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HomeMy WebLinkAbout0000 VANDUZER ROAD - Health (3) VANDUZER ROAD Cape Cod Village Barnstable r r Ff - HAMMATT AND WHITBEGK ATTORNEYS AT LAW 101 DEPOT ROAD Box 649 CHATHAM,MASS.02633 TEL.(508)945-2025 WILLIAM R.HAMMATT GREENFIELD OFFICE JAMES A.WHITBEGK 276 MAIN STREET GREENFIELD,MA 01301 (413)774-7541 September 11, 1989 Town of Barnstable Board of Health 397 Main Street Hyannis, MA 02601 j RE: Cape Cod Village Condominium, Unit 22 Dear Sirs & Madam, (or Board of Health) I have been requested by. Walton F. Canedy , to contact you regarding his use of Unit 22, Cape Cod Village Condominiums. As a followup to my letter to you dated October 21, 1987, I would again like to request your careful review of Mr. Canedy's rental of this unit for many years. Mr. Canedy has been renting this unit for a number of years on a year-round basis and would like to continue to do so. It is my understanding that the Board is considering approval of an on-site septic system for the condominium complex and that the system is subject to several state and local variances fro the Title V requirements. I further understand that your Board is considering restricting the occupancy of the cottages to a seasonal use. As Mr. Canedv is the only owner to have his unit- occupied on a year, round basis during the yearsof the condo's existence, he is the only owner who will be severely impacted by a new seasonal limitation. 'I I would ask, in your decision making process, that you consider exempting this unit from the seasonal use restriction. The cottage will not be occupiedby more than two persons, the septic tank at the cottage and the holding tank at the system should he sufficiently large to contain and process the effluent form a single cottage during th off season. .Mr. Canedy is willing to consider conditions to his continued use such as pumpin the main tank every few months but, I suggest that if the system is sufficiently large to handle twenty two cottages on a seasonal basis, it is certainly large enough to handle one cottage as well during the "off" season. Your attention to this matter is appreciated. Sincerely, ' William R. Hammatt, Esq. i W R H/my l l `/Yi _ LOMBARDO GROUP DAMES & MOORE A P:'IOFE��IONA Li�inci r.+nrxFrsl it 4t, CHURCH ST.. BIOSTON. MASSACHUSETTS CI-71ib (017; 542-55 "i J PN - 18038-001-9898 August 11, 1989 Mr. Anthony Sapienza Cape Cod Village Condominiums 5 Lincoln Street Arlington, MA 02174 RE: Cape Cod Village Condominiums Dear Mr. Sapienza: The Cape Cod Village Condominium property site was evaluated for' the feasibility of using a mound for wastewater disposal. The investigation initially encompassed the area east of Harbor Point Road. The investigation was expanded to include the area west of Harbor Point Road to increase the length of the mound. 1.0 Results The site investigation included an extensive grid of hand augers, percolation tests, test pits, and test pit bailing permeability tests. The location of hand augers and test pits are presented on Figure 1. Descriptions of the soils encountered in the hand augers and test pits are presented in the attached soil logs. The results of percolation and permeability tests are presented in Table 1. 2.0 Analysis The surficial soils consist of fine loamy sand and fine sandy loams. The soil is moderately permeable. Percolation rates range from 20 to 63 - minutes per inch. Permeability ranges from 1.2 to 62.7 x 10-3 ft/min. The moderately permeable material extended the full depth of the hand augers and test pits. The perched water table was observed at 10-inches and deeper. 3.0 Recommendations A mound system appears to be a feasible solution. However, the slow permeability of the soil and the shallow depth of the groundwater necessitates additional precautions. A sand filter should be installed to trea•Y the wastewater to maximize the percolation of water into the soil and to insure that the effluent M:M-ASCCI.TXT OFFICES WORLDWIDE DAMES & .SV1SOORE A fROFEtitilt�tiAL Lf�l1TE: �RTtiEFIFi::' Mr. Anthony Sapienza August 11, 1989 Paae Table 1 Percolation and Permeability Results June 26 and August 1, 1989 Soil Investigations Tesl Pit Boiling Procedure Test Pit Permeability (ft/min) 2 1.2 x 10-3 3 2.8 x 10-3 4 3.1 x 10-3 6 4.4 x 10-3 8 62.7 x 10-3 Median 3.1 x 10-3 Average 14.8 x 10-3 Percolation Tests Test Hole Percolation Rate (min/inch) Perc No. 1 45 Perc No. 2 60 Perc No. 3 64 Perc No. 4 20 . i M:M-ASCCI.TXT -Y- I ' LOMBARDO GROUP DAMES & MOORE A PROFESSIONAL LWITE: PARTNERSHIP 24r. Anthony Sapienza Aug-..st 9, 1989 Page 3 is as clean as practicable. The sand filter effluent shou_d be disinfected as a further precaution in the event of breakout. The mound footprint should be based on a loading of 0.5 gpd/ft2 as per EPA Design Manual Guidelines (4nsite Wastewater Treatment and Disposal System, Design Manual, USEPA 625/1-80-012) . The mound should be as long as possible to spread the flow out to maximize lateral flow as much as possible. Site drainage should be improved to minimize the amount of stormwater entering the soil in the area of the mound. A curtain drain should be installed uphill of the mound to lower or eliminate the perched water table. Pease call me if you have any questions. Yc::_s tru y Ke:_ J. Whalen Prz:ect Manager KJW 3ma Enclosures M:M-ASCCI.TXT 1 1 100-YEAR FLODD"N BOUNDARY �ACpN M eEACN v OC � N 4 ;OO V s A c #3F � y & '` ® c 0 Q. 3 R® �a ,, ® o►w =a4�20 ® - 0121 12A � � c -em s ® —for 04 p #A 9 u - T;�r Low VA US 9/85 C ATLANTIC TEST BORMG Co. 9/W SEE I Q BAXTER & NYE 10/86 BRIGGS ASSOCIATES Zee SCALE: 1'=100' DEEP'BORING- MAY 12 -s Sty 51111 EX L+ v, WAND Au6EL .Mo,'( 1-41 tReR Fiqur® CAPE COD VILLAGE CONDOMINIUM ASSOCIATION bOMMSAM GROUP LOCAMA t4 S UPDfr I r ..,..._ �a0 r ' .a. �AEVN . ..:. _. Observation Hole =i2 STest Pit ❑Boring Observuhon 'k,�a `F -Z Nest Pit OBoring ll Depth of Organic Hormin Above Mira -W Soil y°Depth of Organic Horizon Above Mutetd Soil Texture Coftsislenc -Color Moto' TOOL" Coommency Odor 0- 6 ----__-_- -_ ------ - -__---- _------- - (§ ----------- ------ - -�----- --------- �. to to {QL .l! l�iy R(A-L lL h � 20 J aj 30 30 t r.L f t ?'stir 40 40 g � ------------ --------- --=-------- --------- m tsa _ FKc -71'4AJ wPz� a O 60 70 70 Soil classification Slope LhaNne Fodor$Cxound Water Soil cia"Hication Slope Llml** Fodor water i�Q —Bwmh1dM Uqw Uw hvfuo condition L % i 0Bodroau Profile co"tion L oho 00 droct SOl�. D $ ftt:PTf4N ,ANd C .S3tFtCAT10N Observation Hole - C-3 ®Test Pit ❑Boring Observation Hole w w a aTest Pit OBoring Depth of Organic Horizon Above Mirtetol Soil "Depth of Orgontc Horizon Above Mineral Sal o Texture ConsWency Color Mottl ing o Texture Consirtericy Color Mottling a 10 10 15 20 20 930 30- ;AA 40 40 G 110: ,rw� Fr��J ------- -------- --------- ---------- 30 -------- -------- ----------- ---------- _ .:ate{ 5 ' i eofl eo 10 '0 70 Soi�,-: loeoificattoe slap• LkM"Fads Wfnvwb water 9011 Cliamfleatim Slope Lpnttirp Footar.Qlera�alti tMrr rO�ahkN»toy.► (o IN Id!i.La)r CeMitbn e16 O 9•droal P►dlb O-edifiew V. O Bedrock . rAd 91 �. Dote r _ 89ir CIO Obs "gals " 14`« pit ®E" Observation Hole ❑Test Pit ❑Baring i d l fir)fh' O Mhwd Soil `DWh ofOrgmk Habon Above Mifwd Soil 0 TQcture r + m N4o?41 o T"tt" Cdw Moffl �fA. D 10 C —C4 30 30 Q r l• �0 10 so- CL O so so TO 70 dill ChsMloofl" - slop- Lfmdtkm Fodor D&wW water _ Sell ClewNhefion slop Um"ing Feder Oerwd orator 2— P4MrkftA LMW Olr.h+dM.tapr Fwfb Coomm % OSWreat PrelIle CAFAM" % 0emmm* c Observation Hole []Test Pit ®Boring Observation Hole - = ❑Test Pit '®Boring "Depth of Orgat i Haim Above Mrwal Soil "Death of Organic Horizon Above Mhwd Sal o Texture Cow Mottling 0 Texture Consisfacy C for Mdtl' o � ow,• Cpy� �nc Fr",d-b�� ��gr�-.w� -� 5-AZAIn Fr ,able.. Brew. `- to ,•'�.�✓•( 1 glbw� 10 - F nL S�rweiti.z� Ro F Pau. ur,w Le L C,AWN ( CtPA{ C o an s C ooS� i so 3► boo e0 AfA 5 1 30 I am CMsNNeMNw Slope Usl"Hofer O 6rmw Mohr � Sri1 CleeeilfeefleA slope Una"le On»fy.r F"m Oeard i fe Z 20 � �w� % OCam % Oe.MNk Md*Fmk 1 • A No. are QELRiPT10N;_ >A�1C1 CG .+�'1lFCA '�tN ❑Test Pit JaBoring Observation Hole (o- ❑Test Pit gBorl n9 of Organic Horizon Above Mineed Soil . "Depth d Organic Horizon Above Mineral Soil �� Canistenc cow MOM 0- Texture CorIs Cokr RAottlnq LO{lrfy DARK ZVOeaAl r e —�.G_��y_ 4-------- a c ---- ---------- s ---------- ----------- --------- ---------- --- N L 40.4 r y to 4.>JL/ Idc:�x --$- --- ------ IS ----------- -------� ----------- -------- G,e? /f y r• r C � 20 H C 0Ae7 .I f Loo_:' Gt'Ay 80 r C 30 !C,a.1 S G 40 40 G __rir_F f m ------------ --- ------- so sA,i,_.y— -- ------- - ------- --------- � A C� so 70 70 SO. classification Slope LMMing Fedor 0&—A wowSoil Classification Slope Limiting Fodor O6raed Mkter Ofsstridhn taro Lay Prone Goadition --d�—°16 .2-3 0Bedrock Profile GoMifion % y'2 ❑B•drod+ E5CR . . 1;PTtON1NQ CLA StFtCAT Observahon Hole - ❑Test Pit Boring Observation Hole —- ❑Test Pit 12[Borin g "Depth of organic Horizon►Above Mineral Soil Of Depth of Organic Horizon Above Mineral Sal Torture catsiiitency Color Mottlincl 0 Texture . Considency Color Mottling `ee is GJi.i tAN f"'' PpGc>>✓ -----------1 6 L Gl�-7 y -------- ----------- --------- la /T ., r' /� .L.J A-/ SGn Ti n, v� q. ------ _-------- »-------- ---------- !S -- - 'z-- -- -- -------- CUS ter•, fc�� C.�.�y -- - 20 i c 20 F S�NaY eo30. L v /Qr7 A 2 � 1 40 v --- ---- ---------- --------- ---------- ------- _---- " so. U, 70 SwillclouMbaNm sk" L i�N' FmW 0 6rowd WOW 701Son Classification slope LIONIne Factor 0 around WMW Q Aorea h+d+w Layer Pft*tft-4 Pretih Ce"Itim O sedloca L Frofih coral" �oJ(a OlodraeY V -G- -6 7 a No. Dote i r OtiSCRtPT'I��d :A�i�� `Cy„ �SStFI��'�� ... Observation Hole / A QTest Pit (RBaring (3 es rP✓afswz t .�r .a� "' Test Pit GBoring Depth of Orgmic Horizon Above Mnerol Soil �_._�d� .�" �j f Organic So, eve Maeefd Soil o Texture cicinsistoncy Color Motu' 0 4ca,rY� _. t'f_ `i y R 'rr Mottling e __�s_l�Y �'iCI�►:�_ Fu�L __»___._v g __�_/L L__ 1��L__ i�Lc�:_ »_ C 10 10 /t O u,v' DAi'✓ 15 V ScrJEuyAr � QO to f. �� TAN /any 30 ftt A (' / 40 401 3 �NNJ7 00 60 so 70 70 Soil Classification Slope Limiting Fedor 0Orand Water Soil c1.ssNkation Slope Limiting Fodw OGroud Water Gobstrldir.Loyw I M w La Pt.fee Condition Z % / y 09odrock profile Caadtion '2 % 03adrock ...::- D f tIPTiQN �1N0' CLA�3IF#C�4T#�....... Observation Hole []Test Pit ®Boring Observation Hole i, l ❑Test Pit ®Boring "Depth d Organic Horizon Above Mineral Soil Depth of Organte Horizon Above Mina d Soil o is Texture Cons ant Color Mottlingo Texture Consistent Color MotM' -. �3�'cu,✓ SANG ail i.��.?r f ,3.7Gu,J ----------- 6 ---------- 10 toTZ / D j� R01. �7 F i20 vo F930- s0 Y R ��'7 P V y v 40so so i so 70 70 sail CLaedfiealloa slop Llselag Feeler O Groud wat.r soil Ckssi(ioatloa slop. Ueeirp Feolor Oaround rid. fiRnh fiveLolw 03*0 Idiv.Lam t�1+d11. eoafitlon —�96 12- O Oseroek Ftdib CaedlNea z ado 1z— O sedroek IV 61"etwo No. ate :..::. Observdiw hole _ 3 -- Ted: t i ..=t, �",�,, +:�,dion 3- F ❑Test Pit ISBoring ° of Or is Horizon Above Minced Soil Depth of Organic Horizon Abt---j E' 4NGI�ii �-_._.��— �h gm �� �Oi Color Mottling Texture ConelstenE t E a.z.YexPw►s ins 10A�r 0 �i92R �� OA�Y LONnY l3�Ot)� 6 --------- fielR�l - ------ - ---------- u -S��D 1�evuw ---------- 5 io 10 SGrfP v,i,�• TAN/lv F Y -__ 15 ----------- W f F -�--------- ------- 20 A J -7 9 30 .l 40 ,j/ W 40 ------ --- -- ----------- ----------- SO ------------ ------ - ------- m SO C 60 60 i 70 TO Water Soil clesiflection Slope LimltMq Fodor oGrwnd plater soil classification slope LlaMbq Fodor �Motire L Olntriottre Law ~no Gonditioe % �- O BNroet Prof iN tanaltion % � 0 9ed►oct CR1;PTION 11`iD { ASSiF CATiQN . X. Observation Mole Q Test Pit ®Boring . Observation hole i 3 a ❑Test Pit (Boring a h of Or antc Horizon Above Mineral Soil Depth of Organic Horizon Above Mineral Soil g Color Moftl Texture Consistent Color Mai Texture Gonsidenc o a e 6 F------- tZr.'c.•v.✓ ----------- 6 -7j --- --�----- OdOU� ---------- 10 20 20 J b y L 13 W A N N A s0 �, Sp--�EVNnI T/,1 iv/ I FIN40. E F � S Amoy f i wit [VP--7 ---- -- --=--- '��=�y --�-- �----- --------- 9D l o A.ti -7 Qso � 70 LIT Feeler o Gmww Water 70 eri 9041 Ch"fio0n Slope Liam"Rom oeroaM W" Soil Cieeeifieelbn slops upjw �leehidlw L FAr 1 { eandittre 9r.%—� o�dt » profile ca Ll"m % Q. De.draek �gnefn ly, Date j trn. .i)ES RIFT ON AND.: .CLASS CA'�.m.m: Observation 1- >=-,= ❑Test Pit 13Boring Observation Hole �iE ❑Test Pit Baring i -��Depth of Qriiii; Horizon Above Mineral Soil - Depth of Organic hlon Above Minond Soil Tsrtum C ns1s� �,g,1z Color Motu' o Texture Consmemey Cobr motmv o c a�.�s F ` _ 6 =�ELI,t�__ F -------- `- 6 ' ---- - - ------- - ------ --------- ,C /o" ` 10 10 y E W S A Nu L -» 7fiC IS _ ��1'���__ ---- v15 2D 20 930 r .a FNG --7 Q "ram-F f 4 40 0 -- ---- ---- - so a Qe0 60 70 70 $q1 Closslfleatbn Slope Llmltinq Fodor War—id Wafr Spll Classlfleotan Slope Linitkp Focfr d roo Wofr �% /^ O Rest icti".Layer O iiwtriotlw Layer P4efie Gondltian �v 09°dredc Hrofilo GoMltion % � OB.drock $DIL:;DESCRIPTipN AN© iCl.Aa3fFlCATtON Observation Hole i ❑Test Pit ®Boring Observation Hole e, n 2 ❑Test Pit ®boring "Depth of Organic Horizon Above Minerol Soil °Depth of Organic Horizon Above Mineral Soil Texture Consistent . Color MottlingTexture ConsistenC Color Mottling a _ o ,17 r Z r1r w t L!-^rY frlilaGtF u^r�• wiae'1!J/�NJ /OC3 D��/r v.i _-_____-__ 6 -rJ�--- i�_�r_.✓ _ 6 c oA --------- -------- 10 -' '-,G>" �i,P� 7i*r//!1/�y Tri✓C SAwio•r So-,Fvr+n7 T/�N�//rIy I k-ZO 20 fR r f+a t 1" 13 P o cam./ ,S ANr3 Y 1411Ef I !0 SO c e'OA�ftE R f A a/O vS � {4 40 40 f N --------- --------- 'S --------- --------� -- iNf-- ~----- ----------- ---------- G _ SANrOy ' R so so } ) 70 ' ssil Classification Slope LiaMhry Facer O 6nord Notr 9011 Cbaiflootion slope Lim"Fedw J&b w W WOW { ,Q gibe" W dReetrkflw LAW p►ofue CondlWA --2—% � Osaeteoi Prefib CeMltlon �oi6 �� 09Neoai SIB f0o. Date cam` •pep os w is %�� Noma* al W"Ge C) -3/ %ter r�lll/b9 adW i w�4ry G �►reap �Muun was volmulono tps -m pm"p w�Mtpn � +w oaw+W4 m I Ot 0L Of a i 00 a L of Co i �< O 7 Ot 0 A � 4—E0107 �y � rt0rrys r / 09 0s 77 /;--s- ONNS, O y — -� oil���- �►jj o:��! r�� 7 irri p 7` 9' ---_------ r��Lr --- �C vf!07 9 r ydC, f 1 ✓rIYC7 f IIIOWI AMOPPWD I 9MMJ.L 0 µIOW JOM I 9 x91 0 PS PAIW WOW UOZIAH OPSOJO A 4*0 IIOs IQ+IW W4V UOMAH OPM6s0 P 4000. 3uuo8® M sal❑ t Cr'_aloes uo.PAAsgo 6uuo8El lid jsoio uo!ion�sVO A 1 MIIRUAIW A"I am rw+op APOA w4wi odors vawamos•ra ips .wM w-we0 +ate Minn •das raWeiu•ao Ift oc 09 09 b oti oe 0s og iC b L. A-dv y ,coN d 08 Lf Nv r 1NNc'»� s noa y r i a AE/ O,, S 1 77;7 ------- 9 ---------- -Nn- :�df9 j/am/Z -Ir y X-f6ea .ts- V07 7/dVC/ J AM OURSIW* 9Jfl�7t9j 0 _., PEW j0 41 R IPS PA!W"If MY4 *AAJO J0 4*0„ uoy"sgp 6w 08M Vd Ps1❑ r=�-.J—woes "s4o _ LOMBARDO GROUP DAMES & MOORE A PROFESSIONAL LIMITED PARTNERSHIP r Mr. Bryant Firmin Cape Cod Village Condominiums Augustill, 1989 Page Five Reference Issue and Response 15.06 (17) Response All septic tanks, pump station and holding tank (Continued) penetrations will be installed with pipe boots. Also, a curtain drain will be installed to lower the seasonally perched water table. 15.15 (4) Issue Distribution lines shall be at least 4-inch diameter. Response The mound will be pressured dosed to insure proper distribution. Although the distribution lines have not yet been sized, it is likely they will be 2-in diameter perforated PVC pipes. 15.15 (7) Issue Excavation into or fill upon impervious material shall not be allowed. Response The soils beneath the mound perc at a rate slower than allowed by Title 5. However, the soils do perc and have measurable permealibilities. The soil therefore is not impervious. This letter is being submitted concurrently to the Barnstable Board of Health for their review. The Barnstable B.O.H. has been informed of our approach and has given its conceptual approval (see attached letter) . The CCVCA and the Barnstable Department of Public Works have set a schedule such that construction of a permanent system begins by October 9, 1989. In order to meet our schedule we are proceeding with the design of the system. We, therefore, ask you the favor of an expedient review. We are prepared to help you any way we can to facilitate your review. Please do not hesitate to call us. Sincerely, Kelly J. Whalen Project Manager KJW/ldc Enclosures , cc: Mr. Thomas McKean (B.O.H.) w/enclosures Mr. Thomas Mullen -(D.P.W.) w/enclosures Mr. Anthony Sapienza (CCVCA) w/enclosures LETTERS: M-CONDO.TXT r s al�r�` ��Y k� .usd, .�aaeaa�+uaea 02601 COMMISSIONERS: (508) 775-1120 Ext. 123 KEVIN O'NEIL, CHAIRMAN THOMAS J. MULLEN JOHN J. ROSARIO, VICE CHAIRMAN SUPERINTENDENT PHILIP C. MCCARTIN ROBERT L. O'BRIEN FLOYD SILVIA ASSISTANT SUPERINTENDENT _ GEORGE F. WETMORE June 6, 1989 To: Thomas McKean, Board of Health i From: Thomas J Mullen, Superintendent, DPW Subject: Cape Cod Village Condominiums I i Pursuant to our recent conversation regarding waste disposal at the above site, I am providing you with the following additional 'operational controls" that were suggested to the Village Association through association members Charles Lynch and Anthony Sapienza. It was pointed out to the association members that the DPW Commission was not interested .in entertaining an additional third year of pumping privileges. The reasons are well known to you and your office and involve the severe discomfort that the neighborhood has experienced over the last two summers when the tight tanks were pumped. Should the Commission be persuaded to provide the association with additional pumping privileges it will be with the understanding that the following operational controls be met: That unpaved sections of the roads in use by pumper trucks be paved to avoid excessive dust creation. That the septic tight tanks be fitted with a drop standpipe equipped with quick disconnect adapters to allow trucks to remove the contents of the tanks without having to remove the tank covers thereby eliminating one source of odor generation. r� That pump trucks be instructed and forced to maintain a 15 mph speed limit for all movement_ s taking place east of the Harbor Point Restaurant. That the pumping of the tanks be accomplished on a daily basis at restricted times of the day to avoid unnecessary discomfort to the neighborhood. That the number of loads per day be limited through daily pumping. This should improve the annoyance of having several truckloads (7-8) in a single day entering and leaving this residential neighborhood. That the collection system and the tight tanks be as described - tight! It is our understanding that a large percentage of the water being pumped from the "tight" tanks is in fact groundwater. l rA� _f lviemo to Dale Saad, Board of Health, Julie 6, 1989, CCVC, Page 2 It is essential that this problem receiyp a permanent solution as quickly as possible. 4 iHOM S J MULLEN Superintendent TJM/bw cc• Saad, Board of Health �CC Village Condo, Attn: C Lynch DPW Commission _ LOMBARDO GROUP DAMES .& MOORE A FRJFE> ; K7L LIMITED tARTKER-HIF 40 CHt*Rl H ST., BOSTON, MASSACHI SETTS 02116 lol i i 542-5»- PN: 18038-001-5066 May 18, 1989 Mr. Thomas McKean Board of Health Town of Barnstable 367 Main Street Hyannis, MA RE: Cape Cod Village Condominiums (CCVC) Sanitary Improvements Dear Mr. McKean: In reference to our conversation yesterday (17 May 1989) , I plan to meet with you on 25 May 1989 at 2:30 p.m. in your office. Attached is a report on the recent site investigation. It is our opinion based on the information available to us that a mound system is feasible on the CCVC property. The exact location of the mound on the site must be determined from further engineering studies. At the present time, I believe the best location for the mound on the site is at the northern lot boundary between Tokamahomon and Harbor Point Roads. This area appears to have soils that are marginally suitable, however, the chance of breakout is minimized. ' I propose that in our 25 May meeting that we discuss the following issues to come to agreement between the Board of Health and the CCVC. 1. Review results of recent soils investigations. 2. Discuss whether a mound system will be supported by the Health Department. 3. Agree on the best location on the site for a mound. 4. Discuss presentation of proposal to the DEQE. Please contact me if I can provide any more information you may need. Sincerely, Kelly alen Project Manager CC: Mr. Anthony Sapienza Mr. Thomas Mullen r m-tmc.txt OFFICEi WORLDVADE f ` L LOMBARDO GROUP DENIES & MOORE ., PROFF<�10K;L LWITE: '. 'XER�HIP 4r CHi �-1., FOSTO\, )\1ASSACHI:SETTS OZllo I617i542-^.55_1 . PN: 18038-001-6067 May 18, 1989 Mr. Anthony Sapienza Cape Cod village Condominiums „ 5 Lincoln Street Arlington, MA 02174 RE: Cape Cod Village Condominiums Dear Mr. Sapienza: The Cape Cod Village Condominium property (on-site) soils were further evaluated on May 12, 1989. The soils investigation included seven 12-ft deep borings;' fourteen 4-ft deep hand augers, and general site observations. No percolation tests were performed. One groundwater level observation well was installed 7-ft deep near Unit No. 8. Lot No. 68 was also further evaluated. Four additional hand augers were taken. 1.0 Results of On-Site Soils Investigation The locations of the deep borings and hand augers are presented in Figure 1. Boring logs are attached. A summary of the hand augers are presented in Table 1. Breakout of groundwater was observed on the lower half of the property. Areas in which groundwater was observed breaking out at the ground surface are delineated in Figure 2. 2.0 Results of the Lot 68 Soils Investigation Four additional hand augers were taken on Lot 68. Each of the hand augers encountered either bedrock or boulders within 12-inches of depth. Also, many rock outcroppings were observed on the lot. m:m-ccvcs.txt-1 OFFICES WORLDWIDE h _ LOMBARDO GROUP DAMES & MOORE Mr. Anthony Sa3Senza May 18, 1989 Page 2 Table 1 Summary of On-Site Soils Evaluation Hand Augers Hand Aucrer Water Level Depth Description. 1 A None 0 - 12" Topsoil 12"-21" Subsoil very fine sand w/ clay 21"-31" Very fine silty sand w/mottling 31"-41" Very fine tight sand w/trace of clay 41"-48" Very fine tight silty w/trace of clay 1B 13" 0 - 10" Topsoil 10"-20 Subsoil sand w/clay fraction 20"-30" Fine gray silty sand w/mottling 30"-45" Fine brown silty sand (quick dilatency) 1C 15" 0 - 10" Topsoil 10"-48" Loose fine to coarse silty sand 1D No water 0 - 12" Topsoil 12"-19" Tight very fine silty sand w/clay 19"-37" Same with iron mottling 37"-48" Same with iron mottling 2A 9" 0 - 8" Topsoil 8"-42" Fine tight silty sand w/clay fraction 2B 3" 0 - 8" Topsoil 8"-48" Fine to med. silty sand with iron mottling -and q,:ick dilatency 2C 20" 0 - 8" Topsoil 8"-24" Fine tight silty sand w/clay 24"-45" Same I 2D 32" 0 - 12" Topsoil 12"-24" Tight very fine silty sand w/clay (mottling) 24"-48" Same 3A 6" 0 - 8" Topsoil 8"-36" Fine tight silty sand w/clay (mottling) m:m-ccvcs.txt-2 _ LOMBARDO GROUP DAMES & MOORE ., Mr. Anthony Sapienza May 18, 1989 Page 3 Table 1 Summary of On-Site Soils Evaluation Hand Augers Hand Auaer Water Level Denth Description 3B Surface 0 - 10" Topsoil 10"-48" Fine/medium sand w/ silt - 3C 5" 0 8" Topsoil 8"-48" Fine silty sand (quick dilatency) 4A 6" 0 - 8" Fine silty. sand w/ trace clay. 8"-40" Black sandy topsoil (possible a disturbed profile) 5A 1211 0 -12" Topsoil 12"-48" Very .fine silty gray 5B 24" 0 -121, Topsoil 12"-48" Very tight silty sand w/ clay m:m-ccvcs.txt-3 _ LOMBARDO GROUP DAMES & MOORE Mr. Anthony Sapienza May 18, 1989 Page 4 3.0 Analysis of Results 3.1 Area East of Harbor Point Road The soils in this area appeared to be. marginally suitable for effluent disposal due to high groundwater and traces of clay. The suitable area appears to be limited to the area encompassed by Units 1, 2, 3, 10 and 9. A cznventional Title V leachfield is not possible in this area due to grc=dwater within 1 to 3 feet of the ground surface in most of the area. The surficial groundwater appears to flow through the middle of the site beneath Unit 4 and between Units 7 and 12 in a vein of shallow soil more permeable than the soils at the edg,:s of area. The vein of more per—able soil corresponds to a natural drainage swale in the area. The gro.y-ndwater breaks out at the surface halfway between Units 7 and 8. A mound may be possible in the vicinity of Unit No. 1. However, the suitable area is limited and breakout of effluent may occur near Unit 7 (as is the groundwater now) . The use of a mound in this area may necessitate drainage improvements such as curtain drains in the vicinity of Unit 7. A final recommendation of the mound location must be based on measured soil perneabilities and estimates of the flow capacity of the surficial soils. 3.2 Other On-Site Areas Additional deep borings and hand augers were taken along Harbor Point Road and in the vicinity of Units 16 and 17. The subsurface investigation in these areas. indicated that soils were marginal due to traces of clay and hig` groundwater. The soils in the vicinity' of Units 16 and 17 appeared to consist of several feet of marginal soil (Hand Auger 5A and 5B) underlain by a deep clay layer. Groundwater depth was 1 to 2 ft below the surface in this area. 3.3 Lot 68 The hand augers taken on Lot 68 all indicate refusal at 1 ft. depth or less. Rock outcroppings are evident throughout the lot. Therefore, this lot does not appear suitable due to the presence of ledge and/or boulders. 4.0 Recommendations We recommend that only mounds be considered for on-site facilities. In general, soils and groundwater levels do not appear to be suitable for Title V leachfields. The location of the mound on-site should be based on engineering analysis including estimating the capacity of the soil to transmit water horizontally and vertically. m:m-ccvcs.txt-4 4 •ti . _ LOMBARDO GROUP DAMES & MOORE Mr. Anthony Sapienza May 18, 1989 Page 5 Based on the information presently available it is our belief that the best location for a mound is in the vicinity of Units 16 and 17. The advantage of this location is that it minimizes the possibility of breakout in areas easily accessible by people. Also, the soil texture appears to be at least marginally suitable for a mound system. This location also allows the mound to be very long, i.e. about 200 ft long. A longer mound will spread the water out over a greater horizontal flow area. A recommended plat: is presented in Figure 3. Improved drainage uphill of the mound may substantially decrease the likelihood of breakout occurring. Drainage improvements might include a curtain drain. Lot 68 should be dropped from further consideration. Very tXWhalens" V r� Kelly Protect Manager KJW/cac m:m-ccvcs.txt-5 I I 00—YEAR FLOODPLAIN BOUNDARY BEACH SEACII 8 N • A p � � o 5:��o 2 C Q oQ V 1 ��` 1 O 11 � 3 2 20 ® � 8 2 ® o� qN LEGEND R 22 LOW & WELLER 9/85 C ® ATLANTIC TEST BORING Co. 9/66 0 BAXTER & NYE 10/86 A BRIGGS ASSOCIATES 2/88 SCALE: 1'=100' ® DEI=P BORING MAY 12 69 p RAND AUGE2 MP•Y Figure CAPE COD VILLAGE CONDOMINIUM ASSOCIATION B�n��►� U hAN� �� E2 _ LOMBARDO GROUP DAMES do MOORE r+. A/*OFL�OIAL tN1LD►A#11Qi� . BEACH 13 BEACH D 7 i \ o � `` 17 Y/ a 0 20 m a Vq^, �ZfR LEGEND 22 SCALE: 1"=100 FIGURE 2 CAPE COD VILLAGE CONDOMINIUM ASSOCIATION , DO LOMBARDO GROUP S DAMES do MOORE 05/17/: 989 15123 FROM J.K. HOLMGREN S ASSOC. TO 16174268350 P.02 7 C/ Dames & Moore Tel. (508) 583-2680 BORING I CLIENT Boston, Ma _ NVIRO-TECH WELL PROJECT Cape.Gerd VillaFm Condos _ DRILUNG, INC. LOG Barnstable, Ma AS Turnpike Street,West Bridgewater Massachusetts 02379 DRILLER •Adams BORING CASING SAMPLER CORE INSPECTOR S.Burnett NO 1 BaaAEI LINE 8 STA OFFSET _ ___ SHEET 1 TYPE NSA SS SUR. ELEV. QF 1 SIZED 3.75in. 1.375in. START May _12, 1989 FILE HAMMER WT. _ 1401b. FINISH May 12, 1989 NO. 89U61 HAMM. FALL 302n CSG SAMPLE _ MOOS STAAT. SAMPLE CLASSIFICATION SAMPLE p E OWS�i N0. DEPTH RANGE BLOWS!S' T oENB'TY HANG AND REMARKS PEN P PER oa REC. T FEET ON P FEET H FT SAMPLER E, 1 0'0"-2 0" 3-3 S Dry _ SAND, fine, light brown With 24" 16' 3-4 loos dark or anics trace silt. 5 Z 5'U"-7'U" 4-6 81 Dry SILT light gray to buff, iron 241124' 4-7 - Med stainin& sole clay Dense _ 10 3 10'0"-12'0" 3-7 S Dr 10-10 Med SILT & CLAY light brown to 24"/20' Dense gray SAMPLE CWTIPICATION PENETRATION RESISTANCE GROUNDWATER OBSERVATIONS 1401b.WL taiMng 30'on 2"0,0.Sam PROPORTIONS NS Um AT AFTER HRS S-SPLIT SPOON COhelbnjM pffI tY Cc tO°:o T-THIN WALL'USE 0.4 Very Loose -2 vory son fr try O to t0�,� AT AFTER HFiS U—UNDISTURt?'ED PISTON 5.8 . Looso 3.4 W ON nor.,c••^-_nn to 7P Mavi tlpncp C4 Med S" SOm9 20 to 35% - ---_ --. .. -- 05/17%2989 15:23 FROM J.K. HOLMGREN 6 ASSOC. TO 16174268750 P.03 WENT Dames & Moore Tel. (508) 583-MO BORING ! Boaton, Ma _ VIRO•TSCH WELL PROJECT Ca Cod Villa a Condos QRILLING� INC. $arnatable Ma 45 Turnpike Street,West Bridgewater LOG Massachusetts=79 CORE CASING SAMPLER BARREL DRILLER J. A gms BORING 2 tN3PECTOFI g• Burnett NO, 1 TYPE � HSA SS i OFFSET SHEET 3.75in. 1.375in. LINE b STA STYE ID SUR. ELEV Alay 12 1989 FILE HAMMER WT. 14U b. START Ma 12 1989 N0, 8906 I-iA FALL 301n. FINISH Mo+stURE, STAAT. SAMPLE CLASSIFICATION SAMPLE D CSG SAMPLE oeNSnti HANG AND REMARKS PEN. E NO. DEPTH FLANGE SLOWS/6' T REC P PER FEET ON P 00"ST. FE:T T FT SAMPLER E H 1 0'0"-2,0" 2-2 S Dr LOAM sand and ravel with 24 24' 2-3 Ver dark organics - Loose 5 2 5'0"-7'0" 5-4 8 D� color fine. to Qediu® buff 24" 'LO' 5-5 Loose- 10 3 10'0 -12'0" 5-12 S Dr SILT AND CLAY sd ht ra to 8-8 Verybrown trace Stiff pEwrfM.f"REMANOE GROUNDWATER OBSERVATIONS SAMPLE lr�_ falling 30'on r O.b.San>plat PROPORTIONS Lem AT AFTER HRS S—SPL,'r SOONesth Cot,MWrT—THIN wALt_TUB oosa Z I 10 jo 2O% A7 AFTER . _—HR{j-1 pesr`>PBED oose 54 sartls - to y NOTE:Levels may vary with seasonal IZuctvatiorenst� 5-S_ MB<f�� __ ,.._<�„ 65,'17— 969 15:24 FROM J.K. HOLMGREN & ASSOC. TO 16174268350 P.04 Tel. (508) 583-2680 COENT Dames �Joure VtR®-TECH BORING / Boston, Ma DRILLING, INC. WELD PROJECT Cape Cod Vi Ila,;n GolrctuS Barustab1e., Ma 45 Turnpike Street,West Bridgewater LOG -- - �`=t Massachusetts 02379 — —_ DRILLER — Adal�s BORING CASING SAMPLER CORE INSPECTOR S•Burnett No __ 3 BARREL! LINE 8 STA _OFFSET .. SHEET_. I TYPE HSA SS _ SUR. ELEV. OF I. SIZE it) 3.! i R. START May 12, 1989 FILE - — FINISH May 12, 1989 No. HAMMER 1N7 89U6 HAMM. FALL 3Ui11. 1 p CSC SAMPLE Mor-,TVkE. START. SAMPLE CLASSIFICATION SAMPLE E LOB CNrj' DEPTH RANGE BLOWS'5" T DENSITY CHANGEOQ AND REMARKS PEN T F7 FEET ON P CONSIST. FEET REC. H SAMPLER F Dry SAND, fine to Medium, 1z>;11t 24"11 3-3 loose brown, trace organic material 5 2 5'0 i'0"J 3-5 SI Med SILT AND CLAY, l istht gra to 29' /17' I 6-8 Dense li ht browni oxidation layers 10 3 10,0"-12,01, 4-6 $ Med 7-8 Dense SILT AND CLAY light ra to 24" 24 light br *Ottled Aftrlomce SourtF CATICN PElr MTM RES111iTAHM t�ED GROUNDWATER OBSERVATIONS 140 b.WL tating 30"on 2"o.D.Sampler S-SPLIT SPOON Coh"Wftsi_oww"y Cohe"Conebtenctr AT AFTER HRS T-Ti N WALL TUN' trace 0.1 Very Eoose �— Vory$olt 0.10% u-L*v*1UF*E7 PISTON 5.9 Loose 3.4 10.to20% AT_. AFTER HRS I'1_AOC iJ Mph O.^1 t/ M ♦1..I ►��_. <w •... ... ._. ��... 05/17 `:989 15124 FROM J.K. HOLMGREN & ASSOC. TO 16174268350 P.05 CLIENT Dames O T� (W8)W-nW IRO-TECH BORING / Boston, ma WELL PROJECT Cape Cod Village Condosarns e, _ QRILUNGs INC. Barnstable, Ma 65 Turnpike Street,West Brldgewater LOG ` ' + Massachusetts 02379 DRILLER J. Adams _ BORING CASING SAMPLER CORE INSPECTOR S. Burnett NO. 4 BARREL LINE d STA OFFSET SHEET 1 TYPE HSA SS SUR. ELEV. 1 SIZE ID 3.75in. 1.375in. START M8 12 1989 FILE HAMMER WT. 1401b . F May 12 1989 8906 HAMM. FALL 30in. CS D C, 3AMPLE "67VFM. STRRT. SAMPLE CLASSIFICATION SAMPLE E BLOWSN0. DEP N RANGE BLOWS 16' T DENSflY HANG AND.REMARKS PEN.! P PER FEET ON Y FEET REC. h FT SAMPLER E 1 010"-2'0" 1-I -Sl Dry SAND fine light brow 4" 20 1-2 1 Very trace is Loos 5 2 510"-7'0" 5-5 8 Dry SILT D t town to xray. 24" 24' _± 9-11 Ned some very fine sand Dense 10 3 1010"-12'0" 5-8 S Dry SILT, Kray to iight brown 13-1 Ned S^ftl&A Aa little Dense fine sandlittle clay ���D�,�r►FlG710N PENETRATION RESISTANCE GROUNDWATER OBSERVATIONS 140 lb.WL falling SO'on r O.D.Sby S—SPLIT S.'OON Co wslonka!_D a Downy Coh w Coramim" PROPORTIONS US® AT AFTER HRS T—TIPW WALL TUBE vvy s ba v 0-10% U-LMD►SnPTRED PISTON 5.9 Loose 3-4 soft aft 10 10-- AT AFTER HRS 05i17- :989 I13t29 FROM J. K. HOLMGREN g ASSOC. TO 16174268350 P.01 L{. CLIENT Dames Moore Tel (508) 5e3-2680 BORING / Boston, Ma VIRO-TECH WELL PROJECT Cape Cod Village Condos_ DRILLING, INC. Barnstable, Ma 45 Turnpike Street,West Bridgewater LOG �-e Massachusetts 02379 DRILLER J. Adams BORING CASING SAMPLER COME INSPECTOR S. Burnett NO. BARREL LINE d STA _OFFSET_ SHEET. 1 TYPE HSA SS SUR. ELEV. _ OF 1 SIZE 10 3.75in. 1.375in. _ S?ART May 12, 1989 _ FILE HAMMER WT. 1401b. FINISH May 12, 1989 NO. 89064 HAMM. FALL 30in. D , SAMPLE MorSTURG. STRAY. SAMPLE CLASSIFICATION SAMPLE E BLOWS NO. DEPTH RANGE BLOWS/6" T Qq"Sm HANG AND REMARKS PEN.! P PER + FEET ON Y cANW FEET REC. H FT i SAMPLER E 1 U'0"-210" 2-5 S Dry SAND AND LOAM brawn fine 24" i" 2-2 Loose to medium sand,._some-.roots, trace silt 5 2 5'0"-7'0" 11-14 S Dry SILT.,_btown_to_.gray,_soR,; .fine, . 24"/24' 10-13---t Me d sand little clay Dense 10-r 3 10'0"-12'0" 5-6 S Very CLAY ray, some silt 224 14-16 Stiff SAMPLE 1DEifTIRCATFON. PENETRATION RESISTANCE GROUNDWATER OBSERVATIONS 140 lb.Wt falling 30'on 2"O.D.Sampler PROPORTION$USED S-SPLIT SP00N coMllwrhm owtslty cat"" 11/0 AT AFTER HRS T-THIN WALL TUBE 0-4 Very Loose 0 Z Very Soft tittle 0.10% V-VNI)STUIRI ED PISTON' S8 Loose 3-4 SOft a t01v 20� AT AFTER _HRS .n.ee udi no, R.R M-r1 Stiff some 20 to 35% Extended Page 6. 1 U-UrtN tNU Rcl&:) 10-29 MW.Dense 5•8 Mod.Stiff some 20 to 35% NOTE: Levels very with seasonal fiu6tudtipn W—WASH Ski PIE 30.19 Dense 915 Stiff and 35 to 5o=ro may Y A-AUGER SA IVW:E 504 Very Ow»e 16-M Very San and the degr*e of soil saturation when the Wnrop 3t . Hard was taken. Tel.(508)583.2680 BORING ! CLIENT %ton, M ote VIRO-TECH PROJECT aao {Qd V j) I appDRILLNG` INC. wGL` Rjtrn_qt.ah1P, Ma _ 45 Turnpike Street,West Bridgewater LOG 44 Massachusetts 02379 — DRILLER J. Adams BORING CASING SAMPLER CORE S. Burnett BARREL INSPECTOR ..__. NO. _ LINE & STA _OFFSET SHEET 1 TYPE HSA -- SUP. ELEV. OF 1... SIZE ID 3-75in- I -375Ln- START May 121 1989 - FILE HAMMER WT. —140 h._. — FINISH May 12 1989 NO, 890164 HAMM. FALL D CSG SAMPLE mo!srvas. START. SAMPLE CLASSIFICATION SWAP!E E SLOWS N0 DEPTH RANG{ BLOWS'6" HANG AND REMARKS PEN. P PEa FEEL ON Y Oa FEET REC. T FT N41$ H SAMPLER � CO 1 . U U"-2 0 3-4 Dry £� very fine-to mpditfm. 9 2(1' 4-5 rosvn. nomp xr1t 5 2 5'0"-7'0" 6-8 , S U CLAY AND SIL't'_. gt,il) to hrio 0' 8-9 Yer - - 10 3 10'0"12'0" 7 Dry AND R I I.T. QraT.. _ 24"/2 - 12-1. Extended Page 7. 1 �c �014 Dense 6.15 $tit I and 35 to 50% nv t e:wwa rrriy rery wnr ae,aav wuwa w, w-WASH SAl.1P__ 60` V�,1� 16.30 VNy SRr an4 the degree of cull caturaton when the boring A-AUGER S�►M�E 31 Hard was taken. Danes & Moore Tel. (S08)S83.2680 CLIENT _. Boston, VIRO-TECH BORING / Ca C�d_V QRILUNO INC. WELL PROJECT rn , ma 45 Tumpike Street,West Bridgewater LOG Massachusetts=79 DRILLER J. ans BORING CASING SAMPLER CORE INSPECTOR S. Barnett NO. 7 BAaREt, LINE 3 STA -OFFSET_ SHEET-1- TYPE HSA SS SUR. ELEV. QE 1 SIZE tD 3.75in. 1.375in. START May 12, 1989 FILE HAMMER WT. __ 1401b._ FINISH May 12 y 1989 NO. 89064 HAMM. FALL 30in. D CSG SAMPLE MOrSTURE. STRAT. SAMPLE CLASSIFICATION SAMPLE P PER NO, DEPTH RANGE BLOWSI6EE pE"9tr FED AND REMARKS PEN- T FEET ON CONS.V AEC. H FT SAMPLER 1 U 0 -2 U 1-1 S1 Dry- SAND fine brown, little 24' 24 r _2-3..... Very silt,- trace root baterial Loose 5 2 5'0"-7'0" 2-5 Dr SILTr brown to gray mottled 24" 24' 5-7 Med appcarance little fine satici, _ Dense little clay 10 3 WWI d- '0" 2-4 S Moist CLAY, gray, some silt 24" 24' 7-7 Stiff Ciµae r ncvrimw,eenmm PENETRATION AESISTANCE GROUNDWATER OBSERVATIONS 'SENT BY:Xerox Telecop ier 7020 6— 7-89 ; 10',09 ; 6174268350-4 7753344411 LOMBARDo GROUP MDAMES & MOOR A PROFFSc ON.,L LIMITED PARTNER�HII' 46 C:HI'l�C�1 ST'., P1�57i�1;, h1qS5.0.C:HVS£TTti �?lle i617:154 5a�i i d f , TO: FROM: +� JOB NO. SENT BY. DATE, ZNPORTANT I PLEUX FILL OUT FAX NO, AND TIa) FAX NUMBER: TM 394 i . TDM �p No, of PAGES (incltiding cover sheet) :_ Facsimile Number: (617) 426-8350 i If you have any problem, please call (617), 542-5557. Thank you. GVt12 1 OLD/TEXT:OP-FAX.tXt OFFICES WORLDWIDE TEE rA 8- ED 1-0 q 14 6174 � •� r. � � _ 01 r 7 y, ♦ d SENT BY:Xerox Telecopier 7020 ; 6- 7-89 ; 10: 10 ; 6174268350-+ 7753344;# 2 09094-1?7-5050 COM CNITX SOIL ABSORPTION SYSTEM TACT SHEET LGDM 1 y MARCH, 1989 DgscZjgti= - A community soil absorption system (SAS) is a SAS serving more than one residence. The function Of a SAS may be either treatment/disposal or disposal only. Wastewater must be pretreated prior to discharge to a SAS. Pretreatment is most commonly by septic tank when an SAS is used for treatment/disposal. Wastewater may beytreated to secondary, advanced secondary or tertiary levels before discharge to a SAS. In areas in which soil and groundwater conditions are favorable for wastewater disposal and land coats are low, a community SAS is usually the most coat effective wastewater treatment/disposal option for flows below 50,000 gallons per day. Dosing Of the affluent to the SAS is preferred to assure uniform application of effluent over the entire infiltrative surface. Distribution laterals should be vented and provision should be made for access and flushing. Po»ding monitors should be installed in the trench areas so that the liquid level in trenches can be observed. Many variations of the SAS exist. A common modification is the division of the SAS into cells, with discrete cells dosed in sequence. The configura- tion of the communal SAS can vary from trenches to a mounded system. Dosing of the SAS can be accomplished utilizing dosing siphons or a pumping regime. Technology Stat_us - Community SAS are commonly used across the U.S. The design methodology for community SAS is still evolving, however, it is generally agreed that design of a community SAS reV Tres a greater level of sophistication thin that for a single dwelling system in order to account for groundwater mounding below the SAS and movement of the groundwater mound away from the communal SAS Site. An cgt - Community SAS are best suited to small communities in which soils percolate at a rate faster than 60 min/inch and groundwater depth is greater than 4-feet. More unfavorable Conditions, however, can be over- oome by decreasing application rates or through the use of mounded systems. iw Limitations - Community SAS's are not generally suitable for soils which v� percolate at a zate slower than 120 min/inch or for which depth from the ' bottom of the center trenches to maximum groundwater level is less than 2-3 1' ft. Conanunity SAS are land intensive and contribute nitrates to the local groundwater. The successful operation of a SAS depends on the proper design, construction and operation of the SAS and pretreatment systems. Taical SauinMgnt/NQ__of Mfrs. - Septic tanks, pipe, and other SAS material are usually supplied locally. - A properly designed, constructed, and operated SAS is capable of effectively removing BOD5, TSS, bacteria, and virus, to very low levels. Ammonia is oxidized to nitrate. Chlorides pass through a SAS to the groundwater. 200:200-SSR,txt-I r 1 r � • 6 1 7 4 t�. F' r SENT BY:Xerox Telecopier 7020 ; 6- 7-89 10: 11 ; 6174268350-1 7753344;# 3 Deai n �riteri,� - Community SAS should not 'but may have to conform to local regulations for single dwelling Systems. In addition to conformance to local regulationar design of a community SAS system should include an analysis of the extent: of groundwater mounding below a SAS and the impact of nitrate addition to the groundwater, Groundwater mounding can be estimated in a variety of ways (1r2,3) , but the design of the SAS should insure that; the groundwater does not mound to within 2 to 4-ft, of the infiltrative surface. Sufficient land should be available for a reserve area equivalent in size to tie SAS. Sad/trench bottom application rates range from 0.2 to 1.2 gpd/ft depending upon Soil, condition$. Design flows are based on local and/or state regulations. Dosed systems should drain or be constructed below the frost line. Drained pipe volume should be lass than lot of the dose volume. The pressure maintained at the and of the lateral furthest from the mainfold connection should be 1-2 psi. free ih 1�t<v_ • with proper site evaluation, a properly designed, constructed, and operated SAS is very reliable, j-••+�an a Tmoact - Nitrate and chloride addition to groundwater• aai als dgnerated - SAS do not: generate any residuals. However, the pretreatment systems associated with an SAS do, If septic tanks are used as a pretraat:mentr the formulation of the wastewater management system should include a program of septic tank pumping and septage disposal, Flow DSaaL= TYPICAL TREMCK SYSTEM Backflll Materiel r AA - 2.1h in. Rock 1-5 tt � � o , 1 •� Perforatad- 1.3 Distribution Water Table or Pipe Ctevicsd Bedrock 6-12 in, 200:200-SBR.text-2 i �-- i .n, .f 6174268,350 i14268,3C0 P . 03 _.. r SENT BY,Xerox Telecopier 7020 ; 6- 7-89 10', 11 ; 6174268350-+ 7753344;# 4 B�sssan�� "Determini of aton 1. Hampton, Mark J., Lombardo► Pio S., and Wile, D. Bruce; ation on a sitefs Hydraulic capacity" Proceedings of the 5th National Symp osumd Small y Sewage tems, American Agr iculturalIndividual A5AEt Publication s10-87 Decemb®rr 1987j, of Ag 2. Fielding, M.B. "Groundwater Mounding Under Lesohing Bed$" Proceedings of the 3xd N�►tignal Symposium on Individual and Small Community Sewage Treatment, American Society of Agricultural Engineers, AsAE publication No. 1-82 (December, 1981) . 3. Nettles, D.L. and Ward, R.C., "Design Methodology for a Large Soale Soil Absorption Bed for .Septio Tank Effluent", Proceedings of the 4th National Symposium on Individual and Small Community Sewage Systems, American Society of Agricultural Engineers, ASAE Publication No. 07-85 (December, 1984) . 4. Siegriat, Robert L. at al., jArcjg Soil AbAorpti6n , EPA/600/2-86/023 (February, 1986) . - 5. Tyler, E. Oarry et al. , pg ., --� ..---�„«,�..,� laoj , icn systems, EPA/600/2-SV070 (June, 1985) . 6. Helm, R., Quinn, J., Zyzniewski, w. ; Planning Guide for Wastewater cluster Systems in tllinO isl Illinois Departmant of Energy and Natural Resources, 1984. 200:200-SBR.txt-3 TLM- 7-89 WED 1 Q : 16 6174... ...6,.83c . ..-_...-- 6174268350 SENT BY:Xerox Telecopier 7020 6— 7-89 ; 10:12 ; -� 7753344;# 5 t 09094-177-5056 FACT SHEET LGDM 2 SAND TILTER MARCH, 1989 motion - Slow sand filtration of wastewater is not a new technology. These filters were often used, by communities around the turn of the century. However, as wastewater flows and land costa increased, they were replaced by mechanical treatment processes. Slow sand filters have been used to treat wastewater from communities, small commercial and institutional developments, and from individual homes. Intermittent and recirculating sand filtration produce a high quality effluent and require a minimum of operation and maintenance. sand filtration is particularly applicable to treating septic tank effluent from individual residences or cluster of residences and has been used extensively for this purpose over the last twenty years. These filters generally require increased land area over conventional treatment processes. Intermittent sand filters are beds of madium to coarse sands, usually 24 to 36 inches deep underlain with gravel and collection drains. Septic tank, Imhoff tanks or secondary effluent is intermittently applied ge nerAllY uniform manner to the surface and percolates through the sand to the bottom of the filter. The underdrains collect the filtrate and convey it to additional treatment (disinfection) processes and/or discharge. A detailed description of the process kinetics and removal mechanisms is presented elsewhere (3) . Comm2n Mo ificatjonz - Three variations of the slow sand filters are used extensively for biological wastewater treatment. They are buried sand filters, open (single pass) intermittent sand filters, and recirculating sand filters. Site specific conditions and design intent dictates the type of sand filter utilized. Buried sand filters are constructed below grade and covered with backfill material. A 4- to 5-ft deep excavation, lined with an impermeable membrane is prepared for the filter. CJnderdrains, surrounded by graded gravel or crushed rock, are located at the bottom of the lined pit. The upstream ends of the underdraine are vented to grade. A thin layer of fine gravel is placed over the underdrain gravel to prevent erosion of filter sand into the underdr&ins. After placement of the filter sand, another layer of washed graded gravel or crushed rock is placed over the filter surface with the wastewater distribution piping. This piping is also vented to the f surface. A layer of ge0textile/filter fabric is installed on top of the gravel and the entire filter cavity is backfilled. Buried sand filters are commonly used for small flows such as individual homes and small commercial establishments. These filters are designed to perform for period$ of time up to 20 years without the need for maintenance. f 200:200-SF.txt-1 ; ate_t- Id E.0 1 s� : 1.7 b 1 i 2 5 0 P . 05 ��` SENT BY:Xerox Telecopier 7020 ; 6— 7-89 10: 12 8174268350-► 7753344;# 5 { open (single-pass) intermittent sand filters are similar to buried sand filters except that the surface of the filter is left exposed. Higher hydraulic and organic loadings are gener&14 applied. In cold climates, removable insulated covers may be used. in addition to perforated distribution piping, wastewater may be applied periodically by surface flooding (with splash plates in the center and/or at the corners) or through spray distribution in warm climates. + Recirculating sand filters are open filters which utilize somewhat coarser sand and employ filtrate recirculation. Wastewater is intermittently dosed from a recirculation tank which receives both settled waste (e.Q. Septic tank effluent) and filtrate. A recirculation rate of 3:1 to 5:1 is typical. A portion of the filtrate is diverted for further treatment or disposal during each dose or when the recirculation tank is full, depending } on the design approach. Tashnoi g Status - Sand filters have demonstrated a capability of ptoducing a high quality secondary effluent. Several process modifications have been investigated at a pilot scale as a means of enhancing removing efficiency of soluble organics, phosphorus and coliforms (3) . However, the application of these modifications awaits further demonstration. Enhanced nitrogen removal has been demonstrated utilizing a modified recirculating sand filter (4) . Treatment of septic tank effluent by anaerobic upflow filters prior to sand filtration may allow significant reduction in sand filter size with no reduction in performance (6) . Slow sand filtration is well adapted to small flows wastewater treatment. Intermittent sand filters compare favorably in economics and performance with extended aeration package plants and lagoon systems. The use of sand filtration systems is particularly well suited for small communities that do not have the skilled personnel or the financial resouroes to provide the operation staff required for more highly mechanized conventional treatment facilities. Intermittent and recirculating sand filters provide a proven method of advanced secondary wastewater treatment. Slow sand filters are Ideally suited to rural communities, small clusters of homes, individual residences and business establishments. Sand filter systems are moderately inexpensive to build and have low energy requir6m6nts. Additianally, operation of sand filter Systems does not require highly skilled personnel. Tvnigal E +;anent/NO. of tZ S. - piping, washed graded gravel/crushed atone, geotextile/filter fabric and sand media are all locally supplied. LfZi - 'Land availability may limit the application of intermittent sand filters, Odors from open intermittent filters receiving undiluted septic tank effluent may require a buffer zone between the system and adjacent dwellings. Coverodi insulated filtors may be required in areas with extended periods of subfreezing weather. Excessive long-term rainfall and run-off are detrimental to uncovered, intermittent and recirculating filter performance. Appropriate measures should be taken to divert runoff from the filter. Because intermittent sand filtration is largely a biological process, wastewater should be evaluated to confirm process capability. Use of intermittent annd filters may be limited in areas where 200:200-8r.txt-2 Y 4� ' .J L)M— 7-6-9 bJ E D 10 : 18 6 17 4_2 b 8 i5 Y SENT BY:Xerox Telecopier 7020 6- 7-89 ; 10: 13 6174268350-4 7753344;# 7 suitable sand is unavailable, unless a suitable Substitute media iS available, Provision should be made for peak hydraulic load imposed on downstream process unite during rainfall event where recirculating or open filters are utilized. performance - Under normal apexsting conditional intermittent sand filters will produce high quality effluents, consistantly better than that produced by mechanical package plants, and superior to that achieved with conventional facultative lagoons. Concentrations of BOD5 and TSS of approximately 10 mg/L are typically achieved through intermittent sand filtration, Nitrification of 80 percent or more of the applied ammonia is typically achieved, Removal of phosphorous is initially possible, but quickly exhausted, and reduction in fecal coliform bacteria are generally between two and three logs, Clogging of the surface of open or recirculating filters eventually occurs as the pore space between the media grans begins to fill with inert and biological materials. Filter clogging requires media regeneration, The removal of this top layer of sand and replacement with clean sand is typically performed to accomplish this. Chemical oxidation of clogging layer utilizing hydrogen peroxide may be attractive where media is Costly. Waste sand can be disposed of' at a landfill or recycled (stabilization may be required) , prgeess Rgliability - Sand filtration is a highly stable, reliable biological treatment process amenable to variations in organic and hydraulic loading with little effect an effluent quality. Sand filter effluent is extremely low in turbidity which facilitates all methods of disinfection if required. Simplicity of process operation reduces risk of process upset due to mechanical/electrical failure of more conventional systems. nesian Criteria nesian ractor BurjAd Onen $�r�irculat Pretreatment Minimum of Sedimentation Media - Effective Size 0.35-1.00 mm 0,35-1.00 mm 0.35-1.5 mm - Uniformity Coeff. <4 <4 <4 - Depth 24-36 in, 24-36 in. 24-36 in. Hydraulic Loading <1.2 gpd/ft2 2-5 gpd/ft2 3-5 gpd/ft2 Organic Loading --- <5 x 103 The BOD5/day 1 ft2 --- Recirculation Ratios N/A N/A 3:1 to 5:1 basing Frequency > 2/day > 2/day 5-10 min, on every 30-60 minutes. 200;200-Sr.txt-3 UN 7-89 WED 10 : 13 6174268350 i42683 ... P. _.. . 07 r _ SENT BY:Xerox Telecopier 7020 ; 6— 7-89 ; 10: 14 61742683504 7753344;# 8 y Intermittent sand filters require increased land requirements presenting passible site utilization restr ictions. Buffer area to area dwellings is required for open intermittent filters due to potential odor, sand filters may reduce aesthetic impacts when compared to conventional treatment alternatives. Raw Waste Flow pL avram — Pretreatment Unit Float Valve To D!Bcharpe Free Access Sand Filter Sump Recirculation Pump Tank TYPICAL RECIRCULATING IKTERMITTENT FILTER SYSTEM INNULATtD COVER (IP REQUIRED) 41iTRINY$TION FIVE $PL♦$N � 'VENT PLATE U PIPE �114i�•�i OP�'04n1��,.«� 'w;h���•+�yr,p,ky4�f;`'.��p}y0o ��1P'�j�i�,',•PMQ}:?r��I'+Ia;�W Wa 'F�y�•h�1:�=�;ry�*P�iMPr',::�U�,�q:, r 11tRt '�.^^^>>>m,p?R��o`.ih'toFe+'�' .r• �.R ..V,C•� �+ J4+;: PEA eRAVRL is "k'' a• �� +P..a �'i �rvti' a•,1, +'• 01NCNAROIL �10` NCRITL ELAN ORADID GRAYIL COLLECTION PIII PERPORATED 04 OPEN JOINT To 14is" Open(Single-Pass)Sand Filter TOP MOIL PILL 014TR1IaTION LATERAL$ gRA1NA6E _ j. p�t'r h'Ii 7di���ti'i�' riV"�,F„ �i;�•�, Yl..�py� ORADEb GRAVII >t/!' T0. !t!i .•A�M ebr'i,�y�y�'ekruf �;+F.?i+M°�«.`•S �I IN. PEA QRAVIL b.�1• } i I IMF GRAGID GRAVEL 1 1n'7Q1v1' UNDERDRAIN Typical buried Sand Filter 200:200-SF,txt-4 JUN- 7-89 WED 10 : 19 61 ... . . 742683`0 P . 1=18 � f SENT BY Xerox Telecopier 7020 6— 7-89 ; 10: 14 6174268350-► 7753344;# 9* geferances 1. U.S. EPA, "Onsits Na$t.ewatex Treatment and Disposal Systems Design Manual", Report Number 625/1-80-012, October 19S0. 2. U.S. EPA, "Wastewater Stabilization Lagoon Intermittent Sand Filter t systems", Report Number 600/2-80-032, March 1980. 3. U.S, EPA, "Technology' Assessment of Intermittent Sand Filters", April 1985. 4. Sandy, A,T., Sach, N.A., and Dix, S.P., "Enhanc4d Nitrogen Removal Using a Modified Recirculating Sand Filter (RSF ) ", ProoeedingS of Fifth National Symposium on Individual Community Sewage Systems, Chicago, Illinois, 1987. ASAE Publication 1-88, America SocietX Of Agricultural Engineers, St. Joseph, Michigan. S. State of Oregon Department of Environmental Quality; Final Report: Oregon on_Site Experimental Systems Program: December, 1982. 6. Mitchell, D, ; "Using upflow Anaerobic Filters As Pretreatment For Sand Filtration of Septic Tank Effluent;" University of Arkansas, 1985. 200:200-SF.txt-5 6174268350 P . 09 y SENT BY:Xerox Telecopier 7020 6— 7-89 ; 10:15 ; 6174268350-+ 7753344;#10 09094-177-5056 ULTRAVIOLET' DISINFECTzon FACT SHEET LGDM 3 MARCHr 1989 2 cr Rton - Ultraviolet (uV) light is an effective disinfection technique estic wastewater. UV light disinfects by fox potable water and treated dom damaging DNA and RNA of pathogenic Organisms, The effectiveness of UV disinfection depends on the amount of UV energy actually absorbed by the pathogen, The amount of UV energy available to be absorbed by pathogens is diminiahed by distance from the UV source, UV absorbing constituents in the wastewater, condition of transmission surface of the UV unit (typically quartz or teflon) , and suspended solids, concentrations. organisms occluded within suspended solids may be very resistant to UV energy due to shadinge and therefore suspended solids can be related to maximum disinfection level achievable by UV for a particular wastewater. licAtiong - Common UV units on the market either encase UV bulbs in a quartz sleeve or Convey wastewater through teflon tubes surrounded by UV bulbs. Uv light is able to pass through both clear teflon and quartz with minimal losses of energy. �echna�oav st us - There are at least 200 UV wastewater disinfection, facilities in the United States in design, Construction, or operation. The technology has developed significantly in the 1980'8. However, the degree to which a wastewater absorbs UV energy and the potential for a wastewater to foul the UV system is not precisely predictable, pilot studies should be performed to determine UV absorption co-efficient and the fouling potential of each. - UV disinfection appears to be applicable to most high quality secondary treatment effluents, e.g., TSS and BOD < 25 mg/l. Disinfection efficiency is generally related to degree of treatment. .Limitgti - UV disinfection may not be suitable for effluents with high turbidity, suspended solids, iron, organics, dyesr or other UV absorbing constituents. Quartz or teflon surfaces exposed to wastewater must be kept clean. Low intensity UV bulbs are expensive and must be changed every 9 to 12 months, UV systems constantly require energy. UV systems must be shielded to prevent eye damage to O&M staff, ;y2jr,& g1lan ant / No. of,j+janu acturers - UV disinfection systems are typically sold as complete units. There are at least five manufacturers of complete UV systems, UV systems are most commonly designed to and have increasingly achieved 200 FC/100 ml. De3ign rXiteria - Typically, a UV disinfection system must provide a dose of35,000 to 70,000 microwatts/cm2-second t? achieve 200 FC/100 ml limitations and up to 100,000 microwatts/cm -second for Mora stringent disinfection limits. A detailed parametric design procedure is presented elsewhere M . 200:200-SBR.txt-4 `JUtl- 7-89 WED 10 . 0 6174.268. ............_........ - .. 35U F . l0 - ' SENT BY:Xerox Telecopier 7020 ; 6— 7-89 ; 10:16 6174268350-+ 7753344 411 , S Reliability Properly operated and maintai-ned W disinfection systems are reliable as the duality of influent to be disinfected. W systems, however, may not perform well if upstream process units fail, causing the treated effluent to be high in suspended solids or other wastewater constituents which can absorb UV light. Voltage dimming, which avoids the on/off cycling that reduces lamp life, should be incorporated into the design of the UV disinfection system (4) . In order to protect lamps in a quartz configuration from breaking, removable screens should be placed ahead of the unit to prevent debris from entering the system (4) . Improperly matched lamps and ballasts either will not work or will have much shorter life cycles. The life cycles of the ballasts is greatly shortened by excessive heat; therefore, it is important to have adequate ventilation for the power panel that contains the ballast (4) . There are several methods available to clean the fouled quartz and teflon surfaces; chemical cleaning, mechanical wipers ultrasonics and high pressure spray wash. The last three methods are meant to augment chemical cleaning. cleaning with chemicals must be adjusted to influent fouling conditions to prevent Critical loss in LTV transmittarsCe. Provision should be' made for inlet and outlet sampling and/or inspection ports. Environmental Imnact - UV disinfection does not produce halogenated organics compounds as does chlorine. Also, since LN disinfection does not rely on chemicals, there is no possibility of an unintended chemical spill or release. LTV light, h0wevet, should be shielded from view to prevent damage to eyed. Flow Diaaram - we IR/IY/rT /04AMI10 pT{Il KOusini pi�MIR9*1pM OMAMpiM 4'*0 ���f �r/6uAr9 prArp�A i Rllp Yw ♦AYf* rUIOP FLOW runt® 4Ya,) OM! TT/IQAt Yr LAMP r0i0GRO�r OUAQTA MIVI PARALLEL-TO-LAMP FLOW IN A QUARTZ UNIT TEFLON-TUBE UNIT 200:200-SHR.txt-5 JUN 7-89 WED 1 0 : 21 t .1.7.. ..,0 o P 4`68.T c 1 1 .. SENT BY:Xerox Telecopier 7020 ; 6— 7-89 ; 10: 16 61742683.50-4. ,�7753344 412 Aefaxennwt for Ultraviolet iminf ct ion 1, U.S. EPA, Design Manual - MuniciRL= k*aatew3-ar DES;nfec ion, EPA-625/1-86/021 (October, 1986) . 2. U.S. EPA, t� n trava let D; ifection of mmnirjoal Na tewataz Eff uant, ZPA-600/2-80-1.02 (August, 1960) . 3, U.S, EPA, Ultraviolet DaSi fectica,,,,of a a atera from song ary F.ffluant and Combiled Sewer Overf1Qw9j EPA-600/2-86-005 (December, 1985) . 4. U,S. EPA, UjtX&vjo1fjt D{a rifact;0 Agecial. Evaluation Pro�r Region 5, Chicago, Illinois, September, 1988. 200:200-SBR.txt-6 JUN— 7—E9 WED 10 : 21 t, 174268350 P . 12 r SENT BY:Xerox Telecopier 7020 ; 6- 7=89 ; 10:17 6174266350-+ 7753344;#13 09094-177-5053 SEPTIC TANK MOUND SYSTEM FACT SHEET LGDM 4 MARCH, 1989 peacg - A septic tank-mound system is a method of on-site or community domestic wastewater treatment and disposal, An alternative to the conventional septic tank-absorption system, a mound system is a pressure dosed, absorption system that is elevated above the natural soil surface in a sand fill. This general design configuration overcomes certain site restrictions such as slowly permeable soils, shallow permeable soils over porous bedrock and permeable soils with water tables somewhat higher than otherwise allowable by local codes. This system Consists of a septic tank, dosing chamber and the elevated mound. The design of the septic tank-mound system is based on expected daily wastewater volume and the natural soil characteristics. Wastewater generated by the source(s) is collected and transported through pipes to the buried septic tank, within the septic tank, gravity causes solids to sink to the bottom and grease and scum float to the top. The solids collected undergo some degree of decay by anaerobic digestion, Septic tank effluent is then conveyed to a dosing chamber, Within the dosing Chamber, effluent is stored to a volume equivalent to a design dose. At the dose time, effluent is pumped or siphoned to the elevated absorption area and r distributed through a distribution network located in the coarse aggregate at the top of the mound. The effluent then passes through the aggregate and infiltrates the sand fill. The sand and the biological mat which develops, treats the wastewater and permits the spread of the filtrate over a large area of native soil called the basal area, The basal area required for infiltration beneath the sand mound is determined and controlled by the hydraulic capacity of the underlying soil. For small Community systems, the determination of the lateral hydraulic conductivity and estimate of groundwater mounding beneath the bed is normally required. Common Modi£icatjQaa - Dependent upon site characteristics, the absorption area within the mound system for an individual home can either be a bed or a series of trenches. The shape of the bed, however, depends on the permeability of the natural soil and the slope of the site, A rectangular bed with the long axis parallel to the slope contour is always preferred for individual home systems and generally required for all community-sized mounds. Natural soils having a percolation rate slower than 60 min/in require the absorption bed to be narrow and extend along the contour as far as possible, The bed of the mound serving an individual home Can be made more square in soils having a percolation rate faster than 60 min/in and if the water table i4 greater than 3 feet below the natural ground surface, In areas with colder climates the distribution piping and manifold should be sloped to drain back to the dosing tank between doses to prevent pipe freezing. Either the check valve is removed from the pump discharge line, or a 1/4 inch deep hole is drilled into the discharge line to allow backflow, A synthetic gootextile/filter fabric is preferred over straw or untreated building paper between the top of the stone bed/trench and the cover material to prevent clogging of the stone. 200:200-SBR.txt-7 UN- 7-89 WE-D 10 : 22 �_ 6174.26_8T3S,0. P . 13 SENT BY.'Xerox Telecopier 7020 ; 6— 7-89 ; 10: 17 ; 6174268350-4 7753344;#14 i 4 Operations monitoring and maintenance is facilitated by providing access risers with covens over the tank and pump chamber, Operating conditions such as absorption bed ponding can be reviewed utilizing inspection wells. TechnQ102y statue - Septic tank-hound systems have proven to be a successful on-site wastewater treatment and disposal system for areas with slowly permeable soils and bedrock/high groundwater tables. Mound systems designed and constructed as described have been in use for twenty years, The first mound systems were installed over 30 years ago. During construction of Mound systems, special attention should be paid to assuro that the basal area of the system is properly scarified, and that compaction of the basal area And downgradient water movement sites prior to the sand fill installation is minimized. a921128t ^rip - A Septic tank-mound system provides a proven on-Site and Small Community wastewater treatment and disposal system in areas unsuited for conventional septic tank-absorption systems. Site restrictions overcome by the mound system include slowly permeable soils, porous bedrock and high groundwater conditions. Primarily used in rural and suburban areas, properly designed and constructed Systems require minimum maintenance and can operate in all climates. Limitations - Because of sand fill requirements elevated mound systems require more space than conventional systems. Slope limitations of the site are more restrictive than for conventional systems. Systems may not operate properly on sails with a percolation rate .over 120 min/in. Systems with pumps require an electrical power source and increased maintenance. The addition of the dosing system and sand fill raise the total Construction costa above those of conventional absorption systems. For small Community systems, capacities are generally limited to no more than 50, 000 gallons per day. Typical Eaui=ent/No. of MFRS. - bump chamber, tank, septic tanks, piping, pumping equipment, and system controls are supplied locally. Performance - Performance of the mound system is a function of the site evaluation, design, Construction and maintenance procedures used for the system. BOD, TSS, bacteria, and viruses are effectively removed by the soil under proper conditions. However, nitrates are not removed and are transmitted to the groundwater. , Aesiduals. Generated - As part of the treatment process, sludge and scum materials are generated in the septic tank. Removal of the septic tank contents (soptago) should occur once every 3 to 5 years. Desicn Criteria - Typical design flow varies between 75 gal/peraon/day and 150 gal/bedroom/day. Mound height at Center: 3.5 to 5.0 ft. Side slopes: no steeper than 3:1. Percolation rates of natural soils up to 120 min/inch. Absorption system application rate: 1 gpd/sq. ft. Basal area application rates: 0.2 to 1.2 gpd/sq. ft. Sand fill depth beneath the absorption bed: 1 ft min over slowly permeable soils, 2 ft min. in shallow soil or high groundwater. Absorption bed/trench depth; 9 inch min. 200:200-SBR.txt-6 JIJN— 7-89 WED 10 : 23 6174268350 F . 14 SENT BY:Xerox Telecopier 7020 ; 6— 7-89 ; 10: 16 6174268350-4 7753344;#15 Absorption bad/trench atone: 0.75 to 2.5 inch washed gravel of crushed rock, crushed limestone is unsuitable unless dolomitic. Mound sand shall be a well graded sand conforming to the criteria for the group SW in ASTM Standard D 2487. Sand conforming to group Sp may be used after careful evaluation of the effective grain size, particle size distribution and compacted permeability is performed. Distribution laterals: I to 3 inch diameter. Distribution perforation: 0.25 to 0.375 inch diameter. Spacing between holes: 2 to 10 ft. Dosing frequency: 1 to 4 times per day dependent on soil characteristics. pro_cUs.ReliAbility - properly designed, constructed and operated on-site 1' septic tank mound systems have demonstrated an efficient and economical alternative to public sewer systems in suburban and rural areas. System life for properly sited, designed, installed and maintained on-site and community mound systems may equal or exceed 20 years. in a came study of over 3,500 mounds constructed in wisconsin, ninety-seven (97) percent of all mounds, and virtually all mounds constructed according to modern design criteria were found to be operating satisfactorily (3) . Environmental impact '- Due to the elevated mound's size, shape and height, aesthetic issues may arises regarding the visual impact of the system on small flat sites. Impact may be reduced or eliminated if during design of the system efforts are made to incorporate the mound into the existing landscape. Drainage patterna, and land use flexibility may also be, impacteddue to the mound location. Improperly sited, designed or constructed systems can contaminate groundwater$ when pollutants are not effectively removed by the soil system. Failing systems result in effluent ponding creating odors, aesthetic problems and public health hazards. Elgw DiaarAm - 5 Stott t TANK tumP CM M [R MOUND 200:200-SBR.txt-9 (- 7-89 WED 10 : 2'3 E.8350 P . 1 'SENT BY:Xerox Telecopier 7020 ; 6— 7-69 ; 10: 19 ; 6174268350-r 7753344;#16 Referencea for Septic Tank Mound 4vatem 1. U.S. Department of Housing and [Urban Development, 01A Reference Handbook on Smell Scale Wastewater Technology.", April 1985. 2. U.S. EPA "Onsite Wastewater Treatment and Disposal Systems Design Manual", Report Number 625/1-80-012, October 1980. 3. Converse, J.C. and Tyler, E.J., "Wisconoin Mound Pprformanoe", Small Scale Waste Management Project, University of Wisconsin, 1986. 4. Converse, J.C. and Tyler, E.J:, "On-Site Wastewater Treatment Using Wisconsin Mounds on Difficult Sites", in Pzocwedincs df the FQ th National Symp2sium on IndivIdUMI—and Small Community Sewage Syste=f American Society of Agricultural Engineers, 1985. A 200;200-SAR.txt-10 i JM4- 7-89 WED 10 : 24 6174268350 P . 16 P 0 1 TRANSACTIO-N REPORT .SUN- 2-89 , FRI 16 : 22 DATE START SENDER" RX TIME PAGES NOTE TUN- 16m 7 6 1 -114 2 6 8 3 5 0 4 9 5999 8 OK SENT BY:Xerox Telecopier 7020 ,6— 2-89 16: 13 6174268350-4 7753344;# 1 LOMBARDO GROUP ,a. DAMES � MOOR.,E ,A PR0PE5PROFESSIONALUMIr6p PARTNERSHIP - 46 CHURCH ST., BOSTON, MASSACHUSHTTS 02116 (till)542-5557 VM A A S. pie&-=O-Vf FROM, �1 V JOB NO. C7' '00 l^^ pd SENT BY; lor DATE: - L IVORTANT! PISA$Z FILL OUT TAX NO. AND TIM! FAX NaN28R: �:77 � 3 `t'f ,ro No. of PAGES (inCluding cover sheet) : Faceind le Number: (617) 426-8350 If you have any problems, please call (617) 542-5557. Thank you. I j OP/TEXT.OP-PAK,txt s J"u � ,s '`' * : I 1 6 : 1 $ 2 a8350 P . 