727519.01 Department’ s federal mandate to bring women and minorities into the highway construction industry. Therefore, if the Contractor has failed by the end of the project to meet the required trainee contract goal, the Contractor shall submit written good faith documentation indicating the reasons the trainee goal was not attained. This documentation shall be submitted to the DCRM, and should it be deter - mined insufficient, the lack of commitment to this Affirmative Action Program will be relayed to the Engineer for inclusion in the Contractor’ s Performance Evaluation Report for the project. Efforts taken by a Contractor that result in the OJT contract goal being exceeded will be recognized for the Contractor’ s support of the Department’ s commitment to assuring skill improvement oppor - tunities for minorities and women in highway construction. To exceed an OJT goal is to enroll and graduate more trainees than the number specified in the contract.
518.03 Measurement and Payment
The Contractor will be paid $3.00 per hour for each employee who is trained in accordance with the approved training program, except as otherwise noted hereinafter. The DCRM can request approval by the Engineer that a Contractor be paid for training persons in excess of the trainee contract goal specified or for trainees enrolled on a contract without a trainee goal. If approved, this payment will be made even though the Contractor received additional training program funds from other sources provided such other sources do not specifically prohibit the Contractor from receiving other payments. The Department will pay the Contractor stipend $3.00 per training hour for training occurring on state or federally funded Department projects. The Contractor will be credited for each apprentice/trainee employed on the project and will be reimbursed on the basis of hours worked listed on certified payrolls and the weekly submittal of trainee Form C-67. This form will serve as a record of trainee hours completed under the Contract. If, in the judgment of the Contractor, Engineer, and DCRM, a trainee becomes proficient enough to qualify as a journeyman before the end of the prescribed training program and the Contractor so employs the train - ee, full credit will be given toward the attainment of the trainee goal; however, the Contractor will be paid only for the actual trainee hours completed. The Department will pay the Contractor for only those training hours completed if the trainee does not complete training due to lay-off, termination, or resignation. No payment will be made to the Contractor should the required training not be provided or the trainee is not hired as a journeyman and there is evidence of a lack of good faith on the part of the Contractor in complying with the requirements specified herein. SECTION 519—SOUND BARRIER W ALLS
519.01 Description
This work shall consist of furnishing and constructing sound barrier walls in accordance with these spec - ifications and approved working drawings furnished by the Contractor and within the specified tolerances for the lines, grades, and details shown on the plans or as established by the Engineer.
a.Acoustic performance standards: 728519.01
1.Sound barrier walls shall provide a transmission loss of at least 23 dB(A) when tested in accordance with ASTM E90 using the typical truck noise spectrum and shall have vibration- free connections, joints and fittings.
2.Absorptive sound barrier walls shall be designed so that the absorptive portion on the highway side has a minimum noise reduction coefficient of 0.70 when measured in accordance with ASTM C423.
3.Sound barrier walls shall be designed to minimize or eliminate gaps or openings to prevent transmission of sound through the barrier.
b.Design Standards:
1.Structural design loadings for sound barrier walls shall be based on a design life of not less than 50 years. Sound barrier walls shall be designed in accordance with the current AASHTO Guide Specification for Structural Design of Sound Barriers except as modified herein. References in the AASHTO sound barrier specification to “an industry recognized specifi - cation” shall not apply. All concrete, steel, and aluminum members shall be proportioned with reference to the service load design methods (allowable or working stress design) of the current AASHTO Standard Specifications for Highway Bridges. Fatigue and traffic impact shall be considered in the design of these structures. Sound barrier walls subject to lateral earth pressure shall have those portions so loaded, designed in accordance with the aforementioned AASHTO specifications. In all cases, settlement shall also be considered.
2.Unless specified otherwise, this paragraph governs the selection of wind pressure coefficients in Virginia. Any sound barrier wall (structure or ground mounted) to be constructed within one half mile of the shore of the Chesapeake Bay or the Atlantic Ocean shall be designed for exposure category D. All other ground-mounted sound barrier walls shall be designed for exposure category B2, and all other structure-mounted sound barrier walls shall be designed for exposure category C. The wind pressure to be applied to the full height of the wall shall be based on the height to the centroid of the loaded area. For structure-mounted walls, this height shall be measured from the surface of the feature over which the bridge or structure crosses (e.g. mean sea level of the Chesapeake Bay, normal water level at stream crossings, roadway surface on the low shoulder at highway intersections) or in the case of sound barrier walls mounted on retaining walls, measured from the prevailing ground elevation in the vicinity of the sound barrier wall.
