SCR_Supplemental_Compiled.pdf

SP801-000100-00

VIRGINIA DEPARTMENT OF TRANSPORTATION

SPECIAL PROVISION FOR

LANE CLOSURE COORDINATION (LCC)/LANE CLOSURE IMPLEMENTATION (LCI)

September 13, 2017

I. General Requirements

This work shall consist of coordinating and communicating lane closure operations through the local Transportation Operations Centers (TOC’s). The Contractor shall coordinate lane closures in accordance with this Special Provision, and only implement lane closures with approval from the CO.

II. Training

The Contractor shall have individuals trained to input work-zone information into VDOT’s proprietary LCC/LCI system, currently LCAMS and VaTraffic, on a weekly basis and to update as needed. These individuals shall be able to speak, understand, read, and write English, and be able to operate a computer. No advanced computer skills are needed to use the LCAMS or VaTraffic systems. The Contractor shall have a computer with internet connectivity and email capability.

The Contractor shall contact the Regional TOC Work Zone Lane Closure (LCAMS/VaTraffic) Coordinator to initiate system access and schedule training, when necessary. VDOT requires a 10 business-day notice to schedule classroom training for LCAMS. The Contractor’s designated individuals shall complete the courses Introduction to VaTraffic, VaTraffic Reports, VaTraffic Planned Events, and VaTraffic Work Zones. LCAMS and VaTraffic training for the individuals shall be completed prior to the Notice to Proceed date.

III. Lane Closure Process

1. Lane Closure Coordination Process. All lane closures shall be entered as precisely as possible into the Lane Closure Advisory Management System (LCAMS) and VaTraffic no later than 8 AM on Thursday of the week prior to the planned lane closure, and updated as needed. For the purposes of this Special Provision, a week starts on Sunday. If this submission deadline changes (e.g., for weeks involving a holiday), the CO will notify the Contractor at least one week in advance. Final approval for the lane closure will be issued by the CO. All fields in LCAMS and VaTraffic must be properly filled out.

A. Point of Contact. The data fields labeled “Requesting Org POC” in LCAMS and “Point of Contact” in VaTraffic shall contain the name and email address of the person physically entering the request into LCAMS.

B. Conflict Resolution. LCAMS will identify and flag most conflicts, and will automatically assign priority as first-come, first-serve. The Contractor has the right to contact the higher-priority party and attempt resolution with them, provided the Contractor submits the final resolution to the CO no later than 5 PM on Thursday of the week prior to the planned lane closure. The CO will handle all unresolved conflicts between requests and other events according to the priorities listed below, with the highest priority item first. If some or all requests involved in the conflict are the same priority level, conflict resolution will be on a first-come, first-serve basis.

(1) Emergency Work. Work that if not done “will result” in damage to a motorist vehicle or infrastructure, or danger to public health and safety.

(2) Lower Priority Items Previously Delayed. Work that while considered a lower priority, if perpetually delayed could result in severe consequences.

(3) Urgent Work. Work that if not done “may result” in damage to the motorist vehicle or infrastructure, or danger to public health and safety.

(4) Contractual Obligated Work. Work that is expected to be accomplished “on-time, on-budget”.

(5) Weather Dependent Work. Work that is dependent on the temperature and clear or dry conditions.

(6) Routine Maintenance Work. Work that is routine in nature that can be rescheduled and moved around, within limits, without undue risk.

C. The request shall be supported by the Schedule of Record, and the CO may deny requests which are not. The Contractor will be allowed to request lane closures to accommodate potential weather delays.

D. The Contractor may revise his entries in LCAMS and VaTraffic after the Thursday deadline subject to the approval of the CO and the conflict resolution requirements herein.

2. Lane Closure Implementation Process. The Contractor shall notify the Regional TOC no later than 15 minutes, but no earlier than 45 minutes, prior to installing the lane closure, or no later than 15 minutes prior to scheduled start time if lane closure is delayed or canceled. The Contractor shall notify the TOC and update VaTraffic of any changes in lane-closure impact during the execution of work. The Contractor shall notify the Regional TOC no later than 15 minutes after the lane is reopened to traffic.

3. Emergency Lane Closure. If an Emergency Lane Closure is required, the Contractor shall coordinate directly with the TOC regarding the lane closure as soon as the location and size of the lane closure is known. An Emergency Lane Closure is defined as road work which could not have been anticipated and is required to protect the public from immediate, severe harm, and has a priority as defined by Section III-1B(1).

IV. Measurement and Payment

Lane closure coordination will not be measured or paid for separately, but the cost thereof shall be included in the price of other items.

SWM Grandfathering

This project is considered Grandfathered under 9VAC25-870 -48 and is subject to the Technical Criteria in Part II C.

Land disturbing activities grandfathered shall remain subject to the Part II C technical criteria until June

30, 2019. After such time, portions of the project not under construction shall be subjected to (IIB) or any new technical new criteria adopted by the board.

Therefore, the contractor must have Phase I Erosion and Sediment Control measures and Perimeter ESC

Controls installed prior to June 30, 2019.

SPECIAL PROVISION FOR

STORMWATER MISCELLANEOUS ITEMS

September 26, 2016

I. DESCRIPTION

These specifications cover miscellaneous stormwater facility items and structural components.

II. DETAIL REQUIREMENTS

(a) UNDERDRAINS (Media Pipe Drains) shall be 4-inch or 6-inch rigid schedule 40 PVC pipe conforming to ASTM F758, Type Ps 28 or ASTM F949. Underdrains shall be perforated, except for the last 5-ft section of pipe if connected directly to a storm sewer drainage structure, with 4 rows of 3/8 inch (9.5 mm) holes with a hole spacing of 3.25 + 0.25 inches (82.5 + 6.4 mm) or a combination of hole size and spacing that provides a minimum inlet area greater than 1.76 square inches per linear foot (37.2 cm2/m) of pipe or be perforated with slots 0.125 inches (3.2 mm) in width that provides a minimum inlet area greater than 1.5 square inches per linear foot (31.8 cm2/m) of pipe.

Pipe joints and storm sewer drainage structure connections shall be sealed watertight. Pipe sections shall be coupled with suitable connection rings and flanges, gaskets, or another construction adhesive. Turns and connections used in the underdrain network shall consist of standard commercially-available PVC fittings. Field connections to storm sewer drainage structures and pipes shall be sealed with polymer grout material that can adhere to surfaces.

