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Home My WebLink About1070 IYANNOUGH ROAD - Health tn�o ��a 12,E- 15 a�� o�q-yoz �- � C I LJk�BAN RETAIL PROPERTIES CO. October 30, 1996 Noy Mr. Thomas McKean 4 1 Director of Public Health Town of Barnstable _a � ' 367 Main St. '' .. Hyannis, MA 02601 RE: Capetown Plaza Hyannis,.MA. Dear Mr. McKean: Pursuant to our conversations, the ownership and management of Capetown Plaza wish to postpone the connecting of the shopping center to the municipal sewer line. The reason for this postponement results from operational issues. Specifically, we fear that the project would not be completed, due to weather or unforeseen conditions, until after the commencement of the all important Christmas selling season. To have a large trench exposed during this season could be very costly to many merchants. It is our intent to begin the project in the spring or as soon as weather permits and the asphalt plants are fully operational. We appreciate the town's understanding and flexibility with regards to this issue. Should you have any questions, please feel free to call. Sincerely, URBAN RETAEL PROPERTIES CO. David Johnson General Manager DJ/cmk cc ' ` Robert Burgmann, Town Engineer Dave Forni Dave Hickey Bob Oliver FOUR COPLEY PLACE SUITE 400 BOSTON, MASSACHUSETTS 02116-6501 617-262-6624 FAX 617-375-4482 I Town of Barnstable • I Department of Health, Safety, and Environmental Services U BM A" Public Health Division 'tir s639. 367 Main Street, Hyannis MA 02601 Office: 508-790-6265 Thomas A.McKean FAX: 508-775-3344 Director of Public Health November 21, 1996 David Johnson General Manager 4 Copley Place, Suite 400 Boston, Ma 02116-6501 RE: Capetown Plaza Dear Mr. Johnson: I am in receipt of your letter dated October 30, 1996 requesting an extension of time to connect the Capetown Plaza buildings to town sewer. The Board of Health members reviewed your request and voted unanimously to grant you an extension of time, until March 15, 1997, to connect the buildings to town sewer. The extension is granted because of this Christmas selling season unforseen weather conditions during the winter months, and the need to provide for safe traffic and parking at this site. In addition, you stated the asphalt batching plants will be fully operational in the Spring. Sincerely yours, mas A. McKean, C.H.O. Director of Public Health Town of Barnstable cc: Engineering Division TM/bcs copley r r Trammell Crow Company One Main Street Suite 700 Cambridge, Massachusetts 02142 March 12, 1990 617/621-0400 FAX 617/621-0466 Mr. Tom McKean Board of Health Department P.O. Box 534 Hyannis, MA 02601 Dear Tom: As you requested, please find a current site plan illustrating tenant locations at the Festival at Hyannis shopping center. As the site plan indicates, 87% of the tenant space is currently leased. Throughout the leasing process, we have conducted thorough reviews of each tenant's operation and found that each tenant meets all of the terms of the Festival at Hyannis' Board of Health Permit. This review process included an in-depth review of each tenant's water usage. The majority of tenants are dry-good retailers whose water usage is minimal. .Those tenants who utilize some water as an incidental part of the operation of their business have water usage figures below the criteria outlined in Title V. Tom, thanks for taking the time to review this information. Please feel free to call me if you should have any questions. Since ely, Thomas E. Niles Construction Manager dp/cjb dpmckean.lt 1 f GOLF BED & LINGERIE PHASE' MARKET CHILDWORLD _ BATH FACTORY PC rEo sw► r> sacs russT suosq ssL► mssu W. HIGHL D UPERS ORES oasis I FIN, UR & FEATHER :WTA sr' / PRO S P TS •/ �• W LGREENS .': '• HIT OR MISS '•�__-� BLO KBUISIE R I I I I 111iIiII111IT111111filli ERSO LEANERS P JtITY S REME o S j ERSTORES +2 sr -- -- -- � ENS E ,.... .. i ,. ; NrANNIs PIE 1 / SWWPING CENTER IMPORTS WaterGallons Da a ' UGaoa ( ) ems. !i;��i.• /l - TRAYRu aaw oo. LensCrafters: 161 actual vs.�-- -- __� 168 allowable -- -- LEASE na,.IT PAPERAMA -- SITE ruw 2) Fin, Fur, and Feather Pet Shop: 50 actual vs. i 140 allowable 3) Emerson Cleaners: Drop-off-store only . ng done n Premises SM.r.r. JUN 2 89 9 3 2 FROM TRPNNELL CROW TO NUPPHY PAGE . 07 0 2' MAY BARIST ^� ��';�11��t~%�9%I�Z��IiU►i �l� �� MAII& 1639. 02601 (508) 775-1120 Ed. 12-3 THOMAS J. MUI-LEN KEVIN O-NIIL. CMAIRMAN SUPSRINTENDIINT J014N J. ROSARIO, Vfet CHAIRMAN ROBERT L. O'BRIEN pHIL.1P c. McCARTIN ASSISTANT SuPtRINTENDINT FLOYD SILVIA OF-OROS F. WETMORE May 17, 1989 Bryan Koop, Partner Trammell Crow Company I Main Street, Suite 700 Cambridge, MA 02142-1114 Dear Bryan: Reference is made to our meeting on May 10, 1989, regarding review of the site plan for the "Festival at Hyannis" project, Route 132 and road improvements to Route 132. The Town DPW accepts, the improvements to the site re'lating to drainage, as shown on the Schematic Drainage Plan, Revised May 12, 1989, by. Daylor Consulting Group. As discussedo a finalized plan of the drainage layout (stamped by a Registered Engineer) is required, as well as a finalized plan of the road Improvements to Route 132. Should you have further questions, please call Thomas J Marcello, at 775-1120, extension 209. Sincere HOMAS LLEN Supetint dent TJM/bw cc: T Marcello Bldg Insp �f Daylor Consulting Group Inc. May 15, 1989 Thomas J. Marcello Project Engineer Federal Express Russell Davenport Senior Project Manager Town of Barnstable 367 Main Street Department of Public Works Hyannis, Massachusetts 02601 Re: Drainage Issues Festival at Hyannis Route 132 Hyannis, Massachusetts Gentlemen: Thank you for your previous review of the Schematic Drainage Plan for the above referenced project. I understand that this review was difficult in light of the time pressures associated with your preparation for the recent Town Meeting. We appreciate your efforts. Our client has informed us that the Town has accepted the drainage solution depicted on the plan, however, it was requested that the entrance road, between Route 132 and the main on-site intersection, also be directed to a vegetated swale. We have revised the enclosed plan,now dated May 12, 1989,to reflect this request. Therefore,the entire entrance road from Route 132 to the intersection has now been directed to a vegetated area prior to discharge to the stormwater leaching system. Please note that this increases the portion of the site which is either roof drainage discharged directly to leaching pits, landscaped area, or paved area directed to vegetated swales, to sixty percent (60%). We will be commencing full scale design of the site including the preparation of construction documents. We are therefore proceeding based on the understanding that the Barnstable Department of Public Works has approved this conceptual plan, unless you notify us differently. Suite 216 World Trade Center Boston/MA 02210 617 439 5525 a Once again, we thank you for your assistance and kind attention to this matter and we look forward to continuing work with your office on this project. Sincerely, Daylor Consulting Group, Inc. v Richard D. Alfonso Project Manager/Senior Civil Engineer Enclosure cc: Thomas J. Mullen, Superintendent, DPW Bryan Koop, Trammell Crow Thomas Niles, Trammell Crow Stan Durlacher, Trammell Crow Charles Brown, Watkins, Carter, Hamilton Architects Henry L. Murphy,Jr., Murphy and Murphy J. Douglas Murphy, Murphy and Murphy 1.0398.0 r Jura ° 8y 9 : 32 FRON TRANNE LL CROW Ti.! NURPH`i' PAGE . 003' �- APR 27 '89 15:40 DAYLOR =-NSULTING P 3i3 "89-04-27 10:43 A M bdl—44 ASSOC ;NC SeW01856 .,. P,2 TOWN Or IBARNSTABLIK *"ICE or >wsssz BOARD OF HEALTH �y 367 MAIN WMXXT HYA Nrtif, IAAa1. OslCt April 24, 1999 bir. Bryan Koop, partner CMAN$ Limited Partnership _-.- Boston #1 Retail Development Corporation c/o Trammell Crow Company I Xaia street Cambridge, HAS 02142 Dear Mt. Loop: You are granted conditional variances from the Board of Health Regulation requiring all commercial bUil4ings to connect to Town sewer Within 3,000 feet of sewer lines and from the Board of Healtb Interim Regulation limiting sewage flows to 330 gallons, per acre, per day, in designated zones of contribution to public water supply wells. These variances will allow you to install an onsite sewage disposal system at Routs 132, Hyannis, listed as parcels 1Hy3 - 1Hy5, 1HOI and 3-136 on Assessor's map 294 and lots 19HOI, 19HOZ, 19HB, and 1BOI on Assessor's map 295 with the following conditions: (1) The septic system must be Installed in strict accordance to the submitted plan. (Z) The subsurface drainage system shall be- redesigned to incorporate natural swales whete possible. (3) The designing engineer must be onsite and supervise Construction of the onsite sewage disposal system and must Certifq in writing to the Board of Health that his design has been strictly adhered to prior to the issvanee of a Certificate of Compliance. (4) The building must be connected to public pater. (5) No high volume water users will be allowed. This includes iaundromats, dentists offices, beauty parlors, fitness centers, gymnasiums, restauranta, snack bars, and other such usages as determined by the Board. (6) Offices will not be allowed. Only retail stores and dry goods stores are authorized. (7) The following activities are not authorized at the property, A) Airplane, boat, and motor vehicle storage, service washing, and repair. B) Chemical and bacteriological laboratory operation C) Cabinet making D) Dry cleaning E) EIectronic circuit assembly F) Metal plating, flnishing, and polishing C) Motor and machinery service and assembly H). Painting, wood preserving, and furniture stripping JUN y 9: 3;3 FRCQ1 TRANNELL CROtJ TO MURPHY PAGE . 04 APR 27 `eg 15:41 DAYLOR ,ICQNSULTING"- P.3i3 '89-04- A M WIw I ^NC 50 1 56 .,... P.3 Xr. Bryan Koop, Partner CMANB Limited Partnership Rat Retail MaII - Route 132 (Hyannis Former Drive-in Theatre) April 24, 1989 I) Pesticide and herbicide application and storage '' J) Photographic praeer<sing K) Printing L) Jewelry Meaning M) Any activity involvtng the use of radioactive materials (8) The grease interceptor shall be pumped at least every three (3) months by a licensed septago hauler. (9) The septic tanks shalt be pumped at least every two (2) years by a licensee septage - haulrer and the receipts shall be submitted to the Board, - (10) The .building must be connected to Town sewer When the Board determines Its availability. (11) This conditional variance expires May 1, 1990. Thia conditional variance Is. Slanted because the Department of Public Works will not allow new buildings to connect Into the Town sewer in accordance wit ' A the Y}eps;tmcnc': Interim Sewer ConaCction Policy. Auto, the calculated total sewage flow Witt be no snore than 374.8 gallons pAr acre per day on this 27.16 acre parcel. It Is the opinion of the Board that the installation of the onsite sewage disposal system that complies With Title 3 and all other Town of Barnstable Health RegulAti=s, will not significantly alter the quality of the groundwater IA the area. 3inca el yours, Grover C. K. Parrish, ChairmaA . board of Health Town of Barastabld copy: Attorney Larry Xurpby Ar1snR Wilson .t A.M.Wilson Associates Inc. April 5 , 1989 Barnstable Board of Health Town Hall 367 Main Street Hyannis , MA 02601 Re: Trammell Crow Variance Request (our file 2.0356.0) Dear Board Members : We would like to take this opportunity to answer some of the questions raised at the first meeting relative to the Trammell Crow project. As regards the concentration of nitrate nitrogen in wastewater from septic systems , we would call your attention to two reports of CCPEDC Water Supply Protection Project Final Report, December 14, 1979 , CCPEDC (attached) - The Relationship Between Nitrate Nitrogen Levels in Groundwater and Land Use on Cape Cod, June 1984 (attached). Each of the reports presents formulas for estimating Nitrogen Loading from non-residential uses and clearly state that those formulas are based on Nitrate .concentrations of 20 ppm in the wastewater . The estimated recharge used in the 1979 CCPEDC study was based on predicted averages at various Cape locations which were then themselves averaged to obtain, in the words of the report , " . . .annual recharge conservatively estimated at 1611 . . . " The DEIR Water Quality Management Plan for Cape Cod (CCPEDC 1978) (attached) , states that "Approximately half of the precipitation is returned to the atmosphere through evaporation from ground surfaces , and through transportation by plant" (pp. 2-5) . It then suggests that the average annual rainfall on Cape Cod is 43" . It is presumed that near waterbodies and the shore, some precipitation is lost as runoff to the ocean. This is not the case at the Trammell Crow site where evapotranspiration and infiltration are the only two options for precipitation. Using this formula and assuming 43" of precipitation, natural recharge 911 NInim Street Ostenvi ie i d:lA 02655 e at our site could average as much as 21.511 . In Appendix A of the Barnstable Solute Transport Mode Report (attached) , there is a discussion of SEA' s findings on recharge at specific sites in the Town of Barnstable. Observed recharge ranged from 17 . 