HomeMy WebLinkAboutEngineer PlanIa DEEP TEST HOLE OBSERVATION LOG k1
UA. a/u/OXS roe: D-TEOL
PERIO.1G Er: RUR, scNO.. wm1555E0 BY'. ANY WN NONE FGARGUIN HCH
ATVp1pN VEPM FROM sat s IL NXT RE SOIL COLOR sm I
(EI) SLREPCA I.) HORIZON (11 OA). (ALFRED, MOmING OMEN
9.J B.O 5 0 0
ORDANG --
09 66 U B IJE LOAMY 0 1W1 lE
6 h( -I. Y 1 C L BAND IwpaJ/0 NO
NE flNE
.VtEM CEOLWICAL M\]F 1 GUPAL OUM 11 REARNIN. ILOR IN H01£: NONE
EEANC FROM FACE WMP O 131" (ET 1 D - DEEM TO fi C"" NONE GOMM"
ECOMARO SGSOWT H....AM AT R. -1.7 i OS NUVSM M - -12
PERCOIATON TBT CODON OE Em4 AT 50 2C AN- A[H.H.E0 IN 11.10 M ., PdC MTF 2 PI
DEEP TEST HOLE OBSERVATION LOG I2
DATC 1/13/3005I GOL: O- 03]1
PmroRMED CA UNU W, CERNS ANAGA. BY VOx HCNE; NUTH
DEPTH L S L E SOIL COL RGAL I
(ED ... ACE ( ) 0 ZON ( ) ( ¢IJ MOTs NC OTHER
':
E ]0 0 0 p/E IOM4/1 F
]. TI OT M/ f0YR5/0 NONE
GB t( 15 C 5 0 O IOYRO/0 NO E E
AHEM CELL .L NAIERVL GIACNL OI RAI WARON H NONLE, 6 1W ("OU)
WEEPHO FROM FACE NONE NORTH 10 BNBOCN: NONE OGCI
EBRMTEO O. ONOUNOWATFF I EL + O1 + OS MJUSTAENT - 06
PERCOLATION TEST ABYIMEO PEROT FATE < 2 MI
DEEP TEST HOLE OBSERVATION LOG y3
IFR /1/I6 I' voa D -
PERFORMED BY: UUM SCHOIIEN Y RINSED KE AMI WN HONE YARMOUTH ROH
ELNARON
(B) RON WIL BO TOGGLE OL COLOR BO
RAxWN ( 1 m
OTHER
0.1 ---
.-,A ! q/E OKAY Sw0 t0YR5/2 NONELONAL .0 -
]]N NOW
BO C lOYR6/
]3 b ( 1 SNA /3 NONE ONE
PMENr 6EOLaIGA MATERNA: c1ACML XUMnsn STAND Nc WATER IN HOLE, NONE
_-"X
FROMDOC, 110'. (R -CO COPRA TO MHNLX: HIRE ORSLRMEO
ESRMATED THEA Nk HCH CR°UNONATEH AT 0. • - ♦ Y AOIMOIi IOS= 1.Y
PEMO,RON 1E50
"SOL EVA
NOT
ROOF DRAT SEEPAGE PIT DETAIL
(NO SCALE)
MIRAB 140N FILTER
FABRIC OVER STONE NOTES
ROOF LEADER 4". PRECAST SLAB TOP 1. ALL ROOF AREA RUNOFF SHALL BE COLLECTED IN GUTTERS AND DOWNSPOUT
VMELOW 4' CIA WM 18" DIA SYSTEMS OR DRIP TRENCH SYSTEMS CONTAINING WASHED STONE AND PERFORATED
NNECTOR BOOT CONE. COVER (MIN). COLLECTION PIPES. AND DIRECTED TO THE SEEPAGE PIT.
oSPLASH BLOCK HELIUM DUTY CAST IRO FRAME 2. SHE SEEPAGE PIT SHOWN IN MIS DETAIL. IS DESIGNED TO HANDLE 1000 50. FT. OF
& GRATE (ROUND) (UST ROOF AREA. EQUIVALENT INFILTRATION DESIGNS i0 BE CONSIDERED MUST HAVE A
6" MIN LEBANON R018 OR EQUA) SET MINIMUM WATER STORAGE VOLUME 'EQUAL. TO 1/2 INCH OF RUNOFF OVER THE
\1-12" RIM AT FINISHED GRADE. CONTRIBUTED ROOF AREA
z 5=1.0R MIN
3. SEEPAGE PITS SHALL BE LOCATED AS FOLLOWS:
SEAL CAST IRON FRAME - NOT CLOSER MAN 10 FEET FROM A FOUNDATION WALL OR STRUCTURE. tN 04 MHCROBMT 5 \ 3 VAM CONCRETE MORTAR - AWAY FROM VEHICULAR TRAFFIC AREAS UNLESS DESIGNED FOR FI LOADING.
j' { BRICKS AND MORTAR - NO TREES SHALL BE LOCATED W11HIN 10 FEET OF ME SEEPAGE PIT.
6" PVC OR FOR ADJUSTMENT - THE BOTTOM BE TIE SEEPAGE PIT SHALL BE ABOVE ME SEASONAL MAXIMUM ADS (N 12) JL oGROUNDWATER ELEVADON AS-0ETERMINED DT SOIL EVALUATION PER MA55DRAIN PIPE 6"MIN 6" RADIAL BARBELL BLOC DRY NOT 5 CRITERIA 326-55
LAID WIiH 3/4" OPEN JOI TS -.'NOT CLOSER THAN 25 FEET FROM ASEPTIC SYSTEM 1£ACHING AREP OR CLOSER 3/4` D 1 ONE OR PRECASTCONCRETE
WASHED STONE ' DIA-- THAN 10 FEET FROM A SEPDC .TANK 0 BLARE`
DW -HOW (SHE5WC) MINI -CRY WELL
DW-MOW38WC) OR EQUAL
I
PROFILE OF SYSTEM - NO SCALE
• ? fGPROVIDE FO" IAN. DIX WATERTIGHT ACCESS MANHOLE AND
10x5 3" MIN. COVER CONSTR CTM OF DURABLE MATERIAL BROUGHT TO
AIR SPACE WITHIN 6' OF WISHED GRADE
ED = 10.5
INV. 8.77 NAT" TH :aN FC -10 4 (MIN) FURLED GRADE VARIES (RDE PLAN)
- � 11 FG=10.3 (MIN) PC -10,1 (MIN) 1
INV. = i 4' MIN
TRENCH BEGINNING
'INV. - INVERT ELEVATION CLEAN BACKFILL - N_
MIN. 6 MIN .7.90 - TRENCH RI - 77B
TRENCH M, 779
INV BREAK 01 EL=R 2B I e e o o
037 f -
INV.
