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8 WYMAN AVE (6) 8 WYMAAI AVEO. Pendaff'e3r /3 L=sselte AM 42101/3 10% P2 S wyA A✓ All?, i IIi F CITY OF SALEM9 MASSACHUSETTS l w11wAb� 5} BOARD OF HEALTH l e 120 WASHINGTON STREET, 4TH FLOOR SALEM,MA 01970 ..J TEL. 978-741-1800 FAx 978.745-0343 i STANLEY J. USOVICZ, JR. JOANNE SCOTT, MPH, RS, CHO 1 MAYOR HEALTH AGENT 1 Name: C A, / eI/�'z L�' ,v Phone#: Address:A01J n1�AJ/L,iAT L[nirli 41,4 ellgav i - i Examination for License for Septic Work in Salem 1. As you begin the job,you notice that something noted on the plan is not correct, or you have a question. You would: (pick two) a. Contact the engineer and health agent immediately. b. You put in the calls to the engineer and health agent,but cannot reach them, so you begin the job and wait for them to call you back. c. You stop the work until you can speak with the engineer and health agent. d. You call the DEP for an answer. 2. The slope of the distribution lines in beds and fields must be: (feet per foot) � a. .005 C I/V b. .050 c. .0005 d. .50 3. Septic tanks may not be constructed of the following materials: —a. Poured-in-place concrete. b. Precast reinforced concrete —c. Fiberglass. -ted. Metal --e. Polyethylene £ Other materials as approved in writing by the DEP. 4. In a septic tank the inlet pipe elevation shall be no less than 2 inches or more than QC�i�nc3 inches a the invert elevation of the outlet pipe. a. true b. false 5. When a sewer system available,any person owning a tight tank shall connect to the sewer within 30 days and the tight tank shall be properly abandoned. a. true — b. false �s 4 4& O. e {I 1 6. A system is not considered failing if the static liquid level of the distribution box is above the level of the outlet invert. j a. true r— b. false 7. The top of all system components shall be installed no less than 48 inches below finished grade. a true --� b. false 8. The minimum distance required between a leaching facility and a private well is: a 25 ft i b. 50 ft c. 75 ft d. 100 ft 9. A minimum of how much crushed stone is required beneath a septic tank? a 2 inches b. 4 inches c. 6 inches d. 8 inches 10. When garbage grinders are installed the leaching area ust be increased by: a. 10% b. 15% c. 25% 11. Alarms provided in pump systems can be connected to the same circuit used for PumP(s). a. true b. false 12. Excess amount of fines on washed stone or replacement sand may contribute to the premature failure of a septic system. .– a. trae b. false 13. Outlet pipes from the D-box are not required to be level the first two feet. a true —b. false 14. When a system has been pumped the local Board of Health is required to receive a copy of the pumping record. a. true b. false 15. If a septic system or cesspool requires pumping more than 4 times a year the system is considered failing. -- a. true b. false i 16. Regarding setback distances,pick the one incorrect distance. a. from property line to septic tank is 10 feet b. from bordering vegetative wetland to soil absorption system is 50 feet c. from cellar wall to septic tank is 50 feet d. from a surface water supply(reservoir)to the septic tank or SAS is 400 feet. 17. The building sewer shall be sufficient to serve the connected fixtures. In no case shall the building sewer be less than four inches in diameter. a. true — b. false } 18. Beds and fields can have how many distribution lines? a. minimum number of distribution lines is two a b. one a j 19. (6 pts.) A plan provides a benchmark of 89.92 and you get a rod reading on the benchmark of 1.2 feet above the benchmark. Using the height of the level,what n A would your rod reading have to be if the plan shows the bed bottom elevation to 4 be at 84.20? Ii 1 20. (4 pts.) When constructing in fill,the toe of the slope shall be a minimum of S feet from any adjacent property line,or Swale or other drainage system directing run- off away from the adjacent property shall be installed. Adjustments to the above side slopes may be allowed if a suitable !i/alts igygA p is installed to mitigate potential sewage breakout. . . SOIL , L TEST PIT DATA (8/8/12) I l TP-1 (EI. 93.1±) GRAPHIC SCALE 20 o to 20 40 80 Depth Soil Texture Soil Mottles I Coarse Fragments I Soil I Soil I Other (in) Horizon (USDA) Matrix % by Volume Structure Consistence I r ' 1-0 Oi --- I --- I ---- --- ( IN FEET ) 0-10 Ap SL 10YR 2/2 I --- 1 2% Gr. /2% Cobble I Granular I Loose 1 I I inch = 20 ft. 10-24 I Bw SL I 7.5YR 5/61 --- I 2% Gr. /2% Cobble I Massive I Friable (Roots to 24" J 24-32 I BC FSL I 10YR 6/6 I @32" I 27. Gr. /2% Cobble I Massive I Friable 32-48 1 C1 LFS I 10YR 7/1 I I 10% Gr. /5% Cobble I Massive I Friable 1 j 48-66 I C2 I LS I 2.5Y 5/4 I I 15% Gr. /5% Cobble I Single Grain I Firm-in-Place - - - - _ _ I R - Refusal ® 66" - Perc. Rate (Perc1) = 12 mpi - No water; No Seepage 0 ' - ESHWT ® 32 Elev. 90.43 - Large Boulders in pit. > \ TP-2 (El. 92.5±) i Depth Soil Texture Soil Mottles Coarse Fragments Soil Soil Other / > (in) Horizon (USDA) Matrix % by Volume Structure Consistence t U 2-0 of --- --- ---- --- --- I --10Y�' --- 2% G 0-6 Ap SL 10YR 2/2 r. /2% Cobble Granular I Loose 6-16 Bw SL 7.5YR 5/6 --- 2% Gr. /2% Cobble Massive I Friable N/F �� - / / / 0- 16-64 C1 LFS 10YR 7/1 @25" 15% Gr. /10% Cobble Massive I Friable Roots to 18" Pertucci Realty Trust _� -100-- �' / A/F / � I - Refusal @ 64 - Perc. Rate (Perc1) = 2 mpi - No water; No Seepage ; I 4 Wyman Road I ana Dllisio - ESHWT @ 25" Elev. 90.41 - Large Boulders in pit. Parcel ID: 02-00'T5 (UndevX4 Wyman street Notes: / I QI ry elpped) �- Parcel ID:,02-0027 / / - _99_ 1) Soil test pits performed by Michael Paige of Griffin Engineering (License #13167) and witnessed by Larry Ramdin, City / / _ (Undeveloped) of Salem Board of Health Agent. of Sele t Sand J - -5' from all sides of the system. � _. _-/ // L� DESIGN CRITERIA 190 ± to 5 Wyman - North Wall - ` --- C �-� 1. Estimated Hydraulic Loading: Single Family Residence PLAN NOTES & REFERENCES: I 1 / Drive Private Well �i ZN64 rop. Boulder 92� Number of Bedrooms = 3 g Y 1) RECORD DEED: ESRD LAND COURT DOC#537666 Q Pro 3-Bedroom Soil9� 4" VENT P' et. Wall Q I Absorption System 594 s.f \ � Sewage Flow = 110 gpd/bedroom I.� _ _ � �9 Design Flow for 3 Bedrooms = 330 gpd 2) ESRD LAND COURT CERTIFICATION PLAN# 71598 'g6 `� (SHEET 4) PAGE 6.� _ _ _ _ _ _ 7'20;W�5.QQ' _ - _ \ 2. Septic Tank = l Minimum Liquid Capacity = 200% of Design Flow I I 'g5 ._.� TOW 98.5 1 TOW 98.0, - - I -" y \\94 q P Y = 660 al. 9 3) ESRD PLAN BK. 333, PLAN 1. _ I I 96C I / �--'� \ \ \ Minimum Septic Tank Required =g 1,500 gal. 4 ZONING DISTRICT IS R-1. I 92'± to 5 Wym©rS _ 10 _ _ - _ 4" Sch 40 PVC / 96 _ 9$� Size of Septic Tank Provided = 1,500 gal. ) / Drive Septic System - > 11.0' 001 ft/ft Min) \ 1_ - _ _ _ _ f /� 9� \ \ 3. Soils 5) CITY OF SALEM PARCEL ID. 0:2-0026. ; I l / / Rt _ _ _ _ Size of SAS Design Perc. Rate = 12 min/in (Perc-1) 7 EXISTING TOPOGRAPHIC SURVEY PERFORMED BY J / -� - - - > 4 Sch 40 PVC / 9 \ Class II Soils ) I s=0.01 ft/ft Min �� 9g �_� 6\ ~ GRIFFIN ENGINEERING GROUP, LLC ON FEBRUARY 21, P1 �� Effluent Loading Rate = 0.56 gpd/sf 2013. Min. of 1 Gover _ - \ �.� Min. Area for 3 Bedrooms per Title 5 = I > � '� ✓✓✓ / 1 9� 330 gpd/0.56 gpd/sf = 590 sf 8 ELEVATIONS ARE BASED ON AIN ASSUMED DATUM. 4" VENT PIPE ) MANIFOLD I I I_ TP-1 I io Bit. 4. Separation to ai I --12.5' 1 P2 � P• / o � P 9) FOR FURTHER INFORMATIN REGARDING THE / I ?'LI / 0/ Con.c fl _ \ \ Perc. Rate = 2 min in Perc-2 3Y'±) i I _ _ oo Driv�ay �� Min. Separation Provided 5 ft) PROPOSED DWELLING, PLEASE REFER TO / -92- - F_ _ R3 - £ tPerc1 / 1,500 Gg� \ P ARCHITECTURAL DRAWINGS BY HH DESIGN GROUP. / r West Wall - 4� I > _ - - -Box Septic Tank 5. Soil Absorption System Prop. Concrete I I �/ I / H- \ Effective Leaching Area Required = 590 s.f. Ret. Wall 1 P3 ! i 0 0 / ( 2 _ _ \ Effective Leaching Area Provided = 'No. Date 1 Description TOW 98.51 I �� /- 2'W x 2'D x (39+39+21)'L = 6x99 = 594 s.f. /' -12.8' , / 20.8' Revisions ' 40 Mil. PVC � - � - - - - - -f- - - � � � / � ' Waterproof Membrane _ 20.9' �' / 11.9' \ Top of Barrier-98.15 b - \-� Perc2 101 Chm w \ Q aF 03 \ ✓/� s . 111'///llll�llll/lA// l/ / / / �ll/// /l/ lI /l//l///������ �a 1 I / o ROE3ERT y� �' I �., / Z / / N 4" Sch 40 PVC / ��a) H. o / / (s=0.02 fkTvifi} �w o r� / GRIFFINCIVIL Co - / / (� / / / \ `\ / y 36686 �Q i / / / }N //II 16 W .T �. � ' YMAN ST. S CO z I I / �aP 0.286 acres / I / Garage �p� �� l / a) / / -/ Prop. Bou der I © / /EI. 100.0 \ ( /y /3 Z / } Prop. ` / P Retl Wall I I � / \ 1 /� / / TOW 95.51 (fSimilar - / 3-Bedroom to o>rth Wall) I / Dwelling / I L ' L' ' G ' L'' ' N ' D :• FF EI. 103.0Lwo I 125.00' _..,._. .. .... . . ,.._.., < -N61 5 .0 0" ^J/ PropertyLine J \ - ��� / I -98- - Contour ` `En ineenn �-2 Test Pit 1 Group, LLC g \ I I \ Perc2 ® Perc. Test :P.O Box 7061 / l \ tx I =100 Cummings Center, Suite 224G Prop. Building \ ;Beverly, MA 01915 I s-s - Prop. Sewer - - Prop. Contour Tel: 978-927-5111 1 \ \ Pro Wel J Fax: 978-927-5103 ' - 94_ ` , \ �_98 9g P Breakout Point Line 3 _ �� - Title V Sand Limit \_ \ ,:;� `1 !� � \ �N64'5T20"W � . / Prop. Waterproof Membrane � BILL ELLIOTT \ \ ~ FN D) \ - - \ moo' \ - - _ � 'I.R.� i I Prop. Ret. Wall 16 WYM AN STREET \ \ (FND Prop. Well SALEM MA 100' Well \ \ \ / - 100' Well Buffer ' \ \ \ \ Buffer SEPTIC SYSTEM \ WYMA�N ROAD -j SITE PLAN 4-0'-Wi d e - P u c Wa Y) L \ Sch; 1'=10' F LIST OF DRAWINGS C-1 Septic System Site Plan Job No. v; C-2 Septic System Notes & Details D.H. Foie Name �- - - - - - - _ _ _ _ _ _ _ _ _ _ _ _ _ C-3 Septic System Cross-Sections ' & Details D91Q; 2/19/13 GENERAL NOTES i 1) THE PLANS SHOW ONLY THOSE SITE FEATURES THAT WERE VISUALLY APPARENT ON THE DATE OF THE TOPOGRAPHY SURVEY AND THE ABSENCE OF SUBSURFACE STRUCTURES, UTILITIES, ETC. IS NOT INTENDED OR IMPLIED. TOW EL. 98.5± _ 4" 90' Bends 2 THE LOCATIONS AND ELEVATIONS OF ALL EXISTING UTILITIES SHALL BE CONSIDERED APPROXIMATE AND MUST BE �� I FIN. GR. VERIFIED BY THE CONTRACTOR PRIOR TO ANY CONSTRUCTION. ANY DISCREPANCIES IN THE LOCATION OF ANY UTILITIES - "tee Install Plastic q SHOWN OR ENCOUNTERED DURING CONSTRUCTION SHALL BE REPORTED TO THE ENGINEER. } Drain Guar Underneath NOTES: 3) THE CONTRACTOR SHALL CALL DIG-SAFE 72 HOURS PRIOR TO CONSTRUCTION TO INFORM UTILITY COMPANIES OF ANY X 1 1 1) Thoroughly Compact EXCAVATION ADJACENT TO EXISTING UTILITIES. - - FI TOPSOIL IC f f Silty Gravel Around Riser FILTER FABRIC or Place Concrete Collar 4) THE CONTRACTOR SHALL NOTIFY THE OWNER, UTILITY COMPANIES, POLICE, FIRE, AND DPW PRIOR TO ANY BLASTING. n 4 4 BELOW. Level 7» i 2) All exposed pipe to 5) WHENEVER EXISTING STRUCTURES ARE ENCOUNTERED, THE CONTRACTOR SHALL REPAIR ANY DAMAGED STRUCTURES OR n' IO.0 1'-5 be Sch 40 PVC or Galy. ' REPLACE ANY REMOVED STRUCTURES, AND MAKE ANY IMPROVEMENTS ABOVE OR BELOW GRADE TO A CONDITION BETTER CHINK VOIDS I Sch 40 Steel THAN OR EQUAL TO EXISTING CONDITIONS. IN WALL GRANULAR FILL --P2 •_ + 6) THE CONTRACTOR SHALL BE RESPONSIBLE FOR DISPOSAL OF ALL WASTE MATERIAL AT AN APPROVED SITE. BURIAL OF j WASTE MATERIAL ON-SITE IS NOT PERMITTED. FINISH GRADE 40 MIL MIN. THICKNESS I + III-1I I_I I I PVC, CSPE, OR HDPE Slope to Divert 7) THE CONTRACTOR SHALL PROTECT ADJACENT PROPERTIES FROM ON CONSTRUCTION ACTIVITIES AND REMOVE ANY WATERPROOF iv ' Water Around SEDIMENT OR DEBRIS DEPOSITED THEREON IMMEDIATELY. —III MEMBRANE j � � Vent - -� Finish Grade 8) DRAINAGE GENERATED AS A RESULT OF DEWATERING SHALL BE DISCHARGED TO EXISTING DRAINAGE COURSES WITH -It MIN. OF 12" As Shown PROPER FILTRATION AND EROSION CONTROL MEASURES. DISCHARGE ONTO PAVEMENT OR PRIVATE PROPERTY SHALL NOT N THICKNESS OF PLAN VIEW BE ALLOWED. + r 1 �3/4" TO 1/2" �3„ �� CRUSHED STONE 1 °'OooL o-Oo�U ovo_o% 3-Ooo� L .-• ;I 9) IF ANY PART OF THIS DESIGN IS TO BE ALTERED IN ANY WAY, THE ENGINEER AS WELL AS THE APPROVING N ooO:Cj oo0:po-o Oo ��,0.o0C } (1) 4' DIA INLET =. �(6) 4" DIA OUTLET Tee (4x4x4) _ AUTHORITIES SHALL BE NOTIFIED IN WRITING BEFORE CONSTRUCTION. o0 0.0- °Oo.o op o o • p o.o , 1 8„ PLASTIC PIPE SEAL Sch 40 PVC 0".0, O o:o-0--o".a,6 O i.n Cho 10) THE SYSTEM IS DESIGNED ONLY TO ACCOMMODATE SANITARY SEWAGE ASSOCIATED WITH NORMAL DOMESTIC USAGE. f» THE SYSTEM IS NOT DESIGNED TO ACCOMODATE A GARBAGE GRINDER. =12 12 1 1+ 8„ Slope to _ Trench _ 11 THE ISSUANCE OF A PERMIT TO CONSTRUCT, OR A CERTIFICATE OF COMPLIANCE, SHALL NOT BE CONSTRUED AS A 2"J E _ ) 6 THICKNESS- � GUARANTEE THAT THE DISPOSAL SYSTEM WILL FUNCTION SATISFACTORILY. NORTH WALL — BOULDER RETAINING WALL 3/4" CRUSHED J L2 �1 f Invert Elevation 12) ONLY THOSE PLANS APPROVED BY THE LOCAL BOARD OF HEALTH AND/OR HEALTH AGENT ARE TO BE USED FOR STONE BEDDING SECTION VIEW MAKE PERFECTLY LEVEL as Required to ' CONSTRUCTION. N.T.S. PRIOR TO SETTING BOX. Satisfy Piping Configuration 13) i THIS PLAN IS DESIGNED IN CONFORMANCE WITH THE 310 CMR 15.00 (TILTE 5) AND THE LOCAL BOARD OF HEALTH )NOT MEMBRANE EXTENDS TO A MIN. DEPTH OF AT LEAST 1 FOOT 6—OUTLET DISTRIBUTION BOX (H-20) cap w/ Drain SUPPLEMENTAL REGULATIONS TO 310 CMR 15.00. BELOW THE B-HORIZON. _ Hole 14) THERE ARE NO DRINKING WELLS WITHIN 100' OF THE PROPOSED SOIL ABSORPTION SYSTEM. 2) TOP ELEVATION OF IMPERVIOUS MEMBRANE IS AT LEAST AS HIGH AS THE N.T.S. TOP OF THE 2" LAYER OF CRUSHED STONE COVERING THE PIPES. NOTE: 3) MAJORITY OF FIELD STONES TO BE >15 LBS. ALL STONES TO BE 6" MIN. 1. SHEA CONCRETE B-6DBH OR EQUAL (H-20 REQUIRED) DIMENSION. CHINK VOIDS IN WALL. 2. SET DBOX PERFECTLY LEVEL ON 6" LAYER OF FINE STONE, COMPACT TO CONSTRUCTION NOTES4) PLACE STONES SO THAT VERTICAL JOINTS ARE STAGGERED 3" MIN. 100% MOD. PROCTOR. FIRST TWO FEET OF PIPE (EACH LINE) FROM DBOX VENT DETAIL 1) ALL WORK IS TO COMPLY WITH THE MASSACHUSETTS DEPARTMENT OF ENVIRONMENTAL PROTECTION'S STATE SANITARY 5) SEAL TOP OF WALL W/ CONTINUOUS MORTAR CAP CODE, TITLE 5, AND ANY LOCAL BOARD OF HEALTH SUPPLEMENTARY REGULATIONS. . 3. CONCRETE: 4,000 PSI MIN. AFTER 28 DAYS. NTS - 2) THE CONTRACTOR SHALL BE A LICENSED DISPOSAL WORKS INSTALLER" WITH THE LOCAL BOARD OF HEALTH. 4. DESIGN CONFORMS WITH 310 CMR 15.000, DEP TITLE 5 REGS, FOR DISTRIBUTION BOXES. 3) THE CONTRACTOR SHALL SCHEDULE ALL INSPECTIONS AT LEAST TWO DAYS IN ADVANCE WITH THE LOCAL BOARD OF HEALTH AND ENGINEER. I 4) THE CONTRACTOR SHALL BE RESPONSIBLE FOR HORIZONTAL AND VERTICAL CONTROL OF ALL SYSTEM COMPONENTS. r RAILING DESIGN S) SAFETY MEASURES, DAY-TO-DAY CONTROL OF WORK AND CONSTRUCTION METHODS SHALL BE THE SOLE RESPONSIBILITY BUILD BY OTHERS OF THE CONTRACTOR. 6) ALL SEPTIC SYSTEM COMPONENTS SHALL BE CAPABLE OF SUSTAINING H-20 LOADINGS UNLESS NOTED OTHERWISE. TOW EL. 98.5± Loam & Seed All 7) PLACE 4" LOAM AND GRASS LAWN SEED MIXTURE (200 LB/ACRE), STARTER FERTILIZER 19-19-19 ® 400 LB/ACRE, DRY 12„ FINISH GRADE Disturbed Areas Finish Grade er Plan MAGNESIUM LIME AT 2,000 LB/'ACRE, AND HEAVY BLANKET OF STRAW MULCH (2,000 LB/ACRE MINIMUM) OVER ALL — Topsoil p 2% slope (min.) INC. Date Description DISTURBED AREAS. 3/4" CHAMFER/ y ' (MIN) I I I Revisions 8) IN CASES WHERE LEDGE OR BOULDERS ARE PRESENT, THE ENGINEER WILL NOT BE RESPONSIBLE FOR ASSURING THE ""` ""-- AMOUNT OF ROCK TO BE ENCOUNTERED. 9" of �— #4 ® 18" Gran lar Fill 9) ALL TOPSOIL AND DELETERIOUS MATERIAL, IF ANY, MUST BE EXCAVATED AND REMOVED BELOW THE SOIL ABSORPTION 2' Min. of Double SYSTEM AND TO A DISTANCE OF FIVE (5) FEET FROM ALL SIDES OF THE SYSTEM. (DO NOT REMOVE SUBSOIL) x - - Washed 1/8" to 5 ® 12" GRANULAR ir=h7- 1/2" Stone "1 _11I= II=III # _ _ _ ILII— I I I I —I f— I —I =1 f1 I �-. I - a 10) THE BOTTOM OF THE SOIL ABSORPTION SYSTEM SHALL BE EXCAVATED AS SHOWN OR INDICATED. IF THE REMOVAL OF FILL - I Reserve Trench 1 Reserve Trench STONES OR BOULDERS IS REQUIRED, CREATING LOCALIZED DEPRESSIONS, FILLING TO GRADE WITH SELECT SAND IS IT=11H11=11 I -III=1 T s" r ACCEPTABLE. THE INTERFACE BETWEEN THE CRUSHED STONE OR SELECT SAND WITH NATIVE SOILS SHALL BE SCARIFIED BY Ti�TI�II=III- I 4' Dia. Sch. ao T[-jT�ll�l - " o./ y� X 2.5" CL. �II�II�II I I 1 �I� I I I ��\ R©„eRr N HAND AND KEPT LOOSE. Perf. Pipe I - y Q 24' in. of I I�I I ISI Slope=0.005 ft/ft L II I I "��P, GRIFFIN 40 MIL MIN. THICKNESS Double Washed 1 �Iai I I I I1�11�111�1� l I I „ CIVIL y I� I PVC, CSPE, OR HDPE 3/4' -t-1/z” stone ;, a3sses e 11) CRUSHED STONE USED IN THE SAS SHALL BE CLEAN, DOUBLE-WASHED AND FREE OF IRONS, FINES, DUST, AND ORGANIC n IIS �II I �IH1 =IIHI�I ILII v;. i MATTER, 6WATERPROOF MEMBRANE I I L�111=11H1HIIJ1 I I #F c GLUED TO WALL I I�I I I I� I I -I 11=1 11=1 11-111 I I-1 I I 31, 12) THE SOIL PLACED AS BACKFILL OVER THE SOIL ABSORPTION SYSTEM SHALL BE PLACED IN LIFTS AND SUFFICIENTLY • TOP OF MEMBRANE EL. =98.15' 0 I � ��� 24LL _ _ — i1=1=11H1=111 L COMPACTED TO PREVENT DEPRESSIONS DUE TO SETTLING WHICH MAY INTERCEPT OR COLLECT SURFACE WATER RUNOFF I Bottom Elev. ABOVE THE SYSTEM. Constat Entire e 24" S' Between TrenchesT ( yp.) Length of Trench , 13) FINISH GRADE OVER THE SOIL ABSORPTION SYSTEM SHALL HAVE A MINIMUM SLOPE OF 0.02 FEET PER FOOT. 'I } z FINISH GRADE - Typical Leaching Trench Detail " " " ' "" ""°` "'- _ _ x 14) HEAVY MACHINERY SHALL NOT BE PERMITTED TO PASS OVER THE SOIL ABSORPTION SYSTEM. STOCKPILING OF III=III—III—' • - :I 1 MATERIALS OR EQUIPMENT WITHIN THIS AREA IS PROHIBITED. —I i I DOWEL BAR NTS � ! - 1__ #7 ® 12' W/ HOOK i 15 NO PERMANENT STRUCTURE SHALL BE CONSTRUCTED OVER THE SOIL ABSORPTION SYSTEM AREA. }I MIN. 2 _2' : •. _ ' Engineering i SHALL NOT BE INSTALLED MORE THAN 36 INCHES BELOW FINISHED GRADE, UNLESS SHOWN OTHERWISE. #4 ® 18 _ _ n- x � _ 16) THE TOP OF ALL SYSTEM COMPONENTS INCLUDING THE SEPTIC TANK, DOSING CHAMBER, AND SOIL ABSORPTION SYSTEM w LAP SPLICE a LAPIN. SPLICE „ �-uGroup, LLC _, ",,,,,,.,,•w,,, #7 ® 12" KEY REINF. 3" P.0 Box 7061 CD 1! 17) TIGHT-JOINT PIPING TO CONSIST OF POLYVINYL CHLORIDE (PVC) SCHEDULE 40, UNLESS OTHERWISE NOTED. f ` #7 ® 12 + 100 Cummings Center, Suite 224G 1 M 18) ALL TANKS SHALL BE WATERTIGHT. ° s v < d ;Beverly, MA 01915 C-4 1 • a .44 Te1: 978-927-5111 o 19) ALL PRECAST CONCRETE ITEMS SHALL BE SET LEVEL AND TRUE TO GRADE ON A LEVEL, STABLE BASE THAT HAS BEEN °° a A° • V Fax.- 978-927-5103 MECHANICALLY COMPACTED WITH 6" CRUSHED STONE BEDDING. 20) FOR PROPER PERFORMANCE, THE SEPTIC TANK SHOULD BE INSPECTED ANNUALLY AND PUMPED WHEN THE TOTAL DEPTH #4 18" m � OF SCUM AND SOLIDS EXCEEDS 1/3 THE LIQUID DEPTH OF 111E TANK. i BILL ELLIOTT 16 WYMAN STREET a.s 21) THE SEPTIC TANK INLET TEES SHALL EXTEND A MINIMUM OF SIX (6) INCHES ABOVE THE FLOW LINE OF THE TANK AND y 6" I i BE LOCATED DIRECTLY UNDER THE CLEANOUT MANHOLE. THE TEES SHALL BE WITHIN 12 INCHES OF THE TANK WALLS. THE 1'-6" = C' SALEM , MA 1 11 TEES SHALL EXTEND 10" BELOW THE MINIMUM WATER LEVEL. THE TOPS OF THE TEES SHALL BE LEFT OPEN TO PROVIDE I N VENTILATION OR SEPARATE VENTILATION SHALL BE PROVIDED. CROSS-SECTIONAL FLOW BAFFLES SHALL NOT BE USED AS A - i SUBSTITUTE FOR TEES. 1 22) REFER TO 310 CMR 15.255, CONSTRUCTION IN FILL IF NECESSARY. WEST WALL - CONCRETE RETAINING WALL 3 23) GRANULAR FILL SHALL BE NON-PLASTIC, WITH LESS THAN 10% PASSING #200 SIEVE. SEPTIC SYSTEM N.T.S. I 24) UNLESS OTHERWISE NOTED, COMPACT ALL LAYERS TO 95% MODIFIED PROCTOR. CONCRETE: NOTES &1) All concrete shall conform to the Building Code Requirements for Reinforced Concrete (ACI DETAILS 25) TOPSOIL SHALL BE SCREENED, FRIABLE, WITHOUT ROOTS OR DEBRIS, AND WITH 4% MINIMUM ORGANIC CONTENT. 318), the Structural Specifications for Structural Concrete in Buildings (ACI 301) and local building codes. All Concrete work shall be specified as recommended by ACI Field Reference ; 26) SELECT SAND (USED IN THE SAS) SHALL CONFORM TO TITLE REQUIREMENTS. Manual SP-15. Special Cold Weather (ACI 306) or Hot Weather (ACI 305) concreting practices ' shall be utilized whenever appropriate. ' 27) ALL BURRIED SYSTEM COMPONENTS SHALL BE MARKED WITH MAGNETIC MARKING TAPE. 2) All concrete shall be stone (3/4" aggregate) concrete having a minimum compressive SGS: 1'=10' strength of 4000 psi at 28 days, maximum slump at discharge shall be 3". LIST OF DRAWINGS 3) Provide 6% air-entrainment for all concrete. Job No. ' 4) All reinforcement shall be deformed bars conforming to ASTM specification A615, grade 60. C-1 Septic System Site Plan C— 5) Reinforcing shall be securely tied in its proper place before and during pouring operations, C-2 Septic System Notes & Details File Name i using approved chairs and spacers as required. C-3 Septic System Cross-Sections 6) All reinforcement shall be continuous across construction joints. & Details _ 09 2/19/13 -- CL LIST OF DRAWINGS C-1 Septic System Site Plan C-2 Septic System Notes & Details C-3 Septic System Cross-Sections & Details I 10'-6" (AT SEAM) I Backfill to Subgrade w/ - _ _ Clean Granular Backfill Clean Granular Backfill Compact to 95% Mod. Proctor t- No stones larger than 3" 20" Dia. Cleanout i Cover (3 Places) /J Compact to 95% Mod. Proctor As req'd 12" Building Sewer, Pressure ; Line or Vent Piping ° 6 Min. - J Set at slope or inverts as shown. _ .. (AT SEAM) • ° L 0.0 e^ � J -6" Min. - All Sides 3/8" Crushed Stone or Screened Gravel Bottom o Excavation a- 1 PIPE BEDDING _ NTS PLAN VIEW � I i E LeBaron type LAB 246 Bolted w/Gasket Cover (or equal) at Finish Grade Finish Grade ' 106 _ 106 1" TAPER-�' �A � �� - Non-Shrink Grout 11 P or Rubber Boot 9" Min. Plastic Pipe Seal 104 104 T . Inlet & Outlet 36" Max. 6" 4" Dia. Outlet I s _ FINISH ( � ) F(H-20) 102 GRADE FINISH rRADF © 2% MIN. 4,> TOPSOIL 102 1: ' - ;- ^"- _•a •'.=: .: 100 - Invert ' - s=0.02 ft/ft I • ,�3 = 11 .0" 100 6" Min (TYP) RETAINING WALL W/ 1 �� } Effluent FTS 0444-36 0 98 i. - ! - I-; I-_ I 98 40 MIL. THICK PVC 4" Sanitary Tee L 14" 14" Effluent Filter or (� 5' -_-i6' �1-= ► 6' 1=� -5' BARRIER. TOW=98.5f Sch40 PVC Liquid Level 11 11 Equal GRANULAR P3 - .i R3 •-t P2 I R2 ;I P1 :I .R1 I : GRANULAR - 10" Min L 10" Min L 96 FILL - : :_ - -' 196 TOP OF BARRIER=98.15 5'-10" , 1. L ._j LTJ I :L---_- J_ FILL I I a ` (SEE DETAIL) (H-2o) 94 FX4STi{�tv I 4 4'-7" _ SEE NOTE 4 4,_4" p- r - GRADE 9 5.0' 92 _ 1 I Compacted - 92 �-3" Gas Baffle Gas Baffle -- _ - Granular F . " �_ _ 4" � Backfill (3 Max I I W 90 ESHWT APPROX. BOT. ESHWT OVEREXCAVATE 5 BEYOND TRENCH 90 - Stone Size). I I I 88 EI. 90.41 - EI. 90.43 s ! OF A-LAYER & & REMOVE AND REPLACE } 6" Thickness - 3/4" Crushed Stone Bedding J I 1 r TOP OF B-LAYER. 1 r- I A-HORIZON W/TITLE 5 SAND. 188 - - - - - - - -- - _ Noi Date I Description I i er 86 (B-LAYER TO REMAIN) 86 Make perfectly level Revisions 3 I SECTION VIEW prior to setting tank. 0+00 0+25 0+50 0+55 ' 1500 GALLON 2-COMPARTMENT SEPTIC TANK (H-20) Table of Trench Elevations N.T.S. TRENCH LENGTH BOTTOM UPSTREAM I DOWNSTREAM I SECTION A- A NOTES: of INVERT BREAKOUT I INVERT BREAKOUTI 1) Concrete: 4,000 psi min. after 28 days. SCALE: 1 "=4' 2 Design conforms with 310 CMR 15.00, DEP Title 5 Re s, ? ROBERT PRIMARY 1 39' 95.45 97.65 98.15 97.45 97.95 ) 9 g per septic tank. PRIMARY 2 39' 95.45 97.65 98.15 97.45 97.95 3) All reinforcement per ASTM C1227-93. GRIFFIN CIVIL 4) Joints sealed with Butyl Resin. sasses �Q i PRIMARY 3 21 ' 95.45 97.56 98.06 97.45 97.95 5) Shea concrete TK-15002CH or equal. F� E U 2 3 106 _ i 104 6 OUTLET (- ,.__.._.,,.. � .- . n G _ FINISH s 1 106 = 1 GRADE SEED : NOTES 4 VENT F� /i HUImeow: l En ineenn FF 104 �., d x _ 4 SCH. 40 PVC DRIVEWAY D-BOX (H-20) ;2 MIN OF DOUBLE SOLID SCH40 PVC �<<<� _ g g 102 2% MIN. SLOPE / � I(IN)=97.96 r- 4" TOPSOIL - FINISH GRADE WASH TO _ ELEVATED MANIFOLD 02 -Group, LLC g �+- CRAWL )(OUT)=97.80 INV. GRANULAR c9) 2/ MIN. €SIUNL B EAKOUT TO 4" VE P. s _ _ 0 Box 7061 1 -- `- FILL (9 f) I 96 NT STACK I1 R 100 --SPACE = EL 97 Suite 224G 11.9 _- - - � � - t- - -- -- --- - - - 100 Beverly,. 915ter, S 4 I -- -- - - - RETAINING WALL W/ MA (n gg - - - - _ - - -- - -- ' 11 s INV.- �j _: _ -A--- -- -- € GRANULAR I 198 BARRIIER THICK TOW=98 5f 40 Tel: 978 927-5111 - f - _ -Fax. 978-927-5103 98.6± GRANULAR " 96 FILL !"� - FILL 196 TOP OF BARRIER-98.15 n -H ' � GRIADE G : : .'-: •_: _. _ - _ - INV.= (SEE DETAIL) ' 97.45 BILL ELLIOTT 94 LFOUNDATION 16 WYMAN STREET v � SEPTIC TANK > . „ o - :-. j- 92 a cru an pvr 5.0 I ' L .. _ .. _ .._ I�_ EXISTING SALEM , MA a Q� I(IN)=98.33 J SOLID WALL PIPE APPROX. BOT. >, 5.0' 92 GRADE )(OUT)-98.08 J 39 4 SILH. 40 PVC BgTTOM W 90 S=0.005(MIN) OF A-LAYER & ,. - 24" MIN OF DOUBLE I =- SET FIRST TWO FEET TOP OF B-LAYER. 2 UTA. F L€fFUNA I IUNJ - 3F :FIELD - 90 FROM D-BOX LEVEL. S=11.005 FT FT ESHWT WASHED TO 1 EL. X5.45 ESHWT I I EI. 90.43 STONE EI. 90.41 88 - 88 SEPTIC SYSTEM 86 I 86 CROSS-SECTIONS 0+00 0+25 0+50 0+75 & DETAILS ^ OVEREXCAVATE 5 BEYOND TRENCH 1 +00 & REMOVE AND REPLACE A-HORIZON W/TITLE 5 SAND. SECTION B - B ( Through System ) (B-LAYER TO REMAIN) S� 1'=10' 71 SCALE: 1 "=4' ' Job No.: Fie Nome C- 3 QUtt 2/19/13 E n , L ., i ...... ,. ii i . ia. i . i . ,,. .. .,..i ...n.ra,r-.u,4.n.r,....rur.auw._�ruh.u•. IJ,,R 1 1 199/ i t;1TY OF'�.aL[=f�9 PRESSURE DISTRIBUTION DESIGN COMPUTATIONS SINGLE FAMILY DWELLING 8 WYMAN AVENUE SALEM, MASSACHUSETTS APPLICANT ST. JOSEPH'S CREDIT UNION 336 LAFAYETTE STREET SALEM, MASSACHUSETTS H OF 414SS JOSEPH v J. IIS SERWATKA y A < CIVIL m °9 o.3698140 SS�ONAL f�� n DATE: 3/7/97 H.E.A. NO. 5219 HEA HANCOCK ENGINEERING ASSOCIATES, 235 NEWBURY STREET,DANVERS, MA 01921 # 5219 DESIGN DATA: DESIGN FLOW 132 "Gal/Day SOIL CLASS N/A PERC RATE N/A Min/inch FORCE MAIN DIA. 2 SDR 21 PVC HAZEN-WILLIAMS COEFF. 