Attachment_1K_-_Wastewater_Treatment_Plant_ _Infrastructure_Backbone_.pdf

DESIGN NARRATIVE

WASTEWATER TREATMENT PLANT

& INFRASTRUCTURE BACKBONE

PHASE 4/5

US CUSTOMS & BORDER PROTECTION

HARPERS FERRY, WEST VIRGINIA

Prepared By:

ANDRE MARQUEZ ARCHITECTS

UTILITY PROFESSIONAL SERVICES, INC.

WILLIAM H. GORDON ASSOCIATES

6371 Center Drive, Suite 201 Norfolk, VA 23502

SCHEMATIC DESIGN PHASE

September 30, 2009

CBP Project No. 09-M-05

WASTEWATER TREATMENT PLANT & INFRASTRUCTURE BACKBONE

The Advanced Training Center, Harpers Ferry, West Virginia

A N D R E M A R Q U E Z A R C H I T E C T S – U T I L I T Y P R O F E S S I O N A L S E R V I C E S , I N C – W I L L I A M H . G O R D O N A S S O C I A T E S

TABLE OF CONTENTS

GEOTECHNICAL SERVICES

1. UTILITIES

2. WASTEWATER TREATMENT PLANT (WWTP)

3. ROADWAYS C, D AND E

4. AMERICAST SITE

5. PUMP BUILDING AND STORAGE TANK

CIVIL DESIGN

1. UTILITIES

2. VEHICULAR CIRCULATION

3. SITE GRADING AND EARTHWORK

4. STORMWATER MANAGEMENT

5. LEED DESIGN

6. MISCELLANEOUS

ARCHITECTURAL DESIGN

1. DESCRIPTION OF WORK

2. DESIGN CRITERIA

DRY UTILITIES/ DUCTBANK DESIGN

1. WASTEWATER TREATMENT PLANT

2. INFRASTRUCTURE BACKBONE PHASE 4/5

WASTEWATER TREATMENT PLANT DESIGN

1. DESCRIPTION OF WORK

2. WASTEWATER TREATMENT PLANT DESIGN

3. WASTEWATER TREATMENT PLANT CONFIGURATION

4. WWTP REUSE OPTION

5. EXISTING WASTEWATER TREATMENT PLANT

APPENDIX

EXHIBIT 1 – WWTP CALCULATIONS

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The narrative provides a comprehensive scope of improvements associated with the Wastewater Treatment Plant and Infrastructure Backbone phase 4/5 portion of the Advanced Training Center (ATC) in accordance with the Statement of Work dated March 23, 2009. The Phase 4/5 improvements will provide infrastructure for the future development of the campus.

We will utilize the designer’s current Master Plan to anticipate the locations of future buildings and infrastructure in order to provide geotechnical recommendations as necessary.

1.0 UTILITIES

1.1 Sanitary Sewer, Water and Storm drains

The Geotechnical Services section of the design narrative has been based on the proposed civil design, which includes the installation of sanitary sewer (both force mains and gravity), waterlines (both domestic and fire water) and storm drain lines. Based the site geology, we propose to perform air-track test probes along the center line of the utility alignment at approximately 50 foot spacing to a depth of 1 foot below proposed invert. This work should be completed by November, 2009 with the information to be compiled for the contractors use during the bidding process.

2.0 WASTEWATER TREATMENT PLANT

2.1 Completed Phase

The geotechnical evaluation of the site evaluated indicated that the site is suitable for the proposed construction provided that air-track test probes are performed within the proposed structure foundations. Test probes should be performed on 5 foot spacing along the linear foundations and 2 probes per column location. This testing can be completed once final design is complete and any modifications to the geotechnical recommendations can be made at that time.

2.2 Construction Phase

2.2.1 Site Preparation

Continuous monitoring by the Geotechnical Engineer is recommended in order to verify that topsoil and any other deleterious materials are removed prior to cut and fill operations and look for evidence of

A N D R E M A R Q U E Z A R C H I T E C T S – U T I L I T Y P R O F E S S I O N A L S E R V I C E S , I N C – W I L L I A M H . G O R D O N A S S O C I A T E S solutioning and/or sinkhole activity. Also, the Geotechnical Engineer should witness the proofrolling operations and determine whether any areas require undercutting and/or stabilization.

2.2.2 Sinkholes

Based on the results of our fracture-trace study, Electrical Resistivity (ER) Survey, subsurface exploration and geotechnical evaluation, it appears that the risk of sinkhole development is moderate to high. Areas of greater risks are discussed in greater detail in the geotechnical report dated August 28, 2009 and have been identified on Figure 3 (Fracture Trace Analysis Plan) of the correlative Appendix. As such, any sinkholes encountered during construction should be remediated on a case-by-case basis. The geotechnical engineer should be consulted for site-specific recommendations when any sinkholes are observed.

2.2.3 Fill Selection, Placement & Compaction

All material to be used as fill or backfill should be inspected, tested and approved by the Geotechnical Engineer. However, prior to the placement of fill, these areas should be proofrolled in order to verify stability. The proofrolls should be monitored by the Geotechnical Engineer. A sufficient number of in place density tests should be performed by an experienced Engineering Technician on a full-time basis to verify that the proper degree of compaction is being obtained.

