320(b) Material less than 3 inches in diameter shall be used to form brush silt barriers when located within 500 feet of the source of such material or used where directed by the Engineer. The Contrac - tor shall place material approximately 5 feet beyond the toe of fill in a strip approximately 10 feet wide to form a continuous barrier on the downhill side of fills. Where selective clearing has been done, material shall be piled, for stability, against trees in the proper location. On the uphill side of fills, brush shall be stacked against fills at approximately 100-foot intervals in piles approximately 5 feet high and 10 feet wide. Any such material not needed to form silt barriers shall be processed into wood chips having a thickness of not more than 3/8 inch and an area of not more than 6 square inches. Wood chips may be stockpiled out of sight of any public highway for use on the project as mulch in accordance with Section 605.
c.Stumps and material less than 3 inches in diameter that are not needed to form silt barriers and that are not processed into wood chips shall be handled in accordance with Section 106 and Section 107.
301.03 Measurement and Payment
Clearing and grubbing will be measured and paid for in accordance with one of the following methods, as specified in the Contract:
a.Lump sum basis: The Engineer will not make any measurement of the area to be cleared and grubbed, but the price bid shall be for all clearing and grubbing in the Contract.
b.Acre basis: The work to be paid for will be the number of acres, computed to the nearest 1/10 of an acre, actually cleared and grubbed. Areas within the limits of any existing roadway or local material pit will not be measured for payment.
c.Unit basis: The Engineer will determine the work to be paid for according to the actual count of trees, stumps, structures, or other obstructions removed as designated in the Contract. These prices shall include properly and legally disposing of cleared and grubbed material. When clearing and grubbing is not a pay item, the cost thereof shall be included in the price for other appropriate pay items. The Engineer will not authorize payment for clearing and grubbing borrow pits or other local material pits. Payment will be made under: ——————————————————————————— Pay Item Pay Unit ——————————————————————————— Clearing and grubbing Lump sum, acre, or unit——————————————————————————— SECTION 302—DRAINAGE STRUCTURES
302.01 Description
This work shall consist of installing pipe culverts, endwalls, box culverts, precast concrete and metal pipe arches, storm drains, drop inlets, manholes, spring boxes, junction boxes, and intake boxes and removing 301.02 321and replacing existing structures in accordance with these specifications and in conformity with the lines and grades shown on the plans or established by the Engineer.
302.02 Materials
a.Pipe shall conform to Section 232 and shall be furnished in accordance with the diameter, wall thickness, class, and strength or corrugation specified in the Contract for the maximum height of fill to be encountered along the length of the pipe culvert, storm drain, or sewer.
b.End sections shall conform to Section 232 as applicable. End sections used with rigid pipe shall be concrete. End sections used with asphalt-coated or paved pipe shall not be asphalt coated or paved but shall be concrete.
c.Pipe fittings, such as tees, elbows, wyes, and bends shall conform to Section 232 as applicable. Fittings shall be of the same type, class, thickness, gage, and strength as the line of pipe in which they are used.
d.Steel grates, steel frames, and structural steel shall conform to Section 226 and shall be galvanized in accordance with Section 233.
e.Concrete blocks shall conform to Section 222 for masonry blocks used in constructing catch basins and manholes.
f.Brick shall conform to Section 222 for bricks used in constructing catch basins and manholes.
g.Hydraulic cement mortar shall conform to Section 218.
h.Cast-in-place concrete shall conform to Section 217 for Class A3.
i.Bedding material shall conform to Section 205.
j.Joint material and gaskets shall conform to Section 212.
k.Gray-iron castings shall conform to Section 224.
l.Reinforcing steel shall conform to Section 223, Grade 40 or 60.
m.Curing materials shall conform to Section 220.
302.03 Procedures
Excavation and backfill operations shall be performed in accordance with Section 303. Foundation ex - ploration shall be performed in accordance with Section 401 unless otherwise provided herein or else - where in the Contract. Concrete construction shall conform to Section 404. Reinforcing steel placement shall conform to Section 406. Bearing pile operations shall be performed in accordance with Section 403. When specified on the plans or directed by the Engineer, the Contractor shall construct a temporary diversion channel to facilitate installation of a pipe or box culvert. The Contractor shall be responsible for anticipating and locating underground utilities and obstructions in accordance with Section 105.08.302.03 322When construction appears to be in close proximity to existing utilities, the trench(es) shall be opened a sufficient distance ahead of the work or test pits shall be excavated to verify the exact locations and inverts of the utility, and determine if changes in line or grade are required for installation of the new work. The Contractor shall install a lift hole plug furnished by the manufacturer in accordance with Section 232.02(a)1 when lift holes are provided in concrete pipe or precast box culverts. After pipe installation and prior to backfilling, plugs shall be installed from the exterior of the pipe or box culvert and snugly seated. The joint type for pipes and precast drainage units will be shown on the Plans. Joint types follow: • Soil Tight joints shall resist infiltration of particles larger than those retained on the No. 200 sieve. Soil tight joints protect against infiltration of backfill material containing a high percentage of coarse grain soils. • Silt Tight joints shall resist infiltration of particles smaller than particles that pass through a No. 200 sieve. Silt tight joints protect against infiltration of backfill material containing a high percent - age of fines and typically include some type of filtering or sealing component such as geotextile or elastomeric rubber seals. • Leak Resistant joints shall limit water leakage to no more than 200 gallons per inch in diameter per mile per day for the specified pipeline head or pressure. • Special Design joints shall resist bending or shear and pull-apart. Special design joints include, but are not limited to, restrained joints, welded joints, and flanged and bolted joints. Water-tight joints providing zero leakage for the specified pipeline head or pressure are included in this category. The Contractor shall install and join pipes and precast drainage units that will perform as specified for the joint type shown on the Plans. Joint materials shall be selected from the Department’ s Approved List
14.The Contractor shall install Silt Tight joints anytime the joint type is not specified on the Plans. The Inspector will verify the correct joint materials are used and installed correctly.
a.Pipe Culverts: Only one type of pipe shall be used in any one pipeline. When the bid proposal indicates that all types of pipe of one size are combined into one bid item, one bid price shall be submitted for each size of pipe to be used. When the Engineer permits field cutting of corrugated metal pipe, damaged areas of the protective coating shall be repaired in accordance with Section 233 for galvanized pipe and in accordance with the pipe manufacturer’ s recommended procedures for such repairs on all other metallic or polymer coatings.