3.Unless specified otherwise, this paragraph governs the selection of wind speeds for design purposes (50-year mean recurrence interval) in Virginia. Sound barrier walls in Hampton Roads District shall be designed for a wind speed of not less than 100 mph. Walls in Fredericksburg, Northern Virginia and Richmond Districts shall be designed for a wind speed of not less than 90 mph. Walls in Bristol, Culpeper, Lynchburg, Salem and Staunton Districts shall be designed for a wind speed of not less than 80 mph. Any continuous wall crossing district boundaries may use the lower of the two adjacent wind speeds.
4.The vertical posts shall be proportioned to have a maximum deflection of no more than h/240 due to wind load, where “h” is the cantilever height of the post from the top of foundation to the top of the sound barrier wall. The unbraced length of the post for design shall not be less than “h” unless both flanges are sufficiently braced to allow a reduction of the unbraced length of the section. Post design shall account for the presence of all holes needed for connections. Wall panels and other supporting members shall be proportioned to have a maximum deflection of no more than l/240 due to wind load, where “l” is the length of the panel or member. 729519.01
5.Structure-mounted sound barrier panels shall not weigh more than 7.5 psf and the structure- mounted sound barrier system shall not weigh more than 15 psf. Posts for structure-mounted sound barrier wall panels shall not be spaced more than 8 feet on center. Posts shall only be mounted on the outside of parapets. The Contractor and wall manufacturer shall be responsible for the anchorage of the sound barrier wall to the structure including the location of anchor rods, pattern or layout of rods, size, length of embedment, base plate for attachment, posts, etc. Structure elements designed to accommodate sound barrier walls shall not be slip formed. Posts for ground-mounted sound barrier panels shall not be spaced more than 24 feet on center.
6.Anchor rod performance shall be evaluated against the net area of the anchor rod after reduction to account for threads. Anchor rods shall be checked against the effect of combined stresses in accordance with the following formula (found in the 2013 AASHTO Standard Specification for Structural Supports for Highway Signs, Luminaires, and Traffic Signals ): ( fv )2 + ( ft )2 ≤ 1.0 Fv Ft Where: Ft is the allowable normal stress on the rod, 0.5 x F y ft is the predicted normal stress on the rod due to direct compression or tension and bending: ft = f a + f b where: fa is the predicted stress on the rod due to direct compression or tension fb is the predicted stress on the rod due to bending about the rod’ s neutral axis fb shall be included in the computation of f t whenever the clearance between the bottom of the leveling nuts and the top of the concrete foundation is greater than or equal to the diameter of the rod Fv is the allowable stress on the rod due to direct shear, 0.3 x F y fv is the predicted stress on the rod due to direct shear Note: All stresses are based on the applied load acting on the net area after consider- ation for the reduction due to the presence of the threads. e.g. Net Area = 0.7854 ( D – 0.9743) 2 and Sx = 0.0982 ( D – 0.9743) 3 n n where “ D” is the diameter of the rod in inches and “ n” is the number of threads per inch. No mortar, grout or concrete shall be placed between the bottom of the base plate and the top of the concrete.
7.Soil friction angle and strength of soils shall be used when designing foundations. Foundations shall be designed in accordance with the current AASHTO Standard Specifi - cations for Highway Bridges. Foundation designs may require pilings, caissons, or special designs as indicated by subsurface investigations (soil reports and boring logs) to establish bearing capacity.
8.When caissons are used, the soil at the surface to a depth equal to the required diameter of the caisson, but not less than two (2) feet or as required by the conditions, shall not be considered 730519.01 effective when calculating the required embedment of the caisson. The ground surface slope shall be taken into account when determining caisson embedment. An unfactored wind load shall be used in the analysis. Deflections and factors of safety for caissons shall be determined using actual wind loads not factored loadings. For axial capacity, the caisson tip elevation shall provide a length of caisson such that at least two thirds of the total predicted resistance is provided by shaft resistance. Total vertical deflection of the caisson head, from settlement and elastic shorting of the caisson, is limited to one (1) inch under service axial design loads. The minimum area of longitudinal reinforcement for caisson type foundations shall be one percent of the gross area of the foundation section. In caissons where the wall post/ beam is embedded to the bottom of the caisson, no reinforcement is required. The required allowable stresses for steel and concrete in the caisson may be modified by the allowable overstress permitted in the wind load condition.
