Report_Stormwater_Management.pdf

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Attached to: Veterans Drive (Route 30) Federal contract opportunity
Solicitation number: DTFH71-17-R-00014
Issued by: Department of Transportation Federal Highway Administration

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Report_Stormwater Management

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Government of The Virgin Islands Department of Public Works

Improvements to Veterans Drive (Route 30) Contract No. PC070-DPW14

SStormwater Management Report

Phase 1 & 2

Prepared By

Parsons Brinckerhoff, Inc.

7300 Corporate Center Drive, Suite 700 Miami, Florida 33126

Yamila Hernandez, P.E.

P.E. No. 61701

July 2015

Improvements to Veterans Drive (Route 30) Stormwater Management Report July, 2015 - i - Contract No. PC070-DPW14

TABLE OF CONTENTS

Page

1 Introduction .............................................................................................................. - 1 -

2 Project Description................................................................................................... - 1 -

3 Site Conditions ........................................................................................................ - 1 -

3.1 Topography and Hydrologic Features .............................................................. - 1 -

3.2 Land Use .......................................................................................................... - 1 -

3.3 Wetland/Surface Waters .................................................................................. - 2 -

3.4 100-Year Floodplain ......................................................................................... - 2 -

3.5 Soil Identification and Groundwater .................................................................. - 2 -

4 Stormwater Management Plan ................................................................................ - 3 -

4.1 Watershed Description ..................................................................................... - 3 -

4.2 Regulatory Issues and Design Criteria ............................................................. - 5 -

4.3 Curve Numbers................................................................................................. - 6 -

4.4 Rainfall Data ..................................................................................................... - 6 -

4.5 Resources for Analysis ..................................................................................... - 7 -

5 Stormwater Management Systems .......................................................................... - 7 -

5.1 Veterans Drive Drainage System...................................................................... - 7 -

5.2 Culvert Extension ........................................................................................... - 11 -

5.3 Storm Sewer Design and Spread Analysis ..................................................... - 11 -

6 Control & Abatement of Erosion & Water Pollution ............................................... - 12 -

7 Maintenance Operations........................................................................................ - 12 -

APPENDIXES

APPENDIX A – FEMA FIRM PANEL MAP NUMBER 7800000026G AND 7800000026G

APPENDIX B – CUSTOM SOIL RESOURCE REPORT FOR VIRGIN ISLANDS OF THE

UNITED STATES, VETERANS DRIVE PHASE 1 AND 2.

APPENDIX C – GEOTECHNICAL REPORT

APPENDIX D – ASAD STORM SEWER HYDRAULICS

APPENDIX E – SPREAD CALCULATIONS

APPENDIX F – DITCH CALCULATIONS

APPENDIX G – ROADWAY PLANS

APPENDIX H – CORRESPONDENCE, MEETING MINUTES, REFERENCES

July 2015 - 1 - Contract No. PC070-DPW14

1 Introduction

The Government of the Virgin Islands of the United States (USVI), Department of Public Works (DPW) is proposing operational, aesthetic and pedestrian improvements to Veterans Drive (Route 30) from just east of Toldod Gade to west of Long Bay Road, approximately 0.724 mi, which constitutes Phase 1 and Phase 2 design/construction limits. Phase 1 limits are from just west of Hospital Gade to Long Bay Road. Phase 2 limits are from just east of Tolbod Gade to Hospital Gade.

The proposed roadway is an urban typical section with four 11-foot lanes and a raised median to accommodate landscaping and turning lanes. Sidewalks on the north side vary in width from 5-ft to 10-ft and promenade on the south side from 25-ft to 30-ft.

This report describes the engineering methodology, assumptions, conclusions and calculations which support the storm water improvements planned in conjunction with this project. The proposed design is balanced with the limitations presented by the existing roadway conditions. Proposed drainage improvements include: installing a closed storm sewer system, providing erosion control measures, and extending existing culverts. The project is located in Charlotte Amalie, St. Thomas.

Note: The vertical control for the project is based on the Tidal Datum of Mean Lower Low Water (MLLW) for Charlotte Amalie, St. Thomas, Long Bay.

2 Project Description

In the existing condition, Veterans Drive is a two-lane section starting at Fort Pladsen and extending to the end of the project with a lane width of 10-ft, a 2-ft curb and gutter, a 5-ft sidewalk on the north side, and a 6-ft sidewalk on the south. West of the Legislature Building, rubble masonry barrier wall is located on the south side of Veterans Drive separating vehicular traffic from pedestrian traffic and the harbor. There are no separate bicycle lanes on either side of the road along Veterans Drive.

3 Site Conditions

3.1 Topography and Hydrologic Features

Flat and gently sloped lands along the shoreline are found within the project’s limits.

Elevations throughout the project corridor range from approximately 4-ft Lower Low Water Level Vertical Datum (LLW) at the western project limit, to approximately 6-ft at the eastern project limit.

3.2 Land Use

Land use is guided by zoning regulations described in the Virgin Islands Zoning Law.

Phase I and 2 project limits traverses a more sparsely developed coastal area of Charlotte Amalie in which two land use designations exists; Public and Waterfront- Pleasure.

July 2015 - 2 - Contract No. PC070-DPW14

3.3 Wetland/Surface Waters

According to the US Fish and Wildlife’s National Wetland Inventory, the harbor is classified as M1UBL, M is a marine system described as open ocean and high energy coast lines with salinities exceeding 30 parts per thousand (ppt) and little or no dilution except outside the mouths of estuaries. 1 is a description of the subtidal subsystem, a habitat that is continuously submerged substrate. UB is the unconsolidated bottom, which includes all wetlands and deepwater habitats with at least 25% cover of particles smaller than stones (less than 6-7 cm), and a vegetative cover less than 30%. L is the subtidal water regime, where the tidal water is permanently flooding the substrate.

The proposed improvements require fill to be placed in the harbor. The fill will begin at Tolbod Gade and Veterans Drive Intersection, and extend eastward to the Veterans Drive and Long Bay Road intersection. The fill extends 10 to 100 feet into the water;

the average depth of fill is between -9.5 feet and -14 feet.

Impacts of the proposed project include dense and patchy Submerged Aquatic Vegetation, hard bottom area or coral colonized/coral habitat area, and mud bottom minimally colonized by algae.