O] e ° aPo°°ea
2 MIR 0OF ge°pa Ope gopey ee e, peg ee °p�0� ELEVATOR'
END IN
3"MAX. �°SNHE $ 0°a0f p in p e! ,mn CQ?R,Vl eeo°00FIT0 TRENCH It -
GAS _+118 BEIDw 12'. d°°DOQCey°o°e0 Doo90 ao ra°° 000a
20' BAFFLE 3' 1ftENCN /2 =
MIN FLOW DOE MAX 1RENCH BOiiOM EL. = 65
S INLET
OUTLET PROPOSED DISTRIBDT N BO% (H 10). ADJUSTED HIGH GROUNDWATER E! =1.2 BREV( Olft EC=
INVERT ELEVATO S OF ALL 4 560 ENDS OF mENi
s' )F Off{, 00 oa o0 rog N°eo 9 OUTLETS TO BE E SAME- HE CONNECTED
SNNE g"$•Po°° 0 ��{ /4'PE FORATm PVC SCH. BO LENDER PNO VE
SEPTC LANK (H lOJ a Oo 05 UNUSED OUiI SHALL BE APPROVED EQUAL. PERFORATIONS TO BE EVENLY SPACED a DIA PVC -SLI
CAPACITY = _1 500 GALLONS O pWCGED WRH HYO ULIC CEHENT NG TWO ROWS, RUNNING SHE LENGTH OF THE LINE, ON TIGHT JOINT PIF
PRECAST REINFORCED CONCRETE H 510E MIDWAY BETWEEN 1HE INVERL AND CENTERLINE
NOTE: UNLESS OTHERWISE NOTED, ALL PIPE TO BE' .OUTLET PIPES SH L BE LEVEL ICH SEPARATES ME UPPER AND LOWER HALVES OF ]HE PIPE,
4" BAN. PVC TIGHT JOINT SCH, 40 FOR AT LEAST VO FEET PERFORATORS SHALL BE 0, 3/8" AND c 5/8" IN DIAMETER.
LOCUS MAP
r
N
K
I FW O �
Q N N
aZ m
W
o AFT RD
DRIVE
LOCUS O�
NANTUCKET SOUND
Sp
SCALE 1 1N. = 2000. FT.
A NOTES
GENERAL 0 ES
L ALE ANDES REFER TO NAND 1988 DATUM. SEE BENCHMARK ON PLAN
2. ALIS:' CONSTRUCTION AND MATERIALS TO CONFORM TO TITLE 5 OF THE
FIA ACIIUSETTS STATE ENVIRONMENTAL CODE AND THE BOARD OF
PSALM REQUIREMENTS FOR THE TOWN OF YARMOUTH
3 ANY CHANGES TO MIS PLAN MUST BE APPROVED BY THE BOARD OF
HEp TH AND SCHORELD BROTHERS OF CAPE COD
4 FORM PROPER PERFORMANCE, THE SEPTIC TANK SHOULD BE INSPECTED
AT EAST ONCE PER YEAR. THE .TANK SHCULD BE PUMPED WHEN THE
TO L DEPTH OF SCUM AND SOLIDS EXCEEDS 1/3 OF ITS LIQUID DEPTH
5 SG{ FIELD BROTHERS OE CAPE COD DOES NOT ASSUME RESPONSIBILITY
FO(tI. MATERIALS ENCOUNTERED DURING EXCAVATION
6 AL�LJINA TABLE OR DELETERIOUS MATERIAL ENCOUNTERED MUST BE
E: VATED AND REMOVED TO A DISTANCE OF 3 FEET FROM ALL SIDES
01 HE. SOIL ABSORPTION SYSTEM (S.A.S) AND TO AN ELEVATION OF
APP IOXIMATELY 6.5. BACKFILL MR CLEAN SAND MATERIAL MEETING
T 1 5 SPECIFICATIONS TO APPROX. ELEVATION 83 CONTACT
SC FIELD BROTHERS IF ANY DOUBT OR QUESTIONS ARISE REGARDING
SOIL QUALITY.
7. SITE RESTORATION REQUIRES ALL. STRIPPED TOPSOIL AND SUBSOIL TO BE.
STO KRUEC AND REUSED AT OWNERS OPTION. RE -SPREAD OVER
D TRITED AREAS TO PROMOTE OPTIMAL GROWTH,
B. NO I ERMANENT STRUCTURES SHALL BE CONSTRUCTED OVER THE
RE$§I EVE LEACHING AREA.
H ACENr AFFORD BECVNO EERT FIST WAs NOT NGOEGGGY 9. ALIT LEACHING AREA COIMPONENTS ARE DESIGNED FOR A MINIMUM H-20
LO INA. ANY COMPDNENT THAT WILL BE SUBJECT TO VEHICLE OR
OT�IR HEAVY EQUIPMENT TRAFFIC SHALL BE INSTALLED WITH H-20
TO ING CAPACITY
10 UNh RGR0UN0 UTILITIES SHOWN ARE APPROXIMATE. CONTRACTOR SHALL
PARCEL FALLS WITHIN FLOOD ZONE AS (EL 11) VE I Y ALL UPIDERCROUND UTILITIES PRIOR TO ANY EXCAVATION.
DOD INSURANCE RATE MAP 25001C 0589J.
Yarmouth Health Department
LEGEND t�amg '
vr- PROPOSED CONTOUR LINE Name Date
---XX--- EXISTING CONTOUR TIONS
-W- PROPOSED WATER LINE J
000 PROPOSED 1500 GALLON SEPTIC TANK 1. ESTATED HYDRAULIC LOADING:
,
BEDROOMS AT 110 GPD PER BEDROOM 330 GPD
o PROPOSED DISTRIBUTION BOX GAR AGE GRINDER IS NO1- ALLOWED WITH THIS DESIGN
0 PROPOSED LEACHING TRENCH I'''
=07= PROPOSED LEACHING RESERVE AREA 2 SE C TANK SIZE
AVE
;,BE DAILY FLOW = 330 DEC X 2 DAYS =_560 GALLONS
II. B EXISTING SPOT ELEVATIONS REI'TANK PROVIDED = 1500 GALLONS
® -
TEST HOLE LOCATIONS 3. DE IN PERCOLATION RATE = 2 MINUTES PER INCH
R PROPERTY LINE SOILTEXTURE SAND, CLASS 1
II ' 71 PROPOSED SPOT ELEVATION 310 _ MR 15.242 EFFLUENT LOADING RATE = 074 GPD/SF.