9.The Brom’ s method may be used for the design of laterally loaded caissons less than twenty (20) feet in length. For Group II and Group IV , where wind is a contributing load, a minimum safety factor of 2.25 shall be used if soil parameters are based on the results of standard penetra - tion tests. When parameters are based on the results of subsurface exploration and laboratory testing programs as detailed in the current AASHTO Standard Specifications for Highway Bridges, or are set by the Department, a safety factor of 2.0 may be used. The preferred method of analyses for the design of laterally loaded caissons is the “p-y curve” method for the design and analysis of caissons under lateral loads, using public domain computer program such as COM624P or commercially available software. The caisson embed - ment shall provide a length where the second point of zero deflection is reached. The second point of zero deflection may be assumed to be the point on the deflection curve where the deflection is decreasing and becomes less than 0.02 inch. The total horizontal deflection at the head of the caisson is limited to 0.5 inch. Temporary casing may be used to stabilize a drill hole; however, the Contractor shall remove the temporary casing immediately prior to or while placing the concrete. If the drill hole can not be maintained, the Contractor shall employ other methods of stabilizing the excavation such as wet hole construction with slurry. If, at the time of placing concrete, water in the hole exceeds five (5) feet or 20% of the caisson length, whichever is greater, the Contractor shall install the concrete by pump or tremie.
10.For walls on spread footings, the Contractor shall furnish the Engineer, for the Engineer’ s consideration and acceptance, a bearing capacity analysis as part of the design calculations. The safety factor against bearing failure shall be taken as 2.25 for Group II and Group IV where wind is a contributing load. The ground surface slope shall be taken into account when determining bearing capacity of the soil. The depth of the embedment of footings shall be in accordance with the aforementioned current AASHTO Standard Specifications for Highway Bridges.
11.For walls on piles, foundation design shall be in accordance with current AASHTO Standard Specifications for Highway Bridges. The factor of safety shall be on the level of construction 731519.02 control as required in Subsection 4.4.6.2. The required factors of safety may be modified by the allowable overstress permitted in the wind load condition.
12.Where new sound barrier walls tie into existing barriers, existing sound barrier walls and other structures shall be analyzed to determine if they are adequately stable for the addition of new loads, if the Contractor chooses to use them for support. The Contractor shall make any field measurements and observations necessary to analyze the existing structures and detail all connections. Alternatively, the new wall may be designed to be independent of existing structures with details for closing gaps.
13.The Contractor shall submit nine (9) copies of the working drawings and supporting calculations in accordance with Section 105.10 to: Virginia Department of Transportation Location and Design Division Engineering Services 1401 E. Broad Street Richmond, Virginia 23219 Working drawings shall contain all specific details and dimensions (such as post spacings, post sizes, foundation details, and panel fabrication and attachment details) necessary for the complete review, construction and inspection of the work. The working drawings for sound barrier walls shall also reflect coordination with the working drawings for retaining walls, bridges or other mounting structures or adjacent construction items where applicable. Working drawings and the accompanying calculations shall be sealed by a Professional Engineer holding a valid license to practice engineering in the Commonwealth of Virginia. Calculations using computer programs or spreadsheets shall include a description of the design methodology necessary to validate the results of the computer output. Any changes to the working drawings by the Contractor after the initial submittal shall be clearly identified on subsequent revisions. Changes shall be identified on the working drawings, denoted in a narrative (e.g. cover letter) and dated after making all requested changes. This format shall be followed until all Department requested responses are addressed and changes are completed to the satisfaction of the Engineer. Approval of these working drawings shall not relieve the Contractor of the responsibility for accuracy of the drawings or conformity with contract and site requirements. Approval by the Department will not indicate a check on dimensions.
