601.01 463 600 INCIDENTALS ITEM 601 SLOPE AND C HANNEL PROTECTION
601.01 Description
601.02 Materials
601.03 General Construction
601.04 Riprap
601.05 Grouted Riprap or Rock
601.06 Crushed Aggregate Slope Protection
601.07 Concrete Slope Protection
601.08 Dumped Rock Fill
601.09 Rock Channel Protection
601.10 Detention Basin Filter, Infiltration Basin Filter, Infiltration
Trench Filter or Bioretention Cell
601.11 Paved Gutter
601.12 Tied Concrete Block Mat
601.13 Articulating Concrete Block Revetment System
601.14 Method of Measurement
601.15 Basis of Payment
601.01 Description. This work consists of the excavation for and the
construction of gutters, riprap, concrete, grouted items, tied concrete block mats, articulating concrete block revetment systems, crushed aggregate, or rock items for protecting slopes and channels. Use removed or excavated materials in the Work when the material conforms to the specifications; if not, then recycle or dispose of the material according to 105.16 and 105.17.
601.02 Materials. Furnish materials conforming to:
Curing ................................ .............. 451 or 705.07 Type 1 Concrete, Class QC-Misc ................................ .... 499, 511 Water for grout ................................ ....................... 499.02 Reinforcing steel. ................................ .................... 509.02 Cement for grout ................................ .......................... 701 Structural Backfill Type 3 ................................ ....... 703.11 Sand for grout. ................................ ........................ 703.03 Rock and Aggregate Materials ................................ 703.19 Coarse Aggregate ................................ .................... 703.20 Brick and blocks ................................ .......................... 704 Preformed expansion joint ................................ ...... 705.03 Joint sealer ................................ .............................. 705.04 Geotextile Fabric , Type B ................................ ....... 712.09 Provide steel Geotextile Fabric securing pins with washers for securing Geotextile Fabric . Use a steel washer having an outside diameter not less than 1 1/2 inches (38 mm). Use securing pins at least 18 inches (0.5 m) long and at least 3/16 inch (5 mm) in diameter that are pointed at one end and fabricated with a head to retain the steel washer. 601.03 464 Ensure tied concrete block mats and articulating concrete block revetment systems are held together by galvanized steel wire, HDPE mesh, or stainless steel wire.
601.03 General Construction. Cure gutters, concrete slope protection, and
grouted riprap according to Item 451, except apply all the membrane cures at the rate of not less than 1 gallon per 200 square feet (1 L/5 m²) o f surface. Mix and place all concrete according to Item 511. Finish to produce a sandy texture.
601.04 Riprap. Construct riprap according to one of the following four
alternatives unless specifically itemized in the Contract. The Contractor may elect to us e a different alternative at each location on the project.
A.Type A - Provide Flat Stones or Broken Concrete. Ensure that individual pieces are roughly rectangular in cross -section with a minimum volume of 1/3 cubic foot (0.01 m³) and a minimum thickness of 3 inches (75 mm). Place individual pieces by hand in courses and so that the pieces overlap the joints in the course below. Place riprap with the flat surfaces roughly perpendicular to the slope and in contact with the courses immediately below and abov e. Fill spaces between larger pieces with spalls that are rammed into place to present an even and tight surface, pleasing in appearance and varying not more than 3 inches (75 mm) from that shown on the plans. When required by the plans, fill riprap with g rout. Compact the backing as riprap construction progresses. Ensure that the thickness of the riprap, measured perpendicular to the slope, is not flatter than 9 inches (230 mm) and averages not flatter than 12 inches (0.3 m).
B.Type B - Provide Articulating Concrete Block Revetment System . Ensure articulating concrete block revetment conform to 712. 13. Install according to the manufacturer’s recommendations.
C.Type C - Construct Concrete Riprap Using Cloth or Burlap Bags. After soaking the bags with water, fill them with approximately 2/3 cubic foot (0.02 m³) of concrete and place the bags by hand to the limits on the plans. Provide bags with approximate dimensions of 6 12 16 inches (150 300 400 mm). Stack the bags on the slope to ensure a minimum of 1/3 cubic yard (0.3 m³) of concrete for each square yard (square meter) of riprap in place as measured along the slope. Tie the open end of each bag and fold the tie under the bag. Place each tie or fold so that it overlaps the joint in the lower layer. After placing, pierce each bag in the lower layer to allow some concrete to flow out and bond with the top overlying layer. Stretchers are bags placed with the long length parallel to the streambed flow. Headers are bags placed with the long length perpendicular to the streambed flow. A layer runs horizontally at approximately the same elevation perpendicular to the protected slope grade. 601.05 465 If the slope is 1.5:1 or steeper, make the bottom layer with two bags laid as stretchers. Place the next overlying layer as a header. Place the rest of the overlying upslope layers as stretchers. If the slope is flatter than 1.5:1, make the bottom layer with two bags as stretchers. Place all remaining layers as headers. Push or drive No. 4 (No. 13M) reinforcing bars approximately 18 inches (0.5
m.long and spaced approximately 12 inches (0.3 m) apart through the top three layers. When required by the plans, fill voids with grout.