Underdrain pipe shall be capped (at structure) until completion of site work. Underdrain pipes shall be spaced at a maximum of 20 feet apart laterally, unless otherwise indicated on the plans.

Observation wells, or clean-outs, consisting of an anchored 4-inch or 6-inch diameter perforated PVC pipe fitted with a lockable cap shall be installed flush with the ground surface, where shown on the plans. Clean-outs shall be placed such that the entire underdrain network may be readily cleaned. If herbaceous cover is specified as part of the design plans instead of mulch ground cover, a metal stake, extending 2-3 feet vertically from the ground surface, shall be used to mark the clean-outs to prevent mower damage during maintenance operations.

Gaskets shall conform to Section 212.02(h) of the Specifications.

(b) LEVEL SPREADERS:

1) Gravel Diaphragms are created by excavating a 2-foot wide and 1-foot deep trench that runs on the same contour at the top of the filter strip (perpendicular to flow entering the practice and parallel to the contours). The diaphragm first acts as a pretreatment device, settling out sediment particles before they reach the facility then acts as a level spreader, maintaining sheet flow as runoff flows over. Gravel diaphragms are constructed of No. 1 aggregate conforming to Section 203 of the Specifications.

• The flow should travel to the practice as sheet flow and then drop at least 2 inches onto the gravel diaphragm. The drop helps to prevent runoff from running laterally along the pavement edge, where grit and debris tend to build up and allow runoff to by-pass the treatment facility.

• A layer of non-woven geotextile filter fabric, conforming to Section 245 (c) of the Specifications, shall be placed between the gravel and the underlying soil trench.

2) Engineered Level Spreaders (ELS) shall conform to the following:

• Forebays shall have a minimum depth of 12 inches. A forebay is not necessary if the concentrated flow is from the outlet of an extended detention basin or similar facility.

• The length of the level spreader should be determined by the type of filter area and the design flow.

• The minimum level spreader length is 13 feet and the maximum is 130 feet.

• The level spreader lip should be concrete, wood, pre-fabricated metal, or other durable non-erodible material with a well-anchored footer. The contractor shall submit samples of the pre-fabricated metal or durable non-erodible material to the Engineer for approval before installation.

• The ends of the level spreader section should be tied back into the slope to avoid scouring around the ends of the level spreader.

• The width of the level spreader channel on the up-stream side of the level lip should be three times the diameter of the inflow pipe, and the depth should be 9 inches or one-half the culvert diameter, whichever is greater.

• The level spreader lip should be placed 3- to 6-inches above the downstream natural grade elevation to avoid blockage due to turf buildup. In order to prevent grade drops that re-concentrate the flows, a 3-foot wide section of No. 1 aggregate, underlain by filter fabric, should be installed just below the spreader to transition from the level spreader to natural grade.

• Vegetated receiving areas down-gradient from the level spreader must be able to withstand the force of the flow coming over the lip of the device. It may be necessary to stabilize this area with a soil stabilization mat (VDOT EC-3) if the area has not been fully and permanently stabilized before directing runoff to it.

(c) CHECK DAMS type, size, and materials shall conform to the plans unless otherwise directed by the Engineer.

1) Check dam (Type 1) shall be constructed of timber railroad ties or lap-spliced 6x6 pressure treated lumber conforming to Section 236 of the Specifications.

2) Check dam (Type 2) shall conform to Section 302 of the Specifications and shall be constructed of riprap or aggregate as required to withstand hydraulic forces. Aggregate shall conform to Section 203 of the Specifications and riprap shall conform to Section 204 of the Specifications.

3) Check dam (Type 3) shall be constructed of cast-in-place concrete conforming to Section 217 of the Specifications.

Stone splash pads shall be provided at the downstream side of all check dams in accordance with the plans and specifications.

Check dams shall be firmly anchored into the side-slopes, embedded or armored 2-3 feet on both sides. Check dams shall also be embedded into the channel bottom a minimum of 6 inches.

The maximum check dam height should be 12 inches. Each check dam should have a weep hole or similar drainage feature so it can de-water after storms.

(d) NON-WOVEN GEOTEXTILE FILTER FABRIC used within BMP systems for drainage and subdrainage shall be consistent with VDOT Drainage Fabric requirements contained in Section 245.

(e) EARTHEN BERMS WITH CUTOFF TRENCHS may be used to separate forebays from treatment practices or to separate treatment cells within one facility. Berms shall consist of suitable clay material, with side slopes no steeper than 2:1. Berms shall be keyed in 1 foot below the surrounding ground surface. The clay core shall be centered under the berm crest and extend vertically downward 4 feet. The side slopes from the bottom of the berm to the bottom of the clay core shall be 1:1. Berms shall be compacted per Section 303.04 of the Specifications. Earthen berms may be armored with riprap or aggregate, if indicated on the plans.

(f) RIPRAP BERMS may be used to separate forebays from treatment facilities or to separate treatment cells within one facility. Such berms shall consist of a Class I riprap core with 2:1 side slopes built on a riprap pad having a minimum thickness of twice the D50. The riprap pad shall extend a minimum of 5 feet beyond the toe of the berm core, and shall be underlain by nonwoven geotextile filter fabric, keyed in 2 feet into the adjacent ground surface. A choker layer of aggregate shall be installed on the upstream face of the berm with a 3:1 slope, as well as across the crest of the weir in the berm (if indicated on the plans).

(g) INFILTRATION AND SOIL TESTING is required to assess soil infiltration, defined as the rate at which stormwater enters the soil.

Facilities equipped with underdrains shall be tested using an infiltration screening test. Native soil facilities shall use field determination of soil infiltration.

Infiltration field tests (i.e., permeability or hydraulic conductivity tests) shall be conducted at the most restrictive layer between the bottom elevation of the proposed infiltration facility and 4 feet below the bottom or two times the maximum potential water depth in the facility, whichever is greater. For example, permeability tests for a bioretention basin with a proposed bottom elevation 6 feet below the existing surface with a maximum potential water depth of 4.5 feet should be conducted at the most restrictive layer between a depth of 6 feet and 15 feet below the existing ground surface. Alternately, permeability tests for a bioretention basin with a proposed bottom elevation 3 feet below the existing surface with a maximum potential water depth of 1.5 feet should be conducted at the most restrictive layer between a depth of 3 feet and 7 feet below the existing ground surface.