519.02 Materials
The Contractor may furnish plastic, metal, concrete or, in specific applications, wooden sound barrier walls. Walls shall conform to the Contract, AASHTO material specifications and the following applicable specifications. Acceptable wall system designs shall have been pre-approved by the Department for use. Requirements for evaluation and approval of sound barrier wall may be obtained from the Air, Noise, and Energy section of the Environmental Quality Division.
a.Concrete shall conform to Section 217 and Section 404 or 405 as applicable. Concrete for reflective sound barrier panels and concrete posts shall be Class A5. Concrete for footings or leveling pads shall be Class A3. All other concrete shall be Class A5 or Class A4. Sound absorptive concrete shall be considered a sound coating subject to other provisions in the specifications; the manufacturer’ s 732519.02 cited standards or proprietary materials and the Contract. The use of systems employing such sound absorptive concrete materials shall require pre-approval by the Department.
b.Reinforcing steel shall conform to Section 223. Reinforcing steel requiring welding shall be ASTM A706, Grade 60, and shall be welded in accordance with the current AWS D1.4. All other reinforcing steel shall be ASTM A615, Grade 60, or ASTM A706, Grade 60. Threads on reinforcing steel bars shall be UNC (coarse) Series, Class 2A as specified in ANSI B1.1. Welded wire fabric used to reinforce sound barrier panels shall conform to Section 223.
c.Aluminum shall conform to Section 229 for the use and shape specified. Welding of aluminum shall be performed in accordance with current AWS D1.2.
d.Steel piles shall conform to Section 228. Steel piles that shall be used as posts will be galvanized in accordance with Section 233 for their full length above the finished grade and to a point 2 feet below the finished grade.
e.Structural Steel shall conform to Sections 226 and 407, and shall be galvanized in accordance with Section 233. Painting of structural steel shall be in accordance with Section 411.
f.Structural tubing shall conform to ASTM A500 and Sections 226 and 407; and shall be galvanized in accordance with Section 233. Structural tubing serving as posts is subject to Charpy V -Notch Impact test requirements in accordance with Section 226.
g.Miscellaneous steel shall conform to Sections 226 and 407, and shall be galvanized in accordance with Section 233.
h.Asphalt mastic shall conform to and be applied in accordance with AASHTO M243.
i.Miscellaneous hardware shall conform to the following: Anchor rods shall conform to Section 226.02(c), and shall be galvanized in accordance with Section 233. One nut and one washer shall be provided above and below the base plate at the connection to the anchor rods. The nut against the base plate shall be installed in such a way as to tension the anchor rod and create adequate friction between the nut and the base plate. There shall be no play or slack in the connection of the anchor rods to the base plate after the nuts have been tightened. The distance from the underside of the base plate to the top of the concrete shall be no more than the diameter of the anchor bolt plus one inch. Bolts, nuts, and washers shall be high strength steel conforming to Section 226.02(h) and shall be galvanized in accordance with Section 233. Self-drilling screws shall be Class 410 stainless steel conforming to FS QQ-S-763 and shall be cadmium coated in accordance with ASTM B766.
j.Caulking sealant shall conform to FS TT -S-00230, TT -S-001543, or TT -S-001657. Exposed caulking shall be color-pigmented so as to match or be similar to the color of finished panels or shall be as approved by the Engineer.
k.Steel flashings and caps shall be of the same material and thickness as metal panels. Protective coating requirements shall be the same as those for panels.
l.Elastomeric pads shall conform to ASTM D1056, Grade 1B3 C1, 1B4 C1, or 1B5 C1. Adhesives shall conform to the manufacturer’ s recommendations.
m.Interlocking metal panels shall conform to the following: Metal panels shall be of a cold-formed, trapezoidal-faced configuration. The covering width of the panel face shall be at least 12 inches. 733519.02 Each panel shall have a male and female rib providing a friction interlock connection with adjacent panels. The friction interlock connection shall provide sufficient connection when two connected panels are held in the same vertical and horizontal positions.
n.Panel finish of metal or plastic barrier shall be embossed or otherwise designed or treated to minimize light reflectance under wet conditions.
o.Protective color coating for metal panels shall be System No. 1 or System No. 2 as specified on the plans and detailed herein. When the system is not specified, System No. 1 shall be furnished. The coating system shall be flat in accordance with the Federal Standard Number(s) specified on the plans or approved by the Engineer.