The U.S. Army Corps of Engineers defines wetlands as "those areas that are periodically inundated or saturated by surface or groundwater at a frequency and duration sufficient to support and under normal circumstances do support, a prevalence of vegetation typically adapted for life in saturated soil conditions. Wetlands generally include swamps, bogs, marshes and similar areas." (U.S. Army Corps of Engineers, 1986). There are no terrestrial wetlands within the project area.

3.4 100-Year Floodplain

The typical waves and wave patterns off Veterans Drive have minimal effect on the roadway. The shoreline is well protected by Hassel Island. The shoreline area is within Zones AE6, AE7, and VE (near Tolbod Gade) areas of the 100-year coastal flooding in which base flood elevations have been determined to be 6-ft and 7-ft respectively. The offshore area is Zone VE7 (near Long Bay) and Zone VE9 along the shoreline to the west, areas of the coastal flood zone with velocity hazards (wave action) which have been determined to be 7-ft and 9-ft respectively (Flood Insurance Rate Map, Panels 26 and 27 of 94, revised April 16, 2007 (Appendix A). The proposed project will not increase the duration or intensity of flood flows. The proposed improvements will only have beneficial effects on flood levels and flood induced hazards, and will not impact any natural and beneficial floodplain values.

3.5 Soil Identification and Groundwater

A subsurface soil exploration along the proposed project alignment and within the proposed Stormwater Management Area was conducted from August to October, 2006 to describe soil characteristics. Appendix C presents results of this investigation in the Geotechnical Exploration for Veterans Drive improvements.

St Thomas primarily consists of Annaberg (43%), Cramer (14.9%), and Southgate soils (9.8%). The surface layer and subsoil consists of either gravelly loam or clay. The

July 2015 - 3 - Contract No. PC070-DPW14 bedrock consists of weathered igneous bedrock as well as unweathered igneous bedrock. These soils are generally shallow and easily eroded. The effect of construction in zones of this soil can be seen in the plumes of turbid water spreading outward from drainage outfalls into St. Thomas Harbor after heavy rainfall (USDA Soil Survey of the US Virgin Islands).

The USDA NRCS Custom Soil Resource Report for Virgin Islands of the United States, Veterans Drive Phase 1 and Phase 2 found in Appendix B, indicates that 3 soil types are found within the project area. Urban Land (UbD), which occupies the western portion of the project area, Southgate-Rock complex, 20 to 40 percent slopes (SrE) found at the eastern end of the project areas, Southgate-Rock complex, 40 to 60 percent slopes (SrF) found to the south of the pumphouse on Bluebeards Hill and extending to the shoreline.

Urban Land are soils that have been highly reworked by man and no longer retain any its original configurations. The Southgate Series is found on hillslopes and mountain slopes and ridges. It is a well drained weathered material with more than 80 inches to the water table with a very low available water capacity (hydrologic soil group D). Soils within hydrologic soil group D, have a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission.

Water table elevation on Veterans Drive is tidally controlled. Tailwater boundary condition is based on mean high water (MHW) elevation of 0.82 feet based on tidal data from NOAA tide monitoring station 9751639, in Charlotte Amalie.

4 Stormwater Management Plan

4.1 Watershed Description

The Veterans Drive project traverses two major drainage basins which drain south into St. Thomas Harbor as depicted in Figure 1. Offsite runoff from uphill, is assumed to intercept and convey the majority of the flow from these basins in the box culvert systems located under the project alignment at Tolbod Gade (6-ft x 6-ft), Kanal Gade (6-ft x 2.67-ft) and east of the project limits at the intersection of Veterans Drive, De Beltjen Road and William G. Lewis Lane (Twin 12-ft x 4-ft).

In the existing condition, the majority of onsite stormwater runoff is collected by the roadway drainage system in grate and curbs inlets and conveyed in pipes that outfall into St. Thomas Harbor. Onsite stormwater runoff also sheet flows from the roadway surface directly into the harbor via openings in the existing rubble masonry barrier wall together with the runoff from the pedestrian walkway bordering Veterans Drive alignment to the south. Offsite flows from the hill bordering Veterans Drive alignment to the north from approximately Sta. 245+80 to 258+20 currently sheet flows onto the roadway and is collected by the roadway drainage system. Presently, onsite and offsite stormwater runoff discharging into the harbor’s marine environment have deficient water quality controls.

July 2015 - 5 - Contract No. PC087-DPW11

4.2 Regulatory Issues and Design Criteria

This project is required to obtain the following surface water related permits:

Major Coastal Zone Management (CZM) Permit from the Department of

Planning and Natural Resources (DPNR) The Division of Environmental Protection of The Department of Planning and Natural Resources (DPNR) have jurisdiction for the project. The proposed drainage design meets hydrology and hydraulics criteria established by The Florida Department of Transportation (FDOT), Federal Lands Highway (FLH), Federal Highway Administration (FHWA) Virgin Islands Environmental Protection Handbook (VIEPH), and The Disaster Programs Office Government of the US Virgin Islands. Following is a summary of the criteria used in design:

Open Channels:

Design Frequency: 10-year, 24-hour Minimum Slope: 0.000 ft/ft Hydrology: Rational Method, Drainage areas < 600 acres Vee Ditches should be avoided where practical.

Storm Drains:

Design Frequency: 10-year, 24-hour Pipe Materials: RCP only Design Tailwater: Mean Higher High Water (MHHW) = 0.82 ft Time of Concentration: A minimum of 10 minutes shall be used.

Hydrology: Rational Method Manning’s roughness coefficient: 0.012 Pipe Slope: The minimum physical slope which will produce a velocity of 3.0 feet per second when the storm drain is flowing full. Absolutely, no less than 0.1 foot drop between drainage structures.

Hydraulic Gradient: Minimum freeboard of one foot between inlet throat elevation and hydrologic grade line.

Spacing of access structures (e.g. manholes) are as follows:

Pipe Size (in) Suggested Maximum

Spacing (ft) 12 – 24 300 27 – 36 400 42 – 54 500

60 and up 1000

Spread Standards:

Design Frequency: 10-year Allowable spread: Keep half lane clear.

Culverts:

Design Frequency: 50-year design frequency without overtopping the roadway.