1.Jack and bore method: The Contractor shall submit to the Engineer a complete plan and installation schedule for jack and bore pipe installations prior to beginning such work. The sub - mission shall include complete details for dewatering; soil stabilization; jacking and receiving pits; jacks; reaction blocking; boring equipment; sheeting, shoring, and bracing for protecting the roadbed; pavement surface settlement monitoring, installation sequence; materials; and equipment proposed for use. The Engineer will not authorize the Contractor to proceed until the Contractor’ s plan has been reviewed and accepted. The jack and bore method shall be applicable for installing concrete pipe 12 through 108 inches in diameter and smooth-wall steel pipe 12 3/4 through 48 inches in diameter.302.03 323The Contractor shall select and use pipe having a design strength and wall thickness sufficient to withstand the jacking operation and maximum height of fill to be encountered along the length of the pipe. Construction shall be performed in such a manner that the pavement surface above the pipe line does not have more than 0.5 inch of settlement when measured with a 10-foot straightedge. The hole shall be bored mechanically with a suitable boring assembly designed to produce a smooth, straight shaft and operated so that the completed shaft will be at the established line and grade. The size of the bored hole shall be of such diameter as to provide ample clear - ance for bells or other joints required in the installation. The bore holes shall be mechanically produced. The boring shall be accomplished by using either a pilot hole or a dry bore method. The Contractor shall apply even pressure to all jacks during jacking operations. Provide suit - able bracing between jacks and the jacking head so that pressure shall be applied to the pipe uniformly around the ring of the pipe. The jacking head shall be of such weight, construction, and dimensions that it shall not bend or deflect when full pressure is applied at the jack. The jacking head shall be provided with an opening for the removal of excavated material as the jacking operation proceeds. The Contractor shall set the pipe to be jacked on guides that are straight and securely braced together in such manner as to firmly support the section of pipe and to direct it in the proper line and grade as jacking operations proceed. The Contractor shall ensure installation of the pipeline immediately follows heading or tunneling excavation. V oids occurring behind the pipe during installation shall be filled with hydraulic cement grout conforming to Section 218, placed under pressure, upon completion of the jack and bore operation. Joint sealant material on concrete pipe shall be placed ahead of the jacking frame. The Contractor shall replace or repair pipe that is damaged during jacking operations at his own expense, when directed by the Engineer shall. Joints of steel pipe shall be butt welded so as to be watertight as installation progresses. When work is stopped, the heading shall be bulkheaded. When the Contractor encounters an obstruction during the jacking and boring operation the following procedure shall be followed:
a.The Contractor shall notify the Engineer immediately upon encountering an obstruction that stops the forward progress of the work. The Engineer shall verify that the obstruction has stopped the forward progress of the Contractor’ s jacking efforts for more than 60 minutes and that the Contractor’ s efforts to remove or bore through the obstruction have been unsuccessful though deliberately and diligently pursued.
b.The Contractor shall consult with the Engineer and offer appropriate options for advancing the work for consideration. Upon authorization by the Engineer, the Contractor shall proceed with removal of the obstruction by other methods on a force account basis in accordance with Section 109.05. Such alternative methods may include tunneling. If the Engineer determines the Contractor’ s proposed option for tunneling is necessary, the Con - tractor shall detail a plan for such an operation including all necessary safety and health precautions for workers as required by local, state, and federal regulations for the work proposed. The Engineer will not authorize the Contractor to proceed until the Contractor’ s plan has been reviewed and accepted. The Contractor shall notify the Engineer before 302.03 324resuming the work according to the Contractor’ s authorized plan and afford the Engineer the opportunity to witness all work performed by the Contractor. Payment for obstruction removal shall be from the start of removal operations until the successful removal of the obstruction. The Contractor shall make a determination, after consultation with the Engineer, as to re - maining manner of installation the Contractor will employ after removal of the obstruction.
2.Open trench method:
a.Foundation: The Contractor shall explore the foundation below the bottom of the excavation to determine the type and condition of the foundation. However, explorations need not be made for routine entrance or crossover pipe 12 through 30 inches in diameter that is to be installed under fills 15 feet or less in height. Foundation exploration shall extend to a depth equal to 1/2 inch per foot of fill height or 8 inches, whichever is greater. The Contractor shall report the findings of the foundation exploration to the Engineer for acceptance prior to placing pipe. Where the Engineer determines unsuitable foundation material is encountered at the established grade, the Contractor shall remove and replace such material. Backfill for areas where unsuitable material has been removed shall be placed and compacted in accordance with Section 303.04(g).
b.Bedding: Bedding material for culvert foundations, including foundations in soft, yielding, or otherwise unsuitable material, shall be aggregate No. 25 or 26 conforming to Section 205. Where standing or running water is present in the pipe foundation excava - tion, pipe bedding material shall be aggregate No. 57 for the depth specified on the plans or as directed by the Engineer, capped with 4 inches of aggregate No. 25 or 26. Where such conditions are discovered in the field and the Engineer directs the Contractor to use No. 57 stone, No. 57 stone will be paid for at the existing contract unit price or, if not in the Contract, in accordance with Section 109.05. Pipe bedding shall be lightly and uniformly compacted and shall be carefully shaped so that the lower section of the pipe exterior is in full contact with the bedding material for at least 10 percent of the overall height of the pipe. Bedding material shall be shaped to accommodate the bell portion of the pipe when bell and spigot pipe is used. The depth of bedding material shall be at least 4 inches, or as specified on the plan or as directed by the Engineer.
c.Placing pipe: Pipe shall be placed beginning at the downstream end of the pipeline. The lower segment of pipe shall be in contact with the shaped bedding for its entire length. Bell or groove ends of rigid pipe shall be placed facing upstream. Paved or partially lined pipe shall be placed so that the longitudinal centerline of the paved segment coincides with the flow line. The Engineer will inspect the pipe before the Contractor places the backfill. The Contrac - tor shall remove, reinstall or replace pipe found to be out of alignment, unduly settled, or damaged.302.03 325 d. Joining pipe: The inspector will verify the correct joint materials are used and installed correctly, in accordance with the Department’ s Approved List 14 and the manufacturer’ s recommendations.
1.Rigid pipe: The Contractor’ s method of joining pipe sections shall be such that the sections are aligned and firmly joined to form the joint as specified on the Plans.
