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HomeMy WebLinkAbout2015 - Proposed Septic Plan; Variance Request - Never Installed.SOIL TEST PIT DATA SYSTEM PROFILE SCHEDULE OF ELEVATIONS 28 NOT TO SCALE NOT TO SCALE /-4 SCH. 40 PVC TOP OF FOUNDATION 11.00 A L=4.0 FT• EL.=A _ 4" INVERT AT BUILDING 8,42 B TEST PIT TP -1 TEST PIT TP -2 TEST PIT TP -3 . TEST PIT TP -5 S=0.02 FIRST PIPE LENGTH 4" INVERT AT SEPTIC TANK (IN) . 8.06 C LOCUS GRD. EL 5.4 GRD. EL. 5.0 GRD. EL 5.0 GRD. EL 5.3 TOP FOUNDATION TO BE SET LEVEL FINISH GRADE 1. 4" INVERT AT SEPTIC TANK (OUT) 7.81 D SHGW EL 1.5 SHGW EL - SHGW EL 1.5 SHGW EL 1.5 4" SCH. 40 PVC FOR MIN. 2' 8,7-10.0 4" INVERT AT DIST. BOX (IN) 7.73 E . EL.=10.2 S 0 025 • " . 4" INVERT AT DIST. BOX (OUT) 7.56 F FILL 0/A PEAT 2.5YR 4/3 Bw - LOAMY SAND 10YR 3/3 C MEDIUM SAND 10YR 5/4 36" EL. 2.3 33" EL 1.5 46" EL 1.1 47" EL 2.9 54" EL 2.7 56" . EL 2.3 78" EL -1.7 nc" CI -rl 1 FILL 0/A PEAT 2.5YR 4/3 Bw LOAMY SAND 1OYR.3/3 C MEDIUM SAND 10YR 5/4 FILL 0/A PEAT 2.5YR 4/3 MEDIUM SAND Bw LOAMY SAND 10YR 3/3 C .s . MEDIUM SAND 10YR 5/4 28 . F1. 2.0 MAGNETIC REFLECTIVE TAPE SHALL BE .PROVIDED ,� ;�jHkOFA�gSs. 'yCyG IN THE TRENCH OVER ALL PVC PIPING _ ? EL 1.5 4" . � I ) � c�� = 0 u' 31 " Bw W . . BRIAN IA 34" I 0 YERGATIAN LOAMY SAND , I • y AM . . 1 ' ( =� CIVIL 42 " 3 3 S i . l 15 -9 No.46206k0 kQ . ! ZD A . ,. J 1. EL 1.2 2 49" 1 I rn Al. ! 9oXF`��IST G\1*1 , ­ . .. . .. . . ssMNALFN . I . \ / . . � \ \ .. f \ PROPOSED SOIL ABSORPTION ..�P. . .. SYSTEM CONSISTING OF 7 ARC . \ \ / . 36 LEACHING CHAMBERS INFIELD . • \ CONFIGPRATIO�C I .-.I.. . . \ _. LI L ONSITE SOIL EVALUATION (TP -1 AND TP -2) ONSITE SOIL EVALUATION (TP- ONSITE SOIL EVALUATION (TP 5)_ . � . . / I I .D \ I / \ / BRIAN . YER DATE I . / DATE:. DECEMBER 11, 2014 . DATE: DECEMBER 22, 2014 I. � : '� I / PROFESSIONAL ENGINEER DATE: NOVEMBER 26. 2014 .IL L .. .�. .__ .- � TEST BY: BSC GROUP INC. 5.8. \ 1 5 OVERDIG AND TEST BY:. BSC GROUP. INC. TEST BY: BSC GROUP. INC. .I . .. � - -- -_PO REMOVAL OF . --- TANK -� / WITNESSED. BY. AMY VON HONE. BOH. .WITNESSED BY. j AMY VON HONE. R.S. WITNESSED BY. .AMY VON HONE, R.S. . >. . UNSUITABLESL _ \ IIP . 0. /.< � ��L!,II EVALUATOR: . KIERAN J. HEALY, PLS . LICENSED SOIL EVALUATOR: KIERAN J. HEALY. PLS \ LICENSED SOIL EVALUATOR: KIERAN J. HEALY, SE LICENSED SOIL . I.. __--- . 16 MINS./INCH PERCOLATION RATE: 33 MINS./INCH ... I. .. \ -"-" 1 - PERCOLATION RATE: FAIL PERCOLATION RATE: #4 .I. \ DRAINAGE �'' --..� ._ _, -. �. .----- �..- BASIN SOIL CLASS: CLASS II SOIL CLASS: CLASS II SOIL CLASS: CLASS II -, X106.62' . I LT.A.R.c NOT APPLICABLE LTA.R.: 0.74 GPD/S.F. LT.A.R.: 0.25 GPD/S.F. �j ---- S86'31',0'�N - SEPTIC SYSTEM . ..-� 7,_. 4 . L . - I -.� F . I.. . . DESIGN L� . 6Q� . 1. 6 1.. o �(T.5 0 � x 5.5 „ . -�Ix. LEGEN D LI O .. L .. ._... .,... .. •'I` • I. .I PROPOSE 7 ' �'• .. �. - .:I. a . _1,/ 7. . 3/4" WATER SERVIC I,. �LI UNSUITABLE ESTIMATED I. I Y -'t1'. ...... .� � I, I� EI.IL I. .. � (D I �. . . I. I. .. �� �--�*,L.- 1� ��kz:.: -, .I. .I: �. . . I... _. ,� . . v- . ..I .�._,.� �_.,.._�I. ��_"� . ;,.' L. . ���" I . �.,- ,�"_��--_-� I , ;.-w- �.,,�.,1 ,.,-.,�."- A, , _.�'­" --` ,,�,;--,�, .,�--�L'. --,-��, "-� _�,1.,,1., . . ,�. �.�,.I. .-,`, . ", ".,- `, _,��,;�.,I1,.� ,,,�".-1 . -,,.,.�" ��]� �,��!-,�,� * . ,-, ..,,3,''­!..,." �,,z . . �`l-.'­r- b*.. ­ ,""-- ."�-� ,,'�� -. �*,� � ��'. ,-Jz11.,,� .. � I1�.- -,,_-.�.,._;�-.,., ,-I' i..�,-' �,,-7� ,...� , �_.`- .. !' .�,--�.,�"�,.,'"--.,�_X­,,�,,. ! .��., ._,�1 ,-.. �,,�� _,�-�,',,� `,�'"" ..:�­1" ­. i� --'_�,-,­., '.",1,1:-r1�.�' ,--,, --y-., �.,�- ,,,­,_,_._,_��-��',.U�' ,,"-­,' -,,�" �­,�",.. .. -'.,k I. ,- -!�. .'�-� ,-;-1-'�.�_,_��,-�I, ,,,.l,If�,_.�!,_L.!��"e�.-�'�,'��� ",r.-",,,,­-,�_��.` ."���,,"'., .. .' I. _1�Sz,'4 �.�__j., ­l­"--,'.-,,,, I .�.*--� "�_",..-,�,�;`,,,_­ �,--,,`k,.'' -_-"P�. �-.._�-�� . -­.,,._'_�"��_.. _"-.;�.,,�"-.,,-- -,-I, ,,1�­,,,-L" �,, 1,-4 � . I � '­-,-� �I. ..�-'._,�­"'. ,�.,_�,.,;.,_,- , �-­'�­� ,, -S,1,., . ``-,%;�,'�,"�;_"�'�,�,_i. `_,-"-6 ­,',—,.� ­���,,�"!.I�,�._-.,_ �'�,, -';1­ . ��, `�_" � I 'c .. ._-'t,�,,­'"__ ,.�.�__��,�,!..,,.!-� �_�z�, TP ,,"''. .` �-;�-1 `. �- -,.i-. --,:,- -,_r_i .,.,,�., ,,''t ,,'.-.,,-'-,��,.,R', I,,,-_, �'�, , - . '1 I � ,_���,, �, - &� �.,'�,e,-.�, . ,.­,,'., ; .",,, �-_._,1 " ::-.3�-,,,`�!��'�,_ �.��.. �:,-,-.., �.--' -.f�._.__ ,,��,'_ ','"-,- _--,-. .:,,- �..I ,...... �,�..-�',,".� 7"i_,,�,!-.�,,1�; d-b�.�1I. f,,-. ���,� .." -,', ",- r� , .. �"�,- ,"",,'"��, .) ".. �I. . ,-_ ,,,�,. ',- _'��- � �,,--.., �"�-,. -,.� -��.,--­, . . -1�� -t, ".­- I. .I .,- - EL .3.4 33" FINISH GRADE 4 SCH. 40 PVC 40 MIL POLY LINER . EL, 10.0 42" r*► . 47" EL 2.9 PROPOSED EL 2.7 ELEVATIONS AT LEACHING FACILITY: EL 2.3 79". EL 1.5 4n4" rt -%n FILL 0/A PEAT 2.5YR 4/3 MEDIUM SAND Bw LOAMY SAND 10YR 3/3 C .s . MEDIUM SAND 10YR 5/4 28 . F1. 