Roadway Grades:

The minimum longitudinal gutter grade is 0.3%.

July 2015 - 6 - Contract No. PC087-DPW11

Base Clearance:

Minimum clearance between subgrade and MHHW (0.82 ft) is 2 ft (needs verification from DPW).

Other Drainage Design Criteria and Components:

Major Coastal Zone Permits peak flow calculations for the 25-year, 24-hour design storm for drainage areas 50 acres.

Temporary and final erosion control measures will be implemented in the design of culverts to minimize scour.

Energy dissipators such as riprap outfall basins will be provided where necessary.

No street cross flow will be allowed at roadway intersections.

Minimum pavement cross slope - 2.0%.

Minimum pipe cover (top of pipe to subgrade) - one foot.

4.3 Curve Numbers

SCS Curve Numbers (CN) used to compute pre and post development soil storage shown in Table 4.1.

Table 4.1 – Curve Numbers Land Use CN for Hydrologic Soil Group (D)

Woods-Good 77

Paved parking lots, roofs, driveways 98 Reference: Table 6.2.a. & 6.2.c. (VIEPH, 2012)

4.4 Rainfall Data

Rainfall depths associated with the design storm events used in this study were determined from the Virgin Islands Environmental Protection Handbook (VIEPH), 2002, Chapter 6, Figures 6.6, 6.7, 6.8, 6.9, 6.10 and 6.11. This information is presented in Table 4.2.

Table 4.2 – Rainfall Depths Rainfall Event 24 Hour Depths (inches)

2-Year 4.2

5-Year 5.9

10-Year 7.0

25-Year 8.5

50-Year 9.8

100-Year 11.2

July 2015 - 7 - Contract No. PC087-DPW11

4.5 Resources for Analysis

The process for defining and developing the information base included the following:

FEMA Flood Insurance Rate Maps (FIRMs) for St. Thomas, Map Number

7800000026G and 7800000027G, revised April 16, 2007 United States Department of Agriculture, Soil Conservation Service (now

Natural Resource Conservation Service (NRCS)), Custom Soil Resource Report for Virgin Islands of the United States, Veteran Drive Phase 1

United States Geological Survey (USGS) Quadrangle Maps, Scale 1:24,000:Central St. Thomas, 1955 (Photo revised 1982)

Virgin Islands Environmental Protection Handbook (VIEPH), 2002 United States Department of Agriculture, NRCS, Urban Hydrology for Small

Watersheds (TR-55), 1986 Drainage and Flood Plain Management Technical Procedures for the US Virgin

Islands, CH2MHill, 1983 Florida Department of Transportation (FDOT), Drainage Handbook Optional

Pipe Materials, February 2012 FLH Project Development and Design Manual (PDDM), Chapter 7- Hydrology/

Hydraulics, March 2008.

“Regulatory handbook for Flood Damage Mitigation in the U.S. Virgin Islands”, prepared by CH2M Hill Southeast, Inc., September 1983.

Puerto Rico & Virgin Islands Precipitation Frequency Project, Oct. 2003.

United States Department of Transportation (USDOT), Federal Highway

Administration (FWHA); Hydraulic Design Series No. 4 (HDS 4), Introduction to Highway Hydraulics, June 2008.

USDOT, FWHA; Hydraulic Design Series No. 5 (HDS 5), Hydraulic Design of Highway Culverts, September 2001 (Revised May 2005).

USDOT, FWHA; Hydraulic Engineering Circular No. 10 (HEC 10), Capacity Charts for the Hydraulic Design of Highway Culverts, Nov. 1972.

USDOT, FWHA; Hydraulic Engineering Circular No. 14 (HEC 14), Hydraulic Design of Energy Dissipaters for Culverts and Channels, July 2006.

USDOT, FWHA; Hydraulic Engineering Circular No. 15 (HEC 15), Design of Roadside Channels with Flexible Linings, September 2005.

USDOT, FWHA; Hydraulic Engineering Circular No. 22 (HEC 22), Urban Drainage Design Manual, September 2009 Rinker Materials, The Stormceptor® System Technical Manual, http://www.rinkerstormceptor.com

5 Stormwater Management Systems

5.1 Veterans Drive Drainage System

The proposed drainage system will collect and convey onsite stormwater runoff and offsite contributing flows from the hill bordering Veterans Drive alignment to the north from approximately Sta. 245+80 to 258+20 within the proposed storm sewer system.

July 2015 - 8 - Contract No. PC087-DPW11

The proposed system will install permanent erosion/pollution control Best Management Practices (BMPs) prior discharging into the harbor. Stormceptors®, for the removal of free oil and suspended solids from stormwater, are proposed as part of the roadway drainage system prior to each proposed discharge point. Existing cross drain pipes collecting and conveying offsite flows will be extended as required per proposed horizontal geometry; based on our conversations with the Government of the US Virgin Islands (GVI) and the Department of Public Works (DPW), all of the existing cross drains are adequately sized. The existing drainage system impacted by the proposed roadway improvements will be removed and replaced with the proposed drainage system.

Peak Stormwater Flow

Regulations for coastal zone permit applications establishes that a 25-year, 24-hour design storm is required for peak flow calculations when drainage areas are less than or equal to 50 acres. In the current condition, onsite and offsite drainage basin contribution to the existing drainage system is 10.82 acres. As the majority of the project occurs as an extension of the shoreline, onsite and offsite drainage basin contribution to the proposed drainage system is incremented by 6.45 acres to a total of

17.27 acres. The rational method was used in computing peak runoff rates for Veterans Drive improvements, as tributary areas are less than 50 acres.

Offsite drainage area contributions from hill bordering Veterans Drive alignment to the north is 1.473 acres as reflected in the existing and proposed drainage map, Figures 2 and 3 respectively. This area is primarily underlain by soil type SrF (Southgate-Rock outcrop complex, 40 to 60 percent slope hydrologic group D). According to the Soil Survey for the U.S Virgin Islands, the severe hazard of erosion, the slope, the high content of rock fragments, the shallow rooting depth, the very low available water capacity, the extremely stony surface, and the exposed bedrock are severe limitations.