2.2.4 Foundations

As stated previously in the geotechnical report, it is recommended that all structure foundation areas undergo proof-testing utilizing air-track test probes. In order to minimize the total air-track drilling footage, it would be best to perform test probes in ‘cut areas’ after the overburden materials have been removed, while in ‘fill areas’ it would be best to perform test probes prior to the placement of new fill.

It appears that foundations can be supported by firm natural soils, newly-placed structural fill or a combination thereof. Based on the general soil conditions that were encountered, it is our judgment that an allowable soil bearing pressure on the order of 2500 lbs/sq ft to 4000 lbs/sq ft can be used for foundations to be supported on either natural soils, new structural fill placed over firm natural soils or a combination thereof. Alternatively, where rock is encountered near the proposed bearing elevation, it may be possible to utilize spread footings bearing directly on an 8-inch compacted sand buffer placed over rock. Foundations bearing on rock may have allowable bearing pressure in excess of 4000 lbs/sq ft. However, with

A N D R E M A R Q U E Z A R C H I T E C T S – U T I L I T Y P R O F E S S I O N A L S E R V I C E S , I N C – W I L L I A M H . G O R D O N A S S O C I A T E S either option, the final allowable bearing pressures will be dependent upon the results of the proof-testing.

2.2.5 Ground-Supported Slabs

Ground-supported slabs should be supported on approved, firm natural soils, or on newly compacted fill. The slab sub-grade should be prepared in accordance with the procedures outlined in the geotechnical report. In particular, the slab sub-grade should be heavily proofrolled to delineate any soft or loose areas requiring undercutting and/or stabilization.

3.0 ROADWAYS C, D & E

The following are the two options proposed for evaluation of the roadway sub-grade alignments, the first option is a complete geotechnical exploration and the second is a limited exploration based on our knowledge of the site.

3.1 OPTION 1: Full geotechnical exploration can be performed if desired by CBP.

This exploration would include a fracture trace and electrical resistivity survey along the right of ways. Additionally, geotechnical soil borings drilled to 5 feet proposed sub-grade on spacing of 150 feet on-center along the roadway alignments, including intersections. Perform necessary laboratory testing to provide pavement sections and in-situ soil conditions. The pavement section will be based on traffic loading conditions provided by civil engineer.

3.2 OPTION 2: Limited geotechnical exploration can be performed if desired by

CBP. This exploration would include a proposed 8 geotechnical soil borings drilled at locations such as the intersections, topographically low areas, and utility crossings to a maximum depth of 10 feet below proposed. Perform necessary laboratory testing to provide pavement sections and in-situ soil conditions. The pavement section will be based on traffic loading conditions provided by civil engineer.

4.0 AMERICAST SITE

4.1 Americast Southern Portion

The extent of concrete waste material has tentatively been determined based on 23 test pits performed within the southern portion on September 23 and 24, 2009. (It should be noted that Geotechnical engineer will complete the test pit logs once the locations and elevations are provided by contractor) Based on the test pits, the concrete debris varied from minimal (surficial top foot) along the eastern portion to at least 18 feet along the western portions. It is our understanding that part of the mass grading program the contractor will

A N D R E M A R Q U E Z A R C H I T E C T S – U T I L I T Y P R O F E S S I O N A L S E R V I C E S , I N C – W I L L I A M H . G O R D O N A S S O C I A T E S excavate this material down to the original grade. Once the deleterious materials have been removed, a representative from our office should view the exposed sub-grade for solutioning activity. If proposed buildings are to be located in this area, a geotechnical evaluation should be performed prior to fill operations. All concrete material can be crushed onsite and reused for fill material. The reinforcing steel should be removed if feasible by the contractor’s means and methods. This steel can be collected and processed at a recycling facility.

4.2 Americast Northern Portion

The extent of concrete waste material has tentatively been determined based on 4 test pits performed within the northwestern portion on September 24, 2009. (It should be noted that Geotechnical engineer will complete the test pit logs once the locations and elevations are provided by contractor.) Based on the test pits, the concrete debris varied from 6 to at least 12 feet along the western portions. No other test pits were performed since the current demolition crew was dismantling the Americast Plant. We recommend that preliminary test pits be performed within the northeastern portion of the site once the demolition has been completed. Once the preliminary test pits are completed and proposed structures are located, a geotechnical exploration consisting of earth resistivity and soil borings shall be performed.

4.3 Stormwater Management Pond

It is our understanding that the existing pond on the Americast site will be breached and filled in to construct the new facility entrance. Prior to breaching the embankment, the water should be tested for the following contaminates:

total suspended solids (TSS), total iron, pH, Total Petroleum Hydrocarbons- GRO, Total Petroleum Hydrocarbons-DRO, and ASTM 1664-Waste Oils.

5.0 PUMP BUILDING AND STORAGE TANK

5.1 Perform a geotechnical exploration to include a fracture trace (provided that aerial photography of the proposed location can be obtained) and electrical resistivity survey within the proposed addition to the pump building and the 47,000 gallon storage tank. Additionally, geotechnical soil borings drilled to a minimum of 25 feet below proposed foundation grades. Perform necessary laboratory testing to provide design parameters and in-situ soil conditions.

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The narrative provides a comprehensive scope of improvements associated with the Wastewater Treatment Plant and Infrastructure Backbone phase 4/5 portion of the Advanced Training Center (ATC) in accordance with the Statement of Work dated March 23, 2009. The Phase 4/5 improvements will provide infrastructure for the future development of the campus.