01 SENT BY:Xerox Telecopier 7020 ; 6— 2-89 ; 16: 14 6174268350-+ 7753344;# 2 _ LOMBARDo GROUP + DAMES & MOORR A 7R0FE$S10NAL LIMITFD PARTNERSHIP 46 CHURCH ST,, BOSTON; MASSACHUSETTS 02116 (617)542.5557 PN: 18038-001-5069 June 2, 1989 Mr. Thomas A. McKean Director of Public Health Office of the Hoard of Health Town of Barnstable 367 Main Street Hyannis, MA 02601 RE: Cape Cod village Condominiums (CCVC) Sanitary Improvements Dear Mr. McKean: In reference to your letter of May 30, 1989 and my subsequent telephone conversation with Ms. Dale Saad, I offer the following responses. Item No. 1: The purpose of the treatment system is to faciltate infiltration of the wastewater into the soils and the minimize problems should breakOUt occur. A sand filter is an appropriate Choice for this application due to its high level of suspended solids removal, reliability in treating variable wastewater loads, and simplicity of operation. In my opinion, an RBC or other package system will not operate as well under the variable operating conditions of this community. An ABC installation will produce sludge that will have to be disposed of. The critical problem of clay soils, breakout, and protection of shellfi8h/swimming areas are also the CCVC's major concerns as expressed in our several meetings, I believe that CCVC is doing all it can practically do to achieve a wastewater disposal solution within these constraints. The proposed system will remove about 95% of the BOO and TSS in the wastewater, The proposed system, however, will only partially remove nutrients (i.e. nitrogen and phoaphorus) .and bacteria. Item No. 2 - The proposed location presented in my May 18, 1989 letter is the most suitable since: 1) the location minimizes the possibility of breakout in areas easily accessible by peoples 2) the soil texture appears to be at least marginally acceptable; 3) the mound can be long (about 200 ft) ; and 4) the mound can be built along one contour. Relocating ,portions of the mound may compromise these benefits. m:m-acvcsi,.txt � 1 . .......... JJt„ 2-89 FRI 16 . 1 .9............ 6174268350 ... .. F . 02 SENT BY:Xerox Telecopier 7020 ; 6— 2-89 ; 16: 14 ; 6174268350-4 7753344;# 3 _ LOM7BARDO GROUP DAMES & MOORE A PROPISSIONAL LIMITED PARTNEkSHIP Mr. Thomas A. McKean ,Tune 2, 1989 Page 2 The issue most pertinent to the placement of the mound is the off-set distance from the wetlands. It is my understanding that the wetlands are being delineated presently. Upon review of the location of the wetlands, the placement of portions of the mound will be reconsidered, Item No. 3 - I appreciate the concern that the Department of Health may have with a system unknown to them as expressed in their request to test the system, However, I believe that testing the system is not appropriate for the following reasons: a. Sand filters and mounds have been in use for over 20 years. Many articles are available describing the successful use of these systems. Both systems have been studied by the US EPA and design guideline$ exist for both, b. The capacity of the soil to conduct water vertically and horizontally can be assessed to a degree of accuracy necessary for the final sizing of the mound. 0, Imposition of a testing requirement imposes a significant degree of risk to the CCVC in that the Barnstable DPW may not allow the CCVC to pump to the treatment plant during the test period and subsequent construction period. d. The time needed to acquire the necessary approvals, design the test system, build the test system, operate the system, and analyze the data will take months. The testing may cause another year to be lost. e. The CCVC neighbors may view testing as more foot-dragging and, therefore, subject CCVC to more criticism, f. Prolonging the eventual implementation of a solution will erode the political consensus among the owners of the 22 condominiums and take away from the present momentum to solve the problem. The work at the CCVC is progressing at all deliberate speed. The CCVC has developed an approach to solving its wastewater disposal problem-, however, the final location of the mound will be based on the delineation of the watland, At this juncture, I request that you review the information available to you and either present to us specific questions or approve/disapprove the approach, If you and the Board of Health approve of our approach, measurements of the permeability of the sitefs soils will be made and the mound will be sized. We will then develop engineering plans and specifications for your final review and approval.. m:m-ccvcsi.txt MI- 2-89 FRI 16 : 19 6174268350 F . 83 SENT BY:Xerox Telecopier 7020 ; 6— 2-89 ; 16: 15. ; 6174268350-► 7753344;# 4 LOMBARJDO GROUP, DAMES & MOORE A PROFESSIONAL LIMITED PARTNERSHIP Mr. Thomas A. McKean Juno 2, 1989 Page 3 I have attached for your review general design criteria for and sketches of sand, filters and mounds. Sincerely, Kelly J. Whalen Project Manager KJW/cac CC: Mr. Anthony Sapienza Mr. Thomas Mullen m:m-ccvcai.txt J.U.N._ 2i8...9. FR I 16 : 20 6174268350 . ................ . . 56ENT BY:Xerox Telecopier 7020 ; 6— 2-89 ; 16: 15 6174268350-4 7753344;# 5 FIGURE 7-10 TYPICAL MOUND SYSTEMS Straw, Hay or Fabric Cap Distribution Lateral Absorption Bed Fill • Topsail e Layer of To a �� x \t•, p :, ;:r:It W �lp. ' Pad :77! ',I:'. .f,' Hsi . 1., z1:'' •S � - - 11 t:p 1 IF I7, 'Yy '4 1 •!�f Nl y j �'0.• ' trial •+R�'S'..� Rocl Strata or m ermea a Sail ayerc- - � (a) Cross Section of a Mound System for Slowly Permeable Soil on a Sloping Site. i i ,IUN— '-89 FBI 16 : 20 , 6174268350 P . 05 4y m �r CO � X co a -1 x t , m m TABLE 7-7 [continued} o TABLE 7-7 -C3 ' CD S"E CRITERIA FOR MUM SYTSTEMS r•� Depth to impermeable Barrier 3 to 5 ftb [ten Criteria Percolati on Rate 0 to 120 m1 nji n. measured at 12 to 20 Irk.c � Landscape Position WL-11 drained areas. level sloping. Crests of slopes or convex slopes most desirable. Avoid depressions. bases of slopes and concave slopes unless suitable a These are present limits used in Wisconsin established to coincide «, drainage is provided. with slope classes used by the Soil Conservation Service in soil c� 7appieg. Mounds have been sited on slopes greater than these. but Slope 0 to 6% for sn"s with percolation experience is limited (25). rates slm*er than 60 minjin-a rn b Acceptable depth is site dependent- 0 to 12% for soils with percolation rates faster than 60 mi 0 n.a c Tests are run at 20 in. unless later table is at 20 ia_, in which w case test is run at 16 in. In shallow soils over pervious or creviced Typical Horizontal Separation bedrock, tests are run at 12 1n. '. Distances from Edge of Basal Area Water Supply Yells 50 to 1D0 ft Surface waters. Springs 54 to lAU ft 10 to 20 ft Escarpments ►•: Boundary of p*ey 5 to 10 ft —'1= Bull ding foundations 10 to 20 ft �a (30 ft Aen located upslope from a rn N; building in slowly permeable � rJ,' soils). ^� rn CO' CO CM; soil ``' profile Description Soils with a well developed and cr, relatively undisturbed A horizon CD (topsoil) are preferable_ old 1 filled areas should be carefully Investigated for abrupt textural changes that would affect rater pwrement. Mealy filled areas should be avoided until proper T settlement occurs. Ci Unsaturated Depth 20 to 24 in.. of unsaturated soil {r, should exist between the or9 gi nal I soil surface and seasonally saturated harfxons or pervious or csi erericed bedroei,- ao 243 242 / .SENT BY:Xerox Teleca ier 7020 6— 2-89 16: 16 6174268350-4 7753344;# 7 a E FIGURE 6.5 TYPICAL BURIED INTERMITTENT FILTER INSTALLATION A Distribution Box Vent Pipe Vent Pipe Mous W S et 1 r Septic lr�l/mil/` l r F. .a : •. 5 4A`/I}/r•4 r Tank ��.:d `IS ♦ �':..�: . . . .. Discharge A Inspection Manhole and Disinfection Contact Tank (If Required) .M Profile Top 11 Soil Fill 6 � Drainage r►TTJJI r/ •Jr I/Illrrrr//rJ/1rr!! � 6 In. Marsh Hay or // /1 /////J/r� �•ir//rJr r/ rrri'rrfrr r✓/r• .a'_ �// �/r//rr ///////r✓r r///fJ/ r/rr Drainage Fabric rr,rrJ/ .4;rJ/rJ rl.r, N •/rrr/,lrr�/,�r �r r,r, >8 in. N/f//✓r//r/// rlrr 111r///rr/rrrr Perforated or Open /�t1/rrr/N/r/ Graded Gravel 3f`" t 1 „/rrr/rlr�j /� i Joint Distributors rrrr //lrlrr/////r J/rf �" 24-36 in. Pea Filter Media Gravel • ':'�S:�� ::S'S:i.�:::1as'�ti�'�':{�.1.�?�7�:'�:w':j.}:;�til•"r;�•ffal����''^1tja:;Y.'. rrrr %iiii%%i%%%r%% � r '• '� x .Ir � c � rir+ii/1/Jr /r//tilt/1//////r/r/r%lr////r //�r/r/r/✓rr/!/rrr/rJ!r !11I✓%////rrrr//rI//1/!1 rrrrr/r;rJ!//,rr/r!///r/J//r/! > 8 in, �rrJrrrr//111/rrrrlJr/! �//lr 1J1r rJ rNrrrrJ/N//rr/rrfr/r//Jr/! /rf/'1r1 !f/ // r/!rr✓!J/rlrJrrrrJJJrrrfrrr/ /f/////irrr/r/rr////r •/✓/r /r. !rr ♦f/Ni/rr/li�iJ/r//rrr r./✓///////rrr/J/J/// //r///J///r /!J/Jr J//r 'r/rilrJ/IrrirrrrJ 1/r/rrrr _ �•rtl./!!i/rrr/fir ir��rj, _ .. Graded Gravel 1/4" to 11/2,, Perforated or Open Joint Pipe, Tarpaper Over Open Joints Section A-A 129 TUN- 2-09 FRI 16 : 21 61 r426835.0', . P . 07 1' E ' ENT BY:Xerox Telecopier 7020 ; 6— 2-89 ; 16: 17 ; 6174268350.4 77533444 8 i TABLE 6-7 DESIGN CRITERIA FOR BURIED INTERMITTENT FILTERS Item Design Criteria Pretreatment Minimum level - sedimentation (septic tank or equivalent) Hydraulic Loading All year <1.0 gpd/ft2 Seasonal <2.0 gpd/ft2 Media Material Washed durable granular material (less than 1 percent organic matter by weight) 4. Effective size 0.50 to 1.00 mm Unif. Coeff. 0.0 (<3.6 preferable) Depth 24 to 36 inches Underdrains Material Open joint or perforated pipe Slope 0.5 to 1.0 percent Bedding Washed durable gravel or crushed stone (1/4 to 1-1/2 i n. ) Venting Upstream end Distribution Material Open joint or perforated pipe Bedding Washed durable gravel or stone (3/4 to 2-1/2 i n. ) Venting Downstream end Dosing Flood filter, frequency greater than 2 per day ��re>h. ��s►�. ��-�e,,,a�e�r �va�a,.�.�-v� '�, ,�s�2 . �'�� �7-�����D—a 0�-. , 1 jUN k 2 FR' I 1 22 . .. z. rr. .. _ 1742a .1�0 PS _ LOMBARDO GROUP DAMES & MOORE A PROFESSIONAL LIMITED PARTNERSHIP 46 CHURCH ST., BOSTON, MASSACHUSETTS 02116 (617)542-5557 PN: 18038-001-5069 June 2, 1989 Mr. Thomas A. McKean Director of Public Health Office of the Board of Health Town of Barnstable 367 Main Street Hyannis, MA 02601 RE: Cape Cod Village Condominiums (CCVC) Sanitary Improvements Dear Mr. McKean: In reference to your letter of May 30, 1989 and my subsequent telephone conversation with Ms. Dale Saad, I offer the following responses. Item No. 1: The purpose of the treatment `system' is to faciltate infiltration of the wastewater into the soils and the minimizer,problems should breakout occur. A sand filter is an appropriate choice for this application due to its high level of suspended solids removal, reliability in treating variable wastewater loads, and simplicity of operation. In my opinion, an RBC or other package system will not ope teas well under the variable operating conditions of this .community. An ABC installation will produce sludge that wililhave to be disposed' of. The critical problem of clay soils, breakout; 'and protection of shellfish/swimming areas are also the CCVC'.st�'major concerns as expressed in our several meetings. ' I believe that CCVC is'':doing all it can practically P . do to achieve a wastewaterdsposal solu Lion 3thin these constraints. The proposed system will remove about 95% ofkili'e BOD and TSS in the wastewater. The =proposed system, li.ocwever, w -11 jonly partially remove nutr1ents (i:e. nitrogen and phosphorus) and bacteria. Item No. 2 - The proposed location presented in my May 18, 1989 letter is the most suitable since: 1) the location minimizes the possibility of breakout in areas easily accessible by people; 2) the soil texture appears to be at leas* marginally acceptable; 3) the mound can be long (about 200 ft) ; and 4) the mound,can'�.,be built along" one contour. Relocating portions of the mound may compromise these benefits. m:m-ccvcsi.txt OFFICES WORLDWIDE 4 _ LOMBARDO GROUP DAMES & MOORE A PROFESSIONAL LIMITED PARTNERSHIP Mr. Thomas A. McKean June 2, 1989 Page 2 , i The issue most pertinent to the placement of the mound is the off-set distance from the wetlands. It is my understanding that the wetlands are being delineated presently. Upon review of the location of the wetlands, the placement of portions of the mound will be reconsidered:"" Item No. 3 - I appreciate the concern that the Department of Health may have with a system unknown to them as expressed in their request to test the system. However, I believe that testing the system is not appropriate J�<• for the following reasons: aj a. Sand filters and mounds have been in use for over 20 years. Many articles are available describing the successful use of these �5 systems. Both systems have been studied by the US EPA and design guidelines exist for both. b. The capacity of the soil to conduct water vertically and ,� �s � horizontally can be assessed to a degree of accuracy necessary for the final sizing of the mound. C. Imposition of a testing requirement imposes a significant degree w of risk to the CCVC in that the Barnstable DPW may not allow the a� CCVC to pump to the treatment plant during the test period and subsequent construction period. d. The time needed to acquire the necessary approvals, design the test system, build the test system, operate the system, and analyze the data will take months. The testing may cause another year to be lost. e. The CCVC neighbors may view testing as more foot-dragging and, therefore, subject CCVC to more criticism. 1 f. Prolonging the eventual implementation of a solution will erode the political consensus among the owners of the 22 condominiums S and take away from the present momentum to solve the problem. The work at the CCVC is progressing at all deliberate speed. The CCVC has developed an approach to solving its wastewater disposal problem, however, the final location of the mound will be based on the delineation of the wetland. At this juncture, I request that you review the information available to you and either present to us specific questions or approve/disapprove the approach. If you and the Board of Health approve of our approach, measurements of the permeability nf_ t� he site o'is will be made and the mound will be. sized. We will develop engineering plans and specifications for your final review and approval. m:m-ccvcsi.txt _ LOMBARDO GROUP DAMES & MOORE A PROFESSIONAL LIMITED PARTNERSHIP Mr. Thomas A. McKean June 2, 1989 Page 3 I have attached for our review general design criteria for and sketches Y R 7 of sand filters and mounds. Sincerely, Kelly J. Whalen Project Manager KJW/cac cc: Mr. Anthony Sapienza, Mr. Thomas Mullen ti m:m-ccvcsi.txt * * * * � * * TRANSACTION REPORT DATE START RECEIVER TX TIME PAGES NOTE * nw 15 *399 3 un * * . � ` - ' C Py6`THE rO�y TOWN OF BARNSTABLE w o . OFFICE OF BAHH5TOBIi S MABIL BOARD OF HEALTH O 1639• �g� :C.r.• 367 MAIN STREET HYANNIS, MASS.02601 Mr . Kelly Whalen May 30 , 1989 Lombardo Group Dames & Moore 46 Church St. Boston, MA , 02116 RE : Cape Cod Village Condominiums (CCVC) Sanitary System(s) Dear Mr. Whalen: In reference to our meeting on May 25 , 1989 , and to the site visit the next clay attended by Dale Saad, Thomas Marcello, and Steve Seymour, the following questions have come forward concerning the above referenced project: 1 . Were any other systems considered beside the the sand filter (RBI", package system, etc. ) ? The major concern of the Health Department is the disposal of the effluent. There is a very critical problem of clay soils , breakout, and possible contamination of shellfish and swimming areas . All these concerns shall be considered for' the design of .the type of system and location of tie. effluent discharge . Consi'derat.ion must be given to nutrients along with bacteria/virus output. 2 . Is it feasible to break up the system into smaller units which would service several (4 or 5 ) cottages and space out the effluent disposal area on site instead of concentrating it in one area? 3 . Would you consider a test of the sand filter/mound system on site connected to only a few cottages for this summer, with connection to remaining condominiums after the test period is concluded and the results are known9 In addition, the location for the mound system referenced to in your letters dated April 12 , and May 18 , 1989 has changed . The newest location is closer to the wetland and L.here is' reason to believe that part of the mound will be within 100 feet to the wetlands . 1 r- Please contact Dale L . Saad, Coastal Health Resource Coordinator, telephone 775-1120 ext. 182 , if you have any questions and/or require any more information. Ver ,truly yo rs , Ce. AM --- Teas � . McKean Director of Fublic Health TAM/dls TNf TO`* TOWN OF BARNSTABLE O� D"0"" DATA PROCESSING DEPARTMENT � A��. s639. f0MIR 367 MAIN STREET, HYANNIS, MASS. 02601 (508) 775-1120 EXT. 193 775-1470 AFTER 4:30 P.M. i FAX # 508-775-3344 PLEASE FORWARD THE FOLLOWING PAGE(s) TO THE FOLLOWING PERSON(s) TO: P RECEIVER' S: / 7 - ya 8 3 s o FAX # FROM: Heak+k S0.Q. Tkomo. Ck2ao, DATE: m 31 , 19S9 PAGE( s) : Excluding cover sheet ' THANK YOU # I THE FOLLOWING IS/ARE THE BEST IMAGES FROM POOR QUALITY ORIGINAL (S) M A 7 . DATA f t Mr. Kelly Whalen May 30 , 1989 Lombardo Group Dames & Moore 46 Church St . Boston, MA. 02116 RE : Cape Cod Village Condominiums (CCVC) Sanitary System(s) Dear K- -lVbr l.�l�n LQ•, ; In reference to our meeting on May 25 , 1989 , and to the site visit the next day ttended by Dale Saad, Thomas Marcello, and Steve Seymour,, a following questions have come forward concerning the above referenced project : 1 . Were any other systems , esidle-Imajor t4 �� the sand filter (RBC, package system, etc . ) ? is the disposal of the effluent .-lUre,.'.sc-, ee� i� these „�� Problem of sails , breakou nd possi4Aee--- -s��,s,;,r contamination of shellfish and �mming ar � ��� �sJ'%��' T�� -fv•r the type of system and location of the effluent discharge . Consideration must be given to nutrients along with bacteria/virus output. 2 . Is it feasible to break up the system into smaller units which would service several (4 or 5) cottages and space out the effluent disposal area on site instead of concentrating it in one area? 3 . onsider est Hof the sand filter/mound system ste ew``4 ages for this summer with ie-mot cond - nd t after the test `er-1 -perivc� �s concluded ahe results are known? In addition, the location for the mound system referenced to in your letters dated April 12 , and May 18 , 1989 has changed. The newest location is closer to the. wetland and there is reason to believe that part of the mound will be within 100 feet to the wetlands . Please contact Dale L. Saad, Coastal Health Resource Coordinator, telephone 775-1120 ext . 182 , if you have any questions and/or require any more information . Very truly yours , r Thomas A . McKean '' Director of Public Health i L Mr. Kelly Whalen May 30 , 1989 Lombardo Group Dames & Moore 46 Church St . Boston, MA . 02116 RE : Cape Cod Village Condominiums (CCVC) Sanitary System(s) Dear Kelly: In reference to our meeting on May 25 , 1989 , and to the site visit the next day attended by Dale Saad, Thomas Mareellor-k, . and Steve Seymour. The following questions have come C� forward ar.- �e above project 1 . Were any other systems consider besid the sand filter (RBC, package system, etc. ) . s P, e major consider on site is the disposal of the effluent. Problem of "bad" soils , breakout and possible contamination of shellfish and swimming area must be considered for the type of system and location of the effluent discharge . Consideration must be given to nutrients along with bacteria/virus output . 2 . Is it feasible to break up the system into smaller units which would service several (4 or 5) �� cottages and space out the effluent disposal area on site instead of concentrating it .in one area? 3 . Any consideration of a possible test of the sand filter/mound system on site with a few cottages for this summer with the rest of the condo systems <!�e installed after the test period is concluded and the P results are known? Please contact Dale L. Saad, Coastal Health Resource Coordinator, telephone 775-1120 ext . 182 , if you have any questions and/or require any more information. Very truly yours , Thomas A . McKean Director of Public Health TAK/dls � mo I�rw� Pickup and delivery. 5 eed Enterprise Enterprise Roa rise Road&Bearses Way - p y® d Tel.778-2328 a.�nc.,y cents. Hyannis,MA 02601 Fax.'778-1513 %��.2f , 19 _v d I / _ate _ -- �-� ►e L Ste . SQ�Y; � � 1 IF \ I 1 t y� 1 l BEAD EACH If 71 LT SA ---- M d u G 3 a o �qN V Q - 21 6 0 9 oU2 � u - Oqo r� SCALE: 1"=100 FIGURE 3 CAPE COD \ALLAGE CONDOMINIUM ASSOCIATION LC BARDO GROUP L�--c DIES & MOORE �• A li1ORS50/K W=►AR"VtW I BEACH -91�lPEt ~� 13 EACH S AN b N 3 j 1 17 11 _ 20 pi PC C s � T 21 6 0 ER 2 22 5 SCALE: 1'=100 FIGURE 3 CAPE COD VILLAGE CONDOMINIUM ASSOCIATION LOM SARDO GROUP �c i�;-mac tyS DAME.- & MOORE 05i17, ;989 15t29 FROM J.K. HOLMGREN & ASSOC. TO 16174268350 P.01 Tel. (508)583-2"0 CLIENT Dames & Moore BORING ! Boston, 'Ma IRO-TECH WELL PROJECT Cape Cod Village Condos_ DRILUNG, INC. Barnstable, Ma 45 Turnpike Street,West Bridgewater LOG e Massachusetts 02379 DRILLER J. Adams BORING CASING SAMPLER CORE INSPECTOR S. Burnett NO 5 BARREL LINE s STA -OFFSET SHEET. 1__. TYPE HSA SS SUR. ELEV. OF1 SIZE ID 3.75in. 1.375in. - START May 12, 1989 _ FILE HAMMER WT. .__..._ 401b. FINISH May 12, 1989 NO. 89064 HAMM. FALL 30in. p CSG SAMPLE rto TURD. STOAT, SAMPLE CLASSIFICATION SAMPLE E 6L NO, DEPTH RANGE GLOWS 6� T OENsrrr HANG AND REMARKS PEN. ! P PER FEET ON Y C-(M$T. FEET REC. H FT SAMPLER E 1 0'0"-2'07'*' 2-5 S, Dry SAND AND LOAM brown tine 24" r" 2-2 VMed"I_ to medium sand,._eope..roots,trace silt 5' 5 2 0"-7'0" 11-1Q SILT, brvwn_to_,gray.,_so a „fine... 24"/24' 10-13Isanct little clay Dense 10 3 10'0"-12'0" 5-6 S Very CLAYgray, some silt ___.. 24-1/24 14-16 Stiff SAMPLE 10�tTIFICATtofi PENETRATION RESISTANCE GROUNDWATER 09SERVATIONS 140 w.WL falling 30'on 2'O.D.Sampler PROPORTION$USED S-SPLIT SR30N Coh*sio to Vensky Coheatm Conattlemy AT AFTER HRS T-THIN WALL TUBE 0-4 Very Loose 02 Very Sag trace 0-101/6 U-UND!STLMED PISTON 5-9 Loose 3-4 Soft little I0 to 2O% AT AFTER .. .—HRS n._nvr.j V.?► Qrvn 10.29 Med.Dense 5.8 Med.Stiff some 20 to 359e 05/17i1989 15e23 FROM J.K. HOLMGREN & ASSOC. TO 16174268350 P.02 Tel. (508) 583-2680 CLIENT Dames & Moore BORING / Boston, Ma_, VlRO-TECH • DRILLING, INC. WELL PROJECT Cape-Cod Village C011dos Barnstable, Ma 45 Turnpike Street,West Bridgewater LOG Massachusetts 02379 ----- DRILLER T .Adams BORING CASING SAMPLER CORE INSPECTOR S•Burnett NO 1 BARREL LINE 8 STA OFFSET_.._ __—. SHEET— 1.-. TYPE 118A _ _SS _ SUR. ELEV. F 1 SIZE ID 3.75itt. 1.375in. _ START May 12, 1989 FILE HAMMER WT. _ 14U1b. FINISH May 12, 1989 NO- 8906 HAMM. FALL 30in. p CSG SAMPLE _ MOISTURE. STAAT. SAMPLE CLASSIFICATION SAMPLE E NO. DEPTH RANGE BLOWS 16" �T DENSITY RANG AND REMARKS PEN. pt F PE�r FEET ON P ° FEET REC. H FT SAMPLER E 1 010"-210" 3-3 3 __D _ SAND, fine, light brown With 24"' 16' 3-4 �$ aark or anics trace silt 5'U"-7'0" 4-6 8 Dry SI li ht gray to buff icon 24"1.24' 4-7 M Med staining, me clay Dense 10 3 1010ft-12'0" 3-7 S Dr 10-10 Med _ SILT & CLAY light brown to 24"/20' Dense gray SAWLE WSMTiFICATM PENETRATHM RESISTANCE GROUNDWATER OBSERVATIONS 140 b.; fatting 30"on 2"O.D.Sampler PROPORTIONS USED S-MIT SPOON Coheaionlees Cohesive AT AFTER HRS T-THIN WALL TUBE 0-4 Vey Wry W trace 0.1wk U-UN0IS1UReE0 PISTON 5-9Loose 3.4 ^ soft little 10 to 201h AT AFTER HRS PAM n.— to ".A Sta snma 20 to 35"%0 --- 05/17/1989 15123 FROM J.K. HOLMBREN & ASSOC. TO 16174268750 P.03 WFNT Dames 8c Moore Tel. (508)583-2680 TBRNG Boston, Ma VIRO•TECH L� PRo,IECT Ca Cod Villa a CondoDRILLING, INC• Barnstable, Ma 45 Turnpike Strest,West BridgewaterGMassachusetts M79CASING SAMPLER !;ORE DRILLER J A alRs 2 BARREL INSPECTOR 8• Burnett NO, HSA SS _ SHEET 1 TYPE LINE 8 STA tF3E7 OF 1 SIZE ID 3.75in. 1.375in. SUR. ELE`1, May 12 1989 FILE HAMMER WT. 1401b. START Ala 12 1989 NO. 8906 i-iA FALL 30in. I H Ma3stiAE. STRAT. SAMPLE CLASSIFICATION SAMPLE D CSG SAMPLE DENSITY HANG AND REMARKS PEN.t E NQ. DEPTH' RANGE SLOWS/6" FT Qq REC. P PER FEET ONFE`�T FT SAMPLER 1i E 1 0'0"-2'0" 2-2 S Dr LOAM sand and ravel with 24" 24' 2-3 Ver dark organics � � Loose 5 2 5'0"-7IV 5-4 $ SAND fine to medium buff 24" 'LO' 5-5 color 10 3 10'0"-12'0" 5-12 8 Dr SILT AND CLAY li ht ra to 24" 24' 8-8 Very brown trace sand Stiff S�>aAPLE pealMI 11 I TANOE GROUNDWATER OBSERVATIONS i 140 6.WL taM'g 30* .SWMW PROPOF1111 3 USED AT AFTER HRS S—Spu T SPOON cohadardses trace 0-10% e T—THIN WALL TUBE 0-4 V"Loose 0-2 Very oft 10 M 20% AT AFTER --HRS� U—UNW71UPSED PISTON " Loose 3-4 volt some 20 to 9b96 t-%^aM 10-29 piled.Dense S-8_ Mod.so _._ NoTt!Lt+velc may vary with seasonal PvC Vation I 05/17/1989 15:24 FROM J.K. HOLMGREN & ASSOC. TO 16174268350 P.04 TeI. (508)583-MO rLIENT Dames & hlovre IRO-TECH BORING / Boston, Ma DRILUNG, INC. WELL PROJECT �A e Cod yi Ilat;c- c Ut,dos 45 Turnpike Street,West Bridgewater LOG Barr►stable, Ma _ Massachusetts 02379 DRILLER J.Adams BORING CASING SAMPLER CORE INSPECTOR S•Burnett NO. 3 BARREL LINE&STA _OFFSET SHEET_ 1 TYPE HSA S5 SUR. ELEV. F r • - START may 12, 1989 _ FILE SIZE Ib 3.7 v x n. 1.3?5 in HAMMER WT. FINISH May 12, 1989 No. 89U64 HAMM. FALL -- D CSG `• SAMPLE MDSTUPE. STAAT. SAMPLE CLASSIFICATION E L , NO. DEPTH RANGE BLOW7NY DENSMY CHANGEAND REMARK$ SAMPLE ' T PEP FEET Q Op FEET PEN. CONSIST. REC. H SAM Dry SAND-, fir;e to jaedium, li�ttt L�"j�5' 3-3 loose brown trace or a ' I tic material 5 2 5'0"-7'0" 3-5 S Med SILT AND CLAY 1i ht t;ra to 24">17' 6-8 Dense _light. brow oxidation layers 10 3 lU'0"-12'0" 4-6 S Med 7-8 Dense SILT AND CLAY li ht ra to 24" 24` light bro++ mo tled ar ce SAWLE k*ffMAU* PENEMTW REMAKE GROUNDWATER OBSERVATIONS 140 b.WL rang V on 2'0.D 3ampw s-SP Pt OP toNB USEd LIT SPOON cotetarkss DONNr Cots""comm"" AT_ AFTER HRS T-THIN WALL TU M p-4 V"LQm a y Sott tre:� 0-10%U-UNDWIMEDP1STON S-9 Lem 3-4 �g� P"a t0to20% AT--�-� AFTER HRS n_I'10CiJ va", � en M fL..♦ L_.___ r n re_. ..,... ._- .., --.. 05/17/.989 13,24 FROM J.K. HOLMGREN & ASSOC. TO 16174268350 P.05 Tel. (SO8)58 re IRO-TECH BORING ! Boston, Ma IRO®B - 11NC. WELL PROJECT Cape Cod Village Condos _ Barnstable Ma 45 Tumpike Street,West Brldgewater, LOG Massachusetts 02379 DRILLER d. Adams BORING CASING SAMPLER CORE INSPECTOR S. Burnett NO 4 BARREL LINE&STA OFFSET_ SHEET 1 TYPE HSA SS SUR. ELEv. 1 SIZE ID 3.75in. 1.375in. START May 12 1989 FILE HAMMER WT. 1401b. FINISH May 12 1989 89064 HAMM. FALL 30in. .r D CSG SAMPLE MaSTURS, STAAT. SAMPLE CLASSIFICATION SAMPLE E SLOWS NO. DEP i H RANGE BLOWS f 6" T °ENS HANG ANb REMARKS PEN.! Y OR FEET REC. FTi" FT SAMPLER E 1 0'0"-2'0" 1-1 S Dry SAND fine light brown 24" 20 1-2 Very trace to Loos 5 2 5'0"-7'0" 5-5 Dr SILT light brown to Bray, 24" 24' _+ 9-11 Med some very fine sand Dense 10 3 10 0 12 0 5 8 Sl Dry I SILT, itray to light brown 13-15 Hed owNtA,I AA,A little Dense fine sandlittle clay F �r SAWLE W>✓qnFiCAlM PEf1E7AATM AE=TANCE GROUNDWATER OBSERVATIONS 140 lb.WL falling 30'on r O.D.SMr;) t S-SPLIT 'OCJtd Coheslonkw 2mg Cohn! Oombwncy pROPORT S- USED AT . _---- AFTER HRS T—THIN WALL 7118E b*cA 0-10% u-UNDMTUFP-:D PISTON 5-9 Loose 3.4 Vary Soft oft 10 to 20% AT AFTER HRS _ _._�.. .. - _� .r.u, ♦..� .� _.. ee •e_.i n.1a wwn.r 9N 1n')tv. IA f f U-UrtN tNiJ ROO 10.20 Mad.Dense 5.8 Med.S" some 20 to 35% Extended Page 6. 1 W-WASH SWP'I 30-e9 Dense 915 Stiff and 35 to We NOTE:Levels may vary with seasonal fluctuation A-AUGER SAM LE 50+ Very Dome 16.30 Very Stiff and the degree of$Oil saturation when the boring 31 + Hard was taken. Tel. (508)583-MO BORING I CLIENT Da�3 & M e _ IRO-TECH WELL PROJECT �.ape-Lind_ki.1 I ngyp t:.O.l2dU.3 DRILUNG, INC. Rotrnnt.abl e, Mn. 45 Turnpike Street,West Bridgewater LOG ® Massachusetts 02379 - DRILLER _ 3J• Adams -.. BORING CASING SAMPLER CORE INSPECTOR S. Burnett __— NO BARREL LINE&STA. __..... ...__—OFFSET___ SHEET TYPE 11SA SUR. ELEV ____ _. F 1_.. SIZE ID 3-75 in, 1 -375in. START May 12, 1989 FILE HAMMER WT, 14U1h-- — FINISH May 12 1989 NO, 89064HAMM. FALL -- D CSG SAMPLE mvsntne. START. SAMPLE CLASSIFICATION SAMPLE E L ovisrrvCHANGE P PER` Np. DEPTH MANGE BLOWS? Y on FEET AND REMARKS PEW! FEET ON COWS;. REC. H SAMPLER E 1 0'0„-2'0" 3-4 _19—Dry er very ring.to mpdi1,m. ... 2U' 4-5Loos 5 2 5'0"-7'U' 6-8... S U _C.LAF nrrn sr t;r --_. gt'ay to brown 0 8-� Ver _ _ Stiff 10 3 10'0"-12'0" 7 D. AND S11.1,�raT,. _ 2.4 '/2 - 1 Z.-1- Extended IPage 7. 1 W—WASH SA�dP;E 90 d9 Dense S-15 S1+fF I and 35 ro 50% 1W It. �e+wa nr�y vary wnn aoaavu rwwueuv, A-ALIGEfl SAMPLE 50+ Very Dense 16.30 VAry Stitt and the degree of soil saturation when the boring 31 H.rd was taken. CLIENT Dawes 6 Moore Tel. (508) sea 2680 BORING / _._Boston, Ma VIRC-TECH WELL. PROJECT Cape Cod village Condos DRILUNG, INC. LOG Barnstable, Ma 45 Turroke Street,West Bridgewater - Massachusetts M79 DRILLER Hams- BORING CASING SAMPLER CORE INSPECTOR S. Burnett NO. 7 BARREI. LINE& STA _OFFSET_ SHEET-I- TYPE HSA SS St1R. ELEV. 1 sizE tD 3.75in. I.375in. START May 12, 1989 FILE HAMMER WT. _ 1401b• FINISH May 12, 1989 No. 89064 HAMM. FALL 30in. D CSG SAMPLE MO+SWRe. STRAT. SAMPLE CLASSIFICATION SAMPLE E BLOWS NO. DEPTH RANGE BLOWS/6" T DENS" HANG AND REMARKS PEN. P PER FEET ON Y OR FEET REC. T CONSt8T: W FT SAMPLER i 0 0 - P 2 U 1�-1 S1 Dry SAND fine brown, little 24' 2,1' 2-3 Very silty trace root Material _ Loose 5 2 590"-7'0" 2-5 S Dry SILTt brows to gray mottled 24" 24' �5-7 Med a carance little fine sand, _ Dense r little clay 10 3 IO'0"�12'0" 2-4 S Moist CLAY, gray, some silt. 24" 24' 7-7 Stiff PENETRATION RESISTANCE GROUNDWATER OBSERVATIONS _ LOMBARDO GROUP DAMES & MOORE A PROFESSIONAL LIMITED PARTNERSHIP 46 CHURCH ST., BOSTON, MASSACHUSETTS 02116 (617)542-5557 PN: 18038-001-5066 May 18, 1989, ' Mr. Thomas McKean Board of Health Town of Barnstable 367 Main Street Hyannis, MA RE: Cape Cod Village Condominiums (CCVC) Sanitary Improvements Dear Mr. McKean: In reference to our conversation yesterday (17 May 1989) , I plan to meet with you on 25 May 1989 at 2:30 p.m. in your office. Attached is a report on the recent site investigation. It is our opinion ,,based on the information available to us that a mound system is feasible on the CCVC property. The exact location of the mound on the site must be determined from further engineering studies. At the present time, I believe the best location for the mound on the site is at the northern lot boundary between Tokamahomon and Harbor Point Roads. This area appears to have soils that are marginally suitable, however, the chance of breakout is minimized. I propose that in our 25 May meeting that we discuss the following issues to come to agreement between the Board of Health and the CCVC. 1. Review results of recent soils investigations. 2. Discuss whether a mound system will be supported by the Health Department. 3. Agree on the best location on the site for a mound. 4. Discuss presentation of proposal to the DEQE. Please contact me if I can provide any more information you may need. Sincerely, j Kelly W alen Project Manager. I CC: Mr. Anthony Sapienza Mr. Thomas Mullen m-tmc.txt OFFICES WORLDWIDE I _ LOMBARDO GROUP DAMES & MOORE A PROFESSIONAL LIMITED PARTNERSHIP 46 CHURCH ST.. BOSTON, MASSACHUSETTS 02116 (61 0 542-5551 PN: 18038-001-6067 May 18, 1989 Mr. Anthony Sapienza Cape Cod Village Condominiums 5 Lincoln Street Arlington, MA 02174 RE: Cape Cod Village Condominiums Dear Mr. Sapienza: The Cape Cod Village Condominium property (on-site) soils were further evaluated on May 12, 1989. The soils investigation included seven 12-ft deep borings; fourteen 4-ft deep hand augers, and general site observations. No percolation tests were performed. One groundwater level observation well was installed 7-ft deep near Unit No. 8. Lot No. 68 was also further evaluated. Four additional hand augers were taken. 1.0 Results of On-Site Soils Investigation The locations of the deep borings and hand augers are presented in Figure 1. Boring logs are attached. A summary of the hand augers are presented in Table 1. Breakout of groundwater was observed on the lower half of the P.ro,perty. Areas in which groundwater was observed breaking out at the ground surface are delineated in Figure 2. 2.0 Results of the Lot 68 Soils Investigation Four additional hand augers were taken on Lot 68. Each of the hand augers encountered either bedrock or boulders within 12-inches of depth. Also, many rock outcroppings were observed on the lot. m:m-ccvcs.txt-1 OFFICES WORLDWIDE _ LOMBARDO GROUP DAMES & MOORE .I PROFESSIONAL I-MITE, Mr. Anthony Saj5lenza May 18, 1989 Page 2 Table 1 Summary of On-Site Soils Evaluation Hand Augers Hand Auaer Water Level Depth Description 1 A None 0 - 12" Topsoil 12"-21" Subsoil very fine sand w/ clay 21"-31" Very fine silty sand w/mottling 31"-41" Very fine tight sand w/trace of clay 41"-48" Very fine tight silty w/trace of clay 1B 13" 0 - 10" Topsoil 10"-20" Subsoil sand w/clay fraction 20"-30" Fine gray silty sand w/mottling 30"-45" Fine brown silty sand (quick dilatency) 1C 15" 0 - 10" Topsoil 10"-48" Loose fine to coarse silty sand 1D No water 0 - 12" Topsoil 12"-19" Tight very fine silty sand w/clay 19"-37" Same with iron mottling 37"-48" Same with iron mottling 2A 9" 0 - 8" Topsoil 8"-42" Fine tight silty sand w/clay fraction 2B 3" 0 - 8" Topsoil 8"-48" Fine to med. silty sand with iron mottling and quick dilatency 2C 20" 0 - 8" Topsoil 8"-24" Fine tight silty sand w/clay 24"-45" Same 2D 32" 0 - 12" Topsoil 12"-24" Tight very fine silty sand w/clay (mottling) 24"-48" Same 3A 6°' 0 - 8" Topsoil 8"-36" Fine tight silty sand w/clay (mottling) m:m-ccvcs.txt-2 _ LOMBARDO GROUP DAMES & MOORE ., PROFESSIONAL LIMIT'-i F=.RT\ERSHIP Mr. .Anthony Sapienza May 18, 1989 Page 3 Table 1 Summary of On-Site Soils Evaluation Hand Augers Hand Auaer Water Level Depth Description 3B Surface 0 - 10" Topsoil 10"-48" Fine/medium sand w/ silt 3C 5" 0 - 8" Topsoil 8"-48" Fine silty sand (quick dilatency) 4A 6" 0 - 8" Fine silty sand w/ trace clay 8"-40" Black sandy topsoil (possible a disturbed profile) 5A 12" 0 -12" Topsoil 12"-48" Very fine silty gray 5B 24" 0 -12" Topsoil 12"-48" Very tight silty sand w/ clay m:m—ccvcs.txt-3 f _ LOMBARDO GROUP DAMES & MOORE A PROFESSIONAL LINUTEI% PART\=RSFi P Mr. Anthony Sapienza May 18, 1989 Pace 4 3.0 Analysis of Results 3.1 Area East of Harbor Point Road The soils in this area appeared to be marginally suitable for effluent dis^.osal due to high groundwater and traces of clay. The suitable area appears to be limited to the area encompassed by Units 1, 2, 3, 10 and 9. A c=ventional Title V leachfield is not possible in this area due to groundwater within 1 to 3 feet of the ground surface in most of the area. The surficial groundwater appears to flow through the middle of the site beneath Unit 4 and between Units 7 and 12 in a vein of shallow soil more permeable than the soils at the edges of area. The vein of more. permeable soil corresponds to a natural drainage swale in the area. The groundwater breaks out at the surface halfway between Units 7 and 8. A mound may be possible in the vicinity of Unit No. 1. However, the suitable area is limited and breakout of effluent may occur near Unit 7 (as is the groundwater now) . The use of a mound in this area may necessitate drainage improvements such as curtain drains in the vicinity of Unit 7. A If inal recommendation of the mound location must be based on measured soil permeeabilities and estimates of the flow capacity of the surficial soils. 3.2 Other On-Site Areas Additional deep borings and hand augers were taken along Harbor Point Road and in the vicinity of Units 16 and 17 . The subsurface investigation in these areas indicated that soils were marginal due to traces of clay and high-, groundwater. The soils in the vicinity of Units 16 and 17 appeared to consist of several feet of marginal soil (Hand Auger 5A and 5B) underlain by a deep clay layer. Groundwater depth was .1 to 2 ft below the surface in this area. 3.3 Lot 69 The hand augers taken on Lot 68 all indicate refusal at 1 ft. depth or less . Rock outcroppings are evident throughout the lot. Therefore, this lot does not appear suitable due to the presence of ledge and/or boulders. 4.0 Reconwaendations We recommend that only mounds be considered for on-site facilities. In general, soils and groundwater levels do not appear to be suitable for Title V leachfields. The location of the mound on-site should be based on eng=neering analysis including estimating the capacity of the soil to transmit water horizontally and vertically. m:m-ccvcs.txt-4 I _ LOMBARDO GROUP DAMES & MOORE A PROFESSIONAL LIMITE: 7nTNER Hill Mr. Anthony Sapienza May 18, 1989 Page 5 Based on the information presently available it is our belief that the bes_ location for a mound is in the vicinity of Units 16 and 17 . The advantage of this location is that it minimizes the possibility of breakout in areas easily accessible by people. Also, the soil texture appears to be at least marginally suitable for a mound system. This location also allows the mound to be very long, i.e. about 200 ft long. A longer mound will spread the water out over a greater horizontal flow area. A recommended plan. is presented in Figure 3. Improved drainage uphill of the mound may substantially decrease the likelihood of breakout occurring. Drainage improvements might include a curtain drain. Lot 68 should be dropped from further consideration. Very truly urs, r r� Kelly Whalen Project Manager KJWlcac I i 4 ti j m:m-ccvcs.txt-5 --1-00—YEAR-FLOODPL-AIN-BOUNDARY BEACH t f�i 13 n14_ . BEACH J� htw Vc0,(,\n l Y ■ A ` q0l o 3A Q Q 1D O Q t. �j � 20. 0 'NA , ® m ® 8 WO `. 2 ® o �qN o 9 ® � 21 91 ® LOW & WELLER 9/85 8 ATLANTIC TEST BORING Co. 9/86 C Q BAXTER & NYE 10/86 A BRIGGS ASSOCIATES 2/88 SCALE: 1"=100' DESP 130RIN& MAY l2 a 69 011 4ANn AU(362 MM 1L 1989 Figure l CAPE COD \ILLAGE CONDOMINIUM ASSOCIATION Bog N ha A�� E 2 LOMBARDO CROUP DAMES & MOORE ds. A PIMMOM LW=►ARTKY" BEACH i� 13 14 BEACH rJ U N oQ _ 11 Z f a 0 2a Q � o 2 e� 21 Y I(, ��911111 pU�fR a f 1E!aEND RO 22 C Ai �_P. �� C-iLC�tJD�!ATF R 5 SCALE, 1"=100 FIGURE 2 CAPE COD VILLAGE CONDOMINIUM ASSOCIATION ® LOMBARDO GROUP A DAMES & MOORE �• A K UMM.AR7NVMW T ` _ LOMBARDO GROUP -DAMES & MOORE .A PROFE>�Iu',yL LIMI?E: n'XERZHT 4e- t.'H!'R%'H 51'.. SOSTC�N. MA�'ACHL'SETTS L'211t, I(,I7, ;4: PN: 18038-001-6067 May 18, 1989 Mr. Anthony Sapienza Cape Cod Village Condominiums 5 Lincoln Street Arlington, MA 02174 RE: Cape Cod Village Condominiums Dear Mr. Sapienza: The Cape Cod Village Condominium property (on-site) soils were further evaluated on May 12, 1989. The soils investigation included seven 12-ft deep borings; fourteen 4-ft deep hand augers, and general site observations. No percolation tests were performed. One groundwater level observation well was installed 7-ft deep near Unit No. 8. Lot No. 68 was also further evaluated. Four additional hand augers were taken. 1.0 Results of On-Site Soils Investigation The locations of the deep borings and hand augers are presented in Figure 1. Boring logs are attached. A summary of the hand augers are presented in Table 1. Breakout of groundwater was observed on the lower half of the property. Areas in which groundwater was observed breaking out at the ground surface are delineated in Figure 2. 2.0 Results of the Lot 68 Soils Investigation Four additional hand augers were taken on Lot 68. Each of the hand augers encountered either bedrock or boulders within 12-inches of depth. Also, many rock outcroppings were observed on the lot. m:m-ccvc3.txt-1 OFFICES WORLDA IDE . i RAI"C!3O GROUP Mr. Anthony SaPTenza May 18, 1989 Page 2 Table 1 Summary of On-Site Soils Evaluation Hand Augers Hand Auaer, Water Level Deoth Description. 1 A None 0 - 12" Topsoil 12"-21" Subsoil very fine sand w/ clay 21"-31" Very fine silty sand w/mottling 31"-41" Very fine tight sand w/trace of clay 41"-48" Very fine tight silty w/trace of clay 1B 13" 0 - 10" Topsoil 10"-20" Subsoil sand w/clay fraction 20"-30" Fine gray silty sand w/mottling 30"-45" Fine brown silty sand (quick dilatency) 1C 15" 0 - 10" Topsoil 10"-48" Loose fine to coarse silty sand 1D No water 0 - 12" Topsoil 12"-19" Tight very fine silty sand w/clay 19"-37" Same with iron mottling J 37"-48" Same with iron mottling 2A 9" 0 - 8" Topsoil 8"-42" Fine tight silty sand w/clay fraction 2B 3" 0 - 8" Topsoil 8"-48" Fine to med. silty sand with iron mottling and quick dilatency 2C 20" 0 - 8" Topsoil 8"-24" Fine tight silty sand w/clay 24"-45" Same 2D 32" 0 - 12" Topsoil 12"-24" Tight very fine silty sand w/clay (mottling) 24"-48" Same 3A 6" 0 - 8" Topsoil 8"-36" Fine tight silty sand w/clay (mottling) m:m-ccvc3.txt-2 a ' LOMBARDO GROUP • DAMES & MOORE Mr. Anthony Sapienza may 18, 1989 ' Page 3 Table 1 Summary of On-Site Soils Evaluation Hand Augers Har.� Aucer Water Level Denth Description 3B Surface 0 - 10" Topsoil 10"-48" Fine/medium sand w/ silt 3C 5" 0 - 8" -Topsoil 8"-'48" Fine silty sand (quick dilatency) 4A 61• 0 - 8" Fine silty sand w/ trace clay 8"-40" Black sandy topsoil (possible a disturbed profile) 5A 12" 0 -12 Topsoil 12"-48" Very fine silty gray 0 -12 Top SB 24" soil 12"-48" Very tight silty sand w/ clay m:m-ccvcs.txt-3 I LOMBARDO GROUP DAMES & MOORE Mr. Anthony Sapienza May 18, 1989 Page 4 3.0 Analysis of Results 3.1 Area Mast of Harbor point Road The soils in this area appeared to be marginally suitable for effluent di3=csal due to high groundwater and traces of clay. The suitable area appears to be limited to the area encompassed by Units 1, 2, 3, 10 and 9. A c=nventional Title V leachfield is not possible in this area due to grc•.:.ndwater within 1 -to 3 feet of the ground surface in most of the area. The surficial groundwater appears to flow through the middle of the site beneath Unit 4 and between Units 7 and 12 in a vein of shallow soil more permeable than the soils at the edges of area. The vein of more per---eable soil corresponds to a natural drainage Swale in the area. The gro.;-ndwater breaks out at the surface halfway between Units 7 and B. A mound may be possible in the vicinity of Unit No. 1. However, the suitable area is limited and breakout of effluent may occur near Unit 7 (as is the groundwater now) . The use of a mound in this area may necessitate dra menage improvements such as curtain drains in the vicinity of Unit 7. A final recommendation of the mound location must be based on measured soil permeabilities and estimates of the flow capacity of the surficial soils. 3.2 , Other On-Site Areas Additional deep borings and hand augers were taken along Harbor Point Road and in the vicinity of Units 16 and 17. The subsurface investigation in these areas indicated that soils were marginal due to traces of clay ar._-� hiq`_ ,groundwater. The soils in the vicinity of Units 16 and 17 appeared t_ consist of several feet of marginal soil (Hand Auger 5A. and 5B) underlain by a deep clay layer. Groundwater depth was 1 to 2 ft below the surface in this area. 3.3 Lot 68 The hand augers taken on Lot 68 all indicate refusal at 1 ft. depth c: less . Rock outcroppings are evident throughout the lot. Therefore, this lot does not appear suitable due to the presence of ledge and/or boulders. 4.0 Recommendations We recommend that only mounds be considered for on-site facilities. In general, soils and groundwater levels do not appear to be suitable for Title V leachfields. -The location of the mound on-site should be based on eng_neering analysis including estimating the capacity of the soil to tra_smit water horizontally and vertically. m:m-ccvcs.txt-4 _ LOMBARDO GROUP DAMES & MOORE > rR,•F. <,, ,.;: t:":: Mr. Anthony Sapienza May is, 1989 Page 5 Based on the information presently available it is our belief that the best location for a mound is in the vicinity of Units 16 and 17. The advantage of this location is that it minimizes the possibility of breakout in areas easily accessible by people. Also, the soil texture appears to be at 'Least marginally suitable for a mound system. This location also allows the, mound to be very long, i.e. about 200 ft long. A longer mound will spread the water out over a greater horizontal flow area. A recommended plan is presented in Figure 3. Improved drainage uphill of -the mound may substantially decrease the likelihood of breakout occurring. Drainage improvements might include a curtain drain. Lot 68 should be dropped from further consideration. Very truly urs, Kelly Whalen Pro4lect Manager -z� -� K.7W!cac m:m-r;cvcs.txt-5 PN: 18030 Mr. Bryant Firmin 't Department of Environmental Protection 1 Winter Street Boston, Massachusetts Re: Repair of On-Site System Cape Cod Village Condominiums Barnstable, Massachusetts Dear Mr. Firmiin: Per our telephone conversation of July 20, 1989', I am submitting for your review a conceptual design of the proposed repair of an on-site system located in Barnstable, Massachusetts. In order for you to better understand the project I have included a brief history of the project, a listing of Title 5 variances with referenc s, and the initial project report. -11 "L ova¢ °o, 1.0 5kOJECT HISTORY he Cape Cod Village Condominium buildings were constructed in the 19401s. Water supply consisted of a well. Wastewater disposal was by either individual gullies or small communal subsurface systems serving a be� cottages. /� V' The Barnstable Board of Healthrected the Cape Cod/Condominium Associati n (CCVCA) to upgrade their wastewater disposal facilities to Title Xn March of 1987. T�e CCVCA subsequently installed holding tanks with the approval of the DEQE AA hi . The Barnstable Department of Public Works hao e"&a&noev indef-i.riteiYA extend its agreements with CCVCA to accept their waste at the Hyannis wastewater treatment plant. The Barnstable Department of Public Works � L the CCVCA connection to the Hyannis collection system (1.9 miles distant) due to a state imposed moratorium and limited plant Q,U � capacity. A survey conducted by the CCVCA of nearby wa tewater treatment facilities indicates that either North Andover or would accpept their wastes. The cost per load, inclu 'fig transportation for thesis 4QM facilities, are $600.00 and $400.00, respectively. LETTERS: M-CONDO.TXT d I� - I 5711 -F 100-YEAR FLOOOPLAIN BOUNDARY c 4� BEAp1 • ® N ■ A �6 0� O 6 G N C as .� ' 20 � a _ ® o 21 TER B LEGEND ■ LOW & KLLER 5/83 c m ATLANTIC TEST BORMG Co. 9/W 0 BAXTER & NYE 10/W BRIGGS ASSOCIATE Z SCALE: 1's100� DEEP$ORlNCB MAY IS,. (s ' O KANC AtS6E� MAY h Ig69 nguro CAPE COD VILLAGE �. U E 2 CONDOMINIUM ASSOCIATION 8 c a OM6AR00 GROUP ES L 4OORE 1 BEACH 13 BEACH ICE 7 1 Opt a 2 � 2� Ov2 ER Ilk LAND Ro 22 L7 SCALE: 1'-100 FIGURE 2 CAPE COD VILLAGE CONDOMINIUM ASSOCIATION �` ,� �` << ; ,;,X,` J OMBARDO GROUP DAMES & MOORE ftACjq 13 BEACH LTE L • N Root> tt a = o 2t 6 0 R � SCALE: 1'=100 FIGURE 3 CAPE C0O VILLAGE CONDOMINIUM ASSOCIATION Movr�� S ,.Ni7 F% ��- -� _ MEBfto GROUP Ucc ��c tJS MOOR_ 0s�17�: 999 1zz !3 F WI r WOLNGREN t ASSOC. TO 1.6174269350 P.02 -Tel. (SOS) -�0 G.IENT Dames & Hoore BORING I Boston, Na WALL PROJECT �.Cod Village Condos t. DRIWNGI INC. `Barnstable. Ma AS Turnpike Street.West 9T+dpewater LOG ivlassad,usetts 02379 DRILLER J .Adams BORING CASING SAMPLER CORE INSPECTOR S.Burnatt MO. 1 BaaAEI LINE&STA OFFSET _ �— SHEET 1 TYPE HSA SS _ SUR. ELEV. QF 1 SIZE ID 3.75in. __1.3751n. START May 12, 1989 FILE MAWAER WT. __ .1401b- F I May 12, 1989 NO. $906 KAMM.FALL 3O i n. D CSG SAMPLE w0,STUOE. START. SAMPLE CLASSIFICATION Sa161PLE EBLOW) NO_ DEPTH RANGE BLOWS!F T ot00 FEET AND REMARKS PEN P pE� Y FEET RED. T FT ' FEET SAMPLER E ce" T 1 0 0 -Z 0 3-3 8 _� _ SAND, fine, light brown with 24 16' 3-4 _ loos' dark organics, trace silt _ 5 Z 5'U"-7'U" P4-7 -6 Dr SILT light ray to buff, iron 24'124' _ Ned staining.,. some cis Dense 10 3 1010"-12'0" 3-7 S Dr 10-10 Ned SILT & CLAY light brown to 24 2U' Dense ra 1 r GROUNDWATER 09SERVATIONS i/1f�PLtF�a2 'rPS fCAP10M PElETRAT1011 IE>SESTANC! 140 h Wl rfnp 30'on r O.D.SwrVW S-SPUT r m N C 11nionlm n colxd*•con. ► Pp oaT�orsc� At AFTER HRS T-THIN WAU TUBE p.s V07'ow AT AFTER HAS U-LoOsIIi'VED PISTON SS9 tom 34 01MY .1010107E w. Waco r,..,.yx� to 70 um tu~ F-4 N/d mm 2010 35% .•-.- . .. .....__.w a5/47. :999 10823 FROM J.K. NOLMOREN 6 ASSOC. TOE'16174269-50 :.03 UINT D�] L flbor4 . Tel. (5W)5e3-2W BORING ! �etoal� YIRp.TECH VIIELL Ca- ' Cod V.; I� ee condom i�I�OJeCT �..�—=------�. pR1LLING� INC. rn�t� U 45 Tump�3"K WSW Bridg"&*' LOCH AAassae+►utells OQ379 J. ass cAslCASINGSAr,�a CORE -ER BARREL DRILLER Burnett NO. Z WSPECTOR $' SHEET 1 TrPE ESA LINE a STAOFFSET SIZE ID i 3.75in, 1 3T_ n. S A ELsv IZ 1989 FILE HAMMER WT. -- -�- START 18 1989 NO. 8906 I F 30'n. O C SAMPLE ►KxStN�E STRAT. SAMPLE CLASSIFICATION SAMPLE T oEHarn� AND REMARKS PEN.I E No. DEPTH RANGE Rows r 6' Y a FE`T REC. P PER FEET ON P ooreeaT. T FT . SAMPLER E H 1 /241 -- -2 0" 2-2 S Dr LO and an ave with 4" 0'02-3 V° _dark orgllnics - Loose - 5 2 5 0"-7 Q 5-4 8 D D ine iva ., -5 11,00se color 10 3 10 0 -12'0" 5- 2 3 ILT AND CLAY light gray to 24" 8-8 Ve brown tr a sand ff t A ti I M M TANN GROLNOWATER OBSERVATKWS 00 A.n%5%s0�ti.IjaBtplw IAED AT AFTER NRS ss-MIT slaoa+ a lox T-TW WALL IM "M AT AFTER HRf, V-UNDISr-V=PISTi 1 '$4 Loeae Ifee t0b20% .._row e+,es enp _ Mad.!MI came 20 to ssx 10�2a Mad.Dar NOTE:L&*s nav ran wO seasonal I*uctuatq, 35 /5i1 969 15.24 FROM J.Y. HOLRBREN a ASSOC. 70 ;;51 74,%.:J:a' P.94 r Tel (508)S83-2680 CLIENT Dg�`. 5 At Moure BORPIG DRILLING 9 NC. WELL VROJECT -Cgs—Cod �i ilase C0114 s— _! T LOG ea�rr►stable, !1a 45 umpik@ Street,West Sr.dgewater — — Massad%M is 02379 DRILLER _ .Adams BORING CASING SAMPLER .ORE I INSPECTOR S•Burnett NO. 3 BARREL LINE& STA _ _OFFSET SHEET_ 1 TYPE HSA SS SUR ELEV. 1 SIZE ID 3.75in. �,3"a in_ _ START may 12, 1989 FILE HARAMER W' 140I b_ F N!Sh -May 12, 19$9 NO 8906 HAMM. FA L tt. - CSG SAMPLE MWTVQE. STRRT. SAMPLE CLASSIFICATION SAFAP E P BLOwSNC. DEPTH RANGE 81. 7s. 71 ��rtrFEENm TAND REMARKS PENLFEET ON H SAMPLER F sT. REC 1 0 0 -290' 3-3 5 Dry SAND, fine to medium. Iis;tlt l�"(1 3-3 loose broWu, trace or an'c wateria! 5 2 5'0 '-110" 1 3-5 S1 Med §ILT &ND CLAY. light ara t _ , ; 6-8' renG light brown, id ti 10 3 1010"-12'0" 4-6 $ 14ed 7-8 Dens SI CLAY, light strax to 4" /24 - 119bt the UNPI.E DiUftMATt01 t t,�`!id3O6i RIMINAM GROUNDWATER OBSEWATIONS S-EPtIT SP00� row d MR ap'=1D 63= , u =T-THIN WALL T trs» al0% AT AFTER U-UNDISTLPSED PISTON 6f laa ' ' 8.4 SCR 11%. 10to20% AT�� AFTER HRS 95/17 :989 13124 FROM J.K. HOLMGRRN ucSSOC. TO 16174269359 P.®S 1 - CLIENT -Dames Noore T el. (SOS)583-M AORING J Boston. Ma f�q �L pRojEcT Cape Cod Village Condos _ IWN®, INC. nstable, Ka5 Tumpikt SaeK weal Bridgewater LOG orals OF!"ES J- Ain; DORM CASING SAMPLER CORE NSPECTOR S. Bnraett NO. 4 BARREL LINE a STA OFFSET SHEET I TYPE NSA SS SUR•ELEV. 1 SZE ID 1,75in. 1.375in- START Kay 12 1989 FlL`e HAMMER WT• 1401b. _ FINISbil May 12 1989 89064 Mmm.F . D CSG SAMPLE Lgxsnp& STAAT, SAMPLE CLASSIRCATtON SAMPLE PBLOWSNO. DEP�rl RANGE BLOWS/r T CGN AND REMARKS PEN.' T PER FEET ON P oo a�. FEET. REC H SAMPLER E l 010"-2'0" 1-1 Si Dry UND, fine, iiebt brown, [ very1-2 c is Loose 5 2 5' "-7'0" 5-5 T 1 i4bt brown to tray, 24"/24 _+ 9-1 Ned I some very Dens 10 3 10'0"-12'0" 5-8 51 Dr SIL? to light brown " 13-1 Ned no tilitu little i Dens fine sand, little clay .J •A1�LE t>a�TiF1CAT10N P!lBTMTtON R T !:� GROUNDWATER 08SMAT1a G 140®.vx fa*0.,w on?O.D.bnw-W 8-SPLIT S�� own" Wftl-OoroM my P�OIITfOMat1� AT AFTER MRS T-THIN WALL TUBE 'Pwy *f am U-Lwca uPOEO PISTON ba. toa! s! ., , Sot rr 10to 20% AT AFTER MRS 93,17• :999 15:29 FROM J.K. NOLMGREN 9 ASSOC, TO 16174260350 x P.OI CLIENT Dales t°Moore Tel. (506) e3-2M BORING / Boston, Ka !VIM-TECH WELL PROJECT Cape Cod Village Condos T ILL NGs INC. Barnstable, Ma -� T •Stier. West Sr water t5 um ,>� � LOG ' Massachusetts 023n DRILLER J. Adams BORING CASING SAMF:ER CORE INSPECTon S. Burnett NO. 5 BARREL LINE& STA OFFSET SWEET. 1 TYPE '. NSA SS sum ELEV. _ OF SIZE 10 3.15in. 1.Min. May 12, 1999 FILE _ S?ART HAMMER WT- 14®1b. FINISH May 12, 1989 NO. 8906 HAMM°FALL 01n. D ( SAMPLE Ma VAG. STRAT. SAMPLE CLASSIFICATION SAMPLE E SLOWS NO. DEPTH RANGE BLOWS f 8' TOPWry AND REMARKS PEN. P PER FEET ON Y *. FEET REC T FT SAMPLER E U 0 '-2 0� 2-5 Dr SAND AND LOAN brown fine 2 7°' 2-2 Loos to�edi�us ssndsQ>Ee roots, _ _ _ trace silt 5 Z S'0"-1'0" 11-14 S Dry SI,LT_,_brown_to_.11ray,_Eoae .f inc 24°'/24' 10-13 Med mend little clal Dense 10 3 10'U"-12'0" 5-6 Ver CLAY ray, some silt 2 24 _ 14-15 Stiff S"VLA WOMMAZION PE7IETRAT1011 RUMA MN GROUNDWATER OMRVATIONS 140 s.wt taRrq 3v a+r O.D.soffor 9-$PUT SPIMN Cobsoa ku Dwnlly Colwt+R Cor+staNe PAOPORT IO�M t10% AT AFTER Mkq UBE �T-THIN WALL TM Mr � 0.t0I� u-UNO'Sn PQW PISTON 69 LOW. 54 so bole 10 b 20% AT AFAR HRS ...,., ,n," LAM rf . 11A UM SSW wRv 20 to 35% ^ move nuki;i 1 v_-urtm Emu pm 10.29 mal.ow" 6-8 Red.ow sane 20 ti0 26 ia'CTl:L i btada vt* I; ,ctv&ri0m w-WASH S&W E 3D-4! or= i t s SUM vnd 3b b r A-Avwlq swru 00• Wry ow" i� V�� and f* ,i4 r fsf11l3rit f s the wo tokopn. 1 Tel.(508)93-M CLIENT ne�Mnorp — H BORING / m.�t-nn, Ns VIRO-TEC DRILLING, INC. WELL PROJE .S CT aaef�d--k_ il laxp rr�_ Barnstable, Na 45 Turnpike Street West Bridgewater LOG Massachusetts OM79 - DRILLER J. Adams _ BORING CASING SAMPLER CORE INSPECTOR S. Burnett NO 6 BARREL LINE&STA OFFSET SHEET TYPE N4A SUR. ELEV. OF SIZE ID 't-%S iIII. _1.3 7 5+r- START May 12, 1989 _ FILE HAMMER WT. - FINISH May 12 1989 NO. HAMM. FALL D CSG _ SAMPLE kf0'5"rqE. START. SAMPLE CLASSIFICATION SWAP!_C E BLOWSNO XPTH RANGE BLOWS 6' ^Sm CHANGE AND REMARKS PEN T PER FEEL ON P CO►°� FEET REC. FT SIS 1 H SAMPLER E 1 _0'0` -2'0" 3-4 Dry I'. yours f i ne.to mpd ZU 4-5 3ht. rovm. anwo ::lt. 5 2 5'0 -/�U" 6-S S U CLA1 A!vD Si1.f. gray to IarD�- -- U -9 Vex 10 3 IU'U"12'0" i- Dry ANr) RII.r eras q —� _ ---- 12�- �P�oFTHE ro�o TOWN OF BARNSTABLE OFFICE OF • BAaa9TOBL BOARD OF HEALTH ao ,639- ��� 367 MAIN STREET F0 MAI k' HYANNIS, MASS.02601 April 24, 1989 Mr. Bryan Koop, Partner CMANE Limited Partnership Boston #1 Retail Development Corporation c/o Trammell Crow Company 1 Main Street Cambridge, MA 02142 Dear Mr. Koop: You are granted conditional variances from the Board of Health Regulation requiring all commercial buildings to connect to Town sewer within 3,000 feet of sewer lines and from the Board of Health 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 Route 132, Hyannis, listed as parcels 1Hy3 - 1Hy5, 1HO1 and 3-158 on Assessor's map 294 and lots 19H01, 19HO2, 19HB, and 1B01 on Assessor's map 295 with the following conditions: (1) The septic system must be installed in strict accordance to the submitted plan. —' (2) The subsurface drainage system shall be redesigned to incorporate natural swales where possible. (3) The designing engineer must be onsite and supervise construction of the onsite sewage disposal system and must .certify in writing to the Board of Health that his design has been strictly adhered to prior to the issuance of a Certificate of Compliance: (4) The building must be connected to public water. r� (5) No high volume water users will be allowed. This includes laundromats, dentists offices, beauty parlors, fitness centers, gymnasiums, restaurants, 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) Electronic circuit assembly a F) Metal plating, finishing, and polishing <I t. G) Motor and machinery service and assembly H) Painting, wood preserving, and furniture stripping 1) Pesticide and herbicide application and storage J) Photographic processing K) Printing L) Jewelry cleaning M) Any activity involving the use.of radioactive materials (8) The grease interceptor shall be pumped at least. every three (3).months by a licensed septage hauler. (9) The septic tanks shall be pumped at least every two (2) years by a licensed septage. hauler 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 I, 1990. This conditional variance is granted because the Department of Public Works will not allow new buildings to connect into the Town sewer in accordance with the Department's Interim Sewer Connection Policy. Also, the calculated total sewage flow will be no more than 374.8 gallons per 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 5 and all other Town of Barnstable Health Regulations, will not significantly alter the quality of the groundwater in the area. Sincerely yours, Grover C. M. Farrish, M.D., Chairman Board of Health Town of Barnstable GF/bs copy: Attorney Larry Murphy Arlene Wilson � "� ,4lTpfrYi'�; r sr:_. ?.ry 9n .�:`, tfaF.�5'5�t ' o.,•�,fx .ear rta� � .�;r> / p • o N pb /6.0 c 1 ql. 0. l7rrw ib ' J S030 1 o ro M m: 11/? z9.5 h Vt o° 'to t ' Ate, ��> w 1 �� •� O CO • , ti ��f, Q o o n /\, -V t • • � to �: 113 00 1 q \ 9.4o o� e.: 46 217 o/,so .032 38 � H ioaa rp � ip 0, k 1 • .b�` S?9��SB rE •. 41 lk h Q A m 1 2 /I-^ N y,ai.,F�,�i< 5;.,��+ � „�'fa� - .pry � ° L.�•g�.ye... �'_...i WFUX7 .{".,„'d'.3ij" IS) i4j.. ti S�S.s 1A 6. Qa ro 1 y y�,. ° 6.io oe ere 278 y �, �°� 37• ° .I':�s � ,� �D w 3 o ut 83'E n O r ti k y°o ie ti 8g�2�3g' 6 e N 7B�'5.-r N/?J° 4/0 0 14 / k W voIv t . 1 14 ag €�'. .. �Y• , by r � � �•So �.,� ..,`. °/o �� , ,' • 0 � ` r' ii '1�l . CIL 6g�S i 18.1\ 6 ,,(,� r�, .t ACO r OF.7F rr.�aq t • E f�Z %; Au i a � •� Oir "V, /O \4 �,, ,�;�� ,. :;8 � ���," � � �.- � •/moo �`"��4`' y0 CD ixM +F( n� . 00`7 V. , f `�•+%s` 4�i t S„"`t`'�� t t ,t . ,._ S ` }a/`; � d p '-•t r:' 4 h ��.r�� r�g �%! �., sib �`rr"'i, S �� '^ M m 0 /�,a� "V 9�, � ��t if ❑ }£ 4 ` t r„M .� ' 0/io, Ora NJ ob or 9� . oi �A DIFV O. � r � � r w ' h 01 TZU ..� Soso14 ol / w Y•.,r�„ �. .E. '4 � � Y �J' > ar h E,, � �n;,� ��)r a 1 i a � �..� �L - , W Y '"„ 21 1^ �.,�, �iy``_L 0 01: �1, 1{,I f e •w�1� t., i`r kr,r i S i 1 q Ya r - i r - '' ) ',"" t x I�y .,� f s s� ♦€t}�,,�-,,r 1 a'.xu '�—..S,.rc. �.f,..., r A 1rd #�j1� i✓+.��. i 4 .mac r i`�` bh �• 530� , z; I. � r �, � 5 i Z1 W + � ■ rs, d{, 'x N 1 i 1 IIAIlr LC.7353G Ac:1 C`7' 53 0 Ts a t: LOMBARDO GROUP DAMES & MOORE A PROFESSIONAL LIMITED PARTNERSHIP 46 CHURCH ST., BOSTON, MASSACHUSETTS 02116 (617)542-5.557 it � - . . . .. . , .. .. . - PN: 02058.:s April 12., 1989. Mr. Thomas McKean Board 'of Health Town .of Barnstable 367 Main Street Hyannis, MA 02601 Re: Cape Cod Village Condominiums Sanitary Improvements Dear Mr. McKean: In regards to our conversation last week concerning the Cape Cod Village Condominium, (CCVC) , I have included a listing of CCVC's planned actions and two proposed methods of effluent treatment/disposal. I seek your comments and approval of the approach and conceptual design of the proposed remedies. Please review the proposed approaches and so that we-can-discuss the merits of each option. The CCVC is taking the following interim steps to reduce production of wastewater: 1. An infiltration/inflow reduction study 'is now underway. o . 2. Low. flow toilets are being installed .this year in each cottage. 3. Low flow faucets and showers (indoor) are installed. 4. Exterior showers are being installed. It should also be noted that, except for one cottage, that the CCVC is occupied only seasonally and that during the summer season that occupancy is rarely 1000. The wastewater flows from the CCVC, therefore, are much lower than the 4,840 gpd based on Title V. In addition to the above steps, it is proposed that an on-site solution be developed. The soils and groundwater conditions of the CCVC property were presented in detail in the On-Site Wastewater Disposal Feasibility Study report provided to you previously. The site can be roughly characterized by a 3-foot layer of marginally permeable soil underlain by progressively higher clay-content soils. Percolation rates range from 40 min/in to 120 min/in. Groundwater is 7 to 25 feet below ground surface but intermittantly perched water tables occur during wet weather. M:M-CCV.TXT OFFICES WORLDWIDE _ LOMBARDO GROUP gga DAMES & MOORE A PROFESSIONAL LIMITED PARTNERSHIP Mr. Thomas McKean April 12, 1989 Page 2 Two wastewater treatment/disposal options have been developed conceptually and are described below: „i 1.0 Option 1 - Treatment System - Subsurface Disposal A treatment system, such as a sand filter, treats the wastewater before disposal of the wastewater in a subsurface disposal system. The subsurface disposal system consists of 3-ft deep gravel. trenches. The trenches would be pressured dosed. The infiltration area will be over excavated approximately 2-ft�vlertical.ly_and-4-_ hor z,ontall ' \ Backfill will be fine sand:"—A curtain drain will be installed to assist drainage from this infiltration area. The curtain- drain will discharge on CCVC property. A conceptual site plan and cross-section is attached. '2.'0 Option 2 - Septic Tank - Sand Filter-Mound with Holding Tank A septic tank - sand filter system would treat the wastewater before disposal of the wastewater in a mound. Treatment before disposal in the mound improves infiltration and makes breakout, if it occurs, less problematic. The mound would take advantage of the marginally permeable surface soils allowing the treated wastewater to flow horizontally away from the mound and to a lesser degree vertically into the subsurface soils. The holding tanks will serve as a back-up to the treatment/disposal system. If the system fails or during heavy flow periods, the- holding tank will be employed to hold wastewater in excess of the,system's capacity. A conceptual site plan and cross-section is attached. Please call me should you have any questions. I request that we meet to discuss this option next week if possible. Sincerely, Kell Whalen Proje t Manager Attachment KJW/dma M:M-CCV.TXT I BEACH i BEACH � -F-CUR` -A I N C DRAIN "-- PUMP STATION SAND FILTER N �S SEPTIC TANK t INFILTRATION TRENCHES- a 20 2 0 0 �p t r S i SCALE: 1"=100 CAPE CO OPTION I — -S i TE PLAN D VILLAGE CONDOMINIUM ASSOCIATION a LOMBARDO GROUP DIES & MOORE Oa-SIX WASTEWAUR DISPOSAL ~REVISIONS ! 1 N BY ��SQ 0ATE CHECKED BY K'Z\OU BY-DATE TO EO j E COPY TO EO ✓ BY-DATE TO EO v A �Z i f m o - 2 4 C in f s f 3 PrQES`>. vR E D�57—�/�uT/alb! i G, _ -• - n � �-a cRus/r�o MEPI N of 0 TOM H i �oQe PExA °,rorv�d'� DE41VGRY CLE,4N SANO CuRTA//Y A - ��� (SgE SITE /�L.tN a x1vre ' 7TEN/T acs/n�lr .rNF/�r�Ar/oN FcR D/xrr�Rb-E RI S,+A[P =i�-TER Pump TR N�H5ZS LDGAT/d�/� ® O -5 5 7,4 T/oN c b f m fi ON PROFII-E ' = z NoT To ScALZ_ m o � m2 0 r i BEACj 13 14 �AC>k PUMP STATION I SAND FILTER U SEPTIC TANK N INFILTRATION I MOUND 3 it 9 2i Y� F � t 22 f ( SCALE: 1"=100 1f i CAPE COD VILLAGE OPTION 2 - SITE PLAN I# CONDOMINIUM ASSOCIATION e BARDO GROUP ES & MOORE oN-31h wAMAhR DISPOSAL a BY �� B GATE `REVISIONS �(# N CHECKED BY BY DATE TOED �-� ,_ . - COPY TOED— -- BY DATE TO EO F!. s. a X1 2 m a z # c in s l GAP ��RcsSuRE Z: S7-R1BU7',16 / I-ct�Se L 1/47—cR,4LS Fni Fi�✓/SN GRADE 3 � 4 �•� - � vERY � m J c�..�C GR/tdEL �v /�i�F m >t Ti4NK y � r SNTF—il'1"'I!TT'IFA/T S/}ND /a-TER Do5/N!r MOUND Z'NF/L-TROT/ON PoM P s y sTE M N y o :,TRT7 C N 0P7—/0/1/ 2 — /�/'0f l E to /yor ro s c A o S LOMBARDO GROUP DAMES & MOORE F<::F! 'NAL LIMITEr F.ARTI�ER�Hil' 40 CHLACH 57 . BOSTON. MASSACHL SETTS 02116 .(61 71 542.5557 PN: 18038-001-6061 February 20, 1989 Mr. Anthony R. Sapienza 5 Lincoln Street Arington, MA 02174 RE: Cape Cod Village Condominium Potentially Suitable Lot Identification Dear Mr. Sapienza: Enclosed is a draft copy of the project fact sheet subject to your review. Included in the letter is a listing of lots potentially suitable for waste- water disposal submitted in fulfillment of Task 2 (Parcel Identification of Assignment 2. 1.0 INTRiODUCTION The purpose of this letter is to present the lots identified as having potentially suitable soils and sufficient area for subsurface disposal of Cape Cod Village Condominiums (CCVC) wastewater. Soils previously examined at in the immediate vicinity of the CCVC site are documented in the report entitled, "on-Site Wastewater Disposal Feasibility Study for Cape Cod �_ - Village Condominiums" (January, 1989) . The current analysis includes lots located within a one-mile radius of the project site. The lot identification methodology, analysis and results are outlined below. 2.0 NZTHODOLOGY FOR POTMITIALLY SUITASLZ LOT IDUTIFICATION The process followed to identify suitable lots included the following five steps: 1. identification of suitable soils; 2. listing of lots located in areas of suitable soil; 3. calculation of area required for conventional system; 4. assessment of usable area for lots located in suitable soils; and 5. comparison of usable area with area required for conventional system. The end result of the process is a listing of lots located in suitable soils, as defined by the U.S. Soil Conservation Service, and having adequate area for a conventional subsurface sewage disposal system. Each of the five steps is discussed in more detail in the following sections: M-CLOTS.tzt OFFICES WORLDWIDE _ !.UmbAl(wo G-Tkc)u-r i PR�FE>�I VAL LI\11TE: F+.F TKEF•'r l;; DAMES & MOOR Mr. Anthony R. Sapiens& February 20, 1989 Page 2 i� - 2.1 Identification of Suitable Soils Soils within one mile of the CCVC site were reviewed as to their suitability for siting subsurface wastewater disposal systems. Soils information was obtained from the Soil Conservation Service (SCS) Interim Soil Survey Report for Barnstable County (1987) . 2.2 Identification of Lots in Suitable Soils Boundaries of suitable soils located on the SCS soils map were transferred to Barnstable assessor's maps to generate a listing of lots located within areas of suitable soils. Lots only partially located in suitable soils were listed if the suitable portion appeared greater than 1/2 acre. Development status of each lot was identified using the Barnstable Land Use Map (1986) . 2.3 Area Required for Conventional System The area required for a communal system capable of disposing the t entire CCVC wastewater flow was determined based on Title 5 regulations and assumed soil characteristics. 2.4 Calculation of Useable Area Estimates of useable area as a percent of total area were made for lots identified in Section 2.2. The useable area included all area within the limits of suitable soils except portions of lots located in areas within 100 ft. of wetlands or lakes. 2.5 Comparison of Useable Area with Required Area Lots with a useable area equal to or greater than the area required for a conventional wastewater disposal system were classified as potentially suitable lots for CCVC wastewater disposal. 3.0 ANALYSIS 3.1 Identification of Suitable Soils Three main areas of potentially suitable soils were identified and are presented in Figure 3-1. These areas consist of four main soil types meriting further consideration: Eastchop, Carver-Hinesburg, Carver, and Plymouth. The first area includes the Eastchop soils located just south of M-CLOTS.txt • r . , • .••. • • ♦ flil - • ° � CONDOMINIUMFIGURE 3- 1 CAPE COD VILLAGE SOIL SUITABILITY MAP • ONE-MILEWITHIN LOMBARDO GROUP OF PROJECT SITE • • - _ LOMBARDO GROUP DAMES & MOORE , PROFESSh,.AL _- ;=; ,EIZ,Im 4r. Anthony R. Sapienza February 20, 1969 r naye 3 the `_-VC site. These Soils are further delineated in Figure 3-2. The seco=d area consists of Carver-Hinesburg soils located near the northern end cf Bone Hill Road. This area is presented in Figure 3-3. The third area is composed of Carver and Plymouth soils located directly south of the CCV: site and south of Hallets Millpond near the Yarmouth town. line. These soils are shown in Figures 3-4 and 3-5. The Eastchop, Carver and Plymouth soils are sandy and have a depth to high groundwater of > 6. The Carver-Hinesburg soils are classified as having 'contrasting inclusions", meaning the two soils are found in the same general area in distinct pockets. Carver soils are acceptable; however, Hinesburg soils are not suitable for subsurface disposal of wastewater. The boundaries of the two soil types cannot be distinguished on the SCS maps because of the scale used in mapping. Due to the fact that pockets of suitable soils may exist in areas classified with this soil type, they will be considered as part of this analysis. 3.2 Identification of Lots in Suitable Soils Lots located in areas of suitable soils as determined above, are listed in Table 3-1. Two lots that had not been previously tested were identified in the Eastchop soils. Six lots were identified in the suitable soils near Bone Hill Road and thirty-three lots in the Carver and Plymouth soils south of the site. 3.3 Area Required for Conventional System The area required for a Title 5 system capable of disposing the entire CCVC wastewater flow of 4840 gpd (estimated according to Title 5) is 23,400 ft.2 (0.54 acres) . Doubling the area to allow for setbacks and contingency requires an area of 46,800 ft2 (1.07 acres) . The required area was derived based on an assumed percolation rate of 20 shin./in. Trench design was assumed to be 1-ft. deep by 2-ft. wide. Trenches were spaced 6 ft. apart (sidewall• to sidewall) to allow for reserve area between trenches. 3.4 Calculation of Useable Area Estimates of useable area for each lot located in suitable soils are presented in Table 3-1. 1•. M-CU"S.txt + ` too C. � .w r►a s : � 1 s L , ab r ,. 16 so + 7 " I01 1� •`1 40 44 A so ✓� . , r 1I�`I A �1 - CAPE COD VILLAGE Figure 3 3Potentially Suitable Soils Located CONDOMINIUM ASSOCIATION Near Bone Hill Road LOMBARDO GROUP DAMES & MOORE A!!loptowerAL N/"/M11pM ,��.. � + goo- - �• ,;� . / ,L 8 I D 30 •� f 33 ar S 6.W k i�t 36 � 3 SO O S.5o.G �l 3,o,C. C 0 34 w w .434C r S 3i �. 39•C �P ? 3e o• S 30 �C. F • 39 �.\ J14c. 'O i#t43 i• ! .Z to F G2 4 1 46 t x&c'S i t t i — • _ an NOT i CAPE COD VILLAGE Figure 3 - 4 CONDOMINIUM ASSOCIATION potentially Suitable Soils _ Located South of AftLWARDO GROUP, Aallet's Millpond PEE MOORE �..�. .. mr � '.7q r `• goo ~• �/ '• A 1A ® � r•.I y q 41 a J y CAPE COD VILLAGE Figure 3 - 5 CONDOMINIUM ASSOCIATION Potentially Suitable Soils Located South of Route 6A LOMBARDO GROUP DAMES & MOORE A vowcomm"Umm 011*110mv _ LoMBAiKD0 %"itcv_�_)--_r DAMES & MOORE . rIt0FE«10%AI LIVITi' P4R7\CR HII' Mr. Anthony R. Sapienza Febraary 20, 1989 `- Page 4 3.5 Comparison of Useable Area with Required Area The comparison of useable area with the area required for a conventional wastewater disposal system for CCVC (1.1 acre) is recorded in Tab:e 3-1. 