2" to 36. 1" with an average of 23.07" . In order to calibrate the computer model for the developed condition, the report indicates 3.2" of recharge was added to those observations to account for septic system recharge. Comparing these observations and findings with assumptions used in calculating recharge for purposes of Nitrogen Loading at the Trammell Crow site, we believe we were relatively conservative. This is especially true in light of the fact that the infiltrative drainage design being utilized will change the 50/50 balance of infiltration/evapotranspiration heavily in favor of recharge. Relative to the question of process in removal of Nitrate Nitrogen from wastewater flows , we would call your attention to a previously cited CCPEDC report, "The Relationship Between Nitrate-Nitrogen Levels in Groundwater and Land Use on Cape Cod" . On Page 5 and 6 of that report there is an explanation of the Nitrification Denitrification process in a septic system. It is stated that some of the nitrogen remaining in effluent exiting the system leaching facility is removed as it travels through aerated soils by being bound to the surface of soil particles. Sandy soils with homogeneous particle sizes generally have small surface area to void space ratios . There is therefore, not much area onto which nitrogen in septic system effluent can adhere . Removal rates for such soils are, therefore, low as compared to removal rates for silty or loamy soils with slower percolation rates. However , ., cessive distances between the effluent source and groundwater can help to make up for this low removal rate . In the case of the Trammell Crow site, there will be +20 ' of aerated soil between the bottom of the leaching facility and groundwater . It is our professional opinion then, that some denitrification will occur in the soil column at this site. We would further call your attention to the discussion of the health impacts of Nitrogen in "Model Regulations for Private Well . Protection" March 1988 by the Barnstable County Health And Environmental Department (attached) , which recommends a 10 ppm limit for Nitrate. Relative to waste water flows for probable tenants , Walgreens and Child World have provided the following information from their stores: Sq. Ft . Ave. GPD Rate/100 sq. ft . Walgreens 11, 165 200 1 .79 Child World 36,617 1000 2 .73 These are well below the title 5 projected flows for drygoods of 5 gal ./100 sq. ft ./day. In connection with another project we have researched water usage at a number of area supermarkets . Average flows range from a high of 6. 2 gal ./100 sq. ft . to a low of 4.6 gal ./100 sq. ft. When averaging other drygoods with the grocery store flows , projections are below title 5 averages . We hope this information will be useful to you in your deliberations . If we can provide any further information, please don ' t hesitate to call . Yours, A. M. WILSON ASSOCIATES, INC. Arlene M. Wilson President i 489AW4 :ek Attachments SvA/ j Cape Cod Planning and Economic Development Commission Water Supply Protection Project Final Report r Barnstable Bourne Brewster z Dennis Yarmouth December 14, 1979 i i ti 3. Working with- local committee, adapt model overlay district bylaw to local situation, and recommend zoning changes necessary to achieve overall density of one house/60,000 sq. ft. (if possible) . Provide informational material and hold public meetings to assist town officials in achieving town meeting adoption of articles. In the course of the project a number of questions arose relative to the need to protect water supplies. To assist local water quality advisory committee members in understanding and supporting this planning effort, a "Questions and Answers" brochure was prepared:' Methodology Identification of Recharge Areas for Public Supply Wells A base map at the scale of 1" = 1000' for each town was obtained from the Soil Conservation,Service or was prepared from USGS Topographic Quadrangles which were photographically reduced. Working with the water departments, present public supply wells were located. Future wellfields for which pump tests have been performed were also plotted, and potential yields obtained from water department personnel. Although surface runoff is generally considered of minor significance in Cape Cod's highly permeable soils, surface watersheds, or land surfaces which slope towards the wells, were mapped for existing wells. USGS Topographic quadrangles were used as sources. These areas are generally small on Cape Cod due to the predominant practice of locating wells in kettlehole depressions to minimize drilling costs. Surface watersheds are significant, however, relative to drainage from pavement when these areas become developed, particularly highway drainage. Significant water quality problems have been attributed to surface drainage from the Captain's Village area in Yarmouth to Well # 4 and S. The accurate identification of groundwater recharge zones in Cape Cod's generally uniformly permeable aquifer would present substantial technical difficulties (see discussions in draft and final 208 plan) . Essentially, the entire Cape serves as an aquifer recharge area. A methodology for estimating recharge areas on x the basis of an assumed daily recharge rate was developed with the assistance of USGS, and presented in the draft plan. This methodology was used in this project. The methodology assumes that the annual recharge conservatively estimated at 1611, is evenly distributed over the year. In actuality, of course, most of the recharge occurs during the wet winter months .and there is little or no recharge during the summer months when water supply demands are greatest. Effects of summer well withdrawals would, therefore, tend to be underestimated 5 through use of this method. To counteract this inherent error peak 90-day period pump rates rather than annual average daily pump rates were used to calculate recharge areas. The implications of this approach for the size of the recharge area are clear in the following example. I-2 I 3 ' Nitrogen' Budget - Single Family Household (Cont.). g N-Wastewater 2 (Per Person) (Total) Lawn Area N-fert. T-nitrogen load A. 7 lbs. 21 lbs. 0 2 0 21 lbs. t B, 7 lbs. 21 lbs. 5,000 ft.2 9 lbs. 30 lbs. 15 lbs. 5,000 4t. 9 lbs . 24 lbs. C. 5 lbs. Gross Density Required to Maintain Groundwater Concentration of ppm (under 3 loading assumptions) i A. @ 7 lbs./cap./yr. T(N) = 21 lbs. 1 unit/52,000 sq. ft. (gross area) B• @ .7 lbs./cap./yr. plus T(N) = 30 lbs. 1 unit/75,000 sq. ft. fertilizer C. @ 5 lbs./cap./yr. plus T(N) = 24 lbs . 1 unit/60,000 sq. ft. fertilizer On the basis of this analysis it was decided that the density recommendations of one dwelling unit/60,000 sq. feet should remain unchanged, but that it would be more technically correct to adopt the combined sewerage/lawn ferti- lizer estimates as revised on the basis of Long Island studies. (C) Total nitrogen loading which was attributed tNo single family dwelling units in the housing density inventory was 24 lbs. /year. Estimation of Nitrogen Loading from Non-Residential Uses To estimate nitrogen loading from non-residential uses the previously discussed standard concentration of 20 m was used. The formula for converting a nown volume of effluent to pounds of nitrate-nitrogen is as follows: Calculation of N Load Based on known Wastewater Volume at 20 ppm Concentration N (lbs.). = Gal. X 3.8 (liters/gal.) X .02 (grams/liter) = Gal. X .0001674 454 grams/lb. This formula was used in calculating N load from wastewater disposal in the Yarmouth Industrial Zone for which yearly water consumption was available. To calculate N load for non-residential uses for which water consumption in- formation is not available two appraches can be used: - I• To calculate annual nitrate loading for a specific business or use: = N (lbs.) = Sewage flow (Title 5) X 260 (work days/yr.) X .0001674 "`-2• To project nitrogen loading from future general business development: Inventory water use for existing businesses I,� `I THE RELATIONSHIP BETWEEN NITRATE-NITROGEN LEVELS IN GROUNDWATER AND LAND USE ON CAPE COD J Claire Garrison Quadri Cape Cod Planning and Economic Development Commission This project was supported by an award from the 1982 Project Assista ce Fund of the CEIP Fund, Inc. of BoNon, Mass- achusetts and the Environmenial.Intern � Program/Northeast. June, 1984 7 A septic system has two components, the septic tank, which provides for partial treatment of the raw wastewater, and an absorption field (or leaching pit) where the liquid undergoes more changes before passing to the groundwater. The pri- mary purpose or the septic tank component is to remove most of the settleable and floating solids so that they will not clog the soil pores and result in pond- ing of the raw sewage. As solids settle out, they drop to the bottom on the tank to form a sludge blanket. The slud;e. is partially decomposed by anaerobic bact- eria. The floating solids, oil and grease remain on top of the sludge, reducing its volume by almost 400 (Lomanto, 1982) . The second component of this system, the absorption field or leaching pit, is a subsoil disposal system. The septic tank effluent enters the absorption field or pit and percolates down through it. An absorption field typically consists of a pipe or series of pipes placed on gravel beds . A leaching pit is a precast, per- forated concrete, cylinder set into a stone-lined pit. It is installed several feet below ground. As effluent moves through the system, it seeps through the perforations into the soil where it undergoes aerobic biological decomposition. The soluble and solid organic compounds are broken down by bacteria, the remain- ing solids are filtered out by the soil and some of the dissolved inorganic com- pounds (nutrients such as nitrogen and phosphorous) are bound to soil particles (Lomanto, 1982) . However, most of the nitrate-nitrogen will persist - even if d the system is properly installed and maintained - since the septic tank absorption field system is most often incapable of removing the major portion of this con- taminant (Veneman, 1982) . This holds true even for systems properly installed under Massachusetts Title 5 (1977) requirements for the subsurface disposal _of sanitary sewage. The effluent, thus treated, then recharges the groundwater. Cesspools are an outdated method of home sewage disposal and are no longer allowed in new construction. They are discussed here because many of Cape Cod's older homes still rely on them. They consist of a large pit with an earth bottom and sidewalls constructed of concrete blocks. Sewage flows directly into the cesspool. Heavier solids settle to the bottom, lighter solid-, and grease float to the top, and the liquid seeps through the openings of the sidewall . With acesspool, as with a septic system, most of the nitrate-nitrogen will persist and eventually reach groundwater. The most common form of nitrogen in raw sewage is ammonia (NH4-N) . In the soil when aerobic conditions exist, NH4-N is transformed by nitrification to nitrate- nitrogen (NO3-N) before passing to tite groundwater. This is most often the case with a properly situated septic system on Cape Cod, since the soils here are generally sandy outwash deposits that will exhibit aerobic conditions. In cases where groundwater is very close to the absorption field, or in clay soils where the system operates near saturation,anerobic conditions prevail and ammonia will persist as nitrification will fail to occue (Tyler et al. , 1977) . This can hap- pen on Cape Cod when a septic system is located too close to the high water table, or is located in clay. Ina given area density ensity of the population contributing; wastewater will determine the loading of nitrate-nitrogen, and background concentrations of No N, along with groundwater movement will determine the dilution (Tyler et. al. , 1977�. The only significant mechanism for lowering the groundwater nitrate-nitrogen content is dilution (Trela, 1978) . Inclusion of the dilution process in the workings- a septic system implies that the groundwater aquifer is considered part of the waste treatment and disposal system (Walker, et al. ,1973) . Groundwater dilution may be inadequate in high density residential areas dependent upoli on site_9ep;ic systems .for waste disposal , since it is possible for background nitrate-nitrogen levels to be considerably higher if other waste disposal units are present up- gradient (Walker et al. , 1973) . 