-OH- OVERHEAD UTILITIES
-UG- UNDERGROUND UTILITIES 4 LEgC INC AREA.
l0T SIDEWALL AREA PROVIDED - 2240 SF X 0.74 CPD/SF
EG FINISHED GRADE _ 165 J GPD
UP UTILITY POLE TOTAL 8070M AREA PROVIDED - 224.0' BE.X 0.74 CPD/SF
TOE TOP OF FOUNDATION ELEVATION 15.7. GPD
MA
UM ALLOWABLE LOADING UNDER TITLE 5 331 5 GPD
®0 ROOF DRAIN AN HYDRAULIC LOAOINI 330 GPD (SEE -:
DES( NED LEACHING AREA EXCE1157=1FING AREA REQUIRED UNDER
DLII TITLE 5 AND THE TOWN OF YARMOUTH BOARD OF HEALTH
REGI TIONS
SECTION VIEW I
(No SCALE)
FINISHED GRADE TOPSOIL 11�
-- A MIH. PKI POSED SEWAGE DISPOSAL SYSTEM
2" UYEfl 1/O" TO 1 /2"
DOUBLE WASHED SroNE, cLFwu BACKFILL
INN. FOR PROPOSED THREE BEDROOM DWELLING
FREE FROM Dusr ANo AT MACKENZIC ROAD.
BNEs IN PLACE RMOUTH, MA
/a' To T t/2" a D I
DOUBLE wnsnzD STONE ° ° ,IT ASSE$, DR'S MAP 25 PARCEL' 238 3
FREE FROM DVET PND ep°B o
FINES IH eLACE 2.. °6° o°aPq APPLI ELL: JOHN TIERNEY - TEL. NO.: (781)389-0195
ea° De° ea�o°o 48 BEAVER STREET
WALTHAM, MA 02453 JOB g: o-na62
24' F DATE: JUNE 9, 2017 DESIGNED Br
NOTES.LAS
_ sytN AN c REVISED: AUGUST 29, 2017 DRAWN Br
' uRA-
SIDES AND BOTrOM OF LEACHIRJF / LAS
NG 'L
INTERFACES TO BE SCARIFIED PRIOR scH FIELD J ' CHECKED BY
TO PLACEMENT OF STONE N°. 1120 A IAS
BOTTOM of LEACHING TflErvcHEs e'I
it, )JODA, BROTHERS OF CAPE COD
TO BE LEVEL S4 {,ARI>N ENGINEERING - SURVEYING -. PERMIRING
P.O. BOX 101. 161 GBANEERRY HIGHWAY ORLEANS, MA
508 255-2098
PLOT PLAN
1
SCALE, 1 D. t
r
ASSESSOR'S MAP 25 PARCEL
LOT AREA: 8,735± S.F.:.
--
\ ROAD
-
__--
AFT
e7.8
T
OF
EDGE!LL
_
�-
,-
/
V��
�\ --0�5 (MIT O
.. \ 7T 55. EXCAVATION(
ICATCH
/
BASIN /
I r TNA3
6-/
DRAINAGE STRUCTURE
NIT J-PftOVTD� POR 1 J.
N PER THE TO
LOCATION RN
�ti \N$PEGTIQN -
10 4'±
-
OF YARMOUTH
(ENGINEERING
PROPOSED
L
PERVIOUS DRIVEWAY
I TH p
I
Q'
I
PITCH DRIVEWAY
:TO LAWN
) p2Y��-
�I N 2'
I'
w
0
�. I
FlN 51 yEp�ggp�
g1GARNw+aF�ml
_
-
N. BENCHM
RK
I
I
4" PERFORATED PVC
WITH SCREW TYPE.
PROVIDE
FE -BAR FOR
o NG t3. AO�
RELEVF=
d
CAP. FALSE i0 WITHIN
.FEB
-
I
O
7H
0
DRAINAGE 1 I
3" OF FINISHED
1 R FwSO
WITry PJC CAP)
_I
MANHOLE I
GRADE
(
EXTEND PORT TO
A
LEACH BELL.
T q
r PROPOSED
RD
O
m
1
m
W I
I
EOROM OF LEACH
FELT
g°
&
GARAGE
PROPOSED
�I
of
1
fel
Z. I
o
ZD' SLAB EL. =t 0.2
3 BEDROOM
I
I
TYPICAL INSPECTION
PQIiT TAILTAIL
I
DWELLING
LN�IT
TH
JI
yWG I
NO 5_C
TOF=12 3
91.,
U
100
'
i
SLA81 83
<
RD PATIO
L__ _-
- ..100 00
p
Ia DEEP TEST HOLE OBSERVATION LOG k1
UA. a/u/OXS roe: D-TEOL
PERIO.1G Er: RUR, scNO.. wm1555E0 BY'. ANY WN NONE FGARGUIN HCH
ATVp1pN VEPM FROM sat s IL NXT RE SOIL COLOR sm I
(EI) SLREPCA I.) HORIZON (11 OA). (ALFRED, MOmING OMEN
9.J B.O 5 0 0
ORDANG --
09 66 U B IJE LOAMY 0 1W1 lE
6 h( -I. Y 1 C L BAND IwpaJ/0 NO
NE flNE
.VtEM CEOLWICAL M\]F 1 GUPAL OUM 11 REARNIN. ILOR IN H01£: NONE
EEANC FROM FACE WMP O 131" (ET 1 D - DEEM TO fi C"" NONE GOMM"
ECOMARO SGSOWT H....AM AT R. -1.7 i OS NUVSM M - -12
PERCOIATON TBT CODON OE Em4 AT 50 2C AN- A[H.H.E0 IN 11.10 M ., PdC MTF 2 PI
DEEP TEST HOLE OBSERVATION LOG I2
DATC 1/13/3005I GOL: O- 03]1
PmroRMED CA UNU W, CERNS ANAGA. BY VOx HCNE; NUTH
DEPTH L S L E SOIL COL RGAL I
(ED ... ACE ( ) 0 ZON ( ) ( ¢IJ MOTs NC OTHER
':
E ]0 0 0 p/E IOM4/1 F
]. TI OT M/ f0YR5/0 NONE
GB t( 15 C 5 0 O IOYRO/0 NO E E
AHEM CELL .L NAIERVL GIACNL OI RAI WARON H NONLE, 6 1W ("OU)
WEEPHO FROM FACE NONE NORTH 10 BNBOCN: NONE OGCI
EBRMTEO O. ONOUNOWATFF I EL + O1 + OS MJUSTAENT - 06
PERCOLATION TEST ABYIMEO PEROT FATE < 2 MI
DEEP TEST HOLE OBSERVATION LOG y3
IFR /1/I6 I' voa D -
PERFORMED BY: UUM SCHOIIEN Y RINSED KE AMI WN HONE YARMOUTH ROH
ELNARON
(B) RON WIL BO TOGGLE OL COLOR BO
RAxWN ( 1 m
OTHER
0.1 ---
.-,A ! q/E OKAY Sw0 t0YR5/2 NONELONAL .0 -
]]N NOW
BO C lOYR6/
]3 b ( 1 SNA /3 NONE ONE
PMENr 6EOLaIGA MATERNA: c1ACML XUMnsn STAND Nc WATER IN HOLE, NONE
_-"X
FROMDOC, 110'. (R -CO COPRA TO MHNLX: HIRE ORSLRMEO
ESRMATED THEA Nk HCH CR°UNONATEH AT 0. • - ♦ Y AOIMOIi IOS= 1.Y
PEMO,RON 1E50
"SOL EVA
NOT
ROOF DRAT SEEPAGE PIT DETAIL
(NO SCALE)
MIRAB 140N FILTER
FABRIC OVER STONE NOTES
ROOF LEADER 4". PRECAST SLAB TOP 1. ALL ROOF AREA RUNOFF SHALL BE COLLECTED IN GUTTERS AND DOWNSPOUT
VMELOW 4' CIA WM 18" DIA SYSTEMS OR DRIP TRENCH SYSTEMS CONTAINING WASHED STONE AND PERFORATED
NNECTOR BOOT CONE. COVER (MIN). COLLECTION PIPES. AND DIRECTED TO THE SEEPAGE PIT.
