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HomeMy WebLinkAbout979 Great Island Road Proposed Sewage Disposal SystemBENCHMARK: TOP OF PLOT PLACONCRETE BOUND N �� I SCALE: 1 in. = 30 ft. ELEv.=19.4\ I LOT AREA: 200,400 SQ.FT.± (4.6 ACRES±) WELL PIT 1 I _ a• ) c / /"Vv /O/ / �,/�( o•F, ?-op /./ / 8" PITCH PINE/ T16-,cp -^- \\ {{t °%� rl 1 \\ �\ �. j ( , It I �'• �/ E F - r \\ �#L/F, PITCH PINE / FI`l -: I \ ' �5 AIR9h �L-( �• l { )"" BOULDER { I /tripTH TH (y " � o I PROPOSED I /' p FLOOD ZONE VE 1 \ o°/ {lI 0 4. Ile. DWELLING MAP NO. 25001CO782J{ { { J I / TOF=21.29 DATE: JULY 16, 2014 ' ` _ jj R I ... 1T2 I KJ 1 #3/4 \ 4" CA \ 1' {{y! 4" CEDAR I LIMIT F �0" CEDAR / I - ( o rV •1 )J� 12" OAK V / BOUuDER 18� AREA CLEARED NDERSTORY I( 4" OAK Qi r % jJ} / 1 • l 1 I I jll D� �) 2 b I 1 I I Q I a he / o A /r / / Y ZONE OF : p� IM PROVEMENT I /� ? FG= 19xO )e\ 3" MIN. FG= AIR SPACE INV. - �, \ /I� ,( •\ 15.90 / \ �� \ / IT \•,` \ \ � 6"MIN. c5. 6" MIN \ CB ` \FND'/ / 22- - _ --� WELL ' 1 / /0 -) / A VARIANCE IS REQUESTED FROM THE YARMOUTH BOARD OF HEALTH REQUIREMENTS AS FOLLOWS: (3.7) FOUNDATION OF DWELLINGS SHALL NOT BE LESS THAN 2 FEET ABOVE THE HIGHEST POINT OF THE ROAD AFFRONTING EACH LOT. THE HIGH POINT IN THE ROAD IS EL 21.6, APPROXIMATLY 180 FEET NORTH EAST OF THE PROPOSED BUILDING. THE PROPOSED TOP OF THE FOUNDATION ELEVATION IS 21.29. FINISHED GRADING IS TO SLOPE AWAY FROM THE BUILDING FOR A DISTANCE OF TEN FEET, MINIMUM. THE SITE TOPOGRAPHY SLOPES DOWNWARD TO THE WEST FROM THE PROPOSED DWELLING AND AWAY FROM THE ROAD. 0 15 30 60 120 FEET w w w / METERS 0 5 10 20 w w w w 4 LEI w BOULDERS w w NONE NONE NONE STANDING WATER IN HOLE NO WEEPING FROM FACE: NO ESTIMATED SEASONAL HIGH GROUNDWATER AT EL - BELOW ELEV. 4.7 DEPTH TO BEDROCK: ESTIMATED SEASONAL HIGH GROUNDWATER AT EL / PERCOLATION TEST: PERC TEST AT 67" 12"-9" ON 4 MIN. 9"-8' IN 6 MIN. RATE - <2MPI DEPTH TO BEDROCK: poi f,� W' � I Of / i.o . I -110 OAK NI C as , FND / "j 21.8 I I u Jj� 1 1 Q I I ry I II I II 7 I � A VARIANCE IS REQUESTED FROM THE YARMOUTH BOARD OF HEALTH REQUIREMENTS AS FOLLOWS: (3.7) FOUNDATION OF DWELLINGS SHALL NOT BE LESS THAN 2 FEET ABOVE THE HIGHEST POINT OF THE ROAD AFFRONTING EACH LOT. THE HIGH POINT IN THE ROAD IS EL 21.6, APPROXIMATLY 