6. l_ Population per Nitrogen Load as Nitrate Mixture Concentration 40,000 square feet ( lbs/yr) NO3-N (ppm) 2 13.8 4.2 3 20.7 6.8 4 27.7 9.8 5 34.5 15.4 C. Estimated Projections of Nitrogen Loading from Single Family Residential Units Assumptions 1) 3 persons/unit 2) sewage load: • 5 pounds nitrate-nitrogen/person/year 3) 5,000 feet lawn area per unit 4) 3 pounds nitrate-nitrogen applied/1,000 feet lawn/year in fertilizer of which 60% is leached to the water table. Resulting load from fertilizer: 9 pounds nitrate-nitrogen/unit Based on the above assumptions total NO3-N attributed to a single family dwelling unit equals 24 pounds D103-N /year { 15 from sewage, plus 9 from ,1 fertilizer. D. Estimation of Nitrogen Loading from Non-Residential Uses To estimate nitrogen loading from non-residential uses a standard concentration of 20 ppm was used. The formula for converting a known volume of effluent (based on yearly water consumption) to pounds of nitrate-nitrogen is as follows: Calculation of N Ioad Based on known Wastewater Volume at 20 ppm Concentration N (lbs.) = a iters ga . grams . iter = Gal. X .0001674 454 grams/lb. To calculate N load for non-residential uses for which water consumption infor- mation is not available two approaches can be used: 1. To calculate annual nitrate loading for a specific business or use: 4£. N (pounds) = Sewage flow (Title 5) X 260 (work days/yr.) X .0001674 2. To project nitrogen loading from future general business development: ' a) Inventory water use for existing businesses ' b) Inventory lot sizes of existing uses (if other than zoned lot size) . c) Develop average wastewater flaw/lot size and apply to developable K land. Vi r ' A-4 L' , 1 ate, _u a- t = won 1a n a ement Pl an/:EI For Cape' . tL C® - -......... - Draft Plan/ s- a l Environmental iris ~Statement w.01 March 1978 - - r Thus, the Cape is composed of unconsolidated glacial material, mostly sand, gravel, and boulders, but also with masses and layers of clay and silt enclosed within or beneath the coarser deposits. Glacial deposits extend to depths of 300 to 500 feet below sea level except in the Bourne and Sandwich area where it decreases to less than 150 feet. Beneath the glacial deposits of the entire area lies basement rock, similar to that exposed on'the mainland. Another feature of the glacial geology of the Cape are the many lakes and large ponds scattered over the outwash plain. During the process of glacial retreat, large*blocks of particularly solid ice occasionally re- mained intact. Gradually these sections were covered over by loose material carried southward by glacial streams. After meltwater streams had ceased = their flow, the ice blocks finally melted, leaving cavities in the ground - which usually filled with fresh water. These hollows are known as kettle holes. Some kettle holes are connected to the sea by tidal channels; locally, these salt water kettles are known as salt ponds. (Strahler, 1966) The Cape's ponds are the only kettle bole ponds located on a terminal moraine known in the world. Climate Cape Cod has the humid continental climate of the Northeastern United States moderated by a marine influence due to its surrounding waters. Temperature extremes are reduced due to the ocean influence producing. -- a somewhat milder winter and cooler suer. Summers, however, are quite mm humid, and fogs are common during this season and the spring. Prevaling winds are northwesterly in winter, and southeasterly in the summer. The coldest months of the year on the Cape are January and February, the warmest July and August. The average date of the last killing frost is April 15 and the first is November 1. Thus, the average growing season is approximately 200 days, considerably longer than inland areas. 0There are approximately 105 days per.year when temperatures are below 32 F. - (Strahler, 1966) Coastal storms during the winter months are fairly frequent, but snow generally does not remain on the ground for long periods. .:. The average. monthly precipitation is between 3 to 4 inches, except during June and July when it is 2.87 and 2.71 inches respectively o, 19/ While there is some variation in average annual rainfall in different parts of the Cape with rainfall decreasing somewhat from the upper Cape to the outer Cape areas, the average annual rainfall or t e region is approx- imately 43 inches. J Soils The outer Cape towns of Provincetown, Truro, and Wellfleet are composed of coarse sands on the interior and of sands deposited by wind and wave action nearer to the coast. Along the coast and adjacent to some of the inland - - water bodies are several large areas of wet soils. On the coast, thes e e decayed - _ are primarily salt marsh; to the interior these deposits are mostly Y organic materials. 2-3 The groundwater body appears in a cross-section view of the Cape to p h be shaped like a lens extending from shore to shore. The groundwater t table is highest toward the center of the land area. Because sea water is from 1/35 to 1/40 denser than fresh water, the fresh water H .` "floats" on top of the sea water beneath and surrounding it. Thus, E'r.:.. fresh water depth below sea level will be approximately 40 times as great as the height of the water table. This relationship is known as the Ghyben-lierzber Strahler, 1972) . =. g principle (P P On the upper Cape the groundwater body is underlain. with .bedrock dis- torting the lens shape that would be predicted by this principle. On the lower Cape, the'Tresh water body is relatively shallow and is underlain with salt water. The boundary between the fresh and salt water is called the salt water interface. This interface is not a sharp boundary but is a zone of mixing or diffusion of fresh and salt _ water (Burnes et al, 1975) . A generalized cross-section of the ground- _ water (on the lower Cape) is shown in Figure 2.2. Groundwater flows from the higher elevations of the groundwater table to the lower levels near the shore. The difference in elevation of the =` water table at two points constitutes a "hydraulic head." Groundwater contours for the Cape are shown on Map 2.2. Groundwater flow paths are ¢W perpendicular to the oundwater contour lines. gr - Also shown on Map 2.2 are groundwater divides. These lines indicate the theoretical point from which groundwater on one side of the line flows downgradient toward the shore and the groundwater on the other side of the line flows downgradient to the opposite shore. With the constant movement of groundwater toward discharge to the sea, the fresh water supply would gradually become depleted if it did not r have a source of replenishment. Precipitation is the only means of. replenishing the groundwater supply. The precipitation which percolates through the zone of aeration to the water table is known as recharge. Not all of the water falling as rain or snow becomes part of the ground- water supply. Approximatley half of the precipitation is returned to the atmosphere through evaporation from group sur aces, an roug transporation by plants. On the average only 16 inches of the 43 inches of average annual precipitation reaches the groundwater table. Water entering the groundwater as recharge flows downward due to grav- ity, then follows an upward curving path toward discharge at the shore or to the nearest discharge boundary downgradient such as a pond or stream. The ponds of the Cape generally reflect the groundwater eleva- tions of the area in which they are located and are called water-table / ponds. While three-quarters of the rainfall on ponds is lost through evaporation the remaining will become recharge and is added to the groundwater supply. It must be emphasized that this is a balanced system, where the amount Of recharge is equal to the amount of discharge. It is not a closed system where water entering the ground is "stored" permanently in the aquifer. Any change in this natural system will result in the alter- ation of the groundwater body. %tc - 2-5 l i i APPE:IDLY A Barnstable Solute Transport Modeling - i _i i E 6� i. the higher conductivity soils south of WWTF. Thus ; to the j extent that new boring data could support•a change, the hydraulic conductivities in the top model layer were increased rl � ' to 200 feet per day. The area where this change was made is outlined on Figure 2 . The result of the change in hydraulic conductivity f around the WWTF was a lowering of piezometric head at maximum WWTF discharge rates and consequently somewhat more reasonable • : gradients to surrounding areas . It is also . noted that this. change did not alter calibration to observed. g piezometric heads . As is discussed later in this Appendix, an even better simulation of conditions . in areas of high aquifer j� stress may be possible with more field data and variable model grids . t� b. ' Recharge The groundwater recharge rate used in the SEA future condition simulation includes an additional 3 . 2 inches . o= recharge to account for septic tank discharges at full development. Given the accelerated rate of development in Barnstable and the uncertainty of what portion of development ►.� 'would be severed or would use on site disposal, there was ll concern about accurate predictions of recharge rates in the ..1 plume tracking study. To understand the flow model ' s sensiti- to recharge variations , simulated groundwater elevations nor present development using 3- different recharge conditions were compared with p-resent observed groundwater elevations . '11 T`1e three recharge conditions tested were 1) SEA' s present I ` J IF A i " I recharge condition used for calibration; 2) future recharge rate with 3 .2 inches removed and 3) future recharge rate with 3 . 2 inches of .additional recharge left in. The results are summarized in Table 1 below. TABLE 1 - - VARIABLE RECHARGE CALIBRATION WELL SEA's CALIB CONDI COND2 OBSERVED AIW294 16 - 17 15.56 20.3 20.3 AIW247 20.1 20.61 23.45 20.8 AIW292 34.6 31.39 33.84 36.1 AIW306 27 - 28 28.34 29.44 29.3 • WPCFBA 21.5 - 28.5 32.00 33.67 27 - 28.5 WPCFBB 16.5 15.87 17.22 17.5 WPCFBC 33.44 32.30 35.77 32.3 riPUBD 16.0 15.68 17.13 17.2 a. WPC BE 17.5 19.32 20.67 19.7 IIi STP - 36.05 / 35.49 37.69 / 37.42 COND1 = 3.2 removedifrom each node ! COND2 = Future recharge (with 3.2" left in) SEA'S CALIB = Presented in Table 8.7 of their report OBSERVED = Presented in Table 8.7 of SEA report a g It was concluded from these results that the larger recharge value could be used throughout the time simulations in this study without destroying the model calibration for present conditions . Thus the additional recharge is available as the model simulates the effects of growth to saturation development. J C . Constant Head Nodes at Lake Weauaguet Lake Wequaguet is a major feature in the Cape Cod Aquifer system at Barnstable . It is assumed to be in direct hvdraulic connection with groundwater in the area. The Lake in its longest dimension is over 11 miles long and it is assumed to exert a moderating influence on piezometric head A-8 L Direction of Ground-Water Flow and Ground-Water Quality. near a Landfill in Falmouth Massachusetts U.S. GEOLOGICAL SURVEY - — Water-Resources Investigations Report 85-4188 o w i� Prepared in cooperation with the MASSACHUSETTS DEPARTMENT OF ENVIRONMENTAL QUALITY ENGINEERING DIVISION OF WATER POLLUTION CONTROL and the TOWN OF FALMOUTH, MASSACHUSETTS _t,ected to oxidize to the insoluble oxide form. The presence of halogenated .