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HomeMy WebLinkAbout979 Great Island Road Proposed Sewage Disposal System 2<! �/ BENCHMARK: TOP OF 1 , `- - - PLOT PLAN ECONCRETE BOUND Cs NAVD 8 FNp SCALE: 1 in. = 30 ft. Cry { LOT AREA: 200,400 SQ.FT.± (4.6 ACRE ±) / 190.83 ` ry \ -7"' { x 22.1 o` WELL If / I I PT` z 71 If 22.1/03 o �lll 1� �� j j \ f �''. -�1 � ,•� �' / �� %�` � / MB 100, FRo i /Q! COAST Top OF - ��/ i /�//�� / ill' \ /"� 8., /� i� ; BOULDERS - - - ._ r O l l I ` \ / PITCH PINE I ?its4,� -14 ` EX;snN\ 1 ` { { e«,1/DER _'.� 1 { -14/� {'ETCH PINE ,� / /S� 4 g ` STAIRS 1 -tit 1 1 ° J' { {�• Quo T1, r I 1 �1 / n 1 ( --j Q / FLOOD ZONE "VE EL 15" '` `1 j i /o�� I PROPO0. SED TO' ! / / SHONE ON MAP N0. \ ` l� 1 0 L I DWELLING �K z "-UGI - 25001CO782J f1 j�,v 1 { TII { T.O.F. 20.41 N CB DATE: JULY 16, 2014 t 1 1} " I / �T4` - i /. ° R V X3/4 # I 4,�,� 4" OAK j FND / 4 CEDAR /I LIMIT /} t o CEDAR O _ L _{� N 20.9 OAK j9OOIDER /./ AREA CLEARED OF 1 UNDERSTORY' 1 f Q 6.0 l' f moo/ { y 'tee' 1 " OAKI ' { � { !� 11 � �= � �`�'�._ tib;• ' f r ', � 1 / / / • I %7If ' • 1�, r BOGLDER` \ i 1 1 ' ' 11iIt l 1 tip' !r I { il1I I F A VARIANCE IS REQUESTED FROM THE YARMOUTH / ¢ / / BOARD OF HEALTH REQUIREMENTS AS FOLLOWS: ITHAN 2 FEET ABOVE l l� (3.7) FOUNDATION OF DWELLINGS SHALL NOT BE LESS IJrl JDWELLINGS AFFRONTING EACH OT. THE HIGHEST POINT OF THE ROAD THE HIGH POINT IN THE ROAD IS EL 20.7, APPROXIMATLY 180 FEET NORTH EAST OF THE PROPOSED BUILDING. THE PROPOSED TOP OF THE J 4 / p Q FOUNDATION ELEVATION IS 20.41. FINISHED GRADING IS O / al TO SLOPE AWAY FROM THE BUILDING FOR A DISTANCE OF TEN FEET, MINIMUM. THE SITE TOPOGRAPHY SLOPES DOWNWARD TO o OA) / DWELLING AND AWAY FROM�THE ROAD.ROPOSED OM THE / 0 15 30 60 120 FEET ZONOF IMPROVEMENT 0 5 10 20 METERS If Ic PROFILE OF SYSTEM - NO SCALE FG= 18X1 3" MIN. PROVIDE 20" MIN. DIA WATERTIGHT ACCESS MANHOLE AND Z" LAYER OF I ~ I FG= - - AIR SPACE - COVER CONSTRUC1m OF DURABLE MATERIAL BROUGHT 7o 17.28 ., •` ` WITHIN 6' OF FTMSHED GRADE 1( �lt�IlDOUBLE WASHED I16x6± 5,0 �I FC=14x8± STONE IN. _ ��11�1Pitt 41I4FG=15x4 MAX). 13x4 (MIN) - { , \ �\ :\ 13.49 J ..., V cs \ O. 6"MIN. 6" MIN 2.. INV 1 - 11 62 3 2.22 DEEP TEST HOE OBSERVATION LOG 11 DATE: NOVEMBER 5, 2008 JOB: 979 GREAT ISLAND ROAD PERFORMED BY; ROBERT M. PERK, P.E. WITNESSED BY: BRUCE MURPHY, YARMOUTH BOH ELEVATION DEPTH FROM SOIL SOIL TEXTl1RE SOIL COLOR SOIL SOIL TEXTURE (FT) SURFACE (W) HORIZON (USDA) SURFACE (IN) (MUNSELL) MOTTLING OTHER 17.2-14.7 0-30 RLL LOAMY $ANG LOAMY SAND IoYP3/2 NONE LOAMY SN