The designer has used the current Master Plan to anticipate the locations of future buildings, and to design the infrastructure accordingly.

1.0 UTILITIES

1.1 Sanitary Sewer

The Civil Design section of the design narrative deals only with the collection of sanitary sewer effluent and transmission to the proposed WWTP. The proposed design includes the installation of an 8” sanitary sewer line that will collect effluent and gravity flow the effluent to the existing sanitary sewer line along Road B. The effluent will flow from this connection point to the existing pump station. A new force main will be installed to allow for the transmission of sanitary sewer from the pump station to the WWTP.

1.1.1 Existing Force Mains.

The existing sanitary sewer system on the campus relies on a series of pump stations to transmit effluent to the existing WWTP. The following changes are proposed to this system.

• A series of pump stations serve the Administrative Building, Training Buildings and Firing Range. These pump stations transmit effluent to a common force main leading to the existing WWTP. This flow will be redirected through a new 2” force main to the existing force main along Road B leading to the existing central pump station.

• The force main leading from the Visitor Center and the Shipping and Receiving Building will be modified to flow to the proposed gravity sewer system.

1.1.2 Proposed Force Mains.

A 4” force main has been designed to transmit effluent from the central pump station to the WWTP.

1.1.3 Gravity Sewer

An 8” gravity sewer has been designed to provide sewer to all future development areas, with the exception of the proposed Welcome Center/

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Security Command Center. The Welcome Center/Security Command Center cannot be served via the proposed gravity system due to its location on the opposite side of the central drainage swale and the system constraints created by the elevation at the tie in point to the existing system. It is recommended that a small grinder pump be designed and installed at the welcome center to convey the sewage from this building to the gravity line. This small system would be designed concurrently with the Welcome Center.

A section of this sewer line crosses the Leadership Academy site and will need to be installed as part of that development package. The design team has been coordinating with the contractor for the Leadership Academy.

1.1.4 Existing Pump Station

We have evaluated the existing pump station and provided recommendations for modifications based on the ultimate build out of the campus per the Master Plan. The existing pump station will need to be modified to accommodate the ultimate campus build out. Refer to the SD drawings for proposed tank modifications and pump replacement.

1.2 Domestic Water

1.2.1 Domestic Water Source

The design for the domestic water system will be based on the site supply of water from existing wells. The quantity and quality of this water will need to be confirmed. A hydro-geological study is pending to provide this information. Permitting for the use of well water for the campus will need to be undertaken through the West Virginia Department of Health.

1.2.2 Domestic Water Distribution

The domestic water distribution system has been designed to provide water to the future building and to supplement the existing 2” distribution system to provide adequate flow to the Shower and Locker Room Facility and Leadership Academy. The proposed lines are as follows.

• A 6” water line has been designed from the pump building to the

Shower and Locker Room Facility. This line will also serve the southern portion of the Americast site.

• An 8” water line has been designed along Road C to provide water to the Welcome Center and northern portion of the Americast site.

• An 8” water line has been extended from Road C to the Leadership Academy.

• A 2” water line extending to the WWTP

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1.2.3 Domestic Water Backup

The connection to Jefferson Utilities will be maintained as a backup water supply to the onsite wells. In the case where this water is needed it will directly supply water to the proposed water storage tank, the Visitor Center and the Shipping and Receiving building. This backup water supply will allow the domestic water storage system to be reduced in size.

1.2.4 Raw Water Lines

2” raw water lines have been shown on the SD submission to allow for water from the onsite wells to reach the raw water treatment facility in the existing pump building.

1.2.5 Raw Water Treatment

The existing pump building includes mechanical infrastructure to treat the raw water from the wells. At the time of the SD submission this system has not been reviewed to confirm its capability to treat raw water for the full needs of the campus at build out. The review of the treatment system will include its ability to treat the volume of water needed at build out and its ability to treat the raw water to an acceptable standard. An area next to the existing pump building has been designated for future expansion of this building. The expansion would be required if the existing mechanical systems need to be expanded to a degree that could not be accommodated in the existing building.

1.2.6 Water Softening

Water softening is a pending Phase 3 system and will be located in the existing pump building.

1.2.7 Domestic Water Storage

Domestic water storage will be needed as part of the transition from Jefferson Utilities to an onsite system. The proposed storage is equivalent to one day use at build out, or 47,000 gallons. The proposed water storage tank has been shown adjacent to the existing pump building. The ability to use the existing tanks in the pump building for stage has been reviewed. The 6,000 gallon reservoir tank will provide supplemental storage in addition to the proposed 47,000 gallon tank.

The 6,000 gallon hydro pneumatic tank cannot be considered as storage as it is designed to function full.

1.2.8 Domestic Water System Pressurization

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The existing pump building includes mechanical infrastructure to pressurize the domestic water system. At the time of the SD submission this system has not been reviewed to confirm its capability to pressurize the expanded system. The review of the pump system will include an assessment of pressure at each node and the impacts of peak flows on the delivery of water. An area next to the existing pump building has been designated for future expansion of this building. The expansion would be required if the existing mechanical systems need to be expanded to a degree that could not be accommodated in the existing building.

1.3 Fire Water

An 8” water line has been designed to connect into the existing fire line system.