When performing exploration for infiltration and soil testing, samples of the most restrictive layer shall be returned to a VDOT approved laboratory for Texture Class determination. Such samples shall be classified per the USDA soil classification system. The laboratory shall complete ASTM D 422 grain-size distribution, including hydrometer evaluation of sand-, silt- and clay-size particles. The grain-size distribution shall be interpreted using USDA size ranges for sand, silt and clay. USDA size classifications for sand ranges from 0.05 to 2.0 mm, for silt from 0.002 to

0.05 mm and clay is finer than 0.002. The USDA grain-size distribution data shall be plotted on the USDA texture class triangle for classification.

Where the stormwater infiltration facilities are near fractured bedrock, there should be a minimum of two feet of soil between the bottom of the infiltration facility and the bedrock. Where the permeability rate of the bedrock is critical to basin function, the design engineer shall demonstrate that appropriate testing methods (such as a Basin Flood Test – Appendix A) are used to establish the permeability rates of the infiltration BMP. The number of permeability tests for fractured bedrock shall be no less than the tests required for the permeability in the soil.

The following tests are acceptable for use in the determining soil infiltration rates. The Geotechnical Report for the facility shall include a detailed description of the test method and published source references.

• Tube permeameter Method (ASTM D 2434, note that this test is only for soils with fewer than 10 percent materials finer than 0.075 mm)

• Double-Ring Infiltrometer (ASTM D 3385, note that this test requires a table-top-size excavation to the target depth)

• Basin Flooding Test for Bedrock (note that this test requires a 50 sf excavation to the target depth, refer to the appendix)

• Other constant-head permeability tests that use in-situ conditions and accompanied by a recognized published source reference (e.g., USBR 7300-89)

When evaluating the infiltration rate only for the benefit of determining the need for an underdrain (i.e., the infiltration rate is not a factor in stormwater routing), the field infiltration rate can be determined using the falling-head method referenced in Appendix B. Such field infiltration rate shall be accompanied with an appropriate field exploration program and USDA texture classification.

All soil evaluations, including test profile pits, soil borings and permeability tests shall be conducted under the supervision of a Professional Engineer licensed to practice engineering in the Commonwealth of Virginia or a Professional Geologist certified by the Commonwealth of Virginia.

MEASUREMENT AND PAYMENT

Media Pipe Drains (underdrains) (diameter) - will be measured and paid for in accordance with Section 501 of the Specifications. Price for media pipe drains will be inclusive of all connections, bends, wyes, tees, fittings, standpipes, observation wells, cleanouts, caps and other elements of the underdrain system, and will include installation.

Level Spreader (Type) will be measured in units of each and will be paid for at the contract unit price per each. This price shall include furnishing and installing

Check Dam (Type) will be measured in units of each and will be paid for at the contract unit price per each. This price shall include furnishing and installing specified check dam materials.

Infiltration and Soil Testing will be measured in units of each and will be paid for at the contract unit price per each. This price shall include

Earthen Berms will be measured and paid for in accordance with Section 303 of the Specifications.

Riprap Berms will be measured and paid for in accordance with Sections 303 and 414 of the

Payment will be made under:

Pay Item Pay Unit

Underdrains (media pipe drains) (dia.) l.f.

Level Spreader (Type) Each

Check Dam (Type) Each

Infiltration and Soil Testing Each

APPENDIX A - PROCEDURES FOR BASIN FLOODING TEST

A Basin flooding test can be used to establish the permeability rates of bedrock in accordance with the procedures below. The basin flooding test shall not be conducted in rock strata that have been blasted with explosives.

A. EQUIPMENT REQUIREMENTS

The following equipment is required for performing a Basin flooding test:

• Excavating equipment capable of producing a test basin as prescribed in “B” below;

• A water supply (minimum of 375 gallons per basin filling); and

• A means for accurately measuring the water level within the basin as required in “C” below.

B. TEST BASIN PREPARATION

The test basin shall be prepared in accordance with the following:

• A test basin meeting the following requirements shall be excavated within or immediately adjacent to the area of concern.

• The bottom area of the basin shall be a minimum of 50 square feet.

• The bottom of the basin should be made as level as possible so that high areas of rock do not project above the water level when the basin is flooded as prescribed in “C” below.

• If groundwater is observed within the test basin, the basin flooding test shall not be used.

C. BASIN FLOODING TESTING PROCEDURE

The following procedure shall be used to conduct the Basin Flooding test:

• Step One: Fill the test basin with exactly 12 inches of water and record the time. Allow the basin to drain completely. If the time required for the basin to drain completely is greater than 24 hours, the test shall be terminated and the limiting zone in question shall be considered to be a massive rock substratum.

• Step Two: If the basin drains completely within 24 hours after the first flooding, immediately refill the basin to a depth of 12 inches and record the time. If the basin drains completely within 24 hours of the second filling, the limiting zone in question shall be considered to be fractured rock substratum. If water remains in the basin after 24 hours, the limiting zone in question shall be considered to be a massive rock substratum.

D. PERMEABILITY RATE DETERMINATION

A design permeability rate shall only be used if the basin drains completely within 12 hours while performing Step Two described in “C” above. The design permeability rate used shall be 0.5 in/hr.

Appendix B - Infiltration Testing for Underdrain Evaluation

The following procedure for falling-head infiltration testing is only appropriate to assess the infiltration rate and subsequent need for underdrain. Specific requirements are as follows:

• Drill two borings adjacent to the initial test pit or boring, each at an offset of greater than 5 feet, and to the top of the previously-identified, “most restrictive layer” identified within 4 feet of the proposed facility’s invert elevation. The diameter of the boring shall be at least 2-inches in diameter larger than the test casing (see below). Remove any loose material from each boring.

• Install a solid casing 3 to 5 inches in diameter to the bottom of each boring. A 2-inch thick layer of coarse sand or fine gravel may be placed at the bottom of the boring to prevent scouring and sedimentation.

• Provide bentonite chips in the annular space between the outside of the casing and the borehole sidewalls. Provide a minimum 12-inch thick interval of bentonite in this annular space. Hydrate the bentonite by adding water to the annular space. Provide cuttings from the drill hole above the bentonite.