tOAh1Y SAND 13.8-72 Z9-5.2 14.7-14.2 74.3-13.5 30-36 36-44' A B LOAMY SAND LOAMY SAND IOM2/2 NONE f0YR5/6 13.5-10.2 10.2-72 44-84 84-120 C1 C2 LO". SAND No. SAND TOYR5/6 2.5Y5/4 NONE NONE DEPTH TO BEDROCK: PARENT GEOLOGICAL MATERIAL GLACIAL OUTWASH STANDING WATER IN HOLE: NO WEEPING FROM FACE: NO f0YR7/4 ESTIMATED SEASONAL HIGH GROUNDWATER AT EL PARENT GEOLOGICAL MATERIAL GLACIAL OUIWASH DEPDI TO BEDROCK: STANDING WATER IN HOLE; NO WEEPING FROM FACE NO. PERCOLATION TEST: DEPTH TO $EDROCK: ES71MATED SEASONAL HIGH GROUNDWATER AT EL m 3. DESIGN PERCOLATION RATE PERCOLATION TEST: PERO TEST AT 67' 12'-9" ON 4 MIN. 9•-6• IN 6 MIN, RATE " <2MPI DEEP TEST HOLE OBSERVATION LOG #2 DATE: NOVEMBER 5, 2008 JOB: 979 GREAT ISLAND ROAD PERFORMED BY: ROBERT M. PERRY, P.E. WITNESSED BY: BRUCE MURPHY, YARMOUTH BOH ELEVATION DEPTH FROM SDIL SOIL TEXTURE SOL COLOR SOIL SOIL TEXTURE (FT) SURFACE (IN) HORIZON (USM) SURFACE (IN) (MUNSELL) MOTTUNC OTHER 16.2-15.5 13.8-7..8 0-9 9-29 A 8 LOAMY $ANG LOAMY SAND IoYP3/2 NONE LOAMY SN tOAh1Y SAND 13.8-72 Z9-5.2 29-100 100-132 Of LOGE. SAND IOYR4/6 IOYR6/8 NONE NONE SAN MED. SAND f0YR5/6 NONE NONE C2 NEO. SAND PARENT GEOLOGICAL MATERIAL: GLACIAL OUTWASH 2SY!/3 WEEPING FROM FACE: NO DEPTH TO BEDROCK: PARENT GEOLOGICAL MATERIAL GLACIAL OUTWASH STANDING WATER IN HOLE: NO WEEPING FROM FACE: NO DEPTH TO BEDROCK; ESTIMATED SEASONAL HIGH GROUNDWATER AT EL PERCOLATION DEPDI TO BEDROCK: DEEP TEST HOLE OBSERVATION LOG #4 DEEP TEST HOE OBSERVATION LOG #3 DATE NOYElJBER 5, 2005 ELEVATION JOB: 979 GREAT ISLAND ROAD PERFORMED BY: ROBERT M. PERRY, P.E. WRNESSED B1'; BRUCE MURPHY. YARMOUTH BOH ELEVATION DEPTH FROM SOL SOIL TEXTURE SOL COLOR SOIL (MUNSELL) (F7) SURFACE (IN) HORIZON (USDA) A B (MWHSE71) MOTfLMC OTHER 14.7-13.9 13.9-72.0 D-9 9-32 A B LOAMY SN tOAh1Y SAND f0YR4/2 NONE NONE 6.7-4.7 96? 110 C2 SAN MED. SAND f0YR5/6 NONE NONE (GRAVELLY) PARENT GEOLOGICAL MATERIAL: GLACIAL OUTWASH STANDING WATER IN HOLE NO WEEPING FROM FACE: NO DEPTH TO BEDROCK: ZSY7 PERCOLATION TEST: PARENT GEOLOGICAL MATERLAL• GLACIAL OUIWASH 51'ANDWG WATER 1N HOLE ND WEEPING FROM FACE NO -070 2000 GALLON SEPTIC TANK DEPDI TO BEDROCK: ESTIMATED SEASONAL HIGH GROUNDWATER AT EL 0 PROPOSED DISTRIBUTION BOX PERCOLATION TEST: PROPOSED LEACHING AREA DEEP TEST HOLE OBSERVATION LOG #4 DATE NOVEMBER 5, 2008 JOB: 979 GREAT ISLAND ROAD PERFORMED BY: RGBERT M. PERRY, P.E. WITNESSED BY: BRUCE MURPHY, YARMOUTH BOH ELEVATION DEPTH FROM SOIL SOL TEXTURE SOIL COLOR SOIL OTHER (FT) SURFACE (1N) HORIZON (USDA) (MUNSELL) MOTTLWG OTHER 14.7-139 73.9-12.0 