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Home My WebLink AboutEngineered Plans - 2019�P�SH Or 4142 o��oa� AcyGJrn " JOHN L. CHURCHILL JR. T N 48066 L 96.51 OF MgSsgc�G o PETER T. McENTEE o CIVIL No. 35109 Permit valid for REPAIR OF SLI SYS"fGIN> s-98--- ONLY, due 'lo State and Local septic variant x 98,98 Board of Health review and al)p►oval is e► for —W any 'uture additions/ren;;v ;►ct�4�r�Fruns to EXISTING GAS SVC. S ' age face ' ' d uctul es/dwelling, TEST PIT X BENCHMARK 96.46 Yar opth f ie th Deparrrtmentl OT C�� i F9 �: lit 10,019 ±SF Z X -- y}98.67 / X I ' 98.58 X II HOUSE(j31) :O.F.=100.61 F EL. =101.6] 1 � DECK x�9 9 98.80 ;O- 1 x 99,13 i l ,4 P S � 98,38 .. PROPOSEDt PUMP CHAMBER VENT EXISTING LEACH FIELD 98,4 TO BE REMOVED \ (SEE NOTE 11) q� INSTALL A 40 MIL POLY LINER TOP OF LINER, EL.=99.2 BOTTOM OF LINER, EL.=96.3 STRIPOUT BOUNDARY SEE NOTE 11 & VARIANCE REQUEST #3 -I. 9 , VARIANCE REQUESTS —310 CMR 15.405(1)(a)(g)&(h): CONTENTS OF LOCAL UPGRADE APPROVAL 1) A 3' variance, S.A.S. to property line(side), for a 7' setback. 2) A 3' variance, S.A.S. to property line(front), for a 7' setback. —310 CMR 15.255(5): CONSTRUCTION IN FILL 3) Request a 3' reduction to the required 5' stripout boundary, for a 2' stripout around the perimeter of the SAS. Leaching calculations for the proposed SAS are based on bottom area only. 99.18 + , .40 8 1 9 ❑ rI X 9 r QL I 0 N CL BENCHMARK RIGHT OUTSIDE CORNER OF BOTTOM STEP EL. =,e3a,;Z*— /t0} '�O — EXIST. SEPTIC TANK (TO REMAIN) TOP, EL. =98.87 g INV. (OUT), EL.97. 48f � I RECEIVED APR 2 6 2019 HEALTH DEPT. LOCUS MAP NOT TO SCALE GENERAL NOTES: 1. ALL CHANGES TO THIS PLAN MUST BE APPROVED BY THE LOCAL BOARD OF HEALTH AND THE DESIGN ENGINEER. 2. ALL WORK AND MATERIALS SHALL CONFORM TO THE REQUIREMENTS OF THE STATE ENVIRONMENTAL CODE, TITLE V, AND ANY APPLICABLE LOCAL RULES AND REGULATIONS, EXCEPT AS REQUESTED BY VARIANCE. 3. THE SEWAGE DISPOSAL SYSTEM SHALL NOT BE BACKFILLED PRIOR TO INSPECTION AND APPROVAL BY THE BOARD OF HEALTH & DESIGN ENGINEER. 4. ANY CONDITIONS ENCOUNTERED DURING CONSTRUCTION DIFFERING FROM THOSE SHOWN HEREON SHALL BE REPORTED TO THE DESIGN ENGINEER BEFORE CONSTRUCTION CONTINUES. 