140 *220 GALLONS/DAY-40% REDUCTION FOR COMPOSTING TOILETS = 132 GAUDAY PUMP: MANUFACTURER: PEABODY-BARNES MODEL#: SE-411 HORSEPOWER: 0.4 PUMP CHAMBER: STORAGE VOLUME/DOSE 55.0 gallons EMERGENCY STORAGE 132.0 gallons VOL. IN PIPE RUN 4.4 gallons TOTAL 191.4 gallons DIMENSIONS LENGTH* 5.83 WIDTH* 2.63 DEPTH* 4.00 *INSIDE DIMENSIONS ELEVATIONS INLET INVERT 93.00 SUMP 89.75 OFF 90.25 ON 90.70 ALARM 91.50 STATIC HEAD: LATERALS ELEV. 97.80 FT PUMP OFF ELEV. 90.25 FT TOTAL STATIC HEAD 7.55 FT # 5219 EQUIVALENT LENGTH: FRICTION LOSSES IN PUMP CHAMBER: 1 2"DIA 900 BEND 5.0 FT 0 2"DIA 450 BEND 0.0 FT 1 2"DIA CHECK VALVE 14.0 ' FT 1 2"DIA GATE VALVE 1.2 FT TOTAL LOSS 20.2 FT b 1 21.0 FT FRICTION LOSSES IN PIPE RUN: 1 2"DIA 900 BEND 5.0 FT 1 2"DIA 45° BEND 2.5 FT 0 2"DIA 22.50 BEND 0.0 FT 0 2"DIA TEE 0.0 FT 27 LENGTH OF RUN 27.0 FT MISC. PIPE 2.7 FT TOTAL LOSS 37.2 FT b 1 38.0 FT TOTAL EQUIV. LENGTH: 59 FT [USE 60 FT] FROM ATTACHED PUMP CURVE: 41 gpm @ 19.5 TDH TIME ON: 1.3 minutes DISPOSAL FIELD NETWORK COMPUTATIONS SYSTEM VARIABLES PRESSURE DISTRIBUTION LATERAL FLOW LATERAL INSIDE DIAMETER 1.00 ORIFICE ORIFICE SEGMENT LATERAL LENGTH EACH LATERAL 16.5 NO. FLOW GPM VELOCITY FLOW NUMBER OF LATERALS 4 (GPM) (FPS) (GPM) MANIFOLD INSIDE DIAMETER 2.00 5 1.55 3.16 7.74 MANIFOLD LENGTH 2 NUMBER OF MANIFOLDS 1 FORCE MAIN INSIDE DIAMETER 2.00 MINIMUM SYSTEM FLOW= 30.95 GPM FORCE MAIN LENGTH (W/ FITTINGS) 60 ORIFICE SIZE 0.25 ORIFICE SPACING 3 LATERAL RESIDUAL PRESSURE 4 LATERAL ELEVATION 97.80 PUMP OFF ELEVATION 90.25 HAZEN-WILLIAMS COEFFICIENT 140 PRESSURE DISTRIBUTION SYSTEM CURVE COMPUTATION SYSTEM MANIFOLD LATERAL FRICTION LOSS FRICTION LOSS FRICTION LOSS STATIC DYNAMIC FLOW FLOW FLOW FORCE MAIN MANIFOLDS LATERALS LOSS HEAD (GPM) (GPM) (GPM) (Hf/100') (Hf) (Hf/100') (Hf) (Hf/100') (Hf) (Hs) (TDH) 20.00 20.00 5.00 0.97 0.58 0.97 0.02 2.19 1.44 11.55 13.60 25.00 25.00 6.25 1.47 0.88 1.47 0.03 3.31 2.18 11.55 14.65 30.00 30.00 7.50 2.07 1.24 2.07 0.04 4.63 3.06 11.55 15.89 35.00 35.00 8.75 2.75 1.65 2.75 0.05 6.16 4.07 11.55 17.32 40.00 40.00 10.00 3.52 2.11 3.52 0.07 7.89 5.21 11.55 18.94 45.00 45.00 11.25 4.38 2.63 4.38 0.09 9.82 6.48 11.55 20.74 50.00 50.00 12.50 5.32 3.19 5.32 0.11 11.93 7.88 11.55 22.72 55.00 55.00 13.75 6.35 3.81 6.35 0.13 14.24 9.40 11.55 24.88 60.00 60.00 15.00 7.45 4.47 7.45 0.15 16.73 11.04 11.55 27.21 65.00 65.00 16.25 8.65 5.19 8.65 0.17 19.40 12.80 11.55 29.72 70.00 70.00 17.50 9.92 5.95 9.92 0.20 22.26 14.69 11.55 32.39 PERFORMANCE CURVE SECTION 1A j Series: SE ,0.4 HP, 1750RPM PAGE 3 Manual & Automatic ' DATE 5/94 REPLACES 7193 TOTAL HEAD MTRS FT 3( 1 111111 '- STANDARD IMPELLER SIZE Pump HP Imp.Dia. OA 5.44 8 • - 5,44" —- 25 7 i 20 _ 19 , FT 5 — 4.12" 15 — 1 , 3 — 10 it— Fill 2 — 711 — 1 5 LLJ -Ft- ITT *W U.S. GALLONS 25 50 75 100 125 150 PER MINUTE LITERS 1 2 3 4 5 6 7 8 9 PER SECOND 4s GPK Testing is performed with water, specific gravity of 1 0 @ 68° F, other fluids may vary performance CRANE I PUMPS & SYSTEMS �ww . Barnes Pumps Inc Barnes Pumps,Inc SW(M Distributor Sales&Service Dent M-10-Spec&Protea Sales 420 Third SlreeVP O Box 603 1485 Lexington Ave Piqua,Ohio 45356-0603 Mansfield,ON()449072674 fdL.l Lit Ph 15A3)773-2442 Ph (419)7 74 151 1 Fax i513;7732218 Fax(419)774 V,30 i CHAPTER IX — HYDRAULICS FIGURE 37 — RESISTANCE OF VALVES AND FITTINGS TO FLOW OF FLUIDS Now. dead loss through check valves varies with types manufactured. Consult manufacturer for correct values Example: The dotted line shows that the resistance of a 6-inch Standard Elbow is equivalent to approximately r 16 feet of 6-inch Standard r' Pipe, Note: For sudden enlarge- ments or sudden contractions, Globe valve.apes use the smaller diameter,d,on Gme Valve aR \ b000 the pipe size scale. Cloxd - -Si Closed - 2000 Futh Open t l_1--� —50 _Sol a2— atgleYN«-Open Stannard i« - 36— 2y' _ j sgm«rib.. - Z2- - / 20 — 20 6 — FattyOpen _ la—� Burda Ent, n , _-5D d1D-'' 0 -dl!) - j 5 ' —$ Slandud Tec - - _ 4 i,h - Ihrough Side au Uct T .z _ ( :r:� _ Sundard Elbow m run of Tu edu ; , rced 11 - I Cudilr„Conco.r,w, 1 E I --JIU - It,i -- Nrdmm Sweep Elbuu or `— d!U -0 5 run of T« }b--- \ Long Swrcp Cl o. -- - .un at Slvufad 1 Fro 01 - p5 BARNES SUBMERSIBLE NON-CLOG PUMPS SECTION 1A j Series: SE, Manual & Automatic PAGE 1 1 1 -1/2" Spherical Solids Handling DATE REPLACES its 1 Specifications DISCHARGE: T NPT, Vertical LIQUID TEMPERATURE: 104° F Continuous VOLUTE: Cast Iron,ASTM A-48 Class 30 MOTOR HOUSING: Cast Iron ASTM A-48, Class 30. SEAL PLATE: Cast Iron ASTM A-48 Class 30. IMPELLER: Design: 2 Vane, Open, With Pump Out Vanes On Back Side. Dynamically Balanced, ISO G6,3. Material, Zytel 70G43 Nylon, Glass Filled SHAFT: 416 Stainless Steel. SQUARE RINGS: Buna-N HARDWARE: 300 Series Stainless Steel. PAINT: Air Dry Enamel- s SEAL: Design: Single Mechanical, Oil-Filled Reservoir, Secondary Exclusion Sea]. ® Material: Rotating Face -Carbon Stationary Face -Ceramic Elastomer- Buna-N Hardware - 300 Series Stainless CABLE ENTRY: 15 ft. Cord w/Plug On 115 and 230 Volt, Pressure Grommet For Seating And Strain Relief. Series: SEA HP 1750 RPM SPEED: 1750 RPM (Nominal) (SE411 & SE421) I UPPER BEARING: DesignSleeve Lubrication: Oil Load: Radial LOWER BEARING: THE BELOW LISTINGS ARE FOR Design: Single Row, Ball SE411,SE411A& SE421 ONLY. Lubrication. Oil Load. Radial & Thrust $ }0Canadian Standards Association MOTOR: File No. LR16567 Design NEMA L Torque Curve, Completely Oil-Filled, Squirrel Cage Induction. UL Underwriters Laboratories Inc. Insulation Class A.SINGLE PHASE: Permanent Split Capacitor(PSC) File No. E142177 Includes Overload Protection In Motor p FLOAT: Wide Description: Angle,Automatic Models. de An e, Polypropylene, 15ft. Cable, SUBMERSIBLE NON-CLOG SEWAGE SE411A & SE421A, Float wiPiug PUMP DESIGNED FOR TYPICAL RAW Attached To Discharge Piping, SEWAGE APPLICAJ IONS SE411AU & SE421AU Float Attached To Pump ON and OFF Points are Adjustable SaSpecifications Pages t3 i� OPTIONAL EQUIPMENT; Seal Material, Additional � A Cable anddCa Cast Iron Impeller CRANE PUMPS & SYSTEMS y , „, "-w l Barnes Pumps.Inc Barnes Pumps,Inc ^`■+0 � Osstr�buto:Sails 8,Service(Jeri Bq So-Spec 8,Prolect Sales �W 4201 hud Street(P O Box 6o3 1485 Lexington Ave Pqua.Ohno 45356-0603 Mansfie4,Ohio 449072674 Ph {513) 7732442 Ph (419) 1741511 FaK (513) 7732238 far (419) 774.1530 SECTION 1A PAGE 2 4TE 5/94 nEPLACES 7/93 SE411A & 421A SE411 & SE421 (Less Float) p ---10.75 - - �� p 3 D� 5.32 —1.56 120" Pumping 9= j ifferential ° k f � 16-00 i� 0 1 - 3.86 7.72 U ll aioo SE411AU &421AU ! � f �._ —10.75 — J .32 -. — 1.56 120` 9-00 Pumping Differential 3.86 1 16.00 + —-1 7.72 1 4.00 MODEL PART HP VOLT PH RPM NEMA FULL LOCKED CORD CORD CORD NO. NO. (Nom) CODE LOAD ROTOR SIZE TYPE OD AMPS AMPS SE411 068701 0.4 115 1 1750 A 100 19.0 1413 SJTOW-A 0 390 SE411A 082215 0.4 115 1 1750 A 100 19.0 14/3 SJTOW-A 0.390 SE411AU 093193 0.4 115 1 1750 A 100 19.0 1413 SJTOW-A 0.390 SE421 082089 0.4 230 1 1750 A 5.0 9.5 1413 SJTOW-A 0.390 SE421A 093194 0.4 230 1 1750 A 50 9.5 1413 SJTOW-A 0.390 SE421AU 093195 0.4 230 1 1750 A 5.0 9.5 1413 SJTOW-A 0.390 Mercury Switch on SE411A &Mechanical on SE421A, Cable 1612, SJOW-A, 0 320 O.D , Piggy-Back Plug Mechanical Switch(SE411AU &SE421AU), Cable 14/2, SJOOW-A(UL), SJOW(CSA), 0 370 O.D. IMPORTANTI I )DQ-RuI USE THIS PUMP TO PUMP FLAMMABLE LIQUIDS 2)THIS PUMP IS APPROPRIATE FOR LOCATIONS CLASSIFIED AS DIVISION It. 3)THIS PUMP IS NRI APPROVED FOR USE IN SWIMMING POOLS.RECREATIONAL WATER INSTALLATIONS,DECORATIVE FOUNTAINS OR ANY INSTALLATION WHERE HUMAN CONTACT WFT H THE PUMPED FLUID IS COMMON W MILE THE PUMP IS RUNNING 4)PUMP CAN BE OPERATED DRY FOR EXTENDED PERIODS WITHOUT DAMAGE TO MOTOR AND/OR SEALS 4.0�RANEI PUMPS & SYSTEMS Dames Pumps, & BarnesPumps,Inc.Eames Pu Safes 8 Service Oept, Barnes Pum 8 Project Sales 420 Third Streel7P O Bor 603 1485 lexmgton Ave Piqua,Ohio 45356-0503 Mansfield.Ohro 44907-2674 Ph (513)7732442 Ph (419)774-1511 Fax (513)773-2238 Fax (419)774-1530 t BARNES ALARMS I SECTION 6A Wali Mounted I PACE 43 I DATE 7193 REPLACES 110/85 Specifications: 061486 High Water Alarm includes stainless steel wall plate — Q with red jewel light and one mercury level control with 10 ft-of 1812 card. -- 2.75 - - 2 HOLES FOR _ 632 x 114 3.81 SCREWS 4.25 P/N: 061486 FOR INDOOR USE ONLY. -- "a-- 061487 High Water Alarm(Solid State?includes stainless o a steel wall plate, audible and visual alarm with silencer button and one mercury level control with 10 ft. of 1812 cord. 0 4.56 o o I i n - - n— 3.28 v®rgr(oms 4.50 P/N: 061487 11 FOR INDOOR USE ONLY. -i 4--U - —1.81 CRANE I PUMPS & SYSTEMS Barnes Pumps,Inc Barnes Pumps.Inc Distributor Saves&Se=Dept Bd-To-Spec&Projea Sales 420 Third SlreeUF°O box 603 1485 Lexington Ave Piqua.Ohio 45356-0603 Mansfield,Ohio 44907.2674 Ph (513)773-2442 Ph (419)714-1511 Fax (S 13) 773-2238 fax-(419) 774-1530 1 BARNES�MERCURY LEVEL CONTROLS FSECTION 6C � Pipe Mounted & Suspended PAGE 47 DATE 7193 7193 REPLACES 7/92 1 II Specifications: CABLE: Material: 18-2 SJO W-A,41 Strand x#34, 90°C Size: .29 Dia. x(See Chart for Length) HOUSING: Material. Polypropylene Color: Normally Open -Blue, Normally Closed-Red CLAMP: Adustable 1"-3"Stainless Steel with Polypropylene Saddle. (Models 073613, 073615 and'073617) WEIGHT: Suspended, 2.25"Sph. lead weight with Adjustable stainless steel fittings (Models 073612, 073614 and 073616) TEMPERATURE RATING: 60'C SWITCH: Mercury, Narrow Angle , Horizontal SWITCH RATING: 4.5A @ 115VAC RES 2.25A @ 230VAC RES Pipe Mounted: Description: P/N's: 073613, 073615 & The Mercury Level Controls are available In either a pipe mounted 073617 or suspended configuration with 25 to 200 feet of cable on P/N's 073612, 073613, 073614 & 073615, P/N 073616"with 15 feet `(use 073612, for longer lengths). P/N 073617 with 15 & 20 feet They are pilot duty devices which control the function of motor load devices, such as contactors, motor starters, and power relays, to automatically cycle a pump or pumps. They can also be used for alarm signaling devices. Two Mercury Level Controls for a one pump operation;three for a two pump operation. If an alarm device is used, add another Level Control. LEVEL CONTROL SELECTION CHART Control Cord Type Contacts Number Length Installation 073612 25 to 200Ft. Suspended Open Suspended: 073613 25 to 200Ft Pipe Mounted Open 073614 25 to 200Ft Suspended Closed PIN s: 073612, 073614 & 073615 25 to 200Ft. Pipe Mounted Closed 073616 073616 `15FL Suspended Open 073617 15 & 20Ft Pipe Mounted Open ULco CR State cord length at time of ordering CRANE I PUMPS & SYSTEMS Barnes Pumps,Incnames Pumps, Inc Dutnbutor Sales&Service Dept Bid TO-Spec&Pro}ed Sales 420 Third Stmet/P O,Box 603 1485 t.exinglon Ave Piqua Ohio 4 5 356-060 3 Mansfield Ohio 44807 2674 Ph ,5'3)7732442 Ph'(41%774 'Sti rn� (513) 773-22]8 f ax (419) 774-15 .0 i SECTION 6C PAGE 48 DATE 7193 REPLACES 7/92 TYPICAL SIMPLEX WIRING SCHEMATIC L1 L� ON L2 OFF STARTER C IL AUXILIARY O ( I CONTACT [[77 66 [] TO MOTOR TYPICAL ALARM WIRING SCHEMATIC L1%!� 120V 60HZ — nN�4.50 SILENCE — — J ,4—j( _° 3 E2 L J ALARM CONTACT= ALARM LION— (MINI-FLOAT) R1 AUDIBLE ALARM_./ TYPICAL PIPE MOUNTED INSTALLATION: General Comments: MOUNTING OR t. Never work in the sump with the power on. /DISCHARGE PIPE — — 2. Attach the Level Controls to the mounting pipe or (� the pump discharge pipe. The"off'float should be below the"on"float in a"pump out"application. 3. Arrange the Level Controls so they do not tangle or hang up. 4. Insert the hose clamp through the two slots in the pipe/cable clamp,circle the discharge pipe "ON" FLOAT with the hose clamp, feed the end of the hose _ clamp through the screw and tighten. i 5. Measuring the difference between mounting points given the"pump down"differential. DIFFERENTIAL Important Notes-Mercury Level Controls are pilot f duty devices. They cannot be used to directly power V�AjEF�LF�Vt pump motors Also, do not use Mercury Level ti Controls In gasoline or other combustibles. Mercury level control are compatible with intrinsically safe "OFF" FLOAT relays CRANE I PUMPS & SYSTEMS Barnes Pumps.Inc Bar ames Pumps,Inc Distributor Sales 8 Service Dept 13,6-To-Spec&Project Sales 420 Third StreeUP 0 Box 603 1485 Lexington Ave Piqua,Ohio 45356-0603 Mansfield,Ohio 44907-2674 Ph t(513) 173-2442 Ph (419)774-1511 Fax (513)773-2278 Fax (419)774.1530 To.. ..................................................................................................................................................... Fax. ...................................................................................................................................................... From: ...................................................................................................................................................... Date: ...................................................................................................................................................... page(s) including this page. ...................................................................................................................................................... 7 fox From the desk of... Joanne Scott,MPH,RS,CHO Health Agent Salem Board of Health 9 North Street Salem,Ma.01970 (508)141-1800 Fax:(508)740-9705 box networks (see Figure 7-23). However, .the design makes it more difficult to add trenches to the system and it does not permit the owner to manually rest the upper trenches. The network uses overflow or relief lines between trenches in place of drop boxes. The invert of the overflow section should be located near the top of the porous media to use the maximum capacity of the trench, but it should be lower than the septic tank outlet invert. The invert of the overflow from the first absorption trench should be at least 4 in. lower than the invert of the pretreatment unit outlet. Relief lines may be located anywhere along the length of the trench, but successive trenches should be separated 5 to 10 ft (1.3 to 3.0 m) to prevent short- circuiting. f. Pressure Distribution If uniform distribution of wastewater over the entire infiltrative sur- face is required, pressure distribution networks are suggested. These networks may also be used in systems that are dosed since the mode of the network operation is intermittent. To achieve uniform distribution, the volume of water passing out each hole in the network during a dosing cycle must be nearly equal . To achieve this, the pressure in each segment of pipe must also be nearly equal . This is accomplished by balancing the head losses through proper sizing of the pipe diameter, hole diameter and hole spacing. Thus, approximately 75 to 85% of the total headloss incurred is across the hole in the lateral , while the remaining 15 to 25% is incurred in the network delivering the liquid to each hole. The networks usually con- sist of I- to 3-in. (3- to 8-cm) diameter laterals, connected by a cen- tral or end manifold of larger diameter. The laterals are perforated at their inverts with 1/4 to 1/2 in. (0.6 to 1.3 cm) diameter holes. The spacing between holes is 2 to 10 ft (0.6 to 3.0 m) (see Figures 7-24 to 27). Pumps are used to pressurize the network, although siphons may be used if the dosing chamber is located at a higher elevation than the lateral inverts. The active dosing volume is about 10 times the total lateral pipe volume. This ensures more uniform distribution sipce the laterals, drained after each dose, must fill before the network can become prop- erly pressurized. (See Section 8.3 for dosing chamber design.) 278 CENTRALFIGURE 7-24 MANIFOLD DIST � RIBUTION NETWORK Distribution, _- -_---_------Catera/ �___- _— -- --------------- ... Y — Manifold r • DA.,-- End Cap ui 9 D From Network Layout Lill .. .----Cha°berg .i' FIGURE 7-25 END MANIFOLD DISTRIBUTION NETWORK if Manifold Pipe End Cap From Dosing Chamber l ; = . Distribution Lateral i 281 i FIGURE 7-26 LATERAL DETAIL - TEE TO TEE CONSTRUCTION Reducing Coupling /—Lateral [Cap — - - - Hole in Cap Near Teems Holes S aced Crown for Air a p Venting in Manifold 2 ft to 10 ft Larger Systems i i FIGURE 7-27 LATERAL DETAIL - STAGGERED TEES OR CROSS CONSTRUCTION Staggered Tees or Cross Lateral Cap m Hale in Cap Near Crown for Air Venting in Holes Spaced Larger Systems LAManifold 2 Ft. to 10 Ft. To simplify the design of small pressure distribution networks, Table 7- 13, and Figures 7-28, 7-29, and 7-30, may be used. Examples 7-2 and 7-3 illustrate their use. Other design methods may be equally suitable, however. TABLE 7-13 DISCHARGE RATES FOR VARIOUS SIZED HOLES AT VARIOUS PRESSURES (gpm) Pressure Hole Diameter (in. ) ft psi 1/4 5/16 3/8 7/16 1/2 1 0.43 0.74 1.15 1.66 2.26 2.95 2 0.87 1.04 1.63 2.34 3.19 4.17 3 1.30 1.28 1.99 2.87 3.91 5.10 4 1.73 1.47 2.30 3.31 4.51 5.89 5 2.17 1.65 2.57 3.71 5.04 6.59 Example 7-2: Design of a Pressure Distribution Network for a Trench Absorption Field Design a pressure network for an absorption field consisting of five trenches, each 3 ft wide by 40 ft long, and spaced 9 ft apart center to center. Step 1: Select lateral length. Two layouts are suitable for this system: central manifold (Figure 7-24) or end manifold (Figure 7-25). For a central manifold design, ten 24-ft laterals are used; for an end manifold design, five 40-ft laterals are required. The end manifold design is used in this example. Step 2: Select hole diameter and hole spacing for laterals. For this example, 1/4-in, diameter holes spaced every 30 in. are used, although other combinations could be used. 284 FIGURE 7-28 REQUIRED LATERAL PIPE DIAMETERS FOR VARIOUS HOLE DIAMETERS, HOLE SPACINGS, AND LATERAL LENGTHSa (FOR PLASTIC PIPE ONLY) LATERAL DIAMETER (IN) Hole Diameter (in) Hole Diameter (in) Hole Diameter (in) Hole Diameter (in) Hole Diameter (in) 1 /4 5/16 3/8 7/16 1 /2 m Hole Spacing (ft) Hole Spacing (ft) Hole Spacing (ft) Hole Spacing (ft) Hole Spacing (ft) Ji l l 11 1 1 1 1 1 1 1 1 1 i i 1 1 I 1 I i i i 1 2 3 4 5 6 7 2 3 4 5 6 7 2 3 4 5 6 7 2 3 4 5 6 7 2 3 4 5 6 7 10- 15- 00 0-15w 1/2" Nzrc 11/nrr T 20 1%a•• 1/z" 17/4" lYs„ 25- — tYz` '11/4" 1Yx•,30-•—�-Examp{e 7-3 � 1j( 1 'A 2 /235- v" 111411/2 ' 40 45- 2., 14" 271 2'r 3., 3" Example 7-2 3" 1112" 11, 50 a Computed for plastic pipe only. The Hazen-Williams equation was used to compute headlosses through each pipe segment (Hazen-Williams C= 150). The orifice equation for sharp-edged orifices (discharge coefficient = 0.6) was used to compute the discharge rates through each orifice. The maximum lateral length for a given hole and spacing was defined as that length at which the difference between the rates of discharge from the distal end and the supply end orifice reached 10 percent of the distal end orifice discharge rate. P± ,I l FIGURE 7-29 RECOMMENDED MANIFOLD DIAMETERS FOR VARIOUS MANIFOLD LENGTHS, NUMBER OF LATERALS, AND LATERAL DISCHARGE RATES (FOR PLASTIC PIPE ONLY) MANIFOLD DIAMETER (IN) Manifold Length (ft) Flow per' S 10 15 20 25 1 30 1 35 1 40 45 I 50 Flow per Lateral Number of Laterals with Central Manifold Lateral (gpm) 4 6 4(61T81 4 6 8 10112 6 8 10112 14 6118110112114 618 10112114 61810112114116 6 811012141618 G 81012 14161820 6 8 10121416102022 (gpm) 5 _ ,w Is t 2„' 12„ I JJ 2„ 3„ 3„ 3„ 4" 10 10 I22" 3" 3" Exa pie 7-2 20 0 4„ f4'6, �4„ 14�" 30 EM15 Exam�le7- 3J20 20 3,. 3„ 3., 4' 40 i6„ -25 4" 4„ 6" 6" 6" 50 23 2 3 4 5 2 3 4 S G 0 4 5 fi ] 31415161 ] 31415 61J 31416 6 > 8 3 3 4 5 6 J tl 9n0fl !1 'll 0tll Number of Laterals with End manifold tlComputed for plastic pipe only. The Hazen-Williams equation was used to compute headlosses through each segment (Hazen-Williams C - 150). The maximum manifold length for a given lateral discharge rate and spacing was defined as that length at which the difference between the heads at the distal and supply ends of the manifold exceeded 10 percent of the head at the distal end. a F FIGURE 7-30 NOMOGRAPH FOR DETERMINING THE MINIMUM DOSE VOLUME FOR A GIVEN LATERAL DIAMETER, LATERAL LENGTH, AND NUMBER OF LATERALS -4,000 -3,500 - 3,000 - 3 - 2,500 2,000 EXAMPLE 7-3 �2 1,500 u 10 \ t -1,000 O EXAMPLE 7-2 / \ -15 w � "900 > •800 j \\ -20 t- • 2 - 700 O -.20 / ^.. \ -25 Z F -600 g '15 � // w�i '4 +```` \\ J Lu J / /� ++ Q Q -500 2 ;LOQ �i '5 .40\m a tY '450 i� .50 W Z u -6 lL . 400 • 350 i.5./� 7 = \� x`• -154 w -300 Q ,•i j `4 O _8 O \\ J •250 i� / .3 m .9 d \\ 0I 0- X200 / •2 0- z • 150 / • 1 / -15 / 1 t00 20 / 287 L Step 3: Select lateral diameter. For 1/4-in. hole diameter, 30-in. hole spacing, and 40-ft length, Figure 7-28 indicates either a 1-1/4-in. or 1-1/2-in. diameter lateral could be used. The 1- 1/2-in. diameter is selected for this -example. Step 4: Calculate lateral discharge rate. By maintaining higher pressures in the lateral , small variations in elevation along the length of the lateral and between laterals do not signifi- cantly affect the rates of discharge from each hole. This reduces construction costs, but increases pump size. For this example, a 2-ft head is to be maintained in the lateral . For a 1/4-in. hole at 2 ft of head, Table 7-13 shows the hole dis- charge rate to be 1.04 gpm. length Number of holes/lateral = 40-ft lateral len 9 2.5-tt hole spacing = 16 Lateral discharge rate = (16 holes/lateral ) x (1.04 gpm/hole) = 16.6 gpm/lateral Step 5: Select manifold size. There are to be five laterals spaced 9 ft apart. A manitols length of 36 ft is therefore required. For five laterals and 16.6 gpm/lateral , Figure 7-29 indicates that a 3-in. diameter manifold is required. Step 6: Determine minimum dose volume (Figure 7-30) . With: lateral diameter = 1-1/2 in. lateral length = 40 ft number of laterals = 5 Then: pipe volume = 3.7 gal Minimum dose volume = approx. 200 gal The final dose volume may be larger than this minimum depending on the desired number of doses per day (see Table 7-4) . See Figure 7-31 for completed network design. Step 7: Determine minimum discharge rate. Minimum discharge rate = (5 laterals) x (16.6 gpm/lateral ) = 83 gpm 288 FIGURE 7-31 3 DISTRIBUTION NETWORK FOR EXAMPLE 7-2 � 3 ft. 3 in. Manifold 40 ft. r From Dosing Chamber 00 9 ft. Hole Spacing 9 ft. 30 in. 9 ft. 9 ft. 11/2 in. Laterals Step 8: Select proper pump or siphon. For a pump system, the total pumping head of the network must be calculated. This is equal to the elevation difference between the pump and the distribution lateral inverts, plus friction loss in the pipe that delivers the wastewater from the puJMp to the network at the required rate, plus the desired ' pressure to be maintained in the network (the velocity head is neglected). A pump is then selected that is able to discharge the minimum rate (83 gpm) at the calculated pumping head. For a siphon system, the siphon discharge pipe must be elevated above the lateral inverts at a distance equal to the friction losses and velocity head in the pipe that delivers the waste- water from the siphon to the network at the required rate, plus the desired pressure to he maintained in the network. For this example, assume the dosing tank is located 25 ft from the network inlet, and the difference in elevation between the pump and the inverts of the distribution laterals is 5 ft. a. Pump (assume 3-in. diameter delivery pipe) 1. Friction loss in 3-in. pipe at 83 gpm (from Table 7-14) = 1.38 + 3 (1.73 - 1.38) TU = 1.49 ft/100 ft Friction loss in 25 ft = (1.49 ft/100 ft) x (25 ft) = 0.4 ft 2. Elevation Head = 5.0 ft 3. Pressure to be maintained = 2.0 Total pumping head = 7.4 ft Therefore, a pump capable of delivering at least 83 gpm against 7.4 ft of head is required. b. Siphon (assume 4-in. diameter delivery pipe) 1. Friction loss in 4-in. pipe at 83 gpm (from Table 7-14) = 0.37 + 3 (0.46 - 0.37) = 0.4 ft/100 ft 290 i TABLE 7-14 FRICTION LOSS IN SCHEDULE 40 PLASTIC PIPE, C = 150 (ft/100 ft) Pipe Diameter (in. ) Flow 1 1-1/4 1-1/2 2 3 4 6 8 10 Spm - - - - - - 1 0.07 2 0.28 0.07 3 0.60 0.16 0.07 4 1.01 0.25 0.12 5 1.52 0.39 0.18 6 2.14 0.55 0.25 0.07 7 2.89 0.76 0.36 0.10 8 3.63 0.97 0.46 0.14 9 4.57 1.21 0.58 0.17 10 5.50 1.46 0.70 0.21 11 1.77 0.84 0.25 12 2.09 1.01 0.30 13 2.42 1.17 0.35 14 2.74 1.33 0.39 15 3.06 1.45 0.44 0.07 16 3.49 1.65 0.50 0.08 17 3.93 1.86 0.56 0.09 18 4.37 2.07 0.62 0.10 19 4.81 2.28 0.68 0.11 20 5.23 2.46 0.74 0.12 25 3.75 1.10 0.16 30 5.22 1.54 0.23 35 2.05 0.30 0.07 40 2.62 0.39 0.09 45 3.27 0.48 0.12 50 3.98 0.58 0.16 60 0.81 0.21 70 1.08 0.28 80 1.38 0.37 90 1.73 0.46 100 2.09 0.55 0.07 150 1.17 0.16 200 0.28 0.07 250 0.41 0.11 300 0.58 0.16 350 0.78 0.20 0.07 400 0.99 0.26 0.09 450 1.22 0.32 0.11 500 0.38 0.14 600 0.54 0.18 700 0.72 0.24 800 0.32 900 0.38 1000 0.46 291 Friction loss in 25 ft = (0.4 ft/100 ft) x (25 ft) = 0.10 ft 2. Velocity head in delivery pipe Discharge rate = 83 gpm = 0.185 ft3/sec Area =(1/4)7r (Ti)2 = 0.087 ft2 Velocity =0.185 ft3/sec = 2,13 ft/sec 0.087 ft2 Velocity head = (Velocity)2 2g ( [2.131 ft/sec)2 2(32.2 ft/sect) = 0.07 ft 3. Pressure to be maintained = 2.0 ft Total 2.2 ft Minimum elevation of the siphon discharge invert above the lateral inverts must be 2.2 ft. In summary, the final network design consists of five 40-ft laterals 1- 1/2 in. in diameter connected with a 36-ft end manifold 3-in. in dia- meter, with the inlet from the dosing chamber at one end of the mani- fold. The inverts of the laterals are perforated with 1/4-in. holes spaced every 30 in. Example 7-3: Design of a Pressure Distribution Network for a Mound Design a pressure distribution network for the mound designed in Example 7-1. 292 Step 1: Select lateral length. A central manifold (Figure 7-24) design is used in this example. Lateral length = 65 2 ft - 0.5 ft (for manifold) = 32 ft Step 2: Select hole diameter and hole spacing for laterals. For this example, 1/4-in. diameter holes spaced every 30 in. are used, although other combinations could be used. Step 3: Select lateral diameter. For 1/4-in. hole diameter, 30-in. hole spacing, and 32-tt lateral length, Figure 7-28 indicates that either a 1-1/4-in. or 1-1/2-in. diameter lateral could be used. The 1-1/4-in. diameter is selected for this example. Step 4: Calculate lateral discharge rate. A 2-ft head is to be maintained in the lateral . For 1/4-in. hole at 2 ft of head, Table 7-13 shows the hole discharge rate to be 1.04 gpm. Number of holes per lateral = 32-ft lateral length 2.5-ft hole spacing = 13 Lateral discharge rate = (13 holes/lateral ) x (1.04 gpm/hole) = 13.5 gpm/lateral Step 5: Select manifold size. There are to be four laterals (two on either side of the center manifold) spaced 3 ft apart. A manifold length of less than 5 ft is required (see Figure 7- 32). For four laterals, 13.5 gpm/lateral , and manifold length less than 5 ft, Figure 7-29 indicates that a 1-1/2-in. diameter manifold is required. 293 FIGURE 7-32 DISTRIBUTION NETWORK FOR EXAMPLE 7-3 1.5 ft. 3 ft. 1.5 Xt. ft. 32 1 1 /z in. Manifold Id Hole Spacing _ 30 in. h r 0 m D . am �• n 5 b er 9 6 Gravel Bed Eft 1 -1/4 in Laterals 294 Step 6: Determine minimum dose volume (Figure 7-30) . With: lateral diameter = 1-1/4 in. lateral length = 32 ft number of laterals = 4 Then: pipe volume = 2 gal Minimum dose volume = <100 gal From Table 7-4, for a medium texture sand, 4 doses/day are desirable. Therefore, the dose volume is: 450 gpd = 112 gal/dose Step 7: Determine minimum discharge rate. Minimum discharge rate = (4 laterals) x (13.5 gpm/lateral ) = 54 gpm Step 8: Select proper pump. For this example, assume the dosing tank is located 75 ft from the network inlet, the difference in elevation between the pump and the inverts of the distribution laterals is 7 ft, and a 3-in. diameter delivery pipe is to be used. Friction loss in 3-in. pipe at 54 gpm (from Table 7-14) = 0.58 + 4 (0.81 - 0.58) TU = 0.67 ft/100 ft Friction loss in 75 ft = (0.67 ft/100 ft) x (75 ft) = 0.5 ft Elevation head = 7.0 ft Pressure to be maintained = 2.0 ft Total pumping head = 9.5 ft Therefore, a pump capable of delivering at least 54 gpm against 9,5 ft of head is required. 295 In summary, the final network design consists of four 32-ft laterals 1- 1/4 in. in diameter (two on each side of a 3-in. diameter center mani- fold. The inverts of the laterals are perforated with 1/4-in. holes spaced every 30 in. g. Other Distribution Networks Several other distribution network designs are occasionally used. Among these are the inverted network and leaching chambers. While users of these networks claim they are superior to conventional networks, compre- hensive evaluations of their performance have not been made. Inverted Network: This network uses perforated pipe with the holes lo- cated in the crown rather than near the invert (32) . This arrangement is designed to provide more uniform distribution of wastewater over a large area, and to prolong the life of the field by collecting any set- tleable solids passing out of the septic tank in the bottom of the pipe. Water-tight sumps are located at both ends of each inverted line to fa- cilitate periodic removal of the accumulated solids. Leaching Chambers: In place of perforated pipe and gravel for distri- bution and storage of the wastewater, this method employs open bottom chambers. The chambers interlock to form an underground cavern over the soils' infiltrative surface. The wastewater is discharged into the cav- ern through a central weir, trough, or splash plate and allowed to flow over the infiltrative surface in any direction. Access holes in the roof of the chamber allow visual inspection of the soil surface and maintenance as necessary. A large number of these systems have been in- stalled in the northeastern United States ( see Figure 7-33) . 