2.0 MAGNETIC REFLECTIVE TAPE SHALL BE .PROVIDED ,� ;�jHkOFA�gSs. 'yCyG IN THE TRENCH OVER ALL PVC PIPING _ ? EL 1.5 4" . � I ) � c�� = 0 u' 31 " Bw W . . BRIAN IA 34" I 0 YERGATIAN LOAMY SAND , I • y AM . . 1 ' ( =� CIVIL 42 " 3 3 S i . l 15 -9 No.46206k0 kQ . ! ZD A . ,. J 1. EL 1.2 2 49" 1 I rn Al. ! 9oXF`��IST G\1*1 , ­ . .. . .. . . ssMNALFN . I . \ / . . � \ \ .. f \ PROPOSED SOIL ABSORPTION ..�P. . .. SYSTEM CONSISTING OF 7 ARC . \ \ / . 36 LEACHING CHAMBERS INFIELD . • \ CONFIGPRATIO�C I .-.I.. . . \ _. LI L ONSITE SOIL EVALUATION (TP -1 AND TP -2) ONSITE SOIL EVALUATION (TP- ONSITE SOIL EVALUATION (TP 5)_ . � . . / I I .D \ I / \ / BRIAN . YER DATE I . / DATE:. DECEMBER 11, 2014 . DATE: DECEMBER 22, 2014 I. � : '� I / PROFESSIONAL ENGINEER DATE: NOVEMBER 26. 2014 .IL L .. .�. .__ .- � TEST BY: BSC GROUP INC. 5.8. \ 1 5 OVERDIG AND TEST BY:. BSC GROUP. INC. TEST BY: BSC GROUP. INC. .I . .. � - -- -_PO REMOVAL OF . --- TANK -� / WITNESSED. BY. AMY VON HONE. BOH. .WITNESSED BY. j AMY VON HONE. R.S. WITNESSED BY. .AMY VON HONE, R.S. . >. . UNSUITABLESL _ \ IIP . 0. /.< � ��L!,II EVALUATOR: . KIERAN J. HEALY, PLS . LICENSED SOIL EVALUATOR: KIERAN J. HEALY. PLS \ LICENSED SOIL EVALUATOR: KIERAN J. HEALY, SE LICENSED SOIL . I.. __--- . 16 MINS./INCH PERCOLATION RATE: 33 MINS./INCH ... I. .. \ -"-" 1 - PERCOLATION RATE: FAIL PERCOLATION RATE: #4 .I. \ DRAINAGE �'' --..� ._ _, -. �. .----- �..- BASIN SOIL CLASS: CLASS II SOIL CLASS: CLASS II SOIL CLASS: CLASS II -, X106.62' . I LT.A.R.c NOT APPLICABLE LTA.R.: 0.74 GPD/S.F. LT.A.R.: 0.25 GPD/S.F. �j ---- S86'31',0'�N - SEPTIC SYSTEM . ..-� 7,_. 4 . L . - I -.� F . I.. . . DESIGN L� . 6Q� . 1. 6 1.. o �(T.5 0 � x 5.5 „ . -�Ix. LEGEN D LI O .. L .. ._... .,... .. •'I` • I. .I PROPOSE 7 ' �'• .. �. - .:I. a . _1,/ 7. . 3/4" WATER SERVIC I,. �LI UNSUITABLE ESTIMATED I. I Y -'t1'. ...... .� � I, I� EI.IL I. .. � (D I �. . . I. I. .. �� �--�*,L.- 1� ��kz:.: -, .I. .I: �. . . I... _. ,� . . v- . ..I .�._,.� �_.,.._�I. ��_"� . ;,.' L. . ���" I . �.,- ,�"_��--_-� I , ;.-w- �.,,�.,1 ,.,-.,�."- A, , _.�'­" --` ,,�,;--,�, .,�--�L'. --,-��, "-� _�,1.,,1., . . ,�. �.�,.I. .-,`, . ", ".,- `, _,��,;�.,I1,.� ,,,�".-1 . -,,.,.�" ��]� �,��!-,�,� * . ,-, ..,,3,''­!..,." �,,z . . �`l-.'­r- b*.. ­ ,""-- ."�-� ,,'�� -. �*,� � ��'. ,-Jz11.,,� .. � I1�.- -,,_-.�.,._;�-.,., ,-I' i..�,-' �,,-7� ,...� , �_.`- .. !' .�,--�.,�"�,.,'"--.,�_X­,,�,,. ! .��., ._,�1 ,-.. �,,�� _,�-�,',,� `,�'"" ..:�­1" ­. i� --'_�,-,­., '.",1,1:-r1�.�' ,--,, --y-., �.,�- ,,,­,_,_._,_��-��',.U�' ,,"-­,' -,,�" �­,�",.. .. -'.,k I. ,- -!�. .'�-� ,-;-1-'�.�_,_��,-�I, ,,,.l,If�,_.�!,_L.!��"e�.-�'�,'��� ",r.-",,,,­-,�_��.` ."���,,"'., .. .' I. _1�Sz,'4 �.�__j., ­l­"--,'.-,,,, I .�.*--� "�_",..-,�,�;`,,,_­ �,--,,`k,.'' -_-"P�. �-.._�-�� . -­.,,._'_�"��_.. _"-.;�.,,�"-.,,-- -,-I, ,,1�­,,,-L" �,, 1,-4 � . I � '­-,-� �I. ..�-'._,�­"'. ,�.,_�,.,;.,_,- , �-­'�­� ,, -S,1,., . ``-,%;�,'�,"�;_"�'�,�,_i. `_,-"-6 ­,',—,.� ­���,,�"!.I�,�._-.,_ �'�,, -';1­ . ��, `�_" � I 'c .. ._-'t,�,,­'"__ ,.�.�__��,�,!..,,.!-� �_�z�, TP ,,"''. .` �-;�-1 `. �- -,.i-. --,:,- -,_r_i .,.,,�., ,,''t ,,'.-.,,-'-,��,.,R', I,,,-_, �'�, , - . '1 I � ,_���,, �, - &� �.,'�,e,-.�, . ,.­,,'., ; .",,, �-_._,1 " ::-.3�-,,,`�!��'�,_ �.��.. �:,-,-.., �.--' -.f�._.__ ,,��,'_ ','"-,- _--,-. .:,,- �..I ,...... �,�..-�',,".� 7"i_,,�,!-.�,,1�; d-b�.�1I. f,,-. ���,� .." -,', ",- r� , .. �"�,- ,"",,'"��, .) ".. �I. . ,-_ ,,,�,. ',- _'��- � �,,--.., �"�-,. -,.� -��.,--­, . . -1�� -t, ".­- I. .I .,- - I DESC. FINISH GRADE 4 SCH. 40 PVC 40 MIL POLY LINER . EL, 10.0 ; SIDE PORT r*► . PROPOSED EL. 8.0 TO EL 4.0 ELEVATIONS AT LEACHING FACILITY: . FILL .:;:2�4 E/ . _ SLAB"EL"EV�B S32t S f ° '...::. I :..: `' .' ... ZONE DISTRICT: ZONE AE EL. 11 5. IF AN OVERDIG IS SPECIFIED, REPLACE ALL EXCAVATED MATERIALS WITHIN THE LIMIT OF EXCAVATION AS SHOWN ON FL OD INSURANCE RATE I 4" INV. AT LEACHING CHAMBERS 7.18 G (BRKOUT 7.7) EL. 4.6 27" x 4: / BOTTOM OF LEACHING CHAMBERS 6.60 H • • • • o 00 CONTAIN ANY MATERIAL LARGER THAN 2 INCHES. A SIEVE ANALYSIS USING A #4. SIEVE SHALL BE ====" PERFORMED ON A REPRESENTATIVE SAMPLE OF FILL UP TO 45% BY WEIGHT . MAY BE RETAINED ON ) ADJUSTED SEASONAL HIGH GROUNDWATER 1.50 J _ 21 0/A EL.=8.0 ' I=B I r8.5 1=D 1=G �--- SOUND ---" NANTUCKET . PEAT 2.5YR 4/3 .q...,.%.. ,; I: .. I=C . . I -:,. �, - . H I=E I=F /'� LOCUS M A P �, .r DISTRIBUTION . 5.1' SEPARATION LEACHING :,.,; NOT TO SCALE 25" EL. 2.6 30" BOX CHAMBERS 1,500 GALLON � � �o+�``��or�4�y� . MEDIUM SAND SEPTIC TANK J 1 IV. 0 FtELO `" " EL 23 36" NOTE: ADJUSTED SEASONAL HIGH GROUNDWATER NO• . 1/I .0� % LL. ' N1.' . .