D.Type D - Construct a 6 -inch (150 mm) Reinforced Concrete Slab. Reinforce the slab approximately midway between the top and bottom of the slab with steel bars or fabri cated reinforcement equivalent to No. 3 (No. 10M) round bars, spaced at 24 inch (0.6 m) centers in two directions, or wire fabric according to the standard construction drawing for pavement reinforcing. The Contractor may use formed construction joints. Extend reinforcement through all formed construction joints. Include cutoff walls as shown on the plans in the unit price bid for reinforced concrete slab.
601.05 Grouted Riprap or Rock. When specified, grout in place riprap cloth
bags, riprap burlap bags, flat stones, precast blocks, broken concrete, rock, or tied concrete block mats. Make the grout by mixing one part portland cement, three parts sand, and enough water to allow the grout to flow into the joints and cracks. Prepare the grout in a mixing machine of an approved design and equipped with an accurate graduated regulating device for controlling the amount of water in each batch. Accurately measure and proportion the quantities for each batch, and ensure that the quantities are exactly sufficien t for one or more sacks of cement. Immediately before applying grout, thoroughly wet all surfaces. Place the grout, filling all the joints or voids. Do not add water to the grout after it has been placed.
601.06 Crushed Aggregate Slope Protection. Furnish material conforming to
703.19 Place the material on the Geotextile Fabric so that the surface is flush with
the embankment slopes. Use a thickness of 12 inches (300 mm) unless a different thickness is specified. Extend the aggregate from the face of the a butments down to the toe of the slope or to normal water elevation, and a minimum of 3 feet (1 m) beyond the outer edges of the superstructures or as shown on the plans.
601.07 Concrete Slope Protection. Construct a concrete slab, 6 inches (150
mm) thick, extending over the embankment area under a bridge from the face of the abutment down to the toe of the slope and extending a minimum of 3 feet (1 m) beyond the outer edges of the superstructure or as shown on the plans. Thicken the bottom 3 feet (1 m) of t he concrete slab from 6 to 18 inches (150 to 460 mm) to provide resistance to sliding. Where pier columns extend through the slab, place 1 inch (25 mm) preformed expansion joint material around the columns and for the full thickness of the slab. Divide th e surface into an equally spaced block grid pattern at approximately 4 to 5 foot (1.2 to 1.5 m) intervals. Make the block grid pattern with one direction horizontally at a constant elevation or as directed by the Engineer, and the other direction parallel to the superstructure centerline, skewed, or as directed by the 601.08 466 Engineer. Saw or form the block grid pattern to make joints at a depth of not less than one -fourth the thickness of the slab and approximately 1/8 inch (3 mm) wide.
601.08 Dumped Rock Fill. Furnish material conforming to 703.19. Dump
larger pieces at the outer face and smaller pieces in the inner surface of the protected area. Ensure a reasonably smooth and continuous surface conforming to the slope lines shown on the plans. Avoid concentratio n of fines and small pieces at any location in the completed dumped rock fill material. When required by the plans fill all voids with grout.
601.09 Rock Channel Protection. Furnish material conforming to 703.19.
When specified with a filter, provide a fil ter consisting of Geotextile Fabric or a 6 - inch (150 mm) bed of aggregate conforming to 703.19. When placing rock, exercise reasonable care to ensure that the finished surface of the protected channel conforms to the channel cross -sections shown on the pla ns. If Geotextile Fabric is used, prepare the surface to receive the fabric to a relatively smooth surface, free of obstruction and debris. With the long dimension parallel to the flow direction, loosely place the fabric without wrinkles and creases. Where joints are necessary, provide a 12 inch (0.3 m) minimum overlap, with the upstream strip overlapping the downstream strip. Place securing pins with washers at a minimum distance apart of 2 feet (0.6 m) along the joints and at a minimum distance apart of 5 feet (1.5 m) everywhere else. When required by the plans fill all voids with grout.