The lines will be located along Road C and extend down to the Leadership Academy. The line will be pressurized by the existing fire pumps in the pump building. Jefferson Utilities will be maintained as the backup water source for the 200,000 gallon fire water storage tank.

1.4 Water Reuse

Two 2” water reuse lines have been designed to allow for the use of treated black water in the future section of the campus, including the Leadership Academy. The lines will provide water for irrigation/site maintenance and for toilets and urinals within campus buildings. No conversion of existing building from domestic water use to recycled water is proposed. The design of the water reuse storage system and the pressurization of this system are being undertaken as part of the WWTP design. Refer to that section of this narrative for details.

2.0 VEHICULAR CIRCULATION

2.1 Internal Roads

The Phase 4/5 infrastructure plan will complete the major road system design on the campus. The roads will provide a new signalized access point to Route 340, upgrade a portion Koonce Road, provide access to the WWTP and create a new intersection with Schoolhouse Road. All of the roads have been designed as open-section roadways with drainage swales on each side to accommodate the 2-year storm event.

2.1.1 Road C

Roadway C consists of approximately 1,800 linear feet of roadway construction which extends from the existing connection to Route 340 to existing Schoolhouse Ridge Road near the existing water and wastewater treatment plants.

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2.1.2 Road D

Roadway D consists of approximately 230 linear feet of roadway construction which will connect existing Schoolhouse Ridge Road to proposed Roadway C.

2.1.3 Road E

Roadway E is an upgrade of existing Koonce Road and consists of approximately 1,000 linear feet of roadway construction that parallels Route 340 and intersects with proposed Roadway C. Roadway E will tie-in to existing Koonce Road to the east and west of the proposed intersection of Roadways C and E.

2.1.4 WWTP Access Road

The access road to the WWTP will consist of approximately 980 linear feet of gravel roadway construction to provide vehicular access to the WWTP.

Vehicular access has been provided around the WWTP to accommodate a sludge pump truck and a gate has been provided at the entrance to the WWTP.

2.2 Route 340 Improvements

Improvements are proposed to Route 340 to provide a central signalized access to the property. Improvements may include the addition of turning lanes on 340 as identified in the traffic study. The traffic study will be prepared and reviewed with the WVDOH based on the following parameters.

2.2.1 Western Access

The western access to Koonce Road from Route 340 will be closed. The traffic light will remain creating a three (3) legged intersection between Route 340 and Route 230. Koonce road at this entry is located within the Route 340 limited access right-of-way.

2.2.2 Central Access

The central access will become the main entry to the campus. A new traffic light is proposed as is the coordination of this light with the existing traffic signal at Route 230. Coordination of these lights will reduce the impact of additional signalization on Route 340. Turning lanes will need to be expanded on Route 340 as part of the design. It is the recommendation of the design team to WVDOH that the project include the closure of the access to Shipley School Road at this light. In the alternative WVDOH could undertake the significant improvements on Shipley School Road to make the intersection function as a four way.

2.2.3 Eastern Access

No changes are proposed for the eastern entry, traffic volumes at this intersection should be reduced significantly with the construction of the central entry point.

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2.3 Koonce Road Right-Of-Way

The location of the Koonce Road right-of-way (ROW) needs to be established through a boundary survey. Upon completion of the boundary survey coordination will be undertaken with WVDOH to see the right-of-way ownership transferred to CBP. The Route 340 ROW includes a significant portion of Koonce Road, including the existing entry into the campus. Should CBP wish to own their entry road in its entirety they will need to coordinate with the WVDOH for the transfer of this land or revise the entry design into the campus.

3.0 SITE GRADING AND EARTHWORK

3.1 Mass Grading Plan

A mass grading plan has been prepared for the site. The intent of the plan is to prepare pad ready location for future expansions of the campus. The intent of the grading plan is to create an excess of material that can be used onsite for berming and fill associated with future buildings. The berming will be shown in forthcoming construction documents upon final approval of mass grading and earthwork evaluation by CBP.

Phases 4 & 5 of the Master plan have been merged to include six building sites:

Dining Facility Welcome Center/Security Command Center Dormitories Maintenance Building Wastewater Treatment Plant Vehicle Storage

Per the Phase 4/5 Planning and Programming the exact locations of the Maintenance Center, Vehicle Storage and Dining Facility are unknown therefore mass grading of the original building sittings have not been including with this submission. Mass grading has been included for the other building sites.

We have prepared an earthwork take-off of the mass grading for the site. The earthwork take-off has not included topsoil removal since a majority of the mass grading takes place within the limits of the Americast property. We cannot account for unknown soil conditions therefore shrink/swell factors have not been accounted for in the earthwork evaluation. The earthwork analysis has resulted in an excess of approximately 80,000 cubic yards of material.

The majority of the cut on the site is located in the southwestern part of the Americast site. The earthwork in this location is approximately 32,000 cubic feet which accounts for roughly 37% of the total cut material per the mass grading plan.

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3.2 Americast Site

The mass grading plan includes the Americast site. The extent of concrete waste material is unknown at the time of the SD submission. As information becomes available it will be incorporated into the mass grading plan. In general the majority of the subsurface concrete waste is thought to be in the southwest corner of the Americast property. Depths of the waste material are known to extend greater than 15’ in depth. As part of the mass grading program the contractor will excavate this material down to the original grade. All concrete material to be crushed onsite and reused for fill material.