�%, . .. . .. ... I ...I. MATERIALS -v_ SEASONAL HIGH 8 Q, x .. •°5.9 (TO BE REMOVED) GROUNDWATER r 152 PAWKANNAW UT D VE o P ::. .. .I .. . I. �).1 . .II . . � . K..�. . .. I. . I �.. . ,. . �*.._7_.' �$I .L I � . I .. . . .-. I. I ..I _y OBSERVED . ° IN PERCOLATION = GROUNDWATER '. TEST RANGE .'.•.'. . W SONOTUBE (TYP) DB ... r TH YARMOUTH w w w SOU - f 1 S - - - f 4,. ':: MASSACHUSETTS r F it r:f 5 •'• r: SEASONAL HIGH GROUNDWATER #152 DECK ' (BARNSTABLE COUNTY) ADJUSTMENT PROPosEo . /� /� - I v' f•' I 5.6 . LA/ VG o C� _ 4 BEDROQM DWELLING 1 a:, 1.. --, TP 3 X . DEPTH TO. OBSERVED WATER 8.1 LOCUS INFORMATION 1, C) FF 12 Os:. N IGH WATER 1.5 a TOF..=11,Q Ir :. :.. r . . . MEA H - - . _ x 5.5 SLaB $:0 .s:. ,,. SITEPLAN AER -0.3 3 ry SIDE PORT OBSERVED W TE . v co ` ,' 1,188 S F COUPLER . , CURRENT OWNER: KIM E &DEAN J. HICKEY o f .. THE PROJECT SITE I5 LOCATED WITHIN 300 OF THE �� . .� I .. . . . .. I .L- .. I .1 . . I �. ... . IL ..� I I .I . I., I.L . . . I . . .. .­ L . ... .I ... I .1 I. .. .I II�. ...I . .. . . .... .. _...... .. _ . .... . .. 1 . . -.I �I�I. ..L. .. . ..� .1 1 � I .. �. � �. II I I . . . .� . 9901 F UUING w .I ' (TYP.) OCEAN, AND IS THEREFORE UNDER TIDAL INFLUENCE TITLE REFERENCE: DEED BOOK 28060, PAGE 15 ,'' o �, � - -� Y t a- PLAN REFERENCE: PLAN BOOK .181, PAGE 125 - z" s r f FEBRUARY 3 2015 ASSESSORS MAP: 25 ... o ' . PARCEL 52 .. t 'O NERAL NOTES ' GE o I CRAWL SPACE >,_ I N ZONING DISTRICT: R-25 r� v; m ee �.� �,.. ® 5.3 0 .,,,: n.t ,.;:,, N '.',*....s*f,.*,L . SLAB :. 1. THIS PLAN IS FOR THE CONSTRUCTION OF THE SEP11C SYSTEM AND DWEWNG ON THE PROPERTY. SETBACKS: FRONT 30' `t X z . S PROP SIDE 15 o N 31 E UTIL 2. ALL CONSTRUCTION METHODS AND MATERIALS SHALL CONFORM TO 310 CMR 15.000 AND YARMOUTH REAR N/A co .'. 11 , BOARD OF HEALTH REGULATIONS. MINIMUM LOT SIZE: 25.000 S.F. `� l ••• { EX. TOTAL LOT AREA: 11,500E S.F. 0 1 I �.'..' '. 3 THERE ARE NO KNOWN OR PROPOSED PRIVATE WELLS LOCATED WITHIN 150 FT. OF THE PROPOSED x 5 9 i PROP. BUILDING COVERAGE: 2,364E S.F. (20.60 BIT. LEACHING FACILITY. S I DESC. r :' ; SIDE PORT . NITROGEN SENSITIVE rn DRIVEWAY PROPOSED . COUPLER ZONE: NOT A ZONE . II v 4. IF AN OVERDIG IS SPECIFIED, REMOVE ALL TOPSOIL, SUBSOIL AND OTHER UNSUITABLE MATERIALS. GARAGE... x::: 2 (�) I**® • . �... . FEMA FLOOD ! !. _ SLAB"EL"EV�B S32t S f ° '...::. I :..: `' .' ... ZONE DISTRICT: ZONE AE EL. 11 5. IF AN OVERDIG IS SPECIFIED, REPLACE ALL EXCAVATED MATERIALS WITHIN THE LIMIT OF EXCAVATION AS SHOWN ON FL OD INSURANCE RATE I °'•' I'�'•'.'.'::.• '• ::. WITH CLEAN GRANULAR SAND, FREE FROM ORGANIC MATERIAL AND DELETRIOUS SUBSTANCES. ' MAP COMMUNITY -PANEL N0. o x 4: MIXTURES AND LAYERS OF DIFFERENT CLASSES OF SOIL SHALL NOT BE USED. FILL SHALL NOT 25001 CO588 J, REVISED JULY 16, 2014 • • • • o 00 CONTAIN ANY MATERIAL LARGER THAN 2 INCHES. A SIEVE ANALYSIS USING A #4. SIEVE SHALL BE .�. PERFORMED ON A REPRESENTATIVE SAMPLE OF FILL UP TO 45% BY WEIGHT . MAY BE RETAINED ON ) "• :'•'::: '�" ° ' . THE #4 SIEVE. SUCH ANALYSES MUST DEMONSTRATE THAT THE MATERIAL MEETS EACH OF THE I f.n " �•'• '• • z: I - . : M FOLLOWING SPECIFICATIONS:. k' . . . . I . . I -:,. �, - . 10' ' NO. I DATE DESC. 1 2/11/15 PER HEALTH AGENT •O 100% MUST PASS #4 SIEVE . o "'- ��� ..... 109 MUST PASS #50 SIEVE I • . . 0-20% MUST PASS #100 SIEVE . . ............ ......... >. . . 0-5� MUST PASS #200 SIEVE . . '� .' :7'•X' 2 PLANS ARE APPROXIMATE. THE ENGINEER DOES NOT r'rrx F,.- Y# f=yfi 4 6 6. EXISTING UTILITIES WHERE SHOWN ON THEI s' \ X GUARANTEE THEIR ACCURACY OR THAT ALL SUBSURFACE STRUCTURES ARE. SHOWN. CONTRACTOR o �` S . SHALL VERIFY THE SIZE, LOCATION AND ELEVATION OF INVERTS OF UTILITIES AND STRUCTURES, . ` t . WITHIN THE LIMIT OF WORK, PRIOR TO THE START OF CONSTRUCTION. IF ANY DISCREPANCIES ARE DESIGN CALCULATIONS . 5.4 x ' OBSERVATION PREPARED FOR: DISCOVERED OR FIELD CHANGES REQUIRED, THE CONTRACTOR SHALL NOTIFY THE ENGINEER I . . I ➢ . �` 3.2 PORT . IMMEDIATELY. i.'i pESIGN FLOW ` I . '! I 6 DEAN HICKEY �� / 7 FIELDSTONE DRIVE 7. THE CONTRACTOR SHALL BE RESPONSIBLE.FOR PROPERLY COORDINATING THE PROPOSED . 4 BEDROOMS ®110 GPD/BEDROOM = 440 GPD o � �. 10• . 10 _ . CONSTRUCTION ACTIVITIES WITH DIG -SAFE AND THE APPLICABLE UTILITY COMPANIES,. AND SHALL ,� , . . •��. o �-:� 10 SHREWSBURY, MA 01545 COMPLETE THE PROPOSED WORK WITHOUT ANY INTERRUPTIONS IN SERVICE. REQUIRED SEPTIC TANK 1` _-- } 440 GPD X 200 = 880 GALLONS 8. CONTRACTOR IS REQUIRED TO NOTIFY DIG -SAFE, PER MASS. STATUTE CHAPTER 82, SECTION 40 USE 1,500 GALLON SEPTIC TANK o I :: (888) 344-7233 A MINIMUM OF 72 HOURS PRIOR TO THE START OF CONSTRUCTION. � � -j S85'39'.f.0" SIZE OF REQUIRED LEACHING FACItJTY -_ E 75.00 . . . . . 9. THIS SYSTEM IS NOT DESIGNED FOR THE USE OF A GARBAGE GRINDER. INSTALLATION . OR USE OF A '" . . I . . I � . BSC GROUP f �` wee � I .. . . � . GARBAGE GRINDER AT THIS PROPERTY IS NOT ALLOWED PER 310 CMR .15.240(4). DESIGN PERC. RATE: <33 MIN/INCH LONG TERM APPL RATE: 0.25 GPD/SF 1 o____ 349 ROUte 28, Unit D . 