4.0 RESULTS Seventeen lots potentially suitable for CCVC wastewater disposal were identified within a one mile radius of the CCVC site. Table 4-1 presents a listing of lots classified as suitable based on preliminary soils information and conventional system area requirements. Potentially suitable lots within Eastchop soils are lots 3-2 and 4 (map 352) . Both lots are classified as vacant. Lots located near Bone Hill Road that are potentially suitable include lots 6 and 10 (Map 337) . Lot 6 is classified as single family residential and lot 10 as vacant. (� Potentially suitable lots south of Hallet's Millpond include lots 1 (classified as recreation and open space) , 7, 11-1 and 11-2 (all single family) , and 8 (vacant), located on Map 350. Potentially suitable lots located on map 351 consist of lots 36 and 41 (single-family) , 43 (two- family) and 44 vacant) . Map 356 contains potentially suitable lots 1 and 2 (single family) , and 22 (vacant) . Lot 1 (vacant) on Map 357 is also potentially suitable. Please call if you have any questions. Sincerely yours, f94U. � Patricia A. Murray Environmental Engineer Robert F. Fitzpatrick, P.E. planning Group Manager PAK/11M M-CLOTS.txt PTSF:5C41AM;F: iS.CAL 7i20/89 �- CAPE COD VILLAGE CONDORINIUR ASSOCIATION TABLE 4-1 POTENTIALLY SUITABLE LOTS AREA titres) USEABLE 1 1.1 DEVELOPMENT! MAP LOT PARCEL TOTAL USEABLE 11 AREA ACRE? SOIL TYPE STATUS -------------- 337 6 : 3.54 50: 1.B1 Y1Carve•-Hinesburg: sf 10 24.24: 301 7.3: Y:Carver-Hinesburg v 350 1 53.27: 20: 10.7: Y: Plymouth r6os 7 : 4.05: 7 2.8: Y: Carver sf 8 ' : 4.48: 30: 1.3: Y: Carver : v li I 1.J: 1001 ..1: Y: Plymouth : sf 11 2 : 1.10: 1001 1.1: Y: Plymouth : sf 351 36 : 2.86: 70: 2.01 Y: Carver : sf 41 3.30: 801 2.6: Y: Carver : sf 43 1.62: 1001 1.6: Y: Carver : tf 44 : 6.60: %011: 5.9: Y: Carver : v 35: 3 2 1 3.71: 60: 2.21 Y1 Eastchop : v C.' 4 : 6.70: 801 5.4: Y: Eastchop : v 356 1 1 1.251 1001 1.3: Y: Carver : sf 2 1 1.671 100: 1.7: Y; Carver : sf 22 : 3.221 100: 3.2: Y1 Carver : v 357 1 : 5.30: 60: 3.2: Y1 Carver : v t sf=single family, tf=two family, v--vacant, c=ceeeercial, r6os=recreation and open space. Based on Barnstable Land Use Map (1986). a f;- t - - _ r `•. fly` �u ffl-R"R,RK!, l .�...— •«--------•------ ----•--- - --- 11 ,�, buried bedrock (stoss i lee) ...} —— ————— feature .t ______________ __ r. — k — o�pliaesl pe/ [n cure l yy_ _ L. 'la �r Y Y DAM �. MOO, " rl .� gob 4p o h em a 0 . I o V � e 5 , & ohm b 3 { e n o oG d I i a , 1 M o 0 : ^ z f f *^ HEPLTH OEK. O TC�'1fl�� �h t�'4o7n8LE O f EB' ZZ ON-SITE WASTEWATER DISPOSAL a FEASIBILITY STUDY FOR 1 CAPE COD VILLAGE CONDOMINIUMS FEBRUARY 1989 ulfu 4 J. 200:200=OWD2.tXt.s t BEACH BEACH f� N 4 OQ V 1 L2 7 o 20 4 -- m - Q 18 p ►.qN �lrJ7 21 6 OUZ 19 Q //V ER N Q 22 a FAILED CESSPOOLS ROgO / 1Q HAND AUGER P PERCOLATION TEST SCALE. 1"=100 FIGURE 5-2 CAFE COD -VILLAGE CONDOMINIUM ASSOCIATION SITE INVESTIGATION LOMBARDO GROUP + DAMES & MOORE ON—SITE WASTEWATER DISPOSAL +�• A POMISDOM tar=rANn+u" FEASIBILITY STUDY ON-SITE WASTEWATER DISPOSAL FEASIBILITY STUDY for CAPE `COD VILLAGE CONDOMINIUMS Prepared for: Cape Cod_Village Condominium Association 50 Island Street Lawrence, MA 01840 Prepared by: The Lombardo Group of Dames & Moore 46 Church Street Boston, MA 02116 February, 1989 200:200-OWD2.txt t Cape Cod Village Condominium Association On-Site Wastewater Disposal Feasibility Study TABLE OF CONTENTS Section Title Pace 1.0 INTRODUCTION 1-1 2.0 BACKGROUND INFORMATION 2-1 2.1 Location 2-1 2.2 Study Area Description 2-1 2.3 Wastewater Service 2-1 2.4 Soils 2-4 2.5 Rainfall Data 2-7 2.6 Floodplain 2-7 2.7 Wetlands 2-7 2.8 Municipal Sewer Service 2-7 2.9 Water Usage 2-7 2.10 Septage Pumping 2-9 3.0 REGULATIONS 3-1 3.1 Code of Massachusetts 3-1 i 3.2 Town of Barnstable 3-1 3.3 Alternative Systems 3-3 3.4 Pretreatment 3-3 4.0 METHODOLOGY 4-1 4.1 Approach 4-1 4.2 Execution 4-1 5.0 SITE INVESTIGATION 5-1 5.1 Approach 5-1 5.2 Methodology 5-1 5.3 Results 5-3 5.4 Analysis 5-8 5.5 Summary 5-8 1 6.0 PROPOSED SYSTEM TYPES 6-1 6.1 Conventional 6-1 6.2 Low-Pressure Piping Systems 6-1 �. 6.3 Mounds 6-1 6.4 Flow Reduction Measures 6-4 6.5 Pretreatment 6-4 6.6 Summary 6-5 7.0 ANALYSIS 7-1 7.1 Design Flows 7-1 7.2 Feasibility of Wastewater Disposal 7-1 Options 7.3 Area Analysis 7-3 200:200-OWD2.txt i 1/25/89 r Cape Cod village Condominium Association On-Site Wastewater Disposal Feasibility Study TABLE OF CONTENTS (Continued) Section Title Paae 8.0 SUMMARY AND DISCUSSION 8-1 8.1 Lot 15 8-1 8.2 Lot 65 8-2 8.3 Lot 68 8-2 8.4 Other Off-Site Lots 8-2 8.5 Summary 8-2 9.0 ESTIMATED CONSTRUCTION COSTS 9-1 9.1 Lot 68 9-1 9.2 Conventional Systems in Suitable Soils 9-1 9.3 Connection to Sewer 9-3 10.0 CONCLUSIONS AND RECOMMENDATIONS 10-1 10.1 Action Plan 10-1 10.2 Schedule 10-2 APPENDIX A Previous Soil Boring Logs B Lot Owner Responses, Fall 1988 C Field Notes, January 1989 D LPP Design Guidelines E Mound Design Guidelines 200:200-OWD2.txt ii 1/26/89 r Cape Cod Village Condominium Association On-Site Wastewater Disposal Feasibility Study LIST OF FIGURES Figure Title Pacre 2-1 Cape Cod Village Condominiums Location Map 2-2 2-2 Site Plan with Previous Soil Borings and 2-3 100-Year Floodplain Boundary 2-3 Soil Suitability Map within One-Mile Radius 2-6 of Project Site 5-1 Location of Eastchop Soils 5-2 5-2 Site Investigation 5-4 6-1 Conventional Leaching Trench 6-2 6-2 Typical Mound System 6-3 LIST OF TABLES Table Title Page 2-1 Average Monthly Rainfall for Martha's Vineyard, 2-8 Massachusetts 3-1 Required Distances From Leaching Facility 3-2 3-2 Application Rates for Final Leaching of Treated Effluent 3-5 5-1 Available Area of Potentially Suitable Lots 5-6 5-2 General Characterization of Sites 5-9 6-1 Wastewater Disposal Options and Constraints 6-6 r7-1 Feasibility of Disposal Options by Lot 7-2 7-2 Communal Disposal System Area Requirements 7-4 7-3 Available Area Compared to Required Area 7-5 9-1 Estimated Construction Costs of Wastewater 9-2 P Disposal Options P 200:200-OWD2.txt iii 1/26/89 r . r 1.0 INTRODUCTION The Lombardo Group of Dames & Moore has been retained by the Cape Cod Village Condominium Association to study the feasibility of on-site waste- water disposal for the condominiums. The purpose of this report is to: A. Present relevant background information to siting wastewater disposal facilities. B. Present results of a site investigation. C. Evaluate technical feasibility of innovative/alternative on-site wastewater management techniques. D. Identify nearby parcels suitable for siting a communal subsurface disposal system. E. Estimate costs of wastewater disposal options and compare to costs of connection to the Barnstable sewer system. F. Recommend a wastewater management approach and schedule. i III 200:200-OWD2.txt 1-1 1/26/89 � i 2.0 BACKGROUND INFORMATION 2.1 Location The Cape Cod Village Condominiums (CCVC) are located near Harbor Point Road and Tokamahamon Road on the southern shore of Barnstable Harbor in Cummaquid, Massachusetts. A location map is presented in Figure 2-1. 2.2 Study Area Description The condominiums consist of twenty-two homes constructed in the early 1940's. They are located on three separate parcels with a total area of 3.7 acres. The development is bounded to the north by the beach, to the west by a marsh and residential area, and to the south by Van Duzer Road and to the east by a residential area. All of the condominiums except one are used only seasonally. Figure 2-2 shows the site plan. The height above mean sea level of the site generally ranges from 10 to 25 ft. 2.3 Wastewater Service The condominiums originally had cesspools. The cesspools were found to be in violation of the State Environmental Code (310 CMR, 15.00) by the Town of Barnstable Board of Health in February of 1987. The Board of Health directed the CCVC Association to upgrade the on-site sewage disposal systems to conform to Title 5 of the State Environmental Code and the Town of Barnstable Board of Health Regulations. Previous engineering evaluations indicated that conventional subsurface sewage disposal systems are not feasible at the site because of poor soils. Holding tanks were installed. The Association was granted permission by the Department of Public Works to haul sewage from the holding tanks to the Town Wastewater Treatment Facility. This permission was extended through the 1988 summer season and has been 1 _ 200:200-OWD2.txt 2-1 1/26/89 N _ .Tire Cove beach :�M tint. � �Pt -. _: _ .•_.�ram..; _. - � .'Mussel - _Zown`�Tstand: Pt sUghl Tidal Flat ; _-- - -_ ROJECT SITE F wr A R._1V S`Tl'A B L E,-• - - J _ 4b e - so �'A CO ERG—� ��'- '�'>� •-i...•��i. ,._`�\ '��- N_ `! �\ �p—, �i T-_ �°``Sere_- == r t _. :y / 1 L' c c•37 \,•! -- I`✓• �, �? 'FVlee ,. \���. _, c, �•, �` _fir i Y ert ids. ' 77 Inr. y,'�% . -ti .. III �� �•;°il.�+�i B.• i :� .,6 r �b bs - -�•ji C' ,1/mac;' •• I Q'_ � � / - ✓ (J��•� p •�� r! Imo/ p� � �� /•.U�' „i � �. -ice ��'+ '� �> 1+Y ��•L/�' �.� tF Polk �' I��s � o.l � it,� � ��/�• �� �� �,, '�.'O- �...�a1Q1/. �,� o-o Nz Aster � . - �/ MOW SCALE: 1:25,000L •� �, ��' _pa•y, 4' r•. ^ �p O e\. G v CAPE COD VILLAGE ngure 2-1 CONDOMINIUM ASSOCIATION CAPE COD VILLAGE CONDOMINIUMS LOMBARDO GROUP LOCATION MAP DAMES do MOORE ON—SITE WASTEWATER DISPOSAL FEASIBILITY STUDY I � 100—YEAR FLOODPLAIN BOUNDARY BEq� • 13 BEACH ■ d N ■ A s ® O pQ � 17 a . Q � o VqN v � 21 19 o DU?fR B =Q LEGEND Ye 22 s FAILED CESSPOOLS ROgO �o ■ LOW do WELLER 9/85 8 ATLANTIC TEST BORING Co. 9/86 C E) BAXTER & NYE 10/86 A BRIGGS ASSOCIATES 2/88 SCALE: 1"=100' Figure 2-2 CAPE ,COD VILLAGE SITE PLAN, . PREVIOUS SOIL CONDOMINIUM ASSOCIATION BORINGS, AND 100-YEAR LOMBARDO GROUP FLOODPLAIN BOUNDARY ■ DAMES & MOORE ON-SITE WASTEWATEIR DISPOSAL � A PROFESSIONAL LWIM PRIM tl41P FEASIBILITY STUDY I ' terminated as of October, 1988. The Town of Barnstable has stated that permission to haul sewage to the Town Treatment Facility will not be renewed for another season. 2.4 Soils 2.4.1 Site Soils The CCVC are located within an area predominantly characterized by Hinesburg soils. These soils are loamy and sandy materials typically underlain at 1.5 to 3.5 ft by loamy and silty material. Hinesburg soils are generally well-drained. The depth to groundwater is usually greater than 6 ft although a perched water table may form at 1.5 to 2.5 ft depth from November to May. The permeability of Hinesburg subsoil ranges from 6-20 in/hr, but the substratum permeability is much slower, ranging from 0.2-1.6 in/hr. The USDA Soil Conservation Service (SCS) classifies Hinesburg soils as severely limited for septic tank absorption field use because of their poor filtering qualities and slow drainage. (SCS, 1987) . Previous soil boring locations are shown in Figure 2-2. Boring logs from Baxter and Nye, Inc., the Atlantic Test Boring Co. (ATB) , and Briggs Associates are included in Appendix A. No logs were available from Low & Weller, Inc. A summary of previous soil boring results follows. Soils in the area north of Unit No. 1 and south of Unit No. 8 consist of a 2-ft layer of sand underlain by clay with pockets of silt and sand. The water level in this area is approximately 13 ft below ground surface. The percolation rate at a depth of 30 in was found to be 22 min/in when tested by Baxter & Nye, Inc. in October, 1986. 200:200-OWD2.txt I 2-4 1/26/89 ' Soils south and west of Unit No. 7 are characterized by a 3 to 5-ft top layer of sand above a clay layer mixed with pockets of silt and clay. The area by ATB soil borings 1, 2 and 3 is characterized by 6 to 7 ft of sand or sandy silt overlying clay interspersed with layers of sand. The test holes located in the empty parcel north of Unit No. 15 reveal a soil profile of 1 to 2 ft of loam or sand underlain by clay. The water level in this area was measured at 13 ft below ground surface. The soil profile at test hole 3 (ATB) , southwest of Unit No. 19, shows 2 to 5 ft of sandy silt overlying silty soils. The water level is at 22 to 25 ft below ground surface. Test hole C (south of unit no. 22) shows 7 to 10 ft of sandy silt above silty soils. The water level is at 11-1/2 ft. The site as a whole is characterized by a top layer of sand varying from 2 to 5 ft with underlying silty and clay soils that slow down percolation. Site groundwater levels range from 7 to 25 ft below ground i surface. 2.4.2 Area Soils Soils within a one-mile radius of the project site were grouped accordingto suitability for use as a septic tank absorption field. A Y wastewater disposal soil suitability map is presented in Figure 2-3. All soils within a one-mile radius are classified as severely limited for septic tank absorption field use (SCS, 1987) . The majority of soils in the vicinity percolate slowly or have high groundwater levels. Soils directly south of the site are sandy and are categorized as poor filters. However, these sandy Eastchop soils can be amended to improve the renovating properties of the soil. Lots situated in the belt of Eastchop soils include 3-2, 4, 68, 15, 33, 59-1, 59-2, 60, 61 and sections of lots 65, 14, 13, -62, 11, 12 and 16 (all located on Town of Barnstable assessor's map 352) . 1 200:200-OWD2.txt 2-5 1/26/89 �I BARNSTABLE HARBOR PROJECT SITE ++ 17v + o 0 + . o + 1717 0 0 p + 17 0 0 V 17 '�° eA + + + 17 0 � 17 + + + , LEGEND ® POOR FILTER (SANDY) WETNESS, PERCS SLOWLY ® WETNESS, POOR FILTER (SANDY) � BEACH ® DEPTH TO GROUNDWATER <1' ® PERCS SLOWLY SCALE: 1:20,000 ® PERCS SLOWLY, POOR FILTER CAPE COD VILLAGE FIGURE 2-3 CONDOMINIUM ASSOCIATION SOIL SUITABILITY MAP _ WITHIN ONE-MILE RADIUS DAMES Rd MOGORRE P OF PROJECT SITE A nAFEs001 LUM PARrAVOW ON—SITE WASTEWATER DISPOSAL FEASIBILITY STUDY ._mac 10 voJ t- •: J t, v 0 of Ov i f 2.5 Rainfall Data The rainfall gauging station closest to the project site is in Martha's Vineyard (Edgartown) . The average yearly precipitation in that location is 45.53 inches (National Climatic Data Center, 1988) . Table 2-1 lists the average rainfall by month for the Martha's Vineyard recording station. 2.6 Floodplain The 100-year floodplain is shown in Figure 2-2. The CCVC area is entirely outside of the 100-year floodplain, based on review of the Federal Emergency Management Agency flood map (FEMA, 1985) and the Town of Barnstable Assessor's maps. 2.7 Wetlands There are no major wetlands within the boundaries of the condominiums. There are, however, wetlands near the site. 2.8 Municipal Sewer Service The Town of Barnstable sewer manhole nearest to the project site is located 1.9 miles away by road. A moratorium is in effect, preventing new sewer connections to the existing system. The sewer connection fee effective as of January 1, 1989 is $25 per condominium unit. Annual user charges are on the order of $100-200 depending on water meter size or number of fixtures. Se to a disposal charges are $3.84/100 gallons. _ 2.9 Water Usage J Town water is supplied to the one condominium occupied year-round. The other condominiums receive water from an on-site private well. Water usage from August 25 to September 28, 1988 was 3, 161 gallons. Mid- summer water usage may be higher than the late summer rates measured. 200:200-OWD2.txt 2-7 1/26/89 Cape Cod Village Condominium Association g On-Site Wastewater Disposal Feasibility Study TABLE 2-1 Average Monthly Rainfall for Martha's Vineyard, Massachusetts Average 1 Precipitation Month (inches) January 3.93 February 3.86 March 4.11 April 4.02 May 4.10 June 2.62 July 2.65 August 4.18 September 3.65 October 3.56 November 4.38 December 4.47 Yearly Average 45.53 Source: National Oceanic and Atmospheric Administration Climatological Summary for Edgartown, MA; years 1951 - 1980. 200:200-OWD2.txt 2-8 1/26/89 2.10 Septage Pumping The average volume of sewage pumped from the CCVC holding tanks was 980 gpd for September to December, 1987 and April to August, 1988. It should be noted that a significant quantity of inflow enters the holding tank during heavy rainfall. Current septage pumping costs for Cummaquid are 175 per 1001 gallons pumped from one tank. I 200:200-OWD2.txt 2-9 1/26/89 3.0 REGULATIONS 3.1 Code of Massachusetts The Town of Barnstable has adopted chapter fifteen of the Code of Massachusetts, "Title 5 - Minimum Requirements for the Subsurface Disposal of Sanitary Sewage", with some exceptions (noted in Section 3.2) . A summary of Title 5 regulations applicable to the project are presented below: A. Subsurface sewage disposal systems serving single and multiple dwelling units shall be designed for 110 gallons of effluent per day per bedroom. B. Soils with a percolation rate of thirty (30) minutes per inch or more are considered impervious and unsuitable for sewage disposal systems. Systems with flows greater than 2000 gpd shall not be installed in soils with percolation rates slower than twenty (20) minutes per inch. C. A reserve area of equal capacity is required in addition to the designed leachfield area. D. There must be a minimum of four (4) feet of naturally occurring pervious soil below the entire leaching area. E. Trench depth must be at least two (2) feet from ground surface to trench bottom. F. The leaching trenches are limited to one hundred feet in length. L The area between trenches may be used for reserve area provided the adjacent sidewalls are spaced a minimum of six (6) feet apart. Otherwise, a minimum spacing of four (4) feet is required. G. Leaching trenches shall not be constructed in areas where the maximum ground water elevation is less than four (4) feet below the bottom of the trench. H. Disposal facilities must maintain offsets as listed in Table 3-1. I. A reduction of up to 40% of the design flow for subsurface sewage disposal may be allowed for the use of humus toilets. Reserve area must be available for a full-size disposal facility. 3.2 Town of Barnstable The following adaptations or additions to the Title 5 regulations were adopted by the Town of Barnstable Board of Health: 200:200-OWDF.txt 3-1 1/24/89 Cape Cod Village Condominium Association On-Site Wastewater Disposal Feasibility Study TABLE 3-1 Required Distances From Leaching Facility (1) Distance From Component Leaching Facility (ft) Well or Suction Line 100 (2) Water Supply Line (Pressure) 10 Property Line 10 Cellar Wall 20 Inground Swimming Pool 20 Surface Water Supplies 100 Tributaries to Reservoirs 100 Subsurface Drains 25 Leaching Catch Basin or Dry Well 25 Downhill Slope 150 times the slope (3) (1) DEQE, Title 5 (2) The Town of Barnstable has specified a 150-ft separation between a leaching field and any wells. (3) The slope is expressed as a fraction, y/x. Distance is measured from the top of the leaching facility. i 1 200:200-OWDF.txt 3-2 1/24/89 A. Subsurface sewage disposal systems must be situated at least 150 feet away from any wells. B. There must be at least ten (10) feet between the septic tank and the overflow, galley, pit or leachfield. C. There should be one flow diffuser or galley per bedroom. 3.3 Alternative Systems The use of unconventional sewage disposal systems must be approved in writing by the Massachusetts Department of Environmental Quality Engineering (DEQE) . Title 5, Section 15.18, states that "it is the intent of this Title that the Department shall approve innovative disposal systems if it can be demonstrated that their impact on the environment and hazard to public health is not greater than that of other approved systems." Mounds and low-pressure piping systems are considered by the DEQE to be innovative disposal systems. 3.4 Pretreatment Guidelines for subsurface disposal of secondary effluent were developed by the DEQE for projects with total flows in excess of 15,000 gpd. These guidelines were developed for conventional treatment plants. Requirements include: A. A certified operator to spend at least 3 hours per day at the treatment plant; B. Routine testing throughout the treatment process; C. A 2-yr minimum contract with a registered professional engineer ' for operational consulting services; D. Chlorination of the effluent prior to final disposal; E. A discharge permit from the Division of Water Pollution Control; . and F. A 1000 reserve area and alternating multiple units for leaching facilities. - - 1 24 200:200 OWDF.txt 3 3 / /89 The application rates allowed for final leaching of treated effluent are presented in Table 3-2, based on the restrictions listed above. These application rates range from 2 to 3 times the application rates specified for bottom area in Title 5 (section 15.03) . The use of alternative treatment methods is addressed by the statement, "Any method of treatment other than those discussed in this ' manual will be jointly reviewed by the Boston office and Regional office in accordance with available design criteria." i 1 1 1 1 1 200:200-OWDF.txt 3-4 1/24/89 Cape Cod Village Condominium Association On-Site Wastewater Disposal Feasibility Study TABLE 3-2 Application Rates for Final Leaching of Treated Effluent (1) PERCOLATION RATE System Type Less than 5 min/in. 5-10 min/in. 10-20 min/in. Open Sand Beds 3.0 gpd/S.F. 2.5 1.5 Leaching Pits 2.5 gpd/S.F. 2.0 1.5 ' Leaching Chamber Fields 2.0 gpd/S.F. 1.5 1.0 Leaching Fields 1.0 gpd/S.F. (These should only be allowed for existing disposal areas) ' (1) From DEQE Division of General Environmental Control "Guidelines for the Design of Sewage Treatment Plants with Subsurface Effluent Disposal" . i 1 i 1 1 i 200:200-OWDF.txt 3-5 1/24/89 r 4.0 METHODOLOGY 4.1 Approach Wastewater disposal options for the CCVC are examined in order of on- site to off-site. In general, systems that can be implemented on the CCVC property (on site) will be less expensive then those implemented off of the ' CCVC property (off-site) . Therefore, on-site solutions are evaluated first. Innovative system types are examined only if conventional systems are not technically viable. Flow reduction measures (non-water carriage toilets) reduce. the area needed for a subsurface disposal system and are reviewed if ravailable area is the limiting constraint on the feasibility of the system. The hierarchy of possible solutions to be evaluated for from least cost to highest cost is: ' o On-site solutions - Conventional - Alternative ' o On-site plus Flow Reduction Measures (non-water carriage toilets) or pretreatment o Off-site solutions - Conventional - Alternative ro Off-site solutions plus Flow Reduction Measures (non-water carriage toilets) or pretreatment r 4.2 Execution ' The following general method was used to determine the feasibility of the wastewater disposal options. First, disposal system requirements were ' compared with site constraints such as depth to groundwater and percolation rate. Next, disposal system size was calculated using an actual or assumed percolation rate (based on SCS soils information) . The available area on ' the site was evaluated by subtracting required setbacks from total land area. Systems were determined to be feasible if they met site constraints. 1 200:200-OWD2.txt 4-1 1/24/89 1 r This technical feasibility screening process was repeated for each option following the hierarchy listed in Section 4.1 and was continued until a feasible solution was found. Potential off-site locations were chosen based on favorable soils (as identified by SCS, 1987) and land availability. Land was considered to be ' available if the owner indicated some interest in selling or leasing the land to CCVC. However, no formal agreements have been made and possible off site locations are subject to land owner's continued interest in selling or leasing their land. ' 200:200-OWD2.txt 4-2 1 24 89 t r ' 5.0 SITE INVESTIGATION 5.1 Approach The project site was tested for percolation rates for alternative systems and site soils were examined to confirm previous soil borings. Soil profiles were observed for mottling indicating a perched water table ' since Hinesburg soils tend to have perched water tables at 1.5 to 2 .5 ft ' below ground surface from November to May (SCS, 1987) . Off-site soils were selected for shallow soils investigation from an area located south of the project site. The area of Eastchop soils shown in Figure 5-1 is sandy and characterized as a poor filter (SCS, 1987) . ' Eastchop soils tend to be excessively drained and have a depth to groundwater greater than 6 ft. Owners of all lots situated within the belt of Eastchop soils (section 2.4.2 contains a complete list) were contacted ' by a representative of the CCVC about their willingness to sell or lease land to the CCVC for the purpose of siting a subsurface disposal system. ' Lot owner responses are included in Appendix B. Favorable replies were received from the owners of lots 15, 65 (partial lot) , and 68. Lots 32 and ' 66 outside of the belt of Eastchop soils were also examined based on ' recommendations by CCVC representatives. Shallow soil observations were performed on each of the potential off-site lots to confirm SCS soil type ' designations. ' 5.2 Methodology Shallow soil profiles were examined using a hand auger capable of boring 3 to 4 ft below ground surface. Percolation tests were performed according to the procedure outlined in the EPA Design Manual: On-site 1 Wastewater Treatment and Disposal Systems. i 200:200-OWD2.txt 5-1 1/24/89 1 1 oMf' uMi j I so o , P^ftT or AL 1 T' o •. wf-psi-3�— - loo, ss All 0 �__PROJECT SITEto I .w.c. ��'_7sr v.Nppico L •r • tt t. Af+q ve•� 1 ro9 Ac p 9 as ,•�o \\ ilkt. MEMO c. aK Y 39.1 ti; �- • �k \ . flapUA` �•� � O ' MtUr �Q` 0 (j / ►• of 4 t,e EASTCHOP SOILS ° `� O 91& 1 / ti �P3 l000l At �. • 8 ••^ Lit' • c � © d / i es SCALE 1 200' CAPE COD VILLAGE FIGURE 5-1 CONDOMINIUM ASSOCIATION LOCATION OF EASTCHOP SOILS LOMBARDO GROUP ON—SITE WASTEWATER DISPOSAL DAMES & MOORE FEASIBILITY STUDY A PROFESSIONAL LIMOTO P&MERSIV ' Water was allowed to stand in test holes for two hours before percolation rates were measured. These tests were used to determine a preliminary assessment of the percolation rates; percolation tests must be witnessed by a Barnstable Board of Health representative .to be used for actual design. Tests were performed at 20 to 24 inches below ground surface, which is the recommended testing depth for mounds. 5.3 Results ' 5.3.1 On-Site Investigation Figure 5-2 presents the location of the 7 soil test holes and the 2 percolation tests conducted at the project site. The field notes are presented in Appendix C. Soils at hand auger no. 1 (located in the open parcel west of condominium Unit No. 18) are sandy with a clay fraction from a depth of 6 to 18 in. These soils are underlain by a layer of silty sand and a layer of fine sand to a depth of 30 in. Water was encountered at 25 in below ground surface, with mottling observed at depths of up to 6 to 12 in below ground surface. The percolation rate measured near this soil profile at a depth of 24 in ranged from 9 to 43 min/in. rHand auger no. 2 (located south of Unit No. 14) was performed in a depressed area that appeared to have areas of fill with unnatural contours. The soil profile contained disturbed soils consisting of 6 in of topsoil ' over a layer of fine silty sand and a layer of fine silty black sand. Water was encountered at 10 in below ground surface. Another hand auger was conducted at the edge of the depressed area. Hand auger no. 2A showed 6 in of topsoil underlain by fine, very stiff sand ' with an appreciable clay fraction. The percolation rate tested near this 200:200-OWD2.txt 5-3 1/24/89 BEACH 13 BEACH r a Ir Q N • � ' 11 1 a° P Q 20 4 m �qA( O 21 6 0 ZfR Q LEGEND Q 22 FAILED CESSPOOLS R040 1O HAND AUGER O P PERCOLATION TEST SCALE: 1"=100 FIGURE 5-2 CAPE COD VILLAGE CONDOMINIUM ASSOCIATION SITE INVESTIGATION LOMBARDO GROUP DAMES do MOORE ON—SITE WASTEWATER DISPOSAL 48+m A PROiSSMAL UNM P#AI Dl9i FEASIBILITY sTuoY r� � . soil profile at a depth of 20 in was approximately 140 min/in. The soils south of Unit No. 5 were characterized in hand auger no. 3 as 8 in of topsoil, fine silty sand at a depth of 8 to 18 in and fine r� sand with increasing clay content from a depth of 24 to 40 in. No water was encountered; however, there is evidence of mottling indicating an intermittent high water level at 18 to 24 in below ground surface. Hand auger no. 4 (west of unit no. 10) showed a soil profile of 20 in sandy black topsoil underlain by fine damp silty sand at a depth of 20 to 37 in and silty clay from 37 to 45 in. Mottling was observed at a depth of 37 to 45 in. Hand auger no. 5 (south of unit 22) revealed 13 in topsoil with a silty sand subsoil from 13 to 29 in below ground surface. The auger could not proceed past 29 in. The area in the vicinity of hand auger no. 5 was heavily covered with trees. No mottling or water was observed. Hand auger no. 6 was performed west of unit no. 19. The soil profile ' consisted of 12 in topsoil and sand subsoil mixed with silt from a depth of 12 to 22 in. This was underlain by a thin layer of silty clay, then sands and clays from 22 to 36 in. No mottling or water was observed. 5.3.2 Off-site Investigation Prospective sites for locating a communal subsurface disposal system were determined as described in Section 5.1. The sites investigated were lot 15, the southern triangle portion of lot 65, and lot 68 (all located on Town of Barnstable Assessor's Map no. 352) . Lot locations are shown on Figure 5-1. Table 5-1 presents the total acreage of each lot and the amount of land available for a subsurface disposal system. Lots 32 and 66 L1 were only Y briefl examined. 200:200-OWD2.txt 5-5 1/24/89 r I Cape Cod Village Condominium Association On-Site Wastewater Disposal Feasibility Study TABLE 5-1 Available Area of Potentially Suitable Lots (1) Available Total Land Area(2) Lot No. Acreage (scr.ft.) 15 0.23 6,400 65 0.27 9,000 (triangle portion) 68 0.91 28,000 `r (1) Lots 15, 65 and 68 are situated on Town of Barnstable Assessor's Map No. 352. (2) Available land area equals total area minus setbacks. r 200:200-OWD2.txt 5-6 1/24/89 r- o Lot 15 Lot 15 has an area of 0.23 acres with a house located in the middle of the lot. The soil is characterized by 9 in of topsoil underlain by sandy subsoil at a depth of 9 to 15 in. Soils from depth of 15 to 45 in consist of a layer of coarse and fine sand with mottling at a depth of 40 in. The percolation rate is estimated to be approximately 10 min/in based on the soil type. Percolation tests must be performed to confirm the percolation rate before design. o Lot 65 The southern triangle portion of lot 65 is flat and heavily covered 5 P Y with brush. The soils consists of 10 in topsoil overlying silty clay. It is estimated that the percolation rate is greater than 60 min/in. o Lot 68 i Lot 68 slopes down to the north and the northern half of the lot is covered with brush. The southern portion is covered with grass and outcroppings of rock can be seen over the entire southern side. The initial hand auger investigation performed close to Harbor Point Road revealed 5 in topsoil and fine to medium sand from a depth of 5 to 32 in. Groundwater was encountered at 30 in, with mottling up to 13 in. Soils found at the location of the initial hand auger were considered to be moderately permeable. Three subsequent hand augers located further back �I from the road produced widely varied results. One auger encountered rock, which could be a stone, boulder or ledge (backhoe excavation would be required to verify size of rock) . Another auger revealed sand at a depth of 2 to 38 in, then a 6-in layer of peat underlain by fine damp sand. The water level was a depth of 44 in. The third auger revealed 8 in of fill material (a mixture of topsoil and subsoil) and an 8-in layer of clay fill. It appears that the lot may have been a marsh at one time (indicated by 200:200-OWD2.txt 5-7 1/24/89 r and has since been filled in with clay and sand material. The peat layer) Y percolation rate is estimated to be between 10 and 30 min/in. Soils at lots 32 and 66 (owned by the Massachusetts Audobon Society) r were briefly examined and found to consist of 6 in topsoil overlying silty clay mixed with some sand. 5.4 Analysis Soils on the CCVC property appear to be a mixture of silty sands and clay throughout the site. This confirms previous soil borings. Hand augers revealed a perched water table at a depth of 6 to 18 in (indicated ge s p p by mottling) over the half of the site north of condominiums 8 and 18 . Previous soils investigations observed the water table at a depth of 7 to % 25 ft. Three of the four sets of previous soil borings were performed in September and October, when no perched water table is expected. The fourth set, performed by Briggs Associates in February 1988, consist of three borings. Two of these (B and C) are located on the southeastern part of the site where no perched water table has been observed within 24 in of ground surface. Boring A, situated in the area of perched soils, revealed a depth to groundwater of 9.6 ft and soil types are not recorded between 2 ft and 5 ft, where the perched water table would be expected. However, given the information from our soils investigation, most of the CCVC property has a perched water table within 20 in of ground surface , ' throughout the northern half of the site. 5.5 Summary Table 5-2 presents a summary of site characteristics measured or estimated during field investigation. 200:200-OWD2.txt 5-8 1/24/89 Cape Cod Village Condominium Association On-Site Wastewater Disposal Feasibility Study TABLE 5-2 General Characterization of Sites Depth to(1) Percolation(2) Groundwater (in) Rate (min/in) Description CCVC Property 6-18 Up to 140 Seasonal high water table over 2/3 of site. Unoccupied Areas on CVCC Property East of Unit No. 6 10 140 Seasonal high water table. North of Unit No. 15 6-12 45 Seasonal high water table. Lot 15 40 10 Sandy soils. Lot 65 (3) >60 Clay soils. Lot 68 13-44 10-30 Fill area; soils vary (1) All depth to groundwater values are measurements of depth from ground surface to soil mottling or to water. (2) Percolation rates listed for CCVC property are measured rates; all others are estimates. (3) No water or evidence of seasonal high water table was observed. II 200:200-OWD2.txt 5-9 1/24/89 71- 1 i 6.0 PROPOSED SYSTEM TYPES 6.1 Conventional it Conventional systems refer to leaching trenches as specified in Title 5 of the Code of Massachusetts. The regulations governing the design of conventional systems are listed in Section 3.1 of this report. A conventional leaching trench is shown in Figure 6-1. 6.2 Low-Pressure Piping Systems Low-pressure piping (LPP) systems consist of shallower and narrower trenches then conventional systems to filter wastewater through the most biologically active soil zone. Trenches can be installed as shallow and as narrow as 6 in. The pressure piping system distributes wastewater uniformly over the entire absorption area. LPP systems are classified as innovative systems under Title 5 and require additional regulatory approval. Example LPP system design criteria are contained in the State of Delaware Department of Natural Resources and Environmental Control (DNREC) Guidelines (included in Appendix D) . 6.3 Mounds Mounds are typically built to overcome difficult site conditions by I using a large infiltrative surface and adding a layer of filter media .above the natural soil. Mounds serve to remedy constraints imposed by high groundwater and slowly permeable soils. The wastewater is filtered before it reaches ground surface, so untreated water does not filter into the groundwater. The large infiltrative surface provides the area needed for the wastewater to adequately infiltrate into the ground. Figure 6-2 shows a typical mound system. Mounds are more expensive than conventional or LPP 200:200-OWD2.txt 6-1 1/25/89 i Backfill 1� 1 . � r ,l ar� `���, I '� � / / • ; / Barrier '�,J ' • ' • , / / : ; i / • �-��., Material / 1 -5 ft ' / �i'�` ;7>`• ! s. ,��s. 3/4 - 2-1/2 in. Rock , , • • • . �, ��Y �. 4 ft Min. Perforated 1 -3 ft Distribution Pipe Water Table or 6-12 in. Creviced Bedrock CAPE COD VILLAGE FIGURE 6-1 CONVENTIONAL CONDOMINIUM ASSOCIATION _ LEACHING LOMBARDO GROUP TRENCH DAMES do MOORE ,r, A FROFES"At UMrTp PARi14RM ON-SITE WASTEWATER DISPOSAL FEASIBILITY STUDY `I Straw, Hay or Fabric Cap Distribution Lateral Fill Absorption Bed Topsoil -- ---- ---- - - :.. Plowed Layer of Top Soil Pe rmeable Soil ... . .. --, T7 7TT . ......... .: Water Table or Creviced Bedrock CAPE COD VILLAGE FIGURE 6-2 CONDOMINIUM ASSOCIATION TYPICAL MOUND SYSTEM MBARDO GROUP ON-SITE WASTEWATER DISPOSAL DAMES & MOORE FEASIBILITY STUDY +n- A PROFESSIONAL L"TE0 PARTWER94 systems because of the additional fill required. '. Mounds are innovative systems and require additional regulatory approval. Design criteria for mounds are included in Appendix E and are based on the EPA Design Manual: 1 On-Site Wastewater Treatment and Disposal Systems. 6.4 Flow Reduction Measures Steps can be taken to reduce the flow of wastewater generated by the tcondominiums in conjunction with installing one of the system types described above. Installing composting toilets or other non-water carriage toilets would have the greatest impact on reducing flow rates since the subsurface sewage disposal system could then be sized for greywater (non-toilet) wastes only. Code of Massachusetts Title 5 regulations currently allow a 40% reduction in the design flow used to size a leaching field if composting toilets are used (Section 15.17) . However, Title 5 regulations require that suitable land be available for a full size soil absorption system including reserve. r � 6.5 Pretreatment Adding a treatment step before final leaching enables the soil to accept higher hydraulic loadings as compared to untreated septic tank effluent. Massachusetts guidelines allow reduction in the required ' leaching area for pretreated wastewater (see Section 3.4) . However, current Massachusetts regulations apply to conventional soil absorption systems only. Other states also allow a reduction in leachfield area when the water is treated before disposal. Delaware, for example, allows a reduction of up to 2/3 of the original area. For purposes of this report, it is assumed that a reduction of 50% of the leachfield area is -viable. 200:200-OWD2.txt 6-4 1/25/89 6.6 Summary Conventional, LPP and mound systems can be designed for individual houses or for a group of houses as a communal system. Table 6-1 presents percolation rate and depth to groundwater constraints associated with each type of' individual and communal system. Conventional system constraints are based on Title 5 regulations. LPP system constraints are based on the State of Delaware DNREC Regulations. Mound constraints are derived from the EPA Desicrn Manual: On-Site Wastewater Treatment and Disposal Systems. i 200:200-OWD2.txt 6-5 1/25/89 'I Cape Cod Village Condominium Association On-Site Wastewater Disposal Feasibility Study TABLE 6-1 i Wastewater Disposal Options and Constraints DISPOSAL OPTION CONSTRAINTS iA. Individual 1. Conventional Perc rate < 30 min/in(1) Depth to groundwater > 48 in below trench bottom 2, LPP Perc rate 0 to 120 min/in Limiting zone > 18 in below trench bottom(2) 3. Mound Perc rate 0 to 120 min/in(3) Depth to groundwater > 20-24 in below ground surface B. Communal 1. Conventional Perc rate < 20 min/in(1) for systems with flows > 2000 gpd Depth to groundwater > 48 in below trench bottom 2, LPP Perc rate 0 to 120 min/in Limiting zone > 18 in below trench bottom(2) 3. Mound Perc rate 0 to 120 min/in(3) Depth to groundwater > 20-24 in below ground surface (1) Perc test run at 18 in into proposed leaching strata. (2) Limiting zone is defined as high water table, rock or very slowly permeable soil. (3) Perc test run at 20 in below ground surface. 200:200-OWD2.txt 6-6 1/25/89 7.0 ANALYSIS 7.1 Design Flow The design wastewater flow rate for the CCVC is based on 110 gpd per bedroom as specified by Title 5. The condominiums consist of 5 one-bedroom units, 5 three-bedroom units and 12 two-bedroom units. The total design flow is 4,840 gpd. These specified flow rates are based on maximum expected quantities of sewage generated and must be used for disposal system design regardless of actual water use or occupancy patterns. 7.2 Feasibility of Wastewater Disposal Options The site characterizations presented in Table 5-2 were compared to the wastewater disposal option constraints presented in Table 6-1. The results of this comparison are presented in Table 7-1 in terms of which disposal options are feasible for the lots that were investigated. 7.2.1 CCVC Property The CCVC property is not suitable to wastewater disposal via conventional, LPP, or mound systems due to seasonally perched groundwater tables within 18 in of the ground surface, generally slow percolation rates,. and limited available area. 7.2.2 Lot 15 Lot 15 is not suitable for conventional systems since the seasonal high water table is less than 6 ft below the ground surface. LPP and mound systems appear feasible based on the information presently available. Site suitability, however, must be confirmed with a complete soils 1 investigation. 200:200-OWD2.txt 7-1 1/25/89 Cape Cod Village Condominium Association On-Site Wastewater Disposal Feasibility Study TABLE 7-1 Feasibility of Disposal Options by Lot (1) DISPOSAL OPTIONS Conventional LPP Site/Lot System System Mound CCVC Property Individual Condominiums No No No . Unoccupied Areas No No No Lot 15 No Yes Yes Lot 65 No Questionable Questionable Lot 68 No Yes Yes (1) Note: Feasibility must be confirmed by a complete soils investigation. (2) "No" indicates not feasible; "Yes" indicates feasible. 1 I 200:200-OWD2.txt 7-2 1/25/89 f 7.2.3 Lot 65 Lot 65 is not suitable for a conventional system due to a percolation rate in excess of 20 min/in. Mounds and LPP systems do not appear to be technically viable given the similar ities of the soils to the soils on the CCVC property which percolated at 140 min/in. However, in order to definitely eliminate this lot a percolation test must be done. 7.2.4 Lot 68 Lot 68 is not suitable for conventional systems since the depth to groundwater is less than 6 ft. Mound and LPP systems appear to be technically feasible based on the information presently available. It is recommended that site suitability be confirmed with a complete soils investigation. A soils investigation is particularly important since the lot appears to have been filled in. The characteristics of the fill can be quite variable and must be determined. ! It should be noted that Title 5 does not allow construction of wastewater disposal systems in fill areas. Therefore, the use of this lot would require a variance from the Town of Barnstable and the DEQE. 7.2.5 Other Nearby Lots Based on SCS information, the other nearby lots within the Eastchop soils may be suitable for wastewater disposal. However, no field work has been done to confirm the SCS information. 7.3 Area Analysis The required areas for the feasible wastewater disposal options for representive percolation rates are given in Table 7-2. The required areas for the full design flow and with a 500 leaching area reduction are 200:200-OWD2.txt 7-3 1/25/89 i f r II� Cape Cod Village Condominium Association On-Site Wastewater Disposal Feasibility Study TABLE 7-2 Communal Disposal System Area Requirements A R E A R E Q U I R E D (1) FULL FLOW-tiZ PRETREATMENT ADDED (3) r Percolation Rate Percolation Rate ` Disposal Option 10 min/in 30 min/in 10 min/in 30 min/in LPP System 29,000 48,400. 14,500 24,200 Mound 18,200 18,200 8,000 8,000 (1) A reserve area equal to system area is included; setback areas are not included. (2) 4,840 gpd. (3) Leaching areas are reduced by 50%. 200:200-OWD2.txt 7-4 1/25/89 i Cape Cod Village Condominium Association On-Site Wastewater Disposal Feasibility Study TABLE 7-3 Available Area Compared to Required Area 50o Reduction No Reductions w/Pretreatment Estimated LPP Mound LPP Mound Total Lot Available Perc Rate System System System System Lot Area ft� Lot Area ft� min/inch ftz ftz fta ftz 15 10, 000 6,400 10 29,000 18,200 14,500 8,000 65 12,000 9,000 >60 >87,200 >29, 900 >43, 600 >9, 680 68 39, 600 28,000 10 29,000 18,200 14,500 8,000 (1) Required area includes a reserve area. 200:200-OWD2.txt 7-5 1/25/89 I� presented for comparison. The area available for wastewater disposal on a lot is equal to the area of the lot less the setbacks. The available area for lots 15, 65, and 68 is compared to the area requirements for LPP and mound systems in Table 7-3. Lot 15 is large enough for a mound system only if a 500 leachfield area reduction is obtained and a variance from the property line setback is granted. Lot 65 is not large enough for any of the systems. Lot 68 is large enough for a mound system without pretreatment or flow reduction and for mound or LPP system with flow reduction or pretreatment. t 200. 00 0WD2.t t•2 - x 7-6 1/25/89 i - f ' 8.0 SUMMARY AND DISCUSSION The soils on the CCVC property can be generally characterized as topsoil underlain by layers of silty sand and clay. Shallow (<18 in deep) seasonal perched water tables are present on the site. The shallow seasonal perched water tables negate the possibility of using conventional, LPP, or mound on-site wastewater disposal systems. Three nearby off-site lots were inspected and hand auger soil samples taken. The available area of each lot was compared to the area required for each feasible wastewater disposal option. 8.1 Lot 15 Based on soils information, Lot 15 does not appear to be suitable for conventional systems; but LPP and mound systems appear feasible. The lot, however, is too small to accommodate LPP or mound systems for the full design flow without any leachfield reductions. The use of Lot 15 for subsurface disposal is feasible only if a 50% reduction in the leachfield area is allowed for pretreating the effluent to secondary levels. Implementation of a wastewater disposal system on Lot 15 would require the following: 1. Successful outcome of a complete soils investigation 2. Barnstable and DEQE granting variances to Title 5 for the following: a. Use of unconventional disposal system; b. Less than 10-ft setback from property line; C. Available leaching area less than required for a conventional system; and d. Reduction of leaching area by 50o for secondary treatment. 3. Secondary treatment prior to subsurface disposal. 200:200-OwD2.txt 8-1 1/26/89 ' 8.2 Lot 65 I Lot 65 is not suitable for conventional systems, but LPP and mounds may be feasible. Additional soils testing is required to better ' characterize the soils on the property. The lot, however, is too small for any of the proposed wastewater disposal systems. 8.3 Lot 68 Lot 68 is not suitable for conventional systems, but LPP and mounds may be feasible based on the presently available information. The lot is enough large h for a mound at full flow with no leachfield reduction. g I Implementation of a wastewater disposal system on Lot 68 would require the following: 1. Successful outcome of a soils investigation, including delineation of nearby wetlands. 2. Barnstable and DEQE granting variances to Title 5 for the following: a. Use of unconventional disposal system; and b. Construction of a disposal system within fill. 8.4 other off-Site Lots Other off-site lots near Bone Hill Road and near Route 6A are suitable !� according to SCS information. These lots warrant further consideration. 8.5 Summary The soils on the CCVC property are not suitable for either conventional or innovative wastewater disposal systems. ' Three nearby lots within the Eastchop soils delineation were investigated. Conventional systems are not feasible on any of these lots. Mounds may be feasible on Lot 68, however, the use of mounds would require extensive soils investigation and negotiation with the town and DEQE to t 5 obtain approvals. The certainty of both proving the site suitable and 200:200-OWD2.txt 8-2 1/26/89 t obtaining all necessary approvals from the Town and DEQE is questionable. There are several additional lots within a mile of the CCVC site that may be suitable for a conventional system. i 200:200-OWD2.txt 8-3 1/26/89 9.0 ESTIMATED CONSTRUCTION COSTS Table 9-1 presents estimated construction costs for three scenarios: a mound on lot 68, a conventional system located in the band of well ' drained soils at the northern end of Bone Hill Road or Route 6A, and connection to the Town of Barnstable sewer. The estimated construction costs are based on similar projects that the Lombardo Group has been involved in. Actual costs may vary due to design details and market conditions. Engineering and land acquisition costs are not included. Engineering and legal costs may be unusually high if protracted negotiation with the . Town and DEQE is necessary. Negotiations with the Town and DEQE will be necessary for use of Lot 68 and for connection to the Barnstable sewer. 9.1 Lot 68 Construction costs for a mound located on lot 68 are estimated to be $401,000. This includes septic tanks, pump station, piping and a mound. An LPP system requires use of non-water carriage toilets and is not expected to be greatly different in total cost. However, before final design, a detailed present worth analysis should compare the two options. 9.2 Conventional System in Suitable Soils Conventional system construction costs are estimated to be from $464,000 to $614,000 for a system located in one of the regions of suitable soils within a mile radius of the CCVC property. Costs include septic tanks, pump station, 3,800 to 7,800 ft of piping and a conventional leaching system. 200:200-OwD2.txt 9-1 1/26/89 Cape Cod Village Condominium Association On-Site Wastewater Disposal Feasibility Study TABLE 9-1 ESTIMATED CONSTRUCTION COSTS OF WASTEWATER DISPOSAL OPTIONS Conventional(1) Lot 68 System Sewer Total Total Total System Component Unit Cost($) Otv. Cost Qty. Cost Qom. Cost Septic Tanks 1,000 22 22,000 22 22,000 N/A(2) On Property Collec 15, 000 1 15,000 1 15,000 1 15,000 tion System Repair Pump System 60, 000 1 60, 000 1 60,000 1 60,000 Piping 40/ft - 600 24,000 3,800 152,000 10,000 400,000 to 7, 800 to 300,000 Leaching Area N/A 1 (3) 160,000- 1 80-i000 N/A Miscellaneous (100) N/A 40,000 45,000 66,000 Contingency (20a) N/A 80,000 90, 000 122,000 TOTAL(4) 401, 000 464, 000 663,000 to 614, 000 (1) Located in the band of suitable soils at the northern end of Bone Hill Road or near Route 6A. (2) Not Applicable (3) Mound System (4) Does not include land acquistion or easement costs 200:200-OWD2 .txt 9-2 1/26/89 1 - 9.3 Connection to Sever Estimated construction costs for connection to the Town of Barnstable sewer are $663,000. This includes a pump station, 10,000 ft (1.9 mi) of piping, and an upgrade of the condominium wastewater collection system. It should be noted that the Town may substantially increase its connection i fees if .forced to accept more flow in the near future. It is not uncommon for these fees to be $1,000 to $2,000 per unit. II � i 1 i 1 200:200-OwD2.txt 9-3 1/26/89 10.0 RECOMMENDATIONS The soils investigation and analysis of wastewater disposal options has not resulted in a feasible option which is within the conventional guidelines of Title 5. The wastewater disposal option developed from the presently available information, therefore, requires further detailed evaluations to prove technical viability and gaining variances or special approvals from the Town and the DEQE. These issues add a degree of uncertainty in the final resolution of the wastewater disposal problems at the CCVC. ' 10.1 Action Plan Lombardo Group recommends that the CCVC contact all property owners within a mile radius in the suitable soils region to discuss purchase or long term lease of land for a wastewater disposal facility. If a property owner is willing to sell or lease, the lot should be investigated for ' suitability for a wastewater disposal facility. If no property owners are willing to sell or lease, the use of mounds should be pursued on Lot 68. ' If the use of mounds on Lot 68 is pursued, a preliminary soils investigation, wetlands delineation, and geohydrologic study should be ' completed before negotiation with the Town and DEQE. If the site proves viable, the CCVC Association should meet with the Town to present its arguments for the use of a mound system on Lot 68. If the Town rules that it cannot approve the use of a mound on Lot 68, it is our recommendation that the CCVC offer to provide secondary treatment ' and disinfection prior to disposal. Treatment and disinfection will provide a greater degree of confidence that public health and shellfish waters are protected. The construction cost of a secondary treatment system for the design flow is in the range of $70,000. 200:200-OWD2.txt 10-1 1/26/89 DEQE approval would be sought after the Town grants its approval. 10.2 Schedule Given the uncertainties in the project, it is not possible to develop a meaningful schedule at this time. i o 200:200-OWD2.txt 10-2 1/26/89 APPENDIX A e i 1 200:200-OWD2.txt A-1 1/16/89 i BORING REPORT 34 KING STREET .ATLANTIC TEST BORING CO. INC. BOSTON, MASS. 02122 GRIECO BROS.9 INC. 181 CANAL STREET To, LAWRENCE, MASSACHUSETTS 01840 Date SEPTEMBER 20 19 86 Job No. Location of Borings CAPE COD CONDOS, RAR.NSTARLE MASSACITUSETTS - ' All borings are plotted to a scale of 1"= it. using as a fixed datum. No. No. ' PHASE TWO D BORING #5 I BORING j6 R ® BORING #5 (Trial A) ® T ® BORING #5 (Trial B) R 0 ® BORING 44 A D OCEAN NO SCALE Used of "Casting Used of "Casting I ' Total Footage 15?.5' Figures in right hand column indicate number of blows required to Foreman K- drive sampling pipe 6 inches for a total of 18 inches, using 140-lb. Classification by K.M. ---- weight falling 30 inches. .-�__. 1 _. '� BORING REPORT ,k ATLANTIC TEST BORING CO. INC. �ST0N.M KING ASST02122 GRIECO BRAS. , INC. 181 CANAL STREET 6 To. LAWRD+ICE, MASSACHUSETTS 0181+0 Date SEPTEMBER 20 19�Job No. Location of Borings CAPE COD CONDOS, BARNSTAPLF M.ASSACHU ETTS TO E All borings are plotted to a scale of 1"_ 4 ft. using DETERMINED BY OTHERS as a fixed datum. No. BORING 1 (PHASE ONE) Vo. BORING-2 0.0' G 0.0' GROUND SURFACE ELV. 0.5' 0.5 ' Compacted fine Loamy SAND brown sanc9y 2.5' SILT little clay Silty SAND 4.5' Silty SAND ' trace of gravel 7.0' Stif ��� 7.59 w 1. f yellow Stiff olive ' sandy CLAY CLAY little silt little silt 13.0' ' 13.5' Soft blue CLAY Medium brown CLAY 15.01 little silt little silt BOTTOM OF EXPLORATION AT 15.0' trace of sand WATER ENCOUNTERED AT 7.0' DATES 8_25_86 ' 20.5' Stiff blue CLAY ' little silt 23.5' ' Loose, blue CLAY 25.0' little silt BOTTOM OF EXPLORATION AT 25.0' WATER ENCOUNTERED AT 7.5' ' DATES 8_25_86 Used .01 "Casting Used o1 "Casting Total Footage 4o•0, Figures in right hand column indicate number of blows required to Foreman K.M. -' drive sampling pipe 6 inches for a total of 16 inches, using 140-lb. weight falling 30 inches. c,,_# ic 2 ti-4 by 5.M. ' BORING REPORT $ _ 34 KING STREET ATLANTIC TEST BORING CO. INC. BOSTON, MASS. 02122 ' G ROS INC RSECO B . , 181 CANAL STREET To. LAWRENCE, MASSACHUSETTS 01840 Date SEPTEMBER 20 19 RoJob No. Location of Borings CAPE COD CONDOS. BARNSTARLE, MASSACHUSETTS 0 BE All borings are plotted to a scale of 1"= 4 ft. using DETERN-MIED BY OTHERS as a fixed datum. No. BORING 3 (PHASE Oh-E) Vo. BORING 3 (advanced) _ 0.0' GROUND SURFA Loose, brown fine SAND little silt 7.0• w.l. Compacted silty SAND little clay 3?'0' Medium blue CLAY little silt trace of gravel 40.0• BOTTOM OF EXPLORATION AT 40.0' ' WATER ENCOUNTERED AT 7.0' DATES 8_25_86 i 15-5' Layer of stiff CLAY 18.0• Compact, silty SAND " little clay r 27.0' Loos CLAY Used of "Casting of "Casting Figures in right hand column indicate number of blows required to Total Footage 4o•0'Foreman K.M. drive sampling pipe 6 inches for a total of 18 inches, using 140 Ib. Classification by K.M. weight falling 30 inches. c���. 3 „• 5 r ; BORING REPORT 34 KING STREET ATLANTIC TEST BORING CO. INC. BOSTON. MASS. 02122 GRIECO BROS., INC. 181 CANAL STREET To, LAWRENCE, MASSACHUSETTS 01840 Date SEPTEMBER 20 19 66 Job No. Location of Borings CAPS' COD COfDOS. PARNSTARIE. MASSACHUSFTTS - - TO BE All borings are plotted to a scale of 1"= 4 ft. using DETERI`INED BY OTHERS as a fixed datum. No BORING 4 (PHASE TWO) 140. BORING 0.0' GROUND SURFACE ELV. 0.0' GROUND SURFACE ELV. 1 0' LOAM 1.0' LOAK gig SOS nose r s y 2.0t Silt Sand (Sub Soil) Silty fine to medium brown SAND 3.5' 4.0' Comp. fine br silly Medium brown CLAY SAND little f-cr little silt 5.0 REFUSAL AT 5.0' ' BOULDER OR LEDGE NO WATER ENCOUNTERED DATE: 9-19-86 PLEASE NOTES Moved 5.0' South for Trial 5A, Refusal at 7.5' Same Material Encountered Moved 5.0' South from Trial 13.0' 5A for Trial 5B Medium blue CLAY little silt (moist) w.l. 20.0' BOTTOM OF UPLORATION AT 20.0' WATER ENCOUNTERED AT 17.5' DATE: 9-19-86 t Used of "Costing Used of "Casting Total Footage �2.5' Figures in right hand column indicate number of blows required to Foreman K.M. drive sampling pipe 6 inches for a total of 18 inches, using 140-lb. Classification by X.Y. weight falling 30 inches. is 5 k BORING REPORT 34 KING STREET ATLANTIC TEST BORING CO. INC. BOSTON, MASS. 02122 GRIECO BROS., INC. 181 CANAL STREET To, LAWRENCE, MASSACHUSEPTS 01840 Date SEPTEMBER 20 t9e Job No. Location of Borings CAPF COD COYDOS, BARNSTAB E. MASSACHUSETTS BE All borings are plotted to a scale of 1"_ 4 ft. using DETERMINED BY OTHERS as a fixed datum. No Boring 5 (Trial B) (PHASE TWO) BORING 6 0.0' 0.0' GROUND SURFArF 0.5' LOAM 1 .01 LOB M ed comp f-med b silty SAND trace L se, brown 2,5' f silty SAND 3 5' — Stiff yellow CLA_ Compact fine little silt brown silty SAND , trace of fine sard little fine to occasional arse gravel , boulder li the -clay (moi st), 7.5' Medium compact fine to coarse brown SAND some silt little fine to coarse gravel (wet) 12.5' w.l. Medium blue CLAY tT little silt (moist) 18.0' Medium blue CLAY little silt 20.01 . (moist) BOTTCNkOF EXPLORATION AT 20.0' WATER ENCOUNTERED AT 13.0' DATE: 9-19-86 �5.V- BOTTOM OF EXPLORATION AT 25.0' WATER ENCOUNTERED AT 13.0' DATE: 9-19-86 uses. of "Casting Used of "Casting Total Footage 45.0' Figures in right hand column indicate number of blows required to Foreman K.M. drive sampling pipe 6 inches for a total of 18 inches, using 140-lb. Classification by weight falling 30 inches. �►,,,,.. 5 ,.. 5 r TEST ab�.E S -BAcet4 A1rE 0-1 t.+wK 9—11 I^Ki i s cw "1L4xgv S►@n-o w l t�+ LA Y r t% 1 Pocr.ETS 0 v SI LT g. Cu44 - 'Ps&cTaj6T r vLo D 1 N Z Z,A," P E L %+V C.1 1 ( L4*61 4itt SC1rK' �T WOMM NNW_ tub Maw y%M S *AM or C iAY LCM6 C -r c acrk went Twcw. 9%*.%PsVT + ov O&AS.o t kcf-6D AND �z . tom' �C_ TH-2 43 I �; o- 1 l.c�••� 1- 10 trrI Fr �EU.6%a CL4`{ 60M E SA-.4v4 to 1.T i TEST HOLES BY BAXTER & NYE INC. 9/1987 Taken from a Site Plan done by Baxter & Nye Inc. 6/9/1987 Dwg. 8611 sheet 2/2 . ® PROJECT NAME CAPE COD VILLAGE ASSOC_ SHEET 1 OF 1 PROJECT LOCATION CUMMAOUID, MA BORING NO. B-A BRIGGS LOCATION ASSOCIATES, INC. PROJECT NUMBER 80073MA SURFACE ELEV. GROUNDWATER OBSERVATIONS CASING SAMPLER CORE DATE START 2-9-88 DATE TIME DEPTH TYPE DATE FINISH 2-9-88 SIZE I.D. __. DRILLER F. Sviokla 2-9-88 11.6" HAMMER WT. BIT HAMMER FALL INSPECTOR D SAMPLE E PEN. P Sample SAMPLE DEP N Va ue SAMPLE DESCRIPTION H type-No. REC. (FROM TO) BLOWS/6' or inches (feet) ROD SS-1 24/18 0 - 2.0 6-5-5-6 1 c .+ . c N II•.... L......,.. c +noi .:., ,�QIIVj will - IVIGV1L1111, YV11VVt-L/IVn11, -4-1V10, I1110 JartV, slightly plastic occ. pepple, some roots. 5 SS-2 24/18 5.0-7. 3-8-8-12 20 , an y Clav -Orange-grey,5-10%very fine sand, slightly plastic. ,o SS-3 24/18 10. -12.0 5-6-8-12 20 SandyClay -Moderately plastic, <5%very fine sand, gray with orange staining. 15 SS-4 24/19 15.0-17-0 4-8-8-11 19 Sandy Sift -Slightly plastic, 5-10%very fine sand,with layers of orange-brown silty sand and grey clay. 20 SS-5 24/21 20.0-22.0 B-15-21-21 42 Sandy Clay Moderately plastic, somewhat stiff, dark � grey. 25 30 Cohesive Soils SAMPLE TYPES REMARKS N,,,z, , Don-: N-value Density very loose <2 very soft L- auqoi oft poon OBSERVATION WELL INSTALLED TO20.0' 2.4'1 - 3'i medium 4 -8 mods urn stiff tube WATER @ 9'6" BELOW GROUND SURFACE 1 • FO den> 8 - t5 sUfi flight 5'1 vew donse t5 - 30 ver sU!f ore PROJECT NAME CAPE roD V11 I AC-,F ASSOC SHEET 1 OF_ i PROJECT LOCATION CUMMAOUID, MA BORING NO. B-I31 BRIGGS LOCATION ASSOCIATES, INC. PROJECT NUMBER 80073MA SURFACE ELEV. GROUNDWATER OBSERVATIONS CASING SAMPLER CORE DATE START 2-9-88 DATE TIME DEPTH TYPE DATE FINISH 2-9-88 SIZE I.D. 2-9-88 11-6" HAMMER WT. BIT DRILLER F. Sviokla HAMMER FALL INSPECTOR D SAMPLE E P Sample PEN. SAMPLE DEPTI SPT N Value SAMPLE DESCRIPTION H type-No. REC. (FROM-TO) BLOWS/6" or inches (feet) ROD SS-i I L4/1 L 1 0 - 2.v 1 8-4-4-9 1 13 Sandy Silt - Slightly plastic, 10-20% medium-fine sand, dark brown, grading to orange brown sand, medium to fine, mostly fine. 5 SS-2 24/24 4-8-9-14 23 5.0 - 7.0 $ttI -Slightly plastic, brownish-grey with iron oxice staining. io SS-3 24/24 10.0-12.0 7-9-11-13 24 15 SS-4 24/22 15.0-17-0 3-6-8-12 20 U - Slightly plastic, dark grey. 20 SS-5 24/24 20.0-22.0 6-8-13-19 32 q± Slightly plastic,dark grey. 25 SS-6 24/22 25.0-27.0 8-12-16-19 35 aft - Slightly plastic,dark grey. F _T_ 30 Gmnular Soils Cohe ivo Soils SAMPLE TYPES REMARKS: fJ va!u Den-.it IJ-value Densit <4 very loose <2 very soft SS-split spoon NO WATER ENCOUNTERED 5 10 loo.a 2 4 soft ST-shnlby tube 1 - 30 medium 4 - 6 mediun' stiff 3t -50 dense 8 - 15 stiff AF-auger flight >50 very dense 15 . 30 very stiff I RC-rock core �I PROD' r NAME t APF GOD VIf AGF ASSO/ SHEET 1 OF 1 U�oU PROJECT LOCATION CUMMAQUID, MA BORING NO. B-C _ SRIGG LOCATION ASSOCIATES, INC. PROJECT NUMBER 80073MA SURFACE ELEV. GROUNDWATER OBSERVATIONS CASING SAMPLER CORE DATE TIME DEPTH TYPE DATE START 2-9-88 ' SIZE I.D. DATE FINISH 2-9-88 2 9 88 11'6" HAMMER WT. BIT DRILLER F. Sviokla HAMMER FALL INSPECTOR D SAMPLE E TSamplo PEN. SAMPLE DEPT SPT N-Value SAMPLE DESCRIPTION H type-No. Fes ( ) BLOWS/6' or FROM-TO inches (feet) ROD SS-1 24/18 0 - 2.0 3-7-11-12 23 Sandy Silt - Uniform, mostly fine sand, 10-200%silt, pebbles to 112", some roots. 5 - SS-2 24/16 5.0 - 7. 4-3-7-8 15 Sammy Silt -Slightly plastic, 10-20%medium to very fine sand, mostly very fine,orange brown. 10 SS-3 24/24 10.0-12.0 4-10-15-15 30 aft - Slightly plastic, dense, brown-grey. 15 SS-4 24/24 15.0 17 0 2-3-7-3 1551 al - Moderately plastic, grey. 20 SS-5 24/24 20.0-22.0 6-8-4-8 32 it - Moderately plastic, grey. 25 SS-6 24!24 25.0-27.0 6-12-15-20 35 ,2Ijt - Slightly plastic,dense, dark grey. 0 _E Granular Soil. Cohesive Soils I v��ua Denvt N-value Dnnsit SAMPLE TYPES REMARKS: <4 very loose <2 very soft SS - split spoon WATER AT 11'6" BELOW GROUND SURFACE. 1 5 - 10 loose 2-4 soft ST-Shelby tube 11 -30 medium 4 -8 medium stiff 50 dens.+ 8 15 stiff AF - auger flight `_a w,ry dow.e 15 - 30 very stiff RC • rock core l I APPENDIX B 1 i I� 1 200:200-OWD2.txt B-1 1/16/89 I 362.4541 i 939 main strew rt 6a w h�+ dOWO cQpf f8,f4ferin f civil& nws 6 rand surveyors structural dssion Arne H.QjaW P.E.,R.L& bnd CCU" Richard R.Fairb" PE Cape Cod Condo. Association ' tits aan" Soil Types in area: 84B: Belgrade Silt Loam/ 3-8% Slope "map ref^ 84A: " a a /,0-3% Slope designs 85B: Raynham- Silt Loam/ 3-8% Slope 73B: Hinesburg gravelly, loamy sand, gravelly variable/ 3-8% Slope intpeetions 231B: Carver, very stony, coarse sand/ 3-8% Slope Moderate limitations for septic. Parcels within this area: permits Assessors Map # 337: Parcel # 20: Massachusetts Audubon Society South Great Road Lincoln, MA 01773 Assessors Map# 352: Parcel # 32: Massachusetts Audubon Society Parcel # 66: w n n Parcel # 01: P. Gordon S: Louise Nelson Box 307 Barnstable, MA 02630. Parcel # 31: Diane & Russell Carlson P.O. Box 216 Cummaquid, MA 02637 I 52B: Windsor Loamy Sand/ 3-8% Slope Slight limitation for septic Assessors Map# 352: ' Parcel# 3-2: Evelyn Dzuibek P.O. Box 93 Cummaquid, MA 02637 Parcel# 4: " Parcel# 5: w w -� Parcel# 6: William & Carol McDonald 192 Harbor Point Road Cummaquid, MA j Parcel#68: Carol Sokoloski Harbor Point Road Cummaquid, MA Parcel#69: Parcel#16: Eileen 6i hubert S. Betti 26 Tisquantum Way Cummaquid, MA Parcel#17: Floyd A. Vanduzer 199 HArbor Point Road Cummaquid, MA Parcel#18: Daniel E. 6t Geraldine F. Braman Box 361 Cummaquid, MA i Parcel #19: Harris E. d: Linda W. Nober 211 Heatherstone Road Amherst, MA01002 Parcel#12: Parker M. Koopman 112 Governors Way RFD #1, Barnstable, MA 02630 � Parcel#60: " w " Parcel #65: Eleanor St Robert Belmonte P.O. Box 1218 Framingham, MA 01701 Parcel #59-1: Ann & Bernard Dunn Box 313 Cummaquid, MA 02637 Parcel # 15: Edward J. & Harold Gramse Box 338 Cummaquid, MA Parcel # 14: W.J. &M.M. Crowley/J. &M. Donahue 60 Blake Street Needham, MA02; lJ 3624541 939 train groat A 6a ""noulh pal • won026?5 down cope engineering • civil&Vir ers 6 lond surveyors st/uetwal dasien 1 AMOK Ojai$ P.E..A.L.S. 4nd court Richard A.faUbar* P.L a Cape Cod Condo. Association site Planning ' Soil Types in area: 84B: Belgrade Silt Loam/ 3-8% Slope sewepe system 84A: " 1. 0-3°.b Slope Ir�' 85B: Raynham- Silt Loam/ 3-8% Slope 73B: Hinesburg gravelly, loamy sand, gravelly variable/ 3-8% Slope inspections 231B: Carver, very stony, coarse sand/ 3-8% Slope Moderate limitations for septic. Parcels within this area: permits Assessors Map # 337: Parcel # 20: Massachusetts Audubon Society South Great Road Lincoln, MA 01773 Assessors Map# 352: Parcel # 32: Massachusetts Audubon Society Parcel # 66: Parcel # 01: P. Gordon & Louise Nelson Box 307 Barnstable, MA 02630 Parcel # 31: Diane & Russell Carlson P.O. Box 216 Cummaquid, MA 02637 52B: Windsor Loamy Sand/ 3-8% Slope Slight limitation for septic Assessors Map#352: ' /�'arcel# 3-2: Evelyn Dzuibek P.O. Box 93 Cummaquid, MA 02637 Parcel# 4: w a Parcel# 5: " /Parcel# 6: William & Carol McDonald 192 Harbor Point Road Cummaquid, MA Parcel#68: Carol Sokoloski Harbor Point Road Cummaquid, MA /Pprcel#69: " OLOIJ ' ✓parcel#16: Eileen & hubert S. Betti 26 Tisquantum Way Cummaquid, MA r Parcel#17: Floyd A. Vanduzer 199 HArbor Point Road Cummaquid, MA 4arcel#18: Daniel E. & Geraldine F. Braman Box 361 Cummaquid, MA arcel #19: Harris E. 6z Linda W. Nober 211.Heatberstone Road Amherst, MA01002 wParcel#12: Parker M. Koopman 112 Governors Way RFD #1 Barnstable, MA 02630 '4)arcel#60: " " a parcel #65: Eleanor Sz Robert Belmonte P.O. Box 1218 Framingham, MA 01701 arcel #59-1: Ann & Bernard Dunn Bo x 313 Cummaquid, MA 02637 arcel # 15: Edward J. & Harald Gramse Box 338 Cummaquid, MA Parcel # 141 . . y/J. &M. Donahue ITS SO?2o?si� —X3/ I y7 Yiek5eelec C/ e_ •iii • ' - d ' '•• . a • • y • i" r •` L rall lgua Loard of UcaZlth Tow,i of Larnstablo ::ai$ Ztrcet I:I,annis , :!ass. t u2G0l entlemei.; I Y.avc been at j roae::eQ t:.e rc.presentativec of the Ca;c>. Cod i11aSe C01:uo:..iT}iUL. ai:c 1.Lvc, rejected t:,eir -rc guest to iurchase or to leace iuy lai.d adjacent to their condominium in orCer to install a leac:i fic-ld for t%L-J r scr-tic syctcr. sincerely, �� call 1Jir:. Loard of Lf alt;: of Larr.staLlo "=zEet I:.•�l:::i; , "ass. . cll�:c._cli; I i:c:17c l!cen ;.ic rc.ac:.::c'. Ly t:.0 rc.t rcrc::t tivc c Vic Cw c �1-.�: Cc•d a aa.L i.zvL rCjccteO t}:EJ r rt ':uc-ct L;; -- ' rchaf;c or L-G 1Le7,L 1-. ::1I.4 ad jaCc::t to L:.C:ir condor.iniu;:. in o_6'cr to inztall a ' leac:l =ielci for t:.cir scl- tic :ctcr... �il:ccrcl;• , rail lqua Board of hcalth ' ToMt: of Barnstable ::ait F.trEet Lyannis , Vass. ' G2G01 GEntle;oen; ' I have been al:l•roachcd Ly t:.c rcp•rescr:tativec of tic Cane Cod Tillage Condor-irliur.. ai:c I:4vc rcjEcted their rc_uect to ;urchase or tc. lead Liy laid adjacent to their condoniniur:. in orCer to install a leaca field for ti.eir septic system. Sincerely, i I rall IDUS oard o10 Uwa1th .owi: or Earnstable :aijb ZtrEet :,annie, :bass. ' ;..?Gol Gentle.e-i.; ' I rare :Neen utjroac::cd ly tLe rc.rre_cr:tativez: of tic Cart: Cod village Coiido:.ir,iur.. aid '.&vL rejected t::eir rcc.uer.t to ;urchase or to lcace r::l lar:d adjacent to their condoniniur. in orCer to install a leac:i field for tl.elr seFtic systcm. Sincerely, r. rall 1908 Loard of Health Towzi of Larnstable ::aik ZtrEet I:yannis , 1!ass. 02,101 Gentlemen; ' I havc been apl roaci:ed Ly t:.c rcprc:cntativec of the Care Cod Village Cor:uo:..iriiur.: a::c i:&vc. rcjt:cted t::e_r rcc;uest to rurehase or to leazf- I4y laird adjacent to their condominiur.. in order to install a ' leaca field for ti.cir septic s:yster. Sincerely, �5 O rail nus Loard of Lealth Tows: of Larnstable ::ait Ztrcet E annis , ;lass. v2G01 CEntA. i: ; I hjvc been aii,roac::cd Ly IA,c rcprescr tativc:s of tic Cape Cod ' ^illa a anc i:4vc rejected t`:c_r rce-uc--ct to ;urc`:asc or tc, lGa►C Ly laid adjaccut to U-cir condoniniu-.. in ordcr to install a leaca field for ti.cir seFtic -;•stern. ' Sincerely , i jo I ; 1 iI ' 1 1 i ' i I ' ' 1 1 . rail 19ti8 1 Eoard of L•calth 1 Told: of Larnstable ::ait ZtrEet I:yanria , Vass. 1 G2Gul _ GEntle.es:; 1 I havc been upi-roaci:ec: Ly t:.e rcpre:entativec of the Care Cod :•i11age Condo,niir,iuL. al'd 1:4vc rcjt:cted their rcc;uc-st to ;urchase or to lease i:: lai-d adjacent to their condoriniur, in orCer to install a 1 leac:i field for their septic syster... Sincerely, � 1 o� G"• �%+y r � 1� i � 1 1 - 1 1 � 1 i 1 � 1 JH& (2ef tk esentativec of the Ca;c: cod their rcquect to ;urchase or Cam. ndoniniur; in o_c:er to install a S a ft 2� Sa,; � "Inccrely, 10 t t t t I - t r ' ' 1 rail 19tt8 Eoard of I:Galth Tokt: of I;arnstable ::ai* Z;trcet I1yannis , "ass. - 02G01 GEntle:�ei�; I havc been ar j raae::c;: L-y t:.c rcproseiitativec of the Can O Cod %l i , �1laSE Ccr:uo:..iniur.: ai:c: I:4vc. rcjectecl the_r rcrLect to iurctiasc or to leacF, Liy laid adjacent to their condoniniur. in order to install a leach field for their septic syster.:. Sincerely, r r r r - - .r i fall ivua Board ®f 1,ca lth Tow:. of Barnstable ::ait Zt,rcet L annis , ;!ass. ru2G01 GEntlew:En; I have been ail-roae::cd Zy t:.c rc.trescntativcc of the Carr. Cod '.•illa;e Cor:uo.-Ar,iuL. ai:L i:avc rcjLcted t::ci.r rc;:Lcct to iurchase or to lcace iay laid adjacent to their condor.;iniu:.. in orCer to install a leaca field for ti.eir seFtic system. sincerely, O/ z 4t O �J I t 0 . t l tall l9bs L'oard of health i Toki. of Larnstable ::ait ZtrEet E onnis , :!ass. - i;2CU1 * I havc been aii.roac::cd Ly I-Lc rcprescntativet: of the Ca,ci Cod tIillare CcLuo:..i7YlL'L. anc i.;:vc rcjccted their rc uect to i urchasc or tc lcacf- L.; lai-d adjacent to their condoniniur.. in orc:er to install a ' leac:i field for ti.cir septic syster... i Sincerely, j � { i t I Tall IVUB Loard of l:caltl, Tokl. of LarnstaLle ::ailD :;trcet Eyanni, , "ass. v2GJ1 I tare !jcen u;,iraac::c- Ly t:.c retre;entativcs of t',c C.:.v-%c: Cod f'i1lage a::c: Lev(. rCjt:cted t::E=r rccuo--It to ,urchasc or Lc, 1;l.d adjacent to their condor.iniu::. in or�er to install a leac:l field for t:.c::r septic syEtcm. _ sincerely , s� O rail 111is Loard of l.calth Tows. of LarnstaLle ::aii Zt=cet Lyannis , :!ass . - i;2(,i)1 I _ • ;�Elltic:�Cii� ll Li t .c: rct rc, cntat_vc:_ o" ..