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Home My WebLink About1039 Great Island Road Proposed Sewage Disposal Systemi / !� . /25.2 / PLOT PLAN SCALE: 1 in. = 20 ft ASSESSOR'S MAP 2 PARCEL 11 LOT AREA: 114,389 SQ FT t 2 - PROPOSED LIMIT OF ZONE OF `3 ' \INFLUENCE (SCALED) 2� 4 _,,RELOCATE UGW PROPOSED GARAGE / UNIT OF ZONE OF TOP OFSLAP / �� INFLUENCE (SCALED) QNDERG�IOUNO W)=LL HOOSE _ .PROPOSED 2&4 ° DRIVEWAY 7 i PARKING PROPOSED, 4 If DWELLING TOF= 27.5------ 24 7 VOL 3 / I PROPOSED- / / BRICK` PATIO CLEANOUT1 -- N :E`'SPOOL TO / / / - p BE APA.r.D�"+'E'v' / /% : Y• 4I ' 1 �} /� �/ LIMIT OF OVERDIG N W 15 �n 1.SHRUBS -�f %'.- _! o ��Ji BENCHt,�ARK: CUT N/SIL 2 MAP 2 r'� 23•7 EL=24:42 (HCVD) � 5.0'`� O 2T iA ' ` #1 O 1 O O V O o ' 1 OF -f- 23.0 TO ELECTRIC ^a 3 100' BUFFER ZOO BANK TO i _X - - - COASTAL_ PROPANE TANKS �0 O 22 FG=24.7 122.47 Z 0 CD CD 'W2.0 NV = _ 20.4 100'- -3" MIN. AIR SPAC f�J6"MIN. w. < w I � ,I -.� - 22. =a 7 DEEP TEST HOLE OBSERVATION LOG j1 DEEP TEST HOLE OBSERVATION LOG g2 DATE: 12/05/01 JOB: 0-9978 3"MAX. PERFORMED BY: DAN SULLIVAN WITNESSED BY: AIM VON HONE BAFFLE ELEVATION DEPTH FROM SOIL SOIL TEXTURE SOIL COLOR SOIL SOILS OIL TEXTURE (FT) SURFACE (IN) HORIZON (USDA) (MUNSELL) MOTRIPIG HORIZON OTHER 233-23.2 0-1 O OTHER 23.7-23.6 _ 212-22.$ 22.8-21.2 1-6 6-25 A B L SAND 10 YR 4/2 NO A _ ROOTS, FRMLE 212-178 25-66 C7 SANDY LOAM SANDY LOAM 2.5 YR 6/6 NO NO B C1 FRIABLE 178-118 66-126 C2 MED. SAND 2.5 YR 7/6 NO C2 LOOSE 2.5 YR 7/6 NO NO LOOSE 2.5 YR 7/4 PARENT GEOLOGICAL MATERIAL GLACIAL OUTWASH STANDING WATER IN HOLE: NO WEEPING FROM FACE: NO PARENT GEOLOGICAL MATERIAL: GLACIAL OUTWASH DEPTH TO BEDROCK: NO ESTIMATED SEASONAL HIGH GROUNDWATER AT EL. = 120.0" (HCVD) PERCOLATION TEST: BOTTOM OF PERC. AT 78', COULD NOT SATURATE PERC., PERC. RATE < 2 MPI RELIEF R 0O TF -D_ FROM YARMOUTH BOARD OF HEALTH REGULATIONS RELIEF IS REQUESTED FROM TOWN OF YARMOUTH BOARD OF HEALTH REGULATION 3, SUBSECTION 3.7 DISTANCES AND LOCATION OF DISPOSA FACILITIES" TO ALLOW THE TOP OF THE FOUNDATION OF THE PROPOSED BUILDING TO 8E LESS THAN TWO (2) FEET 60VE THE HIGHEST POINT OF THE ROAD AFFRONTING THE LOT. 1i I v/ r�>j L1 ��k'�d+ X01111 ak �s ko.3�b Vis; 1,1 n�of LEGEND ', , � <; mss. t,4tqA PROPOSED CONTOUR LINE r oAA6'---XX--- EXISTING CONTOUR C EXISTING CESSPOOL -W WATER LINE JRI 000 PROPOSED 1500 GALLON SEPTIC TANK N �'. S ITAO PROPOSED DISTRIBUTION BOX WORK LIMIT/ C� 0 0 o PROPOSED LEACHING AREA EROSION � E --R _] PROPOSED LEACHING RESERVE AREA CONTROL 'v !