-rocarbons may be due to their use in some septic system cleaners (U.S. Environmental Protection Agency, 1981, appendix B). Estimation of Maximum Imoact of Landfill on Long Pond Although the available data are insufficient to determine whether leachate is entering Long Pond, an estimate of the worst possible impact of the landfill on Long Pond can be calculated. This section includes such a calculation, based on an assumption of steady-state conditions for Long Pond. It is assumed for the purposes of this estimate that Long Pond is in a state of equilibrium, or steady state, in which-the volume of the pond remains constant over a period of years. While the pond level may rise in a wet year due to abnormally high recharge or drop in a dry year because evapotranspiration and pumping exceed recharge, over the long term the pond level, and therefore the pond volume, remains effectively constant. For the volume to remain constant, the total volume of water entering the pond has to.be equal to the total volume of water leaving the pond. Pumping of the pond lowers the water-table level in the vicinity of the pond, creating a ground-water depres- sion. Ground water on all sides of the pond flows toward the pond, and discharge of water from Long Pond to the aquifer does not take place. The volume of water leaving the pond is, therefore, .comprised of pumpage for public water supply and evaporation from the pond surface. The volume of water entering the pond consists of ground-water recharge and precipitation onto the pond surface. With inflow equal to outflow: L + R + P = O + E where L = annual recharge to Long Pond from the landfill, in liters; R = annual recharge to Long Pond from the remainder of the recharge area, in liters; P = annual precipitation onto the surface of Long Pond, in liters; 0 = volume of water pumped annually for public water supply, in liters; and E = annual evaporation from the surface of Long Pond, in liters. The average rate of withdrawal from Long Pond by pumping is 2.44 million gallons per day (Richard Witt, Town of Falmouth Department of Public Works, written commun., 1984). Using this figure, 0 has a value of 3.37 x 109 liters. P and E equal the annual pre- cipitation and the annual evaporation, respectively, multiplied by the area of Long Pond, which is determined by planimetry. The average annual precipitation between 1951 and 1980 in Hatchville, a section of northern Falmouth, was 46 inches (National Oceanic and Atmospheric Administration, 1984, p. 9). Mean annual pan evaporation in Rochester, a town in southeastern Massachusetts is 29 inches (Farnsworth and Thompson, 1982, 1, P. The values calculated from these figures are 6.45 x 10 liters for P and 4.07 x , 10 liters for E. A range of 17.3 to 18.4 inches of annual recharge has been determined for Truro, on the outer Cape, using the Thornthwaite method Javne Fifield Knott,U.0. Geological Survey, 1983, written commun. , so a value of 18 inches of annual rec arge was used in this calculation. Using a value of 18 inches for recharge and a landfill area of 3.86 x 10 d square inches (from planimetry), recharge at the landfill is calculated to be 1.14 x 108 liters. In order to represent the worst case for impact of the landfill on LongPond all the recharge to the aquifer at the landfill is assumed to discharge into � g q Long Pond; therefore, this figure is used as the value of L Solution of the above equation gives a value of 3.02 x 10 9 liters for R. - 21 - MOD.EL . REGULATIONS FOR PRIVATE WELL PROTECTION Ground Surface Sloped Away From Well Top /. -.. :. / KrJ=;e_"" sail, ' 11i �00 D O oO O•fl o.0 0• � O �''...,0 0 0 � 0. - ��?° °eCemente^° oaQoOa� Q� 0 0000_. Seal _ o oono.. Qo. o 00 �0U°•t D 0 0 d 0 o��Uo°•� O •0"�000 00°0 p0�0oa O��Oa OoQooQ "}}Vo.�,,0 0�oYa�J�0Loa�0o°Qt�eo�oyr Y�oTa.V:a.a�m 6Z a0}a�g4.aoo�o p.�;fl�O�•�t�p0��.D�don�0C'4s00oo0� o°.maa°d o�tr ei�0cnro-g0 aa°�aUd°°OC O �osQ.Oo�•�O�ip�°0,0 aoOo, 43001 o 0 0 0 b 8e �dp Q Q O Cb�o r bQ,ap:4�'aF �.R.ado Sanel d P o 0tlQ U oS'0o °—a YJeII1Q 0�. tl?°OQ r�o0,P_intn �o a8904o BARNSTABLE COUNTY HEALTH AND ENVIRONMENTAL DEPARTMENT ' t amendments to the Safe Drinking Water Act, has prohibited both lead pipes , and solder containing over 0.2% ' lead, from new installations in public water supply systems , including residences connected to public water supplies. The EPA will also be dropping its primary drinking water standard for lead from 50 to 20 ppb (20 ppb = 0.020 mg/liter ) BCHED recommends that residents of homes where water has a pH less than 6.5 be made aware of the corrosivity problem and possibility of associated heavy metals, such as copper and lead, in the drinking water. The effects of acid water can be mitigated by thoroughly flushing the distribution system of water each time it has remained unused for a period of hours (overnight or all day when no one has run water) by turning on a faucet and letting it run until the water runs cold and fresh. Occupants should not drink or cook with water that has been in the hot- water half of the distribution system. In addition, the practice of grounding electrical systems to residential water pipes can also increase corrosion and dissolved metal problems; this common practice should be avoided (however, the plumbing system itself should be grounded). The BCHED lab can currently test for pH, copper, and lead at levels encountered in drinking water and will do so for homeowners when requested. Homeowners who have a copper problem in their water should be made aware that lead may also be present at excessive levels and they should make sure to flush the water system thoroughly before use. NITRATES Regulation limit = 10 mg/liter The US EPA MCL of 10 mg/liter was established to protect infants and other sensitive individuals from a condition called methemoglobinemia. In this condition, ingested nitrate is reduced in the intestinal tract to nitrite which then binds with hemoglobin (to form methemoglobin) , reducing its oxygen carrying capacity. Reduced oxygen carrying capacity can cause brain damage, and at high levels of nitrate ingestion red blood cells can be destroyed. Infants under 3 months of.. age are at greatest risk for developing methemoglobinemia, due to the immaturity of their hemoglobin. Several other categories of individuals with altered physiological states are also predisposed to methemoglobinemia. These include pregnant women, adults with reduced gastric acidity ( including those being treated for peptic ulcer and those with chronic gastritis or pernicious anemia) and those with hereditary enzyme deficiencies. 0 Studies show that methernoglobinemia is not seen in infant populations where nitrate levels in drinking water are less than 10 mg/liter. In another study, at nitrate concenta tions of 10-20 mg/liter, methemoglobinemia was evidenced in a small number of infants, although most showed no effect. For this reason, the nitrate standard for public water supplies was set at 10 mg/l, to protect the most sensitive individuals from excess nitrate consumption . A separate question` is the potential for nitrates to be converted in the intestinal tract to U-nitroso compounds, which have been shown to be carcinogenic in many animal species. To date, there is no definitive evidence to show that nitrate itself is carcinogenic. However, nitrate can be converted to nitrite in small amounts in the human body , and nitrite is known to be mutagenic and may have a role in carcinogenesis. In addition, N- nitroso compounds can be formed in the body from nitrate or nitrite; Lhese compounds can be acutely toxic at hic_ih levels and are probably carcinogenic in humans. A committee of the National Research Council/National Academy of Science recommended in 1981 , in The Health Effects of Nitrates, Nitrites, and N-nitroso ConlPoullds tha L " e ::posure to the precursors of N -ni troso compounds--especially nitrate and nitrite--and to pre-formed N- nitroso compounds be reduced". At this time , a safe level for nitrate consumption, blow Which there is a reduced risk of cancer, has not been deLernritied. In addition , the presence of nitrate in water is often an indicator that sewage or fertilizer is contaminating tile well. When elevated ni tr.l Le is found in well wa Ler, a sanitary survey should be performed to identify septic systems , manure piles , sources of artificial fertilizer, or other sources, which could be contaminating Lyre well . I f no Obvious source () f ni Lra to can be found, sinking a deeper well may often remedy the problem. This can be particularly true in areas with shallow wells and impermeable clay layers; the impermeable layers can trap surface contamination so that it reaches the well . OfL•en sinking the well below the impermeable layer will provide a clean source of water. Nitrate can also be removed froin drinking water using a reverse osmosis system , but these systems should be closely monitored to make sure that the filter membranes have not deteriorated. Ion exchange resins also can remove nitrate, but are riot Highly recommended for this application. Activated carbon filters will not remove nitrate or nitrite from water. Although the nitrate standard of 10 mg/1 is set to protect the most sensitive I)opulatiorl croup , and although most people will show no immediate and obvious adverse effect from consuming nitrate at levels well above 10 rrrq/1 in water, in light of the unresolved uesLioris surrounding potential Carcinc)crenicity of n i Lt a Le , 13i✓II I'U t ec.onr me n(js Lh,r t 13oa rds of Hail l th not va ry the 'star and for nitrate above 10 mcl/li ter. TOWN OF BARNSTABLE OFFICE OF BOARD OF HEALTH 367 MAIN STREET HYANNIS, MA 02601 HEARING MARCH , 1989 CMANE Limited Partnership, Boston #1 Retail Development Corporation - - General Partner c/o Trammell Crow Company One Main Street Cambridge, MA 02142, Applicant MEMORANDUM IN SUPPORT OF VARIANCE REQUEST 1. CMANE a limited partnership, Boston #1 Retail Development Corporation, General Partner, is a subsidiary of Trammell Crow Companies, with offices at One Main - Street, Cambridge, Massachusetts (the "Applicant") . 1. 1 The Applicant proposes for development 27. 157 acres of land fronting on Route 132 in the Village of Hyannis (the "Premises") shown on a plan entitled "PLAN SHOWING SEWER & WATER LINE LAYOUT FOR PROPOSED MALL IN HYANNIS, MASS. FOR TRAMMELL CROW CO. BY A.M. WILSON ASSOC. INC. . . .SCALE 1" = 50 ' JAN. 27, 1989 REV. 3/23/89" Sheets 1 and 2 (Tab 4 A.M. Wilson materials) (the "Plan") . The development of the Premises, as generally set forth on the Plan, (the "Project") , will comprise a two hundred three thousand five hundred eighteen (203,518 square foot retail dry goods store shopping plaza. The calcu ations submitted to the Town of Barnstable Board of Health (the "Board") by the Applicant's design engineers indicate that the Project, as proposed, (i) exceeds all pertinent requirements of Massachusetts Code of Regulations L310 CMR 15) ; (ii) will result in an estimated discharge of e f uent based upon current Massachusetts Code of Regulations, of _374.8_cp.d. per acre- and further, (iii) will result in an aggregate nitrate-niit g n concentration of less than 5 parts per million (4. 6 parts per million) . 1. 1. 1 The proposed Subsurface Sewage Disposal System is designed, as shown on the Plan, with a sixteen thousand (16, 000) gallon septic tank and 126 leaching galleys laid out in six (6) rows of 21 galleys each with two (2) feet of stone, having an aggregate design capacitv2,936 g.p.d. . Massachusetts Code 1 M of Regulations 310 CMR 15.02 design flows for d __qQ_o ds_retail stores, as applicable to the Project, requires a minimum de is gn flow capacity of 10, 180 gallons per day. Accordingly, the proposed waste water disposal system is designed to exceed the minimum requirements of 310 CM1�1�3. - It is also noteworthy that ` Fie- er"a`ching ga leys, as located on. the Plan, will be at least twenty (20) feet above the existing round water table. 1.2 The Code of Massachusetts Regulations (310 CMR 15) provides in pertinent part that no individual sewage disposal system or other means of sewage disposal shall be located, constructed, altered, repaired, or installed where a common sanitary sewer is accessible adjoining the property and where permission to enter such sewer can be obtained from the -authority having jurisdiction over it; or, if a common sanitary sewer is not accessible, until a permit for its location, construction, alteration, repair, or installation shall have been issued by the Board of Health. 1.3 The Applicant has filed its Plan in order to obtain a disposal works construction permit for the proposed subsurface sewage disposal system to be constructed at the Project as delineated on the Plan. 1.4 The Board, pursuant to Massachusetts General Law, Chapter 111, Section 31 has adopted two regulations which may impact the Applicant's request for a disposal works construction permit as follows: a) Groundwater Protection Regulation, adopted September 6, 1983 ("the Groundwater Protection Regulation") , hereto attached as Exhibit "A". b) Interim Regulation for the Protection of Groundwater Quality within Zones of Contribution to Public Supply Wells, adopted February 19, 1985 (the "Interim Regulation") , hereto attached as Exhibit "B" . 1.5 By virtue of the Town of Barnstable Charter, the Department of Public Works of the Town of Barnstable (the. "Department") is the authority having jurisdiction over the common sanitary sewer within the Town of Barnstable. (Town of Barnstable Charter, Article XVI) . 1.6 The Department adopted an "Interim Sewer Connection Policy April 1988, as revised May 18, 198811, (the "Policy") a copy of which is attached hereto as Exhibit "C" . The Department Policy provides in pertinent part, as follows: 2 .I "A. Sewer System Extension Projects. Projects involving an extension to the sewer system, as it currently exists, shall be limited to those which: ' 1. Require approval to proceed from the Secretary of Environmental Affairs through the MEPA Process and have either been granted such approval or receive such approval of a request currently pending action by the Secretary, and the conditions, if any, placed on the approval to proceed can be accommodated, and 2. Have either been issued a DEOE and/or Town permit, or are issued a permit for an approved protect which is currently pending such issuance. 3 . All other projects involving an -- - extension to the currently existing sewer system shall be disapproved. " (emphasis supplied) . 