SOW_STA_Menemsha.pdf

DEPARTMENT OF HOMELAND SECURITY

UNITED STATES COAST GUARD

SHORE INFRASTRUCTURE LOGISTICS COMMAND

STATEMENT OF WORK

FOR

REPLACE WASTEWATER TREATMENT SYSTEM

AT

CG STA MENEMSHA PROJECT No. 8374014

PROJECT ENGINEER BRANCH CHIEF

TECHNICAL DIRECTOR, by direction

COMMANDING OFFICER

UNITED STATES COAST GUARD

STATEMENT OF WORK

REPLACE WASTEWATER TREATMENT SYSTEM

U. S. Coast Guard Station Menemsha

20 Edy’s Island Way Chilmark, MA 02535

PSN: 8374014

1.0 GENERAL REQUIREMENTS:

Provide all professional services, equipment, tools, labor, and transportation to construct an on-site wastewater treatment system at U.S. Coast Guard (USCG) Station Menemsha located at 20 Edys Island Way, Chilmark, (Martha’s Vineyard) MA. The technical point of contact and the Contracting Officer’s Representative (COR) at USCG Civil Engineering Unit (CEU) Providence is Michael Andrews. Mr. Andrews may be reached by telephone at (401) 736-1706 or by email at Michael.Andrews@uscg.mil.

2.0 BACKGROUND:

The USCG has operated Station Menemsha from its current location since 1952. The site is comprised of 3.1 acres and includes a wetland known as Green Pond with an approximate area of 0.5 acres. The two main buildings on site consist of a Multi-Mission Building (MMB) and Unaccompanied Personnel Housing (UPH) building. Since the station property is inland, the USCG also operates a boathouse for berthing of vessels approximately ¼ mile to the north along Boathouse Road and adjacent to Menemsha Creek. The MMB lot and boathouse lot are located on separate parcels of land with separate utilities. All work associated with the tasks described herein shall be understood to correspond to the upland parcel containing the MMB and UPH buildings, further defined by the Town of Chilmark as Map 27.1, Lot 78. The boathouse has completely separate wastewater treatment and disposal infrastructure from the MMB lot.

The existing on-site wastewater treatment system serving the MMB and UPH building was designed by CEU Providence and constructed in 1993. The system has a design flow of 4,400 gallons per day (gpd) which was calculated based on 200% of the average daily water flow of 2,200 gpd from the early 1990’s. Due to the presence of poorly drained soils, the system consists of a subsurface intermittent sand filter design with a treated effluent discharge to the adjacent wetland. The system components are described as follows, beginning at the junction where the soil pipes from the MMB and UPH building merge: Wastewater flows, by gravity, into a 7,000 gallon two compartment precast concrete septic tank. The septic tank detains the wastewater, which then flows into a 2,800 gallon precast concrete pump chamber. The pump chamber contains two lift pumps controlled by three mercury float switches. Wastewater is pumped into a distribution box that discharges to the primary leachfield (Field A). In the event of a long-term power failure with inoperable lift pumps, wastewater will exit the pump chamber via gravity to a siphon chamber that discharges to the reserve leachfield (Field B).

mailto:Michael.Andrews@uscg.mil

Wastewater entering Field A is evenly distributed through nine 6 inch perforated PVC pipes. If a pump chamber overflow occurs, wastewater is collected in a siphon, which discharges to the Field B distribution box. The Field B distribution box evenly distributes wastewater through six 6 inch perforated PVC pipes. Fields A and B operate on the same principals but are sized differently. After wastewater is distributed over either field through the PVC piping, it infiltrates through a 2-foot layer of filter sand. At the base of the filter sand (in both fields) is a 4 inch perforated PVC pipe underdrain that conveys treated effluent to a manhole. The manhole contains an ultrasonic flow measurement device that calculates the flow of the wastewater prior to entering a precast concrete chlorination chamber. The chlorination chamber contains a stack feed tablet chlorinator which disinfects wastewater prior to discharging to a catch basin. The catch basin combines treated effluent from the facility with surface water runoff to Green Pond, which discharges to Menemsha Creek. Since the system discharges to surface water, the USCG maintains a National Discharge Elimination System (NPDES) permit regulated by the U.S. Environmental Protection Agency (EPA) and Massachusetts Department of Environmental Protection (MassDEP).

In 2016, the MassDEP conducted an inspection of the wastewater treatment system for compliance with the NPDES permit. During the inspection, it was discovered that the lift pumps were inoperable and the system was discharging wastewater exclusively to Field B via gravity. Given the age of the system and regulatory burden associated with the NPDES permit, the USCG initiated the process to design a new wastewater treatment system that meets the requirements of 310 Code of Massachusetts Regulations (CMR) 15.00, The State Environmental Code Regulating Septic Systems (aka "Title 5"). The objective of the re-designed system is to discharge treated effluent to the subsurface thereby eliminating the surface water discharge and associated NPDES permit.

The USCG contracted with Edward Rowse Architects to perform an evaluation of the site to determine suitable locations for subsurface disposal areas in accordance with 310 CMR 15.00, Subpart B: Siting of Systems.

A comprehensive subsurface evaluation of the entire property was completed and multiple soil multiple borings were installed to identify a suitable soil absorption field location. The results indicated that only one area exhibited suitable soils for a subsurface discharge. This area is on a slope and situated adjacent to the freshwater pond. Upon consultation with the MassDEP, it was determined that a Title 5 compliant system could be designed but would be subject to approval by the local Conservation Commission in accordance with the Massachusetts Wetland Protection Act given the proximity to the adjacent pond. Both the design consultant and MassDEP project manager strongly recommended a drip dispersal system for this project. The MassDEP determined that a conventional subsurface treatment system would not be approved given the slope, wetland setbacks and elevated groundwater table. The Perc-Rite Drip Dispersal System was selected for installation at Station Menemsha because it is used extensively on Cape Cod, Martha’s Vineyard and Nantucket and the Conservation Commission is familiar with the design. The Perc-Rite system is specifically approved by the MassDEP for general and remedial use throughout the state and a Massachusetts-specific design guide has been approved by the state.