440 GPD t 0.25 GPD/SF = 1760 SF �o� o, - . . -- _____ o Massachusetts W Yarmouth, Ma chuse . SIZE OF LEACHING . FACILITY PROVIDED % r 0G '-- MODULAR BLOCK RET. WALL 02673 . . ! . 0 'A T O,W.=8.5 . VAR IAN C ES REQUESTED ! ir G 13.O.w-TO ,HXX. ,�D 5087788919 USE (75) ARC 36 LEACHING CHAMBERS AND (10) SIDE PORT COUPLERS 99,500# S.F. BENCHMARK °N _..__ - . IN FIELD CONFIGURATION o �' 171-1 0 MAG NAIL i MASSACHUSETTS TITLE 5: NONE IN ACCORDANCE WITH MASSACHUSETTS DEP APPROVAL. EFFECTIVE LOADING i EL. 5.18 °N�'/ 4 9 © 2015 BSC Group, Inc. . TOWN OF YARMOUTH BOARD OF HEALTH REGULATIONS: I RATE IS 4.80 SF/LF OF CHAMBERS W--- w� u�N-- VA T ��Q y SCALE: in = lot 1. SECT. 3.7: TO ALLOW DESIGN OF A SOIL ABSORPTION SYSTEM IN AN AREA WHERE 5.0 LF/CHAMBER X 75 CHAMBERS = 375 LF w------ - Y. 4' . THE DEPTH TO GROUNDWATER WAS FOUND TO BE LESS THAN 4 FEET 1.17 LF/SIDE PORT COUPLER X 10. COUPLERS =11 LF11 w °Ndd w---- - 1,1,_______`� (� ���eJ 0 5 10 20 �r BELOW THE GROUND SURFACE (TP -3). 386 LF X 4.80 SF/LF = 1,852 SF z ,./� W----------__ . 1,852 SF X 0.25 GPD/SF = 463 GPD INSTALLED CAPACITY , W �''' w- 2. SECT. 3.4. TO ALLOW DESIGN OF A SOIL ABSORPTION SYSTEM BASED ON A 463 GPD PROVIDED > . 0 GPD REQUIRED °NW W______� W___ FILE: P:/prj/4988500/Civil/_Drawings/4988500-SEP.dwg . PERCOLATION RATE SLOWER THAN 20 MPI (33. MPI). NW�X/' DWG. NO: 6288-01 . I ',��' ° JOB. NO: 4-9885.00 SHEET 1 OF 2 { . . �w �cti Z� BRIAN G. YFRGATIAN v CIVIL CA -0 9 No. 46206 a Q 90 �G�STEPF' ilk" FESS/ONAL ENG\ BRIAN G. YERGATIA DATE PROFESSIONAL ENGINEER SEPTIC SYSTEM DESIGN 152 PAWKANNAWKUT DRIVE IN SOUTH YARMOUTH MASSACHUSETTS (BARNSTABLE COUNTY) SITE PLAN FEBRUARY 3, 2014 PREPARED FOR:. DEAN HICKEY - 7 FIELDSTONE DRIVE SHREWSBURY, MA 01545 ;ABSC 349 Route 28, Unit D W. Yarmouth, Massachusetts 02673 508 778 8919 © 2015 BSC Group, Inc. SCALE: 1" = 10' 0 5 10 20 .ter FILE: P:/prj/4988500/Civil/_Drawings/4988500—SEP.dwg DWG. NO: 6288-01 SHEET 2 OF 2 JOB. NO: 4-9885.00 NO. DATE DESC. 1 2/11/15 PER HEALTH AGENT 2 2/13/15 BTM WALL ELEVATION PREPARED FOR:. DEAN HICKEY - 7 FIELDSTONE DRIVE SHREWSBURY, MA 01545 ;ABSC 349 Route 28, Unit D W. Yarmouth, Massachusetts 02673 508 778 8919 © 2015 BSC Group, Inc. SCALE: 1" = 10' 0 5 10 20 .ter FILE: P:/prj/4988500/Civil/_Drawings/4988500—SEP.dwg DWG. NO: 6288-01 SHEET 2 OF 2 JOB. 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O��Y``�� �� ;;- . :�o TO � N OF YARMOUTH 0 '"3 1146 ROUTE 28 SOUTH�'ARMOUTH MASSACHUSETTS 02664-4451 � MATTACMEES � �,�,����T�o��+� Telephone (508) 398-2231, E�t. 1241 -- Fax (508) 760-3472 B O A R D O F H E A L T H VARIANCE APPROVAL Date: March 11, 2015 OWNER: VARIANCE APPROVALS FROM STATE Kim E. &Dean J. Hickey ENVIROMENTAL CODE: 7 Fieldstone Drive Minimum Requirements for Subsurface Shrewsburv MA 01545 Disposal of Sanitary Sewage: Title 5 � None TOWN OF YARMOUTH AMENDMENTS LOCATION: 152 Pawkannawkut Drive TO TITLE 5: Section 3.4 and 3.7 South Yarmouth Dear Mr. &Mrs. Hickev: The Yarmouth Board of Health, having reviewed your application on March 2, 2015, for a variance from the provisions of Title 5 of the State Environmental Code, None and/or from the Town of Yarmouth Amendments to Title 5, Section 3.4 and 3.7, for a Sewage Disposal System and, having determined strict enforcement of these regulations in this instance would do manifest injustice and, further, that your requested variance does not conflict with the spirit of the State Environmental Code nor the Town of Yarmouth Amendments, has hereby granted the variance(s). 'The variance(s) granted are as follows: SEE ATTACHED SHEET FOR VARIANCES. Variances are shown on an engineered plan prepared by BSC Group, dated February 13, 2015. � �- � 3 - �� Bruce G. Murphy,R.S., M , ealth Director Date Variances Approved by the Boaxd of Health at Meeting of March 2, 2015 cc: BSC Group File Page 1 of 2 BOARD OF HEALTH HEARING HELD March 2,2015 LOCATION: 152 Pawkannawkut Drive, South Yarmouth OWNER: Kim E. &Dean J. Hickey APPROVED VARIANCES: Title 5 Variances: None Town of Yarmouth Amendments to Title 5: Section 3.4: To allow design of a soil absorption system based on a perculation rate slower than 20 MPI (33 MPI) Section 3.7: To allow design of a soil absorption system in an area where the depth to groundwater was found to be less than 4 feet below the ground surface. Order of Conditions: 1. Any increase in habitable space or change in floor plan will required approval by the Board of Health. 2. Variances will expire one year from the date of issuance of septic installation permit that will be issued in the Fall of 2015. 