5. ALL ELEVATIONS BASED ON AN ASSUMED DATUM, BARNSTABLE G.I.S.f. 6. THE DESIGN ENGINEER IS NOT RESPONSIBLE FOR THE FAILURE OF THE CONTRACTOR OR OWNER TO NOTIFY THE LOCAL BOARD OF HEALTH FOR PROPER INSPECTIONS DURING CONSTRUCTION. 7. WATER SUPPLY PROVIDED BY TOWN WATER SERVICE. 8. THERE ARE NO PRIVATE ABUTTING WELLS WITHIN 100' OF THE PROPOSED S.A.S. 9. ALL AREAS CLEARED FOR CONSTRUCTION SHALL BE RESTORED AS SHOWN ON THE PLAN OR AS OTHERWISE DIRECTED BY THE APPROVING AUTHORITIES. 10. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY LOCATIONS OF ALL UNDERGROUND UTILITIES, PRIOR TO BEGINNING CONSTRUCTION. 11. WHERE REQUIRED, CONTRACTOR SHALL REMOVE ALL UNSUITABLE SOILS BENEATH AND FOR 2' ON ALL SIDES OF THE THE S.A.S. AND REPLACE WITH CLEAN SAND AS SPECIFIED IN 310 CMR 255(3). 12. AREAS REQUIRING STRIPOUT OF UNSUITABLE MATERIALS SHALL BE INSPECTED BY A LICENSED SOIL EVALUATOR PRIOR TO BACKFILL. 13. THE ENGINEER IS NOT RESPONSIBLE FOR ANY UNDOCUMENTED EXISTING SEPTIC SYSTEM COMPONENTS NOT SHOWN ON THE PLAN. 14, CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO MAINTAIN THE STABILITY OF ADJACENT STRUCTURES. 15. THIS PLAN IS TO BE USED FOR SEPTIC SYSTEM PURPOSES ONLY AND IS NOT TO BE CONSIDERED A PROPERTY LINE SURVEY. PLAN REVISION 4/25/19 1) ADD VENT PIPE & POLY LINER PARCEL ID: 48-22 PROPOSED SEPTIC SYSTEM UPGRADE PLAN 31 CIRCUIT ROAD NORTH, WEST YARMOUTH, MA Prepared for: D. A. Brown, Inc., P.O. Box 145, Centerville, MA 02632 Engineering by: Survey by: SCALE DRAWN JOB. NO. Engineering Works, Inc. JC Engineering, Inc. 1 "=20' P.T.M. 141-19 12 West Crossfield Road 2854 Cranberry Hwy. Forestdale, MA 02644 E.Wareham, MA 02538 DATE CHECKED SHEET NO. (508) 477-5313 (508) 273-0377 4/13/19 P.T.M. 1 Of 3 LEGEND s-98--- EXISTING CONTOUR x 98,98 EXISTING SPOT GRADE 99 PROPOSED CONTOUR —W EXISTING WATER SVC. —G EXISTING GAS SVC. —O.H. W.—OVERHEAD WIRES TEST PIT BENCHMARK RECEIVED APR 2 6 2019 HEALTH DEPT. LOCUS MAP NOT TO SCALE GENERAL NOTES: 1. ALL CHANGES TO THIS PLAN MUST BE APPROVED BY THE LOCAL BOARD OF HEALTH AND THE DESIGN ENGINEER. 2. ALL WORK AND MATERIALS SHALL CONFORM TO THE REQUIREMENTS OF THE STATE ENVIRONMENTAL CODE, TITLE V, AND ANY APPLICABLE LOCAL RULES AND REGULATIONS, EXCEPT AS REQUESTED BY VARIANCE. 3. THE SEWAGE DISPOSAL SYSTEM SHALL NOT BE BACKFILLED PRIOR TO INSPECTION AND APPROVAL BY THE BOARD OF HEALTH & DESIGN ENGINEER. 