3.3 WWTP Site

A grading plan for the WWTP has been included in the SD submission.

4.0 STORM WATER MANAGEMENT

4.1 Storm Water Management

Surface water from the areas within the limits of construction flow to the existing pond adjacent to the Leadership Academy, and under Road B through the culvert close to the remediated sink hole or directly to Flowing Springs Run.

• The Phase III design drawings state that the existing pond has been designed to handle the storm water management needs for the full campus at build out.

• The impervious surfaces associated with Road C drain to the existing pond, which has stated capacity.

• The impervious surfaces associated with the WWTP are minimal; detention of this water would have no measureable benefit in the reduction of flood elevations of Flowing Springs Run.

4.2 Water Quantity Detention

No additional stormwater detention areas have been provided in the proposed design based upon the following design justifications.

• The Phase III design drawings state that the existing pond has been designed to handle the storm water management detention needs for the full campus at build out.

• The impervious surfaces associated with Road C drain to the existing pond, which has stated capacity.

• The impervious surfaces associated with the WWTP are minimal; detention of this water would have no measureable benefit in the reduction of flood elevations of Flowing Springs Run.

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4.3 Water Quality Measures

No additional water quality measures have been provided in the proposed design based upon the following design justifications.

• The Phase III design drawings state that the existing pond has been designed to handle the storm water management water quality needs for the full campus at build out.

• The impervious surfaces associated with Road C drain to the existing pond, which has stated water quality measures.

• The impervious surfaces associated with the WWTP are minimal, runoff from this area sheet flows through a 230’ vegetated buffer before reaching Flowing Springs Run. This buffer will provide water quality for any increased flow over the base conditions.

4.4 Stormwater Drainage

A drainage system has been designed to handle the 10 year storm event with overland relief for larger events. The system will convey runoff from Road C and E to the existing SWM pond. No significant channelized flow is being proposed from the areas to be mass graded, or from the WWTP.

4.5 Erosion and Sediment Control

Erosion and Sediment controls will be including in the Design Development documents once the design team has received approval from CBP on the design aspects of the Phase 4/5 IB Schematic design. Erosion and Sediment controls will be provided in the design set to meet the requirements of the NPDES permit. The NPDES permit will need to be applied for through the West Virginia Department of Environmental Protection within 30 days of project construction.

5.0 LEED DESIGN

5.1 Overview

The majority of the LEED categories do not apply to the wastewater treatment plant and Infrastructure Backbone phase 4/5. It is not recommended that the project be LEED certified. It is important to note that sustainable objectives have been important in the decision making process. The inclusion of a grey water system at the WWTP will significantly reduce potable water use on the campus.

6.0 MISCELLANEOUS

6.1 Security

6.1.1 Vehicular

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A new entry into the campus has been proposed via Road C. The design does not include a gate house or gate to restrict access at this entry point. It is assumed that this detailed design will be completed as part of the Welcome Center design.

6.1.2 Perimeter

A perimeter fence has been included in the civil package to secure the campus.

6.2 Lighting

6.2.1 Street Lighting

Street lighting will be provided using the same approach as Phase 3.

Poles and luminaries will be consistent with the previous design.

6.3 Pedestrian Circulation

6.3.1 Paths and Sidewalks

Pedestrian circulation will be designed during the development of each individual building. Sidewalks along circulation roads have not been used previously on campus and are not a part of the Phase 4/5 design.

6.4 Signage

6.4.1 Entry Signage

Entry signage is to be provided by CBP at the Design Development phase.

6.4.2.1 Offsite Signage

6.4.2.2 Offsite signage has not been provided with this submission. If offsite signage is required, CBP shall provide the design team with requested locations and specifications for inclusion with the Design Documents.

6.4.2.3 Interior Vehicular Signage

a. Vehicular / directional signage will be provided.

6.4.2.4 Interior Pedestrian Signage

a. No interior pedestrian signage is proposed.

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1. DESCRIPTION OF WORK:

The scope of work issued by The U.S. Customs and Border Protection (CBP) Facility Management is to design an on-site wastewater treatment plant (WWTP) for treatment of wastewater from the Advanced Training Center (ATC) and to provide the Infrastructure Backbone (IB) components of Phase 4/5 at the Harpers Ferry campus, West Virginia. The construction work for this project will be Construction Management @ Risk.

This narrative will provide the Programming and Planning data for the Wastewater Treatment Plant and the Infrastructure Backbone phase 4/5. The proposed area for the WWTP is west of the existing firing range.

The phases four and five of the master plan have been merged to include six additional buildings. These are the Dining Facility, Welcome Center/Security Command center, Dormitories, Maintenance Building, Wastewater Treatment Plant, and Vehicle Storage Building.

The design team recommends not to provide a wastewater treatment plant building but to use the existing buildings nearby to maintain plant records keeping as well as to store supplies needed for the operation of the plant.

The design team recommends not providing an Electrical Distribution building within this phase. The duct bank has been designed and it is being installed now which has built in redundancy for both sources of power. Refer to CBP comment # 8 response.