The Chilmark Conservation Commission approved the wastewater treatment system design in accordance with the Massachusetts Wetland Protection Act in an Order of Conditions dated November 6, 2017 (Attachment 5.1).

The MassDEP approved the design plans in a letter dated June 13, 2018 (Attachment 5.2).

3.0 SPECIFIC REQUIREMENTS:

3.1 The Contractor shall construct the on-site wastewater treatment system at Station Menemsha in accordance with the Project Drawings (Attachment 5.3), Specifications (5.4) and any other requirements described in this Statement of Work (SOW). Any changes shall be approved by the USCG COR and potentially the MassDEP Southeast Regional Office.

3.2 The Contractor or installation subcontractor shall have previous experience with installing Perc-Rite drip dispersal systems on Cape Cod and or the island of Martha’s Vineyard with appropriate manufacturer certification(s).

3.3 As indicated in the MassDEP Design Approval Letter (Attachment 5.2), the Contractor shall obtain a Disposal System Installer’s Permit from the Chilmark Board of Health prior to initiating construction. The permit application is available by contacting the Ms. Marina Lent at the Chilmark Board of Health at (508) 645- 2105. Payment for permit shall be by the Contractor.

3.4 As indicated in the MassDEP Design Approval Letter (Attachment 5.2), the Contractor or installation subcontractor shall obtain a Disposal System Construction Permit (DSCP) from the MassDEP prior to initiating construction. In order to obtain the DSCP, the Contractor shall provide an application to MassDEP that includes but is not necessarily limited to the Chilmark Board of Health Disposal System Installer’s Permit. Any fees for these permits shall be paid by the Contractor.

3.5 Sheet 1 of 4 - Demolition Plan (Attachment 5.3) of the Project Drawings identifies two options for decommissioning the existing wastewater treatment system. The Contractor shall execute Option A. Option A involves closure in place of the existing components rather than removal. See the Demolition Plan for additional details and requirements. Note: The existing locations of the decommissioned wastewater treatment system structures shall be surveyed and included in the as-built drawings.

3.6 The project requires plumbing modifications to interior spaces. See the Plumbing Plan Sheets in the Project Drawings (Attachment 5.3) for additional details and requirements.

3.7 The State Historic Preservation Official has required that an archaeologist be on site during excavation activities to identify potentially significant archaeological deposits or features. This requirement is included in the Project Drawings and Specifications.

The archaeologist shall have successfully completed archaeological investigations on

Martha’s Vineyard under a State Archaeologist’s Permit (950 CMR 70) in the past.

In the event that the archaeologist identifies any potentially significant archaeological deposits or features, the excavation work in that area shall stop in order for the USCG to coordinate with state or tribal historic preservation officers.

The USCG COR shall be notified immediately in the event that potentially significant archaeological deposits or features are identified.

3.8 All work shall be performed in accordance with the Chilmark Conservation Commission Order of Conditions dated November 6, 2017 (Attachment 5.1).

3.9 The Contractor shall be responsible for coordinating all required regulatory inspections with MassDEP and or Chilmark Board of Health officials.

3.10 As required in the MassDEP Design Approval Letter (Attachment 5.2), all new wastewater treatment system components shall be marked with magnetic tape.

3.11 The Contractor will be permitted to use electric power and water available at the construction site. The Contractor shall provide portable toilet facilities for workers.

Utilities shall not be overloaded beyond rated capacities.

3.12 The Contractor shall comply with all Station Menemsha security policies for accessing and working at the site.

3.13 Contractor operations shall not affect any traffic patterns at the base unless discussed in advance with the Station Menemsha Officer in Charge. At the end of each working day, the Contractor shall clean up the construction site and properly dispose of waste and debris. The Contactor shall coordinate with the COR and Station Menemsha Officer in Charge prior to pre-staging of any construction material / equipment.

3.14 The Contractor shall provide a minimum of 48 hours advanced notice prior to any disruptions to electricity, water supply, wastewater drainage, etc. to the COR and Station Menemsha Officer in Charge. If utilities are expected to be unavailable for a period that exceeds 4 hours, one week advanced notice is required.

3.15 The prime Contractor’s site superintendent shall be on site whenever any work is being performed.

3.16 The Contractor shall keep the Contracting Officer or duly appointed representative fully informed of contract operations and plans so that a representative may arrange to be present at various times that work is being performed. The Contractor shall provide Quality Control for the project and the government shall provide Quality Assurance.

3.17 Prior to commencement of any construction work at the site, the contractor shall meet with the Contracting Officer and COR for a Pre-Construction Conference. The intent will be to discuss and develop a mutual understanding relative to the preparation of the schedule of values, drawings, and other construction submittals, scheduling and prosecution of work. Major subcontractors who will engage in the work shall also attend. The list of in-progress construction submittals will be reviewed and modified at this meeting if necessary. The Pre-Construction Conference shall be held at Station Menemsha.

4.0 REQUIRED SUBMITTALS & DELIVERY SCHEDULE:

4.1 Submit within fourteen (14) calendar days of receiving the notice-to-proceed, a draft Disposal System Installer’s Permit for the Chilmark Board of Health. Upon approval of the draft permit by the COR, the Contractor shall submit the permit to the Board. Within five (5) days of receipt of the Disposal System Installer’s Permit, the Contractor shall submit a draft Disposal System Construction Permit (DSCP) to the COR for submission to the MassDEP. Upon approval of the draft Permit by the COR, the Contractor shall submit the permit to the MassDEP.