/ x ! EXISTING SPOT ELEVATIONS BARRIER wO�1 ® TEST HOLE LOCATIONS PROPERTY LINE !! ' ! PROPOSED SPOT ELEVATION / -OH- OVERHEAD UTILITIES UNDERGROUND UTILITIES FG FINISHED GRADE UP UTILITY POLE PROFILE OF SYSTEM - NO SCALE PROVIDE 20" MIN. DIA. WATERTIGHT ACCESS MANHOLE AND COVER CONSTRUCTED OF DURABLE MATERIAL BROUGHT TO WITHIN 6" OF FINISHED GRADE �y FG=23.0 FG= 23 l 20.22_"1 6" MINT - 0 DEEP TEST HOLE OBSERVATION LOG g2 2"MIN. DATE: 12/05/01 3"MAX. JOB: 0-9978 FLOW LINE BAFFLE PERFORMED BY: DAN SULLIVAN WITNESSED BY: AMY VON HONE 0 ELEVATION DEPTH FROM SOILS OIL TEXTURE SOIL COLOR SOIL 0 0 (FT) SURFACE (IN) HORIZON (USDA) (MUNSELL) MOTTLING OTHER 23.7-23.6 0-1 23.6-23.2 23.2-21.0 1-6 6-32 A L SAND 10 YR 4/2 NO ROOTS, FRIABLE 21.0-17.7 32-72 B C1 SANDY LOAM10 SANDY LOAM YR 4/6 NO VERY FRIABLE 17.7-12.7 72-132 _ C2 MED. SAND 2.5 YR 7/6 NO NO LOOSE 2,5 YR 8/4 PARENT GEOLOGICAL MATERIAL: GLACIAL OUTWASH STANDING WATER IN HOLE: NO WEEPING FROM FACE: NO DEPTH TO BEDROCK: ESTIANTED SEASONAL HIGH GROUNDWATER AT EL - 1200" (NGVD) PERCOLATION TEST: RELIEF R 0O TF -D_ FROM YARMOUTH BOARD OF HEALTH REGULATIONS RELIEF IS REQUESTED FROM TOWN OF YARMOUTH BOARD OF HEALTH REGULATION 3, SUBSECTION 3.7 DISTANCES AND LOCATION OF DISPOSA FACILITIES" TO ALLOW THE TOP OF THE FOUNDATION OF THE PROPOSED BUILDING TO 8E LESS THAN TWO (2) FEET 60VE THE HIGHEST POINT OF THE ROAD AFFRONTING THE LOT. 1i I v/ r�>j L1 ��k'�d+ X01111 ak �s ko.3�b Vis; 1,1 n�of LEGEND ', , � <; mss. t,4tqA PROPOSED CONTOUR LINE r oAA6'---XX--- EXISTING CONTOUR C EXISTING CESSPOOL -W WATER LINE JRI 000 PROPOSED 1500 GALLON SEPTIC TANK N �'. S ITAO PROPOSED DISTRIBUTION BOX WORK LIMIT/ C� 0 0 o PROPOSED LEACHING AREA EROSION � E --R _] PROPOSED LEACHING RESERVE AREA CONTROL 'v !/ x ! EXISTING SPOT ELEVATIONS BARRIER wO�1 ® TEST HOLE LOCATIONS PROPERTY LINE !! ' ! PROPOSED SPOT ELEVATION / -OH- OVERHEAD UTILITIES UNDERGROUND UTILITIES FG FINISHED GRADE UP UTILITY POLE PROFILE OF SYSTEM - NO SCALE PROVIDE 20" MIN. DIA. WATERTIGHT ACCESS MANHOLE AND COVER CONSTRUCTED OF DURABLE MATERIAL BROUGHT TO WITHIN 6" OF FINISHED GRADE �y FG=23.0 FG= 23 l 20.22_"1 6" MINT - 0 . 