7.2.8.2 Materials Three to 4-in. (8- to 10-cm) diameter pipe or tile is typically used for nonpressurized networks. Either perforated pipe or 1-ft (30 cm) lengths of suitable drain tile may be used. The perforated pipe commonly has one or more rows of 3/8- to 3/4-in. (1.0- to 2.0-cm) diameter holes. Hole spacing is not critical . Table 7-15 can be used as a guide for acceptable materials for nonpressurized networks. Plastic pipe is used for pressure distribution networks because of the ease of drilling and assembly. Either PVC Schedule 40 (ASTM D 2665) or ABS (ASTM 2661) pipe may be used. 296 7.2.3.5 Maintenance A well-designed and constructed seepage pit requires no routine mainte- nance. However, failure ocassionally occurs. Pumping and resting is the only reasonable rehabilitation technique available. 7.2.4 Mound Systems 7.2.4.1 Description The mound system was originally developed in North Dakota in the late 1940's where it became known as the NODAK disposal system (23). The mound was designed to overcome problems with slowly permeable soils and high water tables in rural areas. The absorption bed was constructed in coarse gravel placed over the original soil after the topsoil was re- moved. Monitoring of these systems revealed that inadequate treatment occured before the groundwater was reached, and seepage often occurred during wet periods of the year. Successful modifications of the design were made to overcome these limitations (4). Mound systems are now used under a variety of conditions. A mound system is a soil absorption system that is elevated above the natural soil surface in a suitable fill material . The purpose of the design is to overcome site restrictions that prohibit the use of conven- tional soil absorption systems (4) (24). Such restrictions are: (1) I slowly permeable soils, (2) shallow permeable soils over creviced or porous bedrock, and (3) permeable soils with high water tables. In slowly permeable soils, the mound serves to improve absorption of the effluent by utilizing the more permeable topsoil and eliminating con- struction in the wetter and more slowly permeable subsoil , where smear- ing and compaction are often unavoidable. In permeable soils with insufficient depth to groundwater or creviced or porous bedrock, the fill material in the mound provides the necessary treatment of the wastewater ( see Figure 7-10) . i The mound system consists of: ( 1) a suitable fill material , (2) an ab- sorption area, (3) a distribution network , (4) a cap, and (5) top soil ( see Figure 7-11) . The effluent is pumped or siphoned into the absorp- tion area through a distribution network located in the upper part of the coarse aggregate. It passes through the aggregate and infiltrates the fill material . Treatment of the wastewater occurs as it passes through the fill material and the unsaturated zone of the natural soil . The cap, usually a finer textured material than the fill , provides frost protection, sheds precipitation, and retains moisture for a good vegeta- tive cover. The topsoil provides a growth medium for the vegetation. 239 FIGURE 7-10 TYPICAL MOUND SYSTEMS Straw, Hay or Fabric Cap Distribution Lateral Fill - ;r ' Topsoil ___ Absorption Bed Ilk Plowed Layer of Top Soil Slope =Rock Strata or Impermeable Soil Layers_— — _ (a) Cross Section of a Mound System for Slowly Permeable Soil on a Sloping Site. Straw, Hay or Fabric Cap Distribution Lateral Fill Absorption Bed Topsoil 3 1 M Plowed Layer of,Top Soil --, 11...44: .: :: Permeable Soil> 1.:.. ` `; ::... -r. y Water_TableYor:C-,revicedrBedrock-� (b) Cross Section of a Mound System for a Permeable Soil, with High- Groundwater or Shallow Creviced Bedrock 240 5+4oV�n >S s- "IQ ' MUH OF zv" reo.4 LAMD Soor-prc. 5 T-0 SEASt>WA-t_. H+i644 WA--ree- -T-A-0-'LK- q..ND 3(c To P'W. otlL. FIGURE 7-11 DETAILED SCHEMATIC OF A MOUND SYSTEM Layer of Straw or Marsh Hay 11/4" Perforated Sandy Loam Soil ,. Laterals - • lir,. �� " i.{� Diversion for _ ` , / r;:•�"ti.', Surface Water Inlet Pipe 3 „ - 21/2�' ., `• /4l `�`'•r 'r .. ..'.tit .. Clean Rock ' \i 6" Topsoil Sand .�' !L• "f.1"r. :.• ..;'y-� �•::.�._-.:;�., - __J,- Sod Layer ; �- Slope,. ` Broken Up'. :.,.:*. , 7.2.4.2 Application a. Site Considerations Site criteria for mound systems are summarized in Table 7-7. These criteria reflect current practice. Slope limitations for mounds are more restrictive than for conventional systems, particularly for mounds used on sites with slowly permeable soils. The fill material and na- tural soil interface can represent an abrupt textural change that re- stricts downward percolation, increasing the chance for surface seepage from the base of the mound. 241 TABLE 7-7 SITE CRITERIA FOR MOUND SYTSTEMS Item Criteria Landscape Position Well drained areas, level or sloping. Crests of slopes or convex slopes most desirable. Avoid depressions, bases of slopes and concave slopes unless suitable drainage is provided. Slope 0 to 6% for soils with percolation rates slower than 60 min/in.a 0 to 12% for soils with percolation rates faster than 60 min/in.a Typical Horizontal Separation Distances from Edge of Basal Area Water Supply Wells 50 to 100 ft Surface Waters, Springs 50 to 100 ft Escarpments 10 to 20 ft Boundary of Property 5 to 10 ft Building Foundations 10 to 20 ft (30 ft when located upslope from a building in slowly permeable soils). Soil Profile Description Soils with a well developed and relatively undisturbed A horizon (topsoil ) are preferable. Old filled areas should be carefully investigated for abrupt textural changes that would affect water movement. Newly filled areas should be avoided until proper settlement occurs. Unsa:tu.rated.Depth? 20=tor24si_n..zofwunsaturatedrsoill I shoul:d=exi=st=between=the original" soal.surface.andseasonally saturated horizons-or,pervious'or ,-cr_eviced_bedrock., }}.►S T►+'S � ICallo2Gb i�l T*MS Desic rA ? -------------- 242 TABLE 7-7 (continued) DepthntomImpermea4l_e;Sarri-er-===w3oto=5-ftb m Percolation Rate 0 to 120 min/in. measured at 12 to 20 in.c a These' are present limits used in Wisconsin established to coincide with slope classes used by the Soil Conservation Service in soil mapping. Mounds have been sited on slopes greater than these, but experience is limited (25). b Acceptable depth is site dependent. c Tests are run at 20 in. unless water table is at 20 in. , in which case test is run at 16 in. In shallow soils over pervious or creviced bedrock, tests are run at 12 in. 243 r The acceptable depth to an impermeable layer or rock strata is site spe- cific. Su-f-fici-ent=depthxmus.t;be=available=to'channeiztthe-percola:ttng wasjtewater.�away-wfrom-the.=mound:*(see Figure 7-10). �wf-snot;* the-coal ben(kathwthej:mound=and�thenffill=material-may-become-satura:ted rresul-ttng i-n=seepage-of•effluent-Lonatheugroundwsuaface-�"wThe=suggested depths to an impermeable layer given in Table 7-7 may be adjusted in accordance with the site characteristics. Soil permeability, climate, slope, and mound layout determine the necessary depth. Slowly permeable soils require a greater depth to remove the liquid than do permeable soils. Frost penetration reduces the effective depth and therefore a greater depth is required in areas with severe winters. Level sites require a greater depth because the hydraulic gradients in the lateral direction are less than on sloping sites. Finally, mound systems extended along the contour of a sloping site require less depth than a square mound. Not enough research information is available to give specific depths for these various conditions. Until further information is available, mounds on slowly permeable soils should be made as long as possible, with thezrestriscting-laye r_atyl-eastr3.f•t_(-0 9Mm}=4elow the=natural soil" b. Influent Wastewater Characteristics The wastewater entering the mound system should be nearly free from set- tleable solids, greases, and fats. Septic tanks are commonly used for pretreatment and have proved to be satisfactory. Water softener wastes are not harmful to the system nor is the use of common household chemi- cals and detergents (9) (10). 7.2.4.3 design a. Fill Selection The mound design must begin with the selection of a suitable fill mater- ial because its infiltrative capacity determines the required absorption bed area. Medium texture sands, sandy loams, soil mixtures, bottom ash, strip mine spoil and slags are used or are being tested (24) . To keep costs of construction to a minimum, the fill should be selected from locally available materials. Ver-y=permeabl e—material s=shoul dzwbe avoi.ded,-however; becausettheir.Areatmentecapacity=is M ess<andipthere-isf ,kpgreater:ri-skaofp,surface-seepage=fr_om=thembase_of=the,mound when used over the more slowly permeable soils. Commonly used fill materials and their respective design infiltration rates are presented in Table 7-8. 'Ptcxra-G'S -�►r� W Zoe G' ��w M crr�e.�A•�.. FF�1-S r3� N tib-oS+�Kt . 244 TABLE 7-8 COMMONLY USED FILL MATERIALS AND -THEIR DESIGN INFILTRATION RATES (24) Design Infiltration Fill Material Characteristicsa Rate gpd/ft2 Medium Sand >25% 0.25-2.0 mm 1.2 <30-35% 0.05-0.25 mm <5-10% 0.002-0.05 mm Sandy Loam 5-15% Clay Content 0.6 Sand/Sandy Loam 88-93% Sand 1.2 Mixture 7-12% Finer Grained Material Bottom Ash - 1.2 a Percent by weight. b. Geometry of the Absorption Bed The absorption area within the mound system can either be a bed or a series of trenches. Beds are typically used for single homes or other small systems because they are easier to construct. The shape of the bed, however, depends on the permeability of the natural soil and the slope of the site. In most instances, a rectangular bed with the long axis parallel to the slope contour is preferred to minimize the risk of seepage from the base of the mound. If the natural soil has a percola- tion rate slower than 60 min/in. (24 min/cm) , the bed should be made narrow and extended along the contour as far as possible (see Figure 7- 12). In soils with percolation rates faster than 60 min/in. (24 mi n/cm) , the bed can be square i f the water tabl e i s greater than 3 ft (0.9 m) below the natural ground surface (4) (25). 245 r i FIGURE 7-12 PROPER ORIENTATION OF A MOUND SYSTEM ON A COMPLEX SLOPE Slope Mound Shaped to Conform to i the Contour and to Shed Runoff Avoid Concave Slopes to Prevent Convergence of Flow t c. Sizing the Filled Area i The dimensions of the mound are dependent on the size and shape of the absorption bed, the permeability of the natural soil , the slope of the site, and the depth of fill below the bed (see Figure 7-13). Depths and dimensions are presented in Table 7-9. The downslope setback (1) in Figure 7-13 is dependent on the permeabili- ty of the natural soil . The basal area of the mound must be sufficient- ly large to absorb the wastewater before it reaches the perimeter of the mound or surface seepage will result. On level sites, the entire basal area (L x W) is used to determine I. However, on sloping sites, only the area below and downslope from the absorption bed is considered [(B) x (A + 1)]. The infiltrative rates used for the natural soil to size the downslope setback are given in Table 7-10. These rates assume that a clogging mat forms at the fill/natural soil interface, which may not be true. Since the percolating wastewater can and does move laterally from this area, these values are conservative. However, for soils with j percolation rates faster than 60 min/in, (24 min/cm) , the side slope criteria determine the basal area instead of the infiltration rate of j 246 s f FIGURE 7-13 MOUND DIMENSIONS Straw or Marsh Hay Perforated ,Clay Fill or Medium Sand Fill Pipe Topsoil Y G Topsoil 1 yE .. iR'N J��''°�� oY Y'�✓1D� ' opsoil7 3 p� u_ ,.; „ ; cy�81„�,. I°/ S „�, moi, o lope Subsoil Plowed Surface 3/4-2'/2 in. Rock (A) Cross Section W i I A J 1 t �- Distribution�11 I Laterals � ` t B L Bed of I 3/4"-21/2” Rocker I I I Slope K (B) Plan View 247 TABLE 7-9 I DIMENSIONS FOR MOUND SYSTEMSa (25) Item Dimension Mound Height Fill Depth (D), ft 1 W06 6 Absorption Bed Depth (F), in. 9 (min) Cap at Edge of Bed (G), ft lc Cap at Center of Bed (H), ft 1.5c Mound Perimeter Downslope Setback (I) Depends on Soil Permeability Upslope Setback (J), ft 10d Side Slope Setback (K), ft IOd Side Slopes No Steeper Than 3:1 a Letters refer to lettered dimensions in Figure 7-13. b On sloping sites, this depth will increase downslope to maintain a level bed. In shallow soils where groundwater contamination is a concern, the fill depth should be increased to 2 ft. c A 4-6 in. depth of quality topsoil is included. This depth can be decreased by 6 in. in areas with mild winters. If depths less than 1 ft are used, erosion after construction must be avoided so sufficient soil covers the porous media. d Based on 3:1 side slopes. On sloping sites, (J) will be less if 3:1 side slope is maintained. 248 the top soil . It is only in the more slowly permeable soils where addi- tional basal area is required, and a conservative design may be appro- priate for these situations. TABLE 7-10 INFILTRATION RATES FOR DETERMINING MOUND BASAL AREA (4) Percolation Infiltration Natural Soil Texture Rate Rate min/in. gpd/ft Sand, Sandy Loam 0-30 1.2 Loams, Silt Loams 31-45 0.75 Silt Loams, Silty Clay Lo4ms 46-60 0.5 Clay Loams, Clay 61-120 0.25 d. Effluent Distribution Although both gravity and pressure distribution networks have been used in mound systems, pressure distribution networks are superior (4) (24) (25). With pressure distribution, the effluent is spread more uniformly over the entire absorption area to minimize saturated flow through the fill and short circuiting, thus assuring good treatment and absorp- tion. Approximately four doses per day is suggested (25). The design of pressure distributed networks is found in Section 7.2.8. e. Porous Media The porous media placed in the absorption bed of the mound is the same as described in Section 7.2.2.3. f. Inspection Pipes Inspection pipes are not necessary, but can be useful in observing pond- ing depths in the absorption bed (see Figure 7-6) of the mound. 249 • Example 7.1: Calculation of Mound Dimensions and Pumping Requirements Design a mound for a 3 bedroom house with the following site conditions. 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. Slope: 6% No bedrock or impermeable layers Step 1: Select the Site. The mound site should be selected prior to locating the house 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 fgr 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 ft 1.2 gpd/ft2 Step 5: Calculate Absorption Bed Dimension. The bed must parallel the site contour. Since the natural 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. 375 ft2 Bed Width (A) _ - = 5.8 ft or 6 ft 250 a Bed Dimensions: A = 6 ft B = 65 ft 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 ( I) : 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 (J) = (mound height at upslope edge of bed) x (3:1 slope JS reall� (F) = [(D) + (E) + (G)] x (3) = (1.0 + 0.75 + 1.0) x (3) = (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) 2 251 1.0 + 1.4 + 0.75 + 1.5J x (3) Z = (3.5) x (3) = 10.5 ft, or 11 ft Basal Area Required = (B) x [(I) + (A)] 450 gpd = 1,800 ft 0.25 gpd/ft2 (I) + (A) = 1,800 _T9T- 1,800 7F 1 ,800 = 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 Mound Length (L) = (B) + 2(K) = 65 + 2 (11) = 87 ft Mound Width (W) = (J) + (A) + (I) = 8 + 6 + 22 I = 36 ft I,I 252 Step 7: Design Effluent Distribution Network. See Section 7.2.8( f) . 7.2.4.4 Construction i a. Site Preparation i Good construction techniques are essential if the mound is to function properly. The following techniques should be considered: Step 1: Rope off the site to prevent damage to the area during other construction activity on the lot. Vehicular traffic over the area should be prohibited to avoid soil compaction. Step 2: Stake out the mound perimeter and bed in the proper orienta- tion. Reference stakes set some distance from the mound peri- meter are also required in case the corner stakes are dis- turbed. Step 3: Cut and remove any excessive vegetation. Trees should be cut at ground surface and the stumps left in place. Step 4: Measure the average ground elevation along the upslope edge of the bed to determine the bottom elevation of the bed. Step 5: Install the delivery pipe from the dosing chamber to the mound. Lay the pipe below the frost line or slope it uniformly back to the dosing chamber so it may drain after dosing. Back fill and compact the soil around the pipe. Step 6: Plow the area within the mound perimeter. Use a two bottom or larger moldboard plow, plowing 7 to 8 in. (18 to 20 cm) deep parallel to the contour. Single bottom plows should not be us- ed, as the trace wheel runs in every furrow, compacting the soil . Each furrow-should be thrown upslope. A chisel plow may be used in place of a moldboard plow. Roughening the surface with backhoe teeth may be satisfactory, especially in wooded sites with stumps. Rototilling is not recommended because of the damage it does to the soil structure. However, rototilling may be used in granular soils, such as sands. Plowing should not be done when the soil is too wet. Smearing and compaction of the soil will occur. If a sample of the soil taken from the plow depth forms a wire when rolled between the palms, the soil is too wet. If it crumbles, plowing may proceed. 253 ?.IAR 1 1 1497 11 HA T;,bE-PT. PRESSURE DISTRIBUTION DESIGN COMPUTATIONS SINGLE FAMILY DWELLING 8 WYMAN AVENUE SALEM, MASSACHUSETTS APPLICANT ST. JOSEPH'S CREDIT UNION 336 LAFAYETTE STREET SALEM, MASSACHUSETTS y}ti JOSEPH o J 'c\1 gTSERWATKA u Fc R� ` SS-ti_AL E4.. 4Y494'n DATE: 3n197 H.E.A. NO. 5219 HEA HANCOCK ENGINEERING ASSOCIATES, 235 NEWBURY STREET,DANVERS, MA 01921 # 5219 DESIGN DATA: DESIGN FLOW 132 *Gal/Day SOIL CLASS N/A PERC RATE N/A Min/Inch FORCE MAIN DIA. 2 SDR 21 PVC HAZEN-WILLIAMS COEFF. 140 *220 GALLONS/DAY-40% REDUCTION FOR COMPOSTING TOILETS = 132 GAL/DAY PUMP: MANUFACTURER: PEABODY-BARNES MODEL #: SE-411 HORSEPOWER: 0.4 PUMP CHAMBER: STORAGE VOLUME/DOSE 55.0 gallons EMERGENCY STORAGE 132.0 gallons VOL. IN PIPE RUN 4.4 gallons TOTAL 191.4 gallons DIMENSIONS LENGTH* 5.83 WIDTH* 2.63 DEPTH* 4.00 *INSIDE DIMENSIONS - .� ai ELEVATIONS / -'Q'`� INLET INVERT 93.00' Co SUMP 89.75 V OFF 90.25 ON 90.70 ALARM 91.50 STATIC HEAD: LATERALS ELEV. 97.80 FT PUMP OFF ELEV. 90.25 FT TOTAL STATIC HEAD 7.55 FT # 5219 EQUIVALENT LENGTH: FRICTION LOSSES IN PUMP CHAMBER: 1 2DIA 900 BEND 5.0 FT 0 2"DIA 450 BEND 0.0 FT 1 2"DIA CHECK VALVE 14.0 FT 1 2"DIA GATE VALVE 1.2 FT TOTAL LOSS 20.2 FT b ( 21.0 FT FRICTION LOSSES IN PIPE RUN: 1 2DIA 900 BEND 5.0 FT 1 2DIA 450 BEND 2.5 FT 0 2DIA 22.50 BEND 0.0 FT 0 2DIA TEE 0.0 FT 27 LENGTH OF RUN 27.0 FT MISC. PIPE 2.7 FT TOTAL LOSS 37.2 FT b 1 38.0 FT TOTAL EQUIV. LENGTH: 59 FT [USE 60 FT] FROM ATTACHED PUMP CURVE: 41 gpm @ 19.5 TDH TIME ON: 1.3 minutes DISPOSAL FIELD NETWORK COMPUTATIONS SYSTEM VARIABLES PRESSURE DISTRIBUTION LATERAL FLOW LATERAL INSIDE DIAMETER 1.00 ORIFICE ORIFICE SEGMENT LATERAL LENGTH EACH LATERAL 16.5 NO. FLOW GPM VELOCITY FLOW NUMBER OF LATERALS 4 (GPM) (FPS) (GPM) MANIFOLD INSIDE DIAMETER 2.00 5 1.55 3.16 7.74 MANIFOLD LENGTH 2 NUMBER OF MANIFOLDS 1 FORCE MAIN INSIDE DIAMETER 2.00 MINIMUM SYSTEM FLOW= 30.95 GPM FORCE MAIN LENGTH (W/ FITTINGS) 60 ORIFICE SIZE 0.25 ORIFICE SPACING 3 LATERAL RESIDUAL PRESSURE 4 LATERAL ELEVATION 97.80 PUMP OFF ELEVATION 90.25 HAZEN-WILLIAMS COEFFICIENT 140 PRESSURE DISTRIBUTION SYSTEM CURVE COMPUTATION SYSTEM MANIFOLD LATERAL FRICTION LOSS FRICTION LOSS FRICTION LOSS STATIC DYNAMIC FLOW FLOW FLOW FORCE MAIN MANIFOLDS LATERALS LOSS HEAD (GPM) (GPM) (GPM) (Hf/100') (Hf) (Hf/100') (Hf) (Hf/100') (Hf) (Hs) (TDH) 20.00 20.00 5.00 0.97 0.58 0.97 0.02 2.19 1.44 11.55 13.60 25.00 25.00 6.25 1.47 0.88 1.47 0.03 3.31 2.18 11.55 14.65 30.00 30.00 7.50 2.07 1.24 2.07 0.04 4.63 3.06 11.55 15.89 35.00 35.00 8.75 2.75 1.65 2.75 0.05 6.16 4.07 11.55 17.32 40.00 40.00 10.00 3.52 2.11 3.52 0.07 7.89 5.21 11.55 18.94 45.00 45.00 11.25 4.38 2.63 4.38 0.09 9.82 6.48 11.55 20.74 50.00 50.00 12.50 5.32 3.19 5.32 0.11 11.93 7.88 11.55 22.72 55.00 55.00 13.75 6.35 3.81 6.35 0.13 14.24 9.40 11.55 24.88 60.00 60.00 15.00 7.45 4.47 7.45 0.15 16.73 11.04 11.55 27.21 65.00 65.00 16.25 8.65 5.19 8.65 0.17 19.40 12.80 11.55 29.72 70.00 70.00 17.50 9.92 5.95 9.92 0.20 22.26 14.69 11.55 32.39 PERFORMANCE CURVE I SECTION 1A Series: SE ,0.4 HP, 1750RPMPAGE 3 _ Manual & Automatic DATE 5/94 REPLACES 7/93 TOTAL HEAD MTRS FT 3( - i+_1 I I I STANDARD IMPELLER SIZE ff Pump HP Imp. Dia. 11111—JJ L 0.4 5.44 8 — 5.44" 25fill 144 7 — –5.00" --� 20 t -- _ — r I FT Ll 5 — 4.12' 1S I 4 I I 3 — 10 _ 411 11 it-1111 1 2 U.S. GALLONS 25 50 75 100 125 150 PER MINUTE LITERS 1 2 3 4 5 6 7 8 9 PER SECOND 4 i GP4�E p A Testing is performed with water, specific gravity of 1 0 @66' F, other fluids may vary performance CRANE PUMPS & SYSTEMS �/'� SS Baines Pumps,Inc Barnes Pumps Inc 1h� Distributor Sales&Serv'ce Dept Bid-To-Spec&Piojeu Sales 420 Third SheeVP O Box 603 1485 Lexington Ave , '#; ,{—A Pipua.Ohio 45156-0603 Mansfield,Omo 44907 2674 Ph (513) 773-2442 Ph (419)774.1511 Fa. (513)7732238 Fax (4191774-1;30 I CHAPTER IX — HYDRAULICS FIGURE 37 — RESISTANCE OF VALVES AND FITTINGS TO FLOW OF FLUIDS Note. Head loss through check valves varies with types manufactured. Consult manufacturer for correct values. Example: Che dotted line shows that the resistance of a 6-inch Standard Elbow is equivalent to approximately 16 feet of 6-inch Standard Pipe, o o Note: For sudden enlarge- Aments or sudden contractions, Globe vale.ou<n _ use the smaller diameter,d,on care vab< x�J Cloud the pipe size scale. an '. r-- ti cloud -20M Fvlly 0,r, _IOJI -50 38 - -$00 42- - gngieal+u standard Tee _ 36- 3 24 - Square Elbow - 22—.— ill-- 20 _ )00-sw�rtg Check vah,'.Z7111 n-- -I- �-- Fviiy 0,1ri ) _-I _ _ ii-- I 6.0.Eason« _-50 - Close Rewrn Bend -1J Sudden 6nta,i;ncos - 'dl0 4 •-6�_ _ - r-^� d/0 - , 0 - - tri1-11Ji —JID - j 5 --g Standard Tn I hrough Side Outici C _-L_. _5 = a - 10-� I I o,duna, 6,,anee _} } Sundard Elbobo-w--ti�-,ou of l t 2 — TttrcducrJ'e \\\\ t` J10 --- \ledmm Sweep E.- d/0 1, 0 5 run of Fee redue.J - -- 03 =I Ik -- tong Swee,Elbow runo(SI...f,,d 1era —. — 01 - 05 I BARNES SUBMERSIBLE NON-CLOG PUMPSSECTION 1A PAGE _ 1 Series: SE, Manual & Automatic 1-112" Spherical Solids Handling ( REPLACES 7/93 Specifications DISCHARGE: 2" NPT, Vertical LIQUID TEMPERATURE: 104° F Continuous. VOLUTE: Cast Iron, ASTM A-48 Class 30. MOTOR HOUSING: Cast Iron ASTM A-48, Class 30. SEAL PLATE: Cast iron ASTM AA8 Class 30 - � IMPELLER: Design 2 Vane, Open,With Pump Out Vanes On Back Side. Dynamically Balanced, ISO G6.3. Material: Zytel 70G43 Nylon, Glass Filled. SHAFT: 416 Stainless Steel. SQUARE RINGS: Buna-N HARDWARE: 300 Series Stainless Steel PAINT: Air Dry Enamel. SEAL: Design: Single Mechanical, Oil-Filled Reservoir, Secondary Exclusion Seat. Material: Rotating Face -Carbon Stationary Face -Ceramic Elastomer- Buna-N Hardware - 300 Series Stainless CABLE ENTRY: 15 ft. Cord w/Plug On 115 and 230 Volt, Pressure Grommet For Sealing And Strain Relief. Series: SEA HP 1750 RPM SPEED: 1750 RPM(Nominal) tSE411 SE421 UPPER BEARING: 234 ) Design Sleeve Lubrication: Oil Load: Radial LOWER BEARING: THE BELOW LISTINGS ARE FOR Design Single Row, Ball SE411,SE411A & SE421 ONLY. Lubrication Oil Load Radial & Thrust co FileNo. LR16567 8 Canadian Standards Association MOTOR: Design. NEMA L Torque Curve. Comptetely Oil-Filled, Squirrel Cage Induction. U1' Insulation Class A_ I, Underwriters Laboratories Inc. SINGLE PHASE: Permanent Split Capacitor(PSC) File No. E142177 Includes Overload Protection In Description: Description: FLOAT: Automatic Models. Wide Angle, Polypropylene, 15ft Cable SUBMERSIBLE NON-CLOG SEWAGE SE411A& SE421A, Float wlPlug PUMP DESIGNED FOR TYPICAL RAW Attached To Discharge Piping, SEWAGE APPLICATIONS. SE411AU & SE421AU Float Attachee To Pump ON and OFF Points are Adjustable sample Speafications:section t Pages 13-14 OPTIONAL EQUIPMENT: Seal Material, Additional ®®� Gable and Cast Iron Impeller CRANE PUMPS & SYSTEMS Barnes Pumps.Inc. Barnes Pumps.tnc SW(M Distributor Sales 8 Service Oept 8M-10-Spec&Pro(ea Sales 420 third Street/P O Boz 603 1485 Lexington Ave \„151,',1:)} A Piqua.ON 45356-0603 Man, Ohio 449072674 Yi�..+� Ph (513)7732442 Pn 1419) 174-1511 Fax (5:31 %7.1-2236 Fax (411,1774-1530 i SECTION 1A ( PAGE 2 4TE 5/94 j IxEPLACES 7/93 SE411A & 421A SE411 & SE421 (Less Float) 5.32 -1.56 120° Pumping 9.00 Differential 1 I f 16.00 1.3 0 3.$6 r-u2'a'-"-f°y i7.72 UO I 4.00 U U SE411AU & 421AU � 10.75 --- :7 .00 -5.32 - 1.56 120° 91 Pumping Differential o - 86 3.86 1 \ 1 16.00 0 + u 7.72 ( 4.00 11 � MODEL PART HP VOLT PH RPM NEMA FULL LOCKED CORD CORD CORD NO. NO. (Nom) CODE LOAD ROTOR SIZE TYPE OD AMPS AMPS SE411 068701 0.4 115 1 1750 A 10.0 19.0 14/3 SJTOW-A 0,390 SE411A 082215 0.4 115 1 1750 A 10.0 19.0 1413 SJTOW-A 0.390 SE411AU 093193 0.4 115 1 1750 A 10.0 19.0 1413 SJTOW-A 0.390 SE421 082.089 0.4 230 1 1750 A 50 95 1413 SJTOW-A 0.390 SE421A 093194 04 230 1 1750 A 5.0 9.5 1413 SJTOW-A 0 390 SE421AU 093195 0.4 230 1 1750 A 5.0 9.5 14/3 SJTOW-A 0 390 Mercury Switch on SE411A& Mechanical on SE421A. Cable 16/2, SJOW-A,0.320 O.D , P1ggy-Back Plug, Mechanical Switch (SE411AU & SE421ALI), Cable 14/2, SJOOW-A(UL), SJOW(CSA), 0 370 O D. IMPORTANTI 1.)OQNQZ USE THIS PUMP TO PUMP FLAMMABLE LIQUIDS 2)THIS PUMP IS APPROPRIATE f OR LOCATIONS CLASSIFIED AS DIVISION(1 3)THIS PUMP IS NDJ APPROVED FOR USE IN SWIMMING POOLS.RECREATIONAL WATER WSTALLATIONS,DECORATTVE f OUNTAINS OR ANY INSTALLATION WHERE HUMAN CONTACT WITH THE PUMPED FLUID IS COMMON WHILE THE PUMP IS RUNNING 4.)PUMP CAN BE OPERATED DRY FOR EXTENDED PERIODS WITHOUT DAMAGE TO MOTOR ANDIOR SEALS uN1NE PUMPS & SYSTEMS " Dames Pumps.Inc names Pumps,Inc Distributor Sales 8 Servax Dept nOrd-Toames Spee s Project Sales 420 Third SVeet/P O Dox 603 "a" Lexington Ave Piqua,Ohio 45356 0603 Mansfield.Oha 44907-2674 Ph 1513)7732442 Ph (419)774-1511 Fax (513) 773-2238 Fax (419)7741530 1 BARNES 0ALARMS SECTION 6A Watt Mounted PAGE DATE 7/7/93 REPLACES 110/85 Specifications: 061486 High Water Alarm includes stainless steel wall plate -- , with red jewel light and one mercury level control 9 with 10 ft. of 1812 cord. ---— 2.75 0 o- 2 HOLES FOR T 632 x 114 3.81 SCREWS 0 4.25 P/N: 061486 1 FOR INDOOR USE ONLY. 061487 High Water Alarm(Solid State) includes stainless i a o { steel wall plate, audible and visual alarm with silencer button and one mercury level control with 10 ft.of 18/2 cord. 4.56 -1 I o o { i I -- n— —n- 3.28 a C) 4.50 P/N: 061487 FOR INDOOR USE ONLY. U----u-- CRANE I PUMPS& SYSTEMS Barnes Pumps,Inc Barnes Pumps,Inc, Distributor Sales&Service Dept Bid-To Spec&Project Sales 420 Third Street/P O Box 603 1485 Lexington Ave Piqua,Ohio 45356-0603 Mansfield.Ohio 44907-2674 Ph (513)773-2442 Ph (419)774-1511 Fax (513)773-2238 Fax (419)774-1530 V i BARNES®MERCURY LEVEL CONTROLS SECTION 6C Pipe Mounted & Suspended PAGE , 47 j DATE 7/93 REPLACES 7/92 Specifications: a CABLE: Material. 