�u Cape Cod I ta�c �cen u• ^rGac::c:. l � •^ � � �� �'a.ila�e vOsiuO:»l IY1 L'I.: as:c i:&vc rcjacted t:,E-=r rc :-Lc:-et to ;urc::asc or t-c, lca_e sc, las.d adjacent to tl.cir condor..iniur. in or�cr to install a leac:i field for tl.cir scrtic s�,ztcr. . sincerely , i i tall 19u8 Loard of Ucalth Toki. of Larnstable ::ais Street Ly anni_ , ::ass. G2GO1 GEnticaeu; I tavc been up1-roacl:cC Ly tLe rctrerciltatives of tic Ca;(- Cod `village C011jOnAniUL. aiiL I:!.vc rcjtcted t:1E=r rc::u'c--t to ;urcLase or tc lcace ". lai.d adjacent to their condominium in o_Cer to install a leaca field for tl.cir septic syster... since rely, 1 Oz.) rail iqua Eoard ®` I:c It a }, Towt: of Earnstable ::ait Ztrc.et I:,annis , ,!ass. u2G01 I have been ali.roac::od ! y t}.c: rctrcrC—ntativec of the Ca;fe Cod •Iilla a ICGIIuO7.irIiUL. a:-Ad l:4vc rejected t}+E=r rc_ucst tc rurchasc or tr- (: =� I... lair • � . 1 a .; ., a adjacent to tl�cir condominiu:.. ii, o_c.er to install a leac:i field for t}.cir septic syster.:. sincerely, i � M 1 .0 i � ' 1 rail 1u8 Loard of UcaltY: Towi. of Larr.stable .:a,is :;trcet I:1,anri- , "ass. u2Gii1 �E11LlC:.:C:: I l:arc :.ecn u« roac:_er,' ly tl.c rctreE-cl:tativec of t'ir Ca.pc. Cod ��illd�t �C•i_uO;..lia1L'L: a::G Lz vc. rCjbctEa U-f- .r rc :-L•CLt tc Z urcha sc or Lc. 1La=e :..; la:.(! Ld accut to tl.cir conOor.,.iniu:.. in ork:cr to install a leac:i ficici for tl.cir scFtic syeter... inccrEly , LO i i i t Tall l:u� oard of l:c:altl: ck:. of Larr.staLle .aijt LI-reet :'anr.ib , "ass. .2c.u1 I l:a1c Lct-r. rcae:.� : t:.e f pia �,• rctrc ��:tativc•� c, ai.L %.4VL rLjLCted tt:c: r rc ::ucr ?. tC; `'L':chP-sc nr la,.ci ad acc:,t to t;.cir conc',cminiu;.. in urZcr to install a leac:i field for ti.cir sc-tic s,rtcr... :inccrEl; , t 1 s APPENDIX C 200.200-OwD2.txt C -1 1/16/89 1 C44le COO Cow //r�g9 C�F ap C v/V >0 Sg ; N f��t1t-�L,"'kI '••.Z�vA �y� � Lec;�TSO �v 7r1 G F Fib S, /3o6✓t TfST�f-T l.G -► I Eb.ry fO.a.L6J t/=dos /no, �L c �� P /` / Z � ' � Lr�•- ro '� ��ST� EO sort. � To�t� , 1/a,' '/.�.%3y � „ '��. 3• a r?,6 +- j� �� - 3: � AND ,�.";is,.�ihs ���-� t •tam i I �. v�,� � r,,,,�I /0 5rq N exw 6- w vcrc-Q R I I. � i 5�►ba� �f�l�►y'T/M[I/Qp ,. :/d.��''��/�r, � • � �u2.ty '1e7�! . Vol ";OIL i , C4 i'aw ,NY w✓q ��� I „itea.-,/� SlI�7" �� ri2oPotl.0 TAG S .+T Anwre O/cr . oil/ 3 0 . ✓'_,� � 4 mat/¢ _ r r /S� dvw j (A�P�«�4��e -r7 S M� z 5 5 rx vo/u&w,aT i CAPE 6 ND O �oNi tCT 1 C�R(LK 7j4�.E/VTTa . . . • • . . . . . O- S ` 7-41PSal49 AAA lt/ 2 ir: iGFF s iTE d� $r MA-Pi i %S OAS OL lll- ' 0. I i I I k 7 '' I I rr rr rr rr rr rr rr rr rr rr r rr ■r rr �r rr rr rr �r rb I 11 av I Vlrt.NA�"0— 5ICT f'Sreci ', i : M SO i r rr +r � r r rr r �r �r rr rr rr �r rr r �r rr wr , J 1 _ _._ : � d �Div �, . emu✓��2: , , I i O �� � �- �� � �, �- � � • � '�.. ;I, ;. , , v - � ti 7� , ; ��� / �� �(,�� H �� , . i APPENDIX D i I 200:200-OWD2.txt D-1 1/16/89 120 _. 110 � 100 101, 90 80 ' z z 70 W 60 a - ' Z SO e — C 40 30 20 - — - -- --- _.a -` -•: - :s : : _ - - — 10 2 4 6 8 10 12 14 16 18 20 22 24 UNIT ABSORPTION AREA REQUIRED -. (SF/GAL/DAY) STATE OF DELAWARE LOW PRESSURE PIPE ISSUED 7 'A DISPOSAL AREA REVISED Department of Natural Resources r„d,,,T .. I APPENDIX E 200:200-OWD2.txt E-1 1/16/89 Example 7.1: Calculation of Mound Dimensions and Pumping Requirements ' house with the following site conditions. Design a mound for a 3 bedroom us g Letter notations used in Figure 7-13 are used in this example. ' Natural Soil Texture: Clay loam ' Percolation Rate at 20 in depth: 110 min/in. Depth to Seasonally High Water Table:. 20 in. 1 Slope: 6% No bedrock or impermeable layers Step 1: Select the Site. The mound site should be selected prior to ' locating t e ouse and the road when possible. Consider all criteria listed in Table 7-7 for possible mound locations on the lot. Consider the difficulties in construction of the mound at the various locations. Evaluate all criteria, then pick the best site. Step 2: Select Suitable Fill Material . It may be necessary to make a ' subjective judgement on the quality of fill material versus transportation costs. The ideal fill material may not be readily available and thus selection of lesser quality fill may be practical . If finer, the loading rates used to design the absorption bed may have to be reduced. Assume a medium texture sand fpr this example. The design infiltration rate is 1.2 gpd/ft (Table 7-8). ' Step 3: Estimate Design Flow. Peak flow is estimated from the size of the building. in this instance, 150 gpd/bedroom is assumed ' (see Chapter 4). Step 4: Size Absorption Bed. Absorption Bed Area = 450 gpd = 375 ft2 1.2 gpd/ft ' Step 5: Calculate Absorption Bed Dimension. The bed must parallel the site contour. since the na ura soil is slowly permeable, it ' is desirable to run the bed along the contour as far as possi- ble. In this example, assume sufficient area exists for a 65- ft length bed. ft 2 d ' Bed Width (A) = 375 m = 5.8 ft or 6 ft 250 ' Bed Dimensions: A = 6 ft B = 65ft ' Step 6: Calculate Mound Dimensions. a. Mound Height ' Fill Depth (D) = 1 ft (Table 7-9) ' Fill Depth (E) = D + [(Slope) x (A)] = 1 ft + [(0.06) x (6)] = 1.4 ft (This is only approximate. Criti- cal factor is construction of level bed bottom.) ' Bed Depth (F) = 9 in. (min) (Table 7-9). (A minimum of- 6 in. must be below the inverts of the dis- tribution laterals.) Cap at Edge of Bed (G) = 1 ft (min) (Table 7-9) Cap at Center of Bed (H) = 1-1/2 ft (min) (Table 7-9) b. Mound Perimeter ' Downslope Setback ( 11: The area below and downslope of the absorption bed and sloping sites must be sufficiently large to absorb the peak wastewater flow. Select the proper natural soil infiltration rate from Table 7-10. In his case, the natural soil infiltration rate is 0.25 gpd/ft . Upslope Setback W = (mound height at ups lope edge of bed) x (3:1 slope) [(D) + (E) + (G)] x (3) _ (1.0 + 0.75 + 1.0) x (3) t = _ (2.75) x (3) = 8.25 ft (This will be less because ' of natural ground slope, use 8 ft.) Side Slope Setback (K) _ (mound height at bed center) x (3:1 ' slope) (D) (E) + (F) + (H) x (3) 251 1 + 0.75 + 1.5 x (3) _ (3.5) x (3) = 10.5 ft, or 11 ft Basal Area Required = (B) x [(I) + (A)] ' 5 4 0 gpd = 1,800 ft 2 0.25 gpd/ft _ 1,800 ' = 1,800 _ A ' = 1,800 4 r = 21.7 ft, or 22 ft Check to see that the downslope setback (I) is great ' enough so as not to exceed a 3:1 slope: (mound height at downslope edge of bed) x (3:1 slope) [(E) + (F) + (G)] x (3) _ (1.4 + 0.75 + 1.0) x (3) ' = 9.5 ft ' Since the distance needed to maintain a 3:1 slope is less than the distance needed to provide sufficient basal area, (I) = 22 ft 1 Mound Length (L) = (B) + 2(K) = 65 + 2 (11) = 87 ft ' Mound Width (W) - (J) + (A) + (I) 8 + 6 + 22 ' 36 ft 252 f ° d+ III o I cp fl I 47 vo _ t b I A e 0 ° ®F P d 0� V I) 9 e ¢ I 1 ° e l ° � a r' a c a a A ° P d a ° d , a c TF4ETO�o ^_ BAHB9TABL y MA68. voAl i6gg. � E�INAYA «�irr6� ./�nd+«ehi�leeffd 02601 COMMISSIONERS: (508) 775-1120 Ext. 123 KEVIN O'NEIL. CHAIRMAN JOHN J. ROSARIO. VICE CHAIRMAN THOMAS J. MULLEN PHILIP C. MCCARTIN SUPERINTENDENT FLOYD SILVIA ROBERT L. O'BRIEN GEORGE F. WETMORE October 31, 1989 ASSISTANT SUPERINTENDENT Mr. Cornelius J. . O'Leary, Acting Director Division of Water Pollution Control Department of Environmental Pro tection ec 'tion One Winter Street Boston, MA 02108 RE: Cape Cod Village Wastewater Management Problem Dear Mr. O'Leary: This is in response to your letter of Oct ober Board of Health regarding the possible connection 1989, to the Village tion of Cape 1_a Co ge Condominium to p d the municipal was discounted early in the evaluation eofr l alternativesfortseveral reasons in addition to the sewer moratorium mentioned in your letter. �",R It : As a background, sewers were extended into the Village of Barnstable approximately ten years ago, at the time the Town' s Hyannis Wastewater Treatment Plant was upgraded. The extent of the sewering in Barnstable was limited at that- time due to the concerns of the regulatory agencies (EPA,EOEA) regarding the secondary impacts of sewering the area. More recently prepared a Wastewater Management Plan to make(the 7best euse wof the available capacity of the treatment plant (Approximately 3.0 mgd) to the end that the protection of existing and planned future public water supply wells. At the present time the Town is working with DEP to establish the scope of a Town-wide wastewater facilities ( j plan that will address the wastewater management needs of the entire Town on a coordinated basis. This plan will take an estimated 18-24 months to complete. The sewer moratorium was put in lace � II during this period in consultation with DWPC and MEPA. p Cape Cod village is an existing development with a problem that in our view, can best be dealt with at the scale proposed in the submittal approved earlier by the Board of Health. The extension of sewers to the development (a distance of approximately 9,700 feet from the nearest portion of the collection system) is likely to encourage a scale of development along the sewer main not possible presently in view of the soil conditions in the area. In view of the earlier findings g Cornelius J. O'Leary -2- October 31, 1989 Acting Director Cape Cod Village Div. of Water Pollution Control Wastewater Mgmt. Dept. of Environmental Protection Problem by EOEA and MEPA such an action is likely to trigger both an EIS and an EIR which means that the existing problem is likely to continue for an extended period of time. The planned Town-wide wastewater facilities plan will address existing problems throughout the Town and will recommend a combination of solutions that are likely to include small-scale wastewater treatment facilities and cluster septic systems in cases where those solutions are deemed appropriate. Given the time frame involved and the anticipated 1 elongated MEPA review period, and strategy involving awaiting completion approval of the facilities plan will mean protracted delays. In the end, the solution is likely to require an onsite installation. For these reasons, therefore, we concluded that the installations of a cluster septic system would be in the best interest of the Town to deal with an exis ting stin rob g problem with a project at a scale that is comparable to the problem itself .f. I the refore urge that the Di g Division issue the appropriate variances that would allow this project to proceed in a timely manner. Since r Y Y _ . HOMAS J. MIULL-iN Superintendent, DPW TJM:RD:sdm CC: Thomas McKean, Health Dept. Russell Davenport, Town Engineer Jeff Gould, DEP,SERO Kelly Whalen, Dames & Moore Peter Doyle, Supervisor, WWTP � * P . 01 * ' . * * - � � TRANSACTION REPORT * ' OCT- 17-89 TUE 10 : 20 * ' ,k * * DATE START SE - DER RX TlME PAGES NOT/E - * OCT- 17 10 : 19 G3 1 ' 2@'' 2 OK `` * **********************************************************!�******* � | ! | OCT 17 '89 09: 16 DEGE P. 1 cdi'"r' 01&0,!'C?�7�Q�i ,/ 910V,61� Of Cornelius J. O'LearyGltI1{!i Acting Director (617) 292-5647 06 t/?1`.�EY"' j , 00aam 44vam owfo& October 13, 1989 Ann Jane Eshbaugh Re: Cape Cod Villages Acting Chairperson Board of Health 367 Main Street Hyannis, Massachusetts 02116 Dear Ms. Bshbaugh: The Division of rater Pollution is in receipt of your letter dated September 18 , 1989 conditionally granting multiple variances to Title 5 of the State Environmental Code for the above referenced project. The variances requested include: 1. 310 CMR 15. 02 (14) _ Type of System 2 . 310 CMR 15. 02 (17) - Construction in Fill 3 . 310 CMR 15. 02 (22) - Reserve Area 4 . 310 CMR 15. 03 (6) Required Depth of Pervious Material 5. 310 CMR 15. 06 (17) - Ground-water 6. 310 CMR 15. 15 (4) W Construction 7. 310 CMR 15. 15 (7) - impervious Material After careful review of all the material submitted, this office, under the jurisdiction of 310 CMR 15. 18 (1) Miscellaneous Disposal. and 310 CMR 15. 20 'Variances, hereby DENIES the requested variances. Original on Recycled Paper OCT- 17-89 TILE 10 : 19 i 3 P . 01 �, - .I OCT 17 'r9 09:17 DEGE P..` r 2 . The Division is of the opinion that the option of extending municipal sewer to the subject development has not been adequately addressed. The possibility of obtaining an exemption to the existing moratorium in view of the public health implications should be considered. In addition, should on-site sewage disposal be the only alternative, the proposed system would have to be considered for approval under the Massachusetts Ground-Water discharge Permit Progran (314 CMR 5. 00) . If you should have any questions regarding this matter, please contact. Bryant Firmin of my staff at your convenience. Ve.wf tri ly o e; Gomel u ' ea F4- Acting D rector cc: Jeff Could, DEP, SERO Kelly Whalen, Dames & Moore, 46 Church Street, Boston, MA 02116 of JL"adw&& wM qlot�� OS6 &V� vy Cornelius J. O'Leary of lwQ 1° ot,7171,/`Pfi Acting Director ��//,, r �,��,�.,� � � (617) 292-5647 � �'VG%2 1` cJt/`P 0QF ozzl, ✓fa O21O6' October 13 , 1989 Ann Jane Eshbaugh Re: Cape Cod Villages j Acting Chairperson Board of Health 367 Main Street Hvannis, Massachusetts 02116 `-----•-____ Dear Ms. Eshbaugh: The Division of Water Pollution is in receipt of your letter dated September 18, 1989 conditionally granting multiple variances to Title 5 of the State Environmental Code for the . above referenced project. The variances requested include: 1. 310 CMR 15. 02 (14) - Type of System 2 . 310 CMR 15. 02 (17) - Construction in Fill 3 . 310 CMR 15. 02 (22) - Reserve Area 4. 310 CMR 15. 03 (6) - Required Depth of Pervious Material 5. 310. CMR. 15. 06. (17) - Ground-Water 6. 310 CMR 15. 15 (4) Construction -�� n C '1 C /" T r M a....r 7. ..i7 ..TZR 1,�. i.� � i ) - .LTiipei J1Gi1S raa�.Ci ial i After careful review of all the material submitted, this office, under the jurisdiction of 310 CMR 15. 18 (1) ,Miscellaneous Disposal and 310 CMR 15. 20 Variances, hereby DENIES the requested variances. �s DEQE NOYV ES THE DES TRIENT OF !� ENyoaRONMENTAL F ROTECTi0iV ,..yam--• Attachment #3 Original on Recycled Paper f 2 .\ The Division is of the opinion that the option of extending municipal sewer to the subject development has not been adequately addressed. The possibility of obtaining an exemption to the existing moratorium in view of the public health implications should be considered. In addition, should on-site sewage disposal be the only alternative, the proposed system would have to be considered for approval under the Massachusetts Ground-Water discharge Permit Program (314 CMR 5. 00) . If you should have any questions regarding this matter, please contact Bryant Firmin of my staff at your convenience. Ve tr . ly our , Cornelius J.' ea Acting Director cc: Jeff Gould, DEP, SERO Kelly Whalen, Dames & Moore, 46 Church Street, Boston, MA 02116 Attachment #3 I� Cornelius J. OTE-ary Acting Director c/�I (617) 292-5647 v z� ff 1' t_fi? , 02>O6' October 13, 1989 Kelly J. Walen Re: Repair of On-Site Systems Dames & Moore Cape Cod Village Condominiums 46 Church Street Barnstable, MA Boston, MA 02116 Dear Mr. Walen: The Division of Water Pollution Control is in receipt of a conceptual design report for the proposed repair of failed subsurface sewage disposal systems located at Cape Cod Villages Condominiums in Barnstable, Massachusetts. The report is entitled: " Engineering Report Repair of On-Site Wastewater Disposal System Cape Cod Village Condominium Cummaquid Barnstable, Massachusetts" Prepared for: Cape Cod Village Condominium Association c/o Mr. Anthony Sapienza 50 Island- Street Lawrence, Massachusetts 01840 Prepared by: Dames & Moore 46 Church Street Boston, Massachusetts 02116 Please be advised that based on the Division's review of the information submitted the Division is of the opinion that the proposed design which would require the granting of several D S 2 E THEDEPA� G psis �.:G_�- XN� 1re�l�D�it`CCe't�-. � _:v.t60iit 111III Original on Recycled Paper I 2. F variances (7) to Title 5 cannot be approved. Although the Division recognizes the sever restrictions of the site as well as the economic realities of the situation, the information submitted does not fully address the feasibility .of connecting to the municipal sewer. From a public health perspective this is obviously the preferred resolution to the problem. The Division considers the public health impacts priority even in cases where sewer moratoria exist. Therefore, connection to the Barnstable municipal sewer system should be evaluated. In addition, based upon the design proposal submitted, should you wish to pursue the on-site sewage disposal option an application for a ground-water discharge permit must be filed in accordance with 314 CMR 5. 00. Appropriate application forms and instructions are enclosed for your reference. If you should have any questions regarding this matter, please contact. Bryant Firmin of my staff at your convenience. Ver truly y urs, Corneliu J. O'Leary Acting Director cc: .Jeff Gould, DEP, DWPC, SERO Board of Health, 367 Main Street, Barnstable, MA 02601 Anthony Sapienza, 50 Island Street, Lawrence, MA 01840 `.f TOWN OF BARNSTABLE yoF the Tad ` OFFICE OF HAHHSTAHLE �NAM BOARD OF HEALTH y 039. ��'' 367 MAIN STREET HYANNIS, MASS. 02601 September 18, 1989 Mr. Kelly Whalen, PE Project Manager Dames & Moore Engineering 46 Church Street Boston, Ma 02116 Dear Mr. Whalen: You are granted multiple variances from Title 5 of the State Environmental Code and Town Health Regulations on behalf of your clients, the Cape Cod Village Condominium Association, to replace the existing holding tanks with a mounded and sand filter treatment system at Cape Cod Vifla'ge Condominiums in the village of Barnstable with the following conditions: 1) The sewage disposal system shall be installed in strict accordance to the submitted plans dated August 30, 1989, revised September 12, 1989. 2) The designing engineer must supervise the installation of the sewage disposal system and certify in writing to the Board the system was installed in strict accordance to the submitted plan. 3) The twenty-two (22) dwellings must be connected to town water. 4) The septic tanks shall be pumped annually. 5) We must continue to hold the escrow account for $3,000. in the name of the Board ` of Health to insure emergency repairs or pumping of the tight tanks, if necessary. 6) The septic tanks and tight tanks must be sealed "tight„ and tested by a professional engineer. The engineer shall certify in writing to the Board of Health that the tanks were tested and found to be "water tight." 7) Ultraviolet (UV) disinfection of the wastewater shall be utilized prior to the discharge of wastewater into the mound. 8) The proposed monitoring plan outlined in the letter dated September 12, 1989 from Kelly Whalen, Project Engineer, shall be strictly adhered to. In addition, the monthly water samples collected from the sand filter/UV treatment system effluent and the shallow groundwater must be tested by a certified laboratory. 9) The proposed contingency plan outlined in the same letter datedrSeptember 12, 1989 from Kelly Whalen, Project Engineer, shall be adhered to with the exception of the Attachment #2 2 Mr. Kelly Whalen -r Re: Cape Cod Village Condominium Association September 18, 1989 replacement of the following sentence: The sentence reading "If the system fails, the Cape Cod Village Condominimum Association will remedy the substandard performance within 60 days of notice by the Board of Health or the holding tanks will be employed and the treatment/disposal system will be shut down" shall be replaced with: If the final effluent fails to meet the standards, by exceeding the agreed upon limit of 50,000 FC/ml with three (3) consecutive weekly samples, the Cape Cod Village Condominium Association will remedy the substandard performance within fifteen (15) days of receipt of the third sample result or the holding tanks will be employed and the treatment disposal system will be shut down. ** It is recommended the cottages only be occupied on a seasonal basis from April through October. It is acknowledged, however, that only Unit #22 has been rented for a number of years on a year-round basis. The variances are granted because the existing tight tanks have been known to leak and cause odor nuisances to the neighbors. Also, .an onsite sewage disposal system that could meet Title 5 and Town Health Regulations cannot be installed at this location because of the impervious (clay) soils, and the high groundwater table. The cesspools previously in use contaminated nearby shellfish beds and caused their closure. In addition, the Town of Barnstable Board of Commissioners of the Department of Public Works will not provide the Cape Cod Village Condominium Association with additional pumping privileges at the Town's Wastewater Treatment Plant next year because of complaints received concerning dust, pollution, noise, odors, and safety hazards of the septage hauling trucks, and the Board's understanding that the pumping of the tight tanks would occur only on a temporary basis not to exceed one (1) year until an alternative disposal system would be installed. Very truly yours, G.,, IQom- Eu Ann Jane Eshbaugh i Acting Chairperson BOARD OF HEALTH TOWN OF BARNSTABLE AE/bs copy: Thomas Mullen, Barnstable DPW Superintendent Bryant Furman, DEP at Boston Attachment #2 DAMES &. MOORE A PROFESSIONAL LIMITED PARTNERSHIP 46 CHURCH STREET, BOSTON, MASSACHUSETTS 02116 (617) 542-5557 PN: 18038-001-9898 Mr. Thomas McKean Barnstable Board of Health 367 Main Street Barnstable, Massachusetts RE: Cape Cod Village Condominiums Monitoring and Contingency Plan Dear Mr. McKean: 1 Per our meeting with Dr. Farris and Mr. Crocker of the Board of Health on September 1, 1989, a monitoring and contingency plan is presented below. 1.0 PROPOSED MONITORING PLAN The sand filter/UV treatment system effluent and the shallow groundwater will be monitored monthly for .fecal coliforms. As agreed at the September 1st meeting, I have developed a monitoring program including fecal coliform limitations for the groundwater monitoring wells. 1.1 Sand Filter/UV Treatment System Disinfection Levels The UV disinfection system manufacturer (Trojan Technologies, Inc.) , has been contacted for their assessment of the efficiency of the proposed treatment system. Trojan Technologies, Inc. -IS only willing to guarantee performance of 50FC/100ml on a monthly geometric mean basis. As a matter of background, Dames & Moore has designed three similar sand filter/UV treatment systems, with two having been completed and operating. Both systems are achieving the 50FC/100ml performance level proposed by Trojan Technologies. During our discussions with Dr. Farris and Mr. Crocker, it was clear they had no set disinfection standard in mind and that they accepted the goal of 14FC/100ml on my suggestion based on the Federal standard for shellfish waters. I am reluctant to recommend to my client that he agree to a disinfection level that exceeds the manufacturer's guaranteed performance level. I, therefore, ,request that the performance standard be set at 50FC/100ml 'for the sand filter/UV treatment system effluent prior to disposal in the mound. Letters: CCVIL.TXT OFFICES WORLDWIDE DAMES & MOORE A PROFESSIONAL LIMITED PARTNERSHIP 46 CHURCH STREET, BOSTON, MASSACHUSETTS 02116 (617) 542-5557 Mr. Thomas McKean Monitoring and Contingency Plan September 12, 1989 Page Two 1.2 Shallow Groundwater Standards Attached are fecal coliform level data for various waters and stormwater runoff in several locations in Barnstable. Fecal coliforms in these waters ranged from 1 to 45,000FC/100ml. Therefore, without the proposed treatment and disposal system, the fecal coliform levels on the site may range as high as 45,000FC/100ml. The standard should be set at a level greater than what may occur "naturally". The standard should, therefore, be set at 49,500FC/100ml, which is the 10 percent above background suggested by Dr. Farris. I propose that one groundwater well be sampled per monitoring period. 1.3 Additional Sampling It was also agreed at the September 1, 1989 meeting that additional sampling be performed if a standard was not met. The additional sampling would consist of at least 3 samples taken at weekly intervals to preclude transient conditions or sampling errors. 2.0 CONTINGENCY PLAN The contingency plan is to be implemented if the system were to fail. 2 .1 Definition of Failure The intent of the system is to prevent a public health 'hazard and nuisance. These terms are general and too broad for a• clear understanding of what constitutes failure. For this project, I propose that failure be defined as follows: Fecal coliform levels consistently in excess of the agreed to standard for 3 consecutive monitoring periods. 2.2 Contingency Plan Upon meeting the criterion above, the system will have failed. If the system fails, the Cape Cod Village Condominium Association will remedy the substandard performance within 60 days of notice by the Board of Health or the holding tanks will be employed and the treatment/disposal system will be shut down. A pumping and hauling plan will be submitted to the Board of Health within 15 days. E` Letters: CCVIL.TXT OFFICES WORLDWIDE DAMES & MOORE A PROFESSIONAL LIMITED PARTNERSHIP Mr. Thomas McKean Monitoring and Contingency Plan September 12, 1989 Page Three The treatment/disposal system will not be restarted until repairs or improvements have been approved by the Board of Health. Please contact me if you have any comments on the monitoring or contingency plan. Irymy s, Whalen Manager 9 Letters: CCVIL.TXT l �• /7 J J �f on o 4V� ;a C-Clo-�— P Z 0 vc�� J r Aar ' _� V _.iv weEOITliD ij 7w take effowi 3n the date of publication of this Grover C . A . FarrishA . D . , Chairman jane Ann Eshbaugh Awes H . Crocker , Sr . Ward of Health 7own of Barnstable ------------- 2 3 .r 01^ LO M,2-Q- -�' ;� CYO' II J�S a -� 6" =equlrin -­movai cif -a st'Dra.ae 1acl11 ty the =r_'-ins ; _.r1L licensing authority shall hold a public bearing on the proposea acticAl , I ' ,shall by certified mail give the owner at least 10 days , advance <lc. e f the hearing and shall render its decision in Writi?1g i _1 -. brief statement of the reati.ons therefor . 3 ; After ablic hearing, the Board of Health may , with the the Flee !:chief, Very the application, of any provision ?' `.hip r-_�.11at n, got in conf11ct :aith 527 C M R 9 . 00 unIe:1s :therwl _ =�-u r 'd by law when in their opinion t,"le applicant as t;(IUT: . _ = J. n,�:t an, �Q1.liV: l; tit aegree :� protect_on wi11 ,_ till be -_.i- -, : _•1hJ.1': _ind 'rIvate water supplies . ea fo1 the torage ':Df flammable 1iuuids ,-,Bali 'be b c t - _ r_tle., and r =..gulation„ cif the roaru+ ejf B_re prevention r 4` i='i= III aiItci1t f =a r r I1 _� _uC-{ `- t.: :r _jI I]e ?r 1=ti :=hat_ '�e u—eC{ S' 'r the_- ltt =. =peC _fiti CiY' i;`it of ?re an one . lc : -I1 Ilk ilc-1_ be Lied iCi2' 1.ile =tC?raaF =I ciTiy it Ilmmalbl l�] :_hall be Li�c17 for `;he Stora.�'e VI flammable _lQl_l id i+_ -_ t. -g_ ' y :? =erTr i' tiz'an _ _cl .1ir:=11' .. _ _ �•= ��i.I �f t,ii� � ?'F=�Tu��Zt rj� r 1 be (-u 'pl''.;L1 Ciil.ti lyT IDo s+r'!1 _ i it _ii .l Tlb 1='y' -ilall be installed i Ti ii r t-tiall _it ti? irr ;ii?tc"ill y,;-{ a T!?]i from the 1iz ad _f t.iie 1c-- ca =i1' -_ _.T' ..,.Lilt• =.i:i .cr i r'T'(DV:::i1 of file Board =ii H ea1 .ii , %_1, 'ermit CtL{it _On tci 11Centi � =ir :lily -itii�Y' T-c'ri?)lt. 0 lull"=r1 !c r 1_iy :ny I e.g ul:ltil?Ii'ti+ 4SSLled il_under i _ i :1�;1:L 1i1 iiiY' ='e*'mit +11 1_ e C?Tl 1 -iI'i?] t`iiTleC{ �rC?i?l :UAL'_. 1_a1`ii aTLi ._ila_1 1nClLlClr i•1t following information i]l{ -.i1;' `:iti I' �ill�:I:'mati'.J it �.11 c'. i�-iUarcl 1?)ay '.(au Ir!_' addre ss I,d te.1ephoae numbers i Clay and night) Of t.ile 'iWI1GL' n.. l�i' sue: , end t. iePhune TiUmbevs ( �l_?y ant Til.�iit. i ?t - ,DeI: at0r . j --- - - AIRBILL USE THIS AIRBILL FOR DOMESTIC SHIPMENTS WITHIN THE CONTINENTAL U.S.A.,ALASKA AND HAWAII. s ,.. USE THE INTERNATIONAL AIR WAYBILL FOR SHIPMENTS TO PUERTO RICO.- Y. PACKAGE •• 415 ji YJ 6 453 6 40 DuesnoNsa cau eoo-238-sass TOLL FREE. TRACKING NUMBER y221i 451-6645630 - Date s_3,- 89 � ;} _ _ _ RECIPIENT'S•COPY _. ..__ i___ - 'From(Your Name).Please Print Your Phone Number(Very Important) To(Recipient's Name)Please Print ! I Recipient's Phone Number(Very Important) Kelly W�alen t�617 ) 542-5557 Mr. Tl;omae McKean ( ) - — '--'- - - - " -' -----' - ------ --- - -- -- - Compan�j .� t H` ` , tDeparlment/Floor No �ompan 7 h DepartmentlFlool No. -- �._�7MhARDOG+P CF 4:4 ��5 � -�`����= - - - -- Poard ©£ Heelth� '�owtt oQ _BBa Xle_t_ab_le � Street Address Exact Street Address(We Cannot Deliver to P.0.Bares or P.0.®Zip Codes.). — �- 4€� CHURCH -ST;REE1 -..__....-- - 3�7�#�Uk Street - City State ZIP Required City state . Zip Required B C57UN N A 0z---1-'1 :Ltf Hyannie, M 02601 - YOUR BILLING REFERENCE INFORMATION(First 24 characters will appear on invoice.) ) IF HOLD FOR PICK-UP,Pant DEX Address Here 1803&-001-989,8 , Address Jr PAYMENT I®Bill Sender 2❑Bill Recipient's Fed Ex Acct.No. 3❑Bill 3rd Party Fed2x Accl.iNo. A❑Bill Credit Card City State ZIP Required -N 5❑Cash r ] a a WEIGHT SERVICES PACKAGES a YOURortlnRED OVER Emp. o. Date Federal,Expressllse DELIVERYAND SPECIAL HANDLINGvnwE srzE'(Check onty one box) ❑ca4,n Received 'PrioriryOvernight Standard Overnight } ❑Return Shipment Service - Service '-1'❑ HOLD FOR PICK-UP try m,ew H> - --""_"--------" �— s. 9 ❑Ch To Hold(Delivery by next (Delivery by next ( - V. K /,.✓ I ❑Thitd Party ❑Ch.To Del. g. Declared Value Charge business mommgt) business anemoont) 2 C''�DELIVER WEEKDAY - 1 � � '* Street Address 11 YOUR 51 3 DELIVER SATURDAY lenre charge) r j S trieqr t ❑PACKAGING ❑. ❑ ---. 3 "- 16❑FEW LETTER•56❑FEDIX LETTER• 4❑ DANGEROUS GOODS �i (rave cnagel � •--- __-- '.� - State' Zip 12❑FEDIXPAK' 52❑FEDIXPAK' 5❑ CONSTANT SURVEILLANCE SVC.(CSS) Tolal Total _ Tolal - \ Ira aarm)(R w se S�atw,;Nd!ovncam) 13❑FEDIX BOX 53❑FEDIX BOX 6❑ DRY ICE uts. Received By:'-,, •N Total Charges DIM SHIPMENT X 14�FEDIXTUBE 54❑FEDIX TUBE 7❑ OTHER SPECIAL'SERVICE - �..5. y Heavyweight 1� -Date/Time Received----FedEx-Employee Number REVISION DATE 8/89 Economy Service Hea 8 - 1 ] (formerly Standard Air) (tor Extra Large an ❑ - IbS. ,� ^ /' PART'k 11950t WCSEL O Y SATUROAYPICK-UP Receivetl t FORM'ATN014 . n(Delivery by second package over 15016sJ .9❑(I[wra cta,ge) AQ ' business dayt) -" t gRlegular stopF d. � r 70❑HEAVYWEIGHT•` 10❑ f e l 2.0 On=Call Stop; 't 014 ❑.ECONOMY DEFERRED - 3 O'- J 4❑ -'S❑ �Release , , ' c,_g E.C. SERVICE 80❑HEAVYWEIGHT" 11 DESCRIPTION Drop Box B.S.C. Stationignature: FedE% 1 PRINTED IN Delive commitment may 'Declared Value Limit$100." Da e/I'i e t ' t ry, Y .. 12 O HEUo-IDAYD)ELIVERYoionereal,,,, Emp.No. .. •, 1, > �! ' 1 t ! t (•� i/as be later In some areas. . "Call for delivery schedule. TERMS AND CONDITIONS MULTIPLE PACKAGE SERVICE DEFINITIONS fnegbtfableinstrum6ints,and oth&items listed in our current Service Guide. On this Airbill,we,our and us refer to Federal Express Corporation,its 'If you send morethan one package on lhisAirbill,you may fill in thetotal employees and agents.You and your refer to the sender,its employees declared value for all packages,not to exceed the$100,$500 or$25,000 and agents. per package limit described above.(Example:5 packages can have a total AGREEMENT TO TERMS declared value of up to$125,000.) By giving us your package to deliver,you agree to all the terms on this if more than one package is shipped on this airbill,our liability for loss or Airbill and in our current Service Guide,which is available on request.If damage will be limited to the actual value of the package(s)lost or there is a conflict between the current Service,Guide and this Airbill,the damaged(not to exceed the lesser of the total declared value or the per Service Guide will control,No one is authorized to alter or modify the terms package limits described above).You havethe_responsibilityofproyingthe of our Agreement. actual loss or damage. RESPONSIBILITY FOR PACKAGING AND COMPLETING AIRBILL FILING A CLAIM You-are.responsible for adequately packaging your goods and for ALL CLAIMS MUST BEMApEBY YOU IN WRITING:You must notify us properly tilling out this Airbill.Omission of the number of packages and of your claim within strict time limits.See current Service Guide. weight perpackagefrorn this Airbill will result in a billing based on our best We'll consider your claim filed ifyou calland notify our Customer Service estimate of the number of packages received from you and an estimated Department at 800-238-5355 and notify us in writing as soon as "default"weight'per package,as determined and periodically adjusted by possible. us. Within 90 days after you notify us of your claim,you must send us all F YOU ARE AIR TRANSPORTATION TAX INCLUDED relevant information about it.We are not obligated to act on any claim until Our basic rate includes a federal tax required by lnternalRevenueCode you have paid all transportation charges,and you may not deduct the MAKING AN MPS Section 4271 on the air transportation portion of this service. amount of your claim from those charges. If the recipient accepts your package without noting any damage on the LIMITATIONS ON OUR LIABILITY `delivery record,we will assume that the package was delivered in good SHIPMENT, APPLY AND LIABILITIES NOT ASSUMED condition.In order for us to process your,cjaim,you must;to the extent Our liability for loss or damage to your package is limited to your actual possible,make the original shipping'cadons and packing available for THE SELF ADHESIVE damages or$100,whichever is less,unless you pay for and declare a inspection, higher authorized value.We do not provide cargo liability insurance,but RIGHT TO INSPECT MPSCOPY HERE you may pay an additional charge for each additional$100 of declared We may,at our option,open and'inspect your packages prior to or after value.If you declare a higher value and pay the additional charge,our you give them to us to deliver. liability will be the lesser of your declared value or the actual value of your NO C.O.D.SERVICES package. In any event we will not be liable for any damages,whether direct, We don't provide C.O.D.services. incidental,special or consequential in excess of the declared value of a RESPONSIBILITY FOR PAYMENT shipment,whether or not Federal Express had knowledge that such Even if you give us different payment instructions,you will always be damages might be incurred including,but not limited to,loss of income primarily responsible for all delivery costs,as well as any costs we may or profits. incur in'either returning your package to you or warehousing it pending We won't be liable for your acts or omissions,including but not limited to disposition.' improper or.insufficient packing,securing,marking or addressing,or for QUALIFIED ACCEPTANCE the acts or omissions of the recipient or anyone else with an interest in the We reserve the right to reject a shipment at any time,when such package.Also,we won't be liable if you or the recipient violates any of the shipment would be likely to cause damage or delay to other shipments, terms of our agreement.We won't be liable for loss of or damage to equipment or personnel,or if the transportation of which is prohibited by shipments of cash,currency or other prohibited items. law or is in violation of any rules contained in this Airbill or our Service We won't be liable for loss,damage or delay caused by events we Guide. cannot control,including but not limited to acts of.God,perils of the air, 'N,. MONEY-BACK GUARANTEE weather conditions,mechanical delays,acts of public enemies,war, e" strikes,civil commotions,or acts or omissions of public authorities(includ- ing customs and quarantine officials)with actual or apparent authority. and with some limitations,refund or credit all transportation charges.See current Service Guide for further information. DECLARED VALUE LIMITS The highest declared value we allow for Fed Ex Letter and FedEx Pak shipments is$100.For other shipments,the highest declared value we allow is$25,000 unless your package contains items of"extraordinary value;'in which case the highest declared value we allow is$500.Items of Pad#119501 "extraordinary value;'include artwork,jewelry,furs,money,precious metals, Rev.8/89 . 7 ,' . = LOMBARDO GROUP D DAMES & MOORE A PROFESSIONAL LIMITED PARTNERSHIP 46 Church Street Boston, Massachusetts 02116 DATE t JOB NB d� (617) 542-5557 ATTENTION " l RE: TOc. ��yy�14.5 \'.1 C K. A • I WE ARE SENDING YOU KAttac,hed ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Sample's ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION r � e a THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FOR BIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO (� L\4 11 Ia�. �`'� _ r SIGNED: PRODUCT240.3 ees Inc.,Gr*%Mam 0I471. If enclosures are not as noted, kindly notify us at once. v / F p ----- µ DAMES & MOORE A PROFESSIONAL LIMITED PARTNERSHIP 46 CHURCH STREET, BOSTON, MASSACHUSETTS 02116 (617) 542-5557 PN: 18038-001-9898 August 31, 1989 Mr. Thomas McKean Board of Health Town of Barnstable 367 Main Street Hyannis, Massachusetts 02601 Subject: Cape Cod Village Condominium Association Dear Mr. McKean: I Based on discussions with you, Dames & Moore has presented alternative positions to its client, the Cape Cod Village Condominium Association (CCVCA) , concerning wastewater disposal at its 22 unit complex in Commaquid, Barnstable, Massachusetts. The CCVCA has considered the alternatives, continues to seek a meaningful resolution of the current wastewater disposal practice and consequently has given direction to Dames & Moore to offer two new positions: 1) CCVCA is willing to have Dames & Moore inspect and document that the new septic tanks meet the watertightness criteria called for in the Engineering Specifications. 2) CCVCA is willing to use an: Ultraviolet (UV) disinfection process in place of the currently designed chlorination system. In the latter case, the use of UV disinfection represents an added cost to the CCVCA and is offered only if such action will result in the project receiving the Barnstable Board of Health's approval at its next session. The intent of the CCVCA is to obtain approval, thus minimizing schedule impacts which would jeopardize the entire project and the successes to date. Because the UV system is more costly, the request for approval is necessary to justify increased system costs for the UV system compared to costs due to schedule delay. LETTERS:M-MCK.TXT OFFICES WORLDWIDE DAMES & MOORE A PROFESSIONAL LIMITED PARTNERSHIP Mr. Thomas McKean August 31, 1989 Page 2 I appreciate your consideration of these alternatives offered by the CCVCA and look forward to a positive reaction. Should you need any additional information, please call Mr. Kelly Whalen or me at (617) 542-5557. Very truly yours, DAMES & MOORE A Professional Limited Partnership cP V Russell H. Boyd, Jr., P.E. Managing Principal-in-Charge RHB/ldc cc: Kelly Whalen ti LETTERS:M-MCK.TXT OFFICES WORLDWIDE PN: 18038-002-4703 April 16, 1990 Mr. Thomas McKean Board of Health Town Hall Barnstable, Massachusetts 02630 RE: Cape Cod Village Condominium Association Dear Mr. McKean: Pursuant to our recent discussions and in consideration for the Barnstable Board of Health allowing the Cape Cod Village Condominium Association (The Association) to continue pumping its tight wastewater collection tanks, the Association agrees to perform and certify to the Board of Health that the following items are performed: 1. The tanks be sealed "tight" and tested by a professional engineer. The engineer shall certify in writing to the Board of Health that the tanks were tested and found to be water "tight." 2. The "tight" tanks be fitted with drop standpipes equipped with quick disconnect adapters in order to allow the sewage effluent to be pumped from the tanks into_ the trucks without removing the tank covers. 3. The road, cross-hatched on the attached figure, will be covered with a six (6) inch layer of blue-stone for dust control. 4. All septage pumping contractors who provide services to the Association will be notified in writing of their obligation to strictly adhere to area vehicular speed limits with nonconformance being cause for contract termination. Means of entrance and exit is to be via Harbor Point Road. 5. Certification by a professional engineer that the wastewater collection and storage system is water-tight during high groundwater conditions. f:\pl\misc\l-McKean.411 Mr. Thomas McKean April 16, 1990 Page Two 6. The historical quantities wastewater pumped have been: 1989 95,000 gallons 1988 139,000 gallons 1987 153,000 gallons This year's projection of pumping is highly dependent upon occupancy expectations. However, we anticipate 1990 pumpage to be approximately 75,000 gallons - less than one pump-out per day. 7. The attached request for proposal lists the activities to be performed by the Association to improve its wastewater system. it is anticipated that a contractor will be selected by May 1, 1990 and the work will be completed by June 15, 1990. Please confirm that the above list is complete regarding matters that the Town of Barnstable desires be performed by the Association. The Association is prepared to commence the foregoing work upon confirmation by the Board. Very truly yours, Anthony Sapienza AS/ds cc: Thomas Mullen, Barnstable DPW Pio Lombardo, Dames & Moore Glen Wood, MacGregor, Shea & Doliner f:\pl\misc\l-McKean.411 t I� 100-YEAR F1000PWN BOUNDARY a�CH 9EACH CE rJ N 0�6 ola 0 'L 4 ® 4 8 LFQEND �.� � 22 Ro�+o • Low 9 WELLER 8/85 C ATLANTIC TEST BORING Co. 9/86 Q BAXTER h NYE 10/86 SCALE: 1'•100' BRIGGS ASSOCIATES DEEP BORING MAY 11 69 ° 1j %16 AU G E L MAX 12 Ig89 figure � CAPE COD VILLAGE CONDOMINIUM ASSOCIATION a' 0OM8ARD0 GROUPESJ. MOORE l CAPE COD VILLAGE CONDOMINIUM ASSOCIATES WASTEWATER SYSTEM IMPROVEMENTS STATUS AS OF APRIL 16 Tank #1 1. Pipe Penetrations (4) 2. Risers (2) Tank #2 1. Pipe Penetrations (3) 2. Vertical Joints Tank #3 1. Pipe Penetrations (4) 2. Access Risers (2) f:\pl\misc\l-McKean.411 L 04/24/90 07t06 It 6176869892 BREICO BROS. 02 b I March 22, 1990 D. W. White Construction Inc Acushnett MA. Re: CCCVA Tight Tank Repair Bid Proposal Attention: Mark White Gentlemen, The Cape Cod Village Condominium Association is engaged in soliciting Proposals for the sealing and repair of the tanks in its 'tight tank' septic system. The Condominium is located in Cummaquid at the end of Harbor a encouraged to visit the site in order to d. Y re Point Road. You 5 familiarize yourselves with all aspects of the site conditions . The Work in general , consists of various repairs to the holding tanks and pump chambers of an existing system to prevent the infiltration of ground water. Repositioning entering pipe lines and installing the 'Cor,n, Seal" rubber boot system in cored holes, patching holes from which pipes have been relocated, providing precast chimneys , and associated excavation, backfill , dewatering as .required make up the bulk of the work . The following material is enclosed and shall become incorporated into the contract: 1 . Report by The Lombardo Group, Dames and Moore dated April 20, 1989, .which specifies the basic work of this contract; 2. Drawing by Baxter & Nye dated April 13 , 1987 with revisions through May 8 , 1987 detailing the original installation of the system. These drawings are for your information and use in preparing your bid; 3 . Copy of the AIA Owner/Contractor Contract which shall be used for this project, 4 . A scope of work describing the work to be done under the contract; this document shall become a part of the contact documents; 5. A Contractor prequalifiration form which you must fill out prior to closing of contract if you are the low bidder. The Owner, Cape Cod Village Condominium Association reserves the right to reject any and all bidders for whatsoever reasons it may choose. A 04/24/90 07107 $ 6176869882 BREICO BROS. 03 The work is currently scheduled to begin on or about April 9 and be completed by May 1 . The owner reserves the right to alter the schedule. We believe that the enclosed material is self explanatory; however , if you have any questions , please contact the undersigned at the following phone numbers: Phone Numbers Days 617-965-9600 (Please identify Project) Eves 617-492-4346 Proposals Due: March 28 , 1990 Mail Proposals to: Cape Cod Village Condominium, C/O Douglas M. Lange, 11 Whittier Street , Cambridge, MA 02140 We look forward to receiving your proposals and to entering into a mutually rewarding contract with a selected bidder. We thank you in advance 'for your efforts in preparing your Proposal . very Truly Y urs , ouglas M. Lan Construction anager Cape Cod Village Condominium cc: C. Lynch T. Sapienza A 04/24/99 07107 8 6176869902 BREICO BROS. 04 SCOPE OF WORK TIGHT TANK SYSTEM REPAIRS CAPE COD YILLA08 CONDOMINIUM CUM MAQUID MA The contractor, by execution .of this contract, agrees to furnish all labor, equipment, materials, tools; engineering and layout necessary to complete all repair work in accordance with the terms and conditions set forth in contract. Generally, the scope of work is outlined in the plans and specifications. However, it is clearly understood that this contractor will perform a complete scope of work from layout and field engineering (from information supplied by owner's Architects or Engineers) to final clean up and accepance of the work by the Owner and his Engineer. All such work shall be performed in the time frame met forth by the Contract Documents. Contractor agrees to perform all work in a first-class workmanlike manner . It is further understood that incidental or minor modifications in the work may be required due to actual job conditions and field coordination with various other parties engaged to perform work at the jobsite. No requests for extras will, be granted for such modifications which are hereby inferred under the normal scope of work, unless a major change occurs and is recognized as such by the Owner and his Enginewer. The Contractor shall carefully review all areas where . coordination with other parties is required and will be responsible to coordinate his work with the work of others . . Failure to do this in a timely manner will not relieve the Contractor of his responsibility to complete the work in accordance with the Contract Documents . Shop drawings and/or catalog cuts for all materials must be prepared accurately and submitted in a timely manner in order to avoid delays in material deliveries. Detailed schedule(s) per contract are required, setting forth critical delivery dates for all equipment and materials necessary to process the work expeditiously. The Subcontractor shall pay for all fees, permits, taxes, and other charges necessary to complete the work to be performed hereunder and shall provide all certifications and/or guarantees as required. The subcontractor is responsible for the protection of life and property at all times in areas affected by his work, including temporary barricades, and further as may be required by any governing authority having jurisdiction over same. 04/24/90 97109 It 6176869802 BREICO BROS. 05 THE WORK FOR THE PURPOSES OF DESCRIPTION CINLUDBS BUT 15 NOT LIMITED TO: 1 . Provide all materials, labor, supervision, field engineering, and equipment necessary to complete the work detailed in the referenced report and drawings; 2. Provide all excavation necessary to perform the work; 3.Provide staked hay bales and filter fabric around all excavated or stockpiled material in such a manner as to prevent siltation of downgrade wetlands. Remove all protection at the end of the job or when directed by the Owner; 4 . Provide all dewatering necessary to complete the work. Protect wetlands from silty outflow of dewatering process; 5. Provide all coring necessary to relocate pipes penetrating the storage tanks; 6. Provide and install Core 'n' Seal rubber boots at each relocated pipe penetration per manufacturer' s reccommendation and Engineers specifications or direction; 7 . Provide and install additional piping, elbows, solvent, etc. as required to complete the described relocation of pipe penetrations; S. Patch abandoned pipe penetrations with nonshrink grout. When cured, cover area with a bituminous waterproofing material , exceeding patch dimensions by 12" in all directions; 9. Provide and install nonshrink grout and sealant to repair leaks at tank joints per Engineers recommendations; 10. Demolish and remove from site existing concrete block access chimneys; Provide and install waterproof precast risers with water tight lids per Engineers reccommendation; waterproof chimneys with bituminous mastic prior to backfilling;' 11 . Provide and install standpipes for pumping in the two larger tanks; 12. Cooperate with Engineers to allow inspection of all work prior to covering with bituminous mastic and/or backfilling; 13. Backfill all excavation with existing , onsite material. Compact same to 90% dry density per proctor Method. 14. Provide and install a 6" layer of loam over all areas disturbed by the work; provide same for additional areas surrounding pump chamber as indicated on drawings. Provide heavy 04/24/90 07108 B 6176869802 BREICO BROS. 06 grass seeding in two separate installations of all loamed areas. 15. Remove all equipment, left over or removed material,. as well as an debris caused b the ro ec from Y Y p j ro th esite at the end of the work. Dispose of same in a Legal landfill or disposal site. All such material removed shall become the property of the Contractor. Also included in this Subcontract: A. All periodic payments are subject to approval by those authorities having jurisdiction and subject to a 10% retainage. B. This Contractor is responsible to exercise care in the execution of his work and in the event that damage is caused by any of his employees, he will be charged accordingly. C. This Subcontractor will furnish and deliver a written guarantee in form and substance satisfactory to the Owner under which the Owner will be beneficiary. Each guarantee shall include, where appropriate, a guarantee that all apparatus, material, etc. furnished by such Contractor will develop capacities and characteristics specified. Each such I guarantee shall be for such reasonable period of time as may be designated in the plans and specifications, but in no event shall be less than a period of one year from the date of final completion and acceptance of this contract work by the architect and the owner. D. This Subcontractor shall suitably and adequately protect all materials installed under this subcontract during installation and shall also protect existing work that may be damaged by this Contractor's work. E. Notwithstanding other language in this subcontract, .the following shall be noted: This Contractor shall not further subcontract his work without written authorization from the Owner. When work is further subcontracted, after approval from the Owner in writing, all conditions applying to the Contractor will then apply to the Subcontractor including, but not limited to, insurance requirements, plans, specifications, etc. The Subcontractor must then acknowledge his acceptance of all subcontract terms in writing prior to the start of any work. Furthermore, an employee of this Contractor will be present at all times work is being performed on this project. This person will not be changed without the Owner' s approval. F. It is furthermore understood that incidental or minor modifications in the work may be required due to actual job conditions, field coordination with other trades, or 04/24/90 07t09 2 6176869802 BREICO BROS. 07 substitution of equal products due to avaxtaoiiizy, ezc. , and in that event, no requests for extras will be granted for such modifications, which are hereby inferred under the normal scope of work, unless a major change in scope occurs and is recognized as such by the owner and architect in writing. G. It is understood that all quantity surveys of materials have been made by this Contractor and any shortages of materials due to errors or omissions made by this Contractor shall not constitute an extra cost to the Owner. H. All work areas, including any storage areas, shall be kept free from accumulation of waste material, dirt and rubbish. At the completion of the work, this Contractor shall remove all dirt and debris caused by . his work at the site and shall remove from the premises all his tools, scaffolding, equipment, crating and shipping containers , and materials belonging to him; leaving the premises, so far as his work is concerned, broom cleaned and in a condition satisfactory to the Engineer and Owner. I. This Subcontractor shall include all fees, permits, or other costs necessary to perform a complete installation and shall provide all required certifications, tests and guarantees as required. J. It -is understood that time is of the essence .and this Contractor will furnish to the job with sufficient men and/or materials at all times so as not to delay the progress of the job. It is understood that sufficient material shall be available and no delays will be tolerated as a result of this Contractor's improper planning to ensure the required availability and delivery dates for material, equipment, etc. to meet required schedule and work completion dates. K. This Contractor is to provide adequate and proper safety protection for his men and equipment and shall strictly comply with all the rules and regulations of the Federal Occupational Safety and Health Act. Accidents to personnel of this Contractor will be promptly reported in detail to the Owner. Fines resulting from acts of this Contractor for failure .to comply with the safety regulations and requirements of OSHA will be paid by this Contractor or deducted from his contract amount. L. This Contractor will conform to all rules and regulations governing his work. , as required by County, State and Federal agencies having jurisdiction. M. Shop drawings and/or cuts and samples for all materials and equipment must be approved by the Engioneer before materials are ordered. They should be sent to Beaver Builders, Inc. , One Wells Avenue, Newton Center, MA 02159, attention 04/24/90 VoIS 8 6176869802 BREICO BROS. 08 Douglas M.Lange. N.' It is understood that there will be no increases - for escalation in labor, materials and equipment on this project. 0. Insurance shall be carried in a company or companies satisfactory to the Owner. The company shall have a Best's rating of B+ (very good) or better. P. This Contractor shall store equipment, tools, materials, etc. on site only at locations permitted by the Owner or his representatives. Materials, lay-down, or storage areas , shall be changed as determined necessary by the Owner. This Subcontractor shall be responsible to place and to relocate all equipment, tools, materials, etc. as directed and approved by the Project Superintendent. This shall be done at no additional cost to the Owner. Q. it is understood that the Owner shall provide temporary electric power and potable water for the use of the Contractor . This does not guarantee that such services or utilities shall be available at all times and under all circumstances where it is required by the Contractor (i.e. , power outages, water or electric shutdowns required by construction activities, accidents, etc. beyond the Owner's control) . This Contractor shall provide all required temporary electric power, lighting, portable water, and pay telephones under such circumstances at no additional cost and shall not be granted any extension of contract time for delays incurred as a result of such occurrences. 4 FILE C G VC SUBJECT_ SHEET-,/—OF, 0 0 S W W 0 ° 11� W W f H N N W > s P����r•� _ f000 �aJ/ire Rimer J^ . �n►�teP � �,r�c• ��' �oA�. /e.�iw7 •�ov«� borer �Q/S ,�►s, Zyt1p / F"'` �cc.Ess tovEQ y�rc <E�rr�rS Tntd Al S6 I( 1 LLo`w 1 •Pe�e7�Wf,e.� Dgptr+ .� nW r Sto� iAN� cvc t-Ec TS rtJ(,v �ie� TSB i�S�2 L " A10 ?IPE SBvI LS /�ENcT TtoNS � }� SL a PPI', S Rem*N w •fie Ae7S/�"t�•� SrMokz c Te ST: Novo cC Qu,-oaS� 0 0 y W 0 0 W 's • 5.•...o�.� cat of all bvt ent �,vts�i rep �rmof� o x s n/o S,.�,i�� e✓ o { rove Sn1Ik-t �io,E� �►� 7/e✓� y Fr•Tt 1 LO✓• r 94S.1 13•721 PRINTED 1N U.S.A. Dames & Moore FILE CG VC SUBJECT z/s :7 ✓y SHEET 2-OFj O G W W 0 o wF5 r TANK 7.4,v& '`,� s W W o c Max Go Et rt w ko. pw.,,M Z ?B✓c R&A-svtE L ,/3 •�� ti C t 2FM, Om OoMP Sty) S�?. � m o ii ff �eeKb /� Bert �C III y `rc ZVI antr*4bO Ate (�rr�t� � squr+tsNtC ? TICW -C �9•�CL Go�u.dE TP C Al 0 TF /�!/ ��rtJ�!'I�r�r S rvv rf. r w S to//.�1 r.►,�ivv.r.1 W oLL sNlot-E 0C000t.F 150.n%V a boMps� i o • SrA0jk- a✓y ♦f• •/l buf t"NSA �io� ✓i��j -� �S � N7 0 0 h,e . r,�•s �• W ILQ /N rf m V u - j"p #4t... /o A'.r7 tij��v7�j z<raN+ /' L•✓ter' J„ t 945.1 13•721 - PRINTED !N U.S.A. - Dames & Moore . FILE c- SUBJECT �J SHEET = OF II W G O O W W O O F � W W S IwMP u�i4r1 gER T�w,t�3 H H 0 O VI p Cl/C. LoAlOvIr (ro�L,♦ , /oof.�:•7 .j M W > Y PwL�I Zr GNAT � Ceder-block R,b.r. y''PrG Mtn.,•blur k� /♦•L. o..r••� i.N I rA*/Nv 4rvr%Mt, PUMPS - J a„Pvc- Couou i T .2��?/Ovc Ll Ec ECrie/l/t C JUN[ , /30 t( A�Ior�,* w/ o f t oP 10,f F d c . A it i e � wQ �r I tw/ s �49 n 7 a,c h 1 to �-•�• e-Aft Oft ,lrr ,ram nP�AIf fi./ W f <4 0 nr v kvil rr-A F44 Nl F/PC TttC, gA*TF (L � o W � Y 1 � W d W S N I 6,14 ors 045.1 t3.721 PRINTED !N U.S.A. Dames & Moore �- - gtqx� . .�.; G� oyA c �� � I k � � testing performed on a tank and its piping prior to t,heit eii:� ?vexed tank :,hall be tested by any final or precision test iio t _ii�%c�`l'i 1r1� :.ilr r re-sure which can accurately detect a leak of or less after t adjustment for relevant variables g . Jer• .i,.a� such a- �1�:�� r: tL re c�iiange and tank end deflection, and which has i-ieell rippro : eft i 'y' 1-.he Marshall , the Board of ealth and the Fire Chief. . approved and administered by qualified ei'SGTl ?i'a ^T1yJ SUcrl person ;i1ail notify the head I�t the 1 :Ca1 ilZe �ep: rtii a (7 ) The p--r-Son)n performing any Test Under Section i6 of this re;-,ulation , shall promptly supply the owner and the head of the local fi,-e �_lepartment and the Board of Health , with certified copies of ail test C C. aL1 iT:� iOt' a rank and its piping The !lead _?t the local fire .:eep his copy with the records _?f that storage y Ij n - ' 1 '' ill _ T Tit Ji leak , �ahether letermined by testing JT' ej +l-ierwis:J " -i:e f-it_:gyring tops shall be taken : ( a j Th -perm0 r notify the owner . �peratc?r ,ball immediately notify the bead of `' � _ =pdrt•mFnz, `:lie L':UaT'Ci Tltl the �)ff1Ce 0f ITiGidetit -,t EnviroTimeTital Quality Engineering _ t J _ _-T..iT ..:�_ _Ulif �'.ilU'•_i t,ilat t, l i =oLl -ce tit the leak i v t11C i_li: T` : ill . , >p-1'::tor shall take thatt,z�il: l�, 't"':r l'_':: _.:•::11 FL�late! j -'OTlf it ned that `_.lie �-ource of the 1ea1: i a �<:at'�•i�'.1 "zt' - , -tlt' -.7ner _hall wit.li,li ilOL1T'- 3U;�E that taTil: lilt" �" department shall take charge f it _? cal L� _ - eri� cep es . and ;bail tale whatever measures . :nergiiC ?hta_T i.l 1 2'O 'r i1e!- -� :a 1y �; =r= :ent lire anc! `•Xpl0si011 , or , in the Case of �l�?�i protec�T. the .;ersons and property �.�- i. within the �ardS . ==` �?Gal fii' ' Clepart•:ment ~,hall :t rlfy trlat the _zireirf"exec: f ect -?n 17( i ) of this regulation are complied. frith . 4 ) Upon `:lee :rrivai of the representative of C)IR-DEQE , the head of M' t,ie is?Cal fire department "shall advise him of the conditions at the .'ite aind -lie •esults of "the investigations required by section 17 ( 1 ) �t t,ill -' ion . 17 : ._.: L.OMBARDO GROUP L�TTER 00 [F UQQ�159]0U�QL . DAMES & MOORS A PROFESSIONAL LIMITED PARTNERSHIP 46 .Church Street F Boston, MassachuseYa 02116 DATE s JOe N . :� ATTENT N sr� (617) 542 5557 RE: TO WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION 1-7 e 07", /Dm�" THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FOR BIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO SIGNED: PRonucr240.3 n 5 mt,Gmton,V�oian. It enclosures are not as noted, kindly notify us at once. .,,_)MBARD0 GROUP & MOORE A PROFESSIONAL LIM.;TEP PARTNERSHIP Mr. Bryant Firmin Cape Cod Village Condominiums August 11, 1989 Page Three presenting at this time to the Barnstable Conservation Commission a request for a variance to build within 100 ft of these wetlands. 3.0 PROPOSED SYSTEM The proposed system is a septic tank/sand filter/mound system. The system will consist of 3 septic tanks, 3 pumping stations (1 pump station currently exists) , a sand filter, a disinfection facility, two mounds, the 2 existing holding tanks, and a curtain drain. A preliminary plan is attached. Wastewater flows from each cottage to one of the 3 septic tanks. Septic tanks effluent is dosed by pump onto the sand filter. Filtrate is disinfected and then dosed onto the mound. The disinfected filtrate then is allowed to percolate into the soil. A flow diagram is attached. The existing collection system will be retained with only minor modifications to reroute the flow to the proposed septic tanks. The septic tanks are sized per Title V at 150% of daily flow. The holding tanks will be converted to pump stations. The east holding tank will be pumped to the west holding tank. The west holding tank will serve as the dosing pump station for the sand filter. Pump stations will include two (2) pumps with moisture-proof controls for pump-off, lead pump- on, alarm on, and lag pump on. Pumps will alternate. The holding tanks provide well over 24-hour storage capacity, therefore, standby power will not be provided. The buried san filter is PVC lined and underdrained. The filter is sized for 1 gpd/ft2 at the design flow rate. The mound leaching area is sized for a coarse sand fill and is loaded at 1.2 gpd/ft2. The mound footprint is sized at 0.5 gpd/ft2, at a maximum, per the EPA Onsite Treatment and Disposal-Desictn Manual for soils with percolation rates between 30-60 min/inch. The site is graded to minimize rainwater infiltration in the vicinity of the mound. A curtain drain is installed uphill of the mound.to lower or eliminate the perched water table. Existing holding tanks are employed as pumping stations to pump the septic tank effluent. The holding tanks act as backups to the mound in the event of heavy precipitation, breakout, or unforeseen failure. The volumes of the holding tanks are 9,000 gallons and 16,000 gallons. LETTERS: M-CONDO.TXT _ LOMBARDO GROUP DAMES & MOORE A PRk SIONAL LIN! !En PART`:ER�HIP Mr. Bryant:Firmin Cape Cod Village Condominiums August 11, 1989 Page Four 4.0 TITLE 5 VARIANCES The following are variances that will be requested. This list is complete to the best of our knowledge. Reference Issue and Response 15.02 (14) (I) System shall consist of a septic tank discharging to subsurface sewage disposal area. (R) The proposed system consists of 3 septic tanks, 3 pump stations, a sand filter, a disinfection unit, and a mound. The additional facilities are necessary to overcome limitations and to insure public health. 15.02 (17) Issue Topsoil, peat, and other impervious material shall be removed for a. distance of 25 feet. Response The design of the mound incorporates the characteristics of the naturally occurring materials and therefore, there is no need to remove the material. Also, it is our opinion that the naturally occurring material provides better treatment than a suitable fill material. 15.02 (22) Issue Reserve Area Response The site does not contain sufficient area for a reserve area. However, it should be noted that design flows are probably at least twice actual flows and that the holding tanks are in the proposed flow path and can be used if needed. The holding tanks provide 5 days of storage at design flow. 15.03 (6) Issue Percolation rate shall be at least 20 minutes per inch for systems over 2,000 gallons per day. Response Measured percolation rates varied from 20 to 64 minutes per inch in the area of the mound. The sand filter/mound system is designed in accordance with EPA recommended design guidelines. 15.06 (17) Issue The invert of the septic tank outlet shall be at least one foot above maximum groundwater elevation. LETTERS: M-CONDO.TXT r — LOMBARDO GRO-UP ` DAMES & MOORE _____ 411 CH,'Rc c i; <Tii1. ': 1.�� _'Hl.'�}:} ( ,,l ii i ,, �•1 PN: 18038-001-9898 August 11, 1989 Mr. Bryant Firmin Wastewater Division Department of Environmental Protection 1 Winter Street Boston, Massachusetts 02108 Re: Repair of On-Site System Cape Cod Village Condominiums Barnstable, Massachusetts Dear Mr. Firmin: Per our telephone conversation of July 20, 1989, I am submitting for your review a conceptual design of the proposed repair of an on-site system located in Barnstable, Massachusetts. In order for you to better understand the project I have included a brief history of the project, a listing of Title 5 variances with references, and the initial project report. 1.0 PROJECT HISTORY The Cape Cod Village Condominium buildings were constructed in the 1940's. The condominium consists of 22 cottages. Water supply consisted of a well. Wastewater disposal was by either individual gallies or small communal subsurface systems serving several cottages. The Barnstable Board of Health directed the Cape Cod Condominium Associ�,tion (CCVCA) to upgrade their wastewater disposal facilities to Title 5 in March of 1987. The CCVCA subsequently installed holding tanks with the approval of the DEQE (see attached letter) . The Barnstable Department of Public Works is unable to extend its agreements with CCVCA to accept their waste at the Hyannis wastewater treatment plant. The Barnstable Department of Public Works also cannot allow the CCVCA connection to the Hyannis collection system (1.9 miles distant) due to a state imposed moratorium and limited plant capacity. A survey conducted by the CCVCA of nearby wastewater treatment facilities ir_d'_cates that North P_ndover could accept their wastes. The cost per load., including transportation, is $600.00 . LETTERS: M-CONDO.TXT `V I.OMBARDo GROUP DAMES & 31 OORE Mr. Bryant Firmin y Cape Cod Village Condominiums August 11, 1989 Page Two 2.0 TEC:INICAL BACKGROUND 2.1 Flows The condominiums consist of 5 one-bedroom, 5 three-bedroom, and 12 two-bedroom units. The total number of bedrooms is therefore 44. The total design flow per Title 5 is 4, 840 gpd at 100 gpd per bedroom. However, it should be noted that only low flow (1.5 gallons per flush) toilets are allowed in the condominiums, washing machines are banned by the CCVCA, and outside showers are provided. Actual flows, therefore, are much less than design flows. 2.2 Soils Soils on the site can be roughly characterized as up to 10 feet of moderately permeable soils underlain by relatively impermeable soils. The soils are fine sands with varying fractions of loam, silt, and/or clay. Measured percolation rates in the vicinity of the mound ranged from 20 min/inch to 64 min/inch. The seasonal perched water table has been observed within 6 inches of the soil surface. Several soils investigations have been performed on the project site. The results of these investigations are presented in the attached report and letters. Recent investigations by Dames & Moore have been directed at the design of a mound system. The soils investigation included hand augers, test pits, percolation tests, and test pit bailing permeability tests. The results of these recent soil investigations are presented in an attached letter from Dames & Moore to the CCVCA (August 11, 1989) . 2.3 Wetlands The road leading to cottage 14 was regraded with a "tight" fill in 1986. The road, therefore, blocked the existing drainage and caused the area in the vicinity of the shuffle board courts to be wet. Native wetland species have since migrated to that area. The Barnstable Conservation Commission agent (Mr. Robert Gatewood) has agreed with the delineation of these new wetlands by IEP. These wetlands are less than 1, 000 ft2 and , therefore, do not fall under the purview of the State. The wetlands, however, are over 500 ft2 and are, therefore, under the jurisdiction of the Barnstable Conservation Commission. We are LETTERS: M-CONDO.TXT _ LOMBARDO GROUP DAMES & MOORE A PROFESSIONAL LIMITED PARTNERSHIP 46 CHURCH ST., BOSTON, MASSACHUSETTS 02116 (617) 542-5557 PN: 18038-001-7053 August 3, 1989 Mr. Thomas J. Mullen Superintendent Department of Public Works Town of Barnstable Hyannis, Massachusetts 02601 RE: Cape Cod Village Condominiums Dear Mr. Mullet`s 1 As discussed r telephone conversation, the design of the sand filter/mound s- f_e4m for the Cape Cod Village Condominiums will be submitted to the Barnstable Board of Health on August 8, 1989. We expect to present the project to the Board of Health during thier August 22, 1989 meeting. i t The remainder of the project schedule is as follows: Submit to Board of Health August 18, 1989 Board of Health submits to DEQE August 25, 1989 DEQE Approval October 2, 1989 Begin Construction October 9, 1989 We will send a complete design package to you on August 18, 1989 for you information. Please call me if I can provide you any other information. Sincerely, F Kell J Whalen Proje Manger KJW/mgd CC: ' Mr. Anthony Sapienza (CCVC) Mr. Thomas McKean (Board of Health) M:M-ZTM.TXT OFFICES WORLDWIDE r oF-THE ro�y TOWN OF BARNSTABLE OFFICE OF BAaMABIL MAlB. BOARD OF HEALTH Qp 16 3q. 19�� '"' 367 MAIN STREET HYANNIS, MASS. 02601 dune 16, 1989 Thomas Mullen Superintendent, DPW Town of Barnstable 367 Main Street Hyannis MA 02601 Re: Cape Cod Village Condominiums Dear Mr. Mullen: The Board of Health voted at it's public meeting held June 12, 1989 to provide its support to the concept of a mounded and Sand Filter Treatment System at Cape Cod Village Condominiums, proposed by Kelly Whalen, Project Manager of Lombardo Group, Dames & Moore Partnership, with the following conditions: , (1) The site and septic system plans shall be designed and stamped by a professional engineer. (2) The plans shall meet all the Regulations contained within 310 CMR 15.00, the State Environmental Code Title V Minimium Requirements for the Subsurface Disposal of Sanitary ,Sewage, and all Town Health Regulations if possible. (3) "The topsoil, peat, (clay) and other impervious materials shall be removed from all areas beneath the leaching facility for a distance of 25 feet in all directions therefrom.." as required by Regulation 310 CMR 15.02 17 of the State Environmental Code. (4) The applicant must receive approval of the Town's Conservation Commission and the Massachusetts Department of Environmental Quality Engineering prior to receiving final approval from the Board of Health. Should the Board of Commissioners of . the Department of Public Works be persuaded to provide the Cape Cod Village Condominium Association with additional pumping privileges, the Board of Health recommends the following conditions: (1) The tight tanks be sealed "tight" and tested by a professional engineer. The engineer shall certify in writing to the Board of Health that the tanks were tested and found to be water "tight." I L2) . .The "tight" tanks be filled with drop standpipes equipped with quick disconnect adapters in order to allow the sewage effluent to be pumped from the tanks into the trucks without removing the tank covers. The Board of Health agrees with your statement that it is essential this receives a permanent solution as quickly as possible. However, it is also essential that the proposed system is properly designed and installed with at least the same degree of environmental protection as septic systems that are designed to meet the standards of Title V of the State Environmental e and Town Health Regulations. J es H. Crocker, Sr. and of Health TM:cst cc: Kelly Whalen . 