4.2 The Contractor shall provide submittals to the COR as indicated in the Design Drawings and Specifications. All pre-construction submittals shall be submitted to the COR within thirty (30) calendar days of receiving the notice-to-proceed.

4.3 The Contractor shall submit all preconstruction submittals and upon approval begin work on site within thirty (30) calendar days of receiving the DSCP from MassDEP.

4.4 Unless otherwise noted in the SOW or Specifications, all submittals shall be provided to the COR via email. Within twenty one (21) days of demobilizing from the site, the Contractor shall submit as-built drawings and the Operation and Maintenance (O&M) Manual electronically to the COR for approval in pdf format.

Upon approval of these documents by the COR, the Contractor shall submit three

(3) hard copies of each document to the COR. Hard copies of the as-built drawings shall be printed to scale on 22”X34” paper. In addition, an electronic copy of the final O&M Plan shall be provided to the COR in pdf format. Electronic copies of the as-built drawings shall be provided to the COR in pdf format and AutoCAD 2014 (.dwg) format.

5.0 ATTACHMENTS

5.1 Chilmark Conservation Commission Order of Conditions dated 11-6-17

5.2 MassDEP Design Approval Letter 6-13-18

5.3 Project Drawings – Replace Septic System, CG STA Menemsha, Project No.

8374017

5.4 Project Specifications - Replace Septic System, CG STA Menemsha, Project No.

8374017

MAndrews Typewritten Text

ATTACHMENT (5.1)

MAndrews Typewritten Text

ATTACHMENT (5.2)

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CG-2

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CG-6

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JONATHAN COOPER DD.BK.787, PG.431 ASSESSORS MAP 271 PARCEL 52

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BARBARA SEWARD DD.BK.1167, PG.265 ASSESSORS MAP 271 PARCEL 54

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LEAH LITTLEFIELD DD.BK. 670, PG. 545 ASSESSORS MAP 271 PARCEL 56

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LARSEN LANE LLC ASSESSORS MAP 271 PARCEL 57

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SALTWATER VIEW REALTY TRUST ASSESSORS MAP 271 PARCEL 60

AutoCAD SHX Text B&D LEWIS FAMILY LIMITED PARTNERSHIP DD.BK.629, PG. 479 ASSESSORS MAP 271 PARCEL 76

AutoCAD SHX Text B&D LEWIS FAMILY LIMITED PARTNERSHIP DD.BK.629, PG. 479 ASSESSORS MAP 271 PARCEL 77

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GEOFFREY COWAN CTF.12548 ASSESSORS MAP 271 PARCEL 80

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APPROXIMATE PROPERTY LINE

AutoCAD SHX Text CONTRACTOR MUST CUT CAP & ABANDON ALL PIPING ASSOCIATED WITH EXISTING SEWAGE DISPOSAL SYSTEM. EXISTING TANKS TO BE PUMPED AND ABANDONED AS REQUIRED BY TITLE V REGULATIONS.

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LIMITS OF PAVEMENT REMOVAL

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INV. A=16.9±

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INV. B=17.2±

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SITE BENCHMARK: MAG NAIL SET IN PVMT. EL.=18.40 (NAVD1988)

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TOP OF COASTAL BANK

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GREEN POND (FRESH WATER)

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50' FROM TOP OF COASTAL BANK

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50' FROM EDGE OF FLAGGED WETLAND

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EDGE OF FLAGGED WETLAND

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FLOOD ZONE AE EL. 12

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GC

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HEADWALL

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EXISTING STATION BUILDING T.O.F. EL.=21.9±

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EXIST SEWER MANHOLE RIM EL.=20.4±

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* ABANDONED SEPTIC TANK

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* ABANDONED LEACHING POOL & LEACHING FIELD

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JONATHAN COOPER DD.BK.787, PG.431 ASSESSORS MAP 271 PARCEL 52

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BARBARA SEWARD DD.BK.1167, PG.265 ASSESSORS MAP 271 PARCEL 54

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LEAH LITTLEFIELD DD.BK. 670, PG. 545 ASSESSORS MAP 271 PARCEL 56

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LARSEN LANE LLC ASSESSORS MAP 271 PARCEL 57

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SALTWATER VIEW REALTY TRUST ASSESSORS MAP 271 PARCEL 60

AutoCAD SHX Text B&D LEWIS FAMILY LIMITED PARTNERSHIP DD.BK.629, PG. 479 ASSESSORS MAP 271 PARCEL 76

AutoCAD SHX Text B&D LEWIS FAMILY LIMITED PARTNERSHIP DD.BK.629, PG. 479 ASSESSORS MAP 271 PARCEL 77

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GEOFFREY COWAN CTF.12548 ASSESSORS MAP 271 PARCEL 80

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APPROXIMATE PROPERTY LINE

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TOP OF COASTAL BANK

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EDGE OF PAVEMENT W/ BERM

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CHLORINATION CHAMBER

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GREEN POND (FRESH WATER)

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EDGE OF PAVEMENT W/BERM

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TOP OF COASTAL BANK

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EDGE OF FLAGGED WETLAND

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HEADWALL

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TIMBER WALL

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TIMBER WALL

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EXIST SEWER MANHOLE RIM EL.=20.4±

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50' FROM TOP OF COASTAL BANK

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CONC. WALK

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THRESHOLD EL.=21.2±

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EXISTING BARRACKS BUILDING

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PARKING AREA

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ALL STRUCTURES TO BE REMOVED (TYP.)

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** ABANDONED SEPTIC TANK

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** ABANDONED LEACHING POOL & LEACHING FIELD

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NO REVISIONS TO THIS SHEET

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UPDATE NOTES & ADJUST L.O.W.