18-2 SJO W-A,41 Strand x#34, 90°C Size: .29 Dia. x(See Chart for Length) HOUSING: Material Polypropylene Cotor. Normally Open-Blue, Normally Closed-Red CLAMP: Adustabie 1"-3"Stainless Steel with Polypropylene Saddle. (Models 073613, 073615 and 073617) WEIGHT: Suspended, 2.25"Sph. lead weight with Adjustable stainless steel fittings (Models 073612, 073614 and 073616) TEMPERATURE RATING: 60°C SWITCH: Mercury, Narrow Angle , Horizontal SWITCH RATING: 4 5A @ 115VAC RES 2 25A @ 230VAC RES Pipe Mounted: Description: P/N's: 073613, 073615 & 073617 The Mercury Level Controls are available in either a pipe mounted or suspended configuration with 25 to 200 feet of cable on P/N's 073612, 073613, 073614 & 073615; P/N 073616'with 15 feet '(use 073612, for longer lengths) P/N 073617 with 15 & 20 feet They are pilot duty devices which control the function of motor load devices, such as contactors, motor starters, and power relays, to automatically cycle a pump or pumps. They can also be used for alarm signaling devices. Two Mercury Level Controls for a one _ pump operation;three for a two pump operation. If an alarm device is used, add another Level Control LEVEL CONTROL SELECTION CHART Control Cord Type Contacts Number Length Installation 073612 25 to 200Ft. Suspended Open Suspended: 073613 25 to 200Ft Pipe Mounted Open 073614 25 to 200Ft Suspended Closed P/N's: 073612, 073614 & 073615 25 to 20OFt Pipe Mounted Closed 073616 073616 `15Ft. Suspended Open 073617 15 & 20Ft Pipe Mounted Open ULS ITT State card length at time of ordering CRANE PUMPS & SYSTEMS Harries Pumps. Inc1 Barnes Pumps Inc Distnbutor Sales 8 Service Dept 64-To-Spec&Pra!ea Sales 4?0 Third SheeVP O Box 603 1485 r exington Ave Piqua,Ohio 45356 0603 Mansfield.Ohio 44907-2614 Ph (513)=732442 Ph (419)774-1511 f ar (513) 774-2238 Fax (419) 774.!530 t SECTION 6C PAGE 48 DATE 7193 REPLACES 7192 r TYPICAL SIMPLEX WIRING SCHEMATIC L1 t L1 ON L2 Y OFF STARTER —{I- COIL AUXILIARY CONTACT TO MOTOR A- TYPICAL ALARM WIRING SCHEMATIC L1 120V 60HZ F3N 4.50 SILENCE enrrrEn a>..vs..+c 1 �- -----° °—3 E2 R> ALARM CONTACT' —� ALARM LIGH " (MINI-FLOAT) -.�-2.88-�•-� R R1 I E, 2 AUDIBLE ALARML TYPICAL PIPE MOUNTED INSTALLATION: General Comments: MOUNTING OR 1. Never work in the sump with the power on. -- DISCHARGE PIPE 2. Attach the Level Controls to the mounting pipe or the pump discharge pipe. The"off'Float should be below the"on"float in a"pump out'application. 3. Arrange the Level Controls so they do not tangle or hang up. 4. Insert the hose clamp through the two slots in the pipe/cable clamp, circle the discharge pipe "ON" FLOAT with the hose clamp, feed the end of the hose - clamp through the screw and tighten. 5. Measuring the difference between mounting points given the"pump down"differential. DIFFERENTIAL Important Notes Mercury Level Controls are pilot duty devices They cannot be used to directly power 3 tai j%+KE.j E pump motors Also, do not use Mercury Level Controls in gasoline or other combustibles. Mercury 1 level control are compatible with intrinsically safe "OFF" FLOAT relays CRANE l PUMPS & SYSTEMS Barnes Pumps.IncBarnes Pumps,Inc Dstributor Sates&Service Dept BrdJc,-Spec&Protect Sales 420 1 h¢d Street7P O Box 603 1485 Lexington Ave Piqua.Oho 4535611603 Mansfield,Ohio 44907-2674 Ph (513)7732442 Ph (419) 774-151t Fax (513) 773-2238 Fax (419) 774-1530 69%67;1997 ^ 14: -6 5657626218 DANVERS SAVINGS BANK PAGE 01 Data Number of pages in.ClUBing Cover sheet PLEASE CALL IF TOTAL NUMBER OF TO: � -�. PAGES ARE NOT RECEIVED FROM. A7`rN; �� ©GlYil ?L� JrQ SENDER C "-"L.) c Gq l Phone � --� � Fdx Phone U5 Phone P2 V 3 Fax Phone -12 p Com: REMARKS. ! urgent [ For your review Reply ASAP C] Please Comment REMARKS. d SPECIAL. INSTRUCTIONS: kiAR 1 1997 v G?TV Q=;•ALEtVI FLAL-I H CO PT. THIS E ,AGE IS IMND FOR THE USE OF THE INDMDUAL OR EN=- TO WHIG ffF RES9EI3� AND MAY CONTAIN CONFID NTLAL IN ORMATION THAT IS PRM FnEl3-C^NFIDEkMAt AND -MPT FROM DISCLOSURE V.NDER APPLICABLE LAWS. IF THE READER OF THIS M S AG 'I&NOT THE N Tg HE INTENDEQ BECIPIE YOU ARE HEREBY NOTIFIED THAT ANY DI a MINATION DISTRIBUTION. OR COPYINQ OF THE COMMUNICATION IS STRICTLY PROHISME,{t IF YOU HAVE RECEIVED THIS Ills- AGES IN ERROR. ELEASE NOTIFY ME IMMEDIATPI Y BY TELEPHONE AND RETURN THE ORl IG NAL THANK YOU l 'Va,gy 'c - # ' • w 4cy, ct'�'� �"a'�R'� i �. '.di.Arris{•.±-3a�`�T,-e+»....,....«j�.t�h.,�.r�a a {�•+� rs n " II. O "A" . �� !may " �8 � � °k ?� z� A /" h ,.r' {< gi pry $ x2�,,P�s(, •ly.q °FS 'YtP N rq Trh� � "�ys`, Y�P bT`�J p° -k -• '+'�� i} T�p. � fti f}y SSyL.,,,y,> r,u,�,. ',a• T..?,�f" .: ' �' Ya"$ te ' `#`* .k's ^fsa �!�y " i`.'{"! ""*�. 5._ V7 . V14yr'; •' �•.!Ml4 'A,< y'.e 'A 7V F •;' ^.,�(* M1.,i... µ } e1 >!.' {^ }✓' F ""fin_-�.•.Y'.:f^' {RIA7 54i4:r.�.+;':-"'k; •,x. a4 A,: A,>E..�''-.,ds-�z'fL. K 7���j '®$�� s ` '?'"�? .,..,..Y;x:.. -. �. ..s,.. 9i. rr' . Y" •"J,k:• iT3�t;. 5,'�r .y�-^rtrp,.t!„A .n.3s+,Pr•,S�• � trAPh�N�VA.'17 �•�®O -. j .. *.� r. 5 .. �:4 1�}^ ;fA•Y 'r'4.<"4� �k R,-S.'` "c s� 5 n. <w�. ',�'r�aad.,'FR' •'fi:,,t +F ✓"',b'' 'x `:General General CoaaCTai•. # a °3 ,.r "t'S't aa•ec +_ ` ` `" ;.� i!`,' .. Ya ,5 '.t w`Y`..e .<FJ ST.`�`�,! ;y ,yy{ y. . P; ,Cfp•,'. T.e.` 4•y< i^ •t� 51'v ' ^:<': ..hsr�,i§": 3�. !. .'. ;+q' '' .r°. e;iaitL�':�. `.�•� ..,,,, F .z. , ]March 6, 1997.' • g< or�m,',['filYi�'.�.} �}�d'�'��"!m .T 1�.�^ E s"�+ . Jl - ., �. l' , ~ti�5�14�,"_,d r.'}-. 1'. .1..n' Nvr+Aa .`+.e.f �;��Yl,,�,'�. . ��M1,.%�• `� � . 4 J , 'Ms,Joanne Scott Deliar_tment o:OBoard ofHealtb' ' 9 2rorth Street - » nt'`!$jJaLeIIl`'MF. ., -'�°"'-3,F+frv�,�,rtsr., - . y,..,y;il�i.•y�.�}p�,p•Vti`.:. ��. h ,' >:.-t,-';':.:.,, .,""' - '- , f ,y-em. a"k-:k; � . . iH.,45`•.W�"R�.a t' . - . ....F .. w- ' 'a.?s}'yz'. p 'T,�_r4F' a.F' } „i t f, P•�l::�, .' �. ai a. 5. ,' w k• �..t .. -..h ` .. . .,a$~,YA','•d?�gj�.�3'ta 4P- s y'.,. . .:A•.:Y .n{' , = Dear?oanzie �`� at p ,es.•.n�_•.,,-of «•"t.. f =Cwsed is a copy o£tbe con Uact/agiee went which I have F d to attorney Duane Smith who is - — fenre eutiag Pat Miller in this matter, t)lso a copy has been Faxed to Ray L.aWrchia rep at St Joseph's Credit union. These contracts are being sent out so everyone is in understanding on what is going to be the proceedings in this matter so we bring this matter to a close. we thank you for your time and `understanding in this matters, ' ou y Thapk:y again; �'> ..,��Y"" r4 to .. . ,it ;.iii.kn,,. ,/ ti ,• � P e - -.+^ywhH .d.: r .. :r:tr .` f _' . rx+ .. ='�i ,.«..^,s••y',,.k�T,.;�';a-=`�..:."°"s•'s?'� .. �'.._ n;{. {=!,-dr',xr. -,.; , 4 5 Richard 0 Kobiersla Tel: (508)774-7383 Pagee,,(508)'69 ;` ,a f 0-4089, "`�' ��sA' �+ K ' _yy tY ', ". '+'t '+.,)..+r""+1�'."�'a;? .�, ,;ti,�`r^tea•F. '�,.' ,p „^�•'.� r . - :Hw. - �. .w9Y7 `r,".•.^`.Ve� ,y'v^•%..` ti'i°-hSt�';` `":W .: ,+ny, ., .. —4 RVO `J'�-kn"t.•.,wr�"r'3s: a syk '` 'r. cv iK' f 3LQ7/1'997. 1'4: �6h' .50,37626218y " � r,: ,•;DA VEPSj�SAV•INGS-3ANK'�°:. `� ;e. '•':� 4•PAGE'' 69.t�rt'" ," C. I? y+, � nt z�a++, � A Y,, t•' _� � 1S r i r9 � � '' $'.• a�i, � Mti'+^t��,,.*�h,r{• �,�i.�e�,a ' .4.^Grua.�a a i .+,yny i n-_ ��vJ n rry$, '1i't�T_,'Y��?,}� .�h a�4 �k✓ y,�sa�x�`xzp -rdl tit` "•i� a [A� .�z��„'�i � ai�� Srgt '' � " zb'v, �txr=�T �k'° �z �•.ski•. z. 6 '"$"t '' 'i.j.!4`�•e��a° '�f -.z,�^?� #d. '�• r�< tY'7'b . ly,y ,{ S "d �,,'°I^ 34. .>t;+ t •` 'yyty' G r;` "''�„� z .+., t - •h rF. k "$ �.`�s -.. �v 'f'' -WI, - • S d i a? L« L Y'v1 � f 3�� r� y L'�' i�' �. ��••••" r'L^�F'S' g s i• i e b �: �� =''4' �„A , � '� ia � }s Ax .n 'x �. - v l {` - ♦��y} ���py `yl.yY`Aw 8 �c-;�J. - ✓F dw-,; �i ` ', h °VY�.Aa�.�®fi/A��l,l�KF.1��Ci�2O�-�'c'x'',73h:V�''R•ri Y�#ts`«,qpfi y, '\ lN+w- b 4r N. A - ry ,& erai oat µ r��Ir.��C ffN°•t¢.t*y� F- Sr,.�C`✓'y. .�. s,t y}, �yy } • .Sy Cu°:<:Si.,.. K .�s4AC ',°S:,+r'H"" 4'v' 4�','�"�j'�S ����af��+a,� 'W.q -�y�'�.� �,a v♦'�Hva]d�. �a�fiar 'n_C �j ^hS;T{�i a";x,`_µ..,4:yP'TIY u x^�+i4v�':ktt Y .¢ ,�,. 9 • s. '4 q$, «�, da . ry„ �¢. 1t.STM: ,..,. {r• r ' - i as"M r' ^'� ,� MYi^ =..°3i a4 Y -. . "�'y;',1vi.8YCl 6 '1997#"k�'"`•- ']?�` �t'3x a" ;&• .ir^ �'. •<.y � _ ~'", ' Its X.4 •R,y :; a t t.yr "s,�§ate ! 5"'P9 x t # u. i'v ._ .;, t -?^t , 4 k, P.Un-. uane Smith`[.Attorney y" ;.'t i, t,•k '-w Attn:xZay Lalvlaecbia-%Rep-Sti,7osepbs Credit Unior.. CONTRACT OF AGREEMENT � 4 ,;fit, + �� ^PS Y3u 4.f,'�K 4u d '.11-., ♦":. A,y,n"{f'..L•� t ',:,,,.e „� ',�" :'i•L"'' m -„.�.'w�..�..y. +,,"�'�.,�'.` .'"�,.`t,'�,'J'-"'";.. . ., r y .s 3,..+a�'�l.'d°E";`<.�o-.$..�. ,.;.a,'.b d-�� a .s;•},«'_ ,.� ,t " ( onalloTdall pieIdthzs cacfgrantdugtlioes owed r performg instation f the`newk 1 -6 ,` ., septic sypiervs at Bight:Wynian A'veni,�Salam;MA;tin igreement and compliancewith the local Board.of,,_ ;.✓.,;, Health and TITLS.V..Constraction-of the septic system will coiaply with the plans from Hancock n Engineering. •We,will perfornith-Work-a:-ompi:e. andmi =Wane fo the plaus:provided:"'n x agreement,=we will also need a deposit of$8,500.00 before vve are to engage is any world.The remaining y` balance of^5,600.00 is to be paid on completion of this project as in agreement of the local Board of Health.'When the septic system is completed and the local Board of Health is in agreement that the work ^ . has be.compl_eted as in'accordance to the plans,we will receive the last payment. S . P1�a undeistand this is a must to insure us payment for completing the work asked.We guarantee the r} 11 � cansttuctzon of this project will start mtmedi�iely r toeal Board of Health approves the plans.'Work c 'J willstart no later than 3/14/97. = ° �. -a. i. d.'-ryr,.. ',¢: �°'�� �: '� , s,Mttt.�.g:rt•r>., . ..n `- . �' t?`w'' .p , -. . �i<t. c: 5:' _ ': ¢,;'T•�'- 9 N mk `$.ab” ..''x tlaFu ,.•+F,�. ''�''" ..' i .Y . r: �¢;6asi;4+-'". : •'Qi`$.i4'w"'`��'�. // . -•'t r1[/.Y _�. ,a., t. •x. ^ ::;��.-rT`�`y;�," - lticbard'G.K0 1-.,-kt , 4 ;;:' "•Pager: (508)68U=40.8J;9. .z � .'�4 { 1 ' SignedDated: Duane Smith Signed: -^ _ r .V:.Ay•.' a< 4,i+, ,.' Dated: r"; Ray LaNlacchia 'r:, * i, 2 ::.` •,- T . ,t a, f,» MHv+�. r.lT ZJ ✓ JYh S''2 "flP M • w .n4N 4 4':lri,i �b q _ s• !. 'ri ..- -o. .�Wsi e.�.f'f�,`y 1k _ 'A' _ .{i� f^`.`�yH:s'rp fyw`y.,' T�'. .•lY - w i ,.,^' rt -�'k • ♦ e .. _ , . .! N',x t lbw. �•. k S Y �' es � '. .rt'Sy •6:S♦ - f t x ♦yrnvi .,{•- ry, • i .•,r '' `' ♦ 1- -r .;. t Y•' r,M1♦ -,-+p•:^v.'P'+-....x, ....,.T^I^s.',Ir+!'�^lmn.nt w•'rn•+.'vs� CIO CON87RUC7701V KEYNOTES- �d cop PLAN INTENT ELENA 77ON BENCH MARKS (NOTA CONSTRUC7lON SEQUENCE) �!„� THESE DRAWINGS ARE INTENDED TO ® DA 7ZIA1.• N.G. V.D. OF 1929 ^`<• oN" SHOW CONSTRUCTION REQUIREMENTS �vn `a°' • i.�r ^", 1 INSTALL •WISCONS/N MOUND. See Ma on P e s0-9t FOR A SUBSURFACE SE AGE DISPOSAL NO. DESCRIP170N EL. p 9 ,. SYSTEX� TOP Or' STONE BOUND 97.53 2 KEY NO DELETED. ,G� n , e^y� Q fitx ,. _Dr. `� . '�� C 3 , INSTALL "S£P770 TANK. J p 2. ` ,sj� L/ ' PUMP E71'/S71NG CESSPOOL. fILL W77H 6-/NCH MINUS CLEAN, GRANULAR SOIL 1. AL dip IYA 5 KEY NO 7r DELETED \ o LEGEND LOCUS .lI/1APsc4cE 1 ,J� 4 Q6 KEY NO1F DELETED C '7 � KEY N07F DELETED WYMAN A WE }DS7 DEEP SOIL OBSERVA 77ON HOLE - . LOAM AND HYDROSE£D ALL DISTURBED AREAS. �/ . ` tel' .` I i jo _ , • SP2 SOIL PROBE I! , AHK. e ` _ •` I `• ®GM5 GROUNDWATER MON/70RING WELL T NEW SEP T ` 9 ROUTF £X/S11NG BUILD/NG SEWER O - _ - ` i �.OHW o PERCOLA77ON 7EST f0 REMOVE EXIS77NG ABOVE GROUND POOL � 109.78' __ _ (_ , - OH , PROPERTY UNE ` CHAIN UNK FENCE r. STCINE WALL -- \ O POST & RA2 FENCE O S70CKADE FENCE ` ' ------ `` EDGE OF PA"ENT EDGE OF GRAVEL OR DIRT ROAD INSTALL COMPOS77NG r 1ZJ SPOT ELEVA170N !Ad TO/LET /N OWEZc/NG t.fl.t' 92 EL£VAT10N CONIlXJR n ' / LOT 2 IN7ERM/T7FNT S7REAM, ORA/NAGE D/ICH, A EA = ,6,50f S.F. OR EDGE OF SEASONAL PONDING AREA . SHORE UNE Aj ' • o LIMIT OF OERANO REPUCAT/ON AREA • p ---- .` _ ` Ol O UM/T OF 100-FOOT I4EILANO BUFFER ZGWE d . UM/T OF 100-YEAR fLOODPLA/N o-•;, \ � SURFACE RUNOFF D/REC770N �.... �` 9A_ •, g Fi, y LIMIT Or BORDERING VEGETATED WETLAND `• ^`�T /_` \V , (WITH FLAG NUMBER) - v, V 000. 9�s EDGE OF WOODS OR BRUSH (DRIP LINE) - - t•„ •' I" '' 2-L f0 OAK PROMINENT TREE, N0. L£ADERS%b/A./SPEpES � 2-L f0`0.1K 7 ROCK OUTCROP (LEDGE) SILT FENCE 4 �__. ._ . C aT - T��..�.^,,�_ r.:..... _ _:..•.• H,AYRALF. SILT CHECK La.a.a.a........, - ^` . 0 1` t/S --- - STONE RETAINING WALL CONCRETE RETAINING WALL 77MBER RETAINING WALL (!! z \ 100 100 ; BUILDING, LIGYIT, f S7EPS & OVERHANG i , S.''•. �• , 1 r 12" MIN. 18' MIN. ` w O:'rRPSAD WIRE avw ` T Ck ; £--O`x'y BURIED ELECTRIC POWER AND MANHOLE £- ` �= PROPOSED GRADE COVER COVER '- Q k T—{} BURIED TY'FPHOIE AND MANHOLE T--Q- ' - ,•c:j / �, %` �.m.�o fEhl�w.a FORCE MA/1V 2 k � EorroNl cF s7v vE _ 1 i` �' 9 6 EL ` 7,3 �O / ` t+ ' {} 'D-O STORI/ ORA/N, CATCH 8AS/N AND MANHOLE -tl s0-El Q r•.,:�. ,1YjN , ROOF DRAIN AND DOWNSPOUT w PERFORA7ED UNDERDRA/N UD E7l/S17NG ICRADE , ' p' ` BASEMENT FLOOR - 10 4 \ ws - WATER SERNCE (APPROXIMATE) i►s EL. 95.4t' �, Q `� iv„J , w -{ - WA 7U MAIN AND VALVE• w --�-. ESHGW EL. 94.3 j5 , C , - 95 - -- --- -- - - 95 -z ` Ly % ETRE HYDRANT , -L O T TELEPHONE BOX OT ® Q DOMES77C WELL UnUTY POLE WIN GUY C07- 040 tb-- o � , � � � k \ LOT 1 - ; z o �' AREA = 8,050E S.F. ,�/ ; W oe � v o^ to 90 90 s �� VARIANCE REO UE5T REGULA710N REQUIRED PROVDED 310 CMR 15.240 (5) MINIMUM DESIGN 2 BEDROOMS 2 e 3 BEDROOMS 310 CMR 75.104 (4) ONE PERC 7FST /N NONE (WISCONS/N MOUND) �n1 a 6 15 TI F24a' W C� f w al 17 \ \�`� PR/MARY AREA '.44 ? 310 CMR 15.212 4' SEPARA77ON TO 3' _ o 4. m A L1 ">” 5 A 4 o / r M h N N f^ n or cj/go�Id GROUND WATER L^ 310 CMR 15.240(1) 4' NA 7URALL Y OCCURRING NONE l� - I -OW PROFILE I b h( t W� p �/ ALE. 1"=10' BM 1 fi PERVIOUS MATER/AL (.Il 9 1 ���] SCALE 1`=10' (HORIZONTAL) � � � 7 Cit Y Of ."ALEhT 1=2' (V£R77CAL) =�-- -b ,Yrn cc, T-O W eTLA-e4 T) sr^,v� 7-o P/21 v� Wtc l_ DESIGN. ✓Bs I CER77FY THAT /N OCTOBER 1994, I PASSED 7HE EXAM/NA77ON APPROVED TAX MAP BLOCK LOT "�"� y ( � SEWAGE DISPOSAL SYSTE�/1 10 r BY THE DEPARTMENT OF ENVRONMENTAL PRO 7EC77ON AND THAT THE SOIL __ 1 ORAWN RC/7O 2 1 Pte' SHEET EVALUAI70N WAS PERFORMED 8Y ME CONSISTENT WITH 7HE REOUIRED L' En ineerin Associates 1 OF 2 TRAINING, EXPERTISE AND EXPERIENCE DESCRIBED /N 310 CMR 15.018 (2). -'"�°'y , /✓ g. oinsor+ 9 H•Sti, Ma ' SITE PLAN AND RROF/LE CHECKED: ✓✓S, 2 2 8 WYMAN AVE 235 SCALE. AS SHOWN ;-J � � VOICEN(50) 777---3050,URY STREET, PAX`(5 8)M774-7818 A. 01923 cIOB .. CERTIFIED SO/L EVALUATOR SALEM, MA NO �OSEPH SERWA 1KA �'��' �•� :` . . •`' ,. DA TE- . ' 316197 DATE- e77 -7 �'/-7 :J NO. BY , APP. DATE PENSION DESCRIP77ON ?j ivil Engineers, Land Surveyors & Environmental Consultants PREPARED FOR ST. JOSEPHS CREDIT UN/ON . „ n• a...v,.nx.,i._.,� •.. n [•J'...p.:.N' Y., r. T '11.. ,• I .s .- - , ,. r ., r -,. . . . , {f. . u Y , - I . .. .• ✓ � ... ."t" s - - .. • - - > - ., y r�-f-•..rrvw+s .. ,- ... ..,.ar. "^*••t'NT^".w+�^ww^wL u �1 1•t ,,, b� oP � GENERAL NOTES 08SERYA770N DESIGN FLOW 220 G.P.D. X 0. =132 G.P.D. (4OX CREDIT FOR COMPOS77NG TOILE 'y Fc`, ,IV � e, TUBE LOADING RATES.• BASAL - 0. GAL./bAY/pT.2 w►' t^ 0 G f. Locations of existing underground uti/lties/obstructions/systems shown hereon are �,y�t UNEAR - 4.0 GAL/DAY/L.F. C� •Chy Ca �a approxlmate only. Al/ utillties/obstructions/systems may not be shown. Contractor shall be Dis7R/Bu77t w � pF . h�wL n Et, SAND f7LL - 1.0 GAL.AAY/FT.2 �k �✓ 94 �` �C fir responsible for locating and protecting a// underground utilities/obstructions/systems, LATERAL �' � g° L C.l. FRAME&COIER IF ACCESS whether or not shown hereon. F/L7E7? O/STRISU 76W " A = 4.0 GAL.IDAY./L f.. / 1 GAL./DAT./f'T.2 = 4.0 FT n- 'K' MANHOLE RISER REQU/RED FABRIC LATERAL B = 132 GAL./DAY// 4 GAL./DAY/L.F. = 33 FT. ✓"- 2. Unless otherwise shown, o// new utilities shall be underground. BASAL WIDTH (A+1), A-1 = 4 GAL./DAYA.F• / 0.3 GAL.AAY117.2 A-1 = 13.3 FT. / = 9.3 FT. � " TOP (6" H-20)- TANK W10TH = 6 -6 f7LL - " D = GROUNDWATER AT 2.0'(M/N) - 0 = 2x D FILL- D 24 /N. MIN. 3. Contractor shall furnish construction layout of but7ding and site improvements. 7his =: ;;�;; •::' G •E = 12.5X SLOPE,• E = 24 (.125)(48) = 30" 118- WEEP HOLE work shall be performed by a Professional Land Surveyor. Property lines shown TOPSOIL a F = 9 /N. A_��,,,� ci /IE VALVE hereon ore approximate. P l' _ 11 " =r. G = 12 IN. t ,-3 NT 1 4. Safety measures, construction methods and control of work* sho11 be responsrbl ty D -H = 18 /N. " C ECK VALVE 4 1lur_„ {{Smcu,ewcluc�" xa - - lit. _ = 3 /A INLET of Contractor. 7jj',,�112(2 (24 9 12 /N. / 12 /N./FTJ 11.25 FT. 1 f-� IK = +30�t9*18) IN. / 12 /N./FT.J = 13.5 FT EVA170NS y MAX. LIQU/D " 4" D 5Contractor shall be respons/b/e for repair and/or replacement of any existing Improvements y". SLOPE EAL PIP£ TV �/ _ ( 0+9+12) / 12J = 12.75 fT (SEE BASAL W10TH ABOVLr) N7 f LEVEL=OURET /NV. I i damaged during construction that ore not designated for demo/ltlon and f or remowf PUMP L 33 FT. + f3.5 t 13.5 = 60 FT ALARM ON. 91.50 hereon. Damaged improvements shall be repaired to the satisfaction of their 14/2" AGGREGATE PLOWED W = 4' + 12.75 + 11.25 = 28 FT. � �- �; : ' ABSORP7701V AREA , Lx1YER ��ll _ respective owners. „ PUMP ON. 90.70A-INPER7ED u-SHAPm 5=8" Pipe BEzowstxu�7 urate 2 :¢'_7 ' 6. This plan is not intended to show on engineered building foundation design, which PUMP OFF. 90.25 SCH 40 PIPE TEE to would include detot7s and Ano/ elevations of footings, 'walls and subsurface OPEN AT TOP (T?P) " drainage to prevent interior flooding. See architect uro/ and/or structural drawings. : W/SCONS/N MOUND DES/GN CR17ER/A SUMP. 89.75 r,�, r4 •' '- • '• 7. An intended revision of the horizontal and or vertical location of Improvements to PIPE J`O 95-4•zs= $g 1 be Any as shown hereon shall be reviewed and approved by Engineer prior PtANP 12' 0" ' to implementation. ` 2" SDR 21 3 4" TO 1 f P. V.C. FORCE MAIN-11 PUMP POWER & HO/ST F B. Rim elevations shown for new structures are approxlmate and are provided to osslst 6 DEPTH OF STONE 12 Contractor with materia/ takeoffs. Finish rim elevations should match pavement, grading K 6 OF OF CONCRETE TO or landscaping, unless specirica//y indicated otherwise. ...... --------- --- - -- --'f - PLACED /N PUMP CHAMBER ______ __ ___ _____ 1 msµ/ 7 t0v1 l uor ser 9. Where existing utiity Tines structures are to be cut/broken down/ abandoned, I/nes/structures otJ ^ gt x41- i7 11 LOAD RATING.• HID shall be plugged/copped ril/ed in accordance with owner requirements 1 ,� n • 1 - -- ------ -•------- - ---- - 1 T �,1w S�'4 P ? µa Ve, e 2J MANHOLE RISER REQUIRED: YES IF YES, APPROX. DEPTH 10. All work on sewage disposal system shall be completed by a licensed "disposal works insta/ler". �•r fLoo� poly got.to5 T OF COVER OVER RISER RIM. '12 INCHES D1STR/BU77CW u., ala fL The issuance of a dsposal system construction permit or a certificate of compliance LATLh24L SALE > � u je w- 3J IF SIDE INLET OF SEP77C TANK IS USED, EXTEND INLET shall not be construed as to conformance with Anal architectural plans and zoning ordinance. ABSORPriGW G�tA� poop" PIPE TO INLET BAfFLE AT CENTER OF TANK,. 12 Proposed building foundation conriguration and location on the lot as shown are conceptual AREA � ' `` "' [4_7 WHERE UNDER OR ADJACENT AREA TO BE PAVED, COMPACT and shall be verified as to conformance with final architectural pians and zoning ordinances BACKRLL TO 95X PER ASTM D-1557. prior to construction. ' [51 UNDISTURBED SOIL OR SUBGRADE COMPACTED TO 95X 13 Composting toilet is to be installed as port of this design. ilwwl114-HOLES SPACED 3 'FEET SOIL 7ESTDATA ` 14. The contractor shall verify proposed building sewer pipe Invert and report to Hancock APART ON BOTTOM OF PIPE >✓�/500 GALLON COMB/NA TION SEPTIC TANK Engineering Associates prior to construction. 310 CMR (5.226, 15.227 15. All sewage disposal system components are greater than 400 feet away from surface water 0DIMENSIONS ( ) reservoirs and greater than 200 feet from tributaries to surface water reservoirs ' TYPICAL CROSS SECTION 16. The design engineer shall provide on-site supervision of the system installation. 8 D '' E F G H, I J I'• 'K Z -W NOT TO SCALE x' 4'-0° �33'-0"� 24" 30" 9" 12 , 18 112'-9"�11-3"113'-6"160'-0"�28'-0" EVALUATOR: JAMES SCANLAN & JOSEPH SERWA TKA ti W77NESS. JOANNE SCOTT DEEP SOIL OBS HOLE DS1 DS2 DA7E 9/16/54 8/17/96 1 ' GRADE EZ. 96.5 94.5 1 1. FIRST COMPARTMENT : 20OX DAILY FLOW = 264 GAL. - - , - £Sh1Gw£L. 93,8 94-.5 1 ops Ow ez ( _ 2. SECOND COMPARTMENT : PUMIP CHAMBER = 55 GAL. Bo7rtas+ £L 9110 J. USE: 1500/500 GAL., 2 COMPARTMENT TANK SI SEP77C TANK COMPUTA TIONS 0-32" TOP & SUBSOIL 32-42` VERY WET SILTY SAND/CLAY (310 CMR 15.223) 42" LEDGE '�ef4tgLP ? Lr5 tf+PoerAar REGULATORY NOTES LIZ 14rto� pE��P��*��°L�L 0-f0" Ap SL 10183/2 I. Contractor shall contact Dig-Safe for underground utility marking at 1-800-322-4844 10-24 - ®w L 10 41 MANY STONES at least 72 hours prior to commencement of any work. lzW TO SURFACE 2. Contractor shall coordinate and obtain alf construction permits required by P SAL A 'Vor4tc pr (a2ouA� DOSING CHAMBER VOLUME regulatory authorities is qga+� USS 1. FORCE MAIN LENGTH.• 27 FEET J. Contractor shall make himself aware of o// construction requirements, conditions, a`� • L)5" A S F54T-� o 0 P 2. FORCE MAIN DIAMETER.• 2 /NCH and /imitations imposed by permits and approvals Issued by regulatory authorities prior to commencement of any work J. FORCE MAIN VOLUME.' 4.4 GAL. 4. A# work outside of building that is less than 10 feet from the Inside face of buffding �o Pt-e4 -Tr-yr noijF 4. MAX. ' DOSES PER DAY 3f foundations shall conform with the Uniform State Plumbing Code of Massachusetts, 5. AVERAGE DAILY FLOW 132 GPD 248 OUR 2.00. f+) , 6. M/N. VOLUME PER DOSE 55 GAL. 7. EMERGENCY STORAGE REOUIRED (5.): 132 GAL. 8. MIN. TOTAL VOLUME REQUIRED ; BELOW INLET (6. PLUS 7.): 19 GAL. IMPOR7ED SOIL F/LL SPEC/RCA 77ON (310 CMR 15.255) 1. Imported soil M/ materia/ for system construction Al/ may consist of select on-site soA or imported soil. SEGMENT MA lER/AL �� DIA,0& SPEC M/N SLOPE 1• BUILDING USE : SINGLE FAMILY DWELL/NG � 1. NO. OF PUMPS REOU/RED: ONE 2. Imported soil All materia/ shall be comprised of clean, granular sand, free from organic matter BUILDING TO SEP77C TANK/hUMP CHAMBER 4 PVC SCH 40, ASTM D1785 1/4 �� 2. STA 770 HEAD: 8.6 FEET and deleterious substances. Maximum particle size shall be 2 inches. 2. NO. OF BEDROOMS : 2 ` PUMP CHAMBER TO WISCONSIN MOUND 2 PVC SDR-21, ASTM D2241 N.A. 3. TOTAL DYNAM/C HEAD AT FLOW 14.5 FEET o 41 GPM J. A sieve analysis shall be performed on a representative sample of the All. Up to 45X by J. DESIGN N0. OF PEOPLE : 4 weight of the rill sample may be retained on a 14 sieve. A sieve onayfs7s shall also be WISCONSIN MOUND 1 PVC PERFORATED SDR-21 ASTM D2241 N.A. 4. DES/GN fZOW : 33 GPD ERSON 4. SOLIDS HANDLING.- 1-1/2` MIN. performed c» the fraction of the All sample/P p p ao ssino the ,{4 sieve. Such analysis shall 5. TOTAL DAILY FLOW : 132 GALLONS 5. MANUF./MODEL (OR EQUAL) PEABODY-BARNES demonstrate that the materia/ passing the 14 sieve meets the fol/owing gradation: '[I] ALL PIPE SHALL BE PROPERLY BEDDED, HAUNCHED, BACKFILLED. ALL ✓OIN75 SHALL BE WATERTIGHT. SE411 Effective Percent 6. GARBAGE GRINDER : NO [21PERFORATIONS DOWN AT` 5 AND 7 O'CLOCK. MI 'L LSV Particle Size Passing Sieve P/PE SPE CIRCA TIONS FLOW COMPUTA 77ONS \ �,�, i .+� .� � DOS/NG COMPUTA 77ONS 1W�' �- ' f5 4.75 mm 100 0I� - I.^ X50 0.30 mm 10 To 100 (310 CMR 15.242) A�� "� �^- "`�"1 f100 0.15 mm 0 To 20 e (310 CMR 15.251) (310 CMR 15.255) ,F200 0.075 mm 0 To 5 �{ 1 �, '_ s - F0 f,;AR 1 1 1997 • - - - I;:_Af 1`r't¢-SIT . " DES/GN.• JBS __�� . . C004C SEWAGE DISPOSAL SY87EM SHEET DRAWN RC/TO Engineering Associates DETAILS AND COMPUTA 7701 /S 2 OF 2 A DINSION OF M.SA.. INC CHECKED: J,15 235 NEweURY STREET, DANVERS, MA. 01923 8 WYMAN AVENUE SCALE-.• AS SHOWN VOICE (508) 777-3050, FAX (508) 774-7816 SALEM, MA `10B N0. Q N0. BY APP. DATE RENSiDN-DESCRIP770N DATE 2/28/97 � I��97 Civil Engineers, Land Surveyors & Environmental Consultants PREPARED FOR: Sr JOSEPHS CREDIT UNION 521✓ „ ,�1 - - k - -- ------- - - - - -- - - - - - ,.,ln„.w-grn.r+-*-...,,... ...ww••.....-rv.e,....-..- �,.. .....�- .:..-..p e . .-•.._. ' -T-, ., . - . r .. _ .. - x , .. ._ ,. .. _ - . . . . .. .. - .. .. . , - - _ ._. - _.- .-=w+.nvr r ..rr- � ,.�.-�r_a.y�wbsvt!._...T"!^y!""*' CONSTAUC7�'DN KEY NOTES• PLAN /LATENT ELEVA TION BENCH MARKS r; THESE DRAWINGS ARE INTENDED TO (NOT,A'CONSIRUC7TON.SEQUENCE) . . . E I DA TUM: N.G. V.D. OF 1929 SHOW CONS7RUC770N REQUIREMENTS Lyn 1 INSTALL'{SISCONSYN•MOUND. FOR A SUBSURFACE SEWAGE DISPOSAL I NO. DESC?IP77ON EL. See Map on P ge 90-91 - SYSTEM. % KEYN0IFDET£TED. 1• TOP Oi- STONE BOUND 97.63 °^"� a. � ,�. , O,/NSTALL SEP77C TANK. I Z P Y =' PUMP EXISTING CESSPOOL. f7LL W1TY 6—INCH MINUS 15ALEM c O, 'CLEAN GRANULAR SOIL. I Kf•Y N07F DELETED I J ~ , r•• `� � . $ LEGEND LOCUSXIAPSCAL£•71a' c 6 KEY NOTF DELETED ` 7 KEYNOTE DELETED WYMAN ,q WE DS7 DEEP SOIL OBSERVA77ON HOLE 8 LOAM"AND HYDROSEED ALL DISTURBED AREAS. - O `\ I t to?___ O SP2 SOIL PROBE OP. 9 ;ROUTE EX1S77NC BUILDING SEWER TO NEW SEPTIC TANK. _ �` � � ^^ ®GM 5 GROUND W4 lER MONl7i�R/NG WALL O.. ' ' �\` ` ` <Oh l"� ..� / ` QQ PT6 PERCOLATION TEST 10 'REMOVE'EX/S77NG ABOVE GROUND POOL f _ 109.78' OH y#' -- — PROPERTY UNE -- — ^^ `,�\ 1 —x--*— CHAIN LINK FENCE ., STONE WALL --0 POST d RAIL FENCE O ❑ STOCKADE FENCE !! EDGE' OF PAVEMENT • , , y\ EDGE OF GRAVEL OR DIRT ROAD INSTALL COMPOS77NG 1J.J SPOT REVA77ON 1.13 / k ,`\ _I TO/LET /N DWELLING s2 £L£VA77ON CONTOUR 91 / GOT 2 ` `, / INTERMITTENT SIREAM, ORA/NAGE Dl1L'H, \\ OR EDGE" OF SEASONAL PONDING AREA _ . . . AREA = `,6,50� S.F. , - \ SHORE LINE —GO — LIMIT OF WETLAND REPLICA77ON AREA • O — f,;` O -- LIMIT OF 100-FOOT WE7LAN0 BUFFER ZONE O - --- __ - IN � LIMIT OF 100 YEAR fLOODPLA SURFACE RUNOFF D/REC1/0N \ � � ^hSOC` s Q3�� LIMIT OF BORDERING VEGETATED WETLAND Pie, \ \V (WITH FLAG NUMBER) \ ^ 9Ir 3 EDGE OF WOODS OR BRUSH (DRIP LINE) - --- �� Co, 2-L ,'0"OAK PROMINENT 7REF NO. LEADERSIDIXISPEC/ES 2-L 1000AK J \\\ / � ROCK OUTCROP (LEDGE) Oa ------- - S2 T FENCE CONCRE7T RETAINING WALL . . . . / F D,c -^ - - - 7IMBER RETAINING WALL - / ,j ? 100 ILDING, L16Hn 100 _ \�. .```. SUIEPS cQ tERHANG Y � y - -- CHW OVERHEAD WIRE DHw 12" M/N. 18" MIN. q - - e-- p°�' BUR/£D EL£07R/C POWER AND MANHOLE £ PROPOSED GRADE COVER COVER �` BURIED 7FLEPHONE AND MANHOLE T—!?- t 9 �` �aasfL�.00aw FORCE MAIN .• ,' --f' EL I. S7DRM DRAIN, CATCH BASIN AND MANHOLEDS DS O FO- d- ROOF DRAIN AND DOWNSPOUT RD— d— !' \\� EX/S71NC GRADE /O??' ; un PERFORATED UNDERDRA/N _UD r BASEMENT FLbOR 10 � 4 '\ »s WATER SER NCE (APPROXIMATE) ws EL 95,4f ` Q w - - WATER MAIN AND VAL VE w 04 ESHGW EL. 94 3 '. '. . 95 — —— __— —— - _ 95 ` / FIRE HYDRANT +^ / t 05-2 1 -- -- - ' �- _ _ OT TELEPHONE BOX ©T 3 �, �, Q DOMES77C WELL p ` - � Q) 4 \\ �� ` `� -" U77LITY POLE KITH GUY `�---" , . Zt p 0 L T 1 / O _ . W a `' AREA = 8,0501 S F. ^�/ � ' s � tQ Z, , N ° sa T , 90 VARIANCE REQUEST -- v , REGULA710N REQUIRED PROV10E0 r, 310 CMR 15.240 (5) MINIMUM DES/GN 2 BEDROOMS 3 BEDROOMS ` 310 CMR 15.104 (4) ONE PERC TEST IN NONE (WSCONS7N MOUND) , , PR/MARY AREA , t \` 310 CMR 15.212 4' SE�PARA7701V TO 3' ' O n - / obi Or rn rn rn `PLAN- / GRouNOWA7FR R_ 310 CMR 15.240(1) 4' NATURALLY OCCURRING NON . ` /—LOW PROFILE ALE. 1"=10' BM,�1 PER MA7ER/AL ;`� !°�'�7 y .- SCALE - 1"=10' (HORIZONTAL) GI!1� 1 1 1941 (VERTICAL) DES16W.• . VS I CERTIFY THAT IN OCTOBER 1994, I PASSED THE EXAM/NA77ON APPROVED TAX MAP BLOCK L 0 T ��®� SEWAGE DISPOSAL SYSTEM BY 7HE DEPARTMENT OF ENNRONMLNTAL PRO 7FC77ON AND THAT THE SOIL SHEET DRAW: RC170 EVALUA77ON WAS PERFORMED BY ME CON5I57FNT WITH THE REQUIRED 2 1 TRAINING, EXPER775F AND EXPERIENCE DESCRIBED IN 310 CMR 15.018 (2). EIIg1IIlE'OTlIIg ASSOClatOs S17E PLAN AND PROF/LE 1 OF 2 2 2 A DIWSION OF H.S.A., MG CHECKED: JJs 8 WYMAN AVE 235 NEWBURY STREET, DANVERS, MA. 01923 JOB VOICE (508) 777-3050, FAX (508) 774-7816 '. SCALE AS SHOWN CER77RED SOIL EVALUATOR SALEM, MA No, OSEPH SER WA TKA n DA 7F BY .APP. REVISION DESCR/PAON DATE.• 3/6/97 DATE �7'�'�� 'NO. ; �j lam .-c7� Civil Engineers, Land Surveyors & Environmental Consultants PREPARED FOR: Sr JOSEPHS CREDIT UNION 7 <%''• .,' � . : � : t GENERAL NOTES 9 06SERVA77W DESIGN FLOW.