4. ANY CONDITIONS ENCOUNTERED DURING CONSTRUCTION DIFFERING FROM THOSE SHOWN HEREON SHALL BE REPORTED TO THE DESIGN ENGINEER BEFORE CONSTRUCTION CONTINUES. 5. ALL ELEVATIONS BASED ON AN ASSUMED DATUM, BARNSTABLE G.I.S.f. 6. THE DESIGN ENGINEER IS NOT RESPONSIBLE FOR THE FAILURE OF THE CONTRACTOR OR OWNER TO NOTIFY THE LOCAL BOARD OF HEALTH FOR PROPER INSPECTIONS DURING CONSTRUCTION. 7. WATER SUPPLY PROVIDED BY TOWN WATER SERVICE. 8. THERE ARE NO PRIVATE ABUTTING WELLS WITHIN 100' OF THE PROPOSED S.A.S. 9. ALL AREAS CLEARED FOR CONSTRUCTION SHALL BE RESTORED AS SHOWN ON THE PLAN OR AS OTHERWISE DIRECTED BY THE APPROVING AUTHORITIES. 10. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY LOCATIONS OF ALL UNDERGROUND UTILITIES, PRIOR TO BEGINNING CONSTRUCTION. 11. WHERE REQUIRED, CONTRACTOR SHALL REMOVE ALL UNSUITABLE SOILS BENEATH AND FOR 2' ON ALL SIDES OF THE THE S.A.S. AND REPLACE WITH CLEAN SAND AS SPECIFIED IN 310 CMR 255(3). 12. AREAS REQUIRING STRIPOUT OF UNSUITABLE MATERIALS SHALL BE INSPECTED BY A LICENSED SOIL EVALUATOR PRIOR TO BACKFILL. 13. THE ENGINEER IS NOT RESPONSIBLE FOR ANY UNDOCUMENTED EXISTING SEPTIC SYSTEM COMPONENTS NOT SHOWN ON THE PLAN. 14, CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO MAINTAIN THE STABILITY OF ADJACENT STRUCTURES. 15. THIS PLAN IS TO BE USED FOR SEPTIC SYSTEM PURPOSES ONLY AND IS NOT TO BE CONSIDERED A PROPERTY LINE SURVEY. PLAN REVISION 4/25/19 1) ADD VENT PIPE & POLY LINER PARCEL ID: 48-22 PROPOSED SEPTIC SYSTEM UPGRADE PLAN 31 CIRCUIT ROAD NORTH, WEST YARMOUTH, MA Prepared for: D. A. Brown, Inc., P.O. Box 145, Centerville, MA 02632 Engineering by: Survey by: SCALE DRAWN JOB. NO. Engineering Works, Inc. JC Engineering, Inc. 1 "=20' P.T.M. 141-19 12 West Crossfield Road 2854 Cranberry Hwy. Forestdale, MA 02644 E.Wareham, MA 02538 DATE CHECKED SHEET NO. (508) 477-5313 (508) 273-0377 4/13/19 P.T.M. 1 Of 3 EXISTING SEPTIC TANK & NOTE: TO PREVENT BREAKOUT, CONTRACTOR PROPOSED PUMP CHAMBER SHALL INSTALL A 40 MIL POLY LINER PROVIDE RISERS & COVERS AS DESCRIBED: PROPOSED D-SO TOP OF LINER, EL.=99.2 BOTTOM OF LINER, EL.=96.3 1) INLET COVER SET TO 6" OF GRADE. INSTALL WATERTIGHT RISER, FRAME 2) 20" OUTLET COVER SET TO GRADE & COVER SET TO 6" OF GRADE MANHOLE COVER SHALL BE SECURED TO PREVENT UNAUTHORIZED ACCESS. (H-20 RATED) PROPOSED S.A.S. INSTALL ONE INSPECTION PORT (MIN.) F.G. EL.