the end dumped material along the roadway centerline and spread outward to the road way edges. Unless stated otherwise, maintain a minimum lift thickness of 12 inches (300 mm) for the lift 204.08 117 immediately above the geogrid. Do not turn equipment or brake suddenly on the first lift of material over the geogrid. Fill in any ruts that form d uring construction by adding material. Do not cut down the fill between the ruts. If rut depths exceed 3 inches (75 mm), reduce the size, weight, or both of the equipment. The Engineer may increase the lift thickness to obtain stability at the top of th e lift. The Engineer may waive density requirements for the first lift if the subgrade is too soft to support compaction equipment. Patch damaged geogrid. Place a geogrid patch that extends at least 3.0 feet (0.9 m) beyond the damaged area in all direc tions. If the damaged portion is larger than 50 percent of the roll width, cut across the entire width of the roll to remove the damaged portion and overlap the cut ends. Replace or repair damaged geogrids at no expense to the Department.
204.08 Method o f Measurement. The Department will measure Subgrade
Compaction by the number of square yards (square meters) computed from the profile grade and typical sections and actually compacted. The Department will measure 18 inches (450 mm) beyond the edge of th e pavement surface, paved shoulders, and paved medians. The Department will measure the surface area of the paved driveways, paved mailbox turnouts, curb, and gutter. The Department will measure Proof Rolling by the number of hours accepted. The Departme nt will not measure idle time for repairs, servicing, loading and unloading ballast, adjusting tire pressure, bad weather, wet subgrade, usage at times and at locations other than Department directed, and stand -by time to be available when next needed or o ther cause for stand -by time. The Department will measure Excavation of Subgrade; Embankment; Granular Embankment; and Granular Material, Type according to 203.09. All excavation is unclassified. The Department will measure Geotextile Fabric by the nu mber square yards (square meters) of surface area of geotextile fabric placed. The Department will not include overlaps in the measurement . The Department will measure the quantity of Geogrid by the number of square yards (square meters) of subgrade covered by the geogrid. The Department will not include overlaps in the measurement.
204.09 Basis of Payment. The Department will pay according to 109.05 for
changes or extra work that increases the haul distance more than a 1 /2 mile (1 km) to the work detailed in the Contract Documents. The Department will pay for additional quantities that increase the haul distance 1/2 mile (1 km) or less at the unit bid price. If unstable subgrade results from inadequate surface drainage o r lack of maintenance, as required by 203.04.A, the Department will not pay for replacing the unstable subgrade and disposing of the removed material. For problems identified in 204.06 that are the result of soils or conditions at lower elevations than the Contract work, the Department will pay for the corrections.
Source: Ohio Construction and Material Specifications, 2019 Edition. Pages 0–0 of 928.