2. DESIGN CRITERIA:

IBC 2003 International Building Code 2003 adopted by West Virginia CM@RISK CBP Construction Management at Risk Manual JCBR Jefferson County Building Requirements

A N D R E M A R Q U E Z A R C H I T E C T S – U T I L I T Y P R O F E S S I O N A L S E R V I C E S , I N C – W I L L I A M H . G O R D O N A S S O C I A T E S

DRY UTILITIES / DUCTBANK DESIGN

A N D R E M A R Q U E Z A R C H I T E C T S – U T I L I T Y P R O F E S S I O N A L S E R V I C E S , I N C – W I L L I A M H . G O R D O N A S S O C I A T E S

DRY UTILITIES / DUCTBANK DESIGN

1. WASTEWATER TREATMENT PLANT DESIGN:

Power feeds will come from the existing transformer that feeds the shooting range.

Telecommunications lines will feed from manhole #7 Equipment Area #8 along the west side of the training pond. The data and telecomm conduits will run parallel to the force main. The following items will be supplied:

• Conduit Path for data and electric design

• Duct bank design to include looping needs

2. INFRASTRUCTURE BACKBONE PHASE 4/5 DESIGN:

Feeds to New Buildings Including Duct Bank Design:

With design of each new building a review of the duct bank design will need to be done to assure looping is still available at all locations and equipment is properly located for service and looping needs for both data and power.

The new duct bank will be designed to loop the property for power and data and will feed all of the proposed buildings. The design generally follows the proposed road way alignment and will include conduits, manholes, pull boxes and transformer locations. We will supply the following items:

• Dry Utility duck bank design

• Equipment area locations

• Equipment needed including manholes, pull boxes, etc.

• Feeds to new buildings

• Relocations of existing lines

Looping of Existing Power:

The proposed looping of the power will include the duct bank design from phase III connecting to the new design. Looping will include the new buildings and the existing system.

We will supply the following items:

• Re-design to add conduits for looping due to feeds to the sanitary sewer location

• Additional electrical equipment design for looping capabilities

A N D R E M A R Q U E Z A R C H I T E C T S – U T I L I T Y P R O F E S S I O N A L S E R V I C E S , I N C – W I L L I A M H . G O R D O N A S S O C I A T E S

Relocations of Existing Electrical, Telecommunications and CATV Lines:

Possible relocations of the existing lines feeding along Schoolhouse may be required to accommodate some of the new buildings. Relocations for the telecommunications line are required to remove it from under the helipad. We will supply the following items:

• Possible new path along Schoolhouse Ridge Rd for all Dry Utilities

• Possible new path for telecommunications to relocate away from helipad

• Design path for redundant feeds for data and telecommunications from the new LAN room

Relocations along Koonce Rd:

The existing lines along Koonce Rd will need to be relocated when the proposed entrance to Rt. 340 is designed and completed. Most of the lines will be designed to be located underground at that time. Power, telecommunication and CATV feeds to the project at each side will need to be designed also. We will supply the following items:

• Location of feeds to the property existing and new

• Location of feeds to existing buildings that will need to remain

• Relocation of the existing pole lines along Koonce Rd to new poles or underground

• Location of possible poles for dual feeds to the project for power

• Locations for service conduits on the property for looping of power

• Feeds for communications for diverse feeds, two separate CO

• Obtain any necessary easements along Koonce Rd

• Quick claims for all parties along Koonce Rd

• Possible relocations and feeds for the signal light at Koonce Rd and Hall Town Rd

Street Lighting:

The preliminary street lighting design is shown on the ES001 schematic design plan. A photometric plan will be done to show all of the required street lighting. To keep the continuity of the lighting fixtures throughout the campus some of the existing lights may need to be replaced. The feeds to the lights will be designed when the duct bank is designed. We will supply the following items:

• Photometric designs along all roads

• Replacement or relocation of existing lighting to maintain continuity of LED lighting

• Possible replacement of Acorn lights owned by CBP

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Americast Site:

Communications and power lines will need to be removed from the building once the company has been moved. These feeds may feed other areas on the property that will also need to be disconnected. Also other buildings along Koonce Rd will need to be removed. We will supply the following items:

• Service disconnects for telecomm (Frontier Telephone)

• Service disconnects for CATV (Comcast)

• Removal of cables from Koonce Rd into the existing building

• Service disconnects for electrical service to the existing building (Alleghany Power)

• Re-feeds for any possible power service that may need to be maintained temporary

A N D R E M A R Q U E Z A R C H I T E C T S – U T I L I T Y P R O F E S S I O N A L S E R V I C E S , I N C – W I L L I A M H . G O R D O N A S S O C I A T E S

A N D R E M A R Q U E Z A R C H I T E C T S – U T I L I T Y P R O F E S S I O N A L S E R V I C E S , I N C – W I L L I A M H . G O R D O N A S S O C I A T E S

1. DESCRIPTION OF WORK:

The U.S. Customs and Border Protection (CBP) Facility Management is proposing to construct an on-site wastewater treatment plant (WWTP) for treatment of wastewater from The Advanced Training Center (ATC) located in Harpers Ferry, West Virginia. The ATC currently operates an on-site WWTP but due to planned expansion of the ATC it is proposed for replacement with a new and larger WWTP. This report provides a description of the replacement plant.