2.Flexible pipe: Flexible pipe sections shall be aligned and firmly joined to form the joint as specified on the Plans.
e.Structural plate pipe, pipe arches, and arches: Erection shall be in accordance with the manufacturer’ s assembly diagrams and instruction sheets. Splices in the haunch areas of structural plate pipe arches shall be constructed using the reverse shingle method or the side plates shall be provided without longitudinal seams in the haunch areas. The complete line shall be assembled before backfill is placed. Bolts shall be tightened to a torque of 150 to 250 foot- pounds. If spiraling occurs during installation, the Contractor shall loosen the bolts and adjust the pipe assembly to the correct position before retightening the bolts.
f.Arch substructures: Each side of an arch shall rest in a groove formed into the masonry or on a galva - nized angle or channel securely anchored to or embedded in the substructure. Where the span of the arch is more than 15 feet or the skew angle is more than 20 degrees, a metal bearing surface having a width at least equal to the depth of the pipe’ s corrugation shall be provided. Metal bearings for arches shall be cold-formed galvanized channel conforming to ASTM A 569 being at least 3/16 inch thick, with the horizontal leg securely anchored to the substructure at points spaced on centers of not more than 24 inches. When the metal bearing is not embedded in a groove in the substructure, one vertical leg shall be punched to allow bolting to the bottom row of plates.
g.Backfilling: Class I backfill material shall be crusher run aggregate size No. 25 or 26, aggregate base material size 21A or 21B, flowable fill, conforming to Sections 205, 208 or 249 respectively, or crushed glass conforming to the size requirements for crusher run aggregate size 25 and 26. Regular backfill material outside the neat lines of the Class I backfill areas shown on the Road and Bridge Standard PB-1 drawings shall be regular excavation conforming to Section 303. Regular and classified backfill shall be placed in uniform layers not more than 6 inches thick, loose measurement, before compaction. Each layer of Class I and regular backfill material shall be thoroughly compacted as specified in Section 303.04(g) with the exception that Class I backfill material shall be placed and compacted at a moisture content of optimum to plus 2 percentage points of optimum. Class I backfill material shall be thoroughly compacted under the haunches of pipe culverts. Each layer of Class I and regular backfill material shall be compacted by rolling, tamping with mechanical rammers, or hand tamping with heavy metal tampers having a face area of at least 25 square inches. If the Contractor uses vibratory rollers in the backfill operations, vibratory motors shall not be activated until at least 3 feet of backfill material has been 302.03 326302.03 placed and compacted over the pipe. Backfill and compaction efforts shall be advanced simultaneously on both sides of the pipe. The fill above the top of the regular backfill shall be installed and completed as specified for embankment construction unless the induced trench method of installation is used. Field density determinations will be performed in accordance with AASHTO T310 and VTM-10 modified to include material sizes used in the laboratory determination of density, with a portable nuclear moisture-density gauge or by other approved methods. When a nuclear gauge is used, density determinations for backfill material will be related to the density of the same material tested in accordance with VTM-1 or VTM-12. When using the nuclear gauge on dense-graded aggregate material used as backfill, minimum required densities shall be as listed in Table 1 of VTM-10; when using other approved methods of density determination, minimum required densities shall be as referred to in this section. Concrete pipe with a height of cover greater than that shown for Class V in the Road and Bridge Standard PC-1 drawings shall be special design pipe with Method A bedding and backfill in accordance with Standard PB-1 details. The Engineer will not permit puddling in backfilling operations. The Contractor shall not place rock more than 2 inches in its greatest dimension within 12 inches of pipe.
3.Tunneling operations: The jacked tunneling method shall be applicable for installing concrete pipe 30 through 108 inches in diameter and smooth-wall steel pipe 30 through 48 inches in diameter. The Contractor shall perform tunneling operations in accord with the following requirements where the plans specifically identify tunneling as the means of pipe installation: The tunnel shall be excavated in such a manner and to such dimensions that shall permit placing of the proper supports necessary to protect the excavation. The Contractor shall take the proper precautions to avoid excavating earth, rock or shattering rock beyond the limits of excavation necessary for the safe and proper installation of the pipe. Damage from excavating and blasting, either to surface or subsurface structures, shall be repaired, or replaced by the Contractor at the Contractor’ s own expense. The Contractor shall make adequate provisions as required by law or applicable jurisdictional regulations for the safety and health of the workers required by the work being performed. No pipe shall be placed until the foundation is in a condition satisfactory to the Engineer. Tunnel dimensions shown on the plans are minimum dimensions. Any excess excavation and subsequent backfill, concrete or grout fill shall be at the Contractor’ s expense. The Contractor shall install the pipe in the tunnel true to line and grade. If required by the plans or for safety, the Contractor shall use suitable steel or timber sheeting, shoring, and bracing to support the sides and roof of the excavation. Supports may be left in place provided they clear the encase - ment or carrier pipe. The Engineer will not authorize separate payment for supports left in place. Installation of the pipeline shall immediately follow tunneling excavation. If indicated or specified in the Contract, the Contractor shall grout the entire void between the outside of the pipe and the tunnel walls or the inside face of the tunnel lining according to ASTM C 476 unless the permanent sheeting, bottom, sides, and roof of the tunnel are in a condition satisfactory to the Engineer. The minimum thickness of grout backfill shall be maintained throughout the length of the installation. Grout required for backfill in excess of the excavation tolerances specified herein shall be at the Contractor’ s expense. 327302.03 Any pipe damaged during construction operations shall be repaired, if permitted by the Engi - neer, or removed and replaced by the Contractor at the Contractor’ s expense. Joints will be designed by the Engineer and specified on the Plans.
b.Precast Drainage Structures: Submittal of designs for precast items included in the Road and Bridge Standards will not be required provided fabrication is in accordance with the Standards. Submittal of designs for precast box culverts produced under the VDOT Precast Concrete Quality Assurance Program by a manufacturer on the Materials Division’ s Approved Products List 34 will not be required provided the Contractor submits a certification that the item shall be fabricated in accordance with the preapproved design drawings. Precast units, excluding concrete pipe and prestressed concrete items, conforming to the require - ments herein will only be accepted under a Quality Assurance (QA) Program. The Contractor shall have the producer perform quality control functions in accordance with a Department approved QA plan. Each piece, manufactured under the QA program, in addition to the date and other required markings, shall be stamped with the letters (QC), as evidence that the required quality control procedures have been performed by the producer. Each shipping document shall be affixed with the following: We certify that these materials have been tested and conform to VDOT Precast Concrete Products Quality Assurance Program. —————————————————————— Signature and Title Requests for approval of a precast design shall include detailed plans and supporting computa - tions that have been signed and sealed by a Professional Engineer having at least 5 years experi - ence in structural design of precast structures or components proposed and licensed to practice engineering in the Commonwealth of Virginia. Unless otherwise specified, concrete exposed to freeze/thaw environments shall conform to Section 217.02 and shall have a minimum design compressive strength at 28 days of at least 4,000 pounds per square inch and an air content of 6 ± 2 percent. Concrete not exposed to freeze/thaw environments shall be exempt from the requirements of Section 217.02(a). The design of the concrete mixture and the method of casting, curing, handling, and erecting precast units shall be subject to review and acceptance by the Engineer. Precast units may be shipped after reaching 85 percent of the minimum design compressive strength as determined by control cylinders. Sampling and testing concrete strength shall be performed using control cylinders in accordance with ASTM C31 and C39 at a rate of one set of cylinders per lot. A set of cylinders is defined as three 4” x 8” cylinders or two 6” x 12” cylinders. A lot is defined as a maximum 250 cubic yards or a single week’ s production (which - ever quantity is less) of precast concrete from each batching operation, being of like material, strength, and manufactured by the same process. Variations of lot definition will be governed by applicable specifications and approved by the Engineer. Control cylinders used for acceptance testing shall be cured under the same conditions as the concrete the cylinders represent. Units shall retain their structural integrity during shipment and shall be subject to inspection by the Engineer at the job site. Approval to use precast units shall not be construed as waiving the size and weight limitations specified in Section 107.21. 328 1. Standard precast drainage units shall conform to the material requirements of AASHTO M 199 and the following:
a.If the grade on the adjacent gutter is less than 1.5 percent, the grade on the invert of the throat section of the inlet shall be at least 1.5 percent. Precast throats having flat inverts will be permitted in sag locations provided the total length of the required throat opening does not exceed 6 feet.