601.10 Detention Basin Filter , Infiltration Basin Filter , Infiltration Trench
Filter or Bioretention Cell . For Infiltration Basin Filter furnish course aggregate No. 5 7 or 67 conforming to 703.20. Use a thickness of 6 inches (150 mm) unless a different thickness is specified. Place the material on the geotextile fabric so that the surface is flush with the elevation as specified. Prepare the surface to receive the geote xtile fabric to a relatively smooth surface, free of obstruction and debris. With the long dimension parallel to the flow direction, loosely place the geotextile fabric without wrinkles and creases. Where joints are necessary, provide a 12 inch (0.3 m) minimum overlap, with the upstream strip overlapping the downstream strip. Place securing pins with washers at a minimum distance apart of 2 feet (0.6 m) along the joints and at a minimum distance apart of 5 feet (1.5 m) everywhere else. For Infiltration Trench Filter furnish course aggregate No. 1 or 2 conforming to
703.20 Place infiltration trench aggregate No. 1 or 2 on the geotextile fabric at the
thickness specified. Prepare the surface to receive the geotextile fabric to be relatively smooth, free o f obstruction and debris. With the long dimension parallel to the flow direction, loosely place the fabric without wrinkles and creases. Where joints are necessary, provide a 12 -inch (0.3 m) minimum overlap, with the upstream strip overlapping the downst ream strip. Place securing pins with washers at a minimum distance apart of 2 feet (0.6 m) along the joints and at a minimum distance apart of 5 feet (1.5 m) everywhere else. For Bioretention Cell furnish material as specified at the thickness specified.
601.11 Paved Gutter. Mix and place concrete paved gutters according to Items
499 and 511 and to the dimensions and shape shown on the plans or the standard construction drawing. 601.12 467 When gutter constructed under this item is to be tied to an existing concrete base, pavement, or other rigid structure, match the type and location of the joints in the gutter with those in the adjoining pavement. When gutter constructed under this item is not tied to an existing concrete base, form impressed joints using a device o r bar shaped to the gutter cross -section. Make the impression before initial setting of the newly placed concrete. Remove the device or bar as soon as the concrete is in such condition to retain its shape when the bar or device is removed. Form an impresse d joint that is 3/8 inch (10 mm) wide at the surface; 1/4 inch (6 mm) wide at the bottom; and a depth equal to one -third the thickness of the concrete. Edge the joints to a radius not greater than 1/4 inch (6 mm). Until the filler is placed, protect the jo int from dirt or foreign matter. Fill the impressed joints in such a manner to confine the material to the joint and in no way mar the surface. Compact the subgrade for all paved gutters according to 204.03. When required by the plans fill all voids with g rout.
601.12 Tied Concrete Block Mat. When specified, use Tied Concrete Block
Mat Type (_)_ conformi ng to 712.12 as shown on the plans. Place directly on the Geotextile Fabric . Install per the manufacturer’s recommendation.
601.13 Articulating Concrete Block Revetment System. When specified, use
Articulating Concrete Block Revetment System Type ( )_conforming to 712.13 as shown on the plans. Install per the manufacturer’s recommendation.
601.14 Method of Measurement. The Department will measure Riprap,
Articulating Concrete Block Revetment System, Crushed Aggregate Slope Protection, Concrete Slope Protection, and Tied Concrete Block Mats by the square yard (square meter) of the finished surface completed and accepted in place, with or without grout. The Department will measure Dump ed Rock Fill and Rock Channel Protection (with or without filter), by the cubic yard (cubic meter), completed and accepted in place according to the dimensions shown on the plans, excluding rock filter, with or without grout. The Department may determine q uantities by volume in the vehicle or by a job conversion weight of acceptable material delivered. The Department will measure Paved Gutter by the foot (meter) completed and accepted in place.