1.System No. 1 shall be either a polyvinyl fluoride (PVF1) plastic film or urethane coating. System No. 1 coatings shall have an abrasion index of at least 16 liters per mil in accordance with ASTM D968, shall be resistant to permanent graffiti markings, and shall produce an impervious finish free from cracks and crazings.
a.PVF1 shall have a thickness of at least 1.5 mils per coated side and shall be applied at the factory to thoroughly cleaned and pretreated galvanized steel in accordance with ASTM D2092, Method F . The PVF1 film shall be pigmented to obtain optimum color perfor - mance and shall be laminated to the steel with heat and adhesive to produce a uniform, durable coating.
b.Urethane coating shall be acrylic or polyester material with a chromate-bearing epoxy prime coat having a thickness of at least 1.2 mils per coated side and shall be applied at the factory to thoroughly cleaned, pretreated, and galvanized steel sheets. The urethane coating shall be inorganically pigmented to obtain optimum color performance and oven cured under quality controlled conditions to produce a uniform and durable coating.
2.System No. 2 shall be a polyvinyl fluoride (at least 70 percent resin) enamel (PVF2) with a dry film thickness of at least 1 mil per coated side that shall be applied at the factory to thoroughly cleaned and pretreated galvanized steel in accordance with ASTM D2092, Method F . The PVF2 enamel shall be pigmented to obtain optimum color performance and oven baked under quality controlled conditions to produce a uniform, durable coating free from cracks and crazings.
p.Protective color coating for concrete panels shall be a semi opaque toner containing methyl methacrylate-ethyl acrylate copolymer resins with toning pigments suspended in solution at all times by a chemical suspension agent and solvent. Color toning pigments shall consist of laminar silicates, titanium dioxide, and inorganic oxides. There shall be no settling or color variation. Vegetable or marine oils, paraffin materials, stearates, or organic pigments shall not be used in the coating formulation. Physical properties of the coating shall be as follows: Weight per gallon 8.3 pounds (min.) Solids by weight 30 percent (min.) Solids by volume 21 percent (min.) Drying time 30 minutes (max.) at 700F and 50 percent humidity Coating material shall not oxidize and shall show no appreciable change in color after 1000 hours when tested in accordance with ASTM D822; shall have excellent resistance to acids, alkalies, 734519.02 gasoline, and mineral spirits when tested in accordance with ASTM D543; shall allow moisture vapor from the concrete interior to pass through when tested in accordance with ASTM E398 or D1653; and shall reduce the absorption rate of exterior moisture into the pores of the concrete surface when tested in accordance with Federal Specification TT -C-555 B. Surface preparation, application rates, and application procedures shall be as specified by the coating manufacturer for use with airless spray equipment having a minimum capacity of 1,000 psi and 1/2 gallon per minute. Coating shall not be applied when the air temperature is below 50ºF, or to damp surfaces or when the air is misty or otherwise unsatisfactory for this work as determined by the Engineer. The sound wall color coating shall be from the Materials Division Approved Products List 19 for Absorptive Sound wall Color Coatings.
q.Wood used for sound barrier walls shall conform to Section 236 and shall be CCA preservative pressure treated with a minimum net retention of 0.60 pcf in accordance with American Wood Preservers Association UC4B. Panel design shall result in a sound transmission class of 38 or better when tested in accordance with ASTM E90 or ASTM E413. Wood sound barrier walls shall be from the Materials Division Approved Products List 65. The use of wood sound barrier systems shall be limited to those applications specifically identified in the Contract.
r.Plastics used in sound wall designs shall be of high density, high impact resistant materials such as, but not limited to; acrylic, fiberglass, polyethylene, polyvinylchloride, or polyurethane with antioxidant additives and UV stabilizers; and shall be capable of being produced with integral color pigmentation where such color is specified on the plans or elsewhere in the Contract. Plastic sound barrier systems shall be from the Materials Division Approved Products List 65.