362-4541 939 main street rt 6a yarmouth port mass02675 down cope engineering civil engineers& land surveyors structural design , Arne H.Ojala P.E.,R.L.S. land court Richard R.Fairbank P.E. surveys October 14, 1988 site planning Lombardo of Dames Moore sewage system 46 Church Street designs Boston, MA 02116 Atten: Robert Fitzpatrick inspections Re : Cape Cod Condominum - Request for Proposal I Dear Mr. Fitzpatrick, permits I believe the enclosed information on the Cape Cod _ Condominium_site will be of help in determining a possible solution to the sewage disposal problem. I have included some flow data on the amount of sewage pumped out and a short record of water usage. I believe the low flows (compared to Title V) are due to efforts in water conservation. I hope the information will help you define the scope of work so you will feel confident submitting a proposal for a design which could be approved by the state. I will be available to do any field work, percolation tests and appearances at local boards . I expect your people would be needed to provide technical expertise at these meetings. If you agree, I ask -that your direct you proposal to the Cape Cod Condominiums C/O Down Cape Engineering, Inc. Since time is an important factor, I do not feel comfortable with any abandonment of the project on our part at this time. We are currently exploring the possibility of locating a site for possible purchase or lease nearby, where a sub- surface leaching facility may be located. I would be available to meet you should you wish to visit the condo- minum site. _HozlthGept, Town of Barnstable Looking forward . to your earliest reply. Very truly yours, Arne H. Ojala, P.E. AHO/amp 1AH037 Enclosures: Print of Quadsheet Flood Zone Map Soils Map (USDA Geologic Quadrangle Condominum Master Plan Plan for holding tanks as installed Flow Data DPW letter from Tom Mullen Boring logs & Baxter & Nye letter cc: Anthony Sapienza, Cape Cod Condominium Dale Saad, Barnstable Board of Health Health Dept, 0 ^ Town of BameaMe FED FOCTI 1I J Mal a . 9�U.J.P�" Vq 1 OCT14'a C ' 14 OCT o \\ C �A '6 Ms. Dale Saad W Barnstable Board of Health South Street Hyannis, MA 02601 N N N 7 O C O O cz E . m co O r 1 C' I ANTHONY R. SAPIENZA 50 Island Street i Lawrence, Massachusetts 01840 0,W I tg 4eo�dzlz /VIP, c� K-38.33 n CAPE COD VILLAGE CONDOMINIUM r, All Possible Sewr Alternatives October 1988, � "b'F"' 1 . town sewwr --too far, not in plans, cost 9 My Backage treatment plant-- discharge water wetlands problem �Q3. tight tanks with `umAing via truck to some other and,-- {� no land available, never been done before, 4. n site leach field up the road with pump station in tight tank 5. excavated and filled leach field on our land--soil does not perk, 6. excavated. leach: feld with barrier and tank to catch excess and pump via truck to DPW-- Dpw against any pumping,cost,CD t never been done. W7. microwave toilet system--not legal yet 'ZY��. 8 dual systems tight tank for black water and excavated leach se- fields for each cottage for grey water-- DPW against b. Clivus Multrum toilet and .grey water to leach fields for each cottage. or,,At ,large `tank and large leach f i e l�_ f orall c. Clivus Multrum toilets and grey water Yo tight tanks and pump via truck to DPW--Less water, DPW against d. Cycle-Let Wastewater System and conventional leach field-- reduces water by 35%, never been done, cost? row `afti,d�. of ga If CT , E - � o Z T i BAABSTABLB, o � MA88 9 p� 39• O U MAY A\� .77Le�anozcd� ✓occr6drsofiuJP,fl f 02601 COMMISSIONERS: (508) 775-1120 Est. 123 KEVIN O'NEIL, CHAIRMAN THOMAS J. MULLEN JOHN J. ROSARIO, VICE CHAIRMAN SUPERINTENDENT i PHILIP C. MCCARTIN ROBERT L. O'BRIEN FLOYD SILVIA ASSISTANT SUPERINTENDENT Op GEORGE F. WETMORE September 30, 1988 Charles Lynch, President Cape Cod Village Condo 111 Trowbridge Drive Stoughton, MA 02071 Dear Mr Lynch: As you are aware the original agreement to allow your Association. to pump sewage from your holding tank on a daily basis was to be a temporary arrangement. This was intended to last for the 1987 summer season only. In March when your Association requested a renewal for a second season it was reluctantly granted by the Commission. As the summer season evolved, complaints began to come into our office and to the Board of Health citing problems with excessive odors emanating from the holding tank and pumping trucks. There were also complaints of excessive pumper truck traffic entering and leaving the Condominium complex. The original agreement specified that one load a day would be sufficient to accommodate the Association's needs. On many days this summer, five to seven loads were hauled to the treatment plant. That represents 12,500 to 15,000 gallons being pumped on a single day. Furthermore, it does not appear as though your group has attempted to pursue a more permanent solution to your problem. It is highly likely 1 that an engineering firm with extensive experience in innovative and alternative disposal systems can solve your problem. With all of the above in mind, the situation'was reviewed by the Commission at their regularly scheduled meeting on September 20, 1988. At that meeting they unanimously voted to inform your Association that the permission previously granted to truck sewage from the holding tank at the Condominium site to the wastewater treatment plant would terminate in October as agreed and would not be renewed for another season. We suggest you pursue every avenue to have an on-site treatment system designed and installed prior to the 1989 season as the Commission will not entertain a request to continue the special service you,have been provided. n Lcr to C Lynch, CC Village Condo, Sept 30, 1988, Page 2 Should you have any questions on this matter, please contact me at 775-1120. Sincerely, THOM A ULLEN Supe tendent TJ M/bw cc: Town Counsel ` Board of Health Peter Doyle Atty Bruce Gilmore 1, Barnstable Stormwater Management Study r TABLE 2-5 I Summary of Fecal ColifOrm Measurements for Barnstable Run-off (1) Day Since Storm Fecal Coliforr, Density (#/100 ml) Before During 1/2 Day 1 Day 2 Days Drainace Area t Number NameStorm Storm After Storm After Storm After Stour: 1/2 Calves Pasture 1 14,900 1 1 1 Lane and Scudder Lane 3 3A Channel Pt. Rd. 3B Daisy Bluff Rd. 3C Town Way to Water 230 45 3D Bay Shore Rd. 24 3,100 2, 600 3E Bay Shore Rd. 3F Bay Shore Rd. 3G (arbor Bluffs Rd., 4 4A East Bay Rd. 4B East Bay Rd. ' 4C East Bay Rd. 4D East Bay Rd. 4E East Bay Rd. 5 So. Main St./ 1 45,000 1,560 1 1 Old Mill Rd. 7 Route 6A 8 Oyster Place Rd. 1 2,066 66 1 1 _ 10 _ 1 10A Old Shore Rd. 1 3,900 2, 650 1 10B Putnam Ave. 12 ;j 12A Main St. 12B Bluff Point Dr. 12C Cross St. X (1) Barnstable, 1988b. 3 800:800-BARN.txt 2-18 8/16/88 ,. i .y ,: i : i m i i e 1 e 1 t a � a 1 c c e i a t c � ► � �a � a fi r Barnstable Stormwater Management Study TABLE 2-6 Summary of Fecal Coliform Measurements for Receiving Waters (1) Fecal Coliform Density (#1100 ml) Drainage Area Before During 1/2 Day 1 Day 2 Days 3 Days 4 Days Number Name Storm Storm After Storm After Storm After Storm After Storm After Storm 1/2 Calves Pasture Lane and Scudder Lane Station 2 10 1450 462 67 10 -- -- Station 3 7 430 356 43 12 -- -- Station 4 4 520 340 54 7 -- 3 Bay Shore Road ) Station 2 12 525 405 60 12 14 -- Station 3 10 305 368 28 32 13 -- Station 4 8 198 350 87 16 4 -- Station 5 7 190 260 48 24 5 -- 4 East Bay Road Station 4 11 32 --- 156 36 -- 10 Station 5 13 69 --- 45 20 -- 7 5 So. Main Street and Old Mill Rd. Station 2 33 145 --- 188 120 -- 46 Station 3 12 98 --- 178 40 -- 12 800:800-BARN.txt 2-1.9 �88 350 MAIN STREET PROPOSAL NO. jmtl WEST YARMOUTH, MA 02673 TELEPHONE(617)775-2 it Septic services CANNONS - CANCO JIM z Pumping & _ Plumbing •Heating • Sprinkler Installation ENERGY CORPORATION Services CEC TO: DgW April 26- 19RR Mr. Anthony Sapienza Re: Septic System 14 Kewadin Road Cape Cod Condo Village Assoc. Wabran, .MA 02168 Cummaquid, MA We propose to pump and transport the septage waste from the tight tank systems to the Barnstable Sewage Treatment Plant in Hyannis. All charges will be on a per load basis. As requested by Barnstable DPW, a clean truck solely for the transportation of your sewerage waste will be used and will be charged at a rate of $200.00/week. This truck has a loaded capacity of 2,500 gallons. The town disposal fee ($35.00) will be in addition to the pumping and transporting fee. Hyannis Sewage Treatment Plant, Scheduled Maintenance $65.00/Load Hyannis Sewage Treatment Plant, Emergency Call. Out $85.00/Load These rates are for pumping and transport to the above locations and immediate discharge to the receiving facility. These rates are subject to change on 30 days notice. Respectfully submitted, O 10a,< eat , ���mstab�a TERMS: This Proposal subject to revision if not accepted within 30 days and to approval by Credit Dept.of Cannons. SUBJECT to Mass.Sales Tax•where applicable. It is expressly agreed that title to all materials Is to remain with Canco until contract Is paid in full. Unless otherwise stated•bills to be presented each month for all labor and materials on the job site,and are due and payable within 10 days of receipt of invoice.Failure to make payment as above stated shall constitute work stoppage and a bookkeeping and finance charge of 1%%par month or an annual percentage rate of 18%on balance past due 30 days and over.If not paid when due,the buyer is sublact to reasonable costs of collection including attorney's fees. All labor and new materials furnished and installed by Cannons are guaranteed.This installation shall be in accordance with all local,state and utility codes governing such work. Master Plumber#5715 Master Pipe Fitter#M8703 CANCO ENERGY d JSC/kl By You are hereby authorized to furnish the material and labor specified above for which I(We)agree to pay the amount star n s Or acP to s above and on PROP4." ide hereof. r'y�i��Ltq Buyer W"M.CNIC0 COPY YEUDW•CWIIOB91 GaY - NNE a GOLD•ALE CONES Buyer Me o - ANTHONY R. SAPIENZA ` xaerr W- zwwil DHe;it�Dept.- Town of Barnstable D MAY; 6 ] �J ' � I 1 � o C3 62 qcy& € U ! ! V Grieco Bros., Inc. �eY� ITIIS0d S A a —.� ) 50 Island Street, Lawrence, MA 01840-1890 { ,fir THE FOLLOWING IS/ARE THE BEST IMAGES FROM POOR QUALITY ORIGINAL (S) A- A 4 1 Q�oFTHETD�y �F6fan Q?.Jde0Wjla� BARISTABL MASI 163 Ep MAY Y o�use%f 02601 M• a�Sasl�sA� ✓ssaJda coMMlssIONERSI (617) 775.1120 E'd• 123 KEVIN O'NEIL, CHAIRMAN THOMAS J. MULLEN JOHN J. ROSARIO. VIC[ CHAIRMAN MU►[RINTCHDLNT PHILIP C. McCARTIN FLOYD SILVIA George Wetmore March 30, 1988 Bruce Gilmore, Attorney at Law , 1064 Route 6A Post Office Box 714 West Barnstable, MA,.., 02668 - Dear Mr Gilmore: This is in reference to the request which you made to the Commission on March 29, 1988 for an indefinite extension of the 1987 temporary agreement between the Town and the Cape Cod Village Condominiums. Please be advised that the Commission voted.unanimously to approve the acceptance of wastewater from the Cape Cod Village Condominiums at the Wastewater Treatment Plant for the period. May _27, 1988 through September 5, 1988. Their approval was conditioned on all other provisions contained in the 1987 agreement remaining the same. The Commission also reiterated, the concern which they expressed last spring that this arrangement cannot be viewed as one that can be continually extended from one period to another. The association must seek a permanent resolution to the problem. It is requested that you submit a new agreement to Towne--- Counsel covering the approved period for 1988. Sincerely, 'THOMAS_J MULLEN Superintendent - TJM/bw cc: R Smith, Town Counsel (81 4) 474-2044 CHURCH laboratory, inc. 7397 CHESTNUT STPIEET • P.O.13OX 83 LA FAIRVIEW,PA. 18415 TEST REPORT sewage Analyses Microwaste National, Inc. 808 Sunset Drive 227 Hathaway Street East Girard, PA 16417 • Girard, PA 16417 April 8, 1988 Effluent Nitrate Nitrogen 0.01 mg/l 5 Day BOD 64 mg/l COD 171.36 mg/I TOC 62.6 mg/l PH 7.69 Total Phosphate as P 3.59 mg/1 Total Suspended Solids 66 mg/l • 'turbidity 20.0 NTU Fecal Coliform 10,000 col/100 mi a), rmoL),r OzONE PUR I rJ 6-R Pbert W. Sta aum, Jr. r` President 25070 Collection Phase: Processing Phase: Wave flows through inlet valve(#I)into Unit A. When Unit A reaches capacity a sensing unit shuts Sol."s are trapped in the reaction chamber(M2).The inlet valve(M6)and activates processing of waste. liquds are then clarified by special ceramic filters (As Unit A is closed the Inlet valve to Unit B opens to (#3%before being allowed to flow to the lower accept new waste.)Blower(N7)starts.Sensing unit chamber(N4)and through the water outlet(M5). verifies positive air flow to Insure safe processing. . Microwave unit(N8)is started and rapidly dehydrates 06 Shut-off Valve Nt Inlet Valve solids.Electrical coils(N9)reach flash temperaluaes and incinerate solids,leaving sterile ash. {~ Y * Can be located in a basement, V V underground or outside. V * Installs in 4-8 hours. qq * Highly reliable - requires service only once a year. * Operates more safely than a microwave oven. 07 Blower * Weighs approximately 200 lbs. y * Measures about 3j x 2} x 2f. N5 Water Outlet M8 Microwave Unit Uses 220V S/P current 03 Ceramic Filters ky"(over Chamber * Uses 1-2 kilowatt hour of.elec— M2 Reaction Chamber. N9 Electrical Coils tricity per day (1987 national average cost: 7#¢ per k/w) Final Phase: ` Pneumatic delivery system automatically removes ash to storage receptical(N10)located outside of the houie.This completes the processing cycle. ,y #10 To Storage Receptical InterSeptic by Microwaste is a revolutionary U.S. PATENT NO. invention which finally provides an inexpensive, 4,631,133 safe, odor-free and efficient method of solid waste disposal. A technological breakthrough, this compact unit totally replaces septic or sewage systems. The InterSeptic system is an unobtrusive, self-contained, automatic waste treatment process. It does not alter the residents' lifestyle. Qualified dealers install tip InterSeptic systems in hours and provide the annual service. . m l ICRO NATIONAL, INC.ff 8 rif , 227 Hathaway Street East Maintenance Service Girard, Pennsylvania 16417 le 814-774-4546 Guaranteed i1. "Have you heard the news ? Microwaste has found a way tO stop pollution of our groundwater" . InterSeptic SYSTEMS 1 • Saves individual homeowners ,> thousands of dollars. • Eliminates the dangerous germs and viruses present in sewage, reducing contamination to the environment. • Leaves no offensive odors commonly associated with failed septic tanks and cesspools. .: ff j For more information contact: InterSeptic SYSTEMSF New England 603-382-3078 26 Main Street MICROWASTE NATIONAL CORPORA It IV Plaistow, New Hampshire 03865 22 7 Hathaway street East Girard,Pennsylvania 16417 • (81'4)774•4546 ANTHONY R. SAPIENZA 50 Island Street Lawrence, Massachusetts 01840 r yR£� : " OCT 13'88 ice-i �•� R .65 r �outlmxvick d Grieco Bros., Inc. d�G� f 1 50 Island Stre�e;Lawrence, MA 01840=1890, _ r Y ''�Y Y •� ~'T Nt Nn .4 / Y � � • �� III crdir o / .3 & C� kAlta— 3/3/3' 0 wD C—� r,��r�py, J c;r"5 o:, °V�S: 4 )(� r�•�..c7`a. C��l `C.Tt 6 .S�aII;ti'q;`• /S L *VA 2 01) 8 7 I�..nh whit i , r,?Pr < <j—7 �P� r-..c.e.-�Y���a�,,� a-e. c�e h-�' '�s�l�-re� -•� t `CV�:�1, c r. (-.ko Tcar3� S`jQ'�r,7s� Gcatli'� c.�ra�s ~'�Yc -t8 �,-k talk rn��tnf w,Ysi+'ti` 11 or. 3h1. far, 5� �7 n 4'� LI(irC^ vy C>A p2 �//// `� �1�s°�••E 0.�1 �'�`(�er c�,-i.� :a ., r''\ev�S Ca �C�� ,2.'� n,� _"- c�`ci'r �?j�� .r � � t,-•ti. �_C S � r� a fl,,+ J 1 +.e 4`,",;,`t'ti,4� "L..,,1". ,, M1�p,� `�`�� � 'tee� ���.:��. }�y� �y °�,� x�•,;t u...I.c r ��a..,., �„�� 'f'�"� ` -� 1"4.. C.J t�� ���.. env{•�`\ r- � �i . • BARNSTABLE, • e ` %63q �E VIX k' 367 MAIN STREET HYANNIS, MASSACHUSETTS 02601 December 2, 1987 Mr. William R. Hammet, Esq. , Box 649 r Chatham, MA 02633 Dear Mr. Hammett: The receipt of your letter regarding the communal septic system improvement at the Cape Cod village Condominiums and its immediate social impact upon the tenants of Mr. Walter Canedy is acknowledged. As our approval (via Order of Conditions dated June 9, 1987) mandates only the parameters for the ensuing construction activity, and as the underlying reason for the sanctioned improvement is prompt compliance with Board of Health regu7 lations, I have forwarded your letter to the latter agency. Should their perspective be that your .proposal has merit, the Conservation Commission will be pleased to accept and evaluate your client's application to perform work within the Board's jurisdiction. Please contact me should you need clarification in the matter. Sincerely, Robert W. Gatewood / Conservation Administrator cc: John Kelly, Board of Health ✓ ,z HAMMATT AND WHITBECK ` ATTORNEYS AT LAW - 101 DEPOT ROAD Box 649 .., r GHATHAN,MASS.02633 .., .._ TEL. (617) 945-2025 WILLIAM R.IiAMMATT E'OCT 2 7 1987 GREENFIELD OFFIGE JA.yIES A.WHITBECK * E78 MAIN STREET GREENFIELD,MA 01301 (413) 774-7541 October 21, 1987 Town of Barnstable Conservation Commission Board of Health 397 Main Street Hyannis, MA 02601 RE: Cape Cod Village Condominium Unit 22 Walton F. Canedy Dear Board Members, I have been requested by Mr. Walton F. Canedy to correspond with your boards regarding his unit as above captioned. ' This year, as required by your boards, Mr. Canedy's unit was tied into a large, sealed system at the condominium in Cummaquid. This has created some problems as his cottage was one of the few to have its own septic tank on the premises. Mr. Canedy also has town water t.o his unit and has rented his unit on a year-round basis for a period in excess of ten years. Mr. Canedy's tenants are elderly and live on a fixed income. The rent has been nominal (at Mr. Canedy's choice) and they would like to remain in the cottage as they cannot afford alternate housing. I would like to request that a solution to this problem be given in order to allow the tenants to stay. If possible, Mr. Canedy would like to install a sealed system on his property and have it pumped individually during those months you have decreed that the condominium be closed. During the open months, the sewer could continue. to drain into the major holding tanks you have allowed on the grounds. Water saving devices have been installed in the cottage and it will not be occupied by more than two people. ' r ll. Town of Barnstable Conservation Commission Page 2 In the meantime, the Condominium Association, of which Mr. Canedy is an active member, is continuing to seek an alternative solution to the problem. The Association is planning to do extensive engineering. on the premises to see if there is a site which will allow a Title system or, systems to avoid 'the necessity of the existing sealed system. Your response and assistance in this matter would be greatly appreciated. Sincerely, iilliam R. Hammatt, Esq. W RH/jfd l0V _ II Sc�lop no -3 U �, j // 7� � ,. � � ��� � � Cam/ ' .� �� �� ��� ����G��f ���` , , v� . e'er 0 PyoFTHETo�y TOWN OF BARNSTABLE OFFICE OF _ = 13AH39TOBLS V"a BOARD OF HEALTH 'gyp 1639.OM 367 MAIN STREET A`S�' HYANNIS, MASS. 02601 TO: Selectman Francis Broadhurst FROM: Joh M rKelly, Board of Health Agent DATE: Ju y 31 , 1987 SUBJECT: CapeCo'a Village Condo. - Tight Tanks The July 23 , copy of The Register Newspaper had an article written by Bob Snell concerning a press,„conference held. by you. You were misinformed if you believe'`we did not communicate with D.P.W. personnel regarding the approval of tight tanks at Cape Cod Village Condominiums . The Cape Cod Village Condominums were ordered by the Board of Health in March 1987 to upgrade their on-site sewage disposal system because they were discharging sewage into the tidal waters and shellfish beds of Barnstable Harbor. i The first meeting with the owners of the cottages know as ` the Cape Cod Village Condominiums was held on March 11 , 1987 at Town Hall . The town sewer engineer, Walter Jacobsen , attended this meeting. Tight tanks were recommended as. th-e only solution for the disposal of human waste at this site, until the Association is able to purchase upland to use as a leaching field. the tight tanks were never to be a permanent solution and are considered only a temporary solution until other methods can be put in place. Approval was obtained from the Department of Environmental Quality Engineering. This approval from D.E.Q. E. is only given if there is no other alternative. Peter Doyle the superintendent of the sewer plant was informed from the very beginning and was kept abreast of the facts concerning the installation of tight tanks . Peter was invaluable in helping the Health . Dept. and keeping us informed about what was developing with the ,D.P..W . .The Board of Health was notified of a request by the Cape Cod Condos, to the D.P.W. for preferential treatment for septic wastes disposal . In response the Board of Health informed the Cape Cod Village Condo. Asso. that they would not be receiving special treatment and that their septic disposal contract with Canco must include off Cape disposal , if the treatment plant was unable to take the septic waste. If you need more information or . if - the Board of Health can be of any service to you please do not hesitate to call on US . JMK/ds Enclosures 3 1 . Order by Board of Health to Cape Cod Village Condo. 2 . Letter to Boretos-Jacobsen attends meeting 3 . Canco Septic Pumping Contract fTHEt TOWN OF BARNSTABLE o O OFFICE OF . l DAH E MAO& f BOARD OF HEALTH il l 'w 2639. � 367 MAIN STREET MA HYANNIS, MASS. 02e01 4 _.:.5:5 15�7l t {�i .�s.r;"si�,3siei5l K;.�%� {` e: ., March 3, 1987 J W di:i4t; o f cl.d l +t: s;f thfvpr�i-,'^-c ,ul i s 'iVon t' sT:• .:3..I "M15 a s; '.i3 Mr. Anthony R. Sapienza President of the Cape Cod Village Condo. Assoc. '5 Lincoln Street 3 Arlingtor',:Ma . 02174 .+'c� r'.�'si 6eyt'F•'•' 1�M �iI,1 �iitE':," i .ei'r'.z t.. s,,.�;�. £; r d r� r. Dear Mr. Sapienza: ;•i.... t.!'. .., 4 r. l?i5s4 ff `.t I' #,an ?b You are hereby notified in your capacity ae President of the Cape Cod,Village Condominium, Association, that properties owned by members of the Association are causing a public health nuisance. These properties .were inspected by,Dale Saad 'iCoastal Health Resource Coordinator for the Town of Barnstable on February..5, 1987, on a routine sanitation survey of the area. The Department of Environmental Quality Engineering was interested in a follow-up survey of this area. #r ?� ;;, The on-sire sewage disposal systems were found to be in violation of 310 CMR, 15.00, the State Environmental Code;_;Minimum Requirements for, the Subsurface Disposal of Sanitary Sewage. The following violations were observed: Regulation 15.02 (General Requirements) (11) Discharge to Watercourses: Sanitary sewage and 'other polluting water is allowed to flow into tidal waters and shellfish beds of Barnstable Harbor. _- (14) Type of System Systems do not discharge their effluent to suitable subsurface sewage disposal areas. (15) Drainage: Disposal systems are located in areas where surface water accumulates. (18) Multliple Use-Prohibited: More than one lot is using the subsurface sewage disposal system. ` (19) Maintenance: Owners .have not kept sewage disposal systems in proper operational condition.. One unit is filled with sand-and cover is partially off. East of Bone Hill Road, Cummaquid, Ma., has been closed for shellfish. harvesting because of contamination caused by inadequate on-site sewage disposal systems. Systems belonging- to the Association are contributing to this contamination. `r` � �-r•„w ..,t ..___...,........ .,i-s.w ez'n,:T•-:j-•,c!sxm,•as7;r,.,, -r,%rlk;lf _ ,''•.. b'h� o.�.t nthony R. Sapienza 1 " - March 3, 1987 Page 2. f , The Cape Cod Village Condominium`.Association is directed to have a professional engineer submit plans within thirty (30) days of receipt of this order upgrading your on-site sewage disposal systems. to conform to Title 5, of the State Environmental Code and the Town of Barnstable Health Regulations._ Plans for tight tanks may have to be submitted if, systems abating all contamination cannot be designed. After approval of the Engineers design, the on-site sewage disposal systems must be - Installed by April 20, 1987. If no action is taken in this matter,, the' Board of Health will consider condemnation of' the dwellings, not allowing occupancy for the summer season. ;; '. °: _ A g � g .. 3 . You may request a hearing before the Board,of Health'if written'petition requesting same is received within seven (7) days after the date order is,served. L ti;,s .. t _ ..��; s:t Via:_ „ c .. '.,d �:,• �,ta .. Non-compliance could result in a fine up to $500.00 for each owner. Each, day's failure to comply with an order shall constitute a separate violations PER ORDER OF THE HEALTH`DEPARTMENT.. 24klo 1. Kelly hector of Public Health i r . # .;ry: ;f"k w Y.�Yj c^, lti +�rT3 � �a'k ;,. ts.l' zl ,; ,<F , 4•� ....)t, ^, JMK/bs cc; Natural Resources , ; Conservation Commission {6t � d 1 rLincoln St: ' Arlington, Ma. 02174 L March 3, 1987 _ .. . . Ms. Diane Boretos Conservation Administrator Town of Barnstable L 367 Mai Street 5 1987 n ' M AA _ Hyannis, Ma. 02601 Dear Ms. Boretos: As I mentioned to you during our phone conversation of February 23; 1987, I am acutely aware of.,,the severity. of the situation at my property .at the Cape Cod Village Condominium in Cummaquid. Thus,, I have scheduled a meeting with you at the Conservation Commission office to,•include the CCVA .consult- ing engineer, Peter Sullivan, the, Public Health officer, Dale ,@44r0I, ..the f `Seweroengineer ,Walter,�Jacobseri; and other ,Inembers'of the managing board of, CCVA. This meeting shall take place at .t'i0.O1a,on>.,Mar ch"I1,,,:,19874: With reference to your letter and the Orders of Conditions, I believe that condition 12 has been met and condition 20 has been met if it is referring to the plans of relocation. submitted.with the application. Condition .17 has ; ., not been complied with because ,of'„the difficulty: of designing a' suitable septic system, At such time I will endeavor to comply with condition 21. Please be advised that at the time of- the initial hearing in 1983, the Con- servation -Commission was aware that a design for an entirely new septic _.� system had been started. However, none of us could have forseen the. ensuing , x difficulties and delays. i - 1 �K �i • iQ 11.➢yr �.,t.R{+Y.,,l. 9. j 14 . . "' < 1 i I have enclosed a record�of our efforts over the lastf'years' and. a copy'+cf 'the plan showing the location of, my cottage k�.•, .' L . , I trust that our meeting on Mai=ch 11,` 1987 will'be the start of a mutually '' satisfactory conclusion. to this'process. }, Sincerely, Anthony R. Sapienza. .. a >r ,..*k :r.p., La.X:• ,,.iai, -. a' - r. i ! �' . 1 : 350 MAIN STREET PROPOSAL NO. C)0 J 8 9 y WEST YARMOUTH, MA 02673 TELEPHONE(617)775-2800 Septic Services CANNONS - CANCO Pumping & Plumbing • Heating •Sprinkler Installation ENERGY CORPORATION Services C-C TO: Date June re: Septic System Cape Cod Condo Village Assoc. Cummaquid, MA Mr. Anthony P ,Sa ienzce President Cape Cod Condo Village_.:Assoc. ` Cummaquid, MA The frequencyof pumping of the two 2 holding tanks has not et been P P ( ). g Y determined. It is expected that pumping each, tank once a week during the summer may be necessary. During the first month of.,,operation which shall be a trial period, we will monitor the tanks on a daily basis until we are sure of an appropriate schedule. At that time we will advise the Barnstable Board of Health and the D.E.Q.E. of the schedule for summer and for seasonal occupancy. Nonetheless, we are prepared to pump the two (2) tanks as' of�cn as necessary. We propose to pump and transport the septage waste from the tight tank system to either the pumping station in Barnstable Village, or the Barnstable Sewage Treatment Plant in Hyannis. All. charges will be on a per load basis. Each truck .has a loaded capacity of 2.,500 gallons. All town disposal fees will be in addition to the pumping and transporting fee. Barnstable Village Pump Station, Scheduled Maintenance $50.00/Load Barnstable Village Pump Station, Emergency Pumping $75.00/Load Hyannis Sewage Treatment Plant, Scheduled Maintenance $65.00/Load Hyannis Sewage Treatment Plant, Emergency Pumping $85.00/Load � In the event that the Barnstable Sewerage Treatmtnt Plant cannot handle the flow from this tight tank system, the septage waste can ,be' transported in-"' a 8,000 gallon loads .to an incineration' plant '.located;in .Nor_th Andover, MA:.::. The # cost will be $0.20 per gal lon.,� These rates are for pumping and transport .to the above locations and immediate discharge to the--receiving facility. These rates are subject to change on 30 - days notice. Respectfully submitted, TERMS: This Proposal subject to revision If not accepted within 30 days and to approval by Credit Dept.of Cannons. SUBJE(T to Mass.Sales Tax-where applicable. It is expressly agreed that title to all materials Is to remaln wllh Canco until contract Is paid in full. Unless otherwise slated-bills to be presented each month for all labor and materials on the job site,and are due and payable within 10 days ef'receipt of Invoice.Fallure to nuke payment as above staled shall constitute work stoppage and a bookkeeping and finance charge of I%%per month or an annual percentage rate of 18%on balance past due 30 days and ewer.If not paid when due,the buyer Is subject to reasonable costs of collection Including attorney's lees. -. All labor and new materials furnished and Installed by Cannons are guaranteed.This Installation shall be In accordance with all local,slate and utility codes governing such work. Master Plumber a5715 Master Pipe Filter,M8103 CANCO By r JSCYQu�gkeby authorized to furnish the material and labor specified above for which I(We)agree to pay the amount stated In said pfS60 b�rd1Q a1M ftve and on ev se s de hereol. WRITE•CANCO COPY Buyer ... YELLOW-CUSTOMER COPY ' ANK A onto-EIIE LOAF! L f . Page 4 The Register July 23, 1987 Strained relations prompt closed door,meeting about ConCom .staff By Bob Snell Francis Broadhurst has been outspoken in his criticism of the Gatewood.He complained that requests made by selectman Strain in the relationship between Barnstable selectmen commission,calling it"confrontational and anti-growth." and their secretaries are unreasonable and are upsetting work and Conservation Commission staff led selectmen to call McHenry agreed to talk with The Register July.16 about in the busiest conservation office in the state. ConCom Chairman-Bruce McHenry into Town Hall for a the session. Although McHenry says he is disturbed that, "You have three selectmen and their four secretaries try- closed doof`session July 14. selectmen are trying to unfairly influence actions or the com- ing to supervise Diane (Boretos) and Rob (Gatewood), During the meeting,selectmen complained that conserva- mission and its staff,both he and Barnstable selectmen say always trying to give them things to do," said McHenry. lion staff have been unresponsive when selectmen ask them the meeting was productive.McHenry also complained that "(Selectman) Billy Friel was upset and said, '1 want to be to perform certain tasks,McHenry says.The board also told he received less than 12 hours notice about the meeting and able to tell my employees in town what to do and 1 expect McHenry that it has been recieving letters and telephone calls that letters selectmen say contain complaints about ConCom them to do it., _ from residents complaining about alleged surly behavior of staff had not been forwarded to the conservation depart- staff members toward the public. ment. "My impression is that they(selectmen)want to gain con- Selectmen and n-ambers of the ConC.om have clashed McHenry says he pointed out to selectmen that state law trol of the commission.They feel like they have lost control recently over the board's decision to appoint Chcster Crosby, mandates that ConCom members appoint and supervise per- and want to gain it back. It's mostly Mickey(Broadhurst) Jr. of Osterville to:the ConCom,in place of.commission sonnet in the conservation office,mainly Conservation Ad- and Billy(Friel)who are concerned,"added McHenry. "1 member Frank Lowenstein, also.of Osterville. Selectman ministrator. Diane Boretos and Conservation_Agent Rob Continued on next page Broadhurst says appointments flap is part of campaign to discredit him By Bob Snell Barns,a )aS^Iectman Francis Broadhurst called a'July 20 press conference to defend appointments the board has made to several town committees, saying letters to local papers f ! ? criticizing the appointments are part of"a well organized r e campaign"to discrecit him, y : During questioning,Broadhurst said he has no proof who is behind the letter w-iting effort,but assumes it is the same tier 7� �, �.:'t t( •>- � � ` �c'- ® •'� �` people who opposed him during his campaign for the board. tfi Seated on the stage in the Town Hall conference room �i�J � �' �,,..�=--� "�- c t with a phalanx of microphones before him, Broadhurst ac #cry_ a ' SFr r rt^ cured the press of prejudging his recent appointments before y they even take seats on their respective committees.He called criticism of the appointees "naked bigotry and prejudice...the kind of which l have been fighting all of my — I life. "If people want a piece of me let them come after me," said Broadhurst. "Don't go after others in my place." l vs1_• f 0° Broadhurst explained his reasons for recommending ap- pointment of Chesler,Crosby,Jr.to the Conservation Com- mission in place of former ConCom member Frank Lowens- tein and James Croc:cer, Sr. to the Board of Health over Barnstable Selectman Francis Broadhurst asks for another,question longtime Chairman Robert Childs.He also defended naming Selectman Bill Friel's brother-Kevin a.Department,of Public Works Commissioner nd Paul Brown an alternate to the tempered by a more practical voice. He •said the to the Board,of Health are politically motivated,especially Board.of Appeals. commission's "adversarial and confrontational" attitude from health board member Ann Eshbaugh of Osterville who But Broadhurst spent most of the 45-minute session had not stopped growth or even slowed it down.He added was a supporter of Jeff Parker,a former candidate for select- defending appointment of Crosby and Crocker.He said the that the ConCom needs Crosby's wisdom and practicality to man. appointments were fulfilling a promise he made,'during his bring about a more favorable climate for negotiation with He said,the Ceakl board has not been moving in the direct campaign to put more:businessmen onto town boards. developers,who would in turn make more voluntary conces- `tion necessary to protect the town's groundwater;and singl- "1 made it clear during my campaign that 1 would bring in sions to the town. ed out the board's approval of a tight tank septic system-fort new faces to bring balance to town boards," said Broadhurst claimed that constant conflict between the Cape Cod Village Condominiums in Bainstable'as an exata- Broadhurst. "Input from the business community has been ConCom and developers led only to long orders of condi- $le. Barnstable Department of Public Works (DPW) ha notably absent in the decision making process. It's another tions that are regularly overturned by the state Department frecentlycornplained about approval of the tight tank,saying practical element of the community that I thought needed to of Environmental Quality Engineering (DEQE). While aRithe town's wastewater treatment plant does not have•enough be involved in the process." Broadhurst said he had no figures to support the claim,Con- (capacity to handle the large amount-of seplage from Cape Com member Elisabeth Clark rose to tell Broadhurst that 65 Cod Village on a regular basis..# - - 'Adversarial and confrontational' ,,. percent of Barnstable ConCom orders are upheld by DEQE. �J[itiy(the health board)did not even"consult-the DPW' Broadhurst said the ConCom has recently.been Clark said that is the best record in the entire state. (before they made their decision,' saidjBroadhurst. "These "motivated by a spirit to stop all growth"that needed to be Broadhurst said objections to his appointment of Crocker fare not the marks of a cooperative administration FALL BLEYLE IS,HEREI ouR41NUPECIAL at... O% i hOr 1. Mattress 3. Free Lifetime Mattress Pad 2. Genuine Boxspring 4. Free Delivery Bleyle presents this "SEA ISLANDER" s' 'T classic one-button Durable construction . f jacket.Updated for TWIN SET .............$129.95 , fall with notched FULL SET..............$169.95 lapels and flap p ............$299.95 pockets.Pair it with r our pull-on dirndl "SLEEP-O-PEDIC" skirt.A design {,wilted Deluxe highlighted by angled Firm construction ,> a pockets and center � = TWIN SET.............$169.95 back pleat.A crepe de FULL SET....... ......$259.95 chine long sleeve Qo " sy ,� blouse with a shirt QUEEN SET...........$349.95 J � P collar finishes the look that has never rt o�R� "CO FO Top DIC" r 1 R -� looked more.timely. A 6 l �'r.•x"' & _ .. r- " All garments in sizes 6 —11� I_ ��O t•C , Extra-firm orthonedic Best Value 6 4b4 10, Oro _ — ern=-- 00-1 o loll zol- Af 00-1 Of poor f 1 I° ,;� - _ _ r.. � �, �` .1 � ,� , T` , ,1 ^S� .. .._.... � tiv4 � ` � � � ti �,� €.� _ � r �� •t* � „ _ � � .y1 � � ' ,5 t �� { ,' ..� � .�+ �\ 1 �` 1',. ... �f� ` ; � _ 4 a J/ tip.." . - � \.�� �''`, � �ti;tit\``�,,,�, \ � � i \ - � t �� P Mi-- ,. �1,® YUJI r�' 9 �5outhw.ick Grieca$pQsr Inc.-` a L f '� �-� - 50 Island Street,Lawrence,MA 01840-1890 t P y � �,j\d,orNlhi,r*"l —C o,pem C A—Cov _s a 364 —q iQoJ Gk A m LSD 6 t2soo. 8 Arn .2so0; O A a5-00 7 L6 p w. Sd — S-)o O 7/23 It 3 r✓► aSa 0 ? ? �zz 1 23 Ahj ol z3 i�/z3 a aSo 0 1 S.Russell Sylva �yn Commissioner J C�GL�%ZP�C.lIJ.li e Gilbert T.Joly Regional Environmental Engineer 02'?47 9-47-1.2SI, 611 680-6 4 June 22, 1987 Baxter & Nye, Inc. RE: BARNSTABLE--Subsurface Sewage 7 Parker Road Disposal--Proposed Tight Tank for Osterville, Massachusetts 02655 Cape Cod Condominium Village, Harbor Point Road ATTENTION: Peter Sullivan, P.E. Gentlemen: The Department of Environmental Quality Engineering is in receipt of your letter dated May 8, 1987, and plans dated June 9, 1987, requesting approval for the installation of two (2) tight tanks at the referenced location. The plans consist of three (3) pages, the first of which is titled: it . Nealth Dept. 11 SITE PLAN �;� _ ^Town of Bamstahls CAPE COD CONDOMINIUM VILLAGE t ` r? 1f5� 1.:: CUMMAQUID BARNSTABLE SCALE: 1"=40 DATE: APRIL 13, 1987 REV: APRIL 22, 1987 REV: APRIL 28, 1987 REV: MAY 4, 1987 REV: MAY 6, 1987 p' pp 4 ion ��yq REV: MAY 8, 1987 REV: JUNE 1, 1987 J U N 2 REV 6.9.87 BAXTER & NYE INC. REGISTERED LAND SURVEYORS & CIVIL ENGINEERS OSTERVILLE MASS SHEET 1/3 The plans propose to dispose of an average of 4840 gallons per day of sanitary waste from the referenced site by mearis of two (2) tight tanks equipped with an audio-visual alar*: set at three-fifths capacity. The Department is of the .opinion that there is no other feasible alternate subsurface sewage disposal system that could be installed at the referenced location. Therefore, the Department hereby approves the plans with the following provisions: 1. The local Board of Health must certify that the system will be monitored by them to see that it is being properly operated and maintained. -2- 2. Failure of the owner or person having control of the tanks to keep the tank installation from overflowing and properly maintained will constitute grounds for revocation of approval for the use of the tight tanks. 3. Construction shall be in strict accordance with the approved plans and Title 5 of The State Environmental Code and no further changes will be made in the approved plans without the prior written approval of this Department. 4. A Disposal Works Construction Permit must be obtained from the Board of Health prior to the start of any construction. 5. Written certification that the tight tanks have been constructed in accordance with the approved plan shall be submitted to this office with a copy to the Board of Health. Said certification shall be submitted by a Professional Engineer who is registered in the Common- wealth of Massachusetts. Nothing in this provision is intended to interfere with the right of the Board of Health to inspect the tight tanks at anytime during construction in order to assess compliance with the final plans, as approved by the Department. 6. The tight tanks shall not be utilized until a Certificate of Compliance is issued by the Barnstable Board of Health. 7. A copy of the contract for pumping is to be submitted to this office upon renewal with the hauler. No Environmental Notification Form is required to be submitted for this project since it is exempt under the Environmental Protection Regulations of the Executive Office of Environmental Affairs and the project has, therefore, been determined to cause no significant damage to the environment. Enclosed herewith, are stamped approved copies of the plans, a copy of which must be kept on-site and used for construction purposes. If the Department can assist you further or you need additional information, please feel free to contact Mr. Brett Rowe at the above telephone number. Very truly yours, 1' Health De4t tzlobert P. Fagan, t Deputy Regional Environmental Engineer F/BR/lm y r Enclosures cc:- Board of Health Town Hall 367 Main Street Hyannis, MA 02601 r - 47?4e72,t2**2Z1r4eZZM of AV S.Russell Sylvs 0"' C.OIMWipy/ �p� 011ben T.Joly c�f Rpm EmkonmwW F.npinw o1CLR�Pi��GR��J o1:�GG��?OTG�y N&M7• -S-07-XIJO' &e 1. June 22, 1987 i Baxter & Nye, Inc. RE: BARNSTABLE--Subsurface Sewage 7 Parker Road Disposal--Proposed Tight Tank for. Ostervill€:, Massachusetts 02655 Cape Cod Condominium Village, ATTENTION: ' Peter Sullivan, P.E. Harbor Point Road Gentlemen: =�>> ,;=•. .. The Department of Environmental Quality Engineering is in receipt of dated May 8, 1987, and plans dated June 9, 1987, requestingYour letter Of two (2) tight tanks at the referenced location. pproval for the installation a p The plans consist of three (3) pages, the first of which is titled: w . SITE PLAN i - 'CAPE COD CONDOMINIUM VILLAGE CUMMAQUID BARNSTABLE t SCALE: 1 w-40 DATE: APRIL 13, 1987 "REV: APRIL 22 1 1987 REV: APRIL 28, 1987 �.. _ RSV: MAY 4, 2987 REV: MAY• 6, 1987 REV: MAY 8, 1987 . REV: JUNE 1, 1987 _ ._•:• =.�r. REV 60,87 BAXTER & NYE INC. - 1 REGISTERED LAND SURVEYORS & CIVIL ENGINEERS OSTERVnaz MASS W SHEBT 1/3 w The Plans propose to dispose of an average of 4840•gallons per day of sanitary waste from the referenced site by meads of two (2) tight tanks equi set at three-fifths capacity. pped with an audio-visual alai r 7he Department is of the Opinion that there is no other feasible alternate subsurface sewage disposal system that could be installed at the referenced location. Therefore, the Department hereby approves the plans with the following provisions: 1. The local Board of Health must certify that the system will be monitored by them to see that it is being properly operated and maintained. . . fS �ofTNETo� TOWN OF BARNSTABLE . OFFICE OF EAflY7TABLL MAet I BOARD OF HEALTH y °ems 039. 367 MAIN STREET F0 YAI k` HYANNIS, MASS. 02601 June 4, 1987 The Town of Barnstable Board of Health has received a check in the amount of $3,000.00, from the Cape Cod Condominium Association. This money will be placed in an Escrow Account kept at the bank of New England, 442 Main Street, Hyannis, Mass. The money will be used for: (1) Emergency pumping, repairs and maintenance of the tight tanks. (2) abatement of health and safety hazards caused by conditions on Cape Cod Condominium property. Nothing herein shall be construed to relieve the owner of the .property or it's successors from any of its responsibilities or liabilities for the maintenance of.the property. The account will be held for perpetuity with the interest accumulating in the account. i John . Kelly Cape C Village ondo ini ms � 3 Aj>Z Date �E I 350 MAIN STREET PROPOSAL NO. 0 0089111114 WEST YARMOUTH, MA 02673 TELEPHONE(617)775.2800 Septic Services CANNONS - CANCO Pumping & Plumbing •Heating *Sprinkler Installation ENERGY CORPORATION Services CEC TO: 0O • June 3,19u— re: Septic System Cape Cod Condo Village Assoc. Cummaquid, MA Mr. Anthony Sapienzce, President Cape Cod Condo Village Assoc. Cummaquid, MA The frequency of pumping of the two (2) holding tanks has not yet been determined. It is expected that pumping each tank once a week during the summer may be necessary. During the first month of operation which shall be a trial period, we will monitor the tanks on a daily basis until we are sure of an appropriate schedule. At that time we will advise the Barnstable Board of Health and the D.E.Q.E. of the schedule for summer and for seasonal occupancy. Nonetheless, we are prepared to pump the two (2) tanks as often as necessary. We propose to pump and transport the septage waste from the tight tank system to either the pumping station in Barnstable Village, or the Barnstable Sewage Treatment Plant in Hyannis. All charges will be on a per load basis. Each truck has a loaded capacity of 2,500 gallons. All town disposal fees will be in addition to the pumping and transporting fee. Barnstable Village Pump Station, Scheduled Maintenance $50.00/Load Barnstable Village Pump Station, Emergency Pumping $75.00/Load Hyannis Sewage Treatment Plant, Scheduled Maintenance $65.00/Load Hyannis Sewage Treatment Plant, Emergency Pumping $85.00/Load In therevent _that the Barnstable Sewerage Treatment Plant cannot handle the flow from this tight tank system, the septage waste can be transported in 8,000 gallon loads to an incineration plant located in North Andover, MA. The cost will be $0.20 per gallon. These rates are for pumping and transport to the above locations and immediate discharge to the receiving facility. These rates are subject to change on 30 days notice. Respectfully submitted, TERMS: This Proposal subject to revision if not accepted within 30 days and to approval by Credit Dept.of Cannons. SUBJECT to Mass.Sales Tax-where applicable. It is expressly agreed that title to all materials is to remain with Canco until contract is paid in full. Unless otherwise stated-bills to be presented each month for all labor and materials on the job site,and are due and payable within 10 days of receipt of invoice.Failure to make payment as above stated shall constitute work stoppage and a bookkeeping and finance charge of 1'h%per month or an annual percentage rate of 18%on balance past due 30 days and over.If not paid when due,the buyer is subject to reasonable costs of collection including attorney's fees. All labor and dew materials furnished and installed by Cannons are guaranteed.This installation shall be in accordance with all local,state and utility codes governing such work. 'Master Plumber N5715 Master Pipe Fitter NM8703 CANCO By JS(`,Y6uptq?reby authorized to furnish the material and labor specified above for which I(We)agree to pay the amount stated in said prljp Wbt;rdiQa3MFVe and on �v se—e side hereof. ' WHITE-CANCO COPY Buyer YELLOW-CU810MER COPY PINK 8 GOLD-FILE COPIES Buyer -350 MAIN STREET PROPOSAL NO. 0000M WEST YARMOUTH, MA 02673 TELEPHONE(617)775.2800 septic services _ CANNONS - CANCO Pumping 8L - Plumbing • Heating •Sprinkler Installation ENERGY CORPORATION Services C=C j TO: 0M9 June 3, 1987^' re: Septic System Cape Cod Condo Village Assoc. Cummaquid, MA Mr. Anthony Sapienzce, President Cape Cod Condo Village Assoc. Cummaquid, MA The ,frequency of pumping of the two (2) holding tanks has not yet been determined. It is expected that pumping each tank once a week during.; the summer may be necessary. During the first month of operation which shall be a trial period, we will monitor the tanks on a daily basis until we ,are sure of an appropriate schedule. At that time we will advise the Barnstable Board of Health and the D.E.Q.E. of the schedule for summer and for seasonal occupancy. Nonetheless, we are prepared to pump the two (2) tanks as often as necessary. We propose to pump and transport the septage waste from the 'tight tank system II' to either the pumping station in Barnstable Village, or the Barnstable Sewage Treatment Plant in Hyannis. r All charges will be on a per load basis. Each truck has a loaded capacity of 2,500 gallons. All town disposal fees will be in addition to the pumping and transporting fee. Barnstable Village Pump Station, Scheduled Maintenance $50.00/Load Barnstable Village Pump Station, Emergency Pumping $75.00/Load Hyannis Sewage Treatment Plant, Scheduled Maintenance '$65.00/Load Hyannis Sewage Treatment Plant, Emergency Pumping $85.00/Load In the event that the Barnstable Sewerage Treatment Plant cannot handle the flow from this tight tank system, the septage waste can be transported in 8,000 gallon loads to an incineration plant located in North Andover, MA.. The +oast will be $0.20 per gallon. These rates/ are for pumping and transport to the above locations and immediate discharge,to the receiving facility. These .rates are subject to change on 30 days notice. Respectfully submitted, TERMS: 3 This Proposal subject to revision if not accepted within 30 days and to approval by Credit Dept.of Cannons. SUBJECT to Mass.Sales Tax-,where applicable: It is expressly agreed that title to all materials is to remain with Canco until contract is paid in full Unless otherwise stated-bills to be presented each month for all labor and materials on the job site,and are due and payable within 10 days of receipt of invoice.Failure to make payment as above stated shall constitute work stoppage and a bookkeeping and finance charge of 1 1h%per month Oran annual percentage rate of 18%on balance past due 30 days and over.If not paid when due,the buyer is subject to reasonable costs of collection including attorney's fees. All labor and new materials furnished and installed by Cannons are guaranteed.This installation shall be in accordance with all local,state and utility codes governing such work. Master Plumber#5715 Master Pipe Fitter NM8703 .✓ �.... CANCO ENERGY-.CORP. ✓ By JSC�ouMa eespiemby authorized to furnish the material and labor specified above for which I(We)agree to pay the amount stated in said proposaljdcd$rding to termssabove and on reverse side hereof. wxfTE-CANCO COPY - - Buyer YELLOW-CUSTOMER COPY - PINK&GOLD-FILE COPIES Buyer . .e39• � 39 367 MAIN STREET HYANNIS. MASSACHUSETTS 02601 3 t June 3, 1987 i Ms. Arlene Wilson A.M. Wilson Associates, Inc. 911 Main St. Osterville, MA 02655 S Dear Arlene: This is a written follow-up to our phone conversation of Monday, June 1., 1987 regarding the Cape Cod Condo Village. As you know, the project was approved pending the submission and approval by the Commission of revised plans showing the following: 1) Relocation of the pumping station north of the marsh to the western edge of the rush marsh. 2) ) Completed delineation of the coastal resources (dune, marsh) including landward delineation of primary and secondary dunes starting behind the Yawitt unit all the way east to the property bound on the east. If you recall in our conversation, I consider the shrub line of bayberry and rosa rugosa as part of the secondary dune system to the east of Harbor Point Road. tj Sincerely, c t C. Diane Boretos 3 Conservation Administrator I CC: Sapienza r Dale Saad i �-Health Depc �� Town of Bamstabf c r'� 4 ER MR ` pro 31987 THE FOLLOWING IS/ARE THE BEST IMAGES FROM POOR QUALITY ORIGINALS) i A- F m � -c DATA May 30 , 1987 Mr. John Kelly Board of Health Town Hall 367 Main Street Hyannis, MA 02601 Dear Mr. Kelly: I wish to apologize to the Board of. Health on. behalf of the Cape Code Village Condominium. fora. mistake.. we have made. I did not know that prior permission, was necessary for the' use of portable toilets. I had called Ms. Dale Saad. before the actual installation .of the toilets to ask. for information on the proper procedure. She.explained that such use- could. onl.y. be for contractors working at the village and I understood her to say "'prior notification" , not permission would be necessary. I then sent her a letter notifying the Board of Health of our plans. Obviously, I did not understand the regulations correctly and am sorry about our. error I do hereby ask for permission. to use portable toilets at Cape Code Village Condominium. Our contractor, Mr. Bernard Wilber, advises us that these toilets are necessary. for the workmen who will be installing the tight tank system. In addition. a number of . property owners will have contractors working on their cottages (shingling, painting, etc. ) during the month of, June and these toilets would be necessary for them. Thank you very much for your cooperation in this matter. Sincerely, " 1 Anthony R, Sapienza, President Cape Cod- Village Condomiunium ARS/and cc; Mr. Bernard Wilbur Mr. Bruce Gilmore } May 27, 1987 Ms. Dale Saad Resource Coordinator Board of Health 367 Main Street Hyannis, MA 02601 Dear Ms . Saad: Please be advised that the Cape Cod Village Condominium has had two (2) self contained portable toilets placed on the property in order to facilitate construction work taking place there. Nonetheless, the water system has not been turned on. Furthermore, the pumping and filling of the old septic system has begun. Specifically the large tank in the dune area, the small tank near "Land's End"Cottage, and the junction boxes serving the large tank are now filled. Work on this process will continue this week in order to comply with the Conservation Commission order. Yours truly, Anthony Sapienza, President Cape Cod Village Condominium ARS/md cc; Ms. Diane Boretos Conservation Commission 5. �eeannoe� _ Town of 881MAIble h� ry IF2 c .e MAY 2 71987 IIII�I.�I1,,��"1,,.,,IIr..,.".,I I,...A.�,".1�.I�:�.,-,.I.I/"..�-..I,,-II1,:-.1­I:,,,1.,1.,"_I�.'.,..�,,Ii..�I,I..-._1...,"".�..,"..-..,'.,4I-,;,..,.".�,,I�I.I�.1:...�-­.'I._.I..I-�.,.t:��1-,,,.,.:��-:'�.,I..I".I....,.,1-I,I,�..I,_...,.1­,:..,�.I 1��..-.�_.I_,1-I.-.,::,I.�,,4I,.,-I I,,.�:,..,*.�i._.i- Y.J•` - t -.. - h ! X fr M1`4( 4 xtV SM -0'SAY f' �_' ` t I. v r , , v �M.z--�,.I�..,.,-�",.1I, I.. .t ! Y. J yam, ) 44�.j _ t 't.. t Lr A. „�44p Pw f 0� Y. ! t ).: S- " , Y, '4 !S 3• ..'.a }rr fi ev7 b` '. , i 'n 7.j` ` ° ft rh . •1. -a t:c ,I:a v rt ;R , CtV 1. ! r k..F.{ {J Y May'7, 198? t < - ,,i _r.44 Y>s ` a f 4 u y A ." J .. .. ,>. �., tin :f . r T* , , ;yafF ' lI ,Ms.,Juditl Prlarkland'- i .4% , ; `_i , e. 6 F,�3,r ', z .1 r., 24'Westland Load , , L{ t t r Weston, MZ 02193 ` 3! m . t /r R - . ei 1 lr f.t _ , a= a i t - f f •f F = x !, #yM ti LY,�t ! ,}:r F i� RE gape hod Village;Cotldo'i fniums F i a 1 r Dear Nfs �,�arklaad i a A W t ., Y - t .i bpy o your lettee'was r�Eeived tdday c f g, ;� r -_ a. s r ', .a i4#t, .,i, . at n v o' The :Board' oP health~has madeverq effort'' to expedite zppova •of ` la;�Ts fell tight tan4q,.,.at the gape .Cod. V l,lage',-Condbmin irrft .or`plOv,'u4 W, " h` evo r' called your'en ineeg and i ±' instruc�e l,` " n as tt� �wh t . A I neec � ':,to nze,Ot tfie State& policy fqr'. ti ht.tanlc ro aI, aril ` Is® r P �l ► a wllt.tYytQrvnwo�ticlequtre.: `°' r Your Pe gesorittives `m tftF� . '; p es,on Tuesaay, T:.-a 5, 19 � dt vir�h<`due,: a We reviewed .the pl :ns anti; app dvc, the can�apr,° r�1X�ioi-0 , ogre details �f., "N' the „Depap. ebt. of Enviton,Tienta ,vality 'Enojf6erlglg` ate"Qu r r;lentsX tFt 1p not completely s�atisfr Ns f k N t w} ' - .2. .,,, If f t Te^vr' " 4 SJ r { E- N_ .;1y t - f .,r*i.•i :' ,the instxsllationV of the tii;i t can s, alto regti rPS prQFd l . ,Vttb•.i?epartrneI� , r ©f EnvfFoafinen�al'()taality I ngine an " < <,z 0: h y �` y✓e eves rsig�estEd that ,your rpresepates °bz�d delved eDe plank toh r :, , lDepartm iif of.:Environmental ,�uality' kIgineer r}'g, rah akeville,; fte ;A,` y`'r '` had'`rbtairied.tlte'°nccesary inftirr'iatfon;to meet t " $tales 'miriimu cr€feria } 71tr? .: .�.. h. �'1 f - ! h Y. I . 9nclosecl, is a copy of.out'1e`jtor t6 the onser'vatron`'Cort mission r %" y, very tr y:_y r&,° , �_ :. r y a, x .4 ':S .. - . ou �•"� tt Y M l�'• 1 J ` 1 4,. 'f. Robert L .Childs , ; t }� ChaPr#ian , t. { Boar d°of Health - , , , Town=of �arnsta:ble � 4, a a r Si• fra s.� JMK/bs ' ; f.y. t - t h S s�' iKr Y q c -} r _: cc. Selectmen x j sr - � .. 4 ,, ,',V ,., ; E Consepvi eion.Commi' "*. _ ! 'u c ,. :J �` �, - End. , z ', y s _ - h: { t .. .'. . 4 -5 1 ♦, .: -•' . 41.. r,^.:.L.t. ".. ,. .. - - '••l i,, 4 4 3J J'f a,Jl 7 a /r.,r.. ofTMrro C7— ssa»r 0 9 s63 • � �p�Yk 367.MAIN STREET HYANNIS, MASSACHUSETTS 02601 TO: Board of .Health FROM: C. Diane" Boretos SUBJECT: Emergency.Request from Cape Cod Village Condominiums, Cummaquid DATE: May 4, 1987 The purpose of this memo is to inform the Board of the. Conservation Commission's recent action on the above projeCt.' r On April 28, 1987 the Barnstable Conservation Commission unanimously voted to .deny emergency procedures for -the installation of holding tanks at the above location. The Commission recognizes the .need to handle this project as expeditiously as possible, but they are also aware that the applicant has been fully aware of the septic system problems in this area for a number of -years. Both this office and the .Health.Dept. have been patiently working with the applicant and his consultants for some months now. In fact, my understanding is that the -Health Dept. has extended the .deadline .period for compliance on numerous occasions for the purpose of .receiving completed rengineering plan which T understand to date still have not been filed. The .delay on .this project clearly has been with the applicant, not the Health Dept. Of N� Mqy • p � ... }s � i �P _ F A s y f L— �r ��e' • °�$ '��; C�'Gl�/I?i G��cC�ll'/�I��Q/l��C-Pi ' �sARI''�AM na ' 367 MAIN STREET HYANNIS, MASSACHUSETTS 02601 ! TOWN OF BARNSTABLE - EMERGENCY ORDER FOR WORK UNDER MGL CHAP. 131, SEC. 40 , AND TOWN OF BARNSTABLE BY-LAW, ARTICLE 27 6 TO: Anthony Sapienza, President Cape Cod Village Condominium Assoc. 5 Lincoln St. a Arlington, MA 02174 I P t DESCRIPTION OF PROJECT: Pump out existing cesspools and fill with clean fill at the Cape Cod Village Condominiums, Cummaquid E s This order allows the applicant to perform the above described work which shall be completed within 30 days of issuance. The applicant shall make every attempt $' to minimize work within the dune area and marsh wetland on the site. This Emergency Order in no way circumvents the Wetlands Protection Act application process under both the State and Town Wetlands statutes, and requires that the applicant file with the Commission for this project at their next regular meeting, or the .next meeting where the project can be scheduled on the agenda. Emergency permission has not been given for the placement of septic holding tanks at the above site. That work will require a Notice of Intent filing. Date of Issuance: May 4, 1987 Signature ' Chairman, Conservation Commission c CC: DEQE - Lakeville Dale Saad - Board of Health to t Haafth a.. Town of gad bb MAY nn .. '1J. Y� @� 24 Westland Road Weston, MA 02193 May 4, 1987 Chairman, Barnstable Board of Selectmen Town Hall Main Street Hyannis, MA 02601 Dear Sir: As a property owner at Cape Cod Village Condominiums in Cummaquid, I am. writing to request that the selectmen do everything in their power to help expedite the necessary town approvals for installation of improved sewerage disposal systems in the Cape Cod Village so that it may be occupied this summer. The Village was notified in early March that a Board of Health inspection on February 5, 1987 had found our. sewerage disposal systems to . be in violation of state regulations and one source of contamination of the shellfish beds in Barnstable Harbor. We are under orders from -the Board of Health to remedy the situation as expeditiously.as possible and, of course, our cottages are not usable until new sewerage disposal facilities have been installed. Adverse weather conditions this spring delayed preparation of our plan slightly, but the Cape Cod Village Association. has submitted detailed plans prepared by Baxter and Nye, professional engineers, for installation of three "tight tanks" to handle the cottages' sewage. Baxter and Nye and our environmental consultants, A.M. Wilson, Associates, are convinced that these plans completely satisfy all applicable health, sanitary, and environmental requirements. Contractors have been hired and the necessary equipment has been located. Installation now awaits only the final approvals of the Board of Health and the Conservation Commission. I urge you to see that these bodies process our requests as quickly as. possible, in recognition of the true emergency nature of the situation. Unless the necessary approvals are granted by mid-May, it will be virtually impossible for construction to be completed by the beginning of the summer season. Any delays would cause enormous personal and financial hardship to the property owners in the. complex. THE FOLLOWING IS/ARE THE BEST IMAGES FROM POOR QUALITY ORIGINAL (S) M.I A- , -1 / �G& L DATA r i ! ,rman, Barnstable Board of Selectmen 4, 1987 ge two Collectively, the Cape Cod Village Condominium is a substantial taxpayer in Barnstable. We have always been satisfied with the quality of the town services. We understand the importance of the health and environmental regulatory processes but hope that the town agencies will also respect the severity of our current situation and expedite their actions accordingly. Sincerely, Judith Markland cc: Chairman, Conservation Commission -j6airman: Board•of'.Healthw A. Sapienza BAXTER & NYE, INC. LIEUTE i (IF MUM EMIL 7 Parker Road OSTERVILLE, MASSACHUSETTS 02655 DATE JOB NO. - -, ATTENTI g�� � RE: TO pv.z ®i— �9 �2►�.A S� (J�, t 1 WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION C ' Iffm n AP THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution -- ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FOR BIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS 9-1�.Z� S �+� �z��� > .-1- �-rnn '��tia�r�- i r•ILD�.:,..� `i Z-�' C•Arc_C COPY TO SIGNED:. PRODUCT24042 EBS Inc.,Groton,Mm 01471. It enclosures are not as noted, kindly at once. _ NEW from Microwaste National, Int Inte.. r9qu tic SYSTEMS *InterSeptic unit shown is a prototype and is subject r to changes due to improvements HOMEOWNERS: �• • Replace failing septic Tx . systems. E • Build homes with no u a f r septic or sewage systems. �u<<�, ,;� � •- � • Add bathrooms where previously impossible. _5. • Reduce mandated lot • f r sizes. -., ::;b ; ;•. • Eliminate odors. r C �ti 1 InterSeptic by Microwaste is a revolutionary invention which finally provides an inexpensive, safe, odor-free and efficient method of solid waste U.S. PATENT NO. disposal. A technological breakthrough, this compact 4,631 ,133 unit totally replaces septic or sewage systems. The InterSeptic system is an unobtrusive, self-contained, automatic waste treatment process. It does not alter the residents' lifestyle. Qualified dealers install InterSeptic systems in hours and provide the annual service. InterSeptic SYSTEMS • Saves individual homeowners • Eliminates the dangerous germs thousands of dollars. and viruses present n sewage, • Allows construction on land reducing contamination to the previously unsuitable due to lot environment. size restrictions or proximity to • Leaves no offensive odors property lines, streams, wells or commonly associated with failed waterfronts. septic tanks and cesspools. rA � TREATMENT PROCESS SYS TEMIc Coll®ctlon Phase: Processing Phase: 1 i, Waste flows through inlet valve(01)into Unit A. When Unit A reaches capacity a sensing unit shuts Solids are trapped in the reaction chamber(p2).The inlet valve(a6)and activates processing of waste. liquids are then clarified by special ceramic filters (As Unit A is closed the inlet valve to Unit B opens to (x3)before being allowed to flow to the lower accept new waste.)Slower(p7)starts.Sensing unit chamber(N4)and through the water outlet(#5). verifies positive air flow to insure safe processing. Microwave unit(a8)is started and rapidly dehydrates Nt Inlet Valve solids.Electrical coils(ii9)reach flash temperatures #6 Shutoff Valve and incinerate solids,leaving sterile ash. e e o a7 Blower 4* #5 Water Outlet #8 Microwave Unit a3 Ceramic Filters #4 Lower Chamber N9 Electrical Coils N2 Reaction Chamber w Final Phase: Pneumatic delivery system automatically removes r ash to-storage receptical(a10)located outside of the house.This completes the processing cycle. 010 To Storage Receptical U.S. PATENT NO. 4,631 , 133 �,.. N,cge 5e`a `eed 0 • Can be located in a basement, 0 Measures approximately 3'x 2'x 2' underground or outside. • Uses ordinary house current • Installs in 4-8 hours. • Utilizes one kilowatt'of electricity per • Highly reliable—requires service only day for a family of four. once a year SYSTEMS • Operates more safely than a microwave •1987 national average cost:71/29 per IrEftrSeptic .. oven kilowatt • Weighs about 100 lbs. For more information contact: 1 NATIONAL, INC. 227 Hathaway Street East Girard, Pennsylvania 16417 814-774-4546 FAX 814-774-4655 Printed in USA � � S�� SIT1987 t 4' . -1 1 I of i t s � 4 s 4 3 ;W r•y /1 Fall 1987 Grown thompson ' neuispc-Vem ► September 23, 1987 A Supplement To All Brown-Thompson Newspapers •i�'� ��=.�,. +y�jt�- �� �i fit. ►_ •a: :_•"•. ,.. _-. ., K �., Girard lumber-inventor HpMEOWNERS: # t , t solves sewage. problems • Replace falling septic �< ' �' .� systems. ��' % By Cheryl Cross his crew at Microwaste interna- pumped away at a fraction of the tional• Build homes with no For communities and retesting theve ir busy ttesting eSwn th and oo•The dest of vice can be installed on 1 ( ' For world-over with designed to connect directly to ex- all new sanitarysewer septic or sewage systems ;n systems. :.i sewage treatment plants and septic isting home sewer lines. The In- areas where building permits can % systems overburdened to the point terseptic System is now in its se- no longer be issued because sewage • Add bathrooms why v% that excess sewage is a problen•:, cond generation,having a different treatment facilities are overloaded. previously impossi' _ Girard plumber-inventor Burt A+.- shape and components from the •For real estate development,the elrod's microwave filtration devic•:, original design."The process is the Microwaste filter burner will be • Reduce mandate,' Interseptic System,is a godsend. sae although the whole design is better and cheaper than an on-lot SIZ2S. The process is designed to different; better we think," Ax- sewage system. • Eliminate odors. I i separate solid sewage waste from li. elrod said. The patent for the Interseptic s ar hoe i quid a t point of usage.The li- in countries q d t to There are currently a number of ,System is pending 21 un nes tt�ecu,ri * T quids are almost completely experimental second and Axelrod is currently '" ^= • clarified and the solids are held in a generation ' units installed in the local area,and negotiating the sale of the license chamber.Through a series o(elec- one is being tested in Florida. for manufacturing to VSG In- on ironic processes, including These units are being monitored dustries of Halifax,Nova Scotia.A B, � microwave, the solids are burned model of the unit,accompanied b- �! closely and random testing is being D Y K and become inert particulate,. done. 'The process of evaluation a slide presentation,will soon be on They are reduced to an ash throw h ► „t 6 and design is a long one. but we display at Southern California •'e rapid dehydration and incinera- '+ t. don't want to mass market the In- 'Edison Company. •. , *, i tion. The ash is dropped into a The Interseptic System +s: . terseptic System until it is as perfect P Y promises x " • canister which, in an average as we can make it,"Axelrod said. e to take some of the burden off of f =>8 home, would have to be emptied septic systems and sewage e treat- about.