oSPLASH BLOCK HELIUM DUTY CAST IRO FRAME 2. SHE SEEPAGE PIT SHOWN IN MIS DETAIL. IS DESIGNED TO HANDLE 1000 50. FT. OF
& GRATE (ROUND) (UST ROOF AREA. EQUIVALENT INFILTRATION DESIGNS i0 BE CONSIDERED MUST HAVE A
6" MIN LEBANON R018 OR EQUA) SET MINIMUM WATER STORAGE VOLUME 'EQUAL. TO 1/2 INCH OF RUNOFF OVER THE
\1-12" RIM AT FINISHED GRADE. CONTRIBUTED ROOF AREA
z 5=1.0R MIN
3. SEEPAGE PITS SHALL BE LOCATED AS FOLLOWS:
SEAL CAST IRON FRAME - NOT CLOSER MAN 10 FEET FROM A FOUNDATION WALL OR STRUCTURE. tN 04 MHCROBMT 5 \ 3 VAM CONCRETE MORTAR - AWAY FROM VEHICULAR TRAFFIC AREAS UNLESS DESIGNED FOR FI LOADING.
j' { BRICKS AND MORTAR - NO TREES SHALL BE LOCATED W11HIN 10 FEET OF ME SEEPAGE PIT.
6" PVC OR FOR ADJUSTMENT - THE BOTTOM BE TIE SEEPAGE PIT SHALL BE ABOVE ME SEASONAL MAXIMUM ADS (N 12) JL oGROUNDWATER ELEVADON AS-0ETERMINED DT SOIL EVALUATION PER MA55DRAIN PIPE 6"MIN 6" RADIAL BARBELL BLOC DRY NOT 5 CRITERIA 326-55
LAID WIiH 3/4" OPEN JOI TS -.'NOT CLOSER THAN 25 FEET FROM ASEPTIC SYSTEM 1£ACHING AREP OR CLOSER 3/4` D 1 ONE OR PRECASTCONCRETE
WASHED STONE ' DIA-- THAN 10 FEET FROM A SEPDC .TANK 0 BLARE`
DW -HOW (SHE5WC) MINI -CRY WELL
DW-MOW38WC) OR EQUAL
I
PROFILE OF SYSTEM - NO SCALE
• ? fGPROVIDE FO" IAN. DIX WATERTIGHT ACCESS MANHOLE AND
10x5 3" MIN. COVER CONSTR CTM OF DURABLE MATERIAL BROUGHT TO
AIR SPACE WITHIN 6' OF WISHED GRADE
ED = 10.5
INV. 8.77 NAT" TH :aN FC -10 4 (MIN) FURLED GRADE VARIES (RDE PLAN)
- � 11 FG=10.3 (MIN) PC -10,1 (MIN) 1
INV. = i 4' MIN
TRENCH BEGINNING
'INV. - INVERT ELEVATION CLEAN BACKFILL - N_
MIN. 6 MIN .7.90 - TRENCH RI - 77B
TRENCH M, 779
INV BREAK 01 EL=R 2B I e e o o
037 f -
INV.
O] e ° aPo°°ea
2 MIR 0OF ge°pa Ope gopey ee e, peg ee °p�0� ELEVATOR'
END IN
3"MAX. �°SNHE $ 0°a0f p in p e! ,mn CQ?R,Vl eeo°00FIT0 TRENCH It -
GAS _+118 BEIDw 12'. d°°DOQCey°o°e0 Doo90 ao ra°° 000a
20' BAFFLE 3' 1ftENCN /2 =
MIN FLOW DOE MAX 1RENCH BOiiOM EL. = 65
S INLET
OUTLET PROPOSED DISTRIBDT N BO% (H 10). ADJUSTED HIGH GROUNDWATER E! =1.2 BREV( Olft EC=
INVERT ELEVATO S OF ALL 4 560 ENDS OF mENi
s' )F Off{, 00 oa o0 rog N°eo 9 OUTLETS TO BE E SAME- HE CONNECTED
SNNE g"$•Po°° 0 ��{ /4'PE FORATm PVC SCH. BO LENDER PNO VE
SEPTC LANK (H lOJ a Oo 05 UNUSED OUiI SHALL BE APPROVED EQUAL. PERFORATIONS TO BE EVENLY SPACED a DIA PVC -SLI
CAPACITY = _1 500 GALLONS O pWCGED WRH HYO ULIC CEHENT NG TWO ROWS, RUNNING SHE LENGTH OF THE LINE, ON TIGHT JOINT PIF
PRECAST REINFORCED CONCRETE H 510E MIDWAY BETWEEN 1HE INVERL AND CENTERLINE
NOTE: UNLESS OTHERWISE NOTED, ALL PIPE TO BE' .OUTLET PIPES SH L BE LEVEL ICH SEPARATES ME UPPER AND LOWER HALVES OF ]HE PIPE,
4" BAN. PVC TIGHT JOINT SCH, 40 FOR AT LEAST VO FEET PERFORATORS SHALL BE 0, 3/8" AND c 5/8" IN DIAMETER.
LOCUS MAP
r
N
K
I FW O �
Q N N
aZ m
W
o AFT RD
DRIVE
LOCUS O�
NANTUCKET SOUND
Sp
SCALE 1 1N. = 2000. FT.