b.Pipe openings in precast drainage units shall not exceed the outside cross-sectional dimensions of the pipes by more than a total of 8 inches regardless of the placement of the pipes, the angles of intersection, or the shapes of the pipes. Pipe openings shall be formed, neatly drilled, or neatly cut.
c.The Contractor shall use the connection specified on the plans to connect pipe to structure.
d.When precast units are to be located adjacent to the subbase or base pavement course, the Contractor shall furnish units with chambers having weep holes 3 inches in diameter and hardware cloth. Weep holes shall be located to drain the subbase or base.
e.Precast units located adjacent to cast-in-place concrete items, such as flumes, ditches, and gutters shall be connected to the adjacent unit by means of No. 4 smooth steel dowels spaced on approximately 12-inch centers throughout the contact length and extending at least 4 inches into the precast unit and the cast-in-place item. If holes to receive the dowels are provided in the precast unit, they shall be not more than 5/8 inch in diameter. The Engineer must approve other methods of providing the connection, such as keyed joints before fabrication.
f.The chamber section shall be installed in the plumb position. The throat and top sections shall have positive restraints, such as adjacent concrete, pavement, or soil, on all sides to prevent displacement and shall have a positive interlock, such as dowels, with the chamber section. The throat and top sections shall be installed to conform to the normal slope of the finished grade and may be canted up to a maximum grade of 10 percent. The chamber may be built up to a maximum of 12 inches at any point to provide for complete and uniform bearing of the throat and top sections on the chamber flat slab top or other approved top section. The built-up section shall be constructed using whole concrete spacer units where feasible and partial and whole sections of concrete block or brick with high-strength grout and mortar. High-strength grout shall be used to provide the final grade adjustment and uniform bearing. The width of the built-up section shall match the wall thickness of the chamber section. The concrete block and brick shall be thoroughly bonded with mortar and the inside and outside of the built-up section shall be plastered with mortar except that the concrete spacer unit shall not be plastered.
2.Precast arches shall conform to the applicable requirements of current AASHTO LRFD Bridge Design Specifications and VDOT modifications (current VDOT I&IM-S&B-80) and the following modifications:
a.Protection against corrosion: The concrete cover of reinforcement shall be at least 1 1/2 inches. Reinforcing steel for arches in 0 to 2 foot fills, in corrosive or marine environments, or in other severe exposure conditions shall be corrosion resistant reinforcing steel, Class I. 302.03 329When corrosion resistant reinforcing steel is required, the minimum cover specified shall not be reduced. Exposed reinforcing bars, inserts, and plates intended for bonding with future extensions shall be protected from corrosion as directed by the Engineer. Reinforcement shall be designed and detailed in consideration of fabrication and construction tolerances so that the minimum required cover and proper positioning of reinforcement shall be maintained.
b.Anchorage: Sufficient anchorage shall be provided at the terminus of lines of precast units. Anchorage may consist of a cast-in-place end section at least 3 feet in length with a headwall or collar around the precast unit(s) provided adequate connection can be made between the collar and units.
c.Joints: Precast arch joints shall meet the requirements of AASHTO R 82 and be on VDOT Materials Division Approved List No. 14 for pipe joints. The joint type shall be installed as specified on the Plans.
d.Pipe openings: Pipe openings will not be allowed in the precast arch but may be provided through the wingwalls. When required, openings shall conform to (b)1.b. herein.
3.Precast box culverts shall conform to the applicable requirements of current AASHTO LRFD Bridge Design Specifications and VDOT modifications (current VDOT I & IM-S&B-80) and the following modifications:
a.Precast Box Culverts shall conform to the applicable material requirements of ASTM C1577. The design shall be a Special Design that need not conform to the reinforcing steel and geometry shown in the design tables and the appendix in ASTM C1577.
b.For protection against corrosion, the following minimum concrete cover shall be provided for reinforcement: For boxes with more than 2 feet of fill over the top slab: 1 1/2 inches. For boxes with less than 2 feet of fill over the top slab: top reinforcement of top slab: 2 1/2 inches; bottom reinforcement of top slab: 2 inches; all other reinforcement: 1 1/2 inches. Reinforcing steel for arches in 0 to 2 foot fills, in corrosive or marine environments, or in other severe exposure conditions shall be corrosion resistant reinforcing steel, Class I. When corrosion resistant reinforcing steel is required, the minimum cover specified shall not be reduced.
c.The type of sealant or gasket used in joints between units shall be from the Materials Division’ s Approved Products List 14. Where double or greater lines of precast units are used, a buffer zone of 3 to 6 inches between lines shall be provided. This buffer zone shall be backfilled with porous backfill conforming to Section 204. The porous backfill shall be drained by a 3-inch-diameter weep hole, formed by non-rigid tubing, located at the top of the bottom haunch, centered in the outlet end section and at approximately 50-foot intervals along the length of the box culvert. Weep holes shall be covered with a 3-foot-square section of filter barrier cloth firmly attached to the outside of the box. A 3-foot width of filter barrier cloth shall also be 302.03 330centered over the buffer zone for the entire length of the structure after placement of the porous backfill material. Filter barrier cloth shall conform to Section 245. Forming weep holes and furnishing and placing of the filter barrier cloth shall be included in the price bid per linear foot for the precast box culvert.
d.At the terminus of precast units, sufficient anchorage shall be provided. This anchorage may consist of a cast-in-place end section at least 3 feet in length with a headwall and curtain wall or a collar cast-in-place around the units provided adequate connection can be made between the collar and the units. When the ends of precast units are skewed, the end section shall be cast monolithically. The skew may be provided by forming, saw cutting, or other methods approved by the Engineer. Regardless of the method used, the variation in the precast unit from the exact skew shall be not greater than 1 1/2 inches at any point.
e.Pipe openings shall conform to 1.b. herein.
f.Bedding and backfill shall be in accordance with VDOT Road and Bridge Standard PB-1 for box culverts.