• 220 G.P.D. X 0.6=132 GP.D, (40X CREDIT FOR COMPOSTING TOILET) 1. Locations of existing underground utlYties/obstructions/systems shown hereon are jvgE LOADING RATES. BASAL - 0.3 GAL./bAY/fT2 approximate on/y. AI/ utiYities/obstructions/systems may not be shown. Contractor shall be LINEAR - 4.0 GAL/DAY/L.F. b/57R/91/77Av R)P SOIL SAND FILL - 1.0 GAL/bAY/F72 responsible for loccting and protecting a// underground utilities/obstructions/systems, 2ATERAL �. C.I. FRAME&COV/ER IF ACCESS whether or not shown hereon. D/ST7?19U770N A = 4.0 GAL./DAYA.Fr / 1 GAL./VAT./1:T2 = 4.0 FT. MANHOLE RISER REWIRED FILTER LATERAL B = 132 GAL./bAY// 4 GAL.IDAY/L.F. = 33 FT. " 2. Unless otherwise shown, a// new utilities shall be underground. FABRIC. BASAL WIDTH (A+1), A-1 = 4 GAL./bAY/L.Fr / 0.3 GAL.IDAY/FT2 A-1 = 13.3 FT. l = 9.3 Fr 4" TOP (6" H-2011- TANK WTOTH = 6 -6 3. Contractor shall furnish construct/on layout of buT/ding and site D = GROUNDWATER AT 2.0Improvements Thls FILL '(M/N.) - 0 = 2' SAND FILL; 24 /N. MIN. TOP 30/L .-': ;x',�.. ;.,_�r._ -: _ G E = 12.5 SLOPE,• E = 24 / (.125)(48) = 30' 1/8` WEEP HOLE work shall be performed by a Professional Land Sur�ynr. Property lines shown • _ - hereon are approximate. "' 3"VEN J _ , , n 4. Safety measures, construction methods and control of work shall be respansrbr7ity / E _ CHECK VALVE " - , ;. ••- 3 _ VE � •. I i� .�J �. " r_. of Con tractor: F 9 IN GATE VALVE' D ,. G 12 /N T H 1B IN. • , . ,�'"' „'� J = [ 3) (24+9+12) /N. / 12 /N./�'T.J = 11.25 fT. -� .. 1 .. I K = 3 1/2(24+30) +9+18) IN. / 12 IN./J-Tj = 13.5 FT. ELEVAAONS I v MAX. L/QUID 3" - 4" DIA INLET 5. Contractor shall be responsible for repair and/or replacement of any existing Improvements - .. k _ BASAL plpE TO / = 3(30+9+12) / 12) = 12.75 FT (SEE BASAL WIDTH A801E) LEVEL=OURET /NV. I 1 damaged during construction that ore not designated for demolition and / or remove/ /" SLOPE . ALARM ON. 91.50 , hereon. Damaged improvements shall be repaired to the satisfaction of their AREA pip L = 33 FT. + 13.5 + 13.5 = 60 FT - _ N/2" AGGREGATE PLOPIED W = 4' + 12.75 + 11.25 = 28 FT. - , " respective owners PUMP ON. 90,70 iA_,9VW?7M U-9YAPLD " 5 -8 ABSLiRPT7AW AREA LAYER PIPE BELOW 5" LATER 2 _ -4 -7 ' 6. This plan is not intended to show an engineered bur7ding foundation design, . which E PUMP OFF 90.25 SCH 40 PIPE TEE O would include details and final elevations of footings, walls and subsurface : - 3., OPEN AT TDP (TYP) 4" drainage to prevent interior flooding. See orchitecturol and/or structural drawings. W/SCONS/N MOUND DES/GN CR/TER/A SUMP. 89.75 r _ 7. Any intended revision of the hori2onta/ and/or vertical location of Improvements to `. . ` PIPE TO I \ I be constructed as shown hereon shall be reviewed and approved b En ineer prior 0 PUS " \\11 y 9 12 -0 to implementation. 20SOR21 34" T011 " P. V.C. FORCE MAIN PUMP POWER & HO/ST / /2 8. Rim elevations shown for new structures are approximate and are provided to assist 60 DEPTH OF STONE •• A, Contractor with materia/ takeoffs. Finish rim elevations should match pavement, grading' B ' 16 CF OF COVVCRE7E TO BE or landscoping, unless specificolly indicated otherwise. _-- - - PLACED /N PUMP CHAMBER -T ----- - - - : I _-__�_-w_--�__-- ------------------•- 9. existing utility Anes/structures a to be cut/broken down/ abandoned, I1nes/structures 1 [1] LOAD RA77NC. H10 hall be plugged/capped filled inaccordancewith owner requirements. Where ------ ---- ------------------ 1 s I ' �� [2] MANHOLE RISER REWIRED: YES IF YES, APPROX. DEPTH 10. A// work on sewage disposal system shall be completed by a licensed `disposal works installer". OF COVER OIER RISER RIM.-,,12 INCHES 11• The issuance of a disposal s tem construction D/57R/BU77AY �`:• p ys permit or o certificate of compliance LATERAL [3J /F SIDE INLET OF SEP77C TANK IS USED, EXTEND INLET shall not be construed as to conformance with find/ architecture/ plans and zoning ordinance. PIPE TO INLET BAFFLE AT CEN7ER OF TANK. ABSORP77CW 12. Proposed building foundation configuration and location on the lot as shown are conceptual E. AREA -•" [4] WHERE UNDER OR ADJACENT AREA TO BE PAVED, COMPACT and shall be verified as to conformance with final architectural plans and zoning ordinances BACKFILL TO 95X PER ASTM D-1557. prior to construction. I [5] UNDISTURBED SOIL OR SUBGRADE COMPACTED TO ,95X 1.T Composting toilet is to be installed as part of this design. 14. The contractor shall verify proposed bui7din sewerpipe invert and report to Hancock SO/L TEST DA TA y P P 9 P iFAPARwl ON HOLES O 3 P EET >5OO/ 5OO GALLON COMB/NA TION SEP77C TANK Engineering Associates prior to construction. ' - APART pN BOTTOM OF PIPE `� . 15. All sewage disposal system components are greater than 400 feet away from surface water (310 CMR 15.226, 15.227) reservoirs and greater than 200 feet from tributaries to surface water reservoirs. { DIMENSIONS j TYPICAL CROSS SECTION A ;I B D ' I E I F G I H 1 I J I K I L I -W I NOT TO SCALE 16. The design engineer shall provide on-site supervision of the system installation. 4'-0" 33'-0" 24" 30 9" 12" 18" 12'-9" 11'-3" 13'-6"I60'-0" 28'-0"j EVALUA TOR: JAMES SCA NLAN & JOSEPH SER WA 7KA W177VESS. JOANNE SCOTT } I DEEP SOIL ABS HOLE D57 DS2 DA 7E 9/16/94 8/77/96 I GRADE EL. 96.5 94.5 1. FIRST COMPARTMENT : 20OX DAIL Y FLOW = 264 GAL. ESVGWQ. 93.8 94.5 2. SECOND COMPARTMENT : PUMP CHAAWBER = 55 GAL. OBS- Gw EL - - 8077 M+ EL 930 92.5 I J. USE. 1500/500 GAL., 2 COMIPAR7MENT TANK r SEP77C TANK COMPUTA 770/VS 0-32' TOP & SUBSOIL 32-42` VERY WET SILTY SAND/CLAY0 (310 CMR 15.223) 42' LEDGE REGULA TORY N07FS 0-10" Ap SL 10YR3/2 1. Contractor shall contact Dig-Safe for underground utility marking at 1-800-322-4844 f0-24` Bw SL 10YR4/6 MANY STONES at least 72 hours prior to commencement of any work. GW TO SURFACE 2. Contractor shall coordinate and obtain a// construction permits required by POSSIBLE REFUSAL AT 24" DOSING CHAMBER VOLUME regulatory authorities 1. FORCE MAIN LENG7H.• 27 FEET 3. Contractor shall make himself aware of o/l construction requirements, conditions, 2. FORCE MAIN DIAMETER: 2 INCH and limitations imposed by permits and approvals Issued by regulatory authorities prior to commencement of any work. 3. FORCE MAIN VOLUME 4.4 GAL. 4. Al/ work outside of building that is less than 10 feet from the inside face of bullding 4. MAX. DOSES PER DAY. 3f foundations shall conform with the Uniform State Plumbing Code of Massachusetts, 5. AVERAGE DAIL Y FLOW.132 GPD 248 CMR 2.00. 6. M/N. VOLUME PER DOSE 55 GAL. 7. EMERGENCY STORAGE REQUIRED (5,),• 132 GAL. 8. MIN. TOTAL VOLUME REOU/RED BELOW INLET (6. PLUS 7.).• /9ZGAL ' /MPOR7ED SOIL FILL SPEC/FICA TION (310 CMR 15.255) 1. Imported soil fill material for system construction All may consist of select on-site so17, or PUMPS Imported sor7 SEGMENT Q/A•(A MA TERM �� SPEC MIN. SLOPE (��) 1. NO. OF PUMPS REQUIRED: O/yE- 2. Imported sort fi7/ materia/ shall be comprised of clean, granular sand, free from organic matter 1. BUILDING USE : SINGLE FAMILY DWELL/NG and deleterious substances. Maximum particle size shall be 2 inches. BU/LD/NG TO SEP77C TANK/PUMP CHAMBER 4 PVC SCH 40, ASTM D1785 1/4 2. NO. OF BEDROOMS : 2 2. STA 77C HEAD: 8.6 FEET PUMP CHAMBER TO W/SCONS/N U&IND 2 PVC SDR-21, ASTM D2241 N.A. J. TOTAL DYNAMIC HEAD AT FLOW.' 19.51FEET ® Q1 GPM J. A sieve analysis shall be performed on a representative sample of the All.- Up to 45X by J. DESIGN NO. OF PEOPLE : 4 weight of the fill sample may be retained on a 0 sieve. A sieve onayysis shall also be KISCONS/N MOUND 1 PVC PERFORATED SDR-21 ASTM 02241 N.A. 4. DES/GN FLOW : 33 GPDIpTRSON 4. SOLIDS HANDLING 1-1/2' MIN. performed on the fraction of the fill sample passino the f4 sieve. Such ane/ysls shall 5. TOTAL DA/LY fLOW : 132 GALLONS 5. MANUF./MODEL (OR EQUAL) PEABODY-BARNES demonstrate that the materia/ passing the ,/'4 sieve meets the following gradation: [11 ALL PIPE SHALL BE PROPERLY BEDDED, HAUNCHED, BACKFILLED. ALL JOINTS SHALL BE WA7ERWHT. 6. GARBAGE GRINDER : NO SE411 Effective Percent [2]PERFORA77ONS DOWN AT 5 AND 7 O'CLOCK. Sieve Particle Size Passing Sieve ry?4 4.75 mm 100 t - PIPE SPEC/FICA 77ONS FLOW COMPUTA 77ONS DOS/NG COMPUTA 7�7ONS foo 0OJO mm.15 mm 10 To 100 F-) ' 4�! ►'1 310 CMR 15.251 0 (310 CMR 15.242) (310 CMR 15.255) 200 0,075 mm 0 To 5 `i 0 iF i;t:R 1 t i`3�r7 DESIGN.- ✓BS BRAWN RCD C®C� SEWAGE DISPOSAL SMEM SHEET _ 17Engineering Associates DETA/LS AND COMPUTA T/OlilS 2 of 2 • CHECKED.' ✓JS A DIYMON OF H.S.A., MG . 8 WYMAN AVENUE 235 NEWBURY STREET, DANVERS, MA. 01923 JOB SCALE AS SHOWN VOICE (508) 777-3050, FAX (508) 774-7816 SALEM, MA NO. ti DA9 " I IF' ?/28/97 / 9 7 Civil Engineers, Land Surveyors & Environmental Consultants PREPARED FOR SrST. JOSEPHS CREDIT UN/ON NO. i BY I APP.1 . DATE I - REVISION DESCRlP710N I !� Y " CONS7RUC770N KEY NOTES: PLAN /LATENT , ELEVA 770N BENCH MARKS THESE DRAWINGS ARE IN TO I © DA RIM.• N.G V.D. OF 1929 (NOTA CONS7RUC710N SEQUENCE) - �_2. SHOW CONSTRUC77ON REOUIREMEN75 See ma` on P e O1 INSTALL W/SCONS/N MOUND. FOR A SUBSURFACE SEWAGE DISPOSAL NO. DESCRIP77ON . EL. P 9 SYSTEM. KEY NOTE DELETED. 1• TOP OF STONE BOUND 197.63 INSTALL SEPTIC TANK. 2. O3 - { O PUMP EXISTING CESSPOOL. FILL WITH 6-/NCH MINUS � 1 a ' /i , .•� CLEAN, GRANULAR SO/L. [� 5 KEY NOTE DELETED J • y LEGEND LOCUS , AP scACE 1. {' 6 KEY NOTE DELETED ♦ `� _ X5 _ .s. i O KEY NOTE" DELETED `, PROPOSED WYMANA WE DS7 DEEP S2k OBSERVA770N HOLE 1 !• LOAM AND HYDROSEED ALL DISTURBED AREAS O - rQ-= 1 _ ` i /o?-- ` O SP2 SOIL PROBE OROUTE EXISTING BUILDING SEWER TO NEW SEP77C TANK. GMS GROUNDWATER MON/TUR/NG WEZL Its o ® PT6 PERCOLATION TEST " 8< > REMOVE EX/SLING ABOVE GROUND POOL --"- __ _ 109.78 ` _ 1 OH PROPERTY UNE ` 7 " ` t ,``\ `` `�`\ 4 = CHAIN UNK FENCE _ WALL i SMNE F � O POST� RAIL FENCE p 9s__ �, ��� /x`� ❑ STOCKADE FENCE - e --------- EDGE OF PAVEMENT _ . . ii h ` ` `� `'• - \\� i EDGE OF GRAVEL OR DIRT ROAD INSTALL COMPOS77NG cfcvlk ; . 133 SPOT EL£VA77ON 13J TOILET IN DWEZUNG s2 EZEVA7ION CONTOUR . —s1 Lor 2 ---- -:, wrRM/77ENT STREAM, DRAINAGE D/TIS/, AREA = ,6,50QS S.F. \ 1 i ' C OR EDGE OF SEASONAL PANDINC AREA SHORE UNE ® O UM/T OF k£TLAND REPUCATIOIV AREA • O -- / O LIMIT OF 100-X'OOT NETLAND Bumm LONE p D LIMIT OF 100-YEAR fLOODPLA/N ♦ :i \ / //?Sb�C -p� V^- , SURFACE RUNOFF DIRECTION \ 'A�r 4 Imo\ X00 ; '� _ LIVI OF BORDERING VFGETATE77 WETLAND is ` CX`XT (W`7H nAG NUMBD?) 4 * EDGE OF WOOIOS OR BRUSH (DRIP UNE) N,� \ \ 2-1 1000AK PROMINENT 7REE; NO. LEADERSAIAr/$PECIES" ,° 2—L 10-OAK ROCK OU1CR01P (LEDGE) - ' SIL TFENCE ©--i, HAYBALE SILT alf'CK o-•i••i••i••�••i••i••r - '' L L CONVCRE7E" RETAINING 0A_'L 77MBER RETAINING WALL -s 100 100 BUILD/NG, L/CWr i \�. \\\\\\\\� Z ` ; 9'. - I STEPS d OVERHANG S> ` Oyw OVERHEAD WIRE avW 12' MIN. 18' MIN, wof 4 - i O PROPOSED GRADE COVER COVER ; - `T n 4 _-- ,' '' E---0 . BURIED ELEC7R/C POWER AND MANHOLE E ! 2 r- H AND MANHOLE 2 •� ter. gor;oNl CF STJ1✓� ' � � , � T---O--My BURIED TELEPHONE A 1 :i':;: ..•.. i / 9 \� tt �� .wsw.. FORCE MAIN 70• / ` t ca Dia/ 0' - fl-- . STORM DRAIN, CA7CH BASIN AND MANHOLE k RD—{}— ROOF DRA/N AND DOWNSPGUT � IPO$• - \ EXISTING GRADE i \\ • u0 PERFORA7E0 UNDERORA/N BASEMENT f7 OOR a !0 ' £L. 95.4E 10 �Orp 4 ws WATER SEJ4NCE (APPROX/MA1E) WS Q \ i i W WA7ER MAIN AND VAL V£ - 95 - _ ESHGW EL. 99.3 -- _ 95 R7RE HYDRANT E3T TEZEPHONE.BOX CT ; .. _ --- 0100 �n LL, \`� . 3 ` `, `�, Q DO{1fES77C WE71 U) ' ' o `, \\` �`� `i `�'-� U77UTY POLE W17H GUY �i--� -.. .. ... .a Q 000 , Q N2 Z� CIZ lO_ 1 \\ b••/ a :a'', W s o g AREA = 8,050E S.F. ^ � aQ� 90 —V v 90 :~ y \ , VARIANCE REOUEST REGULATION REQUIRED FRONDED \\ 310 CMR 15.240 (5) M/N/MUM DESIGN 2 BEDROOMS ' "± 2 3 BEDROOMS' ; W \, 3f0 CMR 15.104 (4) ONE FERC TEST IN NONE (WISCONSIN MOUND) PRIMARY AREA o n °� / \` 310 CMR 15.212 4' SEPARA7701V TO 3' i / GROUNDWATER r s a � � � PLAN` - �, - `� 310 CMR 15.240(1) 4 NA 7URALL Y OCCURRING NON FLOW PROFILE ALE. 1 -10 - BM,¢1� PERVIOUS MATERIAL r.i,9' r 1' SCALE: 1`10' (HORIZONTAL) � X997 1'=2' (VER77CAL) DESIGN: ✓Bs ,/ Y I CER7Y-Y THAT /N OCTOBER 1994, l PASSED THE EXAMINA77ON APPROVED TAX IVAP BL OCK LOT ��®� SEWAGE DISPOSAL SYSTEM BY THE DEPAR7MENT OF ENVIRONMENTAL PR07E•C77ON AND THAT THE SOIL SHEET.; DRAKN*• RC/70 EVALUA77ON WAS PERFORMED BY ME CONs/S7E•NT w77-1 THE REOUIRED 2 1 Engineering Associates 1 of 2 7RAIN/NG, EXPERTISE, AND EXPERIENCE DESCRIBED /N 310 CMR 15.018 (2). g• g SITE PLAN AND , FORLE II I CHECKED: ✓✓S 2 2 A DIVISION OF H.S.K. INC. ..; s I235 NEWBURY STREET. DANVERS, MA. 01923 8 WYMAN AVE SCALL'AS SHOWN Cf R77FIED SOIL EVALUATOR _+ VOICE (508) 777-3050, FAX (508) 774-7818 ✓06 OSEPH SER TKA SALEM, MA N0. DATE- 3/6/97 DATE 'zj' r a/ 7 52 1 s - •. ..4.. NO. BY APP. DATE REVISION DESCRIP77ON �j OO " Civil Engineers, Land Surveyors & Environmental Consultants PREPARED FDR ST. ",A')SEPHS CREDIT UN/ON W r GENERAL NO7ES OSSERVA77ON DESIGN FLOW: 220 G.P.D. X 0.6=132 G.P.D. (409 CREDIT FOR COMPOS77NG TOILET) 1. Locations of existing underground utilities/obstructions/systems shown hereon are n/BE LOADING RA TES: BASAL - 0.3 GAL.AAY4-T.2 a rt ions a existing / /ys y D/SIR/BUI7GVV Top SOIL LINEAR - 4.0 GAL AY .F. pponly. A// utilities obstructions s terns may not be shown. Contractor shall be �P SAND f7LL - LO GAL/DAY/fT.2 responsible for locating and protecting al/ underground utilities/obstructions/systems, LATERAL Cl. FRAME&COVER IF ACCESS whether or not shown hereon, FILTER A = 4.0 GAL. AY. F. 1 GAL. AT. T.2 = 4.0 FT MANHOLE RISER REWIRED O/SIR/BU770N ID I / FABRIC LATERAL B = 132 GAL IDA Y// 4 GALIDAY/L.F. = 33 fT " 2. Unless otherwise shown, a// new utilities shall be underground, FILL BASAL D A ), A(1 = 4 GAL./DAY/L.F. 0.3 GAL/bAY/PT.2 A-1 = 13.3 FT / = 9.3 FT 4" TOP (6" H-20)- WiD1N = 6 -6 S WIDTH ( +1 / D = GROUNDWATER AT 2.0 M/N. - 0 = 2 SAND FILL; D = 24 /N. MIN. . - • . . J. • ... „ . . ) mesh construction layout of b 7dmq an site improvements.•,,f- -- . -•• con c t u/ d t imp This TQ�SO/L E = 12.59 SLOPE, E = 24 / (.125)(48) = 30` 1/B" WEEP HOLE Contractor sha/l fu y o Professional Land Sur .ynr Property ones shown work shall be performed b F F = 9 IN. GA TF VALVF hereon are approximate. D - ;..' = 12 /N. 4 construction methods d / + G n /-3 VENT H = 18 IN. i me o s an contra of work shall be r nsi i y .•. �1�� CHECK VAL lE - 1 - . . t. - o on rac or. p b � Safety measures es o %it u� _ . J. x 1 fC t t = ✓ _ [(3) (24+9+12) /N. / 12 /N/FT.J = 11.25 FT. ELEVATIONS t MAX. L/QU/D 3" 4" DIA INLET �"1 '" "`u`�` �a ". ==-a K = [3(1/2(24+30 +9+18) IN. / 12 /N,/FT,J = 13.5 FT. 5. Contractor shall be respons/b/e for repair and/or replacement of any existing improvements t : amu-ui - [ ( / SLOPE 8A'AL PIPE TO l = 3 30+9+12) / 12] = 12,75 FT. (SEE BASAL WIDTH ABOVE) T LEVEL=OUTLET INV. ; - damaged during construction that are not designated for demolition and or removal AREA ALARM ON. 91.50 hereon. Damaged improvements shall be repaired to the satisfaction of their i , PUMP L = 33 FT. + 13.5 + 13.5 = 60 FT. _ I/2-_ /�/2' AGGREGATE PLOWED W = 4' + 1275 + 11.25 = 28 fT „ respective owners. ' ABSLl4P770N AREA PUMP ON: 90.70 LAYER : �Wl£RTED u-S+lAPLD ° .S -8 PIPE BLzow sct/v a 1ELR ;§t .4 -7 ' 6. This plan is not intended to show on engineered building foundation design, which i - -- PUMP OFF 90.25 SCH 40 PIPE TEE o would include details and final elevations of footings, walls and subsurface I drainage to prevent interior flooding. See architectural and/or structural drawings. WISCONSIN MOUND DESIGN CR17ERIA SUMP.- 89.75 3" OPEN AT TOP (TYP) r4" :.. . ... 7, Any intended revision of the horizontal and/or vertical location of improvements to E PIPE TO0 be constructed as shown hereon shall be reviewed and approved by Engineer prior 2" SDR 21 P. V,C. FORCE MAIN PUMP POWER & HOIST 3/4" TO 1 1/2` 8. Rim elevations shown for new structures are approximate and ore provided to assist 6" DEPTH OF STONE 16 CF OF CONCRETE TO BE Contractor with materia/ takeoffs. FTnish rim elevations should match pavement, grading or landscaping, unless speciflcolly indicated otherwise. PLACED IN PUMP CHAMBER --------------------- 1 9. Where existin unlit /Ines structures are to be cut 9 y /broken down/ abandoned, lines/structures , Q [1J LOAD RA TNG: HID shall be plugged/copped filled in accordance with owner requirements. 1 ------------ ------ ------------------ `l_.- _ - - - ----- [2J MANHOLE RISER REQUIRED: YES IF YES APPROX DEPTH " 10. All work on sewage disposal system shall be completed by a licensed disposal works installer � OF COVER OVER RISER RIM: 12 INCHES ' 01$7N8U770N "� 11. The issuance of a disposal system construction p ys permit or o certificate of comp/lance LATERAL [3] IF SIDE INLET OF SEPTIC TANK IS USED, EX7E'ND INLET shall not be construed as to conformance with fins/ architectural plans and zoning ordinance. f ^ ABSORP77GiN PIPE TO INLET BAFFLE AT CENTER OF TANK. 12 Proposed building foundation configuration and location on the lot as shown are conceptual { AREA [4] WHERE UNDER OR ADJACENT AREA TO BE PAVED, COMPACT and shall be ver/fled as to conformance with final architectural plans and zoning ordinances BACKFILL TO 959 PER ASTM D-1557. prior to construction. L 151 UND/57ZIRSEO SOIL OR SUBGRADE COMPAC7FD TO 959 13 Composting toilet is to be Installed as port of this design. !E w/1/4-HOLESSPACED FEET SOIL TEST DA TA 14. The contractor sha/l verify proposed building sewer pipe invert and report to Hancock APART ON BOTTOM OF PIPE 1500/ 500 GALLON COMB/NA TION SEPTIC TANK Engineering Associates prior to construction. `� 15. All sewage disposal system components are greater than 400 feet away from surface water (310 CMR 15.226, 15.227) I reservoirs and greater than 200 feet from tributories to surface water reservoirs. DIMENSIONS TYPICAL CROSS SECTION • A I 8 D I E I F I G I H 112!-90111 1 i J K L I W NOT TO SCALE 16. The design eng/neer shall provide on-site superv/s/on of the system Installation. 4'-0' 33'-0" 24" 30" 9" 12" 18" 12'-9" 11'-3" 13'-6" 60'-0" 28'-0"1 EVALUATOR: JAMES SCANLAN & JOSEPH SERWATXA WI77VESS. JOANNE SCOTT DEEP SOIL 0BS HOLE DS7 DS2 DATE 9/16/94 8/17/96 li GRADE EL. 96.5 94.5 I 1. FIRST COMPARTVENT : 2009 DAIL Y FLOW = 264 GAL. ESHGw EL. 93.8 94.5 IJI 2 SECOND COMPAR1�lIENT : PUMP CHAMBER = 55 GAL. OBS. GW LL , J. USE: 1500 500 GAL., 2 COMPAR7MENT TANK Somw EL 93.0 92.5 I / ° I SEPTIC TANK COMPUTA TIONS 0-32" TOP & SUBSOIL 32-42` VERY WET SILTY SAND/CLAY (310 CMR 15223) 42" LEDGE REGULATORY NOTES 0-10' Ap SL 10YR3/2 1. Contractor shall contact Dig-Safe for underground utility marking at 1-800-322-4844 10-24" Bw SL IOYR4/6 MANY STONES at least 72 hours prior to commencement of any work. GW TO SURFACE 2. Contractor shall coordinate and obtain all construction permits required by POSSIBLE REFUSAL AT 24" DOSING CHAMBER VOLUME regulatory authorities 1. FORCE MAIN LENGTH: 27 FEET J. Contractor shall make h/mse/f aware of all construction requirements, conditions, 2. FORCE MAIN DIAMETER.• 2 INCH and /imitations Imposed by permits and approvals Issued by regulatory authorities prior to commencement of any work. 3, FORCE MAIN VOLUME: 4.4 GAL, 4. Al/ work outside of building that /s less than 10 feet from the inside face of building 4. MAX. DOSES PER DAY. 3f foundations shall conform with the Uniform State Plumbing Code of Massachusetts, 5. A VERA GE DAIL Y FLOW- 132 GPD 248 CMR 2.00. ; 6. MIN VOLUME PER DOSE 55 GAL. 7. EMERGENCY STORAGE REQUIRED (5.)• 132 GAL. y " 8. MIN. TOTAL VOLUME REQUIRED BELOW INLET (6. PLUS 7.): [9ZGAL. IMPOR7ED SOIL FILL SPEaRCA 77ON (310 CMR 15.255) 1. Imported soil fill materia/ for system construction 611 may consist of select on-site soli, or imported soil FL 0 GMENT DIA,(/N•) MA 1FRlAL � � SPEC MIN. SLOPE (1N 1, BUILD/NG USE : SINGLE FAMIL Y DWELL/NG I. NO. OF PUMPS REQUIRED: ONE 2. Imported soil fill materia/ shall be comprised of clean, grams/or sand, free from organic matter BU/LD/NG TO SEPTIC TANK UMP CHAMBER 4 PVC SCH 40, ASTM D1785 1 4 and deleterious substances. Maximum particle size shall be 2 inches. . � / 2. N0. OF BEDROOMS : 2 2. STATIC HEAD: 8.6 fEE•T - PUMP CHAMBER TD WISCONSIN MOUND 2 PVC SDR-21, ASTM D2241 N.A. J. TOTAL DYNAMIC HEAD AT f7 OW 19..5fEFT o 41 GPM J. A sieve onolysis shall be performed on a representative sample of the nil. Up to 459 by J. DESIGN N0. OF PEOPLE : 4 weight of the fill sample may be retolned on a ,14 s/eve. A sieve anayfs/s shall also be WISCONSIN MOUND 1 PVC PERFORA7FD SDR-21 ASTM D2241 N.A. 4, DESIGN FLOW : 33 GPD ERSON 4. SOLIDS HANDLING. 1-1/2" MIN./P performed on the fraction of the t7/ sample pq�ss jqq the „�4 sieve. Such analysis shall 5. TOTAL DAILY FLOW : 132 GALLONS 5. MANUF,/1•IODEL (OR EQUAL) PEABODY-BARNES demonstrate that the material passing the 0 sieve meets the following gradation: [1] ALL PIPE SHALL BE PROPERLY BEDDED, HAUNCHED, BACKF7LLE9 ALL JO/NTS SHALL BE WATFRRGHT, 6. GARBAGE GRINDER : NO SE411 Effective Percent [2J PERFORATIONS DOWN AT 5 AND 7 O'CLOCK. ,sevC Particle Size Passing Sieve FLOW COMPUTATIONS 14 4.75 mm 100 a PIPE SPECIFICA 77ONS O DOSING COMPUTA 77ONS 150 0.30 mm 10 ro 100 O (310 CMR 15.251) (310 CMR 15.242) (310 CMR 15.255) /700 0.157 mm 0 To 20 � i'�✓ I `� 0.075 mm, 0To5 r DESIGN. JBS DRAWN RC/TO �iANC®CK SEWAGE DISPOSAL SYSTEM SHEET ;. Engineering Associates DETAILS AND COMPUTA TIONS 2 of 2 A DIMS ON OF H.S.A., MG i I I CHECKED. ✓✓s 8 WYMAN AVENUE VOICE235 N(508)RY STREET,777--3 50, DFAXV(508)MA. 774-78 6 SALEM, MA I I I I SCALE. AS SHOWN JOB NO. NO. I BY I APP. I DA TF REWS70N DESCRIPnON DATE: 2/28/97 '� /��9 7 Civil Engineers, Land Surveyors & Environmental Consultants PREPARED FOR- Sr JOSEPHS CREDIT UN/ON 5219 �r�'r��� r'-Z��/ M _.« ',r� t I f� ,�� i � `t � -�� f.iAR 1 T 1997 CITY PRESSURE DISTRIBUTION DESIGN COMPUTATIONS SINGLE FAMILY DWELLING 8 WYMAN AVENUE SALEM, MASSACHUSETTS APPLICANT ST. JOSEPH'S CREDIT UNION 336 LAFAYETTE STREET SALEM, MASSACHUSETTS PSN A!!gS9 s� JOSEPH ": o� J. 7I SERWATKA CMI, m fi 0.36981 s FG RSO e SSONAL ENo in DATE: 3/7/97 H.E.A. NO. 5219 HEA HANCOCK ENGINEERING ASSOCIATES,235 NEWBURY STREET, DANVERS, MA 01921 # 5219 DESIGN DATA: DESIGN FLOW 132 *Gal/Day SOIL CLASS N/A PERC RATE N/A Min/Inch FORCE MAIN DIA. 2 SDR 21 PVC HAZEN-WILLIAMS COEFF. 140 *220 GALLONS/DAY-40% REDUCTION FOR COMPOSTING TOILETS = 132 GAUDAY PUMP: M - MANUFACTURER: PEABODY BARNES MODEL #: SE-411 HORSEPOWER: 0.4 PUMP CHAMBER: STORAGE VOLUME/DOSE 55.0 gallons EMERGENCY STORAGE 132.0 gallons VOL. IN PIPE RUN 4.4 gallons TOTAL 191.4 gallons DIMENSIONS LENGTH* 5.83 WIDTH* 2.63 DEPTH* 4.00 *INSIDE DIMENSIONS ELEVATIONS INLET INVERT 93.00 SUMP 89.75 OFF 90.25 ON 90.70 ALARM 91.50 STATIC HEAD: LATERALS ELEV. 97.80 FT PUMP OFF ELEV. 90.25 FT TOTAL STATIC HEAD 7.55 FT # 5219 EQUIVALENT LENGTH: FRICTION LOSSES IN PUMP CHAMBER: 1 2"DIA 900 BEND 5.0 FT 0 2"DIA 450 BEND 0.0 FT 1 2"DIA CHECK VALVE 14.0 ' FT 1 2"DIA GATE VALVE 1.2 FT TOTAL LOSS 20.2 FT b 1 21.0 FT FRICTION LOSSES IN PIPE RUN: 1 2"DIA 900 BEND 5.0 FT 1 2"DIA 450 BEND 2.5 FT 0 2"DIA 22.50 BEND 0.0 FT 0 2"DIA TEE 0.0 FT 27 LENGTH OF RUN 27.0 FT MISC. PIPE 2.7 FT TOTAL LOSS 37.2 FT b 1 38.0 FT TOTAL EQUIV. LENGTH: 59 FT [USE 60 FT] FROM ATTACHED PUMP CURVE: 41 gpm @ 19.5 TDH TIME ON: 1.3 minutes r DISPOSAL FIELD NETWORK COMPUTATIONS SYSTEM VARIABLES PRESSURE DISTRIBUTION LATERAL FLOW LATERAL INSIDE DIAMETER 1.00 ORIFICE ORIFICE SEGMENT LATERAL LENGTH EACH LATERAL 16.5 NO. FLOW GPM VELOCITY FLOW NUMBER OF LATERALS 4 (GPM) (FPS) (GPM) MANIFOLD INSIDE DIAMETER 2.00 5 1.55 3.16 7.74 MANIFOLD LENGTH 2 NUMBER OF MANIFOLDS 1 FORCE MAIN INSIDE DIAMETER 2.00 MINIMUM SYSTEM FLOW= 30.95 GPM FORCE MAIN LENGTH (W/ FITTINGS) 60 ORIFICE SIZE 0.25 ORIFICE SPACING 3 LATERAL RESIDUAL PRESSURE 4 LATERAL ELEVATION 97.80 PUMP OFF ELEVATION 90.25 HAZEN-WILLIAMS COEFFICIENT 140 PRESSURE DISTRIBUTION SYSTEM CURVE COMPUTATION SYSTEM MANIFOLD LATERAL FRICTION LOSS FRICTION LOSS FRICTION LOSS STATIC DYNAMIC FLOW FLOW FLOW FORCE MAIN MANIFOLDS LATERALS LOSS HEAD (GPM) (GPM) (GPM) (Hf/100') (Hf) (Hf/100') (Hf) (Hf/100') (Hf) (Hs) (TDH) 20.00 20.00 5.00 0.97 0.58 0.97 0.02 2.19 1.44 11.55 13.60 25.00 25.00 6.25 1.47 0.88 1.47 0.03 3.31 2.18 11.55 14.65 30.00 30.00 7.50 2.07 1.24 2.07 0.04 4.63 3.06 11.55 15.89 35.00 35.00 8.75 2.75 1.65 2.75 0.05 6.16 4.07 11.55 17.32 40.00 40.00 10.00 3.52 2.11 3.52 0.07 7.89 5.21 11.55 18.94 45.00 45.00 11.25 4.38 2.63 4.38 0.09 9.82 6.48 11.55 20.74 50.00 50.00 12.50 5.32 3.19 5.32 0.11 11.93 7.88 11.55 22.72 55.00 55.00 13.75 6.35 3.81 6.35 0.13 14.24 9.40 11.55 24.88 60.00 60.00 15.00 7.45 4.47 7.45 0.15 16.73 11.04 11.55 27.21 65.00 65.00 16.25 8.65 5.19 8.65 0.17 19.40 12.80 11.55 29.72 70.00 70.00 17.50 9.92 5.95 9.92 0.20 22.26 14.69 11.55 32.39 PERFORMANCE CURVE ! SECTION 1A Series: SE ,0.4 NP, 1750RPM ! PAGE 3 Manual & Automatic ! RATE 5/94 1 REPLACES 7/93 TOTAL HEAD MTRS FT 9 3( L STANDARD IMPELLER SIZE — Pump HP Imp. Dia. i_ 0.4 5.44 8 — 5.44" — — 25 L --— 7 lift _ 20 _ PTItf 5 15 — i — 4 — 1 I ` --� -- -I -—— 3 — 10 2 — f - 1 — U.S.GALLONS 25 54 75 100 125 1150 PER MINUTE 1 I i i I i 1 i i i LITERS 1 2 3 4 5 6 7 8 9 PER SECOND 41 GP's'€ Testing is performed with water, specific gravity or 1 0 @ 68' F, other fluids may vary performance CRANE PUMPS & SYSTEMS �>> Barnes Pumps,Inc Barnes Pumps,Inc SWPQ Barnes Pu Sates&Service Dept B✓rnes pec s Pioled Sales 420 Third StreetlP O.Box 603 1485 Lexington Ave Piqua.Ohio 45356-0603 Mansfield,01044907 2574 Ph (513) 773-2442 Ph (419)774 1511 Faw (51'p 773 2238 Far.(4 t91 174 1530 CHAPTER IX – HYDRAULICS FIGURE 37 — RESISTANCE OF VALVES AND FI MNG5 TO FLOW OF FLUIDS Note: Head loss through check valves varies with tYpes manufactured. Consult manufacturer for correct values Example: The dotted tine shows that the resistance of a c—a—� 6-inch Standard Elbow is equivalent to approximately 16 feet of 6-inch Standard Pipe, Note: For sudden enlarge- ments or sudden contractions, anb<v,l.<.ou[n use the smaller diameter, d,on on ""v"" ax the pipe size scale. 'G Cloxd '-000 — CIOKd --- futFv Oprn t) — -50 t -SIV 42 - •_I{_ Ang[<VA'[ Ovcn Swdad T, _ 36- _ t' u 1J 23 - Squa.c rlbow - jt-- 20- 20 _`a $wing Check VA" ""/ ) _ 16 _ Eoti O Y IS—'- I13.,6 Entrm« -50 - 1Z_ _ I SudJ[n EMugirMni — _ _ _ 7 d1D '< X10 —dID - ° j 5 --5 Standard Ta Through Side Outl" �,=--t_ _5 3 -1 _ Ll_ � 1 'l1� 1 Drdlndr) EnlydnC[ I T 3 Siindard FI'-bow oUr}-r'm of --- Ttt � I Soddn.(:omraonon -'i i 1,5 — dtu _ Ilk- Lkdwm Sw,,Llbow oe --dlll -0 5 run of Tce rrduaJ', - 1 cz 4 rJU li'FIL— _ I.ong Sw"I'Ibo.. ron or Slandxd Icc 01 - OS I BARNES SUBMERSIBLE .NON-CLOG PUMPS I SECTION 1A j Series: SE, Manual & Automatic PAGE 1 DATE 1 -112" Spherical Solids Handling I REPLACES 7/93 Specifications DISCHARGE: 2" NPT, Vertical LIQUID TEMPERATURE: 104° F Continuous. VOLUTE: Cast Iron, ASTM AA8 Class 30. MOTOR HOUSING: Cast Iron ASTM AA8, Class 30. SEAL PLATE: Cast Iron ASTM A-48 Class 30. �— — IMPELLER: Design- 2 Vane, Open, With Pump Out Vanes On Back Side, Dynamically Balanced, ISO G6.3. Material: Zytel 70G43 Nylon, Glass Filled. SHAFT: 416 Stainless Steel SQUARE RINGS: Buna-N HARDWARE: 300 Series Stainless Steel, PAINT: Air Dry Enamel. SEAL: Design: Single Mechanical, Oil-Filled Reservoir, Secondary Exclusion Seal. Material, Rotating Face -Carbon Stationary Face -Ceramic Elastomer- Buna-N Hardware-300 Series Stainless CABLE ENTRY: 15 It Cord w/Plug On 115 and 230 Volt, Pressure Grommet For Sealing And Strain Relief. Series: SEA HP 1750 RPM SPEED: 1750 RPM (Nominal) (SE411 & SE421) I UPPER BEARING: Design: Sleeve Lubrication: Oil Load. Radial LOWER BEARING: THE BELOW LISTINGS ARE FOR Design. Single Row, Ball SE411,SE411A& SE421 ONLY, Lubrication- Oil Load Radial & Thrust 1@0(&Canadian Standards Association MOTOR: File No. LR16567 Design: NEMA L Torque Curve Completely Oil-Filled, Squirrel Cage Induction. UL Underwriters Laboratories Inc. Insulation Class A.SINGLE PHASE: Permanent Split Capacitor(PSC) File No. E142177 Includes Overload Protection In Motor Description: FLOAT: Automatic Models Wide Angle, Polypropylene, 15ft Cable. SUBMERSIBLE NON-CLOG SEWAGE SE411A & SE421A, Floatw/Plug PUMP DESIGNED FOR TYPICAL RAW Attached To Discharge Piping, SEWAGE APPLICATIONS SE411AU & SE421AU Float Attached To Pump ON and OFF Points are Adjustable Sample Specifications Section t Pages 13-14 OPTIONAL EQUIPMENT: Seal Material, Additional Cable and Cast Iron Impeller CRANE PUMPS & SYSTEMS Barnes Pumps, Inc Barnes Purnps, Inch Distributor Sales&Service Ckpt e0.1 o-Spec&Project Sates r/�e 420 Third StreeVP O Boz 603 1485 Lexington Ave P,quj,Ohio 45356-0603 Mansfield,On*44907 2674 Ph (513) 773-2442 Ph (419) 7741",11 Fax (513) 773-7738 Fa. (419) 774.1530 - SECTION 1A PAGE 2 4TE 5/94 fNEPLACES 7/93 SE411A & 421A SE411 & SE421 (Less Float) x 10.75 -- 5.32 - —1.56 r 120° Pumping 9.00 (� Differential ° ! ! 