=99.5± F.G. EL.=99.2(EXISTING) PROVIDE ENOUGH WIRE F.G. EL: 99.8± F.G. EL.=99.81 VENT PIPE DECK EXISTING' HOUSE 31 SLACK TO REMOVE PUMP MAINTAIN 2% GRADE (MIN.) OVER S.A.S. / T. 0. F. =100.6±1 L - 17'(MAX 4" FOR INSPECTION PORT, .S., SOLID 18' x 25' LEACHING FIELD W/3-4" PERFORATED IN S.AVE / ,FF EL.=101.6±' / j CKS 4'SCHao� (MIN.) SCH S.A.S WITH 40 PERF. PVC DISTRIBUTION LINES SETT TO WITHIN 'A' OFOGRADE.EW AP / ® S=1i (MIN.) TOP EL.=98.50 4'SCH40 PVC ?1DECNR 0ENDS PRO Ai NO- MANIFOLD ALL LINES , g^ 6" EFF.DEPTH TO VENT PIPE 14, o" NV.=98.97 INV.=98.80 SLOPE OF PERF. PIPE = 0.5% INV. EL.=98.50 END S, �yz PROPOSED D-BO 25' EFFECTIVE LENGTH O �� pr$• .y�1,' ADD fNV.=97.25 EFFLUENT 2 FLOATS 3 OUTLETS (MIN.) SOIL ABSORPTION SYSTEM (PROFILE) ( FILTER USE OUTLET INV.=97.00± INV.=98.63 KNOCK OUT EXISTING IOTT. EL.=92.50 MAX. G.W. EL. 93.9 STANDING 'S I `0 nor' h� SEPTIC TANK 1000 GALLON PUMP CHAMBER G.W. EL. 93.2 WITHIN DRIVEWAYu7 I� INV.=97.48± H-20 RATED ( ) 2" OF 3/8" NATIVE CRUSHED STONE � EXISTING ACME-SHOREY PRECAST (ST102M) (FIELD VERIFY) 10"() MIN. OF COMPACTED BANK RUN GRAVEL U) O D -O (See Pump Detail, Sheet 3) FINISH GRADE 0 NOTES: EL.=99.8 to 99.91 Cn ' rrl 1) PUMP CHAMBER & D -BOX SHALL BE SET LEVEL AND TRUE_ TO GRADE ON A MECHANICALLY COMPACTED 6" CRUSHED APPROVED Y" FILTER FABRIC BREAKOUT ELEV.=98.98 "" '''' ' `' '` '.r: ''~?:''" :'" "r:..,:" !" STONE BASE, AS SPECIFIED IN 310 CMR 15.221(2). 80 1°---I �- 8 2) INSTALL INLET & OUTLET TEES AS REQUIRED. BOTTOM ELEV.=98.00 SHED 3) MAX. COVER OVER SEPTIC TANK, D -BOX & S.A.S. SHALL BE 36"' 3' 6' 6' 3' 4 CONTRACTOR SHALL VERIFY ALL EXISTING PIPE INVERTS PRIOR ) 4' MIN. SEPARATION TO G.W. AND 4' OF NATURALLY 18' EFFECTIVE WIDTH TO CONSTRUCTION. OCCURRING PERVIOUS SOILS 3/4"-1 1/2" DOUBLE 5) EFFLUENT FILTER SHALL BE INSTALLED ON OUTLET TEE AS MANUFACTURED BY ZABEL OR EQUAL. FILTER SOIL EST. HIGH G.W. EL: 93.9 _ ABSORPTION SYSTEM (SECTION) WASHED STONE S.A.S. LAYOUT SHALL BE INSPECTED AND CLEANED ANNUALLY. SEPTIC SYSTEM PROFILE DOSING & STORAGE REQUIREMENTS DESIGN CRITERIA SOIL LOG DESIGN FLOW: 330 GPD DATE: APRIL 4, 2019 DOSING REQUIRED: 4 CYCLES/DAY (SAND) NUMBER