c.Drop Inlets, Manholes, Junction Boxes, Spring Boxes, Intake Boxes, and Endwalls: Masonry construction shall not be initiated when the air temperature is below 40 degrees F in the shade. The foundation shall be explored below the bottom of the excavation to determine the type and condition of the foundation. Foundation exploration shall extend to a depth equal to 1/2 inch per foot of fill height or 8 inches, whichever is greater. The Contractor shall report the findings of the foundation exploration to the Engineer for approval to proceed prior to placing structure. Where the Engineer determines unsuitable foundation material is encountered at the established grade, such material shall be removed and replaced. Backfill material for areas where unsuitable material has been removed shall be placed and compacted in accordance with Section 303.04(g). Bedding material shall be placed in accordance with the Road and Bridge Standards, Standard DSB-1 drawing and shall be aggregate No. 25 or 26 conforming to Section 205 except where standing or running water is present in the foundation excavation. Bedding material shall be aggregate No. 57 for the depth specified on the plans or as directed by the Engineer capped with 4 inches of aggregate No. 25 or 26 when standing or running water is present. Where such conditions are discovered in the field and the Contractor is directed by the Engineer to use No. 57 stone, No. 57 stone will be paid for at the existing contract unit price or, if not in the Contract, in accordance with Section 109.05. Bedding shall be lightly and uniformly compacted. The depth of bedding material shall be as specified on the Road and Bridge Standards, Standard DSB-1 drawings or in the plans. Brick and concrete block masonry shall be placed so that each unit will be thoroughly bonded with mortar. Joints shall be full-mortar joints not more than 1/2 inch in width. Where brick masonry is used, headers and stretchers shall be arranged to fully bond the mass. Every 302.03 331seventh course shall be placed entirely with headers. Inside joints shall be neatly pointed, and the outside of such walls shall be plastered with mortar as they are placed. Iron or steel fittings entering the masonry shall be placed as the work is built up, thoroughly bonded, and accurately spaced and aligned. Inlet and outlet pipe connections shall be as specified on the Plans. Pipe sections shall be flush on the inside of the structure wall and shall project outside sufficiently for proper connection with the next pipe section. When masonry connections are used, the masonry shall fit neatly and tightly around the pipe, and shall be finished on the exterior of the structure before backfilling, and finished on the interior of the structure after backfilling of the structure. Immediately following finishing operations, hydraulic cement concrete shall be cured and protected in accordance with Section 316.04(j). Backfilling shall be performed in accordance with Section 303.04(g). Surplus material shall be removed, and the site shall be left in a neat, clean, and orderly condition. When grade adjustment of existing structures is specified, frames, covers, and gratings shall be removed and the walls shall be reconstructed as required. Cleaned frames shall be reset at the required elevation. Upon completion of the adjustment, each structure shall be cleaned of silt, debris, and foreign matter and shall be kept clear of such accumulation until final acceptance.
d.Post Installation Inspection: In addition to the visual inspection performed by the Department during the initial installation of storm sewer pipes and pipe culverts, a post installation visual/video camera inspection shall be conducted by the Contractor on all storm sewer pipe and a selected number of pipe culverts in accordance with this specification and VTM 123. Storm sewer pipe is defined as either a component of a storm sewer system as defined in Section 101.02 or any pipe identified on the plans as storm sewer pipe. All other pipe shall be considered pipe culverts. Post installation inspections shall be performed on straight line and radial installations. A minimum of one pipe culvert installation for each size of each material type used on the project will be randomly selected by the Engineer for inspection; however, in no case will the amount of pipe subject to inspection be less than ten percent of the total contract amount for the size and material type indicated. Where the pipe or culvert’ s size, orientation, or location permit deflection to be easily visually identified, (as verified with the Engineer) the Contractor may perform visual inspections in lieu of video inspections. If defects as described herein are noted during the inspection, the Engineer may require additional pipe installations of that size and/or material be inspected. The Contractor shall coordinate and schedule all post installation inspections so that these are made in the presence of the Engineer. The post installation inspection shall be performed no sooner than 30 days after completion of the pipe installation and placement of final cover (except for pavement structure). The Contractor shall issue a report detailing all issues or deficiencies noted during the inspection (including a remediation plan for each deficiency noted where applicable) no later than 5 days after completion of the inspection. The post installation inspection shall be performed prior to paving unless project scheduling dic - tates that a particular site be paved before the end of the 30 day period. In such cases, a preliminary inspection of the pipe shall be made prior to paving over it, to insure that the pipe has been properly installed and is performing well. Performing such a preliminary inspection prior to paving will not 302.03 332relieve the Contractor from the requirement to perform the post installation inspection after the 30 day period. The Contractor’ s inspection report shall identify and address any of the following items observed during the post installation inspection including identifying any proposed remediation measures the Contractor plans to perform where applicable. Remediation measures may consist of repairing or replacing the defective pipe section(s) or a combination of the two where differing conditions exist within the same run of pipe. Where permitted as an option, remediation methods for the various installation defects shall be proposed by the Contractor, reviewed with the Engineer and must have the Engineer’ s approval prior to implementation of the corrective action. Remediation shall be the sole responsibility of the Contractor. Further, if remediation measures are shown to be necessary, any time associated with such measures shall be reflected in the impact to the Con - tractor’ s progress schedule (may take the form of a time impact analysis, where required by the scheduling requirements) and will not relieve the Contractor of his responsibilities to finish the work required by the contract within the contract time limits or form the basis for any claim of delay where such remediation measures are determined to be a result of the Contractor’ s fault, omission or negligence. Upon completion of any corrective remedial measures, the corrected installations are to be re- inspected prior to final acceptance of the project using the test methods identified in VTM 123. The following criteria shall form the basis for inspections for the respective pipe or culvert types listed:
1.All pipe and culvert types: Misalignment: Vertical and horizontal alignment of the pipe culvert or storm drain pipe barrel shall be checked by sighting along the crown, invert and sides of the pipe, and by checking for sagging, faulting and invert heaving. Faulting is defined herein as differential settlement between joints of the pipe, creating a non-uniform profile of the pipe. The person assigned by the Contractor to perform the inspection should take into account pipe or culvert laid with a designed camber or grade change in accordance with Contract or site requirements. Horizontal alignment shall be checked for straightness or smooth curvature. Any issues involving incorrect horizontal and/or vertical alignment shall be noted in the inspection report. If any vertical and/or horizontal misalignment problems are visually noted by the Engineer or in the inspection report, a further evaluation will be conducted by the Engineer to determine the impact of the misalignment on the joints and wall of the pipe to ascertain what corrective actions are needed. All corrective actions determined necessary by the Engineer that are a result of the Contractor’ s negligence, omission or fault shall be the sole responsibility of the Contractor to remedy.