16.00 0 3.86 7.72 o-- ' 4.00 1 U � SE411AU & 421AU 1 } 1 -10.75 -- . 614 (- 1.56 120° 900Pumping Differential 3.86 16.00 � 7.72 _ 1 { t J 4.00 MODEL PART HP VOLT PH RPM NEMA FULL LOCKED CORD CORD CORD NO. NO. (Nam) CODE LOAD ROTOR SIZE TYPE OD AMPS AMPS SE411 068701 0.4 115 1 1750 A 10.0 19.0 14/3 SJTOW-A 0.390 SE411A 082215 0.4 115 1 1750 A 100 19.0 14/3 SJTOW-A 0.390 SE411AU 093193 04 115 1 1750 A 100 19.0 1413 SJTOW-A 0.390 SE421 082089 0.4 230 1 1750 A 5.0 9.5 14/3 SJTOW-A 0.390 SE421A 093194 04 230 1 1750 A 5.0 95 14/3 SJTOW-A 0 390 SE421AU 093195 0.4 230 1 1750 A 5.0 95 14/3 SJTOW-A 0.390 Mercury Switch on SE411A&Mechanical on SE421A, Cable 16/2, SJOW-A, 0.320 00 , Piggy-Back Plug Mechanical Switch(SE411AU & SE421AU), Cable 14/2, SJOOW-A(UL), SJOW(CSA), 0.370 O D. IMPORTANTI I I 1>0 NOT USE THIS PUMP TO PUMP FLAMMABLE LIQUIDS 2,)THIS PUMP IS APPROPRIATE FOR LOCATIONS CLASSIFIED AS DIVISION ii 3)THIS PUMP IS NOI APPROVED FOR USE IN SHAMMING POOLS,RECREATIONAL WATER INSTALLAnONSAECORATNF,FOUNTAINS OR ANY INSTALLATION WHERE HUMAN CONTACT WITH THE PUMPED FI UID 1S COMMON WHILE INE PUMP IS RUNNING. 4)PUMP CAN BE OPERATEO DRY FOR EXTENDED PERIODS WITHOUT DAMAGE TO MOTOR AND/OR SEALS, 3RANE I PUMPS & SYSTEMS Dames Pumas,Inc. games Pumps,Inc Distributor Sales&Service Dept Bitl-To-Spec&Project Sales 420 Third Street7P O-Bac 603 1485 Lexington Ave Piqua,Ohio 45356-0603 Mansheid,Ohio 44907-2674 Ph (513)773-244? Ph (419)774-1511 Fax (513)773-2238 Pae (419)774-1530 BARNES'ALARMS SECTION_- 6A Wall Mounted PAGE 43 ' DATE 7193 I REPLACES 10/85 Specifications: 061486 High Water Alarm includes stainless steel wall plate with red jewel light and one mercury level control with 10 ft of 1812 cord, ---- 2.75 I 2 HOLES FOR 632 x 114 3.81 SCREWS 4.25 PIN: 061486 FOR INDOOR USE ONLY. 061487 High Water Alarm(Solid State) includes stainless I o o steel wall plate,audible and visual alarm with silencer button and one mercury level control with 10 ft.of 18f2 cord {�� O 4.56 o a 1 Cel-- —n—. 3.28 �— �� 4.50 �MO� I4I PIN: 061487 FOR INDOOR USE ONLY. - t�� ---- U-- CRANE PUMPS& SYSTEMS Barnes Pumps,Inc Barnes Pumps,Inc Distributor Sales&Seance Dept Bd.To-Spec&Protect Sales 420 Third StreeVP O Box 603 1485 Lexington Ave Piqua,Ohio 45356-0603 Mansfield,Ohio 44907-2674 Ph (513)773-2442 Ph,(419)774-1511 Fax (513)713-2238 Fax (419)774.1536 BARNES® MERCURY LEVEL CONTROLSSECTION 6C Pipe Mounted & Suspended [PAGE —47 { DATE 7/93 REPLACES 7/92 Specifications: CABLE: Material, 18-2 SJO W-A,41 Strand x#34, 90°C Size: .29 Dia. x(See Chart for Length) HOUSING: Material: Polypropylene Color. Normally Open–Blue, Normally Closed-Red CLAMP: Adustable 1"-3" Stainless Steel with Polypropylene Saddle. (Models 073613, 073615 and 073617) WEIGHT: Suspended, 2.25" Sph. lead weight with Adjustable stainless steel fittings (Models 073612, 073614 and 073616) TEMPERATURE RATING: 60°C SWITCH: Mercury, Narrow Angle , Horizontal SWITCH RATING: 4.5A @ 115VAC RES 2.25A @ 230VAC RES Pipe Mounted: Description: P/N's: 073613, 073615 & The Mercury Level Controls are available in either a pipe mounted 073617 or suspended configuration with 25 to 200 feet of cable on P/N's 073612, 073613, 073614 & 073615; P/N 073616'with 15 feet '(use 073612, for longer lengths). PIN 073617 with 15 & 20 feet They are pilot duty devices which control the function of motor load devices, such as contactors, motor starters, and power relays, to automatically cycle a pump or pumps. They can also be used for alarm signaling devices Two Mercury Level Controls for a one pump operation;three for a two pump operation If an alarm device is used, add another Level Control LEVEL CONTROL SELECTION CHART Control Cord Type Contacts Number Length Installation 073612 25 to 200Ft. Suspended Open Suspended: 073613 25 to 200Ft. Pipe Mounted Open 073614 25 to 200Ft Suspended Closed P/N's: 073612, 073614 & 073615 25 to 200F1. Pipe Mounted Closed 073616 073616 "15Ft. Suspended Open 073617 15 & 20Ft Pipe Mounted Open UL {� CR) State cord length at time of ordering CRANE I PUMPS & SYSTEMS Barnes Pumps,Incnames Pumps,Inc Dislnbutor$ales$Seance Dept Eld-To-Spec&Prole--Sales 420 Thud StfeeUP O.Box 603 1485 Lexington Ave, Piqua Ohio 45356-0603 Mansfield,Ohio 44907-2674 Ph (513)?73 2442 Ph (419)774.1511 Fa. (513)773-2238 Fax (419) 774-153Q ( SECTION 6C PAGE 48 DATE 7/93 REPLACES 7/92 TYPICAL SIMPLEX WIRING SCHEMATIC L! %�FF L1ONL2-� STARTER - -- AUXILIARY CQIL CONTACT t7 + TO MOTOR 1! TYPICAL ALARM WIRING SCHEMATIC L! 120V 60HZ - [IN 4.50 SILENCE enrra�r ams ac 3 E2 L _ J 1 ALARM CONTACT= ALARM L}GH (MINI-FLOAT) r-2.88 R R11 ii 2 AUDIBLE ALARM- TYPICAL PIPE MOUNTED INSTALLATION: General Comments: j MOUNTING OR i. Never work in the sump with the power on. ( DISCHARGE PIPE - - 2. Attach the Levet Controls to the mounting pipe or the pump discharge pipe. The"ofP'float should be below the"on"float in a"pump ouf application. 3. Arrange the Level Controls so they do not tangle or hang up. 4. Insert the hose clamp through the two slots in the pipe/cable clamp, circle the discharge pipe "ON" FLOAT with the hose clamp, feed the end of the hose clamp through the screw and tighten. ` 5. Measuring the difference between mounting points given the"pump down"differential. DIFFERENTIAL Important Notes-Mercury Level Controls are pilot __� duty devices. They cannot be used to directly power A E L V pump motors Also, do not use Mercury Level Controls in gasoline or other combustibles. Mercury level control are compatible with intrinsically safe "OFF" FLOAT relays. CRANE i PUMPS & SYSTEMS Barnes Pumps,Inc Bames Pumps,Inc Distributor Sales&Service Dept. "xi-To-Spec&Project Sates 420 Third Street/P O Box 603 1465 Lexington Ave Piqua,Ohio 45356-0603 Mansfield.Ohio 44901-2674 Ph.(513)773-2442 Ph t419)774-1511 Fax (513)773-2238 Fax (419)774.1530 Y 3 CITY OF SALEM BOARD OF HEALTH Saleln, Massachusetts 01970-3928 JOANNE SCOTT,MPH,RS,CHO NINE NORTH STREET HEALTH AGENT Tel (508)741-1800 Fax (508)740 9705 March 13, 1997 Christos Dimisioris Department of Environmental Protection One Winter Street Boston, MA 02108 -o Dear Mr. Dimisioris: Enclosed is a plan for a septic system in Salem to replace an existing, failed system. The Salem Health Department is in the process of reviewing these plans. However, in order to expedite the process, I am sending you this copy right away for your review. Since this is a failed system, we would appreciate your decision on approval as soon as possible. Please call me if you have any questions. Thank you for your assistance. Sincerely yours, i Joanne Scott Health Agent Y i 7?_ 3os'd- L! 3 5-001 Naz Off • -.--_.--- I i I I A4�- 1 - CITY OF SALEM BOARD OF HEALTH k Salem, Massachusetts 01970-3928 JOANNE SCOTT,MPH,RS,CHO NINE NORTH STREET; HEALTH AGENT Tel:(508)741-1800 Fax:(508)740-9705' June 23, 1995 A6 Robert Ledoux, City Solicitor City of Salem w 49 Federal Street `k Salem,MA 01970 " Dear Attorney Ledoux: a+ The septic system serving the house at 8 Wyman Avenue has failed. Raw sewage floats to the ^sem surface during the spring when the ground water is at its highest level. This constitutes a serious and imminent public health and environmental threat. The Board of Health would be forced to s condemn this house if this hazard cannot be abated. M^ According to engineering consultants, there is no area on the house lot to built another system M1 and the public sewerage lines are not accessible. Therefore,the system would have to be builty over or adjacent to the present system on the lot owned by the City of Salem. The Health Department appreciates whatever efforts the City may make to expedite the processes s; necessary to allow construction of another septic system to service this house. d Sincerely, For the Board of Health, " anne ScottHeal Agent :f. Dwain B. Smith Ana®��� as LawD January 19, 1995 y pmq n89n Professional BmiMing Liheray Scluare JAN 2 3 him Ms. Joanne Scott, MPH, RS, CHO Danvers, MA 91923 CITY OF SALEM Salem Board of Health HEALTH DEPT. 9 North Street (598) 777-4229 Salem, MA 01970 Re: Knuultila - 8 Wyman Lane, Salem, MA Faa (506) 777-9452 rlaar Mc Scott: . I have had a meeting with the bank, and Ms. Warren, CEO, said she will recommend the required loan to her Board at there next regularly scheduled meeting on February 13, 1995. I am optimistic that the loan will be approved. If that loan is approved, Hancock Survey will begin the required field work immediately (I have tried to get them to begin that work now, but I doubt they will until they know the loan has been approved). David Currier of Middleton is the contractor who will install the system (107 Forrest Street, Middleton, MA (508) 774-2772), and he is currently getting exact prices on the tanks, pumps, etc. and will be ready to begin work as soon as the field work is completed by Hancock Survey. I will get a competitive quote for installation for Hancock. Obviously, we will need additional time to complete everything, and I hope you and the Board of Health will be willing to give me the needed time based on the approval of the loan. If the loan is approved, the court date could be continued generally and dismissed when the work is completed. By the way, the loan will be construction in nature, and payments will only be made to contractors directly as work is completed. Thank you for your assistance. Sincerely, Dwain B. Smith DBS:sw cc: Robert Ledoux, Esq. 8 �.� a� RUQ i , Existing Dwelling W, i Property Line— (Typical) pumping Manhole 00 50`'---- -- --i 10 00 1 50' 7' 00 L - - - - -- - - - - - - Ir Q 00 ��,► { 00 Mounded Area 00 4 Fill _ 0 0 6'-B' from groundwater co ?j 0 -D CD b ti Rip-rap—r-, � t7 :Rip-rap LO� OO 00000000000caoo � 000 Cota 00 000000�lioovv0000 000. ..E PROPOSED MOUNDED SEPTIC SYSTEM 8 WYMAN AVENUE SALEM,MA Tc, /Y''."" T ❑ AM Date � �22- Time M WHIL YOU WERE OUT M of S.P Phone r 1 '7 e{'S -" 4�- to '7 Area Code Number Extension - ITELEPHONED L-'-1 PLEASE CALL CALLED TO SEE YOU I I I WILL CALL AGAIN WANTS TO SEE YOU I I URGENT I RETURNED YOUR CALL.I I Message U reorde 3-700 Operal,)., -P ��Green Cycle'" RECYCLEC PAPER J �y J J ~Qc Q J 9 n ,00'1� o � 1 / kfi e 2~ f 200 wo 0 O !8 8 OO '2'g-9i' a /?8w& r� ,po 0 6,0; q w 2 oao 2 bo CfTY 4''s oF J 44, /2B, bo 2� AFM ro kf s r(I!� !s r 62so 's` 00 23 419 ts S°,s 2�39s 2 i v a ,00i7 0 � ~ ro-s awe ~a ~ 30 eo s AVE vBo s 4 3 ~ ~ 3 uo-s y a %�� '''6 4i \ /�2 33 8'53'9 t' 61 6,5-,9,9 ti / 4 3 6'4 0 Q w y /OO`8 �•�� t 1- tom" 9&/ �¢ O s o 3 '9v �. Y r A,v A� y 0,,4 Ct 'v �•~� S C r 3432 oy �� S ~" 3 a 3s36s Wq M \ ~ Sco rr � � Dwain B. Smith � its awz0 Attorney a4 Law D89R Professional 13,ildla"g 0E G 1994 Lnheray Square Danvers, MA 00023 CITY OF SALEM HEALTH DEPT. (508) 557-4220 Fax (500) 797=0452 December 5, 1994 Joanne Scott, MPH, RS, CHO Salem Board of Health 9 North Street Salem, MA 01970 RE: Knuuttila - 8 Wyman Avenue, Salem, MA Dear Ms. Scott: Joseph Serwatka of Hancock survey advised me this morning that he will have the "proposed septic plan" ready by the end of this week. I had expected it early last week. As soon as I have it, I 'll be in touch with you for your approval and to renew discussions with the bank. I 'm very hopeful that they will finance the system. Sincerely, Dwain B. Smith DBS/ylc cc: Pat Miller Dwain B. Smith �Ii!��1I��IIIp Adtor ne7 at Law m9i Professional Building FEB 15 1995 Liberty Square CITY OF SALEM Danvers MA OR923 HEALTH DEPT. (508) 777-4220 February 14, 1995 Pa. (508) 7779452 Ms. Joanne Scott, MPH, RS, CHO Salem Board of Health 9 North Street Salem, MA 01970 Re: Knuuttila - 8 Wyman Avenue, Salem, MA Dear Ms. Scott: ,�3r,00a The bank approved funds (which I believe will be enough to complete the entire job) on February 13; and the case was continued by agreement today to May 16, 1995.We certainly expected the whole job to be completed before then. I have, as of today, directed Joe SerwatkaTof Hancock Survey to proceed with the field work and final plans for your approval. If you have any questions, please call me, otherwise I will keep you posted. Dwain B. Smith DBS:sw --• - 310 CMR: DEPARTMENT OF ENVIRONMENTAL PROTECTION _VL,/ 15.107: continued 1. within 400 feet of the proposed system location in the case of surface watt j supplies and gravel packed public water supply wells, 2. within 250 feet of the proposed system location in the case of tubular public water supply wells, and 3. within 150 feet of the proposed system location in the case of private water supply wells; (h) approximate safe yield or design capacity of every public water supply, if information is available; (i) identification of proposed disposal area in relation to the location of nitrogen sensitive areas designated pursuant to 310 CMR 15.215. (2) When observation wells are appropriate or necessary to determine the hydrogeologic properties of a site or region,such as direction of ground-water flow,perched ground-water tables and seasonal ground-water elevation fluctuations,the general guide for the proper use and installation of ground- water observation wells provided in Department guidance shag be followed, 15.201: Tvne of Svstem Each on-site subsurface sewage disposal system approved pursuant to 310 CMR 15.000 shall consist of a septic rank which discharges liquid effluent through a gravity distribution or pressure dosing network tc a soil absorption system as hereafter described. No modifications or alterations to List design criteria shall be allowed except pursuant to the alterative system and snared systems provisions of 310 CMR 15.280 through 15.243,or the local upgrade approval or variance procedures of 310 CMR 15.400. IS-202: Use pi f R eircnlatin—a Sand F cats ( (1) A recirculating sand filter or equivalent alternative technology approved by the Department in accordance with 310 CMR 15.280 through 310 CMR 15.289 shall be a required design component of all systems with a design flow of 2,000 gpd or more to be located in Nitrogen Sensitive Areas, provided that such RSF shall not be required for a facility for which subdivision approval has been obtained to construct dwellings with a cumulative total design flow of 2,000 gpd or greater if a disposal system construction permit to construct a system with a total design flow of less than 2,000 gpd in full compliance with 310 CMR 15.000 on each of the subdivision lou to be served by a system is obtained and such separate subdivision lots are to be conveyed to independent owners. (2) A recirculating sand filter may be used to enhance nitrogen removal in systems with a design flow below 2,000 gpd in accordance with 310 CMR 15.217 (enhanced nitrogen removal). (3) Recirculating sand filters designed and approved in accordance with Department guidance are a certified alternative system for facilities or conditions as set forth at 310 CMR 15.289(certification of alternative systems). (4) Recirculating sand filters or equivalent technology shall meet the following requirements: (a) effluent discharge concentrations shall meet or exceed secondary treatment standards of 30 mg/L BOD,,30 mg/L TSS and a minimum of 85% of the influent BOD,and TSS shall be removed. The effluent pH shall not vary more than OS standard units from the influent water supply. (b) total nitrogen concentration in the effluent shall not exceed 25 mg/L and a'minimum of 40% of the influent total nitrogen concentration shall be removed. (c) systems will be required to monitor influent and effluent quality on a quarterly basis. Effluent discharge limits shall be determined on a case by case basis as set forth in 310 CMR 15.202(4)(a) and (b) and shall require, at a minimum, effluent standards for pH, BOD„TSS,TKN and NO,-N. 9/23/94 310 CMR - 316 t 310 CMR: DEPARTMENT OF E.WIRONbtENTAL PROTECTION 15.202: continued ' (d) recirculating sand filter systems shall contain all components of a standard on-site system and be capable of functioning as a conventional system. Any depamuts from this provision require written approval from the Department (c) the Department and the local approving authority shall be notified of any component or system failure within 24 hours of detection of such failure. (f) systems with design flows of 2,000 gpd or greater but less than 10.000 gpd shall not qualify for the credit for enhanced nitrogen removal allowed under 310 CMR 15.217. (g) pressure dosing is required for all systems with design flows of 2,000 gpd or greater but less than 10.000 gpd. Pressure dosing systems shall be designed in accordance with Department guidance. (h) the four foot separation to high groundwater as required under 310 CMR 15.212 shall be calculated after adding the effect of groundwater mounding to the mean annual high groundwater elevation as determined pursuant to 310 CMR 15.203(3). (i) the system must be inspected annually by a Massachusetts Registered Professional Engineer and certification submitted to the local approving authority that the system and its components arc functioning as designed. 0) operation and maintenance manuals and procedures must be prepared by a Massachusetts Registered Professional Engineer and submitted as pan of the application. (5) Prior to the use of any recirculating sand filter or equivalent alternative technology approved by the Department in accordance with 310 CMR 15.280 through 310 CMR 15.289, the applicant shall submit to the Department the written approval of the local approving authority together with a copy of the complete application submitted to the local approving authority. The application shall be deemed approved by the Department if, within 60 days of receipt of a complete application the Department fails, in writing: (a) to request additional information from the applicant or (b) grant a written approval,which may include any special conditions the Department believes appropriate to protect public health, safety, or welfare or the environment or (c) to deny the approval of the recirculating sand filter or equivalent alternative technology. In the event the Department requests'additional information from the applicant the 60 day . period for Department review shall commence upon receipt of such additional information. In the event the Department denies the approval of the recirculating sand filter or equivalent alternative technology, that determination may be appealed in accordance with 310 CMR 15.422. 15.203: Svstem Sewa¢c Flow Desien Criteria (1) Each component of an on-site subsurface sewage disposal system shall be designed to teat sanitary sewage discharged from all buildings to be served by the system using the System Sewage Flow Design flows set forth at 310 CMR 15.203(2) through (5). Actual water meter data shall not be substituted for the design flow criteria for the activities listed below unless pursuant to 310 CMR 15.416. Design flow is equivalent to estimated generated flow for the proposed use plus a factor representing flow variations. 9123194 310 CMR - 317 'NOV 10 '94 04:09PM P. 1 LEDOUX, WHIPPLF & KING. P.C. ATTORNEYS AT LAW ROBERT A.LEDWX 49 FEDERAL STREET PHILIP STROME W oeunWl JOHN A.WHIPPLE SALEM,MASSACHUSETTS 01070-3469 JOHNG KING IP WlO OFFICE: CELESTE R.NIARCHOS YS MARKET STREET CKARLENE FOY GtBNEY P,O.SOX 201. RICMAROM KA4LMAN FAX 1600)745-6209 IPSWICH,MASS 04USETT501464 STEPHEN P.MAIO REAL.EST.FAX{506)T4S-0008 IS 356'2433 IAN IN MOORES FA^.SIMILEtAb)35C-dY.1.3 STEPHEN G.FINN �j TELEFAX COVER SHE" DATE: TO: FAX NO. : 'I �v - 970 Er FROM: tS�r // Total number of pages, including this cover sheet: 17 IF YOU DO NOT RECEIVE ALL PAGES OR IF THE TRANSMISSION IS NOT LEGIBLE, PLEASE CALL (508) 745-3363 AS SOON AS POSSIBLE FOR ERROR CORRECTION. OUR TELEFAX NUMBER IS (508) 745-6209 CONFIDENTIALITY NOTICE This telecopy is attorney-client privileged and contains confidential information intended only for the person( s ) to whom it is addressed. Any other distribution, copying or disclosure is prohibited. If you receive this telecopy in error, please notify the sender immediately and return the original transmission to us by mail without making a copy . Massachusetts Department of Revenue Division of Local Services I�'U commissioner Informational Guideline MilchellAdams Deputy commisstano, Release LeslicA.Kuwnn Property Tax Bureau Informational Guideline Release No. 94-208 November 1994. MUNICIPAL FUNDING OF RESIDENTIAL IMPROVEMENTS TO MEET CERTAIN PUBLIC HEALTH CODE REQUIREMENTS Chapter 60, Section 116 of the Acts of 1994 (Adding G.L. Ch. 111 §1278'(2) This Informational Guideline Release informs local officials about a new provision that permits boards of health to enter into agreements with residential property owners to repair or replace faulty septic systems, remove underground fuel storage tanks or remove dangerous levels of lead paint. The property owner will then repay the municipality for the cost of the work by having a portion of the cost, with interest, added to the annual property tax bill for up to twenty years in the same manner as an apportioned betterment assessment is paid. Tovical Index Kev: Distribution: Betterments and Liens Assessors Borrowing Collectors Proposition 21h Mayors/Selectmen Boards of Health City Solicitors/Town Counsels The Uir:sianvrLocalSmieuuec F ._ J D° � oci:ia andtoaas in cc.;ic+'u: r .r+:abtc,�=n^ z.:cL nn anJ<f c.'fnr rural mar;dycmCnt Plc{,.1,'IS:nli/[atl:✓rjt�Jb�4,/if:tGtLS{l,+e(J(" fiQlt.it.r.+:,:flYlt iZfl[rStS dklr_fo,lcgd Ott (pro_t::rmn;:r tr:d wc"Lrl ia;onnmiun l foe!acd ercio g ar.d oA,m L Gamed ui rm:iU,^.cl Jira�er. D;v ision o`Lora! Services, Po hoz 9555, Ba;on, MA 02114 P555 (617) '127,2300 Y gp '94 04: 10PIM P.3 Informational Guideline Release No. 94-208 November 1994 MUNICIPAL FUNDING OF RESIDENTIAL IMPROVEMENTS To- MEET CERTAIN PUBLIC HEALTH CODE REOUIREMENTS Chapter 60,Section 116 of the Acts of 1994 (Adding G.L.Ch.111§127B'/x) SUMMARY: This new section lets local Boards of Health spend municipal funds to correct certain types of environmental hazards on residential properties. The types of problems eligible for municipal funding are the repair or replacement of failing septic systems, the removal of underground fuel storage tanks, and the removal of dangerous levels of lead paint. The ability of a local board of health to carry out programs under this section depends upon appropriations by the city or town. Money may be appropriated from current revenues (the levy), from available funds, or from borrowing. Appropriations or debt authorizations for the purposes of the new law are outside the levy limit under Proposition 212, and outside the municipal debt limit under G.L. Ch. 44 §10, Only property owners whose properties are, or may be, the subject of proceedings under G.L. Ch. 111 §1276 to determine whether they violate health standards may take advantage of the law, if the board of health determines that a parcel of property qualifies under1276'/: it may enter into an agreement with the property owner for the repayment of any money spent on the project. The amount spent on the project is treated as a betterment assessment under G.L. Ch. 80 for purposes of repayment, which means the property owner will have up to twenty years to repay by having a portion added to each year's property tax bill, with interest. Ther mount-owed1—secured'bv--arlien�omthe property;and-is.a,personaliliability'of-the-property owner: GUIDELINES: 1. Before or after G.L. Ch. 111 §127 proceedings have begun with respect to a parcel of residential property, the owner of the property may petition the board of health under §127B'/: to make findings consistent with G.L. Ch. 111. With the agreement of the property owner, the board of health may then enter into contracts with third parties to repair or replace the defective septic system, or to remove the underground fuel tanks or lead paint. Any contracts with third pasties are subject to the laws generally applicable to municipal contracts, such ascprocure, Qnt-laws PROPERTY TAX BUREAU HARRY M. GROSSMAN, C:HIEP o,,, ro '94 04: 11PH F.a 2. The board of health may enter into agreements with property owners to take corrective action only to the extent that the city or town has appropriated funds for such purposes. Cities and towns may make funds available by appropriating either from the tax levy or from available funds, or by borrowing. Appropriations, forAthe.puxposes-of--the;:new law-�should be segregated:in,t-he health ddepartment's budget as-atseparate=line=item,--or-appropr-iated-as-special-articles. This will permit the assessors and the Department of Revenue to calculate the amount of the increase in the municipality's levy limit under Proposition 21h. 3. Municipalities=that-wish=to fund-thetVrojects—with—debt=may-issue=bonds=for periods.up.to=twentyiyears. Bonds issued under G.L. Ch. §127BY2 are exempt from the municipal debt limits under G.L. Ch. 44 §10, but are otherwise subject to the provisions of G.L. Ch. 44 governing the issuance of municipal debt. Debt service on bonds issued under the new law should be reported annually on Schedule DE- 1, which is submitted to the Department of Revenuewith the municipal tax rate to enable the Department to calculate the debt exclusion adjustment to the municipal levy limit under Proposition 21h. G.L. Ch. 59 §21C. Since bonds issued to fund some projects authorized under the new law may be treated as taxable private purpose bonds under federal law, cities and towns issuing debt for the purposes of G,L, Ch. §1277B'h should consult with their bond counsel about whether the bonds or notes for the particular projects contemplated by the community will be federally tax exempt. Any borrowing determined to be a taxable private purpose borrowing should not be combined with any public purpose municipal borrowing in a municipal purpose loan. 4. The=board:ofzhealth-must execute r agreements--with--property-owners:author zing, therrwork-toibe=done-� Under the agreements, property owners must assume personal liability for the payment of the project cost. The agreement should specify a repayment period, which may not be more than twenty years_. it should also include the annual interest rate to be applied to the amount owed. The-agreed upon`race=cannot=5e less than five=percent, However, if the municipality borrowed the money to fund the projects, then town meeting, or the city council and mayor, can fix the minimum rate at two percent above the rate of interest charged the municipality on the borrowed funds. G.L. Ch. 80§13. S. Once agreements with property owners have been executed and contracts or the work have been made, the board of health must record-orders=in-Lhe-Reg-istry=of IDebds-Vvithin_ninetyjdaysxto=establis-hztheaien securing repayment of the project cost. The orders must list each parcel where work is to be performed, with an estimate of each project's cost, and ;nclude a plan of each area b�-ne.