OF BEDROOMS: 2 SOIL EVALUATOR: PETER McENTEE (SE#1542) 330 - 4 = 82.5 GALLONS/CYCLE SOIL TEXTURAL CLASS: CLASS I WITNESS: AMY VON HONE RS -HEALTH AGENT DISTANCE REQUIRED BETWEEN PUMP DESIGN PERCOLATION RATE: 3 MIN/IN Elev. TP Depth ON AND PUMP OFF FLOATS: 99.5 0 82.5 GAL/CYCLE - 250 GAL/FT = 0.33 FT/CYCLE (SAY 4") DAILY FLOW: 220 GPD FILL DESIGN FLOW: 330 GPD 98'0 A 18 STORAGE REQUIRED ABOVE WORKING LEVEL: 330 GALLONS GARBAGE GRINDER: NO LOAMY SAND STORAGE PROVIDED: 10YR 3/3 LEACHING AREA REQUIRED: (330 GPD) = 445.9 SF 97.7 B 22" INV.(IN) EL: 97.25 - PUMP ON EL: 94.00 = 3.25' .74 GPD/SF LOAMY SAND STORAGE PROVIDED = 3.25' x 250 GAL/FT = 812.5 GALLONS 10YR 5/8 EXISTING SEPTIC TANK: 1000 GALLON CAPACITY 97.0C 30" PROPOSED PUMP CHAMBER: 1000 GALLON CAPACITY, H-10 FERC PROPOSED D -BOX: 1 INLET, 3 OUTLET (MIN.), H-10 MED. SAND 17"/35" PROPOSED SEPTIC SYSTEM UPGRADE PLAN INSTALL AN 18' x 25' LEACH FIELD 2.5Y 6/6 31 CIRCUIT ROAD NORTH, WEST YARMOUTH, MA 93.9 AD G.W . . Prepared for: D. A. Brown, Inc., P.O. Box 145, Centerville, MA 02632 SIDEWALL AREA: NOT APPLICABLE BOTTOM AREA: 18' x 25' = 450 S.F. 93.2 STG. G.W. 76" 91.5 96" Engineering by: Survey by: SCALE DRAWN JOB. N0. TOTAL AREA: ..................................... 450 S.F. STANDING G.W. @ 76" (EL.=93.2) Engineering Works, Inc. JC Engineering, Inc. N.T.S. P.T.M. 141-19 INDEX WELL, MIW-29,WATER LEVEL=6.8 (MARCH 2019) 12 West Crossfield Road 2854 Cranberry Hwy. SHEET NO. DATE CHECKED LEACHING CAPACITY = 0.74 GPD/SF x 450 SF = 333 GPD ZONE A, ADJUSTMENT=0.7' (EL.=93.9) Forestdole, MA 02644 E,Wareham, MA 02538 PERC RATE 3 MIN/IN. ("B/C' HORIZON) 1 (508) 477-5313 (508) 273-0377 4/13/19 P.T.M. 2 Of 3 NEMA 4 JUNCTION BOX CORROSION RESISTANT & LIQUID—TIGHT CABLE CONNECTORS SUPPORTED BY 1-1/4" PVC CONDUIT. JOINTS TO BE MADE PROVIDE WATERTIGHT CONCRETE RISER WITH WATERTIGHT. USE SJE RHOMBUS—JB PLUGGER SECURED FRAME &COVER TO GRADE OR EQUAL. PROVIDE ENOUGH WIRE 2" BALL VALVE (FIELD ADJUST FOR 20 GPM RATE) SLACK TO REMOVE PUMP BH [] (INSTALL QUICK DISCONNECT FOR EASY REMOVAL) INSTALL 1' PVC CONDUIT TO HOUSE FOR WIRING HOISTING CABLE 7x19 STAINLESS STEEL WITH WATERTIGHT JOINTS. WIRE HIGH' WATER ALARM LNDY. 1/8" DIAMETER. / 1,760 LB. STRENGTH FLOAT TO SJE RHOMBUS TANK ALERT XT ALARM PANEL PROVIDE ENOUGH WIRE ON CIRCUIT SEPARATE FROM CIRCUIT, TO THE PUMP. SLACK TO REMOVE PUMP BAT H INV.