519.03 Procedures
The Contractor shall design the wall so that the finished profile of the top panels shall be as uniform in height as possible when the wall is traversing a grade. The top face of the sound barrier wall shall be aligned to maintain a continuous appearance and shall not deviate from true alignment by more than 1/2 inch in 10 feet.
a.Foundations Existing ground line elevations shall be established and verified by the Contractor prior to submitting working drawings. The Contractor shall remove and dispose of all above ground obstructions such as trees, debris, brush, etc. and other clearing and grubbing items that will interfere with erection unless otherwise directed by the Engineer. The Contractor shall adjust foundations during design and while erecting sound barrier walls to avoid conflicts with pipes or utilities. Wall panel lengths may be shortened or lengthened so that foundation locations may be adjusted to avoid conflicts and clear existing pipes, utilities, and other underground obstructions. When a conflict cannot be avoided using this method, the Contractor shall submit the Contractor’ s alternative design for the Department’ s written approval. The Contractor shall modify the design of wall foundations where foundations may conflict with the limits of proposed or existing rights-of-way or where foundation designs and existing topography may leave a portion of the foundation exposed above the finished ground line. The Contractor shall review such conflicts and proposed modifications with the Engineer prior to installation. Where 735519.03 sound barrier walls are self-supporting, they shall be designed to prevent pipe or utility damage caused by excessive loading when placed over pipes, utilities, or other underground obstructions.
b.Piles and Posts The Contractor shall drive piles according to Section 403 except that the tolerance for the position of a single steel H-pile shall be ±1/2 inch. The portion of posts from the finished grade to the bottom end and the portion of the H-pile lapped with posts shall be painted with asphalt mastic after splicing. V oids between posts and piles created by the use of shims for plumbing posts shall be caulked prior to the application of asphalt mastic. The Contractor may furnish the galvanized post and girts with the protective color-coating system specified for panels, thereby eliminating the related flashing covering, provided the posts and girts conceal threads of bolts and screws. Structure-mounted sound walls shall have metal posts.
c.Panels
1.General Requirements Panels shall not be patched without the written approval of the Engineer. Panel patching shall be performed in accordance with the manufacturer’ s recommendations if the Engineer allows it. Cut, marred, or scratched surfaces shall be repaired in accordance with the manufacturer’ s recommendations. Panels having deficiencies such as cracking, crazing, scaling, efflorescence, segregation, mottling of the color coating or stains on the finish shall be rejected. Irregularities at panel edges that appear broken, ragged, chipped or dented to the extent that a gap appears once they are stacked will be cause for rejection. Sound absorptive coating shall be permanently bonded or attached to the panel’ s core material and have the same service life as the core materials. The absorptive finish of concrete panels shall meet the requirements of ASTM C666, Procedure B, for 300 cycles. Where sound barrier panels do not occupy the full width between the flanges of the sound barrier posts, panel attachment details shall be furnished with the working drawings. Such details shall also include material descriptions of the attachment hardware. Post flanges and panels shall overlap at least 1-1/2 inch after installation. The face of the panel on the roadway side of the barrier shall fit tightly against the post flange for the full height of the panel after installation. Spacer blocks or wedges shall not be used. Joints and connections shall be secured so as to be structurally sound with no visible openings for sound transmission and shall not be a secondary source of noise attributable to vibration. All lifting devices cast into panels shall be galvanized and flush with the panel.
2.Structure-Mounted Barriers All structure-mounted sound barrier panels shall be metal or other pre-approved lightweight material. The bottom portion of the panels within 6 inches of the top of the parapet to which the 736519.03 wall is to be mounted shall not have an absorptive finish. The Contractor shall orient panels on structure-mounted sound barrier walls either vertically or horizontally to match any adjacent ground mounted sound barrier walls. Installed panel orientation shall be such that panels are free draining to prevent moisture buildup and possible corrosion. Structure-mounted sound barrier walls shall aesthetically match adjacent ground mounted barriers as to color unless stated otherwise in the contract. Anchor rods (bolts) for structure-mounted walls shall be integrally cast into parapets. Concrete parapets or retaining walls shall not be slip formed when used as mounting structures for structure-mounted sound barrier walls. Connections between the panel and the posts and the sound barrier panel and the bridge shall account for the movement of the bridge as well as the expansion and contraction of the panels.