2.Concrete Pipe\Culverts:
a.Joints: Leaking joints may be detected during low flows by visual observation of the joints or checking around the ends of pipes or culverts for evidence of piping or seepage. Differential movement, cracks, spalling, improper gasket placement, movement, or settle - ment of pipe\culvert sections, and leakage shall be noted by the Contractor in the report. Joint separation greater than one inch shall be remediated by the Contractor at his expense to the satisfaction of the Engineer. Evidence of soil migration through the joint will be further evaluated by the Engineer to determine the level of corrective action necessary.302.03 333 b. Cracks: Longitudinal cracks with a width less than one hundredth of an inch (0.01) are considered hairline and minor. They shall be noted in the inspection report; however, no remedial action is necessary. Longitudinal cracks having a width equal to or greater than one hundredth of an inch (0.01 but equal to or less than one tenth of an inch (0.1) and determined by the Engineer to be detrimental to the structure shall be sealed by a method proposed by the pipe\culvert manufacturer and approved by the Engineer. Pipes or culverts having longitudinal cracks with widths greater than one tenth of an inch (0.1) and determined to be beyond the limits of a satisfactory structural repair shall be replaced by the Contractor to the satisfaction of the Engineer. Pipes or culverts having displacement across the crack greater than 0.1 inch but less than 0.3 inch shall be remediated. Remediation methods shall be in accordance with recom - mendations of the pipe or culvert manufacturer, be acceptable to and authorized by the Engineer before implementation. Pipes\culverts having displacement across the crack greater than 0.3 inch shall be replaced by the Contractor at the Contractor’ s expense to the satisfaction of the Engineer. Transverse cracks will be evaluated using the same criteria as indicated above for longi - tudinal cracks.
c.Spalls: Spalling is defined as a localized pop-out of concrete along the wall of the pipe\ culvert (generally caused by corrosion of the steel reinforcement), or at the edges of lon - gitudinal or circumferential cracks. Spalling may be detected by visual examination of the concrete along the edges of the crack. The person conducting the inspection shall check for possible delamination. If delamination is noted or if a hollow sound is produced when the area is tapped with a device such as a hammer, the pipe\culvert shall be remediated. Remediation methods shall be in accordance with recommendations of the pipe\culvert manufacturer, be acceptable to, and authorized by the Engineer before proceeding.
d.Slabbing: Any pipe\culvert experiencing slabbing shall be remediated. Slabbing is a structural failure of the pipe\culvert that results from radial or diagonal tension forces in the pipe\culvert. These failures appear as a separation of the concrete from the reinforcing steel near the crown or invert of the pipe\culvert and may span the entire length of a pipe or culvert section (joint to joint). Remediation methods shall be in accordance with recommendations of the pipe or culvert manufacturer, be acceptable to and authorized by the Engineer before proceeding, and shall be the sole responsibility of the Contractor. Where slabbing is of such magnitude that, in the opinion of the Engineer, the integrity or service life of the pipe or culvert is severely compromised, the section(s) of pipe or culvert exhibiting such deficiency shall be replaced by the Contractor at the Contractor’ s expense, to the satisfaction of the Engineer.
3.Thermoplastic Pipe\Culvert:
a.Cracks: Cracks or splits in the interior wall of the pipe shall be remediated. Remediation methods shall be in accordance with recommendations of the pipe manufacturer, be ac - ceptable to and authorized by the Engineer before proceeding.
b.Joints: Pipes\culverts showing evidence of crushing at the joints shall be remediated. Differential movement, improper joint sealing, movement, or settlement of pipe\culvert 302.03 334sections, and leakage shall be noted in the inspection report. Joint separation of greater than 1 inch shall be remediated. Evidence of soil migration through the joint will be further investigated by the Engineer to determine the level of remedial action required by the Contractor. Remediation methods shall be in accordance with recommendations of the pipe manufacturer, be acceptable to and authorized by the Engineer before proceeding.
c.Buckling, bulging, and racking: Flat spots or dents at the crown, sides or flow line of the pipe due to racking shall be noted in the inspection report and will be evaluated by the Engineer. Areas of wall buckling and bulging shall also be noted in the inspection report and evaluated by the Engineer for corrective action if deemed necessary by the Engineer. Corrective action, if necessary, shall be the responsibility of the Contractor.
d.Deflection: Any one of several methods may be used to measure deflection of thermo- plastic pipe\culvert (laser profiler, mandrel, direct manual measure, etc.) If the initial in - spection indicates the pipe\culvert has deflected 7.5 percent or more of its original diam - eter, and if the original inspection was performed using a video camera, then a mandrel test shall also be performed in accordance with VTM 123. All deflections shall be noted in the inspection report. Deflections of less than 5 percent of the original pipe\culvert’ s diameter will not require remediation. Deflection of 5 percent up to 7.4 percent will be evaluated by the Engineer. If the pipe\culvert experiences additional defects along with deflection of 5 percent up to 7.4 percent of the original pipe\culvert’ s diameter, the pipe\ culvert shall be remediated. Remediation methods shall be in accordance with recommen - dations of the pipe\culvert manufacturer, be acceptable to and authorized by the Engineer before proceeding. If the pipe\culvert is deflected 7.5 percent or greater of the original diameter, the pipe\ culvert shall be replaced by the Contractor to the satisfaction of the Engineer. In lieu of the options noted above for remediation of deflection in thermoplastic pipe\ culvert installations, the Contractor may elect to follow the payment schedule below: ——————————————————————————————— Amount of Deflection Percent of Payment ——————————————————————————————— 0.0 % to 5.0% 100% of Unit Bid Price 5.1% to 7.5% 75% of Unit Bid Price Greater than 7.5% Remove and Replace at Contractor’ s Expense ——————————————————————————————— Remediation efforts and payment shall apply to the entire section(s) of the deflected pipe or culvert, joint to joint.