• Fill standpipe with water to a height of at least 2 feet above the bottom of the casing, and allow pre-soaking for 24 hours. 24 hours later, refill standpipe to a height of 2 feet and monitor the water level at 10 minute intervals for the first hour and hourly thereafter for 3 additional hours or until the standpipe runs out of water. Record the water level readings and the drop in inches during the infiltration tests.

• Determine the infiltration rate associated with each time reading. As an example, if the water drops 0.3 inches in the first 10 minutes, the calculated infiltration rate would be 1.8 inches per hour.

• The infiltration rate of each test boring is the average of the change in water level readings in inches per hour, over the test period, or until water is no longer observed in the standpipe. Should the infiltration rates in the two borings prove inconsistent, additional borings and infiltration tests must be performed or the lowest infiltration rate obtained shall be used as the field infiltration rate.

• The field infiltration rate for a proposed facility is the average of all field infiltration rates conducted within that facility, per Section 2(c). The design rate is one-half of the field infiltration rate.

• Soil boring location stakes are to be left in the field until plan approval by the Environmental and Site Review Division.

• Infiltration testing shall be performed by a qualified professional or his/her authorized representatives. The professional shall either be a Professional Engineer holding a valid license to practice engineering in the Commonwealth of Virginia, with experience in geotechnical engineering or a Professional Geologist certified by the Commonwealth of Virginia.

• A change in design at the permitting plan review stage may necessitate additional testing. The final design invert of the proposed facility must be within 24 inches of the elevation at which the infiltration test(s) used for design were conducted.

• Septic percolation tests are not acceptable as an alternative to infiltration tests.

GEOGRID SUBGRADE STABILIZATION

September 9, 2016

This work shall consist of stabilizing the subgrade of the roadway or foundations for structures with a biaxial or triaxial geogrid in accordance with the details provided in the plans, the Specifications, this special provision, and as directed by the Engineer.

II. DELIVERY, STORAGE, HANDLING

Geogrids shall be protected from mud, dirt, dust, sunlight and debris during transport and storage.

During storage, rolls shall be elevated off the ground and protected from temperatures below –20ºF and in excess of 160ºF. Geogrids shall be inert to commonly encountered chemicals; resistant to mildew, rot, insects and rodents; and biologically and thermally stable. Rolled materials may be laid flat or stood on end. Geogrids shall not be exposed to direct sunlight for more than 24 hours during installation. All manufacturer requirements for handling geogrid shall also be followed. Where there is a conflict in the delivery, storage, and handling requirements herein with those of the manufacturer, the more stringent requirement shall apply.

III. MATERIALS

A. Geogrid: The biaxial or triaxial geogrid used for this work shall conform to the following:

The geogrid shall be made from High-Density Polyethylene (HDPE) or Polypropylene (PP).

Polyester (PET) geogrids will not be allowed.

Biaxial Geogrid Requirements

Physical Property Test Method Requirements Aperture Size Measure Maximum 1.5 inches in any direction Tensile Strength @ 2% Strain ASTM D6637-01 Minimum 280 lb/ft in any direction

Triaxial Geogrid Requirements

Physical Property Test Method Requirements Aperture Size (rib-pitch) Measure Maximum 1.6 inches Radial Stiffness @ 0.5% Strain ASTM D6637 Minimum 13,700 lb/ft

IV. CONSTRUCTION

A. Installation: Geogrid shall be laid at the subgrade elevation or at the proper layering elevations and intervals as shown in the plans in accordance with the manufacturer’s instructions and as directed by the Engineer.

The Contractor shall verify correct orientation (roll direction) of the geogrid if applicable. It is anticipated that the geogrid will be rolled out parallel to the project baseline.

Place only that amount of geogrid material required for immediately pending work to prevent damage. The geogrid material shall be placed to lay flat and pulled tight prior to placing the material on top of the geogrid.

Geogrid may be temporarily secured in place with staples, pins, sand bags, or fill as required by fill properties, fill placement procedures, or weather conditions, or as directed by the Engineer.

Geogrid may be connected/spliced in accordance with the manufacturer’s instructions. Overlap connections may be used. The minimum overlap shall be 2 feet unless the manufacturer’s instructions require a greater overlap.

B. Fill Placement over Geogrid: Placement and compaction of the fill shall be in accordance with the Specifications. Fill shall be placed, spread, and compacted in a manner that minimizes the development of deformation or distortion in and/or movement of the geogrid.

Tracked construction equipment shall not be operated directly on the geogrid. A minimum fill thickness of 6 inches is required before operating tracked vehicles over the geogrid. Sudden braking and sharp turning shall be avoided to prevent tracks from displacing the fill and damaging the geogrid. Rubber-tired equipment may pass over geogrid reinforcement at slow speeds, less than 10-mph.

C. Geogrid Repair: The Contractor shall replace any geogrid damaged during installation at no additional cost to the Department.

Coated geogrid shall not be used if the coating is torn, shedding, cracked, punctured, flawed, or cut unless a repair procedure is carried out as approved by the Engineer. The repair procedure shall include placing a suitable patch over the defective area or applying a coating solution identical to the original coating according to the manufacturer’s instructions.

V. MEASUREMENT AND PAYMENT

Geogrid will be measured and paid for at the contract unit price per square yard, complete-in-place.

This price shall include furnishing, protecting the geogrid from sunlight, and installing. Overlaps or seams will not be measured for separate payment.