601.15 Basis of Payment. The Department will specify with grout in the pay
item description when required. When the pay item calls out Tied Concrete Block Mat or Articulating Concrete Block Revetment System, include Geotextile Fabric material and installation in the price. The Department will pay for accepted quantities at the contract prices as follows: Item Unit Description 601 Square Yard Riprap (Square Meter) 601 Square Yard Crushed Aggregate Slope Protection (Square Meter) 602.01 468 601 Square Yard Concrete Slope Protection (Square Meter) 601 Square Yard Tied Concrete Block Mat, Type ___ (Square Meter) 601 Square Yard Articulating Concrete Block Revetment (Square Meter) System, Type___ 601 Cubic Yard Dumped Rock Fill, Type ___ (Cubic Meter) 601 Cubic Yard Rock Channel Protection, (Cubic Met er) Type ___ with Filter 601 Cubic Yard Rock Channel Protection, (Cubic Meter) Type ___ without Filter 601 Cubic Yard Rock Channel Protection, (Cubic Meter) Type ___ with Aggregate Filter 601 Square Yard Detention Basin Filter (Square Meter) 601 Square Yard Infiltration Basin Filter (Square Meter) 601 Square Yard Infiltration Trench Filter (Square Meter) 601 Cubic Yard Bioretention Cell (Cubic Meter) 601 Foot (Meter) Paved Gutter ITEM 602 MASONRY
602.01 Description
602.02 Materials
602.03 Construction Requirements
602.04 Method of Measurement
602.05 Basis of Payment
602.01 Description. This work consists of constructing headwalls, pipe cradles,
collars, and other brick and masonry units of the types and sizes specified. Use removed or excavated materials in the Work when the material conforms to the specifications; if not, then recycle or dispose of the material according to 105.16 and 105.17.
602.02 Materials. Furnish materials conforming to:
Backfill ................................ ................................ ........ 203 Concrete, Class QC1 ................................ ...... 499 and 511 Water for grout and mortar ................................ ..... 499.02 Reinforcing steel ................................ .................... 509.02 Cement for mortar ......................... 701.01 through 701.07 Sand for mortar ................................ ...................... 703.03 Granular base ......... Granular material, Type B, 703.16.C Brick and masonry units ................ 704.01, 704.02, 704.03 Nonshrink mortar ................................ ................... 705.22 Lime for mortar. ................................ ..................... 712.04 602.03
602.03 Construction Requirements. Construct the designated items as shown
on the plans.
A.Excavate to dimensions that provide ample room for construction. Remove obstructions as necessary to perform this work. Protect the sides of al l excavations from caving by providing suitable sheeting, shoring, and bracing. Use excavation methods that do not disturb the original material below the bottom of footers or below the additional 6 inches (150 mm) required for precast structures. If the m aterial found at the bottom of the headwall or below the additional 6 inches (150 mm) required for precast structures is not suitable for a foundation, excavate to further depth to provide a suitable foundation. Backfill the void left by the additional exc avation with granular base. The Department will pay for this additional work according to 109.05. Backfilling shall follow completion of the work as closely as the construction will allow. Backfill with granular base or soil. Place backfill in 6 -inch (150 mm) loose lifts.
B.Compaction requirements are according to Item 203 except for the following: Four passes per lift with additional passes as required until 95 percent compaction is reached. Use compaction equipment with a minimum total weight of, or mini mum centrifugal force of, 1 ton (0.9 metric ton). Supply the manufacturer’s specifications for this equipment to verify these requirements.
C.Cast-in-place structures are headwalls, wingwalls, pipe cradles, collars, and other units. Construct cast -in-place structures according to the corresponding Standard Construction Drawing using methods specified in Items 499, 511, and 509.
D.Precast structures for half height headwalls are for circular conduits up to a maximum of 78 inches ( 1980mm) and elliptical and pipe arch conduits up to a maximum 78 inches ( 1980 mm ) round equivalent. The shop drawings are kept on file at the certified precast facility per Supplemental 1073. Construct elliptical and pipe arch half height headwalls from templates of the actual conduit being supplied to the project to ensure the opening is outside diameter plus one inch. Ensure the precast structures and their shop drawings conform to the following additional requirements :
1.All manufacturers are pre -approved according to Supplement 1073.
2.All reinforcing steel will be epoxy coated.
3.All HW -2.1 SCD require wire insert details.
4.Attachment detail for metal or plastic conduit conforming to SCD HW2.1.
5.Non-corrosive lifting devices.
6.Maximum opening is conduit outside diameter plus 1 inch (25 mm) for each conduit material type. 602.03 470 7. All openings to be filled with nonshrink mortar including all lifting device voids.
8.Changes in pre -approved drawings are the same as non pre -approved drawings.
9.Detail how the 6 inch (150 mm) extension is treated if required.
10.Fill the void between the precast half height headwall and the conduit by using nonshrink mortar.
11.Apply marking, either stamped or painted, to the headwall to ensure each headwall s ize is matched to the proper conduit size and material type.