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Jj �:�`���`�J✓�'rp/f a � �' ' � �'� ��° -� � H ,LIlOI� 2I � � 30 l� Ac� O ,L '''�'�,�.�c. `f�� � �j�'��� �✓/.0-� �� �'�� " , ' ��' ; BSC GROUP >,�:a;�ghttuity trar s9��.•��ing c�ur enviranments 349 Main Stt�eet �. (Route z8),Unit D ��������� West Yarmouth February 12,2015 �"fi, �02673 �.._.� � � ���� �:�,.,�� �. Tel: 5o8-778-8qiq Yarmouth Board of Health ' - '�--- 800-z8$-8�a3 c/o Bruce G.Murphy,R.S.,MPH, CHO �� 5�-n�� Yarmouth Town Hall 1146 Route 28 South Yarmouth,MA 02664 www.bscgroup.00m RE: Variance Application, 152 Pawkannawkut Drive,South Yarmouth,MA Dear Members of the Board: BSC Group,Inc. (BSC)recently filed a Variance Application package with the Yarmouth Board of Health,on behalf of Mr.Dean Hickey(Applicant)for a proposed project located at 152 Pawkannawkut Drive in South Yarmouth. The project entails the constnxction of a four (4)bedroom dwelling on an 11,SOOf square-foot vacant parcel of land in the R-25 zoning district. The project site is not located in a nitrogen sensitive area(Zone II). The proposed septic system meets the requirements of 310 CMR 15.000(Title 5),but requires relief from the Town of Yarmouth Board of Health Regulations, as follows: � Section 3.4: To allow a soil absorption system in an area with a percolation rate that is slower than 20 minutes per inch(33 minutes per inch); • Section 3.7: To all a soil absorption system in an area where the depth to groundwater was found to be less than 4 feet below the ground surface(TP-3). Onsite soil evaluations were conducted by BSC and witnessed by the Yarmouth Health � Division on three different occasions between November and December 2014. During these soil evaluations,groundwater was observed as shallow as 47 inches below the existing � � ground surface(TP-1 and TP-2). The percolation test associated with deep test hole TP-5 yielded a result of 33 minutes per inch. Parent materials were identified as glacial outwash (medium sand). This layer was saturated at the time of observation,and as such,the percolation tests were performed in the B-horizon(subsoil). Engineers The proposed system will utilize plastic(High Density Polyethylene)ARC 361eaching Environmental chambers,which are currently manufactured by Infiltrator Systems, Inc. Based on the 5cientists results of the slowest percolation test(33 minutes/inch)a loading rate of 0.25 GPD/square foot was used to determine the minimum effective leaching area for the soil absorption GIS Constiltants system,without interpolation. In accordance with the MassDEP Certification for General ��cape Use(Transmittal No.X235253),the ARC 36 leaching chambers are credited with 4.80 ��� square feet of effective leaching area per linear foot installed. The proposed soil absorption system consists of 3861inear feet of leaching chambers and couplers, and thus,results in a p���e� Surveyors I A ; Yarmouth Board of Health February 12,2015 Page 2 design capacity of 462 GPD,which exceeds the required 440 GPD for a 4-bedroom dwelling. The soil evaluation also revealed the presence of an organic horizon(peat)overlying the parent materials,in addition to fill ranging from 21-33 inches deep in areas underlying the proposed soil absorption system. As such,the proposed system requires a 5-foot over-dig and removal of the impervious materials encountered. Given the proximity of the soil absorption system to the property lines and the shallow depth to groundwater,an impervious liner and retaining wall are required to meet the breakout requirements of Title 5,and thus are an integral part of the proposed design. The proposed system has been designed to provide the same degree of environmental protection as required by local regulation,without variance. The soils will be excavated and removed from the ground surface down to the naturally occurring pervious sands that were identified in the soil evaluation,and replaced with clean sand,meeting the requirements of Title 5. As such,the percolation test results that were obtained in the field are inconsequential. By way of comparison,if this system was designed based on the loading rate of the underlying parent materials, it would have the capacity to accommodate a design flow of 2,502 GPD. The proposed system,as designed, complies fully with Title 5,and also meets the requirements of the Yarmouth Board of Health Regulation, Section 2.17—Construction In Fill. On behalf of the Applicant,we respectfully request that the Board grants the requested relief on the grounds that the proposed system will provide the same degree of environmental protection as required under the regulations,without strict application of the aforementioned provisions. We look forward to presenting this project to you at the scheduled Mazch 2nd public hearing. In the interim,please feel free to contact us should you have any questions or concerns. Very truly yours, BSC GROUP,INC. `���� Brian G.Yergatian,P.E.,LEED AP Project Manager/Associate cc: File P:\4988500\_Pmject Control\Correspondence\Outgoing\Yarmouth Health Department�2015-02-12 bgy LT variance.docx BSC GRQUP t9;.