Thus, the high runoff potential of the mountain slope is somewhat offset by the forested condition. The forest canopy will directly intercept a significant amount of rainfall, and the high rates of evapotranspiration induced by the vegetation tend to keep the soil moisture depleted. These factors, however, are most significant during small storms (< 2-in of rainfall). During major storms, interception and soil moisture storage are usually exceeded and the remaining large volumes of rainfall become runoff. Consequently, contributions from this area are accounted in the computations as 50% (0.7365 ac) impervious area (rocks) with a value of 0.95 and 50% (0.7365 ac) pervious for woodlands (forested) with a value of 0.3. In the existing condition, peak flow rate is 21.54-cfs; peak flow rate in the proposed conditions is 41.10-cfs. Computations for existing and proposed conditions are depicted below:

July 2015 - 11 - Contract No. PC087-DPW11

Existing Conditions Land Use Area (ac) Runoff Coefficient Paved (Impervious) 9.26 0.95 Pasture, grass, farmland (Pervious) 1.56 0.30 Harbor (Water-Impervious) 6.45 1.00 Time of concentration Tc=10 min (minimum inlet time of concentration) Rainfall intensity* ITc=8.5 in/hr (25yr-24hr storm event) Drainage Area A= 17.27 acres

Weighted C = (Cx x Ax)/A =[(9.26 x 0.95)+(1.56 x 0.30)+(6.45 x 1)]/17.27= 0.91 Peak Flow Rate Q =CIA = (0.91 x 8.5 x 17.27) = 133.58 cfs

Proposed Conditions Land Use Area (ac) Runoff Coefficient Paved (Impervious) 15.08 0.95 Pasture, grass, farmland (Pervious) 1.87 0.30 Harbor (Water-Impervious) 0.32 1.00 Time of concentration Tc=10 min (minimum inlet time of concentration) Rainfall intensity ITc=8.5 in/hr (25yr-24hr storm event) Drainage Area A= 17.27 acres

Weighted C = (Cx x Ax)/A =[(15.08 x 0.95)+(1.87 x 0.30)+(0.32 x 1)]/17.27= 0.88 Peak Flow Rate Q =CIA = (0.88 x 8.5 x 17.27) = 129.18 cfs

*Figure 4-1.Intensity-Duration-Frequency Curves for Charlotte Amalie, St. Thomas. Drainage and Flood Plain Management Technical Procedures for the US Virgin Islands

5.2 Culvert Extension

The Concrete Box Culvert crossings under the project alignment just west of Tolbod Gade (6-ft x 6-ft) and at Kanal Gade (6-ft x 2.67-ft), are scheduled for extension

5.3 Storm Sewer Design and Spread Analysis

The proposed drainage system, consisting of curb inlets, storm drains, ditches and pollution/sediment control devices has been designed to collect and convey stormwater runoff. Hydraulic grade line calculations (Appendix D) are based on FDOT standard procedures and methodology. A 4.0 in/hr intensity was used in the spread calculations as the intensity that reduces the driver’s sight distance to less than the minimum stopping sight distance based on the information summarized in FHWA HEC-21 (see Appendix E). Given the low design/posted speed (25 mph), half of the adjacent travel lane is allowed to be inundated. Thus, the allowable spread is approximately 7-ft (lanes on Veterans Drive are 11-ft wide and gutter is 1.5-ft wide). Curb inlets have been spaced to maintain the 10-year spread criteria within allowable limits. Additionally, Stormceptors®, placed at each outlet for the removal of free oil and suspended solids from stormwater, will improve the overall water quality of St. Thomas Harbor.

July 2015 - 12 - Contract No. PC087-DPW11

6 Control & Abatement of Erosion & Water Pollution

Per TPDES, the Contractor is required to implement all necessary measures to control erosion on the project, so as to prevent pollution of water, detrimental effects of public or private property adjacent to the project, and damage due to work on the project.

These measures consist of construction and maintenance of temporary erosion control features. The use of these measures is required throughout the life of the construction contract. Additional measures may also be required, as directed by the Engineer, due to unanticipated conditions at the time of construction.

The Contractor shall take sufficient precautions to prevent pollution of St. Thomas Harbor, with fuels, oils, bitumens, calcium chloride, or other harmful materials. Except as necessary for construction, excavated material shall not be deposited in the harbor, or in a position close enough to be washed away by high water or runoff.

Where dewatering operations occurs during construction, the water must be treated prior to discharge into bodies of water. The treatment is accomplished by pumping the water into grassed swales or appropriate vegetated areas, sediment basins, or confined by an appropriate enclosure such as turbidity barriers when other methods are not appropriate.

All borrow pits, disposal areas, staging areas, etc. shall meet the approval of the Engineer as being such that erosion during and after completion of the work will not result in probability of detrimental siltation or water pollution. Temporary erosion and water pollution control features shall consist of, but not be limited to, temporary grassing, temporary sodding, temporary mulching, baled hay or straw, and staked silt fence. Environmental Protection Agency’s (EPA) website provides guidance on erosion control Best Management Practices (BMPs).

The Contractor shall provide routine maintenance of permanent and temporary erosion control features until the project is completed and accepted. Replacement of the erosion control features is required in the event that the features become damaged or fail to operate as intended. After the project is completed or when the permanent erosion control features are in place, the temporary erosion control features shall be removed or incorporated into the soil in such a manner that no detrimental effect results.

7 Maintenance Operations Virgin Islands Department of Public Works is responsible for the maintenance and operation of the proposed water management systems and has the option to subcontract any of these operations whenever necessary. The primary goal of the maintenance for the surface water management system is to ensure that swales, Stormceptor®, outfall structures, and all conveyance systems are free from debris, sediment or vegetation. This criterion is required to maintain a properly functioning system, free from flooding or failure of providing water quality treatment. Typical maintenance operations that are required for the drainage system include but are not limited to the following listed items:

July 2015 - 13 - Contract No. PC087-DPW11

1) Roadway Inlets and Pipes: Periodic inspections of the roadway conveyance system should be conducted to prevent restrictions and/or blockages in pipes and inlets. Due to the high transportability of soils and sediments in this area, frequent removal of silt from inlets and pipes is usually required. Large roadway facilities are particularly susceptible to silt due to a variety of hauling activities that may occur on these facilities. The mowing of grassed areas by maintenance crews also creates debris (grass clippings) that must be periodically removed in order to prevent clogging in the system. Grass clippings are primarily prone to clogging the top of grated ditch bottom inlets.