Geogrid

Square Yard

,-./�012�1304� ������������56�789��:9;<6<;=7<5>?�<?�=@9>A9A�=?�65..5B?C�

�DEFGHI����J�K��LHEDMNLDO�<?�=@9>A9A�75�<>;.-A9�789�65..5B<>PC�

�89��5>7Q=;75Q�?8=..�?-R@<7�=�:.=>2�?9S-9>;9A�B<78�8<?�:.=>�56�5:9Q=7<5>?2�75�789��>P<>99Q�65Q� @=<>79>=>;9�56�7Q=66<;�65Q�8<?�Q9T<9B�:Q<5Q�75�;5@@9>;9@9>7�56�B5QUV���89�:.=>�?8=..�R9�A9?<P>9A� =>A�<@:.9@9>79A�=;;5QA<>P�75�789�WXYZX[X\]̂ _Ỳ]aYb\]cY_dbedX_[]f\[g\hi�789�fjklm�=>A�789� �9:=Q7@9>7�P9>9Q=79A�:Q5n9;7o?:9;<6<;�79@:5Q=Q/�7Q=66<;�;5>7Q5.�:.=>�5Q�Q9S-<Q9@9>7?�:Q5T<A9A�<>� 789��5>7Q=;7V��p89>�789��9:=Q7@9>7�:Q5T<A9?�=�?9S-9>;9�56�;5>?7Q-;7<5>�<>�789��5>7Q=;72�789� :.=>?�5Q�9?7<@=79A�S-=>7<7<9?�65Q�@=<>79>=>;9�56�7Q=66<;�<79@?�=Q9�65Q�9?7<@=7<>P�:-Q:5?9?�5>./V�

�DEFGHI����J�q� DrONLDsDIF�rIM��rtsDIF�<?�Q9:.=;9A�B<78�789�65..5B<>PC� rGIFDIrIED�Hu�FLruuGE�<>;.-A<>P�6.=PP9Q�?9QT<;92�:<.57�T98<;.9?2�9.9;7Q5><;�=QQ5B?2�B=Q><>P�.<P87?2� ;8=>>9.<v<>P�A9T<;9?2�7Q=66<;�R=QQ<9Q�?9QT<;92�7Q=66<;�R=QQ<9Q�?9QT<;9�P-=QAQ=<.�79Q@<>=.?2�<@:=;7� =779>-=75Q�?9QT<;92�;5>?7Q-;7<5>�:=T9@9>7�@=QU<>P?2�;5>?7Q-;7<5>�:=T9@9>7�@9??=P9�@=QU<>P?2� 79@:5Q=Q/�:=T9@9>7�@=QU9Q?2�9Q=A<;=7<5>�56�9w<?7<>P�:=T9@9>7�@=QU<>P?2�79@:5Q=Q/�A975-Q?2� =PPQ9P=79�@=79Q<=.2��/:9� �R=QQ<;=A9?2�;5>?7Q-;7<5>�?<P>?2�=>A�7Q-;U�@5->79A�=779>-=75Q?�B<..�R9� :=<A�65Q�5>�=�.-@:�?-@�R=?<?�=?�65..5B?C� x=y��DL�OFLNEFNLD�B89Q9<>2�789�.-@:�?-@�:Q<;9�R<A�?8=..�R9�65Q�:Q5T<A<>P�@=<>79>=>;9�56� 7Q=66<;�65Q�=�?<>P.9�?7Q-;7-Q9�<A9>7<6<9A�<>�789��5>7Q=;7�R/�<7?�?7Q-;7-Q9�>-@R9QV���5� @9=?-Q9@9>7�B<..�R9�@=A9V� xRy��DL�LHNFD�rIM�zHErFGHI*O+�B89Q9<>2�789�.-@:�?-@�:Q<;9�R<A�?8=..�R9�65Q�:Q5T<A<>P� @=<>79>=>;9�56�7Q=66<;�65Q�B5QU�=7�=�?:9;<6<9A�.5;=7<5>�5>�=�?<>P.9�?:9;<6<9A�Q5-79�5Q2� ?:9;<6<9A�.5;=7<5>?�PQ5-:9A�75P9789Q�5>�=�?<>P.9�?:9;<6<9A�Q5-79�=?�5>9�.-@:�?-@�<79@V�� �5�@9=?-Q9@9>7�B<..�R9�@=A9�=?�A97=<.9A�<>�789��5>7Q=;7V�

B5QU�v5>9�7Q=66<;�;5>7Q5.�=>A�<>79Q@9A<=79�B5QU�v5>9�7Q=66<;�;5>7Q5.�Q9S-<Q9@9>7?�56��9;7<5>� 03�V0��56�789��:9;<6<;=7<5>?��6-Q><?8<>P2�:.=;<>P2�@=<>7=<><>P2�Q9:.=;<>P2�Q9.5;=7<>P2�=An-?7<>P2� =.<P><>P2�Q9@5T<>P2�6.=PP9Q�?9QT<;92�:<.57�T98<;.9?2�B=Q><>P�.<P87?2�9.9;7Q5><;�=QQ5B2�;8=>>9.<v<>P� A9T<;9?2�7Q=66<;�R=QQ<9Q�?9QT<;92�7Q=66<;�R=QQ<9Q�?9QT<;9�P-=QAQ=<.�79Q@<>=.?2�<@:=;7�=779>-=75Q�?9QT<;92� ;5>?7Q-;7<5>�:=T9@9>7�@=QU<>P?2�;5>?7Q-;7<5>�:=T9@9>7�@9??=P9�@=QU<>P?2�79@:5Q=Q/� :=T9@9>7�@=QU9Q?2�9Q=A<;=7<5>�56�9w<?7<>P�:=T9@9>7�@=QU<>P?2�79@:5Q=Q/�A975-Q?2�=PPQ9P=79� @=79Q<=.2��/:9� �R=QQ<;=A9?2�;5>?7Q-;7<5>�?<P>?2�7Q-;U�@5->79A�=779>-=75Q?2�=>A�=..�.=R5Q2� @=79Q<=.�=>A�9S-<:@9>7�<>;<A9>7=.�75�;5@:.97<>P�78<?�B5QU�=;;5QA<>P�75�789�WXYZX[X\]̂ _Ỳ]aYb\] cY_dbedX_[]f\[g\h�=>A�7Q=66<;�9>P<>99Q<>P�P-<A9.<>9?�=>A�:Q<>;<:.9?V���<79�?:9;<6<;�=An-?7@9>7?�75� @=<>79>=>;9�56�7Q=66<;�5:9Q=7<5>?�?:9;<6<9A�R/�789�WXYZX[X\]̂ _Ỳ]aYb\]cY_dbedX_[]f\[g\h]=>A�789� fjklm]�ge�]\��S-=>7<7/2�.5;=7<5>2�5Q�?:=;<>P�56�7Q=66<;�;5>7Q5.�A9T<;9?�B<78<>�;5>?7Q-;7<5>�.<@<7?� 5Q�5>�=>/�=::Q5=;89?�75�789�:Q5n9;72�Q9S-<Q9A�R/�789��>P<>99Q�75�<@:Q5T9�7Q=66<;�5:9Q=7<5>�5Q� ?=697/�?8=..�R9�;5>?<A9Q9A�=>�=.79Q=7<5>�<>�789�B5QU�=;;5QA<>P�75�789�:Q5T<?<5>?�56��9;7<5>�03�V31� 56�789��:9;<6<;=7<5>?V� �89��5>7Q=;75Q�B<..�R9�:=<A��3�:9Q;9>7�56�789�.-@:�?-@�R<A�:Q<;9�-:5>�?=7<?6=;75Q/�<>?7=..=7<5>�56� 789�Q9S-<Q9A�@=<>79>=>;9�56�7Q=66<;�<79@?�75�;5@@9>;9�;5>?7Q-;7<5>�5:9Q=7<5>?�=>A�=;7<T9� :Q5?9;-7<5>�56�789�B5QUV���5>7<>P9>7�-:5>�=;7<T9�:-Q?-<7�56�789�B5QU2�789��5>7Q=;75Q�B<..�Q9;9<T9�

�012345���

��5� ��� ��5�������

5��� ������������6 ��������7��8� ��������� ����9�

�5� ���

5��� ��

����?@A��

BCDEFGHIJJDKFLDKMNODFNLFPLDQFGRKFSCDFTRESKIOSRKULFOREMDENDEODVFLPOCFILFGRKFNEJKDLLFIEQF

� ��5�� �� ���W �*X���

������� ��������������������6 ������Y�8��Z[�\������ 6�

�5�� �5��

�5���

5�������

:$a#*'�% !�'$"%% b,��� ���������

��5���

��c��

5�

���?A$�

:$d"%!�!<$#�<̂�,���

:$e% )f$@$'̂"!!*#�g�!<$�*=�'*,�����������

:$e% )f$_$'̂"!!*#�g�!<$�*=�'*,5������

5���

�5�

����8��� ��

�����j��

5��� ����8��� ��

� �� �5���� ������� ��� ��

:$k%"&&�'$l"%%�*%$,*%=�'*�����������

�����������5� �5��

��5���m ����n

�5���m ��n m���������

m���������

�'���������(��!�!�����'��# �(��"� ���'� ��## �# �����#�$������%��&'����'������(��!��0�#�(�� ��������� �����!����'��� �� ��#����)��"� ��1��#������((���%�

��2/��������/��.�� ������3�� "� ���'��)��� 4��)����� ����*�# �#� ��)��'���� "�(�*��!'���+�*�������������*�����������)*� ���+��)� ���+������� 4��)���'���������)� � �1�� �!*����#�(�����*���!�������)%�

��2/��������/��.�� ����3�� ��(��!���� 4��)����� ����*�# �#� ��)��'���� "�(�*��!'���+�*�����������)*���!� ���+��)� ���+������� 4��)���'���������)� � �1�� �!%�

�./���5�.�� ������3 "� ���'��)���!����������)�#�+�������� 4� �*��� "�(��# �#� �����*��!'���+�*���!�����������)� ��!� �#��(�������"������� �!���)�!��� 4� ����!� ���+��)��'��#�+�������� 4� ����!� �!'���+���'���������)� � �1�� �!%�

��6

��!�"� ���'��)*�#��(��)*�����������)*���!� ���+��)����� ������� �1�� �!%�

���5.

���+��)��'���������)� � �1�� �!%�

��2/��������/���� ����7(�#���'������ ��!$� �1�� �!��$��'��8��� �(��9�'�('���(��!����'���� ��)��� �1�� �!��$��'��:;<=>*��'��! ����)��'� ���*���!���('���)������?@AABCDEFGHCIJKD

?LMNGFOCPDQGHCNCMRJKDGMPD?@ASDTUAVIPCFJD�'�����$���� �1�� �!��$��'��,�)���� ����

WXYZ[W\]̂W\Y_̀W]a\b̀\]̂W\][_cWdeXf\gZhdei\jZW\]b\]̂W\X_]Z[W\b̀\]̂W\kbX][_i]b[lY\bgW[_]ebXYm\ �'���!��� ����!���!����'� �n�!��$��'��,�)���� *�������������� �!�����1�� ��"������!� #��!�"� ����opq�#� ��1�� ��"���%��&'���#�$����*�����!�����1�� ��"����)�*��'������� ��)�9�r��'���������)� ����!�!�"� ��'��!� �������"��'��# �s�(�t������#���#�$������"� ��'�� �������)�����!��� ���'�����(��������������������!%��u�('��7� ����)��������(��������"� (��� �����$����!�����������'��:;<=>*��'��! ����)��'� ���*���!��'��8��� �(�*�� ���'� � 8��� �(�%�

������3��/��� ����/��*�����!���)����!�����'��8��� �(���������#� ����#�$���������� �'� ���!!��������& �(4�>�����!�<�������� ��� �� �1�� �!����!��� ����!���!����'� �n�!� �$��'��,�)���� *��'����������������� �!����'�� ���"��(��������� �1�� �!*���!���������#��!� "� �����'�� �����"�opp�#� ���#��$�!�'�� %��&'���# �(���'������(��!��"� ���'��)��'��� �(4� �1�� �!*���!����������(�%��;'������(� ���(�� ����� �����!�����'���#������"��'�� 8��� �(�� ����������"��'�� ������)�� �'�)'���������$����� ��� ������)'�*��'��(�����"��'��

������������������������������0�����

8 ������

!%? @$(A !%? B,*$

9 ����� ��������� ������:���������C���� D��������

9 ����� ��������� ������E����� ���D�� ����F�G�� D��������

FLIP SIGN PANEL - This work consists of the furnishing and installation of a complete sign panel with a mechanism such that the panel can be opened and closed and secured in the open or closed position. The sign panel and sheeting shall be in accordance with Section 247 of the Specifications. All hardware, fasteners, and the flipping mechanism (including hinges and latching or locking mechanism) shall be in accordance with Section 700 of the specifications. Shop drawings for the flipping mechanism shall be submitted for approval by the CO and the Fort prior to fabrication or purchasing.