2"MIN. 0 3"MAX. GAS FLOW LINE BAFFLE :INLET OUTLET ' 0 6OF avo ovo o° ov pdo °0,0, ao(A 000'0 po eETGAwoo°o �, SEPTIC TANK (H-10)0 gooa000 a° CAPACITY = - 1500 _ GALLONS PRECAST REINFORCED CONCRETE NOTE: ALL PIPE T0. BE 4" OIAM. PVC. TIGHT JOINT SCH. 40 INV. = _19_95 _ INV = BELOW cl335 - MAX I TRIBUTION BOX (H-10) 2 OUTLETS .INVERT ELEVATIONS OFA I OUTLETS TO BE THE SAME UNUSED OUTLETS SHALL BE PLUGGED WITH HYDRAULIC CEMENT OUTLET PIPES. SHALL BE LEVEL FOR AT LEAST TWO FEET = 19.6-_ . . s 0 0 0 0 0 0 0 0 0 0 0 0 W 0 0 0 0 4.8'-. 4' 12.8' ----- USE (3) SHOREY PRECAST 500. GALLON LEACHING DRYWELLS (H-10) OR APPROVED EQUAL TOF TOP OF FOUNDATION ELEVATION TYPICAL LEACHING TRENCH CROSS SECTION - NO SCALE X2" LAYER OF 7/8" - 3/8" PROVIDE 78" NH DIA. DOUBLE WASHED ACCESS MANHOLE ANDD COVER - STONE CONSTRUCTED OF DURABLE MATERIAL - BROUGHT TO WITHIN 6" OF FINISHED GRADE TYR. ALL CHAMBERS i FG = VARIES SEE PLAN 2% MM. GRADE OVER SYSTEM I f CLEAN BREAK - INV. = 19.6 N BACKFILL OUT n EL. _ 20A__ oopopp C7 E3 C3 O ED 0 0 0 0 0 00 0 0 DOUBLE WASHED a�op 0o O C7 0 O O E7 O 0 0 00 0 0 0 0 0 00 O STONE off' p o O O O O O O 0 0 0 0 E3 O 0 ED O O °�gopop° N Fyooao O ED 0 ED ED O 0 0 ED 0 0 0 CD 0 0 0 v o 00 4 'j If -- 8.5'4' BOTTOM OF SYST 25.5' EL I 33.5' 17.6 S.A.S CONSISTS OF THREE (3) 102'1 X 58" W 24" EFFECTIVE DEPTH LEACHING DRYWELLS, PLACED END TO END IN A 35.5 L X 12.8 W TRENCH WITH 3/4" - 1.5" DOUBLE WASHED STONE SURROUNDING SET TO ELEVATIONS SHOWN. LOCUS MAP P �O �~ Fox '_r:. 4 . a� :m e e r+ ' LOCUS SCALE 1 IN. = 2000 FT. GENERAL NOTES 1. ELEVATIONS REFER TO NGVD 1929. REFER TO BENCHMARK ON PLAN: CUTNAIL IN UTILITY POLE ELEV = 24.42 2. ALL CONSTRUCTION AND MATERIALS TO CONFORM TO TITLE 5 OF THE MASSACHUSETTS STATE ENVIRONMENTAL CODE AND THE BOARD OF HEALTH REQUIREMENTS FOR THE TOWN OF YARMOUTH. J. ANY CHANGES TO THIS PLAN MUST BE APPROVED BY THE BOARD OF HEALTH AND SCHOFIELD BROTHERS OF CAPE COD. 4. FOR PROPER PERFORMANCE, THE SEPTIC TANK SHOULD BE INSPECTED AT LEAST ONCE PER YEAR THE TANK SHOULD BE PUMPED WHEN THE TOTAL DEPTH OF SCUM AND SOLIDS EXCEEDS 1/3 OF ITS LIQUID DEPTH. 5. SCHOFIELD BROTHERS OF CAPE COD DOES NOT ASSUME RESPONSIBILITY FOR MATERIALS ENCOUNTERED DURING EXCAVATION. 6. ALL UNSUITABLE OR DELETERIOUS MATERIAL ENCOUNTERED MUST BE EXCAVATED AND REMOVED TO A DISTANCE OF 5 FEET FROM ALL SIDES OF THE SOIL ABSORPTION STSTEM (S.A.S.) AND TO A DEPTH OF 6 FEET. BACKFILL MUST BE CLEAN SAND MATERIAL MEETING TITLE 5 SPECIFICATIONS. CONTACT SCHOFIELD BROTHERS IF ANY DOUBT OR QUESTIONS ARISE REGARDING SOIL QUALITY. 