1.7 Your Applicant refers to the narrative dated February 21, 1989 in the materials prepared by A.M. Wilson .Associates Inc. paragraph 3 for the location of the nearest Town of Barnstable sewer main and suggests that reference to that narrative will indicate that an extension of the sewer mains would be required in order to connect the Premises to the common sanitary sewer of . the Town. 1.8 No application for a "sewer . permit" is pending with the Secretary of Environmental Affairs for the Commonwealth of Massachusetts, the Commonwealth of Massachusetts Department of Environmental Quality Engineering, or the Department. Accordingly, the Appellant avers that it is prohibited from obtaining an extension of the Town of Barnstable sewer to the Project as a result of the Policy. 2 . The Groundwater Protection Regulation requires all new commercial structures within a zone of contribution to a public supply well within 3 , 000 feet of a municipal sewer line to connect with the public sewer. 2.1 The Regulation indicates that the Board of Health is authorized to grant a Variance from the Regulation after Hearing, during which the Applicant proves, the following: 3 v M a) That the installation of on-site sewerage disposal systems will not have a significant adverse effect on surface or subsurface private or public well resources. b) That a strict interpretation of the regulation would do manifest injustice to the Applicant, and c) That the same degree of environmental protection required by the regulation can be achieved by other means. 2.2 The express purpose of the foregoing regulation is to "avoid high density housing which can, over time, cause serious deterioration of ambient groundwater by nitrate contamination" . The regulation further states that calculations performed by Cape Cod Planning and Economic Development Commission indicate that housing units placed on one acre parcels will produce the maximum recommended planning limit of five parts per million nitrate- nitrogen in groundwater (emphasis supplied) . 2.2 . 1 With respect to the specific requirements for Variance from the Groundwater Protection Regulation, the Applicant avers as follows: a) The denial of the Applicant's request .would result in manifest injustice to Applicant. (i) the Department of Public Works, as a result of a mandate imposed by the Department of Environmental Quality Engineering and the Secretary of Environmental Affairs, has adopted the Policy which will not permit the Applicant to extend and connect to the Town of Barnstable sewer, (ii) the Applicant is deprived of any economic use of this prime commercial property if the Board does not see fit to allow this�Variance request and permit the on-site disposal system substantially as proposed by the Applicant. (iii) the Policy of the Department was developed as a result of an alleged incapacity of the Town Wastewater Treatment Plant to accommodate additional sewage and not as a result 'of Applicants proposed Project. b) The installation of an on-site sewerage disposal system at the Project, will not have a significant adverse effect on surface or subsurface, public or private resources and will result in the same dectree of environmental 4 y Protection as would result if Applicant were to connect to the Town sewer. i) all areas within one mile of the subject Premises, and the subject Premises itself, are served by public water supply mains; ii) the Premises are relatively level and the flows from the premises may run east-northeast or east-southeast depending upon the usage of the closest wells and the recharge rate of th Town disposal area thus dispersing the effluent in more than one direction and diffusing concentration, and; there will be considerable distance (minimum 20 feet) between the bottom of the leaching galleys and observable groundwater; the nitrate-nitrogen calculations pertaining to the Project indicate. a. resultant nitrate-nitrogen discharge of 4.6 parts per million ("ppm") , less than the 5 mg./1. maximum prescribed by the Cape Cod Planning and Economic Development Commission cited in the Regulation; which, it is noteworthy, is more than 5 mg./l. below . the maximum- prescribed. by Federal Environmental Protection Agency standards for drinking water; iv) the system is designed to handle an effluent :z capacity in excess of that prescribed in (310 CMR 15.02) ; .. v) the Department Policy indicates that the Town of Barnstable Waste Water Treatment Facility on Bearse's Way in Hyannis may presently be incapable of handling additional sewerage. Groundwater studies conducted for the Town have indicated that a plume has developed and is extending in a general southerly direction from the Waste Water Treatment Facility. The on-site system as proposed by the Applicant complies with all applicable state regulations and is located considerably above observable groundwater so as to produce a minimal impact on groundwater and the surrounding environment. 3. Next, the Appellant refers to the Interim Regulation and admits that the Project lies within of two Zones of Contribution as shown on the map entitled, "Town of Barnstable Public Supply Wells Zone of Contribution" dated February 19, 1985. 5 r 3 . 1 However, for the following reasons the Applicant feels that the Interim Regulation should not prohibit the Project. a) The purpose clause of the regulation indicates that the "regulations are temporary and will be in effect only until the Town adopts a groundwater and water resource protection program" . The Applicant avers that pursuant to Town Meeting held November 7, 1987, the Town amended Chapter III, Article III of its Zoning By-Laws by inserting therein "Section 3-5.2 Groundwater Protection Overlay Districts" and at the same meeting amended Chapter III of its Gen__eral By- Laws by adding at the end thereof, a new Article entitled "Regulation of Wastewater Discharge" . The latter By-Law provides in pertinent part, Section 3 , Standards 3-1 that the maximum allowable wastewater discharge within a zone of contribution should not exceed 380 gallons per acre per day. It would seem that the adoption of the Amendment to the Town Zoning By-Law and the Amendment to the General By-Laws of the Town satisfy the express purpose for the adoption of the Interim Regulation thus obviating the Interim Regulation. b) The design engineer's nitrate-nitrogen. calculations pertaining to the Project indicate a concentration of 4.6 parts per million, which amount is less than the maximum allowable discharge of 5 mg./1. prescribed in Section "A" of the Interim Regulation and well below the Environmental Protection Agency standard of 10 mg./1. . The Regulation Indic at discharge shall be limited to 330 gallons p�err, day runlPion ' the applicant demonstrate �, tha the said. concen ra will. not exceed. 5 mg./1. . 3 .2 Accordingly, on the basis of the foregoing factors, the Applicant believes that no request for Variance from the Interim Regulation is necessary. 3 .3 If the Board deems that a Variance is necessary, the Applicant must demonstrate, as follows: a) . Connection to Town sewer is not available. b) Enforcement of the regulation would do manifest in justice; and further, that the installation of on-site sewerage disposal system would not have a significant adverse effect on surface or sub-surface public or private water resources. c) In its deliberations the Board shall consider direction of ground water flow, population, density, soil conditions, depth to ground water, size, shape and slope of the Lot, existing and known future water supplies. 6 3 . 3 . 1 With respect to the specific requirements for Variance from the Interim Regulation, the Applicant avers, as follows: a) A town sewer connection is not obtainable (see 111.5" through 111.811, supra) . b) Enforcement of the regulation would do manifest injustice to the Applicant for the following reasons: (i) the Applicant will be deprived of reasonable economic use of this prime commercial property if the Board does not see fit to allow this Variance request and permit the on-site waste disposal system substantially as proposed by the Applicant. (ii) further, there will be no significant adverse effect on water resources since the resultant nitrate nitrogen concentration from the Project will be below the maximums prescribed in the Interim Regulation. (iii) . also, the Premises is located at .a relatively high elevation and is level and there is considerable distance (minimum 20 feet) between the bottom of the leaching galleys and observable groundwater. (iv) lastly, the proposed system complies with the provisions of 310 CMR 15, the successor to Title 5, in all pertinent respects. c) Considering the factors suggested for review by the Board, installation of the proposed on-site subsurface disposal system will not have a significant adverse effect on existing or known future on surface or subsurface public or private water resources. i) all areas within one mile of the subject Premises, and the subject Premises itself, are served by public water supply mains; ii) the Premises are relatively level, water flows alternatively, in general, east-southeast or east direction depending upon the use of the Town's waste disposal plant and the amount of use of the wells 3000 ' to 4000 ' northerly and northeasterly of locus, and there will be at least twenty (201 ) feet distance between the bottom of the leaching galleys and observable groundwater, iii) the nitrate-nitrogen . calculations pertaining to the Project indicate a resultant nitrate- 7 Q f nitrogen discharge of 4. 6 parts per million, less than the 5 mg./1. maximum prescribed by the Cape Cod Planning and Economic Development Commission cited in the Regulation and well below the Federal EPA Standard of 10 ppm, iv) both systems are designed to handle a capacity in excess of the minimums prescribed in (310 CMR 15.02) , v) the Department Policy indicates that the Town of Barnstable Waste Water Treatment Facility on Bearse's Way in Hyannis is incapable of handling additional sewerage. Groundwater studies conducted " for the Town have indicated that a plume has developed and is extending in a general southerly direction from the Waste Water Treatment Facility. The on-site system as proposed by the Applicant is over-designed so as to produce a minimal impact on the groundwater and the general environment and avoid increasing the load on the existing municipal facility unless and until it is designed and improved to accept the effluent discharged. from the Project. vi) . . although there is a fair amount of. development in reasonable proximity of locus, much of it is tied into the Town's sewer system. 4. Based on the foregoing facts and documentation, the Applicant requests that the Board determine as follows: ` 4. 1 _ That the facts and documentation submitted to the Board pertaining to the Project are sufficient to allow the Board to approve the request for Variance from the Groundwater Protection Regulation pursuant to the Plan referred to in 1. 1 of this Memorandum and said Variance is so granted for construction of the subsurface disposal system for the Project as shown on the Plan. 4. 2 That facts and documentation submitted to the Board pertaining to the Project reveal that the Applicant does not need a Variance from the Interim Regulation since (i) it has been obviated by the adoption by the Town of the Ground Water Protection Overlay Districts and the Regulation of Waste Water Discharge By-Law which fulfill the purpose of the Interim Regulation as expressly stated therein, and/or (ii) the Project as proposed will result in a nitrate/nitrogen concentration of less than 5 ppm and, therefore, the limitation of 330 gpd is inapplicable. M g r 4. 3 That the facts and documentation submitted to the Board pertaining to the Project are sufficient to allow the Board to approve the request for Variance from the Interim Regulation pursuant to the Plan referred to in 1. 