`rted n), the Work. G L. Ch, SO S? Ordinarily, the plan will consist of a sin-le parcel 10 which the associated cost estimate applies. The board of health should use 'he assessors" xg OV 10 '94 04: 1cPM a d -3- parcel descriptions as of the prior January first in the orders and extracts from the assessors' maps as the required plans. Since the recorded estimate of the cost is the maximum amount of the lien on the parcel under G.L. Ch. 80 §2, the board of health should record an estimate that ensures the city or town will be able to recover the full amount it spends on the project. As=workAs=completed on each project, and the final cost is definitely known, the=board-of-health=mustcertify�the final-pr-oject.costs=for each parcel to-the_tioard'df=assessors. G.L. Ch. 80§4. 6. The assessors must then commit the amounts as betterments with a warrant to the collector, who is to send notices to the property owners to inform them of the final cost of the projects. G.L. Ch, 80 F4. The notice should also indicate when the first installment of the agreed upon repayment plan will appear on the property tax bilis. 7, The repayment terms set out in the property owners;' agreements are treated as an election of an apportionment period for a betterment under G.L. Ch. 80 §13 and the first apportionment or installment is to be added to the property tax assessed as of the January first after the final project costs were committed to the collector. For example, the first installment of final project costs committed on or before January 1, 1996, which is the assessment date for fiscal year 1997 taxes, would be added to the FY97 tax commitment and bills. If the costs were committed on or after January 2, 1996, the first instaIIment, would be added to the FY98 commitment and bills, In the first year, the installment is committed with interest on the entire unpaid balance of the committed final project costs calculated from the thirtieth day after the commitment until the October first following the applicable tax assessment date. For example, if the final project costs -.ere originally committed by the assessors to the collector on April 1, 1995 and the first installment added to the taxes assessed on the property as of January 1, 1996, interest on the first installment is computed on the entire unpaid balance from May 1, 1995 until October 1, 1996. In subsequent years, each installment is committed with a year of interest on the remaining balance calculated from October first to October first. If the property owner does not pay any installment and 'interest added to a tax, it is subject to the same interest and collection charges as delinquent property taxes. 8. A property owner may pay the balance owed, or make additional payments on the balance, at any time before the end of the repayment period. In those cases, the assessors must commit the amount of any prepayment not yet added to an annual tax bill, with interest, to the collector with a warrant. Before the first installment is added to a tax bill, interest on the prepayment would be calculated from the ., zs 'nS' l IA 1• �"`e qp .1.t" s A �� "'d'Ty � .iF P.6 NOV 101 '94 74: 12PM -Q- thirtieth day after the date the project costs were originally cortimitted until the date of prepayment. After the first installment has been added, interest on the prepayment would be computed from October first of the year the last installment was added to a tax until the date of prepayment, and the prepayment would be applied to the final year(s) so as to reduce the repayment period. G.L. Ch.80§13. 4. Collectors may use any of the remedies available to collect unpaid betterment assessments to collect the amount owed, including taking the property into tax title under G.L. Ch. 60 before the expiration of the lien for the project costs. The lien exists from the time the orders are recorded until two years have elapsed from the October first of the year the Iast installment appears on a tax if there has been a recorded alienation of the property in the meantime.. If there has been no recorded alienation before the end of that time, the lien exists until an alienation of the property is recorded. -G.L. Ch. 80 §12. In addition, because the property owner is¢personally`liage for the project costs, which is not the case with a betterment, the=collectorwill aiso:rbeiable1to_br-ingia civil action against the=owner=in-order to=collectany unpaid=costs, Dwain B. Smith Attorney at Law 8891 Professional Balding Liherty Square Danvers, ISA 09923 (308) 777.4220 (508) 955=0432 October 27, 1994 Joanne Scott, MPH, RS, CHO Salem Board of Health -9 North Street Salem, MA 01970 P.F.: Knuuttila - 8 Wyman Avenue, Salem, MA Dear Ms. Scott: I've ialked to Joseph Serwatka of Hancock Survey and he will donate his time in plan preparation to try and expedite a solution to this problem and help Mrs. Miller. I've also talked to State Senator Fred Berry's office and they are seeking assistance to help these people. I will keep you posted. Will you notify the Court to continue the case to February? Please advise me on this issue. Thanks. Sincerely, Dwain B. Smith DBS/ylc. ,�/i'1ll9H !-Ph o IzAovld be submif}Pci -/h's weet' cuel sPe4lt- w.44 bv�x 61ht a,�kf -rho6ks7i0r-7� Dwaim Be Smith Attorney at Law 1891 Profess;onal B,ilJing Uesly Square Danvers, ISA 91923 (509) 777=4220 F,, (599) 777-9452 October 25, 1994 Joanne Scott, MPH, RS, CHO Salem Board of Health 9 North Street Salem, MA 01970 /l RE: Knuuttila - 8 Wyman Avenue, Salem, MA Dear Ms. Scott: I have talked with Cathy Winn at the Planning Board and she is going to review the situation and get back to me next week. Beth is on vacation. 1 have also talked to the bank and doubt they will be willing to advance additional funds in on the property. The bank did, in any event, agree to review the situation of additional funds. I'm working with the engineer to see if we can develop an alternative plan for submission to the Board of Health. I will be in touch next week. Sincerely, i Dwain B. Smith DBS/ylc HSA HANCOCK SURVEY ASSOCIATES #13066 October 11, 1994 Mr. Dwayne B. Smith, Esquire 315 Liberty Square Danvers, MA 01923 RE: Miller Property 8 Wyman Avenue, Salem„ MA Dear Dwayne: This letter is sent per you request to discuss our findings and recommendations relative to the existing subsurface sewage disposal system at the above mentioned address. Based on our discussions with Ms. Joanne Scott (Salem Board of Health Agent) and Mrs. Miller (property owner) the existing septic system was declared failed following a dye test performed in the Spring of 1994. As a result, Mrs. Miller has been required by the Town and Court to look into alternatives to replace/rebuild the system. As instructed, we have looked at several options to satisfy the requirements of the Town/Court. These options include: connecting to sewer in Highland Avenue (Salem) ; connecting to sewer in Lynn; replacing the existing septic system with a Title 5 system (conventional or alternative). The following is a discussion of each option. Connecting to an existing sewer line in Highland Avenue would involve the installation of several hundred feet of gravity sewer and/or force main from the property on Wyman Avenue to Highland Avenue. It is anticipated that much of the excavation would include blasting of ledge. The construction cost to tie the existing house at 8 Wyman Avenue into the sewer line could easily exceed one hundred thousand dollars. This option has been ruled out due to cost. Connecting to an existing sewer line in the abutting City of Lynn was also looked into as an alternative. However, after meeting with Mr. Richard Dawe, an engineer with the Lynn Water and Sewer Colmnission, it was decided that there are no existing sewer lines within a reasonable proximity to the subject address. This option was subsequently ruled out. Based on the foregoing discussions, we decided to investigate the possibility of replacing the existing septic system with a new Title 5 designed system which would be raised above the seasonal high groundwater table. We, therefore, scheduled deep hole observation and percolation tests with the Salem Board of Health for the property. The testing was conducted on the morning of September 19, 1994, in the presence of Ms. Joanne Scott. The attached results indicate that the on-site soils will not support the design of a conventional Title 5 septic system (testing was limited to that portion of the property which did not contain exposed ledge, existing septic system, and wetlands). This conclusion is based on the types of soils present, the lack of four feet of naturally occurring percable material, and depth to ledge/assumed water table. 235 Newbury Street•Route 1 North•Danvers,MA 01923•(508)777-3050•(508)352-7590•(508)283-2200•(617)662-9659•FAX(508)774-7816 X113066 PAGE 2 Again, based on the soil testing results, it was decided that an alternative Title 5 system may be the only option to replace the existing septic system (other that a tight tank). If the design and construction of an alternative system were allowed by the Town of Salem and the Department of Environmental Protection (DEP), the total cost, including design, permitting and construction, could easily exceed thirty thousand dollars. If an alternative system were not allowed, then the final option is the installation of a septic tight tank. This option usually places severe deed restrictions on the property. The installation cost of a tight tank for this property may exceed twenty thousand dollars and would require pumping on an as-needed basis. A tight tank is considered a final solution to be used when no other reasonable option exists. Based on our extensive soil testing experience, and discussions with other engineers and Board of Health Agents, the Spring of 1994 was one of the "wettest" in man years, producing extremely high groundwater levels. In some amities, ground water readings were many feet higher than in previous years. If the septic system at 8 Wyman Avenue did not exhibit signs of failure prior to the Spring of 1994, then perhaps the unusually high groundwater levels were a contributing factor to its failure during the dye testing. The Board of Health may consider dye testing the system on a monthly basis for a specified time period to determine whether the system exhibits a "history" of failure prior to requiring the expenditure of tens of thousands of dollars. If the system is subsequently considered to be failed, then an alternative septic/sewer could be designed arra installed. Should you have any further questions or require additional information concerning this property, please contact us. Very truly yours, HANCOCK SURVEY ASSOCIATES, INC. Jose J. Sexwatka, P.E. JJS/wag JJS13066 ®.nra Be Smmun4h Anorney a9 Law ��;y( �✓ v wn PPolessaonal B,il ing SEP 2 7 1994 LihePdy Scluaae Danvers, SAA OR923 CITY OF SALEM HEALTH DEPT. (598) 777.4229 Faa (506) 7774452 September 27, 1994 Joanne Scott, MPH, RS, CHO Salem Board of Health 9 North Street Salem, MA 01970 RE: Knuuttila - 8 Wyman Avenue, Salem, MA Dear Ms. Scott: I understand that you have scheduled a meeting with the Board of Health for October 11, 1994, at 7:30 p.m. with regard to the above situation. In addition, you have set the case down for trial on November 10, 1994, in the Salem District Court. Will you please advise me if the above details are correct and also provide me with the name of the attorney who will be handling the trial for the Board of Health. Sincerely, Dwain B. Smith DBS/ylc INTEROFFICE .MEMORANDUM To: Roberf"Ledoux, Esq. CC: City Solicitor s,p From: Joanne Scottq� Date: September 29,, 1994 Subject: 8 Wyman Avenue Enclosed please find information concerning the failed septic system at 8 Wyman Avenue. The DA's office calf awl salol yoo haul/e- 4-6-5e C'Q-'�es. So.-yy( The trial date has been set for November 10, 1994. I will preae74 -7-h �> Ce S--' -0 1 � Board of Health for their review and comment at our next meeting on October 11th. My goal is not to have this person have a criminal record or fine, but to fix his septic system. However, Mr. Knuuttila claims he cannot afford any design or repair costs. I am checking with his mortgage company regarding a loan-- but he is not current with his payments so I don't know if it would be considered by them. If you have any questions, please call Thank you for your help. FROM TRE DESK OF... JOANNE SCOTT,MPH,RS,CHO HEALTH AGENT SALEM BOARD OF HEALTH 9 NORTH STREET SALEM,MA.01970 (508)741- 1800 1 s (?A Al /38p0, CITY OF SALEM BOARD OF HEALTH Salem, Massachusetts 01970 JOANNE SCOTT,MPH,RS.CHO NINE NORTH STREET t HEALTH AGENT Tel:(508)741-1800 May 27, 1994 Fax:(508)740-9705 Ronald A. Knuuttila & John J. Miller 8 Wyman Avenue Salem, Ma. 01970 Dear Mr. Knutilla & Mr. Miller: The septic system serving the house owned by you at Wyman Avenue is not functioning properly. On May 25, 1994 dye tablets were flushed down the toilet at that location. On May 26, 1994 green dye was observed in puddles of water behind the house indicating a septic failure. This condition constitutes a health hazard to the occupants of the house and the environment According to the State Environmental Code Title 5: Minimum Requirements for the Subsurface Disposal of Sanitary Sewage,"and Massachusetts General Law Chapter 11 section 122, you must obtain the services of a state licensed Registered Professional Engineer who will submit plans to this department for approval within seven(7) days of your receipt of this notice Such plans must show how the septic system will be brought back into compliance with the State Code and the plans must have the engineer's original stamp and signature If you are aggrieved by this order you may request a hearing by filing such request In this department within seven(7)days of receipt of this notice. At such a hearing, you shall be given the opportunity to be heard and show cause why this order should be modified. Sincerely, I Joanne Scott MPH,RS,CHO Health Agent cc: City Engineer, Charles Quigley Certified Mail#871 586 877 4-� , 1� ti m SENDER: I also wish to receive the y • Comp to items 1 and/or 2 for additional seances. - m Co. ete items 3,and 4a&b. following services Ifor an extra 0 . • Pn Your'nrme and ad4ress on the reverse of this form so that we can - o d ret u this card to you. feel: ` • ttach this form to the front of the madpiece,or on the back if space 1. ❑ Addressee's Address N does not permit. m • Wnte_.:Return Receipt Requested'_on the mailpiece below the article number _n —�— 2. ❑ Restricted Delrvery -- • The Return Receipt will show to whom the article was delivered and the date d o delivered. „ Consult postmaster for fee m -o 3. Article Addressed to: 4 Article Number m P 871 586 877 E ° Ronald A. Knuuttila 4b. Service Type E UX E! Registered 11 Insured °o John J. Miller rn y "8 Wyman Avenue KI Certlfie L - w - ❑ Expr n Receipt for � ¢ Salem; Ma._ .01970 _ p_ - / r andlse 7. Dat of livef G i (8 Wvman Avenue) -JS i 5. Signature (Addressee) 8. Addie 's ldre ISply if requested m > and a d� c SIWCw ��r�gent Ems' � ~ PS Form 3$11, Deccibet�1 �S.GP0:1992-323-402 L DOMESTIC RETURN RECEIPT UNITED STATES POSTAL SERVICE Official Business PENALTY FOR PRIVATE USE TO AVOID PAYMENT OF POSTAGE,$300 -, 44 S 199 - - - _ Print your name, address and ZIP Code here CITY OF SALEg1em Health Department UEALTH DEPTy North St. Salern,Mass. 01970 APPLICATION VADULT NUMBER Trial Court of Massachusetts " FOR COMPLAINT O JUVENILE J District Court Department r ❑ ARREST N!"HEARING ❑ SUMMONS ❑ WARRANT COURT DIVISION The within named complainant requests that a complaint issue against the within S?ler.- £list^-t CCUrt named defendant, charging said defendant with the offense(s) listed below. , DATE OF APPLICATION DATE OF OFFENSE PLACE OF OFFENSE BS Y�/aSh)!lgtoa St3(?P.1 6�a2Salem, MA. 01970 NAME OF COMPLAINANT C; / l 0,( /�nG/ 1h Dy,14 NO. OFFENSE G L Ch. and Sec ADDRESYS�AND ZIP CODE OF COMPLAINANT t V,0 )moi -ion L?F'f/•c ��a>`C Hey L- CA, Code -r, I SS+s ""GJNf�I><� 'zy / /_)71# S✓lj tV✓fv CfL T/_t/QS-/� f?+ /.� 76 2r ' t✓', ✓.1 '�e NAME,ADDRESS AND ZIP CODE OF DEFENDANT + S Alley- 3 � .- __----- -g o.)n-iUir 11Jy 14. - - - l f COURT USE A hearing upon this complaint application . DATE(FHEARING TIMEOF HEARING COURT USE ONLY—► I will be held at the above court address on }' _i-(L, IS /J/ �C-AT /.;t .;, !ki —ONLY CASE PARTICUISE SPECIFIC NAME OF VICTIM DESCRIPTION OF PROPERTY VALUt OH HHUPERTY TYPE OF CONTROLLED NO. Owner of property, Goods stolen,what _ Over of under SUBSTANCE OR WEAPON person assaulted,etc. destroyed,etc. $250. Marijuana,gun,etc 2 i 3 I 4 i I OTHER REMARKS: Ucvn er. ha5 -'o)Ie z -V�' ' -submii r_eq,,5 - ed egrne c7 3lhpewhors. P,11led srjo�;c sysfeM _III// !me- - br0L7h1-- -Y6ucr r� /a Con P�raree r i+lam the 51-afe G/vd� . S�werayG ;s r nq abo�� 9rvv �d. X lin e SIGNATURE OF OMPLAtNA NT DEFENDANT IDENTIFICATION INFORMATION — Complete data below if known. DATEOFBIRTH ( PLACE OF BIRTH I SOCIAL SECURITY NUMBER SEX RACE HEIGHT I WEIGHT EYES HAIR l OCCUPATION EMPLOYER/SCHOOL MOTHER'S NAME(MAIDEN) FATHER'S NAME I DC-CR2(3188) Q:3oAf1 S�aSl9y Ten green dye i'ableis rue--e Pfo5lied down -1'oilel- of 8 Wyman Aue„ae Poiloweel by seveea.I 4-uls o� Wa {'e✓ IQed Jye -Aabk �s cuere coin" to le ,4 . Q-� l/ (�,��Hoar, S ie e F llo u>ed ��/ �Se✓era / dubs o tL)a�er ,3aCKyard OtS�sPvr,�x�io.zS were- clovrleol avi- �hrou9{.eU r -✓%h e day Q-- P GUyma, Aoe F L/ Wyman 5-jvee-f- Sew iol n� /1)o dye e-o%v was ho�eo/. �4 �ldGl9y Miehae / �o//,.iS l/n eh9 .4eer �rU.yl ��ie - Ar�lh/ic - G(�o r K3 1�PPa�--f.v�.�� -a e�o.�-i Paa �e � -- n•.e_. �a -fh e -/oca�:� C7r2en dye was seen icloaflie t va Fer R f g ei'lari .4 ae• /lJo A{dye u�a s no fed. �/iQre cuas /lo zvafP� M fhe Yd-Ill/ o .SIa7/9 Al) order o ,�) -�ai•7 5eruiCeZ of l egi.s1eye,4 Pg7�ess1o.7a ( Lriy/neer' who would sv,brr.if ,5l'a.vmpeal - PlanS 4o ftie .iilPa/�h �e��• u>i �l.�� S?uPn cla/s o -F rece(lof o-F order i wo s n"41 le4il 3 �3i / 95� I�P�tJvn YPCPI�� of ordPr S�gnPcl by dccupa.� � off` 8 ua y .�ah ���n�eJ IPa+ H l l eY �f�yf9� f1� setiPo�v/�o� �3oa.d o� yea/�h mer'�ihy , boa . d menmbeeo 1.-s--eac4ed m-p- �o eon-11nae o.-7v h-ecossavy) )Pgol acl-ioh ilb ✓pz;vedy sPu-xe?e 9roble^i On o/ 0001 No co"74-,a C+ by owne.✓ L117 f 9y - S Cay/ed cv�d 5 po*e.. by lf'o.,ald K.-?L)u -Ab 1Q "o and ieakeel So/kooae "wov/off Coit " n,e r lePea � ed 4-Je- orde.- 4-'G?af _ p1 ans �'%� a. re9is fe✓e� - p/O�'Pss/cv�g1 �n q/.� Pry w_)e4y'e neceszoey fhe m4me.y iii YePa✓✓s a� Guau/d hkue Son-Pope dal/ me, d;d 407' he/1.11le Ke-50 114-C 0 �( -Yes -1 1'Idtca- ed-- ') 4 Pfar7_5 cc>e✓e- hof_ YeCe�uC'od _ COU114 QC41, 0�7 Gvoo/d be >.-?i A, QPd 9A 1g(/ Appl,ed Ao✓ eon,p/a✓h� ba-ke o-F hodvin� : Tv/y 13, �99?C/ cry /a: ba piy �A Memo I-v , -'i /e .' wyma� Au-e 30A/I S'�aSl9Y Ton gree.) dye -kOble.�,s &uere �')ustied o�a�vn yot/e� of g Wyman Aue„ue by sP�e.�r / viSs 0� wa { e✓ Red dyel fab)efs werec�l/v �ed / ew,,? i'o,, % l-. Q� y �2?l(fUyrv/Gn S)�ey,1 -D!/o4oed �j� Several Rubs 0 � uJa�er Zoe Kyard ObsPvv[-r/ronS Gt)Qre. avi- -�-tirdv9/,d0t -kAe day a � 4'f oe F`q.;�y��?n ,I�y `S�arld>r�%i soul C7�e/i wafP.- /,v�� roofed G�f d' GUyma.� vim: ll)o dye Co)ov cvcrs o?nle'e• �Q SJdGl9Y Mi e%aen eh9 >heer -/rv4,7 G{�orKs �efar� ntP7aL,eompanie nye 4a 4he )oca/:ems C veen dye was seer! J`/oa �h>e C-vyP"a� • ae' Ivo A{ dye Ovals Y)0 Tecj- 'rkye 004-1 196 LUq -e' /,1 -fGje S1a7/95� An orale,- -1p Uh fain Seru�Ces of ;eegi.s�e�ed Pr0Pessio.-7a ( Engih eeA, Who wou/d �vbrr,i f .5lami9ecl plans -fo fhe )/P4/ �h 7e��• u>i ��i%� S.euen Ja/s o 4' s'eeerole#- ! coos ;2 ia> 3 /3119q ) e4u,,,l vpeef,,�7.1 o Drd P o 5��7�95r was S)�.ned by 6eeupo44- 8 uj y ^ion �eJ Pao, la, l 1 er 7d)7edc7/e0' 80,gro D HP4�Y`I I�IPf'71�79 bDQ � Yr)2eIki eeo /hS}vvC {Pct »+2 �O e,9,7 ,, 7 e- o 7 ssary) ack;Oa7 4D . iP,,wedy sP,cx�ye f'✓ohle� � on or lbool NO C 0/7 I�aC 4- by awns✓ 1r Ca//ed a,-7d 5poke.. hn Rooa.ld ts�vu �-Al 1a- old Yea �ed SOnwone "GcJOold cej YYie z ✓epeaanied --he- orale.- ✓ey6a/eiy �-tiaz< s/��.�d pians TVOnl Q Yec//S ><P✓N� P✓DtPSS/Un.�( �rJ �!// PC✓ toe✓e n2cessa<y X,?uv4 > /a lndicalPd he /) a/d Po>< /7ale- da l/ me, 3) did ylo-1 hr/iPae e,5u /-1S o -( 4-es-bI79 - -r tnd;ea-fed , ' p/a-n.s tint,-e mot ,� r eleeOPd COOV`>!" QC490f7 Gvov/d life 9�j 6Ja3 )9(/ Applied Yl-o;,- e6n.7pia/h-1 Dake ©-( hodvin, Tv/y '7113/9 f�ea i� 9 be� -� �1.,, Cra�� — Go�/ ��r7vQd o•,e u�re�c� 71x0/97 &ar/,�? l bei&e C Kd-i-71 — ao, /a /9sI /kQ✓/7 SG/�WL) /e¢. ��a��9Y �rerra l 1�eav/n� – Fo Sf' pond 04_,,7 rv,oy l�- 8 V C" OE?+RTNE:iT OF EYVIRCNMENTAL QL`AL1Ty ENG-.XE=R:?:G oAtinued �.. ;Sanitary Stwaae. *Any water-tarried puu-eacible waste rCSUiC:Ly^ lccm clisthe cers, atahwasne s, or any .e of* water closets, aother:sourcundry ewashing macalnes. its, showers, unitary Sewer. A pipe which carries sewage without storm, surlace, or grouna waters. scum. A mass of solids floating at the surface of a septic tank. `seo ae. That material removed from any part of an Individual sewage uposat system, otic Tank. -A watertight receptacle which receives the discharge of +wage from a building sewer, and is designed and constructed so as permit the retentionof scum and sludge, digestion of the organic `ttej, ,and discharge,of the liquid portion to a leaching facility. ewaae. Sewage means sanitary sewage. "Yeidaae Dlsnosal Area. The area used for subsurface dispersion of the quia porson oz sewage. Subsurface briln. Any underground -conduit--used for the conveyance "oz water, incivauig curtain drain. 'Witerccurse. Any natural or man-made stream, pond, lake, wetland, ..,ccastat weuand, swamp or. other body of water and shall Include wet meadows, marshes, swamps, bogs and areas where ground water, Rowing or standing, surface water or Ice provide a significant part of the supporting substrate for a plant community for at-least five months of the year. swamp, -shall mean areas'where•ground-water is at arxauar the surface _ of the ground for a significant part of the growing season or-where runoff water from surface drainage frequently collects above the soil surface. Coastal wetland, shall mean any bank, marsh, swamp, fiat or other lowland subject to tidal action. ZGtneral'Reauiremenu (1) Disoosal works Construction Permit. No=ttidividualmsewage:-dis- pcsa.-systemyor otner means of sewage disposal shall be located, con- strured, altered, repaired, or installed where a common sanitary sewer is accessible adjoining the property and where permission to enter such sewer can be obtained from the authority having Juris- diction over,it (310 CMR 15.0.3(11)) or .if=a as nmonTaan.'t?a_ryYsewer�isl ' not--accessible_until_a_permit=for-its-location;-canstf utdon.-alta:4-idn, r`epair,,:.oc iristaliadon-shailmfiav_"e,betn=issued=by-- the-8oard:of_Healtt 3 A pernvt shall not be issued 'for any system of individual sewage disposal when the total volume of the sewage to be disposed of on any lot is in excess of 15,000 gallons per day, or where sewage treatment facilitles are proposed on the lot to be served, until the plans for such system have been approved by the Massachusetts Department of Environmental Quality Engintering In accordance with G. L. c. 111, $. 17. where sewage flows on a lot exceed 15,000 gallons per day, the Department of Environmental Quality Engineering may require additional treatment of the waste prior to its disposal to the ground. 1 The applicant should be aware of his obligation to comply with the requirements established by the Division of water Pollution Control pursuant to G. L. c. 21 s. 43, and the Wetlands protec ion A:t, G. L. c. 131, s. 40. u0 CMR: CE?.;R-AE..- CE =::V1RCNME:.-AL .,.:.;L: a.02: e= (2) Disecsai 'corks '.nscaHer's '= u' 2 No ne-sc . _r `:r-i s.-.ad an- gage in L:-,e eenstr-:c�:on, attaracon, mstailaccn.' c. repair of any individual sewage disposal syrcLhn WiOwut fi st cc 3tninr 3 Cisnosst Works Installer's Perot from the Board of Health. Such per-uts snail expire at the end of the year in which they are issued uniess cariier revoked for cause by the Board of Health. (3) Sectace Handler's Periit. No person or firm snail encase in ,!ie pumping or transport of the contents of any par: of an indivic,ai sewage 'disposai ivstem without first obtaining a Sancage Hancler's Permit from the Board of Health, in acccrdance with G. L. c. 111. s. 31At .The apoucanon for such permit shall zoic the site of the dis- posal, and such site and-method of disposal :rust have been ancrovec + , by the Department of Livironmeatal Quality Liginee-ting, re-ardless of the stated volume of material disposed of at that site. Sucn pe.^-uu shall be contingent upon compliance with 310 CMR 15.14(1) and shall i expire at the�end of the year in which they tiro issued unless tax!' ! revoked for cause. A list of permits issued shall be subtmtted to the - appropriate regidnal office of the Department of Environmental Quality Engineering at the beginning of each calendar year. (' fEi Ii (4) Applieadon°for Disnosal Works Construe^on Pe^.ut. An applica- tion for a msoosai wor:cs consiruc-on permit snau oe submired io the Board of Health and must be accompanied by a plan of the proposed sewage disposal,facilities. Such permit 'shall be invalidated if condi- tions different "than those set forth in the application are found pror �� 3 to or during actual construction ofthe Individual sewage,.disposal -system. In any event,_ a permit so granted shall expire two years - from the date of issue unless constructon of the system of individual j s: sewage disposaf- is '-begun before CZu expiration_ dateor unless this . Title has beim revised. -_ - ' (5) Plan of Sewace Disoosal Svstem. The submitted plan must show 3' as a tmn3mumr _ the tot to ne served, location and dimensions of the system (including reserve area), design calculations, existing ana proposed contours, location and log of deep observation holes, location , and results of ;percolation tests, location of any streams, surface subsurface drains and wetlands within 100 feet of the sewage disposal system, known sources of water supply within 200 feet of the sewage disposal system, location of any proposed well to serve the lot, loco- don of water lines on the property, maximum ground water elevation in the area of the sewage disposal system, and a profile of the system. T,he zplars must:,be-prepared_by�_a�Pmiesrional-Engtneeri oF:other„pro� fessf_o_nattauthorited-by Saw=-to-prepaie.av�z:pians. (6) Use. The use of an Individual sewage disposal system .shall be in ebmpli ce with the terms of the permit issued therefore and shall not exceed the design capacity of the system. Design capacity shall not be reduced for seasonal use. (7) MIdinc or Plumbing Pe:tnitslSubd7vision Plans. No building per- mit, tounciation permit, spec,,ai puuetng permit, or plumbing per-�u Shall be issued until a Sewer Entrance Permit or Disposal Works Can- sc-soon Peeut has first been obtained, unless the Board of Heaith dete--nines that the existing sewage disposal system is adequate for a proposed alteration or addition to an existing dwelling, 2 All systems for the purification or disposal of Indus trial wastes mus: be approved by the, Department of Environmental Quality Elgineerng for any flow, as required by G. L. c. 111, e. 11. ,i d 111 § 122 PUBLIC HEALTH 1 § 122. Regulations relative to nuisances; examinations kThe=board-of_health.-shall•examine.,intotall?nuisances;_sources_of`filth and causes-of--sickness=v✓ithin'its=towfi�or on board of vessels within the e s i harbor of such town, which-.may,.in-its=opinion;_be injuriousit6-the-public � .