Flip Sign Panel will be measured in units of each and will be paid for at the contract unit price per each. This price shall include furnishing and installation of the Flip Sign Panel, and all necessary hardware to allow for the flipping mechanism, and to affix the panel to the sign post (sign post paid for separately).

Pay Item

Pay Unit

Flip Sign Panel Each

10-1-2018 (SPCN)

Historical Marker Relocation - This work consists of the relocation of a Historical Marker Plaque including furnishing and installation of a new post and foundation. The sign panel, post, foundation and hardware shall be in accordance with the plans and Section 700 of the Specifications. The relocation shall be in accordance with Section 510 of the Specifications.

Historical Marker Relocation will be measured in units of each and will be paid for at the contract unit price per each. This price shall include the relocation and furnishing and installation of the post, foundation, and all necessary hardware.

Historical Marker Relocation Each

Historical Marker - This work consists of the furnishing and installation of a complete Historical Marker, including panel, post and foundation. The sign panel, post, foundation and hardware shall be in accordance with the plans and Section 700 of the Specifications. Shop drawings for the flipping mechanism shall be submitted for approval by the CO prior to fabrication or purchasing.

Historical Marker will be measured in units of each and will be paid for at the contract unit price per each.

This price shall include furnishing and installation of the panel, post, foundation, and all necessary hardware.

Historical Marker Each

RAISED RUMBLE STRIPE - This work consists of the furnishing and installation of a 0.5” thick 4” wide Raised Rumble Stripe. Raised rumble stripe shall be in Section 246 of the Specifications for Pavement Marking Materials Type B, Class I.

Raised Rumble Stripe will be measured in units of linear feet in accordance with Section 246 of the Specifications for Pavement Marking Materials Type B, Class I and will be paid for at the contract unit price per linear foot. This price shall include furnishing and installation of the Raised Rumble Stripe.

Raised Rumble Stripe Linear Foot

MANUAL BARRIER GATE

This work shall consist of furnishing and installing a manual barrier gate system in accordance with this special provision and as shown on the plans or as directed by the Engineer.

II. MATERIALS

A. Steel for fabricated items shall conform to the requirements of Section 226 of the Specifications and shall be fabricated, welded and inspected in accordance with Section 407 of the

B. Aluminum for fabricated items shall conform to the requirements of Section 229 of the Specifications and shall be fabricated, welded and inspected in accordance with the requirements of Section 407 of the Specifications.

C. Reflective sheeting shall conform to the requirements of Sections 247 of the Specifications.

D. Paint shall conform to the requirements of Section 231 of the Specifications and shall be applied in accordance with Section 411 of the Specifications except on nonferrous materials where it shall be applied in accordance with the manufacturer’s recommendations.

III. EQUIPMENT

A. Barrier Gate Arm shall be a vertical swing type, motor-operated and gear driven. The barrier gate must withstand a wind speed load of 80 MPH with 30 percent gust factor.

The gate arm shall be heavy duty extruded aluminum or fiberglass tube. Arm length shall be as noted on the plans or as required to cover the designated lane(s). Maximum arm length shall be 25’ from the centerline of the housing. Front and rear arm surfaces shall be covered with alternating red and white pre-striped diamond grade reflective sheeting. Stripes shall be 6” (152mm) wide, and shall slope at 45 degrees down toward the base of the arm. Remaining exposed surfaces shall be painted white.

The main arm shaft shall be mounted in heavy duty relubricable ball bearings.

The arm base shall be designed with a shear pin mechanism to minimize damage to the gate and vehicle in the event of a collision. In the event of an impact, the shear pin shall break, allowing the arm to swing approximately 75 to 80 degrees. At the full open position, a spring-loaded latch shall engage, preventing the arm from swinging back into traffic. Arm shall be easily reset by manually releasing the latch, rotating the arm back into position and replacing the shear pin.

Counterweights shall be mounted to balance the arm. Counterweights shall be sectional and shall permit at least 10% adjustment. Counterweights shall be provided as per manufacturer’s guidelines to balance the barrier arm and allow for operation of the arm by a single person.

B. Operating Mechanism shall be by hand crank or other approved method and shall allow the barrier gate arm to pivot in the vertical plane.

IV. PROCEDURES

MANUAL BARRIER GATE

The Contractor shall provide a fully functional, manually activated, barrier gate system as described in these special provisions and shown on the design plans. The Contractor shall utilize installation personnel that have been trained and certified by the manufacturer.

The contractor shall prepare a detailed test and acceptance plan and submit for the CO’s review and approval 2 weeks prior to equipment testing. The initial testing of the gate equipment, including all parts, shall be accomplished in the presence of the CO. The CO will provide an operator for the test to determine if equipment is operating properly. Deficiencies shall be corrected and faulty equipment replaced by the Contractor at no expense to the Department.

V. WARRANTY

The manual barrier gate system shall be warranted by the manufacturer to be free of defects in material and workmanship for a period of one year to commence at final acceptance of the equipment. The warranty shall cover repair or replacement of any defective system components within 72 hours of notification to the Contractor at no cost to the CO.

VI. MEASUREMENT AND PAYMENT

Manual Barrier Gate will be paid for at the contract unit price per each. This price shall include the gate, operating mechanism, and testing.

Manual Barrier Gate Each

DOUBLE CABLE BARRIER

June 6, 2018

This work shall consist of furnishing and installing a double cable barrier with hardware in accordance with these specifications, the VDOT Road and Bridge Specifications, as indicated on the plans, or as directed by the Engineer. These barriers are intended to prevent vehicular penetration.

II. PHYSICAL AND FUNCTIONAL REQUIREMENTS

1. Cables shall be continuous from deadman to deadman. No splices in cable shall be allowed. Cable barrier shall be installed between fence posts and fence fabric as per plans. U- Bolts on line posts shall be installed perpendicular to the strands of the wire rope and shall be tightened after sag in cable barrier has been removed. Brace panels w/deadman shall be spaced at 200 foot maximum intervals and at changes in alignment exceeding 5 degrees. Deadman spacing is based on a specific vehicle with a resultant kinetic energy of less than 400 k foot pounds.

For longer deadman runs an analysis will have to be made to determine effectiveness for acceptable penetration limits.

2. Cable barrier shall be U.S. domestic 3/4 inch 6x19 class wire rope. Regular lay, extra improved plow steel (EIPS). Independent wire rope core (IWRC). Class A Galvanized. In accordance with

ASTM A1023/A1023M.