E.Pre-cast structures for wingwalls and headwalls for use with Items 706.05, 706.051, 706.052 and 706.053. Pre-cast wingwalls and headwalls do not include the wall footing or cutoff wall. The cutoff wall is the portion of the footing that extends below the footing beyond the expected scour depth, or to a scour -resistant material. Provide pre -cast wingwall and headwalls as alternatives when allowed by the Contract Documents. Provide the pre -cast wingwalls and headwalls using the following criteria:
1.Select fabricators that are prequalified and evaluated by the Office of Materials Management (OMM) according to Supplem ent 1073 and listed by the Department before the Contract Letting Date.
2.Provide pre -cast headwalls and wingwalls that have the same height and length dimensions as shown in the Plans.
3.The footing and cutoff wall shall be cast -in-place concrete conf orming to the dimensions shown in the Plans. No deviation of the cutoff wall is allowed. Minor deviations of the footing to allow placement of the pre -cast sections shall be in accordance with 602.03.E. 7.d.ii.
4.All reinforcing steel shall be epoxy coa ted according to 509 .
5.Do not use an adhesive anchor loaded under sustained tension force. Wall anchorage dowels for shear applications shall be epoxy coated reinforcement, 509 .02 and 709.00. Install dowels according to 510 using non - shrink, non -metallic grout.
6.Design pre -cast wingwalls and headwalls in accordance with the most current edition of the AASHTO LRFD Bridge Design Specifications available on the date of the Department’s Award of Contract. Provide design calculations to the Engineer with the submittal of the Engineered Drawings.
7.Provide Engineered Drawings for each culvert location in accordance with
501.05 with the following exception: Schedule the Engineering Drawing meeting to
be held 30 days or less after submitting the pre -cast drawings to the Engineer and District Office of Planning and Engineering. Engineered Drawings shall be on 11” 602.03 471 x 17” sheets in pdf (portable document format). The Engineered Drawings for the pre-cast wingwalls and headwalls shall include the following information:
a.Plan view of conduit and wingwalls s howing:
i.North arrow ii. Centerline of construction, centerline of conduit, intersecting station and skew angle, direction of flow, centerline of waterway, angle of waterway centerline to wingwall/headway exterior face iii. Length and width of conduit wi th respect to centerline of construction iv. Length and deflection angle of each wingwall and location of each pre -cast wingwall segment.
b.General notes addressing:
i.Design data for delivered materials. ii. Design specifications. iii. Installation pl an detailing the sequence of construction and placement of all backfill materials. iv. All additional applicable construction and material specifications required to fabricate, ship, construct and backfill the pre -cast wingwalls and headwalls. Provide refe rences to the ODOT C&MS where applicable.
c.Estimated quantities for items in the Plans other than wingwalls and headwalls that deviate from the Plan quantity. This may be omitted if no deviations exist. The Department will process these quantity adjustme nts according to 104.02.
d.Footing and wingwall/headwall plan showing:
i.North arrow. ii. All dimensions and angles necessary to properly locate and define the footings. If any dimension of the wingwall and headwall footing deviates from the cast -in-place design provided in the Plans, identify, locate, design and detail all wingwall footing rei nforcing steel including the reinforcement that extends into the footing supporting the conduit. iii. Location of all section views. iv. Footing elevations and locations.
v.Reinforcing steel layout for deviations noted in 602.03.E. 7.d.ii above.
e.Wingwa ll/headwall elevation showing:
i.All dimensions and elevations necessary to properly construct the pre -cast wingwall/headwall segments. 602.03 472 ii. Locations of pre -cast segment -to-footing connections/bearing details. iii. Locations of conduit -to-wingwall/headwall connections
f.Footing and wall cross -sections showing:
i.All dimensions and details necessary to properly construct the footings and pre -cast wingwall and headwall components. ii. Reinforcing steel layout for deviations noted in 602.03.E. 7.d.ii. iii. Slope protection (if necessary) iv. Ground line, excavation limits and backfill locations
v.Pre-cast segment -to-footing connection/bearing details
g.Wall drainage details if different than the cast -in-place design provided in th e Contract.
h.Miscellaneous details necessary to properly construct the footings, wingwalls and headwalls.
i.Reinforcing steel list showing bar marks, quantities, weights, dimensions and bending diagrams for deviations noted in 602.03.E. 7.d.ii.