Maintenance crews should also be able to recognize erosion problems that might inadvertently occur within the roadway drainage system. Additional sodding and/or riprap material may be required after construction of the system is completed or after a large rainfall event.

2) Cross Drains: Cross drains are frequently susceptible to silt and scouring or erosion. These structures should be periodically inspected for silt, erosion, and blockages. Overgrown vegetation should be removed from the upstream and downstream channel areas to prevent flow restriction. The removal of silt and other debris from the culverts is required to maintain the hydraulic capacity of the crossing. Failure to maintain hydraulic capacity may result in upstream flooding that may result in flood damage to the adjacent properties.

3) Ditches: All ditches on the project must be regularly inspected for silt and erosion problems. Failure to resolve erosion-related problems to the roadway system may result in reduced water quality in the downstream receiving waters due to increased turbidity. Re-sodding and repair of eroded ditch side slopes may be periodically required.

4) Stormceptor® : The performance of all storm water quality measures decrease as they fill with sediment. Although the maintenance frequency will be site specific, Rinker Materials generally recommends annual maintenance be performed or when the sediment volume in the unit reaches 15% of the total storage.

This recommendation is based on several factors:

Minimal performance degradation due to sediment build-up.

Sediment removal is easier when removed on a regular basis (as sediment builds up it compacts and solidifies making maintenance more difficult).

Development of a routine maintenance interval helps ensure a regular maintenance schedule is followed. Although the frequency of maintenance will depend on site conditions, it is estimated that annual maintenance will be required for most applications; annual maintenance is a routine occurrence which is easy to plan for and remember.

Hydrocarbon Spills In the event of any hazardous material spill, Rinker Materials recommends maintenance be performed immediately. Maintenance should be performed by a licensed liquid waste hauler. You should also notify the appropriate regulatory agencies as required.

July 2015 - 14 - Contract No. PC087-DPW11

Recommended Maintenance Procedure Oil is removed through the 6" inspection/oil port and sediment is removed through the 24" diameter outlet riser pipe. Alternatively, oil could be removed from the 24" opening if water is removed from the treatment chamber, lowering the oil level below the drop pipes.

The depth of sediment can be measured from the surface of the Stormceptor with a dipstick tube equipped with a ball valve (Sludge Judge® ). Rinker Materials recommends maintenance be performed once the sediment depth exceeds the guideline values provided in Table below.

Sediment Depths Indicating Required Maintenance* Model Sediment Depth 450i 8" (200 mm) 900 8" (200 mm)

* Depths are approximate

No entry into the unit is required for routine maintenance of the Inlet Stormceptor® or the smaller disc insert models of the In-Line Stormceptor®. Entry to the level of the by-pass may be required for servicing the larger in-line models. Any potential obstructions at the inlet can be observed from the surface. The by-pass chamber has been designed as a platform for authorized maintenance personnel, in the event that an obstruction needs to be removed, drain flushing needs to be performed, or camera surveys are required.

Typically, maintenance is performed by the Vacuum Service Industry, a well established sector of the service industry that cleans underground tanks, sewers, and catch-basins. Costs to clean a Stormceptor® will vary based on the size of the unit and transportation distances. If you need assistance for cleaning a Stormceptor® unit, contact your local Rinker Materials representative, or the Rinker Materials Stormceptor® Information Line at (800) 909-7763.

Disposal The requirements for the disposal of material from a Stormceptor® are similar to that of any other Best Management Practices (BMPs). Local guidelines should be consulted prior to disposal of the separator contents.

In most areas the sediment, once dewatered, can be disposed of in a sanitary landfill. It is not anticipated that the sediment would be classified as hazardous waste. In some areas, mixing the water with the sediment will create a slurry that can be discharged into a trunk sanitary sewer. In all disposal options, approval from the disposal facility operator/agency is required. Petroleum waste products collected in Stormceptor® (oil/chemical/fuel spills) should be removed by a licensed waste management company.

Parsons Brinckerhoff, Inc.

July 2015 Contract No. PC087-DPW11

APPENDIX A – FEMA FIRM PANEL MAP NUMBER 7800000026G AND 7800000026G

C T

July 2015 Contract No. PC087-DPW11

APPENDIX B – CUSTOM SOIL RESOURCE REPORT FOR VIRGIN ISLANDS OF THE

UNITED STATES, VETERANS DRIVE PHASE 1 AND PHASE 2

C us to m

S oi l R es ou rc e R ep or t S oi l M ap

Sr F

U bD

Sr E

U s

2028500

2028600

2028700

2028800

2028900

2029000

2029100

1, 1, Fe et

M et er s

° 2

64° 55' 17''

° 2

64° 55' 17''

° 2

1' 64° 55' 49''64° 55' 49''

M ap

S ca le : 1

:4 ,5 if p rin te d on A s iz e (8

.5 " x

) s he et

C us to m

S oi l R es ou rc e R ep or t M ap

H yd ro lo gi c

S oi l G ro up (V et er an s

H yd ro lo gi c

S oi l G ro up

APPENDIX C – GEOTECHNICAL REPORT

APPENDIX D – ASAD STORM SEWER HYDRAULICS

N S

H O

Ve te ra ns D riv e

Ph as e

Ya m ila H er na nd ez

U S

Ju an C

. H in ca pi e 1.

L m et ho d:

S ta nd ar d

T (J um p

L to p ip e cr ow n)

S-

Fu ll

-2 3.

I-6 -J

-1 .2

-1 .3

S-

Fu ll 0.

C I-5

-A 1.

-0

-1

S-

Fu ll

-3 0.

I-5 -A

S-

Fu ll 0.

I-5 -A

S-

Fu ll 0.

-2

C I-5

-A 2.

S-

Fu ll

C I-5

-A 2.

S-

Fu ll

-0 .4

C I-6

-J 4.

-3

S-

Fu ll 0.

-2

I-5 -A

-2 .7

-2 .8

S-

Fu ll

-0 .2

-0 .4

C I-5

-J 5.

-3

S-

F-

Fu ll

-0 .4

-0 .5

M H

-S P2

-3

S-

Fu ll 0.

-0 .2

I-5 -A

-1 .4

-1 .7

S-

Fu ll 0.