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ADD ABANDONED GREYWATER SYS

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ENGINEERING UNIT

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PROVIDENCE

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CIVIL

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EDWARD ROWSE ARCHITECTS

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EAST PROVIDENCE, RHODE ISLAND

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U. S. COAST GUARD

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CIVIL ENGINEERING UNIT

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PROVIDENCE

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USCG. CEU PROVIDENCE

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475 KILVERT STREET, SUITE 100

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WARWICK, RI 02886

AutoCAD SHX Text 15030.16.005

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AS SHOWN

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REPLACE SEPTIC SYSTEM

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CG STA MENEMSHA

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CHILMARK

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MA

AutoCAD SHX Text M. Andrews

AutoCAD SHX Text D. Glass

AutoCAD SHX Text A. Jacobs

AutoCAD SHX Text A. A. Jacobs, By Direction

AutoCAD SHX Text 8374017

AutoCAD SHX Text P8374017

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CONSULTANTS

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REVIEWED BY:

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TECH. DIRECTOR

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DATE

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DRAWING NUMBER

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REVIEWED BY:

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PROJECT ARCH.

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APPROVING OFFICER

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PROJECT NUMBER

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DISCIPLINE/SHT NO

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REVIEWED BY:

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BRANCH CHIEF

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CHECKED BY:

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EDITED BY:

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DRAWN BY:

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DESIGNED BY:

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A/E PROJECT NO:

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MARK

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ISSUE

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DESCRIPTION

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DATE

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%%UDEMO PLAN - OPTION A

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AutoCAD SHX Text (ALL STRUCTURES SHALL HAVE TANK BOTTOMS RUPTURED AND FILLED WITH CLEAN SAND OR CONCRETE. ALL RISERS AND MANHOLES SHALL BE REMOVED AND SURFACES SHALL BE RESTORED TO MATCH EXISTING SURFACES.)

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PLAN VIEW

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PLAN

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%%UDEMO PLAN - OPTION B

AutoCAD SHX Text (ALL STRUCTURES INCLUDING THE SEPTIC TANK, PUMP CHAMBER, MANHOLES, DISTRIBUTION BOX, SIPHON CHAMBER, CHLORINATION CHAMBER AND SOIL ABSORPTION SYSTEM COMPONENTS ALONG WITH CONTAMINATED SOIL SHALL BE REMOVED FROM THE GROUND, BACKFILLED AND RESTORED TO MATCH EXISTING SURFACES)

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* APPROXIMATE LOCATION OF GREYWATER SYSTEM AS SHOWN ON 10-2-1978 PLANS AS "ABANDONED". CONTRACTOR TO FIELD VERIFY LOCATION OF TANK & FIELD AND CONFIRM CONTINUED USE OF THIS SYSTEM SERVING THE LOWER LEVEL LAUNDRY ROOM BY WATER TEST. ONCE CONFIRMED, TANK & FIELD ARE TO BE CUT, CAPPED & ABANDONED AS STATED BELOW. SEE PLUMBING PLANS FOR RE-ROUTING OF LAUNDRY PLUMBING.

AutoCAD SHX Text ** APPROXIMATE LOCATION OF GREYWATER SYSTEM AS SHOWN ON 10-2-1978 PLANS AS "ABANDONED". CONTRACTOR TO FIELD VERIFY LOCATION OF TANK & FIELD AND CONFIRM CONTINUED USE OF THIS SYSTEM SERVING THE LOWER LEVEL LAUNDRY ROOM BY WATER TEST. ONCE CONFIRMED, TANK & FIELD SHALL BE REMOVED FROM THE GROUND AS STATED BELOW. SEE PLUMBING PLANS FOR RE-ROUTING OF LAUNDRY PLUMBING.

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CG-1

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CG-8

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CG-9

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CG-7

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CG-5

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CG-4

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CG-2

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CG-3

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CG-6

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JONATHAN COOPER DD.BK.787, PG.431 ASSESSORS MAP 271 PARCEL 52

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BARBARA SEWARD DD.BK.1167, PG.265 ASSESSORS MAP 271 PARCEL 54

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LEAH LITTLEFIELD DD.BK. 670, PG. 545 ASSESSORS MAP 271 PARCEL 56

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LARSEN LANE LLC ASSESSORS MAP 271 PARCEL 57

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SALTWATER VIEW REALTY TRUST ASSESSORS MAP 271 PARCEL 60

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RUTH GILMOUR TRUST ASSESSORS MAP 271 PARCEL 61

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T&M JENSEN REV. TRUST DD.BK. 1188, PG. 731 ASSESSORS MAP 271 PARCEL 73

AutoCAD SHX Text B&D LEWIS FAMILY LIMITED PARTNERSHIP DD.BK.629, PG. 479 ASSESSORS MAP 271 PARCEL 76

AutoCAD SHX Text B&D LEWIS FAMILY LIMITED PARTNERSHIP DD.BK.629, PG. 479 ASSESSORS MAP 271 PARCEL 77

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GEOFFREY COWAN CTF.12548 ASSESSORS MAP 271 PARCEL 80

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SWORDFISH ENTERPRISES LLC DD.BK.1169, PG.356 ASSESSORS MAP 271 PARCEL 85

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PROPOSED 1,000 GALLON GREASE TRAP (H-20)

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EXIST SEWER MANHOLE RIM EL.=20.4±

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GREEN POND (FRESH WATER)

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EDGE OF PAVEMENT

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SIGN

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TIMBER WALL

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TIMBER WALL

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CHLORINATION CHAMBER

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EXISTING STATION BUILDING T.O.F. EL.=21.9±