8.Upon D epartment acceptance of the Engineered Drawings, provide Shop Drawings as specified in the requirements below and the Contractor’s written acceptance letter to the Engineer, OMM and the District Office of Planning and Engineering at least 7 Days before fab rication begins. Have competent individuals prepare and check the Shop Drawings. The preparer(s) and checker(s ) shall initial each sheet and shall be different individuals. Provide, on the cover sheet or submittal letter, the first name, last name and initials of each preparer and checker performing work on the Shop Drawings . Have an Ohio Registered Engineer sign, seal and date the shop drawing cover sheet or submittal letter according to ORC 4733 and OAC 4733 -35 confirming that the Shop Drawings meet the intent of the contract. If multiple preparers or multiple checkers created the drawing, then the cover sheet or submittal letter shall clearly indicated the portions for which each person is responsible. Have all questions and comments addressed before submitting the Shop Drawings. The Contractor’s written acceptance letter shall document acceptance of the Shop Drawings including conf irmation of field verification, as required, and descriptions of issues resolved between the Contractor, the fabricator, or the Department. Department acceptance is not required. By accepting these Shop Drawings, the Contractor represents to the Depa rtment that all dimensions and elevations of existing conditions shown on the plans have been field measured and verified, and that these Shop Drawings comply with all the materials requirements, construction requirements, contract requirements, and perfor mance criteria. The Contractor further represents that these drawings have been coordinated and verified with the details of the work to be performed by other fabricators and entities on the project. The Department will not 602.03 473 make any allowance for additiona l cost or delays to the Contractor for incorrect fabrication as a result of failure to coordinate or perform this acceptance. If the Department requests changes to these Shop Drawings, or the Contractor makes changes in addition to those expressly r equested, revise the Shop Drawings and submit a new cover sheet, signed, sealed and dated by an Ohio Registered Engineer with suitable revision marks to identify the changes. Shop Drawing requirements:
a.Provide a separate Shop Drawing for each culvert location.
b.Provide Shop Drawings on 11” x 17” sheets in pdf (portable document format).
c.Show:
i.All dimensions. ii. Inlet and outlet. iii. North arrow. iv. Roadway centerline stationing.
v.All constr uction phases. vi. Pre-cast piece labels vii. Holes for conduits, framed with diagonal reinforcing on both faces. viii. Reinforcing Lap lengths ix. Material strengths
x.Weep holes locations xi. Lifting device locations.
d.Label:
i.Project Numbe r ii. Project Identification Number ( PID) iii. County Route Section of the structure iv. Stream Name as show on plans
v.Structure File Number (SFN) or Culvert File Number (CFN) as shown on the plans vi. Fabrication facility where units are to be cast
9.Galvanize all connection hardware according to 711.02. 602.03 474 10. Fabricate pre -cast concrete wingwalls and headwalls to the dimensions listed in the Shop Drawings using the construction tolerances listed in Table 602.03 - 1: TABLE 602.03 -1 Description Tolerance Wall height (vertical dimension) ± 1-in Wall length (horizontal dimension) ± 1-in Wall thickness (horizontal dimension perpendicular to wall face) ± 1/8 -in Squareness (difference between two diagonals) ± 1/4 -in Reinforcing steel cover (2 -in nominal) ± 1/2 -in Position of reinforcing steel ± 1/8 -in Surface defect (size of surface defect measured over a length of 5 ft) Smooth formed finish ± 1/8 -in Textured finish ± 5/16 -in Weep hole locations ± 1-in
11.Provide non -corrosive lifting devices.
12.Fill all openings including all lifting holes voids with non -shrink mortar conforming to 705.22.
13.The Department will consider delivered pre -cast material as defective with any of the items listed below. The Department will consider Corrective Work in accordance with 501.05.C.
a.Cracks greater than 0.007 -in.
b.Honeycombs or open texture.
c.Damage from shipping and handling.
d.Pre-cast components outside of the tolerances provided in Table
602.03 1.
e.Evidence of non -conformance w ith material requirements.
14.Construct walls to the following tolerances: TABLE 602.03 -2 Description Tolerance Top elevation deviation from Engineered Drawing ± 1-in Bottom elevation deviation from Engineered Drawing ± 1/8 -in Maximum deviation from plumb ± 1/2 -in Joint width between adjacent wall panels ± 3/8 -in Maximum offset in alignment of matching panel faces ± 3/8 -in 602.04 475 F. Masonry units structures are headwalls, pipe cradles, collars, and other units. Thoroughly wet masonry units before layin g the mortar. Lay masonry units with full mortar joints. Take adequate precautions to prevent the mortar from freezing. Do not set masonry units having a temperature of 40 °F (4 °C) or less with mortar until heated. When required, heat to ensure that a temperature of 50 to 80 °F (10 to 27 °C) is obtained throughout the entire masonry units. Cure the exposed surfaces of the masonry units by covering with wet burlap for 48 hours or by applying curing membrane according to Item 511. Construct the masonry un its structures according to the corresponding Standard Construction Drawing. Use one of the following mortars:
1.One part Portland cement to two parts sand by volume. The Contractor may add lime in an amount not to exceed 10 percent of the cement by weigh t
2.One part masonry cement to two parts sand by volume.