3.Ground-Mounted Barrier Base panels shall be a minimum height of 2 feet and shall be embedded in the ground a minimum of 6 inches to prevent sound leaks. A non-absorptive durable finish or construction is required on that portion of the base panels below ground and 6 inches above the ground line. The Contractor shall align horizontal joints to create continuous horizontal lines where panels must be stacked for erection; however, foundations and/or ground contact panels may be adjusted within the limits established herein to provide for the continuous horizontal alignment of joints. Horizontal joints formed where panels mate together and false or dummy joints, if present, must match in appearance and alignment. The Contractor shall install panels so that the edges of stacked panels are neat and sides that mate together are straight and true. Reflective concrete sound barrier panels shall have all edges chamfered 3/4 inch or rounded to 1/2 inch radius. Vee-shaped control joints, 3/8 – 1/2 inch deep, shall be scored into one side of panels less than 8 inches thick and both sides of panels 8 inches or more in thickness to control temperature and shrinkage cracking. These joints shall be no more than 8 feet on center. The Contractor shall coat all panel connection hardware and portions of metal base panels to be embedded in the ground with asphalt mastic.
4.Sample Section The Contractor shall erect a sample section of the ground-mounted wall at the job site prior to receiving final written approval to proceed with panel fabrication from the jurisdictional Dis - trict office. The sample section shall be three bays of panels with corresponding posts to show how panels shall be secured to the posts with the attachment hardware. Sample panels shall show the attachment area formed in the panel. Sample panels shall show color and finishes of both sides of the wall.
d.Drainage Requirements The Contractor shall ensure onsite ground surface drainage and other drainage considerations are accounted for in the design of the sound barrier walls. Sound barrier walls shall be designed to deter impoundment and trapping of water. Disturbed areas shall be graded in front and behind the sound barrier wall to control and dispose of roadway and slope drainage using a graded ditch or similarly functional drainage. The ground-mounted sound barrier posts and bottom sound barrier wall panel shall be designed with consideration for additional load created by the ditch slope where it rests against the wall. 737519.03 Weep holes shall be provided in panels, where necessary, to facilitate proper drainage. Drainage design shall not create sound leaks. The Contractor shall seed, fertilize, and lime disturbed areas in front and behind of sound barrier walls in accordance with Section 603.
e.Other Detail Requirements
1.Concrete clear cover over reinforcing steel, except precast concrete panels, shall not be less than 3 inches for primary reinforcement and 2-1/2 inches for ties and stirrups. Concrete clear cover shall not be less than 1-1/2 inches for precast concrete panels. Concrete clear cover excludes any sound absorptive concrete finish.
2.Steel reinforcement shall be designed to resist in-service loads as described in Section 519.01(b) and handling loads resulting from manufacture, transport, storage, and installation. All concrete elements shall have at least enough reinforcement to satisfy the requirements in
Article 8 — 20, “Shrinkage and Temperature Reinforcement,” of the aforementioned AASHTO
specifications. Mechanical butt spliced connections shall develop at least 125% of the ten - sile yield strength of the bar. If welds are necessary, they shall be detailed on the working drawings.
3.Anchor rods shall be embedded into concrete a distance equal to or greater than the develop- ment length of an equivalent reinforcing steel bar in accordance with the article 8.25, “Devel - opment of Deformed Bars and Deformed Wire in Tension,” AASHTO Standard Specifications for Highway Bridges. Hooked anchor rods shall not be used to reduce the embedment length. Anchor rods shall be enclosed in reinforcing steel ties over their full embedded length. These ties shall not be spaced more than 12 inches on center and shall not be less than #3 bar in size. A minimum of four anchor rods shall be used per post if the anchor rods have adequate capacity to resist 150% of the design loads; otherwise a minimum of six anchor rods shall be used per post. Anchor rods shall not be heated or bent in the field to accommodate misalign - ment of anchor rods without the prior approval of the Engineer. Anchor rods, washers and nuts of ground mounted sound barrier walls shall be coated with asphalt mastic above and below base plates after installation.
4.Epoxy or adhesive anchors, expansive anchors, split washers, and lock nuts shall not be used. Multiple washers shall not be used as spacers on bolted connections or anchor rods.
5.Base panel leveling pads (support blocks), where needed, shall be cast-in-place reinforced concrete with steel dowels embedded in the concrete foundation.