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UGE

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SHED

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PARKING AREA

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SHED

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EXISTING BARRACKS BUILDING

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THRESHOLD EL.=21.2±

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CONC. WALK

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ET

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10" CEDAR

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HEADWALL

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EDGE OF LAWN

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APPROX. EDGE OF POND

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EDGE OF PAVEMENT W/ BERM

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EDGE OF PAVEMENT W/BERM

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GC

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BELL

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FLAG POLE

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GC

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GC

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GC

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FUEL TANK

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FLOOD ZONE AE EL. 12

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WF-1

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WF-2

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WF-3

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WF-4

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WF-5

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WF-6

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WF-7

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WF-8

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WF-9

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WF-10

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WF-11

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WF-12

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WF-13

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WF-14

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WF-15

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WF-16

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EDGE OF FLAGGED WETLAND

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EDGE OF FLAGGED WETLAND

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FLOOD ZONE AE EL. 12

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TOP COASTAL OF BANK

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TOP OF COASTAL BANK

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50' FROM EDGE OF FLAGGED WETLAND

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50' FROM TOP OF COASTAL BANK

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APPROXIMATE PROPERTY LINE

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APPROXIMATE PROPERTY LINE

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APPROXIMATE PROPERTY LINE

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EX. INV. C

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FLOOD ZONE AE EL. 12

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SITE BENCHMARK: MAG NAIL SET IN PVMT. EL.=18.40 (NAVD1988)

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TOP OF COASTAL BANK

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PROPOSED HYDRAULIC UNIT

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1.5" (S=0.5% MIN)

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1" RETURN

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1" SUPPLY

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PROPOSED 2,500 GALLON PUMP CHAMBER

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PROPOSED 3,500 GALLON TWO-COMPARTMENT SEPTIC TANK (H-20)

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50' FROM TOP OF COASTAL BANK

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LIMITS OF PAVEMENT REMOVAL

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PROPOSED PERC-RITE FIELD MONUMENT (SEE NOTE)

AutoCAD SHX Text EXISTING SEWAGE DISPOSAL SYSTEM COMPONENTS (REFER TO DEMO SHEET FOR MORE INFORMATION PERTAINING TO DEMO OF EXISTING SYSTEM COMPONENTS)

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INV. B=17.2±

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INV. A=16.9±

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PROPOSED PERC-RITE DRIP DISPERSAL SYSTEM (2,000± S.F.)

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CG-8

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CG-5

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DOH#1

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DOH#3

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DOH#2

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DOH#4

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CG-4

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CG-9

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ABANDONED SEPTIC TANK (SEE DEMO PLAN)

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ABANDONED LEACHING POOL & LEACHING FIELD (SEE DEMO PLAN)

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PROPOSED LIMIT OF WORK/ SEDIMENTATION BARRIER (TYP.)

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VICINITY MAP

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NONE

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MARTHA'S

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VINEYARD

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BUZZARDS BAY

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%%UATLANTIC

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%%UOCEAN

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PROVIDENCE

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BOSTON

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MENEMSHA

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WOODS HOLE

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FALMOUTH

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CAPE COD BAY

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MASSACHUSETTS BAY

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VINEYARD SOUND

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BUZZARDS BAY

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MARTHA'S

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VINEYARD

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STATION MENEMSHA

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GAY HEAD

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LIGHT

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VINEYARD

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HAVEN

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WOODS HOLE

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CHILMARK

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MENEMSHA POND

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PLAN VIEW

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AutoCAD SHX Text %%uDESIGN CALCULATIONS

AutoCAD SHX Text AVERAGE WATER USAGE BASED ON WATER METER READINGS: AVERAGE DAILY FLOW = 557 GALLONS 557 GALLONS PER DAY x 200% = 1,114 GPD AVERAGE DAILY FLOW

AutoCAD SHX Text %%uDESIGN FLOW:

AutoCAD SHX Text %%uINSTALL:

AutoCAD SHX Text 1,114 GPD x (200% + 100%) + (126 GAL. BAFFLE AREA) = 3,468 GALLONS PROVIDE 3,500 GALLON TWO COMPARTMENT H-20 SEPTIC TANK

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%%USEPTIC TANK REQUIREMENTS:

AutoCAD SHX Text 1,114 GALLONS ABOVE ALARM LEVEL 410 GALLONS DOSE 561 GALLONS SUMP 187 GALLONS ALARM ON TOTAL=2,272 GALLONS PROVIDE 2,500 GALLON PUMP CHAMBER

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%%UPUMP CHAMBER REQUIREMENTS:

AutoCAD SHX Text ONE (1) 2,000± S.F. PERC-RITE DRIP DISPERSAL FIELD CAN LEACH:VT = (2,000 S.F.) x 0.58 GPD/SF = 1,160 GPD > 1,114 GPD REQ. PROVIDE ONE 2,000± S.F. PERC-RITE DRIP DISPERSAL FIELD

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%%USOIL ABSORBTION AREA REQUIREMENTS:

AutoCAD SHX Text 18 PERSONS AT 15 GAL/PER SEAT PER DAY = 270 GALLONS PROVIDE 1,000 GALLON H-20 GREASE TRAP (MIN. ALLOWED)

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%%UGREASE TRAP REQUIREMENTS:

AutoCAD SHX Text ONE ( 1 ) - 1,000 GALLON GREASE TRAP (H-20) ONE ( 1 ) - 3,500 GALLON TWO-COMPARTMENT SEPTIC TANK (H-20) ONE ( 1 ) - 2,500 GALLON PUMP CHAMBER ONE ( 1 ) - 1,942 S.F. PERC-RITE DRIP DISPERSAL FIELD Vt = 1,126 GPD > 1,114 GPD REQ'D

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PLAN

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NORTH

AutoCAD SHX Text PERC-RITE SYSTEM MUST BE INSTALLED BY A MUST BE INSTALLED BY A BE INSTALLED BY A CERTIFIED INSTALLER APPROVED BY ENGINEER.APPROVED BY ENGINEER. BY ENGINEER.

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PERPETUAL MAINTENANCE AGREEMENT REQUIRED WITH PERC-RITE SYSTEM

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PRIOR TO THE START OF INSTALLATION FOR DISCUSSION ON

AutoCAD SHX Text %%uREQUIRED INSPECTIONS.