A NOTES
GENERAL 0 ES
L ALE ANDES REFER TO NAND 1988 DATUM. SEE BENCHMARK ON PLAN
2. ALIS:' CONSTRUCTION AND MATERIALS TO CONFORM TO TITLE 5 OF THE
FIA ACIIUSETTS STATE ENVIRONMENTAL CODE AND THE BOARD OF
PSALM REQUIREMENTS FOR THE TOWN OF YARMOUTH
3 ANY CHANGES TO MIS PLAN MUST BE APPROVED BY THE BOARD OF
HEp TH AND SCHORELD BROTHERS OF CAPE COD
4 FORM PROPER PERFORMANCE, THE SEPTIC TANK SHOULD BE INSPECTED
AT EAST ONCE PER YEAR. THE .TANK SHCULD BE PUMPED WHEN THE
TO L DEPTH OF SCUM AND SOLIDS EXCEEDS 1/3 OF ITS LIQUID DEPTH
5 SG{ FIELD BROTHERS OE CAPE COD DOES NOT ASSUME RESPONSIBILITY
FO(tI. MATERIALS ENCOUNTERED DURING EXCAVATION
6 AL�LJINA TABLE OR DELETERIOUS MATERIAL ENCOUNTERED MUST BE
E: VATED AND REMOVED TO A DISTANCE OF 3 FEET FROM ALL SIDES
01 HE. SOIL ABSORPTION SYSTEM (S.A.S) AND TO AN ELEVATION OF
APP IOXIMATELY 6.5. BACKFILL MR CLEAN SAND MATERIAL MEETING
T 1 5 SPECIFICATIONS TO APPROX. ELEVATION 83 CONTACT
SC FIELD BROTHERS IF ANY DOUBT OR QUESTIONS ARISE REGARDING
SOIL QUALITY.
7. SITE RESTORATION REQUIRES ALL. STRIPPED TOPSOIL AND SUBSOIL TO BE.
STO KRUEC AND REUSED AT OWNERS OPTION. RE -SPREAD OVER
D TRITED AREAS TO PROMOTE OPTIMAL GROWTH,
B. NO I ERMANENT STRUCTURES SHALL BE CONSTRUCTED OVER THE
RE$§I EVE LEACHING AREA.
H ACENr AFFORD BECVNO EERT FIST WAs NOT NGOEGGGY 9. ALIT LEACHING AREA COIMPONENTS ARE DESIGNED FOR A MINIMUM H-20
LO INA. ANY COMPDNENT THAT WILL BE SUBJECT TO VEHICLE OR
OT�IR HEAVY EQUIPMENT TRAFFIC SHALL BE INSTALLED WITH H-20
TO ING CAPACITY
10 UNh RGR0UN0 UTILITIES SHOWN ARE APPROXIMATE. CONTRACTOR SHALL
PARCEL FALLS WITHIN FLOOD ZONE AS (EL 11) VE I Y ALL UPIDERCROUND UTILITIES PRIOR TO ANY EXCAVATION.
DOD INSURANCE RATE MAP 25001C 0589J.
Yarmouth Health Department
LEGEND t�amg '
vr- PROPOSED CONTOUR LINE Name Date
---XX--- EXISTING CONTOUR TIONS
-W- PROPOSED WATER LINE J
000 PROPOSED 1500 GALLON SEPTIC TANK 1. ESTATED HYDRAULIC LOADING:
,
BEDROOMS AT 110 GPD PER BEDROOM 330 GPD
o PROPOSED DISTRIBUTION BOX GAR AGE GRINDER IS NO1- ALLOWED WITH THIS DESIGN
0 PROPOSED LEACHING TRENCH I'''
=07= PROPOSED LEACHING RESERVE AREA 2 SE C TANK SIZE
AVE
;,BE DAILY FLOW = 330 DEC X 2 DAYS =_560 GALLONS
II. B EXISTING SPOT ELEVATIONS REI'TANK PROVIDED = 1500 GALLONS
® -
TEST HOLE LOCATIONS 3. DE IN PERCOLATION RATE = 2 MINUTES PER INCH
R PROPERTY LINE SOILTEXTURE SAND, CLASS 1
II ' 71 PROPOSED SPOT ELEVATION 310 _ MR 15.242 EFFLUENT LOADING RATE = 074 GPD/SF.
-OH- OVERHEAD UTILITIES
-UG- UNDERGROUND UTILITIES 4 LEgC INC AREA.
l0T SIDEWALL AREA PROVIDED - 2240 SF X 0.74 CPD/SF
EG FINISHED GRADE _ 165 J GPD
UP UTILITY POLE TOTAL 8070M AREA PROVIDED - 224.0' BE.X 0.74 CPD/SF
TOE TOP OF FOUNDATION ELEVATION 15.7. GPD
MA
UM ALLOWABLE LOADING UNDER TITLE 5 331 5 GPD
®0 ROOF DRAIN AN HYDRAULIC LOAOINI 330 GPD (SEE -:
DES( NED LEACHING AREA EXCE1157=1FING AREA REQUIRED UNDER
DLII TITLE 5 AND THE TOWN OF YARMOUTH BOARD OF HEALTH
REGI TIONS
SECTION VIEW I
(No SCALE)
FINISHED GRADE TOPSOIL 11�
-- A MIH. PKI POSED SEWAGE DISPOSAL SYSTEM
2" UYEfl 1/O" TO 1 /2"
DOUBLE WASHED SroNE, cLFwu BACKFILL
INN. FOR PROPOSED THREE BEDROOM DWELLING
FREE FROM Dusr ANo AT MACKENZIC ROAD.
BNEs IN PLACE RMOUTH, MA
/a' To T t/2" a D I
DOUBLE wnsnzD STONE ° ° ,IT ASSE$, DR'S MAP 25 PARCEL' 238 3
FREE FROM DVET PND ep°B o
FINES IH eLACE 2.. °6° o°aPq APPLI ELL: JOHN TIERNEY - TEL. NO.: (781)389-0195
ea° De° ea�o°o 48 BEAVER STREET
WALTHAM, MA 02453 JOB g: o-na62
24' F DATE: JUNE 9, 2017 DESIGNED Br
NOTES.LAS
_ sytN AN c REVISED: AUGUST 29, 2017 DRAWN Br
' uRA-
SIDES AND BOTrOM OF LEACHIRJF / LAS
NG 'L
INTERFACES TO BE SCARIFIED PRIOR scH FIELD J ' CHECKED BY
TO PLACEMENT OF STONE N°. 1120 A IAS
BOTTOM of LEACHING TflErvcHEs e'I
it, )JODA, BROTHERS OF CAPE COD
TO BE LEVEL S4 {,ARI>N ENGINEERING - SURVEYING -. PERMIRING
P.O. BOX 101. 161 GBANEERRY HIGHWAY ORLEANS, MA
508 255-2098
"SOL EVA
NOT
ROOF DRAT SEEPAGE PIT DETAIL
(NO SCALE)
MIRAB 140N FILTER
FABRIC OVER STONE NOTES
ROOF LEADER 4". PRECAST SLAB TOP 1. ALL ROOF AREA RUNOFF SHALL BE COLLECTED IN GUTTERS AND DOWNSPOUT
VMELOW 4' CIA WM 18" DIA SYSTEMS OR DRIP TRENCH SYSTEMS CONTAINING WASHED STONE AND PERFORATED
NNECTOR BOOT CONE. COVER (MIN). COLLECTION PIPES. AND DIRECTED TO THE SEEPAGE PIT.