2. WASTEWATER TREATMENT PLANT DESIGN:

2.1 Wastewater Treatment Plant Design

2.1.1 Wastewater Treatment Plant Design Criteria

Based on current regulatory requirements and assumed influent characteristics the proposed WWTP is expected to meet the following design criteria:

Physical Parameters Influent Effluent Units Daily Average Design Flow 0.04 0.04 MGD Peak Design Flow 0.16 0.04 MGD Design Water Temperature 10 10 ºC BOD5 500 ≤ 5 mg/L TSS 350 ≤ 5 mg/L DO n.a. ≥ 6 mg/L Turbidity n.a. ≤ 2 NTU TN n.a. n.a. mg/L TP 9 n.a. mg/L TKN 57 ≤ 3 mg/L NH4-N 38 ≤ 3 mg/L E-coli n.a ≤ 100 cfu/100 ml

Nutrient reduction for total nitrogen and phosphorus will not be required.

Since waste water reuse is anticipated for the project tertiary and denitrification treatment will be incorporated in to the WWTP design.

These design criteria will produce a high quality effluent that is acceptable for waste water reuse.

A N D R E M A R Q U E Z A R C H I T E C T S – U T I L I T Y P R O F E S S I O N A L S E R V I C E S , I N C – W I L L I A M H . G O R D O N A S S O C I A T E S

2.1.2 Conventional Package WWTP

Based on an analysis of capital and operating cost, process reliability, and permitting issues a conventional packaged WWTP was selected for the project. As a packaged system many of the components and systems are factory assembled or packaged for a shorter design and installation timeframe. For this type and size of WWTP a Modified Ludzack-Ettinger (MLE) process was selected.

The following provides a brief description of this process:

2.1.3 Modified Ludzack-Ettinger (MLE) Process

The MLE process is a conventional suspended growth-activated sludge biological process.

To provide higher quality of wastewater effluent the MLE process is followed by additional filtration, denitrification and disinfection equipment.

Before treatment the wastewater is passed through a screen with a maximum opening of

0.10 inches to remove large debris from the influent. Since influent to the WWTP is the greatest source of odor the screen will be enclosed and vented to an odor control unit.

Wastewater is discharged from the screen into an equalization basin to store peak flows when the average daily flow (ADF) to the WWTP is exceeded. This excess flow will be processed during periods of low flow.

The first stage of treatment is in the anoxic zone where incoming wastewater is mixed with nitrified wastewater recycled from the aerobic zone. This zone provides denitrification (conversion of nitrate to nitrogen gas). The anoxic zone is followed by the aerobic zone where sufficient aeration of the wastewater is provided for the biological process. The active biomass (microorganisms) and oxygen oxidize a majority of the organic waste and ammonia and various forms of nitrate compounds are converted to nitrates. An internal recycle line feeds the nitrates to the anoxic zone to provide biological conversion to nitrogen gas.

The aerobic zone is followed by clarifiers where activated–sludge solids separate from the surrounding wastewater by gravity sedimentation and settles toward the bottom of the clarifier. Eventually the activated sludge must be removed, or wasted (waste activated sludge, or WAS), from the system.

To provide a high quality effluent for wastewater reuse deep bed multimedia filters are provided before final disinfection and discharge. The filter unit also provides additional denitrification to meet discharge permit conditions.

2.1.4 Waste Water Treatment Plant (WWTP) Permitting Criteria

Permitting activities for the wastewater treatment plant (WWTP) include:

A N D R E M A R Q U E Z A R C H I T E C T S – U T I L I T Y P R O F E S S I O N A L S E R V I C E S , I N C – W I L L I A M H . G O R D O N A S S O C I A T E S

♦ A Waste Load Allocation (WLA) is required to determine if a receiving stream has the capacity to assimilate a point discharge.

o Typical Permitting Timeframe – One month after submission of request.

o WLA granted by the West Virginia Department of Environmental Protection

(WVDEP), Division of Water and Waste Management (DWWM).

o A WLA for 40,000 gallons per day was granted for discharge into Flowing

Springs Run on September 9, 2009.

o The WLA is valid for a period of six months in which time a NPDES permit application must be submitted. The WLA may be extended for one six month period provided that it can be demonstrated that preparation of the permit application has begun.

♦ West Virginia Office of Health Services, Department of Health and Human Resources

(WVDHHR) Permit to authorize the construction and operation of a WWTP.

o Typical Permitting Timeframe – One Month.

♦ National Pollutant Discharge Elimination System (NPDES) permit to allow discharge into the waters of the State.

o Typical Permitting Timeframe – 6 to 12 Months.

o Permit issued by the WVDEP, DWWM.

o Permit establishes effluent limitations and monitoring, sampling and reporting requirements.

o Public notice period required for public review and comment of the draft permit.

o Permit valid for a fixed period of five years.

♦ U.S. Army Corps of Engineers 404 Permit is required for construction activities in wetlands or within the high water mark of a stream.

o Typical Permitting Timeframe – Three Months for a Nationwide General Permit to be issued, it is anticipated that an Individual Permit, which takes a considerably longer permitting timeframe, will not be required for this project.

o Permit issued by the U. S. Army Corps of Engineers.

♦ Public Lands Corporation (PLC) Stream Activity Permit is required for construction activities within the high water mark of a stream located in West Virginia.

o Typical Permitting Timeframe – Two Months.

o Permit is issued by the West Virginia Division of Natural Resources, Office of

Land and Streams.

3. WASTEWATER TREATMENT PLANT CONFIGURATION

3.1 Structure

A N D R E M A R Q U E Z A R C H I T E C T S – U T I L I T Y P R O F E S S I O N A L S E R V I C E S , I N C – W I L L I A M H . G O R D O N A S S O C I A T E S

The WWTP will be provided as a packaged system based on the MLE treatment process.