� health,,—,7 prevent_the-samee-as�the-casesmay require, and shall make regulations for the public health and. Safety tl relative thereto and to articles capable of containing or conveying i infection or contagion or of creating sickness brought into or conveyed 41 from the town or into or from any vessel. Whoever violates any such p l regulation shall forfeit not more than one hundred dollars. _ Historical Note 3 SL1797,a 16,§§3,5, 11. -G.S.1860,c.26,§§5,7. R.L.1902,a 75,§65. - X� R.S.1836,e.21,§§5,6,9. P.S.1882,c.80,§§ 18,20. Cross References l Air pollution control, see § 142B of this chapter. `r Aquatic nuisances, see § 5F of this chapter. Common nuisances, generally, see c 139, § 1 et seq. Conveyance of real estate to evade nuisance provisions, see § 1270 of this chapter. County commissioners exercising powers of local boards, see § 141 or this chapter. Examination of premises after refusal, see § 131 of this chapter. Local health boards, power W make health regulations, see § 31 of this chapter - _ Review of order, operation of farm as nuisance, see § 125A of this chapter. • (" - --- - Law Review Commentaries - — - t Enforcement of public health laws. Nuisance: Contributory negligence and r James H. Angevine and Gerald Taube other mysteries. Warren A Seavey (1952) (1967) 52 Mass.L.Q. 205. 65 Harvard L.Rev. 984. ' Injunctions in nuisance cases. Joseph C. fl Duggan, 6 Annual Survey of Mass. Law, Public nuisances in New England. (1959) r Boston College, p. 187 (1959). 39 Boston U L.Rev. 95 License application. George N. Welch, 6 Summary confiscation by public officers t+! Annual Survey of Mass. Law, Boston Col- (1930) 43 Harvard L.Rev 818. lege, p. 109 (1959). Library References - r Health and Environment 4&=-13(l), 27 to C.J.S. Health and Environment§§ 26, 27, 29. 126, 127, 130, 131, 134 to 138, 140 to 155. _Sb ' Notes of Decisions i '!! In general 1 Regulations 5, 6 Destruction, removal or prevention of In general 5 -i^ nuisances 4 Enforcement 6 is Enforcement of regulations 6 Review of board actions 7 Jurisdiction 2 ! Nature and scope of powers 3 292 Alm e � NUISANCES 111 § 127B _ and that he will do whatever those Codes ices and existence of sanitary code viola- require for compliance during term of the tions were properly admitted into evidence. renting will be_implied. Id- Palmer v. Rent Control Ed. of Brookline Relevant portions of state Building Code (1979) 386 N.E2d 1047, 7 Mass.App. 110. - - (c. 143,§ 1 et seq.)and state Sanitary Code were admissible in tenant's action against 10. Questions for jury - landlord to recover for injuries suffered _ when the railing of a third-floor porch gave Evidence presented jury questions as to = - way regardless of whether the case were whether porch, which gave way thereby - tried on theory that the landlord was negli- causing third-floor tenant to fall to ground, _ gent in maintaining an area left in his con- was part of rented premises so as to be trol or whether the porch was'part of the encompassed by landlord's implied agree- rented premises and that there was a ment to maintain rented premises in compli- breach of the landlord's warranty of compli- ance with Building Code(c. 143, § 1 et seq.) ante with the minimum cede standards. Id. and this section and as to whether viola- .„ _ In hearing on landlord's petition for ad- tions of said Codes existed at time of the justment of rent on his property, health letting. Crowell v. McCaffrey (1979) 386 department reports as to condition of prem- N.E2d 1256, 377 Mass. 443. § 127B. Dwellings unfit for human habitation; order to vacate or to abate nuisance; removal of occupants; demoli- tion expense, lien; inspection reports; code violations; notices;--enforcement proceedings, jurisdiction; appeal Upon a determination by the board of health, or, in the cities of Boston .'.i and Worcester, by the commissioner of housing inspection, after exami- nation as provided in said code, that a building, tenement, room, cellar, i mobile dwelling place or any other structure (a) is unfit for human habitation, (b) is or may become a nuisance,or(c)is or may be a cause of ; sickness or home accident to the occupants, or to the public, it may issue a written order to tete owner or -occupant or=any-of them-thereof, _ - requiring the owner or occupant-to-vacate, to put-the premises in a clean condition, or to comply with the regulations set forth in said code which are not being complied with or to comply with the rules and regulations adopted by the board of health as being necessary for the particular locality. The order shall be served in the same manner as is provided for the service of an order by section one hundred and twenty-four. A copy i of such order shall be served upon any mortgagee of record by sending the same by registered mail, return receipt requested. If the owner or occupant refuses to comply with such order, the board of health may cause the premises to be properly cleaned at'the expense of the owner or occupant, remove the occupant forcibly and close up the premises, or it may issue a written notice to the owner of such building, as appearing in the current records of the assessors of such town, setting forth the particulars of such unfitness and requiring that the conditions be reme- died. If the person so notified fails within a reasonable time to remedy the conditions thus set forth, the superior court on a petition in equity brought by the board of health, shall have jurisdiction, by injunction or otherwise, to enforce the requirements of the board of health. A copy of such written notice shall be served upon any mortgagee of record, by 313 Dwain B. Smith Aaa®n•wey an Law 1891 Prolessn®nal Bnn0Jung LiLeTty Square I;L'G 5 199/. Danvers, MA 01923 CITY OF SALEM HEALTH DEPT. (598) 99944229 Faa (508) 799=9432 August 4, 1994 Ms. Joanne Scott, Health Agent Salem Board of Health 9 North Street Salem, MA 01970 Dear Ms. Scott: Mr. Knuuttila was arraigned yesterday and the case set for a pre-trial hearing on the 24th-of August as shown on the enclosed document. I hope to have a licensed engineering recommendation prior to that time and will be in touch. I would at this time request a second dye test, in order to observe the test and its results independently. I would appreciate it if you would forward me a copy of all of the Salem Board of Health regulations that pertain to this matter. If there is a charge for the same, please advise. Thank you in advance for your help. Sincerely yours, � � _/4 Dwain B. Smith Enclosure DBS/ylc. . . s ARRAIGNMENT ORDER: PRETRIAL CONFERENCE �OOCKETNUMBER Trial Court of Massachusetts A, AND HEARING; INITIAL DISCOVERY g43ocR1161 District Court Department COURT DIVISION Salm District Court 65WaanugtonSilliest COMMONWEALTH VS Ronald A. Knuuttila Salem. MA.01970 NAME OF DEFENDANT PROSECUTION AND DEFENSE COUNSEL IN THE ABOVE-CAPTIONED CASE ARE HEREBY ORDERED AND INSTRUCTED AS FOLLOWS:' I. To engage in a PRETRIAL CONFERENCE in accordance with Mass.R.Crim.P. 11, such conference to involve such contact and discussion with your respective witnesses and each other as necessary to familiarize yourselves with the issues,proposed evidence and possibility and terms of a pretrial disposition. The PRETRIAL CONFERENCE may be held by the parties at a time and place and in any manner agreeable to the parties, except as may be provided by the court. Said PRETRIAL CONFERENCE is to be cor„Dleted prior to the PRETRIAL HEARING scheduled below. 2. To appear together with the defendant in this court for a HEARING on the results of the PRETRIAL CONFERENCE on: DATE AND TIME OF PRETRIAL HEARING Date: Time: 9 :OOam 3. To file on the above-specified hearing date a completed TENDER OF PLEA OR ADMISSION on the required form, OR, if no plea or admission is tendered, to file at that time a completed PRETRIAL CONFERENCE REPORT, signed by both defense counsel and the prosecutor. INITIAL DISCOVERY ORDER IN ACCORDANCE WITH THE PROVISIONS OF G.L. c. 218, s. 26A AND MASS. R. CRIM. P. 14, DISCOVERY IS HEREBY ORDERED AS FOLLOWS: 1. Prosecution to provide any written or recorded statements made by the defendant, and any facts of an exculpatory nature, within the possession, custody or control of said prosecutor. 2. Prosecution to permit the defendant to discover, inspect and copy any materials and relevant evidence, documents, statements of persons, or reports of physical or mental examination of any person or of scientific tests or experiments within the possession of the prosecutor or persons under his or her direction and control, such discovery, inspection and copying to be sought and obtained by the defense prior to the Pretrial Hearing, scheduled above. Discovery not provided or obtained In accordance with this order shall be requested in the PRETRIAL CONFERENCE REPORT or by motion. White copy: Court Pink copy: Prosecutor Blue copy: Defense Counsel Blue copy: Defendant l flue 5 1994 CITY OF SALEM HEALTH DEPT. To: Duane Smith,Esq. CC: Law Offices From: Joanne Scott,MPH,RS,CHO4-1 Date: July 21, 1994 f; Subject: S Wyman Avenue,Salem Massachusetts memoEnclosed please find information from the Board of Health file concerning the failed septic system at 8 Wyman Avenue, Salem. If you have any questions feel free to call me. from the desk of... Joanne Scott, MPH,RS,CHO Health Agent Salem Board of Health 9 North Street Salem,Ma.01910 (508)141-1800 Fax: (508)140-9105 1 F� \ To: Dwain B.Smith,Esq. ' CC: Law Offices ' From: Joanne Scott Date: August 24, 1994 Subject: B Wyman Avenue emoEnclosed please find the copies of Massachusetts General haw, Chapter 111, Section 122 and 310 CMR: Department of Environmental Protection. State Environmental Code Title 5: "nts for the Subsurface Disposal of Sanitary Sewage"which pertain to the matter of the failed septic system at. 8 Wyman Avenue and which you requested. In that same tetter dated August 4, 1994, you also requested a second dye test. I consulted Leonard Femino,Assistant City Solicitor,who suggested I use my best professional judgement in that regard. The original dye test was performed in May, when the groundwater was high. If the test were redone now, the dye would probably not come to the surface. However, please be advised that the original test was performed in accordance with accepted procedures and showed a septic failure. From the desk of... Joanne Scott,MPH,RS,CHO Health Agent Salem Board of Health 9 North Street Salem,Ma.01970 (508)141-1800 Fan: (508)740-9705 ./2$o ,� CITY OF SALEM BOARD OF HEALTH Salem, Massachusetts 01970 JOANNE SCOTT,MPH,RS.CHO NINE NORTH STREET HEALTH AGENT Tel:(508)741-1800 May 27, 1994 Fax:(508)740-9705 Ronald A. Knuuttila & John J. Miller 8 Wyman Avenue Salem, Ma. 01970 Dear Mr. Knutilla & Mr. Miller: The septic system serving the house owned by you at Wyman Avenue is not functioning properly. On May 25, 1994 dye tablets were flushed down the toilet at that location. On May 26, 1994 green dye was observed in puddles of water behind the house indicating a septic failure. This condition constitutes a health hazard to the occupants of the house and the environment. According to the State Environmental Code Title 5: Minimum Requirements for the Subsurface Disposal of Sanitary Sewage," and Massachusetts General Law Chapter 11 section 122, you must obtain the services of a state licensed Registered Professional Engineer who will submit plans to this department for approval.within seven(7) days of your receipt of this notice. Such plans must show how the septic system will be brought back into compliance with the State Code and the plans must have the engineer's original stamp and signature. If you are aggrieved by this order you may request a hearing by filing such request in this _ department within seven(7) days of receipt of this notice.-At-such a hearing, you shall be given the opportunity to be heard and show cause why this order should be modified. Sincerely, 2:=P-H,RS,CHO Health Agent cc: City Engineer, Charles Quigley Certified Mail #871 586 877 oc, c1+ I - m SENDER: C Comp to items i and/or 2 for additional services. I also Wish to receive the N m • Com ete items 3,and 4a&b following services (for an extra m - • Pill your name and'ad4ress on the reverse of this form so that we can m retu this card to you. feel: ` m • trach this form to the front of the madpiece,or on the back if space 1. ❑ Addressee's Address y does not permit. _V_Wnte—.Return ReceiptRequested"on the madpiece below the article number 2—. Q-Restricted Delivery--- G • The Return Receipt will show to whom the article was delivered and the date m C delivered Consult postmaster for fee. m v 3. Article Addressed to: 4 Article Number P 871 586 877 m � a Ronald A. _Knuuttila ab. Service Typecc r°, John J. Miller ❑ Registered [I Insured � KICertifie /"� L E co "B.Wyman Avenue h W. ElExpr 9 n Receipt for oz oc Salem, Ma. -- 01970 / r andise - 9. Dat of eliv G 48 Wyman Avenue) JS ¢ 5. Signature (Addressee) 8. Add Fs dre Aply if requested x and a rle c m rSi atur gent HPS orm 3$$11, Deceffiber 7 1 trUS.GPo:i8e2-327402 DOMESTIC RETURN RECEIPT UNITED STATES POSTAL SERVICE Official Business PENALTY FOR PRIVATE USE TO AVOID PAYMENT OF POSTAGE, $300 JUN I . Print your name, address and ZIP-Code here ,yIiITY OF SALF4iem I-lealth Department MALTH DEPT North St. Salem,Mass_ 01970 APPLICATION CKADULT NUMBER Trial Court of Massachusetts , FOR-COMPLAINT ElJUVENILE I District Court Department ❑ ARREST EZKEARING ❑ SUMMONS ❑ WARRANT COURT DIVISION The within named complainant requests that a complaint issue against the within3MOrT; Dstri^t Ccurt named defendant, charging said defendant with the offenses) listed below. j DATE OF APPLICATION DATE OF OFFENSE PLACE OF OFFENSE SS Thr ashito:?Street 6/a�l�y !✓nr Fr +ti TY GcJy nnoc fa mac' Salem, MA.01970 NAME OF COMPLAINANT T s +�J ��• /dam /BOO/�r(1 Ll/ NO. OFFENSE G.L. Ch. and Sec! l ADDRESSrAND ZIP CODE OF COMPLAINANT Vh' -5 f e ,yC>L. C/i •--� /`-)n>•-119 S.-frvF�. - t tnv+ro.v^,pq/z.! �i�de/ Ttlr //I gm•f_ A .SclJ1A ( l97 S. lGGc1c✓or7 '�f Gv �k� t��& 2 p i NAME,ADDRESS AND ZIP CODE OF DEFENDANT3. � l✓Jyn�c�ii /-��,�-- I 4 jCOURT USE A hearing upon this Complaint application . DATE(FHEARING TIME OF HEARING COURT USE ONLY p will be held at the above court address on } .', .L, , /� 1 irl Lz-AT /.t .:,.. `/i1 .4 ONLY CASE PARTICUL4RS — ,BE SPECIFIC NAME OF VICTIM DESCRIPTION OF PROPERTY VALut UH PHUPtHI Y TYPE OF CONTROLLED NO. Owner of property, Goods stolen,what Over or under_ SUBSTANCE OR WEAPON person assaulted,etc. destroyed,etc. $250. Marijuana,gun,etc Aae - Sr GC.14 rin an � 2 3 4 OTHER REMARKS: 00,,er has Por-IPS -�v svbmiL /an by reyXsfy✓fd _p v /ss ancr/- -- �n9ItJe OZ., lliC7 3L+owI hou �'a+7rd sf/°� c sy/sfP� u_,ry/ l�� broxl{rL 1�cecr + '� Con Pliare� u ifti t/� Sfafe �od�• Svwrray� +S r+5+n9 �bot,c 9rvv �d. X MP A q:1S11GNATURE OFOO L DEFENDANT IDENTIFICATION INFORMATION — Complete data below if known. DATE OF BIRTH PLACE OF BIRTH I SOCIALSECURITY NUMBER SEX RACE HEIGHT WEIGHT EYES HAIR i OCCUPATION EMPLOYER/SCHOOL MOTHER'S NAME(MAIDEN) FATHER'S NAME I I I DC-CR2(3/88) M euro 1-v -'i/e : wy/11417 A u-e Q'3oAFf S�aSl9y Ten green dye - -obW-z t-uere Pjv5Aed down -Ao/lel- Qf g Wy/na.i Aue,?ve -Polloweel by Se✓e.a1 �,U4S 0- Waf'e✓ /fed dye -fable fs cuere �'Iv.�/ed o'ou,�n �o/ % � Q -tf XymaA-; 5S+tee+ -rI21/o4ueJ f y �5e✓P✓a / 4-ubs o u>a f�r Sac lard 06seet {'all'onS Were, o/ ova TArdOI /du7 -khe clay of Wyrml Ave F Ll GtJyMan ,s�lee+ Sfa�d�n5, Wa f e-� I zoa� 1?o.,4-ed _a_ .. 8 A)o dye Colov cva.s 17o.7le,:71. �.Q /.? PAf r✓oM -,Ae - - �✓een dye was Sem iC/oa fih y +-7 f/ie Wader Q f (�Uyrvlar/ /eve, A{Yye 5 Y)o ✓e Y)r c.vU fP� 14 h2 ya•-d/ o �' Y wy✓vJan w 7Al) order' -10 C3 /� .�a1 7 SfrOiCeIS a{ weq /-slued Peo�easlonct ( Who L(✓oUld SU/SM/ f .5hampeel flans 4o fAhe #ea/ -lh .lie"a-1, 4vi �li%�7 Seven dogs o -r' recelpf ooroder i runs "a/ le C/ 3 /3i 9q RP4vrn veee/P-1 o f orde,, o-v' S a7 qY i a.5 � � .521.ned by d cc u pail a 8 Lo y rY/ah FcAeduled 930 a id o,( /-lea/.1 h W ee7l>hI , 60 0 ,1 membt�3 /r1,s�rvc-�Pc/ »22 -i0 COr7�rnve C)�1� nfC2ss4'ry� 1P9a1 pe� �oh -,I�v /Prned)l sew2ge 1 � on o/ c{boo/ M, Con-la a4- b�/ bwnQ✓ T Called acid /S Poke lPo,�a[d n�vu ind ica�ed Son,Looh(f "u-)oo/o/ ca nye T /ePea �ed 4-Ae_ prolee ✓eKja11X plans Fro," a. re9i� feveal Pro4'essrcv,.�1 �ngr•� Pc✓ �1Pve Y12CPssa�y - �___._.�__ M_;___1_�auuff_�/a. 4-4e money 4,,, repairs 4) wau/d 1�g,�e so.rPo., c Call rtiG 3) djd `/off he/i�ve rrsc��ls o � - -. - — S rncl�;ca�fPd _�,�' - Pla•�s u>eye - yJo� -,%'eerued -. C°ouv4 OC410 Gvou/d he ed �Ja31W Applied A^oe- Corn,p/arh-1 Dak o-F kvvrrl� : Tvly 131 19,?y a-/ bo pwr �J i 1 Hd SENDERitems 1 and/or 2 for additional services. I also wish to receive the y Complete items 3,and 4a&b following services (for an extra ai 0 • Print your nS.ne and a2r.*ress on the reverse of this form so that wa can G fee): 4) reT n this card to you ` •llttach this form to the front of the mailpiece,or on the back if space 1. ❑ Addressee's Address y does not permit ) d • Write"Return Receipt Requested"on the mailpiece below the article number. G t 2. El Delivery • The Return Receipt will show to whom the article was delivered and the date m G delivered 1 Consult postmaster for fee. y 3. Article Addressed to: 4 P q�1Num�bber877 I 9 °' Ronald A. Knuuttila 4b. Service Type E ❑ Registered El Insured John J. Miller c y KI Cetoffle y, &Wyman Avenue m W ❑ Expr Receipt for 0 ¢ Salem, Ma. 01970 pandlse 7. Dat(8 Wyman Avenue) JS 5. Signature (Addressee) 8. Ady if requestedand Si atur giantcc (3 > PS Form 3 11, Decetfiber 1 1 CU's.GP0:1882-- 29-402 DOMESTIC RETURN RECEIPT N i UNITED STATES POSTAL SERVICE Official Business PENALTY FOR PRIVATE USE TO AVOID PAYMENT j00ayzi OF POSTAGE,$300 ,SUN 1199,1 Print your name, address and ZIP Code here CITY OF SALEAIPa,, Health Department MALTH DEM North St. ga!ern, Mass. 01970 5 --P 871 586 877 Receipt for Certified Mail No Insurance Coverage Provided rp Do not use for Intemational Mail (See Reverse) Iso-eetenepp, �� P.O.,Stele end 9P Cade Postage O Nfied Fee Spedel Delivery Fee Restdded Delhrery Fee Realm Receipt Stowing W to U'mom&Date Delivered W ReWm Receipt Stuwing to Whoa Dale.and Addressea's Address TOTAL Postage C &Fees C0Postmark or Date Cl) li rn a STICK POSTAGE STAMPS TO ARTICLE TO COVER FIRST CLASS POSTAGE, CERTIFIED MAILFEE,AND CHARGES FOR ANY SELECTED OPTIONALSERVICES(me trim). � m 1 If you want this receipt postmarked,suck the gummed stub to the right of the return address � leaving the receipt allachad and present the article at a post office service vdndow or hand R to m your rural carrier(no extra charge). I R 2.It yoc do not want this receipt postmarked,slick the gummed stub to the Right of the return { m address of the article,date,detach and retain the receipt,and mail the article. rn W 3.If you want a return receipt,write the certified mail number and your name and address on a Z return receipt card,Form 3811,and attach it to the front of the article by means of the gummed ends R space permits.Olherwise,affix to back of article.Endorse front of article RETURN RECEIPT REQUESTED adjacent to the number. G 4.It you want delivery restricted to the addressee,or to an authorized agent of the addressee, c'? endorse RESTRICTED DELIVERY on the front of the article. E 0 5.Enter tees for the services requested in the appropriate spaces on the from of this receipt.If � , return receipt is requested,check the applicable blocks in Rem 1 of Form 3811. - rl. fi.Save this receipt and present R R you make inquiry. 102895-93.8-0290 CITY OF SALEM BOARD OF HEALTH Salem, Massachusetts 01970 JOANNE SCOTT,MPH,RS.CHO NINE NORTH STREET HEALTH AGENT Tel:(508)741-1800 May 27, 1994 Fax:(508)740-9705 Ronald A. Knuuttila& John J. Miller 8 Wyman Avenue Salem, Ma. 01970 Dear Mr. Knutilla&Mr. Miller: The septic system serving the house owned by you at Wyman Avenue is not functioning properly. On May 25, 1994 dye tablets were flushed down the toilet at that location. On May 26, 1994 green dye was observed in puddles of water behind the house indicating a septic failure. This condition constitutes a health hazard to the occupants of the house and the environment. According to the State Environmental Code Title 5: Minimum Requirements for the Subsurface Disposal of Sanitary Sewage,"and Massachusetts General Law Chapter 11 section 122, you must obtain the services of a state licensed Registered Professional Engineer who will submit plans to this department for approval within seven(7)days of your receipt of this notice. Such plans must show how the septic system will be brought back into compliance with the State Code and the plans must have the engineer's original stamp and signature. If you are aggrieved by this order you may request a hearing by filing such request in this department within seven(7)days of receipt of this notice. At such a hearing, you shall be given the opportunity to be heard and show cause why this order should be modified. Sincerely, Joanne Scott MPH,RS,CHO Health Agent cc: City Engineer, Charles Quigley Certified Mail #871 586 877 ( 1/. Knuv 44j )e- 4j )a 1 Ca-1- M i He -1 Hoy 3r) i9q� t 6 CITY OF SALEM BOARD OF HEALTH Salem, Massachusetts 01970 JOANNE SCOTT,MPH,R&CHO NINE NORTH STREET HEALTH AGENT Tel:(508)741-1800 May 27, 1994 Fax:(508)740-9705 Ronald A. Knuuttila& John J. Miller 8 Wyman Avenue Salem, Ma. 01970 Dear Mr. Knutilla& Mr. Miller: The septic system serving the house owned by you at Wyman Avenue is not functioning properly. On May 25, 1994 dye tablets were flushed down the toilet at that location.On May 26, 1994 green dye was observed in puddles of water behind the house indicating a septic failure. This condition constitutes a health hazard to the occupants of the house and the environment. According to the State Environmental Code Title 5: Minimum Requirements for the Subsurface Disposal of Sanitary Sewage,"and Massachusetts General Law Chapter 11 section 122,you must obtain the services of a state licensed Registered Professional Engineer who will submit plans to this department for approval within seven(7) days of your receipt of this notice. Such plans must show how the septic system will be brought back into compliance with the State Code and the plans must have the engineer's original stamp and signature. If you are aggrieved by this order you may request a hearing by filing such request in this department within seven(7)days of receipt of this notice. At such a hearing, you shall be given the opportunity to be heard and show cause why this order should be modified. Sincerely, Joanne Scott MPH,RS,CHO Health Agent cc: City Engineer, Charles Quigley Certified Mail#871 586 877 8 /,t� a,•a v A neo /14�v ✓°M 9 • �ca �.. .' " '� ,tic, INTEROFFICE .MEMORANDUM To: Robert Ledoux, Esq. CC: City Solicitor From: Joanne Scott Date: August 23, 1994 Subject: Housing Court and 8 Wyman Avenue Enclosed please find notes summarizing a meeting with Paul Burke of the Housing Court. Also enclosed are materials related to the failed septic system at 8 Wyman Avenue. There have been two hearings at district court in this regard as well as an arraignment. Tomorrow (Wednesday the 24th) there will be a pretrial hearing at 9:00 AM in court. The defendant is Ronald Knuuttila. His attorney is Dwain B. Smith of Danvers. An engineer called me yesterday and briefly discussed the failed system with me but has not yet decided on the best solution to that problem nor has he submitted anything in writing . If you have any questions or if I can assist you regarding Housing Court please let me know. Thank you. FROM TRE DESK OF... JOANNE SCOTT,MPH,RS,CHO HEALTH AGENT SALEM BOARD OF HEALTH 9 NORTH STREET SALEM,MA.01970 (508)741- 1800 I f TO DATE Hi F AREA .. t . �, 0 _'%'/ , , � �� M �li �Ij .t IfJ .._ �w.., � !�� t� I,� i itt {7� ;;k 1 ; .� :.- ..F � ;aj �/ �� ��� � ' .� ` �H ` � 1 • I •t � t _ � ei i ��� I� I I rN ��`�" ' v�> , a,. � ly, ,� � r; � �t n., s .^'n �a o-`1 > \ ,! y Oyu � s°« � \ ' � �% � '` �- � \' ' � � � - \ �'�I � � ``� � \ \/\ `��� �i ��\\c�� / � . ��� -� S\, � SEQi E!V('F, UF' ni'�R:1T1()� �� \ � ��� �V �� � � 11'aatcwater mi! t]ow hcnn Lhe house t�� a scpn, tnr�- Fur sita up w four (4) bcdriwim ho�ist;s. a mr ,c,m�.vtmrnt 1250 �npon hept:c tank ic n •mmrndc�i Ihc 5nt �nm�artment \ \ .'. 3 _i thc o�•cr a� ca�,a�m ul thc tan}: 1 nis tatil, cunii��rannn i� pru�ided t„ rnhanzr thr � \�� � ,-�uc / �'vi�..�T� unhaltt�catrnrntofthra•aatcnater �t'n, � �� � F(�:C�1„ .� f�� F�{� Thc se�hc cftlurnt i5 di.v�tliugcd intu a re�i:culatin{� piur�,P un4 Ihit tanl. �s Fnu��Sc� �tith , . �� 1 ►.�.. ��� � �ACKAGE IV�ODEL # RSFRB t .�- � �� "�ntr���� M� a �„�T � �,;;�;��,. d.�� e n���� �,,, ,;,<<, �,� , , � � P�� /-,� rccuculadon ratc u adia�tablc to allow matching of dic rccuculao�r rstc to thc total clt]ucnt ` � volunu. Thi.� v,�il] allow the operator to ae}tieve th: hcst eflluent aualin at thc luwest c -�`� i t � 4 � cGQ �F�uaert� Wat. ,� ��, Y i � / I (,� ' � � Ih� loa wster eafct� eaztch is notmalh in the ;� ���nhcm to agsur� et:c�ufrh water is in the \ / i � \ chamber t,^ �u,; the filtcr be�is. :he amcr s pre5c[ t� iruaatc a eingic �urnp run t�e x ��j� �' oFcratian in mcrcmmt.v (�uualh' evrn St minuu.e or 1 hnur). Ihc num�� µill run av ut h� �� � �\ � � � � Q thc pump run �mc �fial (�� y� , � � � V / / � For thc �ianp t�� hc atttorr�cicaIh xctuatcd tfic pump snitch mw;: hc un "suto". "Ihc pump ���Q/1�� a � j � mty aLcn be �eratrd in [hc 'manual" poeman. C�° ' � , UNDGJt'DRwtNB � "T�}ie pur;lp is sircd t� dose thc rccvculati�,g sand filtet� ati �reF�nb��1 in thc �Scn�};� crit.n� ` SAND L�EPTH � \ � fd e^�u�L DIST08wi_ 7}�c wutcaa:_r is thrn tiltcrrd throu� thc sana collcc;tui b� undttdreiru a�id pas�,c�i f,a.l � � � \, pps�nG T�t�?i t}:�;,ugh the pten{� chsmhcr where it iq cithcr d�r.pcd inu, !hc �hambr, t�� thc rccu�•�at�- �,r i / � `� � � � �: �� ;� �� ��t, � e��r��. ,,�, l.� ,I- r� . ' � � � /d� i� �� Ir. the c�rnt thc ptunp chamtr.� is full, �: ba11 check in thc kecin.-� ah�c {�rc�cntn thc ♦ � � n:stcuatc; frrr,n rc-cntc�ing ihc pu.�np chamt+e:. "I}�c brpsse µ�ll .,�n!i��ic until cr;ough i ctis�tc:zater is di�hst�tcu fr,�r.; che ssnd 51:er �nd ptvtrp lourrn thr uatrr I •�cl in t}ic PEA GRAVEL DEPTH �o � / -(� � j � F2�Cf2C7�AT�OfJ hamt+,r to a!!�n ttic ro�ir.�ilaunR Hastewatcr t�� rc-cnter COUR�E CRAVEL DEPTH � �� C}.�{q�� V �� �A��R '� th: etirn: �f Fump failurc the a•atr, ni11 . �-;tinue t,� nac m the rnrmp , !,amhcr and :he � slarrtt �ti�ll sound erid continuc to nm. . � � rti C �/�, ? �1�� (/�rfL�;, �Tb In t`.ic cvc�it c.;c«i�.c wastccvatr. rntrn [hr :hamhcr !�ctwcci� ;1r�xti, thc �I.iRn �iil! 4��un� , BOX `` :ii_� nc�:t �um� ��, 1- �twuld e��tin,xte th; alarrtt IhuS an �nicr^i;ticnt aL��tn indi�alc* c'+-�°en- «ater u_�_. a �a1c t]ocv ,;��n,�n, vr a leak. TQ ��i� �l �ic :•cnuen�_) �n.! •-�•.��e•t „f � ..:?�. filtcr d,-,•.c :.ti adju.�:,Fi_ t� � �_h�,-.- ''ric ��c,i�-_ ; i�nian,.c �.� �y � �.i.�� tzjG!lil ..ur.i .:lil� e:tlueYit tti'3:^_i ��LL3�t}. JAITuT.7C� �T� � . --�--- - �ECIRCULATING SAND FILTER � � ,��, �, L i J RATIO BOX-LOW FLOW RESTING J.1CT(M CC�X ,_ �M_��� ELEVATED DISCHARGE , `�' �ANL IFI�TEP FF'��_Yi Gi�i�� � � � �:A ,. I � � ' � �� � 11"� TES • , � � � I r . .�l B � :� .� n.wKy AM�� r- v< .R.�JG1v�" � L�� � �'aV� Y M, �'S 7- !3� F'd.� � /CMi;� I ��"� '- K �EfZ r! Si 'f' 7.f/E S Y� Tt=,"l. � I, P,ECIRCULATION SANC r '_TcR CALCUiATIC�� SHECT �. F-"/1/N �. p/ �' !I!N f.' GE 9i,f! [ '�• !1 �E.-� /�lT� fIN iN�/r. TiZf! �-� ,C .�Y� r"E=M � ��'F�r- ti���H�ss %' k' .� ,�.' A-_��—.t1'/� • � V"�R' SAn/I� F/L.L • ; � —'J � L �". ,'�� �.-- /tiC��' .__lq}. M�1PM �. _Fr�ONc h .�/ '1 � ', ,,..� , ��i ,� ` . _ - 3_ PR' f'C' � E T� ^ ! M O% N� NTS �ICE= ^ � .'� � , ; � �,�SIGNFR'S NAME_ --- '`=t VC.. VE„ c7a ' K VAL�'E ., .• . • - • • _ -1-._ ��O 7F6�DROOMSW_. , ! ��;- �c, K1�:�v M. /�N ;'G.4� 7'(. 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