-2

C I-5

-A 3.

-0

Pa ge

S Sy st em

N um be r:

O rg an iz at io n:

O ut fa ll Ta ilw at er E l:

R un of f C oe ffi ci en ts

(d ef au lt)

St or m E ve nt

U se r D ef in ed Ar ea

D es cr ip tio n:

Ar ea

D es ig ne d by

Ex it Lo ss a t O ut fa ll:

Lo ca tio n

Fr eq ue nc y C ou nt y:

C he ck ed b y:

St or m

S ew er C on tro l E l:

M an n' g

C ap ac ity

Fl ow

Fa ll

Tc Tr av el

In te n.

To ta l

Ve lo ci ty

H G

L Pi pe Pi pe E le va tio ns

In le t E le va tio ns Fl ow (c fs

D ra in ag e Ar ea s

O ffs et St at io n 'N

Ty pe

H ei gh t H

G L

H G

L In le t

Q b

S- Q b Ti m e

C A

Ac tu al Ar ea R un of f Lc l C A

C *A

Le n

Ty pe

Br ls

W id th

C ro w n

Li ne

Q fd

S- Q fd Ph ys ic al M in H

G L

U pS trm C oe ff

(c fs

(fp s)

(in

(ft

Fl ow L in e

Jn c

Lo ss

C le ar

L S-

Q dw

(m in m in in /h

r) (a

c) To t C A

(C A)

Un its

: E

Au to m at ed S to rm s ew er A na lys is

D es ig n

D co py rig ht

, H ite sh ew E ng in ee rin g Sy st em s, In c.

P h:

) 3

-4

T6 0v

Po rti on s of A

D w er e de ve lo pe d by K en ne th J

. L ee m in g, P

.E . a t I nt er na tio na l E ng in ee rin g

C on su lta nt s, In c.

N O

: S ys te m P

H 1-is p ar t o f V et er an s

D riv e P ha se

P ro je ct

N S

H O

Ve te ra ns D riv e

Ph as e

Ya m ila H er na nd ez

U S

Ju an C

. H in ca pi e 1.

L m et ho d:

S ta nd ar d

T (J um p

L to p ip e cr ow n)

S-

Fu ll

I-5 -A

-1 .0

-1 .4

S-

Fu ll 0.

-2

C I-5

-A 3.

-0 .1

Pa ge

S Sy st em

N um be r:

O rg an iz at io n:

O ut fa ll Ta ilw at er E l:

R un of f C oe ffi ci en ts

(d ef au lt)

St or m E ve nt

U se r D ef in ed Ar ea

D es cr ip tio n:

Ar ea

D es ig ne d by

Ex it Lo ss a t O ut fa ll:

Lo ca tio n

Fr eq ue nc y C ou nt y:

C he ck ed b y:

St or m

S ew er C on tro l E l:

M an n' g

C ap ac ity

Fl ow

Fa ll

Tc Tr av el

In te n.

To ta l

Ve lo ci ty

H G

L Pi pe Pi pe E le va tio ns

In le t E le va tio ns Fl ow (c fs

D ra in ag e Ar ea s

O ffs et St at io n 'N

Ty pe

H ei gh t H

G L

H G

L In le t

Q b

S- Q b Ti m e

C A

Ac tu al Ar ea R un of f Lc l C A

C *A

Le n

Ty pe

Br ls

W id th

C ro w n

Li ne

Q fd

S- Q fd Ph ys ic al M in H

G L

U pS trm C oe ff

(c fs

(fp s)

(in

(ft

Fl ow L in e

Jn c

Lo ss

C le ar

L S-

Q dw

(m in m in in /h

r) (a

c) To t C A

(C A)

Un its

: E

Au to m at ed S to rm s ew er A na lys is

D es ig n

D co py rig ht

, H ite sh ew E ng in ee rin g Sy st em s, In c.

P h:

) 3

-4

T6 0v

Po rti on s of A

D w er e de ve lo pe d by K en ne th J

. L ee m in g, P

.E . a t I nt er na tio na l E ng in ee rin g

C on su lta nt s, In c.

N S

H O

Ve te ra ns D riv e

Ph as e

Ya m ila H er na nd ez

U S

Ju an C

. H in ca pi e 1.

L m et ho d:

S ta nd ar d

T (J um p

L to p ip e cr ow n)

S-

Fu ll

-2 8.

I-5 -A

-0 .0

-0 .6

S-

Fu ll 0.

I-5 -A

S-

Fu ll 0.

-2

C I-5

-A 4.

-0

-1

S-

Fu ll

C I-5

-A 3.

S-

Fu ll

-2 6.

I-5 -A

-1 .2

-1 .3

S-

Fu ll 0.

-0 .3

I-5 -A

-1 .3

-1 .8

S-

Fu ll 0.

-1

I-6 -A

-2 .8

-2 .9

S-

Fu ll

C I-6

-A 6.

-2

S-

F-

Fu ll

M H

-S P2

-2

-3

S-

Fu ll 0.

-2

C I-5

-A 3.

-0 .1

S-

Fu ll 0.

-0

C I-5

-A 3.

-1

S-

Fu ll

-2 8.

I-5 -A

Pa ge

S Sy st em

N um be r:

O rg an iz at io n:

O ut fa ll Ta ilw at er E l:

R un of f C oe ffi ci en ts

(d ef au lt)

St or m E ve nt

U se r D ef in ed Ar ea

D es cr ip tio n:

Ar ea

D es ig ne d by

Ex it Lo ss a t O ut fa ll:

Lo ca tio n

Fr eq ue nc y C ou nt y:

C he ck ed b y:

St or m

S ew er C on tro l E l:

M an n' g

C ap ac ity

Fl ow

Fa ll

Tc Tr av el

In te n.

To ta l

Ve lo ci ty

H G

L Pi pe Pi pe E le va tio ns

In le t E le va tio ns Fl ow (c fs

D ra in ag e Ar ea s

O ffs et St at io n 'N

Ty pe

H ei gh t H

G L

H G

L In le t

Q b

S- Q b Ti m e

C A

Ac tu al Ar ea R un of f Lc l C A

C *A

Le n

Ty pe

Br ls

W id th

C ro w n

Li ne

Q fd

S- Q fd Ph ys ic al M in H

G L

U pS trm C oe ff

(c fs

(fp s)

(in

(ft

Fl ow L in e

Jn c

Lo ss

C le ar

L S-

Q dw

(m in m in in /h

r) (a

c) To t C A

(C A)

Un its

: E

Au to m at ed S to rm s ew er A na lys is

D es ig n

D co py rig ht

, H ite sh ew E ng in ee rin g Sy st em s, In c.