7. INSTALLATION CONTRACTOR SHALL CONTACT SCHOFIELD BROTHERS FOR EXCAVATION INSPECTION AND PRIOR TO BACKFlLUNG FOR SYSTEM CERTIFICATION. 8: EXISTING CESSPOOL IS TO BE PUMPED, ABANDONED AND COLLAPSED OR FILLED WITH CLEAN SAND, SITE RESTORATION REQUIRES ALL STRIPPED TOPSOIL AND SUBSOIL TO BE 9. STOCKPILED AND REUSED AT OWNERS OPTION. RE -SPREAD OVER DISTURBED AREAS TO PROMOTE OPTIMAL GROWTH. 10. NO PERMANENT STRUCTURES SHALL BE CONSTRUCTED OVER THE RESERVE LEACHING AREA. 11. ALL SEPTIC SYSTEM COMPONENTS ARE DESIGNED FOR A MINIMUM H-10 LOADING. ANY COMPONENT THAT WILL BE SUBJECT TO VEHICLE OR OTHER HEAVY EQUIPMENT TRAFFIC SHALL BE INSTALLED WITH H -:.O LOADING CAPACITY 12. UNDERGROUND UTILITIES SHOWN ARE APPROXIMATE. CONTRACTOR SHALL VERIFY ALL UNDERGROUND UTILITIES PRIOR TO ANY EXCAVATION. 13. NO KNOWN WELLS EXIST WITHIN 200' OF THE PROPOSED LEACHING AREA EXCEPT THOSE THAT ARE SHOWN.. DESIGN CALCULATIONS 1. ESTIMATED HYDRAULIC LOADING 2 BEDROOMS AT 110 GPD PER BEDROOM = 220 GPD GARBAGE GRINDER IS NOT ALLOWED WITH THIS DESIGN 2. SEPTIC TANK SIZE: AVERAGE DAILY FLOW = 220 GPD X 2 DAYS - 440 GALLONS SEPTIC TANK PROVIDED = 1500 GALLONS 3. DESIGN PERCOLATION RATE _ < 2 MINUTES PER INCH SOIL TEXTURE SANDS, CLASS I 310 CMR 15.242 EFFLUENT LOADING RATE = 0.74 GPD/SF 4. LEACHING AREA: TOTAL SIDEWALL AREA PROVIDED = 185.2 SFX 0.74 GPD/SF. 17-6 GPD TOTAL BOTTOM AREA PROVIDED = 428.8 - SFX 0.74 GPD/SF 31 .3 GPD MAXIMUM ALLOWABLE LOADING UNDER TITLE 5 = 454.3 GPD ACTUAL HYDRAULIC LOADING = 220 GPD (SEE 1.) DESIGNED LEACHING AREA EXCEEDS-LETtCHING AREA REQUIRED UNDER -BOTH TITLE 5 AND THE TOWN OF YARMOUTH BOARD OF HEALTH REGULATIONS 5. NITROGEN SENSITIVE AREA LOADING CALCULATION: (SIX BEDROOM MAIN HOUSE, 2 BEDROOM COTTAGE & 2 BEDROOM DWELLING/GARAGE) LOT SIZE REQUIRED = 1100 GPD X 10000 SF/110 GPD =100,000 SF LOT SIZE PROVIDED =114,389 SF PROPOSED SEWAGE DISPOSAL SYSTEM FOR: EXISTING TWO BEDROOM DWELUNG TO BE REBUILT AT., 1039 GREAT ISLAND RD. YARMOUTH, MA ASSESSOR'S MAP: 2 PARCEL: 11 APPLICANT: CHRIS BURDEN TEL. NO.:(508) 477-0469 P.O. BOX 550 NEW SEABURY, MA 02649 JOB g: 0-9978 DESIGNED BY: ENGINEERING - P.O. BOX 101, 161 CR RJC DRAWN BY: BY: RJF VG - PERMITTING HIGHWAY ORLEANS, MA