— about once a year. The liquid He believes there are three major went plants. In addition, new a r; waste, although clarified as it uses for the system: housing developments could be passes through ceramic filters in *In remote areas where soil is not constructed minus the time and `; .1 � ! �-'`t • ` 1 - t..rrw:� `: ��y the device, still requires treatment good for a septic system,use of the money involved in building tradi- by a sewage plant or septic system. device will leave only minimally ob- tional treatment plants. Since first setting up shop in jectionable liquids for disposal. Axelrod estimates that the cost nlerseptie System -• Burt Axelrod, Inventor of a revolutionary microwave filtration January 1986 at the Girard In- (The remaining water can be leach- :will be in the area of $4.000 per device that he calls the Interseptic System,is shown here with a working model of a second dustrial Commons, Axelrod and ed deeply into the ground, or 'unit. generation unit.See story for more. March 3, 1987 Mr. Anthony R. Sapienza President of the Cape Cod Village Condo. Assoc. 5 Lincoln Street Arlington, boa 02174 Dear Mr. Sapienza: You are hereby notified in your capacity as President of the Cape Cod Village Condominium Association, that properties owned by members of the Association are causing a public' health nuisance. These properties were inspected by.Dale Saad, Coastal Health Resource Coordinator for the Town of Barnstable on February 5, 1987, on a routine sanitation survey of the area. The Department of Environmental Quality Engineering .was interested in a follow-up survey of this area. The on-site sewage disposal systems were found to be in violation of 310 CKR, 15.00, the State Environmental Code - Minimum Requirements for the Subsurface Disposal of Sanitary Sewage. The following violations were observed: Regulation 15.02.(General Requirements) (11) Discharge to Watercourses: Sanitary sewage and other polluting water is allowed to flow into tidal waters and shellfish beds of Barnstable Harbor. '(14) Type of System: Systems do not discharge their effluent to suitable subsurface sewage disposal areas. (15) Drainage. Disposal systems are located in areas where surface water accumulates. (18) ?iultliple Use-Prohibited: More than one lot is using the subsurface sewage disposal system. (19) Maintenance: Owners have not kept sewage disposal systems in proper operational . condition. One unit is filled with sand and cover is partially off. East of Bone Hill Road, Cummaquid, bia., has been closed for shellfish harvesting because of contamination. caused by inadequate on-site sewage disposal systems. Systems belonging to the Association are contributing to this contamination. Anthony R. Sapienza March 3. 1987 4. Page 2. The Cape Cod:Village Condominium Association is directed to have a professional engineer submit plans within thirty (30) days of receipt, of this order upgrading your on-site sewage, disposal systems to conform to Title 5; of. the State Environmental Code and the Town of Barnstable Health Regulations. Plans for tight tanks may have to be submitted,if systems, abating all contamination cannot be designed. After approval of the Engineer's design, the on-site sewage disposal systems must be installed by April 20, 1987. If no action is taken in this matter, the Board of stealth will consider condemnation of the dwellings, not allowing occupancy for the summer season. You may request a hearing before the Board of Health if written .petition requesting same is received within seven (7) days after the date order is served. None-compliance could result in a fine up,to $500.00 for each owner. Each day's failure to comply with an order shall constitute a separate violation... PER ORDER OF THE HEALTH DEPARTMENT John M. Kelly Director of Public Health JMK/bs cc: Natural Resources Conservation Commission SENfiER:,Corinplete aems'1 end 2.when additional services are desired,and complete items 3 and - �„ Put your address In the"RETURN TO"space'on the reverse side.Failureto do this will prevent this card from being returned to you.The return recei t fee vGill rovide ou.the name'of the arson delivered to-end the date'of delive .EFor edilitiorial feesahe o(owing services ere'avai a e"Consult. ,. ! i postmaster or fees eok box(es)for additional services!requested, i L Show to whom delivered;data,and°addrassee'seddress.. 2. [] Restricted Delivery. g 3:Article Addressed'fo. — idle Number 4 Art 'r Anthony R. Sapienza — _ 5 L>neoln Street �• Type ofservIce_', �g= Registered � ; i-nsurei AtIl gCons Iia 02174 � certified �8 COD - w ,5 Express Rail w 'Always obtain signature of addnrasea or a y agent and DATE DELIVERED. g :g t _ f e S.Addressews Address"(ONLY.,�af t X . r requested and fee pardJ - " 6:sggnaturee= gent X 7 Date of { ' w 5 PS Form 3811,'Feb.1986 ,DOMESTIC RETURN.RECEIPY a PS Form 3f3— -13. 1982 * U.S.G.P.O.1984.446.014 °ro m n cn -C �� o m m O .U3CD n om ° �D T. �n Q o T `�<p � O Z rn CD CD: rt co 00 -a CD lb U ®�- I) m r n rt m m n Rl v m CD Co <c ° Woe (D c zc n A :!] m� m CD N rn _D� a o a O rt rn. o> ®l on 3 cb y m vi o �+ t• r o M ru O� o B v � oFINE To TOWN OF BARNSTABLE � OFFICE OF • DAHKAGIDLL : MAsI BOARD OF HEALTH .� 0o f619, e� 367 MAIN STREET HYANNIS, MASS. 02601 Mr. Si Mrs. Douglas M. Lange 11 Whittier Street Cambridge, Ma. 02138 Property owned by you at 36 Way off Van Duze Road, Cummaquid, Ma:, was evaluated by Dale Saad, Coastal Health Resource Coordinator for the Town of Barnstable on February 5, 1987, because of a complaint or on a routine sanitation survey of the area. Your on-site sewage disposal system was found to be in violation of 310 CMR, 15.00, the State Environmental Code - Minimum Requirements for the Subsurface Disposal of Sanitary Sewage. The following violations were observed: REGULATION 15.02 (General Requirements) (11) Discharge to Watercourses: Sanitary sewage and other polluting water is allowed to flow into tidal waters and shellfish beds of Barnstable Harbor. (14) Type of System; System does not discharge it's effluent to a suitable subsurface sewage disposal area. (15) Drainage; Disposal system is located in an area where surface water accumulates. (18) Multiple Use-Prohibited: More than one lot is using the subsurface sewage disposal system. (19) Maintenance: Owner has not kept disposal system in proper operational condition and unit is filled with sand and cover is partially off. East Bone Hill Road has been closed for shellfish harvesting because of contamination from Inadequate on-site sewage disposal systems. Your system is in all probability a contributor to pollution. You are directed to have a professional engineer submit plans within thirty (30) days of receipt of this order upgrading your on-site sewage disposal system to conform to Title 5 of the State Environmental Code and the Town of Barnstable Health Regulations. Plans for a tight tank may have to be submitted if a system abating all contamination cannot be designed. After approval of the Engineer's design the on-site sewage disposal system must be installed by April 20, 1987. If no action is taken in this matter, the Board of Health will consider condemnation of Douglas M. Lange Page 2. the dwellings. You may request a hearing before the Board of Health if written petition requesting same is received within seven (7) days after the date order is served. Non-compliance could result in a fine up to $500.00. Each day's failure to comply with an order with an order shall constitute a separate violation. PER ORDER OF THE BOARD OF HEALTH �n M. Kelly Y, birector of Public Health II i �a--..-.....�.,,,--^^-oo.--:rsit+..—<,�--..-a-^_a>--�.--.-..�-..-.._._,...... :..,-.;..,.-,-,-t.;"..--r. ..,---r-,.'�eeasa.-r,.•r.,,-w.!,wsr:.mm'rsc;,. rl?'T'r=-z r;-- -- - .. �i�."r 0..!I c pyo�THE Tod` TOWN OF BARNSTABLE � OFFICE OF DAH3lTADLL MALL : BOARD OF HEALTH i630Ik. !� 367 MAIN STREET HYANNIS, MASS. 02601 Mr. Robert A. Yawitt 522 San Ignacio, Suite 3 Coral Gables, Fl 33146 Property owned by you at 299 Harbor Point Road, Cummaquid, Ma., was evaluated by Dale Saad, Coastal Health Resource Coordinator for the Town of Barnstable on February 5, 1987, because of a complaint or on a routine sanitation survey of the area. Your on-site sewage disposal system was found to be in violation of 310 CMR, 15.00, the State Environmental Code - Minimum Requirements for the Subsurface Disposal of. Sanitary Sewage. The following violations were observed: REGULATION 15.02 (General Requirements) (11) Discharge to Watercourses: Sanitary sewage and other polluting water is allowed to flow into tidal waters and shellfish beds of Barnstable Harbor. (14) Type of System; System does not discharge it's effluent to a suitable subsurface sewage disposal area. (15) Drainage; Disposal system is located in an area where surface water accumulates. (18) Multiple Use-Prohibited: More than one lot is using the subsurface sewage disposal system. (19) Maintenance: Owner has not kept disposal system in proper operational condition and unit is filled with sand and cover is partially off. East Bone Hill Road has been closed for shellfish harvesting because of contamination from inadequate on-site sewage disposal systems. Your system is in all probability a contributor to pollution. You are directed to have a professional engineer submit plans within thirty (30) days of receipt of this order upgrading your on-site sewage disposal system to conform to Title 5 of the State Environmental Code and the Town of Barnstable Health Regulations. Plans for a tight tank may have to be submitted if a system abating all contamination cannot be designed. After approval of the Engineer's design the on-site sewage disposal system must be installed by April 20, 1987. If no action is taken in this matter, the Board of Health will consider condemnation of the dwellings. You may request a hearing before the Board of Health if written petition requesting same is received within seven (7) days after the date order is served. Robert A. Yawitt Page 2. Non-compliance could result in a fine up to $500:00: Each day's failure to comply with an order with an order shall constitute a separate violation. PER ORDER OF THE BOARD OF HEALTH �IM/n M. Kelly ector of Public Health BAXTER & NYE, INC. Ilegislrred Land Sill-veyors and t;Nui! Engineers NEAR 3 7 Parker Ibmd (Werville•. Massachusetts II' fi:i:i Tel. ,till I28•51131 N 11.1.1ANI C NYE. It L.S.- President R1t:HARD A B.-VXTE:R.H.L.S.-Vice President 1'E:TER SULLIVAN.P.E.•Vice President-Engineering October 30 , ,11986 Mr . Anthony' Sapienza 5 Lincoln Street Arlington, MA 021a4 RE: Field Evaluation Cape Cod Condos Dear Mr . Sapienza: This letter is to summarize the field evaluation to date . On August 25 three deep borings were drilled and on September 20 three additional borings were 'drilled. Boring locations are attached. Of the six borings only one showed any promise for the soil percolating at all . A percolation test was conducted with the Board of Health on .October 23 . A backhoe excavated a deep test hole and a percolation test was performed. The soil tested at a percolation rate of one inch drop in 22 minutes . As a reference, State standards classifies a soil with a rate greater than one inch drop in 30 minutes as unsuitable. With a design perc rate of 1 in 22 an area approximately 6800 square feet of side wall is required to support a leach- ing field handling 14 condo units . Relating this to simpler terms, 1 unit would require 51leaching trenches each trench be irlg 1 ' wide, 2 ' deep and 50 ' long, spaced 4 ' apart, edge to edge . Therefore, 1 unit would require at least 1100 square feet of area for the leaching trenches alone . For the 14 units the minimum area requirement is 15 , 400 or a little more than a third of an acre. The pro4lem is that based on the p.erc rate and the elevation of groundwater there isn ' t enough area to support a leaching system for two to three units, never mind 14 units . r' } Page -2- October 30, 19815 •ti Now that it is apparent that there is not a suitable site to place a leaching septic system, the options avail- able are: 1 . Tight tank 2� Treatment plant 3 . Town sewer 3. State of art alternatives As originally discussed, . Items 2 and 4 are beyond the expertise of Baxter & Nye. of HeAn alternate :which_ mi,gh _be nvestigated:with „the Board.. M1 yalth �' s a- combination,:oftight._tank _for__t-he_black water ;and status quo- .f.or_-the- grey_wa-ter' s� s andµgray ^is everything else) , (blackwater is from toilets rMy recommendation is to remain status quo as long as ble and ,investi ate state such alternative is the Ruck System hwhich rt alternatives. One being tested by DEQE. Professor Rein Loak , Civil EngineeringDe- partment, University of Connecticut, Storrs, CT 06268 person to conta is the contact . Another tes would be Clirus Multrum, Inc. , 2lr Canal cStreet,eLawrence,ative eMAa01840 . I trust that this meets your present needs. Very truly yours, Peter Sullivan, P.E. Baxter & Nye, Inc.Y . PS/fmj' Attachments Ur e: :, c+ i HER O SULH AI.1 t P10. 2W33 s :TUNA L k t BORING REPORT + 34 KING STREET ATLANTIC TEST BORING CO I N C BOSTON, MASS. 02122 J GRIECO BROS , INC: l 181 CANAL STREET To. LAWRE'NCE, MASSACHUSETTS 01840 Date SEPTEMBER 20 19 66 -job No. Location of Borings,,.._ CAPE COD CONDOS, BARNSTABLE. MASSACHUSETTS All borings are plotted to a scale of 1"=____�, ft. using as a fixed datum. No. No. PHASE TWO ,t r t} 13(ytttNr #5 I: nORD101 #6 R BORING #5 (Tla.tAal A) 'r BORING #5 (Trial B) , r p f A BORING #4 ': � i � •xrF } 0 D . OCEAN r 4 rFy 1 � �•O�1 APR, NO SCALE Used 'of '.Casting Used 'of Casting Ton of 8am�ble tt, Total Footage—,-,. 157' ' ...., .Figures in right hand column indicate number of blows required to Foreman- K.M. _ drive sampling pipe 6 inches for a total of i8 inches, using 140-lb. Classification by, K=M. Sheet o ' weight falling 30..in' ches. a.._. 1 f 5: t. D411.14. } 40 , rj Not ' ; /Zsov 1 f ' 'ram 1 LoC-AMO,--A 7-1 cz— it � •fir �_ \ � : 6 s Z I •�Qi-2 A N73°-30-40 _ b p 8641s' 94 o I Tq 4.10sp— Q {e Lip ' t \ 44 � � Z N 1 $ s19 J/%36C " M•Mt ,2 4•h. � YlO b b �/ £ .7 �. Ot .o i = N � a JD N / •, Tell,_ F.A I N63°'p3:3S ly R=�6 ' vA/V DUZER r a a:y : {'i ► 60RING REPORT ;i 34 KING STREET ATLANTIC TEST RO R I N G Co. INC. BOSTON, MASS. 02122 U GRIECO BROS. INC. 181 CANAL STREET to LAWRENCE, MASSACHUSETTS 01840 Date SEPTEMBER 20 ig 86 Job No. Location of Borings, CAPE COD CONDOS. BARNSTABLE, MASSjCUSETTS + -_ DETERMINED BY OTHERS All borings are plotted to a scale of 1 4 ft. using -----as a fixed datum. No BORING 1. (PHASE ONE) yo. BORING 2 0.0' U SiIREAC 0.0' GROUND SURFACE ELV. 0.5' -rEuAm 0.5 Compacted .f lnA Loamy SAND' brown anndy ?..5' S71,T I 4 1 i ttl a clay Silty SAND 4.5� Silty SAND trace of gravel , 7.0 w_. 1 7.5 , W I• Stiff yellow Stiff olive sandy CLAY _ CLAY � little silt little silt 13.0` _...,.� .._...._._....__._._._ ... 13 5' Soft blue CLAY Medium brown CLAY little silt little silt 15.0 BOTTOM OF EXPLORATION AT 15.0' trace of sand WATER ENCOUNTERED.AT 7Ar. . DATES B-25-86: . � Hearin oeoc i o Town of SamslaDk Stiff blue CLAY ,.r little silt APR 1 3 9�? , 23.5' :. _ .. ..Loose, blue CLAY. . 25.0 11 tt.le silt BOTTOM OF ELPLOPATTON AT 25.0' 'r WATER E!"COMITEftED AT 7.5' r=r DATES B-2.5-86 i Used :of ".Casting ': Used of "Casting Total �(t•0 o Figures in right hand column indicate number of blows required to Foreman drive sampling pipe 6 inches for a total of 18 inches, using 140-lb. Weight fallen 30 inches Classification bye s`]i g;4 9. Sheet.of 5 ` BORING REPORT .. 34 KING STREET ATLANTIC TEST BORING CO. INC. BOSTON. MASS. 02122 GRIECO BROS., INC. 181 CANAL STREET To. LAWRENCE, MASSACHUSETTS 01840 Date SEPTEM13ER 20 ,19 86job No. Location of Borings CAPE COD CONDOS, BARNSTABLE. MASSACHUSE;TTS 0 BE All borings are plotted to a scale of 1"= 4 ft. using DETERMINED BY OTHERS as a fixed datum. No. BORING 3 (PHASE ONE) No. BORING' 3 (advanced) 0.0' GROUND SURFFACB Loolse, brown fi rle SAND ailt 7-0f __ w.l. Compacted silty Y u . SAND . little clay 37.0' Medium blue CLAY little silt trace of gravel .40,Of BOTTOM OF EXPLORATION AT 40.0' 14ATER ENCOUNTERED AT 7.0' DATFt 8_25-86 15.5' _. . Layer of stiff CLAY �- Mot 0 rift Ha��t SAND of silty ���►+ D little clay-0 � -- APR 13 1987 Is ate: i 27.0l Loos _ alu-p CLA Used 'of Casting Used r:f "Cauin Total .�, Figures in right hand column indicate number of blows required to Foreman- K.I . drive sampling pipe 6 inches for a total of 16 inches, using 140-lb. Classification b K.M. " .weight falling 30 inches. Y•S--- r.?ei ri .. Sheet .•.of I BORING REPORT $ 34 KING STREET . ATLANTIC TESL BORING CO. INC. BOSTON, MASS. 02122 U ; GRIECO BROS.9 INC. 181 CANAL STREET To, LAWRENCE, MASSACHUSETTS 01840 Date SEPTEMBER 20 19 86.,Job No. Location of Borings„ CAPE COD CONDOS. BARNSTABLE• MASSACHgSFIS TO BE All borings are plotted to a scale of 1"- 4 ft, using DETERMNED BY 0THEM as a fixed datum. No.BORING 4 (PHASE TWO) vo. BORING 5 0.0' GROUND SURFACE ELV. 0.0' GROUND SURFACE ELV. 1.0' LOAM 1.0' LOAM SUg SO L oose r s . y SaD 2.0� Silt land (Sub Soil) Silty fine to medium browm,'SAND 3.50 4.0' __ — _ Comp; ne Er`51 Medium brown CLAY SAND little f- er little silt _5.0' n1__]_ittl.e_cla REFUSAL AT 5.0' BOULDER OR LEME NO WATER ENCOUNTERED DATE: 9-19-86 �Itl PLEASE NOTES Moved 5.0' 5outh. for Trial 5A, Refusal at, 7.5' Same Material Encountered -1•ioved 50' South from...Trial 13.0i 5A for Trial 5B °. Medium blue CLAY little silt (moist) ._ wa. H"Dot • RC- 1 f0flito G .- . 20.0 11 BOTTOM OF EXPLORATION AT 20.0' WATER ENCQUNTERI AT 17.5' bATEs 9-i9-86o APR Used of 'Casting Used of "Casting { Total F '32, 5' „ ootaye W,..,.,.,.�. Figures in right hand column indicate number of blows required to Foreman_KK. M. drive sampling pipe 6 inches for a total of 18 inches, using 140-lb. Classification by K•M• 'qk t weight falling 30 inches. �-�, __� She et 5 BORING REPORT ATLANTIC TEST BORING CO. INC. 'BOSTON,STREET 2122 GRIECO BROS.� INC. 181 CANAL STREET To. LAWRENCE. MASSACHUSETTS 01840 Date SEPTEMBER 20 19 86 Job No. Location of Borings CAPE COD CONDOS i BARNSTABLE,_ MASSACHUSfMTS___ All borings are plotted to ,,) scaln of 1� _. <<y... ft, ii�ir�y UE'1E1M,�, 1� �}�(_Q'J; �� _�__. at �+ fixed datum. r2t,F (Tr -tt*1 '13) (PHASE 1,N10) u�,. iyi NG 6 0.0' HUND-UMULE _ 0.01 LOAM0.5 1 LOAM - - Med comp f-med b silty SAND'trace Loose, brown 2.5' silty SANDA 3 5' Stiff yellow CLA Compact find little silt brown silty SAND trace of fine sard little fine to occasional coarse gravel boulder little clay (moist) 7.5' ' Medium compact r _ s fine to coarse brown SAND ' s some—SiLt l.ittl.A fine to coarse gravel (wot) . 5� 12. Medium blue CLAY little silt (moist) s 18•0' - Medium blue CLAY little silt (moist) 20.0' BOTTOM OF EXPLORATION AT 20.0' WATER F11COUNTERED AT 11.0 DATES 9-19-86 t 25.0f BOTTOM OF EXPLORATION AT 25.0' WATER ENCOUNTERED AT 13.0' DATES 9-19-86 ' a Used 'of "Casting' UsM of "Casting Total Footage Figures in right hand column indicate number of blows required to Foreman K.M. a drive sampling pipe 6 inches for a total of 18 inches, using 140 Ib. Classification b ' Weight falling 30 inches Y r 5.:w M Sheet of- A�ro ; • xM- Ml yitaA ,Y.1 CL..Y.:..""- •v.., r... YO f BORING REPORT $ 34 KING STREET ATLANTIC TEST BORING CO. INC. BOSTON, MASS. 02122 GRIECO BROS.9 INC. 181 CANAL STREET To. LAWRENCE. MASSACHUSETTS 01840 Date SEPTEMBER 20 19 86 Job No. Location of !Borings CAPE COD CONDOS, BARNSTABLE, MASSACHUSETjS — All borings are plow.-cl ton Scaln (if I"" ,.-.�! ft, a nifty•._.,., LGTERM1,jJ�;1l„j�(_gjli�Lii :-_...� ._._. ;i� a fixed datum. n,, Hc,rltif! _(Trial 13) (F•NASF 1F10) �,,. 1101UNG_6 0.0' GtiQllPln.SIIIt>:A('.F' y_ Or 0' ROUND SU rr.r in. ._._ LOAM 0.5' LOAM - ----- - - -• Med comp f_med b silty SAND trace Loose, hr own 2.51 -Clay Adit P)-- silty SAND 3.5' u Sfli1).._ Stiff yellow CLAY Compact fine little silt. brown silty SAND trace of fine sari little fine to occaslonal coarse gravel boulder little clay (rtoi st) Medium compact fine to coarse brown SAND some t l.itt].n fine to coarse gravel (wet) w.1. Medium blue CLAY h little silt (moist) 18.0' --- t Medium blue CLAY little silt . (moist) 20.0' - BOTT!14 OF -EXPLORATION AT 20.0' WATER F11COUNTERED AT 11.0' DATES 9-19-86 'Q 5.0' BOTTOM OF EXPLORATION AT 25.0' WATER ENCOUNTERED AT 13.0' DATES 9-19-86 Used of "Casling thed 'of "Casting i Total Foota ti �•�� Figures in right hand column indicate number of blows required to Foreman drive sampling pipe 6 inches for a total'of 18 inches, using 140•lb. Classification by_._,�'_ �Rn...m.�-...�,_'.—.---e.•a,_.-'-----�+m,�-•._........,..»,. ?...�;..�.r"'=, .—'."_ -:.�-.�,e r,a,^cuvs- _.,.,--,. cu: BORING REPORT 34 KING STREET ATLANTIC TEST BORING CO. INC. BOSTON. MASS. 02122 GRIECO BROS,, INC. 181 CANAL STREET To LAWRENCE• MASSACHUSETTS 018110 SEPTEMBER 20 86 Date 19.,,Job No. Location of Borings CAPE COD CONDOS, R_ARNsuBtE, MASSACHUSErjS TO HE All borings are plotted to a scale of 1 4 ft. using____ DETERrtINED BY _ as a fixed datum. No.BORING 4 _ (PTTASE TWO) No. BO G _5_ 0.0' GROUND SURFACE ELV, 0.0• GROUND SURFACE T .V. 1.01 ggUUBB LOAM 1.0' LOAM SiltS��and - Loose r silty SAFTF- 2.01 (Sub Soil) Silty fine to mPdi um brown SAPID 1.5, 4.0• -- Romp:-I3nF-6r`ci Medium brown CLAY SAND little f-cr little :gilt. 5.0' nL].tttl.e..cla _— REFUSAL AT 5.O' BOULDER OR LEDGE NO t•:ATEIt ENCOUNTERED PATE: 9-t9-R6 PLEASE NOTEI Moved 5.0' South for ._ Trial 5A, Refusal at 7.5' Sam© Material Encountered Moved 5.0' South from Trial 13,01 5A for Trial 58 Medium blue CLAY little silt (moi st) w.l. . t 20.0' BOTTOM OF EXPLORATION AT 20,01 WATER ENCOUNTERED AT 17.5' DATES 9-19-86 •� r F Used 'of "Casting Used .01 " casting 2. S, -man— w.._._=..__.......___.._._..___ Figures in right hand column indicate number of blows required to Total Footage--­ drive K.�j. _ drive sampling pipe 6 inches for a total of 18 inches, using 140-Ib. Foreman— •; ��� K.M. .�" r BORING RtPORT 34 KING STREET ATLANTIC TEST BORING CO. INC. BOSTON, MASS. 02122 j GRIECO BROS.1 INC: 181 CANAL STREET LAWRENCE MASSACHUS S 01840 SEPT 2 To� ETT Date F�tBER R 19_36Job No. Location of Borings CAPE COD CONDOS, BARNSTABLE. MASSACHUSETrS ^„ 0 BE All borings are plotted to a scale of 1"= 4 ft. using DETERMINED BX QTHEU as a fixed datum. No. BORING 3 1 (PHASE ONE) P No. BORING I (advanced) 0.01 GROUND S.__ UAFAC Loonoy brown fine SAND i :11 rtle silt 7 0' — _--_ w.1. Compacted silty SAND little clay 37.01 Medium blue CLAY little silt trace of gravel 40.0' BOTTOM OF EXPLORATION AT 40.01 WATER ENCOUNTERED AT .7.0' DATF.s B-25-86 15.51 Layer of stiff CLAY 18.01 _ Compact, silty SAND little clay- , t r 27.01 Loos - CLAY Used ql Casting !1.n:1 �1 "�a:ur•� i T otal Fuolaq%�_ Figures in right hand column indicate number of blows required to Foreman isms drive sampling pipe 6 inches for a total of 18 inches, using 140-Ib. � K.M. r BORING REPORT $ ATLANTIC TEST BORING CO. INC. BOSTON,MASS..a2122 G RIECO BROS, , INC. 181 CANAL STREET To. LAWRENCELMASSACHUSETTS 01840 Date SEPTEMBER 20 19 86 Job No._.-_ Location of Borings CAPE COD CONDOS- BARNSTABIE, MASSACHUa � All borings are plotted to a scale of 1"= ct � ft. using_... DETERMINED BY OTHERS _, ._as a fixed datum. No BORING 1. (PHASE ONE) t No. BORING 2_ 0.0' U AURUC. 6.0' GROUND SURFACE ELV. 0,51 0 5 Conipaoted 1'1ne Loamy SAND brown enndy -_-- 311-T little clay Silty SAND ta.5' Silty SAND trace of gravel _ w.l. 7•0' 7.5' w 1. Stiff yellow. Stiff olive sandy CLAY CLAY little Kilt 1Attlb silt. Soft blue CLAY Medium brown CLAY little silt little silt 15-01 BOTT014 OF EXPLORATION AT 15.0' trace of sand WATER ENCOUNTERED AT 7.0' DATES 8_25_86 20.5' — --- Stiff blue CLAY little silt 2 3.5' __.. y Loose, blue CLAY 25.0' Ii tFlr� silt. - - - - FtOTTOM OF C,Y.PLOP.ATIrJN AT 25..0' WATER EiICOUNTFREn AT 7. S' DATFs 8-25-86 Used .01 "Casting Used of "Casting Total Footage_ t!(!.0 .._._...._.._.___ Figures in right hand column indicate number of blows required to Foreman K•M• ___ ._ drive sampling pipe 6 inches for a total of 18 inches, using 140-lb. �r h•, K.M. _.AG E Y DATE �L PLICANT -Za FEE(7> +DRESS ' C j TELEPHONE NO. (Non-refundabl( 'GINEER d- L` - - TELEPHONE N0. • b--- .TE SCHEDULED ` p.� `per Ursa (Applicant' s signature SSESSOR'S MAP' & LOT N0. J5 a L ,LOG .• , OCT 23 1 1q aNn r �-DIVISION NAME DATE0T2q , 198Co TIME 'Oo ANSION AREA: YES NO ENGINEER ' • .��.. r+.+--.�.. 1.1 1•J A IAA - Y T�`LD S� WN WATER . • PRIVATE WELL ..X_ BOARD OF HEAL? T' EXCAVATOR TCH: ,(Str�egt name etc. ,dimensions of lot act location of test holes and ,�'percolation tests, locate we'tlands �in proximity to test holes) • NOTES : 3 COLATION RATE: 2 2;van i 0," 9GL I&Xjk T HOLE NO: ,.. ELEVATION: � TEST HOLE N0: TtEe-r-- ELEVATION .+ --- • 2 3 3 6Atilp N4 4 ECC 5 K�rS o� 6 • 8 2 �.7 ►�z0-- 8 3- -Q tt���ESGtir 9 g ' 10 . 'li •�1 _ .._.. 11 • 12 • • 1.2 . 13 14 14 15 15 16 16 ' 1 . TABLE FOR SUB-SURFACE SEWAGE( LEACHING FIELDOL ACHING PITS �o ' • LEACHING TRENCHES UITABLE FOR SUB.-SURFACE SEWAGE, SOD • E: ENGINEERING PLANS MUST SHOW NUMBER ASSIGNED ON PERC TEST APPLICATION GINAL: COMPLETED xN ENTIRETY B•f1) , E . AND RETURNED TO BOARD OF HEALTH ?Y: RETAINED' BY" APPLICANT �0�- yTIC TANK.ST 5 X 10—2.2.000 GALMEAV1'DUTY ,,\\ l�Ssu m? to IJ S ------------------- -I- II •) 1 ; t (D: t , �---- ------------------ '>ralwnn PLANVI[w e 1 /+�� ��i -1J� \1t��r� 1� ••l C�+S6� r w.ue r eul Paver 1'd 1' r a. r oman r-r 1 1 — — j- ICI PSI LT �1s�L,asc.c�M��uT r r• µ-A V r_r ` rd rd i ""; x?,3q x &'Q/ IS. -3 CROSS stevoll Vltw y� T SPECIFICATIONS CS 16 T"&03C(� � 6�T •T� ��CI�,( • 1G..t�i�� •Ca to Minheem Strength-5,000 P.S.I.0 25 Days v ��"{L •Steel Retnlmeement-ASTM A415.75,Grade 50.1"Min.Co", •ONIgn LmdinS-AASHO HS20-44 •Tm-P,woded end bm.11ed by ethen -Cemwetlen Joint-Seeted with 1-Die.Butyl Rubber Or eervlvelent EJa'1� T I E><>•kT _ :_ __ �'o?��oTTa►./L = 2 �\\x (o x 1S� \ SO��s 'S tugs - 32' x ,34'X •5 x t So�3 1�21(oR �j�C ►Jt 1 411 O LA �s ���1tlti>rTsZ = 32 'x 7,34 '- = 23S �.l S G : 2�"a � �a�t•! Cou seetik'11�6 a 2 SO� 3 � 8 KA ool — an A' 30,0b corn au�,��otas i./ ti I BAXTER & NYE, INC. ++' Registered Land Surveyors and Civil Engineers M A R 5 (` 7 Parker Road/Osterville,Massachusetts 02655/Tel. (617)428-9131 %1LLIAM C.NYE.R.L.S.-President RICHARD A.BAXTER,R.L.S.-Vice President PETER SULLIVAN,P.E.-Vice President-Engineering July 10, 1986 Mr. Anthony Sapienza 5 Lincoln Street Arlington, MA 02174 RE: Revised Proposal for Site Evaluation, Cape Cod Village Condominiums Dear Mr. Sapienza: In accordance with your request, we submit the follow- ing revised proposal : We will evaluate the site for the potential of up- grading the existing septics to Title V Standards. Field evaluation will consist of test borings. These results will be evaluated with respect to present regulations and recommendations made in a letter report. Logs of the test borings will be provided. We will need your assistance in locating utilities prior to drilling. Field eval- uation will be done on July 28th and the report will be submitted the following week. Our fee for the above is: Field evaluation end letter report $1000. As discussed the boring contractor will bill you directly. If this is acceptable please forward a letter of ,I atithocizati.on. Ver truly yours, ` Peter Sullivan, P.E. n_ / � Baxter & Nye, Inc. .10 PS/cas MEMIiER.S OF L C.411E r'OD S(X'IE'TY OF PHOFF.S.SIONAI.ENGINEF.NS AND I AND SURVEYORS I AMERICAN'('ONOHh.'.S.S ON SURVEYING NU MAPPING o BAXTER & NYE, INC. Registered Land Surveyors and Civil Engineers MAR 5 1987 7 Parker Road/Osterville,Massachusetts 02655/Tel. (617)428-9131 WILLIAM C.NYE,R.L.S.-President RICHARD A.BAXTER,R.L.S.-Vice President PETER SULLIVAN,P.E.-Vice President-Engineering April 30 , 1986 Mr . Anthony Sapienza 5 Lincoln Street Arlington, MA 02174 Re: Proposal for Site Evaluation Cape Cod Village Condominiums Dear Mr . Sapienza: In accordance with your request, we submit the follow- e ing proposal : We will evaluate the site for the potential of upgrading the existing septics to Title V Standards . Field evaluation will consist of test holes and percolation tests. These results will be evaluated with respect to present tpegulations and rec- ommendations made in a letter report . Logs of the test holes will be provided. ( If you wish, the test results can be reviewed with the Board of Health for their reaction) . We will need your assistance in locating utilities prior to digging test holes. Please note test holes will be backfilled and graded via the backhoe. Our fee for the above is : Field evaluation and letter report $1000 Backhoe fee $ 500 Total $1500 Completion Date July 31 , 1986 (Test holes to be dug in July) If you have any questions, please contact this office. Very truly yours, Peter Sullivan, P . E . Baxter & Nye, Inc. PS/fmj MEMBERS OF CAPE('ON,S(X'IE7')'W'•PROVENRIONAI.ENGINEERS AND LAND SURVEYORS I AMERICAN CONGRA'SS ON SURVEYING AND MAPPING 11/1-,,•It,l't"I-I I.VQ,I, V1,CI'11.1"'/rl) ' 1 , r,•11 r`, '• r "" LOW & WELLED, INC. MAR "Fiddler's Green Plaza" 714 Main Street, P.O. Box 119 Yarmouth Port, Massachusetts 02675 362-6868 362-8131 Registered: George Low, Jr., R.L.S. Land Surveyors Everett H. Hinckley, P.E., R.L.S. Professional Engineers William G. Weller, Consultant September 20, 1985. I MR. ANTHONY SAPIENZA 5 Lincoln Street Arlington, MA 02174 RE: Cape Cod Village Condominium Dear Mr. Sapienza: . This office has studied the existing conditons relating to the unsatisfactory treatment of sewage effluent and its disposal at the referenced site. The systems, as they exist, consist of multiple con- nected structures to cesspools of which we estimate to number six. r-The`7 effluent from some of­these units were observed-asTsurf ace"ran-`of:f; others that are located north of the complex and in the dune areas, are no doubt being taxed accordingly and seeping into the wetlands adjacent thereto - this is only supposition. Visual observation and actual test hole incursions have been made to establish the soil conditions to receive subsurface disposal efflu- ent by means available i.e. septic tanks with leaching facilities of flow diffusor chambers, galleys, ete. Soil investigations substan- tiated that the conventional method. of designing.-and installing a sub- surface sewage system to treat the referenced properties would not be feasible nor possible. (see attached log plan) There are other alternatives to the aforementioned, that being that the following are available: 1 . The Town of Barnstable may extend its collection lines for and treatment at its Hyannis plant. This possibility will be high ,lighted and/or discounted depending on the report presently being prepared for the town by the firm of Whitman and Howard. cont. Pg•. 2 The growth plan may or may not address inclusion of the area in question, or a designated portion to be served by town sew- age. In any case, this option would, of course, be the opti- mum solution to your problem and, if the report is positive: in that area, we suggest the period of wait would be more than worth its while. J 2. Construction of a sewage package called "Rotating Biological Contactor". This unit is availabl? in small units and presently being used in some of our other projects to great satisfaction in both delivery and cost. The process and sys- tem is one that's approved by Mass. Department of Environmen- al Quality Engineering. The process expels an effluent with limitations of BOD, coliform bacteria and PH acceptable to be discharged into waterways (this latter process ,is somewhat time consuming and would require approval from both Mass. D.E.Q.E. and the E.P.A. , however, the system appears to be the only al- ternative. In applying the needs as set by Title V of the CMR 310, we have tentatively calculated that the flow estimates for the 21 units in the complex would be approximately 8400 g.p.d. and the present cost of a package unit to accommodate 10,000 g.p.d. would. be approximately $60,000.00. There are, of course, in- stallation costs, fees, etc. However, the stated figures herein are to help you establish certain parameters in which to deal with. With equipment cost at $60,000.00 plus A/E fees, overhead etc. , we estimate that an $80,000.00 price tag on this type system would be in line, without our detailing an item by item cost estimate. This would include our fee and whatever meetings etc. with federal and state agencies, as well as the overseeing of the actual installation with the development of all plans/specifi- cations and survey. If'we can answer any additional questions or forward enlightening in- information, please feel free to cohtact us. We thank you for allowing us to render you this service and trust you will allow us to render you future services as you may require. We are a fully staffed engineering firm and are readily available to undertake any size or scope project. ` Very t ly yo rs, l W:-i11iam G. Weller WGW:dlw cc enc. .-.� +Tr ...,u.:t'.. 1: :u.:r. "i^'_^n!'+?^-'1 r..nr. .....,, C�.g" 'or.""gay"Z_'° iC?.'. ^; %°4"vr:'bY•O4iy-".. 7 4.:'; - .- I :iION (�z-eccclt%ve ��fcce a�(�nzxixa�r�ne-nta``����zt�6 BA.,i�,.'� ...,.......:.,r . 096 ANTHONY D.CORTESE.Sc.D. (� Commissioner ✓Jfit116lO,n o fYa:Pir ONE �'llrint�z �G,, �c aalan 02108 MAR 7 l ©�►YZ-N 5�14�3 l.`b, '(�/��q. !e l 1.� W o{R k � 5�"D`N� QL�w�o�!�`. . This will acknovTledge receipt of your Notice of' Intent to perform work sub- ject to Chapter 131; Section 40, of .the .General Laws . (ammended by Ch. 818, Acts _ of 1974) . From your plan, Notice of Intent and this Division's investigation, it has been determined: Additional informtioa.. will be required before a proper determination can be made. Submit asub-sketch on a small scale showing the general loca tion of. the proposed work, names of the pond or stream and roads in the area etc. ,. in order that we can properly orient the location of the " project. A U.S. Geological Map is ideal for .this purpose. A license will not be required at this time under. the provisions . of Chapter "'91 of the General Laws , however, a permit may be necessary from the local Conservation. Commission subject to Ch. 131 , S. 40; also, if a -U.S . Army Corps of Engineers Permit is required, the applicant MUST apply to the Division of Water Pollution Control for a Water Quality .Certificate. . A license will be required at this time under the provisions of Chapter 91 of the General Laws . Enclosed are rules and regulation for. filing under said provisions . All work shall be subject to all other related provision of law, by-laws , ordinances and regulations that may pertain. Very truly yours, n J . Hannon; P.'E. . C . of Engineer CC Conservation Commission DEQE Region Division of Water Pollution Control United State Army Coxes of Engineers `.v0 VVx 4Ei yeQ"Vo Q ED . Wetlands File No. 5JE.3 - 4 8 W►%•-t—YZ L I tJC r - - i I h �ofTHE 1 TOWN OF BARNSTABLE OFFICE OF .1OOAH " L Mesa er, BOARD OF HEALTH1639 �0 MAY M� 367 MAIN STREET HYANNIS, MASS. 0260.1 May 27, 1987 The Town of Barnstable Board of Health has received a check in the amount of $44,-989:94, from the Cape Cod Condominium Association. 3,00,90 c;U This money will be placed in an Escrow Account kept at the Bank of New England, 442 Main Street, Hyannis, Mass. The money will be used for: (1) Emergency pumping, repairs and maintenance of the tight tanks. (2) Abatement of health and safety hazards caused by conditions on Cape Cod Condominium property. The account will be held for perpetuity with the interest accumulating in the account. John M. Kelly Cape Cod Village Condominiums Date /_ (ice ,,1,4 e4l- tit S cJ ✓v n 4 r a May 27, 1987 The Town of Barnstable Board of Health has received a check in the amount of $10,000.00, from the Cape Cod Condominium Association. This money will be placed in an Escrow Account kept at the Bank of New England, 442 Main Street, Hyannis,, Mass. The money will be used for: (1) Emergency pumping, repairs and maintenance of the tight tanks. (2) Abatement of health and safety hazards caused by conditions on Cape Cod Condominium property. " The account will be held for perpetuity with the interest accumulating in the account. John M. Kelly Cape Cod Village Condominiums Date ANTHONY R. SAPIENZA of 2'�9� Town aalth Dept b IASI=II►��, ! j ����%'�-�a c �� ��/a�� f ,a of BamStabte 0 MIRY �Sa,hsrtd� .�[i►leaefiude�a 02601 COMMISSIONERSI (617) 775-1120 Ext. 123 KEVIN O'NEIL. CHAIRMAN MAY y 9 RoQ� O'BRIEN - JOHN J. ROSARIO. VICt CHAIRMAN [ -SU EHD[NT THOMAS J. MULLEN PHILIP C. MCCARTIN F. SHELDON BUCKINGHAM May 26, 1987 Mr Bernard Wilber 89 Cypress Point Road Cummaquid, MA 02637 Dear Mr Wilber: This is in response t p o our request to dispose Y q p of sewage from the Cape Cod Condominium Village at either the Freezer Road pumping station or. at the plant on Bearses Way. Based on discussions .with our consultant, Whitman and Howard, our engineering staff, and the supervisor of the Wastewater Treatment Plant, it was the consensus of the DPW Commission that we cannot approve of the disposal of sewage at either of these locations. Regarding the use of Freezer Road pumping station there are three principal concerns. First, because of the septic nature of the wastewater there is a high likelihood of odors whi_l+ would be unacceptable to the marina, residences and businesses in the vicinity of the pumping station. Second, because of the-characteristics of the sewage there is likely to be a.grit problem which would interfere with .the operation of the pumping station. Third, the department is unclear as,to how the tight tanks would be monitored, whose responsibility it would be,.and who would guarantee the makeup of the.sewage. With respect to direct transportation to the WWTP, the facility is capable of treating up to a maximum of 30,000 gallons of septage a day and the department cannot guarantee one group of users access to the facility to the exclusion of others who are utilizing private septic systems on their own property. As it is now, the facility routinely reaches its daily capacity well before the.end of the day and, consequently, septage haulers are being turned away. Although this department:.is not responsible for regulating the use of holding tanks, it is our view.that they should. only be used as a very temporary solution. It would seem that .there must be other mora.'permanent solutions to the problem p you face. :Should you wish.to meet with the Commission to.discuss this decision you are invited to do so. However, in order for that discussion to be meaningful it would .be necessary to provide us with detailed Information about each of the other options that were investigated before deciding on the tight tanks together with the basis for setting aside each of those options. ROBERT RIEN Superintendent RLO/bw cc: Board of Selectmen Board of Health_ Conservation Commiss oa— _ r j Tam a2eamstapy �LSI� MAY 2'2' 188T Cancc 350 Main Street --- West Yarmouth, MA 7 " ,-,2oPOv Attn; Scott Cannon Addendum to Pumping Contract for Cape Cod Village Condo The frequency of pumping of the two (2) holding tanks has not yet been determined. It is expected that pumping each tank once a week during the summer may be necessary. During the first month of operation which shall be a trial period, we will monitor the tanks on a daily basis until we are sure of an appropriate schedule . At that time we will advise the Barnstable. Board of Health and the D. E. Q. E. of the schedule for summer and for seasonal occupancy. Nonetheless, we are prepared to pump the two (2) tanks as often as necessary. F I i i t l t } 11AMMATT AND Wiivr13EGK ATTORNEYS AT LAW `E 101 DEPOT ROAD Box 640 611AT11A?t, MASS. 02633/�� y 1Y11.1.1:\M R. IIA?1?1:\'I"I' J cr� hYij �i Gitlil'.tiPIE OPPIGIi .LAMES A. N')IITI)EGI( µ 'Cl//vA�q! 2711 MAIN SrREF;r GRE.iNHELD,MA 01301 (413) 77.4-7541 a� May 15, 1987 Anthony Sapienza 57 Grozier Road Cambridge, MA 02138 RE: Cape Cod Village Condominium Unit 22 Walton F. Canedy Dear Mr. Sapienza: In response to our recent telephone conversation I wish to n concerning Mr aned 's tenants• in his unit. verf i a few pointsC Y p Y As requested by you, I have directed Mr. Canedy to provide his tenants with an eviction notice. As they are both over 65 and are living on a .fixed income, I presume it will be difficult for them to find alternate housing at this time of year. As I am sure you are aware, an eviction could take up to three months to complete and I hope you or the Board of Health will take this into consideration when deciding the proper time to fill in and stop the septic system. As you must be aware, the tenants have occupied the unit for approximately ten years on a year round basis. Also, this unit is served by town water. It is. hoped that the septic problem can be resolved before the tenants have to leave the premises but, even so, they have been given notice. It is Mr. Canedy's intention, once the new septic system has been installed, to apply for permission (and to expect permission) to continue to let these tenants reside in the unit on a year round basis. I have some difficulty with the possible lack of proper notice to unit owners by the Board of . Health. I would expect, to be proper and effective, each unit owner must receive individual notice of action by a Town Board as each owner is listed separately in the Town Assessors records. This is not a serious problem in this instance as we all seem to be progressing in clearing up the problem. However, in the future, it could cause problems. If the above is not. your understanding of our conversation or if you feel further matters must be discussed, please feel free to contact me. Sincerely, William R. .Hammatt, Esquire WR=i/kh cc: bale Saad - Barnstable Board of Health Bernard Wilbur Walton F. _Canedy r K) i THE FOLLOWING IS/ARE THE BEST IMAGES FROM POOR QUALITY ORIGINAL (S) MF^ DATA PAUL T. ANDERSON Regional.Environmental Engineer 02346' '0 P;Y e May. 14, 1985,, Baxter & Nye, Inc. RE: BARNSTABLE Subsurface Sewage 7 Parker Way ': Disposal--Proposed Tight Tank ' Osterville, Massachusetts 02655 for Jane. Fallcn, Bay Lane ATTENTION Peter Sullivan, P.E. Gentlemen The Department of Environmental Quality Engineering; in accordance with 310 CMR 15.18(1), of.- The State Environmental Code has had an engineer review the sutmitted plan for the installation of a 2000 gallon tight tank which is titled:. PLOT PLAN OF LAND BARNSTABLE (CENTERVILLE) MASS. FOR JANE FALLON SCALE 1"=20' JAN 29, 1985 REV MARCH 11 , 1985 1 !: r> BAXTER & NYE INC. �. ., ,. .. j R.EGISTF.,ED Li=:�. SURVE`ZORS ' � r '...1OSTERVILLE, .MASS. „ -The-plan proposes.,to, dispose of an average of 162 gallons per day of sewage, tr°Qyn 6,e sub7ect.:site by means of a tight tank equipped with an audio-visual:alarm set at three-fif6is...capacity. The Department is of the opinion that there is no other"feasible alternate Lsubsurface sewage disposa system that could be installed at the above-noted location. Therefore, the Department hereby approves the plan with.the following provisions:.. 1. Prior to-the installation of the tank a copy of a contract shall•be submitted to this office indicating' the approved facility where the, tank's contents are to be disposed. Upon expira �ion said. contract shall be renewed and a copy provided to this office. ,� 2. f`the local Board of Health must certify that the system will be monitored by them to see that it is being properly operated and maintained. -� 3. Faiiure of the owner or person having control of the tank to keep it from over- >,.. flowipg and properly maintained-will constitute grounds for revocation of approval for the use of the tank. --2- 4. Construction shall be in strict accordance with the approved plan and Title 5 . of The State Environmental Code and no further changes will be made in the approved plan without the prior written approval of this Department. 5. Upon completion of construction of the tight tank, the existing connection to the'cesspool will be severed and the cesspool pumped, if necessary and filled with sand 6. A Disposal Works Construction Permit must be obtained from the.. Board of Health prior to the start of any construction: 7. The Registered Professional Engineer who stamped the plan must provide written certification to the Board of Health and the Department that the holding tank has been installed in accordance with the approved plan and Title 5. Nothing in this provision is intended to interfere with the right of the Board of Health to inspect the facility at. anytime during construction. 8. The tight tank shall not be' utilized until a Certificate of Compliance is issued by the Barnstable Board of Health. No Environmental Notification Form is required to be submitted for this project since it is exenpt under the Environmental Protection Regulations of the Executive Office of Environmental Affairs .and the project has therefore been .determined to cause no significant damage to the environment. Enclosed herewith are stamped approved copies of the plan, a copy of which must be kept on-site and used for construction purposes. . If the DepaL tme.it caa assist: You furfi.her or you ri<:ed additional information, ,lease feel free to contact Frank Mezzacappa at the above telephone number. Very truly yours, For the Commissioner . Robert P. Fagan Deputy Regional Environmental Engineer F/FM/cb Enclosure cc• ' Board of Health Town Offices Hyannis, Mass. 02601 f �24ls2 Me ANTHONY R. SAPIENZA 13 ,p 7 l i =tSamD Y 1 5 19gt • MA i ASSOCIATED ALARM SYSTEMS, INC. Rt. 28 P. 0. Box 1148 HYANNIS, MASSACHUSETTS 02601 :May 8, 1987 Mr. Bernard Wilber P.O. Box 300 - Cummaquid, MA 02630 RE: Cape Cod Condo Village. Association Dear Mr. Wilber: We propose to connect and monitor three (3) sewerage tank levels as follows: Install Radio Transmitter $475.00 Monitoring, Lease and Maintainance annually 396.00 (each tank monitored individually) Supply Cables and Supervise Installation; Connect Switch Contacts to Radio 600.00 All trenching, conduits, switch contacts and installation to. be performed by others. Installation of cables to be performed by others. Very truly yours, VAWNDOLIP .� CHILDS President Associated Alarm Systems, Inc. a' HEX%Qeb1e REC:11 tow" gam �. 51051 Phone 775.3442 z Agreement No. S 0203 >s SECURITY SERVICES AGREEMENT THIS AGREEMENT, made this 8th I' f day of May 1198 -7 by and between Associated alarm_ Systems, Inc. and Central Station of Cane Cod P.O. Box U48 (LOCATION NAME) (STREET ADDRESS) Hyannis MA 02601 775-3447 or 775 0110 (hereinafter (CITY) (S ATE) (LIP CODES (TELEPHONE q)' referred'to as °Company"(s) and - Cape Cod G�ondo Village Association Harbor Point Road ' ''' ' % (NAME) (STREET ADDRESS) Cuinmaguid,� MA , (Cfm (STATE) (ZIP CODE) (TELEPHONE_ (hereinafter referred to as"Client'). r . . - •.i. sty t 1.,,..n SERVICES+ " •1.1 Equipment:Company agrees to provide,as part of the security services,the equipment detailed in Schedule A attached hereto and'made a part of this Agreement. 1.1.1 Equipment to be installed at the following location Harbor Point Road, Cummaquid, MA 1.1.2 Equipment installation charge Six Hundred----------no 100 ($ 600.00 _). (Includes all applicable taxes.) , (a), ,. Three Hundred nnJ100 • � •* �. ($"600 00��*s )�pajable'upbri �7signuig this•A eem nt land 1(t'bT+ iri ter ' �ri:`C<r{t,r flrM ,te r xs, , afro f l a}t �� (b)�•j •�hree %un�red ---- --_.-no/100 I r($ �''300.00 ).payable upon , , I. .a•.t,11 4� ,.w 4 completion of installation. d r Tau err },,.y n bT,s vi1 Sl is� r I ^ar fs" �f,l l 3 .•�, 1.2.3. EX Equipment ownership remains with Company(attached Schedule H).'° Radio`Only!'' x.1 via{�i}F�r��,i ` t ,�,•. 1.2.4: O Equipment ownership transfers to Client (attach Schedule D). 1.2 Monthly Services: Client agrees to pay Company for security services itemized below: Type of Service Monthly Service Charge Type of Service Monthly Service Charge; ' ❑ Burglar/Hold-up Detection $ ❑ Monitoring Center ° $ ❑ with Monitoring Center (attach Schedule C) ❑ Fire'andlor Smoke Detection $ ❑ Special Telephone Line ❑ with Monitoring Center ❑ Extended Maintenance for (attached Schedule F) Customer Owned Equipment (attached Schedule E) i ! ❑ Access ControllLock-up $ IN Radio Transmission Reporting $ 33.00 ❑ with Monitoring Center ty; d X Other $ 475-06 ant- tirrp`'r mrge ❑ CCTV Detection $ ❑ Other $ - - Total of Monthly Service Charges $ 1.3 The service charge of$ 396.00 is payable in advance ❑ Monthly, ❑ Quarterly, ❑ Semi-Annually, or A Annually, to Central Station of Cape Cod (ADDRESS) on the first day of the month following the estimated date of installation which is 2. TERM OF THIS AGREEMENT 2.1 The primary term of this Agreement shall be for a period of five(5)years from the date of first billing. Unless otherwise provided under the terms of the,Renewal Option(Schedule H),,this Agreement shall automatically renew for a period of five(5)years at the end-ofsuch • primary term or any renewal term or any renewal term., unless Client shall have given written notice to Company sixty(ti0)days' ' before the ehd of the lima or an renewal term. i, : ,�" ,°, „ .. . Pryu �yj.rR !� t:r i t t f C A i�rn, .r 1 .•rI i'' ar, , �. •r `f' U!...,�Qt ,fir t•m.X'3 �'11 t'••t? r t ;b fa r,.i i 3. '~ SERVICE ` ' ... I •I• rrit r rx,ta!1:trs s*t s n'a 1 at... � - ,�.��' -, •�rinart+ nc� li9ist,•,,,tl' 3.1 Calls for Service or Sales assistance should be directed to Associated Alarm Systems, Inc. or°" '- .It Central Station of Cape Cod address above (ADDRESS) 4. ADDITIONAL TERMS: ` 4.1 This agreement consists of the terms contained on this page,the reverse side of this document and on any attachments indicated'as follows: It Schedule A, It Schedule C, ❑ Schedule E, ❑ Schedule G, ❑ Other ❑ ❑ Schedule D, ❑ Schedule F, N Schedule H, ❑ Other ar,: I Nti • mr. •� Yrict;r.,,.a�r�l.,� 5. CLIENT SELECTED SERVICES: 5.1 Client acknowledges that where burglar and/or fire alarm or access control equipment is provided,the system is designed to detect entry only through those accesses and/or areas actually covered by the equipment listed on Schedule A of this Agreement,that such. equipment performs only those functions,and the system is activated only under the circumstances explained to the Client. Further,5' Client acknowledges that(a)Company has explained the full range of protection,equipment and services available to Client;(b)Client desired and has contracted for only the equipment and services itemized on this Agreement; and (c) additional protection over and above that provided herein is available and may be obtained from Company at an additional cost to the Client. -5.2 CLIENT-FURTHER'ACKNOWLEDGES THAT CLIENT HAS READ AND UNDERSTANDS ALL OF THIS-AGREEMENT-INCLUDING --THE TERMS AND CONDITIONS ON THIS SIDE AND THE REVERSE SIDE OF THIS DOCUMENT,PARTICULARLY,PARAGRAPH5 RFGAR DING COMPANYS LIMITATIONS OF LIABILITY AND AGREES TO THE AMOUNTS SET FORTH THEREIN AS WELL AS THOSE TERMS F t AND CONDITIONS ON ANY SCHEDULE ATTACHED HERETO AND ACKNOWLEDGES RECEIPT OF A TRUE COPY OFAL'L'APPLICASLE F_ SCHEDULES. �...,,i . - f) , Lei a r^I)' k:'•.,•i 'I tJ J`1. IN WITNESS WHEREOF,and Intending to be bound hereby, the parties hereto have executed this Agreement this, f r. i. rtT day of 1198 Associated-Alarm Systems, Inc`: Client: 117 Comp y' Cent of'Cs.:)e Cod By: ` Security R entative Its: !/ (©�( Z Manager t Yhis kement shall not be binding upon Company unless approved in writing.by,an author d Manager for Company. In the event • of n^proval,the sole Liability of Company shall be to refund to Client the amount that as been paid to Company by Client upon execjbn of this Agreement. Agreement No. S 0203 SECURITY SERVICES AGREEMENT THIS AGREEMENT, made this 8th '" } •� ,,-o;r7ay of=�+►- � May 198 1, by and between-. Associated claim S sterns Inc. and Central Station of Ca Cod ' ' (LOCATION NAME) TREET ADDRESS) I yC MA 02601 775 3442 or 775 Ill l0 (hereinafter referred to as Company"(s)land c"='� Cape -Cod-Tondo Vi11aQe.Assocla ion kHarbor,Poi t�Road�=o r I (NAME) r F REW Cumm'4u"d A a;nl'd4 '�i K .r s w'1) *4 !w it e2 - v t ,3r x£ >Fa yn,� _ Se3�r+ (STATp F fe yy ^S (ZIP CODE) c". i' "k+ °RELEPHONE (hereinafter referred to as"Client").*,. t. `.,xrl r. r .• ;r, ,� -r 1. SERVICES 1.1 Equipment:Company agrees to provide,as part of the`security services,the equipment detailed in Schedule A attached hereto and made a part of this Agreement. 1.1.1 Equipment to be installed at the following location Harbor Point Road, Cummaquid, MA 1.1.2. 'Equipment installation charge Six Hundred----------no/100 -} r ($ 600-_00 ). .(Includes all applicable taxes.) (a) Three Hundred------------noj100 ($ 300-00 a able u on signing�f this Agreemgnt; and, ).payable Y P i (b) hree un red------------no/100 ($ 300.00 ) payable upon completion of installation. _ 12.3. EX Equipment ownership remains with Company(attached Schedule H). Radio only, 12.4. ❑Equipment ownership transfers to Client'(attach Schedule D). 1.2 Monthly Services: Client agrees to pay Company for security services itemized below: Type of Service Monthly Service Charge Type of Service Monthly Service Charge ❑ Burglar/Hold-up Detection $ ❑ Monitoring Center $ ❑ with Monitoring Center (attach Schedule C) ❑ Fire'andlor Smoke Detection $ ❑ Special Telephone Line $ ❑ with Monitoring Center ❑ Extended Maintenance for (attached Schedule F) Customer Owned Equipment $ (attached Schedule E) ❑ Access Control/Lock-up $ IN Radio Transmission Reporting $ 33.00 ❑ with Monitoring Center (M Other $ 475.00 ane time- charge CCTV Detection $ ❑ Other $ Total of Monthly Service Charges $ 1.3 The service charge of.$ 396:00 is payable in advance,❑ Monthly; ❑ ouarterly, ❑ Semi-Annually, or.A Annually, to Central Station-of Cane Cod (ADDRESS) on the first day of the month following the estimated date of installation which is 2. TERM OF THIS AGREEMENT , 2.1 The primary term of this Agreement shall be for a period of five(5)years from the date of first billing. Unless otherwise provided under the terms of the Renewal Option(Schedule H),this Agreement shall automatically renew for a period of five(5)years at the end of such primary term or any renewal term or any renewal term thereafter unless Client shall have given written notice to Company sixty(60)days before the end of the primary or any renewal term. 3. SERVICE 3.1 Calls for Service or Sales assistance should be directed to Associated Alarm Systems, Inc or Central Station of Cape Cod address above - ., t � •• 4. ADDITIONAL TERMS: (ADDRESS) 4.1 This agreement consists of the terms contained on this page,the reverse side of this document and on any attachmentsandicated as follows: It Schedule A, I'Schedule C;- j ❑ Schedule E, ❑ Schedule G, ❑ Other ❑ ❑ Schedule D, ,_, ❑ Schedule F, IX Schedule H, ❑ Other 5. CLIENT SELECTED SERVICES: 5.1 Client acknowledges that where burglar and/or fire alarm or access control equipment is provided,the system is designed to detect entry only through those accesses and/or.areas.actually covered'by the equipment listed on Schedule A of this Agreement,that such equipment performs onlythose"functions,and the system is activated only under the circumstances explained to the Client. Further, Client acknowledges that(a)Company has explained the full range of protection,equipment and services available to Client;(b)Client desired and has contracted for only the equipment and services itemized on this Agreement; and (c)additional protection over and above that provided herein is available and may be obtained from Company at an additional cost to the Client 52 CLIENT FURTHER ACKNOWLEDGES THAT CLIENT HAS READ AND UNDERSTANDS ALL OF THIS AGREEMENT INCLUDING THE TERMS AND CONDITIONS ON THIS SIDE AND THE REVERSE SIDE OF THIS DOCUMENT,PARTICULARLY PARAGRAPH 5 REGAR- DING COMPANYS LIMITATIONS OF LIABILITY AND AGREES TO THE AMOUNTS SET FORTH THEREIN AS WELL AS THOSE TERMS AND CONDITIONS ON ANY SCHEDULE ATTACHED HERETO AND ACKNOWLEDGES RECEIPT OF A TRUE COPY OF ALL APPLICABLE SCHEDULES. , IN WITNESS WHEREOF,and intending to be Found hereby, the parties hereto have executed this Agreement this . day of �� Associated Alarm Systems, Inc Client: —� Health Dept. y i Cent" ' of"Ce�e Cod By. Town of Bemsteble �? urity ITS: R entative Manager L'� I This Agreement shall not be binding upon Company unless approved in writing by an autho Manager for Company.In the event of non-approval,the sole Liability of Company shal tq refuntfo ftyhe amount that as been paid to Company by Client upon execution of this Agreement. }}�' 1 �y 1�i3 . j ' MAY iTV %e%y L �` e s Grieco 'ros. 50 Island Street,Lawrence,MA 01846-1890 a May 13, 1987 Mr. Gilbert Joly Southeastern Regional Engineer Department of Environmental Quality Engineering Lakeville Hospital Lakeville, 14a 02347 ATTEN: Frank hiezzacappa Dear 11r. Joly: We received plans on May 11, 1987, for the installation of tight tanks for the Cape Cod condominium complex located in the village of Barnstable, in close proximity to coastal waters. An on-site sewage waste disposal system cannot be installed at this location because of a high ground water table; a lack of sufficient area to install a suitable leaching system and the close proximity to wetlands and coastal waters. The cesspools previously in use contaminated nearby shellfish beds and caused their closure. Prior to our final approval we must receive: (1) A maintenance contract with a licensed septage hauler with a time schedule- for purnping and a stipulation that the septage hauler shall report each pumping with gallonage pumped, to the Board of Health. (2) An escrow account for $10,000.00, in the narne of the Board of Health to Insure emergency pumping of the tight tanks, if necessary. The cottages can only be occupied on a seasonal basis from April through October. We would greatly appreciate your reviewing the plans as expeditiously as possible. The members of -the association would like to use their cottages. this summer. Very tru yours, 1 obert . . ilds Chairman Board of Health Town of Barnstable J11K/bs Copy to: Conservation 350 MAIN STREET PROPOSAL N0. ' l � '� WEST YARMOUTH, MA 02673 TELEPHONE(617)775-2800 Septic services CANNONS - CANCO Pumping t& Plumbing a Heating a Sprinkler V Installation ENERGY CORPORATION Services CEC TO: pate May 11, -1987 re: Septic System Cape Cod Condo Village Assoc. Cummaquid, MA Mr. Anthony Sapienzce, President Cape Cod Condo Village Assoc. Cummaquid, MA i We propose to pump and transport the septage waste from the tight tank system to either the pumping station in Barnstable Village, or the Barnstable Sewage Treatment Plant..in Hyannis.__, All charges will be on a per load basis. Each truck has a loaded capacity of 2,500 gallons. All town disposal fees. will be in addition to the pumping and transporting fee. Barnstable Village Pump Station, Scheduled Maintenance $50.00/Load Barnstable Village Pump Station, Emergency Pumping $75.00/Load Hyannis Sewage Treatment Plant, Scheduled Maintenance $65.00/Load Hyannis Sewage Treatment Plant, Emergency Pumping $85.00/Load I 4 l{ These rates are for pumping and transport to the above locations and immediate discharge to the receiving facility. These rates are subject to change on 30 days notice. Respectfully submitted, ��o Health Dept. z Town ((offB�Bamstable t M AY 1 9 1987 TERMS: This Proposal subject to revision it rwl accepted within 30 days and to approval by Credit Dept.of Cannons. SUBJECT to Mass.Sales Tax-where applicable. It is expressty agreed that title to an materials is to remain with Canty until contrail is paid in full. Unless otherwise stated-bills to be presented each month for all tabor and materials on the job site,and are due and payable within 10 days of receipt of tnwice.Failure to make payment as above stated shall constitute work stoppage and a bookkeeping and finance charge of 1 yt%per month or an annual percentage rate of 18%on balance past due 30 days and over.It not paid when due,the buyer is suW to reasomabte costs of collection including anomey's tees. All labor and new materials fumisned arid installed M Cannons are guaranteed.This instillation shall be m accordance with all bcal,state and utility codes governing such work. Master Plumber#5715 Master Pipe Fitter#M8703 CANC0 EN i J SC/jebre hereby authorized to turrrish the material and labor soeclried above for which I(We)agree to pay the amount stated in on c reverse side hercol, •CAM sum 1tnnE Cd M1' 1 wi a Bow-Fdrt urxa Buyer 'p BAXTER & NYE, INC. Registered Land Surveyors and Civil Engineers 7 Parker Road/Osterville,Massachusetts 02655/Tel. (617)428-9131 WI AM C.NYE,R.L.S.-President RICHARD A.BAXTER,R.L.S.-Vice President PETER SULLIVAN,P.E.-Vice President-Engineering r; r May 8, 1987 i DE E -- Q NNpt Lakeville Hospital town of�ambb Lakeville, Ma. 02346 - - [ Attn: Mr. Frank Mezzacappa RE: Cape Cod Village MAY 1 -1 Cummaquid, Barnstable �+v/ A. Sapienza !h Gentlemen: i� Please find attached the following for the proposed tight tank system at the Condominium Village. i 1. Site Plan, Cape Cod Village Condominium dated 5-8-87 by Baxter and Nye. 2. Emergency request to the Barnstable Conservation Commission dated 4-28-87 by A.M. Wilson Associates. 3. Letter report to Barnstable Board of Health dated 4-23-87 evaluating alternative designs, by Baxter and Nye (please note items i 4 and 5) . 4. Buoyant Uplift Computation for tight tank, by Baxter and Nye. 5. Boring logs by Atlantic Test Boring. is 6. Letter from Board of Health dated 3-3-87, notice of Title 5 violations. It is my understanding that the Condominium Association is presently securing a contract to pump the system, a contract with an alarm company and a performance bond. Once this information is available they will forward it for your review. a. I y. MEMBERS OF CAPE COD SOCIETY OF PROFESSIONAL ENGINEERS AND LAND SURVEYORS/AMERICAN CONGRESS ON SURVEYING AND MAPPING MASSACHUSErrS ASSOCIATION OF LAND SURVEYORS AND CIVIL ENGINEERS Page —2— r If there are any questions please feel free to contact this office. Very truly yours, Peter Sullivan, P.E. Oil CC: Board of Health A.M. Wilson Assoc. J s A. Sapienza PSllp ,sr E,y� -z f: I.I 1 sic,. ,x d. II 1 5 �i 350 Main St. o W. Yarmouth, MA 02673 •_775-6264 Division.of Canco Energy Corporation Septic Services ® Pumping a Inst8118t1On t � , ' +.e r'i x'''- .� 3t S "�. ,u: .+t y#,tk St`•6,>.. r.- { 'L: �. .�.. �� ." i- i ,�}y, E 4T,x^ Cm g r,_987� 4Y FY, '� . c s� r3[7-i t'-F vy •}+* �, � �* r7 '� k 4 Mr. Bernard Wilber Box 300 Cumiaquid MA 02637 Dear Mr. Wilber:" r This campany has reviewed the tight tank system proposed for: Cape Cod Condo. Village Assoc. Anthony Sapienzce, Pres. Cummaquid MA 02637 This Campany has the ability and desire to furnish all'required maintenance and ping services required. Sincerely, J. Scott Cannon T f President jsc:rlt b De ® T of Ramnable MAY t �'�� 7i�� �,,j �-+ pi. � Fes- i' •ir ACE CESSPOOL SERVICE DATE P. 0. Box 534 �P�' CENTERVILLE, MASSACHUSETTS 02632 N BER Phone 775-1056 s TERMS fDET 4NWECZ WIT"YOUR REMITTANCE S .w7 77++a-+.+.�a-'--a Y �"v.'6'�S.'Y� •wx"^T ?^-'!^S.!T^'r/K�SSc7PMl^�""�n"'T^^^'�� �^: - 's - ^^ - DATE 1 ;CHARGES AND CREDITS.µb `� BALANCE BALANCE FORWARD ; c us-5 Till INA r ✓Lt,4 i I . r -Al LAST AMOUNT ACE CESSPOOL SERVICE pw IN THIS COLUMN PRODUCT961 Town ofeamsta6le_ o IsCL922 Gym M� 5, 1987 Page 2. and similar type rooms are counted as bedrooms by the Department of Environmental Quality Engineering. (4) It shall be recorded on the deed that the on-site sewage disposal system shall be pumped every three (3) years and written certification submitted to the Board by a licensed septage hauler. (5). The dwelling must be connected to public water. (6) Variance expires on June 1, 1988. The variance is granted to Mr. Olander because it is one of the few remaining vacant lots in a developed area. The lot is in close proximity to several lots incapable of supporting an on-site disposal system. The area is scheduled for Town sewer at some point in the future. It is the Board's opinion that the addition of,this on-site sewage waste disposal system will not.have a significant effect on the poor groundwater quality,in the area. On a motion made and duly seconded the Board voted unanimously to grant a variance from the Interim Groundwater Protection Regulation limiting daily sewage flows to 330 gallons per acre, in certain Zones of Contribution to public water supply wells. The variance will allow Mr. Olander to install an on-site sewage disposal system on Lot 2, Lincoln Road; Hyannis, Ma., provided the following conditions are met: (1) The septic system must be installed in strict accordance with the submitted plan. (2) The designing engineer must supervise construction of the on-site sewage disposal system and certify in writing that his design has beeen strictly adhered to prior to the issuance of a Certificate of Compliance. (3) The dwelling is authorized for two (2) bedrooms only. Playrooms, dens, mudrooms, sewing rooms and similar type rooms are counted as bedrooms by the Department of Environmental Quality Engineering. (4) It shall be recorded on the deed that the on-site sewage disposal system shall be pumped every three (3) years and written certification submitted to the Board by a licensed septage hauler. (5) The dwelling must be connected to public water. The variance expires on June 1, 1988. The variance is granted because it is one of the few remaining vacant lots in a developed area. The lot is in close proximity to several lots incapable of supporting an on-site disposal system. The area is scheduled for Town sewer at some point in the future. It is the Board's opinion that the addition of this on-site sewage waste disposal system will not have a significant effect on the poor groundwater quality in the area. Barnstable Bus Co. - Scudder & Taylor - Hyannis - The meeting to discuss the groundwater discharge permit for the Scudder and Taylor and Barnstable Bus Company .was postponed since it has not been possible to set up a viewing with DEQE personnel prior to the Board of Health meeting. Peter Sullivan, Engineer for Cape Cod Condos and Bernard Wilbur were present to expedite approval of plans for tight tanks at the Cape Cod Condominium complex. The Board reviewed the plans and approved the concept although some details of the Department of Environmental Qualilty Engineering's requirements were not completely satisfied. Dale Saad, Coastal Resource Coordinator, feels there will be a problem with the Conservation Commission. Pending their approval they will go ahead with the tight tank system. Mr. Kelly stated although it is not an emergency because the cottages are unoccupied. Nevertheless, we should expedite approval. Mr. Kelly approves the concept but feels the plans. have to be reviewed more. Dale Saad stated that $10,000.00 should be held in escrow in case problems arise for emergency pumpings. Dale stated that the shellfishing areas were closed due to contamination. Dale also stated that she is missing some of the information and this is a matter (standing water in wetlands) for Conservation. Mr. Childs stated he would like this matter cleared up as soon as possible. Mr. Wilbur stated he would have a contract drawn up by his attorney for an alarm system hook-up if possible to the fire station to operate from May to October. The plan should show Conservation areas flagged and the location of the alarm on the plan. The alarm company would call the septic company if an emergency arose. Mr. Kelly stated that DEQE would require the tight tanks with the wetland situation. Jane Eshbaugh and Dale Saad are concerned with pollution at this time. Mr. Sullivan suggested the alarm would have a bell and light to warn of an emergency. It would be wired to three separate alarms to call the pumper and a signed contract to that effect would be forthcoming. Mr. Wilber requested 90 days to complete all requirements. May 5, 1987 Page 3. After much discussion on a motion made and duly seconded the Board voted to. allow ninety days to complete the tight tank system. After some discussion on a motion made and duly seconded the Board voted to grant a variance to the First Baptist Church, Hyannis, Ma., from Regulation 14 of the Board of Health Food Establishment Regulation requiring outside grease interceptors for all semi-public facilities with kitchens that process or handle food with the following conditions: (1) You must have an approved under the sink grease interceptor. Grease trap cleaning instruction are attached. (2) you must limit the use of the facility as stated in your memo dated April 29, 1987. (3) in the event problems with grease occurs you must install the outside interceptor or cease your use of the kitchen. This variance is granted because of the very limited use of the kitchen. Approximately twenty-four (24) dinners a year, twelve (12) breakfasts a year and coffee and donuts weekly. In addition because the kitchen is a grade level, it would be extremely difficult to install an outside grease interceptor. On a motion made and seconded the Board voted unanimously to recommend approval of the following subdivisions. Preliminary - James P. Leonard - Marstons Mills, Map 48, Parcel 5. Preliminary - Samuel Lorusso - Barnstable - Map 294 & 295 & 296, Parcel 294-4. Preliminary - Kenneth Grady - Barnstable - Map 134, Parcel 30. SEE LETTERS OF CONDITION ON FILE IN THE BOARD OF HEALTH OFFICE. Computer Request and Disposal of Old Tires: Jane Eshbaugh and Robert L. Childs voted to pursue both after Town Meeting. On a motion made by Robert Childs, seconded by Dr. Grover Farrish, the Board of Health voted, unanimously to grant Charles F. Hurley, Hyannis Holiday Motel, 131 Ocean Street, Hyannis, Ma., a modification of Bather Load Capacity of 19 persons at their swimming pool. This includes persons in the pool and includes all other persons within the pool enclosure. Hyannis Holiday Motel is granted this modification of their present pool capacity of 42 inside and 37 outside persons because they have stated the pool is used by less than 19 persons at all times. A motion was made to adjourn the meeting at 5:30 P.M. Respectfully submitted, Barbara L. Sullivan, Acting Secretary for Ann Jane Eshbaugh, Secretary BAXTER & NYE, INC. Registered Land Surveyors and Civil Engineers 7 Parker Road/Osterville,Massachusetts 02655!Tel. (617)428-9131 WII.LIAM C.NYE,R.L.S.