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THE STATE ENVIRONMENTAL CODE, TITLE 5, REQUIRES INSPECTION

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OF THE SEWAGE DISPOSAL SYSTEM BY THE DESIGN ENGINEER.

AutoCAD SHX Text %%uINSTALLATION CONTRACTOR MUST NOTIFY THE DESIGN ENGINEER

AutoCAD SHX Text %%uINSPECTION NOTE

AutoCAD SHX Text PERC-RITE SYSTEM SHALL BE INSPECTED ONCE PER YEAR (PERPETUAL MAINTENANCE AGREEMENT REQUIRED)

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%%UPERC-RITE DRIP DISPERSAL REQUIREMENTS:

AutoCAD SHX Text GRADE > 3% - USE TOP FEED MANIFOLD REQ. TUBING = 2,000 S.F. / 2 = 1000 FT USE SINGLE ZONE, TOP FEED MANIFOLD PERC-RITE DRIP DISPERSAL WITH 1,000 FT OF TUBING ON 2' SPACING (16 RUNS)

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FINISH GRADE = 15.0%%P TO 19.0%%P

AutoCAD SHX Text %%uSCHEMATIC FLOW PROFILE

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ALL INSTALLATIONS MUST CONFORM TO THE MINIMUM REQUIREMENTS OF TITLE 5

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24.6'%%P (TO EXIST BARRACKS)

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INV. B=17.2%%P

AutoCAD SHX Text 3'%%P

AutoCAD SHX Text 13'%%P

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EXISTING BARRACKS THRESH. EL.=22.2±

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THE MINIMUM SLOPE FOR 4" DIA SCH 40 PVC PIPE IS 1/8" PER FT

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W/ 6" LAYER OF

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CRUSHED STONE

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COMPACTED BASE

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3' MAX.

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9" MIN.

AutoCAD SHX Text 16.00

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4" DIA SCH 40 PVC PIPE

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AutoCAD SHX Text DROP:2" min.

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SEE BELOW

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GAS BAFFLE USE 'TUF-TITE' OR APPROVED EQUIVALENT

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FLOW LINE

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LIQUID DEPTH

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OUTLET TEE DEPTH

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BELOW FLOW LINE

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19 INCHES

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29 INCHES

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24 INCHES

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14 INCHES

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LIQUID DEPTH

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7 FT

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5 FT

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6 FT

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4 FT

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16.25 (ALL)

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COMPARTMENT 1 2,228 GALLON (MIN.)

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COMPARTMENT 2 1,114 GALLON (MIN.)

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SEE BELOW

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ZABEL FILTER OR EQUIVALENT

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COMPACTED BASE W/ 6" LAYER OF CRUSHED STONE

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AutoCAD SHX Text 15.65

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2,500 GALLON H-20 PUMP CHAMBER

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32" HDPE "SEAL-TITE" FRAME AND COVER TO FINISH GRADE

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VARIES WITH SLOPE

AutoCAD SHX Text HYDRAULIC UNIT *CONTRACTOR MUST CONFIRM MUST CONFIRM CONFIRM FINAL LOCATION WITH ENGINEER PRIOR TO INSTALLATION. TO INSTALLATION. (SEE DETAIL C-003)

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6" MIN. AND 2' MAX.

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OBSERVED HIGH GROUNDWATER WEEPING @ 104" - EL.=9.0±(SEE CEC DOH# 1)

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DEPTH TO ESTIMATED SEASONAL HIGH GROUNDWATER = 108" (EL.=9.0±)

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3' MAX.

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9" MIN.

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AutoCAD SHX Text 13.9'%%P

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INV. A=16.9%%P

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(10' MIN.)

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26" HEAVY DUTY "SEAL-TITE" CAST IRON FRAMES AND COVERS TO FINISH GRADE (H-20)

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3' MAX.

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9" MIN.

AutoCAD SHX Text 16.60

AutoCAD SHX Text 16.35

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AutoCAD SHX Text 27"

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FLOW LINE

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4'-1" LIQUID DEPTH

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1,000 GALLON (H-20) GREASE TRAP W/SANITARY TEES

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26" HEAVY DUTY "SEAL-TITE" CAST IRON FRAMES AND COVERS TO FINISH GRADE (H-20)

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COMPACTED BASE W/ 6" LAYER OF CRUSHED STONE

AutoCAD SHX Text NOTE: POSITION TEES BELOW ACCESS COVERS & : POSITION TEES BELOW ACCESS COVERS & SUPPORT WITH STRAPS AS REQUIRED

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EXISTING STATION BLDG T.O.F. EL.=21.9±

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3,500 GALLON TWO COMPARTMENT SEPTIC TANK (H-20) W/ SANITARY TEES

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FINISH GRADE=20.2%%P

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FLOW TO SEPTIC TANK

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EXISTING STATION BLDG T.O.F. EL.=21.9±

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FLOW FROM GREASE TRAP

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(3'%%P FROM G.T.)

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EXISTING BARRACKS BUILDING SEWER

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FINISH GRADE=20.3'%%P

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FINISH GRADE=20.1

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EL.=14.0%%P MIN. TO 17.0%%P MAX.