6.Precast concrete members, including panels, shall not be lifted from casting beds until their design compressive strength is sufficient to prevent damage. Concrete shall have attained the minimum 28-day design compressive strength before members are shipped to the project site. During storage, the Contractor shall separate stacked members from each other by the use of wood spacing blocks. Curing, storing, transporting, and handling of precast members shall be done in such a manner as to avoid excessive bending stresses and to prevent cracking, spalling, chipping, or other damage. Units damaged by improper storage or handling shall be replaced at the Contractor’ s expense. Acceptable lifting and support points and directions of reactions shall be shown on the working drawings. The Contractor shall be responsible for the design and safety of the lifting devices used. Embedded lifting inserts and devices shall be steel and galvanized in accordance with Section 233. Computations accompanying the working 738519.03 drawings shall demonstrate that stresses in the member are within the allowable range during shipping, handling, storage, and installation using appropriate impact factors. Precast units conforming to the requirements herein will only be accepted under the VDOT Precast Concrete Products Quality Assurance Program. The Contractor shall have the producer perform quality control functions in accordance with a Department approved QC plan. Each piece manufactured under the Quality Assurance program in addition to the date and other required markings, shall be stamped with the letters (QC), as evidence that the required QC procedures have been performed. 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
519.04 Measurement and Payment
Sound barrier walls will be measured in square feet of surface area from the finished grade to the sound attenuation line shown on the plans and from end to end of the wall, complete-in-place, and will be paid for at the contract unit price per square foot for the type listed (reflective or sound absorptive). The six inch minimum embedment in the ground of all base panels of ground mounted sound barrier walls will be considered incidental and will not be measured for separate payment. Sound barrier walls will be considered to refer to ground mounted barrier. Structure-mounted sound barrier walls will be measured in square feet of surface area from the top of the parapet or mounting structure to the sound attenuation (noise abatement) line shown in the plans, complete-in-place, and will be paid for at the contract unit price per square foot for the type listed (re - flective or sound absorptive). These prices shall include designing, furnishing; installing; providing modifications to avoid utility, right-of-way, foundation exposure, and tie-back conflicts; grading; seeding; disposing of surplus and unsuitable material; restoring property; and construction outside the grade or sound attenuation line. Excavation of tree roots, existing limited access fence, and other clearing and grubbing items such as those identified in Section 301 required for the placement of walls shall be included in the square foot price of the sound barrier walls. The cost of foundation designs and supplemental geotechnical investigation and foundations shall be considered incidental and will not be measured for separate payment but shall be included in the square foot price of sound barrier wall. Costs for ultrasonic and radiographic testing and all other quality control measures required by the specifications shall be included in the square foot price of sound barrier wall. After the second submittal of working drawings, costs for further review shall be in accordance with Section 105.10. Payment for sound barrier walls shall be made incrementally as construction progresses in accordance with the following percentages: 20 percent of the contract unit square foot price after completion of wall design and submission acceptance, 20 percent of contract unit square foot price after construction and installation of foundations and posts including posts caps, and geotechnical\subsurface investigation, testing where specified and if applicable, 45 percent of contract unit square foot price after installation 739520.02 of panels, and 15 percent of contract unit price after completion of sound barrier wall and color coating, if specified. Where multiple walls are specified in the contract, incremental payments will not apply to individual walls but to all walls specific to the individual pay items listed. Sound wall color coating will be measured in square yards and will be paid for at the contract unit price per square yard. This price shall include preparing surface and furnishing and applying the sound wall color coating. Payment will be made under: —————————————————————————————————————Pay Item Pay Unit—————————————————————————————————————Sound barrier wall (Type) Square foot Structure-mounted sound barrier wall, (Type) Square foot Sound wall color coating Square yard————————————————————————————————————— SECTION 520—W ATER AND SANITARY SEWER FACILITIES
520.01 Description
This work shall consist of furnishing and installing necessary materials for water distribution systems and sanitary systems in accordance with these specifications and in conformity to the dimensions, lines, and grades shown on the plans or as established by the Engineer. If the utility owner’ s specifications conflict with the Contract, the utility owners’ specifications shall govern in those areas.
520.02 Materials
a.Pipe, fittings, and flanges shall conform to Section 232.
b.Gaskets and joint materials shall conform to Section 212.
c.Casing pipe shall conform to Section 232.02(c)4.
d.Concrete blocks shall conform to Section 222.
e.Bricks shall conform to Section 222.
f.Hydraulic cement mortar shall conform to Section 218.
g.Concrete shall conform to Section 217 and shall be Class A3.
h.Reinforcing steel shall conform to Section 223.
i.Curing material for concrete shall conform to Section 220.
Source: Virginia Road and Bridge Specifications, 2020 Edition. Pages 755–766 of 1,065.