P h:

) 3

-4

T6 0v

Po rti on s of A

D w er e de ve lo pe d by K en ne th J

. L ee m in g, P

.E . a t I nt er na tio na l E ng in ee rin g

C on su lta nt s, In c.

N O

: S ys te m P

H 1-is p ar t o f V et er an s

D riv e P ha se

P ro je ct

N S

H O

Ve te ra ns D riv e

Ph as e

Ya m ila H er na nd ez

U S

Ju an C

. H in ca pi e 1.

L m et ho d:

S ta nd ar d

T (J um p

L to p ip e cr ow n)

S-

Fu ll

U T-

V 3.

-0 .3

Pa ge

S Sy st em

N um be r:

O rg an iz at io n:

O ut fa ll Ta ilw at er E l:

R un of f C oe ffi ci en ts

(d ef au lt)

St or m E ve nt

U se r D ef in ed Ar ea

D es cr ip tio n:

Ar ea

D es ig ne d by

Ex it Lo ss a t O ut fa ll:

Lo ca tio n

Fr eq ue nc y C ou nt y:

C he ck ed b y:

St or m

S ew er C on tro l E l:

M an n' g

C ap ac ity

Fl ow

Fa ll

Tc Tr av el

In te n.

To ta l

Ve lo ci ty

H G

L Pi pe Pi pe E le va tio ns

In le t E le va tio ns Fl ow (c fs

D ra in ag e Ar ea s

O ffs et St at io n 'N

Ty pe

H ei gh t H

G L

H G

L In le t

Q b

S- Q b Ti m e

C A

Ac tu al Ar ea R un of f Lc l C A

C *A

Le n

Ty pe

Br ls

W id th

C ro w n

Li ne

Q fd

S- Q fd Ph ys ic al M in H

G L

U pS trm C oe ff

(c fs

(fp s)

(in

(ft

Fl ow L in e

Jn c

Lo ss

C le ar

L S-

Q dw

(m in m in in /h

r) (a

c) To t C A

(C A)

Un its

: E

Au to m at ed S to rm s ew er A na lys is

D es ig n

D co py rig ht

, H ite sh ew E ng in ee rin g Sy st em s, In c.

P h:

) 3

-4

T6 0v

Po rti on s of A

D w er e de ve lo pe d by K en ne th J

. L ee m in g, P

.E . a t I nt er na tio na l E ng in ee rin g

C on su lta nt s, c.

N S

H O

Ve te ra ns D riv e

Ph as e

Ya m ila H er na nd ez

U S

Ju an C

. H in ca pi e 1.

L m et ho d:

S ta nd ar d

T (J um p

L to p ip e cr ow n)

S-

Fu ll

-0

C I-5

-B 3.

-1

S-

Fu ll

-2 8.

I-5 -B

-0 .2

-0 .3

S-

Fu ll 0.

-2

C I-6

-A 3.

-0

S-

Fu ll

-0 .0

C I-6

-A 3.

-1

S-

O F-

Fu ll 0.

-0

M H

-S P1

-1

S-

Fu ll

-2 8.

I-5 -A

-0 .1

-0 .3

S-

Fu ll 0.

-0 .0

I-5 -A

-1 .2

-1 .5

Pa ge

S Sy st em

N um be r:

O rg an iz at io n:

O ut fa ll Ta ilw at er E l:

R un of f C oe ffi ci en ts

(d ef au lt)

St or m E ve nt

U se r D ef in ed Ar ea

D es cr ip tio n:

Ar ea

D es ig ne d by

Ex it Lo ss a t O ut fa ll:

Lo ca tio n

Fr eq ue nc y C ou nt y:

C he ck ed b y:

St or m

S ew er C on tro l E l:

M an n' g

C ap ac ity

Fl ow

Fa ll

Tc Tr av el

In te n.

To ta l

Ve lo ci ty

H G

L Pi pe Pi pe E le va tio ns

In le t E le va tio ns Fl ow (c fs

D ra in ag e Ar ea s

O ffs et St at io n 'N

Ty pe

H ei gh t H

G L

H G

L In le t

Q b

S- Q b Ti m e

C A

Ac tu al Ar ea R un of f Lc l C A

C *A

Le n

Ty pe

Br ls

W id th

C ro w n

Li ne

Q fd

S- Q fd Ph ys ic al M in H

G L

U pS trm C oe ff

(c fs

(fp s)

(in

(ft

Fl ow L in e

Jn c

Lo ss

C le ar

L S-

Q dw

(m in m in in /h

r) (a

c) To t C A

(C A)

Un its

: E

Au to m at ed S to rm s ew er A na lys is

D es ig n

D co py rig ht

, H ite sh ew E ng in ee rin g Sy st em s, In c.

P h:

) 3

-4

T6 0v

Po rti on s of A

D w er e de ve lo pe d by K en ne th J

. L ee m in g, P

.E . a t I nt er na tio na l E ng in ee rin g

C on su lta nt s, In c.

N O

: S ys te m P

H 1-is p ar t o f V et er an s

D riv e P ha se

P ro je ct

N S

H O

Ve te ra ns D riv e

Ph as e

Ya m ila H er na nd ez

U S

Ju an C

. H in ca pi e 0.

L m et ho d:

S ta nd ar d

T (J um p

L to p ip e cr ow n)

S-

Fu ll

-2 8.

I-5 -A

-0

S-

Fu ll

C I-5

-A 3.

-0

S-

O F-

Fu ll 0.

M H

-S P1

-0

S-

Fu ll

-2 8.

I-5 -A

-0 .0

-0 .3

S-

Fu ll 0.

-2

C I-5

-A 3.