(IN)=97.25 2"SCH. 40 DISCHARGE (THROUGH RISER—SEE PROFILE) 1/4" WEEP HOLE BEDROOM ALARM ON EL: 94.50 2„ 90' ELBOW DECK PUMP ON EL: 94.00 KIT./DIN. PUMP OFF EL. 93,67 18" 2" SWING CHECK VALVE BOTTOM OF 12 8" 2" SCH. 40 PVC DISCHARGE PIPE PUMP CHAMBER ELEV.= 92.50 ADDITIONAL 3/16" VENT HOLE (MIN.) ABOVE PUMP FLANGE LIVING ROOM BEDROOM PROVIDE 2— WIDE ANGLE FLOATS: 6 (TO PREVENT PREMATURE PUMP BURNOUT) FLOAT NO.1: PUMP ON/OFF—SJ RHOMBUS (PROVIDED WITH PUMP) LIBERTY LE40 SERIES PUMP .4 H.P. 115 V FLOAT NO.2: ALARM ACTIVATION FLOAT—PROVIDED WITH ALARM PANEL WITH 2" DISCHARGE, OR EQUAL (ON SEPARATE CIRCUIT FROM PUMP SPECIFIED) PUMP AND ACCESSORIES AVAILABLE AT: CAPE COD WINWATER WORKS CO., HYANNIS, MA. (508) 862-0166 NOTE: APPROVED ALTERNATE MAY BE SUBSTITUTED. PUMP DETAIL FLOOR PLAN N.T.S. A< -I B I I B NOTES: /~ I 2, STEELETE MINIMUM EINFORCEMENT::RASTMHA615,OPSI GRADET60$ DAYS.. BUOYANCY CALCULATIONS 3. DESIGN LOADING STANDARD UNITS — AASHTO — H2O 4. A POLYMER WATERPROOF COATING SHALL BE APPLIED TO THE PRECAST UNIT. I 5. PUMP CHAMBER SHOWN IS AS MANUFACTURED BY ACME —SHOREY PRECAST CO., 1000 GALLON MONOLITHIC H-20 PUMP CHAMBER L PRODUCTS, 334 TREMONT STREET, CARVER, MA 02330 — — — — — 776. SEAM SEALED WITH FLEXIBLE BUTYL RUBBER. BOTTOM OF UNIT EL.= 92.50 (- 6'-8- 6" HIGH GROUNDWATER EL.=93.90 BUOYANCY FORCE PER F OF DEPTH: A� SPECIFIED WEIGHT=16,500 LBS. 7.7' x 6.0' x 1' x 62.4 lbs. u.ft. = 2882.9 lbs. ft. /c / PLAN MAX. DISPLACEMENT = 93.90 — 92.50 = 1.40' MAX. UPLIFT PRESSURE = 1.40' X 2882.9 lbs/ft = 4035.1 Ibs. WEIGHT OF UNIT EMPTY = 16,500 Ibs. O 016,500 I Ibs > 4036.1 Ibs O.K. 0 0 i I , I co 48" Liquid Level to SEE NOTES 4 I PROPOSED SEPTIC SYSTEM UPGRADE PLAN & 5 BELOW I j - - - — q--— 31 CIRCUIT ROAD NORTH, WEST YARMOUTH, MA f-7'-8"-� 1I-- 6;— Prepared for: D. A. Brown, Inc., P.O. Box 145, Centerville, MA 02632 SECTION B—B SECTION A—A Engineering by: Survey by: SCALE DRAWN JOB. NO. 1000 GALLON H-20 MONOLITHIC PUMP CHAMBER Engineering Works, Inc. JC Engineering, Inc. Hwy. N.T.S. P.T.M. 141-19 DATE CHECKED SHEET NO. 12 West Crossfield Road Forestdale, MA 02644 2854 Cranberry E.Woreham, MA 02538 (508) 477-5313 (508) 273-0377 4/13/19 P.T.M. 3 Of 3