4.Metal Pipe\Culvert:
a.Buckling, bulging, and racking: Flat spots or dents at the crown, sides or flow line of the pipe due to racking shall be noted by the Contractor’ s inspector in the inspection report and will be evaluated by the Engineer for possible remediation by the Contractor. Areas of wall buckling and bulging shall also be noted in the inspection report and evaluated by the Engineer for possible remediation by the Contractor. If the Engineer determines corrective actions are necessary, they shall be in accordance with the pipe\culvert manufacturer’ s recommendations, be acceptable to and authorized by the Engineer prior to implementation.302.03 335 b. Joints: Pipes showing evidence of crushing at the joints shall be remediated. Differential movement, improper joint sealing, movement, or settlement of pipe sections, and leakage shall be noted in the report. Joint separation of greater than 1.0 inch shall be remediated. Evidence of soil migration through the joint will be further investigated by the Engineer to determine the level of remedial action required by the Contractor.
c.Coating: Areas of the pipe where the original coating has been scratched, scoured, or peeled shall be noted in the inspection report and evaluated by the Engineer to determine the need for immediate repair. If repairs are required, they shall be performed by Con - tractor in accordance with the recommendations of the pipe\culvert coating manufacturer.
d.Deflection: Any one of several methods may be used to measure deflection of metal pipe\culvert (laser profiler, mandrel, direct manual measure, etc.) If the initial inspection indicates the pipe\culvert has deflected 7.5 percent or more of its original diameter, and if the original inspection was performed using a video camera, then a mandrel test shall also be performed in accordance with VTM 123. All deflections shall be noted in the inspection report. Deflections of less than 5 percent of the original pipe\culvert’ s diameter will not require remediation. Deflection of 5 percent up to 7.4 percent will be evaluated by the Engi - neer. If the pipe\culvert has experienced additional defects along with deflection of 5 percent up to 7.4 percent of the original pipe\culvert’ s diameter, the pipe\culvert shall be remediat - ed. Remediation methods shall be in accordance with recommendations of the pipe\culvert manufacturer and be acceptable to and authorized by the Engineer before proceeding. If the pipe\culvert is deflected 7.5 percent or greater of the original diameter, the pipe shall be replaced by the Contractor to the satisfaction of the Engineer. In lieu of the options noted above for remediation of metal pipe\culvert, the Contractor may elect to follow the payment schedule below: ————————————————————————————— Amount of Deflection Percent of Payment —————————————————————————————— 0.0 % to 5.0% 100% of Unit Bid Price 5.1% to 7.5% 75% of Unit Bid Price Greater than 7.5% Remove and Replace at Contractor’ s Expense —————————————————————————————— Remediation efforts and percentage of payment shall apply to the entire section(s) of the deflected pipe or culvert, joint to joint.
302.04 Measurement and Payment
Pipe culverts will be measured in linear feet. The quantity will be determined by counting the number of sections and multiplying by the length of the section used. When a partial section is required, the actual length of the partial section will be measured in place. Structural plate pipe and pipe arches will be measured in linear feet along the invert line. Pipe tees and elbows will be measured in linear feet of pipe. Pipe reducers will be measured in linear feet of pipe for payment at the larger pipe size. Pipe will be paid for at the contract unit price per linear foot. This price shall include excavating, when not paid for as minor structure excavation; sheeting; shoring; dewatering; disposing of surplus and 302.04 336unsuitable material; removing and disposing of existing drainage structures; and removing and restoring existing surfaces. The upper 4 inches of bedding material and the Class I backfill material within the neat lines shown for each foundation type on the Standard PB-1 drawings shall be included in the price for the related pipe. When unit prices for extended pipelines are not specified, the unit price for new pipe of the same size shall apply. When not a pay item, the cost of temporary stream relocation to facilitate the installation of the pipe shall be included in the price for the pipe. The cost of fittings, anti-seepage collars, and anchor blocks shall be included in the price for the pipe. When unit prices for extended pipelines are not specified, the unit price for new pipe of the same size shall apply. When not a pay item, the cost of temporary stream relocation to facilitate the installation of the pipe shall be included in the price for the pipe. The cost of fittings, anti-seepage collars, and anchor blocks shall be included in the price for the pipe. Jacked and bored pipe will be measured in linear feet to the nearest 1/10 of a foot along the centerline of the completed jacked and bored pipe for the size indicated, and will be paid for at the contract unit price per linear foot. This price shall include excavating and backfilling jacking and receiving pits, sheeting, shoring, bracing, jacking equipment, casing pipe, casing chocks, furnishing and installing carrier pipe, grout to install carrier pipe, drainage, safety equipment, and all other items necessary for this operation. Tunneled pipe will be measured in linear feet to the nearest 1/10 of a foot along the centerline of completed tunnel for the size of lining indicated and will be paid for at the contract unit price per linear foot. This item shall include equipment, materials, handling and disposal of all materials encountered, drainage, pumping and dewatering, tunnel support, lining, furnishing and installing pipe, grouting, ventilation, lighting and wiring, coordination and planning with the railroad or other specified entity, and all other appurtenances necessary to complete the work. Reinstalled pipe will be measured in linear feet along a line parallel to the flow line and will be paid for at the contract unit price per linear foot of pipe. This price shall include excavation, when not paid for as minor structure excavation involved in removing pipe, hauling, cleaning, relaying, backfilling, necessary cutting for joining to other sections of pipe, furnishing and installing new coupling bands, joint sealer, etc.; disposing of surplus excavation, and replacing any otherwise usable sections damaged or broken because of the negligence of the Contractor. This price shall also include sheeting; shoring; dewatering; and removing and restoring existing surfaces. End sections and pipe spillouts will be measured in units of each, complete-in-place, and will be paid for at the contract unit price per each. Endwalls and arch substructures will be measured in cubic yards of concrete and pounds of reinforcing steel except that EW-12 endwalls will be measured in units of each, complete-in-place. Endwalls and arch substructures will be paid for at the contract unit price per cubic yard of miscellaneous concrete and per pound of reinforcing steel except that crack control bars shall be included in the price bid for miscellaneous concrete and Standard EW-12 endwalls will be paid for at the contract unit price per each. Minor structure excavation will be measured and paid for in accordance with Section 303.06. Cast-in-place box culverts will be measured in cubic yards of concrete and pounds of reinforcing steel and will be paid for at the contract unit price per cubic yard of concrete and per pound of reinforcing steel. These prices shall include sheeting, shoring, dewatering, waterproofing, disposing of surplus and unsuitable material, removing and restoring existing surfaces, the upper 6 inches of bedding material within the neat lines shown on the Standard PB-1 drawings, and all necessary work to key the bottom slab 302.04 337into an existing rock foundation. When not a pay item the cost of temporary stream relocation to facilitate the installation of the structure shall be included in the price for the concrete and steel. If the Contractor elects to furnish and install precast box culverts or precast arches instead of cast-in- place box culverts, payment will be made for the original quantities shown on the plans for cast-in-place units. No additional compensation will be made for casting, prestressing, or shipping precast units or performing additional work, such as waterproofing, epoxy coating, or joint sealing, required as a result of the substitution. Precast box culverts will be measured in linear feet along the centerline of the barrel from face of curtain wall to face of curtain wall and will be paid for at the contract unit price per linear foot, unless