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1.5" SCH 40 PVC RETURNPIPE EL. 16.5' MIN. (S=0.5% MIN)

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1.5" RETURN PIPE(FROM HU)

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FLOW TO HYDRAULIC UNIT

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1" SCH 40 PVC

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%%UPROPOSED

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LIMIT OF WORK/ SEDIMENTATION BARRIER

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CLEAN OUT

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%%UEXISTING

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%%ULEGEND

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CONTOUR

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ELECTRIC LINE

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WATER LINE

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UTILITY POLE

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FENCE

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GAS VALVE

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HYDRANT

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WATER VALVE

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WV

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GV

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SEWER MANHOLE

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CATCH BASIN

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BOUND

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EDGE OF WETLAND

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WETLAND FLAG

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ELECTRIC METER

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EM

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CG-1

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PAVEMENT SAWCUT

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BOREHOLE SOIL LOG LOCATIONS

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(CEC 12-16-16)

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FLOW TO DRIP-DISPERSAL FIELD

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FINISH GRADE=20.1

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0.5" DIA DRIP-RITE PERC-RITE TUBING

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PERC-RITE DRIP DISPERSAL FIELD (SEE SHEETS C-003 AND C-004 FOR MORE DETAILS)

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SEE SHEET C-003 FOR TYPICAL PUMP DETAIL

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3,500 GALLON TWO-COMPARTMENT SEPTIC TANK (H-20)

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2,500 GALLON PUMP CHAMBER (H-20)

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%%UNOTES

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1) REFER TO PLUMBING DRAWINGS FOR LOCATION AND DETAILS FOR NEW GREASE LINE FROM GALLEY 2) THE EXISTING SEWAGE DISPOSAL SYSTEM SHALL REMAIN FULLY FUNCTIONAL UNTIL FINAL CONNECTION IS MADE TO PROPOSED SYSTEM 3) PROPOSED SILTATION BARRIER(S) REPRESENTS WORK LIMIT LINES. IN AREAS WITHOUT SILTATION PROPOSED SILTATION BARRIER(S) REPRESENTS WORK LIMIT LINES. IN AREAS WITHOUT SILTATION BARRIERS, WORK LIMIT LINE IS TO BE 3' EITHER SIDE OF LIMITS PAVEMENT REMOVAL 4) EXISTING PAVEMENT, WITHIN LIMITS OF REMOVAL, TO BE SAWCUT, REMOVED AND DISPOSED OF OFF SITE. 5) BOULDERS SHALL BE PLACED AROUND THE PERIMETER OF THE PERC-RITE DRIP DISPERSAL FIELD. BOULDERS SHALL BE 1.5' - 2' DIA. AND SPACED SUCH THAT THERE IS A MAXIMUM OF 5 FEET BETWEEN THE EDGES OF EACH ROCK. 6) MONUMENT NOTE (SEE SPECIFICATIONS FOR DETAILS) 7) CONTRACTOR RESPONSIBLE FOR MEETING ALL CONDITIONS SET FORTH WITH CONVERATION COMMISSIONS ORDER OF CONDITIONS DATED 11/06/17 8) GARBAGE GRINDERS ARE NOT ALLOWED WITH THIS DESIGN. GARBAGE GRINDERS ARE NOT ALLOWED WITH THIS DESIGN. 9) PRIOR TO SETTING ANY SEWAGE DISPOSAL SYSTEM COMPONENT, INSTALLER SHALL VERIFY EXISTING PRIOR TO SETTING ANY SEWAGE DISPOSAL SYSTEM COMPONENT, INSTALLER SHALL VERIFY EXISTING CONDITIONS, INCLUDING ELEVATIONS OF EXIT INVERTS, AND REPORT ANY DISCREPANCIES TO THE DESIGN ENGINEER. 10) ALL GRAVITY SEWER PIPE SHALL BE 4" DIA. SCH 40 PVC UNLESS OTHERWISE NOTED. THE MINIMUM ALL GRAVITY SEWER PIPE SHALL BE 4" DIA. SCH 40 PVC UNLESS OTHERWISE NOTED. THE MINIMUM SLOPE OF 4" DIA. SCH 40 PVC SHALL BE 0.01 FT/FT. 11) NO PART OF THIS DESIGN SHALL BE ALTERED WITHOUT PRIOR APPROVAL FROM THE DESIGN ENGINEER NO PART OF THIS DESIGN SHALL BE ALTERED WITHOUT PRIOR APPROVAL FROM THE DESIGN ENGINEER AND THE AGENT OF THE LOCAL BOARD OF HEALTH. ALL REQUESTS FOR CHANGES SHALL BE MADE IN WRITING PRIOR TO CONSTRUCTION. 12) THE INSTALLER SHALL ASCERTAIN THE LOCATION OF EXISTING UNDERGROUND UTILITIES PRIOR TO THE INSTALLER SHALL ASCERTAIN THE LOCATION OF EXISTING UNDERGROUND UTILITIES PRIOR TO EXCAVATION, AND SHALL PROTECT UTILITIES WITHIN THE WORK AREA DURING CONSTRUCTION. 13) ALL SYSTEM COMPONENTS SHALL BE MARKED WITH MAGNETIC MARKING TAPE OR A COMPARABLE ALL SYSTEM COMPONENTS SHALL BE MARKED WITH MAGNETIC MARKING TAPE OR A COMPARABLE MEANS IN ORDER TO LOCATE THEM ONCE BURIED. 14) FILL MATERIAL FOR SYSTEMS CONSTRUCTED IN FILL SHALL BE CLEAN GRANULAR SAND, FREE OF FILL MATERIAL FOR SYSTEMS CONSTRUCTED IN FILL SHALL BE CLEAN GRANULAR SAND, FREE OF ORGANIC MATTER AND OTHER DELETERIOUS MATERIALS. THE SAND SHALL BE GRADED SUCH THAT NOT MORE THAN 45% OF THE SAMPLE, BY WEIGHT, SHALL BE RETAINED ON THE #4 SIEVE. THE FILL SHALL NOT CONTAIN ANY MATERIAL LARGER THAN 2 INCHES. THE MATERIAL THAT PASSES THE #4 SIEVE THE MATERIAL THAT PASSES THE #4 SIEVE SHALL MEET THE FOLLOWING GRADATION REQUIREMENTS:

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PERCENT

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PASSING

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SIEVE

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SIZE

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DEEP OBSERVATION HOLE LOCATION

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DOH#1

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(PERFORMED BY CEC 02-09-17)

AutoCAD SHX Text EXISTING TOP AND SUBSOIL TO BE REMOVED, WITHIN LIMITS OF PERC-RITE DRIP DISPERSAL FIELD, DOWN TO THE C1 SAND LAYER AS SHOWN IN THE DOH #1 - DOH #4. FILL MATERIAL AS SPECIFIED IN NOTE #14 SHALL BE INSTALLED TO PROVIDE A UNIFORM SLOPE ON WHICH TO INSTALL DRIP TUBING WITHIN DEPTH CONSTRAINTS PROVIDED.