-President RICHARD A.BAXTER,R.L.S.-Vice President PETER SULLIVAN,P.E.-Vice President-Engineering May 1 , 1987 0 T Town of Barnstable Board of Health _ P .O. Box 534 Hyannis, MA 02601 MAY, 1j l`_TTN: Ms . Dale Saad RE : Cape Cod Condominiums Barnstable , MA Dear Ms . Saad: This letter is written to clarify what is represented in our site plan, revision date April 28 , . 1987 . At the time of the field survey, environmental resource areas had not been flagged by the environmental consultant . What is presented on our site plan is what the field survey crew considered the main features of the site . Once the resource areas have been flagged by the environmental consultant, we will field locate these areas and delineate . them on our site plan. . If there are any questions, please do not hesitate to contact me at any time. Vert truly yours, Peter Sullivan, P . E . Baxter & Nye, Inca Ps/f.mj cc: Conservation Commission Anthony Sapienza Arlene Wilson AL MEERS OF CAPE COD SOCIETY OF PROFESSIONAL ENGINEERS AND LAND SURVEYORS/AAMRICAN CONGRESS ON SURVEYING AND MAPPING MASSACHUSEM ASSOCIATION OF LAND SURVEYORS AND CIVIL ENGRWMS O1a,F io�Z �� 9,CX�O nob 1 Y,ZUco" 1 so �,r3 2 S6 �ts--EA,&W f F�rL�G s C TiJ T Pi (--L V-S c G LLO�, Urlt +.1 PL 4- IS k �ur1�OFr ' <:���,. �c s 15 i-�=�rJ,L.� =—�r..:r=t 7 V.1 i t �K.�►�l �2�CTi O�.-�(.. - �e . 3 C u 6�c. rT QT 1 CoC� ,k.1 yC� ZS bZ,pz Lia)viD A%_ aoT,�Ma� Of 3CD5 0 TcSrc>ry��t^1LO �.0 �T 32,?20 # APR 2 81987 7 �11+i l+ +O -r,3 OF '1^ - ?,As.25Y' Czoc> a� "'l9 4d PETER $ o SULLIVAN � = 3z,-72p -r- 4h GACD 2, �� U.o o. 29733� y r: UPS I� = �$ ,� x �J.21 X�\•O ��� = �2-C� �•S J•�# � a,-� x . ��-���3 ��sis•r�n�C.E • —1'_'0�� �o-r-�nt�: 2��\x 18.�,> �.o.a(�Z.��) � 2�0,�� = 3q�S2� Ste, «�o�v �z x2 + ii xz� 7O<D=/ Z icy 02� 21C�S S Z 4A () r7 O1L Q-CDO . UP�i� i 32k 1I X 9,2 n, b ZO`7�2 S�� •6 T �,�y�sz•�-�c- --70;p Y to 2( 32x 11 ��o.�IG r,(,(��. = 39`�.ZA = S-j,13(0 Z�SK -62�,t.-? Soil 3ZAtl x, 145 k (.C) 1 SS, 9 o 84 5(>0 "7-IZ.P�Y. ZbCD ® . 31q 520 •FS = 3 t q S�j = 1.5 ���mar�b� w7, ZD57 9,000 GALLONS. PRECAST SEPTIC TANK ST 8 x 10 — 9 ST 8 x 10 - 9 WITH BAFFLE B-401 . _ CASTIRONBOLT POCKET - ---I DIA.BOLTS A I I A CLOSED CELL -♦•-1- t 1 I I NEOPRENE GASKET TY PICAL BOLT CONNECTION ® I I ( 24"DIA.COVER PLANVIEW B tv M m� t B._7.. 'CO 0 � 17._3.. 10. _0.. _. 6" 23 8"INLET - ...•:;;'.:'... :::,, 8"OUTLET O g.. t.-0.. II S.. I 2'-10" 1.--6.. (5)6"DIA. }7 L .HOLES LIQUID LEVEL t 7 61S" 4"BAFFLE - F2'ta - 4%" OPTIONAL-MUST � BE SPECIFIED 4'-9" - - ASSHOWNABOVE SECTION 8-B- _ SECTION A-A v V 0 0 Z 00 SPECIFICATIONS 0 • Concrete Minimum Strength — 5,000 P.S.I. @ 28 Days •Tees — Provided and installed by others N •Steel Reinforcement — ASTM A-615-75, Grade 60, 1" Min. Cover • Construction Joint — Sealed with neoprene gaskets, and bolted in z • Design Loading — AASHO HS20-44 chamfered corners with 7/8" dia. bolts C C: C; PRECAST SEPTIC TANK. ST 5 X 10— 2. 2,000 GAL./HEAVY DUTY 10'-01, -LJ - - - - - - - - - - - - - - - - - - - I sl I Health Dept I D Y Town of Barnstable o s'—o" APR 2 $. 19�7 _ , 5'-0" �� .. PLAN VIEW 24" DIA. COVERS i' 6" WALLS rT 8" DIA. INLET ? I r.. V-6" 8" DIA. OUTLET 3" 2'-2" v p 6'-4" W- 1" 7'-4" v•• 5,_4,.f LIQUID >r LEVEL o is .•o.' ;o. .'o.• — :r. •'o.; CROSS SECTION VIEW SPECIFICATIONS • Concrete Minimum Strength — 5,000 P.S.I. @ 28 Days • Steel Reinforcement — ASTM A-615-75, Grade 60, 1" Min. Cover • Design Loading — AASHO HS20-44 •Tees — Provided and installed by others • Construction Joint — Sealed with 1" Dia. Butyl Rubber or equivalent ©5.1977 RO;C10WDO_ A S,INC. 16,000 GALLONS PRECAST SEPTIC TANK ST 8 x 10 — 16 ST 8 x 10 - 16 WITH BAFFLE . B CAST IRON BOLT POCKET DIA.BOLTS A I A CLOSED CELL � t NEOPRENE GASKET - � 16111 11 11 11 i t N at TYPICAL BOLT CONNECTION � "YY g co 24"DIA.COVER PLAN VIEW B 32.-0.. 30-8 t0._p.. 8,• T-B,• B... 6.. 6" 8"INLET - - 8"OUTLET 3" - 6.. II t•_p•• 151 6"DIA.HOLES 7'-0" g•_p•• LIQUID 7• 91" I LEVEL y _ 4"BAFFLE 2-1 OPTIONAL-MUST - BE SPECIFIED 10'-3" O AS SHOWN ABOVE SECTION B-B SECTION A-A. lD V V O7 y 0 0 -Q Z SPECIFICATIONS :o • Concrete Minimum Strength — 5,000 P.S.I. @ 28 Days •Tees — Provided and installed by others N •Steel Reinforcement — ASTM A-615-75, Grade 60, 1" Min. Cover •Construction Joint — Sealed with neoprene gaskets, and bolted in 2 • Design Loading — AASHO HS20-44 chamfered corners with 7/8" dia. bolts P�OfTHE> TOWN OF BARNSTABLE OFFICE OF e.B M"& ? BOARD OF HEALTH � 11et " i639 ` 367 MAIN STREET' HYANNIS, MASS. o26oi TO: Conservation, C. Diane Boretos FROM: John . Kelly, Director of Public Health DATE: April 28, 1987 Your request for an emergency determination to install tight tank waste disposal units for Cape Cod Condominimums is acknowledged. We do not view the installation to be of an emergency nature. The cottages are not occupied and, cannot be occoupied until the sewage waste disposal problem is resolved to our satisfaction. However, the matter should be handled as expeditiously as possible. >tsailTAM •639. ` 0 k. 367 MAIN STREET HYANNIS, MASSACHUSETTS 02601 _ ..... _ TO: Board of .Health FROM: C. Diane Boretos SUBJECT: Emergency Procedure Request from Cape Cod Village Condominiums DATE: April 28, 1987 Would you please advise .me as .to. the validity of the above request. . Thank You. i i� _ ofr+rrob �j/— Q IAEIlTAEL ■yea �O�I1dP/l !� i63q ` �0 367 MAIN STREET HYANNIS, MASSACHUSETTS 02601 TO: Board of .Health FROM: C. Diane Boretos SUBJECT: Emergency Procedure Request from Cape Cod Village Condominiums DATE:. April 28, 1987 .. , Would you please advise .me 'as,to the..validity of the. above request. Thank you. t �, ,' .. tjry. f• 9-. '^S rb �„y � j^ Sid r.' t 8 v TO: Conservation,. C. Diane BIffetos FROM: John M.•Kelly, Director of°Public Health i DATE: April 28,_1987- Your request.for an emergency determination,to install tight tank waste'disposal.. units for Cape Cod Condominimums is acknowledged We do, not view 'the 'installation to',be of,an ,•emergency nature Thi cottages are not. occupied''and;: cannot•be , ccoupted until the,•,se;,Whge' waste ,'disposal problems resolved to our satisfaction: ,F.,. However, the matter should be bandl" as expeditiousiy:as �os`sible C , _ 17 •s L f V i Milk A . M . WILSON , ASSOCIATES April 28, 1987 Barnstable Conservation Commission Town Hall Main Street Hyannis, MA 02601 Re: Cape Cod Village, Cummaquid Emergency Request ' (Our file #2.0184. 0) APR 2 1 Dear Commissioners : =" On behalf of Cape Cod Village Condominiums, I hereby request the Commission allow the installation of , a pump chamber, two tight tanks, their house connections, gravity and pressure lines as shown on the attached plans prepared by Baxter and Nye, Inc. A portion of the proposed work falls within 100 ' of several wetland resource areas;' dune, beach, salt marsh and land under ' water. In addition work will require grading in a depression located southerly of unit 14, easterly of unit 6 and westerly of Harbor Point. Road. There is presently some wet meadow vegetation in this area growing in a, sand and silt overburden lying on two concrete shuffleboard courts. The courts are shown in the attached Town aerial photograph of the site. This area is below the threshold for regulation under MGL Ch 131, section 40. It is supported in part by this bed of concrete and, according to ' the owners by "hardening" from road maintainence work which was left at this location. Personal observation shows that a low berm built up along the east side of the area, probably from road grading, prevents former sheet drainage from exiting the area in that direction. The work proposed has been ordered by the Barnstable Board of ' Health. A copy of a typical notice received by one owner is attached . Because of the delay in plan preparation due to adverse weather conditions, the project is already behind the original schedule set by the Board of Health. As your agenda is quite full, waiting for your Board to process a filing within your regular schedule would put the project an additional two months behind. 9 1 1 MAIN STREET , O S T E R V I L L E , MASSACHUISETTS 0 2 6 5 5 6 1 7 4 2 8 -1 4 5 0 ' - 2 - We therefore request that you allow work to proceed as ,an emergency in accordance-.wit-h---the--attached plans. We will begin immediately to process a regular Notice of Intent as a back up should the Commission desire it. Yours, A. M. Wilson Associates, Inc. ?Arlene Wilson ' President attachments ' cc: Anthony Sapienza Barnstable Board of Health DEQE 5AMW42/mg I A M . W I L S O N , ASSOCIATES -�-- - - -�- -- - -- j 4t;21 27( 4 :FEE 0 j; is . �•. � �� 2,f 4621 Lf Co 6 9M+y1 , ugnro) / each 7 ..v 12 i .-as 1. 13. .......... - ....::..:. ..:.......... - - z r _ o ° ........ . . .....:... ..... l r B L E / 1 ee .....::..... .........::......:. _ r �r,QS�Z n \ � LD �1\ � � � )�i "cJ� � �� s o. yl.6 E• l�Ila <o ✓ z - V�fili o ry n j o o � �� � �" .•,, � �', Yar� at� , , a .l �I ', �4'' .f ,-" •�,' `•' 4-i C �i ✓n'' tab e' � �Iv '. r' u�.• � s �p �'„ �I 0, n Den ✓2),r .(J�/i C.�li—` Fn :l •% U' 1\) 8b � js 0 ' From USGS Topographic Quadrangle for Hyannis, MA ' A.M. WILSON , ASSOCIATFS -+S�w � f s;-.• a h s3:r-"N`"� e#r t»fi��a"x _ ..,, J .. '�•i x s h 't. ram= r„,� � :� �u�� --. a�, cr�i e• 9 S yF s y 'c Y .. .Y`` t , ♦ T.�. i A i x h "' tt J r�F�'�► �• by,r1, rj a 'kr.iA'Y' r d' r. x ; e I' �� 9 �{ ( � � � 3�t•� s a4 •, It a,;,,{ AJ F � b M'tr� � M � � � t���le�`�`s��a,i,..?*'�•F0 s 4. rya •i ~:4• t ;15• .,lw s /. `P a i 1•.ir. Robert-A.. Yfrwlt:t 522 S-in l :L1gcl<,, Suite 3 1' Coral Gables, 11 33146 t'lope7tty oa.-nf, , h} you at 299 11r.0-1 t'oirl.t. Road, +'mmilagl►14,_I_ir,, wnr, ernhini—T by i?.,1-� •y't, c (.l��r-.,t '• •111:11 Perollrrr for lid-..—l.own r.•f It`flllrf:l l)I!` 011 1, c^fie•.', a c.omphillt oI nit r, !olltl!v^ s.,11i!i.­t1o11 survey of l.11c .area. Your on-sire r(,wnge dlrpn^-jI syzic l was fr,,,-i r to be in violation of 310 CUR, i1;.00, the ' State I:f►vironrnerital Code - htinitnum Requir(,mcnts for the Subsurface Disposal of Sanitary Sewage. ' The following violations were observed: REGULATION 15.02 (General Requirements) (1.1) Disc urge to Watercourses: Sanitary sewage ;and other polluting water is allowed to flow into tidal waters and shelif[si► beds of Barnstable harbor. (11) ape Of-System; System does not discharge ;it's effluent to a suitable subsurface v,-,ge disposal area. ' (15) Uralnage; Disposal system is located in an area where surface water accumulates. (18) Multiple Use-Prohibited: More than one lot is using the subsurface sewag^ disposal system, _ _(19) biaintenarir�e: Owner has not kept disposal system in proper operational condition and unit is f illu'd with sand and cover Is partially off. Fast Done fill] Road has been closed for shellfish harvesting because of contamination from inadequate on--site sewage disposal systems. Your system is in all probability a contributor to pollution. '. You are directed to have a p g rofcsslonal engineer submit plans within thirty (30) days of receipt of thin order upgradinP your on-sitA sewago disposal system to conforfn to Title ' 5 of the State Ftivironnlental Code and the Town of Barnstable Health Regulations. Plans for a tight tank may have to be submitted if a system abating all contamination cannot ' be designed: After approval )f the Engineer's design the on-site sewage dirposal r.ystem must be Installed by April 20, 1987. If no action is taken In this matter, the Board of Health will consider condemnation of the dwellings. ' You may request a hearing before the Board of Health if written petition requesting same is received within seven (7) days after the date order is served. i cold 1 rrpiilt 11) %ln^ lip to rrOn:()0; I::T-'h day's fallure to c-nil ; Iti) cicr rl,r►ll umr;V,jta a scharatc. vlolatlon; - - - -- ---P-LI-OR-DF R-'-l'lF TAPS DOARD OIL 11LALTII dim M. Kell y f?lrector of Public health a 1 r J \ M C o 1�1�0 N111y l U t� U N'IT-> 2 a�v e ooMS F.�G N l Lb oo 1 u M l�►�.� �T s Z 3 �mop 1•�lS �A,C t-1 V ' r zr.MF--N4 " V SbOy, I7Go r--'rFD = 8800G�� Sdo'/o 3VSo CA���o•,5 = l�gOo C�.c.c�o pus U sM. A. 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MLO-r C-OoArrMt-A, f' T�� LocAmowi or- l.1Tt L k-n Fs PR\� zs'� ''iT� hIJ� I�?t+C.�4til�4`RO�. 9.T�ernlwr4t, cLSAtaouZs a� SST TLUS4k ZO -7 ex b, for• -ne"*T 'Z'A-t�IK." 1►3L�.T" llS��}t Z;IE;Tv-ET 7-ia a a-V I14V 5 E7n L TA.."K. %1, lMST-Xt_L^T 10&A OF TAMKS -M, SC. -Cl0Lk;-' 1tl►RCCAQ�A.hIL�mac( IT1.4 �+�1W.lu E r�\0V spsc.► Ic.A►ro►.tS. � SG�L Z I =40' 4S°/ 0 GENERAL NOTES FOR PUMP SYSTEM dk A) PROPOSED SYSTEM/HEAD CURVE HAS THE FOLLOWING CHARACTERISTICS: Q (G.P.M) FT j �\ ki C 'a 2�l�Lt 1.1 0 O 10 M�►►u l �N.? 40 7•(moo k '0- T H of Sam�Die 50 MID B) THE SEWAGE PUMP INSTALLED SHALL MEET THE FOLLOWING REQUIREMENTS. -Aso 86yp � COO CO�10 to M i 1�1► L1 M` V I 1.1.AE�� 1. HAVE A CHARACTERISTIC CURVE WHICH PASSES THROUGH THE SYSTEM/HEAD � j CURVE AT ANY POINT BETWEEN 10 GPM TO Sp GPM. - -�._ \ i 2. BE NON-OVERLOADING G THE ENTIRE PUMP CURVE. '� v '� ter' �y - I APR 2 .8 19�7 �LA ►A t-A k G?C� �v �A Z KI s-r 8 L S VAC VAC.3. BE SINGLE PHASE, 115 J i 4. START AND STOP AT THE ELEVATIONS SHOWN CN THE DRAWING. f 5. THE PUMP AND MOTOR ARE TO BE BUILT BY THE PUMP MANUFACTURER. THE �• I COMMON SHAFT WILL BE STAINLESS STEEL DESIGNED FOR EXTREMELY _ MA+n\ Lim DIFFICULT SEWAGE PUMPING SERVICE. NO SUCTION SCREEN OR GUARD IS ►vim .��� gCA�E; t : .a� '��TF_ 49ZI L 13 \`387 REQUIRED. 6. THE MOTOR SHALL BE COMPLETELY OIL FILLED AND OVER LOAD PROTECTED. RAY ?tL1L ZZ, 13-6? SINGLE PHASE MOTOR SHALL BE OF THE PERMANENT SPLIT CAPACITOR I DESIGN THRUST BEARING SHALL BE OF THE BALL TYPE AND RADIAL BEARING SHALL BE SLEEVE TYPE WITH PERMANENT LUBRICATION. 7. PUMP SHALL HAVE A MECHANICAL SEAL RUNNING IN OIL-FILLED CHAMBER oN r L 1ZOlu�CTiI,. 1 PLUS AN EXCLUSION LIP SEAL IN FRONT OF MECHANICAL SEAL IMPELLER SHALL BE TWO VANED CAST IRON WITH PRESSURE VANES ON BACK SIDE. �2"�vTpVZ �Att IMPELLERS SHALL PASS 1 1/2 INCH SPHERICAL SOLIDS. K��P'�E� ��Q- \,ttA Of ,{� � � /� T� e � ��� l &-I 8. PUMP DISCHARGE SHALL BE 2 INCHES. PUMP SHALL HAVE A SUITABLE HANDLE OR RING FOR EASE OF INSTALLATION OR REMOVAL. PUMP SHALL ( ~I HAVE THREE EQUALLY SPACED LEGS, INTERNALLY THI2EADED TO RECEIVED 9rw •r ;� $" ��I APO~?� �� PETER 4 3/4" DIAMETER PIPE, GIVING FLEXIBILITY IN LOCATING PUMP ABOVE o SULLIVAN Glci5T e L 1t.� �t� V zy 1`. O S BOTTOM OF BASIN. PUMP SUPPLIED WITH 5" LEGS AS STANDARD. O; Gd�aG'2�i'C3 P�►p v TAeoe?E2 SETWEEp,I 71 2'sat0 9- NO.29733 - tGOUC�Zt�T(J +'L"C.uTOvT AS6�1ow1•.1 �o ,�iLn7 i T)Ot d h oTES a N' �-�►P S�STE r1 .��ss' C-c)N s G? S ftAL EN ��� I�loTEs gd5• ':f-ou.C+Z.6TE s 4zzs7 t c cm It 1-F-Nvj OUT I BAXTER & NYE, INC. f Registered Land Surveyors and Civil Engineers 7 Parker Road/Osterville, Massachusetts 02655/Tel. (617)428-9131 i WILLIAM C.NYE,R.L.S.-President RICHARD A.BAXTER,R.L.S.-Vice President PETER SULLIVAN,P.E.-Vice President-Engineering April 23 , 1987 Town of Barnstable Board of Health P .O. Box 534 ! Hyannis , MA 02601 RE: Cape Cod Condominium Village Cummaq uid Barnstable l Dear Board: This letter will summarize the alternative desgins looked at to solve the sewerage problem at the condominium village . 1 . Title 5 System: There is no suitable soil on site to support a traditional leaching system. Six deep borings were conducted and several deep test holes were dug. All proved negative. A copy of the soil logs are attached for your review. 2 . Town Sewer : The exisiting town sewer line is over two miles away. There are no future plans to extend the sewer to this area . The estimated construction cost , , 1a in e21, tJ 1 . G ii[111_L C.iU11arS . 3 . Treatment Plant : There is no place on site to dis- charge the treated effluent except into the. wetlands . From an environmental standpoint this can not be done . 4 . Off Site Disposal : The potential does exist that a parcel of land off site could be found and used for a traditional leaching system. C 7T;;" � D - APR 2;41Wj MEMBERS OF CAPE COD SOCIETY OF PROFESSIONAL ENGINEERS AND LAND SURVEYORS/AMERICAN CONGRESS ON SURVEYING AND MAPPING MASSACHUSETTS ASSOCIATION OF LAND SURVEYORS AND CIVIL ENGINEERS Page -2- 4. Off Site Disposal (Continued) This solution would consist of a collection system to a lift station. The lift station would pump the grey/black water to a gravity line. The gravity line would then flow to the leaching field. The present problem is no off site location has been identified. 5. Tight Tank: The tight tank solution is as shown on our site plan and requires periodic pumping . The advantage to this solution is that if-an off site disposal area can be found, then the tight tank can function as the lift station. If I can answer any questions please do not hesitate to call . N- Very truly yours, 1 Peter Sullivan, P.E. Baxter & Nye, Inc. PS%lp PETER yG N SULLIVAN NO. 29733 t s401YAL i RAXTER & NYE, INC. Registered Land Surveyors and Civil Engineers 7 Parker Road/Osterville,Massachusetts 02655/Tel. (617)428-9131 Wa LIAM C.NYE,R.L.S.-President RICHARD A.BAXTER,R.LS.-Vice President PETER SULLIVAN,P.E.-Vice President-Engineering April 13 , 1987 Town of Barnstable Board of Health P .O. Box 534 Hyannis , MA 02601 Dear Board: Please find attached a site plan for Cape Cod Condo- minium Village located in the Cummaquid section of Barnstable . The plan proposes a tight tank solution to correct the present Title 5 violations ( outlined in your letter of March 3, 1987 to the Condo Association) . I would like to note that I have evaluated various alter- natives and at this time the tight tank solution is the only. viable alternate . If you have any questions, please do not hesitate to call . Very truly yours, Peter Sullivan, P . E . Baxter & Nye, Inc . PS/fmj 4-... ^� Nealth Dept. OF P,ggs� Town of Barnstable PETER SULLIVAN �. No. 29733 (APR 1 3 1937 `ass/ONAt MEASBER.S OF CAPE COD SOCIETY OF PROFESSIONAL ENGINEERS AND LAND SURVEYORS/AAWRICAN CONGRESS ON SURVEYING AND MAPPING MASSACHUSETTS ASSOCIATION OF LAND SURVEYORS AND CIVIL ENGRVEERS I v BAXTER & NYE, INC. Registered Land Surveyors and Civil Engineers 7 Parker Road/Osterville,Massachusetts 02655/Tel. (617)428-9131 W J IAM C.NYE,R.L.S.-President RICHARD A.BAXTER,R.L.S.-Vice President PETER SULLIVAN,P.E.-Vice President-Engineering April 8, 1987 Town of Barnstable Board of Health - P.O. Box 534 -Hyannis, Ma. 02601 Attn: Dale Saad Coastal Health Research Coordinator RE: Cape Cod Village Cummaquid m Dear Ms. Saad: Per our telephone conversation of this date, I shall be submitting a plan of the proposed tight tank for Cape Cod Condominium Association by Monday April 13th. If you have any question's, please feel free to call . �a_.r� yr OFery tr'u ly 1�::'.:r.SI ....., .-. /�,zf�►,�►1y.� , Peter Sullivan, P.E. -awl; PS/ljp MEMBERS OF CAPE COD SOCIETY OF PROFESSIONAL ENGINEERS AND LAND SURVEYORS/AMERICAN CONGRESS ON SURVEYING AND MAPPING MASSACHUSETTS ASSOCIATION OF LAND SURVEYORS AND CIVIL ENGINEERS r . TOW i OF BARNSTABLE, MASSACHUSET TO 1•Y° to Coo%,#LuA i ASSESSORS MAPS \ _ CONDO MNJIVM6 wH° t30 ACT •c r O •. A-1Si-s% PAaT•r! • � � «-ssa•s -1 L •I . O� 10 a $ ee 7T- 1.02AtV4Np4jf" - ® q8 13 ,� [ S4c Q a d \ WAY .k . L. . ]It of 14 Jt \ d t0 .234C s V 3 (o - ' \ tt ///J i � 6S e r. W / L20 Zlb A I 09 I i b°°� i A M /I N ( �t THE FOLLOWING IS/ARE THE BEST IMAGES FROM POOR QUALITY ORIGINAL (S) m ^ DATA #"` /CflNDITIOIfS CANTrNZTED.' ` . ._ FILE. W •;:l'=S NU1B 14 A ' b Any fill oe`rd in connection with this project shall be clean fill, containing,,no 'trash, .refusea ,tP ki rubbish or lebris,.in.elud at, without: limiting the generality of the foreso,..g: lumber, -bricks, 4d plaster; wire, papa% tires, ashes; refrigerators motor .vehicles or pants of-any.:of 6. No work may be .oomme'need until .all s sal eriods have elapsed from the Order of the .Con nervation Commission'or'fion, a'final Orde by the Departimentpof EnyironmentaL,Qualitp En Y ' ginetrmg: w i. No work shidi be undertaken until the Final Order, with respect to the proposed project, has r been..recordrd in the Registry of Deeds for the District in which the land is located within the chain .of•title of-the affected property The. Document -number indicating such recording`;shall. M be submitted on the form' at the end' of this order.to the"issuer of'.this Order prior to'conimence- ' Ment..of iwork. f . 8 A sign'shall be displayed at: the sit^. not less than rtwo square feet or more than three square feet bear n the words "Massachusetts..De artment of,:Environmental Quality ' Engineering y `" NumbersE '3 948. .� pp :: F , d a5 copy of'this Order shall be available at the site. " 9 rWhere'the}De�artmentiR of•Environmental Quality Engineering 2s requested to make a determm- iation; aid to �asne;;a supp`eeise.dting Order,..✓, e. Conservstion Comm�ss�on "shall be' a party Ito all agency proeesdmgs�and lteannta before the Department +" '10 Prior to+as work .been done;:at the s�y &; te,`all legal advertisingg bills incurred.by the peZztioner in relation U the Wetlands Hearing held on`this protect'shall`..be paid - a• 11 Nonceshall be given !to the Barnstable Conaerv8taonx Corriaiss�on'°or'Conservation Officer no f 12 The existing cottages shall be'maved ands elocated ;in the back •of. the. dune; at.the ' same';elevation `as°inr the. original location:"; # 3' +'The existing dune sha11 be removed and stockpiled so that it-can be re established in�its"'or ginal location` and;rave stated "a z .; F g following the relocation of the cottage. A 14 Theold septic system under the dune is. to be pumped out and'filled with clean material; r prior to there establishment of 'the ttill`eXis$.12.g r it .ip°ac CIlE site t,?iall.lbet r`enovea 'f2{om :the =,sito to an area not'.s*abject k.'to State>or local Wetlan s Statutes L ' '� A single grow of stones .may be left in place in front of the original cottage location.' E } tx k= •, hThe area behind it`shallEbe planted with beach grass, ';or other indigenous :ve9e'tation. .r, septic systeM 'shall be ed south 'of the property line, in,the< common' area, of ;the flood 'p^ 1air�. =The :septic system shall. be approved by the Barnstable ' $ Board of Hen" fh, andsa copy >of ;the design and Board .of Health approval shall :be sub- �. n t '; miffed to the-•Conservation Commission prior 'to the"start of construction. `�`18 Snow'.fencir shall tie used.during the winter;months to lessen `the drifting of sand, and to;protect`'the'vegetatiori iy B yy t t ry y fry l � 19 All disturbed areas°are to be- revegetated immediately following construction. 3a: '� 20 tamped Engineer's Plans' shalZ be prepared in conformance with the Conditions cited + �, _. above. ."These;`shall',6 submitted ,to, and approved by .the Conservation Commass .can tl rand+DEQE priorthe start iof}work f l „ 4r »H a a I,,t}¢ ) •.'. t ^, «•• ',.;d > ){„may * '' ,A . 'h_ to 21' °:Immediately..following completion; the projeet.'shall be certified to be as pax.`these ,? a - -condi.tions°;and plans, in`writing, to the Barnstable' Conservation Commission Eby, the *.7} ro'ect, engineer.who -shall be 'registered in the state of Mass. Upon certification ' p 7 9 x: by, ttie: project engineer`; the ,applicant. shall forthwith request, in writing; that a r " ;} 5 Cert 'ficate ,of Compliance be 'issued stating that::the work has been, satisfactorily '`k y 'mot � COmpleted: a r '7a is * F22 This Order of,Conditions is simultaneouslys1ssued. under Article XXVII of the,Town ' of Ba;rnstable `By Laws. - i t( f 3 � Ya'1 ) y,,�.h7� A z � a 7`"--k.sf a 4,{'�3yc v'1 u +,y,4 L Y ." � b "'.:_ � .� a •Y '+" , v f .!V —i, ;•'�i tw,C 9 4iA 1 'u W q,fit 7d• _ .� 4 1 1 1 a ) .. � .cF';f 4 r s- - t'5+ ,' �- M 41Y•j4' AR 5 gill 5.40 h ° ATE 01�t C�Ava Lop c►.lam a A/ I N 73° / 3 r 30.00 Its to 08 tj sq .a 1 �m �• 41 \ ��/. /)►�_ i 'mere ,.All �\ o s � a•° , 2 0 •J b � `1 �. L.v� �p b r °w 3 NN y 11 w • 'O� 2 o, g 1 = as+° S•E 40 a {e �►l 19 r o- b a Its w 9� � p �p y 'bts'4• �' ems. 4. i , 1 ,� ` � "m•k� 4 4h• � �a"E / O N68°•06=3o W A.Y VAN DOZER s . SENT BY:Xerox Telecopier 7020 ; 9-23-89 12:39 ; 6174268350-4 77533444 2 f United States Office of Municipal April 1985 Environmental Protection Pollution PC`0460 8' EIMc '� R�w Ca q htevmmeM n Ffltags , r i M frr f A 3 wr-w, 1-m ........... ........... P A f` I 9 WED i let 6174268350 4y, ' ..,— �y—--""..^+rye*'..�—....._...,-•_r 77 SENT BY:Xerox Telecopi,er 7020 ; -8-23-89 ; 12:40 6174268350-; 7753344;# 4 Attachment #1 _1 EXECUTIVE SUMMARY Intermittent sand filtration of wastewater is not a new technology. and filters were often used by sewered communities ,around the turn of the I century. However, as wastewater flows and land costs increased, they were replaced by mechanical treatment processes. Recently, as the need for low cost facilities in rural areas has grown, intermittent filters have received increased use again. Intermittent sand filters are beds of medium to coarse sands, usually 24 to 36 inches deep and underlain with gravel containing underdrains. primary or secondary effluent is intermittently applied to the surface and purification of the effluent occurs as it infiltrates and percolates through the sand bed. Underdrains collect the filtrate and convey it to additional treatment processes and/or discharge. Intermittent sand filter design concepts include buried filters, open single-pass filters and open recirculating sand filters. Laboratory and field investigations have demonstrated that intermittet sand filters can produce very high quality effluents. Concentrations of effluent SODS and TSS are typically less than 10 mg/l with ammonia nitrogen less than 5 mg-N/L. Only limited removal of phosphorus and fecal colifor�n bacteria are achieved, however. Design considerations important to achie�ing this level of treatment include pretreatment, media characteristics, hydraulic and organic loading rates, temperature and filter dosing techniques. Operation and maintenance are important to achieving high levels of treatment and to maintain long filter runs. Raking of the sand surface, resting and periodic removal of the surface sand are commonly employed. Energy requirements of intermittent filters are less than approximately 0'.2$ HP-hr per 1000 gal . (0.055 kWh per m ) of processed flow. Intermittent sand filters compare favorably in economics and performance with extended aeration package plants and lagoon systems. Compared to extended aeration units, intermittent filters possess a lower present worth cost, consume substantially less energy, produce a more consistent and high quality effluent, but require more land area. Compared to facultative lagoons, intermittent filters possess a lower present worth cost, consume slightly more energy, produce a substantially .higher quality effluent and require less land area. Operational requirements for these filters are significantly less than for extended aeration units, but more than for lagoons. Intermittent sand filtration represents an attractive wastewater treatment process that can satisfy the significant treatment needs of small communities. Sixty-three percent of the communities needing wastewater treatment systems by the year 2000, have wastewater flows less than 0.106 MGD, a rate for which sand filtration is ideally suited. Despite the long historical use of intermittent sand filters and the recent increase in their use, their performance capabilities have not beqn fully optimized. Further investigation is needed to optimize relationships between design criteria and performance capabilities. The development of a data base regarding the design and performance of full-scale plants as well as their operation and maintenance requirements and costs would facilitate this effort and provide other needed data as well . AIJG-23-89 WED 122 : 45 r, 1 7 4:2,6 -;35 :i P . 04 SENT BY:Xerox Telecopier 7020 ; 8-23-89 12:41 ; 6174268350-+ 7753344;# 5 _t capabilities. The development of a data base regarding the design and performance of full-scale plants as well as their operation and maintenance requirements and costs wo d facilitate this effort and provide other needed data as well. AUG-23-89 WED 12 : 46 _� , � 6174268350 P . 05 , r l Telecopier 7020 8-23-89 ; ^12:^41 ; 6174266350-+ 7753344;# 6 SENT Bi ,7 7ox CONTENT'S Page Executive Summary . . . . . . . . . . . . . . . . . . . . . . • , , • . . . . . • • • • i Contents . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , # . . . . . . . . . . . Figures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . iv Tables . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . v Sections 1, Technology Description . . . . . . . . . . . . . . . . . . . . . . • , . ♦ 1 Introduction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Process Description . . . . . . . . . . . . . . . . . . 6 . 00 . . . . 1 Process Designs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 2. Development Status . . . . . . . . . . . . . + ♦ . . . . . . . . . . . . . . 5 9. Technology Evaluation . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Process Theory y . . . . . . . . . . . . toot . . . . . . . . . . . . . . Process Capabilities and Limitation. . * * . . . . . . . . . 9 Design Consideration . . . . . . . . . . . . . . . . . . . • • • • • • 9 Filter Performance . . . . . . . . . . . . . . . . . . . . . . . . . • . 15 Operation and Maintenance . . . . . . . . . . . . . . . . . • • • 18 4. Comparison with Equivalent Technology . . . . . . . . . . . . 19 Costs . ♦ . . . ♦ . . . . . . . . . . . . . . . . . ♦ ♦ . . . . . . . . ♦ . . . . . 19 Energy Requirements . . . . . . . . . . . . . . . . . . . . . . . . . 19 Performance 19 Land Area Requirements . . . . . . . . . . . . . . . . . 0 . " . 23 5. Assessment of National Impact. . . . . . . . . .. . . . . . . . , . . 25 i Market Potential . . . . . . . . • . , . . . . . . . . . . . . 25 Cost and Energy Impacts . . . . . . . . . . . . . . . . . . . . . . 25 Risk Assessment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25 6. Recommendations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ♦ 27 Research and Development Efforts . . . . . . . ♦ . ♦ . . . 27 Process/Technology Modifications . . . . . . . . . . . . . . 27 References . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 28 AUG-231-89 WED 1 _ 1 14i , .._.. SENT BY:Xerox Telecopier 7020 ; 8-23-89 12:42 ; 6174268350-4 7753344;# 7 IV FIGURES Number Page 1 'typical Buried Sand Filter . . . . . . . . . . . . . . . . . . . . . . . . . 3 2 Open (Single Pass) Sand Filter. . . . . . . . . . . . . . . . . . . . . . 4 3 Typical Recirculating Sand Filter. . 4 4 Estimated Land Areas for Intermittent Sand Filters and Comparable Processes. . . . . . . . . . . . . . . . . . . . . . . 24 i4UG 23-u' G-JED 1 �? 4 i 6174268350 ... SENT BY:Xerox Teleropier 7020 ; 8-23-89 12,42 ; 6174268350-4 7753344;# 8 v TABLES Number Page 1 Example Community-Scale Sand Filter System . . . . . . . 6 2 Performance Data for Community-Scale Sand 8 Filter Systems . . . . . . . . . . . . . . • . . . . . . • • , • , i 3 Summary of General Trends Between Design and Performance Factors . . . . . . . . . . :. . . . « . . . . . . . . . . . 13 4 Example Design Values. . . . . . . . . . . . . . . . . . . . • • • • . . . . 14 5 Performance of Open Intermittent Filters . . . . . . . . . . . 16 6 Performance of recirculating Intermittent Filters Treating Septic Tank Effluent. . . . . . . . . . . . . . . . . . . • 17 7 Cost Comparison 5,000 gpd Facility . . . . . . . . . . . . . . 20 8 Cost Comparison — 30,000 gpd Facility . . . . . . . . . . . • • 21 9 Estimated Energy Consumption of Intermittent Sand Filters (kWh/yr) . . . . . . . . . . . . . . . . . . . . . . . . . • • 22 10 Estimated Treatment Performance by Process Type . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... . . . . . . . . . . 22 i i i AUG-23-89 I-JED 12 : 4 i � -�.r�1�i 4' 3`� P . EIS t. -_ jay' rs NT' 6Y,Xero'x Te l ecopier 7020 8-230&9- ;--12.43 1 6174268350- 7753344;# 9 1 SECTION 1 TECHNOLOGY DESCRIPTION INTRODUCTION More than 23 percent of all housing units in the United States are beyond the reach of public sewers and approximately 350,000 new homes are being built each year in unsewered areas. Traditionally, wastewaters from these homes are treated and dis osed of by septic tank-soil absorption systems. Many of these systems have failed because of unsuitable soil and site conditions, poor design and installation and lack of maintenance. Where failures are widespread, communities are forced to consider construction of public collection and treatment facilities. Due to low population densities, conventional sewage collection and treatm nt is often too costly. It is not uncommon for residents of small communities to pay two or three times as much for sewer services as residents of larger municipalities. The impact of these user charges on family budgets can be quite severe because the average a nual incomes in rural communities are significantly lower than in more urbanized areas. As a result, plans for construction of needed facilities are often rejected and public health hazards, nuisances and environmental degradation from improperly functioning septic tank systems continue while economic development is impeded. Less costly but a ually effective alternatives to conventional sewerage are needed. Significant savings to the community can be made by reducing the operation and maintenance costs of the treatment plant. The costs of construction are usually el gible for grant assistance from various funding agencies, but the day-to-day costs of ope ating and maintaining the facility must be borne solely by the community. Conven tonal treatment plants are often highly mechanized and require substantial attention by a skilled operator. Most small communities do not have the skilled personnel or financial resources to provide the needed operator. Simple, low maintenance treatment processes which can achieve required effluent standards or avoid effluent discharges into surface waters are needed if user charges are to be kept within realistic limits. Intermittent sand filters are one such alternative which are ideally suited to rural communities, small clusters of homes, individual residences and business esta lish- ments. They can achieve advanced secondary or even tertiary levels of trea meet consistently with a minimum of attention. They are also relatively inexpensive to construct and have low energy requirements. Because of these advantages, their ise in rural management districts and small communities is expected to grow. PROCESS DESCRIPTION ' Intermittent sand filters are beds of medium to coarse sands, usually 24 to 36 in. deep underlain with gravel containing collection drains. Primary or secondary effluent is intermittently applied to the surface and percolates through the sand to the bottom of the filter. The underdrains collect the filtrate and convey it to additional treatment processes and/or discharge. The treatment processes are complex, involving physical, chemical and biol gical mechanisms. Straining and sedimentation of suspended solids occurs between the sand grains and chemical sorption on the grain surfaces plays a role in the removal of some aLIG-23-89 WED 12, : 43 61742E.8350 F . G_ 9 i SENT BY:Xerox Telecopier 7020 ; 8-23-89 ; 12:44 6174268350-4 7753344;#10 i 2 materials. However, it is the biological transformations that occur within the rilter which are the most significant (Calaway, 1957). Since these are most efficient under aerobic conditions, intermittent application of the wastewater and venting of the underdrains helps to insure aeration of the sand. Biomass and associated waste byprod- ucts develop during treatment and are retained within the filter. Biological degradation including endogenous respiration helps to minimize solids accumulations. However, with _ time, accumulations of biomass and other particulate matter may build up near the filter surface to such a degree that the sand bed must be rejuvenated to restore the hydraulic capacity of the filter to an acceptable level. PROCESS DESIGNS Buried Sand Filters Bu ied sand filters are constructed below grade and covered with backfill ma erial (Figure 1). A 4 to 5 foot deep excavation is generally made. The underdrains are surrounded by graded gravel or crushed rock and the upstream ends are brought t the surface and vented. A thin layer of fine gravel is commonly placed over the 1 Irger gravel to prevent piping of the filter sand into the underdrains. After placement df the filter sand, another layer of washed graded gravel or crushed rock is laid over the 'alter surface along with the distribution piping for wastewater application. These pips are vented to the ground surface at their downstream end. The entire filter is then backfilled. Buried filter designs are most commonly used for very small flows such as those from single homes and small commercial establishments. These filters are designed to perform for very long periods of time (up to 20 years) without the ne d for operation and/or maintenance. Open (Single Pass) Sand Filters Open (single-pass) sand filters (Figure 2) are similar to buried sand filters except that the surface of the filter is left exposed and higher hydraulic and organic loadings are generally applied. In cold climates, removable covers may be used. In addition to perforated distribution piping, the wastewater may be applied by flooding the surface periodically or through spray distribution. These filters are used for individual horr es as well as larger flows from small communities or industries (up to 0.2 MGD). Recirculating Sand Filters Recirculating sand filters are open filters which utilize somewhat coarser edia and employ filtrate recirculation. Wastewater is dosed from a recirculation tank hich receives both settled waste (e.g., septic tank effluent) and the filtrate (Figure a). A recirculation rate of 3:1 to 5:1 is typical. A portion of the filtrate is diverted for further treatment or disposal during each dose or when the recirculation tank is full. (These fil- ters have been applied to both individual homes and small communities (up to 0.2 MGM M AUG-rT _ WED 2 . 4 : 61742_'68350 P . 10 NT BY:Xerox Telecopi"er 7020 ;. 8=23-89 12:44 6174268350-+ 7753344 411 i i ENTS DISTRIBUTION BOX *-T Li HOUSE AM SEWER SEPTIC TANK '� M ` . ` „ % i " ,'° • DISCHARGE �.11f IAIl{ fl II1 IN$PECTION/DISINFEc,rION YANK (IF REQUIRED) i PROFILE TOP FOIL FILL DISTRIBUTION LATERALS f ? of IN. is S �:w' f�*h''r�l'K i 3� ' 1;h� Zt • �,1�' il:1Z, GRADED GRAVEL ,� fi�4 � +9�j�:�' �+ '#ifP�l 'S Z4-•3BIN. h�^�fi'e,i;«.'Sti¢�� ••�f�1y,b�V+�+'vJ,yi .��.� +q,S�L@,•., PEA GRAVEL 1•'a, "+•P. ► 0/ ; of 8 IN, GRADED GRAVEL 1/4'TO11/2* UNDERDRAIN ,SECTION Figure 1. Typical Buried Sand Filter ALI;-223-$9 WED 12 50 61 74 68350 P ­X- - . f SENT BY:Xerox Telecopier 7020 ; 8-23-89 ; 12:45 6174268350-4 7753344;#12 4 INSULATED COVER (IF REOUIRED) D18TRlBU$TION PIPE. i SPLASH 'VENT PLAT, PIPE '�G 1•; �•�S+hK+' 1 a,•1 V/ ��.�,n,,.�.A, pq` 1..r.�...t,y,. w'r°R + M a�e'� .j ��1,s`=�41�nS ,w• .tit �;., ��,�.,y�. ,�a?�fV' ,5�.41 SI,�iS�al�A{t"1�V s 1!%�l• e� •'d�, �j , �`,4 i1rA'�•!,gSST ►OW,>ao •D+s?C°d'�;�1.�: '�t.�„D.t,tlr.�•„��'� d."';S'f;.t,�90 ,j�S''`' 0,:, +,+,'�`'�A,V°af3•Q�tiq,° a�:�•"i+,i'�' ;:e•��1l.+�:b-'�+ '�+�+�,ia �ti•t;to';�!t� PEA GRAVEL. °:�+�'Q;;R'�:• a+? »;�;�.�°���IY � �o;r��° a���9�'��'r °t�'��i;+.••? � R1, �yw :rAY{` `t�,aF1yr7' _ ;! ,.IJp; �,p• DISCHAROE r` ' ' •� °'" '" % • . ' d�10°CONCRETE $LAS GRADED GRAVEL, COLLECTION PIPE PERFORATED OR OPEN Jt INT 1/4 TO 11/2' Figure 2. Open (Single-Pass) Sand Filter I RAW WASTE PRETREATMENT UNIT qo SEPTIC k TANK DIVERSION r 4, EFFLUENT FILTRATE VALVE FREE ACCESS S,ANb FILTER DISC ARCS RECIRCULATION TANK nump PUMP Figure 3, Typical Recirculating Sand Filter AUG-23-89 WED 12 : 50 61742t'—.8350 P . 12 SENTfBY:Xerox Telecopier 7020 8-23-89 ; 12:46 ; 6174268350-� 7753344;#13 5 SECTION 2 DEVELOPMENT STATUS The full-scale use of intermittent sand filters as a secondary wastewater treatment process is in general not a new technology. They were frequently used by sew Bred communities around the turn of the century. However, as wastewater volumes increased and land costs rose, they were replaced by mechanical treatment processes. my recently, as the need for low cost facilities in small communities is growing, iave intermittent filters been re-employed. (Salvato, 1955; Teske, 1978; Evans, et. al., 978; Ronayne, et. al., 1982; Curran, et. al., 1983). The design and performance characteristics for a number of community-scale intermittent sand filters have been compiled'in Tables 1 and 2. Most facilities are open surface filters of single-pass or recirculating design serving small communities with design flows up to approximately 120,000 gpd. Pretreatment consists of sedim nta- tion/digestion in imhoff tanks or sytic tanks. Individual filter units typically ave surface areas of less than 11,600 ft and media depths of 2 to 3 ft. Filter medi are exclusively sand of medium to very coarse grain size (0.25 mm - 2.00 mm). Mul 1ple filter units are provided with one or more standby units for use during filter maintenance or periods of increased flows. Filter effluent is disinfected using chlorine or ultraviolet irradiation with final disposal to infiltration basins, ditches or water courses. In some cases effluent is discharged into subsurface absorption trenches without disinfection. Table 1 lists several facilities for which data are available. Most of these facilities were put into operation since 1976, although one of these intermittent filters has been in operation since 1953. The performance of full-scale intermittent sand filters, both single pass and r eir- culating, appear to be consistent with laboratory and field studies. A high quality effluent is produced. Concentrations of BOD5 and TS5 equal to 10- mg/L or less and nitrification of 80 percent or more of the applied ammonia are typically achieved (Table 2). Removals of phosphorus are limited and reductions in fecal coliform bacteria ar less than two logs, slightly less than might be expected. Further developments in intermittent sand filter technology as generally uti ized today are likely. Several process modifications have been investigated as me_a s .of enhancing the effluent quality produced by intermittent filters. Increased remov 1 of, soluble organics and phosphorus has been demonstrated with mixed media of san. . ands: chemically active substances such as silt and clay soils, limestone fragments or actnLated carbon (Schwartz, et. al., 1967; Brandes, et. al., 1975). Increased removal of coliform bacteria may be achieved with filters comprised of multiple layers of sand of decre{lsing particle size (Scherer and Mitchell, 1982). The application of modifications'`such as these In full-scale facilities awaits further demonstration. A promising development in the application of intermittent sand filters involves their use prior to wastewater absorption in subsurface soil absorption systems. I this capacity, recent data suggests that sand filters may enable increased hydraulic loading rates, as much as 300 percent higher than typically possible with conventional septic tank effluent (Ronayne, et. al., 1982). The equipment and hardware typically utilized in intermittent sand filters should be available locally in most municipalities. The critical component is the media, which often is also available locally. AUG-23-89 WEIi 12 : 5 1 L 1 cn 1 m ttiti z Table 1. Example Community-Scale Sand Filter Systems � Location Population Filr Design - Filter� 9n Media Desion Filter Are Pre-Filtration Effluent Start- CD � Servedl Tye Flog . U_C_ Range Depth Loath^ Per Units Treatment Disposal lup Date o r (gpd) {..+� - (Rrr) (ft-) {gDd/ft?; {ftI} tKo_( x Cc=wri tr of m m IlLrford, deafer- 600 (A) RSF 65,000 - - 0.3- 2-5 3 11550 2 Septic Tank CL2, 1976 c> sou, Co., iL 0.6 (1) Surface '> a ► Ot tch r. r-' covoxnity of 5 Thompsonville, 500 (A) RSF 65,ODD - - 0.3- 2-5 3 11550 2 Septic Tank C 1972 _-Z tn Franklin Co., IL 0-6 (1) 1 ( o di tch 0 Niranda Cam. 463 (D: RSF 46,300 - <2.5 i_O- 3.0 3 4000 4 Septic Tank CL2, YZ(82 Sere. Dist- 1.5 Miranda, CA (31 InfiltraCO - tion Beds r� ca Yam of Dexter - RSF 60,000 - - - - 3 - - - Absorption 4lB3 1 Dexter, OR Trenches CO co CoNmunity of CiSne 700 (A) ISF 70,04D - - 0.35- 2,5 3 17600 2 Imhoff Tank Strew® 19153 Wayne Co., TL 0-5 (0) ry Torn of Sabbattus 1500 (0) ISF 120,000 O.44 <3-5 0.3- 2_0 3 WOOD 6 Imhoff Tank 0Y, 12982 Sabtattus, HE 1.0 (2) River 3 Gardiner Sewer SOO (A) 15F - - <3-5 0.30- 2.5 - SSW Dist_ No- 1 O (�} Septic Tank CL2 12l82 Ulstier County, fly River FoNn of Glover 49 (D) RSF 7,000 0.2 3.5 - 2.5 1.4 5000 2 Septic Tani- Surface i983 Glover, Yi (1) Rock Filter Water Beecher City, IL 75G (D) RSr 52,500 - (3.5 0_Z5- 7.0 3.0 4375 5 Septic Tank Disinfection 1993 -,1 1-0 (1) Surface rn _ Water tti Yassal6oro, ME 750 ()} 15F 27,000 0,25 4,0 - 2.5 2.a 7040 2 Septic Tank Stream 7R182 ate'., co (D) CO ca FirmerSvllle, IL 1250 (D) ISF 125,ODD 0-35 3-.5 - - 15-0 5160 2 Lagom Surface SOr f o -n (0) 'water . 93 t )byleton. IL 518 (D) ISF 59,00D 0.3 3,5 - 2.0 75.0 2520 2 Lagoon Surface Sp, / (0) Hater 82 Hanover. IL 15M (D) 1SF 100.000 - <3-5 0.6- 1.5 10.0 520D 2 Stab., Surface 2/93 0.8 (1) Pond Hater �3 Ohmport Ctr., 7T 364 (D) BSF 41,500 - 3-6 0.25- 2.5 1.1 18125 4 Septic Soil 10182 r� 0.6 (2) Tank Absorp- � lion � -- � --Aetwl-pnW. pp- -cr Filter type- RSF = Recirtulati sand filter; ISF - intermittent Sin le- � � ( q pass) sand Filter; @SF 0uried sand filler- 3 Filter units: Total nra*rr installed over {Munber of installed units kept on standby)- . # L-1. Cn i m h� z UM co 9 � ca Fable 2. Performance Data for Community-Scale Send Filter Systems o x m -4 Locationl Type Actual filter Influent/Effluent Qua] Uy GalaCD CD FT:ow Loading2 fiW5 mg/L) TSS (mg/L) NR4-R (mg-fig/L) NO3-N (mg-N/L) P (ntg-P/L) FC (Log#/L) Period73 o r (gpd) (gpd/ft2) �In Out In out In out In out In Out In Out CD" rq Thompson- a a r' viTle, N CD Franklin Co., IL RSF 30,000 2.7 218 7 79 7 VA 4.8 1.0 27.0 13.4 8.9 7-1 5.7 3177-10/77 -. Miranda Corm_ ^' Serv- Dist. 1/83-9183 Miranda, CA RSF 20,900 5.0 48 2 36 11 - - - - - - - ca Community of +. C i sne, ^? ILyne-Co ISF 70,000 3.0 148 4 62 5 72.4 0.7 0.7 24.4 8.0 7.Z 7.Z 5.5 3177-10/77 Town of Sabbattus, Sabbattus, 12182-T1f83 ME ISF 45,000 1 .1 - 10 - 10 - - - - - - - - cr., ~` Town of Glover, Glover, VT SSF 5,]QD 1.0 200 cl 150 C5 - - - - - - - - 1983 � ` Co � Beecher City, RSF - - - la - 12 - 1 .5- - - - - - 3-6 - � IL 4.0 � � 1 Vassalboro, ISF 22,000 1.1 - 10- - 10- - - - - - - - 5.2 - ME 30 30 Hanover, IL ISF 70,000 13.5 30 11 10 2 - - - - - - - - 2/83-4/B3 See Table 1 for system characteristics. to 2 Measured during data period. a w cu xc SENT BY:Xerox Telecopier 7020 ; 8-23-89 12:48 ; 5174268350-4 7753344;#16 8 SECTION 3 TECHNOLOGY EVALUATION i PROCESS THEORY It is known that physical, chemical, and biological treatment processes all occ Z to some degree within the filter, Straining, sedimentation, inertial impaction, interception, adhesion, flocculation, diffusion, adsorption and biological activity have all been sug- gested as mechanisms of contaminant removal in wastewater filtration (Tchobanog ous, 1968, 1970), Straining involves a mechanical sieve action as well as lodging of part eles in crevices. Sedimentation occurs as gravity settling takes place in the interstices of the media. Inertial impaction, interception, and adhesion occur as particles moving thr ugh the filter strike media granules and are removed. Particles moving through the ores will also collide with each other and flocculate causing subsequent removal by other mechanisms. Diffusion is important in the removal of very small particles such as viruses, and occurs because of the small interstices in porous media and the fact that laminar flow exists. Physical adsorption of pollutants takes place on media surfaces due to electrostatic, electrokinetic and van der Waals forces While chemical adsorption occurs due to bonding and chemical interaction between wastewater constituents and the filter media. Biological activity on the filter media results in removal of polluting materials by biological assimilation and biosynthesis. While physical and chemical processes play an important role in the removl of many materials by filtration, successful treatment of wastewaters by intermittent filtra- tion is dependent upon the biochemical transformations occurring within the filter. Bacteria are the primary workers in intermittent sand filters, although there is a road range of trophic levels operating within the filter, from bacteria to multi-cellular animals including the metazoa (Calaway, 1957). Since filters entrap sorb and assimilate materials in the wastewater, the interstices between the grains may fill, and the filter may eventually clog, Clogging may be caused by physical, chemical, and biological factors. Physical clogging is normally caused by the accumulation of stable solid materials within or on the surface of I tIhe sand. It is dependent on grain size and porosity of the filter media and on wastewater suspended solids. The precipitation, coagulation, and adsorption of a variety of materials In wastewater may also contribute to the clogging problem in some filter operations (Schwartz, et. al., 1967). Biological clogging is due primarily to an improper balance of the intricate biological population within the filter. Toxic components in thewaste- water, high organic loading, absence of dissolved oxygen, and decrease in filter temperatures are the most likely causes of microbial imbalances. Aceumulatio of biological slimes and a decrease in the rate of decomposition of entrapped waste ater contaminants within the filter accelerates filter clogging. All forms of pore clogging likely occur simultaneously. Although the dominant clogging mechanism is dependent upon wastewater characteristics, method and rate of wastewater application, character- istics of the .filtering media, and filter environmental conditions. PROCESS CAPABILITIES AND LIMITATIONS Intermittent sand filtration is well adapted to small flows wastewater treatment. The process is applicable to single homes, clusters of dwellings and small commun(ties. The wastewater applied to the intermittent filters should be pretreated at least by sedi- mentation. ALIG-223-89 WEU 1 -. : 53 61 744"E'835 0 P . 16 SENT BY:Xerox Telecopier 7020 ; 8-23-89 ; 12:48 6174268350-4 7753344;#17 9 Normal site contraints other than land availability should not limit the application of intermittent sand filters, although odors from open filters receiving septic ank effluent may require a suitable buffer zone between the system and nearby dwellings Filters are often partially (or completely) buried in the ground, but may be constru ted above gro-and when dictated by shallow bedrock or high water tables. Covered filter4.are required in areas with extended periods of subfreezing weather. Excessive long-#term rainfall and runoff on submerged filter systems is detrimental to performance, requiring appropriate measures to divert these sources away from the system. The degree of stabilization attained by an intermittent sand filter is depenlent ° upon the characteristics of the wastewater applied to the filter and the environm ntal conditions within the filter. Since intermittent sand filtration is largely a biological process, the characters ties of the applied wastewater affect the purification achieved. Domestic wastewater are very amenable to sand filtration, whereas wastewaters resistant to biodegradation may result in poor performance. Temperature and reaeration are two of the most important environmental condi- tions that affect the degree of wastewater purification through an intermittent sand filter. Temperature directly affects the rate of microbial growth, chemical reactions, adsorption mechanisms, and other factors that contribute to the stabilization of wastewater within the sand media. Availability of oxygen within the pores allow for aerobic decomposition of the wastewater and almost complete stabilization of substances that are readily biodegradable. Under aerobic conditions, the major end produc4�s of biochemical stabilization of carbonaceous and nitrogenous substances are water, carbon dioxide, bicarbonates, sulfates, phosphates, and nitrates. In the absence of oxygen, carbonaceous material may be converted to carbon dioxide and methane, but nitrogenous substances degrade only to ammonia, and cannot be oxidized to nitrate. The selection of process design variables affects the degree of purificatin of wastewater achieved by intermittent filters, Variables should be chosen to optimize the previously discussed factors while providing a practical, manageable treatment sysltem. A discussion of design considerations is presented in the next section. DESIGN CONSIDERA''TIONS Tt;ere are many variables which affect the operation and performance of inter- mittent sand filters (ISF's). Some can be specified in design and some cannot. Although an enormous amount of information is available in the literature regarding intermittent filters, the confounding effects of the many variables make it difficult to come #with simple relationships between design and performance factors. Design considerations for sand filter systems include: o Pretreatment o Media size, uniformity and composition e Media depth o Hydraulic loading rate a Organic loading rate o Temperature o Dosing techniques and frequency ALIG-23-89 WED 12, : 54 61 f 4'2r.;= 3 50 P . 1 r SENT BY:Xerox Telecopier 7020 ; 8-23-89 12:49 6174268350-► 7753344;#18 10 Pretreatment The operation and performance of ISF's are directly related to the degre of pretreatment of the applied wastewater, Schwartz, et. al. (1967) showed a direct relationship between degree of pretreatment and both hydraulic longevi y and effluent quality in lysimeter studies with 0.20 mm Ottawa sand loaded at 5 gpolft . Comparisons of intermittent sand filtration of household aerobic unit effluent and septic tank eff uent have also shown higher acceptanee rates of wastewater infiltration, longer filter �uns, ("filter run" is defined as the service time during which the filter successfully ac epts and treats the design flow) and equal or better effluent quality with the additional pretreatment (Sauer, 1975; Stothoff, 1976). Media The successful use of a granular material as a filter media is dependent upon the proper choice of size and uniformity of the grains. The effective size of the gra ular media affects the quantity of wastewater that may be filtered, the rate of filtration the penetration depth of particulate matter, and the quality of the filter effluent. Gr P a ular media trat is too coarse lowers the wastewater retention time to a point where we uate biological decomposition is not attained. Too fine a media limits the quantity of waste- water that may be successfully filtered due to early filter clogging. Effective size alone can be misleading when describing media size. Sands of similar effective size but different uniformity coefficient can produce significantly different performance characteristics. Metcalf and Eddy (15) and Boyce (16) recommended that not more than 196 of the media should be finer than 0.13 mm. Recommended filter media effect lizes range from a minimum of 0.40 mm up to approximately 1.5 mm. Uniformity coeffic eats (UC) for intermittent filter media normally should be less than 4.0. (PHS, 1967; Glu�nrb, 1960; ASCE, 1937; Salvato, 1955; WPCF, 1977; EPA, 1960). .Granular media, other than sand that have been used include anthracite, garnet, ilmenite, activated carbon, and mineral tailings. Alternate media such as these must be durable and insoluble in water. Any clay, loam, limestone, or organic material may , increase the initial adsorption capacity of the sand, (usually for phosphorus removal but may lead to a serious clogging condition as the filter ages. Any non-sand media should conform to the same reugirements discussed herein for sand and have a total organic content of less than 1%, total acid soluble matter less than 3%, hardness of less than �3 on the Moh's scale, and be genreally rounded in shape. The arrangement or placement of different sizes of grains throughout the filter bed is also an important design consideration. A homogeneous bed of one size media often does not occur due to construction practices and variations in local materials. A rupt textural changes will create zones of saturation which can act as water seals and can limit oxidation, promote clogging, and reduce the action of the filter to a mere straining mechanism. The use of media with a UC of less than 4.0 minimizes this problem. The media arrangement of coarse over fine appears theoretically to be the most favorable, but it may be difficult to maintain such a filter due to internal clogging throughout the filter. Media Depth Media depths used in intermittent sand filters were initially 4 to 10 feet. However, studies revealed that most of the purification of wastewater occurred within the top 9 to 12 inches (23 to 30 cm.) of the bed (Clark and Gage, 1909; Emerson, 1545; Turman et. AU -23-89 WED 1 22 : 54 61 f 4268.3541 P . 18 SENT BY:Xerox Telecopier 7020 ; 8-23-89 ; 12:50 ; 6174268350-+ 7753344;#19 i 11 al., 1955), with the additional bed depth improving purification only slightly. Dater studies confirmed this but pointed out the need for the additional depth from a moi6ture standpoint (Schwartz, et. al., 1967). The capillarity of sand causes high moisture contents in the deeper sand limiting aeration and thus the bacterial oxidation process, Schwartz, et. al. (1967) reported satisfactory ammonia removals (greater than 80%) only for unsaturated depths of 4 feet (1.2 meters) or greater and showed a direct relationship between filt5 depth and filter run length in 0.20 mm effective size Ottawa sand loaded with 5 gpd/ft of septic tank effluent. These results were attributed to the fine sand used and the high degree of capillarity of such sand. It is critical to maintain suffi ient depth of sand so that the zone of capillarity does not infringe on the zone required for treatment. For these reasons most media depths used today range from 24 to 42 inches (62-107 cm.). The use of shallower filter beds helps to keep the cost of installation low. Deeper beds tend to produce a more constant effluent quality, are not affect d as severely by rainfall or snow melt (Brandes, 1970), and permit the removal of more edia before media replacement becomes necessary. I Hydraulic Loading Rate Tie hydraulic loading is normally expressed as gallons per day per square) foot (gpd/ft ), or as centimeters per day (cm/day). Values of recommended loading rates for intermittent sand filtration vary throughout the literature and range from 0.75 to 5 gpd/ft (3.1 to 20.4 cm/day). Higher hydraulic loading rates are normally applied to filters with larger media size or those receiving higher quality wastewater. H�gher hydraulic loadings of a given wastewater produce correspondingly shorter filter runs. The relationship between hydraulic loading and effluent quality is unclear and depends on other design factors. In general, increased hydraulic load causes.a decrease in effluent quality for a given media. Organic Loading Rate Organic loading rates are not often reported in the literature, however, previous studies have indicated that the performance of ISF's is affected by the accumulation of organic material in the filter bed (Schwartz, et. al., 1967; Clark and Gage, 1909) To account for differences in organic strength of various wastewaters, hydraulic loading rates are often adjusted for the type of wastewater. Hydraulic loading rates m y be increased in direct proportion to the degree of pretreatment. A specific relatiohship between organic loading rate and effluent quality is not clear but Schwartz, et. al. (1967), showed that effluent COD levels as well as GOD removals were directly p por- tional. to influent COD strength for 0.20 mm Ottawa sand loaded at 5 gpd/ft with different waste types. Like hydraulic loading, higher organic loading rates produce correspondingly shorter filter runs. One of the conclusions of the early ISF work performed at the Lawrence Experiment Station from 1887 to 1908 was that the volume of sewage that can be purified by intermittent sand filtration is dependent upoll the amount of organic matter present in the wastewater rather than the volume of waste- water in which this organic material is held (Clark and Gage, 1909). Temperature Temperature directly affects the rate of microbial growth, chemical reactions, adsorption mechanisms, and other factors that contribute to the stabilization of wastewater within an intermittent sand filter. Somewhat better operation and p(rfor- manse therefore may be expected from filters in warmer locales. For filters operated in cold climates, it has been suggested that the temperature at which the filter is st rted AUG --23-89 WED 12 55 61 r4�6,C-)3 4� P . 19 SENT BY:Xerox Telecopier 7020 ; 8-23-89 ; 12:51 6174268350-+ 7753344;#20 12 and matured is an important consideration. �chwartz, et. al. (1967) reported that fil ers started in warm weather significantly outperformed those started in cold weathe in regards to hydraulic longevity (filter run length) as well as effluent quality. Dosing Techniques and Frequency The method of application of wastewater to an intermittent sand filter is important to the performance of the process. A dosing system should provide uniform distribution of wastewater throughout the filter cross-section. Sufficient time must also be provided between doses to allow reaeration of the pore space. Dosing methods used include ridge and furrow application, drain tile distribution, surface flooding, and spray distribution methods. The frequency of dosing intermittent sand filters is important to their per or- mance. Most of the earlier studies used a dosing frequency of 1/day, but studies in Florida concluded that better performance and treatment was obtained with dosing of 2/day on sands with effective sizes ranging from 0.25 to 0.46 mm (Grantham, et. ah, 1949; Furman, et. al., 1955). Other studies have shown that dosing frequencies beyond 2/day provide no additional benefit for fine to medium sand sizes (Clark and Gage, 1 09; Furman, et. al., 1955; Schwartz, et. al., 1967). For filters with media greater than a out 0.45 mm, it has been concluded that better purification is obtained when the frequericy of dosing Is increased beyond twice per day. This is because the lower retention capacity of the coarser media, limits the amount of wastewater that should be applied at one t me (Clark and Gage, 1909; Furman, et. al., 1955). This multiple dosing concept as succ ss- fully used in recirculating sand filter systems which employ a dosing frequency of o ce every 30 minutes (Hines and Favreau, 1975). I Summary of Design Considerations While no specific relationships have been developed between design and perfor- mance factors discussed in this section, general trends can be predicted for these relationships based on the results of laboratory and field investigations. Table 3 s m- marines some of these trends between design considerations and the performance factors effluent quality, length of filter run, and cost. Example design values for three t of P B yPe intermittent filters are summarized in Table 4. SENT BY:Xerox Telecopier 7020 ; 8-23-89 ; 12:52 ; 6174258350-► 7753344;#21 13 Table 3. SUMMARY OF GENERAL TRENDS BETWEEN DESIGN AND PERFORMANCE FACTORS. • Design Performance Factors Factors Effluent Filter Run Capital Cc'st Quality ,Length of L5F Increasing Pretreatment Increasing Dependent on Media Effective Local Size Availability w u,c. �4.0 Increasing Very little Very little Filter effect past 2411- effect past 24"- Depth 36" depending 36" depending on sand size on sand size Increasing Hydraulic Loading Rate i Increasing Organic Loading Rate Increasing Operating Temperature Very Very Very little little little effect effect past effect Increasing Medium Medium Fine to Dosing to Fine to to Medium Frequency Coarse Medium Coarse Sand Sand Sand Sand NOTE: This figure shows only general trends suggested from a review of studies on intermittent sand filtration; however, it should be noted that many of the factors shown are interrelated and therefore must be considered together on design. Upward pointing arrows indicate an increase in the factor described, while a downward pointing arrow indicates a decrease, ALIG-23-89 WED 12 : 5 7 6174�t-335 i F' 211 SENT BY:Xerox Telecopier 7020 ; 8-23-89 ; 12:52 ; 6174268350-4 7753344;#22 14 Table 4. EXAMPLE DESIGN VALUES Design Factor Buried Open Recirculating Pretreatment - -. - - - - - - Minimum of Sedimentation - - - - - - - Media Material - - - - - - Washed, Durable Granular Material - - - - Effective Size 0.40-1.00 mm 0.40-1.00 mm 0.40-1.5 m Unif. Coeff. c4 dc4 ¢4 Depth 24-36 inches 24-36 inches 24-36 inche (61-91 am) (61-91 cm) (61-91 cm) Hydraulic Loading <1.5 gpd/ft2 2-5 gpd/ft2 3-5 gpd/ft2* (-c 6.1 cm/day) (8.2-20.4 am/day) (12.2-20.4 cm/ ay) Organic Loading _ - - -<5 x 130-3 lbs. B005/day/ft2 - - - - - - - - - (<2.4 x 10-2 kg. BOD5/day/m2) - - - -Media Temperature - - - - - - - - - - - *50 C - - - - - - - - - - - Dosing Frequency �2 per day - �2 per day 5 10 min, 30 � in. g � Y P Y P y Reeirculation Ratio NA NA 3:1 to 5:1 + Values given are based upon past experience and current practice. They are no necessarily optimum values for a given performance objective. See text for discussion. * Based upon forward flow only. AUG-i3-89 WED 12 : 5 7 ;,.. _ .._.61 t 4L.68350 P . 2'2 SENT BY:Xerox Telecopier 7020 ; 8-23-89 ; 12:53 6174268350-+ 7753344;#23 15 FILTER PERFORMANCE A summary of the performance of selected intermittent sand filters treading domestic wastewaters appears in Tables 5 - 6. These tables illustrate that intermitt nt filters produce high-quality effluents with respect to BOD5 and suspended solids. Normally, nitrogen is transformed almost completely to the nitrate form. Rates of nitrification may decrease in winter months as temperatures fall. Some denitrifiea ion can occur in single-pass filters and produce total nitrogen removals of 0-50%. Total and ortho-phosphate concentrations can be reduced up to approximately 50% in clean sand; but the exchange capacity and phosphorus removal of sand after matura- tion is low. Use of calcareous sand or other high-aluminum or iron materials intermi ed within the sand may produce significant phosphorus removal. (Chowdhry, 1974, Bran es, et. al. 19"5). Intermittent filters are capable of reducing total and fecal coliforms b 2 to 4 logs, producing effluent values ranging from 1,000 to 100,000 and 100 to 31,000 er 100 ml, respectively (Schwartz, et. al., 1967; Chowdhry, 1974; SSWMP, 1978; Salv to, 1955). i i I i a. L-Y Cn Z Go Table 5. Performance of Open Intermittent Filters ' co F Media Characteristics Loading Rates Effluent {Rtiality X M WAstewRter E.S. U.C. -Depth Dose Myd_ Org. BODS SS NH3-N Total-N Filter Ref. -i Source (MM) (in.) Freq. Loadinj Loading 2 mgX mg/L in /L % Removal RunCD/day gpd/ft 1b. BOD/d/ft Months o rCD Septic Tank 0.23 - 60 - 4.5 3.5 x 10-3 23" - 8.0 - 6--9b 9. a co Tank 0.26 a Septic Tank 0.41 - 48 - 2.3 1.4 x 10-3 1 la - 3.0 - 6-9b 9. i Primary 0.25 2.2 30 1 2.8 3.5 x 10-3 7 6 1.8 15 5 15. Primary 0.46 2.8 30 1 2.9 3.9 x 10-3 21 8 4.8 21 6 15. CID Primary 0.25 2.2 30 2 4.7 } 4.9 x 10-3 3 8 2.0 21 33 15. Primary 0.46 2.8 30 2 4.9 5.3 x 10-3 19 15 4.2 10 36 15. Primary 1.04 1.7 30 2 7.0 7.5 x 10-3 35 45 10.4 9 40 13. Primary 1.04 1.7 30 24 14.0 12.0 x 10-3 4 9 3.0 0 40 13. V Septic Tank 0.45 3..0 24" 4-13 5 5.2 x 10-3 9 7 0.9 0 3.9 30. i tT.. Extended 0.19 3.3 24" 2.5 3.5 0.8 x 10-3 Aear. Unit 4 11 - 0.3 4 9 30. �-- Septic Tank 0.44 2.5 30" 3.3 3.8 3.7 x 10-3 4 11 4.4 20 18 40 41. ' Extended N ODAer. Unit 0.44 2.5 30" 4.5 5.0 1.7 x 10-3 3 33 0.2 0 18 40,41. w 0 Septic 0.14- 1.5- 2411 2-5 0.3- 0.6-1.1 x 10-3 3 10 0.2 47 5-49 24. 1 Tanke 0.30 4.0 0.7 Stab. Pond (Summer) 0.17 9.7 36' 1 9.1 I.5 x 10-3 2 3 0.5 - 1 22. I � • Stab, Pond r=' (Winter) 0.17 9.7 361F 1 9.1. 1.4 x 1.0-3 5 5 2.4 - 4 22. a Estimated from oxygen consumed; b Weekly raking 3 inches deep, c Average of 7 sites. t- � HOD5 = 3 x oxygen. consumed °' � - s# � cn 1 � m i Table S. Performance of Recirculating Intermittent Filters UO CO Treating Septic Tank Effluent x - CD _ o M H CD Filter Characteristics Effluent qua lityo Effective Unit. Hydraulic Recirculation �. r} Size f oeff Loadinga Depth Ratio Dose B®D SS NH3-N Mtnee. Ref_ `° Cn a min gpd/ft2 in. r/Q mg/L mg/L mg/L a 0.6 - 1.0 2.5 &0 Sri 4:1 5-10 resin every 4 5 - Weed/Rake 18. ND N' 30 min. as Reg*d_ 0 0.3 -- t.5 3_5 3.0 - 5.0 24 3:1 - 5:1 20 min every 15.8b 10.1lb 8..4b Rake 39. 2-3 hr Weeklykyl .