�aac�hx#ul�y tr��>;.«r:r.ing r�ur eK�viranmea�ts �qq Main Street (Roate z8),Unit D West Yarmouth February 3,2015 MA oz673 Tel: 508-778-89r9 RE: Variance Application, 152 Pawkannawkut Drive, South Yarmouth,MA 800-a88-8,z; Fax: 508-778-&�66 Dear Abutter: www.bscgroup.mm Notice is hereby given of a request for variances from the Town of Yarmouth Board of Health Regulations. The following variances are requested: 1. To allow the installation of a soil absorption system in an area where the depth to groundwater is less than 4 feet below the existing ground surface. 2. To allow the installation of a soil absorption system based on a percolation rate greater than 20 ininutes per inch. The application and plan are available for review at the Yarmouth Health Department, 1146 Route 28, South Yarmouth,Monday through Friday from 8:30 a.m.to 4:30 p.m. (excluding holidays). Hearing on the above will be held on March 2,2015 at 5:00 p.m.,at Yarmouth Town Hall. Please check with the Yarmouth Health Department(508-398-2231,ext. 1240)to confirm date and time of hearing. Very truly yours, BSC GROUP,INC. w � �� Brian G.Yergatian,P.E.,LEED AP ' ' • Project Manager/Associate cc: Yarmouth Health Department Engineets file Eavironmental Scientists GIS Consultarrts Landscape Architec�ts P:\4988500\_Pmject Control\Correspondence\Outgoing\Yarmouth Health Department�2015 - � ��(�Dp p��nners notification.docx � F�� 0 5 2015 sU"�,�� HEALTH DEPT. vonHone, Amy From: vonHone, Amy Sent: Monday, December 15, 2014 9:15 AM To: 'Healy, Kieran J.' Subject: RE: perk test 15.105: I have just read through the section on percolation testing: 1. I do agree that the a water level of 12" was maintained even though the soil layers being saturated included the unsuitable peaUA layer. 2. I can agree that the code requires the 9" to 6" timed drop as the measurement to use to determine the percolation rate but that is after timing it from 12"to 9" to make sure the water is dropping at a consistent rate. We don't have a time for the 12" to 9"to refer to, however, I could support the 9" to 6" drop argument you are using. 3. 15.104(4) —this is the issue I mentioned to you at the perc test if you wanted to do it on your own. Our office has not typically required the second perc test in the reserve area if the soil is consistent, however, the code does require the two perc tests at a minimum. Again, I would support my decision to be consistent with our department policy to only require the one perc test if the soils are consistent. Amy Amy L.von Hone, R.S., C.H.O. Assistant Health Director Yarmouth Health Department From: Healy, Kieran J. [mailto:khealyCa�bscgroup.com] Sent: Friday, December 12, 2014 11:13 AM To: vonHone, Amy Subject: perk test 15.105: Hello Amy I read the section today to get a clear understanding and a few things to discuss. Is says have a hole of 18" inches but is says maintain a 12"water line which we did for 15 minutes. The 18" hole has no bearing on the height of water I believe under than been a guide so I do not overspill which I did not. And then time from 9-6 which we did under section 15.105-5. I do not believe I need to use the 6-3"time—Please confirm. Please review and if you agree then I will go back to Bruce. Thanks Kieran Healy, PLS � Associate BSC Group 349 Route 28, Unit D �West Yamouth � MA 02673 Direct:617-896-4586 1 PERCOLATION TEST LOG ��e: ����,� � Lot 1�To. ;Street : /`�� p�u.�l..,�i��rl�a�i.�d7'�/�-���1/� Date: r -Z��� � Lngineer: � �MlZ-�' kealth Agent: Expansion Area:Yes : No: Suitable/Subsurface Sewage:Yes : No: Expansion Area Tested:Yes : No: Leaching I'ield:_Pits : Trenches : Tf No-�Jhy? Unsuitable : Why? jdell : Town Water: Subdivision/Owners Name: Ske tch : � ;l -r/-�4 s j '� .�� �K - � �� r�—i�/�" .'�,'� ,,� �'� � c�— y� "—;� � ��'�,�.���� ��'`�.z� � � ��� 2 S�l/ ,JT"C� ��!��� q`� /// �. �Z ( ��J � <;�,`�� � T� 1: �r , , ,�., .,:��;�� 7 , �S = �. � �!� 5�;-y� � t--:.G�c r ir,�- '� ,� i �,�irr///�t t�� "��"- �/�� L� te./�3� �o �r.. tl ��' � �C- �� ff_/'`�` .�/,/ �� �,�'�� �`��� ,��2 . �i-,,1ts'�� _. (�; l�' ,� ,�t �7� �c� 1'�=:f 7"tf-fi ���' ��:.(� •�i�i/�� ���"��<� t i.� C- . < < i' . ,� ��:�t r`r y�'i"y- �o'��y/'�`r�/� �`; l,t�=�, �i.} ,.�f ( . �;;l�q�.�' (/b tf"� � Notes : Water At: 7 ��' � /f�-�4W��l , . . `� . ����'yGL��'/��� � � %�''�G��'�4YjQ�/ /L�if-1���'I�._ �f�. c%/l� Gle/ ��5�7�, ��-� �Z.�I�iz rFtl� � * � ; � � w � ' �` � � `� � ' i '3 �c�, � \�.\ , �\ f�\ � =3 � �� 1" `�� � �; ..