0-9 9-32 A B LOAMY SAND LOAMY SAND 10184/2 10YR5/6 NONE NONE 12.0-6.7 6.7-4.7 32-96 96-120 C7 C2 LOAM. SAND MED. SWD f0YR6/6 NONE (GRAVEIJ.Y) EXCEPT THOSE THAT ARE SHOWN. . LEGEND 2SY7/3 PARENT GEOLOGICAL MATERIAL: GLACIAL OUTWASH STANDING WATER IN HOLE NO WEEPING FROM FACE: NO DEPTH TO BEDROCK: ESTIMATED SEASONAL MON GROUNDWATER AT 1A) - PERCOLATION TEST: 110 GPD PER BEDROOM = 880 GPD GARBAGE GRINDER IS NOT ALLOWED WITH THIS DESIGN DEEP TEST HOE OBSERVATION LOG # 1-14 DATE JUNE S. 2014 JOB: 0-11151 PERFORMED BY: LAURA SCHOFIELD, SE WRNESSEO BY: AMY VON HONE, YARMOUTH BOH ELEVATION (FT) DEPTH FROM SURFACE (IN) SOIL NOR20N SOL TIXNRE (USDA) 'SOIL COLOR (MUNSELL) SOL MOTTLING OTHER 15.1-T2.6 126-8.4 8.4-3.8 0-T0 30-80 80-136 FILWS Ci C2 VARIES LOAMY SEND SAND VARIES f0YR5/8 IOYR6/3 NONE NONE SCR, 1.005E SCR, 100.4E COARSE - MEDIUM PARENT GEOLOGICAL MATERIAL- GLACIAL OUTWASH STANDING WATER IN HOLE NO WEEPING FROM FACE NO DMIH TO BEDROCK ESTIMATED SEASONAL HIGH GROUNDWATER AT EL - BELOW ELEV. 3.8 PERCOLATION TEST: TOP OF PERC. AT 71" IN Cl. 24 GAA. BELOW 9' IN 13:00 Mn. PERC. tHATE<2 MPI LOCUS MAP ISCALE:_ 9 in. = 1500-f t. n I NOTES: a 1. ZONING CLASSIFICATION: RESIDENTIAL R-87 2 PARCEL AR EA, 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 "X" 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 "X" AND PARTIALLY WITHIN FLOOD ZONE "VE EL 15". 5. ELEVATIONS REFER TO THE NORTH AMERICAN VERTICAL DATUM OF 1988. SEE BENCHMARK ON PLAN. 6. FOR REFERENCE SEE - LAND COURT PLAN 4075J, LOT 24 7. EXISTING CONDITIONS INCLUDING TOPOGRAPHY WERE OBTAINED BY FIELD SURVEY DECEMBER, 2013. GENERAL NOTES I. ELEVATIONS REFER TO NAVD 1988. 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 T A EAST 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.5FEET FROM ALL SIDES OF THE SOIL ABSORPTION SYSTEM (S.A.S))k AND TO A DEPTH AT WHICH THE Cl HORIZON IS LL WITH CLEAN SAND MATERIAL MEETING TITLE 5 SPECIFICATIONSNTO APPROX. ELEVATION 12x1. 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 SCHOFIELD 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 ]51 NV. = N I BACKALL OUT AT.• 979 GREAT ISLAND ROAD oEL = YARMOUTH, MASSACHUSETTS INV- NINV = ^. ❑ ❑ O ❑ ❑ od0000 " o ❑ ,❑ Q ❑ t2.1 ASSESSOR'S MAP: 1 PARCELz 2 13.74L 12.39 oa o p ❑ ❑ ❑ ❑ 00 oa 3/4 - L5" oo�o❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ APPLICANT: WILHELM M. MERCK & TEC.DY NO.: ND 2�MIN. 4" o0 6 aF gg a DOUBLE WASHED ��Qop ❑ ❑ ❑ O ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ Ll ❑ ❑ ° a3 MAX.GAS o41SToNEo a° ❑ ❑ ❑ ❑ ❑ $ooO STONE rP°o ❑ ❑ ❑ ❑ C] ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ $° o 'd 1032 BJOAN AY ROAD 1 II�omowo$ 34.5' ❑ ❑ ❑ E7 ❑ ° JOB #:0-11151 FLOW LINE BAFFLE 55'-+i �� o �og o ° �Qo ❑ ❑ ❑ E7 ❑ ❑ ❑ M ❑ ❑ ❑ ❑ � ❑ ❑ ❑ $ 'o SOUTH HAMILTON,, MA 01982 ' 25' DISTRIBUTION BOX (H-20) INLET OUTLET % 4.8' 4' g 5• Y BOTTOM ZN OF 11AS , d •;. c.:. -: ,;. 