3. Eye to eye turnbuckles shall be 1-1/4" x 12", Type 1. Form 1 Class 4 Zinc Coated. In accordance with ASTM F1145.

4. Wire Rope clams shall be Type 1. Class 1, Galvanized. In accordance with ASTM A307 and

ASTM A563.

5. U-Bolts and Hex nuts shall be 1/2" Galvanized. In accordance with ASTM A307 and ASTM A563.

6. Threaded Rods shall be 1-1/4", Galvanized. In accordance with ASTM A307 or A36.

7. Welded Brace rails shll be installed as per the plans and AWS D1.1 (Structural welding Code - Steel) at corner. End. Gate. And Pull Posts. Damage to the Galvanized Surface due to welding shall be repaired with "Repair Sticks" of Zinc-Cadmium Alloys or Zinc-Tin lead Alloys as Per AWS wZC.

8. For Existing fences. Replace the line posts at the beginning and end of every cable run with a 4" Anchor Post and 4" Pull Post.

9. Deadman Offset is provided to allow access to turnbuckles for future adjustment after fence fabric is installed. If fence fabric is not to be installed on the barrier posts. Offset may be eliminated as approved.

10. When fence fabric is not to be installed. Provide posts and fittings in conformance with details shown on this sheet and the requirements for fence type EE5.

III. DOCUMENTATION

Contractor layouts and shop drawings of the double cable barrier shall be in compliance with the Contract Documents and Plans and be submitted to the CO for review and acceptance thirty (30) days prior to the installation date.

IV. MEASUREMENT AND PAYMENT

Double Cable Barrier will be measured in units of linear feet and will be paid for at the contract unit price per linear foot. The price shall include furnishing and installing double cable barrier, foundations, posts, brace panels, end panels, corner bracing, concrete deadmen, mounting brackets and hardware (e.g., screws, nuts, bolts, etc.), documentation and incidentals necessary to complete the work.

Double Cable Barrier Linear Foot

ORNAMENTAL PICKET FENCE AND SWING GATE

June 6, 2018

This work shall consist of furnishing and installing an ornamental picket fence with swing gates and hardware in accordance with these specifications, the VDOT Road and Bridge Specifications, as indicated on the plans, or as directed by the Engineer.

II. PHYSICAL AND FUNCTIONAL REQUIREMENTS

a. The fence and gate shall be consistent in appearance to the existing fence and gate at the Lee Gate entrance. The fence and gate shall be compatible with the existing fence, such that the proposed fence panels and gate can be attached to the existing fence posts and panels.

b. Ornamental Picket Gate

i. Gate frame shall be fabricated of galvanized steel tubing. ASTM A-653, of structural steel have a 45,000 psi (310 MAP) tensile strength and a G90 (0.9oz/ft2) zinc coating.

Members shall be welded with stainless steel rods, forming a rigid one piece unit.

Vertical upright members shall be 2” square 13 GA metal tubing.

ii. Horizontal rails and pickets.

1. For gate leaves up to 8'0" the horizontal rails to be "U" channels, formed of hot rolled, structural steel PA" wide by 11/2" high, 11 gauge [0.1201 metal thicknesses. Rails must be punched to receive pickets and rivets. Rails stainless steel welded inside vertical members. Pickets are galvanized steel %" to match fence sections. Pickets attached to "U" channels using 1/4" industrial drive rivets.

2. For gate leaves 8'1" up to 12'0" provide an additional 11/2" sq. stiffener welded to one top and one bottom "U" channel. Use stainless steel rods for welds.

3. For gate leaves 12'1" to 18'0" supply 2 additional 2" sq. horizontal members welded to the 2" sq. vertical members forming a 2" sq. rectangular frame.

Welds to be stainless steel.

4. For gate leaves 18'1" to 24' 0"2 additional horizontal stiffeners 2' sq. to be welded behind 2" horizontal members. Welds to be stainless steel.

5. Bracing: Provide diagonal adjustable length truss rods to prevent sagging.

One truss rod per 8' maximum of length of gate panel.

6. Double gates consist of 2 each of the above gate leaves.

iii. Hardware: Galvanized steel Fulcrum Latch to suit application. Latch shall have provision for padlocking. Hinges shall grip post and frame firmly to prevent slippage.

Hinges shall have a load capacity of 1,000 lbs. Hinges shall allow gate leaf to swing 180°. Powder coated to match gate.

iv. Gate keepers shall be provided for any leaf wider than 5'0' to hold gate in open position.

v. Double leaf gates to have center drop rod to enable one leaf to be made stationary while that latch shall lock both leaves together.

vi. Gate Posts: Square gate posts (ASTM A-653) 45,000 psi (MPa) tensile strength with G90 galvanized coating in sizes shown below.

3"sq. for gate leaf sizes 3'0" to 4'0" 4"sq. for gate leaf sizes 4'1" to 8'0" 6"sq. for gate leaf sized 8'0" to 12'0" 8'sq. for gate leaf sized 12'1" to 18'0" 10"sq. for gate leaf sizes 18'0" to 24'0"

vii. Finish: All steel parts shall be galvanized to prevent corrosion. Surfaces shall be cleaned and pretreated to accept finish coat. 3 mils of TGIC polyester powder coating shall be applied by electrostatic spray process baked at 450° F until finish is cured onto metal. Gates shall be coated after all welding is completed.

viii. Foundations shall be per manufacturer’s recommendation and submitted to the CO for approval.

c. Ornamental Picket Fence

i. Fence panels shall be nominally eight (8) feet wide by seven (7) feet tall.

ii. Pickets shall be fabricated of galvanized square steel tubular members per ASTM

A787 with a G90 zinc coating 0.90 oz/ft2 and steel to have 45,000 psi (310 Mpa) yield strength. Picket size shall be 1" sq x 18 gauge wall thickness, and spaced at 3 15/16" face to face. Pickets shall be attached to rails using 1/4" industrial drive rivets.

iii. Horizontal U" channel rails shall be l'A" x 1 %" x 1 'A" 11 gauge wall thickness (.120") and galvanized: G90 zinc coating 0.90 oz/ft2, manufactured per ASTM A-653/A-653M with a 50,000 psi (344 MPa) yield strength.