� , ;s ; \ ` � � � gc � � w _ `( � � _� � � � 'v _ ��, � � � � � � ��J � � � \ , ; � � �j � � ° �. � (7 y � ' � � � o a � � � o � � ; � � � � �� \� . \ � 'V � y � � � � �• q � 3 � � � � � D� � � A � o: � � � � � � s� � o � � N � � � ti �', \ � � ;' � \C � � ;' � \`� �' -° � � \ � '' . � o � � z o a � � � � N � N o� � n� � � :� �� �� � ](/1 Q �(� �N �I� � � ��� 1\ <O� x.- � �`� X3a , � �'� �� �m , �� �a � wg � � , 310 CMR: DEPARTMENT OF ENVIRONMENTAL PROTECTION 15.103: continued (3) High ground-water elevation shall be determined by: (a) soil color using the Munsell system,the abundance,size and contrast of redoximorphic features,if present; (b) one or more of the following methods may be used to supplement the method in 310 CMR 15.103(3)(a)and shall be used when no redoximorphic features are present: 1. observation of actual water table during times of annual high water table; 2. the use of USGS wells for correlating comparisons in water tables during times when the water table is not at the annual high range; 3. a Deparhnent-approved method for determining inland high ground-water elevation as contained in Frimpter,M.H."Probable High Groundwater Levels in Massachusetts," Open File Report 80-1205,USGS or Frimpter,M.H.and G.C.Belfit,1992,"Estimating highest ground-water levels for construction and land use planning, Cape Cod, Massachusetts,"updated,Barnstable,MA Cape Cod Commission Technical Bulletin 92- 001";or 4. a Department-approved method for determining coastal high groundwater elevation which incorporates tidal fluctuation information into the use of historical high groundwater data as contained in Frimpter,M.H. and G.C. Belfit, 1992, "Estimating highest ground-water levels for construction and land use pianning, Cape Cod, Massachusetts,"updated,Barnstable,MA,Cape Cod Commission Technical Bulletin 92- 001 or,if the location of the system is affected by tidal cycle typically within 300 feet of mean high water of the ocean,monitoring the high groundwater elevation over a tidal cycle during a full moon high tide. (4) The Soil Evaluator shall indicate on the soil log whether four feet of naturally occurring pervious materials exist in all areas observed tkiroughout the area proposed for the soil absorption system. 15.104: Percolation Testine (1) The standard percolation test is intended to give an approximate measure of the soil's percolating capacity. Unsaturated hydraulic conductivities vary dramarically from the saturated hydraulic conductivity with changes in soil characteristics and moisture content. Percolation tesring may be conducted at any time of the year and the data obtained in accordance with the procedures specified by 310 CMR 15.000 maybe deemed valid for an indefinite period provided the soils within the site evaluated remain undisturbed and unaltered. All percolation testing shall be performed in the presence of the Approving Authority. (2) A percolation test shall provide data necessary to assess the suitability of the soil to transmit water from the soil absorprion system and to a depth of four feet below this elevation. Where the soil varies with depth as indicated by the results of the deep observation hole testing performed pursuant to 310 CMR 15.102,percolation tests shall be conducted in the soil which is identified to be the most restrictive by the Soil Evaluator with the concurrence of the Approving Authority. (3) Percolation tests shall be performed by a Massachusetts Registered Professional Engineer, Massachusetts Registered Sanitarian,a Soil Evaluator,or a person who: (a) in the opinion of the Approving Authority is qualified to perform such tests; (b) has one year of documented experience in satisfactorily performing such tests;and (c) has used or gained skills that demonstrate sufficient competence to perform such tests. /� _.j����-- � (4) At least one percolation test shall be performed at every proposed disposal area,one in the ���,,,�' ��j� primary area in which the soil absorption system is to be located and one in the proposed reserve ���S C„�� area. Additional tests shall be required where soil conditions vary or as determined by the �,�j` i'�'� � Approving Authority or where system design exceeds 2,000 gpd. In such instances,a minimum �� � ' �- �h ���r�'� of three percolation tests, spaced uniformly over the proposed soil absorption area, shall be � �� performed in addition to the test in the proposed reserve area. f� �c/�C lS i�N (5) Where 310 CMR 15.104(4)or the Approving Authority requires multiple percolation tests, C��r���� the results of the test providing the slowest rate shall be used for system design. Averaging of percolation test rates across the site is prohibited. 