� 1.2 2.0 3.0 36 4:1 5 rain every 3 4 0.45 Weed as 24. (1.45 actual) 30 min Reg'& _. a Design loading based on forward flow. tiT• Average for 1.2 installations (single house to 65,000 gpd plant).. P3 s� 03�; na i rn cn rq CD �, 1 i r•_� Ln ua cn I - SENT BY:Xerox To ecopier 7020 ; 8-23-89 12:54 6174268350-� 7753344;#26 18 OPERATION AND MAINTENANCE Intermittent sand filters require relatively little operational control or maintenance. Once wastewater is applied to the filter, it takes from a few days to several weeks before the sand has matured (Schwartz, et. al., 1967; SSWMP, 1978). E OD and SS concentrations in the effluent will normally drop rapidly after maturat'on. Depending upon media size, rate of application, and ambient temperature,,nitrifica ion may take from 2 weeks up to 6 months to develop. Winter start-up should be avo'ded since the biological growth on the filter media may not develop properly (Schwartz, et. al,, 1967). Clogging of the filter eventually occurs as the pore space between the media grains begins to ;fill with inert and biological materials. The operational period before clogging occurs is a funetion of the design factors discussed previously. Once hydra is conductivity falls below the average hydraulic loading, permanent ponding oce rs. Although effluent quality may not initially suffer, anaerobic conditions within the fi ter result in further rapid clogging and a cessation of nitrification. Application of wastewater to the filter should be discontinued when continuous ponding occurs. i Maintenance of the media includes both routine maintenance procedures and m dia regeneration upon clogging. These procedures apply to open filters only. Buried fil ers are designed to perform without maintenance for up to 20 years. The effectivenesg of routine raking of the media surface has not been clearly established, although emplolyed in several studies (SSWMP, 1978; Schwartz, et. al., 1967; Clark and {gage, 1909; Hines Vend Favreau, 1975). Filters open to sunlight require weed removal. Cold weather main- tenance of media may require different methods of wastewater application, including ridge and furrow and continuous flooding. These methods are designed to eliminate fee sheet development. Use of insulated covers may permit trouble-free winter operation in areas with ambient temperatures as low as -400 F (SSWMP, 1978). j Eventually, filter clogging requires media regeneration. Raking of the surface may not in itself eliminate the need for more extensive rehabilitation (SSWMP, 19�78; Schwartz et. al., 1967). The removal of the top layer of sand, as well as replacement with clean sand when sand depths are depleted to less than 24 to 30 in. (61 to 76 cm.), appears to be very effective for filters clogged primarily near the surface. This inelu'�es filters receiving secondary effluent (SSWMP, 1978). In-depth clogging can occur which requires oxidation of the clogging materials. Resting of the media for a period of months has proven effective in restoring filter hydraulic conductivity (SSWMP, 1978). i A distinct advantage of intermittent sand filtration systems is the low ene� gy requirements in comparison to systems which offer comparable effluent quality. O en intermittent sand filters using pumped dgging should only require approximately 0.07 P- hr per thousand gallons (0.013 kWh per m ) assuming a 10 foot (3.05 m) pumping head nd pump efficiency of 60%. With the same assumptions and 6 3:1 recirculation r do (Recycle: Forward Flow) a recirculating intermittent sang filter would require approximately 0.28 HP-hr per thousand gallons (0.055 kWh per m ). AUG-23-89 WED 1 i : 00 r 1 i 426S=50 SENT BY:Xerox Tei'ecopier 7020 ; 8-23-89 ; 12:55 ; 6174268350-4 7753344;#27 19 • SECTION 4 COMPARISON WITH EQUrVALENT TECHNOLOGY Intermittent sand filtration of partially treated wastewater is primarily a biological wastewater treatment process. It may be further characterized as an advanced second- ary treatment process as it achieves significant reductions in BOD5 and TSS as well as nearly complete nitrification. Representative conventional treatment alternatives w)iich might be acceptable to authorities but not equivalent in terms of effluent quality include extended aeration package plants and potentially facultative lagoon systems. A comp ri- son was made between intermittent sand filters and these two processes in term of costs, energy consumption, performance and land area requirements. COSTS The costs to install and operate comparable wastewater facilities were estim ted to enable a cost comparison of single-pass and recirculating sand filters to facultative lagoons and extended aeration package plants. Two different size facilities, 5,000 and 30,000 gpd, were considered. Despite the inherent inaccuracies in cost estimation c m- parisons, intermittent sand filters appear to possess present worth costs in the rang of those associated with facultative lagoons and extended aeration package plants (Tabl s 7 and 8). ENERGY REQUIREMENTS Reduced energy consumption represents a potentially significant advantage of intermittent sand filtration over extended aeration. The estimated energy consume ion of single-pass and recirculating sand filters is generally less than 10% of that of extended aeration ;Table 9). Energy requirements of facultative lagoons are often very low, com- paratively less than those of single-pass filters. PERFORMANCE Under normal operating conditions, intermittent sand filters will produce high quality effluents, significantly better than that produced by extended aeration package lants and definitely superior to that aehievd with conventional facultative lagoons Table 10). Concentrations of BOD5 and TSS of 10 mg/L or less are typically achieved through intermittent sand filtration as compared to 30 and 30 mg/L for exten ed aeration units (Hinrichs, 1978). Effluent qualities from facultative lagoons are characteristically somewhat poorer than either sand filters or extended aeration plants. Effluent BOD5 concentrations range from 20 to BO mg/L, but TSS concentrations fluc- tuate even more widely (USEFA, 1983). TSS values of up to 150 mg/L are not uncor. on in warmer periods due to the presence of algal solids. SENT BY:Xerox Te ecopier 7020 ; 6-23-69 ; 12:56 ; 6174266350-+ 7753344;#26 20 Table 7. COST COMPARISON) -- 5,000 GPD FACILITY Extended Single-Pass Recirculating Cost Lagoon Aeration Filter Filter Capital Casts Construction Costs Septic Tank Pretreatment - - 1,900 1,900 Pumping System - - 2,140 4,170 Sand Filters - - 9,780 8,650 Aeration Package Plant - 21,770 - Lagoon 18,660 - - Subtotal 18,660 21,770 13,810 149710 Non-Compoient Costs2 29610 3,050 30870 4,122 Engineering 3,190 3,720 2,650 2,826 Contgencies3 3,190 3,720 2,650 2,826 Land 3,900 _500 750 650 Total 31,550 32,760 23,730 25,144 Annual 0 & M Costs Labor 10/hr. 2,400 4,800 2,400 2,400 Power 70/kwN Neg, 610 10 30 Chemicals Neg. Neg. Neg. Neg. Sludge Disposal Q 3.50/gal. Var. 170 170 170 Subtotal 2,400 5,580 2,580 2,600 Present Worth Costs5 56,300 90,200 50,300 510901 1 Costs included for only those unit processes shown (first quarter, 1982 dollars) 2 Non-component costs (e.g., piping and electrical) estimated to equal 28 percent of construction costs for all processes except the lagoon system, for which 14 percent was used. 3 Costs were each estimated to equal 15 percent of construction costs. 4 ,Land costs were estimated at $5,000 per acre with total land requirements equal o 300 percent of unit prooess land area. 5 20 year life at 7-3/8 percent interest rate (PWF = 10.2913). AUG-23-89 WED 13 : 01 6174268350 P . 28 SENT BY:Xerox Telecopier 7020 ; 8-23-89 ; 12:56 6174268350-4 7753344;#29 21 Table 8. COST COMPARISONI 30,000 GPD FACILITY Extended Single-Pass Recircula ing Cost Lagoon Aeration Filter Filter Capital Costs Construction Costs Septic Tank - - 7,320 70320 Pumping System - - 4,560 13,700 Send Filters - - 68,060 44,480 Aeration Package Plant 710970 - - Lagoon 11 Q,95Q - Subtotal 110,950 71,970 790940 65,500 Non-Compoient Costs 15,530 10,080 22,380 18,340 Engineering 18,970 12,310 15,350 12,580 Cont�gencies3 18,970 12,310 15,350 12,580 Land 21500 500 4,400 3,440 Total 187,920 107,170 137,420 1.1.21440 Annual O & M Costs Labor @'T10 hr. 4,800 9,600 41800 4,800 Power 70/kwH Neg. 3,680 40 160 Chemicals Neg. Neg. Neg. Neg. Sludge Disposal &d 3.5q;ga1, Var, 1,Q20 1,020 1j020 Subtotal 4,800 14,300 5,860 5,980 Present Worth Costs5 237,300 254,300 1979700 173,970 1 Costs ineluded for only those unit processes shown. 2 Non-componenet costs (e.g., piping and electrical, estimated to equal 28 percent o construction costs for all processes except the lagoon system, for which 14 percen was used. 3 Costs were each estimated to equal 15 percent of construction costs. I 4 Land costs were estimated at $5,000 per acre with total land requirements equal t 300 percent of writ process land area. 5 20 year life at 7.3/8 percent interest rate (PWF = 10.2913). �JG-23- WED 13 : 01 61 74'X26;350 P . '�;+ SENT BY:Xerox Telecopier 7020 8-23-89 12:57 6174268350-+ 7753344;#30 22 • Table 9. ESTIMATED ENERGY CONSUMPTION OF INTERMITTENT SAND FILTERS (kWh/yr) i Unit Process Size Intermittent Sand Filters* Extended Aeration+ (gpd) Single-Pass Recirculating 10,000 180 770 150800 25,000 455 1,915 39,400 50,000 910 31830 49,100 *Estimated energy consumption due to pumping of effluent onto filter. +Estimated energy consumption due to pumps and blowers (SCS Engr., 1977). I 'fable 10. ESTIMATED TREATMENT PERFORMANCE BY PROCESS TYPE i Process Removal Efficiency Effluent Quality W (mg/L) BOD5 SS BOD5 Spa Single-pass Sand Filter 85-95 70 9a 5-10 5-10 � Recirculating sand filter 85-95 70-90 5-10 5-10 Extended .Aeration 85-90 75-90 20-30 20-50 Facultative Lagoon 70-90 25-85 20-60 30-150 i h1UG-23-89 WED 1 3 : 0- r 17426,_ 5c, P.e ; 0 SENT BY:Xerox Telecopier 7020 ; 8-23-89 ; 12:57 ; 6174268350-► 7753344;#31 23 Intermittent sand filters are inherently very stable wastewater treatment processes compared to biological package plants such as extended aeration. With lirr ited supervision and control of operating conditions, sand filters can produce consistently high quality effluents (BOD and TSS_ 10 mg/L). In contrast, good supervision and operating conditions are essential ;for extended aeration plants to consistently maintain BADS and TSS effluent concentrations below 30 mg/L (SCS, 1977). As a fixed film process, sand filters should be less subject to upsets and poor effluent quality than suspended growth processes such as extended aeration package plants, Facultative lagoon systems have a reputation for fluctuating effluent qualities, particularly with respect to TSS, in reap nse to climatic influences and other factors. Careful operation of these facilities (contr ling pond water levels, distribution between dells, and controlled discharge) can minimiz the fluctuations and need for post-treatment prior to surface discharge. LAND AREA REQUIREMENTS Intermittent sand filter units rpuire substantial land areas as their hydr uric loading rates, are typically 5 gpd/ft (20 cm/d) or less. Figure 4 summarizes the estimated surface areas required for intermittent sand filters, facultative Lagoons, extended aeration units and subsurface soil absorption beds. These area requirements are for the unit process above and do not include area for standby units, pre-treatme t or post-treatment units, control rooms, access roads, fencing, etc. Using the package plant area requirements as a baseline, the following ratios were estimated for the areas required by the other processes: o Extended Aeration - 1.0 x o Recirculating Filter - 17.5 x o Single-pass Filter - 21.0 x o Buried Filter - 45.6 x o Soil Absorption Bed 52.4 x o Facultative Lagoon - 1.18.8 x Single-pass and recirculating sand filters require land areas greater than that required by extended aeration units, but substantially less than that of a facultative lagoon. Buried sand filters require substantially greater land areas than open filters but less than soil absorption beds or facultative lagoons. AUG-23-89 WED 13 : 0.: � �, 1 i 426_8_13C0.., F . 1 SENT BY:Xerox Telecopier 7020 8-23-89 ; 12:58 ; 6174268350-4 7753344;#32 24 Soil Absorption Bed Facultative Lagoon Buried Filter $0,Q00 W 60,000 ro L a: 3 40,000 va Single-lass Filler Ln °' Recirculating Filter a 2010 00- 01 Extended Aera ion P 0 50,000 100,ob0 Design Flow (gpd) NOTE: Unit process surface area based upon folio ing: Soil Absorption Bed: A = (Q t 1.0 gpd/ftll� Buried Filter: A = (Q t 1.15 gpd/f ) Recirculating Filter: A = (Q t 3.0 gpd/ft ) Single-pass Filter: A s (Q s 5.0 gpd/ft2) x 2 paralle� units Extended Aeration: A = {Q x 1d t 10 ft) Lagoon: A = (Q x 90d t 5.3 ft) The areas shown are for the unit processes alone and do not include areas required for other treatment units control buildings, access roads etc. , fa , , Figure 4. Estimated Land Areas For Intermittent Sand Filters And Comparable Processes. AU -2:3-89 14ED 13 . 03 61742E.8350 P . 32 SENT BY:Xerox Telecopier 7020 ; 8-23-69 12:59 61742663504 7753344,#33 25 SECTION 5 ASSESSMENT OF NATIONAL IMPACT MARKET POTENTIAL Intermittent sand filtration is a potentially low-cost method of wastewater treat- ment which produces an effluent quality meeting many advanced waste treatment levels. Maintenance requirements are less than those necessary for most mechanical plants and can be performed by unskilled personnel. Energy costs are only those associated with pumping of the wastewater onto the filter surface. However, areal requirements are large in comparison to mechanical treatment methods and their application might be constrained somewhat in severe winter climates. Therefore, intermittent sand filters are best suited for small flows, generally,less than 0.2 MGD. Within these limitations, the potential market for intermittent sand filter is large. The EPA 1982 Needs Survey revealed that of the new secondar� treatment pl nts required by the year 2000, those treating less than 0.50 MGD (1.9 x 10 m /d) represents 91 percent of the total number and 33 percent of the estimated 0.1 billion total ca ital cots (US> PA, 1983a). The treatment project needs for flows less than 0.10 MGD 4 .38 m d) for which sand filtration is ideally suited represent 83 percent of the total number of new secondary treatment Rlan s needed (Table 1I), .The advanced secondary plant of less than 0.50 MGD 0.9 x 10 m /d) required by the year 2000 represent 89 percentt of the total number and 40 percent of the estimated $2.4 billion total capital costs. In addition to the small community needs identified in the survey, many raral housing developments and business establishments can utilize sand filtration where site and soil conditions preclude the use of septic tank-subsurface soil absorption systems. Many state and local authorities restrict their use to publicly-owned treatment works, however. Local regulations must be reviewed to determine what restrictions exist. COST AND ENERGY IMPACTS Capital and operating costs compare very favorably to conventional methods of treatment. Land acquisition and sand media are the controlling costs of construction and these costs are very site specific. Energy costs are primarily those associated with the pumping of wastewater onto the filter. "Therefore, energy costs associated with and filters are lower than most other small community processes except lagoons. RISK ASSESSMENT Sand filtration is a well proven process, It is a fixed growth biological reactor and granular filtration method of wastewater treatment. It is a highly stable process able to accept wide variations in organic and hydraulic loading with little deleterious effect on effluent quality. Further, the effluent is extremely low in turbidity which facilitatef all methods of disinfection, if required. AUG-23-89 WED 1 L : 04 6 1 T4tF 8350 P . 33 SENT BY:Xerox Telecopier 7020 ; 8-23-89 ; 12:59 ; 6174268350-* 7153344;#34 26 . , SECTION $ RECOMMENDATIONS RESEARCH AND DEVELOPMENT EFFORTS Due to the long historical use of intermittent sand filters for wastewater treat? ment, much is known of their basic capabilities. Acceptable design criteria and operation parameters are available, but not widely used. Further research and full-sale demonstrations would help to optimize the process. The following are suggested, 1. Development of a more defined relationship between media character- istics, hydraulic loading rate and treatment efficiency and how this relationship is affected by operation and environmental factors. 2. Development of operation guidelines to maximize treatment efficiency and/or filter run length. 3. Development of a data base for per operation and maintenance requirements and capital and operating costs from full-scale plants. It would appear prudent for all communities under 10,000 population to eonside and evaluate intermittent sand filters as alternative treatment systems, based on their high process efficiency and reliability, low present worth cost and low operation and maintenance requirements. PROCESS/TECHNOLOGY MODIFICATIONS Intermittent sand filters are customarily used to achieve secondary treatment. However, limited data suggest that advanced secondary treatment is common and nutrient removal is possible. Modifications in media characteristics to remove phosphorus and changes in operation to promote denitrification are promising, Use of intermittent sand filters may be limited in some areas where suitable sand is unavailable. Other media may be suitable after investigation. I AUG-23-89 WED 13 04 6, 17426ED3510 P . 34 SENT BY:Xerox Telecopier 7020 ; 8-23-89 ; 13:00 ; 5174268350-4 7753344;#35 27 REFERENCES 1. American Society of Civil Engineers. 1937, Filtering Materials for Sewage Treatment Plants. Manual of Engineering Practice No. 13, New York, 40 pp. 2. Bowne, W.C. 1977. Experience in Oregon With the Hines-Favreau Recir- culating Sand Filter. Paper Presented at the Northwest States Conference on On-site Sewage Disposal. I 3. Boyce, E. 1977. Intermittent Sand Filters for Sewage. Munic. Cty. Engr., 72.177-179. 4. Brandes, M. 1978. Effect of Precipitation and Evapotranspiration on Filtering Efficiency of a Wastewater Disposal. System. Publication No. W70 Applied Sciences Section, Pollution Control Branch, Ministry of the Environment, Toronto, Ontario. 5. Calaway, W.T. 1957. Intermittent Sand Filters and Their Biology. Sewage Works Journal, 29, 1. 6. Chowdhry, N.A. 1974. Domestic Sewage Treatment by Underdrained Filter Systems. Pub. No. 53, Applied Sciences Section, Pollution Control Planning Branch, Ministry of the Environment, Toronto, Ontario. I 7. Chowdhry, N.A. 1979. Domestic Waste Water Disposal and Nutrient Removed by Septic Tank — Sand Filter System. Report #77, Applied Sciences Section, Pollution Control Branch, Ministry of the Environment, Toronto, Ontario. 8. Chowdhry, N.A. 1977. Septic Tank •- Sand Filter systems for Treatment of Domestic Sewage, Pub. No. W64, Applied Sciences Section, Pollution Control Branch, Ministry of the )environment, Toronto, Ontario. 9. Clark, H.W. and S. Gage. 1909, A Review of Twenty-one Years Experi- ments Upon the Purification of Sewage at the Lawrence Experimental Station. Fortieth Annual Report of the State Board of Health of Massachusetts, Public Document No. 34, pp. 253-538. 10, Curran, A.R., T.S. Greer, and M. Willard. 1983. New Intermittent Sand Filter Design for Small Communities. Paper presented at 56th WPCF Conference, Atlanta, Georgia. 11. Emerson, D.L., Jr. 1945. Studies on Intermittent Sand Filtration of Sewage. Bulletin No. 9, Florida Engineering and Industrial Experimental Station of the University of Florida. i AUG-23-89 WED 13 : 05 61 7 4268-350 P . 75 SENT BY:Xerox Telecopier 7020 ; 8-23-89 ; 13:01 6174268350-+ 7753344;#36 • 28 12. Evans, R., D. Schnepper, G. Brooks; and J. Williams. 1978. Perform##s Multiple Loadings. Sewage and Industrial Wastes, Vol. 27, No. 3. 13. Furman, T.S., W.T. Callaway, and G.R. Grantham. 1955, Intermittent Sand. Filters - Multiple Loadings. Sewage and industrial Wastes, Vol. 27, N o. S. 14. Goble, J.C. 1981. Engineering Plans for a Small Diameter Gravity Collec- tion System and Recirculating Sand Filter. Winder and Kelly Consulting Engineers, Eureka, CA., Proj. No. 80-011-A10, Sheet 60. 15. Grantham, G.R., D.L. Emerson, and A.K. Henry. 1949. Intermittent Sand Filter Studies. Sewage Works Journal, Vol. 21, No. 6. 16. Great Lakes-Upper Mississippi River Board of State Sanitary Engineers. 1960. Recommended Standards for Sewage Works, Albany, New York, 138 pp. 17. Harris, S.E., et. a1, 1975. Intermittent Sand Filtration for Upgrading Waste Stabilization Pond Effluents. Utah Water Research Laboratory, Paper Presented at the 48th WPCF Conference, Miami Beach, Florida. 18. Hines, M.H., and R.E. Favreau. 1974. Recirculating Sand Filter: An Alternative to Traditional Sewage Absorption Systems. Proceedings, ASAE National Symposium of Home Sewage Disposal, Chicago. ASAE Publ. PROC-175. ASAE, St. Joseph, Michigan, pp. 130-136. 19. Hinrichs, D.J., 1978. Estimation of Effluent Limitations to be Expected. from Properly Operated and Maintained Treatment Works. USEPA Contract No. 68-01-4329. USGPO - 777 - 066/1128. 20. Kreissl, J.F., R. Smith, and J.A. Heidman. 1978. The Cost of Small Community Wastewater Alternatives. Report prepared for August, 1978 USEPA Training Seminar for Wastewater Alternatives for Small Communities, 41 pp. 21. Metcalf, L., and H.P. Eddy. 1935. American.Sewerage practice. 3rd Ed., Vol. Ill. McGraw-Hill, New Yank, 892 pp. 22. Middlebrooks, E.J., D.H. Falkenberg and R.F. Lewis. 1979. Performance and Upgrading of Wastewater Stabilization Ponds. U.S. Environmental Protection Agency, EPA-600/9-79-011, Cincinnati, Ohio. 23. Middlebrooks, E.J, N.B. Jones, J.H. Reynolds, M.F. Torpy and R.P. Bishop. 1978. Lagoon Information Source Book. Ann Arbor Science Publishers Inc., Ann Arbor, Michigan. 24. Qregon Department of Environmental Quality. 1982. Final Report, Oregon On-site Experimental Systems Program, submitted in fulfillment of EPA Water Pollution Control Research Demonstration and Development Grant No, SB06349; AUG-2.3-89 WEIi 13 : 06 6174268350 P . 3 �,.t r SENT BY:Xerox Telecopier 7020 ; 8-23-89 ; 13:01 6174268350-+ 7753344;#37 29 • 25. Otis, R.J., and W.A. Ziebell, 1973. A Report of an Investigation of a Subsurface Sand Filter Loaded with Septic Tank Effluent at the Cleveland Heights Elementary School, New Berlin, Wisconsin. A report to the Wisconsin State Department of Natural Resources and Department of Health and Social Services. Small Scale Waste Management Project, University of Wisconsin, Madison, Wisconsin. 26. Pineine, A.H., and J.E. McKee. 1968. Oxygen Relationships in Intermittent Sand Filtration. Journal of the Environmental Engineering Division, ASCE, 94, EE6. 27. Public Health Service, Manual of Septic Tank Practices, 1967. Publication No. 526, Washington, D.C., 92 pp. 28. Ronayne, M. 1983. Project Manager. Oregon Dept. of Environ. Qual., Portland, Oregon. Personnel Communication, April. 29. Salvato, J.A., Jr. 1955. Experience with Subsurface Sand Filters. Sewage and Industrial Wastes Vol. 27 No. 8. 30. Sailer, David K. 1975. Intermittent Sand Filtration of Septic Tank and Aerobic Unit Effluents Under Field Conditions. M.S. Thesis, Dept. of Civil and Environmental Engr., University of Wisconsin, Madison, Wisconsin. 31. Scherer, H.P., and D.T. Mitchell. 1982. Individual Household Surface Disposal of Treated Wastewater Without Chlorination. Proceedings of the Third National Symposium on Individual and Small Community Sewage Treatment, Chicago, Illinois. 1981. ASAE Publication 1-82, American Society of Agricultural Engineers, St. Joseph, Michigan. i 32. SCS Engineers. 1978, Package Wastewater Treatment Plant Descriptions, Performance and Cost. U.S. Dept. of Housing and Urban Development, Office of Policy Development and Research, HUD-PDR-295-4, Washington, DC. 33. Schwartz, W.A,, T.W. Bendixen, and R.E, Thomas. 1967. Project Report of .Pilot Studies on the trse of Soils as Waste Treatment Media. In-):louse Report, U.S. Dept. of the Interior, Federal Water Pollution Control Administration, Cincinnati. 34. Silber, J.E. 1981. Engineering Plans for a Small Diameter Waste Collection System and Waste Treatment Facilities. Erikson & Silber Engineers, Goshen, NY., FroJ. No. C-30-1086. 35. Small Seale Waste Management Project. 1978. Management of Small Waste Flows, University of Wisconsin, Madison. USEPA Report No, 600/2-78-173. 804 pp., September. 36. Stothoff, John. 1976. The Effect of Applied Wastewater, Loading Rate, and Sand Size on the Performance of Intermittent Sand Filters. M.S. Independent Report, Dept. of Civil and Environmental Engineering, University of Wisconsin, Madison, Wisconsin. -,AUG-23--89 WED 13 : 0 7 n174268350 P . 37 SENT BY:Xerox Telecopier 7020 ; 8-23-89 13:02 ; 6174266350-+ 7753344;#38 i 30 37. Tchobanoglous, G. 1968. A Study of the Filtration of Treated Sewage Effluent. Ph.D. Thesis, Stanford University, Stanford, California. F 38. Tehobanoglous, G., and R. Eliassen. 1970. Filtration of Treated Sewage Effluent. J. Sanitary Engineering Division, ASCE, Vol. 96, p.243. 39. Teske, M.G. 1978. Recirculation -- An Old Established Concept Solves Some Old Established Problems. Paper Presented at 51st Annual Confer- ence of the Water Pollution Control Federation. 40. University of Cincinnati, Center for Small Community Wastewater Systems Studies. 1982. Annual Report, EPA Grant No. CR 808168-01, Cincinnati, Ohio. 41. University of Cincinnati, Center for Small Community Wastewater Systems Studies. 1982. Quarterly Report, April Dune 30, EPA Brant CR 808168-02-2, Cincinnati, Ohio. i 42. U.S. Environmental Protection Agency. 1980. Design Manual for On-site Wastewater Treatment and Disposal Systems. Office of Research and Development, MERL, Cincinnati, Ohio. October. 43. U.S. Environmental Protection Agency, 1983. Design Manual for Municipal Wastewater Stabiization Ponds. USEPA Report No. 62511-83-015. October. 44. U.S. Environmental Protection Agency. 1983a. 1982 Needs Survey. Washington, D.C. 45. Vanderholm, D.H. 1977. Sand Filters for Septic Tank Effluent. Paper Presented at Indiana Home Sewage Conference, Purdue University. March. I 46. Water Pollution Control Federation. 1977. Wastewater Treatment Plant Design. Manual of Practice No. 8, Washington, D.C., 560 pp. a i I i 3-89 WED 1 = : 0 i 6174268350 P . 38 ST ,` '`.�_ _ � •--4 .6174268350-►~ , TM SENT BY:Xtrox�•,ejecopier 7020 8-23189 12.'39 77533444 1 LOMBARDO GROUP �,(ram � DAMES & 1y OORE I PROFESSIONAL L�N)ITED PARTNERSHIP 46 CHURCH ST., BOSTON, MASSACHUSETTS 02116 (617)542.5557 Q • v TO: Mr. Thomon FROM! klp 111 J ton JOB NO. SENT BY: T BATE! nwORTANT! FLzuz FILL OUT Fax go, �wmD T=! rAX Nt MMR: 40) No. of PAGES (including cover sheet) : Facaimile Number: (617) 426-•8356 If you have any problems, please call (617) 542-5557. I Thank you. 1 y. l _ OP/TE\XT:OP-FAX.txt 4 QJFFICEY WORLPWIM � e ,1 ] P . 01 * ` , * �x TRANSACTION REPORT * * AUG-23-89 WED 12 : 28 * DATE START SENDER � RX TIME PAGES NOTE * | - . � * AUG-23 12 : 24 6174268350 3 ' 44n 6 . 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VK 77 L9 n a OP/TEXT:OP-FAX,txt, OF�iCEh�WL?RGry�`IDE L'� — GJED 11 : 24 61 i 4fh� � , ... f ./ P : 1 I Wasaewaqeir EnguneelrD., CD 9D)es* CD irC) -C> X3 r.., Unseweired --s CD a Lrl N a ca N i co by Rein Laak N w i Co t►a m cn 'rn a uw : 1 ANN ARBORNVA SCIENCE -� f'l1BEISHE}t51NC EI�tE BU7 TFRV7H G � ra —, J 4] N J SENT BY:Xerox Teleco ier 7020 ; 8-23-89 12:20 ; 5174268350-* 7753344;# 3 4 p y EPA 625/1-80-012 DESIGN MANUAL ONSITE WASTEWATER TREATMENT AND DISPOSAL SYSTEMS U.S. ENVIRONMENTAL PROTECTION AGENCY Office of Water Program Operations Office of Research and Development Municipal Environmental Research Laboratory October 1980 AUG-23-89 WED 12: fS 61742,68350 __......_...._........ SENT BY:Xerox Teleccpier 7020 ; 8-23-89 12:21 ; 6174268350-► 7753344;# 4 TABLE 6-23 PERFORMANCE OF HALOGENS AND OZONE AT 25°C [After (43)] Necessary Residual After 10 Min. to Achieve 99-999% Destruction (mg/1 ) ' moe 'c Enteric Enteric Halogen Cysts Bacteria Virus H0C1 (Predomi mates 3.5 0.02 0.4 @ :pH <7.5) OC;pH (Predominates 40 1,5 100 >7.5) NH2Cla 20 4 20 12 (Predominates 3.5 0.2 15 @ pH <7.0) a - HIO/10- (Predominates 7 0.Q5 0.5 r ' @ 8.0>0>7.0) F 03 0.3->1.8 0.2-0.3 0.2-0.3 a NHCl2:NH2C1 Efficiency 3.5:1 6.5.2.4 Design Criteria The design of disinfection processes requires the determination of the wastewater characteristics, wastewater temperature, pathogen to 'be de- stroyed, and disinfectant to be employed (20). From this information, , the required residual-concentration relationship may be developed andl disinfectant dose may be calculated. Wastewater characteristics dictate both halogen demand and the species of the disinfectant that predominates. In effluents from sand filters, chlorine demands would be low and, depending upon pH hypochlorous acid 7 or hypochlorite would prevail if chlorine is used. The effluent would ' be almost completely nitrified, leaving little ammonia available for reaction). At pH values below 7.5, the more potent free chlorine form, �. �. 167 1 2 6 6174268350 17 - AUG-2?-8'� WED1 � . 42683 50 F . 04 rSENT BY:Xerox Telecopier 7020 8-23-89 12:21 6174268350-► 7753344;# 5 The use of chlorine as a disinfectant may result in the production of Chlorinated by-products which may be toxic to by-products have been identified for iodine at thisatime� ife. No toxic 6.5.2.3 performance The performance of halogen disinfectants is dependent upon halogen re- sidual concentration and contact time wastewater ate char na - ture,r ; sties, na toe of the specific pathogen, and wastewater temperature (20) . Waste- water characteristics may effect the selection of the halogen as well as the required dosage due to the nonspecific side reactions that occur (halogen demand). Chlorine demands for various seated in Table wastewaters are pl�e- le 6-22. The demand of wastewaters for iodine is Mess clear. Some investigators have reported iodine demands 7 ' to 10 times higher than those for chlorine in wastewaters (46)(47) while othors indicate that iodine should be relatively inert to reduced Compourlds when .compared to chlorine (48) . Design of halogen systems is normally based upon dose-contact relationships since ce the oat ofdisinfection to achieve a desired level of pathogen destruction in a reasons 1 e length of time with the least amount of disinfectant. Because of the nonspecific side reactions that occur, it is important to distinguish between halogen dose and halogen residual after a given contact per od in evaluating the disinfection process. Tab"ie 6-23 provides a summary of halogen residual-contact time info a- tion for a variety of organisms (43) . These are average values to en from a number of studies and should be used with caution, Relationships developed between disinfectant residual , contact time, and efficiency are empirical . They may be linear for certain organisms, but are of en more complex. Thus, it is not necessarily true that doubling the con- tact time will halve the halogens residual requirements for destruction of certain pathogens. In the absence of sufficient data to make these Judgements, conservative values are normally employed for residual-dose requirements. The enteric bacteria are more sensitive to .the halogens than cysts Dr virus. Thus, the use of indicator organisms to Judge effective disc - fection must be cautiously employed. Temperature effects also vary with pathogen and halogen, and the gener 1 rule of thumb indicates that there should be a two to threefold decreae in rate of kill for every 10" C decrease in temperature within the limits of 5 to 309 C. 166 AUG-23-89 WED 12 : 2 i 6174 268350 P . 05 SENT BY:Xerox Teleoo ier 7020 ; 8-23-89 ; 12:22 ; 6174268350-4 7753344;# 6 TABLE 6-22 v ! CHLORINE DEMAND OF SELECTED DOMESTIC WASTEWATERSa Chlorine wastewater Demand Raw fresh wastewater 8 .. 15 Septic tank effluent 30 , 45 Package biological treatment plant effluent 10 - '26 Sand-filtered effluent 1 - ED a Estimated concentration of chlorine consumed in nonspecific side reactions with 15-minute contact time. Iodine is normally used in the elemental crystalline form, I , for water and wastewater disinfection. Iodine hydrolyzes in water to corm the h;- .� poiodus forms, HIO and IF, and iodate, IO3, Normally, the predominant disinfectant species in water are 12, HI0, and IO", as little IO will be found at normal wastewater pH values (less than pH 8.0). Iodin does not appear to react very rapidly with organic compounds or ammonia In ;F. wastewaters. As with chlorine, however, most wastewaters will exhib t an iodine demand due to nonspecific side reactions. The reduced form f Iodine, iodide, which is not an effective disinfectant, is not detect d by iodine residual analyses. 6.5.2.2 Applicability w . The halogens are probably the most practical disinfectants for use n onsite wastewater treatment applications. They are effective against waterborne pathogens, reliable, easy to apply, and are readily avail- able. 1, 16.5 A.UG-23-8 WED 12 . 27 617426.2150 F . 06 SENT BY:Xerox Telecopier 7020 8-23-89 ; 12:40 ; 5174266350-+ 7753344;# 3 L TECHNOLOGY ASSESSMENT Y DE INTERMITTENT SAND FILTERS By Damann L. Anderson Robert L. Siegrist Richard J. Otis of RSE, INCORPORATED Engineers / Soil Scientists 5708 Odana Road ti9adison, Wisconsin 53719 PROJECT OFFICER James F. Kreissl wastewater Research Division Mizicipal Environmental Research Laboratory MUNICIPAL ENVIRONMENTAL RESEARCH LABORATORY OFFICE OF RESEARCH AND DEVELOPMENT U.S. ENN11RONNIENTAL PROTECTION AGENCY CINCINNATI, OHIO 45268 AIIG-23-89 WED 1 � : 45 6174268350 P . 03 i t-so" Asscrc, 1 ki c.. -:5 c,C.*,-vm --> 5/IN 6 \ N C o rapo M ►�t u M U�trs 2.3 ep e-CcKs cA c M )'A C.o M oa K i►a I u►-•,•� l� ►a \TS r IELx Z-YW O = ►zGo \q K Lk bCc oP0 G'�\kPV = 3 7DF- Zl�.E ZhE2t>t*-E 12FQuiZrmEf)Ij ( �E� ��(EQsI 2�z�V11Z ME►•�T Sboro i-7C,o 6=57D = 880o c S00% 3v8o CA�uo�S - 15`�OO C��.c� +u s Usc �a 9aOc� ��-+-1-o+..1Tan►C. i'�. Carte 1�07r-.)►J vO 2f SOQ s 1 NkL 'S7 SK) O- 9 Usk- A, I ,O� A��o u`�-�►.�K. 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T PR\CY;_> �- Z+•o '1Cfl I�ll.�( 6�)CC_a�!A'TlC>F..► . j F 0 PLUS+\ -ro -lF eL 10, -I Tn Cyr-WT 7 -4,M K. 11.1 1_r-7 " 1151�T1 E t Z7L5 7 AFT E147 •T'N-C- SS7771 L 11, If.ASr/�l_c Far �C�M OF TAlaks �b Ste- I �, I _ / � "Gb►.!t:. 1 N RC-C�U e.�+��..t« vc.( I n� Mfa.�u S��L_ 1 �Q� t2- N LA2M5 3 2Ec�uttLE� )e. l Pee TA►aK� Lt C�i"kT �'��'�1_ T'a �E M�U1-4T'�•D �1.9. F� ��a�D T1 Mt3F� 'REST v 12ECTL�( i v iirvl i<Lftet--, w q5°/E E►a� LaTE(L\&I L S GENERAL NOTES FOR PUMP SYSTEM A) PROPOSED SYSTEM/HEAD CURVE HAS THE FOLLOWING CHARACTERISTICS: 4 (G.P.M) FT � f\!tii'�� �Qi4►.lf { i 10 3A Mau 1_�Na 20 �_ Heath Deft• 30 6. �j Tm+�of Barnstable 40 T•lo c � � _ \ / so ►o,o �( B) THE SEWAGE PUMP INSTALLED SHALL MEET THE FOLLOWING RDQUIREMFNIS. q S°Sew) &'PIZ CC-)p COKIID 0 t`e► 11..E t LA F•W\ I LLA6tI~, 1. HAVE A CHARACTERISTIC CURVE WHICH PASSES THROUGH THE SYSTEM/HEAD CURVE AT ANY POINT BETWEEN 10 GPM TO 50 GPM. I_�� 2. BE NON-OVERLOADING ALONG THE ENTIRE PUMP CURVE. w R ter► 4, 3. BE SINGLE PHASE, 115 VAC. y , 1 MpY •i ��, ►�Aa,G?U 0:;:) '-i?>A7-0s1-AS LS 1 4. START AND STOP AT THE ELEVATIONS SHOWN ON THE DRAWING. 5. THE PUMP AND MOTOR ARE TO BE BUILT BY THE PUMP MANUFACTURER. THE Ma�N Li.E 1 COMMON SHAFT WILL BE STAINLESS STEEL DESIGNED FOR EXTREMELY .� 1 DIFFICULT SEWAGE PUMPING SERVICE. NO SUCTION SCREEN OR GUARD IS fvti,i .0 $GAGE c 'y(� -V A,7TS ', �PZ 11- \3, \9Q-7 REQUIRED. 'EL E,/AT1Dea Q�V QP2tL LL, 138? 6. THE MOTOR SHALL BE COMPLETELY OIL FILLED AND OVER LOAD PROTECTED. Alp e r907 SINGLE PHASE MOTOR SHALL BE OF THE PERMANENT SPLIT CAPACITOR QFv �L z$ i DESIGN THRUST BEARING SHALL BE OF THE BALL TYPE AND RADIAL 1111 BEARING SHALL BE SLEEVE TYPE WITH PERMANENT' LUBRICATION. ( 7. PUMP SHALL HAVE A MECHANICAL SEAL RUNNING IN OIL-FILLED CHAMBERUN r L 1(7��CT-I� QCe V �• M��I 81 tC�B� PLUS AN EXCLUSION LIP SEAL IN FRONT OF MECHANICAL SEAL IMPELLER SHALL BE TWO VANED CAST IRON WITH PRESSURE VANES ON BACK SIDE. IMPELLERS SHALL PASS 1 1/2 INCH SPHERICAL SOLIDS. �2'CuTo�t C� 12aK�¢a..�><4 �✓�2 �jM Of ,ky may` 8. PUMP DISCHARGE SHALL BE 2 INCHES. PUMP SHALL HAVE A SUITABLE HANDLE OR RING FOR EASE OF INSTALLATION OR REMOVAL. PUMP SHALL HAVE THREE EQUALLY SPACED LEGS, INTERNALLY THREADED TO RECEIVED t,y,r, `' $ " -- �P OE PETER fit. I ,, _ 3/4- DIAMETER PIPE, GIVING FLEXIBILITY IN LOCATING PUMP ABOVE o StiLLIVAN �= ` TZIf,� `'-777> '`�1`� t=-� 5 BOTTOMOF BASIN. PUMP SUPPLIED WITH 5 LEGS AS STANDARD. TACO(t C(L S MICE►.( Pi No.29733 1COaJC�L6tiTs �Z•'GUTOuT wS6+1ow1.1 '.P 'QF �O � �v� /ate r T I O►,..t �t` � oZ"E S a fa ' .� M P 5Y ST`C� A L SGt N c7T-E S 4 d 5• - , )� C .ou-C�Z.ET'C Q•22•!? 6 � �•z8.87 s ST 1�l f4Tr��A 1 �-4�L-c v-f —T7 �e "s A,5 Ptuv. AM.Wt t-so" ssc c, l N►c,. M r %x Z x,t t p = t7(60 Gt?-O \A K Z.k \I b CxP V - 30 EC;i C:9 J 7D F- M E Z7.t E Lb It jZrsp u t e-Tzm F- j E C9 Z��(E Q. 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OF UT�L1T l�S 1-b►•�l E j��NZ �t�lo 2's0001 bool L . `` kia�j ' l G9 t / NOT 6E 'pP.Mttcp 1�'+-k E Kk P Z EY($E n /'�v C: 19) \985 t Gola�A�G.`Tair� M"6-r T�� LOCI-tiT�DtJ, OF L3T1 L1T1�S PRE 9,TEe.r�ctt.A,a� c tsou1•s-�'b� 5�T ,g 10, �oL Tnc t•kT ' -AM 1(.1 USA-T1.4t Z7c>�SET GNU ��' ~�•�'� St=�Tt L ' • TASK. � =gd' q5` EENp L.:o.-rE cL to t_ GENERAL NOTES FOR PUMP SYSTEM s A) PROPOSED SYSTEht/HEAD CURVE HAS THE FOLLOWING CHARACTERISTICS: f ! Q (G.P.M) FT 0 o i'i 10 3:4 i Wla� Lo4z 2030 40 T (o ?L ," � 50 l0,(D v > B) THE SEWAGE PUMP INSTALLED SHALL MEET THE FOLLOWING REQUIREMENTS. -AGO S&A D Q�� CO Ca N p b M 1.! \ �, �/ ( Ir L IC Eat� + 1. HAVE A CHARACTERISTIC CURVE WHICH PASSES THROUGH THE SYSTEM/HEAD CURVE AT ANY POINT BEZWEEN 10 GPM Td SO GPM. 2. BE SINGLE PHASE, 1 5 VAC. THE ENTIRE PUMP CURVE. M Q(� �-V A E iJ SZ L 3. BE SINGLE PHASE, 115 VAC. 4. START AND STOP AT THE ELEVATIONS SHOWN ON THE DRAWING. 5. THE PUMP AND MOTOR ARE TO BE BUILT BY THE PUMP MANUFACTURER. THE MA,,t Lim L COMMON SHAFT WILL BE STAINLESS STEEL DESIGNED FOR EXTREMELY x ���' DIFFICULT SEWAGE PUMPING SERVICE. NO SUCTION SCREEN OR GUARD IS f•ari ,SGAI,E , z U .-D �T1= ^ ,3 1�� REQUIRED. itV4.Tta� R EY �• (L1 l- ZL 19 a 7 6. THE MOTOR SHALL BE COMPLETELY OIL FILLED AND OVER LOAD PROTECTED. SINGLE PHASE MOTOR SHALL BE OF THE PERMANENT SPLIT CAPACITOR DESIGN THRUST BEARING SHALL BE OF THE BALL TYPE AND RADIAL BEARING SHALL BE SLEEVE TYPE WITH PERMANENT' LUBRICATION. 7. PUMP SHALL HAVE A MECHANICAL SEAL RUNNING IN OIL-FILLED CHAMBER PLUS AN EXCLUSION LIP SEAL IN FRWr OF MECHANICAL SEAL IMPELLER SHALL BE TWO VANED CAST IRON WITH PRESSURE VANES ON BACK SIDE. i2 �CuTGVZ �A two IMPELLERS SHALL PASS 1 1/2 INCH SPHERICAL SOLIDS. '`t 'p`µ£ �� �tN Of ,k 8. PUMP DISCHARGE SHALL BE 2 INCHES. PUMP SHALL HAVE A SUITABLE tiP HANDLE OR RING FOR EASE OF INSTALLATION OR REMOVAL. PUMP SHALL HAVE THREE EQUALLY SPACED LEGS, INTERNALLY THREADED TO RECEIVED `.�r,� '� r $" �'- �� PETER _ 3/4" DIAMETER PIPE, GIVING FTEXIBILITY IN IACATING PUMP ABOVE o SULLIVAN �= 1\ I� -� LA - 4D u�� r- `( C) S BOTTOM OF BASIN. PUMP SUPPLIED WITH 5" LEGS AS STANDARD. 214(E¢S p F u'm+Cp Er-Cti3 Pti r> v '� TACOR7E2 13e:T1NEt�.( ?� � Z'Squ�QE W1Tt-! N0.29733 1'L GUTOvT n.S6Nowt.1 e � �, ` ,y �9�CASTEAO�4 CI�( � l+�f���1�+�Iss tj 1 N oT E S a N Iru M P 5`C S TE>� �ss�ONA L E�G� 5�E N b-rE S o d S• Ze Z-C kA.1D Or MhI�� ^ " 5 �•z8.87 t - 1 J — M 8 Co�,�oMtNiuM ll�trs 23�veooMSM 1'Q C.O�IDOM��1c,,Mµ \� S Z3���o1�15 � t� to t7G0 G'FrD \A X Z.k I1 b GLP D r J Sboro t-7GO Gr'FD = 8800 Gx;i Sb0% 3680 CA�Lw�S 5�00 C ,c-cr,N s Ust A 9oOrd '1'V-t 6,6T l�o�o r,�flo ��>J S (►yG ST gx t 0- 9 �S Q, HOC �A�w�`-T-�•a K. —�a Q►.� s r '� �8 t�`C 1�-GO C•� w t-n-+ 1D 18 uCrt A.►aT ugt-j FT� �2 �c�S? "o Ta►.�'o o �4 S o N 5 N,z ST g t d-t Co LC�►+��i', \�,'-�'' ultonA tt'-o" -flrpT'H 9'-ZZ' r.D +..tT W PO T) Lt_ \Z,Z USIZ 2c00 Gtz^•LLo" t4 -ZO MK�r S .l SYSiEr� 1, Fes_ �� ZA• 7-1cae-w Tt-t T'tu.K- PIza.�F Tttt. 'tom _ - S'B►c\0 -9 r oco I S. �4 d �L, S,8 tW4 _ EL 3,o S.Traw+tK - A�..�.KD+� Cu v,Q Co E t_ !..O .c g t. 3.0 %dMK 112 TI41.�1(` fV of �\• r. \ ` -per _ �t MT C I�aMs CIL N tz, s Movr�►.a�T. -_s•v s .c— MNvJ cu FF �Z,S — �- z r� t tqt q I e�S �Z�s�� ,zr N��-eat t-a.�•�� • +s�+c� wv +aCLIVE.AA4 ,,x-&i o'W kv6 - I - - 11.3 W0*Titc \a �' A t_ �./`L��t E L 'P�2 00 FTt QE `- -Sr S xko — G TAwK _ mot..,%A c-A sN ► ' . -E L 3 p-� c t� atcn F,�w►. So^&�covers� � � � !4w �.1,rfLss 60 st+o a Pis 12 M - 5 ......................... � o bT�.S 'S M A,I U Td $ C,6 ' S 6.2YtLE �—aT�e�al.S To s�E ��.7e `� . r�f �°•g - -�8M ;v 4-r `0',t t•-\ Qo\� c-',74.C_ . � t3 � � :•. f e e+w oLN'f � � -•. /$; :� 4 _ �.�' G�w.'.;-3c:�` '�v�:_ :1►.A Ms00 irJV. t5.1 � ` � � ►r� �L� 2 t�vr�t� ABC � 8E IMST�ILE t� l+Jt - 6 3 u u x a Z3 fv A5� '� L i HYa • /' %%A%I � � A �"� f 1�� �"ri�' �U tP�c� V.1� A1.J �.l Ak�-�� ZZ GZjLl> 8,< ASEPA,¢,A,w_ L1a-(oo 17 POW E2. $ �o Mt P5 ML u 6T o-pE%AT6 iN Ti}E vot..zWI►la S�QL1EttiC-E: �t uMaSDa� � 1 00 sAt"7 -V'V Mtn Or.I) A.1A9-K OU>t Lh6, %`f ks,L / M� ou 1�uMQ5 M usT Ac."���tiZE . �.. t_a� , �,=F...e�.�,,c_�. � ��` sc � � � �xtS�►.�.� LEss Rx�..s Tp aE. r S 5-3 / � 2. LL- C�QRsD�c. S�AS+rca GMN(T� Y �j ti �v.' SKA.U- r kW.WD W 1`�, F t3eAJC-0 M+4QK 2e SPtKL �oL� eM33 �. .. raj► �/z s, "�`o���.�.�►.,,���s �q C�►-\s) � \ - �a � � t�1.A��Izt>�L �=aONI, OIVI b Imo' ,�►ate' �7 }} r9 e I_C>(-anC)f-k OF UT\Lk-lr 1 Q5, " .Y E XE24'' 60� NOT 6M 'DS7T---0,M►MEa. 1r� C KA.fx tZCY(sST) AQGL t9) 1965- '� �N �.TatZ MUST Ct�►.�FtiCt� T)-V I~ LOCATt 01.1 D F U7'1 L IT\E S PiZ\o\Z Go Teem i kiAt- l' f to, mot TjCx►+T -nN-qK I►aLV- " llsV---1 jE / z��\>_t_-T -c>v 6S7Tt L TA44K . 1t. IMST-xLi- \OM of TANGS 'SC SC- --1-"� T�1 � �- �/�,( SQGC.1�-�GAT►OI..IS. 1 -=g 0, I ASO lletup GENERAL NOTES FOR PUMP SYSTEM A) PROPOSED SYSTEWREAD CURVE HAS THE FOLLOWING CHARACTERISTICS: A-64WA Q (G.P.M) FT ��/..N[` tt 0 1 Healt Deh Pt•_ D 10 -514 M N U L i M` Town of Bamstable 20 30 6 Co ��-A►.� 40 T'�o 50 to,p I I B) THE SEWAGE PUMP INSTALLED SHALL MEET THE FOLL(%TING REQUIREMENTS. 4SO seuko 19�� c '�`�� CO C� Ot.l�b P*i 1 ►.s t u Y I ►-t./a6 iti 1. HAVE A CHARACTERISTIC CURVE WHICH PASSES THROUGH THE SYSTEM/HEAD APR 2 2 CURVE AT ANY POINT BETWEEN 10 GPM TO SO GPM. ��. _ i ^ ^' 2. BE NON- OVERLOADING ALONG THE ENTIRE PUMP CURVE. - 3. BE SINGLE PHASE, 115 VAC. s I (, h/l G?(, 4. START AND STOP AT THE ELEVATIONS SHOWN ON THE DRAWING. 5. THE PUMP AND MOTOR ARE TO BE BUILT BY THE PUMP MANUFACTURER. THE - COMMON SHAFT WILL BE STAINLESS STEEL DESIGNED FOR EXTREMELY MA to Lw L DIFFICULT SEWAGE PUMPING SERVICE. NO SUCTION SCREEN OR GUARD IS �V.r,�,�' .�„�� $GAc�E; 1 " = '4C� -DA'T1= �P� iL 13, \98-7 REQUIRED. �itVaTtar..l RE�t �4�czt� zz, 192>'i 6. THE MOTOR SHALL BE COMPLETELY OIL FILLED AND OVER LOAD PROTECTED. SINGLE PHASE MOTOR SHALL BE OF THE PERMANENT SPLIT CAPACITOR DESIGN THRUST BEARING SHALL BE OF THE BALL TYPE AND RADIAL BEARING SHALL BE SLEEVE TYPE WITH PERMANENT LUBRICATION. 7. PUMP SHALL HAVE A MECHANICAL SEAL RUNNING IN OIL-FILLED CHAMBER dN► -\ PLUS AN EXCLUSION LIP SEAL IN FRONT OF MECHANICAL SEAL IMPELLER � SHALL BE TWO VANED CAST IRON WITH PRESSURE VANES ON BACK SIDE. I 12"CUTC�TM1 4,X �T-: IMPELLERS SHALL PASS 1 1/2 INCH SPHERICAL SOLIDS. 8. PUMP DISCHARGE SHALL BE 2 INCHES. PUMP SHALL HAVE A SUITABLE 1 HANDLE OR RING FOR EASE OF INSTALLATION OR REMOVAL. PUMP SHALL c i $ sl �� PETER _ I�PpH 1�1� HAVE THREE EQUALLY SPACED LEGS, INTERNALLY THREADED TO RECEIVED qrw '� v, ' 3/4" DIAMETER PIPE, GIVING FLEXIBILITY IN LOCATING. „PUMP ABOVE - o $l1LLIVAN 1\ �1.7T k T^,� �"cI'J �,/�1 �' l � C) S 2l oY EIS O G C''' �<.L6�1CS -� j BOTTOM OF BASIN. PUMP SUPPLIED WITH 5 LOGS AS STANDARD. Po.V � cpeaRVE(L eErw6E1( P� - a00.9-6 wk"n N0.29733A ¢ - �Co�.tC+t6tTs tee' _uTOvT w5b+►ow1.� '� 'p �" � `t' Fv'C- A V'D t T)oU A,L N O-re S a h1 1'V M P S`�STE M ss/PNA L S�� I�1bTES 4bS• Gout: �•- - I k�D o F �A �� •. � ���. ,,= �ZZ• �_•� -C f�«:..1t1 �,-•1`t� o 97 s' _ (tea 35a- L+ 3s J �ST I M 'TED��! � �'q LOM 00 Mt r/.4 1 l..a►"+l �►� \TS Z��17k'—O�1� �At:,E{ M �16C�P0 = 30E ��D J � —D�CU�. Del E Q•15 1$.'f;, Q���t2�.M E�.•IcT Sd0'/o 3680 C���•,s = ��`�00 C�a�cr� r.�S PQ.s;Las'T ROTaNvo SoK4S � mc- S-i' 8X1 G �--szti;r-tTt 33'-►t" �r l p-i}�; 1 t'-b, F l 9, 2,z„ -ZO (71� w ►'i7{ ST tv -P,6v o'< 4,i-�Z U PL t TT 4 boo — - S,T�4ntK WATFe 'Pezow �rxnzy,-Ti-10<, l r- T� (- o --. ,, � ��:�2 �'--- " �_- r � R �. 2'Cr � Q i S�� �� t'1�-t ���Tl�►� � �•+.i.E - --- ,� _. LS T t O . por 7GL. 7.2 16 � \ `T/ u��k4 ' \ / . •o-``� t > C' f+a ''�`,.vrs'7 1�A�, ry lit QO '4b3 � ��J 1 • ,�1�' �bT�S Az M�!U 7-c' i O� •S G tt '4 0 - T 77 l/ r A.I r3�' 1.1.. � � J��' •�L.I�S'--@�� C �..L�. Gx{�•, vr') —.,:,.,_._ -.w �'�'f�c� \ +v-8 i �'J ��5� ^_5r� �►`T �ni6 l..l Qu\4"�' rA..'Y`L(`� i M 61-&t.LE cJ I y �, ` Y e-7C_tL1' G40I-I "tee �. _� `/�I"i a V ,•-r ''�T- ... �' �� � � / / �. .. // b , -tom I l � • t � � - � �"•`,� ?o,,..;s�..a..,�:.;� 8�( A�isP,4-t`-.r�.� Li QCav t T :97/ \. �`•- % `� nr.. TOV.!.•�w I KAa 5�_cs�U E : *t u Ws ply y+r �1 OL E J LJ *,. 4 '\. \. ._ /�• n 1W C�'�c.f-`� -P-•�1. — �� \'�5 533�1 b � � 1�� \\ / �' J �3 > 'V i ��..! i . ., ...�_ �� � • � � � �� � � �JC1ST1 Al (� {�i'_- " C����...5 -T� +�C w VJ '7353 ?, t t+ C'�fL?O�%<- �� �6�t-��"� 'Th►a.kL,t , `"'L.` �' •'c� M 4•Q K. 2�. ��t K L '��_x= er•�133 _ _ "��«5v �w � ►.��S �'Q C Et \S s � N - Z '3. t��1�.� �<ll t�-� 51+.►.17� C7t'4.YE5l.. R A3 EL 4►�T � . �._C>Q.A-n O t•-J, or- UT\Lk-r I GS "iAfl IZ �- 1 i s � J Q GL � i \ �n r.�-t-�Air., ,_ i�t 1.1 S"C' Gt� I•.a`�'�i��` 9. T C¢.Mir•aA.L C•I-rr`AJ�u`c 7 ?�Z 51 T r, f -FLUst� ,. -FAX i I r I I i 17 F— —PL-tl'k . lleefth Dei.O Twin d Bamstaui c— 'AQ� cc-.,� o N�Q b t'-el 1 l.! Lj � V I L L-A.6jF- �LA Nl hli k G? �� ���U`JTAZ L.� [APR 13 1987 -V A,77 t- 4;Z; L 13, A�-7 Of t\j PETERo Q. , �� SULLIVAN ��Cz�ST � �. A+ t7 u�1l +_.-{ C)z S !Vo• 29733 ��i�F�S/�stEENG\c�c`' C I ll 11.► t�l�j Gt 11��,,��'. 'S AL 6-T ,.fit 1,_1,_C I F GC ° ' '-- -.---•------• DIM A Li " - -- --- GRAVITY CLEANOUT (TYP. OF 3) U) FINISHED GRADE CD 1- / 0 DIJTRI Q 12 ------ --•---- I \ � 1 4" B(NSTALALEVEL) --- '. - - - / -CCO R ---- - - - PROPOSED SEPTIC TANK No. 3 -- --- GCO U • .• DIM B 1/a'%C HOLES O 6' O.C. DOWN (TYP.) / EXISTING PUMP CHAMBER 1-1/4"0 RISER \ N -__ PROPOSED 6" PVC GRAVITY W / f .••/ � -ma-2 z 1-1/4" REDUCER . - _ _ - I I 1 :.� ••; CONNECT TO EXISTING BUILDING SEWER (TYP.) ,.�• n �— ER 4" X 4"XED" TEE / / •�' PROPOSED 1 1/4 PVC LATERALS INV. EL.=12.5 (TYP. OF 11) + - + �, �� SEE DESIGN TABLE THIS SHEET -- / PROPOSED 4 PVC/ g 4" 0 HEADER PIPE o DELIVERY PIPE/ PIPE HEADER ,10 � INSTALL LEVEL PIPE ELEV. VARIES ,3 6° �� , / J o -� INV. EL.=9.0 , (INSTALL LEVEL) LATERAL, HE i ►_.._ - 12DISTRIBUTIONAT R PE & ,2 DELIVERY PIPEDETAIL TYP. A ALL AR A I I ,Q ! _ .Y - PROPOSED 6 PVC 8 --------- A L 13 � �^ Q �•cr ••�1 NUT TO SCALE GRAVITY COLLECTOR PIPE g - - _ I EXISTING 2" 4. � � ........ � " d o----__ - _ ------ --- ---- ----- - -- ___._....--- - --- --• ._- - �,a R LOCATE E S Pco P - PROPOSED 4 PVC PRESSURE - PVC FORCE MAIN-- / DELIVERY PIPE - -----_ _ - \ " ------------------- l j — 1 1/4" 0 DISTRIBUTION LATERAL PROPOSED 4 PLUG VALVE 12 - - - - _ _- 14 '�, � 14 1 (INSTALL LEVEL) INV. E1.12.5 (TYP.) N . (TYP. OF 6) -� � / — ---- 1� FOR SAND FILTER C i' (�I.�,...... / PROPOSED DOSING -- PUMP CHAMBER I - _ _ `1\' ' ; - `�/ g-8 4" 0 DELIVERY PIPE 1-1/4- 0 RISER PIPE -7 -- I f ••� %�• // 4" 0 HEADER PIPE J , .......�}.... ...{3. ... 1�'.� ---EDGE OF v \` - INV EL.=9.0 / 12 6 / ••' / •v�-''� (INSTALL LEVEL) / ANDS t W /1o,F .� f_, •r. -- EDGE OF DUNE WETLANDS / , / I a - - - I � — - - - _ -,� - ►I L0 0 •�•. DISTRIBUTION LATERAL HEADER PIPE & � ' �' , P DELIVERY PIPE SCHEMATIC DIAGRAM FOR SAND FILTER Ln �•••• •• I ` - R 8 ISOLATED WETLAND NOT TO SCALE m ��-- _ ----------- ------ ATE - % - PROPOSED 6" GRAVITY CONNECT TO EXIST. I I --15 AND n N I 10 y j � L•1 g .� HOLDING TANK �� SL-�R - : C --� I 1 '•�.: •A WETLAND 6 \ EXISTING 1 '• --- —__-- --- i PCO GC O PRIMARY O I \, /S �NSER��> �.. 4W66060.0 \ t'�•'; -- 10 � 1x HOLDING TANK -------- l _ - �- PROPOSED 4" PVC i `� o PROPOSED 3" PVC I GC° I ( _ �O� PROPOSED 4 DELIVERY PIPE \, - 16 6. O / ` I TO MOUND (TYP. OF 2�,-. a PROPOSED SEPTIC . � I TANK No.1 " " 0. W 1 I 7 SEE INSERT B PROPOSED SEPTIC TANK No. 2 I �4 ,� �,1° �6 1 PROPOSED 6" PVC GRAVITY W CONNECT TO EXIST. ` I -_-_ 6 I I PROPOSED 3" Pvc - 2 ,� HOLDING TANK I I 4 �� �. 17 - , 71.. EXTENT OF MOUND I MOUND RO O % Pps�o ,4 4 �� 18 I I EXIST. MASS EL \ I �1 ? Q �`? --Cisj TRANSFORMER - - PCO I - - 18 - P ° - - M I. �� LLJ CL I f I I 10 I O _ -- - _- - _ - - -tw— _ l I I _\ \ I i 1/ I I C �� a - O EXIST. MASS ELEC. PROPOSED " LATERAL PROPOSED 1 1/4 PVC L E � CURTAIN DRAIN Q , 4 2, �� � �� I INV. EL.=12.5 (TYP. OF 8) I 3 InI I 21 SEE DESIGN TABLE THIS SHEET - �� „ I i 9 0 I RELI INARY 1 /4 ORIFICE AT ` f/ INSERT A I i 1 6 O.C. (TYP. OF 60) SCALE: 1"=20' QI PROPOSED I Q 22 - - _ VIER ROAD CURTAIN DRAIN Q i FOR - - _jam �Y -r- N POLE i I I AUG 141989 s \ \ 53 TT,6� - _�— w I — PROPOSED 4" PVC A 14 --- " '-� -- ------ - - PROPOSED 4 PVC \ 14 --- --- i 1= PROPOSED 8" PVC ; NOTE: CONNECT TO EXISTING HOLDING TANK \ SEE SHEET 5 FOR CROSS SECTIONS 1>> I� - --- PROPOSED SEPTIC TANK No. 1 i J ----- R.R.BENCHMARK SPIKEKIN POLE 533 16 ``� 15 ,6 N f, -- PROPOSED GRAVITY CLEANOUT (TYP. OF 6) ELEV.=27.83 (ASSUMED DATUM) - �` _._ E EXISTING HOLDING TANK ------- ------- - -- f'RppOs� pco Pc - �� �_--- _— PROPOSED 8M PVC SITE PLAN LEGEND A O �' / a t1 �- PROPOSED 6 PVC D ' I D SCALE: 1"=40' 0 6 / �S � I i CONNECT TO EXISTING BUILDING SEWERS r— + SPOT GRADE ELEVATION TCo0 TERMINAL CLEANOUT 9GCO@ GRAVITY CLEANOUT PCOO PRESSURE CLEANOUT �, ' \I •• �•••• WETLAND DUNE FLAGS FLAGS " •'••EP ISOLATED WETLAND FLAGS PROPOSED 6 PVC ---21----- EXISTING 1' CONTOURS RS _j---- CONNECT TO EXISTING BUILDING SEWERS -20--- EXISTING 5' —14r-- PROPOSED CONTOURSCONTO N0. REVISION 8Y APP. .DATE SITE PLAN " _ _ A.C./J.G.C. 8/89 LOMBARDO GROUP ' PROPOSED 1 1/4 PVC LATERAL DRAWN BY DATE A DIVISION OF SCALE: 1"=40' -- INV. EL.=16.75 (TYP. OF 8) " SEE DESIGN TABLE THIS SHEET 1/4 ORIFICE ATSHEET N0. OF DAMES & MOOREA PROFESSIONAL LIMITED PARTNERSHIP s O.C. (TYP. of so) CHECKED DATE - CAPE COD VILLAGE UMIT OF PROPOSED MOUND PROPOSED K W 8/89 46 CHURCH STREET, BOSTON, MA 02116 CONDOMINIUMS INSERT "BitCURTAIN DRAIN APPROVED DATE 1835 FOREST DRIVE, ANNAPOLIS, MD 21401 FILE N0. L SCALE: 1"=20' 1�ti' E��U,�� ���..s .�� �� A�NI.�,cl►G.,soE+�t �ssc:;. 1 r��. �► - J , � \ —�' - I 0 o ; �L/ 4N C n• tNNII ( d � •� Mov 00 a� (l•�3\3i� s� /, � 5 t• - s.�- MNu/ P ILL • A t 40 _ �1= C. T'Z M 'L 5S C N 13 l C. - __ -4 ;iT�R. o�s �, d ; '` /•ice ey:s 1�r Cc0 6�zcb.� P OF rt e.�3 s .w • 9W 3 rr- �at°4Z?L Tt-*r�S t_I° kT J !9 C-LQA," OC-.)T FLL15 f! , '•w -- 1`� 1 A.It Tn "' "- C�„ Cl� �. I 4' L Z'/. '`>Lo P Z Zxc.Efii T �n1 �4T A ti S1�P� Y. � . - Z;•�2 L _ `-1 `r _�,_ / , ,2 3, '7 � T T�►aK- a C ALL urx 15, a B -iU?a �Ls`�" dc'c' �.o•R 1. ' J�TT C_ I ! f '�\ � � ` l` � \ ,/ .-���./`'°�._ irl _!� � `•.'" � J ��� � \�. � � i/ .� �, , .Y. ..- �_ ^, ./ �� ..i� �'..__• \\,w .•to.{q S� % �� .t r [fit )�_...w..•�^ R :�\... _ X�y �, i ,r ,. ,� ..``` - .S3 � �i) , / � ® � �_.- ----- -7 / v3v ,.•ram -..,,:..,�. r�rt.�� T �..��..;� ���� .,._.+. i vt*'e ems- e�p�i.-+�€,`z:..aij� ry 14 Y3L ram' \ f• �! � ? ; ��vOP�f'I .�#`1 V�/( J'It AA..t zz \ pf3� / �►,; . . a •ems � ��sT o���•�•� ►w�� �. ` Jol NSF'�S _ ,�' � lu •: , t {_;,� }•u M? ova►��v e•�.vs rt v�hc.T�w�,w� Tti to C C �. �C.. 7 3 S 3� �+ 1 �. �►� �T+iS �.I .:T> F t L-r s -T3 s3 ` ~ 9 :S 4 / /J ,: 7• Ott 2. lac t_I- G-�¢.•sD�S 'DA£++�cD �N„�C7C`( I � �,.=. �,..L.K�r � L�;�.0 W Imo'"4•-� 1 "3EucH M 4ZK. 2 2. sP1 Kt= ?o�.� Q►�t 33 � ,,�� •``�•.•�... `\\ I A3 �, EL 1 A S 5f-�' uj K-k O KI '. V� 1'i�1 �hl� ,�'ZI4�1 y l,.• T=' �� 1�AWE►� � of 2J + u' ��'" B � � � I'N(,Pt���ta.)" $. �.!'�<.,r'-.i`, •�r�. ,F' <y'--, ��T ;._S -,,' , , ;�s f 17�►�) ��0 2 S G�001 boo\ L / '°`� n�z) ' 1 f 11A'7 ,+a�= r4A.f Z _ A Q G. 9 19ST `` , �.7_, • '-` }��� LOCnTIU>•,.� G>:- t,t .� �tT`t t: :> P210•z, 24.0 Q -FLU';'-i _TC) -F•eL i iQ 77'ac T'l,_-,r►�T "A h1*„� 1 W �'�" u-5V---TI-k �MSTA.L•-o%T SON OF I-A1,,A `� �►���.. 1 W Accoe��t�c.�� tT1.4 M�+J� ! i R '8� T 1 r,c� d,v j ,' ,A ejtA, ,'.,• �zV�6.., 4 N GENERAL NOTES FOR PUMP �`YSTEM rat lot ' A) PROPOSED SYSTEM/HEAD CURVE HAS THE FOLLOWING CHARACTERISTICS: Q (G.P.M) FT D J 10 3A H, L!i�a !✓� 20 V J ITS 30 40 T.(o 50 lb,b u� B) THE SEWAGE PUMP INSTALLED SHALL MEET THE FOLLOWING REQUIREMENTS. 9S 86�t7 n t �� � ,-I ` LO LOKI 1. HAVE A CHARACTERISTIC CURVE WHICH PASSES THROUGH THE SYSTEM/HEAD r CURVE AT ANY POINT BETWEEN 10 GPM TO SO GPM. — tl a Y t 1 e 1 2. BE NON-OVERIAADING ALONG THE ENTIRE PUMP CURVE. w R �,,� _ M a s s a c h u e t t S i n e e r i n g 3. BE SINGLE PHASE, 115VAC. ♦y 1 � nvii'ortC?lenta ! Qua�itJ Eng A } 4. START AND STOP AT THE ELEVATIONS SHOWN ON THE DRAWING. �UMMA,(QS .) k� r�le�S L-� I 5. THE PUMP AND MOTOR ARE TO BE BUILT BY THE PUMP MANUFACTURER. THE ; COMMON SHAFT WILL BE STAINLESS STEEL DESIGNED FOR EXTREMELY DIFFICULT SEWAGE PUMPING SERVICE. NO SUCTION SCREEN OR GUARD IS .0 REQUIRED. _ 6. THE SINGLE PHASE MOTOR SHALL BE OIL FILLED HE PERMANENT SPLIT PCAPACITOR R- A b, MOTOR BE a� R<v sl� iL zz, 19a-t r_\/ P e1 L 2 \9 b7 DESIGN THRUST BEARING SHALL BE OF THE BALL TYPE AND RADIAL BEARING SHALL BE SLEEVE TYPE WITH PERMANENT LUBRICATION. �= 7. PUMP SHALL HAVE A MECHANICAL SEAL RUNNING IN OIL-FILLED CHAMBER �—dN L� �� !`;,1 1 PLUS AN EXCLUSION LIP SEAL IN FRONT OF MECHANICAL SEAL IMPELLER RSV ' MIS SHALL BE IUD VANED CAST IRON WITH PRESSURE VANES ON BACK SIDE. 811 1�SrI IMPELLERS SHALL PASS 1 1/2 INCH SPHERICAL SOLIDS. _urt?s�Z I�zo.y�va.nE� �/8� eC � ' cSuNF 8. PUMP DISCHARGE SHALL BE 2 INCHES. PUMP SHALL HAVE A SUITABLE Jj '� � �F _ _ �i�,P 40, HANDLE OR RING FOR EASE OF INSTALLATION OR REMOVAL. PUMP SHALL HAVE THREE EQUALLY SPACED LEGS, INTERNALLY THREADED TO RECEIVED +rr►v ..- $ -- �a O:Pt PE Pf TER , _ 3/4" DIAMETER PIPE GIVING FTEXIBILITY IN LOCATING PUMP ABOVE ^�- / �" #• BOTTOM OF BASIN. PUMP SUPPLIED WITH 5" LOGS AS STANDARD. 2 Cq(c:S O r _ Caw GF; 13 Pap $i1�11V,',ly 7-nt a°E2 Bc�wE.`►l ? Z s�t�A`ZG �T1-� No. 29733 - �tGcr,1C�.�'C�s �Z"Gl)TOV'C' M.Sfi+4owR.l ) N oT-E S a N 1't� 1•�1 P g`C STC M s �� I�I �.. �Cam.J c�a��:,..�,. S "O Ng tor LNG ��� MOTES �3 S• r.t COUlCZs1'� .__ s R i � C'o tilvo t��►�l u N� ��trs Z 6�D e�oMS 'i✓AFC.� 1� t.0 M�b M i��U M �►-� ITS Z 3�17�..oc�t�LS �,E{ r VA X. c X 1l bC-�P a = 30 bo Gr P7i _ (760 GxFD = moo c� 5C>o'l. 3C�8b C����S - 15gpp C�c..c..o r.►S 'E: C467 12o�►.f flo So>s s 1► c- ST arac)- 4I t.,kcc - �,'--r'' i pTl ('-p" .� Q rH 9'-Z'y' t _,.> c 'ct-1 33'-ll :titl t D- 1 t'-Z7. �, -1 9• Z Z„ A_rt_A w►-nc,T'�.�� ?c, t►.�c I V i R. A.0 c-coat. '�t'C A-2o (TO VAj 1� 5T7�I�D isuo`C 4.�- r U 1?!T T" N.6t +A 6aee.S LOG,% Q c bra k e.Z As:. ►..IL'FT .S7M' o kl L1sc z coO Grp t-Lo u Lo4Nl. �3- ?o,� �1.v E Gtr�•( r a - I I r 1 ,� ,�� �c�C1-.rua4 1k�+�,-E►2Pcab� �-�ek.� �t° �.Q I t�',.Z7� 7.5 '�.�; r j: � � 'S7'd1.K j'1'Q� '�►n.s,.` � �"i C1.�4`/ SOwI� 5�LT,1r`3Adk :9TSwoO -S r; sCxx` �t,! � � LIZJ5L.... A,S-Zs 3w�. C�,.r( - �ek�Cz3 Sr S'K�o -AG- 7 -tS1S 5A4+ua'( 5(�i -&K TZOToti.C>0 4�o►�S lS".S- IS Sr i�c �' t.A� ; oIL Iti"t-btip �qw�L C13.0 i l Cb - Z7 'F3 uC- Cap y �A( SONG SAN Z-7- 37 N.kTE_WAL S 6ZS� � AT 3"7- -AC) ail F r $L V E C.�.A� '8pe.1t,1�, Ne BORING 1. -"+FIIAS1S ONE)1 ve._QORINQ 2 t ' 0.5' 1URFAC£ F►• o.�' GROUND SURFACE ELV Compacted fine I Lr+amy SAND 4 brown enndy '.5'_-.•---...._ 311.T -- -" - little clay Silty SAND 4.5' Silty SAND VZ * w 1T� trace of gravel - 7.0' W.1. I Stiff yellow 7'S' Skiff olive sandy CLAY CLAY 00� �• " '� little s11t little silt R-Z0 - 1'ilrli",� .a,a IEL `.O L.N�C3C I r L 3.0 Soft bluo CLAY Medium brown CLAY) 15.0' little silt little 311t BOTTOM OF EXPLORATION AT 13.0' trace of sand WATER ENCOUNTERED AT 7.0' DATEI 8-25-86 4 20.5' Stiff blue CLAY. ' little silt TN- 1 0t 1 Le^ �3,5, Loose, blue CLAY 25.0, lfttln silt RDTTOM OF EX---'TGN AT 25.0' O r 51 LT 1./4�{ � WATER 0C011N'[FIiED AT 7.5' DAIEt 8-25-86 Sn,wr.�-N�RQOrhC1LR0 TfLe e-T'E%T 'Ce.0 ) Au =Z N�,,v 1 w C,;., 2442- 51 t_T - N,•BORING 3 ry� -- BORlxG 4 0 .0' aROUN s i� 0.0' GROUND SURFACE ELV. • S'�A.1�7 fine SAND wn 1.0' LOAM 1J MCs s C-u%( %_V- A E r C g C 41 v+1pl L.Tnw 1l.3 2.0' tSOSand Silty fine to C. 4.0' medium brown SAND•��►'rf1 O'� titAti.O �Ac:.�•�� '3HAlO 12 �. lift:`„ silt. - l l`QIV :.ompaeted all, Imo- i SiN -ri little j ' little clay Medium blue 15.5' i CLAY little Gilt Layer of stiff (moist) CLAY �.1. 18.0' Compact, silty i SAND I little clay,- If 20.0'l� I � BOTTOM OF EXPLORATION AT 20.0'I WATER ENCOUNT9=AT 17.5' DATEt 99--1 B6 27.0' f 9• Igo," I �3 little.. silt - -�' ��••�.s �► � rT "' f it D.+t4 s .fit -- 37.0' 1 Medium blue CLAY 1 _ little silt r-Ati_IL� e.sI&f trace of gravel 40.0' i d BOTTOM OF EXPLORATION AT 40.0' WATER ENCOUNTERED AT 7.0' ® I DATRt 8-25-R6 1 Mcnrinp, LTr1a1 R) (i'NASE 14N)) y • 1101U1 6 2 v 0.01 Gt3Q01L DASUREA - p 51 LoAHND SURFACE _ Ned comp f-med br Loosn, hroWn Silty SAND trace Y slax.�dnnl \J e � kk -T�S"T silty SA11p 2.5' il 3.5' �Seil) _ Stiff-yellow CLA 1 Compact fine little silt. Aol_r. 1\4n 1 '.7eer brown silt SAND trace of rlrie sari 1 the fine to accs3lonal coarse 3 -TTat �C�Z.. 3 gravel boulder littl.n clay (rloist) Medium compact 1-0 al � fine to coarse -_''`--------- brown BAND k llttl fine to Icoarse gravel ! (wet) 12.5' -- ---- ----- -- `I\ W.1. Nndlum blue CLAY \ little silt O O � ,�'.•i ' \ (moist) 18.011 i H Siam blue CLA`.• i li. gilt t W1MTT4RtF�I000ytXTF,A DTAT11 20.0' 11.0 `\ BOLITG1S C _.. ._RATT n:WATER A WATER F.R. ,"h"feTED AT DATEt "-•Elti O PE2c.�EJT 2 Cavr= Czzv ©nxa o ra 1�►�u Y I ��AN,� ° M a S a c f, Lj z u N4 M L1 t1::;p 3 avc�ar' - 9Vil o-f/ J uvTev►e r i n g "17h-Te > 0 \IA4%M Ay'-r rsiz, -- o P.T=R - f �o SULLIVVI f� S -7 `�u � �_`SO e S -1 T z -;Pp L A 1,a � No. 29733 c G'4 f, C`'j}• At \ � 1�� � �►�t,S i TC�!`.t=�, '�.O�""T`� b l.a, �j �i"e�►.A����,el ,,, ''! CAPE COD VILLAGE CONDOMINIUMS --3ARNSTA3LE , MASSACHJSETTS WAST . WAT . R DISPOSAL FACILITIES REPAIRS DRAWING INDEX 1 . COVER SHEET 2. SITE PLAN 3. HOLDING TANKS / PLAN / SECTIONS & PROFILES 41 4. DOSING PUMP CHAMBER 5. MOUND & SAND FILTER PROFILES & DETAILS 6. MISCELLANEOUS DETAILS : �� . :- PROJECT LOCATION • �. *' �, 3rAt co 7. ELECTRICAL w 9 , �,. �i.cA � w raw .F 0 , LEGEND NSTABLE " w low flo — — — 100— — — EXISTING CONTOURS L-gh= a 100 PROPOSED CONTOURS ;`w •w.. ,� ..�' = ( ,, '�a,. SPOT ELEVATIONS ;' E ELECTRICAL SERVICE , . •;`, = '�! ,�� �, `� ' A f i a • V T TELEPHONE SERVICE '� r, �� if• -� '� OWNER WATER SERVICE CAPE COD VILLAGE CONDOMINIUM ASSOCIATION SOIL BORING GROUNDWATER MONITORING WELL % , • `. K- . BARNSTABLE , MASSACHUSETTS ;` ``f 7 ; + "�.` yF� •� � ' y `t�'( a C �" r .�' ,. , l� UTILITY POLE r1 ► PROPOSED GRAVITY PIPING — — — — — — — — — — — PROPOSED PRESSURE PIPING EXISTING PIPING LOCATION PLAN O EXISTING SEPTIC TANK COVER DESIGN ENGINEER : — - - �— PROPERTY LINE GRAPHIC SCALE LOMBARDO GROUP A DIVISION OF MASSACHUSETTS ELECTRIC TRANSFORMER p 1 /2 1 MILE 2 MILES DAMES & MOOREA PROFESSIONAL LIMITED PARTNERSHIP c ❑ MASSACHUSETTS ELECTRIC PULL BOX 46 CHURCH STREET, BOSTON, MA 02116 PROPOSED DRAINAGE SWALE DATE : AUGUST, 1989 1835 FOREST DRIVE, ANNAPOLIS, MD 21401 v TEL.NO. (617)-542-5557 OTCO PROPOSED TERMINAL CLEAN OUT • PCO PROPOSED PRESSURE CLEAN OUT Of P{O iG STEPHEN O GCO � ' `O�nBAR�o '= � PROPOSED GRAVITY CLEAN OUT A le EROSION CONTROL BARRIER a=5=tilk����"� SS ECB_ +�TP- 2 TEST PIT f IF PI PERCOLATION TEST ��4`7"77 w Gto ............... T, GRAVITY CLEANOUT (TYP. OF 3) 1-1/4"O'DISTRIBUT16N LATERALS (INSTALL'LEVEL) cl PROPOSED SEP11C TANK No. 3 1)4� 2, GCO ............. 0 ......... i/4*%C HOLES 0 6' D.C. DOWN EXISTING PUMP ,CHAMBER -T PON ID —1/4"0 RISER OAR PROPOSED 6" PVC 'GRAVITY 4' kiDUCER 4 > ".-vz CONNECT TO EXISTING BUILDING SEWER (TYP.) Ij >x� 4' X REDU R, A 4" X 4 TEE. X4 'PROPOSED 1 1/4 PVIC ,L TERALS j 10 w-1 2.5 '(TYP. OF 11) INV. ELO 4 SEE DESIGN TABLE-THIS SHEET -PROPOSED 4 PVC J 40 EADER'010E 0 DELIVERY PE E PIPE ' HEAD R VARIES'. STALL LEVEL ELEV. P 60 'INV. , EL.34.4' A- (INSTALL ,LEVEL) HEADER P DISTRIBUTIOW At' 7 LATER ' 4 PROPOSED 6 vc .......... -A�S) ' N, m 8 DELIVERY 'PIPE . DETAIL',(M ' F0R';ALL,' ARE 3 .... . .............. -------­------ 3 COO GRAMTY_COLLECTOR PIPE, ."NOT,TO SCALE , RELOCATE. EXISTING 2 some** PCO 4 ' PRESSURE ........... .... .. PROP' ED 47_ PVC PVCTORCE MAIN f DEARY, PIPE PROPOSED 4 PLUG VALVE 15 1 11/4 O'DISTR(BUTION LATERAL:, 4 4 �(IN TALL LEVEL) INV. EL.12.5 (TYP.) (Typ. OF, S 6 1 ­ I V 'FOR SAND FILTER see lose PROPOSED �,DOSING 1 12 --- 10 PUMP CHAMBER E 1-1/4' 'i*SER PIPE ROP, 4* DEUVERY PIP ow ILA ----------- EDGE 'OF INV. EL.-9.0 0 HEADER PIPE ro '(INSTALL LEVEL) EDGE OF DUNE -------- WETLANDS 0 co— .0 ....... ..... & ME HCADER .ElPt'" I ( ; 1,51 8 INV=9 .0 �.:­­ ---. U.V. CHAMBER DISTRIBU110 LAT C L DIAGRAM I its , &I DELIVERY ,PIPE! SCHEMA-11 NOT TO SCALE' % ISOLATED WETLAND PROPOSED 6 GRAVITY " 10 CONNECT TO EXIST. HOLDING TANK WETi.AND EXISTING mw*s0wwD* :14- INV PRIMARY 0 NOIES 0 .=11.5 HOLDING TANK 1., 'ELEVATIONS REFER'.TO"',AIRBITRARY DATUM D- RAILROA SPIKE 'IN SSUML GCI --UTILITY 'POLE.,#53 7.83 3/i6 �,(A E) PROPOSED 4" PVC TH 2. FINISHED GRADING TO ,8E DONE IN �ACCORDANCE N PRESSURE PIPE �j, E,.PLAN. SIT G T) T " PVC ALL :CONSTRUCTION .' O 'CONFORM TO jl' & E I L it 6 TH �;A PRESSURE PIPE , �MASSACHUSETTS STATE ENVIRONMENTAL C61)t TP F+l 2 one "Oft Pi A ME _E GR 'Alt _L) R 4. RELOCATE ALL AVITY SEWERS AS,�SHOWN :,0N'iJFf SITE ,�P AN. Tp��j + , %f I 'PROPOSED MINIMUM �s ' 'AL �A 116 (TYP LOPEFOk L G VITY SEWERS 'SHALL.'.W"2`% % I ­_., , : 1) v6 No.1 5. INVERTS 'OF, THE !NLETAND� OUTLET �PIPES TO THE,,NEW .-.1., INV.=11.5 SEPTIC TANKS,NLL 'BE, JEL,FItLD c 6. PIPE ELEVATIONS SHOWN 'OF­tHESE­'bRAWINGS,,REFtR '10".�`INVERT` -70 IS ItK UNLESS OT TED ro HERWISE ,NO' v -"BE'- Nr 1; 1,- 5 'O'NG�,SH , 7. ALL GRAVITY- PIPtUNE:tiflUWN N "THE,-E v A WIN ALL 'VC 8DR 35iVOTH RUbBER,,lGAtKET`�OINTS UNLL55 PROPOSED SEPTIC TANK :No. 2 P4 GRAVITY P evu P CONNECT TO EXIST. p OTHERWISE; NC TE 37,PVC SHOWN- ON THESE uv, 8. AH PRESSURE PIPELINE IALL t HOLDING TANK, . �'SOLVtNT.4t 70 UNLES EXTENT OF ' I . , 1;, t 1 L 'PVC,8CH '40',�R]EtSURE: PIPE Wffk rn C S OTHERWIS�. NOTED, I > -PRESENTED MOUND 9. SEDIMENT:AND EROSION .'CONTROL MEASURES �j INV.=15.0 ON THESE DRAWIlN0S,,,8HALL Bt-, PUT IN TO'PLAC' t, 'PRI OR 39 b 17 t I!P BEGININNING CONSTRUCTION.' U- 17 '10. UNLESS INDICATED ON THE 'DRAWINCS,, TbP 4 + 5 r+) ES SHALL BE SET IN THE FIELD TO ,CONFORM ',:el LAIZ��.1, M 'c ' STRUCTUR 18 j. Lip—C.-I 15 E.-------- UTILITIES AND OBSTRUC,TIONS-':SH'004, �'ARE:: .�: MOUND NG 0110 11. THE EXIST) 0 AND�`SHALL BE I > ---------- c TAKEN ,FROM',THE ,BtST,AVAILABLE REC RD$ % 17 "TO HIS 'O� rO RE' N X ------ 'Cb ST�UCTION. 'ER bOES , OT'WARRANT­00 INV'=12. VERIFIED �BY THE CONTRACTOR k0 ,.,SATISFAClIO�.,,Bt ­ 19 -T START OF .THE WN 0 11N V. 13.1 E­ GUARANTEE THE tORRECTNESS OR,JHE tOMPI LEl`ENEtt ,,OF, C�r 4 _PRECAU INV.=m`12.8 -------­----­- - ATION GIVEN. NECESSARY�� A7' 0- INFORM 11ONS TAkEN 'BY THE CONTRACTOR 0,L TING SERVICE T PROTECT,.EXtS CE DUE,,TO 'HIS: MAINS 'AND ANY 'DAMA' TO THEM' '\b �NEOLIGENCE ' 45' CTORS PEN -AT",THE. CONTP SHALL BE REPAIRED -IMMEDIATELY 12. ANY ALTERATIONS'70,LTHE 'i.PROPOSE M U S T",BE` "7 D YSTEM 45' -THE_LOMBARD( 20 APPROVED IN''.WRITING ,,BY 70 ) ,J'GROUP,OF 0AMES,.4 �4 OR­':.i INV.=1:5.9 EXIST. MASS ELEC. x I 13. �HEAVY MACHINERY';SHALL­`NOt TE VER BE", ERMIT D TRANSFORMER THE TREATMENT UNIT., EAS. CURTAIN DRAIN CN ONS' TRUCTED , VER 'l 4. NO 'PERMANENT TU R E'� Ay P ROPOSED 1 1/4* PVC LATERAL 71 Z STRUC : TREATM1 THt: ENT, UNIT AREAS. .INV. EL.=l 7.75' (TYP. OF- 8) 1 CIE TIC ANKS, SHOU D ,131 "_lK k 15. FOR P N CE. SEPT � T' L E' 1/4* ORIFICE A' AT ROPER PERFORMA INSERT $$A" it�k INSPECTED, OU ARTERLYAND WHEN THELL"", PTHI 0, SC A 14 TOTAL N 'AND J)EPl+ 0 TH S ;SHALL BE'P E 6' O.C. (TYP. OF 60) SCALE: If0=20' SOLIDS 'EXCEEDS 1/3,.:- K' E "LIQUID' HE _K THE TANK S'HlOULD`BE�,PUMPED.'lTAk UMP D T t AS PROPOSED ONCE EVERY .TWO YEAR �____VAJV oto� 'AND ALL, ESPONSIBLE;,� 0, N , 0 0 A 16.� 'THE CONTRACTOR',SH BE�2p VI Ny CURTAIN DRAIN r CL IqKl REPLACING .ANY EXISTING PAVEMENT,'," 0 lk '!DIST toNsTkun6N', : AL­ OR REMOVED DURING L URBE0 ,AR A5". To TER. _'Y THEI, 'ORIGINAL SHALL ',BE.RETUR M 'ITION It"T G_ ES, 17..,*IN\/ERT ELEVATIONS OF THE %b(l$TfN �'S'EkR PIP, VtRIF.JI5D`BY.,'THE -CONTRACTOR POLE N THE...�FIELD THE INVERT' T § ELEVATION OF THt,`PROPOSEb'.StP7IC 16 ��,'JANK"JNrLUEN, ANb­ PRQPO--- 4. OUTLET PIPE'S`AS WELL","A5.THE HOWING 'TANK INL T ELEV TO ZE APPROVED BY 104 PROPOSED :34 . OVC :PRESSUR E � AME 8' RDO':GkbOP ,O CONNECT:T'O EXISTING HOLDING TANK PROPOS ED 8" PVC PRESSURE ' -BEFC THE C THE:FIELD oE ON'TRACtOR PROCEED'S'WITH'11HE'li 100-YEAR FLOOD 'LINE FOLLOWS' I H UR " _j -S OWN 'F PROPOSED SEPTIC "TANK , No 1 SI ON T14E TE PLAN "PRIOR TO COMMENCING, EARTH MOVING 18" THE t,tLEW, 12.' '�C�ON TO OSION cb4fkoL:,8ARRI�R P TIONS:.WITH ,LOCATION -AD TO -PO 'PROPOSED GRAVITY CLEAN6UT (TYP. OF 6) R R. SPIKE IN LE #533/16 *�RA JUtTMENTS, T ELEV.'=27.�3 (ASSUMED DATUM) ASNECC HE ,END�',l S �FL,�­��HE SARY .�AND. 10 SE,�MAINTANED .AT' t `IJJSTUROED ','7,�].� WORKING DAY, IHE,�MWIMUM-AREA':PRACT16AL­J�HALL�,SE, TING , HOLDING TANK POSSIBLE. EXIS FOR, THE MINIM'UM� AMOUNT bP 1114E:- a PROPOSED": 8 PVC -PRESSURE PROPOSED 6 , :PVCPRESSUIRE SITERLAN 'SCALE: 1"-40' CONNECT TOEXISTING ,BUILDING SEWERS EA NOTES' StCTI 1. ,,SEE ,SHEET,5 6Fj7'fOlR CROSS ONS'L 4D 2.� -SEE �`SHEET' OF 1 FOR,"SOI'L, TEST"DATA ED 1, PVC 15 91 CONNECT TO EXISTING 'SUILDING SEWERS BY DATE NO, REVISION APP, LAN : SITE, P UP _LL ADO 4A,V. c�4A�'Af_ta R -yr- 11 A A.C./).G�C- 8/3OZ8c. LoMBARDO .IGRO r10 DRAWN 8Y DATE RE I 'l/4" PVC LATERAL A Dim si ON OF 4 J16k -S SCALE, A OA, t ORIFICE AT STEPHEN 1/4 INV. EL= 16-75 (TYP. OF 8) LOMORDO 13n A 'PROFESSIONAL LIMITED PARTNERSH-IP SHEET NO. S.'B. 613OZ-8c, 7 O.C. (TYP. OF 56) :, 3 o. 28130 'DAMES & MOGRE A CHECKED DATE � .:%.JkAFE e"'IC U M S '02116 46 HU :� LIMIT OF ROPOSED MOUND PROPOSED nw L JkCH STREET, tiOSTON, MA' 1 .11 1 CURTAIN DRAIN K,. W. BL30/8 ONDOMINI I V6REST I)MVE, 04NAPOLIS, i'MD �1401 APPROVED DATE A, FILE NO. A. ;SCALE: 1"=20' ? xtl 4, g, s Z" V, E XIST. 2" PVC PIPE N - -k Vr' T 13E RELOCATED _0" 2" 4 -PVC DFWN 3 2' 18'-7" Z w TO SAND FILTER 4, ------- ------------- ------ Ito: --- ---- - --- -- ----------------- r EXIST. 4" PIPE �V 2" BALL VALVE EXIST. 4 PVC TO BE RELOCATED I EXIST. 4" PIPE EXIST. 4" PIPE 3- CHECK VALVE (TYP. OF 2) IENTERING 'RISER, S.S. BRACKETS EXISTING STING A Td BE RELOCATED OF 3) S COVER I ACCESS COVER 0 EXIST. (TYP. ACCES 4" PVC DISCHARGE .-.,ACCESS COVER TO PRIMARY HOLDING .TANK t L A A C INLET 'PLANS)-. A :(SIZE: AS SH WN OF", A MERCURY SWITCH T MONITORING BRACKE N E T_ I V. ELEV.i�i 10 BE DETERMINED JNf' Wr:�.' TEE (SIZE so MERCU OY SWITCH 'AS SHOWN M6*ITORING BRACKET-�J ON PLANS) _z171 �� , 1 PVC '�-.EXIST 8' 0 PVC DISCHARGE c 2" 0 PVC PRESSURE PIPE PENETRA*n to N PIPE FROM HOLDING \\-,�-EXIST.' 4" PVC IPE TANK No. 2 1 TO BE RELOCATED EE 'DETAIL, SHEET'' EXIST. 8" PVC INV. ELEV.=8.0 GRAVITY PIPE EXIST. 3- PLUG VALVE (TYP. OF 2) _rt. I ACCESS COVER TO BE 'RELOCATED EXIST. ACCESS HATCH 2 -0 I t TO BE REMOVED 8 PIPE SUPPORT! EXIST. 4" PIPE S.-S.. S, S.S. 0 4" PLUG VALVE & BOX (TYP. OF 2) EXIST. NUTS ��4e, 8" 0 PVC GRAVITY PIPE OLTS ACCESS HATCH TO BE 04 16,000 CAL. TANK '-0" CLEAR 0 3'-dm 'O.C. 5'-0" X 5 INLET INV. ELEV.= 4- CHECK VALVE (TYP. OF 2) -------—-------- ---- ------ ---------i --- TO BE SET IN FIELD 900 ELBOW TCH TO BE EXIST. 8" PVC PIP .5'-0" X 5*-O"� CLEAR' OPENING CONCO'EtE EXIST. 4 � PIPE E EXIST. WALL PENETRATION TO BE RELOCATED 9.000 CAL. TANK (TYP.) SEE DETAIL SHEET 6 - PLAN 3" 0 PC PRESSURE PIPE INV. ELEV.=9.0 HOLDING TANK No.1 6" 0 PVC GRAVITY PIPE (INV. ELEV.= TO BE SET IN FIELD) AL GRAVITY �,Pump SCALE: 3/8"= V-0" PLAN- STATION INL T ERIMARY HOLDING TANK NOT TO SCALE 18'-7" CAST IRON VALVE SCALE: 3/8"= 1 , 0" 5'-0" 24 FINISHED GRADE ELEV.= 14± XIST. RISER EXTEND EXIST. RISERS TO LBE, REMOVED 32'-0" PAST IRON VALVE TO FINISHED GRADE 6" VALVE BOX BOX & COVER SHUT OFF ROD 3" PLUG VALVE (TYP. OF' 2) _o. -4 2' 3" 0 PVC PRESSURE PIPE TO EXIST. PRIMARY HOLDING TANK c 8" FINISHED GRADE ELEV.- 13± 2" 17'-3" 3. 1 HAT 4' BiLCO HAT INV. ELEV.=9.0 ACCESS HATCH ROD WITH HANDLE GUIDE RAIL ASSEMBLY 4" P VC TO EXIST. 6" VALVE BOX W/ SHUT OFF ROD 3" CHECK 3" 0 DISCHARGE PIPE 04 4" PLUG VALVE MERCURY FLOAT SWITCHES 00 CN INV. ELEV.-8.0 00 LADDER St. EXI oINV. ELEV.=7.0 HW 16,000 CAL. TANK Hw LAO LAC; �brF SUMP, S S BRACKETS (TYP OF 3) SUBMERSIBLE PUMP WALL PENETRATION (TYP.) SEE DETAIL SHEET 6 LEAD (INSTALL PER MFG. SPEC.) LEAD OFF 4" 0 DISCHARGE 2 5" PUMP 0 SUBMERSIBLE PUMP PIPE L 6 1 10'FLR. ELEV.=4.5± ./2 30C FLR, ELEV.=.3.5± (INSTALL PER MFG. SPEC.) t IN IN 2" THREADED CAP W/ 1/4"0 HOLE U.V. DISINFECTION 'DRILLED IN CENTER—2" BALL VALVE ' s ECTION A-A SECTION A- B c HOLDING IMARY JANK . HAMBER ' HOLDING TANK No -0. SCA SCALE 3/8'= 1 SCALE: 3/8" l'-O" 3/8"17 8" INLET 8" PVC GRAVITY PIPE 3" PVC PRESSURE PIPE FROM BUILDINGS INV. ELEV.=12,5' '15", PVC GRAVITY PIPE INV. ELEV. TO BE SET IN FIELD INV. ELEV,-9.0' 4" PVC :INV� ELEV. TO BE PIPE INV. ELEV.-9.5 INV. ELEV.v-7.5 -0 8" PVC GRAVITY PIPE INV.,ELEV.-9.0' 4" PVC PRESSURE PIPE '114Y. ELEV,-8.0' SET,,IN FIELD 4* PVC PRESSURE PIPE INV. ELEW TO 13E TO SAND FILTER INV. ELEV.-8.0 SET IN FIELD rO INV. ELEV.-8.0 f LADDER I CONTROL lop -1 sump, PANEL� 4' x4 n BILCO' HATCH U.V. DISINFECTION SYSTEM n woo PRIMAR S PROPOSED MARY DOSING EXISTING EXISTING PRI AND ElLtER SEPTIC TANK NO. 1 HOLDING TANK No. 1 HOLDING TANK HOLDINGIANK PUMP CHAMBER' SYSTEWPROFILE PRIMARY HQUING TANK HOLDING T6NK No.1 NOT TO SCALE :u V. t NOTE: SCALE: ITEMS IN BOLD PRINT ARE PROPOSED BY APP. DATE NO. REVISION HOLDING TANKS., PLAN, :SECTIONS -PROPILE DD�U.V CHAMBER DETAIL 9 ROUP J.G"C" /80 OMBARDO DRAWN BY -DATE A D VI ION OF AS SHOWN':. -NERSHIP 9 PARI SHEET N O..�3 OF ' 0 -M 'CHECKED DATE , I I t --10 D' ' C N D M IV, DAMES S.B 9/8 & ,MOOREA PROFESSt-ONAL LIMITED APE 0 0 INIU S T,'.BOSTON,, MA 16 9L69 1835, 'FOREST DRIVE, 'ANNAPOLIS, MD 21401 APPROVED I)ATE NO. P Al I 1 *1 /F/1'NI Sl FINISHED GR) . cmm DRILL 41_4 HOLES I N M.,14.0, CAP FOR.VENTILATI4N OP OF SAND ALE 12.,2 4 0 PVC H E�D ER 'PIPE INSTALL LEVEL, IV EtEV 9.50 T s t _..MIN. \ • .< ♦ • R� 60 VC DRAIN PIPE P PE .; 11.C# . ' . ' • " 'FILTER SAND • SEE T YP. N N U DERDRAf DETAIL THIS S H EET 1 1 4 PVC LATERAL, ' L E INSTALL AtL LEVEL INV. V — �LE 11,5 1 1 T P. dE Y t 1 .. rl +...:. J 2 J i EXTEND LINER & . • ' .. r / r/ 2— D i i NCHOR IN BERM ND MINAROUND . i U i J YVI-ltN 1YVU J ki II NJ Vr r1LatM C,LU1rI AUJVIN r1LltM kiLU11-1: rlLltN A M1RAri IVVR r " PVC WELL SCREEN !N L+r A LvABjbb PEACH OTHER THEY SHALL BE OVERLAPPED STABI INKA T140N OR o o SAAA NG BY 6NAND FOLDED APPROVED EQUAL o 0 • 4. .MAINTENANCE SHALL BE PREFORMED AS NEEDED PREFABRICATED UNIT. GEOFAB ENVIROFENCE AND MATERIAL REMOVED WHEN BULGES DEVELOP OR APPROVED EQUAL ;. IN THE SILTFENCE, I kerrlhCnr►rIC' c5rr,n-r rnM nrri'ccl a ►*Iv rc- n I rna r,lnr^c PIPE SIZE B C D E, F' G' ,+ r. ton'fi •. �. �, , a