602.04 Method of Measurement. The Department will measure Brick
Masonry, Block Masonry, and Concrete Masonry by the number of cubic yards (cubic meters) calculated from dimensions shown on the plans .
602.05 Basis of Payment. When a precast structure is used, payment is based
on the number of cubic yards (cubic meters) required for the cast in place item and is considered full compensation for construction of the precast structure. The Department will pay for accepted quantities at the contract prices as follows: Item Unit Description 602 Cubic Yard Brick Masonry (Cubic Meter) 602 Cubic Yard Block Masonry (Cubic Meter) 602 Cubic Yard Concrete Masonry (Cubic Meter) ITEM 605 UNDERDRAINS
605.01 Description
605.02 Materials
605.03 Pipe Underdrains Construction
605.04 Construction Underdrains
605.05 Prefabricated Edge Underdrains
605.06 Underdrain Outlets
605.07 Aggregate Drains
605.08 Method of Measurement
605.09 Basis of Payment
605.01 Descriptio n. This work consists of constructing unclassified pipe
underdrains, shallow pipe underdrains, deep pipe underdrains, base pipe underdrains, or rock cut underdrains with or without a Geotextile Fabric , construction underdrains, prefabricated edge underdrai ns and aggregate drains. 605.02 476 Use removed or excavated materials in the Work when the material conforms to the specifications; if not, then recycle or dispose of the material according to 105.16 and 105.17.
605.02 Materials .
Concrete, Class QC-Misc ............................... 499 and 511 Reinforcing steel ................................ .................... 509.02 Geotextile Fabric , Type A ................................ ...... 712.09 Backfill unclassified pipe underdrains, shallow pipe underdrains, deep pipe underdrains, base pipe underdrains, or rock cut underdrains with or without a Geotextile Fabric , construction underdrains and aggregate drains with granular material consisting of No. 8, 9, or 89 size air -cooled blast furnace slag, limestone, or gravel. Use granular material with a maximum sodium sulfate soundness loss of 15 percent. Backfill prefabricated edge underdrains w ith granular material consisting of No. 8 size air -cooled blast furnace slag, limestone, or gravel. Use granular material with a maximum sodium sulfate soundness loss of 15 percent. For 605.02 .A through 605.02.B, use the pipe of the same size and kind list ed in the Proposal. If the kind of pipe is not specifically itemized in the Proposal, use types as listed below.
A.Pipe for 605 Rock Cut Underdrains . Corrugated polyethylene drainage tubing (perforated) ................................ ........................ 707.31 Smooth -wall polyvinyl chloride underdrain Pipe ................................ ................................ .... 707.41 Polyvinyl chloride corrugated smooth interior pipe (perforated according to 707.31) ....................... 707.42 Polyvinyl chloride solid wall pipe (perforated according to 707.31) ....................... 707.45
B.Pipe for 605 Unclassified Pipe Underdrains, Shallow Pipe Underdrains, Deep Pipe Underdrains, Base Pipe Underdrains Perforated concrete pipe ................................ ......... 706.06 Concrete drain tile, extra quality ............................ 706.07 Perforated vitrified clay pipe ................................ .. 706.08 Clay drain tile, extra quality ................................ ... 706.09 Corrugated steel underdrains, Type III ................... 707.01 Corrugated poly ethylene drainage tubing, (perforated) ............................. 707.31 Polyvinyl chloride plastic pipe ............................... 707.41 Corrugated aluminum alloy pipe and underdrains, Type III ................................ ......... 707.21
C.Pipe for 605 Construction Underdrains 6 inch (150 mm) Corrugated polyethylene drainage tubing (perforated) ................................ ............. 707.31 605.03 477 D. Pipe for 605 Prefabricated Edge Underdrains . Use pipe conforming to 712.10.