oSPLASH BLOCK HELIUM DUTY CAST IRO FRAME 2. SHE SEEPAGE PIT SHOWN IN MIS DETAIL. IS DESIGNED TO HANDLE 1000 50. FT. OF
& GRATE (ROUND) (UST ROOF AREA. EQUIVALENT INFILTRATION DESIGNS i0 BE CONSIDERED MUST HAVE A
6" MIN LEBANON R018 OR EQUA) SET MINIMUM WATER STORAGE VOLUME 'EQUAL. TO 1/2 INCH OF RUNOFF OVER THE
\1-12" RIM AT FINISHED GRADE. CONTRIBUTED ROOF AREA
z 5=1.0R MIN
3. SEEPAGE PITS SHALL BE LOCATED AS FOLLOWS:
SEAL CAST IRON FRAME - NOT CLOSER MAN 10 FEET FROM A FOUNDATION WALL OR STRUCTURE. tN 04 MHCROBMT 5 \ 3 VAM CONCRETE MORTAR - AWAY FROM VEHICULAR TRAFFIC AREAS UNLESS DESIGNED FOR FI LOADING.
j' { BRICKS AND MORTAR - NO TREES SHALL BE LOCATED W11HIN 10 FEET OF ME SEEPAGE PIT.
6" PVC OR FOR ADJUSTMENT - THE BOTTOM BE TIE SEEPAGE PIT SHALL BE ABOVE ME SEASONAL MAXIMUM ADS (N 12) JL oGROUNDWATER ELEVADON AS-0ETERMINED DT SOIL EVALUATION PER MA55DRAIN PIPE 6"MIN 6" RADIAL BARBELL BLOC DRY NOT 5 CRITERIA 326-55
LAID WIiH 3/4" OPEN JOI TS -.'NOT CLOSER THAN 25 FEET FROM ASEPTIC SYSTEM 1£ACHING AREP OR CLOSER 3/4` D 1 ONE OR PRECASTCONCRETE
WASHED STONE ' DIA-- THAN 10 FEET FROM A SEPDC .TANK 0 BLARE`
DW -HOW (SHE5WC) MINI -CRY WELL
DW-MOW38WC) OR EQUAL
I
PROFILE OF SYSTEM - NO SCALE
• ? fGPROVIDE FO" IAN. DIX WATERTIGHT ACCESS MANHOLE AND
10x5 3" MIN. COVER CONSTR CTM OF DURABLE MATERIAL BROUGHT TO
AIR SPACE WITHIN 6' OF WISHED GRADE
ED = 10.5
INV. 8.77 NAT" TH :aN FC -10 4 (MIN) FURLED GRADE VARIES (RDE PLAN)
- � 11 FG=10.3 (MIN) PC -10,1 (MIN) 1
INV. = i 4' MIN
TRENCH BEGINNING
'INV. - INVERT ELEVATION CLEAN BACKFILL - N_
MIN. 6 MIN .7.90 - TRENCH RI - 77B
TRENCH M, 779
INV BREAK 01 EL=R 2B I e e o o
037 f -
INV.
O] e ° aPo°°ea
2 MIR 0OF ge°pa Ope gopey ee e, peg ee °p�0� ELEVATOR'
END IN
3"MAX. �°SNHE $ 0°a0f p in p e! ,mn CQ?R,Vl eeo°00FIT0 TRENCH It -
GAS _+118 BEIDw 12'. d°°DOQCey°o°e0 Doo90 ao ra°° 000a
20' BAFFLE 3' 1ftENCN /2 =
MIN FLOW DOE MAX 1RENCH BOiiOM EL. = 65
S INLET
OUTLET PROPOSED DISTRIBDT N BO% (H 10). ADJUSTED HIGH GROUNDWATER E! =1.2 BREV( Olft EC=
INVERT ELEVATO S OF ALL 4 560 ENDS OF mENi
s' )F Off{, 00 oa o0 rog N°eo 9 OUTLETS TO BE E SAME- HE CONNECTED
SNNE g"$•Po°° 0 ��{ /4'PE FORATm PVC SCH. BO LENDER PNO VE
SEPTC LANK (H lOJ a Oo 05 UNUSED OUiI SHALL BE APPROVED EQUAL. PERFORATIONS TO BE EVENLY SPACED a DIA PVC -SLI
CAPACITY = _1 500 GALLONS O pWCGED WRH HYO ULIC CEHENT NG TWO ROWS, RUNNING SHE LENGTH OF THE LINE, ON TIGHT JOINT PIF
PRECAST REINFORCED CONCRETE H 510E MIDWAY BETWEEN 1HE INVERL AND CENTERLINE
NOTE: UNLESS OTHERWISE NOTED, ALL PIPE TO BE' .OUTLET PIPES SH L BE LEVEL ICH SEPARATES ME UPPER AND LOWER HALVES OF ]HE PIPE,
4" BAN. PVC TIGHT JOINT SCH, 40 FOR AT LEAST VO FEET PERFORATORS SHALL BE 0, 3/8" AND c 5/8" IN DIAMETER.
LOCUS MAP
r
N
K
I FW O �
Q N N
aZ m
W
o AFT RD
DRIVE
LOCUS O�
NANTUCKET SOUND
Sp
SCALE 1 1N. = 2000. FT.