180 FEET NORTH EAST OF THE PROPOSED BUILDING. THE PROPOSED TOP OF THE FOUNDATION ELEVATION IS 21.29. FINISHED GRADING IS TO SLOPE AWAY FROM THE BUILDING FOR A DISTANCE OF TEN FEET, MINIMUM. THE SITE TOPOGRAPHY SLOPES DOWNWARD TO THE WEST FROM THE PROPOSED DWELLING AND AWAY FROM THE ROAD. 0 15 30 60 120 FEET w w w w METERS 0 5 10 20 PROFILE OF SYSTEM - NO SCALE PROVIDE 20" MIN. DIA. WATERTIGHT ACCESS MANHOLE AND COVER CONSTRUCTED OF DURABLE MATERIAL BROUGHT TO jIl7x5± WITHIN 6" OF FINISHED GRADE FG -15x7± ,1 L INV. FG- 16x3 MAX), 14x �.-INV.- - CB\T8\ 14.62 3"MAX. -t FND GAS 25, FLOW LINE BAFFLE \ / :INLET OUTLET \ \ r \ 6" OF OpDO 06�OD OD p00 DOpOpBp(I) 009 OppfaO/ \ `'• eaves°o°o SEPTIC TANK (H-20) go°o0000 CAPACITY = 1500 GALLONS VPRECAST REINFORCED CONCRETE I NOTE: ALL PIPE TO BE 4" DIAM. PVC TIGHT JOINT SCH. 40 °o sro rF34.5 E °oyo8� $o BELOW o$' 55 MAX - DISTRIBUTION BOX (H-20) 9 OUTLETS INVERT ELEVAl7ONS OF ALL OUTLETS TO LIE THE SAME UNUSED OUTLrTS SHALL BE PLUGGED WITH HYDRAULIC CEMENT OUTLET PIPES SHALL BE LEVEL FOR AT LEAST TWO FEET INV, = 12.50 w w • w w w w w w w w w w w w w w w w w .� 4' -J - --- 4.8' .---12.8' USE (8) SHOREY PRECAST 500 GALLON LEACHING DRYWELLS (H-20) OR APPROVED EQUAL -2" LAYER OF 1/8" - 3/8" DOUBLE WASHED STONE- L x-3/4" - 1.5" DOUBLE WASHEL STONE - DEEP TEST HOLE OBSERVATION LOG #1 DATE NOVEMBER 5. 2008 JOB: 979 GREAT ISLAND ROAD PERFORMED BY: ROBERT M. PERRY, P.E. WfINESSED BY: BRUCE MURPHY. YARMOUTH BOH ELEVATION (FT) DEPTH FROM SURFACE (IN) SOIL HORIZON SOIL TEXTURE (USDA) SOIL COLOR (MUNSELL) SOIL MOTTLING OTHER 18.1-15.6 15.6-15.1 15.1-14.4 14.4-11.1 0-30 30-36 36-44 44-84 84-120 FILL A 6 Cf C2 LOAMY SAND LOAMY SAND LOAM. SAND MED. SAND IOYR2/2 IOYR5/6 25VS/4 TOYR7/4 NONE NONE NOW LOAMY SAND LOAMY SAND LOAM. SAND MED. SAND PARENT GEOLOGICAL MATERIAL: GLACIAL OUTWASH NONE NONE NONE STANDING WATER IN HOLE NO WEEPING FROM FACE: NO ESTIMATED SEASONAL HIGH GROUNDWATER AT EL - BELOW ELEV. 4.7 DEPTH TO BEDROCK: ESTIMATED SEASONAL HIGH GROUNDWATER AT EL PERCOLATION TEST: PERC TEST AT 67" 12"-9" ON 4 MIN. 9"-8' IN 6 MIN. RATE - <2MPI DEEP TEST HOLE OBSERVATION LOG # 1-14 DEEP TEST HOLE OBSERVATION LOG #2 DATE NOVEMBER 5, 2008 PERFORMED BY: LAURA SCHOFIELD, SE JOB: 979 GREAT ISLAND ROAD