605.03 Pipe Underdrains Construction . Construct underdrains as follows:
A.Excavation . Excavate trenches to such dimensions allowing ample room for construction. Construct the trench width to at least 14 inches (350 mm) for 6 -inch (150 mm) diameter underdrains, and to at least 10 inches (250 mm) for 4 -inch (100 mm) diameter underdrains. Excavate the trench walls as vertical as possible, and excavate b ell holes to allow proper placing of the underdrain. Remove obstructions encountered while excavating for the underdrains. Excavate trenches measured vertically from the subgrade to the bottom of the trench at a depth of 18 inches (450 mm) for base pipe un derdrains, 30 inches (760 mm) for shallow pipe underdrains, and 50 inches (1270 mm) for deep pipe underdrains unless otherwise specified in the plans. Furnish a depth of 30 inches (760 mm) for construction underdrains unless otherwise specified in the plan s. Excavate trenches for unclassified pipe underdrains to the depth specified in the plans. Excavate trenches to a depth of 6 inches (150 mm) below the rock, shale or coal depth required in 204.05 for Rock Cut underdrains unless otherwise specified in the plans. If underdrains are to be placed within or beneath an embankment, construct the embankment to the elevation of the top of the subgrade before trenching for the underdrain. If fabric is specified, line the underdrain trench with Geotextile Fabric . Place the Geotextile Fabric to completely surround the granular material. Overlap the Geotextile Fabric at the top of the trench. Match the overlap to the trench width. At other seams, overlap Geotextile Fabric a minimum of 12 inches (0.3 m).
B.Laying Underd rain. Lay the underdrain true to line and grade with close fitting joints. Place the underdrain in the center of the trench . Use locking bands or smooth sleeve type couplers matching the underdrain material type to join 707.01, 707.31, 707.41, and 707.21. When bell and spigot underdrain is used, lay it with the bell end facing up grade. Set the underdrain on a solid bed shaped to fit the underdrain throughout its entire length. Make all necessary connections with branches, wyes, tees, transitions, and bend s that match the underdrain material type. Close the upper ends of underdrains with suitable plugs. Lay perforated underdrain so that the perforations are in the bottom half of the underdrain.
C.Backfilling. Inspect the underdrains before placing any gran ular material. Place the granular material for the full width of the trench around the underdrain, and extend it to the bottom of the pavement or base as shown on the plans. If underdrains are placed outside of the pavement or base area, extend the granula r material to within 4 inches (100 mm) of the finished grade. Fill the remaining depth of the trench with 203 embankment material. 605.04 478 D. Protection. Place the pavement over the underdrain trench within 90 days after placing the trench backfill. If the trench remains open for longer than 90 days, remove and replace backfill contaminated by soil.
605.04 Construction Underdrains . Construct construction underdrains as
follows:
A.Excavation. Construct the trench width to at least 10 inches (250 mm) with a minimum of 2 inches (50 mm) on each side of the underdrain. Excavate the bottom of the trench to allow proper placing of the underdrain. Remove obstructions encountered while excavating for the underdrains.
B.Trench Depth and Backfill. Construct the trench depth to that shown on the plans or 30 inches (750 mm). Backfill the trench with granular material for the full width of the trench and to the full height of the trench.
C.Outlet. Outlet the construction underdrains as possible into the ditch or drainage struct ures. There is no change in pipe types for the outlet.
D.Removal. Construction underdrains are not to be removed at any time. If the construction practice used requires the construction underdrains to be removed then install replacements as soon as possible.
605.05 Prefabricated Edge Underdrains . Install the prefabricated edge
underdrains against the outside wall of a 4 inch (100 mm) trench, and backfill the trench adjacent to the pavement with granular material. Place the granular material in one o r more lifts with a vibratory compactor run over the final lift to compact the granular material before placing the asphalt plug. Place the first layer of the granular material simultaneously with the trenching operation to hold the edge underdrains flush against the trench wall. Splice the prefabricated edge underdrains as required before placing in the trench, using material furnished by the manufacturer and according to the manufacturer’s directions. Require the manufacturer to furnish all material requi red for the splices, and furnish any equipment required for splicing. Construct splices to prevent separation of adjoining sections of the prefabricated edge underdrain panels.
605.06 Underdrain Outlets . Construct pipe outlets concurrently with
underdrains . Provide all outlets on the slope with a precast reinforced concrete outlet according to Item 611 and a tied concrete block mat Type 1 grouted according to 601.12. Construct the underdrains outlets according to Item 611 using outlet fittings. Require the manufacturer to supply outlet fittings that transition between the underdrains and the outlet pipe. Provide smooth -lined or corrugated outlet fittings. Have the underdrains and outlets on fractured slab projects, such as crack and seat, rubblized, or break and seat projects, in place and functional before fracturing the existing pavement. Mark all underdrain outlets with a wooden lath prior to final seeding. Clean all debris from the outlets after final seeding.
605.07 Aggregate Drains . Construct the aggreg ate drains after the completion
of granular pavement courses.
Source: Ohio Construction and Material Specifications, 2019 Edition. Pages 0–0 of 928.