The treatment basins will be plant precast concrete for aboveground installation due to shallow rock in the selected location. Stairway, grating and hand railings will be provided for operational and maintenance purposes.

3.2 WWTP Capacity

The WWTP will be designed to treat up to 40,000 gallons per day as an average flow. Inlet screen and a flow equalization basin will be provided to treat and store up to a peak flow rate of 130,000 gallons per day.

Dual treatment trains will be provided to handle periods of high wastewater flow and to aid in maintenance of the WWTP. During periods of low wastewater flow only one train can be utilized for energy savings.

3.3 General Plant Layout

The WWTP will be unmanned with local controls and remote monitoring. No building structures are proposed, storage, office space and other areas required for maintenance and operation activities will be located in other areas on the ATC campus. Mechanical and electrical equipment will be housed in outdoor weather and rain-tight enclosures or cabinets.

Since the facility is located within the ATC campus a fence enclosing the WWTP is not proposed. A gated entrance will be provided to control access. A gravel roadway will provide access to the facility.

Minimum yard lighting is proposed. Electric service will be provided from the campus service.

A stand-by electrical generator is not proposed for the WWTP.

A 2-inch potable water line is proposed to service the WWTP. This water will be utilized for plant wash down and general plant maintenance activities.

3.4 Treatment Components

The WWTP will consist of the following components:

♦ Headworks – Inlet Static Screen with Odor Control Unit ♦ Flow Equalization – 16,000 gallons ♦ Anoxic Zone – 16,000 gallons ♦ Aerobic Zone – 66,500 gallons ♦ Clarifier – 10,580 gallons ♦ Tertiary/Denitrification Filters – Deep Media Filtration ♦ Chemical Feed System – Alkalinity and Carbon Control

A N D R E M A R Q U E Z A R C H I T E C T S – U T I L I T Y P R O F E S S I O N A L S E R V I C E S , I N C – W I L L I A M H . G O R D O N A S S O C I A T E S

♦ Sludge Holding – 8,200 gallons (26 day capacity based on 40,000 gpd influent and 500 mg/L BOD5) ♦ Post Aeration – 1,250 gallons ♦ Disinfection – Ultraviolet ♦ Effluent Metering ♦ System Control Panel

3.5 Wastewater Influent

A force main will provide wastewater to the WWTP. A static influent screen will be provided at the plant headworks sized for systems peak flow rate. Screenings will be deposited in a dumpster for off-site disposal. The screened effluent will be discharge to an equalization basin to store daily peak flow rates. Submersible pumps will provide controlled flow to the treatment systems from the equalization basins.

The existing wastewater system utilizes primary settling tanks prior to treatment. Theses settling tanks collect readily settleable solids which produce septic sludge. The sludge is pumped out and hauled off-site for treatment. Since septic sludge presents a problem with odors, potential problems with hauling and the high cost of disposal the new facility will not utilized primary settling tanks. Newly constructed wastewater facilities will direct all solids to the WWTP for treatment.

3.6 Electric Load

The WWTP will consist of the following electrical characteristics:

Qty Description H P Voltage Phase Full

Load Amps

FLA Subtotal

3 Plant Blowers 10 208 3 28.4 85.2 1 Flow EQ Blower Motor 1. 5 208 3 4.2 4.2

2 Flow EQ Pumps 0. 5 208 3 3.8 7.6

2 ABS Anoxic Mixers 2. 3 208 3 8.6 17.2

2 Nitrate Recycle Submersible

Pump

0. 5 208 3 3.8 7.6

2 Dosing Pumps 0. 5 208 3 3.0 6.0

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2 Backwash Pumps 1. 9 208 3 5.1 10.2

1 Air Scour Blower Motor 10 208 3 28.4 28.4 1 Micro C (Carbon) Feed Pump -- 120 1 4.0 4.0 1 Micro C (Carbon) Mixer -- 120 1 4.0 4.0

1 Calcium Carbonate (pH) Feed Pump -- 120 1 4.0 4.0

1 Calcium Carbonate (pH) Mixer -- 120 1 4.0 4.0

1 Chart Recorder 120 1 1 Flowmeter 120 1 1 Hoffman Electric Heater 120 1 1 Ultraviolet Disinfection Unit 120 1 15.0 15.0

1 Odor Control Unit Blower Motor 2.0 208 3

1 Misc. Receptacles 120 1 1 Misc. Yard Lightening 120 1

3.7 Plant Blower Noise Control

The plant blowers will be housed in an outdoor acoustical enclosure. Requirement on sound levels will be based on distance to closest occupied structure.

3.8 Odor Control

A reinforced fiberglass enclosure is proposed for the headworks influent screen. The enclosure will be vented to an odor control device. Depending on the level of H2S and other odor causing compounds it is anticipated activated carbon will be used as the odor control media. The odor control unit will be equipped with a power ventilator to maintain a negative pressure inside the headworks influent screen enclosure. Acoustical treatment will be required for the odor control unit. The equalization and sludge housing basins will be aerated for odor control.

3.9 Sludge Management

The existing facilities will continue to use primary settling tanks located in the collection system for collection of solids. The septic sludge will be pumped and transported for treatment off-site. New facilities will not utilize primary settling tanks.