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REVISED PER DEP COMMENTS

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UPDATE NOTES & ADJUST L.O.W.

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ADD ABANDONED GREYWATER SYS

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PMJ

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PMJ

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PMJ

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SMR

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CIVIL

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SDS DESIGN

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ENGINEERING UNIT

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PROVIDENCE

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CIVIL

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EDWARD ROWSE ARCHITECTS

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EAST PROVIDENCE, RHODE ISLAND

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U. S. COAST GUARD

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CIVIL ENGINEERING UNIT

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PROVIDENCE

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USCG. CEU PROVIDENCE

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475 KILVERT STREET, SUITE 100

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WARWICK, RI 02886

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AS SHOWN

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REPLACE SEPTIC SYSTEM

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CG STA MENEMSHA

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CHILMARK

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MA

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CONSULTANTS

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TECH. DIRECTOR

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DATE

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DRAWING NUMBER

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PROJECT ARCH.

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APPROVING OFFICER

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DISCIPLINE/SHT NO

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BRANCH CHIEF

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DRAWN BY:

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A/E PROJECT NO:

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DESCRIPTION

DATE

COOLING COLLAR

INLETS

SCH 40 PVC

1-1/2" SCH 40

FLAT CAP

ADAPTER

SUPPLY

FLUSH RETURN

FLUSH RETURN TO

SEPTIC TANK.

CONDUIT TO PANEL

BY CONTRACTOR

30' MAXIMUM DISTANCE

PUMP DISCHARGE TO HU

8' OF STATIC LIFT TO HU (MAX)

RIGID FOAM INSULATION

INSERT

SUPPLY LINE

BELOW FROST OR

INSULATED

JUNCTION BOX

SEE INSERT

PEAK ENABLE

DRIP ENABLE

ALARM

CHECK VALVE

SCH 80 UNION

ATTACH

AS PER

NOTE 1

FLOAT TREE

NO WEEP HOLE

TO BE DRILLED

GATE VALVE (2)

D=THE DAILY DESIGN FLOW FOR THE SITE

OFF

HU

VERTICAL PIPE TO BE

INSULATED

6" GRAVEL

DRIP ENABLE FLOAT ELEVATION

WATERTIGHT

SEAL

TO HU

CONTROL UNIT PANEL

MOUNTED IN AN EXTERNALLY

ACESSIBLE LOCATION

Patent No. 6,262,689

M U

L T I

S T A G

E

C E N

T R I F I C A L

M O

T O

R

Cool Guide

FLOW

FLOW

COUPLING

OPTIONAL

ANCHOR BOLT

THROUGH END

CAP

EXTENSION

COLLAR (BY

OTHERS)

PVC COUPLING

(BY OTHERS)

COOL GUIDE AND

PUMP

D/2

D/2

20"

16"

TYPICAL PUMP TANK & HYDRAULIC UNIT DETAIL

(NOT TO SCALE)

HYDRAULIC UNIT

PERC-RITE HYDRAULIC UNIT

(NOT TO SCALE)

VALVE BOX WITH 1/2" MIN RIGID

FOAM INSULATION INSERTED

UNDER COVER

NOTES:

1. ALL RIGID AND FLEXIBLE PVC ARE TO BE LOCATED ABOVE THE DRIP LINE TO

ALLOW THE PIPES TO DRAIN.

2. THE AIR RELEASE VALVES SHALL BE PLACED AT THE HIGHEST POINT ON THE

SUPPLY AND RETURN LINE.

3. EACH ZONE TO HAVE TWO AIR RELEASE VALVES.

4. RETURN LINES TO BE CONNECTED TO A COMMON RETURN LINE.

AIR RELEASE

VALVES

1" MIN.

RADIUS

RAM INSERT

ADAPTER

PVC FIP

ADAPTER

DRIP

TUBING

1/2" FLEX PVC

TUBING

4' LENGTH (TYP)

DRIP

LOOP

NOTE:

ALL DRIP LOOPS ARE TO BE LOCATED 2" ABOVE THE DRIP LINE TO ALLOW

FOR THE LOOPS TO DRAIN.

TYPICAL MANIFOLD CONNECTION

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TYPICAL DRIP LOOP CONNECTION

(NOT TO SCALE)

BACKFLUSH VALVE

FLOWMETER

SUPPLY VALVE

DISC FILTERS

FIELD FLUSH VALVE

1 1/2" GRAVITY RETURN TO

SEPTIC TANK

(0.5% MIN. SLOPE)

1" COMMON

RETURN

1" SUPPLY

R

S

1 1/2" SUPPLY FROM

PUMP CHAMBER

(TYP)

12'

1/2" RETURN

1" RETURN

(TYP)

RETURN

MANIFOLD

SUPPLY

MANIFOLD

1/2" SUPPLY

1" SUPPLY

(TYP)

TREADED CONNECTION WITH

TEFLON TAPE

PVC PRIMED

AND GLUED

FLEX PIPE

ADAPTER FITTING PVC

FIP

BARBED RAM INSERT

FITTING

DRIP TUBING

CONNECTIONING DRIP TUBING TO FLEXIBLE PVC PIPE

TYPICAL SYSTEM HYDRAULIC PROFILE

(NOT TO SCALE)

HOUSE

FLUSH…