1 of this Memorandum and said Variance is so granted for construction of the subsurface disposal system for the Project as shown on the Plan. 4 .4 That upon submission of properly engineered plans substantially in the form of the design set forth on the Plan and stamped by a Registered Professional Engineer, the appropriate filing of the application and upon payment of the prescribed fee the Board will issue a disposal works construction permit for the Project pursuant to the Plan so as to 7 P permit-construction of- the- _-- disposal system delineated on the Plan. Respectfully Submitted, kMARE 'miited Par - rs p Its At rney, .Henry Murphy, Jr. sym2\hlm\3-28-89 drivein\memorand No. 5 9 y 1 .1';C1Vb JCpCEmUct O, 12OJ, alucl uc_..6 - ibr- "Al' TOWN OF bARNS'1•ABLE t„E Ta y a g, OFFICE OF 3jxXrr'L= BOARD OF HEALTH ti679. �� 367 MAIN STREET �01"Y HYANNIS•MASS. oz601 GROUND WATER PROTECTION The Board of Health, Town of Barnstable, Massachusetts, in accordance with, and under the authority granted by Section 31, of Chapter 111, of the General Laws of the Commonwealth of Massachusetts, hereby adopted the following rules and regulations after a public hearing at a meeting.of the Board held on Septem- her 6, 1983. PURPOSE: The protect of round water in' the Town of: Barnstable The ground resources of the Town of Barnstable. are its sole source of water supply. it is now known and demonstrable that public supply wells draw water if from a substantial land area. It is known from experience that high density housing can over time cause serious deterioration of ambient..groun water nitrate contamination. It has. been proven that nitrate contamination is drinking water can be 'a -serious public. health problem Calculationsrperformed.:by-Cape Cod .Planning and Economic..Develo meat..Commis P 'sion=:iadicate=that::housing units -placed on re -pa rc ong acels will produce v - j the maximum recommended planning 11m1t o 5 vpm nitrate nitrogen in ground water. Proposed. subdivisions within- 3',000 feet of a municipal sewer line shall connect-;all building_lots: in. the.. subdivision to the Town sewer-if. any lots __ is the. subdivision are:`Iess than one acre and are located..within a .zone ` - of contribution,.to a public supply well. Zones of contribution will be ' = determined`by-the,-Board<of_ Health..., S if ` All new multi-family dwellings within a zone- of contribution to a. public -. .:• supply well within.3000 feet of: a municipal sewer line- shall- connect to the public-. sewer. . All new commercial structures within a zone of contribution to a public. ' supply well within 3000 feet -of a municipal sewer line shall connect. to Public sewer. Outside of the Zones of Contribution to Public Supply Wells,. any new construe- tion on lots of less than 1 acre that are within 3000 feet of a sewer line shall be considered for mandatory connection to said line if. the Board of _ Health determines that onsite sewage disposal.. systems will contribute , to s.n the degradation of the water quality of private wells, lakes' ponds or coastal embayments. _ !7 r Exhibit "A" (cont'd) VARIANCES to the regulation may be granted by the Board of Health after a hearing during which the applicant proves that the installation of onsite sewage disposal `i systems will not have a significant adverse affect on surface or subsurface public or private water resources. The Board in granting variances will consider if strict interpretation of this regulation would do manifest injustice to the applicant; however, the applicant must demonstrate that the same degree of environmental protection required by this regulation can be achieved by other means. i latio is t take effect on the.date of publication of this notice. 4a, R pert L. Childs, hairma Ann •��, Jane—' augh :. H/ F: Inge, 11`1. BOARD OF HEALTH TOWN_OF BARNSTABLE ~,.,,,. i - •- �k ��s`�;+*-�.+. K'��s. c c*-..•� fit?4..a.rx.; -,•.� _ rr ,- APPROVEfl S 3O FO Asst. -Town Counsel <Y -, t PATRIOT of {� ^ J /J J TOWN OF BARNSTABLE s G OFFICE OF BOARD OF HEALTH rasa. Yam' f639• �~�� 367 MAIN Si•REZT �o vxY r' " HYANNIS, MASS.02601 LEGAL NOTICE IN-: ri FOR THE PROTECTION OF THE GROUNDWATER QUALITY WITHIN ZONES OF CONTRIBUTION TO PUBLIC SUPPLY WELLS The Board of Health, Town of Barnstable, Massachusetts, in accordance with and under the au- thority granted by Section 31, of Chapter 111, of the General Laws of the Commonwealth of Massachusetts, hereby adopted the following rules and regulations after a public hearing at a meeting of the Board held on February 19, 1985: PURPOSE The initial findings of a townwide hydrogeologic investigation indicate that a substantial portion_ of the Towns water supply may be in jeopardy from the Iong term build-up of nitrate-nitrogen, ' primarily from the subsurface discharge of sewage effluent.. It has been proven that nitrate contamination in drinking water can be a serious public health problem.:-.Based..on these. findings, three of the nine zones of contribution to public'supply wells are.considered to be "at risk",zones requiring. immediate measur-es_'to mitigate the adverse impacts to the groundwater from such - .discharges. ,.These regulations- are temporary and. will be in effect only until the Town adopts a ground.water and water.resource protection t..- :RESTRICTIONS t No permit. for the construction of an individual sewage disposal system 'shall be`granted within the. zones of contribution to public.supply wells identified as zones.1, 2,.and 3 n a:map entitled,. =� -" "Town of Barnstable, Public. Supply Wells Zone of 'Contribution, dated Fe*ary 19,. 1985, and. by SEA Consultants;.Inc_, Boston,...Ma:, which. map is on.file with the Board of Health; ;;...unless.the following standards are met >-:-- A_. The maximum allowable discharge of sanitary sew* age shall not exceed 330 gallons per acre per day unless the applicant'demonstrates that the total concentration of nitrate-nitrogen' • in-the groundwater-resulting from"-rhe proposed use will not exceed 5 mg./I. This- 'determi- nation shall .consider the total, predicted. concentration of nitrate-nitrogen at the down gradient property line of the lot upon which the proposed use is to be located.. B.- Nothing in this regulation shall prohibit the approval by the Board of Health of any appli- cation involving the maintenance, repair or alteration of an existing individual sewage . • disposal system, providing that said application does not involve a change of. use as defined by existing Board of Health regulations. Where a change of use is involved, the applicant :t.;�:: must demonstrate compliance with this regulation. - :' .- =.�� -- :.• : . : --- .�. Variance to this regulation may be .granted by the Board of., Uealth •only if, the applicant can demonstrate that: 1. Connection to Town sewer is not available; and 2. That enforcement thereof would do.-manifest injustice; however, the applicant must prove that the installation of on-site sewage disposal systems. will not have a significant adverse effect on surface or sub-surface public or private water resources. I TOWN OF BARNSTABLE INTERI2,1 SEWER CONNECTION POLICY APRIL I988 x AS REVISED MAY I8, 1988 Whereas the Secretary of Environmental Affairs has ordered that the Town of Barnstable prepare an Environmental Impact Report (EIR) under the provisions Of the Massachusetts Environmental Policy Act (MEPA) before the Town proceeds to implement the recommendations of the 1987 Wastewater Management Plan and whereas that order prohibits the increase in volume of sewage to be treated. at the -- Wastewater Treatment facility (WWTF) and whereas the effectiveness of the nitrification/denitrification process currently employed by the WWTF will _be y substantially reduced, if not'destroyed, with any appreciable increase in volume of sewage, the following Interim Sewer Connection Policy is established by the Barnstable Department of Public.Works _r = L A -!t d A w'.21� "•+ C. y .w-M1 J.tt y k1 t. x .4s• z _ : - A.. Sewer System Extension Projects. Projects involving- an extension to - the sewer system, as it currently exists, shall be limited to thosei which ter: I Require approval to proceed from. the Secretary of Environmental -. Affairs through .the MEPA process and. have either been granted such approval or. receive approval of a request currently pending action. by the Secretary, and the conditions,. if any, placed on-the approval to proceed can be accommodated, and 6:1 io ,'.. 2. Have either been issued a DEQE and/or Town permit or are issued • _- a permit for an approved project: which Is currently pending such • _ _ issuance._ ::.. All other projects involving an extension to the currently existing sewer system shall be disapproved_ Exhibit "C" - - 2 - (cont'd) B. Sewer Connection Projects. Projects requiring a new connections) to the sewer system as it currently exists or to extensions thereof as is described in "A" above shall be limited to those which: 1. Require the approval of the Secretary of Environmental Affairs and such approval has been received or, in the case of those currently pending his action, is received and the conditions, if any, placed on the approval can be accommodated_: Z. Require the issuance of a permit from DEQE, and such permit has been issued or, in the case of those currently pending action -- „ Y DEQE, is issued_ 3 Do not require approval of"biEPA and/or-DEQE or are'not'.effected by any special conditions imposed on the`system by either MEPA F rg or DEQE and occup grope y rty that is located in an area served by the- sewer and its continued or-future intended use is contingent on the owners complying with an order issued by the-Board of Health to connect to the sewer or, in. the case of. properties located.. in Area 5' (Southeast Hyannis), are specifically authorized to connect . to the sewer .in order to provide a volume of wastewater- flow - sufficient to ensure proper operation of the system_ All other requests involving a new connection• to.-the sewer system shall be C. Increased Sewage Discharge_ Projects involving a change in use of a property, _ either connected to the sewer or located in an area served by the existing Exhibit "C" - 3 - (cont' d) sewer system requiring connection as a condition of approval by the Board of Health, which will result in a volume of wastewater beyond reasonable limits (Z5 percent) of the higher of either that being discharged under the current use or that which could be expected under current zoning shall not be allowed. D. Water Conservation Measures. In addition to any conditions Imposed b p° Y either., the Secretary of Environmental Affairs or DEQE, Town level approval of projects shall be conditioned oa the use of water saving devices. The only exception to this requirement shall pertain to existing residential structures which are under or come under.order-of the Board...of Health to - --- .--- - connect to the sewer system:.as outlined in "B.3 "_ above_. However, owners of structures in this category-shall be encouraged to install such devices J k A It must be recognized that beyond the present constraints applied by way of ' EPA--EIR. process, a finite: capacity to dispose of sewage effluent" from:-. Wastewater Treatment plant exists and that the probability of accommodating sewage.' - - _ _. _volume.. in.excess of' that. stated in the Towns.Draft. Groundwater= Discharge Permit (4_Z" mgd) is unlikely. A-significant increase in.the sand filter.bed-area.or the inclusion. - of another form of effluent disposal is required in order to expand the plant's capacity. Given this constraint, and a far more sophisticated understanding of the need to protect .' the Town's public water supply and to eliminate threats to the public health caused by. failing on-site systems, the sewer service.area called for in.the.1987 Wastewater Management Plan is significantly reduced from that which was envisioned in ' a - predecessor.. plan`developed in 1971. The attached "Wastewater .Flow Allocations" -- chart shows the Paan's projected assignment of the WWTF's maximum allowed capacity.- - Z. The development of a town-wide Sewer Facilities PIan is about to begin under the:-direction of the Massachusetts DEQE_- Among the more critical issues which _ 4 _ Exhibit "C" (cont' d) it wiII address are the effluent disposal limitations described above and the groundwater contamination potential at the WW attendant TF. The Plan may provide the answers co expanding •the facility's' capacity; however, it could also place further res ' trtctlons 'on tts use. Although the probability of this occurring is not known at this time, ro p peTy owners should be aware of this possibility and should not assume that permits will be s p ewer discharge issued at will upon the completion of the EIR or the Facilities pIa Furthermore, notwith n_ standing the PIan s determination regarding the WWTF's maximum allowable capacity, is the likelihood that si ificant - Improve -. _...... ----.:Tents_ exp ected tocalled for in-thepI n - .. _.._ will have to be Implemented before it is authorized to go much beyond the volume of sewage currently being treated. • ; .r • j S; .a III' L .� .L+y�a.. C�'r.'i-3�S'au �, a„ -. i. �.s yy�,".r t• � - r-�;�. .y _ _ hiteClS �w- .�s.F'a'--. Q C.E.Q�.wi3L@6�tQg�B Q - �> ,:: � _ X;y �[ivicarimeRtaE�rnteci<aca QeratiaR � ` ''Qeve[opRreRt�" s ' r v+ :i` geRcypr a jl x aS(T{R�tLQ�..ZQta si}Y} ILUR.f.C.I. r.CKIYICORRTeE1L3��eSea - �, zu t.-.",'LT F t L' ,+ -. -"y •+ i .;h t''t r.. �'L.to 4lu - r..;•- x c -- .ak CirminnateQFF45Zfi> may. � F y .• � �• s r 3 r Techaologyclransfer.. x S } y �MI RRAW". Manua�t 2. I tau ir :z O s w stewate :. an T. t ent � v C%-*AMLM SYjV1 r Id MA it y ' y 1 t � ? r� } l• z' sx F { JY - - a: f TABLE 6-4 c PERFORMANCE OF BURIED INTERMITTENT FILTERS - SEPTIC TANK EFFLUENT Filter Characteristics Effluent Characteristics Effective Uniformity y rau i c I Size Coefficient Loading Depth BOD SS NH3N NO3N Reference mm gpd/ft2 in. mg/l mg/l mg/l mg/l 0.24 3.9 1 30 2.0 4.4 0.3 25 25 - 0.30 4.1 1 30 4.7 3.9 3.8 23 25 0.60 2.7 1 30 3.8 4.3 3.1 27 25 N 1.0 2.1 1 30 4.3 4.9 3.7 24 25 2.5 1.2 W 1 30 8.9 12.9 6.7 a 18 25 =- � 0.17 11.8 0.2 39 1.8 11.0 1.0 32 22 4 12 0.7 17 19 0.23 - 0.36 2.6 - 6.1 1.15 24 l A.M.Wilson Associates Inc. TO : Sandwich Water Advisory Committee FROM: A. M. Wilson Associates , DATE: January 26 , 1989 RE : Water Usage - A & P Stores (our 'file 2. 