A NOTES
GENERAL 0 ES
L ALE ANDES REFER TO NAND 1988 DATUM. SEE BENCHMARK ON PLAN
2. ALIS:' CONSTRUCTION AND MATERIALS TO CONFORM TO TITLE 5 OF THE
FIA ACIIUSETTS STATE ENVIRONMENTAL CODE AND THE BOARD OF
PSALM REQUIREMENTS FOR THE TOWN OF YARMOUTH
3 ANY CHANGES TO MIS PLAN MUST BE APPROVED BY THE BOARD OF
HEp TH AND SCHORELD BROTHERS OF CAPE COD
4 FORM PROPER PERFORMANCE, THE SEPTIC TANK SHOULD BE INSPECTED
AT EAST ONCE PER YEAR. THE .TANK SHCULD BE PUMPED WHEN THE
TO L DEPTH OF SCUM AND SOLIDS EXCEEDS 1/3 OF ITS LIQUID DEPTH
5 SG{ FIELD BROTHERS OE CAPE COD DOES NOT ASSUME RESPONSIBILITY
FO(tI. MATERIALS ENCOUNTERED DURING EXCAVATION
6 AL�LJINA TABLE OR DELETERIOUS MATERIAL ENCOUNTERED MUST BE
E: VATED AND REMOVED TO A DISTANCE OF 3 FEET FROM ALL SIDES
01 HE. SOIL ABSORPTION SYSTEM (S.A.S) AND TO AN ELEVATION OF
APP IOXIMATELY 6.5. BACKFILL MR CLEAN SAND MATERIAL MEETING
T 1 5 SPECIFICATIONS TO APPROX. ELEVATION 83 CONTACT
SC FIELD BROTHERS IF ANY DOUBT OR QUESTIONS ARISE REGARDING
SOIL QUALITY.
7. SITE RESTORATION REQUIRES ALL. STRIPPED TOPSOIL AND SUBSOIL TO BE.
STO KRUEC AND REUSED AT OWNERS OPTION. RE -SPREAD OVER
D TRITED AREAS TO PROMOTE OPTIMAL GROWTH,
B. NO I ERMANENT STRUCTURES SHALL BE CONSTRUCTED OVER THE
RE$§I EVE LEACHING AREA.
H ACENr AFFORD BECVNO EERT FIST WAs NOT NGOEGGGY 9. ALIT LEACHING AREA COIMPONENTS ARE DESIGNED FOR A MINIMUM H-20
LO INA. ANY COMPDNENT THAT WILL BE SUBJECT TO VEHICLE OR
OT�IR HEAVY EQUIPMENT TRAFFIC SHALL BE INSTALLED WITH H-20
TO ING CAPACITY
10 UNh RGR0UN0 UTILITIES SHOWN ARE APPROXIMATE. CONTRACTOR SHALL
PARCEL FALLS WITHIN FLOOD ZONE AS (EL 11) VE I Y ALL UPIDERCROUND UTILITIES PRIOR TO ANY EXCAVATION.
DOD INSURANCE RATE MAP 25001C 0589J.
Yarmouth Health Department
LEGEND t�amg '
vr- PROPOSED CONTOUR LINE Name Date
---XX--- EXISTING CONTOUR TIONS
-W- PROPOSED WATER LINE J
000 PROPOSED 1500 GALLON SEPTIC TANK 1. ESTATED HYDRAULIC LOADING:
,
BEDROOMS AT 110 GPD PER BEDROOM 330 GPD
o PROPOSED DISTRIBUTION BOX GAR AGE GRINDER IS NO1- ALLOWED WITH THIS DESIGN
0 PROPOSED LEACHING TRENCH I'''
=07= PROPOSED LEACHING RESERVE AREA 2 SE C TANK SIZE
AVE
;,BE DAILY FLOW = 330 DEC X 2 DAYS =_560 GALLONS
II. B EXISTING SPOT ELEVATIONS REI'TANK PROVIDED = 1500 GALLONS
® -
TEST HOLE LOCATIONS 3. DE IN PERCOLATION RATE = 2 MINUTES PER INCH
R PROPERTY LINE SOILTEXTURE SAND, CLASS 1
II ' 71 PROPOSED SPOT ELEVATION 310 _ MR 15.242 EFFLUENT LOADING RATE = 074 GPD/SF.
-OH- OVERHEAD UTILITIES
-UG- UNDERGROUND UTILITIES 4 LEgC INC AREA.
l0T SIDEWALL AREA PROVIDED - 2240 SF X 0.74 CPD/SF
EG FINISHED GRADE _ 165 J GPD
UP UTILITY POLE TOTAL 8070M AREA PROVIDED - 224.0' BE.X 0.74 CPD/SF
TOE TOP OF FOUNDATION ELEVATION 15.7. GPD
MA
UM ALLOWABLE LOADING UNDER TITLE 5 331 5 GPD
®0 ROOF DRAIN AN HYDRAULIC LOAOINI 330 GPD (SEE -:
DES( NED LEACHING AREA EXCE1157=1FING AREA REQUIRED UNDER
DLII TITLE 5 AND THE TOWN OF YARMOUTH BOARD OF HEALTH
REGI TIONS
SECTION VIEW I
(No SCALE)
FINISHED GRADE TOPSOIL 11�
-- A MIH. PKI POSED SEWAGE DISPOSAL SYSTEM
2" UYEfl 1/O" TO 1 /2"
DOUBLE WASHED SroNE, cLFwu BACKFILL
INN. FOR PROPOSED THREE BEDROOM DWELLING
FREE FROM Dusr ANo AT MACKENZIC ROAD.
BNEs IN PLACE RMOUTH, MA
/a' To T t/2" a D I
DOUBLE wnsnzD STONE ° ° ,IT ASSE$, DR'S MAP 25 PARCEL' 238 3
FREE FROM DVET PND ep°B o
FINES IH eLACE 2.. °6° o°aPq APPLI ELL: JOHN TIERNEY - TEL. NO.: (781)389-0195
ea° De° ea�o°o 48 BEAVER STREET
WALTHAM, MA 02453 JOB g: o-na62
24' F DATE: JUNE 9, 2017 DESIGNED Br
NOTES.LAS
_ sytN AN c REVISED: AUGUST 29, 2017 DRAWN Br
' uRA-
SIDES AND BOTrOM OF LEACHIRJF / LAS
NG 'L
INTERFACES TO BE SCARIFIED PRIOR scH FIELD J ' CHECKED BY
TO PLACEMENT OF STONE N°. 1120 A IAS
BOTTOM of LEACHING TflErvcHEs e'I
it, )JODA, BROTHERS OF CAPE COD
TO BE LEVEL S4 {,ARI>N ENGINEERING - SURVEYING -. PERMIRING
P.O. BOX 101. 161 GBANEERRY HIGHWAY ORLEANS, MA
508 255-2098
LOCUS MAP
r
N
K
I FW O �
Q N N
aZ m
W
o AFT RD
DRIVE
LOCUS O�
NANTUCKET SOUND
Sp
SCALE 1 1N. = 2000. FT.