9 OUTLETS 4�_- 1' I DATE: AUGUST 18, 2014 DESIGNED BY: i OF SYST. 6 oFa o ov0oo 0o ao oC0o00 oou 000Qo o fL. = o� LAURA �N SEPTEMBER 8; 2014 00 INVERT ELEVATIONSOF AALLE 12.8 -- 68.0' ( 1 s y REV: SEPTEMBER 2, 2014 DRAwN LAS BY STONE Otto o D c o° OUTLETS TO BE 0000$° SEPTIC TANK (H-20) 800 oO a SHALL 8E 70.0' _� / JF - BELow000CAPACITY = 20D0 GALLONS�ovO� UNUSED OUTLE7RAULIC CEMENT USE 8 SHOREY PRECAST 9 6 $ SCHOFIELD ti CHECKED BY: PRECAST REINFORCED CONCRETE PLUGGED WITH HY( ( ) No. 1720 LAS RJF 500 GALLON LEACHING DRYWELIS (H-20) NOTE. ALL PIPE TO BE 4" DIAM. PVC TIGHT JOINT SCH. 40 OUTLET PIPES SIIALL BE LEVEL OR APPROVED EQUAL FOR AT LEAST TWO FEET SA.S CONSISTS OF EIGHT' (8) 102"1 X 58" W X 24" EFFECTIVE DEPTH LEACHING DRYWELLS, PLACED END To END IN A s`HateP SCHOFIELD BROTHERS OF CAPE COD 70.0' L X 12.6 W TRENCH WITH 3/4" - 1.5" DOUBLE WASHED STONE SURROUNDING SET TO ELEYAIONS SHOWN. INITIAL P.O. BOX t0ENGI1,ERING61 CRANBEREY HGGHWAY PERMITTING ORLEANMA 508 255-2098 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 INSTALED WITH H-20 LOADING CAPACITY. 12. UNDERGROUND UTILITIES SHOWN ARE APPROXIMATE, CONTRACTOR SHALL UNDERGROUNDUTILITIES200' 13. NORKNOWN EXIST WITHIN OF THE PROPOSEDA LEACHING AREA EXCEPT THOSE THAT ARE SHOWN. . LEGEND DESIGN CALCULATIONS --I2'-- PROPOSED CONTOUR UNE ---XX--- EXISTING CONTOUR 1. ESTIMATED HYDRAULIC LOADING: 8 BEDROOMS AT © EXISTING CESSPOOL 110 GPD PER BEDROOM = 880 GPD GARBAGE GRINDER IS NOT ALLOWED WITH THIS DESIGN -'W- WATER LINE F PROPOSED 2. SEPTIC TANK SIZE - -070 2000 GALLON SEPTIC TANK AVERAGE DAILY FLOW = _ 880 GPD X 2 DAYS = 1760 GALLONS 0 PROPOSED DISTRIBUTION BOX SEPTIC TANK PROVIDED 2000 GALLONS PROPOSED LEACHING AREA 3. DESIGN PERCOLATION RATE PROPOSED LEACHING RESERVE AREA = ESS THAN 2 MINUTES PER INCH SOIL TEXTURE LOAMY SAND. CLASS I EXISTING SPOT ELEVATIONS 310 CMR 15.242 EFFLUENT LOADING RATE = 0.74 GPD/SF OF 1Ye _ ® TEST. HOLE LOCATIONS 4. LEACHING AREA: tS%y +E PROPERTY LINE ROBERT G N'h TOTAL SIDEWALL AREA PROVIDED = 331.2 SF X 0.74 GPD/SF o PROPOSED SPOT ELEVATION JOHN �� -OH- 4�. GPD TOTAL BOTTOM AREA PROVIDED FREEMAN y OVERHEAD UTILITIES _ 896.0 SFX 0.74 GPD/SF 0.7 No. 32655 -UG- UNDERGROUND UTIUTiES GPD MAXIMUM ALLOWABLE