they are substituting for cast-in-place box culverts. If precast box culverts are substituted for cast-in-place box culverts, payment will be made at the contract unit price per cubic yard of concrete and per pound of reinforcing steel for the cast-in-place box culvert plan quantities. This price shall include designing, casting, reinforcing, sheeting, shoring, dewatering, installing, waterproofing, sealing joints, anchoring, disposing of surplus and unsuitable material, removing and restoring existing surfaces, the upper 6 inches of bedding material within the neat lines shown on the Standard PB-1 drawings, fittings, and providing buffer zones and porous backfill for multiple lines. When not a pay item the cost of temporary stream relocation to facilitate the installation of the structure shall be included in the price for the box culvert. Minor structure excavation for pipes and culverts will be measured and paid for in accordance with Section 303.06. Grates and frames will be measured in units of each and will be paid for at the contract unit price per each. Pipe grate will be measured in linear feet and will be paid for at the contract unit price per linear foot. This price shall include fabricating, furnishing, galvanizing, and installing. Drop inlets and intake boxes will be measured as complete units, including the frame and grate or cover, and will be paid for at the contract unit price per each. The contract unit price for drop inlets will be adjusted at the rate of 5 percent per foot for increases or decreases in the depth indicated on the plans except that no adjustment will be made for changes amounting to less than 6 inches in the height of a single drop inlet. Where curb or curb and gutter extend along the drop inlet, the contract unit price for drop inlets shall include that part of the curb or gutter within the limits of the structure. Bedding material, except aggregate No. 57, will be included in the price of the structure. Base sections of pipe tee units used as drop inlets and manholes will be measured in linear feet horizontally and will be paid for at the contract unit price per linear foot of pipe specified. The riser section and additional costs for the tee shall be included in the price for the drop inlet or manhole. Manholes will be measured in linear feet, vertical measure, from top of foundation slab to top of masonry on which the casting frame is placed. However, when manholes are constructed as tee sections, measurement will be made to the pay limits shown on the plans. Manholes will be paid for at the contract unit price per vertical linear foot exclusive of frame and cover. Bedding material, except aggregate No. 57, shall be included in the unit price per foot for the manhole. Concrete spring boxes will be measured in cubic yards of concrete, pounds of reinforcing steel, and linear feet of pipe and will be paid for at the contract unit price per cubic yard of concrete, per pound of reinforcing steel, and per linear foot of pipe.302.04 338Junction boxes will be measured in cubic yards of concrete and pounds of reinforcing steel, pounds of structural steel, and each complete frame and cover assembly and will be paid for at the contract unit price per cubic yard of concrete and per pound of reinforcing steel, per pound of structural steel, and per each frame and cover assembly. Bedding material, except aggregate No. 57, shall be included in the price of the structure. Casting frames and covers will be measured in units of one complete frame and cover and will be paid for at the contract unit price per each. Reconstructed manholes will be measured as a complete unit and will be paid for at the contract unit price per each. Precast arches will be measured in linear feet along the centerline of the invert from face of headwall to face of headwall. When a pay item, precast arches will be paid for at the contract unit price per linear foot. This price shall include designing, forming, casting, reinforcing, excavating, wingwalls, installing, water - proofing, sealing joints, anchoring and bedding, and providing buffer zones for multiple lines. The cost for cast-in-place work other than that specified on the plans shall be included in the price for precast arches. Epoxy-coated reinforcing steel, when a pay item, will be measured in pounds of uncoated steel and will be paid for at the contract unit price per pound. The weight will be computed from the theoretical weights of the nominal sizes of steel specified and placed in the structure. Measurement will not be made for epoxy-coating material. This price shall include furnishing steel and epoxy-coating material; applying coating material; fabricating, shipping, and placing epoxy-coated reinforcement in the structure; and necessary repairing of epoxy coatings. Temporary diversion channel lining will be measured in square yards for the class specified and will be paid for at the contract unit price per square yard. This price shall include installing the channel lining and removal when no longer required. Temporary diversion channel excavation will be measured in cubic yards and will be paid for at the contract unit price per cubic yard. This price shall include excavation, temporary pipe culverts, removal of pipe culverts when no longer required, backfilling, and site restoration including regrading and seeding. Excavation, backfill, and disposal of unsuitable or surplus material for drop inlets, intake boxes, manholes both new and reconstructed, spring boxes, junction boxes, and base sections of pipe tee units used as drop inlets and manholes will not be measured for separate payment, and the cost thereof shall be included in the bid price for such items. In the event steps or invert shaping is required, the cost thereof shall also be included in the price for such items. Storm water management drainage structure will be measured in linear feet, vertical measure, from top of concrete foundation to the top of the concrete cover. The price bid shall include Class A3 concrete; reinforcing steel; trash rack; debris rack; orifice; steps; steel plate; and, when required, polyethylene tubing, pipe hangers, and steel pipe. Temporary sediment riser pipe will be measured in linear feet for the size specified and will be paid for at the contract unit price per linear foot. The price shall include the riser pipe, steel plate, perforated pipe, debris rack, orifice and Class A1 riprap, and anti-vortex device when required. Storm water management dam will be measured in cubic yards of concrete and pounds of reinforcing steel and will be paid for at the contract unit price per cubic yard of concrete and per pound of reinforcing steel.302.04 339Post installation inspection will be included in the contract unit price per linear foot of pipe. Post- Installation Inspection shall include performing visual and video camera inspection(s), preparing and furnishing documentation to include narratives and video media in accordance with the requirements herein and VTM 123. The cost of the remedial measures (including removal and replacement of the pipe, if necessary) and the re-inspection of the remediated pipe necessitated as a result of the Contractor’ s negligence, omission, or fault shall be the contractual and financial responsibility of the Contractor. Payment will be made under: ————————————————————————————— Pay Item Pay Unit————————————————————————————— Pipe (Size and type) Linear foot Structural plate arch (Size) Linear foot Jacked and bored pipe (Size) Linear foot Tunneled pipe (Size) Linear foot Reinstalled pipe Linear foot End section (Standard and size) Each Pipe spillout (Standard) Each Concrete (Class) Cubic yard Reinforcing steel Pound Endwall grate and frame (Standard) Each Precast box culvert (Size) Linear foot Endwall pipe grate (Type) Linear foot Drop inlet (Standard and length) Each Intake box (Standard) Each Structural steel (Type) Pound Manhole (Standard) Linear foot Frame and cover (Standard) Each Reconstructed manhole Each Precast arch (Size) Linear foot Epoxy-coated reinforcing steel Pound Temporary diversion channel lining (Class) Square yard Temporary diversion channel excavation Cubic yard Endwall, Standard EW-12 Each Storm water management drainage structure (Type) Linear foot Temporary sediment riser pipe (Size) Linear foot ————————————————————————————— SECTION 303—EARTHWORK
303.01 Description
This work shall consist of constructing roadway earthwork in accordance with these specifications and in conformity with the specified tolerances for the lines, grades, typical sections, and cross sections shown on the plans or as established by the Engineer. Earthwork shall include regular, borrow, undercut, and minor structure excavations; constructing embankments; disposing of surplus and unsuitable material; 303.01
Source: Virginia Road and Bridge Specifications, 2020 Edition. Pages 348–366 of 1,065.