S-

Fu ll

I-5 -A

-0 .1

-0 .6

Pa ge

S Sy st em

N um be r:

O rg an iz at io n:

O ut fa ll Ta ilw at er E l:

R un of f C oe ffi ci en ts

(d ef au lt)

St or m E ve nt

U se r D ef in ed Ar ea

D es cr ip tio n:

Ar ea

D es ig ne d by

Ex it Lo ss a t O ut fa ll:

Lo ca tio n

Fr eq ue nc y C ou nt y:

C he ck ed b y:

St or m

S ew er C on tro l E l:

M an n' g

C ap ac ity

Fl ow

Fa ll

Tc Tr av el

In te n.

To ta l

Ve lo ci ty

H G

L Pi pe Pi pe E le va tio ns

In le t E le va tio ns Fl ow (c fs

D ra in ag e Ar ea s

O ffs et St at io n 'N

Ty pe

H ei gh t H

G L

H G

L In le t

Q b

S- Q b Ti m e

C A

Ac tu al Ar ea R un of f Lc l C A

C *A

Le n

Ty pe

Br ls

W id th

C ro w n

Li ne

Q fd

S- Q fd Ph ys ic al M in H

G L

U pS trm C oe ff

(c fs

(fp s)

(in

(ft

Fl ow L in e

Jn c

Lo ss

C le ar

L S-

Q dw

(m in m in in /h

r) (a

c) To t C A

(C A)

Un its

: E

Au to m at ed S to rm s ew er A na lys is

D es ig n

D co py rig ht

, H ite sh ew E ng in ee rin g Sy st em s, In c.

P h:

) 3

-4

T6 0v

Po rti on s of A

D w er e de ve lo pe d by K en ne th J

. L ee m in g, P

.E . a t I nt er na tio na l E ng in ee rin g

C on su lta nt s, In c.

N O

: S ys te m P

H 1-is p ar t o f V et er an s

D riv e P ha se

P ro je ct

N S

H O

Ve te ra ns D riv e

Ph as e

Ya m ila H er na nd ez

U S

Ju an C

. H in ca pi e 1.

L m et ho d:

S ta nd ar d

T (J um p

L to p ip e cr ow n)

D-

0A S-

Pa rti al

n/ a n/ a 0.

-4

n/ a su pe r n/ a

n/ a 1.

H n/ a 0.

n/ a

D-

S-

Pa rti al 0.

n/ a n/ a

-3 8.

n/ a su pe r n/ a 5.

n/ a

C H n/ a

n/ a 5.

n/ a 0.

S-

Fu ll

-2 8.

I-5 -A

S-

Fu ll 0.

C I-5

-A 3.

-0

S-

Fu ll

-4 0.

-C -D

B 3.

S-

Fu ll

-2 8.

I-6 -A

S-

Fu ll 0.

I-6 -A

-0 .9

-1 .0

S-

O F-

Fu ll 0.

M H

-S P2

-1

S-

Fu ll 0.

-2

C I-5

-A 3.

S-

Fu ll

I-5 -A

-0 .0

-0 .4

S-

Fu ll 0.

-2

C I-5

-A 3.

S-

Fu ll

U T-

V 3.

-0 .0

Pa ge

S Sy st em

N um be r:

O rg an iz at io n:

O ut fa ll Ta ilw at er E l:

R un of f C oe ffi ci en ts

(d ef au lt)

St or m E ve nt

U se r D ef in ed Ar ea

D es cr ip tio n:

Ar ea

D es ig ne d by

Ex it Lo ss a t O ut fa ll:

Lo ca tio n

Fr eq ue nc y C ou nt y:

C he ck ed b y:

St or m

S ew er C on tro l E l:

M an n' g

C ap ac ity

Fl ow

Fa ll

Tc Tr av el

In te n.

To ta l

Ve lo ci ty

H G

L Pi pe Pi pe E le va tio ns

In le t E le va tio ns Fl ow (c fs

D ra in ag e Ar ea s

O ffs et St at io n 'N

Ty pe

H ei gh t H

G L

H G

L In le t

Q b

S- Q b Ti m e

C A

Ac tu al Ar ea R un of f Lc l C A

C *A

Le n

Ty pe

Br ls

W id th

C ro w n

Li ne

Q fd

S- Q fd Ph ys ic al M in H

G L

U pS trm C oe ff

(c fs

(fp s)

(in

(ft

Fl ow L in e

Jn c

Lo ss

C le ar

L S-

Q dw

(m in m in in /h

r) (a

c) To t C A

(C A)

Un its

: E

Au to m at ed S to rm s ew er A na lys is

D es ig n

D co py rig ht

, H ite sh ew E ng in ee rin g Sy st em s, In c.

P h:

) 3

-4

T6 0v

Po rti on s of A

D w er e de ve lo pe d by K en ne th J

. L ee m in g, P

.E . a t I nt er na tio na l E ng in ee rin g

C on su lta nt s, In c.

N O

: S ys te m P

H 1-is p ar t o f V et er an s

D riv e P ha se

P ro je ct

N S

H O

Ve te ra ns D riv e

Ph as e

Ya m ila H er na nd ez

U S

Ju an C

. H in ca pi e 2.

L m et ho d:

S ta nd ar d

T (J um p

L to p ip e cr ow n)

D-

0A S-

Pa rti al

n/ a n/ a 0.

-3 8.

n/ a su pe r n/ a 5.

n/ a

C H n/ a

n/ a 5.

n/ a 0.

D-

0B S-

Pa rti al

n/ a n/ a 0.

-4

n/ a su pe r n/ a

n/ a 1.

H n/ a 0.

n/ a

S-

Fu ll 0.

-2

C I-5

-A 3.

S-

Fu ll

I-5 -A

S-

Fu ll 0.

-4

-C -D

B 6.

S-

Fu ll

-2 8.

C I-6

-A 4.

S-

Fu ll

C I-6

-A 4.

S-

F-

Fu ll

H -S

S-

Fu ll

-2 8.

I-5 -A

S-

Fu ll 0.

C I-5

-A 3.

S-

Fu ll

-2 8.

I-5 -A

S-

Fu ll 0.

C I-5

-A 3.

Pa ge

S Sy st em

N um be r:

O rg an iz at io n:

O ut fa ll Ta ilw at er E l:

R un of f C oe ffi ci en ts

(d ef au lt)

St or m E ve nt

U se r D ef in ed Ar ea

D es cr ip tio n:

Ar ea

A…

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