0333 .1) - - STORE AREA TOTAL GPD/ LOCATION DATE SQUARE FT. H2O USAGE 1000 SQ. FT. A & P 1/1987 16 ,651.5 311,400 gal Buzzards sq. ft . 46. 2 gpd Bay 1/1988 250 ,200.2 gal Massachusetts A & P July 45 ,140 sq. ft. 760 , 000 gal 46.1 gpd Yarmouth 1987-1988 Massachusetts A & P 1/1987 40 , 698 sq. ft . 227 , 000 cubic 45 .32 gpd Baton Rouge 1/1988 feet including without Louisiana irrigation irrigation system system AVERAGE FLOW = 45 . 87 gpd/1000 sq. ft. 189PF16 :ek 911 Main Street Osterviile/MA 02655 4281450 TELEPHONE HENRY L. MURPHY. JR. MURPHY AND MURPHY (508)775-3116 J. DOUGLAS MURPHY COUNSELLORS AT LAW FAX 243 SOUTH STREET (508)775-3720 G. ARTHUR HYLAND, JR. LOCK DRAWER M NOTARY PUBLIC HYANNIS, MASSACHUSETTS 02601 REPLY OUR FILE NO. _ TO: Thomas McKean, Board of Health Agent Board of Health Department TOWN OF BARNSTABLE 367 Main Street Hyannis, MA 02601 FROM: Henry L. Murphy, Jr. based upon information compiled by A.M. WILSON ASSOCIATES, INC. DATE: March 28, 1989 RE: HYANNIS DRIVE-IN 4 Grou ndwater Recharge —The average annual recharge for. the Cape Cod area varies between 18-21 inches, with less recharge received in -the Provincetown-Truro areas and the maximum amounts falling within the Falmouth/Mashpee areas. The general source for this is the U.S.G.S. as observed from 1951-1986. CCAMP studies cite that groundwater recharge has- 3 components: . precipitation recharge; site development generated recharge; and sewage leachate recharge. . .Engineering calculations of recharge for the site development as proposed, based on the foregoing criteria, is 33 inches. Notwithstanding the 33 inches forced recharge calculations, the Applicant s wising a figure th h the U S.G S.of 20 inches obsery tions,of recharge, which number comport11 Niti--ateLoadincr Concentration Levels - Calculations show the resultant development concentration for nitrate to be at 4 . 6 ppm. w Concerns for higher levels associated with a grocery store use from meat and vegetable packaging processes are unwarranted. Research by A.M. Wilson Associates reveals that nitrate levels are generally lower from grocery stores than from other "dry goods" retail stores because of the higher water dilution factor. Sources of nitrate are from septic waste- not food processing. Title 5 Flow Generation - If there is any concern that actual water usage by grocery stores is close to the 50 gallons per 1000 square feet. threshold referenced inTitle 5. as Documented- waterpropos. use flows by the same type groceryer 1000 square feet. are observed to be . less than 50 gpdp " facilities proposed for the enter Further, the other "dry goods 1000 showed actual water meter readings within the 20-25 gpd p oposed would only square feet range. Since the grocery store pr r I Page 2 of 2 encompass approximately 25% of the intended development, with the remaining 75% being of the other "dry goods" usage, Title 5 projected flow thresholds should be considered quite adequate, and the resultant design sufficient. - '--- Grocery Store Cleaning Procedures - As to concerns that -cleaning .-- ---:- - procedures used within the food processing areas of the grocery store might result in harmful substances being washed and carried into the septic system are unwarranted. First, since it is a food processing area, toxic and hazardous substances are obviously not be permitted. Second, the choice of clean up methods will probably be high -pressure and/or high temperature water spray and a grease trap will be employed at the facility. In any event, the process will fall under jurisdiction of the _. Town of Barnstable Health Department. -. TELEPHONE HENRY L. MURPHY, JR. MURPHY AND MURPHY (508)775-3116 J. DOUGLAS MURPHY COUNSELLORS AT LAW FAX � 243 SOUTH STREET (508)775-3720 f G. ARTHUR HYLAND. JR. LOCK DRAWER M NOTARY PUBLIC HYANNIS. MASSACHUSETTS 02601 REPLY OUR FILE NO. f TO: Thomas McKean, Board of Health Agent Board of Health Department TOWN OF BARNSTABLE 367 Main Street Hyannis, MA 02601 FROM: Henry L. Murphy, Jr. based upon information compiled by A.M. WILSON ASSOCIATES, INC. DATE: March 28, 1989 RE: HYANNIS DRIVE-IN Groundwater Rechargge The average annual recharge for :the Cape Cod area varies between 18-21 inches, with less recharge received in the Provincetown-Truro areas and the maximum ' amounts falling within the Falmouth/Mashpee areas. The general source for this is the U.S.G.S. as observed from 1951-1986. CCAMP studies cite that groundwater recharge has 3 components: precipitation recharge; site development generated recharge; and sewage leachate recharge. Engineering calculations of recharge for the site development as proposed, based on the foregoing criteria, is . - 33 inches. Notwithstanding the 33 inches forced recharge calculations, the Applicant is using a figure of 20 inches of recharge, which number comports with the U.S.G.S. observations. Nitrate Loading Concentration Levels - Calculations show the resultant development concentration for nitrate to be at 4 . 6 ppm. Concerns for higher levels associated with a grocery store use from meat and vegetable packaging processes are unwarranted. Research by A.M. Wilson Associates reveals that nitrate levels are generally lower from grocery stores than from other "dry goods" retail stores because of the higher water dilution factor. Sources of nitrate are from septic waste- not food processing. Title 5 Flow Generation - If there is any concern that actual water usage by grocery stores is close to the 50 gallons per 1000 square feet threshold referenced in Title 5. as Documented ocupro en ed water use flows by the same type of grocery are observed to be less than 50 gpd per 1000 square feet. Further, the other "dry goods" facilities proposed for the center showed actual water meter readings within the 20-25 gpd per 1000 square feet range. Since the grocery store proposed would only 1 Page 2 of 2 encompass approximately 25% of the intended development, usage, with the remaining 75% being of the other "dry goods" projected flow thresholds should be considered quite adequate, and the resultant design sufficient. Grocery Store Cleaning Procedures As to concerns that-cleaning.-.---- --.- procedures used within the food processing areas of the grocery store might result in harmful substances being washed and carried into the septic system are unwarranted. First, since it is a food . processing area, toxic and hazardous substances are obviously not be permitted. Second, the choice -of clean up - methods will probably be high pressure and/or __high temperature water spray and a grease trap will be employed at the facility. In any event, the process will fall under jurisdiction of the tment. Town of Barnstable Health Depar v L e HENRY L. MURPHY, JR. MURPHY AND MURPHY TELEPHONE J. DOUGLAS MURPHY (508)775-3116 COUNSELLORS AT LAW G. ARTHUR HYLAND, JR. 243 SOUTH STREET FAX (508)775-3720 LOCK DRAWER M REPLY OUR FILE NO. HYANNIS, MASSACHUSETTS 02601 NOTARY PUBLIC TO: Thomas McKean, Board of Health Agent Board of Health Department TOWN OF BARNSTABLE 367 Main Street Hyannis, MA 02601 FROM: Henry L. Murphy, Jr. based upon information compiled by A.M. WILSON ASSOCIATES, INC. DATE: March 28, 1989 RE: HYANNIS DRIVE-IN Groundwater Recharge - The average annual recharge for the Cape Cod area varies between 18-21 inches, with less recharge received in the Provincetown-Truro areas and the maximum amounts falling within the Falmouth/Mashpee areas. The general source for this is the U.S.G.S. as observed from 1951-1986. CCAMP studies cite that groundwater recharge has 3 components: precipitation recharge; site development generated recharge; and sewage leachate recharge. Engineering calculations of recharge for the site development as proposed, based on the foregoing criteria, is 33 inches. Notwithstanding the 33 inches forced recharge calculations, the Applicant is using a figure of 20 inches of recharge, which number comports with the U.S.G.S. observations. Nitrate Loading Concentration Levels - Calculations show the resultant development concentration for nitrate to be at 4 . 6 ppm. Concerns for higher levels associated with a grocery store use from meat and vegetable packaging processes are unwarranted. Research by A.M. Wilson Associates reveals that nitrate levels are generally lower from grocery stores than from other "dry goods" retail stores because of the higher water dilution factor. Sources of nitrate are from septic waste not food processing. Title 5 Flow Generation - If there is any concern that actual water usage by grocery stores is close to the 50 gallons per 1000 square feet threshold referenced in Title 5. Documented water use flows by the same type of grocery store as proposed, are observed to be less than 50 gpd per 1000 square feet. Further, the other "dry goods" facilities proposed for the center showed actual water meter readings within the 20-25 gpd per 1000 square feet range. Since the grocery store proposed would only J Page 2 of 2 encompass approximately 25% of the intended development, with the remaining 75% being of the other "dry goods" usage, Title 5 projected flow thresholds should be considered quite adequate, and the resultant design sufficient. Grocery Store Cleaning Procedures - As to concerns that cleaning procedures used within the food processing areas of the grocery store might result in harmful substances being washed and carried into the septic system are unwarranted. First, since it is a food processing area, toxic and hazardous substances are obviously not be permitted. 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Y J w .' .z P!!�r NR` A :x fF rt`' '+-�., nx4 -F,., c,r .:":' Vs- i'aA .�N_ t r QFENGlNEERSW `'�c3EAaC#� - r i // ( F =:r> c - ^ •, Z].r (_ -"fa y. - S' _ Y t.l«,.. ..7. 9 h'. n f. . T 1 . 5 . 2 Treatment Performance Removals of wastewater constituents by the filtering and straining action of the soil are excellent. Suspended ' solids , BOD, and fecal coliforms are almost completely removed . Nitrification of the applied wastewater is essentially com- plete when appropriate hydraulic loading cycles are used . Thus, for communities that have ammonia standards in their discharge requirements, RI can provide an effective way to meet such standards . 4 Generally, nitrogen removal averages 50% unless specific _ .:. operating procedures are established to maximize denitrifi- "'' cation. These procedures include optimizing the application cycle , recycling the portions of the renovated water that contain high nitrate concentrations , reducing the -n= infiltration • rate, and supplying an additional carbon source . Using these procedures in soil column studies , " -= average nitrogen removals of 80% have been achieved . Nitrogen removal by denitrification can be significant if i the hydraulic loading rate is at the mid range or below the values in Table 1-1 and the BOD to nitrogen ratio is 3 or ME more. Phosphorus removals can range from 70 to 99% , depending on the physical and chemical characteristics of the soil. As `- with SR systems, the primary removal mechanism is adsorption with some chemical precipitation, so the long-term capacity is limited by the mass and the characteristics of soil in = _ contact with the wastewater. Removals are related also to the residence time of the wastewater in the soil , the travel _ = distance , and other climatic and operating conditions. 1 .6 Overland Flow Process In OF land treatment, wastewater is applied at the upper reaches of grass covered slopes and allowed to flow over the vegetated surface to runoff collection ditches. The OF process is best suited to sites having relatively, imper- meable soils . However, the process has been used with success on moderately permeable soils with relatively impermeable subsoils . The wastewater is renovated by physical , chemical, and biological means as it flows in a thin film down the length of the slope . A schematic view of OF treatment is shown in Figure 1-3 (a ) , and a pictorial view of a typical system is shown in Figure 1-3 (b) . As shown in Figure 1-3 (a ) , there is relatively little percolation involved either because of an impermeable soil or a subsurface barrier to percolation. 1-11 ✓ l 5. 2 Process Performance The RI mechanisms for removal of wastewater constituents such as BOD, suspended solids, nitrogen, phosphorus, trace elements, microorganisms , and trace organics are discussed briefly along with typical results from various operating systems. Chapter 9 contains discussions of the health and environmental effects of these constituents. 5. 2. 