A NOTES
GENERAL 0 ES
L ALE ANDES REFER TO NAND 1988 DATUM. SEE BENCHMARK ON PLAN
2. ALIS:' CONSTRUCTION AND MATERIALS TO CONFORM TO TITLE 5 OF THE
FIA ACIIUSETTS STATE ENVIRONMENTAL CODE AND THE BOARD OF
PSALM REQUIREMENTS FOR THE TOWN OF YARMOUTH
3 ANY CHANGES TO MIS PLAN MUST BE APPROVED BY THE BOARD OF
HEp TH AND SCHORELD BROTHERS OF CAPE COD
4 FORM PROPER PERFORMANCE, THE SEPTIC TANK SHOULD BE INSPECTED
AT EAST ONCE PER YEAR. THE .TANK SHCULD BE PUMPED WHEN THE
TO L DEPTH OF SCUM AND SOLIDS EXCEEDS 1/3 OF ITS LIQUID DEPTH
5 SG{ FIELD BROTHERS OE CAPE COD DOES NOT ASSUME RESPONSIBILITY
FO(tI. MATERIALS ENCOUNTERED DURING EXCAVATION
6 AL�LJINA TABLE OR DELETERIOUS MATERIAL ENCOUNTERED MUST BE
E: VATED AND REMOVED TO A DISTANCE OF 3 FEET FROM ALL SIDES
01 HE. SOIL ABSORPTION SYSTEM (S.A.S) AND TO AN ELEVATION OF
APP IOXIMATELY 6.5. BACKFILL MR CLEAN SAND MATERIAL MEETING
T 1 5 SPECIFICATIONS TO APPROX. ELEVATION 83 CONTACT
SC FIELD BROTHERS IF ANY DOUBT OR QUESTIONS ARISE REGARDING
SOIL QUALITY.
7. SITE RESTORATION REQUIRES ALL. STRIPPED TOPSOIL AND SUBSOIL TO BE.
STO KRUEC AND REUSED AT OWNERS OPTION. RE -SPREAD OVER
D TRITED AREAS TO PROMOTE OPTIMAL GROWTH,
B. NO I ERMANENT STRUCTURES SHALL BE CONSTRUCTED OVER THE
RE$§I EVE LEACHING AREA.
H ACENr AFFORD BECVNO EERT FIST WAs NOT NGOEGGGY 9. ALIT LEACHING AREA COIMPONENTS ARE DESIGNED FOR A MINIMUM H-20
LO INA. ANY COMPDNENT THAT WILL BE SUBJECT TO VEHICLE OR
OT�IR HEAVY EQUIPMENT TRAFFIC SHALL BE INSTALLED WITH H-20
TO ING CAPACITY
10 UNh RGR0UN0 UTILITIES SHOWN ARE APPROXIMATE. CONTRACTOR SHALL
PARCEL FALLS WITHIN FLOOD ZONE AS (EL 11) VE I Y ALL UPIDERCROUND UTILITIES PRIOR TO ANY EXCAVATION.
DOD INSURANCE RATE MAP 25001C 0589J.
Yarmouth Health Department
LEGEND t�amg '
vr- PROPOSED CONTOUR LINE Name Date
---XX--- EXISTING CONTOUR TIONS
-W- PROPOSED WATER LINE J
000 PROPOSED 1500 GALLON SEPTIC TANK 1. ESTATED HYDRAULIC LOADING:
,
BEDROOMS AT 110 GPD PER BEDROOM 330 GPD
o PROPOSED DISTRIBUTION BOX GAR AGE GRINDER IS NO1- ALLOWED WITH THIS DESIGN
0 PROPOSED LEACHING TRENCH I'''
=07= PROPOSED LEACHING RESERVE AREA 2 SE C TANK SIZE
AVE
;,BE DAILY FLOW = 330 DEC X 2 DAYS =_560 GALLONS
II. B EXISTING SPOT ELEVATIONS REI'TANK PROVIDED = 1500 GALLONS
® -
TEST HOLE LOCATIONS 3. DE IN PERCOLATION RATE = 2 MINUTES PER INCH
R PROPERTY LINE SOILTEXTURE SAND, CLASS 1
II ' 71 PROPOSED SPOT ELEVATION 310 _ MR 15.242 EFFLUENT LOADING RATE = 074 GPD/SF.
-OH- OVERHEAD UTILITIES
-UG- UNDERGROUND UTILITIES 4 LEgC INC AREA.
l0T SIDEWALL AREA PROVIDED - 2240 SF X 0.74 CPD/SF
EG FINISHED GRADE _ 165 J GPD
UP UTILITY POLE TOTAL 8070M AREA PROVIDED - 224.0' BE.X 0.74 CPD/SF
TOE TOP OF FOUNDATION ELEVATION 15.7. GPD
MA
UM ALLOWABLE LOADING UNDER TITLE 5 331 5 GPD
®0 ROOF DRAIN AN HYDRAULIC LOAOINI 330 GPD (SEE -:
DES( NED LEACHING AREA EXCE1157=1FING AREA REQUIRED UNDER
DLII TITLE 5 AND THE TOWN OF YARMOUTH BOARD OF HEALTH
REGI TIONS
SECTION VIEW I
(No SCALE)
FINISHED GRADE TOPSOIL 11�
-- A MIH. PKI POSED SEWAGE DISPOSAL SYSTEM
2" UYEfl 1/O" TO 1 /2"
DOUBLE WASHED SroNE, cLFwu BACKFILL
INN. FOR PROPOSED THREE BEDROOM DWELLING
FREE FROM Dusr ANo AT MACKENZIC ROAD.
BNEs IN PLACE RMOUTH, MA
/a' To T t/2" a D I
DOUBLE wnsnzD STONE ° ° ,IT ASSE$, DR'S MAP 25 PARCEL' 238 3
FREE FROM DVET PND ep°B o
FINES IH eLACE 2.. °6° o°aPq APPLI ELL: JOHN TIERNEY - TEL. NO.: (781)389-0195
ea° De° ea�o°o 48 BEAVER STREET
WALTHAM, MA 02453 JOB g: o-na62
24' F DATE: JUNE 9, 2017 DESIGNED Br
NOTES.LAS
_ sytN AN c REVISED: AUGUST 29, 2017 DRAWN Br
' uRA-
SIDES AND BOTrOM OF LEACHIRJF / LAS
NG 'L
INTERFACES TO BE SCARIFIED PRIOR scH FIELD J ' CHECKED BY
TO PLACEMENT OF STONE N°. 1120 A IAS
BOTTOM of LEACHING TflErvcHEs e'I
it, )JODA, BROTHERS OF CAPE COD
TO BE LEVEL S4 {,ARI>N ENGINEERING - SURVEYING -. PERMIRING
P.O. BOX 101. 161 GBANEERRY HIGHWAY ORLEANS, MA
508 255-2098