LOADING UNDER TITLE 5 908.1 GPD Esslm�cfi FG FINISHED GRADE 9� ACTUAL HYDRAULIC LOADING = 880 GPD (SEE 1.) SURAS UP UTILITY POLE DESIGNED LEACHING AREA EXCEESS LEACHING AREA REQUIRED UNDER BOTH TITLE 5 AND THE TOWN TOF TOP OF FOUNDATION ELEVATION OF YARMOUTH BOARD OF HEALTH REGULATIONS TYPICAL LEACHING TRENCH CROSS SECTION - NO SCALE 5. NITROGEN SENSITIVE AREA LOADING CALCULATION: ' LOT SIZE REQUIRED = 860 GPD X 10000 SF/110 GPD 80,000 SF LOT SIZE PROVIDED = X00 SF PROVIDE 18" MIN. DIA WATERTIGHT ACCESS MANHOLE AND COVER CONSTRUCTED OF DURABLE MATERIAL BROUGHT TO WITHIN 6" OF FINISHED GRADE FOR ONE CHA-VBER PROPOSED SEWAGE DISPOSAL SYSTEM 29 MIN. GRADE OVER SYSTEM CLEAN BREAK FOR: A PROPOSED 4 BEDROOM DWELLING AND FUTURE 2 BEDROOM GUESTHOUSE ]51 NV. = N I BACKALL OUT AT.• 979 GREAT ISLAND ROAD oEL = YARMOUTH, MASSACHUSETTS INV- NINV = ^. ❑ ❑ O ❑ ❑ od0000 " o ❑ ,❑ Q ❑ t2.1 ASSESSOR'S MAP: 1 PARCELz 2 13.74L 12.39 oa o p ❑ ❑ ❑ ❑ 00 oa 3/4 - L5" oo�o❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ APPLICANT: WILHELM M. MERCK & TEC.DY NO.: ND 2�MIN. 4" o0 6 aF gg a DOUBLE WASHED ��Qop ❑ ❑ ❑ O ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ Ll ❑ ❑ ° a3 MAX.GAS o41SToNEo a° ❑ ❑ ❑ ❑ ❑ $ooO STONE rP°o ❑ ❑ ❑ ❑ C] ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ $° o 'd 1032 BJOAN AY ROAD 1 II�omowo$ 34.5' ❑ ❑ ❑ E7 ❑ ° JOB #:0-11151 FLOW LINE BAFFLE 55'-+i �� o �og o ° �Qo ❑ ❑ ❑ E7 ❑ ❑ ❑ M ❑ ❑ ❑ ❑ � ❑ ❑ ❑ $ 'o SOUTH HAMILTON,, MA 01982 ' 25' DISTRIBUTION BOX (H-20) INLET OUTLET % 4.8' 4' g 5• Y BOTTOM ZN OF 11AS , d •;. c.:. -: ,;. 9 OUTLETS 4�_- 1' I DATE: AUGUST 18, 2014 DESIGNED BY: i OF SYST. 6 oFa o ov0oo 0o ao oC0o00 oou 000Qo o fL. = o� LAURA �N SEPTEMBER 8; 2014 00 INVERT ELEVATIONSOF AALLE 12.8 -- 68.0' ( 1 s y REV: SEPTEMBER 2, 2014 DRAwN LAS BY STONE Otto o D c o° OUTLETS TO BE 0000$° SEPTIC TANK (H-20) 800 oO a SHALL 8E 70.0' _� / JF - BELow000CAPACITY = 20D0 GALLONS�ovO� UNUSED OUTLE7RAULIC CEMENT USE 8 SHOREY PRECAST 9 6 $ SCHOFIELD ti CHECKED BY: PRECAST REINFORCED CONCRETE PLUGGED WITH HY( ( ) No. 1720 LAS RJF 500 GALLON LEACHING DRYWELIS (H-20) NOTE. ALL PIPE TO BE 4" DIAM. PVC TIGHT JOINT SCH. 40 OUTLET PIPES SIIALL BE LEVEL OR APPROVED EQUAL FOR AT LEAST TWO FEET SA.S CONSISTS OF EIGHT' (8) 102"1 X 58" W X 24" EFFECTIVE DEPTH LEACHING DRYWELLS, PLACED END To END IN A s`HateP SCHOFIELD BROTHERS OF CAPE COD 70.0' L X 12.6 W TRENCH WITH 3/4" - 1.5" DOUBLE WASHED STONE SURROUNDING SET TO ELEYAIONS SHOWN. INITIAL P.O. BOX t0ENGI1,ERING61 CRANBEREY HGGHWAY PERMITTING ORLEANMA 508 255-2098