310 CMR: DEPARTMENT OF ENVIRONMENTAL PROTECTION 15.104: continued (6) Percolation tests may be performed at any time of the year provided the soil to be tested is below the frozen soil layer. (7) Percolation tests shall not be performed in holes that have remained open to the atmosphere for more than three consecutive days. (8) Percolation tests shali not be performed in filled or disturbed ground. 15.105: Procedure for Performine a Percolation Test A percolation test shall be conducted by performing the following steps in sequence: (1) Prepare a test hole located within the proposed disposal area which,in the judgment of the Soil Evaluator and the Approving Authority,is the most limiting. The test hole shall have a diameter of 12 inches,as precisely as possible,with vertical sides 18 inches deep not including any allowable liners or filter layers on either the bottom or sides. (2) Estabiish a fixed point at the top or bottom of the test hole from which all measurements will be taken. (3) Scratch the bottom and sides of the test hole to remove any smeared soil surfaces,taking care not to significantly change the hole dimensions. Add two inches of coarse sand to protect the bottom from scouring,or insert a board or other impervious object in the hole so that water may be poured down or on it during the filling operation. A mesh or perforated liner designed to maintain the test hole dimensions in extremely loose soils while allowing essentially unrestricted flow of water may be used with permission of the Approving Authority. (4) Carefully fill the hole with clear water to a minimum depth of 12 inches from the bottom of the hole. Maintain this minimum 12 inch or greater water level by adding water as necessary in order to saturate surrounding soils for a period of no less than 15 minutes after first filling the hole. (5) After saturation,let the water level drop to a depth of nine inches and then measure the length of time in minutes for it to drop from a depth of nine inches to a depth of six inches. If the rate is erratic in the opinion of the Approving Authority,the hole shall be refilled and soaked until the drop per increment of time is steady.The time for the level to drop from a depth of nine inches to a depth of six inches,divided by three,is the percolation rate in minutes per inch. (6) In certain soils, particularly coarse sands, the soil may be so pervious as to make a percolation test difficult,impractical,and meaningless. At the discretion of the Soil Evaluator and with the concurrence of the Approving Authority,the percolation test may be discontinued and a rate of two minutes per inch or less can be assumed provided that at least 24 gallons of water has been added to the percolation hole within 15 minutes and it is impossible to obtain a liquid depth of nine inches. 15.106: Landscave Position (1) The topography of the proposed disposal area shall be identified and recorded on the evaluation form. Particular attention shall be given to recording features which may adversely affect the functioning of an on-site system. These include: (a) bedrock outcrops or areas with many stones and/or boulders; (b) steep slopes(greater than 3:1,horizontal to vertical)exhibiting signs of unstable soil such as landslide scars,slump blocks,tree trunks or shrubs bending downslope; (c) highly disturbed ground as indicated by such features as remnants of foundations or pavements or buried construction debris; (d) low-lying coastal areas exhibiting signs of tidal inundation or tidal marsh vegetation; (e) low-lying inland areas exhibiting signs of influence of surface water runoff,ponding or freshwater wetland vegetation; (� flat low-lying areas adjacent to surface water bodies and streams;and (g) the boundary of a velocity zone. T Abutters List for 152 Pawkannawkut Drive, South Yarmouth McManus, Kevin F. TRS Map 25 C/O John McManus Parce151 108 Laurie Avenue West Roxbury, MA 02132 Map 25 Gateway Isles Oasis LLC Parcel 54 43 Wishing Well Way West Springfield, MA 01089 Map 25 �zara, Thomas P. JR Parce153 106 Horizon Lane Glastonbury, CT 06033-2856 Iaccarino, Carl A. Map 25 C/O Hickey, Dean J. Parcel 22 7 Fieldstone Drive Shrewsbury, MA 01545-1644 Map 25 Ruhan, Thomas J. Parcel 17 344 John Dietch Blvd, #4 North Attleboro, MA 02760 Map 25 McGrady, Paul F. TR Parcel 18 132 Hollis Avenue Braintree, MA 02184 Map 25 Pappas, Charles S. Parcel 4 P•O. Box 688 Westwood, MA 02090-2132 Map 25 Sevigny, Paul J. Parcel 5 � Porter Terrace West Roxbury, MA 02132-2519 � � � �'.. , i. � � � ti ^ T' .�... 4 � j ,�� W__ �� �F� � ._�.� � L�r_'� —''�'w' _�� � �� � °� �`_,� °'_��� _. � _ ._ � N �� _ _ _ Y � �'� � m`� �A��a � � �.. °"oa � �zn�vw q _ t �. �Y (/� �^ 3 6 Q � L,`�{ � .+ ' ec se �z u ei e s . y r��a � �c g�< ng� (�'"�� _.._�'_ �� ,� � Zd9 � 4� 1.�. . 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