1 BOD and Suspended Solids Particulate BOD and suspended solids are removed by filtration at or near the soil surface. Soluble BOD may be adsorbed by the soil or may be removed from the percolating wastewater by soil bacteria. Eventually, most BOD and z suspended solids that are removed initially by filtration s'= are degraded and consumed by soil bacteria. BOD and suspended solids removals are p generally not affected by the level of preapplication treatment. However, high hydraulic loadings of wastewaters with high concentrations of BOD and suspended solids can cause clogging of the soil . Typical BOD loadings (Table 2-3 ) are less than 130 g ha•d A: ( 115 lb/acre •d ) for municipal wastewaters. Removals achieved at selected RI systems are presented in Table 5-1. Some systems have been operated successfully at higher loadings. -= 5. 2. 2 Nitrogen The primary nitrogen, removal mechanism in' RI systems is nitrification-denitrification. This mechanism involves two separate steps: the oxidation of ammonia nitrogen to = ' nitrate (nitrification) and the subsequent conversion of nitrate to nitrogen gas (denitrification) . Ammonium adsorp- tion also plays an important intermediate role in nitrogen removal. Both nitrification and denitrification are accomplished by soil bacteria. The optimum temperature for nitrogen removal is 30 °C to 35 °C (86 OF to 95 OF) . Both processes proceed slowly between 2 °C and 5 °C ( 36 OF and 41 OF) and stop near the freezing point of water. Nitrification rates decline sharply in acid conditions and reach a limiting value at approximately pH 4.5. The denitrification reaction rate is reduced substantially at pH values below 5. 5. Thus, both soil temperature and pH must be considered if nitrogen removal is important (Section 5. 4 . 3. 1 ) . Furthermore, alternating aerobic and anaerobic conditions must be provided for significant nitrogen removal (Section 5.4. 2) . Because aerobic bacteria deplete soil oxygen during flooding periods, resting and flooding periods must be alternated to result in alternating aerobic and anaerobic soil conditions. 5-3 TABLE 5-1 BOD REMOVAL DATA FOR SELECTED RI SYSTEMS (1-61 -BOD Average loading Treated Preapplication Sampling rate, water concen- Removal, Location treatment depth, m kg/ha•da tration, mg/L 8 Calumet, Untreated 3.3 80 11b 86 Michigan Fort Devens, Primary 20 87 12 86 Massachusetts Hollister, Primary 8 177 8c 95 California Lake George, Trickling 3 53 1.2 98 New York filters Milton, Activated 8-29 155 1.0-19.0 88-99 Wisconsin sludge Phoenix, Activated 6-9 45 0-1 98-100 Arizona sludge Vineland, Primary 2-14 48 6.5c 86 New Jersey a. Total kg/ha•yr applied divided by the number of days in the operating season (365 days for these cases) . b. Soluble total organic carbon. c. Average value from several wells. Note: See Appendix G for metric conversions. Organic carbon is needed. in the applied wastewater to 'supply energy for the denitrification reaction. Approximately 2 mg/L of total organic carbon (TOC) is needed to denitrify 1 mg/L of nitrogen. Because the BOD concentration decreases as the level of preapplication treatment increases, preapplication treatment must be limited if denitrification is to occur in the soil. Thus, if the goal of RI is nitrogen removal, primary preapplicatirn---treatment is preferred. Nitrogen removal efficiencies at various_ operating RI systems are shown in_ Table 5-2. As shown `in —tfiis table, nitrogen removals of approximately-j are typical. Greater amounts can be removed using special, management procedures (Section 5.4 . 3 . 1) . 5-4 TABLE 5-2 NITROGEN REMOVAL DATA FOR SELECTED RI -✓ SYSTEMS [ 1 ,2 ,4 ,6-9] Concentration Concentration in in applied Loading Flooding renovated water, mg/L Removal, r wastewater: rate, BOD:N to drying 9 of Location total N, mg/L m/yr ratio time ratio NO3-N Total N total N 3. Boulder, 16.5 48.8 2.3:1 1:3 6-16 9-16 10-20 s._. Colorado Rdµ` Brookings, 10.9 12.2 2:1 1:2 5.3 6.2 43 South- Dakota Calumet, 24.4 17.1 3.6:1 1:2 3.4 7.1 71 Michigan -` Disney World, -- 54.9 0.3:1 150:14 -- -- 12 Florida Fort Devens, 50 30.5 2.4:1 2:12 13.6 19.6 61 Massachusetts — — ;y Hollister, 40.2 15.2 5.5:1 1:14 0.9 2.8 93 ; California f.= Lake George, 11.5 58.0 2:1 1:4 -- 7.70 33 -F� New York 12.0 58.0 2:1 1:4 -- 7.50 38 Phoenix, 27.4 61.0 1:1 9:12 6.2 9.6. 65 Arizona At some sites the goal of RI may be only nitrification ( for example , Boulder, Colorado) . Generally, _._._z: .. y, nitrification occurs if wastewater application periods are short enough that the upper soil layers remain aerobic. For this reason, if nitrification is the objective of RI , short application periods followed by somewhat longer drying- - g y g periods are used. Because the nitrification rate decreases during winter months, reduced loading rates may be required in cold :. IF climates. Under favorable temperature and moisture conditions , up to 50 ppm ammonia nitrogen (as nitrogen) per day ( soil basis) may be converted to nitrate [10] . Assuming ° . - that nitrification only occurs in the top 10 cm ( 4 in. ) of soil , this corresponds to nitrification rates of up to 67 kg/ha-d ( 60 lb/acre-d ) . At the Boulder, Colorado , RI system, the percolate ammonia concentration remained below 1 mg/L on a year-round basis. 5. 2.3 Phosphorus The primary phosphorus removal mechanisms in RI systems are the same as described in Section 4 . 2. 3 for SR. Phosphorus -removals achieved at typical RI systems are provided in Table 5-3. 5-5 DATE: May 24, 1990 °.��,r� BARNSTABLE COUNTY HEALTH AND ENVIRONMENTAL DEPARTMENT SUPERIOR COURT HOUSE BARNSTABLE, MASSACHUSETTS 02630 AIAPHONE: 362-2511 5 EXT. 330 LAB 337 CLINIC 340 NEW MAIN LABORATORY ANALYSIS CLIENT: Robert B. Our Company Inc. COLLECTOR: John Our MAILING ADDRESS: Great Western Road AFFILIATION: foreman P. 0. Box 577 TIME & DATE OF North Harwich , MA 02645 COLLECTION: 5/23/90 11 :00 a.m. TELEPHONE NUMBER: 432-0530 BOTTLE NUMBER: BC774 DATE & TIME OF ANALYSIS: 5/23/90 1 :15 p.m. HETHOD OF ANALYSIS- MF D.E.P. POLICY FOR ACCEPTANCE OF NEW WATER MAINS XXXX Two consecutive samples showing the absence of coliform, collected at least 24 hours apart, are required when no chlorine residual. is routinely maintained in the distribution system. One sample showing the absence of coliform is . required if a chlorine residual is maintained in the distribution system. RESULTS SAMPLE LOCATION TOTAL COLIFORM /100ml 1 Fire Service Retail #1 , Festival Mall , Hyannis , MA 0 XXXX Test indicates the absence of. total coliform. Test indicates the presence of total coliform. REMARKS: CC: - Barnstable Board of Health ANALYST: CC.: ' Barnstable Water Co. DATE: May 17, 1990 % sa BARNSTABLE COUNTY HEALTH AND ENVIRONMENTAL DEPARTMENT SUPERIOR COURT HOUSE O � BARNSTABLE, MASSACHUSETTS 02630 to M �j PHONE: 362-2511 EXT 330 LAB 337 CLINIC 340 NEW MAIN LABORATORY ANALYSIS CLIENT: Robert B. Our Company Inc. COLLECTOR: John Our MAILING ADDRESS: Great Western Road AFFILIATION: foreman P. 0. Box 577 TIME & DATE OF North Harwich,MA 02645 COLLECTION: 5/15/90 10:30 a.m. TELEPHONE NUMBER: 432-0530 BOTTLE NUMBER: 487 DATE & TIME OF ANALYSIS:, 5/15/90 2:15 p.m. �:1ETHOD OF ANALYSIS: MF D.E.P. POLICY FOR ACCEPTANCE OF NEW WATER MAINS XXXX Two consecutive samples showing the absence of coliform, collected at least 24 hours apart, are required when no chlorine residual is routinely maintained in the distribution system. One sample showing the absence of coliform is required if a chlorine residual is maintained in the distribution system. RESULTS SAMPLE LOCATION TOTAL COLIFORM /100ml 8" fire service, Retail #1 , Festival Mall , Hyannis , MA 0 XXXX Test indicates the absence of total coliform. Test indicates the presence of total coliform. REMARKS: CC: Barnstable Board of Health CC: Barnstable Water Company ANALYST: P y —a'`= 'ra!nmeil Crow Company One Main Street Suite 700 Cambridge. Ma sachwerva 02142 617r621-0400 December 16, 1988 Ms. Arlene Wilson A.M. Wilson Associates 911 Main Street s Qsterville, Massachusetts 02655 Dear Arlene: Listed below is the septic information collected thus far from our anchor tenants. Average Gallon Gallon\ sq. Per Day 1000 sq. ft. Walgreens 11, 165 200 17. 91 Child World 36, 617 l, 000 27.31 Other information which may be useful.. None of the above locations or retailers use water saving devises. Arlene, we look forward to making a decision on this Monday morning. Best Bards, ry J. Koo BJK/cjb V Y , TELEPHONE HENRY L. MURPHY, JR. MURPHY AND MURPHY (508)775-3116 J. DOUGLAS MURPHY COUNSELLORS AT LAW FAX 243 SOUTH STREET (508)775-3720 � G. ARTHUR HYLAND, JR. LOCK DRAWER M NOTARY PUBLIC HYANNIS. MASSACHUSETTS 02601 REPLY OUR FILE NO. I TO: Thomas McKean, Board of Health Agent Board of Health Department TOWN OF BARNSTABLE 367 Main Street Hyannis, MA 02601 FROM: Henry L. Murphy, Jr. based upon information compiled by A.M. WILSON ASSOCIATES, INC. DATE: March 28, 1989 RE: HYANNIS DRIVE-IN Groundwater Recharge - The average annual recharge for the Cape Cod area varies between 18-21 inches, with less recharge received in the Provincetown-Truro areas and the maximum amounts falling within the Falmouth/Mashpee areas. The general source for this is the U.S.G.S. as observed from 1951-1986. CCAMP studies cite that groundwater recharge has 3 components: precipitation recharge; site development generated recharge; and sewage leachate recharge. Engineering calculations of recharge for the site development as proposed, based on the foregoing criteria, is 33 inches. Notwithstanding the 33 inches forced recharge calculations, the Applicant is using a figure of 20 inches of recharge, which number comports with the U.S.G.S. observations. Nitrate Loading Concentration Levels - Calculations show the resultant development concentration for nitrate to be at 4 . 6 ppm. Concerns for higher levels associated with a grocery store use from meat and vegetable packaging processes are unwarranted. Research by A.M. Wilson Associates reveals that nitrate levels are generally lower from grocery stores than from other "dry ` goods" retail stores because of the higher water dilution factor. Sources of nitrate are from septic waste not food processing. Title 5 Flow Generation - If there is any concern that actual water usage by grocery stores is close to the 50 gallons per 1000 square feet threshold referenced in Title 5. Documented- water use flows by the same type of grocery store as proposed, are observed to be less than 50 gpd per 1000 square feet. Further, the other "dry goods" facilities proposed for the center showed actual water meter readings within the 20-25 gpd per square feet range. Since the grocery store proposed would only l _ I Page 2 of 2 encompass approximately 25% of the intended development, with the remaining 75% being of the other "dry goods" usage, Title 5 projected flow thresholds should be considered quite adequate, and the resultant design sufficient. Grocery Store Cleaning Procedures-- - As to concerns that cleaning procedures used within the food processing areas of the grocery store might result in harmful substances being washed and carried into the septic system are unwarranted. First, since it is a food . processing area, toxic and hazardous substances are obviously not be permitted. Second, the choice of clean up methods will probably be high pressure and/or high temperature water spray and a grease trap will be employed at the facility. In any event, the process will fall under jurisdiction of the Town of Barnstable Health Department. II M XGt` 3 " A. M. WILSON ASSOCIATES,- INC. SHEET NO. / OF Z 911 Main Street CALCULATED BY M�� DATE ql z 8 9 OSTERVILLE, MASSACHUSETTS 02655 (508) 428-1450 CHECKED BY DATE SCALE .........._.................7'R'l1--(.M.. LI_,..... .. 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PRODUCT 2M05-l/_*/hc..G10100.M=01411,To OlduPWNE TOLL FREE 1,MM43M Trammell Crow Company Commercial One Main Street Suite 700 Cambridge, Massachusetts 02142 617/621-0400 Fax Machine:621-0466 June 15, 1989 Mr. Thomas McKean Director of Public Health Board of Health Department 367 Main Street Hyannis, Massachusetts 02601 Re: Landscaping - Festival at Hyannis Dear Tom, We have selected Larson Associates as landscape architect to design the softscape plantings for the shopping center site. The point of contact for Larson Associates is Jack Hepting (617) 641-2150. We have asked him to contact you to discuss .his design intentions. Jack has assured us that the trees, shrubs, and plantings that he intends to utilize will require no processed fertilizer or extra ordinary maintenance. All selected plantings will be submitted for your review prior to placement. If you have any questions or if we can be of any further assistance, please call. Best regards, an Koo Y P TEN/cj b cc: Charles Browne Jack Hepting Larry Murphy c�J'd �H1Ql 10HAL COW COkE HAT v 9 25 LITTLEFIELD STREET, AVON, MASSACHUSETTS 02322.1976 508.588.7300 Fax A 7;u •37,70 April 18, 1989 Trammell Crow Co. ATTN: Bryan Koop 1 Main Street Suite 700 Cambridge, MA 02142-1114 RE: Hyannis, MA Dear Bryan: This is to advise you of the fact that a typical Child World store i uses approximately 1000 gallons of water a day. If you need further information, .please call.. Thank you, -7 �f'd3 .- George Gamache, Direc or Construction & Property Management GG/fmb