PERFORMED BY: ROBERT M. PERRY, P.E. WITNESSED BY: BRUCE MURPHY, YARMOUTH BON ELEVATION (FT) DEPTH FROM SURFACE (IN) SOIL HORIZON SOIL TEXTURE (USDA) SOIL COLOR (MUNSELL) SOIL MOTTLING OTHER 17.1-16.4 16.4-14.7 14.7-8.8 8.8-6.1 0-9 9-29 29-100 100-132 A B Cl C2 LOAMY SAND LOAMY SAND LOAM. SAND MED. SAND lO1R3/2 IOYR4/6 10186/6 2517/3 NONE NONE NONE (GRAVELLY) PARENT GEOLOGICAL MATERIAL.: GLACIAL OUTWASH ESTIMATED SEASONAL HIGH GROUNDWATER AT EL - BELOW ELEV. 4.7 STANDING WATER IN HOLE: NO WEEPING FROM FACE: NO DEPTH TO BEDROCK: ESTIMATED SEASONAL HIGH GROUNDWATER AT EL. PERCOLATION TEST: DEEP TEST HOLE OBSERVATION LOG # 1-14 DEEP TEST HOLE OBSERVATION LOG 13 DATE: NOVEMBER 5, 2008 PERFORMED BY: LAURA SCHOFIELD, SE JOB: 979 GREAT ISLAND ROAD PERFORMED BY: ROBERT M. PERRY, P.E. WIRJESSED BY: BRUCE MURPHY, YARMOUTH BOH ELEVATION (FT) DEPTH FROM SURFACE (IN) SOIL HORIZON SOIL TEXTURE (USDA) SOIL COLOR (MUNSELL) SOIL MOTTLING OTHER 15.6-14.8 14.8-12.9 12.9-7.6 7.6-5.6 0-9 9-32 32-96 96-720 A B CI C2 LOAMY SAND LOAMY SAND LOAM. SAND MED. SAND 70}84/2 1CM5/6 ICYR6/6 2517/3 NONE NONE NOW (GRAVELLY) PARENT GEOLOGICAL MATERIAL GLACIAL OUTWASH ESTIMATED SEASONAL HIGH GROUNDWATER AT EL - BELOW ELEV. 4.7 STANDING WATER IN HOLE: NO WEEPING FROM FACE NO DEPTH TO BEDROCK: ESTIMATED SEASONAL HIGH GROUNDWATER AT EL = PERCOLATION TEST: DEEP TEST HOLE OBSERVATION LOG # 1-14 DEEP TEST HOLE OBSERVATION LOG #4 DATE; NOVEMBER 5, 2008 PERFORMED BY: LAURA SCHOFIELD, SE JOB: 979 GREAT ISLAND ROAD PERFORMED BY: ROBERT M. PERRY, P.E. WITNESSED BY: BRUCE MURPHY, YARMOUTH BOH ELEVATION (FT) DEPTH FROM SURFACE (IN) SOIL HORIZON SOIL TEXTURE (USDA) SOIL COLOR (MUNSELL) SOIL MOTTLING OTHER 15.6-14.8 14.8-12.9 12.9-7.6 7.6-8.6 0-9 9-32 32-96 96-720 A B C1 C2 LOAMY SAND LOAMY SAND LOAM. SAND MED. SAND 10YR4/2 IOYR5/6 10YR6/6 Z5Y7/3 NONE NONE NONE (GRAVELLY) PARENT GEOLOGICAL MATERIAL GLACIAL OUIWASH ESTIMATED SEASONAL HIGH GROUNDWATER AT EL - BELOW ELEV. 4.7 STANDING WATER IN HOLE: NO WEEPING FROM FACE NO I DEPTH TO BEDROCK ESTIMATED SEASONAL HIGH GROUNDWATER AT EL. PERCOLATION TEST: DEEP TEST HOLE OBSERVATION LOG # 1-14 DATE JUNE 5, 2014 JOB: 0-11151 PERFORMED BY: LAURA SCHOFIELD, SE I WITNESSED BY: AMY VON HONE, YARMOUTH BOH ELEVATION (FT) DEPTH FROM SURFACE (IN) SOIL HORIZON SOIL TEXTURE (USDA) SOIL COLOR (MUNSELL) SOIL MOTTLING OTHER 16.0-13.5 13.5-9.3 9.3-4.7 0-30 30-80 80-136 nwe C1 C2 VARIES LOAMY SAND SAND VARIES IGYR5/8 IOW6/3 - NOW NONE SGR, LOOSE SGR L005£ COARSE - MEDIUM PARENT GEOLOGICAL MATERIAL' GLACIAL OUTWASH STANDING WATER IN HOLE: NO WEEPING FROM FACE: NO DEPTH TO BEDROCK: ESTIMATED SEASONAL HIGH GROUNDWATER AT EL - BELOW ELEV. 4.7 PERCOLATION TEST: TOP OF PERC. AT 71' IN Ci, 24 GAL BELOW 9' IN 13:00 MIN., PERC. PATE<2 MPI FSEP 0 2 2014 5...------- BUILDING DEPAP.TMENT LEGEND �a PROPOSED CONTOUR LINE ---XX--- EXISTING CONTOUR © EXISTING CESSPOOL -W- WATER LINE 00PROPOSED 1500 GALLON SEPTIC TANK O PROPOSED DISTRIBUTION BOX PROPOSED LEACHING AREA [_ R _] PROPOSED LEACHING RESERVE AREA /f = EXISTING SPOT ELEVATIONS ® TEST HOLE LOCATIONS A PROPERTY LINE « x PROPOSED SPOT ELEVATION -OH- OVERHEAD UTILITIES -UG- UNDERGROUND UTILITIES FG FINISHED GRADE UP UTILITY POLE TOF TOP OF FOUNDATION ELEVATION TYPICAL LEACHING TRENCH CROSS SECTION - NO SCALE PROVIDE 18" MIN. DIA. WATERTIGHT ACCESS MANHOLE AND COVER CONSTRUCTED OF DURABLE MATERIAL BROUGHT TO WITHIN 6. OF FIMISHED GRADE TYP. ALL CHAMBERS 2% MIN. GRADE OVER SYSTEM Z / ,P�1 `/CLEAN BREAK 12.50 > BACKFILL OUT n1 = 13.0 w w• w w w w w■ ■ w w w w w w w w w I • w w w w■ ■ w w w w w w w w w w w w w w w w■ ■ w w w� w w w w w w w w w w w w■ ■ w w w w��� IBOTTOM 1 8.5' 1 OF 51ST. 68.0' EL. = r� 70.0, 10.50 I SAS CONSISTS OF EIGHT (8) 102"L X 58" W X 24" EFFECTIVE DEPTH LEACHING DRYWELLS, PLACED END TO END IN A 70.0' L X 12.8 W TRENCH WITH 3/4" - 1.5" DOUBLE WASHED STONE SURROUNDING SET TO ELEVATIONS SHOWN. NOTES: LOCUS MAP SCALE: 1 in. = 1500 ft. 1. ZONING CLASSIFICATION: RESIDENTIAL R-87 2. PARCEL AREA: LOT 24 = 4.6 ACRES± 3. ASSESSORS: LOT 24 = MAP 1, PARCEL 2 4. THE PROPOSED DWELLING AND SEPTIC SYSTEM COMPONENTS AS SHOWN HEREON LIE WITHIN FLOOD ZONE "C" AS DEPICTED ON THE FLOOD INSURANCE RATE MAP FOR THE TOWN OF YARMOUTH, MA. MAP NUMBER 25001CO782J EFFECTIVE DATE JULY 16, 2014. THE LOCUS PARCEL FALLS PREDOMINENTLY WITHIN FLOOD ZONE "C" AND PARTIALLY WITHIN FLOOD ZONE "VE EL 15". 5. ELEVATIONS REFER TO THE NATIONAL GEODETIC VERTICAL DATUM OF 1929. SEE BENCHMARK ON PLAN. .4: 6. FOR REFERENCE SEE - LAND COURT PLAN 4075J, LOT 24 7. EXISTING CONDITIONS INCLUDING TOPOGRAPHY WERE OBTAINED BY FIELD SURVEY DECEMBER, 2013. GENERAL NOTES 1. ELEVATIONS REFER TO MEAN SEA LEVEL DATUM. SEE BENCHMARK ON PLAN. 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. 3, 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 SYSTEM (S.A.S) AND TO A DEPTH AT WHICH THE Cl HORIZON IS ENCOUNTERED. BACKFILL NTH CLEAN SAND MATERIAL MEETING TITLE 5 SPECIFICATIONS TO APPROX. ELEVATION 13x0. 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 BACKFILLING FOR SYSTEM CERTIFICATION. 8, PROPOSED BUILDING SEWER INVERTS SHALL BE VERIFIED IN FIELD PRIOR TO COMPONENT INSTALLATION. CONTACT SGHOFIELD BROTHERS IF SIGNIFICANT DISCREPANCIES EXIST. 9. SITE RESTORATION REQUIRES ALL STRIPPED TOPSOIL AND SUBSOIL TO BE 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-20 LOADING. ANY COMPONENT THAT WILL BE SUBJECT TO VEHICLE OR OTHER HEAVY EQUIPMENT TRAFFIC SHALL BE INSTALLED WITH H-20 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: 8 BEDROOMS AT 110 GPD PER BEDROOM = 880 GPD GARBAGE GRINDER IS NOT ALLOWED WITH THIS DESIGN 2. SEPTIC TANK SIZE: AVERAGE DAILY FLOW = 660 GPD X 2 DAYS 1320 GALLONS SEPTIC TANK PROVIDED = 1500 GALLONS 3. DESIGN PERCOLATION RATE = LESS THAN 2 MINUTES PER INCH SOIL TEXTURE LOAMY SAND, CLASS 1 310 CMR 15.242 EFFLUENT LOADING RATE = 0.74 GPD/SF 4. LEACHING AREA: TOTAL SIDEWALL AREA PROVIDED - 331.2 SF X 0.74 GPD/SF - 24.1 GPD TOTAL BOTTOM AREA PROVIDED = 896.0 SF X 0.74 GPD/SF O GPD MAXIMUM ALLOWABLE LOADING UNDER TITLE 5 = 99901 .1 GPD ACTUAL HYDRAULIC LOADING 880 GPD (SEE 1.) DESIGNED LEACHING AREA EXCEE6 TCHING AREA REQUIRED UNDER BOTH TITLE 5 AND THE TOWN OF YARMOUTH BOARD OF HEALTH REGULATIONS 5. NITROGEN SENSITIVE AREA LOADING CALCULATION: LOT SIZE REQUIRED = 880 GPD X 10000 SF/110 GPD = 80,000 SF LOT SIZE PROVIDED - 1'OnOO SF PROPOSED SEWAGE DISPOSAL SYSTEM FOR: A PROPOSED 4 BEDROOM DWELLING AND FUTURE 2 BEDROOM GUESTHOUSE AT., 979 GREAT ISLAND ROAD YARMOUTH, MASSACHUSETTS APPLICANT: WILHELM M. MERCK & TEL. NO.: JOAN BRADY 1032 BAY ROAD JOB #:0-11151 SOUTH HAMILTON, MA 01982 DATE: AUGUST 18, 2014 DESIGNED BY: NOFIt��* REV: SEPTEMBER 2, 2014 PRAWN BY: LAUPA LAS RJF A. CHECKED BY. ENGINEERING - P.O. BOX 101, 161 CR (50E - PERMITTING HWAY ORLEANS, MA